9a. Technical Studies — Anaheim City Council, July 23, 2024 (part 19 of 25)

Project No.
20-108-03
Project Name
Gypsum Canyon
Figure C-1.1
Integrated SPT Method for Estimating
Subsurface Stratification & Liquefaction
Drill Hole DH-4 (GMU) - 975-yr EQ w/High GW
0 0.2 0.4 0.6 0.8
CRR7.5
CRR
CRS
0 20406080
N-Value (bpf)
80 75
70 65
60 55
50 45
40 35
30 25
20 15
10 5
0 Depth (ft)
Blowcount
(N1)60-CS
0 4 8 12 16 20
h (in)
Corrected Settlement
Uncorrected Settlement
0 0.1 0.2 0.3 0.4 0.5
Sr
'vo
80 75
70 65
60 55
50 45
40 35
30 25
20 15
10 5
0 Clay/Silt
Sand
GWT
SPT Reduction

SPT REDUCTION AND NORMALIZATION
Project Name: Gypsum Canyon References:

Job Number: 20-108-03 Task: Profile of Unit Weights: 1) T. Leslie Youd & I.M. Idriss, 1997, "Proceeding of the NCEER Workshop on Evaluation of Liquefaction Resistance of Soils." Explor. Dates: 5/16/2022 Depth (ft) Total Unit 2) T. Leslie Youd et al., Oct. 2001, "Liquefaction Resistance of Soils: Summary Report from the 1996 NCEER and 1998 NCEER/NSF Workshops on Evaluation of Liquefaction Resistance of Soils," ASCE Geotechnical Journal.

Top Bottom Weight (pcf) 3) D. Pardel, April 1998, "Procedures to Evaluate Earthquake-Induced Settlements in Dry Sandy Soils," ASCE Geotechnical Journal.

Boring Number: DH-4 0.00 999.00 125 4) A. W. Skempton, 1986, "Standard Penetration Test Procedures and the effects in Sands of Overburden Pressure, Relative Density, Particle Size, Ageing, and Overconsolidation," Geotechnique.

Drill Equipment: Hollow Stem Auger Bit Type: H.S.A. 999.00 999.00 5) Idriss & Boulanger, 2008, "Soil Liquefaction During Earthquake", EERI Monogram.

Hammer Type: Automatic Trip Efficiency: 0.88 999.00 999.00 6) Caltrans Geotechnical Manual-Design Acceleration Response Spectrum, January 2021.

SPT Sampler (Lined or Unlined): Unlined Bor. Dia.": 8.00 999.00 999.00 Stratification Inclusion 999.00 999.00 Needs Engineers Input Form The Layers
Depth (ft) Elev. (ft) EQ Mag. : 6.63 999.00 999.00 Input Parameter Encountered in the Boring Ground Surface: 0.00 407.00 PGA: 0.64 999.00 999.00 Pile Type: Square Frictional FS: 2 Existing Groundwater: 44.30 362.70 999.00 999.00 Pile Diameter (Circular, ft): NA Tip Resistant FS: 3 Design Groundwater: 14.00 393.00 999.00 999.00 Pile Width (Square, ft): Depth of Pile Top Relative to SPT (ft): 0 Factored Capacity Caltrans Vs Estimate 6
Sample Description/Classification %Fines PI Top Depth (ft) Bottom Depth (ft)
SPT
Blowcount
Mod-Cal
Blowcount
Measured
Blowcount
"SPT"
Distance (ft)
"SPT" MidDepth (ft)
Contributory
Thickness
(ft)
Equivalent N
(bpf)
Corrected
N60 (bpf)
Effective
Stress (tsf) Cn (N1)60 (bpf)
Below
Design
GWL?
100 ft
aver(N)60
(bpf)
Ave(Seed &
Idriss+Sykora
& Stokoe)
Vs (ft/s)
di/Vsi Soil Type Geologic
Age ASF Vs (ft/s) di/Vsi Olson Cn
Deviation
of Cn (%)
Olson
(N1)60 (bpf)
K=0.7 +

0.015N Qsl (kips) flim (kips) Final Qsl
(tons)
Accumula
tive Qsl
(tons)
Tip
Capacity
qb (kips)
qlim (kips) Final qb
(tons)
Total Pile
Capacity
(tons)
"SPT" MidDepth (ft)"SPT" MidElev. (ft)
Ultimate
Qsl (kN)
Ultimate
qb (kN)
Ultimate
Capacity
"SPT" MidDepth (ft)"SPT" MidElev. (ft) N Cu (ksf) Qsl (kips) Accumula
tive Qsl
(tsf)
Tip
Capacity
qb (tsf)
Total Pile
Capacity
(tons)
Ultimate
Qsl (kN)
Ultimate
qb (kN)
Ultimate
Capacity
"SPT" MidDepth (ft)"SPT" MidElev. (ft)
Qsl (tons)
Tip
Capacity
qb (tons)
Total Pile
Capacity
(tons)
SM 10 5.00 6.42 76.00 38.0 0.92 5.96 8.2083333 41.5 62.93 0.37 1.64 103.1 FALSE 0.13 1269.23 0.01 Sands Holocene 0.88 510.89 0.02 1.33 -23.01 84 1.96 0.00 0 0.00 0.00 0 0 0.00 0.00 5.96 401.04 0 0 0 5.96 401.04 41.5 1.68 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5.96 401.04 0.00 0.00 0.00 SM 10 10.00 11.50 29.00 14.5 1.00 11.00 5.0416667 14.5 29.35 0.69 1.21 35.4 FALSE 0.17 936.90 0.01 Sands Holocene 0.88 493.60 0.01 1.13 -7.00 33 1.20 0.00 0 0.00 0.00 0 0 0.00 0.00 11.00 396.00 0 0 0 11.00 396.00 14.5 0.72 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11.00 396.00 0.00 0.00 0.00 SM 10 15.00 16.50 40.00 20.0 1.00 16.00 3.75 20.0 40 1.00 1.00 40.5 TRUE 0.09 1063.85 0.00 Sands Holocene 0.88 579.33 0.01 1.00 0.18 41 1.31 0.00 0 0.00 0.00 0 0 0.00 0.00 16.00 391.00 0 0 0 16.00 391.00 20.0 0.91 0.00 0.00 0.00 0.00 0.00 0.00 0.00 16.00 391.00 0.00 0.00 0.00 SM 10 17.50 19.00 21.00 21.0 1.00 18.50 2.5 21.0 43 1.16 0.93 39.5 TRUE 0.06 1084.69 0.00 Sands Holocene 0.88 605.76 0.00 0.95 2.44 41 1.31 0.00 0 0.00 0.00 0 0 0.00 0.00 18.50 388.50 0 0 0 18.50 388.50 21.0 0.95 0.00 0.00 0.00 0.00 0.00 0.00 0.00 18.50 388.50 0.00 0.00 0.00 SM 10 20.00 21.50 27.00 13.5 1.00 21.00 2.5 13.5 27 1.31 0.87 23.9 TRUE 0.09 910.99 0.00 Sands Holocene 0.88 563.42 0.00 0.91 4.17 25 1.07 0.00 0 0.00 0.00 0 0 0.00 0.00 21.00 386.00 0 0 0 21.00 386.00 13.5 0.68 0.00 0.00 0.00 0.00 0.00 0.00 0.00 21.00 386.00 0.00 0.00 0.00 SM 10 22.50 24.00 24.00 24.0 1.00 23.50 2.5 24.0 49 1.47 0.83 40.1 TRUE 0.05 1144.00 0.00 Sands Holocene 0.88 659.99 0.00 0.87 5.51 42 1.34 0.00 0 0.00 0.00 0 0 0.00 0.00 23.50 383.50 0 0 0 23.50 383.50 24.0 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 23.50 383.50 0.00 0.00 0.00 SM 10 25.00 26.42 86.00 43.0 0.92 25.96 2.4583333 46.9 95 1.62 0.79 74.5 TRUE 0.03 1499.66 0.00 Sands Holocene 0.88 787.80 0.00 0.84 6.53 80 1.90 0.00 0 0.00 0.00 0 0 0.00 0.00 25.96 381.04 0 0 0 25.96 381.04 46.9 1.88 0.00 0.00 0.00 0.00 0.00 0.00 0.00 25.96 381.04 0.00 0.00 0.00 SM 10 27.50 29.00 29.00 29.0 1.00 28.50 2.5416667 29.0 59 1.78 0.75 44.0 TRUE 0.04 1234.16 0.00 Sands Holocene 0.88 720.62 0.00 0.81 7.35 47 1.41 0.00 0 0.00 0.00 0 0 0.00 0.00 28.50 378.50 0 0 0 28.50 378.50 29.0 1.24 0.00 0.00 0.00 0.00 0.00 0.00 0.00 28.50 378.50 0.00 0.00 0.00 SW 3 30.00 31.50 45.00 22.5 1.00 31.00 2.5 22.5 46 1.94 0.72 32.7 TRUE 0.05 1114.91 0.00 Sands Holocene 0.88 693.04 0.00 0.78 7.97 36 1.23 0.00 0 0.00 0.00 0 0 0.00 0.00 31.00 376.00 0 0 0 31.00 376.00 22.5 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 31.00 376.00 0.00 0.00 0.00 SM 10 32.50 34.00 34.00 34.0 1.00 33.50 2.5 34.0 69 2.09 0.69 47.6 TRUE 0.04 1315.88 0.00 Sands Holocene 0.88 775.79 0.00 0.75 8.43 52 1.48 0.00 0 0.00 0.00 0 0 0.00 0.00 33.50 373.50 0 0 0 33.50 373.50 34.0 1.41 0.00 0.00 0.00 0.00 0.00 0.00 0.00 33.50 373.50 0.00 0.00 0.00 SM 10 35.00 36.50 48.00 24.0 1.00 36.00 2.5 24.0 49 2.25 0.67 32.4 TRUE 0.05 1144.00 0.00 Sands Holocene 0.88 775.79 0.00 0.73 8.75 35 1.23 0.00 0 0.00 0.00 0 0 0.00 0.00 36.00 371.00 0 0 0 36.00 371.00 24.0 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 36.00 371.00 0.00 0.00 0.00 SM 10 37.50 39.00 67.00 67.0 1.00 38.50 2.5 67.0 136 2.41 0.64 87.4 TRUE 0.02 1735.97 0.00 Sands Holocene 0.88 936.26 0.00 0.71 8.97 96 2.14 0.00 0 0.00 0.00 0 0 0.00 0.00 38.50 368.50 0 0 0 38.50 368.50 67.0 2.59 0.00 0.00 0.00 0.00 0.00 0.00 0.00 38.50 368.50 0.00 0.00 0.00 SM 10 40.00 41.50 53.00 26.5 1.00 41.00 2.5 26.5 54 2.56 0.62 33.5 TRUE 0.05 1190.29 0.00 Sands Holocene 0.88 767.41 0.00 0.69 9.09 37 1.25 0.00 0 0.00 0.00 0 0 0.00 0.00 41.00 366.00 0 0 0 41.00 366.00 26.5 1.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 41.00 366.00 0.00 0.00 0.00 SM 10 42.50 44.00 27.00 27.0 1.00 43.50 2.5 27.0 55 2.72 0.61 33.1 TRUE 0.05 1199.25 0.00 Sands Holocene 0.88 781.28 0.00 0.67 9.12 36 1.25 0.00 0 0.00 0.00 0 0 0.00 0.00 43.50 363.50 0 0 0 43.50 363.50 27.0 1.16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 43.50 363.50 0.00 0.00 0.00 SM 10 45.00 46.50 20.00 10.0 1.00 46.00 2.5 10.0 20 2.82 0.60 12.0 TRUE 0.12 810.35 0.00 Sands Holocene 0.88 627.07 0.00 0.65 9.10 13 0.90 0.00 0 0.00 0.00 0 0 0.00 0.00 46.00 361.00 0 0 0 46.00 361.00 10.0 0.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 46.00 361.00 0.00 0.00 0.00 SM 26 47.50 49.00 20.00 20.0 1.00 48.50 2.5 20.0 40 2.90 0.59 23.8 TRUE 0.06 1063.85 0.00 Sands Holocene 0.88 740.09 0.00 0.65 9.06 26 1.09 0.00 0 0.00 0.00 0 0 0.00 0.00 48.50 358.50 0 0 0 48.50 358.50 20.0 0.91 0.00 0.00 0.00 0.00 0.00 0.00 0.00 48.50 358.50 SM 10 50.00 51.50 59.00 29.5 1.00 51.00 2.5 29.5 60 2.98 0.58 34.6 TRUE 0.04 1242.67 0.00 Sands Holocene 0.88 814.27 0.00 0.64 9.01 38 1.27 0.00 0 0.00 0.00 0 0 0.00 0.00 51.00 356.00 0 0 0 51.00 356.00 29.5 1.25 0.00 0.00 0.00 0.00 0.00 0.00 0.00 51.00 356.00 SM 10 52.50 54.00 10.00 10.0 1.00 53.50 2.5 10.0 20 3.06 0.57 11.6 TRUE 0.12 810.35 0.00 Sands Holocene 0.88 638.7019 0.00 0.63 8.94 13 0.89 0.00 0 0.00 0.00 0 0 0.00 0.00 53.50 353.50 0 0 0 53.50 353.50 10.0 0.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 53.50 353.50 SM 10 55.00 56.50 15.00 7.5 1.00 56.00 2.5 7.5 15 3.13 0.56 8.6 TRUE 0.16 725.13 0.00 Sands Holocene 0.88 601.2944 0.00 0.62 8.86 9 0.84 0.00 0 0.00 0.00 0 0 0.00 0.00 56.00 351.00 0 0 0 56.00 351.00 7.5 0.47 0.00 0.00 0.00 0.00 0.00 0.00 0.00 56.00 351.00 SM 26 57.50 59.00 9.00 9.0 1.00 58.50 2.5 9.0 18 3.21 0.56 10.2 TRUE 0.14 777.93 0.00 Sands Holocene 0.88 630.6109 0.00 0.61 8.76 11 0.87 0.00 0 0.00 0.00 0 0 0.00 0.00 58.50 348.50 0 0 0 58.50 348.50 9.0 0.52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 58.50 348.50 SM 26 60.00 61.50 36.00 18.0 1.00 61.00 2.5 18.0 36 3.29 0.55 20.1 TRUE 0.07 1020.32 0.00 Sands Holocene 0.88 743.7069 0.00 0.60 8.65 22 1.03 0.00 0 0.00 0.00 0 0 0.00 0.00 61.00 346.00 0 0 0 61.00 346.00 18.0 0.84 0.00 0.00 0.00 0.00 0.00 0.00 0.00 61.00 346.00 SC 49 62.50 64.00 8.00 8.0 1.00 63.50 2.5 8.0 16 3.37 0.54 8.8 TRUE 0.15 743.36 0.00 Sands Holocene 0.88 620.507 0.00 0.60 8.53 10 0.84 0.00 0 0.00 0.00 0 0 0.00 0.00 63.50 343.50 0 0 0 63.50 343.50 8.0 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 63.50 343.50 SM 26 65.00 66.50 14.00 7.0 1.00 66.00 2.5 7.0 14 3.45 0.54 7.6 TRUE 0.18 706.18 0.00 Sands Holocene 0.88 604.9251 0.00 0.59 8.39 8 0.82 0.00 0 0.00 0.00 0 0 0.00 0.00 66.00 341.00 0 0 0 66.00 341.00 7.0 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 66.00 341.00 SM 10 67.50 68.50 14.00 14.0 0.50 68.25 2.25 28.0 57 3.52 0.53 30.2 TRUE 0.04 1216.88 0.00 Sands Holocene 0.88 835.9784 0.00 0.58 8.26 33 1.19 0.00 0 0.00 0.00 0 0 0.00 0.00 68.25 338.75 0 0 0 68.25 338.75 28.0 1.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 68.25 338.75 SM 10 70.00 71.00 61.00 30.5 0.50 70.75 2.5 61.0 123 3.60 0.53 65.1 TRUE 0.02 1670.13 0.00 Sands Holocene 0.88 1005.013 0.00 0.57 8.10 71 1.76 0.00 0 0.00 0.00 0 0 0.00 0.00 70.75 336.25 0 0 0 70.75 336.25 61.0 2.38 0.00 0.00 0.00 0.00 0.00 0.00 0.00 70.75 336.25 SM 10 72.50 73.75 94.00 94.0 0.75 73.38 2.625 125.3 254 3.68 0.52 132.3 TRUE 0.01 2253.44 0.00 Sands Holocene 0.88 1192.223 0.00 0.57 7.92 144 2.85 0.00 0 0.00 0.00 0 0 0.00 0.00 73.38 333.63 0 0 0 73.38 333.63 125.3 4.68 0.00 0.00 0.00 0.00 0.00 0.00 0.00 73.38 333.63 SM 10 75.00 75.42 50.00 25.0 0.42 75.21 1.3333333 60.0 121 3.74 0.52 62.8 TRUE 0.01 1658.81 0.00 Sands Holocene 0.88 1010.004 0.00 0.56 7.78 68 1.72 0.00 0 0.00 0.00 0 0 0.00 0.00 75.21 331.79 0 0 0 75.21 331.79 60.0 2.34 0.00 0.00 0.00 0.00 0.00 0.00 0.00 75.21 331.79 GM 5 76.00 76.08 50.00 25.0 0.08 76.04 0.8333333 300.0 607 3.76 0.52 313.0 TRUE 0.00 3266.83 0.00 Gravels Holocene 0.88 1695.462 0.00 0.56 7.72 339 5.79 0.00 0 0.00 0.00 0 0 0.00 0.00 76.04 330.96 0 0 0 76.04 330.96 300.0 10.91 0.00 0.00 0.00 0.00 0.00 0.00 0.00 76.04 330.96 Silty Sandstone 26 77.00 77.08 50.00 50.0 0.08 77.04 0.5416667 600.0 1214 3.79 0.51 623.5 TRUE 0.00 4414.20 0.00 Bedrock Tertiary 1837.27 0.00 0.56 7.65 675 10.83 0.00 0 0.00 0.00 0 0 0.00 0.00 77.04 329.96 0 0 0 77.04 329.96 600.0 21.63 0.00 0.00 0.00 0.00 0.00 0.00 0.00 77.04 329.96

22.916667 911 0.03 3893.35 0.01 1766.366 0.01 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! N30 (bpf): VS30 (fps): VS30 (fps): #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

48.1 1309.2 785.0 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 399.0 239.3 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 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Pile Design by Olson 1990 Method, For SAND/SILT Pile Design by Olson 1990 Method, For CLAY

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Cyclic Resistance
Revised Per Cetin et al. (2009)
CYCLIC RESISTANCE (in terms of N): Depth Below to Apply (ft): 0.00 Residual Shear Strength Clay ALL Saturated/Liquefiable Layer Settlements Unsaturated Layer Settlement (Pradel, 1998) Unsaturated Layer Settlement (Tokimatsu and Seed, 1987) Sr/'vo Material SPT MidElev. (ft) SPT Mid-Depth (ft) SPT MidDepth (m) Equivalent N
(bpf)
Contributory
Thickness (ft) (N1)60 (bpf) Below Design
GWL? %Fines* PI (N1)60 cs (bpf)
Equivalent
(CRR)l cs
LIQUEF? LIQUEF FS LIQUEF FS per N-Value Ratio (N)160 + (NCorr)Settlement (QC1)CS Lower Bound
v

Lower
Bound h
(in)
Lower
Cumulative h
(in)
Upper Bound
v

Upper
Bound h
(in)
Upper
Cumulative h
(in)
'm (tsf) ave (tsf) Gmax (tsf)  15 NC
Layer
Settlement
(in)
Accumulative
Settlement (in) eff*(Geff/Gmax) eff v (%) Layer Settlement (in) Accumulative
Settlement (in)
LL Total
Settlement
(in)
UL Total
Settlement
(in)
Average v
 DF Corrected v Layer
Settlement (in)
Corrected Total
Settlement (in)
' (deg)
No Void
Redistribution
With Void
Redistribution
Su/'vo
Sr or
Su/'vo
SM 401.04 5.96 1.82 41.45 8.21 103.1 FALSE 10 0 106 0.80 Above Design GWT Above Design GWT Above Design GWT 104.12 Over the Range 0.00 0.00 7.05 0.00 0.00 7.22 0.24 0.11 1015.96 1.64E-04 2.26E-05 1.72E-05 0.00E+00 0.00 1.10E-04 7.05 7.22 3.44E-05 0.90 3.09E-05 3.04E-03 0.62 56.00 1.48 1.48 1.48 SM 396.00 11.00 3.35 14.50 5.04 35.4 FALSE 10 0 37 0.80 Above Design GWT Above Design GWT Above Design GWT 36.40 Over the Range 0.00 0.00 7.05 0.00 0.00 7.22 0.45 0.20 969.97 4.12E-04 2.01E-04 1.53E-04 0.00E+00 0.00 2.10E-04 7.05 7.22 3.05E-04 0.81 2.49E-04 1.50E-02 0.62 46.12 1.04 1.04 1.04 SM 391.00 16.00 4.88 20.00 3.75 40.5 TRUE 10 0 42 0.80 NO 2.57 1.61 41.48 Over the Range 0.00 0.00 7.05 0.00 0.00 7.22 0.65 0.29 1222.82 4.33E-04 1.80E-04 1.37E-04 0.00E+00 0.00 2.55E-04 7.05 7.22 0.00E+00 0.73 0.00E+00 0.00E+00 0.60 47.14 1.08 1.08 1.08 SM 388.50 18.50 5.64 21.00 2.50 39.5 TRUE 10 0 41 0.80 NO 2.40 1.50 40.53 Over the Range 0.00 0.00 7.05 0.00 0.00 7.22 0.75 0.34 1304.60 4.65E-04 1.99E-04 1.51E-04 0.00E+00 0.00 2.93E-04 7.05 7.22 0.00E+00 0.69 0.00E+00 0.00E+00 0.60 46.71 1.06 1.06 1.06 SM 386.00 21.00 6.40 13.50 2.50 23.9 TRUE 10 0 25 0.29 YES 0.81 0.87 24.85 126.34 0.99 0.30 7.05 1.47 0.44 7.22 0.85 0.38 1176.51 7.00E-04 5.40E-04 4.10E-04 0.00E+00 0.00 3.86E-04 7.05 7.22 1.23E-02 0.64 7.93E-03 2.38E-01 0.60 41.58 0.89 0.25 0.89 SM 383.50 23.50 7.16 24.00 2.50 40.1 TRUE 10 0 42 0.80 NO 2.04 1.36 41.08 Over the Range 0.00 0.00 6.76 0.00 0.00 6.78 0.95 0.42 1477.13 5.04E-04 2.13E-04 1.62E-04 0.00E+00 0.00 3.57E-04 6.76 6.78 0.00E+00 0.60 0.00E+00 0.00E+00 0.37 46.41 1.05 1.05 1.05 SM 381.04 25.96 7.91 46.91 2.46 74.5 TRUE 10 0 77 0.80 NO 1.84 2.30 75.54 Over the Range 0.00 0.00 6.76 0.00 0.00 6.78 1.05 0.46 1905.19 3.63E-04 7.38E-05 5.61E-05 0.00E+00 0.00 3.15E-04 6.76 6.78 0.00E+00 0.56 0.00E+00 0.00E+00 0.37 52.17 1.29 1.29 1.29 SM 378.50 28.50 8.69 29.00 2.54 44.0 TRUE 10 0 46 0.80 NO 1.79 1.36 44.98 Over the Range 0.00 0.00 6.76 0.00 0.00 6.78 1.16 0.50 1677.28 5.11E-04 1.93E-04 1.47E-04 0.00E+00 0.00 4.03E-04 6.76 6.78 0.00E+00 0.52 0.00E+00 0.00E+00 0.37 46.89 1.07 1.07 1.07 SW 376.00 31.00 9.45 22.50 2.50 32.7 TRUE 3 0 33 0.80 NO 1.76 0.96 32.72 Over the Range 0.00 0.00 6.76 0.00 0.00 6.78 1.26 0.54 1586.60 6.29E-04 3.49E-04 2.65E-04 0.00E+00 0.00 4.70E-04 6.76 6.78 0.00E+00 0.48 0.00E+00 0.00E+00 0.37 43.80 0.96 0.63 0.96 SM 373.50 33.50 10.21 34.00 2.50 47.6 TRUE 10 0 49 0.80 NO 1.65 1.36 48.56 Over the Range 0.00 0.00 6.76 0.00 0.00 6.78 1.36 0.57 1866.03 4.97E-04 1.71E-04 1.30E-04 0.00E+00 0.00 4.33E-04 6.76 6.78 0.00E+00 0.43 0.00E+00 0.00E+00 0.37 47.23 1.08 1.08 1.08 SM 371.00 36.00 10.97 24.00 2.50 32.4 TRUE 10 0 34 0.80 NO 1.67 0.95 33.38 Over the Range 0.00 0.00 6.76 0.00 0.00 6.78 1.46 0.60 1704.01 6.26E-04 3.38E-04 2.57E-04 0.00E+00 0.00 5.08E-04 6.76 6.78 0.00E+00 0.39 0.00E+00 0.00E+00 0.37 43.29 0.94 0.70 0.94 SM 368.50 38.50 11.73 67.00 2.50 87.4 TRUE 10 0 90 0.80 NO 1.41 2.12 88.42 Over the Range 0.00 0.00 6.76 0.00 0.00 6.78 1.56 0.63 2445.54 3.58E-04 6.01E-05 4.57E-05 0.00E+00 0.00 3.77E-04 6.76 6.78 0.00E+00 0.35 0.00E+00 0.00E+00 0.37 52.68 1.31 1.31 1.31 SM 366.00 41.00 12.50 26.50 2.50 33.5 TRUE 10 0 35 0.80 NO 1.61 0.93 34.51 Over the Range 0.00 0.00 6.76 0.00 0.00 6.78 1.67 0.65 1839.05 6.00E-04 3.12E-04 2.37E-04 0.00E+00 0.00 5.29E-04 6.76 6.78 0.00E+00 0.31 0.00E+00 0.00E+00 0.37 43.25 0.94 0.84 0.94 SM 363.50 43.50 13.26 27.00 2.50 33.1 TRUE 10 0 35 0.80 NO 1.59 0.91 34.14 Over the Range 0.00 0.00 6.76 0.00 0.00 6.78 1.77 0.68 1887.49 5.96E-04 3.14E-04 2.39E-04 0.00E+00 0.00 5.42E-04 6.76 6.78 0.00E+00 0.26 0.00E+00 0.00E+00 0.37 42.96 0.93 0.79 0.93 SM 361.00 46.00 14.02 10.00 2.50 12.0 TRUE 10 0 13 0.14 YES 0.32 0.38 13.05 69.04 3.13 0.94 6.76 3.13 0.94 6.78 1.83 0.70 1377.07 1.21E-03 2.02E-03 1.54E-03 0.00E+00 0.00 7.62E-04 6.76 6.78 3.13E-02 0.22 6.91E-03 2.07E-01 0.37 33.32 0.15 0.11 0.15 SM 358.50 48.50 14.78 20.00 2.50 23.8 TRUE 26 0 31 0.80 NO 1.60 0.80 25.85 133.43 0.00 0.00 5.82 0.00 0.00 5.84 1.89 0.72 1746.93 7.50E-04 5.51E-04 4.19E-04 0.00E+00 0.00 6.09E-04 5.82 5.84 0.00E+00 0.18 0.00E+00 0.00E+00 0.16 39.55 0.83 0.28 0.83 SM 356.00 51.00 15.54 29.50 2.50 34.6 TRUE 10 0 36 0.80 NO 1.55 0.90 35.60 Over the Range 0.00 0.00 5.82 0.00 0.00 5.84 1.94 0.73 2003.78 6.00E-04 3.01E-04 2.29E-04 0.00E+00 0.00 5.37E-04 5.82 5.84 0.00E+00 0.14 0.00E+00 0.00E+00 0.16 43.09 0.94 0.94 0.94 SM 353.50 53.50 16.31 10.00 2.50 11.6 TRUE 10 0 13 0.14 YES 0.31 0.36 12.58 66.88 3.21 0.96 5.82 3.21 0.96 5.84 1.99 0.75 1414.43 1.28E-03 2.23E-03 1.70E-03 0.00E+00 0.00 7.67E-04 5.82 5.84 3.21E-02 0.09 3.02E-03 9.07E-02 0.16 32.73 0.14 0.11 0.14 SM 351.00 56.00 17.07 7.50 2.50 8.6 TRUE 10 0 10 0.10 YES 0.24 0.28 9.57 54.42 3.83 1.15 4.85 3.83 1.15 4.88 2.04 0.76 1297.27 1.65E-03 3.99E-03 3.03E-03 0.00E+00 0.00 8.42E-04 4.85 4.88 3.83E-02 0.05 1.98E-03 5.95E-02 0.07 30.06 0.09 0.09 0.09 SM 348.50 58.50 17.83 9.00 2.50 10.2 TRUE 26 0 16 0.17 YES 0.38 0.44 12.24 65.37 3.28 0.98 3.70 3.28 0.98 3.73 2.09 0.77 1389.14 1.40E-03 2.53E-03 1.92E-03 0.00E+00 0.00 7.90E-04 3.70 3.73 3.28E-02 0.01 3.08E-04 9.24E-03 0.01 31.44 0.13 0.11 0.13 SM 346.00 61.00 18.59 18.00 2.50 20.1 TRUE 26 0 27 0.32 YES 0.67 0.68 22.16 110.82 2.09 0.63 2.72 2.16 0.65 2.74 2.14 0.78 1760.30 8.34E-04 7.38E-04 5.61E-04 0.00E+00 0.00 6.25E-04 2.72 2.74 2.12E-02 0.00 0.00E+00 0.00E+00 0.00 37.54 0.77 0.20 0.77 SC 343.50 63.50 19.35 8.00 2.50 8.8 TRUE 49 0 16 0.17 YES 0.39 0.43 12.75 67.66 3.18 0.95 2.10 3.18 0.95 2.10 2.19 0.79 1357.64 1.52E-03 2.61E-03 1.98E-03 0.00E+00 0.00 8.10E-04 2.10 2.10 3.18E-02 0.00 0.00E+00 0.00E+00 0.00 30.09 0.14 0.11 0.14 SM 341.00 66.00 20.12 7.00 2.50 7.6 TRUE 26 0 13 0.14 YES 0.33 0.37 9.71 54.92 3.80 1.14 1.14 3.80 1.14 1.14 2.24 0.80 1309.14 1.68E-03 3.99E-03 3.03E-03 0.00E+00 0.00 8.39E-04 1.14 1.14 3.80E-02 0.00 0.00E+00 0.00E+00 0.00 28.81 0.10 0.09 0.10 SM 338.75 68.25 20.80 28.00 2.25 30.2 TRUE 10 0 32 0.80 NO 1.65 0.78 31.21 Over the Range 0.00 0.00 0.00 0.00 0.00 0.00 2.29 0.80 2082.61 6.19E-04 3.63E-04 2.76E-04 0.00E+00 0.00 5.26E-04 0.00 0.00 0.00E+00 0.00 0.00E+00 0.00E+00 0.00 41.22 0.88 0.51 0.88 SM 336.25 70.75 21.56 61.00 2.50 65.1 TRUE 10 0 67 0.80 NO 1.36 1.34 66.10 Over the Range 0.00 0.00 0.00 0.00 0.00 0.00 2.34 0.80 2712.72 4.07E-04 9.70E-05 7.37E-05 0.00E+00 0.00 4.01E-04 0.00 0.00 0.00E+00 0.00 0.00E+00 0.00E+00 0.00 48.60 1.13 1.13 1.13 SM 333.63 73.38 22.36 125.33 2.63 132.3 TRUE 10 0 136 0.80 NO 1.03 2.02 133.26 Over the Range 0.00 0.00 0.00 0.00 0.00 0.00 2.39 0.80 3466.53 2.90E-04 2.98E-05 2.26E-05 0.00E+00 0.00 3.12E-04 0.00 0.00 0.00E+00 0.00 0.00E+00 0.00E+00 0.00 55.21 1.44 1.44 1.44 SM 331.79 75.21 22.92 60.00 1.33 62.8 TRUE 10 0 65 0.80 NO 1.40 1.31 63.83 Over the Range 0.00 0.00 0.00 0.00 0.00 0.00 2.43 0.80 2732.59 3.99E-04 9.92E-05 7.54E-05 0.00E+00 0.00 3.93E-04 0.00 0.00 0.00E+00 0.00 0.00E+00 0.00E+00 0.00 48.13 1.12 1.12 1.12 GM 330.96 76.04 23.18 300.00 0.83 313.0 TRUE 5 0 313 0.80 YES 0.61 2.74 313.05 Over the Range 0.00 0.00 0.00 0.00 0.00 0.00 2.45 0.81 4658.51 2.01E-04 7.42E-06 5.64E-06 0.00E+00 0.00 2.31E-04 0.00 0.00 0.00E+00 0.00 0.00E+00 0.00E+00 0.00 62.54 #NUM! #NUM! #NUM! Silty Sandstone 329.96 77.04 23.48 600.00 0.54 623.5 TRUE 26 0 704 0.80 YES 0.28 2.81 625.58 Over the Range 0.00 0.00 0.00 0.00 0.00 0.00 2.47 0.81 5872.08 1.55E-04 2.49E-06 1.89E-06 0.00E+00 0.00 1.84E-04 0.00 0.00 0.00E+00 0.00 0.00E+00 0.00E+00 0.00 67.63 #NUM! #NUM! #NUM!

22.92 0.00 0.00

0.00 0.00

0.00 0.00
*0 if unknown
CYCLIC STRESSES (in terms of N): EQ Mag. : 6.63
PGA: 0.64
Based on Design GWT
SPT Mid-Depth (ft)
Total Stress
@ Mid-Depth
(tsf)
Effective Stress @ MidDepth (tsf) rd Kmag Dr (%) f KHynes & Olsen, 99)
KBoulanger &
Harder, 97)
(CSR) EQUIV
(N1)60 cs

5.96 0.37 0.37 0.99 0.73 171.77 0.14 1.00 1.00 0.30 26

11.00 0.69 0.69 0.97 0.73 101.42 0.49 1.00 1.00 0.30 25

16.00 1.00 0.94 0.96 0.73 108.30 0.46 1.00 1.00 0.31 26

18.50 1.16 1.02 0.96 0.73 107.05 0.46 0.99 1.00 0.33 27

21.00 1.31 1.09 0.95 0.73 83.72 0.58 0.96 0.99 0.35 28

23.50 1.47 1.17 0.95 0.73 107.78 0.46 0.92 0.97 0.36 28

25.96 1.62 1.25 0.94 0.73 146.27 0.27 0.85 0.96 0.37 29

28.50 1.78 1.33 0.93 0.73 112.79 0.44 0.85 0.95 0.38 29

31.00 1.94 1.41 0.92 0.73 95.33 0.52 0.85 0.94 0.39 29

33.50 2.09 1.49 0.90 0.73 117.21 0.41 0.79 0.93 0.39 29

36.00 2.25 1.56 0.88 0.73 97.12 0.51 0.80 0.92 0.38 29

38.50 2.41 1.64 0.86 0.73 158.27 0.21 0.68 0.91 0.38 29

41.00 2.56 1.72 0.84 0.73 98.74 0.51 0.77 0.91 0.38 29

43.50 2.72 1.80 0.82 0.73 98.22 0.51 0.75 0.90 0.38 29

46.00 2.88 1.88 0.80 0.73 60.50 0.70 0.83 0.89 0.37 29

48.50 3.03 1.95 0.78 0.73 92.90 0.54 0.73 0.88 0.37 28

51.00 3.19 2.03 0.76 0.73 100.30 0.50 0.70 0.87 0.36 28

53.50 3.34 2.11 0.74 0.73 59.39 0.70 0.80 0.86 0.36 28

56.00 3.50 2.19 0.72 0.73 51.72 0.74 0.82 0.86 0.35 28

58.50 3.66 2.27 0.70 0.73 66.24 0.67 0.76 0.85 0.34 28

61.00 3.81 2.35 0.68 0.73 86.49 0.57 0.69 0.84 0.33 27

63.50 3.97 2.42 0.66 0.73 65.80 0.67 0.75 0.83 0.33 27

66.00 4.13 2.50 0.64 0.73 59.99 0.70 0.76 0.83 0.32 27

68.25 4.27 2.57 0.62 0.73 93.89 0.53 0.64 0.82 0.31 26

70.75 4.42 2.65 0.60 0.73 136.81 0.32 0.51 0.81 0.30 26

73.38 4.59 2.73 0.58 0.73 194.36 0.03 0.38 0.81 0.29 25

75.21 4.70 2.79 0.56 0.73 134.43 0.33 0.50 0.80 0.29 25

76.04 4.75 2.82 0.56 0.73 294.88 -0.47 0.22 0.80 0.29 25

77.04 4.82 2.85 0.56 0.73 442.32 -1.21 0.10 0.80 0.29 25

Page 1 ends

Cross Section 7-7’
Project No.
20-108-03
Project Name
Gypsum Canyon
Figure C-1
Integrated SPT Method for Estimating
Subsurface Stratification & Liquefaction
Drill Hole DH-4 (GMU) - 975-yr Earthquake
0 0.2 0.4 0.6 0.8
CRR7.5
CRR
CRS
0 20406080
N-Value (bpf)
80 75
70 65
60 55
50 45
40 35
30 25
20 15
10 5
0 Depth (ft)
Blowcount
(N1)60-CS
0 4 8 12 16 20
h (in)
Corrected Settlement
Uncorrected Settlement
0 0.1 0.2 0.3 0.4 0.5
Sr
'vo
80 75
70 65
60 55
50 45
40 35
30 25
20 15
10 5
0 Clay/Silt
Sand
GWT
SPT Reduction

SPT REDUCTION AND NORMALIZATION
Project Name: Gypsum Canyon References:

Top Bottom Weight (pcf) 3) D. Pardel, April 1998, "Procedures to Evaluate Earthquake-Induced Settlements in Dry Sandy Soils," ASCE Geotechnical Journal.

Boring Number:DH-4 0.00 999.00 125 4) A. W. Skempton, 1986, "Standard Penetration Test Procedures and the effects in Sands of Overburden Pressure, Relative Density, Particle Size, Ageing, and Overconsolidation," Geotechnique.

Drill Equipment:Hollow Stem Auger Bit Type: H.S.A. 999.00 999.00 5) Idriss & Boulanger, 2008, "Soil Liquefaction During Earthquake", EERI Monogram.

Hammer Type: Automatic Trip Efficiency: 0.88 999.00 999.00 6) Caltrans Geotechnical Manual-Design Acceleration Response Spectrum, January 2021.

SPT Sampler (Lined or Unlined):Unlined Bor. Dia.": 8.00 999.00 999.00 Stratification Inclusion 999.00 999.00 Needs Engineers Input Form The Layers
Depth (ft) Elev. (ft) EQ Mag. : 6.63 999.00 999.00 Input Parameter Encountered in the Boring Ground Surface: 0.00 407.00 PGA: 0.64 999.00 999.00 Pile Type: Square Frictional FS: 2 Existing Groundwater: 44.30 362.70 999.00 999.00 Pile Diameter (Circular, ft): NA Tip Resistant FS: 3 Design Groundwater: 24.00 383.00 999.00 999.00 Pile Width (Square, ft): Depth of Pile Top Relative to SPT (ft) 0 Factored Capacity Caltrans Vs Estimate 6
Sample Description/Classification %Fines PI Top Depth (ft) Bottom Depth (ft)
SPT
Blowcount
Mod-Cal
Blowcount
Measured
Blowcount
"SPT"
Distance (ft)
"SPT" MidDepth (ft)
Contributory
Thickness
(ft)
Equivalent N
(bpf)
Corrected
N60 (bpf)
Effective
Stress (tsf) Cn (N1)60 (bpf)
Below
Design
GWL?
100 ft
aver(N)60
(bpf)
Ave(Seed &
Idriss+Sykora
& Stokoe)
Vs (ft/s)
di/Vsi Soil Type Geologic
Age ASF Vs (ft/s) di/Vsi Olson Cn
Deviation
of Cn (%)
Olson
(N1)60 (bpf)
K=0.7 +

0.015N Qsl (kips) flim (kips) Final Qsl
(tons)
Accumula
tive Qsl
(tons)
Tip
Capacity
qb (kips)
qlim (kips) Final qb
(tons)
Total Pile
Capacity
(tons)
"SPT" MidDepth (ft)"SPT" MidElev. (ft)
Ultimate
Qsl (kN)
Ultimate
qb (kN)
Ultimate
Capacity
"SPT" MidDepth (ft)"SPT" MidElev. (ft) N Cu (ksf) Qsl (kips) Accumula
tive Qsl
(tsf)
Tip
Capacity
qb (tsf)
Total Pile
Capacity
(tons)
Ultimate
Qsl (kN)
Ultimate
qb (kN)
Ultimate
Capacity
"SPT" MidDepth (ft)"SPT" MidElev. (ft)
Qsl (tons)
Tip
Capacity
qb (tons)
Total Pile
Capacity
(tons)
SM 10 5.00 6.42 76.00 38.0 0.92 5.96 8.2083333 41.5 62.93 0.37 1.64 103.1 FALSE 0.13 1269.23 0.01 Sands Holocene 0.88 510.89 0.02 1.33 -23.01 84 1.96 0.00 0 0.00 0.00 0 0 0.00 0.00 5.96 401.04 0 0 0 5.96 401.04 41.5 1.68 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5.96 401.04 0.00 0.00 0.00 SM 10 10.00 11.50 29.00 14.5 1.00 11.00 5.0416667 14.5 29.35 0.69 1.21 35.4 FALSE 0.17 936.90 0.01 Sands Holocene 0.88 493.60 0.01 1.13 -7.00 33 1.20 0.00 0 0.00 0.00 0 0 0.00 0.00 11.00 396.00 0 0 0 11.00 396.00 14.5 0.72 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11.00 396.00 0.00 0.00 0.00 SM 10 15.00 16.50 40.00 20.0 1.00 16.00 3.75 20.0 40 1.00 1.00 40.5 FALSE 0.09 1063.85 0.00 Sands Holocene 0.88 579.33 0.01 1.00 0.18 41 1.31 0.00 0 0.00 0.00 0 0 0.00 0.00 16.00 391.00 0 0 0 16.00 391.00 20.0 0.91 0.00 0.00 0.00 0.00 0.00 0.00 0.00 16.00 391.00 0.00 0.00 0.00 SM 10 17.50 19.00 21.00 21.0 1.00 18.50 2.5 21.0 43 1.16 0.93 39.5 FALSE 0.06 1084.69 0.00 Sands Holocene 0.88 605.76 0.00 0.95 2.44 41 1.31 0.00 0 0.00 0.00 0 0 0.00 0.00 18.50 388.50 0 0 0 18.50 388.50 21.0 0.95 0.00 0.00 0.00 0.00 0.00 0.00 0.00 18.50 388.50 0.00 0.00 0.00 SM 10 20.00 21.50 27.00 13.5 1.00 21.00 2.5 13.5 27 1.31 0.87 23.9 FALSE 0.09 910.99 0.00 Sands Holocene 0.88 563.42 0.00 0.91 4.17 25 1.07 0.00 0 0.00 0.00 0 0 0.00 0.00 21.00 386.00 0 0 0 21.00 386.00 13.5 0.68 0.00 0.00 0.00 0.00 0.00 0.00 0.00 21.00 386.00 0.00 0.00 0.00 SM 10 22.50 24.00 24.00 24.0 1.00 23.50 2.5 24.0 49 1.47 0.83 40.1 FALSE 0.05 1144.00 0.00 Sands Holocene 0.88 659.99 0.00 0.87 5.51 42 1.34 0.00 0 0.00 0.00 0 0 0.00 0.00 23.50 383.50 0 0 0 23.50 383.50 24.0 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 23.50 383.50 0.00 0.00 0.00 SM 10 25.00 26.42 86.00 43.0 0.92 25.96 2.4583333 46.9 95 1.62 0.79 74.5 TRUE 0.03 1499.66 0.00 Sands Holocene 0.88 787.80 0.00 0.84 6.53 80 1.90 0.00 0 0.00 0.00 0 0 0.00 0.00 25.96 381.04 0 0 0 25.96 381.04 46.9 1.88 0.00 0.00 0.00 0.00 0.00 0.00 0.00 25.96 381.04 0.00 0.00 0.00 SM 10 27.50 29.00 29.00 29.0 1.00 28.50 2.5416667 29.0 59 1.78 0.75 44.0 TRUE 0.04 1234.16 0.00 Sands Holocene 0.88 720.62 0.00 0.81 7.35 47 1.41 0.00 0 0.00 0.00 0 0 0.00 0.00 28.50 378.50 0 0 0 28.50 378.50 29.0 1.24 0.00 0.00 0.00 0.00 0.00 0.00 0.00 28.50 378.50 0.00 0.00 0.00 SW 3 30.00 31.50 45.00 22.5 1.00 31.00 2.5 22.5 46 1.94 0.72 32.7 TRUE 0.05 1114.91 0.00 Sands Holocene 0.88 693.04 0.00 0.78 7.97 36 1.23 0.00 0 0.00 0.00 0 0 0.00 0.00 31.00 376.00 0 0 0 31.00 376.00 22.5 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 31.00 376.00 0.00 0.00 0.00 SM 10 32.50 34.00 34.00 34.0 1.00 33.50 2.5 34.0 69 2.09 0.69 47.6 TRUE 0.04 1315.88 0.00 Sands Holocene 0.88 775.79 0.00 0.75 8.43 52 1.48 0.00 0 0.00 0.00 0 0 0.00 0.00 33.50 373.50 0 0 0 33.50 373.50 34.0 1.41 0.00 0.00 0.00 0.00 0.00 0.00 0.00 33.50 373.50 0.00 0.00 0.00 SM 10 35.00 36.50 48.00 24.0 1.00 36.00 2.5 24.0 49 2.25 0.67 32.4 TRUE 0.05 1144.00 0.00 Sands Holocene 0.88 775.79 0.00 0.73 8.75 35 1.23 0.00 0 0.00 0.00 0 0 0.00 0.00 36.00 371.00 0 0 0 36.00 371.00 24.0 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 36.00 371.00 0.00 0.00 0.00 SM 10 37.50 39.00 67.00 67.0 1.00 38.50 2.5 67.0 136 2.41 0.64 87.4 TRUE 0.02 1735.97 0.00 Sands Holocene 0.88 936.26 0.00 0.71 8.97 96 2.14 0.00 0 0.00 0.00 0 0 0.00 0.00 38.50 368.50 0 0 0 38.50 368.50 67.0 2.59 0.00 0.00 0.00 0.00 0.00 0.00 0.00 38.50 368.50 0.00 0.00 0.00 SM 10 40.00 41.50 53.00 26.5 1.00 41.00 2.5 26.5 54 2.56 0.62 33.5 TRUE 0.05 1190.29 0.00 Sands Holocene 0.88 767.41 0.00 0.69 9.09 37 1.25 0.00 0 0.00 0.00 0 0 0.00 0.00 41.00 366.00 0 0 0 41.00 366.00 26.5 1.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 41.00 366.00 0.00 0.00 0.00 SM 10 42.50 44.00 27.00 27.0 1.00 43.50 2.5 27.0 55 2.72 0.61 33.1 TRUE 0.05 1199.25 0.00 Sands Holocene 0.88 781.28 0.00 0.67 9.12 36 1.25 0.00 0 0.00 0.00 0 0 0.00 0.00 43.50 363.50 0 0 0 43.50 363.50 27.0 1.16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 43.50 363.50 0.00 0.00 0.00 SM 10 45.00 46.50 20.00 10.0 1.00 46.00 2.5 10.0 20 2.82 0.60 12.0 TRUE 0.12 810.35 0.00 Sands Holocene 0.88 627.07 0.00 0.65 9.10 13 0.90 0.00 0 0.00 0.00 0 0 0.00 0.00 46.00 361.00 0 0 0 46.00 361.00 10.0 0.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 46.00 361.00 0.00 0.00 0.00 SM 26 47.50 49.00 20.00 20.0 1.00 48.50 2.5 20.0 40 2.90 0.59 23.8 TRUE 0.06 1063.85 0.00 Sands Holocene 0.88 740.09 0.00 0.65 9.06 26 1.09 0.00 0 0.00 0.00 0 0 0.00 0.00 48.50 358.50 0 0 0 48.50 358.50 20.0 0.91 0.00 0.00 0.00 0.00 0.00 0.00 0.00 48.50 358.50 SM 10 50.00 51.50 59.00 29.5 1.00 51.00 2.5 29.5 60 2.98 0.58 34.6 TRUE 0.04 1242.67 0.00 Sands Holocene 0.88 814.27 0.00 0.64 9.01 38 1.27 0.00 0 0.00 0.00 0 0 0.00 0.00 51.00 356.00 0 0 0 51.00 356.00 29.5 1.25 0.00 0.00 0.00 0.00 0.00 0.00 0.00 51.00 356.00 SM 10 52.50 54.00 10.00 10.0 1.00 53.50 2.5 10.0 20 3.06 0.57 11.6 TRUE 0.12 810.35 0.00 Sands Holocene 0.88 638.7019 0.00 0.63 8.94 13 0.89 0.00 0 0.00 0.00 0 0 0.00 0.00 53.50 353.50 0 0 0 53.50 353.50 10.0 0.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 53.50 353.50 SM 10 55.00 56.50 15.00 7.5 1.00 56.00 2.5 7.5 15 3.13 0.56 8.6 TRUE 0.16 725.13 0.00 Sands Holocene 0.88 601.2944 0.00 0.62 8.86 9 0.84 0.00 0 0.00 0.00 0 0 0.00 0.00 56.00 351.00 0 0 0 56.00 351.00 7.5 0.47 0.00 0.00 0.00 0.00 0.00 0.00 0.00 56.00 351.00 SM 26 57.50 59.00 9.00 9.0 1.00 58.50 2.5 9.0 18 3.21 0.56 10.2 TRUE 0.14 777.93 0.00 Sands Holocene 0.88 630.6109 0.00 0.61 8.76 11 0.87 0.00 0 0.00 0.00 0 0 0.00 0.00 58.50 348.50 0 0 0 58.50 348.50 9.0 0.52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 58.50 348.50 SM 26 60.00 61.50 36.00 18.0 1.00 61.00 2.5 18.0 36 3.29 0.55 20.1 TRUE 0.07 1020.32 0.00 Sands Holocene 0.88 743.7069 0.00 0.60 8.65 22 1.03 0.00 0 0.00 0.00 0 0 0.00 0.00 61.00 346.00 0 0 0 61.00 346.00 18.0 0.84 0.00 0.00 0.00 0.00 0.00 0.00 0.00 61.00 346.00 SC 49 62.50 64.00 8.00 8.0 1.00 63.50 2.5 8.0 16 3.37 0.54 8.8 TRUE 0.15 743.36 0.00 Sands Holocene 0.88 620.507 0.00 0.60 8.53 10 0.84 0.00 0 0.00 0.00 0 0 0.00 0.00 63.50 343.50 0 0 0 63.50 343.50 8.0 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 63.50 343.50 SM 26 65.00 66.50 14.00 7.0 1.00 66.00 2.5 7.0 14 3.45 0.54 7.6 TRUE 0.18 706.18 0.00 Sands Holocene 0.88 604.9251 0.00 0.59 8.39 8 0.82 0.00 0 0.00 0.00 0 0 0.00 0.00 66.00 341.00 0 0 0 66.00 341.00 7.0 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 66.00 341.00 SM 10 67.50 68.50 14.00 14.0 0.50 68.25 2.25 28.0 57 3.52 0.53 30.2 TRUE 0.04 1216.88 0.00 Sands Holocene 0.88 835.9784 0.00 0.58 8.26 33 1.19 0.00 0 0.00 0.00 0 0 0.00 0.00 68.25 338.75 0 0 0 68.25 338.75 28.0 1.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 68.25 338.75 SM 10 70.00 71.00 61.00 30.5 0.50 70.75 2.5 61.0 123 3.60 0.53 65.1 TRUE 0.02 1670.13 0.00 Sands Holocene 0.88 1005.013 0.00 0.57 8.10 71 1.76 0.00 0 0.00 0.00 0 0 0.00 0.00 70.75 336.25 0 0 0 70.75 336.25 61.0 2.38 0.00 0.00 0.00 0.00 0.00 0.00 0.00 70.75 336.25 SM 10 72.50 73.75 94.00 94.0 0.75 73.38 2.625 125.3 254 3.68 0.52 132.3 TRUE 0.01 2253.44 0.00 Sands Holocene 0.88 1192.223 0.00 0.57 7.92 144 2.85 0.00 0 0.00 0.00 0 0 0.00 0.00 73.38 333.63 0 0 0 73.38 333.63 125.3 4.68 0.00 0.00 0.00 0.00 0.00 0.00 0.00 73.38 333.63 SM 10 75.00 75.42 50.00 25.0 0.42 75.21 1.3333333 60.0 121 3.74 0.52 62.8 TRUE 0.01 1658.81 0.00 Sands Holocene 0.88 1010.004 0.00 0.56 7.78 68 1.72 0.00 0 0.00 0.00 0 0 0.00 0.00 75.21 331.79 0 0 0 75.21 331.79 60.0 2.34 0.00 0.00 0.00 0.00 0.00 0.00 0.00 75.21 331.79 GM 5 76.00 76.08 50.00 25.0 0.08 76.04 0.8333333 300.0 607 3.76 0.52 313.0 TRUE 0.00 3266.83 0.00 Gravels Holocene 0.88 1695.462 0.00 0.56 7.72 339 5.79 0.00 0 0.00 0.00 0 0 0.00 0.00 76.04 330.96 0 0 0 76.04 330.96 300.0 10.91 0.00 0.00 0.00 0.00 0.00 0.00 0.00 76.04 330.96 Silty Sandstone 26 77.00 77.08 50.00 50.0 0.08 77.04 0.5416667 600.0 1214 3.79 0.51 623.5 TRUE 0.00 4414.20 0.00 Bedrock Tertiary 1837.27 0.00 0.56 7.65 675 10.83 0.00 0 0.00 0.00 0 0 0.00 0.00 77.04 329.96 0 0 0 77.04 329.96 600.0 21.63 0.00 0.00 0.00 0.00 0.00 0.00 0.00 77.04 329.96

Pile Design by Olson 1990 Method, For SAND/SILT Pile Design by Olson 1990 Method, For CLAY

Page 1 ends

Cyclic Resistance
Revised Per Cetin et al. (2009)
CYCLIC RESISTANCE (in terms of N): Depth Below to Apply (ft): 0.00 Residual Shear Strength Clay ALL Saturated/Liquefiable Layer Settlements Unsaturated Layer Settlement (Pradel, 1998) Unsaturated Layer Settlement (Tokimatsu and Seed, 1987) Sr/'vo Material SPT MidElev. (ft) SPT Mid-Depth (ft) SPT MidDepth (m) Equivalent N
(bpf)
Contributory
Thickness (ft) (N1)60 (bpf) Below Design
GWL? %Fines* PI (N1)60 cs (bpf)
Equivalent
(CRR)l cs
LIQUEF? LIQUEF FS LIQUEF FS per N-Value Ratio (N)160 + (NCorr)Settlement (QC1)CS Lower Bound
v

Lower
Bound h
(in)
Lower
Cumulative h
(in)
Upper Bound
v

Upper
Bound h
(in)
Upper
Cumulative h
(in)
'm (tsf) ave (tsf) Gmax (tsf)  15 NC
Layer
Settlement
(in)
Accumulative
Settlement (in) eff*(Geff/Gmax) eff v (%) Layer Settlement (in) Accumulative
Settlement (in)
LL Total
Settlement
(in)
UL Total
Settlement
(in)
Average v
 DF Corrected v Layer
Settlement (in)
Corrected Total
Settlement (in)
' (deg)
No Void
Redistribution
With Void
Redistribution
Su/'vo
Sr or
Su/'vo
SM 401.04 5.96 1.82 41.45 8.21 103.1 FALSE 10 0 106 0.80 Above Design GWT Above Design GWT Above Design GWT 104.12 Over the Range 0.00 0.00 6.67 0.00 0.00 6.76 0.24 0.11 1015.96 1.64E-04 2.26E-05 1.72E-05 0.00E+00 0.02 1.10E-04 6.70 6.78 3.44E-05 0.90 3.09E-05 3.04E-03 0.42 56.00 1.48 1.48 1.48 SM 396.00 11.00 3.35 14.50 5.04 35.4 FALSE 10 0 37 0.80 Above Design GWT Above Design GWT Above Design GWT 36.40 Over the Range 0.00 0.00 6.67 0.00 0.00 6.76 0.45 0.20 969.97 4.12E-04 2.01E-04 1.53E-04 0.00E+00 0.02 2.10E-04 6.70 6.78 3.05E-04 0.81 2.49E-04 1.50E-02 0.42 46.12 1.04 1.04 1.04 SM 391.00 16.00 4.88 20.00 3.75 40.5 FALSE 10 0 42 0.80 Above Design GWT Above Design GWT Above Design GWT 41.48 Over the Range 0.00 0.00 6.67 0.00 0.00 6.76 0.65 0.29 1222.82 4.33E-04 1.80E-04 1.37E-04 0.00E+00 0.02 2.39E-04 6.70 6.78 2.74E-04 0.73 2.00E-04 8.99E-03 0.40 47.14 1.08 1.08 1.08 SM 388.50 18.50 5.64 21.00 2.50 39.5 FALSE 10 0 41 0.80 Above Design GWT Above Design GWT Above Design GWT 40.53 Over the Range 0.00 0.00 6.67 0.00 0.00 6.76 0.75 0.34 1304.60 4.65E-04 1.99E-04 1.51E-04 0.00E+00 0.02 2.57E-04 6.70 6.78 3.03E-04 0.69 2.08E-04 6.24E-03 0.39 46.71 1.06 1.06 1.06 SM 386.00 21.00 6.40 13.50 2.50 23.9 FALSE 10 0 25 0.29 Above Design GWT Above Design GWT Above Design GWT 24.85 126.34 0.00 0.00 6.67 0.00 0.00 6.76 0.85 0.38 1176.51 7.00E-04 5.40E-04 4.10E-04 2.46E-02 0.02 3.22E-04 6.70 6.78 8.20E-04 0.64 5.29E-04 1.59E-02 0.39 41.58 0.89 0.25 0.89 SM 383.50 23.50 7.16 24.00 2.50 40.1 FALSE 10 0 42 0.80 Above Design GWT Above Design GWT Above Design GWT 41.08 Over the Range 0.00 0.00 6.67 0.00 0.00 6.76 0.95 0.42 1477.13 5.04E-04 2.13E-04 1.62E-04 0.00E+00 0.00 2.85E-04 6.67 6.76 3.23E-04 0.60 1.95E-04 5.84E-03 0.37 46.41 1.05 1.05 1.05 SM 381.04 25.96 7.91 46.91 2.46 74.5 TRUE 10 0 77 0.80 NO 1.95 2.19 75.54 Over the Range 0.00 0.00 6.67 0.00 0.00 6.76 1.05 0.46 1905.19 3.63E-04 7.38E-05 5.61E-05 0.00E+00 0.00 2.52E-04 6.67 6.76 0.00E+00 0.56 0.00E+00 0.00E+00 0.37 52.17 1.29 1.29 1.29 SM 378.50 28.50 8.69 29.00 2.54 44.0 TRUE 10 0 46 0.80 NO 1.97 1.33 44.98 Over the Range 0.00 0.00 6.67 0.00 0.00 6.76 1.16 0.50 1677.28 5.11E-04 1.93E-04 1.47E-04 0.00E+00 0.00 3.27E-04 6.67 6.76 0.00E+00 0.52 0.00E+00 0.00E+00 0.37 46.89 1.07 1.07 1.07 SW 376.00 31.00 9.45 22.50 2.50 32.7 TRUE 3 0 33 0.80 NO 1.96 0.95 32.72 Over the Range 0.00 0.00 6.67 0.00 0.00 6.76 1.26 0.54 1586.60 6.29E-04 3.49E-04 2.65E-04 0.00E+00 0.00 3.85E-04 6.67 6.76 0.00E+00 0.48 0.00E+00 0.00E+00 0.37 43.80 0.96 0.63 0.96 SM 373.50 33.50 10.21 34.00 2.50 47.6 TRUE 10 0 49 0.80 NO 1.78 1.32 48.56 Over the Range 0.00 0.00 6.67 0.00 0.00 6.76 1.36 0.57 1866.03 4.97E-04 1.71E-04 1.30E-04 0.00E+00 0.00 3.58E-04 6.67 6.76 0.00E+00 0.43 0.00E+00 0.00E+00 0.37 47.23 1.08 1.08 1.08 SM 371.00 36.00 10.97 24.00 2.50 32.4 TRUE 10 0 34 0.80 NO 1.84 0.94 33.38 Over the Range 0.00 0.00 6.67 0.00 0.00 6.76 1.46 0.60 1704.01 6.26E-04 3.38E-04 2.57E-04 0.00E+00 0.00 4.24E-04 6.67 6.76 0.00E+00 0.39 0.00E+00 0.00E+00 0.37 43.29 0.94 0.70 0.94 SM 368.50 38.50 11.73 67.00 2.50 87.4 TRUE 10 0 90 0.80 NO 1.46 1.98 88.42 Over the Range 0.00 0.00 6.67 0.00 0.00 6.76 1.56 0.63 2445.54 3.58E-04 6.01E-05 4.57E-05 0.00E+00 0.00 3.17E-04 6.67 6.76 0.00E+00 0.35 0.00E+00 0.00E+00 0.37 52.68 1.31 1.31 1.31 SM 366.00 41.00 12.50 26.50 2.50 33.5 TRUE 10 0 35 0.80 NO 1.75 0.92 34.51 Over the Range 0.00 0.00 6.67 0.00 0.00 6.76 1.67 0.65 1839.05 6.00E-04 3.12E-04 2.37E-04 0.00E+00 0.00 4.48E-04 6.67 6.76 0.00E+00 0.31 0.00E+00 0.00E+00 0.37 43.25 0.94 0.84 0.94 SM 363.50 43.50 13.26 27.00 2.50 33.1 TRUE 10 0 35 0.80 NO 1.73 0.90 34.14 Over the Range 0.00 0.00 6.67 0.00 0.00 6.76 1.77 0.68 1887.49 5.96E-04 3.14E-04 2.39E-04 0.00E+00 0.00 4.62E-04 6.67 6.76 0.00E+00 0.26 0.00E+00 0.00E+00 0.37 42.96 0.93 0.79 0.93 SM 361.00 46.00 14.02 10.00 2.50 12.0 TRUE 10 0 13 0.14 YES 0.35 0.39 13.05 69.04 3.13 0.94 6.67 3.13 0.94 6.76 1.83 0.70 1377.07 1.21E-03 2.02E-03 1.54E-03 0.00E+00 0.00 6.53E-04 6.67 6.76 3.13E-02 0.22 6.91E-03 2.07E-01 0.37 33.32 0.15 0.11 0.15 SM 358.50 48.50 14.78 20.00 2.50 23.8 TRUE 26 0 31 0.80 NO 1.73 0.80 25.85 133.43 0.00 0.00 5.73 0.00 0.00 5.82 1.89 0.72 1746.93 7.50E-04 5.51E-04 4.19E-04 0.00E+00 0.00 5.25E-04 5.73 5.82 0.00E+00 0.18 0.00E+00 0.00E+00 0.16 39.55 0.83 0.28 0.83 SM 356.00 51.00 15.54 29.50 2.50 34.6 TRUE 10 0 36 0.80 NO 1.67 0.90 35.60 Over the Range 0.00 0.00 5.73 0.00 0.00 5.82 1.94 0.73 2003.78 6.00E-04 3.01E-04 2.29E-04 0.00E+00 0.00 4.65E-04 5.73 5.82 0.00E+00 0.14 0.00E+00 0.00E+00 0.16 43.09 0.94 0.94 0.94 SM 353.50 53.50 16.31 10.00 2.50 11.6 TRUE 10 0 13 0.14 YES 0.34 0.37 12.58 66.88 3.21 0.96 5.73 3.21 0.96 5.82 1.99 0.75 1414.43 1.28E-03 2.23E-03 1.70E-03 0.00E+00 0.00 6.68E-04 5.73 5.82 3.21E-02 0.09 3.02E-03 9.07E-02 0.16 32.73 0.14 0.11 0.14 SM 351.00 56.00 17.07 7.50 2.50 8.6 TRUE 10 0 10 0.10 YES 0.27 0.29 9.57 54.42 3.83 1.15 4.77 3.83 1.15 4.85 2.04 0.76 1297.27 1.65E-03 3.99E-03 3.03E-03 0.00E+00 0.00 7.37E-04 4.77 4.85 3.83E-02 0.05 1.98E-03 5.95E-02 0.07 30.06 0.09 0.09 0.09 SM 348.50 58.50 17.83 9.00 2.50 10.2 TRUE 26 0 16 0.17 YES 0.42 0.45 12.24 65.37 3.28 0.98 3.62 3.28 0.98 3.70 2.09 0.77 1389.14 1.40E-03 2.53E-03 1.92E-03 0.00E+00 0.00 6.94E-04 3.62 3.70 3.28E-02 0.01 3.08E-04 9.25E-03 0.01 31.44 0.13 0.11 0.13 SM 346.00 61.00 18.59 18.00 2.50 20.1 TRUE 26 0 27 0.32 YES 0.72 0.70 22.16 110.82 1.80 0.54 2.64 2.09 0.63 2.72 2.14 0.78 1760.30 8.34E-04 7.38E-04 5.61E-04 0.00E+00 0.00 5.52E-04 2.64 2.72 1.94E-02 0.00 0.00E+00 0.00E+00 0.00 37.54 0.77 0.20 0.77 SC 343.50 63.50 19.35 8.00 2.50 8.8 TRUE 49 0 16 0.17 YES 0.42 0.45 12.75 67.66 3.19 0.96 2.10 3.18 0.95 2.10 2.19 0.79 1357.64 1.52E-03 2.61E-03 1.98E-03 0.00E+00 0.00 7.18E-04 2.10 2.10 3.18E-02 0.00 0.00E+00 0.00E+00 0.00 30.09 0.14 0.11 0.14 SM 341.00 66.00 20.12 7.00 2.50 7.6 TRUE 26 0 13 0.14 YES 0.36 0.39 9.71 54.92 3.80 1.14 1.14 3.80 1.14 1.14 2.24 0.80 1309.14 1.68E-03 3.99E-03 3.03E-03 0.00E+00 0.00 7.46E-04 1.14 1.14 3.80E-02 0.00 0.00E+00 0.00E+00 0.00 28.81 0.10 0.09 0.10 SM 338.75 68.25 20.80 28.00 2.25 30.2 TRUE 10 0 32 0.80 NO 1.75 0.80 31.21 Over the Range 0.00 0.00 0.00 0.00 0.00 0.00 2.29 0.80 2082.61 6.19E-04 3.63E-04 2.76E-04 0.00E+00 0.00 4.69E-04 0.00 0.00 0.00E+00 0.00 0.00E+00 0.00E+00 0.00 41.22 0.88 0.51 0.88 SM 336.25 70.75 21.56 61.00 2.50 65.1 TRUE 10 0 67 0.80 NO 1.40 1.35 66.10 Over the Range 0.00 0.00 0.00 0.00 0.00 0.00 2.34 0.80 2712.72 4.07E-04 9.70E-05 7.37E-05 0.00E+00 0.00 3.59E-04 0.00 0.00 0.00E+00 0.00 0.00E+00 0.00E+00 0.00 48.60 1.13 1.13 1.13 SM 333.63 73.38 22.36 125.33 2.63 132.3 TRUE 10 0 136 0.80 NO 1.03 1.98 133.26 Over the Range 0.00 0.00 0.00 0.00 0.00 0.00 2.39 0.80 3466.53 2.90E-04 2.98E-05 2.26E-05 0.00E+00 0.00 2.80E-04 0.00 0.00 0.00E+00 0.00 0.00E+00 0.00E+00 0.00 55.21 1.44 1.44 1.44 SM 331.79 75.21 22.92 60.00 1.33 62.8 TRUE 10 0 65 0.80 NO 1.45 1.33 63.83 Over the Range 0.00 0.00 0.00 0.00 0.00 0.00 2.43 0.80 2732.59 3.99E-04 9.92E-05 7.54E-05 0.00E+00 0.00 3.53E-04 0.00 0.00 0.00E+00 0.00 0.00E+00 0.00E+00 0.00 48.13 1.12 1.12 1.12 GM 330.96 76.04 23.18 300.00 0.83 313.0 TRUE 5 0 313 0.80 YES 0.58 2.55 313.05 Over the Range 0.00 0.00 0.00 0.00 0.00 0.00 2.45 0.81 4658.51 2.01E-04 7.42E-06 5.64E-06 0.00E+00 0.00 2.08E-04 0.00 0.00 0.00E+00 0.00 0.00E+00 0.00E+00 0.00 62.54 #NUM! #NUM! #NUM! Silty Sandstone 329.96 77.04 23.48 600.00 0.54 623.5 TRUE 26 0 704 0.80 YES 0.24 2.43 625.58 Over the Range 0.00 0.00 0.00 0.00 0.00 0.00 2.47 0.81 5872.08 1.55E-04 2.49E-06 1.89E-06 0.00E+00 0.00 1.66E-04 0.00 0.00 0.00E+00 0.00 0.00E+00 0.00E+00 0.00 67.63 #NUM! #NUM! #NUM!

22.92 0.00 0.00

0.00 0.00

5.96 0.37 0.37 0.99 0.73 171.77 0.14 1.00 1.00 0.30 26

11.00 0.69 0.69 0.97 0.73 101.42 0.49 1.00 1.00 0.30 25

16.00 1.00 1.00 0.96 0.73 108.30 0.46 1.00 1.00 0.29 25

18.50 1.16 1.16 0.96 0.73 107.05 0.46 0.93 0.98 0.29 25

21.00 1.31 1.31 0.95 0.73 83.72 0.58 0.89 0.96 0.29 25

23.50 1.47 1.47 0.95 0.73 107.78 0.46 0.81 0.94 0.29 25

25.96 1.62 1.56 0.94 0.73 146.27 0.27 0.72 0.92 0.30 25

28.50 1.78 1.64 0.93 0.73 112.79 0.44 0.76 0.92 0.31 26

31.00 1.94 1.72 0.92 0.73 95.33 0.52 0.77 0.91 0.32 26

33.50 2.09 1.80 0.90 0.73 117.21 0.41 0.71 0.90 0.32 27

36.00 2.25 1.88 0.88 0.73 97.12 0.51 0.74 0.89 0.32 27

38.50 2.41 1.95 0.86 0.73 158.27 0.21 0.59 0.88 0.32 27

41.00 2.56 2.03 0.84 0.73 98.74 0.51 0.70 0.87 0.32 27

43.50 2.72 2.11 0.82 0.73 98.22 0.51 0.69 0.86 0.32 27

46.00 2.88 2.19 0.80 0.73 60.50 0.70 0.79 0.86 0.32 27

48.50 3.03 2.27 0.78 0.73 92.90 0.54 0.68 0.85 0.32 27

51.00 3.19 2.35 0.76 0.73 100.30 0.50 0.65 0.84 0.31 26

53.50 3.34 2.42 0.74 0.73 59.39 0.70 0.77 0.83 0.31 26

56.00 3.50 2.50 0.72 0.73 51.72 0.74 0.79 0.83 0.31 26

58.50 3.66 2.58 0.70 0.73 66.24 0.67 0.73 0.82 0.30 26

61.00 3.81 2.66 0.68 0.73 86.49 0.57 0.66 0.81 0.29 25

63.50 3.97 2.74 0.66 0.73 65.80 0.67 0.72 0.81 0.29 25

66.00 4.13 2.81 0.64 0.73 59.99 0.70 0.73 0.80 0.28 25

68.25 4.27 2.89 0.62 0.73 93.89 0.53 0.61 0.79 0.28 24

70.75 4.42 2.96 0.60 0.73 136.81 0.32 0.48 0.79 0.27 24

73.38 4.59 3.05 0.58 0.73 194.36 0.03 0.34 0.78 0.26 23

75.21 4.70 3.10 0.56 0.73 134.43 0.33 0.47 0.78 0.26 23

76.04 4.75 3.13 0.56 0.73 294.88 -0.47 0.19 0.78 0.26 23

77.04 4.82 3.16 0.56 0.73 442.32 -1.21 0.08 0.77 0.26 23

Page 1 ends

SPT REDUCTION AND NORMALIZATION
Project Name: Gypsum Canyon References:

Top Bottom Weight (pcf) 3) D. Pardel, April 1998, "Procedures to Evaluate Earthquake-Induced Settlements in Dry Sandy Soils," ASCE Geotechnical Journal.

Drill Equipment: Hollow Stem Auger Bit Type: H.S.A. 999.00 999.00 5) Idriss & Boulanger, 2008, "Soil Liquefaction During Earthquake", EERI Monogram.

Hammer Type: Automatic Trip Efficiency: 0.88 999.00 999.00 6) Caltrans Geotechnical Manual-Design Acceleration Response Spectrum, January 2021.

Pile Design by Olson 1990 Method, For SAND/SILT Pile Design by Olson 1990 Method, For CLAY

Page 1 ends

22.92 0.00 0.00

0.00 0.00

5.96 0.37 0.37 0.99 0.73 171.77 0.14 1.00 1.00 0.30 26

11.00 0.69 0.69 0.97 0.73 101.42 0.49 1.00 1.00 0.30 25

16.00 1.00 0.94 0.96 0.73 108.30 0.46 1.00 1.00 0.31 26

18.50 1.16 1.02 0.96 0.73 107.05 0.46 0.99 1.00 0.33 27

21.00 1.31 1.09 0.95 0.73 83.72 0.58 0.96 0.99 0.35 28

23.50 1.47 1.17 0.95 0.73 107.78 0.46 0.92 0.97 0.36 28

25.96 1.62 1.25 0.94 0.73 146.27 0.27 0.85 0.96 0.37 29

28.50 1.78 1.33 0.93 0.73 112.79 0.44 0.85 0.95 0.38 29

31.00 1.94 1.41 0.92 0.73 95.33 0.52 0.85 0.94 0.39 29

33.50 2.09 1.49 0.90 0.73 117.21 0.41 0.79 0.93 0.39 29

36.00 2.25 1.56 0.88 0.73 97.12 0.51 0.80 0.92 0.38 29

38.50 2.41 1.64 0.86 0.73 158.27 0.21 0.68 0.91 0.38 29

41.00 2.56 1.72 0.84 0.73 98.74 0.51 0.77 0.91 0.38 29

43.50 2.72 1.80 0.82 0.73 98.22 0.51 0.75 0.90 0.38 29

46.00 2.88 1.88 0.80 0.73 60.50 0.70 0.83 0.89 0.37 29

48.50 3.03 1.95 0.78 0.73 92.90 0.54 0.73 0.88 0.37 28

51.00 3.19 2.03 0.76 0.73 100.30 0.50 0.70 0.87 0.36 28

53.50 3.34 2.11 0.74 0.73 59.39 0.70 0.80 0.86 0.36 28

56.00 3.50 2.19 0.72 0.73 51.72 0.74 0.82 0.86 0.35 28

58.50 3.66 2.27 0.70 0.73 66.24 0.67 0.76 0.85 0.34 28

61.00 3.81 2.35 0.68 0.73 86.49 0.57 0.69 0.84 0.33 27

63.50 3.97 2.42 0.66 0.73 65.80 0.67 0.75 0.83 0.33 27

66.00 4.13 2.50 0.64 0.73 59.99 0.70 0.76 0.83 0.32 27

68.25 4.27 2.57 0.62 0.73 93.89 0.53 0.64 0.82 0.31 26

70.75 4.42 2.65 0.60 0.73 136.81 0.32 0.51 0.81 0.30 26

73.38 4.59 2.73 0.58 0.73 194.36 0.03 0.38 0.81 0.29 25

75.21 4.70 2.79 0.56 0.73 134.43 0.33 0.50 0.80 0.29 25

76.04 4.75 2.82 0.56 0.73 294.88 -0.47 0.22 0.80 0.29 25

77.04 4.82 2.85 0.56 0.73 442.32 -1.21 0.10 0.80 0.29 25

Page 1 ends

APPENDIX D
Slope Stability Analyses
APPENDIX D-1
Design Shear Strengths
0 1000
2000
3000
4000
5000
6000
7000
8000
0 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000 11000 12000 Shear Strength (psf)
Normal stress (psf)
Ultimate Shear Strength ‐ Qafc
(Remolded)
Project: Gypsum Canyon
Project No.: 20‐108‐03
Strain Rate (in/min)=0.0025‐0.005
Remolded Samples
Geologic Unit:  Qaf
Classification:  ML‐CL, SC, CL
ϕ = 28°
c = 475 psf
0 1000
2000
3000
4000
5000
6000
7000
8000
9000
0 1000200030004000500060007000 80009000 10000 11000 12000 Shear Strength (psf)
Normal stress (psf)
Peak Shear Strength ‐ Qafc
(Remolded)
Project: Gypsum Canyon
Project No.: 20‐108‐03
Strain Rate (in/min)=0.0025‐0.005
Remolded Samples
Geologic Unit:  Qaf
Classification:  ML‐CL, SC, CL
ϕ = 30°
c = 460 psf
0 2000
4000
6000
8000
10000
12000
0 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000 11000 12000 Shear Strength (psf)
Normal stress (psf)
Ultimate Shear Strength ‐ Qal
(Undisturbed)
Project: Gypsum Canyon
Project No.: 20‐108‐03
Strain Rate (in/min)=0.01‐0.05
Undisturbed Samples
Geologic Unit:  Qal
Classification:  SM, SP, SM‐SC
ϕ = 32°
c = 200 psf
0 2000
4000
6000
8000
10000
12000
14000
0 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000 11000 12000 Shear Strength (psf)
Normal stress (psf)
Peak Shear Strength ‐ Qal
(Undisturbed)
Project: Gypsum Canyon
Project No.: 20‐108‐03
Strain Rate (in/min)=0.01‐0.05
Undisturbed Samples
Geologic Unit:  Qal
Classification:  SM, SP, SM‐SC
ϕ = 36°
c = 300 psf
0 500
1000
1500
2000
2500
3000
3500
4000
0 1000 2000 3000 4000 5000 6000 7000 8000
Shear Strength (psf)
Normal stress (psf)
Ultimate Shear Strength ‐ Qls
(Undisturbed)
Project: Gypsum Canyon
Project No.: 20‐108‐03
Strain Rate (in/min)=0.001
Undisturbed Samples
Geologic Unit:  Qls
Classification:  ML
ϕ = 22°
c = 280 psf
0 1000
2000
3000
4000
5000
6000
0 1000 2000 3000 4000 5000 6000 7000 8000
Shear Strength (psf)
Normal stress (psf)
Peak Shear Strength ‐ Qls
(Undisturbed)
Project: Gypsum Canyon
Project No.: 20‐108‐03
Strain Rate (in/min)=0.001
Undisturbed Samples
Geologic Unit:  Qls
Classification:  ML
ϕ = 28°
c = 860 psf
0 2000
4000
6000
8000
10000
12000
0 2000 4000 6000 8000 10000 12000 14000 16000
Shear Strength (psf)
Normal stress (psf)
Ultimate Shear Strength ‐ Tvs
(Undisturbed)
Project: Gypsum Canyon
Project No.: 20‐108‐03
Strain Rate (in/min)=0.001‐0.01
Undistubed Samples
Geologic Unit:  Tvs
Classification: SC, SP‐SM, SM, CL, ML
ϕ = 30°
c = 325 psf
0 2000
4000
6000
8000
10000
12000
14000
16000
18000
0 2000 4000 6000 8000 10000 12000
Shear Strength (psf)
Normal stress (psf)
Peak Shear Strength - Tvs
(Undisturbed)
Project: Gypsum Canyon
Project No.: 20-108-03
Strain Rate (in/min)=0.001-0.01
Undistubed Samples
Geologic Unit: Tvs
Classification: SC, SP-SM, SM, CL, ML
ϕ = 38°
c = 850 psf
0 1000
2000
3000
4000
5000
6000
0 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000 11000 12000 Shear Strength (psf)
Normal stress (psf)
Residual Shear Strength ‐ Tvs
(Undisturbed and Remolded)
CHJ Direct Shear Data
GMU Direct Shear Data
Leighton Direct Shear Data
Stark Residual Correlations (GMU, Leighton, CHJ)
Lower Bound Stark Correlation (phi=16deg.,c=0psf)
Best Fit Line (phi=16deg.,c=125psf)
Project: Gypsum Canyon
Project No.: 20‐108‐03
Strain Rate (in/min)=0.001‐0.0017
Undistubed and Remolded Samples
Geologic Unit:  Tvs
Classification:  CL (red beds)
Lower Bound Stark Correlation
ϕ = 16°
c = 0 psf
Best Fit Line through Direct Shear Data
ϕ = 16°
c = 125 psf
APPENDIX D-2
Slope Stability Analyses

1.8 Distance
-260 -60 140 340 540 740 940 1,140 1,340 1,540 1,740 1,940 300
400
500
600
700
800
900
Project No. 20-108-04
Section 1-1'
February 2023
Static Analysis, Run 10.4
Horz Seismic Coef.: 0
Slip Surface Option: Entry and Exit
Tvs
Qls
Landslide Plane
Color Name Slope Stability
Material Model
Unit
Weight
(pcf)
Effective
Cohesion
(psf)
Effective
Friction
Angle (°)
Phi-Anisotropic
Strength Fn.

C-Anisotropic
Strength Fn.

Landslide
Plane
Mohr-Coulomb 120 0 16
Qaf Mohr-Coulomb 120 200 20
Qafc Mohr-Coulomb 120 475 28
Qal Mohr-Coulomb 120 200 32
Qls Mohr-Coulomb 120 0 16
Tvs Anisotropic Fn. 120 325 30 16 deg. 0 psf
Qafc
Keyway 60'x135' (DxW)
Afu
Qal
6 to 12 degrees out-of-slope

1.1 Distance
-260 -60 140 340 540 740 940 1,140 1,340 1,540 1,740 1,940 300
400
500
600
700
800
900
Project No. 20-108-04
Section 1-1'
February 2023
Pseudo-Static Analysis, Run 10.4
Horz Seismic Coef.: 0.18
Slip Surface Option: Entry and Exit
Tvs
Qls
Landslide Plane
Color Name Slope Stability
Material Model
Unit
Weight
(pcf)
Effective
Cohesion
(psf)
Effective
Friction
Angle (°)
Phi-Anisotropic
Strength Fn.

C-Anisotropic
Strength Fn.

Landslide
Plane
Mohr-Coulomb 120 0 16
Qaf Mohr-Coulomb 120 250 23
Qafc Mohr-Coulomb 120 460 30
Qal Mohr-Coulomb 120 300 36
Qls Mohr-Coulomb 120 0 16
Tvs Anisotropic Fn. 120 850 38 16 deg. 0 psf
Qafc
Keyway 60'x135' (DxW)
Afu
Qal
6 to 12 degrees out-of-slope

1.6 Distance
-260 -60 140 340 540 740 940 1,140 1,340 1,540 1,740 1,940 300
400
500
600
700
800
900
Project No. 20-108-04
Section 1-1'
March 2023
Static Analysis, Run 10.3
Horz Seismic Coef.: 0
Slip Surface Option: Block
Tvs
Qls
Landslide Plane
Color Name Slope Stability
Material Model
Unit
Weight
(pcf)
Effective
Cohesion
(psf)
Effective
Friction
Angle (°)
Phi-Anisotropic
Strength Fn.

C-Anisotropic
Strength Fn.

1.1 Distance
-260 -60 140 340 540 740 940 1,140 1,340 1,540 1,740 1,940 300
400
500
600
700
800
900
Project No. 20-108-04
Section 1-1'
March 2023
Pseudo-Static Analysis, Run 10.3
Horz Seismic Coef.: 0.18
Slip Surface Option: Block
Tvs
Qls
Landslide Plane
Color Name Slope Stability
Material Model
Unit
Weight
(pcf)
Effective
Cohesion
(psf)
Effective
Friction
Angle (°)
Phi-Anisotropic
Strength Fn.

C-Anisotropic
Strength Fn.

1.8 Distance
0 200 400 600 800 1,000 1,200 1,400 1,600 1,800 2,000 2,200 2,400 2,600 2,800 3,000 3,200 3,400 3,600 Elevation
300
400
500
600
700
800
900
1,000
Project No. 20-108-04
Section 3
February 2023
Static Analysis, Run 13.2
Horz Seismic Coef.: 0
Slip Surface Option: Entry and Exit
Tvs
Qls Qaf
Qafc
Landslide Plane
Keyway 40'x120' (DxW)
Color Name Slope Stability
Material Model
Unit
Weight
(pcf)
Effective
Cohesion
(psf)
Effective
Friction
Angle (°)
Phi-Anisotropic
Strength Fn.

C-Anisotropic
Strength Fn.

Fault Mohr-Coulomb 120 0 16
Landslide
Plane
Mohr-Coulomb 120 0 16
Qaf Mohr-Coulomb 120 200 20
Qafc Mohr-Coulomb 120 475 28
Qal Mohr-Coulomb 120 200 32
Qls Mohr-Coulomb 120 0 16
Tvs Anisotropic Fn. 120 325 30 16 deg. 0 psf
Bedding 12 to 24 degrees
out-of-slope
Qafc
Qal
Keyway 40'x120' (DxW) Fault

1.1 Distance
0 200 400 600 800 1,000 1,200 1,400 1,600 1,800 2,000 2,200 2,400 2,600 2,800 3,000 3,200 3,400 3,600 Elevation
300
400
500
600
700
800
900
1,000
Project No. 20-108-04
Section 3
February 2023
Pseudo-Static Analysis, Run 13.2
Horz Seismic Coef.: 0.18
Slip Surface Option: Entry and Exit
Tvs
Qls Qaf
Qafc
Landslide Plane
Keyway 40'x120' (DxW)
Color Name Slope Stability
Material Model
Unit
Weight
(pcf)
Effective
Cohesion
(psf)
Effective
Friction
Angle (°)
Phi-Anisotropic
Strength Fn.

C-Anisotropic
Strength Fn.

Fault Mohr-Coulomb 120 0 16
Landslide
Plane
Mohr-Coulomb 120 0 16
Qaf Mohr-Coulomb 120 250 23
Qafc Mohr-Coulomb 120 460 30
Qal Mohr-Coulomb 120 300 36
Qls Mohr-Coulomb 120 0 16
Tvs Anisotropic Fn. 120 850 38 16 deg. 0 psf
Bedding 12 to 24 degrees
out-of-slope
Qafc
Qal
Keyway 40'x120' (DxW) Fault

1.5 Distance
0 200 400 600 800 1,000 1,200 1,400 1,600 1,800 2,000 2,200 2,400 2,600 2,800 3,000 3,200 3,400 3,600 Elevation
300
400
500
600
700
800
900
1,000
Project No. 20-108-04
Section 3
March 2023
Static Analysis, Run 13.1
Horz Seismic Coef.: 0
Slip Surface Option: Block
Tvs
Qls Qaf
Qafc
Landslide Plane
Keyway 40'x120' (DxW)
Color Name Slope Stability
Material Model
Unit
Weight
(pcf)
Effective
Cohesion
(psf)
Effective
Friction
Angle (°)
Phi-Anisotropic
Strength Fn.

C-Anisotropic
Strength Fn.

1.1 Distance
0 200 400 600 800 1,000 1,200 1,400 1,600 1,800 2,000 2,200 2,400 2,600 2,800 3,000 3,200 3,400 3,600 Elevation
300
400
500
600
700
800
900
1,000
Project No. 20-108-04
Section 3
March 2023
Pseudo-Static Analysis, Run 13.1
Horz Seismic Coef.: 0.18
Slip Surface Option: Block
Tvs
Qls Qaf
Qafc
Landslide Plane
Keyway 40'x120' (DxW)
Color Name Slope Stability
Material Model
Unit
Weight
(pcf)
Effective
Cohesion
(psf)
Effective
Friction
Angle (°)
Phi-Anisotropic
Strength Fn.

C-Anisotropic
Strength Fn.

1.5 Distance
0 200 400 600 800 1,000 1,200 1,400 1,600 1,800 2,000 2,200 2,400 2,600 2,800 3,000 3,200 3,400 3,600 Elevation
300
400
500
600
700
800
900
1,000
Project No. 20-108-04
Section 3
February 2023
Static Analysis, Run 14.2
Horz Seismic Coef.: 0
Slip Surface Option: Entry and Exit
Tvs
Qls Qaf
Qafc
Landslide Plane
Keyway 40'x120' (DxW)
Color Name Slope Stability
Material Model
Unit
Weight
(pcf)
Effective
Cohesion
(psf)
Effective
Friction
Angle (°)
Phi-Anisotropic
Strength Fn.

C-Anisotropic
Strength Fn.

1.3 Distance
0 200 400 600 800 1,000 1,200 1,400 1,600 1,800 2,000 2,200 2,400 2,600 2,800 3,000 3,200 3,400 3,600 Elevation
300
400
500
600
700
800
900
1,000
Project No. 20-108-04
Section 3
February 2023
Pseudo-Static Analysis, Run 14.2
Horz Seismic Coef.: 0.18
Slip Surface Option: Entry and Exit
Tvs
Qls Qaf
Qafc
Landslide Plane
Keyway 40'x120' (DxW)
Color Name Slope Stability
Material Model
Unit
Weight
(pcf)
Effective
Cohesion
(psf)
Effective
Friction
Angle (°)
Phi-Anisotropic
Strength Fn.

C-Anisotropic
Strength Fn.

1.5 Distance
0 200 400 600 800 1,000 1,200 1,400 1,600 1,800 2,000 2,200 2,400 2,600 2,800 3,000 3,200 3,400 3,600 Elevation
300
400
500
600
700
800
900
1,000
Project No. 20-108-04
Section 3
March 2023
Static Analysis, Run 14.1
Horz Seismic Coef.: 0
Slip Surface Option: Block
Tvs
Qls Qaf
Qafc
Landslide Plane
Keyway 40'x120' (DxW)
Color Name Slope Stability
Material Model
Unit
Weight
(pcf)
Effective
Cohesion
(psf)
Effective
Friction
Angle (°)
Phi-Anisotropic
Strength Fn.

C-Anisotropic
Strength Fn.

1.1 Distance
0 200 400 600 800 1,000 1,200 1,400 1,600 1,800 2,000 2,200 2,400 2,600 2,800 3,000 3,200 3,400 3,600 Elevation
300
400
500
600
700
800
900
1,000
Project No. 20-108-04
Section 3
March 2023
Pseudo-Static Analysis, Run 14.1
Horz Seismic Coef.: 0.18
Slip Surface Option: Block
Tvs
Qls Qaf
Qafc
Landslide Plane
Keyway 40'x120' (DxW)
Color Name Slope Stability
Material Model
Unit
Weight
(pcf)
Effective
Cohesion
(psf)
Effective
Friction
Angle (°)
Phi-Anisotropic
Strength Fn.

C-Anisotropic
Strength Fn.

1.6 Distance
0 100 200 300 400 500 600 700 800 900 1,000 1,100 1,200 1,300 1,400 1,500 1,600 1,700 1,800 1,900 2,000 2,100 2,200 2,300 2,400 2,500 2,600 2,700 2,800 2,900 3,000 3,100 3,200 3,300 3,400 3,500 3,600 3,700 3,800 3,900 Elevation
200
300
400
500
600
700
800
900
1,000
Project No. 20-108-04
Section 5
February 2023
Static Analysis, Run 1.3
Horz Seismic Coef.: 0
Slip Surface Option: Entry and Exit
Color Name Slope Stability
Material Model
Unit
Weight
(pcf)
Effective
Cohesion
(psf)
Effective
Friction
Angle (°)
Phi-Anisotropic
Strength Fn.

C-Anisotropic
Strength Fn.

Qaf Mohr-Coulomb 120 200 20
Qafc Mohr-Coulomb 120 475 28
Qal Mohr-Coulomb 120 200 32
Tvs Anisotropic Fn. 120 325 30 16 deg. 0 psf
Bedding 12 to 24 degrees
out-of-slope
Qafc
Qaf
Qal Tvs Keyway 50'x120'

1.1 Distance
0 100 200 300 400 500 600 700 800 900 1,000 1,100 1,200 1,300 1,400 1,500 1,600 1,700 1,800 1,900 2,000 2,100 2,200 2,300 2,400 2,500 2,600 2,700 2,800 2,900 3,000 3,100 3,200 3,300 3,400 3,500 3,600 3,700 3,800 3,900 Elevation
200
300
400
500
600
700
800
900
1,000
Project No. 20-108-04
Section 5
February 2023
Pseudo-Static Analysis, Run 1.3
Horz Seismic Coef.: 0.18
Slip Surface Option: Entry and Exit
Color Name Slope Stability
Material Model
Unit
Weight
(pcf)
Effective
Cohesion
(psf)
Effective
Friction
Angle (°)
Phi-Anisotropic
Strength Fn.

C-Anisotropic
Strength Fn.

Qaf Mohr-Coulomb 120 250 23
Qafc Mohr-Coulomb 120 460 30
Qal Mohr-Coulomb 120 300 36
Tvs Anisotropic Fn. 120 850 38 16 deg. 0 psf
Bedding 12 to 24 degrees
out-of-slope
Qafc
Qaf
Qal Tvs Keyway 50'x120'

1.6 Distance
0 100 200 300 400 500 600 700 800 900 1,000 1,100 1,200 1,300 1,400 1,500 1,600 1,700 1,800 1,900 2,000 2,100 2,200 2,300 2,400 2,500 2,600 2,700 2,800 2,900 3,000 3,100 3,200 3,300 3,400 3,500 3,600 3,700 3,800 3,900 Elevation
200
300
400
500
600
700
800
900
1,000
Project No. 20-108-04
Section 5
February 2023
Static Analysis, Run 1.2
Horz Seismic Coef.: 0
Slip Surface Option: Block
Color Name Slope Stability
Material Model
Unit
Weight
(pcf)
Effective
Cohesion
(psf)
Effective
Friction
Angle (°)
Phi-Anisotropic
Strength Fn.

C-Anisotropic
Strength Fn.

1.1 Distance
0 100 200 300 400 500 600 700 800 900 1,000 1,100 1,200 1,300 1,400 1,500 1,600 1,700 1,800 1,900 2,000 2,100 2,200 2,300 2,400 2,500 2,600 2,700 2,800 2,900 3,000 3,100 3,200 3,300 3,400 3,500 3,600 3,700 3,800 3,900 Elevation
200
300
400
500
600
700
800
900
1,000
Project No. 20-108-04
Section 5
March 2023
Pseudo-Static Analysis, Run 1.2
Horz Seismic Coef.: 0.18
Slip Surface Option: Block
Color Name Slope Stability
Material Model
Unit
Weight
(pcf)
Effective
Cohesion
(psf)
Effective
Friction
Angle (°)
Phi-Anisotropic
Strength Fn.

C-Anisotropic
Strength Fn.

2.9 Distance
0 100 200 300 400 500 600 700 800
Elevation
200
300
400
500
600
Project No. 20-108-03
Section 7-7'
August 2022
Static Analysis, Run 2.0
Horz Seismic Coef.: 0
Slip Surface Option: Entry and Exit
Tvs
Qal
Qafc
Keyway 15'x20' (DxW)
Color Name Model Unit
Weight
(pcf)
Cohesion'
(psf)
Phi'
(°)
Phi-Anisotropic
Strength Fn.

C-Anisotropic
Strength Fn.

Qaf Mohr-Coulomb 120 200 20
Qafc Mohr-Coulomb 120 475 28
Qal Mohr-Coulomb 120 200 32
Tvs Anisotropic Fn. 120 325 30 16 deg. 0 psf
Bridge
Bedding 12 to 24 degrees
out-of-slope
Qaf

2.2 Distance
0 100 200 300 400 500 600 700 800
Elevation
200
300
400
500
600
Project No. 20-108-03
Section 7-7'
August 2022
Pseudo-Static Analysis, Run 2.0
Horz Seismic Coef.: 0.15
Slip Surface Option: Entry and Exit
Tvs
Qal
Qafc
Keyway 15'x20' (DxW)
Color Name Model Unit
Weight
(pcf)
Cohesion'
(psf)
Phi'
(°)
Phi-Anisotropic
Strength Fn.

C-Anisotropic
Strength Fn.

Qaf Mohr-Coulomb 120 250 23
Qafc Mohr-Coulomb 120 460 30
Qal Mohr-Coulomb 120 300 36
Tvs Anisotropic Fn. 120 850 38 16 deg. 0 psf
Bridge
Bedding 12 to 24 degrees
out-of-slope
Qaf

2.9 Distance
0 100 200 300 400 500 600 700 800
Elevation
200
300
400
500
600
Project No. 20-108-03
Section 7-7'
August 2022
Post-Earthquake Analysis, Run 2.0
Horz Seismic Coef.: 0
Slip Surface Option: Entry and Exit
Tvs
Qal
Qafc
Keyway 15'x20' (DxW)
Color Name Model Unit
Weight
(pcf)
Cohesion'
(psf)
Phi'
(°)
Phi-Anisotropic
Strength Fn.

C-Anisotropic
Strength Fn.

Tau/Sigma
Ratio
Liq 1 SHANSEP 120 0.1
Qaf Mohr-Coulomb 120 200 20
Qafc Mohr-Coulomb 120 475 28
Qal Mohr-Coulomb 120 200 32
Tvs Anisotropic Fn. 120 325 30 16 deg. 0 psf
Bridge
Bedding 12 to 24 degrees
out-of-slope
Qaf
Liq 1

2.9 Distance
0 100 200 300 400 500 600 700 800
Elevation
200
300
400
500
600
Project No. 20-108-03
Section 7-7'
August 2022
Static Analysis, Run 2.1
Horz Seismic Coef.: 0
Slip Surface Option: Block
Tvs
Qal
Qafc
Keyway 15'x20' (DxW)
Color Name Model Unit
Weight
(pcf)
Cohesion'
(psf)
Phi'
(°)
Phi-Anisotropic
Strength Fn.

C-Anisotropic
Strength Fn.

Qaf Mohr-Coulomb 120 200 20
Qafc Mohr-Coulomb 120 475 28
Qal Mohr-Coulomb 120 200 32
Tvs Anisotropic Fn. 120 325 30 16 deg. 0 psf
Bridge
Bedding 12 to 24 degrees
out-of-slope
Qaf

2.2 Distance
0 100 200 300 400 500 600 700 800
Elevation
200
300
400
500
600
Project No. 20-108-03
Section 7-7'
August 2022
Pseudo-Static Analysis, Run 2.1
Horz Seismic Coef.: 0.15
Slip Surface Option: Block
Tvs
Qal
Qafc
Keyway 15'x20' (DxW)
Color Name Model Unit
Weight
(pcf)
Cohesion'
(psf)
Phi'
(°)
Phi-Anisotropic
Strength Fn.

C-Anisotropic
Strength Fn.

Qaf Mohr-Coulomb 120 250 23
Qafc Mohr-Coulomb 120 460 30
Qal Mohr-Coulomb 120 300 36
Tvs Anisotropic Fn. 120 850 38 16 deg. 0 psf
Bridge
Bedding 12 to 24 degrees
out-of-slope
Qaf

2.9 Distance
0 100 200 300 400 500 600 700 800
Elevation
200
300
400
500
600
Project No. 20-108-03
Section 7-7'
August 2022
Post-Earthquake Analysis, Run 2.1
Horz Seismic Coef.: 0
Slip Surface Option: Block
Tvs
Qal
Qafc
Keyway 15'x20' (DxW)
Color Name Model Unit
Weight
(pcf)
Cohesion'
(psf)
Phi'
(°)
Phi-Anisotropic
Strength Fn.

C-Anisotropic
Strength Fn.

2.0 Distance
0 100 200 300 400 500 600 700 800 900 1,000 1,100 1,200 1,300 1,400 Elevation
200
300
400
500
Project No. 20-108-03
Section 12
April 2023
Static Analysis, Run 2.1
Horz Seismic Coef.: 0
Slip Surface Option: Entry and Exit
Tvs
Qal
Color Name Slope Stability
Material Model
Unit
Weight
(pcf)
Effective
Cohesion
(psf)
Effective
Friction
Angle (°)
Phi-Anisotropic
Strength Fn.

C-Anisotropic
Strength Fn.

Qaf Mohr-Coulomb 120 200 20
Qafc Mohr-Coulomb 120 475 28
Qal Mohr-Coulomb 120 200 32
Tvs Anisotropic Fn. 120 325 30 16 deg. 0 psf
Bedding 12 to 24 degrees
out-of-slope
Qaf
Qafc
Roadway

1.5 Distance
0 100 200 300 400 500 600 700 800 900 1,000 1,100 1,200 1,300 1,400 Elevation
200
300
400
500
Project No. 20-108-03
Section 12
April 2023
Pseudo-Static Analysis, Run 2.1
Horz Seismic Coef.: 0.18
Slip Surface Option: Entry and Exit
Tvs
Qal
Color Name Slope Stability
Material Model
Unit
Weight
(pcf)
Effective
Cohesion
(psf)
Effective
Friction
Angle (°)
Phi-Anisotropic
Strength Fn.

C-Anisotropic
Strength Fn.

Qaf Mohr-Coulomb 120 250 23
Qafc Mohr-Coulomb 120 460 30
Qal Mohr-Coulomb 120 300 36
Tvs Anisotropic Fn. 120 850 38 16 deg. 0 psf
Bedding 12 to 24 degrees
out-of-slope
Qaf
Qafc
Roadway

2.0 Distance
0 100 200 300 400 500 600 700 800 900 1,000 1,100 1,200 1,300 1,400 Elevation
200
300
400
500
Project No. 20-108-03
Section 12
April 2023
Post Earthquake Analysis, Run 2.0
Horz Seismic Coef.: 0
Slip Surface Option: Entry and Exit
Tvs
Qal
Liq 1
Color Name Slope Stability
Material Model
Unit
Weight
(pcf)
Effective
Cohesion
(psf)
Effective
Friction
Angle (°)
Phi-Anisotropic
Strength Fn.

C-Anisotropic
Strength Fn.

2.1 Distance
0 100 200 300 400 500 600 700 800 900 1,000 1,100 1,200 1,300 1,400 Elevation
200
300
400
500
Project No. 20-108-03
Section 12
April 2023
Static Analysis, Run 2.1
Horz Seismic Coef.: 0
Slip Surface Option: Block
Tvs
Qal
Color Name Slope Stability
Material Model
Unit
Weight
(pcf)
Effective
Cohesion
(psf)
Effective
Friction
Angle (°)
Phi-Anisotropic
Strength Fn.

C-Anisotropic
Strength Fn.

Qaf Mohr-Coulomb 120 200 20
Qafc Mohr-Coulomb 120 475 28
Qal Mohr-Coulomb 120 200 32
Tvs Anisotropic Fn. 120 325 30 16 deg. 0 psf
Bedding 12 to 24 degrees
out-of-slope
Qaf
Qafc
Roadway

1.5 Distance
0 100 200 300 400 500 600 700 800 900 1,000 1,100 1,200 1,300 1,400 Elevation
200
300
400
500
Project No. 20-108-03
Section 12
April 2023
Pseudo-Static Analysis, Run 2.1
Horz Seismic Coef.: 0.18
Slip Surface Option: Block
Tvs
Qal
Color Name Slope Stability
Material Model
Unit
Weight
(pcf)
Effective
Cohesion
(psf)
Effective
Friction
Angle (°)
Phi-Anisotropic
Strength Fn.

C-Anisotropic
Strength Fn.

Qaf Mohr-Coulomb 120 250 23
Qafc Mohr-Coulomb 120 460 30
Qal Mohr-Coulomb 120 300 36
Tvs Anisotropic Fn. 120 850 38 16 deg. 0 psf
Bedding 12 to 24 degrees
out-of-slope
Qaf
Qafc
Roadway

2.0 Distance
0 100 200 300 400 500 600 700 800 900 1,000 1,100 1,200 1,300 1,400 Elevation
200
300
400
500
Project No. 20-108-03
Section 12
April 2023
Post Earthquake Analysis, Run 2.1
Horz Seismic Coef.: 0
Slip Surface Option: Block
Tvs
Qal
Liq 1
Color Name Slope Stability
Material Model
Unit
Weight
(pcf)
Effective
Cohesion
(psf)
Effective
Friction
Angle (°)
Phi-Anisotropic
Strength Fn.

C-Anisotropic
Strength Fn.

Tau/Sigma
Ratio
Liq 1 SHANSEP 120 0.1
Qaf Mohr-Coulomb 120 200 20
Qafc Mohr-Coulomb 120 475 28
Qal Mohr-Coulomb 120 200 32
Tvs Anisotropic Fn. 120 325 30 16 deg. 0 psf
Bedding 12 to 24 degrees
out-of-slope
Qaf
Qafc
Roadway
Problem Description: 2:1 Fill Slope 4 feet of saturated soil Parameters
Depth of Saturation (ft), Z = 4
Buoyant Unit Weight of Soil (pcf), b = 57.6
Total Unit Weight of Soil (pcf), t = 120
Slope Angle,  = 26.6
Angle of Internal Friction,  = 28
Cohesion (psf), c = 475
Force Tending To Cause Movement
FD = (1/2) Zt
sin 2 = 192.18 lb/ft
Force Tending To Resist Movement
FR = Zb
cos2
tan c 
= 572.94 lb/ft
Factor of Safety, F.S.

F.S. = 2Zb
cos2
tan 2c
Zt
sin 2
= 2.98
Job Name: Gypsum Canyon
Proj. No: 20-108-03
Designed/Checked: AV
GMU GEOTECHNICAL, INC.

SURFICIAL SLOPE

STABILITY ANALYSIS
FLOWLINES z

FR
FD
Problem Description: 2:1 Bedrock Slope 4 feet of saturated soil Parameters
Depth of Saturation (ft), Z = 4
Buoyant Unit Weight of Soil (pcf), b = 57.6
Total Unit Weight of Soil (pcf), t = 120
Slope Angle,  = 26.6
Angle of Internal Friction,  = 30
Cohesion (psf), c = 325
Force Tending To Cause Movement
FD = (1/2) Zt
sin 2 = 192.18 lb/ft
Force Tending To Resist Movement
FR = Zb
cos2
tan c 
= 431.35 lb/ft
Factor of Safety, F.S.

F.S. = 2Zb
cos2
tan 2c
Zt
sin 2
= 2.24
Job Name: Gypsum Canyon
Proj. No: 20-108-03
Designed/Checked: AV
GMU GEOTECHNICAL, INC.

SURFICIAL SLOPE

STABILITY ANALYSIS
FLOWLINES z

FR
FD

APPENDIX E
Lateral Spreading and
Seismic Deformation Analyses
APPENDIX E-1
ky Analyses for
Seismic Deformation Analyses

1.0 Distance
0 100 200 300 400 500 600 700 800
Elevation
200
300
400
500
600
Project No. 20-108-03
Section 7-7'
August 2022
Seismic Deformation Analysis, Run 2.1
Horz Seismic Coef.: 0.6
Slip Surface Option: Block
975-year Earthquake Event
Deformation = 0.5 inches
Tvs
Qal
Qafc
Keyway 15'x20' (DxW)
Color Name Model Unit
Weight
(pcf)
Cohesion'
(psf)
Phi'
(°)
Phi-Anisotropic
Strength Fn.

C-Anisotropic
Strength Fn.

Tau/Sigma
Ratio
Liq 1 SHANSEP 120 0.1
Qaf Mohr-Coulomb 120 250 23
Qafc Mohr-Coulomb 120 460 30
Qal Mohr-Coulomb 120 300 36
Tvs Anisotropic Fn. 120 850 38 16 deg. 0 psf
Bridge
Bedding 12 to 24 degrees
out-of-slope
Qaf
Liq 1

1.0 Distance
0 100 200 300 400 500 600 700 800
Elevation
200
300
400
500
600
Project No. 20-108-03
Section 7-7'
February 2023
Deformation Analysis, Run 3.1
Horz Seismic Coef.: 0.25
Slip Surface Option: Block
Proposed Roadway Adjacent to Bridge
5% in 50 years Deformation = 5 inches
Tvs
Qal
Qafc
Keyway 15'x20' (DxW)
Color Name Slope Stability
Material Model
Unit
Weight
(pcf)
Effective
Cohesion
(psf)
Effective
Friction
Angle (°)
Tau/Sigma
Ratio
Liq 1 SHANSEP 120 0.1
Qaf Mohr-Coulomb 120 200 20
Qafc Mohr-Coulomb 120 460 30
Qal Mohr-Coulomb 120 200 32
Tvs Mohr-Coulomb 120 325 30
Bridge
Qaf
Liq 1

1.0 Distance
0 100 200 300 400 500 600 700 800
Elevation
200
300
400
500
600
Project No. 20-108-04
Section 7-7'
February 2023
Deformation Analysis, Run 4.1
Horz Seismic Coef.: 0.23
Slip Surface Option: Block
Raise Groundwater 10 feet
5% in 50 years Deformation = 5.5 inches
Tvs
Qal
Qafc
Keyway 15'x20' (DxW)
Color Name Slope Stability
Material Model
Unit
Weight
(pcf)
Effective
Cohesion
(psf)
Effective
Friction
Angle (°)
Tau/Sigma
Ratio
Liq 1 SHANSEP 120 0.1
Qaf Mohr-Coulomb 120 200 20
Qafc Mohr-Coulomb 120 475 28
Qal Mohr-Coulomb 120 200 32
Tvs Mohr-Coulomb 120 325 30
Bridge
Qaf
Liq 1

1.0 Distance
0 100 200 300 400 500 600 700 800
Elevation
200
300
400
500
600
Project No. 20-108-04
Section 7-7'
February 2023
Deformation Analysis, Run 5.1
Horz Seismic Coef.: 0.45
Slip Surface Option: Entry and Exit
Proposed Bridge
5% in 50 years Deformation = 1.25 inches
Tvs
Qal
Qafc
Keyway 15'x20' (DxW)
Color Name Slope Stability
Material Model
Unit
Weight
(pcf)
Effective
Cohesion
(psf)
Effective
Friction
Angle (°)
Tau/Sigma
Ratio
Liq 1 SHANSEP 120 0.1
Qaf Mohr-Coulomb 120 200 20
Qafc Mohr-Coulomb 120 460 30
Qal Mohr-Coulomb 120 200 32
Tvs Mohr-Coulomb 120 325 30
Bridge
Qaf
Liq 1
APPENDIX E-2
Seismic Deformation Analyses
Project No. 20-108-03
Average Seismic Displacement
Section 7-7'
975-year EQ
Seismic Displacement (Bray and Macedo, 2019) = 2.40 cm or 0.94 inch 50% Probability of Exceedance (D2)
1cm = 0.393701 in.

Seismic Displacement (Rathje and Antonakos, 2011) = 0.00 cm 0.00 inch [kmax, k-velmax]
Average Displacement = 2.40 cm 0.47 inch
DATA FOR SEISMIC SLOPE DISPLACEMENT ANALYSES Typical Input Project:

INPUT: Slide h (ft): 23.7 RESULTS: Site Period, Ts (sec): 0.1813 Slide Vs (ft/sec): 523.0 1.5*Site Per. (sec): 0.2719
Depth to Rx (km): 0.01 EQ Mean Period, Tm (sec): 0.569
Ave. Vs(30) (m/s): 239.3 Ts/Tm: 0.32
Ave. Site Class: D Estimated PGV (cm/sec): 125.05
Mean Magnitude: 6.63 Duration (D5
‐D95) (sec): 16.3
Mean Dist. (km): 13.9 Sa(1.5Ts) Min Vs(30) 0.0000
ky: 0.600 Sa(1.5Ts) Ave Vs(30) 1.5722
5‐Percent Damped Spectra Sa(1.5Ts) Max Vs(30) 0.0000
Period Min. Vs(30) Ave. Vs(30) Max. Vs(30)

0.01 0.6400

0.1 1.0600

0.2 1.4500 Ts: 4h/Vs

0.3 1.6200 Tm: Rathje et al. (2004)

0.5 1.5700 PGV: Watson‐Lamprey and Abrahamson (2006)

1.0 1.2700 Duration: Bommer et al. (2009)

2.0 0.65000

3.0 0.41000

4.0 0.28000

5.0 0.20000
Slide Mass Area =
Lengh of Slide Mass =
Average Slide H (ft) =
20‐108‐03 Gypsum Canyon ‐ Section 7‐7'

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 1.8
012345
Acceleration (g)
Period (sec)
Min. Vs(30)
Ave. Vs(30)
Max. Vs(30)

1.5*Site Per. (sec):

Procedure for Estimating Shear-Induced Seismic Slope Displacement for Shallow Crustal Earthquakes OrdinaryGM (EQ2&3) by Jonathan D. Bray and Jorge Macedo, UC Berkeley and Georgia Tech PulsesD100 (EQ4&5) Procedure for Estimating Shear-Induced Seismic Slope Displacement for Shallow Crustal Earthquakes, ASCE JGGE, 2019, 145(12), doi: 10.1061/(ASCE)GT.1943-5606.0002143 PulsesD50 (EQ6&7) Deterministic-Pseudoprobabilistic (EQ8OrdinaryGM (EQ2&3)

SEE NOTES BELOW FOR GUIDANCE IN THE USE OF SPREADSHEET
Input Parameters
Case OrdinaryGM (EQ2&3) * Select Ordinary or Pulse or Combined Equations Dependence on ky Yield Coefficient (ky) (a)

0.60 (a) Based on pseudostatic analysis ky P(D="0") D (cm) Dmedian (cm) D-84% (cm) D-16% (cm) Initial Fundamental Period (Ts) (b) 0.18 seconds (b) 1D: Ts=4H/Vs 2D: Ts=2.6H/Vs 0.020 0.000 166.8 166.8 341.3 81.5 Degraded Period (1.3Ts) 0.24 seconds (c) Input the Spectral Acceleration (g) at 0.05 0.000 92.7 92.7 189.7 45.3 Moment Magnitude (Mw) 6.6 the base of the sliding mass assuming 0.07 0.000 67.4 67.4 138.0 33.0 Spectral Acceleration ( Sa(1.3Ts) ) (c)

1.57 g there is no material above it. 0.1 0.000 45.3 45.3 92.7 22.1 PGV Information PGV is not used in this case, enter 1 below (d) PGV (cm/s) is required for near‐fault pulse 0.15 0.001 26.7 26.7 54.7 13.0 Peak Ground Velocity (PGV) (d) 1.0 cm/s motions & for EQ9 when PGV > 115 cm/s; 0.2 0.008 17.5 17.4 35.7 8.4 Percentile (if Pulse ground Motion) (e)
No Pulse it is estimated at the base of sliding 0.3 0.112 9.0 8.0 17.4 2.8 Additional Input Parameters mass assuming no material above it. 0.4 0.371 5.3 2.96 8.61 <0.5 Probability of Exceedance #1 (P1) 84 % (e) If Pulse motion the percentile is given Probability of Exceedance #2 (P2) 50 % as either D100 or D50. D100 should be Probability of Exceedance #3 (P3) 16 % used for fault-normal direction Displacement Threshold (d_threshold) 10 cm
Intermediate Calculated Parameters
Non-Zero Seismic Displacement Est (D) 2.4 cm eq. (3) or (5) or (7) or (9) Standard Deviation of Non-Zero Seismic D 0.72
Results
Probability of Negligible Displ. (P(D=0)) 0.00 eq. (2) or (4) or (6) or (8) D1 1.2 cm calc. using eq. (11)
D2 2.4 cm calc. using eq. (11)
D3 4.9 cm calc. using eq. (11)
P(D>d_threshold) 0.02 eq. (11)
Notes

1. Values highlighted in blue are input parameters, and results are presented in the table with the yellow heading.

2. Probability of Exceedance is the desired probability of exceeding a particular displacement value.

3. Displacements D1, D2, and D3 correspond to P1, P2, and P3, respectively. (e.g., the probability of exceeding displacement D1 is P1 and it is referred to as the (100% - P1) percentile value.

4. The 16%, 50%, and 84% percentile displacement values at selected ky values are shown to the right.

5. Calculated seismic displacements are due to deviatoric deformation only (add in volumetrically induced movement).

6. ky may range between 0.01 and 0.8, Ts between 0 and 2 s, Sa between 0.002 and 4.5 g, Mw between 5.5 and 8.2

7. Rigid slope is assumed for Ts < 0.05 s, i.e. Ts = 0.0. If Ts is just less than 0.05 s, set Ts = 0.050 s

8. When a value for D is not calculated, D is < 0.5 cm

9. ky should be estimated with a slope stability program; the simplified equations shown below provide approximate values.

10. Examples of how Ts is estimated are shown below.

11. Vs = weighted avg. shear wave velocity for the sliding mass, e.g., for 2 layers, Vs = [(h1)(Vs1) + (h2)(Vs2)]/(h1 + h2) Figures from Bray, J.D. (2007) “Chapter 14: Simplified Seismic Slope Displacement Procedures,” Earthquake Geotechnical Engineering, 4th Inter. Conf. on Earthquake Geotechnical Engineering - Invited Lectures, in Geotechnical, Geological, and Earthquake Engineering Series, Vol. 6, Pitilakis, Kyriazis D., Ed., Springer, Vol. 6, pp. 327-353.

0.1 1
10 100
1000

0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40
Median Displacement (cm)
Yield Coefficient
Median
84% Percentile
16% Percentile
Sliding displacement models from Rathje and Antonakos (2011) Prediction of dynamic response and sliding displacement of a sliding mass during earthquake shaking Inputs
PGA (g) 0.64 median ‐1σ +1σ
PGV (cm/s) 125.05 kmax (g) 0.509 0.396 0.653 µlnD σlnD median ‐1σ +1σ ky (g) 0.6 k‐velmax (cm/s) 133.88 104.27 171.91 [kmax, M] ‐13.96 1.074 0.00 0.00 0.00 Tm (s) 0.569054 [kmax, k‐velmax] ‐13.26 0.735 0.00 0.00 0.00 Ts
(s) 0.181262
M 6.63 µlnD σlnD median ‐1σ +1σ
Ts/Tm 0.318532 [kmax, M] ‐13.96 1.074 0.00 0.00 0.00
[kmax, k‐velmax] ‐13.26 0.735 0.00 0.00 0.00
PGA Peak Ground Acceleration (g)
PGV Peak Ground Velocity (cm/s)
ky Critical or Yield Acceleration (g)
Tm Mean Period of an Earthquake Motion (s)
Ts Site Period or the Natural Period of a Sliding Mass (s). For rigid sliding set Ts = 0 s M Earthquake Magnitude
kmax maximum seismic coefficient (g)
k‐velmax the maximum velocity of the seismic coefficient‐time history (cm/s) D Predicted Sliding Displacment (cm)
Reference: Rathje, E.M. and Antonakos, G. 2011. “A Unified Model for Predicting Earthquake‐Induced Sliding Displacements of Rigid and Flexible Slopes,” Engineering Geology, 122, 51‐60, doi:10.1016/j.enggeo.2010.12.004.

Dynamic Response Displacement Given Median Dynamic Response Displacement
Model
Sliding Displacements, D (cm)
Sliding Displacements, D (in)
Project No. 20-108-03
Average Seismic Displacement
Section 7-7'
975-year EQ
Deep Failure Surface of Adjacent Roadway to Bridge
Seismic Displacement (Bray and Macedo, 2019) = 23.25 cm or 9.15 inch 50% Probability of Exceedance (D2)
1cm = 0.393701 in.

Seismic Displacement (Rathje and Antonakos, 2011) = 0.12 cm 0.05 inch [kmax, k-velmax]
Average Displacement = 19.95 cm 4.60 inch
DATA FOR SEISMIC SLOPE DISPLACEMENT ANALYSES Typical Input Project:

INPUT: Slide h (ft): 70.0 RESULTS: Site Period, Ts (sec): 0.5354 Slide Vs (ft/sec): 523.0 1.5*Site Per. (sec): 0.8031
Depth to Rx (km): 0.01 EQ Mean Period, Tm (sec): 0.569
Ave. Vs(30) (m/s): 239.3 Ts/Tm: 0.94
Ave. Site Class: D Estimated PGV (cm/sec): 125.05
Mean Magnitude: 6.63 Duration (D5
‐D95) (sec): 16.3
Mean Dist. (km): 13.9 Sa(1.5Ts) Min Vs(30) 0.0000
ky: 0.250 Sa(1.5Ts) Ave Vs(30) 1.3882
5‐Percent Damped Spectra Sa(1.5Ts) Max Vs(30) 0.0000
Period Min. Vs(30) Ave. Vs(30) Max. Vs(30)

0.01 0.6400

0.1 1.0600

0.2 1.4500 Ts: 4h/Vs

0.3 1.6200 Tm: Rathje et al. (2004)

0.5 1.5700 PGV: Watson‐Lamprey and Abrahamson (2006)

1.0 1.2700 Duration: Bommer et al. (2009)

2.0 0.65000

3.0 0.41000

4.0 0.28000

5.0 0.20000
Slide Mass Area = 23059
Lengh of Slide Mass = 453
Average Slide H (ft) = 50.90
20‐108‐03 Gypsum Canyon ‐ Section 7‐7'

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 1.8
012345
Acceleration (g)
Period (sec)
Min. Vs(30)
Ave. Vs(30)
Max. Vs(30)

1.5*Site Per. (sec):

SEE NOTES BELOW FOR GUIDANCE IN THE USE OF SPREADSHEET
Input Parameters
Case OrdinaryGM (EQ2&3) * Select Ordinary or Pulse or Combined Equations Dependence on ky Yield Coefficient (ky) (a)

0.25 (a) Based on pseudostatic analysis ky P(D="0") D (cm) Dmedian (cm) D-84% (cm) D-16% (cm) Initial Fundamental Period (Ts) (b) 0.54 seconds (b) 1D: Ts=4H/Vs 2D: Ts=2.6H/Vs 0.020 0.000 352.4 352.4 721.1 172.2 Degraded Period (1.3Ts) 0.70 seconds (c) Input the Spectral Acceleration (g) at 0.05 0.000 188.4 188.4 385.4 92.0 Moment Magnitude (Mw) 6.6 the base of the sliding mass assuming 0.07 0.000 135.0 135.0 276.3 66.0 Spectral Acceleration ( Sa(1.3Ts) ) (c)

1.39 g there is no material above it. 0.1 0.000 89.3 89.3 182.8 43.7 PGV Information PGV is not used in this case, enter 1 below (d) PGV (cm/s) is required for near‐fault pulse 0.15 0.001 51.8 51.8 105.9 25.3 Peak Ground Velocity (PGV) (d) 1.0 cm/s motions & for EQ9 when PGV > 115 cm/s; 0.2 0.008 33.5 33.3 68.3 16.1 Percentile (if Pulse ground Motion) (e)
No Pulse it is estimated at the base of sliding 0.3 0.112 16.9 15.1 32.7 5.3 Additional Input Parameters mass assuming no material above it. 0.4 0.371 9.9 5.49 16.00 <0.5 Probability of Exceedance #1 (P1) 84 % (e) If Pulse motion the percentile is given Probability of Exceedance #2 (P2) 50 % as either D100 or D50. D100 should be Probability of Exceedance #3 (P3) 16 % used for fault-normal direction Displacement Threshold (d_threshold) 10 cm
Intermediate Calculated Parameters
Non-Zero Seismic Displacement Est (D) 23.2 cm eq. (3) or (5) or (7) or (9) Standard Deviation of Non-Zero Seismic D 0.72
Results
Probability of Negligible Displ. (P(D=0)) 0.00 eq. (2) or (4) or (6) or (8) D1 11.4 cm calc. using eq. (11)
D2 23.2 cm calc. using eq. (11)
D3 47.6 cm calc. using eq. (11)
P(D>d_threshold) 0.88 eq. (11)
Notes

1. Values highlighted in blue are input parameters, and results are presented in the table with the yellow heading.

2. Probability of Exceedance is the desired probability of exceeding a particular displacement value.

3. Displacements D1, D2, and D3 correspond to P1, P2, and P3, respectively. (e.g., the probability of exceeding displacement D1 is P1 and it is referred to as the (100% - P1) percentile value.

4. The 16%, 50%, and 84% percentile displacement values at selected ky values are shown to the right.

5. Calculated seismic displacements are due to deviatoric deformation only (add in volumetrically induced movement).

6. ky may range between 0.01 and 0.8, Ts between 0 and 2 s, Sa between 0.002 and 4.5 g, Mw between 5.5 and 8.2

7. Rigid slope is assumed for Ts < 0.05 s, i.e. Ts = 0.0. If Ts is just less than 0.05 s, set Ts = 0.050 s

8. When a value for D is not calculated, D is < 0.5 cm

9. ky should be estimated with a slope stability program; the simplified equations shown below provide approximate values.

10. Examples of how Ts is estimated are shown below.

0.1 1
10 100
1000

0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40
Median Displacement (cm)
Yield Coefficient
Median
84% Percentile
16% Percentile
Sliding displacement models from Rathje and Antonakos (2011) Prediction of dynamic response and sliding displacement of a sliding mass during earthquake shaking Inputs
PGA (g) 0.64 median ‐1σ +1σ
PGV (cm/s) 125.05 kmax (g) 0.266 0.207 0.341 µlnD σlnD median ‐1σ +1σ ky (g) 0.25 k‐velmax (cm/s) 112.14 87.33 143.99 [kmax, M] ‐3.22 0.997 0.04 0.01 0.11 Tm (s) 0.569054 [kmax, k‐velmax] ‐2.08 0.667 0.12 0.06 0.24 Ts
(s) 0.535373
M 6.63 µlnD σlnD median ‐1σ +1σ
Ts/Tm 0.940812 [kmax, M] ‐3.22 0.997 0.02 0.01 0.04
[kmax, k‐velmax] ‐2.08 0.667 0.05 0.03 0.10
PGA Peak Ground Acceleration (g)
PGV Peak Ground Velocity (cm/s)
ky Critical or Yield Acceleration (g)
Tm Mean Period of an Earthquake Motion (s)
Ts Site Period or the Natural Period of a Sliding Mass (s). For rigid sliding set Ts = 0 s M Earthquake Magnitude
kmax maximum seismic coefficient (g)
k‐velmax the maximum velocity of the seismic coefficient‐time history (cm/s) D Predicted Sliding Displacment (cm)
Reference: Rathje, E.M. and Antonakos, G. 2011. “A Unified Model for Predicting Earthquake‐Induced Sliding Displacements of Rigid and Flexible Slopes,” Engineering Geology, 122, 51‐60, doi:10.1016/j.enggeo.2010.12.004.

Dynamic Response Displacement Given Median Dynamic Response Displacement
Model
Sliding Displacements, D (cm)
Sliding Displacements, D (in)
Project No. 20-108-03
Average Seismic Displacement
Section 7-7'
975-year EQ
Raise Groundwater 10-ft
Seismic Displacement (Bray and Macedo, 2019) = 26.72 cm or 10.52 inch 50% Probability of Exceedance (D2)
1cm = 0.393701 in.

Seismic Displacement (Rathje and Antonakos, 2011) = 0.69 cm 0.27 inch [kmax, k-velmax]
Average Displacement = 23.14 cm 5.40 inch
DATA FOR SEISMIC SLOPE DISPLACEMENT ANALYSES Typical Input Project:

INPUT: Slide h (ft): 70.0 RESULTS: Site Period, Ts (sec): 0.5354 Slide Vs (ft/sec): 523.0 1.5*Site Per. (sec): 0.8031
Depth to Rx (km): 0.01 EQ Mean Period, Tm (sec): 0.569
Ave. Vs(30) (m/s): 239.3 Ts/Tm: 0.94
Ave. Site Class: D Estimated PGV (cm/sec): 125.05
Mean Magnitude: 6.63 Duration (D5
‐D95) (sec): 16.3
Mean Dist. (km): 13.9 Sa(1.5Ts) Min Vs(30) 0.0000
ky: 0.230 Sa(1.5Ts) Ave Vs(30) 1.3882
5‐Percent Damped Spectra Sa(1.5Ts) Max Vs(30) 0.0000
Period Min. Vs(30) Ave. Vs(30) Max. Vs(30)

0.01 0.6400

0.1 1.0600

0.2 1.4500 Ts: 4h/Vs

0.3 1.6200 Tm: Rathje et al. (2004)

0.5 1.5700 PGV: Watson‐Lamprey and Abrahamson (2006)

1.0 1.2700 Duration: Bommer et al. (2009)

2.0 0.65000

3.0 0.41000

4.0 0.28000

5.0 0.20000
Slide Mass Area = 23059
Lengh of Slide Mass = 453
Average Slide H (ft) = 50.90
20‐108‐03 Gypsum Canyon ‐ Section 7‐7'

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 1.8
012345
Acceleration (g)
Period (sec)
Min. Vs(30)
Ave. Vs(30)
Max. Vs(30)

1.5*Site Per. (sec):

SEE NOTES BELOW FOR GUIDANCE IN THE USE OF SPREADSHEET
Input Parameters
Case OrdinaryGM (EQ2&3) * Select Ordinary or Pulse or Combined Equations Dependence on ky Yield Coefficient (ky) (a)

0.23 (a) Based on pseudostatic analysis ky P(D="0") D (cm) Dmedian (cm) D-84% (cm) D-16% (cm) Initial Fundamental Period (Ts) (b) 0.54 seconds (b) 1D: Ts=4H/Vs 2D: Ts=2.6H/Vs 0.020 0.000 352.4 352.4 721.1 172.2 Degraded Period (1.3Ts) 0.70 seconds (c) Input the Spectral Acceleration (g) at 0.05 0.000 188.4 188.4 385.4 92.0 Moment Magnitude (Mw) 6.6 the base of the sliding mass assuming 0.07 0.000 135.0 135.0 276.3 66.0 Spectral Acceleration ( Sa(1.3Ts) ) (c)

1.39 g there is no material above it. 0.1 0.000 89.3 89.3 182.8 43.7 PGV Information PGV is not used in this case, enter 1 below (d) PGV (cm/s) is required for near‐fault pulse 0.15 0.001 51.8 51.8 105.9 25.3 Peak Ground Velocity (PGV) (d) 1.0 cm/s motions & for EQ9 when PGV > 115 cm/s; 0.2 0.008 33.5 33.3 68.3 16.1 Percentile (if Pulse ground Motion) (e)
No Pulse it is estimated at the base of sliding 0.3 0.112 16.9 15.1 32.7 5.3 Additional Input Parameters mass assuming no material above it. 0.4 0.371 9.9 5.49 16.00 <0.5 Probability of Exceedance #1 (P1) 84 % (e) If Pulse motion the percentile is given Probability of Exceedance #2 (P2) 50 % as either D100 or D50. D100 should be Probability of Exceedance #3 (P3) 16 % used for fault-normal direction Displacement Threshold (d_threshold) 10 cm
Intermediate Calculated Parameters
Non-Zero Seismic Displacement Est (D) 26.7 cm eq. (3) or (5) or (7) or (9) Standard Deviation of Non-Zero Seismic D 0.72
Results
Probability of Negligible Displ. (P(D=0)) 0.00 eq. (2) or (4) or (6) or (8) D1 13.1 cm calc. using eq. (11)
D2 26.7 cm calc. using eq. (11)
D3 54.7 cm calc. using eq. (11)
P(D>d_threshold) 0.91 eq. (11)
Notes

1. Values highlighted in blue are input parameters, and results are presented in the table with the yellow heading.

2. Probability of Exceedance is the desired probability of exceeding a particular displacement value.

3. Displacements D1, D2, and D3 correspond to P1, P2, and P3, respectively. (e.g., the probability of exceeding displacement D1 is P1 and it is referred to as the (100% - P1) percentile value.

4. The 16%, 50%, and 84% percentile displacement values at selected ky values are shown to the right.

5. Calculated seismic displacements are due to deviatoric deformation only (add in volumetrically induced movement).

6. ky may range between 0.01 and 0.8, Ts between 0 and 2 s, Sa between 0.002 and 4.5 g, Mw between 5.5 and 8.2

7. Rigid slope is assumed for Ts < 0.05 s, i.e. Ts = 0.0. If Ts is just less than 0.05 s, set Ts = 0.050 s

8. When a value for D is not calculated, D is < 0.5 cm

9. ky should be estimated with a slope stability program; the simplified equations shown below provide approximate values.

10. Examples of how Ts is estimated are shown below.

0.1 1
10 100
1000

0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40
Median Displacement (cm)
Yield Coefficient
Median
84% Percentile
16% Percentile
Sliding displacement models from Rathje and Antonakos (2011) Prediction of dynamic response and sliding displacement of a sliding mass during earthquake shaking Inputs
PGA (g) 0.64 median ‐1σ +1σ
PGV (cm/s) 125.05 kmax (g) 0.266 0.207 0.341 µlnD σlnD median ‐1σ +1σ ky (g) 0.23 k‐velmax (cm/s) 112.14 87.33 143.99 [kmax, M] ‐1.55 0.973 0.21 0.08 0.56 Tm (s) 0.569054 [kmax, k‐velmax] ‐0.37 0.646 0.69 0.36 1.32 Ts
(s) 0.535373
M 6.63 µlnD σlnD median ‐1σ +1σ
Ts/Tm 0.940812 [kmax, M] ‐1.55 0.973 0.08 0.03 0.22
[kmax, k‐velmax] ‐0.37 0.646 0.27 0.14 0.52
PGA Peak Ground Acceleration (g)
PGV Peak Ground Velocity (cm/s)
ky Critical or Yield Acceleration (g)
Tm Mean Period of an Earthquake Motion (s)
Ts Site Period or the Natural Period of a Sliding Mass (s). For rigid sliding set Ts = 0 s M Earthquake Magnitude
kmax maximum seismic coefficient (g)
k‐velmax the maximum velocity of the seismic coefficient‐time history (cm/s) D Predicted Sliding Displacment (cm)
Reference: Rathje, E.M. and Antonakos, G. 2011. “A Unified Model for Predicting Earthquake‐Induced Sliding Displacements of Rigid and Flexible Slopes,” Engineering Geology, 122, 51‐60, doi:10.1016/j.enggeo.2010.12.004.

Dynamic Response Displacement Given Median Dynamic Response Displacement
Model
Sliding Displacements, D (cm)
Sliding Displacements, D (in)
Project No. 20-108-03
Average Seismic Displacement
Section 7-7'
975-year EQ
Deep Failure Surface Near Proposed Bridge
Seismic Displacement (Bray and Macedo, 2019) = 6.20 cm or 2.44 inch 50% Probability of Exceedance (D2)
1cm = 0.393701 in.

Seismic Displacement (Rathje and Antonakos, 2011) = 0.00 cm 0.00 inch [kmax, k-velmax]
Average Displacement = 5.89 cm 1.22 inch
DATA FOR SEISMIC SLOPE DISPLACEMENT ANALYSES Typical Input Project:

INPUT: Slide h (ft): 43.0 RESULTS: Site Period, Ts (sec): 0.3139 Slide Vs (ft/sec): 548.0 1.5*Site Per. (sec): 0.4708
Depth to Rx (km): 0.01 EQ Mean Period, Tm (sec): 0.569
Ave. Vs(30) (m/s): 239.3 Ts/Tm: 0.55
Ave. Site Class: D Estimated PGV (cm/sec): 125.05
Mean Magnitude: 6.63 Duration (D5
‐D95) (sec): 16.3
Mean Dist. (km): 13.9 Sa(1.5Ts) Min Vs(30) 0.0000
ky: 0.450 Sa(1.5Ts) Ave Vs(30) 1.5773
5‐Percent Damped Spectra Sa(1.5Ts) Max Vs(30) 0.0000
Period Min. Vs(30) Ave. Vs(30) Max. Vs(30)

0.01 0.6400

0.1 1.0600

0.2 1.4500 Ts: 4h/Vs

0.3 1.6200 Tm: Rathje et al. (2004)

0.5 1.5700 PGV: Watson‐Lamprey and Abrahamson (2006)

1.0 1.2700 Duration: Bommer et al. (2009)

2.0 0.65000

3.0 0.41000

4.0 0.28000

5.0 0.20000
Slide Mass Area = 11853
Lengh of Slide Mass = 280
Average Slide H (ft) = 42.33
20‐108‐03 Gypsum Canyon ‐ Section 7‐7'

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 1.8
012345
Acceleration (g)
Period (sec)
Min. Vs(30)
Ave. Vs(30)
Max. Vs(30)

1.5*Site Per. (sec):

SEE NOTES BELOW FOR GUIDANCE IN THE USE OF SPREADSHEET
Input Parameters
Case OrdinaryGM (EQ2&3) * Select Ordinary or Pulse or Combined Equations Dependence on ky Yield Coefficient (ky) (a)

0.45 (a) Based on pseudostatic analysis ky P(D="0") D (cm) Dmedian (cm) D-84% (cm) D-16% (cm) Initial Fundamental Period (Ts) (b) 0.31 seconds (b) 1D: Ts=4H/Vs 2D: Ts=2.6H/Vs 0.020 0.000 241.3 241.3 493.8 117.9 Degraded Period (1.3Ts) 0.41 seconds (c) Input the Spectral Acceleration (g) at 0.05 0.000 134.3 134.3 274.8 65.6 Moment Magnitude (Mw) 6.6 the base of the sliding mass assuming 0.07 0.000 97.7 97.7 199.9 47.7 Spectral Acceleration ( Sa(1.3Ts) ) (c)

1.58 g there is no material above it. 0.1 0.000 65.6 65.6 134.3 32.1 PGV Information PGV is not used in this case, enter 1 below (d) PGV (cm/s) is required for near‐fault pulse 0.15 0.001 38.7 38.7 79.3 18.9 Peak Ground Velocity (PGV) (d) 1.0 cm/s motions & for EQ9 when PGV > 115 cm/s; 0.2 0.008 25.4 25.2 51.8 12.2 Percentile (if Pulse ground Motion) (e)
No Pulse it is estimated at the base of sliding 0.3 0.112 13.1 11.6 25.2 4.1 Additional Input Parameters mass assuming no material above it. 0.4 0.371 7.8 4.29 12.49 <0.5 Probability of Exceedance #1 (P1) 84 % (e) If Pulse motion the percentile is given Probability of Exceedance #2 (P2) 50 % as either D100 or D50. D100 should be Probability of Exceedance #3 (P3) 16 % used for fault-normal direction Displacement Threshold (d_threshold) 10 cm
Intermediate Calculated Parameters
Non-Zero Seismic Displacement Est (D) 6.2 cm eq. (3) or (5) or (7) or (9) Standard Deviation of Non-Zero Seismic D 0.72
Results
Probability of Negligible Displ. (P(D=0)) 0.00 eq. (2) or (4) or (6) or (8) D1 3.0 cm calc. using eq. (11)
D2 6.2 cm calc. using eq. (11)
D3 12.7 cm calc. using eq. (11)
P(D>d_threshold) 0.25 eq. (11)
Notes

1. Values highlighted in blue are input parameters, and results are presented in the table with the yellow heading.

2. Probability of Exceedance is the desired probability of exceeding a particular displacement value.

3. Displacements D1, D2, and D3 correspond to P1, P2, and P3, respectively. (e.g., the probability of exceeding displacement D1 is P1 and it is referred to as the (100% - P1) percentile value.

4. The 16%, 50%, and 84% percentile displacement values at selected ky values are shown to the right.

5. Calculated seismic displacements are due to deviatoric deformation only (add in volumetrically induced movement).

6. ky may range between 0.01 and 0.8, Ts between 0 and 2 s, Sa between 0.002 and 4.5 g, Mw between 5.5 and 8.2

7. Rigid slope is assumed for Ts < 0.05 s, i.e. Ts = 0.0. If Ts is just less than 0.05 s, set Ts = 0.050 s

8. When a value for D is not calculated, D is < 0.5 cm

9. ky should be estimated with a slope stability program; the simplified equations shown below provide approximate values.

10. Examples of how Ts is estimated are shown below.

0.1 1
10 100
1000

0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40
Median Displacement (cm)
Yield Coefficient
Median
84% Percentile
16% Percentile
Sliding displacement models from Rathje and Antonakos (2011) Prediction of dynamic response and sliding displacement of a sliding mass during earthquake shaking Inputs
PGA (g) 0.64 median ‐1σ +1σ
PGV (cm/s) 125.05 kmax (g) 0.386 0.300 0.495 µlnD σlnD median ‐1σ +1σ ky (g) 0.45 k‐velmax (cm/s) 129.78 101.08 166.65 [kmax, M] ‐12.95 1.070 0.00 0.00 0.00 Tm (s) 0.569054 [kmax, k‐velmax] ‐12.12 0.731 0.00 0.00 0.00 Ts
(s) 0.313869
M 6.63 µlnD σlnD median ‐1σ +1σ
Ts/Tm 0.551562 [kmax, M] ‐12.95 1.070 0.00 0.00 0.00
[kmax, k‐velmax] ‐12.12 0.731 0.00 0.00 0.00
PGA Peak Ground Acceleration (g)
PGV Peak Ground Velocity (cm/s)
ky Critical or Yield Acceleration (g)
Tm Mean Period of an Earthquake Motion (s)
Ts Site Period or the Natural Period of a Sliding Mass (s). For rigid sliding set Ts = 0 s M Earthquake Magnitude
kmax maximum seismic coefficient (g)
k‐velmax the maximum velocity of the seismic coefficient‐time history (cm/s) D Predicted Sliding Displacment (cm)
Reference: Rathje, E.M. and Antonakos, G. 2011. “A Unified Model for Predicting Earthquake‐Induced Sliding Displacements of Rigid and Flexible Slopes,” Engineering Geology, 122, 51‐60, doi:10.1016/j.enggeo.2010.12.004.

Dynamic Response Displacement Given Median Dynamic Response Displacement
Model
Sliding Displacements, D (cm)
Sliding Displacements, D (in)
Attachment 4
BMP Design Details

TECHNICAL GUIDANCE DOCUMENT
2-34 December 20, 2013
Table 2.7: Infiltration BMP Feasibility Worksheet
Infeasibility Criteria Yes No
1 Would Infiltration BMPs pose significant risk for
groundwater related concerns? Refer to Appendix VIII
(Worksheet I) for guidance on groundwater-related
infiltration feasibility criteria.

Provide basis:

Summarize findings of studies provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability. 2 Would Infiltration BMPs pose significant risk of
increasing risk of geotechnical hazards that cannot be
mitigated to an acceptable level? (Yes if the answer to any of the following questions is yes, as established by a geotechnical expert):
• The BMP can only be located less than 50 feet away
from slopes steeper than 15 percent
• The BMP can only be located less than eight feet from building foundations or an alternative setback.
• A study prepared by a geotechnical professional or an available watershed study substantiates that
stormwater infiltration would potentially result in
significantly increased risks of geotechnical hazards
that cannot be mitigated to an acceptable level.

Provide basis:

Summarize findings of studies provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability. 3 Would infiltration of the DCV from drainage area violate downstream water rights?
Provide basis:

Summarize findings of studies provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability.

X
X
X

Page 32 ends

... infiltration of storm water into the subgrade materials may have an adverse impact on adjacent slopes and/or improvements. Therefore, infiltration into the subsurface materials at the site is not recommended.

TECHNICAL GUIDANCE DOCUMENT
2-35 December 20, 2013
Table 2.7: Infiltration BMP Feasibility Worksheet (continued) Partial Infeasibility Criteria Yes No
4 Is proposed infiltration facility located on HSG D soils or the site geotechnical investigation identifies presence of soil characteristics which support categorization as D
soils?

Provide basis:

Summarize findings of studies provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability. 5 Is measured infiltration rate below proposed facility less than 0.3 inches per hour? This calculation shall be based on the methods described in Appendix VII.

Provide basis:

Summarize findings of studies provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability. 6 Would reduction of over predeveloped conditions
cause impairments to downstream beneficial uses,
such as change of seasonality of ephemeral washes
or increased discharge of contaminated groundwater
to surface waters?

Provide citation to applicable study and summarize findings relative to the amount of infiltration that is permissible:

Summarize findings of studies provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability. 7 Would an increase in infiltration over predeveloped
conditions cause impairments to downstream
beneficial uses, such as change of seasonality of
ephemeral washes or increased discharge of
contaminated groundwater to surface waters?

Provide citation to applicable study and summarize findings relative to the amount of infiltration that is permissible:

Summarize findings of studies provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability.

X
X
X
X

TECHNICAL GUIDANCE DOCUMENT
2-36 December 20, 2013
Table 2.7: Infiltration BMP Feasibility Worksheet (continued) Infiltration Screening Results (check box corresponding to result):
8 Is there substantial evidence that infiltration from the project would result in a significant increase in I&I to the sanitary sewer that cannot be sufficiently mitigated? (See Appendix XVII)
Provide narrative discussion and supporting evidence:

Summarize findings of studies provide reference to
studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability. 9 If any answer from row 1-3 is yes: infiltration of any volume is not feasible within the DMA or equivalent.

Provide basis:

Summarize findings of infeasibility screening
10 If any answer from row 4-7 is yes, infiltration is
permissible but is not presumed to be feasible for the
entire DCV. Criteria for designing biotreatment BMPs to achieve the maximum feasible infiltration and ET shall
apply.

Provide basis:

Summarize findings of infeasibility screening
11 If all answers to rows 1 through 11 are no, infiltration of the full DCV is potentially feasible, BMPs must be designed to infiltrate the full DCV to the maximum extent practicable.

N/A
N/A
Infiltration is
not feasible.

N/A

TECHNICAL GUIDANCE DOCUMENT APPENDICES
X-13 December 20, 2013
Table X.8: Minimum Irrigated Area for Potential Partial Capture Feasibility General Landscape
Type Conservation Design: KL = 0.35 Active Turf Areas: KL = 0.7 Closest ET Station Irvine Santa Ana Laguna Irvine Santa Ana Laguna Design Capture Storm
Depth, inches
Minimum Required Irrigated Area per Tributary Impervious Acre for Potential Partial Capture, ac/ac

0.60 0.66 0.68 0.72 0.33 0.34 0.36

0.65 0.72 0.73 0.78 0.36 0.37 0.39

0.70 0.77 0.79 0.84 0.39 0.39 0.42

0.75 0.83 0.84 0.90 0.41 0.42 0.45

0.80 0.88 0.90 0.96 0.44 0.45 0.48

0.85 0.93 0.95 1.02 0.47 0.48 0.51

0.90 0.99 1.01 1.08 0.49 0.51 0.54

0.95 1.04 1.07 1.14 0.52 0.53 0.57

1.00 1.10 1.12 1.20 0.55 0.56 0.60
Worksheet J: Summary of Harvested Water Demand and Feasibility 1 What demands for harvested water exist in the tributary area (check all that apply):
2 Toilet and urinal flushing □
3 Landscape irrigation □
4 Other:_______________________________________________________ □ 5 What is the design capture storm depth? (Figure III.1) d inches 6 What is the project size? A ac
7 What is the acreage of impervious area? IA ac
For projects with multiple types of demand ( toilet flushing, indoor demand, and/or other demand) 8 What is the minimum use required for partial capture? (Table X.6) gpd
9 What is the project estimated wet season total daily use? gpd 10 Is partial capture potentially feasible? (Line 9 > Line 8?) For projects with only toilet flushing demand
11 What is the minimum TUTIA for partial capture? (Table X.7) 12 What is the project estimated TUTIA?
x
x

0.85 283

28.3 690
(2.93*0.35*254.7*0.015)/0.9 *
43560 = 189,627
Yes
104
1000/28.3 = 35

TECHNICAL GUIDANCE DOCUMENT APPENDICES
X-14 December 20, 2013
Worksheet J: Summary of Harvested Water Demand and Feasibility 13 Is partial capture potentially feasible? (Line 12 > Line 11?) For projects with only irrigation demand
14 What is the minimum irrigation area required based on conservation landscape design? ( Table X.8) ac
15 What is the proposed project irrigated area? (multiply conservation landscaping by 1; multiply active turf by 2) ac 16 Is partial capture potentially feasible? (Line 15 > Line 14?) Provide supporting assumptions and citations for controlling demand calculation:

0.95*254.7 =
241.97
241.97 * 2 = 483.94
Yes
The buildings will not have sufficient toilet flushing volume to justify rainfall harvest and use as gray water. In addition harvest and use is not appropriate for the site's irrigation needs for the following reasons:
1) The vast majority of the site area is permeable, and much of the rain fall on these areas will infiltrate, making it unavailable for harvesting. 2) The only impermeable surfaces are associated with the roadways/vehicle access drives, and very limited amount of building coverage.
3) The use of water harvested from roadways/drives/parking areas is very risky because the asphalt surfacing is vulnerable to contaminates (i.e. radiator fluid, oil drippings). Automotive antifreeze contains chemicals that can be toxic to people, plants and animals.
4) The Health Department, under a special permit, typically requires that the harvested water in a tank be cycled/used within 72 hours of capture. But, following an extended period of rain when the most significant capture is likely to occur, it is unlikely that the need to irrigate will occur within the next 72 hours. Therefore, captured water without an immediate need for irrigation may become septic and not suitable for irrigation when it is needed.

No.

Company Name: Date: 12/22/2022
Designed by: County/City Case No.: Orange
Tributary Area (BMP Subarea) AT = 142 acres
Enter VBMP, determined from Section 2.1 of this Handbook VBMP= 104,381 ft3 210 ft
105 ft
z = 4 :1
DB = 4.00 ft
DFB = 1.00 ft
DREQ = 7.7 ft
DO = 4.0 ft
Proposed Basin Depth (with no freeboard)
Depth of freeboard (if used)
Minimum Required Allowance for Total Depth (including proposed basin depth, freeboard, minimum depth of bottom stage (D BS=0.33') and minimum filter depth (DFD=2.33'))
Depth from design water surface elevation to lowest orifice Extended Detention Basin Design - Lower Pad BMP Subarea Legend: Required Entries Calculated Cells
Huitt-Zollars Inc.

Length at Basin Bottom Surface Length =
Width at Basin Bottom Surface Width =
Meets 2 : 1 requirement?
Side Slopes per "Basin Guidelines", Sect. 1.2
Hla Htun
Design Volume
Basin Footprint
Overall Geometry
DTOT = 5.00 ft
Slope = 0.50 %
Slope = 1 %
VBasin = 110,408 ft3
VFB = 20,876 ft3
Forebay Depth (height of berm) DFBY = 5 ft
Minimum Forebay Surface Area AFB = 4175 ft2
W = 12.00 in
Forebay Volume (20 - 30% VBMP)
Rectangular weir (notch)
Basin Invert Transverse Slope (1% min)
Basin Volume
Forebay Design
Proposed Total Basin Depth (proposed depth plus freeboard) Basin Invert Longitudinal Slope (0%-2%)
Basin Design
Basin Design
Depth = 24 inches
Width = 48 inches
Trench Invert Longitudinal Slope Slope = 0.50 %
Depth = 24 inches
Width = 18 inches
Slope = 1 %
S = 25 feet
DBS = 4 in

ABS = 100 ft2
33 ft3
Depth of ASTM-C33 sand (18 inch minimum)
Ds = 18 inches
Diameter of Subdrains
φ = 6 in s = 5 ft. on center
Is VBS no less than 0.5% VBMP? OK
Subdrain Spacing
Surface Area of Micropool
Dry Weather Ponded Volume (above sand layer) VBS =
Trench Invert Longitudinal Slope
Spacing (25 feet on center maximum)
Micropool (Sand Filter) Design
Depth of the Micropool (4" minimum ponding)
Collector Trenches (see graphic below)
Depth (24 inches minimum)
Width (18 inches minimum)
Depth (24 inches minimum, gravel filled where
infiltration is allowable)
Width (48 inches minimum)
Dry Weather and Low-Flow Management
Low-Flow Trench (see graphic below)
Transverse Slope
(1% min)
AASHTO No. 2
Coarse aggregate
24" (min)
48" (min)
18" (min)
24" (min)
Low-Flow Trench Collector Trench
DBS
Outlet Design

0.000 0.0000
Discharge Coefficient, 0.294 0.172 14.17

0.416 0.351 6.09
Default, C = 0.66 0.509 0.536 4.85

0.587 0.728 4.24
Other, C = 0.62 0.657 0.927 3.88

0.720 1.134 3.63

0.777 1.348 3.46

0.831 1.569 3.33

0.881 1.799 3.24

0.929 2.036 3.17

0.974 2.281 3.12
d = 2.5 inches 1.018 2.535 3.08
n = 3 per row
N = 1 rows
Aeff = 0.102 ft2
per row
or
Aeff = 14.726 in2per row

18.36 hrs

56.27 hrs
∑ = 56.27
Notes:
has drained from the basin(within 72 hours): 9.33

9.67 Time (100 %) = 10.00
OK

8.00 Time (50%) = 8.33
OK 8.67
From outflow hydrograph, the time where 100% VBMP 9.00

6.33 6.67

7.00 From outflow hydrograph, the time where 50% of VBMP 7.33 has drained from the basin (24 hour minimum): 7.67

4.67 5.00

5.33 5.67

6.00 number of orifice rows, N (from the bottom up). 3.33

3.67 4.00

4.33 Orifice Area (ft2) 2.33

2.67 Orifice Diameter, d; number of orifices per row, n; and 3.00

1.00 1.33

1.67 2.00
Q=CA[2g(H-Ho)]0.5
0 0.33

0.67 Flow Rate, Q (cfs) Headwater Elev.
/ Stage (ft)
Discharge
(cfs) Volume (acre-ft) ∆t (hrs.)
Basin Outlet Design
The lowest orifice shall be located with
its centerline at the top of the micropool;
at least 4 inches above the surface of the
sand filter drain. To help avoid clogging,
the minimum orifice diameter is limited
Assume an orifice area. Based on the information
provided above, the spreadsheet provides discharge vs.
stage data. Enter the volume vs. stage data for each
interval. This information is used to route the volume
through the basin. The size of the orifice is acceptable when the data shows that top 50% of VBMP (full to halffull) has drained in 16 to 24 hours, and bottom half (halffull to empty) has 2/3 of the entire drain time of 48 to 72 hours at a minimum.

No.

Company Name: Date: 12/22/2022
Designed by: County/City Case No.: Orange
Tributary Area (BMP Subarea) AT = 141 acres
Enter VBMP, determined from Section 2.1 of this Handbook VBMP= 103,646 ft3 210 ft
105 ft
z = 4 :1
DB = 4.00 ft
DFB = 1.00 ft
DREQ = 7.7 ft
DO = 4.0 ft
Extended Detention Basin Design - Upper Pad BMP Subarea Legend: Required Entries Calculated Cells
Huitt-Zollars Inc.

Length at Basin Bottom Surface Length =
Width at Basin Bottom Surface Width =
Meets 2 : 1 requirement?
Side Slopes per "Basin Guidelines", Sect. 1.2
Hla Htun
Design Volume
Basin Footprint
Overall Geometry
Proposed Basin Depth (with no freeboard)
Depth of freeboard (if used)
Minimum Required Allowance for Total Depth (including proposed basin depth, freeboard, minimum depth of bottom stage (DBS=0.33') and minimum filter depth (DFD=2.33'))
Depth from design water surface elevation to lowest orifice DTOT = 5.00 ft
Slope = 0.50 %
Slope = 1 %
VBasin = 110,408 ft3
VFB = 20,729 ft3
Forebay Depth (height of berm) DFBY = 5 ft
Minimum Forebay Surface Area AFB = 4146 ft2
W = 12.00 in
Basin Design
Basin Design
Proposed Total Basin Depth (proposed depth plus freeboard) Basin Invert Longitudinal Slope (0%-2%)
Forebay Volume (20 - 30% VBMP)
Rectangular weir (notch)
Basin Invert Transverse Slope (1% min)
Basin Volume
Forebay Design
Depth = 24 inches
Width = 48 inches
Trench Invert Longitudinal Slope Slope = 0.50 %
Depth = 24 inches
Width = 18 inches
Slope = 1 %
S = 25 feet
DBS = 4 in

ABS = 100 ft2
33 ft3
Depth of ASTM-C33 sand (18 inch minimum)
Ds = 18 inches
Diameter of Subdrains
φ = 6 in s = 5 ft. on center
Dry Weather and Low-Flow Management
Low-Flow Trench (see graphic below)
Collector Trenches (see graphic below)
Depth (24 inches minimum)
Width (18 inches minimum)
Depth (24 inches minimum, gravel filled where
infiltration is allowable)
Width (48 inches minimum)
Surface Area of Micropool
Dry Weather Ponded Volume (above sand layer) VBS =
Trench Invert Longitudinal Slope
Spacing (25 feet on center maximum)
Micropool (Sand Filter) Design
Depth of the Micropool (4" minimum ponding)
Is VBS no less than 0.5% VBMP? OK
Subdrain Spacing
Transverse Slope
(1% min)
AASHTO No. 2
Coarse aggregate
24" (min)
48" (min)
18" (min)
24" (min)
Low-Flow Trench Collector Trench
DBS
Outlet Design

0.000 0.0000
Discharge Coefficient, 0.294 0.172 14.17

0.416 0.351 6.09
Default, C = 0.66 0.509 0.536 4.85

0.587 0.728 4.24
Other, C = 0.62 0.657 0.927 3.88

0.720 1.134 3.63

0.777 1.348 3.46

0.831 1.569 3.33

0.881 1.799 3.24

0.929 2.036 3.17

0.974 2.281 3.12
d = 2.5 inches 1.018 2.535 3.08
n = 3 per row
N = 1 rows
Aeff = 0.102 ft2
per row
or
Aeff = 14.726 in2per row

18.50 hrs

56.27 hrs
∑ = 56.27
Notes:

Basin Outlet Design
Assume an orifice area. Based on the information
provided above, the spreadsheet provides discharge vs.
stage data. Enter the volume vs. stage data for each
interval. This information is used to route the volume
through the basin. The size of the orifice is acceptable when the data shows that top 50% of VBMP (full to halffull) has drained in 16 to 24 hours, and bottom half (halffull to empty) has 2/3 of the entire drain time of 48 to 72 hours at a minimum.

The lowest orifice shall be located with
its centerline at the top of the micropool;
at least 4 inches above the surface of the
sand filter drain. To help avoid
clogging, the minimum orifice diameter
Flow Rate, Q (cfs) Headwater Elev.
/ Stage (ft)
Discharge
(cfs)
Volume (acreft) ∆t (hrs.) Q=CA[2g(H-Ho
)]0.5

1.67 2.00
Orifice Area (ft2) 2.33

2.67 0

0.33 0.67

1.00 1.33

5.67 Orifice Diameter, d; number of orifices per row, n; and 3.00 number of orifice rows, N (from the bottom up). 3.33

3.67 4.00

6.00 6.33

6.67 7.00
From outflow hydrograph, the time where 50% of VBMP 7.33

4.33 4.67

5.00 5.33
OK
From outflow hydrograph, the time where 100% VBMP 9.00
has drained from the basin(within 72 hours): 9.33

9.67 Time (100 %) = 10.00
has drained from the basin (24 hour minimum): 7.67

8.00 Time (50%) = 8.33
OK 8.67

CURB OPENING

STANDARD DETAIL

STORMWATER BIOFILTRATION SYSTEM
MWS-L-8-16-5'-5"-V-C

FOR PATENT INFORMATION, GO TO
www.ContechES.com/IP

SITE SPECIFIC DATA

PLAN VIEW

ELEVATION VIEW RIGHT END VIEW

LEFT END VIEW

GENERAL NOTES

INSTALLATION NOTES
INTERNAL BYPASS DISCLOSURE:

CURB OPENING

STANDARD DETAIL

STORMWATER BIOFILTRATION SYSTEM
MWS-L-8-12-5'-5"-V

FOR PATENT INFORMATION, GO TO
www.ContechES.com/IP

SITE SPECIFIC DATA

PLAN VIEW

ELEVATION VIEW RIGHT END VIEW

LEFT END VIEW

GENERAL NOTES

INSTALLATION NOTES
INTERNAL BYPASS DISCLOSURE:

CURB OPENING

STANDARD DETAIL

STORMWATER BIOFILTRATION SYSTEM
MWS-L-8-12-5'-5"-V

FOR PATENT INFORMATION, GO TO
www.ContechES.com/IP

SITE SPECIFIC DATA

PLAN VIEW

ELEVATION VIEW RIGHT END VIEW

LEFT END VIEW

GENERAL NOTES

INSTALLATION NOTES
INTERNAL BYPASS DISCLOSURE:

Attachment 5
Hydromodification

P:\9526E\6-G IS\Mxd s\Suc e p ta b ilityMa p s_20100505\9526E_Sa nta Ana Rive rSusc e p tib ility_20100430.mxd Cleveland
National Forest
San Bernardino
County
Riverside County
South Orange
County
Newport Bay
Watershed
Stabilized by
Grade Control
Structure
San Gabriel-Coyote Creek
Watershed
Anaheim BayHuntington Harbor
Watershed
Peters
Canyon
Reservoir
Olive
Hills
Kraemer
Basin
Carbon
Canyon
Walnut
Canyon
Reservoir
Irvine
Lake
Anaheim
Lake
Warner
Basin
Miller
Retarding
Basin
Bartlett
Retarding
Basin
Fletcher
Retarding
Basin

SOUTHPARK
PUMP

STATION
Villa
Park Dam
Yorba Linda
Reservoir
Sources: Esri, DeLorme, NAVTEQ, USGS, Intermap, iPC, NRCAN, Esri Japan, METI, Esri China (Hong Kong), Esri (Thailand), TomTom, 2012 FIGURE
3 JOB TITLE SCALE 1" = 12000'

DESIGNEDDRAWINGCHECKED
BMP
04/30/10
DATEJOB NO.

THTH9526-E

ORANGE COUNTY

WATERSHED

MASTER PLANNING
ORANGE CO. CA

SUSCEPTIBILITY ANALYIS

SANTA ANA RIVER
I! 0 12,000 24,000
Feet
Susceptibility
Potential Areas of Erosion, Habitat, &
Physical Structure Susceptibility
Channel Type
Earth (Unstable)
Earth (Stabilized)
Stabilized
Tidel Influence
<= Mean High Water Line (4.28')
Water Body
Basin
Dam
Lake
Reservoir
Forest Areas
Cleveland National Forest
Federal Lands
Amarus Salt Marsh
Sources: Esri, DeLorme, NAVTEQ,
USGS, Intermap, iPC, NRCAN, Esri
Japan, METI, Esri China (Hong
Kong), Esri (Thailand), TomTom,
2012
SUSCEPTIBILITY MAP UPATE (FEB 2013)
Project Location
____________________________________________________________________________ ****************************************************************************

RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION)
(c) Copyright 1983-2014 Advanced Engineering Software (aes) Ver. 21.0 Release Date: 06/01/2014 License ID 1202
Analysis prepared by:

Huitt-Zollars, Inc.
2603 Main Street, Suite 400
Irvine, CA 92614
Tel - 949-988-5815
************************** DESCRIPTION OF STUDY ************************** * GYPSUM CANYON CEMETERY WITH OFFSITE FLOWS *
* EXISTING CONDITION - 2 YEAR STORM EVENT *
* HHTUN REV CGULLIXSON *
************************************************************************** FILE NAME: GC2.DAT
TIME/DATE OF STUDY: 11:01 10/04/2023
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 2.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED*
*ANTECEDENT MOISTURE CONDITION (AMC) I ASSUMED FOR RATIONAL METHOD* *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 0.0312 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.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 105.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 95.00
ELEVATION DATA: UPSTREAM(FEET) = 453.26 DOWNSTREAM(FEET) = 421.83 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.264
SUBAREA Tc AND LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

NATURAL POOR COVER
"BARREN" C 2.98 0.25 1.000 80 5.00
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA RUNOFF(CFS) = 5.40
TOTAL AREA(ACRES) = 2.98 PEAK FLOW RATE(CFS) = 5.40
**************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 205.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 309.00
ELEVATION DATA: UPSTREAM(FEET) = 782.21 DOWNSTREAM(FEET) = 725.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.289
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.823
SUBAREA Tc AND LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

NATURAL POOR COVER
"BARREN" C 6.73 0.25 1.000 80 7.29
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA RUNOFF(CFS) = 9.53
TOTAL AREA(ACRES) = 6.73 PEAK FLOW RATE(CFS) = 9.53
**************************************************************************** FLOW PROCESS FROM NODE 205.00 TO NODE 206.00 IS CODE = 56 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 725.00 DOWNSTREAM(FEET) = 675.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 507.00 CHANNEL SLOPE = 0.0986 GIVEN CHANNEL BASE(FEET) = 130.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.06
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.437
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

NATURAL POOR COVER
"BARREN" C 9.89 0.25 1.000 80
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 14.81
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.25 AVERAGE FLOW DEPTH(FEET) = 0.05 TRAVEL TIME(MIN.) = 3.75 Tc(MIN.) = 11.04
SUBAREA AREA(ACRES) = 9.89 SUBAREA RUNOFF(CFS) = 10.56
EFFECTIVE AREA(ACRES) = 16.62 AREA-AVERAGED Fm(INCH/HR) = 0.25 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 16.6 PEAK FLOW RATE(CFS) = 17.75
GIVEN CHANNEL BASE(FEET) = 130.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.06
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.06 FLOW VELOCITY(FEET/SEC.) = 2.34
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 206.00 = 816.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 206.00 TO NODE 208.00 IS CODE = 56 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 675.00 DOWNSTREAM(FEET) = 625.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 505.00 CHANNEL SLOPE = 0.0990 GIVEN CHANNEL BASE(FEET) = 130.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.06
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.229
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

NATURAL POOR COVER
"BARREN" C 5.66 0.25 1.000 80
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 20.25
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.44 AVERAGE FLOW DEPTH(FEET) = 0.06 TRAVEL TIME(MIN.) = 3.46 Tc(MIN.) = 14.50
SUBAREA AREA(ACRES) = 5.66 SUBAREA RUNOFF(CFS) = 4.99
EFFECTIVE AREA(ACRES) = 22.28 AREA-AVERAGED Fm(INCH/HR) = 0.25 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 22.3 PEAK FLOW RATE(CFS) = 19.63
GIVEN CHANNEL BASE(FEET) = 130.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.06
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.06 FLOW VELOCITY(FEET/SEC.) = 2.36
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 208.00 = 1321.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 208.00 TO NODE 220.00 IS CODE = 56 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 625.00 DOWNSTREAM(FEET) = 570.03 CHANNEL LENGTH THRU SUBAREA(FEET) = 423.00 CHANNEL SLOPE = 0.1300 GIVEN CHANNEL BASE(FEET) = 130.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.06
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.119
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

NATURAL POOR COVER
"BARREN" C 2.85 0.25 1.000 80
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 20.74
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.74 AVERAGE FLOW DEPTH(FEET) = 0.06 TRAVEL TIME(MIN.) = 2.57 Tc(MIN.) = 17.07
SUBAREA AREA(ACRES) = 2.85 SUBAREA RUNOFF(CFS) = 2.23
EFFECTIVE AREA(ACRES) = 25.13 AREA-AVERAGED Fm(INCH/HR) = 0.25 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 25.1 PEAK FLOW RATE(CFS) = 19.65
GIVEN CHANNEL BASE(FEET) = 130.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.06
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.06 FLOW VELOCITY(FEET/SEC.) = 2.68
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 220.00 = 1744.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 212.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 307.00
ELEVATION DATA: UPSTREAM(FEET) = 852.98 DOWNSTREAM(FEET) = 785.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.014
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.864
SUBAREA Tc AND LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

NATURAL POOR COVER
"BARREN" C 1.37 0.25 1.000 80 7.01

NATURAL POOR COVER
"BARREN" D 0.03 0.20 1.000 83 7.01
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA RUNOFF(CFS) = 2.03
TOTAL AREA(ACRES) = 1.40 PEAK FLOW RATE(CFS) = 2.03
**************************************************************************** FLOW PROCESS FROM NODE 212.00 TO NODE 213.00 IS CODE = 56 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 785.00 DOWNSTREAM(FEET) = 710.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 460.00 CHANNEL SLOPE = 0.1630 GIVEN CHANNEL BASE(FEET) = 130.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.02
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.349
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

NATURAL POOR COVER
"BARREN" C 3.29 0.25 1.000 80

NATURAL POOR COVER
"BARREN" D 0.03 0.20 1.000 83
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.76
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.44 AVERAGE FLOW DEPTH(FEET) = 0.02 TRAVEL TIME(MIN.) = 5.31 Tc(MIN.) = 12.33
SUBAREA AREA(ACRES) = 3.32 SUBAREA RUNOFF(CFS) = 3.28
EFFECTIVE AREA(ACRES) = 4.72 AREA-AVERAGED Fm(INCH/HR) = 0.25 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 4.7 PEAK FLOW RATE(CFS) = 4.67
GIVEN CHANNEL BASE(FEET) = 130.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.02
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.02 FLOW VELOCITY(FEET/SEC.) = 1.79
LONGEST FLOWPATH FROM NODE 210.00 TO NODE 213.00 = 767.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 213.00 TO NODE 214.00 IS CODE = 56 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 710.00 DOWNSTREAM(FEET) = 630.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 400.00 CHANNEL SLOPE = 0.2000 GIVEN CHANNEL BASE(FEET) = 130.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.03
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.168
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

NATURAL POOR COVER
"BARREN" C 4.05 0.25 1.000 80
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.36
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.90 AVERAGE FLOW DEPTH(FEET) = 0.03 TRAVEL TIME(MIN.) = 3.51 Tc(MIN.) = 15.84
SUBAREA AREA(ACRES) = 4.05 SUBAREA RUNOFF(CFS) = 3.35
EFFECTIVE AREA(ACRES) = 8.77 AREA-AVERAGED Fm(INCH/HR) = 0.25 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 8.8 PEAK FLOW RATE(CFS) = 7.25
GIVEN CHANNEL BASE(FEET) = 130.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.03
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.03 FLOW VELOCITY(FEET/SEC.) = 2.01
LONGEST FLOWPATH FROM NODE 210.00 TO NODE 214.00 = 1167.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 214.00 TO NODE 220.00 IS CODE = 56 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 630.00 DOWNSTREAM(FEET) = 570.03 CHANNEL LENGTH THRU SUBAREA(FEET) = 461.00 CHANNEL SLOPE = 0.1301 GIVEN CHANNEL BASE(FEET) = 10.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.15
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.106
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

NATURAL POOR COVER
"BARREN" C 0.97 0.25 1.000 80
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.62
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.91 AVERAGE FLOW DEPTH(FEET) = 0.15 TRAVEL TIME(MIN.) = 1.57 Tc(MIN.) = 17.41
SUBAREA AREA(ACRES) = 0.97 SUBAREA RUNOFF(CFS) = 0.75
EFFECTIVE AREA(ACRES) = 9.74 AREA-AVERAGED Fm(INCH/HR) = 0.25 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 9.7 PEAK FLOW RATE(CFS) = 7.51
GIVEN CHANNEL BASE(FEET) = 10.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.15
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.15 FLOW VELOCITY(FEET/SEC.) = 4.90
LONGEST FLOWPATH FROM NODE 210.00 TO NODE 220.00 = 1628.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 215.00 TO NODE 217.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 312.00
ELEVATION DATA: UPSTREAM(FEET) = 746.57 DOWNSTREAM(FEET) = 684.98 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.224
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.833
SUBAREA Tc AND LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

NATURAL POOR COVER
"BARREN" C 1.68 0.25 1.000 80 7.22

NATURAL POOR COVER
"BARREN" D 0.31 0.20 1.000 83 7.22
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.24
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA RUNOFF(CFS) = 2.85
TOTAL AREA(ACRES) = 1.99 PEAK FLOW RATE(CFS) = 2.85
**************************************************************************** FLOW PROCESS FROM NODE 217.00 TO NODE 220.00 IS CODE = 56 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 684.96 DOWNSTREAM(FEET) = 570.03 CHANNEL LENGTH THRU SUBAREA(FEET) = 729.00 CHANNEL SLOPE = 0.1577 GIVEN CHANNEL BASE(FEET) = 130.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.03
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.242
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

NATURAL POOR COVER
"BARREN" C 6.29 0.25 1.000 80
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.82
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.74 AVERAGE FLOW DEPTH(FEET) = 0.03 TRAVEL TIME(MIN.) = 7.00 Tc(MIN.) = 14.22
SUBAREA AREA(ACRES) = 6.29 SUBAREA RUNOFF(CFS) = 5.62
EFFECTIVE AREA(ACRES) = 8.28 AREA-AVERAGED Fm(INCH/HR) = 0.25 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 8.3 PEAK FLOW RATE(CFS) = 7.41
GIVEN CHANNEL BASE(FEET) = 130.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.03
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.03 FLOW VELOCITY(FEET/SEC.) = 2.06
LONGEST FLOWPATH FROM NODE 215.00 TO NODE 220.00 = 1041.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 7.41 14.22 1.242 0.25( 0.25) 1.00 8.3 215.00
LONGEST FLOWPATH FROM NODE 215.00 TO NODE 220.00 = 1041.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 19.65 17.07 1.119 0.25( 0.25) 1.00 25.1 200.00
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 220.00 = 1744.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 26.11 14.22 1.242 0.25( 0.25) 1.00 29.2 215.00
2 26.14 17.07 1.119 0.25( 0.25) 1.00 33.4 200.00
TOTAL AREA(ACRES) = 33.4
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 26.14 Tc(MIN.) = 17.070
EFFECTIVE AREA(ACRES) = 33.41 AREA-AVERAGED Fm(INCH/HR) = 0.25 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 33.4
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 220.00 = 1744.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 26.11 14.22 1.242 0.25( 0.25) 1.00 29.2 215.00
2 26.14 17.07 1.119 0.25( 0.25) 1.00 33.4 200.00
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 220.00 = 1744.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 7.51 17.41 1.106 0.25( 0.25) 1.00 9.7 210.00
LONGEST FLOWPATH FROM NODE 210.00 TO NODE 220.00 = 1628.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 33.22 14.22 1.242 0.25( 0.25) 1.00 37.2 215.00
2 33.61 17.07 1.119 0.25( 0.25) 1.00 43.0 200.00
3 33.27 17.41 1.106 0.25( 0.25) 1.00 43.2 210.00
TOTAL AREA(ACRES) = 43.2
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 33.61 Tc(MIN.) = 17.070
EFFECTIVE AREA(ACRES) = 42.96 AREA-AVERAGED Fm(INCH/HR) = 0.25 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 43.2
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 220.00 = 1744.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 2 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 225.00 IS CODE = 56 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 570.03 DOWNSTREAM(FEET) = 558.97 CHANNEL LENGTH THRU SUBAREA(FEET) = 430.00 CHANNEL SLOPE = 0.0257 GIVEN CHANNEL BASE(FEET) = 130.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.13
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.003
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

NATURAL POOR COVER
"BARREN" C 2.84 0.25 1.000 80
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 34.57
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.00 AVERAGE FLOW DEPTH(FEET) = 0.13 TRAVEL TIME(MIN.) = 3.58 Tc(MIN.) = 20.65
SUBAREA AREA(ACRES) = 2.84 SUBAREA RUNOFF(CFS) = 1.92
EFFECTIVE AREA(ACRES) = 45.80 AREA-AVERAGED Fm(INCH/HR) = 0.25 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 46.0 PEAK FLOW RATE(CFS) = 33.61
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
GIVEN CHANNEL BASE(FEET) = 130.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.13
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.13 FLOW VELOCITY(FEET/SEC.) = 2.03
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 225.00 = 2174.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 225.00 TO NODE 230.00 IS CODE = 56 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 558.97 DOWNSTREAM(FEET) = 440.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1050.00 CHANNEL SLOPE = 0.1133 GIVEN CHANNEL BASE(FEET) = 130.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.09
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 0.879
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

NATURAL POOR COVER
"BARREN" C 12.00 0.25 1.000 80
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 37.01
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.27 AVERAGE FLOW DEPTH(FEET) = 0.09 TRAVEL TIME(MIN.) = 5.34 Tc(MIN.) = 26.00
SUBAREA AREA(ACRES) = 12.00 SUBAREA RUNOFF(CFS) = 6.79
EFFECTIVE AREA(ACRES) = 57.80 AREA-AVERAGED Fm(INCH/HR) = 0.25 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 58.0 PEAK FLOW RATE(CFS) = 33.61
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
GIVEN CHANNEL BASE(FEET) = 130.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.08
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.08 FLOW VELOCITY(FEET/SEC.) = 3.18
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 230.00 = 3224.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 230.00 TO NODE 240.00 IS CODE = 56 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 440.00 DOWNSTREAM(FEET) = 428.01 CHANNEL LENGTH THRU SUBAREA(FEET) = 542.00 CHANNEL SLOPE = 0.0221 GIVEN CHANNEL BASE(FEET) = 130.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.13
CHANNEL FLOW THRU SUBAREA(CFS) = 33.61
FLOW VELOCITY(FEET/SEC.) = 1.92 FLOW DEPTH(FEET) = 0.13 TRAVEL TIME(MIN.) = 4.71 Tc(MIN.) = 30.71
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 240.00 = 3766.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 240.00 TO NODE 240.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 235.00 TO NODE 237.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 328.00
ELEVATION DATA: UPSTREAM(FEET) = 661.67 DOWNSTREAM(FEET) = 570.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.874
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.886
SUBAREA Tc AND LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

NATURAL POOR COVER
"BARREN" C 5.71 0.25 1.000 80 6.87
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA RUNOFF(CFS) = 8.41
TOTAL AREA(ACRES) = 5.71 PEAK FLOW RATE(CFS) = 8.41
**************************************************************************** FLOW PROCESS FROM NODE 237.00 TO NODE 240.00 IS CODE = 56 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 570.00 DOWNSTREAM(FEET) = 428.01 CHANNEL LENGTH THRU SUBAREA(FEET) = 1040.00 CHANNEL SLOPE = 0.1365 GIVEN CHANNEL BASE(FEET) = 130.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.06
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.288
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

NATURAL POOR COVER
"BARREN" C 18.98 0.25 1.000 80
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 17.57
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.67 AVERAGE FLOW DEPTH(FEET) = 0.05 TRAVEL TIME(MIN.) = 6.49 Tc(MIN.) = 13.36
SUBAREA AREA(ACRES) = 18.98 SUBAREA RUNOFF(CFS) = 17.72 EFFECTIVE AREA(ACRES) = 24.69 AREA-AVERAGED Fm(INCH/HR) = 0.25 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 24.7 PEAK FLOW RATE(CFS) = 23.06
GIVEN CHANNEL BASE(FEET) = 130.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.06
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.06 FLOW VELOCITY(FEET/SEC.) = 2.77
LONGEST FLOWPATH FROM NODE 235.00 TO NODE 240.00 = 1368.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 240.00 TO NODE 240.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 23.06 13.36 1.288 0.25( 0.25) 1.00 24.7 235.00
LONGEST FLOWPATH FROM NODE 235.00 TO NODE 240.00 = 1368.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 33.22 27.72 0.847 0.25( 0.25) 1.00 52.0 215.00
2 33.61 30.71 0.799 0.25( 0.25) 1.00 57.8 200.00
3 33.27 30.96 0.795 0.25( 0.25) 1.00 58.0 210.00
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 240.00 = 3766.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 50.88 13.36 1.288 0.25( 0.25) 1.00 49.8 235.00
2 46.48 27.72 0.847 0.25( 0.25) 1.00 76.7 215.00
3 45.80 30.71 0.799 0.25( 0.25) 1.00 82.5 200.00
4 45.38 30.96 0.795 0.25( 0.25) 1.00 82.7 210.00
TOTAL AREA(ACRES) = 82.7
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 50.88 Tc(MIN.) = 13.362
EFFECTIVE AREA(ACRES) = 49.76 AREA-AVERAGED Fm(INCH/HR) = 0.25 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 82.7
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 240.00 = 3766.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 240.00 TO NODE 240.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 240.00 TO NODE 242.00 IS CODE = 56 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 428.01 DOWNSTREAM(FEET) = 426.79 CHANNEL LENGTH THRU SUBAREA(FEET) = 379.00 CHANNEL SLOPE = 0.0032 GIVEN CHANNEL BASE(FEET) = 100.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.37
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.093
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

NATURAL POOR COVER
"BARREN" C 3.92 0.25 1.000 80
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 52.36
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.43 AVERAGE FLOW DEPTH(FEET) = 0.36 TRAVEL TIME(MIN.) = 4.42 Tc(MIN.) = 17.78
SUBAREA AREA(ACRES) = 3.92 SUBAREA RUNOFF(CFS) = 2.97
EFFECTIVE AREA(ACRES) = 53.68 AREA-AVERAGED Fm(INCH/HR) = 0.25 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 86.6 PEAK FLOW RATE(CFS) = 50.88
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
GIVEN CHANNEL BASE(FEET) = 100.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.36
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.36 FLOW VELOCITY(FEET/SEC.) = 1.42
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 242.00 = 4145.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 242.00 TO NODE 244.00 IS CODE = 56 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 426.79 DOWNSTREAM(FEET) = 424.68 CHANNEL LENGTH THRU SUBAREA(FEET) = 476.00 CHANNEL SLOPE = 0.0044 GIVEN CHANNEL BASE(FEET) = 100.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.33
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 0.946
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

NATURAL POOR COVER
"BARREN" C 5.43 0.25 1.000 80
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 52.59
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.57 AVERAGE FLOW DEPTH(FEET) = 0.33 TRAVEL TIME(MIN.) = 5.06 Tc(MIN.) = 22.85
SUBAREA AREA(ACRES) = 5.43 SUBAREA RUNOFF(CFS) = 3.40
EFFECTIVE AREA(ACRES) = 59.11 AREA-AVERAGED Fm(INCH/HR) = 0.25 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 92.0 PEAK FLOW RATE(CFS) = 50.88
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
GIVEN CHANNEL BASE(FEET) = 100.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.33
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.33 FLOW VELOCITY(FEET/SEC.) = 1.55
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 244.00 = 4621.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 244.00 TO NODE 245.00 IS CODE = 56 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 424.68 DOWNSTREAM(FEET) = 423.93 CHANNEL LENGTH THRU SUBAREA(FEET) = 337.00 CHANNEL SLOPE = 0.0022 GIVEN CHANNEL BASE(FEET) = 100.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.41
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 0.855
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

NATURAL POOR COVER
"BARREN" C 3.78 0.25 1.000 80

NATURAL POOR COVER
"BARREN" D 2.33 0.20 1.000 83
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.23
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 52.60
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.28 AVERAGE FLOW DEPTH(FEET) = 0.41 TRAVEL TIME(MIN.) = 4.39 Tc(MIN.) = 27.24
SUBAREA AREA(ACRES) = 6.11 SUBAREA RUNOFF(CFS) = 3.43
EFFECTIVE AREA(ACRES) = 65.22 AREA-AVERAGED Fm(INCH/HR) = 0.25 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 98.1 PEAK FLOW RATE(CFS) = 50.88
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
GIVEN CHANNEL BASE(FEET) = 100.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.40
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.40 FLOW VELOCITY(FEET/SEC.) = 1.26
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 245.00 = 4958.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 245.00 TO NODE 245.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 250.00 TO NODE 252.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 283.00
ELEVATION DATA: UPSTREAM(FEET) = 705.45 DOWNSTREAM(FEET) = 644.54 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.828
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.893
SUBAREA Tc AND LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

NATURAL POOR COVER
"BARREN" C 2.80 0.25 1.000 80 6.83
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA RUNOFF(CFS) = 4.14
TOTAL AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) = 4.14
**************************************************************************** FLOW PROCESS FROM NODE 252.00 TO NODE 255.00 IS CODE = 56 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 644.54 DOWNSTREAM(FEET) = 566.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 464.00 CHANNEL SLOPE = 0.1693 GIVEN CHANNEL BASE(FEET) = 100.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.04
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.496
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

NATURAL POOR COVER
"BARREN" C 6.71 0.25 1.000 80
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.90
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.24 AVERAGE FLOW DEPTH(FEET) = 0.04 TRAVEL TIME(MIN.) = 3.46 Tc(MIN.) = 10.29
SUBAREA AREA(ACRES) = 6.71 SUBAREA RUNOFF(CFS) = 7.53
EFFECTIVE AREA(ACRES) = 9.51 AREA-AVERAGED Fm(INCH/HR) = 0.25 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 9.5 PEAK FLOW RATE(CFS) = 10.67
GIVEN CHANNEL BASE(FEET) = 100.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.04
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.04 FLOW VELOCITY(FEET/SEC.) = 2.48
LONGEST FLOWPATH FROM NODE 250.00 TO NODE 255.00 = 747.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 255.00 TO NODE 256.00 IS CODE = 56 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 566.00 DOWNSTREAM(FEET) = 495.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 428.00 CHANNEL SLOPE = 0.1659 GIVEN CHANNEL BASE(FEET) = 100.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.06
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.315
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

NATURAL POOR COVER
"BARREN" C 8.88 0.25 1.000 80

NATURAL POOR COVER
"BARREN" D 1.18 0.20 1.000 83
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.24
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 15.55
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.76 AVERAGE FLOW DEPTH(FEET) = 0.06 TRAVEL TIME(MIN.) = 2.59 Tc(MIN.) = 12.87
SUBAREA AREA(ACRES) = 10.06 SUBAREA RUNOFF(CFS) = 9.70
EFFECTIVE AREA(ACRES) = 19.57 AREA-AVERAGED Fm(INCH/HR) = 0.25 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 19.6 PEAK FLOW RATE(CFS) = 18.82
GIVEN CHANNEL BASE(FEET) = 100.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.06
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.06 FLOW VELOCITY(FEET/SEC.) = 3.23
LONGEST FLOWPATH FROM NODE 250.00 TO NODE 256.00 = 1175.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 256.00 TO NODE 245.00 IS CODE = 56 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 495.00 DOWNSTREAM(FEET) = 423.93 CHANNEL LENGTH THRU SUBAREA(FEET) = 1078.00 CHANNEL SLOPE = 0.0659 GIVEN CHANNEL BASE(FEET) = 100.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.10
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.043
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

NATURAL POOR COVER
"BARREN" C 8.19 0.25 1.000 80

NATURAL POOR COVER
"BARREN" D 13.80 0.20 1.000 83
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.22
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 26.99
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.80 AVERAGE FLOW DEPTH(FEET) = 0.10 TRAVEL TIME(MIN.) = 6.43 Tc(MIN.) = 19.30
SUBAREA AREA(ACRES) = 21.99 SUBAREA RUNOFF(CFS) = 16.31 EFFECTIVE AREA(ACRES) = 41.56 AREA-AVERAGED Fm(INCH/HR) = 0.23 AREA-AVERAGED Fp(INCH/HR) = 0.23 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 41.6 PEAK FLOW RATE(CFS) = 30.32
GIVEN CHANNEL BASE(FEET) = 100.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.10
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.10 FLOW VELOCITY(FEET/SEC.) = 2.91
LONGEST FLOWPATH FROM NODE 250.00 TO NODE 245.00 = 2253.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 245.00 TO NODE 245.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 30.32 19.30 1.043 0.23( 0.23) 1.00 41.6 250.00
LONGEST FLOWPATH FROM NODE 250.00 TO NODE 245.00 = 2253.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 50.88 27.24 0.855 0.25( 0.25) 1.00 65.2 235.00
2 46.48 42.15 0.666 0.25( 0.25) 1.00 92.2 215.00
3 45.80 45.22 0.640 0.25( 0.25) 1.00 98.0 200.00
4 45.38 45.54 0.637 0.25( 0.25) 1.00 98.1 210.00
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 245.00 = 4958.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 77.47 19.30 1.043 0.24( 0.24) 1.00 87.8 250.00
2 74.20 27.24 0.855 0.24( 0.24) 1.00 106.8 235.00
3 62.71 42.15 0.666 0.24( 0.24) 1.00 133.7 215.00
4 61.04 45.22 0.640 0.24( 0.24) 1.00 139.5 200.00
5 60.53 45.54 0.637 0.24( 0.24) 1.00 139.7 210.00
TOTAL AREA(ACRES) = 139.7
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 77.47 Tc(MIN.) = 19.299
EFFECTIVE AREA(ACRES) = 87.77 AREA-AVERAGED Fm(INCH/HR) = 0.24 AREA-AVERAGED Fp(INCH/HR) = 0.24 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 139.7
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 245.00 = 4958.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 245.00 TO NODE 245.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 245.00 TO NODE 260.00 IS CODE = 56 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 423.93 DOWNSTREAM(FEET) = 400.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 709.00 CHANNEL SLOPE = 0.0338 GIVEN CHANNEL BASE(FEET) = 100.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.23
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 0.949
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

NATURAL POOR COVER
"BARREN" D 1.52 0.20 1.000 83
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 77.98
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.43 AVERAGE FLOW DEPTH(FEET) = 0.23 TRAVEL TIME(MIN.) = 3.44 Tc(MIN.) = 22.74
SUBAREA AREA(ACRES) = 1.52 SUBAREA RUNOFF(CFS) = 1.02
EFFECTIVE AREA(ACRES) = 89.29 AREA-AVERAGED Fm(INCH/HR) = 0.24 AREA-AVERAGED Fp(INCH/HR) = 0.24 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 141.2 PEAK FLOW RATE(CFS) = 77.47
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
GIVEN CHANNEL BASE(FEET) = 100.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.23
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.23 FLOW VELOCITY(FEET/SEC.) = 3.41
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 260.00 = 5667.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 260.00 TO NODE 260.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 265.00 TO NODE 267.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 283.00
ELEVATION DATA: UPSTREAM(FEET) = 492.93 DOWNSTREAM(FEET) = 475.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.720
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.645
SUBAREA Tc AND LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

NATURAL POOR COVER
"BARREN" D 1.00 0.20 1.000 83 8.72
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA RUNOFF(CFS) = 1.30
TOTAL AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) = 1.30
**************************************************************************** FLOW PROCESS FROM NODE 267.00 TO NODE 270.00 IS CODE = 56 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 475.00 DOWNSTREAM(FEET) = 406.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 577.00 CHANNEL SLOPE = 0.1196 GIVEN CHANNEL BASE(FEET) = 10.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.14
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.446
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

NATURAL POOR COVER
"BARREN" A 0.35 0.40 1.000 61

NATURAL POOR COVER
"BARREN" B 0.21 0.30 1.000 72

NATURAL POOR COVER
"BARREN" C 0.55 0.25 1.000 80

NATURAL POOR COVER
"BARREN" D 7.47 0.20 1.000 83
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.21
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.10
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.39 AVERAGE FLOW DEPTH(FEET) = 0.13 TRAVEL TIME(MIN.) = 2.19 Tc(MIN.) = 10.91
SUBAREA AREA(ACRES) = 8.58 SUBAREA RUNOFF(CFS) = 9.52
EFFECTIVE AREA(ACRES) = 9.58 AREA-AVERAGED Fm(INCH/HR) = 0.21 AREA-AVERAGED Fp(INCH/HR) = 0.21 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 9.6 PEAK FLOW RATE(CFS) = 10.64
GIVEN CHANNEL BASE(FEET) = 10.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.19
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.19 FLOW VELOCITY(FEET/SEC.) = 5.41
LONGEST FLOWPATH FROM NODE 265.00 TO NODE 270.00 = 860.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 270.00 TO NODE 270.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 302.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 311.00
ELEVATION DATA: UPSTREAM(FEET) = 645.43 DOWNSTREAM(FEET) = 625.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.990
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.616
SUBAREA Tc AND LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

NATURAL POOR COVER
"BARREN" C 1.55 0.25 1.000 80 8.99

NATURAL POOR COVER
"BARREN" D 0.17 0.20 1.000 83 8.99
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA RUNOFF(CFS) = 2.12
TOTAL AREA(ACRES) = 1.72 PEAK FLOW RATE(CFS) = 2.12
**************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 305.00 IS CODE = 56 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 625.00 DOWNSTREAM(FEET) = 508.97 CHANNEL LENGTH THRU SUBAREA(FEET) = 858.00 CHANNEL SLOPE = 0.1352 GIVEN CHANNEL BASE(FEET) = 70.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.04
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.167
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

NATURAL POOR COVER
"BARREN" C 6.84 0.25 1.000 80

NATURAL POOR COVER
"BARREN" D 0.36 0.20 1.000 83
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.15
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.08 AVERAGE FLOW DEPTH(FEET) = 0.04 TRAVEL TIME(MIN.) = 6.87 Tc(MIN.) = 15.86
SUBAREA AREA(ACRES) = 7.20 SUBAREA RUNOFF(CFS) = 5.96
EFFECTIVE AREA(ACRES) = 8.92 AREA-AVERAGED Fm(INCH/HR) = 0.25 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 8.9 PEAK FLOW RATE(CFS) = 7.38
GIVEN CHANNEL BASE(FEET) = 70.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.04
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.04 FLOW VELOCITY(FEET/SEC.) = 2.45
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 305.00 = 1169.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 305.00 TO NODE 320.00 IS CODE = 56 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 508.97 DOWNSTREAM(FEET) = 449.09 CHANNEL LENGTH THRU SUBAREA(FEET) = 685.00 CHANNEL SLOPE = 0.0874 GIVEN CHANNEL BASE(FEET) = 70.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.06
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 0.991
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

NATURAL POOR COVER
"BARREN" C 3.57 0.25 1.000 80

NATURAL POOR COVER
"BARREN" D 3.33 0.20 1.000 83
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.23
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.78
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.18 AVERAGE FLOW DEPTH(FEET) = 0.06 TRAVEL TIME(MIN.) = 5.23 Tc(MIN.) = 21.10
SUBAREA AREA(ACRES) = 6.90 SUBAREA RUNOFF(CFS) = 4.75
EFFECTIVE AREA(ACRES) = 15.82 AREA-AVERAGED Fm(INCH/HR) = 0.24 AREA-AVERAGED Fp(INCH/HR) = 0.24 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 15.8 PEAK FLOW RATE(CFS) = 10.72
GIVEN CHANNEL BASE(FEET) = 70.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.06
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.06 FLOW VELOCITY(FEET/SEC.) = 2.39
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 320.00 = 1854.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 320.00 TO NODE 320.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 310.00 TO NODE 312.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 310.00
ELEVATION DATA: UPSTREAM(FEET) = 626.57 DOWNSTREAM(FEET) = 585.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.784
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.756
SUBAREA Tc AND LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

NATURAL POOR COVER
"BARREN" D 5.08 0.20 1.000 83 7.78

NATURAL POOR COVER
"BARREN" A 0.57 0.40 1.000 61 7.78
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.22
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA RUNOFF(CFS) = 7.81
TOTAL AREA(ACRES) = 5.65 PEAK FLOW RATE(CFS) = 7.81
**************************************************************************** FLOW PROCESS FROM NODE 312.00 TO NODE 315.00 IS CODE = 56 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 585.00 DOWNSTREAM(FEET) = 559.72 CHANNEL LENGTH THRU SUBAREA(FEET) = 399.00 CHANNEL SLOPE = 0.0634 GIVEN CHANNEL BASE(FEET) = 70.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.07
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.447
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

NATURAL POOR COVER
"BARREN" D 3.63 0.20 1.000 83
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.83
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.13 AVERAGE FLOW DEPTH(FEET) = 0.07 TRAVEL TIME(MIN.) = 3.12 Tc(MIN.) = 10.91
SUBAREA AREA(ACRES) = 3.63 SUBAREA RUNOFF(CFS) = 4.07
EFFECTIVE AREA(ACRES) = 9.28 AREA-AVERAGED Fm(INCH/HR) = 0.21 AREA-AVERAGED Fp(INCH/HR) = 0.21 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 9.3 PEAK FLOW RATE(CFS) = 10.31
GIVEN CHANNEL BASE(FEET) = 70.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.07
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.07 FLOW VELOCITY(FEET/SEC.) = 2.05
LONGEST FLOWPATH FROM NODE 310.00 TO NODE 315.00 = 709.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 315.00 TO NODE 316.00 IS CODE = 56 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 559.72 DOWNSTREAM(FEET) = 505.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 682.00 CHANNEL SLOPE = 0.0802 GIVEN CHANNEL BASE(FEET) = 70.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.08
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.190
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

NATURAL POOR COVER
"BARREN" C 1.71 0.25 1.000 80

NATURAL POOR COVER
"BARREN" D 6.66 0.20 1.000 83

NATURAL POOR COVER
"BARREN" A 0.69 0.40 1.000 61
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.22
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 14.28
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.57 AVERAGE FLOW DEPTH(FEET) = 0.08 TRAVEL TIME(MIN.) = 4.42 Tc(MIN.) = 15.33
SUBAREA AREA(ACRES) = 9.06 SUBAREA RUNOFF(CFS) = 7.87
EFFECTIVE AREA(ACRES) = 18.34 AREA-AVERAGED Fm(INCH/HR) = 0.22 AREA-AVERAGED Fp(INCH/HR) = 0.22 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 18.3 PEAK FLOW RATE(CFS) = 16.04
GIVEN CHANNEL BASE(FEET) = 70.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.09
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.09 FLOW VELOCITY(FEET/SEC.) = 2.63
LONGEST FLOWPATH FROM NODE 310.00 TO NODE 316.00 = 1391.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 316.00 TO NODE 320.00 IS CODE = 56 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 505.00 DOWNSTREAM(FEET) = 449.09 CHANNEL LENGTH THRU SUBAREA(FEET) = 992.00 CHANNEL SLOPE = 0.0564 GIVEN CHANNEL BASE(FEET) = 70.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.10
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 0.972
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

NATURAL POOR COVER
"BARREN" C 0.04 0.25 1.000 80

NATURAL POOR COVER
"BARREN" D 7.24 0.20 1.000 83

NATURAL POOR COVER
"BARREN" A 0.31 0.40 1.000 61
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.21
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 18.67
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.56 AVERAGE FLOW DEPTH(FEET) = 0.10 TRAVEL TIME(MIN.) = 6.47 Tc(MIN.) = 21.80
SUBAREA AREA(ACRES) = 7.59 SUBAREA RUNOFF(CFS) = 5.22
EFFECTIVE AREA(ACRES) = 25.93 AREA-AVERAGED Fm(INCH/HR) = 0.22 AREA-AVERAGED Fp(INCH/HR) = 0.22 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 25.9 PEAK FLOW RATE(CFS) = 17.66
GIVEN CHANNEL BASE(FEET) = 70.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.10
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.10 FLOW VELOCITY(FEET/SEC.) = 2.46
LONGEST FLOWPATH FROM NODE 310.00 TO NODE 320.00 = 2383.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 320.00 TO NODE 320.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 17.66 21.80 0.972 0.22( 0.22) 1.00 25.9 310.00
LONGEST FLOWPATH FROM NODE 310.00 TO NODE 320.00 = 2383.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 10.72 21.10 0.991 0.24( 0.24) 1.00 15.8 300.00
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 320.00 = 1854.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 28.23 21.10 0.991 0.22( 0.22) 1.00 40.9 300.00
2 28.12 21.80 0.972 0.22( 0.22) 1.00 41.8 310.00
TOTAL AREA(ACRES) = 41.8
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 28.23 Tc(MIN.) = 21.096
EFFECTIVE AREA(ACRES) = 40.91 AREA-AVERAGED Fm(INCH/HR) = 0.22 AREA-AVERAGED Fp(INCH/HR) = 0.22 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 41.8
LONGEST FLOWPATH FROM NODE 310.00 TO NODE 320.00 = 2383.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 320.00 TO NODE 320.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 320.00 TO NODE 321.00 IS CODE = 56 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 449.09 DOWNSTREAM(FEET) = 438.56 CHANNEL LENGTH THRU SUBAREA(FEET) = 333.00 CHANNEL SLOPE = 0.0316 GIVEN CHANNEL BASE(FEET) = 10.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.49
CHANNEL FLOW THRU SUBAREA(CFS) = 28.23
FLOW VELOCITY(FEET/SEC.) = 5.10 FLOW DEPTH(FEET) = 0.49 TRAVEL TIME(MIN.) = 1.09 Tc(MIN.) = 22.18
LONGEST FLOWPATH FROM NODE 310.00 TO NODE 321.00 = 2716.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 321.00 TO NODE 321.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 500.00 TO NODE 505.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 283.00
ELEVATION DATA: UPSTREAM(FEET) = 473.77 DOWNSTREAM(FEET) = 446.11 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.996
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.729
SUBAREA Tc AND LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

NATURAL POOR COVER
"BARREN" D 2.80 0.20 1.000 83 8.00
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA RUNOFF(CFS) = 3.85
TOTAL AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) = 3.85
**************************************************************************** FLOW PROCESS FROM NODE 505.00 TO NODE 321.00 IS CODE = 56 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 446.11 DOWNSTREAM(FEET) = 438.56 CHANNEL LENGTH THRU SUBAREA(FEET) = 610.00 CHANNEL SLOPE = 0.0124 GIVEN CHANNEL BASE(FEET) = 10.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.20
CHANNEL FLOW THRU SUBAREA(CFS) = 3.85
FLOW VELOCITY(FEET/SEC.) = 1.82 FLOW DEPTH(FEET) = 0.20 TRAVEL TIME(MIN.) = 5.58 Tc(MIN.) = 13.57
LONGEST FLOWPATH FROM NODE 500.00 TO NODE 321.00 = 893.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 321.00 TO NODE 321.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 3.85 13.57 1.276 0.20( 0.20) 1.00 2.8 500.00
LONGEST FLOWPATH FROM NODE 500.00 TO NODE 321.00 = 893.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 28.23 22.18 0.962 0.22( 0.22) 1.00 40.9 300.00
2 28.12 22.89 0.945 0.22( 0.22) 1.00 41.8 310.00
LONGEST FLOWPATH FROM NODE 310.00 TO NODE 321.00 = 2716.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 28.46 13.57 1.276 0.22( 0.22) 1.00 27.8 500.00
2 30.96 22.18 0.962 0.22( 0.22) 1.00 43.7 300.00
3 30.79 22.89 0.945 0.22( 0.22) 1.00 44.5 310.00
TOTAL AREA(ACRES) = 44.5
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 30.96 Tc(MIN.) = 22.185
EFFECTIVE AREA(ACRES) = 43.71 AREA-AVERAGED Fm(INCH/HR) = 0.22 AREA-AVERAGED Fp(INCH/HR) = 0.22 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 44.5
LONGEST FLOWPATH FROM NODE 310.00 TO NODE 321.00 = 2716.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 321.00 TO NODE 321.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 321.00 TO NODE 325.00 IS CODE = 56 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 438.56 DOWNSTREAM(FEET) = 419.89 CHANNEL LENGTH THRU SUBAREA(FEET) = 455.00 CHANNEL SLOPE = 0.0410 GIVEN CHANNEL BASE(FEET) = 10.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.52
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 0.932
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

NATURAL POOR COVER
"BARREN" D 11.84 0.20 1.000 83
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 34.86
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 5.98 AVERAGE FLOW DEPTH(FEET) = 0.52 TRAVEL TIME(MIN.) = 1.27 Tc(MIN.) = 23.45
SUBAREA AREA(ACRES) = 11.84 SUBAREA RUNOFF(CFS) = 7.80
EFFECTIVE AREA(ACRES) = 55.55 AREA-AVERAGED Fm(INCH/HR) = 0.22 AREA-AVERAGED Fp(INCH/HR) = 0.22 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 56.4 PEAK FLOW RATE(CFS) = 35.73
GIVEN CHANNEL BASE(FEET) = 10.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.52
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.52 FLOW VELOCITY(FEET/SEC.) = 6.03
LONGEST FLOWPATH FROM NODE 310.00 TO NODE 325.00 = 3171.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 325.00 TO NODE 270.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 419.89 DOWNSTREAM(FEET) = 406.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 568.00 CHANNEL SLOPE = 0.0245 CHANNEL FLOW THRU SUBAREA(CFS) = 35.73
FLOW VELOCITY(FEET/SEC) = 5.50 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.72 Tc(MIN.) = 25.17
LONGEST FLOWPATH FROM NODE 310.00 TO NODE 270.00 = 3739.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 270.00 TO NODE 270.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 35.57 16.58 1.138 0.22( 0.22) 1.00 39.7 500.00
2 35.73 25.17 0.895 0.22( 0.22) 1.00 55.6 300.00
3 35.45 25.89 0.881 0.22( 0.22) 1.00 56.4 310.00
LONGEST FLOWPATH FROM NODE 310.00 TO NODE 270.00 = 3739.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 10.64 10.91 1.446 0.21( 0.21) 1.00 9.6 265.00
LONGEST FLOWPATH FROM NODE 265.00 TO NODE 270.00 = 860.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 41.89 10.91 1.446 0.21( 0.21) 1.00 35.7 265.00
2 43.55 16.58 1.138 0.21( 0.21) 1.00 49.3 500.00
3 41.61 25.17 0.895 0.22( 0.22) 1.00 65.1 300.00
4 41.22 25.89 0.881 0.22( 0.22) 1.00 66.0 310.00
TOTAL AREA(ACRES) = 66.0
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 43.55 Tc(MIN.) = 16.580
EFFECTIVE AREA(ACRES) = 49.25 AREA-AVERAGED Fm(INCH/HR) = 0.21 AREA-AVERAGED Fp(INCH/HR) = 0.21 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 66.0
LONGEST FLOWPATH FROM NODE 310.00 TO NODE 270.00 = 3739.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 270.00 TO NODE 270.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 2 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 270.00 TO NODE 260.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 406.00 DOWNSTREAM(FEET) = 400.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 341.00 CHANNEL SLOPE = 0.0176 CHANNEL FLOW THRU SUBAREA(CFS) = 43.55
FLOW VELOCITY(FEET/SEC) = 4.93 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.15 Tc(MIN.) = 17.73
LONGEST FLOWPATH FROM NODE 310.00 TO NODE 260.00 = 4080.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 260.00 TO NODE 260.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 41.89 12.08 1.365 0.21( 0.21) 1.00 35.7 265.00
2 43.55 17.73 1.095 0.21( 0.21) 1.00 49.3 500.00
3 41.61 26.34 0.872 0.22( 0.22) 1.00 65.1 300.00
4 41.22 27.06 0.859 0.22( 0.22) 1.00 66.0 310.00
LONGEST FLOWPATH FROM NODE 310.00 TO NODE 260.00 = 4080.00 FEET. ** MEMORY BANK # 3 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 77.47 22.74 0.949 0.24( 0.24) 1.00 89.3 250.00
2 74.20 30.81 0.797 0.24( 0.24) 1.00 108.3 235.00
3 62.71 45.95 0.634 0.24( 0.24) 1.00 135.2 215.00
4 61.04 49.00 0.611 0.24( 0.24) 1.00 141.0 200.00
5 60.53 49.36 0.608 0.24( 0.24) 1.00 141.2 210.00
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 260.00 = 5667.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 107.14 12.08 1.365 0.23( 0.23) 1.00 83.1 265.00
2 116.37 17.73 1.095 0.23( 0.23) 1.00 118.9 500.00
3 119.90 22.74 0.949 0.23( 0.23) 1.00 147.8 250.00
4 117.63 26.34 0.872 0.23( 0.23) 1.00 162.9 300.00
5 116.94 27.06 0.859 0.23( 0.23) 1.00 165.4 310.00
6 111.46 30.81 0.797 0.23( 0.23) 1.00 174.3 235.00
7 89.48 45.95 0.634 0.23( 0.23) 1.00 201.2 215.00
8 86.33 49.00 0.611 0.23( 0.23) 1.00 207.0 200.00
9 85.65 49.36 0.608 0.23( 0.23) 1.00 207.2 210.00
TOTAL AREA(ACRES) = 207.2
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 119.90 Tc(MIN.) = 22.744
EFFECTIVE AREA(ACRES) = 147.78 AREA-AVERAGED Fm(INCH/HR) = 0.23 AREA-AVERAGED Fp(INCH/HR) = 0.23 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 207.2
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 260.00 = 5667.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 260.00 TO NODE 260.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 3 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 260.00 TO NODE 299.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 400.00 DOWNSTREAM(FEET) = 398.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 165.00 CHANNEL SLOPE = 0.0121 CHANNEL FLOW THRU SUBAREA(CFS) = 119.90
FLOW VELOCITY(FEET/SEC) = 5.52 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.50 Tc(MIN.) = 23.24
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 299.00 = 5832.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 402.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 326.00
ELEVATION DATA: UPSTREAM(FEET) = 858.53 DOWNSTREAM(FEET) = 740.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.506
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.946
SUBAREA Tc AND LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

NATURAL POOR COVER
"BARREN" C 1.90 0.25 1.000 80 6.51

NATURAL POOR COVER
"BARREN" D 0.47 0.20 1.000 83 6.51
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.24
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA RUNOFF(CFS) = 3.64
TOTAL AREA(ACRES) = 2.37 PEAK FLOW RATE(CFS) = 3.64
**************************************************************************** FLOW PROCESS FROM NODE 402.00 TO NODE 405.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 740.00 DOWNSTREAM(FEET) = 648.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 827.00 CHANNEL SLOPE = 0.1112 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 2.500
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 10.00
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.671
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

NATURAL POOR COVER
"BARREN" C 1.14 0.25 1.000 80

NATURAL POOR COVER
"BARREN" D 2.56 0.20 1.000 83
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.22
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.07
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 6.97 AVERAGE FLOW DEPTH(FEET) = 0.59 TRAVEL TIME(MIN.) = 1.98 Tc(MIN.) = 8.48
SUBAREA AREA(ACRES) = 3.70 SUBAREA RUNOFF(CFS) = 4.85
EFFECTIVE AREA(ACRES) = 6.07 AREA-AVERAGED Fm(INCH/HR) = 0.23 AREA-AVERAGED Fp(INCH/HR) = 0.23 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 6.1 PEAK FLOW RATE(CFS) = 7.90
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.65 FLOW VELOCITY(FEET/SEC.) = 7.45
LONGEST FLOWPATH FROM NODE 400.00 TO NODE 405.00 = 1153.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 405.00 TO NODE 405.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 800.00 TO NODE 403.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 320.00
ELEVATION DATA: UPSTREAM(FEET) = 874.02 DOWNSTREAM(FEET) = 734.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.223
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.996
SUBAREA Tc AND LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

NATURAL POOR COVER
"BARREN" C 1.30 0.25 1.000 80 6.22

NATURAL POOR COVER
"BARREN" D 1.42 0.20 1.000 83 6.22
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.22
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA RUNOFF(CFS) = 4.34
TOTAL AREA(ACRES) = 2.72 PEAK FLOW RATE(CFS) = 4.34
**************************************************************************** FLOW PROCESS FROM NODE 403.00 TO NODE 408.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 734.00 DOWNSTREAM(FEET) = 671.73 CHANNEL LENGTH THRU SUBAREA(FEET) = 320.00 CHANNEL SLOPE = 0.1946 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 2.500
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 10.00
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.888
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

NATURAL POOR COVER
"BARREN" D 1.58 0.20 1.000 83
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.54
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 8.39 AVERAGE FLOW DEPTH(FEET) = 0.51 TRAVEL TIME(MIN.) = 0.64 Tc(MIN.) = 6.86
SUBAREA AREA(ACRES) = 1.58 SUBAREA RUNOFF(CFS) = 2.40
EFFECTIVE AREA(ACRES) = 4.30 AREA-AVERAGED Fm(INCH/HR) = 0.22 AREA-AVERAGED Fp(INCH/HR) = 0.22 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 4.3 PEAK FLOW RATE(CFS) = 6.47
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.54 FLOW VELOCITY(FEET/SEC.) = 8.73
LONGEST FLOWPATH FROM NODE 800.00 TO NODE 408.00 = 640.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 408.00 TO NODE 408.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 406.00 TO NODE 407.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 178.00
ELEVATION DATA: UPSTREAM(FEET) = 1058.19 DOWNSTREAM(FEET) = 984.25 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.264
SUBAREA Tc AND LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

NATURAL POOR COVER
"BARREN" C 2.11 0.25 1.000 80 5.00
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA RUNOFF(CFS) = 3.82
TOTAL AREA(ACRES) = 2.11 PEAK FLOW RATE(CFS) = 3.82
**************************************************************************** FLOW PROCESS FROM NODE 407.00 TO NODE 408.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 984.25 DOWNSTREAM(FEET) = 671.73 CHANNEL LENGTH THRU SUBAREA(FEET) = 1509.00 CHANNEL SLOPE = 0.2071 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 2.500
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 10.00
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.835
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

NATURAL POOR COVER
"BARREN" C 11.69 0.25 1.000 80

NATURAL POOR COVER
"BARREN" D 6.59 0.20 1.000 83
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.23
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 17.13
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 11.40 AVERAGE FLOW DEPTH(FEET) = 0.78 TRAVEL TIME(MIN.) = 2.21 Tc(MIN.) = 7.21
SUBAREA AREA(ACRES) = 18.28 SUBAREA RUNOFF(CFS) = 26.38 EFFECTIVE AREA(ACRES) = 20.39 AREA-AVERAGED Fm(INCH/HR) = 0.23 AREA-AVERAGED Fp(INCH/HR) = 0.23 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 20.4 PEAK FLOW RATE(CFS) = 29.39
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.95 FLOW VELOCITY(FEET/SEC.) = 13.06
LONGEST FLOWPATH FROM NODE 406.00 TO NODE 408.00 = 1687.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 408.00 TO NODE 408.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 29.39 7.21 1.835 0.23( 0.23) 1.00 20.4 406.00
LONGEST FLOWPATH FROM NODE 406.00 TO NODE 408.00 = 1687.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 6.47 6.86 1.888 0.22( 0.22) 1.00 4.3 800.00
LONGEST FLOWPATH FROM NODE 800.00 TO NODE 408.00 = 640.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 35.37 6.86 1.888 0.23( 0.23) 1.00 23.7 800.00
2 35.66 7.21 1.835 0.23( 0.23) 1.00 24.7 406.00
TOTAL AREA(ACRES) = 24.7
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 35.66 Tc(MIN.) = 7.206
EFFECTIVE AREA(ACRES) = 24.69 AREA-AVERAGED Fm(INCH/HR) = 0.23 AREA-AVERAGED Fp(INCH/HR) = 0.23 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 24.7
LONGEST FLOWPATH FROM NODE 406.00 TO NODE 408.00 = 1687.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 408.00 TO NODE 408.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 2 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 408.00 TO NODE 405.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 671.73 DOWNSTREAM(FEET) = 648.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 563.00 CHANNEL SLOPE = 0.0421 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 2.500
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 10.00
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.676
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

NATURAL POOR COVER
"BARREN" C 0.66 0.25 1.000 80

NATURAL POOR COVER
"BARREN" D 0.96 0.20 1.000 83
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.22
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 36.72
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 7.59 AVERAGE FLOW DEPTH(FEET) = 1.39 TRAVEL TIME(MIN.) = 1.24 Tc(MIN.) = 8.44
SUBAREA AREA(ACRES) = 1.62 SUBAREA RUNOFF(CFS) = 2.12
EFFECTIVE AREA(ACRES) = 26.31 AREA-AVERAGED Fm(INCH/HR) = 0.23 AREA-AVERAGED Fp(INCH/HR) = 0.23 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 26.3 PEAK FLOW RATE(CFS) = 35.66
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 1.38 FLOW VELOCITY(FEET/SEC.) = 7.53
LONGEST FLOWPATH FROM NODE 406.00 TO NODE 405.00 = 2250.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 405.00 TO NODE 405.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 35.37 8.09 1.717 0.23( 0.23) 1.00 25.3 800.00
2 35.66 8.44 1.676 0.23( 0.23) 1.00 26.3 406.00
LONGEST FLOWPATH FROM NODE 406.00 TO NODE 405.00 = 2250.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 7.90 8.48 1.671 0.23( 0.23) 1.00 6.1 400.00
LONGEST FLOWPATH FROM NODE 400.00 TO NODE 405.00 = 1153.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 43.14 8.09 1.717 0.23( 0.23) 1.00 31.1 800.00
2 43.54 8.44 1.676 0.23( 0.23) 1.00 32.4 406.00
3 43.44 8.48 1.671 0.23( 0.23) 1.00 32.4 400.00
TOTAL AREA(ACRES) = 32.4
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 43.54 Tc(MIN.) = 8.443
EFFECTIVE AREA(ACRES) = 32.35 AREA-AVERAGED Fm(INCH/HR) = 0.23 AREA-AVERAGED Fp(INCH/HR) = 0.23 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 32.4
LONGEST FLOWPATH FROM NODE 406.00 TO NODE 405.00 = 2250.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 405.00 TO NODE 405.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 405.00 TO NODE 410.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 648.00 DOWNSTREAM(FEET) = 633.77 CHANNEL LENGTH THRU SUBAREA(FEET) = 707.00 CHANNEL SLOPE = 0.0201 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 2.500
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 10.00
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.489
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

NATURAL POOR COVER
"BARREN" C 2.98 0.25 1.000 80

NATURAL POOR COVER
"BARREN" D 3.60 0.20 1.000 83
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.22
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 47.30
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 6.12 AVERAGE FLOW DEPTH(FEET) = 1.76 TRAVEL TIME(MIN.) = 1.92 Tc(MIN.) = 10.37
SUBAREA AREA(ACRES) = 6.58 SUBAREA RUNOFF(CFS) = 7.50
EFFECTIVE AREA(ACRES) = 38.93 AREA-AVERAGED Fm(INCH/HR) = 0.23 AREA-AVERAGED Fp(INCH/HR) = 0.23 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 39.0 PEAK FLOW RATE(CFS) = 44.20
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 1.71 FLOW VELOCITY(FEET/SEC.) = 6.03
LONGEST FLOWPATH FROM NODE 406.00 TO NODE 410.00 = 2957.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 410.00 TO NODE 420.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 633.77 DOWNSTREAM(FEET) = 612.75 CHANNEL LENGTH THRU SUBAREA(FEET) = 1022.00 CHANNEL SLOPE = 0.0206 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 2.500
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 10.00
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.307
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

NATURAL POOR COVER
"BARREN" A 1.92 0.40 1.000 61

NATURAL POOR COVER
"BARREN" C 11.60 0.25 1.000 80

NATURAL POOR COVER
"BARREN" D 8.26 0.20 1.000 83
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.24
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 54.62
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 6.43 AVERAGE FLOW DEPTH(FEET) = 1.84 TRAVEL TIME(MIN.) = 2.65 Tc(MIN.) = 13.02
SUBAREA AREA(ACRES) = 21.78 SUBAREA RUNOFF(CFS) = 20.83 EFFECTIVE AREA(ACRES) = 60.71 AREA-AVERAGED Fm(INCH/HR) = 0.23 AREA-AVERAGED Fp(INCH/HR) = 0.23 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 60.7 PEAK FLOW RATE(CFS) = 58.64
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 1.90 FLOW VELOCITY(FEET/SEC.) = 6.52
LONGEST FLOWPATH FROM NODE 406.00 TO NODE 420.00 = 3979.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 420.00 TO NODE 420.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 411.00 TO NODE 412.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 239.00
ELEVATION DATA: UPSTREAM(FEET) = 1140.97 DOWNSTREAM(FEET) = 1082.68 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.224
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.996
SUBAREA Tc AND LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

NATURAL POOR COVER
"BARREN" D 1.26 0.20 1.000 83 6.22
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA RUNOFF(CFS) = 2.04
TOTAL AREA(ACRES) = 1.26 PEAK FLOW RATE(CFS) = 2.04
**************************************************************************** FLOW PROCESS FROM NODE 412.00 TO NODE 415.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1082.68 DOWNSTREAM(FEET) = 706.33 CHANNEL LENGTH THRU SUBAREA(FEET) = 1409.00 CHANNEL SLOPE = 0.2671 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 2.500
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 10.00
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.700
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

NATURAL POOR COVER
"BARREN" C 1.62 0.25 1.000 80

NATURAL POOR COVER
"BARREN" D 14.57 0.20 1.000 83
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.21
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 13.00
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 11.70 AVERAGE FLOW DEPTH(FEET) = 0.67 TRAVEL TIME(MIN.) = 2.01 Tc(MIN.) = 8.23
SUBAREA AREA(ACRES) = 16.19 SUBAREA RUNOFF(CFS) = 21.79 EFFECTIVE AREA(ACRES) = 17.45 AREA-AVERAGED Fm(INCH/HR) = 0.20 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 17.5 PEAK FLOW RATE(CFS) = 23.49
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.83 FLOW VELOCITY(FEET/SEC.) = 13.49
LONGEST FLOWPATH FROM NODE 411.00 TO NODE 415.00 = 1648.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 415.00 TO NODE 415.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 413.00 TO NODE 414.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 273.00
ELEVATION DATA: UPSTREAM(FEET) = 1101.23 DOWNSTREAM(FEET) = 1025.31 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.394
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.966
SUBAREA Tc AND LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

NATURAL POOR COVER
"BARREN" C 2.34 0.25 1.000 80 6.39

NATURAL POOR COVER
"BARREN" D 3.50 0.20 1.000 83 6.39
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.22
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA RUNOFF(CFS) = 9.17
TOTAL AREA(ACRES) = 5.84 PEAK FLOW RATE(CFS) = 9.17
**************************************************************************** FLOW PROCESS FROM NODE 414.00 TO NODE 415.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1025.31 DOWNSTREAM(FEET) = 706.33 CHANNEL LENGTH THRU SUBAREA(FEET) = 1345.00 CHANNEL SLOPE = 0.2372 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 2.500
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 10.00
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.706
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

NATURAL POOR COVER
"BARREN" C 8.55 0.25 1.000 80

NATURAL POOR COVER
"BARREN" D 8.56 0.20 1.000 83
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.22
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 20.63
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 12.53 AVERAGE FLOW DEPTH(FEET) = 0.81 TRAVEL TIME(MIN.) = 1.79 Tc(MIN.) = 8.18
SUBAREA AREA(ACRES) = 17.11 SUBAREA RUNOFF(CFS) = 22.81 EFFECTIVE AREA(ACRES) = 22.95 AREA-AVERAGED Fm(INCH/HR) = 0.22 AREA-AVERAGED Fp(INCH/HR) = 0.22 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 23.0 PEAK FLOW RATE(CFS) = 30.62
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.94 FLOW VELOCITY(FEET/SEC.) = 13.82
LONGEST FLOWPATH FROM NODE 413.00 TO NODE 415.00 = 1618.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 415.00 TO NODE 415.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 30.62 8.18 1.706 0.22( 0.22) 1.00 23.0 413.00
LONGEST FLOWPATH FROM NODE 413.00 TO NODE 415.00 = 1618.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 23.49 8.23 1.700 0.20( 0.20) 1.00 17.5 411.00
LONGEST FLOWPATH FROM NODE 411.00 TO NODE 415.00 = 1648.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 54.06 8.18 1.706 0.22( 0.22) 1.00 40.3 413.00
2 53.99 8.23 1.700 0.22( 0.22) 1.00 40.4 411.00
TOTAL AREA(ACRES) = 40.4
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 54.06 Tc(MIN.) = 8.183
EFFECTIVE AREA(ACRES) = 40.30 AREA-AVERAGED Fm(INCH/HR) = 0.22 AREA-AVERAGED Fp(INCH/HR) = 0.22 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 40.4
LONGEST FLOWPATH FROM NODE 411.00 TO NODE 415.00 = 1648.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 415.00 TO NODE 415.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 2 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 415.00 TO NODE 416.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 706.33 DOWNSTREAM(FEET) = 642.73 CHANNEL LENGTH THRU SUBAREA(FEET) = 1121.00 CHANNEL SLOPE = 0.0567 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 2.500
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 10.00
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.512
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

NATURAL POOR COVER
"BARREN" C 9.92 0.25 1.000 80

NATURAL POOR COVER
"BARREN" D 6.02 0.20 1.000 83
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.23
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 63.25
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 9.73 AVERAGE FLOW DEPTH(FEET) = 1.61 TRAVEL TIME(MIN.) = 1.92 Tc(MIN.) = 10.10
SUBAREA AREA(ACRES) = 15.94 SUBAREA RUNOFF(CFS) = 18.37 EFFECTIVE AREA(ACRES) = 56.24 AREA-AVERAGED Fm(INCH/HR) = 0.22 AREA-AVERAGED Fp(INCH/HR) = 0.22 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 56.3 PEAK FLOW RATE(CFS) = 65.38
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 1.64 FLOW VELOCITY(FEET/SEC.) = 9.78
LONGEST FLOWPATH FROM NODE 411.00 TO NODE 416.00 = 2769.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 416.00 TO NODE 416.10 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 642.73 DOWNSTREAM(FEET) = 639.92 CHANNEL LENGTH THRU SUBAREA(FEET) = 260.00 CHANNEL SLOPE = 0.0108 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 2.500
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 10.00
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.446
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

NATURAL POOR COVER
"BARREN" C 3.39 0.25 1.000 80

NATURAL POOR COVER
"BARREN" D 0.70 0.20 1.000 83
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.24
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 67.60
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 5.32 AVERAGE FLOW DEPTH(FEET) = 2.26 TRAVEL TIME(MIN.) = 0.82 Tc(MIN.) = 10.92
SUBAREA AREA(ACRES) = 4.09 SUBAREA RUNOFF(CFS) = 4.43
EFFECTIVE AREA(ACRES) = 60.33 AREA-AVERAGED Fm(INCH/HR) = 0.22 AREA-AVERAGED Fp(INCH/HR) = 0.22 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 60.4 PEAK FLOW RATE(CFS) = 66.48
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 2.24 FLOW VELOCITY(FEET/SEC.) = 5.30
LONGEST FLOWPATH FROM NODE 411.00 TO NODE 416.10 = 3029.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 416.10 TO NODE 419.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 639.92 DOWNSTREAM(FEET) = 625.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 730.00 CHANNEL SLOPE = 0.0204 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 2.500
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 10.00
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.324
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

NATURAL POOR COVER
"BARREN" A 0.03 0.40 1.000 61

NATURAL POOR COVER
"BARREN" C 0.36 0.25 1.000 80

NATURAL POOR COVER
"BARREN" D 1.91 0.20 1.000 83
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.21
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 67.63
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 6.75 AVERAGE FLOW DEPTH(FEET) = 2.00 TRAVEL TIME(MIN.) = 1.80 Tc(MIN.) = 12.72
SUBAREA AREA(ACRES) = 2.30 SUBAREA RUNOFF(CFS) = 2.31
EFFECTIVE AREA(ACRES) = 62.63 AREA-AVERAGED Fm(INCH/HR) = 0.22 AREA-AVERAGED Fp(INCH/HR) = 0.22 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 62.7 PEAK FLOW RATE(CFS) = 66.48
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 1.99 FLOW VELOCITY(FEET/SEC.) = 6.73
LONGEST FLOWPATH FROM NODE 411.00 TO NODE 419.00 = 3759.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 419.00 TO NODE 419.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 417.00 TO NODE 418.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 329.00
ELEVATION DATA: UPSTREAM(FEET) = 860.00 DOWNSTREAM(FEET) = 715.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.284
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.985
SUBAREA Tc AND LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

NATURAL POOR COVER
"BARREN" C 2.22 0.25 1.000 80 6.28

NATURAL POOR COVER
"BARREN" D 1.21 0.20 1.000 83 6.28
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.23
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA RUNOFF(CFS) = 5.41
TOTAL AREA(ACRES) = 3.43 PEAK FLOW RATE(CFS) = 5.41
**************************************************************************** FLOW PROCESS FROM NODE 418.00 TO NODE 419.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 715.00 DOWNSTREAM(FEET) = 625.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 600.00 CHANNEL SLOPE = 0.1500 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 2.500
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 10.00
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.804
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

NATURAL POOR COVER
"BARREN" C 0.75 0.25 1.000 80

NATURAL POOR COVER
"BARREN" D 5.02 0.20 1.000 83
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.21
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.56
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 8.75 AVERAGE FLOW DEPTH(FEET) = 0.66 TRAVEL TIME(MIN.) = 1.14 Tc(MIN.) = 7.43
SUBAREA AREA(ACRES) = 5.77 SUBAREA RUNOFF(CFS) = 8.30
EFFECTIVE AREA(ACRES) = 9.20 AREA-AVERAGED Fm(INCH/HR) = 0.22 AREA-AVERAGED Fp(INCH/HR) = 0.22 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 9.2 PEAK FLOW RATE(CFS) = 13.15
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.74 FLOW VELOCITY(FEET/SEC.) = 9.48
LONGEST FLOWPATH FROM NODE 417.00 TO NODE 419.00 = 929.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 419.00 TO NODE 419.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 13.15 7.43 1.804 0.22( 0.22) 1.00 9.2 417.00
LONGEST FLOWPATH FROM NODE 417.00 TO NODE 419.00 = 929.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 66.48 12.72 1.324 0.22( 0.22) 1.00 62.6 413.00
2 66.38 12.78 1.321 0.22( 0.22) 1.00 62.7 411.00
LONGEST FLOWPATH FROM NODE 411.00 TO NODE 419.00 = 3759.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 68.82 7.43 1.804 0.22( 0.22) 1.00 45.8 417.00
2 75.66 12.72 1.324 0.22( 0.22) 1.00 71.8 413.00
3 75.53 12.78 1.321 0.22( 0.22) 1.00 71.9 411.00
TOTAL AREA(ACRES) = 71.9
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 75.66 Tc(MIN.) = 12.721
EFFECTIVE AREA(ACRES) = 71.83 AREA-AVERAGED Fm(INCH/HR) = 0.22 AREA-AVERAGED Fp(INCH/HR) = 0.22 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 71.9
LONGEST FLOWPATH FROM NODE 411.00 TO NODE 419.00 = 3759.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 419.00 TO NODE 419.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 2 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 419.00 TO NODE 420.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 625.00 DOWNSTREAM(FEET) = 612.75 CHANNEL LENGTH THRU SUBAREA(FEET) = 902.00 CHANNEL SLOPE = 0.0136 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 2.500
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 10.00
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.194
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

NATURAL POOR COVER
"BARREN" A 1.29 0.40 1.000 61

NATURAL POOR COVER
"BARREN" C 5.48 0.25 1.000 80

NATURAL POOR COVER
"BARREN" D 0.61 0.20 1.000 83
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 78.72
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 6.00 AVERAGE FLOW DEPTH(FEET) = 2.29 TRAVEL TIME(MIN.) = 2.51 Tc(MIN.) = 15.23
SUBAREA AREA(ACRES) = 7.38 SUBAREA RUNOFF(CFS) = 6.13
EFFECTIVE AREA(ACRES) = 79.21 AREA-AVERAGED Fm(INCH/HR) = 0.23 AREA-AVERAGED Fp(INCH/HR) = 0.23 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 79.3 PEAK FLOW RATE(CFS) = 75.66
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 2.26 FLOW VELOCITY(FEET/SEC.) = 5.95
LONGEST FLOWPATH FROM NODE 411.00 TO NODE 420.00 = 4661.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 420.00 TO NODE 420.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 68.82 9.98 1.523 0.23( 0.23) 1.00 53.1 417.00
2 75.66 15.23 1.194 0.23( 0.23) 1.00 79.2 413.00
3 75.53 15.27 1.192 0.23( 0.23) 1.00 79.3 411.00
LONGEST FLOWPATH FROM NODE 411.00 TO NODE 420.00 = 4661.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 58.52 12.68 1.327 0.23( 0.23) 1.00 59.5 800.00
2 58.64 13.02 1.307 0.23( 0.23) 1.00 60.7 406.00
3 58.55 13.05 1.305 0.23( 0.23) 1.00 60.7 400.00
LONGEST FLOWPATH FROM NODE 406.00 TO NODE 420.00 = 3979.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 123.11 9.98 1.523 0.23( 0.23) 1.00 99.9 417.00
2 130.86 12.68 1.327 0.23( 0.23) 1.00 126.0 800.00
3 131.42 13.02 1.307 0.23( 0.23) 1.00 128.9 406.00
4 131.38 13.05 1.305 0.23( 0.23) 1.00 129.2 400.00
5 128.17 15.23 1.194 0.23( 0.23) 1.00 139.9 413.00
6 127.93 15.27 1.192 0.23( 0.23) 1.00 140.0 411.00
TOTAL AREA(ACRES) = 140.0
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 131.42 Tc(MIN.) = 13.016
EFFECTIVE AREA(ACRES) = 128.94 AREA-AVERAGED Fm(INCH/HR) = 0.23 AREA-AVERAGED Fp(INCH/HR) = 0.23 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 140.0
LONGEST FLOWPATH FROM NODE 411.00 TO NODE 420.00 = 4661.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 420.00 TO NODE 420.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 420.00 TO NODE 421.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 612.75 DOWNSTREAM(FEET) = 574.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 185.00 CHANNEL SLOPE = 0.2095 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 2.500
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 10.00
CHANNEL FLOW THRU SUBAREA(CFS) = 131.42
FLOW VELOCITY(FEET/SEC.) = 19.07 FLOW DEPTH(FEET) = 1.66 TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 13.18
LONGEST FLOWPATH FROM NODE 411.00 TO NODE 421.00 = 4846.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 423.00 TO NODE 424.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 186.00
ELEVATION DATA: UPSTREAM(FEET) = 584.02 DOWNSTREAM(FEET) = 508.34 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.082
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.243
SUBAREA Tc AND LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

NATURAL POOR COVER
"BARREN" A 2.50 0.40 1.000 61 5.08

NATURAL POOR COVER
"BARREN" C 0.32 0.25 1.000 80 5.08

NATURAL POOR COVER
"BARREN" D 1.77 0.20 1.000 83 5.08
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.31
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA RUNOFF(CFS) = 7.97
TOTAL AREA(ACRES) = 4.59 PEAK FLOW RATE(CFS) = 7.97
**************************************************************************** FLOW PROCESS FROM NODE 424.00 TO NODE 425.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 508.34 DOWNSTREAM(FEET) = 492.05 CHANNEL LENGTH THRU SUBAREA(FEET) = 228.00 CHANNEL SLOPE = 0.0714 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 2.500
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 10.00
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.110
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

NATURAL POOR COVER
"BARREN" A 2.88 0.40 1.000 61
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 10.19
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 6.68 AVERAGE FLOW DEPTH(FEET) = 0.78 TRAVEL TIME(MIN.) = 0.57 Tc(MIN.) = 5.65
SUBAREA AREA(ACRES) = 2.88 SUBAREA RUNOFF(CFS) = 4.43
EFFECTIVE AREA(ACRES) = 7.47 AREA-AVERAGED Fm(INCH/HR) = 0.35 AREA-AVERAGED Fp(INCH/HR) = 0.35 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 7.5 PEAK FLOW RATE(CFS) = 11.86
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.83 FLOW VELOCITY(FEET/SEC.) = 6.94
LONGEST FLOWPATH FROM NODE 423.00 TO NODE 425.00 = 414.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 600.00 TO NODE 602.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 241.00
ELEVATION DATA: UPSTREAM(FEET) = 547.51 DOWNSTREAM(FEET) = 485.30 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.174
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.006
SUBAREA Tc AND LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

NATURAL POOR COVER
"BARREN" C 1.07 0.25 1.000 80 6.17
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA RUNOFF(CFS) = 1.69
TOTAL AREA(ACRES) = 1.07 PEAK FLOW RATE(CFS) = 1.69
**************************************************************************** FLOW PROCESS FROM NODE 602.00 TO NODE 605.00 IS CODE = 56 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 485.30 DOWNSTREAM(FEET) = 443.59 CHANNEL LENGTH THRU SUBAREA(FEET) = 259.00 CHANNEL SLOPE = 0.1610 GIVEN CHANNEL BASE(FEET) = 100.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.02
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.600
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

NATURAL POOR COVER
"BARREN" C 1.95 0.25 1.000 80
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.90
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.45 AVERAGE FLOW DEPTH(FEET) = 0.02 TRAVEL TIME(MIN.) = 2.98 Tc(MIN.) = 9.15
SUBAREA AREA(ACRES) = 1.95 SUBAREA RUNOFF(CFS) = 2.37
EFFECTIVE AREA(ACRES) = 3.02 AREA-AVERAGED Fm(INCH/HR) = 0.25 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 3.0 PEAK FLOW RATE(CFS) = 3.67
GIVEN CHANNEL BASE(FEET) = 100.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.03
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.03 FLOW VELOCITY(FEET/SEC.) = 1.42
LONGEST FLOWPATH FROM NODE 600.00 TO NODE 605.00 = 500.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 700.00 TO NODE 702.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 315.00
ELEVATION DATA: UPSTREAM(FEET) = 742.54 DOWNSTREAM(FEET) = 615.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.281
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.986
SUBAREA Tc AND LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

NATURAL POOR COVER
"BARREN" C 3.14 0.25 1.000 80 6.28
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA RUNOFF(CFS) = 4.91
TOTAL AREA(ACRES) = 3.14 PEAK FLOW RATE(CFS) = 4.91
**************************************************************************** FLOW PROCESS FROM NODE 702.00 TO NODE 705.00 IS CODE = 56 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 615.00 DOWNSTREAM(FEET) = 450.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1085.00 CHANNEL SLOPE = 0.1521 GIVEN CHANNEL BASE(FEET) = 10.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.18
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.565
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

NATURAL POOR COVER
"BARREN" C 8.41 0.25 1.000 80
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.98
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 5.61 AVERAGE FLOW DEPTH(FEET) = 0.17 TRAVEL TIME(MIN.) = 3.23 Tc(MIN.) = 9.51
SUBAREA AREA(ACRES) = 8.41 SUBAREA RUNOFF(CFS) = 9.96
EFFECTIVE AREA(ACRES) = 11.55 AREA-AVERAGED Fm(INCH/HR) = 0.25 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 11.6 PEAK FLOW RATE(CFS) = 13.67
GIVEN CHANNEL BASE(FEET) = 10.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.20
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.20 FLOW VELOCITY(FEET/SEC.) = 6.41
LONGEST FLOWPATH FROM NODE 700.00 TO NODE 705.00 = 1400.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 800.00 TO NODE 802.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 312.00
ELEVATION DATA: UPSTREAM(FEET) = 874.02 DOWNSTREAM(FEET) = 780.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.638
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.924
SUBAREA Tc AND LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

NATURAL POOR COVER
"BARREN" C 0.77 0.25 1.000 80 6.64

NATURAL POOR COVER
"BARREN" D 0.77 0.20 1.000 83 6.64
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.23
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA RUNOFF(CFS) = 2.37
TOTAL AREA(ACRES) = 1.55 PEAK FLOW RATE(CFS) = 2.37
**************************************************************************** FLOW PROCESS FROM NODE 802.00 TO NODE 805.00 IS CODE = 56 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 780.00 DOWNSTREAM(FEET) = 621.85 CHANNEL LENGTH THRU SUBAREA(FEET) = 784.00 CHANNEL SLOPE = 0.2017 GIVEN CHANNEL BASE(FEET) = 100.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.03
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.285
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

NATURAL POOR COVER
"BARREN" C 1.54 0.25 1.000 80

NATURAL POOR COVER
"BARREN" D 3.59 0.20 1.000 83
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.22
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.98
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.93 AVERAGE FLOW DEPTH(FEET) = 0.03 TRAVEL TIME(MIN.) = 6.76 Tc(MIN.) = 13.40
SUBAREA AREA(ACRES) = 5.13 SUBAREA RUNOFF(CFS) = 4.94
EFFECTIVE AREA(ACRES) = 6.68 AREA-AVERAGED Fm(INCH/HR) = 0.22 AREA-AVERAGED Fp(INCH/HR) = 0.22 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 6.7 PEAK FLOW RATE(CFS) = 6.42
GIVEN CHANNEL BASE(FEET) = 100.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.03
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.03 FLOW VELOCITY(FEET/SEC.) = 2.32
LONGEST FLOWPATH FROM NODE 800.00 TO NODE 805.00 = 1096.00 FEET. ============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 6.7 TC(MIN.) = 13.40
EFFECTIVE AREA(ACRES) = 6.68 AREA-AVERAGED Fm(INCH/HR)= 0.22 AREA-AVERAGED Fp(INCH/HR) = 0.22 AREA-AVERAGED Ap = 1.000 PEAK FLOW RATE(CFS) = 6.42
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS

____________________________________________________________________________ ****************************************************************************

Huitt-Zollars, Inc.
2603 Main Street, Suite 400
Irvine, CA 92614
Tel - 949-988-5815
************************** DESCRIPTION OF STUDY ************************** * GYPSUM CANYON CEMETERY WITH OFFSITE FLOW *
* PROPOSED CONDITION - 2 YR STORM EVENT *
* HHTUN REV CGULLIXSON *
************************************************************************** FILE NAME: GCP_2.DAT
TIME/DATE OF STUDY: 10:02 10/04/2023
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 2.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED*
*ANTECEDENT MOISTURE CONDITION (AMC) I ASSUMED FOR RATIONAL METHOD* *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 32.0 16.0 0.018/0.018/0.020 0.67 2.00 0.0312 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.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 105.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 103.00
ELEVATION DATA: UPSTREAM(FEET) = 450.02 DOWNSTREAM(FEET) = 417.40 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.264
SUBAREA Tc AND LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

NATURAL POOR COVER
"BARREN" C 4.20 0.25 1.000 80 5.00
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA RUNOFF(CFS) = 7.61
TOTAL AREA(ACRES) = 4.20 PEAK FLOW RATE(CFS) = 7.61
**************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 205.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 389.00
ELEVATION DATA: UPSTREAM(FEET) = 443.03 DOWNSTREAM(FEET) = 406.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.129
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.602
SUBAREA Tc AND LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

NATURAL POOR COVER
"BARREN" A 0.62 0.40 1.000 61 9.13

NATURAL POOR COVER
"BARREN" B 0.27 0.30 1.000 72 9.13

NATURAL POOR COVER
"BARREN" C 0.35 0.25 1.000 80 9.13

NATURAL POOR COVER
"BARREN" D 7.62 0.20 1.000 83 9.13
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.22
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA RUNOFF(CFS) = 11.03
TOTAL AREA(ACRES) = 8.86 PEAK FLOW RATE(CFS) = 11.03
**************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 301.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 235.00
ELEVATION DATA: UPSTREAM(FEET) = 642.77 DOWNSTREAM(FEET) = 562.32 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.769
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.758
SUBAREA Tc AND LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

URBAN GOOD COVER
"TURF" - 0.69 0.25 0.900 83 7.77
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.900
SUBAREA RUNOFF(CFS) = 0.95
TOTAL AREA(ACRES) = 0.69 PEAK FLOW RATE(CFS) = 0.95
**************************************************************************** FLOW PROCESS FROM NODE 301.00 TO NODE 305.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 562.32 DOWNSTREAM(FEET) = 474.58 CHANNEL LENGTH THRU SUBAREA(FEET) = 226.00 CHANNEL SLOPE = 0.3882 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 3.000
MANNING'S FACTOR = 0.013 MAXIMUM DEPTH(FEET) = 10.00
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.726
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
USER-DEFINED - 1.29 0.25 0.900 -
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.900
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.82
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 15.01 AVERAGE FLOW DEPTH(FEET) = 0.20 TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 8.02
SUBAREA AREA(ACRES) = 1.29 SUBAREA RUNOFF(CFS) = 1.74
EFFECTIVE AREA(ACRES) = 1.98 AREA-AVERAGED Fm(INCH/HR) = 0.22 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.90 TOTAL AREA(ACRES) = 2.0 PEAK FLOW RATE(CFS) = 2.68
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.23 FLOW VELOCITY(FEET/SEC.) = 16.33
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 305.00 = 461.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 305.00 TO NODE 306.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 474.58 DOWNSTREAM(FEET) = 468.10 CHANNEL LENGTH THRU SUBAREA(FEET) = 356.00 CHANNEL SLOPE = 0.0182 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 3.000
MANNING'S FACTOR = 0.013 MAXIMUM DEPTH(FEET) = 10.00
CHANNEL FLOW THRU SUBAREA(CFS) = 2.68
FLOW VELOCITY(FEET/SEC.) = 5.18 FLOW DEPTH(FEET) = 0.41 TRAVEL TIME(MIN.) = 1.15 Tc(MIN.) = 9.16
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 306.00 = 817.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 306.00 TO NODE 306.00 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.) = 9.16
RAINFALL INTENSITY(INCH/HR) = 1.60
AREA-AVERAGED Fm(INCH/HR) = 0.22
AREA-AVERAGED Fp(INCH/HR) = 0.25
AREA-AVERAGED Ap = 0.90
EFFECTIVE STREAM AREA(ACRES) = 1.98
TOTAL STREAM AREA(ACRES) = 1.98
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.68
**************************************************************************** FLOW PROCESS FROM NODE 315.00 TO NODE 316.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 243.00
ELEVATION DATA: UPSTREAM(FEET) = 648.21 DOWNSTREAM(FEET) = 563.05 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.836
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.749
SUBAREA Tc AND LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

URBAN GOOD COVER
"TURF" - 3.55 0.25 0.900 83 7.84
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.900
SUBAREA RUNOFF(CFS) = 4.87
TOTAL AREA(ACRES) = 3.55 PEAK FLOW RATE(CFS) = 4.87
**************************************************************************** FLOW PROCESS FROM NODE 316.00 TO NODE 306.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 563.05 DOWNSTREAM(FEET) = 468.10 CHANNEL LENGTH THRU SUBAREA(FEET) = 442.00 CHANNEL SLOPE = 0.2148 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 3.000
MANNING'S FACTOR = 0.013 MAXIMUM DEPTH(FEET) = 10.00
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.696
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
USER-DEFINED - 5.08 0.25 0.900 -
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.900
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.24
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 17.19 AVERAGE FLOW DEPTH(FEET) = 0.40 TRAVEL TIME(MIN.) = 0.43 Tc(MIN.) = 8.26
SUBAREA AREA(ACRES) = 5.08 SUBAREA RUNOFF(CFS) = 6.73
EFFECTIVE AREA(ACRES) = 8.63 AREA-AVERAGED Fm(INCH/HR) = 0.22 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.90 TOTAL AREA(ACRES) = 8.6 PEAK FLOW RATE(CFS) = 11.43
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.45 FLOW VELOCITY(FEET/SEC.) = 19.04
LONGEST FLOWPATH FROM NODE 315.00 TO NODE 306.00 = 685.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 306.00 TO NODE 306.00 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.) = 8.26
RAINFALL INTENSITY(INCH/HR) = 1.70
AREA-AVERAGED Fm(INCH/HR) = 0.22
AREA-AVERAGED Fp(INCH/HR) = 0.25
AREA-AVERAGED Ap = 0.90
EFFECTIVE STREAM AREA(ACRES) = 8.63
TOTAL STREAM AREA(ACRES) = 8.63
PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.43
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 2.68 9.16 1.599 0.25( 0.22) 0.90 2.0 300.00
2 11.43 8.26 1.696 0.25( 0.22) 0.90 8.6 315.00

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 14.01 8.26 1.696 0.25( 0.22) 0.90 10.4 315.00
2 13.35 9.16 1.599 0.25( 0.22) 0.90 10.6 300.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 14.01 Tc(MIN.) = 8.26
EFFECTIVE AREA(ACRES) = 10.42 AREA-AVERAGED Fm(INCH/HR) = 0.22 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.90 TOTAL AREA(ACRES) = 10.6
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 306.00 = 817.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 306.00 TO NODE 310.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 468.10 DOWNSTREAM(FEET) = 450.93 CHANNEL LENGTH THRU SUBAREA(FEET) = 828.00 CHANNEL SLOPE = 0.0207 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 3.000
MANNING'S FACTOR = 0.013 MAXIMUM DEPTH(FEET) = 10.00
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.535
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
USER-DEFINED - 5.79 0.25 0.900 -
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.900
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 17.43
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 8.78 AVERAGE FLOW DEPTH(FEET) = 0.81 TRAVEL TIME(MIN.) = 1.57 Tc(MIN.) = 9.84
SUBAREA AREA(ACRES) = 5.79 SUBAREA RUNOFF(CFS) = 6.83
EFFECTIVE AREA(ACRES) = 16.21 AREA-AVERAGED Fm(INCH/HR) = 0.22 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.90 TOTAL AREA(ACRES) = 16.4 PEAK FLOW RATE(CFS) = 19.11
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.84 FLOW VELOCITY(FEET/SEC.) = 8.94
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 310.00 = 1645.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 310.00 TO NODE 325.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 446.99 DOWNSTREAM(FEET) = 442.15 FLOW LENGTH(FEET) = 949.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.98
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 19.11
PIPE TRAVEL TIME(MIN.) = 2.64 Tc(MIN.) = 12.48
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 325.00 = 2594.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 310.00 TO NODE 325.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 12.48
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.339
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
USER-DEFINED - 10.81 0.25 0.900 -
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.900
SUBAREA AREA(ACRES) = 10.81 SUBAREA RUNOFF(CFS) = 10.84 EFFECTIVE AREA(ACRES) = 27.02 AREA-AVERAGED Fm(INCH/HR) = 0.22 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.90 TOTAL AREA(ACRES) = 27.2 PEAK FLOW RATE(CFS) = 27.09
**************************************************************************** FLOW PROCESS FROM NODE 325.00 TO NODE 330.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 442.15 DOWNSTREAM(FEET) = 435.30 FLOW LENGTH(FEET) = 1427.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 33.0 INCH PIPE IS 21.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.47
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 27.09
PIPE TRAVEL TIME(MIN.) = 3.68 Tc(MIN.) = 16.16
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 330.00 = 4021.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 325.00 TO NODE 330.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 16.16
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.155
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
USER-DEFINED - 15.23 0.25 0.900 -
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.900
SUBAREA AREA(ACRES) = 15.23 SUBAREA RUNOFF(CFS) = 12.74 EFFECTIVE AREA(ACRES) = 42.25 AREA-AVERAGED Fm(INCH/HR) = 0.22 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.90 TOTAL AREA(ACRES) = 42.4 PEAK FLOW RATE(CFS) = 35.35
**************************************************************************** FLOW PROCESS FROM NODE 330.00 TO NODE 330.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 340.00 TO NODE 341.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 227.00
ELEVATION DATA: UPSTREAM(FEET) = 497.15 DOWNSTREAM(FEET) = 490.66 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.588
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.332
SUBAREA Tc AND LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

URBAN GOOD COVER
"TURF" - 0.64 0.25 0.900 83 12.59
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.900
SUBAREA RUNOFF(CFS) = 0.64
TOTAL AREA(ACRES) = 0.64 PEAK FLOW RATE(CFS) = 0.64
**************************************************************************** FLOW PROCESS FROM NODE 341.00 TO NODE 342.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 486.64 DOWNSTREAM(FEET) = 469.80 FLOW LENGTH(FEET) = 405.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000
DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.47
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.64
PIPE TRAVEL TIME(MIN.) = 1.23 Tc(MIN.) = 13.82
LONGEST FLOWPATH FROM NODE 340.00 TO NODE 342.00 = 632.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 341.00 TO NODE 342.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 13.82
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.263
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
USER-DEFINED - 1.68 0.25 0.900 -
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.900
SUBAREA AREA(ACRES) = 1.68 SUBAREA RUNOFF(CFS) = 1.57
EFFECTIVE AREA(ACRES) = 2.32 AREA-AVERAGED Fm(INCH/HR) = 0.22 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.90 TOTAL AREA(ACRES) = 2.3 PEAK FLOW RATE(CFS) = 2.17
**************************************************************************** FLOW PROCESS FROM NODE 342.00 TO NODE 342.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 13.82
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.263
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
USER-DEFINED - 2.86 0.25 0.900 -
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.900
SUBAREA AREA(ACRES) = 2.86 SUBAREA RUNOFF(CFS) = 2.67
EFFECTIVE AREA(ACRES) = 5.18 AREA-AVERAGED Fm(INCH/HR) = 0.22 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.90 TOTAL AREA(ACRES) = 5.2 PEAK FLOW RATE(CFS) = 4.84
**************************************************************************** FLOW PROCESS FROM NODE 342.00 TO NODE 345.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 469.80 DOWNSTREAM(FEET) = 466.71 FLOW LENGTH(FEET) = 424.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 11.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.84
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.84
PIPE TRAVEL TIME(MIN.) = 1.46 Tc(MIN.) = 15.28
LONGEST FLOWPATH FROM NODE 340.00 TO NODE 345.00 = 1056.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 342.00 TO NODE 345.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 15.28
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.192
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
USER-DEFINED - 1.76 0.25 0.900 -
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.900
SUBAREA AREA(ACRES) = 1.76 SUBAREA RUNOFF(CFS) = 1.53
EFFECTIVE AREA(ACRES) = 6.94 AREA-AVERAGED Fm(INCH/HR) = 0.22 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.90 TOTAL AREA(ACRES) = 6.9 PEAK FLOW RATE(CFS) = 6.04
**************************************************************************** FLOW PROCESS FROM NODE 345.00 TO NODE 350.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 466.71 DOWNSTREAM(FEET) = 460.61 FLOW LENGTH(FEET) = 1241.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.45
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.04
PIPE TRAVEL TIME(MIN.) = 4.65 Tc(MIN.) = 19.93
LONGEST FLOWPATH FROM NODE 340.00 TO NODE 350.00 = 2297.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 345.00 TO NODE 350.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 19.93
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.024
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
USER-DEFINED - 4.17 0.25 0.900 -
USER-DEFINED - 9.20 0.20 0.900 -
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.22
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.900
SUBAREA AREA(ACRES) = 13.37 SUBAREA RUNOFF(CFS) = 9.98
EFFECTIVE AREA(ACRES) = 20.31 AREA-AVERAGED Fm(INCH/HR) = 0.20 AREA-AVERAGED Fp(INCH/HR) = 0.23 AREA-AVERAGED Ap = 0.90 TOTAL AREA(ACRES) = 20.3 PEAK FLOW RATE(CFS) = 14.97
**************************************************************************** FLOW PROCESS FROM NODE 350.00 TO NODE 350.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 19.93
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.024
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
USER-DEFINED - 1.36 0.20 0.900 -
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.900
SUBAREA AREA(ACRES) = 1.36 SUBAREA RUNOFF(CFS) = 1.03
EFFECTIVE AREA(ACRES) = 21.67 AREA-AVERAGED Fm(INCH/HR) = 0.20 AREA-AVERAGED Fp(INCH/HR) = 0.23 AREA-AVERAGED Ap = 0.90 TOTAL AREA(ACRES) = 21.7 PEAK FLOW RATE(CFS) = 16.01
**************************************************************************** FLOW PROCESS FROM NODE 350.00 TO NODE 330.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 460.61 DOWNSTREAM(FEET) = 435.30 FLOW LENGTH(FEET) = 431.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 14.61
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.01
PIPE TRAVEL TIME(MIN.) = 0.49 Tc(MIN.) = 20.42
LONGEST FLOWPATH FROM NODE 340.00 TO NODE 330.00 = 2728.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 330.00 TO NODE 330.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 16.01 20.42 1.009 0.23( 0.20) 0.90 21.7 340.00
LONGEST FLOWPATH FROM NODE 340.00 TO NODE 330.00 = 2728.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 35.35 16.16 1.155 0.25( 0.22) 0.90 42.2 315.00
2 33.93 17.22 1.113 0.25( 0.22) 0.90 42.4 300.00
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 330.00 = 4021.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 50.29 16.16 1.155 0.24( 0.22) 0.90 59.4 315.00
2 49.16 17.22 1.113 0.24( 0.22) 0.90 60.7 300.00
3 45.97 20.42 1.009 0.24( 0.22) 0.90 64.1 340.00
TOTAL AREA(ACRES) = 64.1
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 50.29 Tc(MIN.) = 16.157
EFFECTIVE AREA(ACRES) = 59.39 AREA-AVERAGED Fm(INCH/HR) = 0.22 AREA-AVERAGED Fp(INCH/HR) = 0.24 AREA-AVERAGED Ap = 0.90 TOTAL AREA(ACRES) = 64.1
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 330.00 = 4021.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 330.00 TO NODE 330.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 330.00 TO NODE 331.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 435.30 DOWNSTREAM(FEET) = 435.08 FLOW LENGTH(FEET) = 45.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 39.0 INCH PIPE IS 29.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.49
ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 50.29
PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 16.26
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 331.00 = 4066.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 331.00 TO NODE 331.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 360.00 TO NODE 361.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 330.00
ELEVATION DATA: UPSTREAM(FEET) = 642.10 DOWNSTREAM(FEET) = 554.86 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.371
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.578
SUBAREA Tc AND LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

URBAN GOOD COVER
"TURF" - 4.70 0.25 0.900 83 9.37
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.900
SUBAREA RUNOFF(CFS) = 5.73
TOTAL AREA(ACRES) = 4.70 PEAK FLOW RATE(CFS) = 5.73
**************************************************************************** FLOW PROCESS FROM NODE 361.00 TO NODE 362.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 554.86 DOWNSTREAM(FEET) = 497.36 CHANNEL LENGTH THRU SUBAREA(FEET) = 346.00 CHANNEL SLOPE = 0.1662 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 3.000
MANNING'S FACTOR = 0.013 MAXIMUM DEPTH(FEET) = 10.00
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.543
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
USER-DEFINED - 3.17 0.25 0.900 -
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.900
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.61
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 15.29 AVERAGE FLOW DEPTH(FEET) = 0.41 TRAVEL TIME(MIN.) = 0.38 Tc(MIN.) = 9.75
SUBAREA AREA(ACRES) = 3.17 SUBAREA RUNOFF(CFS) = 3.76
EFFECTIVE AREA(ACRES) = 7.87 AREA-AVERAGED Fm(INCH/HR) = 0.22 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.90 TOTAL AREA(ACRES) = 7.9 PEAK FLOW RATE(CFS) = 9.34
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.44 FLOW VELOCITY(FEET/SEC.) = 16.24
LONGEST FLOWPATH FROM NODE 360.00 TO NODE 362.00 = 676.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 362.00 TO NODE 365.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 494.42 DOWNSTREAM(FEET) = 490.67 FLOW LENGTH(FEET) = 749.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.99
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.34
PIPE TRAVEL TIME(MIN.) = 2.50 Tc(MIN.) = 12.25
LONGEST FLOWPATH FROM NODE 360.00 TO NODE 365.00 = 1425.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 362.00 TO NODE 365.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 12.25
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.353
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
USER-DEFINED - 5.36 0.25 0.500 -
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 5.36 SUBAREA RUNOFF(CFS) = 5.93
EFFECTIVE AREA(ACRES) = 13.23 AREA-AVERAGED Fm(INCH/HR) = 0.18 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.74 TOTAL AREA(ACRES) = 13.2 PEAK FLOW RATE(CFS) = 13.92
**************************************************************************** FLOW PROCESS FROM NODE 365.00 TO NODE 376.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 490.67 DOWNSTREAM(FEET) = 479.26 FLOW LENGTH(FEET) = 253.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 12.79
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.92
PIPE TRAVEL TIME(MIN.) = 0.33 Tc(MIN.) = 12.58
LONGEST FLOWPATH FROM NODE 360.00 TO NODE 376.00 = 1678.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 376.00 TO NODE 376.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 370.00 TO NODE 371.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 265.00
ELEVATION DATA: UPSTREAM(FEET) = 632.00 DOWNSTREAM(FEET) = 575.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.945
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.621
SUBAREA Tc AND LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

URBAN GOOD COVER
"TURF" - 0.74 0.25 0.900 83 8.94

URBAN GOOD COVER
"TURF" - 2.23 0.20 0.900 83 8.94
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.21
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.900
SUBAREA RUNOFF(CFS) = 3.82
TOTAL AREA(ACRES) = 2.97 PEAK FLOW RATE(CFS) = 3.82
**************************************************************************** FLOW PROCESS FROM NODE 371.00 TO NODE 375.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 575.00 DOWNSTREAM(FEET) = 498.11 CHANNEL LENGTH THRU SUBAREA(FEET) = 285.00 CHANNEL SLOPE = 0.2698 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 3.000
MANNING'S FACTOR = 0.013 MAXIMUM DEPTH(FEET) = 10.00
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.593
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
USER-DEFINED - 2.37 0.25 0.900 -
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.900
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.28
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 16.84 AVERAGE FLOW DEPTH(FEET) = 0.32 TRAVEL TIME(MIN.) = 0.28 Tc(MIN.) = 9.23
SUBAREA AREA(ACRES) = 2.37 SUBAREA RUNOFF(CFS) = 2.92
EFFECTIVE AREA(ACRES) = 5.34 AREA-AVERAGED Fm(INCH/HR) = 0.21 AREA-AVERAGED Fp(INCH/HR) = 0.23 AREA-AVERAGED Ap = 0.90 TOTAL AREA(ACRES) = 5.3 PEAK FLOW RATE(CFS) = 6.66
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.35 FLOW VELOCITY(FEET/SEC.) = 17.74
LONGEST FLOWPATH FROM NODE 370.00 TO NODE 375.00 = 550.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 375.00 TO NODE 376.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 494.11 DOWNSTREAM(FEET) = 479.26 FLOW LENGTH(FEET) = 219.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 12.32
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.66
PIPE TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 9.52
LONGEST FLOWPATH FROM NODE 370.00 TO NODE 376.00 = 769.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 376.00 TO NODE 376.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 6.66 9.52 1.564 0.23( 0.21) 0.90 5.3 370.00
LONGEST FLOWPATH FROM NODE 370.00 TO NODE 376.00 = 769.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 13.92 12.58 1.333 0.25( 0.18) 0.74 13.2 360.00
LONGEST FLOWPATH FROM NODE 360.00 TO NODE 376.00 = 1678.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 19.32 9.52 1.564 0.24( 0.19) 0.79 15.4 370.00
2 19.45 12.58 1.333 0.24( 0.19) 0.78 18.6 360.00
TOTAL AREA(ACRES) = 18.6
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 19.45 Tc(MIN.) = 12.580
EFFECTIVE AREA(ACRES) = 18.57 AREA-AVERAGED Fm(INCH/HR) = 0.19 AREA-AVERAGED Fp(INCH/HR) = 0.24 AREA-AVERAGED Ap = 0.78 TOTAL AREA(ACRES) = 18.6
LONGEST FLOWPATH FROM NODE 360.00 TO NODE 376.00 = 1678.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 376.00 TO NODE 376.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 2 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 376.00 TO NODE 380.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 479.26 DOWNSTREAM(FEET) = 456.49 FLOW LENGTH(FEET) = 508.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 13.55
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 19.45
PIPE TRAVEL TIME(MIN.) = 0.62 Tc(MIN.) = 13.21
LONGEST FLOWPATH FROM NODE 360.00 TO NODE 380.00 = 2186.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 380.00 TO NODE 380.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 381.00 TO NODE 382.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 330.00
ELEVATION DATA: UPSTREAM(FEET) = 565.33 DOWNSTREAM(FEET) = 497.83 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.864
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.533
SUBAREA Tc AND LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

URBAN FAIR COVER
"TURF" - 0.16 0.25 0.900 83 9.86

URBAN FAIR COVER
"TURF" - 0.48 0.25 0.900 83 9.86
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.900
SUBAREA RUNOFF(CFS) = 0.75
TOTAL AREA(ACRES) = 0.64 PEAK FLOW RATE(CFS) = 0.75
**************************************************************************** FLOW PROCESS FROM NODE 382.00 TO NODE 380.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 492.83 DOWNSTREAM(FEET) = 456.49 FLOW LENGTH(FEET) = 1146.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000
DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.23
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.75
PIPE TRAVEL TIME(MIN.) = 3.65 Tc(MIN.) = 13.52
LONGEST FLOWPATH FROM NODE 381.00 TO NODE 380.00 = 1476.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 382.00 TO NODE 380.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 13.52
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.279
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
USER-DEFINED - 3.35 0.25 0.900 -
USER-DEFINED - 10.06 0.25 0.900 -
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.900
SUBAREA AREA(ACRES) = 13.41 SUBAREA RUNOFF(CFS) = 12.72 EFFECTIVE AREA(ACRES) = 14.05 AREA-AVERAGED Fm(INCH/HR) = 0.22 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.90 TOTAL AREA(ACRES) = 14.1 PEAK FLOW RATE(CFS) = 13.33
**************************************************************************** FLOW PROCESS FROM NODE 380.00 TO NODE 380.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 13.33 13.52 1.279 0.25( 0.22) 0.90 14.1 381.00
LONGEST FLOWPATH FROM NODE 381.00 TO NODE 380.00 = 1476.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 19.32 10.15 1.508 0.24( 0.19) 0.79 15.4 370.00
2 19.45 13.21 1.296 0.24( 0.19) 0.78 18.6 360.00
LONGEST FLOWPATH FROM NODE 360.00 TO NODE 380.00 = 2186.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 31.50 10.15 1.508 0.25( 0.21) 0.84 25.9 370.00
2 32.68 13.21 1.296 0.25( 0.21) 0.83 32.3 360.00
3 32.48 13.52 1.279 0.25( 0.21) 0.83 32.6 381.00
TOTAL AREA(ACRES) = 32.6
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 32.68 Tc(MIN.) = 13.205
EFFECTIVE AREA(ACRES) = 32.30 AREA-AVERAGED Fm(INCH/HR) = 0.21 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.83 TOTAL AREA(ACRES) = 32.6
LONGEST FLOWPATH FROM NODE 360.00 TO NODE 380.00 = 2186.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 380.00 TO NODE 380.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 2 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 380.00 TO NODE 380.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 390.00 TO NODE 391.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 330.00
ELEVATION DATA: UPSTREAM(FEET) = 625.16 DOWNSTREAM(FEET) = 567.79 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.190
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.504
SUBAREA Tc AND LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

URBAN GOOD COVER
"TURF" - 0.49 0.25 0.900 83 10.19

URBAN GOOD COVER
"TURF" - 1.48 0.20 0.900 83 10.19
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.21
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.900
SUBAREA RUNOFF(CFS) = 2.33
TOTAL AREA(ACRES) = 1.97 PEAK FLOW RATE(CFS) = 2.33
**************************************************************************** FLOW PROCESS FROM NODE 391.00 TO NODE 392.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 567.79 DOWNSTREAM(FEET) = 463.11 CHANNEL LENGTH THRU SUBAREA(FEET) = 1332.00 CHANNEL SLOPE = 0.0786 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 3.000
MANNING'S FACTOR = 0.013 MAXIMUM DEPTH(FEET) = 10.00
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.333
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
USER-DEFINED - 0.30 0.25 0.900 -
USER-DEFINED - 0.91 0.20 0.900 -
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.21
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.900
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.95
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 9.30 AVERAGE FLOW DEPTH(FEET) = 0.33 TRAVEL TIME(MIN.) = 2.39 Tc(MIN.) = 12.58
SUBAREA AREA(ACRES) = 1.21 SUBAREA RUNOFF(CFS) = 1.24
EFFECTIVE AREA(ACRES) = 3.18 AREA-AVERAGED Fm(INCH/HR) = 0.19 AREA-AVERAGED Fp(INCH/HR) = 0.21 AREA-AVERAGED Ap = 0.90 TOTAL AREA(ACRES) = 3.2 PEAK FLOW RATE(CFS) = 3.27
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.34 FLOW VELOCITY(FEET/SEC.) = 9.51
LONGEST FLOWPATH FROM NODE 390.00 TO NODE 392.00 = 1662.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 392.00 TO NODE 380.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 458.09 DOWNSTREAM(FEET) = 456.49 FLOW LENGTH(FEET) = 320.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 9.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.88
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.27
PIPE TRAVEL TIME(MIN.) = 1.37 Tc(MIN.) = 13.95
LONGEST FLOWPATH FROM NODE 390.00 TO NODE 380.00 = 1982.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 380.00 TO NODE 380.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 3.27 13.95 1.256 0.21( 0.19) 0.90 3.2 390.00
LONGEST FLOWPATH FROM NODE 390.00 TO NODE 380.00 = 1982.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 31.50 10.15 1.508 0.25( 0.21) 0.84 25.9 370.00
2 32.68 13.21 1.296 0.25( 0.21) 0.83 32.3 360.00
3 32.48 13.52 1.279 0.25( 0.21) 0.83 32.6 381.00
LONGEST FLOWPATH FROM NODE 360.00 TO NODE 380.00 = 2186.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 34.44 10.15 1.508 0.24( 0.20) 0.84 28.2 370.00
2 35.90 13.21 1.296 0.24( 0.20) 0.84 35.3 360.00
3 35.71 13.52 1.279 0.24( 0.20) 0.84 35.7 381.00
4 35.05 13.95 1.256 0.24( 0.20) 0.84 35.8 390.00
TOTAL AREA(ACRES) = 35.8
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 35.90 Tc(MIN.) = 13.205
EFFECTIVE AREA(ACRES) = 35.30 AREA-AVERAGED Fm(INCH/HR) = 0.20 AREA-AVERAGED Fp(INCH/HR) = 0.24 AREA-AVERAGED Ap = 0.84 TOTAL AREA(ACRES) = 35.8
LONGEST FLOWPATH FROM NODE 360.00 TO NODE 380.00 = 2186.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 380.00 TO NODE 380.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 2 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 380.00 TO NODE 331.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 456.49 DOWNSTREAM(FEET) = 435.08 FLOW LENGTH(FEET) = 774.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 13.43
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 35.90
PIPE TRAVEL TIME(MIN.) = 0.96 Tc(MIN.) = 14.17
LONGEST FLOWPATH FROM NODE 360.00 TO NODE 331.00 = 2960.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 380.00 TO NODE 331.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 14.17
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.245
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
USER-DEFINED - 13.14 0.20 0.900 -
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.900
SUBAREA AREA(ACRES) = 13.14 SUBAREA RUNOFF(CFS) = 12.60 EFFECTIVE AREA(ACRES) = 48.44 AREA-AVERAGED Fm(INCH/HR) = 0.20 AREA-AVERAGED Fp(INCH/HR) = 0.23 AREA-AVERAGED Ap = 0.86 TOTAL AREA(ACRES) = 48.9 PEAK FLOW RATE(CFS) = 45.68
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 45.87 11.15 1.429 0.23( 0.20) 0.86 41.4 370.00
2 45.68 14.17 1.245 0.23( 0.20) 0.86 48.4 360.00
3 45.36 14.48 1.230 0.23( 0.20) 0.86 48.8 381.00
4 44.47 14.95 1.207 0.23( 0.20) 0.86 48.9 390.00
NEW PEAK FLOW DATA ARE:

PEAK FLOW RATE(CFS) = 45.87 Tc(MIN.) = 11.15
AREA-AVERAGED Fm(INCH/HR) = 0.20 AREA-AVERAGED Fp(INCH/HR) = 0.23 AREA-AVERAGED Ap = 0.86 EFFECTIVE AREA(ACRES) = 41.36
**************************************************************************** FLOW PROCESS FROM NODE 331.00 TO NODE 331.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 45.87 11.15 1.429 0.23( 0.20) 0.86 41.4 370.00
2 45.68 14.17 1.245 0.23( 0.20) 0.86 48.4 360.00
3 45.36 14.48 1.230 0.23( 0.20) 0.86 48.8 381.00
4 44.47 14.95 1.207 0.23( 0.20) 0.86 48.9 390.00
LONGEST FLOWPATH FROM NODE 360.00 TO NODE 331.00 = 2960.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 50.29 16.26 1.150 0.24( 0.22) 0.90 59.4 315.00
2 49.16 17.32 1.109 0.24( 0.22) 0.90 60.7 300.00
3 45.97 20.52 1.006 0.24( 0.22) 0.90 64.1 340.00
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 331.00 = 4066.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 90.65 11.15 1.429 0.24( 0.21) 0.88 82.1 370.00
2 93.95 14.17 1.245 0.24( 0.21) 0.88 100.2 360.00
3 93.96 14.48 1.230 0.24( 0.21) 0.88 101.7 381.00
4 93.53 14.95 1.207 0.24( 0.21) 0.88 103.5 390.00
5 92.26 16.26 1.150 0.24( 0.21) 0.88 108.3 315.00
6 89.32 17.32 1.109 0.24( 0.21) 0.88 109.7 300.00
7 81.60 20.52 1.006 0.24( 0.21) 0.88 113.1 340.00
TOTAL AREA(ACRES) = 113.1
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 93.96 Tc(MIN.) = 14.479
EFFECTIVE AREA(ACRES) = 101.74 AREA-AVERAGED Fm(INCH/HR) = 0.21 AREA-AVERAGED Fp(INCH/HR) = 0.24 AREA-AVERAGED Ap = 0.88 TOTAL AREA(ACRES) = 113.1
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 331.00 = 4066.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 331.00 TO NODE 331.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 331.00 TO NODE 335.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 435.08 DOWNSTREAM(FEET) = 433.92 FLOW LENGTH(FEET) = 558.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 57.0 INCH PIPE IS 44.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.31
ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 93.96
PIPE TRAVEL TIME(MIN.) = 1.47 Tc(MIN.) = 15.95
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 335.00 = 4624.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 335.00 TO NODE 470.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 433.92 DOWNSTREAM(FEET) = 433.02 FLOW LENGTH(FEET) = 181.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 48.0 INCH PIPE IS 38.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.72
ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 93.96
PIPE TRAVEL TIME(MIN.) = 0.35 Tc(MIN.) = 16.30
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 470.00 = 4805.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 470.00 TO NODE 470.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 401.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 317.00
ELEVATION DATA: UPSTREAM(FEET) = 867.54 DOWNSTREAM(FEET) = 751.33 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.638
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.654
SUBAREA Tc AND LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

URBAN GOOD COVER
"TURF" - 1.07 0.25 0.900 83 8.64

URBAN GOOD COVER
"TURF" - 0.39 0.20 0.900 83 8.64
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.24
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.900
SUBAREA RUNOFF(CFS) = 1.89
TOTAL AREA(ACRES) = 1.46 PEAK FLOW RATE(CFS) = 1.89
**************************************************************************** FLOW PROCESS FROM NODE 401.00 TO NODE 405.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 751.33 DOWNSTREAM(FEET) = 659.95 CHANNEL LENGTH THRU SUBAREA(FEET) = 250.00 CHANNEL SLOPE = 0.3655 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 2.000
MANNING'S FACTOR = 0.013 MAXIMUM DEPTH(FEET) = 10.00
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.630
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
USER-DEFINED - 2.37 0.25 0.900 -
USER-DEFINED - 0.83 0.20 0.900 -
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.24
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.900
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.93
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 18.82 AVERAGE FLOW DEPTH(FEET) = 0.32 TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 8.86
SUBAREA AREA(ACRES) = 3.20 SUBAREA RUNOFF(CFS) = 4.08
EFFECTIVE AREA(ACRES) = 4.66 AREA-AVERAGED Fm(INCH/HR) = 0.21 AREA-AVERAGED Fp(INCH/HR) = 0.24 AREA-AVERAGED Ap = 0.90 TOTAL AREA(ACRES) = 4.7 PEAK FLOW RATE(CFS) = 5.94
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.38 FLOW VELOCITY(FEET/SEC.) = 20.94
LONGEST FLOWPATH FROM NODE 400.00 TO NODE 405.00 = 567.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 405.00 TO NODE 410.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 659.95 DOWNSTREAM(FEET) = 651.65 FLOW LENGTH(FEET) = 407.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 9.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.66
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.94
PIPE TRAVEL TIME(MIN.) = 0.89 Tc(MIN.) = 9.74
LONGEST FLOWPATH FROM NODE 400.00 TO NODE 410.00 = 974.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 405.00 TO NODE 410.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 9.74
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.543
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
USER-DEFINED - 9.62 0.25 0.900 -
USER-DEFINED - 1.07 0.20 0.900 -
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.24
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.900
SUBAREA AREA(ACRES) = 10.69 SUBAREA RUNOFF(CFS) = 12.73 EFFECTIVE AREA(ACRES) = 15.35 AREA-AVERAGED Fm(INCH/HR) = 0.22 AREA-AVERAGED Fp(INCH/HR) = 0.24 AREA-AVERAGED Ap = 0.90 TOTAL AREA(ACRES) = 15.3 PEAK FLOW RATE(CFS) = 18.31
**************************************************************************** FLOW PROCESS FROM NODE 410.00 TO NODE 411.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 651.65 DOWNSTREAM(FEET) = 637.56 FLOW LENGTH(FEET) = 1467.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.54
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 18.31
PIPE TRAVEL TIME(MIN.) = 3.24 Tc(MIN.) = 12.99
LONGEST FLOWPATH FROM NODE 400.00 TO NODE 411.00 = 2441.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 410.00 TO NODE 411.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 12.99
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.309
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
USER-DEFINED - 19.62 0.25 0.900 -
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.900
SUBAREA AREA(ACRES) = 19.62 SUBAREA RUNOFF(CFS) = 19.14 EFFECTIVE AREA(ACRES) = 34.97 AREA-AVERAGED Fm(INCH/HR) = 0.22 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.90 TOTAL AREA(ACRES) = 35.0 PEAK FLOW RATE(CFS) = 34.21
**************************************************************************** FLOW PROCESS FROM NODE 411.00 TO NODE 415.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 637.56 DOWNSTREAM(FEET) = 631.33 FLOW LENGTH(FEET) = 613.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.01
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 34.21
PIPE TRAVEL TIME(MIN.) = 1.13 Tc(MIN.) = 14.12
LONGEST FLOWPATH FROM NODE 400.00 TO NODE 415.00 = 3054.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 411.00 TO NODE 415.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 14.12
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.247
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
USER-DEFINED - 8.67 0.25 0.900 -
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.900
SUBAREA AREA(ACRES) = 8.67 SUBAREA RUNOFF(CFS) = 7.98
EFFECTIVE AREA(ACRES) = 43.64 AREA-AVERAGED Fm(INCH/HR) = 0.22 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.90 TOTAL AREA(ACRES) = 43.6 PEAK FLOW RATE(CFS) = 40.26
**************************************************************************** FLOW PROCESS FROM NODE 415.00 TO NODE 420.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 631.33 DOWNSTREAM(FEET) = 613.71 FLOW LENGTH(FEET) = 1783.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.34
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 40.26
PIPE TRAVEL TIME(MIN.) = 3.18 Tc(MIN.) = 17.30
LONGEST FLOWPATH FROM NODE 400.00 TO NODE 420.00 = 4837.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 415.00 TO NODE 420.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 17.30
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.110
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
USER-DEFINED - 0.38 0.40 0.900 -
USER-DEFINED - 26.21 0.25 0.900 -
USER-DEFINED - 11.39 0.20 0.900 -
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.24
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.900
SUBAREA AREA(ACRES) = 37.98 SUBAREA RUNOFF(CFS) = 30.68 EFFECTIVE AREA(ACRES) = 81.62 AREA-AVERAGED Fm(INCH/HR) = 0.22 AREA-AVERAGED Fp(INCH/HR) = 0.24 AREA-AVERAGED Ap = 0.90 TOTAL AREA(ACRES) = 81.6 PEAK FLOW RATE(CFS) = 65.54
**************************************************************************** FLOW PROCESS FROM NODE 420.00 TO NODE 420.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 425.00 TO NODE 426.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 290.00
ELEVATION DATA: UPSTREAM(FEET) = 865.54 DOWNSTREAM(FEET) = 751.02 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.212
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.703
SUBAREA Tc AND LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

URBAN GOOD COVER
"TURF" - 0.61 0.25 0.900 83 8.21

URBAN GOOD COVER
"TURF" - 0.27 0.20 0.900 83 8.21
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.23
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.900
SUBAREA RUNOFF(CFS) = 1.18
TOTAL AREA(ACRES) = 0.88 PEAK FLOW RATE(CFS) = 1.18
**************************************************************************** FLOW PROCESS FROM NODE 426.00 TO NODE 430.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 751.02 DOWNSTREAM(FEET) = 655.76 CHANNEL LENGTH THRU SUBAREA(FEET) = 251.00 CHANNEL SLOPE = 0.3795 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 2.000
MANNING'S FACTOR = 0.013 MAXIMUM DEPTH(FEET) = 10.00
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.675
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
USER-DEFINED - 1.85 0.25 0.900 -
USER-DEFINED - 0.66 0.20 0.900 -
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.24
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.900
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.83
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 17.42 AVERAGE FLOW DEPTH(FEET) = 0.29 TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 8.45
SUBAREA AREA(ACRES) = 2.51 SUBAREA RUNOFF(CFS) = 3.30
EFFECTIVE AREA(ACRES) = 3.39 AREA-AVERAGED Fm(INCH/HR) = 0.21 AREA-AVERAGED Fp(INCH/HR) = 0.24 AREA-AVERAGED Ap = 0.90 TOTAL AREA(ACRES) = 3.4 PEAK FLOW RATE(CFS) = 4.46
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.33 FLOW VELOCITY(FEET/SEC.) = 20.14
LONGEST FLOWPATH FROM NODE 425.00 TO NODE 430.00 = 541.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 430.00 TO NODE 435.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 655.76 DOWNSTREAM(FEET) = 625.08 FLOW LENGTH(FEET) = 1326.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 8.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.37
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.46
PIPE TRAVEL TIME(MIN.) = 3.00 Tc(MIN.) = 11.45
LONGEST FLOWPATH FROM NODE 425.00 TO NODE 435.00 = 1867.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 430.00 TO NODE 435.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 11.45
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.407
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
USER-DEFINED - 14.67 0.25 0.900 -
USER-DEFINED - 6.92 0.20 0.900 -
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.23
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.900
SUBAREA AREA(ACRES) = 21.59 SUBAREA RUNOFF(CFS) = 23.25 EFFECTIVE AREA(ACRES) = 24.98 AREA-AVERAGED Fm(INCH/HR) = 0.21 AREA-AVERAGED Fp(INCH/HR) = 0.23 AREA-AVERAGED Ap = 0.90 TOTAL AREA(ACRES) = 25.0 PEAK FLOW RATE(CFS) = 26.89
**************************************************************************** FLOW PROCESS FROM NODE 435.00 TO NODE 420.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 625.08 DOWNSTREAM(FEET) = 613.71 FLOW LENGTH(FEET) = 604.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 10.63
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 26.89
PIPE TRAVEL TIME(MIN.) = 0.95 Tc(MIN.) = 12.40
LONGEST FLOWPATH FROM NODE 425.00 TO NODE 420.00 = 2471.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 435.00 TO NODE 420.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 12.40
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.344
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
USER-DEFINED - 0.25 0.40 0.100 -
USER-DEFINED - 0.23 0.25 0.100 -
USER-DEFINED - 1.32 0.20 0.100 -
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.23
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 2.14
EFFECTIVE AREA(ACRES) = 26.78 AREA-AVERAGED Fm(INCH/HR) = 0.20 AREA-AVERAGED Fp(INCH/HR) = 0.23 AREA-AVERAGED Ap = 0.85 TOTAL AREA(ACRES) = 26.8 PEAK FLOW RATE(CFS) = 27.62
**************************************************************************** FLOW PROCESS FROM NODE 420.00 TO NODE 420.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 27.62 12.40 1.344 0.23( 0.20) 0.85 26.8 425.00
LONGEST FLOWPATH FROM NODE 425.00 TO NODE 420.00 = 2471.00 FEET. ** MEMORY BANK # 3 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 65.54 17.30 1.110 0.24( 0.22) 0.90 81.6 400.00
LONGEST FLOWPATH FROM NODE 400.00 TO NODE 420.00 = 4837.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 86.91 12.40 1.344 0.24( 0.21) 0.88 85.3 425.00
2 87.52 17.30 1.110 0.24( 0.21) 0.89 108.4 400.00
TOTAL AREA(ACRES) = 108.4
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 87.52 Tc(MIN.) = 17.300
EFFECTIVE AREA(ACRES) = 108.40 AREA-AVERAGED Fm(INCH/HR) = 0.21 AREA-AVERAGED Fp(INCH/HR) = 0.24 AREA-AVERAGED Ap = 0.89 TOTAL AREA(ACRES) = 108.4
LONGEST FLOWPATH FROM NODE 400.00 TO NODE 420.00 = 4837.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 420.00 TO NODE 420.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 3 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 420.00 TO NODE 455.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 613.71 DOWNSTREAM(FEET) = 607.29 FLOW LENGTH(FEET) = 511.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 39.0 INCH PIPE IS 31.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 12.07
ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 87.52
PIPE TRAVEL TIME(MIN.) = 0.71 Tc(MIN.) = 18.01
LONGEST FLOWPATH FROM NODE 400.00 TO NODE 455.00 = 5348.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 420.00 TO NODE 455.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 18.01
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.085
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
USER-DEFINED - 1.30 0.40 0.100 -
USER-DEFINED - 0.03 0.20 0.100 -
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.33 SUBAREA RUNOFF(CFS) = 1.25
EFFECTIVE AREA(ACRES) = 109.73 AREA-AVERAGED Fm(INCH/HR) = 0.21 AREA-AVERAGED Fp(INCH/HR) = 0.24 AREA-AVERAGED Ap = 0.88 TOTAL AREA(ACRES) = 109.7 PEAK FLOW RATE(CFS) = 87.52
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
**************************************************************************** FLOW PROCESS FROM NODE 455.00 TO NODE 455.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 319.00
ELEVATION DATA: UPSTREAM(FEET) = 940.00 DOWNSTREAM(FEET) = 830.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.519
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.944
SUBAREA Tc AND LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

NATURAL POOR COVER
"BARREN" D 0.19 0.20 1.000 83 6.52

NATURAL POOR COVER
"BARREN" C 1.12 0.25 1.000 80 6.52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.24
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA RUNOFF(CFS) = 2.01
TOTAL AREA(ACRES) = 1.31 PEAK FLOW RATE(CFS) = 2.01
**************************************************************************** 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) = 830.00 DOWNSTREAM(FEET) = 671.81 CHANNEL LENGTH THRU SUBAREA(FEET) = 453.00 CHANNEL SLOPE = 0.3492 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 2.500
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 10.00
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.821
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

NATURAL POOR COVER
"BARREN" C 0.06 0.25 1.000 80

NATURAL POOR COVER
"BARREN" D 2.49 0.20 1.000 83
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.86
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 9.59 AVERAGE FLOW DEPTH(FEET) = 0.40 TRAVEL TIME(MIN.) = 0.79 Tc(MIN.) = 7.31
SUBAREA AREA(ACRES) = 2.55 SUBAREA RUNOFF(CFS) = 3.72
EFFECTIVE AREA(ACRES) = 3.86 AREA-AVERAGED Fm(INCH/HR) = 0.22 AREA-AVERAGED Fp(INCH/HR) = 0.22 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 3.9 PEAK FLOW RATE(CFS) = 5.58
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.46 FLOW VELOCITY(FEET/SEC.) = 10.52
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 772.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 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) = 671.81 DOWNSTREAM(FEET) = 647.83 FLOW LENGTH(FEET) = 118.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000
DEPTH OF FLOW IN 12.0 INCH PIPE IS 5.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 17.89
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.58
PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 7.42
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 20.00 = 890.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 178.00
ELEVATION DATA: UPSTREAM(FEET) = 1058.19 DOWNSTREAM(FEET) = 984.25 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.264
SUBAREA Tc AND LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

NATURAL POOR COVER
"BARREN" C 2.11 0.25 1.000 80 5.00
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA RUNOFF(CFS) = 3.82
TOTAL AREA(ACRES) = 2.11 PEAK FLOW RATE(CFS) = 3.82
**************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 984.25 DOWNSTREAM(FEET) = 669.90 CHANNEL LENGTH THRU SUBAREA(FEET) = 1335.00 CHANNEL SLOPE = 0.2355 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 2.500
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 10.00
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.887
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

NATURAL POOR COVER
"BARREN" C 11.50 0.25 1.000 80

NATURAL POOR COVER
"BARREN" D 6.24 0.20 1.000 83
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.23
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 17.14
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 11.93 AVERAGE FLOW DEPTH(FEET) = 0.76 TRAVEL TIME(MIN.) = 1.87 Tc(MIN.) = 6.87
SUBAREA AREA(ACRES) = 17.74 SUBAREA RUNOFF(CFS) = 26.42 EFFECTIVE AREA(ACRES) = 19.85 AREA-AVERAGED Fm(INCH/HR) = 0.23 AREA-AVERAGED Fp(INCH/HR) = 0.23 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 19.9 PEAK FLOW RATE(CFS) = 29.53
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.93 FLOW VELOCITY(FEET/SEC.) = 13.72
LONGEST FLOWPATH FROM NODE 13.00 TO NODE 15.00 = 1513.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 15.00 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) = 669.90 DOWNSTREAM(FEET) = 647.83 FLOW LENGTH(FEET) = 119.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 26.18
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 29.53
PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 6.94
LONGEST FLOWPATH FROM NODE 13.00 TO NODE 20.00 = 1632.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 29.53 6.94 1.875 0.23( 0.23) 1.00 19.9 13.00
LONGEST FLOWPATH FROM NODE 13.00 TO NODE 20.00 = 1632.00 FEET. ** MEMORY BANK # 3 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 5.58 7.42 1.805 0.22( 0.22) 1.00 3.9 10.00
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 20.00 = 890.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 34.98 6.94 1.875 0.23( 0.23) 1.00 23.5 13.00
2 33.85 7.42 1.805 0.23( 0.23) 1.00 23.7 10.00
TOTAL AREA(ACRES) = 23.7
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 34.98 Tc(MIN.) = 6.941
EFFECTIVE AREA(ACRES) = 23.46 AREA-AVERAGED Fm(INCH/HR) = 0.23 AREA-AVERAGED Fp(INCH/HR) = 0.23 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 23.7
LONGEST FLOWPATH FROM NODE 13.00 TO NODE 20.00 = 1632.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 3 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 647.83 DOWNSTREAM(FEET) = 624.60 FLOW LENGTH(FEET) = 767.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 13.51
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 34.98
PIPE TRAVEL TIME(MIN.) = 0.95 Tc(MIN.) = 7.89
LONGEST FLOWPATH FROM NODE 13.00 TO NODE 30.00 = 2399.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 7.89
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.743
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
USER-DEFINED - 0.91 0.25 0.900 -
USER-DEFINED - 0.91 0.20 0.900 -
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.22
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.900
SUBAREA AREA(ACRES) = 1.82 SUBAREA RUNOFF(CFS) = 2.52
EFFECTIVE AREA(ACRES) = 25.28 AREA-AVERAGED Fm(INCH/HR) = 0.23 AREA-AVERAGED Fp(INCH/HR) = 0.23 AREA-AVERAGED Ap = 0.99 TOTAL AREA(ACRES) = 25.5 PEAK FLOW RATE(CFS) = 34.98
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
**************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 239.00
ELEVATION DATA: UPSTREAM(FEET) = 1140.97 DOWNSTREAM(FEET) = 1082.68 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.224
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.996
SUBAREA Tc AND LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

NATURAL POOR COVER
"BARREN" D 1.26 0.20 1.000 83 6.22
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA RUNOFF(CFS) = 2.04
TOTAL AREA(ACRES) = 1.26 PEAK FLOW RATE(CFS) = 2.04
**************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 25.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1082.68 DOWNSTREAM(FEET) = 706.33 CHANNEL LENGTH THRU SUBAREA(FEET) = 1409.00 CHANNEL SLOPE = 0.2671 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 2.500
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 10.00
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.700
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

NATURAL POOR COVER
"BARREN" C 1.62 0.25 1.000 80

DEPTH(FEET) = 0.83 FLOW VELOCITY(FEET/SEC.) = 13.49
LONGEST FLOWPATH FROM NODE 21.00 TO NODE 25.00 = 1648.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 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.) = 8.23
RAINFALL INTENSITY(INCH/HR) = 1.70
AREA-AVERAGED Fm(INCH/HR) = 0.20
AREA-AVERAGED Fp(INCH/HR) = 0.20
AREA-AVERAGED Ap = 1.00
EFFECTIVE STREAM AREA(ACRES) = 17.45
TOTAL STREAM AREA(ACRES) = 17.45
PEAK FLOW RATE(CFS) AT CONFLUENCE = 23.49
**************************************************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 273.00
ELEVATION DATA: UPSTREAM(FEET) = 1101.23 DOWNSTREAM(FEET) = 1025.31 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.394
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.966
SUBAREA Tc AND LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

NATURAL POOR COVER
"BARREN" C 2.34 0.25 1.000 80 6.39

NATURAL POOR COVER
"BARREN" D 3.50 0.20 1.000 83 6.39
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.22
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA RUNOFF(CFS) = 9.17
TOTAL AREA(ACRES) = 5.84 PEAK FLOW RATE(CFS) = 9.17
**************************************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 25.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1025.31 DOWNSTREAM(FEET) = 706.33 CHANNEL LENGTH THRU SUBAREA(FEET) = 1345.00 CHANNEL SLOPE = 0.2372 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 2.500
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 10.00
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.706
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

NATURAL POOR COVER
"BARREN" C 8.55 0.25 1.000 80

DEPTH(FEET) = 0.94 FLOW VELOCITY(FEET/SEC.) = 13.82
LONGEST FLOWPATH FROM NODE 23.00 TO NODE 25.00 = 1618.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 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.) = 8.18
RAINFALL INTENSITY(INCH/HR) = 1.71
AREA-AVERAGED Fm(INCH/HR) = 0.22
AREA-AVERAGED Fp(INCH/HR) = 0.22
AREA-AVERAGED Ap = 1.00
EFFECTIVE STREAM AREA(ACRES) = 22.95
TOTAL STREAM AREA(ACRES) = 22.95
PEAK FLOW RATE(CFS) AT CONFLUENCE = 30.62
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 23.49 8.23 1.700 0.20( 0.20) 1.00 17.5 21.00
2 30.62 8.18 1.706 0.22( 0.22) 1.00 23.0 23.00

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 54.06 8.18 1.706 0.22( 0.22) 1.00 40.3 23.00
2 53.99 8.23 1.700 0.22( 0.22) 1.00 40.4 21.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 54.06 Tc(MIN.) = 8.18
EFFECTIVE AREA(ACRES) = 40.30 AREA-AVERAGED Fm(INCH/HR) = 0.22 AREA-AVERAGED Fp(INCH/HR) = 0.22 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 40.4
LONGEST FLOWPATH FROM NODE 21.00 TO NODE 25.00 = 1648.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 28.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 706.33 DOWNSTREAM(FEET) = 638.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1254.00 CHANNEL SLOPE = 0.0545 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 2.500
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 10.00
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.490
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

NATURAL POOR COVER
"BARREN" C 8.68 0.25 1.000 80

NATURAL POOR COVER
"BARREN" D 7.10 0.20 1.000 83
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.23
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 63.03
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 9.58 AVERAGE FLOW DEPTH(FEET) = 1.62 TRAVEL TIME(MIN.) = 2.18 Tc(MIN.) = 10.36
SUBAREA AREA(ACRES) = 15.78 SUBAREA RUNOFF(CFS) = 17.93 EFFECTIVE AREA(ACRES) = 56.08 AREA-AVERAGED Fm(INCH/HR) = 0.22 AREA-AVERAGED Fp(INCH/HR) = 0.22 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 56.2 PEAK FLOW RATE(CFS) = 64.14
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 1.64 FLOW VELOCITY(FEET/SEC.) = 9.59
LONGEST FLOWPATH FROM NODE 21.00 TO NODE 28.00 = 2902.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 28.00 TO NODE 28.00 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.) = 10.36
RAINFALL INTENSITY(INCH/HR) = 1.49
AREA-AVERAGED Fm(INCH/HR) = 0.22
AREA-AVERAGED Fp(INCH/HR) = 0.22
AREA-AVERAGED Ap = 1.00
EFFECTIVE STREAM AREA(ACRES) = 56.08
TOTAL STREAM AREA(ACRES) = 56.18
PEAK FLOW RATE(CFS) AT CONFLUENCE = 64.14
**************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 27.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 180.00
ELEVATION DATA: UPSTREAM(FEET) = 730.00 DOWNSTREAM(FEET) = 692.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.720
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.096
SUBAREA Tc AND LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

NATURAL POOR COVER
"BARREN" C 0.56 0.25 1.000 80 5.72
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA RUNOFF(CFS) = 0.93
TOTAL AREA(ACRES) = 0.56 PEAK FLOW RATE(CFS) = 0.93
**************************************************************************** FLOW PROCESS FROM NODE 27.00 TO NODE 28.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 692.00 DOWNSTREAM(FEET) = 638.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 352.00 CHANNEL SLOPE = 0.1534 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 2.500
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 10.00
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.912
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

NATURAL POOR COVER
"BARREN" C 1.34 0.25 1.000 80
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.93
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 5.92 AVERAGE FLOW DEPTH(FEET) = 0.36 TRAVEL TIME(MIN.) = 0.99 Tc(MIN.) = 6.71
SUBAREA AREA(ACRES) = 1.34 SUBAREA RUNOFF(CFS) = 2.00
EFFECTIVE AREA(ACRES) = 1.90 AREA-AVERAGED Fm(INCH/HR) = 0.25 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 1.9 PEAK FLOW RATE(CFS) = 2.84
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.42 FLOW VELOCITY(FEET/SEC.) = 6.54
LONGEST FLOWPATH FROM NODE 26.00 TO NODE 28.00 = 532.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 28.00 TO NODE 28.00 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.) = 6.71
RAINFALL INTENSITY(INCH/HR) = 1.91
AREA-AVERAGED Fm(INCH/HR) = 0.25
AREA-AVERAGED Fp(INCH/HR) = 0.25
AREA-AVERAGED Ap = 1.00
EFFECTIVE STREAM AREA(ACRES) = 1.90
TOTAL STREAM AREA(ACRES) = 1.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.84
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 64.14 10.36 1.490 0.22( 0.22) 1.00 56.1 23.00
1 64.04 10.42 1.486 0.22( 0.22) 1.00 56.2 21.00
2 2.84 6.71 1.912 0.25( 0.25) 1.00 1.9 26.00

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 58.17 6.71 1.912 0.22( 0.22) 1.00 38.2 26.00
2 66.26 10.36 1.490 0.22( 0.22) 1.00 58.0 23.00
3 66.16 10.42 1.486 0.22( 0.22) 1.00 58.1 21.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 66.26 Tc(MIN.) = 10.36
EFFECTIVE AREA(ACRES) = 57.98 AREA-AVERAGED Fm(INCH/HR) = 0.22 AREA-AVERAGED Fp(INCH/HR) = 0.22 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 58.1
LONGEST FLOWPATH FROM NODE 21.00 TO NODE 28.00 = 2902.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 28.00 TO NODE 30.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 638.00 DOWNSTREAM(FEET) = 624.60 FLOW LENGTH(FEET) = 140.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 19.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 24.09
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 66.26
PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 10.46
LONGEST FLOWPATH FROM NODE 21.00 TO NODE 30.00 = 3042.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 58.17 6.81 1.896 0.22( 0.22) 1.00 38.2 26.00
2 66.26 10.46 1.482 0.22( 0.22) 1.00 58.0 23.00
3 66.16 10.51 1.478 0.22( 0.22) 1.00 58.1 21.00
LONGEST FLOWPATH FROM NODE 21.00 TO NODE 30.00 = 3042.00 FEET. ** MEMORY BANK # 3 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 34.98 7.89 1.743 0.23( 0.23) 0.99 25.3 13.00
2 33.85 8.37 1.685 0.23( 0.23) 0.99 25.5 10.00
LONGEST FLOWPATH FROM NODE 13.00 TO NODE 30.00 = 2399.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 91.42 6.81 1.896 0.22( 0.22) 1.00 60.0 26.00
2 95.53 7.89 1.743 0.22( 0.22) 1.00 69.3 13.00
3 95.46 8.37 1.685 0.22( 0.22) 1.00 72.2 10.00
4 95.39 10.46 1.482 0.22( 0.22) 1.00 83.5 23.00
5 95.19 10.51 1.478 0.22( 0.22) 1.00 83.6 21.00
TOTAL AREA(ACRES) = 83.6
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 95.53 Tc(MIN.) = 7.887
EFFECTIVE AREA(ACRES) = 69.33 AREA-AVERAGED Fm(INCH/HR) = 0.22 AREA-AVERAGED Fp(INCH/HR) = 0.22 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 83.6
LONGEST FLOWPATH FROM NODE 21.00 TO NODE 30.00 = 3042.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 3 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 40.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 624.60 DOWNSTREAM(FEET) = 617.67 FLOW LENGTH(FEET) = 200.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 36.0 INCH PIPE IS 24.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 18.56
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 95.53
PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 8.07
LONGEST FLOWPATH FROM NODE 21.00 TO NODE 40.00 = 3242.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 32.00 TO NODE 34.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 159.00
ELEVATION DATA: UPSTREAM(FEET) = 682.00 DOWNSTREAM(FEET) = 632.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.026
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.257
SUBAREA Tc AND LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

NATURAL POOR COVER
"BARREN" C 0.18 0.25 1.000 80 5.03

NATURAL POOR COVER
"BARREN" D 0.19 0.20 1.000 83 5.03
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.22
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA RUNOFF(CFS) = 0.68
TOTAL AREA(ACRES) = 0.37 PEAK FLOW RATE(CFS) = 0.68
**************************************************************************** FLOW PROCESS FROM NODE 34.00 TO NODE 40.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 632.00 DOWNSTREAM(FEET) = 617.67 FLOW LENGTH(FEET) = 123.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000
DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.00
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.68
PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 5.28
LONGEST FLOWPATH FROM NODE 32.00 TO NODE 40.00 = 282.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 0.68 5.28 2.194 0.22( 0.22) 1.00 0.4 32.00
LONGEST FLOWPATH FROM NODE 32.00 TO NODE 40.00 = 282.00 FEET. ** MEMORY BANK # 3 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 91.42 6.99 1.867 0.22( 0.22) 1.00 60.0 26.00
2 95.53 8.07 1.720 0.22( 0.22) 1.00 69.3 13.00
3 95.46 8.55 1.664 0.22( 0.22) 1.00 72.2 10.00
4 95.39 10.64 1.467 0.22( 0.22) 1.00 83.5 23.00
5 95.19 10.69 1.463 0.22( 0.22) 1.00 83.6 21.00
LONGEST FLOWPATH FROM NODE 21.00 TO NODE 40.00 = 3242.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 83.43 5.28 2.194 0.22( 0.22) 1.00 45.7 32.00
2 91.98 6.99 1.867 0.22( 0.22) 1.00 60.4 26.00
3 96.05 8.07 1.720 0.22( 0.22) 1.00 69.7 13.00
4 95.96 8.55 1.664 0.22( 0.22) 1.00 72.5 10.00
5 95.81 10.64 1.467 0.22( 0.22) 1.00 83.9 23.00
6 95.61 10.69 1.463 0.22( 0.22) 1.00 84.0 21.00
TOTAL AREA(ACRES) = 84.0
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 96.05 Tc(MIN.) = 8.067
EFFECTIVE AREA(ACRES) = 69.70 AREA-AVERAGED Fm(INCH/HR) = 0.22 AREA-AVERAGED Fp(INCH/HR) = 0.22 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 84.0
LONGEST FLOWPATH FROM NODE 21.00 TO NODE 40.00 = 3242.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 3 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 455.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 617.67 DOWNSTREAM(FEET) = 607.29 FLOW LENGTH(FEET) = 914.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 42.0 INCH PIPE IS 32.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 12.02
ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 96.05
PIPE TRAVEL TIME(MIN.) = 1.27 Tc(MIN.) = 9.33
LONGEST FLOWPATH FROM NODE 21.00 TO NODE 455.00 = 4156.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 455.00 TO NODE 455.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 83.43 6.61 1.929 0.22( 0.22) 1.00 45.7 32.00
2 91.98 8.27 1.696 0.22( 0.22) 1.00 60.4 26.00
3 96.05 9.33 1.582 0.22( 0.22) 1.00 69.7 13.00
4 95.96 9.81 1.537 0.22( 0.22) 1.00 72.5 10.00
5 95.81 11.91 1.376 0.22( 0.22) 1.00 83.9 23.00
6 95.61 11.96 1.372 0.22( 0.22) 1.00 84.0 21.00
LONGEST FLOWPATH FROM NODE 21.00 TO NODE 455.00 = 4156.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 86.91 13.10 1.302 0.24( 0.21) 0.87 86.6 425.00
2 87.52 18.01 1.085 0.24( 0.21) 0.88 109.7 400.00
LONGEST FLOWPATH FROM NODE 400.00 TO NODE 455.00 = 5348.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 152.40 6.61 1.929 0.23( 0.22) 0.94 89.4 32.00
2 166.58 8.27 1.696 0.23( 0.22) 0.94 115.0 26.00
3 173.80 9.33 1.582 0.23( 0.22) 0.94 131.4 13.00
4 175.04 9.81 1.537 0.23( 0.22) 0.94 137.4 10.00
5 180.10 11.91 1.376 0.23( 0.22) 0.94 162.6 23.00
6 180.02 11.96 1.372 0.23( 0.22) 0.94 163.0 21.00
7 176.69 13.10 1.302 0.23( 0.22) 0.93 170.6 425.00
8 159.24 18.01 1.085 0.23( 0.22) 0.93 193.7 400.00
TOTAL AREA(ACRES) = 193.7
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 180.10 Tc(MIN.) = 11.908
EFFECTIVE AREA(ACRES) = 162.58 AREA-AVERAGED Fm(INCH/HR) = 0.22 AREA-AVERAGED Fp(INCH/HR) = 0.23 AREA-AVERAGED Ap = 0.94 TOTAL AREA(ACRES) = 193.7
LONGEST FLOWPATH FROM NODE 400.00 TO NODE 455.00 = 5348.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 455.00 TO NODE 455.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 2 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 455.00 TO NODE 455.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 41.00 TO NODE 42.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 329.00
ELEVATION DATA: UPSTREAM(FEET) = 860.00 DOWNSTREAM(FEET) = 715.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.284
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.985
SUBAREA Tc AND LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

NATURAL POOR COVER
"BARREN" C 2.22 0.25 1.000 80 6.28

NATURAL POOR COVER
"BARREN" D 1.21 0.20 1.000 83 6.28
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.23
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA RUNOFF(CFS) = 5.41
TOTAL AREA(ACRES) = 3.43 PEAK FLOW RATE(CFS) = 5.41
**************************************************************************** FLOW PROCESS FROM NODE 42.00 TO NODE 43.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 715.00 DOWNSTREAM(FEET) = 640.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 581.00 CHANNEL SLOPE = 0.1291 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 2.500
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 10.00
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.799
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

NATURAL POOR COVER
"BARREN" C 0.75 0.25 1.000 80

NATURAL POOR COVER
"BARREN" D 5.02 0.20 1.000 83
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.21
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.55
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 8.22 AVERAGE FLOW DEPTH(FEET) = 0.68 TRAVEL TIME(MIN.) = 1.18 Tc(MIN.) = 7.46
SUBAREA AREA(ACRES) = 5.77 SUBAREA RUNOFF(CFS) = 8.27
EFFECTIVE AREA(ACRES) = 9.20 AREA-AVERAGED Fm(INCH/HR) = 0.22 AREA-AVERAGED Fp(INCH/HR) = 0.22 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 9.2 PEAK FLOW RATE(CFS) = 13.11
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.77 FLOW VELOCITY(FEET/SEC.) = 8.94
LONGEST FLOWPATH FROM NODE 41.00 TO NODE 43.00 = 910.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 43.00 TO NODE 44.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 640.00 DOWNSTREAM(FEET) = 630.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 452.00 CHANNEL SLOPE = 0.0221 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 2.500
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 10.00
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.619
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

NATURAL POOR COVER
"BARREN" A 1.26 0.40 1.000 61

NATURAL POOR COVER
"BARREN" C 4.83 0.25 1.000 80

NATURAL POOR COVER
"BARREN" D 2.48 0.20 1.000 83
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.26
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 18.36
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 5.02 AVERAGE FLOW DEPTH(FEET) = 1.21 TRAVEL TIME(MIN.) = 1.50 Tc(MIN.) = 8.96
SUBAREA AREA(ACRES) = 8.57 SUBAREA RUNOFF(CFS) = 10.50
EFFECTIVE AREA(ACRES) = 17.77 AREA-AVERAGED Fm(INCH/HR) = 0.24 AREA-AVERAGED Fp(INCH/HR) = 0.24 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 17.8 PEAK FLOW RATE(CFS) = 22.12
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 1.30 FLOW VELOCITY(FEET/SEC.) = 5.24
LONGEST FLOWPATH FROM NODE 41.00 TO NODE 44.00 = 1362.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 44.00 TO NODE 45.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 630.00 DOWNSTREAM(FEET) = 611.20 CHANNEL LENGTH THRU SUBAREA(FEET) = 495.00 CHANNEL SLOPE = 0.0380 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 2.500
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 10.00
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.501
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

NATURAL POOR COVER
"BARREN" A 0.52 0.40 1.000 61

NATURAL POOR COVER
"BARREN" C 1.76 0.25 1.000 80
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.28
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 23.37
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 6.55 AVERAGE FLOW DEPTH(FEET) = 1.19 TRAVEL TIME(MIN.) = 1.26 Tc(MIN.) = 10.22
SUBAREA AREA(ACRES) = 2.28 SUBAREA RUNOFF(CFS) = 2.50
EFFECTIVE AREA(ACRES) = 20.05 AREA-AVERAGED Fm(INCH/HR) = 0.24 AREA-AVERAGED Fp(INCH/HR) = 0.24 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 20.1 PEAK FLOW RATE(CFS) = 22.73
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 1.19 FLOW VELOCITY(FEET/SEC.) = 6.47
LONGEST FLOWPATH FROM NODE 41.00 TO NODE 45.00 = 1857.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 45.00 TO NODE 455.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 611.20 DOWNSTREAM(FEET) = 607.29 FLOW LENGTH(FEET) = 172.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 14.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 11.15
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 22.73
PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 10.48
LONGEST FLOWPATH FROM NODE 41.00 TO NODE 455.00 = 2029.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 455.00 TO NODE 455.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 22.73 10.48 1.480 0.24( 0.24) 1.00 20.1 41.00
LONGEST FLOWPATH FROM NODE 41.00 TO NODE 455.00 = 2029.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 152.40 6.61 1.929 0.23( 0.22) 0.94 89.4 32.00
2 166.58 8.27 1.696 0.23( 0.22) 0.94 115.0 26.00
3 173.80 9.33 1.582 0.23( 0.22) 0.94 131.4 13.00
4 175.04 9.81 1.537 0.23( 0.22) 0.94 137.4 10.00
5 180.10 11.91 1.376 0.23( 0.22) 0.94 162.6 23.00
6 180.02 11.96 1.372 0.23( 0.22) 0.94 163.0 21.00
7 176.69 13.10 1.302 0.23( 0.22) 0.93 170.6 425.00
8 159.24 18.01 1.085 0.23( 0.22) 0.93 193.7 400.00
LONGEST FLOWPATH FROM NODE 400.00 TO NODE 455.00 = 5348.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 171.93 6.61 1.929 0.23( 0.22) 0.94 102.0 32.00
2 187.64 8.27 1.696 0.23( 0.22) 0.94 130.9 26.00
3 195.71 9.33 1.582 0.23( 0.22) 0.95 149.2 13.00
4 197.30 9.81 1.537 0.23( 0.22) 0.95 156.2 10.00
5 199.39 10.48 1.480 0.23( 0.22) 0.94 165.5 41.00
6 200.92 11.91 1.376 0.23( 0.22) 0.94 182.6 23.00
7 200.77 11.96 1.372 0.23( 0.22) 0.94 183.1 21.00
8 196.16 13.10 1.302 0.23( 0.22) 0.94 190.6 425.00
9 174.72 18.01 1.085 0.23( 0.22) 0.94 213.8 400.00
TOTAL AREA(ACRES) = 213.8
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 200.92 Tc(MIN.) = 11.908
EFFECTIVE AREA(ACRES) = 182.63 AREA-AVERAGED Fm(INCH/HR) = 0.22 AREA-AVERAGED Fp(INCH/HR) = 0.23 AREA-AVERAGED Ap = 0.94 TOTAL AREA(ACRES) = 213.8
LONGEST FLOWPATH FROM NODE 400.00 TO NODE 455.00 = 5348.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 455.00 TO NODE 455.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 2 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 455.00 TO NODE 460.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 607.29 DOWNSTREAM(FEET) = 503.97 FLOW LENGTH(FEET) = 1400.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 39.0 INCH PIPE IS 30.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 29.17
ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 200.92
PIPE TRAVEL TIME(MIN.) = 0.80 Tc(MIN.) = 12.71
LONGEST FLOWPATH FROM NODE 400.00 TO NODE 460.00 = 6748.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 455.00 TO NODE 460.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 12.71
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.325
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
USER-DEFINED - 0.24 0.40 0.100 -
USER-DEFINED - 3.80 0.20 0.100 -
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.21
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 4.04 SUBAREA RUNOFF(CFS) = 4.74
EFFECTIVE AREA(ACRES) = 186.67 AREA-AVERAGED Fm(INCH/HR) = 0.21 AREA-AVERAGED Fp(INCH/HR) = 0.23 AREA-AVERAGED Ap = 0.93 TOTAL AREA(ACRES) = 217.8 PEAK FLOW RATE(CFS) = 200.92
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
**************************************************************************** FLOW PROCESS FROM NODE 465.00 TO NODE 460.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 12.71
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.325
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

NATURAL POOR COVER
"BARREN" A 1.64 0.40 1.000 61

NATURAL POOR COVER
"BARREN" D 2.45 0.20 1.000 83
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.28
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA AREA(ACRES) = 4.09 SUBAREA RUNOFF(CFS) = 3.85
EFFECTIVE AREA(ACRES) = 190.76 AREA-AVERAGED Fm(INCH/HR) = 0.22 AREA-AVERAGED Fp(INCH/HR) = 0.23 AREA-AVERAGED Ap = 0.93 TOTAL AREA(ACRES) = 221.9 PEAK FLOW RATE(CFS) = 200.92
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
**************************************************************************** FLOW PROCESS FROM NODE 460.00 TO NODE 470.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 503.97 DOWNSTREAM(FEET) = 444.42 FLOW LENGTH(FEET) = 1182.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 42.0 INCH PIPE IS 32.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 25.31
ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 200.92
PIPE TRAVEL TIME(MIN.) = 0.78 Tc(MIN.) = 13.49
LONGEST FLOWPATH FROM NODE 400.00 TO NODE 470.00 = 7930.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 460.00 TO NODE 470.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 13.49
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.281
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
USER-DEFINED - 3.53 0.20 0.100 -
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 3.53 SUBAREA RUNOFF(CFS) = 4.01
EFFECTIVE AREA(ACRES) = 194.29 AREA-AVERAGED Fm(INCH/HR) = 0.21 AREA-AVERAGED Fp(INCH/HR) = 0.23 AREA-AVERAGED Ap = 0.91 TOTAL AREA(ACRES) = 225.4 PEAK FLOW RATE(CFS) = 200.92
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
**************************************************************************** FLOW PROCESS FROM NODE 470.00 TO NODE 470.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 171.93 8.24 1.699 0.23( 0.21) 0.89 113.7 32.00
2 187.64 9.86 1.533 0.23( 0.21) 0.90 142.5 26.00
3 195.71 10.92 1.446 0.23( 0.21) 0.91 160.9 13.00
4 197.30 11.39 1.411 0.23( 0.21) 0.91 167.8 10.00
5 199.39 12.06 1.366 0.23( 0.21) 0.91 177.1 41.00
6 200.92 13.49 1.281 0.23( 0.21) 0.91 194.3 23.00
7 200.77 13.54 1.278 0.23( 0.21) 0.91 194.7 21.00
8 196.16 14.68 1.220 0.23( 0.21) 0.91 202.3 425.00
9 174.72 19.64 1.032 0.23( 0.21) 0.91 225.4 400.00
LONGEST FLOWPATH FROM NODE 400.00 TO NODE 470.00 = 7930.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 90.65 12.97 1.310 0.24( 0.21) 0.88 82.1 370.00
2 93.95 15.99 1.162 0.24( 0.21) 0.88 100.2 360.00
3 93.96 16.30 1.149 0.24( 0.21) 0.88 101.7 381.00
4 93.53 16.77 1.130 0.24( 0.21) 0.88 103.5 390.00
5 92.26 18.08 1.082 0.24( 0.21) 0.88 108.3 315.00
6 89.32 19.15 1.047 0.24( 0.21) 0.88 109.7 300.00
7 81.60 22.40 0.957 0.24( 0.21) 0.88 113.1 340.00
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 470.00 = 4805.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 249.88 8.24 1.699 0.23( 0.21) 0.89 165.9 32.00
2 270.50 9.86 1.533 0.23( 0.21) 0.90 204.9 26.00
3 281.44 10.92 1.446 0.23( 0.21) 0.90 230.0 13.00
4 284.23 11.39 1.411 0.23( 0.21) 0.90 239.9 10.00
5 287.95 12.06 1.366 0.23( 0.21) 0.90 253.5 41.00
6 291.01 12.97 1.310 0.23( 0.21) 0.90 270.2 370.00
7 292.13 13.49 1.281 0.23( 0.21) 0.90 279.5 23.00
8 292.04 13.54 1.278 0.23( 0.21) 0.90 280.2 21.00
9 288.69 14.68 1.220 0.23( 0.21) 0.90 294.7 425.00
10 284.48 15.99 1.162 0.23( 0.21) 0.90 308.6 360.00
11 283.13 16.30 1.149 0.23( 0.21) 0.90 311.6 381.00
12 280.67 16.77 1.130 0.23( 0.21) 0.90 315.6 390.00
13 273.73 18.08 1.082 0.24( 0.21) 0.90 326.5 315.00
14 266.15 19.15 1.047 0.24( 0.21) 0.90 332.8 300.00
15 262.88 19.64 1.032 0.24( 0.21) 0.90 335.6 400.00
16 240.29 22.40 0.957 0.24( 0.21) 0.90 338.5 340.00
TOTAL AREA(ACRES) = 338.5
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 292.13 Tc(MIN.) = 13.486
EFFECTIVE AREA(ACRES) = 279.47 AREA-AVERAGED Fm(INCH/HR) = 0.21 AREA-AVERAGED Fp(INCH/HR) = 0.23 AREA-AVERAGED Ap = 0.90 TOTAL AREA(ACRES) = 338.5
LONGEST FLOWPATH FROM NODE 400.00 TO NODE 470.00 = 7930.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 470.00 TO NODE 470.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 470.00 TO NODE 475.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 444.42 DOWNSTREAM(FEET) = 435.96 FLOW LENGTH(FEET) = 383.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 57.0 INCH PIPE IS 42.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 20.49
ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 292.13
PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 13.80
LONGEST FLOWPATH FROM NODE 400.00 TO NODE 475.00 = 8313.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 470.00 TO NODE 475.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 13.80
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.264
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
USER-DEFINED - 1.05 0.20 0.100 -
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.05 SUBAREA RUNOFF(CFS) = 1.18
EFFECTIVE AREA(ACRES) = 280.52 AREA-AVERAGED Fm(INCH/HR) = 0.21 AREA-AVERAGED Fp(INCH/HR) = 0.23 AREA-AVERAGED Ap = 0.90 TOTAL AREA(ACRES) = 339.5 PEAK FLOW RATE(CFS) = 292.13
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
**************************************************************************** FLOW PROCESS FROM NODE 475.00 TO NODE 480.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 435.96 DOWNSTREAM(FEET) = 415.33 FLOW LENGTH(FEET) = 279.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 45.0 INCH PIPE IS 34.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 32.10
ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 292.13
PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 13.94
LONGEST FLOWPATH FROM NODE 400.00 TO NODE 480.00 = 8592.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 500.00 TO NODE 501.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 186.00
ELEVATION DATA: UPSTREAM(FEET) = 584.02 DOWNSTREAM(FEET) = 508.34 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.082
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.243
SUBAREA Tc AND LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

NATURAL POOR COVER
"BARREN" A 2.50 0.40 1.000 61 5.08

NATURAL POOR COVER
"BARREN" C 0.32 0.25 1.000 80 5.08

NATURAL POOR COVER
"BARREN" D 1.77 0.20 1.000 83 5.08
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.31
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA RUNOFF(CFS) = 7.97
TOTAL AREA(ACRES) = 4.59 PEAK FLOW RATE(CFS) = 7.97
**************************************************************************** FLOW PROCESS FROM NODE 501.00 TO NODE 505.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 508.34 DOWNSTREAM(FEET) = 492.05 CHANNEL LENGTH THRU SUBAREA(FEET) = 228.00 CHANNEL SLOPE = 0.0714 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 2.500
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 10.00
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.110
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

DEPTH(FEET) = 0.83 FLOW VELOCITY(FEET/SEC.) = 6.94
LONGEST FLOWPATH FROM NODE 500.00 TO NODE 505.00 = 414.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 600.00 TO NODE 605.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 309.00
ELEVATION DATA: UPSTREAM(FEET) = 652.62 DOWNSTREAM(FEET) = 561.68 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.643
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.923
SUBAREA Tc AND LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

NATURAL POOR COVER
"BARREN" C 1.89 0.25 1.000 80 6.64
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA RUNOFF(CFS) = 2.85
TOTAL AREA(ACRES) = 1.89 PEAK FLOW RATE(CFS) = 2.85
**************************************************************************** FLOW PROCESS FROM NODE 605.00 TO NODE 610.00 IS CODE = 56 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 561.68 DOWNSTREAM(FEET) = 451.03 CHANNEL LENGTH THRU SUBAREA(FEET) = 868.00 CHANNEL SLOPE = 0.1275 GIVEN CHANNEL BASE(FEET) = 10.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.21
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.592
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

NATURAL POOR COVER
"BARREN" C 13.84 0.25 1.000 80
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 11.32
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 5.58 AVERAGE FLOW DEPTH(FEET) = 0.19 TRAVEL TIME(MIN.) = 2.59 Tc(MIN.) = 9.24
SUBAREA AREA(ACRES) = 13.84 SUBAREA RUNOFF(CFS) = 16.71 EFFECTIVE AREA(ACRES) = 15.73 AREA-AVERAGED Fm(INCH/HR) = 0.25 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 15.7 PEAK FLOW RATE(CFS) = 18.99
GIVEN CHANNEL BASE(FEET) = 10.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.26
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.26 FLOW VELOCITY(FEET/SEC.) = 6.80
LONGEST FLOWPATH FROM NODE 600.00 TO NODE 610.00 = 1177.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 700.00 TO NODE 701.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 194.00
ELEVATION DATA: UPSTREAM(FEET) = 820.48 DOWNSTREAM(FEET) = 754.03 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.350
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.178
SUBAREA Tc AND LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

NATURAL POOR COVER
"BARREN" C 0.13 0.25 1.000 80 5.35

NATURAL POOR COVER
"BARREN" D 0.54 0.20 1.000 83 5.35
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.21
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA RUNOFF(CFS) = 1.19
TOTAL AREA(ACRES) = 0.67 PEAK FLOW RATE(CFS) = 1.19
**************************************************************************** FLOW PROCESS FROM NODE 701.00 TO NODE 705.00 IS CODE = 56 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 754.03 DOWNSTREAM(FEET) = 622.26 CHANNEL LENGTH THRU SUBAREA(FEET) = 668.00 CHANNEL SLOPE = 0.1973 GIVEN CHANNEL BASE(FEET) = 10.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.08
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.693
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

NATURAL POOR COVER
"BARREN" C 0.34 0.25 1.000 80

NATURAL POOR COVER
"BARREN" D 2.08 0.20 1.000 83
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.21
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.83
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.78 AVERAGE FLOW DEPTH(FEET) = 0.07 TRAVEL TIME(MIN.) = 2.94 Tc(MIN.) = 8.29
SUBAREA AREA(ACRES) = 2.42 SUBAREA RUNOFF(CFS) = 3.24
EFFECTIVE AREA(ACRES) = 3.09 AREA-AVERAGED Fm(INCH/HR) = 0.21 AREA-AVERAGED Fp(INCH/HR) = 0.21 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 3.1 PEAK FLOW RATE(CFS) = 4.13
GIVEN CHANNEL BASE(FEET) = 10.00 CHANNEL FREEBOARD(FEET) = 0.0 "Z" FACTOR = 2.500 MANNING'S FACTOR = 0.030
*ESTIMATED CHANNEL HEIGHT(FEET) = 0.09
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.09 FLOW VELOCITY(FEET/SEC.) = 4.27
LONGEST FLOWPATH FROM NODE 700.00 TO NODE 705.00 = 862.00 FEET. ============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 3.1 TC(MIN.) = 8.29
EFFECTIVE AREA(ACRES) = 3.09 AREA-AVERAGED Fm(INCH/HR)= 0.21 AREA-AVERAGED Fp(INCH/HR) = 0.21 AREA-AVERAGED Ap = 1.000 PEAK FLOW RATE(CFS) = 4.13
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS

____________________________________________________________________________ **************************************************************************** NON-HOMOGENEOUS WATERSHED AREA-AVERAGED LOSS RATE (Fm)

AND LOW LOSS FRACTION ESTIMATIONS
============================================================================ (C) Copyright 1989-2014 Advanced Engineering Software (aes) Ver. 21.0 Release Date: 06/01/2014 License ID 1202
Analysis prepared by:

HUITT-ZOLLARS, INC.
2603 MAIN STREET, IRVINE, CA 92614
SUITE 400
949-988-5815
**************************************************************************** ---------------------------------------------------------------------------- Problem Descriptions:

GYPSUM CANYON CEMETERY
2 YEAR EXISTING - ONSITE
HHTUN
============================================================================ *** NON-HOMOGENEOUS WATERSHED AREA-AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC I:

TOTAL 24-HOUR DURATION RAINFALL DEPTH = 2.72 (inches)

SOIL-COVER AREA PERCENT OF SCS CURVE LOSS RATE
TYPE (Acres) PERVIOUS AREA NUMBER Fp(in./hr.) YIELD
1 7.51 100.00 78.(AMC II) 0.400 0.097
2 0.23 100.00 86.(AMC II) 0.300 0.238
3 155.75 100.00 91.(AMC II) 0.250 0.384
4 75.04 100.00 93.(AMC II) 0.200 0.450
TOTAL AREA (Acres) = 238.54
_
AREA-AVERAGED LOSS RATE, Fm (in./hr.) = 0.239
_
AREA-AVERAGED LOW LOSS FRACTION, Y = 0.604
============================================================================ ____________________________________________________________________________ **************************************************************************** NON-HOMOGENEOUS WATERSHED AREA-AVERAGED LOSS RATE (Fm)

GYPSUM CANYON CEMETERY
2 YEAR EXISTING - Partial Onsite and All Offsite
HHTUN
============================================================================ *** NON-HOMOGENEOUS WATERSHED AREA-AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC I:

TOTAL 24-HOUR DURATION RAINFALL DEPTH = 2.72 (inches)

SOIL-COVER AREA PERCENT OF SCS CURVE LOSS RATE
TYPE (Acres) PERVIOUS AREA NUMBER Fp(in./hr.) YIELD
1 2.47 100.00 78.(AMC II) 0.400 0.097
2 20.63 100.00 91.(AMC II) 0.250 0.384
3 21.73 100.00 93.(AMC II) 0.200 0.450
4 0.86 100.00 78.(AMC II) 0.400 0.097
5 48.01 100.00 91.(AMC II) 0.250 0.384
6 46.70 100.00 93.(AMC II) 0.200 0.450
TOTAL AREA (Acres) = 140.40
_
AREA-AVERAGED LOSS RATE, Fm (in./hr.) = 0.229
_
AREA-AVERAGED LOW LOSS FRACTION, Y = 0.591
============================================================================ ____________________________________________________________________________ ****************************************************************************

F L O O D R O U T I N G A N A L Y S I S
USING COUNTY HYDROLOGY MANUAL OF ORANGE(1986)
(c) Copyright 1989-2014 Advanced Engineering Software (aes) Ver. 21.0 Release Date: 06/01/2014 License ID 1202
Analysis prepared by:

HUITT-ZOLLARS, INC.
2603 MAIN STREET, IRVINE, CA 92614
SUITE 400
949-988-5815
************************** DESCRIPTION OF STUDY ************************** * GYPSUM CANYON CEMETERY *
* EXISTING CONDITION - 2 YEAR STORM *
* HHTUN *
************************************************************************** FILE NAME: GCFLE2.DAT
TIME/DATE OF STUDY: 09:56 10/09/2023
The Small Area Unit Hydrograph Procedures in Section J
of the Hydrology Manual provides estimates of runoff
hydrograph and runoff volume for watersheds whose time of concentration is less than 25 minutes. The PROGRAM User should check the applicability of using the small area unit hydrograph procedures, and follow the guidelines in
Sections J and K.5 in complex watershed modeling.
**************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 105.00 IS CODE = 1.2 ---------------------------------------------------------------------------- >>>>>SUBAREA RUNOFF (SMALL AREA UNIT-HYDROGRAPH ANALYSIS) <<<<< ============================================================================ (SMALL AREA UNIT-HYDROGRAPH ADDED TO STREAM #1)
RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90
TOTAL CATCHMENT AREA(ACRES) = 2.98
SOIL-LOSS RATE, Fm,(INCH/HR) = 0.239
LOW LOSS FRACTION = 0.604
TIME OF CONCENTRATION(MIN.) = 5.00

SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED:

RETURN FREQUENCY(YEARS) = 2
5-MINUTE POINT RAINFALL VALUE(INCHES) = 0.19
30-MINUTE POINT RAINFALL VALUE(INCHES) = 0.40
1-HOUR POINT RAINFALL VALUE(INCHES) = 0.53
3-HOUR POINT RAINFALL VALUE(INCHES) = 0.89
6-HOUR POINT RAINFALL VALUE(INCHES) = 1.22
24-HOUR POINT RAINFALL VALUE(INCHES) = 2.05
---------------------------------------------------------------------------- TOTAL CATCHMENT RUNOFF VOLUME(ACRE-FEET) = 0.21
TOTAL CATCHMENT SOIL-LOSS VOLUME(ACRE-FEET) = 0.30
----------------------------------------------------------------------------

============================================================================ 2 4 - H O U R S T O R M

R U N O F F H Y D R O G R A P H
============================================================================

HYDROGRAPH IN ONE-MINUTE UNIT INTERVALS(CFS)
(Notes: Time indicated is at END of Each Unit Intervals.

Peak 5-minute rainfall intensity is modeled as
a constant value for entire 5-minute period.)
---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 1.4 2.7 4.1 5.5
----------------------------------------------------------------------------

0.017 0.0000 0.00 Q . . . .

0.033 0.0000 0.01 Q . . . .

0.050 0.0000 0.02 Q . . . .

0.067 0.0001 0.02 Q . . . .

0.083 0.0001 0.03 Q . . . .

0.100 0.0002 0.03 Q . . . .

0.117 0.0002 0.03 Q . . . .

0.133 0.0003 0.03 Q . . . .

0.150 0.0003 0.03 Q . . . .

0.167 0.0004 0.03 Q . . . .

0.183 0.0004 0.03 Q . . . .

0.200 0.0004 0.03 Q . . . .

0.217 0.0005 0.03 Q . . . .

0.233 0.0005 0.03 Q . . . .

0.250 0.0006 0.03 Q . . . .

0.267 0.0006 0.03 Q . . . .

0.283 0.0007 0.03 Q . . . .

0.300 0.0007 0.03 Q . . . .

0.317 0.0008 0.03 Q . . . .

0.333 0.0008 0.03 Q . . . .

0.350 0.0009 0.03 Q . . . .

0.367 0.0009 0.03 Q . . . .

0.383 0.0010 0.03 Q . . . .

0.400 0.0010 0.03 Q . . . .

0.417 0.0011 0.03 Q . . . .

0.433 0.0011 0.03 Q . . . .

0.450 0.0012 0.03 Q . . . .

0.467 0.0012 0.03 Q . . . .

0.483 0.0012 0.03 Q . . . .

0.500 0.0013 0.03 Q . . . .

0.517 0.0013 0.03 Q . . . .

0.533 0.0014 0.03 Q . . . .

0.550 0.0014 0.03 Q . . . .

0.567 0.0015 0.03 Q . . . .

0.583 0.0015 0.03 Q . . . .

0.600 0.0016 0.03 Q . . . .

0.617 0.0016 0.03 Q . . . .

0.633 0.0017 0.03 Q . . . .

0.650 0.0017 0.03 Q . . . .

0.667 0.0018 0.03 Q . . . .

0.683 0.0018 0.03 Q . . . .

0.700 0.0019 0.03 Q . . . .

0.717 0.0019 0.03 Q . . . .

0.733 0.0020 0.03 Q . . . .

0.750 0.0020 0.03 Q . . . .

0.767 0.0021 0.03 Q . . . .

0.783 0.0021 0.03 Q . . . .

0.800 0.0022 0.03 Q . . . .

0.817 0.0022 0.03 Q . . . .

0.833 0.0023 0.03 Q . . . .

0.850 0.0023 0.04 Q . . . .

0.867 0.0024 0.04 Q . . . .

0.883 0.0024 0.04 Q . . . .

0.900 0.0024 0.04 Q . . . .

0.917 0.0025 0.04 Q . . . .

0.933 0.0025 0.04 Q . . . .

0.950 0.0026 0.04 Q . . . .

0.967 0.0026 0.04 Q . . . .

0.983 0.0027 0.04 Q . . . .

1.000 0.0027 0.04 Q . . . .

1.017 0.0028 0.04 Q . . . .

1.033 0.0028 0.04 Q . . . .

1.050 0.0029 0.04 Q . . . .

1.067 0.0029 0.04 Q . . . .

1.083 0.0030 0.04 Q . . . .

1.100 0.0030 0.04 Q . . . .

1.117 0.0031 0.04 Q . . . .

1.133 0.0031 0.04 Q . . . .

1.150 0.0032 0.04 Q . . . .

1.167 0.0032 0.04 Q . . . .

1.183 0.0033 0.04 Q . . . .

1.200 0.0033 0.04 Q . . . .

1.217 0.0034 0.04 Q . . . .

1.233 0.0034 0.04 Q . . . .

1.250 0.0035 0.04 Q . . . .

1.267 0.0035 0.04 Q . . . .

1.283 0.0036 0.04 Q . . . .

1.300 0.0036 0.04 Q . . . .

1.317 0.0037 0.04 Q . . . .

1.333 0.0037 0.04 Q . . . .

1.350 0.0038 0.04 Q . . . .

1.367 0.0038 0.04 Q . . . .

1.383 0.0039 0.04 Q . . . .

1.400 0.0039 0.04 Q . . . .

1.417 0.0040 0.04 Q . . . .

1.433 0.0040 0.04 Q . . . .

1.450 0.0041 0.04 Q . . . .

1.467 0.0041 0.04 Q . . . .

1.483 0.0042 0.04 Q . . . .

1.500 0.0042 0.04 Q . . . .

1.517 0.0043 0.04 Q . . . .

1.533 0.0043 0.04 Q . . . .

1.550 0.0044 0.04 Q . . . .

1.567 0.0044 0.04 Q . . . .

1.583 0.0045 0.04 Q . . . .

1.600 0.0045 0.04 Q . . . .

1.617 0.0046 0.04 Q . . . .

1.633 0.0046 0.04 Q . . . .

1.650 0.0047 0.04 Q . . . .

1.667 0.0047 0.04 Q . . . .

1.683 0.0048 0.04 Q . . . .

1.700 0.0048 0.04 Q . . . .

1.717 0.0049 0.04 Q . . . .

1.733 0.0049 0.04 Q . . . .

1.750 0.0050 0.04 Q . . . .

1.767 0.0050 0.04 Q . . . .

1.783 0.0051 0.04 Q . . . .

1.800 0.0051 0.04 Q . . . .

1.817 0.0052 0.04 Q . . . .

1.833 0.0052 0.04 QV . . . .

1.850 0.0053 0.04 QV . . . .

1.867 0.0053 0.04 QV . . . .

1.883 0.0054 0.04 QV . . . .

1.900 0.0054 0.04 QV . . . .

1.917 0.0055 0.04 QV . . . .

1.933 0.0055 0.04 QV . . . .

1.950 0.0056 0.04 QV . . . .

1.967 0.0056 0.04 QV . . . .

1.983 0.0057 0.04 QV . . . .

2.000 0.0057 0.04 QV . . . .

2.017 0.0058 0.04 QV . . . .

2.033 0.0058 0.04 QV . . . .

2.050 0.0059 0.04 QV . . . .

2.067 0.0059 0.04 QV . . . .

2.083 0.0060 0.04 QV . . . .

2.100 0.0060 0.04 QV . . . .

2.117 0.0061 0.04 QV . . . .

2.133 0.0061 0.04 QV . . . .

2.150 0.0062 0.04 QV . . . .

2.167 0.0062 0.04 QV . . . .

2.183 0.0063 0.04 QV . . . .

2.200 0.0063 0.04 QV . . . .

2.217 0.0064 0.04 QV . . . .

2.233 0.0064 0.04 QV . . . .

2.250 0.0065 0.04 QV . . . .

2.267 0.0065 0.04 QV . . . .

2.283 0.0066 0.04 QV . . . .

2.300 0.0066 0.04 QV . . . .

2.317 0.0067 0.04 QV . . . .

2.333 0.0067 0.04 QV . . . .

2.350 0.0068 0.04 QV . . . .

2.367 0.0068 0.04 QV . . . .

2.383 0.0069 0.04 QV . . . .

2.400 0.0069 0.04 QV . . . .

2.417 0.0070 0.04 QV . . . .

2.433 0.0070 0.04 QV . . . .

2.450 0.0071 0.04 QV . . . .

2.467 0.0072 0.04 QV . . . .

2.483 0.0072 0.04 QV . . . .

2.500 0.0073 0.04 QV . . . .

2.517 0.0073 0.04 QV . . . .

2.533 0.0074 0.04 QV . . . .

2.550 0.0074 0.04 QV . . . .

2.567 0.0075 0.04 QV . . . .

2.583 0.0075 0.04 QV . . . .

2.600 0.0076 0.04 QV . . . .

2.617 0.0076 0.04 QV . . . .

2.633 0.0077 0.04 QV . . . .

2.650 0.0077 0.04 QV . . . .

2.667 0.0078 0.04 QV . . . .

2.683 0.0078 0.04 QV . . . .

2.700 0.0079 0.04 QV . . . .

2.717 0.0079 0.04 QV . . . .

2.733 0.0080 0.04 QV . . . .

2.750 0.0080 0.04 QV . . . .

2.767 0.0081 0.04 QV . . . .

2.783 0.0081 0.04 QV . . . .

2.800 0.0082 0.04 QV . . . .

2.817 0.0082 0.04 QV . . . .

2.833 0.0083 0.04 QV . . . .

2.850 0.0084 0.04 QV . . . .

2.867 0.0084 0.04 QV . . . .

2.883 0.0085 0.04 QV . . . .

2.900 0.0085 0.04 QV . . . .

2.917 0.0086 0.04 QV . . . .

2.933 0.0086 0.04 QV . . . .

2.950 0.0087 0.04 QV . . . .

2.967 0.0087 0.04 QV . . . .

2.983 0.0088 0.04 QV . . . .

3.000 0.0088 0.04 QV . . . .

3.017 0.0089 0.04 QV . . . .

3.033 0.0089 0.04 QV . . . .

3.050 0.0090 0.04 QV . . . .

3.067 0.0090 0.04 QV . . . .

3.083 0.0091 0.04 QV . . . .

3.100 0.0091 0.04 QV . . . .

3.117 0.0092 0.04 QV . . . .

3.133 0.0093 0.04 QV . . . .

3.150 0.0093 0.04 QV . . . .

3.167 0.0094 0.04 QV . . . .

3.183 0.0094 0.04 QV . . . .

3.200 0.0095 0.04 QV . . . .

3.217 0.0095 0.04 QV . . . .

3.233 0.0096 0.04 QV . . . .

3.250 0.0096 0.04 QV . . . .

3.267 0.0097 0.04 QV . . . .

3.283 0.0097 0.04 QV . . . .

3.300 0.0098 0.04 QV . . . .

3.317 0.0098 0.04 QV . . . .

3.333 0.0099 0.04 QV . . . .

3.350 0.0100 0.04 QV . . . .

3.367 0.0100 0.04 QV . . . .

3.383 0.0101 0.04 QV . . . .

3.400 0.0101 0.04 QV . . . .

3.417 0.0102 0.04 QV . . . .

3.433 0.0102 0.04 QV . . . .

3.450 0.0103 0.04 QV . . . .

3.467 0.0103 0.04 QV . . . .

3.483 0.0104 0.04 QV . . . .

3.500 0.0104 0.04 Q V . . . .

3.517 0.0105 0.04 Q V . . . .

3.533 0.0105 0.04 Q V . . . .

3.550 0.0106 0.04 Q V . . . .

3.567 0.0107 0.04 Q V . . . .

3.583 0.0107 0.04 Q V . . . .

3.600 0.0108 0.04 Q V . . . .

3.617 0.0108 0.04 Q V . . . .

3.633 0.0109 0.04 Q V . . . .

3.650 0.0109 0.04 Q V . . . .

3.667 0.0110 0.04 Q V . . . .

3.683 0.0110 0.04 Q V . . . .

3.700 0.0111 0.04 Q V . . . .

3.717 0.0112 0.04 Q V . . . .

3.733 0.0112 0.04 Q V . . . .

3.750 0.0113 0.04 Q V . . . .

3.767 0.0113 0.04 Q V . . . .

3.783 0.0114 0.04 Q V . . . .

3.800 0.0114 0.04 Q V . . . .

3.817 0.0115 0.04 Q V . . . .

3.833 0.0115 0.04 Q V . . . .

3.850 0.0116 0.04 Q V . . . .

3.867 0.0116 0.04 Q V . . . .

3.883 0.0117 0.04 Q V . . . .

3.900 0.0118 0.04 Q V . . . .

3.917 0.0118 0.04 Q V . . . .

3.933 0.0119 0.04 Q V . . . .

3.950 0.0119 0.04 Q V . . . .

3.967 0.0120 0.04 Q V . . . .

3.983 0.0120 0.04 Q V . . . .

4.000 0.0121 0.04 Q V . . . .

4.017 0.0121 0.04 Q V . . . .

4.033 0.0122 0.04 Q V . . . .

4.050 0.0123 0.04 Q V . . . .

4.067 0.0123 0.04 Q V . . . .

4.083 0.0124 0.04 Q V . . . .

4.100 0.0124 0.04 Q V . . . .

4.117 0.0125 0.04 Q V . . . .

4.133 0.0125 0.04 Q V . . . .

4.150 0.0126 0.04 Q V . . . .

4.167 0.0127 0.04 Q V . . . .

4.183 0.0127 0.04 Q V . . . .

4.200 0.0128 0.04 Q V . . . .

4.217 0.0128 0.04 Q V . . . .

4.233 0.0129 0.04 Q V . . . .

4.250 0.0129 0.04 Q V . . . .

4.267 0.0130 0.04 Q V . . . .

4.283 0.0130 0.04 Q V . . . .

4.300 0.0131 0.04 Q V . . . .

4.317 0.0132 0.04 Q V . . . .

4.333 0.0132 0.04 Q V . . . .

4.350 0.0133 0.04 Q V . . . .

4.367 0.0133 0.04 Q V . . . .

4.383 0.0134 0.04 Q V . . . .

4.400 0.0134 0.04 Q V . . . .

4.417 0.0135 0.04 Q V . . . .

4.433 0.0136 0.04 Q V . . . .

4.450 0.0136 0.04 Q V . . . .

4.467 0.0137 0.04 Q V . . . .

4.483 0.0137 0.04 Q V . . . .

4.500 0.0138 0.04 Q V . . . .

4.517 0.0138 0.04 Q V . . . .

4.533 0.0139 0.04 Q V . . . .

4.550 0.0140 0.04 Q V . . . .

4.567 0.0140 0.04 Q V . . . .

4.583 0.0141 0.04 Q V . . . .

4.600 0.0141 0.04 Q V . . . .

4.617 0.0142 0.04 Q V . . . .

4.633 0.0142 0.04 Q V . . . .

4.650 0.0143 0.04 Q V . . . .

4.667 0.0144 0.04 Q V . . . .

4.683 0.0144 0.04 Q V . . . .

4.700 0.0145 0.04 Q V . . . .

4.717 0.0145 0.04 Q V . . . .

4.733 0.0146 0.04 Q V . . . .

4.750 0.0147 0.04 Q V . . . .

4.767 0.0147 0.04 Q V . . . .

4.783 0.0148 0.04 Q V . . . .

4.800 0.0148 0.04 Q V . . . .

4.817 0.0149 0.04 Q V . . . .

4.833 0.0149 0.04 Q V . . . .

4.850 0.0150 0.04 Q V . . . .

4.867 0.0151 0.04 Q V . . . .

4.883 0.0151 0.04 Q V . . . .

4.900 0.0152 0.04 Q V . . . .

4.917 0.0152 0.04 Q V . . . .

4.933 0.0153 0.04 Q V . . . .

4.950 0.0154 0.04 Q V . . . .

4.967 0.0154 0.04 Q V . . . .

4.983 0.0155 0.04 Q V . . . .

5.000 0.0155 0.04 Q V . . . .

5.017 0.0156 0.04 Q V . . . .

5.033 0.0157 0.04 Q V . . . .

5.050 0.0157 0.04 Q V . . . .

5.067 0.0158 0.04 Q V . . . .

5.083 0.0158 0.04 Q V . . . .

5.100 0.0159 0.04 Q V . . . .

5.117 0.0159 0.04 Q V . . . .

5.133 0.0160 0.04 Q V . . . .

5.150 0.0161 0.04 Q V . . . .

5.167 0.0161 0.04 Q V . . . .

5.183 0.0162 0.04 Q V . . . .

5.200 0.0162 0.04 Q V . . . .

5.217 0.0163 0.04 Q V . . . .

5.233 0.0164 0.04 Q V . . . .

5.250 0.0164 0.04 Q V . . . .

5.267 0.0165 0.04 Q V . . . .

5.283 0.0165 0.04 Q V . . . .

5.300 0.0166 0.04 Q V . . . .

5.317 0.0167 0.04 Q V . . . .

5.333 0.0167 0.04 Q V . . . .

5.350 0.0168 0.04 Q V . . . .

5.367 0.0168 0.04 Q V . . . .

5.383 0.0169 0.04 Q V . . . .

5.400 0.0170 0.04 Q V . . . .

5.417 0.0170 0.04 Q V . . . .

5.433 0.0171 0.04 Q V . . . .

5.450 0.0171 0.04 Q V . . . .

5.467 0.0172 0.04 Q V . . . .

5.483 0.0173 0.04 Q V . . . .

5.500 0.0173 0.04 Q V . . . .

5.517 0.0174 0.04 Q V . . . .

5.533 0.0174 0.04 Q V . . . .

5.550 0.0175 0.04 Q V . . . .

5.567 0.0176 0.04 Q V . . . .

5.583 0.0176 0.04 Q V . . . .

5.600 0.0177 0.04 Q V . . . .

5.617 0.0178 0.04 Q V . . . .

5.633 0.0178 0.04 Q V . . . .

5.650 0.0179 0.04 Q V . . . .

5.667 0.0179 0.04 Q V . . . .

5.683 0.0180 0.04 Q V . . . .

5.700 0.0181 0.04 Q V . . . .

5.717 0.0181 0.04 Q V . . . .

5.733 0.0182 0.04 Q V . . . .

5.750 0.0182 0.04 Q V . . . .

5.767 0.0183 0.04 Q V . . . .

5.783 0.0184 0.04 Q V . . . .

5.800 0.0184 0.04 Q V . . . .

5.817 0.0185 0.04 Q V . . . .

5.833 0.0186 0.04 Q V . . . .

5.850 0.0186 0.04 Q V . . . .

5.867 0.0187 0.04 Q V . . . .

5.883 0.0187 0.05 Q V . . . .

5.900 0.0188 0.05 Q V . . . .

5.917 0.0189 0.05 Q V . . . .

5.933 0.0189 0.05 Q V . . . .

5.950 0.0190 0.05 Q V . . . .

5.967 0.0190 0.05 Q V . . . .

5.983 0.0191 0.05 Q V . . . .

6.000 0.0192 0.05 Q V . . . .

6.017 0.0192 0.05 Q V . . . .

6.033 0.0193 0.05 Q V . . . .

6.050 0.0194 0.05 Q V . . . .

6.067 0.0194 0.05 Q V . . . .

6.083 0.0195 0.05 Q V . . . .

6.100 0.0195 0.05 Q V . . . .

6.117 0.0196 0.05 Q V . . . .

6.133 0.0197 0.05 Q V . . . .

6.150 0.0197 0.05 Q V . . . .

6.167 0.0198 0.05 Q V . . . .

6.183 0.0199 0.05 Q V . . . .

6.200 0.0199 0.05 Q V . . . .

6.217 0.0200 0.05 Q V . . . .

6.233 0.0201 0.05 Q V . . . .

6.250 0.0201 0.05 Q V . . . .

6.267 0.0202 0.05 Q V . . . .

6.283 0.0202 0.05 Q V . . . .

6.300 0.0203 0.05 Q V . . . .

6.317 0.0204 0.05 Q V . . . .

6.333 0.0204 0.05 Q V . . . .

6.350 0.0205 0.05 Q V . . . .

6.367 0.0206 0.05 Q V . . . .

6.383 0.0206 0.05 Q V . . . .

6.400 0.0207 0.05 Q V . . . .

6.417 0.0208 0.05 Q V . . . .

6.433 0.0208 0.05 Q V . . . .

6.450 0.0209 0.05 Q V . . . .

6.467 0.0209 0.05 Q V . . . .

6.483 0.0210 0.05 Q V . . . .

6.500 0.0211 0.05 Q V . . . .

6.517 0.0211 0.05 Q V . . . .

6.533 0.0212 0.05 Q V . . . .

6.550 0.0213 0.05 Q V . . . .

6.567 0.0213 0.05 Q V . . . .

6.583 0.0214 0.05 Q V . . . .

6.600 0.0215 0.05 Q V . . . .

6.617 0.0215 0.05 Q V . . . .

6.633 0.0216 0.05 Q V . . . .

6.650 0.0217 0.05 Q V . . . .

6.667 0.0217 0.05 Q V . . . .

6.683 0.0218 0.05 Q V . . . .

6.700 0.0219 0.05 Q V . . . .

6.717 0.0219 0.05 Q V . . . .

6.733 0.0220 0.05 Q V . . . .

6.750 0.0221 0.05 Q V . . . .

6.767 0.0221 0.05 Q V . . . .

6.783 0.0222 0.05 Q V . . . .

6.800 0.0223 0.05 Q V . . . .

6.817 0.0223 0.05 Q V . . . .

6.833 0.0224 0.05 Q V . . . .

6.850 0.0224 0.05 Q V . . . .

6.867 0.0225 0.05 Q V . . . .

6.883 0.0226 0.05 Q V . . . .

6.900 0.0226 0.05 Q V . . . .

6.917 0.0227 0.05 Q V . . . .

6.933 0.0228 0.05 Q V . . . .

6.950 0.0228 0.05 Q V . . . .

6.967 0.0229 0.05 Q V . . . .

6.983 0.0230 0.05 Q V . . . .

7.000 0.0230 0.05 Q V . . . .

7.017 0.0231 0.05 Q V . . . .

7.033 0.0232 0.05 Q V . . . .

7.050 0.0232 0.05 Q V . . . .

7.067 0.0233 0.05 Q V . . . .

7.083 0.0234 0.05 Q V . . . .

7.100 0.0234 0.05 Q V . . . .

7.117 0.0235 0.05 Q V . . . .

7.133 0.0236 0.05 Q V . . . .

7.150 0.0236 0.05 Q V . . . .

7.167 0.0237 0.05 Q V . . . .

7.183 0.0238 0.05 Q V . . . .

7.200 0.0239 0.05 Q V . . . .

7.217 0.0239 0.05 Q V . . . .

7.233 0.0240 0.05 Q V . . . .

7.250 0.0241 0.05 Q V . . . .

7.267 0.0241 0.05 Q V . . . .

7.283 0.0242 0.05 Q V . . . .

7.300 0.0243 0.05 Q V . . . .

7.317 0.0243 0.05 Q V . . . .

7.333 0.0244 0.05 Q V . . . .

7.350 0.0245 0.05 Q V . . . .

7.367 0.0245 0.05 Q V . . . .

7.383 0.0246 0.05 Q V . . . .

7.400 0.0247 0.05 Q V . . . .

7.417 0.0247 0.05 Q V . . . .

7.433 0.0248 0.05 Q V . . . .

7.450 0.0249 0.05 Q V . . . .

7.467 0.0249 0.05 Q V . . . .

7.483 0.0250 0.05 Q V . . . .

7.500 0.0251 0.05 Q V . . . .

7.517 0.0252 0.05 Q V . . . .

7.533 0.0252 0.05 Q V . . . .

7.550 0.0253 0.05 Q V . . . .

7.567 0.0254 0.05 Q V . . . .

7.583 0.0254 0.05 Q V . . . .

7.600 0.0255 0.05 Q V . . . .

7.617 0.0256 0.05 Q V . . . .

7.633 0.0256 0.05 Q V . . . .

7.650 0.0257 0.05 Q V . . . .

7.667 0.0258 0.05 Q V . . . .

7.683 0.0258 0.05 Q V . . . .

7.700 0.0259 0.05 Q V . . . .

7.717 0.0260 0.05 Q V . . . .

7.733 0.0261 0.05 Q V . . . .

7.750 0.0261 0.05 Q V . . . .

7.767 0.0262 0.05 Q V . . . .

7.783 0.0263 0.05 Q V . . . .

7.800 0.0263 0.05 Q V . . . .

7.817 0.0264 0.05 Q V . . . .

7.833 0.0265 0.05 Q V . . . .

7.850 0.0266 0.05 Q V . . . .

7.867 0.0266 0.05 Q V . . . .

7.883 0.0267 0.05 Q V . . . .

7.900 0.0268 0.05 Q V . . . .

7.917 0.0268 0.05 Q V . . . .

7.933 0.0269 0.05 Q V . . . .

7.950 0.0270 0.05 Q V . . . .

7.967 0.0271 0.05 Q V . . . .

7.983 0.0271 0.05 Q V . . . .

8.000 0.0272 0.05 Q V . . . .

8.017 0.0273 0.05 Q V . . . .

8.033 0.0273 0.05 Q V . . . .

8.050 0.0274 0.05 Q V . . . .

8.067 0.0275 0.05 Q V . . . .

8.083 0.0276 0.05 Q V . . . .

8.100 0.0276 0.05 Q V . . . .

8.117 0.0277 0.05 Q V . . . .

8.133 0.0278 0.05 Q V . . . .

8.150 0.0278 0.05 Q V . . . .

8.167 0.0279 0.05 Q V . . . .

8.183 0.0280 0.05 Q V . . . .

8.200 0.0281 0.05 Q V . . . .

8.217 0.0281 0.05 Q V . . . .

8.233 0.0282 0.05 Q V . . . .

8.250 0.0283 0.05 Q V . . . .

8.267 0.0284 0.05 Q V . . . .

8.283 0.0284 0.05 Q V . . . .

8.300 0.0285 0.05 Q V . . . .

8.317 0.0286 0.05 Q V . . . .

8.333 0.0287 0.05 Q V . . . .

8.350 0.0287 0.05 Q V . . . .

8.367 0.0288 0.05 Q V . . . .

8.383 0.0289 0.05 Q V . . . .

8.400 0.0289 0.05 Q V . . . .

8.417 0.0290 0.05 Q V . . . .

8.433 0.0291 0.05 Q V . . . .

8.450 0.0292 0.05 Q V . . . .

8.467 0.0292 0.05 Q V . . . .

8.483 0.0293 0.05 Q V . . . .

8.500 0.0294 0.05 Q V . . . .

8.517 0.0295 0.05 Q V . . . .

8.533 0.0295 0.05 Q V . . . .

8.550 0.0296 0.05 Q V . . . .

8.567 0.0297 0.05 Q V . . . .

8.583 0.0298 0.05 Q V . . . .

8.600 0.0298 0.05 Q V . . . .

8.617 0.0299 0.05 Q V . . . .

8.633 0.0300 0.05 Q V . . . .

8.650 0.0301 0.05 Q V . . . .

8.667 0.0301 0.05 Q V . . . .

8.683 0.0302 0.05 Q V . . . .

8.700 0.0303 0.06 Q V . . . .

8.717 0.0304 0.06 Q V . . . .

8.733 0.0304 0.06 Q V . . . .

8.750 0.0305 0.06 Q V . . . .

8.767 0.0306 0.06 Q V . . . .

8.783 0.0307 0.06 Q V . . . .

8.800 0.0308 0.06 Q V . . . .

8.817 0.0308 0.06 Q V . . . .

8.833 0.0309 0.06 Q V . . . .

8.850 0.0310 0.06 Q V . . . .

8.867 0.0311 0.06 Q V . . . .

8.883 0.0311 0.06 Q V . . . .

8.900 0.0312 0.06 Q V . . . .

8.917 0.0313 0.06 Q V . . . .

8.933 0.0314 0.06 Q V . . . .

8.950 0.0314 0.06 Q V . . . .

8.967 0.0315 0.06 Q V . . . .

8.983 0.0316 0.06 Q V . . . .

9.000 0.0317 0.06 Q V . . . .

9.017 0.0318 0.06 Q V . . . .

9.033 0.0318 0.06 Q V . . . .

9.050 0.0319 0.06 Q V . . . .

9.067 0.0320 0.06 Q V . . . .

9.083 0.0321 0.06 Q V . . . .

9.100 0.0322 0.06 Q V . . . .

9.117 0.0322 0.06 Q V . . . .

9.133 0.0323 0.06 Q V . . . .

9.150 0.0324 0.06 Q V . . . .

9.167 0.0325 0.06 Q V . . . .

9.183 0.0325 0.06 Q V . . . .

9.200 0.0326 0.06 Q V . . . .

9.217 0.0327 0.06 Q V . . . .

9.233 0.0328 0.06 Q V . . . .

9.250 0.0329 0.06 Q V . . . .

9.267 0.0329 0.06 Q V . . . .

9.283 0.0330 0.06 Q V . . . .

9.300 0.0331 0.06 Q V . . . .

9.317 0.0332 0.06 Q V . . . .

9.333 0.0333 0.06 Q V . . . .

9.350 0.0333 0.06 Q V . . . .

9.367 0.0334 0.06 Q V . . . .

9.383 0.0335 0.06 Q V . . . .

9.400 0.0336 0.06 Q V . . . .

9.417 0.0337 0.06 Q V . . . .

9.433 0.0338 0.06 Q V . . . .

9.450 0.0338 0.06 Q V . . . .

9.467 0.0339 0.06 Q V . . . .

9.483 0.0340 0.06 Q V . . . .

9.500 0.0341 0.06 Q V . . . .

9.517 0.0342 0.06 Q V . . . .

9.533 0.0342 0.06 Q V . . . .

9.550 0.0343 0.06 Q V . . . .

9.567 0.0344 0.06 Q V . . . .

9.583 0.0345 0.06 Q V . . . .

9.600 0.0346 0.06 Q V . . . .

9.617 0.0347 0.06 Q V . . . .

9.633 0.0347 0.06 Q V . . . .

9.650 0.0348 0.06 Q V . . . .

9.667 0.0349 0.06 Q V . . . .

9.683 0.0350 0.06 Q V . . . .

9.700 0.0351 0.06 Q V . . . .

9.717 0.0351 0.06 Q V . . . .

9.733 0.0352 0.06 Q V . . . .

9.750 0.0353 0.06 Q V . . . .

9.767 0.0354 0.06 Q V . . . .

9.783 0.0355 0.06 Q V . . . .

9.800 0.0356 0.06 Q V . . . .

9.817 0.0357 0.06 Q V . . . .

9.833 0.0357 0.06 Q V . . . .

9.850 0.0358 0.06 Q V . . . .

9.867 0.0359 0.06 Q V . . . .

9.883 0.0360 0.06 Q V . . . .

9.900 0.0361 0.06 Q V . . . .

9.917 0.0362 0.06 Q V . . . .

9.933 0.0362 0.06 Q V . . . .

9.950 0.0363 0.06 Q V . . . .

9.967 0.0364 0.06 Q V . . . .

9.983 0.0365 0.06 Q V . . . .

10.000 0.0366 0.06 Q V . . . .

10.017 0.0367 0.06 Q V . . . .

10.033 0.0368 0.06 Q V . . . .

10.050 0.0368 0.06 Q V . . . .

10.067 0.0369 0.06 Q V . . . .

10.083 0.0370 0.06 Q V . . . .

10.100 0.0371 0.06 Q V . . . .

10.117 0.0372 0.06 Q V . . . .

10.133 0.0373 0.06 Q V . . . .

10.150 0.0374 0.06 Q V . . . .

10.167 0.0375 0.06 Q V . . . .

10.183 0.0375 0.06 Q V . . . .

10.200 0.0376 0.06 Q V . . . .

10.217 0.0377 0.06 Q V . . . .

10.233 0.0378 0.06 Q V . . . .

10.250 0.0379 0.06 Q V . . . .

10.267 0.0380 0.06 Q V . . . .

10.283 0.0381 0.06 Q V . . . .

10.300 0.0382 0.06 Q V . . . .

10.317 0.0382 0.06 Q V . . . .

10.333 0.0383 0.06 Q V . . . .

10.350 0.0384 0.06 Q V . . . .

10.367 0.0385 0.06 Q V . . . .

10.383 0.0386 0.06 Q V . . . .

10.400 0.0387 0.06 Q V . . . .

10.417 0.0388 0.07 Q V . . . .

10.433 0.0389 0.07 Q V . . . .

10.450 0.0390 0.07 Q V . . . .

10.467 0.0390 0.07 Q V . . . .

10.483 0.0391 0.07 Q V . . . .

10.500 0.0392 0.07 Q V . . . .

10.517 0.0393 0.07 Q V . . . .

10.533 0.0394 0.07 Q V . . . .

10.550 0.0395 0.07 Q V . . . .

10.567 0.0396 0.07 Q V . . . .

10.583 0.0397 0.07 Q V . . . .

10.600 0.0398 0.07 Q V . . . .

10.617 0.0399 0.07 Q V . . . .

10.633 0.0400 0.07 Q V . . . .

10.650 0.0401 0.07 Q V . . . .

10.667 0.0401 0.07 Q V . . . .

10.683 0.0402 0.07 Q V . . . .

10.700 0.0403 0.07 Q V . . . .

10.717 0.0404 0.07 Q V . . . .

10.733 0.0405 0.07 Q V . . . .

10.750 0.0406 0.07 Q V . . . .

10.767 0.0407 0.07 Q V . . . .

10.783 0.0408 0.07 Q V . . . .

10.800 0.0409 0.07 Q V . . . .

10.817 0.0410 0.07 Q V . . . .

10.833 0.0411 0.07 Q V . . . .

10.850 0.0412 0.07 Q V . . . .

10.867 0.0413 0.07 Q V . . . .

10.883 0.0414 0.07 Q V . . . .

10.900 0.0415 0.07 Q V . . . .

10.917 0.0415 0.07 Q V . . . .

10.933 0.0416 0.07 Q V . . . .

10.950 0.0417 0.07 Q V . . . .

10.967 0.0418 0.07 Q V . . . .

10.983 0.0419 0.07 Q V . . . .

11.000 0.0420 0.07 Q V . . . .

11.017 0.0421 0.07 Q V . . . .

11.033 0.0422 0.07 Q V . . . .

11.050 0.0423 0.07 Q V . . . .

11.067 0.0424 0.07 Q V . . . .

11.083 0.0425 0.07 Q V . . . .

11.100 0.0426 0.07 Q V . . . .

11.117 0.0427 0.07 Q V . . . .

11.133 0.0428 0.07 Q V . . . .

11.150 0.0429 0.07 Q V . . . .

11.167 0.0430 0.07 Q V . . . .

11.183 0.0431 0.07 Q V . . . .

11.200 0.0432 0.07 Q V . . . .

11.217 0.0433 0.07 Q V . . . .

11.233 0.0434 0.07 Q V . . . .

11.250 0.0435 0.07 Q V . . . .

11.267 0.0436 0.07 Q V . . . .

11.283 0.0437 0.07 Q V . . . .

11.300 0.0438 0.07 Q V . . . .

11.317 0.0439 0.07 Q V . . . .

11.333 0.0440 0.07 Q V . . . .

11.350 0.0441 0.07 Q V . . . .

11.367 0.0442 0.07 Q V . . . .

11.383 0.0443 0.07 Q V . . . .

11.400 0.0444 0.07 Q V . . . .

11.417 0.0445 0.07 Q V . . . .

11.433 0.0446 0.07 Q V . . . .

11.450 0.0447 0.07 Q V . . . .

11.467 0.0448 0.07 Q V . . . .

11.483 0.0449 0.07 Q V . . . .

11.500 0.0450 0.07 Q V . . . .

11.517 0.0451 0.07 Q V . . . .

11.533 0.0452 0.07 Q V . . . .

11.550 0.0453 0.07 Q V . . . .

11.567 0.0454 0.08 Q V . . . .

11.583 0.0455 0.08 Q V . . . .

11.600 0.0456 0.08 Q V . . . .

11.617 0.0457 0.08 Q V . . . .

11.633 0.0458 0.08 Q V . . . .

11.650 0.0459 0.08 Q V . . . .

11.667 0.0460 0.08 Q V . . . .

11.683 0.0461 0.08 Q V . . . .

11.700 0.0462 0.08 Q V . . . .

11.717 0.0464 0.08 Q V . . . .

11.733 0.0465 0.08 Q V . . . .

11.750 0.0466 0.08 Q V . . . .

11.767 0.0467 0.08 Q V . . . .

11.783 0.0468 0.08 Q V . . . .

11.800 0.0469 0.08 Q V. . . .

11.817 0.0470 0.08 Q V. . . .

11.833 0.0471 0.08 Q V. . . .

11.850 0.0472 0.08 Q V. . . .

11.867 0.0473 0.08 Q V. . . .

11.883 0.0474 0.08 Q V. . . .

11.900 0.0475 0.08 Q V. . . .

11.917 0.0476 0.08 Q V. . . .

11.933 0.0477 0.08 Q V. . . .

11.950 0.0479 0.08 Q V. . . .

11.967 0.0480 0.08 Q V. . . .

11.983 0.0481 0.08 Q V. . . .

12.000 0.0482 0.08 Q V. . . .

12.017 0.0483 0.08 Q V. . . .

12.033 0.0484 0.09 Q V. . . .

12.050 0.0485 0.09 Q V. . . .

12.067 0.0487 0.09 Q V. . . .

12.083 0.0488 0.10 Q V. . . .

12.100 0.0489 0.10 Q V. . . .

12.117 0.0491 0.10 Q V. . . .

12.133 0.0492 0.10 Q V. . . .

12.150 0.0493 0.10 Q V. . . .

12.167 0.0495 0.10 Q V. . . .

12.183 0.0496 0.10 Q V. . . .

12.200 0.0498 0.10 Q V. . . .

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19.550 0.1921 0.06 Q . . . V .

19.567 0.1922 0.06 Q . . . V .

19.583 0.1923 0.06 Q . . . V .

19.600 0.1923 0.06 Q . . . V .

19.617 0.1924 0.06 Q . . . V .

19.633 0.1925 0.06 Q . . . V .

19.650 0.1926 0.06 Q . . . V .

19.667 0.1927 0.06 Q . . . V .

19.683 0.1927 0.06 Q . . . V .

19.700 0.1928 0.06 Q . . . V .

19.717 0.1929 0.06 Q . . . V .

19.733 0.1930 0.06 Q . . . V .

19.750 0.1930 0.06 Q . . . V .

19.767 0.1931 0.06 Q . . . V .

19.783 0.1932 0.05 Q . . . V .

19.800 0.1933 0.05 Q . . . V .

19.817 0.1933 0.05 Q . . . V .

19.833 0.1934 0.05 Q . . . V .

19.850 0.1935 0.05 Q . . . V .

19.867 0.1936 0.05 Q . . . V .

19.883 0.1936 0.05 Q . . . V .

19.900 0.1937 0.05 Q . . . V .

19.917 0.1938 0.05 Q . . . V .

19.933 0.1939 0.05 Q . . . V .

19.950 0.1939 0.05 Q . . . V .

19.967 0.1940 0.05 Q . . . V .

19.983 0.1941 0.05 Q . . . V .

20.000 0.1942 0.05 Q . . . V .

20.017 0.1942 0.05 Q . . . V .

20.033 0.1943 0.05 Q . . . V .

20.050 0.1944 0.05 Q . . . V .

20.067 0.1944 0.05 Q . . . V .

20.083 0.1945 0.05 Q . . . V .

20.100 0.1946 0.05 Q . . . V .

20.117 0.1947 0.05 Q . . . V .

20.133 0.1947 0.05 Q . . . V .

20.150 0.1948 0.05 Q . . . V .

20.167 0.1949 0.05 Q . . . V .

20.183 0.1949 0.05 Q . . . V .

20.200 0.1950 0.05 Q . . . V .

20.217 0.1951 0.05 Q . . . V .

20.233 0.1952 0.05 Q . . . V .

20.250 0.1952 0.05 Q . . . V .

20.267 0.1953 0.05 Q . . . V .

20.283 0.1954 0.05 Q . . . V .

20.300 0.1954 0.05 Q . . . V .

20.317 0.1955 0.05 Q . . . V .

20.333 0.1956 0.05 Q . . . V .

20.350 0.1956 0.05 Q . . . V .

20.367 0.1957 0.05 Q . . . V .

20.383 0.1958 0.05 Q . . . V .

20.400 0.1959 0.05 Q . . . V .

20.417 0.1959 0.05 Q . . . V .

20.433 0.1960 0.05 Q . . . V .

20.450 0.1961 0.05 Q . . . V .

20.467 0.1961 0.05 Q . . . V .

20.483 0.1962 0.05 Q . . . V .

20.500 0.1963 0.05 Q . . . V .

20.517 0.1963 0.05 Q . . . V .

20.533 0.1964 0.05 Q . . . V .

20.550 0.1965 0.05 Q . . . V .

20.567 0.1965 0.05 Q . . . V .

20.583 0.1966 0.05 Q . . . V .

20.600 0.1967 0.05 Q . . . V .

20.617 0.1967 0.05 Q . . . V .

20.633 0.1968 0.05 Q . . . V .

20.650 0.1969 0.05 Q . . . V .

20.667 0.1969 0.05 Q . . . V .

20.683 0.1970 0.05 Q . . . V .

20.700 0.1971 0.05 Q . . . V .

20.717 0.1971 0.05 Q . . . V .

20.733 0.1972 0.05 Q . . . V .

20.750 0.1973 0.05 Q . . . V .

20.767 0.1973 0.05 Q . . . V .

20.783 0.1974 0.05 Q . . . V .

20.800 0.1975 0.05 Q . . . V .

20.817 0.1975 0.05 Q . . . V .

20.833 0.1976 0.05 Q . . . V .

20.850 0.1977 0.05 Q . . . V .

20.867 0.1977 0.05 Q . . . V .

20.883 0.1978 0.05 Q . . . V .

20.900 0.1978 0.05 Q . . . V .

20.917 0.1979 0.05 Q . . . V .

20.933 0.1980 0.05 Q . . . V .

20.950 0.1980 0.05 Q . . . V .

20.967 0.1981 0.05 Q . . . V .

20.983 0.1982 0.05 Q . . . V .

21.000 0.1982 0.05 Q . . . V .

21.017 0.1983 0.05 Q . . . V .

21.033 0.1984 0.05 Q . . . V .

21.050 0.1984 0.05 Q . . . V .

21.067 0.1985 0.05 Q . . . V .

21.083 0.1985 0.05 Q . . . V .

21.100 0.1986 0.05 Q . . . V .

21.117 0.1987 0.05 Q . . . V .

21.133 0.1987 0.05 Q . . . V .

21.150 0.1988 0.05 Q . . . V .

21.167 0.1989 0.05 Q . . . V .

21.183 0.1989 0.04 Q . . . V .

21.200 0.1990 0.04 Q . . . V .

21.217 0.1990 0.04 Q . . . V .

21.233 0.1991 0.04 Q . . . V .

21.250 0.1992 0.04 Q . . . V .

21.267 0.1992 0.04 Q . . . V .

21.283 0.1993 0.04 Q . . . V .

21.300 0.1993 0.04 Q . . . V .

21.317 0.1994 0.04 Q . . . V .

21.333 0.1995 0.04 Q . . . V .

21.350 0.1995 0.04 Q . . . V .

21.367 0.1996 0.04 Q . . . V .

21.383 0.1996 0.04 Q . . . V .

21.400 0.1997 0.04 Q . . . V .

21.417 0.1998 0.04 Q . . . V .

21.433 0.1998 0.04 Q . . . V .

21.450 0.1999 0.04 Q . . . V .

21.467 0.2000 0.04 Q . . . V .

21.483 0.2000 0.04 Q . . . V .

21.500 0.2001 0.04 Q . . . V .

21.517 0.2001 0.04 Q . . . V .

21.533 0.2002 0.04 Q . . . V .

21.550 0.2002 0.04 Q . . . V .

21.567 0.2003 0.04 Q . . . V .

21.583 0.2004 0.04 Q . . . V .

21.600 0.2004 0.04 Q . . . V .

21.617 0.2005 0.04 Q . . . V .

21.633 0.2005 0.04 Q . . . V .

21.650 0.2006 0.04 Q . . . V .

21.667 0.2007 0.04 Q . . . V .

21.683 0.2007 0.04 Q . . . V .

21.700 0.2008 0.04 Q . . . V .

21.717 0.2008 0.04 Q . . . V .

21.733 0.2009 0.04 Q . . . V .

21.750 0.2010 0.04 Q . . . V .

21.767 0.2010 0.04 Q . . . V .

21.783 0.2011 0.04 Q . . . V .

21.800 0.2011 0.04 Q . . . V .

21.817 0.2012 0.04 Q . . . V .

21.833 0.2012 0.04 Q . . . V .

21.850 0.2013 0.04 Q . . . V .

21.867 0.2014 0.04 Q . . . V .

21.883 0.2014 0.04 Q . . . V .

21.900 0.2015 0.04 Q . . . V .

21.917 0.2015 0.04 Q . . . V .

21.933 0.2016 0.04 Q . . . V .

21.950 0.2016 0.04 Q . . . V .

21.967 0.2017 0.04 Q . . . V .

21.983 0.2018 0.04 Q . . . V .

22.000 0.2018 0.04 Q . . . V .

22.017 0.2019 0.04 Q . . . V .

22.033 0.2019 0.04 Q . . . V .

22.050 0.2020 0.04 Q . . . V .

22.067 0.2020 0.04 Q . . . V .

22.083 0.2021 0.04 Q . . . V .

22.100 0.2021 0.04 Q . . . V .

22.117 0.2022 0.04 Q . . . V .

22.133 0.2023 0.04 Q . . . V .

22.150 0.2023 0.04 Q . . . V .

22.167 0.2024 0.04 Q . . . V .

22.183 0.2024 0.04 Q . . . V .

22.200 0.2025 0.04 Q . . . V .

22.217 0.2025 0.04 Q . . . V .

22.233 0.2026 0.04 Q . . . V .

22.250 0.2026 0.04 Q . . . V .

22.267 0.2027 0.04 Q . . . V .

22.283 0.2028 0.04 Q . . . V .

22.300 0.2028 0.04 Q . . . V .

22.317 0.2029 0.04 Q . . . V .

22.333 0.2029 0.04 Q . . . V.

22.350 0.2030 0.04 Q . . . V.

22.367 0.2030 0.04 Q . . . V.

22.383 0.2031 0.04 Q . . . V.

22.400 0.2031 0.04 Q . . . V.

22.417 0.2032 0.04 Q . . . V.

22.433 0.2032 0.04 Q . . . V.

22.450 0.2033 0.04 Q . . . V.

22.467 0.2034 0.04 Q . . . V.

22.483 0.2034 0.04 Q . . . V.

22.500 0.2035 0.04 Q . . . V.

22.517 0.2035 0.04 Q . . . V.

22.533 0.2036 0.04 Q . . . V.

22.550 0.2036 0.04 Q . . . V.

22.567 0.2037 0.04 Q . . . V.

22.583 0.2037 0.04 Q . . . V.

22.600 0.2038 0.04 Q . . . V.

22.617 0.2038 0.04 Q . . . V.

22.633 0.2039 0.04 Q . . . V.

22.650 0.2039 0.04 Q . . . V.

22.667 0.2040 0.04 Q . . . V.

22.683 0.2040 0.04 Q . . . V.

22.700 0.2041 0.04 Q . . . V.

22.717 0.2041 0.04 Q . . . V.

22.733 0.2042 0.04 Q . . . V.

22.750 0.2043 0.04 Q . . . V.

22.767 0.2043 0.04 Q . . . V.

22.783 0.2044 0.04 Q . . . V.

22.800 0.2044 0.04 Q . . . V.

22.817 0.2045 0.04 Q . . . V.

22.833 0.2045 0.04 Q . . . V.

22.850 0.2046 0.04 Q . . . V.

22.867 0.2046 0.04 Q . . . V.

22.883 0.2047 0.04 Q . . . V.

22.900 0.2047 0.04 Q . . . V.

22.917 0.2048 0.04 Q . . . V.

22.933 0.2048 0.04 Q . . . V.

22.950 0.2049 0.04 Q . . . V.

22.967 0.2049 0.04 Q . . . V.

22.983 0.2050 0.04 Q . . . V.

23.000 0.2050 0.04 Q . . . V.

23.017 0.2051 0.04 Q . . . V.

23.033 0.2051 0.04 Q . . . V.

23.050 0.2052 0.04 Q . . . V.

23.067 0.2052 0.04 Q . . . V.

23.083 0.2053 0.04 Q . . . V.

23.100 0.2053 0.04 Q . . . V.

23.117 0.2054 0.04 Q . . . V.

23.133 0.2054 0.04 Q . . . V.

23.150 0.2055 0.04 Q . . . V.

23.167 0.2055 0.04 Q . . . V.

23.183 0.2056 0.04 Q . . . V.

23.200 0.2056 0.04 Q . . . V.

23.217 0.2057 0.04 Q . . . V.

23.233 0.2057 0.04 Q . . . V.

23.250 0.2058 0.04 Q . . . V.

23.267 0.2058 0.04 Q . . . V.

23.283 0.2059 0.04 Q . . . V.

23.300 0.2059 0.04 Q . . . V.

23.317 0.2060 0.04 Q . . . V.

23.333 0.2060 0.04 Q . . . V.

23.350 0.2061 0.04 Q . . . V.

23.367 0.2061 0.04 Q . . . V.

23.383 0.2062 0.04 Q . . . V.

23.400 0.2062 0.04 Q . . . V.

23.417 0.2063 0.04 Q . . . V.

23.433 0.2063 0.04 Q . . . V.

23.450 0.2064 0.04 Q . . . V.

23.467 0.2064 0.04 Q . . . V.

23.483 0.2065 0.04 Q . . . V.

23.500 0.2065 0.04 Q . . . V.

23.517 0.2066 0.04 Q . . . V.

23.533 0.2066 0.04 Q . . . V.

23.550 0.2067 0.04 Q . . . V.

23.567 0.2067 0.04 Q . . . V.

23.583 0.2068 0.04 Q . . . V.

23.600 0.2068 0.04 Q . . . V.

23.617 0.2069 0.04 Q . . . V.

23.633 0.2069 0.04 Q . . . V.

23.650 0.2070 0.04 Q . . . V.

23.667 0.2070 0.04 Q . . . V.

23.683 0.2071 0.04 Q . . . V.

23.700 0.2071 0.04 Q . . . V.

23.717 0.2072 0.03 Q . . . V.

23.733 0.2072 0.03 Q . . . V.

23.750 0.2073 0.03 Q . . . V.

23.767 0.2073 0.03 Q . . . V.

23.783 0.2074 0.03 Q . . . V.

23.800 0.2074 0.03 Q . . . V.

23.817 0.2075 0.03 Q . . . V.

23.833 0.2075 0.03 Q . . . V.

23.850 0.2075 0.03 Q . . . V.

23.867 0.2076 0.03 Q . . . V.

23.883 0.2076 0.03 Q . . . V.

23.900 0.2077 0.03 Q . . . V.

23.917 0.2077 0.03 Q . . . V.

23.933 0.2078 0.03 Q . . . V.

23.950 0.2078 0.03 Q . . . V.

23.967 0.2079 0.03 Q . . . V.

23.983 0.2079 0.03 Q . . . V.

24.000 0.2080 0.03 Q . . . V.

24.017 0.2080 0.03 Q . . . V.

24.033 0.2080 0.02 Q . . . V.

24.050 0.2081 0.02 Q . . . V.

24.067 0.2081 0.01 Q . . . V.

24.083 0.2081 0.00 Q . . . V
------------------------------------------------------------------------------ --
TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE:
(Note: 100% of Peak Flow Rate estimate assumed to have
an instantaneous time duration)
Percentile of Estimated Duration
Peak Flow Rate (minutes)
======================= =========
0% 1445.0
10% 100.0
20% 60.0
30% 45.0
40% 35.0
50% 30.0
60% 25.0
70% 20.0
80% 10.0
90% 10.0
**************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 299.00 IS CODE = 1.2 ---------------------------------------------------------------------------- >>>>>SUBAREA RUNOFF (SMALL AREA UNIT-HYDROGRAPH ANALYSIS) <<<<< ============================================================================ (SMALL AREA UNIT-HYDROGRAPH ADDED TO STREAM #2)
RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90
TOTAL CATCHMENT AREA(ACRES) = 207.20
SOIL-LOSS RATE, Fm,(INCH/HR) = 0.239
LOW LOSS FRACTION = 0.604
TIME OF CONCENTRATION(MIN.) = 23.24

SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED:

RETURN FREQUENCY(YEARS) = 2
5-MINUTE POINT RAINFALL VALUE(INCHES) = 0.19
30-MINUTE POINT RAINFALL VALUE(INCHES) = 0.40
1-HOUR POINT RAINFALL VALUE(INCHES) = 0.53
3-HOUR POINT RAINFALL VALUE(INCHES) = 0.89
6-HOUR POINT RAINFALL VALUE(INCHES) = 1.22
24-HOUR POINT RAINFALL VALUE(INCHES) = 2.05
---------------------------------------------------------------------------- TOTAL CATCHMENT RUNOFF VOLUME(ACRE-FEET) = 14.45
TOTAL CATCHMENT SOIL-LOSS VOLUME(ACRE-FEET) = 20.95
----------------------------------------------------------------------------

============================================================================ 2 4 - H O U R S T O R M

R U N O F F H Y D R O G R A P H
============================================================================

HYDROGRAPH IN ONE-MINUTE UNIT INTERVALS(CFS)
(Notes: Time indicated is at END of Each Unit Intervals.

Peak 5-minute rainfall intensity is modeled as
a constant value for entire 5-minute period.)
---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 32.2 64.3 96.5 128.6
----------------------------------------------------------------------------

0.017 0.0001 0.04 Q . . . .

0.033 0.0002 0.12 Q . . . .

0.050 0.0005 0.20 Q . . . .

0.067 0.0009 0.27 Q . . . .

0.083 0.0013 0.35 Q . . . .

0.100 0.0019 0.43 Q . . . .

0.117 0.0026 0.51 Q . . . .

0.133 0.0034 0.59 Q . . . .

0.150 0.0044 0.66 Q . . . .

0.167 0.0054 0.74 Q . . . .

0.183 0.0065 0.82 Q . . . .

0.200 0.0077 0.90 Q . . . .

0.217 0.0091 0.98 Q . . . .

0.233 0.0105 1.05 Q . . . .

0.250 0.0121 1.13 Q . . . .

0.267 0.0138 1.21 Q . . . .

0.283 0.0155 1.29 Q . . . .

0.300 0.0174 1.37 Q . . . .

0.317 0.0194 1.44 Q . . . .

0.333 0.0215 1.52 Q . . . .

0.350 0.0237 1.60 Q . . . .

0.367 0.0260 1.68 Q . . . .

0.383 0.0284 1.76 Q . . . .

0.400 0.0310 1.83 Q . . . .

0.417 0.0336 1.91 Q . . . .

0.433 0.0363 1.99 Q . . . .

0.450 0.0392 2.07 Q . . . .

0.467 0.0421 2.15 Q . . . .

0.483 0.0452 2.22 Q . . . .

0.500 0.0484 2.30 Q . . . .

0.517 0.0516 2.37 Q . . . .

0.533 0.0549 2.38 Q . . . .

0.550 0.0582 2.38 Q . . . .

0.567 0.0615 2.38 Q . . . .

0.583 0.0647 2.38 Q . . . .

0.600 0.0680 2.38 Q . . . .

0.617 0.0713 2.39 Q . . . .

0.633 0.0746 2.39 Q . . . .

0.650 0.0779 2.39 Q . . . .

0.667 0.0812 2.39 Q . . . .

0.683 0.0845 2.39 Q . . . .

0.700 0.0878 2.40 Q . . . .

0.717 0.0911 2.40 Q . . . .

0.733 0.0944 2.40 Q . . . .

0.750 0.0977 2.40 Q . . . .

0.767 0.1010 2.40 Q . . . .

0.783 0.1043 2.41 Q . . . .

0.800 0.1077 2.41 Q . . . .

0.817 0.1110 2.41 Q . . . .

0.833 0.1143 2.41 Q . . . .

0.850 0.1176 2.42 Q . . . .

0.867 0.1210 2.42 Q . . . .

0.883 0.1243 2.42 Q . . . .

0.900 0.1276 2.42 Q . . . .

0.917 0.1310 2.42 Q . . . .

0.933 0.1343 2.42 Q . . . .

0.950 0.1376 2.43 Q . . . .

0.967 0.1410 2.43 Q . . . .

0.983 0.1443 2.43 Q . . . .

1.000 0.1477 2.43 Q . . . .

1.017 0.1510 2.43 Q . . . .

1.033 0.1544 2.43 Q . . . .

1.050 0.1577 2.43 Q . . . .

1.067 0.1611 2.43 Q . . . .

1.083 0.1644 2.43 Q . . . .

1.100 0.1678 2.44 Q . . . .

1.117 0.1711 2.44 Q . . . .

1.133 0.1745 2.44 Q . . . .

1.150 0.1779 2.44 Q . . . .

1.167 0.1812 2.44 Q . . . .

1.183 0.1846 2.44 Q . . . .

1.200 0.1879 2.44 Q . . . .

1.217 0.1913 2.44 Q . . . .

1.233 0.1947 2.44 Q . . . .

1.250 0.1980 2.45 Q . . . .

1.267 0.2014 2.45 Q . . . .

1.283 0.2048 2.45 Q . . . .

1.300 0.2082 2.45 Q . . . .

1.317 0.2115 2.45 Q . . . .

1.333 0.2149 2.45 Q . . . .

1.350 0.2183 2.46 Q . . . .

1.367 0.2217 2.46 Q . . . .

1.383 0.2251 2.46 Q . . . .

1.400 0.2285 2.46 Q . . . .

1.417 0.2319 2.47 Q . . . .

1.433 0.2353 2.47 Q . . . .

1.450 0.2387 2.47 Q . . . .

1.467 0.2421 2.47 Q . . . .

1.483 0.2455 2.47 Q . . . .

1.500 0.2489 2.48 Q . . . .

1.517 0.2523 2.48 Q . . . .

1.533 0.2557 2.48 Q . . . .

1.550 0.2591 2.48 Q . . . .

1.567 0.2626 2.49 Q . . . .

1.583 0.2660 2.49 Q . . . .

1.600 0.2694 2.49 Q . . . .

1.617 0.2729 2.49 Q . . . .

1.633 0.2763 2.50 Q . . . .

1.650 0.2797 2.50 Q . . . .

1.667 0.2832 2.50 Q . . . .

1.683 0.2866 2.50 Q . . . .

1.700 0.2901 2.50 Q . . . .

1.717 0.2935 2.50 Q . . . .

1.733 0.2970 2.51 Q . . . .

1.750 0.3004 2.51 Q . . . .

1.767 0.3039 2.51 Q . . . .

1.783 0.3073 2.51 Q . . . .

1.800 0.3108 2.51 Q . . . .

1.817 0.3143 2.51 Q . . . .

1.833 0.3177 2.51 Q . . . .

1.850 0.3212 2.51 Q . . . .

1.867 0.3247 2.52 Q . . . .

1.883 0.3281 2.52 Q . . . .

1.900 0.3316 2.52 Q . . . .

1.917 0.3351 2.52 Q . . . .

1.933 0.3385 2.52 Q . . . .

1.950 0.3420 2.52 Q . . . .

1.967 0.3455 2.52 Q . . . .

1.983 0.3490 2.52 Q . . . .

2.000 0.3524 2.53 Q . . . .

2.017 0.3559 2.53 Q . . . .

2.033 0.3594 2.53 Q . . . .

2.050 0.3629 2.53 QV . . . .

2.067 0.3664 2.53 QV . . . .

2.083 0.3699 2.53 QV . . . .

2.100 0.3733 2.54 QV . . . .

2.117 0.3768 2.54 QV . . . .

2.133 0.3803 2.54 QV . . . .

2.150 0.3838 2.54 QV . . . .

2.167 0.3873 2.55 QV . . . .

2.183 0.3909 2.55 QV . . . .

2.200 0.3944 2.55 QV . . . .

2.217 0.3979 2.55 QV . . . .

2.233 0.4014 2.56 QV . . . .

2.250 0.4049 2.56 QV . . . .

2.267 0.4085 2.56 QV . . . .

2.283 0.4120 2.56 QV . . . .

2.300 0.4155 2.57 QV . . . .

2.317 0.4191 2.57 QV . . . .

2.333 0.4226 2.57 QV . . . .

2.350 0.4261 2.57 QV . . . .

2.367 0.4297 2.58 QV . . . .

2.383 0.4332 2.58 QV . . . .

2.400 0.4368 2.58 QV . . . .

2.417 0.4404 2.58 QV . . . .

2.433 0.4439 2.59 QV . . . .

2.450 0.4475 2.59 QV . . . .

2.467 0.4511 2.59 QV . . . .

2.483 0.4546 2.59 QV . . . .

2.500 0.4582 2.59 QV . . . .

2.517 0.4618 2.59 QV . . . .

2.533 0.4653 2.60 QV . . . .

2.550 0.4689 2.60 QV . . . .

2.567 0.4725 2.60 QV . . . .

2.583 0.4761 2.60 QV . . . .

2.600 0.4797 2.60 QV . . . .

2.617 0.4832 2.60 QV . . . .

2.633 0.4868 2.60 QV . . . .

2.650 0.4904 2.60 QV . . . .

2.667 0.4940 2.61 QV . . . .

2.683 0.4976 2.61 QV . . . .

2.700 0.5012 2.61 QV . . . .

2.717 0.5048 2.61 QV . . . .

2.733 0.5084 2.61 QV . . . .

2.750 0.5120 2.61 QV . . . .

2.767 0.5156 2.61 QV . . . .

2.783 0.5192 2.61 QV . . . .

2.800 0.5228 2.62 QV . . . .

2.817 0.5264 2.62 QV . . . .

2.833 0.5300 2.62 QV . . . .

2.850 0.5336 2.62 QV . . . .

2.867 0.5372 2.62 QV . . . .

2.883 0.5408 2.63 QV . . . .

2.900 0.5445 2.63 QV . . . .

2.917 0.5481 2.63 QV . . . .

2.933 0.5517 2.64 QV . . . .

2.950 0.5553 2.64 QV . . . .

2.967 0.5590 2.64 QV . . . .

2.983 0.5626 2.64 QV . . . .

3.000 0.5663 2.65 QV . . . .

3.017 0.5699 2.65 QV . . . .

3.033 0.5736 2.65 QV . . . .

3.050 0.5772 2.65 QV . . . .

3.067 0.5809 2.66 QV . . . .

3.083 0.5846 2.66 QV . . . .

3.100 0.5882 2.66 QV . . . .

3.117 0.5919 2.67 QV . . . .

3.133 0.5956 2.67 QV . . . .

3.150 0.5992 2.67 QV . . . .

3.167 0.6029 2.67 QV . . . .

3.183 0.6066 2.68 QV . . . .

3.200 0.6103 2.68 QV . . . .

3.217 0.6140 2.68 QV . . . .

3.233 0.6177 2.68 QV . . . .

3.250 0.6214 2.69 QV . . . .

3.267 0.6251 2.69 QV . . . .

3.283 0.6288 2.69 QV . . . .

3.300 0.6325 2.69 QV . . . .

3.317 0.6362 2.69 QV . . . .

3.333 0.6399 2.69 QV . . . .

3.350 0.6436 2.69 QV . . . .

3.367 0.6474 2.70 QV . . . .

3.383 0.6511 2.70 QV . . . .

3.400 0.6548 2.70 QV . . . .

3.417 0.6585 2.70 QV . . . .

3.433 0.6622 2.70 QV . . . .

3.450 0.6659 2.70 QV . . . .

3.467 0.6697 2.70 QV . . . .

3.483 0.6734 2.71 QV . . . .

3.500 0.6771 2.71 QV . . . .

3.517 0.6809 2.71 QV . . . .

3.533 0.6846 2.71 QV . . . .

3.550 0.6883 2.71 QV . . . .

3.567 0.6921 2.71 QV . . . .

3.583 0.6958 2.71 QV . . . .

3.600 0.6996 2.72 QV . . . .

3.617 0.7033 2.72 QV . . . .

3.633 0.7070 2.72 QV . . . .

3.650 0.7108 2.72 QV . . . .

3.667 0.7146 2.73 QV . . . .

3.683 0.7183 2.73 QV . . . .

3.700 0.7221 2.73 QV . . . .

3.717 0.7258 2.74 Q V . . . .

3.733 0.7296 2.74 Q V . . . .

3.750 0.7334 2.74 Q V . . . .

3.767 0.7372 2.75 Q V . . . .

3.783 0.7410 2.75 Q V . . . .

3.800 0.7448 2.75 Q V . . . .

3.817 0.7486 2.75 Q V . . . .

3.833 0.7524 2.76 Q V . . . .

3.850 0.7562 2.76 Q V . . . .

3.867 0.7600 2.76 Q V . . . .

3.883 0.7638 2.77 Q V . . . .

3.900 0.7676 2.77 Q V . . . .

3.917 0.7714 2.77 Q V . . . .

3.933 0.7752 2.78 Q V . . . .

3.950 0.7791 2.78 Q V . . . .

3.967 0.7829 2.78 Q V . . . .

3.983 0.7867 2.79 Q V . . . .

4.000 0.7906 2.79 Q V . . . .

4.017 0.7944 2.79 Q V . . . .

4.033 0.7983 2.79 Q V . . . .

4.050 0.8021 2.79 Q V . . . .

4.067 0.8060 2.80 Q V . . . .

4.083 0.8098 2.80 Q V . . . .

4.100 0.8137 2.80 Q V . . . .

4.117 0.8175 2.80 Q V . . . .

4.133 0.8214 2.80 Q V . . . .

4.150 0.8252 2.80 Q V . . . .

4.167 0.8291 2.80 Q V . . . .

4.183 0.8330 2.81 Q V . . . .

4.200 0.8368 2.81 Q V . . . .

4.217 0.8407 2.81 Q V . . . .

4.233 0.8446 2.81 Q V . . . .

4.250 0.8485 2.81 Q V . . . .

4.267 0.8523 2.81 Q V . . . .

4.283 0.8562 2.82 Q V . . . .

4.300 0.8601 2.82 Q V . . . .

4.317 0.8640 2.82 Q V . . . .

4.333 0.8679 2.82 Q V . . . .

4.350 0.8717 2.82 Q V . . . .

4.367 0.8756 2.82 Q V . . . .

4.383 0.8795 2.83 Q V . . . .

4.400 0.8834 2.83 Q V . . . .

4.417 0.8873 2.83 Q V . . . .

4.433 0.8912 2.84 Q V . . . .

4.450 0.8951 2.84 Q V . . . .

4.467 0.8991 2.84 Q V . . . .

4.483 0.9030 2.85 Q V . . . .

4.500 0.9069 2.85 Q V . . . .

4.517 0.9108 2.85 Q V . . . .

4.533 0.9148 2.86 Q V . . . .

4.550 0.9187 2.86 Q V . . . .

4.567 0.9226 2.86 Q V . . . .

4.583 0.9266 2.87 Q V . . . .

4.600 0.9305 2.87 Q V . . . .

4.617 0.9345 2.87 Q V . . . .

4.633 0.9385 2.88 Q V . . . .

4.650 0.9424 2.88 Q V . . . .

4.667 0.9464 2.88 Q V . . . .

4.683 0.9504 2.89 Q V . . . .

4.700 0.9543 2.89 Q V . . . .

4.717 0.9583 2.89 Q V . . . .

4.733 0.9623 2.90 Q V . . . .

4.750 0.9663 2.90 Q V . . . .

4.767 0.9703 2.90 Q V . . . .

4.783 0.9743 2.91 Q V . . . .

4.800 0.9783 2.91 Q V . . . .

4.817 0.9823 2.91 Q V . . . .

4.833 0.9863 2.91 Q V . . . .

4.850 0.9904 2.91 Q V . . . .

4.867 0.9944 2.91 Q V . . . .

4.883 0.9984 2.92 Q V . . . .

4.900 1.0024 2.92 Q V . . . .

4.917 1.0064 2.92 Q V . . . .

4.933 1.0104 2.92 Q V . . . .

4.950 1.0145 2.92 Q V . . . .

4.967 1.0185 2.93 Q V . . . .

4.983 1.0225 2.93 Q V . . . .

5.000 1.0266 2.93 Q V . . . .

5.017 1.0306 2.93 Q V . . . .

5.033 1.0346 2.93 Q V . . . .

5.050 1.0387 2.93 Q V . . . .

5.067 1.0427 2.94 Q V . . . .

5.083 1.0468 2.94 Q V . . . .

5.100 1.0508 2.94 Q V . . . .

5.117 1.0549 2.94 Q V . . . .

5.133 1.0589 2.94 Q V . . . .

5.150 1.0630 2.95 Q V . . . .

5.167 1.0671 2.95 Q V . . . .

5.183 1.0711 2.95 Q V . . . .

5.200 1.0752 2.95 Q V . . . .

5.217 1.0793 2.96 Q V . . . .

5.233 1.0833 2.96 Q V . . . .

5.250 1.0874 2.97 Q V . . . .

5.267 1.0915 2.97 Q V . . . .

5.283 1.0956 2.97 Q V . . . .

5.300 1.0997 2.98 Q V . . . .

5.317 1.1038 2.98 Q V . . . .

5.333 1.1079 2.99 Q V . . . .

5.350 1.1121 2.99 Q V . . . .

5.367 1.1162 2.99 Q V . . . .

5.383 1.1203 3.00 Q V . . . .

5.400 1.1244 3.00 Q V . . . .

5.417 1.1286 3.00 Q V . . . .

5.433 1.1327 3.01 Q V . . . .

5.450 1.1369 3.01 Q V . . . .

5.467 1.1410 3.02 Q V . . . .

5.483 1.1452 3.02 Q V . . . .

5.500 1.1493 3.02 Q V . . . .

5.517 1.1535 3.03 Q V . . . .

5.533 1.1577 3.03 Q V . . . .

5.550 1.1619 3.03 Q V . . . .

5.567 1.1660 3.04 Q V . . . .

5.583 1.1702 3.04 Q V . . . .

5.600 1.1744 3.04 Q V . . . .

5.617 1.1786 3.04 Q V . . . .

5.633 1.1828 3.04 Q V . . . .

5.650 1.1870 3.05 Q V . . . .

5.667 1.1912 3.05 Q V . . . .

5.683 1.1954 3.05 Q V . . . .

5.700 1.1996 3.05 Q V . . . .

5.717 1.2038 3.05 Q V . . . .

5.733 1.2080 3.06 Q V . . . .

5.750 1.2122 3.06 Q V . . . .

5.767 1.2165 3.06 Q V . . . .

5.783 1.2207 3.06 Q V . . . .

5.800 1.2249 3.06 Q V . . . .

5.817 1.2291 3.07 Q V . . . .

5.833 1.2333 3.07 Q V . . . .

5.850 1.2376 3.07 Q V . . . .

5.867 1.2418 3.07 Q V . . . .

5.883 1.2460 3.07 Q V . . . .

5.900 1.2503 3.08 Q V . . . .

5.917 1.2545 3.08 Q V . . . .

5.933 1.2588 3.08 Q V . . . .

5.950 1.2630 3.08 Q V . . . .

5.967 1.2673 3.09 Q V . . . .

5.983 1.2715 3.09 Q V . . . .

6.000 1.2758 3.10 Q V . . . .

6.017 1.2801 3.10 Q V . . . .

6.033 1.2843 3.11 Q V . . . .

6.050 1.2886 3.11 Q V . . . .

6.067 1.2929 3.11 Q V . . . .

6.083 1.2972 3.12 Q V . . . .

6.100 1.3015 3.12 Q V . . . .

6.117 1.3058 3.13 Q V . . . .

6.133 1.3101 3.13 Q V . . . .

6.150 1.3144 3.14 Q V . . . .

6.167 1.3188 3.14 Q V . . . .

6.183 1.3231 3.14 Q V . . . .

6.200 1.3274 3.15 Q V . . . .

6.217 1.3318 3.15 Q V . . . .

6.233 1.3361 3.16 Q V . . . .

6.250 1.3405 3.16 Q V . . . .

6.267 1.3448 3.17 Q V . . . .

6.283 1.3492 3.17 Q V . . . .

6.300 1.3536 3.17 Q V . . . .

6.317 1.3580 3.18 Q V . . . .

6.333 1.3623 3.18 Q V . . . .

6.350 1.3667 3.18 Q V . . . .

6.367 1.3711 3.19 Q V . . . .

6.383 1.3755 3.19 Q V . . . .

6.400 1.3799 3.19 Q V . . . .

6.417 1.3843 3.19 Q V . . . .

6.433 1.3887 3.20 Q V . . . .

6.450 1.3931 3.20 Q V . . . .

6.467 1.3975 3.20 Q V . . . .

6.483 1.4019 3.20 Q V . . . .

6.500 1.4063 3.20 Q V . . . .

6.517 1.4108 3.21 Q V . . . .

6.533 1.4152 3.21 Q V . . . .

6.550 1.4196 3.21 Q V . . . .

6.567 1.4240 3.21 Q V . . . .

6.583 1.4285 3.22 Q V . . . .

6.600 1.4329 3.22 .Q V . . . .

6.617 1.4373 3.22 .Q V . . . .

6.633 1.4418 3.22 .Q V . . . .

6.650 1.4462 3.22 .Q V . . . .

6.667 1.4506 3.23 .Q V . . . .

6.683 1.4551 3.23 .Q V . . . .

6.700 1.4595 3.23 .Q V . . . .

6.717 1.4640 3.23 .Q V . . . .

6.733 1.4685 3.24 .Q V . . . .

6.750 1.4729 3.24 .Q V . . . .

6.767 1.4774 3.25 .Q V . . . .

6.783 1.4819 3.25 .Q V . . . .

6.800 1.4864 3.26 .Q V . . . .

6.817 1.4909 3.26 .Q V . . . .

6.833 1.4954 3.27 .Q V . . . .

6.850 1.4999 3.27 .Q V . . . .

6.867 1.5044 3.28 .Q V . . . .

6.883 1.5089 3.28 .Q V . . . .

6.900 1.5134 3.29 .Q V . . . .

6.917 1.5180 3.29 .Q V . . . .

6.933 1.5225 3.30 .Q V . . . .

6.950 1.5271 3.30 .Q V . . . .

6.967 1.5316 3.31 .Q V . . . .

6.983 1.5362 3.31 .Q V . . . .

7.000 1.5408 3.32 .Q V . . . .

7.017 1.5453 3.32 .Q V . . . .

7.033 1.5499 3.33 .Q V . . . .

7.050 1.5545 3.33 .Q V . . . .

7.067 1.5591 3.34 .Q V . . . .

7.083 1.5637 3.34 .Q V . . . .

7.100 1.5683 3.35 .Q V . . . .

7.117 1.5729 3.35 .Q V . . . .

7.133 1.5775 3.35 .Q V . . . .

7.150 1.5822 3.35 .Q V . . . .

7.167 1.5868 3.36 .Q V . . . .

7.183 1.5914 3.36 .Q V . . . .

7.200 1.5960 3.36 .Q V . . . .

7.217 1.6007 3.36 .Q V . . . .

7.233 1.6053 3.37 .Q V . . . .

7.250 1.6100 3.37 .Q V . . . .

7.267 1.6146 3.37 .Q V . . . .

7.283 1.6192 3.37 .Q V . . . .

7.300 1.6239 3.38 .Q V . . . .

7.317 1.6286 3.38 .Q V . . . .

7.333 1.6332 3.38 .Q V . . . .

7.350 1.6379 3.38 .Q V . . . .

7.367 1.6425 3.39 .Q V . . . .

7.383 1.6472 3.39 .Q V . . . .

7.400 1.6519 3.39 .Q V . . . .

7.417 1.6566 3.40 .Q V . . . .

7.433 1.6612 3.40 .Q V . . . .

7.450 1.6659 3.40 .Q V . . . .

7.467 1.6706 3.40 .Q V . . . .

7.483 1.6753 3.41 .Q V . . . .

7.500 1.6800 3.41 .Q V . . . .

7.517 1.6847 3.42 .Q V . . . .

7.533 1.6894 3.42 .Q V . . . .

7.550 1.6941 3.43 .Q V . . . .

7.567 1.6989 3.43 .Q V . . . .

7.583 1.7036 3.44 .Q V . . . .

7.600 1.7084 3.44 .Q V . . . .

7.617 1.7131 3.45 .Q V . . . .

7.633 1.7179 3.46 .Q V . . . .

7.650 1.7226 3.46 .Q V . . . .

7.667 1.7274 3.47 .Q V . . . .

7.683 1.7322 3.47 .Q V . . . .

7.700 1.7370 3.48 .Q V . . . .

7.717 1.7418 3.48 .Q V . . . .

7.733 1.7466 3.49 .Q V . . . .

7.750 1.7514 3.49 .Q V . . . .

7.767 1.7562 3.50 .Q V . . . .

7.783 1.7610 3.51 .Q V . . . .

7.800 1.7659 3.51 .Q V . . . .

7.817 1.7707 3.52 .Q V . . . .

7.833 1.7756 3.52 .Q V . . . .

7.850 1.7804 3.53 .Q V . . . .

7.867 1.7853 3.53 .Q V . . . .

7.883 1.7902 3.54 .Q V . . . .

7.900 1.7951 3.54 .Q V . . . .

7.917 1.7999 3.54 .Q V . . . .

7.933 1.8048 3.55 .Q V . . . .

7.950 1.8097 3.55 .Q V . . . .

7.967 1.8146 3.55 .Q V . . . .

7.983 1.8195 3.56 .Q V . . . .

8.000 1.8244 3.56 .Q V . . . .

8.017 1.8293 3.56 .Q V . . . .

8.033 1.8342 3.56 .Q V . . . .

8.050 1.8391 3.57 .Q V . . . .

8.067 1.8441 3.57 .Q V . . . .

8.083 1.8490 3.57 .Q V . . . .

8.100 1.8539 3.58 .Q V . . . .

8.117 1.8588 3.58 .Q V . . . .

8.133 1.8638 3.58 .Q V . . . .

8.150 1.8687 3.59 .Q V . . . .

8.167 1.8736 3.59 .Q V . . . .

8.183 1.8786 3.59 .Q V . . . .

8.200 1.8835 3.59 .Q V . . . .

8.217 1.8885 3.60 .Q V . . . .

8.233 1.8935 3.60 .Q V . . . .

8.250 1.8984 3.60 .Q V . . . .

8.267 1.9034 3.61 .Q V . . . .

8.283 1.9084 3.61 .Q V . . . .

8.300 1.9134 3.62 .Q V . . . .

8.317 1.9184 3.63 .Q V . . . .

8.333 1.9234 3.63 .Q V . . . .

8.350 1.9284 3.64 .Q V . . . .

8.367 1.9334 3.65 .Q V . . . .

8.383 1.9384 3.65 .Q V . . . .

8.400 1.9435 3.66 .Q V . . . .

8.417 1.9485 3.67 .Q V . . . .

8.433 1.9536 3.67 .Q V . . . .

8.450 1.9586 3.68 .Q V . . . .

8.467 1.9637 3.69 .Q V . . . .

8.483 1.9688 3.69 .Q V . . . .

8.500 1.9739 3.70 .Q V . . . .

8.517 1.9790 3.71 .Q V . . . .

8.533 1.9841 3.71 .Q V . . . .

8.550 1.9892 3.72 .Q V . . . .

8.567 1.9944 3.72 .Q V . . . .

8.583 1.9995 3.73 .Q V . . . .

8.600 2.0047 3.74 .Q V . . . .

8.617 2.0098 3.74 .Q V . . . .

8.633 2.0150 3.75 .Q V . . . .

8.650 2.0202 3.76 .Q V . . . .

8.667 2.0253 3.76 .Q V . . . .

8.683 2.0305 3.76 .Q V . . . .

8.700 2.0357 3.77 .Q V . . . .

8.717 2.0409 3.77 .Q V . . . .

8.733 2.0461 3.77 .Q V . . . .

8.750 2.0513 3.78 .Q V . . . .

8.767 2.0565 3.78 .Q V . . . .

8.783 2.0617 3.79 .Q V . . . .

8.800 2.0670 3.79 .Q V . . . .

8.817 2.0722 3.79 .Q V . . . .

8.833 2.0774 3.80 .Q V . . . .

8.850 2.0826 3.80 .Q V . . . .

8.867 2.0879 3.80 .Q V . . . .

8.883 2.0931 3.81 .Q V . . . .

8.900 2.0984 3.81 .Q V . . . .

8.917 2.1036 3.81 .Q V . . . .

8.933 2.1089 3.82 .Q V . . . .

8.950 2.1141 3.82 .Q V . . . .

8.967 2.1194 3.82 .Q V . . . .

8.983 2.1247 3.83 .Q V . . . .

9.000 2.1300 3.83 .Q V . . . .

9.017 2.1352 3.83 .Q V . . . .

9.033 2.1405 3.84 .Q V . . . .

9.050 2.1458 3.85 .Q V . . . .

9.067 2.1511 3.85 .Q V . . . .

9.083 2.1565 3.86 .Q V . . . .

9.100 2.1618 3.87 .Q V . . . .

9.117 2.1671 3.88 .Q V . . . .

9.133 2.1725 3.88 .Q V . . . .

9.150 2.1778 3.89 .Q V . . . .

9.167 2.1832 3.90 .Q V . . . .

9.183 2.1886 3.91 .Q V . . . .

9.200 2.1940 3.91 .Q V . . . .

9.217 2.1994 3.92 .Q V . . . .

9.233 2.2048 3.93 .Q V . . . .

9.250 2.2102 3.94 .Q V . . . .

9.267 2.2156 3.95 .Q V . . . .

9.283 2.2211 3.95 .Q V . . . .

9.300 2.2265 3.96 .Q V . . . .

9.317 2.2320 3.97 .Q V . . . .

9.333 2.2375 3.98 .Q V . . . .

9.350 2.2430 3.98 .Q V . . . .

9.367 2.2485 3.99 .Q V . . . .

9.383 2.2540 4.00 .Q V . . . .

9.400 2.2595 4.01 .Q V . . . .

9.417 2.2650 4.01 .Q V . . . .

9.433 2.2706 4.02 .Q V . . . .

9.450 2.2761 4.02 .Q V . . . .

9.467 2.2817 4.03 .Q V . . . .

9.483 2.2872 4.03 .Q V . . . .

9.500 2.2928 4.04 .Q V . . . .

9.517 2.2983 4.04 .Q V . . . .

9.533 2.3039 4.05 .Q V . . . .

9.550 2.3095 4.05 .Q V . . . .

9.567 2.3151 4.05 .Q V . . . .

9.583 2.3207 4.06 .Q V . . . .

9.600 2.3263 4.06 .Q V . . . .

9.617 2.3319 4.07 .Q V . . . .

9.633 2.3375 4.07 .Q V . . . .

9.650 2.3431 4.07 .Q V . . . .

9.667 2.3487 4.08 .Q V . . . .

9.683 2.3543 4.08 .Q V . . . .

9.700 2.3600 4.09 .Q V . . . .

9.717 2.3656 4.09 .Q V . . . .

9.733 2.3712 4.10 .Q V . . . .

9.750 2.3769 4.10 .Q V . . . .

9.767 2.3825 4.10 .Q V . . . .

9.783 2.3882 4.11 .Q V . . . .

9.800 2.3939 4.11 .Q V . . . .

9.817 2.3995 4.12 .Q V . . . .

9.833 2.4052 4.13 .Q V . . . .

9.850 2.4109 4.14 .Q V . . . .

9.867 2.4166 4.15 .Q V . . . .

9.883 2.4224 4.16 .Q V . . . .

9.900 2.4281 4.17 .Q V . . . .

9.917 2.4338 4.17 .Q V . . . .

9.933 2.4396 4.18 .Q V . . . .

9.950 2.4454 4.19 .Q V . . . .

9.967 2.4512 4.20 .Q V . . . .

9.983 2.4570 4.21 .Q V . . . .

10.000 2.4628 4.22 .Q V . . . .

10.017 2.4686 4.23 .Q V . . . .

10.033 2.4744 4.24 .Q V . . . .

10.050 2.4803 4.25 .Q V . . . .

10.067 2.4862 4.26 .Q V . . . .

10.083 2.4920 4.27 .Q V . . . .

10.100 2.4979 4.28 .Q V . . . .

10.117 2.5038 4.29 .Q V . . . .

10.133 2.5098 4.30 .Q V . . . .

10.150 2.5157 4.30 .Q V . . . .

10.167 2.5216 4.31 .Q V . . . .

10.183 2.5276 4.32 .Q V . . . .

10.200 2.5335 4.33 .Q V . . . .

10.217 2.5395 4.34 .Q V . . . .

10.233 2.5455 4.34 .Q V . . . .

10.250 2.5515 4.35 .Q V . . . .

10.267 2.5575 4.35 .Q V . . . .

10.283 2.5635 4.36 .Q V . . . .

10.300 2.5695 4.36 .Q V . . . .

10.317 2.5755 4.37 .Q V . . . .

10.333 2.5815 4.37 .Q V . . . .

10.350 2.5876 4.38 .Q V . . . .

10.367 2.5936 4.38 .Q V . . . .

10.383 2.5997 4.39 .Q V . . . .

10.400 2.6057 4.39 .Q V . . . .

10.417 2.6118 4.40 .Q V . . . .

10.433 2.6178 4.40 .Q V . . . .

10.450 2.6239 4.41 .Q V . . . .

10.467 2.6300 4.41 .Q V . . . .

10.483 2.6361 4.42 .Q V . . . .

10.500 2.6422 4.42 .Q V . . . .

10.517 2.6483 4.43 .Q V . . . .

10.533 2.6544 4.43 .Q V . . . .

10.550 2.6605 4.44 .Q V . . . .

10.567 2.6666 4.45 .Q V . . . .

10.583 2.6727 4.45 .Q V . . . .

10.600 2.6789 4.46 .Q V . . . .

10.617 2.6850 4.47 .Q V . . . .

10.633 2.6912 4.48 .Q V . . . .

10.650 2.6974 4.50 .Q V . . . .

10.667 2.7036 4.51 .Q V . . . .

10.683 2.7098 4.52 .Q V . . . .

10.700 2.7161 4.53 .Q V . . . .

10.717 2.7223 4.54 .Q V . . . .

10.733 2.7286 4.55 .Q V . . . .

10.750 2.7349 4.56 .Q V . . . .

10.767 2.7412 4.58 .Q V . . . .

10.783 2.7475 4.59 .Q V . . . .

10.800 2.7539 4.60 .Q V . . . .

10.817 2.7602 4.61 .Q V . . . .

10.833 2.7666 4.62 .Q V . . . .

10.850 2.7730 4.63 .Q V . . . .

10.867 2.7793 4.64 .Q V . . . .

10.883 2.7858 4.66 .Q V . . . .

10.900 2.7922 4.67 .Q V . . . .

10.917 2.7986 4.68 .Q V . . . .

10.933 2.8051 4.69 .Q V . . . .

10.950 2.8116 4.70 .Q V . . . .

10.967 2.8181 4.71 .Q V . . . .

10.983 2.8246 4.72 .Q V . . . .

11.000 2.8311 4.73 .Q V . . . .

11.017 2.8376 4.73 .Q V . . . .

11.033 2.8441 4.74 .Q V . . . .

11.050 2.8507 4.75 .Q V . . . .

11.067 2.8572 4.75 .Q V . . . .

11.083 2.8638 4.76 .Q V . . . .

11.100 2.8703 4.77 .Q V . . . .

11.117 2.8769 4.77 .Q V . . . .

11.133 2.8835 4.78 .Q V . . . .

11.150 2.8901 4.79 .Q V . . . .

11.167 2.8967 4.79 .Q V . . . .

11.183 2.9033 4.80 .Q V . . . .

11.200 2.9099 4.81 .Q V . . . .

11.217 2.9166 4.81 .Q V . . . .

11.233 2.9232 4.82 .Q V . . . .

11.250 2.9298 4.83 .Q V . . . .

11.267 2.9365 4.83 .Q V . . . .

11.283 2.9432 4.84 .Q V . . . .

11.300 2.9498 4.84 .Q V . . . .

11.317 2.9565 4.85 .Q V . . . .

11.333 2.9632 4.86 .Q V . . . .

11.350 2.9699 4.86 .Q V . . . .

11.367 2.9766 4.87 .Q V . . . .

11.383 2.9834 4.89 .Q V . . . .

11.400 2.9901 4.90 .Q V . . . .

11.417 2.9969 4.92 .Q V . . . .

11.433 3.0037 4.93 .Q V . . . .

11.450 3.0105 4.95 .Q V . . . .

11.467 3.0173 4.96 .Q V . . . .

11.483 3.0242 4.98 .Q V . . . .

11.500 3.0311 4.99 .Q V . . . .

11.517 3.0379 5.01 .Q V . . . .

11.533 3.0449 5.02 .Q V . . . .

11.550 3.0518 5.03 .Q V . . . .

11.567 3.0588 5.05 .Q V . . . .

11.583 3.0657 5.06 .Q V . . . .

11.600 3.0727 5.08 .Q V . . . .

11.617 3.0797 5.09 .Q V . . . .

11.633 3.0868 5.11 .Q V . . . .

11.650 3.0938 5.12 .Q V . . . .

11.667 3.1009 5.14 .Q V . . . .

11.683 3.1080 5.15 .Q V . . . .

11.700 3.1151 5.17 .Q V . . . .

11.717 3.1223 5.18 .Q V . . . .

11.733 3.1294 5.20 .Q V . . . .

11.750 3.1366 5.21 .Q V . . . .

11.767 3.1438 5.22 .Q V . . . .

11.783 3.1510 5.23 .Q V . . . .

11.800 3.1582 5.24 .Q V . . . .

11.817 3.1654 5.24 .Q V . . . .

11.833 3.1726 5.25 .Q V . . . .

11.850 3.1799 5.26 .Q V . . . .

11.867 3.1872 5.27 .Q V . . . .

11.883 3.1944 5.28 .Q V . . . .

11.900 3.2017 5.29 .Q V . . . .

11.917 3.2090 5.29 .Q V . . . .

11.933 3.2163 5.30 .Q V . . . .

11.950 3.2236 5.31 .Q V . . . .

11.967 3.2309 5.32 .Q V . . . .

11.983 3.2383 5.33 .Q V . . . .

12.000 3.2456 5.34 .Q V . . . .

12.017 3.2530 5.34 .Q V. . . .

12.033 3.2604 5.35 .Q V. . . .

12.050 3.2678 5.36 .Q V. . . .

12.067 3.2751 5.37 .Q V. . . .

12.083 3.2826 5.38 .Q V. . . .

12.100 3.2900 5.39 .Q V. . . .

12.117 3.2974 5.40 .Q V. . . .

12.133 3.3049 5.41 .Q V. . . .

12.150 3.3124 5.47 .Q V. . . .

12.167 3.3200 5.54 .Q V. . . .

12.183 3.3278 5.61 .Q V. . . .

12.200 3.3356 5.69 .Q V. . . .

12.217 3.3435 5.76 .Q V. . . .

12.233 3.3516 5.83 .Q V. . . .

12.250 3.3597 5.90 .Q V. . . .

12.267 3.3679 5.98 .Q V. . . .

12.283 3.3762 6.05 .Q V. . . .

12.300 3.3847 6.12 .Q V. . . .

12.317 3.3932 6.19 .Q V. . . .

12.333 3.4018 6.26 .Q V. . . .

12.350 3.4106 6.34 .Q V. . . .

12.367 3.4194 6.41 .Q V. . . .

12.383 3.4283 6.48 . Q V. . . .

12.400 3.4373 6.55 . Q V. . . .

12.417 3.4465 6.63 . Q V. . . .

12.433 3.4557 6.70 . Q V. . . .

12.450 3.4650 6.77 . Q V. . . .

12.467 3.4744 6.84 . Q V. . . .

12.483 3.4840 6.91 . Q V. . . .

12.500 3.4936 6.99 . Q V. . . .

12.517 3.5033 7.06 . Q V. . . .

12.533 3.5131 7.09 . Q V. . . .

12.550 3.5229 7.10 . Q V. . . .

12.567 3.5327 7.12 . Q V. . . .

12.583 3.5425 7.13 . Q V. . . .

12.600 3.5523 7.14 . Q V. . . .

12.617 3.5622 7.15 . Q V. . . .

12.633 3.5720 7.16 . Q V. . . .

12.650 3.5819 7.18 . Q V. . . .

12.667 3.5918 7.19 . Q V. . . .

12.683 3.6017 7.20 . Q V. . . .

12.700 3.6117 7.21 . Q V. . . .

12.717 3.6216 7.23 . Q V . . .

12.733 3.6316 7.24 . Q V . . .

12.750 3.6416 7.25 . Q V . . .

12.767 3.6516 7.26 . Q V . . .

12.783 3.6616 7.27 . Q V . . .

12.800 3.6716 7.29 . Q V . . .

12.817 3.6817 7.30 . Q V . . .

12.833 3.6918 7.31 . Q V . . .

12.850 3.7019 7.32 . Q V . . .

12.867 3.7120 7.33 . Q V . . .

12.883 3.7221 7.35 . Q V . . .

12.900 3.7322 7.36 . Q V . . .

12.917 3.7424 7.38 . Q V . . .

12.933 3.7526 7.41 . Q V . . .

12.950 3.7628 7.44 . Q V . . .

12.967 3.7731 7.46 . Q V . . .

12.983 3.7834 7.49 . Q V . . .

13.000 3.7938 7.52 . Q V . . .

13.017 3.8042 7.55 . Q V . . .

13.033 3.8146 7.58 . Q V . . .

13.050 3.8251 7.61 . Q V . . .

13.067 3.8356 7.64 . Q V . . .

13.083 3.8462 7.67 . Q V . . .

13.100 3.8568 7.70 . Q V . . .

13.117 3.8674 7.73 . Q V . . .

13.133 3.8781 7.75 . Q V . . .

13.150 3.8888 7.78 . Q V . . .

13.167 3.8996 7.81 . Q V . . .

13.183 3.9104 7.84 . Q V . . .

13.200 3.9212 7.87 . Q V . . .

13.217 3.9321 7.90 . Q V . . .

13.233 3.9430 7.93 . Q V . . .

13.250 3.9540 7.96 . Q V . . .

13.267 3.9650 7.99 . Q V . . .

13.283 3.9760 8.01 . Q .V . . .

13.300 3.9871 8.04 . Q .V . . .

13.317 3.9982 8.06 . Q .V . . .

13.333 4.0093 8.08 . Q .V . . .

13.350 4.0205 8.09 . Q .V . . .

13.367 4.0316 8.11 . Q .V . . .

13.383 4.0428 8.13 . Q .V . . .

13.400 4.0541 8.15 . Q .V . . .

13.417 4.0653 8.16 . Q .V . . .

13.433 4.0766 8.18 . Q .V . . .

13.450 4.0879 8.20 . Q .V . . .

13.467 4.0992 8.22 . Q .V . . .

13.483 4.1105 8.24 . Q .V . . .

13.500 4.1219 8.25 . Q .V . . .

13.517 4.1333 8.27 . Q .V . . .

13.533 4.1447 8.29 . Q .V . . .

13.550 4.1562 8.31 . Q .V . . .

13.567 4.1676 8.32 . Q .V . . .

13.583 4.1791 8.34 . Q .V . . .

13.600 4.1906 8.36 . Q .V . . .

13.617 4.2022 8.38 . Q .V . . .

13.633 4.2137 8.39 . Q .V . . .

13.650 4.2253 8.41 . Q .V . . .

13.667 4.2369 8.43 . Q .V . . .

13.683 4.2486 8.45 . Q .V . . .

13.700 4.2602 8.49 . Q .V . . .

13.717 4.2720 8.53 . Q .V . . .

13.733 4.2838 8.58 . Q .V . . .

13.750 4.2957 8.62 . Q .V . . .

13.767 4.3076 8.67 . Q .V . . .

13.783 4.3196 8.71 . Q .V . . .

13.800 4.3317 8.76 . Q .V . . .

13.817 4.3438 8.80 . Q . V . . .

13.833 4.3560 8.84 . Q . V . . .

13.850 4.3682 8.89 . Q . V . . .

13.867 4.3805 8.93 . Q . V . . .

13.883 4.3929 8.98 . Q . V . . .

13.900 4.4053 9.02 . Q . V . . .

13.917 4.4178 9.07 . Q . V . . .

13.933 4.4304 9.11 . Q . V . . .

13.950 4.4430 9.16 . Q . V . . .

13.967 4.4557 9.20 . Q . V . . .

13.983 4.4684 9.24 . Q . V . . .

14.000 4.4812 9.29 . Q . V . . .

14.017 4.4940 9.33 . Q . V . . .

14.033 4.5070 9.38 . Q . V . . .

14.050 4.5199 9.42 . Q . V . . .

14.067 4.5330 9.47 . Q . V . . .

14.083 4.5461 9.51 . Q . V . . .

14.100 4.5592 9.55 . Q . V . . .

14.117 4.5724 9.59 . Q . V . . .

14.133 4.5857 9.63 . Q . V . . .

14.150 4.5990 9.67 . Q . V . . .

14.167 4.6124 9.71 . Q . V . . .

14.183 4.6258 9.75 . Q . V . . .

14.200 4.6393 9.79 . Q . V . . .

14.217 4.6529 9.83 . Q . V . . .

14.233 4.6665 9.88 . Q . V . . .

14.250 4.6801 9.92 . Q . V . . .

14.267 4.6939 9.96 . Q . V . . .

14.283 4.7076 10.00 . Q . V . . .

14.300 4.7214 10.04 . Q . V . . .

14.317 4.7353 10.08 . Q . V . . .

14.333 4.7493 10.12 . Q . V . . .

14.350 4.7633 10.16 . Q . V . . .

14.367 4.7773 10.20 . Q . V . . .

14.383 4.7914 10.24 . Q . V . . .

14.400 4.8056 10.28 . Q . V . . .

14.417 4.8198 10.32 . Q . V . . .

14.433 4.8341 10.36 . Q . V . . .

14.450 4.8484 10.40 . Q . V . . .

14.467 4.8628 10.47 . Q . V . . .

14.483 4.8774 10.55 . Q . V . . .

14.500 4.8920 10.64 . Q . V . . .

14.517 4.9068 10.72 . Q . V . . .

14.533 4.9216 10.80 . Q . V . . .

14.550 4.9366 10.89 . Q . V . . .

14.567 4.9518 10.97 . Q . V . . .

14.583 4.9670 11.06 . Q . V . . .

14.600 4.9823 11.14 . Q . V . . .

14.617 4.9978 11.23 . Q . V . . .

14.633 5.0134 11.31 . Q . V . . .

14.650 5.0291 11.40 . Q . V . . .

14.667 5.0449 11.48 . Q . V . . .

14.683 5.0609 11.57 . Q . V . . .

14.700 5.0769 11.65 . Q . V . . .

14.717 5.0931 11.74 . Q . V . . .

14.733 5.1094 11.82 . Q . V . . .

14.750 5.1258 11.91 . Q . V . . .

14.767 5.1423 11.99 . Q . V . . .

14.783 5.1589 12.08 . Q . V . . .

14.800 5.1757 12.16 . Q . V . . .

14.817 5.1925 12.25 . Q . V . . .

14.833 5.2095 12.33 . Q . V . . .

14.850 5.2266 12.41 . Q . V . . .

14.867 5.2438 12.47 . Q . V . . .

14.883 5.2611 12.53 . Q . V . . .

14.900 5.2784 12.59 . Q . V . . .

14.917 5.2958 12.65 . Q . V . . .

14.933 5.3133 12.71 . Q . V . . .

14.950 5.3309 12.77 . Q . V . . .

14.967 5.3486 12.83 . Q . V . . .

14.983 5.3664 12.89 . Q . V . . .

15.000 5.3842 12.95 . Q . V . . .

15.017 5.4021 13.01 . Q . V . . .

15.033 5.4201 13.07 . Q . V . . .

15.050 5.4382 13.13 . Q . V . . .

15.067 5.4564 13.19 . Q . V . . .

15.083 5.4746 13.25 . Q . V . . .

15.100 5.4930 13.31 . Q . V . . .

15.117 5.5114 13.37 . Q . V . . .

15.133 5.5299 13.43 . Q . V . . .

15.150 5.5485 13.49 . Q . V . . .

15.167 5.5672 13.55 . Q . V . . .

15.183 5.5859 13.61 . Q . V . . .

15.200 5.6047 13.67 . Q . V . . .

15.217 5.6236 13.73 . Q . V . . .

15.233 5.6427 13.80 . Q . V . . .

15.250 5.6619 13.94 . Q . V . . .

15.267 5.6813 14.10 . Q . V . . .

15.283 5.7009 14.25 . Q . V . . .

15.300 5.7208 14.41 . Q . V . . .

15.317 5.7408 14.56 . Q . V . . .

15.333 5.7611 14.71 . Q . V . . .

15.350 5.7816 14.87 . Q . V . . .

15.367 5.8022 15.02 . Q . V . . .

15.383 5.8231 15.17 . Q . V . . .

15.400 5.8443 15.33 . Q . V . . .

15.417 5.8656 15.48 . Q . V . . .

15.433 5.8871 15.64 . Q . V . . .

15.450 5.9089 15.79 . Q . V . . .

15.467 5.9308 15.94 . Q . V . . .

15.483 5.9530 16.10 . Q . V . . .

15.500 5.9754 16.25 . Q . V . . .

15.517 5.9980 16.40 . Q . V . . .

15.533 6.0208 16.56 . Q . V . . .

15.550 6.0438 16.71 . Q . V . . .

15.567 6.0670 16.87 . Q . V . . .

15.583 6.0905 17.02 . Q . V . . .

15.600 6.1141 17.17 . Q . V . . .

15.617 6.1380 17.33 . Q . V . . .

15.633 6.1622 17.53 . Q . V . . .

15.650 6.1866 17.75 . Q . V . . .

15.667 6.2114 17.97 . Q . V . . .

15.683 6.2364 18.20 . Q . V . . .

15.700 6.2618 18.42 . Q . V . . .

15.717 6.2875 18.64 . Q . V . . .

15.733 6.3134 18.86 . Q . V . . .

15.750 6.3397 19.08 . Q . V . . .

15.767 6.3663 19.30 . Q . V . . .

15.783 6.3932 19.52 . Q . V . . .

15.800 6.4204 19.74 . Q . V . . .

15.817 6.4479 19.97 . Q . V . . .

15.833 6.4757 20.19 . Q . V . . .

15.850 6.5038 20.41 . Q . V . . .

15.867 6.5322 20.63 . Q . V . . .

15.883 6.5609 20.85 . Q . V . . .

15.900 6.5900 21.07 . Q . V . . .

15.917 6.6193 21.29 . Q . V . . .

15.933 6.6489 21.51 . Q . V . . .

15.950 6.6789 21.74 . Q . V . . .

15.967 6.7091 21.96 . Q . V . . .

15.983 6.7397 22.18 . Q . V . . .

16.000 6.7705 22.40 . Q . V . . .

16.017 6.8047 24.79 . Q . V . . .

16.033 6.8451 29.36 . Q. V . . .

16.050 6.8918 33.93 . Q V. . .

16.067 6.9449 38.49 . .Q V. . .

16.083 7.0042 43.06 . . Q V. . .

16.100 7.0698 47.62 . . Q V. . .

16.117 7.1417 52.19 . . Q V. . .

16.133 7.2198 56.76 . . Q V. . .

16.150 7.3043 61.32 . . QV . .

16.167 7.3951 65.89 . . Q . .

16.183 7.4921 70.45 . . VQ . .

16.200 7.5954 75.02 . . .V Q . .

16.217 7.7051 79.59 . . .V Q . .

16.233 7.8210 84.15 . . .V Q . .

16.250 7.9432 88.72 . . .V Q . .

16.267 8.0717 93.29 . . . V Q. .

16.283 8.2065 97.85 . . . V Q .

16.300 8.3475 102.42 . . . V .Q .

16.317 8.4949 106.98 . . . V . Q .

16.333 8.6485 111.55 . . . V . Q .

16.350 8.8085 116.12 . . . V . Q .

16.367 8.9747 120.68 . . . V . Q .

16.383 9.1472 125.25 . . . V . Q .

16.400 9.3244 128.63 . . . V . Q

16.417 9.4931 122.51 . . . V . Q .

16.433 9.6552 117.65 . . . V . Q .

16.450 9.8106 112.80 . . . V . Q .

16.467 9.9592 107.94 . . . V . Q .

16.483 10.1012 103.08 . . . V . Q .

16.500 10.2365 98.23 . . . V Q .

16.517 10.3651 93.37 . . . VQ. .

16.533 10.4870 88.51 . . . Q V. .

16.550 10.6023 83.66 . . . Q V. .

16.567 10.7108 78.80 . . . Q V. .

16.583 10.8127 73.95 . . . Q V. .

16.600 10.9078 69.09 . . .Q V .

16.617 10.9963 64.23 . . Q. V .

16.633 11.0781 59.38 . . Q . V .

16.650 11.1532 54.52 . . Q . V .

16.667 11.2216 49.66 . . Q . .V .

16.683 11.2833 44.81 . . Q . .V .

16.700 11.3384 39.95 . . Q . .V .

16.717 11.3867 35.10 . Q . .V .

16.733 11.4283 30.24 . Q. . .V .

16.750 11.4633 25.38 . Q . . .V .

16.767 11.4916 20.53 . Q . . .V .

16.783 11.5140 16.30 . Q . . .V .

16.800 11.5355 15.57 . Q . . .V .

16.817 11.5567 15.38 . Q . . .V .

16.833 11.5776 15.19 . Q . . . V .

16.850 11.5983 15.00 . Q . . . V .

16.867 11.6187 14.81 . Q . . . V .

16.883 11.6388 14.62 . Q . . . V .

16.900 11.6587 14.43 . Q . . . V .

16.917 11.6783 14.24 . Q . . . V .

16.933 11.6977 14.05 . Q . . . V .

16.950 11.7168 13.86 . Q . . . V .

16.967 11.7356 13.67 . Q . . . V .

16.983 11.7542 13.48 . Q . . . V .

17.000 11.7725 13.29 . Q . . . V .

17.017 11.7905 13.10 . Q . . . V .

17.033 11.8083 12.91 . Q . . . V .

17.050 11.8258 12.72 . Q . . . V .

17.067 11.8431 12.53 . Q . . . V .

17.083 11.8601 12.34 . Q . . . V .

17.100 11.8768 12.15 . Q . . . V .

17.117 11.8933 11.96 . Q . . . V .

17.133 11.9095 11.77 . Q . . . V .

17.150 11.9255 11.58 . Q . . . V .

17.167 11.9412 11.39 . Q . . . V .

17.183 11.9567 11.27 . Q . . . V .

17.200 11.9721 11.16 . Q . . . V .

17.217 11.9873 11.06 . Q . . . V .

17.233 12.0024 10.95 . Q . . . V .

17.250 12.0173 10.85 . Q . . . V .

17.267 12.0321 10.74 . Q . . . V .

17.283 12.0468 10.64 . Q . . . V .

17.300 12.0613 10.54 . Q . . . V .

17.317 12.0757 10.43 . Q . . . V .

17.333 12.0899 10.33 . Q . . . V .

17.350 12.1040 10.22 . Q . . . V .

17.367 12.1179 10.12 . Q . . . V .

17.383 12.1317 10.01 . Q . . . V .

17.400 12.1453 9.91 . Q . . . V .

17.417 12.1588 9.80 . Q . . . V .

17.433 12.1722 9.70 . Q . . . V .

17.450 12.1854 9.60 . Q . . . V .

17.467 12.1985 9.49 . Q . . . V .

17.483 12.2114 9.39 . Q . . . V .

17.500 12.2242 9.28 . Q . . . V .

17.517 12.2369 9.18 . Q . . . V .

17.533 12.2494 9.07 . Q . . . V .

17.550 12.2617 8.97 . Q . . . V .

17.567 12.2740 8.89 . Q . . . V .

17.583 12.2861 8.84 . Q . . . V .

17.600 12.2982 8.79 . Q . . . V .

17.617 12.3103 8.73 . Q . . . V .

17.633 12.3222 8.68 . Q . . . V .

17.650 12.3341 8.63 . Q . . . V .

17.667 12.3459 8.57 . Q . . . V .

17.683 12.3576 8.52 . Q . . . V .

17.700 12.3693 8.47 . Q . . . V .

17.717 12.3809 8.41 . Q . . . V .

17.733 12.3924 8.36 . Q . . . V .

17.750 12.4038 8.31 . Q . . . V .

17.767 12.4152 8.25 . Q . . . V .

17.783 12.4265 8.20 . Q . . . V .

17.800 12.4377 8.15 . Q . . . V .

17.817 12.4489 8.09 . Q . . . V .

17.833 12.4599 8.04 . Q . . . V .

17.850 12.4709 7.99 . Q . . . V .

17.867 12.4819 7.93 . Q . . . V .

17.883 12.4927 7.88 . Q . . . V .

17.900 12.5035 7.83 . Q . . . V .

17.917 12.5142 7.77 . Q . . . V .

17.933 12.5248 7.72 . Q . . . V .

17.950 12.5354 7.66 . Q . . . V .

17.967 12.5459 7.60 . Q . . . V .

17.983 12.5562 7.54 . Q . . . V .

18.000 12.5665 7.47 . Q . . . V .

18.017 12.5767 7.41 . Q . . . V .

18.033 12.5868 7.35 . Q . . . V .

18.050 12.5969 7.28 . Q . . . V .

18.067 12.6068 7.22 . Q . . . V .

18.083 12.6167 7.16 . Q . . . V .

18.100 12.6265 7.09 . Q . . . V .

18.117 12.6361 7.03 . Q . . . V .

18.133 12.6457 6.97 . Q . . . V .

18.150 12.6553 6.91 . Q . . . V .

18.167 12.6647 6.84 . Q . . . V .

18.183 12.6740 6.78 . Q . . . V .

18.200 12.6833 6.72 . Q . . . V .

18.217 12.6924 6.65 . Q . . . V .

18.233 12.7015 6.59 . Q . . . V .

18.250 12.7105 6.53 . Q . . . V .

18.267 12.7194 6.46 . Q . . . V .

18.283 12.7282 6.40 .Q . . . V .

18.300 12.7370 6.34 .Q . . . V .

18.317 12.7456 6.27 .Q . . . V .

18.333 12.7542 6.21 .Q . . . V .

18.350 12.7626 6.16 .Q . . . V .

18.367 12.7711 6.11 .Q . . . V .

18.383 12.7794 6.06 .Q . . . V .

18.400 12.7877 6.01 .Q . . . V .

18.417 12.7959 5.96 .Q . . . V .

18.433 12.8040 5.91 .Q . . . V .

18.450 12.8121 5.86 .Q . . . V .

18.467 12.8201 5.80 .Q . . . V .

18.483 12.8280 5.75 .Q . . . V .

18.500 12.8359 5.70 .Q . . . V .

18.517 12.8436 5.65 .Q . . . V .

18.533 12.8514 5.60 .Q . . . V .

18.550 12.8590 5.55 .Q . . . V .

18.567 12.8666 5.50 .Q . . . V .

18.583 12.8741 5.45 .Q . . . V .

18.600 12.8815 5.40 .Q . . . V .

18.617 12.8889 5.35 .Q . . . V .

18.633 12.8962 5.30 .Q . . . V .

18.650 12.9034 5.24 .Q . . . V .

18.667 12.9106 5.19 .Q . . . V .

18.683 12.9176 5.14 .Q . . . V .

18.700 12.9246 5.09 .Q . . . V .

18.717 12.9316 5.04 .Q . . . V .

18.733 12.9385 5.02 .Q . . . V .

18.750 12.9454 5.00 .Q . . . V .

18.767 12.9522 4.98 .Q . . . V .

18.783 12.9591 4.96 .Q . . . V .

18.800 12.9659 4.94 .Q . . . V .

18.817 12.9726 4.92 .Q . . . V .

18.833 12.9794 4.90 .Q . . . V .

18.850 12.9861 4.88 .Q . . . V .

18.867 12.9928 4.86 .Q . . . V .

18.883 12.9995 4.84 .Q . . . V .

18.900 13.0061 4.82 .Q . . . V .

18.917 13.0127 4.80 .Q . . . V .

18.933 13.0193 4.78 .Q . . . V .

18.950 13.0259 4.76 .Q . . . V .

18.967 13.0324 4.74 .Q . . . V .

18.983 13.0389 4.72 .Q . . . V .

19.000 13.0454 4.70 .Q . . . V .

19.017 13.0518 4.68 .Q . . . V .

19.033 13.0583 4.67 .Q . . . V .

19.050 13.0647 4.65 .Q . . . V .

19.067 13.0710 4.63 .Q . . . V .

19.083 13.0774 4.61 .Q . . . V .

19.100 13.0837 4.59 .Q . . . V .

19.117 13.0900 4.57 .Q . . . V .

19.133 13.0963 4.55 .Q . . . V .

19.150 13.1025 4.54 .Q . . . V .

19.167 13.1088 4.52 .Q . . . V .

19.183 13.1150 4.51 .Q . . . V .

19.200 13.1212 4.49 .Q . . . V .

19.217 13.1273 4.48 .Q . . . V .

19.233 13.1335 4.46 .Q . . . V .

19.250 13.1396 4.45 .Q . . . V .

19.267 13.1457 4.43 .Q . . . V .

19.283 13.1518 4.42 .Q . . . V .

19.300 13.1578 4.40 .Q . . . V .

19.317 13.1639 4.38 .Q . . . V .

19.333 13.1699 4.37 .Q . . . V .

19.350 13.1759 4.35 .Q . . . V .

19.367 13.1819 4.34 .Q . . . V .

19.383 13.1878 4.32 .Q . . . V .

19.400 13.1938 4.31 .Q . . . V .

19.417 13.1997 4.29 .Q . . . V .

19.433 13.2056 4.28 .Q . . . V .

19.450 13.2114 4.26 .Q . . . V .

19.467 13.2173 4.25 .Q . . . V .

19.483 13.2231 4.23 .Q . . . V .

19.500 13.2289 4.22 .Q . . . V .

19.517 13.2347 4.20 .Q . . . V .

19.533 13.2405 4.19 .Q . . . V .

19.550 13.2462 4.18 .Q . . . V .

19.567 13.2520 4.16 .Q . . . V .

19.583 13.2577 4.15 .Q . . . V .

19.600 13.2634 4.14 .Q . . . V .

19.617 13.2691 4.13 .Q . . . V .

19.633 13.2747 4.11 .Q . . . V .

19.650 13.2804 4.10 .Q . . . V .

19.667 13.2860 4.09 .Q . . . V .

19.683 13.2916 4.08 .Q . . . V .

19.700 13.2972 4.06 .Q . . . V .

19.717 13.3028 4.05 .Q . . . V .

19.733 13.3084 4.04 .Q . . . V .

19.750 13.3139 4.03 .Q . . . V .

19.767 13.3194 4.01 .Q . . . V .

19.783 13.3250 4.00 .Q . . . V .

19.800 13.3304 3.99 .Q . . . V .

19.817 13.3359 3.98 .Q . . . V .

19.833 13.3414 3.96 .Q . . . V .

19.850 13.3468 3.95 .Q . . . V .

19.867 13.3522 3.94 .Q . . . V .

19.883 13.3576 3.92 .Q . . . V .

19.900 13.3630 3.91 .Q . . . V .

19.917 13.3684 3.90 .Q . . . V .

19.933 13.3738 3.89 .Q . . . V .

19.950 13.3791 3.88 .Q . . . V .

19.967 13.3845 3.87 .Q . . . V .

19.983 13.3898 3.86 .Q . . . V .

20.000 13.3951 3.85 .Q . . . V .

20.017 13.4004 3.84 .Q . . . V .

20.033 13.4056 3.83 .Q . . . V .

20.050 13.4109 3.82 .Q . . . V .

20.067 13.4161 3.81 .Q . . . V .

20.083 13.4214 3.80 .Q . . . V .

20.100 13.4266 3.79 .Q . . . V .

20.117 13.4318 3.78 .Q . . . V .

20.133 13.4370 3.77 .Q . . . V .

20.150 13.4422 3.76 .Q . . . V .

20.167 13.4473 3.74 .Q . . . V .

20.183 13.4525 3.73 .Q . . . V .

20.200 13.4576 3.72 .Q . . . V .

20.217 13.4627 3.71 .Q . . . V .

20.233 13.4678 3.70 .Q . . . V .

20.250 13.4729 3.69 .Q . . . V .

20.267 13.4780 3.68 .Q . . . V .

20.283 13.4830 3.67 .Q . . . V .

20.300 13.4881 3.66 .Q . . . V .

20.317 13.4931 3.65 .Q . . . V .

20.333 13.4981 3.64 .Q . . . V .

20.350 13.5031 3.64 .Q . . . V .

20.367 13.5081 3.63 .Q . . . V .

20.383 13.5131 3.62 .Q . . . V .

20.400 13.5181 3.61 .Q . . . V .

20.417 13.5230 3.60 .Q . . . V .

20.433 13.5280 3.59 .Q . . . V .

20.450 13.5329 3.58 .Q . . . V .

20.467 13.5378 3.57 .Q . . . V .

20.483 13.5427 3.56 .Q . . . V .

20.500 13.5476 3.55 .Q . . . V .

20.517 13.5525 3.55 .Q . . . V .

20.533 13.5574 3.54 .Q . . . V .

20.550 13.5622 3.53 .Q . . . V .

20.567 13.5671 3.52 .Q . . . V .

20.583 13.5719 3.51 .Q . . . V .

20.600 13.5767 3.50 .Q . . . V .

20.617 13.5815 3.49 .Q . . . V .

20.633 13.5863 3.48 .Q . . . V .

20.650 13.5911 3.47 .Q . . . V .

20.667 13.5959 3.46 .Q . . . V .

20.683 13.6007 3.46 .Q . . . V .

20.700 13.6054 3.45 .Q . . . V .

20.717 13.6102 3.44 .Q . . . V .

20.733 13.6149 3.43 .Q . . . V .

20.750 13.6196 3.43 .Q . . . V .

20.767 13.6243 3.42 .Q . . . V .

20.783 13.6290 3.41 .Q . . . V .

20.800 13.6337 3.40 .Q . . . V .

20.817 13.6384 3.39 .Q . . . V .

20.833 13.6430 3.39 .Q . . . V .

20.850 13.6477 3.38 .Q . . . V .

20.867 13.6523 3.37 .Q . . . V .

20.883 13.6570 3.36 .Q . . . V .

20.900 13.6616 3.36 .Q . . . V .

20.917 13.6662 3.35 .Q . . . V .

20.933 13.6708 3.34 .Q . . . V .

20.950 13.6754 3.33 .Q . . . V .

20.967 13.6800 3.32 .Q . . . V .

20.983 13.6845 3.32 .Q . . . V .

21.000 13.6891 3.31 .Q . . . V .

21.017 13.6936 3.30 .Q . . . V .

21.033 13.6982 3.29 .Q . . . V .

21.050 13.7027 3.29 .Q . . . V .

21.067 13.7072 3.28 .Q . . . V .

21.083 13.7117 3.27 .Q . . . V .

21.100 13.7162 3.27 .Q . . . V .

21.117 13.7207 3.26 .Q . . . V .

21.133 13.7252 3.25 .Q . . . V .

21.150 13.7297 3.24 .Q . . . V .

21.167 13.7341 3.24 .Q . . . V .

21.183 13.7386 3.23 .Q . . . V .

21.200 13.7430 3.22 .Q . . . V .

21.217 13.7474 3.22 .Q . . . V .

21.233 13.7519 3.21 Q . . . V .

21.250 13.7563 3.20 Q . . . V .

21.267 13.7607 3.20 Q . . . V .

21.283 13.7651 3.19 Q . . . V .

21.300 13.7695 3.18 Q . . . V .

21.317 13.7738 3.18 Q . . . V .

21.333 13.7782 3.17 Q . . . V .

21.350 13.7826 3.16 Q . . . V .

21.367 13.7869 3.16 Q . . . V .

21.383 13.7912 3.15 Q . . . V .

21.400 13.7956 3.14 Q . . . V .

21.417 13.7999 3.14 Q . . . V .

21.433 13.8042 3.13 Q . . . V .

21.450 13.8085 3.12 Q . . . V .

21.467 13.8128 3.12 Q . . . V .

21.483 13.8171 3.11 Q . . . V .

21.500 13.8214 3.10 Q . . . V .

21.517 13.8256 3.10 Q . . . V .

21.533 13.8299 3.09 Q . . . V .

21.550 13.8341 3.09 Q . . . V .

21.567 13.8384 3.08 Q . . . V .

21.583 13.8426 3.07 Q . . . V .

21.600 13.8468 3.07 Q . . . V .

21.617 13.8511 3.06 Q . . . V .

21.633 13.8553 3.06 Q . . . V .

21.650 13.8595 3.05 Q . . . V .

21.667 13.8637 3.04 Q . . . V .

21.683 13.8679 3.04 Q . . . V .

21.700 13.8720 3.03 Q . . . V .

21.717 13.8762 3.03 Q . . . V .

21.733 13.8804 3.02 Q . . . V .

21.750 13.8845 3.01 Q . . . V .

21.767 13.8887 3.01 Q . . . V .

21.783 13.8928 3.00 Q . . . V .

21.800 13.8969 3.00 Q . . . V .

21.817 13.9010 2.99 Q . . . V .

21.833 13.9051 2.98 Q . . . V .

21.850 13.9093 2.98 Q . . . V .

21.867 13.9134 2.97 Q . . . V .

21.883 13.9174 2.97 Q . . . V .

21.900 13.9215 2.96 Q . . . V .

21.917 13.9256 2.96 Q . . . V .

21.933 13.9297 2.95 Q . . . V .

21.950 13.9337 2.95 Q . . . V .

21.967 13.9378 2.94 Q . . . V .

21.983 13.9418 2.94 Q . . . V .

22.000 13.9459 2.93 Q . . . V .

22.017 13.9499 2.93 Q . . . V .

22.033 13.9539 2.92 Q . . . V .

22.050 13.9579 2.91 Q . . . V .

22.067 13.9619 2.91 Q . . . V .

22.083 13.9659 2.90 Q . . . V .

22.100 13.9699 2.90 Q . . . V .

22.117 13.9739 2.89 Q . . . V .

22.133 13.9779 2.89 Q . . . V .

22.150 13.9819 2.88 Q . . . V .

22.167 13.9858 2.88 Q . . . V .

22.183 13.9898 2.87 Q . . . V .

22.200 13.9937 2.87 Q . . . V .

22.217 13.9977 2.86 Q . . . V .

22.233 14.0016 2.86 Q . . . V .

22.250 14.0055 2.85 Q . . . V .

22.267 14.0095 2.85 Q . . . V .

22.283 14.0134 2.84 Q . . . V .

22.300 14.0173 2.84 Q . . . V .

22.317 14.0212 2.83 Q . . . V .

22.333 14.0251 2.83 Q . . . V .

22.350 14.0290 2.82 Q . . . V .

22.367 14.0328 2.82 Q . . . V .

22.383 14.0367 2.81 Q . . . V .

22.400 14.0406 2.81 Q . . . V .

22.417 14.0444 2.80 Q . . . V .

22.433 14.0483 2.80 Q . . . V .

22.450 14.0521 2.79 Q . . . V .

22.467 14.0560 2.79 Q . . . V .

22.483 14.0598 2.78 Q . . . V .

22.500 14.0637 2.78 Q . . . V .

22.517 14.0675 2.77 Q . . . V .

22.533 14.0713 2.77 Q . . . V .

22.550 14.0751 2.77 Q . . . V .

22.567 14.0789 2.76 Q . . . V .

22.583 14.0827 2.76 Q . . . V .

22.600 14.0865 2.75 Q . . . V .

22.617 14.0903 2.75 Q . . . V.

22.633 14.0940 2.74 Q . . . V.

22.650 14.0978 2.74 Q . . . V.

22.667 14.1016 2.73 Q . . . V.

22.683 14.1053 2.73 Q . . . V.

22.700 14.1091 2.72 Q . . . V.

22.717 14.1128 2.72 Q . . . V.

22.733 14.1166 2.72 Q . . . V.

22.750 14.1203 2.71 Q . . . V.

22.767 14.1240 2.71 Q . . . V.

22.783 14.1278 2.70 Q . . . V.

22.800 14.1315 2.70 Q . . . V.

22.817 14.1352 2.69 Q . . . V.

22.833 14.1389 2.69 Q . . . V.

22.850 14.1426 2.69 Q . . . V.

22.867 14.1463 2.68 Q . . . V.

22.883 14.1500 2.68 Q . . . V.

22.900 14.1537 2.67 Q . . . V.

22.917 14.1573 2.67 Q . . . V.

22.933 14.1610 2.66 Q . . . V.

22.950 14.1647 2.66 Q . . . V.

22.967 14.1683 2.65 Q . . . V.

22.983 14.1720 2.65 Q . . . V.

23.000 14.1756 2.65 Q . . . V.

23.017 14.1793 2.64 Q . . . V.

23.033 14.1829 2.64 Q . . . V.

23.050 14.1865 2.63 Q . . . V.

23.067 14.1901 2.63 Q . . . V.

23.083 14.1938 2.63 Q . . . V.

23.100 14.1974 2.62 Q . . . V.

23.117 14.2010 2.62 Q . . . V.

23.133 14.2046 2.61 Q . . . V.

23.150 14.2082 2.61 Q . . . V.

23.167 14.2118 2.61 Q . . . V.

23.183 14.2154 2.60 Q . . . V.

23.200 14.2189 2.60 Q . . . V.

23.217 14.2225 2.59 Q . . . V.

23.233 14.2261 2.59 Q . . . V.

23.250 14.2296 2.59 Q . . . V.

23.267 14.2332 2.58 Q . . . V.

23.283 14.2368 2.58 Q . . . V.

23.300 14.2403 2.57 Q . . . V.

23.317 14.2438 2.57 Q . . . V.

23.333 14.2474 2.57 Q . . . V.

23.350 14.2509 2.56 Q . . . V.

23.367 14.2544 2.56 Q . . . V.

23.383 14.2579 2.56 Q . . . V.

23.400 14.2615 2.55 Q . . . V.

23.417 14.2650 2.55 Q . . . V.

23.433 14.2685 2.54 Q . . . V.

23.450 14.2720 2.54 Q . . . V.

23.467 14.2755 2.54 Q . . . V.

23.483 14.2790 2.53 Q . . . V.

23.500 14.2824 2.53 Q . . . V.

23.517 14.2859 2.53 Q . . . V.

23.533 14.2894 2.52 Q . . . V.

23.550 14.2929 2.52 Q . . . V.

23.567 14.2963 2.52 Q . . . V.

23.583 14.2998 2.51 Q . . . V.

23.600 14.3033 2.51 Q . . . V.

23.617 14.3067 2.50 Q . . . V.

23.633 14.3101 2.50 Q . . . V.

23.650 14.3136 2.50 Q . . . V.

23.667 14.3170 2.49 Q . . . V.

23.683 14.3205 2.49 Q . . . V.

23.700 14.3239 2.49 Q . . . V.

23.717 14.3273 2.48 Q . . . V.

23.733 14.3307 2.48 Q . . . V.

23.750 14.3341 2.48 Q . . . V.

23.767 14.3375 2.47 Q . . . V.

23.783 14.3409 2.47 Q . . . V.

23.800 14.3443 2.47 Q . . . V.

23.817 14.3477 2.46 Q . . . V.

23.833 14.3511 2.46 Q . . . V.

23.850 14.3545 2.46 Q . . . V.

23.867 14.3579 2.45 Q . . . V.

23.883 14.3612 2.45 Q . . . V.

23.900 14.3646 2.45 Q . . . V.

23.917 14.3680 2.44 Q . . . V.

23.933 14.3713 2.44 Q . . . V.

23.950 14.3747 2.44 Q . . . V.

23.967 14.3780 2.43 Q . . . V.

23.983 14.3814 2.43 Q . . . V.

24.000 14.3847 2.43 Q . . . V.

24.017 14.3881 2.42 Q . . . V.

24.033 14.3914 2.42 Q . . . V.

24.050 14.3947 2.42 Q . . . V.

24.067 14.3980 2.41 Q . . . V.

24.083 14.4014 2.41 Q . . . V.

24.100 14.4047 2.41 Q . . . V.

24.117 14.4080 2.40 Q . . . V.

24.133 14.4113 2.40 Q . . . V.

24.150 14.4145 2.35 Q . . . V.

24.167 14.4176 2.25 Q . . . V.

24.183 14.4206 2.14 Q . . . V.

24.200 14.4234 2.04 Q . . . V.

24.217 14.4260 1.94 Q . . . V.

24.233 14.4286 1.83 Q . . . V.

24.250 14.4310 1.73 Q . . . V.

24.267 14.4332 1.63 Q . . . V.

24.283 14.4353 1.52 Q . . . V.

24.300 14.4373 1.42 Q . . . V.

24.317 14.4391 1.32 Q . . . V.

24.333 14.4407 1.22 Q . . . V.

24.350 14.4423 1.11 Q . . . V.

24.367 14.4437 1.01 Q . . . V.

24.383 14.4449 0.91 Q . . . V.

24.400 14.4460 0.80 Q . . . V.

24.417 14.4470 0.70 Q . . . V.

24.433 14.4478 0.60 Q . . . V.

24.450 14.4485 0.49 Q . . . V.

24.467 14.4490 0.39 Q . . . V.

24.483 14.4494 0.29 Q . . . V.

24.500 14.4497 0.18 Q . . . V.

24.517 14.4498 0.08 Q . . . V.
------------------------------------------------------------------------------ --
TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE:
(Note: 100% of Peak Flow Rate estimate assumed to have
an instantaneous time duration)
Percentile of Estimated Duration
Peak Flow Rate (minutes)
======================= =========
0% 1471.0
10% 620.0
20% 215.0
30% 190.0
40% 165.0
50% 135.0
60% 110.0
70% 80.0
80% 55.0
90% 30.0
**************************************************************************** FLOW PROCESS FROM NODE 423.00 TO NODE 425.00 IS CODE = 1.2 ---------------------------------------------------------------------------- >>>>>SUBAREA RUNOFF (SMALL AREA UNIT-HYDROGRAPH ANALYSIS) <<<<< ============================================================================ (SMALL AREA UNIT-HYDROGRAPH ADDED TO STREAM #3)
RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90
TOTAL CATCHMENT AREA(ACRES) = 7.50
SOIL-LOSS RATE, Fm,(INCH/HR) = 0.239
LOW LOSS FRACTION = 0.604
TIME OF CONCENTRATION(MIN.) = 5.65

SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED:

RETURN FREQUENCY(YEARS) = 2
5-MINUTE POINT RAINFALL VALUE(INCHES) = 0.19
30-MINUTE POINT RAINFALL VALUE(INCHES) = 0.40
1-HOUR POINT RAINFALL VALUE(INCHES) = 0.53
3-HOUR POINT RAINFALL VALUE(INCHES) = 0.89
6-HOUR POINT RAINFALL VALUE(INCHES) = 1.22
24-HOUR POINT RAINFALL VALUE(INCHES) = 2.05
---------------------------------------------------------------------------- TOTAL CATCHMENT RUNOFF VOLUME(ACRE-FEET) = 0.52
TOTAL CATCHMENT SOIL-LOSS VOLUME(ACRE-FEET) = 0.76
----------------------------------------------------------------------------

============================================================================ 2 4 - H O U R S T O R M

R U N O F F H Y D R O G R A P H
============================================================================

HYDROGRAPH IN ONE-MINUTE UNIT INTERVALS(CFS)
(Notes: Time indicated is at END of Each Unit Intervals.

Peak 5-minute rainfall intensity is modeled as
a constant value for entire 5-minute period.)
---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 3.2 6.4 9.5 12.7
----------------------------------------------------------------------------

0.017 0.0000 0.01 Q . . . .

0.033 0.0000 0.02 Q . . . .

0.050 0.0001 0.04 Q . . . .

0.067 0.0002 0.06 Q . . . .

0.083 0.0003 0.07 Q . . . .

0.100 0.0004 0.09 Q . . . .

0.117 0.0005 0.09 Q . . . .

0.133 0.0006 0.09 Q . . . .

0.150 0.0008 0.09 Q . . . .

0.167 0.0009 0.09 Q . . . .

0.183 0.0010 0.09 Q . . . .

0.200 0.0011 0.09 Q . . . .

0.217 0.0012 0.09 Q . . . .

0.233 0.0013 0.09 Q . . . .

0.250 0.0015 0.09 Q . . . .

0.267 0.0016 0.09 Q . . . .

0.283 0.0017 0.09 Q . . . .

0.300 0.0018 0.09 Q . . . .

0.317 0.0019 0.09 Q . . . .

0.333 0.0021 0.09 Q . . . .

0.350 0.0022 0.09 Q . . . .

0.367 0.0023 0.09 Q . . . .

0.383 0.0024 0.09 Q . . . .

0.400 0.0025 0.09 Q . . . .

0.417 0.0027 0.09 Q . . . .

0.433 0.0028 0.09 Q . . . .

0.450 0.0029 0.09 Q . . . .

0.467 0.0030 0.09 Q . . . .

Anaheim City CouncilJuly 23, 2024

Anaheim City Council
July 23, 2024