HomeMy WebLinkAboutDP-Drainage Report r JPi
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Drainage Report
for
Spring Creek Townhomes Subdivision — Phase 1B
Spring Creek Gardens Subdivision — Phase 2
College Station, Texas
August 2005
Developer:
Spring Creek C'S Development, Ltd.
4490 Castlegate Drive
College Station, Texas 77845
(979) 690-7250
Prepared By:
TEXCON General Contractors
1707 Graham Road
College Station, Texas 77845
(979) 764-7743
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CERTIFICATION
1, Joseph P. Schultz, Licensed Professional Engineer No. 65889, State of Texas, certify that this report
for the drainage design for the Spring Creek Townhomes Subdivision —Phase IB & Spring Creek
Gardens Subdivision —Phase 2, was prepared by me in accordance with the provisions of the City of
College Station Drainage Policy and Design Standards for the owners hereof.
Inger . Ur P.E.
F..•TE
0�:• *.:e -r. ' 1
.. ... EPH.P..SCHULTZ...
cud
65889 0;�,�
iexs'4GisT�? di Joseph . Sch ltz, P.E.'
DC
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TABLE OF CONTENTS
SPRING CREEK TOWNHOMES SUBDIVISION — PHASE 1B &
SPRING CREEK GARDENS SUBDIVISION — PHASE 2
CERTIFICATION 1
TABLE OF CONTENTS 2
LIST OF TABLES 2
INTRODUCTION 3
GENERAL LOCATION AND DESCRIPTION 3
FLOOD HAZARD INFORMATION 3
DEVELOPMENT DRAINAGE PATTERNS 3
DRAINAGE DESIGN CRITERIA 3
STORM WATER RUNOFF DETERMINATION 5
DETENTION FACILITY DESIGN 6
STORM SEWER DESIGN 7
CONCLUSIONS 7
APPENDIX A 8
Time of Concentration Equations& Calculations
APPENDIX B 14
Storm Inlet Design Data& Calculations
APPENDIX C 17
Storm Pipe Design Data & Calculations
APPENDIX D 29
HEC-1 Data& Calculations
EXHIBIT A 61
Pre-Development Drainage Area Map
EXHIBIT B 63
Post-Development Drainage Area Map
EXHIBIT C 65
Post-Development Drainage Area Map—Storm Sewer Design
LIST OF TABLES
TABLE 1 — Rainfall Intensity& Runoff Data
TABLE 2 ---- Time of Concentration (h ) Equations 4
TABLE 3 Post-Development Drainage Data — Storm Sewer
TABLE 4 Detention Facility Evaluation Drainage Data 6
TABLE 5 --- Detention Facility Peak Discharge Data
DRAINAGE REPORT
SPRING CREEK TOWNHOMES SUBDIVISION — PHASE I B &
SPRING CREEK GARDENS SUBDIVISION — PHASE 2
INTRODUCTION
The purpose of this report is to provide the hydrological effects of the construction of the
Spring Creek Townhomes Subdivision —Phase IB & Spring Creek Gardens Subdivision —
Phase 2„ and to verify that the proposed stony drainage system meets the requirements set
forth by the City of College Station Drainage Policy and Design Standards.
GENERAL LOCATION AND DESCRIPTION
The project is located on a portion of a 14.02 acre tract located north of Greens Prairie Road
along the West Frontage Road of State Highway 6 in College Station, Texas. This report
addresses Spring Creek Gardens, Phase 2, which is made up of 3.457 acres of the 14.02 acre
tract, and Spring Creek Townhomes, Phase 1B, which is made up of 0.401 acres. The site is
pastureland with a few scattered trees. The existing ground elevations range from elevation
270 to elevation 286. The general location of the project site is shown on the vicinity map in
Exhibit A.
FLOOD HAZARD INFORMATION
The project site is located in the Spring Creek branch of the Lick Creek Drainage Basin. No
portion of the site is located within a special flood hazard area according to the Flood Insurance
Rate Map prepared by the Federal Emergency Management Agency (FEMA) for Brazos
County, Texas and incorporated areas dated February 9, 2000, panel numbers 48041 CO205-D
and 48041CO201-D. However, this site was not included in the detailed study for the LOMR
from which these maps were developed. A Conditional Letter of Map Revision (CLOMR) was
prepared and submitted to FEMA by LTA Engineering & Surveying for the construction of the
detention pond and drainage channels on Spring Creek and its tributaries. From this study,
construction drawings of the detention pond and drainage channels constructed on the Crowley
property to the south of this site were prepared. These drawings included the extension of the
drainage channel across this tract. This channel construction on Tributary C of Spring Creek
has been completed. A LOMR is being prepared for the Crowley Tract, which will include this
channel in the area studied and 100-year floodplain limits will be shown for this tract.
DEVELOPMENT DRAINAGE PATTERNS
Prior to development, the runoff flows in an easterly and southeasterly direction until it enters
Tributary C of Spring Creek.
DRAINAGE DESIGN CRITERIA
The Rational Equation was used to determine the peak flow for the storm sewer design.
The design parameters for the storm sewer are as follows:
• Design Storm Frequency
Storm Sewer system 10 and 100-year storm events
• Runoff Coefficients
Single Family Residential (Patio Homes) C = 0.55
Undeveloped C = 0.30
• Rainfall Intensity equations and values for Brazos County can be found in Table 1.
• Time of Concentration, t, — Calculations are based on the method found in the TR-55
publication. Refer to Table 2 for the equations and Appendix A for calculations. The
runoff flow paths used for calculating the times of concentration are shown on each of
the exhibits. For smaller drainage areas, a minimum t, of 10 minutes is used to
determine the rainfall intensity values.
• The HEC-1 computer program was used to determine the peak discharge for the
detention facility evaluation due to the size of the Spring Creek Tributary C drainage
basin.
• Runoff Curve Number (CN) — Detention Facility Evaluation
The Brazos County Soil Survey shows the soils in the area to be classified as
hydrologic Group D soils. The pre-development CN is based on no development
on the site. The post-development CN is based on development of the project. The
CN calculations are found in Appendix D.
TABLE 1 —Rainfall Intensity & Runoff Data
Rainfall Intensity Values
(in/hr)
Storm tc= I=b/(tc+d)e
Event 10 min I = Rainfall Intensity(in/hr)
15 7.693
ho 8.635 tc= LI(V`60)
125 9.861 tc=Time of concentration (min)
Iso 11.148 L= Length(ft)
Iwo 11.639 V=Velocity(ft/sec)
Brazos
County:
5 year storm 10 year storm 25 year storm 50 year storm 100 year storm
b = 76 b= 80 b= 89 b = 98 b = 96
d = 8.5 d = 8.5 d = 8.5 d = 8.5 d = 8.0
e = 0.785 e= 0.763 e = 0.754 e= 0.745 e= 0.730
(Data taken from State Department of Highways and Public Transportation Hydraulic Manual, page 2-16)
TABLE 2 —Time of Concentration (tc) Equations
Me lime alconcentration was determined using methods found in TR-55, -Urban
II oh ning fi r Snru/l frateu:vhed.v. " The equations are as /icllow.c:
'rime of Concentration: Tc = T,1sheet T UeoIleentraled sheet I1om)
where: T, = Travel Time, minutes
For Sheet Flow: T, = 0.007 (n L)0.8
(P2)0.5 s0.4 where: T,= travel time, hours
n = Manning's roughness coefficient
L = flow length, feet
P, = 2-year, 24-hour rainfall =4.5"
s = land slope, ft/ft
For Shallow Concentrated Flow: T, = L/ (60*V)
where: T,=travel time, minutes
V = Velocity, fps (See Fig 3-1, App. A)
L = flow length, feet
Refer to Appendix A for calculations.
STORM WATER RUNOFF DETERMINATION
The peak runoff values were determined in accordance with the criteria presented in the
previous section for the 5, 10, 25, 50, and 100-year storm events. The runoff coefficients
are based on the development of this tract. Exhibit C shows the post-development
drainage areas, and the data for these areas is summarized in Table 3.
TABLE 3 - Post-Development Drainage Data - Storm Sewer
Area C 5 year storm 10 year storm 25 year storm 50 year storm 100 year storm
Area# (acres) k 15 Q5 110 Q10 125 Q25 Iso Q50 lion Q100
Ci C2 Crotal
At A2 Total (min) (in/hr) (cfs) (in/hr) (cfs) (in/hr) (cfs) (in/hr) (cfs) (in/hr) (cfs)
1 2.53 1.91 4.44 0.3 0.55 0.41 36.0 3.862 6.99 4.420 8.00 5.088 9.21 5.797 10.49 6.061 10.97
2 0 1.67 1.67 0.3 0.55 0.55 10.0 7.693 7.07 8.635 7.93 9.861 9.06 11.148 10.24 11.639 10.69
3 _ 0 0.87 0.87 0.3 0.55 0.55 10.0 7.693 3.68 8.635 4.13 9.861 4.72 11.148 5.33 11.639
5.57
4 0 0.52 0.52 0.3 0.55 0.55 10.0 7.693 2.20 8.635 2.47 9.861 2.82 11.148 3.19 11.639 3.33
5 0 1.64 1.64 0.3 0.55 0.55 10.0 7.693 6.94 8.635 7.79 9.861 8.90 11.148 10.06 11.639 10.50
6 0 0.22 0.22 0.3 0.55 0.55 10.0 7.693 0.93 8.635 1.04 9.861 1.19 11.148 1.35 11.639 1.41
7 0 0.59 0.59 0.3 0.55 0.55 10.0 7.693 2.50 8.635 2.80 9.861 3.20 11.148 3.62 11.639 3.78
The Rational Method:
Q=CIA I=b/(tc+d)e tc= L/(V*60)
Q= Flow(cfs) tc=Time of concentration(min) L = Length (ft)
A=Area (acres) V=Velocity(ft/sec)
C= Runoff Coeff.
I =Rainfall Intensity(in/hr)
Brazos County:
5 year storm 10 year storm 25 year storm 50 year storm 100 year storm
b= 76 b= 80 b= 89 b= 98 b= 96
d = 8.5 d= 8.5 d = 8.5 d = 8.5 d = 8.0
e= 0.79 e= 0.76 e= 0.75 e= 0.745 e= 0.730
The pre-development area for the detention facility evaluation is shown on Exhibit A. The
post-development area for the detention facility evaluation is shown on Exhibit B. Table 4
shows the drainage data for these conditions. Table 5 compares the peak runoff-values for
each of these conditions, showing that the post-development offsite flow increases slightly
from the pre-development offsite flow at Discharge Point No. 1 . The values were
computed by the HEC-1 models. Copies of the summary printouts for the pre- and post-
development HEC-1 models are in Appendix D.
TABLE 4 — Detention Facility Evaluation Drainage Data
Area# Area CN tc Lag
(acres) (sq.mi.) (min) (hrs)
Pre 101 110.84 0.1732 79.8 39.8 0.398
Pre 102 11.63 0.0182 78.7 43.4 0.434
Post 201 110.84 0.1732 79.8 39.8 0.398
Post 202 11.63 0.0182 84.9 40.4 0.404
TABLE 5 — Detention Facility Peak Discharge Data
Q5 Q10 Q25 Q50 Q1oo
Location (cfs) (cfs) (cfs) (cfs) (cfs)
Pre-Development
1 Area 101 229 277 354 411 470
2 Area 102 22 27 35 40 46
3 Combined Hydrograph @ 250 304 388 451 516
Discharge Point No. 1
Post-Development
4 Area 201 229 277 354 411 470
5 Area 202 29 34 42 48 54
6 Combined Hydrograph @ 257 311 396 459 524
Discharge Pt.No. 1
Increase in Peak Runoff @ 7 7 8 8 8
Discharge Point No.1 (6-3)
%Increase (7/3) 2.8 2.3 2.1 1.8 1.6
DETENTION FACILITY DESIGN
The detention for the property adjacent to this site is a regional facility designed by LJA
Engineering & Surveying, Inc. and was previously constructed. The detention facility is
an off-channel pond located adjacent to Spring Creek prior to Spring Creek entering the
State Highway 6 right-of-way. The location of this proposed detention facility is shown on
the vicinity map on Exhibit A. The design of this detention facility included the
channelization of Spring Creek Tributary C through this 14 acre tract. The runoff from
this project will flow into this existing drainage channel. The detention facility was
designed to control the increased runoff from the development of the Castlegate
Subdivision and the Crowley Tract. Refer to the Request for Conditional Letter of Map
Revision (CLOMR) for details of the design of the detention facility. This tract was not
included in the post-development runoff calculations; however, due to its proximity to this
facility, the development of this tract should not have a significant impact on the peak
runoff in Spring Creek. The increase in the..peak-discharge from the pre-development to
the post-development condition as shown in Table 5 is 7 to 8 cfs for the 5- to the 100-year
storm events. This represents an increase in the pre-development peak discharge at
Discharge Point No. 1 of 2.8% or less. Since the existing drainage channel is within the
actual 100-year floodplain limits, the discharge from this site should be allowed without a
detention facility because the increase in peak discharge is insignificant.
STORM SEWER DESIGN
The storm sewer piping for this project has been selected to be Reinforced Concrete Pipe
(RCP) meeting the requirements of ASTM C-76, Class 111 pipe. The curb inlets and the
junction box will be cast-in-place concrete. Appendix B presents a summary of the storm
sewer inlet design parameters and calculations. The inlets were designed based on a 10-
year design storm.
The inlets were located to maintain a gutter flow depth of 5" or less, which will prevent the
spread of water from reaching the crown of the road for the 10-year storm event. Refer to
Appendix B for a summary of the gutter flow depths at various locations. The runoff
intercepted by the proposed storm sewer inlets was calculated using the following
equations. The depth of flow in the gutter was determined by using the Straight Crown
Flow equation. The flow intercepted by Inlets 2, 3, 4 & 5 was calculated by using the
Capacity of Inlets On Grade equation. These equations and the resulting data are
summarized in Appendix B. There are no inlets in sump for this phase of the development.
The area between the right-of-way and the curb line of the streets will be filled as
necessary to provide a minimum of 6" of freeboard above the curb line. This will ensure
that the runoff from the 100-year storm event will remain within the street right-of-way.
Appendix C presents a summary of the storm sewer pipe design parameters and
calculations. The pipe for the storm sewer system was designed based on the 10-year
storm event; however, it will also pass the 100-year storm event without any headwater
under gravity flow conditions. As required by College Station, the velocity of flow in the
storm sewer pipe system is not lower than 2.5 feet per second, and it does not exceed 15
feet per second. As the data shows, even during low flow conditions, the velocity in the
pipes will exceed 2.5 feet per second and prevent sediment build-up in the pipes.
Appendix C contains a summary of the Manning pipe calculations for the storm sewer
system for the 10 and 100-year events. The maximum velocity for the pipe system will be
8.3 feet per second occurring in Pipe Nos. 3 & 5.
The storm sewer pipe system discharges the runoff into the existing drainage channel. The
headwall has dissipater blocks, and rock riprap will be placed in the channel to prevent
erosion.
CONCLUSIONS
The construction of this project will increase the storm water runoff from this site;
however, the increase is not significant. The runoff will be collected in the street gutters
and directed into the proposed storm sewer system, which will adequately control the
runoff and release it into the existing drainage channel. The existing drainage channel on
Tributary C is sized to handle the 100-year storm runoff. Also, the regional detention
facility should adequately reduce the peak post-development runoff to less than the pre-
development runoff for the design storm event where Tributary C enters Spring Creek.
This should prevent any impact on the properties downstream of this project.
APPENDIX A
Time of Concentration Equations & Calculations
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Time of Concentration Calculations
Refer to Exhibits A. B car C.O.flow paths used for calculations.
Pre-Development Drainage Area #102:
Sheet Flow: Flow length = 300' = L
Slope= 1.0%
n =0.15, short grass, prairie
P2 =4.5"
t, = 0.007 (0.15 * 300)08
(4.5)0D (0.01)"
-4 t,=0.438 hours= 26.3 minutes
Shallow Concentrated Flow: Flow length= 520' = L
Slope= 1.5%
For unpaved surface at 1.5%,Velocity(V) = 2.0 fps (see Fig. 3-1)
t,= 520' /(60*2.0)=4.3 minutes
Flow length= 320' = L
Slope= 2.1%
For unpaved surface at 2.1%,Velocity(V)= 2.3 fps (see Fig. 3-1)
=320' /(60*2.3)=2.3 minutes
Flow length= 390' =L
Slope=0.7%
For unpaved surface at 0.7%,Velocity(V)= 1.4 fps (see Fig. 3-1)
t,= 390' /(60*1.4)=4.6 minutes
Flow length= 275' =L
Slope=0.5%
For unpaved surface at 0.5%, Velocity(V)= 1.15 fps(see Fig. 3-1)
t,= 275' /(60*1.15)=4.0 minutes
Flow length= 325' = L
Slope=0.3.3%
For unpaved surface at 0.3.3%, Velocity (V)=2.9 fps(see Fig. 3-1)
t,=325' /(60*2.9) = 1.9 minutes
T,= 26.3 +4.3 + 2.3 +4.6 +4.0 + 1.9 =43.4 minutes
Time of Concentration Calculations, continued
Post-Development Drains.e Area #202:
Sheet Flow: Flow length = 300' = L
Slope = 1.0%
n=0.15, short grass, prairie
P, =4.5"
t,= 0.007 (0.15 * 300)0'8
(4.5)0. (0.01)0.4
-> t,=0.438 hours = 26.3 minutes
Shallow Concentrated Flow: Flow length= 520' = L
Slope= 1.5%
For unpaved surface at 1.5%, Velocity(V) =2.0 fps (see Fig. 3-1)
-> t,= 520' /(60*2.0) =4.3 minutes
Flow length= 140' = L
Slope= 1.4%
For unpaved surface at 1.4%, Velocity(V) = 1.9 fps(see Fig. 3-1)
-> t,= 140' /(60*1.9)= 1.2 minutes
Gutter Flow: Flow length= 784.2' = L
Slope=0.8%
For paved surface at 0.8%, Velocity(V)= 1.9 fps(see Fig. 3-1)
t,=784.2' /(60*1.9) =6.9 minutes
Flow length= 156.4' =L
Slope=2.0%
For paved surface at 2.0%, Velocity(V)=2.9 fps(see Fig. 3-1)
-* t,= 156.4' /(60*2.9)=0.9 minutes
Pipe Flow: Pipe 4 length= 31' = L
Velocity= 5.3 fps (from 10-yr Mannings data)
-> t,= 31' /(60*5.3) =0.10 minutes
Pipe 3 length= 91.9' = L
Velocity= 7.7 fps (from 10-yr Mannings data)
--> t,=91.9' /(60*7.7) =0.2 minutes
Pipe 2 length= 77.1' = L
Velocity= 7.8 fps (from 10-yr Mannings data)
t, = 77.1' /(60*7.8) =0.2 minutes
Pipe 1 length= 136.6' = L
Velocity = 6.9 fps (from 10-yr Mannings data)
-> t, = 136.6' / (60*6.9) =0.3 minutes
T. = 26.3 + =1.3 + 1.2 + 6.9 -1 0.9 + 0.1 + (1.2 + 0.2 + 0.3 =40.4minulcs
Time of Concentration Calculations, continued
Post-Development Drainage Area #1:
Sheet Flow: Flow length= 300' = L
Slope = 1.0%
n =0.15, short grass, prairie
P, =4.5"
t,=0.007 (0.15 * 300)08
(4.5)° (0.01)0.4
-a t,=0.438 hours = 26.3 minutes
Shallow Concentrated Flow: Flow length= 520' =L
Slope= 1.5%
For unpaved surface at 1.5%, Velocity(V)=2.0 fps(see Fig. 3-1)
-� t,= 525' /(60*2.0)=4.3 minutes
Flow length = 140' = L
Slope= 1.4%
For unpaved surface at 1.4%, Velocity(V) = 1.9 fps(see Fig. 3-1)
t,= 140' /(60*1.9)= 1.2 minutes
Gutter Flow: Flow length=450' = L
Slope=0.8%
For paved surface at 0.8%, Velocity(V)= 1.8 fps (see Fig. 3-1)
-4 t,=450' /(60*1.8)=4.2 minutes
T,=26.3 +4.3 + 1.2 +4.2 = 36.0 minutes-36 minutes
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Average velocity, ft/sec
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3-2 (210-VI-TR-55. Second Ed., June 1986) .1
APPENDIX B
Storm Inlet Design Data & Calculations
1
Spring Creek Gardens Subdivision
Depth of Flow in Street Gutter
10-year storm
Gutter A Slope Q10 Y10-actual
Location (acres) (ft/ft) (cfs) (ft) (in)
Al(Ph 1) 4.44 0.41 0.0080 8.05 0.414 4.97
A2(Ph 1) 0.80 0.55 0.0080 3.80 0.313 3.75
'A3(Ph 1) 0.84 0.55 0.0080 4.92 0.345 4.13
2A4(Ph 1) 1.18 0.55 0.0080 5.60 0.362 4.34
1 B1 1.64 0.55 0.0200 8.72 0.360 4.32
B2 1.67 0.55 0.0200 7.93 0.347 4.16
3 B3 0.59 0.55 0.0080 3.73 0.311 3.73
B4 0.52 0.55 0.0080 2.47 0.266 3.19
B5 0.87 0.55 0.0200 4.13 0.272 3.26
5 B6 0.22 0.55 0.0200 1.04 0.162 1.95
1 Includes bypass from Inlet 1
2 Includes area for A2(0.80 ac.)
3 Includes bypass from Inlets 1 &2
4 Includes bypass from Inlet 4
5 Includes bypass from Inlet 5
Transverse(Crown)slope (ft/ft)
27'street= 0.0330
Straight Crown Flow(Solved to find actual depth of flow in gutter,y):
Q=0.56*(z/n)*S1/2*y813b y={Q/[0.56*(z/n)*S112])3'8
n= Roughness Coefficient= 0.018
S= Street/Gutter Slope (ft/ft)
y= Depth of flow at inlet(ft)
z= Reciprocal of crown slope:
27'street= 30
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APPENDIX C
Storm Pipe Design Data & Calculations
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City of College Station requirement to Reduce Cross-Sectional Area of 18" & 24" Pipes by 25%
Using Mannings Equation from page 48 of the College Station Drainage Policy& Design Standards Manual:
Q= 1.491n *A* R2/J*sin
Q = Flow Capacity(cfs)
18" Pipe:
Pipe size (inches)= 18
Wetted Perimeter Wp, (ft)= 4.71
Cross-Sectional Area A, (ft2) = 1.766
Reduced Area AR, (ft2) = 1.325
Hydraulic Radius R=NWp, (ft)= 0.375
Reduced Hydr Radius RR= AR/Wp, (ft)= 0.281
• Roughness Coefficient n = 0.014
Friction Slope of Conduit St, (ft/ft)= 0.01
Example Calculation:
soiira Slope Flow Capacity Reduced Flow Capacity % Difference
S Q °reduced °reduced/Q
0.005 6.91 4.28 0.619
0.006 7.57 4.69 0.619
0.007 8.18 5.06 0.619
24" Pipe:
Pipe size(inches)= 24
Wetted Perimeter Wp, (ft)= 6.28
Cross-Sectional Area A, (ft2)= 3.14
Reduced Area AR, (ft2)= 2.355
Hydraulic Radius R=A/Wp, (ft)= 0.5
Reduced Hydr Radius RR=AR/Wp, (ft)= 0.375
Roughness Coefficient n = 0.014
Friction Slope of Conduit Sf, (ft/ft)= 0.01
Example Calculation:
Slope Flow Capacity Reduced Flow Capacity % Difference
- S ° °reduced °reduced'Q
0.005 14.89 9.22 0.619
0.006 16.31 10.1 0.619
0.007 17.61 10.9 0.619
Conclusion:
Multiply actual Q in 18"& 24"pipes by 1.615 to reflect a 25% reduction in the
$ cross-sectional area called for on page 47, paragraph 5 of the College Station
Drainage Policy& Design Standards manual.
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Spring Creek Gardens Subdivision
Phase 2 - Pipe Flow Diagram
Q10 (cfs)
Inlet 1
Pipe 5 8.00
Inlet 2
Pipe 4 11.98
Inlet 3
Pipe 3 16.04
1
Junction Box 1
Pipe 2 16.04 Inlet 4
Inlet 5 F- Pipe 6 j 2.80
Pipe 1 18.74
Existing Drainage
Spring Creek Gardens Subdivision
Phase 2 - Pipe Flow Diagram
Q100 (cfs)
inlet 1
Pipe 5 10.97
Inlet 2
Pipe 4 1 16.43
Inlet 3
Pipe 3 22.00
Junction Box 1
Pipe 2 22.00 Inlet 4
Inlet 5 - Pipe 6 3.78
Pipe 1 25.70
Existing Drainage
Pipe 1 - 10 Year Storm
Manning Pipe Calculator
Given Input Data:
Shape Circular
Solving for Depth of Flow
Diameter 27 . 0000 in
Flowrate 18 .7400 cfs
Slope 0 .0075 ft/ft
Manning' s n 0. 0140
Computed Results :
Depth 17 .4858 in
Area 3 . 9761 ft2
Wetted Area 2 .7244 ft2
Wetted Perimeter 50.5036 in
Perimeter 84 .8230 in
Velocity 6 .8787 fps
Hydraulic Radius 7 .7679 in
Percent Full 64 .7621 %
Full flow Flowrate 24 .9053 cfs
Full flow velocity 6.2638 fps
Pipe 1 - 100 Year Storm
Manning Pipe Calculator
Given Input Data:
Shape Circular
Solving for Depth of Flow
Diameter 27.0000 in
Flowrate 25 .7000 cfs
Slope 0.0075 ft/ft
Manning's n 0. 0140
Computed Results:
Depth 22 . 9942 in
Area 3 . 9761 ft2
Wetted Area 3 .6080 ft2
Wetted Perimeter 63 .4712 in
Perimeter 84 .8230 in
Velocity 7. 1231 fps
Hydraulic Radius 8. 1856 in
Percent Full 85 .1636 %
Full flow Flowrate 24 . 9053 cfs
Full flow velocity 6 .2638 fps
�'I:rina ('I ,,.Irc1-n !1 11 I 11a_�.
Pipe 2 - 10 Year Storm
Manning Pipe Calculator
Given Input Data:
Shape Circular
Solving for Depth of Flow
Diameter 27 .0000 in
Flowrate 16 .0400 cfs
Slope 0 .0113 ft/ft
Manning's n 0. 0140
Computed Results:
Depth 13 .8913 in
Area 3 .9761 ft2
Wetted Area 2 .0614 ft2
Wetted Perimeter 43 .1942 in
Perimeter 84 .8230 in
Velocity 7 .7811 fps
Hydraulic Radius 6 . 8723 in
Percent Full 51.4493 %
Full flow Flowrate 30 .5703 cfs
Full flow velocity 7 .6886 fps
Pipe 2 - 100 Year Storm
Manning Pipe Calculator
Given Input Data:
Shape Circular
Solving for Depth of Flow
Diameter 27.0000 in
Flowrate 22 .0000 cfs
Slope 0.0113 ft/ft
Manning' s n 0 .0140
Computed Results :
Depth 16.9580 in
Area 3 .9761 ft2
Wetted Area 2 .6293 ft2
Wetted Perimeter 49.4055 in
Perimeter 84 .8230 in
Velocity 8.3674 fps
Hydraulic Radius 7 .6634 in
Percent Full 62 .8075 %
Full flow Flowrate 30.5703 cfs
Full flow velocity 7 .6886 fps
51:. -briut
Pipe 3 - 10 Year Storm
Manning Pipe Calculator
Given Input Data:
Shape Circular
Solving for Depth of Flow
Diameter 27 .0000 in
Flowrate 16 . 0400 cfs
Slope 0 . 0111 ft/ft
Manning's n 0 . 0140
Computed Results:
Depth 13 . 9656 in
Area 3 . 9761 ft2
Wetted Area 2 .0753 ft2
Wetted Perimeter 43 .3429 in
Perimeter 84 . 8230 in
Velocity 7 .7289 fps
Hydraulic Radius 6 . 8949 in
Percent Full 51.7245 %
Full flow Flowrate 30.2986 cfs
Full flow velocity 7 .6202 fps
Pipe 3 - 100 Year Storm
Manning Pipe Calculator
Given Input Data:
Shape Circular
Solving for Depth of Flow
Diameter 27 .0000 in
Flowrate 22 . 0000 cfs
Slope 0 . 0111 ft/ft
Manning's n 0 . 0140
Computed Results :
Depth 17 .0613 in
Area 3 . 9761 ft2
Wetted Area 2 .6480 ft2
Wetted Perimeter 49.6194 in
Perimeter 84 . 8230 in
Velocity 8 . 3083 fps
Hydraulic Radius 7 .6846 in
Percent Full 63 . 1900 %
Full flow Flowrate 30 .2986 cfs
Full flow velocity 7 . 6202 fps
1
Pipe 4 - 10 Year Storm
Manning Pipe Calculator
Given Input Data:
Shape Circular
Solving for Depth of Flow
Diameter 27 .0000 in
Flowrate 11. 9800 cfs
Slope 0 .0050 ft/ft
Manning's n 0 . 0140
Computed Results :
Depth 14 . 9035 in
Area 3 . 9761 ft2
Wetted Area 2 .2507 ft2
Wetted Perimeter 45.2236 in
Perimeter 84 .8230 in
Velocity 5 . 3227 fps
Hydraulic Radius 7 . 1667 in
Percent Full 55. 1982 %
Full flow Flowrate 20 .3351 cfs
Full flow velocity 5 . 1144 fps
Pipe 4 - 100 Year Storm
Manning Pipe Calculator
Given Input Data:
Shape Circular
Solving for Depth of Flow
Diameter 27 .0000 in
Flowrate 16.4300 cfs
Slope 0 .0050 ft/ft
Manning's n 0. 0140
Computed Results:
Depth 18 .4013 in
Area 3 . 9761 ft2
Wetted Area 2 . 8864 ft2
Wetted Perimeter 52 .4434 in
Perimeter 84 .8230 in
Velocity 5 .6922 fps
Hydraulic Radius 7 . 9256 in
Percent Full 68 . 1531 %
Full flow Flowrate 20 . 3351 cfs
Full flow velocity 5 . 1144 fps
uc: 6: r ; ir!, ,i_
Pipe 5 - 10 Year Storm
Manning Pipe Calculator
Given Input Data:
Shape Circular
Solving for Depth of Flow
Diameter 24 .0000 in
Flowrate 12 . 9200 cfs
Slope 0 .0130 ft/ft
Manning's n 0. 0140
Computed Results:
Depth 12 .5545 in
Area 3 . 1416 ft2
Wetted Area 1.6632 ft2
Wetted Perimeter 38.8085 in
Perimeter 75. 3982 in
Velocity 7 .7683 fps
Hydraulic Radius 6 . 1713 in
Percent Full 52 .3103 %
Full flow Flowrate 23 . 9511 cfs
Full flow velocity 7.6239 fps
Pipe 5 - 100 Year Storm
Manning Pipe Calculator
Given Input Data:
Shape Circular
Solving for Depth of Flow
Diameter 24 .0000 in
Flowrate 17.7200 cfs
Slope 0.0130 ft/ft
Manning's n 0.0140
Computed Results:
Depth 15.3617 in
Area 3 .1416 ft2
Wetted Area 2 . 1237 ft2
Wetted Perimeter 44 .5137 in
Perimeter 75 .3982 in
Velocity 8 .3441 fps
Hydraulic Radius 6. 8700 in
Percent Full 64 .0071 %
Full flow Flowrate 23 .9511 cfs
Full flow velocity 7 .6239 fps
Pipe 6 - 10 Year Storm
Manning Pipe Calculator
Given Input Data:
Shape Circular
Solving for Depth of Flow
Diameter 18 . 0000 in
Flowrate 4 .5200 cfs
Slope 0. 0088 ft/ft
Manning' s n 0 .0140
Computed Results :
Depth 8 .9362 in
Area 1.7671 ft2
Wetted Area 0. 8756 ft2
Wetted Perimeter 28 .1466 in
Perimeter 56.5487 in
Velocity 5. 1622 fps
Hydraulic Radius 4 .4796 in
Percent Full 49.6453 %
Full flow Flowrate 9.1501 cfs
Full flow velocity 5 . 1779 fps
Pipe 6 - 100 Year Storm
Manning Pipe Calculator
Given Input Data: •
Shape Circular
Solving for Depth of Flow
Diameter 18. 0000 in
Flowrate 6.1000 cfs
Slope 0.0088 ft/ft
Manning's n 0.0140
Computed Results :
Depth 10.7456 in
Area 1.7671 ft2
Wetted Area 1.1004 ft2
Wetted Perimeter 31.7879 in
Perimeter 56.5487 in
Velocity 5.5434 fps
Hydraulic Radius 4 .9848 in
Percent Full 59.6979 %
Full flow Flowrate 9. 1501 cfs
Full flow velocity 5 . 1779 fps
r u
APPENDIX D
HEC-1 Data & Calculations
SCS CURVE NUMBER CALCULATIONS
SPRING CREEK GARDENS - DRAINAGE AREA 101
Area - Ac. 110.84
sq. mi. 0.1732
Weighted
Land Use Area, Ac. CN II* CN
Residential -1/8 acre 0.00 92 0.0
Residential -1/4 acre 50.43 87 39.6
Farmstead 0.66 86 0.5
Commercial 0.91 95 0.8
Open Space/Grass 0.00 80 0.0
Pasture 28.60 83 21.4
Woods 30.24 79 21.6
Roads 0.00 98 0.0
Water 0.00 100 0.0
Total - CN II 110.84 83.8
* Type "D" Soils
Average Runoff Condition** CN = 79.8
CN I = 67.8
ARC CN = CN I = 0.75(CN II -CN I)
** Average Runoff Conditions per Texas Engineering Technical Note
No. 210-18-TX5-SCS-USDA-March 1983.
SCS CURVE NUMBER CALCULATIONS
SPRING CREEK GARDENS - DRAINAGE AREA 201
Area - Ac. 110.84
sq. mi. 0.1732
Weighted
Land Use Area, Ac. CN II* CN
Residential -1/8 acre 0.00 92 0.0
Residential -1/4 acre 50.43 87 39.6
Farmstead 0.66 86 0.5
Commercial 0.91 95 0.8
Open Space/Grass 0.00 80 0.0
Pasture 28.60 83 21.4
Woods 30.24 79 21.6
Roads 0.00 98 0.0
Water 0.00 100 0.0
Total - CN II 110.84 83.8
* Type "D" Soils
Average Runoff Condition** CN = 79.8
CN I = 67.8
ARC CN = CN I = 0.75(CN II -CN I)
** Average Runoff Conditions per Texas Engineering Technical Note
No. 210-18-TX5-SCS-USDA-March 1983.
SCS CURVE NUMBER CALCULATIONS
SPRING CREEK GARDENS - DRAINAGE AREA 102
Area - Ac. 11.63
sq. mi. 0.0182
Weighted
Land Use Area, Ac. CN II* CN
Residential -1/8 acre 0.00 92 0.0
Residential -1/4 acre 0.00 87 0.0
Farmstead 1.47 86 10.9
Commercial 0.00 95 0.0
Open Space/Grass 3.97 80 27.3
Pasture 4.18 83 29.8
Woods 1.40 79 9.5
Roads 61 98 5.1
Water100 0.0
Total - CN II 11.63 82.7
* Type "D" Soils
Average Runoff Condition** CN = 78.7
CN I = 66.8
ARC CN = CN I = 0.75(CN II -CN I)
** Average Runoff Conditions per Texas Engineering Technical Note
No. 210-18-TX5-SCS-USDA-March 1983.
SCS CURVE NUMBER CALCULATIONS
SPRING CREEK GARDENS - DRAINAGE AREA 202
Area - Ac. 11 .63
sq. mi. 0.0182
Weighted
Land Use Area, Ac. CN II* CN
Residential -1/8 acre 8.66 92 -68.5 ‘,,602'
Residential -1/4 acre 00\ 87 0.0
Farmstead 0.00 86 0.0
Commercial0.00 �I 95 0.0
Open Space/Grass 0.10 80 0.7
Pasture 1.59 83 11.3 I Ij A
Woods 79 8.7 = )
(0.
Roads 00__) 98 0.0
Water 0.00 100 0.0
Total - CN II 11.63 89.2 Z
* Type "D" Soils
Average Runoff Condition** CN = 84.9
CN I = 72
ARC CN = CN I = 0.75(CN II -CN I)
** Average Runoff Conditions per Texas Engineering Technical Note
No. 210-18-TX5-SCS-USDA-March 1983.
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EXHIBIT A
Pre-Development Drainage Area Map
EXHIBIT B
Post-Development Drainage Area Map
EXHIBIT C
Post-Development Drainage Area Map—Storm Sewer Design