HomeMy WebLinkAboutDrainage ReportCERTIFICATION
1, Joseph P. Schultz, Licensed Professional Engineer No. 65889, State of Texas, certify that this report
for the drainage design for the Graham Corner Plaza in College Station, Texas, was prepared by me in
accordance with the provisions of the City of College Station Drainage Policy and Design Standards
for the owners hereof, with the exception that storm water runoff detention is not being required for
this project since the site discharges directly into an existing drainage and immediately into the 100-
year floodplain limits.
C�
Ginger rso, P.E.
Josep . S Zultz, P.E.
-7 -23-03
TABLE OF CONTENTS
GRAHAM CORNER PLAZA
CERTIFICATION ......
TABLEOF CONTENTS............................----------......................._---............------........................................... ------............2
LISTOF TABLES ......................... ......................................................................................................................................... 2
INTRODUCTION.............................................._.........----......................-------......_.........................--------............................ 3
GENERAL LOCATION AND DESCRIPTION.................................................................................................................3
FLOOD HAZARD INFORMATION .................... ........................................................................................................ - ....3
DEVELOPMENT DRAINAGE PATTERNS ............................................ ..........................................................................3
DRAINAGEDESIGN CRITERIA .................................................... --............................---------------.....................-----......3
STORM WATER RUNOFF DETERMINATION...----...........................................................................-........_.-----.......4
STORM SEWER CULVERT DESIGN-------------------.......................----...............................-------............................--........5
STORM SEWER PIPE & INLET DESIGN--------..................................................................._....................-----...............
CONCLUSIONS.............._._.._----...---------------------......---..............--------..........---......................_..............-------......... ------ 6
APPENDIXA......................................................................................................................................................................... 7
Calculations
EXHIBITA------........................------------------------------------................._...............-------......................................................... 19
Time of Concentration Flow Path & Drainage Area Map
EXHIBITB ...................-.................._..................................................-------.................. 21
Pre- and Post -Development Drainage Area Map
EXHIBITC......................................................................................... ..------.............................--------------.............................. 23
Grading Plan
LIST OF TABLES
TABLE 1 — Rainfall Intensity & Runoff Data.......................................................................................... 4
TABLE 2 — Time of Concentration (tc) Equations.................................................................................. 5
DRAINAGE REPORT
GRAHAM CORNER PLAZA
INTRODUCTION
The purpose of this report is to provide the hydrological effects of the construction of the
infrastructure for the Graham Corner Plaza project, and to show that the storm water runoff will
be controlled in such a manner so as to have minimal offsite or downstream impact.
GENERAL LOCATION AND DESCRIPTION
The project is located on 10.73 acres located in College Station, Texas. Most of the site is open
land with grass. A 1.093 acre portion along the North Fork of Lick Creek is being dedicated to
the City of College Station as greenway. This area is primarily wooded. The existing ground
elevations range from elevation 276 to elevation 288. 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 Lick Creek Drainage Basin. The site is located in a Zone X
Area according to the Flood Insurance Rate Map (FIRM) prepared by the Federal Emergency
Management Agency for Brazos County, Texas and incorporated areas dated February 9, 2000,
panel number 48041CO201 D. Zone X Areas are determined to be outside of the 500-yr
floodplain. This site is not within the limit of study for the FIRM. However, the approximate
100-year floodplain limits and the floodway were previously determined by Robertson
Engineering for the City of College Station, and these limits were included on the Final Plat for
the project. This floodplain area is also shown on Exhibit A. Most of the floodplain area and
all of the floodway for this tract is located in the Greenways Dedication Area.
DEVELOPMENT DRAINAGE PATTERNS
The storm water runoff from the site flows into the North Fork of Lick Creek. The runoff from
this development will be discharged into the creek and the 100-year floodplain; therefore, no
detention is required for this project. The drainage area boundaries are shown on Exhibit A.
DRAINAGE DESIGN CRITERIA
The design parameters for the storm sewer are as follows:
• The Rational Method is utilized to determine peak storm water runoff rates for the
storm sewer design.
• Design Storm Frequency
Storm culverts 25-year storm event
Stone sewer system 10 and 100-year storms events
• Runoff Coefficients
Undeveloped areas
Developed areas
Open space areas
Impervious surfaces
C = 0.30
C = 0.85
C = 0.40
C = 0.90
• Rainfall Intensity equations and values for Brazos County can be found in Table 1.
• Time of Concentration, t, - Calculations for are based on the method found in the TR-
55 publication. Refer to Appendix A for the equations and calculations. The drainage
runoff flow paths used for calculating the times of concentration for the design of
Culvert No. I are shown in Exhibit B. For smaller drainage areas, a mininuull t, of 10
minutes is used to determine the rainfall intensity values.
STORM WATER RUNOFF DETERMINATION
The peak runoff values were determined in accordance with the criteria presented in the
previous section for the 10-, 25- and 100-year storm events. The runoff coefficients are
based on the development of this tract. The drainage areas are shown in Exhibit A.
Runoff conditions are summarized in Table 1. The time of concentration equations are
shown in Table 2.
TABLE 1 - Rainfall Intensity & Runoff Data
Area #
Area
(acres)
C
k
(min)
10 year storm
25 year storm
too year storm
C,
C
C 0
Cana+
I10
(in/hr)
Q+a
(cfs)
Ixs
(in/hr)
Qzs
(cfs)
tIN
(in/hr)
Q+m
(cfs)
A+
Ax
Aa
Total
Area A
1.04
7.03
0.9
0.3
0.8
0.43
17.8
6.602
19.96
7.564
22.86
8.949
27.05
101
+236
2.36
t0.40
0.40
10
8.635
8.15
9.861
9.31
11.639
10A9
102
120
0.40
0.40
10
8.635
4.14
9.861
4.73
11.639
5.59
201
2.36
0.85
0.85
10
8.635
17.32
9.861
19.78
11.639
23.35
202
1.20_
0.85
0.85
10
8.635
8.81
9.861
10.06
_11.639
11.87
_
203
023
--
-
_1.20
0.23
0.90
- _--
-- -
- 0.90
_
10
8.635
1.79
9.861
2.04
11.639
2.41
204
023
0.09
0.10
... ..
0.23
0.90
.._.
..
0.90
10
8.635
1.79
9.861
9.861
2A4
0.80
_-
0.89
8.97
11.639
11.639
_. ..
11.639
11.639
2.47
0.94
1.05
70.59
205
_-
206
0.09
0.10
0.90
__-
0.90
0.90
10
.-
70
70
8.635
0.70
_.__
0.90
0.85
8.635
8.635
0.78
7.85
.861
9.861
207
1.07
1.07
0. 55
9.861
The Rational Method:
Q = CIA
1 = b I (tc+d)`
Q = Flow (cfs)
tc = Time of concentration (min)
A = Area (acres)
C = Runoff Coeff.
I = Rainfall Intensity (in/hr)
Brazos County.
10 year storm
25 year storm
100 year storm
b=80
b=89
b=96
d=8.5
d=8.5
d=8.0
e = 0.763
e = 0.75
e = 0.730
tc = U(V`60)
L = Length (ft)
V = Velocity (ft/sec)
TABLE 2 — Time of Concentration (t(:) Equations
The time of concentration was determined using methods found in TR- 5, "Urban
Hydrology for Small FVatershede. ' The equations are as follows:
Time of Concentration: Tc = T,(,,,,.,, n,,,)+
where: T, = Travel Time, minutes
For Shallow Concentrated Flow: T, = L / (60* V)
where: T, = travel time, minutes
V = Velocity, fps (See Fig 3-1, App. B)
L = flow length, feet
Refer to Appendix A for calculations.
STORM SEWER CULVERT DESIGN
A storm sewer culvert is proposed at the State Highway 6 West Frontage Road driveway
for this development. This culvert will be designed for the 25-year storm event, and it will
also pass the 100-year stone event without overtopping the driveway. Refer to Appendix
A for the culvert calculator data sheets for the 25- and 100-year storm events.
STORM SEWER PIPE & INLET DESIGN
This project consists of the construction of the private driveway and stone sewer system
and the public water and sanitary sewer lines for this development. No buildings or
structures are proposed at this time. The private stone sewer system is designed to collect
the developed condition runoff from Lots 1, 2, 4 & 5, and discharge it into the North Fork
of Lick Creek. Lots 3 & 6 will have separate storm sewer systems that will discharge
directly into the creek. The private driveway and the storm sewer curb inlets were
designed for the existing conditions of the property.
The storm sewer pipe system is designed for the future developed condition of the
property. Pipes 1 & 2 will be constructed with the ends plugged until development of Lots
1, 4 or 5. Inlets and additional storm sewer piping will be required when the development
plan for each lot is prepared. A drainage report shall be prepared for each lot before it is
developed in order to verify that the calculated runoff values used in this report are not
exceeded.
As previously stated, the storm water runoff from this site will be collected by the
proposed storm sewer system and then flow directly into the North Fork of Lick Creek.
The storm sewer piping for this project has been selected to be Reinforced Concrete Pipe
(RCP) meeting the requirements of ASTM C-76, Class III pipe meeting the requirements
of ASTM C-789. The curb inlets will be cast -in -place concrete.
Appendix A presents a summary of the storm sewer inlet design parameters and
calculations. The inlets were designed based on a 10-year design storm. As per College
Station guidelines, the capacities of inlets in sump were reduced by 10% to allow for
clogglllg.
Inlets were located to maintain a gutter flow depth of 6" or less. This design depth will
prevent the spread of water from overtopping the curb of the road for the 10-year storm
event. Refer to Appendix A for a summary of the gutter flow depths. 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 capacities for the inlets in sump (Inlets I & 2) were calculated using
the Inlets in Sumps, Weir Flow equation with a maximum allowable depth of 7" (5" gutter
flow plus 2" gutter depression). These equations and the resulting data are also
summarized in Appendix A. There are no inlets on grade proposed for this development.
Appendix A contains a summary of the storm sewer pipe design parameters and
calculations. All pipes are 18" in diameter or larger. The pipes for the storm sewer system
were designed based on the 10-year storm event, and they will also pass the 100-year
storm event. Based on the depth of flow in the street determined for the 100-year storm
event, this runoff will be contained within the street right-of-way until it enters the storm
sewer system. 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. The maximum flow in the storm sewer pipe system will
occur in Pipe No. 4. The maximum velocity for the pipe system in this development will
be 8.9 feet per second and will occur in Pipe No. 4. A concrete headwall is proposed for
the end of Pipe 4 to dissipate the energy of the discharge and control erosion. Appendix A
contains a summary of the pipe calculations as well as a summary of the flows through the
storm sewer system for the 10 and 100-year events.
A grading plan for this site is provided as Exhibit C. The private driveway is designed so
that it is above the base flood elevation for the North Fork of Lick Creek. The site will be
graded so that if there is any flow that exceeds the capacity of the storm sewer system it
would flow over the private driveway curb and immediately enter the floodplain area. The
outlet of Pipe 4 is below the Base Flood Elevation so there will be a tailwater effect on the
discharge of Pipe 4. However, due to the close proximity of this site to the stream channel
and its location in the watershed, the peak runoff from this site will occur much sooner
than the peak runoff for the stream. Therefore, the tailwater condition should have little
effect on the capacity of the storm sewer pipe. As stated previously, the area adjacent to
Storm Inlet 2 has been designed to allow excess runoff to flow directly into the floodplain
area if the storm sewer pipes cannot carry the entire runoff from the site. This will limit
the depth of water in the private drive during these circumstances.
CONCLUSIONS
The construction of this project will increase the storm water runoff from this site.
However, the runoff will be carried through the proposed storm sewer system and
immediately into the 100-year floodplain. The increased flow in this tributary should not
have a significant impact on the surrounding property. No flood damage to downstream or
adjacent landowners is expected as a result of this development.
r�
APPENDIX A
Calculations
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Time of Concentration Calculations
Drainage Area for Proposed Culvert No. I
Flow, along Pavement Segment #I:
Flow length = 370' = L
Slope = 0.8%
For paved surface at 0.8%, Velocity V =1.8 fps (see Fig. 3-1)
T,=U(60*V)
= 370' / (60* L8) = 3.4 minutes
Flow along Pavement Segment #2:
Flow length = 615' = L
Slope = 1.2%
For paved surface at 1.2%, Velocity V =2.2 fps (fig 3-1)
= 615' / (60*2.2) = 4.7 minutes
Flow along Pavement Seginent #3:
Flow length = 565' = L
Slope = 1.0%
For paved surface at 1.0%, Velocity V =2.0 fps (Fig 3-1)
-4 = 565' / (60*2.0) = 4.7 minutes
Flow thm Ditch Segment #4: (Refer to attached channel calculations)
Trapezoidal channel with 1:5 sides, Bottom width = 24"
Flow length = 690' = L
Slope = 0.45%
(Note: slope & length estimated from topography.)
n = 0.035
Area = 7.03 acres (Drainage Area A)
Q23 = 22.86 cfs (using tc = 17.8 minutes, C = 0.43)
Upstream bypass from Existing Inlet A = 1.90 cfs
Total Q25 = 24.8 cfs
From Mannino's data, Velocity, V = 2.3 fps
> t, = 300 sec = 5.0 minutes
T, = 3.4 + 4.7 + 4.7 + 5.0 = 17.8 minutes
s0 —
20 —
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0
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N
02 —
01 —
005 —
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1 2 4 6 10 20
Average velocity, ft/sec
Piqua ]-L—Avcra Kc vd++c itica (ec cAim atinK tr vd limo for xhalla.+ concantr tcd flow.
:i'L (210-V I TR55. &,,md Ed.. Jun, 1986)
Ditch for Tc Calculations.txt
channel calculator
Given Input Data:
Shape...........................
solving for .....................
Flowrate ........................
Slope...........................
manning's n .....................
Height..........................
Bottom width ....................
Left slope ......................
Right slope .....................
computed Results:
Depth...........................
velocity........................
Full Flowrate ...................
Flow area .......................
Flow perimeter ..................
Hydraulic radius ................
Topwidth .......................
Area............................
Perimeter .......................
Percent full ....................
Trapezoidal
Depth of Flow
24.9000 cfs
0.0045 ft/ft
0.0350
24.0000 in
24.0000 in
0.2000 ft/ft (v/H)
0.2000 ft/ft (v/H)
15.4741 in
2.2858 fps
71.5805 cfs
10.8932 ft2
181.8058 in
8.6280 in
178.7413 in
24.0000 ft2
268.7529 in
64.4755
E'age 1
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Pipe 1 - 10 Year Storm
Manning Pipe Calculator
Given Input Data
Shape ...........................
Circular
Solving for .....................
Depth of Flow
Diameter ........................
18.0000 in
Flowrate ........................
7.8500 cfs
Slope ...........................
0.0120 ft/ft
Manning's n .....................
0.0140
Computed Results:
Depth ...........................
11.4659 in
Area ............................
1.7671 ft2
Wetted Area .....................
1.1879 ft2
Wetted Perimeter ................
33,2699 in
Perimeter .......................
56.5487 in
Velocity ........................
6.6083 fps
Hydraulic Radius ................
5.1415 in
Percent Full ....................
63.6992 %
Full flow Flowrate ..............
10.6850 cfs
Full flow velocity ..............
6.0465 fps
Pipe 1 - 100 Year Storm
Manning Pipe Calculator
Given Input Data:
Shape ...........................
Circular
Solving for .....................
Depth of Flow
Diameter ........................
16.0000 in
Flowrate ........................
10.5900 cfs
Slope ...........................
0.0120 ft/ft
Manning's n .....................
0.0140
Computed Results:
Depth ...........................
14.6100 in
Area ............................
1.7671 ft2
Wetted Area ..................... ...............
1.5363 ft2
Wetted Perimeter ................
40.3883 in
Perimeter .......................
56.5437 in
Velocity ........................
6.8931 fps
-Hydraulic Radius ................
5.4775 in
Percent Full ....................
81.1667 %
Full flow Flowrate ..............
10.6850 cfs
Full flow velocity ..............
6.0465 fps
Graham Corner Plaza
College Station, Texas
Pipe 2 - 10 Year Storm
Manning Pipe Calculator
Given Input Data
Shape ...........................
Circular
Solving for ..............:......
Depth of Flow
Diameter .....................
— 30.0000 in
Flowrate ........................
25.1700 cfs
Slope .........................-
0.0070 ft/ft
Manning's n .....................
0.0140
Computed Results:
Depth ...........................
20.1101 in
Area ... ........ ...............
:. 4.9087 ft2
Wetted Area .....................
3.4980 ft2
Wetted Perimeter ................
57.5529 in
Perimeter .......................
94.2478 in
Velocity ........................
s
7.1955 fps
Hydraulic Radius ................
8.7522 in
Percent Full ....................
67.0336 %
Full flow Flowrate ..............
31.8662 cfs
Full flow velocity ...........
— 6.4917 fps
Pipe 2 - 100 Year Storm
Manning Pipe Calculator
Given Input Data
Shape ...........................
Circular
Solving for .....................
Depth of
Flow
Diameter ........................
30.0000
in
Flowrate ........................
33.9300
cfs
Slope ...........................
0.0070
ft/ft
Manning's n .....................
0.0140
Computed Results:
Depth ...........................
26.9374
in
Area ............................
4.9087
ft2
Wetted Area .....................
4.6454
ft2
Wetted Perimeter ................
74.7349
in
Perimeter .........- ............
94.2478
in
velocity
7.3040
fps
Hydraulic Radius ................
8.9508
in
Percent Full ....................
89.7912
%
Full flow Flowrate ..............
31.8662
cfs
Full flow velocity ..............
6.4917
fps
Graham Cornet: Plaza
College Station, 're r:as
Pipe 3 - 10 Year Storm
Manning Pipe Calculator
Given Input Data:
Shape ...........................
Circular
Solving for .....................
Depth of Flow
Diameter ........................
36.0000 in
Flowrate ........................
36-4700 cfs
Slope ...........................
0-0070 ft/ft
Manning's n .....................
0.0140
Computed Results:
Depth ...........................
22.2742 in
Area ..........................:.
7.0686 ft2
Wetted Area .....................
4.5927 ft2
Wetted Perimeter ................
65.1795 in
Perimeter .......................
113-0973 in
Velocity ........................
7.9408 fps
Hydraulic Radius ................
10.1466 in
Percent Full ....................
61.8728 %
Full flow Flowrate ..............
51.8179 cfs
Full flow velocity ..............
7.3307 fps
Pipe 3 - 100 Year Storm
Manning Pipe Calculator
Given Input Data:
Shape ...........................
Circular
Solving for .....................
Depth of Flow
Diameter ........................
36.0000 in
Flowrate ........................
49.1600 cfs
Slope ...........................
0.0070 ft/ft
Manning's n .....................
0.0140
Computed Results:
Depth ...........................
27.9742 in
Area ............................
7.0686 ft2
Wetted Area .....................
5.8936 ft2
Wetted Perimeter ................
77.6919 in
Perimeter .......................
113.0973 in
Velocity ........................
8-3412 fps
- Hydraulic Radius ................
10.9237 in
Percent Full ....................
77.7062 %
Full flow Flowrate ..............
51.8179 cfs
Full flow velocity --------------
7.3307 fps
Graham Corner Plaza
Cc I.Iege Station, 4'ezae
Pipe 4 - 10 Year Storm
Manning Pipe Calculator
Given Input Data
Shape ...........................
Circular
Solving for .....................
Depth of Flow
Diameter ........................
36.0000 in
Flowrate ........................
39.0300 cfs
Slope ...........................
0.0080 ft/ft
Manning's n .....................
0.0140
Computed Results:
Depth ...........................
22.2902 in
Area ............................
7.0686 ft2
Wetted Area .....................
4.5966 ft2
Wetted Perimeter ................
65.2126 in
Perimeter .......................
113.0973 in
velocity ........................
8.4910 fps
Hydraulic Radius ................
10.1501 in
Percent Full ....................
61.9174
Full flow Flowrate ..............
55.3957 cfs
Full flow velocity ..............
7.8369 fps
Pipe 4 - 100 Year Storm
Manning Pipe Calculator
Given Input Data
Shape ...........................
Circular
Solving for .....................
Depth of Flow
Diameter ........................
36.0000 in
Flowrate ........................
52.6100 cfs
Slope ...........................
0.0080 ft/ft
Manning's n .....................
0.0140
Computed Results:
Depth ...........................
28,0020 in
Area ............................
7.0686 ft2
Wetted Area .....................
5.8994 ft2
Wetted Perimeter ................
77.7587 in
Perimeter .......................
113.0973 in
Velocity ........................
8.9179 fps
Hydraulic Radius ................
10.9250 in
Percent Full ....................
77,7834 %
Full flow Flowrate ..............
55.3957 cfs
Full flow velocity ..............
7.8369 fps
Graham Corner Plaza
College Station, Te::a:;
Culvert 1 - 25 Year Storm
Culvert Calculator
Entered Data:
Shape...........................
Number of Barrels ...............
Solving for .....................
Chart Number ....................
Scale Number ....................
Chart Description ...............
Scale Description ...............
Overtopping .....................
Flowrate ........................
Manning's n .....................
Roadway Elevation ...............
Inlet Elevation .................
Outlet Elevation ................
Diameter ........................
Length..........................
Entrance Loss ...................
Tailwater .......................
Computed Results:
Headwater .......................
Slope
velocity ........................
Circular
2
Headwater
1
3
CONCRETE PIPE CULVERT; NO BEVELED RING ENTRANCE
GROOVE END ENTRANCE, PIPE PROJECTING FROM FILL
Off
24.8000 cfs
0.0140
284.8500 ft
282.1400 ft
281.9000 ft
24.0000 in
48.0000 ft
0.2000
2.0000 ft
284.3570 ft Outlet Control
0.0050 ft/ft
3.9470 fps
Culvert 1 - 100 Year Storm
Culvert calculator
Entered Data:
Shape
Number of Barrels ...............
Solving for
Chart Number ....................
Scale Number ....................
Chart Description ...............
Scale Description ...............
Overtopping .....................
Flowrate ........................
Manning's n ......................
Roadway Elevation ...............
Inlet Elevation..... .............
Outlet Elevation ................
Diameter ........................
Length..........................
Entrance Loss ...................
Tailwater .......................
Computed Results:
Headwater .......................
Slope
velocity ........................
Circular
2
Headwater
1
3
CONCRETE PIPE CULVERT; NO BEVELE➢ RING ENTRANCE
GROOVE END ENTRANCE, PIPE PROJECTING FROM FILL
Off
30.0000 cfs
0.0140
284.8500 ft
282.1400 ft
281.9000 ft
24.0000 in
48.0000 ft
0.2000
2.0000 ft
284.5919 ft Inlet Control
0.0050 ft/ft
4.7746 fps
Graham Corner Plaza
College SLarion. Texas
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EXHIBIT A
Time of Concentration Flow Path & Drainage Area Map
ID