I I I I I I I I
I I I I I I I I
I I I I I I I I I I I I I I I I I
Volume to Capacity (v/c): 0.387
Level Of Service: A
Delay (sec / veh): 9.7
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 5: Village at San Jacinto at Project Driveway No.3 Intersection Level Of Service Report
Crosswalk Yes No No
Curb Present No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 1 0 1 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Right Left Thru U-turn Thru Right Lane Configuration
Approach Southbound Eastbound Westbound
Name Village at San Jancinto Ramona Expressway Ramona Expressway Intersection Setup
Scenario 4: 4 PM 2026
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-43
,r ,111 nllf-t
Bicycle Volume [bicycles/h] 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ 0 0 0 v_co, Outbound Pedestrian Volume crossing minor stree 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ 0 0 0 v_do, Outbound Pedestrian Volume crossing major stree 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0
Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 176 105 34 1204 0 759 107 Total 15-Minute Volume [veh/h] 44 26 8 301 0 190 27
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 Total Hourly Volume [veh/h] 167 100 32 1144 0 721 102
Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 167 100 32 1144 0 721 102
Name Village at San Jancinto Ramona Expressway Ramona Expressway Volumes
Scenario 4: 4 PM 2026
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-44
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Recall No No No No No
Maximum Recall No No No No No
Minimum Recall No No No No No
l2, Clearance Lost Time [s] 2.0 0.0 2.0 2.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 0.0 2.0 2.0 2.0 2.0 0.0
Rest In Walk No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Clearance [s] 0 0 0 10 0 14 0
Walk [s] 0 0 0 7 0 7 0
Vehicle Extension [s] 3.0 0.0 3.0 3.0 3.0 3.0 0.0
Split [s] 54 0 11 25 11 25 0
All red [s] 1.0 0.0 1.0 1.0 1.0 1.0 0.0
Amber [s] 3.0 0.0 3.0 3.0 3.0 3.0 0.0
Maximum Green [s] 30 0 30 30 30 30 0
Minimum Green [s] 7 0 7 7 7 7 0
Lead / Lag Lead - Lead - Lead - -
Auxiliary Signal Groups
Signal Group 7 0 5 2 1 6 0
Control Type Split Split Protected Permissive Protected Permissiv Permissiv Phasing & Timing
Lost time [s] 12.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Scenario 4: 4 PM 2026
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-45
95th-Percentile Queue Length [ft/ln] 183.34 101.29 36.18 88.98 0.00 76.82 80.18 95th-Percentile Queue Length [veh/ln] 7.33 4.05 1.45 3.56 0.00 3.07 3.21 50th-Percentile Queue Length [ft/ln] 101.86 56.27 20.10 49.43 0.00 42.68 44.54 50th-Percentile Queue Length [veh/ln] 4.07 2.25 0.80 1.98 0.00 1.71 1.78 Critical Lane Group Yes No No Yes No No No
Lane Group LOS D D D A A A A
d, Delay for Lane Group [s/veh] 44.06 38.93 45.17 4.23 0.00 5.23 5.47 X, volume / capacity 0.78 0.52 0.42 0.32 0.00 0.23 0.24 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 5.91 2.11 3.38 0.22 0.00 0.22 0.46 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.11 0.11 0.50 0.11 0.50 0.50 d1, Uniform Delay [s] 38.15 36.81 41.80 4.01 0.00 5.00 5.01 c, Capacity [veh/h] 225 200 81 3766 2 2474 1219
s, saturation flow rate [veh/h] 1781 1589 1781 5094 1781 3560 1755 (v / s)_i Volume / Saturation Flow Rate 0.10 0.07 0.02 0.24 0.00 0.16 0.16 g / C, Green / Cycle 0.13 0.13 0.05 0.74 0.00 0.70 0.70 g_i, Effective Green Time [s] 11 11 4 67 0 63 63
l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 90 90 90 90 90 90 90
Lane Group L R L C L C C
Lane Group Calculations
Scenario 4: 4 PM 2026
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-46
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 44.06 38.93 45.17 4.23 0.00 5.28 5.47 Movement LOS D D D A A A A
d_A, Approach Delay [s/veh] 42.14 5.36 5.31
Approach LOS D A A
d_I, Intersection Delay [s/veh] 9.67
Intersection LOS A
Intersection V/C 0.387
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 0.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 34.68 0.00 0.00
I_p,int, Pedestrian LOS Score for Intersection 2.233 0.000 0.000 Crosswalk LOS B F F
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1111 467 467 d_b, Bicycle Delay [s] 8.90 26.46 26.46
I_b,int, Bicycle LOS Score for Intersection 1.560 2.241 2.036 Bicycle LOS A B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 - - - - - - - - - - - - -
Ring 1 1 2 - - - - - - - - - - - - - -
Sequence
Scenario 4: 4 PM 2026
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-47
I I I I
I I I I
I I I I I I I I I I I I I I I I I
0.359 Volume to Capacity (v/c):
C Level Of Service:
29.2 Delay (sec / veh):
15 minutes Analysis Period:
HCM 7th Edition Analysis Method:
Signalized Control Type:
Intersection 6: Eagle Road at Ramona Expressway
Intersection Level Of Service Report
Yes No Yes Yes Crosswalk
No No No No Curb Present
0.00 0.00 0.00 0.00 Grade [%]
30.00 30.00 30.00 30.00 Speed [mph]
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Exit Pocket Length [ft] 0 0 0 0 0 0 0 0 0 0 0 0 No. of Lanes in Exit Pocket
100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 Entry Pocket Length [ft] 0 0 1 0 0 1 0 0 1 0 0 1 No. of Lanes in Entry Pocket
12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Thru Left Right Thru Left Right Thru Left Right Thru Left Turning Movement Lane Configuration
Westbound Eastbound Southbound Northbound Approach
Ramona Expressway Ramona Expressway Eagle Road Eagle Road Name Intersection Setup
Scenario 4: 4 PM 2026
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-48
I
I
.J
T
.J
T
.J
--
T
.J
--
T
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor stree 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major stree 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 47 29 38 69 31 46 51 1254 65 25 768 34 Total 15-Minute Volume [veh/h] 12 7 9 17 8 12 13 313 16 6 192 8 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 Total Hourly Volume [veh/h] 45 28 36 66 29 44 48 1191 62 24 730 32 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 45 28 36 66 29 44 48 1191 62 24 730 32 Name Eagle Road Eagle Road Ramona Expressway Ramona Expressway Volumes
Scenario 4: 4 PM 2026
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-49
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No No No No
l2, Clearance Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [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 Pedestrian Clearance [s] 0 24 0 0 0 0 0 11 0 0 11 0
Walk [s] 0 7 0 0 0 0 0 7 0 0 7 0
Vehicle Extension [s] 0.0 3.0 0.0 0.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Split [s] 0 35 0 0 35 0 26 44 0 11 29 0
All red [s] 0.0 1.0 0.0 0.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 0.0 3.0 0.0 0.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Maximum Green [s] 0 30 0 0 30 0 30 30 0 30 30 0
Minimum Green [s] 0 7 0 0 7 0 7 7 0 7 7 0
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 6 0 0 2 0 3 8 0 7 4 0
Control Type Permis Permis Permis Permis Permis Permis Protect Permis Permis Protect Permis Permis Phasing & Timing
Lost time [s] 12.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Scenario 4: 4 PM 2026
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-50
95th-Percentile Queue Length [ft/ln] 23.23 29.06 34.42 33.64 53.72 342.21 357.00 27.08 210.38 217.94 95th-Percentile Queue Length [veh/ln] 0.93 1.16 1.38 1.35 2.15 13.69 14.28 1.08 8.42 8.72 50th-Percentile Queue Length [ft/ln] 12.90 16.15 19.12 18.69 29.84 220.46 232.08 15.04 120.41 125.92 50th-Percentile Queue Length [veh/ln] 0.52 0.65 0.76 0.75 1.19 8.82 9.28 0.60 4.82 5.04 Critical Lane Group No No Yes No No No Yes Yes No No
Lane Group LOS B B B B D C C D C C
d, Delay for Lane Group [s/veh] 12.37 10.23 12.51 10.32 44.97 31.67 33.37 45.78 28.42 28.89 X, volume / capacity 0.06 0.07 0.09 0.08 0.50 0.84 0.84 0.38 0.54 0.55 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 0.17 0.16 0.25 0.18 3.76 1.86 3.55 3.47 0.48 0.93 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.50 0.50 0.50 0.50 0.11 0.11 0.11 0.11 0.11 0.11 d1, Uniform Delay [s] 12.20 10.07 12.25 10.14 41.20 29.81 29.81 42.31 27.94 27.96 c, Capacity [veh/h] 726 912 736 907 102 1043 534 67 972 500 s, saturation flow rate [veh/h] 1322 1700 1334 1692 1781 3560 1823 1781 3560 1830 (v / s)_i Volume / Saturation Flow Rate 0.04 0.04 0.05 0.05 0.03 0.24 0.25 0.01 0.15 0.15 g / C, Green / Cycle 0.54 0.54 0.54 0.54 0.06 0.29 0.29 0.04 0.27 0.27 g_i, Effective Green Time [s] 48 48 48 48 5 26 26 3 25 25 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 2.00 0.00 2.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 90 90 90 90 90 90 90 90 90 90
Lane Group L C L C L C C L C C
Lane Group Calculations
Scenario 4: 4 PM 2026
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-51
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 12.37 10.23 10.23 12.51 10.32 10.32 44.97 32.19 33.37 45.78 28.56 28.89 Movement LOS B B B B B B D C C D C C
d_A, Approach Delay [s/veh] 11.11 11.35 32.72 29.10
Approach LOS B B C C
d_I, Intersection Delay [s/veh] 29.23
Intersection LOS C
Intersection V/C 0.359
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 0.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 34.68 34.68 0.00 34.68
I_p,int, Pedestrian LOS Score for Intersection 2.016 2.024 0.000 2.996 Crosswalk LOS B B F C
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 689 689 889 555 d_b, Bicycle Delay [s] 19.35 19.35 13.90 23.48
I_b,int, Bicycle LOS Score for Intersection 1.748 1.801 2.313 2.014 Bicycle LOS A A B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 7 8 - - - - - - - - - - - -
Ring 1 - 2 3 4 - - - - - - - - - - - -
Sequence
Scenario 4: 4 PM 2026
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-52
I I I I I I I I
I I I I I I I I
I I I I I I I I I I I I I I I I I I
Volume to Capacity (v/c): 0.112
Level Of Service: B
Delay (sec / veh): 12.1
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Two-way stop
Intersection 7: Eagle Road at Idyllwild Drive
Intersection Level Of Service Report
Crosswalk Yes No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 45.00 35.00 35.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Left Right Left Thru Thru Right
Lane Configuration
Approach Southbound Eastbound Westbound
Name Eagle Road Idyllwild Drive Idyllwild Drive
Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 66 29 56 178 160 62
Total 15-Minute Volume [veh/h] 17 7 14 44 40 16
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 Total Hourly Volume [veh/h] 63 28 53 169 152 59
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 63 28 53 169 152 59
Name Eagle Road Idyllwild Drive Idyllwild Drive
Volumes
Scenario 4: 4 PM 2026
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-53
T i ,..
Intersection LOS B
d_I, Intersection Delay [s/veh] 2.77
Approach LOS B A A
d_A, Approach Delay [s/veh] 11.49 1.85 0.00
95th-Percentile Queue Length [ft/ln] 12.76 12.76 2.41 2.41 0.00 0.00 95th-Percentile Queue Length [veh/ln] 0.51 0.51 0.10 0.10 0.00 0.00 Movement LOS B B A A A A
d_M, Delay for Movement [s/veh] 12.07 10.18 7.74 0.00 0.00 0.00 V/C, Movement V/C Ratio 0.11 0.03 0.04 0.00 0.00 0.00
Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 1 0 0
Two-Stage Gap Acceptance Yes
Storage Area [veh] 0 0 0
Flared Lane No
Priority Scheme Stop Free Free
Intersection Settings
Scenario 4: 4 PM 2026
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-54
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2-16-3695-1 Kendall-Palm Commercial, San Bernardino
N:\4500\2224559 - Ramona Expressway and State Street Shopping Center, San Jacinto\Report\Appendix\4559 Sub-Dividers.doc
APPENDIX D-II
YEAR 2026 CUMULATIVE PLUS PROJECT
TRAFFIC CONDITIONS
D-55
Volume to Capacity (v/c): 0.351
Level Of Service: D
Delay (sec / veh): 28.2
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Two-way stop
Intersection 1: State Street at Quandt Ranch Road
Intersection Level Of Service Report
Crosswalk No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 45.00 45.00 25.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 1 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Thru Right Left Thru Left Right
Lane Configuration
Approach Northbound Southbound Westbound
Name State Street State Street Quandt Ranch Road
Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 1026 59 5 307 94 22
Total 15-Minute Volume [veh/h] 257 15 1 77 23 6
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 Total Hourly Volume [veh/h] 975 56 5 292 89 21
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 975 56 5 292 89 21
Name State Street State Street Quandt Ranch Road
Volumes
Scenario 5: 5 AM 2026+P
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-56
,.. ,I T
Intersection LOS D
d_I, Intersection Delay [s/veh] 2.19
Approach LOS A A D
d_A, Approach Delay [s/veh] 0.00 0.17 28.13
95th-Percentile Queue Length [ft/ln] 0.00 0.00 0.59 0.00 51.29 51.29 95th-Percentile Queue Length [veh/ln] 0.00 0.00 0.02 0.00 2.05 2.05 Movement LOS A A B A D D
d_M, Delay for Movement [s/veh] 0.00 0.00 10.64 0.00 28.18 27.90 V/C, Movement V/C Ratio 0.01 0.00 0.01 0.00 0.35 0.08
Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 1
Two-Stage Gap Acceptance Yes
Storage Area [veh] 0 0 0
Flared Lane No
Priority Scheme Free Free Stop
Intersection Settings
Scenario 5: 5 AM 2026+P
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-57
Volume to Capacity (v/c): 0.378
Level Of Service: F
Delay (sec / veh): 104.3
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Two-way stop
Intersection 2: State Street at Community College Drive Intersection Level Of Service Report
Crosswalk No No Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 45.00 45.00 25.00 25.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 0 1 0 1 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name State Street State Street Co Co Co Co
Intersection Setup
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 22 1191 72 74 471 2 2 1 31 19 2 75 Total 15-Minute Volume [veh/h] 6 298 18 18 118 1 1 0 8 5 1 19 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 Total Hourly Volume [veh/h] 21 1131 68 70 447 2 2 1 29 18 2 71 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 21 1131 68 70 447 2 2 1 29 18 2 71 Name State Street State Street Co Co Co Co
Volumes
Scenario 5: 5 AM 2026+P
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-58
., I Jot ., Ir + +
Intersection LOS F
d_I, Intersection Delay [s/veh] 3.50
Approach LOS A A B F
d_A, Approach Delay [s/veh] 0.14 1.71 14.41 54.72
95th-Percentile Queue Length [ft/ln] 1.55 0.00 0.00 11.66 0.00 0.00 6.63 6.63 6.63 78.33 78.33 78.33 95th-Percentile Queue Length [veh/ln] 0.06 0.00 0.00 0.47 0.00 0.00 0.27 0.27 0.27 3.13 3.13 3.13 Movement LOS A A A B A A E F B F F E
d_M, Delay for Movement [s/veh] 8.39 0.00 0.00 12.62 0.00 0.00 47.59 70.27 10.47 104.28 94.03 41.12 V/C, Movement V/C Ratio 0.02 0.01 0.00 0.14 0.00 0.00 0.02 0.02 0.04 0.38 0.03 0.18 Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0 0
Two-Stage Gap Acceptance No No
Storage Area [veh] 0 0 0 0
Flared Lane No No
Priority Scheme Free Free Stop Stop
Intersection Settings
Scenario 5: 5 AM 2026+P
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-59
Volume to Capacity (v/c): 0.972
Level Of Service: D
Delay (sec / veh): 45.6
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 3: State Street at Ramona Expressway
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 1 1 0 0 0 0 1 1 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name State Street State Street Ramona Expressway Ramona Expressway Intersection Setup
Scenario 5: 5 AM 2026+P
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-60
.,.,,i-. ., I Jot .,.,l(fr .,.,l(f r
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor stree 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major stree 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 389 773 77 223 260 93 157 492 641 246 609 414 Total 15-Minute Volume [veh/h] 97 193 19 56 65 23 39 123 160 62 152 103 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 Total Hourly Volume [veh/h] 370 734 73 212 247 88 149 467 609 234 579 393 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 370 734 73 212 247 88 149 467 609 234 579 393 Name State Street State Street Ramona Expressway Ramona Expressway Volumes
Scenario 5: 5 AM 2026+P
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-61
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No No
Maximum Recall No No No No No No No No
Minimum Recall No No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [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 Pedestrian Clearance [s] 0 31 0 0 31 0 0 21 0 0 18 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
Vehicle Extension [s] 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Split [s] 22 49 0 17 44 0 11 32 0 12 33 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 7 7 0 7 7 0 7 7 0 7 7 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 3 8 0 7 4 0 5 2 0 1 6 0
Control Type Protect Permis Permis Protect Permis Permis Protect Permis Permis Protect Permis Permis Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 110
Signal Coordination Group -
Located in CBD No
Intersection Settings
Scenario 5: 5 AM 2026+P
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-62
95th-Percentile Queue Length [ft/ln] 232.19 443.51 434.34 335.52 187.89 174.47 101.05 127.74 767.37 182.93 159.26 356.34 95th-Percentile Queue Length [veh/ln] 9.29 17.74 17.37 13.42 7.52 6.98 4.04 5.11 30.69 7.32 6.37 14.25 50th-Percentile Queue Length [ft/ln] 136.42 301.19 293.79 209.52 104.38 96.93 56.14 70.97 570.78 101.63 88.48 231.56 50th-Percentile Queue Length [veh/ln] 5.46 12.05 11.75 8.38 4.18 3.88 2.25 2.84 22.83 4.07 3.54 9.26 Critical Lane Group No No Yes Yes No No No No Yes Yes No No Lane Group LOS D D D F D D D C F E C C
d, Delay for Lane Group [s/veh] 50.98 46.44 46.84 92.97 35.31 35.44 54.72 22.01 68.74 70.58 21.94 30.29 X, volume / capacity 0.85 0.89 0.89 1.06 0.40 0.41 0.71 0.24 1.00 0.97 0.29 0.63 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, 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 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 4.36 7.23 7.61 44.45 0.56 0.63 4.19 0.28 35.86 19.70 0.35 4.58 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.14 0.14 0.11 0.11 0.11 0.11 0.50 0.50 0.11 0.50 0.50 d1, Uniform Delay [s] 46.63 39.21 39.24 48.52 34.75 34.81 50.54 21.73 32.88 50.88 21.59 25.71 c, Capacity [veh/h] 460 486 470 211 459 418 221 2052 640 254 2100 655 s, saturation flow rate [veh/h] 3459 1870 1811 1781 1870 1705 3459 5094 1589 3459 5094 1589 (v / s)_i Volume / Saturation Flow Rate 0.11 0.23 0.23 0.13 0.10 0.10 0.05 0.10 0.40 0.07 0.12 0.26 g / C, Green / Cycle 0.13 0.26 0.26 0.12 0.25 0.25 0.06 0.40 0.40 0.07 0.41 0.41 g_i, Effective Green Time [s] 15 29 29 13 27 27 7 44 44 8 45 45 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 110 110 110 110 110 110 110 110 110 110 110 110 Lane Group L C C L C C L C R L C R
Lane Group Calculations
Scenario 5: 5 AM 2026+P
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-63
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 50.98 46.62 46.84 92.97 35.35 35.44 54.72 22.01 68.74 70.58 21.94 30.29 Movement LOS D D D F D D D C F E C C
d_A, Approach Delay [s/veh] 48.00 57.67 49.21 34.09
Approach LOS D E D C
d_I, Intersection Delay [s/veh] 45.60
Intersection LOS D
Intersection V/C 0.972
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 11.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 44.58 44.58 44.58 44.58
I_p,int, Pedestrian LOS Score for Intersection 2.850 2.684 3.117 3.082 Crosswalk LOS C B C C
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 818 727 509 527 d_b, Bicycle Delay [s] 19.23 22.29 30.59 29.85
I_b,int, Bicycle LOS Score for Intersection 2.582 2.035 2.269 2.258 Bicycle LOS B B B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
Scenario 5: 5 AM 2026+P
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-64
I I I I I I I I
I I I I I I I I
I I I I I I I I I I I I I I I I I I
0.765 Volume to Capacity (v/c):
C Level Of Service:
30.2 Delay (sec / veh):
15 minutes Analysis Period:
HCM 7th Edition Analysis Method:
Signalized Control Type:
Intersection 4: State Street at Idyllwild Drive
Intersection Level Of Service Report
Yes Yes No Yes Crosswalk
No No No No Curb Present
0.00 0.00 0.00 0.00 Grade [%]
30.00 30.00 30.00 30.00 Speed [mph]
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Exit Pocket Length [ft] 0 0 0 0 0 0 0 0 0 0 0 0 No. of Lanes in Exit Pocket
100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 Entry Pocket Length [ft] 0 0 1 0 0 1 0 0 1 1 0 1 No. of Lanes in Entry Pocket
12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Thru Left Right Thru Left Right Thru Left Right Thru Left Turning Movement Lane Configuration
Westbound Eastbound Southbound Northbound Approach
Idyllwild Drive Idyllwild Drive State Street State Street Name Intersection Setup
Scenario 5: 5 AM 2026+P
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-65
I
I
..J
--
,
..J
-
T
..J
T
..J
T
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor stree 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major stree 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 68 943 231 151 887 64 124 257 34 215 185 116 Total 15-Minute Volume [veh/h] 17 236 58 38 222 16 31 64 8 54 46 29 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 Total Hourly Volume [veh/h] 65 896 219 143 843 61 118 244 32 204 176 110 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 65 896 219 143 843 61 118 244 32 204 176 110 Name State Street State Street Idyllwild Drive Idyllwild Drive Volumes
Scenario 5: 5 AM 2026+P
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-66
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No No
Maximum Recall No No No No No No No No
Minimum Recall No No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [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 Pedestrian Clearance [s] 0 11 0 0 14 0 0 18 0 0 0 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 0 0
Vehicle Extension [s] 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Split [s] 14 31 0 13 30 0 24 29 0 17 22 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 7 7 0 7 7 0 7 7 0 7 7 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 1 6 0 5 2 0 3 8 0 7 4 0
Control Type Protect Permis Permis Protect Permis Permis Protect Permis Permis Protect Permis Permis Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Scenario 5: 5 AM 2026+P
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-67
95th-Percentile Queue Length [ft/ln] 72.12 325.07 160.66 168.40 315.97 310.59 135.19 274.32 220.90 257.46 95th-Percentile Queue Length [veh/ln] 2.88 13.00 6.43 6.74 12.64 12.42 5.41 10.97 8.84 10.30 50th-Percentile Queue Length [ft/ln] 40.07 207.07 89.26 93.56 200.00 195.84 75.10 168.03 128.10 155.28 50th-Percentile Queue Length [veh/ln] 1.60 8.28 3.57 3.74 8.00 7.83 3.00 6.72 5.12 6.21 Critical Lane Group No Yes No Yes No No No Yes Yes No
Lane Group LOS D C C D C C D D D C
d, Delay for Lane Group [s/veh] 45.71 24.71 20.75 49.95 22.63 22.71 48.07 42.68 46.00 34.48 X, volume / capacity 0.59 0.67 0.37 0.84 0.59 0.59 0.78 0.87 0.86 0.73 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 4.71 2.49 1.63 10.11 3.18 3.25 7.90 6.88 8.17 2.56 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.50 0.11 0.50 0.50 0.11 0.11 0.11 0.11 d1, Uniform Delay [s] 41.00 22.23 19.12 39.84 19.46 19.46 40.17 35.80 37.83 31.92 c, Capacity [veh/h] 115 1417 633 179 811 792 159 335 251 410 s, saturation flow rate [veh/h] 1781 3560 1589 1781 1870 1826 1781 1832 1781 1751 (v / s)_i Volume / Saturation Flow Rate 0.04 0.26 0.15 0.08 0.26 0.26 0.07 0.16 0.12 0.17 g / C, Green / Cycle 0.06 0.40 0.40 0.10 0.44 0.44 0.09 0.18 0.14 0.23 g_i, Effective Green Time [s] 6 36 36 9 39 39 8 16 13 21 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 90 90 90 90 90 90 90 90 90 90
Lane Group L C R L C C L C L C
Lane Group Calculations
Scenario 5: 5 AM 2026+P
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-68
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 45.71 24.71 20.75 49.95 22.67 22.71 48.07 42.68 42.68 46.00 34.48 34.48 Movement LOS D C C D C C D D D D C C
d_A, Approach Delay [s/veh] 25.13 26.41 44.29 39.28
Approach LOS C C D D
d_I, Intersection Delay [s/veh] 30.22
Intersection LOS C
Intersection V/C 0.765
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 0.0 11.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 34.72 0.00 34.72 34.72
I_p,int, Pedestrian LOS Score for Intersection 2.839 0.000 2.178 2.315 Crosswalk LOS C F B B
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 599 577 555 400 d_b, Bicycle Delay [s] 22.09 22.80 23.51 28.84
I_b,int, Bicycle LOS Score for Intersection 2.584 2.469 2.244 2.411 Bicycle LOS B B B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
Scenario 5: 5 AM 2026+P
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-69
I I I I I I I I
I I I I I I I I
I I I I I I I I I I I I I I I I I
0.369 Volume to Capacity (v/c):
B Level Of Service:
14.9 Delay (sec / veh):
15 minutes Analysis Period:
HCM 7th Edition Analysis Method:
Signalized Control Type:
Intersection 5: Village at San Jacinto at Project Driveway No.3 Intersection Level Of Service Report
Yes Yes Yes Yes Crosswalk
No No No No Curb Present
0.00 0.00 0.00 0.00 Grade [%]
30.00 30.00 30.00 30.00 Speed [mph]
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Exit Pocket Length [ft] 0 0 0 0 0 0 0 0 0 0 0 0 No. of Lanes in Exit Pocket
100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 Entry Pocket Length [ft] 0 0 1 0 0 1 0 0 1 0 0 1 No. of Lanes in Entry Pocket
12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Thru Left Right Thru Left Right Thru Left Right Thru Left Turning Movement Lane Configuration
Westbound Eastbound Southbound Northbound Approach
Ramona Expressway Ramona Expressway Village at San Jancinto Project Driveway No. 3 Name Intersection Setup
Scenario 5: 5 AM 2026+P
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-70
I
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Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor stree 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major stree 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 180 0 40 104 0 34 17 671 87 91 1038 89 Total 15-Minute Volume [veh/h] 45 0 10 26 0 8 4 168 22 23 259 22 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 Total Hourly Volume [veh/h] 171 0 38 99 0 32 16 637 83 86 986 85 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 171 0 38 99 0 32 16 637 83 86 986 85 Name Project Driveway No. 3 Village at San Jancinto Ramona Expressway Ramona Expressway Volumes
Scenario 5: 5 AM 2026+P
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-71
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No No
Maximum Recall No No No No No No No No
Minimum Recall No No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [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 Pedestrian Clearance [s] 0 24 0 0 24 0 0 14 0 0 14 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
Vehicle Extension [s] 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Split [s] 19 35 0 19 35 0 11 25 0 11 25 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 7 7 0 7 7 0 7 7 0 7 7 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 3 8 0 7 4 0 5 2 0 1 6 0
Control Type Protect Permis Permis Protect Permis Permis Protect Permis Permis Protect Permis Permis Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Scenario 5: 5 AM 2026+P
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-72
95th-Percentile Queue Length [ft/ln] 91.19 43.41 115.91 36.59 19.09 88.41 92.23 100.06 119.56 125.85 95th-Percentile Queue Length [veh/ln] 3.65 1.74 4.64 1.46 0.76 3.54 3.69 4.00 4.78 5.03 50th-Percentile Queue Length [ft/ln] 50.66 24.12 64.40 20.33 10.60 49.12 51.24 55.59 66.42 69.92 50th-Percentile Queue Length [veh/ln] 2.03 0.96 2.58 0.81 0.42 1.96 2.05 2.22 2.66 2.80 Critical Lane Group No Yes Yes No Yes No No No No Yes
Lane Group LOS D D D D D A A D A A
d, Delay for Lane Group [s/veh] 43.37 46.60 49.98 45.76 47.10 7.55 7.81 48.77 6.58 6.92 X, volume / capacity 0.67 0.50 0.77 0.45 0.34 0.23 0.23 0.73 0.31 0.31 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 2.92 4.88 9.09 4.04 4.10 0.24 0.48 7.74 0.35 0.69 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.11 0.11 0.11 0.11 0.50 0.50 0.11 0.50 0.50 d1, Uniform Delay [s] 40.45 41.71 40.89 41.72 43.00 7.32 7.33 41.02 6.24 6.24 c, Capacity [veh/h] 268 79 134 76 49 2231 1105 125 2383 1202 s, saturation flow rate [veh/h] 3459 1589 1781 1589 1781 3560 1763 1781 3560 1795 (v / s)_i Volume / Saturation Flow Rate 0.05 0.03 0.06 0.02 0.01 0.14 0.14 0.05 0.21 0.21 g / C, Green / Cycle 0.08 0.05 0.08 0.05 0.03 0.63 0.63 0.07 0.67 0.67 g_i, Effective Green Time [s] 7 4 7 4 2 57 57 6 60 60
l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 90 90 90 90 90 90 90 90 90 90
Lane Group L C L C L C C L C C
Lane Group Calculations
Scenario 5: 5 AM 2026+P
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-73
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 43.37 46.60 46.60 49.98 45.76 45.76 47.10 7.62 7.81 48.77 6.68 6.92 Movement LOS D D D D D D D A A D A A
d_A, Approach Delay [s/veh] 43.96 48.94 8.50 9.84
Approach LOS D D A A
d_I, Intersection Delay [s/veh] 14.89
Intersection LOS B
Intersection V/C 0.369
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 11.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 34.69 34.69 34.69 34.69
I_p,int, Pedestrian LOS Score for Intersection 2.228 2.190 2.876 2.877 Crosswalk LOS B B C C
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 689 689 466 466 d_b, Bicycle Delay [s] 19.36 19.36 26.47 26.47
I_b,int, Bicycle LOS Score for Intersection 1.923 1.787 1.986 2.230 Bicycle LOS A A A B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
Scenario 5: 5 AM 2026+P
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-74
I I I I I I I I
I I I I I I I I
I I I I I I I I I I I I I I I I I
0.381 Volume to Capacity (v/c):
C Level Of Service:
29.9 Delay (sec / veh):
15 minutes Analysis Period:
HCM 7th Edition Analysis Method:
Signalized Control Type:
Intersection 6: Eagle Road at Ramona Expressway
Intersection Level Of Service Report
Yes No Yes Yes Crosswalk
No No No No Curb Present
0.00 0.00 0.00 0.00 Grade [%]
30.00 30.00 30.00 30.00 Speed [mph]
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Exit Pocket Length [ft] 0 0 0 0 0 0 0 0 0 0 0 0 No. of Lanes in Exit Pocket
100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 Entry Pocket Length [ft] 0 0 1 0 0 1 0 0 1 0 0 1 No. of Lanes in Entry Pocket
12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Thru Left Right Thru Left Right Thru Left Right Thru Left Turning Movement Lane Configuration
Westbound Eastbound Southbound Northbound Approach
Ramona Expressway Ramona Expressway Eagle Road Eagle Road Name Intersection Setup
Scenario 5: 5 AM 2026+P
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-75
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Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor stree 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major stree 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 62 49 52 71 42 67 78 658 72 82 1099 91 Total 15-Minute Volume [veh/h] 16 12 13 18 11 17 19 164 18 21 275 23 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 Total Hourly Volume [veh/h] 59 47 49 67 40 64 74 625 68 78 1044 86 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 59 47 49 67 40 64 74 625 68 78 1044 86 Name Eagle Road Eagle Road Ramona Expressway Ramona Expressway Volumes
Scenario 5: 5 AM 2026+P
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-76
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No No No No
l2, Clearance Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [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 Pedestrian Clearance [s] 0 24 0 0 0 0 0 11 0 0 11 0
Walk [s] 0 7 0 0 0 0 0 7 0 0 7 0
Vehicle Extension [s] 0.0 3.0 0.0 0.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Split [s] 0 35 0 0 35 0 15 41 0 14 40 0
All red [s] 0.0 1.0 0.0 0.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 0.0 3.0 0.0 0.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Maximum Green [s] 0 30 0 0 30 0 30 30 0 30 30 0
Minimum Green [s] 0 7 0 0 7 0 7 7 0 7 7 0
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 6 0 0 2 0 3 8 0 7 4 0
Control Type Permis Permis Permis Permis Permis Permis Protect Permis Permis Protect Permis Permis Phasing & Timing
Lost time [s] 12.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Scenario 5: 5 AM 2026+P
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-77
95th-Percentile Queue Length [ft/ln] 32.52 45.41 37.22 49.37 83.23 196.18 199.74 87.98 319.54 330.24 95th-Percentile Queue Length [veh/ln] 1.30 1.82 1.49 1.97 3.33 7.85 7.99 3.52 12.78 13.21 50th-Percentile Queue Length [ft/ln] 18.06 25.23 20.68 27.43 46.24 110.13 112.69 48.88 202.78 211.10 50th-Percentile Queue Length [veh/ln] 0.72 1.01 0.83 1.10 1.85 4.41 4.51 1.96 8.11 8.44 Critical Lane Group No No No Yes Yes No No No No Yes
Lane Group LOS B B B B D C C D C C
d, Delay for Lane Group [s/veh] 13.52 10.78 13.49 10.88 46.21 28.53 29.02 46.66 33.07 34.92 X, volume / capacity 0.09 0.11 0.10 0.12 0.64 0.51 0.52 0.66 0.83 0.83 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 0.26 0.25 0.30 0.28 5.37 0.43 0.88 5.81 1.97 3.82 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.50 0.50 0.50 0.50 0.11 0.11 0.11 0.11 0.11 0.11 d1, Uniform Delay [s] 13.26 10.54 13.20 10.60 40.85 28.10 28.14 40.85 31.10 31.11 c, Capacity [veh/h] 684 910 693 896 123 947 473 124 951 480 s, saturation flow rate [veh/h] 1284 1714 1293 1687 1781 3560 1778 1781 3560 1798 (v / s)_i Volume / Saturation Flow Rate 0.05 0.06 0.05 0.06 0.04 0.14 0.14 0.05 0.22 0.22 g / C, Green / Cycle 0.53 0.53 0.53 0.53 0.07 0.27 0.27 0.07 0.27 0.27 g_i, Effective Green Time [s] 48 48 48 48 6 24 24 6 24 24 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 2.00 0.00 2.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 90 90 90 90 90 90 90 90 90 90
Lane Group L C L C L C C L C C
Lane Group Calculations
Scenario 5: 5 AM 2026+P
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-78
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 13.52 10.78 10.78 13.49 10.88 10.88 46.21 28.65 29.02 46.66 33.59 34.92 Movement LOS B B B B B B D C C D C C
d_A, Approach Delay [s/veh] 11.83 11.91 30.38 34.53
Approach LOS B B C C
d_I, Intersection Delay [s/veh] 29.94
Intersection LOS C
Intersection V/C 0.381
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 0.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 34.70 34.70 0.00 34.70
I_p,int, Pedestrian LOS Score for Intersection 2.056 2.069 0.000 2.980 Crosswalk LOS B B F C
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 689 689 822 800 d_b, Bicycle Delay [s] 19.36 19.36 15.63 16.22
I_b,int, Bicycle LOS Score for Intersection 1.829 1.857 2.004 2.259 Bicycle LOS A A B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 7 8 - - - - - - - - - - - -
Ring 1 - 2 3 4 - - - - - - - - - - - -
Sequence
Scenario 5: 5 AM 2026+P
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-79
I I I I I I I I
I I I I I I I I
I I I I I I I I I I I I I I I I I I
Volume to Capacity (v/c): 0.443
Level Of Service: D
Delay (sec / veh): 26.5
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Two-way stop
Intersection 7: Eagle Road at Idyllwild Drive
Intersection Level Of Service Report
Crosswalk Yes No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 45.00 35.00 35.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Left Right Left Thru Thru Right
Lane Configuration
Approach Southbound Eastbound Westbound
Name Eagle Road Idyllwild Drive Idyllwild Drive
Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 144 42 33 615 476 124
Total 15-Minute Volume [veh/h] 36 11 8 154 119 31
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 Total Hourly Volume [veh/h] 137 40 31 584 452 118
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 137 40 31 584 452 118
Name Eagle Road Idyllwild Drive Idyllwild Drive
Volumes
Scenario 5: 5 AM 2026+P
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-80
T i ,..
Intersection LOS D
d_I, Intersection Delay [s/veh] 3.51
Approach LOS D A A
d_A, Approach Delay [s/veh] 25.53 0.44 0.00
95th-Percentile Queue Length [ft/ln] 71.86 71.86 1.40 1.40 0.00 0.00 95th-Percentile Queue Length [veh/ln] 2.87 2.87 0.06 0.06 0.00 0.00 Movement LOS D C A A A A
d_M, Delay for Movement [s/veh] 26.54 22.08 8.72 0.00 0.00 0.00 V/C, Movement V/C Ratio 0.44 0.08 0.03 0.01 0.00 0.00
Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 1 0 0
Two-Stage Gap Acceptance Yes
Storage Area [veh] 0 0 0
Flared Lane No
Priority Scheme Stop Free Free
Intersection Settings
Scenario 5: 5 AM 2026+P
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-81
Volume to Capacity (v/c): 0.207
Level Of Service: C
Delay (sec / veh): 21.2
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Two-way stop
Intersection 1: State Street at Quandt Ranch Road
Intersection Level Of Service Report
Crosswalk No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 45.00 45.00 25.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 1 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Thru Right Left Thru Left Right
Lane Configuration
Approach Northbound Southbound Westbound
Name State Street State Street Quandt Ranch Road
Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 580 77 24 766 58 5
Total 15-Minute Volume [veh/h] 145 19 6 192 14 1
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 Total Hourly Volume [veh/h] 551 73 23 728 55 5
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 551 73 23 728 55 5
Name State Street State Street Quandt Ranch Road
Volumes
Scenario 6: 6 PM 2026+P
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-82
,.. ,I T
Intersection LOS C
d_I, Intersection Delay [s/veh] 1.01
Approach LOS A A C
d_A, Approach Delay [s/veh] 0.00 0.27 20.78
95th-Percentile Queue Length [ft/ln] 0.00 0.00 1.98 0.00 20.18 20.18 95th-Percentile Queue Length [veh/ln] 0.00 0.00 0.08 0.00 0.81 0.81 Movement LOS A A A A C C
d_M, Delay for Movement [s/veh] 0.00 0.00 8.97 0.00 21.21 15.76 V/C, Movement V/C Ratio 0.01 0.00 0.03 0.01 0.21 0.01
Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 1
Two-Stage Gap Acceptance Yes
Storage Area [veh] 0 0 0
Flared Lane No
Priority Scheme Free Free Stop
Intersection Settings
Scenario 6: 6 PM 2026+P
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-83
Volume to Capacity (v/c): 0.016
Level Of Service: F
Delay (sec / veh): 74.3
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Two-way stop
Intersection 2: State Street at Community College Drive Intersection Level Of Service Report
Crosswalk No No Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 45.00 45.00 25.00 25.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 0 1 0 1 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name State Street State Street Co Co Co Co
Intersection Setup
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 61 688 46 88 817 2 1 2 46 19 1 27 Total 15-Minute Volume [veh/h] 15 172 12 22 204 1 0 1 12 5 0 7 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 Total Hourly Volume [veh/h] 58 654 44 84 776 2 1 2 44 18 1 26 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 58 654 44 84 776 2 1 2 44 18 1 26 Name State Street State Street Co Co Co Co
Volumes
Scenario 6: 6 PM 2026+P
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-84
., I Jot ., Ir + +
Intersection LOS F
d_I, Intersection Delay [s/veh] 2.34
Approach LOS A A C E
d_A, Approach Delay [s/veh] 0.75 0.93 15.45 42.67
95th-Percentile Queue Length [ft/ln] 6.13 0.00 0.00 8.44 0.00 0.00 10.56 10.56 10.56 33.55 33.55 33.55 95th-Percentile Queue Length [veh/ln] 0.25 0.00 0.00 0.34 0.00 0.00 0.42 0.42 0.42 1.34 1.34 1.34 Movement LOS A A A A A A F F B F F C
d_M, Delay for Movement [s/veh] 9.84 0.00 0.00 9.62 0.00 0.00 57.12 65.19 12.38 69.08 74.34 22.91 V/C, Movement V/C Ratio 0.08 0.01 0.00 0.10 0.01 0.00 0.01 0.03 0.08 0.27 0.02 0.04 Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0 0
Two-Stage Gap Acceptance No No
Storage Area [veh] 0 0 0 0
Flared Lane No No
Priority Scheme Free Free Stop Stop
Intersection Settings
Scenario 6: 6 PM 2026+P
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-85
Volume to Capacity (v/c): 1.090
Level Of Service: E
Delay (sec / veh): 69.8
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 3: State Street at Ramona Expressway
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 1 1 0 0 0 0 1 1 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name State Street State Street Ramona Expressway Ramona Expressway Intersection Setup
Scenario 6: 6 PM 2026+P
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-86
.,.,,i-. ., I Jot .,.,l(fr .,.,l(f r
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor stree 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major stree 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 562 613 105 415 420 93 166 919 647 325 549 208 Total 15-Minute Volume [veh/h] 141 153 26 104 105 23 42 230 162 81 137 52 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 Total Hourly Volume [veh/h] 534 582 100 394 399 88 158 873 615 309 522 198 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 534 582 100 394 399 88 158 873 615 309 522 198 Name State Street State Street Ramona Expressway Ramona Expressway Volumes
Scenario 6: 6 PM 2026+P
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-87
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No No
Maximum Recall No No No No No No No No
Minimum Recall No No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [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 Pedestrian Clearance [s] 0 31 0 0 31 0 0 21 0 0 18 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
Vehicle Extension [s] 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Split [s] 25 42 0 25 42 0 14 32 0 11 29 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 7 7 0 7 7 0 7 7 0 7 7 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 3 8 0 7 4 0 5 2 0 1 6 0
Control Type Protect Permis Permis Protect Permis Permis Protect Permis Permis Protect Permis Permis Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 110
Signal Coordination Group -
Located in CBD No
Intersection Settings
Scenario 6: 6 PM 2026+P
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-88
95th-Percentile Queue Length [ft/ln] 311.71 392.28 380.17 758.26 266.71 253.73 106.73 257.42 901.27 407.18 153.22 187.33 95th-Percentile Queue Length [veh/ln] 12.47 15.69 15.21 30.33 10.67 10.15 4.27 10.30 36.05 16.29 6.13 7.49 50th-Percentile Queue Length [ft/ln] 196.71 260.05 250.41 504.05 162.26 152.48 59.29 155.25 643.73 240.56 85.12 104.07 50th-Percentile Queue Length [veh/ln] 7.87 10.40 10.02 20.16 6.49 6.10 2.37 6.21 25.75 9.62 3.40 4.16 Critical Lane Group No No Yes Yes No No No No Yes Yes No No Lane Group LOS D D D F D D D C F F C C
d, Delay for Lane Group [s/veh] 49.07 48.75 49.52 160.63 38.92 39.01 54.58 27.11 96.61 263.60 24.66 26.56 X, volume / capacity 0.90 0.88 0.88 1.22 0.60 0.60 0.72 0.48 1.09 1.46 0.29 0.35 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, 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 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 4.96 7.52 8.24 116.10 1.34 1.43 4.21 0.87 62.20 212.09 0.39 1.63 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.14 0.14 0.34 0.11 0.11 0.11 0.50 0.50 0.11 0.50 0.50 d1, Uniform Delay [s] 44.11 41.23 41.28 44.53 37.58 37.58 50.38 26.24 34.41 51.51 24.28 24.92 c, Capacity [veh/h] 625 419 398 340 438 411 230 1910 596 223 1899 592 s, saturation flow rate [veh/h] 3459 1870 1776 1781 1870 1754 3459 5094 1589 3459 5094 1589 (v / s)_i Volume / Saturation Flow Rate 0.16 0.20 0.20 0.23 0.14 0.14 0.05 0.18 0.41 0.09 0.11 0.13 g / C, Green / Cycle 0.18 0.22 0.22 0.19 0.23 0.23 0.07 0.38 0.38 0.06 0.37 0.37 g_i, Effective Green Time [s] 20 25 25 21 26 26 7 41 41 7 41 41 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 110 110 110 110 110 110 110 110 110 110 110 110 Lane Group L C C L C C L C R L C R
Lane Group Calculations
Scenario 6: 6 PM 2026+P
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-89
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 49.07 49.06 49.52 160.63 38.96 39.01 54.58 27.11 96.61 263.60 24.66 26.56 Movement LOS D D D F D D D C F F C C
d_A, Approach Delay [s/veh] 49.10 93.37 55.70 96.79
Approach LOS D F E F
d_I, Intersection Delay [s/veh] 69.83
Intersection LOS E
Intersection V/C 1.090
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 11.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 44.58 44.58 44.58 44.58
I_p,int, Pedestrian LOS Score for Intersection 2.897 2.683 3.177 3.132 Crosswalk LOS C B C C
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 691 691 509 454 d_b, Bicycle Delay [s] 23.59 23.59 30.59 32.86
I_b,int, Bicycle LOS Score for Intersection 2.616 2.325 2.512 2.155 Bicycle LOS B B B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
Scenario 6: 6 PM 2026+P
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-90
I I I I I I I I
I I I I I I I I
I I I I I I I I I I I I I I I I I I
0.645 Volume to Capacity (v/c):
C Level Of Service:
20.2 Delay (sec / veh):
15 minutes Analysis Period:
HCM 7th Edition Analysis Method:
Signalized Control Type:
Intersection 4: State Street at Idyllwild Drive
Intersection Level Of Service Report
Yes Yes No Yes Crosswalk
No No No No Curb Present
0.00 0.00 0.00 0.00 Grade [%]
30.00 30.00 30.00 30.00 Speed [mph]
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Exit Pocket Length [ft] 0 0 0 0 0 0 0 0 0 0 0 0 No. of Lanes in Exit Pocket
100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 Entry Pocket Length [ft] 0 0 1 0 0 1 0 0 1 1 0 1 No. of Lanes in Entry Pocket
12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Thru Left Right Thru Left Right Thru Left Right Thru Left Turning Movement Lane Configuration
Westbound Eastbound Southbound Northbound Approach
Idyllwild Drive Idyllwild Drive State Street State Street Name Intersection Setup
Scenario 6: 6 PM 2026+P
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-91
I
I
..J
--
,
..J
-
T
..J
T
..J
T
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor stree 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major stree 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 47 1119 103 80 1204 112 129 46 46 60 61 75 Total 15-Minute Volume [veh/h] 12 280 26 20 301 28 32 12 12 15 15 19 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 Total Hourly Volume [veh/h] 45 1063 98 76 1144 106 123 44 44 57 58 71 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 45 1063 98 76 1144 106 123 44 44 57 58 71 Name State Street State Street Idyllwild Drive Idyllwild Drive Volumes
Scenario 6: 6 PM 2026+P
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-92
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No No
Maximum Recall No No No No No No No No
Minimum Recall No No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [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 Pedestrian Clearance [s] 0 11 0 0 14 0 0 18 0 0 0 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 0 0
Vehicle Extension [s] 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Split [s] 11 25 0 11 25 0 19 46 0 13 40 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 7 7 0 7 7 0 7 7 0 7 7 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 1 6 0 5 2 0 3 8 0 7 4 0
Control Type Protect Permis Permis Protect Permis Permis Protect Permis Permis Protect Permis Permis Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 95
Signal Coordination Group -
Located in CBD No
Intersection Settings
Scenario 6: 6 PM 2026+P
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-93
95th-Percentile Queue Length [ft/ln] 52.70 286.69 44.15 92.14 349.42 344.21 149.26 90.97 67.52 155.99 95th-Percentile Queue Length [veh/ln] 2.11 11.47 1.77 3.69 13.98 13.77 5.97 3.64 2.70 6.24 50th-Percentile Queue Length [ft/ln] 29.28 177.46 24.53 51.19 226.12 222.02 82.92 50.54 37.51 86.66 50th-Percentile Queue Length [veh/ln] 1.17 7.10 0.98 2.05 9.04 8.88 3.32 2.02 1.50 3.47 Critical Lane Group Yes No No No No Yes Yes No No Yes
Lane Group LOS D B A D B B D D D D
d, Delay for Lane Group [s/veh] 47.65 13.66 9.49 50.27 15.16 15.31 50.72 39.00 48.15 49.80 X, volume / capacity 0.49 0.55 0.11 0.68 0.61 0.61 0.79 0.40 0.56 0.79 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 3.88 1.06 0.25 6.80 2.51 2.62 8.37 1.16 4.62 7.98 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.50 0.11 0.50 0.50 0.11 0.11 0.11 0.11 d1, Uniform Delay [s] 43.77 12.60 9.24 43.47 12.66 12.70 42.35 37.84 43.53 41.82 c, Capacity [veh/h] 95 2043 912 117 1096 1064 163 227 106 172 s, saturation flow rate [veh/h] 1781 3560 1589 1781 1870 1815 1781 1718 1781 1704 (v / s)_i Volume / Saturation Flow Rate 0.03 0.31 0.06 0.04 0.36 0.36 0.07 0.05 0.03 0.08 g / C, Green / Cycle 0.05 0.58 0.58 0.07 0.59 0.59 0.09 0.13 0.06 0.10 g_i, Effective Green Time [s] 5 55 55 6 56 56 9 13 6 10 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 95 95 95 95 95 95 95 95 95 95
Lane Group L C R L C C L C L C
Lane Group Calculations
Scenario 6: 6 PM 2026+P
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-94
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 47.65 13.66 9.49 50.27 15.23 15.31 50.72 39.00 39.00 48.15 49.80 49.80 Movement LOS D B A D B B D D D D D D
d_A, Approach Delay [s/veh] 14.58 17.25 45.84 49.29
Approach LOS B B D D
d_I, Intersection Delay [s/veh] 20.24
Intersection LOS C
Intersection V/C 0.645
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 0.0 11.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 37.18 0.00 37.18 37.18
I_p,int, Pedestrian LOS Score for Intersection 2.874 0.000 2.086 2.081 Crosswalk LOS C F B B
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 442 442 883 757 d_b, Bicycle Delay [s] 28.86 28.86 14.82 18.36
I_b,int, Bicycle LOS Score for Intersection 2.607 2.711 1.924 1.883 Bicycle LOS B B A A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
Scenario 6: 6 PM 2026+P
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-95
I I I I I I I I
I I I I I I I I
I I I I I I I I I I I I I I I I I
0.601 Volume to Capacity (v/c):
C Level Of Service:
22.8 Delay (sec / veh):
15 minutes Analysis Period:
HCM 7th Edition Analysis Method:
Signalized Control Type:
Intersection 5: Village at San Jacinto at Project Driveway No.3 Intersection Level Of Service Report
Yes Yes Yes Yes Crosswalk
No No No No Curb Present
0.00 0.00 0.00 0.00 Grade [%]
30.00 30.00 30.00 30.00 Speed [mph]
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Exit Pocket Length [ft] 0 0 0 0 0 0 0 0 0 0 0 0 No. of Lanes in Exit Pocket
100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 Entry Pocket Length [ft] 0 0 1 0 0 1 0 0 1 0 0 1 No. of Lanes in Entry Pocket
12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Thru Left Right Thru Left Right Thru Left Right Thru Left Turning Movement Lane Configuration
Westbound Eastbound Southbound Northbound Approach
Ramona Expressway Ramona Expressway Village at San Jancinto Project Driveway No. 3 Name Intersection Setup
Scenario 6: 6 PM 2026+P
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-96
I
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Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor stree 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major stree 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 343 0 75 176 0 105 34 1194 132 143 654 107 Total 15-Minute Volume [veh/h] 86 0 19 44 0 26 8 298 33 36 163 27 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 Total Hourly Volume [veh/h] 326 0 71 167 0 100 32 1134 125 136 621 102 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 326 0 71 167 0 100 32 1134 125 136 621 102 Name Project Driveway No. 3 Village at San Jancinto Ramona Expressway Ramona Expressway Volumes
Scenario 6: 6 PM 2026+P
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-97
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No No
Maximum Recall No No No No No No No No
Minimum Recall No No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [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 Pedestrian Clearance [s] 0 12 0 0 12 0 0 7 0 0 7 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
Vehicle Extension [s] 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Split [s] 30 27 0 30 27 0 11 19 0 14 22 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 7 7 0 7 7 0 7 7 0 7 7 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 3 8 0 7 4 0 5 2 0 1 6 0
Control Type Protect Permis Permis Protect Permis Permis Protect Permis Permis Protect Permis Permis Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Scenario 6: 6 PM 2026+P
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-98
95th-Percentile Queue Length [ft/ln] 170.11 75.49 187.48 117.60 36.26 241.26 248.75 156.44 110.62 113.33 95th-Percentile Queue Length [veh/ln] 6.80 3.02 7.50 4.70 1.45 9.65 9.95 6.26 4.42 4.53 50th-Percentile Queue Length [ft/ln] 94.51 41.94 104.16 65.33 20.14 143.15 148.74 86.91 61.46 62.96 50th-Percentile Queue Length [veh/ln] 3.78 1.68 4.17 2.61 0.81 5.73 5.95 3.48 2.46 2.52 Critical Lane Group Yes No No Yes No No Yes Yes No No
Lane Group LOS D D D D D B B D B B
d, Delay for Lane Group [s/veh] 40.86 41.90 45.85 50.20 45.33 15.27 16.21 48.32 10.27 10.61 X, volume / capacity 0.77 0.52 0.81 0.79 0.42 0.49 0.49 0.81 0.25 0.26 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 2.88 2.84 7.26 9.73 3.47 0.93 1.86 8.57 0.30 0.63 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.11 0.11 0.11 0.11 0.50 0.50 0.11 0.50 0.50 d1, Uniform Delay [s] 37.98 39.05 38.59 40.47 41.86 14.34 14.34 39.75 9.96 9.98 c, Capacity [veh/h] 444 145 216 134 81 1819 907 176 2010 982 s, saturation flow rate [veh/h] 3459 1589 1781 1589 1781 3560 1776 1781 3560 1739 (v / s)_i Volume / Saturation Flow Rate 0.10 0.05 0.10 0.07 0.02 0.25 0.25 0.08 0.14 0.14 g / C, Green / Cycle 0.13 0.09 0.12 0.08 0.04 0.51 0.51 0.10 0.57 0.57 g_i, Effective Green Time [s] 12 8 11 8 4 46 46 9 51 51 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 90 90 90 90 90 90 90 90 90 90
Lane Group L C L C L C C L C C
Lane Group Calculations
Scenario 6: 6 PM 2026+P
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-99
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 40.86 41.90 41.90 45.85 50.20 50.20 45.33 15.52 16.21 48.32 10.34 10.61 Movement LOS D D D D D D D B B D B B
d_A, Approach Delay [s/veh] 41.05 47.47 16.33 16.38
Approach LOS D D B B
d_I, Intersection Delay [s/veh] 22.79
Intersection LOS C
Intersection V/C 0.601
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 11.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 34.69 34.69 34.69 34.69
I_p,int, Pedestrian LOS Score for Intersection 2.300 2.233 2.936 2.921 Crosswalk LOS B B C C
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 511 511 333 400 d_b, Bicycle Delay [s] 24.96 24.96 31.27 28.82
I_b,int, Bicycle LOS Score for Intersection 2.249 2.023 2.308 2.057 Bicycle LOS B B B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
Scenario 6: 6 PM 2026+P
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-100
I I I I I I I I
I I I I I I I I
I I I I I I I I I I I I I I I I I
0.396 Volume to Capacity (v/c):
C Level Of Service:
28.7 Delay (sec / veh):
15 minutes Analysis Period:
HCM 7th Edition Analysis Method:
Signalized Control Type:
Intersection 6: Eagle Road at Ramona Expressway
Intersection Level Of Service Report
Yes No Yes Yes Crosswalk
No No No No Curb Present
0.00 0.00 0.00 0.00 Grade [%]
30.00 30.00 30.00 30.00 Speed [mph]
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Exit Pocket Length [ft] 0 0 0 0 0 0 0 0 0 0 0 0 No. of Lanes in Exit Pocket
100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 Entry Pocket Length [ft] 0 0 1 0 0 1 0 0 1 0 0 1 No. of Lanes in Entry Pocket
12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Thru Left Right Thru Left Right Thru Left Right Thru Left Turning Movement Lane Configuration
Westbound Eastbound Southbound Northbound Approach
Ramona Expressway Ramona Expressway Eagle Road Eagle Road Name Intersection Setup
Scenario 6: 6 PM 2026+P
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-101
I
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Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor stree 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major stree 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 47 41 66 69 42 54 59 1285 65 52 798 34 Total 15-Minute Volume [veh/h] 12 10 17 17 11 13 15 321 16 13 199 8 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 Total Hourly Volume [veh/h] 45 39 63 66 40 51 56 1221 62 49 758 32 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 45 39 63 66 40 51 56 1221 62 49 758 32 Name Eagle Road Eagle Road Ramona Expressway Ramona Expressway Volumes
Scenario 6: 6 PM 2026+P
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-102
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No No No No
l2, Clearance Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [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 Pedestrian Clearance [s] 0 24 0 0 0 0 0 11 0 0 11 0
Walk [s] 0 7 0 0 0 0 0 7 0 0 7 0
Vehicle Extension [s] 0.0 3.0 0.0 0.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Split [s] 0 35 0 0 35 0 26 44 0 11 29 0
All red [s] 0.0 1.0 0.0 0.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 0.0 3.0 0.0 0.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Maximum Green [s] 0 30 0 0 30 0 30 30 0 30 30 0
Minimum Green [s] 0 7 0 0 7 0 7 7 0 7 7 0
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 6 0 0 2 0 3 8 0 7 4 0
Control Type Permis Permis Permis Permis Permis Permis Protect Permis Permis Protect Permis Permis Phasing & Timing
Lost time [s] 12.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Scenario 6: 6 PM 2026+P
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-103
95th-Percentile Queue Length [ft/ln] 25.18 51.25 38.06 45.59 62.23 348.11 365.27 54.77 211.21 218.57 95th-Percentile Queue Length [veh/ln] 1.01 2.05 1.52 1.82 2.49 13.92 14.61 2.19 8.45 8.74 50th-Percentile Queue Length [ft/ln] 13.99 28.47 21.14 25.33 34.57 225.09 238.61 30.43 121.01 126.39 50th-Percentile Queue Length [veh/ln] 0.56 1.14 0.85 1.01 1.38 9.00 9.54 1.22 4.84 5.06 Critical Lane Group No Yes No No No No Yes Yes No No
Lane Group LOS B B B B D C C D C C
d, Delay for Lane Group [s/veh] 14.02 11.83 14.60 11.70 45.19 31.41 33.51 44.98 26.83 27.23 X, volume / capacity 0.07 0.12 0.10 0.11 0.54 0.84 0.84 0.51 0.52 0.52 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 0.20 0.30 0.32 0.26 4.15 1.86 3.96 3.81 0.40 0.79 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.50 0.50 0.50 0.50 0.11 0.11 0.12 0.11 0.11 0.11 d1, Uniform Delay [s] 13.82 11.53 14.28 11.44 41.05 29.55 29.55 41.18 26.43 26.45 c, Capacity [veh/h] 673 861 662 868 109 1064 545 103 1052 541 s, saturation flow rate [veh/h] 1299 1686 1286 1701 1781 3560 1824 1781 3560 1831 (v / s)_i Volume / Saturation Flow Rate 0.04 0.06 0.05 0.06 0.03 0.25 0.25 0.03 0.15 0.15 g / C, Green / Cycle 0.51 0.51 0.51 0.51 0.06 0.30 0.30 0.06 0.30 0.30 g_i, Effective Green Time [s] 46 46 46 46 5 27 27 5 27 27 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 2.00 0.00 2.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 90 90 90 90 90 90 90 90 90 90
Lane Group L C L C L C C L C C
Lane Group Calculations
Scenario 6: 6 PM 2026+P
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-104
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 14.02 11.83 11.83 14.60 11.70 11.70 45.19 32.05 33.51 44.98 26.96 27.23 Movement LOS B B B B B B D C C D C C
d_A, Approach Delay [s/veh] 12.50 12.91 32.67 28.03
Approach LOS B B C C
d_I, Intersection Delay [s/veh] 28.66
Intersection LOS C
Intersection V/C 0.396
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 0.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 34.68 34.68 0.00 34.68
I_p,int, Pedestrian LOS Score for Intersection 2.041 2.037 0.000 3.012 Crosswalk LOS B B F C
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 689 689 889 555 d_b, Bicycle Delay [s] 19.35 19.35 13.90 23.48
I_b,int, Bicycle LOS Score for Intersection 1.814 1.832 2.335 2.046 Bicycle LOS A A B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 7 8 - - - - - - - - - - - -
Ring 1 - 2 3 4 - - - - - - - - - - - -
Sequence
Scenario 6: 6 PM 2026+P
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-105
I I I I I I I I
I I I I I I I I
I I I I I I I I I I I I I I I I I I
Volume to Capacity (v/c): 0.219
Level Of Service: B
Delay (sec / veh): 13.3
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Two-way stop
Intersection 7: Eagle Road at Idyllwild Drive
Intersection Level Of Service Report
Crosswalk Yes No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 45.00 35.00 35.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Left Right Left Thru Thru Right
Lane Configuration
Approach Southbound Eastbound Westbound
Name Eagle Road Idyllwild Drive Idyllwild Drive
Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 126 29 56 178 160 118
Total 15-Minute Volume [veh/h] 32 7 14 44 40 29
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 Total Hourly Volume [veh/h] 120 28 53 169 152 112
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 120 28 53 169 152 112
Name Eagle Road Idyllwild Drive Idyllwild Drive
Volumes
Scenario 6: 6 PM 2026+P
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-106
T i ,..
Intersection LOS B
d_I, Intersection Delay [s/veh] 3.66
Approach LOS B A A
d_A, Approach Delay [s/veh] 12.91 1.88 0.00
95th-Percentile Queue Length [ft/ln] 25.14 25.14 2.41 2.41 0.00 0.00 95th-Percentile Queue Length [veh/ln] 1.01 1.01 0.10 0.10 0.00 0.00 Movement LOS B B A A A A
d_M, Delay for Movement [s/veh] 13.26 11.39 7.87 0.00 0.00 0.00 V/C, Movement V/C Ratio 0.22 0.04 0.04 0.00 0.00 0.00
Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 1 0 0
Two-Stage Gap Acceptance Yes
Storage Area [veh] 0 0 0
Flared Lane No
Priority Scheme Stop Free Free
Intersection Settings
Scenario 6: 6 PM 2026+P
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-107
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2-16-3695-1 Kendall-Palm Commercial, San Bernardino
N:\4500\2224559 - Ramona Expressway and State Street Shopping Center, San Jacinto\Report\Appendix\4559 Sub-Dividers.doc
APPENDIX D-III
YEAR 2026 CUMULATIVE PLUS PROJECT WITH
MITIGATION TRAFFIC CONDITIONS
D-108
Volume to Capacity (v/c): 0.509
Level Of Service: B
Delay (sec / veh): 10.1
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 2: State Street at Community College Drive Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 45.00 45.00 25.00 25.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 0 1 0 1 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name State Street State Street Co Co Co Co
Intersection Setup
Scenario 7: 7 AM 2026+P MIT
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-109
., I Jot ., Ir + +
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor stree 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major stree 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 22 1191 72 74 471 2 2 1 31 19 2 75 Total 15-Minute Volume [veh/h] 6 298 18 18 118 1 1 0 8 5 1 19 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 Total Hourly Volume [veh/h] 21 1131 68 70 447 2 2 1 29 18 2 71 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 21 1131 68 70 447 2 2 1 29 18 2 71 Name State Street State Street Co Co Co Co
Volumes
Scenario 7: 7 AM 2026+P MIT
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-110
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [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 Pedestrian Clearance [s] 0 7 0 0 7 0 0 18 0 0 18 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
Vehicle Extension [s] 3.0 3.0 0.0 3.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Split [s] 14 50 0 11 47 0 0 29 0 0 29 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 0.0 1.0 0.0 0.0 1.0 0.0 Amber [s] 3.0 3.0 0.0 3.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Maximum Green [s] 30 30 0 30 30 0 0 30 0 0 30 0
Minimum Green [s] 7 7 0 7 7 0 0 7 0 0 7 0
Lead / Lag Lead - - Lead - - - - - - - -
Auxiliary Signal Groups
Signal Group 1 6 0 5 2 0 0 8 0 0 4 0
Control Type Protect Permis Permis Protect Permis Permis Permis Permis Permis Permis Permis Permis Phasing & Timing
Lost time [s] 12.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Scenario 7: 7 AM 2026+P MIT
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-111
95th-Percentile Queue Length [ft/ln] 23.46 161.04 158.74 76.74 80.07 0.26 33.28 100.09 95th-Percentile Queue Length [veh/ln] 0.94 6.44 6.35 3.07 3.20 0.01 1.33 4.00 50th-Percentile Queue Length [ft/ln] 13.03 89.47 88.19 42.63 44.48 0.14 18.49 55.61 50th-Percentile Queue Length [veh/ln] 0.52 3.58 3.53 1.71 1.78 0.01 0.74 2.22 Critical Lane Group No No Yes Yes No No No Yes
Lane Group LOS D A A D A A D D
d, Delay for Lane Group [s/veh] 46.32 6.27 6.30 46.38 4.12 2.62 40.01 43.83 X, volume / capacity 0.37 0.47 0.47 0.63 0.33 0.00 0.20 0.56 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 3.75 1.16 1.19 5.42 0.63 0.00 0.58 2.92 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.50 0.11 0.50 0.50 0.11 0.11 d1, Uniform Delay [s] 42.57 5.10 5.11 40.96 3.49 2.61 39.43 40.91 c, Capacity [veh/h] 60 1359 1332 118 1420 1207 169 170
s, saturation flow rate [veh/h] 1781 1870 1833 1781 1870 1589 1716 1653 (v / s)_i Volume / Saturation Flow Rate 0.01 0.34 0.34 0.04 0.25 0.00 0.02 0.06 g / C, Green / Cycle 0.03 0.73 0.73 0.07 0.76 0.76 0.07 0.07 g_i, Effective Green Time [s] 3 65 65 6 68 68 7 7
l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 2.00 2.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 90 90 90 90 90 90 90 90
Lane Group L C C L C R C C
Lane Group Calculations
Scenario 7: 7 AM 2026+P MIT
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-112
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 46.32 6.28 6.30 46.38 4.12 2.62 40.01 40.01 40.01 43.83 43.83 43.83 Movement LOS D A A D A A D D D D D D
d_A, Approach Delay [s/veh] 6.97 9.83 40.01 43.83
Approach LOS A A D D
d_I, Intersection Delay [s/veh] 10.14
Intersection LOS B
Intersection V/C 0.509
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 11.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 34.68 34.68 34.68 34.68
I_p,int, Pedestrian LOS Score for Intersection 2.818 2.833 1.739 1.813 Crosswalk LOS C C A A
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1022 955 555 555 d_b, Bicycle Delay [s] 10.76 12.28 23.48 23.48
I_b,int, Bicycle LOS Score for Intersection 2.620 2.462 1.616 1.718 Bicycle LOS B B A A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - 8 - - - - - - - - - - - -
Ring 1 1 2 - 4 - - - - - - - - - - - -
Sequence
Scenario 7: 7 AM 2026+P MIT
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-113
I I I I I I I I
I I I I I I I I
I I I I I I I I I I I I I I I I I
Volume to Capacity (v/c): 0.882
Level Of Service: C
Delay (sec / veh): 34.9
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 3: State Street at Ramona Expressway
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 1 1 0 0 0 0 1 1 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name State Street State Street Ramona Expressway Ramona Expressway Intersection Setup
Scenario 7: 7 AM 2026+P MIT
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-114
.,.,,i-. ., I Jot .,.,l(fr .,.,l(f r
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor stree 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major stree 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 389 773 77 223 260 93 157 492 641 246 609 414 Total 15-Minute Volume [veh/h] 97 193 19 56 65 23 39 123 160 62 152 103 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 Total Hourly Volume [veh/h] 370 734 73 212 247 88 149 467 609 234 579 393 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 370 734 73 212 247 88 149 467 609 234 579 393 Name State Street State Street Ramona Expressway Ramona Expressway Volumes
Scenario 7: 7 AM 2026+P MIT
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-115
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No No No No
Maximum Recall No No No No No No No No No No
Minimum Recall No No No No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 2.0 2.0 2.0 2.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 2.0 2.0 2.0 2.0 Rest In Walk No No No No
Delayed Vehicle Green [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 Pedestrian Clearance [s] 0 31 0 0 31 0 0 21 21 0 18 18
Walk [s] 0 7 0 0 7 0 0 7 7 0 7 7
Vehicle Extension [s] 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 3.0 3.0 3.0 3.0 Split [s] 23 45 0 20 42 0 11 32 32 13 34 34
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 1.0 1.0 1.0 1.0 Amber [s] 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 3.0 3.0 3.0 3.0 Maximum Green [s] 30 30 0 30 30 0 30 30 30 30 30 30
Minimum Green [s] 7 7 0 7 7 0 7 7 7 7 7 7
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups 2,3 6,7
Signal Group 3 8 0 7 4 0 5 2 2 1 6 6
Control Type Protect Permis Permis Protect Permis Permis Protect Permis Overla Protect Permis Overla Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 110
Signal Coordination Group -
Located in CBD No
Intersection Settings
Scenario 7: 7 AM 2026+P MIT
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-116
95th-Percentile Queue Length [ft/ln] 216.99 451.81 442.71 267.20 191.37 178.33 101.05 136.94 439.34 163.56 167.98 256.70 95th-Percentile Queue Length [veh/ln] 8.68 18.07 17.71 10.69 7.65 7.13 4.04 5.48 17.57 6.54 6.72 10.27 50th-Percentile Queue Length [ft/ln] 125.22 307.92 300.55 162.63 106.68 99.07 56.14 76.08 297.83 90.87 93.32 154.71 50th-Percentile Queue Length [veh/ln] 5.01 12.32 12.02 6.51 4.27 3.96 2.25 3.04 11.91 3.63 3.73 6.19 Critical Lane Group No No Yes Yes No No No No Yes Yes No No Lane Group LOS D D D D D D D C C E C B
d, Delay for Lane Group [s/veh] 43.63 48.44 48.92 53.99 36.66 36.80 54.72 24.74 20.97 57.49 23.99 15.57 X, volume / capacity 0.65 0.89 0.89 0.86 0.42 0.43 0.71 0.26 0.70 0.86 0.31 0.46 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, 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 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 1.20 9.16 9.62 8.08 0.65 0.74 4.19 0.34 4.43 7.60 0.41 1.68 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.18 0.18 0.11 0.11 0.11 0.11 0.50 0.50 0.11 0.50 0.50 d1, Uniform Delay [s] 42.43 39.28 39.31 45.92 36.01 36.06 50.54 24.39 16.54 49.89 23.58 13.89 c, Capacity [veh/h] 598 484 469 260 434 395 221 1871 916 285 1966 903 s, saturation flow rate [veh/h] 3459 1870 1811 1781 1870 1705 3459 5094 1589 3459 5094 1589 (v / s)_i Volume / Saturation Flow Rate 0.11 0.23 0.23 0.13 0.10 0.10 0.05 0.10 0.40 0.07 0.12 0.26 g / C, Green / Cycle 0.17 0.26 0.26 0.15 0.23 0.23 0.06 0.37 0.58 0.08 0.39 0.57 g_i, Effective Green Time [s] 19 28 28 16 25 25 7 40 64 9 43 63 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 0.00 2.00 2.00 0.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 110 110 110 110 110 110 110 110 110 110 110 110 Lane Group L C C L C C L C R L C R
Lane Group Calculations
Scenario 7: 7 AM 2026+P MIT
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-117
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 43.63 48.65 48.92 53.99 36.70 36.80 54.72 24.74 20.97 57.49 23.99 15.57 Movement LOS D D D D D D D C C E C B
d_A, Approach Delay [s/veh] 47.09 43.41 26.51 27.74
Approach LOS D D C C
d_I, Intersection Delay [s/veh] 34.92
Intersection LOS C
Intersection V/C 0.882
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 11.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 44.58 44.58 44.58 44.58
I_p,int, Pedestrian LOS Score for Intersection 2.850 2.684 3.117 3.082 Crosswalk LOS C B C C
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 745 691 509 545 d_b, Bicycle Delay [s] 21.66 23.59 30.59 29.11
I_b,int, Bicycle LOS Score for Intersection 2.582 2.035 2.269 2.258 Bicycle LOS B B B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
Scenario 7: 7 AM 2026+P MIT
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-118
I I I I I I I I
I I I I I I I I
I I I I I I I I I I I I I I I I I I
Volume to Capacity (v/c): 0.577
Level Of Service: B
Delay (sec / veh): 11.0
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 2: State Street at Community College Drive Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 45.00 45.00 25.00 25.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 0 1 0 1 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name State Street State Street Co Co Co Co
Intersection Setup
Scenario 8: 8 PM 2026+P MIT
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-119
., I Jot ., Ir + +
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor stree 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major stree 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 61 688 46 88 817 2 1 2 46 19 1 27 Total 15-Minute Volume [veh/h] 15 172 12 22 204 1 0 1 12 5 0 7 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 Total Hourly Volume [veh/h] 58 654 44 84 776 2 1 2 44 18 1 26 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 58 654 44 84 776 2 1 2 44 18 1 26 Name State Street State Street Co Co Co Co
Volumes
Scenario 8: 8 PM 2026+P MIT
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-120
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [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 Pedestrian Clearance [s] 0 7 0 0 7 0 0 18 0 0 18 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
Vehicle Extension [s] 3.0 3.0 0.0 3.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Split [s] 11 46 0 15 50 0 0 29 0 0 29 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 0.0 1.0 0.0 0.0 1.0 0.0 Amber [s] 3.0 3.0 0.0 3.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Maximum Green [s] 30 30 0 30 30 0 0 30 0 0 30 0
Minimum Green [s] 7 7 0 7 7 0 0 7 0 0 7 0
Lead / Lag Lead - - Lead - - - - - - - -
Auxiliary Signal Groups
Signal Group 1 6 0 5 2 0 0 8 0 0 4 0
Control Type Protect Permis Permis Protect Permis Permis Permis Permis Permis Permis Permis Permis Phasing & Timing
Lost time [s] 12.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Scenario 8: 8 PM 2026+P MIT
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-121
95th-Percentile Queue Length [ft/ln] 62.46 68.59 67.33 93.03 202.96 0.28 50.42 47.65 95th-Percentile Queue Length [veh/ln] 2.50 2.74 2.69 3.72 8.12 0.01 2.02 1.91 50th-Percentile Queue Length [ft/ln] 34.70 38.11 37.41 51.68 115.01 0.16 28.01 26.47 50th-Percentile Queue Length [veh/ln] 1.39 1.52 1.50 2.07 4.60 0.01 1.12 1.06 Critical Lane Group Yes No No No Yes No Yes No
Lane Group LOS D A A D A A D D
d, Delay for Lane Group [s/veh] 45.28 4.26 4.27 47.96 6.84 2.85 43.00 42.32 X, volume / capacity 0.55 0.27 0.27 0.70 0.58 0.00 0.36 0.30 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 4.26 0.48 0.49 7.01 1.78 0.00 1.63 1.09 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.50 0.11 0.50 0.50 0.11 0.11 d1, Uniform Delay [s] 41.02 3.78 3.78 40.95 5.05 2.85 41.38 41.22 c, Capacity [veh/h] 110 1385 1354 125 1400 1190 135 155 s, saturation flow rate [veh/h] 1781 1870 1829 1781 1870 1589 1683 1756 (v / s)_i Volume / Saturation Flow Rate 0.03 0.20 0.20 0.05 0.44 0.00 0.03 0.03 g / C, Green / Cycle 0.06 0.74 0.74 0.07 0.75 0.75 0.06 0.06 g_i, Effective Green Time [s] 6 67 67 6 67 67 5 5
l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 2.00 2.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 90 90 90 90 90 90 90 90
Lane Group L C C L C R C C
Lane Group Calculations
Scenario 8: 8 PM 2026+P MIT
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-122
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 45.28 4.26 4.27 47.96 6.84 2.85 43.00 43.00 43.00 42.32 42.32 42.32 Movement LOS D A A D A A D D D D D D
d_A, Approach Delay [s/veh] 7.41 10.82 43.00 42.32
Approach LOS A B D D
d_I, Intersection Delay [s/veh] 11.01
Intersection LOS B
Intersection V/C 0.577
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 11.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 34.68 34.68 34.68 34.68
I_p,int, Pedestrian LOS Score for Intersection 2.771 2.776 1.760 1.789 Crosswalk LOS C C A A
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 933 1022 555 555 d_b, Bicycle Delay [s] 12.81 10.76 23.48 23.48
I_b,int, Bicycle LOS Score for Intersection 2.215 3.056 1.640 1.637 Bicycle LOS B C A A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - 8 - - - - - - - - - - - -
Ring 1 1 2 - 4 - - - - - - - - - - - -
Sequence
Scenario 8: 8 PM 2026+P MIT
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-123
I I I I I I I I
I I I I I I I I
I I I I I I I I I I I I I I I I I
Volume to Capacity (v/c): 0.961
Level Of Service: D
Delay (sec / veh): 45.3
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 3: State Street at Ramona Expressway
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 1 1 0 0 0 0 1 1 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name State Street State Street Ramona Expressway Ramona Expressway Intersection Setup
Scenario 8: 8 PM 2026+P MIT
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-124
.,.,,i-. ., I Jot .,.,l(fr .,.,l(f r
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor stree 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major stree 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 562 613 105 415 420 93 166 919 647 325 549 208 Total 15-Minute Volume [veh/h] 141 153 26 104 105 23 42 230 162 81 137 52 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 Total Hourly Volume [veh/h] 534 582 100 394 399 88 158 873 615 309 522 198 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 534 582 100 394 399 88 158 873 615 309 522 198 Name State Street State Street Ramona Expressway Ramona Expressway Volumes
Scenario 8: 8 PM 2026+P MIT
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-125
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No No No No
Maximum Recall No No No No No No No No No No
Minimum Recall No No No No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 2.0 2.0 2.0 2.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 2.0 2.0 2.0 2.0 Rest In Walk No No No No
Delayed Vehicle Green [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 Pedestrian Clearance [s] 0 31 0 0 31 0 0 21 21 0 18 18
Walk [s] 0 7 0 0 7 0 0 7 7 0 7 7
Vehicle Extension [s] 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 3.0 3.0 3.0 3.0 Split [s] 31 42 0 31 42 0 12 32 32 15 35 35
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 1.0 1.0 1.0 1.0 Amber [s] 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 3.0 3.0 3.0 3.0 Maximum Green [s] 30 30 0 30 30 0 30 30 30 30 30 30
Minimum Green [s] 7 7 0 7 7 0 7 7 7 7 7 7
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups 2,3 6,7
Signal Group 3 8 0 7 4 0 5 2 2 1 6 6
Control Type Protect Permis Permis Protect Permis Permis Protect Permis Overla Protect Permis Overla Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 120
Signal Coordination Group -
Located in CBD No
Intersection Settings
Scenario 8: 8 PM 2026+P MIT
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-126
95th-Percentile Queue Length [ft/ln] 310.92 433.21 420.02 619.09 293.46 279.06 117.70 299.81 473.14 252.45 174.89 113.58 95th-Percentile Queue Length [veh/ln] 12.44 17.33 16.80 24.76 11.74 11.16 4.71 11.99 18.93 10.10 7.00 4.54 50th-Percentile Queue Length [ft/ln] 196.09 292.87 282.26 435.52 182.64 171.64 65.39 187.52 325.26 150.65 97.16 63.10 50th-Percentile Queue Length [veh/ln] 7.84 11.71 11.29 17.42 7.31 6.87 2.62 7.50 13.01 6.03 3.89 2.52 Critical Lane Group No No Yes Yes No No No No Yes Yes No No Lane Group LOS D E E F D D E C C F C B
d, Delay for Lane Group [s/veh] 44.37 55.38 56.35 96.42 44.02 44.13 59.84 34.48 21.67 80.97 28.43 10.83 X, volume / capacity 0.72 0.89 0.89 1.04 0.64 0.64 0.74 0.55 0.70 1.01 0.30 0.21 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, 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 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 1.29 10.10 11.02 49.87 1.64 1.75 4.69 1.32 4.28 26.48 0.43 0.50 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.18 0.18 0.40 0.11 0.11 0.11 0.50 0.50 0.11 0.50 0.50 d1, Uniform Delay [s] 43.08 45.28 45.33 46.55 42.38 42.38 55.15 33.16 17.40 54.49 28.00 10.33 c, Capacity [veh/h] 778 415 394 401 415 389 225 1667 931 321 1809 975 s, saturation flow rate [veh/h] 3459 1870 1776 1781 1870 1754 3459 5094 1589 3459 5094 1589 (v / s)_i Volume / Saturation Flow Rate 0.16 0.20 0.20 0.23 0.14 0.14 0.05 0.18 0.41 0.09 0.11 0.13 g / C, Green / Cycle 0.22 0.22 0.22 0.22 0.22 0.22 0.06 0.33 0.59 0.09 0.36 0.61 g_i, Effective Green Time [s] 27 27 27 27 27 27 8 39 70 11 43 74 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 0.00 2.00 2.00 0.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 120 120 120 120 120 120 120 120 120 120 120 120 Lane Group L C C L C C L C R L C R
Lane Group Calculations
Scenario 8: 8 PM 2026+P MIT
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-127
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 44.37 55.77 56.35 96.42 44.06 44.13 59.84 34.48 21.67 80.97 28.43 10.83 Movement LOS D E E F D D E C C F C B
d_A, Approach Delay [s/veh] 50.81 67.48 32.12 40.83
Approach LOS D E C D
d_I, Intersection Delay [s/veh] 45.30
Intersection LOS D
Intersection V/C 0.961
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 11.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 49.54 49.54 49.54 49.54
I_p,int, Pedestrian LOS Score for Intersection 2.901 2.687 3.181 3.136 Crosswalk LOS C B C C
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 633 633 466 516 d_b, Bicycle Delay [s] 28.04 28.04 35.30 33.03
I_b,int, Bicycle LOS Score for Intersection 2.616 2.325 2.512 2.155 Bicycle LOS B B B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
Scenario 8: 8 PM 2026+P MIT
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
D-128
I I I I I I I I
I I I I I I I I
I I I I I I I I I I I I I I I I I
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2-22-4559-1 Ramona Expressway and State Street Shopping Center, San Jacinto N:\4500\2224559 - Ramona Expressway and State Street Shopping Center, San Jacinto\Report\Appendix\4559 Dividers.doc
APPENDIX E
TRAFFIC SIGNAL WARRANT ANALYSIS
WORKSHEETS
E-1
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2-16-3695-1 Kendall-Palm Commercial, San Bernardino
N:\4500\2224559 - Ramona Expressway and State Street Shopping Center, San Jacinto\Report\Appendix\4559 Sub-Dividers.doc
APPENDIX E-I
EXISTING TRAFFIC CONDITIONS
E-2
Signal Warrants Report For Intersection 2: State Street at Community College Drive Hour Major Streets Minor Streets
S N E W
1 1080 430 85 14
2 1048 417 82 14
3 1026 409 81 13
4 961 383 76 12
5 853 340 67 11
6 842 335 66 11
7 832 331 65 11
8 756 301 59 10
9 745 297 59 10
10 734 292 58 10
11 637 254 50 8
12 594 237 47 8
13 583 232 46 8
14 432 172 34 6
15 432 172 34 6
16 302 120 24 4
17 173 69 14 2
18 173 69 14 2
19 97 39 8 1
20 54 22 4 1
21 32 13 3 0
22 11 4 1 0
23 11 4 1 0
24 11 4 1 0
Warrant Analysis Traffic Volumes
Major Approaches S, N
Minor Approaches E, W
Speed > 40mph Yes
Population < 10,000 No
Warrant Factor 70%
Intersection Warrants Parameters
Warrant Name Met?
#1 Eight Hour Vehicular Volume Yes
#2 Four Hour Vehicular Volume Yes
#3 Peak Hour Yes
Warrants Summary
Scenario 1: 1 AM Ex
Ramona-State Center, San Jacinto
Version 2022 (SP 0-8)
Generated with
E-3
Orientation E W
Total Stopped Delay Per Vehicle on Minor Approach (s) 39 16.9 Number of Lanes on Minor Street Approach 1 1
VehicleHours of Stopped Delay on Minor Approach ([h]h:mm) 0:55 0:03 Delay Condition Met No No
Volume on Minor Street Approach During Same Hour 85 14
High Minor Volume Condition Met No No
Total Entering Volume on All Approaches During Same Hour 1609 1609 Number of Approaches on Intersection 4 4
Total Volume Condition Met Yes Yes
Warrant Met for Approach No No
Warrant Met for Intersection No
Warrant 3 Condition A
Hour Major Streets Minor Street Warrant 1 Condition A Warrant 1 Condition B Warrant 2 Warrant 3 Number Volume Number Volume 100% 80% 70% 56% 100% 80% 70% 56% Condition B
1 3 1510 1 85 No No No Yes Yes Yes Yes Yes Yes Yes
2 3 1465 1 82 No No No No Yes Yes Yes Yes Yes Yes
3 3 1435 1 81 No No No No Yes Yes Yes Yes Yes Yes
4 3 1344 1 76 No No No No Yes Yes Yes Yes Yes Yes
5 3 1193 1 67 No No No No No Yes Yes Yes Yes No
6 3 1177 1 66 No No No No No Yes Yes Yes Yes No
7 3 1163 1 65 No No No No No Yes Yes Yes Yes No
8 3 1057 1 59 No No No No No No Yes Yes No No
9 3 1042 1 59 No No No No No No Yes Yes No No
10 3 1026 1 58 No No No No No No Yes Yes No No
11 3 891 1 50 No No No No No No No Yes No No
12 3 831 1 47 No No No No No No No Yes No No
13 3 815 1 46 No No No No No No No Yes No No
14 3 604 1 34 No No No No No No No No No No
15 3 604 1 34 No No No No No No No No No No
16 3 422 1 24 No No No No No No No No No No
17 3 242 1 14 No No No No No No No No No No
18 3 242 1 14 No No No No No No No No No No
19 3 136 1 8 No No No No No No No No No No
20 3 76 1 4 No No No No No No No No No No
21 3 45 1 3 No No No No No No No No No No
22 3 15 1 1 No No No No No No No No No No
23 3 15 1 1 No No No No No No No No No No
24 3 15 1 1 No No No No No No No No No No
Hours
Met 0 0 0 1 4 7 10 13 7 4
Warrant Analysis by Hour
Scenario 1: 1 AM Ex
Ramona-State Center, San Jacinto
Version 2022 (SP 0-8)
Generated with
E-4
Signal Warrants Report For Intersection 2: State Street at Community College Drive Hour Major Streets Minor Streets
S N E W
1 615 738 42 23
2 597 716 41 22
3 584 701 40 22
4 547 657 37 20
5 486 583 33 18
6 480 576 33 18
7 474 568 32 18
8 431 517 29 16
9 424 509 29 16
10 418 502 29 16
11 363 435 25 14
12 338 406 23 13
13 332 399 23 12
14 246 295 17 9
15 246 295 17 9
16 172 207 12 6
17 98 118 7 4
18 98 118 7 4
19 55 66 4 2
20 31 37 2 1
21 18 22 1 1
22 6 7 0 0
23 6 7 0 0
24 6 7 0 0
Warrant Analysis Traffic Volumes
Major Approaches S, N
Minor Approaches E, W
Speed > 40mph Yes
Population < 10,000 No
Warrant Factor 70%
Intersection Warrants Parameters
Warrant Name Met?
#1 Eight Hour Vehicular Volume No
#2 Four Hour Vehicular Volume No
#3 Peak Hour No
Warrants Summary
Scenario 2: 2 PM Ex
Ramona-State Center, San Jacinto
Version 2022 (SP 0-8)
Generated with
E-5
Orientation E W
Total Stopped Delay Per Vehicle on Minor Approach (s) 31.6 16.1 Number of Lanes on Minor Street Approach 1 1
VehicleHours of Stopped Delay on Minor Approach ([h]h:mm) 0:22 0:06 Delay Condition Met No No
Volume on Minor Street Approach During Same Hour 42 23
High Minor Volume Condition Met No No
Total Entering Volume on All Approaches During Same Hour 1418 1418 Number of Approaches on Intersection 4 4
Total Volume Condition Met Yes Yes
Warrant Met for Approach No No
Warrant Met for Intersection No
Warrant 3 Condition A
Hour Major Streets Minor Street Warrant 1 Condition A Warrant 1 Condition B Warrant 2 Warrant 3 Number Volume Number Volume 100% 80% 70% 56% 100% 80% 70% 56% Condition B
1 3 1353 1 42 No No No No No No No Yes No No
2 3 1313 1 41 No No No No No No No No No No
3 3 1285 1 40 No No No No No No No No No No
4 3 1204 1 37 No No No No No No No No No No
5 3 1069 1 33 No No No No No No No No No No
6 3 1056 1 33 No No No No No No No No No No
7 3 1042 1 32 No No No No No No No No No No
8 3 948 1 29 No No No No No No No No No No
9 3 933 1 29 No No No No No No No No No No
10 3 920 1 29 No No No No No No No No No No
11 3 798 1 25 No No No No No No No No No No
12 3 744 1 23 No No No No No No No No No No
13 3 731 1 23 No No No No No No No No No No
14 3 541 1 17 No No No No No No No No No No
15 3 541 1 17 No No No No No No No No No No
16 3 379 1 12 No No No No No No No No No No
17 3 216 1 7 No No No No No No No No No No
18 3 216 1 7 No No No No No No No No No No
19 3 121 1 4 No No No No No No No No No No
20 3 68 1 2 No No No No No No No No No No
21 3 40 1 1 No No No No No No No No No No
22 3 13 1 0 No No No No No No No No No No
23 3 13 1 0 No No No No No No No No No No
24 3 13 1 0 No No No No No No No No No No
Hours
Met 0 0 0 0 0 0 0 1 0 0
Warrant Analysis by Hour
Scenario 2: 2 PM Ex
Ramona-State Center, San Jacinto
Version 2022 (SP 0-8)
Generated with
E-6
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2-16-3695-1 Kendall-Palm Commercial, San Bernardino
N:\4500\2224559 - Ramona Expressway and State Street Shopping Center, San Jacinto\Report\Appendix\4559 Sub-Dividers.doc
APPENDIX E-II
YEAR 2026 CUMULATIVE
TRAFFIC CONDITIONS
E-7
Signal Warrants Report For Intersection 2: State Street at Community College Drive Hour Major Streets Minor Streets
S N E W
1 1180 477 91 18
2 1145 463 88 17
3 1121 453 86 17
4 1050 425 81 16
5 932 377 72 14
6 920 372 71 14
7 909 367 70 14
8 826 334 64 13
9 814 329 63 12
10 802 324 62 12
11 696 281 54 11
12 649 262 50 10
13 637 258 49 10
14 472 191 36 7
15 472 191 36 7
16 330 134 25 5
17 189 76 15 3
18 189 76 15 3
19 106 43 8 2
20 59 24 5 1
21 35 14 3 1
22 12 5 1 0
23 12 5 1 0
24 12 5 1 0
Warrant Analysis Traffic Volumes
Major Approaches S, N
Minor Approaches E, W
Speed > 40mph Yes
Population < 10,000 No
Warrant Factor 70%
Intersection Warrants Parameters
Warrant Name Met?
#1 Eight Hour Vehicular Volume Yes
#2 Four Hour Vehicular Volume Yes
#3 Peak Hour Yes
Warrants Summary
Scenario 3: 3 AM 2026
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
E-8
Orientation E W
Total Stopped Delay Per Vehicle on Minor Approach (s) 43.7 16.1 Number of Lanes on Minor Street Approach 1 1
VehicleHours of Stopped Delay on Minor Approach ([h]h:mm) 1:06 0:04 Delay Condition Met No No
Volume on Minor Street Approach During Same Hour 91 18
High Minor Volume Condition Met No No
Total Entering Volume on All Approaches During Same Hour 1766 1766 Number of Approaches on Intersection 4 4
Total Volume Condition Met Yes Yes
Warrant Met for Approach No No
Warrant Met for Intersection No
Warrant 3 Condition A
Hour Major Streets Minor Street Warrant 1 Condition A Warrant 1 Condition B Warrant 2 Warrant 3 Number Volume Number Volume 100% 80% 70% 56% 100% 80% 70% 56% Condition B
1 3 1657 1 91 No No No Yes Yes Yes Yes Yes Yes Yes
2 3 1608 1 88 No No No Yes Yes Yes Yes Yes Yes Yes
3 3 1574 1 86 No No No Yes Yes Yes Yes Yes Yes Yes
4 3 1475 1 81 No No No No Yes Yes Yes Yes Yes Yes
5 3 1309 1 72 No No No No No Yes Yes Yes Yes No
6 3 1292 1 71 No No No No No Yes Yes Yes Yes No
7 3 1276 1 70 No No No No No Yes Yes Yes Yes No
8 3 1160 1 64 No No No No No Yes Yes Yes Yes No
9 3 1143 1 63 No No No No No Yes Yes Yes Yes No
10 3 1126 1 62 No No No No No Yes Yes Yes Yes No
11 3 977 1 54 No No No No No No Yes Yes No No
12 3 911 1 50 No No No No No No No Yes No No
13 3 895 1 49 No No No No No No No Yes No No
14 3 663 1 36 No No No No No No No No No No
15 3 663 1 36 No No No No No No No No No No
16 3 464 1 25 No No No No No No No No No No
17 3 265 1 15 No No No No No No No No No No
18 3 265 1 15 No No No No No No No No No No
19 3 149 1 8 No No No No No No No No No No
20 3 83 1 5 No No No No No No No No No No
21 3 49 1 3 No No No No No No No No No No
22 3 17 1 1 No No No No No No No No No No
23 3 17 1 1 No No No No No No No No No No
24 3 17 1 1 No No No No No No No No No No
Hours
Met 0 0 0 3 4 10 11 13 10 4
Warrant Analysis by Hour
Scenario 3: 3 AM 2026
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
E-9
Signal Warrants Report For Intersection 2: State Street at Community College Drive Hour Major Streets Minor Streets
S N E W
1 680 809 45 29
2 660 785 44 28
3 646 769 43 28
4 605 720 40 26
5 537 639 36 23
6 530 631 35 23
7 524 623 35 22
8 476 566 31 20
9 469 558 31 20
10 462 550 31 20
11 401 477 27 17
12 374 445 25 16
13 367 437 24 16
14 272 324 18 12
15 272 324 18 12
16 190 227 13 8
17 109 129 7 5
18 109 129 7 5
19 61 73 4 3
20 34 40 2 1
21 20 24 1 1
22 7 8 0 0
23 7 8 0 0
24 7 8 0 0
Warrant Analysis Traffic Volumes
Major Approaches S, N
Minor Approaches E, W
Speed > 40mph Yes
Population < 10,000 No
Warrant Factor 70%
Intersection Warrants Parameters
Warrant Name Met?
#1 Eight Hour Vehicular Volume No
#2 Four Hour Vehicular Volume No
#3 Peak Hour No
Warrants Summary
Scenario 4: 4 PM 2026
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
E-10
Orientation E W
Total Stopped Delay Per Vehicle on Minor Approach (s) 30.9 15.4 Number of Lanes on Minor Street Approach 1 1
VehicleHours of Stopped Delay on Minor Approach ([h]h:mm) 0:23 0:07 Delay Condition Met No No
Volume on Minor Street Approach During Same Hour 45 29
High Minor Volume Condition Met No No
Total Entering Volume on All Approaches During Same Hour 1563 1563 Number of Approaches on Intersection 4 4
Total Volume Condition Met Yes Yes
Warrant Met for Approach No No
Warrant Met for Intersection No
Warrant 3 Condition A
Hour Major Streets Minor Street Warrant 1 Condition A Warrant 1 Condition B Warrant 2 Warrant 3 Number Volume Number Volume 100% 80% 70% 56% 100% 80% 70% 56% Condition B
1 3 1489 1 45 No No No No No No No Yes No No
2 3 1445 1 44 No No No No No No No Yes No No
3 3 1415 1 43 No No No No No No No Yes No No
4 3 1325 1 40 No No No No No No No No No No
5 3 1176 1 36 No No No No No No No No No No
6 3 1161 1 35 No No No No No No No No No No
7 3 1147 1 35 No No No No No No No No No No
8 3 1042 1 31 No No No No No No No No No No
9 3 1027 1 31 No No No No No No No No No No
10 3 1012 1 31 No No No No No No No No No No
11 3 878 1 27 No No No No No No No No No No
12 3 819 1 25 No No No No No No No No No No
13 3 804 1 24 No No No No No No No No No No
14 3 596 1 18 No No No No No No No No No No
15 3 596 1 18 No No No No No No No No No No
16 3 417 1 13 No No No No No No No No No No
17 3 238 1 7 No No No No No No No No No No
18 3 238 1 7 No No No No No No No No No No
19 3 134 1 4 No No No No No No No No No No
20 3 74 1 2 No No No No No No No No No No
21 3 44 1 1 No No No No No No No No No No
22 3 15 1 0 No No No No No No No No No No
23 3 15 1 0 No No No No No No No No No No
24 3 15 1 0 No No No No No No No No No No
Hours
Met 0 0 0 0 0 0 0 3 0 0
Warrant Analysis by Hour
Scenario 4: 4 PM 2026
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
E-11
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2-16-3695-1 Kendall-Palm Commercial, San Bernardino
N:\4500\2224559 - Ramona Expressway and State Street Shopping Center, San Jacinto\Report\Appendix\4559 Sub-Dividers.doc
APPENDIX E-III
YEAR 2026 CUMULATIVE PLUS PROJECT
TRAFFIC CONDITIONS
E-12
Signal Warrants Report For Intersection 2: State Street at Community College Drive Hour Major Streets Minor Streets
S N E W
1 1220 519 91 32
2 1183 503 88 31
3 1159 493 86 30
4 1086 462 81 28
5 964 410 72 25
6 952 405 71 25
7 939 400 70 25
8 854 363 64 22
9 842 358 63 22
10 830 353 62 22
11 720 306 54 19
12 671 285 50 18
13 659 280 49 17
14 488 208 36 13
15 488 208 36 13
16 342 145 25 9
17 195 83 15 5
18 195 83 15 5
19 110 47 8 3
20 61 26 5 2
21 37 16 3 1
22 12 5 1 0
23 12 5 1 0
24 12 5 1 0
Warrant Analysis Traffic Volumes
Major Approaches S, N
Minor Approaches E, W
Speed > 40mph Yes
Population < 10,000 No
Warrant Factor 70%
Intersection Warrants Parameters
Warrant Name Met?
#1 Eight Hour Vehicular Volume Yes
#2 Four Hour Vehicular Volume Yes
#3 Peak Hour Yes
Warrants Summary
Scenario 5: 5 AM 2026+P
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
E-13
Orientation E W
Total Stopped Delay Per Vehicle on Minor Approach (s) 54.7 14.4 Number of Lanes on Minor Street Approach 1 1
VehicleHours of Stopped Delay on Minor Approach ([h]h:mm) 1:22 0:07 Delay Condition Met No No
Volume on Minor Street Approach During Same Hour 91 32
High Minor Volume Condition Met No No
Total Entering Volume on All Approaches During Same Hour 1862 1862 Number of Approaches on Intersection 4 4
Total Volume Condition Met Yes Yes
Warrant Met for Approach No No
Warrant Met for Intersection No
Warrant 3 Condition A
Hour Major Streets Minor Street Warrant 1 Condition A Warrant 1 Condition B Warrant 2 Warrant 3 Number Volume Number Volume 100% 80% 70% 56% 100% 80% 70% 56% Condition B
1 3 1739 1 91 No No No Yes Yes Yes Yes Yes Yes Yes
2 3 1686 1 88 No No No Yes Yes Yes Yes Yes Yes Yes
3 3 1652 1 86 No No No Yes Yes Yes Yes Yes Yes Yes
4 3 1548 1 81 No No No No Yes Yes Yes Yes Yes Yes
5 3 1374 1 72 No No No No No Yes Yes Yes Yes No
6 3 1357 1 71 No No No No No Yes Yes Yes Yes No
7 3 1339 1 70 No No No No No Yes Yes Yes Yes No
8 3 1217 1 64 No No No No No Yes Yes Yes Yes No
9 3 1200 1 63 No No No No No Yes Yes Yes Yes No
10 3 1183 1 62 No No No No No Yes Yes Yes Yes No
11 3 1026 1 54 No No No No No No Yes Yes No No
12 3 956 1 50 No No No No No No No Yes No No
13 3 939 1 49 No No No No No No No Yes No No
14 3 696 1 36 No No No No No No No No No No
15 3 696 1 36 No No No No No No No No No No
16 3 487 1 25 No No No No No No No No No No
17 3 278 1 15 No No No No No No No No No No
18 3 278 1 15 No No No No No No No No No No
19 3 157 1 8 No No No No No No No No No No
20 3 87 1 5 No No No No No No No No No No
21 3 53 1 3 No No No No No No No No No No
22 3 17 1 1 No No No No No No No No No No
23 3 17 1 1 No No No No No No No No No No
24 3 17 1 1 No No No No No No No No No No
Hours
Met 0 0 0 3 4 10 11 13 10 4
Warrant Analysis by Hour
Scenario 5: 5 AM 2026+P
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
E-14
Signal Warrants Report For Intersection 2: State Street at Community College Drive Hour Major Streets Minor Streets
S N E W
1 756 862 45 47
2 733 836 44 46
3 718 819 43 45
4 673 767 40 42
5 597 681 36 37
6 590 672 35 37
7 582 664 35 36
8 529 603 31 33
9 522 595 31 32
10 514 586 31 32
11 446 509 27 28
12 416 474 25 26
13 408 465 24 25
14 302 345 18 19
15 302 345 18 19
16 212 241 13 13
17 121 138 7 8
18 121 138 7 8
19 68 78 4 4
20 38 43 2 2
21 23 26 1 1
22 8 9 0 0
23 8 9 0 0
24 8 9 0 0
Warrant Analysis Traffic Volumes
Major Approaches S, N
Minor Approaches E, W
Speed > 40mph Yes
Population < 10,000 No
Warrant Factor 70%
Intersection Warrants Parameters
Warrant Name Met?
#1 Eight Hour Vehicular Volume No
#2 Four Hour Vehicular Volume No
#3 Peak Hour No
Warrants Summary
Scenario 6: 6 PM 2026+P
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
E-15
Orientation E W
Total Stopped Delay Per Vehicle on Minor Approach (s) 42.7 15.4 Number of Lanes on Minor Street Approach 1 1
VehicleHours of Stopped Delay on Minor Approach ([h]h:mm) 0:32 0:12 Delay Condition Met No No
Volume on Minor Street Approach During Same Hour 45 47
High Minor Volume Condition Met No No
Total Entering Volume on All Approaches During Same Hour 1710 1710 Number of Approaches on Intersection 4 4
Total Volume Condition Met Yes Yes
Warrant Met for Approach No No
Warrant Met for Intersection No
Warrant 3 Condition A
Hour Major Streets Minor Street Warrant 1 Condition A Warrant 1 Condition B Warrant 2 Warrant 3 Number Volume Number Volume 100% 80% 70% 56% 100% 80% 70% 56% Condition B
1 3 1618 1 47 No No No No No No No Yes No No
2 3 1569 1 46 No No No No No No No Yes No No
3 3 1537 1 45 No No No No No No No Yes No No
4 3 1440 1 42 No No No No No No No Yes No No
5 3 1278 1 37 No No No No No No No No No No
6 3 1262 1 37 No No No No No No No No No No
7 3 1246 1 36 No No No No No No No No No No
8 3 1132 1 33 No No No No No No No No No No
9 3 1117 1 32 No No No No No No No No No No
10 3 1100 1 32 No No No No No No No No No No
11 3 955 1 28 No No No No No No No No No No
12 3 890 1 26 No No No No No No No No No No
13 3 873 1 25 No No No No No No No No No No
14 3 647 1 19 No No No No No No No No No No
15 3 647 1 19 No No No No No No No No No No
16 3 453 1 13 No No No No No No No No No No
17 3 259 1 8 No No No No No No No No No No
18 3 259 1 8 No No No No No No No No No No
19 3 146 1 4 No No No No No No No No No No
20 3 81 1 2 No No No No No No No No No No
21 3 49 1 1 No No No No No No No No No No
22 3 17 1 0 No No No No No No No No No No
23 3 17 1 0 No No No No No No No No No No
24 3 17 1 0 No No No No No No No No No No
Hours
Met 0 0 0 0 0 0 0 4 0 0
Warrant Analysis by Hour
Scenario 6: 6 PM 2026+P
Ramona-State Center, San Jacinto
Version 2022 (SP 0-11)
Generated with
E-16
TAIT JOB #
Preliminary
Hydrology and Hydraulics Report
The Magnet
SEC of State Street and Ramona Expressway
January 23, 2024
This Hydraulic Study has been prepared by, and under the direction of, the undersigned, a duly Registered Civil Engineer in the State of California. Except as noted, the undersigned attests to the technical information contained herein, and has judged to be acceptable the qualifications of any technical specialists providing engineering data for this report, upon which findings, conclusions, and recommendations are based. _______________________________
Daniela Malott, P.E.
Registered Civil Engineer No. C586581
Exp.: 03/31/2025
Prepared for: Prepared by:
Rich Development
Company
600 N. Tustin Avenue,
Suite 150
Santa Ana, CA 92705
(714) 835-3311
Tait & Associates, Inc.
701 N. Parkcenter Drive
Santa Ana, CA 92705
(714) 560-8200
The Magnet
San Jacinto, California
Hydrology & Hydraulics Report
by TAIT & Associates
Table of Contents
Section 1 Introduction and Background ...........................................................................................1
1.1 Project Description ........................................................................................................................ 1 Section 2 Hydrology and Hydraulics Design Criteria, Methodology, and Analysis ..............................2
2.1 Hydrology Design Criteria and Methodology................................................................................ 2
2.2 Hydraulics Design Criteria and Methodology ............................................................................... 3 Section 3 Hydrology Study ..............................................................................................................4
3.1 Onsite Existing Condition Hydrology Analysis ............................................................................... 4
3.2 Onsite Proposed Condition Hydrology Analysis ............................................................................ 4
3.3 Offsite Hydrology Study ................................................................................................................ 5
3.3.1 Offsite Study Background and Purpose ................................................................................ 5
3.3.2 Master Plan Line H ................................................................................................................ 5
3.3.3 Master Plan Line H-1 ............................................................................................................. 6
3.3.4 Master Plan Line H-2 ............................................................................................................. 6
3.3.5 Master Plan Line H-3 ............................................................................................................. 6 Section 4 Hydraulics Study ..............................................................................................................7
4.1 Master Plan Line H-2 Hydraulic Study ........................................................................................... 7
4.2 Master Plan Line H-3 Hydraulic Study ........................................................................................... 7 Section 5 Summary of Results and Conclusions ...............................................................................8
5.1 Onsite Study .................................................................................................................................. 8
5.2 Offsite Study .................................................................................................................................. 8
5.3 Conclusions ................................................................................................................................... 8 TECHNICAL APPENDIX ........................................................................................................................9 Appendix A – NOAA Precipitation Data .................................................................................................... A Appendix B – USGS Soil Survey ................................................................................................................. B Appendix C – Downstream Receiving Waters Maps ................................................................................ C Appendix D – Existing Onsite Hydrology Map and Rational Method ....................................................... D Appendix E – Proposed Onsite Hydrology Map and Rational Method .................................................... E Appendix F – Offsite Storm Facility Exhibit............................................................................................... F Appendix G – Offsite Hydrology Map and Rational Method ................................................................... G Appendix H – WSPG Calculations and Profiles .........................................................................................H The Magnet
San Jacinto, California
Hydrology & Hydraulics Report
by TAIT & Associates
TAIT JOB # SP8950 Page 1
Section 1 Introduction and Background
The Rich Development Company has retained Tait & Associates (Tait) to prepare the drainage design for the Magnet development. The Magnet development is approximately 14.4 acres and it is located in the City of San Jacinto (City), California at the southeast corner of State Street and Romana Expressway. The proposed project Vicinity Map is provided in Figure 1 below. The Hydrology & Hydraulics Report studies the existing and proposed condition drainage system and patterns. This study follows the requirements of the Riverside County Flood Control and Water Conservation District (RCFCWD) and the Riverside County Hydrology Manual (RCHM), dated 1978 and was prepared for the 10- and 100-year storm events for both the existing and proposed condition. The following sections include the general project characteristics, the drainage design, criteria and methodology.
1.1 Project Description
The Magnet development is proposed for commercial uses. The project will develop a total of
14.4 acres that will include 13 new commercial buildings, paved parking areas, and landscape planter areas along with all associated improvements such as gas, electric, and water utilities.
Immediately west of the project is State Street, on the east side is Eagle Drive, on the north side is Ramona Expressway and on the south side the project is bound by undeveloped land.
Figure 1 – Vicinity Map (Not To Scale)
The Magnet
San Jacinto, California
Hydrology & Hydraulics Report
by TAIT & Associates
TAIT JOB # SP8950 Page 2
Section 2 Hydrology and Hydraulics Design Criteria, Methodology, and Analysis
2.1 Hydrology Design Criteria and Methodology
The RCHM uses the Rational Method to determine the runoff flow for watershed areas that are less than 300 acres in size. The Synthetic Unit Hydrograph is used for watershed areas larger than 300 to 500 acres. The Rational Method is based on the equation 𝑄 = 𝐶 × 𝐼 × 𝐴 where:
Q = peak discharge (cfs)
C = runoff coefficient representing the ratio of runoff to rainfall I = the time-averaged rainfall intensity in inches per hour corresponding to the time of concentration (in/hr)
A = drainage area (acres).
The runoff coefficient is determined from the soil characteristics and the land use types. The time of concentration is the time it takes for the entire watershed to contribute runoff to the concentration point, and it is determined based on the longest flow path. The total drainage area for the site is 14.51 acres, thus only the Rational Method analysis was required. The precipitation depth and intensity was determined per NOAA Atlas 14 is provided in Appendix A.
The Rational Method was prepared using the Advance Engineering Software (AES) RATSCX software which is approved by Riverside County for the Rational Method.
In addition to the onsite hydrology analyses, an offsite study was conducted that analyzed the existing Master Plan of the Public Drainage facilities that surround the site. The offsite hydrology analysis consists of a total of 204 acres, thus only the Rational Method analysis is required. The precipitation depth and intensity was determined per NOAA Atlas 14 for the offsite hydrology study.
Per the USDA Natural Resources Conservation Service Soil Survey (USDA NRCS), published in 2006, the project site is located within the hydrology soil group of D. Group D Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist of clays that have a high shrink-swell potential, soils that have a high-water table, soils that have a clay layer at or near the surface. The project site location is shown on the USDA Soil Resource map, included in Appendix B.
The Magnet
San Jacinto, California
Hydrology & Hydraulics Report
by TAIT & Associates
TAIT JOB # SP8950 Page 3
2.2 Hydraulics Design Criteria and Methodology
The Water Surface Pressure Gradient (WSPGW) software developed by the Los Angeles County Flood Control District and approved by the County of Riverside was used to calculate the Hydraulic Grade Line (HGL) for the offsite drainage facilities. The WSPG software uses the Bernoulli equation to calculate the HGL for each storm drain line utilizing the flow and the boundary conditions. Boundary conditions were set at the downstream end of the study based on the as-builts for Storm Drain Line H; refer to Section 3 for further information. HGL calculations were conducted to reflect the flows produced from the 10- and 100-year storm events. The storm drain sizing and design was based on an HGL that lies 2-feet below ground surface for the 10-year storm event.
The Magnet
San Jacinto, California
Hydrology & Hydraulics Report
by TAIT & Associates
TAIT JOB # SP8950 Page 4
Section 3 Hydrology Study
The following sections present the hydrologic analysis of the project site in the existing and proposed condition as well as the findings of the offsite hydrology study in the existing condition.
3.1 Onsite Existing Condition Hydrology Analysis
The project site is located within Zone 4 of the RCFCD drainage system (Riverside County Flood Control District). The project discharges to county storm drain Line H which discharges to an open channel that runs from Ramona Expressway and discharges to San Jacinto River. San Jacinto River conveys flows to Canyon Lake and then to Lake Elsinore. Lake Elsinore discharges to Temescal Creek which connects to Prado Basin, then to Santa Ana River and ultimately discharges to the Pacific Ocean. See Appendix C for Watershed and Downstream Tributary Maps. The topography of the project site is relatively flat with slopes varying from 0.1 %to 0.6%.
Site elevations range from 1520-1528 feet above Mean Sea Level. The existing site is a vacant lot of barren dirt with two existing concrete driveways along Ramona Expressway.
The runoff produced in the existing condition sheet flows from the southeast corner of the site to the northwest corner of the site and discharges onto Ramona Expressway where it is captured by an existing catch basin that conveys the flows to an open channel via an underground 4’x8’ reinforced concrete box (RCB). Flows from the vacant lot to the south of the project also run on to the site location. However, these flows are neglected in the existing condition analysis as they will be diverted away from the site in the proposed condition. Thus, the overall onsite hydrologic analysis will compare the flows generated from the same acreage of land from existing to proposed condition. The Existing Onsite Hydrology Map is provided in Appendix D and it depicts drainage subareas, elevations, flow lengths and slopes used for the hydrology calculations. The existing condition 10- and 100-year storm events Rational Method Analysis results are also included in Appendix D.
3.2 Onsite Proposed Condition Hydrology Analysis
The proposed site will mimic existing drainage patterns with flow going from the southeast corner to the northwest corner of the site. Runoff will sheet flow to a proposed storm drain system that discharges to two underground infiltration basins with a total storage volume of 30,723 CF to treat the required Design Capture Volume for the project. Manholes with weirs are proposed downstream of the basins for the high flows which will conveyed to a private storm drain system and ultimately discharge to a proposed 48-inch RCP beneath State St. via a new on-site storm drain facility. The southern boundary of the proposed site will contain a retaining curb that will effectively divert the flows coming towards the site from the adjacent vacant lot. The rest of the project site is relatively flat with slopes varying from 0.5% to 3%. Site The Magnet
San Jacinto, California
Hydrology & Hydraulics Report
by TAIT & Associates
TAIT JOB # SP8950 Page 5
elevations range from 1518-1527 feet above Mean Sea Level. The proposed site includes 13 new buildings with associated parking areas and commercial landscape areas. The overall site will contain mostly asphalt or concrete surfaces with an approximate imperviousness of 90%.
The Proposed Onsite Hydrology Map is provided in Appendix E and it depicts drainage subareas, elevations, flow lengths and slopes used for the hydrology calculations. The proposed condition 10- and 100-year storm events Rational Method analysis results are also included in Appendix E.
3.3 Offsite Hydrology Study
This Section describes the hydrologic conditions of the area surrounding the project and the flows that are expected to be conveyed by the public offsite storm drain facilities. Appendix F provides an exhibit detailing all storm drain facilities referenced in the following sections.
3.3.1 Offsite Study Background and Purpose
The San Jacinto Valley Master Drainage Plan Update (SJMDPU) prepared in 2010 by Webb & Associates analyzed the hydrologic and hydraulic conditions of proposed Master Plan facility Line H. The study is based on the 1982 Master Plan prepared by Riverside County Flood Control & Water Quality District (RCFC&WCD) that depicts Line H to be a 60-inch Reinforced Concrete Pipe with one tributary Master Plan facility Line H-1. In 2012, the City built three storm drain lines at the intersection of Ramona Expressway and State Street, Master Plan Facility Lines: H, H-2, and H-3. Per communications with the City, no Hydrology studies were prepared at the time these lines were built. Additionally, Ramona Expressway was widened in 2014 and along with this improvement was the construction of a 24-inch storm drain line, located east of the intersection of Ramona Expressway and Eagle Road that connects to Line H-3.
With the development of the Magnet, the City has requested the extension of Line H-2 along State Street within the limits of the project as well as the construction of Master Plan facility Line H-1. These lines were analyzed in this study and the narrative below provides a summary of the findings for each proposed storm drain line.
3.3.2 Master Plan Line H
Per the as-built plans prepared by the City in 2012, Line H is an 8’x4’ RCB that begins at an earthen channel along State Street and terminates at a 28-foot catch basin at the corner of State Street and Ramona Expressway. This line was designed to convey 283 cfs of flow from the 100-year storm event. Connecting to this line are storm drain Lines H-2 and H-3. This study analyzed the hydrology for the 100-year storm event to the most upstream end of Line H.
However, the hydraulics of Line H was not analyzed in this study and the HGL was taken from the as-builts.
The Magnet
San Jacinto, California
Hydrology & Hydraulics Report
by TAIT & Associates
TAIT JOB # SP8950 Page 6
3.3.3 Master Plan Line H-1
Per the SJMPDU, Line H-1 was a proposed 48-inch RCP that would convey approximately 105 acres of area from the housing tracts East of Eagle Road. During the review of current existing drainage patterns, about 8.5 acres of undeveloped private property south of the Magnet would drain towards the proposed location of Line H-1. The residential developments east of Eagle Road were found to drain mostly to Ramona Expressway and Line H-3, with a portion of the development draining to Idyllwild Drive that ultimately flows to Line H-2. Construction of Line H-1 is found to be unnecessary since the existing drainage facility Lines H-2 and H-3 currently convey the flows originally tabled for Line H-1.
3.3.4 Master Plan Line H-2
Per the as-built plans prepared by the City in 2012, Line H-2 is a 48-inch RCP that connects to Line H and runs along State Street, terminating at a junction structure with a 24-inch RCP lateral that connects to a 28-foot catch basin. The drainage delineation conducted in this study shows that approximately 127 acres of surface runoff, which includes the 14.5-acre Magnet development, flow towards Line H-2. The Proposed Offsite Hydrology Map in Appendix G includes the flows paths, drainage areas, land types, and soil types that are tributary to this Line. The Offsite Rational Method study results show that approximately 99.24 cfs of flow drains to Line H-2 in the 10-year storm event (Appendix G).
3.3.5 Master Plan Line H-3
The 2012 plans prepared by the City show Line H-3 as a 36-inch RCP that connects to Line H. It is located on the east side of the intersection of Ramona Expressway and State Street, terminating at a junction structure that connects to an 18-inch RCP lateral. This lateral connects to a 12-foot catch basin located north of the project site. As part of the 2014 widening of Ramona Expressway, a 24-inch RCP extension was constructed that discharges to the existing 14’ catch basin and runs easterly on Ramona Expressway. The 24-inch line has three 4-foot catch basins that collect surface runoff from the street. Approximately 58.7 acres of area is tributary to Line H-3 which generates 49.59 cfs of flow in the 10-yr storm event. See Appendix G for Offsite Rational Method Calculations.
The Magnet
San Jacinto, California
Hydrology & Hydraulics Report
by TAIT & Associates
TAIT JOB # SP8950 Page 7
Section 4 Hydraulics Study
The following sections summarize the Hydraulic analysis prepared for Lines H-2 and H-3. All WSPG calculation inputs and outputs, and the HGL profiles can be found in Appendix H.
4.1 Master Plan Line H-2 Hydraulic Study
The Hydraulic conditions of Master Plan Line H-2 was analyzed under its existing condition as well as the proposed extension per request of the City. The WSPG calculations for the 48-inch Line H-2 show an HGL for the 10-year storm event that lies beneath the existing surface with 12-inches of freeboard. The Hydraulic calculations for Line H-2 utilized the existing off-site flows and the proposed Magnet development flows.
4.2 Master Plan Line H-3 Hydraulic Study
The Hydraulic conditions of Master Plan Line H-3 was analyzed under its existing condition for the 10-year storm event. The WSPG calculations for Line H-3 indicate that the 36” RCP was size adequately for the 10 year flows; however, upstream of the 36” line , the line does not have the capacity for the 10 year flows due to an existing 18” RCP lateral connecting the 24” RCP and the 36” RCP. Additionally the 24” RCP constructed as part of Ramona widening in 2014 does not have the capacity to convey 10 year flows. The Magnet Development will not discharge any flows to Line H-3; therefore, no improvements are proposed for this line.
The Magnet
San Jacinto, California
Hydrology & Hydraulics Report
by TAIT & Associates
TAIT JOB # SP8950 Page 8
Section 5 Summary of Results and Conclusions
5.1 Onsite Study
The Onsite Hydrology study was conducted for the 10- and 100-year storm events for both the existing and the proposed conditions. The proposed site contains a higher imperviousness than the existing site which increases the flows being discharged off-site in the final condition.
Rational Method results are shown in the table below:
Table 1: Onsite Flow Summary
Condition 10-year
Flows (cfs)
100-year
Flows (cfs)
Existing 11.97 27.87
Proposed 18.06 36.95
5.2 Offsite Study
The Offsite Rational Method analyses was conducted to determine the proposed flows that are conveyed to Master Plan Lines H-2 and H-3. The calculations were conducted for the 10- and 100-year storm events and the results are listed below:
Table 1: Offsite Flow Summary
Line 10-year
Flows (cfs)
100-year
Flows (cfs)
Tributary
Area (ac)
H-2 99.24 223.39 134.39
H-3 49.59 106.61 51.53
5.3 Conclusions
The proposed Magnet development will cause an increase in peak flows in both the 10- and 100-yr storm events. The WSPG analysis shows that the proposed 48-inch RCP extension to Line H-2 will have capacity to convey the 10-yr storm event without the need for onsite flow mitigation. The developer’s construction of the Line H-2 extension will be provided to capture the onsite flows from the Magnet Development and to benefit the City in the future plans to complete the Master Plan of Drainage facilities that would alleviate potential flooding within the surface.
The Magnet
San Jacinto, California
Hydrology & Hydraulics Report
by TAIT & Associates
TAIT JOB # SP8950 Page 9
TECHNICAL APPENDIX
The Magnet
San Jacinto, California
Hydrology & Hydraulics Report
by TAIT & Associates
TAIT JOB # SP8950 Appendix A
Appendix A – NOAA Precipitation Data
6/21/23, 7:42 AM Precipitation Frequency Data Server
https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=33.8005&lon=-116.9700&data=depth&units=english&series=pds 1/4 NOAA Atlas 14, Volume 6, Version 2
Location name: San Jacinto, California, USA*
Latitude: 33.8005°, Longitude: -116.97°
Elevation: 1524 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 0.082
(0.069‑0.100)
0.112
(0.094‑0.136)
0.158
(0.131‑0.192)
0.201
(0.166‑0.246)
0.270
(0.215‑0.342)
0.332
(0.259‑0.431)
0.405
(0.308‑0.538)
0.491
(0.363‑0.672)
0.653
(0.462‑0.933)
0.873
(0.596‑1.29)
10-min 0.118
(0.099‑0.143)
0.161
(0.134‑0.195)
0.226
(0.188‑0.275)
0.288
(0.238‑0.353)
0.387
(0.308‑0.491)
0.477
(0.371‑0.617)
0.581
(0.441‑0.772)
0.704
(0.520‑0.963)
0.936
(0.662‑1.34)
1.25 (0.854‑1.85)
15-min 0.143
(0.119‑0.173)
0.194
(0.162‑0.235)
0.274
(0.228‑0.332)
0.349
(0.288‑0.427)
0.468
(0.373‑0.594)
0.576
(0.449‑0.747)
0.702
(0.534‑0.933)
0.851
(0.628‑1.16)
1.13 (0.800‑1.62)
1.51 (1.03‑2.24)
30-min 0.228
(0.190‑0.275)
0.309
(0.258‑0.375)
0.436
(0.362‑0.529)
0.555
(0.458‑0.679)
0.745
(0.594‑0.945)
0.917
(0.715‑1.19)
1.12 (0.849‑1.48)
1.36 (1.00‑1.85)
1.80 (1.27‑2.57)
2.41 (1.64‑3.56)
60-min 0.359
(0.300‑0.433)
0.488
(0.407‑0.590)
0.687
(0.571‑0.833)
0.874
(0.721‑1.07)
1.17 (0.936‑1.49)
1.44 (1.13‑1.87)
1.76 (1.34‑2.34)
2.14 (1.58‑2.92)
2.84 (2.01‑4.06)
3.80 (2.59‑5.62)
2-hr 0.542
(0.453‑0.656)
0.696
(0.581‑0.842)
0.925
(0.769‑1.12)
1.13 (0.936‑1.39)
1.46 (1.16‑1.85)
1.74 (1.36‑2.26)
2.06 (1.57‑2.74)
2.43 (1.80‑3.33)
3.00 (2.12‑4.29)
3.83 (2.62‑5.67)
3-hr 0.663
(0.554‑0.802)
0.835
(0.697‑1.01)
1.09 (0.905‑1.32)
1.32 (1.08‑1.61)
1.66 (1.32‑2.11)
1.96 (1.53‑2.54)
2.30 (1.75‑3.05)
2.68 (1.98‑3.66)
3.26 (2.30‑4.65)
3.87 (2.64‑5.73)
6-hr 0.929
(0.776‑1.12)
1.15 (0.961‑1.39)
1.47 (1.22‑1.79)
1.76 (1.45‑2.15)
2.18 (1.74‑2.76)
2.54 (1.98‑3.29)
2.93 (2.23‑3.90)
3.38 (2.49‑4.62)
4.03 (2.85‑5.76)
4.60 (3.14‑6.80)
12-hr 1.21
(1.01‑1.47)
1.51 (1.26‑1.83)
1.94 (1.61‑2.35)
2.32 (1.91‑2.84)
2.88 (2.29‑3.65)
3.35 (2.61‑4.34)
3.86 (2.94‑5.13)
4.44 (3.28‑6.07)
5.29 (3.74‑7.55)
6.01 (4.10‑8.89)
24-hr 1.61
(1.42‑1.85)
2.04 (1.80‑2.36)
2.66 (2.35‑3.08)
3.21 (2.80‑3.74)
4.02 (3.40‑4.84)
4.69 (3.89‑5.77)
5.43 (4.40‑6.84)
6.25 (4.93‑8.09)
7.46 (5.65‑10.1)
8.49 (6.22‑11.8)
2-day 1.97
(1.74‑2.27)
2.57 (2.27‑2.97)
3.41 (3.01‑3.95)
4.14 (3.62‑4.84)
5.20 (4.40‑6.27)
6.07 (5.04‑7.47)
7.01 (5.68‑8.82)
8.03 (6.33‑10.4)
9.51 (7.20‑12.8)
10.7 (7.86‑14.9)
3-day 2.17
(1.92‑2.51)
2.89 (2.55‑3.34)
3.88 (3.42‑4.49)
4.73 (4.14‑5.52)
5.95 (5.04‑7.18)
6.95 (5.76‑8.54)
8.00 (6.49‑10.1)
9.15 (7.22‑11.8)
10.8 (8.17‑14.5)
12.1 (8.88‑16.9)
4-day 2.32
(2.05‑2.68)
3.13 (2.76‑3.61)
4.24 (3.74‑4.91)
5.18 (4.53‑6.05)
6.54 (5.53‑7.88)
7.63 (6.33‑9.38)
8.78 (7.12‑11.1)
10.0 (7.90‑13.0)
11.8 (8.93‑15.9)
13.2 (9.69‑18.4)
7-day 2.61
(2.31‑3.01)
3.62 (3.19‑4.17)
4.99 (4.40‑5.77)
6.15 (5.38‑7.18)
7.80 (6.60‑9.40)
9.12 (7.56‑11.2)
10.5 (8.52‑13.2)
12.0 (9.46‑15.5)
14.1 (10.7‑19.0)
15.8 (11.6‑22.0)
10-day 2.82
(2.50‑3.26)
3.97 (3.51‑4.58)
5.53 (4.87‑6.40)
6.84 (5.98‑7.99)
8.71 (7.37‑10.5)
10.2 (8.46‑12.5)
11.8 (9.54‑14.8)
13.4 (10.6‑17.4)
15.8 (12.0‑21.3)
17.7 (13.0‑24.7)
20-day 3.49
(3.09‑4.03)
4.96 (4.39‑5.73)
6.96 (6.14‑8.06)
8.65 (7.57‑10.1)
11.0 (9.35‑13.3)
13.0 (10.8‑15.9)
15.0 (12.1‑18.9)
17.1 (13.5‑22.2)
20.2 (15.3‑27.2)
22.6 (16.6‑31.5)
30-day 4.10
(3.63‑4.73)
5.81 (5.14‑6.71)
8.15 (7.18‑9.44)
10.1 (8.86‑11.8)
12.9 (11.0‑15.6)
15.2 (12.6‑18.7)
17.6 (14.2‑22.1)
20.1 (15.9‑26.0)
23.7 (18.0‑32.0)
26.7 (19.5‑37.1)
45-day 4.90
(4.33‑5.65)
6.88 (6.08‑7.94)
9.59 (8.45‑11.1)
11.9 (10.4‑13.9)
15.2 (12.9‑18.3)
17.8 (14.8‑21.9)
20.6 (16.7‑26.0)
23.7 (18.7‑30.6)
28.0 (21.2‑37.7)
31.5 (23.1‑43.9)
60-day 5.71
(5.05‑6.59)
7.94 (7.01‑9.16)
11.0 (9.69‑12.7)
13.6 (11.9‑15.9)
17.4 (14.7‑20.9)
20.4 (16.9‑25.1)
23.6 (19.1‑29.7)
27.1 (21.4‑35.1)
32.1 (24.3‑43.2)
36.2 (26.5‑50.4)
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.
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PF graphical
6/21/23, 7:42 AM Precipitation Frequency Data Server
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6/21/23, 7:42 AM Precipitation Frequency Data Server
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Large scale map
Large scale aerial
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6/21/23, 7:42 AM Precipitation Frequency Data Server
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US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions?: [email protected]
Disclaimer
+
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100km
60mi
6/21/23, 7:43 AM Precipitation Frequency Data Server
https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=33.8005&lon=-116.9700&data=intensity&units=english&series=pds 1/4 NOAA Atlas 14, Volume 6, Version 2
Location name: San Jacinto, California, USA*
Latitude: 33.8005°, Longitude: -116.97°
Elevation: 1524 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/hour) 1 Duration
Average recurrence interval (years)
1 2 5 10 25 50 100 200 500 1000
5-min 0.984
(0.828‑1.20)
1.34 (1.13‑1.63)
1.90 (1.57‑2.30)
2.41 (1.99‑2.95)
3.24 (2.58‑4.10)
3.98 (3.11‑5.17)
4.86 (3.70‑6.46)
5.89 (4.36‑8.06)
7.84 (5.54‑11.2)
10.5 (7.15‑15.5)
10-min 0.708
(0.594‑0.858)
0.966
(0.804‑1.17)
1.36 (1.13‑1.65)
1.73 (1.43‑2.12)
2.32 (1.85‑2.95)
2.86 (2.23‑3.70)
3.49 (2.65‑4.63)
4.22 (3.12‑5.78)
5.62 (3.97‑8.02)
7.51 (5.12‑11.1)
15-min 0.572
(0.476‑0.692)
0.776
(0.648‑0.940)
1.10 (0.912‑1.33)
1.40 (1.15‑1.71)
1.87 (1.49‑2.38)
2.30 (1.80‑2.99)
2.81 (2.14‑3.73)
3.40 (2.51‑4.66)
4.53 (3.20‑6.47)
6.05 (4.13‑8.96)
30-min 0.456
(0.380‑0.550)
0.618
(0.516‑0.750)
0.872
(0.724‑1.06)
1.11 (0.916‑1.36)
1.49 (1.19‑1.89)
1.83 (1.43‑2.38)
2.24 (1.70‑2.97)
2.71 (2.00‑3.71)
3.60 (2.55‑5.15)
4.82 (3.29‑7.13)
60-min 0.359
(0.300‑0.433)
0.488
(0.407‑0.590)
0.687
(0.571‑0.833)
0.874
(0.721‑1.07)
1.17 (0.936‑1.49)
1.44 (1.13‑1.87)
1.76 (1.34‑2.34)
2.14 (1.58‑2.92)
2.84 (2.01‑4.06)
3.80 (2.59‑5.62)
2-hr 0.271
(0.226‑0.328)
0.348
(0.290‑0.421)
0.462
(0.384‑0.561)
0.567
(0.468‑0.694)
0.729
(0.581‑0.924)
0.870
(0.679‑1.13)
1.03 (0.784‑1.37)
1.22 (0.898‑1.66)
1.50 (1.06‑2.14)
1.92 (1.31‑2.84)
3-hr 0.220
(0.184‑0.267)
0.278
(0.232‑0.336)
0.361
(0.301‑0.439)
0.437
(0.361‑0.536)
0.553
(0.441‑0.701)
0.653
(0.509‑0.846)
0.764
(0.581‑1.02)
0.891
(0.658‑1.22)
1.08 (0.766‑1.55)
1.29 (0.879‑1.91)
6-hr 0.155
(0.129‑0.187)
0.192
(0.160‑0.232)
0.245
(0.204‑0.298)
0.293
(0.241‑0.359)
0.364
(0.290‑0.461)
0.424
(0.330‑0.549)
0.489
(0.372‑0.651)
0.563
(0.416‑0.771)
0.673
(0.476‑0.962)
0.767
(0.523‑1.14)
12-hr 0.100
(0.084‑0.121)
0.125
(0.104‑0.151)
0.160
(0.133‑0.195)
0.192
(0.158‑0.235)
0.238
(0.190‑0.302)
0.277
(0.216‑0.359)
0.320
(0.243‑0.426)
0.368
(0.271‑0.503)
0.438
(0.310‑0.626)
0.498
(0.340‑0.738)
24-hr 0.067
(0.059‑0.077)
0.085
(0.075‑0.098)
0.110
(0.097‑0.128)
0.133
(0.116‑0.155)
0.167
(0.141‑0.201)
0.195
(0.162‑0.240)
0.226
(0.183‑0.284)
0.260
(0.205‑0.337)
0.310
(0.235‑0.418)
0.353
(0.259‑0.492)
2-day 0.041
(0.036‑0.047)
0.053
(0.047‑0.061)
0.071
(0.062‑0.082)
0.086
(0.075‑0.100)
0.108
(0.091‑0.130)
0.126
(0.104‑0.155)
0.145
(0.118‑0.183)
0.167
(0.131‑0.216)
0.198
(0.150‑0.266)
0.223
(0.163‑0.311)
3-day 0.030
(0.026‑0.034)
0.040
(0.035‑0.046)
0.053
(0.047‑0.062)
0.065
(0.057‑0.076)
0.082
(0.070‑0.099)
0.096
(0.080‑0.118)
0.111
(0.090‑0.139)
0.127
(0.100‑0.164)
0.149
(0.113‑0.201)
0.168
(0.123‑0.234)
4-day 0.024
(0.021‑0.027)
0.032
(0.028‑0.037)
0.044
(0.038‑0.051)
0.054
(0.047‑0.063)
0.068
(0.057‑0.082)
0.079
(0.065‑0.097)
0.091
(0.074‑0.115)
0.104
(0.082‑0.135)
0.122
(0.093‑0.165)
0.137
(0.100‑0.191)
7-day 0.015
(0.013‑0.017)
0.021
(0.019‑0.024)
0.029
(0.026‑0.034)
0.036
(0.032‑0.042)
0.046
(0.039‑0.055)
0.054
(0.045‑0.066)
0.062
(0.050‑0.078)
0.071
(0.056‑0.092)
0.083
(0.063‑0.113)
0.094
(0.068‑0.130)
10-day 0.011
(0.010‑0.013)
0.016
(0.014‑0.019)
0.023
(0.020‑0.026)
0.028
(0.024‑0.033)
0.036
(0.030‑0.043)
0.042
(0.035‑0.052)
0.049
(0.039‑0.061)
0.056
(0.044‑0.072)
0.065
(0.049‑0.088)
0.073
(0.054‑0.102)
20-day 0.007
(0.006‑0.008)
0.010
(0.009‑0.011)
0.014
(0.012‑0.016)
0.018
(0.015‑0.021)
0.023
(0.019‑0.027)
0.026
(0.022‑0.033)
0.031
(0.025‑0.039)
0.035
(0.028‑0.046)
0.042
(0.031‑0.056)
0.047
(0.034‑0.065)
30-day 0.005
(0.005‑0.006)
0.008
(0.007‑0.009)
0.011
(0.009‑0.013)
0.014
(0.012‑0.016)
0.017
(0.015‑0.021)
0.021
(0.017‑0.025)
0.024
(0.019‑0.030)
0.027
(0.022‑0.036)
0.032
(0.024‑0.044)
0.037
(0.027‑0.051)
45-day 0.004
(0.004‑0.005)
0.006
(0.005‑0.007)
0.008
(0.007‑0.010)
0.011
(0.009‑0.012)
0.014
(0.011‑0.016)
0.016
(0.013‑0.020)
0.019
(0.015‑0.024)
0.021
(0.017‑0.028)
0.025
(0.019‑0.034)
0.029
(0.021‑0.040)
60-day 0.003
(0.003‑0.004)
0.005
(0.004‑0.006)
0.007
(0.006‑0.008)
0.009
(0.008‑0.011)
0.012
(0.010‑0.014)
0.014
(0.011‑0.017)
0.016
(0.013‑0.020)
0.018
(0.014‑0.024)
0.022
(0.016‑0.030)
0.025
(0.018‑0.035)
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
6/21/23, 7:43 AM Precipitation Frequency Data Server
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6/21/23, 7:43 AM Precipitation Frequency Data Server
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6/21/23, 7:43 AM Precipitation Frequency Data Server
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US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions?: [email protected]
Disclaimer
+
–
100km
60mi
The Magnet
San Jacinto, California
Hydrology & Hydraulics Report
by TAIT & Associates
TAIT JOB # SP8950 Appendix B
Appendix B – USGS Soil Survey
Hydrologic Soil Group—Western Riverside Area, California Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
6/21/2023
3738900 3739100 3739300 3739500 3739700 3739900 3740100 3740300 3738900 3739100 3739300 3739500 3739700 3739900 3740100 3740300 502000 502200 502400 502600 502800 503000 503200 503400 503600 503800 504000 504200 502000 502200 502400 502600 502800 503000 503200 503400 503600 503800 504000 504200 33° 48' 13'' N
116° 58' 44'' W
33° 48' 13'' N
116° 57' 11'' W
33° 47' 23'' N
116° 58' 44'' W
33° 47' 23'' N
116° 57' 11'' W
N
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84 0 500 1000 2000 3000
Feet
0 150 300 600 900
Meters
Map Scale: 1:10,900 if printed on A landscape (11" x 8.5") sheet.
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
1:15,800.
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: Western Riverside Area, California
Survey Area Data: Version 15, Sep 6, 2022
Soil map units are labeled (as space allows) for map scales 1:50,000 or larger.
Date(s) aerial images were photographed: Mar 15, 2022—May 28, 2022
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—Western Riverside Area, California Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
6/21/2023
Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI DgB Dello loamy sand, 0 to 5
percent slopes
A/D 8.5 2.0%
DnB Dello loamy sand,
gravelly substratum, 0
to 5 percent s lopes
A/D 36.4 8.5%
DoA Dello loamy fine sand, 0
to 2 percent slopes
A/D 14.2 3.3%
DrA Dello loamy fine sand,
gravelly substratum, 0
to 2 percent slopes
A/D 167.5 39.2%
GoB Grangeville loamy fine
sand, drained, 0 to 5
percent slopes
A/D 86.6 20.3%
GP Gravel pits 2.3 0.5%
GsB Grangeville sandy loam,
sandy substratum,
drained, saline-alkali ,
0 to 5 percent slopes
A/D 0.3 0.1%
GtA Grangeville fine sandy
loam, drained, 0 to 2
percent sl opes
A/D 0.2 0.0%
GwA Grangeville fine sandy
loam, loamy
substratum, drained, 0
to 2 percent slopes
A/D 72.9 17.1%
GxA Grangeville fine sandy
loam, loamy
substratum, drained,
saline-a lkali, 0 to 2
percent slopes
A/D 10.3 2.4%
MgB Metz loamy fine sand,
gravelly sand
substratum, 0 to 5
percent slopes
A 9.4 2.2%
SeA San Emigdio fine sandy
loam, 0 to 2 percent
slopes, occassional
frost
A 12.7 3.0%
SfA San Emigdio fine sandy
loam, deep, 0 to 2
percent slopes
A 5.9 1.4%
Totals for Area of Interest 427.3 100.0%
Hydrologic Soil Group—Western Riverside Area, California Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
6/21/2023
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
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
Hydrologic Soil Group—Western Riverside Area, California Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
6/21/2023
The Magnet
San Jacinto, California
Hydrology & Hydraulics Report
by TAIT & Associates
TAIT JOB # SP8950 Appendix C
Appendix C – Downstream Receiving Waters Maps
7/5/23, 11:55 AM SAR_watershed_final-2.19.21.png (1980×1281) https://rcwatershed.org/wp-content/uploads/2021/02/SAR_watershed_final-2.19.21.png 1/1 OCTOBER 2015
Project Site
The Magnet
San Jacinto, California
Hydrology & Hydraulics Report
by TAIT & Associates
TAIT JOB # SP8950 Appendix D
Appendix D – Existing Onsite Hydrology Map and Rational Method
9.25 AC A-1 3.23 AC A-3 2.05 AC A-2 W. RAMONA EXPRESSWAY
STATE STREET
EAGLE ROAD
Santa Ana
San Diego
Sacramento
Riverside
Denver
Boise
Dallas
Atlanta
701 North Parkcenter Drive
Santa Ana, CA 92705
p: 714.560.8200
www.tait.com
Since 1964
ENGINEERING ENVIRONMENTAL BUILDING LAND ASSOCIATES &
DRAWN:
DATE: 01/23/2024
CHECKED:
DATE:
REVISION #:
DATE:
JOB NO: SP8950
7 THE MAGNET
600 N TUSTIN, SUITE 150
SAN JACINTO, CA
RICH DEVELOPMENT Know what's below Call before you dig.
R FOR REVIEW ONLY NOT FOR CONSTRUCTION
2ND CUP SUBMITTAL 01/23/2024
EXISTING HYDROLOGY MAP 1
1 N
N VICINITY MAP N.T.S.
____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982-2016 Advanced Engineering Software (aes) (Rational Tabling Version 23.0)
Release Date: 07/01/2016 License ID 1334
Analysis prepared by:
************************** DESCRIPTION OF STUDY ************************** * SP8950 SAN JACINTO *
* EXISTING ONSITE RATIONAL METHOD *
* 10-YEAR STORM EVENT PJ *
************************************************************************** FILE NAME: SJ10REX.DAT
TIME/DATE OF STUDY: 08:16 07/19/2023
---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 10.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 6.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 1.730
10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.874
100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.490
100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.760
SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.3810757
SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.3820757
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 10.00 1-HOUR INTENSITY(INCH/HOUR) = 0.883 SLOPE OF INTENSITY DURATION CURVE = 0.3811
RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL
AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
=== ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
**************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 963.00
UPSTREAM ELEVATION(FEET) = 1528.04
DOWNSTREAM ELEVATION(FEET) = 1521.00
ELEVATION DIFFERENCE(FEET) = 7.04
TC = 0.533*[( 963.00**3)/( 7.04)]**.2 = 22.236
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.289
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6692
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 7.98
TOTAL AREA(ACRES) = 9.25 TOTAL RUNOFF(CFS) = 7.98
**************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1521.00 DOWNSTREAM(FEET) = 1519.51 CHANNEL LENGTH THRU SUBAREA(FEET) = 469.00 CHANNEL SLOPE = 0.0032 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 50.000
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 0.50
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.146
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6486
SOIL CLASSIFICATION IS "D"
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.74
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 0.98 AVERAGE FLOW DEPTH(FEET) = 0.42 TRAVEL TIME(MIN.) = 7.98 Tc(MIN.) = 30.22
SUBAREA AREA(ACRES) = 2.05 SUBAREA RUNOFF(CFS) = 1.52
TOTAL AREA(ACRES) = 11.3 PEAK FLOW RATE(CFS) = 9.50
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.43 FLOW VELOCITY(FEET/SEC.) = 1.02
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 1432.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 30.22
RAINFALL INTENSITY(INCH/HR) = 1.15
TOTAL STREAM AREA(ACRES) = 11.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.50
**************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 12.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 787.00
UPSTREAM ELEVATION(FEET) = 1523.00
DOWNSTREAM ELEVATION(FEET) = 1519.51
ELEVATION DIFFERENCE(FEET) = 3.49
TC = 0.533*[( 787.00**3)/( 3.49)]**.2 = 22.668
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.279
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6679
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 2.76
TOTAL AREA(ACRES) = 3.23 TOTAL RUNOFF(CFS) = 2.76
**************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 22.67
RAINFALL INTENSITY(INCH/HR) = 1.28
TOTAL STREAM AREA(ACRES) = 3.23
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.76
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 9.50 30.22 1.146 11.30
2 2.76 22.67 1.279 3.23
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. **************************************************************************
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 9.89 22.67 1.279
2 11.97 30.22 1.146
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 11.97 Tc(MIN.) = 30.22
TOTAL AREA(ACRES) = 14.5
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 1432.00 FEET. ============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 14.5 TC(MIN.) = 30.22
PEAK FLOW RATE(CFS) = 11.97
============================================================================ ============================================================================
END OF RATIONAL METHOD ANALYSIS
____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982-2016 Advanced Engineering Software (aes) (Rational Tabling Version 23.0)
Release Date: 07/01/2016 License ID 1334
Analysis prepared by:
************************** DESCRIPTION OF STUDY ************************** * SP8950 SAN JACINTO *
* EXISTING ONSITE RATIONAL METHOD *
* 100-YEAR STORM EVENT PJ *
************************************************************************** FILE NAME: SJ100REX.DAT
TIME/DATE OF STUDY: 08:50 07/19/2023
---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 6.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 1.730
10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.874
100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.490
100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.760
SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.3810757
SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.3820757
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.760 SLOPE OF INTENSITY DURATION CURVE = 0.3821
RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL
AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
=== ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
**************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 963.00
UPSTREAM ELEVATION(FEET) = 1528.04
DOWNSTREAM ELEVATION(FEET) = 1521.00
ELEVATION DIFFERENCE(FEET) = 7.04
TC = 0.533*[( 963.00**3)/( 7.04)]**.2 = 22.236
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.572
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7674
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 18.25
TOTAL AREA(ACRES) = 9.25 TOTAL RUNOFF(CFS) = 18.25
**************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1521.00 DOWNSTREAM(FEET) = 1519.51 CHANNEL LENGTH THRU SUBAREA(FEET) = 469.00 CHANNEL SLOPE = 0.0032 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 50.000
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 0.50
==>>WARNING: FLOW IN CHANNEL EXCEEDS CHANNEL
CAPACITY( NORMAL DEPTH EQUAL TO SPECIFIED MAXIMUM
ALLOWABLE DEPTH).
AS AN APPROXIMATION, FLOWDEPTH IS SET AT MAXIMUM
ALLOWABLE DEPTH AND IS USED FOR TRAVELTIME CALCULATIONS. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.385
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7586
SOIL CLASSIFICATION IS "D"
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 20.11
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.61 AVERAGE FLOW DEPTH(FEET) = 0.50 TRAVEL TIME(MIN.) = 4.86 Tc(MIN.) = 27.09
SUBAREA AREA(ACRES) = 2.05 SUBAREA RUNOFF(CFS) = 3.71
TOTAL AREA(ACRES) = 11.3 PEAK FLOW RATE(CFS) = 21.96
==>>WARNING: FLOW IN CHANNEL EXCEEDS CHANNEL
CAPACITY( NORMAL DEPTH EQUAL TO SPECIFIED MAXIMUM
ALLOWABLE DEPTH).
AS AN APPROXIMATION, FLOWDEPTH IS SET AT MAXIMUM
ALLOWABLE DEPTH AND IS USED FOR TRAVELTIME CALCULATIONS.
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.50 FLOW VELOCITY(FEET/SEC.) = 1.76
==>FLOWDEPTH EXCEEDS MAXIMUM ALLOWABLE DEPTH
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 1432.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 27.09
RAINFALL INTENSITY(INCH/HR) = 2.38
TOTAL STREAM AREA(ACRES) = 11.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.96
**************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 12.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 787.00
UPSTREAM ELEVATION(FEET) = 1523.00
DOWNSTREAM ELEVATION(FEET) = 1519.51
ELEVATION DIFFERENCE(FEET) = 3.49
TC = 0.533*[( 787.00**3)/( 3.49)]**.2 = 22.668
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.553
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7665
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 6.32
TOTAL AREA(ACRES) = 3.23 TOTAL RUNOFF(CFS) = 6.32
**************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 22.67
RAINFALL INTENSITY(INCH/HR) = 2.55
TOTAL STREAM AREA(ACRES) = 3.23
PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.32
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 21.96 27.09 2.385 11.30
2 6.32 22.67 2.553 3.23
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. **************************************************************************
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 24.70 22.67 2.553
2 27.87 27.09 2.385
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 27.87 Tc(MIN.) = 27.09
TOTAL AREA(ACRES) = 14.5
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 1432.00 FEET. ============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 14.5 TC(MIN.) = 27.09
PEAK FLOW RATE(CFS) = 27.87
============================================================================ ============================================================================
END OF RATIONAL METHOD ANALYSIS
The Magnet
San Jacinto, California
Hydrology & Hydraulics Report
by TAIT & Associates
TAIT JOB # SP8950 Appendix E
Appendix E – Proposed Onsite Hydrology Map and Rational Method W. RAMONA EXPRESSWAY
STATE STREET EAGLE ROAD DO NOT ENTER STOP STOP 4' DIA. 4' DIA. W. RAMONA EXPRESSWAY EAGLE ROAD 4' DIA. 4' DIA. 4' DIA. 4' DIA.
4' DIA.
4' DIA. 4' DIA. 4' DIA.
ZONE: RL - RESIDENTIAL LOW DENSITY
ZONE: CG - COMMERCIAL GENERAL
ZONE: CN - COMMERCIAL NEIGHBORHOOD ZONE: RL - RESIDENTIAL LOW DENSITY W. RAMONA EXPRESSWAY STATE STREET EAGLE ROAD DO NOT ENTER STOP STOP 4' DIA. 4' DIA. W. RAMONA EXPRESSWAY EAGLE ROAD 4' DIA. 4' DIA. 4' DIA. 4' DIA.
4' DIA.
4' DIA. 4' DIA. 4' DIA. 0.37 AC B-2 0.68 AC A-10 0.90 AC B-15 2.16 AC B-16 0.12 AC B-10 2.50 AC A-13 0.16 AC A-7 0.06 AC B-8 0.09 AC A-9 0.37 AC A-6 0.07 AC B-13 0.49 AC A-5 1.21 AC A-8 0.19 AC A-4 0.12 AC A-2 0.68 AC A-3 0.12 AC B-1 0.11 AC B-3 0.11 AC B-4 0.61 AC B-7 0.08 AC B-6 0.48 AC A-11 0.07 AC A-12 0.73 AC B-5 0.58 AC B-9 0.13 AC A-1 0.61 AC B-11 0.36 AC B-12 0.29 AC B-14 Santa Ana
San Diego
Sacramento
Riverside
Denver
Boise
Dallas
Atlanta
701 North Parkcenter Drive
Santa Ana, CA 92705
p: 714.560.8200
www.tait.com
Since 1964
ENGINEERING ENVIRONMENTAL BUILDING LAND ASSOCIATES &
DRAWN:
DATE: 01/23/2024
CHECKED:
DATE:
REVISION #:
DATE:
JOB NO: SP8950 7
THE MAGNET
600 N TUSTIN, SUITE 150
SAN JACINTO, CA
RICH DEVELOPMENT
PROPOSED ONSITE HYDROLOGY MAP 1
TLP 1 N
____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982-2016 Advanced Engineering Software (aes) (Rational Tabling Version 23.0)
Release Date: 07/01/2016 License ID 1334
Analysis prepared by:
************************** DESCRIPTION OF STUDY ************************** * SP8950 SAN JACINTO *
* PROPOSED ONSITE RATIONAL METHOD *
* 10-YEAR STORM EVENT PJ *
************************************************************************** FILE NAME: SJ10RPR.DAT
TIME/DATE OF STUDY: 15:16 01/10/2024
---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 10.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 6.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 1.730
10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.874
100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.490
100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.760
SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.3810757
SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.3820757
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 10.00 1-HOUR INTENSITY(INCH/HOUR) = 0.883 SLOPE OF INTENSITY DURATION CURVE = 0.3811
RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL
AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
=== ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
**************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 68.00
1 UPSTREAM ELEVATION(FEET) = 1524.88
DOWNSTREAM ELEVATION(FEET) = 1524.44
ELEVATION DIFFERENCE(FEET) = 0.44
TC = 0.303*[( 68.00**3)/( 0.44)]**.2 = 4.491
COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN.
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.276
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8853
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 0.26
TOTAL AREA(ACRES) = 0.13 TOTAL RUNOFF(CFS) = 0.26
**************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1520.91 DOWNSTREAM(FEET) = 1520.42 FLOW LENGTH(FEET) = 99.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 6.0 INCH PIPE IS 3.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 2.21
ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.26
PIPE TRAVEL TIME(MIN.) = 0.75 Tc(MIN.) = 5.75
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 167.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.158
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8846
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 0.12 SUBAREA RUNOFF(CFS) = 0.23
TOTAL AREA(ACRES) = 0.2 TOTAL RUNOFF(CFS) = 0.49
TC(MIN.) = 5.75
**************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1520.42 DOWNSTREAM(FEET) = 1520.27 FLOW LENGTH(FEET) = 29.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 9.0 INCH PIPE IS 3.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 2.66
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.49
PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 5.93
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 196.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 5.93
RAINFALL INTENSITY(INCH/HR) = 2.13
TOTAL STREAM AREA(ACRES) = 0.25
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.49
2 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 31.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 300.00
UPSTREAM ELEVATION(FEET) = 1526.42
DOWNSTREAM ELEVATION(FEET) = 1524.04
ELEVATION DIFFERENCE(FEET) = 2.38
TC = 0.303*[( 300.00**3)/( 2.38)]**.2 = 7.808
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.920
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8831
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 1.15
TOTAL AREA(ACRES) = 0.68 TOTAL RUNOFF(CFS) = 1.15
**************************************************************************** FLOW PROCESS FROM NODE 31.00 TO NODE 13.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1520.35 DOWNSTREAM(FEET) = 1520.27 FLOW LENGTH(FEET) = 13.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 9.0 INCH PIPE IS 6.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.47
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.15
PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 7.87
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 13.00 = 313.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 7.87
RAINFALL INTENSITY(INCH/HR) = 1.91
TOTAL STREAM AREA(ACRES) = 0.68
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.15
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 0.49 5.93 2.133 0.25
2 1.15 7.87 1.914 0.68
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. **************************************************************************
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
3 1 1.36 5.93 2.133
2 1.59 7.87 1.914
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 1.59 Tc(MIN.) = 7.87
TOTAL AREA(ACRES) = 0.9
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 13.00 = 313.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1520.27 DOWNSTREAM(FEET) = 1519.96 FLOW LENGTH(FEET) = 63.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.51
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.59
PIPE TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 8.17
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 14.00 = 376.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.887
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8828
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 0.19 SUBAREA RUNOFF(CFS) = 0.32
TOTAL AREA(ACRES) = 1.1 TOTAL RUNOFF(CFS) = 1.91
TC(MIN.) = 8.17
**************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1519.96 DOWNSTREAM(FEET) = 1519.23 FLOW LENGTH(FEET) = 146.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.69
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.91
PIPE TRAVEL TIME(MIN.) = 0.66 Tc(MIN.) = 8.83
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 15.00 = 522.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.832
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8824
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 0.49 SUBAREA RUNOFF(CFS) = 0.79
TOTAL AREA(ACRES) = 1.6 TOTAL RUNOFF(CFS) = 2.70
TC(MIN.) = 8.83
**************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 31 ---------------------------------------------------------------------------- 4 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1519.23 DOWNSTREAM(FEET) = 1516.77 FLOW LENGTH(FEET) = 490.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.04
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.70
PIPE TRAVEL TIME(MIN.) = 2.02 Tc(MIN.) = 10.85
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 16.00 = 1012.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 10.85
RAINFALL INTENSITY(INCH/HR) = 1.69
TOTAL STREAM AREA(ACRES) = 1.61
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.70
**************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 41.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 97.00
UPSTREAM ELEVATION(FEET) = 1524.00
DOWNSTREAM ELEVATION(FEET) = 1522.66
ELEVATION DIFFERENCE(FEET) = 1.34
TC = 0.303*[( 97.00**3)/( 1.34)]**.2 = 4.449
COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN.
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.276
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8853
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 0.75
TOTAL AREA(ACRES) = 0.37 TOTAL RUNOFF(CFS) = 0.75
**************************************************************************** FLOW PROCESS FROM NODE 41.00 TO NODE 16.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1517.17 DOWNSTREAM(FEET) = 1516.77 FLOW LENGTH(FEET) = 79.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 9.0 INCH PIPE IS 5.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 2.93
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.75
PIPE TRAVEL TIME(MIN.) = 0.45 Tc(MIN.) = 5.45
LONGEST FLOWPATH FROM NODE 40.00 TO NODE 16.00 = 176.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ 5 TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 5.45
RAINFALL INTENSITY(INCH/HR) = 2.20
TOTAL STREAM AREA(ACRES) = 0.37
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.75
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 2.70 10.85 1.694 1.61
2 0.75 5.45 2.202 0.37
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. **************************************************************************
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 2.10 5.45 2.202
2 3.28 10.85 1.694
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 3.28 Tc(MIN.) = 10.85
TOTAL AREA(ACRES) = 2.0
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 16.00 = 1012.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1516.77 DOWNSTREAM(FEET) = 1516.53 FLOW LENGTH(FEET) = 48.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 15.0 INCH PIPE IS 9.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.22
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.28
PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 11.04
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 17.00 = 1060.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.683
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8812
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 0.16 SUBAREA RUNOFF(CFS) = 0.24
TOTAL AREA(ACRES) = 2.1 TOTAL RUNOFF(CFS) = 3.51
TC(MIN.) = 11.04
**************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 18.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< 6 ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1516.53 DOWNSTREAM(FEET) = 1516.37 FLOW LENGTH(FEET) = 33.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 15.0 INCH PIPE IS 9.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.23
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.51
PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 11.17
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 18.00 = 1093.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 18.00 TO NODE 18.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 11.17
RAINFALL INTENSITY(INCH/HR) = 1.68
TOTAL STREAM AREA(ACRES) = 2.14
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.51
**************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 51.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 430.00
UPSTREAM ELEVATION(FEET) = 1526.34
DOWNSTREAM ELEVATION(FEET) = 1522.26
ELEVATION DIFFERENCE(FEET) = 4.08
TC = 0.303*[( 430.00**3)/( 4.08)]**.2 = 8.700
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.843
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8825
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 1.97
TOTAL AREA(ACRES) = 1.21 TOTAL RUNOFF(CFS) = 1.97
**************************************************************************** FLOW PROCESS FROM NODE 51.00 TO NODE 18.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1516.51 DOWNSTREAM(FEET) = 1516.37 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.60
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.97
PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 8.84
LONGEST FLOWPATH FROM NODE 50.00 TO NODE 18.00 = 460.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 18.00 TO NODE 18.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 8.84
7 RAINFALL INTENSITY(INCH/HR) = 1.83
TOTAL STREAM AREA(ACRES) = 1.21
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.97
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 3.51 11.17 1.675 2.14
2 1.97 8.84 1.831 1.21
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. **************************************************************************
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 4.75 8.84 1.831
2 5.31 11.17 1.675
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 5.31 Tc(MIN.) = 11.17
TOTAL AREA(ACRES) = 3.4
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 18.00 = 1093.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 18.00 TO NODE 19.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1516.37 DOWNSTREAM(FEET) = 1516.13 FLOW LENGTH(FEET) = 48.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.76
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.31
PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 11.34
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 19.00 = 1141.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.666
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8810
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 0.09 SUBAREA RUNOFF(CFS) = 0.13
TOTAL AREA(ACRES) = 3.4 TOTAL RUNOFF(CFS) = 5.44
TC(MIN.) = 11.34
**************************************************************************** FLOW PROCESS FROM NODE 19.00 TO NODE 20.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1516.13 DOWNSTREAM(FEET) = 1515.07 FLOW LENGTH(FEET) = 212.00 MANNING'S N = 0.012
8 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.79
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.44
PIPE TRAVEL TIME(MIN.) = 0.74 Tc(MIN.) = 12.07
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 20.00 = 1353.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.626
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8807
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 0.68 SUBAREA RUNOFF(CFS) = 0.97
TOTAL AREA(ACRES) = 4.1 TOTAL RUNOFF(CFS) = 6.42
TC(MIN.) = 12.07
**************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1515.07 DOWNSTREAM(FEET) = 1514.80 FLOW LENGTH(FEET) = 42.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.48
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.42
PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 12.20
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 21.00 = 1395.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 61.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 227.00
UPSTREAM ELEVATION(FEET) = 1523.50
DOWNSTREAM ELEVATION(FEET) = 1521.80
ELEVATION DIFFERENCE(FEET) = 1.70
TC = 0.303*[( 227.00**3)/( 1.70)]**.2 = 7.065
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.995
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8836
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 0.85
TOTAL AREA(ACRES) = 0.48 TOTAL RUNOFF(CFS) = 0.85
**************************************************************************** FLOW PROCESS FROM NODE 61.00 TO NODE 62.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ 9 ELEVATION DATA: UPSTREAM(FEET) = 1515.61 DOWNSTREAM(FEET) = 1515.51 FLOW LENGTH(FEET) = 8.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 9.0 INCH PIPE IS 4.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.27
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.85
PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 7.10
LONGEST FLOWPATH FROM NODE 60.00 TO NODE 62.00 = 235.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 62.00 TO NODE 62.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.991
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8836
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 0.07 SUBAREA RUNOFF(CFS) = 0.12
TOTAL AREA(ACRES) = 0.6 TOTAL RUNOFF(CFS) = 0.97
TC(MIN.) = 7.10
**************************************************************************** FLOW PROCESS FROM NODE 62.00 TO NODE 63.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1515.51 DOWNSTREAM(FEET) = 1514.95 FLOW LENGTH(FEET) = 112.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 9.0 INCH PIPE IS 6.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.10
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.97
PIPE TRAVEL TIME(MIN.) = 0.60 Tc(MIN.) = 7.70
LONGEST FLOWPATH FROM NODE 60.00 TO NODE 63.00 = 347.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 63.00 TO NODE 63.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 7.70
RAINFALL INTENSITY(INCH/HR) = 1.93
TOTAL STREAM AREA(ACRES) = 0.55
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.97
**************************************************************************** FLOW PROCESS FROM NODE 70.00 TO NODE 71.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 543.00
UPSTREAM ELEVATION(FEET) = 1526.13
DOWNSTREAM ELEVATION(FEET) = 1520.93
ELEVATION DIFFERENCE(FEET) = 5.20
TC = 0.303*[( 543.00**3)/( 5.20)]**.2 = 9.534
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.779
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8820
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 3.92
10 TOTAL AREA(ACRES) = 2.50 TOTAL RUNOFF(CFS) = 3.92
**************************************************************************** FLOW PROCESS FROM NODE 71.00 TO NODE 63.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1515.46 DOWNSTREAM(FEET) = 1514.95 FLOW LENGTH(FEET) = 102.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 15.0 INCH PIPE IS 10.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.38
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.92
PIPE TRAVEL TIME(MIN.) = 0.39 Tc(MIN.) = 9.92
LONGEST FLOWPATH FROM NODE 70.00 TO NODE 63.00 = 645.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 63.00 TO NODE 63.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 9.92
RAINFALL INTENSITY(INCH/HR) = 1.75
TOTAL STREAM AREA(ACRES) = 2.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.92
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 0.97 7.70 1.930 0.55
2 3.92 9.92 1.753 2.50
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. **************************************************************************
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 4.01 7.70 1.930
2 4.80 9.92 1.753
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 4.80 Tc(MIN.) = 9.92
TOTAL AREA(ACRES) = 3.0
LONGEST FLOWPATH FROM NODE 70.00 TO NODE 63.00 = 645.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 63.00 TO NODE 21.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1514.95 DOWNSTREAM(FEET) = 1514.80 FLOW LENGTH(FEET) = 19.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 15.0 INCH PIPE IS 10.1 INCHES
11 PIPE-FLOW VELOCITY(FEET/SEC.) = 5.47
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.80
PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 9.98
LONGEST FLOWPATH FROM NODE 70.00 TO NODE 21.00 = 664.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 4.80 9.98 1.749 3.05
LONGEST FLOWPATH FROM NODE 70.00 TO NODE 21.00 = 664.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 6.42 12.20 1.620 4.12
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 21.00 = 1395.00 FEET. *********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** ** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 10.05 9.98 1.749
2 10.87 12.20 1.620
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 10.87 Tc(MIN.) = 12.20
TOTAL AREA(ACRES) = 7.2
**************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1514.80 DOWNSTREAM(FEET) = 1514.78 FLOW LENGTH(FEET) = 16.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.31
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.87
PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 12.28
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 22.00 = 1411.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
12 >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1517.64 DOWNSTREAM(FEET) = 1514.37 FLOW LENGTH(FEET) = 654.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.57
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.87
PIPE TRAVEL TIME(MIN.) = 1.96 Tc(MIN.) = 14.24
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 23.00 = 2065.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 106.00
UPSTREAM ELEVATION(FEET) = 1523.97
DOWNSTREAM ELEVATION(FEET) = 1521.00
ELEVATION DIFFERENCE(FEET) = 2.97
TC = 0.303*[( 106.00**3)/( 2.97)]**.2 = 4.001
COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN.
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.276
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8853
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 0.24
TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.24
**************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1516.36 DOWNSTREAM(FEET) = 1516.19 FLOW LENGTH(FEET) = 34.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 6.0 INCH PIPE IS 3.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 2.20
ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.24
PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 5.26
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 140.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.232
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8851
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 0.37 SUBAREA RUNOFF(CFS) = 0.73
TOTAL AREA(ACRES) = 0.5 TOTAL RUNOFF(CFS) = 0.97
TC(MIN.) = 5.26
**************************************************************************** 13 FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1516.19 DOWNSTREAM(FEET) = 1515.54 FLOW LENGTH(FEET) = 130.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 9.0 INCH PIPE IS 6.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.09
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.97
PIPE TRAVEL TIME(MIN.) = 0.70 Tc(MIN.) = 5.96
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 103.00 = 270.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.128
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8845
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 0.11 SUBAREA RUNOFF(CFS) = 0.21
TOTAL AREA(ACRES) = 0.6 TOTAL RUNOFF(CFS) = 1.18
TC(MIN.) = 5.96
**************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1515.54 DOWNSTREAM(FEET) = 1515.34 FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 9.0 INCH PIPE IS 7.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.17
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.18
PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = 6.17
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 104.00 = 310.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 6.17
RAINFALL INTENSITY(INCH/HR) = 2.10
TOTAL STREAM AREA(ACRES) = 0.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.18
**************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 121.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 117.00
UPSTREAM ELEVATION(FEET) = 1525.00
DOWNSTREAM ELEVATION(FEET) = 1523.13
ELEVATION DIFFERENCE(FEET) = 1.87
14 TC = 0.303*[( 117.00**3)/( 1.87)]**.2 = 4.657
COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN.
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.276
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8853
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 0.22
TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.22
**************************************************************************** FLOW PROCESS FROM NODE 121.00 TO NODE 104.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1515.63 DOWNSTREAM(FEET) = 1515.34 FLOW LENGTH(FEET) = 27.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 6.0 INCH PIPE IS 2.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 2.89
ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.22
PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 5.16
LONGEST FLOWPATH FROM NODE 120.00 TO NODE 104.00 = 144.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 5.16
RAINFALL INTENSITY(INCH/HR) = 2.25
TOTAL STREAM AREA(ACRES) = 0.11
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.22
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 1.18 6.17 2.100 0.60
2 0.22 5.16 2.249 0.11
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. **************************************************************************
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 1.21 5.16 2.249
2 1.39 6.17 2.100
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 1.39 Tc(MIN.) = 6.17
TOTAL AREA(ACRES) = 0.7
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 104.00 = 310.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 31 ---------------------------------------------------------------------------- 15 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1515.34 DOWNSTREAM(FEET) = 1514.71 FLOW LENGTH(FEET) = 126.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.42
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.39
PIPE TRAVEL TIME(MIN.) = 0.61 Tc(MIN.) = 6.78
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 436.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 6.78
RAINFALL INTENSITY(INCH/HR) = 2.03
TOTAL STREAM AREA(ACRES) = 0.71
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.39
**************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 131.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 354.00
UPSTREAM ELEVATION(FEET) = 1523.57
DOWNSTREAM ELEVATION(FEET) = 1520.36
ELEVATION DIFFERENCE(FEET) = 3.21
TC = 0.303*[( 354.00**3)/( 3.21)]**.2 = 8.122
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.891
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8829
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 1.22
TOTAL AREA(ACRES) = 0.73 TOTAL RUNOFF(CFS) = 1.22
**************************************************************************** FLOW PROCESS FROM NODE 131.00 TO NODE 132.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1515.86 DOWNSTREAM(FEET) = 1515.37 FLOW LENGTH(FEET) = 97.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 9.0 INCH PIPE IS 7.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.20
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.22
PIPE TRAVEL TIME(MIN.) = 0.51 Tc(MIN.) = 8.63
LONGEST FLOWPATH FROM NODE 130.00 TO NODE 132.00 = 451.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 132.00 TO NODE 132.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.848
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8826
16 SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 0.08 SUBAREA RUNOFF(CFS) = 0.13
TOTAL AREA(ACRES) = 0.8 TOTAL RUNOFF(CFS) = 1.35
TC(MIN.) = 8.63
**************************************************************************** FLOW PROCESS FROM NODE 132.00 TO NODE 105.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1515.37 DOWNSTREAM(FEET) = 1514.71 FLOW LENGTH(FEET) = 129.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.42
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.35
PIPE TRAVEL TIME(MIN.) = 0.63 Tc(MIN.) = 9.26
LONGEST FLOWPATH FROM NODE 130.00 TO NODE 105.00 = 580.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 9.26
RAINFALL INTENSITY(INCH/HR) = 1.80
TOTAL STREAM AREA(ACRES) = 0.81
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.35
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 1.39 6.78 2.026 0.71
2 1.35 9.26 1.799 0.81
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. **************************************************************************
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 2.38 6.78 2.026
2 2.58 9.26 1.799
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 2.38 Tc(MIN.) = 6.78
TOTAL AREA(ACRES) = 1.5
LONGEST FLOWPATH FROM NODE 130.00 TO NODE 105.00 = 580.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ 17 ELEVATION DATA: UPSTREAM(FEET) = 1514.71 DOWNSTREAM(FEET) = 1514.19 FLOW LENGTH(FEET) = 104.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 12.0 INCH PIPE IS 8.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.83
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.38
PIPE TRAVEL TIME(MIN.) = 0.45 Tc(MIN.) = 7.24
LONGEST FLOWPATH FROM NODE 130.00 TO NODE 106.00 = 684.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 7.24
RAINFALL INTENSITY(INCH/HR) = 1.98
TOTAL STREAM AREA(ACRES) = 1.52
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.38
**************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 141.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 230.00
UPSTREAM ELEVATION(FEET) = 1524.75
DOWNSTREAM ELEVATION(FEET) = 1521.05
ELEVATION DIFFERENCE(FEET) = 3.70
TC = 0.303*[( 230.00**3)/( 3.70)]**.2 = 6.095
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.110
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8843
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 1.14
TOTAL AREA(ACRES) = 0.61 TOTAL RUNOFF(CFS) = 1.14
**************************************************************************** FLOW PROCESS FROM NODE 141.00 TO NODE 106.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1514.37 DOWNSTREAM(FEET) = 1514.19 FLOW LENGTH(FEET) = 36.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 9.0 INCH PIPE IS 6.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.18
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.14
PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 6.28
LONGEST FLOWPATH FROM NODE 140.00 TO NODE 106.00 = 266.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 6.28
RAINFALL INTENSITY(INCH/HR) = 2.09
18 TOTAL STREAM AREA(ACRES) = 0.61
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.14
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 2.38 7.24 1.977 1.52
2 1.14 6.28 2.086 0.61
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. **************************************************************************
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 3.20 6.28 2.086
2 3.45 7.24 1.977
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 3.45 Tc(MIN.) = 7.24
TOTAL AREA(ACRES) = 2.1
LONGEST FLOWPATH FROM NODE 130.00 TO NODE 106.00 = 684.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1514.19 DOWNSTREAM(FEET) = 1512.97 FLOW LENGTH(FEET) = 127.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 12.0 INCH PIPE IS 9.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.34
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.45
PIPE TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 7.63
LONGEST FLOWPATH FROM NODE 130.00 TO NODE 107.00 = 811.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.937
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8832
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 0.06 SUBAREA RUNOFF(CFS) = 0.10
TOTAL AREA(ACRES) = 2.2 TOTAL RUNOFF(CFS) = 3.56
TC(MIN.) = 7.63
**************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 108.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1512.97 DOWNSTREAM(FEET) = 1512.66 FLOW LENGTH(FEET) = 32.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 12.0 INCH PIPE IS 9.4 INCHES
19 PIPE-FLOW VELOCITY(FEET/SEC.) = 5.37
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.56
PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 7.73
LONGEST FLOWPATH FROM NODE 130.00 TO NODE 108.00 = 843.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 150.00 TO NODE 151.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 221.00
UPSTREAM ELEVATION(FEET) = 1525.50
DOWNSTREAM ELEVATION(FEET) = 1520.21
ELEVATION DIFFERENCE(FEET) = 5.29
TC = 0.303*[( 221.00**3)/( 5.29)]**.2 = 5.540
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.188
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8848
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 1.12
TOTAL AREA(ACRES) = 0.58 TOTAL RUNOFF(CFS) = 1.12
**************************************************************************** FLOW PROCESS FROM NODE 151.00 TO NODE 152.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1515.74 DOWNSTREAM(FEET) = 1514.49 FLOW LENGTH(FEET) = 252.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 9.0 INCH PIPE IS 6.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.16
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.12
PIPE TRAVEL TIME(MIN.) = 1.33 Tc(MIN.) = 6.87
LONGEST FLOWPATH FROM NODE 150.00 TO NODE 152.00 = 473.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 152.00 TO NODE 152.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.016
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8837
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 0.12 SUBAREA RUNOFF(CFS) = 0.21
TOTAL AREA(ACRES) = 0.7 TOTAL RUNOFF(CFS) = 1.34
TC(MIN.) = 6.87
**************************************************************************** FLOW PROCESS FROM NODE 152.00 TO NODE 153.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1514.49 DOWNSTREAM(FEET) = 1514.41 20 FLOW LENGTH(FEET) = 14.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 12.0 INCH PIPE IS 5.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.57
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.34
PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 6.94
LONGEST FLOWPATH FROM NODE 150.00 TO NODE 153.00 = 487.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 153.00 TO NODE 153.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 6.94
RAINFALL INTENSITY(INCH/HR) = 2.01
TOTAL STREAM AREA(ACRES) = 0.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.34
**************************************************************************** FLOW PROCESS FROM NODE 160.00 TO NODE 161.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 293.00
UPSTREAM ELEVATION(FEET) = 1521.25
DOWNSTREAM ELEVATION(FEET) = 1520.45
ELEVATION DIFFERENCE(FEET) = 0.80
TC = 0.303*[( 293.00**3)/( 0.80)]**.2 = 9.574
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.777
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8820
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 0.96
TOTAL AREA(ACRES) = 0.61 TOTAL RUNOFF(CFS) = 0.96
**************************************************************************** FLOW PROCESS FROM NODE 161.00 TO NODE 153.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1514.45 DOWNSTREAM(FEET) = 1514.41 FLOW LENGTH(FEET) = 8.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 9.0 INCH PIPE IS 6.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.08
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.96
PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 9.62
LONGEST FLOWPATH FROM NODE 160.00 TO NODE 153.00 = 301.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 153.00 TO NODE 153.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 9.62
RAINFALL INTENSITY(INCH/HR) = 1.77
TOTAL STREAM AREA(ACRES) = 0.61
21 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.96
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 1.34 6.94 2.009 0.70
2 0.96 9.62 1.773 0.61
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. **************************************************************************
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 2.03 6.94 2.009
2 2.14 9.62 1.773
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 2.03 Tc(MIN.) = 6.94
TOTAL AREA(ACRES) = 1.3
LONGEST FLOWPATH FROM NODE 150.00 TO NODE 153.00 = 487.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 153.00 TO NODE 154.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1514.41 DOWNSTREAM(FEET) = 1514.10 FLOW LENGTH(FEET) = 63.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.70
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.03
PIPE TRAVEL TIME(MIN.) = 0.28 Tc(MIN.) = 7.22
LONGEST FLOWPATH FROM NODE 150.00 TO NODE 154.00 = 550.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 154.00 TO NODE 154.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 7.22
RAINFALL INTENSITY(INCH/HR) = 1.98
TOTAL STREAM AREA(ACRES) = 1.31
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.03
**************************************************************************** FLOW PROCESS FROM NODE 170.00 TO NODE 171.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 191.00
UPSTREAM ELEVATION(FEET) = 1520.50
22 DOWNSTREAM ELEVATION(FEET) = 1518.67
ELEVATION DIFFERENCE(FEET) = 1.83
TC = 0.303*[( 191.00**3)/( 1.83)]**.2 = 6.277
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.087
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8842
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 0.66
TOTAL AREA(ACRES) = 0.36 TOTAL RUNOFF(CFS) = 0.66
**************************************************************************** FLOW PROCESS FROM NODE 171.00 TO NODE 172.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1514.63 DOWNSTREAM(FEET) = 1514.32 FLOW LENGTH(FEET) = 59.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 9.0 INCH PIPE IS 4.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 2.90
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.66
PIPE TRAVEL TIME(MIN.) = 0.34 Tc(MIN.) = 6.62
LONGEST FLOWPATH FROM NODE 170.00 TO NODE 172.00 = 250.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 172.00 TO NODE 172.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.045
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8839
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 0.07 SUBAREA RUNOFF(CFS) = 0.13
TOTAL AREA(ACRES) = 0.4 TOTAL RUNOFF(CFS) = 0.79
TC(MIN.) = 6.62
**************************************************************************** FLOW PROCESS FROM NODE 172.00 TO NODE 154.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1514.32 DOWNSTREAM(FEET) = 1514.10 FLOW LENGTH(FEET) = 45.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 9.0 INCH PIPE IS 5.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 2.94
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.79
PIPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 6.87
LONGEST FLOWPATH FROM NODE 170.00 TO NODE 154.00 = 295.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 154.00 TO NODE 154.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 6.87
RAINFALL INTENSITY(INCH/HR) = 2.02
TOTAL STREAM AREA(ACRES) = 0.43
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.79
** CONFLUENCE DATA **
23 STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 2.03 7.22 1.978 1.31
2 0.79 6.87 2.016 0.43
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. **************************************************************************
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 2.72 6.87 2.016
2 2.80 7.22 1.978
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 2.80 Tc(MIN.) = 7.22
TOTAL AREA(ACRES) = 1.7
LONGEST FLOWPATH FROM NODE 150.00 TO NODE 154.00 = 550.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 154.00 TO NODE 155.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1514.10 DOWNSTREAM(FEET) = 1513.91 FLOW LENGTH(FEET) = 37.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.12
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.80
PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 7.37
LONGEST FLOWPATH FROM NODE 150.00 TO NODE 155.00 = 587.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 155.00 TO NODE 155.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 7.37
RAINFALL INTENSITY(INCH/HR) = 1.96
TOTAL STREAM AREA(ACRES) = 1.74
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.80
**************************************************************************** FLOW PROCESS FROM NODE 180.00 TO NODE 181.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 203.00
UPSTREAM ELEVATION(FEET) = 1524.30
DOWNSTREAM ELEVATION(FEET) = 1520.26
ELEVATION DIFFERENCE(FEET) = 4.04
TC = 0.303*[( 203.00**3)/( 4.04)]**.2 = 5.557
24 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.186
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8848
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 0.56
TOTAL AREA(ACRES) = 0.29 TOTAL RUNOFF(CFS) = 0.56
**************************************************************************** FLOW PROCESS FROM NODE 181.00 TO NODE 155.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1514.01 DOWNSTREAM(FEET) = 1513.91 FLOW LENGTH(FEET) = 29.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 9.0 INCH PIPE IS 4.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 2.37
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.56
PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 5.76
LONGEST FLOWPATH FROM NODE 180.00 TO NODE 155.00 = 232.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 155.00 TO NODE 155.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 5.76
RAINFALL INTENSITY(INCH/HR) = 2.16
TOTAL STREAM AREA(ACRES) = 0.29
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.56
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 2.80 7.37 1.963 1.74
2 0.56 5.76 2.156 0.29
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. **************************************************************************
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 2.75 5.76 2.156
2 3.31 7.37 1.963
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 3.31 Tc(MIN.) = 7.37
TOTAL AREA(ACRES) = 2.0
LONGEST FLOWPATH FROM NODE 150.00 TO NODE 155.00 = 587.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 155.00 TO NODE 156.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< 25 ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1513.91 DOWNSTREAM(FEET) = 1513.75 FLOW LENGTH(FEET) = 33.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 15.0 INCH PIPE IS 9.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.18
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.31
PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 7.50
LONGEST FLOWPATH FROM NODE 150.00 TO NODE 156.00 = 620.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 156.00 TO NODE 156.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 7.50
RAINFALL INTENSITY(INCH/HR) = 1.95
TOTAL STREAM AREA(ACRES) = 2.03
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.31
**************************************************************************** FLOW PROCESS FROM NODE 190.00 TO NODE 191.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 314.00
UPSTREAM ELEVATION(FEET) = 1525.80
DOWNSTREAM ELEVATION(FEET) = 1520.70
ELEVATION DIFFERENCE(FEET) = 5.10
TC = 0.303*[( 314.00**3)/( 5.10)]**.2 = 6.890
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.014
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8837
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 1.60
TOTAL AREA(ACRES) = 0.90 TOTAL RUNOFF(CFS) = 1.60
**************************************************************************** FLOW PROCESS FROM NODE 191.00 TO NODE 156.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1514.56 DOWNSTREAM(FEET) = 1513.75 FLOW LENGTH(FEET) = 162.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.55
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.60
PIPE TRAVEL TIME(MIN.) = 0.76 Tc(MIN.) = 7.65
LONGEST FLOWPATH FROM NODE 190.00 TO NODE 156.00 = 476.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 156.00 TO NODE 156.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 7.65
26 RAINFALL INTENSITY(INCH/HR) = 1.93
TOTAL STREAM AREA(ACRES) = 0.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.60
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 3.31 7.50 1.950 2.03
2 1.60 7.65 1.935 0.90
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. **************************************************************************
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 4.88 7.50 1.950
2 4.89 7.65 1.935
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 4.88 Tc(MIN.) = 7.50
TOTAL AREA(ACRES) = 2.9
LONGEST FLOWPATH FROM NODE 150.00 TO NODE 156.00 = 620.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 156.00 TO NODE 108.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1513.75 DOWNSTREAM(FEET) = 1512.66 FLOW LENGTH(FEET) = 70.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.17
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.88
PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 7.66
LONGEST FLOWPATH FROM NODE 150.00 TO NODE 108.00 = 690.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 4.88 7.66 1.934 2.93
LONGEST FLOWPATH FROM NODE 150.00 TO NODE 108.00 = 690.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 3.56 7.73 1.927 2.19
LONGEST FLOWPATH FROM NODE 130.00 TO NODE 108.00 = 843.00 FEET. *********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED 27 ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** ** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 8.41 7.66 1.934
2 8.42 7.73 1.927
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 8.41 Tc(MIN.) = 7.66
TOTAL AREA(ACRES) = 5.1
**************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 2 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 109.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1512.66 DOWNSTREAM(FEET) = 1511.91 FLOW LENGTH(FEET) = 48.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 15.0 INCH PIPE IS 12.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.92
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.41
PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 7.77
LONGEST FLOWPATH FROM NODE 130.00 TO NODE 109.00 = 891.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 109.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 7.77
RAINFALL INTENSITY(INCH/HR) = 1.92
TOTAL STREAM AREA(ACRES) = 5.12
PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.41
**************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 317.00
UPSTREAM ELEVATION(FEET) = 1524.74
DOWNSTREAM ELEVATION(FEET) = 1517.89
ELEVATION DIFFERENCE(FEET) = 6.85
TC = 0.303*[( 317.00**3)/( 6.85)]**.2 = 6.533
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.055
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8840
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 3.89
TOTAL AREA(ACRES) = 2.14 TOTAL RUNOFF(CFS) = 3.89
28 **************************************************************************** FLOW PROCESS FROM NODE 201.00 TO NODE 109.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1512.08 DOWNSTREAM(FEET) = 1511.91 FLOW LENGTH(FEET) = 33.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 15.0 INCH PIPE IS 10.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.43
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.89
PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 6.66
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 109.00 = 350.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 109.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 6.66
RAINFALL INTENSITY(INCH/HR) = 2.04
TOTAL STREAM AREA(ACRES) = 2.14
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.89
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 8.41 7.77 1.924 5.12
2 3.89 6.66 2.040 2.14
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. **************************************************************************
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 11.10 6.66 2.040
2 12.08 7.77 1.924
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 12.08 Tc(MIN.) = 7.77
TOTAL AREA(ACRES) = 7.3
LONGEST FLOWPATH FROM NODE 130.00 TO NODE 109.00 = 891.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 110.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1511.91 DOWNSTREAM(FEET) = 1511.59 FLOW LENGTH(FEET) = 21.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.74
29 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.08
PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 7.81
LONGEST FLOWPATH FROM NODE 130.00 TO NODE 110.00 = 912.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 23.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1514.56 DOWNSTREAM(FEET) = 1514.37 FLOW LENGTH(FEET) = 18.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.73
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.08
PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 7.84
LONGEST FLOWPATH FROM NODE 130.00 TO NODE 23.00 = 930.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 12.08 7.84 1.917 7.26
LONGEST FLOWPATH FROM NODE 130.00 TO NODE 23.00 = 930.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 10.87 14.24 1.527 7.17
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 23.00 = 2065.00 FEET. *********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** ** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 18.06 7.84 1.917
2 20.49 14.24 1.527
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 18.06 Tc(MIN.) = 7.84
TOTAL AREA(ACRES) = 14.4
**************************************************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1514.37 DOWNSTREAM(FEET) = 1514.11 FLOW LENGTH(FEET) = 51.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.48
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 30 PIPE-FLOW(CFS) = 18.06
PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 7.98
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 24.00 = 2116.00 FEET. ============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 14.4 TC(MIN.) = 7.98
PEAK FLOW RATE(CFS) = 18.06
============================================================================ ============================================================================
END OF RATIONAL METHOD ANALYSIS
31 ____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982-2016 Advanced Engineering Software (aes) (Rational Tabling Version 23.0)
Release Date: 07/01/2016 License ID 1334
Analysis prepared by:
************************** DESCRIPTION OF STUDY ************************** * SP8950 SAN JACINTO *
* PROPOSED ONSITE RATIONAL METHOD *
* 100-YR STORM EVEN PJ *
************************************************************************** FILE NAME: SJ100RPR.DAT
TIME/DATE OF STUDY: 15:25 01/10/2024
---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 6.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 1.730
10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.874
100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.490
100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.760
SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.3810757
SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.3820757
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.760 SLOPE OF INTENSITY DURATION CURVE = 0.3821
RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL
AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
=== ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
**************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 68.00
1 UPSTREAM ELEVATION(FEET) = 1524.88
DOWNSTREAM ELEVATION(FEET) = 1524.44
ELEVATION DIFFERENCE(FEET) = 0.44
TC = 0.303*[( 68.00**3)/( 0.44)]**.2 = 4.491
COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN.
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.548
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8920
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 0.53
TOTAL AREA(ACRES) = 0.13 TOTAL RUNOFF(CFS) = 0.53
**************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1520.91 DOWNSTREAM(FEET) = 1520.42 FLOW LENGTH(FEET) = 99.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 9.0 INCH PIPE IS 4.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 2.68
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.53
PIPE TRAVEL TIME(MIN.) = 0.62 Tc(MIN.) = 5.62
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 167.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.351
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8917
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 0.12 SUBAREA RUNOFF(CFS) = 0.47
TOTAL AREA(ACRES) = 0.2 TOTAL RUNOFF(CFS) = 0.99
TC(MIN.) = 5.62
**************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1520.42 DOWNSTREAM(FEET) = 1520.27 FLOW LENGTH(FEET) = 29.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 9.0 INCH PIPE IS 6.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.15
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.99
PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 5.77
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 196.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 5.77
RAINFALL INTENSITY(INCH/HR) = 4.31
TOTAL STREAM AREA(ACRES) = 0.25
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.99
2 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 31.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 300.00
UPSTREAM ELEVATION(FEET) = 1526.42
DOWNSTREAM ELEVATION(FEET) = 1524.04
ELEVATION DIFFERENCE(FEET) = 2.38
TC = 0.303*[( 300.00**3)/( 2.38)]**.2 = 7.808
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.836
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8907
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 2.32
TOTAL AREA(ACRES) = 0.68 TOTAL RUNOFF(CFS) = 2.32
**************************************************************************** FLOW PROCESS FROM NODE 31.00 TO NODE 13.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1520.35 DOWNSTREAM(FEET) = 1520.27 FLOW LENGTH(FEET) = 13.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 12.0 INCH PIPE IS 8.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.16
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.32
PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 7.86
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 13.00 = 313.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 7.86
RAINFALL INTENSITY(INCH/HR) = 3.83
TOTAL STREAM AREA(ACRES) = 0.68
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.32
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 0.99 5.77 4.306 0.25
2 2.32 7.86 3.826 0.68
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. **************************************************************************
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
3 1 2.70 5.77 4.306
2 3.21 7.86 3.826
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 3.21 Tc(MIN.) = 7.86
TOTAL AREA(ACRES) = 0.9
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 13.00 = 313.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1520.27 DOWNSTREAM(FEET) = 1519.96 FLOW LENGTH(FEET) = 63.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 15.0 INCH PIPE IS 9.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.17
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.21
PIPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 8.11
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 14.00 = 376.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.781
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8905
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 0.19 SUBAREA RUNOFF(CFS) = 0.64
TOTAL AREA(ACRES) = 1.1 TOTAL RUNOFF(CFS) = 3.85
TC(MIN.) = 8.11
**************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1519.96 DOWNSTREAM(FEET) = 1519.23 FLOW LENGTH(FEET) = 146.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 15.0 INCH PIPE IS 10.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.36
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.85
PIPE TRAVEL TIME(MIN.) = 0.56 Tc(MIN.) = 8.67
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 15.00 = 522.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.686
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8903
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 0.49 SUBAREA RUNOFF(CFS) = 1.61
TOTAL AREA(ACRES) = 1.6 TOTAL RUNOFF(CFS) = 5.45
TC(MIN.) = 8.67
**************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 31 ---------------------------------------------------------------------------- 4 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1519.23 DOWNSTREAM(FEET) = 1516.77 FLOW LENGTH(FEET) = 490.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.80
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.45
PIPE TRAVEL TIME(MIN.) = 1.70 Tc(MIN.) = 10.37
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 16.00 = 1012.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 10.37
RAINFALL INTENSITY(INCH/HR) = 3.44
TOTAL STREAM AREA(ACRES) = 1.61
PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.45
**************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 41.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 97.00
UPSTREAM ELEVATION(FEET) = 1524.00
DOWNSTREAM ELEVATION(FEET) = 1522.66
ELEVATION DIFFERENCE(FEET) = 1.34
TC = 0.303*[( 97.00**3)/( 1.34)]**.2 = 4.449
COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN.
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.548
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8920
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 1.50
TOTAL AREA(ACRES) = 0.37 TOTAL RUNOFF(CFS) = 1.50
**************************************************************************** FLOW PROCESS FROM NODE 41.00 TO NODE 16.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1517.17 DOWNSTREAM(FEET) = 1516.77 FLOW LENGTH(FEET) = 79.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.51
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.50
PIPE TRAVEL TIME(MIN.) = 0.38 Tc(MIN.) = 5.38
LONGEST FLOWPATH FROM NODE 40.00 TO NODE 16.00 = 176.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ 5 TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 5.38
RAINFALL INTENSITY(INCH/HR) = 4.42
TOTAL STREAM AREA(ACRES) = 0.37
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.50
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 5.45 10.37 3.442 1.61
2 1.50 5.38 4.424 0.37
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. **************************************************************************
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 4.33 5.38 4.424
2 6.62 10.37 3.442
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 6.62 Tc(MIN.) = 10.37
TOTAL AREA(ACRES) = 2.0
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 16.00 = 1012.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1516.77 DOWNSTREAM(FEET) = 1516.53 FLOW LENGTH(FEET) = 48.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.98
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.62
PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 10.53
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 17.00 = 1060.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.422
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8897
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 0.16 SUBAREA RUNOFF(CFS) = 0.49
TOTAL AREA(ACRES) = 2.1 TOTAL RUNOFF(CFS) = 7.11
TC(MIN.) = 10.53
**************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 18.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< 6 ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1516.53 DOWNSTREAM(FEET) = 1516.37 FLOW LENGTH(FEET) = 33.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.96
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.11
PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 10.64
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 18.00 = 1093.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 18.00 TO NODE 18.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 10.64
RAINFALL INTENSITY(INCH/HR) = 3.41
TOTAL STREAM AREA(ACRES) = 2.14
PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.11
**************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 51.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 430.00
UPSTREAM ELEVATION(FEET) = 1526.34
DOWNSTREAM ELEVATION(FEET) = 1522.26
ELEVATION DIFFERENCE(FEET) = 4.08
TC = 0.303*[( 430.00**3)/( 4.08)]**.2 = 8.700
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.681
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8903
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 3.97
TOTAL AREA(ACRES) = 1.21 TOTAL RUNOFF(CFS) = 3.97
**************************************************************************** FLOW PROCESS FROM NODE 51.00 TO NODE 18.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1516.51 DOWNSTREAM(FEET) = 1516.37 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 15.0 INCH PIPE IS 10.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.26
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.97
PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 8.82
LONGEST FLOWPATH FROM NODE 50.00 TO NODE 18.00 = 460.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 18.00 TO NODE 18.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 8.82
7 RAINFALL INTENSITY(INCH/HR) = 3.66
TOTAL STREAM AREA(ACRES) = 1.21
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.97
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 7.11 10.64 3.408 2.14
2 3.97 8.82 3.662 1.21
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. **************************************************************************
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 9.85 8.82 3.662
2 10.80 10.64 3.408
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 10.80 Tc(MIN.) = 10.64
TOTAL AREA(ACRES) = 3.4
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 18.00 = 1093.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 18.00 TO NODE 19.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1516.37 DOWNSTREAM(FEET) = 1516.13 FLOW LENGTH(FEET) = 48.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.57
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.80
PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 10.79
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 19.00 = 1141.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.391
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8896
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 0.09 SUBAREA RUNOFF(CFS) = 0.27
TOTAL AREA(ACRES) = 3.4 TOTAL RUNOFF(CFS) = 11.07
TC(MIN.) = 10.79
**************************************************************************** FLOW PROCESS FROM NODE 19.00 TO NODE 20.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1516.13 DOWNSTREAM(FEET) = 1515.07 FLOW LENGTH(FEET) = 212.00 MANNING'S N = 0.012
8 DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.59
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.07
PIPE TRAVEL TIME(MIN.) = 0.63 Tc(MIN.) = 11.42
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 20.00 = 1353.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.318
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8894
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 0.68 SUBAREA RUNOFF(CFS) = 2.01
TOTAL AREA(ACRES) = 4.1 TOTAL RUNOFF(CFS) = 13.08
TC(MIN.) = 11.42
**************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1515.07 DOWNSTREAM(FEET) = 1514.80 FLOW LENGTH(FEET) = 42.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.35
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.08
PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 11.53
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 21.00 = 1395.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 61.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 227.00
UPSTREAM ELEVATION(FEET) = 1523.50
DOWNSTREAM ELEVATION(FEET) = 1521.80
ELEVATION DIFFERENCE(FEET) = 1.70
TC = 0.303*[( 227.00**3)/( 1.70)]**.2 = 7.065
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.985
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8910
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 1.70
TOTAL AREA(ACRES) = 0.48 TOTAL RUNOFF(CFS) = 1.70
**************************************************************************** FLOW PROCESS FROM NODE 61.00 TO NODE 62.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ 9 ELEVATION DATA: UPSTREAM(FEET) = 1515.61 DOWNSTREAM(FEET) = 1515.51 FLOW LENGTH(FEET) = 8.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 9.0 INCH PIPE IS 6.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.98
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.70
PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 7.09
LONGEST FLOWPATH FROM NODE 60.00 TO NODE 62.00 = 235.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 62.00 TO NODE 62.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.980
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8910
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 0.07 SUBAREA RUNOFF(CFS) = 0.25
TOTAL AREA(ACRES) = 0.6 TOTAL RUNOFF(CFS) = 1.95
TC(MIN.) = 7.09
**************************************************************************** FLOW PROCESS FROM NODE 62.00 TO NODE 63.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1515.51 DOWNSTREAM(FEET) = 1514.95 FLOW LENGTH(FEET) = 112.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.70
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.95
PIPE TRAVEL TIME(MIN.) = 0.50 Tc(MIN.) = 7.60
LONGEST FLOWPATH FROM NODE 60.00 TO NODE 63.00 = 347.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 63.00 TO NODE 63.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 7.60
RAINFALL INTENSITY(INCH/HR) = 3.88
TOTAL STREAM AREA(ACRES) = 0.55
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.95
**************************************************************************** FLOW PROCESS FROM NODE 70.00 TO NODE 71.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 543.00
UPSTREAM ELEVATION(FEET) = 1526.13
DOWNSTREAM ELEVATION(FEET) = 1520.93
ELEVATION DIFFERENCE(FEET) = 5.20
TC = 0.303*[( 543.00**3)/( 5.20)]**.2 = 9.534
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.554
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8900
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 7.91
10 TOTAL AREA(ACRES) = 2.50 TOTAL RUNOFF(CFS) = 7.91
**************************************************************************** FLOW PROCESS FROM NODE 71.00 TO NODE 63.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1515.46 DOWNSTREAM(FEET) = 1514.95 FLOW LENGTH(FEET) = 102.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.26
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.91
PIPE TRAVEL TIME(MIN.) = 0.32 Tc(MIN.) = 9.86
LONGEST FLOWPATH FROM NODE 70.00 TO NODE 63.00 = 645.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 63.00 TO NODE 63.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 9.86
RAINFALL INTENSITY(INCH/HR) = 3.51
TOTAL STREAM AREA(ACRES) = 2.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.91
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 1.95 7.60 3.876 0.55
2 7.91 9.86 3.509 2.50
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. **************************************************************************
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 8.05 7.60 3.876
2 9.68 9.86 3.509
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 9.68 Tc(MIN.) = 9.86
TOTAL AREA(ACRES) = 3.0
LONGEST FLOWPATH FROM NODE 70.00 TO NODE 63.00 = 645.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 63.00 TO NODE 21.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1514.95 DOWNSTREAM(FEET) = 1514.80 FLOW LENGTH(FEET) = 19.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.5 INCHES
11 PIPE-FLOW VELOCITY(FEET/SEC.) = 6.35
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.68
PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 9.91
LONGEST FLOWPATH FROM NODE 70.00 TO NODE 21.00 = 664.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 9.68 9.91 3.503 3.05
LONGEST FLOWPATH FROM NODE 70.00 TO NODE 21.00 = 664.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 13.08 11.53 3.305 4.12
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 21.00 = 1395.00 FEET. *********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** ** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 20.91 9.91 3.503
2 22.21 11.53 3.305
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 22.21 Tc(MIN.) = 11.53
TOTAL AREA(ACRES) = 7.2
**************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1514.80 DOWNSTREAM(FEET) = 1514.78 FLOW LENGTH(FEET) = 16.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 36.0 INCH PIPE IS 26.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.98
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 22.21
PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 11.60
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 22.00 = 1411.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
12 >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1517.64 DOWNSTREAM(FEET) = 1514.37 FLOW LENGTH(FEET) = 654.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 27.0 INCH PIPE IS 21.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.62
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 22.21
PIPE TRAVEL TIME(MIN.) = 1.65 Tc(MIN.) = 13.24
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 23.00 = 2065.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 106.00
UPSTREAM ELEVATION(FEET) = 1523.97
DOWNSTREAM ELEVATION(FEET) = 1521.00
ELEVATION DIFFERENCE(FEET) = 2.97
TC = 0.303*[( 106.00**3)/( 2.97)]**.2 = 4.001
COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN.
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.548
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8920
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 0.49
TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.49
**************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1516.36 DOWNSTREAM(FEET) = 1516.19 FLOW LENGTH(FEET) = 34.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 9.0 INCH PIPE IS 3.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 2.63
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.49
PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 5.22
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 140.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.476
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8919
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 0.37 SUBAREA RUNOFF(CFS) = 1.48
TOTAL AREA(ACRES) = 0.5 TOTAL RUNOFF(CFS) = 1.96
TC(MIN.) = 5.22
**************************************************************************** 13 FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1516.19 DOWNSTREAM(FEET) = 1515.54 FLOW LENGTH(FEET) = 130.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.70
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.96
PIPE TRAVEL TIME(MIN.) = 0.58 Tc(MIN.) = 5.80
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 103.00 = 270.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.297
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8916
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 0.11 SUBAREA RUNOFF(CFS) = 0.42
TOTAL AREA(ACRES) = 0.6 TOTAL RUNOFF(CFS) = 2.39
TC(MIN.) = 5.80
**************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1515.54 DOWNSTREAM(FEET) = 1515.34 FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 12.0 INCH PIPE IS 8.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.83
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.39
PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 5.97
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 104.00 = 310.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 5.97
RAINFALL INTENSITY(INCH/HR) = 4.25
TOTAL STREAM AREA(ACRES) = 0.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.39
**************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 121.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 117.00
UPSTREAM ELEVATION(FEET) = 1525.00
DOWNSTREAM ELEVATION(FEET) = 1523.13
ELEVATION DIFFERENCE(FEET) = 1.87
14 TC = 0.303*[( 117.00**3)/( 1.87)]**.2 = 4.657
COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN.
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.548
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8920
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 0.45
TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.45
**************************************************************************** FLOW PROCESS FROM NODE 121.00 TO NODE 104.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1515.63 DOWNSTREAM(FEET) = 1515.34 FLOW LENGTH(FEET) = 27.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 6.0 INCH PIPE IS 3.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.41
ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.45
PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 5.13
LONGEST FLOWPATH FROM NODE 120.00 TO NODE 104.00 = 144.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 5.13
RAINFALL INTENSITY(INCH/HR) = 4.50
TOTAL STREAM AREA(ACRES) = 0.11
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.45
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 2.39 5.97 4.249 0.60
2 0.45 5.13 4.503 0.11
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. **************************************************************************
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 2.50 5.13 4.503
2 2.81 5.97 4.249
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 2.81 Tc(MIN.) = 5.97
TOTAL AREA(ACRES) = 0.7
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 104.00 = 310.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 31 ---------------------------------------------------------------------------- 15 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1515.34 DOWNSTREAM(FEET) = 1514.71 FLOW LENGTH(FEET) = 126.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.07
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.81
PIPE TRAVEL TIME(MIN.) = 0.52 Tc(MIN.) = 6.49
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 436.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 6.49
RAINFALL INTENSITY(INCH/HR) = 4.12
TOTAL STREAM AREA(ACRES) = 0.71
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.81
**************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 131.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 354.00
UPSTREAM ELEVATION(FEET) = 1523.57
DOWNSTREAM ELEVATION(FEET) = 1520.36
ELEVATION DIFFERENCE(FEET) = 3.21
TC = 0.303*[( 354.00**3)/( 3.21)]**.2 = 8.122
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.779
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8905
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 2.46
TOTAL AREA(ACRES) = 0.73 TOTAL RUNOFF(CFS) = 2.46
**************************************************************************** FLOW PROCESS FROM NODE 131.00 TO NODE 132.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1515.86 DOWNSTREAM(FEET) = 1515.37 FLOW LENGTH(FEET) = 97.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 12.0 INCH PIPE IS 9.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.86
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.46
PIPE TRAVEL TIME(MIN.) = 0.42 Tc(MIN.) = 8.54
LONGEST FLOWPATH FROM NODE 130.00 TO NODE 132.00 = 451.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 132.00 TO NODE 132.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.707
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8904
16 SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 0.08 SUBAREA RUNOFF(CFS) = 0.26
TOTAL AREA(ACRES) = 0.8 TOTAL RUNOFF(CFS) = 2.72
TC(MIN.) = 8.54
**************************************************************************** FLOW PROCESS FROM NODE 132.00 TO NODE 105.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1515.37 DOWNSTREAM(FEET) = 1514.71 FLOW LENGTH(FEET) = 129.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.08
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.72
PIPE TRAVEL TIME(MIN.) = 0.53 Tc(MIN.) = 9.07
LONGEST FLOWPATH FROM NODE 130.00 TO NODE 105.00 = 580.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 9.07
RAINFALL INTENSITY(INCH/HR) = 3.62
TOTAL STREAM AREA(ACRES) = 0.81
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.72
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 2.81 6.49 4.117 0.71
2 2.72 9.07 3.623 0.81
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. **************************************************************************
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 4.75 6.49 4.117
2 5.19 9.07 3.623
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 4.75 Tc(MIN.) = 6.49
TOTAL AREA(ACRES) = 1.5
LONGEST FLOWPATH FROM NODE 130.00 TO NODE 105.00 = 580.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ 17 ELEVATION DATA: UPSTREAM(FEET) = 1514.71 DOWNSTREAM(FEET) = 1514.19 FLOW LENGTH(FEET) = 104.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 15.0 INCH PIPE IS 12.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.48
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.75
PIPE TRAVEL TIME(MIN.) = 0.39 Tc(MIN.) = 6.88
LONGEST FLOWPATH FROM NODE 130.00 TO NODE 106.00 = 684.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 6.88
RAINFALL INTENSITY(INCH/HR) = 4.03
TOTAL STREAM AREA(ACRES) = 1.52
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.75
**************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 141.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 230.00
UPSTREAM ELEVATION(FEET) = 1524.75
DOWNSTREAM ELEVATION(FEET) = 1521.05
ELEVATION DIFFERENCE(FEET) = 3.70
TC = 0.303*[( 230.00**3)/( 3.70)]**.2 = 6.095
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.217
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8914
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 2.29
TOTAL AREA(ACRES) = 0.61 TOTAL RUNOFF(CFS) = 2.29
**************************************************************************** FLOW PROCESS FROM NODE 141.00 TO NODE 106.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1514.37 DOWNSTREAM(FEET) = 1514.19 FLOW LENGTH(FEET) = 36.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 12.0 INCH PIPE IS 8.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.81
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.29
PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 6.25
LONGEST FLOWPATH FROM NODE 140.00 TO NODE 106.00 = 266.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 6.25
RAINFALL INTENSITY(INCH/HR) = 4.18
18 TOTAL STREAM AREA(ACRES) = 0.61
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.29
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 4.75 6.88 4.027 1.52
2 2.29 6.25 4.176 0.61
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. **************************************************************************
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 6.61 6.25 4.176
2 6.96 6.88 4.027
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 6.96 Tc(MIN.) = 6.88
TOTAL AREA(ACRES) = 2.1
LONGEST FLOWPATH FROM NODE 130.00 TO NODE 106.00 = 684.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1514.19 DOWNSTREAM(FEET) = 1512.97 FLOW LENGTH(FEET) = 127.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.52
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.96
PIPE TRAVEL TIME(MIN.) = 0.32 Tc(MIN.) = 7.20
LONGEST FLOWPATH FROM NODE 130.00 TO NODE 107.00 = 811.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.956
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8909
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 0.06 SUBAREA RUNOFF(CFS) = 0.21
TOTAL AREA(ACRES) = 2.2 TOTAL RUNOFF(CFS) = 7.18
TC(MIN.) = 7.20
**************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 108.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1512.97 DOWNSTREAM(FEET) = 1512.66 FLOW LENGTH(FEET) = 32.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.7 INCHES
19 PIPE-FLOW VELOCITY(FEET/SEC.) = 6.59
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.18
PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 7.28
LONGEST FLOWPATH FROM NODE 130.00 TO NODE 108.00 = 843.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 150.00 TO NODE 151.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 221.00
UPSTREAM ELEVATION(FEET) = 1525.50
DOWNSTREAM ELEVATION(FEET) = 1520.21
ELEVATION DIFFERENCE(FEET) = 5.29
TC = 0.303*[( 221.00**3)/( 5.29)]**.2 = 5.540
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.373
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8917
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 2.26
TOTAL AREA(ACRES) = 0.58 TOTAL RUNOFF(CFS) = 2.26
**************************************************************************** FLOW PROCESS FROM NODE 151.00 TO NODE 152.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1515.74 DOWNSTREAM(FEET) = 1514.49 FLOW LENGTH(FEET) = 252.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 12.0 INCH PIPE IS 8.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.78
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.26
PIPE TRAVEL TIME(MIN.) = 1.11 Tc(MIN.) = 6.65
LONGEST FLOWPATH FROM NODE 150.00 TO NODE 152.00 = 473.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 152.00 TO NODE 152.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.079
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8912
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 0.12 SUBAREA RUNOFF(CFS) = 0.44
TOTAL AREA(ACRES) = 0.7 TOTAL RUNOFF(CFS) = 2.70
TC(MIN.) = 6.65
**************************************************************************** FLOW PROCESS FROM NODE 152.00 TO NODE 153.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1514.49 DOWNSTREAM(FEET) = 1514.41 20 FLOW LENGTH(FEET) = 14.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 12.0 INCH PIPE IS 9.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.12
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.70
PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 6.71
LONGEST FLOWPATH FROM NODE 150.00 TO NODE 153.00 = 487.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 153.00 TO NODE 153.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 6.71
RAINFALL INTENSITY(INCH/HR) = 4.07
TOTAL STREAM AREA(ACRES) = 0.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.70
**************************************************************************** FLOW PROCESS FROM NODE 160.00 TO NODE 161.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 293.00
UPSTREAM ELEVATION(FEET) = 1521.25
DOWNSTREAM ELEVATION(FEET) = 1520.45
ELEVATION DIFFERENCE(FEET) = 0.80
TC = 0.303*[( 293.00**3)/( 0.80)]**.2 = 9.574
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.549
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8900
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 1.93
TOTAL AREA(ACRES) = 0.61 TOTAL RUNOFF(CFS) = 1.93
**************************************************************************** FLOW PROCESS FROM NODE 161.00 TO NODE 153.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1514.45 DOWNSTREAM(FEET) = 1514.41 FLOW LENGTH(FEET) = 8.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.69
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.93
PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 9.61
LONGEST FLOWPATH FROM NODE 160.00 TO NODE 153.00 = 301.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 153.00 TO NODE 153.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 9.61
RAINFALL INTENSITY(INCH/HR) = 3.54
TOTAL STREAM AREA(ACRES) = 0.61
21 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.93
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 2.70 6.71 4.065 0.70
2 1.93 9.61 3.543 0.61
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. **************************************************************************
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 4.04 6.71 4.065
2 4.28 9.61 3.543
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 4.04 Tc(MIN.) = 6.71
TOTAL AREA(ACRES) = 1.3
LONGEST FLOWPATH FROM NODE 150.00 TO NODE 153.00 = 487.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 153.00 TO NODE 154.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1514.41 DOWNSTREAM(FEET) = 1514.10 FLOW LENGTH(FEET) = 63.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 15.0 INCH PIPE IS 10.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.37
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.04
PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 6.95
LONGEST FLOWPATH FROM NODE 150.00 TO NODE 154.00 = 550.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 154.00 TO NODE 154.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 6.95
RAINFALL INTENSITY(INCH/HR) = 4.01
TOTAL STREAM AREA(ACRES) = 1.31
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.04
**************************************************************************** FLOW PROCESS FROM NODE 170.00 TO NODE 171.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 191.00
UPSTREAM ELEVATION(FEET) = 1520.50
22 DOWNSTREAM ELEVATION(FEET) = 1518.67
ELEVATION DIFFERENCE(FEET) = 1.83
TC = 0.303*[( 191.00**3)/( 1.83)]**.2 = 6.277
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.170
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8913
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 1.34
TOTAL AREA(ACRES) = 0.36 TOTAL RUNOFF(CFS) = 1.34
**************************************************************************** FLOW PROCESS FROM NODE 171.00 TO NODE 172.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1514.63 DOWNSTREAM(FEET) = 1514.32 FLOW LENGTH(FEET) = 59.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 12.0 INCH PIPE IS 5.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.45
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.34
PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) = 6.56
LONGEST FLOWPATH FROM NODE 170.00 TO NODE 172.00 = 250.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 172.00 TO NODE 172.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.100
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8912
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 0.07 SUBAREA RUNOFF(CFS) = 0.26
TOTAL AREA(ACRES) = 0.4 TOTAL RUNOFF(CFS) = 1.59
TC(MIN.) = 6.56
**************************************************************************** FLOW PROCESS FROM NODE 172.00 TO NODE 154.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1514.32 DOWNSTREAM(FEET) = 1514.10 FLOW LENGTH(FEET) = 45.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.51
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.59
PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = 6.78
LONGEST FLOWPATH FROM NODE 170.00 TO NODE 154.00 = 295.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 154.00 TO NODE 154.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 6.78
RAINFALL INTENSITY(INCH/HR) = 4.05
TOTAL STREAM AREA(ACRES) = 0.43
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.59
** CONFLUENCE DATA **
23 STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 4.04 6.95 4.011 1.31
2 1.59 6.78 4.050 0.43
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. **************************************************************************
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 5.54 6.78 4.050
2 5.62 6.95 4.011
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 5.62 Tc(MIN.) = 6.95
TOTAL AREA(ACRES) = 1.7
LONGEST FLOWPATH FROM NODE 150.00 TO NODE 154.00 = 550.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 154.00 TO NODE 155.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1514.10 DOWNSTREAM(FEET) = 1513.91 FLOW LENGTH(FEET) = 37.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.87
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.62
PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 7.07
LONGEST FLOWPATH FROM NODE 150.00 TO NODE 155.00 = 587.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 155.00 TO NODE 155.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 7.07
RAINFALL INTENSITY(INCH/HR) = 3.98
TOTAL STREAM AREA(ACRES) = 1.74
PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.62
**************************************************************************** FLOW PROCESS FROM NODE 180.00 TO NODE 181.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 203.00
UPSTREAM ELEVATION(FEET) = 1524.30
DOWNSTREAM ELEVATION(FEET) = 1520.26
ELEVATION DIFFERENCE(FEET) = 4.04
TC = 0.303*[( 203.00**3)/( 4.04)]**.2 = 5.557
24 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.368
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8917
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 1.13
TOTAL AREA(ACRES) = 0.29 TOTAL RUNOFF(CFS) = 1.13
**************************************************************************** FLOW PROCESS FROM NODE 181.00 TO NODE 155.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1514.01 DOWNSTREAM(FEET) = 1513.91 FLOW LENGTH(FEET) = 29.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 2.83
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.13
PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 5.73
LONGEST FLOWPATH FROM NODE 180.00 TO NODE 155.00 = 232.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 155.00 TO NODE 155.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 5.73
RAINFALL INTENSITY(INCH/HR) = 4.32
TOTAL STREAM AREA(ACRES) = 0.29
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.13
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 5.62 7.07 3.984 1.74
2 1.13 5.73 4.318 0.29
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. **************************************************************************
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 5.68 5.73 4.318
2 6.66 7.07 3.984
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 6.66 Tc(MIN.) = 7.07
TOTAL AREA(ACRES) = 2.0
LONGEST FLOWPATH FROM NODE 150.00 TO NODE 155.00 = 587.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 155.00 TO NODE 156.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< 25 ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1513.91 DOWNSTREAM(FEET) = 1513.75 FLOW LENGTH(FEET) = 33.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.92
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.66
PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 7.19
LONGEST FLOWPATH FROM NODE 150.00 TO NODE 156.00 = 620.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 156.00 TO NODE 156.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 7.19
RAINFALL INTENSITY(INCH/HR) = 3.96
TOTAL STREAM AREA(ACRES) = 2.03
PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.66
**************************************************************************** FLOW PROCESS FROM NODE 190.00 TO NODE 191.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 314.00
UPSTREAM ELEVATION(FEET) = 1525.80
DOWNSTREAM ELEVATION(FEET) = 1520.70
ELEVATION DIFFERENCE(FEET) = 5.10
TC = 0.303*[( 314.00**3)/( 5.10)]**.2 = 6.890
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.024
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8910
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 3.23
TOTAL AREA(ACRES) = 0.90 TOTAL RUNOFF(CFS) = 3.23
**************************************************************************** FLOW PROCESS FROM NODE 191.00 TO NODE 156.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1514.56 DOWNSTREAM(FEET) = 1513.75 FLOW LENGTH(FEET) = 162.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 15.0 INCH PIPE IS 9.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.21
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.23
PIPE TRAVEL TIME(MIN.) = 0.64 Tc(MIN.) = 7.53
LONGEST FLOWPATH FROM NODE 190.00 TO NODE 156.00 = 476.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 156.00 TO NODE 156.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 7.53
26 RAINFALL INTENSITY(INCH/HR) = 3.89
TOTAL STREAM AREA(ACRES) = 0.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.23
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 6.66 7.19 3.960 2.03
2 3.23 7.53 3.889 0.90
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. **************************************************************************
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 9.74 7.19 3.960
2 9.77 7.53 3.889
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 9.74 Tc(MIN.) = 7.19
TOTAL AREA(ACRES) = 2.9
LONGEST FLOWPATH FROM NODE 150.00 TO NODE 156.00 = 620.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 156.00 TO NODE 108.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1513.75 DOWNSTREAM(FEET) = 1512.66 FLOW LENGTH(FEET) = 70.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.48
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.74
PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 7.32
LONGEST FLOWPATH FROM NODE 150.00 TO NODE 108.00 = 690.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 9.74 7.32 3.931 2.93
LONGEST FLOWPATH FROM NODE 150.00 TO NODE 108.00 = 690.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 7.18 7.28 3.940 2.19
LONGEST FLOWPATH FROM NODE 130.00 TO NODE 108.00 = 843.00 FEET. *********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED 27 ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** ** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 16.86 7.28 3.940
2 16.90 7.32 3.931
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 16.90 Tc(MIN.) = 7.32
TOTAL AREA(ACRES) = 5.1
**************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 2 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 109.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1512.66 DOWNSTREAM(FEET) = 1511.91 FLOW LENGTH(FEET) = 48.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.67
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.90
PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 7.41
LONGEST FLOWPATH FROM NODE 130.00 TO NODE 109.00 = 891.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 109.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 7.41
RAINFALL INTENSITY(INCH/HR) = 3.91
TOTAL STREAM AREA(ACRES) = 5.12
PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.90
**************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 317.00
UPSTREAM ELEVATION(FEET) = 1524.74
DOWNSTREAM ELEVATION(FEET) = 1517.89
ELEVATION DIFFERENCE(FEET) = 6.85
TC = 0.303*[( 317.00**3)/( 6.85)]**.2 = 6.533
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.107
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8912
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 7.83
TOTAL AREA(ACRES) = 2.14 TOTAL RUNOFF(CFS) = 7.83
28 **************************************************************************** FLOW PROCESS FROM NODE 201.00 TO NODE 109.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1512.08 DOWNSTREAM(FEET) = 1511.91 FLOW LENGTH(FEET) = 33.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.13
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.83
PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 6.64
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 109.00 = 350.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 109.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 6.64
RAINFALL INTENSITY(INCH/HR) = 4.08
TOTAL STREAM AREA(ACRES) = 2.14
PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.83
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 16.90 7.41 3.914 5.12
2 7.83 6.64 4.081 2.14
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. **************************************************************************
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 22.99 6.64 4.081
2 24.41 7.41 3.914
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 24.41 Tc(MIN.) = 7.41
TOTAL AREA(ACRES) = 7.3
LONGEST FLOWPATH FROM NODE 130.00 TO NODE 109.00 = 891.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 110.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1511.91 DOWNSTREAM(FEET) = 1511.59 FLOW LENGTH(FEET) = 21.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 10.48
29 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 24.41
PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 7.44
LONGEST FLOWPATH FROM NODE 130.00 TO NODE 110.00 = 912.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 23.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1514.56 DOWNSTREAM(FEET) = 1514.37 FLOW LENGTH(FEET) = 18.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 24.0 INCH PIPE IS 19.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.90
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 24.41
PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 7.47
LONGEST FLOWPATH FROM NODE 130.00 TO NODE 23.00 = 930.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 24.41 7.47 3.901 7.26
LONGEST FLOWPATH FROM NODE 130.00 TO NODE 23.00 = 930.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 22.21 13.24 3.135 7.17
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 23.00 = 2065.00 FEET. *********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** ** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 36.95 7.47 3.901
2 41.83 13.24 3.135
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 36.95 Tc(MIN.) = 7.47
TOTAL AREA(ACRES) = 14.4
**************************************************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1514.37 DOWNSTREAM(FEET) = 1514.11 FLOW LENGTH(FEET) = 51.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.62
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 30 PIPE-FLOW(CFS) = 36.95
PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 7.58
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 24.00 = 2116.00 FEET. ============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 14.4 TC(MIN.) = 7.58
PEAK FLOW RATE(CFS) = 36.95
============================================================================ ============================================================================
END OF RATIONAL METHOD ANALYSIS
31 The Magnet
San Jacinto, California
Hydrology & Hydraulics Report
by TAIT & Associates
TAIT JOB # SP8950 Appendix F
Appendix F – Offsite Storm Facility Exhibit
RAMONA EXPRESS
STATE STREET
IDYLLWILD DRIVE
EAGLE ROAD
Orange County
San Luis Obispo
Sacramento
Riverside Denver Boise Dallas Atlanta
701 North Parkcenter Drive
Santa Ana, CA 92705 p: 714.560.8200 www.tait.com
Since 1964
ENGINEERING ENVIRONMENTAL BUILDING LAND ASSOCIATES & OFFSITE STORM FACILITY EXHIBIT DRAWN: PJ DATE: 09/13/2023
CHECKED:
DATE:
JOB NO:
THE MAGNET
600 N TUSTIN, SUITE 150 SAN JACINTO, CA
RICH DEVELOPMENT 1OF1
The Magnet
San Jacinto, California
Hydrology & Hydraulics Report
by TAIT & Associates
TAIT JOB # SP8950 Appendix G
Appendix G – Offsite Hydrology Map and Rational Method
W. RAMONA EXPRESSWAY
STATE STREET
EAGLE ROAD
IDYLLWILD DRIVE DO NOT ENTER STOP STOP 6 47
8 7 32
3 5 32 29 22 24 11
8 9 13 8 31 4' DIA.
4' DIA. 4' DIA.
2 4' DIA. 4' DIA.
4 2
4 7 30 26 24
8 16 16 8
4 26 20 12 7
2 4' DIA. 1
815
5 9 4' DIA.
4' DIA. 19
3 8 W. RAMONA EXPRESSWAY
STATE STREET
EAGLE ROAD
IDYLLWILD DRIVE DO NOT ENTER STOP STOP 6 47
8 7 32
3 5 32 29 22 24 11
8 9 13 8 31 4' DIA.
4' DIA. 4' DIA.
2 4' DIA. 4' DIA.
4 2
4 7 30 26 24
8 16 16 8
4 26 20 12 7
2 4' DIA. 1
815
5 9 4' DIA.
4' DIA. 19
3 8 3.30 AC A-13 6.21 AC A-14 8.47 AC A-11 5.00 AC A-15 3.00 AC A-8 10.36 AC A-10 11.40 AC B-4 5.29 AC A-9 24.06 AC A-5 5.84 AC A-1 32.32 AC A-2 5.91 AC A-4 5.10 AC A-3 1.04 AC A-12 6.01 AC B-6 1.31 AC B-1 1.20 AC B-2 0.77 AC B-12 4.19 AC B-9 12.41 AC A-7 1.39 AC B-10 0.39 AC B-8 17.25 AC B-7 6.08 AC A-6 6.08 AC B-5 1.07 AC 0.45 AC B-3 B-11 Santa Ana
San Diego
Sacramento
Riverside
Denver
Boise
Dallas
Atlanta
701 North Parkcenter Drive
Santa Ana, CA 92705
p: 714.560.8200
www.tait.com
Since 1964
ENGINEERING ENVIRONMENTAL BUILDING LAND ASSOCIATES &
DRAWN:
DATE:
CHECKED:
DATE:
REVISION #:
DATE:
JOB NO: SP8950
4 THE MAGNET
600 N TUSTIN, SUITE 150
SAN JACINTO, CA
RICH DEVELOPMENT
PROPOSED HYDROLOGY MAP 1
TLP
1/04/2022
1 N
N VICINITY MAP N.T.S.
____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982-2016 Advanced Engineering Software (aes) (Rational Tabling Version 23.0)
Release Date: 07/01/2016 License ID 1334
Analysis prepared by:
************************** DESCRIPTION OF STUDY ************************** * SP8950 SAN JACINTO *
* OFFSITE RUN-ON RATIONAL METHOD *
* 10-YEAR STORM EVENT PJ *
************************************************************************** FILE NAME: SJ10RO.DAT
TIME/DATE OF STUDY: 13:54 09/06/2023
---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 10.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 6.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 1.730
10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.874
100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.490
100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.760
SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.3810757
SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.3820757
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 10.00 1-HOUR INTENSITY(INCH/HOUR) = 0.883 SLOPE OF INTENSITY DURATION CURVE = 0.3811
RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL
AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
=== ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
**************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE)
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 962.00
UPSTREAM ELEVATION(FEET) = 1556.00
DOWNSTREAM ELEVATION(FEET) = 1551.00
ELEVATION DIFFERENCE(FEET) = 5.00
TC = 0.393*[( 962.00**3)/( 5.00)]**.2 = 17.541
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.410
SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .5996
SOIL CLASSIFICATION IS "A"
SUBAREA RUNOFF(CFS) = 4.53
TOTAL AREA(ACRES) = 5.36 TOTAL RUNOFF(CFS) = 4.53
**************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.410
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .2991
SOIL CLASSIFICATION IS "A"
SUBAREA AREA(ACRES) = 0.48 SUBAREA RUNOFF(CFS) = 0.20
TOTAL AREA(ACRES) = 5.8 TOTAL RUNOFF(CFS) = 4.74
TC(MIN.) = 17.54
**************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1551.00 DOWNSTREAM ELEVATION(FEET) = 1535.00 STREET LENGTH(FEET) = 2683.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.99 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.39
HALFSTREET FLOOD WIDTH(FEET) = 12.46
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.90
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.73
STREET FLOW TRAVEL TIME(MIN.) = 23.59 Tc(MIN.) = 41.13
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.019
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8727
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 2.83 SUBAREA RUNOFF(CFS) = 2.52
TOTAL AREA(ACRES) = 8.7 PEAK FLOW RATE(CFS) = 7.25
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 13.55 FLOW VELOCITY(FEET/SEC.) = 1.98 DEPTH*VELOCITY(FT*FT/SEC.) = 0.80 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 3645.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.019
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6267
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 3.02 SUBAREA RUNOFF(CFS) = 1.93
TOTAL AREA(ACRES) = 11.7 TOTAL RUNOFF(CFS) = 9.18
TC(MIN.) = 41.13
**************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.019
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .2381
SOIL CLASSIFICATION IS "A"
SUBAREA AREA(ACRES) = 2.19 SUBAREA RUNOFF(CFS) = 0.53
TOTAL AREA(ACRES) = 13.9 TOTAL RUNOFF(CFS) = 9.71
TC(MIN.) = 41.13
**************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.019
SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7634
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 16.39 SUBAREA RUNOFF(CFS) = 12.75 TOTAL AREA(ACRES) = 30.3 TOTAL RUNOFF(CFS) = 22.47
TC(MIN.) = 41.13
**************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.019
SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .5691
SOIL CLASSIFICATION IS "A"
SUBAREA AREA(ACRES) = 7.89 SUBAREA RUNOFF(CFS) = 4.58
TOTAL AREA(ACRES) = 38.2 TOTAL RUNOFF(CFS) = 27.04
TC(MIN.) = 41.13
**************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 41.13
RAINFALL INTENSITY(INCH/HR) = 1.02
TOTAL STREAM AREA(ACRES) = 38.16
PEAK FLOW RATE(CFS) AT CONFLUENCE = 27.04
**************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE)
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 972.00
UPSTREAM ELEVATION(FEET) = 1536.50
DOWNSTREAM ELEVATION(FEET) = 1536.00
ELEVATION DIFFERENCE(FEET) = 0.50
TC = 0.393*[( 972.00**3)/( 0.50)]**.2 = 27.974
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.181
SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7769
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 4.68
TOTAL AREA(ACRES) = 5.10 TOTAL RUNOFF(CFS) = 4.68
**************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 12.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1536.00 DOWNSTREAM ELEVATION(FEET) = 1535.00 STREET LENGTH(FEET) = 238.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.30 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.42
HALFSTREET FLOOD WIDTH(FEET) = 14.65
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.73
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.73
STREET FLOW TRAVEL TIME(MIN.) = 2.29 Tc(MIN.) = 30.27
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.146
SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7742
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 5.91 SUBAREA RUNOFF(CFS) = 5.24
TOTAL AREA(ACRES) = 11.0 PEAK FLOW RATE(CFS) = 9.92
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 16.68 FLOW VELOCITY(FEET/SEC.) = 1.85 DEPTH*VELOCITY(FT*FT/SEC.) = 0.85 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 12.00 = 1210.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 30.27
RAINFALL INTENSITY(INCH/HR) = 1.15
TOTAL STREAM AREA(ACRES) = 11.01
PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.92
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 27.04 41.13 1.019 38.16
2 9.92 30.27 1.146 11.01
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. **************************************************************************
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 29.82 30.27 1.146
2 35.87 41.13 1.019
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 35.87 Tc(MIN.) = 41.13
TOTAL AREA(ACRES) = 49.2
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 3645.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1535.00 DOWNSTREAM ELEVATION(FEET) = 1526.00 STREET LENGTH(FEET) = 1584.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 37.31 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.64
HALFSTREET FLOOD WIDTH(FEET) = 26.60
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.86
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.83
STREET FLOW TRAVEL TIME(MIN.) = 9.22 Tc(MIN.) = 50.35
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 0.944
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8712
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 3.49 SUBAREA RUNOFF(CFS) = 2.87
TOTAL AREA(ACRES) = 52.7 PEAK FLOW RATE(CFS) = 38.74
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.64 HALFSTREET FLOOD WIDTH(FEET) = 26.99 FLOW VELOCITY(FEET/SEC.) = 2.89 DEPTH*VELOCITY(FT*FT/SEC.) = 1.86 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 5229.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 0.944
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6119
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 2.75 SUBAREA RUNOFF(CFS) = 1.59
TOTAL AREA(ACRES) = 55.4 TOTAL RUNOFF(CFS) = 40.33
TC(MIN.) = 50.35
**************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 0.944
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6119
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 5.33 SUBAREA RUNOFF(CFS) = 3.08
TOTAL AREA(ACRES) = 60.7 TOTAL RUNOFF(CFS) = 43.41
TC(MIN.) = 50.35
**************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 0.944
APARTMENT DEVELOPMENT RUNOFF COEFFICIENT = .8424
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 2.23 SUBAREA RUNOFF(CFS) = 1.77
TOTAL AREA(ACRES) = 63.0 TOTAL RUNOFF(CFS) = 45.18
TC(MIN.) = 50.35
**************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 0.944
SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7559
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 10.26 SUBAREA RUNOFF(CFS) = 7.32
TOTAL AREA(ACRES) = 73.2 TOTAL RUNOFF(CFS) = 52.50
TC(MIN.) = 50.35
**************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 50.35
RAINFALL INTENSITY(INCH/HR) = 0.94
TOTAL STREAM AREA(ACRES) = 73.23
PEAK FLOW RATE(CFS) AT CONFLUENCE = 52.50
**************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 31.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE)
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 978.00
UPSTREAM ELEVATION(FEET) = 1533.00
DOWNSTREAM ELEVATION(FEET) = 1532.00
ELEVATION DIFFERENCE(FEET) = 1.00
TC = 0.393*[( 978.00**3)/( 1.00)]**.2 = 24.443
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.243
SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7815
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 5.91
TOTAL AREA(ACRES) = 6.08 TOTAL RUNOFF(CFS) = 5.91
**************************************************************************** FLOW PROCESS FROM NODE 31.00 TO NODE 13.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1532.00 DOWNSTREAM ELEVATION(FEET) = 1526.00 STREET LENGTH(FEET) = 2198.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 10.48 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.49
HALFSTREET FLOOD WIDTH(FEET) = 18.55
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.60
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.79
STREET FLOW TRAVEL TIME(MIN.) = 22.85 Tc(MIN.) = 47.29
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 0.967
SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7583
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 12.41 SUBAREA RUNOFF(CFS) = 9.10
TOTAL AREA(ACRES) = 18.5 PEAK FLOW RATE(CFS) = 15.00
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.55 HALFSTREET FLOOD WIDTH(FEET) = 21.45 FLOW VELOCITY(FEET/SEC.) = 1.74 DEPTH*VELOCITY(FT*FT/SEC.) = 0.95 LONGEST FLOWPATH FROM NODE 30.00 TO NODE 13.00 = 3176.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 47.29
RAINFALL INTENSITY(INCH/HR) = 0.97
TOTAL STREAM AREA(ACRES) = 18.49
PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.00
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 52.50 50.35 0.944 73.23
2 15.00 47.29 0.967 18.49
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. **************************************************************************
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 64.31 47.29 0.967
2 67.15 50.35 0.944
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 67.15 Tc(MIN.) = 50.35
TOTAL AREA(ACRES) = 91.7
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 5229.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1526.00 DOWNSTREAM ELEVATION(FEET) = 1522.00 STREET LENGTH(FEET) = 914.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 67.62 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.77
HALFSTREET FLOOD WIDTH(FEET) = 35.34
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.14
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.43
STREET FLOW TRAVEL TIME(MIN.) = 4.85 Tc(MIN.) = 55.20
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 0.911
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8705
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 1.19 SUBAREA RUNOFF(CFS) = 0.94
TOTAL AREA(ACRES) = 92.9 PEAK FLOW RATE(CFS) = 68.09
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.77 HALFSTREET FLOOD WIDTH(FEET) = 35.40 FLOW VELOCITY(FEET/SEC.) = 3.15 DEPTH*VELOCITY(FT*FT/SEC.) = 2.44 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 14.00 = 6143.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 0.911
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6049
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 1.81 SUBAREA RUNOFF(CFS) = 1.00
TOTAL AREA(ACRES) = 94.7 TOTAL RUNOFF(CFS) = 69.09
TC(MIN.) = 55.20
**************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 55.20
RAINFALL INTENSITY(INCH/HR) = 0.91
TOTAL STREAM AREA(ACRES) = 94.72
PEAK FLOW RATE(CFS) AT CONFLUENCE = 69.09
**************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 41.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 811.00
UPSTREAM ELEVATION(FEET) = 1532.00
DOWNSTREAM ELEVATION(FEET) = 1526.00
ELEVATION DIFFERENCE(FEET) = 6.00
TC = 0.303*[( 811.00**3)/( 6.00)]**.2 = 11.786
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.641
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8808
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 7.65
TOTAL AREA(ACRES) = 5.29 TOTAL RUNOFF(CFS) = 7.65
**************************************************************************** FLOW PROCESS FROM NODE 41.00 TO NODE 14.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1526.00 DOWNSTREAM ELEVATION(FEET) = 1522.00 STREET LENGTH(FEET) = 1354.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.40 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.56
HALFSTREET FLOOD WIDTH(FEET) = 22.07
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.85
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.03
STREET FLOW TRAVEL TIME(MIN.) = 12.21 Tc(MIN.) = 23.99
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.252
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8764
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 1.37 SUBAREA RUNOFF(CFS) = 1.50
TOTAL AREA(ACRES) = 6.7 PEAK FLOW RATE(CFS) = 9.15
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.57 HALFSTREET FLOOD WIDTH(FEET) = 22.85 FLOW VELOCITY(FEET/SEC.) = 1.88 DEPTH*VELOCITY(FT*FT/SEC.) = 1.08 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 14.00 = 2165.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.252
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6642
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 8.99 SUBAREA RUNOFF(CFS) = 7.47
TOTAL AREA(ACRES) = 15.6 TOTAL RUNOFF(CFS) = 16.62
TC(MIN.) = 23.99
**************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 23.99
RAINFALL INTENSITY(INCH/HR) = 1.25
TOTAL STREAM AREA(ACRES) = 15.65
PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.62
**************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 14.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 897.00
UPSTREAM ELEVATION(FEET) = 1527.00
DOWNSTREAM ELEVATION(FEET) = 1522.00
ELEVATION DIFFERENCE(FEET) = 5.00
TC = 0.533*[( 897.00**3)/( 5.00)]**.2 = 22.818
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.276
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6675
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 7.21
TOTAL AREA(ACRES) = 8.47 TOTAL RUNOFF(CFS) = 7.21
**************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION(MIN.) = 22.82
RAINFALL INTENSITY(INCH/HR) = 1.28
TOTAL STREAM AREA(ACRES) = 8.47
PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.21
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 69.09 55.20 0.911 94.72
2 16.62 23.99 1.252 15.65
3 7.21 22.82 1.276 8.47
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. **************************************************************************
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 51.58 22.82 1.276
2 53.73 23.99 1.252
3 86.34 55.20 0.911
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 86.34 Tc(MIN.) = 55.20
TOTAL AREA(ACRES) = 118.8
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 14.00 = 6143.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1522.00 DOWNSTREAM ELEVATION(FEET) = 1518.06 STREET LENGTH(FEET) = 584.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 86.75 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.78
HALFSTREET FLOOD WIDTH(FEET) = 35.70
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.93
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 3.07
STREET FLOW TRAVEL TIME(MIN.) = 2.47 Tc(MIN.) = 57.67
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 0.896
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8702
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 1.04 SUBAREA RUNOFF(CFS) = 0.81
TOTAL AREA(ACRES) = 119.9 PEAK FLOW RATE(CFS) = 87.15
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.78 HALFSTREET FLOOD WIDTH(FEET) = 35.76 FLOW VELOCITY(FEET/SEC.) = 3.94 DEPTH*VELOCITY(FT*FT/SEC.) = 3.08 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 15.00 = 6727.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 61.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 292.00
UPSTREAM ELEVATION(FEET) = 1526.20
DOWNSTREAM ELEVATION(FEET) = 1522.29
ELEVATION DIFFERENCE(FEET) = 3.91
TC = 0.303*[( 292.00**3)/( 3.91)]**.2 = 6.956
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.006
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8837
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 5.85
TOTAL AREA(ACRES) = 3.30 TOTAL RUNOFF(CFS) = 5.85
**************************************************************************** FLOW PROCESS FROM NODE 61.00 TO NODE 62.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1519.20 DOWNSTREAM(FEET) = 1518.20 FLOW LENGTH(FEET) = 430.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.65
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.85
PIPE TRAVEL TIME(MIN.) = 1.96 Tc(MIN.) = 8.92
LONGEST FLOWPATH FROM NODE 60.00 TO NODE 62.00 = 722.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 62.00 TO NODE 62.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 8.92
RAINFALL INTENSITY(INCH/HR) = 1.83
TOTAL STREAM AREA(ACRES) = 3.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.85
**************************************************************************** FLOW PROCESS FROM NODE 70.00 TO NODE 62.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 452.00
UPSTREAM ELEVATION(FEET) = 1526.20
DOWNSTREAM ELEVATION(FEET) = 1520.20
ELEVATION DIFFERENCE(FEET) = 6.00
TC = 0.303*[( 452.00**3)/( 6.00)]**.2 = 8.299
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.876
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8828
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 10.28
TOTAL AREA(ACRES) = 6.21 TOTAL RUNOFF(CFS) = 10.28
**************************************************************************** FLOW PROCESS FROM NODE 62.00 TO NODE 62.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 8.30
RAINFALL INTENSITY(INCH/HR) = 1.88
TOTAL STREAM AREA(ACRES) = 6.21
PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.28
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 5.85 8.92 1.825 3.30
2 10.28 8.30 1.876 6.21
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. **************************************************************************
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 15.73 8.30 1.876
2 15.86 8.92 1.825
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 15.73 Tc(MIN.) = 8.30
TOTAL AREA(ACRES) = 9.5
LONGEST FLOWPATH FROM NODE 60.00 TO NODE 62.00 = 722.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 62.00 TO NODE 63.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1518.20 DOWNSTREAM(FEET) = 1515.88 FLOW LENGTH(FEET) = 433.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.30
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.73
PIPE TRAVEL TIME(MIN.) = 1.15 Tc(MIN.) = 9.45
LONGEST FLOWPATH FROM NODE 60.00 TO NODE 63.00 = 1155.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 63.00 TO NODE 63.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 9.45
RAINFALL INTENSITY(INCH/HR) = 1.79
TOTAL STREAM AREA(ACRES) = 9.51
PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.73
**************************************************************************** FLOW PROCESS FROM NODE 80.00 TO NODE 63.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 407.00
UPSTREAM ELEVATION(FEET) = 1523.79
DOWNSTREAM ELEVATION(FEET) = 1517.83
ELEVATION DIFFERENCE(FEET) = 5.96
TC = 0.303*[( 407.00**3)/( 5.96)]**.2 = 7.804
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.920
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8831
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 8.48
TOTAL AREA(ACRES) = 5.00 TOTAL RUNOFF(CFS) = 8.48
**************************************************************************** FLOW PROCESS FROM NODE 63.00 TO NODE 63.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 7.80
RAINFALL INTENSITY(INCH/HR) = 1.92
TOTAL STREAM AREA(ACRES) = 5.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.48
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 15.73 9.45 1.786 9.51
2 8.48 7.80 1.920 5.00
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. **************************************************************************
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 21.47 7.80 1.920
2 23.61 9.45 1.786
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 23.61 Tc(MIN.) = 9.45
TOTAL AREA(ACRES) = 14.5
LONGEST FLOWPATH FROM NODE 60.00 TO NODE 63.00 = 1155.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 63.00 TO NODE 15.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1515.88 DOWNSTREAM(FEET) = 1514.88 FLOW LENGTH(FEET) = 207.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.78
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 23.61
PIPE TRAVEL TIME(MIN.) = 0.51 Tc(MIN.) = 9.95
LONGEST FLOWPATH FROM NODE 60.00 TO NODE 15.00 = 1362.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 23.61 9.95 1.750 14.51
LONGEST FLOWPATH FROM NODE 60.00 TO NODE 15.00 = 1362.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 87.15 57.67 0.896 119.88
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 15.00 = 6727.00 FEET. *********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** ** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 38.66 9.95 1.750
2 99.24 57.67 0.896
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 99.24 Tc(MIN.) = 57.67
TOTAL AREA(ACRES) = 134.4
**************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1514.88 DOWNSTREAM(FEET) = 1512.92 FLOW LENGTH(FEET) = 161.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 42.0 INCH PIPE IS 29.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 13.66
ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 99.24
PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 57.87
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 16.00 = 6888.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 672.00
UPSTREAM ELEVATION(FEET) = 1534.00
DOWNSTREAM ELEVATION(FEET) = 1533.00
ELEVATION DIFFERENCE(FEET) = 1.00
TC = 0.303*[( 672.00**3)/( 1.00)]**.2 = 15.066
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.495
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8794
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 1.72
TOTAL AREA(ACRES) = 1.31 TOTAL RUNOFF(CFS) = 1.72
**************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1526.69 DOWNSTREAM(FEET) = 1520.80 FLOW LENGTH(FEET) = 1228.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.54
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.72
PIPE TRAVEL TIME(MIN.) = 5.78 Tc(MIN.) = 20.85
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 1900.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 20.85
RAINFALL INTENSITY(INCH/HR) = 1.32
TOTAL STREAM AREA(ACRES) = 1.31
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.72
**************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 111.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 688.00
UPSTREAM ELEVATION(FEET) = 1533.00
DOWNSTREAM ELEVATION(FEET) = 1528.00
ELEVATION DIFFERENCE(FEET) = 5.00
TC = 0.303*[( 688.00**3)/( 5.00)]**.2 = 11.075
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.681
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8812
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 1.78
TOTAL AREA(ACRES) = 1.20 TOTAL RUNOFF(CFS) = 1.78
**************************************************************************** FLOW PROCESS FROM NODE 111.00 TO NODE 102.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1528.00 DOWNSTREAM ELEVATION(FEET) = 1524.00 STREET LENGTH(FEET) = 566.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.47 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.36
HALFSTREET FLOOD WIDTH(FEET) = 10.98
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.94
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.70
STREET FLOW TRAVEL TIME(MIN.) = 4.86 Tc(MIN.) = 15.93
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.463
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8790
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 1.07 SUBAREA RUNOFF(CFS) = 1.38
TOTAL AREA(ACRES) = 2.3 PEAK FLOW RATE(CFS) = 3.15
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.30 FLOW VELOCITY(FEET/SEC.) = 2.04 DEPTH*VELOCITY(FT*FT/SEC.) = 0.78 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 102.00 = 1254.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 15.93
RAINFALL INTENSITY(INCH/HR) = 1.46
TOTAL STREAM AREA(ACRES) = 2.27
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.15
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 1.72 20.85 1.321 1.31
2 3.15 15.93 1.463 2.27
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. **************************************************************************
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 4.47 15.93 1.463
2 4.57 20.85 1.321
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 4.47 Tc(MIN.) = 15.93
TOTAL AREA(ACRES) = 3.6
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 1900.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1520.80 DOWNSTREAM(FEET) = 1520.45 FLOW LENGTH(FEET) = 51.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 15.0 INCH PIPE IS 10.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.11
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.47
PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 16.10
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 103.00 = 1951.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 121.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE)
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 944.00
UPSTREAM ELEVATION(FEET) = 1533.00
DOWNSTREAM ELEVATION(FEET) = 1526.00
ELEVATION DIFFERENCE(FEET) = 7.00
TC = 0.393*[( 944.00**3)/( 7.00)]**.2 = 16.215
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.453
SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7946
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 13.17
TOTAL AREA(ACRES) = 11.40 TOTAL RUNOFF(CFS) = 13.17
**************************************************************************** FLOW PROCESS FROM NODE 121.00 TO NODE 122.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1526.00 DOWNSTREAM ELEVATION(FEET) = 1525.50 STREET LENGTH(FEET) = 626.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 16.08 ***STREET FLOW SPLITS OVER STREET-CROWN***
FULL DEPTH(FEET) = 0.70 FLOOD WIDTH(FEET) = 31.58
FULL HALF-STREET VELOCITY(FEET/SEC.) = 1.16
SPLIT DEPTH(FEET) = 0.62 SPLIT FLOOD WIDTH(FEET) = 25.82 SPLIT FLOW(CFS) = 6.50 SPLIT VELOCITY(FEET/SEC.) = 1.06 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.70
HALFSTREET FLOOD WIDTH(FEET) = 31.58
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.16
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.81
STREET FLOW TRAVEL TIME(MIN.) = 8.99 Tc(MIN.) = 25.20
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.229
SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7805
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 6.08 SUBAREA RUNOFF(CFS) = 5.83
TOTAL AREA(ACRES) = 17.5 PEAK FLOW RATE(CFS) = 18.99
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.70 HALFSTREET FLOOD WIDTH(FEET) = 31.58 FLOW VELOCITY(FEET/SEC.) = 1.16 DEPTH*VELOCITY(FT*FT/SEC.) = 0.81 LONGEST FLOWPATH FROM NODE 120.00 TO NODE 122.00 = 1570.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 122.00 TO NODE 122.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 25.20
RAINFALL INTENSITY(INCH/HR) = 1.23
TOTAL STREAM AREA(ACRES) = 17.48
PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.99
**************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 131.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE)
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 975.00
UPSTREAM ELEVATION(FEET) = 1532.00
DOWNSTREAM ELEVATION(FEET) = 1527.00
ELEVATION DIFFERENCE(FEET) = 5.00
TC = 0.393*[( 975.00**3)/( 5.00)]**.2 = 17.683
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.406
SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7919
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 6.69
TOTAL AREA(ACRES) = 6.01 TOTAL RUNOFF(CFS) = 6.69
**************************************************************************** FLOW PROCESS FROM NODE 131.00 TO NODE 122.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1527.00 DOWNSTREAM ELEVATION(FEET) = 1525.50 STREET LENGTH(FEET) = 990.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 14.45 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.59
HALFSTREET FLOOD WIDTH(FEET) = 23.71
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.39
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.81
STREET FLOW TRAVEL TIME(MIN.) = 11.91 Tc(MIN.) = 29.59
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.156
SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7750
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 17.25 SUBAREA RUNOFF(CFS) = 15.45 TOTAL AREA(ACRES) = 23.3 PEAK FLOW RATE(CFS) = 22.14
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.66 HALFSTREET FLOOD WIDTH(FEET) = 28.01 FLOW VELOCITY(FEET/SEC.) = 1.54 DEPTH*VELOCITY(FT*FT/SEC.) = 1.02 LONGEST FLOWPATH FROM NODE 130.00 TO NODE 122.00 = 1965.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 122.00 TO NODE 122.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 29.59
RAINFALL INTENSITY(INCH/HR) = 1.16
TOTAL STREAM AREA(ACRES) = 23.26
PEAK FLOW RATE(CFS) AT CONFLUENCE = 22.14
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 18.99 25.20 1.229 17.48
2 22.14 29.59 1.156 23.26
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. **************************************************************************
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 37.86 25.20 1.229
2 40.01 29.59 1.156
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 40.01 Tc(MIN.) = 29.59
TOTAL AREA(ACRES) = 40.7
LONGEST FLOWPATH FROM NODE 130.00 TO NODE 122.00 = 1965.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 122.00 TO NODE 103.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1525.50 DOWNSTREAM ELEVATION(FEET) = 1524.13 STREET LENGTH(FEET) = 390.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 40.20 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.70
HALFSTREET FLOOD WIDTH(FEET) = 31.61
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.43
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.70
STREET FLOW TRAVEL TIME(MIN.) = 2.68 Tc(MIN.) = 32.26
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.118
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8744
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 0.39 SUBAREA RUNOFF(CFS) = 0.38
TOTAL AREA(ACRES) = 41.1 PEAK FLOW RATE(CFS) = 40.39
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.70 HALFSTREET FLOOD WIDTH(FEET) = 31.61 FLOW VELOCITY(FEET/SEC.) = 2.44 DEPTH*VELOCITY(FT*FT/SEC.) = 1.71 LONGEST FLOWPATH FROM NODE 130.00 TO NODE 103.00 = 2355.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 40.39 32.26 1.118 41.13
LONGEST FLOWPATH FROM NODE 130.00 TO NODE 103.00 = 2355.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 4.47 16.10 1.457 3.58
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 103.00 = 1951.00 FEET. *********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** ** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 24.62 16.10 1.457
2 43.82 32.26 1.118
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 43.82 Tc(MIN.) = 32.26
TOTAL AREA(ACRES) = 44.7
**************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 2 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1520.45 DOWNSTREAM(FEET) = 1517.99 FLOW LENGTH(FEET) = 660.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 39.0 INCH PIPE IS 27.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.16
ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 43.82
PIPE TRAVEL TIME(MIN.) = 1.54 Tc(MIN.) = 33.80
LONGEST FLOWPATH FROM NODE 130.00 TO NODE 104.00 = 3015.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 33.80
RAINFALL INTENSITY(INCH/HR) = 1.10
TOTAL STREAM AREA(ACRES) = 44.71
PEAK FLOW RATE(CFS) AT CONFLUENCE = 43.82
**************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 141.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE)
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 986.00
UPSTREAM ELEVATION(FEET) = 1526.00
DOWNSTREAM ELEVATION(FEET) = 1524.60
ELEVATION DIFFERENCE(FEET) = 1.40
TC = 0.393*[( 986.00**3)/( 1.40)]**.2 = 22.964
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.273
SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7835
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 4.18
TOTAL AREA(ACRES) = 4.19 TOTAL RUNOFF(CFS) = 4.18
**************************************************************************** FLOW PROCESS FROM NODE 141.00 TO NODE 104.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1524.60 DOWNSTREAM ELEVATION(FEET) = 1521.49 STREET LENGTH(FEET) = 774.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.88 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.46
HALFSTREET FLOOD WIDTH(FEET) = 16.68
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.82
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.84
STREET FLOW TRAVEL TIME(MIN.) = 7.08 Tc(MIN.) = 30.05
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.149
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8749
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 1.39 SUBAREA RUNOFF(CFS) = 1.40
TOTAL AREA(ACRES) = 5.6 PEAK FLOW RATE(CFS) = 5.58
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 17.62 FLOW VELOCITY(FEET/SEC.) = 1.88 DEPTH*VELOCITY(FT*FT/SEC.) = 0.90 LONGEST FLOWPATH FROM NODE 140.00 TO NODE 104.00 = 1760.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 30.05
RAINFALL INTENSITY(INCH/HR) = 1.15
TOTAL STREAM AREA(ACRES) = 5.58
PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.58
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 43.82 33.80 1.099 44.71
2 5.58 30.05 1.149 5.58
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. **************************************************************************
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 44.53 30.05 1.149
2 49.15 33.80 1.099
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 49.15 Tc(MIN.) = 33.80
TOTAL AREA(ACRES) = 50.3
LONGEST FLOWPATH FROM NODE 130.00 TO NODE 104.00 = 3015.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1517.99 DOWNSTREAM(FEET) = 1514.68 FLOW LENGTH(FEET) = 267.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 11.60
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 49.15
PIPE TRAVEL TIME(MIN.) = 0.38 Tc(MIN.) = 34.18
LONGEST FLOWPATH FROM NODE 130.00 TO NODE 105.00 = 3282.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 34.18
RAINFALL INTENSITY(INCH/HR) = 1.09
TOTAL STREAM AREA(ACRES) = 50.29
PEAK FLOW RATE(CFS) AT CONFLUENCE = 49.15
**************************************************************************** FLOW PROCESS FROM NODE 150.00 TO NODE 151.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 304.00
UPSTREAM ELEVATION(FEET) = 1522.00
DOWNSTREAM ELEVATION(FEET) = 1520.02
ELEVATION DIFFERENCE(FEET) = 1.98
TC = 0.303*[( 304.00**3)/( 1.98)]**.2 = 8.165
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.888
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8828
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 0.75
TOTAL AREA(ACRES) = 0.45 TOTAL RUNOFF(CFS) = 0.75
**************************************************************************** FLOW PROCESS FROM NODE 151.00 TO NODE 105.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1516.32 DOWNSTREAM(FEET) = 1514.68 FLOW LENGTH(FEET) = 24.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 6.0 INCH PIPE IS 2.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.82
ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.75
PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 8.22
LONGEST FLOWPATH FROM NODE 150.00 TO NODE 105.00 = 328.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 8.22
RAINFALL INTENSITY(INCH/HR) = 1.88
TOTAL STREAM AREA(ACRES) = 0.45
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.75
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 49.15 34.18 1.094 50.29
2 0.75 8.22 1.883 0.45
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. **************************************************************************
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 12.56 8.22 1.883
2 49.59 34.18 1.094
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 49.59 Tc(MIN.) = 34.18
TOTAL AREA(ACRES) = 50.7
LONGEST FLOWPATH FROM NODE 130.00 TO NODE 105.00 = 3282.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 16.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1514.68 DOWNSTREAM(FEET) = 1512.92 FLOW LENGTH(FEET) = 324.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 36.0 INCH PIPE IS 28.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.35
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 49.59
PIPE TRAVEL TIME(MIN.) = 0.65 Tc(MIN.) = 34.83
LONGEST FLOWPATH FROM NODE 130.00 TO NODE 16.00 = 3606.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.086
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8739
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 0.77 SUBAREA RUNOFF(CFS) = 0.73
TOTAL AREA(ACRES) = 51.5 TOTAL RUNOFF(CFS) = 50.32
TC(MIN.) = 34.83
**************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 50.32 34.83 1.086 51.51
LONGEST FLOWPATH FROM NODE 130.00 TO NODE 16.00 = 3606.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 99.24 57.87 0.895 134.39
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 16.00 = 6888.00 FEET. *********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** ** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 110.05 34.83 1.086
2 140.71 57.87 0.895
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 140.71 Tc(MIN.) = 57.87
TOTAL AREA(ACRES) = 185.9
============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 185.9 TC(MIN.) = 57.87
PEAK FLOW RATE(CFS) = 140.71
============================================================================ ============================================================================
END OF RATIONAL METHOD ANALYSIS
____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982-2016 Advanced Engineering Software (aes) (Rational Tabling Version 23.0)
Release Date: 07/01/2016 License ID 1334
Analysis prepared by:
************************** DESCRIPTION OF STUDY ************************** * SP8950 SAN JACINTO *
* OFFSITE RUN-ON RATIONAL METHOD *
* 100-YEAR STORM EVENT PJ *
************************************************************************** FILE NAME: SJ100RO.DAT
TIME/DATE OF STUDY: 06:30 09/07/2023
---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 6.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 1.730
10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.874
100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.490
100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.760
SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.3810757
SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.3820757
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.760 SLOPE OF INTENSITY DURATION CURVE = 0.3821
RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL
AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
=== ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
**************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE)
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 962.00
UPSTREAM ELEVATION(FEET) = 1556.00
DOWNSTREAM ELEVATION(FEET) = 1551.00
ELEVATION DIFFERENCE(FEET) = 5.00
TC = 0.393*[( 962.00**3)/( 5.00)]**.2 = 17.541
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.816
SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6743
SOIL CLASSIFICATION IS "A"
SUBAREA RUNOFF(CFS) = 10.18
TOTAL AREA(ACRES) = 5.36 TOTAL RUNOFF(CFS) = 10.18
**************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.816
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4486
SOIL CLASSIFICATION IS "A"
SUBAREA AREA(ACRES) = 0.48 SUBAREA RUNOFF(CFS) = 0.61
TOTAL AREA(ACRES) = 5.8 TOTAL RUNOFF(CFS) = 10.78
TC(MIN.) = 17.54
**************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1551.00 DOWNSTREAM ELEVATION(FEET) = 1535.00 STREET LENGTH(FEET) = 2683.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 13.43 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.48
HALFSTREET FLOOD WIDTH(FEET) = 17.54
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.28
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.09
STREET FLOW TRAVEL TIME(MIN.) = 19.59 Tc(MIN.) = 37.13
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.114
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8844
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 2.83 SUBAREA RUNOFF(CFS) = 5.29
TOTAL AREA(ACRES) = 8.7 PEAK FLOW RATE(CFS) = 16.07
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 18.87 FLOW VELOCITY(FEET/SEC.) = 2.38 DEPTH*VELOCITY(FT*FT/SEC.) = 1.19 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 3645.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.114
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7437
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 3.02 SUBAREA RUNOFF(CFS) = 4.75
TOTAL AREA(ACRES) = 11.7 TOTAL RUNOFF(CFS) = 20.82
TC(MIN.) = 37.13
**************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.114
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .3846
SOIL CLASSIFICATION IS "A"
SUBAREA AREA(ACRES) = 2.19 SUBAREA RUNOFF(CFS) = 1.78
TOTAL AREA(ACRES) = 13.9 TOTAL RUNOFF(CFS) = 22.60
TC(MIN.) = 37.13
**************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.114
SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8218
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 16.39 SUBAREA RUNOFF(CFS) = 28.48 TOTAL AREA(ACRES) = 30.3 TOTAL RUNOFF(CFS) = 51.08
TC(MIN.) = 37.13
**************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.114
SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6423
SOIL CLASSIFICATION IS "A"
SUBAREA AREA(ACRES) = 7.89 SUBAREA RUNOFF(CFS) = 10.71
TOTAL AREA(ACRES) = 38.2 TOTAL RUNOFF(CFS) = 61.80
TC(MIN.) = 37.13
**************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 37.13
RAINFALL INTENSITY(INCH/HR) = 2.11
TOTAL STREAM AREA(ACRES) = 38.16
PEAK FLOW RATE(CFS) AT CONFLUENCE = 61.80
**************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE)
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 972.00
UPSTREAM ELEVATION(FEET) = 1536.50
DOWNSTREAM ELEVATION(FEET) = 1536.00
ELEVATION DIFFERENCE(FEET) = 0.50
TC = 0.393*[( 972.00**3)/( 0.50)]**.2 = 27.974
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.356
SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8286
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 9.95
TOTAL AREA(ACRES) = 5.10 TOTAL RUNOFF(CFS) = 9.95
**************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 12.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1536.00 DOWNSTREAM ELEVATION(FEET) = 1535.00 STREET LENGTH(FEET) = 238.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 15.57 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.52
HALFSTREET FLOOD WIDTH(FEET) = 19.96
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.07
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.08
STREET FLOW TRAVEL TIME(MIN.) = 1.91 Tc(MIN.) = 29.89
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.297
SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8270
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 5.91 SUBAREA RUNOFF(CFS) = 11.23
TOTAL AREA(ACRES) = 11.0 PEAK FLOW RATE(CFS) = 21.18
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.57 HALFSTREET FLOOD WIDTH(FEET) = 22.62 FLOW VELOCITY(FEET/SEC.) = 2.22 DEPTH*VELOCITY(FT*FT/SEC.) = 1.26 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 12.00 = 1210.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 29.89
RAINFALL INTENSITY(INCH/HR) = 2.30
TOTAL STREAM AREA(ACRES) = 11.01
PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.18
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 61.80 37.13 2.114 38.16
2 21.18 29.89 2.297 11.01
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. **************************************************************************
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 70.92 29.89 2.297
2 81.29 37.13 2.114
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 81.29 Tc(MIN.) = 37.13
TOTAL AREA(ACRES) = 49.2
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 3645.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1535.00 DOWNSTREAM ELEVATION(FEET) = 1526.00 STREET LENGTH(FEET) = 1584.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 84.34 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.79
HALFSTREET FLOOD WIDTH(FEET) = 36.31
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.68
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.92
STREET FLOW TRAVEL TIME(MIN.) = 7.18 Tc(MIN.) = 44.31
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.976
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8835
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 3.49 SUBAREA RUNOFF(CFS) = 6.09
TOTAL AREA(ACRES) = 52.7 PEAK FLOW RATE(CFS) = 87.39
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.80 HALFSTREET FLOOD WIDTH(FEET) = 36.68 FLOW VELOCITY(FEET/SEC.) = 3.72 DEPTH*VELOCITY(FT*FT/SEC.) = 2.98 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 5229.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.976
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7348
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 2.75 SUBAREA RUNOFF(CFS) = 3.99
TOTAL AREA(ACRES) = 55.4 TOTAL RUNOFF(CFS) = 91.38
TC(MIN.) = 44.31
**************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.976
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7348
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 5.33 SUBAREA RUNOFF(CFS) = 7.74
TOTAL AREA(ACRES) = 60.7 TOTAL RUNOFF(CFS) = 99.12
TC(MIN.) = 44.31
**************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.976
APARTMENT DEVELOPMENT RUNOFF COEFFICIENT = .8670
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 2.23 SUBAREA RUNOFF(CFS) = 3.82
TOTAL AREA(ACRES) = 63.0 TOTAL RUNOFF(CFS) = 102.94
TC(MIN.) = 44.31
**************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.976
SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8174
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 10.26 SUBAREA RUNOFF(CFS) = 16.57 TOTAL AREA(ACRES) = 73.2 TOTAL RUNOFF(CFS) = 119.51
TC(MIN.) = 44.31
**************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 44.31
RAINFALL INTENSITY(INCH/HR) = 1.98
TOTAL STREAM AREA(ACRES) = 73.23
PEAK FLOW RATE(CFS) AT CONFLUENCE = 119.51
**************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 31.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE)
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 978.00
UPSTREAM ELEVATION(FEET) = 1533.00
DOWNSTREAM ELEVATION(FEET) = 1532.00
ELEVATION DIFFERENCE(FEET) = 1.00
TC = 0.393*[( 978.00**3)/( 1.00)]**.2 = 24.443
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.480
SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8316
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 12.54
TOTAL AREA(ACRES) = 6.08 TOTAL RUNOFF(CFS) = 12.54
**************************************************************************** FLOW PROCESS FROM NODE 31.00 TO NODE 13.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1532.00 DOWNSTREAM ELEVATION(FEET) = 1526.00 STREET LENGTH(FEET) = 2198.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 22.69 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.61
HALFSTREET FLOOD WIDTH(FEET) = 25.27
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.92
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.18
STREET FLOW TRAVEL TIME(MIN.) = 19.04 Tc(MIN.) = 43.48
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.990
SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8179
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 12.41 SUBAREA RUNOFF(CFS) = 20.20 TOTAL AREA(ACRES) = 18.5 PEAK FLOW RATE(CFS) = 32.74
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.68 HALFSTREET FLOOD WIDTH(FEET) = 29.88 FLOW VELOCITY(FEET/SEC.) = 2.11 DEPTH*VELOCITY(FT*FT/SEC.) = 1.44 LONGEST FLOWPATH FROM NODE 30.00 TO NODE 13.00 = 3176.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 43.48
RAINFALL INTENSITY(INCH/HR) = 1.99
TOTAL STREAM AREA(ACRES) = 18.49
PEAK FLOW RATE(CFS) AT CONFLUENCE = 32.74
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 119.51 44.31 1.976 73.23
2 32.74 43.48 1.990 18.49
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. **************************************************************************
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 150.03 43.48 1.990
2 152.02 44.31 1.976
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 152.02 Tc(MIN.) = 44.31
TOTAL AREA(ACRES) = 91.7
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 5229.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1526.00 DOWNSTREAM ELEVATION(FEET) = 1522.00 STREET LENGTH(FEET) = 914.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 153.03 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.98
HALFSTREET FLOOD WIDTH(FEET) = 45.71
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.99
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 3.91
STREET FLOW TRAVEL TIME(MIN.) = 3.82 Tc(MIN.) = 48.13
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.915
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8830
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 1.19 SUBAREA RUNOFF(CFS) = 2.01
TOTAL AREA(ACRES) = 92.9 PEAK FLOW RATE(CFS) = 154.03
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.98 HALFSTREET FLOOD WIDTH(FEET) = 45.83 FLOW VELOCITY(FEET/SEC.) = 3.99 DEPTH*VELOCITY(FT*FT/SEC.) = 3.93 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 14.00 = 6143.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.915
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7304
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 1.81 SUBAREA RUNOFF(CFS) = 2.53
TOTAL AREA(ACRES) = 94.7 TOTAL RUNOFF(CFS) = 156.56
TC(MIN.) = 48.13
**************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 48.13
RAINFALL INTENSITY(INCH/HR) = 1.91
TOTAL STREAM AREA(ACRES) = 94.72
PEAK FLOW RATE(CFS) AT CONFLUENCE = 156.56
**************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 41.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 811.00
UPSTREAM ELEVATION(FEET) = 1532.00
DOWNSTREAM ELEVATION(FEET) = 1526.00
ELEVATION DIFFERENCE(FEET) = 6.00
TC = 0.303*[( 811.00**3)/( 6.00)]**.2 = 11.786
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.278
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8893
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 15.42
TOTAL AREA(ACRES) = 5.29 TOTAL RUNOFF(CFS) = 15.42
**************************************************************************** FLOW PROCESS FROM NODE 41.00 TO NODE 14.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1526.00 DOWNSTREAM ELEVATION(FEET) = 1522.00 STREET LENGTH(FEET) = 1354.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 16.99 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.68
HALFSTREET FLOOD WIDTH(FEET) = 29.88
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.19
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.49
STREET FLOW TRAVEL TIME(MIN.) = 10.31 Tc(MIN.) = 22.10
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.578
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8868
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 1.37 SUBAREA RUNOFF(CFS) = 3.13
TOTAL AREA(ACRES) = 6.7 PEAK FLOW RATE(CFS) = 18.55
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.70 HALFSTREET FLOOD WIDTH(FEET) = 31.58 FLOW VELOCITY(FEET/SEC.) = 2.23 DEPTH*VELOCITY(FT*FT/SEC.) = 1.56 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 14.00 = 2165.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.578
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7676
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 8.99 SUBAREA RUNOFF(CFS) = 17.79
TOTAL AREA(ACRES) = 15.6 TOTAL RUNOFF(CFS) = 36.34
TC(MIN.) = 22.10
**************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 22.10
RAINFALL INTENSITY(INCH/HR) = 2.58
TOTAL STREAM AREA(ACRES) = 15.65
PEAK FLOW RATE(CFS) AT CONFLUENCE = 36.34
**************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 14.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 897.00
UPSTREAM ELEVATION(FEET) = 1527.00
DOWNSTREAM ELEVATION(FEET) = 1522.00
ELEVATION DIFFERENCE(FEET) = 5.00
TC = 0.533*[( 897.00**3)/( 5.00)]**.2 = 22.818
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.546
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7663
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 16.53
TOTAL AREA(ACRES) = 8.47 TOTAL RUNOFF(CFS) = 16.53
**************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION(MIN.) = 22.82
RAINFALL INTENSITY(INCH/HR) = 2.55
TOTAL STREAM AREA(ACRES) = 8.47
PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.53
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 156.56 48.13 1.915 94.72
2 36.34 22.10 2.578 15.65
3 16.53 22.82 2.546 8.47
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. **************************************************************************
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 124.24 22.10 2.578
2 126.66 22.82 2.546
3 195.98 48.13 1.915
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 195.98 Tc(MIN.) = 48.13
TOTAL AREA(ACRES) = 118.8
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 14.00 = 6143.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1522.00 DOWNSTREAM ELEVATION(FEET) = 1518.06 STREET LENGTH(FEET) = 584.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 196.85 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.99
HALFSTREET FLOOD WIDTH(FEET) = 46.26
AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.00
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 4.96
STREET FLOW TRAVEL TIME(MIN.) = 1.95 Tc(MIN.) = 50.07
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.886
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8828
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 1.04 SUBAREA RUNOFF(CFS) = 1.73
TOTAL AREA(ACRES) = 119.9 PEAK FLOW RATE(CFS) = 197.71
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.99 HALFSTREET FLOOD WIDTH(FEET) = 46.32 FLOW VELOCITY(FEET/SEC.) = 5.01 DEPTH*VELOCITY(FT*FT/SEC.) = 4.97 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 15.00 = 6727.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 61.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 292.00
UPSTREAM ELEVATION(FEET) = 1526.20
DOWNSTREAM ELEVATION(FEET) = 1522.29
ELEVATION DIFFERENCE(FEET) = 3.91
TC = 0.303*[( 292.00**3)/( 3.91)]**.2 = 6.956
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.009
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8910
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 11.79
TOTAL AREA(ACRES) = 3.30 TOTAL RUNOFF(CFS) = 11.79
**************************************************************************** FLOW PROCESS FROM NODE 61.00 TO NODE 62.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1519.20 DOWNSTREAM(FEET) = 1518.20 FLOW LENGTH(FEET) = 430.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.35
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.79
PIPE TRAVEL TIME(MIN.) = 1.65 Tc(MIN.) = 8.61
LONGEST FLOWPATH FROM NODE 60.00 TO NODE 62.00 = 722.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 62.00 TO NODE 62.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 8.61
RAINFALL INTENSITY(INCH/HR) = 3.70
TOTAL STREAM AREA(ACRES) = 3.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.79
**************************************************************************** FLOW PROCESS FROM NODE 70.00 TO NODE 62.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 452.00
UPSTREAM ELEVATION(FEET) = 1526.20
DOWNSTREAM ELEVATION(FEET) = 1520.20
ELEVATION DIFFERENCE(FEET) = 6.00
TC = 0.303*[( 452.00**3)/( 6.00)]**.2 = 8.299
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.748
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8905
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 20.72
TOTAL AREA(ACRES) = 6.21 TOTAL RUNOFF(CFS) = 20.72
**************************************************************************** FLOW PROCESS FROM NODE 62.00 TO NODE 62.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 8.30
RAINFALL INTENSITY(INCH/HR) = 3.75
TOTAL STREAM AREA(ACRES) = 6.21
PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.72
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 11.79 8.61 3.696 3.30
2 20.72 8.30 3.748 6.21
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. **************************************************************************
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 32.09 8.30 3.748
2 32.23 8.61 3.696
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 32.09 Tc(MIN.) = 8.30
TOTAL AREA(ACRES) = 9.5
LONGEST FLOWPATH FROM NODE 60.00 TO NODE 62.00 = 722.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 62.00 TO NODE 63.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1518.20 DOWNSTREAM(FEET) = 1515.88 FLOW LENGTH(FEET) = 433.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.61
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 32.09
PIPE TRAVEL TIME(MIN.) = 0.95 Tc(MIN.) = 9.25
LONGEST FLOWPATH FROM NODE 60.00 TO NODE 63.00 = 1155.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 63.00 TO NODE 63.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 9.25
RAINFALL INTENSITY(INCH/HR) = 3.60
TOTAL STREAM AREA(ACRES) = 9.51
PEAK FLOW RATE(CFS) AT CONFLUENCE = 32.09
**************************************************************************** FLOW PROCESS FROM NODE 80.00 TO NODE 63.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 407.00
UPSTREAM ELEVATION(FEET) = 1523.79
DOWNSTREAM ELEVATION(FEET) = 1517.83
ELEVATION DIFFERENCE(FEET) = 5.96
TC = 0.303*[( 407.00**3)/( 5.96)]**.2 = 7.804
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.837
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8907
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 17.09
TOTAL AREA(ACRES) = 5.00 TOTAL RUNOFF(CFS) = 17.09
**************************************************************************** FLOW PROCESS FROM NODE 63.00 TO NODE 63.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 7.80
RAINFALL INTENSITY(INCH/HR) = 3.84
TOTAL STREAM AREA(ACRES) = 5.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 17.09
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 32.09 9.25 3.596 9.51
2 17.09 7.80 3.837 5.00
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. **************************************************************************
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 44.17 7.80 3.837
2 48.11 9.25 3.596
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 48.11 Tc(MIN.) = 9.25
TOTAL AREA(ACRES) = 14.5
LONGEST FLOWPATH FROM NODE 60.00 TO NODE 63.00 = 1155.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 63.00 TO NODE 15.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1515.88 DOWNSTREAM(FEET) = 1514.88 FLOW LENGTH(FEET) = 207.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 36.0 INCH PIPE IS 29.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.89
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 48.11
PIPE TRAVEL TIME(MIN.) = 0.44 Tc(MIN.) = 9.68
LONGEST FLOWPATH FROM NODE 60.00 TO NODE 15.00 = 1362.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 48.11 9.68 3.533 14.51
LONGEST FLOWPATH FROM NODE 60.00 TO NODE 15.00 = 1362.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 197.71 50.07 1.886 119.88
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 15.00 = 6727.00 FEET. *********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** ** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 86.34 9.68 3.533
2 223.39 50.07 1.886
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 223.39 Tc(MIN.) = 50.07
TOTAL AREA(ACRES) = 134.4
**************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1514.88 DOWNSTREAM(FEET) = 1512.92 FLOW LENGTH(FEET) = 161.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 54.0 INCH PIPE IS 43.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 16.41
ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 223.39
PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 50.24
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 16.00 = 6888.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 672.00
UPSTREAM ELEVATION(FEET) = 1534.00
DOWNSTREAM ELEVATION(FEET) = 1533.00
ELEVATION DIFFERENCE(FEET) = 1.00
TC = 0.303*[( 672.00**3)/( 1.00)]**.2 = 15.066
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.984
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8883
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 3.47
TOTAL AREA(ACRES) = 1.31 TOTAL RUNOFF(CFS) = 3.47
**************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1526.69 DOWNSTREAM(FEET) = 1520.80 FLOW LENGTH(FEET) = 1228.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 15.0 INCH PIPE IS 9.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.21
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.47
PIPE TRAVEL TIME(MIN.) = 4.86 Tc(MIN.) = 19.93
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 1900.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 19.93
RAINFALL INTENSITY(INCH/HR) = 2.68
TOTAL STREAM AREA(ACRES) = 1.31
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.47
**************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 111.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 688.00
UPSTREAM ELEVATION(FEET) = 1533.00
DOWNSTREAM ELEVATION(FEET) = 1528.00
ELEVATION DIFFERENCE(FEET) = 5.00
TC = 0.303*[( 688.00**3)/( 5.00)]**.2 = 11.075
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.356
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8895
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 3.58
TOTAL AREA(ACRES) = 1.20 TOTAL RUNOFF(CFS) = 3.58
**************************************************************************** FLOW PROCESS FROM NODE 111.00 TO NODE 102.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1528.00 DOWNSTREAM ELEVATION(FEET) = 1524.00 STREET LENGTH(FEET) = 566.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.00 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.43
HALFSTREET FLOOD WIDTH(FEET) = 14.96
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.28
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.98
STREET FLOW TRAVEL TIME(MIN.) = 4.14 Tc(MIN.) = 15.21
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.973
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8883
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 1.07 SUBAREA RUNOFF(CFS) = 2.83
TOTAL AREA(ACRES) = 2.3 PEAK FLOW RATE(CFS) = 6.41
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 16.60 FLOW VELOCITY(FEET/SEC.) = 2.41 DEPTH*VELOCITY(FT*FT/SEC.) = 1.11 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 102.00 = 1254.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 15.21
RAINFALL INTENSITY(INCH/HR) = 2.97
TOTAL STREAM AREA(ACRES) = 2.27
PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.41
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 3.47 19.93 2.682 1.31
2 6.41 15.21 2.973 2.27
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. **************************************************************************
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 9.06 15.21 2.973
2 9.25 19.93 2.682
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 9.06 Tc(MIN.) = 15.21
TOTAL AREA(ACRES) = 3.6
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 1900.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1520.80 DOWNSTREAM(FEET) = 1520.45 FLOW LENGTH(FEET) = 51.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.92
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.06
PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 15.36
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 103.00 = 1951.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 121.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE)
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 944.00
UPSTREAM ELEVATION(FEET) = 1533.00
DOWNSTREAM ELEVATION(FEET) = 1526.00
ELEVATION DIFFERENCE(FEET) = 7.00
TC = 0.393*[( 944.00**3)/( 7.00)]**.2 = 16.215
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.901
SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8402
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 27.79
TOTAL AREA(ACRES) = 11.40 TOTAL RUNOFF(CFS) = 27.79
**************************************************************************** FLOW PROCESS FROM NODE 121.00 TO NODE 122.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1526.00 DOWNSTREAM ELEVATION(FEET) = 1525.50 STREET LENGTH(FEET) = 626.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 34.16 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.81
HALFSTREET FLOOD WIDTH(FEET) = 37.17
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.41
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.14
STREET FLOW TRAVEL TIME(MIN.) = 7.39 Tc(MIN.) = 23.60
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.514
SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8324
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 6.08 SUBAREA RUNOFF(CFS) = 12.72
TOTAL AREA(ACRES) = 17.5 PEAK FLOW RATE(CFS) = 40.51
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.85 HALFSTREET FLOOD WIDTH(FEET) = 39.12 FLOW VELOCITY(FEET/SEC.) = 1.49 DEPTH*VELOCITY(FT*FT/SEC.) = 1.27 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 626.0 FT WITH ELEVATION-DROP = 0.5 FT, IS 13.2 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 122.00 LONGEST FLOWPATH FROM NODE 120.00 TO NODE 122.00 = 1570.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 122.00 TO NODE 122.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 23.60
RAINFALL INTENSITY(INCH/HR) = 2.51
TOTAL STREAM AREA(ACRES) = 17.48
PEAK FLOW RATE(CFS) AT CONFLUENCE = 40.51
**************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 131.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE)
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 975.00
UPSTREAM ELEVATION(FEET) = 1532.00
DOWNSTREAM ELEVATION(FEET) = 1527.00
ELEVATION DIFFERENCE(FEET) = 5.00
TC = 0.393*[( 975.00**3)/( 5.00)]**.2 = 17.683
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.807
SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8385
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 14.15
TOTAL AREA(ACRES) = 6.01 TOTAL RUNOFF(CFS) = 14.15
**************************************************************************** FLOW PROCESS FROM NODE 131.00 TO NODE 122.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1527.00 DOWNSTREAM ELEVATION(FEET) = 1525.50 STREET LENGTH(FEET) = 990.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 31.21 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.73
HALFSTREET FLOOD WIDTH(FEET) = 33.02
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.70
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.24
STREET FLOW TRAVEL TIME(MIN.) = 9.71 Tc(MIN.) = 27.39
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.375
SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8291
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 17.25 SUBAREA RUNOFF(CFS) = 33.96 TOTAL AREA(ACRES) = 23.3 PEAK FLOW RATE(CFS) = 48.11
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.81 HALFSTREET FLOOD WIDTH(FEET) = 37.41 FLOW VELOCITY(FEET/SEC.) = 1.96 DEPTH*VELOCITY(FT*FT/SEC.) = 1.60 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 990.0 FT WITH ELEVATION-DROP = 1.5 FT, IS 36.7 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 122.00 LONGEST FLOWPATH FROM NODE 130.00 TO NODE 122.00 = 1965.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 122.00 TO NODE 122.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 27.39
RAINFALL INTENSITY(INCH/HR) = 2.37
TOTAL STREAM AREA(ACRES) = 23.26
PEAK FLOW RATE(CFS) AT CONFLUENCE = 48.11
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 40.51 23.60 2.514 17.48
2 48.11 27.39 2.375 23.26
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. **************************************************************************
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 81.97 23.60 2.514
2 86.38 27.39 2.375
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 86.38 Tc(MIN.) = 27.39
TOTAL AREA(ACRES) = 40.7
LONGEST FLOWPATH FROM NODE 130.00 TO NODE 122.00 = 1965.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 122.00 TO NODE 103.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1525.50 DOWNSTREAM ELEVATION(FEET) = 1524.13 STREET LENGTH(FEET) = 390.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 86.78 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.86
HALFSTREET FLOOD WIDTH(FEET) = 39.43
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.14
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.68
STREET FLOW TRAVEL TIME(MIN.) = 2.07 Tc(MIN.) = 29.46
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.310
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8855
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 0.39 SUBAREA RUNOFF(CFS) = 0.80
TOTAL AREA(ACRES) = 41.1 PEAK FLOW RATE(CFS) = 87.18
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.86 HALFSTREET FLOOD WIDTH(FEET) = 39.43 FLOW VELOCITY(FEET/SEC.) = 3.15 DEPTH*VELOCITY(FT*FT/SEC.) = 2.70 LONGEST FLOWPATH FROM NODE 130.00 TO NODE 103.00 = 2355.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 87.18 29.46 2.310 41.13
LONGEST FLOWPATH FROM NODE 130.00 TO NODE 103.00 = 2355.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 9.06 15.36 2.962 3.58
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 103.00 = 1951.00 FEET. *********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** ** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 54.50 15.36 2.962
2 94.24 29.46 2.310
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 94.24 Tc(MIN.) = 29.46
TOTAL AREA(ACRES) = 44.7
**************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 2 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1520.45 DOWNSTREAM(FEET) = 1517.99 FLOW LENGTH(FEET) = 660.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 51.0 INCH PIPE IS 36.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.63
ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 94.24
PIPE TRAVEL TIME(MIN.) = 1.27 Tc(MIN.) = 30.74
LONGEST FLOWPATH FROM NODE 130.00 TO NODE 104.00 = 3015.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 30.74
RAINFALL INTENSITY(INCH/HR) = 2.27
TOTAL STREAM AREA(ACRES) = 44.71
PEAK FLOW RATE(CFS) AT CONFLUENCE = 94.24
**************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 141.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE)
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 986.00
UPSTREAM ELEVATION(FEET) = 1526.00
DOWNSTREAM ELEVATION(FEET) = 1524.60
ELEVATION DIFFERENCE(FEET) = 1.40
TC = 0.393*[( 986.00**3)/( 1.40)]**.2 = 22.964
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.540
SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8330
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 8.87
TOTAL AREA(ACRES) = 4.19 TOTAL RUNOFF(CFS) = 8.87
**************************************************************************** FLOW PROCESS FROM NODE 141.00 TO NODE 104.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1524.60 DOWNSTREAM ELEVATION(FEET) = 1521.49 STREET LENGTH(FEET) = 774.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 10.30 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.57
HALFSTREET FLOOD WIDTH(FEET) = 22.54
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.18
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.23
STREET FLOW TRAVEL TIME(MIN.) = 5.93 Tc(MIN.) = 28.89
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.327
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8856
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 1.39 SUBAREA RUNOFF(CFS) = 2.86
TOTAL AREA(ACRES) = 5.6 PEAK FLOW RATE(CFS) = 11.73
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.59 HALFSTREET FLOOD WIDTH(FEET) = 23.71 FLOW VELOCITY(FEET/SEC.) = 2.25 DEPTH*VELOCITY(FT*FT/SEC.) = 1.32 LONGEST FLOWPATH FROM NODE 140.00 TO NODE 104.00 = 1760.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 28.89
RAINFALL INTENSITY(INCH/HR) = 2.33
TOTAL STREAM AREA(ACRES) = 5.58
PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.73
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 94.24 30.74 2.272 44.71
2 11.73 28.89 2.327 5.58
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. **************************************************************************
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 100.30 28.89 2.327
2 105.70 30.74 2.272
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 105.70 Tc(MIN.) = 30.74
TOTAL AREA(ACRES) = 50.3
LONGEST FLOWPATH FROM NODE 130.00 TO NODE 104.00 = 3015.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1517.99 DOWNSTREAM(FEET) = 1514.68 FLOW LENGTH(FEET) = 267.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 42.0 INCH PIPE IS 31.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 13.89
ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 105.70
PIPE TRAVEL TIME(MIN.) = 0.32 Tc(MIN.) = 31.06
LONGEST FLOWPATH FROM NODE 130.00 TO NODE 105.00 = 3282.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 31.06
RAINFALL INTENSITY(INCH/HR) = 2.26
TOTAL STREAM AREA(ACRES) = 50.29
PEAK FLOW RATE(CFS) AT CONFLUENCE = 105.70
**************************************************************************** FLOW PROCESS FROM NODE 150.00 TO NODE 151.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 304.00
UPSTREAM ELEVATION(FEET) = 1522.00
DOWNSTREAM ELEVATION(FEET) = 1520.02
ELEVATION DIFFERENCE(FEET) = 1.98
TC = 0.303*[( 304.00**3)/( 1.98)]**.2 = 8.165
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.771
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8905
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 1.51
TOTAL AREA(ACRES) = 0.45 TOTAL RUNOFF(CFS) = 1.51
**************************************************************************** FLOW PROCESS FROM NODE 151.00 TO NODE 105.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1516.32 DOWNSTREAM(FEET) = 1514.68 FLOW LENGTH(FEET) = 24.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 6.0 INCH PIPE IS 4.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.99
ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.51
PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 8.21
LONGEST FLOWPATH FROM NODE 150.00 TO NODE 105.00 = 328.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 8.21
RAINFALL INTENSITY(INCH/HR) = 3.76
TOTAL STREAM AREA(ACRES) = 0.45
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.51
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 105.70 31.06 2.263 50.29
2 1.51 8.21 3.763 0.45
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. **************************************************************************
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 29.45 8.21 3.763
2 106.61 31.06 2.263
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 106.61 Tc(MIN.) = 31.06
TOTAL AREA(ACRES) = 50.7
LONGEST FLOWPATH FROM NODE 130.00 TO NODE 105.00 = 3282.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 16.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1514.68 DOWNSTREAM(FEET) = 1512.92 FLOW LENGTH(FEET) = 324.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 48.0 INCH PIPE IS 37.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 10.12
ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 106.61
PIPE TRAVEL TIME(MIN.) = 0.53 Tc(MIN.) = 31.59
LONGEST FLOWPATH FROM NODE 130.00 TO NODE 16.00 = 3606.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.249
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8851
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 0.77 SUBAREA RUNOFF(CFS) = 1.53
TOTAL AREA(ACRES) = 51.5 TOTAL RUNOFF(CFS) = 108.14
TC(MIN.) = 31.59
**************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 108.14 31.59 2.249 51.51
LONGEST FLOWPATH FROM NODE 130.00 TO NODE 16.00 = 3606.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 223.39 50.24 1.884 134.39
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 16.00 = 6888.00 FEET. *********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** ** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 248.62 31.59 2.249
2 313.97 50.24 1.884
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 313.97 Tc(MIN.) = 50.24
TOTAL AREA(ACRES) = 185.9
============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 185.9 TC(MIN.) = 50.24
PEAK FLOW RATE(CFS) = 313.97
============================================================================ ============================================================================
END OF RATIONAL METHOD ANALYSIS
The Magnet
San Jacinto, California
Hydrology & Hydraulics Report
by TAIT & Associates
TAIT JOB # SP8950 Appendix H
Appendix H – WSPG Calculations and Profiles
T1 SAN JACINTO 0
T2 PROPOSED LINE H-2 EXTENSION
T3 10-YEAR STORM EVENT
SO 1000.0001513.290 1 1516.000
R 1004.7201513.310 1 .013 .000 .000 0
R 1015.6601513.350 1 .013 51.169 .000 0
R 1061.0101513.470 1 .013 .000 .000 0
R 1100.0801513.590 1 .013 -97.881 .000 0
R 1125.0301513.660 1 .013 .000 .000 0
JX 1131.0301513.690 3 2 .013 .810 1513.660 -45.0
.000
R 1195.1101513.870 3 .013 .000 .000 0
JX 1201.1101513.890 5 4 .013 23.610 1513.870 -45.0
.000
R 1586.0601515.040 5 .013 .000 .000 0
R 1602.3301515.094 7 .013 .000 .000 0
SH 1602.3301515.094 7 1515.094
CD 1 4 1 .000 4.000 .000 .000 .000 .00
CD 2 4 1 .000 2.000 .000 .000 .000 .00
CD 3 4 1 .000 4.000 .000 .000 .000 .00
CD 4 4 1 .000 2.500 .000 .000 .000 .00
CD 5 4 1 .000 4.000 .000 .000 .000 .00
CD 7 4 1 .000 4.000 .000 .000 .000 .00
Q 86.340 .0
FILE: SJPRH2.WSW W S P G W - CIVILDESIGN Version 14.07
PAGE 1
Program Package Serial Number: 7132
WATER SURFACE PROFILE LISTING
Date: 9- 7-2023 Time: 7:15:42
SAN JACINTO
PROPOSED LINE H-2 EXTENSION
10-YEAR STORM EVENT
************************************************************************************ ************************************** ********
| Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth
Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip
-|- -|- -|- -|- -|- -|- -|- -|-
-|- -|- -|- -|- -|- -|
L/Elem |Ch Slope | | | | SF Ave| HF |SE
Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch
*********|*********|********|*********|*********|*******|*******|*********|*******|* *******|********|*******|*******|***** |*******
| | | | | | | |
| | | | |
1000.000 1513.290 3.181 1516.471 110.76 10.34 1.66 1518.13 .00
3.18 3.23 4.000 .000 .00 1 .0
-|- -|- -|- -|- -|- -|- -|- -|-
-|- -|- -|- -|- -|- |-
4.720 .0042 .0061 .03 3.18
1.00 4.00 .013 .00 .00 PIPE
| | | | | | | |
| | | | |
1004.720 1513.310 3.297 1516.607 110.76 10.00 1.55 1518.16 .39
3.18 3.04 4.000 .000 .00 1 .0
-|- -|- -|- -|- -|- -|- -|- -|-
-|- -|- -|- -|- -|- |-
10.940 .0036 .0057 .06 3.68
.92 4.00 .013 .00 .00 PIPE
| | | | | | | |
| | | | |
1015.660 1513.350 3.407 1516.757 110.76 9.71 1.46 1518.22 .00
3.18 2.84 4.000 .000 .00 1 .0
-|- -|- -|- -|- -|- -|- -|- -|-
-|- -|- -|- -|- -|- |-
29.150 .0026 .0054 .16 3.41
.85 4.00 .013 .00 .00 PIPE
| | | | | | | |
| | | | |
1044.810 1513.427 3.620 1517.047 110.76 9.26 1.33 1518.38 .00
3.18 2.35 4.000 .000 .00 1 .0
-|- -|- -|- -|- -|- -|- -|- -|-
-|- -|- -|- -|- -|- |-
16.200 .0026 .0052 .08 3.62
.72 4.00 .013 .00 .00 PIPE
| | | | | | | |
| | | | |
1061.010 1513.470 3.700 1517.170 110.76 9.12 1.29 1518.46 .12
3.18 2.11 4.000 .000 .00 1 .0
-|- -|- -|- -|- -|- -|- -|- -|-
-|- -|- -|- -|- -|- |-
39.070 .0031 .0052 .20 3.82
.67 4.00 .013 .00 .00 PIPE
| | | | | | | |
| | | | |
1100.080 1513.590 3.833 1517.423 110.76 8.94 1.24 1518.66 .00
3.18 1.60 4.000 .000 .00 1 .0
-|- -|- -|- -|- -|- -|- -|- -|-
-|- -|- -|- -|- -|- |-
24.950 .0028 .0052 .13 3.83
.57 4.00 .013 .00 .00 PIPE
| | | | | | | |
| | | | |
1125.030 1513.660 3.917 1517.577 110.76 8.86 1.22 1518.80 .00
3.18 1.14 4.000 .000 .00 1 .0
-|- -|- -|- -|- -|- -|- -|- -|-
-|- -|- -|- -|- -|- |-
JUNCT STR .0050 .0054 .03 3.92
.47 .013 .00 .00 PIPE
| | | | | | | |
| | | | |
1131.030 1513.690 3.963 1517.653 109.95 8.76 1.19 1518.84 .00
3.17 .77 4.000 .000 .00 1 .0
-|- -|- -|- -|- -|- -|- -|- -|-
-|- -|- -|- -|- -|- |-
12.478 .0028 .0055 .07 3.96
.38 4.00 .013 .00 .00 PIPE
| | | | | | | |
| | | | |
1143.508 1513.725 4.000 1517.725 109.95 8.75 1.19 1518.91 .00
3.17 .00 4.000 .000 .00 1 .0
-|- -|- -|- -|- -|- -|- -|- -|-
-|- -|- -|- -|- -|- |-
51.602 .0028 .0057 .30 4.00
.00 4.00 .013 .00 .00 PIPE
FILE: SJPRH2.WSW W S P G W - CIVILDESIGN Version 14.07
PAGE 2
Program Package Serial Number: 7132
WATER SURFACE PROFILE LISTING
Date: 9- 7-2023 Time: 7:15:42
SAN JACINTO
PROPOSED LINE H-2 EXTENSION
10-YEAR STORM EVENT
************************************************************************************ ************************************** ********
| Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth
Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip
-|- -|- -|- -|- -|- -|- -|- -|-
-|- -|- -|- -|- -|- -|
L/Elem |Ch Slope | | | | SF Ave| HF |SE
Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch
*********|*********|********|*********|*********|*******|*******|*********|*******|* *******|********|*******|*******|***** |*******
| | | | | | | |
| | | | |
1195.110 1513.870 4.157 1518.027 109.95 8.75 1.19 1519.22 .00
3.17 .00 4.000 .000 .00 1 .0
-|- -|- -|- -|- -|- -|- -|- -|-
-|- -|- -|- -|- -|- |-
JUNCT STR .0033 .0047 .03 4.16
.00 .013 .00 .00 PIPE
| | | | | | | |
| | | | |
1201.110 1513.890 4.879 1518.769 86.34 6.87 .73 1519.50 .00
2.82 .00 4.000 .000 .00 1 .0
-|- -|- -|- -|- -|- -|- -|- -|-
-|- -|- -|- -|- -|- |-
384.950 .0030 .0036 1.39 4.88
.00 4.00 .013 .00 .00 PIPE
| | | | | | | |
| | | | |
1586.060 1515.040 5.119 1520.159 86.34 6.87 .73 1520.89 .00
2.82 .00 4.000 .000 .00 1 .0
-|- -|- -|- -|- -|- -|- -|- -|-
-|- -|- -|- -|- -|- |-
16.270 .0033 .0036 .06 5.12
.00 3.46 .013 .00 .00 PIPE
| | | | | | | |
| | | | |
1602.330 1515.094 5.124 1520.218 86.34 6.87 .73 1520.95 .00
2.82 .00 4.000 .000 .00 1 .0
-|- -|- -|- -|- -|- -|- -|- -|-
-|- -|- -|- -|- -|- |-
T1 SAN JACINTO 0
T2 EXISTING LINE H-3
T3 10-YEAR STORM EVENT
SO 1000.0001513.290 1 1516.000
R 1010.5901513.330 1 .013 .000 .000 0
R 1018.5001513.360 1 .013 -30.079 .000 0
R 1323.9501514.680 1 .013 .000 .000 0
JX 1329.9801514.780 5 4 .013 0.750 1514.680 45.0
.000
R 1566.1201515.730 5 .013 .000 .000 0
TS 1568.2201515.830 10 .013 .000
R 1568.3201515.880 8 .013 .000 45.000 0
R 1590.8201517.990 8 .013 .000 .000 0
SH 1590.8201517.990 8 1517.990
CD 1 4 1 .000 3.000 .000 .000 .000 .00
CD 2 4 1 .000 1.500 .000 .000 .000 .00
CD 3 4 1 .000 3.000 .000 .000 .000 .00
CD 4 4 1 .000 1.500 .000 .000 .000 .00
CD 5 4 1 .000 3.000 .000 .000 .000 .00
CD 6 4 1 .000 1.500 .000 .000 .000 .00
CD 7 4 1 .000 1.500 .000 .000 .000 .00
CD 8 4 1 .000 1.500 .000 .000 .000 .00
CD 9 4 1 .000 1.500 .000 .000 .000 .00
CD 10 4 1 .000 1.500 .000 .000 .000 .00
Q 49.150 .0
FILE: SJEXH3NS10Y.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 1
Program Package Serial Number: 7132
WATER SURFACE PROFILE LISTING
Date: 1-22-2024 Time: 5:52: 5
SAN JACINTO
EXISTING LINE H-3
10-YEAR STORM EVENT
************************************************************************************ ************************************** ********
| Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth
Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip
-|- -|- -|- -|- -|- -|- -|- -|-
-|- -|- -|- -|- -|- -|
L/Elem |Ch Slope | | | | SF Ave| HF |SE
Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch
*********|*********|********|*********|*********|*******|*******|*********|*******|* *******|********|*******|*******|***** |*******
| | | | | | | |
| | | | |
1000.000 1513.290 2.710 1516.000 49.90 7.43 .86 1516.86 .00
2.30 1.77 3.000 .000 .00 1 .0
-|- -|- -|- -|- -|- -|- -|- -|-
-|- -|- -|- -|- -|- |-
10.590 .0038 .0049 .05 2.71
.67 3.00 .013 .00 .00 PIPE
| | | | | | | |
| | | | |
1010.590 1513.330 2.731 1516.061 49.90 7.39 .85 1516.91 .10
2.30 1.71 3.000 .000 .00 1 .0
-|- -|- -|- -|- -|- -|- -|- -|-
-|- -|- -|- -|- -|- |-
7.910 .0038 .0049 .04 2.83
.66 3.00 .013 .00 .00 PIPE
| | | | | | | |
| | | | |
1018.500 1513.360 2.746 1516.106 49.90 7.36 .84 1516.95 .00
2.30 1.67 3.000 .000 .00 1 .0
-|- -|- -|- -|- -|- -|- -|- -|-
-|- -|- -|- -|- -|- |-
240.511 .0043 .0051 1.23 2.75
.64 3.00 .013 .00 .00 PIPE
| | | | | | | |
| | | | |
1259.011 1514.399 3.000 1517.399 49.90 7.06 .77 1518.17 .00
2.30 .00 3.000 .000 .00 1 .0
-|- -|- -|- -|- -|- -|- -|- -|-
-|- -|- -|- -|- -|- |-
64.939 .0043 .0055 .35 3.00
.00 3.00 .013 .00 .00 PIPE
| | | | | | | |
| | | | |
1323.950 1514.680 3.083 1517.763 49.90 7.06 .77 1518.54 .00
2.30 .00 3.000 .000 .00 1 .0
-|- -|- -|- -|- -|- -|- -|- -|-
-|- -|- -|- -|- -|- |-
JUNCT STR .0166 .0055 .03 3.08
.00 .013 .00 .00 PIPE
| | | | | | | |
| | | | |
1329.980 1514.780 3.061 1517.841 49.15 6.95 .75 1518.59 .00
2.28 .00 3.000 .000 .00 1 .0
-|- -|- -|- -|- -|- -|- -|- -|-
-|- -|- -|- -|- -|- |-
62.488 .0040 .0054 .34 3.06
.00 3.00 .013 .00 .00 PIPE
| | | | | | | |
| | | | |
1392.468 1515.031 3.148 1518.179 49.15 6.95 .75 1518.93 .00
2.28 .00 3.000 .000 .00 1 .0
-|- -|- -|- -|- -|- -|- -|- -|-
-|- -|- -|- -|- -|- |-
HYDRAULIC JUMP
| | | | | | | |
| | | | |
1392.468 1515.031 1.588 1516.619 49.15 12.94 2.60 1519.22 .00
2.28 2.99 3.000 .000 .00 1 .0
-|- -|- -|- -|- -|- -|- -|- -|-
-|- -|- -|- -|- -|- |-
5.492 .0040 .0183 .10 1.59
2.03 3.00 .013 .00 .00 PIPE
| | | | | | | |
| | | | |
1397.960 1515.053 1.569 1516.622 49.15 13.14 2.68 1519.30 .00
2.28 3.00 3.000 .000 .00 1 .0
-|- -|- -|- -|- -|- -|- -|- -|-
-|- -|- -|- -|- -|- |-
13.198 .0040 .0199 .26 1.57
2.07 3.00 .013 .00 .00 PIPE
FILE: SJEXH3NS10Y.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 2
Program Package Serial Number: 7132
WATER SURFACE PROFILE LISTING
Date: 1-22-2024 Time: 5:52: 5
SAN JACINTO
EXISTING LINE H-3
10-YEAR STORM EVENT
************************************************************************************ ************************************** ********
| Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth
Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip
-|- -|- -|- -|- -|- -|- -|- -|-
-|- -|- -|- -|- -|- -|
L/Elem |Ch Slope | | | | SF Ave| HF |SE
Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch
*********|*********|********|*********|*********|*******|*******|*********|*******|* *******|********|*******|*******|***** |*******
| | | | | | | |
| | | | |
1411.158 1515.107 1.511 1516.617 49.15 13.78 2.95 1519.57 .00
2.28 3.00 3.000 .000 .00 1 .0
-|- -|- -|- -|- -|- -|- -|- -|-
-|- -|- -|- -|- -|- |-
12.865 .0040 .0226 .29 1.51
2.23 3.00 .013 .00 .00 PIPE
| | | | | | | |
| | | | |
1424.023 1515.158 1.455 1516.614 49.15 14.45 3.24 1519.86 .00
2.28 3.00 3.000 .000 .00 1 .0
-|- -|- -|- -|- -|- -|- -|- -|-
-|- -|- -|- -|- -|- |-
12.516 .0040 .0257 .32 1.46
2.39 3.00 .013 .00 .00 PIPE
| | | | | | | |
| | | | |
1436.539 1515.209 1.403 1516.611 49.15 15.16 3.57 1520.18 .00
2.28 2.99 3.000 .000 .00 1 .0
-|- -|- -|- -|- -|- -|- -|- -|-
-|- -|- -|- -|- -|- |-
12.149 .0040 .0292 .36 1.40
2.57 3.00 .013 .00 .00 PIPE
| | | | | | | |
| | | | |
1448.689 1515.257 1.352 1516.610 49.15 15.90 3.92 1520.53 .00
2.28 2.99 3.000 .000 .00 1 .0
-|- -|- -|- -|- -|- -|- -|- -|-
-|- -|- -|- -|- -|- |-
11.769 .0040 .0333 .39 1.35
2.75 3.00 .013 .00 .00 PIPE
| | | | | | | |
| | | | |
1460.458 1515.305 1.304 1516.609 49.15 16.67 4.32 1520.93 .00