HomeMy WebLinkAbout38 Development Permit 256 Coca ColaDEVELOPMENT PERMIT
PERMIT NO . 256
FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA
RE : CHAPTER 13 OF THE COLLEGE STATION CITY CODE
SITE LEGAL DESCRIPTION:
4. I 22 Acres, Northwest of the intersection of Foxfire Drive and Sebesta Road
SITE ADDRESS:
NIA
OWNER:
Coca-Cola Bottling Company
DRAINAGE BASIN:
Bee Creek
TYPE OF DEVELOPMENT:
This permit is valid for improvements indicated on the approved utility, drainage and grading
plans.
The Contractor shall provide, install and maintain erosion control measures in accordance with
the City erosion control requirements. The Contractor shall take all necessary precautions to
prevent silt and debris from leaving the immediate construction site and entering city streets or
area creeks in accordance with the City of College Station Drainage Policy and Design Criteria.
Contractor shall assure that establishment of vegetation occurs prior to removal of any silt
fencing or hay bales used for temporary erosion control. Contractor shall be responsible for any
damage to adjacent prope_rties, city streets or infrastructure due to heavy machinery and/or
equipment as well as prevention of erosion and removal of siltation or sedimentation resulting
from the permitted work.
This permit expires six months from the date of issuance.
In accordance with Chapter 13 of the Code of Ordinances of the City of College Station,
measures shall be taken to insure that debris from construction, erosion, and sedimentation shall
not be deposited in city streets, or existing drainage facilities .
I hereby grant this permit for development of an area outside the special flood hazard area.
All development shall be in accordance with the plans and specifications submitted to and
approved by the City Engineer in the development permit application for the above named project
and all of the codes and ordinances of the City of College Station that apply .
Administrator/Representative
~~
Date
Date
Owner/ Agent Date
Figure XII
Development Permit
City of College Station, Texas
Site Legal Description : 4.122 Acres. Northwest of the j n+ersedii;in of Foxfire imd a913ssta i;load
Site Owner: Coca Cola Bottleing Co. Address : -------------
Te 1 e phone: ------------
Architect/ Address : 405 Mitchell St. Bryan, TX 77801
Engineer: W.S. Allen & Associates Telephone No : _7_7_9-_2_3_98 ______ _
Address :
------------~ Telephone No : __________ _
Date Application Filed : Januar 4, 1995
Application is hereby made for the following development specific waterway alterations :
~
0
Application Fee
Signed Certifications
Drainage and erosion control plan, with supporting Drainage Report two (2) copies each .
Site and Construction Plans, with supporting Drainage Report two (2) copies each.
Other: -------------------------------
ACKNOWLEDGMENTS :
I, ~ z:tJ~ , design engineer, hereby acknowledge or affirm that:
The information and conclusions contained in the above plans and supporting documents comply
with the current requirements of the City of College Station, Texas City Code, Chapter 13 and its
associated Drainage Policy and Design Standards.
As a condition of approval of this permit application, I agree to construct the improvements
proposed in this application according to these documents and the requirements of Chapter 13 of
the College Station City Code.
Property Owner(s)
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323233
CITY OF COL EGE STATION fl
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RECEIVED OF __ ~-~:::=:::~;::::;:::...~._i,,~~......c&.~....:..._---------
FOR ___ ....,.._ __ ~--L:.::t=~..:__----------,.......,----~
DEVELOPMENT PERMIT
PERMIT NO. 256
FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA
RE: CHAPTER 13 OF THE COLLEGE ST A TION CITY CODE
SITE LEGAL DESCRIPTION:
4. 12 2 Acres, Northwest of the intersection of Fo:x;fire Drh1e and Sebesta Road
SITE ADDRESS:
NIA
OWNER:
Coca-Cola Bottling Co mpany
DRAINAGE BASIN:
Bee Creek
TYPE OF DEVELOPMENT:
Thi s perm it is valid for im provements indicated on the approved utility, drainage and grading
plans.
The Contractor shall provide, install and maintain ero sion control measures in accordance with
the City erosion control requirements. The Contractor shall take all necessary precautions to
prevent silt and debris from leaving the immediate construction site and entering city streets or
area creeks in accordance with the City c?f College Station Drainage Policy and Design Crite ria.
Contractor shall assure that establishment of vegetation occurs prior to removal of any silt
fencing or hay bales usedfor temporary erosion control. Contractor shall be responsible for any
damage to adjacent properties, city streets or infrastructure due to heavy machine1y and/or
equipment as well as prevention of erosion and removal of siltation or sedimentation resulting
from the permitted work.
This permit expires six months from the date of issuance.
In accordance with Chapter 13 of the Code of O rd inances of the City of College Station,
measures shall be taken to insure that debris from construction, erosion, and sedimentation shall
not be deposited in city streets, or existing drainage facilities .
I hereby grant this permit for development of an area outside the special flood hazard area.
All development shall be in accordance with the plans and specifications submitted to and
approved by th e Ci ty Engineer in the development permit ap plication for the above named project
and all of the codes and ordinances of the City of College Station that apply.
Administrator/Representative
deJ&.d
Date
D ate
Own er/ Agent D ate
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FINAL DRAINAGE REPORT
COCA COLAW AREHOUSE
COLLEGE STATION, TEXAS
(BRAZOS COUNTY)
By
W. S. ALLEN & ASSOCIATES
405 Mitchell
Bryan, Texas 77801
Tel : 409-779-2398
December 19 , 1994
FINAL DRAINAGE REPORT
COCA COLA WAREHOUSE
COLLEGE ST A TION, TEXAS
(BRAZOS COUNTY)
By
W. S. ALLEN & ASSOCIATES
405 Mitchell
Bryan, Texas 77801
Tel: 409-779-2398
January 4, 1995
Prepared by
W. Paul Kaspar
Reviewed by
Calvin E. Woods
vieJ tttJ
TABLE OF CONTENTS
I. Cover Letter
II. Certification Sheet
ID. Report
IV. References
V. Appendix
A) Hydrologic Computations
B) Drawing 01 -Existing Site
C) Drawing 02 -Future Developed Site
D) Sheet 04 -Drainage Summary
E) Graph 1 -Existing vs. Future Runoff Rates
F) RunoffHydrographs (5 through 100 year)
G) Drainage Design Spreadsheets
H) Sheet 1 -General Location Map
I) Sheet 2 -Flood Plain Maps (a,b ,c)
J) Sheet 3 -City of College Station Drainage Basin Maps
K) Sheet SPl .0 -Site Plan/Grading Plan
WJll architects • engineers
405 Mitchell St.
P .O . Box 3386
Bryan, Texas 77805-3386
December 19 , 1994
Ms. Veronica Morgan
Assistant to City Engineer
City of College Station
P .O . Box 9960
College Station, Texas 77842
Dear Ms. Morgan,
• • •
Office 409 779-2398
Fax 409 779-3823
Attached is the drainage report for the Coca Cola Warehouse along Sebesta Road . This
proposed development will be located Northwest of the intersection of Sebesta Road and
Foxfire Street on Lot 2 of Agency Records Control, Inc ., being a part of the Morgan
Rector League (A-46), Final Plat (vol. 612, pg. 589). The drainage design has been
completed in accordance with the City of College Station 's Drainage Policy and Design
Standards manual .
Please review this report and direct comments to my attention. If you have any questions
please contact me .
Sincerely,
&Lu ~
Calvin Woods, P . E .
W . S . Allen & Associates
CERTIFICATION SHEET
"I hereby certify that this report for the drainage design of the Coca Cola Warehouse on
Sebesta Road was prepared under my supervision in accordance with the provisions of the
City of College Station Drainage Policy and Design Standards for the owners thereof."
Registered Professional E~~r
State of Texas No . J' 5" ~ '9
General Location and Description
The site is located Northwest of the intersection of Sebesta road and Foxfire street in
College Station, in Brazos County, Texas . It is located in the Bee Creek Drainage Basin
and is bordered by undeveloped fields on the Northwest and Southwest comers of the
property and by Sebesta road on the East. The site is an undeveloped 4 . 122 acre tract
containing native grasses and a few trees . Proposed future development of the site will
entail construction of a 14,985 sq . ft . building and an additional 28,000 sq . ft . of paving.
Drawings 0 I and 02 show the existing and future sites, respectively .
Drainage Basins and Sub-Basins
The site is located in the Bee Creek Drainage Basin but is not in the 100 year flood hazard
area according to FEMA map# 480083-0002B and #480083-004B.
Drainage from the existing site flows toward the East and into the right-of-way of Sebesta
road . Offsite drainage flows in a Northeasterly direction in a ditch located in the West
right-of-way of Sebesta road . Sebesta road is currently under improvement construction
at which time a city maintained storm sewer will be installed at key locations along
Sebesta road. The future runoff will then travel down Sebesta road in a curb and gutter
system and into the new storm sewer installed by the City of College Station. Future
onsite development will not alter the destination of the runoff from the site.
Drainage Design Criteria
Drainage design requirements as specified in the City of College Station's "Drainage
Policy and Design Standards" have been followed . The design incorporates detention
ponds located in the future paving area to store the excess runoff created by developing
the site .
Design rainfall intensities corresponding to the 2, 5, I 0, 25 , 50, and 100 year -time of
concentration storms were obtained from the Intensity Duration Frequency Curves for the
City of College Station found in the Drainage Policy Manual . The modified Rational
Method was used to determine existing and future runoff from the site . Data from the
City of College Station's Drainage Policy Manual was used to determine the time of
concentration and runoff quantities . Runoff coefficients of 0.35 and 0 .62 were used to
indicate the percentage of rainfall that was not absorbed for existing and future conditions,
respectively .
Discharges for the two detention ponds were determined based on outflow through a
broad-crested weir at rates depending on storage volumes calculated from pond geometry
and pond inflow rates determined by the Rational Method . The detention ponds are
located within the parking and driveway areas of the parking lot.
The rate, velocity and depth of flow leaving the site were considered in the design of the
drainage facilities .
Drainage Facility Design
The existing topography of the land has approximately a 1 % slope with no development
on the site . Existing drainage from the site exits the site as sheet flow in a Northeasterly
direction towards Sebesta road and empties into drainage ditches in the right-of-way of
Sebesta road . Future development on site will not alter this runoff pattern, however
improvements to Sebesta road by the City of College Station will alter the destination of
the runoff downstream by installing a storm sewer system approximately 500 feet to the
Northeast of the site on the West side of Sebesta road . This storm sewer has been sized
by an engineer to accommodate the 25 year storm event for undeveloped conditions. The
runoff rate from the site will be limited by using on-site detention so as not to exceed the
existing runoff rate for the 5, 10 , 25 , 50 and 100 year time of concentration storm events.
Drawing 01 shows the existing site with existing contours and runoff directions. Drawing
02 shows the future developed site with revised contours, detention pond location, and
runoff directions. Drawing SPI.O (Site Plan/Grading Plan) is a copy of the construction
drawing for the drainage design showing all drainage improvements.
Five hydrographs for each detention pond are included showing the 5 through 100 year -
10 minute storm runoff rates . As indicated in the hydrograph legend, runoff curves for
three cases are plotted :
1) Existing site
2) Future site (no detention)
3) Future site (with detention)
"Drainage Design Spreadsheets" are included for each detention pond, from which the
hydrographs were determined . The first page of each shows general site and runoff data
such as area, time of concentration, runoff coefficients, and rainfall intensity . Succeeding
pages of each set show runoff rates for each detention pond as they vary with time for
each case plotted on the hydrographs.
Sheets 1, 2, and 3 as required in the "Drainage Policy and Design Standards" are included .
Sheet 1 is a general location map. Sheet 2 is a copy ofFEMA map# 480083 -panel 0002
and panel 0004 . Sheet 3 is a copy of the drainage basin map from the City of College
Station's Drainage Design Manual.
Excess runoff caused by the proposed development will be detained in the parking areas as
shown by the hatched areas on Drawing 02 . These detention ponds are designed to detain
any excess runoff from the developed part of the site to prevent an increased amount of
runoff from leaving the site . The 2 . 02 acres, including and surrounding the proposed
warehouse from the Western property boundary to the Eastern curb line of the parking
area, was used in determining the excess runoff from the site. The detention capacity for
the Northern detention pond will be approximately 922 cubic feet at a maximum depth of
8 inches and will capture runoff from approximately 0.53 acres of the 2 .02 acre developed
site . The detention capacity for the Southern detention pond will be approximately 4528
cubic feet at a maximum depth of 8 inches and will capture runoff from the remaining 1.49
acres of the 2 .02 acre developed site .
Pond outlet for the Northern pond will be a single broad-crested weir cut into the 8 inch
curb with a width of 16 .5 inches . The Southern pond outlets will be two broad-crested
weirs cut into the 8 inch curb with a width of 12 inches . The parking area is graded so
that the 8 inch curb will act as an emergency spillway for extreme rainfall conditions (> 100
year storm event) to protect on-site and adjacent property. Use of a broad-crested weir as
an outflow device for the detention ponds was determined to be the best solution for this
site considering the relatively flat slope and the fact that no storm sewer lies in front of the
site. A four foot by four foot square section of stones will be placed at each broad-crested
weir outlet in order to return the runoff to the existing conditions of overland sheet flow.
As shown on Sheet 01 and on Sheet SP 1. 0 the stone mixture shall be 7 5% of 6 to 8 inch
diameter stones and 25% of 2 to 4 inch diameter stones . The stones along with the
relatively flat slope of the property will ensure that runoff returns to sheet flow before
reaching the right-of-way of Sebesta road .
The runoff rate from the Northern detention pond exceeds the runoff rate for the existing
conditions of the 0 .53 acre drainage area, however the Southern detention pond has
excess capacity for the 1.49 acre drainage area. This excess capacity allows for a more
restrictive outflow and prevents the combined runoff rate for the developed site from
exceeding the existing runoff rate as can be seen on Sheet 04 and on Graph 1. In fact the
future runoff from the site is considerably less than the existing runoff rate .
The velocity of the flows exiting the site through the broad-crested weirs are shown on
Sheet 04 . The velocity only slightly exceeds two feet per second during the 50 and 100
year storm events . This should not be of concern since the four foot by four foot square
section of stone rubble located at each weir outlet will prevent the erosion of soil and help
return the point flow exiting the parking area to a more natural sheet flow . Since the land
has a relatively flat slope, the velocity of the runoff will tend to slow thereby spreading the
flow out over the existing land .
Conclusion
All additional runoff caused by the future development will be routed into the two
detention ponds located in the parking area surrounding the warehouse . Outflow from the
detention ponds will be restricted by broad-crested w eirs so not to exceed the existing
runoff conditions of the site . All runoff will leave the detention ponds and flow across the
property as sheet flow . It will then empt y into the new curb and gutter system of Sebesta
road and then travel down Sebesta road to the new storm sewer system located on the
West side of Sebesta road. This drainage design complies with the City of College Station
requirements as specified in the "Drainage Policy and Design Standards" in that the
maximum depth in the parking area does not exceed 8 inches . The design is also in
compliance with allowable runoff rates for the 5, 10 , 25 , 50 , and 100 year storms as
required by the City of College Station regulations. Peak future runoff from the site,
including the detention pond discharge, will be less than or equal to the existing site for
the 5, 10, 25 , 50 and 100 year storm events. Velocity of runoff leaving the detention
ponds will be limited or altered to prevent any erosion and return the flow to sheet flow .
Measures to prevent damage to on-site and adjacent property have been incorporated into
the drainage design . In the event of an extreme rainfall event (> 100 year) or weir
obstruction, the on site parking curb will act as an emergency spillway to allow discharge
from the detention pond.
If there are any questions concerning this report, please contact W . S . Allen & Associates.
~c('lJ~
Calvin E . Woods, P . E .
W. S . Allen & Associates
REFERENCES
Drainage Policy and Design Standards, C ity of College Station.
Bridge Division Hydraulic Manual, Texas Department of Transportation.
Applied Hydrology, Chow, Ven Te, David R . Maidment, Larry W . Mays, McGraw-Hill,
Inc., New York 1988 .
Standard Handbook for Civil Engineers, Merrick, Frederick S ., Ed ., McGraw-Hill, Inc.,
New York 1976, 2nd Ed.
APPENDIX
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SHEET 04
DRAINAGE SUMMARY
Average Slope of land -1%
Time of Concentration = 1 O minutes
Existing Runoff Coefficient = 0.35
Future Runoff Coefficient= 0.62
Storm Intensity
Event (in/hr)
5 year 7.00
10 year 7.70
25 year 9 .00
50 year 10.20
100 year 11.50
Q=C*J*A
V=QIA Area (sq .ft .)
12 inch weir 0.67
16 .5 inch weir 0.92
All runoff rates Existing Runoff Rate Maximum Future Runoff Rate with Detention
st1own in
CFS 0.53 acre 1.49 acres
5 year 1.31 3.68
10 year 1.44 4 .05
25 year 1.68 4 .73
50 year 1.91 5.36
100 year 2 .15 6 .05
Future Velocity at Weir Outlets
Velocity in North Pond South Pond
ftls 0 .53 acres 1.49 acres
5 year 1.52 1.50
10 year 1.64 1.62
25 year 1.87 1.82
50 year 2 .07 2 .01
100 year 2 .29 2 .20
North Pond South Pond Combined Ponds
2 .02 acres 0.53 acres 1.49 acres 2 .02 acres
4 .99 1.39 2 .00 3.39
5.49 1.50 2 .16 3.66
6 .41 1.71 2.43 4 .14
7.27 1.90 2 .68 4.58
8.20 2 .10 2.93 5.03
·-NOTE: Velocity above 2.0 ft/sec , however the stone rubble placed
at each weir outlet will prevent erosion .
9 .00 -
8 .00 -
7.00 -
6 .00 -
Runoff 5.oo -
(CFS) 4.oo -
3.00 -
5 year
Graph 1
Existing vs. Future Runoff Rates for 2.02 acres
r=-;::------·--·--i
1 u Future Runoff
I, D Existing Runoff -·---------
Future Runoff
1 O year
25 year
50 year
100 year Storm Event
2 .50
~ ,,
2 .00 I \
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1 .50 I \ -~ : (
-is c ;:, ,
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0 .50 \,
'\ \
0 .00
0 10 20
Hydrograph (5 year,10 min storm)
0.53 Acre
- -Existing site
- -Future site (no detention)
Future site (with detention)
30 40 50 60 70
Time (min)
3.00
2 .50
2.00
-ti -:s 1 .50
c = 0::
1.00
0.50
,\
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Hydrograph (10year,10 min storm)
0.53 Acre
0 10 20 30 40 50 60 70
Time (min)
-• Existing site
- -Future site (no
detention)
Future site (with
detention)
3.00
2 .50
2 .00
-~ -is 1 .50
c
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IX
1 .00
0 .50
Hydrograph (25 year, 1 O min storm)
0.53 Acre
I ,,
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0 10 20 30 40 50 60 70
Time (min)
-"' Existing site
- -Future site (no
detention)
Future site (with
detention)
3 .50
3 .00
2.50
~ 2 .00
15 c
:J a:: 1.50
1 .00
0 .50
I ,,
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Hydrograph (50 year,10 min storm)
0.53 Acre
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0 .00 -;-ii---t---f-'~-+o-<o--+---+----+---+
0 10 20 30 40 50 60 70
Time (min)
--Existing site
- -Future site (no
detention)
--Future site (with
detention)
4 .00
3.50
3.00
2.50
-~ -:a: 2 .00 0 c
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0::
1.50
1.00
0.50
' " I \
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Hydrograph (100year,10 min storm)
0.53 Acre
0 10 20 30 40 50 60 70
Time (min)
- -Existing site
- -Future site (no
detention)
--Future site (with
detention)
7.00
6 .00
5 .00
iii 4.00
'ti -is c
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~ 3 .00
2.00
1 .00
0 .00
0
1,
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10 20
Hydrograph (5year,10 min storm)
1.49 Acre
- -Existing site
- -Future site (no detention)
Future site (with detention)
30 40 50 60 70
Time (min)
8 .00
Hydrograph (10 year,10 min storm)
1.49 Acre
Hydrograph (25year,10 min storm)
1.49 Acre
9.00
8 .00 1,
7 .00
I \
I \
6 .00 I \
I \ -• Existing site
~ 5 .00 I \ - -Future site (no -I , \ detention) It: I ,, Future site (with 0 c = 4.00 . \ \ detention) 0:: I ,
', \
I I 3.00 \ \ I
I·
2.00
,,
1:
1.00
0 10 20 30 40 50 60 70
Time (min)
10.00
9.00
8 .00
7 .00
6.00
~
~ 5 .00
c
~
0:
4 .00
3.00
2 .00
1 .00
0 .00
0
' ,,
I \
I \
I \
I \
I \
Hydrograph (50 year,10 min storm)
1.49 Acre
I . \
I!\ \
I • , \
I! \ \
I· , \ ,, ,, , .. ' ,,
\\
10 20 30 40 50 60 70
Time (min)
-• Existing site
- -Future site (no
detention)
--Future site (with
detention)
-'5 -1E c
:I
0::
12.00
10.00
8 .00
6 .00
4 .00
2 .00
' ,,
I \
Hydrograph (100year,10 min storm)
1.49 Acre
I \
I \
I \
I \
I /, \
I : ,\ \
I I , \
' ' \ I· \ ,,
f,'
0.00 +-'---+----+--o_,..,__....,..._...,_ ___ .,.___....,
0 10 20 30 40 50 60 70
Time (min)
-• Existing site
- -Future site (no
detention)
Future site (with
detention)
Drainage Design Spreadsheet
Proj ect Name:
County:
TOCundev (min)
10
TOCdevel (min)
10
Tstorm
(m in)
10
Ra inf all Data
Storm Frequency
5 year
10 year
25 year
50 year
100 year
Coca Cola Warehouse
Brazos
Dra inage Area
(acres)
1.49
Intensity
(in/hr)
7 .00
7.70
9 .00
10.20
11 .50
City of College Station (Rainfall Intensity)
Existing Site Future Site
Runoff Coeff. Runoff Coeff.
0 .35 0 .62
Existing Site Future Site
Runoff rate Runoff rate
(cfs) (cfs)
3.68 6 .52
4.05 7.17
4.73 8.38
5 .36 9.50
6 .05 10.71
f p111" 5 year storm Future Runoff Future Runoff Change in Pond Pond Time Existing Runoff (no detention) (with detention) Storage Storage Depth (min) (cfs) (cfs) (cfs) (Cutt) (cutt) (ft) 0 0.00 0.00 0.00 0 0 0 1 0.00 0.00 0.00 0.00 0.00 0.00 2 0.00 0.00 0.00 0.00 0.00 0.00 3 0.00 0.00 0.00 0.00 0.00 0.00 4 0.53 0.93 0.00 55.89 55.89 0.09 5 1.05 1.86 0.14 103.38 159.27 0.14 6 1.58 2.79 0.29 150.29 309.56 0.19 7 2.10 3.73 0.46 195.98 505.54 0.24 8 2.63 4.66 0.65 240.68 746.23 0.29 9 3.15 5.59 0.85 284.53 1030.76 0.34 10 3.68 6.52 1.06 327.65 1358.41 0.38 11 3.40 6.02 1.28 284.12 1642.53 0.42 12 3.11 5.52 1.46 243.17 1885.69 0.45 13 2.83 5.02 1.61 204.23 2089.93 0.47 14 2.55 4.51 1.73 166.98 2256.91 0.49 15 2.27 4.01 1.83 131.19 2388.10 0.50 16 1.98 3.51 1.90 96.71 2484.81 0.51 17 1.70 3.01 1.95 63.43 2548.24 0.51 18 1.42 2.51 1.99 31.27 2579.51 0.52 19 1.13 2.01 2.00 0.16 2579.67 0.52 20 0.85 1.50 2.00 -29.94 2549.73 0.51 21 0.57 1.00 1.99 -59.06 2490.67 0.51 22 0.28 0.50 1.96 -87.23 2403.45 0.50 23 0.00 0.00 1.91 -114.45 2288.99 0.49 24 0.00 0.00 1.84 -110.64 2178.35 0.48 25 0.00 0.00 1.78 -106.90 2071.46 0.47 26 0.00 0.00 1.72 -103.22 1968.23 0.46 27 0.00 0.00 1.66 -99.62 1868.61 0.44 28 0.00 0.00 1.60 -96.09 1772.52 0.43 29 0.00 0.00 1.54 -92.63 1679.88 0.42 30 0.00 0.00 1.49 -89.24 1590.64 0.41 31 0.00 0.00 1.43 -85.92 1504.71 0.40 32 0.00 0.00 1.38 -82.67 1422.04 0.39 33 0.00 0.00 1.32 -79.49 1342.55 0.38 34 0.00 0.00 1.27 -76.38 1266.17 0.37 35 0.00 0.00 1.22 -73.33 1192.84 0.36 36 0.00 0.00 1.17 -70.36 1122.48 0.35
37 0.00 0.00 1.12 -67.45 1055.04 0.34 38 0.00 0.00 1.08 -64.61 990.43 0.33 39 0.00 0.00 1.03 -61.83 928.60 0.32 40 0.00 0.00 0.99 -59.12 869.47 0.31 41 0.00 0.00 0.94 -56.48 812.99 0.30 42 0.00 0.00 0.90 -53.91 759.08 0.29 43 0.00 0.00 0.86 -51.40 707.68 0.28 44 0.00 0.00 0.82 -48.96 658.73 0.27 45 0.00 0.00 0.78 -46.58 612.15 0.27 46 0.00 0.00 0.74 -44.27 567.88 0.26 47 0.00 0.00 0.70 -42.02 525.86 0.25 48 0.00 0.00 0.66 -39.83 486.03 0.24 49 0.00 0.00 0.63 -37.71 448.32 0.23 50 0.00 0.00 0.59 -35.65 412.66 0.22 51 0.00 0.00 0.56 -33.66 379.00 0.21 52 0.00 0.00 0.53 -31.73 347.28 0.20 53 0.00 0.00 0.50 -29.86 317.42 0.20 54 0.00 0.00 0.47 -28.05 289.36 0.19 55 0.00 0.00 0.44 -26.31 263.06 0.18 56 0.00 0.00 0.41 -24.62 238.44 0.17 57 0.00 0.00 0.38 -23.00 215.44 0.16 58 0.00 0.00 0.36 -21.43 194.01 0.16 59 0.00 0.00 0.33 -19.93 174.08 0.15 60 0.00 0.00 0.31 -18.48 155.60 0.14 61 0.00 0.00 0.28 -17.10 138.50 0.13 62 0.00 0.00 0.26 -15.77 122.73 0.13 63 0.00 0.00 0.24 -14.50 108.24 0.12 64 0.00 0.00 0.22 -13.29 94.95 0.11 65 0.00 0.00 0.20 -12.13 82.82 0.11 66 0.00 0.00 0.18 -11.03 71.78 0.10 67 0.00 0.00 0.17 -9.99 61.79 0.09 68 0.00 0.00 0.15 -9.00 52.79 0.09 69 0.00 0.00 0.13 -8.07 44.72 0.08 70 0.00 0.00 0.12 -7.19 37.53 0.07 71 0.00 0.00 0.11 -6.37 31.16 0.07
1 O year stonn Future Runoff Future Runoff Change in Pond Pond Time Existing Runoff (no detention) (with detention) Storage Storage Depth (min) (cfs) (cfs) (cfs) (cuft) (cuft) (ft) 0 0.00 0.00 0.00 0 0 0 1 0.00 0.00 0.00 0.00 0.00 0.00 2 0.00 0.00 0.00 0.00 0.00 0.00 3 0.00 0.00 0.00 0.00 0.00 0.00 4 0.58 1.02 0.00 61.48 61.48 0.09 5 1.16 2.05 0.15 113.98 175.46 0.15 6 1.74 3.07 0.31 165.85 341.31 0.20 7 2.31 4.10 0.49 216.41 557.71 0.25 8 2.89 5.12 0.69 265.89 823.60 0.30 9 3.47 6.15 0.91 314.46 1138.07 0.35 10 4.05 7.17 1.13 362.24 1500.31 0.40 11 3.74 6.62 1.38 314.73 1815.04 0.44 12 3.43 6.07 1.57 269.96 2085.00 0.47 13 3.11 5.52 1.73 227.34 2312.34 0.49 14 2.80 4.97 1.86 186.51 2498.84 0.51 15 2.49 4.41 1.96 147.23 2646.08 0.52 16 2.18 3.86 2.04 109.36 2755.44 0.53 17 1.87 3.31 2.10 72.77 2828.21 0.54 18 1.56 2.76 2.14 37.37 2865.57 0.54 19 1.25 2.21 2.16 3.09 2868.66 0.54 20 0.93 1.66 2.16 -30.11 2838.55 0.54 21 0.62 1.10 2.14 -62.27 2776.28 0.53 22 0.31 0.55 2.11 -93.41 2682.88 0.53 23 0.00 0.00 2.06 -123.54 2559.34 0.51 24 0.00 0.00 1.99 -119.56 2439.78 0.50 25 0.00 0.00 1.93 -115.65 2324.13 0.49 26 0.00 0.00 1.86 -111.82 2212.31 0.48 27 0.00 0.00 1.80 -108.05 2104.26 0.47 28 0.00 0.00 1.74 -104.36 1999.91 0.46 29 0.00 0.00 1.68 -100.74 1899.17 0.45 30 0.00 0.00 1.62 -97.18 1801.99 0.44 31 0.00 0.00 1.56 -93.70 1708.29 0.43 32 0.00 0.00 1.50 -90.29 1618.00 0.42 33 0.00 0.00 1.45 -86.95 1531.05 0.41 34 0.00 0.00 1.39 -83.68 1447.37 0.40 35 0.00 0.00 1.34 -80.47 1366.90 0.38 36 0.00 0.00 1.29 -77.34 1289.56 0.37
37 0.00 0.00 1.24 -74.27 1215.29 0.36 38 0.00 0.00 1.19 -71.27 1144.02 0.35 39 0.00 0.00 1.14 -68.34 1075.68 0.34 40 0.00 0.00 1.09 -65.48 1010.20 0.33 41 0.00 0.00 1.04 -62.69 947.51 0.32 42 0.00 0.00 1.00 -59.96 887.55 0.32 43 0.00 0.00 0.95 -57.30 830.26 0.31 44 0.00 0.00 0.91 -54.70 775.55 0.30 45 0.00 0.00 0.87 -52.17 723.38 0.29 46 0.00 0.00 0.83 -49.71 673.67 0.28 47 0.00 0.00 0.79 -47.31 626.36 0.27 48 0.00 0.00 0.75 -44.98 581.39 0.26 49 0.00 0.00 0.71 -42.71 538.68 0.25 50 0.00 0.00 0.68 -40.50 498.17 0.24 51 0.00 0.00 0.64 -38.36 459.81 0.23 52 0.00 0.00 0.60 -36.29 423.52 0.22 53 0.00 0.00 0.57 -34.27 389.25 0.22 54 0.00 0.00 0.54 -32.32 356.93 0.21 55 0.00 0.00 0.51 -30.43 326.49 0.20 56 0.00 0.00 0.48 -28.61 297.89 0.19 57 0.00 0.00 0.45 -26.84 271.05 0.18 58 0.00 0.00 0.42 -25.14 245.91 0.17 59 0.00 0.00 0.39 -23.49 222.41 0.17 60 0.00 0.00 0.37 -21.91 200.50 0.16 61 0.00 0.00 0.34 -20.39 180.11 0.15 62 0.00 0.00 0.32 -18.93 161.19 0.14 63 0.00 0.00 0.29 -17.52 143.67 0.14 64 0.00 0.00 0.27 -16.17 127.49 0.13 65 0.00 0.00 0.25 -14.89 112.61 0.12 66 0.00 0.00 0.23 -13.66 98.95 0.11 67 0.00 0.00 0.21 -12.48 86.46 0.11 68 0.00 0.00 0.19 -11.37 75.10 0.10 69 0.00 0.00 0.17 -10.31 64.79 0.09 70 0.00 0.00 0.16 -9.30 55.49 0.09
25 year stonn Future Runoff Future Runoff Change in Pond Pond Time Existing Runoff (no detention) (with detention) Storage Storage Depth (min) (cfs) (cfs) (cfs) (cu ft) (cuft) (ft) 0 0.00 0.00 0.00 0 0 0 1 0.00 0.00 0.00 0.00 0.00 0.00 2 0.00 0.00 0.00 0.00 0.00 0.00 3 0.00 0.00 0.00 0.00 0.00 0.00 4 0.68 1.20 0.00 71.86 71.86 0.10 5 1.35 2.40 0.17 133.72 205.57 0.16 6 2.03 3.59 0.35 194.82 400.39 0.22 7 2.70 4.79 0.55 254.46 654.86 0.27 8 3.38 5.99 0.77 312.89 967.75 0.33 9 4.06 7.19 1.01 370.29 1338.04 0.38 10 4.73 8.38 1.27 426.79 1764.83 0.43 11 4.37 7.74 1.54 371.95 2136.78 0.47 12 4.00 7.09 1.76 320.13 2456.91 0.50 13 3.64 6.45 1.94 270.70 2727.62 0.53 14 3.28 5.80 2.08 223.26 2950.88 0.55 15 2.91 5.16 2.20 177.55 3128.43 0.56 16 2.55 4.51 2.29 133.39 3261.82 0.58 17 2.18 3.87 2.36 90.66 3352.47 0.58 18 1.82 3.22 2.40 49.24 3401.72 0.59 19 1.46 2.58 2.43 9.08 3410.80 0.59 20 1.09 1.93 2.43 -29.88 3380.92 0.59 21 0.73 1.29 2.42 -67.68 3313.24 0.58 22 0.36 0.64 2.38 -104.35 3208.89 0.57 23 0.00 0.00 2.33 -139.90 3069.00 0.56 24 0.00 0.00 2.26 -135.63 2933.37 0.55 25 0.00 0.00 2.19 -131.44 2801.93 0.54 26 0.00 0.00 2.12 -127.32 2674.61 0.53 27 0.00 0.00 2.05 -123.27 2551.33 0.51 28 0.00 0.00 1.99 -119.30 2432.03 0.50 29 0.00 0.00 1.92 -115.40 2316.64 0.49 30 0.00 0.00 1.86 -111.56 2205.07 0.48 31 0.00 0.00 1.80 -107.81 2097.27 0.47 32 0.00 0.00 1.74 -104.12 1993.15 0.46 33 0.00 0.00 1.67 -100.50 1892.65 0.45 34 0.00 0.00 1.62 -96.95 1795.70 0.44 35 0.00 0.00 1.56 -93.47 1702.23 0.43 36 0.00 0.00 1.50 -90.07 1612.16 0.42
37 0.00 0.00 1.45 -86.73 1525.43 0.40 38 0.00 0.00 1.39 -83.46 1441.97 0.39 39 0.00 0.00 1.34 -80.26 1361.71 0.38 40 0.00 0.00 1.29 -77.13 1284.57 0.37 41 0.00 0.00 1.23 -74.07 1210.50 0.36 42 0.00 0.00 1.18 -71.08 1139.42 0.35 43 0.00 0.00 1.14 -68.15 1071.27 0.34 44 0.00 0.00 1.09 -65.29 1005.98 0.33 45 0.00 0.00 1.04 -62.50 943.47 0.32 46 0.00 0.00 1.00 -59.78 883.69 0.31 47 0.00 0.00 0.95 -57.12 826.57 0.30 48 0.00 0.00 0.91 -54.53 772.04 0.30 49 0.00 0.00 0.87 -52.01 720.03 0.29 50 0.00 0.00 0.83 -49.55 670.48 0.28 51 0.00 0.00 0.79 -47.15 623.33 0.27 52 0.00 0.00 0.75 -44.83 578.50 0.26 53 0.00 0.00 0.71 -42.56 535.94 0.25 54 0.00 0.00 0.67 -40.36 495.58 0.24 55 0.00 0.00 0.64 -38.22 457.35 0.23 56 0.00 0.00 0.60 -36.15 421.20 0.22 57 0.00 0.00 0.57 -34.14 387.06 0.21 58 0.00 0.00 0.54 -32.20 354.86 0.21 59 0.00 0.00 0.51 -30.31 324.55 0.20 60 0.00 0.00 0.47 -28.49 296.06 0.19 61 0.00 0.00 0.45 -26.73 269.34 0.18 62 0.00 0.00 0.42 -25.03 244.31 0.17 63 0.00 0.00 0.39 -23.39 220.92 0.17 64 0.00 0.00 0.36 -21.81 199.11 0.16 65 0.00 0.00 0.34 -20.29 178.82 0.15 66 0.00 0.00 0.31 -18.83 159.99 0.14 67 0.00 0.00 0.29 -17.43 142.56 0.14 68 0.00 0.00 0.27 -16.09 126.47 0.13 69 0.00 0.00 0.25 -14.80 111.67 0.12 70 0.00 0.00 0.23 -13.58 98.09 0.11
SO year stonn Future Runoff Future Runoff Change in Pond Pond Time Existing Runoff (no detention) (with detention) Storage Storage Depth (min) (cfs) (cfs) (cfs) (cuft) (cuft) (ft) 0 0.00 0.00 0.00 0 0 0 1 0.00 0.00 0.00 0.00 0.00 0.00 2 0.00 0.00 0.00 0.00 0.00 0.00 3 0.00 0.00 0.00 0.00 0.00 0.00 4 0.77 1.36 0.00 81.44 81.44 0.10 5 1.53 2.71 0.18 151.97 233.41 0.17 6 2.30 4.07 0.38 221.65 455.06 0.23 7 3.06 5.43 0.60 289.72 744.78 0.29 8 3.83 6.79 0.85 356.46 1101.24 0.35 9 4.60 8.14 1.11 422.06 1523.30 0.40 10 5.36 9.50 1.39 486.68 2009.98 0.46 11 4.95 8.77 1.68 425.12 2435.10 0.50 12 4.54 8.04 1.92 366.86 2801.96 0.54 13 4.13 7.31 2.12 311.18 3113.14 0.56 14 3.71 6.58 2.28 257.67 3370.82 0.58 15 3.30 5.85 2.41 206.04 3576.86 0.60 16 2.89 5.12 2.51 156.10 3732.96 0.61 17 2.48 4.39 2.59 107.71 3840.67 0.62 18 2.06 3.65 2.64 60.76 3901.43 0.63 19 1.65 2.92 2.67 15.17 3916.60 0.63 20 1.24 2.19 2.68 -29.11 3887.48 0.62 21 0.83 1.46 2.66 -72.13 3815.35 0.62 22 0.41 0.73 2.63 -113.92 3701.43 0.61 23 0.00 0.00 2.57 -154.48 3546.95 0.60 24 0.00 0.00 2.50 -149.98 3396.97 0.59 25 0.00 0.00 2.43 -145.54 3251.43 0.57 26 0.00 0.00 2.35 -141.18 3110.25 0.56 27 0.00 0.00 2.28 -136.90 2973.35 0.55 28 0.00 0.00 2.21 -132.68 2840.67 0.54 29 0.00 0.00 2.14 -128.54 2712.13 0.53 30 0.00 0.00 2.07 -124.47 2587.66 0.52 31 0.00 0.00 2.01 -120.48 2467.18 0.51 32 0.00 0.00 1.94 -116.55 2350.63 0.49 33 0.00 0.00 1.88 -112.70 2237.93 0.48 34 0.00 0.00 1.82 -108.92 2129.01 0.47 35 0.00 0.00 1.75 -105.21 2023.80 0.46 36 0.00 0.00 1.69 -101.57 1922.24 0.45
37 0.00 0.00 1.63 -98.00 1824.23 0.44 38 0.00 0.00 1.58 -94.50 1729.73 0.43 39 0.00 0.00 1.52 -91.08 1638.65 0.42 40 0.00 0.00 1.46 -87.72 1550.94 0.41 41 0.00 0.00 1.41 -8-4.43 1466.51 0.40 42 0.00 0.00 1.35 -81.21 1385.30 0.39 43 0.00 0.00 1.30 -78.06 1307.24 0.38 44 0.00 0.00 1.25 -74.98 1232.26 0.37 45 0.00 0.00 1.20 -71.96 1160.30 0.36 46 0.00 0.00 1.15 -69.02 1091.28 0.35 47 0.00 0.00 1.10 -66.14 1025.14 0.34 48 0.00 0.00 1.06 -63.33 961.82 0.33 49 0.00 0.00 1.01 -60.59 901.23 0.32 50 0.00 0.00 0.97 -57.91 843.32 0.31 51 0.00 0.00 0.92 -55.30 788.02 0.30 52 0.00 0.00 0.88 -52.75 735.27 0.29 53 0.00 0.00 0.84 -50.27 685.00 0.28 54 0.00 0.00 0.80 -47.86 637.13 0.27 55 0.00 0.00 0.76 -45.51 591.62 0.26 56 0.00 0.00 0.72 -43.23 548.39 0.25 57 0.00 0.00 0.68 -41.01 507.38 0.24 58 0.00 0.00 0.65 -38.85 468.53 0.23 59 0.00 0.00 0.61 -36.76 431.76 0.23 60 0.00 0.00 0.58 -34.73 397.03 0.22 61 0.00 0.00 0.55 -32.77 364.26 0.21 62 0.00 0.00 0.51 -30.87 333.39 0.20 63 0.00 0.00 0.48 -29.03 304.37 0.19 64 0.00 0.00 0.45 -27.25 277.12 0.18 65 0.00 0.00 0.43 -25.53 251.60 0.18 66 0.00 0.00 0.40 -23.87 227.72 0.17 67 0.00 0.00 0.37 -22.27 205.45 0.16 68 0.00 0.00 0.35 -20.74 184.71 0.15 69 0.00 0.00 0.32 -19.26 165.45 0.14 70 0.00 0.00 0.30 -17.84 147.61 0.14
/\' { i\t1 100 year stonn Future Runoff Future Runoff Change in Pond Pond Time Existing Runoff (no detention) (with detention) Storage Storage Depth (min) (cfs) (cfs) (cfs) (cuft) (cuft) (ft) 0 0.00 0.00 0.00 0 0 0 1 0.00 0.00 0.00 0.00 0.00 0.00 2 0.00 0.00 0.00 0.00 0.00 0.00 3 0.00 0.00 0.00 0.00 0.00 0.00 4 0.86 1.53 0.00 91.82 91.82 0.11 5 1.73 3.06 0.20 171.78 263.60 0.18 6 2.59 4.59 0.41 250.79 514.39 0.24 7 3.46 6.12 0.65 328.04 842.43 0.31 8 4.32 7.65 0.92 403.82 1246.25 0.37 9 5.18 9.18 1.21 478.37 1724.62 0.43 10 6.05 10.71 1.51 551.82 2276.44 0.49 11 5.58 9.89 1.84 483.06 2759.50 0.53 12 5.12 9.06 2.10 417.86 3177.35 0.57 13 4.65 8.24 2.32 355.45 3532.81 0.60 14 4.19 7.42 2.49 295.40 3828.20 0.62 15 3.72 6.59 2.64 237.38 4065.58 0.64 16 3.26 5.77 2.75 181.19 4246.77 0.65 17 2.79 4.94 2.83 126.68 4373.45 0.66 18 2.33 4.12 2.89 73.74 4447.19 0.66 19 1.86 3.30 2.92 22.27 4469.46 0.67 20 1.40 2.47 2.93 -27.78 4441.68 0.66 21 0.93 1.65 2.92 -76.46 4365.22 0.66 22 0.47 0.82 2.89 -123.80 4241.42 0.65 23 0.00 0.00 2.83 -169.81 4071.62 0.64 24 0.00 0.00 2.75 -165.06 3906.56 0.63 25 0.00 0.00 2.67 -160.38 3746.18 0.61 26 0.00 0.00 2.60 -155.78 3590.40 0.60 27 0.00 0.00 2.52 -151.25 3439.15 0.59 28 0.00 0.00 2.45 -146.79 3292.36 0.58 29 0.00 0.00 2.37 -142.41 3149.94 0.57 30 0.00 0.00 2.30 -138.11 3011.84 0.55 31 0.00 0.00 2.23 -133.87 2877.97 0.54 32 0.00 0.00 2.16 -129.71 2748.26 0.53 33 0.00 0.00 2.09 -125.62 2622.63 0.52 34 0.00 0.00 2.03 -121.60 2501.03 0.51 35 0.00 0.00 1.96 -117.66 2383.37 0.50 36 0.00 0.00 1.90 -113.79 2269.58 0.49
37 0.00 0.00 1.83 -109.99 2159.60 0.48 38 0.00 0.00 1.77 -106.26 2053.34 0.46 39 0.00 0.00 1.71 -102.60 1950.74 0.45 40 0.00 0.00 1.65 -99.01 1851.73 0.44 41 0.00 0.00 1.59 -95.49 1756.24 0.43 42 0.00 0.00 1.53 -92.04 1664.20 0.42 43 0.00 0.00 1.48 -88.66 1575.54 0.41 44 0.00 0.00 1.42 -85.36 1490.18 0.40 45 0.00 0.00 1.37 -82.12 1408.06 0.39 46 0.00 0.00 1.32 -78.95 1329.12 0.38 47 0.00 0.00 1.26 -75.85 1253.27 0.37 48 0.00 0.00 1.21 -72.81 1180.46 0.36 49 0.00 0.00 1.16 -69.85 1110.61 0.35 50 0.00 0.00 1.12 -66.95 1043.66 0.34 51 0.00 0.00 1.07 -64.12 979.54 0.33 52 0.00 0.00 1.02 -61.36 918.18 0.32 53 0.00 0.00 0.98 -58.66 859.52 0.31 54 0.00 0.00 0.93 -56.03 803.48 0.30 55 0.00 0.00 0.89 -53.47 750.01 0.29 56 0.00 0.00 0.85 -50.97 699.04 0.28 57 0.00 0.00 0.81 -48.54 650.50 0.27 58 0.00 0.00 0.77 -46.17 604.33 0.26 59 0.00 0.00 0.73 -43.87 560.45 0.25 60 0.00 0.00 0.69 -41.63 518.82 0.25 61 0.00 0.00 0.66 -39.46 479.36 0.24 62 0.00 0.00 0.62 -37.35 442.01 0.23 63 0.00 0.00 0.59 -35.31 406.70 0.22 64 0.00 0.00 0.56 -33.32 373.38 0.21 65 0.00 0.00 0.52 -31.40 341.98 0.20 66 0.00 0.00 0.49 -29.54 312.44 0.19 67 0.00 0.00 0.46 -27.75 284.69 0.19 68 0.00 0.00 0.43 -26.01 258.68 0.18 69 0.00 0.00 0.41 -24.34 234.35 0.17 70 0.00 0.00 0.38 -22.72 211.62 0.16 71 0.00 0.00 0.35 -21.17 190.46 0.15
Drainage Design Spreadsheet
Project Name :
County:
TOCundev (min)
10
TOCdevel (min)
10
Tstorm
(min)
10
Rainfall Data
Storm Frequency
5 year
10 year
25 year
50 year
100 year
Coca Cola Warehouse
Brazos
Drainage Area
(acres)
0.53
Intensity
(in/hr)
7.00
7.70
9.00
10.20
11 .50
City of College Station (Rainfall Intensity)
Existing Site Future Site
Runoff Coeff. Runoff Coeff.
0 .35 0 .62
Existing Site Future Site
Runoff rate Runoff rate
(cfs) (cfs)
1.31 2 .32
1.44 2 .55
1.68 2 .98
1.91 3 .38
2 .15 3 .81
\1'/J I>'"""" ~ /\: v 5 year stonn Future Runoff Future Runoff Change In Pond Pond Time Existing Runoff (no detention) (with detention) Storage Storage Depth (min) (cfs) (cfs) (cfs) (cuft) (cuft) (ft) 0 0.00 0.00 0.00 0 0 0 1 0.00 0.00 0.00 0.00 0.00 0.00 2 0.00 0.00 0.00 0.00 0.00 0.00 3 0.00 0.00 0.00 0.00 0.00 0.00 4 0.19 0.33 0.00 19.88 19.88 0.12 5 0.37 0.66 0.15 30.95 50.83 0.18 6 0.56 0.99 0.28 42.88 93.71 0.24 7 0.75 1.33 0.42 54.02 147.73 0.29 8 0.94 1.66 0.58 64.57 212.30 0.34 9 1.12 1.99 0.74 74.62 286.92 0.39 10 1.31 2.32 0.91 84.26 371.18 0.44 11 1.21 2.14 1.09 62.96 434.14 0.48 12 1.11 1.96 1.22 44.83 478.96 0.50 13 1.01 1.78 1.30 29.04 508.00 0.51 14 0.91 1.61 1.35 15.12 523.13 0.52 15 0.81 1.43 1.38 2.77 525.90 0.52 16 0.70 1.25 1.39 -8.23 517.66 0.51 17 0.60 1.07 1.37 -18.04 499.62 0.51 18 0.50 0.89 1.34 -26.77 472.85 0.49 19 0.40 0.71 1.29 -34.50 438.35 0.48 20 0.30 0.54 1.22 -41.29 397.05 0.46 21 0.20 0.36 1.14 -47.18 349.87 0.43 22 0.10 0.18 1.05 -52.19 297.68 0.40 23 0.00 0.00 0.94 -56.30 241.38 0.36 24 0.00 0.00 0.81 -48.77 192.61 0.33 25 0.00 0.00 0.70 -41.78 150.83 0.29 26 0.00 0.00 0.59 -35.33 115.50 0.26 27 0.00 0.00 0.49 -29.42 86.08 0.23 28 0.00 0.00 0.40 -24.05 62.03 0.20 29 0.00 0.00 0.32 -19.21 42.82 0.16 30 0.00 0.00 0.25 -14.90 27.91 0.14 31 0.00 0.00 0.19 -11.11 16.80 0.11 32 0.00 0.00 0.13 -7.85 8.95 0.08 33 0.00 0.00 0.08 -5.10 3.85 0.05
34 0.00 0.00 0.05 -2.86 0.99 0.03 35 0.00 0.00 0.02 -0.99 0.00 0.00 36 0.00 0.00 0.00 0.00 0.00 0.00 37 0.00 0.00 0.00 0.00 0.00 0.00 38 0.00 0.00 0.00 0.00 0.00 0.00 39 0.00 0.00 0.00 0.00 0.00 0.00 40 0.00 0.00 0.00 0.00 0.00 0.00 41 0.00 0.00 0.00 0.00 0.00 0.00 42 0.00 0.00 0.00 0.00 0.00 0.00 43 0.00 0.00 0.00 0.00 0.00 0.00 44 0.00 0.00 0.00 0.00 0.00 0.00 45 0.00 0.00 0.00 0.00 0.00 0.00 46 0.00 0.00 0.00 0.00 0.00 0.00 47 0.00 0.00 0.00 0.00 0.00 0.00 48 0.00 0.00 0.00 0.00 0.00 0.00 49 0.00 0.00 0.00 0.00 0.00 0.00 50 0.00 0.00 0.00 0.00 0.00 0.00 51 0.00 0.00 0.00 0.00 0.00 0.00 52 0.00 0.00 0.00 0.00 0.00 0.00 53 0.00 0.00 0.00 0.00 0.00 0.00 54 0.00 0.00 0.00 0.00 0.00 0.00 55 0.00 0.00 0.00 0.00 0.00 0.00 56 0.00 0.00 0.00 0.00 0.00 0.00 57 0.00 0.00 0.00 0.00 0.00 0.00 58 0.00 0.00 0.00 0.00 0.00 0.00 59 0.00 0.00 0.00 0.00 0.00 0.00 60 0.00 0.00 0.00 0.00 0.00 0.00 61 0.00 0.00 0.00 0.00 0.00 0.00 62 0.00 0.00 0.00 0.00 0.00 0.00 63 0.00 0.00 0.00 0.00 0.00 0.00 64 0.00 0.00 0.00 0.00 0.00 0.00 65 0.00 0.00 0.00 0.00 0.00 0.00 66 0.00 0.00 0.00 0.00 0.00 0.00 67 0.00 0.00 0.00 0.00 0.00 0.00 68 0.00 0.00 0.00 0.00 0.00 0.00 69 0.00 0.00 0.00 0.00 0.00 0.00 70 0.00 0.00 0.00 0.00 0.00 0.00
1 O year storm Future Runoff Future Runoff Change in Pond Pond Time Existing Runoff (no detention) (with detention) Storage Storage Depth (min) (cfs) (cfs) (cfs) (cuft) (cuft) (ft) 0 0.00 0.00 0.00 0 0 0 1 0.00 0.00 0.00 0.00 0.00 0.00 2 0.00 0.00 0.00 0.00 0.00 0.00 3 0.00 0.00 0.00 0.00 0.00 0.00 4 0.21 0.36 0.00 21.87 21.87 0.12 5 0.41 0.73 0.16 34.33 56.20 0.19 6 0.62 1.09 0.30 47.65 103.85 0.25 7 0.82 1.46 0.46 60.12 163.96 0.30 8 1.03 1.82 0.62 71.93 235.89 0.36 9 1.23 2.19 0.80 83.20 319.09 0.41 10 1.44 2.55 0.98 94.03 413.12 0.46 11 1.33 2.35 1.17 70.81 483.93 0.50 12 1.22 2.16 1.31 50.97 534.90 0.52 13 1.11 1.96 1.40 33.61 568.51 0.54 14 1.00 1.77 1.46 18.25 586.76 0.55 15 0.89 1.57 1.49 4.55 591.31 0.55 16 0.78 1.37 1.50 -7.70 583.61 0.54 17 0.66 1.18 1.49 -18.67 564.94 0.54 18 0.55 0.98 1.46 -28.48 536.46 0.52 19 0.44 0.78 1.41 -37.21 499.25 0.51 20 0.33 0.59 1.34 -44.93 454.32 0.48 21 0.22 0.39 1.25 -51.68 402.64 0.46 22 0.11 0.20 1.15 -57.48 345.17 0.43 23 0.00 0.00 1.04 -62.31 282.85 0.39 24 0.00 0.00 0.91 -54.36 228.49 0.35 25 0.00 0.00 0.78 -46.96 181.52 0.32 26 0.00 0.00 0.67 -40.11 141.41 0.28 27 0.00 0.00 0.56 -33.80 107.61 0.25 28 0.00 0.00 0.47 -28.03 79.58 0.22 29 0.00 0.00 0.38 -22.79 56.79 0.19 30 0.00 0.00 0.30 -18.09 38.70 0.16 31 0.00 0.00 0.23 -13.91 24.80 0.13 32 0.00 0.00 0.17 -10.25 14.55 0.10 33 0.00 0.00 0.12 -7.11 7.44 0.07
34 0.00 0.00 0.07 -4.49 2.95 0.05 35 0.00 0.00 0.04 -2.38 0.57 0.02 36 0.00 0.00 0.01 -0.57 0.00 0.00 37 0.00 0.00 0.00 0.00 0.00 0.00 38 0.00 0.00 0.00 0.00 0.00 0.00 39 0.00 0.00 0.00 0.00 0.00 0.00 40 0.00 0.00 0.00 0.00 0.00 0.00 41 0.00 0.00 0.00 0.00 0.00 0.00 42 0.00 0.00 0.00 0.00 0.00 0.00 43 0.00 0.00 0.00 0.00 0.00 0.00 44 0.00 0.00 0.00 0.00 0.00 0.00 45 0.00 0.00 0.00 0.00 0.00 0.00 46 0.00 0.00 0.00 0.00 0.00 0.00 47 0.00 0.00 0.00 0.00 0.00 0.00 48 0.00 0.00 0.00 0.00 0.00 0.00 49 0.00 0.00 0.00 0.00 0.00 0.00 50 0.00 0.00 0.00 0.00 0.00 0.00 51 0.00 0.00 0.00 0.00 0.00 0.00 52 0.00 0.00 0.00 0.00 0.00 0.00 53 0.00 0.00 0.00 0.00 0.00 0.00 54 0.00 0.00 0.00 0.00 0.00 0.00 55 0.00 0.00 0.00 0.00 0.00 0.00 56 0.00 0.00 0.00 0.00 0.00 0.00 57 0.00 0.00 0.00 0.00 0.00 0.00 58 0.00 0.00 0.00 0.00 0.00 0.00 59 0.00 0.00 0.00 0.00 0.00 0.00 60 0.00 0.00 0.00 0.00 0.00 0.00 61 0.00 0.00 0.00 0.00 0.00 0.00
25 year stonn Future Runoff Future Runoff Change in Pond Pond Time Existing Runoff (no detention) (with detention) Storage Storage Depth (min) (cfs) (cfs) (cfs) (cuft) (cuft) (ft) 0 0.00 0.00 0.00 0 0 0 1 0.00 0.00 0.00 0.00 0.00 0.00 2 0.00 0.00 0.00 0.00 0.00 0.00 3 0.00 0.00 0.00 0.00 0.00 0.00 4 0.24 0.43 0.00 25.56 25.56 0.13 5 0.48 0.85 0.17 40.66 66.22 0.20 6 0.72 1.28 0.33 56.59 122.80 0.27 7 0.96 1.70 0.51 71.55 194.35 0.33 8 1.20 2.13 0.70 85.76 280.12 0.39 9 1.44 2.56 0.90 99.35 379.47 0.45 10 1.68 2.98 1.11 112.42 491.89 0.50 11 1.55 2.75 1.32 85.71 577.60 0.54 12 1.42 2.52 1.48 62.70 640.31 0.57 13 1.29 2.29 1.59 42.45 682.76 0.58 14 1.17 2.06 1.66 24.40 707.16 0.59 15 1.04 1.84 1.70 8.22 715.38 0.60 16 0.91 1.61 1.71 -6.35 709.02 0.59 17 0.78 1.38 1.70 -19.49 689.53 0.59 18 0.65 1.15 1.67 -31.32 658.21 0.57 19 0.52 0.92 1.62 -41.94 616.27 0.56 20 0.39 0.69 1.55 -51.43 564.84 0.54 21 0.26 0.46 1.46 -59.81 505.03 0.51 22 0.13 0.23 1.35 -67.13 437.90 0.48 23 0.00 0.00 1.22 -73.36 364.55 0.44 24 0.00 0.00 1.08 -64.69 299.85 0.40 25 0.00 0.00 0.94 -56.58 243.27 0.36 26 0.00 0.00 0.82 -49.03 194.24 0.33 27 0.00 0.00 0.70 -42.02 152.22 0.29 28 0.00 0.00 0.59 -35.55 116.67 0.26 29 0.00 0.00 0.49 -29.63 87.04 0.23 30 0.00 0.00 0.40 -24.24 62.81 0.20 31 0.00 0.00 0.32 -19.38 43.43 0.17 32 0.00 0.00 0.25 -15.05 28.38 0.14 33 0.00 0.00 0.19 -11.24 17.14 0.11
34 0.00 0.00 0.13 -7.96 9.18 0.08 35 0.00 0.00 0.09 -5.19 4.00 0.06 36 0.00 0.00 0.05 -2.93 1.06 0.03 37 0.00 0.00 0.02 -1.06 0.00 0.00 38 0.00 0.00 0.00 0.00 0.00 0.00 39 0.00 0.00 0.00 0.00 0.00 0.00 40 0.00 0.00 0.00 0.00 0.00 0.00 41 0.00 0.00 0.00 0.00 0.00 0.00 42 0.00 0.00 0.00 0.00 0.00 0.00 43 0.00 0.00 0.00 0.00 0.00 0.00 44 0.00 0.00 0.00 0.00 0.00 0.00 45 0.00 0.00 0.00 0.00 0.00 0.00 46 0.00 0.00 0.00 0.00 0.00 0.00 47 0.00 0.00 0.00 0.00 0.00 0.00 48 0.00 0.00 0.00 0.00 0.00 0.00 49 0.00 0.00 0.00 0.00 0.00 0.00 50 0.00 0.00 0.00 0.00 0.00 0.00 51 0.00 0.00 0.00 0.00 0.00 0.00 52 0.00 0.00 0.00 0.00 0.00 0.00 53 0.00 0.00 0.00 0.00 0.00 0.00 54 0.00 0.00 0.00 0.00 0.00 0.00 55 0.00 0.00 0.00 0.00 0.00 0.00 56 0.00 0.00 0.00 0.00 0.00 0.00 57 0.00 0.00 0.00 0.00 0.00 0.00 58 0.00 0.00 0.00 0.00 0.00 0.00 59 0.00 0.00 0.00 0.00 0.00 0.00 60 0.00 0.00 0.00 0.00 0.00 0.00
50 year stonn Future Runoff Future Runoff Change in Pond Pond Time Existing Runoff (no detention) (with detention) Storage Storage Depth (min) (cfs) (cfs) (cfs) (cuft) (cuft) (ft) 0 0.00 0.00 0.00 0 0 0 1 0.00 0.00 0.00 0.00 0.00 0.00 2 0.00 0.00 0.00 0.00 0.00 0.00 3 0.00 0.00 0.00 0.00 0.00 0.00 4 0.27 0.48 0.00 28.97 28.97 0.14 5 0.55 0.97 0.19 46.53 75.50 0.21 6 0.82 1.45 0.37 64.92 140.42 0.28 7 1.09 1.93 0.56 82.23 222.65 0.35 8 1.36 2.41 0.77 98.70 321.35 0.41 9 1.64 2.90 0.99 114.47 435.82 0.48 10 1.91 3.38 1.22 129.66 565.48 0.54 11 1.76 3.12 1.46 99.77 665.24 0.58 12 1.61 2.86 1.63 73.87 739.12 0.61 13 1.47 2.60 1.75 50.96 790.08 0.62 14 1.32 2.34 1.83 30.45 820.53 0.64 15 1.17 2.08 1.88 11.97 832.49 0.64 16 1.03 1.82 1.90 -4.76 827.74 0.64 17 0.88 1.56 1.89 -19.91 807.83 0.63 18 0.73 1.30 1.86 -33.63 774.20 0.62 19 0.59 1.04 1.81 -46.02 728.18 0.60 20 0.44 0.78 1.73 -57.16 671.03 0.58 21 0.29 0.52 1.64 -67.09 603.94 0.55 22 0.15 0.26 1.52 -75.84 528.09 0.52 23 0.00 0.00 1.39 -83.40 444.69 0.48 24 0.00 0.00 1.24 -74.13 370.56 0.44 25 0.00 0.00 1.09 -65.42 305.14 0.40 26 0.00 0.00 0.95 -57.27 247.87 0.37 27 0.00 0.00 0.83 -49.66 198.21 0.33 28 0.00 0.00 0.71 -42.60 155.61 0.30 29 0.00 0.00 0.60 -36.09 119.51 0.26 30 0.00 0.00 0.50 -30.12 89.39 0.23 31 0.00 0.00 0.41 -24.68 64.71 0.20 32 0.00 0.00 0.33 -19.78 44.93 0.17 33 0.00 0.00 0.26 -15.40 29.53 0.14
34 0.00 0.00 0.19 -11.55 17.98 0.11 35 0.00 0.00 0.14 -8.22 9.76 0.08 36 0.00 0.00 0.09 -5.41 4.35 0.06 37 0.00 0.00 0.05 -3.11 1.24 0.03 38 0.00 0.00 0.02 -1.24 0.00 0.00 39 0.00 0.00 0.00 0.00 0.00 0.00 40 0.00 0.00 0.00 0.00 0.00 0.00 41 0.00 0.00 0.00 0.00 0.00 0.00 42 0.00 0.00 0.00 0.00 0.00 0.00 43 0.00 0.00 0.00 0.00 0.00 0.00 44 0.00 0.00 0.00 0.00 0.00 0.00 45 0.00 0.00 0.00 0.00 0.00 0.00 46 0.00 0.00 0.00 0.00 0.00 0.00 47 0.00 0.00 0.00 0.00 0.00 0.00 48 0.00 0.00 0.00 0.00 0.00 0.00 49 0.00 0.00 0.00 0.00 0.00 0.00 50 0.00 0.00 0.00 0.00 0.00 0.00 51 0.00 0.00 0.00 0.00 0.00 0.00 52 0.00 0.00 0.00 0.00 0.00 0.00 53 0.00 0.00 0.00 0.00 0.00 0.00 54 0.00 0.00 0.00 0.00 0.00 0.00 55 0.00 0.00 0.00 0.00 0.00 0.00 56 0.00 0.00 0.00 0.00 0.00 0.00 57 0.00 0.00 0.00 0.00 0.00 0.00 58 0.00 0.00 0.00 0.00 0.00 0.00 59 0.00 0.00 0.00 0.00 0.00 0.00 60 0.00 0.00 0.00 0.00 0.00 0.00
··f '' 100 year stonn Future Runoff Future Runoff Change in Pond Pond Time Existing Runoff (no detention) (with detention) Storage Storage Depth (min) (cfs) (cfs) (cfs) (cuft) (cuft) (ft) 0 0.00 0.00 0.00 0 0 0 1 0.00 0.00 0.00 0.00 0.00 0.00 2 0.00 0.00 0.00 0.00 0.00 0.00 3 0.00 0.00 0.00 0.00 0.00 0.00 4 0.31 0.54 0.00 32.66 32.66 0.15 5 0.61 1.09 0.21 52.94 85.60 0.23 6 0.92 1.63 0.40 74.02 159.62 0.30 7 1.23 2.18 0.61 93.91 253.53 0.37 8 1.54 2.72 0.84 112.86 366.39 0.44 9 1.84 3.27 1.08 131.04 497.43 0.51 10 2.15 3.81 1.33 148.56 645.99 0.57 11 1.99 3.52 1.60 115.27 761.27 0.61 12 1.82 3.22 1.79 86.28 847.54 0.64 13 1.65 2.93 1.92 60.51 908.05 0.67 14 1.49 2.64 2.02 37.34 945.39 0.68 15 1.32 2.34 2.07 16.37 961.76 0.68 16 1.16 2.05 2.10 -2.69 959.07 0.68 17 0.99 1.76 2.09 -20.04 939.03 0.68 18 0.83 1.47 2.06 -35.82 903.22 0.66 19 0.66 1.17 2.01 -50.15 853.07 0.65 20 0.50 0.88 1.93 -63.11 789.96 0.62 21 0.33 0.59 1.83 -74.75 715.21 0.60 22 0.17 0.29 1.71 -85.09 630.12 0.56 23 0.00 0.00 1.57 -94.14 535.98 0.52 24 0.00 0.00 1.40 -84.26 451.73 0.48 25 0.00 0.00 1.25 -74.94 376.79 0.45 26 0.00 0.00 1.10 -66.17 310.62 0.41 27 0.00 0.00 0.97 -57.97 252.65 0.37 28 0.00 0.00 0.84 -50.32 202.33 0.34 29 0.00 0.00 0.72 -43.21 159.12 0.30 30 0.00 0.00 0.61 -36.65 122.47 0.27 31 0.00 0.00 0.51 -30.63 91.85 0.23 32 0.00 0.00 0.42 -25.15 66.70 0.20 33 0.00 0.00 0.34 -20.19 46.51 0.17
34 0.00 0.00 0.26 -15.77 30.73 0.14 35 0.00 0.00 0.20 -11.87 18.86 0.11 36 0.00 0.00 0.14 -8.50 10.37 0.09 37 0.00 0.00 0.09 -5.64 4.73 0.06 38 0.00 0.00 0.05 -3.29 1.44 0.03 39 0.00 0.00 0.02 -1.44 0.00 0.00 40 0.00 0.00 0.00 0.00 0.00 0.00 41 0.00 0.00 0.00 0.00 0.00 0.00 42 0.00 0.00 0.00 0.00 0.00 0.00 43 0.00 0.00 0.00 0.00 0.00 0.00 44 0.00 0.00 0.00 0.00 0.00 0.00 45 0.00 0.00 0.00 0.00 0.00 0.00 46 0.00 0.00 0.00 0.00 0.00 0.00 47 0.00 0.00 0.00 0.00 0.00 0.00 48 0.00 0.00 0.00 0.00 0.00 0.00 49 0.00 0.00 0.00 0.00 0.00 0.00 50 0.00 0.00 0.00 0.00 0.00 0.00 51 0.00 0.00 0.00 0.00 0.00 0.00 52 0.00 0.00 0.00 0.00 0.00 0.00 53 0.00 0.00 0.00 0.00 0.00 0.00 54 0.00 0.00 0.00 0.00 0.00 0.00 55 0.00 0.00 0.00 0.00 0.00 0.00 56 0.00 0.00 0.00 0.00 0.00 0.00 57 0.00 0.00 0.00 0.00 0.00 0.00 58 0.00 0.00 0.00 0.00 0.00 0.00 59 0.00 0.00 0.00 0.00 0.00 0.00 60 0.00 0.00 0.00 0.00 0.00 0.00 61 0.00 0.00 0.00 0.00 0.00 0.00 62 0.00 0.00 0.00 0.00 0.00 0.00 63 0.00 0.00 0.00 0.00 0.00 0.00 64 0.00 0.00 0.00 0.00 0.00 0.00 65 0.00 0.00 0.00 0.00 0.00 0.00 66 0.00 0.00 0.00 0.00 0.00 0.00 67 0.00 0.00 0.00 0.00 0.00 0.00 68 0.00 0.00 0.00 0.00 0.00 0.00 69 0.00 0.00 0.00 0.00 0.00 0.00 70 0.00 0.00 0.00 0.00 0.00 0.00
DESIGN EQUATIONS
Rainfall Intensity
Peak Runoff Rate
Existing Runoff
Future Runoff
(no detention)
Future Runoff
(with detention)
Change in Storage
Pond Storage
Pond Depth
Variables
I
A
c
delta T
DeltaStor
Pondstor
Qdevel
Qpeak
Qpond
Qpundev
Time
Tlag_devel
Tlag_undev
T lead_undev
Tlead_undev
TOC undev
TOCdevel
Tstart_devel
Tstart_undev
Tstop_devel
Tstop_undev
Tstorm
x & y
I = Determined from City of College Station Drainage Manual
Qpeak = C * I * A
Qpundev =
IF(Time<Tstart_undev ,O,IF(Time<=TOCundev,Qpundev*(Time-Tstart_undev)/
Tlead_undev ,IF(Time<=Tstorm ,Qpundev ,IF(Time<=Tstop_undev ,Qpundev*
(Tstop_undev-Time)/Tlag_undev,O))))
Qpdevel =
IF(Time<Tstart_devel,O,IF(Time<=TOCdevel,Qpdevel*(Time-Tstart_devel)/
Tlead_devel ,IF(Time<=Tstorm ,Qpdevel ,IF(Time<=Tstop_devel ,Qpdevel*
(Tstop _ devel-Time)/Tlag_ devel,O))))
Qpond =
IF(Qdevel<Qpond_max,Qdevel ,IF(Pondstor/(deltaT)/60+Qdevel<Qpond_max,
Pondstor/(deltaT)/60+Qdevel , Qpond_max))
DeltaStor = (Qdevel-Qpond)*(deltaT)*60
Pondstor = IF((Pondstor+DeltaStor)<O,O,Pondstor+DeltaStor)
Depth = x*StorageAy
Description
Rainfall Intensity
Area
Coefficien of Runoff
Change in Time
Change in Storage
Pond Storage
Future Runoff without detention
Peak Runoff Rate
Future Runoff with detention
Existing Runoff
Adual Time
Time interval between TOC and Tstop for developed case
Time interval between TOC and Tstop for undeveloped case
Time interval between Tstart and TOC for developed case
Time interval between Tstart and TOC for undeveloped case
Time of Concentration undeveloped
Time of Concentration developed
Starting time of runoff for developed case
Starting time of runoff for undeveloped case
Time at which runoff ends for developed case
Time at which runoff ends for undeveloped case
Duration of storm event
Statistical variables used in Depth-Volume curve fitting equation
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PAGE i 3
October 10 , 1994
CITY OF COi I .EGE STATION
P ost Office Box 9960 1101 Texas Avenue
College Station, Texas 77642-9960
(409) 764-3500
Bruchez, Goss, Thornton, Meronoff, Michel & Hawthorne, P .C .
3131 Briarcrest Drive, Suite 200
Bryan, TX 77802
Attn : Bill Thornton
RE: Sebesta Road Sanitary Sewer Service
Dear"Mr. Thornton,
First of all, I would like to apologize for the confusion that seems to have clouded this issue with
regards to what requirements are needed to reach certain objectives . This situation has come
about due to the combination of our normal development process and the existing right of way
agreement with Mr. Elkins , and the fact that the two of these items do not necessarily match .
Our agreement with Mr. Elkins states essentially that:
1. If a site plan is approved through our normal process for one of the properties he represents on
the north side of Sebesta Road , and
2. If available, capacity is determined to be available in the existing 8 inch sanitary sewer'line near
the intersection of Sebesta Road and Foxfire Drive, and
3 . If both of the above items are completed prior to the City's contractor beginning his roadway
preparation on the part of Sebesta above the manhole, then
A. The City will have the specified service line extended to the nearest comer of the
property controlled by Mr. Elkins through a change order with the City's contractor, and
B . The full cost of the change order shall be paid for by Mr. Elkins prior to any allowed
connection to the line .
This agreement was reach ed to allow the development of all or part of these properties by
considering a connection to the existing line for at least some of the generated flow s. Should a
large facility be desired , it is apparent that the existing line will not handle all the flows , and so
another line will be required to be extended from across Emerald Parkway.
Ho me of Texas A&M University
At this point, The City has reviewed a site plan for a small portion of the land (though there are
several significant concerns )and because the building is intended to have only one bathroom with
minimal flows , our Utilities Services Manager within the Wastewater Division has waived the
requirement to provide a calculated capacity study prior to connecting to the existing line .
However, it is important to note that for this use, and without an engineered study, only a 4 inch
private service lateral will be extended from the existing line , and it will only be taken to the
nearest corner of the property controlled by Mr. Elkins , not to the site which was submitted . The
extension of the service line to the proposed building will not be allowed in the public right of
way, and it will be constructed at Mr. Elkin's cost by his own contractor .
Should a line larger than a four inch be desired , or should the extension to the site be desired as a
public line , then a capacity study will be required .
Should you have any further questions, please contact me at 764-3570 so I can remain the
primary contact for this issue .
\
Sincerely
{:£to ff
Project Manager
cc: ~nica Morgan, Assistant City Engineer
Robert Gadbois , Engineering Services Manager
Shirley Volk, Development Coordinator
Hartsell Elkins
Paul Kp.sper , WSA
Greg Taggert, Municipal Development Group
Printed by Veronica Morgan
From: Shirley Volk CONFIRMED
To: Tony Michal sk y, Veronica Morgan
Subject : Coc a -Cola
===NOTE===============8/10/95==8:22am==
Tony: I know you told me you were o .k.
with this project for a C.O., but Jan
tells me we don 't have an easement from
them yet. I assume we need on e -for
both electric & water! Pl ease let me
know and I will pur s ue. Thank s .
V: Will you check on the water
easement requirement? I believe we'll
need one for a fire hydrant and w.l.
Page: 1
8 /10/9 5 1:55pm
MUNICIPAL DEVELOPMENT GROUP
203 Holleman Drive East• College Station, Texas 77840 • 409-693-5359 •FAX: 409-693•4243
Engineering, Surveying, Planning and Environmental Consultants
August 25, 1994
Hartzell B. Elkins ·
Bryan Coca-ColaJpr. Pepper
P. 0. Drawer 433
Bryan, TX 77806
Re: Sebesta Road Site
10" Sanitary Sewer from Sebesta Road through Emerald Forest Subdivision
Hartzell:
We have reviewed the results of our brief sewer capacity investigation for this site. Based on the
original construction plans and available city maps, there appears to be adequate capacity in the
existing line to support a low intensity use such as a warehouse or office building. It must be
stressed that the available capacity is limited, and our review examined existing conditions only.
If others develop in this area before you do, you may have to consider other means of acquiring
sewer.
Please feel free to call me or Greg Taggart if you have questions.
Sincerely,
North B. Bardell, P.E.
GT/kim .
ELKINS-7
RECEIVED 0 CT 0 6 1994