HomeMy WebLinkAbout49 DP Aggieland Fitness SH 6 South 035FOR OFFICE USE ONLY
P&Z CASE NO.: 03 · / 5
DATE SUBMITTED: / • J5· {fj
SITE PLAN APPLICATION
{i5 .. 03
/o :s ow
MINIMUM SUBMITTAL REQUIREMENTS
$200.00 Site plan application and review fee .
$200 .00 Development perm it fee .
$600.00 Public infrastructure inspection fee, if applicable. (This fee is payable if construction of a public
waterline, sewerline, sidewalk, street or drainage facilities is involved .)
Ten (10) folded copies of site plan.
A copy of the attached site plan checklist with all items checked off or a brief explanation as to why they
are not checked off.
Parkland Dedication requirement approved by the Parks & Recreation Board, please provide proof of
approval (if applicable).
NAME OF PROJECT A66. I ELAl\lp hTIV€SS C..e:.Nn:::g
ADDRESS 5-H (p 3£u 1Jh
LEGAL DESCRIPTION L1c...1 <. CRcEt< Su!!>Dt 01 £.101'.l > P1-t A'i> E I 1 Lor I > 8L0c..1e. (vo'-· 4~2o J P<·,. er:£)
A PPLICANT (Primary Co ntact for the Project):
Name Ro1?EB-I L . PA'Ct-JE' . Ji<..
Strn et Address 12:?~ BHe(?ALD P1c:..vu'{ . 'Sc> 1 IE t o4
City Cou..£<-,.E STA"OOAJ State TUAS Z ip Code 7_7_&_4-_S ___ _
P ~on e Number (4 7 :i) U.jC..-727Z Fax Number {'=t 7<1 J t-etla -.& l l 4
PROPERTY OWNER'S INFORMATION:
Name Skve.. Lompee.. E-Mail _____________ _
Street Address 141'1 Hti.l?PE-(2.S fe::eg.'C 12..o.
City Cou..£.G,:e:: SJ7;vtl.Ol"J State Tet<As Zip Code _7~7~B~1=+-"'5 ____ _
Phone Number (q7q"') §40 -739, a Fax Number ____________ _
ARCHITECT OR ENGINEER'S INFORMATION :
Name R. L. Pa.'(oc; ~ Ass0a~ h ) l11.::::. · E-Mail RPayoe e I<. b Pa.1'nc:... c..orn
StreetAddress 10e'1 EMe&AbO ~IS.WA:( Sun-e: Jo4:
City Cou..e<-4 sm:nor-J State_\ eyA?:;;....L..;:'-'-"•-----Zip Code 17848
Phone Number {'17'1) CPCJ(p -72 72. Fax Number _...(4_._J_,_q-=-)..__~=----=&,;.._--=B"'"""l'-'-1 __,4 ___ _
OTHER CONTACTS (Please specify type of contact , i.e. project manager, potential buyer, local contact , et c.)
Name __________________ _ .E-Mail _____________ _
Street Address _________________________________ _
City ______________ State _______ _ Zip Code ________ _
Phone Number _______ _ Fax Number _____________ _
Site Plan 1/1 3/03 1of3
CURRENTZONING ___ C:. __ ·-'----·-------------------~
PRESENTUSEOFPROPERTY ·--~~D~n_D--'e~~-l-Dfr--e~d"-----------------
PROPOSED USE OF PROPERTY CnMM5R_GI AL -£1 Tl\J e.ss ~
VARIANCE(S) REQUESTED AND REASON(S) __ tJ_t::>--'Vl,____ ______________ _
#OF PARKING SPACES REQUIRED 80 #OF PARKING SPACES PROVIDED 8Cp -----'-----
MUL Tl-FAMILY RESIDENTIAL
Total Acreage __
Floodplain Acreag~ __
Housing Units __
__ # of 1 Bedroom Units
# of 2 Bedroom Units --
__ # of 3 Bedroom Units
# of 4 Bedroom UnHs
FOR 2 BEDROOM UNITS ONLY
_. __ #Bedrooms = 132 sq. ft .
__ # Bedrooms < 132 sq . ft.
PARKLAND DEDICATION
#of Multi-Family Dwelling Units
__X$452 = $
__#of acres in floodplain
__ # of acres in detention
__ # of acres in greenways
__ date dedication approved by Parks Board
COMMERCIAL
Tota1Acreage. l.G7f -P~t.Jc. (
Building Square Feet ll 1 '1~u . 1
Floodplain Acreage JA-lJ ftc..
NOTE: Parkland Dedication fee is due prior to the issuance of a Building Permit.
The applicant has prepared this application and certifies that the facts stated herein and exhibits attached
hereto are true and correct.
SITE PLAN CHECKLIST
Site Plan 1/13/03
2 of3
SUPPLEMENTAL DEVELOPMENT PERMIT INFORMATION
Application is hereby made for the following developme nt specific site/waterway alterations:
ACKNOWLEDGMENTS :
~ o5ti0\-.. f-S c.\,,. .. J~-L
I, __ ,\design engineer/owner, hereby acknowledge or affir m that :
The information and conclusions contained in the above plans and supporting documents comply with the c urren t
requirements of the City of College Station , T exas City Code, Chapter 13 and its associated Dra ina ge Policy and Des ign
Standards . A s a condition of approval of this permit application, I agree to co nstru ct the improveme nts proposed in this
application according to these documents and the req uiremen ts of Ch ter 13 of the Cp~e~ Code .
Property Owner(s) G o
(~~: ... -c.~
CERTl:~AT~ps_:~~~t~ alterations within designated flood ha zard areas.)
A.I, ~ <-fertify that any nonresidential structure on or proposed to be on this site as part of this appl ication is designated
to prevent damage to the s ucture or i" contents as a result of f10 0d ing from the 100 year storm. Jr+P· 1-14--D z
Engineer Date
B . I, __ certify that the finished floor e levation of the lowest floor, inclu d ing any basement, of any residential structure ,
proposed as part of this appiication is at or a bove th e base flo od e1evation es tablished in the lates t Federal Insurance
A d mini stration Flood HazarcJ Stu dy an .j ma ps, as amen d ed .
Engineer f "?~··.'Js-, x,.Q,/~' ,I Date ft:.<>~ · •• g1s1E.~·· 0',;/
D. . I,-._, do c~f(~ttii1"~@ ~~ed alter~tion~ do not raise the level of the 100 year flood above elevation
established rn the latest '~f»Af~rance Adminrstratr o n Flood Hazard Study.
Eng in eer Date
Conditions or comments as part of approval :
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 .
All development shall be in accordance w ith the plans and specifications submitted to and approved by th e City Engineer for
the above named proje ct. All of ti1e app licable codes an d ord inances of the City of College Station shall app ly
SITE PLAN CHEC KLIST
Sit e Plan .DO C 0 8/0 I /02
I • or t 3
(
j
Item
No .
1
2
3
4
5
6
7
8
9
10
11
12
13
TEXCON GENERAL CONTRACTORS
AGGIELAND FITNESS CENTER
COLLEGE STAT ION, TEXAS
CONSTRUCTION COST ESTIMATE
PUBLIC INFRASTRUCTURE
Estimated
Description Quantity
Waterline
6" Waterline -PVC (C900)-struct. 145
8" Waterline -PVC (C900)-struct. 24
8" Valve
6" Valve
24" x 8" Tapping Sleeve & Valve
8" M .J . Cross 1
8"x6" Reducer 2
6" 45 deg . M .J. Bend
2" Blowoff Assembly
6" x 2" Service Saddle
Fire Hydrant Assembly
Sanitary Sewer
Tie-in to Existing Line
4' Manhole
2/28/03
Unit Price/Unit Total
LF $28.00 $4 ,060 .00
LF $30 .00 $720 .00
EA $600 .00 $600 .00
EA $500 .00 $500 .00
EA $6,000 .00 $6 ,000 .00
EA $500 .00 $500 .00
EA $300.00 $600 .00
EA $250 .00 $250.00
EA $450 .00 $450 .00
EA $200 .00 $200 .00
EA $2,400 .00 $2,400 .00
Subtotal $16,280 .00
EA $300 .00 $300 .00
EA $3,000.00 $3,000 .00
Subtotal $3,300.00
Tota l Construction $19,580.00
~-~ DEVELOPMENT PERMIT
PERMIT NO . 03-05
Project: AGGIELAND FITNESS CENTER
COLllGl STATION FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA
RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE
SITE LEGAL DESCRIPTION:
Lick Creek Subdivision Phase I
Block 1
Lot 1
DATE OF ISSUE: 04/02/03
OWNER:
Steve Lumpee
1419 Harpers Ferry Road
College Station , Texas 77845
TYPE OF DEVELOPMENT:
SPECIAL CONDITIONS:
SITE ADDRESS:
4050 State Highway 6 South
DRAINAGE BASIN:
Lick Creek
VALID FOR 9 MONTHS
CONTRACTOR:
Full Development Permit
All construction must be in compliance with the approved construction plans
All trees must be barricaded, as shown on plans , prior to any construction. Any trees not barricaded will not
count towards landscaping points . Barricades must be 1' per caliper inch of the tree diameter.
Erosion control per the approved plans must be in place for the duration of project.
No development will be allowed in the TxDOT ROW until TxDOT Driveway Permit is issued.
The Contractor shall take all necessary pr_ecautions to prevent silt and debris from leaving the immediate
construction site in accordance with the approved erosion control plan as well as the City of College Station
Drainage Policy and Design Criteria . If it is determined the prescribed erosion control measures are ineffective
to retain all sediment onsite , it is the contractors responsibility to implement measures that will meet City , State
and Federal requirements. The Owner and/or Contractor shall assure that all disturbed areas are sodden and
establishment of vegetation occurs prior to removal of any silt fencing or hay bales used for temporary erosion
control. The Owner and/or Contractor shall also insure that any disturbed vegetation be returned to its original
condition, placement and state. The Owner and/or Contractor shall be responsible for any damage to
adjacent properties, city streets or infrastructure due to heavy machinery and/or equipment as well as erosion ,
siltation or sedimentation resulting from the permitted work .
Any trees required to be protected by ordinance or as part of the landscape plan must be completely fenced
before any operations of this permit can begin.
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 .
Date I I
2. t0''1?/, I Zoo~
Date
DP-AGGI ELAND FITNESS CENTER -(03-00100005)
ENGINEERING REVIEW
COMMENTS No. 1
1. Fire hydrant leads longer than 18 feet are considered main lines per Fire
Hydrant Detail 1-C. Please provide profile of the 8-inch water line.
Reviewed by: Carol Cotter Date: May 12, 2003
NOTE: Any changes made to the plans , that have not been requested by the City of College Station , must
be explained in your next transmittal letter and "bubbled " on your plans . Any additional changes on
these plans that have not been pointed out to the City of College Station will constitute a
completely new review .
Page 2 of 2
..
STAFF REVIEW COMMENTS NO. 1
Project: DP-AGGIELAND FITNESS CENTER-DEVELOPMENT PERMIT( 03-00100005 )
ENGINEERING
1. Dra in age letter required . How will runoff be d ischarged to cree k? Wh at type of
ou tl et structure? What type of end treatment?
2 . Subm it Grad ing Plan showing proposed elevations.
3. Subm it Eros ion Contro l Plan .
4. Sub mi t TxDOT Dr iveway perm it.
Rev iewed by : Carol Cotter Date: January 27 , 200 3
NO T E : Any changes made to the plans, that have not been requested by the City of College Statio n, must be explained in your
next tra nsmittal lette r an d "bubbled " on you r plans. Any additional changes on these plans that have not been pointed out
to the City , will constitute a completely new review .
Staff Review Commen ts Page 2 of 4
CERTIFICATION
I, Joseph P . Schultz, Licensed Professional Engineer No . 65889, State of Texas, certify that this report
for the drainage design for the Aggieland Fitness Center 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 stom1 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.
Ginger t. Urso, P .E.
TABLE OF CONTENTS
AGGIELAND FITNESS CENTER
CERTIFICATION ................................................................................................................................................................. 1
TABL.E OF CONTENTS ....................................................................................................................................................... 2
LIST OFT ABLES .................................................................................................................................................................. 2
INTRODU CTION .................................................................................................................................................................. 3
GENERAL LOCATION AND DESCRIPTION ................................................................................................................. 3
FLOOD HAZARD INFORMATION ................................................................................................................................... 3
DEVELOPMENT DRAINAGE PATTERNS ...................................................................................................................... 3
DRAINAGE DESIGN CRITERIA ....................................................................................................................................... 3
STORM WATER RUNOFF DETERMINATION .............................................................................................................. 3
STORM SEWER CULVERT DESIGN ............................................................................................................................... 4
STORM RUNOFF DESIGN CALCULATIONS ................................................................................................................. 4
CONCLUSIONS ..................................................................................................................................................................... 5
APPENDIX A ......................................................................................................................................................................... 6
Calculatio11 s
EXHIBIT A ........................................................................................................................................................................... 16
Drainage Area Map
LIST OF TABLES
TABLE 1 -Rainfall Intensity & Runoff Data .......................................................................................... 3
TABLE 2 -Time of Concentration (tc) Equations .................................................................................. 4
2
DRAINAGE REPORT
AGGIELAND FITNESS CENTER
INTRODUCTION
The purpose of this report is to provide the hydrolo g ical effects of the construction of the
dome-structure building and parking area , and to show that the storm water runo ff will be
controlled in such a manner so as to have minimal offsite or do wnstream imp act.
GENERAL LOCATION AND DESCRIPTION
The project is located on 2.27 acres out of a 4.02-acre tract located in College Station, Tex a s .
Most of the site is open land with grass . A 0.477 acre portion on the northwest end along th e
North Fork of Lick Creek is being dedicated as greenway. This area is primarily wooded . The
existing ground elevations range from elevation 280 to elevation 292. 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 48041C0201 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 were previously detem1ined by 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 for this tract is located in the Greenways Dedication
Area.
DEVELOPMENT DRAINAGE PATTERNS
The storm water runoff from the site flows north into the State Highway 6 right-of-way or
directly into the North Fork of Lick Creek . A majority of the runoff from the developed area
will be diverted so that it enters the creek and the 100-year floodplain rather than the right-of-
way; 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 stonn 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
Curb openings
3
25 -year storm event
10 and 100-year stom1 events
• Runoff Coefficients
Grass and wooded areas
Commercial areas
Impervious surfaces
c = 0.30
c = 0.75
c = 0.90
• Rainfall Intensity equations and va lu es for Brazos Co unt y can be found in Table 1.
• Time of Concent ration , tc -Calc ul ations fo r are based on th e method found in the TR-
55 publication . Refer to Appendix A for the equat ions and calculations. The drainage
runoff flow paths used for calculating the times of concentration for each drainage are
shown in Exhibit A.
STORM WATER RUNOFF DETE RMINATION
The peak runoff valu es were determined in accordance wi th the criteria presented in the
previous section for the 10 and 100-year storm events. Th e runoff coefficients are based
on the development of this tract. The drainage areas are shown in Exhib it A. Runoff
condit ion s are summarized in Tab le 1. The time of concentration equations are shown in
Table 2.
TABLE 1 -Rainfall Intensity & Runoff Data
Area c 5 year storm
le
10 year storm 25 year storm 50 year storm
Area
# (acres)
A , A2 A, Total
1 0 .63 1 .52 2 .75 4 .90 -·----------
2 1 .36 0 .84 0 .00 2.20
The Rat i onal Method :
Q=CIA
Q = Flow (cfs)
A = Area (acres)
C = Runoff Coeff.
I = Rainfall Intens ity (in/hr)
Brazos County:
5 year storm
b = 76
d = 8 .5
10 yea r storm
b = 80
d = 8.5
c, C2 c, Crotal Is
(min) (in/hr)
0 .9 0 .75 0 .3 0 .52 24.2 4 .92 ---------
0 .9 0 .75 0 .3 0 .84 11 .2 7 .3 2
I = b I (tc+d)0
le= Time of concentration (mi n)
tc = L/(V*60)
L = Length (ft
V =Velocity (ft/sec)
5 year storm
b = 89
d = 8.5
50 year sto rm
b = 98
d = 8 .5
Os
(cfs)
12.46 --
13.58
110 a,o l 2s
(in/hr) (cfs) (in/hr)
5 .59 14.16 6 .4 2
8 .23 15.26 9 .41
100 yea r s torm
b = 96
d = 8 .0
e = 0 .79 e = 0 .76 e = 0.75 e = 0 .745 e = 0 .7 30
(Data taken from State Department of Highways and Public Transportation Hydraulic Manual. page 2-16)
TABLE 2 -Time of Concentration (tc) Equations
0 2s l so
(cfs) (in/hr)
16.25 7 .29 --
17.44 10 .64
The time of concentration was determined usin g methods found in TR-55 , "Urban
Hydrology for Small Wat ersheds ." Th e equation s are as follows:
Time of Concentration :
4
Tc = T t(shcet n ow)+ T t(concentrated sheet n ow)
where: T 1 =Travel Time , minutes
Oso
(cfs)
18.47 --
19.72
100 year storm
1100 0 100
(in/hr) (cfs)
7 .61 19 .28 -----
11 .10 20 .59
For Sheet Flow:
For Shallow Concentrated Flow:
w here : Ti = travel time, hours
n =Mannin g's roughne ss coefficient
L = flow len gt h , feet
P 2 = 2-year, 24 -h o ur rainfall = 4.5"
s = land slope , ft /ft
T 1 =LI (60 *V)
w here : Ti = travel time, minutes
V =Velocity , fps (See Fig 3 -1 , App . E)
L = flow length, feet
Refer to Appendix A for calculations.
STORM SEWER CULVERT DESIGN
A storm sewer culvert is proposed at the driveway for this development. This culvert will
be designed for the 25-year stonn event, and it will also pass the 100-year storm event
without overtopping the driveway. Refer to Appendix A for the culvert calculator data
sheets for the 25-and 100-year stonn events.
STORM RUNOFF DESIGN CALCULATIONS
As previously stated, the stonn water runoff from this site will flow directly into the No1ih
Fork of Lick Creek. The runoff from this site will increase due to the building and parkin g
lot construction. The parking lot will have a curb opening to allow the runoff to exit the
pavement area. A maximum depth of 1 O" for the 100-year storm event was selected to size
the openings. The following calculations wi ll show that the depth of the water at the curb
opening does not exceed 10 inches for the 100-year storm event.
Capacity of curb openings solving Weir Flow Equation:
Q = 3 * L * y12
Where: Q = flow at inlet , cfs
L = length of inlet opening, feet
y = total depth of flow on inlet, feet
For 1-3 .5 ' opening flowing -4 " deep (y =0 .333'), Q=2.02 cfs
5" deep (y=0.417'), Q=2.83 cfs
6" deep (y = 0 .500 '), Q = 3 .71 cfs
7" deep (y = 0.583 '), Q = 4.67 cfs
7 .5" deep (y = 0.625 '), Q = 5 .19 cfs
8" deep (y = 0.667'), Q = 5 .72 cfs
8.5'' deep (y = 0.708 '), Q = 6 .2 6 cfs
9" deep (y = 0.750 '), Q = 6.82 cfs
For 1-2 ' divider with water flowing over it 's top -
1" deep (y = 0 .083 '), Q = 0 .14 cfs
1.5'' deep (y = 0 .125 '), Q = 0 .2 7 cfs
5
2 " deep (y = 0.167'), Q = 0.41 cfs
2.5 " deep (y = 0.208 '), Q = 0.57 cfs
3 " d eep (y = 0.2 50 '), Q = 0 .75 cfs
4 " deep (y = 0 .3 33 '), Q = 1.15 cfs
For C urb Opening : [3-3 .5 ' openings with 2-2 ' dividers ]
Tota l flow going thru Curb Opening -Q10 = 15.26 cfs
Q100 = 20.59 cfs
D et ermine d epth of flow for Q10 by trial and error :
For 8" deep: (3 openings* 5 .72 cfs/opening) + (2 dividers * 0.41 cfs) = 17.98 cfs
17 .98 > 15 .26 =>flows less than 8" deep
For 7 " d e ep : (3 * 4.67 cfs) + (2 * 0.14 cfs) = 14 .29 cfs
14.29 < 15 .26 =>flows deeper than 7 "
For 7.5 " deep : (3 * 5 .19 cfs) + (2 * 0.27 cfs) = 16.11 cfs
16.11 >15.26 =>flows Jess than 7.5 " deep
For Q10 , the flow thru the Curb Opening is between 7" and 7.5" deep.
D et ermine depth of flow for Q 100 by trial and error:
For 8.5'' deep: (3 openings* 6.26 cfs/opening) + (2 dividers* 0.57 cfs) = 19 .92 cfs
19.92 < 20.59 =>flows deeper than 8.5''
For 9" dee p: (3 * 6 .82 cfs) + (2 * 0 .75 cfs) = 21.96 cfs
21.96 > 20.59 =>flows less than 9 " deep
For Q 100 , the flow thru the Curb Opening is between 8.5" and 9" deep.
CONCLUSIONS
The construction of this project will increase the storm w ater runoff from this site. Howev er,
the runoff will be carried through the parking area to an existing drainage 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.
6
APPENDIX A
Calculations
7
Proposed 27 " Culvert -25 Year Storm
Culv ert Calculat or
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 ... · ....................... .
Veloci t y ....................... .
Circular
1
Headwater
1
3
CONCRETE PIPE CULVERT; NO BEVELED RING ENTRAN CE
GROOVE END ENTRANCE, PIPE PROJECT I NG FROM FILL
Off
16.2500 cfs
0. 0140
284.0000 ft
281.2700 ft
281.0000 ft
27.0000 in
54 .0000 ft
0.0000
2.2500 ft
283.6812 ft Outlet Control
0.0050 ft/ft
4.0869 fps
Proposed 27 " Culvert -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 Elevat ion ................ .
Outlet Elevation ... .
Diameter ........... .
Length ................ .
Entrance Loss .
Tailwater .....
Computed Results:
Headwater .... .
Slope ........ .
Velocity ..... .
Aggieland Fitness Center
College Station, Texas
Circular
1
Headwater
1
3
CO NCRE TE P I PE CULVER T ; NO BEVE LE D RI NG ENTRAN CE
GROOVE END ENTRANCE, PIPE PROJECTING FROM F I LL
Off
19.2800 cfs
0. 0140
284.0000 ft
281.2700 ft
281.0000 ft
27.0000 in
54.0000 ft
0.0000
2.2500 ft
283 .85 69 ft Outlet Control
0.0050 ft/ft
4.8490 fps
Sh ee t Flo w:
Time of Concentration Calculations
Drainage Area #1
Flow length = 185 ' = L
Slope = 1.1 %
n = 0.15 , sho1i grass prairie
P 2 = 4 .5"
T 1 = 0.007 (0 .15 * 185)0 8
(4.5)05 (0 .011)04
= 0.286 hours = 17 .2 minutes
Shallo w Concentrated Flow : Flow length = 295 ' = L
Slope = 1.2%
For unpaved surface at 1.2%, Velocity (V) = 1.7 fps (see Fig . 3-1)
~ = 295 ' I (60*1.7) = 2 .9 minutes
F low through Ditch #1:
F low through existing 24 " RCP:
Flow through Ditch #2 :
(Refer to attached channel calculations)
V-bottom ditch with 1 :4 side s, F low length = 167' = L
Slope = 0.76%
(Note: slope & length obtained from old plans.)
n = 0.035
Area, A = approximately 1 acre
Q5 = 3.9 cfs (using tc = 20 .1minutes,C =0 .75)
From Manning 's data , Velocity, V = 1.8 fps
ti = 92 .8 sec = 1.5 minutes
(Refer to attached culvert calculations)
24" RCP, Flow length = 90 ' = L
Slope= 0.5%
n = 0.014
Area, A = approximately 2 acres
Q 5 = 7 .8 cfs (using tc = 22 .2 minutes, C = 0.75)
From Manning 's data, Velocity, V = 2 .5 fps
t1 = 36.0 sec = 0.6 minutes
(Refer to attached channel calculations)
V-bottom ditch with 1 :5 sides , Flow length = 260 ' = L
Slope= 0 .72%
(Note: slope & length obtained from old plans .)
n = 0.035
Area, A = approximately 3 acres
Q 5 = 11.1 cfs (using tc = 24 .2 minutes , C = 0.75)
From Manning 's data, Velocity, V = 2.2 fps
ti= 118 .0 sec = 2 .0 minutes
T c= 17.2+2 .9+ 1.5 +0.6+2.0 = 24.2 minutes
Sh ee t Flow:
Time of Concentration Calculations
Drainage Area #2
F low length = 100 ' = L
Slope = 2%
n = 0 .15 , s ho1t gra ss pra irie
P2 = 4.5 "
T 1 =0.007 (0.15 * 100)08
(4.5)0.5 (0.02)04
= 0.13 8 hours= 8.3 minutes
Flow along Pavement Segment #1:
F low length = 17 8' = L
S lope = 3 %
For pave d s urface at 3%, Veloc ity V =3.5 fps (see Fig . 3-1)
= 178 ' I (60*3.5) = 0.8 minutes
Flow along Pavement Segm ent #2:
Flow length = 270 ' = L
S lope = 1.1 %
For paved surface at 1.1 %, Velocity V =2 .15 fps (Fig 3-1)
= 270 ' I (60*2.15) = 2 .1 minutes
Tc= 8.3 + 0 .8 + 2.1 = 11.2 minutes
Data for Drainage Area #1 Tc Calculations
Flow Path Area
Segment
(acres)
Ditch #1 1
Exist. 24" RCP 2
Ditch #2 3
The Rational Method :
Q=CIA
Q = Flow (cfs)
A =Area (acres)
C = Runoff Coeff.
I = Rainfall Intensity (in/hr)
Brazos County:
5 year storm
b = 76
d = 8 .5
e = 0 .785
c
0 .75
0 .75
0 .75
le
5 year storm
Is Os
(mi n) (in /hr) (cfs)
21 .6 5 .250 3.94 --
22 .2 5 .169 7 .75
24 .2 4 .919 11 .07
I = b I (tc+d)e
tc = Time of concen tr ation (min)
tc = L/(V*60)
L = Length (ft
V = Velocity (fUsec)
.µ
<+--.µ
<+-
C1J a..
0
VI
C1J
VI s..
::I
0 u s..
CV ...,
"" 3:
3-2
.50
.20 -
.10 -
.06
.04
. 02 -
.01 -
.005
I
1
j
' I
' I
I
,
, , , , ;
J J
0
.:.."'L~o, ~ q, ~~ ,li
I
I I
I
J
f
2
;
I ,
I
4
t
j
I ,,
i
I
I
I
.
I
6
'
I ' '
' I
Average velocity, ft/sec
J
.· . .
I
I
I
I ,,
I I
10
.
I
I
Fiicu"' :J -1.-Av~ralC~ ·~lociti~~ for c•limatinJC lrJvcl tim~ for "hallow conc~nlral~d now .
(210 -Vl-TR -55. Second Ed ., June L98Gl
I
20
Ditch #1 -5 Year Storm
Time of Concentration Calculations
Channel Calculator
Given Input Data :
Shape .......................... .
Solving for .................... .
Flowrate ....................... .
Slope .......................... .
Manning's n .................... .
Height ......................... .
Bottom width ................... .
Left slope ..................... .
Right slope .................... .
Computed Res u lts:
Depth .......................... .
Velocity ....................... .
Full Flowrate .................. .
Flow area ...................... .
Flow perimeter ................. .
Hy draulic radius ............... .
Top wi d th ...................... .
Area ........................... .
Perimeter ...................... .
Percent full ................... .
Agg ieland Fitness Center
College Station , Texas
Trapezoidal
Depth of Flow
3.9000 cfs
0.0076 ft /ft
0 .035 0
20.0000 in
0 .0000 in
0.2500 ft/ft (V/H)
0.2500 ft/ft (V/H)
8.7191 in
1 .8468 fps
35 .6 904 cfs
2.11 18 ft2
71.8997 in
4.2294 in
69.7529 in
11 . 1111 ft2
164.9242 in
43 .5956 %
Existing 24" Pipe -5 Year S t orm
Time of Concentration Calculations
Culvert Calculator
Entered Data:
Shape ........... .
Number of Barrels
So l vi ng f or . . ....... .
Chart Num ber ......... .
Scale Number ......... .
Chart Description .... .
Scale Description .... .
Over topping .......... .
Flowrat e ............. .
Manning 's n .......... .
Roadway Elev ation .... .
Inlet El eva t ion ..... .
Outlet Elev ation .... .
Diameter .......... .
Length ............ .
Entrance Loss .. .
Tailwat er ...... .
Computed Res u lts:
Headwa t er ......... .
Slope ............. .
Velocity .......... .
Aggi eland Fitness Ce n ter
Co l lege Station, Texas
Circular
1
Headwater
1
3
CONCRETE PIPE CULVERT; NO BEVELED RI NG ENTRAN CE
GROO VE END ENTRAN CE, PIPE PROJEC TING FRO M FILL
Off
7.8000 cfs
0.0140
288.0000 ft
283.7300 ft
283.2800 ft
24.0000 in
90.0000 ft
0.0000
2.0000 ft
285.4993 ft Outlet Control
0.0050 ft /ft
2.4828 fps
Ditch #2 -5 Year Storm
T ime of Concentration Calculat i ons
Channel Calculator
Given Input Data:
Shape .......................... .
Solving for .................... .
Flowrate ....................... .
Slope .......................... .
Manning' s n .................... .
Height ......................... .
Bottom wi dt h ................... .
Left slope ..................... .
Right slope .................... .
Computed Res u l t s:
Depth .......................... .
Velocity ....................... .
Full Flowrate .................. .
Flow area ...................... .
Flow perimeter ................. .
Hydraulic radius ............... .
Top wi dth ...................... .
Area ........................... ·
Perimeter ...................... .
Percent full ................... .
Aggieland Fitness Center
College Station, Texas
Trapezoidal
Depth of Flow
11.1000 cfs
0.0072 ft/ft
0.0350
20.0000 in
0 .0000 in
0 .2000 ft/ft (V/H)
0 .2000 ft/ft (V/H)
11.9597 in
2.2350 fps
43.7340 cfs
4. 9664 f t 2
121.9651 in
5.8637 in
119. 5966 i n
13.8889 ft2
203.9608 in
59.7983 %
EXHIBIT A
Drainage Area Map
16