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DRAINAGE REPORT FOR THE PROPOSED
AMERISUITES HOTEL DEVELOPMENT
COLLEGE STATION, TEXAS
Prepared for
Kyle Legends I, LP
7502 Greenville Avenue
Dallas, Texas 75231
Submitted to
City of College Station
Development Services
1101 Texas Avenue
College Station, Texas 77842
Prepared by
CSC Engineering & Environmental Consultants, Inc.
3407 Tabor Road
Bryan, Texas 77808
June 2004
'In.~~
M. Frederick Conlin, P.E. W.R. Cullen, P.E.
QA/QC Reviewer Senior Engineer
CSC ENGINEERING & ENVIRONMENTAL CONSULTANTS, INC.
Report of Drai nage Study fo r AmeriSuites Hotel Development
TABLE OF CONTENTS
Page
1.0 GENERAL DESCRIPTION OF SITE AND PROPOSED DEVELOPMENT ............................. .
2.0 PRE-DEVELOPMENT DRAJNAGE PATTERNS AND MAJOR DRAJNAGE BASINS........... 2
3.0 SCOPE OF REPORT AND DRAINAGE DESIGN CRITERIA.................................................... 2
4.0 STORM WATER RUNOFF COMPUTATIONS........................................................................... 2
4.1 USE OF THE RATIONAL FORMULA............................................................................... 2
4.2 RUNOFF COEFFICIENTS (C) ............................................................................................ 3
4.3 TIME OF CONCENTRATION (Tc)..................................................................................... 5
4.4 RAINFALL INTENSITY (I)................................................................................................. 5
4.5 AREA OF SITE (A).............................................................................................................. 6
4.6 STORM WATER RUNOFF QUANTITIES......................................................................... 6
5.0 STORM WATER DETENTION COMPUTATIONS.................................................................... 7
5.1 REQUIRED MINIMUM DETENTION STORAGE VOLUME.......................................... 7
5.2 DETENTION BASIN STORAGE AREA............................................................................ 7
5.3 DETENTION BASIN OUTLET STRUCTURE................................................................... 8
6.0 STORM WATER ROUTING COMPUTATIONS......................................................................... 9
6.1 METHODOLOGY ................................................................................................................ 9
6.2 ROUTING COMPUTATIONS AND CONCLUSIONS...................................................... 9
7 .0 EROSION CONTROL MEASURES ............................................................................................. 10
7.1 GENERAL CONSIDERATIONS ......................................................................................... 10
8.0 CERTIFICATION ........................................................................................................................... 10
9.0 REFERENCES ................................................................................................................................ 11
LIST OF TABLES
Table 1. Summary of Determination of Runoff Coefficient (C) Values for Post-Development
Conditions for Entire Site ............................................................................................... ,...... 4
Table 2. Computed Rainfall Intensity Values for Defined Storm Return Period ................................ 6
Table 3. Calculation of Pre-and Post-Development Storm Water Runoff Quantities Using the
Rational Method . . . .. . . . .. . . . . . . . . . .. . . . . . . . .. .. .. . .. . . . . .. . . . . . . . . .. .. .. .. . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . .. . . . . 6
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CSC ENGINEERING & ENVIRONMENTAL CONSULTANTS, INC.
Report of Drainage Study for AmeriSuites Hotel Development
Figure I.
Figure 2.
Figure 3.
Figure 4.
Figure 5.
Figure 6.
Figure 7.
Figure 8.
Figure 9.
Figure 10.
Figure 11.
LIST OF FIGURES
Vicinity Map AmeriSuites Hotel
Carter Creek Drainage Basin
General Site Map and Currently Planned Development Scheme
Pre-Development Site Surface Storm Water Runoff Flow Patterns
Post-Development Site Grading Plan and Surface Storm Water Runoff Flow
Patterns
Post-Development Site Drainage Basin and Sub-basin Boundaries
Types of Site Cover Materials AmeriSuites Hotel
Pre-and Post-Development Hydrographs -100-Y ear Event AmeriSuites Hotel
(for Determining Minimum Required Volume of Detention Basin)
Storm Water Detention Basin Storage Depth versus Storage Volume
Cumulative Outflow (Discharge) versus Depth of Storage
Inflow and Outflow Hydrographs Illustrating Routing for 100-Y ear Storm Event
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CSC ENGINEERING & ENVIRONMENTAL CONSULTANTS, INC.
Report of Drainage Study for AmeriSuites Hotel Development
1.0 GENERAL DESCRIPTION OF SITE AND PROPOSED DEVELOPMENT
Information concerning the project was provided by Mr. Tom Kirkland of Kyle Legends I, LP
and available site development information developed by CSC in conjunction with Arkitex Studio, Inc.
The site of the proposed hotel is a 2.40-acre tract that is situated on the south side of University
Drive (Figure I), approximately 600 ft west of the intersection with Lincoln A venue in College Station,
Texas. The site is roughly square in shape with approximate average dimensions of 280 ft by 385 ft and
can be described as undeveloped improved pastureland. The site borders University Drive to the north,
the existing McAlister's Deli and Quality Suites properties to the west, and undeveloped properties of the
Wheeler Estate to the south and east. This development site is located in the Carter Creek drainage basin
where a tributary of Burton Creek flows from south-southwest to north-northeast near the southern
boundary of the subject site.
The subject site is situated such that the northern portion of the tract, near University Drive, is
mostly natural grasslands with some isolated trees and native shrubs. The southern portion of the tract,
near the tributary creek, contains some native Post and Water Oaks mixed with smaller mid-story
vegetation. The existing topography of the site is relatively steep from the higher elevations in the
northwestern corner of the site to the lower elevations along the existing tributary to Burton Creek that
forms the southern boundary of the site (Figure 4). Existing ground surface elevations range from
approximately El. 306 near the northwestern corner of the property to approximately El. 283 near the
previously referenced tributary. The average surface grade in the cleared area of the site is approximately
4.0 percent, with steeper grades being present near the creek tributary. The site does not appear to have
been the subject of past development and can be considered as improved rangeland. We understand that
the proposed hotel building will be a four (4) story structure that will have a total gross floor area (all four
(4) floors combined) of approximately 68,000 square feet (sq ft). The hotel will have approximately 91
rooms or units. The hotel structure will also have ground floor meeting rooms with a total meeting area of
approximately 1,000 to 1,200 sq ft, as well as indoor swimming pool, exercise room, etc. The building is
expected to be rectangular in shape with approximate plan dimensions of 70 ft by 235 ft and a total
footprint or ground floor plan area of approximately 16,000 sq ft. We anticipate that the proposed
development wi ll include paved parking and drive areas surrounding the hotel. Approximately 100
parking spaces are currently planned for the development. Landscaping of the site will be conducted in
the areas around the building, in between the proposed parking and University Drive, and the islands and
areas bordering the parking facilities.
CSC ENGINEERING & ENVIRONMENTAL CONSULTANTS, INC.
Report of Drainage Study for AmeriSuites Hotel Development
2.0 PRE-DEVELOPMENT DRAINAGE PATTERNS AND MAJOR
DRAINAGE BASINS
As previously discussed, the subject 2.40-acre site is located in the Burton Creek sub-basin of the
Carter Creek drainage basin. As illustrated on Figure 2, the subject site is situated near the upper portion
of the tributary to Burton Creek.
The distinct drainage channel or tributary crosses the existing site along the southern property
boundary. The major portion of current storm water runoff from the site appears to be by sheet-flow in a
southerly or southeasterly direction toward the previously described existing tributary of Burton Creek
(Figure 4). According to a recent floodplain study provided to CSC by the City of College Station, a
portion of the 2.40-acre site appears to lie within the I 00-year floodplain and flood way.
3.0 SCOPE OF REPORT AND DRAINAGE DESIGN CRITERIA
This report addresses the required detention of storm water runoff from the subject site as a result
of the planned hotel development. The site and proposed development were evaluated in accordance with
the criteria outlined in the ''Drainage Policy and Design Standards (DPDS)" manual of the City of College
Station, Texas. The DPDS manual is undated but contains a chapter on "Flood Hazard Protection" that
has a revision date of October 1, 1990. This report also discusses specific drainage control structures
related to the detention of storm water runoff from the new facility and general erosion control measures.
4.0 STORM WATER RUNOFF COMPUTATIONS
4.1 USE OF THE RATIONAL FORMULA
The Rational Formula was used to compute the volume of storm water runoff prior to and
following the planned development. Calculations based upon the Rational Formula were employed to
assess the quantity of storm water that must be detained to "offset" the increased runoff associated with
the new development. The general grading plan for the proposed development, the patterns of post-
development storm water runoff flows, and the location and approximate area of the proposed detention
basin are illustrated on the accompanying Figure 5.
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CSC ENGINEERING & ENVIRONMENTAL CONSULTANTS, INC.
Report of Drainage Study for AmeriSuites Hotel Development
Use of the Rational Formula is reasonable for this project since the contributory area of runoff is
less than 50 acres, an area sometimes referenced in the literature as an upper limit for use of the Rational
Formula. In addition, the subject site is located within a Secondary Drainage System and not within a
Primary Drainage System. The Rational Formula is not recommended for use within a Primary Drainage
System. Therefore, the Rational Formula was used to determine the peak discharge for both pre-and post-
development conditions.
The general equation for the Rational Formula is well known:
Q =CIA
where
Q =discharge of storm water in units of cubic feet per second (cfs)
C = coefficient that represents the average runoff characteristics of the land cover within the
drainage area of interest, i.e., the runoff coefficient, which is dimensionless
I = rainfall intensity in units of inches per hour (in/hr), and
A = area of the site that contributes to the storm water runoff in units of acres
The numbers for each of the values used to compute the storm water runoff at the subject site are
discussed in the following sections.
4.2 RUNOFF COEFFICIENTS (C)
The runoff coefficients or "C" values were computed for both pre-and post-development
conditions. Coefficients for the different types of surface covers were determined in accordance with
information presented in Table ill-1 of the DPDS manual.
The coefficient for the pre-development condition was determined based upon the land cover
category listed in Table ill-1 as a combination of ''Natural Woodlands" and ''Natural Grasslands" for
slopes in the range of3.5% to 5.5%. A range of C-values of 0.25 to 0.30 was listed in the referenced table
for the ''Natural Woodlands" and a range of C-values of 0.45 to 0.55 was given for ''Natural Grasslands"
for the cited topographic conditions. Given that the majority of the site can be classified as natural
grassland, an average value of 0.50 was selected for use for pre-development cover of the entire 2.40-acre
site.
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CSC ENGINEERING & ENVIRONMENTAL CONSULTANTS, INC.
Report of Drainage Study for AmeriSuites Hotel Development
The post-development site grading plan and surface storm water runoff flow patterns are
illustrated in Figure 5. As can be seen from Figure 5, the area incorporated in our analyses for post-
development included the footprint of the proposed hotel building, the proposed parking and driveway
pavements, and the proposed landscaped areas. As indicated by the specific site drainage basin and sub-
basin boundaries associated with development (Figure 6), not all of the developed site will be draining
directly to the planned detention basin. However, the final grading plan has been developed in a manner
that will allow offsite storm water runoff from the Quality Suites to be routed to the detention facility
located near the southwest comer of the AmeriSuites Hotel site. The referenced drainage area consists of
approximately 0.9 acres of concrete pavement that slopes from west to east toward the subject site. Storm
water runoff exists at the Quality Suites site through a series of curb cuts along the western property
boundary.
The post-development C-values were determined from the referenced table for the specific types
of site cover associated with post-developed site conditions (Figure 7). The specific types of post-
development cover materials illustrated in Figure 7 and the corresponding C-values from Table III-1 of
the DPDS manual were used in the analysis listed in Table 1 to compute an average C-value for the post-
developed site. In general, a C-value of 0.9 was used for the building roof and concrete-covered
pavements and sidewalks, and a C-value of 0.45 was used for the landscaped or grassed areas.
Table 1. Summary of Determination of Runoff Coefficient (C) Values for Post-Development
Conditions for Entire Site
Type of Ground Cover
Pavement (sidewalks, streets, etc.)
Building roof
Grassed or landscaped areas
Summation
Area of Coverage,
Square Feet
47,242
17,000
40,302
104,544
Typical
C-Values
0.90
0.90
0.45
Extended Multiplication of
C-Values X Area
42,518
15,300
18,136
75,954
Therefore, the average C-value across the site can be determined by dividing the summation of
the product of the individual areas times the respective C-values and dividing that summation by the
overall area:
Average C-value = 75,954 square feet/104,544 square feet = 0.726 (Use 0.73)
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CSC ENGINEERING & ENVIRONMENTAL CONSULTANTS, INC.
Report of Drainage Study for AmeriSuites Hotel Development
4.3 TIME OF CONCENTRATION (Tc)
The time of concentration at a site is used to determine the intensity of the rainfall event used for
computing· storm water flows and required detention volumes. The time of concentration is defined as
"the time required for the runoff to be established and flow from the most remote part of the drainage area
to the point under design." For pre-development conditions the time of concentration for the subject site
was calculated based upon the elevation difference and the flow distance from the higher elevations· in the
northwestern portion of the property to the lower elevations where the storm water leaves the property.
The referenced change in elevation is 23 ft and the referenced distance is approximately 460 ft that
produces a slope of approximately 5% for pre-development conditions. The slope for post-development
conditions was determined from the proposed site grading plan and drainage patterns as illustrated in
Figure 5. The surface slopes or grades and the velocities presented in Table ill-2 of the DPDS manual
were utilized to determine the appropriate storm water runoff velocity.
For overland or sheet-flow over land with slopes in the range of 4 to 7 percent, such as at the
subject site, velocities of runoff flow are listed to be in the range of 1.5 to 2.5 feet per second (fps) for
natural woodlands and in the range of 2.5 to 3.5 fps for natural grasslands. Accordingly, an average
velocity of 2.5 fps was conservatively selected for pre-development conditions. Thus, time of travel
between the location of the higher elevations of the site and exit point from the site was calculated to be
approximately 184 seconds (460 ft distance/2.5 fps velocity) or approximately 3.1 minutes for pre-
development conditions. Similarly, the post-development time of concentration was calculated over the
paved areas of the site without consideration of any detention and was determined to be a shorter time
period. Therefore, a minimum time of concentration of 10 minutes (as specified in the DPDS manual) was
used in the calculations for both pre-and post-development conditions.
4.4 RAINFALL INTENSITY (I)
The rainfall intensity values were computed for the minimum 10-minute time of concentration
previously discussed using the intensity-duration-frequency curves developed by the Texas Department of
Transportation. The computed intensities calculated for storm events with "return periods" of 5, 10, 25,
50, and 100 years are indicated in Table 2.
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CSC ENGINEERING & ENVIRONMENTAL CONSULTANTS, INC.
Report of Drainage Study for AmeriSuites Hotel Development
Table 2. Computed Rainfall Intensity Values for Defined Storm Return Period
Storm Return Period
(Years)
4.5 AREA OF SITE (A)
5
10
25
50
100
Rainfall Intensity
(Inches/Hour)
7.7
8.6
9.9
11.1
12.3
The area of the site used in the computation of storm water runoff is the original site area of 2.40
acres.
4.6 STORM WATER RUNOFF QUANTITIES
Storm water runoff quantities were calculated using the Rational Formula. Runoff quantities were
calculated for both pre-and post-development conditions for the 2.40-acre site and are presented in Table
3.
Table 3. Calculation of Pre-and Post-Development Storm Water Runoff Quantities Using the Rational
Method
PRE-
DEVELOPMENT
Storm
Event Area_ Intensityc Cpre8 Qpre
(year) (acres) (inches/hr) (dless") (cfs)
5 2.40 7.7 0.50 9.2
10 2.40 8.6 0.50 10.4
25 2.40 9.9 0.50 11.8
50 2.40 11.1 0.50 13.4
100 2.40 12.3 0.50 14.8
•Average values ofC were obtained from Table Ill-I of the DPDS Manual
b dless = dimensionless
c Values obtained from Table 2 of this report
6
POST-
DEVELOPMENT DIFFERENCE
Cpost Qpost Qmff
(dless"} (cfs) (cfs)
0.73 13.5 4.2
0.73 15.1 4.8
0.73 17.3 5.4
0.73 19.4 6.2
0.73 21.5 6.8
CSC ENGINEERING & ENVIRONMENTAL CONSULTANTS, INC.
Report of Drainage Study for AmeriSuites Hotel Development
5.0 STORM WATER DETENTION COMPUTATIONS
5.1 REQUIRED MINIMUM DETENTION STORAGE VOLUME
The storage volume of the detention area was calculated such that the peak discharge of the
ultimate development hydrograpbs for the 100-year design stol'm was limited to a discharge less than a
defined target discharge. The defined target discharge was characterized by the DPDS manual to be the
peak discharge of the pre-development hydrograph for the 100-year storm event. Since the entire 2.40-
acre site is being developed at the present time, the current developed condition and the ultimate
developed condition were assumed to be the same.
The required detention storage volume was determined as the difference in area between the pre-
and post-development hydrographs, as depicted on Figure 8. The Triangular Approximation method was
used to determine the hydrographs. The hydrographs were constructed by assuming that t~e peak
discharge, as calculated from the Rational Formula, occurs at a time equal to the time of concentration
and that one-third of the flow volume occurs before the peak discharge is reached and two-thirds occur
following the peak discharge. The Triangular Approximation method of developing hydrographs is
generally considered to be acceptable for analysis of Secondary Drainage Systems with an area of less
than 50 acres, which is applicable to the drainage basin addressed in this report.
The difference in area between the two hydrographs, or the required minimum volume of the
detention storage area, was calculated to be approximately 6, 110 ft3 for the I 00-year event.
5.2 DETENTION BASIN STORAGE AREA
We propose to construct the required detention basin on the southern comer of the project site and
adjacent to the existing Burton Creek tributary as depicted in Figure 5.
The proposed detention basin will be an earthen structure that is created by a combination of
excavation below the existing surface grades and construction of above-grade earthen berms to provide
the required volume for storm water detention. The proposed detention basin will be roughly triangular in
shape to conform to the space between the back of the proposed pavement and the existing tributary. The
detention basin will have an approximate length of 75 ft and a base width of approximately 35 ft as
indicated in Figure 5. The total depth of the basin will be approximately 5 ft from the base of the structure
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CSC ENGINEERING & ENVIRONMENTAL CONSULTANTS, INC.
Report of Drainage Study for ArneriSuites Hotel Development
to the bottom of the emergency overflow structure that will be built into the perimeter levee or
embankment. The embankments for the detention basin will be formed with compacted native clay soils,
excavated as part of the proposed building development or brought in from an acceptable borrow source.
The embankments will have side slopes with inclinations of 3: 1 (horizontal to vertical dimension) with a
minimum crest or top width of 1 ft to provide resistance to erosion or damage from mowing equipment.
The slopes of the embankment will be sodded with grass following construction to minimize erosion of
the embankment soils.
The approximate volume provided by the proposed detention basin is illustrated on Figure 9. As
can be seen from Figure 9, the full basin depth below the emergency overflow spillway elevation would
provide a potential storage volume of approximately 7,400 cu ft. As previously stated, the required
minimum storage volume of the detention basin would be approximately 6, 110 cu ft in order to detain the
difference between the 100-year event storm water runoff for pre-and post-development conditions. The
minimum required volume of 6, 111 cu ft is within the available storage capacity of the proposed basin.
5.3 DETENTION BASIN OUTLET STRUCTURE
The outlet structure for the detention basin has been designed to accommodate and route collected
storm water runoff from the 100-year event. A 12-in-diameter, high-density polyethylene (HOPE) pipe
will be installed through the embankment to drain the detention for "normal" discharges corresponding to
a 100-year event. An 4.0-ft-wide riprap section will be cut into the top of the detention basin embankment
to provide "emergency overflow" discharges for storm events in excess of the 100-year event. The
discharges will be routed to the previously referenced tributary of Burton Creek tributary.
The diameter and slope of the HDPE outlet pipe was established to provide discharges from the
detention basin during the 100-year storm event that were less than or equal to the 14.8 cfs runoff flows
that were associated with the pre-development site conditions. As indicated by the graphical presentation
of detention basin discharge versus depth illustrated on Figure 10, the planned pipe size and pipe grade
provides for a discharge of approximately 8.2 cfs, from the detention basin with 4.6 ft depth of storm
water detention, which is a flow that is less than the 14.8 cfs pre-development flow for the
predevelopment 100-year storm event. The detention basin outlet pipe will discharge through the earthen
side slope of the tributary stream and not at the base of the stream where the pipe outlet might become
inundated for common rainfall events. Erosion of the earthen side slopes of the "receiving" tributary creek
from detention basin discharges will be minimized by providing rock-rip along the slope at the discharge
point.
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CSC ENGINEERING & ENVIRONMENTAL CONSULTANTS, INC.
Report of Drainage Study for AmeriSuites Hotel Development
The emergency overflow will function similar to a weir to pass the outflow from storms that are
in excess of the 100-year event.
6.0 STORM WATER ROUTING COMPUTATIONS
6.1 METHODOLOGY
The proposed detention basin in the southwestern portion of the project site was analyzed for
flow routing through the areas under the 100-year storm event. The purpose of the routing analysis was to
simulate the performance of the detention basins in the form of inflow and outflow hydrograph s.
The storage-routing analysis was performed based upon the Puls Method. The Puls Method is a
procedure for graphicaJly solving the continuity equation for storage reservoirs using the characteristic
height-storage and height-discharge curves. As previously discussed, the depth-volume storage curve for
the detention basin was developed graphically from the final grading plan and is graphically depicted on
Figure 9. A height-discharge or discharge versus depth of storage curve was also developed and is
illustrated in Figure 10. The routing time interval was selected to be slightly less than 10 percent of the
time to peak of the inflow hydrograph to ensure that the numerical averaging procedures of the Puls
Method do not diminish the impact of the peak flow .
6.2 ROUTING COMPUTATIONS AND CONCLUSIONS
Routing analysis was performed for the 100-year design event as required in in the DPDS. The
results of the routing analyses are presented graphically on Figure 11 in the form of inflow and outflow
hydrographs, the difference between the two hydrograph curves being the volume that will be stored.
A review of Figure 11 for the 100-year event indicates that the basin has the capacity to store the
difference between the inflow and outflow quantities without overtopping. The maximum calculated
height of the stored water in the detention basin during the 100-year storm event is approximately 4.6 ft.
Therefore, the detention basin has the capacity to store the excess volume of storm water associated with
the planned development of the site and [to] discharge the stored water at a rate that is "equal to or less
than the peak discharges of the pre-development hydrographs for the design [100-year] storm" as called
for in the DPDS.
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CSC ENGINEERING & ENVIRONMENTAL CONSULTANTS, INC.
Report of Drainage Study for AmeriSuites Hotel Development
Flows associated with storms that are in excess of the 100-year event will be routed via the
previously discussed riprapped spillway over the embankment to the tributary to Burton Creek. The
detention basin should not be damaged at the point of overtopping due to the erosion protection over the
earthen berm and slope.
7.0 EROSION CONTROL MEASURES
7.1 GENERAL CONSIDERATIONS
The erosion control measures proposed at the site will consist of a combination of silt fences, hay
bale barriers, and sedimentation traps. The locations of the proposed erosion control measures are
depicted on Sheet C 10 of the construction plans.
8.0 CERTIFICATION
"I hereby certify that this report for drainage design of the storm water detention basin at the 2.40-acre
site of the proposed AmeriSuites Hotel development located on the south side of the University Drive
west of the Lincoln Road intersection in College Station, Texas, was prepared under my supervision in
accordance with the previsions of the City of College Station "Drainage Policy and Design Standards
( 1990)" for the owners thereof."
~:ro~~·
Registered Professional Engineer
State of Texas P .E. Number 44481
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CSC ENGINEERING & ENVIRONMENTAL CONSULTANTS, INC.
Report of Drainage Study for AmeriSuites Hotel Development
9.0 REFERENCES
Chow, Ven T., Maidment, David R., and Mays, Larry W. 1988. Applied Hydrology. McGraw-Hill Book
Company. New York, NY. 1988.
City of College Station, Texas. 1990. "Drainage Policy and Design Standards," part of the Storm Water
Management Plan for the City of College Station. October, 1, 1990.
Davis, Victor D., and Sorensen, Kenneth E. 1969. Handbook of Applied Hydraulics. McGraw-Hill Book
Company. New York, NY. 1969.
Hann, C. T., Barfield, B. J., and Hayes, C. J. 1994. Design Hydrology and Sedimentology for Small
Catchments. Academic Press, Inc. San Diego, CA. 1994.
Mason, John M. and Rhombrerg, Edward L. 1980. On-Site Detention. Prepared for Texas Engineering
Extension Service, Texas A& M University. College Station, TX. 1980. Publication No. PWP: 03355-01.
McCuen, Richard H. A Guide to Hydrologic Analysis Using SCS Methods. Prentice-Hall, Inc.
Englewood Cliffs, NJ. 1982.
United States Department of Agriculture. 1975. Urban Hydrology for Small Watersheds. Technical
Release No. 55 . Engineering Division, Soils Conservation Service, U.S. Department of Agriculture.
January 1975.
Wanielista, Martin P. 1978. Stormwater Management Quantity and Quality. Ann Arbor Science. Ann
Arbor, MI. 1978.
Westaway, C.R. and Loomis, A. W. 1979. Cameron Hydraulic Data. (16th Edition). Ingersoll-Rand.
Woodcliff Lake, NJ. 1979.
11
FIGURES
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VICINITY MAP
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PROJECT: AMERISUITES HOTEL
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DETENTION BASIN
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STRUCTURE
POST-DEVELOPMENT SITE GRADING PLAN AND
SURFACE STORM WATER RUNOFF FLOW
PATTERNS
UNIVERSITY DRIVE
re pa or:
KYLE LEGEND I, LP
---DENOTES GENERAL
DIRECTION OF SURFACE
STORMWATER RUNOFF
PROJECT: AMERISUITES HOTEL
LOCATION: COLLEGE STATION TEXAS
APPR: MFC REV. DATE:
DRAWN BY: JBF SCALE: AS SHOWN
DATE: 06/07/04 FIGURE NO.: 5
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AREA DRAINING DIRECTLY
TO CREEK -0.62 ac.
AREA DRAINING TO
DETENTION BASIN -1 .78 ac.
DENOTES GENERAL
DIRECTION OF SURFACE
STORMWATER RUNOFF
UNIVERSITY DRIVE
DETENTION BASIN
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POST-DEVELOPMENT SITE DRAINAGE BASIN
AND SUB-BASIN BOUNDARIES KYLE LEGENDS I, LP
PROJECT: AMERISUITES HOT L
LOCATION: COLLEGE STATION TEXAS
APPR: MFC REV. DATE:
DRAWN BY: JBF SCALE: AS SHOWN
DATE: 06/07/04 FIGURE NO.: 6
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PROP. BUILDINGS -0.39 ac.
PROP. PAVEMENT-1.08 ac.
PROP. GRASS AREAS -0.93 ac.
UNIVERSITY DRIVE
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PROJECT: AMERISUITES HOTEL
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LOCATION: COLLEGE STATION TEXAS
APPR: MFC REV. DATE:
DRAWN BY: JBF SCALE: AS SHOWN
ATE: 06/07.Q4 FIGURE NO: 7
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PRE AND POST DEVELOPMENT HYDROGRAPHS FOR
100-YEAR STORM EVENT
AMERISUITES HOTEL
COLLEGE STATION TEXAS
Minumum Volume of Oelentton St0toqe Bosin •
Difference In At'eos Between Pre ond Pott
Oevetopment Hydr09roph1
15
TIME
20
( 1200 sec.)
re pare or:
KYLE LEGENDS I, LP
25 30 min.
(1800 sec.)
PROJECT: AMERISUITES HOTEL
LOCATION: COLLEGE STATION TEXAS
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KYLE LEGENDS I, LP
Depth, feet
(Elevation, mis)
STORM WATER DETENTION BASIN
DEPTH VS. STORAGE VOLUME
AMERISUITES HOTEL
PROJECT: AMERISUITES HOTEL
LOCATION: COLLEGE STATION, TEXAS
APPR: MFC REV. DATE:
DRAWN BY: JBF SCALE: AS SHOWN
DATE: 06/07/04 FIGURE NO.: 9
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CUMULATIVE OUTFLOWS VS.
DEPTH OF STORAGE
AMERISUITES HOTEL
KYLE LEGENDS I, LP
3.5 4.0 4.5
RISING STAGE ---
RECEDING STAGE -- --
PEAK o
PROJECT: AMERISUITES HOTEL
LOCATION: COLLEGE STATION TEXAS
APPR: MFC REV. DATE:
DRAWN BY: JBF SCALE: AS SHOWN
DATE: 06/07/04 FIGURE NO.: 10
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KYLE LEGENDS I, LP
15 3)
TIME (min)
Inflow and Outflow Hydrographs
Illustrating Routing of 100-Year Storm
Event
PROJECT: AMERISUITES HOTEL
LOCATION: COLLEGE STATION, TEXAS
APPR: MFC REV. DATE:
DRAWN BY: JBF SCALE: AS SHOWN
DATE: 06/07/04 FIGURE NO.: 11