HomeMy WebLinkAboutTract Map 35181 Drainage Study Jan 2008 PflS Warehouse (Phase 1)
�
Stormwater Impacts
The development of the PHS site (Phase 1) will increase the peak runoff rate from the
site. Two detention basin will be constructed to attenuate peak runof�'rates. These basins
are not designed to mitigate the impacts of any of the other lots in later phases.
In order to design the detention basins, a variety of storms were analyzed including the
100-year storms of 3& 6 hour durations. These two storms provide the greatest
combination of runoff volume and peak flow rates, and will dictate the maximum storage
capacity for the detention basins.
A comparison of the predevelopment and post development conditions is provided on the
next page. A review of the peak flow rates indicates that the detention basins will
attenuate the peak flow rates to at or below pre-development levels, and will not impact
the downstream storm drain system (60" storm drain in Dendy Parkway).
•
•
� STORM DRAIN LATERAL TABLES
PRNATE / ONSITE
•
�
� PHS WAREHOUSE
CALCULATIONS FOR ROOF DOWN DRAINS
NORMAL PIPE
LATERAL Q-100 (CFS) AREA (AC) SIZE (IN) SLOPE (FT/FT) DEPTH (FT) VELOCITY (FPS)
BASIN #24
A 2.20 0.45 12 0.0295 0.41 72
B 2.20 0.45 12 0.0295 0.41 7.2
C 2.20 0.45 12 0.0257 0.43 6.8
D 2.20 0.45 12 0.0255 0.43 6.8
BASIN #26
E 2.51 0.51 12 0.0625 0.36 9.7
F 2.51 0.51 12 0.0790 0.34 10.6
G 2.51 0.51 12 0.0991 0.32 11.5
H 2.51 0.51 12 0.1157 0.31 122
I 2.51 0.51 12 0.1362 0.30 12.9
J 2.51 0.51 12 0.1527 0.29 13.4
K 2.51 0.51 12 0.2438 0.26 15.9
BASIN #28
L 8.78 1.80 1S 0.1208 0.50 17.0
BASIN #27
. M 4.27 0.88 18 0.0229 0.53 7.6
N 427 0.88 12 0.0754 0.46 12.0
O 427 0.88 12 0.0623 0.49 11.2
P 4.27 0.88 12 0.0363 0.58 9.1
BASIN #25
Q 2.20 0.45 12 0.1345 0.28 12.4
R 2.20 0.45 12 0.1189 0.29 11.8
S 2.20 0.45 12 0.0988 0.30 11.1
T 2.20 0.45 12 0.0772 0.03 10.1
BASINS AREA (AC) C-FACTOR Tc (MIN) - INTENSITY (INIHR) Q(CFS)
24 1.8 1.0 5.0 4.88 8.784
25 1.8 1.0 5.0 4.88 8.784
26 3.6 1.0 5.0 4.88 17.568
27 3.5 1.0 5.0 4.88 17.08
28 1.8 1.0 5.0 4.SS 8.784
NOTE:
ALL ROOF DOWN DRIANS THAT INTERCEPT THE MAIN STORM DRAIN LINE
BETWEEN NODES ARE ADDED TO THE NEAREST UPSTREAM NOTE.
•
. Riverside County Rational Hydrology Program
CNILCADD/CNZLDESIGN Engineering Software,(c) 1969 - 1999 Version
6.2
Rational Hydrology Study Date: O1/31/08
File:linea.out
********* HydTOlogy Study COritT01 IRfOrmdtlOR *****�****
English (in-lb) Units used in input data file
SB&0, Inc., Rancho Cucamonga, California - S/N 714
Rational Method Hydrology Program based on �
Riverside County Flood Control & Water Conservation District
1978 hydrology manual
Storm event (year) = 100.00 Antecedent Moisture Condition = 3
2 year, 1 hour precipitation = 0.530(In.)
100 year, 1 hour precipitation = 1.250(In.)
Storm event year = 100.0
Calculated rain£all intensity data:
• 1 hour intensity = 1.250(In/Hr)
Slope of intensity duration curve = 0.5500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
++++
� Process from Point/Station 301.000 to Point/Station /�
303.000 j�y�
*'** USER DEFINED FLOW INFORMATION AT.A POZNT ***� / ;
Rainfall intensity = 4.903(In/Hr) for a 100.0 year storm
COMMERCIAL SubaTea type
Runoff Coefficient = 0.897
Decimal fraction soil group A= 0.000
Decimal fraction soil group B= 0.000
Decimal fraction soil group C= 0.000
Decimal fraction soil group D= 1.000
RI index for soil(AMC 3) = 88.00
Pervious area fraction = 0.100; Impervious fraction = 0.900
User specified values are as follows:
TC = 5.00 min. Rain intensity = 4.90(In/Hr)
Total area = 0.45(AC.) Total runoff = 2.20(CFS)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
• ++++
Process from Point/Station 301.000 to Point/Station
303.000
. ... Critical Depth = 19.15(In.)
Pipe flow velocity = 9.54(Ft/s)
� Travel time through pipe = 0.43 min.
Time of concentration (TC) _� 9.50 min.
+++++++++++++++++++++++�+++++++++++++++++++++++++++++++++++++++++++
++++
Process from Point/Station 310.000 to Point/Station
311.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 1107.620(Ft.)
Downstream point/station elevation = 1069.060(Ft.)
Pipe length = 100.83(Ft.) Manning's N= 0.013
No. of pipes = 1 Required pipe flow = 21.994(CFS)
Given pipe size = 30.00(In.)
Calculated individual pipe flow = 21.994(CFS)
Normal flow depth in pipe = 5.97(In.)
Flow top width inside pipe = 23.96(In.)
Critical Depth = 19.15(In.)
Pipe flow velocity = 31.69(Ft/s)
Travel time through pipe = 0.05 min.
Time of concentration (TC) = 9.56 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
• ++++
Process £rom Point/Station 3].1.000 to Point/Station 2
, 312.000 I J
� **** SUBAREA FLOW ADDITION ****
COMMERCIAL subarea type
Runoff Coefficient = 0.894
Decimal fraction soil group A= 0.000
Decimal fraction soil group a= 0.000
Decimal fraction soil group C= 1.000
Decimal fraction soil group D= 0.000
RI index for soil(AMC 3) = 84.40
Pervious area £raction = 0.100; Impervious fraction = 0.900
Time o£ concentration = 9.56 min.
Rainfall intensity = 3.433(In/Hr) for a 100.0 year storm
Subarea runof£ = 0.307(CFS) for 0.100(AC.)
Total runoff = 22.301(CFS) Total area = 6.300(AC.)
++++++++++++-r+++++++++++++++++++++++++++++++++++++++++++++++++++++
++++
Process from Point/Station 311.000 to Point/Station
312.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 1069.060(Ft.)
Downstream point/station elevation = 1062.030(Ft.)
. Pipe length = 20.26(Ft.) Manning's N= 0.013
No. of pipes = 1 Required pipe flow = 22.301(CFS)
Given pipe size = 30.00(In.)
�� Calculated individual pipe flow = 22.301(CFS)
• Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 1999 Version
6.2
Rational Hydrology Study Date: O1/31/08
File:lineb.out
********* Hydrology Study Control Information **********
English (in-lb) Units used in input data file
SB&O, Inc., Rancho Cucamonga, California - S/N 714
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District
1978 hydrology manual
Storm event (year) = 100.00 Antecedent Moisture Condition = 3
2 year, 1 hour precipitation = 0.530(In.)
100 year, 1 hour precipitation = L 250(In.)
Storm event year = 100.0
• Calculated rainfall intensity data: .
1 hour intensity = 1.250(In/Hr)
Slope of intensity duration curve = 0.5500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
++++
Process from Point/Station 401.000 to Point/Station /� �
403.000 ��
**** USER DEFINED FLOW INFORMATION AT A POINT **** L G�
Rainfall intensity = 4.903(In/Hr) for a 100.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.897
Decimal fraction soil group A= 0.000
� Decimal fraction soil group B= 0.000
Decimal fraction soil group C= 0.000
Decimal fraction soil group D= 1.000
RI index for soil(AMC 3) = 88.00
Pervious area fraction = 0.100; Impervious fraction = 0.900
User specified values are as follows:
TC = 5.00 min. Rain intensity = 4.90(In/Hr)
Total area = 1.02(Ac.) Total runoff = 5.02(CFS)
• ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
++++
Process from Point/Station 401.000 to Point/Station
403.000
� ++++++.++++++++++++++++++.++++++++++++++++++++++++++++++++++++++++
++++
Process from Point/Station 404.000 to Point/Station
405.000
*'** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 1113.420(Ft.)
Downstream point/station elevation = 1112.200(Ft.)
Pipe length = 244.20(Ft.) Manning's N= 0.013
No. of pipes = 1 Required pipe flow = 16.038(CFS)
Given pipe size = 30.00(In.)
Calculated individual pipe flow = 16.038(CFS)
Normal flow depth in pipe = 15.94(In.)
Flow top width inside pipe = 29.94(In.)
Critical Depth = 16.24(In.)
Pipe flow velocity = 6.06(Ft/s)
Travel time through pipe = 0.67 min.
. Time of concentration (TC) = 7.00 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
++++
Process from Point/Station 405.000 to Point/Station �
4�6.��� , ? 1
**** SUBAREA FLOW ADDITION **** d
• UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.883
Decimal fraction soil group A= 0.000
Decimal fraction soil group B= 0.000
Decimal fraction soil group C= 1.000
Decimal fraction soil group D= 0.000
RI index for soil(AMC 3) = 94.40
Pervious area fraction = 1.000; Zmpervious fraction - 0.000
Time of concentration = 7.00 min.
Rainfall intensity = 4.074(In/Hr) for a 100.0 year storm
Subarea runoff = 1.079(CFS) for 0.300(Ac.)
Total runoff = 17.117(CFS) Total area = 4.060(AC.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
++++ ' /�
ProCess from Point/Station 405.000 to Point/Station �--'—
406.000
**** SUBAREA FLOW ADDITION ****
COMMERCIAL subarea type
Runoff Coefficient = 0.896
Decimal fraction soil group A= 0.000
Decimal fraction soil group B= 0.000
Decimal fraction soil group C= 0.000
Decimal fraction soil group D= 1.000
RI index for soil(AMC 3) = 88.00
Pervious area fraction = 0.100; Impervious fraction = 0.900
� Time of concentration = 7.00 min.
Rainfall intensity = 4.074(In/Hr) for a 100.0 year storm
Subarea runoff = 1.862(CFS) for 0.510(Ac.)
Total runoff = 18.979(CFS) Total area = 4.570(AC.)
• Travel time through pipe = 0.38 min.
Time of concentration (TC) = 7.56 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
++++
Process from Point/Station 407.000 to Point/Station
408.000
**** SUBAREA FLOW ADDITION **** ��
COMMERCIAL subarea type
Runoff Coefficient = 0.895
Decimal fraction soil group A= 0.000
Decimal fraction soil group B= 0.000
Decimal fraction soil group C= 1.000
Decimal fraction soil group D= 0.000
RI index for soil(AMC 3) = 84.40
Pervious area fraction = 0.100; Impervious fraction = 0.900
Time of concentration = 7.56 min. .
Rainfall intensity = 3.905(In/Hr) for a 100.0 year storm
Subarea runoff = 4.541(CFS) for 1.300(AC.)
Total runoff = 29.293(CFS) Total area = 7.470(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
++++
Process from Point/Station 407.000 to Point/Station
� 406.000
**** PIPEFLOW TRAVEL TIME (USer specified size) ****
Upstream point/station elevation = 1111.080(Ft.)
Downstream point/station elevation = 1110.330(Ft.)
Pipe length = 149.47(Ft.) Manning's N= 0.013
No. of pipes = 1 Required pipe flow = 29.273(CFS)
Given pipe size = 30.00(In.)
Calculated individual pipe flow = 29.273(CFS)
Normal flow depth in pipe = 24.80(In.)
Flow top width inside pipe = 22.72(In.)
Critical Depth = 22.15(In.)
Pipe flow velocity = 6.75(Ft/s)
Travel time through pipe = 0.37 min.
Time of concentration (TC) = 7.93 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
++++
Process from Point/Station 408.000 to Point/Station
409.000 �y 9 )
**** SUBAREA FLOW ADDITION **** � 1 i°
COMMERCIAL subarea type
Runoff Coefficient = 0.895
Decimal fraction soil group A= 0.000
Decimal fraction soil group B= 0.000
• Decimal fraction soil group C= 1.000
Decimal fraction soil group D= 0.000
RI index for soil(AMC 3) = 84.40
Pervious area fraction = 0.100; Zmpervious f.raction = 0.900
� No. of pipes = 1 Required pipe flow = 23.982(CFS)
Given pipe size = 30.00(In.)
Calculated individual pipe flow = 23.982(CFS)
Normal flow depth in pipe = 12.88(In.)
Flow top width inside pipe = 29.70(In.)
Critical Depth = 20.02(In.)
Pipe flow velocity = 11.91(Ft/s)
Travel time through pipe = 0.22 min.
Time of concentration (TC) = 7.30 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
++++
Process from Point/Station 422.000 to Point/Station /p
412.000 �yc�
**** SUBAREA FLOW ADDITION **** �'�
COMMERCIAL subarea type
Runoff Coefficient = 0.895
Decimal fraction soil group A= 0.000
Decimal fraction soil group B= 0.000
Decimal fraction soil group C= 1.000
Decimal fraction soil group D= 0.000
RZ index for soil(AMC 3) = 84.40
Pervious area fraction = 0.100; Impervious fraction = 0.900
Time of concentration = 7.30 min.
Rainfall intensity = 3.983(In/Hr) for a 100.0 year storm
• Subarea runoff = 1.425(CFS) for 0.400(AC.)
Total runoff = 25.408(CFS) Total area = 6.020(AC.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
++++
Process from Point/Station 422.000 to Point/Station
412.000
**** PIPEFLOW TRAVEL TIME (USer specified size) ****
Upstream point/station elevation = 1109.650(Ft.)
Downstream point/station elevation = 1103.180(Ft.)
Pipe length = 99.64(Ft.) Manning's N= 0.013
No. of pipes = 1 Required pipe flow = 25.408(CFS)
Given pipe size = 30.00(In.)
Calculated individual pipe flow = 25.408(CFS)
Normal flow depth in pipe = 10.08(In.)
Flow top width inside pipe = 28.34(In.)
Critical Depth = 20.60(In.)
Pipe flow velocity = 17.57(Ft/s)
Travel time through pipe = 0.09 min.
Time of concentration (TC) = 7.39 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
++++
Process from Point/Station 422.000 to Point/Station
412.000
• **** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
• Stream flow area = 6.020(AC.)
Runoff from this stream = 25.408(CFS)
Time of concentration = 7.39 min.
Rainfall intensity = 3.955(Zn/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (Zn/Hr)
1 40.252 9.09 3.529
2 25.408 7.39 3.955
Largest stream flow has longer time of concentration
Qp = 40.252 + sum of
Qb Ia/Ib
25.408 * 0.892 = 22.675
QP = 62.927
Total of 2 streams to confluence:
Flow rates before confluence point:
40.252 25.408
Area of streams before confluence:
10.870 6.020
Results of confluence:
Total flow rate = 62.927(CFS)
Time of concentration = 9.090 min.
Effective stream area after confluence = 16.890(AC.)
� ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
++++
Process from Point/Station 412.000 to Point/Station
413.000
**** PZPEFLOW TRAVEL TZME (User specified size) ****
Upstream point/station elevation = 1102.930(Ft.)
Downstream point/station elevation = 1102.750(Ft.)
Pipe length = 24.12(Ft.) Manning's N= 0.013
No. of pipes = 1 Required pipe flow = 62.927(CFS)
Given pipe size = 36.00(In.) �
NOTE: Normal flow is pressure flow in user selected pipe size.
The approximate hydraulic grade line above the pipe invert is
1.881(Ft.) at the headworks or inlet of the pipe(s)
Pipe friction loss = 0.215(Ft.)
Minor friction loss = 1.846(Ft.) K-factor = 1.50
Pipe flow velocity = 8.90(Ft/s)
Travel time through pipe = 0.05 min.
Time of concentration (TC) = 9.14 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
++++
ProCess fTOm Point/Station 413.000 to Point/Station
414.000
**** PIPEFLOW TRAVEL TIME (USer specified size) ****
. Upstream point/station elevation = 1102.730(Ft.) -
Downstream point/station elevation = 1058.050(Ft.)
Pipe length = 147.03(Ft.) Manning'S N= 0.013
. No. of pipes = 1 Required pipe flow = 62.927(CFS)
Given pipe size = 36.00(In.)
Calculated individual pipe flow = 62.927(CFS)
Normal flow depth in pipe = 10.08(In.)
Flow top width inside pipe = 32.33(In.)
Critical Depth = 30.63(In.)
Pipe flow velocity = 38.85(Ft/s)
Travel time through pipe = 0.06 min.
Time of concentration (TC) = 9.20 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
++++
Process from Point/Station 414.000 to Point/Station
415.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 1058.010(Ft.)
Downstream point/station elevation = 1057.700(Ft.)
Pipe length = 30.00(Ft.) Manning's N= 0.013
No. of pipes = 1 Required pipe flow = 62.927(CFS)
Given pipe size = 36.00(In.)
Calculated individual pipe flow = 62.927(CFS)
Normal flow depth in pipe = 27.42(In.)
Flow top width inside pipe = 30.67(Zn.)
Critical Depth = 30.63(In.)
Pipe flow velocity = 10.89(Ft/s)
� Travel time through pipe = 0.05 min.
Time of concentration (TC) = 9.24 min.
End of computations, total study area = 16.89 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 0.116
Area averaged RI index number = 72.0
•
. 605.000
+*** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 9.600(AC.)
Runoff from this stream = 25.440(CFS)
Time of concentration = 12.71 min.
Rainfall intensity = 2.935(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
++++
Process from Point/Station 606.000 to Point/Station �E7,
605. 000 �Afj�,/�
**** USER DEFINED FLOW-INFORMATION AT A POINT ****
Rainfall intensity = 4.903(In/Hr) for a 100.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.897
Decimal fraction soil group A= 0.000
Decimal fraction soil group B= 0.000
Decimal fraction soil group C= 0.000
Decimal fraction soil group D= 1.000
RI index for soil(AMC 3) = 86.00
Pervious area fraction = 0.100; Impervious fraction = 0.900
User specified values are as follows:
• TC = 5.00 min. Rain intensity = 4.90(In/Hr)
Total area = 0.00(AC.) Total runoff = 6.31(CFS)
++++++++++++++++++++++++++++++++++++++++++:+++++++++++++++++++++++
++++
Process from Point/Station 606.000 to Point/Station
605.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.000(AC.)
Runoff from this stream = 6.310(CFS)
Time of concentration = 5.00 min.
Rainfall intensity = 4.903(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 25.440 12.71 2.935
2 6.310 5.00 4.903
Largest stream flow has longer time of concentration
Qp = 25.440 + sum of
Qb Ia/Ib
6.310 * 0.599 = 3.778
QP = 29.218
. Total of 2 streams to confluence:
Flow rates before confluence point:
-. 25.440 6.310
�
Riverside County Rational Hydrology Program
CIVZLCADD/CIVILPESIGN Engineering Software,{c) 1989 - 1999 Version
6.2
Rational xydrology Study Date: 03/17/08
File:LINEAPUHLIC.out
HYDROLOGY
PHS
TO LATERAL A-2
*****�*** Hydrology Study Control Snformation **********
English (in-lb) Units used in input data file �
� -------------------------------------------------------
SB&O, Inc., Rancho Cucamonga, California - S/N 714
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District
7.978 hydrology manual
Storm event (year) = 2.00 AnteCedent Moisture Condition = 1
• Standard intensity-duration curves data (Plate D-4.1)
For the [ Murrieta,Tmc,Rnch CaNOrco ] area used.
10 year storm 10 minute intensity = 2.360(In/Hr)
10 year storm 60 minute intensity = 0.880(In/Hr)
100 year storm 10 minute intensity = 3.460(In/Hr)
100 year storm 60 minute intensity = 1.300(In/Hr)
Storm event year = 2.0
Calculated rainfall intensity data:
1 hour intensity = 0.586(In/Hr)
Slope of intensity duration curve = 0.5500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
++++
Process from PointfStaCion 700.000 to Point/Station
701.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 220.000(Ft.)
Top (of initial area) elevation = 1175.100(Ft.)
Bottom (of initial area) elevation = 1164.800(Ft.)
Ai£ference in elevation = 10.300(Ft.) �
Slope = 0.04682 s(percent)= 4.68
• TC = k(0.530)*[(length�3)/(elevation change)1"0.2
IniCial area time of concentration = 8.456 min.
Rainfall intensity = 1.723(In/Hr) for a 2.0 year storm
• IJNDEVELOPE9 (poor cover) subarea
Runoff Coefficient = 0.689
Decimal fraction soil group A= 0.000
Decimal fraction soil group H= 0.000
Decimal £raction soil group C= 1.000
Decimal fraction soil group n= 0.000
RI index for soil(AMC 1) = 71.60
Pervious area fraceion = 1.000; Impervious Eraction = 0.000
Initial subarea runoff = 0.475(CFS}
Total initidl stream area = 0.400(AC.)
Pervious area fraction = 1.000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
++++
Process from Point/Station 701.00o to Point/Station
703.000
*;** IMPROVED CII�NNEL TRAVEL TIME ****
Upstream point elevation = 1164.800(Ft.)
Downstream point elevation = 1121.000(Ft.)
Channel length thru subarea = 82.000(Ft.)
Channel base width - 0.000(Ft.)
Slope or 'Z' of le£t channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Estimated mean flow rate at midpoint of channel = 0.475(CFS)
Manning's 'N' = 0.015
Maximum depth of channel = 1.500(Ft.)
• Flow(q) thru aubarea = 0.475(CFS)
Depth of flow = 0.143(Ft.), Average veloCity = 11.585(Ft/s)
Channel flow top width = 0.572(Ft.)
Flow Velocity = 12.58(Ft/s)
Travel time = 0.12 min.
Time of concentration = 8.57 min.
Sub-Channel No. 1 Critical depth = 0.322(Ft.)
� ' ' Critical flow top width = 1.289(Ft.)
� � ' Critical flow velocity= 2.285(Ft/s)
� ' ' Critical flow area = 0_208(Sq.Ft)
Adding area flow to channel
COMMERCIAL subarea type
Runoff Coe£ficient = 0.860
DeCimal fraction soil group A= 0.000
Decimal fraction soi.l group B= 0.000
Decimal fraction soil group C= 1.000
Decimal fraction soil group ➢= 0.000
RI index for soil(AMC 1) = 99.80
Pervious area fraction = 0_100; Impervious fraction = 0.900
Rainfall intensity = 1.710(In/FIr) for a 2.o year storm
Subarea runoff = 0.000(CFS) for 0.000(Ac.)
Total runoff = 0.475(CFS) Total area = 0.400(AC.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
++++
Process from PoinC/Station 703.000 to Point/Station
• 712.000
**'* PIPEFLOW TRAVEL TIME (User speCified siZe) ****
• **** PIPEFLOW TRAVEL TIME (USer specified size) ****
Upstream point/station elevation = 1106.790(Ft.)
Downstream point/station elevation = 1Z05.810(Ft.)
Pipe length = 89.06(Ft.) Manning's N= 0.013
No. of pipes = 1 Required pipe flow = 1.048(CFS)
Given pipe size = 36.00(In.)
Calculated individual pipe flow = 1.048(CFS)
Normal flow depth in pipe = 3.08(In.)
Flow top width inside pipe = 20.13(In.)
Critical Depth = 3.77(In.)
Pipe flow velocity = 3.59(Ft/s)
Travel time through pipe = 0.41 min.
Time of concentration (TC) = 9.39 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
++++
Process from Point/Station 702.000 to Point/Station
607.000
•*** CONFLUENCE OF MINOR STREAMS ****
�?long hfain Stream number: 1 in normal stream number 1
Stream flow area = 0.800(AC.)
Runof£ from this stream = 1.048(CFS)
Time of concentration = 9.39 min.
Rainfall intensity = 1.626(In/Hr)
•
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
++++
Process from Point/Station 605.000 to Point/Station
607.000
**** USER DEFINED FLOW INFORMATION AT A POINT ****
Rainfall intensity = 1.369(In/Hr) for a 2.0 year storm
CONA7ERCIAL subarea type
Runoff Coefficient = 0.855
Decimal fraction soil group A= 0.000
Decimal fraction soil group B= 0.000
Decimal fraction soil group C= 1.000
Decimal fraction soil group D= O.00Q
RI index for soil(AMC 1) = 49.80
Pervious area fraction = O.lOD; Impervious fraction = 0.900
User specified values are as follows:
TC = 12.84 min. Rain intensity = 1.37(Zn/Hr)
Total area = 9.60(Ac.) TotaZ runo£f = 23_95(CFS)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
++++
Process from Point/Station 605.000 to Point/Station
607.000
**** CONFLUENCE OF MINOR STREAMS *xez
• Along Main Stream number: 1 in normal stream number 2
Stream flow area = 9_600(AC.)
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