HomeMy WebLinkAboutCT 03-02; Carlsbad Ranch Planning Area 5; Hydrology and Hydraulic Study PH 2; 2012-01-05CARLSBAD RANCH, PLANNING AREA N0.5
MARBRISA - PHASE II
CT 03-02
ADDENDUM
HYDROLOGY AND HYDRAULIC STUD7
(DRAINAGE REPORT)
ADDRESSING PLANCHECK NO.l COMMENTS
RECORBCOPY I
Date Initial
PREPARED FOR
GRAND PACIFIC CARLSBAD, L.P.
5900 PASTEUR COURT, SUITE 200
CARLSBAD, CA 92008
(760) 431-8500
Prepared by:
ROBERT D. DENTING
LAND PLANNING* ENGINEERMi* liB*SIRVEYING
440 State Place
Escondido, CA 92029
Ph:760-745-8118
Fax: 745-8118-1890
Preparation Date
11-30-2011
Revised: 1-5-2012
CARLSBAD RANCH PA 5 - MARBRISA PHASE II
HYDROLOGY AND HYDRAULIC STUDY - September 2011
TABLE OF CONTENT
I. Bio-swole (Bio-retention facility) Calculations
1. Pond Storage and Outlet Disctiarge
2. Pond Routing
3. Q Outflow
4. Storage Indication
5. Ennergency Spillway Calculation
11. Stornn Drain Line A and Line B Revision
Summary and Conclusion
APPENDICES
Appendix A: Storm Drain Line A Hydraulic Report
Appendix B: Stornn Drain Line B Hydraulic Report
CARLSBAD RANCH PA 5 - MARBRISA PHASE II
HYDROLOGY AND HYDRAULIC STUDY - September 2011
I. Bio-Swale (Bio-Retention Swale) Calculations
Approximately 900 ft Bio-retention swale is proposed along thie toe of slope on the west side of the
site and flows to an existing 48" Riser. This bio-retention swale can convey high flows while
percolating and treating the lower flows. In general, this swale is 5 foot wide with banl<s of slopes are
varies from 10;1 to 2:1 maximum slope. It is located adjacent to the toe of slope that the slope also
can be function as the swale bank during the high storm event especially at the upstream where
the bottom area is rather flat.
The total flowrate through this swale is approximately 62,85 cfs, see table below:
NODE QIOO
(cfs)
Area
(Acres)
OUTFALL 1 AND 2 NODE QIOO
(cfs)
Area
(Acres) QIOO Area
100 45,05 10,16
62.85 21.73 105 11,17 7.44 62.85 21.73
107 6,63 4.13
62.85 21.73
An inflow hydrograph was created using Ricl< Engineering Hydrograph software with Ql 00=62,85 cfs
and then plotted with hydraflow hydrograph program shown below:
70.C0
60,00
50 CO
43 CO
12 CO
20.00
10.CO
Hyd No.
70.00
60 CO
50,00
vO.CO
30 CO
20.CO
10.00
FOR COMPLETE CACULATION REPORL PLEASE SEE DRAINAGE REPORT AHACHMENT I - BIO-RETENTION
PONDING CALCULATION, DATED 9-23-2011,
CARLSBAD RANCH PA 5 - MARBRISA PHASE II
HYDROLOGY AND HYDRAULIC STUDY - September 2011
1. Pond Storage and Outlet Disctiarge
Based on the proposed swale topographic feature, Storage is based on known contour areas and
calculated based on average end area method.
Stage-storage curves define the relationship between the depth of water (stage) and the storage
(volume) available in the reservoir, Stage-storage curves are typically developed using topographic
mapping and/or grading plans for detention facility, The equation for stage-storage curve is
determined by average-end area calculation as follows:
Stage Elevation Contour Incr. Storage Total Storage
(ft) (ft) Area (sq.ft) (cuft) (cuft)
0.00 173,25 50 0 0
0.75 1 74,00 676 272 272
1.75 1 75.00 2,178 1,427 1,699
2.75 1 76.00 4,568 3,373 5,072
3,75 177.00 8,055 6,312 11,384
4.75 1 78.00 10,255 9,155 20,539
No soil infiltration rate is included in the storage calculation; this is considered as worst case scenario
assuming the native soil is saturated.
This swale creates ponding at the downstream where the existing 48" riser is located. This riser needs
to be modified to be able to accommodate the 62.85 cfs flowrate, The new rim elevation is 176.00
or 9.24 inches lower than before. New perforation holes are created with 8-2" holes at each row of 3
rows at 1 foot distance between rows.
There are 3 phases of pond discharge through the riser and the the pond outlet as follows:
The phase 1 (stage 0 ft - 2.75 ft) Discharge is calculated as: Q=^CA-yj2ghx Nh, this is a condition
where water level in the swale is less than the level of riser's crest and Nh (number of holes in the
riser).
A is the total area of the orifices of the stand pipe riser and varies on each stage depending on the
depth of water level in the pond.
Second Phase (stage 2.75 ft - 4.75 ft) is the phase where the water surface in the swale starts
increasing higher than the riser's crest. As the depth of water increases, the flow will transition to
sharp-crested weir and an orifice-type flow. The transition in this horizontal orifice and weir flow
depend upon the area of the top of the riser structure. Though the transition from weir flow to orifice
flow is somewhat gradual, it is commonly assumed to occur at a discrete water surface elevation to
simplify the analysis. The transition water surface elevation is found by calculating the point at which
the weir equation and orifice equation yield the same discharge,
The sharp-crested weir has relatively thin crest such that the water will tend to develop a nappe as it
flows over the crest and is calculated as follows:
Where: C,^ = sharp-crested weir coefficient
CARLSBAD RANCH PA 5 - MARBRISA PHASE II
HYDROLOGY AND HYDRAULIC STUDY - September 2011
L = Length of weir crest (ft)
H = head above of weir crest, excluding velocity head (ft)
The orifice flow can be calculated using this following equation:
Q=CApg(h-h,)
Where C= 0.6 for sharp edge coefficient
A= area of the horizontal orifice (ft^)
g = gravitational acceleration (ft/s^j
h= elevation of water above the orifice (ft)
hp = elevation of the crest of the riser orifice (ft)
C is the coefficient of orifice equal to 0.6 taken from Smith's Coefficient of Discharge Table 21 -9
Standard Handbook for Civil Engineers by Frederick S. lyierritt, third edition.
Third phase is when the riser totally submerged; the water surface in the swale exceeds the riser crest
and the flow can enter the culvert at a faster rate than it can exit (outlet control condition), the
Culvert will take controi of the flow not the orifices or the riser's crest anymore, the outlet hydraulics
for pipe flow can be determined from the following equation that is derived through the use of the
Bernoulli and continuity principles (NRCS, 1984):
Q=A jM, with:
k
k= 1 +k^+ kp L
and kp = 5087
Where: h= elevation head differential (h=head water - tail water)
km = Coefficient of minor losses (use 1,0)
kp = Pipe friction coefficient
n = Manning's n-value
D = Pipe diameter (ft)
L = Culvert Length (ft)
Before performing the actual pond routing, the pond data was set up in a spreadsheet depth vs.
storage vs, discharge relationship, please see outlet rating curve table below:
Stage Storage Elevation Civ A CIvB CIvC ClvD WrA Total
ft cuft ft cfs cfs cfs cfs cfs cfs
0,00 0 173.25 0.00 0.00 0.00 0.00 0.00 0.00
0.75 272 174.00 133.92 0.69 0.00 0.00 0.00 0.69
1.75 1,699 175.00 133 92 1.08 0.69 0.00 0.00 1.77
2.75 5,072 176.00 133.92 1.37 1.08 0.69 0.00 3.14
3,75 11,384 177.00 133.92 1.61 1.37 1.08 41,86 45.92
4,75 20,539 178.00 133.92 1.82 1.61 1.37 118,39 123.19
Note:
Civ A = Culvert A represents the discharge from the ultimate outlet pipe (48" HDPE pipe)
Civ B = Culvert B represents the discharge from 8 orifices on the bottom of the pond (0 ft length)
Civ C = Culvert C represents the discharge from 8 orifices 1 ft high from the bottom of the pond (0 ft length)
Civ D = Culvert D represents the discharge from 8 orifices 2 ft high from the bottom of the pond (0 ft length)
Wr A = Weir A represents the discharge from the top of circular riser (4 ft diameter)
CARLSBAD RANCH PA 5 - MARBRISA PHASE II
HYDROLOGY AND HYDRAULIC STUDY - September 2011
Based on the elevation of water and location of the orifices at the modified existing riser the
discharge at each stage is as follows:
Stage
(ft)
Elevation
(ft)
Discharge
(cfs)
0.00 173.25 0
0.75 1 74.00 0.69
1,75 1 75.00 1.77
2,75 1 76.00 3,14
3.75 177.00 45,92
4.75 178,00 123.19
Pond Routing
Routing is the process of analyzing flows entering and leaving the pond in order to determine
the change of the water surface elevation within the facility over time. The storage routing in
this report is performed by Hydraflow program; the fundamental of the calculation is based on
conservation of mass (inflow-outflow = AStorage), approximated as a finite-difference as:
/„+/ n+1 o+o„
At 2 2
Where ^^^j -S^ = Storage within a detention facility at a time step n and n+1, respectively (ft')
A? = time interval (sec);
+ /^^i = inflow rate at a time step n and n+1, respectively (cuft/s); and
0„ + = Outflow rate at a time step n and »+ /, respectively (cuft/s).
CARLSBAD RANCH PA 5 - MARBRISA PHASE II
HYDROLOGY AND HYDRAULIC STUDY - September 2011
3. Q outflow
The outflow Q after detain through the detention system resulting peak discharge of 48.81 cfs
coming out from the outlet structure from the Q inflow of 62.85 cfs,
Hyd. No. 2
Hydrograph to Swale
Hydrograph type
Storm frequency
Inflow hyd. No,
Reservoir name
= Reservoir
= 100 yrs
= 1
= Swale as a pond
Peak discharge
Time interval
Max, Elevation
Max. Storage
= 48.81 cfs
= 10 min
= 177.04 ft
= 11,789 cuft
•Storage Indication metiiod used
Q (cfs)
70,00
Hydrograph to Swale
Hyd, No. 2- 100 Yr
60.00
50.00
40,00
30,00
20,00
10,00
0,00
Hydrograph Volume = 128,443 cuft
Q (cfs)
70,00
1
1 J
!;'
i'
ji 1
i
ll
1
1 1
J 1 1 J 1
# ; \
K
_ir-ar^r=:
•\ ' • - -
60,00
50,00
40.00
30.00
- 20.00
10.00
0.00
0.0 0,8 1,7 2,5 3,3 4,2 5,0 5,8 6.7 7,5
Time (hrs) Hyd No. 2 Hyd No. 1 \ Req. Stor= 11,789 cuft
CARLSBAD RANCH PA 5 - MARBRISA PHASE 11
HYDROLOGY AND HYDRAULIC STUDY - September 2011
4. Storage Indication
From inflow hydrograph and out-let rating curve, the storage indication is used to determine
routing characteristics of the pond. This equation below is used by the computer program to
demonstrate that the pond will empt/ within less than 72 hours and is presented in graphic
shown on the next page.
I ^•^'1-1 n '1 i 0„\ + (I„+
Where = Storage within a detention facility at a time step n (ft')
>S„^, = Storage within a detention facility at a time step »+/ (ft')
At = time interval (sec);
I„ +1„+\ — inflow rate at a time step n and n+1, respectively (cuft/s); and
0„ + = Outflow rate at a time step n and »+ /, respectively (cuft/s).
Elev (ftl
179.00
Hydrograph to Swale
Hyd. No. 2-100 Yr
178.00
177.00
176.00
175.00
174.00
173.00
\
/ /
/ \ / \ \
Vol {%)
100
83
67
50
33
0,0 0,8 1.7 2.5 3.3 4.2 5.0 6.7
1. Swale as a pond
Hyd Volume
7.5
Time (hrs)
From the graph above generated by the pond routing and storage indication formula, we can see
that the water reach the maximum elevation at 4.67 hrs and then gradually decrease and emptied
after 7.5 hrs.
Therefore, we can conclude that the drawdown time for this swale when it acts as a detention pond
is less then 8 hrs and there is no vector breeding habitat risk due to ponding time. Please notice that
as this is a bio-retention area not a pure water quality detention pond the 50% volume with 24 hrs
minimum drawdown time is not required.
8
CARLSBAD RANCH PA 5 - MARBRISA PHASE II
HYDROLOGY AND HYDRAULIC STUDY - September 2011
5. Emergency Spillway Calculations
For this swale when acting as a detention pond there is only one overflow spillway that can be
modeled as weir. Therefore, the outlet-rating curve is straightforward. The emergency spillway must
be able to convey the un-attenuated peak flow of 62,85 cfs, ignoring the storage inside of the
basin. The invert of the emergency spillway is placed just above the maximum water surface
elevation (177.10). The maximum spillway depth is found by taking the difference between the top
of slope and the maximum water surface elevation (3,79 ft). Allowing for 0.5 foot minimum of
required freeboard, the spillway flow cannot be more than 1.0 ft deep.
TRAPEZOIDAL CHANNEL ANALYSIS
NORMAL DEPTH CCMPtlTATION
November 3C,
PROGRAK INPUT DATA
DESCRIPTIGK VALUE
Flow Rate (cf,s) c2.35
Channel Bottom Slope (ft/ft) 0.1
Manning's Roughness Coefficient (n-value) 0.C33
Channel Left Side Slope (horizontal,'vertical) 2.0
Channel Right Sicie Slope (horizontal/vertical) 2.C
Channel Bottom Width (ft) 5.0
COMPUTATION RESULTS
DESCRIPTION VALUE
Norir.al Depth (ft) 0.87
Flow Velocity (fp,s) 10.7-3
Froude Number 2.2&
Velocity Head (ft) 1.8.
Energy Head (ft) 2 . 67
Cross-Sectional Area of Flow (sq ft) 5.83
Top Width of Flow (ft) 3.4e
HYDROCALC Hydraulics fcr Windows, Version 1.1 Copyright (c) 1596
Dodson & Associates, Inc., Self" FM 1560 West, Suite 314, Houston, TX 77069
Phone: (281) 44::-3737, Fax: (231)440-4742, Ercail: .sof twareSdodscn-hydrc . coir.
All Rights Reserved.
Based on Manning's formula, the emergency spillway size is determined as follows:
0.63 ft
5 ft
11 ft
WATER DEPTH VARIES 1.28' - 1.50'
UAX PONDING ELEV: 177.04
48' EXISTING RISER RM 176,77
CUT OFF TO ADJUST TO THE NEW RIU: 176.00
AND RE-ATTACH THE GRATE ASSEUBL Y
PROVIDE J'
GRAVEL TO
ABOVE
^S^IGHESr
LEVEL OF
PERFOR A VONS
12' SaiD PVC CLEANOJTEVERY 50 FT.
mm ATRIUM GRATE, TG 12' HI&IER THAN
FG (TYP)
RL TER FABRIC WITH PERMEA&LITY
OfEATER THAN 10 INCHES PER HOUR
OR PER Sai ENGINEER RECOMMENDATION TYPICAL LONGITUDINAL SECTION
OF THE BIO-RETENTION SWALE
NOT TO SCALE
CREATE NEW PERFORAV&J HOLES AT mE
EXISTING R/SER PIPE. ALL PERFORATED HOLES
SHAU BE 2' PERFORATIONS HOLES SHAU BE A
MINIMUM OF 8-2' HaES AT ELEV 17J.25. ELEV
174.25 AND ELEV 175.25. PROVIDE MESH SCREEN
OVER OPENING.
Maximum water level was calculated based on Hydrograph pond routing see Attachiment I - Blo-retentlon Ponding
Calculation of Hydrology and Hydraulic Study for Carlsbad Ranchi PAS - Marbrisa Phase II dated 11 -30-2011.
The ponding calculation was based on assumption the under drain is clogged and the only outlet is the 48" existing riser.
In case the riser fails an emergency spillway was provided to convey the overflow to an adjacent existing 48" riser.
II. storm Drain Line A and Line B Revision
There is some minor adjustment to storm drain Line A and Line B from the first plan check as
follows:
Line A
This storm drain conveys the storm water on the northern portion of Marbrisa Site and combined
with some portion of flow from phase I site. Some adjustments were mode at the upstream network
and resulting minor velocity changes that do not affecting size of other storm drain facility.
Line B
This storm drain conveys the storm water on the southern portion of Marbrisa Site and combined
with flow from Line and drain to the 48" existing riser. Some adjustments were also mode at the
storm drain slope and resulting minor velocity changes that do not affecting size of other storm
drain facility.
Please see Appendix A for the hydraulic calculation report
CARLSBAD RANCH PA 5 -
HYDROLOGY AND HYDRAULIC STUDY
MARBRISA PHASE II
-September 2011
• Summary and Conclusion
This Addendum report is prepared for Grand Pacific Carlsbad, Inc. addressing the City of Carlsbad
comment on the Drainage Report Dated 9-23-2011 (plancheck no.1)
Post-Deve opment Summary
NODE QIOO Area OUTFALL 1 AND 2 OUTFALL 3
(cfs) (Acres) QIOO Area Q100 Area
ICQ 45.05 10.16
105 11,17 7.44 62.85 21.73
107 6.63 4.13 -
87 4.46 0.99 -4.46 0.99
TOTAL AREA 22.72
Note: the total area included the 10,16 acres from Phase I project.
The total area for lyiarbrisa (Phase II) Project only = 22.72 - 10.16 = 12.56 Acres
The outflow Q after detain through the detention system resulting peak discharge of 48.81 cfs
coming out from the outlet structure from the Q inflow of 62,85 cfs.
The drawdown time when the swale acts as a detention pond is less then 8 hrs and there is no
vector breeding habitat risk due to ponding time. Please notice that as this is a bio-retention area
not a pure water quality detention pond the 50% volume with 24 hrs minimum drawdown time is not
required.
Overflow spillway is modeled as a rectangular weir. Therefore, the outlet-rating curve is
straightforward, The emergency spillway must be able to convey the un-attenuated peak flow of
62,85 cfs, ignoring the storage inside of the basin. The invert of the emergency spillway is placed just
above the maximum water surface elevation (177.10). The maximum spillway depth is found by
taking the difference between the top of slope and the maximum water surface elevation (3,79 ft).
Allowing for 0,5 foot minimum of required freeboard, the spillway flow cannot be more than 1.0 ft
deep. The spillway has 5 feet width and 1.5 feet in height to convey 62.85 cfs peak flow rate.
As shown on the calculations that are provided in the attachments and the methodology used, we
have proven that the 100 year flows can be handled by downstream drainage facilities and does
not cause negative or adverse impact such as erosion or flooding either to the surrounding project
site or to the downstream area.
12
APPENDICES
APPENDIX A
STORM DRAIN LINE A HYDRAULIC REPORT
Hydraflow Plan View
ProjectFile: OUTFALLIstm No, Lines: 49 11-30-2011
Hydraflow Storm Sewers 2005
j1y5raTilic (Srad^RneTfompTutaflons' Page 1
Line Size Q Downstream Len Upstream Check JL
coeff
(K)
Minor
loss
(ft) (in) (cfs)
Invert
elev
(ft)
HGL
elev
(ft)
Depth
(ft)
Area
(sqft)
Vei
(ft/s)
Vel
head
(ft)
EGL
eiev
(ft)
Sf
(%) (ft)
invert
elev
(ft)
HGL
elev
(ft)
Depth
(ft)
Area
(sqft)
Vel
(ft/s)
Vei
head
(ft)
EGL
elev
(ft)
Sf
(%)
Ave
Sf
(%)
Enrgy
loss
(ft)
JL
coeff
(K)
Minor
loss
(ft)
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (19) (20) (21) (22) (23) (24)
1 48 56.22 179.24 181.46 2,22 7.16 7,85 0.96 182.42 0.434 11.9 179.30 181.54 2.24 7.23 7,77 0.94 182,48 0.423 0.428 0.051 0.31 0.29
2 48 56.22 179.30 182.23 2.93 9.86 5,70 0.51 182.73 0.195 12.4 179.37 182.23 2.86 9.61 5,85 0.53 182,76 0,207 0.201 0.025 0.32 0.17
3 48 56.22 179,37 182.45 3.08 10.38 5,42 0.46 182.90 0.174 13.7 179,43 182.46 3.03 10.20 5,51 0.47 182,93 0,180 0.177 0,024 1.00 0.47
4 48 53.23 179.46 183.00 3.54 11.77 4,52 0.32 183.32 0.123 80.6 179,86 183.04 3.18 10.73 4.96 0.38 183,43 0,145 0.134 0,108 1.00 0.38
5 24 14.19 179,86 183.49 2.00 3.14 4,52 0.32 183,81 0.394 88.5 180,30 183.84 2.00 3.14 4.52 0.32 184,16 0.394 0.394 0,349 1.00 0.32
6 24 13.29 180.30 184.20 2.00 3.14 4,23 0.28 184,48 0.345 103 180,82 184.55 2.00 3.14 4.23 0.28 184,83 0.345 0.345 0,354 0.25 0.07
7 24 13.29 180.82 184.62 2.00 3.14 4.23 0.28 184.90 0,345 9.5 180,86 184,65 2.00 3.14 4.23 0.28 184,93 0.345 0.345 0,033 0.46 0.13
8 24 13.29 180.86 184.78 2.00 3.14 4,23 0.28 185.06 0,345 9.2 180.91 184.81 2.00 3.14 4.23 0.28 185,09 0.345 0.345 0,032 0.43 0.12
9 24 13.29 180.91 184.93 2.00 3.14 4.23 0.28 185.21 0,345 8.1 180,95 184.96 2.00 3,14 4.23 0,28 185,24 0.345 0.345 0,028 0.44 0.12
10 24 13.29 180.95 185.08 2.00 3.14 4.23 0.28 185.36 0.345 9.7 181.00 185.12 2.00 3.14 4.23 0.28 185,40 0.345 0.345 0,033 0.26 0.07
11 24 13.29 181.00 185.19 2.00 3.14 4.23 0.28 185.47 0.345 23.0 181.11 185,27 2.00 3.14 4.23 0.28 185,55 0.345 0.345 0.079 0.99 0.28
12 24 12.92 181.11 185.56 2.00 3,14 4.11 0.26 185.82 0.326 87.3 181.55 185.85 2.00 3.14 4.11 0.26 186.11 0.326 0.326 0.285 0.90 0.24
13 24 10.00 181.55 186.19 2.00 3,14 3.18 0.16 186.34 0.196 236 182.73 186.65 2.00 3.14 3.18 0.16 186.81 0.195 0.196 0.461 0.15 0.02
14 12 2.92 182.73 186,67 1.00 0,79 3.72 0.21 186.89 0,673 91.8 184.61 187.29 1.00 0.79 3.72 0.21 187.50 0.672 0.672 0.617 1.00 0.21
15 12 2.92 183.62 187,50 1.00 0,79 3.72 0.21 187.72 0.673 99.2 184.12 188.17 1.00 0.79 3.72 0.21 188,39 0.672 0.672 0.667 0.99 0.21
16 12 2.27 184.12 188,47 1.00 0.79 2.89 0.13 188.60 0,406 39.1 184.32 188.63 1,00 0,79 2.89 0.13 188,76 0.406 0.406 0,159 1,00 0,13
17 12 2.20 183.04 183.61 0.57* 0.47 4.71 0.35 183.96 0,969 13.3 183.17 183.80 j 0.63** 0,52 4.21 0.28 184,08 0.725 0.847 0,113 0,75 0,21
18 36 45.80 179.86 183.43 3.00 7.07 6.48 0.65 184.08 0,472 77.8 180.25 183.79 3.00 7,07 6.48 0.65 184,45 0.472 0.472 0,367 0,15 0,10
19 6 0.70 185.06 185.56 0.50* 0.20 3.57 0.20 185.76 1,559 5.6 185.12 185.62 0.50 0,20 3.57 0.20 185,82 1.509 1.534 0,086 0,99 0,20
20 6 0.41 185.02 185.76 0.50 0.20 2.09 0.07 185.82 0,535 53.0 185.55 186.02 0.47 0.19 2,15 0.07 186.09 0.462 0.499 0,264 1,00 0,07
21 12 2.20 183.17 184,16 0.99 0.78 2.80 0.12 184.28 0.354 30.8 183.48 184.22 0.74 0.62 3.55 0,20 184.41 0.480 0.417 0,128 0.70 0,14
ProjectFile: OUTFALLIstm Number of lines: 49 Run Date: 11-30-2011
Notes: * Normal depth assumed,; ** Critical depth,; j-Line contains hyd, jump.
Hydraflow Storm Sewers 2005
^^y5raL^I^c <5r5deBne7?omputa'Rons Page 2
Line Size Q Downstream Len Upstream Check JL
coeff
(K)
iVIinor
loss
(ft) (in) (cfs)
Invert
elev
(ft)
HGL
elev
(ft)
Depth
(ft)
Area
(sqft)
Vel
(ft/s)
Vei
head
(ft)
EGL
eiev
(ft)
Sf
(%) (ft)
Invert
eiev
(ft)
HGL
eiev
(ft)
Depth
(ft)
Area
(sqft)
Vei
(ft/s)
Vei
head
(ft)
EGL
eiev
(ft)
Sf
(%)
Ave
Sf
(%)
Enrgy
loss
(ft)
JL
coeff
(K)
iVIinor
loss
(ft)
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (19) (20) (21) (22) (23) (24)
22 36 45,80 180.25 183.89 3,00 7.07 6.48 0.65 184,55 0.472 10,4 180.30 183,94 3.00 7.07 6.48 0.65 184,59 0,472 0.472 0.049 1.00 0,65
23 12 2.20 183.48 184.43 0.95 0.77 2.86 0.13 184.55 0.330 149 184.98 185.61 j 0.63** 0.52 4.23 0.28 185.89 0,733 0.532 n/a 0.15 n/a
24 36 45.40 180,30 184.61 3.00 7.07 6.42 0.64 185.25 0.464 20,2 180.40 184.70 3.00 7.07 6.42 0.64 185.34 0,463 0.463 0.094 0.15 0,10
25 6 0.70 185.12 185.81 0.50 0.20 3.57 0.20 186,01 1.559 18.0 185.30 186,10 0.50 0.20 3.57 0,20 186.29 1,559 1.559 0.281 1.00 0.20
26 36 45.40 180.40 184.80 3,00 7.07 6.42 0.64 185,44 0,464 16.3 180.48 184,87 3.00 7.07 6.42 0,64 185.51 0,463 0.463 0.075 0,15 0.10
27 12 1.20 184.98 185.72 0,74 0.62 1.93 0,06 185,78 0,142 27.5 185.25 185,72 j 0.47** 0.36 3,33 0,17 185.89 0,574 0.358 0.098 0,15 0.03
28 36 45.40 180.48 184.97 3.00 7.07 6.42 0,64 185.61 0,464 25.8 180.61 185,09 3,00 7.07 6.42 0,64 185,73 0,463 0.463 0.119 0,15 0.10
29 12 1.20 185.25 185.88 0.63 0.52 2.30 0,08 185.96 0,218 20.0 185.45 185,92 j 0,47** 0.36 3.33 0,17 186.09 0,574 0,396 0.079 0,15 0.03
30 36 45.40 180,61 185.18 3.00 7.07 6.42 0,64 185.83 0,464 27.5 180.75 185,31 3,00 7.07 6.42 0,64 185,95 0.463 0,463 0.128 0,15 0.10
31 12 1.20 185,45 186.08 0.63 0.52 2.30 0,08 186.16 0.218 25.0 185.70 186.16j 0,46** 0.36 3.36 0.18 186,34 0.585 0.401 n/a 0,15 n/a
32 36 45.40 180,75 185.41 3.00 7.07 6.42 0,64 186.05 0.464 25.0 180.88 185.52 3,00 7.07 6.42 0.64 186,16 0.463 0.463 0.116 0,15 0.10
33 12 1.20 185.70 186.30 0.60 0.50 2.42 0,09 186.39 0.247 15.0 185.85 186,32 j 0.47** 0.36 3.33 0.17 186,49 0,574 0.411 0.062 0,15 0.03
34 36 45.40 180.88 185.62 3.00 7.07 6.42 0.64 186.26 0.464 25.1 181.00 185,74 3,00 7.07 6.42 0.64 186.38 0.463 0.463 0.116 0,15 0.10
35 9 1.20 185,85 186,40 0.55 0.35 3,45 0.18 186,59 0.665 20.0 186,05 186,55 0,50** 0,31 3.81 0.23 186.78 0.846 0.755 0,151 1,00 0.23
36 36 45.40 181,00 185,83 3.00 7.07 6,42 0.64 186.47 0.464 21.0 181,11 185,93 3,00 7,07 6.42 0.64 186,57 0.463 0.463 0,097 0,15 0,10
37 36 45.40 181.11 186,03 3.00 7.07 6.42 0,64 186,67 0.464 4.5 181.13 186,05 3,00 7,07 6.42 0.64 186.69 0.463 0.463 0.021 1,00 0,64
38 36 45,05 181.13 186,70 3.00 7.07 6.37 0.63 187.33 0.456 6.0 181.16 186,73 3,00 7,07 6.37 0.63 187.36 0,456 0,456 0.027 0,15 0,09
39 36 45.05 181.16 186,82 3.00 7.07 6.37 0,63 187.45 0.456 28.6 181.30 186,95 3,00 7,07 6.37 0.63 187.58 0,456 0,456 0.130 1.00 0,63
40 6 0.52 180.30 185.14 0.50 0.20 2.65 0,11 185,25 0.860 8.4 186,09 186.46 j 0.37** 0,15 3.37 0.18 186.63 1,094 0,977 n/a 1.00 0.18
41 6 0.40 181.13 187.27 0.50 0.20 2,04 0,06 187,33 0,509 11.2 190,54 190.86 j 0.32** 0,13 3.00 0.14 191.00 0,920 0,714 n/a 1.00 0.14
42 12 2.30 185.51 186,10 0.59* 0,48 4.75 0,35 186.45 0,965 15.4 185,66 186.31 0.65** 0,54 4,29 0,29 186.59 0.743 0,854 0.131 0.47 0.13
Project File: 0UTFALL1 stm Number of lines: 49 Run Date: 11-30-2011
Notes: * Normal depth assumed,; ** Critical depth,; j-Line contains hyd, jump.
Hydraflow Stonm Sewers 2005
flydraffovnTGlTPomputaTion ProceSure" Page 1
General Procedure: Hydraflow computes the HGusinghe Brnoulli energ eqation. Mining eqation is used to determine energ losses due to pi pe friction,
h a standard step.iteratie procedure,Hydraflow assumes upstream HOB until the eneng eqation balances, f the eneng eq ation
cannot balance.supercritical flow eists and critical depth is temporarily assumed at the upstream end, A supercritical flow P rofile
is then computed usin^he same procedure in a downstream direction usingnomentum principles.
Col 1
Col 2
Col 3
Col 4
Col 5
Col 6
Col 7
Col 8
Col 9 )
Col, 10
Col. 11
Col. 12
Col. 13
Col. 14
Col. 15
Col. 16
Col. 17
Col. 18
Col. 19
Col. 20
Col. 21
Col. 22
Col. 23
Col. 24
line^ downstream line.
(STadeTneToi^TutaTSns" Page 3
Line
(1)
Size
(in)
(2)
(Cfs)
(3)
Downstream
Invert
eiev
(ft)
(4)
HGL
eiev
(ft)
(5)
Depth
(ft)
(6)
Area
(sqft)
(7)
Vel
(ft/s)
(8)
Vei
head
(ft)
(9)
EGL
elev
(ft)
(10)
Sf
(%)
(11)
Len
(ft)
(12)
Upstream
Invert
elev
(ft)
(13)
HGL
eiev
(ft)
(14)
Depth
(ft)
(15)
Area
(sqft)
(16)
Vei
(ft/s)
(17)
Vel
head
(ft)
(18)
EGL
eiev
(ft)
(19)
Sf
(%)
(20)
Check
Ave
Sf
(%)
(21)
Enrgy
loss
(ft)
(22)
JL
coeff
(K)
(23)
43
44
45
46
47
48
49
6
6
12
12
12
12
6
0.34
0,71
2.30
0.71
1.30
1.02
0.33
184,72
184,93
185,66
185,40
185.96
187,40
186,00
185.00
185.43
186,59
186,57
187.04
188,04
188,55
0,28*
0,50*
0,93
1,00
1.00
0.64
0.50
0,11
0,20
0,76
0,79
0.79
0.53
0,20
2.99
3.62
3.02
0.90
1.66
1.91
1,68
0.14
0.20
0.14
0.01
0,04
0,06
0.04
185.14
185.63
186.73
186,58
187,09
188,10
188,60
1.000
1.604
0.361
0.040
0.133
0,148
0,346
48.0
47.2
29.7
22.5
144
157
56.6
185.20
185.40
185.96
185.63
187.40
190.00
186.57
185.50 j
186.19
186.62
186.58
187.88 j
190.43 j
188,75
0.30*
0.50
0.66
0.95
0.48*'
0.43*'
0.50
0.12
0,20
0,55
0,77
0,38
0,32
0,20
2,79
3,62
4,20
0,92
3,45
3,17
1,68
0,12
0.20
0.27
0.01
0,19
0,16
0.04
185.62
186.39
186,89
186,59
188,07
190,59
188.79
0.837
1.603
0.706
0,034
0,598
0,564
0.346
0.918
1.604
0.533
0.037
0.365
0,356
0,346
0,441
0,757
0.158
0.008
n/a
n/a
0,196
1,00
1.00
0.71
1.00
0.42
1.00
1,00
Project File: 0UTFALL1 ,stm Number of lines: 49 Run Date: 11-30-2011
Notes: * Normal depth assumed,; ** Critical depth,; j-Line contains hyd, jump.
Hydraflow Storm Sewers 2005
s!orm SeweTVaBulation
Sta tion Len Drng Area Rnoff
coeff
Area x C Tc Rain
(1)
Totai
fiow
Cap
full
Vei Pipe Invert Eiev HGL Eiev Grnd / Rim Eiev
Line To
Line
incr Totai
Rnoff
coeff
Incr Total iniet Syst
Rain
(1)
Totai
fiow
Cap
full
Size Slope Up Dn Up Dn Up Dn To
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 11,9 0,00 0.00 0.00 0,00 0,00 OO 4,4 0,0 56.22 102.2 7.81 48 0,51 179,30 179.24 181.54 181,46 182,00 180.00
2 1 12,4 0,00 0,00 0.00 0,00 0,00 0,0 4,3 0,0 56,22 107.8 5,78 48 0.56 179,37 179.30 182,23 182.23 187,00 182.00
3 2 13,7 0.00 0,00 0.00 0,00 0.00 0,0 4,3 0,0 56,22 95.24 5,46 48 0.44 179,43 179.37 182.46 182,45 189,40 187.00
4 3 80,6 0.00 0,00 0,00 0.00 0,00 0,0 4.0 0,0 53,23 101.2 4,74 48 0.50 179.86 179.46 183.04 183,00 189,73 189.40
5 4 88.5 0.00 0.00 0,00 0.00 0,00 0.0 3.6 0,0 14,19 15,95 4,52 24 0,50 180.30 179.86 183,84 183.49 189,40 189.73
6 5 102.6 0.00 0.00 0,00 0,00 0.00 0.0 3.2 0.0 13,29 16,10 4,23 24 0,51 180.82 180,30 184,55 184,20 190,28 189.40
7 6 9,5 0.00 0.00 0,00 0,00 0.00 0.0 3.2 0,0 13,29 14.70 4.23 24 0,42 180.86 180.82 184.65 184,62 190.30 190.28
8 7 9,2 0.00 0.00 0,00 0.00 0.00 0.0 3.2 0,0 13,29 16,72 4.23 24 0,55 180.91 180.86 184.81 184,78 190.30 190,30
9 8 8,1 0.00 0.00 0,00 0.00 0.00 0.0 3.1 0,0 13.29 15,91 4,23 24 0,49 180.95 180.91 184,96 184.93 190,31 190,30
10 9 9,7 0.00 0.00 0.00 0,00 0.00 0.0 3.1 0,0 13.29 16,25 4,23 24 0.52 181.00 180.95 185,12 185,08 190.32 190,31
11 10 23,0 0,00 0.00 0.00 0,00 0.00 0.0 3.0 0.0 13.29 15.65 4,23 24 0.48 181.11 181,00 185.27 185,19 189.95 190.32
12 11 87,3 0.00 0.00 0.00 0.00 0.00 0.0 2.7 0.0 12.92 16.06 4.11 24 0.50 181.55 181,11 185,85 185,56 190,80 189.95
13 12 235,7 0,00 0.00 0.00 0,00 0.00 0,0 1.4 0.0 10,00 16.00 3,18 24 0.50 182.73 181,55 186.65 186,19 190.30 190.80
14 13 91,8 0,00 0,00 0.00 0,00 0,00 0,0 1.0 0,0 2,92 5.10 3,72 12 2.05 184,61 182,73 187,29 186,67 191,20 190.30
15 14 99,2 0.00 0,00 0.00 0,00 0.00 0,0 0.6 0,0 2,92 2.53 3,72 12 0.50 184,12 183,62 188.17 187,50 191,19 191.20
16 15 39.1 0,00 0,00 0.00 0,00 0.00 0,0 0.0 0.0 2,27 2.55 2,89 12 0.51 184,32 184,12 188.63 188,47 190,87 191.19
17 3 13.3 0.00 0.00 0.00 0,00 0.00 0,0 2.1 0,0 2,20 3.52 4.46 12 0.98 183,17 183,04 183,80 183.61 189,00 189.40
18 4 77.8 0,00 0,00 0,00 0.00 0.00 0,0 0.5 0,0 45,80 47.22 6.48 36 0.50 180,25 179,86 183.79 183,43 190,18 189.73
19 5 5.6 0.00 0,00 0,00 0.00 0.00 0,0 0.1 0.0 0,70 0.58 3.57 6 1.07 185,12 185,06 185.62 185.56 189.50 189.40
20 11 53,0 0.00 0.00 0,00 0.00 0,00 0,0 0,0 0.0 0,41 0.56 2.12 6 1.00 185,55 185,02 186.02 185.76 189.55 189.95
21 17 30.8 0.00 0.00 0.00 0,00 0,00 0,0 2,0 0.0 2,20 3.58 3,18 12 1.01 183.48 183,17 184.22 184.16 189.00 189.00
ProjectFile: OUTFALLI.stm Number of lines: 49
Page 1
Line ID
Run Date: 11-30-2011
NOTES: Intensity = 127.16/(Inlet time + 17.80)''0.82; Return period = 100 Yrs.
Hydraflow Storm Sewers 2006
sSrm SweTTalSuTatiori Page 2
Station Len Drng Area Rnoff
coeff
Area x C Tc Rain
(1)
Total
fiow
Cap
full
Vei Pipe invert Elev HGL Eiev Grnd / Rim Eiev Line ID
Line To
Line
incr Total
Rnoff
coeff
Incr Totai iniet Syst
Rain
(1)
Total
fiow
Cap
full
Size Slope Up Dn Up Dn Up Dn
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
22 18 10.4 0.00 0.00 0.00 0,00 0.00 0.0 0.5 0,0 45,80 46.31 6.48 36 0,48 180.30 180,25 183,94 183,89 190,20 190.18
23 21 149.4 0.00 0.00 0.00 0.00 0.00 0.0 1.1 0.0 2.20 3.57 3,54 12 1.00 184,98 183,48 185,61 184.43 189,00 189,00
24 22 20.2 0.00 0.00 0.00 0.00 0,00 0.0 0.5 0,0 45.40 46.94 6.42 36 0.50 180,40 180,30 184,70 184,61 190,40 190,20
25 19 18.0 0.00 0,00 0.00 0.00 0.00 0.0 0,0 0,0 0.70 0.56 3,57 6 1.00 185,30 185,12 186,10 185.81 189,42 189,50
26 24 16.3 0.00 0.00 0.00 0,00 0.00 0.0 0,4 0,0 45.40 46,80 6,42 36 0,49 180,48 180,40 184,87 184.80 190.50 190,40
27 23 27.5 0,00 0.00 0.00 0,00 0.00 0.0 0.8 0.0 1.20 3,53 2,63 12 0.98 185,25 184,98 185,72 185.72 189.00 189,00
28 26 25.8 0,00 0,00 0.00 0.00 0,00 0.0 0,4 0.0 45.40 47.36 6,42 36 0.50 180.61 180,48 185,09 184.97 191,70 190,50
29 27 20.0 0.00 0,00 0,00 0.00 0.00 0.0 0.6 0.0 1,20 3.56 2.82 12 1.00 185.45 185,25 185,92 185.88 189,00 189,00
30 28 27.5 0.00 0,00 0,00 0.00 0.00 0.0 0.3 0.0 45,40 47.58 6.42 36 0.51 180,75 180,61 185,31 185.18 191,80 191,70
31 29 25.0 0,00 0,00 0,00 0.00 0,00 0.0 0.3 0.0 1.20 3.56 2,83 12 1.00 185.70 185.45 186,16 186.08 189,00 189,00
32 30 25,0 0,00 0.00 0,00 0,00 0,00 0.0 0.2 0.0 45.40 48.08 6,42 36 0.52 180,88 180,75 185,52 185.41 191,80 191.80
33 31 15,0 0.00 0.00 0,00 0,00 0.00 0.0 0,1 0,0 1,20 3,56 2.88 12 1,00 185,85 185.70 186.32 186.30 189,00 189.00
34 32 25,1 0,00 0.00 0,00 0,00 0.00 0.0 0,2 0,0 45,40 46,16 6.42 36 0,48 181.00 180.88 185.74 185,62 192,70 191.80
35 33 20,0 0,00 0.00 0,00 0.00 0.00 0.0 0,0 0,0 1.20 1.65 3.63 9 1,00 186.05 185.85 186.55 186,40 189.00 189.00
36 34 21.0 0,00 0.00 0,00 0,00 0.00 0.0 0.1 0.0 45.40 48.32 6,42 36 0.52 181.11 181.00 185.93 185,83 194,30 192.70
37 36 4.5 0,00 0.00 0,00 0,00 0.00 0.0 0.1 0.0 45,40 44,32 6,42 36 0.44 181,13 181.11 186,05 186.03 194,40 194.30
38 37 6.0 0,00 0,00 0,00 0,00 0.00 0.0 0.1 0.0 45.05 47,16 6.37 36 0.50 181,16 181.13 186,73 186,70 195,30 194.40
39 38 28.6 0,00 0,00 0,00 0.00 0.00 0.0 0.0 0.0 45.05 46,67 6.37 36 0.49 181,30 181.16 186,95 186,82 196,20 195.30
40 22 8.4 0,00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.52 4,66 3,01 6 69.09 186,09 180,30 186.46 185,14 190,10 190.20
41 37 11.2 0,00 0.00 0.00 0.00 0.00 0.0 0,0 0,0 0.40 5,14 2.52 6 83.87 190,54 181.13 190.86 187,27 195,50 194,40
42 3 15.4 0.00 0.00 0.00 0.00 0.00 0.0 3,6 0,0 2.30 3,52 4,52 12 0,97 185,66 185,51 186,31 186,10 189.00 189.40
Project File: OUTFALL1 stm Number of lines: 49 Run Date: 11-30-2011
NOTES: Intensity = 127.16 / (Inlet time + 17.80) * 0.82; Return period = 100 Yrs.
Hydraflow Storm Sewers 2005
sSrm SeweTTalnTation Page 3
Station
Line
43
44
45
46
47
48
49
To
Line
5
4
42
44
45
47
15
Len
(ft)
48.0
47.2
29.7
22.5
143.9
157.2
56,6
Drng Area
incr
(ac)
0.00
0,00
0,00
0,00
0,00
0,00
0,00
Totai
(ac)
0.00
0,00
0,00
0,00
0,00
0.00
0.00
Rnoff
coeff
(C)
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Area x C
Incr Totai
0.00
0.00
0.00
0.00
0.00
0,00
0.00
0,00
0,00
0,00
0,00
0.00
0.00
0,00
Tc
inlet
(min)
0,0
0,0
0,0
0,0
0,0
0,0
0.0
Syst
(min)
0.0
0.4
3.5
0.0
2.0
0.0
0.0
Rain
(I)
(in/hr)
0.0
0.0
0,0
0,0
0,0
0.0
0.0
Totai
fiow
(cfs)
0.34
0.71
2.30
0.71
1.30
1.02
0.33
Cap
fuli
(cfs)
0.56
0.56
3.58
3,60
3.56
4.58
0,56
Vei
(ft/s)
2,89
3,62
3.61
0.91
2.56
2.54
1.68
Pipe
Size
(in)
6
6
12
12
12
12
6
Slope
(%)
1.00
1.00
1,01
1,02
1,00
1,65
1.01
invert Elev
Up
(ft)
185.20
185.40
185.96
185.63
187.40
190,00
186,57
Dn
(ft)
184,72
184,93
185,66
185.40
185.96
187.40
186.00
HGL Elev
Up
(ft)
185.50
186,19
186.62
186.58
187,88
190,43
188,75
Dn
(ft)
185,00
185,43
186,59
186,57
187,04
188,04
188,55
Grnd / Rim Elev
Up
(ft)
189,20
189,50
189,00
189.65
189.00
192.80
190.00
Dn
(ft)
189.40
189.73
189.00
189.50
189,00
189.00
190.80
Line ID
ProjectFile: OUTFALLI.stm Number of lines: 49 Run Date: 11-30-2011
NOTES: Intensity = 127.16/(Inlet time + 17.80)" 0.82; Return period = 100 Yrs.
Hydraflow Stonm Sewers 2005
APPENDIX B
STORM DRAIN LINE B HYDRAULIC REPORT
o CN I
o
CO
0
o
LO
ifl 0 c
E
rsi
3
o
(0
o
•2"
D.
HyBrauCc CarardeWneTJom^taflSis' Page 1
Line Size Q Downstream Len Upstream Check JL
coeff
(K)
Minor
loss
(ft) (in) (cfs)
invert
elev
(ft)
HGL
elev
(ft)
Depth
(ft)
Area
(sqft)
Vel
(ft/s)
Vel
head
(ft)
EGL
elev
(ft)
Sf
(%) (ft)
Invert
elev
(ft)
HGL
elev
(ft)
Depth
(ft)
Area
(sqft)
Vel
(ft/s)
Vei
head
(ft)
EGL
elev
(ft)
Sf
(%)
Ave
Sf
(%)
Enrgy
loss
(ft)
JL
coeff
(K)
Minor
loss
(ft)
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (19) (20) (21) (22) (23) (24)
1 24 10.00 176,36 178,20 1.84 3,02 3,31 0,17 178.37 0.170 5.6 176.39 178.21 1,82 3,00 3.34 0.17 178,38 0.171 0.170 0,010 0,16 0,03
2 24 10.00 176.39 178,23 1.84 3,03 3.30 0.17 178.40 0.170 5.8 176.42 178.24 1,82 3,00 3.33 0,17 178,41 0.171 0.170 0,010 0,16 0,03
3 24 10,00 176,42 178,27 1.85 3,03 3.30 0.17 178,44 0.169 6.3 176.45 178.28 1,83 3,01 3.32 0.17 178,45 0,170 0.170 0,011 0,21 0,04
4 24 10.00 176,45 178,31 1.86 3,05 3,28 0.17 178.48 0.169 9.6 176,50 178.33 1.83 3,01 3.33 0.17 178,50 0,170 0.170 0,016 1,00 0,17
5 24 7.30 176.50 178,54 2.00 3,14 2,32 0.08 178.62 0.104 99.2 177,00 178.61 1.61 2.72 2.69 0.11 178.73 0.107 0.106 0,105 1,00 0,11
6 18 6.80 177,00 178,73 1.50 1,77 3.85 0.23 178.96 0.419 5.4 177,03 178.75 1.50 1,77 3.85 0.23 178,98 0.419 0.419 0,023 0,15 0,03
7 18 6,80 177.03 178,78 1.50 1,77 3.85 0.23 179.01 0.419 18.5 177,12 178,86 1.50 1.77 3,85 0.23 179.09 0,419 0.419 0,078 0,15 0,03
8 18 6.80 177,12 178,90 1.50 1,77 3,85 0.23 179.13 0.419 16.6 177,20 178.97 1.50 1.77 3.85 0.23 179.20 0.419 0.419 0,070 0,15 0,03
9 18 6,80 177.20 179.00 1.50 1.77 3.85 0.23 179,23 0,419 20.3 177,30 179,09 1,50 1.77 3.85 0.23 179.32 0,419 0.419 0,085 0,18 0,04
10 18 6.80 177.30 179,13 1.50 1,77 3,85 0.23 179.36 0,419 24.7 177.42 179.23 1,50 1.77 3.85 0.23 179.46 0.419 0.419 0,104 0,15 0,03
11 18 6,80 177,42 179.27 1,50 1,77 3,85 0.23 179.50 0,419 80.1 177.82 179,60 1,50 1.77 3.85 0.23 179.83 0.419 0.419 0,336 0,71 0,16
12 18 6,40 177,82 179,79 1,50 1.77 3,62 0.20 179.99 0,372 8.5 177,86 179.82 1,50 1.77 3.62 0.20 180.03 0,371 0.372 0,032 1,00 0.20
13 18 5,66 177,86 180.07 1.50 1.77 3,20 0.16 180.23 0,291 77.5 178.25 180,30 1,50 1.77 3.20 0.16 180.46 0.291 0.291 0,225 0,20 0.03
14 18 5,66 178,25 180.33 1.50 1.77 3.20 0.16 180,49 0,291 15,0 178,32 180,37 1,50 1,77 3.20 0.16 180,53 0,291 0,291 0,044 0,15 0.02
15 18 5,66 178.32 180.40 1.50 1.77 3.20 0.16 180,56 0,291 15,0 178,39 180,44 1,50 1.77 3.20 0.16 180.60 0,291 0,291 0.044 0,15 0.02
16 18 5,66 178.39 180.46 1.50 1.77 3,20 0,16 180,62 0,291 14,7 178,46 180,51 1,50 1.77 3,20 0,16 180.67 0,291 0,291 0.043 1,00 0.16
17 8 0.89 178.38 180,13 0,67 0.35 2,55 0,10 180,23 0,543 32,0 178.54 180,30 0,67 0.35 2,55 0,10 180,40 0,543 0.543 0.174 1,00 0.10
18 6 0,60 181.25 181.45 0.20* 0.07 8,24 1,06 182,50 10.287 38,3 185.27 185,66 j 0,39** 0.17 3,62 0,20 185,87 1,239 5,763 n/a 0,28 0.06
19 6 0,60 185.27 185.72 0.46* 0,19 3,20 0,16 185.88 0.999 34,1 185.61 186,06 0,45 0.19 3,20 0,16 186.22 1.000 1.000 0.341 1,00 0.16
20 12 3,63 181,38 182.22 0.84* 0,70 5,16 0,41 182,63 0,999 92,8 182.31 183,15 0,84 0.70 5.17 0.42 183.56 1,003 1.001 0.929 0,32 0.13
21 12 3,63 182,31 183.36 1,00 0,79 4,62 0,33 183.70 1.039 92,8 183.24 184,33 1,00 0.79 4.62 0,33 184,66 1.039 1.039 0,965 0,15 0.05
Project File: 0UTFALL2.stm Number of lines: 54 Run Date: 11-30-2011
Notes: * Normal depth assumed.; ** Critical depth.; j-Line contains hyd. jump.
Hydraflow Storm Sewers 2005
Hy3rauf!c Oracle Tine TRmputaflons Page 2
Line Size Q Downstream Len Upstream Check JL
coeff
(K)
Minor
loss
(ft) (in) (cfs)
Invert
elev
(ft)
HGL
elev
(ft)
Depth
(ft)
Area
(sqft)
Vel
(ft/s)
Vei
head
(ft)
EGL
eiev
(ft)
Sf
(%) (ft)
invert
eiev
(ft)
HGL
eiev
(ft)
Depth
(ft)
Area
(sqft)
Vel
(ft/s)
Vel
head
(ft)
EGL
elev
(ft)
Sf
(%)
Ave
Sf
(%)
Enrgy
loss
(ft)
JL
coeff
(K)
Minor
loss
(ft)
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (19) (20) (21) (22) (23) (24)
22 12 2.25 183.24 184.58 1.00 0.79 2.87 0.13 184.71 0,399 83,6 184,08 184,88 0.80 0,67 3.34 0.17 185,05 0.419 0,409 0,342 0,15 0,03
23 12 2.25 184,08 184,95 0.87 0.73 3,10 0,15 185.10 0,363 12,7 184.21 184.95 0.74 0,63 3.59 0.20 185,15 0,488 0,426 0,054 0,15 0.03
24 12 2.25 184,21 185,06 0.85 0.71 3,17 0.16 185.21 0,378 12.7 184.34 185.05 0.71 0,60 3.75 0.22 185,27 0.542 0,460 0,059 0,15 0.03
25 12 2.25 184.34 185.18 0.84 0.70 3.20 0.16 185.34 0,385 68,0 185.02 185.66 j 0.64** 0,53 4.27 0.28 185,94 0.742 0,563 n/a 0,75 n/a
26 12 2.25 185.02 185.81 0.79 0.67 3.37 0.18 185.99 0,426 18.3 185.20 185.84 j 0.64** 0,53 4.25 0,28 186,12 0,734 0,580 0,106 0,75 0.21
27 12 2.25 185.20 186.06 0.86 0.72 3.14 0.15 186.21 0,370 22.1 185,42 186.06 0.64** 0,53 4.25 0,28 186,34 0,734 0,552 0,122 0,70 0.20
28 12 2.25 185.42 186,41 0,99 0.78 2.87 0.13 186.54 0,365 88.8 186,31 186,95 j 0.64** 0,53 4.27 0,28 187,23 0.742 0,554 n/a 0,25 n/a
29 12 1.14 186.31 187.20 0.89 0.74 1.55 0.04 187.23 0,091 69,6 187,01 187.46 j 0.45** 0.35 3,30 0,17 187,63 0.578 0,335 n/a 1.00 n/a
30 6 0.53 178,34 179.88 0.50 0,20 2,70 0.11 179.99 0,894 10,2 186,40 186.77 j 0.37** 0.16 3.40 0,18 186,95 1.111 1,002 n/a 1.00 n/a
31 6 0.34 178,51 180,78 0.50 0.20 1,73 0,05 180.83 0,368 6,5 186,66 186.96 j 0.30** 0,12 2.81 0,12 187.08 0.848 0.608 n/a 1.00 0.12
32 18 5.66 178,46 180,67 1.50 1,77 3,20 0,16 180,83 0,291 10,0 178,51 180,69 1.50 1,77 3.20 0,16 180.85 0.291 0.291 0.029 0.15 0,02
33 18 5.66 178.51 180,72 1.50 1.77 3,20 0.16 180.88 0,291 10,1 178.56 180.75 1.50 1.77 3.20 0.16 180.91 0,291 0.291 0,029 1.00 0.16
34 18 5,12 178,56 180,94 1.50 1.77 2,90 0,13 181.07 0,238 13.2 178,63 180.97 1.50 1.77 2.90 0,13 181.10 0.238 0.238 0.031 1.00 0.13
35 18 4,47 178,63 181,13 1.50 1.77 2.53 0,10 181.23 0,181 16.0 178,71 181.16 1.50 1.77 2.53 0.10 181.26 0.181 0.181 0,029 0,15 0,01
36 18 4.47 178,71 181,17 1.50 1.77 2,53 0,10 181,27 0,181 15,0 178,78 181.20 1.50 1.77 2.53 0,10 181.30 0.181 0.181 0.027 0.15 0.01
37 18 4.47 178,78 181,22 1,50 1,77 2,53 0,10 181.32 0,181 15.0 178,85 181.24 1.50 1.77 2.53 0.10 181.34 0,181 0.181 0,027 0,15 0.01
38 18 4.47 178,85 181,26 1,50 1,77 2,53 0,10 181,36 0,181 16,1 178,93 181.29 1.50 1.77 2.53 0.10 181,39 0,181 0,181 0,029 1,00 0.10
39 18 3.21 178,93 181,43 1,50 1,77 1,82 0.05 181,49 0,093 8,9 178,97 181.44 1.50 1.77 1.82 0.05 181,49 0,093 0,093 0,008 0,15 0.01
40 18 3.21 178,97 181.45 1.50 1.77 1,82 0.05 181.50 0,093 10.0 179.02 181.46 1.50 1.77 1.82 0.05 181,51 0,093 0,093 0,009 0,15 0,01
41 18 3.21 179,02 181.47 1.50 1.77 1,82 0.05 181.52 0,093 10.0 179.07 181.48 1,50 1,77 1.82 0.05 181.53 0,093 0,093 0,009 0.15 0,01
42 18 3.21 179,07 181.48 1.50 1.77 1,82 0.05 181.54 0,093 14,0 179.14 181.50 1,50 1.77 1.82 0,05 181.55 0,093 0,093 0,013 0.15 0,01
Project File: 0UTFALL2,stm Number of lines: 54 Run Date: 11-30-2011
Notes: * Normal depth assumed.; ** Critical depth.; j-Line contains hyd. jump.
Hydraflow Storm Sewers 2005
H5?3rau!!c G»f?deTmeToni'putaBons' Page 3
Line
(1)
Size
(in)
(2)
(cfs)
(3)
Downstream
Invert
elev
(ft)
(4)
HGL
elev
(ft)
(5)
Depth
(ft)
(6)
Area
(sqft)
(7)
Vel
(ft/s)
(8)
Vei
head
(ft)
(9)
EGL
elev
(ft)
(10)
Sf
(%)
(11)
Len
(ft)
(12)
Upstream
Invert
eiev
(ft)
(13)
HGL
eiev
(ft)
(14)
Depth
(ft)
(15)
Area
(sqft)
(16)
Vei
(ft/s)
(17)
Vel
head
(ft)
(18)
EGL
elev
(ft)
(19)
Sf
(%)
(20)
Check
Ave
Sf
(%)
(21)
Enrgy
loss
(ft)
(22)
JL
coeff
(K)
(23)
43
44
45
46
47
48
49
50
51
52
53
54
18
18
18
18
18
6
12
6
6
6
6
18
3.21
3.21
3.21
3.21
2.51
0.78
1.36
0.33
0.70
0.66
0.78
0.80
179.14
179.19
179.41
179.80
179.85
179.18
179.49
180.31
180,00
183.15
185.90
178.87
181,51
181.52
181.58
181,70
181.78
181.10
181.44
181.71
181.76
183,37
186,40
181,06
1,50
1.50
1.50
1.50
1.50
0.50
1.00
0.50
0.50
0.22*
0.50*
1.50
1.77
1.77
1.77
1.77
1.77
0.20
0.79
0.20
0.20
0.08
0.20
1.77
1.82
1.82
1.82
1.82
1.42
3.97
1.73
1.68
3.57
7,94
3,97
0.45
0.05
0.05
0.05
0.05
0.03
0.25
0.05
0.04
0.20
0.98
0,25
0.00
181.56
181.57
181.63
181.76
181.82
181.34
181.49
181.76
181.96
184,35
186,65
181,07
0,093
0.093
0.093
0.093
0.057
1.936
0.146
0,346
1,559
8,666
1,936
0.006
10.0
43.2
77.0
9.1
33,3
50,5
6,8
42,7
37,6
38,0
28,3
15,8
179,19
179.41
179.80
179.85
180.02
179.43
185.78
186.30
190,00
186.51
186.18
185.42
181,51
181,56
181,65
181,71
181,80
182,07
186,27 j
186,59 j
190,42 j
186,92 j
186,95
185.76 j
1,50
1.50
1.50
1,50
1,50
0,50
0,49*'
0,29*'
0.42*'
0.41*'
0.50
0.34*
1,77
1,77
1.77
1,77
1.77
0.20
0.39
0.12
0.18
0,17
0,20
0.30
1.82
1.82
1.82
1,82
1,42
3,97
3.51
2.77
3.94
3.81
3,97
2.64
0.05
0.05
0.05
0,05
0,03
0,25
0,19
0,12
0,24
0,23
0,25
0.11
181,57
181,61
181,70
181,76
181,83
182,32
186,46
186,71
190.67
187,15
187,19
185.87
0.093
0.093
0.093
0.093
0.057
1.935
0.605
0.836
1.468
1.369
1.935
0.450
0.093
0.093
0.093
0.093
0.057
1.935
0,376
0.591
1,514
5.017
1.935
0.228
0.009
0.040
0.072
0.008
0,019
0.976
n/a
n/a
n/a
n/a
0.547
n/a
0.15
0.35
1.00
1.00
1,00
0,98
1.00
1.00
1.00
1.00
1.00
1.00
Project File: 0UTFALL2.stm Number of lines: 54 Run Date: 11-30-2011
Notes: * Normal depth assumed.; ** Critical depth.; j-Line contains hyd. jump.
Hydraflow Storm Sewers 2005
S^orm 8ewerTai!ut ation Page 1
Station Len Drng Area Rnoff
coeff
Area x C Tc Rain
(1)
Total
flow
Cap
full
Vei Pipe invert Eiev HGL Eiev Grnd / Rim Eiev Line ID
Line To
Line
incr Totai
Rnoff
coeff
incr Totai inlet Syst
Rain
(1)
Total
flow
Cap
full
Size Slope Up Dn Up Dn Up Dn
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 5.6 0.00 0.00 0,00 0.00 0.00 0,0 5.1 0.0 10,00 16,58 3.32 24 0.54 176.39 176,36 178,21 178.20 182.00 181.00
2 1 5,8 0.00 0.00 0,00 0.00 0.00 0,0 5.0 0.0 10.00 16.21 3,32 24 0.51 176,42 176,39 178.24 178,23 184,00 182,00
3 2 6,3 0.00 0,00 0,00 0.00 0.00 0,0 5.0 0,0 10.00 15.63 3,31 24 0.48 176,45 176,42 178.28 178.27 186,00 184,00
4 3 9,6 0,00 0,00 0,00 0.00 0,00 0,0 4,9 0.0 10.00 16,31 3,30 24 0.52 176.50 176.45 178.33 178,31 189,00 186,00
5 4 99.2 0,00 0,00 0.00 0,00 0,00 0,0 4.2 0.0 7.30 16,06 2,51 24 0.50 177.00 176.50 178,61 178,54 189.90 189,00
6 5 5.4 0,00 0,00 0.00 0,00 0.00 0,0 4.2 0.0 6.80 7,81 3.85 18 0,55 177.03 177.00 178,75 178,73 189.80 189,90
7 6 18.5 0,00 0,00 0.00 0,00 0.00 0,0 4,1 0.0 6.80 7,33 3.85 18 0,49 177,12 177.03 178,86 178,78 189.80 189,80
8 7 16.6 0,00 0.00 0.00 0,00 0.00 0,0 4,1 0.0 6.80 7,29 3.85 18 0.48 177,20 177.12 178,97 178.90 189.90 189,80
9 8 20.3 0,00 0.00 0.00 0,00 0,00 0,0 4.0 0,0 6.80 7,37 3.85 18 0.49 177,30 177.20 179,09 179.00 189.90 189,90
10 9 24.7 0.00 0.00 0.00 0.00 0.00 0,0 3,9 0.0 6.80 7,32 3,85 18 0,49 177,42 177.30 179.23 179.13 190.10 189,90
11 10 80.1 0,00 0.00 0.00 0.00 0,00 0.0 3.5 0.0 6,80 7.42 3.85 18 0,50 177,82 177.42 179.60 179,27 189.60 190,10
12 11 8,5 0.00 0.00 0.00 0.00 0.00 0.0 3.5 0.0 6.40 7.19 3.62 18 0,47 177,86 177,82 179.82 179,79 189.50 189,60
13 12 77,5 0.00 0.00 0.00 0,00 0,00 0.0 3.1 0.0 5.66 7.45 3.20 18 0,50 178.25 177.86 180.30 180,07 190.00 189,50
14 13 15,0 0.00 0,00 0.00 0,00 0.00 0.0 3,0 0,0 5.66 7,18 3.20 18 0,47 178,32 178.25 180.37 180.33 190,20 190,00
15 14 15,0 0.00 0.00 0.00 0,00 0,00 0.0 2,9 0,0 5,66 7,18 3.20 18 0.47 178.39 178.32 180.44 180,40 190.20 190,20
16 15 14,7 0.00 0.00 0,00 0.00 0.00 0.0 2.8 0,0 5,66 7,25 3,20 18 0.48 178.46 178,39 180,51 180,46 190.20 190,20
17 12 32,0 0,00 0.00 0,00 0,00 0.00 0,0 0.0 0.0 0,89 0,85 2.55 8 0,50 178,54 178,38 180.30 180,13 189.80 189,50
18 5 38,3 0,00 0,00 0,00 0,00 0.00 0,0 0.2 0.0 0,60 1.82 5.93 6 10,50 185.27 181.25 185.66 181,45 189.80 189,90
19 18 34.1 0,00 0.00 0.00 0,00 0.00 0.0 0.0 0.0 0,60 0.56 3.20 6 1,00 185.61 185.27 186.06 185,72 189.60 189,80
20 4 92.8 0,00 0.00 0.00 0,00 0.00 0.0 2.9 0.0 3,63 3.56 5.17 12 1,00 182.31 181.38 183,15 182,22 190.00 189,00
21 20 92.8 0.00 0,00 0.00 0.00 0.00 0,0 2,6 0.0 3,63 3,56 4.62 12 1,00 183.24 182.31 184,33 183,36 190.00 190,00
Project File: 0UTFALL2,stm Number of lines: 54 Run Date: 11-30-2011
NOTES: Intensity = 127,16 / (Inlet time + 17,80) 0,82; Return period = 100 Yrs,
Hydraflow Storm Sewers 2005
sffPm SgweTTab-STatiSS Page 2
Station Len
(ft)
Drng Area Rnoff
coeff
(C)
Area x C Tc Rain
(1)
(in/hr)
Total
flow
(cfs)
Cap
fuli
(cfs)
Vel
(ft/s)
Pipe Invert Elev HGL Elev Grnd / Rim Elev Line ID
Line To
Line
Len
(ft)
Incr
(ac)
Total
(ac)
Rnoff
coeff
(C)
Incr Total Inlet
(min)
Syst
(min)
Rain
(1)
(in/hr)
Total
flow
(cfs)
Cap
fuli
(cfs)
Vel
(ft/s)
Size
(In)
Slope
(%)
Up
(ft)
Dn
(ft)
Up
(ft)
Dn
(ft)
Up
(ft)
Dn
(ft)
Line ID
22 21 83,6 0,00 0,00 0.00 0.00 0.00 0.0 2.1 0.0 2.25 3.57 3.10 12 1.01 184.08 183,24 184.88 184.58 191.00 190.00
23 22 12.7 0,00 0,00 0.00 0.00 0.00 0.0 2.0 0.0 2.25 3.60 3.34 12 1.02 184.21 184.08 184.95 184.95 191,00 191.00
24 23 12.7 0,00 0,00 0.00 0.00 0.00 0.0 1.9 0,0 2.25 3.60 3.46 12 1.02 184.34 184.21 185.05 185.06 191,00 191.00
25 24 68.0 0.00 0,00 0.00 0.00 0.00 0.0 1.6 0,0 2.25 3.56 3.74 12 1.00 185.02 184,34 185,66 185.18 191.00 191.00
26 25 18.3 0.00 0,00 0,00 0.00 0.00 0.0 1.4 0.0 2.25 3.53 3.81 12 0.98 185.20 185.02 185.84 185.81 191.00 191.00
27 26 22.1 0,00 0,00 0,00 0.00 0,00 0.0 1.3 0.0 2.25 3.56 3.69 12 1.00 185.42 185.20 186.06 186,06 190.00 191.00
28 27 88.8 0,00 0.00 0,00 0.00 0,00 0.0 0.8 0,0 2.25 3.56 3.57 12 1.00 186.31 185.42 186.95 186,41 189.80 190.00
29 28 69.6 0.00 0.00 0,00 0.00 0,00 0.0 0.0 0,0 1.14 3.57 2.42 12 1.01 187.01 186.31 187.46 187.20 189.80 189,80
30 11 10.2 0.00 0.00 0,00 0.00 0.00 0.0 0.0 0,0 0.53 4.99 3.05 6 79.33 186.40 178.34 186.77 179.88 189.64 189,60
31 16 6.5 0,00 0.00 0.00 0.00 0.00 0.0 0.0 0,0 0.34 6.30 2.27 6 126.1C 186,66 178.51 186,96 180,78 190.06 190,20
32 16 10.0 0.00 0.00 0.00 0.00 0.00 0.0 2.8 0,0 5.66 7.42 3.20 18 0.50 178,51 178.46 180.69 180.67 190,74 190,20
33 32 10.1 0.00 0.00 0.00 0.00 0.00 0.0 2.7 0,0 5.66 7.39 3.20 18 0.50 178,56 178.51 180,75 180.72 190.50 190,74
34 33 13.2 0.00 0,00 0,00 0.00 0.00 0.0 2.7 0,0 5.12 7.65 2.90 18 0.53 178,63 178.56 180.97 180.94 190.05 190,50
35 34 16.0 0.00 0,00 0,00 0.00 0.00 0.0 2,6 0,0 4.47 7.42 2.53 18 0.50 178,71 178.63 181.16 181.13 190.10 190,05
36 35 15.0 0.00 0,00 0,00 0.00 0.00 0.0 2.5 0,0 4.47 7.18 2.53 18 0.47 178,78 178.71 181.20 181.17 190.00 190,10
37 36 15.0 0.00 0,00 0,00 0.00 0.00 0.0 2.4 0,0 4.47 7.18 2.53 18 0.47 178.85 178.78 181.24 181.22 190.00 190,00
38 37 16,1 0,00 0,00 0,00 0.00 0.00 0.0 2.3 0.0 4.47 7.39 2.53 18 0,50 178.93 178.85 181.29 181.26 189.90 190,00
39 38 8,9 0,00 0,00 0,00 0.00 0.00 0.0 2.2 0.0 3.21 7.06 1.82 18 0.45 178.97 178.93 181.44 181.43 189.90 189,90
40 39 10,0 0,00 0,00 0,00 0.00 0,00 0.0 2,1 0.0 3.21 7.43 1.82 18 0.50 179.02 178,97 181.46 181.45 190.00 189,90
41 40 10,0 0.00 0.00 0,00 0.00 0.00 0.0 2.0 0,0 3.21 7.43 1.82 18 0.50 179,07 179,02 181,48 181,47 190.20 190,00
42 41 14.0 0.00 0.00 0,00 0.00 0.00 0.0 1.9 0.0 3.21 7.43 1.82 18 0.50 179,14 179.07 181,50 181.48 190.25 190,20
Project File: 0UTFALL2.stm Number of lines: 54 Run Date: 11-30-2011
NOTES: Intensity = 127.16/(Inlettime + 17.80)'* 0.82; Return period = 100 Yrs.
Hydraflow Storm Sewers 2005
S^orm SeweTTalSufation Page 3
Station
Line
43
44
45
46
47
48
49
50
51
52
53
54
To
Line
42
43
44
45
46
34
38
45
46
47
48
33
Len
(ft)
10.0
43.2
77.0
9.1
33.3
50.5
6.8
42.7
37.6
38.0
28.3
15,8
Drng Area
incr
(ac)
0,00
0,00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0,00
0.00
Total
(ac)
0,00
0,00
0,00
0.00
0.00
0.00
0.00
0.00
0.00
0,00
0,00
0,00
Rnoff
coeff
(C)
0.00
0.00
0.00
0,00
0,00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Area x C
Incr Total
0.00
0.00
0.00
0.00
0.00
0,00
0,00
0,00
0,00
0,00
0,00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0,00
0,00
0,00
Tc
Inlet
(min)
0,0
0,0
0,0
0,0
0,0
0,0
0,0
0,0
0,0
0,0
0,0
0,0
Syst
(min)
1,8
1,4
0,7
0,6
0.2
0.1
0,0
0,0
0,0
0,0
0.0
0.0
Rain
(I)
(in/hr)
0,0
0,0
0.0
0.0
0,0
0,0
0.0
0.0
0.0
0.0
0,0
0.0
Total
flow
(cfs)
3,21
3,21
3,21
3,21
2.51
0.78
1,36
0,33
0,70
0,66
0.78
0,80
Cap
full
(cfs)
7.43
7.50
7.47
7.80
7,50
0,39
34,27
2,10
2.89
1.67
0,56
67.57
Vel
(ft/s)
1.82
1.82
1.82
1,82
1.42
3.97
2.62
2.23
3.75
5,87
3,97
1,55
Pipe
Size
(in)
8
8
8
8
8
6
12
6
6
6
6
18
Slope
(%)
0,50
0,51
0.51
0.55
0.51
0.50
92.58
14.02
26.63
8.84
0,99
41,40
Project File: OUTFALL2.stm
Invert Elev
Up
(ft)
179.19
179.41
179.80
179.85
180.02
179.43
185,78
186,30
190,00
186.51
186.18
185.42
Dn
(ft)
179,14
179,19
179,41
179,80
179,85
179,18
179,49
180,31
180,00
183,15
185,90
178.87
HGL Elev
Up
(ft)
181.51
181.56
181.65
181.71
181.80
182.07
186.27
186.59
190,42
186,92
186,95
185,76
Dn
(ft)
181.51
181.52
181.58
181,70
181.78
181.10
181.44
181.71
181.76
183.37
186.40
181.06
Number of lines: 54
Grnd / Rim Elev
Up
(ft)
190,30
190,44
190.20
189,90
189,80
189,65
189.33
189.80
196,00
189,50
189,65
190,42
Dn
(ft)
190.25
190.30
190.44
190.20
189.90
190.05
189.90
190.20
189.90
189.80
189.65
190.50
Line ID
Run Date: 11-30-2011
NOTES: Intensity = 127.16/(Inlettime + 17,80)'* 0,82; Return period = 100 Yrs,
Hydraflow Storm Sewers 2005
llySraTlowffljLTSmputafloTi floceSure' Page 1
General Procedure: Hydraflow computes the HGL using the Bernoulli energy equation. Manning's equation is used to determine energy losses due to pipe friction.
In a standard step, iterative procedure, Hydraflow assumes upstream HGLs until the energy equation balances. If the energy equation
cannot balance, supercritical flow exists and critical depth is temporarily assumed at the upstream end. A supercritical flow Profile
is then computed using the same procedure in a downstream direction using momentum principles.
Col. 1 The line number being computed. Calculations begin at Une 1 and proceed upstream.
Col. 2 The line size. In the case of non-circular pipes, the line rise is printed above the span.
Col, 3 Total flow rate in the line.
Col, 4 The elevation of the downstream invert.
Col, 5 Elevation of the hydraulic grade line at the downstream end. This is computed as the upstream HGL + Minor loss of this line's downstream line.
Col. 6 The downstream depth of flow inside the pipe (HGL - Invert elevation) but nol greater than the line size.
Col. 7 Cross-sectional area ofthe flow at the downstream end.
Col. 8 The velocity of the flow at the downstream end, (Col, 3 / Col. 7).
Col, 9 Velocity head (Velocity squared / 2g).
Col. 10 The elevation of the energy grade line at the downstream end, HGL + Velocity head, (Col. 5 + Col, 9).
Col. 11 The friction slope at the downstream end (the 8 or Slope term in Manning's equation).
Col, 12 The line length.
Col. 13 The elevation of the upstream invert.
Col. 14 Elevation of the hydraulic grade line at the upstream end.
Col, 15 The upstream depth of flow inside the pipe (HGL - Invert elevation) but not greater than the line size.
Col, 16 Cross-sectional area ofthe flow at the upstream end.
Col. 17 The velocity of the flow at the upstream end, (Col. 3/Col, 16),
Col, 18 Velocity head (Velocity squared / 2g),
Col, 19 The elevation ofthe energy grade line at the upstream end, HGL -^ Velocity head, (Col, 14 + Col, 18).
Col, 20 The friction slope at the upstream end (the S or Slope term in Manning's equation).
Col. 21 The average of the downstream and upstream friction slopes.
Col. 22 Energy loss. Average Sf/100 x Line Length (Col. 21/100 x Col, 12), Equals (EGL upstream - EGL downstream) +/- tolerance.
Col. 23 The junction loss coefflcient (K).
Col. 24 Minor loss. (Col. 23 x Col. 18). Is added to upstream HGL and used as the starting HGL for the next upstream line(s).
CARLSBAD RANCH, PLANNING AREA N0.5
MARBRISA - PHASE II
CT 03-02
HYDROLOGY AND HYDRAULIC STUDY
(DRAINAGE REPORT)
PREPARED FOR
GRAND PACIFIC CARLSBAD, L.P.
5900 PASTEUR COURT, SUITE 200
CARLSBAD, CA 92008
(760) 431-8500
Prepared by:
ROBERT D. DENTINO
EXCEL
LAND PLANNING* ENBIIERHG* GI8*SURVEYiiG
440 State Place
Escondido, CA 92029
Ph:760-745-8n8
Fax: 745-8118-1890
Preparation Date
9-23-2011
CARLSBAD RANCH PA 5 - MARBRISA PHASE II
HYDROLOGY AND HYDRAULIC STUDY - September 2011
TABLE OF CONTENT
I. Project Description
1.1 Project Existing, Proposed Condition and Vicinity Map
1.2 Nearby water bodies, existing storm drain systems
II. Methodology
2.1 Hydrology
a, Pre-Development Condition
b. Post-Development Condition
2.2 Hydraulics
III. Stornn Water Inlet and Swale Calculations
3.1 Grated Inlet Catch Basin on Sag Analysis
• Analyze thie box capacity in a sump wiih weir formula
• Analyze the box capacity in a sump with orifice formula
3.2 Grated Inlet Catch Basin On-Grade Analysis (@ Sales bidg driveway - OUTFALL 3)
• On-Grade Curb Inlet Analysis
3.3 Curb Inlet Analysis Calculations
3.4 Bio-Swale (Bio-retention Swale) Hydraulic Calculation
3.5 Rock Riprap Sizing Calculation
IV. Summary and Conclusion
AHACHMENTS
A. Vicinity IVlap
B. Charts and Figures from The San Diego County Hydrology Manual 2003
C. Pre-Development Calculation (Marbrisa portion tal<en from Hydrology and Hydraulic Study for
Carlsbad Ranch PA 5 - Resort Site Phase I, Dated August 23, 2005) Hydrology Calculation
1 OOyear storm event
D. Post-Development Hydrology Calculation 100 year storm event
E. WSPGW Hydraulic Calculation Printouts
F. Storm drain system Calculation LINE A - OUTFALL 1
G. Storm drain system Calculation LINE B - OUTFALL 2
H. Storm drain system Calculation LINE C - OUTFALL 3
I. Bio-retention swale ponding calculation
J, Drawings:
• Pre-development Map
• Post-development Map
• WSPGW drawing file
CARLSBAD RANCH PA 5 - MARBRISA PHASE II
HYDROLOGY AND HYDRAULIC STUDY - September 2011
I. Project Description
1.1 Project Description and Vicinity IVlap
The proposed development is located at the west of Grand Pacific Drive, 600 feet from Cannon
Road and Grand Pacific Drive intersection. It is approximately 12.8 acres as a part of 56,4 acres
Carlsbad Ranch, Planning Area 5 project. County of San Diego, California.
At this phase II, the existing condition is a graded pad (graded from phase I). The storm water at the
existing condition is collected into a depression area acting as a detention pond with 36 stand pipe
and 24 storm drain outlet to a bio-filtration area at the downstream before draining to a 42 public
storm drain on the south.
The Proposed development will contain a combination of parking lots/areas, swimming pools,
landscaping and dwelling or building areas as well as the proposed private street that will provide
access throughout the entire site. Infrastructures will include new storm drain as well as water and
sewer main extensions and new dry utilities runs/extensions to service the lots.
VICINITY MAP
CITY OF OCEANSIDE
HIGHWAY.—?e
*. CITY OF VISTA
NOT TO SCALE
SITE CITY OF
SAN MARCOS
PACIFIC
OCEAN
CITY OF ENCINITAS
Fig, 1. Vicinity Mop
CARLSBAD RANCH PA 5 - MARBRISA PHASE II
HYDROLOGY AND HYDRAULIC STUDY - September 2011
1.2 Nearby waterbodies and Impaired waterbodies
This major part of the project is located in the Carlsbad Hydrologic Unit (904.00), Encinas Hydrologic
watershed (904.40). Receiving water downstream is Agua Hedionda Creek (904.31) and eventually
to Pacific Ocean. The Carlsbad Hydrologic Unit is approximately 210 square miles in area extending
from the headwaters above Lake Wohlford in the east to Pacific Ocean in the west and from Vista
and Oceanside in the north to Solana Beach, Escondido, and the community of Rancho Santa Fe
to the south.
The impaired waterbodies as listed in 303(d) 2006 list is Agua Hedionda Creek (904.31) with
Manganese, Selenium, sulfates and Total Dissolved Solids pollutants.
The proposed project is designed so that it will not significantly alter the drainage pattern on the site.
The surface water runoff discharge will not divert from existing conditions. This project will not present
any potential threat to erosion or water quality deterioration.
• Methodology
2.1. Hydrology
The rational method as outlined in the San Diego County Hydrology Manual 2003 edition was
followed in this study. The CIVILCADD/ CIVIL DESIGN software version 7.4 was used to calculate the
storms. Specifically, we used the software's San Diego 2003 Rational Method Module, This computer
program has taken into account the changes that the 2003 manual implemented. Such changes
include, but are not limited to, the time of concentration and urban area runoff coefficients.
Please see the calculation printouts and the hydrology basin maps in the Appendices.
Pre-Deveiopment condition
This calculation is based on the previous calculation for Phase I post-Development dated August 23,
2005. The pre-development condition for this phase is a graded pad approximately 10.3 acres and
generating 52.53 cfs during 100 year storm event with total area of 12.81 acres (Marbrisa site only)
Please notice that at the time this calculation made, we used a very conservative runoff coefficient
C=0,77 assuming a neighborhood commercial.
There is a detention pond provided at the downstream for the total site also included in Hydrology
and Hydraulic Study Phase I dated August 23, 2005 prepared by Excel Engineering.
Post-Deveiopment condition
Approximately 12.80 acres of tributary areas at this phase II (Marbrisa) are divided by three major
outfalls. These three Outfalls are labeled as OUTFALL 1, OUTFALL 2 and OUTFALL 3. Outfall 1 conveys
45.05 cfs storm water from the existing 30 RCP and combined with the on-site storm water and
drained to a bio-retention swale and then confluence with Outfall 2 from the other half of Marbrisa's
site area and ultimately drain to an existing storm drain at the south of the site.
With these 3 outfalls, there are three stormdrain networks, labeled as Stormdrain Line-A which drains
to OUTFALL 1, Stormdrain Line-B drains to OUTFALL 2, and Stormdrain Line-C drains to OUTFALL 3.
CARLSBAD RANCH PA 5 - MARBRISA PHASE II
HYDROLOGY AND HYDRAULIC STUDY - September 2011
All impervious areas are mostly treated by bio-retention swale along the toe of slope. This bio-
retention ends at the existing 48 Riser. At this stage, we have a complete site design with total
impervious area of 7.87 acres or 59% impervious area and 41 % pervious area. Based on County of
San Diego Hydrology Manual, coefficient of runoff for urban area can be calculated as follows:
C=0.90 (%lmpervious) -i- Cp (l-%lmpervious)
C=0.90 (0.59) -f 0,25(1-0.59)
C=0,63
Based on the soil group map in the Hydrology Manual, soil group for this site is type B This runoff
value can be categorized as Medium Density Residential 14.0 DU/A or less. Since the initial subarea
(upstream) input in civilD program is limited only based on Land use input there fore soil type D was
selected in the calculation so that the program will calculate the C = 0.63.
2.2. Hydraulics
The Hydraflow storm sewers version 8.0 software was used in the hydraulic calculations for storm
drain pipe network. Said software uses the energy-based standard step method when computing
the hydraulic profile. This methodology is an iterative procedure that applies Bernoulli's energy
equation between the downstream and upstream ends of each line in the system. It uses Manning's
equation to determine head losses due to pipe friction. Please see Attachment H for more detail
calculation method used by this program.
WSPGW Version 14.05 was used to evaluate the bio-retention swale that convey the storm water
from Marbrisa site and also the existing flow coming from Phase I development. The computational
procedure is based on solving Bernoulli's equation for the total energy at each section and
manning's formula for the friction loss between the sections in a reach. Confluences are analyzed
using pressure and momentum theory. The program uses basic mathematical and hydraulic
principal to calculate all such data as cross sectional area, wetted perimeter, normal depth, critical
depth, pressure and momentum.
Since the 10 year storm event is less than the 100 year storm, we only analyzed the proposed storm
drain systems using the 100 year runoff. Runoff as calculated in the hydrology section of this study
was used to design the proposed storm drain systems.
CARLSBAD RANCH PA 5 - MARBRISA PHASE II
HYDROLOGY AND HYDRAULIC STUDY - September 2011
III. Storm Water Inlet Calculations
3.1 Grated Inlet Catch Basin On Sag Analysis
3.1.1 Analyze the box capacity in a sump with Weir formula
Determine the flow capacity in cubic feet per second for a 24 X24 Brooks Box grated type inlet
using the following broad-crested weir equation. The equation for evaluating flow over a broad-
crested weir is:
Q(cap) = CwPed^'2
2005)
(Equation 2-16 from the S, D, County Drainage Design Manual, July
.Curb
Where Q(cap) = inlet capacity of the grated iniet (ff)
Cw = Broad-crested weir discharge coefficient: 3.0
Pe = Effective grate perimeter length (ft)
d = head above of weir crest (ft)
Table 1, Q capacity ys. Maximum Q actual (100 year storm)
SIZE Pe (ft.) d(ft.) C QcAP (cfs.)
MAXQACTUAL
(cfs.)
COMPLIANCE
MET
2x2 3 0.3 3 1.48 0.89 Yes
3x3 4.5 0.3 3 2.22 1.90 Yes
Note: the surface area is assumed half clogged, thus the effective weir crest length (Pe) is:
P-2W-r-L=2(3)+3=9 ft (for grated inlet next to a curb),
Pe=(l-Clogging factor)P=(l-0.5)9=4.5 ft -> Equation 2-17 Drainage Design Manual July
2005
The maximum allowable water level above the grate is 0,3 ft or 3,6
3.1.2 Analyze the box capacity In a sump with Orifice formula: Qicap ) = cA 4i^y)
Determine the flow capacity in cubic feet per second for a 24 X24 Brooks Box grated type
inlet using the following orifice equation of grated inlets in a sump. There are two proposed
24 X24 Brooks Boxes proposed for the site.
This equation is derived from the standard grated inlet formula from Seelye's Data Book for
Civil Engineers book page 18-27. c=0,6. Also, consider a C=0,50 factor to account for
clogging of the grates.
There is one 24 X24 Brooks Box proposed for the site.
Given: 2'x2'box
A =
y =
4.000 sf
0.15 ft
We have:
Q(cap) = 3.73 cfs
Q{cap) = cAj(2gy)
Where
A = Area of opening in square feet
y = Depth of flow at inlet or head of sump in feet
CARLSBAD RANCH PA 5 - MARBRISA PHASE II
HYDROLOGY AND HYDRAULIC STUDY - September 2011
Recall from the hydrology study that the maximum runoff that goes to a Brooks Box is only 0,95 cfs.
Therefore the proposed box is adequate to handle the Ql 00 runoff.
From calculation above, the smallest capacity is generated from Weir formula. We can conclude that
the 2 X2 brooks box is adequate to handle the 100 year storm event.
3.2 Grated Inlet Catch Basin On-Grade Analysis (@ Sales bIdg driveway - OUTFALL 3)
Determine the flow capacity in cubic feet per second for a 24 X24 Brooks Box grated type inlet.
Wth 50% clogging factor the width and length effective are as follows:
W, =0.5x2 ft= 1ft
L, =0.5x2ft=lft
From CivilD calculation for nodes 80-81-86:
Depth: y=0.127 ft = 1.5
Velocity: u = 3 fps
^required "85% Q
=0,85 (2.12cfs)= 1.80cfs^Q„,_,
Flow Spread width:
y_l 5" 15-15 r = 18"+-^ =18+ =18"=1.5/r S„ 0.04
Amount of flow at the front of the grate:
^ approach
,2.67
) = 2.12(1 1—-
1.5
) = 2.01c/5
Amount of flow at the side of the grate:
® side ® approach ^ W
= 2,12-2.0
=0,12 cfs
Flow Captured at the front grate: Qi„,„,,,^,,^_, =(1 -0,09(V-V„))
Qi„.c.c.,,,>„„r- (l-0.09(3-2))0.12 = 1.93 cfs
Flow Captured by the side of the grate:
Q Qs •ide 0.12
int ercept^ide
1 + 0.1 Su'
2.3 1 + 0.15(3)'
=0.004 cfs
Total Captured Flow:
Q int ercpet,total ^ intercept,from ^ interceptJiiJe
= 1.93 + 0.004
= 1,934 cfs > 1.80 cfs of Q required .OK!
Therefore, 2 x2 brooks box Is adequate to handle Ql 00 without by passing to the nearest inlet at the
downstream.
CARLSBAD RANCH PA 5 - MARBRISA PHASE II
HYDROLOGY AND HYDRAULIC STUDY - September 2011
3.3 Curb Inlet Analysis Calculations
On-Grade Analysis
From node 20 to 22 this basin captured area is 0.236 acres to a curb inlet and drains to a
proposed 4 wide curb inlet,
(2=2,27 cfs
s=0.5% (longitudinal slope)
From civilD calculation for nodes 20 through 22:
Depth: y=0,184 ft =2.2
Velocity: u=2.1 fps
Curb length to capture 100% of 100 year storm event:
Q 2.27 — ±: = =9 75ft
0.7(a + ;;)" 0.7(0.33 + 0.15)"
Curb Inlet provided 10 ft long.
The storm water captured 100% by the inlet,
3.4 Bio-Swale (Bio-Retention Swale) Calculations
Approximately 900 ft Bio-retention swale is proposed along the toe of slope on the west side of the
site and flows to an existing 48 Riser, This bio-retention swale can convey high flows while
percolating and treating the lower flows. In general, this swale is 5 foot wide with banks of slopes are
varies from 10:1 to 2:1 maximum slope. It is located adjacent to the toe of slope that the slope also
can be function as the swale bank during the high storm event especially at the upstream where
the bottom area is rather flat.
The height of swale banks are designed to have at least 6 free board from the Ql 00 water surface
elevation. Some hydraulic jump and super-elevation might occur at the junction of the OUTFALL 2,
The calculation for the water surface elevation can be found in Attachment E, WSPGW Hydraulic
Calculation Printouts,
Since the downstream of the swale is acting as a pond during a big storm event, a calculation
regarding how high water level in the swale is provided if the underdrain pipe is foil and causing
water backing up to the up stream. An existing 48 riser pipe regulates the Inflow of the water during
this situation. This calculation is similar to a detention pond calculation; however, this swale is not
intended to be a detention system. Therefore, as long as the swale drains within 72 hours, no
minimum draw down time required.
A program called Hydraflow Hydrograph was utilized to perform the calculation, see attachment I
for detail.
CARLSBAD RANCH PA 5 - MARBRISA PHASE II
HYDROLOGY AND HYDRAULIC STUDY - September 2011
3.5 Rock Riprap Sizing Calculations
Riprap sizing is depending on the velocity of the flow that draining onto the Bio-Retention Swale.
From Hydraulic Grade Calculation performed using Hydraflow Storm Sewer (Attachment F, G and H)
and WSPGW calculations (Attachment E), the highest velocity at the down stream of the storm drain
system OUTFALL 1 is 7,85 fps and OUTFALL 2 is 3.31 fps.
WSPGW calculated the velocity from the OUTFALL 1 head wall through the downstream at the
existing 48 riser. At the end of the headwall the velocity increased from 7.85 down to 7,39 fps and
then going up to 9.57 fps, therefore 12 to 18 dia. rock class riprap (Light) Is needed for velocity
between 9.5 to 11 fps (Green Book 2000 Regional Supplement Amendments; Table 200-1.7
Selection of Riprap and Filter Blanket Material, page 8,)
OUTFALL 2 has velocity ranging 2.2 - 3.31 fps, although less than 6 fps; a number 3 backing rock
class riprap is proposed to be installed at this outfall to strengthen the conveyance.
CARLSBAD RANCH PA 5 -
HYDROLOGY AND HYDRAULIC STUDY •
MARBRISA PHASE II
- September 2011
• Summary and Conclusion
This report is prepared for Grand Pacific Carlsbad, Inc. as the second phase of the Carlsbad Ranch
Planning Area 5. The Pre-development calculation is taken from the post-development of the first
phase of the Carlsbad Ranch Project. The Post-development in this project has three final outfalls
that ultimately confluence with an existing storm drain conveying the storm water from the phase 1,
As a part of the first phase, a detention system has been accounted for in the overall drainage
studies for the Carlsbad Ranch using the ultimate development conditions. These detention basins
are located off-site along the frontage of the Legoland Family Park adjacent to Palomar Airport
Road. The Storm water coming from this phase II project will be detained into this detention pond.
Approximately 12,56 acres of tributary areas at this phase 11 (Marbrisa) are divided by three major
outfalls. These three Outfalls are labeled as OUTFALL 1, OUTFALL 2 and OUTFALL 3, Outfall 1 conveys
45.05 cfs storm water from the existing 30 RCP and combined with the on-site storm water and
drained to a bio-retention swale and then confluence with Outfall 2 from the other half of Marbrisa's
site area and ultimately drain to an existing storm drain at the south of the site.
Table 2. Pre-Development Summary
NODE QIOO
(cfs)
Area
(Acres)
OUTFALL 1 AND 2 OUTFALL 3 NODE QIOO
(cfs)
Area
(Acres) QIOO Area QIOO Area
238 46.67 10.99
99,20 21,29 241 52,53 10.3 99,20 21,29
219 5.00 0.85
99,20 21,29
-5,00 0.85
TOTAL AREA 22.14
The total area for Marbrisa (Phase 11) Project only = 10.3+0.85= 11,15 Acres
Table 3. Post-Development Summary
NODE QIOO
(cfs)
Area
(Acres)
OUTFALL 1 AND 2 OUTFALL 3 NODE QIOO
(cfs)
Area
(Acres) QIOO Area QIOO Area
100 45,05 10,16
62,85 21.73 105 11.17 7,44 62,85 21.73
107 6.63 4.13
62,85 21.73
87 4,46 0.99 -4.46 0.99
TOTAL AREA 22.72
Note: the total area included the 10,16 acres from Phase I project.
The total area for Marbrisa (Phase 11) Project only = 22,72 - 10.16 = 12,56 Acres
The decrease runoff from pre- to post-development is due to the longer time concentration (Tc) and
lower coefficient run-off. Please refer to chapter 11 for run-off coefficient calculation.
As shown on the calculations that are provided in the attachments and the methodology used, we
have proven that the 100 year flows can be handled by downstream drainage facilities and does
not cause negative or adverse impact such as erosion or flooding either to the surrounding project
site or to the downstream area.
10
AHACHMENTS
AnACHMENT A
VICINITY MAP
VICINITY MAP
CITY OF OCEANSIDE
HIGHWAY
: CITY OF VISTA
NOT TO
SCALE
SITE CITY OF
SAN MARCOS
PACIFIC
OCEAN
CITY OF ENCINITAS
AHACHMENT B
CHARTS AND FIGURES FROM
THE SAN DIEGO COUNTY HYDROLOGY MANUAL 2003
20 30 Minutes 40 50 1
Duration
Dfrectlons for Application:
(1} From predpitalion maps determine 6 hr and 24 hr amounts
for the selected frequency. These maps are Included In the
County Hydrology Manual (10,50, and 100 yr maps included
in the Design and Procedure Manual).
(2) Adjust 6 hr predpitation (if necessaiy) so that It is within
the range of 45% to 65% of the 24 hr precipitation (not
applicaple to Desert).
(3) Plot 6 hr predpitation on the right side ofthe chart.
(4) Draw a line through the point parallel to the plotted lines.
(5) This line is the intensity-duration curve for the location
being analyzed.
.year
-'P. 24
%«2J
in.
Application Fonn:
(a) Selected frequency
(b) P6= in..P24 =
(c) Adjusted Pg<2) = _
(d) tx= min.
(e) I = inJhT.
Note: This chart replaces fhe Intensity-Duration-Frequency
curves used since 1965.
1 1 1 P6 1 1.5 2 2.5 3 1 3.5 4 4.5 5 5.5 i 6
Duration 1 1 1 1 1 1 1 1 1 1 1 i 1
S 2.63 3.95 5.27 E.S9 7.S0 922 10 54 11.S6 13.17 14.49115.81
7 2.12 3.18 42* 5.30 6.36 7.42 8.48 9.54 ia60 11.66112.72
10 1.68 ?.«» 3.37 4.21 S.05 590 6 74 7.58 8 42 927110.11
IS UO 1.9S 259 3,24 389 4£* 5.19 534 a49 7.13 i 7.78
20 108 1.62 2.15 Z69 3?a 9.77 4.31 4.BS 539 5.93 1 6.46
25 0.93 1.40 187 233 Z80 327 3.73 420 4.67 5.13 ! 5.60
30 083 1JZ4 1.66 207 2.49 2S0 3JC> 3.73 4.15 4.56 4.98
40 069 1J13 1J39 1.72 Z07 2.41 i78 310 3.45 3.79 4.13
50 060 0.90 1.19 149 1.79 2.09 2.39 2£9 2.98 3.28 3 58
60 0.53 0.80 1.06 133 1.59 1.86 2.12 2.39 2.65 2.92 aia
90 0.41 0.61 082 1.02 1.23 1.43 1.63 1.84 ^04 225 Z4S
120 034 0.51 0.6S 085 1.02 1.19 1J6 1.53 UO 1.87 ^04
ISO 0.23 0.44 0159 0.73 ass 1X13 1.18 1.32 1.47 1.62 1.76
180 0.26 0.39 as2 0.65 0.78 0S1 1.04 1.18 1J1 1.44 1.57
240 022 0.33 a43 0.54 0.S5 0.76 087 098 1.08 1.19! 1.30
300 0.19 0.28 0.38 0 47 a56 0.66 0.75 0,85 094 1.03 t 1.13
360 0.17 0.25 033 0.42 0.50 0.58 0.67 0.75 0.84 0.92 1 1.00
FIGURE
Intensity-Durafion Design Chart - Template
5 6 7 8 9 10 IS 20 30 40 SO 1
Minutes Duralion
3 4 5 6 Hours
DIracQons for Application:
(1) From predpitation maps determine 6 hr and 24 hr amounts
for the selected frequency. These maps are induded in the
County Hydrology Manual (10,50, and 100 yr maps Induded
in the Design and Procedure Manual).
(2) Adjust 6 hr precipitation (if necessary) so that it is within
1i\e range of 45% to 65% of the 24 hr precipitation (not
applicaple to Desert).
(3) Plot 6 hr predpitation on the right side of the chart
(4) Draw a line through the point parallel to the plotted lines.
(5) This line is the intensity-duration curve for the location
being analyzed.
50 .year
= 5.5 = 54.5 %(2) •p. 24
in.
Application Form:
(a) Selected frequency _
(b) P6=_3_in..P24
(c) Adjusted PgWa
(d) tx= 20 min.
(e) I = 3.2 in./hr.
Note: This chart replaces the Intensity-Duratfon-Frequency
curves used since 1965.
' 1 ' 1
PB 1 1.5 2 1 2.S 1 3 1 3.5 4 4.5 1 5 SJS 6
DuiBlkin t 1 1 i [ 1 1 1 1 1 1 1 1 I t
5 2.63 395 527 6.5S 7.S0I922 10 54 11.86 13.17 14.49 15.81
7 ^12 ai8 4.24 530 6.36! 7.42 848 9.54 1060 1166 12.72
10 168 a37 421 ISJlSlSSO 674 7.58 8.42 927 10.11
15 1.30 1.95 2.59 3.24 38914^ 5.19 S.84 6.49 7.13 7.76
2D 1.08 1.62 2.tB ^69 32313.77 4.31 4.85 539 S.93 &46
25 0.S3 1.40 1.87 233 280 327 3.73 420 4.67 5.13 5,60
30 0.83 124 1.66 207 2.49\2S0 322 3.73 4.15 4.56 498
40 0.69 1.03 1.38 1.72 207) Z41 2.76 310 3.45 3.79 4.13
50 aeo 090 1.19 149 1.7912.D9 229 2.69 2.98 3.28 358
60 053 0.80 1.06 1.33 1.5911.86 2.12 239 2.65 2.92 31a
90 041 0.61 082 102 123 1.43 1.63 1.84 ZM ?.?S &45
120 034 0.51 068 0.85 1.02 1.19 1.3G 1.53 1.70 1.87 2.04
150 029 0.44 0.59 0.73 0.88 1.03 1.18 1.32 1.47 1.62 1.76
180 026 039 052 065 078 031 1.04 1.18 1.31 1.44 1.57
240 022 033 0.43 054 0.6S 0.76 aB7 0.98 1.08 1.19 130
300 0.19 028 028 0.47 0_<i6 0i66 0.75 085 0.94 1.03 1.13
380 0.17 025 0.33 0 42 0,50 0.5B a67 075 aB4 as2 1.00
FIGURE
intensity-Duration Design Chart - Example
San Diego County Hydrology Manual
Date: June 2003 Section:
Page:
Table 3-1
RUNOFF COEFFICIENTS FOR URBAN AREAS
3
6 of 26
Land Use Runoff Coefficient "C"
Soil Type
NRCS Elements County Elements % IMPER. A B C D
Undisturbed Natural Terrain (Natural) Peimanent Open Space 0* 0.20 0.25 0.30 0.35
Low Density Residential (LDR) Residential, 1.0 DU/A or less 10 0.27 0.32 0.36 0.41
Low Density Residenfial (LDR) Residential, 2.0 DU/A or less 20 0.34 0.38 0.42 0.46
Low Density Residential (LDR) Residential, 2.9 DU/A or less 25 0.38 0.41 0.45 0.49
Medium Density Residential (MDR) Residential, 4.3 DU/A or less 30 0.41 0.45 0.48 0.52
Medium Density Residential (MDR) Residential, 7.3 DU/A or less 40 0.48 0.51 0.54 0.57
Medium Density Residential (MDR) Residential, 10.9 DU/A or less 45 0.52 0.54 0.57 0.60
Medium Density Residential (MDR) Residential, 14.5 DU/A or less 50 0 55 0.58 0.60 0.63
High Density Residential (HDR) Residential, 24.0 DU/A or less 65 0.66 0.67 0.69 0.71
High Density Residential (HDR) Residential, 43.0 DU/A or less 80 0.76 0.77 0.78 0.79
CommerciaJ/Industrial (N. Com) Neighborhood Commercial SO 0.76 0.77 0.78 0.79
Commercial/Industrial (G. Com) General Commercial 85 0.80 0.80 0.81 0.82
Commercial/Industrial (O.P. Com) OfTice Professional/Commercial 90 0.83 0.84 0.84 0.85
Commercial/Industrial (Limited I.) Limited Industriai 90 0.83 0.84 0.84 0.85
Commercial/Industrial (General I.) General Industrial 95 0.87 0.87 0.87 0.87
*The values associated with 0% impervious may be used for durect calculation of the
coefficient, Cp, for the soil type), or for areas that will remain undisturbed in perpetuity
is located in Cleveland National Forest).
DU/A = dwelling units per acre
NRCS = National Resources Conservation Service
runofF coefficient as descnbed in Section 3.1.2 (representing thc pervious runofT
Justification must be given that the area will remain natural forever (c.g, the area
3-6
San Diego County Hydrology Manual
Date: June 2003 Section:
Page:
3
12 of 26
Note that the Initial Time of Concentration should be reflective of the general land-use at the
upstream end ofa drainage basin. A single lot with an area of two or less acres does not have
a significant effect where the drainage basin area is 20 to 600 acres.
Table 3-2 provides limits ofthe length (Maximum Length (LM)) of sheet flow to be used in
hydrology studies. Initial T, values based on average C values for the Land Use Element are
also included. These values can be used in planning and design applications as described
below. Exceptions may be approved by the "Regulating Agency" when submitted with a
detailed study.
Table 3-2
MAXIMUM OVERLAND FLOW LENGTH (LM)
& INITIA] LTIMEC CONC] ENTRATION (T,)
Element* DU/
Acre
.5% 1% 2% 3% 5% 10% Element* DU/
Acre LM T, LM Ti LM Ti LM T, LM Ti LM Ti
Natural 50 13.2 70 12.5 85 10.9 100 10.3 100 8.7 100 6.9
LDR 1 50 12.2 70 11.5 85 10.0 100 9.5 100 8.0 100 6.4
LDR 2 50 11.3 70 10.5 85 9.2 100 8.8 100 7.4 100 5.8
LDR 2.9 50 10.7 70 10.0 85 8.8 95 8.1 100 7.0 100 5.6
MDR 4.3 50 10.2 70 9.6 80 8.1 95 7.8 100 6.7 100 5.3
MDR 7.3 50 9.2 65 8.4 80 7.4 95 7.0 100 6.0 100 4.8
MDR 10.9 50 8.7 65 7.9 80 6.9 90 6.4 100 5.7 100 4.5
MDR 14.5 50 8.2 65 7.4 80 6.5 90 6.0 100 5.4 100 4.3
HDR 24 50 6.7 65 6.1 75 5.1 90 4.9 95 4.3 100 3.5
HDR 43 50 5.3 65 4.7 75 4.0 85 3.8 95 3.4 100 2,7
N. Com 50 5.3 60 4.5 75 4.0 85 3.8 95 3.4 100 2.7
G. Com 50 4.7 60 4.1 75 3.6 85 3.4 90 2.9 100 2.4
O.P./Com 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2
Limited I. 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2
General L 50 3.7 60 3.2 70 2.7 80 2.6 90 2.3 100 1.9
*See Table 3-1 for more detailed description
3-12
100
m
Ul o 2
i5
CO Q
lU W
CC
O
o
i
EXAMPLE:
Given: Watercourse Distance (D) = 70 Feet
Slope (s)= 1.3%
Runoff Coeffident (C) = 0.41
Overland Row Trnia (T) = 9.5 Minutes
SOURCE: /^rport Drainage, Federal Aviation Administration, 1965
^_ 1.8 (1.1-C) VD"
FIGURE
Rational Formula - Overland Time of Flow Nomograph
Tc
Tc
L
AE
/11L9L?\0.;
\AB)
EQUATION
385
.3000
.2000
Time of concentration (hours)
Watercourse Distance (miles)
Change In elevation along
effecHve slopa line (See Figure 3-S)(feet)
Tc
Hours Minutes
• 240
-120
100
—90
— 80
1-70
-$6
\
•200
-100
\ Miles Feet
\
\-
0.5-
'30
-.20
— 10
4000
— 3000
s
200«
— 1800
— 1600
— 1400
1200
• 1000
900
— BOO
700
— 600
— 500
—400
-300
• 200
•180
• 60
'SO
—40
— 30
-20
1—18
16
— 14
—12
-10
—9
— 0
—7
e
— 4
Tc
f Highways (1941) and Kirpich (1940)
Nomograph for Determination of
Time of ConcentraHon (Tc) or Travel Time (Tt) for Natural Watersheds
FIGURE
Watershed Divide,
Watershed
Divide
Stream Proflie
Area "A" = Area "B"
SOURCE: California Division of HIgliways (1941) and Kirpich (1940)
FIGURE
Computation of Effective Slope for Natural Watersheds
20—1
18'
16.
14-
12.
10-
9.
8-
7.
6-
5.
0) a. o
W
CO : 2-
• 18-
16.
1,4-
12-
1.0.
0.9 •
08.
0.7 .
0.6 -
05.
04-
-1.5'-
1= 01
Concrete
Gutter RESIDENTIAL STREET
ONE SIDE ONLY
I 2 3 456769 10
Discharge (C.F.S.)
EXAMPLE:
Given:Oslo S = 2.SK
Chart gives: Depth a 0.4, Velocity = 4,4 f.p.s.
SOURCE. San Dlego Counly Department of Special District Sen/Ices Design Manual
20 30 40 so
FIGURE
Gutter and Roadway Discharge - Velocity Chart
rO.3
.02
0.15
0.10
0.09
0.08
0 07
•0.06
0 05
0 04
t.0.03
• 0 02
O
(U Q.
EQUATION: V = IM. R"^ s"! n
,-0 2
- 0.001
-00009
0,OOOB
• C 0007
• 00006
0.0005
• 0.0004
^00003
03
.04
F-OS
:o.s
0.B
0.9
i.1.0
\
CH
^-1 \
\
T4
'': 5
- 6
r7
3
9
10
-50
•40
'30
-20
> r
8L
o o
_l UJ >
20
l-S
•3
1.0
1-09
rO.8
0.7
06
1-0.5
GENERAL SOLUTION
SOURCE: USDOT, FHWA. HDS-3 (1961)
,.0 01
• 0.02
0.03
'o
g ••0.04 o
CO
ffi rO.05 z •
X
(9 ^0,06
o ,
a: b0.07
0 08
:0 09
i-010
.0.2
-0,3
,04
FIGURE
Manning's Equation Nomograph
Coimty of San Diego
Hydrology Manual
Rainfall Isopluvials
IQO Year Rainfall Event - 6 Hours
Isopluvial (inc:hes)
^GIS S
r>« UK^ S moveCO Wrt><OU* •WMKMTV VIMV i>*A [nv«X EkMU>
i 6
Q. Orange
County
4.5 incties
32'45'
32'30'
Mexico
32-30'
County of San Diego
Hydrology Manual
Ramfall Isopluvials
100 Year Rainfall Event- 24 Hours
Isopluvial (inches)
^GIS SasiGlc)
3 0 3 Miles
Legend
County of San Diego
Hydrology Manual
Soil Hydrologic Groups
Soil Groups
Group A
Group B
Group C
Group 0
-
Dala Unavailabfs
DPW
^GIS SanGIS
V. c Hir.. San Dij\7> Owcdi ^a M» d NtawB NiT>njr<UA)UjnT Of JMT OB. tin« nmu c« Mfuc. vciiMA ul M3i iuno Tft T>« (tvua w awufrao
85th Percentile Precipitation
Isopluvial Map
Rainfall in inches,
DRAFT
6127101
AHACHMENT C
PRE-DEVELOPMENT CALCULATION (MARBRISA PROTION TAKEN FROM
HYDROLOGY AND HYDRAULIC STUDY FOR CARLSBAD RANCH PA 5 - RESORT SITE
PHASE I, DATED AUGUST 23,2005)
100 YEAR STORM EVENT
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2004 Version 7.4
Rational method hydrology program based on
San Diego County Flood Control Division 2003 hydrology manual
Rational Hydrology Study Date: 05/02/05
********* Hydrology Study Control Information **********
Program License Serial Number 4012
Rational hydrology study storm event year is 100.0
English (in-lb) input data Units used
Map data precipitation entered:
6 hour, precipitation(inches) = 2.600
24 hour precipitation (inches) = 4.500
P6/P24 = 57.8%
San Diego hydrology manual 'C values used
Process from Point/Station 227.000 to Point/Station
**** INITIAL AREA EVALUATION ****
228.000
0.000
1.000
0.000
0.000
Decimal fraction soil group A
Decimal fraction soil group B
Decimal fraction soil group C
Decimal fraction soil group D
[COMMERCIAL area type
(Neighborhod Commercial )
Impervious value, Ai = 0.800
Sub-Area C Value = 0.770
Initial subarea total flow distance
Highest elevation = 242.500(Ft.)
Lowest elevation = 226.000(Ft.)
Elevation difference = 16.500(Ft.)
Top of Initial Area Slope adjusted by User to 30.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 100.00 (Ft)
for the top area slope value of 30.00 %, in a development type of
Neighborhod Commercial
In Accordance With Figure 3-3
Initial Area Time of Concentration =
TC = [1. 8* (1.1-C) *distance (Ft.). 5) / (
TC - [1.8*(1.1-0.7700) *( 100. 000-" .5) / (
204.000(Ft.)
Slope = 8.088 %
1.91 minutes
slope"^ (1/3) ]
30.OOO'" (1/3) ; 1.91
The initial area total distance of 204.00 (Ft.) entered leaves a
remaining distance of 104.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 0.73 minutes
for a distance of 104.00 (Ft.) and a slope of 8.09 %
with an elevation difference of 8.41(Ft.) from the end of the top area
Tt = [11. 9*length (Mi) "3) / (elevation change (Ft.) ) ] . 385 *60 (min/hr)
0.735 Minutes
Tt=[(11.9*0.0197"3)/( 8.41) J-^.385= 0.73
Total initial area Ti = 1.91 minutes from Figure 3-3 formula plus
0.73 minutes from the Figure 3-4 formula = 2.65 minutes
Rainfall intensity (I) = 10.326(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.770
Subarea runoff = 1.590(CFS)
Total initial stream area = 0.200(Ac.)
Process from Point/Station 228.000 to Point/Station
**** IMPROVED CHANNEL TRAVEL TIME **** 229.000
100 YR PRE-DEVELOPMENT CALC
TAKEN FROIVI HYDROLOGY STUDY PHASE I - DATED 8-23-05
Page 1 of 13
Upstream point elevation = 226.000 (Ft.)
Downstream point elevation = 193.100(Ft.)
Channel length thru subarea = 623.000(Ft.)
Channel base width = 2.000(Ft.)
Slope or 'Z' of left channel banli = 3.000
Slope or 'Z' of right channel banlt = 3.000
Estimated mean flow rate at midpoint of channel = 15.857 (CFS)
Manning's 'N' = 0.035
Maximum depth of channel = 3.000(Ft.)
Flow(q) thru subarea = 15.857(CFS)
Depth of flow = 0.689(Ft.), Average velocity = 5.653(Ft/s)
Channel flow top width = 6.137(Ft.)
Flow Velocity = 5.65 (Ft/s)
Travel time = 1.84 min.
Time of concentration = 4.48 min.
Critical depth = 0.844(Ft.)
Adding area flow to channel
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
[COMMERCIAL area type ]
(Neighborhod Commercial )
Impervious value, Ai = 0.800
Sub-Area C Value = 0.770
Rainfall intensity = 7.350(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.770 CA = 4.089
Subarea runoff = 28.460(CFS) for 5.110(Ac.)
Total runoff = 30.050(CFS) Total area = 5.310(Ac.)
Depth of flow = 0.935(Ft.), Average velocity = 6.689(Ft/s)
Critical depth = 1.156(Ft.)
Process from Point/Station 229.000 to Point/Station
**•* CONFLUENCE OF MINOR STREAMS ****
229.000
Along Main Stream number: 1 in normal stream number
Stream flow area = 5.310(Ac.)
Runoff from this stream = 30.050 (CFS)
Time of concentration = 4.48 min.
Rainfall intensity = 7.350 (In/Hr)
Process from Point/Station
***• INITIAL AREA EVALUATION
231.000 to Point/Station 229.000
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
[COMMERCIAL area type ]
(General Commercial )
Impervious value, Ai = 0.850
Sub-Area C Value = 0.800
Initial subarea total flow distance = 829.000(Ft.)
Highest elevation = 230.600(Ft.)
Lowest elevation = 193.300(Ft.)
Elevation difference = 37.300 (Ft.) Slope = 4.499 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 90.00 (Ft)
for the top area slope value of 4.50 %, in a development type of
General Commercial
In Accordance With Figure 3-3
Initial Area Time of Concentration = 3.10 minutes
TC = [1.8*(l.l-C)*distance(Ft.)".5)/(% slope'(l/3))
TC = [1.8*(l.l-0.8000)*( 90.000".5)/( 4.499"(1/3)]= 3.10
The initial area total distance of 829.00 (Ft.) entered leaves a
remaining distance of 739.00 (Ft.)
100 YR PRE-DEVELOPMENT CALC
TAKEN FROM HYDROLOGY STUDY PHASE I - DATED 8-23-05
Page 2 of 13
Using Figure 3-4, the travel time for this distance is 4.17 minutes
for a distance of 739.00 (Ft.) and a slope of 4.50 %
with an elevation difference of 33.25(Ft.) from the end of the top area
Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60 (min/hr)
4.169 Minutes
Tt=[ (11. 9*0 .1400'>3) / ( 33.25) 385= 4.17
Total initial area Ti = 3.10 minutes from Figure 3-3 formula plus
4.17 minutes from the Figure 3-4 formula = 7.27 minutes
Rainfall intensity (I) = 5.380(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.800
Subarea runoff = 3.486(CFS)
Total initial stream area = 0.810(Ac.)
Process from Point/Station 229.000 to Point/Station 229.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.810 (Ac.)
Runoff from this stream = 3.486(CFS)
Time of concentration = 7.27 min.
Rainfall intensity = 5.380(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 30.050 4.48 7.350
2 3.486 7.27 5.380
Qmax(l) =
1.000 * 1.000 * 30.050) +
1.000 * 0.617 3.486) + = 32.200
0.732 * 1.000 * 30.050) +
1.000 * 1.000 * 3.486) + = 25.484
Qmax(2) =
Total of 2 streams to confluence:
Flow rates before confluence point:
30.050 3.486
Maximum flow rates at confluence using above data:
32.200 25.484
Area of streams before confluence:
5.310 0.810
Results of confluence:
Total flow rate = 32.200 (CFS)
Time of concentration = 4.483 min.
Effective stream area after confluence = 6.120(Ac.)
Process from Point/Station 229.000 to Point/Station 230.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 185.320(Ft.)
Downstream point/station elevation = 185.010 (Ft.)
Pipe length = 15.85(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 32.200(CFS)
Given pipe size = 24.00(In.)
NOTE: Normal flow is pressure flow in user selected pipe size.
The approximate hydraulic grade line above the pipe invert is
2.458(Ft.) at the headworks or inlet of the pipe(s)
Pipe friction loss = 0.321(Ft.)
Minor friction loss = 2.447(Ft.) K-factor = 1.50
Pipe flow velocity = 10.25 (Ft/s)
Travel time through pipe = 0.03 min.
Time of concentration (TC) = 4.51 min.
Process from Point/Station 230.000 to Point/Station 230.000
100 YR PRE-DEVELOPMENT CALC
TAKEN FROM HYDROLOGY STUDY PHASE I - DATED 8-23-05
Page 3 of 13
CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 6.120(Ac.)
Runoff from this stream = 32.200 (CFS)
Time of concentration = 4.51 min.
Rainfall intensity = 7.322 (In/Hr)
Process from Point/Station 231.000 to Point/Station 232.000
**** INITIAL AREA EVALUATION ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
[COMMERCIAL area type ]
(General Commercial )
Impervious value, Ai = 0.850
Sub-Area C Value = 0.800
Initial subarea total flow distance = 840.000(Ft.)
Highest elevation = 230.600(Ft.)
Lowest elevation = 193.300(Ft.)
Elevation difference = 37.300(Ft.) Slope = 4.440 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 90.00 (Ft)
for the top area slope value of 4.44 %, in a development type of
General Commercial
In Accordance With Figure 3-3
Initial Area Time of Concentration = 3.12 minutes
TC = [1. 8* (1.1-C) *distance (Ft.)'^.5) / (% slope" (1/3) ]
TC = [1. 8* (1. 1-0.8000) * ( 90.000'".5)/( 4 . 440" (1/3) ] = 3.12
The initial area total distance of 840.00 (Ft.) entered leaves a
remaining distance of 750.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 4.24 minutes
for a distance of 750.00 (Ft.) and a slope of 4.44 %
with an elevation difference of 33.30 (Ft.) from the end of the top area
Tt = [11.9*length(Mi)"3)/(elevation change (Ft.))]".385 *60(min/hr)
4.238 Minutes
Tt=[(11.9*0.1420"3)/( 33.30)]".385= 4.24
Total initial area Ti = 3.12 minutes from Figure 3-3 formula plus
4.24 minutes from the Figure 3-4 formula = 7.35 minutes
Rainfall intensity (I) = 5.341(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.800
Subarea runoff = 3.504 (CFS)
Total initial stream area = 0.820(Ac.)
Process from Point/Station 232.000 to Point/Station 230.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 185.520(Ft.)
Downstream point/station elevation = 185.010(Ft.)
Pipe length = 51.15(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 3.504(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 3.504 (CFS)
Normal flow depth in pipe = 7.17 (In.)
Flow top width inside pipe = 17.62 (In.)
Critical Depth = 8.56(In.)
Pipe flow velocity = 5.34(Ft/s)
Travel time through pipe = 0.16 min.
Time of concentration (TC) = 7.51 min.
Process from Point/Station 230.000 to Point/Station 230.000
«*** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
100 YR PRE-DEVELOPMENT CALC
TAKEN FROM HYDROLOGY STUDY PHASE I - DATED 8-23-05
Page 4 of 13
Stream flow area = 0.820(Ac.)
Runoff from this stream = 3.504 (CFS)
Time of concentration = 7.51 min.
Rainfall intensity = 5.267(In/Hr)
Summary of stream data:
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1
2
Qmax(1)
32.200
3.504
Qmax(2) =
1.000
1.000
0.719
1.000
4.51
7.51
1.000
0 . 600
1.000
1.000
7.322
5.267
32.200) +
3.504) +
32.200)
3.504)
34.302
26.666
Total of 2 streams to confluence:
Flow rates before confluence point:
32.200 3.504
Maximum flow rates at confluence using above data:
34.302 26.666
Area of streams before confluence:
6.120 0.820
Results of confluence:
Total flow rate = 34.302(CFS)
Time of concentration = 4.509 min.
Effective stream area after confluence = 6.940 (Ac.)
Process from Point/Station 230.000 to Point/Station 233.000
*••* PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 184.670(Ft.)
Downstream point/station elevation = 182.990 (Ft.)
Pipe length = 115.65(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 34.302(CFS)
Given pipe size = 24.00(In.)
NOTE: Normal flow is pressure flow in user selected pipe size.
The approximate hydraulic grade line above the pipe invert is
3.755 (Ft.) at the headworlcs or inlet of the pipe(s)
Pipe friction loss = 2.658 (Ft.)
Minor friction loss = 2.777(Ft.) K-factor = 1.50
Pipe flow velocity = 10.92(Ft/s)
Travel time through pipe = 0.18 min.
Time of concentration (TC) = 4.69 min.
Process from Point/Station 233.000 to Point/Station
**** CONFLUENCE OF MINOR STREAMS *•***
233.000
Along Main Stream number: 1 in normal stream number
Stream flow area = 6.940(Ac.)
Runoff from this stream = 34.302(CFS)
Time of concentration = 4.69 min.
Rainfall intensity = 7.143 (In/Hr)
Process from Point/Station
**** INITIAL AREA EVALUATION
234.000 to Point/Station **** 235.000
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
[COMMERCIAL area type
(Neighborhod Commercial )
100 YR PRE-DEVELOPMENT CALC
TAKEN FROM HYDROLOGY STUDY PHASE I - DATED 8-23-05
Page 5 of 13
Impervious value, Ai = 0.800
Sub-Area C Value = 0.770
Initial subarea total flow distance = 146.000(Ft.)
Highest elevation = 242.000(Ft.)
Lowest elevation = 230.500 (Ft.)
Elevation difference = 11.500(Ft.) Slope = 7.877 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 100.00 (Ft)
for the top area slope value of 7.88 %, in a development type of
Neighborhod Commercial
In Accordance With Figure 3-3
Initial Area Time of Concentration = 2.99 minutes
TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"(l/3)]
TC = [1.8*(1.1-0.7700)* ( 100.000".5)/( 7.877"(1/3)]= 2.99
The initial area total distance of 146.00 (Ft.) entered leaves a
remaining distance of 46.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 0.40 minutes
for a distance of 46.00 (Ft.) and a slope of 7.88 %
with an elevation difference of 3.62(Ft.) from the end of the top area
Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr)
0.396 Minutes
Tt=[ (11.9*0.0087"3) / ( 3.62)]".385= 0.40
Total initial area Ti = 2.99 minutes from Figure 3-3 formula plus
0.40 minutes from the Figure 3-4 formula = 3.38 minutes
Rainfall intensity (I) = 8.816(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.770
Subarea runoff = 0.475(CFS)
Total initial stream area = 0.070 (Ac)
Process from Point/Station 235.000 to Point/Station 236.000
**** IMPROVED CHANNEL TRAVEL TIME ****
Upstream point elevation = 230.500(Ft.)
Downstream point elevation = 197.700(Ft.)
Channel length thru subarea = 727.000(Ft.)
Channel base width = 2.000(Ft.)
Slope or 'Z' of left channel bank = 4.000
Slope or 'Z' of right channel bank = 4.000
Estimated mean flow rate at midpoint of channel = 7.591(CFS)
Manning's 'N' = 0.035
Maximum depth of channel = 3.000(Ft.)
Flow(q) thru subarea = 7.591(CFS)
Depth of flow = 0.472(Ft.), Average velocity = 4.142(Ft/s)
Channel flow top width = 5.773(Ft.)
Flow Velocity = 4.14(Ft/s)
Travel time = 2.93 min.
Time of concentration = 6.31 min.
Critical depth = 0.539(Ft.)
Adding area flow to channel
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
[COMMERCIAL area type ]
(Neighborhod Commercial )
Impervious value, Ai = 0.800
Sub-Area C Value = 0.770
Rainfall intensity = 5.897(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.770 CA = 2.479
Subarea runoff = 14.147 (CFS) for 3.150 (Ac)
Total runoff = 14.622(CFS) Total area = 3.220 (Ac.)
Depth of flow = 0.646(Ft.), Average velocity = 4.932(Ft/s)
Critical depth = 0.750(Ft.)
100 YR PRE-DEVELOPMENT CALC
TAKEN FROM HYDROLOGY STUDY PHASE I - DATED 8-23-05
Page 6 of 13
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 236.000 to Point/Station 233.000
**** PIPEFLOW TRAVEL TIME (User specified size) ***'*
Upstream point/station elevation = 190.000(Ft.)
Downstream point/station elevation = 182.990(Ft.)
Pipe length = 72.54(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 14. 622 (CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 14.622(CFS)
Normal flow depth in pipe = 8.44(In.)
Flow top width inside pipe = 17. 96(In.)
Critical Depth = 16.76(In.)
Pipe flow velocity = 17.97 (Ft/s)
Travel time through pipe = 0.07 min.
Time of concentration (TC) = 6.37 min.
Process from Point/Station 233.000 to Point/Station 233.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 3.220(Ac.)
Runoff from this stream = 14.622 (CFS)
Time of concentration = 6.37 min.
Rainfall intensity = 5.857(In/Hr)
Summary of stream data:
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1
2
Qmax(1)
Qmax(2)
34.302
14.622
000
000
0.820
1.000
4.69
6.37
1.000
0.735
1.000
1.000
7.143
5.857
34.302) +
14.622) +
34.302) +
14.622) +
45.050
42.748
Total of 2 streams to confluence:
Flow rates before confluence point:
34.302 14.622
Maximum flow rates at confluence using above data:
45.050 42.748
Area of streams before confluence:
6.940 3.220
Results of confluence:
Total flow rate = 45.050(CFS)
Time of concentration = 4.686 min.
Effective stream area after confluence = 10.160(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 233.000 to Point/Station 237.000
**•* PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 182.660 (Ft.)
Downstream point/station elevation = 179.000(Ft.)
Pipe length = 440.77(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 45.050 (CFS)
Given pipe size = 30.00 (In.)
NOTE: Normal flow is pressure flow in user selected pipe size.
The approximate hydraulic grade line above the pipe invert is
3.617(Ft.) at the headworks or inlet of the pipe(s)
Pipe friction loss = 5.315(Ft.)
Minor friction loss = 1.962(Ft.) K-factor = 1.50
Pipe flow velocity = 9.18 (Ft/s)
Travel time through pipe = 0.80 min.
100 YR PRE-DEVELOPMENT CALC
TAKEN FROM HYDROLOGY STUDY PHASE I - DATED 8-23-05
Page 7 of 13
Time of concentration (TC) = 5.49 min.
Process from Point/Station 237.000 to Point/Station 238.000
**** IMPROVED CHANNEL TRAVEL TIME •»***
Upstream point elevation = 179.000(Ft.)
Downstream point elevation = 175.100(Ft.)
Channel length thru subarea = 639.000(Ft.)
Channel base width = 2.000(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Estimated mean flow rate at midpoint of channel = 45.896(CFS)
Manning's 'N' = 0.015
Maximum depth of channel = 3.000(Ft.)
Flow(q) thru subarea = 45.896(CFS)
Depth of flow = 1.408(Ft.), Average velocity = 6.766(Ft/s)
Channel flow top width = 7. 633 (Ft.)
Flow Velocity = 6.77(Ft/s)
Travel time = 1.57 min.
Time of concentration = 7.06 min.
Critical depth = 1.578(Ft.)
Adding area flow to channel
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
[COMMERCIAL area type ]
(Neighborhod Commercial )
Impervious value, Ai = 0.800
Sub-Area C Value = 0.770
Rainfall intensity = 5.484(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.774 CA = 8,511
Subarea runoff = 1.621(CFS) for 0,830(Ac.)
Total runoff = 46.672(CFS) Total area = 10.990(Ac.)
Depth of flow = 1.419(Ft.), Average velocity = 6.796(Ft/s)
Critical depth = 1.594 (Ft.)
Process from Point/Station 238.000 to Point/Station 238.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 10.990 (Ac.)
Runoff from this stream = 46.672(CFS)
Time of concentration = 7.06 min.
Rainfall intensity = 5.484 (In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 239.000 to Point/Station 240.000
**•* INITIAL AREA EVALUATION ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0,000
[COMMERCIAL area type ]
(Neighborhod Commercial )
Impervious value, Ai = 0.800
Sub-Area C Value = 0.770
Initial subarea total flow distance = 175.000(Ft.)
Highest elevation = 230.000(Ft.)
Lowest elevation = 194.500(Ft.)
Elevation difference = 35.500(Ft.) Slope = 20.286 %
Top of Initial Area Slope adjusted by User to 30.000 %
Bottom of Initial Area Slope adjusted by User to 2.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
100 YR PRE-DEVELOPMENT CALC
TAKEN FROM HYDROLOGY STUDY PHASE I - DATED 8-23-05
Page 8 of 13
The maximum overland flow distance is 100.00 (Ft)
for the top area slope value of 30.00 %, in a development type of
Neighborhod Commercial
In Accordance With Figure 3-3
Initial Area Time of Concentration = 1.91 minutes
TC = [1.8*(l.l-C)*distance(Ft.)".5)/(% slope"(l/3)]
TC = [1.8*(1.1-0.7700)* ( 100.000".5)/( 30.000"(1/3)]= 1.91
The initial area total distance of 175.00 (Ft.) entered leaves a
remaining distance of 75.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 0.98 minutes
for a distance of 75.00 (Ft.) and a slope of 2.00 %
with an elevation difference of 1.50(Ft.) from the end of the top area
Tt = [11. 9*length(Mi)"3)/(elevation change (Ft,))]".385 *60(min/hr)
0.978 Minutes
Tt=[(11.9*0.0142"3)/( 1.50)]".385= 0.98
Total initial area Ti = 1.91 minutes from Figure 3-3 formula plus
0.98 minutes from the Figure 3-4 formula = 2.89 minutes
Rainfall intensity (I) = 9.756 (In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.770
Subarea runoff = 2.254(CFS)
Total initial stream area = 0.300(Ac.)
Process from Point/Station 240.000 to Point/Station 241.000
.*** IMPROVED CHANNEL TRAVEL TIME ****
Upstream point elevation = 194.500(Ft.)
Downstream point elevation = 181.700(Ft.)
Channel length thru subarea = 620.000(Ft.)
Channel base width = 2.000(Ft.)
Slope or 'Z' of left channel bank = 4.000
Slope or 'Z' of right channel bank = 4.000
Estimated mean flow rate at midpoint of channel = 27.433(CFS)
Manning's 'N' = 0.035
Maximum depth of channel = 3.000(Ft.)
Flow(q) thru subarea = 27.433(CFS)
Depth of flow = 1.031(Ft.), Average velocity = 4.345(Ft/s)
Channel flow top width = 10.247(Ft.)
Flow Velocity = 4.35(Ft/s)
Travel time = 2.38 min.
Time of concentration = 5.27 min.
Critical depth = 1.016(Ft.)
Adding area flow to channel
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
[COMMERCIAL area type ]
(Neighborhod Commercial )
Impervious value, Ai = 0.800
Sub-Area C Value = 0.770
Rainfall intensity = 6.623(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.770 CA = 7.931
Subarea runoff = 50.277(CFS) for 10.000(Ac.)
Total runoff = 52.530(CFS) Total area = 10.300(Ac.)
Depth of flow = 1.370(Ft.), Average velocity = 5.127(Ft/s)
Critical depth = 1.375(Ft.)
Process from Point/Station 241.000 to Point/Station 238.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 177.000(Ft.)
Downstream point/station elevation = 175.100(Ft.)
Pipe length = 76.35(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 52.530(CFS)
Given pipe size = 30.00(In.)
Calculated individual pipe flow = 52.530 (CFS)
Normal flow depth in pipe = 20.53 (In.)
100 YR PRE-DEVELOPMENT CALC
TAKEN FROM HYDROLOGY STUDY PHASE I - DATED 8-23-05
Page 9 of 13
Flow top width inside pipe = 27. 89 (In.)
Critical Depth = 27.96(In.)
Pipe flow velocity = 14.69 (Ft/s)
Travel time through pipe = 0.09 min.
Time of concentration (TC) = 5.35 min.
Process from Point/Station 238.000 to Point/Station
**** CONFLUENCE OF MINOR STREAMS ****
238.000
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 10.300(Ac.)
Runoff from this stream = 52. 530 (CFS)
Time of concentration = 5.35 min.
Rainfall intensity = 6.554 (In/Hr)
Summary of stream data:
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
46.672
52.530
Qmax(1)
Qmax (2) =
1.000
0.837
1.000
1.000
7.06
5. 35
1.000
1.000
0 .758
1.000
5.484
6.554
46.672)
52.530)
46.672)
52.530)
90.622
87.928
Total of 2 streams to confluence:
Flow rates before confluence point:
46.672 52.530
Maximum flow rates at confluence using above data:
90.622 87.928
Area of streams before confluence:
10.990 10.300
Results of confluence:
Total flow rate = 90.622(CFS)
Time of concentration = 7.060 min.
Effective stream area after confluence = 21.290(Ac.)
Process from Point/Station 238.000 to Point/Station
**** IMPROVED CHANNEL TRAVEL TIME ****
242.000
Upstream point elevation = 175.100 (Ft.)
Downstream point elevation = 175.000(Ft.)
Channel length thru subarea = 316.000(Ft.
Channel base width = 6.000(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Estimated mean flow rate at midpoint of channel =
Manning's 'N' = 0.025
Maximum depth of channel
Flow(q) thru subarea = 90.
Depth of flow = 3.740(Ft.),
Channel flow top width = 20.
Flow Velocity = 1.80(Ft/s)
Travel time = 2.93 min.
Time of concentration = 9.99 min.
Critical depth = 1.594(Ft.)
Adding area flow to channel
Decimal fraction soil group A
,)
4.000(Ft.)
,651(CFS)
Average velocity
,958(Ft.)
90,651(CFS)
1.798(Ft/s)
000
000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
[COMMERCIAL area type
(Neighborhod Commercial )
Decimal fraction soil group B = 1
group C = 0
1
100 YR PRE-DEVELOPMENT CALC
TAKEN FROM HYDROLOGY STUDY PHASE I - DATED 8-23-05
Page 10 of 13
Impervious value, Ai = 0.800
Sub-Area C Value = 0.770
The area added to the existing stream causes a
a lower flow rate of Q = 73.567 (CFS)
therefore the upstream flow rate of Q = 90.622(CFS) is being used
Rainfall intensity = 4.384(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.772 CA = 16.781
Subarea runoff = 0.000(CFS) for 0.440(Ac.)
Total runoff = 90.622(CFS) Total area = 21.730(Ac.)
Depth of flow = 3. 739 (Ft.), Average velocity = 1.798(Ft/s)
Critical depth = 1.594 (Ft.)
Process from Point/Station 242.000 to Point/Station 222.000
***• PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 168.610 (Ft.)
Downstream point/station elevation = 167.920(Ft.)
Pipe length = 33.95(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 90.622 (CFS)
Given pipe size = 36.00(In.)
Calculated individual pipe flow = 90.622 (CFS)
Normal flow depth in pipe = 28.08(In.)
Flow top width inside pipe = 29.83 (In.)
Critical Depth = 34.20(In.)
Pipe flow velocity = 15.31(Ft/s)
Travel time through pipe = 0.04 min.
Time of concentration (TC) = 10.03 min.
Process from Point/Station 222.000 to Point/Station
**** CONFLUENCE OF MAIN STREAMS ****
222.000
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 21.730 (Ac.)
Runoff from this stream = 90.622(CFS)
Time of concentration = 10.03 min.
Rainfall intensity = 4.374(In/Hr)
Program is now starting with Main Stream No. 2
Process from Point/Station 243.000 to Point/Station
**** INITIAL AREA EVALUATION ****
222.000
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
[COMMERCIAL area type
(Neighborhod Commercial )
Impervious value, Ai = 0.800
Sub-Area C Value = 0.770
Initial subarea total flow distance
Highest elevation = 227.000(Ft.)
Lowest elevation = 176.500(Ft.)
Elevation difference = 50.500(Ft.)
Top of Initial Area Slope adjusted by User to 30.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 100.00 (Ft)
for the top area slope value of 30.00 %, in a development type of
Neighborhod Commercial
In Accordance With Figure 3-3
Initial Area Time of Concentration = 1.91 minutes
TC = [1.8*(l.l-C)*distance(Ft.)".5)/(% slope"(l/3)]
TC = [1.8*(l.l-0.7700)*( 100.000".5)/( 30 . 000"(1/3)] =
1
= 1045.000(Ft.)
Slope = 4.833 %
The initial area total distance of 1045.00
remaining distance of 945.00 (Ft.)
1.91
(Ft.) entered leaves a
100 YR PRE-DEVELOPMENT CALC
TAKEN FROM HYDROLOGY STUDY PHASE I - DATED 8-23-05
Page 11 of 13
Using Figure 3-4, the travel time for this distance is 4.90 minutes
for a distance of 945.00 (Ft.) and a slope of 4.83 %
with an elevation difference of 45.67(Ft.) from the end of the top area
Tt = [11. 9*length(Mi)"3)/(elevation change(Ft,))]". 385 *60(min/hr)
4.901 Minutes
Tt=[(11.9*0.1790"3)/( 45.67))".385= 4.90
Total initial area Ti = 1.91 minutes from Figure 3-3 formula plus
4.90 minutes from the Figure 3-4 formula = 6.81 minutes
Rainfall intensity (I) = 5.611(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.770
Subarea runoff = 10.283(CFS)
Total initial stream area = 2.380(Ac.)
Process from Point/Station 222.000 to Point/Station
**** CONFLUENCE OF MAIN STREAMS ****
222.000
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 2. 380 (Ac)
Runoff from this stream = 10.283 (CFS)
Time of concentration = 6.81 min.
Rainfall intensity = 5.611(In/Hr)
Program is now starting with Main Stream No. 3
Process from Point/Station 222.000 to Point/Station
**** USER DEFINED FLOW INFORMATION AT A POINT ****
222.000
User specified 'C value of 0.760 given for subarea
Rainfall intensity (I) = 6.472(In/Hr) for a 100.0 year storm
User specified values are as follows:
TC = 5.46 min. Rain intensity = 6.47(In/Hr)
Total area = 12.780(Ac.) Total runoff = 65.167(CFS)
Process from Point/Station 222.000 to Point/Station
**** CONFLUENCE OF MAIN STREAMS ****
222.000
The following data inside Main Stream is listed:
In Main Stream number: 3
Stream flow area = 12.780(Ac.)
Runoff from this stream = 65.167 (CFS)
Time of concentration = 5.46 min.
Rainfall intensity = 6.472 (In/Hr)
Summary of stream data:
Stream
No .
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
2
3
Qmax(1)
Qmax (2)
Qmax(3) =
90 . 622 10 .03 4 . 374
10 .283 6 . 81 5 . 611
65 . 167 5 . 46 6 .472
1 000 * 1 000 * 90 622) +
0 779 * 1 000 * 10 283) +
0 676 * 1 000 * 65 167) + = 142 673
1 000 0 680 * 90 622) +
1 000 * 1 000 * 10 283) +
0 867 * 1 000 * 65 167) + = 128 360
1 000 * 0 545 * 90 622) +
1 000 * 0 801 * 10 283) +
1 000 * 1 000 * 65 167) + = 122 763
Total of 3 main streams to confluence:
Flow rates before confluence point:
100 YR PRE-DEVELOPMENT CALC
TAKEN FROM HYDROLOGY STUDY PHASE I - DATED 8-23-05
Page 12 of 13
90.622 10.283 65.167
Maximum flow rates at confluence using above data:
142.673 128.360 122.763
Area of streams before confluence:
21.730 2.380 12.780
Results of confluence:
Total flow rate = 142.673(CFS)
Time of concentration = 10.025 min.
Effective stream area after confluence = 36,890(Ac.)
Process from Point/Station 222.000 to Point/Station 244.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 167.590(Ft.)
Downstream point/station elevation = 167.270(Ft.)
Pipe length = 15.73(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 142.673(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
9.889 (Ft.) at the headworks or inlet of the pipe(s)
Pipe friction loss = 0.720(Ft.)
Minor friction loss = 9.489 (Ft.) K-factor = 1.50
Pipe flow velocity = 20.18 (Ft/s)
Travel time through pipe = 0.01 min.
Time of concentration (TC) = 10.04 min.
End of computations, total study area = 36.890 (Ac.)
100 YR PRE-DEVELOPMENT CALC
TAKEN FROM HYDROLOGY STUDY PHASE I - DATED 8-23-05
Page 13 of 13
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2004 Version 7.4
Rational method hydrology program based on
San Diego County Flood Control Division 2003 hydrology manual
Rational Hydrology Study Date: 05/02/05
********* Hydrology Study Control Information *********
Program License Serial Number 4012
Rational hydrology study storm event year is 100.0
English (in-lb) input data Units used
Map data precipitation entered:
6 hour, precipitation(inches) = 2.600
24 hour precipitation(inches) = 4.500
P6/P24 = 57.8%
San Diego hydrology manual 'C values used
Process from Point/Station 218.000 to Point/Station 219.000
**** INITIAL AREA EVALUATION ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
[COMMERCIAL area type ]
(Neighborhod Commercial )
Impervious value, Ai = 0.800
Sub-Area C Value = 0.770
Initial subarea total flow distance = 259.000(Ft.)
Highest elevation = 230.000(Ft.)
Lowest elevation = 213.000(Ft.)
Elevation difference = 17.000(Ft.) Slope = 6.564 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 95.00 (Ft)
for the top area slope value of 6.56 %, in a development type of
Neighborhod Commercial
In Accordance With Figure 3-3
Initial Area Time of Concentration = 3.09 minutes
TC = [1.8*(l.l-C)*distance(Ft.)".5)/(% slope"(l/3)]
TC = [1.8*(l.l-0.7700)*( 95.000".5)/( 6.564"(1/3)]= 3.09
The initial area total distance of 259.00 (Ft.) entered leaves a
remaining distance of 164.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 1.13 minutes
for a distance of 164.00 (Ft.) and a slope of 6.56 %
with an elevation difference of 10.76(Ft.) from the end of the top area
Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr)
= 1.131 Minutes
Tt=[(11.9*0.0311"3)/( 10.76)]".385= 1.13
Total initial area Ti = 3.09 minutes from Figure 3-3 formula plus
1,13 minutes from the Figure 3-4 formula = 4.22 minutes
Rainfall intensity (I) = 7.639 (In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.770
Subarea runoff = 5.000 (CFS)
Total initial stream area = 0.850(Ac.)
100 YR PRE-DEVELOPMENT CALC
TAKEN FROM HYDROLOGY STUDY PHASE I - DATED 8-23-05
Page 1 of2
Process from Point/Station 219.000 to Point/Station 214.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 205.000 (Ft.)
Downstream point/station elevation = 197.030(Ft.)
Pipe length = 55.50(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 5.000(CFS)
Given pipe size = 12.00(In.)
Calculated individual pipe flow = 5.000(CFS)
Normal flow depth in pipe = 5.06(In.)
Flow top width inside pipe = 11.85(In.)
Critical Depth = 11.00(In.)
Pipe flow velocity = 15.91(Ft/s)
Travel time through pipe = 0.06 min.
Time of concentration (TC) = 4.28 min.
100 YR PRE-DEVELOPMENT CALC
TAKEN FROM HYDROLOGY STUDY PHASE I - DATED 8-23-05
Page 2 of 2
AHACHMENT D
POST-DEVELOPMENT HYDROLOGY CALCULATION 100 YEAR STORM EVENT
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2004 Version 7.4
Rational method hydrology program based on
San Diego County Flood Control Division 2003 hydrology manual
Rational Hydrology Study Date: 10/03/11
CT 03-02 CARLSBAD RANCH PLANNING AREA 5 - MARBRISA SITE PHASE 2
100 YEAR STORM, POST-DEVELOPMENT
OUTFALL 1 - NODES 1 TO 40, NODES 100 TO 106
FILENAME: 110080UTFALL1.RD3
********* Hydrology Study Control Information *'' ********
Program License Serial Number 4012
Rational hydrology study storm event year is 100.0
English (in-lb) input data Units used
Map data precipitation entered:
6 hour, precipitation(inches) = 2.600
24 hour precipitation(inches) = 4.500
P6/P24 = 57.8%
San Diego hydrology manual 'C values used
Process from Point/Station 1.000 to Point/Station 2.000
**** INITIAL AREA EVALUATION ****
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
[MEDIUM DENSITY RESIDENTIAL ]
(14.5 DU/A or Less )
Impervious value, Ai = 0.500
Sub-Area C Value = 0.630
Initial subarea total flow distance = 139.000(Ft.)
Highest elevation = 199.000(Ft.)
Lowest elevation = 194.500(Ft.)
Elevation difference = 4.500(Ft.) Slope = 3.237 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 90.00 (Ft)
for the top area slope value of 3.24 %, in a development type of
14.5 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration = 5.43 minutes
TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"(l/3)]
TC = [1.8*(1.1-0.6300)* ( 90.000".5)/( 3.237"(1/3)]= 5.43
The initial area total distance of 139.00 (Ft.) entered leaves a
remaining distance of 49.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 0.59 minutes
for a distance of 49.00 (Ft.) and a slope of 3.24 %
with an elevation difference of 1.59(Ft.) from the end of the top area
Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))1".385 *60(min/hr)
0.586 Minutes
Tt=[(11.9*0.0093"3)/( 1.59)1".385= 0.59
Total initial area Ti = 5.43 minutes from Figure 3-3 formula plus
0.59 minutes from the Figure 3-4 formula = 6.01 minutes
Rainfall intensity (I) = 6.083(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.630
Subarea runoff = 0.383(CFS)
Total initial stream area = 0.100(Ac.)
STORMDRAIN LINE A - OUTFALL 1
100 YEAR POST-DEVELOPMENT
Page 1 of 21
Process from Point/Station 2.000 to Point/Station 101.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 190.500(Ft.)
Downstream point/station elevation = 181.130(Ft.)
Pipe length = 10.00 (Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0,383(CFS)
Given pipe size = 12.00 (In.)
Calculated individual pipe flow = 0.383(CFS)
Normal flow depth in pipe = 0.89 (In.)
Flow top width inside pipe = 6.29(In.)
Critical Depth = 3.07 (In.)
Pipe flow velocity = 14.55(Ft/s)
Travel time through pipe = 0.01 min.
Time of concentration (TC) = 6.02 min.
Process from Point/Station 101.000 to Point/Station 101.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 0.100(Ac.)
Runoff from this stream = 0.383 (CFS)
Time of concentration = 6.02 min.
Rainfall intensity = 6.076 (In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 100.000 to Point/Station 100.000
**** USER DEFINED FLOW INFORMATION AT A POINT ****
User specified 'C value of 0.770 given for subarea
Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm
User specified values are as follows:
TC = 5.00 min. Rain intensity = 6.85 (In/Hr)
Total area = 10.160 (Ac.) Total runoff = 45.050(CFS)
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 100.000 to Point/Station 101.000
**** PIPEFLOW TFIAVEL TIME (User specified size) ****
Upstream point/station elevation = 182.660 (Ft.)
Downstream point/station elevation = 181.130(Ft,)
Pipe length = 35.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 45.050(CFS)
Given pipe size = 36.00(In.)
Calculated individual pipe flow = 45.050 (CFS)
Normal flow depth in pipe = 14.07(In.)
Flow top width inside pipe = 35.13(In.)
Critical Depth = 26.24(In.)
Pipe flow velocity = 17.60(Ft/s)
Travel time through pipe = 0.03 min.
Time of concentration (TC) = 5.03 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 101.000 to Point/Station 101.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 10.160(Ac.)
Runoff from this stream = 45.050 (CFS)
Time of concentration = 5.03 min.
STORMDRAIN LINE A - OUTFALL 1
100 YEAR POST-DEVELOPMENT
Page 2 of21
Rainfall intensity =
Summary of stream data:
Stream
No.
Flow rate
(CFS)
6.821 (In/Hr)
TC
(min)
Rainfall Intensity
(In/Hr)
1
2
Qmax(1)
0.383
45.050
Qmax (2) =
1.000
0.891
1.000
1.000
6. 02
5.03
1.000
1.000
0.836
1.000
6. 076
6.821
0.383) +
45.050) +
0.383) +
45.050) +
40.508
45.370
Total of 2 streams to confluence:
Flow rates before confluence point:
0.383 45.050
Maximum flow rates at confluence using above data:
40.508 45.370
Area of streams before confluence:
0.100 10.160
Results of confluence:
Total flow rate = 45.370(CFS)
Time of concentration = 5.033 min.
Effective stream area after confluence = 10.260(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 101.000 to Point/Station 102.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 181.130(Ft.)
Downstream point/station elevation = 180.300(Ft.)
Pipe length = 165.34(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 45.370(CFS)
Given pipe size = 36.00 (In.)
Calculated individual pipe flow = 45.370 (CFS)
Normal flow depth in pipe = 28.31(In.)
Flow top width inside pipe = 29.51 (In.)
Critical Depth = 26.32(In.)
Pipe flow velocity = 7.61(Ft/s)
Travel time through pipe = 0.36 min.
Time of concentration (TC) = 5.40 min.
Process from Point/Station 102.000 to Point/Station 102.000
*•** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 10.260 (Ac)
Runoff from this stream = 45.370(CFS)
Time of concentration = 5.40 min.
Rainfall intensity = 6.522 (In/Hr)
+ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + +
Process from Point/Station 3.000 to Point/Station 4.000
**** INITIAL AREA EVALUATION ****
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
[MEDIUM DENSITY RESIDENTIAL
(14.5 DU/A or Less )
Impervious value, Ai = 0,500
Sub-Area C Value = 0.630
Initial subarea total flow distance = 204.000(Ft.)
STORMDRAIN LINE A - OUTFALL 1
100 YEAR POST-DEVELOPMENT
Page 3 of21
Highest elevation = 196.000(Ft.)
Lowest elevation = 190.100(Ft.)
Elevation difference = 5.900(Ft.) Slope = 2.892 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 90.00 (Ft)
for the top area slope value of 2.89 %, in a development type of
14.5 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration = 5.63 minutes
TC = [1. 8*(1.1-C)*distance (Ft.)".5)/(% slope"(l/3)]
TC = [1.8*(1.1-0.6300)* ( 90.000".5)/( 2.892"(1/3)]= 5.63
The initial area total distance of 204.00 (Ft.) entered leaves a
remaining distance of 114.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 1.17 minutes
for a distance of 114.00 (Ft.) and a slope of 2.89 I
with an elevation difference of 3.30(Ft.) from the end of the top area
Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr)
1.172 Minutes
Tt=[(11.9*0.0216"3)/( 3.30)]".385= 1.17
Total initial area Ti = 5.63 minutes from Figure 3-3 formula plus
1.17 minutes from the Figure 3-4 formula = 6.81 minutes
Rainfall intensity (I) = 5.615 (In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.630
Subarea runoff = 0.520 (CFS)
Total initial stream area = 0.147(Ac.)
Process from Point/Station 4.000 to Point/Station 102.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 190.100(Ft.)
Downstream point/station elevation = 180.300(Ft.)
Pipe length = 6.70(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.520(CFS)
Given pipe size = 12.00(In.)
Calculated individual pipe flow = 0.520(CFS)
Normal flow depth in pipe = 0.92 (In.)
Flow top width inside pipe = 6.40 (In.)
Critical Depth = 3.59(In.)
Pipe flow velocity = 18.64 (Ft/s)
Travel time through pipe = 0.01 min.
Time of concentration (TC) = 6.81 min.
+++++++++++++++++++++++++++++++++++++++++++++++++++++-t-+++++++++
Process from Point/Station 102.000 to Point/Station 102.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.147(Ac.)
Runoff from this stream = 0.520 (CFS)
Time of concentration = 6.81 min.
Rainfall intensity = 5.612 (In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 45.370 5.40 6.522
2 0.520 6.81 5.612
Qmax(l) =
1.000 * 1.000 * 45.370) +
1.000 * 0.792 * 0.520) + = 45.782
Qmax (2) =
0.860 * 1.000 * 45.370) +
1.000 * 1.000 * 0.520) + = 39.558
Total of 2 streams to confluence:
STORMDRAIN LINE A - OUTFALL 1
100 YEAR POST-DEVELOPMENT
Page 4 of21
Flow rates before confluence point:
45.370 0.520
Maximum flow rates at confluence using above data:
45.782 39.558
Area of streams before confluence:
10.260 0.147
Results of confluence:
Total flow rate = 45.782(CFS)
Time of concentration = 5.395 min.
Effective stream area after confluence = 10.407(Ac.)
Process from Point/Station 102.000 to Point/Station 103.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 180.300 (Ft.)
Downstream point/station elevation = 179.860 (Ft.)
Pipe length = 88.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 45.782(CFS)
Given pipe size = 36.00(In.)
Calculated individual pipe flow = 45.782 (CFS)
Normal flow depth in pipe = 28.59(In.)
Flow top width inside pipe = 29.10(In.)
Critical Depth = 26.47 (In.)
Pipe flow velocity = 7.60(Ft/s)
Travel time through pipe = 0.19 min.
Time of concentration (TC) = 5.59 min.
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++4^
Process from Point/Station 103.000 to Point/Station 103.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 10.407 (Ac.)
Runoff from this stream = 45.782 (CFS)
Time of concentration = 5.59 min.
Rainfall intensity = 6.376 (In/Hr)
Program is now starting with Main Stream No. 2
Process from Point/Station 11.000 to Point/Station 12.000
**** INITIAL AREA EVALUATION ****
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
[MEDIUM DENSITY RESIDENTIAL ]
(14.5 DU/A or Less )
Impervious value, Ai = 0.500
Sub-Area C Value = 0.630
Initial subarea total flow distance = 327.000(Ft.)
Highest elevation = 198.200(Ft.)
Lowest elevation = 189.400 (Ft.)
Elevation difference = 8.800(Ft.) Slope = 2.691 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 90.00 (Ft)
for the top area slope value of 2.69 %, in a development type of
14.5 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration = 5.77 minutes
TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"(l/3)]
TC = [1. 8*(1.1-0.6300)*( 90.000".5)/( 2.691"(1/3)]= 5.77
The initial area total distance of 327.00 (Ft.) entered leaves a
remaining distance of 237.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 2.12 minutes
for a distance of 237.00 (Ft.) and a slope of 2.69 %
STORMDRAIN LINE A - OUTFALL 1
100 YEAR POST-DEVELOPMENT
Page 5 of21
with an elevation difference of 6.38(Ft.) from the end of the top area
Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr)
2.117 Minutes
Tt=[(11. 9*0.0449"3)/( 6.38)]".385= 2.12
Total initial area Ti = 5.77 minutes from Figure 3-3 formula plus
2.12 minutes from the Figure 3-4 formula = 7.89 minutes
Rainfall intensity (I) = 5.106(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.630
Subarea runoff = 0.708 (CFS)
Total initial stream area = 0.220(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 12.000 to Point/Station 103.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 185.400(Ft.)
Downstream point/station elevation = 184.900(Ft.)
Pipe length = 47.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.708(CFS)
Given pipe size = 12.00(In.)
Calculated individual pipe flow = 0.708 (CFS)
Normal flow depth in pipe = 3.57(In.)
Flow top width inside pipe = 10.97 (In.)
Critical Depth = 4.21 (In.)
Pipe flow velocity = 3.61(Ft/s)
Travel time through pipe = 0.22 min.
Time of concentration (TC) = 8.10 min.
Process from Point/Station 103.000 to Point/Station 103.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 0.220(Ac.)
Runoff from this stream = 0.708(CFS)
Time of concentration = 8.10 min.
Rainfall intensity = 5.017 (In/Hr)
Program is now starting with Main Stream No. 3
Process from Point/Station 20.000 to Point/Station 21.000
**** INITIAL AREA EVALUATION ****
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
[MEDIUM DENSITY RESIDENTIAL ]
(14.5 DU/A or Less )
Impervious value, Ai = 0,500
Sub-Area C Value = 0.630
Initial subarea total flow distance = 60.000(Ft.)
Highest elevation = 200.000(Ft.)
Lowest elevation = 196.000(Ft.)
Elevation difference = 4.000(Ft.) Slope = 6.667 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 100.00 (Ft)
for the top area slope value of 6.67 %, in a development type of
14.5 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration = 4.49 minutes
TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"(l/3)]
TC = [1.8*(1.1-0.6300)*( 100.000".5)/( 6.667"(1/3)]= 4.49
Rainfall intensity (I) = 7.337 (In/Hr) for a 100.0 year storm
STORMDRAIN LINE A - OUTFALL 1
100 YEAR POST-DEVELOPMENT
Page 6 of21
Effective runoff coefficient used for area (Q=KCIA) is C = 0.630
Subarea runoff = 0.092(CFS)
Total initial stream area = 0.020(Ac.)
Process from Point/Station 21.000 to Point/Station 22.000
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Estimated mean flow rate at midpoint of channel = 1.228(CFS)
Depth of flow = 0.146(Ft.), Average velocity = 1.771(Ft/s)
******* Irregular Channel Data ***********
Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
1 0.00 0.50
2 0.00 0.00
3 13.00 0.20
Manning's 'N' friction factor = 0.015
Sub-Channel flow = 1.228(CFS)
flow top width = 9.495(Ft.)
velocity= 1.771 (Ft/s)
area = 0.693(Sq.Ft)
' ' Froude number = 1.155
Upstream point elevation = 196.000(Ft.)
Downstream point elevation = 190.870(Ft.)
Flow length = 480.000(Ft.)
Travel time = 4.52 min.
Time of concentration = 9.01 min.
Depth of flow = 0.146(Ft.)
Average velocity = 1.771(Ft/s)
Total irregular channel flow = 1.228(CFS)
Irregular channel normal depth above invert elev. = 0.146(Ft.)
Average velocity of channel(s) = 1.771(Ft/s)
Adding area flow to channel
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
[MEDIUM DENSITY RESIDENTIAL ]
(14.5 DU/A or Less )
Impervious value, Ai = 0.500
Sub-Area C Value = 0.630
Rainfall intensity = 4.685(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.630 CA = 0.484
Subarea runoff = 2.174(CFS) for 0.748 (Ac.)
Total runoff = 2.267(CFS) Total area = 0.768(Ac.)
Depth of flow = 0.184(Ft.), Average velocity = 2.064(Ft/s)
Process from Point/Station 22.000 to Point/Station 23.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 186.000(Ft.)
Downstream point/station elevation = 185.600 (Ft.)
Pipe length = 39.10(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 2.267(CFS)
Given pipe size = 12.00(In.)
Calculated individual pipe flow = 2.267 (CFS)
Normal flow depth in pipe = 6.90(In.)
Flow top width inside pipe = ll,86(In.)
Critical Depth = 7.73(In.)
Pipe flow velocity = 4.85(Ft/s)
Travel time through pipe = 0.13 min.
Time of concentration (TC) = 9.15 min.
STORMDRAIN LINE A - OUTFALL 1
100 YEAR POST-DEVELOPMENT
Page 7 of21
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 23.000 to Point/Station 23.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 3 in normal stream number 1
Stream flow area = 0.768 (Ac.)
Runoff from this stream = 2.267(CFS)
Time of concentration = 9.15 min.
Rainfall intensity = 4.640(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 11.000 to Point/Station 30.000
**** INITIAL AREA EVALUATION ****
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
[MEDIUM DENSITY RESIDENTIAL ]
(14.5 DU/A or Less )
Impervious value, Ai = 0.500
Sub-Area C Value = 0.630
Initial subarea total flow distance = 80.000(Ft.)
Highest elevation = 198.200(Ft.)
Lowest elevation = 195.000(Ft.)
Elevation difference = 3.200(Ft.) Slope = 4.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 100.00 (Ft)
for the top area slope value of 4.00 %, in a development type of
14.5 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration = 5.33 minutes
TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"(l/3)]
TC = [1.8*(1.1-0.6300)* ( 100.000".5)/( 4.000"(1/3)]= 5.33
Rainfall intensity (I) = 6.574(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.630
Subarea runoff = 0,112(CFS)
Total initial stream area = 0.027(Ac.)
Process from Point/Station 30.000 to Point/Station 23.000
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Estimated mean flow rate at midpoint of channel = 0.509(CFS)
Depth of flow = 0.092(Ft.), Average velocity = 1.234(Ft/s)
******* Irregular Channel Data ***********
Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
1 0.00 0.50
2 0.00 0.00
3 29.50 0.30
Manning's 'N' friction factor = 0.015
Sub-Channel flow = 0.50 9 (CFS)
flow top width = 9.007(Ft.)
' ' velocity= 1.234(Ft/s)
' ' area = 0.413(Sq.Ft)
' ' Froude number = 1.016
Upstream point elevation = 195.000(Ft.)
Downstream point elevation = 190.530(Ft.)
Flow length = 466.000 (Ft.)
Travel time = 6.30 min.
Time of concentration = 11.63 min.
Depth of flow = 0.092(Ft.)
Average velocity = 1.234(Ft/s)
Total irregular channel flow = 0.509(CFS)
Irregular channel normal depth above invert elev. = 0.092(Ft.)
STORMDRAIN LINE A - OUTFALL I
100 YEAR POST-DEVELOPMENT
Page 8 of21
Average velocity of channel(s) = 1.234(Ft/s)
Adding area flow to channel
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
[MEDIUM DENSITY RESIDENTIAL ]
(14.5 DU/A or Less )
Impervious value, Ai = 0.500
Sub-Area C Value = 0.630
Rainfall intensity = 3.975(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.630 CA = 0.209
Subarea runoff = 0.717(CFS) for 0.304(Ac.)
Total runoff = 0.829(CFS) Total area = 0.331(Ac.)
Depth of flow = 0.110(Ft.), Average velocity = 1.394(Ft/s)
Process from Point/Station 23.000 to Point/Station 23.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 3 in normal stream number 2
Stream flow area = 0.331(Ac.)
Runoff from this stream = 0.829 (CFS)
Time of concentration = 11.63 min.
Rainfall intensity = 3.975 (In/Hr)
Summary of stream data:
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1
2
Qmax(1)
2.267
0.829
Qmax (2) =
1.000 *
1.000 *
0.857 *
1.000 *
9.15
11.63
1.000 *
0.787 *
1.000
1. 000
4.640
3.975
2.267) +
0.829) + =
2,267) +
0.829) + =
2 . 919
2.771
Total of 2 streams to confluence:
Flow rates before confluence point:
2.267 0.829
Maximum flow rates at confluence using above data:
2.919 2.771
Area of streams before confluence:
0.768 0.331
Results of confluence:
Total flow rate = 2. 919(CFS)
Time of concentration = 9.146 min.
Effective stream area after confluence = 1.099(Ac.)
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 23.000 to Point/Station 31.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 185.600(Ft.)
Downstream point/station elevation = 182.730(Ft.)
Pipe length = 110.00 (Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow =
Given pipe size = 12.00(In.)
Calculated individual pipe flow = 2.
Normal flow depth in pipe = 6. 05 (In.)
Flow top width inside pipe = 12.00(In.)
2.919(CFS)
919(CFS)
STORMDRAIN LINE A - OUTFALL 1
100 YEAR POST-DEVELOPMENT
Page 9 of21
Critical Depth = 8.78(In.)
Pipe flow velocity = 7.35(Ft/s)
Travel time through pipe = 0.25 min.
Time of concentration (TC) = 9.40 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 31.000 to Point/Station 31.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 182.730(Ft.)
Downstream point/station elevation = 181.550 (Ft.)
Pipe length = 236.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 2.919(CFS)
Given pipe size = 24.00(In.)
Calculated individual pipe flow = 2.919(CFS)
Normal flow depth in pipe = 6.94 (In.)
Flow top width inside pipe = 21.77 (In.)
Critical Depth = 7.14(In.)
Pipe flow velocity = 3,87 (Ft/s)
Travel time through pipe = 1.02 min.
Time of concentration (TC) = 10.41 min.
Process from Point/Station 32.000 to Point/Station 32.000
•*•* SUBAREA FLOW ADDITION ****
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
[MEDIUM DENSITY RESIDENTIAL ]
(14.5 DU/A or Less )
Impervious value, Ai = 0.500
Sub-Area C Value = 0.630
Time of concentration = 10.41 min.
Rainfall intensity = 4.268(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.630 CA = 3.028
Subarea runoff = 10.005(CFS) for 3.707(Ac.)
Total runoff = 12.924(CFS) Total area = 4.806(Ac.)
Process from Point/Station 32.000 to Point/Station 33.000
**•* PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 181.550(Ft.)
Downstream point/station elevation = 181.110 (Ft.)
Pipe length = 88.50(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 12.924(CFS)
Given pipe size = 24.00(In.)
Calculated individual pipe flow = 12.924 (CFS)
Normal flow depth in pipe = 16.38 (In.)
Flow top width inside pipe = 22.34(In.)
Critical Depth = 15.51(In.)
Pipe flow velocity = 5.65(Ft/s)
Travel time through pipe = 0.26 min.
Time of concentration (TC) = 10.67 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 33.000 to Point/Station 33.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 3 in normal stream number 1
Stream flow area = 4.806(Ac.)
Runoff from this stream = 12.924 (CFS)
Time of concentration = 10.67 min.
Rainfall intensity = 4.201 (In/Hr)
STORMDRAIN LINE A - OUTFALL 1
100 YEAR POST-DEVELOPMENT
Page 10 of21
Process from Point/Station 7.000 to Point/Station 15.000
**** INITIAL AREA EVALUATION ****
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
[MEDIUM DENSITY RESIDENTIAL ]
(14.5 DU/A or Less )
Impervious value, Ai = 0.500
Sub-Area C Value = 0.630
Initial subarea total flow distance = 128.000(Ft.)
Highest elevation = 190.600(Ft.)
Lowest elevation = 189.550 (Ft.)
Elevation difference = 1.050 (Ft.) Slope = 0.820 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 0.82 %, in a development type of
14.5 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration = 7.29 minutes
TC = [1.8*(1.1-C)'distance(Ft.)".5)/(% slope"(l/3)]
TC = [1.8*(1.1-0.6300)*( 65.000".5)/( 0.820"(1/3)]= 7.29
The initial area total distance of 128.00 (Ft.) entered leaves a
remaining distance of 63.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 1.21 minutes
for a distance of 63.00 (Ft.) and a slope of 0.82 %
with an elevation difference of 0.52(Ft.) from the end of the top area
Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr)
1.206 Minutes
Tt=[(11.9*0.0119"3)/( 0.52)]".385= 1.21
Total initial area Ti = 7.29 minutes from Figure 3-3 formula plus
1.21 minutes from the Figure 3-4 formula = 8.49 minutes
Rainfall intensity (I) = 4.867(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.630
Subarea runoff = 0.411(CFS)
Total initial stream area = 0.134(Ac.)
Process from Point/Station 15.000 to Point/Station 33.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 185.550(Ft.)
Downstream point/station elevation = 185.020(Ft.)
Pipe length = 53.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.411(CFS)
Given pipe size = 12.00 (In.)
Calculated individual pipe flow = 0.411 (CFS)
Normal flow depth in pipe = 2.75(In.)
Flow top width inside pipe = 10.09 (In.)
Critical Depth = 3.18(In.)
Pipe flow velocity = 3.02(Ft/s)
Travel time through pipe = 0.29 min.
Time of concentration (TC) = 8.78 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 33.000 to Point/Station 33.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 3 in normal stream number 2
Stream flow area = 0.134(Ac.)
Runoff from this stream = 0.411(CFS)
Time of concentration = 8.78 min.
Rainfall intensity = 4.762(In/Hr)
Summary of stream data:
STORMDRAIN LINE A - OUTFALL 1
100 YEAR POST-DEVELOPMENT
Page II of21
stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
12.924
0.411
10.67
8.78
Qmax (1)
Qmax(2) =
1.000
0.882
1.000
1.000
1.000 *
1.000 *
0.823 *
1.000 *
4.201
4.762
12.924) +
0.411) + =
12.924) +
0.411) + =
13.286
11.050
Total of 2 streams to confluence:
Flow rates before confluence point:
12.924 0.411
Maximum flow rates at confluence using above data:
13.286 11.050
Area of streams before confluence:
4.806 0.134
Results of confluence:
Total flow rate = 13.286(CFS)
Time of concentration = 10.672 min.
Effective stream area after confluence = 4.940 (Ac.)
Process from Point/Station 33.000 to Point/Station 35.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 181.110 (Ft.)
Downstream point/station elevation = 180.300 (Ft.)
Pipe length = 162.20(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 13.286(CFS)
Given pipe size = 30.00 (In.)
Calculated individual pipe flow = 13.286(CFS)
Normal flow depth in pipe = 14.26 (In.)
Flow top width inside pipe = 29.96 (In.)
Critical Depth = 14.70(In.)
Pipe flow velocity = 5.78(Ft/s)
Travel time through pipe = 0.47 min.
Time of concentration (TC) = 11.14 min.
Process from Point/Station 35.000 to Point/Station 35.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 3 in normal stream number 1
Stream flow area = 4.940 (Ac.)
Runoff from this stream = 13.286 (CFS)
Time of concentration = 11.14 min.
Rainfall intensity = 4.086(In/Hr)
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++-!•+++++
Process from Point/Station 34.000 to Point/Station 13.000
**** INITIAL AREA EVALUATION ****
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
[MEDIUM DENSITY RESIDENTIAL
(14.5 DU/A or Less )
Impervious value, Ai = 0.500
Sub-Area C Value = 0.630
Initial subarea total flow distance = 119.000(Ft.)
STORMDRAIN LINE A - OUTFALL 1
100 YEAR POST-DEVELOPMENT
Page 12 of21
Highest elevation = 190.640(Ft.)
Lowest elevation = 189.200(Ft.)
Elevation difference = 1.440(Ft.) Slope = 1.210 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 1.21 %, in a development type of
14.5 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration = 6.40 minutes
TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"(l/3)]
TC = [1.8*(1.1-0.6300)*( 65.000".5)/( 1.210"(1/3)]= 6.40
The initial area total distance of 119.00 (Ft.) entered leaves a
remaining distance of 54.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 0.92 minutes
for a distance of 54.00 (Ft.) and a slope of 1.21 %
with an elevation difference of 0.65(Ft.) from the end of the top area
Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr)
0.922 Minutes
Tt=[(11.9*0.0102"3)/( 0.65)]".385= 0.92
Total initial area Ti = 6.40 minutes from Figure 3-3 formula plus
0.92 minutes from the Figure 3-4 formula = 7.32 minutes
Rainfall intensity (I) = 5.356(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.630
Subarea runoff = 0.337 (CFS)
Total initial stream area = 0.100(Ac.)
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 13.000 to Point/Station 35.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 185.200(Ft.)
Downstream point/station elevation = 180.300(Ft.)
Pipe length = 48.00 (Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow
Given pipe size = 12.00(In.)
Calculated individual pipe flow = 0
Normal flow depth in pipe = 1.42(In.)
Flow top width inside pipe = 7.74 (In.)
Critical Depth = 2.87(In.)
Pipe flow velocity = 6.46(Ft/s)
Travel time through pipe = 0.12 min.
Time of concentration (TC) = 7.45 min.
0.337 (CFS)
337(CFS)
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 35.000 to Point/Station 35.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 3 in normal stream number 2
Stream flow area = 0.100 (Ac.)
Runoff from this stream = 0.337(CFS)
Time of concentration = 7.45 min.
Rainfall intensity = 5.298(In/Hr)
Process from Point/Station 5.000 to Point/Station 6.000
**** INITIAL AREA EVALUATION ****
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
[MEDIUM DENSITY RESIDENTIAL
(14.5 DU/A or Less )
Impervious value, Ai = 0.500
Sub-Area C Value = 0.630
Initial subarea total flow distance =
Highest elevation = 191.000 (Ft.)
Lowest elevation = 189.200 (Ft.)
221.000(Ft.)
STORMDRAIN LINE A - OUTFALL 1
100 YEAR POST-DEVELOPMENT
Page 13 of21
Elevation difference = 1.800(Ft.) Slope = 0.814 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 0.81 %, in a development type of
14.5 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration = 7.30 minutes
TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"(l/3)]
TC = [1.8*(1.1-0. 6300)*( 65.000".5)/( 0.814"(1/3)]= 7.30
The initial area total distance of 221.00 (Ft.) entered leaves a
remaining distance of 156.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 2.43 minutes
for a distance of 156.00 (Ft.) and a slope of 0.81 %
with an elevation difference of 1.27(Ft.) from the end of the top area
Tt = [11.9*length{Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr)
2.431 Minutes
Tt=[(11.9*0.0295"3)/( 1.27)]".385= 2.43
Total initial area Ti = 7.30 minutes from Figure 3-3 formula plus
2.43 minutes from the Figure 3-4 formula = 9.74 minutes
Rainfall intensity (I) = 4.457 (In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.630
Subarea runoff = 0.702(CFS)
Total initial stream area = 0.250 (Ac.)
Process from Point/Station 6.000 to Point/Station
**** PIPEFLOW TRAVEL TIME (User specified size) ****
35.000
Upstream point/station elevation = 185.200 (Ft.)
Downstream point/station elevation = 180.300(Ft.)
Pipe length = 5.60(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.702 (CFS)
Given pipe size = 12.00(In.)
Calculated individual pipe flow = 0.702 (CFS)
Normal flow depth in pipe = 1.21 (In.)
Flow top width inside pipe = 7.22 (In.)
Critical Depth = 4.19(In.)
Pipe flow velocity = 17.07(Ft/s)
Travel time through pipe = 0.01 min.
Time of concentration (TC) = 9.74 min.
Process from Point/Station 35.000 to Point/Station
**** CONFLUENCE OF MINOR STREAMS ****
35.000
Along Main Stream number: 3 in normal stream number 3
Stream flow area = 0.250(Ac.)
Runoff from this stream = 0.702 (CFS)
Time of concentration = 9.74 min.
Rainfall intensity = 4.455 (In/Hr)
Summary of stream data:
Stream
No .
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1 13.286 11 . 14 4 .086
2 0.337 7 . 45 5 .298
3 0.702 9 .74 4 . 455
Qmax (1) =
1.000 * 1.000 * 13 286) +
0.771 * 1.000 * 0 337) +
0.917 * 1.000 * 0 702) + =
Qmax(2) =
1.000 * 0.668 * 13 286) +
1.000 * 1.000 * 0 337) +
1.000 * 0.764 * 0 702) + =
Qmax(3) =
1.000 * 0.874 * 13 286) +
14.190
9.756
STORMDRAIN LINE A - OUTFALL 1
100 YEAR POST-DEVELOPMENT
Page 14 of21
0.841
1.000
000
000
0.337)
0.702) 12.604
Total of 3 streams to confluence:
Flow rates before confluence point:
13.286 0.337 0.702
Maximum flow rates at confluence using above data:
14.190 9.756 12.604
Area of streams before confluence:
4.940 0.100 0.250
Results of confluence:
Total flow rate = 14.190 (CFS)
Time of concentration = 11.140 min.
Effective stream area after confluence = 5.290(Ac.)
Process from Point/Station 35,000 to Point/Station 103.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 180.300(Ft.)
Downstream point/station elevation = 179.860(Ft.)
Pipe length = 88.50(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 14.190(CFS)
Given pipe size = 30.00 (In.)
Calculated individual pipe flow = 14.190(CFS)
Normal flow depth in pipe = 14.84(In.)
Flow top width inside pipe = 30.00 (In.)
Critical Depth = 15.21(In.)
Pipe flow velocity = 5.86(Ft/s)
Travel time through pipe = 0.25 min.
Time of concentration (TC) = 11.39 min.
I
I
I
I
I
I
i
I
I
Process from Point/Station 103.000 to Point/Station 103.000
**•* CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 3
Stream flow area = 5.290(Ac.)
Runoff from this stream = 14.190 (CFS)
Time of concentration = 11.39 min.
Rainfall intensity = 4.028(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 45 .782 5 . 59 6 . 376
2 0 .708 8 .10 5 . 017
3 14 . 190 11 . 39 4 . 028
Qmax (1) =
1.000 * 1 000 * 45 782) +
1.000 * 0 690 * 0 708) +
1.000 * 0 491 * 14 190) + = 53 231
Qmax(2) =
0.787 * 1 000 * 45 782) +
1.000 * 1 000 * 0 708) +
1.000 * 0 711 * 14 190) + = 46 826
Qmax(3) =
0.632 * 1 000 * 45 782) +
0.803 * 1 000 * 0 708) +
1.000 * 1 000 * 14 190) + = 43 678
Total of 3 main streams to confluence:
Flow rates before confluence point:
45.782 0.708 14.190
Maximum flow rates at confluence using above data:
53.231 46.826 43.678
STORMDRAIN LINE A - OUTFALL 1
100 YEAR POST-DEVELOPMENT
Page 15 of21
Area of streams before confluence:
10.407 0.220 5.290
Results of confluence:
Total flow rate = 53.231(CFS)
Time of concentration = 5.588 min.
Effective stream area after confluence = 15.917(Ac.)
Process from Point/Station 103.000 to Point/Station 104.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 179.860(Ft.)
Downstream point/station elevation = 179.460 (Ft.)
Pipe length = 80.20(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 53.231(CFS)
Given pipe size = 48.00(In.)
Calculated individual pipe flow = 53.231(CFS)
Normal flow depth in pipe = 24.70(In.)
Flow top width inside pipe = 47.98 (In.)
Critical Depth = 26.29(In.)
Pipe flow velocity = 8.17(Ft/s)
Travel time through pipe = 0.16 min.
Time of concentration (TC) = 5.75 min.
Process from Point/Station 104.000 to Point/Station 104.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 15.917(Ac.)
Runoff from this stream = 53.231(CFS)
Time of concentration = 5.75 min.
Rainfall intensity = 6.259(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++-^+++++++++++++++++++++
Process from Point/Station 36.000 to Point/Station 37.000
**** INITIAL AREA EVALUATION •***
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
[MEDIUM DENSITY RESIDENTIAL ]
(14.5 DU/A or Less )
Impervious value, Ai = 0.500
Sub-Area C Value = 0.630
Initial subarea total flow distance = 120.000(Ft.)
Highest elevation = 194.000(Ft.)
Lowest elevation = 192.800(Ft.)
Elevation difference = 1.200(Ft.) Slope = 1.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 1.00 %, in a development type of
14.5 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration = 6.82 minutes
TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"(l/3)]
TC = [1.8*(l.l-0.6300)*( 65.000",5)/( 1.000"(1/3)]= 6.82
The initial area total distance of 120.00 (Ft.) entered leaves a
remaining distance of 55.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 1.01 minutes
for a distance of 55.00 (Ft.) and a slope of 1.00 %
with an elevation difference of 0.55(Ft.) from the end of the top area
Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr)
1.006 Minutes
Tt=[(11.9*0.0104"3)/( 0.55)]".385= 1.01
STORMDRAIN LINE A - OUTFALL 1
100 YEAR POST-DEVELOPMENT
Page 16 of21
Total initial area Ti = 6.82 minutes from Figure 3-3 formula plus
1.01 minutes from the Figure 3-4 formula = 7.83 minutes
Rainfall intensity (I) = 5.131 (In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.630
Subarea runoff = 0.420(CFS)
Total initial stream area = 0.130(Ac.)
Process from Point/Station 37.000 to Point/Station 38.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 192.800 (Ft.)
Downstream point/station elevation = 187.400(Ft.)
Pipe length = 158.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.420 (CFS)
Given pipe size = 8.00(In.)
Calculated individual pipe flow = 0.420(CFS)
Normal flow depth in pipe = 2.35 (In.)
Flow top width inside pipe = 7.29 (In.)
Critical Depth = 3.63(In.)
Pipe flow velocity = 4.91 (Ft/s)
Travel time through pipe = 0.54 min.
Time of concentration (TC) = 8.36 min.
Process from Point/Station
**** SUBAREA FLOW ADDITION ****
37.000 to Point/Station 38 .000
User specified 'C value of 0.630 given for subarea
Time of concentration = 8.36 min.
Rainfall intensity = 4.916(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.630 CA = 0.208
Subarea runoff = 0.602(CFS) for 0.200(Ac.)
Total runoff = 1.022(CFS) Total area = 0.330(Ac.)
Process from Point/Station 38.000 to Point/Station 104.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 187.400(Ft.)
Downstream point/station elevation = 104.000(Ft.)
Pipe length = 192.50 (Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.022 (CFS)
Given pipe size = 8.00(In.)
Calculated individual pipe flow = 1.022 (CFS)
Normal flow depth in pipe = 1.94(In.)
Flow top width inside pipe = 6.85 (In.)
Critical Depth = 5.76(In.)
Pipe flow velocity = 15.67(Ft/s)
Travel time through pipe = 0.20 min.
Time of concentration (TC) = 8.57 min.
Process from Point/Station
**** SUBAREA FLOW ADDITION
38.000 to Point/Station 104.000
User specified 'C value of 0.630 given for subarea
Time of concentration = 8.57 min.
Rainfall intensity = 4.840 (In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.630 CA = 0.476
Subarea runoff = 1.280(CFS) for 0.425(Ac.)
Total runoff = 2.302(CFS) Total area = 0.755(Ac.)
STORMDRAIN LINE A - OUTFALL 1
100 YEAR POST-DEVELOPMENT
Page 17 of21
Process from Point/Station 104.000 to Point/Station 104.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.755 (Ac.)
Runoff from this stream = 2.302(CFS)
Time of concentration = 8.57 min.
Rainfall intensity = 4.840(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 39.000 to Point/Station 40.000
**** INITIAL AREA EVALUATION ****
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
[MEDIUM DENSITY RESIDENTIAL ]
(14.5 DU/A or Less )
Impervious value, Ai = 0.500
Sub-Area C Value = 0.630
Initial subarea total flow distance = 95.000(Ft.)
Highest elevation = 190.000(Ft.)
Lowest elevation = 189.000 (Ft.)
Elevation difference = 1.000(Ft.) Slope = 1.053 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 1.05 %, in a development type of
14.5 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration = 6.70 minutes
TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"(l/3)]
TC = [1.8*(1.1-0.6300)* ( 65.000".5)/( 1.053"(1/3)]= 6.70
The initial area total distance of 95.00 (Ft.) entered leaves a
remaining distance of 30.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 0.62 minutes
for a distance of 30.00 (Ft.) and a slope of 1.05 %
with an elevation difference of 0.32(Ft.) from the end of the top area
Tt = [11. 9*length(Mi)"3)/(elevation change(Ft.))]".385 *60 (min/hr)
0.619 Minutes
Tt=[(11.9*0,0057"3)/( 0.32)]",385= 0.62
Total initial area Ti = 6.70 minutes from Figure 3-3 formula plus
0.62 minutes from the Figure 3-4 formula = 7.32 minutes
Rainfall intensity (I) = 5.356(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.630
Subarea runoff = 0.648(CFS)
Total initial stream area = 0.192 (Ac)
Process from Point/Station 40.000 to Point/Station 41.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 186.050 (Ft.)
Downstream point/station elevation = 184.970(Ft.)
Pipe length = 108.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.648(CFS)
Given pipe size = 8.00(In.)
Calculated individual pipe flow = 0.648(CFS)
Normal flow depth in pipe = 4.17(In.)
Flow top width inside pipe = 7.99(In.)
Critical Depth = 4.55(In.)
Pipe flow velocity = 3.52 (Ft/s)
Travel time through pipe = 0.51 min.
Time of concentration (TC) = 7.83 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 40.000 to Point/Station 41.000
STORMDRAIN LINE A - OUTFALL 1
100 YEAR POST-DEVELOPMENT
Page 18 of21
SUBAREA FLOW ADDITION
User specified 'C value of 0.630 given for subarea
Time of concentration = 7.83 min.
Rainfall intensity = 5.128(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.630 CA = 0.231
Subarea runoff = 0.535(CFS) for 0.174(Ac.)
Total runoff = 1.182(CFS) Total area = 0.366(Ac.)
Process from Point/Station 41.000 to Point/Station 104.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 184.970(Ft.)
Downstream point/station elevation = 183.040(Ft.)
Pipe length = 195.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.182(CFS)
Given pipe size = 8.00(In.)
Calculated individual pipe flow = 1.182(CFS)
Normal flow depth in pipe = 6.44 (In.)
Flow top width inside pipe = 6.34 (In.)
Critical Depth = 6.18(In.)
Pipe flow velocity = 3.93 (Ft/s)
Travel time through pipe = 0.83 min.
Time of concentration (TC) = 8.66 min.
Process from Point/Station 41.000 to Point/Station 104.000
SUBAREA FLOW ADDITION
User specified 'C value of 0.630 given for subarea
Time of concentration = 8.66 min.
Rainfall intensity = 4.806 (In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.630 CA = 0.451
Subarea runoff = 0.986(CFS) for 0.350(Ac.)
Total runoff = 2.168(CFS) Total area = 0.716(Ac.)
Process from Point/Station 104.000 to Point/Station
**** CONFLUENCE OF MINOR STREAMS ****
104.000
Along Main Stream number: 1 in normal stream number 3
Stream flow area =
Runoff from this stream
Time of concentration =
0.716(Ac.)
2.168 (CFS)
8.66 min.
Rainfall intensity = 4.806(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 53.231 5.75 6.259
2 2.302 8.57 4.840
3 2.168 8.66 4.806
Qmax(l) =
Qmax(2)
Qmax(3) =
1 000 * 1 000 * 53 231) +
1 000 * 0 671 2 302) +
1 000 0 664 * 2 168) + =
0 773 * 1 000 * 53 231) +
1 000 * 1 000 * 2 302) +
1 000 * 0 989 2 168) + =
0 768 * 1 000 * 53 231) +
56.216
45.611
STORMDRAIN LINE A - OUTFALL 1
100 YEAR POST-DEVELOPMENT
Page 19 of21
0.993 * 1.000 * 2.302) +
1.000 * 1.000 * 2.168) + = 45.331
Total of 3 streams to confluence:
Flow rates before confluence point:
53.231 2.302 2.168
Maximum flow rates at confluence using above data:
56.216 45.611 45.331
Area of streams before confluence:
15.917 0.755 0.716
Results of confluence:
Total flow rate = 56.216(CFS)
Time of concentration = 5.752 min.
Effective stream area after confluence = 17.388(Ac.)
Process from Point/Station 104.000 to Point/Station 105.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 179.430 (Ft.)
Downstream point/station elevation = 179.240 (Ft.)
Pipe length = 37.40 (Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 56.216(CFS)
Given pipe size = 48.00(In.)
Calculated individual pipe flow = 56.216(CFS)
Normal flow depth in pipe = 25.38(In.)
Flow top width inside pipe = 47.92 (In.)
Critical Depth = 27.04(In.)
Pipe flow velocity = 8.34(Ft/s)
Travel time through pipe = 0.07 min.
Time of concentration (TC) = 5.83 min.
Process from Point/Station 105.000 to Point/Station 106.000
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Depth of flow = 1.215(Ft.), Average velocity = 3.036(Ft/s)
******* Irregular Channel Data ***********
Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
1 0.00 1.64
2 6.00 0.00
3 11.00 0.00
4 24.98 1.04
5 44.34 10.26
Manning's 'N' friction factor = 0.035
Sub-Channel flow = 56.217(CFS)
flow top width = 23.790(Ft.)
' ' velocity= 3.036(Ft/s)
area = 18.514(Sq.Ft)
' ' Froude number = 0.607
Upstream point elevation = 179.240(Ft.)
Downstream point elevation = 175.700(Ft.)
Flow length = 488.800 (Ft.)
Travel time = 2.68 min.
Time of concentration = 8,51 min.
Depth of flow = 1.215(Ft.)
Average velocity = 3.036(Ft/s)
Total irregular channel flow = 56.216(CFS)
Irregular channel normal depth above invert elev. = 1.215(Ft.)
Average velocity of channel(s) = 3.036(Ft/s)
Process from Point/Station 105.000 to Point/Station 106.000
**** SUBAREA FLOW ADDITION ****
STORMDRAIN LINE A - OUTFALL 1
100 YEAR POST-DEVELOPMENT
Page 20 of 21
User specified 'C value of 0.630 given for subarea
The area added to the existing stream causes a
a lower flow rate of Q = 53.897 (CFS)
therefore the upstream flow rate of Q = 56.216(CFS) is being used
Time of concentration = 8.51 min.
Rainfall intensity = 4.861(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.630 CA = 11.087
Subarea runoff = 0.000(CFS) for 0.210(Ac.)
Total runoff = 56.216(CFS) Total area = 17.598(Ac.)
End of computations, total study area = 17.598 (Ac.)
STORMDRAIN LINE A - OUTFALL 1
100 YEAR POST-DEVELOPMENT
Page 21 of21
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2004 Version 7.4
Rational method hydrology program based on
San Diego County Flood Control Division 2003 hydrology manual
Rational Hydrology Study Date: 10/03/11
CT 03-02 CARLSBAD RANCH PLANNING AREA 5 - MARBRISA SITE PHASE 2
100 YEAR STORM, POST-DEVELOPMENT
OUTFALL 2 - NODES 50 TO 76, NODES 76-106 AND 107
FILENAME: 11008OUTFALL2.RD3
********* Hydrology Study Control Information
Program License Serial Number 4012
Rational hydrology study storm event year is 100.0
English (in-lb) input data Units used
Map data precipitation entered:
6 hour, precipitation(inches) = 2.600
24 hour precipitation(inches) = 4.500
P6/P24 = 57.8%
San Diego hydrology manual 'C' values used
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 50.000 to Point/Station 51.000
*•** INITIAL AREA EVALUATION ****
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
[MEDIUM DENSITY RESIDENTIAL ]
(14.5 DU/A or Less )
Impervious value, Ai = 0.500
Sub-Area C Value = 0.630
Initial subarea total flow distance = 192.000(Ft.)
Highest elevation = 191.200(Ft.)
Lowest elevation = 189.500(Ft.)
Elevation difference = 1.700(Ft.) Slope = 0.885 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 0.89 %, in a development type of
14.5 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration = 7.10 minutes
TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"(l/3)]
TC = [1.8*(1.1-0.6300)* ( 65.000".5)/( 0.885"(1/3)]= 7.10
The initial area total distance of 192.00 (Ft.) entered leaves a
remaining distance of 127.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 2.01 minutes
for a distance of 127.00 (Ft.) and a slope of 0.89 %
with an elevation difference of 1.12(Ft.) from the end of the top area
Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr)
2.009 Minutes
Tt=[(11. 9*0.0241"3)/( 1.12)]".385= 2.01
Total initial area Ti = 7.10 minutes from Figure 3-3 formula plus
2.01 minutes from the Figure 3-4 formula = 9.11 minutes
Rainfall intensity (I) = 4.651(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.630
Subarea runoff = 0.656(CFS)
Total initial stream area = 0.224(Ac.)
STORMDRAIN LINE B - OUTFALL 2
100 YEAR POST-DEVELOPMENT
Page 1 of 18
Process from Point/Station 51.000 to Point/Station 53.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 186.500 (Ft.)
Downstream point/station elevation = 185.430(Ft.)
Pipe length = 37.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.656(CFS)
Given pipe size = 12.00 (In.)
Calculated individual pipe flow = 0.656(CFS)
Normal flow depth in pipe = 2.67(In.)
Flow top width inside pipe = 9.98 (In.)
Critical Depth = 4. 05(In.)
Pipe flow velocity = 5.05(Ft/s)
Travel time through pipe = 0.12 min.
Time of concentration (TC) = 9.24 min.
++++++++++++++++++++++++•¥+++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 53.000 to Point/Station 53.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 0.224(Ac.)
Runoff from this stream = 0.656 (CFS)
Time of concentration = 9.24 min.
Rainfall intensity = 4.611(In/Hr)
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 52.000 to Point/Station 53.000
**** INITIAL AREA EVALUATION ****
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
[MEDIUM DENSITY RESIDENTIAL ]
(14.5 DO/A or Less )
Impervious value, Ai = 0.500
Sub-Area C Value = 0.630
Initial subarea total flow distance = 202.000(Ft.)
Highest elevation = 190.870(Ft.)
Lowest elevation = 189.800(Ft.)
Elevation difference = 1.070(Ft.) Slope = 0.530 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 50.00 (Ft)
for the top area slope value of 0.53 %, in a development type of
14.5 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration = 7.39 minutes
TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"(l/3)]
TC = [1.8*(l.l-0.6300)*( 50.000",5)/( 0.530"(1/3)]= 7.39
The initial area total distance of 202.00 (Ft.) entered leaves a
remaining distance of 152.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 2.81 minutes
for a distance of 152.00 (Ft.) and a slope of 0.53 %
with an elevation difference of 0.81(Ft.) from the end of the top area
Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr)
2.810 Minutes
Tt=[ (11.9*0.0288"3)/( 0.81)]".385= 2.81
Total initial area Ti = 7.39 minutes from Figure 3-3 formula plus
2.81 minutes from the Figure 3-4 formula = 10.20 minutes
Rainfall intensity (I) = 4,324 (In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.630
Subarea runoff = 1.891(CFS)
Total initial stream area = 0.694 (Ac.)
STORMDRAIN LINE B - OUTFALL 2
100 YEAR POST-DEVELOPMENT
Page 2 of 18
Process from Point/Station 53.000 to Point/Station 53.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.694(Ac.)
Runoff from this stream = 1.891(CFS)
Time of concentration = 10.20 min.
Rainfall intensity = 4.324(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
Qmax (1)
Qmax(2) =
0.656 9.24 4.611
1.891 10.20 4.324
1.000 * 1.000 * 0.656) +
1.000 * 0.905 * 1.891) + = 2.368
0.938 * 1.000 * 0.656) +
1.000 * 1.000 * 1.891) + = 2.506
Total of 2 streams to confluence:
Flow rates before confluence point:
0.656 1.891
Maximum flow rates at confluence using above data:
2.368 2.506
Area of streams before confluence:
0.224 0.694
Results of confluence:
Total flow rate = 2.506 (CFS)
Time of concentration = 10.202 min.
Effective stream area after confluence = 0.918(Ac.)
Process from Point/Station 53.000 to Point/Station 55.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 185.430(Ft.)
Downstream point/station elevation = 185.140(Ft.)
Pipe length = 32.70(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 2.506(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 2.506(CFS)
Normal flow depth in pipe = 6.18(In.)
Flow top width inside pipe = 17.09 (In.)
Critical Depth = 7.19(In.)
Pipe flow velocity = 4.67(Ft/s)
Travel time through pipe = 0.12 min.
Time of concentration (TC) = 10.32 min.
Process from Point/Station 55.000 to Point/Station 55.000
**** SUBAREA FLOW ADDITION ****
User specified 'C value of 0.630 given for subarea
Time of concentration = 10.32 min.
Rainfall intensity = 4.293(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.630 CA = 0.747
Subarea runoff = 0.701(CFS) for 0.268(Ac.)
Total runoff = 3.208(CFS) Total area = 1.186(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 55.000 to Point/Station 58.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
STORMDRAIN LINE B - OUTFALL 2
100 YEAR POST-DEVELOPMENT
Page 3 of 18
Upstream point/station elevation = 185.140 (Ft.)
Downstream point/station elevation = 183.920(Ft.)
Pipe length = 187.60(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 3.208(CFS)
Given pipe size = 18.00 (In.)
Calculated individual pipe flow = 3.208(CFS)
Normal flow depth in pipe = 7.68(In.)
Flow top width inside pipe = 17.80 (In.)
Critical Depth = 8.18(In.)
Pipe flow velocity = 4.46(Ft/s)
Travel time through pipe = 0.70 min.
Time of concentration (TC) = 11.02 min.
Process from Point/Station 58.000 to Point/Station 58.000
•*** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 1.186(Ac.)
Runoff from this stream = 3.208(CFS)
Time of concentration = 11.02 min.
Rainfall intensity = 4.115(In/Hr)
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 56.000 to Point/Station 57.000
•*** INITIAL AREA EVALUATION ****
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
[MEDIUM DENSITY RESIDENTIAL ]
(14.5 DU/A or Less )
Impervious value, Ai = 0.500
Sub-Area C Value = 0.630
Initial subarea total flow distance = 168.000(Ft.)
Highest elevation = 190.200(Ft.)
Lowest elevation = 189.330(Ft.)
Elevation difference = 0.870(Ft.) Slope = 0.518 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 50.00 (Ft)
for the top area slope value of 0.52 %, in a development type of
14.5 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration = 7.45 minutes
TC = [1.8*(l.l-C)*distance(Ft.)".5)/(% slope"(l/3)]
TC = [1.8*(1.1-0.6300)*( 50.000".5)/( 0.518"(1/3)]= 7.45
The initial area total distance of 168.00 (Ft.) entered leaves a
remaining distance of 118.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 2.33 minutes
for a distance of 118.00 (Ft.) and a slope of 0.52 %
with an elevation difference of 0.61(Ft.) from the end of the top area
Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr)
2.333 Minutes
Tt=[(11.9*0.0223"3)/( 0.61)]".385= 2.33
Total initial area Ti = 7.45 minutes from Figure 3-3 formula plus
2.33 minutes from the Figure 3-4 formula = 9.78 minutes
Rainfall intensity (I) = 4.444(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.630
Subarea runoff = 0.677 (CFS)
Total initial stream area = 0.242(Ac.)
Process from Point/Station 57.000 to Point/Station 57.000
**** SUBAREA FLOW ADDITION ****
User specified 'C value of 0.630 given for subarea
Time of concentration = 9.7 8 min.
Rainfall intensity = 4.444 (In/Hr) for a 100.0 year storm
STORMDRAIN LINE B - OUTFALL 2
100 YEAR POST-DEVELOPMENT
Page 4 of 18
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.630 CA = 0.307
Subarea runoff = 0.686(CFS) for 0.245(Ac.)
Total runoff = 1.363(CFS) Total area = 0.487(Ac.)
Process from Point/Station 57.000 to Point/Station 58.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 185.770(Ft.)
Downstream point/station elevation = 183.920(Ft.)
Pipe length = 6.30(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.363 (CFS)
Given pipe size = 12.00(In.)
Calculated individual pipe flow = 1.363 (CFS)
Normal flow depth in pipe = 2.16(In.)
Flow top width inside pipe = 9.22(In.)
Critical Depth = 5.93(In.)
Pipe flow velocity = 14.19(Ft/s)
Travel time through pipe = 0.01 min.
Time of concentration (TC) = 9.79 min.
Process from Point/Station 58.000 to Point/Station 58.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.487(Ac.)
Runoff from this stream = 1.363(CFS)
Time of concentration = 9.79 min.
Rainfall intensity = 4.441(In/Hr)
Summary of stream data:
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
Qmax(l)
3 .208
1.363
Qmax(2) =
1.000 *
0.926 *
1.000
1.000
11.02
9.79
1.000 *
1.000 *
0.888 *
1.000 *
4 ,115
4.441
3.208) +
1.363) +
3.208) +
1.363) +
4.471
4.213
Total of 2 streams to confluence:
Flow rates before confluence point:
3.208 1.363
Maximum flow rates at confluence using above data:
4.471 4.213
Area of streams before confluence:
1.186 0.487
Results of confluence:
Total flow rate = 4.471(CFS)
Time of concentration = 11.020 min.
Effective stream area after confluence = 1.673 (Ac.)
Process from Point/Station 58.000 to Point/Station 61.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 183.920 (Ft.)
Downstream point/station elevation = 183.610 (Ft.)
Pipe length = 62.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 4.471(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 4.471 (CFS)
Normal flow depth in pipe = 10.07 (In.)
STORMDRAIN LINE B - OUTFALL 2
100 YEAR POST-DEVELOPMENT
Page 5 of 18
Flow top width inside pipe = 17.87(In.)
Critical Depth = 9.75(In.)
Pipe flow velocity = 4.40(Ft/s)
Travel time through pipe = 0.24 min.
Time of concentration (TC) = 11.26 min.
Process from Point/Station 61.000 to Point/Station
**** CONFLUENCE OF MINOR STREAMS ****
61.000
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 1.673(Ac.)
Runoff from this stream = 4.471(CFS)
Time of concentration = 11.26 min.
Rainfall intensity = 4.059 (In/Hr)
Process from Point/Station
**** INITIAL AREA EVALUATION
59.000 to Point/Station 60.000
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
[MEDIUM DENSITY RESIDENTIAL ]
(14.5 DU/A or Less )
Impervious value, Ai = 0.500
Sub-Area C Value = 0.630
Initial subarea total flow distance = 110.000(Ft.)
Highest elevation = 190.600(Ft.)
Lowest elevation = 189.650(Ft.)
Elevation difference = 0.950(Ft.) Slope = 0.864 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 0.86 %, in a development type of
14.5 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration = 7.16 minutes
TC = [1.8*(1.1-C)*distance (Ft.)".5)/(% slope"(l/3)]
TC = [1.8*(l.l-0.6300)*( 65.000".5)/( 0.864"(1/3)]= 7.16
The initial area total distance of 110.00 (Ft.) entered leaves a
remaining distance of 45.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 0.91 minutes
for a distance of 45.00 (Ft.) and a slope of 0.86 %
with an elevation difference of 0.39 (Ft.) from the end of the top area
Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr)
0.912 Minutes
Tt=[(11.9*0.0085"3)/( 0.39)1".385= 0.91
Total initial area Ti = 7.16 minutes from Figure 3-3 formula plus
0.91 minutes from the Figure 3-4 formula = 8.07 minutes
Rainfall intensity (I) = 5.029(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.630
Subarea runoff = 0.783(CFS)
Total initial stream area = 0.247(Ac.)
Process from Point/Station 60.000 to Point/Station
**•* PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 186.300(Ft.)
Downstream point/station elevation = 183.610(Ft.)
Pipe length = 89.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.783(CFS)
Given pipe size = 12.00(In.)
Calculated individual pipe flow = 0.783(CFS)
Normal flow depth in pipe = 2.88(In.)
Flow top width inside pipe = 10.25(In.)
Critical Depth = 4.43(In.)
61.000
STORMDRAIN LINE B - OUTFALL 2
100 YEAR POST-DEVELOPMENT
Page 6 of 18
Pipe flow velocity = 5.40(Ft/s)
Travel time through pipe = 0.27 min.
Time of concentration (TC) = 8.35 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 61.000 to Point/Station 61.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.247(Ac.)
Runoff from this stream = 0.783(CFS)
Time of concentration = 8.35 min.
Rainfall intensity = 4.922(In/Hr)
Summary of stream data:
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
2
Qmax(1)
Qmax(2)
4.471
0.783
1.000 *
0.825 *
1.000
1.000
11.26
8.35
1.000
1.000
0.742
1.000
4.059
4 . 922
4.471)
0.783)
4.471)
0.783)
+
+ = 5.116
4.098
Total of 2 streams to confluence:
Flow rates before confluence point:
4.471 0.783
Maximum flow rates at confluence using above data:
5.116 4.098
Area of streams before confluence:
1.673 0.247
Results of confluence:
Total flow rate = 5.116(CFS)
Time of concentration = 11.255 min.
Effective stream area after confluence = 1.920(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 61.000 to Point/Station 64.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 183.610(Ft.)
Downstream point/station elevation = 183.540(Ft.)
Pipe length = 13.20(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 5.116(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 5.116(CFS)
Normal flow depth in pipe = 10.77(In.)
Flow top width inside pipe = 17.65 (In.)
Critical Depth = 10.45 (In.)
Pipe flow velocity = 4.64 (Ft/s)
Travel time through pipe = 0.05 min.
Time of concentration (TC) = 11.30 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 64.000 to Point/Station 64.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 1.920(Ac.)
Runoff from this stream = 5.116 (CFS)
Time of concentration = 11.30 min.
Rainfall intensity = 4.048(In/Hr)
STORMDRAIN LINE B - OUTFALL 2
100 YEAR POST-DEVELOPMENT
Page 7 of 18
Process from Point/Station 62.000 to Point/Station 63.000
**** INITIAL AREA EVALUATION ****
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
[MEDIUM DENSITY RESIDENTIAL ]
(14.5 DU/A or Less )
Impervious value, Ai = 0.500
Sub-Area C Value = 0.630
Initial subarea total flow distance = 207.000(Ft.)
Highest elevation = 198.700(Ft.)
Lowest elevation = 190.420(Ft.)
Elevation difference = 8.280(Ft.) Slope = 4.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 100.00 (Ft)
for the top area slope value of 4.00 %, in a development type of
14.5 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration = 5.33 minutes
TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"(l/3)]
TC = [1.8*(1.1-0.6300)* ( 100.000".5)/( 4.000"(1/3)]= 5.33
The initial area total distance of 207.00 (Ft.) entered leaves a
remaining distance of 107.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 0.98 minutes
for a distance of 107.00 (Ft.) and a slope of 4.00 %
with an elevation difference of 4.28(Ft.) from the end of the top ar
Tt = [11.9*length(Mi)"3)/(elevation change(Ft.)))".385 *60(min/hr)
0.985 Minutes
Tt=[ (11. 9*0.0203"3)/( 4.28)1".385= 0.98
Total initial area Ti = 5.33 minutes from Figure 3-3 formula plus
0.98 minutes from the Figure 3-4 formula = 6.31 minutes
Rainfall intensity (I) = 5.893(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.630
Subarea runoff = 0.791(CFS)
Total initial stream area = 0.213(Ac.)
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 63.000 to Point/Station 64.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 185.420(Ft.)
Downstream point/station elevation = 183.540(Ft.)
Pipe length = 15.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.791(CFS)
Given pipe size = 12.00(In.)
Calculated individual pipe flow = 0.791 (CFS)
Normal flow depth in pipe = 2.04 (In.)
Flow top width inside pipe = 9.01 (In.)
Critical Depth = 4.45(In.)
Pipe flow velocity = 8.95(Ft/s)
Travel time through pipe = 0.03 min.
Time of concentration (TC) = 6.34 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 64.000 to Point/Station 64.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.213 (Ac.)
Runoff from this stream = 0.791(CFS)
Time of concentration = 6.34 min.
Rainfall intensity = 5.876 (In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
STORMDRAIN LINE B - OUTFALL 2
100 YEAR POST-DEVELOPMENT
Page 8 of 18
1 5.116 11.30 4.048
2 0.791 6.34 5.876
Qmax(1) =
1.000 * 1.000 * 5.116) +
0.689 * 1.000 * 0.791) + = 5.661
Qmax(2) =
1.000 * 0.561 * 5.116) +
1.000 * 1.000 * 0.791) + = 3.662
Total of 2 streams to confluence:
Flow rates before confluence point:
5.116 0.791
Maximum flow rates at confluence using above data:
5.661 3.662
Area of streams before confluence:
1.920 0.213
Results of confluence:
Total flow rate = 5.661(CFS)
Time of concentration = 11.303 min.
Effective stream area after confluence = 2.133 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 64.000 to Point/Station 66.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 183.540(Ft.)
Downstream point/station elevation = 182.820 (Ft.)
Pipe length = 161.50(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 5.661(CFS)
Given pipe size = 18.00 (In.)
Calculated individual pipe flow = 5.661(CFS)
Normal flow depth in pipe = 12.26 (In.)
Flow top width inside pipe = 16.78 (In.)
Critical Depth = ll.OKIn.)
Pipe flow velocity = 4.42 (Ft/s)
Travel time through pipe = 0.61 min.
Time of concentration (TC) = 11.91 min.
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 66.000 to Point/Station 66.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 2.133 (Ac)
Runoff from this stream = 5.661 (CFS)
Time of concentration = 11.91 min.
Rainfall intensity = 3.913 (In/Hr)
Process from Point/Station 7.000 to Point/Station 65.000
**** INITIAL AREA EVALUATION ****
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
[MEDIUM DENSITY RESIDENTIAL ]
(14.5 DU/A or Less )
Impervious value, Ai = 0.500
Sub-Area C Value = 0.630
Initial subarea total flow distance = 101.000(Ft.)
Highest elevation = 190.600(Ft.)
Lowest elevation = 189.800(Ft.)
Elevation difference = 0.800(Ft.) Slope = 0.792 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 0.79 %, in a development type of
14.5 DU/A or Less
In Accordance With Figure 3-3
STORMDRAIN LINE B - OUTFALL 2
100 YEAR POST-DEVELOPMENT
Page 9 of 18
Initial Area Time of Concentration = 7.37 minutes
TC = [1.8*(l.l-C)*distance(Ft.)".5)/(% slope"(l/3)]
TC = [1.8*(1.1-0.6300)* ( 65.000".5)/( 0.792"(1/3)]= 7.37
The initial area total distance of 101.00 (Ft.) entered leaves a
remaining distance of 36.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 0.79 minutes
for a distance of 36.00 (Ft.) and a slope of 0.79 %
with an elevation difference of 0.29(Ft.) from the end of the top area
Tt = [11. 9*length(Mi)"3)/(elevation change(Ft.))]".385 *60 (min/hr)
0.794 Minutes
Tt=[(11.9*0.0068"3)/( 0.29)]".385= 0.79
Total initial area Ti = 7.37 minutes from Figure 3-3 formula plus
0.79 minutes from the Figure 3-4 formula = 8.17 minutes
Rainfall intensity (I) = 4.992(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.630
Subarea runoff = 0.887 (CFS)
Total initial stream area = 0.282 (Ac)
Process from Point/Station 65.000 to Point/Station 66.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 186.360 (Ft.)
Downstream point/station elevation = 182.820 (Ft.)
Pipe length = 32.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.887 (CFS)
Given pipe size = 12.00 (In.)
Calculated individual pipe flow = 0.887(CFS)
Normal flow depth in pipe = 2.22 (In.)
Flow top width inside pipe = 9.32 (In.)
Critical Depth = 4.73 (In.)
Pipe flow velocity = 8.86 (Ft/s)
Travel time through pipe = 0.06 min.
Time of concentration (TC) = 8.23 min.
Process from Point/Station 66.000 to Point/Station 66.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.282 (Ac.)
Runoff from this stream = 0.887 (CFS)
Time of concentration = 8.23 min.
Rainfall intensity = 4.969(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 5.661 11.91 3.913
2 0.887 8.23 4.969
Qmax(1)
Qmax(2) =
1.000 * 1.000 * 5.661) +
0.788 * 1.000 * 0.887) + = 6.359
1.000 * 0.691 * 5.661) -I-
1.000 * 1.000 * 0.887) + = 4.796
Total of 2 streams to confluence:
Flow rates before confluence point:
5.661 0.887
Maximum flow rates at confluence using above data:
6.359 4.796
Area of streams before confluence:
2.133 0.282
Results of confluence:
Total flow rate = 6.359(CFS)
Time of concentration = 11.912 min.
Effective stream area after confluence = 2.415(Ac.)
STORMDRAIN LINE B - OUTFALL 2
100 YEAR POST-DEVELOPMENT
Page 10 of 18
Process from Point/Station 66.000 to Point/Station 68.000
**** PIPEFLOW TRAVEL TIME (User specified size) •***
Upstream point/station elevation = 182.820(Ft.)
Downstream point/station elevation = 182.780(Ft.)
Pipe length = 8.50(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 6.359 (CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 6.359 (CFS)
Normal flow depth in pipe = 13.13 (In.)
Flow top width inside pipe = 16.00(In.)
Critical Depth = 11.70(In.)
Pipe flow velocity = 4.60 (Ft/s)
Travel time through pipe = 0.03 min.
Time of concentration (TC) = 11.94 min.
Process from Point/Station 68.000 to Point/Station 68.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 2.415 (Ac.)
Runoff from this stream = 6.359 (CFS)
Time of concentration = 11.94 min.
Rainfall intensity = 3. 907 (In/Hr)
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++^
Process from Point/Station 7.000 to Point/Station 67.000
**** INITIAL AREA EVALUATION ****
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
[MEDIUM DENSITY RESIDENTIAL ]
(14.5 DU/A or Less )
Impervious value, Ai = 0.500
Sub-Area C Value = 0.630
Initial subarea total flow distance = 120.000 (Ft.)
Highest elevation = 190.600 (Ft.)
Lowest elevation = 189.640(Ft.)
Elevation difference = 0.960(Ft.) Slope = 0.800 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 0.80 %, in a development type of
14.5 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration = 7.35 minutes
TC = [1.8*(1.1-C)*distance (Ft.)".5)/(% slope"(l/3)]
TC = [1.8*(1.1-0.6300)* ( 65.000".5)/( 0.800"(1/3)]= 7.35
The initial area total distance of 120.00 (Ft.) entered leaves a
remaining distance of 55.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 1.10 minutes
for a distance of 55.00 (Ft.) and a slope of 0.80 %
with an elevation difference of 0.44(Ft.) from the end of the top area
Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr)
1.096 Minutes
Tt=[(11.9*0.0104"3)/( 0.44)1".385= 1-10
Total initial area Ti = 7.35 minutes from Figure 3-3 formula plus
1.10 minutes from the Figure 3-4 formula = 8.44 minutes
Rainfall intensity (I) = 4.886(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.630
Subarea runoff = 0.532 (CFS)
Total initial stream area = 0.173 (Ac.)
STORMDRAIN LINE B - OUTFALL 2
100 YEAR POST-DEVELOPMENT
Page 11 of 18
Process from Point/Station 67.000 to Point/Station 68.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 186.640(Ft.)
Downstream point/station elevation = 182.780(Ft.)
Pipe length = 8.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.532(CFS)
Given pipe size = 12.00(In.)
Calculated individual pipe flow = 0.532(CFS)
Normal flow depth in pipe = 1.22(In.)
Flow top width inside pipe = 7.25(In.)
Critical Depth = 3.63(In.)
Pipe flow velocity = 12.76 (Ft/s)
Travel time through pipe = 0.01 min.
Time of concentration (TC) = 8.45 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 68.000 to Point/Station 68.000
•*** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.173(Ac.)
Runoff from this stream = 0.532(CFS)
Time of concentration = 8.45 min.
Rainfall intensity = 4.882(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
6.359 11.94 3.907
0.532 8.45 4.882
Qmax(1)
Qmax(2)
1.000 * 1.000 * 6.359) +
0.800 * 1.000 * 0.532) + = 6.785
1.000 * 0.708 * 6.359) +
1.000 * 1.000 * 0.532) + = 5.034
Total of 2 streams to confluence:
Flow rates before confluence point:
6.359 0.532
Maximum flow rates at confluence using above data:
6.785 5.034
Area of streams before confluence:
2.415 0.173
Results of confluence:
Total flow rate = 6.785(CFS)
Time of concentration = 11.943 min.
Effective stream area after confluence = 2.588 (Ac.)
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 68.000 to Point/Station 71.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 182.780 (Ft.)
Downstream point/station elevation = 181.950(Ft.)
Pipe length = 165.50(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 6.785(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 6.785(CFS)
Normal flow depth in pipe = 13.50 (In.)
Flow top width inside pipe = 15.59 (In.)
Critical Depth = 12.09(In.)
Pipe flow velocity = 4.77 (Ft/s)
Travel time through pipe = 0.58 min.
Time of concentration (TC) = 12.52 min.
STORMDRAIN LINE B - OUTFALL 2
100 YEAR POST-DEVELOPMENT
Page 12 of 18
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 71.000 to Point/Station 71.000
***• CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 2.588 (Ac)
Runoff from this stream = 6.785 (CFS)
Time of concentration = 12.52 min.
Rainfall intensity = 3.789(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 7.000 to Point/Station 70.000
**** INITIAL AREA EVALUATION ****
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
[MEDIUM DENSITY RESIDENTIAL ]
(14.5 DU/A or Less )
Impervious value, Ai = 0.500
Sub-Area C Value = 0.630
Initial subarea total flow distance = 133.600(Ft.)
Highest elevation = 190.600(Ft.)
Lowest elevation = 189.500(Ft.)
Elevation difference = 1.100(Ft.) Slope = 0.823 %
Top of Initial Area Slope adjusted by User to 0.850 %
Bottom of Initial Area Slope adjusted by User to 0.850 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 0.85 %, in a development type of
14.5 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration = 7.20 minutes
TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"(l/3)]
TC = [1.8*(l.l-0.6300)*( 65.000".5)/( 0.850" (1/3)]= 7.20
The initial area total distance of 133.60 (Ft.) entered leaves a
remaining distance of 68.60 (Ft.)
Using Figure 3-4, the travel time for this distance is 1.27 minutes
for a distance of 68.60 (Ft.) and a slope of 0.85 %
with an elevation difference of 0.58(Ft.) from the end of the top area
Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]". 385 *60 (min/hr)
1.270 Minutes
Tt= [ (11.9*0.0130"3)/( 0.58)]".385= 1.27
Total initial area Ti = 7.2 0 minutes from Figure 3-3 formula plus
1.27 minutes from the Figure 3-4 formula = 8.47 minutes
Rainfall intensity (I) = 4.876 (In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.630
Subarea runoff = 0.596(CFS)
Total initial stream area = 0.194 (Ac)
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 70.000 to Point/Station 71.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 185.950(Ft.)
Downstream point/station elevation = 185.570(Ft.)
Pipe length = 38.30(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.596(CFS)
Given pipe size = 12.00(In.)
Calculated individual pipe flow = 0.596(CFS)
Normal flow depth in pipe = 3.33 (In.)
Flow top width inside pipe = 10.74 (In.)
Critical Depth = 3.84 (In.)
Pipe flow velocity = 3.36(Ft/s)
Travel time through pipe = 0.19 min.
Time of concentration (TC) = 8.66 min.
STORMDRAIN LINE B - OUTFALL 2
100 YEAR POST-DEVELOPMENT
Page 13 of 18
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 71.000 to Point/Station 71.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.194 (Ac.)
Runoff from this stream = 0.596(CFS)
Time of concentration = 8.66 min.
Rainfall intensity = 4.807(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
6.785 12.52 3.789
0.596 8.66 4.807
Qmax(1)
Qmax(2) =
1.000 * 1.000 * 6.785) +
0.788 * 1.000 * 0.596) + = 7.255
1.000 * 0.692 * 6.785) +
1.000 * 1.000 * 0.596) + = 5.289
Total of 2 streams to confluence:
Flow rates before confluence point:
6.785 0.596
Maximum flow rates at confluence using above data:
7.255 5.289
Area of streams before confluence:
2.588 0.194
Results of confluence:
Total flow rate = 7.255 (CFS)
Time of concentration = 12.521 min.
Effective stream area after confluence = 2.782(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 71.000 to Point/Station 76.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 181.950(Ft.)
Downstream point/station elevation = 180.960(Ft.)
Pipe length = 99.20(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 7.255(CFS)
Given pipe size = 24.00(In.)
Calculated individual pipe flow = 7.255 (CFS)
Normal flow depth in pipe = 9.35 (In.)
Flow top width inside pipe = 23.41 (In.)
Critical Depth = 11.48(In.)
Pipe flow velocity = 6.41(Ft/s)
Travel time through pipe = 0.26 min.
Time of concentration (TC) = 12.78 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 76.000 to Point/Station 76.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 2.782(Ac.)
Runoff from this stream = 7.255 (CFS)
Time of concentration = 12.78 min.
Rainfall intensity = 3.740 (In/Hr)
Program is now starting with Main Stream No. 2
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 72.000 to Point/Station 73.000
**** INITIAL AREA EVALUATION ****
STORMDRAIN LINE B - OUTFALL 2
100 YEAR POST-DEVELOPMENT
Page 14 of 18
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
[MEDIUM DENSITY RESIDENTIAL ]
(14.5 DU/A or Less )
Impervious value, Ai = 0.500
Sub-Area C Value = 0.630
Initial subarea total flow distance = 63.000(Ft.)
Highest elevation = 190.500(Ft.)
Lowest elevation = 189.800(Ft.)
Elevation difference = 0.700(Ft.) Slope = 1.111 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 1.11 %, in a development type of
14.5 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration = 6.59 minutes
TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"(l/3)]
TC = [1.8*(l.l-0.6300)*( 65.000".5)/( 1.Ill"(1/3)]= 6.59
Rainfall intensity (I) = 5.735 (In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.630
Subarea runoff = 1.142(CFS)
Total initial stream area = 0.316(Ac.)
Process from Point/Station 73.000 to Point/Station 75.000
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 187.000(Ft.)
Downstream point/station elevation = 183.200 (Ft.)
Pipe length = 306.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.142(CFS)
Given pipe size = 8.00(In.)
Calculated individual pipe flow = 1.142(CFS)
Normal flow depth in pipe = 5.65 (In.)
Flow top width inside pipe = 7.28(In.)
Critical Depth = 6.08(In.)
Pipe flow velocity = 4.33(Ft/s)
Travel time through pipe = 1.18 min.
Time of concentration (TC) = 7.76 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 73.000 to Point/Station 75.000
**** SUBAREA FLOW ADDITION ****
User specified 'C value of 0.630 given for subarea
Time of concentration = 7.76 min.
Rainfall intensity = 5.158(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.630 CA = 0.437
Subarea runoff = 1.113(CFS) for 0.378(Ac.)
Total runoff = 2.255(CFS) Total area = 0.694(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 75.000 to Point/Station 75.000
**** SUBAREA FLOW ADDITION ****
User specified 'C value of 0.630 given for subarea
Time of concentration = 7.76 min.
Rainfall intensity = 5.158(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.630 CA = 0.704
Subarea runoff = 1. 374 (CFS) for 0.423 (Ac.)
Total runoff = 3.629(CFS) Total area = 1.117(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
STORMDRAIN LINE B - OUTFALL 2
100 YEAR POST-DEVELOPMENT
Page 15 of 18
Process from Point/Station 75.000 to Point/Station 76.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 183.200(Ft.)
Downstream point/station elevation = 181.380(Ft.)
Pipe length = 186.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 3.629(CFS)
Given pipe size = 12.00(In.)
NOTE: Normal flow is pressure flow in user selected pipe size.
The approximate hydraulic grade line above the pipe invert is
0.607(Ft.) at the headworks or inlet of the pipe(s)
Pipe friction loss = 1.930(Ft.)
Minor friction loss = 0.497(Ft.) K-factor = 1.50
Pipe flow velocity = 4.62(Ft/s)
Travel time through pipe = 0.67 min.
Time of concentration (TC) = 8.43 min.
Process from Point/Station 76.000 to Point/Station 76.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 1.117(Ac.)
Runoff from this stream = 3.629(CFS)
Time of concentration = 8.43 min.
Rainfall intensity = 4.889(In/Hr)
Summary of stream data:
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
Qmax(1)
7.255
3.629
Qmax (2) =
1.000
0.765
1.000
1.000
12.78
8.43
1.000 *
1.000 *
0 . 660
1.000
3.740
4.889
7.255)
3.629)
7.255)
3.629)
10.032
8.418
Total of 2 main streams to confluence:
Flow rates before confluence point:
7.255 3.629
Maximum flow rates at confluence using above data:
10.032 8.418
Area of streams before confluence:
2.782 1.117
Results of confluence:
Total flow rate = 10.032(CFS)
Time of concentration = 12.77 9 min.
Effective stream area after confluence 3.899 (Ac)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 76.000 to Point/Station 106.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 181.380(Ft.)
Downstream point/station elevation = 180.640(Ft.)
Pipe length = 45.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 10.032 (CFS)
Given pipe size = 24.00 (In.)
Calculated individual pipe flow = 10.032(CFS)
Normal flow depth in pipe = 9.74(In.)
Flow top width inside pipe = 23.57 (In.)
Critical Depth = 13.59 (In.)
Pipe flow velocity = 8.39 (Ft/s)
STORMDRAIN LINE B - OUTFALL 2
100 YEAR POST-DEVELOPMENT
Page 16 of 18
Travel time through pipe = 0.09 min.
Time of concentration (TC) = 12.87 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 106.000 to Point/Station 106.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 3.899(Ac.)
Runoff from this stream = 10.032 (CFS)
Time of concentration = 12.87 min.
Rainfall intensity = 3.723(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 106.000 to Point/Station 106.000
**** USER DEFINED FLOW INFORMATION AT A POINT ****
User specified 'C value of 0.630 given for subarea
Rainfall intensity (I) = 4.865 (In/Hr) for a 100.0 year storm
User specified values are as follows:
TC = 8.50 min. Rain intensity = 4.86 (In/Hr)
Total area = 17.600(Ac.) Total runoff = 56.220(CFS)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 106.000 to Point/Station 106.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 17.600(Ac.)
Runoff from this stream = 56.220 (CFS)
Time of concentration = 8.50 min.
Rainfall intensity = 4.865(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
10.032 12.87 3.723
56.220 8.50 4.865
Qmax(1) =
Qmax (2) =
1.000 * 1.000 * 10.032) +
0.765 * 1.000 * 56.220) + = 53.057
1.000 * 0.661 * 10.032) +
1.000 * 1.000 * 56.220) + = 62.846
Total of 2 streams to confluence:
Flow rates before confluence point:
10.032 56.220
Maximum flow rates at confluence using above data:
53.057 62.846
Area of streams before confluence:
3.899 17.600
Results of confluence:
Total flow rate = 62.846(CFS)
Time of concentration = 8.500 min.
Effective stream area after confluence = 21.499(Ac.)
Process from Point/Station 106.000 to Point/Station 107.000
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Estimated mean flow rate at midpoint of channel = 62.887 (CFS)
Depth of flow = 1.717(Ft.), Average velocity = 4.004(Ft/s)
******* Irregular Channel Data ********
STORMDRAIN LINE B - OUTFALL 2
100 YEAR POST-DEVELOPMENT
Page 17 of 18
Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
1 0.00 3.70
2 10.30 0.00
3 15.30 0.00
4 27.40 5.90
Manning's 'N' friction factor = 0.035
Sub-Channel flow = 62.887 (CFS)
flow top width = 13.299(Ft.)
velocity= 4.004 (Ft/s)
area = 15.706(Sq.Ft)
' ' Froude number = 0.649
Upstream point elevation = 175.700 (Ft.)
Downstream point elevation = 173.260 (Ft.)
Flow length = 320.000(Ft.)
Travel time = 1.33 min.
Time of concentration = 9.83 min.
Depth of flow = 1.717(Ft.)
Average velocity = 4.004(Ft/s)
Total irregular channel flow = 62.887(CFS)
Irregular channel normal depth above invert elev. = 1.717(Ft.)
Average velocity of channel (s) = 4.004 (Ft/s)
Adding area flow to channel
User specified 'C value of 0.630 given for subarea
The area added to the existing stream causes a
a lower flow rate of Q = 60.617(CFS)
therefore the upstream flow rate of Q = 62.846(CFS) is being used
Rainfall intensity = 4.429(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.630 CA = 13.687
Subarea runoff = O.OOO(CFS) for 0.226(Ac.)
Total runoff = 62.846(CFS) Total area = 21.725(Ac.)
Depth of flow = 1.716(Ft.), Average velocity = 4.003(Ft/s)
End of computations, total study area = 21.725 (Ac.)
STORMDRAIN LINE B - OUTFALL 2
100 YEAR POST-DEVELOPMENT
Page 18 of 18
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2004 Version 7.4
Rational method hydrology program based on
San Diego County Flood Control Division 2003 hydrology manual
Rational Hydrology Study Date: 10/03/11
CT 03-02 CARLSBAD RANCH PLANNING AREA 5 - MARBRISA SITE PHASE 2
100 YEAR STORM, POST-DEVELOPMENT
OUTFALL 3 - NODES 80 TO 87
FILENAME: 11008OUTFALL3.RD3
********* Hydrology Study Control Information *********
Program License Serial Number 4012
Rational hydrology study storm event year is 100.0
English (in-lb) input data Units used
Map data precipitation entered:
6 hour, precipitation(inches) = 2.600
24 hour precipitation(inches) = 4.500
P6/P24 = 57.8%
San Diego hydrology manual 'C values used
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 80.000 to Point/Station 81.000
**** INITIAL AREA EVALUATION ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
[HIGH DENSITY RESIDENTIAL ]
(43.0 DU/A or Less )
Impervious value, Ai = 0.800
Sub-Area C Value = 0.770
Initial subarea total flow distance = 77.000(Ft.)
Highest elevation = 219.000(Ft.)
Lowest elevation = 215.600(Ft.)
Elevation difference = 3.400(Ft.) Slope = 4.416 %
Top of Initial Area Slope adjusted by User to 3.895 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 85.00 (Ft)
for the top area slope value of 3.90 %, in a development type of
43.0 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration = 3.48 minutes
TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"(l/3)]
TC = [1.8* (1.1-0.7700)* ( 85.000".5)/( 3.896"(1/3)]= 3.48
Rainfall intensity (I) = 8.654(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.770
Subarea runoff = 0.506(CFS)
Total initial stream area = 0.076(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 81.000 to Point/Station 86.000
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Estimated mean flow rate at midpoint of channel = 1.355(CFS)
Depth of flow = 0.109(Ft.), Average velocity = 2.730(Ft/s)
Irregular Channel Data *********** ***** *
Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
1 0.00 0.50
2 0.00 0.00
STORMDRAIN LINE C - OUTFALL 3
100 YEAR POST-DEVELOPMENT
Page 1 of4
3 25.00
Manning's 'N' friction factor
0.30
0.015
Sub-Channel flow = 1.355 (CFS)
flow top width = 9.096(Ft.)
velocity= 2.730(Ft/s)
area = 0.496(Sq.Ft)
' ' Froude number = 2.059
Upstream point elevation = 215,600 (Ft.)
Downstream point elevation = 209.710(Ft.)
Flow length = 158.000(Ft.)
Travel time = 0.96 min.
Time of concentration = 4.44 min.
Depth of flow = 0.109 (Ft.)
Average velocity = 2 .730 (Ft/s)
Total irregular channel flow = 1.355 (CFS)
Irregular channel normal depth above invert elev.
2.730 (Ft/s)
0.109(Ft.)
Average velocity of channel(s)
Adding area flow to channel
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
[HIGH DENSITY RESIDENTIAL
(43.0 DU/A or Less )
Impervious value, Ai = O.f
Sub-Area C Value = 0.770
Rainfall intensity =
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.770 CA = 0.286
Subarea runoff = 1.605(CFS) for 0.295(Ac.)
Total runoff = 2.Ill(CFS) Total area = 0.371(Ac.)
Depth of flow = 0.129 (Ft.), Average velocity = 3.050 (Ft/s)
300
7.391(In/Hr) for a 100.0 year storm
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 86.000 to Point/Station 86.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 0.371 (Ac.)
Runoff from this stream = 2. Ill (CFS)
Time of concentration = 4.44 min.
Rainfall intensity = 7.391(In/Hr)
Program is now starting with Main Stream No. 2
Process from Point/Station 82.000 to Point/Station 82.000
**** USER DEFINED FLOW INFORMATION AT A POINT ****
User specified 'C value of 0.630 given for subarea
Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm
User specified values are as follows:
TC = 5.00 min. Rain intensity = 6.85 (In/Hr)
Total area = 0.323 (Ac.) Total runoff = 1.400 (CFS)
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 82.000 to Point/Station 83.000
•*** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 208.910(Ft.)
Downstream point/station elevation = 208.670 (Ft.)
Pipe length = 46.70(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.400(CFS)
Given pipe size = 12.00(In.)
Calculated individual pipe flow = 1.400 (CFS)
Normal flow depth in pipe = 6.34 (In.)
Flow top width inside pipe = 11.98 (In.)
Critical Depth = 6.01(In.)
Pipe flow velocity = 3.33 (Ft/s)
STORMDRAIN LINE C - OUTFALL 3
100 YEAR POST-DEVELOPMENT
Page 2 of4
Travel time through pipe = 0.23 min.
Time of concentration (TC) = 5,23 min.
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 83.000 to Point/Station 84.000
**** SUBAREA FLOW ADDITION ****
User specified 'C value of 0.630 given for subarea
Time of concentration = 5.23 min.
Rainfall intensity = 6.651(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.630 CA = 0.268
Subarea runoff = 0.381(CFS) for 0.102(Ac.)
Total runoff = 1.781(CFS) Total area = 0.425(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 84.000 to Point/Station 86.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 208.130(Ft.)
Downstream point/station elevation = 207.440 (Ft.)
Pipe length = 35.50(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.781 (CFS)
Given pipe size = 12.00(In.)
Calculated individual pipe flow = 1.781(CFS)
Normal flow depth in pipe = 4.97 (In.)
Flow top width inside pipe = 11.82(In.)
Critical Depth = 6.82(In.)
Pipe flow velocity = 5.80(Ft/s)
Travel time through pipe = 0.10 min.
Time of concentration (TC) = 5.34 min.
Process from Point/Station 86.000 to Point/Station 86.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 0.425(Ac.)
Runoff from this stream = 1.781 (CFS)
Time of concentration = 5.34 min.
Rainfall intensity = 6.569(In/Hr)
Program is now starting with Main Stream No. 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 85.000 to Point/Station 85.000
**** USER DEFINED FLOW INFORMATION AT A POINT ****
User specified 'C value of 0.630 given for subarea
Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm
User specified values are as follows:
TC = 5.00 min. Rain intensity = 6.85(In/Hr)
Total area = 0.193(Ac.) Total runoff = 0.830(CFS)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++•<•+++++++
Process from Point/Station 85.000 to Point/Station 86.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 208.880 (Ft.)
Downstream point/station elevation = 207.440(Ft.)
Pipe length = 25.00 (Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.830(CFS)
Given pipe size = 12.00(In.)
Calculated individual pipe flow = 0.830(CFS)
Normal flow depth in pipe = 2.52(In.)
Flow top width inside pipe = 9.78(In.)
Critical Depth = 4.57(In.)
Pipe flow velocity = 6.90(Ft/s)
Travel time through pipe = 0.06 min.
STORMDRAIN LINE C - OUTFALL 3
100 YEAR POST-DEVELOPMENT
Page 3 of4
Time of concentration (TC) 5.06 min.
Process from Point/Station
**** CONFLUENCE OF MAIN STREAMS
86.000 to Point/Station 86.000
The following data inside Main Stream is listed:
In Main Stream number: 3
Stream flow area = 0.193(Ac.)
Runoff from this stream = 0.830 (CFS)
Time of concentration = 5.06 min.
Rainfall intensity = 6.797 (In/Hr)
Summary of stream data:
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1 2 . Ill 4.44 7 .391
2 1.781 5.34 6 .569
3 0.830 5.06 6 .797
Qmax(1) =
1.000 * 1.000 * 2 111) +
1.000 * 0.833 * 1 781) +
1.000 * 0.878 * 0 830) + =
Qmax(2) =
0.889 * 1.000 * 2 111) +
1.000 * 1.000 * 1 781) +
0.966 * 1.000 * 0 830) + =
Qmax(3) =
0.920 * 1.000 * 2 111) +
1.000 * 0 . 948 * 1 781) +
1.000 1.000 * 0 830) + =
4.324
4.460
4.461
Total of 3 main streams to confluence:
Flow rates before confluence point:
2.111 1.781 0.830
Maximum flow rates at confluence using above data:
4.324 4.460 4.461
Area of streams before confluence:
0.371 0.425 0.193
Results of confluence:
Total flow rate = 4.461(CFS)
Time of concentration = 5.060 min.
Effective stream area after confluence 0.989(Ac.)
Process from Point/Station 86.000 to Point/Station
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 206.060(Ft.)
Downstream point/station elevation = 205.420(Ft.)
Pipe length = 19.80 (Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 4.461(CFS)
Given pipe size = 12.00(In.)
Calculated individual pipe flow = 4.461(CFS)
Normal flow depth in pipe = 7.37 (In.)
Flow top width inside pipe = 11.68(In.)
Critical Depth = 10. 60(In.)
Pipe flow velocity = 8.81(Ft/s)
Travel time through pipe = 0.04 min.
Time of concentration (TC) = 5.10 min.
End of computations, total study area = 0.989 (Ac)
87.000
STORMDRAIN LINE C - OUTFALL 3
100 YEAR POST-DEVELOPMENT
Page 4 of 4
AHACHMENT E
WSPGW HYDRAULIC CALCULATION PRINTOUTS
INPUT FILE
Tl
T2
T3
SO
TS
TS
TS
TS
TS
JX
TS
TS
TS
TS
TS
TS
SH
CD
CD
CD
CD
CD
CD
CD
CD
CD
CD
CD
CD
CD
PTS
PTS
PTS
PTS 12
PTS 13
Q
1
2
3
4
5
6
11
14
7
8
9
12
13
7
100 .
117 .
209.
315.
347 .
420 .
422 .
628.
649 .
873.
891.
906.
911.
911.
1
1
1
1
1
4
1
1
5
5
5
5
5
5
8 5
9 5
5
5
000 173.260 1
480 173.388 2
980 174.110 3
590 174.903 4
940 175.600 11
900 175.680 5
540 175.696 5
180 177.220 7
240 177.375 8
440 179.055 9
430 179.160 12
950 179.220 13
370 179.240 14
370 179.240 14
.035
.035
.035
.035
.035
.035 10.000
.035
.035
.035
.035
.035
.037
.000
.000
. 000
. 000
.000
.000
.000
.000
. 000
.000
.000
.000
. 000
. 500
,200
,740
,800
, 610
,000
, 600
,000
.000179.200
.000179.480
.000181.220
.000181.290
.000181.360
56.220
800177
010177
000179
030179
000179
5. 000
5.000
5.000
5.000
5.000
.000
5.000 1
4.500
.00
. 00
. 00
.00
.00
,220 14.
,350 11.
,080 10.
,160 10.
,220 13.
173.260
175.700
.280 2,
.890 2,
.210 ,
.610 1,
.440 3,
.000 ,
.950 1,
.000 ,
.00
.00
.00
.00
.00
790177,
010177.
000179,
300179,
500179,
390
600
875
148
290
000
560
000
00
00
00
00
00
220
350
080
160
220
179.240
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
. 00
. 00
00
00
00
00
00
.000
-64 .039
.000
18.944
21.390
33.0
41.768
5.496
.000
45.811
.000
.000
,00
, 00
. 00
, 00
. 00
.333
29.580179.340
25.960179.550
23.980180.120
21.370180.160
14.160182.170
.00
.00
.00
.00
.00
51.770189.860
48.020189.860
43.340189.340
49.890189.340
33.710189.340
00
00
00
00
00
.00 .00
.00 .00
.00 .00
.00 .00
.00 .00
HYDRAULIC CALC ON THE BIO-RETENTION SWALE
100 YEAR STORM EVENT
Page 1 of 5
EDIT FILE
FILE: 11008SWALE.WSW WSPGW - EDIT LISTING - Version 14.06
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING
Y(l) Y(2) Y(3) Y(4) CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV
CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP
CD 1 1 0 .000 4 .500 5 000 2 280 2 .390 .00
CD 2 1 0 .000 5 .200 5 000 1 890 2 .600 .00
CD 3 1 0 .000 3 .740 5 000 1 210 .875 .00
CD 4 1 0 .000 2 .800 5 000 1 610 1 .148 . 00
CD 5 1 0 .000 2 .610 5 000 2 440 3 .290 . 00
CD 6 4 1 2 .000
CD 11 1 0 .000 2 .600 5 000 1 950 1 .560 .00
CD 14 1 0 .000 5 .000 4 500 000 .000 .00
CD 7 5 0 .000
CD 8 5 0 . 000
CD 9 5 0 .000
CD 12 5 0 .000
CD 13 5 0 . 000
FILE: W SPG W - EDIT LISTING -
Date: 9-29-2011 Time: 2:18:26
PAGE 1
Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
WATER SURFACE PROFILE
Version 14.06
CROSS SECTION POINT LISTING
Date: 9-29-2011 Time: 2:
PAGE
18 26
2
CARD SECT NO OF X(l) , Y(l) X(2) , Y(2) X(3) , Y(3) X(4) , Y(4) X(5) , Y(5) X(6) , Y(6) X(7) , Y(7)
CODE NO POINTS X(8) , Y(8) X(9) , Y(9) X(10) ,Y(10) X(ll) ,Y(11) X(N) , Y(N) X(N+1) ,Y(N+1) X(35) ,Y(35)
PTS 7 5 .000 179 . 200 9 800 177 220 14.790 177.220 29.580 179.340 51. 770 189.860
PTS 8 5 .000 179 . 480 6 010 177 350 11.010 177.350 25.960 179.550 48. 020 189.860
PTS 9 5 . 000 181. 220 5 000 179 080 10.000 179.080 23.980 180.120 43. 340 189.340
PTS 12 5 .000 181. 290 5 030 179 160 10.300 179.160 21.370 180.160 49. 890 189.340
PTS 13 5 .000 181. 360 5 000 179 220 13.500 179.220 14.160 182.170 33. 710 189.340
WATER SURFACE PROFILE
WSPGW
TITLE CARD LISTING
HEADING LINE NO 1 IS -
HEADING LINE NO 2 IS -
HEADING LINE NO 3 IS -
PAGE NO
WATER SURFACE PROFILE
ELEMENT NO 1 IS A SYSTEM OUTLET * *
U/S DATA STATION INVERT SECT
100.000 173.260 1
ELEMENT NO 2 IS A TRANSITION * *
U/S DATA STATION INVERT SECT
117.480 173.388 2
ELEMENT NO 3 IS A TRANSITION * *
U/S DATA STATION INVERT SECT
209.980 174.110 3
ELEMENT NO 4 IS A TRANSITION * *
U/S DATA STATION INVERT SECT
315.590 174.903 4
ELEMENT NO 5 IS A TRANSITION * *
WSPGW
ELEMENT CARD LISTING
PAGE NO
N
.035
N
.035
N
.035
W S ELEV
173.260
RADIUS
.000
RADIUS
82.760
RADIUS
.000
ANGLE
.000
ANGLE
-64.039
ANGLE
.000
HYDRAULIC CALC ON THE BIO-RETENTION SWALE
100 YEAR STORM EVENT
Page 2 of 5
ELEMENT NO
ELEMENT NO
ELEMENT NO
ELEMENT NO
ELEMENT NO
ELEMENT NO
ELEMENT NO
ELEMENT NO
ELEMENT NO
U/S DATA
6 IS A TEtANSITION
U/S DATA
7 IS A JUNCTION
U/S DATA
STATION INVERT SECT
347.940 175.600 11
STATION INVERT SECT
420.900 175.680 5
STATION INVERT SECT LAT-1 LAT-2
8 IS A TFUVNSITION
U/S DATA
9 IS A TRANSITION
U/S DATA
10 IS A TRANSITION
U/S DATA
11 IS A TFANSITION
U/S DATA
12 IS A TRANSITION
U/S DATA
422.540 175.696
STATION INVERT SECT
628.180 177.220 7
STATION INVERT SECT
649.240 177.375 8
STATION INVERT SECT
873.440 179.055 9
STATION INVERT SECT
891.430 179.160 12
STATION INVERT SECT
906.950 179.220 13
0
N
.035
N
.035
N
.035
N
.035
N
.035
N
.035
N
.035
N
.035
WATER SURFACE PROFILE
13 IS A TRANSITION * *
U/S DATA STATION INVERT SECT
911.370 179.240 14
14 IS A SYSTEM HEADWORKS
U/S DATA STATION INVERT SECT
911.370 179.240 14
WSPGW
ELEMENT CARD LISTING
N
.037
RADIUS ANGLE
97.842 18.944
RADIUS ANGLE
195.432 21.390
Q3
10.000
Q4 INVERT-3 INVERT-4 PHI 3 PHI 4
.000 175.700
ElADIUS
282.180
RADIUS
282.089
RADIUS
219.550
RADIUS
.000
RADIUS
22.500
RADIUS
.000
.000 33.000 .000
ANGLE
.333
ANGLE
41.768
ANGLE
5.496
ANGLE
.000
ANGLE
45.811
ANGLE
. 000
RADIUS ANGLE
.000 .000
PAGE NO
W S ELEV
179.240
HYDRAULIC CALC ON THE BIO-RETENTION SWALE
100 YEAR STORM EVENT
Page 3 of 5
OUTPUT FILE
FILE: 11008SWALE.WSW WSPGW- CIVILDESIGN Version 14.06
Program Package Serial Number: 1703
WATER SURFACE PROFILE LISTING
PAGE 1
Date: 9-29-2011 Time: 2:18:32
*************************************************************************************************************
Station
L/Elem *********
100.000
TRANS STR
117.480
TRANS STR
209.980
TRANS STR
315.590
TRANS STR
347.940
TRANS STR
420.900
JUNCT STR
422.540
TRANS STR
628.180
TRANS STR
649.240
TRANS STR
Invert
Elev
Ch Slope *********
173.260
.0073
173.388
.0078
174.110
.0075
174.903
.0215
175.600
.0011
175.680
.0098
175.696
.0074
177.220
.0074
177.375
.0075
Depth
(FT)
********
1.405
1.769
1.828
2.148
1. 601
2.481
2 . 482
1.501
1.422
Water
Elev
*********
174.665
175.157
175.938
177 .051
177 .201
178.161
178.178
178.721
178.797
Q
(CFS)
*********
66.22
66.22
66.22
66.22
66.22
66.22
56.22
56.22
56.22
Vel Vel
(FPS) Head
SF Ave ******* I *******
5.69 .50
.0135
4.17 .27
.0098
5.25 .43
.0085
3.87 .23
.0096
5.30 .44
.0077
2.20 .08
.0014
1.87 .05
.0029
2.69 .11
.0059
3.34 .17
.0067
Energy
Grd.El.
HF
*********
175.17
.24
175.43
. 91
176.37
. 90
177.28
.31
177.64
.56
178.24
.00
178.23
.59
178.83
.12
178.97
1.50
Super
Elev
SE Dpth *******
.00
1.41
. 11
1.88
.00
1.83
.07
2 .22
.06
1.66
.01
2.49
.01
2.49
.03
1.53
.00
1.42
Critical
Depth
Froude N ********
1.41
1.00
1.41
.66
1.57
.77
1.52
. 55
1.47
.86
1.35
.31
1.24
.26
1.06
. 50
1.12
. 62
Flow Top
Width
Norm Dp ********
11.56
12 . 94
i .81
10.92
10 . 62
19.22
19.22
22.89
18 . 68
Height/
Dia.-FT
"N" *******
4.500
.035
5.200
.035
3.740
.035
2.800
.035
2 . 600
.035
2.610
.035
2.610
.035
.035
. 035
***********
Base Wt
or I.D.
X-Fall *******
5.000
.00
5.000
.00
5.000
.00
5.000
.00
5.000
.00
5.000
.00
5.000
.00
7
ZL
ZR *****
2.28
2.39
1.89
2.60
1.21
.88
1.61
1.15
1.95
1.56
2.44
3.29
2.44
3.29
********
No Wth
Prs/Pip
Type Ch *******
0
TRAP
0
TRAP
0
TRAP
0
TRAP
0
TFIAP
0
TRAP
0
TFU^P
0
.0
.0
. 0
.0
IR-OPEN
0 .0
IR-OPEN
HYDRAULIC CALC ON THE BIO-RETENTION SWALE
100 YEAR STORM EVENT
Page 4 of 5
FILE: 11008SWALE.WSW WSPGW- CIVILDESIGN Version 14.06
Program Package Serial Nuraber: 1703
WATER SURFACE PROFILE LISTING
PAGE
Date: 9-29-2011 Time: 2:18:32
*****************************************************************************************************.t**********.t.t.t + .t.t + *** ^^^^jt***
I Invert | Depth | Water | Q | Vel Vel I Energy | Super |Critical I Flow TopjHeight/1 Base Wt| |No Wth
Station I Elev | (FT) | Elev | (CFS) I (FPS) Head | Grd.El.1 Elev | Depth | Width |Dia.-FT|or I.D.I ZL |Prs/Pip
-I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I
L/Elem ICh Slope | | | | SF Ave I HF | SE Dpth | Froude N|Norm Dp | "N" | X-Fall j ZR [Type Ch
********* j ********* I ******** I ********* I ********* I ******* I ******* I ********* j ******* I ******** I ******** I ******* I ******* I ***** j *******
IIIII Illlllll
873.440 179.055 1.285 180.340 56.22 2.94 .13 180.47 .35 .99 22.50 9 0 .0
-I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I-
TRANS STR .0058 .0067 .12 1.63 .56 .035 IR-OPEN
IIIII Illlllll
891.430 179.160 1.279 180.439 56.22 3.23 .16 180.60 .00 1.01 20.23 12 0 .0
-I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I-
TRANS STR .0039 1.279 .613 .035 IR-OPEN
IIIII Illlllll
906,950 179.220 .631 179.851 56.22 9.57 1.42 181.27 .00 1.05 10.12 13 0 .0
-I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I-
TRANS STR .0045 .0813 .36 .63 2.21 .037 IR-OPEN
I II I I I IIIIIII
911.370 179.240 1.693 180.933 56.22 7.38 .85 181.78 .00 1.69 4.50 5.000 4.500 .00 0 .0
-I- -I- -I- -I- -I- -I- -I- -I- _|_ _|_ _|_ _|_ _|_ |_
HYDRAULIC CALC ON THE BIO-RETENTION SWALE
100 YEAR STORM EVENT
Page 5 of 5
AHACHMENT F
STORM DRAIN SYSTEM
LINE A -OUTFALL 1
Computational Methods Previous Jm Next
Standard Step Method
Hydraflow uses the energy-based Standard Step method when computing the hydraulic proflie. This
methodology is an iterative procedure that applies Bernoulli's energy equation between the downstream and
upstream ends of each line in the system. It uses Manning's equation to determine head losses due to pipe
friction. The greatest beneflt to using this method is that a solution can always be found regardless of the flow
regime. This method makes no assumptions as to the depth of flow and is only accepted when the energy
equation has balanced.
Hydraflow uses the following equation for all flow conditions.
2 2
28 2g
Where: V = velocity in ft/s (m/s, metric)
Z = invert elevation if ft (m)
y = HGL minus the invert elevation in ft (m)
Friction losses are computed by:
Where:
Qn X LineLength
Where: = 1.486 (1.0)
n = Manning's n
A = cross-sectional area of flow in sqft (sqm)
R = Hydraulic radius
Datum
Pipe and Open Channel Flow
Hydraflow computes the hydraulic grade line in a fashion similar to methods used for open channels. With the
sewer system consisting of pipes and junctions, Hydraflow begins computing at the most downstream line and
works in a standard step procedure upstream. This method assumes the starting hydraulic grade line elevation,
HGL, is known. See "Computing the System". Hydraflow first assumes an upstream HGL for a given line and
then checks the energy equation. Ifthe energy equation does not balance, another HGL is assumed and the
iterative process continues until the assumed HGL equals the computed HGL, The downstream HGL for the
next upstream line is the computed HGL plus any junction (minor) loss.
Additionally, ifthe starting HGL at the downstream end of any line (except outfalls) is below the Minimum
Starting Depth as set in the Design Codes, Hydraflow will automatically change the HGL to the Minimum
Starting Depth.
Hydraflow computes the HGL for any given line at three places:
HGL Down
The downstream end of the line. At the beginning of an outfall, this is a user-defined elevation. Either a known
elevation, Crown, Normal Depth or Critical Depth. At all other lines it is equal to the HGL Junct of its
downstream line. However, ifthe energy grade line (EGL Dn) is less than the energy grade line in the
downstream junction (EGL Junct), the HGL Down is reset to the EGL Junct minus the velocity head. This
prevents any occurrences of increasing energy in the downstream direction. Again, if this starting HGL is below
the Minimum Starting Depth as set in the Design Codes, Hydraflow will automatically change the HGL to the
Minimum Starting Depth.
HGLUo
The upstream end of the pipe. Computed using the Standard Step Method described above. If the option of
checking for Inlet Control has been set to On in the Design Codes, and the line is flowing under inlet control, the
HGL Up is equal to the HGL Junct minus the upstream velocity head,
HGL Junct
In the junction at the upstream end of each Line. Is equal to the HGL Up plus any minor or junction loss. If the
option of checking for Inlet Control has been set to On in the Design Codes, and the line is flowing under inlet
control, the HGL Junct is equal to the depth determined by the Inlet Control procedure, described below.
The energy grade line (EGL) is computed as the HGL plus velocity head. Ifthe line is flowing under inlet control,
velocity at this point is zero and the EGL equals HGL.
Critical depth
Critical depth is computed using the following equation. If Dc is greater than 85% of D, then a trial and error
method is used to find the minimum specific energy, i.e., critical depth. See Open Channel Hydraulics, McGraw
- Hill, 1985, by Richard H. French.
I
Dc =
2
J
Where: Dc = critical depth
D = pipe diameter
Q = fiow rate
Grade
A Typical Storm Sewer Une
Inlet Control Previous Top Next
Besides the Slope term in Manning's equation, inlet and outlet control is the most misunderstood concept in
storm sewer hydraulics. So just what is inlet control? Inlet control occurs when it is harder for the flow to get
through the entrance ofthe pipe than the remainder ofthe pipe barrel. The only factors that matter during inlet
control are the cross-sectional area of the pipe and the inlet geometry. That's it. The roughness coefficient, pipe
length, slope and tailwater are not important.
On the other hand, outlet control occurs when it is harder for the flow to get through the length of the pipe than it
is to get into the pipe to start with. The problem is to compute the HGL assuming both exist, and then selecting
the larger of the two.
Hydraflow optionally checks HGL calculations for inlet control on all junctions except for "No Junction" types.
One of the calculation procedures is derived from HDS-5 Hvdraulic desian of Highway Culverts. The other is the
standard orifice equation. If the computed HGL for inlet control is greater than the computed HGL (outlet
control), then the HGUP is set equal to the inlet control value. When inlet control is used, the minor loss
(junction loss) is not computed.
tiGUP
Flow Under Inlet Control
The standard orifice equation used is:
Q = CoA41gh
Where: Co = Orifice coefficient = 0.62
A = Cross-sectional area of flow in sqft (sqm)
h = Headwater depth to the center of >A in ft (m)
Note: This is the default equation used when working in Metric units.
When HDS-5 has been selected, the following inlet control equation is used:
Hdi = Dy. +Y-.5S
Where: Hdi = Headwater depth above invert,
D = Line Rise, ft (m)
c = 0.0398 (Coeff. for square edged circular section)
Q = Flow rate, cfs (cms)
A = Full cross-sectional area of pipe, sqft (sqm)
y= Coeff. 0.67
S = Line slope, ft/ft (m/m)
Note: This equation applies and is only used when Q/AD°^ is greater than or equal to 4.0. (Per research
conducted by the National Bureau of Standards (NBS). Remember, inlet control is only considered when the
"Check for Inlet Control" option is set on in the Design Codes. Othenwise, inlet control is not evaluated.
Supercritical Profiles Previous Top Next
Hydraflow has the ability to compute supercritical flow profiles with hydraulic jumps automatically. When the
energy equation cannot balance, Hydraflow initially assumes critical depth and proceeds to the next upstream
line. When flnished with the subcritical profile, it reverses the calculation procedure for any lines with critical
depth assumed at their upstream ends, i,e, from upstream to downstream, and computes the supercritical
profile.
Hydraulic Jump
Hydraflow uses the Momentum Principle for determining depths and locations of hydraulic jumps. At each step
(one tenth ofthe line length) during supercritical flow calculafions, Hydraflow computes the momentum and
compares it to the momentum developed during the subcritical profile calculations. Ifthe two momentums equal,
it is established that a hydraulic jump must occur. There may be occasions when a hydraulic jump does not
exist or when it is submerged.
The condition which must be satisfied if a hydraulic jump is to occur is:
Ml =Mj
Momentum of the subcritical profile equals the momentum ofthe supercritical profile.
Where:
^ -
Where: Q = Flow rate
A = Cross-sectional area of flow
Y = Distance from the water surface to the centroid of A
The location of the jump is the point along the line when = Afj and is reported as the distance from the
downstream end ofthe line. The length of the jump however, is difl'icult to determine, especially in circular
sections. There have been many experimental investigations which have yielded results which are contradictory.
Many have generalized that the jump length is somewhere between 4 and 6 times the Sequent depth, Hydraflow
assumes 5.
Hydraulic Jump
K EO
i.,.>:i- ;t:i
Hydraflow Plan View
/
/
/
/ 3V
/ 37/'
3S,'-'
r 'i'i
5'J
31
29
21
•-48
f
Outfell 21^
M9
26
28,
30
32
34
MC11.
1,23
4
13
Project File: 0UTFALL1 ,stm
/ \15
14,/ ^^1E
No, Lines: 52 10-04-2011
Hydraflow Storm Sewers 2005
""H^^adTB! GfSbe Wie CSmPIftatfBRs Page 1
Line Size Q Downstream Len Upstream Checlc JL
coeff
(K)
Minor
loss
(ft) (in) (cfs)
Invert
elev
(ft)
HGL
elev
(ft)
Depth
(ft)
Area
(sqft)
Vel
(ft/s)
Vei
liead
(ft)
EGL
eiev
(ft)
Sf
(%) (ft)
Invert
eiev
(ft)
HGL
eiev
(ft)
Depth
(ft)
Area
(sqft)
Vel
(ft/s)
Vei
head
(ft)
EGL
eiev
(ft)
Sf
(%)
Ave
Sf
(%)
Enrgy
loss
(ft)
JL
coeff
(K)
Minor
loss
(ft)
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (19) (20) (21) (22) (23) (24)
1 48 56.22 179,24 181.46 2.22 7.16 7.85 0.96 182,42 0.434 11.9 179.30 181,54 2.24 7.23 7.77 0.94 182,48 0.423 0.428 0.051 0.31 0.29
2 48 56.22 179,30 182,23 2.93 9.86 5.70 0.51 182,73 0.195 12.4 179.37 182,23 2.86 9.61 5.85 0.53 182,76 0.207 0.201 0.025 0.32 0.17
3 48 56.22 179,37 182.45 3,08 10,38 5.42 0.46 182.90 0.174 13.7 179.43 182.46 3.03 10.20 5,51 0.47 182.93 0.180 0,177 0.024 1,00 0.47
4 48 53.23 179.46 183,00 3,54 11,77 4.52 0.32 183,32 0.123 80.6 179.86 183.04 3.18 10.73 4,96 0.38 183.43 0.145 0.134 0.108 1,00 0,38
5 24 14.19 179.86 183.49 2,00 3,14 4.52 0.32 183,81 0,394 88.5 180.30 183.84 2.00 3.14 4,52 0.32 184.16 0.394 0.394 0.349 1.00 0,32
6 24 13.29 180.30 184.20 2,00 3,14 4.23 0.28 184,48 0,345 103 180.82 184.55 2.00 3.14 4,23 0.28 184.83 0.345 0.345 0.354 0.25 0,07
7 24 13.29 180,82 184.62 2.00 3,14 4,23 0,28 184.90 0.345 9.5 180,86 184,65 2.00 3.14 4.23 0.28 184,93 0.345 0.345 0.033 0.46 0.13
8 24 13.29 180,86 184.78 2.00 3,14 4.23 0,28 185.06 0.345 9.2 180,91 184.81 2.00 3.14 4.23 0.28 185,09 0.345 0,345 0.032 0,43 0.12
9 24 13.29 180,91 184,93 2,00 3,14 4.23 0,28 185,21 0.345 8.1 180.95 184.96 2,00 3.14 4.23 0.28 185.24 0.345 0,345 0.028 0,44 0,12
10 24 13.29 180.95 185,08 2,00 3.14 4.23 0.28 185,36 0,345 9.7 181.00 185.12 2.00 3.14 4,23 0.28 185.40 0,345 0.345 0.033 0.26 0,07
11 24 13.29 181.00 185,19 2,00 3.14 4.23 0.28 185,47 0,345 23.0 181.11 185,27 2.00 3.14 4.23 0.28 185.55 0.345 0.345 0.079 0.99 0.28
12 24 12.92 181.11 185,56 2.00 3.14 4,11 0.26 185,82 0,326 87.3 181.55 185,85 2.00 3.14 4.11 0.26 186.11 0.326 0.326 0.285 0.90 0.24
13 24 10.00 181.55 186,19 2.00 3.14 3,18 0.16 186.34 0,196 236 182.73 186,65 2.00 3.14 3.18 0.16 186,81 0.195 0.196 0.461 0.15 0.02
14 12 2.92 182,73 186,67 1.00 0,79 3,72 0,21 186.89 0,673 91.8 184.61 187,29 1.00 0.79 3.72 0.21 187,50 0.672 0.672 0,617 1.00 0.21
15 12 2.92 184.61 187.50 1.00 0,79 3.72 0.21 187.72 0.673 30.5 184,92 187.71 1.00 0.79 3.72 0.21 187,92 0.672 0.672 0,205 0,15 0,03
16 12 2.92 184,92 187.74 1.00 0,79 3.72 0.21 187.96 0.673 15.0 185,07 187.84 1.00 0,79 3.72 0.21 188,06 0.672 0.672 0,101 0,15 0,03
17 12 2.92 185.07 187,87 1,00 0,79 3.72 0.21 188,09 0.673 30.0 185,37 188.08 1.00 0,79 3,72 0,21 188.29 0.672 0.672 0,202 0,15 0.03
18 12 2.92 185,37 188,11 1,00 0.79 3.72 0.21 188.32 0.673 20,0 185.57 188.24 1.00 0.79 3,72 0,21 188.46 0,672 0.672 0,134 1.00 0.21
19 12 2,27 185,61 188,54 1,00 0.79 2.89 0.13 188.67 0,406 39.1 186.00 188.70 1.00 0.79 2.89 0.13 188.83 0,406 0.406 0.159 1.00 0.13
20 12 2,20 183,04 183.61 0,57* 0.47 4.71 0.35 183.96 0,969 13.3 183.17 183.80 j 0.63** 0.52 4.21 0.28 184.08 0.725 0.847 0,113 0,75 0,21
21 36 45.80 179.86 183.43 3.00 7.07 6.48 0,65 184.08 0.472 77.8 180,25 183.79 3.00 7.07 6.48 0.65 184.45 0.472 0.472 0.367 0,15 0,10
ProjectFile: 0UTFALL1,stm Number of lines: 52 Run Date: 10-04-2011
Notes: * Normal depth assumed,; ** Critical depth.; j-Line contains hyd, jump.
Hydraflow Stomn Sewers 2005
H^fBaiflB! GfSle Wie WmpfftalTBfts Page 2
Line Size Q Downstream Len Upstream Check JL
coeff
(K)
Minor
loss
(ft) (in) (cfs)
Invert
eiev
(ft)
HGL
eiev
(ft)
Depth
(ft)
Area
(sqft)
Vel
(ft/s)
Vel
head
(ft)
EGL
elev
(ft)
Sf
(%) (ft)
Invert
elev
(ft)
HGL
elev
(ft)
Depth
(ft)
Area
(sqft)
Vei
(ft/s)
Vel
head
(ft)
EGL
elev
(ft)
Sf
(%)
Ave
Sf
(%)
Enrgy
loss
(ft)
JL
coeff
(K)
Minor
loss
(ft)
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (19) (20) (21) (22) (23) (24)
22 6 0.70 185.06 185.56 0.50* 0.20 3.57 0.20 185.76 1.559 5.6 185.12 185.62 0.50 0,20 3.57 0.20 185.82 1,509 1,534 0.086 0.99 0,20
23 6 0.41 185,02 185,76 0.50 0,20 2.09 0.07 185.82 0.535 53.0 185.55 186.02 0.47 0,19 2.15 0.07 186.09 0.462 0,499 0.264 1.00 0.07
24 12 2.20 183,17 184,16 0.99 0,78 2.80 0.12 184.28 0,354 30.8 183.48 184.22 0.74 0,62 3,55 0.20 184.41 0.480 0.417 0.128 0.70 0.14
25 36 45.80 180,25 183,89 3.00 7,07 6.48 0.65 184,55 0,472 10.4 180.30 183.94 3.00 7.07 6.48 0.65 184.59 0.472 0.472 0.049 1.00 0.65
26 12 2.20 183.48 184.43 0.95 0,77 2.86 0.13 184,55 0,330 149 184.98 185.61 j 0.63** 0.52 4.23 0.28 185.89 0.733 0,532 n/a 0.15 n/a
27 36 45.40 180,30 184.61 3.00 7,07 6.42 0.64 185,25 0,464 20.2 180.40 184.70 3.00 7.07 6.42 0.64 185.34 0.463 0,463 0.094 0.15 0.10
28 6 0.70 185.12 185.81 0.50 0.20 3.57 0.20 186,01 1,559 18.0 185.30 186.10 0.50 0.20 3.57 0.20 186.29 1.559 1,559 0.281 1.00 0.20
29 36 45.40 180.40 184.80 3.00 7.07 6.42 0.64 185,44 0,464 16.3 180.48 184.87 3,00 7.07 6.42 0,64 185.51 0.463 0,463 0.075 0.15 0.10
30 12 1.20 184.98 185.72 0,74 0.62 1.93 0.06 185,78 0,142 27.5 185.25 185.72 j 0,47** 0.36 3.33 0.17 185.89 0,574 0.358 0.098 0.15 0.03
31 36 45,40 180.48 184.97 3,00 7.07 6.42 0.64 185,61 0,464 25.8 180.61 185.09 3,00 7.07 6.42 0.64 185.73 0,463 0.463 0.119 0.15 0.10
32 12 1.20 185.25 185.88 0,63 0.52 2.30 0.08 185,96 0.218 20.0 185.45 185.92 j 0,47** 0.36 3.33 0.17 186.09 0,574 0.396 0.079 0.15 0.03
33 36 45.40 180.61 185.18 3.00 7.07 6.42 0.64 185,83 0.464 27.5 180.75 185.31 3,00 7.07 6.42 0.64 185.95 0,463 0.463 0.128 0.15 0.10
34 12 1.20 185.45 186.08 0.63 0.52 2.30 0.08 186.16 0.218 25.0 185.70 186.16j 0,46** 0.36 3.36 0.18 186.34 0,585 0.401 n/a 0.15 n/a
35 36 45.40 180.75 185.41 3.00 7.07 6.42 0.64 186.05 0.464 25.0 180.88 185.52 3,00 7.07 6.42 0.64 186.16 0,463 0.463 0.116 0.15 0.10
36 12 1.20 185.70 186.30 0.60 0.50 2.42 0.09 186.39 0.247 15.0 185.85 186.32 j 0.47** 0.36 3.33 0.17 186.49 0,574 0.411 0.062 0.15 0.03
37 36 45,40 180.88 185.62 3.00 7.07 6.42 0.64 186.26 0.464 25.1 181.00 185.74 3.00 7.07 6.42 0.64 186.38 0,463 0.463 0.116 0.15 0.10
38 9 1,20 185.85 186.40 0.55 0.35 3.45 0.18 186.59 0.665 20.0 186.05 186.55 0.50** 0.31 3.81 0.23 186.78 0.846 0.755 0.151 1.00 0.23
39 36 45.40 181.00 185.83 3.00 7.07 6.42 0.64 186.47 0.464 21.0 181.11 185.93 3.00 7.07 6.42 0.64 186.57 0.463 0.463 0.097 0.15 0.10
40 36 45.40 181.11 186.03 3.00 7.07 6.42 0.64 186.67 0.464 4.5 181.13 186.05 3,00 7.07 6.42 0.64 186.69 0.463 0.463 0.021 1,00 0.64
41 36 45.05 181.13 186.70 3.00 7.07 6.37 0.63 187.33 0.456 6,0 181.16 186.73 3,00 7.07 6.37 0.63 187,36 0.456 0.456 0.027 0,15 0.09
42 36 45.05 181.16 186.82 3.00 7.07 6.37 0.63 187.45 0.456 28.6 181.30 186.95 3,00 7.07 6.37 0.63 187,58 0.456 0.456 0.130 1,00 0.63
Project File: OUTFALL1 .stm Number of lines: 52 Run Date: 10-04-2011
Notes: * Normal depth assumed.; ** Critical depth.; j-Line contains hyd. jump.
Hydraflow Storm Sewers 2005
"""Hj^ailTtP GfSlle fIRe CSmlRllatRKs Page 3
Line
(1)
Size
(in)
(2)
(cfs)
(3)
Downstream
Invert
eiev
(ft)
(4)
HGL
elev
(ft)
(5)
Depth
(ft)
(6)
Area
(sqft)
(7)
Vei
(ft/s)
(8)
Vel
head
(ft)
(9)
EGL
elev
(ft)
(10)
Sf
(%)
(11)
Len
(ft)
(12)
Upstream
invert
elev
(ft)
(13)
HGL
eiev
(ft)
(14)
Depth
(ft)
(15)
Area
(sqft)
(16)
Vel
(ft/s)
(17)
Vei
head
(ft)
(18)
EGL
elev
(ft)
(19)
Sf
(%)
(20)
Checlc
Ave
Sf
(%)
(21)
Enrgy
loss
(ft)
(22)
JL
coeff
(K)
(23)
43
44
45
46
47
48
49
50
51
52
6
6
12
6
6
12
12
12
12
6
0.52
0.40
2,30
0.34
0.71
2.30
0,71
1,30
1,02
0,33
180,30
181,13
185.51
184.72
184.93
185.66
185.40
185.96
187.40
185.61
185.14
187.27
186.10
185.00
185.43
186.59
186.57
187.04
188,04
188,63
0,50
0,50
0,59*
0,28*
0.50*
0.93
1.00
1.00
0.64
0.50
0.20
0.20
0,48
0,11
0,20
0,76
0,79
0,79
0.53
0.20
2.65
2.04
4.75
2.99
3,62
3,02
0.90
1.66
1,91
1,68
0.11
0.06
0.35
0.14
0.20
0.14
0,01
0,04
0,06
0.04
185.25
187.33
186.45
185.14
185.63
186,73
186,58
187.09
188.10
188.67
0.860
0.509
0.965
1.000
1.604
0.361
0.040
0,133
0,148
0,346
8,4
11.2
15.4
48.0
47.2
29.7
22.5
144
157
56.6
186.09
190.54
185.66
185.20
185.40
185.96
185.63
187.40
190.00
186.24
186.46 j
190,86 j
186,31
185,50 j
186,19
186,62
186.58
187.88 j
190.43 j
188.82
0.37*'
0.32*'
0.65*'
0.30*'
0.50
0.66
0.95
0.48*'
0.43*'
0.50
0.15
0.13
0.54
0.12
0.20
0.55
0.77
0.38
0.32
0.20
3.37
3.00
4.29
2.79
3.62
4.20
0.92
3.45
3.17
1.68
0.18
0.14
0.29
0.12
0.20
0.27
0.01
0.19
0.16
0.04
186.63
191.00
186.59
185.62
186,39
186,89
186,59
188,07
190.59
188.87
1.094
0.920
0,743
0,837
1,603
0,706
0.034
0.598
0.564
0.346
0.977
0,714
0,854
0,918
1,604
0,533
0.037
0.365
0.356
0.346
n/a
n/a
0.131
0.441
0.757
0.158
0.008
n/a
n/a
0.196
1.00
1.00
0.47
1.00
1.00
0.71
1,00
0,42
1,00
1.00
Project File: OUTFALL1 .stm Number of lines: 52 Run Date: 10-04-2011
Notes: * Normal depth assumed.; ** Critical depth.; j-Line contains hyd. jump.
Hydraflow Storm Sewers 2005
storm Sewer Summary Report Page 1
Line
No.
Line ID Fiow
rate
(cfs)
Line
size
(in)
Line
length
(ft)
invert
EL Dn
(ft)
invert
EL Up
(ft)
Line
slope
(%)
HGL
down
(ft)
HGL
up
(ft)
Minor
loss
(ft)
HGL
Junct
(ft)
Dns
line
No.
1 56,22 48 C 11.9 179.24 179.30 0.506 181.46 181.54 0.29 181.83 End
2 56,22 48 c 12,4 179.30 179.37 0.563 182.23 182.23 0,17 182.40 1
3 56,22 48 c 13.7 179.37 179.43 0.440 182.45 182.46 0,47 182.93 2
4 53.23 48 c 80.6 179.46 179,86 0.497 183.00 183.04 0,38 183.43 3
5 14.19 24 c 88.5 179.86 180,30 0,497 183.49* 183.84* 0,32 184.16 4
6 13.29 24 c 102,6 180.30 180,82 0,507 184,20* 184,55* 0,07 184.62 5
7 13.29 24 c 9.5 180.82 180,86 0,422 184.62* 184,65* 0.13 184.78 6
8 13.29 24 c 9.2 180,86 180.91 0.546 184.78* 184,81* 0.12 184.93 7
9 13.29 24 c 8.1 180.91 180.95 0.495 184.93* 184,96* 0,12 185.08 8
10 13.29 24 c 9.7 180.95 181.00 0.516 185.08* 185,12* 0.07 185.19 9
11 13.29 24 c 23.0 181.00 181.11 0.478 185.19* 185,27* 0.28 185,55 10
12 12.92 24 c 87.3 181.11 181.55 0.504 185.56* 185.85* 0.24 186,08 11
13 10.00 24 c 235.7 181.55 182.73 0.501 186.19* 186.65* 0.02 186,67 12
14 2.92 12 c 91.8 182.73 184.61 2.049 186.67* 187.29* 0.21 187,50 13
15 2.92 12 c 30.5 184.61 184.92 1.017 187.50* 187.71* 0.03 187,74 14
16 2.92 12 c 15.0 184,92 185.07 1.000 187,74* 187,84* 0.03 187,87 15
17 2.92 12 c 30.0 185,07 185.37 1.000 187,87* 188,08* 0.03 188.11 16
18 2.92 12 c 20.0 185,37 185.57 1.000 188.11* 188,24* 0.21 188.46 17
19 2.27 12 c 39.1 185,61 186.00 0.997 188.54* 188,70* 0.13 188.83 18
20 2.20 12 c 13,3 183,04 183.17 0.977 183.61 183,80 n/a 184.01 j 3
21 45.80 36 c 77.8 179,86 180.25 0.501 183.43* 183.79* 0.10 183.89 4
22 0.70 6 c 5.6 185,06 185,12 1,069 185.56 185.62 0.20 185.81 5
23 0,41 6 c 53.0 185.02 185,55 1,000 185.76 186.02 0.07 186.09 11
24 2.20 12 c 30.8 183.17 183,48 1,008 184.16 184.22 0.14 184.35 20
25 45,80 36 c 10.4 180.25 180,30 0,482 183.89* 183,94* 0.65 184,59 21
26 2.20 12 c 149.4 183.48 184.98 1.004 184.43 185.61 n/a 185.61 j 24
27 45.40 36 c 20.2 180.30 180,40 0.495 184,61* 184.70* 0.10 184.80 25
28 0.70 6 c 18,0 185.12 185,30 1.000 185.81* 186.10* 0.20 186.29 22
29 45.40 36 c 16,3 180.40 180,48 0.492 184.80* 184.87* 0.10 184.97 27
30 1.20 12 c 27.5 184.98 185.25 0.983 185.72 185.72 n/a 185.74 j 26
31 45.40 36 c 25,8 180.48 180.61 0.504 184.97* 185.09* 0.10 185.18 29
32 1.20 12 c 20,0 185.25 185.45 1.000 185.88 185.92 n/a 185.94 j 30
ProjectFile: OUTFALLI.stm Number of lines: 52 Run Date: 10-04-2011
NOTES: c = cir; e = ellip; b = box; Return period = 100 Yrs. ; *Surcharged (HGL above crown). ; j - Line contains hyd. jump.
Hydraflow Storm Sewers 2005
storm Sewer Summary Report Page 2
Line
No.
Line ID Flow
rate
(cfs)
Line
size
(in)
Line
length
(ft)
Invert
EL Dn
(ft)
Invert
EL Up
(ft)
Line
slope
(%)
HGL
down
(ft)
HGL
up
(ft)
Minor
loss
(ft)
HGL
Junct
(ft)
Dns
iine
No.
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
51
52
45.40
1.20
45,40
1,20
45,40
1,20
45,40
45,40
45,05
45,05
0,52
0.40
2.30
0.34
0.71
2.30
0.71
1.30
1.02
0.33
36 c
12 c
36 c
12 c
36 c
9 c
36 c
36 c
36 c
36 c
6 c
6 C
12 c
6 c
6 c
12 c
12 c
12 c
12 c
6 c
27.5
25.0
25.0
15,0
25,1
20,0
21,0
4,5
6.0
28,6
8,4
11,2
15,4
48,0
47.2
29.7
22.5
143.9
157.2
56,6
180,61
185,45
180.75
185.70
180.88
185.85
181.00
181.11
181.13
181.16
180.30
181.13
185.51
184.72
184.93
185.66
185.40
185.96
187.40
185.61
180.75
185.70
180.88
185.85
181.00
186,05
181,11
181,13
181,16
181,30
186,09
190,54
185,66
185,20
185,40
185,96
185,63
187,40
190,00
186,24
0,509
1.000
0.520
1.000
0.479
1.000
0.525
0,442
0,500
0,490
69,093
83,868
0,975
1,000
0,996
1,011
1,022
1,001
1,654
1,113
185,18*
186.08
185.41*
186.30
185.62*
186.40
185.83*
186.03*
186,70*
186.82*
185.14
187.27
186.10
185.00
185.43*
186.59
186.57
187.04
188,04
188,63*
185,31*
186,16
185,52*
186.32
185.74*
186.55
185.93*
186.05*
186.73*
186.95*
186.46
190.86
186.31
185.50
186.19*
186.62
186,58
187.88
190.43
188.82*
0.10
n/a
0.10
n/a
0,10
0,23
0,10
0,64
0,09
0,63
n/a
n/a
0,13
n/a
0.20
0.19
0,01
n/a
n/a
0,04
185,41
186,16j
185.62
186.34 j
185.83
186.78
186.03
186.69
186,82
187,58
186,46 j
190,86 j
186,44
185,62 j
186,39
186,81
186,59
187,88 j
190,43 j
188,87
31
32
33
34
35
36
37
39
40
41
25
40
3
5
4
45
47
48
50
18
Project File: 0UTFALL1 ,stm Number of lines: 52 Run Date: 10-04-2011
NOTES: c = cir; e = ellip; b = box; Return period = 100 Yrs, ; *Surcharged (HGL above crown). ; j - Line contains hyd. jump.
Hydraflow Storm Sewers 2005
SiBfm'SSwSn n^/fHtofy^^^PBrt Page
Line
No.
Alignment Flow Data Physical Data Line ID Line
No.
Dnstr
iine
No.
Line
length
(ft)
Defl
angle
(deg)
June
type
Known
Q
(cfs)
Drng
area
(ac)
Runoff
coeff
(C)
Inlet
time
(min)
invert
El Dn
(ft)
Line
slope
(%)
Invert
El Up
(ft)
Line
size
(in)
Line
type
N
vaiue
(n)
J-loss
coeff
(K)
inlet/
Rim El
(ft)
1 End 11.9 -37.6 None 56.22 0.00 0.00 0.0 179.24 0.51 179.30 48 Cir 0,013 0.31 182.00
2 1 12.4 15.3 None 56.22 0.00 0.00 0.0 179.30 0.56 179.37 48 Cir 0,013 0.32 187.00
3 2 13.7 15,7 MH 56.22 0.00 0.00 0.0 179.37 0.44 179.43 48 Cir 0,013 1.00 189.40
4 3 80.6 3,9 MH 53.23 0.00 0.00 0.0 179.46 0.50 179.86 48 Cir 0.013 1.00 189.73
5 4 88.5 100,0 MH 14.19 0.00 0.00 0.0 179.86 0.50 180.30 24 Cir 0.013 1.00 189.40
6 5 102.6 -0,6 None 13.29 0.00 0.00 0.0 180.30 0.51 180.82 24 Cir 0.013 0,25 190.28
7 6 9.5 -12,2 None 13.29 0.00 0.00 0.0 180,82 0.42 180.86 24 Cir 0.013 0,46 190.30
8 7 9.2 -23.9 None 13.29 0.00 0,00 0.0 180,86 0.55 180.91 24 Cir 0.013 0,43 190.30
9 8 8.1 -22.1 None 13.29 0.00 0,00 0.0 180,91 0.49 180.95 24 Cir 0.013 0,44 190.31
10 9 9,7 -22.8 None 13.29 0.00 0,00 0.0 180,95 0.52 181.00 24 Cir 0.013 0.26 190.32
11 10 23,0 -12.4 MH 13.29 0.00 0.00 0.0 181.00 0.48 181.11 24 Cir 0.013 0.99 189.95
12 11 87,3 21.0 MH 12.92 0,00 0.00 0.0 181.11 0.50 181.55 24 Cir 0.013 0.90 190.80
13 12 235.7 -61.5 MH 10.00 0,00 0.00 0.0 181.55 0.50 182.73 24 Cir 0.013 0.15 190.30
14 13 91.8 -5.1 MH 2.92 0,00 0.00 0.0 182.73 2.05 184.61 12 Cir 0.013 1.00 191.20
15 14 30.5 91.8 None 2.92 0.00 0.00 0.0 184.61 1.02 184,92 12 Cir 0.013 0.15 191.19
16 15 15.0 3.3 None 2.92 0.00 0.00 0.0 184.92 1.00 185,07 12 Cir 0.013 0.15 191,18
17 16 30.0 4.2 None 2.92 0.00 0.00 0.0 185.07 1.00 185,37 12 Cir 0.013 0.15 191,15
18 17 20.0 4.7 MH 2.92 0.00 0,00 0.0 185.37 1.00 185.57 12 Cir 0.013 1.00 190,80
19 18 39.1 -92.1 Curb 2.27 0.00 0.00 0.0 185.61 1.00 186.00 12 Cir 0.013 1.00 190,87
20 3 13.3 93.7 MH 2.20 0.00 0.00 0.0 183.04 0.98 183.17 12 Cir 0.013 0.75 189.00
21 4 77.8 -79.7 None 45.80 0.00 0.00 0.0 179.86 0.50 180,25 36 Cir 0.013 0.15 190.18
ProjectFile: OUTFALLI.stm Number of lines: 52 Date: 10-04-2011
Hydraflow Storm Sewers 2005
s!!BI'm'?lbwiHn>IWlto1^R4PBrt' Page
Line
No.
Alignment Flow Data Physical Data Line ID Line
No.
Dnstr
iine
No.
Line
length
(ft)
Defl
angle
(deg)
June
type
Known
Q
(cfs)
Drng
area
(ac)
Runoff
coeff
(C)
Inlet
time
(min)
Invert
Ei Dn
(ft)
Line
slope
(%)
invert
Ei Up
(ft)
Line
size
(in)
Line
type
N
value
(n)
J-loss
coeff
(K)
Inlet/
Rim Ei
(ft)
22 5 5.6 79.8 MH 0.70 0.00 0.00 0.0 185.06 1.07 185.12 6 Cir 0.013 0.99 189.50
23 11 53.0 79.0 MH 0.41 0.00 0.00 0.0 185.02 1.00 185.55 6 Cir 0.013 1.00 189.55
24 20 30.8 45.4 MH 2.20 0.00 0.00 0.0 183,17 1,01 183.48 12 Cir 0.013 0,70 189.00
25 21 10.4 1.8 MH 45.80 0.00 0.00 0.0 180,25 0,48 180.30 36 Cir 0.013 1,00 190,20
26 24 149.4 -40.8 MH 2.20 0.00 0.00 0.0 183,48 1,00 184.98 12 Cir 0.013 0.15 189,00
27 25 20.2 1.7 None 45.40 0.00 0.00 0.0 180.30 0,50 180,40 36 Cir 0.013 0.15 190,40
28 22 18.0 -79.7 MH 0.70 0.00 0.00 0,0 185.12 1,00 185.30 6 Cir 0.013 1.00 189,42
29 27 16.3 3,9 None 45.40 0.00 0.00 0,0 180.40 0.49 180.48 36 Cir 0.013 0.15 190.50
30 26 27.5 4.1 None 1.20 0.00 0.00 0,0 184.98 0.98 185.25 12 Cir 0.013 0.15 189.00
31 29 25.8 4.1 None 45.40 0.00 0.00 0.0 180.48 0.50 180.61 36 Cir 0,013 0.15 191.70
32 30 20.0 -2.3 None 1.20 0.00 0.00 0.0 185,25 1,00 185.45 12 Cir 0,013 0.15 189,00
33 31 27.5 5,2 None 45.40 0.00 0.00 0.0 180,61 0,51 180.75 36 Cir 0.013 0.15 191,80
34 32 25.0 -2.2 None 1.20 0.00 0.00 0.0 185.45 1,00 185.70 12 Cir 0.013 0.15 189,00
35 33 25.0 5.1 None 45.40 0.00 0.00 0.0 180.75 0,52 180,88 36 Cir 0.013 0.15 191,80
36 34 15.0 -2.0 None 1,20 0.00 0.00 0.0 185.70 1,00 185,85 12 Cir 0.013 0.15 189.00
37 35 25.1 4.9 None 45,40 0.00 0.00 0.0 180.88 0.48 181,00 36 Cir 0.013 0.15 192.70
38 36 20.0 -1.7 MH 1,20 0.00 0.00 0,0 185.85 1.00 186.05 9 Cir 0.013 1.00 189.00
39 37 21.0 4.5 None 45,40 0.00 0.00 0.0 181.00 0.52 181.11 36 Cir 0.013 0.15 194.30
40 39 4.5 3.1 MH 45.40 0.00 0.00 0.0 181.11 0.44 181.13 36 Cir 0.013 1.00 194.40
41 40 6.0 0.0 None 45.05 0.00 0.00 0.0 181.13 0,50 181.16 36 Cir 0.013 0.15 195.30
42 41 28.6 1.1 MH 45.05 0.00 0.00 0.0 181.16 0,49 181.30 36 Cir 0.013 1.00 196,20
ProjectFile: OUTFALLI.stm Number of lines: 52 Date: 10-04-2011
Hydraflow Storm Sewers 2C05
SlIBI'm'^wBH n JWto^R^PRrt'
Line
No.
43
44
45
46
47
48
49
50
51
52
Alignment
Dnstr
line
No.
25
40
3
5
4
45
47
48
50
18
Line
length
(ft)
8,4
11,2
15,4
48,0
47.2
29.7
22.5
143.9
157.2
56.6
Defl
angle
(deg)
-89.8
-90.2
-86.2
-88.5
15.1
-24.7
-95.1
41.3
21.6
4.0
June
type
MH
MH
MH
MH
MH
MH
MH
MH
MH
MH
Known
Q
(cfs)
0.52
0.40
2.30
0,34
0.71
2.30
0.71
1,30
1.02
0,33
Flow Data
Drng
area
(ac)
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
ProjectFile: OUTFALLI.stm
Runoff
coeff
(C)
0.00
0.00
0.00
0.00
0,00
0.00
0,00
0,00
0,00
0,00
Inlet
time
(min)
0,0
0,0
0,0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Physical Data
Invert
El Dn
(ft)
180.30
181.13
185.51
184.72
184.93
185.66
185.40
185.96
187.40
185.61
Line
slope
(%)
69.09
83.87
0.97
1.00
1.00
1.01
1.02
1.00
1.65
1.11
Invert
El Up
(ft)
186.09
190.54
185.66
185.20
185.40
185.96
185.63
187.40
190.00
186.24
Line
size
(in)
6
6
12
6
6
12
12
12
12
6
Line
type
Cir
Cir
Cir
Cir
Cir
Cir
Cir
Cir
Cir
Cir
N
value
(n)
0.013
0.013
0.013
0.013
0.013
0.013
0,013
0,013
0,013
0.013
Number of lines: 52
J-loss
coeff
(K)
1.00
1.00
0.47
1.00
1.00
0.71
1.00
0.42
1.00
1,00
inlet/
Rim El
(ft)
190,10
195.50
189.00
189.20
189.50
189.00
189.65
189.00
192.80
190.00
Page 3
Line ID
Date: 10-04-2011
Hydraflow Storm Sewers 2005
Hl^HralWw HCL CBmPtllatlW PWfceflHVe Page 1
General Procedure: Hydraflow computes the HGL using the Bernoulli energy equation. Manning's equation is used to determine energy losses due to pipe friction.
In a standard step, iterative procedure, Hydraflow assumes upstream HGLs until the energy equation balances. Ifthe energy equation
cannot balance, supercritical flow exists and critical depth is temporarily assumed at the upstream end, A supercritical flow Profile
is then computed using the same procedure in a downstream direction using momentum principles.
Col 1
Col. 2
Col. 3
Col. 4
Col. 5
Col. 6
Col. 7
Col. 8
Col. 9 ^
Col, 10
Col, 11
Col, 12
Col. 13
Col. 14
Col. 15
Col. 16
Col. 17
Col. 18
Col. 19
Col, 20
Col, 21
Col. 22
Col. 23
Col. 24
AHACHMENT G
STORM DRAIN SYSTEM
LINE B -OUTFALL 2
Hydraflow Plan View
/ V
/
/
2'/
1* V
Oitfall \ 22
\
ljE^7l33ill
Project File: 0UTFALL2,stm No, Lines: 54 10-04-2011
Hydraflow Storm Sewers 2005
H^yffaiffl! GfRleCTieTSmPBltallBfis Page 1
Line Size Q Downstream Len Upstream Check JL
coeff
(K)
Minor
loss
(ft) (in) (cfs)
Invert
elev
(ft)
HGL
elev
(ft)
Depth
(ft)
Area
(sqft)
Vel
(ft/s)
Vel
head
(ft)
EGL
elev
(ft)
Sf
(%) (ft)
Invert
elev
(ft)
HGL
elev
(ft)
Depth
(ft)
Area
(sqft)
Vei
(ft/s)
Vel
head
(ft)
EGL
elev
(ft)
Sf
(%)
Ave
Sf
(%)
Enrgy
loss
(ft)
JL
coeff
(K)
Minor
loss
(ft)
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (19) (20) (21) (22) (23) (24)
1 24 10,00 176.36 178.20 1,84 3.02 3.31 0,17 178.37 0.170 5.6 176.47 178.19 1.72 2.88 3.48 0,19 178,38 0.181 0.175 0,010 0.16 0.03
2 24 10,00 176.47 178.22 1.75 2.92 3,43 0,18 178.40 0.177 5.8 176.59 178.20 1.61 2.72 3.68 0,21 178,41 0.201 0.189 0,011 0.16 0.03
3 24 10,00 176,59 178.24 1.65 2.77 3.61 0.20 178.44 0.194 6.3 176.72 178.20 1.48 2.50 4.00 0,25 178.45 0.241 0,217 0,014 0.21 0.05
4 24 10.00 176.72 178,26 1.54 2.59 3.86 0.23 178.49 0.223 9.6 176.91 178.14 1.23 2.02 4.94 0,38 178.52 0.404 0,313 0,030 1.00 0.38
5 24 7,30 176,95 178,81 1.86 3.05 2.39 0.09 178.90 0.090 99.2 181.95 182.91 j 0.96** 1.48 4.92 0.38 183.28 0.485 0.287 n/a 1,00 n/a
6 18 6,80 181.95 183.05 1.10 1.39 4.88 0.37 183.42 0,529 5.4 181.98 183.08 1.10 1.39 4.90 0.37 183.45 0,534 0.531 0,029 0,15 0,06
7 18 6,80 181.98 183.28 1,30 1.63 4.18 0.27 183,55 0,385 18.5 182.07 183.34 1.27 1.60 4.26 0.28 183.62 0,397 0.391 0.072 0.15 0,04
8 18 6.80 182.07 183.38 1,31 1.64 4,14 0.27 183,65 0.379 16.6 182.16 183.43 1.27 1,60 4.25 0.28 183.71 0,395 0.387 0.064 0.15 0.04
9 18 6.80 182,16 183.48 1.32 1.64 4.14 0.27 183,74 0.379 20.3 182.26 183.54 1,28 1,61 4.23 0.28 183.82 0,392 0.385 0,078 0.18 0.05
10 18 6,80 182.26 183,59 1.33 1.66 4,10 0.26 183.85 0.374 24.7 182.38 183.67 1,29 1.62 4.20 0.27 183.95 0,387 0.381 0,094 0,15 0.04
11 18 6.80 182.38 183,76 1.38 1.70 4,00 0,25 184.01 0.364 80.1 182.78 184.02 1.24 1.57 4.34 0.29 184.32 0.411 0.388 0.310 0.71 0.21
12 18 6.40 182,78 184.31 1.50 1.77 3.62 0,20 184.51 0.372 8.5 182.82 184.32 1.50 1.77 3.62 0.20 184.52 0.371 0.371 0.032 1.00 0.20
13 18 5.66 182.82 184,57 1.50 1.77 3.20 0.16 184.73 0.291 77.5 183.21 184.79 1.50 1.77 3.20 0.16 184.95 0.291 0.291 0,225 0,20 0.03
14 18 5,66 183.21 184.83 1.50 1,77 3.20 0.16 184.99 0.291 15.0 183.29 184.87 1.50 1.77 3.20 0,16 185.03 0.291 0,291 0.044 0,15 0.02
15 18 5,66 183.29 184.89 1.50 1.77 3.20 0.16 185.05 0.291 15,0 183.36 184.94 1.50 1.77 3.20 0,16 185.10 0.291 0,291 0.044 0,15 0,02
16 18 5.66 183.36 184.96 1.50 1.77 3.20 0.16 185.12 0.291 14.7 183.44 185.00 1.50 1.77 3.20 0.16 185.16 0.291 0.291 0.043 1.00 0,16
17 18 5,66 183.44 185.16 1.50 1.77 3.20 0.16 185.32 0.291 10.3 183.49 185.19 1.50 1.77 3.20 0.16 185.35 0.291 0,291 0.030 0.15 0.02
18 18 5,66 183.49 185.22 1.50 1.77 3.20 0.16 185.38 0.291 10,8 183.54 185.25 1.50 1.77 3.20 0.16 185.41 0.291 0,291 0.031 1.00 0.16
19 6 0.89 182.82 184.52 0.50 0.19 4.53 0.32 184.84 2.520 33,3 186,36 186,82 j 0.46** 0.19 4.71 0.34 187.16 2.186 2.353 n/a 1.00 0.34
20 6 0.60 185.57 186.03 0.46* 0.19 3,17 0.16 186,19 0.992 38,3 185,95 186,45 0.50 0.20 3.06 0.15 186.60 1,138 1.065 0.408 0.28 0.04
21 6 0.60 185.95 186.49 0.50 0.20 3,06 0.15 186,64 1.145 34,1 185.61 186.88 0.50 0.20 3.06 0,15 187.03 1,145 1.145 0.391 1.00 0,15
Project File: OUTFALL2.stm Number of lines: 54 Run Date: 10-04-2011
Notes: * Normal depth assumed.; ** Critical depth,; j-Line contains hyd. jump.
Hydraflow Storm Sewers 2005
H^SlaiffR dfcRleWieTOmPfftafflHis Page 2
Line Size Q Downstream Len Upstream Check JL
coeff
(K)
Minor
loss
(ft) (in) (cfs)
invert
elev
(ft)
HGL
eiev
(ft)
Depth
(ft)
Area
(sqft)
Vel
(ft/s)
Vel
head
(ft)
EGL
elev
(ft)
Sf
(%) (ft)
Invert
elev
(ft)
HGL
elev
(ft)
Depth
(ft)
Area
(sqft)
Vei
(ft/s)
Vel
head
(ft)
EGL
elev
(ft)
Sf
(%)
Ave
Sf
(%)
Enrgy
loss
(ft)
JL
coeff
(K)
Minor
loss
(ft)
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (19) (20) (21) (22) (23) (24)
22 12 3.63 180,96 181.80 0.84* 0.70 5.16 0.41 182.21 0.999 92.8 181.89 182.73 0,84 0.70 5.17 0,42 183.14 1.003 1.001 0.929 0.32 0.13
23 12 3.63 181,89 182,94 1.00 0.79 4.62 0.33 183.28 1,039 92,8 182.82 183,91 1.00 0.79 4.62 0,33 184.24 1.039 1.039 0.965 0.15 0.05
24 12 2.25 182,82 184.16 1.00 0.79 2,87 0,13 184,29 0,399 83,6 183,65 184.46 0.81 0,68 3.31 0,17 184.63 0,409 0.404 0.338 0.15 0,03
25 12 2.25 183.65 184.53 0.88 0.73 3.08 0,15 184.67 0,361 12,7 183.78 184.53 0.75 0,63 3.56 0.20 184.73 0.479 0,420 0.053 0.15 0.03
26 12 2.25 183.78 184.63 0.85 0,71 3.16 0,16 184.79 0,376 12,7 183,91 184.63 0.72 0,60 3.74 0.22 184.84 0.538 0.457 0.058 0.15 0.03
27 12 2.25 183.91 184,75 0.84 0,70 3.20 0,16 184.91 0.384 68,0 184.59 185.23 j 0.64** 0,53 4.27 0.28 185.51 0,742 0.563 n/a 0,75 n/a
28 12 2.25 184,59 185.38 0.79 0.67 3,37 0,18 185.56 0.426 18.3 184.77 185.41 j 0.64** 0.53 4,25 0.28 185.69 0,734 0.580 0,106 0,75 0.21
29 12 2.25 184.77 185.63 0.86 0.72 3,14 0,15 185.78 0.370 22.1 184.99 185.63 0,64** 0.53 4,25 0,28 185.91 0,734 0.552 0,122 0,70 0,20
30 12 2.25 184,99 185,98 0.99 0.78 2,87 0.13 186.11 0,365 88.8 185,88 186.52 j 0,64** 0.53 4,27 0,28 186.80 0.742 0.554 n/a 0.25 n/a
31 12 1.14 185.88 186,77 0.89 0,74 1,55 0,04 186,80 0,091 69.6 186.58 187.03 j 0.45** 0.35 3,30 0.17 187.20 0.578 0.335 n/a 1.00 n/a
32 18 5.12 183,54 185,44 1.50 1,77 2,90 0.13 185.57 0,238 13.2 183.61 185,47 1.50 1.77 2,90 0.13 185,60 0.238 0.238 0.031 1.00 0,13
33 18 4.47 183.61 185,63 1.50 1,77 2.53 0.10 185.73 0.181 16.0 183.69 185,66 1.50 1.77 2.53 0.10 185.76 0.181 0.181 0.029 0,15 0,01
34 18 4.47 183.69 185,67 1.50 1.77 2,53 0.10 185.77 0.181 15.0 183.76 185,70 1.50 1,77 2.53 0.10 185.80 0,181 0.181 0.027 0.15 0,01
35 18 4.47 183.76 185,72 1.50 1.77 2.53 0.10 185.82 0,181 15.0 183,84 185,74 1,50 1,77 2.53 0.10 185.84 0,181 0,181 0.027 0.15 0,01
36 18 4.47 183.84 185,76 1.50 1.77 2.53 0.10 185.86 0,181 16.1 183.92 185,79 1.50 1,77 2.53 0.10 185.89 0,181 0.181 0,029 1,00 0.10
37 18 3.21 183.92 185,93 1.50 1.77 1,82 0.05 185.99 0.093 8.9 183.96 185,94 1.50 1,77 1.82 0.05 185.99 0.093 0.093 0,008 0,15 0,01
38 18 3.21 183.96 185,95 1.50 1.77 1.82 0.05 186.00 0.093 10.0 184.01 185,96 1,50 1,77 1.82 0.05 186.01 0.093 0.093 0.009 0.15 0,01
39 18 3.21 184.01 185,97 1.50 1.77 1,82 0.05 186.02 0.093 10.0 184.06 185.98 1.50 1,77 1.82 0,05 186.03 0.093 0.093 0,009 0.15 0.01
40 18 3.21 184,06 185,98 1,50 1.77 1,82 0.05 186,04 0.093 15.0 184.14 186,00 1.50 1.77 1.82 0.05 186.05 0.093 0.093 0,014 0.15 0.01
41 18 3.21 184,14 186.01 1,50 1.77 1.82 0.05 186.06 0.093 10.0 184.19 186,02 1.50 1.77 1.82 0.05 186.07 0.093 0.093 0.009 0.15 0.01
42 18 3.21 184.19 186.02 1.50 1.77 1.82 0.05 186.07 0,093 43.2 184.40 186,06 1.50 1.77 1,82 0.05 186.12 0.093 0.093 0.040 0.35 0,02
Project File: 0UTFALL2.stm Number of lines: 54 Run Date: 1 0-04-201 1
Notes: * Normal depth assumed.; ** Critical depth.; j-Line contains hyd. jump.
Hydraflow Storm Sewers 2005
HfBtaJtK dfShe tJtie C8m|ffllatf8Ks Page 3
Line
(1)
43
44
45
46
47
48
49
50
51
52
53
54
Size
(in)
(2)
(cfs)
(3)
18
18
18
6
12
6
6
6
6
6
18
6
3,21
3,21
2,51
0.78
1.36
0,33
0.70
0.66
0.78
0.53
0.80
0.34
Downstream
Invert
elev
(ft)
(4)
184.40
185.06
185,14
183.61
183.92
185.06
185,14
185.43
185.90
182.78
183.54
183.44
HGL
elev
(ft)
(5)
186.08
186.22
186.30
185.60
185.94
186.26
186.30
186.38
186.82
184.41
185.56
185.28
Depth
(ft)
(6)
1.50
1,16
1.16
0.50
1,00
0,50
0,50
0,50
0,50
0.50
1.50
0,50
Area
(sqft)
(7)
1,77
1.46
1,47
0,20
0,79
0,20
0.20
0.20
0,20
0,20
1,77
0,20
Vel
(ft/s)
(8)
1.82
2.19
1.71
3.97
1.73
1.68
3.57
3.36
3.97
2.70
0.45
1.73
Vel
head
(ft)
(9)
0.05
0,07
0,05
0.25
0,05
0.04
0.20
0.18
0.25
0.11
0.00
0.05
EGL
elev
(ft)
(10)
186.13
186,29
186,35
185,84
185,99
186.31
186.50
186,56
187.06
184.52
185.57
185.32
Sf
(%)
(11)
0.093
0.105
0,064
1,936
0.146
0,346
1.559
1.386
1.936
0.894
0.006
0,368
Len
(ft)
(12)
Upstream
77.0
9.1
33,3
50,5
7,6
43,1
37.6
37.0
38,7
10,2
16,4
6,5
Invert
elev
(ft)
(13)
185.06
185.14
185.43
185.90
185.78
186.30
192.90
186.51
186.29
186,40
183,87
183.46
HGL
elev
(ft)
(14)
186.13
186.22
186.30
186.58
186,27
186,59 j
193.32 j
186.92 j
187.56
186,77 j
185,56
185.30
Depth
(ft)
(15)
1.07
1.08
0.87
0.50
0.49*'
0.29*'
0.42*'
0.41*'
0.50
0.37*'
1,50
0,50
Area
(sqft)
(16)
1,35
1.36
1.06
0.20
0,39
0.12
0.18
0,17
0,20
0.16
1.77
0.20
Vel
(ft/s)
(17)
2.38
2.36
2.38
3,97
3.51
2.77
3.94
3.81
3,97
3,40
0,45
1.73
Vel
head
(ft)
(18)
0.09
0.09
0.09
0.25
0.19
0.12
0.24
0.23
0.25
0.18
0.00
0.05
EGL
elev
(ft)
(19)
186.22
186.30
186.38
186.82
186.47
186.71
193,57
187,15
187,81
186.95
185.57
185.35
Sf
(%)
(20)
0.127
0.125
0.143
1.935
0.605
0.836
1.468
1.369
1.935
1.111
0.006
0.368
Check
Ave
Sf
(%)
(21)
0.110
0.115
0,103
1,935
0.376
0.591
1,514
1,377
1.935
1.002
0.006
0.368
Enrgy
loss
(ft)
(22)
0,085
0,010
0,034
0,976
n/a
n/a
n/a
n/a
0,749
n/a
0.001
0.024
JL
coeff
(K)
(23)
1,00
1.00
1,00
0.98
1.00
1.00
1,00
1,00
1.00
1.00
1.00
1.00
Project File: 0UTFALL2.stm Number of lines: 54 Run Date: 10-04-2011
Notes: * Normal depth assumed.; ** Critical depth.; j-Line contains hyd. jump.
Hydraflow Storm Sewers 2005
storm Sewer Summary Report Page 1
Line
No.
Line ID Fiow
rate
(cfs)
Line
size
(in)
Line
length
(ft)
Invert
EL On
(ft)
Invert
EL Up
(ft)
Line
slope
(%)
HGL
down
(ft)
HGL
up
(ft)
Minor
loss
(ft)
HGL
Junct
(ft)
Dns
line
No.
1 10,00 24 c 5,6 176,36 176,47 1,971 178.20 178,19 0.03 178.22 End
2 10,00 24 c 5,8 176,47 176,59 2.055 178.22 178,20 0.03 178.24 1
3 10,00 24 c 6,3 176,59 176,72 2.070 178.24 178,20 0.05 178.26 2
4 10,00 24 C 9,6 176,72 176,91 1.975 178.26 178,14 0.38 178.52 3
5 7,30 24 c 99,2 176,95 181.95 5.040 178.81 182.91 n/a 182,91 j 4
6 6,80 18 c 5,4 181,95 181,98 0.553 183,05 183.08 0.06 183,13 5
7 6,80 18 c 18,5 181,98 182,07 0,487 183,28 183,34 0,04 183,38 6
8 6,80 18 c 16,6 182,07 182,16 0,543 183,38 183,43 0.04 183,48 7
9 6,80 18 c 20,3 182,16 182,26 0,493 183,48 183.54 0.05 183,59 8
10 6,80 18 c 24.7 182,26 182,38 0.486 183,59 183.67 0.04 183,71 9
11 6,80 18 c 80.1 182,38 182,78 0,500 183,76 184.02 0.21 184,23 10
12 6,40 18 c 8,5 182,78 182,82 0.469 184,31 184.32 0.20 184,52 11
13 5,66 18 c 77,5 182.82 183,21 0,503 184.57* 184.79* 0.03 184,83 12
14 5,66 18 c 15,0 183.21 183,29 0.534 184.83* 184.87* 0.02 184,89 13
15 5,66 18 c 15,0 183.29 183,36 0.467 184.89* 184.94* 0.02 184,96 14
16 5,66 18 c 14.7 183.36 183,44 0,544 184.96* 185.00* 0.16 185,16 15
17 5.66 18 c 10.3 183,44 183,49 0,486 185.16* 185,19* 0.02 185,22 16
18 5,66 18 c 10.8 183,49 183,54 0,465 185.22* 185.25* 0.16 185,41 17
19 0,89 6 c 33.3 182,82 186.36 10,624 184.52 186,82 n/a 186,82 j 12
20 0,60 6 c 38.3 185,57 185,95 0,993 186.03 186.45 0.04 186,49 5
21 0,60 6 c 34.1 185,95 185,61 -0,997 186.49* 186.88* 0,15 187,03 20
22 3,63 12 c 92.8 180,96 181,89 1,002 181.80 182,73 0,13 182,86 4
23 3,63 12 c 92.8 181,89 182,82 1.002 182.94* 183.91* 0,05 183,96 22
24 2,25 12 c 83.6 182,82 183,65 0.993 184.16 184,46 0,03 184,48 23
25 2.25 12 c 12,7 183,65 183,78 1.022 184.53 184,53 0.03 184,56 24
26 2,25 12 c 12,7 183,78 183.91 1.022 184.63 184.63 0.03 184.66 25
27 2.25 12 c 68.0 183,91 184,59 1,000 184.75 185.23 n/a 185.23 j 26
28 2,25 12 c 18,3 184,59 184,77 0.982 185.38 185.41 n/a 185.62 j 27
29 2.25 12 c 22,1 184.77 184,99 0,997 185,63 185.63 0.20 185,83 28
30 2,25 12 c 88,8 184,99 185,88 1,002 185,98 186,52 n/a 186.52 j 29
31 1,14 12 c 69.6 185,88 186.58 1,005 186,77 187.03 n/a 187.03 j 30
32 5,12 18 c 13,2 183,54 183,61 0,530 185,44* 185.47* 0.13 185,60 18
Project File: 0UTFALL2,stm Number of lines: 54 Run Date: 10-04-2011
NOTES: c = cir; e = ellip; b = box; Return period = 100 Yrs, ; *Surcharged (HGL above crown). ; j - Line contains hyd. jump.
Hydraflow Storm Sewers 2006
storm Sewer Summary Report Page 2
Line Line ID Flow Line Line invert invert Line HGL HGL Minor HGL Dns
No. rate size length EL Dn EL Up slope down up loss Junct line
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No.
33 4.47 18 c 16.0 183,61 183,69 0,499 185,63* 185,66* 0,01 185,67 32
34 4,47 18 c 15,0 183,69 183,76 0.467 185,67* 185,70* 0,01 185,72 33
35 4,47 18 c 15,0 183,76 183,84 0.534 185,72* 185,74* 0,01 185,76 34
36 4.47 18 c 16,1 183,84 183.92 0,496 185,76* 185,79* 0,10 185,89 35
37 3,21 18 c 8.9 183,92 183.96 0,452 185,93* 185.94* 0,01 185,95 36
38 3,21 18 c 10,0 183,96 184,01 0,500 185,95* 185.96* 0,01 185,97 37
39 3,21 18 c 10.0 184,01 184.06 0,500 185,97* 185.98* 0,01 185,98 38
40 3,21 18 c 15.0 184,06 184.14 0,534 185,98* 186,00* 0,01 186,01 39
41 3.21 18 c 10.0 184,14 184,19 0.500 186,01* 186,02* 0,01 186,02 40
42 3,21 18 c 43.2 184,19 184.40 0,487 186,02* 186,06* 0,02 186,08 41
43 3,21 18 c 77,0 184.40 185.06 0.857 186,08 186,13 0.09 186,22 42
44 3.21 18 c 9,1 185.06 185.14 0.882 186,22 186,22 0,09 186.30 43
45 2.51 18 c 33,3 185.14 185,43 0,871 186.30 186,30 0.09 186.38 44
46 0.78 6 c 50,5 183.61 185,90 4.539 185.60* 186,58* 0,24 186.82 32
47 1,36 12 c 7,6 183.92 185,78 24.538 185.94 186,27 0.19 186.27 36
48 0,33 6 c 43.1 185,06 186,30 2.876 186.26 186,59 n/a 186,59 j 43
49 0,70 6 c 37.6 185,14 192,90 20.666 186.30 193.32 n/a 193,32 j 44
50 0.66 6 c 37.0 185,43 186,51 2.919 186,38 186.92 n/a 186,92 j 45
51 0.78 6 c 38.7 185,90 186,29 1.008 186.82* 187.56* 0.25 187,81 46
52 0,53 6 c 10.2 182,78 186,40 35.630 184,41 186.77 n/a 186.77 j 11
53 0.80 18 c 16.4 183,54 183,87 2.015 185.56* 185.56* 0.00 185,57 18
54 0.34 6 c 6.5 183,44 183,46 0.310 185.28* 185,30* 0.05 185,35 16
Project File: 0UTFALL2.stm Number of lines: 54 Run Date: 10-04-2011
NOTES: c = cir; e = ellip; b = box; Return period = 100 Yrs. ; "Surcharged (HGL above crown). ; j - Line contains hyd. jump.
Hydraflow Storm Sewers 2005
dWm'SlwBTinMtoVR^rt' Page 1
Line
No.
Alignment Flow Data Physical Data Line ID Line
No.
Dnstr
line
No.
Line
length
(ft)
Defl
angle
(deg)
June
type
Known
Q
(cfs)
Drng
area
(ae)
Runoff
coeff
(C)
Inlet
time
(min)
Invert
El Dn
(ft)
Line
slope
(%)
Invert
El Up
(ft)
Line
size
(in)
Line
type
N
value
(n)
J-loss
coeff
(K)
Inlet/
Rim Ei
(ft)
1 End 5,6 -77.2 None 10.00 0.00 0.00 0.0 176.36 1.97 176.47 24 Cir 0.013 0.16 182,00
2 1 5,8 7.3 None 10.00 0.00 0.00 0.0 176.47 2.05 176.59 24 Cir 0.013 0.16 184,00
3 2 6,3 7,7 None 10.00 0.00 0.00 0,0 176,59 2,07 176.72 24 Cir 0.013 0.21 186,00
4 3 9,6 10,1 MH 10.00 0.00 0.00 0,0 176,72 1,98 176,91 24 Cir 0.013 1.00 189,00
5 4 99,2 6.1 MH 7.30 0.00 0.00 0.0 176,95 5.04 181,95 24 Cir 0.013 1.00 189.90
6 5 5.4 108.4 None 6.80 0.00 0,00 0.0 181.95 0.55 181,98 18 Cir 0,013 0.15 189,80
7 6 18.5 -3.6 None 6.80 0.00 0.00 0.0 181.98 0.49 182.07 18 Cir 0.013 0.15 189,80
8 7 16.6 -6.8 None 6.80 0.00 0.00 0.0 182.07 0,54 182.16 18 Cir 0.013 0.15 189,90
9 8 20.3 -7.1 None 6.80 0.00 0.00 0.0 182.16 0,49 182.26 18 Cir 0.013 0.18 189,90
10 9 24.7 -8,7 None 6.80 0.00 0,00 0.0 182.26 0,49 182.38 18 Cir 0,013 0.15 190,10
11 10 80.1 -4,8 None 6.80 0.00 0.00 0.0 182.38 0,50 182.78 18 Cir 0,013 0.71 189.60
12 11 8.5 0,0 MH 6.40 0.00 0.00 0,0 182.78 0.47 182.82 18 Cir 0.013 1.00 189.50
13 12 77,5 0,0 MH 5,66 0.00 0.00 0,0 182.82 0.50 183.21 18 Cir 0.013 0.20 190.00
14 13 15,0 -9,4 None 5,66 0.00 0.00 0.0 183.21 0,53 183.29 18 Cir 0.013 0.15 190.20
15 14 15.0 -5.7 None 5.66 0.00 0.00 0.0 183.29 0,47 183.36 18 Cir 0.013 0,15 190,20
16 15 14.7 -5.7 None 5.66 0.00 0.00 0.0 183.36 0.54 183.44 18 Cir 0.013 1,00 190,20
17 16 10.3 -4.7 None 5.66 0.00 0.00 0.0 183.44 0.49 183.49 18 Cir 0.013 0,15 190.74
18 17 10.8 -4.1 None 5.66 0.00 0.00 0.0 183.49 0.46 183.54 18 Cir 0.013 1.00 190.50
19 12 33.3 -88.1 MH 0.89 0.00 0.00 0.0 182,82 10.62 186.36 6 Cir 0.013 1.00 189.80
20 5 38.3 -72.8 MH 0.60 0.00 0,00 0.0 185,57 0.99 185.95 6 Cir 0.013 0.28 189.80
21 20 34.1 13.8 MH 0.60 0.00 0.00 0.0 185.95 -1.00 185.61 6 Cir 0.013 1.00 189.60
Project File: OUTFALL2,stm Number of lines: 54 Date: 10-04-2011
Hydraflow Storm Sewers 2005
mm'SkvmnmtofTRmrt' Page 2
Line
No.
Alignment Flow Data Physical Data Line ID Line
No.
Dnstr
line
No.
Line
length
(ft)
Defl
angle
(deg)
June
type
Known
Q
(cfs)
Drng
area
(ac)
Runoff
coeff
(C)
Inlet
time
(min)
invert
El Dn
(ft)
Line
slope
(%)
Invert
El Up
(ft)
Line
size
(in)
Line
type
N
value
(n)
J-loss
coeff
(K)
Inlet/
Rim Ei
(ft)
22 4 92.8 96.1 MH 3,63 0.00 0.00 0,0 180.96 1.00 181.89 12 Cir 0.013 0.32 190.00
23 22 92.8 -15.9 MH 3,63 0,00 0.00 0,0 181.89 1,00 182.82 12 Cir 0.013 0.15 190.00
24 23 83.6 -0.6 MH 2,25 0,00 0.00 0,0 182.82 0,99 183,65 12 Cir 0.013 0.15 191.00
25 24 12.7 2.6 MH 2,25 0,00 0.00 0,0 183,65 1,02 183,78 12 Cir 0.013 0.15 191.00
26 25 12.7 5.2 MH 2.25 0,00 0,00 0.0 183,78 1.02 183.91 12 Cir 0.013 0.15 191.00
27 26 68.0 2.6 MH 2,25 0,00 0,00 0.0 183,91 1.00 184.59 12 Cir 0.013 0.75 191.00
28 27 18.3 -45.0 MH 2,25 0,00 0,00 0.0 184,59 0.98 184.77 12 Cir 0.013 0.75 191.00
29 28 22.1 -45.0 MH 2.25 0.00 0,00 0,0 184,77 1.00 184.99 12 Cir 0.013 0.70 190.00
30 29 88.8 40.8 MH 2.25 0.00 0,00 0,0 184.99 1.00 185,88 12 Cir 0.013 0.25 189.80
31 30 69.6 -12,0 MH 1.14 0.00 0,00 0,0 185,88 1.01 186,58 12 Cir 0.013 1.00 189.80
32 18 13.2 -4.5 MH 5.12 0.00 0.00 0.0 183.54 0.53 183,61 18 Cir 0.013 1.00 190.05
33 32 16.0 -5.5 None 4.47 0.00 0.00 0.0 183.61 0.50 183,69 18 Cir 0.013 0.15 190.10
34 33 15.0 -6.0 None 4.47 0.00 0.00 0.0 183.69 0.47 183,76 18 Cir 0.013 0.15 190.00
35 34 15.0 -5.7 None 4.47 0.00 0.00 0,0 183.76 0.53 183,84 18 Cir 0.013 0.15 190.00
36 35 16.1 -6.0 None 4.47 0.00 0.00 0,0 183.84 0.50 183,92 18 Cir 0.013 1.00 189.90
37 36 8.9 -4.6 None 3.21 0.00 0.00 0,0 183.92 0.45 183,96 18 Cir 0.013 0.15 189.90
38 37 10.0 -3.7 None 3.21 0.00 0.00 0,0 183.96 0.50 184,01 18 Cir 0.013 0.15 190.00
39 38 10.0 -3.8 None 3.21 0.00 0.00 0,0 184.01 0.50 184,06 18 Cir 0.013 0.15 190.20
40 39 15.0 -4.8 None 3.21 0.00 0.00 0,0 184.06 0.53 184,14 18 Cir 0.013 0.15 190.25
41 40 10.0 -4.8 None 3.21 0.00 0.00 0,0 184.14 0.50 184.19 18 Cir 0.013 0.15 190.30
42 41 43.2 -4.7 MH 3.21 0.00 0.00 0,0 184.19 0.49 184.40 18 Cir 0.013 0.35 190.44
Project File: OUTFALL2.stm Number of lines: 54 Date: 10-04-2011
Hydraflow Storm Sewers 2005
Page 3
Line
No.
Alignment
Dnstr
line
No.
Line
length
(ft)
Defl
angle
(deg)
June
type
Flow Data
Known
Q
(cfs)
Drng
area
(ac)
Runoff
coeff
(C)
Inlet
time
(min)
Physical Data
Invert
El Dn
(ft)
Line
slope
(%)
Invert
El Up
(ft)
Line
size
(in)
Line
type
N
value
(n)
J-loss
coeff
(K)
Inlet/
Rim El
(ft)
Line ID
43
44
45
46
47
48
49
50
51
52
53
54
42
43
44
32
36
43
44
45
46
11
18
16
77.0
9.1
33.3
50.5
7.6
43.1
37.6
37.0
38,7
10,2
16.4
6.5
-17.5
0.0
0.0
-90.6
87.0
-90,0
90.0
-84.7
76.7
41.9
87,7
86,3
MH
MH
MH
MH
MH
MH
MH
MH
MH
MH
MH
MH
3,21
3.21
2.51
0.78
1.36
0.33
0,70
0,66
0,78
0,53
0,80
0,34
0,00
0,00
0,00
0,00
0,00
0,00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0,00
0,00
0,00
0,00
0,00
0,00
0.00
0.00
0.00
0.00
0.00
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0,0
0.0
0.0
0.0
0.0
184.40
185.06
185.14
183.61
183,92
185,06
185,14
185,43
185.90
182.78
183.54
183.44
0.86
0,88
0,87
4.54
24.54
2.88
20.67
2.92
1.01
35.63
2.01
0.31
185.06
185.14
185.43
185.90
185.78
186,30
192,90
186,51
186,29
186,40
183,87
183,46
18
18
18
6
12
6
6
6
6
6
18
6
Cir
Cir
Cir
Cir
Cir
Cir
Cir
Cir
Cir
Cir
Cir
Cir
0,013
0,013
0.013
0.013
0.013
0.013
0.013
0.013
0.013
0.013
0.013
0.013
1.00
1.00
1.00
0,98
1,00
1,00
1,00
1.00
1.00
1.00
1.00
1.00
190.20
189.90
189.80
189.65
189.33
189.80
196.00
189.50
189.65
189.64
190.42
190.06
Project File: 0UTFALL2.stm Number of lines: 54 Date: 10-04-2011
Hydraflow Storm Sewers 2005
tmraW^ n^L eSmPatlSn (^6^6 Page 1
General Procedure: Hydraflow computes the HGL using the Bernoulli energy equation. Manning's equation is used to determine energy losses due to pipe friction.
In a standard step, iterative procedure, Hydraflow assumes upstream HGLs until the energy equation balances, Ifthe energy equation
cannot balance, supercritical flow exists and critical depth is temporarily assumed at the upstream end, A supercritical flow Profile
is then computed using the same procedure in a downstream direction using momentum principles.
Col, 1
Col. 2
Col. 3
Col. 4
Col. 5
Col. 6
Col. 7
Col. 8
Col 9 >
Col 10
Col 11
Col 12
Col 13
Col 14
Col 15
Col 16
Col 17
Col 18
Col 19
Col 20
Col 21
Col 22
Col 23
Col 24
AHACHMENT H
STORM DRAIN SYSTEM
LINE C -OUTFALL 3
o CN I
o
O
OJ
c
0
E
CO
o
ro
•D
^Hi^aJITS affile Ifffie CTmPOlatfSRs Page 1
Line
(1)
Size
(in)
(2)
12
12
6
(cfs)
(3)
Downstream
Invert
elev
(ft)
(4)
4.50 205,42
1,80
0,83
206,14
206.14
HGL
elev
(ft)
(5)
206.31
207.45
207.25
Depth
(ft)
(6)
0.89
1.00
0.50
Area
(sqft)
(7)
0,74
0,79
0.19
Vel
(ft/s)
(8)
6.09
2,29
4.23
Vel
head
(ft)
(9)
0.58
0.08
0.28
EGL
elev
(ft)
(10)
206,89
207,53
207,53
Sf
(%)
(11)
1.420
0.256
2.192
Len
(ft)
(12)
Upstream
invert
elev
(ft)
(13)
36.7 206.06
35.6
26.3
208.13
208.88
HGL
elev
(ft)
(14)
206.95 j
208.70 j
209.33 j
Depth
(ft)
(15)
0.89*
0.57*'
0.45*'
Area
(sqft)
(16)
0.74
0.46
0.19
Vel
(ft/s)
(17)
6.10
3,90
4,46
Vel
head
(ft)
(18)
0,58
0.24
0.31
EGL
elev
(ft)
(19)
207,53
208.94
209.64
Sf
(%)
(20)
1.422
0.668
1.928
Cheek
Ave
Sf
(%)
(21)
1.421
0.462
2.060
Enrgy
loss
(ft)
(22)
n/a
n/a
n/a
JL
coeff
(K)
(23)
0.91
1.00
1.00
Minor
loss
(ft)
(24)
0.53
n/a
0.31
Project File: OUTFALL3,stm Numberof lines: 3 Run Date: 10-04-2011
Notes:; ** Critical depth.; j-Line contains hyd. jump.
Hydraflow Storm Sewers 2005
storm Sewer Summary Report Page 1
Line
No.
Line ID Flow
rate
(cfs)
4.50
1.80
0,83
Line
size
(in)
12 c
12 c
6 c
Line
length
(ft)
36,7
35.6
26.3
Invert
EL Dn
(ft)
205.42
206.14
206.14
Invert
EL Up
(ft)
206.06
208.13
208,88
Line
slope
(%)
1.743
5.598
10.426
HGL
down
(ft)
206.31
207.45
207.25
HGL
up
(ft)
206,95
208,70
209.33
Minor
loss
(ft)
n/a
n/a
n/a
Project File: 0UTFALL3.stm
HGL
Junct
(ft)
206,95 j
208.70 j
209,33 j
Ons
line
No.
End
1
1
Number of lines: 3 Run Date: 10-04-2011
NOTES: c=cir; e = ellip; b=box; Return period = 100 Yrs. ;j - Line contains hyd. jump.
Hydraflow Storm Sewers 2005
^IH'm'SlwSfl n^SRtol^^^PRrt ^ Page
Line
No.
Alignment
Dnstr
line
No.
Line
length
(ft)
Defl
angle
(deg)
June
type
Flow Data
Known
Q
(cfs)
Drng
area
(ac)
Runoff
coeff
(C)
Inlet
time
(min)
Physical Data
Invert
El Dn
(ft)
Line
slope
(%)
Invert
El Up
(ft)
Line
size
(in)
Line
type
N
value
(n)
J-loss
coeff
(K)
Inlet/
Rim El
(ft)
Line ID
End
1
1
36,7
35.6
26.3
-122.1
63,3
-37.5
MH
MH
MH
4.50
1,80
0,83
0,00
0,00
0,00
0,00
0,00
0,00
0,0
0.0
0.0
205.42
206.14
206.14
1.74
5.60
10.43
206.06
208.13
208.88
12
12
6
Cir
Cir
Cir
0.013
0.013
0.013
0.91
1.00
1.00
209.72
211.00
212.10
Project File: OUTFALL3.stm Number of lines: 3 Date: 10-04-2011
Hydraflow Storm Sewers 2005
hfyHraflSWHTSLCSmPlllatBR PfRjefflffe Page 1
General Procedure: Hydraflow computes the HGL using the Bernoulli energy equation. Manning's equation is used to determine energy losses due to pipe friction.
In a standard step, iterative procedure, Hydraflow assumes upstream HGLs until the energy equation balances. If the energy equation
cannot balance, supercritical flow exists and critical depth is temporarily assumed at the upstream end. A supercritic^al flow Profile
is then computed using the same procedure in a downstream direction using momentum principles.
Col. 1 •
Col. 2
Col. 3 •
Col. 4 •
Col. 5 1
Col, 6 •
Col. 7 (
Col. 8 •
Col. 9 '
Col. 10
Col. 11
Col. 12
Col. 13
Col. 14
Col. 15
Col. 16
Col, 17
Col, 18
Col, 19
Col, 20
Col, 21
Col, 22
Col. 23
Col. 24
Velocity head (Velocity squared / 2g),
AHACHMENTI
BIO-RETENTION PONDING CALCULATION
Legend
Hyd. Origin
1 Manual
2 Reservoir
Description
100 yr storm event
Hydrograph to Swale
Hydraflow Hydrographs Model Project: Swale as detenfion.gpw Monday, Oct 10 2011, 1:28 PM
I
Hydrograph Return Period Recap
yd.
No.
1
I
I
} I
II
Hydrograph
type
(origin)
infiow
Hyd(s)
Peak Outflow (cfs)
1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr
Hydrograph
description
Manual
Reservoir
62,85
48,81
100 yr storm event
Hydrograph to Swale
Proj. file: Swale as detenfion.gpw Monday, Oct 10 2011, 1:17 PM
Hydraflow Hydrographs by Intelisolve
RATIONAL METHOD HYDROGRAPH PROGRAM
COPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY
RUN DATE 10/7/2011
HYDROGRAPH FILE NAME Textl
TIME OF CONCENTRATION 10 MIN,
6 HOUR RAINFALL 2.6 INCHES
BASIN AREA 21.725 ACRES
RUNOFF COEFFICIENT 0.63
PEAK DISCHARGE 62.85 CFS
TIME (MIN) = 0 DISCHARGE (CFS) = 0
TIME (MIN) = 10 DISCHARGE (CFS) = 2.1
TIME (MIN) = 20 DISCHARGE (CFS) = 2-2
TIME (MIN) = 30 DISCHARGE (CFS) = 2.3
TIME (MIN) = 40 DISCHARGE (CFS) = 2,3
TIME (MIN) = 50 DISCHARGE (CFS) = 2-4
TIME (MIN) = 60 DISCHARGE (CFS) = 2-5
TIME (MIN) = 70 DISCHARGE (CFS) = 2-6
TIME (MIN) = 80 DISCHARGE (CFS) = 2-6
TIME (MIN) = 90 DISCHARGE (CFS) = 2.8
TIME (MIN) = 100 DISCHARGE (CFS) = 2-9
TIME (MIN) = 110 DISCHARGE (CFS) = 3
TIME (MIN) = 120 DISCHARGE (CFS) = 3-1
TIME (MIN) = 130 DISCHARGE (CFS) = 3-4
TIME (MIN) = 140 DISCHARGE (CFS) = 3-5
TIME (MIN) = 150 DISCHARGE (CFS) = 3-8
TIME (MIN) = 160 DISCHARGE (CFS) = 4
TIME (MIN) = 170 DISCHARGE (CFS) = 4-4
TIME (MIN) = 180 DISCHARGE (CFS) = 4-7
TIME (MIN) = 190 DISCHARGE (CFS) = 5-4
TIME (MIN) = 200 DISCHARGE (CFS) = 58
TIME (MIN) = 210 DISCHARGE (CFS) = 7.1
TIME (MIN) = 220 DISCHARGE (CFS) = 8.1
TIME (MIN) = 230 DISCHARGE (CFS) = 11.9
TIME (MIN) = 240 DISCHARGE (CFS) = 13.8
TIME (Mir^) = 250 DISCHARGE (CFS) = 62.85
TIME (MIN) = 260 DISCHARGE (CFS) = 9-5
TIME (WH) = 270 DISCHARGE (CFS) = 6.4
TIME (MIN) = 280 DISCHARGE (CFS) = 5
TIME (MIN) = 290 DISCHARGE (CFS) = 4.2
TIME (MIN) = 300 DISCHARGE (CFS) = 3-6
TIME (MIN) = 310 DISCHARGE (CFS) = 3-2
TIME (MIN) = 320 DISCHARGE (CFS) = 2-9
TIME (MIN) = 330 DISCHARGE (CFS) = 2-7
TIME (MIN) = 340 DISCHARGE (CFS) = 2-5
TIME (MIN) = 350 DISCHARGE (CFS) = 2-3
TIME (MINI = 360 DISCHARGE (CFS) = 2-2
TIME (MIN) = 370 DISCHARGE (CFS) = 0
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
100 yr storm event
Hydrograph type = Manual
Storm frequency = 100 yrs
Wednesday, Oct 12 2011, 4:7 PM
Peak discharge
Time interval
= 62.85 cfs
= 10 min
Hydrograph Volume = 128,430 cuft
Q (Cfs)
70,00
60,00
50-00
40,00
30,00
20.00
10.00
0.00
100 yr storm event
Hyd. No. 1 ~100Yr Q (cfs)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Hydrograph to Swale
Hydrograph type
Storm frequency
Inflow hyd. No.
Reservoir name
= Reservoir
= 100 yrs
= 1
= Swale as a pond
Monday, Oct 10 2011, 1:18 PM
Peak discharge
Time interval
Max. Elevation
Max. Storage
= 48.81 cfs
= 10 min
= 177.04 ft
= 11,789 cuft
storage Indication method used. Hydrograph Volume = 128,443 cuft
Q (cfs)
70,00
60,00
50.00
40.00
30.00
20.00
10.00
0.00
Hydrograph to Swale
Hyd. No. 2~ 100 Yr Q (cfs)
70.00
60.00
50.00
40,00
30.00
20.00
10.00
Hyd No. 2 Hyd No. 1
Pond Report
Hydraflow Hydrographs by Intelisolve
Pond No. 1 - Swale as a pond
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Monday, Oct 10 2011, 1:18 PM
Stage / Storage Table
stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00
0.75
1.75
2.75
3,75
4.75
173.25
174.00
175.00
176.00
177.00
178.00
50
676
2,178
4,568
8,055
10,255
0
272
1,427
3,373
6,312
9,155
0
272
1,699
5,072
11,384
20,539
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [D] [A] [B] [C] [D]
Rise (in) = 48.00 2.00 2.00 2.00 Crest Len (ft) = 12.57 0.00 0.00 0.00
Span (in) = 48.00 2.00 2.00 2.00 Crest El. (ft) = 176.00 0.00 0.00 0.00
No. Barrels = 1 8 8 8 Weir Coeff. = 3.33 0.00 0.00 0.00
Invert El. (ft) = 166.35 173.25 174.25 175,25 Weir Type = Riser — ~ ...
Length (ft) 19.40 0.00 0,00 0,00 Multi-Stage = Yes No No No
Slope (%) = 3.30 0.00 0.00 0.00
N-Value = .013 .013 .013 .013
Orif. Coeff. = 0.60 0.60 0.60 0.60
Multi-stage = n/a Yes Yes Yes Exfiltration = 0.000 in/hr (Contour) Tailwater Elev. = 0.00 ft
Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control.
Stage / Discharge Stage (ft)
5,00
4.00
3.00
2.00
0.00
1.00
0,00
0,00 10,00 20,00 30-00 40.00 50.00 60.00 70.00 80.00 90.00 100,00 110,00 120.00 130.00
Discharge (cfs)
Total Q