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Home My WebLink About00 Agenda Packet - Part 4 (3B attachments)HCM 6th Signalized Intersection Summary Existing (2022) PM Peak Hour 11: Cook St. & University Park Dr./Berger Dr. Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\01 - Existing Lanes NP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 47 4 30 16 6 56 41 1203 9 44 967 41 Future Volume (veh/h) 47 4 30 16 6 56 41 1203 9 44 967 41 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.98 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 52 4 33 18 7 0 46 1337 0 49 1074 46 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, %222222222222 Cap, veh/h 86 164 137 38 114 79 2863 161 2873 888 Arrive On Green 0.05 0.09 0.09 0.02 0.06 0.00 0.09 1.00 0.00 0.05 0.56 0.56 Sat Flow, veh/h 1781 1870 1558 1781 1870 1585 1781 5106 1585 3456 5106 1578 Grp Volume(v), veh/h 52 4 33 18 7 0 46 1337 0 49 1074 46 Grp Sat Flow(s),veh/h/ln 1781 1870 1558 1781 1870 1585 1781 1702 1585 1728 1702 1578 Q Serve(g_s), s 1.7 0.1 1.2 0.6 0.2 0.0 1.5 0.0 0.0 0.8 7.0 0.8 Cycle Q Clear(g_c), s 1.7 0.1 1.2 0.6 0.2 0.0 1.5 0.0 0.0 0.8 7.0 0.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 86 164 137 38 114 79 2863 161 2873 888 V/C Ratio(X)0.60 0.02 0.24 0.47 0.06 0.58 0.47 0.30 0.37 0.05 Avail Cap(c_a), veh/h 148 499 415 148 499 148 2863 288 2873 888 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 0.00 0.51 0.51 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.0 25.0 25.5 29.0 26.5 0.0 26.8 0.0 0.0 27.7 7.3 5.9 Incr Delay (d2), s/veh 6.7 0.1 0.9 8.6 0.2 0.0 3.4 0.3 0.0 1.1 0.4 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 0.9 0.1 0.4 0.3 0.1 0.0 0.6 0.1 0.0 0.3 1.6 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 34.6 25.1 26.4 37.6 26.8 0.0 30.1 0.3 0.0 28.7 7.6 6.0 LnGrp LOS CCCDC CA CAA Approach Vol, veh/h 89 25 A 1383 A 1169 Approach Delay, s/veh 31.2 34.6 1.3 8.5 Approach LOS C C A A Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 7.3 37.6 5.8 9.3 7.2 37.8 7.4 7.7 Change Period (Y+Rc), s 4.5 4.0 4.5 4.0 4.5 4.0 4.5 4.0 Max Green Setting (Gmax), s 5.0 17.0 5.0 16.0 5.0 17.0 5.0 16.0 Max Q Clear Time (g_c+I1), s 2.8 2.0 2.6 3.2 3.5 9.0 3.7 2.2 Green Ext Time (p_c), s 0.0 7.3 0.0 0.0 0.0 4.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 5.7 HCM 6th LOS A Notes Unsignalized Delay for [NBR, WBR] is excluded from calculations of the approach delay and intersection delay. 3.2-36 Item 3B - Page 627 Portola/Frank Sinatra Residential Traffic Analysis 14677‐03 TA Report.docx APPENDIX 3.3: TRAFFIC SIGNAL WARRANT ANALYSIS WORKSHEETS Item 3B - Page 628 Portola/Frank Sinatra Residential Traffic Analysis 14677‐03 TA Report.docx This Page Intentionally Left Blank Item 3B - Page 629 California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EXISTING (2022) AM PEAK HOUR WARRANTS Major Street Name =Portola Av.Total of Both Approaches (VPH) =1,127 Number of Approach Lanes Major Street =2 Minor Street Name =Willow Ridge High Volume Approach (VPH) =51 Number of Approach Lanes Minor Street =1 Intersection ID: #8 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane112751 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)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 F:\UXRjobs\_14600-15000\14677\02_LOS\Warrants\01 - Exsting\08R_AM.xls\Fig 4C-4 (Rural Peak) 3.3-1 Item 3B - Page 630 California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EXISTING (2022) PM PEAK HOUR WARRANTS Major Street Name =Portola Av.Total of Both Approaches (VPH) =1,116 Number of Approach Lanes Major Street =2 Minor Street Name =Willow Ridge High Volume Approach (VPH) =72 Number of Approach Lanes Minor Street =1 Intersection ID: #8 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane111672 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)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 F:\UXRjobs\_14600-15000\14677\02_LOS\Warrants\01 - Exsting\08R_PM.xls\Fig 4C-4 (Rural Peak) 3.3-2 Item 3B - Page 631 California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EAP PM PEAK HOUR WARRANTS Major Street Name =Portola Av.Total of Both Approaches (VPH) =1,243 Number of Approach Lanes Major Street =2 Minor Street Name =Willow Ridge High Volume Approach (VPH) =73 Number of Approach Lanes Minor Street =1 Intersection ID: #8 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 124373 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)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 F:\UXRjobs\_14600-15000\14677\02_LOS\Warrants\02 - EAP\08R_PM.xls\Fig 4C-4 (Rural Peak) 3.3-3 Item 3B - Page 632 California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EAP AM PEAK HOUR WARRANTS Major Street Name =Portola Av.Total of Both Approaches (VPH) =1,236 Number of Approach Lanes Major Street =2 Minor Street Name =Willow Ridge High Volume Approach (VPH) =53 Number of Approach Lanes Minor Street =1 Intersection ID: #8 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 123653 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)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 F:\UXRjobs\_14600-15000\14677\02_LOS\Warrants\02 - EAP\08R_AM.xls\Fig 4C-4 (Rural Peak) 3.3-4 Item 3B - Page 633 California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EAPC AM PEAK HOUR WARRANTS Major Street Name =Portola Av.Total of Both Approaches (VPH) =1,495 Number of Approach Lanes Major Street =2 Minor Street Name =Willow Ridge High Volume Approach (VPH) =53 Number of Approach Lanes Minor Street =1 Intersection ID: #8 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 130053 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)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 F:\UXRjobs\_14600-15000\14677\02_LOS\Warrants\03 - EAPC\08R_AM.xls\Fig 4C-4 (Rural Peak) 3.3-5 Item 3B - Page 634 California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EAPC PM PEAK HOUR WARRANTS Major Street Name =Portola Av.Total of Both Approaches (VPH) =1,656 Number of Approach Lanes Major Street =2 Minor Street Name =Willow Ridge High Volume Approach (VPH) =73 Number of Approach Lanes Minor Street =1 Intersection ID: #8 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 130073 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)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 F:\UXRjobs\_14600-15000\14677\02_LOS\Warrants\03 - EAPC\08R_PM.xls\Fig 4C-4 (Rural Peak) 3.3-6 Item 3B - Page 635 Portola/Frank Sinatra Residential Traffic Analysis 14677‐03 TA Report.docx APPENDIX 5.1: EAP (2024) CONDITIONS INTERSECTION OPERATIONS ANALYSIS WORKSHEETS Item 3B - Page 636 Portola/Frank Sinatra Residential Traffic Analysis 14677‐03 TA Report.docx This Page Intentionally Left Blank Item 3B - Page 637 Lanes, Volumes, Timings EAP (2024) AM Peak Hour 1: Monterey Av. & Frank Sinatra Dr. Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)43 289 110 189 616 78 76 603 35 57 1229 96 Future Volume (vph)43 289 110 189 616 78 76 603 35 57 1229 96 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)160 150 140 140 250 150 200 175 Storage Lanes 2 1 2 1 2 0 2 1 Taper Length (ft)100 120 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 55 55 Link Distance (ft)1182 5371 1281 1753 Travel Time (s)16.1 73.2 15.9 21.7 Confl. Peds. (#/hr)5 5 5 5 5 5 5 5 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph)48 321 122 210 684 87 84 670 39 63 1366 107 Shared Lane Traffic (%) Lane Group Flow (vph) 48 321 122 210 684 87 84 709 0 63 1366 107 Turn Type Prot NA Perm Prot NA Perm Prot NA Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 6 Detector Phase 74438852 166 Switch Phase Minimum Initial (s)5.0 4.0 4.0 5.0 4.0 4.0 5.0 4.0 5.0 4.0 4.0 Minimum Split (s)9.5 20.0 20.0 9.5 20.0 20.0 9.5 20.0 9.5 20.0 20.0 Total Split (s)9.5 20.0 20.0 9.5 20.0 20.0 9.5 21.0 9.5 21.0 21.0 Total Split (%)15.8% 33.3% 33.3% 15.8% 33.3% 33.3% 15.8% 35.0% 15.8% 35.0% 35.0% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 0.5 0.5 1.0 0.5 0.5 1.0 0.5 1.0 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.0 4.0 4.5 4.0 4.0 4.5 4.0 4.5 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 60 Control Type: Actuated-Coordinated Splits and Phases: 1: Monterey Av. & Frank Sinatra Dr. 5.1-1 Item 3B - Page 638 HCM 6th Signalized Intersection Summary EAP (2024) AM Peak Hour 1: Monterey Av. & Frank Sinatra Dr. Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 43 289 110 189 616 78 76 603 35 57 1229 96 Future Volume (veh/h) 43 289 110 189 616 78 76 603 35 57 1229 96 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 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 48 321 122 210 684 87 84 670 39 63 1366 107 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, %222222222222 Cap, veh/h 159 717 317 288 850 377 217 1863 108 187 1883 582 Arrive On Green 0.05 0.20 0.20 0.08 0.24 0.24 0.06 0.38 0.38 0.05 0.37 0.37 Sat Flow, veh/h 3456 3554 1573 3456 3554 1575 3456 4936 286 3456 5106 1579 Grp Volume(v), veh/h 48 321 122 210 684 87 84 461 248 63 1366 107 Grp Sat Flow(s),veh/h/ln 1728 1777 1573 1728 1777 1575 1728 1702 1818 1728 1702 1579 Q Serve(g_s), s 0.8 4.8 4.0 3.6 10.9 2.7 1.4 5.9 5.9 1.1 13.8 2.8 Cycle Q Clear(g_c), s 0.8 4.8 4.0 3.6 10.9 2.7 1.4 5.9 5.9 1.1 13.8 2.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.16 1.00 1.00 Lane Grp Cap(c), veh/h 159 717 317 288 850 377 217 1285 686 187 1883 582 V/C Ratio(X) 0.30 0.45 0.38 0.73 0.80 0.23 0.39 0.36 0.36 0.34 0.73 0.18 Avail Cap(c_a), veh/h 288 948 420 288 948 420 288 1285 686 288 1883 582 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 27.7 21.0 20.7 26.8 21.5 18.4 27.0 13.5 13.5 27.3 16.3 12.8 Incr Delay (d2), s/veh 1.1 0.4 0.8 9.0 4.7 0.3 1.1 0.8 1.5 1.1 2.5 0.7 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 0.3 1.7 1.3 1.6 4.3 0.8 0.5 1.8 2.1 0.4 4.5 0.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 28.8 21.5 21.5 35.9 26.2 18.7 28.1 14.2 14.9 28.4 18.8 13.5 LnGrp LOS CCCDCBCBBCBB Approach Vol, veh/h 491 981 793 1536 Approach Delay, s/veh 22.2 27.6 15.9 18.8 Approach LOS C C B B Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 7.8 26.6 9.5 16.1 8.3 26.1 7.3 18.4 Change Period (Y+Rc), s 4.5 4.0 4.5 4.0 4.5 4.0 4.5 4.0 Max Green Setting (Gmax), s 5.0 17.0 5.0 16.0 5.0 17.0 5.0 16.0 Max Q Clear Time (g_c+I1), s 3.1 7.9 5.6 6.8 3.4 15.8 2.8 12.9 Green Ext Time (p_c), s 0.0 2.6 0.0 1.5 0.0 0.9 0.0 1.3 Intersection Summary HCM 6th Ctrl Delay 20.9 HCM 6th LOS C 5.1-2 Item 3B - Page 639 Lanes, Volumes, Timings EAP (2024) AM Peak Hour 2: Portola Av. & Central Access Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)0 36 16 563 595 24 Future Volume (vph)0 36 16 563 595 24 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 220 90 Storage Lanes 0 1 1 1 Taper Length (ft)90 60 Link Speed (mph)30 55 55 Link Distance (ft)265 417 282 Travel Time (s)6.0 5.2 3.5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph)0 39 17 612 647 26 Shared Lane Traffic (%) Lane Group Flow (vph) 0 39 17 612 647 26 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized 5.1-3 Item 3B - Page 640 HCM 6th TWSC EAP (2024) AM Peak Hour 2: Portola Av. & Central Access Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 0.4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 36 16 563 595 24 Future Vol, veh/h 0 36 16 563 595 24 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 220 - - 90 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 0 39 17 612 647 26 Major/Minor Minor2 Major1 Major2 Conflicting Flow All - 324 673 0 - 0 Stage 1 ------ Stage 2 ------ Critical Hdwy - 6.94 4.14 - - - Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy - 3.32 2.22 - - - Pot Cap-1 Maneuver 0 672 914 - - - Stage 1 0 ----- Stage 2 0 ----- Platoon blocked, %- - - Mov Cap-1 Maneuver - 672 914 - - - Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB NB SB HCM Control Delay, s 10.7 0.2 0 HCM LOS B Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h)914 - 672 - - HCM Lane V/C Ratio 0.019 - 0.058 - - HCM Control Delay (s) 9 - 10.7 - - HCM Lane LOS A - B - - HCM 95th %tile Q(veh) 0.1 - 0.2 - - 5.1-4 Item 3B - Page 641 Lanes, Volumes, Timings EAP (2024) AM Peak Hour 3: North Access/Shepherd Ln. & Frank Sinatra Dr. Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)23 426 0 0 777 19 0 0 73 0 0 73 Future Volume (vph)23 426 0 0 777 19 0 0 73 0 0 73 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)140 150 150 50 0 0 150 150 Storage Lanes 1 0 0 1 0 1 0 0 Taper Length (ft)120 90 90 90 Link Speed (mph)50 50 30 30 Link Distance (ft)5371 693 244 810 Travel Time (s)73.2 9.5 5.5 18.4 Confl. Peds. (#/hr)5 5 5 5 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph)25 468 0 0 854 21 0 0 80 0 0 80 Shared Lane Traffic (%) Lane Group Flow (vph) 25 468 0 0 854 21 0 0 80 0 0 80 Sign Control Free Free Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 5.1-5 Item 3B - Page 642 HCM 6th TWSC EAP (2024) AM Peak Hour 3: North Access/Shepherd Ln. & Frank Sinatra Dr. Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 1.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 23 426 0 0 777 19 0 0 73 0 0 73 Future Vol, veh/h 23 426 0 0 777 19 0 0 73 0 0 73 Conflicting Peds, #/hr 5 00005000505 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 140 ----50--0--- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91 Heavy Vehicles, % 2 22222222222 Mvmt Flow 25 468 0 0 854 21 0 0 80 0 0 80 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 880 0 - - - 0 - - 234 - - 437 Stage 1 ------------ Stage 2 ------------ Critical Hdwy 4.14 -------6.94 - - 6.94 Critical Hdwy Stg 1 ------------ Critical Hdwy Stg 2 ------------ Follow-up Hdwy 2.22 -------3.32 - - 3.32 Pot Cap-1 Maneuver 764 - 0 0 - - 0 0 768 0 0 567 Stage 1 - - 0 0 - - 0 0 - 0 0 - Stage 2 - - 0 0 - - 0 0 - 0 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver 760 -------768--562 Mov Cap-2 Maneuver ------------ Stage 1 ------------ Stage 2 ------------ Approach EB WB NB SB HCM Control Delay, s 0.5 0 10.2 12.5 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT WBT WBRSBLn1 Capacity (veh/h)768 760 - - - 562 HCM Lane V/C Ratio 0.104 0.033 - - - 0.143 HCM Control Delay (s) 10.2 9.9 - - - 12.5 HCM Lane LOS B A - - - B HCM 95th %tile Q(veh) 0.3 0.1 - - - 0.5 5.1-6 Item 3B - Page 643 Lanes, Volumes, Timings EAP (2024) AM Peak Hour 4: Portola Av. & Frank Sinatra Dr. Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)60 309 130 145 621 19 124 377 68 34 347 21 Future Volume (vph)60 309 130 145 621 19 124 377 68 34 347 21 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)120 230 140 100 260 50 180 0 Storage Lanes 1 1 1 1 1 1 1 0 Taper Length (ft)120 90 120 190 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 55 55 Link Distance (ft)693 4512 510 1159 Travel Time (s)9.5 61.5 6.3 14.4 Confl. Peds. (#/hr)5 5 5 5 5 5 5 5 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph)68 351 148 165 706 22 141 428 77 39 394 24 Shared Lane Traffic (%) Lane Group Flow (vph) 68 351 148 165 706 22 141 428 77 39 418 0 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 2 Detector Phase 74438852216 Switch Phase Minimum Initial (s)5.0 4.0 4.0 5.0 4.0 4.0 5.0 4.0 4.0 5.0 4.0 Minimum Split (s)9.5 20.0 20.0 9.5 20.0 20.0 9.5 20.0 20.0 9.5 20.0 Total Split (s)9.5 20.0 20.0 10.0 20.5 20.5 9.5 20.5 20.5 9.5 20.5 Total Split (%)15.8% 33.3% 33.3% 16.7% 34.2% 34.2% 15.8% 34.2% 34.2% 15.8% 34.2% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 0.5 0.5 1.0 0.5 0.5 1.0 0.5 0.5 1.0 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.0 4.0 4.5 4.0 4.0 4.5 4.0 4.0 4.5 4.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 65 Control Type: Actuated-Coordinated Splits and Phases: 4: Portola Av. & Frank Sinatra Dr. 5.1-7 Item 3B - Page 644 HCM 6th Signalized Intersection Summary EAP (2024) AM Peak Hour 4: Portola Av. & Frank Sinatra Dr. Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 60 309 130 145 621 19 124 377 68 34 347 21 Future Volume (veh/h) 60 309 130 145 621 19 124 377 68 34 347 21 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 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 68 351 148 165 706 22 141 428 77 39 394 24 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, %222222222222 Cap, veh/h 101 745 330 163 870 386 148 1917 593 71 1634 98 Arrive On Green 0.06 0.21 0.21 0.09 0.24 0.24 0.08 0.38 0.38 0.04 0.33 0.33 Sat Flow, veh/h 1781 3554 1574 1781 3554 1575 1781 5106 1579 1781 4923 297 Grp Volume(v), veh/h 68 351 148 165 706 22 141 428 77 39 271 147 Grp Sat Flow(s),veh/h/ln 1781 1777 1574 1781 1777 1575 1781 1702 1579 1781 1702 1815 Q Serve(g_s), s 2.2 5.2 4.9 5.5 11.2 0.6 4.7 3.4 1.9 1.3 3.5 3.5 Cycle Q Clear(g_c), s 2.2 5.2 4.9 5.5 11.2 0.6 4.7 3.4 1.9 1.3 3.5 3.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.16 Lane Grp Cap(c), veh/h 101 745 330 163 870 386 148 1917 593 71 1130 603 V/C Ratio(X) 0.68 0.47 0.45 1.01 0.81 0.06 0.95 0.22 0.13 0.55 0.24 0.24 Avail Cap(c_a), veh/h 148 948 420 163 977 433 148 1917 593 148 1130 603 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 0.88 0.88 0.88 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 27.8 20.8 20.7 27.3 21.3 17.3 27.4 12.8 12.3 28.3 14.5 14.6 Incr Delay (d2), s/veh 7.6 0.5 1.0 68.8 4.2 0.1 58.7 0.3 0.5 6.5 0.5 1.0 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 1.1 1.9 1.6 5.2 4.4 0.2 4.1 1.0 0.6 0.6 1.1 1.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 35.4 21.3 21.6 96.1 25.6 17.4 86.1 13.0 12.8 34.8 15.1 15.5 LnGrp LOS D C C F C B F B B C B B Approach Vol, veh/h 567 893 646 457 Approach Delay, s/veh 23.0 38.4 29.0 16.9 Approach LOS C D C B Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 6.9 26.5 10.0 16.6 9.5 23.9 7.9 18.7 Change Period (Y+Rc), s 4.5 4.0 4.5 4.0 4.5 4.0 4.5 4.0 Max Green Setting (Gmax), s 5.0 16.5 5.5 16.0 5.0 16.5 5.0 16.5 Max Q Clear Time (g_c+I1), s 3.3 5.4 7.5 7.2 6.7 5.5 4.2 13.2 Green Ext Time (p_c), s 0.0 2.0 0.0 1.6 0.0 1.6 0.0 1.3 Intersection Summary HCM 6th Ctrl Delay 28.8 HCM 6th LOS C 5.1-8 Item 3B - Page 645 Lanes, Volumes, Timings EAP (2024) AM Peak Hour 5: Cook St. & Frank Sinatra Dr. Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 184 126 123 59 244 49 104 593 51 43 1088 409 Future Volume (vph) 184 126 123 59 244 49 104 593 51 43 1088 409 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)140 135 135 260 140 0 210 220 Storage Lanes 2 1 2 1 2 0 2 1 Taper Length (ft)210 110 110 140 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 55 55 Link Distance (ft)4512 1444 671 1610 Travel Time (s)61.5 19.7 8.3 20.0 Confl. Peds. (#/hr)5 5 5 5 5 5 5 5 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph)202 138 135 65 268 54 114 652 56 47 1196 449 Shared Lane Traffic (%) Lane Group Flow (vph) 202 138 135 65 268 54 114 708 0 47 1196 449 Turn Type Prot NA Perm Prot NA Perm Prot NA Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 6 Detector Phase 74438852 166 Switch Phase Minimum Initial (s)5.0 4.0 4.0 5.0 4.0 4.0 5.0 4.0 5.0 4.0 4.0 Minimum Split (s)9.5 20.0 20.0 9.5 20.0 20.0 9.5 20.0 9.5 20.0 20.0 Total Split (s)9.5 20.0 20.0 9.5 20.0 20.0 9.5 21.0 9.5 21.0 21.0 Total Split (%)15.8% 33.3% 33.3% 15.8% 33.3% 33.3% 15.8% 35.0% 15.8% 35.0% 35.0% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 0.5 0.5 1.0 0.5 0.5 1.0 0.5 1.0 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.0 4.0 4.5 4.0 4.0 4.5 4.0 4.5 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 60 Control Type: Actuated-Coordinated Splits and Phases: 5: Cook St. & Frank Sinatra Dr. 5.1-9 Item 3B - Page 646 HCM 6th Signalized Intersection Summary EAP (2024) AM Peak Hour 5: Cook St. & Frank Sinatra Dr. Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 184 126 123 59 244 49 104 593 51 43 1088 409 Future Volume (veh/h) 184 126 123 59 244 49 104 593 51 43 1088 409 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 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 202 138 135 65 268 54 114 652 56 47 1196 449 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, %222222222222 Cap, veh/h 288 577 255 191 477 210 245 1503 129 156 2187 676 Arrive On Green 0.08 0.16 0.16 0.06 0.13 0.13 0.07 0.45 0.45 0.06 0.57 0.57 Sat Flow, veh/h 3456 3554 1570 3456 3554 1567 3456 3311 284 3456 5106 1579 Grp Volume(v), veh/h 202 138 135 65 268 54 114 350 358 47 1196 449 Grp Sat Flow(s),veh/h/ln 1728 1777 1570 1728 1777 1567 1728 1777 1818 1728 1702 1579 Q Serve(g_s), s 3.4 2.0 4.7 1.1 4.2 1.9 1.9 8.0 8.0 0.8 8.8 11.8 Cycle Q Clear(g_c), s 3.4 2.0 4.7 1.1 4.2 1.9 1.9 8.0 8.0 0.8 8.8 11.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.16 1.00 1.00 Lane Grp Cap(c), veh/h 288 577 255 191 477 210 245 806 825 156 2187 676 V/C Ratio(X) 0.70 0.24 0.53 0.34 0.56 0.26 0.47 0.43 0.43 0.30 0.55 0.66 Avail Cap(c_a), veh/h 288 948 419 288 948 418 288 806 825 288 2187 676 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 Upstream Filter(I)0.93 0.93 0.93 1.00 1.00 1.00 1.00 1.00 1.00 0.93 0.93 0.93 Uniform Delay (d), s/veh 26.8 21.9 23.0 27.3 24.3 23.3 26.8 11.1 11.1 27.3 9.3 9.9 Incr Delay (d2), s/veh 6.9 0.2 1.6 1.1 1.0 0.6 1.4 1.7 1.7 1.0 0.9 4.7 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 1.5 0.7 1.6 0.4 1.6 0.6 0.7 2.6 2.7 0.3 2.2 3.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 33.7 22.1 24.6 28.4 25.4 23.9 28.2 12.8 12.8 28.3 10.2 14.7 LnGrp LOS CCCCCCCBBCBB Approach Vol, veh/h 475 387 822 1692 Approach Delay, s/veh 27.7 25.7 14.9 11.9 Approach LOS C C B B Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 7.2 31.2 7.8 13.7 8.8 29.7 9.5 12.1 Change Period (Y+Rc), s 4.5 4.0 4.5 4.0 4.5 4.0 4.5 4.0 Max Green Setting (Gmax), s 5.0 17.0 5.0 16.0 5.0 17.0 5.0 16.0 Max Q Clear Time (g_c+I1), s 2.8 10.0 3.1 6.7 3.9 13.8 5.4 6.2 Green Ext Time (p_c), s 0.0 2.1 0.0 0.7 0.0 2.4 0.0 1.1 Intersection Summary HCM 6th Ctrl Delay 16.4 HCM 6th LOS B 5.1-10 Item 3B - Page 647 Lanes, Volumes, Timings EAP (2024) AM Peak Hour 6: Portola Av. & Retreat Circ. (N) Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)0 9 559 4 3 619 Future Volume (vph)0 9 559 4 3 619 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)150 150 150 150 Storage Lanes 0 0 1 1 Taper Length (ft)90 90 Link Speed (mph)30 55 55 Link Distance (ft)217 282 254 Travel Time (s)4.9 3.5 3.1 Confl. Peds. (#/hr)5 5 5 5 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 Adj. Flow (vph)0 11 665 5 4 737 Shared Lane Traffic (%) Lane Group Flow (vph) 0 11 665 5 4 737 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized 5.1-11 Item 3B - Page 648 HCM 6th TWSC EAP (2024) AM Peak Hour 6: Portola Av. & Retreat Circ. (N) Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 0.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 9 559 4 3 619 Future Vol, veh/h 0 9 559 4 3 619 Conflicting Peds, #/hr 5 50550 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - - - 150 150 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 84 84 84 84 84 84 Heavy Vehicles, % 2 22222 Mvmt Flow 0 11 665 5 4 737 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 343 0 0 675 0 Stage 1 ------ Stage 2 ------ Critical Hdwy - 7.14 - - 5.34 - Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy - 3.92 - - 3.12 - Pot Cap-1 Maneuver 0 557 - - 560 - Stage 1 0 ----- Stage 2 0 ----- Platoon blocked, %- -- Mov Cap-1 Maneuver - 552 - - 557 - Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s 11.7 0 0.1 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)- - 552 557 - HCM Lane V/C Ratio - - 0.019 0.006 - HCM Control Delay (s) - - 11.7 11.5 - HCM Lane LOS - - B B - HCM 95th %tile Q(veh) - - 0.1 0 - 5.1-12 Item 3B - Page 649 Lanes, Volumes, Timings EAP (2024) AM Peak Hour 7: Portola Av. & Retreat Circ. (S) Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)0 1 578 1 0 631 Future Volume (vph)0 1 578 1 0 631 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)150 150 150 150 Storage Lanes 0 0 0 0 Taper Length (ft)90 90 Link Speed (mph)30 55 55 Link Distance (ft)243 194 417 Travel Time (s)5.5 2.4 5.2 Confl. Peds. (#/hr)5 5 5 5 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 Adj. Flow (vph)0 1 672 1 0 734 Shared Lane Traffic (%) Lane Group Flow (vph) 0 1 673 0 0 734 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized 5.1-13 Item 3B - Page 650 HCM 6th TWSC EAP (2024) AM Peak Hour 7: Portola Av. & Retreat Circ. (S) Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 0 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 1 578 1 0 631 Future Vol, veh/h 0 1 578 1 0 631 Conflicting Peds, #/hr 5 50550 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length ------ Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 86 86 86 86 86 86 Heavy Vehicles, % 2 22222 Mvmt Flow 0 1 672 1 0 734 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 347 0 0 - - Stage 1 ------ Stage 2 ------ Critical Hdwy - 7.14 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy - 3.92 ---- Pot Cap-1 Maneuver 0 554 - - 0 - Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, %- -- Mov Cap-1 Maneuver - 549 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s 11.6 0 0 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h)- - 549 - HCM Lane V/C Ratio - - 0.002 - HCM Control Delay (s) - - 11.6 - HCM Lane LOS - - B - HCM 95th %tile Q(veh) - - 0 - 5.1-14 Item 3B - Page 651 Lanes, Volumes, Timings EAP (2024) AM Peak Hour 8: Portola Av. & Willow Ridge Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)32 21 553 29 34 620 Future Volume (vph)32 21 553 29 34 620 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)0 50 150 100 Storage Lanes 1 1 1 1 Taper Length (ft)90 60 Link Speed (mph)30 55 55 Link Distance (ft)309 2578 801 Travel Time (s)7.0 32.0 9.9 Confl. Peds. (#/hr)5 5 5 5 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 Adj. Flow (vph)37 24 643 34 40 721 Shared Lane Traffic (%) Lane Group Flow (vph) 37 24 643 34 40 721 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized 5.1-15 Item 3B - Page 652 HCM 6th TWSC EAP (2024) AM Peak Hour 8: Portola Av. & Willow Ridge Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 0.9 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 32 21 553 29 34 620 Future Vol, veh/h 32 21 553 29 34 620 Conflicting Peds, #/hr 5 50550 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 50 - 150 100 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 86 86 86 86 86 86 Heavy Vehicles, % 2 22222 Mvmt Flow 37 24 643 34 40 721 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1094 332 0 0 682 0 Stage 1 648 ----- Stage 2 446 ----- Critical Hdwy 6.84 6.94 - - 4.14 - Critical Hdwy Stg 1 5.84 ----- Critical Hdwy Stg 2 5.84 ----- Follow-up Hdwy 3.52 3.32 - - 2.22 - Pot Cap-1 Maneuver 208 664 - - 907 - Stage 1 483 ----- Stage 2 612 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 197 658 - - 903 - Mov Cap-2 Maneuver 329 ----- Stage 1 481 ----- Stage 2 582 ----- Approach WB NB SB HCM Control Delay, s 14.7 0 0.5 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h)- - 329 658 903 - HCM Lane V/C Ratio - - 0.113 0.037 0.044 - HCM Control Delay (s) - - 17.3 10.7 9.2 - HCM Lane LOS - - C B A - HCM 95th %tile Q(veh) - - 0.4 0.1 0.1 - 5.1-16 Item 3B - Page 653 Lanes, Volumes, Timings EAP (2024) AM Peak Hour 9: Portola Av. & Country Club Dr. Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)46 372 157 166 713 89 206 431 139 80 458 54 Future Volume (vph)46 372 157 166 713 89 206 431 139 80 458 54 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)200 105 180 80 160 135 200 50 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft)120 90 100 60 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 55 55 Link Distance (ft)1030 784 945 2578 Travel Time (s)14.0 10.7 11.7 32.0 Confl. Peds. (#/hr)5 5 5 5 5 5 5 5 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Adj. Flow (vph)54 438 185 195 839 105 242 507 164 94 539 64 Shared Lane Traffic (%) Lane Group Flow (vph) 54 438 185 195 839 105 242 507 164 94 539 64 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Detector Phase 744388522166 Switch Phase Minimum Initial (s)5.0 4.0 4.0 5.0 4.0 4.0 5.0 4.0 4.0 5.0 4.0 4.0 Minimum Split (s)9.5 20.0 20.0 9.5 20.0 20.0 9.5 20.0 20.0 9.5 20.0 20.0 Total Split (s)14.0 28.8 28.8 27.2 42.0 42.0 31.0 46.6 46.6 17.4 33.0 33.0 Total Split (%)11.7% 24.0% 24.0% 22.7% 35.0% 35.0% 25.8% 38.8% 38.8% 14.5% 27.5% 27.5% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 0.5 0.5 1.0 0.5 0.5 1.0 0.5 0.5 1.0 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.0 4.0 4.5 4.0 4.0 4.5 4.0 4.0 4.5 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 70 Control Type: Actuated-Coordinated Splits and Phases: 9: Portola Av. & Country Club Dr. 5.1-17 Item 3B - Page 654 HCM 6th Signalized Intersection Summary EAP (2024) AM Peak Hour 9: Portola Av. & Country Club Dr. Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 46 372 157 166 713 89 206 431 139 80 458 54 Future Volume (veh/h) 46 372 157 166 713 89 206 431 139 80 458 54 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 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 54 438 185 195 839 105 242 507 164 94 539 64 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, %222222222222 Cap, veh/h 70 657 291 225 967 429 273 1709 760 118 1400 622 Arrive On Green 0.04 0.18 0.18 0.13 0.27 0.27 0.15 0.48 0.48 0.07 0.39 0.39 Sat Flow, veh/h 1781 3554 1572 1781 3554 1576 1781 3554 1580 1781 3554 1579 Grp Volume(v), veh/h 54 438 185 195 839 105 242 507 164 94 539 64 Grp Sat Flow(s),veh/h/ln 1781 1777 1572 1781 1777 1576 1781 1777 1580 1781 1777 1579 Q Serve(g_s), s 3.6 13.8 13.0 12.9 27.0 6.2 16.0 10.4 7.2 6.2 13.0 3.1 Cycle Q Clear(g_c), s 3.6 13.8 13.0 12.9 27.0 6.2 16.0 10.4 7.2 6.2 13.0 3.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 70 657 291 225 967 429 273 1709 760 118 1400 622 V/C Ratio(X) 0.77 0.67 0.64 0.87 0.87 0.24 0.89 0.30 0.22 0.80 0.38 0.10 Avail Cap(c_a), veh/h 141 734 325 337 1125 499 393 1709 760 191 1400 622 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 57.1 45.5 45.2 51.4 41.6 34.1 49.8 18.9 18.0 55.2 26.0 23.0 Incr Delay (d2), s/veh 16.5 2.0 3.5 14.3 6.6 0.3 15.7 0.4 0.7 11.5 0.8 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 1.9 6.0 5.2 6.4 12.1 2.3 8.0 4.0 2.6 3.1 5.3 1.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 73.6 47.5 48.6 65.7 48.2 34.4 65.5 19.3 18.7 66.7 26.8 23.3 LnGrp LOS E D D E D C EBBECC Approach Vol, veh/h 677 1139 913 697 Approach Delay, s/veh 49.9 49.9 31.4 31.8 Approach LOS DDCC Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 12.4 61.7 19.7 26.2 22.9 51.3 9.2 36.6 Change Period (Y+Rc), s 4.5 4.0 4.5 4.0 4.5 4.0 4.5 4.0 Max Green Setting (Gmax), s 12.9 42.6 22.7 24.8 26.5 29.0 9.5 38.0 Max Q Clear Time (g_c+I1), s 8.2 12.4 14.9 15.8 18.0 15.0 5.6 29.0 Green Ext Time (p_c), s 0.1 3.6 0.3 2.1 0.4 2.8 0.0 3.6 Intersection Summary HCM 6th Ctrl Delay 41.3 HCM 6th LOS D 5.1-18 Item 3B - Page 655 Lanes, Volumes, Timings EAP (2024) AM Peak Hour 10: Portola Av. & South Access Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)0 12 0 579 631 0 Future Volume (vph)0 12 0 579 631 0 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Link Speed (mph)30 55 55 Link Distance (ft)244 468 194 Travel Time (s)5.5 5.8 2.4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph)0 13 0 629 686 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 13 0 629 686 0 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized 5.1-19 Item 3B - Page 656 HCM 6th TWSC EAP (2024) AM Peak Hour 10: Portola Av. & South Access Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 0.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 12 0 579 631 0 Future Vol, veh/h 0 12 0 579 631 0 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 ---- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 0 13 0 629 686 0 Major/Minor Minor2 Major1 Major2 Conflicting Flow All - 343 - 0 - 0 Stage 1 ------ Stage 2 ------ Critical Hdwy - 6.94 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy - 3.32 ---- Pot Cap-1 Maneuver 0 653 0 - - 0 Stage 1 0 - 0 - - 0 Stage 2 0 - 0 - - 0 Platoon blocked, %- - Mov Cap-1 Maneuver - 653 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB NB SB HCM Control Delay, s 10.6 0 0 HCM LOS B Minor Lane/Major Mvmt NBTEBLn1 SBT Capacity (veh/h)- 653 - HCM Lane V/C Ratio - 0.02 - HCM Control Delay (s) - 10.6 - HCM Lane LOS - B - HCM 95th %tile Q(veh) - 0.1 - 5.1-20 Item 3B - Page 657 Lanes, Volumes, Timings EAP (2024) AM Peak Hour 11: Cook St. & University Park Dr./Berger Dr. Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)32 0 18 3 1 10 10 805 10 49 1519 16 Future Volume (vph)32 0 18 3 1 10 10 805 10 49 1519 16 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)180 180 100 0 140 140 225 295 Storage Lanes 1 1 0 1 1 1 2 0 Taper Length (ft)90 0 160 165 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)30 30 55 55 Link Distance (ft)449 460 1610 602 Travel Time (s)10.2 10.5 20.0 7.5 Confl. Peds. (#/hr)5 5 5 5 5 5 5 5 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph)36 0 20 3 1 11 11 894 11 54 1688 18 Shared Lane Traffic (%) Lane Group Flow (vph) 36 0 20 3 1 11 11 894 11 54 1688 18 Turn Type Prot Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Detector Phase 744388522166 Switch Phase Minimum Initial (s)5.0 4.0 4.0 5.0 4.0 4.0 5.0 4.0 4.0 5.0 4.0 4.0 Minimum Split (s)9.5 20.0 20.0 9.5 20.0 20.0 9.5 20.0 20.0 9.5 20.0 20.0 Total Split (s)9.5 20.0 20.0 9.5 20.0 20.0 9.5 21.0 21.0 9.5 21.0 21.0 Total Split (%)15.8% 33.3% 33.3% 15.8% 33.3% 33.3% 15.8% 35.0% 35.0% 15.8% 35.0% 35.0% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 0.5 0.5 1.0 0.5 0.5 1.0 0.5 0.5 1.0 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.0 4.0 4.5 4.0 4.0 4.5 4.0 4.0 4.5 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 65 Control Type: Actuated-Coordinated Splits and Phases: 11: Cook St. & University Park Dr./Berger Dr. 5.1-21 Item 3B - Page 658 HCM 6th Signalized Intersection Summary EAP (2024) AM Peak Hour 11: Cook St. & University Park Dr./Berger Dr. Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 32 0 18 3 1 10 10 805 10 49 1519 16 Future Volume (veh/h) 32 0 18 3 1 10 10 805 10 49 1519 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.98 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 36 0 20 3 1 0 11 894 0 54 1688 18 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, %222222222222 Cap, veh/h 67 141 117 7 78 25 3001 171 3182 984 Arrive On Green 0.04 0.00 0.08 0.00 0.04 0.00 0.03 1.00 0.00 0.05 0.62 0.62 Sat Flow, veh/h 1781 1870 1554 1781 1870 1585 1781 5106 1585 3456 5106 1579 Grp Volume(v), veh/h 36 0 20 3 1 0 11 894 0 54 1688 18 Grp Sat Flow(s),veh/h/ln 1781 1870 1554 1781 1870 1585 1781 1702 1585 1728 1702 1579 Q Serve(g_s), s 1.2 0.0 0.7 0.1 0.0 0.0 0.4 0.0 0.0 0.9 11.2 0.3 Cycle Q Clear(g_c), s 1.2 0.0 0.7 0.1 0.0 0.0 0.4 0.0 0.0 0.9 11.2 0.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 67 141 117 7 78 25 3001 171 3182 984 V/C Ratio(X)0.54 0.00 0.17 0.41 0.01 0.44 0.30 0.32 0.53 0.02 Avail Cap(c_a), veh/h 148 499 414 148 499 148 3001 288 3182 984 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 1.00 0.00 0.86 0.86 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.4 0.0 26.0 29.8 27.6 0.0 28.9 0.0 0.0 27.5 6.4 4.3 Incr Delay (d2), s/veh 6.5 0.0 0.7 33.7 0.1 0.0 10.3 0.2 0.0 1.0 0.6 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 0.6 0.0 0.3 0.1 0.0 0.0 0.2 0.1 0.0 0.3 2.1 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 34.9 0.0 26.7 63.5 27.6 0.0 39.2 0.2 0.0 28.6 7.0 4.3 LnGrp LOS C A C E C D A C A A Approach Vol, veh/h 56 4 A 905 A 1760 Approach Delay, s/veh 32.0 54.5 0.7 7.6 Approach LOS C D A A Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 7.5 39.3 4.7 8.5 5.3 41.4 6.8 6.5 Change Period (Y+Rc), s 4.5 4.0 4.5 4.0 4.5 4.0 4.5 4.0 Max Green Setting (Gmax), s 5.0 17.0 5.0 16.0 5.0 17.0 5.0 16.0 Max Q Clear Time (g_c+I1), s 2.9 2.0 2.1 2.7 2.4 13.2 3.2 2.0 Green Ext Time (p_c), s 0.0 4.7 0.0 0.0 0.0 3.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 5.9 HCM 6th LOS A Notes Unsignalized Delay for [NBR, WBR] is excluded from calculations of the approach delay and intersection delay. 5.1-22 Item 3B - Page 659 Lanes, Volumes, Timings EAP (2024) PM Peak Hour 1: Monterey Av. & Frank Sinatra Dr. Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 126 608 129 146 374 79 122 1268 131 106 1030 63 Future Volume (vph) 126 608 129 146 374 79 122 1268 131 106 1030 63 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)160 150 140 140 250 150 200 175 Storage Lanes 2 1 2 1 2 0 2 1 Taper Length (ft)100 120 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 55 55 Link Distance (ft)1182 5371 1281 1753 Travel Time (s)16.1 73.2 15.9 21.7 Confl. Peds. (#/hr)5 5 5 5 5 5 5 5 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph)133 640 136 154 394 83 128 1335 138 112 1084 66 Shared Lane Traffic (%) Lane Group Flow (vph) 133 640 136 154 394 83 128 1473 0 112 1084 66 Turn Type Prot NA Perm Prot NA Perm Prot NA Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 6 Detector Phase 74438852 166 Switch Phase Minimum Initial (s)5.0 4.0 4.0 5.0 4.0 4.0 5.0 4.0 5.0 4.0 4.0 Minimum Split (s)9.5 20.0 20.0 9.5 20.0 20.0 9.5 20.0 9.5 20.0 20.0 Total Split (s)9.5 20.0 20.0 9.5 20.0 20.0 9.5 21.0 9.5 21.0 21.0 Total Split (%)15.8% 33.3% 33.3% 15.8% 33.3% 33.3% 15.8% 35.0% 15.8% 35.0% 35.0% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 0.5 0.5 1.0 0.5 0.5 1.0 0.5 1.0 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.0 4.0 4.5 4.0 4.0 4.5 4.0 4.5 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 65 Control Type: Actuated-Coordinated Splits and Phases: 1: Monterey Av. & Frank Sinatra Dr. 5.1-23 Item 3B - Page 660 HCM 6th Signalized Intersection Summary EAP (2024) PM Peak Hour 1: Monterey Av. & Frank Sinatra Dr. Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 126 608 129 146 374 79 122 1268 131 106 1030 63 Future Volume (veh/h) 126 608 129 146 374 79 122 1268 131 106 1030 63 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 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 133 640 136 154 394 83 128 1335 138 112 1084 66 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %222222222222 Cap, veh/h 257 822 364 266 832 369 254 1588 164 243 1710 529 Arrive On Green 0.07 0.23 0.23 0.08 0.23 0.23 0.07 0.34 0.34 0.07 0.33 0.33 Sat Flow, veh/h 3456 3554 1575 3456 3554 1575 3456 4699 486 3456 5106 1578 Grp Volume(v), veh/h 133 640 136 154 394 83 128 967 506 112 1084 66 Grp Sat Flow(s),veh/h/ln 1728 1777 1575 1728 1777 1575 1728 1702 1780 1728 1702 1578 Q Serve(g_s), s 2.2 10.1 4.4 2.6 5.7 2.6 2.1 15.8 15.8 1.9 10.8 1.7 Cycle Q Clear(g_c), s 2.2 10.1 4.4 2.6 5.7 2.6 2.1 15.8 15.8 1.9 10.8 1.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.27 1.00 1.00 Lane Grp Cap(c), veh/h 257 822 364 266 832 369 254 1150 602 243 1710 529 V/C Ratio(X) 0.52 0.78 0.37 0.58 0.47 0.23 0.50 0.84 0.84 0.46 0.63 0.12 Avail Cap(c_a), veh/h 288 948 420 288 948 420 288 1150 602 288 1710 529 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 26.7 21.6 19.4 26.8 19.8 18.6 26.7 18.4 18.4 26.8 16.8 13.8 Incr Delay (d2), s/veh 1.6 3.6 0.6 2.5 0.4 0.3 1.5 7.5 13.3 1.4 1.8 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 0.9 3.9 1.4 1.0 2.0 0.8 0.8 5.9 7.2 0.7 3.5 0.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 28.4 25.3 20.0 29.2 20.2 18.9 28.3 25.8 31.7 28.1 18.6 14.3 LnGrp LOS CCCCCBCCCCBB Approach Vol, veh/h 909 631 1601 1262 Approach Delay, s/veh 24.9 22.2 27.9 19.3 Approach LOS C C C B Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 8.7 24.3 9.1 17.9 8.9 24.1 9.0 18.0 Change Period (Y+Rc), s 4.5 4.0 4.5 4.0 4.5 4.0 4.5 4.0 Max Green Setting (Gmax), s 5.0 17.0 5.0 16.0 5.0 17.0 5.0 16.0 Max Q Clear Time (g_c+I1), s 3.9 17.8 4.6 12.1 4.1 12.8 4.2 7.7 Green Ext Time (p_c), s 0.0 0.0 0.0 1.6 0.0 2.5 0.0 1.6 Intersection Summary HCM 6th Ctrl Delay 24.0 HCM 6th LOS C 5.1-24 Item 3B - Page 661 Lanes, Volumes, Timings EAP (2024) PM Peak Hour 2: Portola Av. & Central Access Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)0 23 52 675 466 77 Future Volume (vph)0 23 52 675 466 77 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 220 90 Storage Lanes 0 1 1 1 Taper Length (ft)90 60 Link Speed (mph)30 55 55 Link Distance (ft)265 417 282 Travel Time (s)6.0 5.2 3.5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph)0 25 57 734 507 84 Shared Lane Traffic (%) Lane Group Flow (vph) 0 25 57 734 507 84 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized 5.1-25 Item 3B - Page 662 HCM 6th TWSC EAP (2024) PM Peak Hour 2: Portola Av. & Central Access Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 0.5 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 23 52 675 466 77 Future Vol, veh/h 0 23 52 675 466 77 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 220 - - 90 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 0 25 57 734 507 84 Major/Minor Minor2 Major1 Major2 Conflicting Flow All - 254 591 0 - 0 Stage 1 ------ Stage 2 ------ Critical Hdwy - 6.94 4.14 - - - Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy - 3.32 2.22 - - - Pot Cap-1 Maneuver 0 745 981 - - - Stage 1 0 ----- Stage 2 0 ----- Platoon blocked, %- - - Mov Cap-1 Maneuver - 745 981 - - - Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB NB SB HCM Control Delay, s 10 0.6 0 HCM LOS B Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h)981 - 745 - - HCM Lane V/C Ratio 0.058 - 0.034 - - HCM Control Delay (s) 8.9 - 10 - - HCM Lane LOS A - B - - HCM 95th %tile Q(veh) 0.2 - 0.1 - - 5.1-26 Item 3B - Page 663 Lanes, Volumes, Timings EAP (2024) PM Peak Hour 3: North Access/Shepherd Ln. & Frank Sinatra Dr. Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)42 726 0 0 523 43 0 0 46 0 0 47 Future Volume (vph)42 726 0 0 523 43 0 0 46 0 0 47 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)140 150 150 50 0 0 150 150 Storage Lanes 1 0 0 1 0 1 0 0 Taper Length (ft)120 90 90 90 Link Speed (mph)50 50 30 30 Link Distance (ft)5371 693 244 810 Travel Time (s)73.2 9.5 5.5 18.4 Confl. Peds. (#/hr)5 5 5 5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph)46 789 0 0 568 47 0 0 50 0 0 51 Shared Lane Traffic (%) Lane Group Flow (vph) 46 789 0 0 568 47 0 0 50 0 0 51 Sign Control Free Free Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 5.1-27 Item 3B - Page 664 HCM 6th TWSC EAP (2024) PM Peak Hour 3: North Access/Shepherd Ln. & Frank Sinatra Dr. Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 42 726 0 0 523 43 0 0 46 0 0 47 Future Vol, veh/h 42 726 0 0 523 43 0 0 46 0 0 47 Conflicting Peds, #/hr 5 00005000505 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 140 ----50--0--- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 22222222222 Mvmt Flow 46 789 0 0 568 47 0 0 50 0 0 51 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 620 0 - - - 0 - - 395 - - 294 Stage 1 ------------ Stage 2 ------------ Critical Hdwy 4.14 -------6.94 - - 6.94 Critical Hdwy Stg 1 ------------ Critical Hdwy Stg 2 ------------ Follow-up Hdwy 2.22 -------3.32 - - 3.32 Pot Cap-1 Maneuver 956 - 0 0 - - 0 0 604 0 0 702 Stage 1 - - 0 0 - - 0 0 - 0 0 - Stage 2 - - 0 0 - - 0 0 - 0 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver 951 -------604--695 Mov Cap-2 Maneuver ------------ Stage 1 ------------ Stage 2 ------------ Approach EB WB NB SB HCM Control Delay, s 0.5 0 11.5 10.6 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT WBT WBRSBLn1 Capacity (veh/h)604 951 - - - 695 HCM Lane V/C Ratio 0.083 0.048 - - - 0.074 HCM Control Delay (s) 11.5 9 - - - 10.6 HCM Lane LOS B A - - - B HCM 95th %tile Q(veh) 0.3 0.2 - - - 0.2 5.1-28 Item 3B - Page 665 Lanes, Volumes, Timings EAP (2024) PM Peak Hour 4: Portola Av. & Frank Sinatra Dr. Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)39 615 117 126 368 14 149 432 104 70 304 29 Future Volume (vph)39 615 117 126 368 14 149 432 104 70 304 29 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)120 230 140 100 260 50 180 0 Storage Lanes 1 1 1 1 1 1 1 0 Taper Length (ft)120 90 120 190 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 55 55 Link Distance (ft)693 4512 510 1159 Travel Time (s)9.5 61.5 6.3 14.4 Confl. Peds. (#/hr)5 5 5 5 5 5 5 5 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph)41 654 124 134 391 15 159 460 111 74 323 31 Shared Lane Traffic (%) Lane Group Flow (vph) 41 654 124 134 391 15 159 460 111 74 354 0 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 2 Detector Phase 74438852216 Switch Phase Minimum Initial (s)5.0 4.0 4.0 5.0 4.0 4.0 5.0 4.0 4.0 5.0 4.0 Minimum Split (s)9.5 20.0 20.0 9.5 20.0 20.0 9.5 20.0 20.0 9.5 20.0 Total Split (s)9.5 20.0 20.0 9.6 20.1 20.1 10.4 20.8 20.8 9.6 20.0 Total Split (%)15.8% 33.3% 33.3% 16.0% 33.5% 33.5% 17.3% 34.7% 34.7% 16.0% 33.3% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 0.5 0.5 1.0 0.5 0.5 1.0 0.5 0.5 1.0 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.0 4.0 4.5 4.0 4.0 4.5 4.0 4.0 4.5 4.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 65 Control Type: Actuated-Coordinated Splits and Phases: 4: Portola Av. & Frank Sinatra Dr. 5.1-29 Item 3B - Page 666 HCM 6th Signalized Intersection Summary EAP (2024) PM Peak Hour 4: Portola Av. & Frank Sinatra Dr. Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 39 615 117 126 368 14 149 432 104 70 304 29 Future Volume (veh/h) 39 615 117 126 368 14 149 432 104 70 304 29 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 0.99 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 41 654 124 134 391 15 159 460 111 74 323 31 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %222222222222 Cap, veh/h 73 831 368 151 987 438 175 1729 534 105 1420 134 Arrive On Green 0.04 0.23 0.23 0.09 0.28 0.28 0.10 0.34 0.34 0.06 0.30 0.30 Sat Flow, veh/h 1781 3554 1575 1781 3554 1576 1781 5106 1578 1781 4744 447 Grp Volume(v), veh/h 41 654 124 134 391 15 159 460 111 74 230 124 Grp Sat Flow(s),veh/h/ln 1781 1777 1575 1781 1777 1576 1781 1702 1578 1781 1702 1787 Q Serve(g_s), s 1.4 10.4 3.9 4.5 5.4 0.4 5.3 3.9 3.0 2.4 3.0 3.1 Cycle Q Clear(g_c), s 1.4 10.4 3.9 4.5 5.4 0.4 5.3 3.9 3.0 2.4 3.0 3.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.25 Lane Grp Cap(c), veh/h 73 831 368 151 987 438 175 1729 534 105 1019 535 V/C Ratio(X) 0.56 0.79 0.34 0.89 0.40 0.03 0.91 0.27 0.21 0.70 0.23 0.23 Avail Cap(c_a), veh/h 148 948 420 151 987 438 175 1729 534 151 1019 535 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 0.96 0.96 0.96 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.2 21.6 19.1 27.2 17.6 15.8 26.8 14.4 14.1 27.7 15.8 15.8 Incr Delay (d2), s/veh 6.5 3.9 0.5 40.4 0.2 0.0 42.7 0.4 0.9 8.3 0.5 1.0 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 0.6 4.1 1.3 3.4 1.8 0.1 4.0 1.2 1.0 1.1 1.0 1.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 34.7 25.5 19.6 67.6 17.8 15.8 69.4 14.8 15.0 36.0 16.3 16.8 LnGrp LOS C C BEBBEBBDBB Approach Vol, veh/h 819 540 730 428 Approach Delay, s/veh 25.1 30.1 26.7 19.9 Approach LOS C C C B Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 8.0 24.3 9.6 18.0 10.4 22.0 7.0 20.7 Change Period (Y+Rc), s 4.5 4.0 4.5 4.0 4.5 4.0 4.5 4.0 Max Green Setting (Gmax), s 5.1 16.8 5.1 16.0 5.9 16.0 5.0 16.1 Max Q Clear Time (g_c+I1), s 4.4 5.9 6.5 12.4 7.3 5.1 3.4 7.4 Green Ext Time (p_c), s 0.0 2.2 0.0 1.5 0.0 1.3 0.0 1.5 Intersection Summary HCM 6th Ctrl Delay 25.8 HCM 6th LOS C 5.1-30 Item 3B - Page 667 Lanes, Volumes, Timings EAP (2024) PM Peak Hour 5: Cook St. & Frank Sinatra Dr. Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 360 271 141 44 176 41 124 918 77 78 786 216 Future Volume (vph) 360 271 141 44 176 41 124 918 77 78 786 216 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)140 135 135 260 140 0 210 220 Storage Lanes 2 1 2 1 2 0 2 1 Taper Length (ft)210 110 110 140 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 55 55 Link Distance (ft)4512 1444 671 1610 Travel Time (s)61.5 19.7 8.3 20.0 Confl. Peds. (#/hr)5 5 5 5 5 5 5 5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph)391 295 153 48 191 45 135 998 84 85 854 235 Shared Lane Traffic (%) Lane Group Flow (vph) 391 295 153 48 191 45 135 1082 0 85 854 235 Turn Type Prot NA Perm Prot NA Perm Prot NA Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 6 Detector Phase 74438852 166 Switch Phase Minimum Initial (s)5.0 4.0 4.0 5.0 4.0 4.0 5.0 4.0 5.0 4.0 4.0 Minimum Split (s)9.5 20.0 20.0 9.5 20.0 20.0 9.5 20.0 9.5 20.0 20.0 Total Split (s)10.0 20.5 20.5 9.5 20.0 20.0 9.5 20.5 9.5 20.5 20.5 Total Split (%)16.7% 34.2% 34.2% 15.8% 33.3% 33.3% 15.8% 34.2% 15.8% 34.2% 34.2% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 0.5 0.5 1.0 0.5 0.5 1.0 0.5 1.0 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.0 4.0 4.5 4.0 4.0 4.5 4.0 4.5 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 75 Control Type: Actuated-Coordinated Splits and Phases: 5: Cook St. & Frank Sinatra Dr. 5.1-31 Item 3B - Page 668 HCM 6th Signalized Intersection Summary EAP (2024) PM Peak Hour 5: Cook St. & Frank Sinatra Dr. Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 360 271 141 44 176 41 124 918 77 78 786 216 Future Volume (veh/h) 360 271 141 44 176 41 124 918 77 78 786 216 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 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 391 295 153 48 191 45 135 998 84 85 854 235 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %222222222222 Cap, veh/h 317 561 248 159 399 175 258 1491 126 218 2238 692 Arrive On Green 0.09 0.16 0.16 0.05 0.11 0.11 0.07 0.45 0.45 0.13 0.88 0.88 Sat Flow, veh/h 3456 3554 1570 3456 3554 1564 3456 3317 279 3456 5106 1580 Grp Volume(v), veh/h 391 295 153 48 191 45 135 535 547 85 854 235 Grp Sat Flow(s),veh/h/ln 1728 1777 1570 1728 1777 1564 1728 1777 1819 1728 1702 1580 Q Serve(g_s), s 5.5 4.6 5.5 0.8 3.0 1.6 2.3 14.2 14.2 1.4 1.9 1.6 Cycle Q Clear(g_c), s 5.5 4.6 5.5 0.8 3.0 1.6 2.3 14.2 14.2 1.4 1.9 1.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.15 1.00 1.00 Lane Grp Cap(c), veh/h 317 561 248 159 399 175 258 799 818 218 2238 692 V/C Ratio(X) 1.23 0.53 0.62 0.30 0.48 0.26 0.52 0.67 0.67 0.39 0.38 0.34 Avail Cap(c_a), veh/h 317 977 432 288 948 417 288 799 818 288 2238 692 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I)0.73 0.73 0.73 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 0.95 Uniform Delay (d), s/veh 27.2 23.2 23.6 27.7 25.0 24.3 26.7 13.0 13.0 25.2 2.2 2.2 Incr Delay (d2), s/veh 124.0 0.6 1.8 1.1 0.9 0.8 1.6 4.4 4.3 1.1 0.5 1.3 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 7.4 1.7 1.9 0.3 1.2 0.5 0.9 4.9 5.0 0.5 0.4 0.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 151.3 23.8 25.4 28.8 25.9 25.1 28.4 17.4 17.3 26.2 2.7 3.4 LnGrp LOS F CCCCCCBBCAA Approach Vol, veh/h 839 284 1217 1174 Approach Delay, s/veh 83.5 26.2 18.6 4.5 Approach LOS F C B A Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 8.3 31.0 7.3 13.5 9.0 30.3 10.0 10.7 Change Period (Y+Rc), s 4.5 4.0 4.5 4.0 4.5 4.0 4.5 4.0 Max Green Setting (Gmax), s 5.0 16.5 5.0 16.5 5.0 16.5 5.5 16.0 Max Q Clear Time (g_c+I1), s 3.4 16.2 2.8 7.5 4.3 3.9 7.5 5.0 Green Ext Time (p_c), s 0.0 0.2 0.0 1.4 0.0 4.8 0.0 0.8 Intersection Summary HCM 6th Ctrl Delay 30.0 HCM 6th LOS C 5.1-32 Item 3B - Page 669 Lanes, Volumes, Timings EAP (2024) PM Peak Hour 6: Portola Av. & Retreat Circ. (N) Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)0 15 670 5 4 543 Future Volume (vph)0 15 670 5 4 543 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)150 150 150 150 Storage Lanes 0 0 1 1 Taper Length (ft)90 90 Link Speed (mph)30 55 55 Link Distance (ft)217 282 254 Travel Time (s)4.9 3.5 3.1 Confl. Peds. (#/hr)5 5 5 5 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph)0 16 720 5 4 584 Shared Lane Traffic (%) Lane Group Flow (vph) 0 16 720 5 4 584 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized 5.1-33 Item 3B - Page 670 HCM 6th TWSC EAP (2024) PM Peak Hour 6: Portola Av. & Retreat Circ. (N) Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 0.2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 15 670 5 4 543 Future Vol, veh/h 0 15 670 5 4 543 Conflicting Peds, #/hr 5 50550 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - - - 150 150 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 2 22222 Mvmt Flow 0 16 720 5 4 584 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 370 0 0 730 0 Stage 1 ------ Stage 2 ------ Critical Hdwy - 7.14 - - 5.34 - Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy - 3.92 - - 3.12 - Pot Cap-1 Maneuver 0 536 - - 527 - Stage 1 0 ----- Stage 2 0 ----- Platoon blocked, %- -- Mov Cap-1 Maneuver - 531 - - 524 - Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s 12 0 0.1 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)- - 531 524 - HCM Lane V/C Ratio - - 0.03 0.008 - HCM Control Delay (s) - - 12 11.9 - HCM Lane LOS - - B B - HCM 95th %tile Q(veh) - - 0.1 0 - 5.1-34 Item 3B - Page 671 Lanes, Volumes, Timings EAP (2024) PM Peak Hour 7: Portola Av. & Retreat Circ. (S) Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)0 1 726 1 0 489 Future Volume (vph)0 1 726 1 0 489 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)150 150 150 150 Storage Lanes 0 0 0 0 Taper Length (ft)90 90 Link Speed (mph)30 55 55 Link Distance (ft)243 194 417 Travel Time (s)5.5 2.4 5.2 Confl. Peds. (#/hr)5 5 5 5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph)0 1 789 1 0 532 Shared Lane Traffic (%) Lane Group Flow (vph) 0 1 790 0 0 532 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized 5.1-35 Item 3B - Page 672 HCM 6th TWSC EAP (2024) PM Peak Hour 7: Portola Av. & Retreat Circ. (S) Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 0 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 1 726 1 0 489 Future Vol, veh/h 0 1 726 1 0 489 Conflicting Peds, #/hr 5 50550 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length ------ Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 0 1 789 1 0 532 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 405 0 0 - - Stage 1 ------ Stage 2 ------ Critical Hdwy - 7.14 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy - 3.92 ---- Pot Cap-1 Maneuver 0 509 - - 0 - Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, %- -- Mov Cap-1 Maneuver - 504 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s 12.2 0 0 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h)- - 504 - HCM Lane V/C Ratio - - 0.002 - HCM Control Delay (s) - - 12.2 - HCM Lane LOS - - B - HCM 95th %tile Q(veh) - - 0 - 5.1-36 Item 3B - Page 673 Lanes, Volumes, Timings EAP (2024) PM Peak Hour 8: Portola Av. & Willow Ridge Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)46 27 705 42 31 465 Future Volume (vph)47 28 705 42 31 465 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)0 50 150 100 Storage Lanes 1 1 1 1 Taper Length (ft)90 60 Link Speed (mph)30 55 55 Link Distance (ft)309 2578 801 Travel Time (s)7.0 32.0 9.9 Confl. Peds. (#/hr)5 5 5 5 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph)51 30 758 45 33 500 Shared Lane Traffic (%) Lane Group Flow (vph) 51 30 758 45 33 500 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized 5.1-37 Item 3B - Page 674 HCM 6th TWSC EAP (2024) PM Peak Hour 8: Portola Av. & Willow Ridge Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 1.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 46 27 705 42 31 465 Future Vol, veh/h 47 28 705 42 31 465 Conflicting Peds, #/hr 5 50550 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 50 - 150 100 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 2 22222 Mvmt Flow 51 30 758 45 33 500 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1084 389 0 0 808 0 Stage 1 763 ----- Stage 2 321 ----- Critical Hdwy 6.84 6.94 - - 4.14 - Critical Hdwy Stg 1 5.84 ----- Critical Hdwy Stg 2 5.84 ----- Follow-up Hdwy 3.52 3.32 - - 2.22 - Pot Cap-1 Maneuver 211 610 - - 813 - Stage 1 421 ----- Stage 2 708 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 200 604 - - 809 - Mov Cap-2 Maneuver 319 ----- Stage 1 419 ----- Stage 2 675 ----- Approach WB NB SB HCM Control Delay, s 15.7 0 0.6 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h)- - 319 604 809 - HCM Lane V/C Ratio - - 0.158 0.05 0.041 - HCM Control Delay (s) - - 18.4 11.3 9.6 - HCM Lane LOS - - C B A - HCM 95th %tile Q(veh) - - 0.6 0.2 0.1 - 5.1-38 Item 3B - Page 675 Lanes, Volumes, Timings EAP (2024) PM Peak Hour 9: Portola Av. & Country Club Dr. Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)50 771 175 184 552 139 170 489 177 83 407 60 Future Volume (vph)50 771 175 184 552 139 170 489 177 83 407 60 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)200 105 180 80 160 135 200 50 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft)120 90 100 60 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 55 55 Link Distance (ft)1030 784 945 2578 Travel Time (s)14.0 10.7 11.7 32.0 Confl. Peds. (#/hr)5 5 5 5 5 5 5 5 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph)52 795 180 190 569 143 175 504 182 86 420 62 Shared Lane Traffic (%) Lane Group Flow (vph) 52 795 180 190 569 143 175 504 182 86 420 62 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Detector Phase 744388522166 Switch Phase Minimum Initial (s)5.0 4.0 4.0 5.0 4.0 4.0 5.0 4.0 4.0 5.0 4.0 4.0 Minimum Split (s)9.5 20.0 20.0 9.5 20.0 20.0 9.5 20.0 20.0 9.5 20.0 20.0 Total Split (s)14.0 40.0 40.0 27.0 53.0 53.0 25.2 36.0 36.0 17.0 27.8 27.8 Total Split (%)11.7% 33.3% 33.3% 22.5% 44.2% 44.2% 21.0% 30.0% 30.0% 14.2% 23.2% 23.2% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 0.5 0.5 1.0 0.5 0.5 1.0 0.5 0.5 1.0 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.0 4.0 4.5 4.0 4.0 4.5 4.0 4.0 4.5 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 65 Control Type: Actuated-Coordinated Splits and Phases: 9: Portola Av. & Country Club Dr. 5.1-39 Item 3B - Page 676 HCM 6th Signalized Intersection Summary EAP (2024) PM Peak Hour 9: Portola Av. & Country Club Dr. Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 50 771 175 184 552 139 170 489 177 83 407 60 Future Volume (veh/h) 50 771 175 184 552 139 170 489 177 83 407 60 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 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 52 795 180 190 569 143 175 504 182 86 420 62 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %222222222222 Cap, veh/h 67 921 408 220 1226 544 204 1474 655 109 1283 570 Arrive On Green 0.04 0.26 0.26 0.12 0.34 0.34 0.11 0.41 0.41 0.06 0.36 0.36 Sat Flow, veh/h 1781 3554 1576 1781 3554 1578 1781 3554 1579 1781 3554 1578 Grp Volume(v), veh/h 52 795 180 190 569 143 175 504 182 86 420 62 Grp Sat Flow(s),veh/h/ln 1781 1777 1576 1781 1777 1578 1781 1777 1579 1781 1777 1578 Q Serve(g_s), s 3.5 25.6 11.5 12.6 15.0 7.8 11.6 11.6 9.1 5.7 10.3 3.1 Cycle Q Clear(g_c), s 3.5 25.6 11.5 12.6 15.0 7.8 11.6 11.6 9.1 5.7 10.3 3.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 67 921 408 220 1226 544 204 1474 655 109 1283 570 V/C Ratio(X) 0.77 0.86 0.44 0.86 0.46 0.26 0.86 0.34 0.28 0.79 0.33 0.11 Avail Cap(c_a), veh/h 141 1066 473 334 1451 644 307 1474 655 186 1283 570 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 57.2 42.4 37.2 51.6 30.7 28.3 52.1 24.0 23.2 55.6 27.8 25.5 Incr Delay (d2), s/veh 17.0 6.7 0.7 13.7 0.3 0.3 14.0 0.6 1.1 11.9 0.7 0.4 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 11.6 4.3 6.2 6.2 2.9 5.7 4.7 3.4 2.8 4.2 1.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 74.2 49.1 37.9 65.3 30.9 28.6 66.2 24.6 24.3 67.5 28.5 25.9 LnGrp LOS E D D E C C E C C E C C Approach Vol, veh/h 1027 902 861 568 Approach Delay, s/veh 48.4 37.8 33.0 34.1 Approach LOS DDCC Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 11.8 53.8 19.3 35.1 18.3 47.3 9.0 45.4 Change Period (Y+Rc), s 4.5 4.0 4.5 4.0 4.5 4.0 4.5 4.0 Max Green Setting (Gmax), s 12.5 32.0 22.5 36.0 20.7 23.8 9.5 49.0 Max Q Clear Time (g_c+I1), s 7.7 13.6 14.6 27.6 13.6 12.3 5.5 17.0 Green Ext Time (p_c), s 0.1 3.2 0.3 3.5 0.2 1.9 0.0 4.1 Intersection Summary HCM 6th Ctrl Delay 39.2 HCM 6th LOS D 5.1-40 Item 3B - Page 677 Lanes, Volumes, Timings EAP (2024) PM Peak Hour 10: Portola Av. & South Access Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)0 8 0 727 489 0 Future Volume (vph)0 8 0 727 489 0 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Link Speed (mph)30 55 55 Link Distance (ft)244 468 194 Travel Time (s)5.5 5.8 2.4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph)0 9 0 790 532 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 9 0 790 532 0 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized 5.1-41 Item 3B - Page 678 HCM 6th TWSC EAP (2024) PM Peak Hour 10: Portola Av. & South Access Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 0.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 8 0 727 489 0 Future Vol, veh/h 0 8 0 727 489 0 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 ---- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 0 9 0 790 532 0 Major/Minor Minor2 Major1 Major2 Conflicting Flow All - 266 - 0 - 0 Stage 1 ------ Stage 2 ------ Critical Hdwy - 6.94 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy - 3.32 ---- Pot Cap-1 Maneuver 0 732 0 - - 0 Stage 1 0 - 0 - - 0 Stage 2 0 - 0 - - 0 Platoon blocked, %- - Mov Cap-1 Maneuver - 732 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB NB SB HCM Control Delay, s 10 0 0 HCM LOS B Minor Lane/Major Mvmt NBTEBLn1 SBT Capacity (veh/h)- 732 - HCM Lane V/C Ratio - 0.012 - HCM Control Delay (s) - 10 - HCM Lane LOS - B - HCM 95th %tile Q(veh) - 0 - 5.1-42 Item 3B - Page 679 Lanes, Volumes, Timings EAP (2024) PM Peak Hour 11: Cook St. & University Park Dr./Berger Dr. Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)49 4 31 17 6 58 43 1267 9 46 1032 43 Future Volume (vph)49 4 31 17 6 58 43 1267 9 46 1032 43 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)180 180 100 0 140 140 225 295 Storage Lanes 1 1 0 1 1 1 2 0 Taper Length (ft)90 0 160 165 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)30 30 55 55 Link Distance (ft)449 460 1610 602 Travel Time (s)10.2 10.5 20.0 7.5 Confl. Peds. (#/hr)5 5 5 5 5 5 5 5 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph)54 4 34 19 7 64 48 1408 10 51 1147 48 Shared Lane Traffic (%) Lane Group Flow (vph) 54 4 34 19 7 64 48 1408 10 51 1147 48 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Detector Phase 744388522166 Switch Phase Minimum Initial (s)5.0 4.0 4.0 5.0 4.0 4.0 5.0 4.0 4.0 5.0 4.0 4.0 Minimum Split (s)9.5 20.0 20.0 9.5 20.0 20.0 9.5 20.0 20.0 9.5 20.0 20.0 Total Split (s)9.5 20.0 20.0 9.5 20.0 20.0 9.5 21.0 21.0 9.5 21.0 21.0 Total Split (%)15.8% 33.3% 33.3% 15.8% 33.3% 33.3% 15.8% 35.0% 35.0% 15.8% 35.0% 35.0% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 0.5 0.5 1.0 0.5 0.5 1.0 0.5 0.5 1.0 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.0 4.0 4.5 4.0 4.0 4.5 4.0 4.0 4.5 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 60 Control Type: Actuated-Coordinated Splits and Phases: 11: Cook St. & University Park Dr./Berger Dr. 5.1-43 Item 3B - Page 680 HCM 6th Signalized Intersection Summary EAP (2024) PM Peak Hour 11: Cook St. & University Park Dr./Berger Dr. Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 49 4 31 17 6 58 43 1267 9 46 1032 43 Future Volume (veh/h) 49 4 31 17 6 58 43 1267 9 46 1032 43 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.98 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 54 4 34 19 7 0 48 1408 0 51 1147 48 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, %222222222222 Cap, veh/h 88 166 138 40 116 82 2847 165 2857 883 Arrive On Green 0.05 0.09 0.09 0.02 0.06 0.00 0.09 1.00 0.00 0.05 0.56 0.56 Sat Flow, veh/h 1781 1870 1558 1781 1870 1585 1781 5106 1585 3456 5106 1578 Grp Volume(v), veh/h 54 4 34 19 7 0 48 1408 0 51 1147 48 Grp Sat Flow(s),veh/h/ln 1781 1870 1558 1781 1870 1585 1781 1702 1585 1728 1702 1578 Q Serve(g_s), s 1.8 0.1 1.2 0.6 0.2 0.0 1.6 0.0 0.0 0.9 7.7 0.8 Cycle Q Clear(g_c), s 1.8 0.1 1.2 0.6 0.2 0.0 1.6 0.0 0.0 0.9 7.7 0.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 88 166 138 40 116 82 2847 165 2857 883 V/C Ratio(X)0.61 0.02 0.25 0.47 0.06 0.59 0.49 0.31 0.40 0.05 Avail Cap(c_a), veh/h 148 499 416 148 499 148 2847 288 2857 883 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 0.00 0.32 0.32 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.0 25.0 25.5 29.0 26.5 0.0 26.7 0.0 0.0 27.6 7.5 6.0 Incr Delay (d2), s/veh 6.7 0.1 0.9 8.3 0.2 0.0 2.1 0.2 0.0 1.1 0.4 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 0.9 0.1 0.5 0.4 0.1 0.0 0.6 0.1 0.0 0.3 1.8 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 34.7 25.0 26.4 37.3 26.7 0.0 28.8 0.2 0.0 28.7 7.9 6.1 LnGrp LOS CCCDC CA CAA Approach Vol, veh/h 92 26 A 1456 A 1246 Approach Delay, s/veh 31.2 34.4 1.1 8.7 Approach LOS C C A A Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 7.4 37.5 5.9 9.3 7.3 37.6 7.5 7.7 Change Period (Y+Rc), s 4.5 4.0 4.5 4.0 4.5 4.0 4.5 4.0 Max Green Setting (Gmax), s 5.0 17.0 5.0 16.0 5.0 17.0 5.0 16.0 Max Q Clear Time (g_c+I1), s 2.9 2.0 2.6 3.2 3.6 9.7 3.8 2.2 Green Ext Time (p_c), s 0.0 7.7 0.0 0.0 0.0 4.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 5.8 HCM 6th LOS A Notes Unsignalized Delay for [NBR, WBR] is excluded from calculations of the approach delay and intersection delay. 5.1-44 Item 3B - Page 681 Portola/Frank Sinatra Residential Traffic Analysis 14677‐03 TA Report.docx APPENDIX 6.1: EAPC (2024) CONDITIONS INTERSECTION OPERATIONS ANALYSIS WORKSHEETS Item 3B - Page 682 Portola/Frank Sinatra Residential Traffic Analysis 14677‐03 TA Report.docx This Page Intentionally Left Blank Item 3B - Page 683 Lanes, Volumes, Timings EAPC (2024) AM Peak Hour 1: Monterey Av. & Frank Sinatra Dr. Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)53 331 129 210 708 110 87 705 43 86 1340 116 Future Volume (vph)53 331 129 210 708 110 87 705 43 86 1340 116 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)160 150 140 140 250 150 200 175 Storage Lanes 2 1 2 1 2 0 2 1 Taper Length (ft)100 120 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 55 55 Link Distance (ft)1182 5371 1281 1753 Travel Time (s)16.1 73.2 15.9 21.7 Confl. Peds. (#/hr)5 5 5 5 5 5 5 5 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph)59 368 143 233 787 122 97 783 48 96 1489 129 Shared Lane Traffic (%) Lane Group Flow (vph) 59 368 143 233 787 122 97 831 0 96 1489 129 Turn Type Prot NA Perm Prot NA Perm Prot NA Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 6 Detector Phase 74438852 166 Switch Phase Minimum Initial (s)5.0 4.0 4.0 5.0 4.0 4.0 5.0 4.0 5.0 4.0 4.0 Minimum Split (s)9.5 20.0 20.0 9.5 20.0 20.0 9.5 20.0 9.5 20.0 20.0 Total Split (s)9.5 20.0 20.0 9.5 20.0 20.0 9.5 21.0 9.5 21.0 21.0 Total Split (%)15.8% 33.3% 33.3% 15.8% 33.3% 33.3% 15.8% 35.0% 15.8% 35.0% 35.0% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 0.5 0.5 1.0 0.5 0.5 1.0 0.5 1.0 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.0 4.0 4.5 4.0 4.0 4.5 4.0 4.5 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 65 Control Type: Actuated-Coordinated Splits and Phases: 1: Monterey Av. & Frank Sinatra Dr. 6.1-1 Item 3B - Page 684 HCM 6th Signalized Intersection Summary EAPC (2024) AM Peak Hour 1: Monterey Av. & Frank Sinatra Dr. Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 53 331 129 210 708 110 87 705 43 86 1340 116 Future Volume (veh/h) 53 331 129 210 708 110 87 705 43 86 1340 116 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 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 59 368 143 233 787 122 97 783 48 96 1489 129 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, %222222222222 Cap, veh/h 180 803 356 288 914 405 231 1676 102 230 1738 537 Arrive On Green 0.05 0.23 0.23 0.08 0.26 0.26 0.07 0.34 0.34 0.07 0.34 0.34 Sat Flow, veh/h 3456 3554 1575 3456 3554 1576 3456 4918 300 3456 5106 1578 Grp Volume(v), veh/h 59 368 143 233 787 122 97 541 290 96 1489 129 Grp Sat Flow(s),veh/h/ln 1728 1777 1575 1728 1777 1576 1728 1702 1815 1728 1702 1578 Q Serve(g_s), s 1.0 5.4 4.6 4.0 12.7 3.7 1.6 7.5 7.5 1.6 16.3 3.5 Cycle Q Clear(g_c), s 1.0 5.4 4.6 4.0 12.7 3.7 1.6 7.5 7.5 1.6 16.3 3.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.17 1.00 1.00 Lane Grp Cap(c), veh/h 180 803 356 288 914 405 231 1160 618 230 1738 537 V/C Ratio(X) 0.33 0.46 0.40 0.81 0.86 0.30 0.42 0.47 0.47 0.42 0.86 0.24 Avail Cap(c_a), veh/h 288 948 420 288 948 420 288 1160 618 288 1738 537 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 27.4 20.0 19.8 27.0 21.3 17.9 26.9 15.5 15.5 26.9 18.4 14.2 Incr Delay (d2), s/veh 1.0 0.4 0.7 15.7 7.9 0.4 1.2 1.3 2.5 1.2 5.7 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 0.4 1.9 1.5 2.1 5.3 1.2 0.6 2.5 2.8 0.6 5.8 1.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 28.5 20.5 20.5 42.7 29.2 18.4 28.1 16.9 18.1 28.1 24.1 15.3 LnGrp LOS CCCDCBCBBCCB Approach Vol, veh/h 570 1142 928 1714 Approach Delay, s/veh 21.3 30.8 18.4 23.7 Approach LOS C C B C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 8.5 24.4 9.5 17.6 8.5 24.4 7.6 19.4 Change Period (Y+Rc), s 4.5 4.0 4.5 4.0 4.5 4.0 4.5 4.0 Max Green Setting (Gmax), s 5.0 17.0 5.0 16.0 5.0 17.0 5.0 16.0 Max Q Clear Time (g_c+I1), s 3.6 9.5 6.0 7.4 3.6 18.3 3.0 14.7 Green Ext Time (p_c), s 0.0 2.8 0.0 1.7 0.0 0.0 0.0 0.7 Intersection Summary HCM 6th Ctrl Delay 24.1 HCM 6th LOS C 6.1-2 Item 3B - Page 685 Lanes, Volumes, Timings EAPC (2024) AM Peak Hour 2: Portola Av. & Central Access Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)0 36 16 669 750 24 Future Volume (vph)0 36 16 669 750 24 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 220 90 Storage Lanes 0 1 1 1 Taper Length (ft)90 60 Link Speed (mph)30 55 55 Link Distance (ft)265 417 282 Travel Time (s)6.0 5.2 3.5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph)0 39 17 727 815 26 Shared Lane Traffic (%) Lane Group Flow (vph) 0 39 17 727 815 26 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized 6.1-3 Item 3B - Page 686 HCM 6th TWSC EAPC (2024) AM Peak Hour 2: Portola Av. & Central Access Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 0.4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 36 16 669 750 24 Future Vol, veh/h 0 36 16 669 750 24 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 220 - - 90 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 0 39 17 727 815 26 Major/Minor Minor2 Major1 Major2 Conflicting Flow All - 408 841 0 - 0 Stage 1 ------ Stage 2 ------ Critical Hdwy - 6.94 4.14 - - - Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy - 3.32 2.22 - - - Pot Cap-1 Maneuver 0 593 790 - - - Stage 1 0 ----- Stage 2 0 ----- Platoon blocked, %- - - Mov Cap-1 Maneuver - 593 790 - - - Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB NB SB HCM Control Delay, s 11.5 0.2 0 HCM LOS B Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h)790 - 593 - - HCM Lane V/C Ratio 0.022 - 0.066 - - HCM Control Delay (s) 9.7 - 11.5 - - HCM Lane LOS A - B - - HCM 95th %tile Q(veh) 0.1 - 0.2 - - 6.1-4 Item 3B - Page 687 Lanes, Volumes, Timings EAPC (2024) AM Peak Hour 3: North Access/Shepherd Ln. & Frank Sinatra Dr. Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)23 505 0 0 921 19 0 0 73 0 0 73 Future Volume (vph)23 505 0 0 921 19 0 0 73 0 0 73 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)140 150 150 50 0 0 150 150 Storage Lanes 1 0 0 1 0 1 0 0 Taper Length (ft)120 90 90 90 Link Speed (mph)50 50 30 30 Link Distance (ft)5371 693 244 810 Travel Time (s)73.2 9.5 5.5 18.4 Confl. Peds. (#/hr)5 5 5 5 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph)25 555 0 0 1012 21 0 0 80 0 0 80 Shared Lane Traffic (%) Lane Group Flow (vph) 25 555 0 0 1012 21 0 0 80 0 0 80 Sign Control Free Free Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.1-5 Item 3B - Page 688 HCM 6th TWSC EAPC (2024) AM Peak Hour 3: North Access/Shepherd Ln. & Frank Sinatra Dr. Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 1.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 23 505 0 0 921 19 0 0 73 0 0 73 Future Vol, veh/h 23 505 0 0 921 19 0 0 73 0 0 73 Conflicting Peds, #/hr 5 00005000505 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 140 ----50--0--- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91 Heavy Vehicles, % 2 22222222222 Mvmt Flow 25 555 0 0 1012 21 0 0 80 0 0 80 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 1038 0 - - - 0 - - 278 - - 516 Stage 1 ------------ Stage 2 ------------ Critical Hdwy 4.14 -------6.94 - - 6.94 Critical Hdwy Stg 1 ------------ Critical Hdwy Stg 2 ------------ Follow-up Hdwy 2.22 -------3.32 - - 3.32 Pot Cap-1 Maneuver 665 - 0 0 - - 0 0 719 0 0 504 Stage 1 - - 0 0 - - 0 0 - 0 0 - Stage 2 - - 0 0 - - 0 0 - 0 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver 662 -------719--499 Mov Cap-2 Maneuver ------------ Stage 1 ------------ Stage 2 ------------ Approach EB WB NB SB HCM Control Delay, s 0.5 0 10.6 13.6 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT WBT WBRSBLn1 Capacity (veh/h)719 662 - - - 499 HCM Lane V/C Ratio 0.112 0.038 - - - 0.161 HCM Control Delay (s) 10.6 10.7 - - - 13.6 HCM Lane LOS B B - - - B HCM 95th %tile Q(veh) 0.4 0.1 - - - 0.6 6.1-6 Item 3B - Page 689 Lanes, Volumes, Timings EAPC (2024) AM Peak Hour 4: Portola Av. & Frank Sinatra Dr. Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)79 366 132 148 701 29 137 483 77 62 495 76 Future Volume (vph)79 366 132 148 701 29 137 483 77 62 495 76 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)120 230 140 100 260 50 180 0 Storage Lanes 1 1 1 1 1 1 1 0 Taper Length (ft)120 90 120 190 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 55 55 Link Distance (ft)693 4512 510 1159 Travel Time (s)9.5 61.5 6.3 14.4 Confl. Peds. (#/hr)5 5 5 5 5 5 5 5 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph)90 416 150 168 797 33 156 549 88 70 563 86 Shared Lane Traffic (%) Lane Group Flow (vph) 90 416 150 168 797 33 156 549 88 70 649 0 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 2 Detector Phase 74438852216 Switch Phase Minimum Initial (s)5.0 4.0 4.0 5.0 4.0 4.0 5.0 4.0 4.0 5.0 4.0 Minimum Split (s)9.5 20.0 20.0 9.5 20.0 20.0 9.5 20.0 20.0 9.5 20.0 Total Split (s)10.0 20.0 20.0 10.0 20.0 20.0 9.5 20.5 20.5 9.5 20.5 Total Split (%)16.7% 33.3% 33.3% 16.7% 33.3% 33.3% 15.8% 34.2% 34.2% 15.8% 34.2% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 0.5 0.5 1.0 0.5 0.5 1.0 0.5 0.5 1.0 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.0 4.0 4.5 4.0 4.0 4.5 4.0 4.0 4.5 4.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 65 Control Type: Actuated-Coordinated Splits and Phases: 4: Portola Av. & Frank Sinatra Dr. 6.1-7 Item 3B - Page 690 HCM 6th Signalized Intersection Summary EAPC (2024) AM Peak Hour 4: Portola Av. & Frank Sinatra Dr. Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 79 366 132 148 701 29 137 483 77 62 495 76 Future Volume (veh/h) 79 366 132 148 701 29 137 483 77 62 495 76 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 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 90 416 150 168 797 33 156 549 88 70 562 86 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, %222222222222 Cap, veh/h 115 822 364 163 918 407 148 1717 531 102 1389 209 Arrive On Green 0.06 0.23 0.23 0.09 0.26 0.26 0.08 0.34 0.34 0.06 0.31 0.31 Sat Flow, veh/h 1781 3554 1575 1781 3554 1576 1781 5106 1578 1781 4475 674 Grp Volume(v), veh/h 90 416 150 168 797 33 156 549 88 70 425 223 Grp Sat Flow(s),veh/h/ln 1781 1777 1575 1781 1777 1576 1781 1702 1578 1781 1702 1745 Q Serve(g_s), s 3.0 6.1 4.9 5.5 12.9 1.0 5.0 4.8 2.4 2.3 5.9 6.1 Cycle Q Clear(g_c), s 3.0 6.1 4.9 5.5 12.9 1.0 5.0 4.8 2.4 2.3 5.9 6.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.39 Lane Grp Cap(c), veh/h 115 822 364 163 918 407 148 1717 531 102 1056 542 V/C Ratio(X) 0.78 0.51 0.41 1.03 0.87 0.08 1.05 0.32 0.17 0.68 0.40 0.41 Avail Cap(c_a), veh/h 163 948 420 163 948 420 148 1717 531 148 1056 542 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 0.85 0.85 0.85 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 27.6 20.1 19.6 27.3 21.3 16.9 27.5 14.8 14.0 27.7 16.3 16.4 Incr Delay (d2), s/veh 14.4 0.5 0.7 72.7 7.4 0.1 88.0 0.5 0.7 7.8 1.1 2.3 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 1.6 2.2 1.6 5.3 5.3 0.3 5.5 1.5 0.8 1.1 2.0 2.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 42.0 20.6 20.3 99.9 28.6 16.9 115.5 15.3 14.7 35.6 17.4 18.7 LnGrp LOS D C C F C B F B B D B B Approach Vol, veh/h 656 998 793 718 Approach Delay, s/veh 23.4 40.2 34.9 19.6 Approach LOS C D C B Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 7.9 24.2 10.0 17.9 9.5 22.6 8.4 19.5 Change Period (Y+Rc), s 4.5 4.0 4.5 4.0 4.5 4.0 4.5 4.0 Max Green Setting (Gmax), s 5.0 16.5 5.5 16.0 5.0 16.5 5.5 16.0 Max Q Clear Time (g_c+I1), s 4.3 6.8 7.5 8.1 7.0 8.1 5.0 14.9 Green Ext Time (p_c), s 0.0 2.4 0.0 1.8 0.0 2.3 0.0 0.6 Intersection Summary HCM 6th Ctrl Delay 30.8 HCM 6th LOS C 6.1-8 Item 3B - Page 691 Lanes, Volumes, Timings EAPC (2024) AM Peak Hour 5: Cook St. & Frank Sinatra Dr. Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 191 217 127 67 304 49 106 712 56 43 1255 412 Future Volume (vph) 191 217 127 67 304 49 106 712 56 43 1255 412 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)140 135 135 260 140 0 210 220 Storage Lanes 2 1 2 1 2 0 2 1 Taper Length (ft)210 110 110 140 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 55 55 Link Distance (ft)4512 1444 671 1610 Travel Time (s)61.5 19.7 8.3 20.0 Confl. Peds. (#/hr)5 5 5 5 5 5 5 5 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph)210 238 140 74 334 54 116 782 62 47 1379 453 Shared Lane Traffic (%) Lane Group Flow (vph) 210 238 140 74 334 54 116 844 0 47 1379 453 Turn Type Prot NA Perm Prot NA Perm Prot NA Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 6 Detector Phase 74438852 166 Switch Phase Minimum Initial (s)5.0 4.0 4.0 5.0 4.0 4.0 5.0 4.0 5.0 4.0 4.0 Minimum Split (s)9.5 20.0 20.0 9.5 20.0 20.0 9.5 20.0 9.5 20.0 20.0 Total Split (s)9.5 20.0 20.0 9.5 20.0 20.0 9.5 21.0 9.5 21.0 21.0 Total Split (%)15.8% 33.3% 33.3% 15.8% 33.3% 33.3% 15.8% 35.0% 15.8% 35.0% 35.0% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 0.5 0.5 1.0 0.5 0.5 1.0 0.5 1.0 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.0 4.0 4.5 4.0 4.0 4.5 4.0 4.5 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 60 Control Type: Actuated-Coordinated Splits and Phases: 5: Cook St. & Frank Sinatra Dr. 6.1-9 Item 3B - Page 692 HCM 6th Signalized Intersection Summary EAPC (2024) AM Peak Hour 5: Cook St. & Frank Sinatra Dr. Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 191 217 127 67 304 49 106 712 56 43 1255 412 Future Volume (veh/h) 191 217 127 67 304 49 106 712 56 43 1255 412 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 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 210 238 140 74 334 54 116 782 62 47 1379 453 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, %222222222222 Cap, veh/h 288 631 279 204 544 240 246 1450 115 156 2088 646 Arrive On Green 0.08 0.18 0.18 0.06 0.15 0.15 0.07 0.43 0.43 0.05 0.41 0.41 Sat Flow, veh/h 3456 3554 1572 3456 3554 1570 3456 3334 264 3456 5106 1579 Grp Volume(v), veh/h 210 238 140 74 334 54 116 417 427 47 1379 453 Grp Sat Flow(s),veh/h/ln 1728 1777 1572 1728 1777 1570 1728 1777 1822 1728 1702 1579 Q Serve(g_s), s 3.6 3.5 4.8 1.2 5.3 1.8 1.9 10.4 10.4 0.8 13.1 14.3 Cycle Q Clear(g_c), s 3.6 3.5 4.8 1.2 5.3 1.8 1.9 10.4 10.4 0.8 13.1 14.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.15 1.00 1.00 Lane Grp Cap(c), veh/h 288 631 279 204 544 240 246 773 792 156 2088 646 V/C Ratio(X) 0.73 0.38 0.50 0.36 0.61 0.22 0.47 0.54 0.54 0.30 0.66 0.70 Avail Cap(c_a), veh/h 288 948 419 288 948 419 288 773 792 288 2088 646 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)0.91 0.91 0.91 1.00 1.00 1.00 1.00 1.00 1.00 0.83 0.83 0.83 Uniform Delay (d), s/veh 26.8 21.8 22.3 27.1 23.7 22.3 26.8 12.5 12.5 27.7 14.4 14.7 Incr Delay (d2), s/veh 8.3 0.3 1.3 1.1 1.1 0.5 1.4 2.7 2.6 0.9 1.4 5.2 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 1.6 1.3 1.6 0.5 2.0 0.6 0.7 3.5 3.6 0.3 4.0 4.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 35.1 22.1 23.6 28.2 24.9 22.7 28.2 15.2 15.1 28.6 15.7 19.9 LnGrp LOS DCCCCCCBBCBB Approach Vol, veh/h 588 462 960 1879 Approach Delay, s/veh 27.1 25.2 16.7 17.1 Approach LOS C C B B Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 7.2 30.1 8.0 14.6 8.8 28.5 9.5 13.2 Change Period (Y+Rc), s 4.5 4.0 4.5 4.0 4.5 4.0 4.5 4.0 Max Green Setting (Gmax), s 5.0 17.0 5.0 16.0 5.0 17.0 5.0 16.0 Max Q Clear Time (g_c+I1), s 2.8 12.4 3.2 6.8 3.9 16.3 5.6 7.3 Green Ext Time (p_c), s 0.0 1.9 0.0 1.2 0.0 0.6 0.0 1.3 Intersection Summary HCM 6th Ctrl Delay 19.5 HCM 6th LOS B 6.1-10 Item 3B - Page 693 Lanes, Volumes, Timings EAPC (2024) AM Peak Hour 6: Portola Av. & Retreat Circ. (N) Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)0 31 665 5 5 774 Future Volume (vph)0 31 665 5 5 774 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)150 150 150 150 Storage Lanes 0 0 1 1 Taper Length (ft)90 90 Link Speed (mph)30 55 55 Link Distance (ft)217 282 254 Travel Time (s)4.9 3.5 3.1 Confl. Peds. (#/hr)5 5 5 5 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 Adj. Flow (vph)0 37 792 6 6 921 Shared Lane Traffic (%) Lane Group Flow (vph) 0 37 792 6 6 921 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized 6.1-11 Item 3B - Page 694 HCM 6th TWSC EAPC (2024) AM Peak Hour 6: Portola Av. & Retreat Circ. (N) Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 0.3 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 31 665 5 5 774 Future Vol, veh/h 0 31 665 5 5 774 Conflicting Peds, #/hr 5 50550 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - - - 150 150 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 84 84 84 84 84 84 Heavy Vehicles, % 2 22222 Mvmt Flow 0 37 792 6 6 921 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 406 0 0 803 0 Stage 1 ------ Stage 2 ------ Critical Hdwy - 7.14 - - 5.34 - Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy - 3.92 - - 3.12 - Pot Cap-1 Maneuver 0 508 - - 487 - Stage 1 0 ----- Stage 2 0 ----- Platoon blocked, %- -- Mov Cap-1 Maneuver - 503 - - 485 - Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s 12.7 0 0.1 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)- - 503 485 - HCM Lane V/C Ratio - - 0.073 0.012 - HCM Control Delay (s) - - 12.7 12.5 - HCM Lane LOS - - B B - HCM 95th %tile Q(veh) - - 0.2 0 - 6.1-12 Item 3B - Page 695 Lanes, Volumes, Timings EAPC (2024) AM Peak Hour 7: Portola Av. & Retreat Circ. (S) Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)0 3 682 1 0 786 Future Volume (vph)0 3 682 1 0 786 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)150 150 150 150 Storage Lanes 0 0 0 0 Taper Length (ft)90 90 Link Speed (mph)30 55 55 Link Distance (ft)243 194 417 Travel Time (s)5.5 2.4 5.2 Confl. Peds. (#/hr)5 5 5 5 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 Adj. Flow (vph)0 3 793 1 0 914 Shared Lane Traffic (%) Lane Group Flow (vph) 0 3 794 0 0 914 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized 6.1-13 Item 3B - Page 696 HCM 6th TWSC EAPC (2024) AM Peak Hour 7: Portola Av. & Retreat Circ. (S) Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 0 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 3 682 1 0 786 Future Vol, veh/h 0 3 682 1 0 786 Conflicting Peds, #/hr 5 50550 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length ------ Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 86 86 86 86 86 86 Heavy Vehicles, % 2 22222 Mvmt Flow 0 3 793 1 0 914 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 407 0 0 - - Stage 1 ------ Stage 2 ------ Critical Hdwy - 7.14 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy - 3.92 ---- Pot Cap-1 Maneuver 0 507 - - 0 - Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, %- -- Mov Cap-1 Maneuver - 502 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s 12.2 0 0 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h)- - 502 - HCM Lane V/C Ratio - - 0.007 - HCM Control Delay (s) - - 12.2 - HCM Lane LOS - - B - HCM 95th %tile Q(veh) - - 0 - 6.1-14 Item 3B - Page 697 Lanes, Volumes, Timings EAPC (2024) AM Peak Hour 8: Portola Av. & Willow Ridge Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)32 21 657 29 34 775 Future Volume (vph)32 21 657 29 34 775 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)0 50 150 100 Storage Lanes 1 1 1 1 Taper Length (ft)90 60 Link Speed (mph)30 55 55 Link Distance (ft)309 2578 801 Travel Time (s)7.0 32.0 9.9 Confl. Peds. (#/hr)5 5 5 5 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 Adj. Flow (vph)37 24 764 34 40 901 Shared Lane Traffic (%) Lane Group Flow (vph) 37 24 764 34 40 901 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized 6.1-15 Item 3B - Page 698 HCM 6th TWSC EAPC (2024) AM Peak Hour 8: Portola Av. & Willow Ridge Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 0.8 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 32 21 657 29 34 775 Future Vol, veh/h 32 21 657 29 34 775 Conflicting Peds, #/hr 5 50550 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 50 - 150 100 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 86 86 86 86 86 86 Heavy Vehicles, % 2 22222 Mvmt Flow 37 24 764 34 40 901 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1305 392 0 0 803 0 Stage 1 769 ----- Stage 2 536 ----- Critical Hdwy 6.84 6.94 - - 4.14 - Critical Hdwy Stg 1 5.84 ----- Critical Hdwy Stg 2 5.84 ----- Follow-up Hdwy 3.52 3.32 - - 2.22 - Pot Cap-1 Maneuver 152 607 - - 817 - Stage 1 418 ----- Stage 2 551 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 143 601 - - 813 - Mov Cap-2 Maneuver 275 ----- Stage 1 416 ----- Stage 2 521 ----- Approach WB NB SB HCM Control Delay, s 16.6 0 0.4 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h)- - 275 601 813 - HCM Lane V/C Ratio - - 0.135 0.041 0.049 - HCM Control Delay (s) - - 20.1 11.2 9.7 - HCM Lane LOS - - C B A - HCM 95th %tile Q(veh) - - 0.5 0.1 0.2 - 6.1-16 Item 3B - Page 699 Lanes, Volumes, Timings EAPC (2024) AM Peak Hour 9: Portola Av. & Country Club Dr. Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)48 401 182 209 732 101 256 535 227 91 604 55 Future Volume (vph)48 401 182 209 732 101 256 535 227 91 604 55 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)200 105 180 80 160 135 200 50 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft)120 90 100 60 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 55 55 Link Distance (ft)1030 784 945 2578 Travel Time (s)14.0 10.7 11.7 32.0 Confl. Peds. (#/hr)5 5 5 5 5 5 5 5 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Adj. Flow (vph)56 472 214 246 861 119 301 629 267 107 711 65 Shared Lane Traffic (%) Lane Group Flow (vph) 56 472 214 246 861 119 301 629 267 107 711 65 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Detector Phase 744388522166 Switch Phase Minimum Initial (s)5.0 4.0 4.0 5.0 4.0 4.0 5.0 4.0 4.0 5.0 4.0 4.0 Minimum Split (s)9.5 20.0 20.0 9.5 20.0 20.0 9.5 20.0 20.0 9.5 20.0 20.0 Total Split (s)12.0 24.0 24.0 28.0 40.0 40.0 32.0 48.7 48.7 19.3 36.0 36.0 Total Split (%)10.0% 20.0% 20.0% 23.3% 33.3% 33.3% 26.7% 40.6% 40.6% 16.1% 30.0% 30.0% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 0.5 0.5 1.0 0.5 0.5 1.0 0.5 0.5 1.0 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.0 4.0 4.5 4.0 4.0 4.5 4.0 4.0 4.5 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 80 Control Type: Actuated-Coordinated Splits and Phases: 9: Portola Av. & Country Club Dr. 6.1-17 Item 3B - Page 700 HCM 6th Signalized Intersection Summary EAPC (2024) AM Peak Hour 9: Portola Av. & Country Club Dr. Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 48 401 182 209 732 101 256 535 227 91 604 55 Future Volume (veh/h) 48 401 182 209 732 101 256 535 227 91 604 55 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 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 56 472 214 246 861 119 301 629 267 107 711 65 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, %222222222222 Cap, veh/h 72 565 249 275 970 430 331 1672 743 133 1276 567 Arrive On Green 0.04 0.16 0.16 0.15 0.27 0.27 0.19 0.47 0.47 0.07 0.36 0.36 Sat Flow, veh/h 1781 3554 1570 1781 3554 1576 1781 3554 1580 1781 3554 1578 Grp Volume(v), veh/h 56 472 214 246 861 119 301 629 267 107 711 65 Grp Sat Flow(s),veh/h/ln 1781 1777 1570 1781 1777 1576 1781 1777 1580 1781 1777 1578 Q Serve(g_s), s 3.7 15.5 15.9 16.3 27.9 7.1 19.9 13.7 12.9 7.1 19.2 3.3 Cycle Q Clear(g_c), s 3.7 15.5 15.9 16.3 27.9 7.1 19.9 13.7 12.9 7.1 19.2 3.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 72 565 249 275 970 430 331 1672 743 133 1276 567 V/C Ratio(X) 0.78 0.84 0.86 0.89 0.89 0.28 0.91 0.38 0.36 0.81 0.56 0.11 Avail Cap(c_a), veh/h 111 592 262 349 1066 473 408 1672 743 220 1276 567 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 57.0 49.0 49.1 49.7 41.9 34.3 47.9 20.4 20.3 54.7 30.8 25.7 Incr Delay (d2), s/veh 16.4 9.8 22.9 20.6 8.7 0.3 21.2 0.6 1.4 10.9 1.8 0.4 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 2.0 7.4 7.6 8.5 12.8 2.7 10.3 5.4 4.7 3.5 8.0 1.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 73.5 58.7 72.1 70.3 50.6 34.6 69.1 21.1 21.6 65.6 32.6 26.1 LnGrp LOS EEEEDCECCECC Approach Vol, veh/h 742 1226 1197 883 Approach Delay, s/veh 63.7 53.0 33.3 36.1 Approach LOS E D C D Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 13.4 60.4 23.1 23.1 26.8 47.1 9.4 36.8 Change Period (Y+Rc), s 4.5 4.0 4.5 4.0 4.5 4.0 4.5 4.0 Max Green Setting (Gmax), s 14.8 44.7 23.5 20.0 27.5 32.0 7.5 36.0 Max Q Clear Time (g_c+I1), s 9.1 15.7 18.3 17.9 21.9 21.2 5.7 29.9 Green Ext Time (p_c), s 0.1 4.8 0.3 0.8 0.4 3.3 0.0 2.9 Intersection Summary HCM 6th Ctrl Delay 45.4 HCM 6th LOS D 6.1-18 Item 3B - Page 701 Lanes, Volumes, Timings EAPC (2024) AM Peak Hour 10: Portola Av. & South Access Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)0 12 0 683 786 0 Future Volume (vph)0 12 0 683 786 0 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Link Speed (mph)30 55 55 Link Distance (ft)244 468 194 Travel Time (s)5.5 5.8 2.4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph)0 13 0 742 854 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 13 0 742 854 0 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized 6.1-19 Item 3B - Page 702 HCM 6th TWSC EAPC (2024) AM Peak Hour 10: Portola Av. & South Access Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 0.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 12 0 683 786 0 Future Vol, veh/h 0 12 0 683 786 0 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 ---- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 0 13 0 742 854 0 Major/Minor Minor2 Major1 Major2 Conflicting Flow All - 427 - 0 - 0 Stage 1 ------ Stage 2 ------ Critical Hdwy - 6.94 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy - 3.32 ---- Pot Cap-1 Maneuver 0 576 0 - - 0 Stage 1 0 - 0 - - 0 Stage 2 0 - 0 - - 0 Platoon blocked, %- - Mov Cap-1 Maneuver - 576 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB NB SB HCM Control Delay, s 11.4 0 0 HCM LOS B Minor Lane/Major Mvmt NBTEBLn1 SBT Capacity (veh/h)- 576 - HCM Lane V/C Ratio - 0.023 - HCM Control Delay (s) - 11.4 - HCM Lane LOS - B - HCM 95th %tile Q(veh) - 0.1 - 6.1-20 Item 3B - Page 703 Lanes, Volumes, Timings EAPC (2024) AM Peak Hour 11: Cook St. & University Park Dr./Berger Dr. Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 155 18 71 3 7 10 28 913 10 49 1636 58 Future Volume (vph) 155 18 71 3 7 10 28 913 10 49 1636 58 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)180 180 100 0 140 140 225 295 Storage Lanes 1 1 0 1 1 1 2 0 Taper Length (ft)90 0 160 165 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)30 30 55 55 Link Distance (ft)449 460 1610 602 Travel Time (s)10.2 10.5 20.0 7.5 Confl. Peds. (#/hr)5 5 5 5 5 5 5 5 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph)172 20 79 3 8 11 31 1014 11 54 1818 64 Shared Lane Traffic (%) Lane Group Flow (vph) 172 20 79 3 8 11 31 1014 11 54 1818 64 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Detector Phase 744388522166 Switch Phase Minimum Initial (s)5.0 4.0 4.0 5.0 4.0 4.0 5.0 4.0 4.0 5.0 4.0 4.0 Minimum Split (s)9.5 20.0 20.0 9.5 20.0 20.0 9.5 20.0 20.0 9.5 20.0 20.0 Total Split (s)9.5 20.0 20.0 9.5 20.0 20.0 9.5 21.0 21.0 9.5 21.0 21.0 Total Split (%)15.8% 33.3% 33.3% 15.8% 33.3% 33.3% 15.8% 35.0% 35.0% 15.8% 35.0% 35.0% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 0.5 0.5 1.0 0.5 0.5 1.0 0.5 0.5 1.0 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.0 4.0 4.5 4.0 4.0 4.5 4.0 4.0 4.5 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 80 Control Type: Actuated-Coordinated Splits and Phases: 11: Cook St. & University Park Dr./Berger Dr. 6.1-21 Item 3B - Page 704 HCM 6th Signalized Intersection Summary EAPC (2024) AM Peak Hour 11: Cook St. & University Park Dr./Berger Dr. Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 155 18 71 3 7 10 28 913 10 49 1636 58 Future Volume (veh/h) 155 18 71 3 7 10 28 913 10 49 1636 58 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 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 172 20 79 3 8 0 31 1014 0 54 1818 64 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, %222222222222 Cap, veh/h 148 285 239 7 137 60 2608 171 2689 831 Arrive On Green 0.08 0.15 0.15 0.00 0.07 0.00 0.07 1.00 0.00 0.05 0.53 0.53 Sat Flow, veh/h 1781 1870 1569 1781 1870 1585 1781 5106 1585 3456 5106 1578 Grp Volume(v), veh/h 172 20 79 3 8 0 31 1014 0 54 1818 64 Grp Sat Flow(s),veh/h/ln 1781 1870 1569 1781 1870 1585 1781 1702 1585 1728 1702 1578 Q Serve(g_s), s 5.0 0.5 2.7 0.1 0.2 0.0 1.0 0.0 0.0 0.9 15.7 1.2 Cycle Q Clear(g_c), s 5.0 0.5 2.7 0.1 0.2 0.0 1.0 0.0 0.0 0.9 15.7 1.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 148 285 239 7 137 60 2608 171 2689 831 V/C Ratio(X)1.16 0.07 0.33 0.41 0.06 0.52 0.39 0.32 0.68 0.08 Avail Cap(c_a), veh/h 148 499 419 148 499 148 2608 288 2689 831 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 0.00 0.78 0.78 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 27.5 21.8 22.7 29.8 25.9 0.0 27.5 0.0 0.0 27.5 10.4 7.0 Incr Delay (d2), s/veh 122.9 0.1 0.8 33.7 0.2 0.0 5.3 0.3 0.0 1.0 1.4 0.2 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 7.1 0.2 1.0 0.1 0.1 0.0 0.5 0.1 0.0 0.3 4.0 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 150.4 21.9 23.5 63.5 26.1 0.0 32.8 0.3 0.0 28.6 11.8 7.2 LnGrp LOS F C C E C C A C B A Approach Vol, veh/h 271 11 A 1045 A 1936 Approach Delay, s/veh 103.9 36.3 1.3 12.1 Approach LOS F D A B Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 7.5 34.6 4.7 13.1 6.5 35.6 9.5 8.4 Change Period (Y+Rc), s 4.5 4.0 4.5 4.0 4.5 4.0 4.5 4.0 Max Green Setting (Gmax), s 5.0 17.0 5.0 16.0 5.0 17.0 5.0 16.0 Max Q Clear Time (g_c+I1), s 2.9 2.0 2.1 4.7 3.0 17.7 7.0 2.2 Green Ext Time (p_c), s 0.0 5.4 0.0 0.2 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 16.4 HCM 6th LOS B Notes Unsignalized Delay for [NBR, WBR] is excluded from calculations of the approach delay and intersection delay. 6.1-22 Item 3B - Page 705 Lanes, Volumes, Timings EAPC (2024) PM Peak Hour 1: Monterey Av. & Frank Sinatra Dr. Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 148 715 149 160 445 137 148 1468 153 165 1220 78 Future Volume (vph) 148 715 149 160 445 137 148 1468 153 165 1220 78 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)160 150 140 140 250 150 200 175 Storage Lanes 2 1 2 1 2 0 2 1 Taper Length (ft)100 120 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 55 55 Link Distance (ft)1182 5371 1281 1753 Travel Time (s)16.1 73.2 15.9 21.7 Confl. Peds. (#/hr)5 5 5 5 5 5 5 5 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph)156 753 157 168 468 144 156 1545 161 174 1284 82 Shared Lane Traffic (%) Lane Group Flow (vph) 156 753 157 168 468 144 156 1706 0 174 1284 82 Turn Type Prot NA Perm Prot NA Perm Prot NA Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 6 Detector Phase 74438852 166 Switch Phase Minimum Initial (s)5.0 4.0 4.0 5.0 4.0 4.0 5.0 4.0 5.0 4.0 4.0 Minimum Split (s)9.5 20.0 20.0 9.5 20.0 20.0 9.5 20.0 9.5 20.0 20.0 Total Split (s)9.5 20.0 20.0 9.5 20.0 20.0 9.5 21.0 9.5 21.0 21.0 Total Split (%)15.8% 33.3% 33.3% 15.8% 33.3% 33.3% 15.8% 35.0% 15.8% 35.0% 35.0% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 0.5 0.5 1.0 0.5 0.5 1.0 0.5 1.0 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.0 4.0 4.5 4.0 4.0 4.5 4.0 4.5 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 70 Control Type: Actuated-Coordinated Splits and Phases: 1: Monterey Av. & Frank Sinatra Dr. 6.1-23 Item 3B - Page 706 HCM 6th Signalized Intersection Summary EAPC (2024) PM Peak Hour 1: Monterey Av. & Frank Sinatra Dr. Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 148 715 149 160 445 137 148 1468 153 165 1220 78 Future Volume (veh/h) 148 715 149 160 445 137 148 1468 153 165 1220 78 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 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 156 753 157 168 468 144 156 1545 161 174 1284 82 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %222222222222 Cap, veh/h 267 897 397 270 901 399 267 1443 150 272 1578 487 Arrive On Green 0.08 0.25 0.25 0.08 0.25 0.25 0.08 0.31 0.31 0.08 0.31 0.31 Sat Flow, veh/h 3456 3554 1576 3456 3554 1576 3456 4695 489 3456 5106 1577 Grp Volume(v), veh/h 156 753 157 168 468 144 156 1120 586 174 1284 82 Grp Sat Flow(s),veh/h/ln 1728 1777 1576 1728 1777 1576 1728 1702 1780 1728 1702 1577 Q Serve(g_s), s 2.6 12.1 5.0 2.8 6.8 4.5 2.6 18.4 18.4 2.9 13.9 2.3 Cycle Q Clear(g_c), s 2.6 12.1 5.0 2.8 6.8 4.5 2.6 18.4 18.4 2.9 13.9 2.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.27 1.00 1.00 Lane Grp Cap(c), veh/h 267 897 397 270 901 399 267 1046 547 272 1578 487 V/C Ratio(X) 0.59 0.84 0.39 0.62 0.52 0.36 0.59 1.07 1.07 0.64 0.81 0.17 Avail Cap(c_a), veh/h 288 948 420 288 948 420 288 1046 547 288 1578 487 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 26.8 21.3 18.6 26.8 19.3 18.4 26.8 20.8 20.8 26.8 19.1 15.1 Incr Delay (d2), s/veh 2.6 6.5 0.6 3.7 0.5 0.5 2.6 48.6 59.1 4.3 4.7 0.7 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 1.0 5.0 1.6 1.2 2.4 1.4 1.0 12.7 14.9 1.2 5.0 0.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 29.4 27.8 19.3 30.5 19.7 19.0 29.4 69.4 79.9 31.1 23.9 15.9 LnGrp LOS C C B C B B C F F C C B Approach Vol, veh/h 1066 780 1862 1540 Approach Delay, s/veh 26.8 21.9 69.4 24.3 Approach LOS C C E C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 9.2 22.4 9.2 19.1 9.1 22.5 9.1 19.2 Change Period (Y+Rc), s 4.5 4.0 4.5 4.0 4.5 4.0 4.5 4.0 Max Green Setting (Gmax), s 5.0 17.0 5.0 16.0 5.0 17.0 5.0 16.0 Max Q Clear Time (g_c+I1), s 4.9 20.4 4.8 14.1 4.6 15.9 4.6 8.8 Green Ext Time (p_c), s 0.0 0.0 0.0 1.0 0.0 0.8 0.0 1.9 Intersection Summary HCM 6th Ctrl Delay 40.4 HCM 6th LOS D 6.1-24 Item 3B - Page 707 Lanes, Volumes, Timings EAPC (2024) PM Peak Hour 2: Portola Av. & Central Access Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)0 23 52 902 653 77 Future Volume (vph)0 23 52 902 653 77 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 220 90 Storage Lanes 0 1 1 1 Taper Length (ft)90 60 Link Speed (mph)30 55 55 Link Distance (ft)265 417 282 Travel Time (s)6.0 5.2 3.5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph)0 25 57 980 710 84 Shared Lane Traffic (%) Lane Group Flow (vph) 0 25 57 980 710 84 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized 6.1-25 Item 3B - Page 708 HCM 6th TWSC EAPC (2024) PM Peak Hour 2: Portola Av. & Central Access Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 0.4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 23 52 902 653 77 Future Vol, veh/h 0 23 52 902 653 77 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 220 - - 90 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 0 25 57 980 710 84 Major/Minor Minor2 Major1 Major2 Conflicting Flow All - 355 794 0 - 0 Stage 1 ------ Stage 2 ------ Critical Hdwy - 6.94 4.14 - - - Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy - 3.32 2.22 - - - Pot Cap-1 Maneuver 0 641 823 - - - Stage 1 0 ----- Stage 2 0 ----- Platoon blocked, %- - - Mov Cap-1 Maneuver - 641 823 - - - Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB NB SB HCM Control Delay, s 10.8 0.5 0 HCM LOS B Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h)823 - 641 - - HCM Lane V/C Ratio 0.069 - 0.039 - - HCM Control Delay (s) 9.7 - 10.8 - - HCM Lane LOS A - B - - HCM 95th %tile Q(veh) 0.2 - 0.1 - - 6.1-26 Item 3B - Page 709 Lanes, Volumes, Timings EAPC (2024) PM Peak Hour 3: North Access/Shepherd Ln. & Frank Sinatra Dr. Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)42 914 0 0 665 43 0 0 46 0 0 47 Future Volume (vph)42 914 0 0 665 43 0 0 46 0 0 47 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)140 150 150 50 0 0 150 150 Storage Lanes 1 0 0 1 0 1 0 0 Taper Length (ft)120 90 90 90 Link Speed (mph)50 50 30 30 Link Distance (ft)5371 693 244 810 Travel Time (s)73.2 9.5 5.5 18.4 Confl. Peds. (#/hr)5 5 5 5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph)46 993 0 0 723 47 0 0 50 0 0 51 Shared Lane Traffic (%) Lane Group Flow (vph) 46 993 0 0 723 47 0 0 50 0 0 51 Sign Control Free Free Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.1-27 Item 3B - Page 710 HCM 6th TWSC EAPC (2024) PM Peak Hour 3: North Access/Shepherd Ln. & Frank Sinatra Dr. Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. 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 42 914 0 0 665 43 0 0 46 0 0 47 Future Vol, veh/h 42 914 0 0 665 43 0 0 46 0 0 47 Conflicting Peds, #/hr 5 00005000505 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 140 ----50--0--- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 22222222222 Mvmt Flow 46 993 0 0 723 47 0 0 50 0 0 51 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 775 0 - - - 0 - - 497 - - 372 Stage 1 ------------ Stage 2 ------------ Critical Hdwy 4.14 -------6.94 - - 6.94 Critical Hdwy Stg 1 ------------ Critical Hdwy Stg 2 ------------ Follow-up Hdwy 2.22 -------3.32 - - 3.32 Pot Cap-1 Maneuver 837 - 0 0 - - 0 0 519 0 0 625 Stage 1 - - 0 0 - - 0 0 - 0 0 - Stage 2 - - 0 0 - - 0 0 - 0 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver 833 -------519--619 Mov Cap-2 Maneuver ------------ Stage 1 ------------ Stage 2 ------------ Approach EB WB NB SB HCM Control Delay, s 0.4 0 12.7 11.3 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT WBT WBRSBLn1 Capacity (veh/h)519 833 - - - 619 HCM Lane V/C Ratio 0.096 0.055 - - - 0.083 HCM Control Delay (s) 12.7 9.6 - - - 11.3 HCM Lane LOS B A - - - B HCM 95th %tile Q(veh) 0.3 0.2 - - - 0.3 6.1-28 Item 3B - Page 711 Lanes, Volumes, Timings EAPC (2024) PM Peak Hour 4: Portola Av. & Frank Sinatra Dr. Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 100 733 126 136 471 44 153 651 108 88 491 65 Future Volume (vph) 100 733 126 136 471 44 153 651 108 88 491 65 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)120 230 140 100 260 50 180 0 Storage Lanes 1 1 1 1 1 1 1 0 Taper Length (ft)120 90 120 190 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 55 55 Link Distance (ft)693 4512 510 1159 Travel Time (s)9.5 61.5 6.3 14.4 Confl. Peds. (#/hr)5 5 5 5 5 5 5 5 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph)106 780 134 145 501 47 163 693 115 94 522 69 Shared Lane Traffic (%) Lane Group Flow (vph) 106 780 134 145 501 47 163 693 115 94 591 0 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 2 Detector Phase 74438852216 Switch Phase Minimum Initial (s)5.0 4.0 4.0 5.0 4.0 4.0 5.0 4.0 4.0 5.0 4.0 Minimum Split (s)9.5 20.0 20.0 9.5 20.0 20.0 9.5 20.0 20.0 9.5 20.0 Total Split (s)9.5 20.0 20.0 9.5 20.0 20.0 10.0 20.7 20.7 9.8 20.5 Total Split (%)15.8% 33.3% 33.3% 15.8% 33.3% 33.3% 16.7% 34.5% 34.5% 16.3% 34.2% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 0.5 0.5 1.0 0.5 0.5 1.0 0.5 0.5 1.0 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.0 4.0 4.5 4.0 4.0 4.5 4.0 4.0 4.5 4.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 65 Control Type: Actuated-Coordinated Splits and Phases: 4: Portola Av. & Frank Sinatra Dr. 6.1-29 Item 3B - Page 712 HCM 6th Signalized Intersection Summary EAPC (2024) PM Peak Hour 4: Portola Av. & Frank Sinatra Dr. Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 100 733 126 136 471 44 153 651 108 88 491 65 Future Volume (veh/h) 100 733 126 136 471 44 153 651 108 88 491 65 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 0.99 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 106 780 134 145 501 47 163 693 115 94 522 69 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %222222222222 Cap, veh/h 136 911 404 148 936 415 163 1580 488 120 1304 170 Arrive On Green 0.08 0.26 0.26 0.08 0.26 0.26 0.09 0.31 0.31 0.07 0.29 0.29 Sat Flow, veh/h 1781 3554 1576 1781 3554 1576 1781 5106 1577 1781 4569 595 Grp Volume(v), veh/h 106 780 134 145 501 47 163 693 115 94 387 204 Grp Sat Flow(s),veh/h/ln 1781 1777 1576 1781 1777 1576 1781 1702 1577 1781 1702 1760 Q Serve(g_s), s 3.5 12.5 4.1 4.9 7.3 1.4 5.5 6.5 3.3 3.1 5.5 5.6 Cycle Q Clear(g_c), s 3.5 12.5 4.1 4.9 7.3 1.4 5.5 6.5 3.3 3.1 5.5 5.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.34 Lane Grp Cap(c), veh/h 136 911 404 148 936 415 163 1580 488 120 971 502 V/C Ratio(X) 0.78 0.86 0.33 0.98 0.53 0.11 1.00 0.44 0.24 0.78 0.40 0.41 Avail Cap(c_a), veh/h 148 948 420 148 948 420 163 1580 488 157 971 502 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 0.92 0.92 0.92 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 27.2 21.3 18.1 27.4 18.9 16.8 27.2 16.5 15.4 27.5 17.3 17.3 Incr Delay (d2), s/veh 21.5 7.6 0.5 63.7 0.5 0.1 69.9 0.9 1.1 16.9 1.2 2.4 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 2.1 5.3 1.3 4.4 2.5 0.4 5.2 2.1 1.1 1.7 1.9 2.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 48.8 28.9 18.6 91.2 19.5 16.9 97.1 17.4 16.6 44.4 18.5 19.8 LnGrp LOS D C B F B B F B B D B B Approach Vol, veh/h 1020 693 971 685 Approach Delay, s/veh 29.6 34.3 30.7 22.4 Approach LOS CCCC Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 8.6 22.6 9.5 19.4 10.0 21.1 9.1 19.8 Change Period (Y+Rc), s 4.5 4.0 4.5 4.0 4.5 4.0 4.5 4.0 Max Green Setting (Gmax), s 5.3 16.7 5.0 16.0 5.5 16.5 5.0 16.0 Max Q Clear Time (g_c+I1), s 5.1 8.5 6.9 14.5 7.5 7.6 5.5 9.3 Green Ext Time (p_c), s 0.0 2.8 0.0 0.8 0.0 2.1 0.0 1.7 Intersection Summary HCM 6th Ctrl Delay 29.4 HCM 6th LOS C 6.1-30 Item 3B - Page 713 Lanes, Volumes, Timings EAPC (2024) PM Peak Hour 5: Cook St. & Frank Sinatra Dr. Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 364 379 144 52 307 41 128 1174 86 78 1016 224 Future Volume (vph) 364 379 144 52 307 41 128 1174 86 78 1016 224 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)140 135 135 260 140 0 210 220 Storage Lanes 2 1 2 1 2 0 2 1 Taper Length (ft)210 110 110 140 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 55 55 Link Distance (ft)4512 1444 671 1610 Travel Time (s)61.5 19.7 8.3 20.0 Confl. Peds. (#/hr)5 5 5 5 5 5 5 5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph)396 412 157 57 334 45 139 1276 93 85 1104 243 Shared Lane Traffic (%) Lane Group Flow (vph) 396 412 157 57 334 45 139 1369 0 85 1104 243 Turn Type Prot NA Perm Prot NA Perm Prot NA Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 6 Detector Phase 74438852 166 Switch Phase Minimum Initial (s)5.0 4.0 4.0 5.0 4.0 4.0 5.0 4.0 5.0 4.0 4.0 Minimum Split (s)9.5 20.0 20.0 9.5 20.0 20.0 9.5 20.0 9.5 20.0 20.0 Total Split (s)9.5 20.0 20.0 9.5 20.0 20.0 9.5 21.0 9.5 21.0 21.0 Total Split (%)15.8% 33.3% 33.3% 15.8% 33.3% 33.3% 15.8% 35.0% 15.8% 35.0% 35.0% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 0.5 0.5 1.0 0.5 0.5 1.0 0.5 1.0 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.0 4.0 4.5 4.0 4.0 4.5 4.0 4.5 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 90 Control Type: Actuated-Coordinated Splits and Phases: 5: Cook St. & Frank Sinatra Dr. 6.1-31 Item 3B - Page 714 HCM 6th Signalized Intersection Summary EAPC (2024) PM Peak Hour 5: Cook St. & Frank Sinatra Dr. Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 364 379 144 52 307 41 128 1174 86 78 1016 224 Future Volume (veh/h) 364 379 144 52 307 41 128 1174 86 78 1016 224 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 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 396 412 157 57 334 45 139 1276 93 85 1104 243 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %222222222222 Cap, veh/h 288 658 291 177 543 240 260 1402 102 218 2070 640 Arrive On Green 0.08 0.19 0.19 0.05 0.15 0.15 0.08 0.42 0.42 0.06 0.41 0.41 Sat Flow, veh/h 3456 3554 1572 3456 3554 1569 3456 3358 244 3456 5106 1579 Grp Volume(v), veh/h 396 412 157 57 334 45 139 674 695 85 1104 243 Grp Sat Flow(s),veh/h/ln 1728 1777 1572 1728 1777 1569 1728 1777 1825 1728 1702 1579 Q Serve(g_s), s 5.0 6.4 5.4 1.0 5.3 1.5 2.3 21.4 21.5 1.4 9.8 6.5 Cycle Q Clear(g_c), s 5.0 6.4 5.4 1.0 5.3 1.5 2.3 21.4 21.5 1.4 9.8 6.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.13 1.00 1.00 Lane Grp Cap(c), veh/h 288 658 291 177 543 240 260 742 762 218 2070 640 V/C Ratio(X) 1.38 0.63 0.54 0.32 0.62 0.19 0.54 0.91 0.91 0.39 0.53 0.38 Avail Cap(c_a), veh/h 288 948 419 288 948 419 288 742 762 288 2070 640 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)0.58 0.58 0.58 1.00 1.00 1.00 1.00 1.00 1.00 0.81 0.81 0.81 Uniform Delay (d), s/veh 27.5 22.5 22.1 27.5 23.8 22.2 26.7 16.4 16.4 27.0 13.5 12.5 Incr Delay (d2), s/veh 181.2 0.6 0.9 1.0 1.1 0.4 1.7 17.1 17.1 0.9 0.8 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 9.1 2.3 1.8 0.4 2.0 0.5 0.9 9.7 10.0 0.5 2.9 2.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 208.7 23.1 23.0 28.5 24.9 22.5 28.5 33.5 33.6 27.9 14.3 13.9 LnGrp LOS F CCCCCCCCCBB Approach Vol, veh/h 965 436 1508 1432 Approach Delay, s/veh 99.3 25.1 33.1 15.1 Approach LOS F C C B Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 8.3 29.0 7.6 15.1 9.0 28.3 9.5 13.2 Change Period (Y+Rc), s 4.5 4.0 4.5 4.0 4.5 4.0 4.5 4.0 Max Green Setting (Gmax), s 5.0 17.0 5.0 16.0 5.0 17.0 5.0 16.0 Max Q Clear Time (g_c+I1), s 3.4 23.5 3.0 8.4 4.3 11.8 7.0 7.3 Green Ext Time (p_c), s 0.0 0.0 0.0 1.8 0.0 3.2 0.0 1.3 Intersection Summary HCM 6th Ctrl Delay 41.0 HCM 6th LOS D 6.1-32 Item 3B - Page 715 Lanes, Volumes, Timings EAPC (2024) PM Peak Hour 6: Portola Av. & Retreat Circ. (N) Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)0 20 892 10 25 730 Future Volume (vph)0 20 892 10 25 730 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)150 150 150 150 Storage Lanes 0 0 1 1 Taper Length (ft)90 90 Link Speed (mph)30 55 55 Link Distance (ft)217 282 254 Travel Time (s)4.9 3.5 3.1 Confl. Peds. (#/hr)5 5 5 5 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph)0 22 959 11 27 785 Shared Lane Traffic (%) Lane Group Flow (vph) 0 22 959 11 27 785 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized 6.1-33 Item 3B - Page 716 HCM 6th TWSC EAPC (2024) PM Peak Hour 6: Portola Av. & Retreat Circ. (N) Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 0.4 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 20 892 10 25 730 Future Vol, veh/h 0 20 892 10 25 730 Conflicting Peds, #/hr 5 50550 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - - - 150 150 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 2 22222 Mvmt Flow 0 22 959 11 27 785 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 490 0 0 975 0 Stage 1 ------ Stage 2 ------ Critical Hdwy - 7.14 - - 5.34 - Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy - 3.92 - - 3.12 - Pot Cap-1 Maneuver 0 448 - - 402 - Stage 1 0 ----- Stage 2 0 ----- Platoon blocked, %- -- Mov Cap-1 Maneuver - 444 - - 400 - Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s 13.5 0 0.5 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)- - 444 400 - HCM Lane V/C Ratio - - 0.048 0.067 - HCM Control Delay (s) - - 13.5 14.6 - HCM Lane LOS - - B B - HCM 95th %tile Q(veh) - - 0.2 0.2 - 6.1-34 Item 3B - Page 717 Lanes, Volumes, Timings EAPC (2024) PM Peak Hour 7: Portola Av. & Retreat Circ. (S) Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)0 2 952 1 0 676 Future Volume (vph)0 2 952 1 0 676 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)150 150 150 150 Storage Lanes 0 0 0 0 Taper Length (ft)90 90 Link Speed (mph)30 55 55 Link Distance (ft)243 194 417 Travel Time (s)5.5 2.4 5.2 Confl. Peds. (#/hr)5 5 5 5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph)0 2 1035 1 0 735 Shared Lane Traffic (%) Lane Group Flow (vph) 0 2 1036 0 0 735 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized 6.1-35 Item 3B - Page 718 HCM 6th TWSC EAPC (2024) PM Peak Hour 7: Portola Av. & Retreat Circ. (S) Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 0 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 2 952 1 0 676 Future Vol, veh/h 0 2 952 1 0 676 Conflicting Peds, #/hr 5 50550 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length ------ Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 0 2 1035 1 0 735 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 528 0 0 - - Stage 1 ------ Stage 2 ------ Critical Hdwy - 7.14 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy - 3.92 ---- Pot Cap-1 Maneuver 0 424 - - 0 - Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, %- -- Mov Cap-1 Maneuver - 420 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s 13.6 0 0 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h)- - 420 - HCM Lane V/C Ratio - - 0.005 - HCM Control Delay (s) - - 13.6 - HCM Lane LOS - - B - HCM 95th %tile Q(veh) - - 0 - 6.1-36 Item 3B - Page 719 Lanes, Volumes, Timings EAPC (2024) PM Peak Hour 8: Portola Av. & Willow Ridge Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)46 27 931 42 31 652 Future Volume (vph)47 28 931 42 31 652 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)0 50 150 100 Storage Lanes 1 1 1 1 Taper Length (ft)90 60 Link Speed (mph)30 55 55 Link Distance (ft)309 2578 801 Travel Time (s)7.0 32.0 9.9 Confl. Peds. (#/hr)5 5 5 5 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph)51 30 1001 45 33 701 Shared Lane Traffic (%) Lane Group Flow (vph) 51 30 1001 45 33 701 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized 6.1-37 Item 3B - Page 720 HCM 6th TWSC EAPC (2024) PM Peak Hour 8: Portola Av. & Willow Ridge Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 1.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 46 27 931 42 31 652 Future Vol, veh/h 47 28 931 42 31 652 Conflicting Peds, #/hr 5 50550 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 50 - 150 100 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 2 22222 Mvmt Flow 51 30 1001 45 33 701 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1428 511 0 0 1051 0 Stage 1 1006 ----- Stage 2 422 ----- Critical Hdwy 6.84 6.94 - - 4.14 - Critical Hdwy Stg 1 5.84 ----- Critical Hdwy Stg 2 5.84 ----- Follow-up Hdwy 3.52 3.32 - - 2.22 - Pot Cap-1 Maneuver 126 508 - - 658 - Stage 1 314 ----- Stage 2 629 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 119 503 - - 655 - Mov Cap-2 Maneuver 234 ----- Stage 1 312 ----- Stage 2 594 ----- Approach WB NB SB HCM Control Delay, s 20.1 0 0.5 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h)- - 234 503 655 - HCM Lane V/C Ratio - - 0.216 0.06 0.051 - HCM Control Delay (s) - - 24.6 12.6 10.8 - HCM Lane LOS - - C B B - HCM 95th %tile Q(veh) - - 0.8 0.2 0.2 - 6.1-38 Item 3B - Page 721 Lanes, Volumes, Timings EAPC (2024) PM Peak Hour 9: Portola Av. & Country Club Dr. Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)52 800 233 286 584 152 212 706 249 98 592 62 Future Volume (vph)52 800 233 286 584 152 212 706 249 98 592 62 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)200 105 180 80 160 135 200 50 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft)120 90 100 60 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 55 55 Link Distance (ft)1030 784 945 2578 Travel Time (s)14.0 10.7 11.7 32.0 Confl. Peds. (#/hr)5 5 5 5 5 5 5 5 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph)54 825 240 295 602 157 219 728 257 101 610 64 Shared Lane Traffic (%) Lane Group Flow (vph) 54 825 240 295 602 157 219 728 257 101 610 64 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Detector Phase 744388522166 Switch Phase Minimum Initial (s)5.0 4.0 4.0 5.0 4.0 4.0 5.0 4.0 4.0 5.0 4.0 4.0 Minimum Split (s)9.5 20.0 20.0 9.5 20.0 20.0 9.5 20.0 20.0 9.5 20.0 20.0 Total Split (s)13.7 36.0 36.0 30.0 52.3 52.3 24.0 39.6 39.6 14.4 30.0 30.0 Total Split (%)11.4% 30.0% 30.0% 25.0% 43.6% 43.6% 20.0% 33.0% 33.0% 12.0% 25.0% 25.0% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 0.5 0.5 1.0 0.5 0.5 1.0 0.5 0.5 1.0 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.0 4.0 4.5 4.0 4.0 4.5 4.0 4.0 4.5 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 75 Control Type: Actuated-Coordinated Splits and Phases: 9: Portola Av. & Country Club Dr. 6.1-39 Item 3B - Page 722 HCM 6th Signalized Intersection Summary EAPC (2024) PM Peak Hour 9: Portola Av. & Country Club Dr. Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 52 800 233 286 584 152 212 706 249 98 592 62 Future Volume (veh/h) 52 800 233 286 584 152 212 706 249 98 592 62 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.99 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 54 825 240 295 602 157 219 728 257 101 610 64 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %222222222222 Cap, veh/h 70 908 403 324 1415 629 247 1247 554 125 1003 445 Arrive On Green 0.04 0.26 0.26 0.18 0.40 0.40 0.14 0.35 0.35 0.07 0.28 0.28 Sat Flow, veh/h 1781 3554 1576 1781 3554 1579 1781 3554 1578 1781 3554 1577 Grp Volume(v), veh/h 54 825 240 295 602 157 219 728 257 101 610 64 Grp Sat Flow(s),veh/h/ln 1781 1777 1576 1781 1777 1579 1781 1777 1578 1781 1777 1577 Q Serve(g_s), s 3.6 27.0 16.1 19.5 14.7 8.0 14.5 20.1 15.2 6.7 17.8 3.6 Cycle Q Clear(g_c), s 3.6 27.0 16.1 19.5 14.7 8.0 14.5 20.1 15.2 6.7 17.8 3.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 70 908 403 324 1415 629 247 1247 554 125 1003 445 V/C Ratio(X) 0.77 0.91 0.60 0.91 0.43 0.25 0.89 0.58 0.46 0.81 0.61 0.14 Avail Cap(c_a), veh/h 137 948 420 379 1430 636 289 1247 554 147 1003 445 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 57.1 43.3 39.2 48.1 26.2 24.1 50.8 31.8 30.2 55.0 37.3 32.2 Incr Delay (d2), s/veh 16.5 12.1 2.1 23.5 0.2 0.2 24.0 2.0 2.8 24.1 2.7 0.7 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 1.9 12.8 6.2 10.4 5.9 2.9 7.8 8.4 5.9 3.7 7.7 1.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 73.6 55.4 41.4 71.6 26.4 24.3 74.7 33.8 33.0 79.1 40.0 32.9 LnGrp LOS E E D E C C E C C E D C Approach Vol, veh/h 1119 1054 1204 775 Approach Delay, s/veh 53.3 38.7 41.1 44.5 Approach LOS DDDD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 12.9 46.1 26.3 34.7 21.1 37.9 9.2 51.8 Change Period (Y+Rc), s 4.5 4.0 4.5 4.0 4.5 4.0 4.5 4.0 Max Green Setting (Gmax), s 9.9 35.6 25.5 32.0 19.5 26.0 9.2 48.3 Max Q Clear Time (g_c+I1), s 8.7 22.1 21.5 29.0 16.5 19.8 5.6 16.7 Green Ext Time (p_c), s 0.0 4.3 0.3 1.7 0.2 1.9 0.0 4.4 Intersection Summary HCM 6th Ctrl Delay 44.4 HCM 6th LOS D 6.1-40 Item 3B - Page 723 Lanes, Volumes, Timings EAPC (2024) PM Peak Hour 10: Portola Av. & South Access Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)0 8 0 953 676 0 Future Volume (vph)0 8 0 953 676 0 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Link Speed (mph)30 55 55 Link Distance (ft)244 468 194 Travel Time (s)5.5 5.8 2.4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph)0 9 0 1036 735 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 9 0 1036 735 0 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized 6.1-41 Item 3B - Page 724 HCM 6th TWSC EAPC (2024) PM Peak Hour 10: Portola Av. & South Access Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 0.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 8 0 953 676 0 Future Vol, veh/h 0 8 0 953 676 0 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 ---- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 0 9 0 1036 735 0 Major/Minor Minor2 Major1 Major2 Conflicting Flow All - 368 - 0 - 0 Stage 1 ------ Stage 2 ------ Critical Hdwy - 6.94 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy - 3.32 ---- Pot Cap-1 Maneuver 0 629 0 - - 0 Stage 1 0 - 0 - - 0 Stage 2 0 - 0 - - 0 Platoon blocked, %- - Mov Cap-1 Maneuver - 629 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB NB SB HCM Control Delay, s 10.8 0 0 HCM LOS B Minor Lane/Major Mvmt NBTEBLn1 SBT Capacity (veh/h)- 629 - HCM Lane V/C Ratio - 0.014 - HCM Control Delay (s) - 10.8 - HCM Lane LOS - B - HCM 95th %tile Q(veh) - 0 - 6.1-42 Item 3B - Page 725 Lanes, Volumes, Timings EAPC (2024) PM Peak Hour 11: Cook St. & University Park Dr./Berger Dr. Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 129 15 65 17 26 58 102 1468 9 46 1236 181 Future Volume (vph) 129 15 65 17 26 58 102 1468 9 46 1236 181 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)180 180 100 0 140 140 225 295 Storage Lanes 1 1 0 1 1 1 2 0 Taper Length (ft)90 0 160 165 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)30 30 55 55 Link Distance (ft)449 460 1610 602 Travel Time (s)10.2 10.5 20.0 7.5 Confl. Peds. (#/hr)5 5 5 5 5 5 5 5 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph)143 17 72 19 29 64 113 1631 10 51 1373 201 Shared Lane Traffic (%) Lane Group Flow (vph) 143 17 72 19 29 64 113 1631 10 51 1373 201 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Detector Phase 744388522166 Switch Phase Minimum Initial (s)5.0 4.0 4.0 5.0 4.0 4.0 5.0 4.0 4.0 5.0 4.0 4.0 Minimum Split (s)9.5 20.0 20.0 9.5 20.0 20.0 9.5 20.0 20.0 9.5 20.0 20.0 Total Split (s)9.5 20.0 20.0 9.5 20.0 20.0 9.5 21.0 21.0 9.5 21.0 21.0 Total Split (%)15.8% 33.3% 33.3% 15.8% 33.3% 33.3% 15.8% 35.0% 35.0% 15.8% 35.0% 35.0% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 0.5 0.5 1.0 0.5 0.5 1.0 0.5 0.5 1.0 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.0 4.0 4.5 4.0 4.0 4.5 4.0 4.0 4.5 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 70 Control Type: Actuated-Coordinated Splits and Phases: 11: Cook St. & University Park Dr./Berger Dr. 6.1-43 Item 3B - Page 726 HCM 6th Signalized Intersection Summary EAPC (2024) PM Peak Hour 11: Cook St. & University Park Dr./Berger Dr. Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Synchro 11 Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 129 15 65 17 26 58 102 1468 9 46 1236 181 Future Volume (veh/h) 129 15 65 17 26 58 102 1468 9 46 1236 181 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.99 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 143 17 72 19 29 0 113 1631 0 51 1373 201 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, %222222222222 Cap, veh/h 148 257 215 40 143 143 2598 165 2434 751 Arrive On Green 0.08 0.14 0.14 0.02 0.08 0.00 0.16 1.00 0.00 0.05 0.48 0.48 Sat Flow, veh/h 1781 1870 1568 1781 1870 1585 1781 5106 1585 3456 5106 1577 Grp Volume(v), veh/h 143 17 72 19 29 0 113 1631 0 51 1373 201 Grp Sat Flow(s),veh/h/ln 1781 1870 1568 1781 1870 1585 1781 1702 1585 1728 1702 1577 Q Serve(g_s), s 4.8 0.5 2.5 0.6 0.9 0.0 3.7 0.0 0.0 0.9 11.6 4.6 Cycle Q Clear(g_c), s 4.8 0.5 2.5 0.6 0.9 0.0 3.7 0.0 0.0 0.9 11.6 4.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 148 257 215 40 143 143 2598 165 2434 751 V/C Ratio(X)0.96 0.07 0.33 0.47 0.20 0.79 0.63 0.31 0.56 0.27 Avail Cap(c_a), veh/h 148 499 418 148 499 148 2598 288 2434 751 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 0.00 0.09 0.09 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 27.4 22.5 23.4 29.0 26.0 0.0 24.7 0.0 0.0 27.6 11.2 9.4 Incr Delay (d2), s/veh 62.6 0.1 0.9 8.3 0.7 0.0 2.6 0.1 0.0 1.1 1.0 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 4.5 0.2 0.9 0.4 0.4 0.0 1.3 0.0 0.0 0.3 3.2 1.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 90.0 22.6 24.3 37.3 26.7 0.0 27.4 0.1 0.0 28.7 12.2 10.3 LnGrp LOS F CCDC CA CBB Approach Vol, veh/h 232 48 A 1744 A 1625 Approach Delay, s/veh 64.7 30.9 1.9 12.5 Approach LOS E C A B Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 7.4 34.5 5.9 12.2 9.3 32.6 9.5 8.6 Change Period (Y+Rc), s 4.5 4.0 4.5 4.0 4.5 4.0 4.5 4.0 Max Green Setting (Gmax), s 5.0 17.0 5.0 16.0 5.0 17.0 5.0 16.0 Max Q Clear Time (g_c+I1), s 2.9 2.0 2.6 4.5 5.7 13.6 6.8 2.9 Green Ext Time (p_c), s 0.0 8.9 0.0 0.2 0.0 2.5 0.0 0.1 Intersection Summary HCM 6th Ctrl Delay 11.0 HCM 6th LOS B Notes Unsignalized Delay for [NBR, WBR] is excluded from calculations of the approach delay and intersection delay. 6.1-44 Item 3B - Page 727 Queuing and Blocking Report EAPC (2024) AM Peak Hour Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis SimTraffic Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Intersection: 2: Portola Av. & Central Access Movement EB NB Directions Served R L Maximum Queue (ft)26 26 Average Queue (ft)15 7 95th Queue (ft)34 30 Link Distance (ft)204 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft)220 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: North Access/Shepherd Ln. & Frank Sinatra Dr. Movement EB EB NB SB Directions Served L T R R Maximum Queue (ft)34 15 45 48 Average Queue (ft)13 3 30 28 95th Queue (ft)40 27 53 54 Link Distance (ft)5276 192 744 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 140 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 10: Portola Av. & South Access Movement EB Directions Served R Maximum Queue (ft)30 Average Queue (ft)10 95th Queue (ft)33 Link Distance (ft)198 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Zone Summary Zone wide Queuing Penalty: 0 6.1-45 Item 3B - Page 728 Queuing and Blocking Report EAPC (2024) AM Peak Hour Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis SimTraffic Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Intersection: 4: Portola Av. & Frank Sinatra Dr. Movement EB EB EB EB WB WB WB WB NB NB NB NB Directions Served L T T R L T T R L T T T Maximum Queue (ft)84 124 119 42 180 176 186 25 160 111 87 88 Average Queue (ft)59 88 88 31 106 134 144 9 117 64 52 52 95th Queue (ft)102 132 135 49 198 192 205 28 221 154 98 103 Link Distance (ft)605 605 4365 4365 419 419 419 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 120 230 140 100 260 Storage Blk Time (%)1 1 8 7 25 3 12 Queuing Penalty (veh) 1 1 30 12 8 6 10 Intersection: 4: Portola Av. & Frank Sinatra Dr. Movement NB SB SB SB SB Directions Served R L T T TR Maximum Queue (ft)38 74 115 102 60 Average Queue (ft)18 44 95 60 26 95th Queue (ft)43 84 128 116 65 Link Distance (ft)1095 1095 1095 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft)50 180 Storage Blk Time (%)1 Queuing Penalty (veh) 1 6.1-46 Item 3B - Page 729 Queuing and Blocking Report EAPC (2024) AM Peak Hour Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis SimTraffic Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Intersection: 6: Portola Av. & Retreat Circ. (N) Movement WB SB SB SB Directions Served R L T T Maximum Queue (ft)20 17 14 6 Average Queue (ft)8331 95th Queue (ft)24 23 26 11 Link Distance (ft)143 190 190 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft)150 Storage Blk Time (%) Queuing Penalty (veh) 6.1-47 Item 3B - Page 730 Queuing and Blocking Report EAPC (2024) PM Peak Hour Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis SimTraffic Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Intersection: 2: Portola Av. & Central Access Movement EB NB Directions Served R L Maximum Queue (ft)22 31 Average Queue (ft)13 13 95th Queue (ft)31 38 Link Distance (ft)204 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft)220 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: North Access/Shepherd Ln. & Frank Sinatra Dr. Movement EB EB EB WB WB WB NB SB Directions Served L TTTTRRR Maximum Queue (ft)27 16 31 16 16 5 57 28 Average Queue (ft)10 383323414 95th Queue (ft)31 22 34 18 22 11 70 34 Link Distance (ft)5276 5276 605 605 192 744 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 140 50 Storage Blk Time (%)0 Queuing Penalty (veh)0 Intersection: 10: Portola Av. & South Access Movement EB Directions Served R Maximum Queue (ft)24 Average Queue (ft)7 95th Queue (ft)27 Link Distance (ft)198 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Zone Summary Zone wide Queuing Penalty: 0 6.1-48 Item 3B - Page 731 Queuing and Blocking Report EAPC (2024) PM Peak Hour Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis SimTraffic Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Intersection: 4: Portola Av. & Frank Sinatra Dr. Movement EB EB EB EB WB WB WB WB NB NB NB NB Directions Served L T T R L T T R L T T T Maximum Queue (ft) 106 163 162 59 91 102 120 23 158 115 109 111 Average Queue (ft) 74 127 132 36 71 66 78 10 118 67 72 77 95th Queue (ft)121 180 177 62 100 117 139 28 201 139 117 133 Link Distance (ft)605 605 4365 4365 419 419 419 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 120 230 140 100 260 Storage Blk Time (%)1 11 1 5 18 Queuing Penalty (veh) 2 11 1 2 20 Intersection: 4: Portola Av. & Frank Sinatra Dr. Movement NB SB SB SB SB Directions Served R L T T TR Maximum Queue (ft)66 76 120 102 20 Average Queue (ft)30 42 91 66 10 95th Queue (ft)74 82 141 118 26 Link Distance (ft)1095 1095 1095 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft)50 180 Storage Blk Time (%)3 Queuing Penalty (veh) 5 6.1-49 Item 3B - Page 732 Queuing and Blocking Report EAPC (2024) PM Peak Hour Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis Portola Avenue/Frank Sinatra Drive Residential Traffic Analysis SimTraffic Report F:\UXRjobs\_14600-15000\14677\02_LOS\Synchro\02 - Existing Lanes WP.syn Urban Crossroads, Inc. Intersection: 6: Portola Av. & Retreat Circ. (N) Movement WB NB SB SB Directions Served R T L T Maximum Queue (ft)24 4 22 6 Average Queue (ft)10 1 11 1 95th Queue (ft)29 8 37 11 Link Distance (ft)143 221 190 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft)150 Storage Blk Time (%) Queuing Penalty (veh) 6.1-50 Item 3B - Page 733 Item 3B - Page 734 Item 3B - Page 735 Item 3B - Page 736 Item 3B - Page 737 Item 3B - Page 738 Item 3B - Page 739 Item 3B - Page 740 Item 3B - Page 741 Item 3B - Page 742 Item 3B - Page 743 Item 3B - Page 744 Item 3B - Page 745 Item 3B - Page 746 Item 3B - Page 747 Item 3B - Page 748 Item 3B - Page 749 Item 3B - Page 750 Item 3B - Page 751 Item 3B - Page 752 Item 3B - Page 753 Item 3B - Page 754 Item 3B - Page 755 Item 3B - Page 756 Item 3B - Page 757 Item 3B - Page 758 Item 3B - Page 759 Item 3B - Page 760 Item 3B - Page 761 Item 3B - Page 762 Item 3B - Page 763 Item 3B - Page 764 Item 3B - Page 765 Item 3B - Page 766 Item 3B - Page 767 Item 3B - Page 768 Item 3B - Page 769 Item 3B - Page 770 Item 3B - Page 771 Item 3B - Page 772 Item 3B - Page 773 Item 3B - Page 774 Item 3B - Page 775 Item 3B - Page 776 Item 3B - Page 777 Item 3B - Page 778 Item 3B - Page 779 Item 3B - Page 780 Item 3B - Page 781 Item 3B - Page 782 Item 3B - Page 783 Item 3B - Page 784 Item 3B - Page 785 Item 3B - Page 786 Item 3B - Page 787 Item 3B - Page 788 Item 3B - Page 789 Item 3B - Page 790 For Property Located in a Portion of The East half of Section 4, Township 5 South, Range 6 East, S.B.M. Palm Desert, California FRANK SINATRA & PORTOLA September 30, 2022 Prepared for: HAYES DIETRICH, L.L.C. 5021 Vernon Avenue, Suite 201 Edina, MN 55436 JN: 2746 ` PRELIMINARY HYDROLOGY REPORT Item 3B - Page 791 FRANK SINATRA & PORTOLA PRELIMINARY HYDROLOGY REPORT TABLE OF CONTENTS PROJECT LOCATION .................................................................................................... 1 EXISTING CONDITIONS ............................................................................................... 1 Flood Rate Map ..................................................................................................................1 National Cooperative Soil Survey ........................................................................................1 Existing Topography ...........................................................................................................1 PROPOSED FLOOD CONTROL REQUIREMENTS ............................................................ 1 HYDROLOGY ANALYSIS DESIGN CRITERIA .................................................................... 2 Hydrologic Soil Group .........................................................................................................2 Antecedent Moisture Condition ...........................................................................................2 Land Use Classifications and Runoff Index Numbers .............................................................2 Precipitation Frequency Estimates .......................................................................................2 Site Infiltration ...................................................................................................................2 SUMMARY of SYNTHETIC UNIT (SHORTCUT METHOD) ANALYSES ................................ 3 PRELIMINARY WQMP ANALYSIS ................................................................................. 3 RESULTS AND CONCLUSIONS ...................................................................................... 3 LIST OF APPENDICES A. RIVERSIDE COUNTY TLMA VICINITY MAP B. NFIP FLOOD INSURANCE RATE MAP C. USDA NCSS HYDROLOGIC SOILS MAP D. NOAA ATLAS 14 & RCFCD REFERENCE PLATES E. PROPOSED LAND USES F. RCFCD SYNTHETIC UNIT HYDROGRAPH WORKSHEETS AND BASIN STORAGE SUMMARIES G. RIVERSIDE COUNTY WHITEWATER RIVER REGION WQMP WORKSHEETS H. PRELIMINARY S.U.H. HYDROLOGY EXHIBIT AND PRELIMINARY GRADING & DRAINAGE PLAN Item 3B - Page 792 FRANK SINATRA & PORTOLA PRELIMINARY HYDROLOGY REPORT 1 PROJECT LOCATION The proposed project site comprises approximately 18 acres located at the southwest corner of intersection of Frank Sinatra Drive and Portola Avenue, in the City of Palm Desert, Riverside County. The site is described as a portion of Section 4, Township 4 South, Range 5 East, San Bernardino Base and Meridian and is assigned as a portion of Assessor’s Parcel Number 620-400-030 & 031. A vicinity map obtained from the Riverside TLMA website is included as Appendix A. EXISTING CONDITIONS Flood Rate Map The proposed (to be developed) area is covered by FIRM Panel Number 06065C1615G, revised August 28, 2008, which indicates the project area lies within Zone X which is defined as “Areas determined to be outside the 0.2% annual chance floodplain. (Refer to the attached NFIP Flood Insurance Rate Map in Appendix B). National Cooperative Soil Survey The existing soil is categorized as hydrologic soil group A (refer to the attached USDA NCSS Hydrologic Soils Map exhibits in Appendix C). Existing Topography The subject area is variably vegetated with slight amounts of typical desert vegetation (scrub brush and low- lying plants) throughout the site. Topographically, the site slopes to the south. PROPOSED FLOOD CONTROL REQUIREMENTS Currently drainage requirements for this project fall under the jurisdiction of the City of Palm Desert. For the purposes of this report, the project tributary area is based on the project boundaries and preliminary grading constraints, (including those on-site non-tributary street frontages along frank Sinatra Drive and Portola Avenue). The On-Site Non-Tributary areas fronting Frank Sinatra Drive and Portola Avenue are existing slopes, draining towards the public streets and are proposed to be self-cleaning along those frontages. The project area is divided into six (6) tributary areas. Onsite flows are conveyed via surface drainage to proposed retention basins and or underground retention systems within the project. Offsite street flows (Frank Sinatra Drive) and (Portola Avenue) are currently conveyed to the existing curb inlet catch basins and ultimately existing retention basin east of Portola Avenue. The On-Site retention basins and or underground storage systems were sized to provide storage of the 100-year controlling storm event. As the final design documents are generated, a more detailed hydrology report will be prepared for the City to review; which will include hydraulic calculations for the associated catch basins, storm drain conveyance system, underground retention system and retention basin storage capacities. (Refer to the Preliminary Grading & Hydrology Exhibits included in Appendix H) Item 3B - Page 793 FRANK SINATRA & PORTOLA PRELIMINARY HYDROLOGY REPORT 2 HYDROLOGY ANALYSIS DESIGN CRITERIA Storm run-off volumes for the 100-year event were obtained utilizing the Synthetic Unit (Shortcut Method) Hydrograph, as described in the RCFC&WCD Hydrology Manual. The shortcut method is useful for evaluating those areas less than 200 acres in size. The hydrologic data used for the calculations are as follows: Hydrologic Soil Group Soil Group A is defined by RCFCD as – “those soils having high infiltration rates. These soils consist mainly of deep, well drained to excessively drained sands or bravely sands. These soils have a high rate of water transmission.” Antecedent Moisture Condition AMC II – Moderate runoff potential, an intermediate condition. Per RCFC & WCD Hydrology Manual (Dated: April, 1978): “For the purposes of design hydrology using District methods, AMC II should normally be assumed for both the 10 year and 100 year frequency storm”. Land Use Classifications and Runoff Index Numbers Runoff Index Numbers were obtained from RCFCD Plate E-6.1 and are summarized below: Existing Conditions – Open Brush – Poor 62 Proposed Conditions – Commercial Landscaping 32 Percent of Impervious Cover (RCFCD Plate E-6.3): % Impervious Multi Family - Apartments 80% Low Loss Rates: 85% Precipitation Frequency Estimates Precipitation depths were obtained from NOAA Atlas 14: 2 Year - 1 Hour Precipitation: 0.371 inches 100 Year – 1 Hour Precipitation: 1.64 inches 100 Year – 3 Hour Precipitation: 2.33 inches 100 Year - 6 Hour Precipitation 3.02 inches 100 Year – 24 Hour Precipitation 4.61 inches Slope of Intensity Duration Curve: 0.49 See Appendix D for the NOAA Atlas 14 Point Precipitation Frequency Estimates and respective RCFCD Plates. Site Infiltration No percolation tests have been performed at the current time, therefore, for the purposes of this report a design percolation rate of 1 in/hr was used in the basin sizing calculations. Prior to the final design submittal, percolation tests will be performed, and submitted for review. Item 3B - Page 794 FRANK SINATRA & PORTOLA PRELIMINARY HYDROLOGY REPORT 3 SUMMARY of SYNTHETIC UNIT (SHORTCUT METHOD) ANALYSES The subject project area of approximately 18 acres is less than the 200-acre limit guideline for utilization of the shortcut method. It should be noted that the peak flow for the 1-hour storm is not necessarily representative for peak flow. Per RCFCD, peak discharges from the 3-hour storm should normally compare well with rational peaks. Analyses performed include: flood volume calculations based on RCFCD Synthetic Unit (Shortcut Method) and basin stage storage calculations. For the purposes of this report, all hydrologic land use areas were derived from the Proposed Technical Site Plan. The Proposed Land Use Worksheet is included in Appendix E. Synthetic Unit Hydrograph Worksheets are included in Appendix F. PRELIMINARY WQMP ANALYSIS Preliminary design volume and flow for BMP measures were based on Worksheets 1 and 2 from the Riverside County - Whitewater River Region Water Quality Management Plan (Appendix G). Impervious areas for the tributary drainage areas are derived from the Proposed Land Use Worksheet. A summary of the design flow and volumes is presented in the Preliminary Hydrology Exhibit Appendix H. RESULTS AND CONCLUSIONS As the above narrative and summaries confirm, the preliminary retention basins and or underground retention systems provide sufficient storage to retain the flood volume from the 100 year storm event, and therefore meet the hydrologic requirements established by the City of Palm Desert. Item 3B - Page 795 FRANK SINATRA & PORTOLA PRELIMINARY HYDROLOGY REPORT Appendix A Riverside County TLMA Vicinity Map Item 3B - Page 796 *IMPORTANT* Maps and data are to be used for reference purposes only. Map features are approximate, and are not necessarily accurate to surveying or engineering standards. The County of Riverside makes no warranty or guarantee as to the content (the source is often third party), accuracy, timeliness, or completeness of any of the data provided, and assumes no legal responsibility for the information contained on this map. Any use of this product with respect to accuracy and precision shall be the sole responsibility of the user. © Riverside County GIS Legend Vicinity Map Notes REPORT PRINTED ON...5/26/2022 3:36:52 PM 0 6,0193, 009 Feet Blueline Streams City Areas Item 3B - Page 797 FRANK SINATRA & PORTOLA PRELIMINARY HYDROLOGY REPORT Appendix B NFIP Flood Insurance Rate Map Item 3B - Page 798 Item 3B - Page 799 DEFINITIONS OF FEMA FLOOD ZONE DESIGNATIONS Moderate to Low Risk Areas In communities that participate in the NFIP, flood insurance is available to all property owners and renters in these zones: ZONE DESCRIPTION X (Shaded) Areas of 0.2% annual chance flood; areas of 1% annual chance flood with average depths of less than 1 foot or with drainage areas less than 1 square mile; and areas protected by levees from 1% annual chance flood. Insurance purchase is not required in these zones. X Areas determined to be outside the 0.2% annual chance floodplain. High Risk Areas In communities that participate in the NFIP, mandatory flood insurance purchase requirements apply to all of these zones: ZONE DESCRIPTION A Areas with a 1% annual chance of flooding and a 26% chance of flooding over the life of a 30-year mortgage. Because detailed analyses are not performed for such areas; no depths or base flood elevations are shown within these zones. AE Areas with a 1% annual chance of flooding and a 26% chance of flooding over the life of a 30-year mortgage. In most instances, base flood elevations derived from detailed analyses are shown at selected intervals within these zones. AH Areas with a 1% annual chance of shallow flooding, usually in the form of a pond, with an average depth ranging from 1 to 3 feet. These areas have a 26% chance of flooding over the life of a 30-year mortgage. Base flood elevations derived from detailed analyses are shown at selected intervals within these zones. AO River or stream flood hazard areas, and areas with a 1% or greater chance of shallow flooding each year, usually in the form of sheet flow, with an average depth ranging from 1 to 3 feet. These areas have a 26% chance of flooding over the life of a 30-year mortgage. Average flood depths derived from detailed analyses are shown within these zones. For areas of alluvial fan flooding, velocities are also determined. AR Areas with a temporarily increased flood risk due to the building or restoration of a flood control system (such as a levee or a dam). Mandatory flood insurance purchase requirements will apply, but rates will not exceed the rates for unnumbered A zones if the structure is built or restored in compliance with Zone AR floodplain management regulations. A99 Areas with a 1% annual chance of flooding that will be protected by a Federal flood control system where construction has reached specified legal requirements. No depths or base flood elevations are shown within these zones. Item 3B - Page 800 High Risk – Coastal Areas In communities that participate in the NFIP, mandatory flood insurance purchase requirements apply to all of these zones: ZONE DESCRIPTION V Coastal areas with a 1% or greater chance of flooding and an additional hazard associated with storm waves. These areas have a 26% chance of flooding over the life of a 30-year mortgage. No base flood elevations are shown within these zones. VE Coastal areas with a 1% or greater chance of flooding and an additional hazard associated with storm waves. These areas have a 26% chance of flooding over the life of a 30-year mortgage. Base flood elevations derived from detailed analyses are shown at selected intervals within these zones. Undetermined Risk Areas ZONE DESCRIPTION D Areas with possible but undetermined flood hazards. No flood hazard analysis has been conducted. Flood insurance rates are commensurate with the uncertainty of the flood risk. Item 3B - Page 801 FRANK SINATRA & PORTOLA PRELIMINARY HYDROLOGY REPORT Appendix C USDA NCSS Hydrologic Soils Map Item 3B - Page 802 Hydrologic Soil Group—Riverside County, Coachella Valley Area, California (2746 USDA SOILS SURVEY) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/27/2022 Page 1 of 43736400373650037366003736700373680037369003737000373710037364003736500373660037367003736800373690037370003737100557800557900558000558100558200558300558400 557900 558000 558100 558200 558300 558400 33° 46' 23'' N 116° 22' 32'' W33° 46' 23'' N116° 22' 7'' W33° 45' 55'' N 116° 22' 32'' W33° 45' 55'' N 116° 22' 7'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84 0 200 400 800 1200 Feet 0 50 100 200 300 Meters Map Scale: 1:4,190 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. Item 3B - Page 803 MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Riverside County, Coachella Valley Area, California Survey Area Data: Version 13, Sep 15, 2021 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Feb 3, 2021—May 27, 2021 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Hydrologic Soil Group—Riverside County, Coachella Valley Area, California (2746 USDA SOILS SURVEY) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/27/2022 Page 2 of 4Item 3B - Page 804 Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI MaB Myoma fine sand, 0 to 5 percent slopes A 37.1 66.6% MaD Myoma fine sand, 5 to 15 percent slopes A 18.7 33.4% Totals for Area of Interest 55.8 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Hydrologic Soil Group—Riverside County, Coachella Valley Area, California 2746 USDA SOILS SURVEY Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/27/2022 Page 3 of 4 Item 3B - Page 805 Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group—Riverside County, Coachella Valley Area, California 2746 USDA SOILS SURVEY Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/27/2022 Page 4 of 4 Item 3B - Page 806 FRANK SINATRA & PORTOLA PRELIMINARY HYDROLOGY REPORT Appendix D NOAA Atlas 14 RCFCD Reference Plates Item 3B - Page 807 NOAA Atlas 14, Volume 6, Version 2 Location name: Palm Desert, California, USA* Latitude: 33.7709°, Longitude: -116.3725° Elevation: 282.52 ft** * source: ESRI Maps ** source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Sarah Dietz, Sarah Heim, Lillian Hiner, Kazungu Maitaria, Deborah Martin, Sandra Pavlovic, Ishani Roy, Carl Trypaluk, Dale Unruh, Fenglin Yan, Michael Yekta, Tan Zhao, Geoffrey Bonnin, Daniel Brewer, Li-Chuan Chen, Tye Parzybok, John Yarchoan NOAA, National Weather Service, Silver Spring, Maryland PF_tabular | PF_graphical | Maps_&_aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Duration Average recurrence interval (years) 1 2 5 10 25 50 100 200 500 1000 5-min 0.062 (0.052‑0.076) 0.096 (0.080‑0.117) 0.149 (0.123‑0.181) 0.198 (0.163‑0.243) 0.276 (0.219‑0.350) 0.346 (0.269‑0.448) 0.427 (0.325‑0.568) 0.524 (0.386‑0.716) 0.679 (0.480‑0.969) 0.849 (0.580‑1.25) 10-min 0.089 (0.075‑0.108) 0.138 (0.115‑0.168) 0.213 (0.177‑0.259) 0.283 (0.233‑0.348) 0.395 (0.314‑0.501) 0.495 (0.386‑0.643) 0.612 (0.465‑0.814) 0.750 (0.554‑1.03) 0.973 (0.688‑1.39) 1.22 (0.831‑1.80) 15-min 0.108 (0.090‑0.131) 0.167 (0.139‑0.203) 0.258 (0.214‑0.314) 0.343 (0.282‑0.420) 0.478 (0.380‑0.606) 0.599 (0.467‑0.777) 0.741 (0.563‑0.985) 0.907 (0.670‑1.24) 1.18 (0.832‑1.68) 1.47 (1.00‑2.17) 30-min 0.166 (0.139‑0.201) 0.257 (0.214‑0.312) 0.396 (0.329‑0.482) 0.527 (0.434‑0.646) 0.734 (0.584‑0.932) 0.921 (0.717‑1.19) 1.14 (0.865‑1.51) 1.40 (1.03‑1.91) 1.81 (1.28‑2.58) 2.26 (1.54‑3.34) 60-min 0.240 (0.200‑0.291) 0.371 (0.309‑0.450) 0.572 (0.475‑0.695) 0.760 (0.625‑0.932) 1.06 (0.843‑1.34) 1.33 (1.03‑1.72) 1.64 (1.25‑2.18) 2.01 (1.49‑2.75) 2.61 (1.85‑3.72) 3.26 (2.23‑4.82) 2-hr 0.337 (0.281‑0.409) 0.509 (0.424‑0.617) 0.765 (0.635‑0.930) 0.999 (0.823‑1.23) 1.36 (1.08‑1.73) 1.68 (1.31‑2.18) 2.04 (1.55‑2.71) 2.45 (1.81‑3.35) 3.08 (2.18‑4.40) 3.65 (2.50‑5.40) 3-hr 0.404 (0.337‑0.490) 0.605 (0.504‑0.734) 0.901 (0.748‑1.10) 1.17 (0.963‑1.44) 1.58 (1.26‑2.01) 1.94 (1.51‑2.51) 2.33 (1.77‑3.10) 2.78 (2.06‑3.81) 3.47 (2.46‑4.95) 4.07 (2.78‑6.02) 6-hr 0.544 (0.453‑0.659) 0.810 (0.675‑0.983) 1.20 (0.995‑1.46) 1.55 (1.27‑1.90) 2.07 (1.65‑2.63) 2.52 (1.96‑3.27) 3.02 (2.29‑4.01) 3.58 (2.64‑4.90) 4.42 (3.13‑6.31) 5.14 (3.51‑7.60) 12-hr 0.650 (0.542‑0.788) 0.985 (0.820‑1.20) 1.47 (1.22‑1.79) 1.91 (1.57‑2.34) 2.56 (2.04‑3.25) 3.11 (2.42‑4.04) 3.73 (2.83‑4.96) 4.42 (3.26‑6.05) 5.45 (3.86‑7.79) 6.34 (4.33‑9.38) 24-hr 0.767 (0.678‑0.884) 1.19 (1.05‑1.37) 1.80 (1.58‑2.08) 2.34 (2.05‑2.73) 3.15 (2.67‑3.80) 3.84 (3.19‑4.72) 4.61 (3.74‑5.80) 5.47 (4.32‑7.07) 6.76 (5.13‑9.10) 7.87 (5.77‑10.9) 2-day 0.854 (0.756‑0.985) 1.34 (1.18‑1.54) 2.04 (1.80‑2.36) 2.65 (2.32‑3.10) 3.57 (3.03‑4.31) 4.35 (3.61‑5.35) 5.21 (4.22‑6.55) 6.16 (4.86‑7.96) 7.58 (5.75‑10.2) 8.78 (6.44‑12.2) 3-day 0.899 (0.796‑1.04) 1.42 (1.25‑1.63) 2.16 (1.91‑2.50) 2.82 (2.47‑3.29) 3.80 (3.22‑4.57) 4.62 (3.84‑5.68) 5.52 (4.48‑6.95) 6.53 (5.15‑8.44) 8.02 (6.08‑10.8) 9.29 (6.81‑12.9) 4-day 0.933 (0.826‑1.08) 1.47 (1.30‑1.70) 2.25 (1.99‑2.61) 2.94 (2.57‑3.43) 3.96 (3.36‑4.77) 4.82 (4.00‑5.92) 5.76 (4.67‑7.25) 6.81 (5.37‑8.80) 8.36 (6.34‑11.2) 9.67 (7.09‑13.5) 7-day 0.986 (0.873‑1.14) 1.57 (1.39‑1.81) 2.42 (2.13‑2.80) 3.16 (2.76‑3.69) 4.26 (3.61‑5.13) 5.19 (4.31‑6.37) 6.19 (5.02‑7.79) 7.31 (5.77‑9.44) 8.95 (6.79‑12.0) 10.3 (7.58‑14.4) 10-day 1.03 (0.909‑1.18) 1.65 (1.45‑1.90) 2.54 (2.24‑2.94) 3.33 (2.91‑3.88) 4.50 (3.81‑5.42) 5.47 (4.55‑6.73) 6.54 (5.30‑8.23) 7.71 (6.09‑9.97) 9.44 (7.16‑12.7) 10.9 (7.99‑15.2) 20-day 1.10 (0.970‑1.26) 1.78 (1.57‑2.06) 2.78 (2.45‑3.22) 3.66 (3.21‑4.27) 4.98 (4.22‑6.00) 6.09 (5.06‑7.48) 7.29 (5.91‑9.18) 8.62 (6.80‑11.1) 10.6 (8.00‑14.2) 12.2 (8.93‑16.9) 30-day 1.20 (1.06‑1.38) 1.96 (1.73‑2.26) 3.09 (2.72‑3.57) 4.09 (3.58‑4.77) 5.60 (4.74‑6.74) 6.86 (5.70‑8.43) 8.23 (6.67‑10.4) 9.74 (7.69‑12.6) 11.9 (9.06‑16.1) 13.8 (10.1‑19.2) 45-day 1.28 (1.13‑1.48) 2.12 (1.88‑2.45) 3.37 (2.97‑3.90) 4.49 (3.93‑5.24) 6.20 (5.25‑7.46) 7.64 (6.34‑9.38) 9.20 (7.46‑11.6) 10.9 (8.61‑14.1) 13.4 (10.2‑18.0) 15.5 (11.3‑21.5) 60-day 1.37 (1.22‑1.58) 2.29 (2.02‑2.64) 3.66 (3.22‑4.23) 4.90 (4.29‑5.72) 6.78 (5.75‑8.17) 8.39 (6.96‑10.3) 10.1 (8.22‑12.8) 12.0 (9.51‑15.6) 14.8 (11.3‑20.0) 17.1 (12.6‑23.9) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical Item 3B - Page 808 PROJECT NAME PROJECT NUMBER 2746 STORM EVENT 100 yr DATE: MINUTES RAINFALL RAINFALL INTENSITY DEPTH (in/hr)(in) 5 5.12 0.43 10 3.67 0.61 15 2.96 0.74 30 2.28 1.14 60 1.64 1.64 120 1.02 2.04 CONSTANT FROM GRAPH 11.46 EXPONENT FROM GRAPH -0.49 MINUTES RAINFALL RAINFALL INTENSITY DEPTH (in/hr)(in) 5 5.21 0.43 10 3.71 0.62 15 3.04 0.76 20 2.64 0.88 25 2.37 0.99 30 2.16 1.08 35 2.01 1.17 40 1.88 1.25 45 1.77 1.33 50 1.69 1.40 55 1.61 1.47 60 1.54 1.54 65 1.48 1.61 70 1.43 1.67 75 1.38 1.73 80 1.34 1.78 85 1.30 1.84 90 1.26 1.90 95 1.23 1.95 100 1.20 2.00 105 1.17 2.05 110 1.15 2.10 115 1.12 2.15 120 1.10 2.19 INTENSITY VALUES FROM GRAPH NOAA ATLAS 14 INTENSITY - DURATION WORKSHEET FRANK SINATRA / PORTOLA DEVEL DATA FROM NOAA ATLAS 14 September 30, 2022 y = 11.46x-0.49 1.00 10.00 1 10 100 1000Item 3B - Page 809 Item 3B - Page 810 Item 3B - Page 811 Item 3B - Page 812 Item 3B - Page 813 FRANK SINATRA & PORTOLA PRELIMINARY HYDROLOGY REPORT Appendix E Proposed Land Use Areas Item 3B - Page 814 Client/Project HAYES DIETRICH, L.L.C. MSA JOB #2746 LAND USE DRAINAGE AREA APARTMENTS TOTAL RI=32 IMP. 80% (acres)(acres) DA-A 11.499 11.499 DA-B 1.531 1.531 DA-C 0.457 0.457 DA-D 0.260 0.260 DA-E 3.121 3.121 DA-F 0.317 0.317 TOTAL SITE 17.185 17.185 TOTAL LAND USE AREAS APARTMENTS 17.185 0.978 TOTAL HYDROLOGIC AREA 18.163 ON-SITE - NON-TRIBUTARY OPEN SPACE PROPOSED LAND USE AREAS - SYNTHETIC UNIT September 30, 2022 HYDROLOGIC SOIL GROUP: A Item 3B - Page 815 MSA JOB #2746 HYDROLOGIC SOIL GROUP ? DRAINAGE LAND USE WQMP AREA APARTMENTS TOTAL IMPERVIOUS RI=32 AREA IMP. 80% (acres)(acres)(acres) DA-A 11.499 11.499 9.199 DA-B 1.531 1.531 1.225 DA-C 0.457 0.457 0.366 DA-D 0.260 0.260 0.208 DA-E 3.121 3.121 2.497 DA-F 0.317 0.317 0.253 TOTAL SITE 17.185 17.185 13.748 WQMP LAND USE - IMPERVIOUS AREAS Client/Project HAYES DIETRICH, L.L.C. Item 3B - Page 816 FRANK SINATRA & PORTOLA PRELIMINARY HYDROLOGY REPORT Appendix F RCFCD Synthetic Unit Hydrograph Worksheets CONTECH Detention System Worksheet Item 3B - Page 817 FOS 2746 2 AMC II AREA SOIL TRIBUTARY AREAS ACRES LOW LOSS RI INFILTRATION IMPERVIOUS DESIG GROUP CONDITION NUMBER RATE PERCENT 7 A MF - APARTMENTS 11.50 D 32 0.74 0.80 195 ft 98 ft 279.5 ft ELEVATION OF CONCENTRATION POINT 276.0 ft 0.02 100 LOW LOSS RATE (For storms > 10 Years)85% POINT RAIN FROM NOAA ATLAS 14 1-HOUR 1.64 in 3-HOUR 2.33 in 6-HOUR 3.02 in 24-HOUR 4.61 in UNDERGROUND STORAGE AREA LENGTH:158 ft WIDTH:158 ft TOTAL AREA 24,964 sf PERCOLATION RATE 1.00 in/hr PROJECT NUMBER CONCENTRATION POINT DESIGNATION DATE: AREA DESIGNATION FRANK SINATRA / PORTOLA DEVELOPMEN UNDERGROUND RETENTION PIPE DA-A RCFCD SYNTHETIC UNIT HYDROGRAPH - SHORTCUT METHOD DATA INPUT SHEET WORKSHEET PREPARED BY: PROJECT NAME September 30, 2022 ELEVATION OF HEADWATER AVERAGE MANNINGS 'N' VALUE STORM FREQUENCY (YEAR) AMC NUMBER LENGTH OF WATERCOURSE (L) LENGTH TO POINT OPPOSITE CENTROID (Lca) Low Loss Conditions: X=Existing; D=Developed; BS=Retention Item 3B - Page 818 PROJECT: Job No.: BY:DATE:9/30/22 [1] AMC [2] FREQUENCY-YEARS NOAA ATLAS [3] DURATION: 1-HOUR 3-HOUR 6-HOUR 24-HOUR DURATION 1-HOUR 3-HOUR 6-HOUR 24-HOUR EFFECTIVE RAIN (in)1.43 1.71 1.81 1.87 FLOOD VOLUME (cu-ft)59,807 71,535 75,441 77,968 (acre-ft)1.37 1.64 1.73 1.79 PEAK FLOW (cfs)N/A 24.18 21.13 5.20 PERCOLATION (ft)0.08 0.25 0.50 2.00 PERCOLATION LOSSES (cu-ft)2080.33 6241.00 12482.00 49928.00 REQUIRED STORAGE (cu-ft)57726.41 65294.34 62959.39 28039.51 195 FOS NOTE: PEAK FLOW FOR THE 1-HOUR STORM IS NOT REPRESENTATIVE. PER RCFCD PEAK DISCHARGES FROM THE 3-HOUR STORM SHOULD NORMALLY COMPARE WELL WITH RATIONAL PEAKS. 11.50 PHYSICAL DATA [1] CONCENTRATION POINT [10] H-FEET 94.8 [3] AREA - ACRES [4] L-FEET [5] L-MILES 0.037 279.5 276 14 RCFC & WCD SYNTHETIC UNIT HYDROGRAPH METHOD UNDERGROUND RETENTION PIPE DA-A FRANK SINATRA / PORTOLA DEVELOPMENT [2] AREA DESIGNATION HYDROLOGY MANUAL BASIC DATA CALCULATION FORM 2746 [13] L*LCA/S^0.5 9.73 [11] S-FEET/MILE [6] La-FEET [7] La-MILES [8] ELEVATION OF HEADWATER 0.000 97.50 [12] S^0.5 0.018 3.5 [9] ELEVATION OF CONCENTRATION POINT 0.02 [17] 100% OF LAG-MINUTES 0.8 0.8 [14] AVERAGE MANNINGS 'N' [15] LAG TIME-HOURS 0.01 [16] LAG TIME-MINUTES [18] 200% OF LAG-MINUTES STORM EVENT SUMMARY 1.5 Point Rain 1.64 in RAINFALL DATA 4.61 in 2.33 in 3.02 in II 100 Plate E-2.1 Page 2 of 9 Item 3B - Page 819 PROJECT: Job No.: BY:DATE:9/30/22 MAX LOW LOW MIN SOIL RI PERVIOUS DECIMAL ADJUSTED AREA AREA AVERAGE LOSS LOSS RATE AVERAGE GROUP NUMBER AREA PERCENT INFILTRATION WEIGHTED ADJUSTED CONDITION PER ADJUSTED INFILTRATION OF AREA RATE AVERAGE INFILTRATION RCFC/2322 INFILTRATION RATE IMPERVIOUS RATE RATE (in/hr)(in/hr)(in/hr)(in/hr)(in/hr) [Plate C-1][Plate E-6.1][Plate E-6.2][Plate E-6.3] A 32 0.74 80%0.21 11.50 1.000 0.2072 DEVELOPED 0.2600 0.2600 SUM 11.50 SUM 0.2072 0.2600 VARIABLE LOSS RATE CURVE (24-HOUR STORM ONLY) Fm=0.1036 NOTE: Low loss rates established per RCFC/2322 (Dated: May-30-95) C=0.00192 For Storms Less than the 100 Year Event Ft=C(24-(T/60))^1.55 =0.00192 0.10 in/hr Undeveloped Condition: Low Loss = 90% CONSTANT LOSS RATE (3 & 6 HOUR STORMS)=0.2072 in/hr Developed Condition: Low Loss = 0.9 - (0.8 * %impervious) LOW LOSS RATE =0.8500 in/hr Basin Site: Low Loss = 10% Where:For 100 Year Storm - Low Loss should be between 80% & 90% T=Time in minutes. To get an average value for each unit time period, Use T=1/2 the unit time for the first time period,of the Rainfall Rate T=1 1/2 unit time for the second period, etc. FRANK SINATRA / PORTOLA DEVELOPMENT FOS 2746 RCFC & WCD HYDROLOGY MANUAL SYNTHETIC UNIT HYDROGRAPH METHOD BASIC DATA CALCULATION FORM (24-(T/60))^1.55 + LAND USE MF - APARTMENTS AMC II AVERAGE ADJUSTED LOSS RATE Plate E-2.1 Page 3 of 9Item 3B - Page 820 PROJECT: Job No.:2746 DATE BY:FOS 9/30/22 DRAINAGE AREA-ACRES 11.50 UNIT TIME-MINUTES 5 LAG TIME - MINUTES 0.76 UNIT TIME-PERCENT OF LAG 658.1 TOTAL ADJUSTED STORM RAIN-INCHES 1.64 CONSTANT LOSS RATE-in/hr 0.21 LOW LOSS RATE - PERCENT 85% Unit Time Pattern Storm Effective Flood Period Minutes Hours Percent Rain Rain Hydrograph in/hr Flow (Plate E-5.9)Max Low in/hr cfs 1 5 0.08 3.6 0.71 0.21 0.60 0.50 5.81 2 10 0.17 4.2 0.83 0.21 0.70 0.62 7.18 3 15 0.25 4.4 0.87 0.21 0.74 0.66 7.64 4 20 0.33 4.6 0.91 0.21 0.77 0.70 8.09 5 25 0.42 5.0 0.98 0.21 0.84 0.78 9.01 6 30 0.50 5.6 1.10 0.21 0.94 0.89 10.38 7 35 0.58 6.4 1.26 0.21 1.07 1.05 12.20 8 40 0.67 8.1 1.59 0.21 1.35 1.39 16.08 9 45 0.75 13.1 2.58 0.21 2.19 2.37 27.49 10 50 0.83 34.5 6.79 0.21 5.77 6.58 76.32 11 55 0.92 6.7 1.32 0.21 1.12 1.11 12.89 12 60 1.00 3.8 0.75 0.21 0.64 0.54 6.27 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in)1.43 FLOOD VOLUME (acft)1.37 FLOOD VOLUME (cuft)59,807 PEAK FLOW RATE (cfs)76.32 in/hr MANUAL 1-HOUR STORM UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM Time Loss Rate RCFC & WCD SYNTHETIC UNIT HYDROGRAPH METHOD NK SINATRA / PORTOLA DEVELOPM HYDROLOGY SHORTCUT METHOD Plate E-2.2 1 Hour Storm Page 4 of 9 Item 3B - Page 821 PROJECT: Job No.:2746 DATE BY:FOS 9/30/22 DRAINAGE AREA-ACRES 11.50 UNIT TIME-MINUTES 5 LAG TIME - MINUTES 0.76 UNIT TIME-PERCENT OF LAG 658.1 TOTAL ADJUSTED STORM RAIN-INCHES 2.33 CONSTANT LOSS RATE-in/hr 0.21 LOW LOSS RATE - PERCENT 85% Unit Time Pattern Storm Effective Flood Period Minutes Hours Percent Rain Rain Hydrograph in/hr Flow (Plate E-5.9)Max Low in/hr cfs 1 5 0.08 1.3 0.36 0.21 0.31 0.16 1.81 2 10 0.17 1.3 0.36 0.21 0.31 0.16 1.81 3 15 0.25 1.1 0.31 0.21 0.26 0.10 1.16 4 20 0.33 1.5 0.42 0.21 0.36 0.21 2.46 5 25 0.42 1.5 0.42 0.21 0.36 0.21 2.46 6 30 0.50 1.8 0.50 0.21 0.43 0.30 3.43 7 35 0.58 1.5 0.42 0.21 0.36 0.21 2.46 8 40 0.67 1.8 0.50 0.21 0.43 0.30 3.43 9 45 0.75 1.8 0.50 0.21 0.43 0.30 3.43 10 50 0.83 1.5 0.42 0.21 0.36 0.21 2.46 11 55 0.92 1.6 0.45 0.21 0.38 0.24 2.78 12 60 1.00 1.8 0.50 0.21 0.43 0.30 3.43 13 65 1.08 2.2 0.62 0.21 0.52 0.41 4.73 14 70 1.17 2.2 0.62 0.21 0.52 0.41 4.73 15 75 1.25 2.2 0.62 0.21 0.52 0.41 4.73 16 80 1.33 2.0 0.56 0.21 0.48 0.35 4.08 17 85 1.42 2.6 0.73 0.21 0.62 0.52 6.03 18 90 1.50 2.7 0.75 0.21 0.64 0.55 6.35 19 95 1.58 2.4 0.67 0.21 0.57 0.46 5.38 20 100 1.67 2.7 0.75 0.21 0.64 0.55 6.35 21 105 1.75 3.3 0.92 0.21 0.78 0.72 8.30 22 110 1.83 3.1 0.87 0.21 0.74 0.66 7.65 23 115 1.92 2.9 0.81 0.21 0.69 0.60 7.00 24 120 2.00 3.0 0.84 0.21 0.71 0.63 7.32 25 125 2.08 3.1 0.87 0.21 0.74 0.66 7.65 26 130 2.17 4.2 1.17 0.21 1.00 0.97 11.21 27 135 2.25 5.0 1.40 0.21 1.19 1.19 13.81 28 140 2.33 3.5 0.98 0.21 0.83 0.77 8.94 29 145 2.42 6.8 1.90 0.21 1.62 1.69 19.64 30 150 2.50 7.3 2.04 0.21 1.73 1.83 21.26 31 155 2.58 8.2 2.29 0.21 1.95 2.09 24.18 32 160 2.67 5.9 1.65 0.21 1.40 1.44 16.72 33 165 2.75 2.0 0.56 0.21 0.48 0.35 4.08 34 170 2.83 1.8 0.50 0.21 0.43 0.30 3.43 35 175 2.92 1.8 0.50 0.21 0.43 0.30 3.43 36 180 3.00 0.6 0.17 0.21 0.14 0.03 0.29 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in)1.71 FLOOD VOLUME (acft)1.64 FLOOD VOLUME (cuft)71,535 PEAK FLOW RATE (cfs)24.18 Loss Rate in/hr Time UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM NK SINATRA / PORTOLA DEVELOPM MANUAL SYNTHETIC UNIT HYDROGRAPH METHOD SHORTCUT METHOD 3-HOUR STORM RCFC & WCD HYDROLOGY Plate E-2.2 3-Hour Storm Page 5 of 9 Item 3B - Page 822 PROJECT: Job No.:2746 DATE BY:FOS 9/30/22 DRAINAGE AREA-ACRES 11.50 UNIT TIME-MINUTES 5 LAG TIME - MINUTES 0.76 UNIT TIME-PERCENT OF LAG 658.1 TOTAL ADJUSTED STORM RAIN-INCHES 3.02 CONSTANT LOSS RATE-in/hr 0.207 LOW LOSS RATE - PERCENT 85% Unit Time Pattern Storm Effective Flood Period Minutes Hours Percent Rain Rain Hydrograph in/hr Flow (Plate E-5.9)Max Low in/hr cfs 1 5 0.08 0.5 0.181 0.21 0.15 0.03 0.32 2 10 0.17 0.6 0.217 0.21 0.18 0.01 0.12 3 15 0.25 0.6 0.217 0.21 0.18 0.01 0.12 4 20 0.33 0.6 0.217 0.21 0.18 0.01 0.12 5 25 0.42 0.6 0.217 0.21 0.18 0.01 0.12 6 30 0.50 0.7 0.254 0.21 0.22 0.05 0.54 7 35 0.58 0.7 0.254 0.21 0.22 0.05 0.54 8 40 0.67 0.7 0.254 0.21 0.22 0.05 0.54 9 45 0.75 0.7 0.254 0.21 0.22 0.05 0.54 10 50 0.83 0.7 0.254 0.21 0.22 0.05 0.54 11 55 0.92 0.7 0.254 0.21 0.22 0.05 0.54 12 60 1.00 0.8 0.290 0.21 0.25 0.08 0.96 13 65 1.08 0.8 0.290 0.21 0.25 0.08 0.96 14 70 1.17 0.8 0.290 0.21 0.25 0.08 0.96 15 75 1.25 0.8 0.290 0.21 0.25 0.08 0.96 16 80 1.33 0.8 0.290 0.21 0.25 0.08 0.96 17 85 1.42 0.8 0.290 0.21 0.25 0.08 0.96 18 90 1.50 0.8 0.290 0.21 0.25 0.08 0.96 19 95 1.58 0.8 0.290 0.21 0.25 0.08 0.96 20 100 1.67 0.8 0.290 0.21 0.25 0.08 0.96 21 105 1.75 0.8 0.290 0.21 0.25 0.08 0.96 22 110 1.83 0.8 0.290 0.21 0.25 0.08 0.96 23 115 1.92 0.8 0.290 0.21 0.25 0.08 0.96 24 120 2.00 0.9 0.326 0.21 0.28 0.12 1.38 25 125 2.08 0.8 0.290 0.21 0.25 0.08 0.96 26 130 2.17 0.9 0.326 0.21 0.28 0.12 1.38 27 135 2.25 0.9 0.326 0.21 0.28 0.12 1.38 28 140 2.33 0.9 0.326 0.21 0.28 0.12 1.38 29 145 2.42 0.9 0.326 0.21 0.28 0.12 1.38 30 150 2.50 0.9 0.326 0.21 0.28 0.12 1.38 31 155 2.58 0.9 0.326 0.21 0.28 0.12 1.38 32 160 2.67 0.9 0.326 0.21 0.28 0.12 1.38 33 165 2.75 1.0 0.362 0.21 0.31 0.16 1.80 34 170 2.83 1.0 0.362 0.21 0.31 0.16 1.80 35 175 2.92 1.0 0.362 0.21 0.31 0.16 1.80 36 180 3.00 1.0 0.362 0.21 0.31 0.16 1.80 37 185 3.08 1.0 0.362 0.21 0.31 0.16 1.80 38 190 3.17 1.1 0.399 0.21 0.34 0.19 2.22 39 195 3.25 1.1 0.399 0.21 0.34 0.19 2.22 40 200 3.33 1.1 0.399 0.21 0.34 0.19 2.22 41 205 3.42 1.2 0.435 0.21 0.37 0.23 2.64 42 210 3.50 1.3 0.471 0.21 0.40 0.26 3.06 43 215 3.58 1.4 0.507 0.21 0.43 0.30 3.48 44 220 3.67 1.4 0.507 0.21 0.43 0.30 3.48 45 225 3.75 1.5 0.544 0.21 0.46 0.34 3.90 46 230 3.83 1.5 0.544 0.21 0.46 0.34 3.90 47 235 3.92 1.6 0.580 0.21 0.49 0.37 4.32 48 240 4.00 1.6 0.580 0.21 0.49 0.37 4.32 49 245 4.08 1.7 0.616 0.21 0.52 0.41 4.74 50 250 4.17 1.8 0.652 0.21 0.55 0.45 5.16 SINATRA / PORTOLA DEVELORCFC & WCD SYNTHETIC UNIT HYDROGRAPH METHOD HYDROLOGY SHORTCUT METHOD UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM Time Loss Rate in/hr MANUAL 6-HOUR STORM Plate E-2.2 6-Hour Storm Page 6 of 9 Item 3B - Page 823 PROJECT: Job No.:2746 DATE BY:FOS 9/30/22 DRAINAGE AREA-ACRES 11.50 UNIT TIME-MINUTES 5 LAG TIME - MINUTES 0.76 UNIT TIME-PERCENT OF LAG 658.1 TOTAL ADJUSTED STORM RAIN-INCHES 3.02 CONSTANT LOSS RATE-in/hr 0.207 LOW LOSS RATE - PERCENT 85% Unit Time Pattern Storm Effective Flood Period Minutes Hours Percent Rain Rain Hydrograph in/hr Flow (Plate E-5.9)Max Low in/hr cfs SINATRA / PORTOLA DEVELORCFC & WCD SYNTHETIC UNIT HYDROGRAPH METHOD HYDROLOGY SHORTCUT METHOD UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM Time Loss Rate in/hr MANUAL 6-HOUR STORM 51 255 4.25 1.9 0.689 0.21 0.59 0.48 5.58 52 260 4.33 2.0 0.725 0.21 0.62 0.52 6.00 53 265 4.42 2.1 0.761 0.21 0.65 0.55 6.42 54 270 4.50 2.1 0.761 0.21 0.65 0.55 6.42 55 275 4.58 2.2 0.797 0.21 0.68 0.59 6.84 56 280 4.67 2.3 0.834 0.21 0.71 0.63 7.26 57 285 4.75 2.4 0.870 0.21 0.74 0.66 7.68 58 290 4.83 2.4 0.870 0.21 0.74 0.66 7.68 59 295 4.92 2.5 0.906 0.21 0.77 0.70 8.10 60 300 5.00 2.6 0.942 0.21 0.80 0.74 8.52 61 305 5.08 3.1 1.123 0.21 0.95 0.92 10.62 62 310 5.17 3.6 1.305 0.21 1.11 1.10 12.72 63 315 5.25 3.9 1.413 0.21 1.20 1.21 13.99 64 320 5.33 4.2 1.522 0.21 1.29 1.31 15.25 65 325 5.42 4.7 1.703 0.21 1.45 1.50 17.35 66 330 5.50 5.6 2.029 0.21 1.73 1.82 21.13 67 335 5.58 1.9 0.689 0.21 0.59 0.48 5.58 68 340 5.67 0.9 0.326 0.21 0.28 0.12 1.38 69 345 5.75 0.6 0.217 0.21 0.18 0.01 0.12 70 350 5.83 0.5 0.181 0.21 0.15 0.03 0.32 71 355 5.92 0.3 0.109 0.21 0.09 0.02 0.19 72 360 6.00 0.2 0.072 0.21 0.06 0.01 0.13 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in)1.81 FLOOD VOLUME (acft)1.73 FLOOD VOLUME (cuft)75,441 PEAK FLOW RATE (cfs)21.13 Plate E-2.2 6-Hour Storm Page 7 of 9 Item 3B - Page 824 PROJECT: Job No.:2746 DATE: BY:FOS 9/30/22 DRAINAGE AREA-ACRES 11.499 CONSTANT LOSS RATE-in/hr n/a UNIT TIME-MINUTES 15 VARIABLE LOSS RATE (AVG) in/hr 0.2072 LAG TIME - MINUTES 0.76 MINIMUM LOSS RATE (for var. loss) - in/hr 0.104 UNIT TIME-PERCENT OF LAG 1974.4 LOW LOSS RATE - DECIMAL 0.85 TOTAL ADJUSTED STORM RAIN-INCHES 4.61 C 0.00192 Unit Time Pattern Storm Effective Flood Period Minutes Hours Percent Rain Rain Hydrograph in/hr Flow (Plate E-5.9)Max Low in/hr cfs 1 15 0.25 0.2 0.037 0.366 0.031 0.006 0.06 2 30 0.50 0.3 0.055 0.362 0.047 0.008 0.10 3 45 0.75 0.3 0.055 0.357 0.047 0.008 0.10 4 60 1.00 0.4 0.074 0.353 0.063 0.011 0.13 5 75 1.25 0.3 0.055 0.349 0.047 0.008 0.10 6 90 1.50 0.3 0.055 0.345 0.047 0.008 0.10 7 105 1.75 0.3 0.055 0.341 0.047 0.008 0.10 8 120 2.00 0.4 0.074 0.337 0.063 0.011 0.13 9 135 2.25 0.4 0.074 0.333 0.063 0.011 0.13 10 150 2.50 0.4 0.074 0.329 0.063 0.011 0.13 11 165 2.75 0.5 0.092 0.325 0.078 0.014 0.16 12 180 3.00 0.5 0.092 0.321 0.078 0.014 0.16 13 195 3.25 0.5 0.092 0.317 0.078 0.014 0.16 14 210 3.50 0.5 0.092 0.313 0.078 0.014 0.16 15 225 3.75 0.5 0.092 0.309 0.078 0.014 0.16 16 240 4.00 0.6 0.111 0.305 0.094 0.017 0.19 17 255 4.25 0.6 0.111 0.301 0.094 0.017 0.19 18 270 4.50 0.7 0.129 0.297 0.110 0.019 0.22 19 285 4.75 0.7 0.129 0.293 0.110 0.019 0.22 20 300 5.00 0.8 0.148 0.290 0.125 0.022 0.26 21 315 5.25 0.6 0.111 0.286 0.094 0.017 0.19 22 330 5.50 0.7 0.129 0.282 0.110 0.019 0.22 23 345 5.75 0.8 0.148 0.278 0.125 0.022 0.26 24 360 6.00 0.8 0.148 0.275 0.125 0.022 0.26 25 375 6.25 0.9 0.166 0.271 0.141 0.025 0.29 26 390 6.50 0.9 0.166 0.267 0.141 0.025 0.29 27 405 6.75 1.0 0.184 0.264 0.157 0.028 0.32 28 420 7.00 1.0 0.184 0.260 0.157 0.028 0.32 29 435 7.25 1.0 0.184 0.257 0.157 0.028 0.32 30 450 7.50 1.1 0.203 0.253 0.172 0.030 0.35 31 465 7.75 1.2 0.221 0.250 0.188 0.033 0.38 32 480 8.00 1.3 0.240 0.246 0.204 0.036 0.42 33 495 8.25 1.5 0.277 0.243 0.235 0.034 0.39 34 510 8.50 1.5 0.277 0.240 0.235 0.037 0.43 35 525 8.75 1.6 0.295 0.236 0.251 0.059 0.68 36 540 9.00 1.7 0.313 0.233 0.266 0.081 0.93 37 555 9.25 1.9 0.350 0.230 0.298 0.121 1.40 38 570 9.50 2.0 0.369 0.226 0.313 0.142 1.65 39 585 9.75 2.1 0.387 0.223 0.329 0.164 1.90 40 600 10.00 2.2 0.406 0.220 0.345 0.186 2.15 41 615 10.25 1.5 0.277 0.217 0.235 0.060 0.69 42 630 10.50 1.5 0.277 0.214 0.235 0.063 0.73 43 645 10.75 2.0 0.369 0.210 0.313 0.158 1.84 44 660 11.00 2.0 0.369 0.207 0.313 0.161 1.87 45 675 11.25 1.9 0.350 0.204 0.298 0.146 1.69 46 690 11.50 1.9 0.350 0.201 0.298 0.149 1.73 47 705 11.75 1.7 0.313 0.198 0.266 0.115 1.34 48 720 12.00 1.8 0.332 0.195 0.282 0.137 1.58 49 735 12.25 2.5 0.461 0.192 0.392 0.269 3.11 50 750 12.50 2.6 0.479 0.190 0.408 0.290 3.36 51 765 12.75 2.8 0.516 0.187 0.439 0.330 3.82 52 780 13.00 2.9 0.535 0.184 0.455 0.351 4.07 53 795 13.25 3.4 0.627 0.181 0.533 0.446 5.17 54 810 13.50 3.4 0.627 0.178 0.533 0.449 5.20 55 825 13.75 2.3 0.424 0.176 0.361 0.248 2.88 56 840 14.00 2.3 0.424 0.173 0.361 0.251 2.91 57 855 14.25 2.7 0.498 0.170 0.423 0.328 3.80 58 870 14.50 2.6 0.479 0.168 0.408 0.312 3.61 59 885 14.75 2.6 0.479 0.165 0.408 0.314 3.64 60 900 15.00 2.5 0.461 0.163 0.392 0.298 3.46 61 915 15.25 2.4 0.443 0.160 0.376 0.282 3.27 MANUAL 24-HOUR STORM RCFC & WCD SYNTHETIC UNIT HYDROGRAPH METHOD in/hr UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM SINATRA / PORTOLA DEVELO HYDROLOGY SHORTCUT METHOD Time Loss Rate Plate E-2.2 24 Hour Storm Page 8 of 9 Item 3B - Page 825 PROJECT: Job No.:2746 DATE: BY:FOS 9/30/22 DRAINAGE AREA-ACRES 11.499 CONSTANT LOSS RATE-in/hr n/a UNIT TIME-MINUTES 15 VARIABLE LOSS RATE (AVG) in/hr 0.2072 LAG TIME - MINUTES 0.76 MINIMUM LOSS RATE (for var. loss) - in/hr 0.104 UNIT TIME-PERCENT OF LAG 1974.4 LOW LOSS RATE - DECIMAL 0.85 TOTAL ADJUSTED STORM RAIN-INCHES 4.61 C 0.00192 Unit Time Pattern Storm Effective Flood Period Minutes Hours Percent Rain Rain Hydrograph in/hr Flow (Plate E-5.9)Max Low in/hr cfs MANUAL 24-HOUR STORM RCFC & WCD SYNTHETIC UNIT HYDROGRAPH METHOD in/hr UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM SINATRA / PORTOLA DEVELO HYDROLOGY SHORTCUT METHOD Time Loss Rate 62 930 15.50 2.3 0.424 0.158 0.361 0.266 3.09 63 945 15.75 1.9 0.350 0.155 0.298 0.195 2.26 64 960 16.00 1.9 0.350 0.153 0.298 0.197 2.29 65 975 16.25 0.4 0.074 0.151 0.063 0.011 0.13 66 990 16.50 0.4 0.074 0.148 0.063 0.011 0.13 67 1005 16.75 0.3 0.055 0.146 0.047 0.008 0.10 68 1020 17.00 0.3 0.055 0.144 0.047 0.008 0.10 69 1035 17.25 0.5 0.092 0.142 0.078 0.014 0.16 70 1050 17.50 0.5 0.092 0.140 0.078 0.014 0.16 71 1065 17.75 0.5 0.092 0.137 0.078 0.014 0.16 72 1080 18.00 0.4 0.074 0.135 0.063 0.011 0.13 73 1095 18.25 0.4 0.074 0.133 0.063 0.011 0.13 74 1110 18.50 0.4 0.074 0.132 0.063 0.011 0.13 75 1125 18.75 0.3 0.055 0.130 0.047 0.008 0.10 76 1140 19.00 0.2 0.037 0.128 0.031 0.006 0.06 77 1155 19.25 0.3 0.055 0.126 0.047 0.008 0.10 78 1170 19.50 0.4 0.074 0.124 0.063 0.011 0.13 79 1185 19.75 0.3 0.055 0.123 0.047 0.008 0.10 80 1200 20.00 0.2 0.037 0.121 0.031 0.006 0.06 81 1215 20.25 0.3 0.055 0.119 0.047 0.008 0.10 82 1230 20.50 0.3 0.055 0.118 0.047 0.008 0.10 83 1245 20.75 0.3 0.055 0.116 0.047 0.008 0.10 84 1260 21.00 0.2 0.037 0.115 0.031 0.006 0.06 85 1275 21.25 0.3 0.055 0.113 0.047 0.008 0.10 86 1290 21.50 0.2 0.037 0.112 0.031 0.006 0.06 87 1305 21.75 0.3 0.055 0.111 0.047 0.008 0.10 88 1320 22.00 0.2 0.037 0.110 0.031 0.006 0.06 89 1335 22.25 0.3 0.055 0.109 0.047 0.008 0.10 90 1350 22.50 0.2 0.037 0.108 0.031 0.006 0.06 91 1365 22.75 0.2 0.037 0.107 0.031 0.006 0.06 92 1380 23.00 0.2 0.037 0.106 0.031 0.006 0.06 93 1395 23.25 0.2 0.037 0.105 0.031 0.006 0.06 94 1410 23.50 0.2 0.037 0.105 0.031 0.006 0.06 95 1425 23.75 0.2 0.037 0.104 0.031 0.006 0.06 96 1440 24.00 0.2 0.037 0.104 0.031 0.006 0.06 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in)1.87 FLOOD VOLUME (acft)1.79 FLOOD VOLUME (cuft)77,968 PEAK FLOW (cfs)5.20 Plate E-2.2 24 Hour Storm Page 9 of 9 Item 3B - Page 826 Project Summary Date: Project Name: City / County: State: Designed By: Company: Telephone: Storage Volume Required (cf):67,300 Limiting Width (ft):140.00 Effective Depth Below Asphalt (ft):10.00 Solid or Perforated Pipe:Perforated Shape Or Diameter:60 19.63 ft2 Pipe Area Spacing between Barrels (ft):2.50 Stone Width Around Perimeter of System (ft):1.5 Depth A: Porous Stone Above Pipe (in):6 Depth C: Porous Stone Below Pipe (in):12 Stone Porosity (0 to 40%):40 System Sizing Use Custom Layout (at right) for layout adjustment Pipe Storage:42,058 cf To adjust layout, enter desired barrel length in the light blue boxes below. Porous Stone Storage:26,157 cf Additional Footage Required = 2142 68,215 cf 101.4%Of Required Storage 18 barrels Barrel 12 0 Length Per Barrel:119.00 ft Barrel 11 0 Rectangular Footprint (W x L):135.5 ft x 122. ft Barrel 10 0 Barrel 9 0 CONTECH Materials Barrel 8 0 Total CMP Footage:2,142 ft Barrel 7 0 Approximate Total Pieces:90 pcs Barrel 6 0 Approximate Coupling Bands:72 bands Barrel 5 0 Approximate Truckloads:23 trucks Barrel 4 0 Construction Quantities**Barrel 3 0 Total Excavation:6123 cy Barrel 2 0 Porous Stone Backfill For Storage:2422 cy Stone Barrel 1 0 Backfill to Grade Excluding Stone:2143 cy Fill **Construction quantities are approximate and should be verified upon final design Number Of Barrels Exceed Graph Limitations Custom Layout Number of Barrels: 2749 DA-A PALM DESERT MSA Consulting Inc. CA FOS (760) 320-9811 Total Storage Provided: 9/30/2022 Corrugated Metal Pipe Calculator Enter Information in Blue Cells For design assistance, drawings, and pricing send completed worksheet to: dyods@contech-cpi.com © 2007 CONTECH Stormwater SolutionsItem 3B - Page 827 FOS 2746 2 AMC II AREA SOIL TRIBUTARY AREAS ACRES LOW LOSS RI INFILTRATION IMPERVIOUS DESIG GROUP CONDITION NUMBER RATE PERCENT 7 A MF - APARTMENTS 1.53 D 32 0.74 0.80 420 ft 210 ft 275.0 ft ELEVATION OF CONCENTRATION POINT 271.4 ft 0.02 100 LOW LOSS RATE (For storms > 10 Years)85% POINT RAIN FROM NOAA ATLAS 14 1-HOUR 1.64 in 3-HOUR 2.33 in 6-HOUR 3.02 in 24-HOUR 4.61 in UNDERGROUND STORAGE AREA LENGTH:85 ft WIDTH:25 ft TOTAL AREA 2,125 sf PERCOLATION RATE 1.00 in/hr PROJECT NUMBER CONCENTRATION POINT DESIGNATION DATE: AREA DESIGNATION FRANK SINATRA / PORTOLA DEVELOPMEN UNDERGROUND RETENTION PIPE DA-B RCFCD SYNTHETIC UNIT HYDROGRAPH - SHORTCUT METHOD DATA INPUT SHEET WORKSHEET PREPARED BY: PROJECT NAME September 30, 2022 ELEVATION OF HEADWATER AVERAGE MANNINGS 'N' VALUE STORM FREQUENCY (YEAR) AMC NUMBER LENGTH OF WATERCOURSE (L) LENGTH TO POINT OPPOSITE CENTROID (Lca) Low Loss Conditions: X=Existing; D=Developed; BS=Retention Item 3B - Page 828 PROJECT: Job No.: BY:DATE:9/30/22 [1] AMC [2] FREQUENCY-YEARS NOAA ATLAS [3] DURATION: 1-HOUR 3-HOUR 6-HOUR 24-HOUR DURATION 1-HOUR 3-HOUR 6-HOUR 24-HOUR EFFECTIVE RAIN (in)1.43 1.71 1.81 1.87 FLOOD VOLUME (cu-ft)7,963 9,524 10,045 10,381 (acre-ft)0.18 0.22 0.23 0.24 PEAK FLOW (cfs)N/A 3.22 2.81 0.69 PERCOLATION (ft)0.08 0.25 0.50 2.00 PERCOLATION LOSSES (cu-ft)177.08 531.25 1062.50 4250.00 REQUIRED STORAGE (cu-ft)7785.78 8993.19 8982.01 6130.84 420 FOS NOTE: PEAK FLOW FOR THE 1-HOUR STORM IS NOT REPRESENTATIVE. PER RCFCD PEAK DISCHARGES FROM THE 3-HOUR STORM SHOULD NORMALLY COMPARE WELL WITH RATIONAL PEAKS. 1.53 PHYSICAL DATA [1] CONCENTRATION POINT [10] H-FEET 45.3 [3] AREA - ACRES [4] L-FEET [5] L-MILES 0.080 275 271.4 14 RCFC & WCD SYNTHETIC UNIT HYDROGRAPH METHOD UNDERGROUND RETENTION PIPE DA-B FRANK SINATRA / PORTOLA DEVELOPMENT [2] AREA DESIGNATION HYDROLOGY MANUAL BASIC DATA CALCULATION FORM 2746 [13] L*LCA/S^0.5 6.73 [11] S-FEET/MILE [6] La-FEET [7] La-MILES [8] ELEVATION OF HEADWATER 0.000 210.00 [12] S^0.5 0.040 3.6 [9] ELEVATION OF CONCENTRATION POINT 0.02 [17] 100% OF LAG-MINUTES 1.6 1.6 [14] AVERAGE MANNINGS 'N' [15] LAG TIME-HOURS 0.03 [16] LAG TIME-MINUTES [18] 200% OF LAG-MINUTES STORM EVENT SUMMARY 3.1 Point Rain 1.64 in RAINFALL DATA 4.61 in 2.33 in 3.02 in II 100 Plate E-2.1 Page 2 of 9 Item 3B - Page 829 PROJECT: Job No.: BY:DATE:9/30/22 MAX LOW LOW MIN SOIL RI PERVIOUS DECIMAL ADJUSTED AREA AREA AVERAGE LOSS LOSS RATE AVERAGE GROUP NUMBER AREA PERCENT INFILTRATION WEIGHTED ADJUSTED CONDITION PER ADJUSTED INFILTRATION OF AREA RATE AVERAGE INFILTRATION RCFC/2322 INFILTRATION RATE IMPERVIOUS RATE RATE (in/hr)(in/hr)(in/hr)(in/hr)(in/hr) [Plate C-1][Plate E-6.1][Plate E-6.2][Plate E-6.3] A 32 0.74 80%0.21 1.53 1.000 0.2072 DEVELOPED 0.2600 0.2600 SUM 1.53 SUM 0.2072 0.2600 VARIABLE LOSS RATE CURVE (24-HOUR STORM ONLY) Fm=0.1036 NOTE: Low loss rates established per RCFC/2322 (Dated: May-30-95) C=0.00192 For Storms Less than the 100 Year Event Ft=C(24-(T/60))^1.55 =0.00192 0.10 in/hr Undeveloped Condition: Low Loss = 90% CONSTANT LOSS RATE (3 & 6 HOUR STORMS)=0.2072 in/hr Developed Condition: Low Loss = 0.9 - (0.8 * %impervious) LOW LOSS RATE =0.8500 in/hr Basin Site: Low Loss = 10% Where:For 100 Year Storm - Low Loss should be between 80% & 90% T=Time in minutes. To get an average value for each unit time period, Use T=1/2 the unit time for the first time period,of the Rainfall Rate T=1 1/2 unit time for the second period, etc. FRANK SINATRA / PORTOLA DEVELOPMENT FOS 2746 RCFC & WCD HYDROLOGY MANUAL SYNTHETIC UNIT HYDROGRAPH METHOD BASIC DATA CALCULATION FORM (24-(T/60))^1.55 + LAND USE MF - APARTMENTS AMC II AVERAGE ADJUSTED LOSS RATE Plate E-2.1 Page 3 of 9Item 3B - Page 830 PROJECT: Job No.:2746 DATE BY:FOS 9/30/22 DRAINAGE AREA-ACRES 1.53 UNIT TIME-MINUTES 5 LAG TIME - MINUTES 1.57 UNIT TIME-PERCENT OF LAG 319.2 TOTAL ADJUSTED STORM RAIN-INCHES 1.64 CONSTANT LOSS RATE-in/hr 0.21 LOW LOSS RATE - PERCENT 85% Unit Time Pattern Storm Effective Flood Period Minutes Hours Percent Rain Rain Hydrograph in/hr Flow (Plate E-5.9)Max Low in/hr cfs 1 5 0.08 3.6 0.71 0.21 0.60 0.50 0.77 2 10 0.17 4.2 0.83 0.21 0.70 0.62 0.96 3 15 0.25 4.4 0.87 0.21 0.74 0.66 1.02 4 20 0.33 4.6 0.91 0.21 0.77 0.70 1.08 5 25 0.42 5.0 0.98 0.21 0.84 0.78 1.20 6 30 0.50 5.6 1.10 0.21 0.94 0.89 1.38 7 35 0.58 6.4 1.26 0.21 1.07 1.05 1.62 8 40 0.67 8.1 1.59 0.21 1.35 1.39 2.14 9 45 0.75 13.1 2.58 0.21 2.19 2.37 3.66 10 50 0.83 34.5 6.79 0.21 5.77 6.58 10.16 11 55 0.92 6.7 1.32 0.21 1.12 1.11 1.72 12 60 1.00 3.8 0.75 0.21 0.64 0.54 0.83 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in)1.43 FLOOD VOLUME (acft)0.18 FLOOD VOLUME (cuft)7,963 PEAK FLOW RATE (cfs)10.16 in/hr MANUAL 1-HOUR STORM UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM Time Loss Rate RCFC & WCD SYNTHETIC UNIT HYDROGRAPH METHOD NK SINATRA / PORTOLA DEVELOPM HYDROLOGY SHORTCUT METHOD Plate E-2.2 1 Hour Storm Page 4 of 9 Item 3B - Page 831 PROJECT: Job No.:2746 DATE BY:FOS 9/30/22 DRAINAGE AREA-ACRES 1.53 UNIT TIME-MINUTES 5 LAG TIME - MINUTES 1.57 UNIT TIME-PERCENT OF LAG 319.2 TOTAL ADJUSTED STORM RAIN-INCHES 2.33 CONSTANT LOSS RATE-in/hr 0.21 LOW LOSS RATE - PERCENT 85% Unit Time Pattern Storm Effective Flood Period Minutes Hours Percent Rain Rain Hydrograph in/hr Flow (Plate E-5.9)Max Low in/hr cfs 1 5 0.08 1.3 0.36 0.21 0.31 0.16 0.24 2 10 0.17 1.3 0.36 0.21 0.31 0.16 0.24 3 15 0.25 1.1 0.31 0.21 0.26 0.10 0.15 4 20 0.33 1.5 0.42 0.21 0.36 0.21 0.33 5 25 0.42 1.5 0.42 0.21 0.36 0.21 0.33 6 30 0.50 1.8 0.50 0.21 0.43 0.30 0.46 7 35 0.58 1.5 0.42 0.21 0.36 0.21 0.33 8 40 0.67 1.8 0.50 0.21 0.43 0.30 0.46 9 45 0.75 1.8 0.50 0.21 0.43 0.30 0.46 10 50 0.83 1.5 0.42 0.21 0.36 0.21 0.33 11 55 0.92 1.6 0.45 0.21 0.38 0.24 0.37 12 60 1.00 1.8 0.50 0.21 0.43 0.30 0.46 13 65 1.08 2.2 0.62 0.21 0.52 0.41 0.63 14 70 1.17 2.2 0.62 0.21 0.52 0.41 0.63 15 75 1.25 2.2 0.62 0.21 0.52 0.41 0.63 16 80 1.33 2.0 0.56 0.21 0.48 0.35 0.54 17 85 1.42 2.6 0.73 0.21 0.62 0.52 0.80 18 90 1.50 2.7 0.75 0.21 0.64 0.55 0.85 19 95 1.58 2.4 0.67 0.21 0.57 0.46 0.72 20 100 1.67 2.7 0.75 0.21 0.64 0.55 0.85 21 105 1.75 3.3 0.92 0.21 0.78 0.72 1.10 22 110 1.83 3.1 0.87 0.21 0.74 0.66 1.02 23 115 1.92 2.9 0.81 0.21 0.69 0.60 0.93 24 120 2.00 3.0 0.84 0.21 0.71 0.63 0.98 25 125 2.08 3.1 0.87 0.21 0.74 0.66 1.02 26 130 2.17 4.2 1.17 0.21 1.00 0.97 1.49 27 135 2.25 5.0 1.40 0.21 1.19 1.19 1.84 28 140 2.33 3.5 0.98 0.21 0.83 0.77 1.19 29 145 2.42 6.8 1.90 0.21 1.62 1.69 2.62 30 150 2.50 7.3 2.04 0.21 1.73 1.83 2.83 31 155 2.58 8.2 2.29 0.21 1.95 2.09 3.22 32 160 2.67 5.9 1.65 0.21 1.40 1.44 2.23 33 165 2.75 2.0 0.56 0.21 0.48 0.35 0.54 34 170 2.83 1.8 0.50 0.21 0.43 0.30 0.46 35 175 2.92 1.8 0.50 0.21 0.43 0.30 0.46 36 180 3.00 0.6 0.17 0.21 0.14 0.03 0.04 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in)1.71 FLOOD VOLUME (acft)0.22 FLOOD VOLUME (cuft)9,524 PEAK FLOW RATE (cfs)3.22 Loss Rate in/hr Time UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM NK SINATRA / PORTOLA DEVELOPM MANUAL SYNTHETIC UNIT HYDROGRAPH METHOD SHORTCUT METHOD 3-HOUR STORM RCFC & WCD HYDROLOGY Plate E-2.2 3-Hour Storm Page 5 of 9 Item 3B - Page 832 PROJECT: Job No.:2746 DATE BY:FOS 9/30/22 DRAINAGE AREA-ACRES 1.53 UNIT TIME-MINUTES 5 LAG TIME - MINUTES 1.57 UNIT TIME-PERCENT OF LAG 319.2 TOTAL ADJUSTED STORM RAIN-INCHES 3.02 CONSTANT LOSS RATE-in/hr 0.207 LOW LOSS RATE - PERCENT 85% Unit Time Pattern Storm Effective Flood Period Minutes Hours Percent Rain Rain Hydrograph in/hr Flow (Plate E-5.9)Max Low in/hr cfs 1 5 0.08 0.5 0.181 0.21 0.15 0.03 0.04 2 10 0.17 0.6 0.217 0.21 0.18 0.01 0.02 3 15 0.25 0.6 0.217 0.21 0.18 0.01 0.02 4 20 0.33 0.6 0.217 0.21 0.18 0.01 0.02 5 25 0.42 0.6 0.217 0.21 0.18 0.01 0.02 6 30 0.50 0.7 0.254 0.21 0.22 0.05 0.07 7 35 0.58 0.7 0.254 0.21 0.22 0.05 0.07 8 40 0.67 0.7 0.254 0.21 0.22 0.05 0.07 9 45 0.75 0.7 0.254 0.21 0.22 0.05 0.07 10 50 0.83 0.7 0.254 0.21 0.22 0.05 0.07 11 55 0.92 0.7 0.254 0.21 0.22 0.05 0.07 12 60 1.00 0.8 0.290 0.21 0.25 0.08 0.13 13 65 1.08 0.8 0.290 0.21 0.25 0.08 0.13 14 70 1.17 0.8 0.290 0.21 0.25 0.08 0.13 15 75 1.25 0.8 0.290 0.21 0.25 0.08 0.13 16 80 1.33 0.8 0.290 0.21 0.25 0.08 0.13 17 85 1.42 0.8 0.290 0.21 0.25 0.08 0.13 18 90 1.50 0.8 0.290 0.21 0.25 0.08 0.13 19 95 1.58 0.8 0.290 0.21 0.25 0.08 0.13 20 100 1.67 0.8 0.290 0.21 0.25 0.08 0.13 21 105 1.75 0.8 0.290 0.21 0.25 0.08 0.13 22 110 1.83 0.8 0.290 0.21 0.25 0.08 0.13 23 115 1.92 0.8 0.290 0.21 0.25 0.08 0.13 24 120 2.00 0.9 0.326 0.21 0.28 0.12 0.18 25 125 2.08 0.8 0.290 0.21 0.25 0.08 0.13 26 130 2.17 0.9 0.326 0.21 0.28 0.12 0.18 27 135 2.25 0.9 0.326 0.21 0.28 0.12 0.18 28 140 2.33 0.9 0.326 0.21 0.28 0.12 0.18 29 145 2.42 0.9 0.326 0.21 0.28 0.12 0.18 30 150 2.50 0.9 0.326 0.21 0.28 0.12 0.18 31 155 2.58 0.9 0.326 0.21 0.28 0.12 0.18 32 160 2.67 0.9 0.326 0.21 0.28 0.12 0.18 33 165 2.75 1.0 0.362 0.21 0.31 0.16 0.24 34 170 2.83 1.0 0.362 0.21 0.31 0.16 0.24 35 175 2.92 1.0 0.362 0.21 0.31 0.16 0.24 36 180 3.00 1.0 0.362 0.21 0.31 0.16 0.24 37 185 3.08 1.0 0.362 0.21 0.31 0.16 0.24 38 190 3.17 1.1 0.399 0.21 0.34 0.19 0.30 39 195 3.25 1.1 0.399 0.21 0.34 0.19 0.30 40 200 3.33 1.1 0.399 0.21 0.34 0.19 0.30 41 205 3.42 1.2 0.435 0.21 0.37 0.23 0.35 42 210 3.50 1.3 0.471 0.21 0.40 0.26 0.41 43 215 3.58 1.4 0.507 0.21 0.43 0.30 0.46 44 220 3.67 1.4 0.507 0.21 0.43 0.30 0.46 45 225 3.75 1.5 0.544 0.21 0.46 0.34 0.52 46 230 3.83 1.5 0.544 0.21 0.46 0.34 0.52 47 235 3.92 1.6 0.580 0.21 0.49 0.37 0.58 48 240 4.00 1.6 0.580 0.21 0.49 0.37 0.58 49 245 4.08 1.7 0.616 0.21 0.52 0.41 0.63 50 250 4.17 1.8 0.652 0.21 0.55 0.45 0.69 SINATRA / PORTOLA DEVELORCFC & WCD SYNTHETIC UNIT HYDROGRAPH METHOD HYDROLOGY SHORTCUT METHOD UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM Time Loss Rate in/hr MANUAL 6-HOUR STORM Plate E-2.2 6-Hour Storm Page 6 of 9 Item 3B - Page 833 PROJECT: Job No.:2746 DATE BY:FOS 9/30/22 DRAINAGE AREA-ACRES 1.53 UNIT TIME-MINUTES 5 LAG TIME - MINUTES 1.57 UNIT TIME-PERCENT OF LAG 319.2 TOTAL ADJUSTED STORM RAIN-INCHES 3.02 CONSTANT LOSS RATE-in/hr 0.207 LOW LOSS RATE - PERCENT 85% Unit Time Pattern Storm Effective Flood Period Minutes Hours Percent Rain Rain Hydrograph in/hr Flow (Plate E-5.9)Max Low in/hr cfs SINATRA / PORTOLA DEVELORCFC & WCD SYNTHETIC UNIT HYDROGRAPH METHOD HYDROLOGY SHORTCUT METHOD UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM Time Loss Rate in/hr MANUAL 6-HOUR STORM 51 255 4.25 1.9 0.689 0.21 0.59 0.48 0.74 52 260 4.33 2.0 0.725 0.21 0.62 0.52 0.80 53 265 4.42 2.1 0.761 0.21 0.65 0.55 0.85 54 270 4.50 2.1 0.761 0.21 0.65 0.55 0.85 55 275 4.58 2.2 0.797 0.21 0.68 0.59 0.91 56 280 4.67 2.3 0.834 0.21 0.71 0.63 0.97 57 285 4.75 2.4 0.870 0.21 0.74 0.66 1.02 58 290 4.83 2.4 0.870 0.21 0.74 0.66 1.02 59 295 4.92 2.5 0.906 0.21 0.77 0.70 1.08 60 300 5.00 2.6 0.942 0.21 0.80 0.74 1.13 61 305 5.08 3.1 1.123 0.21 0.95 0.92 1.41 62 310 5.17 3.6 1.305 0.21 1.11 1.10 1.69 63 315 5.25 3.9 1.413 0.21 1.20 1.21 1.86 64 320 5.33 4.2 1.522 0.21 1.29 1.31 2.03 65 325 5.42 4.7 1.703 0.21 1.45 1.50 2.31 66 330 5.50 5.6 2.029 0.21 1.73 1.82 2.81 67 335 5.58 1.9 0.689 0.21 0.59 0.48 0.74 68 340 5.67 0.9 0.326 0.21 0.28 0.12 0.18 69 345 5.75 0.6 0.217 0.21 0.18 0.01 0.02 70 350 5.83 0.5 0.181 0.21 0.15 0.03 0.04 71 355 5.92 0.3 0.109 0.21 0.09 0.02 0.03 72 360 6.00 0.2 0.072 0.21 0.06 0.01 0.02 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in)1.81 FLOOD VOLUME (acft)0.23 FLOOD VOLUME (cuft)10,045 PEAK FLOW RATE (cfs)2.81 Plate E-2.2 6-Hour Storm Page 7 of 9 Item 3B - Page 834 PROJECT: Job No.:2746 DATE: BY:FOS 9/30/22 DRAINAGE AREA-ACRES 1.531 CONSTANT LOSS RATE-in/hr n/a UNIT TIME-MINUTES 15 VARIABLE LOSS RATE (AVG) in/hr 0.2072 LAG TIME - MINUTES 1.57 MINIMUM LOSS RATE (for var. loss) - in/hr 0.104 UNIT TIME-PERCENT OF LAG 957.6 LOW LOSS RATE - DECIMAL 0.85 TOTAL ADJUSTED STORM RAIN-INCHES 4.61 C 0.00192 Unit Time Pattern Storm Effective Flood Period Minutes Hours Percent Rain Rain Hydrograph in/hr Flow (Plate E-5.9)Max Low in/hr cfs 1 15 0.25 0.2 0.037 0.366 0.031 0.006 0.01 2 30 0.50 0.3 0.055 0.362 0.047 0.008 0.01 3 45 0.75 0.3 0.055 0.357 0.047 0.008 0.01 4 60 1.00 0.4 0.074 0.353 0.063 0.011 0.02 5 75 1.25 0.3 0.055 0.349 0.047 0.008 0.01 6 90 1.50 0.3 0.055 0.345 0.047 0.008 0.01 7 105 1.75 0.3 0.055 0.341 0.047 0.008 0.01 8 120 2.00 0.4 0.074 0.337 0.063 0.011 0.02 9 135 2.25 0.4 0.074 0.333 0.063 0.011 0.02 10 150 2.50 0.4 0.074 0.329 0.063 0.011 0.02 11 165 2.75 0.5 0.092 0.325 0.078 0.014 0.02 12 180 3.00 0.5 0.092 0.321 0.078 0.014 0.02 13 195 3.25 0.5 0.092 0.317 0.078 0.014 0.02 14 210 3.50 0.5 0.092 0.313 0.078 0.014 0.02 15 225 3.75 0.5 0.092 0.309 0.078 0.014 0.02 16 240 4.00 0.6 0.111 0.305 0.094 0.017 0.03 17 255 4.25 0.6 0.111 0.301 0.094 0.017 0.03 18 270 4.50 0.7 0.129 0.297 0.110 0.019 0.03 19 285 4.75 0.7 0.129 0.293 0.110 0.019 0.03 20 300 5.00 0.8 0.148 0.290 0.125 0.022 0.03 21 315 5.25 0.6 0.111 0.286 0.094 0.017 0.03 22 330 5.50 0.7 0.129 0.282 0.110 0.019 0.03 23 345 5.75 0.8 0.148 0.278 0.125 0.022 0.03 24 360 6.00 0.8 0.148 0.275 0.125 0.022 0.03 25 375 6.25 0.9 0.166 0.271 0.141 0.025 0.04 26 390 6.50 0.9 0.166 0.267 0.141 0.025 0.04 27 405 6.75 1.0 0.184 0.264 0.157 0.028 0.04 28 420 7.00 1.0 0.184 0.260 0.157 0.028 0.04 29 435 7.25 1.0 0.184 0.257 0.157 0.028 0.04 30 450 7.50 1.1 0.203 0.253 0.172 0.030 0.05 31 465 7.75 1.2 0.221 0.250 0.188 0.033 0.05 32 480 8.00 1.3 0.240 0.246 0.204 0.036 0.06 33 495 8.25 1.5 0.277 0.243 0.235 0.034 0.05 34 510 8.50 1.5 0.277 0.240 0.235 0.037 0.06 35 525 8.75 1.6 0.295 0.236 0.251 0.059 0.09 36 540 9.00 1.7 0.313 0.233 0.266 0.081 0.12 37 555 9.25 1.9 0.350 0.230 0.298 0.121 0.19 38 570 9.50 2.0 0.369 0.226 0.313 0.142 0.22 39 585 9.75 2.1 0.387 0.223 0.329 0.164 0.25 40 600 10.00 2.2 0.406 0.220 0.345 0.186 0.29 41 615 10.25 1.5 0.277 0.217 0.235 0.060 0.09 42 630 10.50 1.5 0.277 0.214 0.235 0.063 0.10 43 645 10.75 2.0 0.369 0.210 0.313 0.158 0.24 44 660 11.00 2.0 0.369 0.207 0.313 0.161 0.25 45 675 11.25 1.9 0.350 0.204 0.298 0.146 0.23 46 690 11.50 1.9 0.350 0.201 0.298 0.149 0.23 47 705 11.75 1.7 0.313 0.198 0.266 0.115 0.18 48 720 12.00 1.8 0.332 0.195 0.282 0.137 0.21 49 735 12.25 2.5 0.461 0.192 0.392 0.269 0.41 50 750 12.50 2.6 0.479 0.190 0.408 0.290 0.45 51 765 12.75 2.8 0.516 0.187 0.439 0.330 0.51 52 780 13.00 2.9 0.535 0.184 0.455 0.351 0.54 53 795 13.25 3.4 0.627 0.181 0.533 0.446 0.69 54 810 13.50 3.4 0.627 0.178 0.533 0.449 0.69 55 825 13.75 2.3 0.424 0.176 0.361 0.248 0.38 56 840 14.00 2.3 0.424 0.173 0.361 0.251 0.39 57 855 14.25 2.7 0.498 0.170 0.423 0.328 0.51 58 870 14.50 2.6 0.479 0.168 0.408 0.312 0.48 59 885 14.75 2.6 0.479 0.165 0.408 0.314 0.49 60 900 15.00 2.5 0.461 0.163 0.392 0.298 0.46 61 915 15.25 2.4 0.443 0.160 0.376 0.282 0.44 MANUAL 24-HOUR STORM RCFC & WCD SYNTHETIC UNIT HYDROGRAPH METHOD in/hr UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM SINATRA / PORTOLA DEVELO HYDROLOGY SHORTCUT METHOD Time Loss Rate Plate E-2.2 24 Hour Storm Page 8 of 9 Item 3B - Page 835 PROJECT: Job No.:2746 DATE: BY:FOS 9/30/22 DRAINAGE AREA-ACRES 1.531 CONSTANT LOSS RATE-in/hr n/a UNIT TIME-MINUTES 15 VARIABLE LOSS RATE (AVG) in/hr 0.2072 LAG TIME - MINUTES 1.57 MINIMUM LOSS RATE (for var. loss) - in/hr 0.104 UNIT TIME-PERCENT OF LAG 957.6 LOW LOSS RATE - DECIMAL 0.85 TOTAL ADJUSTED STORM RAIN-INCHES 4.61 C 0.00192 Unit Time Pattern Storm Effective Flood Period Minutes Hours Percent Rain Rain Hydrograph in/hr Flow (Plate E-5.9)Max Low in/hr cfs MANUAL 24-HOUR STORM RCFC & WCD SYNTHETIC UNIT HYDROGRAPH METHOD in/hr UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM SINATRA / PORTOLA DEVELO HYDROLOGY SHORTCUT METHOD Time Loss Rate 62 930 15.50 2.3 0.424 0.158 0.361 0.266 0.41 63 945 15.75 1.9 0.350 0.155 0.298 0.195 0.30 64 960 16.00 1.9 0.350 0.153 0.298 0.197 0.30 65 975 16.25 0.4 0.074 0.151 0.063 0.011 0.02 66 990 16.50 0.4 0.074 0.148 0.063 0.011 0.02 67 1005 16.75 0.3 0.055 0.146 0.047 0.008 0.01 68 1020 17.00 0.3 0.055 0.144 0.047 0.008 0.01 69 1035 17.25 0.5 0.092 0.142 0.078 0.014 0.02 70 1050 17.50 0.5 0.092 0.140 0.078 0.014 0.02 71 1065 17.75 0.5 0.092 0.137 0.078 0.014 0.02 72 1080 18.00 0.4 0.074 0.135 0.063 0.011 0.02 73 1095 18.25 0.4 0.074 0.133 0.063 0.011 0.02 74 1110 18.50 0.4 0.074 0.132 0.063 0.011 0.02 75 1125 18.75 0.3 0.055 0.130 0.047 0.008 0.01 76 1140 19.00 0.2 0.037 0.128 0.031 0.006 0.01 77 1155 19.25 0.3 0.055 0.126 0.047 0.008 0.01 78 1170 19.50 0.4 0.074 0.124 0.063 0.011 0.02 79 1185 19.75 0.3 0.055 0.123 0.047 0.008 0.01 80 1200 20.00 0.2 0.037 0.121 0.031 0.006 0.01 81 1215 20.25 0.3 0.055 0.119 0.047 0.008 0.01 82 1230 20.50 0.3 0.055 0.118 0.047 0.008 0.01 83 1245 20.75 0.3 0.055 0.116 0.047 0.008 0.01 84 1260 21.00 0.2 0.037 0.115 0.031 0.006 0.01 85 1275 21.25 0.3 0.055 0.113 0.047 0.008 0.01 86 1290 21.50 0.2 0.037 0.112 0.031 0.006 0.01 87 1305 21.75 0.3 0.055 0.111 0.047 0.008 0.01 88 1320 22.00 0.2 0.037 0.110 0.031 0.006 0.01 89 1335 22.25 0.3 0.055 0.109 0.047 0.008 0.01 90 1350 22.50 0.2 0.037 0.108 0.031 0.006 0.01 91 1365 22.75 0.2 0.037 0.107 0.031 0.006 0.01 92 1380 23.00 0.2 0.037 0.106 0.031 0.006 0.01 93 1395 23.25 0.2 0.037 0.105 0.031 0.006 0.01 94 1410 23.50 0.2 0.037 0.105 0.031 0.006 0.01 95 1425 23.75 0.2 0.037 0.104 0.031 0.006 0.01 96 1440 24.00 0.2 0.037 0.104 0.031 0.006 0.01 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in)1.87 FLOOD VOLUME (acft)0.24 FLOOD VOLUME (cuft)10,381 PEAK FLOW (cfs)0.69 Plate E-2.2 24 Hour Storm Page 9 of 9 Item 3B - Page 836 Project Summary Date: Project Name: City / County: State: Designed By: Company: Telephone: Storage Volume Required (cf):9,000 Limiting Width (ft):84.00 Effective Depth Below Asphalt (ft):10.00 Solid or Perforated Pipe:Perforated Shape Or Diameter:60 19.63 ft2 Pipe Area Spacing between Barrels (ft):2.50 Stone Width Around Perimeter of System (ft):2 Depth A: Porous Stone Above Pipe (in):24 Depth C: Porous Stone Below Pipe (in):24 Stone Porosity (0 to 40%):40 System Sizing Use Custom Layout (at right) for layout adjustment Pipe Storage:4,320 cf To adjust layout, enter desired barrel length in the light blue boxes below. Porous Stone Storage:5,530 cf Excess Footage = 0 9,849 cf 109.4%Of Required Storage 11 barrels Barrel 12 0 Length Per Barrel:20.00 ft Barrel 11 20 Rectangular Footprint (W x L):84. ft x 24. ft Barrel 10 20 Barrel 9 20 CONTECH Materials Barrel 8 20 Total CMP Footage:220 ft Barrel 7 20 Approximate Total Pieces:11 pcs Barrel 6 20 Approximate Coupling Bands:0 bands Barrel 5 20 Approximate Truckloads:3 trucks Barrel 4 20 Construction Quantities**Barrel 3 20 Total Excavation:747 cy Barrel 2 20 Porous Stone Backfill For Storage:512 cy Stone Barrel 1 20 Backfill to Grade Excluding Stone:75 cy Fill **Construction quantities are approximate and should be verified upon final design 2746 DA-B PALM DESERT MSA Consulting Inc. CA FOS (760) 320-9811 Total Storage Provided: 9/30/2022 Corrugated Metal Pipe Calculator Enter Information in Blue Cells Number Of Barrels Exceed Graph Limitations Custom Layout Number of Barrels: 20 20 20 20 20 20 20 20 20 20 20 0 0 5 10 15 20 25 For design assistance, drawings, and pricing send completed worksheet to: dyods@contech-cpi.com © 2007 CONTECH Stormwater SolutionsItem 3B - Page 837 FOS 2 AMC II AREA SOIL TRIBUTARY AREAS ACRES LOW LOSS RI INFILTRATION IMPERVIOUS DESIG GROUP CONDITION NUMBER RATE PERCENT 7 A MF - APARTMENTS 0.457 D 32 0.74 0.80 250 ft 125 ft 276.8 ft ELEVATION OF CONCENTRATION POINT 274.0 ft 0.02 100 LOW LOSS RATE (Storm Events > 10 Years)85% POINT RAIN FROM NOAA ATLAS 14 1-HOUR 1.64 in 3-HOUR 2.33 in 6-HOUR 3.02 in 24-HOUR 4.61 in BASIN CHARACTERISTICS:ELEVATION AREA 273.0 ft 552 sf 274.0 ft 1,253 sf 275.0 ft 2,025 sf 276.0 ft 2,868 sf 277.0 ft 3,780 sf PERCOLATION RATE (in/hr)1.0 in/hr DRYWELL DATA NUMBER USED PERCOLATION RATE LOWEST FLOWLINE ELEVATION 274.20 LOWEST PAD ELEVATION 277.4 PROJECT NUMBER CONCENTRATION POINT DESIGNATION 2746 RETENTION BASIN AMC NUMBER RCFCD SYNTHETIC UNIT HYDROGRAPH - SHORTCUT METHOD DATA INPUT SHEET WORKSHEET PREPARED BY: PROJECT NAME DATE September 30, 2022 FRANK SINATRA / PORTOLA DEVELOPMENT LENGTH OF WATERCOURSE (L) AREA DESIGNATION ELEVATION OF HEADWATER AVERAGE MANNINGS 'N' VALUE STORM FREQUENCY (YEAR) LENGTH TO POINT OPPOSITE CENTROID (Lca) Low Loss Conditions: X=Existing; D=Developed; BS=Retention DA-C Data Input Sheet Page 1 of 13 Item 3B - Page 838 PROJECT: Job No.: BY:DATE:9/30/22 [1] AMC II [2] FREQUENCY-YEARS 100 FROM NOAA ATLAS 14 [3] STORM DURATION:Point Rain 1-HOUR 1.64 in 3-HOUR 2.33 in 6-HOUR 3.02 in 24-HOUR 4.61 in STORM DURATION 1-HOUR 3-HOUR 6-HOUR 24-HOUR RAINFALL VOLUME (cu-ft)2,722 3,868 5,013 7,653 SOIL LOSSES (cu-ft)344 1,023 2,013 4,552 EFFECTIVE RAIN (in)1.43 1.71 1.81 1.87 FLOOD VOLUME (cu-ft)2,378 2,845 3,000 3,101 (acre-ft)0.05 0.07 0.07 0.07 REQUIRED STORAGE (cu-ft)2,280 2,558 2,555 2,010 (acre-ft)0.05 0.06 0.06 0.05 FACTOR OF SAFETY 3.62 3.23 3.23 4.11 STORAGE PROVIDED (cu-ft) (acre-ft) PEAK FLOW (cfs)n/a 0.96 0.84 0.21 MAXIMUM WSEL (ft)274.86 275.02 275.02 274.70 DEPTH (ft)1.86 2.02 2.02 1.70 DIFFERENCE (ft)-0.66 -0.82 -0.82 -0.50 DIFFERENCE (ft)2.54 2.38 2.38 2.70 ESTIMATED TIME TO DEWATER BASIN Based on Total Flood Volume & Average Percolation Rate (days)1.0 1.2 1.5 1.5 RETENTION BASIN DA-C FRANK SINATRA / PORTOLA DEVELOPMENT [10] H-FEET [9] ELEVATION OF CONCENTRATION POINT 0.457 PHYSICAL DATA [1] CONCENTRATION POINT HYDROLOGY MANUAL BASIC DATA CALCULATION FORM 2746 FOS RCFC & WCD SYNTHETIC UNIT HYDROGRAPH METHOD [2] AREA DESIGNATION [3] AREA - ACRES [4] L-FEET [5] L-MILES 250 0.047 [13] L*LCA/S^0.5 7.69 [11] S-FEET/MILE [6] La-FEET [7] La-MILES [8] ELEVATION OF HEADWATER 0.000 125.00 [12] S^0.5 0.024 59.1 276.8 274 2.8 0.02 [17] 100% OF LAG-MINUTES 1.0 1.0 [14] AVERAGE MANNINGS 'N' [15] LAG TIME-HOURS 0.02 [16] LAG TIME-MINUTES [18] 200% OF LAG-MINUTES RAINFALL DATA 2.0 NOTE: PEAK FLOW FOR THE 1-HOUR STORM IS NOT REPRESENTATIVE. PER RCFCD PEAK DISCHARGES FROM THE 3-HOUR STORM SHOULD NORMALLY COMPARE WELL WITH RATIONAL PEAKS. LOWEST PAD ELEVATION LOWEST FLOWLINE ELEVATION STORM EVENT SUMMARY 277.4 274.20 8,251 0.19 Plate E-2.1 Page 2 of 13 Item 3B - Page 839 PROJECT: Job No.: BY:DATE:9/30/22 MAX LOW LOW MIN SOIL RI PERVIOUS DECIMAL ADJUSTED AREA AREA AVERAGE LOSS LOSS RATE AVERAGE GROUP NUMBER AREA PERCENT INFILTRATION WEIGHTED ADJUSTED CONDITION PER ADJUSTED INFILTRATION OF AREA RATE AVERAGE INFILTRATION RCFC/2322 INFILTRATION RATE IMPERVIOUS RATE RATE (in/hr)(in/hr)(in/hr) [Plate C-1][Plate E-6.1][Plate E-6.2][Plate E-6.3] A 32 0.74 80%0.21 0.457 1.000 0.2072 DEVELOPED 0.2600 0.2600 SUM 0.457 SUM 0.2072 0.2600 VARIABLE LOSS RATE CURVE (24-HOUR STORM ONLY) Fm=0.1036 NOTE: Low loss rates established per RCFC/2322 (Dated: May-30-95) C=0.00192 For 10 Year Storms or Less Ft=C(24-(T/60))^1.55+Fm =0.00192 0.10 in/hr Undeveloped Condition: Low Loss = 90% CONSTANT LOSS RATE (3 & 6 HOUR STORMS)=0.2072 Developed Condition: Low Loss = 0.9 - (0.8 * %impervious) LOW LOSS RATE =0.8500 Basin Site: Low Loss = 10% Where:For 100 Year Storm - Low Loss should be between 80% & 90% T=Time in minutes. To get an average value for each unit time period, Use T=1/2 the unit time for the first time period,of the Rainfall Rate T=1 1/2 unit time for the second period, etc. AVERAGE ADJUSTED LOSS RATE RCFC & WCD HYDROLOGY MANUAL SYNTHETIC UNIT HYDROGRAPH METHOD BASIC DATA CALCULATION FORM FRANK SINATRA / PORTOLA DEVELOPMENT FOS 2746 AMC II (24-(T/60))^1.55 + LAND USE MF - APARTMENTS Plate E-2.1 Page 3 of 13Item 3B - Page 840 PROJECT: Job No.:2746 BY:FOS DATE 9/30/22 DRAINAGE AREA-ACRES 0.46 Basin Percolation Rate 1.0 in/hr UNIT TIME-MINUTES 5 LAG TIME - MINUTES 1.00 Maxwell Drywells UNIT TIME-PERCENT OF LAG 498.2 Number 0 TOTAL ADJUSTED STORM RAIN-INCHES 1.64 Drywell Percolation Rate 0.00 cfs 0.00 cfm CONSTANT LOSS RATE-in/hr 0.21 LOW LOSS RATE - PERCENT 85.00% Unit Time Pattern Storm Effective Flood Volume Basin Basin Period Minutes Hours Percent Rain Rain Hydrograph In Volume Percolation Maximum Percolation WSEL in/hr Flow Area Percolation Out (Plate E-5.9)Max Low in/hr cfs cu-ft cu-ft sf cu-ft cu-ft cu-ft ac-ft ft 1 5 0.08 3.6 0.71 0.21 0.60 0.50 0.23 69 69 608 4 4 65 0.00 273.07 2 10 0.17 4.2 0.83 0.21 0.70 0.62 0.29 86 151 672 5 5 146 0.00 273.17 3 15 0.25 4.4 0.87 0.21 0.74 0.66 0.30 91 237 741 5 5 232 0.01 273.26 4 20 0.33 4.6 0.91 0.21 0.77 0.70 0.32 97 329 814 6 6 323 0.01 273.37 5 25 0.42 5.0 0.98 0.21 0.84 0.78 0.36 107 430 896 6 6 424 0.01 273.48 6 30 0.50 5.6 1.10 0.21 0.94 0.89 0.41 124 548 989 7 7 541 0.01 273.62 7 35 0.58 6.4 1.26 0.21 1.07 1.05 0.49 146 687 1,100 8 8 679 0.02 273.77 8 40 0.67 8.1 1.59 0.21 1.35 1.39 0.64 192 871 1,247 9 9 862 0.02 273.98 9 45 0.75 13.1 2.58 0.21 2.19 2.37 1.09 328 1,190 1,401 10 10 1,181 0.03 274.19 10 50 0.83 34.5 6.79 0.21 5.77 6.58 3.04 911 2,091 1,829 13 13 2,078 0.05 274.74 11 55 0.92 6.7 1.32 0.21 1.12 1.11 0.51 154 2,232 1,896 13 13 2,219 0.05 274.82 12 60 1.00 3.8 0.75 0.21 0.64 0.54 0.25 75 2,294 1,926 13 13 2,280 0.05 274.86 TOTAL RAINFALL 1.64 in RAINFALL VOLUME 2,722 cu-ft SOIL LOSSES 344 cu-ft EFFECTIVE RAIN 1.43 in FLOOD VOLUME 0.05 acft FLOOD VOLUME 2,378 cu-ft REQUIRED STORAGE 0.05 REQUIRED STORAGE 2,280 cu-ft MAX WSEL 274.86 ft PEAK FLOW RATE 3.04 cfs TOTAL BASIN LOSSES 98 cu-ft AVERAGE PERCOLATION RATE 1.63 cf/min FRANK SINATRA / PORTOLA DEVELOPMENTRCFC & WCD HYDROLOGY MANUAL SYNTHETIC UNIT HYDROGRAPH METHOD SHORTCUT METHOD 1-HOUR STORM EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM Total In Basin in/hr Time Loss Rate Basin Losses Plate E-2.2 1-Hour Storm Page 4 of 13Item 3B - Page 841 PROJECT: Job No.:2746 BY:FOS DATE DRAINAGE AREA-ACRES 0.46 Basin Percolation Rate 1.0 in/hr UNIT TIME-MINUTES 5 LAG TIME - MINUTES 1.00 Maxwell Drywells UNIT TIME-PERCENT OF LAG 498.2 Number 0 TOTAL ADJUSTED STORM RAIN (in)2.33 Drywell Percolation Rate 0.00 cfs 0.00 cfm CONSTANT LOSS RATE (in/hr)0.21 LOW LOSS RATE - PERCENT 85.00% Unit Time Pattern Storm Effective Flood Volume Basin Basin Period Minutes Hours Percent Rain Rain Hydrograph In Volume Percolation Maximum Percolation WSEL in/hr Flow Area Percolation Out (Plate E-5.9)Max Low in/hr cfs cu-ft cu-ft sf cu-ft cu-ft cu-ft ac-ft ft 1 5 0.08 1.3 0.36 0.21 0.31 0.16 0.07 22 22 569 4 4 18 0.00 273.02 2 10 0.17 1.3 0.36 0.21 0.31 0.16 0.07 22 39 584 4 4 35 0.00 273.04 3 15 0.25 1.1 0.31 0.21 0.26 0.10 0.05 14 49 591 4 4 45 0.00 273.05 4 20 0.33 1.5 0.42 0.21 0.36 0.21 0.10 29 74 612 4 4 70 0.00 273.08 5 25 0.42 1.5 0.42 0.21 0.36 0.21 0.10 29 99 632 4 4 95 0.00 273.11 6 30 0.50 1.8 0.50 0.21 0.43 0.30 0.14 41 136 661 5 5 131 0.00 273.15 7 35 0.58 1.5 0.42 0.21 0.36 0.21 0.10 29 161 680 5 5 156 0.00 273.18 8 40 0.67 1.8 0.50 0.21 0.43 0.30 0.14 41 197 709 5 5 192 0.00 273.22 9 45 0.75 1.8 0.50 0.21 0.43 0.30 0.14 41 233 738 5 5 228 0.01 273.26 10 50 0.83 1.5 0.42 0.21 0.36 0.21 0.10 29 257 757 5 5 252 0.01 273.29 11 55 0.92 1.6 0.45 0.21 0.38 0.24 0.11 33 285 780 5 5 280 0.01 273.32 12 60 1.00 1.8 0.50 0.21 0.43 0.30 0.14 41 321 808 6 6 315 0.01 273.36 13 65 1.08 2.2 0.62 0.21 0.52 0.41 0.19 56 372 849 6 6 366 0.01 273.42 14 70 1.17 2.2 0.62 0.21 0.52 0.41 0.19 56 422 889 6 6 416 0.01 273.47 15 75 1.25 2.2 0.62 0.21 0.52 0.41 0.19 56 472 929 6 6 466 0.01 273.53 16 80 1.33 2.0 0.56 0.21 0.48 0.35 0.16 49 515 963 7 7 508 0.01 273.58 17 85 1.42 2.6 0.73 0.21 0.62 0.52 0.24 72 580 1,015 7 7 573 0.01 273.65 18 90 1.50 2.7 0.75 0.21 0.64 0.55 0.25 76 649 1,070 7 7 641 0.01 273.73 19 95 1.58 2.4 0.67 0.21 0.57 0.46 0.21 64 705 1,115 8 8 698 0.02 273.79 20 100 1.67 2.7 0.75 0.21 0.64 0.55 0.25 76 773 1,169 8 8 765 0.02 273.87 21 105 1.75 3.3 0.92 0.21 0.78 0.72 0.33 99 864 1,242 9 9 856 0.02 273.97 22 110 1.83 3.1 0.87 0.21 0.74 0.66 0.30 91 947 1,286 9 9 938 0.02 274.04 23 115 1.92 2.9 0.81 0.21 0.69 0.60 0.28 84 1,021 1,321 9 9 1,012 0.02 274.08 24 120 2.00 3.0 0.84 0.21 0.71 0.63 0.29 87 1,100 1,358 9 9 1,090 0.03 274.13 25 125 2.08 3.1 0.87 0.21 0.74 0.66 0.30 91 1,181 1,397 10 10 1,172 0.03 274.18 Total In Basin in/hr MANUAL 3-HOUR STORM UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM Time Loss Rate Basin Losses RCFC & WCD SYNTHETIC UNIT HYDROGRAPH METHOD FRANK SINATRA / PORTOLA DEVELOPM HYDROLOGY SHORTCUT METHOD Plate E-2.2 3-Hour Storm Page 5 of 13Item 3B - Page 842 PROJECT: Job No.:2746 BY:FOS DATE DRAINAGE AREA-ACRES 0.46 Basin Percolation Rate 1.0 in/hr UNIT TIME-MINUTES 5 LAG TIME - MINUTES 1.00 Maxwell Drywells UNIT TIME-PERCENT OF LAG 498.2 Number 0 TOTAL ADJUSTED STORM RAIN (in)2.33 Drywell Percolation Rate 0.00 cfs 0.00 cfm CONSTANT LOSS RATE (in/hr)0.21 LOW LOSS RATE - PERCENT 85.00% Unit Time Pattern Storm Effective Flood Volume Basin Basin Period Minutes Hours Percent Rain Rain Hydrograph In Volume Percolation Maximum Percolation WSEL in/hr Flow Area Percolation Out (Plate E-5.9)Max Low in/hr cfs cu-ft cu-ft sf cu-ft cu-ft cu-ft ac-ft ft Total In Basin in/hr MANUAL 3-HOUR STORM UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM Time Loss Rate Basin Losses RCFC & WCD SYNTHETIC UNIT HYDROGRAPH METHOD FRANK SINATRA / PORTOLA DEVELOPM HYDROLOGY SHORTCUT METHOD 26 130 2.17 4.2 1.17 0.21 1.00 0.97 0.45 134 1,305 1,456 10 10 1,295 0.03 274.26 27 135 2.25 5.0 1.40 0.21 1.19 1.19 0.55 165 1,460 1,530 11 11 1,449 0.03 274.35 28 140 2.33 3.5 0.98 0.21 0.83 0.77 0.36 107 1,556 1,575 11 11 1,545 0.04 274.41 29 145 2.42 6.8 1.90 0.21 1.62 1.69 0.78 234 1,780 1,681 12 12 1,768 0.04 274.55 30 150 2.50 7.3 2.04 0.21 1.73 1.83 0.85 254 2,022 1,796 12 12 2,009 0.05 274.70 31 155 2.58 8.2 2.29 0.21 1.95 2.09 0.96 288 2,298 1,928 13 13 2,284 0.05 274.87 32 160 2.67 5.9 1.65 0.21 1.40 1.44 0.67 200 2,484 2,016 14 14 2,470 0.06 274.98 33 165 2.75 2.0 0.56 0.21 0.48 0.35 0.16 49 2,518 2,031 14 14 2,504 0.06 275.00 34 170 2.83 1.8 0.50 0.21 0.43 0.30 0.14 41 2,545 2,040 14 14 2,531 0.06 275.01 35 175 2.92 1.8 0.50 0.21 0.43 0.30 0.14 41 2,572 2,049 14 14 2,558 0.06 275.02 36 180 3.00 0.6 0.17 0.21 0.14 0.03 0.01 3 2,561 2,045 14 14 2,547 0.06 275.02 TOTAL RAIN RAINFALL VOLUME SOIL LOSSES EFFECTIVE RAIN FLOOD VOLUME FLOOD VOLUME REQUIRED STORAGE REQUIRED STORAGE MAX WSEL PEAK FLOW RATE TOTAL BASIN LOSSES AVERAGE PERCOLATION RATE 1,023 cu-ft 2.33 in 3,868 cu-ft 275.02 ft 0.96 cfs 298 cu-ft 1.65 cf/min 1.71 in 0.07 acft 2,845 cu-ft 0.06 acft 2,558 cu-ft EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY Plate E-2.2 3-Hour Storm Page 6 of 13Item 3B - Page 843 PROJECT: Job No.:2746 BY:FOS DATE 9/30/22 DRAINAGE AREA-ACRES 0.46 Basin Percolation Rate 1.0 in/hr UNIT TIME-MINUTES 5 LAG TIME - MINUTES 1.00 Maxwell Drywells UNIT TIME-PERCENT OF LAG 498.2 Number 0 TOTAL ADJUSTED STORM RAIN (in)3.02 Drywell Percolation Rate 0.00 cfs 0.00 cfm CONSTANT LOSS RATE (in/hr)0.21 LOW LOSS RATE - PERCENT 85.00% Unit Time Pattern Storm Effective Flood Volume Basin Basin Period Minutes Hours Percent Rain Rain Hydrograph In Volume Percolation Maximum Percolation WSEL in/hr Flow Area Percolation Out (Plate E-5.9)Max Low in/hr cfs cu-ft cu-ft sf cu-ft cu-ft cu-ft ac-ft ft 1 5 0.08 0.5 0.18 0.21 0.15 0.03 0.01 4 4 555 4 4 0 0.00 273.00 2 10 0.17 0.6 0.22 0.21 0.18 0.01 0.00 1 1 553 4 1 0 0.00 273.00 3 15 0.25 0.6 0.22 0.21 0.18 0.01 0.00 1 1 553 4 1 0 0.00 273.00 4 20 0.33 0.6 0.22 0.21 0.18 0.01 0.00 1 1 553 4 1 0 0.00 273.00 5 25 0.42 0.6 0.22 0.21 0.18 0.01 0.00 1 1 553 4 1 0 0.00 273.00 6 30 0.50 0.7 0.25 0.21 0.22 0.05 0.02 6 6 557 4 4 3 0.00 273.00 7 35 0.58 0.7 0.25 0.21 0.22 0.05 0.02 6 9 559 4 4 5 0.00 273.01 8 40 0.67 0.7 0.25 0.21 0.22 0.05 0.02 6 12 561 4 4 8 0.00 273.01 9 45 0.75 0.7 0.25 0.21 0.22 0.05 0.02 6 14 563 4 4 10 0.00 273.01 10 50 0.83 0.7 0.25 0.21 0.22 0.05 0.02 6 17 565 4 4 13 0.00 273.01 11 55 0.92 0.7 0.25 0.21 0.22 0.05 0.02 6 19 567 4 4 15 0.00 273.02 12 60 1.00 0.8 0.29 0.21 0.25 0.08 0.04 11 27 573 4 4 23 0.00 273.03 13 65 1.08 0.8 0.29 0.21 0.25 0.08 0.04 11 34 579 4 4 30 0.00 273.03 14 70 1.17 0.8 0.29 0.21 0.25 0.08 0.04 11 41 585 4 4 37 0.00 273.04 15 75 1.25 0.8 0.29 0.21 0.25 0.08 0.04 11 49 591 4 4 45 0.00 273.05 16 80 1.33 0.8 0.29 0.21 0.25 0.08 0.04 11 56 597 4 4 52 0.00 273.06 17 85 1.42 0.8 0.29 0.21 0.25 0.08 0.04 11 63 603 4 4 59 0.00 273.07 18 90 1.50 0.8 0.29 0.21 0.25 0.08 0.04 11 71 609 4 4 67 0.00 273.08 19 95 1.58 0.8 0.29 0.21 0.25 0.08 0.04 11 78 614 4 4 74 0.00 273.08 20 100 1.67 0.8 0.29 0.21 0.25 0.08 0.04 11 85 620 4 4 81 0.00 273.09 21 105 1.75 0.8 0.29 0.21 0.25 0.08 0.04 11 92 626 4 4 88 0.00 273.10 22 110 1.83 0.8 0.29 0.21 0.25 0.08 0.04 11 99 631 4 4 95 0.00 273.11 23 115 1.92 0.8 0.29 0.21 0.25 0.08 0.04 11 106 637 4 4 102 0.00 273.12 24 120 2.00 0.9 0.33 0.21 0.28 0.12 0.05 16 118 647 4 4 114 0.00 273.13 Loss Rate RCFC & WCD SYNTHETIC UNIT HYDROGRAPH METHOD FRANK SINATRA / PORTOLA DEVELO HYDROLOGY SHORTCUT METHOD Total In Basin in/hr MANUAL 6-HOUR STORM UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM Time Basin Losses Plate E-2.2 6-Hour Storm Page 7 of 13Item 3B - Page 844 PROJECT: Job No.:2746 BY:FOS DATE 9/30/22 DRAINAGE AREA-ACRES 0.46 Basin Percolation Rate 1.0 in/hr UNIT TIME-MINUTES 5 LAG TIME - MINUTES 1.00 Maxwell Drywells UNIT TIME-PERCENT OF LAG 498.2 Number 0 TOTAL ADJUSTED STORM RAIN (in)3.02 Drywell Percolation Rate 0.00 cfs 0.00 cfm CONSTANT LOSS RATE (in/hr)0.21 LOW LOSS RATE - PERCENT 85.00% Unit Time Pattern Storm Effective Flood Volume Basin Basin Period Minutes Hours Percent Rain Rain Hydrograph In Volume Percolation Maximum Percolation WSEL in/hr Flow Area Percolation Out (Plate E-5.9)Max Low in/hr cfs cu-ft cu-ft sf cu-ft cu-ft cu-ft ac-ft ft Loss Rate RCFC & WCD SYNTHETIC UNIT HYDROGRAPH METHOD FRANK SINATRA / PORTOLA DEVELO HYDROLOGY SHORTCUT METHOD Total In Basin in/hr MANUAL 6-HOUR STORM UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM Time Basin Losses 25 125 2.08 0.8 0.29 0.21 0.25 0.08 0.04 11 125 652 5 5 121 0.00 273.14 26 130 2.17 0.9 0.33 0.21 0.28 0.12 0.05 16 137 662 5 5 133 0.00 273.15 27 135 2.25 0.9 0.33 0.21 0.28 0.12 0.05 16 149 671 5 5 145 0.00 273.16 28 140 2.33 0.9 0.33 0.21 0.28 0.12 0.05 16 161 681 5 5 156 0.00 273.18 29 145 2.42 0.9 0.33 0.21 0.28 0.12 0.05 16 173 690 5 5 168 0.00 273.19 30 150 2.50 0.9 0.33 0.21 0.28 0.12 0.05 16 184 699 5 5 180 0.00 273.20 31 155 2.58 0.9 0.33 0.21 0.28 0.12 0.05 16 196 709 5 5 191 0.00 273.22 32 160 2.67 0.9 0.33 0.21 0.28 0.12 0.05 16 208 718 5 5 203 0.00 273.23 33 165 2.75 1.0 0.36 0.21 0.31 0.16 0.07 21 224 731 5 5 219 0.01 273.25 34 170 2.83 1.0 0.36 0.21 0.31 0.16 0.07 21 240 744 5 5 235 0.01 273.27 35 175 2.92 1.0 0.36 0.21 0.31 0.16 0.07 21 257 757 5 5 251 0.01 273.29 36 180 3.00 1.0 0.36 0.21 0.31 0.16 0.07 21 273 770 5 5 268 0.01 273.30 37 185 3.08 1.0 0.36 0.21 0.31 0.16 0.07 21 289 783 5 5 284 0.01 273.32 38 190 3.17 1.1 0.40 0.21 0.34 0.19 0.09 26 310 800 6 6 305 0.01 273.35 39 195 3.25 1.1 0.40 0.21 0.34 0.19 0.09 26 331 816 6 6 325 0.01 273.37 40 200 3.33 1.1 0.40 0.21 0.34 0.19 0.09 26 352 833 6 6 346 0.01 273.39 41 205 3.42 1.2 0.43 0.21 0.37 0.23 0.10 31 378 853 6 6 372 0.01 273.42 42 210 3.50 1.3 0.47 0.21 0.40 0.26 0.12 37 408 878 6 6 402 0.01 273.46 43 215 3.58 1.4 0.51 0.21 0.43 0.30 0.14 42 444 906 6 6 437 0.01 273.50 44 220 3.67 1.4 0.51 0.21 0.43 0.30 0.14 42 479 934 6 6 472 0.01 273.54 45 225 3.75 1.5 0.54 0.21 0.46 0.34 0.16 47 519 966 7 7 512 0.01 273.58 46 230 3.83 1.5 0.54 0.21 0.46 0.34 0.16 47 559 998 7 7 552 0.01 273.63 47 235 3.92 1.6 0.58 0.21 0.49 0.37 0.17 52 603 1,033 7 7 596 0.01 273.68 48 240 4.00 1.6 0.58 0.21 0.49 0.37 0.17 52 648 1,069 7 7 640 0.01 273.73 49 245 4.08 1.7 0.62 0.21 0.52 0.41 0.19 57 697 1,108 8 8 689 0.02 273.78 50 250 4.17 1.8 0.65 0.21 0.55 0.45 0.21 62 751 1,151 8 8 743 0.02 273.84 Plate E-2.2 6-Hour Storm Page 8 of 13Item 3B - Page 845 PROJECT: Job No.:2746 BY:FOS DATE 9/30/22 DRAINAGE AREA-ACRES 0.46 Basin Percolation Rate 1.0 in/hr UNIT TIME-MINUTES 5 LAG TIME - MINUTES 1.00 Maxwell Drywells UNIT TIME-PERCENT OF LAG 498.2 Number 0 TOTAL ADJUSTED STORM RAIN (in)3.02 Drywell Percolation Rate 0.00 cfs 0.00 cfm CONSTANT LOSS RATE (in/hr)0.21 LOW LOSS RATE - PERCENT 85.00% Unit Time Pattern Storm Effective Flood Volume Basin Basin Period Minutes Hours Percent Rain Rain Hydrograph In Volume Percolation Maximum Percolation WSEL in/hr Flow Area Percolation Out (Plate E-5.9)Max Low in/hr cfs cu-ft cu-ft sf cu-ft cu-ft cu-ft ac-ft ft Loss Rate RCFC & WCD SYNTHETIC UNIT HYDROGRAPH METHOD FRANK SINATRA / PORTOLA DEVELO HYDROLOGY SHORTCUT METHOD Total In Basin in/hr MANUAL 6-HOUR STORM UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM Time Basin Losses 51 255 4.25 1.9 0.69 0.21 0.59 0.48 0.22 67 809 1,198 8 8 801 0.02 273.91 52 260 4.33 2.0 0.72 0.21 0.62 0.52 0.24 72 873 1,248 9 9 864 0.02 273.98 53 265 4.42 2.1 0.76 0.21 0.65 0.55 0.26 77 940 1,283 9 9 932 0.02 274.03 54 270 4.50 2.1 0.76 0.21 0.65 0.55 0.26 77 1,008 1,315 9 9 999 0.02 274.07 55 275 4.58 2.2 0.80 0.21 0.68 0.59 0.27 82 1,081 1,349 9 9 1,071 0.02 274.12 56 280 4.67 2.3 0.83 0.21 0.71 0.63 0.29 87 1,158 1,386 10 10 1,148 0.03 274.17 57 285 4.75 2.4 0.87 0.21 0.74 0.66 0.31 92 1,240 1,425 10 10 1,230 0.03 274.22 58 290 4.83 2.4 0.87 0.21 0.74 0.66 0.31 92 1,322 1,464 10 10 1,312 0.03 274.27 59 295 4.92 2.5 0.91 0.21 0.77 0.70 0.32 97 1,408 1,505 10 10 1,398 0.03 274.32 60 300 5.00 2.6 0.94 0.21 0.80 0.74 0.34 102 1,499 1,548 11 11 1,489 0.03 274.38 61 305 5.08 3.1 1.12 0.21 0.95 0.92 0.42 127 1,615 1,603 11 11 1,604 0.04 274.45 62 310 5.17 3.6 1.30 0.21 1.11 1.10 0.51 152 1,756 1,670 12 12 1,745 0.04 274.53 63 315 5.25 3.9 1.41 0.21 1.20 1.21 0.56 167 1,911 1,744 12 12 1,899 0.04 274.63 64 320 5.33 4.2 1.52 0.21 1.29 1.31 0.61 182 2,081 1,825 13 13 2,069 0.05 274.73 65 325 5.42 4.7 1.70 0.21 1.45 1.50 0.69 207 2,275 1,917 13 13 2,262 0.05 274.85 66 330 5.50 5.6 2.03 0.21 1.73 1.82 0.84 252 2,514 2,029 14 14 2,500 0.06 275.00 67 335 5.58 1.9 0.69 0.21 0.59 0.48 0.22 67 2,567 2,047 14 14 2,553 0.06 275.02 68 340 5.67 0.9 0.33 0.21 0.28 0.12 0.05 16 2,569 2,048 14 14 2,555 0.06 275.02 69 345 5.75 0.6 0.22 0.21 0.18 0.01 0.00 1 2,556 2,044 14 14 2,542 0.06 275.02 70 350 5.83 0.5 0.18 0.21 0.15 0.03 0.01 4 2,546 2,040 14 14 2,532 0.06 275.01 71 355 5.92 0.3 0.11 0.21 0.09 0.02 0.01 2 2,534 2,036 14 14 2,520 0.06 275.01 72 360 6.00 0.2 0.07 0.21 0.06 0.01 0.01 2 2,521 2,032 14 14 2,507 0.06 275.00 TOTAL RAINFALL RAINFALL VOLUME SOIL LOSSES EFFECTIVE RAIN FLOOD VOLUME FLOOD VOLUME REQUIRED STORAGE REQUIRED STORAGE MAX WSEL PEAK FLOW RATE TOTAL BASIN LOSSES AVERAGE PERCOLATION RATE 5,013 cu-ft 3.02 in 2,013 cu-ft 275.02 ft 0.84 cfs 1.37 cf/min 493 cu-ft 1.81 in 0.07 acft 3,000 cu-ft 0.06 acft 2,555 cu-ft EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY Plate E-2.2 6-Hour Storm Page 9 of 13Item 3B - Page 846 PROJECT: Job No.:2746 BY:FOS DATE 9/30/22 DRAINAGE AREA-ACRES 0.46 VARIABLE LOSS RATE (AVG) IN/HR Basin Percolation Rate 1.0 in/hr UNIT TIME-MINUTES 15 Fm = Minimum value on loss curve (in/hr)0.10 LAG TIME - MINUTES 1.00 C 0.00192 Maxwell Drywells UNIT TIME-PERCENT OF LAG 1495%Low Loss Rate (percent)85.00%Number 0 TOTAL ADJUSTED STORM RAIN (in)4.61 Drywell Percolation Rate 0.00 cfs 0.00 cfm Unit Time Time Pattern Storm Effective Flood Volume Basin Basin Period Minutes Hours Percent Rain Rain Hydrograph In Volume Percolation Maximum Percolation WSEL in/hr Flow Area Percolation Out (Plate E-5.9)Max Low in/hr cfs cu-ft cu-ft sf cu-ft cu-ft cu-ft ac-ft ft 1 15 0.25 0.2 0.037 0.366 0.031 0.01 0.00 2 2 554 12 2 0 0.00 273.00 2 30 0.50 0.3 0.055 0.362 0.047 0.01 0.00 3 3 555 12 3 0 0.00 273.00 3 45 0.75 0.3 0.055 0.357 0.047 0.01 0.00 3 3 555 12 3 0 0.00 273.00 4 60 1.00 0.4 0.074 0.353 0.063 0.01 0.01 5 5 556 12 5 0 0.00 273.00 5 75 1.25 0.3 0.055 0.349 0.047 0.01 0.00 3 3 555 12 3 0 0.00 273.00 6 90 1.50 0.3 0.055 0.345 0.047 0.01 0.00 3 3 555 12 3 0 0.00 273.00 7 105 1.75 0.3 0.055 0.341 0.047 0.01 0.00 3 3 555 12 3 0 0.00 273.00 8 120 2.00 0.4 0.074 0.337 0.063 0.01 0.01 5 5 556 12 5 0 0.00 273.00 9 135 2.25 0.4 0.074 0.333 0.063 0.01 0.01 5 5 556 12 5 0 0.00 273.00 10 150 2.50 0.4 0.074 0.329 0.063 0.01 0.01 5 5 556 12 5 0 0.00 273.00 11 165 2.75 0.5 0.092 0.325 0.078 0.01 0.01 6 6 557 12 6 0 0.00 273.00 12 180 3.00 0.5 0.092 0.321 0.078 0.01 0.01 6 6 557 12 6 0 0.00 273.00 13 195 3.25 0.5 0.092 0.317 0.078 0.01 0.01 6 6 557 12 6 0 0.00 273.00 14 210 3.50 0.5 0.092 0.313 0.078 0.01 0.01 6 6 557 12 6 0 0.00 273.00 15 225 3.75 0.5 0.092 0.309 0.078 0.01 0.01 6 6 557 12 6 0 0.00 273.00 16 240 4.00 0.6 0.111 0.305 0.094 0.02 0.01 7 7 558 12 7 0 0.00 273.00 17 255 4.25 0.6 0.111 0.301 0.094 0.02 0.01 7 7 558 12 7 0 0.00 273.00 18 270 4.50 0.7 0.129 0.297 0.110 0.02 0.01 8 8 559 12 8 0 0.00 273.00 19 285 4.75 0.7 0.129 0.293 0.110 0.02 0.01 8 8 559 12 8 0 0.00 273.00 20 300 5.00 0.8 0.148 0.290 0.125 0.02 0.01 9 9 560 12 9 0 0.00 273.00 21 315 5.25 0.6 0.111 0.286 0.094 0.02 0.01 7 7 558 12 7 0 0.00 273.00 22 330 5.50 0.7 0.129 0.282 0.110 0.02 0.01 8 8 559 12 8 0 0.00 273.00 23 345 5.75 0.8 0.148 0.278 0.125 0.02 0.01 9 9 560 12 9 0 0.00 273.00 24 360 6.00 0.8 0.148 0.275 0.125 0.02 0.01 9 9 560 12 9 0 0.00 273.00 25 375 6.25 0.9 0.166 0.271 0.141 0.02 0.01 10 10 560 12 10 0 0.00 273.00 26 390 6.50 0.9 0.166 0.267 0.141 0.02 0.01 10 10 560 12 10 0 0.00 273.00 27 405 6.75 1.0 0.184 0.264 0.157 0.03 0.01 11 11 561 12 11 0 0.00 273.00 28 420 7.00 1.0 0.184 0.260 0.157 0.03 0.01 11 11 561 12 11 0 0.00 273.00 29 435 7.25 1.0 0.184 0.257 0.157 0.03 0.01 11 11 561 12 11 0 0.00 273.00 30 450 7.50 1.1 0.203 0.253 0.172 0.03 0.01 13 13 562 12 12 1 0.00 273.00 31 465 7.75 1.2 0.221 0.250 0.188 0.03 0.02 14 15 564 12 12 3 0.00 273.00 32 480 8.00 1.3 0.240 0.246 0.204 0.04 0.02 15 18 566 12 12 6 0.00 273.01 33 495 8.25 1.5 0.277 0.243 0.235 0.03 0.02 14 20 568 12 12 8 0.00 273.01 34 510 8.50 1.5 0.277 0.240 0.235 0.04 0.02 15 24 571 12 12 12 0.00 273.01 35 525 8.75 1.6 0.295 0.236 0.251 0.06 0.03 24 36 581 12 12 24 0.00 273.03 36 540 9.00 1.7 0.313 0.233 0.266 0.08 0.04 33 57 598 12 12 45 0.00 273.05 37 555 9.25 1.9 0.350 0.230 0.298 0.12 0.06 50 95 628 13 13 82 0.00 273.09 38 570 9.50 2.0 0.369 0.226 0.313 0.14 0.07 59 141 665 14 14 127 0.00 273.14 39 585 9.75 2.1 0.387 0.223 0.329 0.16 0.08 68 195 708 15 15 181 0.00 273.21 40 600 10.00 2.2 0.406 0.220 0.345 0.19 0.09 77 258 758 16 16 242 0.01 273.28 41 615 10.25 1.5 0.277 0.217 0.235 0.06 0.03 25 267 765 16 16 251 0.01 273.29 42 630 10.50 1.5 0.277 0.214 0.235 0.06 0.03 26 277 773 16 16 261 0.01 273.30 43 645 10.75 2.0 0.369 0.210 0.313 0.16 0.07 66 327 813 17 17 310 0.01 273.35 RCFC & WCD SYNTHETIC UNIT HYDROGRAPH METHOD Loss Rate FRANK SINATRA / PORTOLA DEVELO HYDROLOGY SHORTCUT METHOD MANUAL 24-HOUR STORM Basin Losses in/hr Total In Basin UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM Plate E-2.2 24-Hour Storm Page 10 of 13Item 3B - Page 847 PROJECT: Job No.:2746 BY:FOS DATE 9/30/22 DRAINAGE AREA-ACRES 0.46 VARIABLE LOSS RATE (AVG) IN/HR Basin Percolation Rate 1.0 in/hr UNIT TIME-MINUTES 15 Fm = Minimum value on loss curve (in/hr)0.10 LAG TIME - MINUTES 1.00 C 0.00192 Maxwell Drywells UNIT TIME-PERCENT OF LAG 1495%Low Loss Rate (percent)85.00%Number 0 TOTAL ADJUSTED STORM RAIN (in)4.61 Drywell Percolation Rate 0.00 cfs 0.00 cfm Unit Time Time Pattern Storm Effective Flood Volume Basin Basin Period Minutes Hours Percent Rain Rain Hydrograph In Volume Percolation Maximum Percolation WSEL in/hr Flow Area Percolation Out (Plate E-5.9)Max Low in/hr cfs cu-ft cu-ft sf cu-ft cu-ft cu-ft ac-ft ft RCFC & WCD SYNTHETIC UNIT HYDROGRAPH METHOD Loss Rate FRANK SINATRA / PORTOLA DEVELO HYDROLOGY SHORTCUT METHOD MANUAL 24-HOUR STORM Basin Losses in/hr Total In Basin UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM 44 660 11.00 2.0 0.369 0.207 0.313 0.16 0.07 67 377 853 18 18 359 0.01 273.41 45 675 11.25 1.9 0.350 0.204 0.298 0.15 0.07 61 420 887 18 18 401 0.01 273.46 46 690 11.50 1.9 0.350 0.201 0.298 0.15 0.07 62 463 922 19 19 444 0.01 273.50 47 705 11.75 1.7 0.313 0.198 0.266 0.12 0.05 48 492 944 20 20 472 0.01 273.54 48 720 12.00 1.8 0.332 0.195 0.282 0.14 0.06 57 529 974 20 20 508 0.01 273.58 49 735 12.25 2.5 0.461 0.192 0.392 0.27 0.12 111 620 1,047 22 22 598 0.01 273.68 50 750 12.50 2.6 0.479 0.190 0.408 0.29 0.13 120 718 1,125 23 23 695 0.02 273.79 51 765 12.75 2.8 0.516 0.187 0.439 0.33 0.15 137 832 1,216 25 25 806 0.02 273.92 52 780 13.00 2.9 0.535 0.184 0.455 0.35 0.16 146 952 1,288 27 27 925 0.02 274.03 53 795 13.25 3.4 0.627 0.181 0.533 0.45 0.21 185 1,110 1,363 28 28 1,082 0.02 274.12 54 810 13.50 3.4 0.627 0.178 0.533 0.45 0.21 186 1,268 1,438 30 30 1,238 0.03 274.22 55 825 13.75 2.3 0.424 0.176 0.361 0.25 0.11 103 1,341 1,473 31 31 1,310 0.03 274.27 56 840 14.00 2.3 0.424 0.173 0.361 0.25 0.12 104 1,415 1,508 31 31 1,383 0.03 274.31 57 855 14.25 2.7 0.498 0.170 0.423 0.33 0.15 136 1,519 1,558 32 32 1,487 0.03 274.37 58 870 14.50 2.6 0.479 0.168 0.408 0.31 0.14 129 1,616 1,604 33 33 1,583 0.04 274.43 59 885 14.75 2.6 0.479 0.165 0.408 0.31 0.14 130 1,713 1,650 34 34 1,679 0.04 274.49 60 900 15.00 2.5 0.461 0.163 0.392 0.30 0.14 124 1,802 1,692 35 35 1,767 0.04 274.55 61 915 15.25 2.4 0.443 0.160 0.376 0.28 0.13 117 1,884 1,731 36 36 1,848 0.04 274.60 62 930 15.50 2.3 0.424 0.158 0.361 0.27 0.12 111 1,959 1,767 37 37 1,922 0.04 274.64 63 945 15.75 1.9 0.350 0.155 0.298 0.20 0.09 81 2,003 1,788 37 37 1,966 0.05 274.67 64 960 16.00 1.9 0.350 0.153 0.298 0.20 0.09 82 2,048 1,809 38 38 2,010 0.05 274.70 65 975 16.25 0.4 0.074 0.151 0.063 0.01 0.01 5 2,015 1,793 37 37 1,977 0.05 274.68 66 990 16.50 0.4 0.074 0.148 0.063 0.01 0.01 5 1,982 1,777 37 37 1,945 0.04 274.66 67 1005 16.75 0.3 0.055 0.146 0.047 0.01 0.00 3 1,948 1,762 37 37 1,911 0.04 274.64 68 1020 17.00 0.3 0.055 0.144 0.047 0.01 0.00 3 1,915 1,746 36 36 1,879 0.04 274.62 69 1035 17.25 0.5 0.092 0.142 0.078 0.01 0.01 6 1,884 1,731 36 36 1,848 0.04 274.60 70 1050 17.50 0.5 0.092 0.140 0.078 0.01 0.01 6 1,854 1,717 36 36 1,818 0.04 274.58 71 1065 17.75 0.5 0.092 0.137 0.078 0.01 0.01 6 1,824 1,702 35 35 1,788 0.04 274.56 72 1080 18.00 0.4 0.074 0.135 0.063 0.01 0.01 5 1,793 1,688 35 35 1,758 0.04 274.54 73 1095 18.25 0.4 0.074 0.133 0.063 0.01 0.01 5 1,763 1,673 35 35 1,728 0.04 274.52 74 1110 18.50 0.4 0.074 0.132 0.063 0.01 0.01 5 1,732 1,659 35 35 1,698 0.04 274.50 75 1125 18.75 0.3 0.055 0.130 0.047 0.01 0.00 3 1,701 1,644 34 34 1,667 0.04 274.48 76 1140 19.00 0.2 0.037 0.128 0.031 0.01 0.00 2 1,669 1,629 34 34 1,635 0.04 274.47 77 1155 19.25 0.3 0.055 0.126 0.047 0.01 0.00 3 1,639 1,614 34 34 1,605 0.04 274.45 78 1170 19.50 0.4 0.074 0.124 0.063 0.01 0.01 5 1,610 1,601 33 33 1,576 0.04 274.43 79 1185 19.75 0.3 0.055 0.123 0.047 0.01 0.00 3 1,580 1,586 33 33 1,547 0.04 274.41 80 1200 20.00 0.2 0.037 0.121 0.031 0.01 0.00 2 1,549 1,572 33 33 1,516 0.03 274.39 81 1215 20.25 0.3 0.055 0.119 0.047 0.01 0.00 3 1,520 1,558 32 32 1,487 0.03 274.37 82 1230 20.50 0.3 0.055 0.118 0.047 0.01 0.00 3 1,491 1,544 32 32 1,458 0.03 274.36 83 1245 20.75 0.3 0.055 0.116 0.047 0.01 0.00 3 1,462 1,530 32 32 1,430 0.03 274.34 84 1260 21.00 0.2 0.037 0.115 0.031 0.01 0.00 2 1,432 1,516 32 32 1,401 0.03 274.32 85 1275 21.25 0.3 0.055 0.113 0.047 0.01 0.00 3 1,404 1,503 31 31 1,373 0.03 274.30 86 1290 21.50 0.2 0.037 0.112 0.031 0.01 0.00 2 1,375 1,489 31 31 1,344 0.03 274.29 Plate E-2.2 24-Hour Storm Page 11 of 13Item 3B - Page 848 PROJECT: Job No.:2746 BY:FOS DATE 9/30/22 DRAINAGE AREA-ACRES 0.46 VARIABLE LOSS RATE (AVG) IN/HR Basin Percolation Rate 1.0 in/hr UNIT TIME-MINUTES 15 Fm = Minimum value on loss curve (in/hr)0.10 LAG TIME - MINUTES 1.00 C 0.00192 Maxwell Drywells UNIT TIME-PERCENT OF LAG 1495%Low Loss Rate (percent)85.00%Number 0 TOTAL ADJUSTED STORM RAIN (in)4.61 Drywell Percolation Rate 0.00 cfs 0.00 cfm Unit Time Time Pattern Storm Effective Flood Volume Basin Basin Period Minutes Hours Percent Rain Rain Hydrograph In Volume Percolation Maximum Percolation WSEL in/hr Flow Area Percolation Out (Plate E-5.9)Max Low in/hr cfs cu-ft cu-ft sf cu-ft cu-ft cu-ft ac-ft ft RCFC & WCD SYNTHETIC UNIT HYDROGRAPH METHOD Loss Rate FRANK SINATRA / PORTOLA DEVELO HYDROLOGY SHORTCUT METHOD MANUAL 24-HOUR STORM Basin Losses in/hr Total In Basin UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM 87 1305 21.75 0.3 0.055 0.111 0.047 0.01 0.00 3 1,348 1,476 31 31 1,317 0.03 274.27 88 1320 22.00 0.2 0.037 0.110 0.031 0.01 0.00 2 1,319 1,463 30 30 1,289 0.03 274.25 89 1335 22.25 0.3 0.055 0.109 0.047 0.01 0.00 3 1,292 1,450 30 30 1,262 0.03 274.24 90 1350 22.50 0.2 0.037 0.108 0.031 0.01 0.00 2 1,264 1,436 30 30 1,234 0.03 274.22 91 1365 22.75 0.2 0.037 0.107 0.031 0.01 0.00 2 1,237 1,423 30 30 1,207 0.03 274.20 92 1380 23.00 0.2 0.037 0.106 0.031 0.01 0.00 2 1,209 1,410 29 29 1,180 0.03 274.19 93 1395 23.25 0.2 0.037 0.105 0.031 0.01 0.00 2 1,182 1,397 29 29 1,153 0.03 274.17 94 1410 23.50 0.2 0.037 0.105 0.031 0.01 0.00 2 1,155 1,385 29 29 1,126 0.03 274.15 95 1425 23.75 0.2 0.037 0.104 0.031 0.01 0.00 2 1,129 1,372 29 29 1,100 0.03 274.14 96 1440 24.00 0.2 0.037 0.104 0.031 0.01 0.00 2 1,102 1,360 28 28 1,074 0.02 274.12 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY TOTAL RAINFALL RAINFALL VOLUME SOIL LOSSES EFFECTIVE RAIN FLOOD VOLUME FLOOD VOLUME REQUIRED STORAGE REQUIRED STORAGE MAX WSEL PEAK FLOW RATE TOTAL BASIN LOSSES AVERAGE PERCOLATION RATE 4.61 in 7,653 cu-ft 4,552 cu-ft 274.70 ft 0.21 cfs 2,027 cu-ft 1.41 cf/min 1.87 in 0.07 acft 3,101 cu-ft 0.05 acft 2,010 cu-ft Plate E-2.2 24-Hour Storm Page 12 of 13Item 3B - Page 849 PROECT JOB No. BASIN DESIGNATION: BASIN CHARACTERISTICS CONTOUR ELEVATION INCR TOTAL INCR TOTAL INCR (ft)(ft)(sf)(sf)(cuft)(cuft)(acre-ft) 273 0 0 552 0 0 0.00 274 1 1 701 1,253 879 879 0.02 275 1 2 772 2,025 1,624 2,503 0.06 276 1 3 842 2,868 2,434 4,938 0.11 277 1 4 913 3,780 3,314 8,251 0.19 WHERE: TOTAL RETENTION BASIN BASIN VOLUME WORKSHEET DEPTH AREA VOLUME FRANK SINATRA / PORTOLA DEVELOPMENT 2746 ( )()2121213 1 AAAAEEV++−= Basin Volume Worksheet Page 13 of 13 Item 3B - Page 850 FOS 2 AMC II AREA SOIL TRIBUTARY AREAS ACRES LOW LOSS RI INFILTRATION IMPERVIOUS DESIG GROUP CONDITION NUMBER RATE PERCENT 7 A MF - APARTMENTS 0.260 D 32 0.74 0.80 120 ft 60 ft 273.5 ft ELEVATION OF CONCENTRATION POINT 272.0 ft 0.02 100 LOW LOSS RATE (Storm Events > 10 Years)85% POINT RAIN FROM NOAA ATLAS 14 1-HOUR 1.64 in 3-HOUR 2.33 in 6-HOUR 3.02 in 24-HOUR 4.61 in BASIN CHARACTERISTICS:ELEVATION AREA 270.0 ft 1,659 sf 272.0 ft 3,584 sf PERCOLATION RATE (in/hr)1.0 in/hr DRYWELL DATA NUMBER USED PERCOLATION RATE LOWEST FLOWLINE ELEVATION 271.50 LOWEST PAD ELEVATION 273.5 PROJECT NUMBER CONCENTRATION POINT DESIGNATION 2746 RETENTION BASIN AMC NUMBER RCFCD SYNTHETIC UNIT HYDROGRAPH - SHORTCUT METHOD DATA INPUT SHEET WORKSHEET PREPARED BY: PROJECT NAME DATE September 30, 2022 FRANK SINATRA / PORTOLA DEVELOPMENT LENGTH OF WATERCOURSE (L) AREA DESIGNATION ELEVATION OF HEADWATER AVERAGE MANNINGS 'N' VALUE STORM FREQUENCY (YEAR) LENGTH TO POINT OPPOSITE CENTROID (Lca) Low Loss Conditions: X=Existing; D=Developed; BS=Retention DA-D Data Input Sheet Page 1 of 13 Item 3B - Page 851 PROJECT: Job No.: BY:DATE:9/30/22 [1] AMC II [2] FREQUENCY-YEARS 100 FROM NOAA ATLAS 14 [3] STORM DURATION:Point Rain 1-HOUR 1.64 in 3-HOUR 2.33 in 6-HOUR 3.02 in 24-HOUR 4.61 in STORM DURATION 1-HOUR 3-HOUR 6-HOUR 24-HOUR RAINFALL VOLUME (cu-ft)1,547 2,198 2,849 4,349 SOIL LOSSES (cu-ft)195 581 1,144 2,587 EFFECTIVE RAIN (in)1.43 1.71 1.81 1.87 FLOOD VOLUME (cu-ft)1,352 1,617 1,705 1,762 (acre-ft)0.03 0.04 0.04 0.04 REQUIRED STORAGE (cu-ft)1,198 1,179 1,074 539 (acre-ft)0.03 0.03 0.02 0.01 FACTOR OF SAFETY 4.27 4.34 4.77 9.50 STORAGE PROVIDED (cu-ft) (acre-ft) PEAK FLOW (cfs)n/a 0.55 0.48 0.12 MAXIMUM WSEL (ft)270.47 270.46 270.42 270.21 DEPTH (ft)0.47 0.46 0.42 0.21 DIFFERENCE (ft)1.03 1.04 1.08 1.29 DIFFERENCE (ft)3.03 3.04 3.08 3.29 ESTIMATED TIME TO DEWATER BASIN Based on Total Flood Volume & Average Percolation Rate (days)0.4 0.4 0.6 1.0 RETENTION BASIN DA-D FRANK SINATRA / PORTOLA DEVELOPMENT [10] H-FEET [9] ELEVATION OF CONCENTRATION POINT 0.260 PHYSICAL DATA [1] CONCENTRATION POINT HYDROLOGY MANUAL BASIC DATA CALCULATION FORM 2746 FOS RCFC & WCD SYNTHETIC UNIT HYDROGRAPH METHOD [2] AREA DESIGNATION [3] AREA - ACRES [4] L-FEET [5] L-MILES 120 0.023 [13] L*LCA/S^0.5 8.12 [11] S-FEET/MILE [6] La-FEET [7] La-MILES [8] ELEVATION OF HEADWATER 0.000 60.00 [12] S^0.5 0.011 66.0 273.5 272 1.5 0.02 [17] 100% OF LAG-MINUTES 0.6 0.6 [14] AVERAGE MANNINGS 'N' [15] LAG TIME-HOURS 0.01 [16] LAG TIME-MINUTES [18] 200% OF LAG-MINUTES RAINFALL DATA 1.1 NOTE: PEAK FLOW FOR THE 1-HOUR STORM IS NOT REPRESENTATIVE. PER RCFCD PEAK DISCHARGES FROM THE 3-HOUR STORM SHOULD NORMALLY COMPARE WELL WITH RATIONAL PEAKS. LOWEST PAD ELEVATION LOWEST FLOWLINE ELEVATION STORM EVENT SUMMARY 273.5 271.50 5,121 0.12 Plate E-2.1 Page 2 of 13 Item 3B - Page 852 PROJECT: Job No.: BY:DATE:9/30/22 MAX LOW LOW MIN SOIL RI PERVIOUS DECIMAL ADJUSTED AREA AREA AVERAGE LOSS LOSS RATE AVERAGE GROUP NUMBER AREA PERCENT INFILTRATION WEIGHTED ADJUSTED CONDITION PER ADJUSTED INFILTRATION OF AREA RATE AVERAGE INFILTRATION RCFC/2322 INFILTRATION RATE IMPERVIOUS RATE RATE (in/hr)(in/hr)(in/hr) [Plate C-1][Plate E-6.1][Plate E-6.2][Plate E-6.3] A 32 0.74 80%0.21 0.260 1.000 0.2072 DEVELOPED 0.2600 0.2600 SUM 0.260 SUM 0.2072 0.2600 VARIABLE LOSS RATE CURVE (24-HOUR STORM ONLY) Fm=0.1036 NOTE: Low loss rates established per RCFC/2322 (Dated: May-30-95) C=0.00192 For 10 Year Storms or Less Ft=C(24-(T/60))^1.55+Fm =0.00192 0.10 in/hr Undeveloped Condition: Low Loss = 90% CONSTANT LOSS RATE (3 & 6 HOUR STORMS)=0.2072 Developed Condition: Low Loss = 0.9 - (0.8 * %impervious) LOW LOSS RATE =0.8500 Basin Site: Low Loss = 10% Where:For 100 Year Storm - Low Loss should be between 80% & 90% T=Time in minutes. To get an average value for each unit time period, Use T=1/2 the unit time for the first time period,of the Rainfall Rate T=1 1/2 unit time for the second period, etc. AVERAGE ADJUSTED LOSS RATE RCFC & WCD HYDROLOGY MANUAL SYNTHETIC UNIT HYDROGRAPH METHOD BASIC DATA CALCULATION FORM FRANK SINATRA / PORTOLA DEVELOPMENT FOS 2746 AMC II (24-(T/60))^1.55 + LAND USE MF - APARTMENTS Plate E-2.1 Page 3 of 13Item 3B - Page 853 PROJECT: Job No.:2746 BY:FOS DATE 9/30/22 DRAINAGE AREA-ACRES 0.26 Basin Percolation Rate 1.0 in/hr UNIT TIME-MINUTES 5 LAG TIME - MINUTES 0.56 Maxwell Drywells UNIT TIME-PERCENT OF LAG 888.6 Number 0 TOTAL ADJUSTED STORM RAIN-INCHES 1.64 Drywell Percolation Rate 0.00 cfs 0.00 cfm CONSTANT LOSS RATE-in/hr 0.21 LOW LOSS RATE - PERCENT 85.00% Unit Time Pattern Storm Effective Flood Volume Basin Basin Period Minutes Hours Percent Rain Rain Hydrograph In Volume Percolation Maximum Percolation WSEL in/hr Flow Area Percolation Out (Plate E-5.9)Max Low in/hr cfs cu-ft cu-ft sf cu-ft cu-ft cu-ft ac-ft ft 1 5 0.08 3.6 0.71 0.21 0.60 0.50 0.13 39 39 1,674 12 12 28 0.00 270.01 2 10 0.17 4.2 0.83 0.21 0.70 0.62 0.16 49 76 1,688 12 12 65 0.00 270.03 3 15 0.25 4.4 0.87 0.21 0.74 0.66 0.17 52 117 1,703 12 12 105 0.00 270.04 4 20 0.33 4.6 0.91 0.21 0.77 0.70 0.18 55 160 1,719 12 12 148 0.00 270.06 5 25 0.42 5.0 0.98 0.21 0.84 0.78 0.20 61 209 1,737 12 12 197 0.00 270.08 6 30 0.50 5.6 1.10 0.21 0.94 0.89 0.23 70 267 1,759 12 12 255 0.01 270.10 7 35 0.58 6.4 1.26 0.21 1.07 1.05 0.28 83 338 1,786 12 12 325 0.01 270.13 8 40 0.67 8.1 1.59 0.21 1.35 1.39 0.36 109 434 1,822 13 13 422 0.01 270.16 9 45 0.75 13.1 2.58 0.21 2.19 2.37 0.62 186 608 1,887 13 13 595 0.01 270.23 10 50 0.83 34.5 6.79 0.21 5.77 6.58 1.73 518 1,112 2,077 14 14 1,098 0.03 270.43 11 55 0.92 6.7 1.32 0.21 1.12 1.11 0.29 87 1,185 2,104 15 15 1,171 0.03 270.46 12 60 1.00 3.8 0.75 0.21 0.64 0.54 0.14 43 1,213 2,115 15 15 1,198 0.03 270.47 TOTAL RAINFALL 1.64 in RAINFALL VOLUME 1,547 cu-ft SOIL LOSSES 195 cu-ft EFFECTIVE RAIN 1.43 in FLOOD VOLUME 0.03 acft FLOOD VOLUME 1,352 cu-ft REQUIRED STORAGE 0.03 REQUIRED STORAGE 1,198 cu-ft MAX WSEL 270.47 ft PEAK FLOW RATE 1.73 cfs TOTAL BASIN LOSSES 153 cu-ft AVERAGE PERCOLATION RATE 2.55 cf/min FRANK SINATRA / PORTOLA DEVELOPMENTRCFC & WCD HYDROLOGY MANUAL SYNTHETIC UNIT HYDROGRAPH METHOD SHORTCUT METHOD 1-HOUR STORM EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM Total In Basin in/hr Time Loss Rate Basin Losses Plate E-2.2 1-Hour Storm Page 4 of 13Item 3B - Page 854 PROJECT: Job No.:2746 BY:FOS DATE DRAINAGE AREA-ACRES 0.26 Basin Percolation Rate 1.0 in/hr UNIT TIME-MINUTES 5 LAG TIME - MINUTES 0.56 Maxwell Drywells UNIT TIME-PERCENT OF LAG 888.6 Number 0 TOTAL ADJUSTED STORM RAIN (in)2.33 Drywell Percolation Rate 0.00 cfs 0.00 cfm CONSTANT LOSS RATE (in/hr)0.21 LOW LOSS RATE - PERCENT 85.00% Unit Time Pattern Storm Effective Flood Volume Basin Basin Period Minutes Hours Percent Rain Rain Hydrograph In Volume Percolation Maximum Percolation WSEL in/hr Flow Area Percolation Out (Plate E-5.9)Max Low in/hr cfs cu-ft cu-ft sf cu-ft cu-ft cu-ft ac-ft ft 1 5 0.08 1.3 0.36 0.21 0.31 0.16 0.04 12 12 1,663 12 12 1 0.00 270.00 2 10 0.17 1.3 0.36 0.21 0.31 0.16 0.04 12 13 1,664 12 12 1 0.00 270.00 3 15 0.25 1.1 0.31 0.21 0.26 0.10 0.03 8 9 1,662 12 9 0 0.00 270.00 4 20 0.33 1.5 0.42 0.21 0.36 0.21 0.06 17 17 1,665 12 12 5 0.00 270.00 5 25 0.42 1.5 0.42 0.21 0.36 0.21 0.06 17 22 1,667 12 12 10 0.00 270.00 6 30 0.50 1.8 0.50 0.21 0.43 0.30 0.08 23 34 1,671 12 12 22 0.00 270.01 7 35 0.58 1.5 0.42 0.21 0.36 0.21 0.06 17 39 1,673 12 12 27 0.00 270.01 8 40 0.67 1.8 0.50 0.21 0.43 0.30 0.08 23 50 1,678 12 12 39 0.00 270.02 9 45 0.75 1.8 0.50 0.21 0.43 0.30 0.08 23 62 1,682 12 12 50 0.00 270.02 10 50 0.83 1.5 0.42 0.21 0.36 0.21 0.06 17 67 1,684 12 12 55 0.00 270.02 11 55 0.92 1.6 0.45 0.21 0.38 0.24 0.06 19 74 1,687 12 12 62 0.00 270.02 12 60 1.00 1.8 0.50 0.21 0.43 0.30 0.08 23 86 1,691 12 12 74 0.00 270.03 13 65 1.08 2.2 0.62 0.21 0.52 0.41 0.11 32 106 1,699 12 12 94 0.00 270.04 14 70 1.17 2.2 0.62 0.21 0.52 0.41 0.11 32 126 1,706 12 12 114 0.00 270.04 15 75 1.25 2.2 0.62 0.21 0.52 0.41 0.11 32 146 1,714 12 12 135 0.00 270.05 16 80 1.33 2.0 0.56 0.21 0.48 0.35 0.09 28 162 1,720 12 12 150 0.00 270.06 17 85 1.42 2.6 0.73 0.21 0.62 0.52 0.14 41 191 1,731 12 12 179 0.00 270.07 18 90 1.50 2.7 0.75 0.21 0.64 0.55 0.14 43 222 1,742 12 12 210 0.00 270.08 19 95 1.58 2.4 0.67 0.21 0.57 0.46 0.12 36 247 1,751 12 12 234 0.01 270.09 20 100 1.67 2.7 0.75 0.21 0.64 0.55 0.14 43 277 1,763 12 12 265 0.01 270.10 21 105 1.75 3.3 0.92 0.21 0.78 0.72 0.19 56 321 1,780 12 12 309 0.01 270.12 22 110 1.83 3.1 0.87 0.21 0.74 0.66 0.17 52 361 1,795 12 12 348 0.01 270.14 23 115 1.92 2.9 0.81 0.21 0.69 0.60 0.16 47 396 1,808 13 13 383 0.01 270.15 24 120 2.00 3.0 0.84 0.21 0.71 0.63 0.17 50 433 1,822 13 13 420 0.01 270.16 25 125 2.08 3.1 0.87 0.21 0.74 0.66 0.17 52 472 1,836 13 13 460 0.01 270.18 Total In Basin in/hr MANUAL 3-HOUR STORM UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM Time Loss Rate Basin Losses RCFC & WCD SYNTHETIC UNIT HYDROGRAPH METHOD FRANK SINATRA / PORTOLA DEVELOPM HYDROLOGY SHORTCUT METHOD Plate E-2.2 3-Hour Storm Page 5 of 13Item 3B - Page 855 PROJECT: Job No.:2746 BY:FOS DATE DRAINAGE AREA-ACRES 0.26 Basin Percolation Rate 1.0 in/hr UNIT TIME-MINUTES 5 LAG TIME - MINUTES 0.56 Maxwell Drywells UNIT TIME-PERCENT OF LAG 888.6 Number 0 TOTAL ADJUSTED STORM RAIN (in)2.33 Drywell Percolation Rate 0.00 cfs 0.00 cfm CONSTANT LOSS RATE (in/hr)0.21 LOW LOSS RATE - PERCENT 85.00% Unit Time Pattern Storm Effective Flood Volume Basin Basin Period Minutes Hours Percent Rain Rain Hydrograph In Volume Percolation Maximum Percolation WSEL in/hr Flow Area Percolation Out (Plate E-5.9)Max Low in/hr cfs cu-ft cu-ft sf cu-ft cu-ft cu-ft ac-ft ft Total In Basin in/hr MANUAL 3-HOUR STORM UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM Time Loss Rate Basin Losses RCFC & WCD SYNTHETIC UNIT HYDROGRAPH METHOD FRANK SINATRA / PORTOLA DEVELOPM HYDROLOGY SHORTCUT METHOD 26 130 2.17 4.2 1.17 0.21 1.00 0.97 0.25 76 536 1,860 13 13 523 0.01 270.20 27 135 2.25 5.0 1.40 0.21 1.19 1.19 0.31 94 616 1,890 13 13 603 0.01 270.24 28 140 2.33 3.5 0.98 0.21 0.83 0.77 0.20 61 664 1,908 13 13 651 0.01 270.25 29 145 2.42 6.8 1.90 0.21 1.62 1.69 0.44 133 784 1,953 14 14 770 0.02 270.30 30 150 2.50 7.3 2.04 0.21 1.73 1.83 0.48 144 914 2,003 14 14 900 0.02 270.35 31 155 2.58 8.2 2.29 0.21 1.95 2.09 0.55 164 1,064 2,059 14 14 1,050 0.02 270.41 32 160 2.67 5.9 1.65 0.21 1.40 1.44 0.38 113 1,163 2,096 15 15 1,149 0.03 270.45 33 165 2.75 2.0 0.56 0.21 0.48 0.35 0.09 28 1,177 2,101 15 15 1,162 0.03 270.45 34 170 2.83 1.8 0.50 0.21 0.43 0.30 0.08 23 1,185 2,104 15 15 1,171 0.03 270.46 35 175 2.92 1.8 0.50 0.21 0.43 0.30 0.08 23 1,194 2,108 15 15 1,179 0.03 270.46 36 180 3.00 0.6 0.17 0.21 0.14 0.03 0.01 2 1,181 2,103 15 15 1,167 0.03 270.46 TOTAL RAIN RAINFALL VOLUME SOIL LOSSES EFFECTIVE RAIN FLOOD VOLUME FLOOD VOLUME REQUIRED STORAGE REQUIRED STORAGE MAX WSEL PEAK FLOW RATE TOTAL BASIN LOSSES AVERAGE PERCOLATION RATE 581 cu-ft 2.33 in 2,198 cu-ft 270.46 ft 0.55 cfs 450 cu-ft 2.50 cf/min 1.71 in 0.04 acft 1,617 cu-ft 0.03 acft 1,179 cu-ft EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY Plate E-2.2 3-Hour Storm Page 6 of 13Item 3B - Page 856 PROJECT: Job No.:2746 BY:FOS DATE 9/30/22 DRAINAGE AREA-ACRES 0.26 Basin Percolation Rate 1.0 in/hr UNIT TIME-MINUTES 5 LAG TIME - MINUTES 0.56 Maxwell Drywells UNIT TIME-PERCENT OF LAG 888.6 Number 0 TOTAL ADJUSTED STORM RAIN (in)3.02 Drywell Percolation Rate 0.00 cfs 0.00 cfm CONSTANT LOSS RATE (in/hr)0.21 LOW LOSS RATE - PERCENT 85.00% Unit Time Pattern Storm Effective Flood Volume Basin Basin Period Minutes Hours Percent Rain Rain Hydrograph In Volume Percolation Maximum Percolation WSEL in/hr Flow Area Percolation Out (Plate E-5.9)Max Low in/hr cfs cu-ft cu-ft sf cu-ft cu-ft cu-ft ac-ft ft 1 5 0.08 0.5 0.18 0.21 0.15 0.03 0.01 2 2 1,660 12 2 0 0.00 270.00 2 10 0.17 0.6 0.22 0.21 0.18 0.01 0.00 1 1 1,659 12 1 0 0.00 270.00 3 15 0.25 0.6 0.22 0.21 0.18 0.01 0.00 1 1 1,659 12 1 0 0.00 270.00 4 20 0.33 0.6 0.22 0.21 0.18 0.01 0.00 1 1 1,659 12 1 0 0.00 270.00 5 25 0.42 0.6 0.22 0.21 0.18 0.01 0.00 1 1 1,659 12 1 0 0.00 270.00 6 30 0.50 0.7 0.25 0.21 0.22 0.05 0.01 4 4 1,660 12 4 0 0.00 270.00 7 35 0.58 0.7 0.25 0.21 0.22 0.05 0.01 4 4 1,660 12 4 0 0.00 270.00 8 40 0.67 0.7 0.25 0.21 0.22 0.05 0.01 4 4 1,660 12 4 0 0.00 270.00 9 45 0.75 0.7 0.25 0.21 0.22 0.05 0.01 4 4 1,660 12 4 0 0.00 270.00 10 50 0.83 0.7 0.25 0.21 0.22 0.05 0.01 4 4 1,660 12 4 0 0.00 270.00 11 55 0.92 0.7 0.25 0.21 0.22 0.05 0.01 4 4 1,660 12 4 0 0.00 270.00 12 60 1.00 0.8 0.29 0.21 0.25 0.08 0.02 7 7 1,661 12 7 0 0.00 270.00 13 65 1.08 0.8 0.29 0.21 0.25 0.08 0.02 7 7 1,661 12 7 0 0.00 270.00 14 70 1.17 0.8 0.29 0.21 0.25 0.08 0.02 7 7 1,661 12 7 0 0.00 270.00 15 75 1.25 0.8 0.29 0.21 0.25 0.08 0.02 7 7 1,661 12 7 0 0.00 270.00 16 80 1.33 0.8 0.29 0.21 0.25 0.08 0.02 7 7 1,661 12 7 0 0.00 270.00 17 85 1.42 0.8 0.29 0.21 0.25 0.08 0.02 7 7 1,661 12 7 0 0.00 270.00 18 90 1.50 0.8 0.29 0.21 0.25 0.08 0.02 7 7 1,661 12 7 0 0.00 270.00 19 95 1.58 0.8 0.29 0.21 0.25 0.08 0.02 7 7 1,661 12 7 0 0.00 270.00 20 100 1.67 0.8 0.29 0.21 0.25 0.08 0.02 7 7 1,661 12 7 0 0.00 270.00 21 105 1.75 0.8 0.29 0.21 0.25 0.08 0.02 7 7 1,661 12 7 0 0.00 270.00 22 110 1.83 0.8 0.29 0.21 0.25 0.08 0.02 7 7 1,661 12 7 0 0.00 270.00 23 115 1.92 0.8 0.29 0.21 0.25 0.08 0.02 7 7 1,661 12 7 0 0.00 270.00 24 120 2.00 0.9 0.33 0.21 0.28 0.12 0.03 9 9 1,662 12 9 0 0.00 270.00 Loss Rate RCFC & WCD SYNTHETIC UNIT HYDROGRAPH METHOD FRANK SINATRA / PORTOLA DEVELO HYDROLOGY SHORTCUT METHOD Total In Basin in/hr MANUAL 6-HOUR STORM UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM Time Basin Losses Plate E-2.2 6-Hour Storm Page 7 of 13Item 3B - Page 857 PROJECT: Job No.:2746 BY:FOS DATE 9/30/22 DRAINAGE AREA-ACRES 0.26 Basin Percolation Rate 1.0 in/hr UNIT TIME-MINUTES 5 LAG TIME - MINUTES 0.56 Maxwell Drywells UNIT TIME-PERCENT OF LAG 888.6 Number 0 TOTAL ADJUSTED STORM RAIN (in)3.02 Drywell Percolation Rate 0.00 cfs 0.00 cfm CONSTANT LOSS RATE (in/hr)0.21 LOW LOSS RATE - PERCENT 85.00% Unit Time Pattern Storm Effective Flood Volume Basin Basin Period Minutes Hours Percent Rain Rain Hydrograph In Volume Percolation Maximum Percolation WSEL in/hr Flow Area Percolation Out (Plate E-5.9)Max Low in/hr cfs cu-ft cu-ft sf cu-ft cu-ft cu-ft ac-ft ft Loss Rate RCFC & WCD SYNTHETIC UNIT HYDROGRAPH METHOD FRANK SINATRA / PORTOLA DEVELO HYDROLOGY SHORTCUT METHOD Total In Basin in/hr MANUAL 6-HOUR STORM UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM Time Basin Losses 25 125 2.08 0.8 0.29 0.21 0.25 0.08 0.02 7 7 1,661 12 7 0 0.00 270.00 26 130 2.17 0.9 0.33 0.21 0.28 0.12 0.03 9 9 1,662 12 9 0 0.00 270.00 27 135 2.25 0.9 0.33 0.21 0.28 0.12 0.03 9 9 1,662 12 9 0 0.00 270.00 28 140 2.33 0.9 0.33 0.21 0.28 0.12 0.03 9 9 1,662 12 9 0 0.00 270.00 29 145 2.42 0.9 0.33 0.21 0.28 0.12 0.03 9 9 1,662 12 9 0 0.00 270.00 30 150 2.50 0.9 0.33 0.21 0.28 0.12 0.03 9 9 1,662 12 9 0 0.00 270.00 31 155 2.58 0.9 0.33 0.21 0.28 0.12 0.03 9 9 1,662 12 9 0 0.00 270.00 32 160 2.67 0.9 0.33 0.21 0.28 0.12 0.03 9 9 1,662 12 9 0 0.00 270.00 33 165 2.75 1.0 0.36 0.21 0.31 0.16 0.04 12 12 1,663 12 12 1 0.00 270.00 34 170 2.83 1.0 0.36 0.21 0.31 0.16 0.04 12 13 1,664 12 12 1 0.00 270.00 35 175 2.92 1.0 0.36 0.21 0.31 0.16 0.04 12 14 1,664 12 12 2 0.00 270.00 36 180 3.00 1.0 0.36 0.21 0.31 0.16 0.04 12 14 1,664 12 12 3 0.00 270.00 37 185 3.08 1.0 0.36 0.21 0.31 0.16 0.04 12 15 1,664 12 12 3 0.00 270.00 38 190 3.17 1.1 0.40 0.21 0.34 0.19 0.05 15 18 1,666 12 12 7 0.00 270.00 39 195 3.25 1.1 0.40 0.21 0.34 0.19 0.05 15 22 1,667 12 12 10 0.00 270.00 40 200 3.33 1.1 0.40 0.21 0.34 0.19 0.05 15 25 1,668 12 12 14 0.00 270.01 41 205 3.42 1.2 0.43 0.21 0.37 0.23 0.06 18 32 1,671 12 12 20 0.00 270.01 42 210 3.50 1.3 0.47 0.21 0.40 0.26 0.07 21 41 1,674 12 12 29 0.00 270.01 43 215 3.58 1.4 0.51 0.21 0.43 0.30 0.08 24 53 1,679 12 12 41 0.00 270.02 44 220 3.67 1.4 0.51 0.21 0.43 0.30 0.08 24 65 1,683 12 12 53 0.00 270.02 45 225 3.75 1.5 0.54 0.21 0.46 0.34 0.09 26 79 1,689 12 12 68 0.00 270.03 46 230 3.83 1.5 0.54 0.21 0.46 0.34 0.09 26 94 1,694 12 12 82 0.00 270.03 47 235 3.92 1.6 0.58 0.21 0.49 0.37 0.10 29 112 1,701 12 12 100 0.00 270.04 48 240 4.00 1.6 0.58 0.21 0.49 0.37 0.10 29 129 1,707 12 12 117 0.00 270.05 49 245 4.08 1.7 0.62 0.21 0.52 0.41 0.11 32 149 1,715 12 12 138 0.00 270.05 50 250 4.17 1.8 0.65 0.21 0.55 0.45 0.12 35 172 1,724 12 12 161 0.00 270.06 Plate E-2.2 6-Hour Storm Page 8 of 13Item 3B - Page 858 PROJECT: Job No.:2746 BY:FOS DATE 9/30/22 DRAINAGE AREA-ACRES 0.26 Basin Percolation Rate 1.0 in/hr UNIT TIME-MINUTES 5 LAG TIME - MINUTES 0.56 Maxwell Drywells UNIT TIME-PERCENT OF LAG 888.6 Number 0 TOTAL ADJUSTED STORM RAIN (in)3.02 Drywell Percolation Rate 0.00 cfs 0.00 cfm CONSTANT LOSS RATE (in/hr)0.21 LOW LOSS RATE - PERCENT 85.00% Unit Time Pattern Storm Effective Flood Volume Basin Basin Period Minutes Hours Percent Rain Rain Hydrograph In Volume Percolation Maximum Percolation WSEL in/hr Flow Area Percolation Out (Plate E-5.9)Max Low in/hr cfs cu-ft cu-ft sf cu-ft cu-ft cu-ft ac-ft ft Loss Rate RCFC & WCD SYNTHETIC UNIT HYDROGRAPH METHOD FRANK SINATRA / PORTOLA DEVELO HYDROLOGY SHORTCUT METHOD Total In Basin in/hr MANUAL 6-HOUR STORM UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM Time Basin Losses 51 255 4.25 1.9 0.69 0.21 0.59 0.48 0.13 38 198 1,733 12 12 186 0.00 270.07 52 260 4.33 2.0 0.72 0.21 0.62 0.52 0.14 41 227 1,744 12 12 215 0.00 270.08 53 265 4.42 2.1 0.76 0.21 0.65 0.55 0.15 44 258 1,756 12 12 246 0.01 270.10 54 270 4.50 2.1 0.76 0.21 0.65 0.55 0.15 44 290 1,768 12 12 278 0.01 270.11 55 275 4.58 2.2 0.80 0.21 0.68 0.59 0.15 46 324 1,781 12 12 312 0.01 270.12 56 280 4.67 2.3 0.83 0.21 0.71 0.63 0.16 49 361 1,794 12 12 348 0.01 270.14 57 285 4.75 2.4 0.87 0.21 0.74 0.66 0.17 52 400 1,809 13 13 388 0.01 270.15 58 290 4.83 2.4 0.87 0.21 0.74 0.66 0.17 52 440 1,824 13 13 427 0.01 270.17 59 295 4.92 2.5 0.91 0.21 0.77 0.70 0.18 55 482 1,840 13 13 469 0.01 270.18 60 300 5.00 2.6 0.94 0.21 0.80 0.74 0.19 58 527 1,857 13 13 514 0.01 270.20 61 305 5.08 3.1 1.12 0.21 0.95 0.92 0.24 72 586 1,879 13 13 573 0.01 270.22 62 310 5.17 3.6 1.30 0.21 1.11 1.10 0.29 86 660 1,907 13 13 646 0.01 270.25 63 315 5.25 3.9 1.41 0.21 1.20 1.21 0.32 95 741 1,937 13 13 728 0.02 270.28 64 320 5.33 4.2 1.52 0.21 1.29 1.31 0.34 103 831 1,971 14 14 817 0.02 270.32 65 325 5.42 4.7 1.70 0.21 1.45 1.50 0.39 118 935 2,010 14 14 921 0.02 270.36 66 330 5.50 5.6 2.03 0.21 1.73 1.82 0.48 143 1,064 2,059 14 14 1,050 0.02 270.41 67 335 5.58 1.9 0.69 0.21 0.59 0.48 0.13 38 1,088 2,068 14 14 1,074 0.02 270.42 68 340 5.67 0.9 0.33 0.21 0.28 0.12 0.03 9 1,083 2,066 14 14 1,069 0.02 270.42 69 345 5.75 0.6 0.22 0.21 0.18 0.01 0.00 1 1,069 2,061 14 14 1,055 0.02 270.41 70 350 5.83 0.5 0.18 0.21 0.15 0.03 0.01 2 1,057 2,056 14 14 1,043 0.02 270.41 71 355 5.92 0.3 0.11 0.21 0.09 0.02 0.00 1 1,044 2,051 14 14 1,030 0.02 270.40 72 360 6.00 0.2 0.07 0.21 0.06 0.01 0.00 1 1,031 2,046 14 14 1,017 0.02 270.40 TOTAL RAINFALL RAINFALL VOLUME SOIL LOSSES EFFECTIVE RAIN FLOOD VOLUME FLOOD VOLUME REQUIRED STORAGE REQUIRED STORAGE MAX WSEL PEAK FLOW RATE TOTAL BASIN LOSSES AVERAGE PERCOLATION RATE 2,849 cu-ft 3.02 in 1,144 cu-ft 270.42 ft 0.48 cfs 1.91 cf/min 689 cu-ft 1.81 in 0.04 acft 1,705 cu-ft 0.02 acft 1,074 cu-ft EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY Plate E-2.2 6-Hour Storm Page 9 of 13Item 3B - Page 859 PROJECT: Job No.:2746 BY:FOS DATE 9/30/22 DRAINAGE AREA-ACRES 0.26 VARIABLE LOSS RATE (AVG) IN/HR Basin Percolation Rate 1.0 in/hr UNIT TIME-MINUTES 15 Fm = Minimum value on loss curve (in/hr)0.10 LAG TIME - MINUTES 0.56 C 0.00192 Maxwell Drywells UNIT TIME-PERCENT OF LAG 2666%Low Loss Rate (percent)85.00%Number 0 TOTAL ADJUSTED STORM RAIN (in)4.61 Drywell Percolation Rate 0.00 cfs 0.00 cfm Unit Time Time Pattern Storm Effective Flood Volume Basin Basin Period Minutes Hours Percent Rain Rain Hydrograph In Volume Percolation Maximum Percolation WSEL in/hr Flow Area Percolation Out (Plate E-5.9)Max Low in/hr cfs cu-ft cu-ft sf cu-ft cu-ft cu-ft ac-ft ft 1 15 0.25 0.2 0.037 0.366 0.031 0.01 0.00 1 1 1,659 35 1 0 0.00 270.00 2 30 0.50 0.3 0.055 0.362 0.047 0.01 0.00 2 2 1,660 35 2 0 0.00 270.00 3 45 0.75 0.3 0.055 0.357 0.047 0.01 0.00 2 2 1,660 35 2 0 0.00 270.00 4 60 1.00 0.4 0.074 0.353 0.063 0.01 0.00 3 3 1,660 35 3 0 0.00 270.00 5 75 1.25 0.3 0.055 0.349 0.047 0.01 0.00 2 2 1,660 35 2 0 0.00 270.00 6 90 1.50 0.3 0.055 0.345 0.047 0.01 0.00 2 2 1,660 35 2 0 0.00 270.00 7 105 1.75 0.3 0.055 0.341 0.047 0.01 0.00 2 2 1,660 35 2 0 0.00 270.00 8 120 2.00 0.4 0.074 0.337 0.063 0.01 0.00 3 3 1,660 35 3 0 0.00 270.00 9 135 2.25 0.4 0.074 0.333 0.063 0.01 0.00 3 3 1,660 35 3 0 0.00 270.00 10 150 2.50 0.4 0.074 0.329 0.063 0.01 0.00 3 3 1,660 35 3 0 0.00 270.00 11 165 2.75 0.5 0.092 0.325 0.078 0.01 0.00 3 3 1,660 35 3 0 0.00 270.00 12 180 3.00 0.5 0.092 0.321 0.078 0.01 0.00 3 3 1,660 35 3 0 0.00 270.00 13 195 3.25 0.5 0.092 0.317 0.078 0.01 0.00 3 3 1,660 35 3 0 0.00 270.00 14 210 3.50 0.5 0.092 0.313 0.078 0.01 0.00 3 3 1,660 35 3 0 0.00 270.00 15 225 3.75 0.5 0.092 0.309 0.078 0.01 0.00 3 3 1,660 35 3 0 0.00 270.00 16 240 4.00 0.6 0.111 0.305 0.094 0.02 0.00 4 4 1,660 35 4 0 0.00 270.00 17 255 4.25 0.6 0.111 0.301 0.094 0.02 0.00 4 4 1,660 35 4 0 0.00 270.00 18 270 4.50 0.7 0.129 0.297 0.110 0.02 0.01 5 5 1,661 35 5 0 0.00 270.00 19 285 4.75 0.7 0.129 0.293 0.110 0.02 0.01 5 5 1,661 35 5 0 0.00 270.00 20 300 5.00 0.8 0.148 0.290 0.125 0.02 0.01 5 5 1,661 35 5 0 0.00 270.00 21 315 5.25 0.6 0.111 0.286 0.094 0.02 0.00 4 4 1,660 35 4 0 0.00 270.00 22 330 5.50 0.7 0.129 0.282 0.110 0.02 0.01 5 5 1,661 35 5 0 0.00 270.00 23 345 5.75 0.8 0.148 0.278 0.125 0.02 0.01 5 5 1,661 35 5 0 0.00 270.00 24 360 6.00 0.8 0.148 0.275 0.125 0.02 0.01 5 5 1,661 35 5 0 0.00 270.00 25 375 6.25 0.9 0.166 0.271 0.141 0.02 0.01 6 6 1,661 35 6 0 0.00 270.00 26 390 6.50 0.9 0.166 0.267 0.141 0.02 0.01 6 6 1,661 35 6 0 0.00 270.00 27 405 6.75 1.0 0.184 0.264 0.157 0.03 0.01 7 7 1,661 35 7 0 0.00 270.00 28 420 7.00 1.0 0.184 0.260 0.157 0.03 0.01 7 7 1,661 35 7 0 0.00 270.00 29 435 7.25 1.0 0.184 0.257 0.157 0.03 0.01 7 7 1,661 35 7 0 0.00 270.00 30 450 7.50 1.1 0.203 0.253 0.172 0.03 0.01 7 7 1,661 35 7 0 0.00 270.00 31 465 7.75 1.2 0.221 0.250 0.188 0.03 0.01 8 8 1,662 35 8 0 0.00 270.00 32 480 8.00 1.3 0.240 0.246 0.204 0.04 0.01 8 8 1,662 35 8 0 0.00 270.00 33 495 8.25 1.5 0.277 0.243 0.235 0.03 0.01 8 8 1,662 35 8 0 0.00 270.00 34 510 8.50 1.5 0.277 0.240 0.235 0.04 0.01 9 9 1,662 35 9 0 0.00 270.00 35 525 8.75 1.6 0.295 0.236 0.251 0.06 0.02 14 14 1,664 35 14 0 0.00 270.00 36 540 9.00 1.7 0.313 0.233 0.266 0.08 0.02 19 19 1,666 35 19 0 0.00 270.00 37 555 9.25 1.9 0.350 0.230 0.298 0.12 0.03 28 28 1,670 35 28 0 0.00 270.00 38 570 9.50 2.0 0.369 0.226 0.313 0.14 0.04 34 34 1,671 35 34 0 0.00 270.00 39 585 9.75 2.1 0.387 0.223 0.329 0.16 0.04 39 39 1,673 35 35 4 0.00 270.00 40 600 10.00 2.2 0.406 0.220 0.345 0.19 0.05 44 48 1,677 35 35 13 0.00 270.00 41 615 10.25 1.5 0.277 0.217 0.235 0.06 0.02 14 27 1,669 35 27 0 0.00 270.00 42 630 10.50 1.5 0.277 0.214 0.235 0.06 0.02 15 15 1,664 35 15 0 0.00 270.00 43 645 10.75 2.0 0.369 0.210 0.313 0.16 0.04 37 37 1,673 35 35 3 0.00 270.00 RCFC & WCD SYNTHETIC UNIT HYDROGRAPH METHOD Loss Rate FRANK SINATRA / PORTOLA DEVELO HYDROLOGY SHORTCUT METHOD MANUAL 24-HOUR STORM Basin Losses in/hr Total In Basin UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM Plate E-2.2 24-Hour Storm Page 10 of 13Item 3B - Page 860 PROJECT: Job No.:2746 BY:FOS DATE 9/30/22 DRAINAGE AREA-ACRES 0.26 VARIABLE LOSS RATE (AVG) IN/HR Basin Percolation Rate 1.0 in/hr UNIT TIME-MINUTES 15 Fm = Minimum value on loss curve (in/hr)0.10 LAG TIME - MINUTES 0.56 C 0.00192 Maxwell Drywells UNIT TIME-PERCENT OF LAG 2666%Low Loss Rate (percent)85.00%Number 0 TOTAL ADJUSTED STORM RAIN (in)4.61 Drywell Percolation Rate 0.00 cfs 0.00 cfm Unit Time Time Pattern Storm Effective Flood Volume Basin Basin Period Minutes Hours Percent Rain Rain Hydrograph In Volume Percolation Maximum Percolation WSEL in/hr Flow Area Percolation Out (Plate E-5.9)Max Low in/hr cfs cu-ft cu-ft sf cu-ft cu-ft cu-ft ac-ft ft RCFC & WCD SYNTHETIC UNIT HYDROGRAPH METHOD Loss Rate FRANK SINATRA / PORTOLA DEVELO HYDROLOGY SHORTCUT METHOD MANUAL 24-HOUR STORM Basin Losses in/hr Total In Basin UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM 44 660 11.00 2.0 0.369 0.207 0.313 0.16 0.04 38 41 1,674 35 35 6 0.00 270.00 45 675 11.25 1.9 0.350 0.204 0.298 0.15 0.04 34 40 1,674 35 35 5 0.00 270.00 46 690 11.50 1.9 0.350 0.201 0.298 0.15 0.04 35 40 1,674 35 35 6 0.00 270.00 47 705 11.75 1.7 0.313 0.198 0.266 0.12 0.03 27 33 1,671 35 33 0 0.00 270.00 48 720 12.00 1.8 0.332 0.195 0.282 0.14 0.04 32 32 1,671 35 32 0 0.00 270.00 49 735 12.25 2.5 0.461 0.192 0.392 0.27 0.07 63 63 1,683 35 35 28 0.00 270.01 50 750 12.50 2.6 0.479 0.190 0.408 0.29 0.08 68 97 1,695 35 35 61 0.00 270.02 51 765 12.75 2.8 0.516 0.187 0.439 0.33 0.09 78 139 1,711 36 36 103 0.00 270.04 52 780 13.00 2.9 0.535 0.184 0.455 0.35 0.09 83 186 1,729 36 36 150 0.00 270.06 53 795 13.25 3.4 0.627 0.181 0.533 0.45 0.12 105 255 1,755 37 37 219 0.01 270.09 54 810 13.50 3.4 0.627 0.178 0.533 0.45 0.12 106 325 1,781 37 37 287 0.01 270.11 55 825 13.75 2.3 0.424 0.176 0.361 0.25 0.07 59 346 1,789 37 37 309 0.01 270.12 56 840 14.00 2.3 0.424 0.173 0.361 0.25 0.07 59 368 1,797 37 37 331 0.01 270.13 57 855 14.25 2.7 0.498 0.170 0.423 0.33 0.09 77 408 1,812 38 38 370 0.01 270.14 58 870 14.50 2.6 0.479 0.168 0.408 0.31 0.08 74 444 1,826 38 38 406 0.01 270.16 59 885 14.75 2.6 0.479 0.165 0.408 0.31 0.08 74 480 1,839 38 38 441 0.01 270.17 60 900 15.00 2.5 0.461 0.163 0.392 0.30 0.08 70 512 1,851 39 39 473 0.01 270.18 61 915 15.25 2.4 0.443 0.160 0.376 0.28 0.07 67 540 1,862 39 39 501 0.01 270.20 62 930 15.50 2.3 0.424 0.158 0.361 0.27 0.07 63 564 1,871 39 39 525 0.01 270.20 63 945 15.75 1.9 0.350 0.155 0.298 0.20 0.05 46 571 1,873 39 39 532 0.01 270.21 64 960 16.00 1.9 0.350 0.153 0.298 0.20 0.05 47 578 1,876 39 39 539 0.01 270.21 65 975 16.25 0.4 0.074 0.151 0.063 0.01 0.00 3 542 1,863 39 39 503 0.01 270.20 66 990 16.50 0.4 0.074 0.148 0.063 0.01 0.00 3 506 1,849 39 39 467 0.01 270.18 67 1005 16.75 0.3 0.055 0.146 0.047 0.01 0.00 2 469 1,835 38 38 431 0.01 270.17 68 1020 17.00 0.3 0.055 0.144 0.047 0.01 0.00 2 433 1,822 38 38 395 0.01 270.15 69 1035 17.25 0.5 0.092 0.142 0.078 0.01 0.00 3 398 1,809 38 38 361 0.01 270.14 70 1050 17.50 0.5 0.092 0.140 0.078 0.01 0.00 3 364 1,796 37 37 326 0.01 270.13 71 1065 17.75 0.5 0.092 0.137 0.078 0.01 0.00 3 330 1,783 37 37 292 0.01 270.11 72 1080 18.00 0.4 0.074 0.135 0.063 0.01 0.00 3 295 1,770 37 37 258 0.01 270.10 73 1095 18.25 0.4 0.074 0.133 0.063 0.01 0.00 3 261 1,757 37 37 224 0.01 270.09 74 1110 18.50 0.4 0.074 0.132 0.063 0.01 0.00 3 227 1,744 36 36 191 0.00 270.07 75 1125 18.75 0.3 0.055 0.130 0.047 0.01 0.00 2 192 1,731 36 36 156 0.00 270.06 76 1140 19.00 0.2 0.037 0.128 0.031 0.01 0.00 1 158 1,718 36 36 122 0.00 270.05 77 1155 19.25 0.3 0.055 0.126 0.047 0.01 0.00 2 124 1,705 36 36 88 0.00 270.03 78 1170 19.50 0.4 0.074 0.124 0.063 0.01 0.00 3 91 1,693 35 35 56 0.00 270.02 79 1185 19.75 0.3 0.055 0.123 0.047 0.01 0.00 2 58 1,680 35 35 23 0.00 270.01 80 1200 20.00 0.2 0.037 0.121 0.031 0.01 0.00 1 24 1,668 35 24 0 0.00 270.00 81 1215 20.25 0.3 0.055 0.119 0.047 0.01 0.00 2 2 1,660 35 2 0 0.00 270.00 82 1230 20.50 0.3 0.055 0.118 0.047 0.01 0.00 2 2 1,660 35 2 0 0.00 270.00 83 1245 20.75 0.3 0.055 0.116 0.047 0.01 0.00 2 2 1,660 35 2 0 0.00 270.00 84 1260 21.00 0.2 0.037 0.115 0.031 0.01 0.00 1 1 1,659 35 1 0 0.00 270.00 85 1275 21.25 0.3 0.055 0.113 0.047 0.01 0.00 2 2 1,660 35 2 0 0.00 270.00 86 1290 21.50 0.2 0.037 0.112 0.031 0.01 0.00 1 1 1,659 35 1 0 0.00 270.00 Plate E-2.2 24-Hour Storm Page 11 of 13Item 3B - Page 861 PROJECT: Job No.:2746 BY:FOS DATE 9/30/22 DRAINAGE AREA-ACRES 0.26 VARIABLE LOSS RATE (AVG) IN/HR Basin Percolation Rate 1.0 in/hr UNIT TIME-MINUTES 15 Fm = Minimum value on loss curve (in/hr)0.10 LAG TIME - MINUTES 0.56 C 0.00192 Maxwell Drywells UNIT TIME-PERCENT OF LAG 2666%Low Loss Rate (percent)85.00%Number 0 TOTAL ADJUSTED STORM RAIN (in)4.61 Drywell Percolation Rate 0.00 cfs 0.00 cfm Unit Time Time Pattern Storm Effective Flood Volume Basin Basin Period Minutes Hours Percent Rain Rain Hydrograph In Volume Percolation Maximum Percolation WSEL in/hr Flow Area Percolation Out (Plate E-5.9)Max Low in/hr cfs cu-ft cu-ft sf cu-ft cu-ft cu-ft ac-ft ft RCFC & WCD SYNTHETIC UNIT HYDROGRAPH METHOD Loss Rate FRANK SINATRA / PORTOLA DEVELO HYDROLOGY SHORTCUT METHOD MANUAL 24-HOUR STORM Basin Losses in/hr Total In Basin UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM 87 1305 21.75 0.3 0.055 0.111 0.047 0.01 0.00 2 2 1,660 35 2 0 0.00 270.00 88 1320 22.00 0.2 0.037 0.110 0.031 0.01 0.00 1 1 1,659 35 1 0 0.00 270.00 89 1335 22.25 0.3 0.055 0.109 0.047 0.01 0.00 2 2 1,660 35 2 0 0.00 270.00 90 1350 22.50 0.2 0.037 0.108 0.031 0.01 0.00 1 1 1,659 35 1 0 0.00 270.00 91 1365 22.75 0.2 0.037 0.107 0.031 0.01 0.00 1 1 1,659 35 1 0 0.00 270.00 92 1380 23.00 0.2 0.037 0.106 0.031 0.01 0.00 1 1 1,659 35 1 0 0.00 270.00 93 1395 23.25 0.2 0.037 0.105 0.031 0.01 0.00 1 1 1,659 35 1 0 0.00 270.00 94 1410 23.50 0.2 0.037 0.105 0.031 0.01 0.00 1 1 1,659 35 1 0 0.00 270.00 95 1425 23.75 0.2 0.037 0.104 0.031 0.01 0.00 1 1 1,659 35 1 0 0.00 270.00 96 1440 24.00 0.2 0.037 0.104 0.031 0.01 0.00 1 1 1,659 35 1 0 0.00 270.00 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY TOTAL RAINFALL RAINFALL VOLUME SOIL LOSSES EFFECTIVE RAIN FLOOD VOLUME FLOOD VOLUME REQUIRED STORAGE REQUIRED STORAGE MAX WSEL PEAK FLOW RATE TOTAL BASIN LOSSES AVERAGE PERCOLATION RATE 4.61 in 4,349 cu-ft 2,587 cu-ft 270.21 ft 0.12 cfs 1,762 cu-ft 1.22 cf/min 1.87 in 0.04 acft 1,762 cu-ft 0.01 acft 539 cu-ft Plate E-2.2 24-Hour Storm Page 12 of 13Item 3B - Page 862 PROECT JOB No. BASIN DESIGNATION: BASIN CHARACTERISTICS CONTOUR ELEVATION INCR TOTAL INCR TOTAL INCR (ft)(ft)(sf)(sf)(cuft)(cuft)(acre-ft) 270 0 0 1,659 0 0 0.00 272 2 2 1,925 3,584 5,121 5,121 0.12 WHERE: TOTAL RETENTION BASIN BASIN VOLUME WORKSHEET DEPTH AREA VOLUME FRANK SINATRA / PORTOLA DEVELOPMENT 2746 ( )()2121213 1 AAAAEEV++−= Basin Volume Worksheet Page 13 of 13 Item 3B - Page 863 FOS 2746 2 AMC II AREA SOIL TRIBUTARY AREAS ACRES LOW LOSS RI INFILTRATION IMPERVIOUS DESIG GROUP CONDITION NUMBER RATE PERCENT 7 A MF - APARTMENTS 3.12 D 32 0.74 0.80 620 ft 310 ft 279.9 ft ELEVATION OF CONCENTRATION POINT 276.7 ft 0.02 100 LOW LOSS RATE (For storms > 10 Years)85% POINT RAIN FROM NOAA ATLAS 14 1-HOUR 1.64 in 3-HOUR 2.33 in 6-HOUR 3.02 in 24-HOUR 4.61 in UNDERGROUND STORAGE AREA LENGTH:100 ft WIDTH:40 ft TOTAL AREA 4,000 sf PERCOLATION RATE 1.00 in/hr ELEVATION OF HEADWATER AVERAGE MANNINGS 'N' VALUE STORM FREQUENCY (YEAR) AMC NUMBER LENGTH OF WATERCOURSE (L) LENGTH TO POINT OPPOSITE CENTROID (Lca) Low Loss Conditions: X=Existing; D=Developed; BS=Retention RCFCD SYNTHETIC UNIT HYDROGRAPH - SHORTCUT METHOD DATA INPUT SHEET WORKSHEET PREPARED BY: PROJECT NAME September 30, 2022 PROJECT NUMBER CONCENTRATION POINT DESIGNATION DATE: AREA DESIGNATION FRANK SINATRA / PORTOLA DEVELOPMEN UNDERGROUND RETENTION PIPE DA-E Item 3B - Page 864 PROJECT: Job No.: BY:DATE:9/30/22 [1] AMC [2] FREQUENCY-YEARS NOAA ATLAS [3] DURATION: 1-HOUR 3-HOUR 6-HOUR 24-HOUR DURATION 1-HOUR 3-HOUR 6-HOUR 24-HOUR EFFECTIVE RAIN (in)1.43 1.71 1.81 1.87 FLOOD VOLUME (cu-ft)16,234 19,417 20,477 21,163 (acre-ft)0.37 0.45 0.47 0.49 PEAK FLOW (cfs)N/A 6.56 5.73 1.41 PERCOLATION (ft)0.08 0.25 0.50 2.00 PERCOLATION LOSSES (cu-ft)333.33 1000.00 2000.00 8000.00 REQUIRED STORAGE (cu-ft)15900.29 18417.17 18477.41 13163.09 [18] 200% OF LAG-MINUTES STORM EVENT SUMMARY 4.6 Point Rain 1.64 in RAINFALL DATA 4.61 in 2.33 in 3.02 in II 100 0.02 [17] 100% OF LAG-MINUTES 2.3 2.3 [14] AVERAGE MANNINGS 'N' [15] LAG TIME-HOURS 0.04 [16] LAG TIME-MINUTES [13] L*LCA/S^0.5 5.22 [11] S-FEET/MILE [6] La-FEET [7] La-MILES [8] ELEVATION OF HEADWATER 0.001 310.00 [12] S^0.5 0.059 3.2 [9] ELEVATION OF CONCENTRATION POINT RCFC & WCD SYNTHETIC UNIT HYDROGRAPH METHOD UNDERGROUND RETENTION PIPE DA-E FRANK SINATRA / PORTOLA DEVELOPMENT [2] AREA DESIGNATION HYDROLOGY MANUAL BASIC DATA CALCULATION FORM 2746 620 FOS NOTE: PEAK FLOW FOR THE 1-HOUR STORM IS NOT REPRESENTATIVE. PER RCFCD PEAK DISCHARGES FROM THE 3-HOUR STORM SHOULD NORMALLY COMPARE WELL WITH RATIONAL PEAKS. 3.12 PHYSICAL DATA [1] CONCENTRATION POINT [10] H-FEET 27.3 [3] AREA - ACRES [4] L-FEET [5] L-MILES 0.117 279.9 276.7 14 Plate E-2.1 Page 2 of 9 Item 3B - Page 865 PROJECT: Job No.: BY:DATE:9/30/22 MAX LOW LOW MIN SOIL RI PERVIOUS DECIMAL ADJUSTED AREA AREA AVERAGE LOSS LOSS RATE AVERAGE GROUP NUMBER AREA PERCENT INFILTRATION WEIGHTED ADJUSTED CONDITION PER ADJUSTED INFILTRATION OF AREA RATE AVERAGE INFILTRATION RCFC/2322 INFILTRATION RATE IMPERVIOUS RATE RATE (in/hr)(in/hr)(in/hr)(in/hr)(in/hr) [Plate C-1][Plate E-6.1][Plate E-6.2][Plate E-6.3] A 32 0.74 80%0.21 3.12 1.000 0.2072 DEVELOPED 0.2600 0.2600 SUM 3.12 SUM 0.2072 0.2600 VARIABLE LOSS RATE CURVE (24-HOUR STORM ONLY) Fm=0.1036 NOTE: Low loss rates established per RCFC/2322 (Dated: May-30-95) C=0.00192 For Storms Less than the 100 Year Event Ft=C(24-(T/60))^1.55 =0.00192 0.10 in/hr Undeveloped Condition: Low Loss = 90% CONSTANT LOSS RATE (3 & 6 HOUR STORMS)=0.2072 in/hr Developed Condition: Low Loss = 0.9 - (0.8 * %impervious) LOW LOSS RATE =0.8500 in/hr Basin Site: Low Loss = 10% Where:For 100 Year Storm - Low Loss should be between 80% & 90% T=Time in minutes. To get an average value for each unit time period, Use T=1/2 the unit time for the first time period,of the Rainfall Rate T=1 1/2 unit time for the second period, etc. AMC II AVERAGE ADJUSTED LOSS RATE (24-(T/60))^1.55 + LAND USE MF - APARTMENTS FRANK SINATRA / PORTOLA DEVELOPMENT FOS 2746 RCFC & WCD HYDROLOGY MANUAL SYNTHETIC UNIT HYDROGRAPH METHOD BASIC DATA CALCULATION FORM Plate E-2.1 Page 3 of 9Item 3B - Page 866 PROJECT: Job No.:2746 DATE BY:FOS 9/30/22 DRAINAGE AREA-ACRES 3.12 UNIT TIME-MINUTES 5 LAG TIME - MINUTES 2.32 UNIT TIME-PERCENT OF LAG 215.6 TOTAL ADJUSTED STORM RAIN-INCHES 1.64 CONSTANT LOSS RATE-in/hr 0.21 LOW LOSS RATE - PERCENT 85% Unit Time Pattern Storm Effective Flood Period Minutes Hours Percent Rain Rain Hydrograph in/hr Flow (Plate E-5.9)Max Low in/hr cfs 1 5 0.08 3.6 0.71 0.21 0.60 0.50 1.58 2 10 0.17 4.2 0.83 0.21 0.70 0.62 1.95 3 15 0.25 4.4 0.87 0.21 0.74 0.66 2.07 4 20 0.33 4.6 0.91 0.21 0.77 0.70 2.20 5 25 0.42 5.0 0.98 0.21 0.84 0.78 2.44 6 30 0.50 5.6 1.10 0.21 0.94 0.89 2.82 7 35 0.58 6.4 1.26 0.21 1.07 1.05 3.31 8 40 0.67 8.1 1.59 0.21 1.35 1.39 4.36 9 45 0.75 13.1 2.58 0.21 2.19 2.37 7.46 10 50 0.83 34.5 6.79 0.21 5.77 6.58 20.72 11 55 0.92 6.7 1.32 0.21 1.12 1.11 3.50 12 60 1.00 3.8 0.75 0.21 0.64 0.54 1.70 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in)1.43 FLOOD VOLUME (acft)0.37 FLOOD VOLUME (cuft)16,234 PEAK FLOW RATE (cfs)20.72 RCFC & WCD SYNTHETIC UNIT HYDROGRAPH METHOD NK SINATRA / PORTOLA DEVELOPM HYDROLOGY SHORTCUT METHOD in/hr MANUAL 1-HOUR STORM UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM Time Loss Rate Plate E-2.2 1 Hour Storm Page 4 of 9 Item 3B - Page 867 PROJECT: Job No.:2746 DATE BY:FOS 9/30/22 DRAINAGE AREA-ACRES 3.12 UNIT TIME-MINUTES 5 LAG TIME - MINUTES 2.32 UNIT TIME-PERCENT OF LAG 215.6 TOTAL ADJUSTED STORM RAIN-INCHES 2.33 CONSTANT LOSS RATE-in/hr 0.21 LOW LOSS RATE - PERCENT 85% Unit Time Pattern Storm Effective Flood Period Minutes Hours Percent Rain Rain Hydrograph in/hr Flow (Plate E-5.9)Max Low in/hr cfs 1 5 0.08 1.3 0.36 0.21 0.31 0.16 0.49 2 10 0.17 1.3 0.36 0.21 0.31 0.16 0.49 3 15 0.25 1.1 0.31 0.21 0.26 0.10 0.32 4 20 0.33 1.5 0.42 0.21 0.36 0.21 0.67 5 25 0.42 1.5 0.42 0.21 0.36 0.21 0.67 6 30 0.50 1.8 0.50 0.21 0.43 0.30 0.93 7 35 0.58 1.5 0.42 0.21 0.36 0.21 0.67 8 40 0.67 1.8 0.50 0.21 0.43 0.30 0.93 9 45 0.75 1.8 0.50 0.21 0.43 0.30 0.93 10 50 0.83 1.5 0.42 0.21 0.36 0.21 0.67 11 55 0.92 1.6 0.45 0.21 0.38 0.24 0.76 12 60 1.00 1.8 0.50 0.21 0.43 0.30 0.93 13 65 1.08 2.2 0.62 0.21 0.52 0.41 1.28 14 70 1.17 2.2 0.62 0.21 0.52 0.41 1.28 15 75 1.25 2.2 0.62 0.21 0.52 0.41 1.28 16 80 1.33 2.0 0.56 0.21 0.48 0.35 1.11 17 85 1.42 2.6 0.73 0.21 0.62 0.52 1.64 18 90 1.50 2.7 0.75 0.21 0.64 0.55 1.72 19 95 1.58 2.4 0.67 0.21 0.57 0.46 1.46 20 100 1.67 2.7 0.75 0.21 0.64 0.55 1.72 21 105 1.75 3.3 0.92 0.21 0.78 0.72 2.25 22 110 1.83 3.1 0.87 0.21 0.74 0.66 2.08 23 115 1.92 2.9 0.81 0.21 0.69 0.60 1.90 24 120 2.00 3.0 0.84 0.21 0.71 0.63 1.99 25 125 2.08 3.1 0.87 0.21 0.74 0.66 2.08 26 130 2.17 4.2 1.17 0.21 1.00 0.97 3.04 27 135 2.25 5.0 1.40 0.21 1.19 1.19 3.75 28 140 2.33 3.5 0.98 0.21 0.83 0.77 2.43 29 145 2.42 6.8 1.90 0.21 1.62 1.69 5.33 30 150 2.50 7.3 2.04 0.21 1.73 1.83 5.77 31 155 2.58 8.2 2.29 0.21 1.95 2.09 6.56 32 160 2.67 5.9 1.65 0.21 1.40 1.44 4.54 33 165 2.75 2.0 0.56 0.21 0.48 0.35 1.11 34 170 2.83 1.8 0.50 0.21 0.43 0.30 0.93 35 175 2.92 1.8 0.50 0.21 0.43 0.30 0.93 36 180 3.00 0.6 0.17 0.21 0.14 0.03 0.08 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in)1.71 FLOOD VOLUME (acft)0.45 FLOOD VOLUME (cuft)19,417 PEAK FLOW RATE (cfs)6.56 Loss Rate in/hr Time UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM NK SINATRA / PORTOLA DEVELOPM MANUAL SYNTHETIC UNIT HYDROGRAPH METHOD SHORTCUT METHOD 3-HOUR STORM RCFC & WCD HYDROLOGY Plate E-2.2 3-Hour Storm Page 5 of 9 Item 3B - Page 868 PROJECT: Job No.:2746 DATE BY:FOS 9/30/22 DRAINAGE AREA-ACRES 3.12 UNIT TIME-MINUTES 5 LAG TIME - MINUTES 2.32 UNIT TIME-PERCENT OF LAG 215.6 TOTAL ADJUSTED STORM RAIN-INCHES 3.02 CONSTANT LOSS RATE-in/hr 0.207 LOW LOSS RATE - PERCENT 85% Unit Time Pattern Storm Effective Flood Period Minutes Hours Percent Rain Rain Hydrograph in/hr Flow (Plate E-5.9)Max Low in/hr cfs 1 5 0.08 0.5 0.181 0.21 0.15 0.03 0.09 2 10 0.17 0.6 0.217 0.21 0.18 0.01 0.03 3 15 0.25 0.6 0.217 0.21 0.18 0.01 0.03 4 20 0.33 0.6 0.217 0.21 0.18 0.01 0.03 5 25 0.42 0.6 0.217 0.21 0.18 0.01 0.03 6 30 0.50 0.7 0.254 0.21 0.22 0.05 0.15 7 35 0.58 0.7 0.254 0.21 0.22 0.05 0.15 8 40 0.67 0.7 0.254 0.21 0.22 0.05 0.15 9 45 0.75 0.7 0.254 0.21 0.22 0.05 0.15 10 50 0.83 0.7 0.254 0.21 0.22 0.05 0.15 11 55 0.92 0.7 0.254 0.21 0.22 0.05 0.15 12 60 1.00 0.8 0.290 0.21 0.25 0.08 0.26 13 65 1.08 0.8 0.290 0.21 0.25 0.08 0.26 14 70 1.17 0.8 0.290 0.21 0.25 0.08 0.26 15 75 1.25 0.8 0.290 0.21 0.25 0.08 0.26 16 80 1.33 0.8 0.290 0.21 0.25 0.08 0.26 17 85 1.42 0.8 0.290 0.21 0.25 0.08 0.26 18 90 1.50 0.8 0.290 0.21 0.25 0.08 0.26 19 95 1.58 0.8 0.290 0.21 0.25 0.08 0.26 20 100 1.67 0.8 0.290 0.21 0.25 0.08 0.26 21 105 1.75 0.8 0.290 0.21 0.25 0.08 0.26 22 110 1.83 0.8 0.290 0.21 0.25 0.08 0.26 23 115 1.92 0.8 0.290 0.21 0.25 0.08 0.26 24 120 2.00 0.9 0.326 0.21 0.28 0.12 0.37 25 125 2.08 0.8 0.290 0.21 0.25 0.08 0.26 26 130 2.17 0.9 0.326 0.21 0.28 0.12 0.37 27 135 2.25 0.9 0.326 0.21 0.28 0.12 0.37 28 140 2.33 0.9 0.326 0.21 0.28 0.12 0.37 29 145 2.42 0.9 0.326 0.21 0.28 0.12 0.37 30 150 2.50 0.9 0.326 0.21 0.28 0.12 0.37 31 155 2.58 0.9 0.326 0.21 0.28 0.12 0.37 32 160 2.67 0.9 0.326 0.21 0.28 0.12 0.37 33 165 2.75 1.0 0.362 0.21 0.31 0.16 0.49 34 170 2.83 1.0 0.362 0.21 0.31 0.16 0.49 35 175 2.92 1.0 0.362 0.21 0.31 0.16 0.49 36 180 3.00 1.0 0.362 0.21 0.31 0.16 0.49 37 185 3.08 1.0 0.362 0.21 0.31 0.16 0.49 38 190 3.17 1.1 0.399 0.21 0.34 0.19 0.60 39 195 3.25 1.1 0.399 0.21 0.34 0.19 0.60 40 200 3.33 1.1 0.399 0.21 0.34 0.19 0.60 41 205 3.42 1.2 0.435 0.21 0.37 0.23 0.72 42 210 3.50 1.3 0.471 0.21 0.40 0.26 0.83 43 215 3.58 1.4 0.507 0.21 0.43 0.30 0.94 44 220 3.67 1.4 0.507 0.21 0.43 0.30 0.94 45 225 3.75 1.5 0.544 0.21 0.46 0.34 1.06 46 230 3.83 1.5 0.544 0.21 0.46 0.34 1.06 47 235 3.92 1.6 0.580 0.21 0.49 0.37 1.17 48 240 4.00 1.6 0.580 0.21 0.49 0.37 1.17 49 245 4.08 1.7 0.616 0.21 0.52 0.41 1.29 50 250 4.17 1.8 0.652 0.21 0.55 0.45 1.40 UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM Time Loss Rate in/hr MANUAL 6-HOUR STORM SINATRA / PORTOLA DEVELORCFC & WCD SYNTHETIC UNIT HYDROGRAPH METHOD HYDROLOGY SHORTCUT METHOD Plate E-2.2 6-Hour Storm Page 6 of 9 Item 3B - Page 869 PROJECT: Job No.:2746 DATE BY:FOS 9/30/22 DRAINAGE AREA-ACRES 3.12 UNIT TIME-MINUTES 5 LAG TIME - MINUTES 2.32 UNIT TIME-PERCENT OF LAG 215.6 TOTAL ADJUSTED STORM RAIN-INCHES 3.02 CONSTANT LOSS RATE-in/hr 0.207 LOW LOSS RATE - PERCENT 85% Unit Time Pattern Storm Effective Flood Period Minutes Hours Percent Rain Rain Hydrograph in/hr Flow (Plate E-5.9)Max Low in/hr cfs UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM Time Loss Rate in/hr MANUAL 6-HOUR STORM SINATRA / PORTOLA DEVELORCFC & WCD SYNTHETIC UNIT HYDROGRAPH METHOD HYDROLOGY SHORTCUT METHOD 51 255 4.25 1.9 0.689 0.21 0.59 0.48 1.51 52 260 4.33 2.0 0.725 0.21 0.62 0.52 1.63 53 265 4.42 2.1 0.761 0.21 0.65 0.55 1.74 54 270 4.50 2.1 0.761 0.21 0.65 0.55 1.74 55 275 4.58 2.2 0.797 0.21 0.68 0.59 1.86 56 280 4.67 2.3 0.834 0.21 0.71 0.63 1.97 57 285 4.75 2.4 0.870 0.21 0.74 0.66 2.09 58 290 4.83 2.4 0.870 0.21 0.74 0.66 2.09 59 295 4.92 2.5 0.906 0.21 0.77 0.70 2.20 60 300 5.00 2.6 0.942 0.21 0.80 0.74 2.31 61 305 5.08 3.1 1.123 0.21 0.95 0.92 2.88 62 310 5.17 3.6 1.305 0.21 1.11 1.10 3.45 63 315 5.25 3.9 1.413 0.21 1.20 1.21 3.80 64 320 5.33 4.2 1.522 0.21 1.29 1.31 4.14 65 325 5.42 4.7 1.703 0.21 1.45 1.50 4.71 66 330 5.50 5.6 2.029 0.21 1.73 1.82 5.73 67 335 5.58 1.9 0.689 0.21 0.59 0.48 1.51 68 340 5.67 0.9 0.326 0.21 0.28 0.12 0.37 69 345 5.75 0.6 0.217 0.21 0.18 0.01 0.03 70 350 5.83 0.5 0.181 0.21 0.15 0.03 0.09 71 355 5.92 0.3 0.109 0.21 0.09 0.02 0.05 72 360 6.00 0.2 0.072 0.21 0.06 0.01 0.03 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in)1.81 FLOOD VOLUME (acft)0.47 FLOOD VOLUME (cuft)20,477 PEAK FLOW RATE (cfs)5.73 Plate E-2.2 6-Hour Storm Page 7 of 9 Item 3B - Page 870 PROJECT: Job No.:2746 DATE: BY:FOS 9/30/22 DRAINAGE AREA-ACRES 3.121 CONSTANT LOSS RATE-in/hr n/a UNIT TIME-MINUTES 15 VARIABLE LOSS RATE (AVG) in/hr 0.2072 LAG TIME - MINUTES 2.32 MINIMUM LOSS RATE (for var. loss) - in/hr 0.104 UNIT TIME-PERCENT OF LAG 646.8 LOW LOSS RATE - DECIMAL 0.85 TOTAL ADJUSTED STORM RAIN-INCHES 4.61 C 0.00192 Unit Time Pattern Storm Effective Flood Period Minutes Hours Percent Rain Rain Hydrograph in/hr Flow (Plate E-5.9)Max Low in/hr cfs 1 15 0.25 0.2 0.037 0.366 0.031 0.006 0.02 2 30 0.50 0.3 0.055 0.362 0.047 0.008 0.03 3 45 0.75 0.3 0.055 0.357 0.047 0.008 0.03 4 60 1.00 0.4 0.074 0.353 0.063 0.011 0.03 5 75 1.25 0.3 0.055 0.349 0.047 0.008 0.03 6 90 1.50 0.3 0.055 0.345 0.047 0.008 0.03 7 105 1.75 0.3 0.055 0.341 0.047 0.008 0.03 8 120 2.00 0.4 0.074 0.337 0.063 0.011 0.03 9 135 2.25 0.4 0.074 0.333 0.063 0.011 0.03 10 150 2.50 0.4 0.074 0.329 0.063 0.011 0.03 11 165 2.75 0.5 0.092 0.325 0.078 0.014 0.04 12 180 3.00 0.5 0.092 0.321 0.078 0.014 0.04 13 195 3.25 0.5 0.092 0.317 0.078 0.014 0.04 14 210 3.50 0.5 0.092 0.313 0.078 0.014 0.04 15 225 3.75 0.5 0.092 0.309 0.078 0.014 0.04 16 240 4.00 0.6 0.111 0.305 0.094 0.017 0.05 17 255 4.25 0.6 0.111 0.301 0.094 0.017 0.05 18 270 4.50 0.7 0.129 0.297 0.110 0.019 0.06 19 285 4.75 0.7 0.129 0.293 0.110 0.019 0.06 20 300 5.00 0.8 0.148 0.290 0.125 0.022 0.07 21 315 5.25 0.6 0.111 0.286 0.094 0.017 0.05 22 330 5.50 0.7 0.129 0.282 0.110 0.019 0.06 23 345 5.75 0.8 0.148 0.278 0.125 0.022 0.07 24 360 6.00 0.8 0.148 0.275 0.125 0.022 0.07 25 375 6.25 0.9 0.166 0.271 0.141 0.025 0.08 26 390 6.50 0.9 0.166 0.267 0.141 0.025 0.08 27 405 6.75 1.0 0.184 0.264 0.157 0.028 0.09 28 420 7.00 1.0 0.184 0.260 0.157 0.028 0.09 29 435 7.25 1.0 0.184 0.257 0.157 0.028 0.09 30 450 7.50 1.1 0.203 0.253 0.172 0.030 0.10 31 465 7.75 1.2 0.221 0.250 0.188 0.033 0.10 32 480 8.00 1.3 0.240 0.246 0.204 0.036 0.11 33 495 8.25 1.5 0.277 0.243 0.235 0.034 0.11 34 510 8.50 1.5 0.277 0.240 0.235 0.037 0.12 35 525 8.75 1.6 0.295 0.236 0.251 0.059 0.19 36 540 9.00 1.7 0.313 0.233 0.266 0.081 0.25 37 555 9.25 1.9 0.350 0.230 0.298 0.121 0.38 38 570 9.50 2.0 0.369 0.226 0.313 0.142 0.45 39 585 9.75 2.1 0.387 0.223 0.329 0.164 0.52 40 600 10.00 2.2 0.406 0.220 0.345 0.186 0.58 41 615 10.25 1.5 0.277 0.217 0.235 0.060 0.19 42 630 10.50 1.5 0.277 0.214 0.235 0.063 0.20 43 645 10.75 2.0 0.369 0.210 0.313 0.158 0.50 44 660 11.00 2.0 0.369 0.207 0.313 0.161 0.51 45 675 11.25 1.9 0.350 0.204 0.298 0.146 0.46 46 690 11.50 1.9 0.350 0.201 0.298 0.149 0.47 47 705 11.75 1.7 0.313 0.198 0.266 0.115 0.36 48 720 12.00 1.8 0.332 0.195 0.282 0.137 0.43 49 735 12.25 2.5 0.461 0.192 0.392 0.269 0.85 50 750 12.50 2.6 0.479 0.190 0.408 0.290 0.91 51 765 12.75 2.8 0.516 0.187 0.439 0.330 1.04 52 780 13.00 2.9 0.535 0.184 0.455 0.351 1.10 53 795 13.25 3.4 0.627 0.181 0.533 0.446 1.40 54 810 13.50 3.4 0.627 0.178 0.533 0.449 1.41 55 825 13.75 2.3 0.424 0.176 0.361 0.248 0.78 56 840 14.00 2.3 0.424 0.173 0.361 0.251 0.79 57 855 14.25 2.7 0.498 0.170 0.423 0.328 1.03 58 870 14.50 2.6 0.479 0.168 0.408 0.312 0.98 59 885 14.75 2.6 0.479 0.165 0.408 0.314 0.99 60 900 15.00 2.5 0.461 0.163 0.392 0.298 0.94 61 915 15.25 2.4 0.443 0.160 0.376 0.282 0.89 MANUAL 24-HOUR STORM RCFC & WCD SYNTHETIC UNIT HYDROGRAPH METHOD in/hr UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM SINATRA / PORTOLA DEVELO HYDROLOGY SHORTCUT METHOD Time Loss Rate Plate E-2.2 24 Hour Storm Page 8 of 9 Item 3B - Page 871 PROJECT: Job No.:2746 DATE: BY:FOS 9/30/22 DRAINAGE AREA-ACRES 3.121 CONSTANT LOSS RATE-in/hr n/a UNIT TIME-MINUTES 15 VARIABLE LOSS RATE (AVG) in/hr 0.2072 LAG TIME - MINUTES 2.32 MINIMUM LOSS RATE (for var. loss) - in/hr 0.104 UNIT TIME-PERCENT OF LAG 646.8 LOW LOSS RATE - DECIMAL 0.85 TOTAL ADJUSTED STORM RAIN-INCHES 4.61 C 0.00192 Unit Time Pattern Storm Effective Flood Period Minutes Hours Percent Rain Rain Hydrograph in/hr Flow (Plate E-5.9)Max Low in/hr cfs MANUAL 24-HOUR STORM RCFC & WCD SYNTHETIC UNIT HYDROGRAPH METHOD in/hr UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM SINATRA / PORTOLA DEVELO HYDROLOGY SHORTCUT METHOD Time Loss Rate 62 930 15.50 2.3 0.424 0.158 0.361 0.266 0.84 63 945 15.75 1.9 0.350 0.155 0.298 0.195 0.61 64 960 16.00 1.9 0.350 0.153 0.298 0.197 0.62 65 975 16.25 0.4 0.074 0.151 0.063 0.011 0.03 66 990 16.50 0.4 0.074 0.148 0.063 0.011 0.03 67 1005 16.75 0.3 0.055 0.146 0.047 0.008 0.03 68 1020 17.00 0.3 0.055 0.144 0.047 0.008 0.03 69 1035 17.25 0.5 0.092 0.142 0.078 0.014 0.04 70 1050 17.50 0.5 0.092 0.140 0.078 0.014 0.04 71 1065 17.75 0.5 0.092 0.137 0.078 0.014 0.04 72 1080 18.00 0.4 0.074 0.135 0.063 0.011 0.03 73 1095 18.25 0.4 0.074 0.133 0.063 0.011 0.03 74 1110 18.50 0.4 0.074 0.132 0.063 0.011 0.03 75 1125 18.75 0.3 0.055 0.130 0.047 0.008 0.03 76 1140 19.00 0.2 0.037 0.128 0.031 0.006 0.02 77 1155 19.25 0.3 0.055 0.126 0.047 0.008 0.03 78 1170 19.50 0.4 0.074 0.124 0.063 0.011 0.03 79 1185 19.75 0.3 0.055 0.123 0.047 0.008 0.03 80 1200 20.00 0.2 0.037 0.121 0.031 0.006 0.02 81 1215 20.25 0.3 0.055 0.119 0.047 0.008 0.03 82 1230 20.50 0.3 0.055 0.118 0.047 0.008 0.03 83 1245 20.75 0.3 0.055 0.116 0.047 0.008 0.03 84 1260 21.00 0.2 0.037 0.115 0.031 0.006 0.02 85 1275 21.25 0.3 0.055 0.113 0.047 0.008 0.03 86 1290 21.50 0.2 0.037 0.112 0.031 0.006 0.02 87 1305 21.75 0.3 0.055 0.111 0.047 0.008 0.03 88 1320 22.00 0.2 0.037 0.110 0.031 0.006 0.02 89 1335 22.25 0.3 0.055 0.109 0.047 0.008 0.03 90 1350 22.50 0.2 0.037 0.108 0.031 0.006 0.02 91 1365 22.75 0.2 0.037 0.107 0.031 0.006 0.02 92 1380 23.00 0.2 0.037 0.106 0.031 0.006 0.02 93 1395 23.25 0.2 0.037 0.105 0.031 0.006 0.02 94 1410 23.50 0.2 0.037 0.105 0.031 0.006 0.02 95 1425 23.75 0.2 0.037 0.104 0.031 0.006 0.02 96 1440 24.00 0.2 0.037 0.104 0.031 0.006 0.02 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in)1.87 FLOOD VOLUME (acft)0.49 FLOOD VOLUME (cuft)21,163 PEAK FLOW (cfs)1.41 Plate E-2.2 24 Hour Storm Page 9 of 9 Item 3B - Page 872 Project Summary Date: Project Name: City / County: State: Designed By: Company: Telephone: Storage Volume Required (cf):18,500 Limiting Width (ft):40.00 Effective Depth Below Asphalt (ft):10.00 Solid or Perforated Pipe:Perforated Shape Or Diameter:60 19.63 ft2 Pipe Area Spacing between Barrels (ft):2.50 Stone Width Around Perimeter of System (ft):2 Depth A: Porous Stone Above Pipe (in):24 Depth C: Porous Stone Below Pipe (in):24 Stone Porosity (0 to 40%):40 System Sizing Use Custom Layout (at right) for layout adjustment Pipe Storage:9,032 cf To adjust layout, enter desired barrel length in the light blue boxes below. Porous Stone Storage:9,866 cf Excess Footage = 0 18,898 cf 102.1%Of Required Storage 5 barrels Barrel 12 0 Length Per Barrel:92.00 ft Barrel 11 0 Rectangular Footprint (W x L):39. ft x 96. ft Barrel 10 0 Barrel 9 0 CONTECH Materials Barrel 8 0 Total CMP Footage:460 ft Barrel 7 0 Approximate Total Pieces:20 pcs Barrel 6 0 Approximate Coupling Bands:15 bands Barrel 5 92 Approximate Truckloads:5 trucks Barrel 4 92 Construction Quantities**Barrel 3 92 Total Excavation:1387 cy Barrel 2 92 Porous Stone Backfill For Storage:913 cy Stone Barrel 1 92 Backfill to Grade Excluding Stone:139 cy Fill **Construction quantities are approximate and should be verified upon final design Number Of Barrels Exceed Graph Limitations Custom Layout Number of Barrels: 2746 DA-B PALM DESERT MSA Consulting Inc. CA FOS (760) 320-9811 Total Storage Provided: 9/30/2022 Corrugated Metal Pipe Calculator Enter Information in Blue Cells 92 92 92 92 92 0 0 0 0 0 0 0 0 20 40 60 80 100 For design assistance, drawings, and pricing send completed worksheet to: dyods@contech-cpi.com © 2007 CONTECH Stormwater SolutionsItem 3B - Page 873 FOS 2746 2 AMC II AREA SOIL TRIBUTARY AREAS ACRES LOW LOSS RI INFILTRATION IMPERVIOUS DESIG GROUP CONDITION NUMBER RATE PERCENT 7 A MF - APARTMENTS 0.32 D 32 0.74 0.80 195 ft 98 ft 279.5 ft ELEVATION OF CONCENTRATION POINT 276.0 ft 0.02 100 LOW LOSS RATE (For storms > 10 Years)85% POINT RAIN FROM NOAA ATLAS 14 1-HOUR 1.64 in 3-HOUR 2.33 in 6-HOUR 3.02 in 24-HOUR 4.61 in UNDERGROUND STORAGE AREA LENGTH:80 ft WIDTH:10 ft TOTAL AREA 800 sf PERCOLATION RATE 1.00 in/hr ELEVATION OF HEADWATER AVERAGE MANNINGS 'N' VALUE STORM FREQUENCY (YEAR) AMC NUMBER LENGTH OF WATERCOURSE (L) LENGTH TO POINT OPPOSITE CENTROID (Lca) Low Loss Conditions: X=Existing; D=Developed; BS=Retention RCFCD SYNTHETIC UNIT HYDROGRAPH - SHORTCUT METHOD DATA INPUT SHEET WORKSHEET PREPARED BY: PROJECT NAME September 30, 2022 PROJECT NUMBER CONCENTRATION POINT DESIGNATION DATE: AREA DESIGNATION FRANK SINATRA / PORTOLA DEVELOPMEN UNDERGROUND RETENTION PIPE DA-F Item 3B - Page 874 PROJECT: Job No.: BY:DATE:9/30/22 [1] AMC [2] FREQUENCY-YEARS NOAA ATLAS [3] DURATION: 1-HOUR 3-HOUR 6-HOUR 24-HOUR DURATION 1-HOUR 3-HOUR 6-HOUR 24-HOUR EFFECTIVE RAIN (in)1.43 1.71 1.81 1.87 FLOOD VOLUME (cu-ft)1,646 1,969 2,076 2,146 (acre-ft)0.04 0.05 0.05 0.05 PEAK FLOW (cfs)N/A 0.67 0.58 0.14 PERCOLATION (ft)0.08 0.25 0.50 2.00 PERCOLATION LOSSES (cu-ft)66.67 200.00 400.00 1600.00 REQUIRED STORAGE (cu-ft)1579.48 1768.97 1676.48 546.01 [18] 200% OF LAG-MINUTES STORM EVENT SUMMARY 1.5 Point Rain 1.64 in RAINFALL DATA 4.61 in 2.33 in 3.02 in II 100 0.02 [17] 100% OF LAG-MINUTES 0.8 0.8 [14] AVERAGE MANNINGS 'N' [15] LAG TIME-HOURS 0.01 [16] LAG TIME-MINUTES [13] L*LCA/S^0.5 9.73 [11] S-FEET/MILE [6] La-FEET [7] La-MILES [8] ELEVATION OF HEADWATER 0.000 97.50 [12] S^0.5 0.018 3.5 [9] ELEVATION OF CONCENTRATION POINT RCFC & WCD SYNTHETIC UNIT HYDROGRAPH METHOD UNDERGROUND RETENTION PIPE DA-F FRANK SINATRA / PORTOLA DEVELOPMENT [2] AREA DESIGNATION HYDROLOGY MANUAL BASIC DATA CALCULATION FORM 2746 195 FOS NOTE: PEAK FLOW FOR THE 1-HOUR STORM IS NOT REPRESENTATIVE. PER RCFCD PEAK DISCHARGES FROM THE 3-HOUR STORM SHOULD NORMALLY COMPARE WELL WITH RATIONAL PEAKS. 0.32 PHYSICAL DATA [1] CONCENTRATION POINT [10] H-FEET 94.8 [3] AREA - ACRES [4] L-FEET [5] L-MILES 0.037 279.5 276 14 Plate E-2.1 Page 2 of 9 Item 3B - Page 875 PROJECT: Job No.: BY:DATE:9/30/22 MAX LOW LOW MIN SOIL RI PERVIOUS DECIMAL ADJUSTED AREA AREA AVERAGE LOSS LOSS RATE AVERAGE GROUP NUMBER AREA PERCENT INFILTRATION WEIGHTED ADJUSTED CONDITION PER ADJUSTED INFILTRATION OF AREA RATE AVERAGE INFILTRATION RCFC/2322 INFILTRATION RATE IMPERVIOUS RATE RATE (in/hr)(in/hr)(in/hr)(in/hr)(in/hr) [Plate C-1][Plate E-6.1][Plate E-6.2][Plate E-6.3] A 32 0.74 80%0.21 0.32 1.000 0.2072 DEVELOPED 0.2600 0.2600 SUM 0.32 SUM 0.2072 0.2600 VARIABLE LOSS RATE CURVE (24-HOUR STORM ONLY) Fm=0.1036 NOTE: Low loss rates established per RCFC/2322 (Dated: May-30-95) C=0.00192 For Storms Less than the 100 Year Event Ft=C(24-(T/60))^1.55 =0.00192 0.10 in/hr Undeveloped Condition: Low Loss = 90% CONSTANT LOSS RATE (3 & 6 HOUR STORMS)=0.2072 in/hr Developed Condition: Low Loss = 0.9 - (0.8 * %impervious) LOW LOSS RATE =0.8500 in/hr Basin Site: Low Loss = 10% Where:For 100 Year Storm - Low Loss should be between 80% & 90% T=Time in minutes. To get an average value for each unit time period, Use T=1/2 the unit time for the first time period,of the Rainfall Rate T=1 1/2 unit time for the second period, etc. AMC II AVERAGE ADJUSTED LOSS RATE (24-(T/60))^1.55 + LAND USE MF - APARTMENTS FRANK SINATRA / PORTOLA DEVELOPMENT FOS 2746 RCFC & WCD HYDROLOGY MANUAL SYNTHETIC UNIT HYDROGRAPH METHOD BASIC DATA CALCULATION FORM Plate E-2.1 Page 3 of 9Item 3B - Page 876 PROJECT: Job No.:2746 DATE BY:FOS 9/30/22 DRAINAGE AREA-ACRES 0.32 UNIT TIME-MINUTES 5 LAG TIME - MINUTES 0.76 UNIT TIME-PERCENT OF LAG 658.1 TOTAL ADJUSTED STORM RAIN-INCHES 1.64 CONSTANT LOSS RATE-in/hr 0.21 LOW LOSS RATE - PERCENT 85% Unit Time Pattern Storm Effective Flood Period Minutes Hours Percent Rain Rain Hydrograph in/hr Flow (Plate E-5.9)Max Low in/hr cfs 1 5 0.08 3.6 0.71 0.21 0.60 0.50 0.16 2 10 0.17 4.2 0.83 0.21 0.70 0.62 0.20 3 15 0.25 4.4 0.87 0.21 0.74 0.66 0.21 4 20 0.33 4.6 0.91 0.21 0.77 0.70 0.22 5 25 0.42 5.0 0.98 0.21 0.84 0.78 0.25 6 30 0.50 5.6 1.10 0.21 0.94 0.89 0.29 7 35 0.58 6.4 1.26 0.21 1.07 1.05 0.34 8 40 0.67 8.1 1.59 0.21 1.35 1.39 0.44 9 45 0.75 13.1 2.58 0.21 2.19 2.37 0.76 10 50 0.83 34.5 6.79 0.21 5.77 6.58 2.10 11 55 0.92 6.7 1.32 0.21 1.12 1.11 0.35 12 60 1.00 3.8 0.75 0.21 0.64 0.54 0.17 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in)1.43 FLOOD VOLUME (acft)0.04 FLOOD VOLUME (cuft)1,646 PEAK FLOW RATE (cfs)2.10 RCFC & WCD SYNTHETIC UNIT HYDROGRAPH METHOD NK SINATRA / PORTOLA DEVELOPM HYDROLOGY SHORTCUT METHOD in/hr MANUAL 1-HOUR STORM UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM Time Loss Rate Plate E-2.2 1 Hour Storm Page 4 of 9 Item 3B - Page 877 PROJECT: Job No.:2746 DATE BY:FOS 9/30/22 DRAINAGE AREA-ACRES 0.32 UNIT TIME-MINUTES 5 LAG TIME - MINUTES 0.76 UNIT TIME-PERCENT OF LAG 658.1 TOTAL ADJUSTED STORM RAIN-INCHES 2.33 CONSTANT LOSS RATE-in/hr 0.21 LOW LOSS RATE - PERCENT 85% Unit Time Pattern Storm Effective Flood Period Minutes Hours Percent Rain Rain Hydrograph in/hr Flow (Plate E-5.9)Max Low in/hr cfs 1 5 0.08 1.3 0.36 0.21 0.31 0.16 0.05 2 10 0.17 1.3 0.36 0.21 0.31 0.16 0.05 3 15 0.25 1.1 0.31 0.21 0.26 0.10 0.03 4 20 0.33 1.5 0.42 0.21 0.36 0.21 0.07 5 25 0.42 1.5 0.42 0.21 0.36 0.21 0.07 6 30 0.50 1.8 0.50 0.21 0.43 0.30 0.09 7 35 0.58 1.5 0.42 0.21 0.36 0.21 0.07 8 40 0.67 1.8 0.50 0.21 0.43 0.30 0.09 9 45 0.75 1.8 0.50 0.21 0.43 0.30 0.09 10 50 0.83 1.5 0.42 0.21 0.36 0.21 0.07 11 55 0.92 1.6 0.45 0.21 0.38 0.24 0.08 12 60 1.00 1.8 0.50 0.21 0.43 0.30 0.09 13 65 1.08 2.2 0.62 0.21 0.52 0.41 0.13 14 70 1.17 2.2 0.62 0.21 0.52 0.41 0.13 15 75 1.25 2.2 0.62 0.21 0.52 0.41 0.13 16 80 1.33 2.0 0.56 0.21 0.48 0.35 0.11 17 85 1.42 2.6 0.73 0.21 0.62 0.52 0.17 18 90 1.50 2.7 0.75 0.21 0.64 0.55 0.17 19 95 1.58 2.4 0.67 0.21 0.57 0.46 0.15 20 100 1.67 2.7 0.75 0.21 0.64 0.55 0.17 21 105 1.75 3.3 0.92 0.21 0.78 0.72 0.23 22 110 1.83 3.1 0.87 0.21 0.74 0.66 0.21 23 115 1.92 2.9 0.81 0.21 0.69 0.60 0.19 24 120 2.00 3.0 0.84 0.21 0.71 0.63 0.20 25 125 2.08 3.1 0.87 0.21 0.74 0.66 0.21 26 130 2.17 4.2 1.17 0.21 1.00 0.97 0.31 27 135 2.25 5.0 1.40 0.21 1.19 1.19 0.38 28 140 2.33 3.5 0.98 0.21 0.83 0.77 0.25 29 145 2.42 6.8 1.90 0.21 1.62 1.69 0.54 30 150 2.50 7.3 2.04 0.21 1.73 1.83 0.59 31 155 2.58 8.2 2.29 0.21 1.95 2.09 0.67 32 160 2.67 5.9 1.65 0.21 1.40 1.44 0.46 33 165 2.75 2.0 0.56 0.21 0.48 0.35 0.11 34 170 2.83 1.8 0.50 0.21 0.43 0.30 0.09 35 175 2.92 1.8 0.50 0.21 0.43 0.30 0.09 36 180 3.00 0.6 0.17 0.21 0.14 0.03 0.01 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in)1.71 FLOOD VOLUME (acft)0.05 FLOOD VOLUME (cuft)1,969 PEAK FLOW RATE (cfs)0.67 Loss Rate in/hr Time UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM NK SINATRA / PORTOLA DEVELOPM MANUAL SYNTHETIC UNIT HYDROGRAPH METHOD SHORTCUT METHOD 3-HOUR STORM RCFC & WCD HYDROLOGY Plate E-2.2 3-Hour Storm Page 5 of 9 Item 3B - Page 878 PROJECT: Job No.:2746 DATE BY:FOS 9/30/22 DRAINAGE AREA-ACRES 0.32 UNIT TIME-MINUTES 5 LAG TIME - MINUTES 0.76 UNIT TIME-PERCENT OF LAG 658.1 TOTAL ADJUSTED STORM RAIN-INCHES 3.02 CONSTANT LOSS RATE-in/hr 0.207 LOW LOSS RATE - PERCENT 85% Unit Time Pattern Storm Effective Flood Period Minutes Hours Percent Rain Rain Hydrograph in/hr Flow (Plate E-5.9)Max Low in/hr cfs 1 5 0.08 0.5 0.181 0.21 0.15 0.03 0.01 2 10 0.17 0.6 0.217 0.21 0.18 0.01 0.00 3 15 0.25 0.6 0.217 0.21 0.18 0.01 0.00 4 20 0.33 0.6 0.217 0.21 0.18 0.01 0.00 5 25 0.42 0.6 0.217 0.21 0.18 0.01 0.00 6 30 0.50 0.7 0.254 0.21 0.22 0.05 0.01 7 35 0.58 0.7 0.254 0.21 0.22 0.05 0.01 8 40 0.67 0.7 0.254 0.21 0.22 0.05 0.01 9 45 0.75 0.7 0.254 0.21 0.22 0.05 0.01 10 50 0.83 0.7 0.254 0.21 0.22 0.05 0.01 11 55 0.92 0.7 0.254 0.21 0.22 0.05 0.01 12 60 1.00 0.8 0.290 0.21 0.25 0.08 0.03 13 65 1.08 0.8 0.290 0.21 0.25 0.08 0.03 14 70 1.17 0.8 0.290 0.21 0.25 0.08 0.03 15 75 1.25 0.8 0.290 0.21 0.25 0.08 0.03 16 80 1.33 0.8 0.290 0.21 0.25 0.08 0.03 17 85 1.42 0.8 0.290 0.21 0.25 0.08 0.03 18 90 1.50 0.8 0.290 0.21 0.25 0.08 0.03 19 95 1.58 0.8 0.290 0.21 0.25 0.08 0.03 20 100 1.67 0.8 0.290 0.21 0.25 0.08 0.03 21 105 1.75 0.8 0.290 0.21 0.25 0.08 0.03 22 110 1.83 0.8 0.290 0.21 0.25 0.08 0.03 23 115 1.92 0.8 0.290 0.21 0.25 0.08 0.03 24 120 2.00 0.9 0.326 0.21 0.28 0.12 0.04 25 125 2.08 0.8 0.290 0.21 0.25 0.08 0.03 26 130 2.17 0.9 0.326 0.21 0.28 0.12 0.04 27 135 2.25 0.9 0.326 0.21 0.28 0.12 0.04 28 140 2.33 0.9 0.326 0.21 0.28 0.12 0.04 29 145 2.42 0.9 0.326 0.21 0.28 0.12 0.04 30 150 2.50 0.9 0.326 0.21 0.28 0.12 0.04 31 155 2.58 0.9 0.326 0.21 0.28 0.12 0.04 32 160 2.67 0.9 0.326 0.21 0.28 0.12 0.04 33 165 2.75 1.0 0.362 0.21 0.31 0.16 0.05 34 170 2.83 1.0 0.362 0.21 0.31 0.16 0.05 35 175 2.92 1.0 0.362 0.21 0.31 0.16 0.05 36 180 3.00 1.0 0.362 0.21 0.31 0.16 0.05 37 185 3.08 1.0 0.362 0.21 0.31 0.16 0.05 38 190 3.17 1.1 0.399 0.21 0.34 0.19 0.06 39 195 3.25 1.1 0.399 0.21 0.34 0.19 0.06 40 200 3.33 1.1 0.399 0.21 0.34 0.19 0.06 41 205 3.42 1.2 0.435 0.21 0.37 0.23 0.07 42 210 3.50 1.3 0.471 0.21 0.40 0.26 0.08 43 215 3.58 1.4 0.507 0.21 0.43 0.30 0.10 44 220 3.67 1.4 0.507 0.21 0.43 0.30 0.10 45 225 3.75 1.5 0.544 0.21 0.46 0.34 0.11 46 230 3.83 1.5 0.544 0.21 0.46 0.34 0.11 47 235 3.92 1.6 0.580 0.21 0.49 0.37 0.12 48 240 4.00 1.6 0.580 0.21 0.49 0.37 0.12 49 245 4.08 1.7 0.616 0.21 0.52 0.41 0.13 50 250 4.17 1.8 0.652 0.21 0.55 0.45 0.14 UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM Time Loss Rate in/hr MANUAL 6-HOUR STORM SINATRA / PORTOLA DEVELORCFC & WCD SYNTHETIC UNIT HYDROGRAPH METHOD HYDROLOGY SHORTCUT METHOD Plate E-2.2 6-Hour Storm Page 6 of 9 Item 3B - Page 879 PROJECT: Job No.:2746 DATE BY:FOS 9/30/22 DRAINAGE AREA-ACRES 0.32 UNIT TIME-MINUTES 5 LAG TIME - MINUTES 0.76 UNIT TIME-PERCENT OF LAG 658.1 TOTAL ADJUSTED STORM RAIN-INCHES 3.02 CONSTANT LOSS RATE-in/hr 0.207 LOW LOSS RATE - PERCENT 85% Unit Time Pattern Storm Effective Flood Period Minutes Hours Percent Rain Rain Hydrograph in/hr Flow (Plate E-5.9)Max Low in/hr cfs UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM Time Loss Rate in/hr MANUAL 6-HOUR STORM SINATRA / PORTOLA DEVELORCFC & WCD SYNTHETIC UNIT HYDROGRAPH METHOD HYDROLOGY SHORTCUT METHOD 51 255 4.25 1.9 0.689 0.21 0.59 0.48 0.15 52 260 4.33 2.0 0.725 0.21 0.62 0.52 0.17 53 265 4.42 2.1 0.761 0.21 0.65 0.55 0.18 54 270 4.50 2.1 0.761 0.21 0.65 0.55 0.18 55 275 4.58 2.2 0.797 0.21 0.68 0.59 0.19 56 280 4.67 2.3 0.834 0.21 0.71 0.63 0.20 57 285 4.75 2.4 0.870 0.21 0.74 0.66 0.21 58 290 4.83 2.4 0.870 0.21 0.74 0.66 0.21 59 295 4.92 2.5 0.906 0.21 0.77 0.70 0.22 60 300 5.00 2.6 0.942 0.21 0.80 0.74 0.23 61 305 5.08 3.1 1.123 0.21 0.95 0.92 0.29 62 310 5.17 3.6 1.305 0.21 1.11 1.10 0.35 63 315 5.25 3.9 1.413 0.21 1.20 1.21 0.38 64 320 5.33 4.2 1.522 0.21 1.29 1.31 0.42 65 325 5.42 4.7 1.703 0.21 1.45 1.50 0.48 66 330 5.50 5.6 2.029 0.21 1.73 1.82 0.58 67 335 5.58 1.9 0.689 0.21 0.59 0.48 0.15 68 340 5.67 0.9 0.326 0.21 0.28 0.12 0.04 69 345 5.75 0.6 0.217 0.21 0.18 0.01 0.00 70 350 5.83 0.5 0.181 0.21 0.15 0.03 0.01 71 355 5.92 0.3 0.109 0.21 0.09 0.02 0.01 72 360 6.00 0.2 0.072 0.21 0.06 0.01 0.00 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in)1.81 FLOOD VOLUME (acft)0.05 FLOOD VOLUME (cuft)2,076 PEAK FLOW RATE (cfs)0.58 Plate E-2.2 6-Hour Storm Page 7 of 9 Item 3B - Page 880 PROJECT: Job No.:2746 DATE: BY:FOS 9/30/22 DRAINAGE AREA-ACRES 0.317 CONSTANT LOSS RATE-in/hr n/a UNIT TIME-MINUTES 15 VARIABLE LOSS RATE (AVG) in/hr 0.2072 LAG TIME - MINUTES 0.76 MINIMUM LOSS RATE (for var. loss) - in/hr 0.104 UNIT TIME-PERCENT OF LAG 1974.4 LOW LOSS RATE - DECIMAL 0.85 TOTAL ADJUSTED STORM RAIN-INCHES 4.61 C 0.00192 Unit Time Pattern Storm Effective Flood Period Minutes Hours Percent Rain Rain Hydrograph in/hr Flow (Plate E-5.9)Max Low in/hr cfs 1 15 0.25 0.2 0.037 0.366 0.031 0.006 0.00 2 30 0.50 0.3 0.055 0.362 0.047 0.008 0.00 3 45 0.75 0.3 0.055 0.357 0.047 0.008 0.00 4 60 1.00 0.4 0.074 0.353 0.063 0.011 0.00 5 75 1.25 0.3 0.055 0.349 0.047 0.008 0.00 6 90 1.50 0.3 0.055 0.345 0.047 0.008 0.00 7 105 1.75 0.3 0.055 0.341 0.047 0.008 0.00 8 120 2.00 0.4 0.074 0.337 0.063 0.011 0.00 9 135 2.25 0.4 0.074 0.333 0.063 0.011 0.00 10 150 2.50 0.4 0.074 0.329 0.063 0.011 0.00 11 165 2.75 0.5 0.092 0.325 0.078 0.014 0.00 12 180 3.00 0.5 0.092 0.321 0.078 0.014 0.00 13 195 3.25 0.5 0.092 0.317 0.078 0.014 0.00 14 210 3.50 0.5 0.092 0.313 0.078 0.014 0.00 15 225 3.75 0.5 0.092 0.309 0.078 0.014 0.00 16 240 4.00 0.6 0.111 0.305 0.094 0.017 0.01 17 255 4.25 0.6 0.111 0.301 0.094 0.017 0.01 18 270 4.50 0.7 0.129 0.297 0.110 0.019 0.01 19 285 4.75 0.7 0.129 0.293 0.110 0.019 0.01 20 300 5.00 0.8 0.148 0.290 0.125 0.022 0.01 21 315 5.25 0.6 0.111 0.286 0.094 0.017 0.01 22 330 5.50 0.7 0.129 0.282 0.110 0.019 0.01 23 345 5.75 0.8 0.148 0.278 0.125 0.022 0.01 24 360 6.00 0.8 0.148 0.275 0.125 0.022 0.01 25 375 6.25 0.9 0.166 0.271 0.141 0.025 0.01 26 390 6.50 0.9 0.166 0.267 0.141 0.025 0.01 27 405 6.75 1.0 0.184 0.264 0.157 0.028 0.01 28 420 7.00 1.0 0.184 0.260 0.157 0.028 0.01 29 435 7.25 1.0 0.184 0.257 0.157 0.028 0.01 30 450 7.50 1.1 0.203 0.253 0.172 0.030 0.01 31 465 7.75 1.2 0.221 0.250 0.188 0.033 0.01 32 480 8.00 1.3 0.240 0.246 0.204 0.036 0.01 33 495 8.25 1.5 0.277 0.243 0.235 0.034 0.01 34 510 8.50 1.5 0.277 0.240 0.235 0.037 0.01 35 525 8.75 1.6 0.295 0.236 0.251 0.059 0.02 36 540 9.00 1.7 0.313 0.233 0.266 0.081 0.03 37 555 9.25 1.9 0.350 0.230 0.298 0.121 0.04 38 570 9.50 2.0 0.369 0.226 0.313 0.142 0.05 39 585 9.75 2.1 0.387 0.223 0.329 0.164 0.05 40 600 10.00 2.2 0.406 0.220 0.345 0.186 0.06 41 615 10.25 1.5 0.277 0.217 0.235 0.060 0.02 42 630 10.50 1.5 0.277 0.214 0.235 0.063 0.02 43 645 10.75 2.0 0.369 0.210 0.313 0.158 0.05 44 660 11.00 2.0 0.369 0.207 0.313 0.161 0.05 45 675 11.25 1.9 0.350 0.204 0.298 0.146 0.05 46 690 11.50 1.9 0.350 0.201 0.298 0.149 0.05 47 705 11.75 1.7 0.313 0.198 0.266 0.115 0.04 48 720 12.00 1.8 0.332 0.195 0.282 0.137 0.04 49 735 12.25 2.5 0.461 0.192 0.392 0.269 0.09 50 750 12.50 2.6 0.479 0.190 0.408 0.290 0.09 51 765 12.75 2.8 0.516 0.187 0.439 0.330 0.11 52 780 13.00 2.9 0.535 0.184 0.455 0.351 0.11 53 795 13.25 3.4 0.627 0.181 0.533 0.446 0.14 54 810 13.50 3.4 0.627 0.178 0.533 0.449 0.14 55 825 13.75 2.3 0.424 0.176 0.361 0.248 0.08 56 840 14.00 2.3 0.424 0.173 0.361 0.251 0.08 57 855 14.25 2.7 0.498 0.170 0.423 0.328 0.10 58 870 14.50 2.6 0.479 0.168 0.408 0.312 0.10 59 885 14.75 2.6 0.479 0.165 0.408 0.314 0.10 60 900 15.00 2.5 0.461 0.163 0.392 0.298 0.10 61 915 15.25 2.4 0.443 0.160 0.376 0.282 0.09 MANUAL 24-HOUR STORM RCFC & WCD SYNTHETIC UNIT HYDROGRAPH METHOD in/hr UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM SINATRA / PORTOLA DEVELO HYDROLOGY SHORTCUT METHOD Time Loss Rate Plate E-2.2 24 Hour Storm Page 8 of 9 Item 3B - Page 881 PROJECT: Job No.:2746 DATE: BY:FOS 9/30/22 DRAINAGE AREA-ACRES 0.317 CONSTANT LOSS RATE-in/hr n/a UNIT TIME-MINUTES 15 VARIABLE LOSS RATE (AVG) in/hr 0.2072 LAG TIME - MINUTES 0.76 MINIMUM LOSS RATE (for var. loss) - in/hr 0.104 UNIT TIME-PERCENT OF LAG 1974.4 LOW LOSS RATE - DECIMAL 0.85 TOTAL ADJUSTED STORM RAIN-INCHES 4.61 C 0.00192 Unit Time Pattern Storm Effective Flood Period Minutes Hours Percent Rain Rain Hydrograph in/hr Flow (Plate E-5.9)Max Low in/hr cfs MANUAL 24-HOUR STORM RCFC & WCD SYNTHETIC UNIT HYDROGRAPH METHOD in/hr UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM SINATRA / PORTOLA DEVELO HYDROLOGY SHORTCUT METHOD Time Loss Rate 62 930 15.50 2.3 0.424 0.158 0.361 0.266 0.09 63 945 15.75 1.9 0.350 0.155 0.298 0.195 0.06 64 960 16.00 1.9 0.350 0.153 0.298 0.197 0.06 65 975 16.25 0.4 0.074 0.151 0.063 0.011 0.00 66 990 16.50 0.4 0.074 0.148 0.063 0.011 0.00 67 1005 16.75 0.3 0.055 0.146 0.047 0.008 0.00 68 1020 17.00 0.3 0.055 0.144 0.047 0.008 0.00 69 1035 17.25 0.5 0.092 0.142 0.078 0.014 0.00 70 1050 17.50 0.5 0.092 0.140 0.078 0.014 0.00 71 1065 17.75 0.5 0.092 0.137 0.078 0.014 0.00 72 1080 18.00 0.4 0.074 0.135 0.063 0.011 0.00 73 1095 18.25 0.4 0.074 0.133 0.063 0.011 0.00 74 1110 18.50 0.4 0.074 0.132 0.063 0.011 0.00 75 1125 18.75 0.3 0.055 0.130 0.047 0.008 0.00 76 1140 19.00 0.2 0.037 0.128 0.031 0.006 0.00 77 1155 19.25 0.3 0.055 0.126 0.047 0.008 0.00 78 1170 19.50 0.4 0.074 0.124 0.063 0.011 0.00 79 1185 19.75 0.3 0.055 0.123 0.047 0.008 0.00 80 1200 20.00 0.2 0.037 0.121 0.031 0.006 0.00 81 1215 20.25 0.3 0.055 0.119 0.047 0.008 0.00 82 1230 20.50 0.3 0.055 0.118 0.047 0.008 0.00 83 1245 20.75 0.3 0.055 0.116 0.047 0.008 0.00 84 1260 21.00 0.2 0.037 0.115 0.031 0.006 0.00 85 1275 21.25 0.3 0.055 0.113 0.047 0.008 0.00 86 1290 21.50 0.2 0.037 0.112 0.031 0.006 0.00 87 1305 21.75 0.3 0.055 0.111 0.047 0.008 0.00 88 1320 22.00 0.2 0.037 0.110 0.031 0.006 0.00 89 1335 22.25 0.3 0.055 0.109 0.047 0.008 0.00 90 1350 22.50 0.2 0.037 0.108 0.031 0.006 0.00 91 1365 22.75 0.2 0.037 0.107 0.031 0.006 0.00 92 1380 23.00 0.2 0.037 0.106 0.031 0.006 0.00 93 1395 23.25 0.2 0.037 0.105 0.031 0.006 0.00 94 1410 23.50 0.2 0.037 0.105 0.031 0.006 0.00 95 1425 23.75 0.2 0.037 0.104 0.031 0.006 0.00 96 1440 24.00 0.2 0.037 0.104 0.031 0.006 0.00 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in)1.87 FLOOD VOLUME (acft)0.05 FLOOD VOLUME (cuft)2,146 PEAK FLOW (cfs)0.14 Plate E-2.2 24 Hour Storm Page 9 of 9 Item 3B - Page 882 Project Summary Date: Project Name: City / County: State: Designed By: Company: Telephone: Storage Volume Required (cf):1,769 Limiting Width (ft):12.00 Effective Depth Below Asphalt (ft):10.00 Solid or Perforated Pipe:Perforated Shape Or Diameter:48 12.57 ft2 Pipe Area Spacing between Barrels (ft):2.00 Stone Width Around Perimeter of System (ft):1.5 Depth A: Porous Stone Above Pipe (in):6 Depth C: Porous Stone Below Pipe (in):12 Stone Porosity (0 to 40%):40 System Sizing Use Custom Layout (at right) for layout adjustment Pipe Storage:968 cf To adjust layout, enter desired barrel length in the light blue boxes below. Porous Stone Storage:845 cf Excess Footage = 0 1,813 cf 102.5%Of Required Storage 1 barrels Barrel 12 0 Length Per Barrel:77.00 ft Barrel 11 0 Rectangular Footprint (W x L):7. ft x 80. ft Barrel 10 0 Barrel 9 0 CONTECH Materials Barrel 8 0 Total CMP Footage:77 ft Barrel 7 0 Approximate Total Pieces:4 pcs Barrel 6 0 Approximate Coupling Bands:3 bands Barrel 5 0 Approximate Truckloads:1 trucks Barrel 4 0 Construction Quantities**Barrel 3 0 Total Excavation:208 cy Barrel 2 0 Porous Stone Backfill For Storage:78 cy Stone Barrel 1 77 Backfill to Grade Excluding Stone:94 cy Fill **Construction quantities are approximate and should be verified upon final design Number Of Barrels Exceed Graph Limitations Custom Layout Number of Barrels: 2746 DA-F PALM DESERT MSA Consulting Inc. CA FOS (760) 320-9811 Total Storage Provided: 9/30/2022 Corrugated Metal Pipe Calculator Enter Information in Blue Cells 77 0 0 0 0 0 0 0 0 0 0 0 0 20 40 60 80 100 For design assistance, drawings, and pricing send completed worksheet to: dyods@contech-cpi.com © 2007 CONTECH Stormwater SolutionsItem 3B - Page 883 FRANK SINATRA & PORTOLA PRELIMINARY HYDROLOGY REPORT Appendix G Riverside County Whitewater River Region WQMP Worksheets Item 3B - Page 884 ATRIB = 11.499 acres Determine the Impervious Area Within ATRIB (AIMP)AIMP = 9.199 acres Calculate the Impervious Area Ratio (IF) IF = AIMP/ATRIB IF = 0.80 Use the following equation based on the WEF/ASCE Method CBMP = 0.858If3 - 0.78If2 + 0.774If + 0.04 CBMP = 0.60 Calculate VU, the 80% Unit Storage Volume VU = 0.40 x CBMP VU = 0.24 (in*ac)/ac Calculate the design storage volume of the BMP, VBMP VBMP (ft3) =VBMP = 10,006 ft3 QBMP = CBMP x I x ATRIB QBMP = 1.38 ft3/s I = Design Rainfall Intensity, 0.2 in/hr Notes: BMP Design Flow Rate, QBMP Company Name Designed By Company Project Number/Name Drainage Area Number/Name 2746 / FRANK SINATRA / PORTOLA DEVELOPMENT DA-A September 30, 2022 VU (in-ac/ac) x AT (ac) x 43,560 (ft2/ac) 12(in/ft) Calculate the Composite Runoff Coefficient, C for the BMP Tributary Area Determine Design Storage Volume, VBMP Legend:Required Entries Calculated Cells Determine the Impervious Area Ratio Whitewater Watershed BMP Design Volume, VBMP & Design Flow Rate , QBMP (Rev. 06-2014) Enter the Area Tributary to this Feature (ATRIB) MSA Consulting, Inc FOS Date County/City Case No. Item 3B - Page 885 ATRIB = 1.531 acres Determine the Impervious Area Within ATRIB (AIMP)AIMP = 1.225 acres Calculate the Impervious Area Ratio (IF) IF = AIMP/ATRIB IF = 0.80 Use the following equation based on the WEF/ASCE Method CBMP = 0.858If3 - 0.78If2 + 0.774If + 0.04 CBMP = 0.60 Calculate VU, the 80% Unit Storage Volume VU = 0.40 x CBMP VU = 0.24 (in*ac)/ac Calculate the design storage volume of the BMP, VBMP VBMP (ft3) =VBMP = 1,333 ft3 QBMP = CBMP x I x ATRIB QBMP = 0.18 ft3/s I = Design Rainfall Intensity, 0.2 in/hr Notes: BMP Design Flow Rate, QBMP Company Name Designed By Company Project Number/Name Drainage Area Number/Name 2746 / FRANK SINATRA / PORTOLA DEVELOPMENT DA-B September 30, 2022 VU (in-ac/ac) x AT (ac) x 43,560 (ft2/ac) 12(in/ft) Calculate the Composite Runoff Coefficient, C for the BMP Tributary Area Determine Design Storage Volume, VBMP Legend:Required Entries Calculated Cells Determine the Impervious Area Ratio Whitewater Watershed BMP Design Volume, VBMP & Design Flow Rate , QBMP (Rev. 06-2014) Enter the Area Tributary to this Feature (ATRIB) MSA Consulting, Inc FOS Date County/City Case No. Item 3B - Page 886 ATRIB = 0.457 acres Determine the Impervious Area Within ATRIB (AIMP)AIMP = 0.366 acres Calculate the Impervious Area Ratio (IF) IF = AIMP/ATRIB IF = 0.80 Use the following equation based on the WEF/ASCE Method CBMP = 0.858If3 - 0.78If2 + 0.774If + 0.04 CBMP = 0.60 Calculate VU, the 80% Unit Storage Volume VU = 0.40 x CBMP VU = 0.24 (in*ac)/ac Calculate the design storage volume of the BMP, VBMP VBMP (ft3) =VBMP = 398 ft3 QBMP = CBMP x I x ATRIB QBMP = 0.05 ft3/s I = Design Rainfall Intensity, 0.2 in/hr Notes: BMP Design Flow Rate, QBMP Company Name Designed By Company Project Number/Name Drainage Area Number/Name 2746 / FRANK SINATRA / PORTOLA DEVELOPMENT DA-C September 30, 2022 VU (in-ac/ac) x AT (ac) x 43,560 (ft2/ac) 12(in/ft) Calculate the Composite Runoff Coefficient, C for the BMP Tributary Area Determine Design Storage Volume, VBMP Legend:Required Entries Calculated Cells Determine the Impervious Area Ratio Whitewater Watershed BMP Design Volume, VBMP & Design Flow Rate , QBMP (Rev. 06-2014) Enter the Area Tributary to this Feature (ATRIB) MSA Consulting, Inc FOS Date County/City Case No. Item 3B - Page 887 ATRIB = 0.260 acres Determine the Impervious Area Within ATRIB (AIMP)AIMP = 0.208 acres Calculate the Impervious Area Ratio (IF) IF = AIMP/ATRIB IF = 0.80 Use the following equation based on the WEF/ASCE Method CBMP = 0.858If3 - 0.78If2 + 0.774If + 0.04 CBMP = 0.60 Calculate VU, the 80% Unit Storage Volume VU = 0.40 x CBMP VU = 0.24 (in*ac)/ac Calculate the design storage volume of the BMP, VBMP VBMP (ft3) =VBMP = 226 ft3 QBMP = CBMP x I x ATRIB QBMP = 0.03 ft3/s I = Design Rainfall Intensity, 0.2 in/hr Notes: BMP Design Flow Rate, QBMP Company Name Designed By Company Project Number/Name Drainage Area Number/Name 2746 / FRANK SINATRA / PORTOLA DEVELOPMENT DA-D September 30, 2022 VU (in-ac/ac) x AT (ac) x 43,560 (ft2/ac) 12(in/ft) Calculate the Composite Runoff Coefficient, C for the BMP Tributary Area Determine Design Storage Volume, VBMP Legend:Required Entries Calculated Cells Determine the Impervious Area Ratio Whitewater Watershed BMP Design Volume, VBMP & Design Flow Rate , QBMP (Rev. 06-2014) Enter the Area Tributary to this Feature (ATRIB) MSA Consulting, Inc FOS Date County/City Case No. Item 3B - Page 888 ATRIB = 3.121 acres Determine the Impervious Area Within ATRIB (AIMP)AIMP = 2.497 acres Calculate the Impervious Area Ratio (IF) IF = AIMP/ATRIB IF = 0.80 Use the following equation based on the WEF/ASCE Method CBMP = 0.858If3 - 0.78If2 + 0.774If + 0.04 CBMP = 0.60 Calculate VU, the 80% Unit Storage Volume VU = 0.40 x CBMP VU = 0.24 (in*ac)/ac Calculate the design storage volume of the BMP, VBMP VBMP (ft3) =VBMP = 2,716 ft3 QBMP = CBMP x I x ATRIB QBMP = 0.37 ft3/s I = Design Rainfall Intensity, 0.2 in/hr Notes: BMP Design Flow Rate, QBMP Company Name Designed By Company Project Number/Name Drainage Area Number/Name 2746 / FRANK SINATRA / PORTOLA DEVELOPMENT DA-E September 30, 2022 VU (in-ac/ac) x AT (ac) x 43,560 (ft2/ac) 12(in/ft) Calculate the Composite Runoff Coefficient, C for the BMP Tributary Area Determine Design Storage Volume, VBMP Legend:Required Entries Calculated Cells Determine the Impervious Area Ratio Whitewater Watershed BMP Design Volume, VBMP & Design Flow Rate , QBMP (Rev. 06-2014) Enter the Area Tributary to this Feature (ATRIB) MSA Consulting, Inc FOS Date County/City Case No. Item 3B - Page 889 ATRIB = 0.317 acres Determine the Impervious Area Within ATRIB (AIMP)AIMP = 0.253 acres Calculate the Impervious Area Ratio (IF) IF = AIMP/ATRIB IF = 0.80 Use the following equation based on the WEF/ASCE Method CBMP = 0.858If3 - 0.78If2 + 0.774If + 0.04 CBMP = 0.60 Calculate VU, the 80% Unit Storage Volume VU = 0.40 x CBMP VU = 0.24 (in*ac)/ac Calculate the design storage volume of the BMP, VBMP VBMP (ft3) =VBMP = 275 ft3 QBMP = CBMP x I x ATRIB QBMP = 0.04 ft3/s I = Design Rainfall Intensity, 0.2 in/hr Notes: BMP Design Flow Rate, QBMP Company Name Designed By Company Project Number/Name Drainage Area Number/Name 2746 / FRANK SINATRA / PORTOLA DEVELOPMENT DA-F September 30, 2022 VU (in-ac/ac) x AT (ac) x 43,560 (ft2/ac) 12(in/ft) Calculate the Composite Runoff Coefficient, C for the BMP Tributary Area Determine Design Storage Volume, VBMP Legend:Required Entries Calculated Cells Determine the Impervious Area Ratio Whitewater Watershed BMP Design Volume, VBMP & Design Flow Rate , QBMP (Rev. 06-2014) Enter the Area Tributary to this Feature (ATRIB) MSA Consulting, Inc FOS Date County/City Case No. Item 3B - Page 890 FRANK SINATRA & PORTOLA PRELIMINARY HYDROLOGY REPORT Appendix H Preliminary S.U.H. Hydrology Exhibit Preliminary Grading and Drainage Plan Item 3B - Page 891 DA-B L=420 A=1.531 DA-A L=1,880 A=11.499 DA-C L=250 A=0.457 DA-D L=120 A=0.260 DA-E L=620 A=3.121 NOPARKINGNOPARKINGNOPARKINGNOPARKINGNOPARKINGNOPARKINGAHEADAHEADAHEADAHEADAHEAD SIGNALSIGNAL SIGNALSIGNALSIGNALSP STOPSTOP STOPSPOBS.OBS.OBS.OBS.OBS.OBS.OBS.OBS.OBS.OBS.OBS.OBS.OBS.OBS.OBS.OBS.OBS.OBS.OBS.OBS.OBS.OBS.OBS.OBS.OBS.OBS.OBS.OBS.OBS.OBS.OBS.OBS.OBS.OBS.OBS.Asph.Asph. Asph. Asph. Asph. Conc. Conc.Conc.Asph.DA-F L=195 A=0.32 PROP. BUILDING NO. 6 FF = 276.3 PE = 275.8 PROP. BUILDING NO. 5 FF = 277.3 PE = 276.8 PROP. BUILDING NO. 4 FF = 278.6 PE = 278.1 PROP. BUILDING NO. 3 FF = 278.0 PE = 277.5 PROP. BUILDING NO. 2 FF = 278.6 PE = 278.1 PROP. BUILDING NO. 1 FF = 279.5 PE = 279.0 PROP. BUILDING NO. 13 FF = 280.2 PE = 279.7 GFF = 269.2 PROP. BUILDING NO. 12 FF = 277.0 PE = 276.5 PROP. BUILDING NO. 7 FF = 276.0 PE = 275.5 PROP. BUILDING NO. 8 FF = 275.4 PE = 274.9 PROP. BUILDING NO. 15 FF = 276.1 PE = 275.6 PROP. BUILDING NO. 14 FF = 278.0 PE = 277.5 PROP. BUILDING NO. 9 FF = 272.9 PE = 272.4 PROP. BUILDING NO. 11 FF = 273.5 PE = 273.0 PROP. BUILDING NO. 10 FF = 272.0 PE = 271.5 10'10'10'FRANK SINATRA DRIVEPORT O L A A V E N U E63'275' Re m o v e E x . M e d i a n t o c r e a t e l e f t t u r n ( I n O n l y ) P o c k e t 35' 279.5TC 278.9 TC 279.3TC 278.7TC 277.1TC 277.0TC 277.8 TC 277.6 TC 277.7 TC 277.9TC277.9 TC 279.7TC 278.8TC 276.0 TC 279.0 TC 279.5 TC 279.7TC 279.5 TC 279.3 TC 278.7 TC 278.6TC 277.9 TC 278.2TC 278.3 TC 277.5 TC 277.8 TC 277.5TC 277.3 TC 277.8TC 277.6 TC 278.1TC 278.3TC 277.2TC 276.5TC 276.3TC 275.7TC 278.0 TC 275.2 TC 275.0TC 275.9TC 274.5TC 274.8 TC 271.7TC 272.0 TC 274.6TC 274.4TC 276.0TC 276.4TC276.4TC277.3TC 277.3 TC 277.3 TC 276.8 TC2763. FL 276.5 TC276.0 FL JOIN EX. 276.2 TC275.7 FL JOIN EX. 276.8 TC276.3 FL 275.5 TC/LP 275.0TC/HP 271.0 TC270.5 FL JOIN EX. 270.3FL 269.9FL 270.2 TC269.7 FL JOIN EX. 277.0TC 277.0FL 273.9TC 273.2FL 273.6TC 272.8TC 272.5 TC 271.8 TC 271.0TC/LP 271.2TC 271.7 TC271.5TC 272.0TC 271.2TC 271.8TC 270.2 TC 270.4 TC 270.0 TC 272.0 TC 272.7 TC 273.8TC 273.2TC 273.0TC 273.8TC 274.2 TC 274.1 TC 270.6 TC 274.1 TC 271.5 TC 271.5 TC 272.8 TC 274.9 TC 274.7 TC 275.5 TC 275.7 TC 276.1 TC 275.5TC 275.7 TC 275.7TC 275.3 TC 275.6COPING 278.5RIDGE 276.5 COPING 279.7 TC 278.9TC 277.0FG 279.0TC 279.7 TC 279.5 TC 280.0 TC 278.8 TC 278.6TC 278.5TC 277.9 TC277.7FL 276.0FG 276.0 FG 277.0 FG 277.0 277.0 FG277.9FG 275.0 FG 277.1 TC 277.3 TC 276.6 FS 277.5TC 277.3 TC 276.5 FS276.2 TC 276.0TC 276.2 TC 276.8 TC 276.6 TC276.4 TC 276.6TC 276.7 TC 276.5 TC 278.3 TC 278.1TC 278.4 TC 278.2 TC 279.9 TC 279.7TC 279.7 TC 279.5 TC 276.3TC 276.5 TC 279.5TC 279.2 TC 279.1TC 272.4TC 271.7TC 271.1TC 274.7TC 272.1TC 271.9 TC 273.8TC 273.4 TC 272.7 FS 273.1 FS 271.5 TC 270.8FS 270.8FL 275.5 FG 273.8FG275.0 FG 277.7FG 275.0FG 273.0 FG 273.0 FG20.5'34.25' POOL APN: 620-170-009 38105 PORTOLA AVE PALM DESERT CA 92260 APN: 620-400-029 38400 APN: 620-400-033 - APN: 620-400-019 - APN: 620-400-010 - APN: 620-400-005 - APN: 620-472-060 - APN: 620-472-065 -40.727'10'0.6%0.4%275.0 TC/HP 5.2%5.1%70' REM O V E E X I S T M E D I A N T O CRE A T E L E F T T U R N P O C K E T 80'80' 276.2 TC 270.2 TC 269.7 TC 269.5 TC/LP 271.0 TC 271.0 TC 270.8 TC 271.3 TC270.4 TC 270.4 TC/LP 272.7 TC/LP 271.7 TC/LP 273.4 TC/LP 273.3 TC/LP 273.0 TC/LP 273.4 TC/LP 273.5 TC 273.7 TC 273.2 TC 276.7 TC 270.1 FL 270.9 TC 270.5 TC 270.9 TC 270.0 TC/LP 274.3 TC 273.7 TC 273.1 TC 272.9 TC 272.8 TC 271.8 TC 272.0 TC 272.6 TC 273.3 TC/LP 272.5 TC 273.3 TC (273.7) EX. TC (274.3) EX. TC (273.0) EX. TC (272.5) EX. TC (271.7) EX. TC (269.7) EX. TC (268.6) EX. TC (266.4) EX. TC (265.1) EX. TC (262.4) EX. TC (274.7) EX. TC (275.5) EX. TC (276.0) EX. TC PE 269.5 1600 RETREAT CIRCLE PALM DESERT CA 92211 PE 269.2 2800 RETREAT CIRCLE PALM DESERT CA 92211 PE 271.3 1700 RETREAT CIRCLE PALM DESERT CA 92211 PE 271.9 1800 RETREAT CIRCLE PALM DESERT CA 92211 PE 274.5 1900 RETREAT CIRCLE PALM DESERT CA 92211 MSA CONSULTING , INC. > PLANNING > CIVIL ENGINEERING > LAND SURVEYING 34200 Bob Hope Drive, Rancho Mirage, CA 92270 760.320.9811 msaconsultinginc.com 0'100' SCALE 1"=50' 50'150'200' %%ULAND USE LEGEND APARTMENTS NON-TRIBUTARY OPEN SPACE TRIBUTARY AREA BOUNDARY DRAINAGE FLOW %%uLEGEND DRAINAGE SUB-AREA ID FLOW TRAVEL LENGTH (FT) AREA (AC) L=XX A=X.XXX A HYDROLOGIC AREA RECONCILIATION PROPOSED LAND USE: MULTI FAMILY - APARTMENTS 17.185 AC NON- TRIBUTARY ON-SITE OPEN SPACE (STREET FRONTAGE) (SELF CLEANING) 0.978 AC SURVEY BOUNDARY 18.163 AC PROPOSED UNDERGROUND RETENTION: CONTROLLING VOLUME - 1,769 CF 1-48"Ø PERFORATED BARRELS - 77 LF TOTAL RECTANGULAR FOOTPRINT (INCLUDING STONE AROUND SYSTEM) 7'x80' TOTAL STORAGE PROVIDED - 1,813 CF (INCLUDING STONE VOIDS) STONE POROSITY - 40% PERCOLATION RATE - 1 in/hr DRAINAGE TOTAL AREA (acres) IMPERVIOUS AREA (acres) DESIGN VOLUME (cu-ft) DESIGN FLOW (cfs) DA-A 11.499 9.199 10,006 1.38 AREA DA-B 1.531 1.225 1,333 0.18 FOS MSR DESIGN BY DRAWN BY CHECK BY FOS EXHIBIT DATE: FRANK SINATRA AND PORTOLAPROJECT NAME: HAYES DIETRICH, L.L.C.PREPARED FOR: PRELIMINARY S.U.H. HYDROLOGY EXHIBITPLAN: SEPTEMBER 30, 2022 DA-C 0.457 0.366 398 0.05 DA-D 0.260 0.208 226 0.03 DA-E 3.121 2.497 2,716 0.37 LAND USE OFF-SITE 11.499MF - APARTMENTS (acres) AREA 32 RI NUMBER 0.74 AMC II INFILTRATION RATE (in/hr) 0.80 IMPERVIOUS DECIMAL 11.499TOTAL PERCENT DRAINAGE AREA 'DA-A' STORM EVENT SUMMARY LAND USE OFF-SITE 1.531MF - APARTMENTS (acres) AREA 32 RI NUMBER 0.74 AMC II INFILTRATION RATE (in/hr) 0.80 IMPERVIOUS DECIMAL 1.531TOTAL PERCENT DRAINAGE AREA 'DA-B' STORM EVENT SUMMARY LAND USE OFF-SITE 0.457MF - APARTMENTS (acres) AREA 32 RI NUMBER 0.74 AMC II INFILTRATION RATE (in/hr) 0.80 IMPERVIOUS DECIMAL 0.457TOTAL PERCENT DRAINAGE AREA 'DA-C' BASIN VOLUME SUMMARY STORM EVENT SUMMARY LAND USE OFF-SITE 0.260MF - APARTMENTS (acres) AREA 32 RI NUMBER 0.74 AMC II INFILTRATION RATE (in/hr) 0.80 IMPERVIOUS DECIMAL 0.260TOTAL PERCENT DRAINAGE AREA 'DA-D' BASIN VOLUME SUMMARY STORM EVENT SUMMARY LAND USE OFF-SITE 3.121MF - APARTMENTS (acres) AREA 32 RI NUMBER 0.74 AMC II INFILTRATION RATE (in/hr) 0.80 IMPERVIOUS DECIMAL 3.121TOTAL PERCENT DRAINAGE AREA 'DA-E' STORM EVENT SUMMARY LAND USE OFF-SITE 0.317MF - APARTMENTS (acres) AREA 32 RI NUMBER 0.74 AMC II INFILTRATION RATE (in/hr) 0.80 IMPERVIOUS DECIMAL 0.317TOTAL PERCENT DRAINAGE AREA 'DA-F' UNDERGROUND RETENTION VOLUME SUMMARY STORM EVENT SUMMARY DA-F 0.317 0.253 275 0.04 RETENTION BASIN WSE100=270.5 BTM=270.0 RETENTION BASIN WSE100=275.0 BTM=273.0 UNDERGROUND RETENTION BASIN 48" DIA. PIPE - 77 L.F. PROPOSED UNDERGROUND RETENTION: CONTROLLING VOLUME - 67,300 CF 18-60"Ø PERFORATED BARRELS - 119 LF TOTAL RECTANGULAR FOOTPRINT (INCLUDING STONE AROUND SYSTEM) 136'x122' TOTAL STORAGE PROVIDED - 68,215 CF (INCLUDING STONE VOIDS) STONE POROSITY - 40% PERCOLATION RATE - 1 in/hr UNDERGROUND RETENTION VOLUME SUMMARY PROPOSED UNDERGROUND RETENTION: CONTROLLING VOLUME - 18,500 CF 5-60"Ø PERFORATED BARRELS - 92 LF TOTAL RECTANGULAR FOOTPRINT (INCLUDING STONE AROUND SYSTEM) 39'x96' TOTAL STORAGE PROVIDED - 18,898 CF (INCLUDING STONE VOIDS) STONE POROSITY - 40% PERCOLATION RATE - 1 in/hr UNDERGROUND RETENTION VOLUME SUMMARY PROPOSED UNDERGROUND RETENTION: CONTROLLING VOLUME - 9,000 CF 11-60"Ø PERFORATED BARRELS - 20 LF TOTAL RECTANGULAR FOOTPRINT (INCLUDING STONE AROUND SYSTEM) 84'x24' TOTAL STORAGE PROVIDED - 9,849 CF (INCLUDING STONE VOIDS) STONE POROSITY - 40% PERCOLATION RATE - 1 in/hr UNDERGROUND RETENTION VOLUME SUMMARY UNDERGROUND RETENTION BASIN 60" DIA. PIPE - 2,142 L.F. UNDERGROUND RETENTION BASIN 60" DIA. PIPE - 460 L.F. UNDERGROUND RETENTION BASIN 60" DIA. PIPE - 220 L.F.R:\2746\Acad\Hydrologyreliminary\2746 Preliminary SUH Exhibit.dwg, 10/3/2022 9:49:12 AM, fstanway, MSA Consulting, Inc.Item 3B - Page 892 NOPARKINGNOPARKINGNOPARKINGNOPARKINGNOPARKINGNOPARKINGMH MH MH MH MH MH MH MH MH AHEADAHEADAHEADAHEADAHEAD SIGNALSIGNAL SIGNALSIGNALSIGNALSP MH MH MH MH MH MH MH MH MH MH MH MH MH STOPSTOP STOPSP MH MH MH MH MH MH MH MH MH 265 265 265265 265270270 270 270 270 270 270 270 275 275275 275 275 275 275275275275275 275 280 280280 280280280 280 280 280 280 280280280255266.6274.1276.9277.4275.7276.3277.1280.5280.1279.3279.8279.5279.9280.2278.7278.4278.7278.6279.3276.6276.3275.7275.2277.4276.4274.9274.6274.2274.2273.6273.6273.1273.4272.7280.5279.5279.4280.2280.3279.7279.2278.8278.5278.3277.9279.7279.2279.6281.3281.2280.3280.2280.2280.5280.4280.6281.2281.2279.3284.2277.6278.6277.1280.2275.9277.9278.7279.2278.6278.2277.5278.3279.9279.6278.5276.4277.1277.2276.9276.9276.6276.6276.3277.0277.1275.2275.6274.4274.7274.5273.7273.3274.3275.6273.7273.5276.1276.4276.3274.4275.2274.5272.1273.7274.6273.1272.8273.4273.5273.7273.5272.5272.4272.3273.1272.7272.2273.2271.8272.3271.3271.9278.2272.7274.5272.6272.7272.5272.4271.4271.4270.4270.4269.3269.5268.4268.4270.8270.4269.9269.3268.8269.6269.2267.6267.6267.4270.3272.3272.5272.4269.4270.7268.7267.5268.1269.1269.5266.7266.6267.4267.2265.4265.8266.1265.5264.7266.5266.1264.6263.6263.7262.4269.7270.5273.3278.1277.8280.2280.2M PROP. BUILDING NO. 6 FF = 276.3 PE = 275.8 Prop. Trash Enclosure to Include Recycle & Organic Waste (Typ.) Prop. Trash Enclosureto Include Recycle & Organic Waste (Typ.) Ex. Curb & Gutter (Typ.) 8' Meandering Sidewalk Per Landscape Plan Prop. Trash Enclosure to Include Recycle & Organic Waste (Typ.) Prop. Trash Enclosureto Include Recycle & Organic Waste (Typ.) PROP. BUILDING NO. 5 FF = 277.3 PE = 276.8 PROP. BUILDING NO. 4 FF = 278.6 PE = 278.1 PROP. BUILDING NO. 3 FF = 278.0 PE = 277.5 PROP. BUILDING NO. 2 FF = 278.6 PE = 278.1 PROP. BUILDING NO. 1 FF = 279.5 PE = 279.0 PROP. BUILDING NO. 13 FF = 280.2 PE = 279.7 GFF = 269.2 PROP. BUILDING NO. 12 FF = 277.0 PE = 276.5 PROP. BUILDING NO. 7 FF = 276.0 PE = 275.5 PROP. BUILDING NO. 8 FF = 275.4 PE = 274.9 PROP. BUILDING NO. 15 FF = 276.1 PE = 275.6 PROP. BUILDING NO. 14 FF = 278.0 PE = 277.5 PROP. BUILDING NO. 9 FF = 272.9 PE = 272.4 PROP. BUILDING NO. 11 FF = 273.5 PE = 273.0 PROP. BUILDING NO. 10 FF = 272.0 PE = 271.5 10'Prop. 10' Landscape Setback 10'Prop. 10' Landscape Setback Prop. 10' Landscape Setback10'270.0 BOTTOM Prop. R/W Expansion8' Meandering SIdewalk PerLandscape PlanEx. Curb & GutterFRANK SINATRA DRIVEPORT O L A A V E N U E63'Move Ex. Catch Basin to end of curb return 275' Re m o v e E x . M e d i a n t o c r e a t e l e f t t u r n ( I n O n l y ) P o c k e t 35' 279.5TC 278.9 TC 279.3TC 278.7TC 277.1 TC 277.0TC 277.8 TC 277.6 TC 277.7 TC 277.9TC277.9 TC 279.7TC 278.8TC 276.0 TC 279.0 TC 279.5 TC 279.7 TC 279.5 TC 279.3 TC 278.7 TC 278.6 TC 277.9TC 278.2 TC 278.3 TC 277.5TC 277.8 TC 277.5 TC 277.3TC 277.8 TC 277.6 TC 278.1 TC 278.3 TC 277.2TC 276.5 TC 276.3 TC 275.7 TC 278.0 TC 275.2TC 275.0 TC 275.9 TC 274.5 TC 274.8 TC 271.7 TC 272.0 TC 274.6 TC 274.4TC 276.0TC 276.4TC276.4TC277.3TC 277.3 TC 277.3 TC 276.8 TC2763. FL 276.5 TC276.0 FL JOIN EX. 276.2 TC275.7 FL JOIN EX. 276.8 TC276.3 FL 275.5TC/LP 275.0TC/HP 271.0 TC 270.5 FL JOIN EX. 270.3FL 269.9FL 270.2 TC 269.7 FL JOIN EX. 277.0TC 277.0 FL 273.9 TC 273.2FL 273.6 TC 272.8TC 272.5TC 271.8 TC 271.0 TC/LP 271.2TC 271.7 TC271.5TC 272.0TC 271.2 TC 271.8 TC 270.2 TC 270.4TC 270.0TC 272.0TC 272.7TC 273.8 TC 273.2 TC 273.0 TC 273.8TC 274.2 TC 274.1 TC 270.6 TC 274.1TC 271.5 TC 271.5 TC 272.8 TC 274.9 TC 274.7 TC 275.5 TC 275.7 TC 276.1TC 275.5 TC 275.7 TC 275.7TC 275.3 TC 275.6COPING 278.5 RIDGE 276.5 COPING 279.7 TC 278.9TC 277.0FG 279.0TC 279.7 TC 279.5 TC 280.0 TC 278.8TC 278.6TC 278.5 TC 277.9TC277.7FL 276.0 FG 276.0FG 277.0FG 277.0 277.0FG277.9 FG 275.0 FG 277.1TC 277.3TC 276.6FS 277.5 TC 277.3TC 276.5FS276.2TC 276.0 TC 276.2 TC 276.8 TC 276.6 TC276.4 TC 276.6TC 276.7 TC 276.5 TC 278.3 TC 278.1TC 278.4 TC 278.2 TC 279.9 TC 279.7TC 279.7 TC 279.5 TC 276.3TC 276.5 TC 279.5TC 279.2 TC 279.1TC 272.4TC 271.7TC 271.1 TC 274.7 TC 272.1TC 271.9 TC 273.8 TC 273.4 TC 272.7FS 273.1FS 271.5 TC 270.8 FS 270.8FL 275.5FG 273.8 FG275.0 FG 277.7FG 275.0FG 273.0FG 273.0FG Prop. Property Fence per Landscape & Architecture Plans (Typ.)Prop. Property Fence per Landscape & Architecture Plans (Typ.) Ridg eRidge Prop. Underground Retention Basin (7'x80') 8' Meandering SidewalkPer Landscape Plan 20.5'34.25' POOL APN: 620-170-009 38105 PORTOLA AVE PALM DESERT CA 92260 APN: 620-400-029 38400 APN: 620-400-033 - APN: 620-400-010 - APN: 620-400-005 - APN: 620-472-060 - APN: 620-472-065 -40.727'Prop. 10' LandscapeSetback10'0.6%0.4%275.0 TC/HP 5.2%5.1%70' REM O V E E X I S T M E D I A N T O CRE A T E L E F T T U R N P O C K E T REMOVE EXIST CURB &GUTTER TO CREATE ENTRY CROSS GUTTER PARCEL 2 620-400-030 VACANT EX. GENERAL PLAN: TOWN CENTER NEIGHBORHOOD EX. ZONING: PLANNED UNIT RESIDENTIAL (P.R.-22) 32.8' 43.7' 45.1' 42.8' 31.4'33.2'34.5'17.8'20.5'30.5'20.5'16.2'18'30'18'21.8'18'32'11.5'22.8'63'20'32.6'46.3'10.9'18'13.9'55.6'309.6'17'20.5'74.1'14.9'20.5'45.1'23.6 ' 30.6 ' 24' 10' 24' 29.1 '16'18'30.5'20.5'30'30'18'20.4 ' 18' 30' 20.5 ' 26.9 '23'23'20'26'20. 5 ' 26.4 '18'30'18'22.8'24'29' 29' PARCEL 1 620-400-031 VACANT EX. GENERAL PLAN: TOWN CENTER NEIGHBORHOOD EX. ZONING: PLANNED UNIT RESIDENTIAL (P.R.-22) N 2 7 ° 4 6 ' 3 3 " E 8 4 0 . 4 8 ' N 01°21'56" E 1923.00'N 89°52'08" E 686.08'N 04°19'04" E 58.45' ∆=23°27'29"R=1937.00'L=793.05' ∆=11°29'14"R=1863.00'L=373.51' 75'117.2'59.4'21.6' 21.6' 21.6'18'23.1'9'TYP.18'29.4'30'20.5'39.8'68.1 ' 19.5 ' 20. 5 ' 30' 20.5 ' 21. 9 ' 22' 18' 18' 21.4 '15.2'18'30'81.2'60.3'20.5'10'10'10'PO R T O L A A V E N U E 18'20.5'30.5'20.5'117.5'38.9'144.2'30'17'15'18'30'18'6'18'30'18'62.5'13.9'13.5'13.6'13.7'13.7'13.9'13.9'14.1'32' 17.8' N 47°57'11" W29.27' Prop. 8' Sidewalk 80'REMOVE EXIST CURB&GUTTER TO CREATEENTRY CROSS GUTTERREMOVE EXIST CURB&GUTTER TO CREATE ENTRY CROSS GUTTER 80' 276.2 TC Prop. Underground Retention Basin (5 - 5'x100') Prop. Underground Retention Basin (2,350 LF OF 5') Pro p . U n d e r g r o u n d Ret e n t i o n B a s i n ( 8 ' x 1 4 0 ' ) Pro p . U n d e r g r o u n d Ret e n t i o n B a s i n ( 8 ' x 1 4 0 ' ) 270.2 TC 269.7 TC 269.5 TC/LP 271.0 TC 271.0 TC 270.8 TC 271.3 TC270.4 TC 270.4 TC/LP 272.7 TC/LP 271.7 TC/LP 273.4 TC/LP 273.3 TC/LP 273.0 TC/LP 273.4 TC/LP 273.5 TC 273.7 TC 273.2 TC 276.7 TC 270.1 FL 270.9 TC 270.5 TC 270.9 TC EX. POWER POLE TOBE RELOCATED270.0 TC/LP 274.3 TC 273.7 TC 273.1 TC 272.9 TC 272.8 TC 271.8 TC 272.0 TC 272.6 TC 273.3 TC/LP 272.5 TC 273.3 TC (273.7) EX. TC (274.3) EX. TCEX. POWER POLE AND GUY WIRETO BE PROTECTED IN PLACE(273.0) EX. TC (272.5) EX. TC (271.7) EX. TC (269.7) EX. TC (268.6) EX. TC (266.4) EX. TC (265.1) EX. TC (262.4) EX. TC (274.7) EX. TC (275.5) EX. TC (276.0) EX. TC PE 269.5 1600 RETREAT CIRCLE PALM DESERT CA 92211 PE 269.2 2800 RETREAT CIRCLE PALM DESERT CA 92211 PE 271.3 1700 RETREAT CIRCLE PALM DESERT CA 92211 PE 271.9 1800 RETREAT CIRCLE PALM DESERT CA 92211 PE 274.5 1900 RETREAT CIRCLE PALM DESERT CA 92211 PUTTING GREEN MH MH MH MH MH MHMH MH MH MHSTOP 275 275280280279.7 279.7 276.7 275.8276.2276.5 275.5 275.1 274.2274.6274.9 273.7 APN: 694391014 74085 DAISY LN PALM DESERT CA 92211 APN: 694391015 74091 DAISY LN PALM DESERT CA 92211 APN: 694392014 74109 PELE PL PALM DESERT CA 92211 APN: 694392013 74123 PELE PL PALM DESERT CA 92211 APN: 694392012 74137 PELE PL PALM DESERT CA 92211 APN: 694392011 74151 PELE PL PALM DESERT CA 92211 APN: 694392010 74165 PELE PL PALM DESERT CA 92211 APN: 694392009 74179 PELE PL PALM DESERT CA 92211 APN: 694392008 74193 PELE PL PALM DESERT CA 92211 FRANK SINATRA DRIVE 0'100' SCALE 1"=50' 50'150'200' MSA CONSULTING,INC. C i v il E n g i n e e r i n g L a n d S u r v e y i n g L a n d s c a p e A r c h i t e c t u r ePlanningEnvironmentalServicesDryUtilityCoordinationGIS 34200 Bob Hope Drive Rancho Mirage, CA 92270 | 760.320.9811 | MSAConsultinginc.com Copyright 2022 All Rights Reserved MSA Consulting, Inc.c EAST NORTH SOUTH WEST CENTERLINE EASEMENT EXISTING (E) (N) (S) (W) C/L ESMT. EX. ABBREVIATIONS ACREAGEAC CURB AND GUTTERC&G ASSESSORS PARCEL NUMBERAPN E/P EDGE OF PAVEMENT A.C. ASPHALT CONCRETE MAX. MAXIMUM BOUNDARYBNDRY M.B. MAP BOOK EXISTING OVERHEAD TELEPHONE EXISTING SEWER EXISTING RIGHT OF WAY PROPOSED CURB PROPOSED EASEMENT EXISTING PROJECT BOUNDARY EXISTING SEWER FORCE MAIN EXISTING WATER PROPOSED LOT LINE PROPOSED RIGHT OF WAY PROPOSED AND EXISTING CENTER LINE PROPOSED PROJECT BOUNDARY EXISTING IRRIGATION EXISTING GAS EXISTING EASEMENT EXISTING ELECTRIC EXISTING IRRIGATION DRAIN LINE EXISTING CABLE EXISTING CONTOURS EXISTING SPOT ELEVATIONS LEGEND EXISTING LOT LINE EXISTING EDGE OF PAVEMENT EXISTING TELEPHONE MIN. MINIMUM NUMBER PROPOSED RIGHT OF WAY TYPICAL NO. PROP. R/W TYP. P.U.E. PUBLIC UTILITY EASEMENT SF SQUARE FEET RADIUSR STANDARDSTD. P/L PROPERTY LINE N.T.S. NOT TO SCALE R-L LOW DENSITY (RESIDENTIAL) UG UNDERGROUND OVERHEADO/H OPEN SPACE / PARKSOS/PP PAGEPG. DATA TABLE ASSESSOR'S PARCEL NUMBER:620-400-030 & -031 EXHIBIT DATE: OCTOBER 3, 2022 SOURCE OF TOPOGRAPHY: ADDRESS: INLAND AERIAL SURVEYS, INC. 7117 ARLINGTON AVENUE, SUITE "A" RIVERSIDE, CALIFORNIA 92503 DATE OF TOPOGRAPHY:DECEMBER 22, 2021 EXHIBIT PREPARER: ADDRESS: MSA CONSULTING, INC. 34200 BOB HOPE DRIVE RANCHO MIRAGE, CALIFORNIA 92270 CONTACT:PAUL DEPALATIS, AICP TELEPHONE:(760) 320-9811 REVISIONS NO. DATE IN THE CITY OF PALM DESERT, COUNTY OF RIVERSIDE, STATE OF CALIFORNIA LEGAL DESCRIPTION: DESCRIPTION A PORTION OF THE NORTHWEST QUARTER OF SECTION 4, TOWNSHIP 5 SOUTH, RANGE 6 EAST, SAN BERNARDINO MERIDIAN. TELEPHONE:(951) 687-4252 APPLICANT / ADDRESS: CONTACT: 5021 VERNON AVENUE, SUITE 201 EDINA, MINNESOTA 55436 CALVIN HAYES HAYES DIETRICH, LLC LAND OWNER: %%UESTIMATED EARTHWORK QUANTITIES RAW QUANTITIES SUBSIDENCE 3,326 1,333 RAW ADJUSTED 46,113 8,584 SHRINKAGE 1,515 EXPORT TOTAL EARTHWORK %%O169,998 %%O169,998 SUBTOTAL 71,223 39,639 OVER-EX (PADS)21,806 21,806 OVER-EX (PADS) SHRINKAGE 3,848 49,439 7,251 CUT (CY)FILL (CY) 130,359 {EARTHWORK NOTE: ASSUMED EARTHWORK ANALYSIS FACTORS: } {THE FOLLOWING FACTORS WERE USED IN THE PREPARATION OF THE EARTHWORK ANALYSIS: SHRINKAGE:15% SUBSIDENCE:0.15' OVEREXCAVATION3' DISTURBED AREA18 ACRES ALL OF THE FACTORS WERE OBTAINED FROM SLADDEN ENGINEERING, PROJECT No. 544-22072, DATED MAY 17, 2022. SHRINKAGE:10% - 20% SUBSIDENCE:0.1' - 0.20' OVER EXCAVATION3.0' EXISTING TOPOGRAPHY WAS PROVIDED BY INLAND AERIAL SURVEYS, INC., DATED DECEMBER 22, 2021.} {EATHWORK NOTE: } {THE EXPORT SHOWN (45,437 C.Y.) ON THE PLAN, WILL BE EXPORTED TO THE PROPERTY DIRECTLY (ADJOINTING PROPERTY) TO THE WEST. THAT PROPERTY IS UNDER THE SAME OWNERSHIP. } OVER-EX (STREETS)3,304 3,304 OVER-EX (STREETS) SHRINKAGE 583 PRELIMINARY GRADING & UTILITY PLAN PROPOSED PERIMETER FENCE & WALL COMBINATION. SEE ARCHITECT PLAN FOR DETAILS {PROJECT DATA} {GROSS ACREAGE 18.31 AC. NET ACREAGE 18.15 AC.} SITE RAMON RD DINAH SHORE DR GERALD FORD DR FRANK SINATRA DR COUNTRY CLUB DR FRED WARING DR HWY 111 HOVLEY LN BOB HOPE DRMONTEREY AVEPORTOLA AVEEL DORADO DROASIS CLUB DRIN T E R S T A T E 1 0 COOK STN.T.S. VICINITY MAP NORTH PROPERTY OWNERS INFORMATION UNDERGROUND RETENTION SYSTEM 98,775 PE 277.5 100 RETREAT CIRCLE PALM DESERT CA 92211 R:\2746\Acad\Gradingreliminary\2746 Preliminary Grading Plan.dwg, 10/3/2022 9:25:05 AM, lcantabrana, MSA Consulting, Inc.Item 3B - Page 893