HomeMy WebLinkAboutFolerCaseNo._....-:::;=---=,...~~-t
Date Submitted
DEVELOPMENT PERMIT
MINIMUM SUBMITTAL REQUIREMENTS
~ $200.00 development permit fee. r8J Drainage and erosion control plan, with supporting Drainage Report two (2) copies each
O Notice of Intent (N.0.1.) if disturbed area is greater than 5 acres
SoLMh$l"de-p la.z.tt..
LEGAL DESCRIPTION I ierlet St1bdiYisieA: Block One. Lot 1 -Robert Stevenson League, A-54
APPLICANT (Primary Contact for the Project}:
Name _____ ...:...R.:.::a:.::bo-=-n~M:.:::e=tca=ff......,{R~M=E.._) _____ E-Mail ____ rm ____ e __ n_g1 ...... ·n ...... ee ..... r .... @ .... iu ...... n ...... o ...... co .......... m __ _
StreetAddress ________________________________________ ___,,P-'.=O~.B=o=x~9=2=5=3------------------------------
City College Station State ------'TX~----Zip Code ..... n'"""84~2 __ ____
Phone Number (979) 219-417 4 Fax Number ___ _.C ...... 9 ..... 79 ..... )-'6 ..... 9 ..... 0-..... 0 ___ 3~29...._ __ _
PROPERTY OWNER'S INFORMATION:
Name _______ R;:....;..;;.;on;.;....;:;S.-m=it;:..;.h_______ E-Mail ____________ _
Street Address ---------------=8:..:.7 ... 0-=-6-=S=a"""nd=st=o=n .. e"""'D=.:..:..riv:;..;:e,__ _______ _
City ----=C"""o __ lle;;:;.og"""e'-'S=t=at=io'"'"'n'-----State TX Zip Code .._.77 ..... 8_..4 .... 5 __ _
Phone Number (979) 764-9663 Fax Number (979) 696-5996
ARCHITECT OR ENGINEER'S INFORMATION:
Name _______ --.::S=a.;..;.m=e-=a=s~A~P~P=lica~n~t ______ _ E-Mail -------------------------------------
Street Address ---------------------------------------
City------------------------State-------Zip Code _____ ------------
Phone Number ---------------------------Fax Number _________________ _
Application is hereby made for the folJowing development specific site/waterway alterations:
Development of Aggieland Carpet One within the North Fork of Lick Creek watershed.
ACKNOWLEDGMENTS:
I, Rabon A. Metcalf. P.E. (Engineer), design engineer/owner, 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)
1-Aug-02
Contractor
1of2
DEVELOPMENT PERMIT
PERMIT NO. 02-60 ~-v
COLLlGl STATION
Project: SOUTHSIDE PLAZA I AGGIELAND CARPET ONE
FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA
RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE
SITE LEGAL DESCRIPTION:
Harley Subdivision
Block 1
Lot 2
DATE OF ISSUE: 03/31/03
OWNER:
Ron Smith
8706 Sandstone Drive
College Station, TX 77845
TYPE OF DEVELOPMENT:
SPECIAL CONDITIONS:
SITE ADDRESS:
4083 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 installed for duration of the project.
The Contractor shall take all necessary precautions 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 requ irements. 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
..
STAFF REVIEW COMMENTS NO. 1
Project: DP-SOUTHSIDE PLAZA, BLOCK 1 LOT 2-DEVELOPMENT PERMIT{ 02-
00100060)
ENGINEERING
1. You will need to detain discharge of post development flows from your property to
those of pre-development cond itions, or continue drainage determination to where
discharge enters primary stream .
2. Does property currently drain to west or east?
3. The limits of Detention Pond #4 are labeled Detention Pond# 2. Please verify.
4. The subject property is located in Water Service Impact Fee Area 99-01 . Impact
fees are due at time of building permit.
Reviewed by: Carol Cotter Date: January 10, 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. An y additional changes on these plans that have not been pointed out
to the City, will constitute a completely new review.
Staff Review Comments Page 2 of 4
STAFF REVIEW COMMENTS NO. 1
Project: Southside Plaza -DEVELOPMENT PERMIT (02-60)
ENGINEERING
1. Layout of waterline on Plan and Profile does not match Site Plan (Utility) drawing,
Sheet 4 of 5. Plan and profile also shows both fire lines as 6-inch lines. Site plan
shows southernmost fire line as an 8-inch line. Verify.
2. Show location of meters. Are you planning a master meter, or individual? Site Plan
(Utility) drawing, Sheet 4 of 5 shows individual.
3. Meters shall be located in easement. Locate domestic service lines outside of the
utility easement along SH 6 frontage.
4. Although resulting fire flow is correct in Table #1, I show different initial fire flows
from Table 8105.1 .
5. The subject property is located in Water Service Impact Fee Area 99-01. Impact
fees are due at time of building permit.
6. What are the boundaries for the HECRAS runs? Property line and ROW?
7. Please use more conservative Manning's Roughness Coefficient.
Reviewed by: Carol Cotter Date: February 3, 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, will constitute a completely new review.
Staff Review Comments Page 2 of 4
::1.-10 -03
I~ :a.o
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itOJ.-/q{
EMAIL: GINEER@JUNO.COM
February 10, 2003
Brett McCully, P.E.
Assistant City Engineer
City of College Station
1101 Texas Avenue South
College Station, TX 77842
RE: Aggieland Carpet One -Drainage Letter -Supplemental Data
Block One, Lot1' Harley Subdivision
RME No. 127-0143
Dear Brett:
Please find attached the revised hydraulic model for the TxDOT drainage channel downstream of
the above referenced project. This information will replace Items A-4 and C-5 of the drainage
letter submitted January 27, 2003. The runoff is conveyed totally in the ditch cross-section and
does not "spill-out" of the channel and flow overland. As shown, the drainage channel does have
the ability to convey the proposed 100-year runoff, but the runoff is not contained fully in the
right-of-way. This caused by a backwater effect from the existing 18" RCP' s. At these
locations, runoff is conveyed through the driveway culvert and over the driveway. This
backwater encroaches outside of the TxDOT right-of-way, but does not inundate the frontage
road.
The attached engineering calculations are issued for the before stated drainage improvements and
are issued by me and are applicable to this project. Please call should you have any questions or
require assistance.
Sincerely,
Rabon A Metcalf, P .E.
CDl-127-0143-LOJ
REVIEWED FOR
COMPLIANCE
MAR 3 1 2003
COLLEGE ST TIO
ENGINEERING
Page - 1
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RABON
MncAu
ENGTNITRTNG
POST OFFlCE BOX 9253
COLLEGE STATION, TEXAS 77842
EMAIL: rmengineerCjuno.com
OffiCE -(979) 690-0329
FAX -(979) 690-0329
CELL -(979) 219-+17+
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SOUTHMOST PROPOSED
DRl\46WA CULVERT -c 82
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HARLEY! DAVIDSON
DRIVEW ':'f ~ULVERT -
CULVE T ,,81
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TxDOT DRAINAGE CHANNEL
AGGIELAND CARPET ONE
HARLEY SUBDIVISION
DATE: 1 /3/03 SHEET NO.
FILE: 0143X3RA
SCALE: 1''=200'
RME NO. 127-0143
DRAWN BY: RAM A-4
CHK BY: RAM
I.
HEC-RAS Plan· PROF1 River. T1 Reach· T1 Proftle· 100 Yr
R-=11 River Sia Profile QTollll MinCh8 w.s. Elev OitW.S. E.G. Elev E.G. Slope ve1an FlowNea Top'Mdll Fraude#Ctl
(els) (ft) (ft) (ft) (ft) (Ml) (Ills) (sq ft) (ft)
T1 0.00 100Yr 16.26 270.79 271.61 271 .53 271.74 0.015007 2.86 5.69 13.83 0.78
T1 15.• 100Yr 16.26 270.98 271.84 271.95 0.012784 2.71 6.01 14.03 0.73
T1 30.00 CIJvert
T1 45.• 100Yr 16.26 271.35 273.18 271.84 273.18 0.000121 0.44 36.81 39.64 0.08
T1 60.00 100Yr 16.26 271.54 273.18 273.19 0.000208 0.56 29.06 32.90 0.10
T1 300 100Yr 16.26 273.30 273.79 273.79 273.96 0.026168 3.35 4.86 14.21 1.01
T1 340.• 100Yr 16.26 273.56 274.30 274.35 0.004746 1.84 8.82 17.51 0.46
T1 355.00 CIJvert
T1 370.• 100Yr 16.26 273.76 275.51 27425 275.51 0.000136 0.45 36.46 42.39 0.08
T1 520.00 100Yr 16.26 274.73 275.54 275.58 0.002972 1.52 10.70 20.02 0.37
T1 620.00 100Yr 16.26 275.17 275.91 275.66 275.96 0.004854 1.89 8.58 16.63 0.46
HEC-RAS Plan: PROF1 River: T1 Reach: T1 Profile: 100 Yr
Reach River Sta Profile E.G.US. w.s.us. E.G.IC E.G.OC Min El Weir Flow CulvQ QWeir DeltaWS CulvVel US CulvVel OS
(ft) (ft) (ft) (ft) (ft) (cfs) (cfs) (ft) (ft/s) (ft/s)
T1 30.00 Culvert #1 100 Yr 273.18 273.18 273.12 273.18 272.66 8.12 8.14 1.34 5.82 7.03
T1 355.00 Culvert #1 100 Yr 275.51 275.51 275.44 275.51 275.03 7.46 8.80 1.21 5.60 5.80
276
275
274
g
c: ~ 273
.§l
UJ
272
271
TxDOT Drainage Channel Evaluation
River = T1 Reach = T1
Plan: Post-Development Conditions
RS = 0.00 R.S. 0.00
--~~~~~~~~~~~~~~~~~~~-.035 ~~~~~~~~~~~~~~~~~~~~~
210 +-~~~.----..~----.-~-.~-.-~-,.-~--.--~...,..-~...,-~~~.----,~--,.~-.~-.-~-,-~......-~-.-~..,-~.,--~~~.---..~---,
0 10 20 30 40 50
Station (ft)
Legend
EG 100 Yr
WS 100Yr
+
Crit 100Yr
Ground • Bank Sta
276
275
274
g
c: 0 1ii 273
> ..9:! w
272
271
TxDOT Drainage Channel Evaluation Plan: Post-Development Conditions
River = T1 Reach = T1 RS = 15. *
~~~~~~~~~~~~~~~~~~~~-.035~~~~~~~~~~~~~~~~~~~~~
210+-~..---~r---,~-r~---.-~--r-~---.--~--.---~.....-~-.--~..---~r---,r----,.~--.,.-~--,-~---.--~--.---~-.-~.-~.,.--~..---~..----,~-,
0 10 20 30 40 50
Station (ft)
Legend
EG 100 Yr
WS 100Yr
Ground • Bank Sta
276
275
274
g
c: 0 'i 273
ii w
272
271
TxDOT Drainage Channel Evaluation Plan: Post-Development Conditions
River = T1 Reach = T1 RS = 30.00 18" RCP Driveway Culvert
1E-~~~~~~~~~~~~~~~~~~~-.035~~~~~~~~~~~~~~~~~~~~-4!
270+-~~~.-------,~-,-~----.-~---r-~---.--~--.--~-,-~-,-~~~.-------,r----,.~-,-~----.-~---.--~--.--~--.--~-,-~-..-~~~.-------,~~
0 10 20 30 40 50
Station (ft)
Legend
EG 100Yr
WS 100Yr
+
Crit 100Yr
Ground • Bank Sta
TxDOT Drainage Channel Evaluation Plan: Post-Development Conditions
River = T1 Reach = T1 RS = 30.00 18" RCP Driveway Culvert
--~~~~~~~~~~~~~~~~~~~-.035 ~~~~~~~~~~~~~~~~~~~~~
276
275
274
g
c: :8 lV > ..9! w
273
272
211 +-~...--~,----,~~~--..~-,-~-,.-~-r-~-,--~-,--~...--~,----,,.---,.~--.~--.,...~-,-~-r-~--r-~-,--~-,--~...--~,----,~-,
0 10 20 30 40 50
Station (ft)
Legend
EG 100 Yr
WS 100Yr
+ Crit 100 Yr
Ground • Bank Sta
TxDOT Drainage Channel Evaluation Plan: Post-Development Conditions
River = T1 Reach = T1 RS = 45.*
JE-~~~~~~~~~~~~~~~~~~~-.035~~~~~~~~~~~~~~~~~~~~~
276
275
274
g
c ~ > ..9! w
273
272
211 +-~..--~,----,~---,-~---,-~----.--~---.-~--,--~-,..-~-.--~..--~.---,r----r~---r~---.~---.-~-.-~-.-~.--~..,-~.--~r---.~----,
0 10 20 30 40 50
Station (ft)
Legend
EG 100Yr
WS 100Yr
+
Crlt 100Yr
Ground • Bank Sta
g
c: 0 ~ > ~ w
275.5
275.0
274.5
274.0
273.5
273.0
272.5
272.0
TxDOT Drainage Channel Evaluation
River = T1 Reach = T1
Plan: Post-Development Conditions
RS = 60.00 R.S. 60.00
~~~~~~~~~~~~~~~~~~~~-.035 ~~~~~~~~~~~~~~~~~~~~~
211.5-1--~.-~.-----,~-,.~---r~-i-~-.-~-,--~-,--~-,--~.-~.-----,,----.~--.-~---r~-.-~--.-~-.---~-,--~~~..---~.-----,~~
0 10 20 30 40 50
Station (ft)
Legend
EG 100 Yr
WS 100 Yr
Ground • Bank Sta
276.0
275.5
275.0
g
c ~ 274.5
> .9! w
274.0
273.5
TxDOT Drainage Channel Evaluation
River = T1 Reach = T1
Plan: Post-Development Conditions
RS = 300 RS 300.00
273.o +-~,--~r-----.~-r~----r-~---i-~-.-~--.--~-.--~.---~,--~r-----.~--r~--r-~-.-~-.-~--.--~--.--~.---~,--~,----,~---.~---,
0 10 20 30 40 50
Station (ft)
Legend
EG 100 Yr
WS 100Yr
+
Crit 100 Yr
Ground • Bank Sta
TxDOT Drainage Channel Evaluation Plan: Post-Development Conditions
River = T1 Reach = T1 RS = 340. •
275.0
§:
c: ~ > .91 w
274.5
274.0
273.5+-~r--~~~~-.--~-.--~-,--~......--.,.~-,-~-.--~-.--~-,----,......---,.~---.--~-.--~~~-,----,~--,.~---.--~-.--~~~-,--~
0 10 20 30 40 50
Station (ft)
TxDOT Drainage Channel Evaluation Plan: Post-Development Conditions
River= T1 Reach= T1 RS= 355.00 18" RCP Driveway Culvert
--~~~~~~~~~~~~~~~~~~~-.035 ~~~~~~~~~~~~~~~~~~~~--
276.0
275.5
275.0
g
c: ~ > j! w
274.5
274.0
273.5-+-~.,---~~~.---r~----.-~-r-~--r-~-.-~~~...,-~.,---~~~.---.,~-r~----.-~-,-~-.-~-.-~~~~~.,---~.--~~~
0 10 20 30 40 50
Station (ft)
Legend
EG 100 Yr
WS 100 Yr
+ Crit 100 Yr
Ground • Bank Sta
276.5
276.0
275.5
g
c: 0 :; 275.0
~ w
274.5
274.0
TxDOT Drainage Channel Evaluation Plan : Post-Development Conditions
River= T1 Reach= T1 RS = 355.00 18" RCP Driveway Culvert
~~~~~~~~~~~~~~~~~~~~-.035~~~~~~~~~~~~~~~~~~~~~
273.5-1-~~~,.------,~-,-~-,-~~~~~~~~~~~~~,.------,,.----y~-,-~-.-~~~~~~~~~~~~~,.------,~~
0 10 20 30 40 50
Station (ft)
Legend
EG 100Yr
WS 100Yr
+
Crit 100 Yr
Ground • Bank Sta
TxDOT Drainage Channel Evaluation Plan: Post-Development Conditions
River= T1 Reach= T1 RS= 370.*
..-~~~~~~~~~~~~~~~~~~~.035 ~~~~~~~~~~~~~~~~~~~____.,
276.5
276.0
275.5
g
c: ,g 275.0 t'G ~ w
274.5
274.0
273.5 -1-~~~~~~~~~~-.--~~----.-~~~~~~~-.--~~----.-~~~~~~~~~~----.-~-r-~~~~~~~
0 10 20 30 40 50
Station (ft)
Legend
EG 100 Yr
WS 100Yr
+
Crlt 100 Yr
Ground • Bank Sta
..
g
c:
.Q n;
> .9:! UJ
277.0
276.5
276.0
275.5
275.0
TxDOT Drainage Channel Evaluation
River = T1 Reach = T1
Plan: Post-Development Conditions
RS = 520.00 RS 520.00
~~~~~~~~~~~~~~~~~~~~-.035 ~~~~~~~~~~~~~~~~~~~~~
274.5+-~~~r-~~----r~---r-~-r-~-.,.-~--.-~~~-,.-~-r--~r----,~~~----.-~---.-~-,..-~~~--.-~~~~~~~r-~~~
0 10 20 30 40 50
Station (ft)
Legend
EG 100 Yr
WS 100Yr
Ground • Bank Sta
g
c: ~ > Cl.I ijj
277.5
277.0
276.5
276.0
275.5
TxDOT Drainage Channel Evaluation
River = T1 Reach = T1
Plan: Post-Development Conditions
RS = 620.00 RS 620.00
w--~~~~~~~~~~~~~~~~~~~-.035 ~~~~~~~~~~~~~~~~~~~~~
275.o +-~,--~,----,~--.~---r~-r-~-.-~-,-~--.--~.-~,--~,----,~-.~-.-~-,-~-,-~-,-~--.---~.-~-.-~,----,.---,~---,
0 10 20 30 40 50
Station (ft)
Legend
EG 100Yr
WS 100Yr
+ Crlt 100 Yr
Ground • Bank Sta
NO.
1
2
3
4
5
6
7
8
9
10
11
12
ENGINEER'S COST ESTIMATE
ON-SITE & OFF-SITE
WATER LINE IMPROVEMENTS
AGGIELAND CARPET ONE
HARLEY SUBDIVISION
COLLEGE STATION, BRAZOS COUNTY, TEXAS
DESCRIPTION
Mobilization & Trench Safety
18" DIP (AWWA C151/A21 .51) Water Line w/Type
"B" Backfill
12" PVC (C900 -DR 14 -Class 200) Water Line
w/Type "B" Backfill
6" PVC (C900-DR 14-Class 200) Water Line
w/Type "B" Backfill
18" Butterfly Valve
12" (MJ) Gate Valve & Box
6" (MJ) Gate Valve & Box
2" (MJ) Blow-Off Valve
Ductile Iron Fittings (Class 350)
standard Fire Hydrant (Type 2) & Appurtenances
Domestic & Irrigation Water Service Connections
Cement Stabilized Sand Backfill
QUANTITY UNIT
UNIT
COST
1
543
38
85
2
1
2
1
1
2
13
147
LS $1,132.00
LF $40.00
LF $21 .00
LF $15.00
EA $6,800.00
EA $950.00
EA $500.00
EA $800.00
LS $3,400.00
EA $2,200.00
LS $250.00
LF $25.00
SUB-TOTAL=
10% CONTINGENCY =
GRAND TOTAL=
This Engineer's Cost Estimate was prepared in this office,
at the date shown, d is released for the purpose of
CD1-127.0150-E03
RABON METCALF ENGINEERING
POST OFFICE BOX 9253
COIT.EGE STATION. TEXAS T/842
CELL: (979) 219-4174
FAX; (979) 690-0329
E-MAlL: RMENGINEER@JUNO.COM
TOTAL
COST
$1,132.00
$21,720.00
$798.00
$1,275.00
$13,600.00
$950.00
$1,000.00
$800.00
$3,400.00
$4,400.00
$3,250.00
$3,675.00
$56,000.00
$5,600.00
$61,600.00
1 of2
) J'un 18 03 11: 1 Sa Rabon Metcalf Engineering 9796900329
EMAfu RMFNGINEER@JUNO.COM
FACSIMILE TRANSMITTAL SHEET
TO: !:'ROM:
Carroll Cotter Rabon Metcalf, P.E.
COMPANY: DATEo
cocs 6/18/03
FAX NUMBER: TOTAL NO. Of' PAGES INCLUDJNG COVEU:
764-3496 2
PHONJ\ NUMUER: CC:
Ron Smith
RI',: CC !'AX NUMBER:
Aggi.eland Carpet One -Water 696-5996
D URGl~NT D f.OR Rl1VIEW 0 PLEASE COMMENT 0 PLEASE REPLY 0 f.OR YOUR RECORDS
NOTES/COMMENTS:
Brazos Valley Utilities (the utility contractor on this project) will make the following changes
to the fire hydrant location. I will submit record drawings with this changes based on field
measurements.
Rabon
The information contained in this fax is confidential and is exclusively for the use of the previously addressed party.
Pleas!! call the above number to correct any difficulties with the transmission of this fax.
p. 1
~ I A. 0 -t-~ 0. Lt U: L 11 \J t.. VV I
1 -1 8" x 6 " ( M J) TEE
1-18" BUTTERFLY VALVE
---1
r-1-6" (MJ) GATE VALVE & BOX
1-FIRE HYDRANT (TYPE 2)
_w/37.5' LEAD
LV vVL..J I \...
R.O .W. EASE
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January 27, 2003
Brett McCully, P.E.
Assistant City Engineer
City of College Station
1101 Texas Avenue South
College Station, TX 77842
RE: Aggieland Carpet One -Drainage Letter -Revised
Block One, Lot 1, Harley Subdivision
RME No. 127-0143
Dear Brett:
Please find attached the following findings, calculations and attachments for the above
referenced project's drainage facilities and improvements. This drainage letter and the
supporting design methods were performed in accordance with the City of College Station's
Drainage Design Policies and Standards.
Information used for the design and the resulting calculations, for these drainage improvements,
are as follows:
·:· A-1: FEMA Map Panel;
•!• A-2 : Drainage Area Map; REVIEWED FOR ·:· A-3 : TxDOT Drainage Area Map;
·:· A-4: TxDOT Drainage Channel; COMPLIANCE
•!• B-1 : Drainage Area XI; MAR 3 1 200~ •!• B-2 thru 7: Drainage Areas Al thru A6 ;
•!• B-8 & 9: Drainage Area B 1 & B
•!• C-1: Weir Structure Al; COLLEGE STATION
•!• C-2: Storm Sewer System (A2 & A3); ENGINEERING
·:· C-3 : Weir Structure A4;
·:· C-4: THSYS Culvert Design (Bl thru B3);
·:· C-5 : HEC-RAS Model
Filename: CDI-l27-0l43-L02
r ..
Hydrology
The project site ( 4. 00 Acre-Tract) is located within the watershed of the north fork of Lick
Creek. While it is in the proximity of this creek it is not located or adjacent to the FEMA
mapped floodplain (see Exhibit A-1). In general the property is vacant, covered by native weeds
and grasses, and with very little tree coverage. The existing conditions of the 4.00 acre tract is a
extremely mild slope (approximately 0.30% slope) and drains to the east into a poorly developed
draw of the north fork of Lick Creek. The drainage area for the existing conditions will be
entitled Drainage Area "Xl ", consisting of the entire 4. 00 acre tract.
Proposed improvements for the Aggieland Carpet One development will subdivide this drainage
area "Xl" into six (6) new sub basins. These new drainage basins are labeled Drainage Areas
Al -A6 and are briefly described as follows:
•!• D.A. Al -1.06 acre basin collecting runoff from the southwest "front" portion of the
development's parking lot and discharging runoff into Detention Pond # 1.
Runoff is detained and metered through an irregular shaped weir into the
TxDOT roadside ditch, upstream of Driveway Culvert B2;
•!• D.A. A2 -0.91 acre basin collecting runoff from the northen portion of the
development's parking lot and main building and discharging runoff into
Detention Pond #2. Runoff is detained and metered through a grate inlet
(Area Inlet A2), conveyed through a storm drainage system to the poorly
defined draw of the north fork of Lick Creek;
•!• D.A. A3 -0.51 acre basin collecting runoff from the southern portion of the
development's parking lot and main building and discharging runoff into
Detention Pond #3 . Runoff is detained and metered through a grate inlet
(Area Inlet A3), conveyed through a storm drainage system to the poorly
defined draw of the north fork of Lick Creek;
•!• D.A. A4 - 0.63 acre basin collecting runoff from the northeastern "rear" portion of the
development's parking lot and two (2) secondary buildings and discharging
runoff into Detention Pond #4. Runoff is detained and metered through a
triangular weir into the poorly defined draw of the north fork of Lick Creek;
•!• D.A. A5 -0.38 acre basin collecting runoff from the development's two (2) northmost
future building. This runoff is undetained and is conveyed by surface flow to
the poorly defined draw;
•!• D.A. A6 - 0.51 acre basin collecting runoff from a portion of the development's front
parking lot and undeveloped area located in the southwest corner of the
property. This runoff drains into the TxDOT roadside ditch undetained,
upstream of Driveway Culvert Bl .
In addition to these drainage areas, the basin for the TxDOT driveway culvert (Culvert Bl) was
defined, evaluated and entitled Drainage Area "Bl" (see Exhibit A-3). This drainage area is for
existing conditions. Drainage Area "B" (see Exhibit A-4) was developed for the post-
development conditions for the roadway ditch from the Harley Davidson driveway culvert to the
primary drainageway.
Filename: CD1-127-0143-L02 Page -2
Using the Rational Method for hydrology modeling, runoff values were determined for each
drainage basin (existing & proposed). Results from the 2, 5, 10, 25, 50 & 100-year rainfall
events for these drainage basins are summarized below in Table # 1 (see Exhibits B-1 thru 9).
TABLE#l-HYDROLOGYSUMMARY
2-Year )-Year lU-Year D-Year 50-Year Iuu-Year
D.A. (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
XI 7.12 8.80 9.97 11.42 12.96 13.52
Al 4.73 5.76 6.46 7.38 8.34 8.71
A2 4.30 5.22 5.86 6.70 7.57 7.90
A3 2.93 3.56 4.00 4.56 5.16 5.39
A4 3.05 3.71 4.17 4.76 5.38 5.62
A5 1.36 1.68 1.89 2.17 2.46 2.57
A6 1.52 1.85 2.08 2.38 2.69 2.81
Bl 2.69 3.27 3.67 4.19 4.74 4.95
B 5.25 6.46 7.30 8.36 9.47 9.88
Hydraulics
Once the required hydrologic calculations were completed then the storm drainage
improvements, detention facilities and metering devices were designed. The hydraulic modeling
of the storm drainage system, including the grate inlets, was accomplished by the TxDOT
Winstorm program. This modeling program was primarily used for basins A2 and A3. Weir
structures for basins Al and A4 were determined by use of calculated discharges of an irregular-
shape weir. The stage-storage volume of the particular detention facility was calculated, used as
the head on the weir, and then the appropriate geometric shape of the weir was determined. The
TxDOT THSYS Culvert program was used for design and evaluation of culverts B 1 thru B3 for
basins Bl thru B3 respectively. The downstream roadside ditch that culverts Bl thru B3
discharge into was analyzed with HEC-RAS for channel capacities.
Explanations and summaries of the designs for the proposed drainage improvements, categorized
by basin, are as follows:
Drainage Area Al:
As previously described, Drainage Area Al will collect runoff from approximately 1.06 acres of
the improvements. This runoff will drain into a 2,100 ft3 detention pond, called Pond #1, being a
long linear ditch paralleling the frontage road of State Highway 6. During a the 100-year rainfall
event a small portion of the detention pond will encroach the concrete parking lot, inundating it
by a depth of 0.10 feet. This storm water will be metered out of the detention facility by means
of a weir structure located near the upstream end of TxDOT culvert B2. The results of the
designed weir are as follows in Table #2 (see Exhibit C-1):
Filename: CDI-127.0143-L02 Page -3
TABLE#2-WEIRSTRUCTRES
Drainage Basin A 1
Rainfall
Drainage Basin A4
Event Volume Discharge Volume Discharge
(Yr) (ft3) Head (ft) (cfs) (ft3) Head (ft) (cfs)
2 1,143 0.41 3.46 2,547 0.63 0.07
5 1,386 0.50 4.22 3,105 0.76 0.11
10 1,557 0.56 4.73 3,483 0.86 0.16
25 1,773 0.63 5.41 3,978 0.98 0.22
50 2,007 0.72 6.11 4,500 1.11 0.30
100 2,097 0.75 6.38 4,698 1.16 0.33
Drainage Area A2 & A3:
Basins A2 and A3 are detained in separate detention ponds, called Ponds #2 and #3 respectively.
These ponds used grate inlets for means of metering the runoff into the proposed storm sewer
system. Grate inlets were evaluated based on the 100-year rainfall event and evaluated by the
required free-open area and weir perimeter. Conveyance element's design was based on the
ability to pass the 100-year rainfall event without surpassing a given critical backwater elevation.
This backwater elevation was set as the maximum ponding elevation for the 100-year rainfall
event. Water surface elevations for the headwater of the storm sewer system was determined by
normal depth calculations at the immediate downstream cross-section using the combined flows
from the two (2) basins A2 and A3 and the additional flow discharged for the weir structure at
basin A4.
The design ofthis storm sewer system resulted in a detention pond volume of2,130 ft3 and 305
ft3 during the 100-year rainfall event for Ponds #2 and #3 respectively. The maximum ponding
depth was 0.43 and 0.22 feet respectively. See Exhibit C-2 for a summary of results for the storm
sewer system design for all analyzed rainfall events.
Drainage Area A4:
As previously described, Drainage Area A4 will collect runoff from approximately 0.63 acres
from the improvements. This runoff will drain into a 4,200 ft3 detention pond, ponding to a
depth of 1.16 feet during the 100-year rainfall event. This storm water will be metered out of the
detention facility by means of a weir structure located immediately downstream of the proposed
storm sewer outlet structure. The results of the designed weir are as previously shown in Table
#2 (see Exhibit C-3):
Once the hydrologic and hydraulic computation were made from Drainage Areas Al -A4 the
post-development runoff conditions were compared to the pre-development runoff rate of
Drainage Area XI to insure that no increase flows would be experience by the downstream
landowner. Since the runoff flows of Drainage Area Al are diverted to the TxDOT roadway
ditch it will not be considered in the cumulative post-development runoff conveyed to the
downstream landowner. This comparison is summarized below in Table #3.
Filename: CDl-127-0143-L02 Page -4
TABLE#3-RUNOFFRATECOMPARISONS
DRAINAGE AREA
Rainfall
Event A2 A3 A4 AS Cumm. Pre-Q
(Yr) (cfs) (cfs) (cfs) (cfs) Post Q (cfs) (cfs)
2 3.15 2.12 0.07 1.36 6.70 7.12
5 4.33 2.83 0.11 1.68 8.95 8.80
10 4.89 3.38 0.16 1.89 10.32 9.97
25 5.21 3.93 0.22 2.17 11.53 11.42
50 5.49 4.66 0.30 2.46 12.91 12.96
100 5.53 5.05 0.33 2.57 13.48 13.52
As illustrated, the 5, I 0 and 25-year rainfall event do project slightly higher runoff rates
conveyed to the downstream landowner. The greatest increase is approximately 0.33 cfs, which
is considered negligible.
Drainage Area BI :
In general the three (3) evaluated culverts and the analyzed conditions are described as follows:
•!• Culvert BI -This culvert is the existing driveway culvert located at the entrance of the
Harley Davidson dealership. Culvert B 1 has an existing drainage area of
approximately 1.1 acres. Due to the proposed improvements of the Aggi eland
Carpet One development this culvert will experience an increase rate of runoff
from the undetained flow of Drainage Area A6 and the detained flow from
Drainage Area Al. Therefore, this culvert was analyzed during both pre-
development and post-development conditions. No adverse hydraulic
conditions were developed due to the proposed conditions. See summary of
results in Table #5 (see Exhibit C-4);
•!• Culvert B2 -This culvert's drainage basin was considered to be equal to that of Culvert BI
with the exception of Drainage Area A6 excluded. Hydraulic computation
would therefore be of a slightly conservative nature. See summary of results
in Table #5 (see Exhibit C-4);
•!• Culvert B3 -For simplicity this culvert's drainage basin was analyzed to be equal to the pre-
development runoff rates of Culvert B 1 which give a very conservative
analysis. See summary ofresults in Table #4 (see Exhibit C-4);
TABLE #4 -DRIVEWAY CULVERTS
PRE-DEV POST-DEV
10 Year 100-Year IO-Year 100-Year V(lo)
Culvert I.D. (cfs) (cfs) (cfs) (cfs) (fps)
Bl 3.67 4.95 9.62 14.12 5.38
B2 NIA NIA 7.54 11.31 4.95
B3 NIA NIA 3.67 4.95 4.61
Filename: CDI-127-0143-L02 Page -5
Drainage Area B:
Once the upstream driveway culverts where analyzed for post-development capacities the
remaining roadside ditch "channel" to the primary drainage way was evaluated for adequate
capacity. An on-the-ground survey was performed by this office and inputted into the geometric
data for the HEC-RAS model (see Exhibit C-5). Runoff rates from drainage area B where then
added to the metered flowrates discharged from Weir Structure Al. As shown, the channel does
have the capacity to convey the 100-year discharges, but some flow will over-top the two
existing 18" RCP's. This drives are a natural dirt pavement and extend to pasture land.
The attached engineering calculations are issued for the before stated drainage improvements and
are issued by me and are applicable to this project. Please call should you have any questions or
require assistance.
Sincerely,
Rabon A. Metcalf, P .E.
Filename: CDl-127-0143-L02 Page - 6
City of College Station
480083
ST AAl#iG DRIVE
APPROXIMATE SCALE
IOE~::?:::::::ie==ii::.::::;c::~ea===oc::========::::'::j5~0 FEET
FIRM
FLOOD INSURANCE RATE MAP
BRAZOS COUNTY,
TEXAS AND
INCORPORATED AREAS
Wiii MN INOfl\ fOll PANll.S NOT fllltNTIDI
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FEBRUARY 9, 1000
lllitl Ill a11 ~I copy rA' a pOftiqri ot th. abcMI telN1111i:M tload ~. It WP~
using F-MIT V111Slr:IA 1.0. Tiiis 111ap does not rtlltd ehanget or amendmtrit6 which
may,_ bNn !Md• Sllb"41ue111 IO ttie lllle on Ille UU. block. Fulhw lnformatiCn ab«M Nlllional FloOd lflslnne. Plogrt!n flood hazatd rnmpl Is aviaftable It w-.t.ma
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POST omcE BOX 9253
COU£GE STATION, TEXAS 77842
EMAIL: rmengineerOjuno.com
omcE -(979) 690-0329 FAX -(979) 690-0329
CELL -(979) 219-4174
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CULVERT 83
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SOUTHMOST PROPOSED
DRIVEWAY CULVERT -
CULVERT 82
HARLEY DAVIDSON
DRIVEWAY CULVERT -
CULVERT 81
TxDOT DRAINAGE AREA MAP
AGGIELAND CARPET ONE
HARLEY SUBDIVISION
RME NO. 127-0143
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DATE: 1/3/03 SHEET NO.
FILE: 0143X2RA
SCALE: ,.. = 1 oo·
DRAWN BY: RAM A-3
CHK BY: RAM
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POST omcE BOX 9253 COU£GE STATION. TEXAS 77842
EMAIL: rmengineerGjuno.com
OfflCE -(979) 690-0329
FAX -(979) 690-0329
CELL -(979) 219-4174
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TxDOT DRAINAGE CHANNEL
AGGIELAND CARPET ONE
HARLEY SUBDIVISION
DA TE: 1 /3/03 SHEET NO.
FILE: 0143X3RA
SCALE: 1 "=200'
RME NO. 127-0143
DRAWN BY: RAM A-4
CHK BY: RAM
•
RATIONAL METHOD -Drainage Area Al
GENERAL INFORMATION
Description: Post Development Drainage Area for Weir Structure A 1 -Detention Pond One
Drainage Area = 1.06 acres
Coefficient of Runoff (Cwro) = 0. 70
TIME OF CONCENTRATION <Tel
GIVEN
Maximum Travel Distance (D1) =
Velocity of Runoff (V CREEt<l =
Maximum Travel Distance (D2) =
Velocity of Runoff (VcHANNEd =
Maximum Travel Distance (D3) =
Velocity of Runoff (V3) =
0 ft
ft 3.50 fsec
475 ft
ft 1.50 lsec
0 ft
0.75 ft/sec
**NOTE: Minimum Tc allowed = 1 O min.
2 YEAR FREQUENCY. RATE OF DISCHARGE (Q)
Coefficient (e) = 0.806
Coefficient (b) = 65
Coefficient ( d) = 8
5 YEAR FREQUENCY, RA TE OF DISCHARGE (Q)
Coefficient (e) = 0.785
Coefficient (b) =
Coefficient ( d) =
76
8.5
10 YEAR FREQUENCY. RATE OF DISCHARGE (Q)
Coefficient (e) =
Coefficient (b) =
Coefficient ( d) =
0.763
80
8.5
25 YEAR FREQUENCY. RATE OF DISCHARGE (Q)
Coefficient ( e) =
Coefficient (b) =
Coefficient ( d) =
0.754
89
8.5
50 YEAR FREQUENCY. RA TE OF DISCHARGE (Q)
Coefficient (e) = 0.745
Coefficient (b) =
Coefficient ( d) = 98
8.5
100 YEAR FREQUENCY. RATE OF DISCHARGE (Q)
Coefficient (e) =
Coefficient (b) =
Coefficient ( d) =
127-0143 Rational Method
0.73
96
8
RESULT
Tc1 = 0.0 min.
Tc2 = 5.3 min.
Tc3 = 0.0 min.
Tc= 5.3 min.
Rainfall Intensity (12) = 6.327 in/hr
:9~=F¥:::::::::::::::::::::::::::::::::::::::::::::rnm1::::::::12~?:~:::i:::
Rainfall Intensity (15) = 7.693 In/hr
:9~:F:::::::i::::::::::::::::::::::::,:::::::::::::::::::::::::::~r~::~:::::,:
Rainfall Intensity (110) = 8.635 in/hr
:qi~:F::::::::m:rn::1:1m::rn:::::::::::::::::::::::::::::~.~~::~:::,:::
Rainfall Intensity (125) = 9.861 in/hr
:q~~:§::::::::::::::::::::::::::::::::::::::::::,::::::::::::::7'.J~~:~:::=:::
Rainfall Intensity (150) = 11 .148 in/hr
:q~d:F::::::::::::::::::::::::::::::::::::::::::::::::::::::::::~~:~:::::::
Rainfall Intensity (1100) = 11.639 in/hr
:9~~~:~::::::::::::=:::::::::::::::::::::::::::::::.::::::::::,;~~:~:::::::
B-2
RATIONAL METHOD -Drainage Area A2
GENERAL INFORMATION
Description: Post Development Drainage Area for Area Inlet A2. -Detention Pond Two
Drainage Area= 0.91 acres
Coefficient of Runoff (Cwro) = 0.74
TIME OF CONCENTRATION (Tel
GIVEN
Maximum Travel Distance (D1) = 0 ft
Velocity of Runoff (VcReet<l = ft 3.50 fsec
Maximum Travel Distance (D2) = 350 ft
Velocity of Runoff (V CHANNEd = ft 1.50 lsec
Maximum Travel Distance (D3) = 0 ft
Velocity of Runoff (V3) = ft 0. 75 fsec
**NOTE: Minimum Tc allowed = 1 O min.
2 YEAR FREQUENCY. RA TE OF DISCHARGE (Q)
Coefficient (e) =
Coefficient (b) =
Coefficient ( d) =
0.806
65
8
5 YEAR FREQUENCY, RA TE OF DISCHARGE (Q)
Coefficient (e) = 0.785
Coefficient (b) = 76
Coefficient (d) = 8.5
10 YEAR FREQUENCY, RATE OF DISCHARGE (Ol
Coefficient (e) = 0. 763
Coefficient (b) = 80
Coefficient (d) = 8.5
25 YEAR FREQUENCY, RATE OF DISCHARGE (Q)
Coefficient (e) = 0.754
Coefficient (b) = 89
Coefficient (d) = 8.5
50 YEAR FREQUENCY, RA TE OF DISCHARGE (Q)
Coefficient (e) = 0.745
Coefficient (b) =
Coefficient (d) =
98
8.5
100 YEAR FREQUENCY, RATE OF DISCHARGE (Q)
Coefficient (e) = 0.73
Coefficient (b) = 96
Coefficient ( d) = 8
127-0143 Rational Method
RESULT
Tc1 = 0.0 min.
Tc2 = 3.9 min.
Tc3 = 0.0 min.
Tc= 3.9 min.
Rainfall Intensity (12) = 6.327 In/hr
:9~:§1:::::::::::::::::::::::::::::::::::::::::,::::::::::::::::~~~~:~:::::::
Rainfall Intensity (15) = 7.693 in/hr
:9~'F:::::::::::::::::::.:::::::::::::::::::::::::::::::::::::::~~~::~::::::::
Rainfall Intensity (110) = 8.635 m/hr
:9~~:!;f ::::::::::::::::::::::::::::::::::::::::::::::::::::::::::~$~::~~:::::::
Rainfall Intensity (125) = 9.861 in/hr
:~~~:5:::::::::::::::::::::::::::::::::::::::::::::::::::::::::";!~1w::::::,
Rainfall Intensity (150) = 11 .148 in/hr
:9liii:F::::::::::::::::::::::::::::::::::::::::::=:=::::::::::::T,J~r:~:::::::
Rainfall Intensity (1100) = 11 .639 in/hr
:q~~:§:::::::::::::::::::::::::::::::::::::::::::::::::::::::rl,~~:~:::::::
B-3
RATIONAL MEIBOD -Drainage Area A3
GENERAL INFORMATION
Description: Post Development Drainage Area for Area Inlet A3 -Detention Pond Three
Drainage Area = 0.51 acres
Coefficient of Runoff (Cwro) = 0.90
TIME OF CONCENTRATION <Tel
GIVEN
Maximum Travel Distance (D1) =
Velocity of Runoff (VcRrn<l =
Maximum Travel Distance (D2) =
Velocity of Runoff (V cHANNEd =
Maximum Travel Distance (D3) =
Velocity of Runoff (V3) =
0 ft
fl 3.50 fsec
350 ft
fl 1.50 fsec
0 ft
fl 0.75 fsec
**NOTE: Minimum Tc allowed = 1 O min.
2 YEAR FREQUENCY. RA TE OF DISCHARGE (Q)
Coefficient (e) = 0.806
Coefficient (b) =
Coefficient ( d) = 65
8
5 YEAR FREQUENCY. RA TE OF DISCHARGE (Q)
Coefficient (e) =
Coefficient (b) =
Coefficient ( d) =
0.785
76
8.5
10 YEAR FREQUENCY. RATE OF DISCHARGE (Q)
Coefficient (e) = 0.763
Coefficient (b) =
Coefficient ( d) = 80
8.5
25 YEAR FREQUENCY. RA TE OF DISCHARGE (Q)
Coefficient (e) = 0.754
Coefficient (b) =
Coefficient ( d) =
89
8.5
50 YEAR FREQUENCY. RA TE OF DISCHARGE (Q)
Coefficient (e) =
Coefficient (b) =
Coefficient (d) =
0.745
98
8.5
100 YEAR FREQUENCY. RATE OF DISCHARGE (Ql
Coefficient (e) = 0. 73
Coefficient (b) =
Coefficient ( d) =
127-0143 Rational Method
96
8
RESULT
Tc1 = 0.0 min.
Tc2 = 3.9 min.
Tc3 = 0.0 min.
3.9 min.
Rainfall Intensity (12) = 6.327 in/hr
:9~:F:::::::::::::::::::::::::::::::::::::::::::::::::::::::::::;.~~:W::::::::
Rainfall Intensity (15) = 7.693 in/hr
:9~:~:::::::::::::::::::::::::::::::::::::::::,:::::::::::::::::;,~:~:::::::
Rainfall Intensity (1 10) = 8.635 in/hr
:9~J:¥:::::::::::::::::::::::::::::::::::::::::::::::::::::::::~.,p,~:,~:::::::
Rainfall Intensity (125) = 9.861 in/hr
:§~~:F:::::::::::::::::::::::::::::::::::::::::::::::::::::::::~~~~::~:::::::
Rainfall Intensity (150) = 11 .148 in/hr
:q~~·F'.:::::::::::::::::::::::::::::::::::::::::::::::::::::::::~~~::*:::::.:
Rainfall Intensity (1100) = 11 .639 in/hr
:~~~:F::::::=:::,:.:::,::::::::::::::::::::::::::::::::::::::~J,~~:W,:::::':
B-4
RATIONAL METHOD -Drainage Area A4
GENERAL INFORMATION
Description: Post Development Drainage Area for Weir Structure A4 -Detention Pond Four
Drainage Area = 0.63 acres
Coefficient of Runoff (Cwro) = O. 76
TIME OF CONCENTRATION <Tel
GIVEN
Maximum Travel Distance (D1) =
Velocity of Runoff (VcREE1J =
Maximum Travel Distance (D2) =
Velocity of Runoff (VcHANNed =
Maximum Travel Distance (D3) =
Velocity of Runoff (V3) =
0 ft
ft 3.50 lsec
350 ft
ft 1.50 fsec
0 ft
ft 0.75 lsec
**NOTE: Minimum Tc allowed = 1 O min.
2 YEAR FREQUENCY. RA TE OF DISCHARGE (Q)
Coefficient (e) = 0.806
Coefficient (b) = 65
Coefficient ( d) = 8
5 YEAR FREQUENCY. RA TE OF DISCHARGE (Q)
Coefficient ( e) =
Coefficient (b) =
Coefficient (d) =
0.785
76
8.5
10 YEAR FREQUENCY. RATE OF DISCHARGE (Q)
Coefficient (e) = 0.763
Coefficient (b) = 80
Coefficient (d) = 8.5
25 YEAR FREQUENCY. RA TE OF DISCHARGE (Q)
Coefficient (e) = 0.754
Coefficient (b) = 89
Coefficient (d) = 8.5
50 YEAR FREQUENCY. RA TE OF DISCHARGE (Q)
Coefficient (e) = 0.745
Coefficient (b) =
Coefficient ( d) =
98
8.5
100 YEAR FREQUENCY. RATE OF DISCHARGE (Q)
Coefficient (e) = 0.73
Coefficient (b) = 96
Coefficient (d) = 8
127-0143 Rational Method
RESULT
0.0 min.
Tc2 = 3.9 min.
Tc3 = 0.0 min.
Tc= 3.9 min.
Rainfall Intensity (12) = 6.327 in/hr
'9,~:rffi::::,:::::::::,::::=:::::::::::::::::::::::::::::::::::::::*j~~::~:::::::
Rainfall Intensity (15) = 7.693 in/hr
:9~:F:::::::::::::::::::::::::::::::::::::::::::::::::::::::::::~r~::~:1:::::
Rainfall Intensity (110) = 8.635 in/hr
:9~~:#,:::::::::::1:::::.:::::::::::::::::::::::::::::::::::,:::~~!:~::::::::
Rainfall Intensity (125) = 9.861 'tn/hr
:9,~~:§:::::::::::::::::::::::]::::::·::::::::::::::::::::::::::~J!~:~:::::::
Rainfall Intensity (150) = 11.148 in/hr
:9.~~:#:::::::::::::::::::::::::::::]'::::::::::::::::::::::::::~*=~::~:::::::
Rainfall Intensity (1100) = 11.639 in/hr
:9~~~:F::::::::::::::::::::::::::::,:::,::::::::::::::::::::::~;~~:~::=:::'
B-5
...
RATIONAL METHOD -Drainage Area AS
GENERAL INFORMATION
Description: Post Development Drainage Area for Area A5 -Undetained onto adjacent property
owner
Drainage Area =
Coefficient of Runoff {Cwm) =
TIME OF CONCENTRATION (Tel
GIVEN
Maximum Travel Distance {D1) =
Velocity of Runoff {VcREEt<l =
Maximum Travel Distance {D2) =
Velocity of Runoff {V cHANNEd =
Maximum Travel Distance (D3) =
Velocity of Runoff {V3) =
0.38 acres
0.72
0 ft
ft 3.00 Isac
200 ft
ft 2.00 lsec
400 ft
ft 0.45 lsec
**NOTE: Minimum Tc allowed :;: 1 O min.
2 YEAR FREQUENCY. RA TE OF DISCHARGE (Q)
Coefficient (e):;: 0.806
Coefficient {b) = 65
Coefficient ( d) :;: 8
5 YEAR FREQUENCY. RA TE OF DISCHARGE (Q)
Coefficient (e) =
Coefficient (b) =
Coefficient {d) =
0.785
76
8.5
10 YEAR FREQUENCY. RATE OF DISCHARGE (Q)
Coefficient (e) = 0.763
Coefficient (b) = 80
Coefficient (d) = 8.5
25 YEAR FREQUENCY. RA TE OF DISCHARGE (Q)
Coefficient (e) = 0.754
Coefficient (b) =
Coefficient ( d) =
89
8.5
50 YEAR FREQUENCY. RA TE OF DISCHARGE (Q)
Coefficient (e) = 0.745
Coefficient {b) =
Coefficient { d) =
98
8.5
100 YEAR FREQUENCY. RATE OF DISCHARGE (Q)
Coefficient (e) =
Coefficient (b) =
Coefficient ( d) =
127-0143 Rational Method
0.73
96
8
RESULT
Tc1 = 0.0 min.
Tc2 = 1.7 min.
Tc3 = 14.8 min.
Tc= 16.5 min.
Rainfall Intensity (12) = 4.938 in/hr
:q,~:§::::::::i:i:::mw:::u::::::::::::::::::::::::::::::::::~H~~:~:•.:,:·
Rainfall Intensity (15) = 6.077 in/hr
!9~iffii::::::::::::::::::::•::::•::::::::::::::•::••==:::::::::::::~H~~·~::::::::
Rainfall Intensity {110) = 6.866 in/hr
:9~~:F::::•:::::•::::::=•::·::::::::::::::::::::•::•::::::::::::~H*~:~:•::::::
Rainfall Intensity (125) = 7.863 in/hr
:µ,~~·F::::::::::::•:::•::·•:::::::::•:•:•,:•·-::.::::1•1•:::::::~~r:~:·:•.:,
Rainfall Intensity (150) = 8.913 in/hr
:9~ti!F ::::::::::•::::::::::.::::::::::::::::::::•,::::•::::::::~~·:~::::::•
Rainfall Intensity (1100) = 9.299 in/hr
:9~~!§•••:::::::::::::::::::::::::::::.:•:::·:••::::::::::'::~i~t:~:•::.::
B-6
..
RATIONAL METHOD -Drainage Area A6
GENERAL INFORMATION
Description: Post Development Drainage Area for Area A6 -Undetained onto TxDOT roadway
ditch
Drainage Area = 0.51 acres
Coefficient of Runoff (Cwm) = 0.51
TIME OF CONCENTRATION (Tc)
GIVEN
Maximum Travel Distance (D1) = 0 ft
Velocity of Runoff (VcREEJ = ft 3.00 Isac
Maximum Travel Distance (D2) = 300 ft
Velocity of Runoff (V CHANNEd = ft 1.00 fsec
Maximum Travel Distance (D3) = 150 ft
Velocity of Runoff (V3) = ft 0.35 fsec
**NOTE: Minimum Tc allowed = 1 O min.
2 YEAR FREQUENCY. RA TE OF DISCHARGE (Q)
Coefficient (e) =
Coefficient (b) =
Coefficient ( d) =
0.806
65
8
5 YEAR FREQUENCY. RA TE OF DISCHARGE (Q)
Coefficient (e) = 0.785
Coefficient (b) = 76
Coefficient (d) = 8.5
10 YEAR FREQUENCY. RATE OF DISCHARGE (Q)
Coefficient (e) = 0.763
Coefficient (b) = 80
Coefficient (d) = 8.5
25 YEAR FREQUENCY. RA TE OF DISCHARGE (Q)
Coefficient (e) = 0.754
Coefficient (b) = 89
Coefficient (d) = 8.5
50 YEAR FREQUENCY. RA TE OF DISCHARGE (Q)
Coefficient (e) = 0.745
Coefficient (b) =
Coefficient (d) = 98
8.5
100 YEAR FREQUENCY. RATE OF DISCHARGE (Q)
Coefficient (e) = 0.73
Coefficient (b) = 96
Coefficient (d) = 8
127-0143 Rational Method
RESULT
Tc1 = 0.0 min.
Tc2 = 5.0 min.
Tc3 = 7.1 min.
Tc= 12.1 min.
Rainfall Intensity (12) = 5. 778 in/hr
:9~:F,::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::~p~~::~:::::::
Rainfall Intensity (15) = 7.059 in/hr
:9~:~::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::,H~:~:::::::
Rainfall Intensity (110) = 7.942 in/hr
:9~~:F::1::mu::::;::::::::::::::::::::::::::::1::::1:11:'::~g•:~:::1:::
Rainfall Intensity (125) = 9.079 in/hr
:9~~:§::::::::::::::::::::::::::::::::::'::::::::::::::::::::::~~·:~:::::::
Rainfall Intensity (150) = 10.274 in/hr
:q~~:F:::::::::::::::::::::::::':::::::':::::::::::::::::::::::l#J·~::~:::::::
Rainfall Intensity (1100} = 10.722 in/hr
:~~~~:F,::::::::::::::::::::::j::::::::::::::::::::::::::::::::~i~~::~:::::::
B-7
t f • •
RATIONAL METHOD -Drainage Area Bl
GENERAL INFORMATION
Description: Pre-Development S. H. 6 -East Frontage Rd Drainage Area for Harley-Davidson
Driveway Culvert
Drainage Area =
Coefficient of Runoff (Cwro) =
TIME OF CONCENTRATION CTcl
GIVEN
Maximum Travel Distance (D1) =
Velocity of Runoff (V cREEi<l =
Maximum Travel Distance (D2) =
Velocity of Runoff (V CHANNEL) =
Maximum Travel Distance (D3) =
Velocity of Runoff (V 3) =
1.1 acres
0.38
0 ft
3.50 ft/sec
850 ft
ft 2.00 lsec
0 ft
ft 0.75 fsec
-NOTE: Minimum Tc allowed = 1 O min.
2 YEAR FREQUENCY. RA TE OF DISCHARGE (Q)
Coefficient (e) = 0.806
Coefficient (b) = 65
Coefficient ( d) = 8
5 YEAR FREQUENCY. RA TE OF DISCHARGE (Q)
Coefficient (e) = 0. 785
Coefficient (b) = · 76
Coefficient (d) = 8.5
10 YEAR FREQUENCY. RATE OF DISCHARGE (Q)
Coefficient ( e) =
Coefficient (b) =
Coefficient (d) =
0.763
80
8.5
25 YEAR FREQUENCY. RA TE OF DISCHARGE (Q)
Coefficient ( e) =
Coefficient (b) =
Coefficient ( d) =
0.754
89
8.5
50 YEAR FREQUENCY. RA TE OF DISCHARGE (Q)
Coefficient (e) = 0.745
Coefficient (b) =
Coefficient (d) = 98
8.5
100 YEAR FREQUENCY. RATE OF DISCHARGE (Q)
Coefficient (e) =
Coefficient (b) =
Coefficient (d) =
127-0143 Rational Method
0.73
96
8
RESULT
Tc1 = 0.0 min.
Tc2 = 7.1 min.
Tc3 = 0.0 min.
Tc= 7.1 min.
Rainfall Intensity (12) = 6.327 in/hr
:9:~:§::::::::::::::::::::·:::::::::::::::::::::::::::::::::::::::~~~:~:::::::
Rainfall Intensity (15) = 7.693 in/hr
:9~:F:::::::::::::::::::::::::::::::::::::::::::::::::::::::::::~~t:::~:::::::
Rainfall Intensity (110) = 8.635 in/hr
:9~~:F:::::::::::::::::::::::::::::::::::::=::::::::::::::::::::aj$.~:~1j::::::::
Rainfall Intensity (125) = 9.861 In/hr
!9,;~:*':·:::::::::::::::::::::::::::::::::::::::::,:::::11:::::~11~:~:::::::
Rainfall Intensity (150) = 11 .148 in/hr
:q~~:F::::::::::::::::::=::·:l:::::::::::::::::::::::::::::::::+~~:~:::::::
Rainfall Intensity (1100) = 11.639 in/hr
:9~iiii:!F::::::::::::::::::::::::::::::uw:::m:::ft::::::::~J,~~:~:::::=:
B-8
' ..
RATIONAL METHOD -Drainage Area B
GENERAL INFORMATION
Description: Pre-Development S.H. 6 -East Frontage Rd Drainage Channel to Primary Channel
Drainage Area = 2.8 acres
Coefficient of Runoff (Cwro) = 0.38
TIME OF CONCENTRATION {Tel
GIVEN
Maximum Travel Distance (D1) = 0 ft
Velocity of Runoff (V cREEi<l = 3.50 ft/sec
Maximum Travel Distance (D2) = 1700 ft
Velocity of Runoff (V CHANNEL) = 1.75 '''fsec
Maximum Travel Distance (D3) = 0 ft
Velocity of Runoff (V 3) = ft 0.75 fsec
**NOTE: Minimum Tc allowed = 10 min.
2 YEAR FREQUENCY. RA TE OF DISCHARGE {Q}
Coefficient (e) =
Coefficient (b) =
Coefficient ( d) =
0.806
65
8
5 YEAR FREQUENCY. RA TE OF DISCHARGE {Q)
Coefficient (e) =
Coefficient (b) =
Coefficient ( d) =
0.785
76
8.5
10 YEAR FREQUENCY. RATE OF DISCHARGE {Q}
Coefficient (e) = 0.763
Coefficient (b) = 80
Coefficient (d) = 8.5
25 YEAR FREQUENCY. RA TE OF DISCHARGE {Q)
Coefficient (e) = 0.754
Coefficient (b) = 89
Coefficient (d) = 8.5
50 YEAR FREQUENCY. RA TE OF DISCHARGE {Q)
Coefficient ( e) =
Coefficient (b) =
Coefficient (d) =
0.745
98
8.5
100 YEAR FREQUENCY. RATE OF DISCHARGE {Ql
Coefficient (e) = 0.73
Coefficient (b) = 96
Coefficient ( d) = 8
127-0143 Rational Method
RESULT
Tc1 = 0.0 min.
Tc2 = 16.2 min.
Tc3 = 0.0 min.
Tc= 16.2 min.
Rainfall Intensity (12) = 4.985 in/hr
:9~:§::::::::::::::::::rn::m:::::::::::::::::::::::::::::::::~;~~:~:::::::
Rainfall Intensity (15) = 6.133 in/hr
:9.~:F,:::::::::::::::::::::::::::::::::::::::::::::::::::::::::::~i:~:::::::
Rainfall Intensity (110) = 6.928 In/hr
:9~~:#:::::=:::::::::::::::::::::::::::::::::::::::::::::::::::rJ,~~:~~:::::=1
Rainfall Intensity (125) = 7.933 in/hr
:~~~:§::::::::::::=::::::::::::::::::::::::::::::::::::::::::::~~~:~:::::::
Rainfall Intensity (150) = . 8.991 in/hr
:9~~:~:::::::1:::::::::::::::::::::::::::::-:::::::::::::::::::~'=r:~:::::::
Rainfall Intensity {1100) = 9.380 in/hr
:9~~:~:::::::::::::::::::::::::=::-:::,::::::::::::::::::::::~J,l i~:::::::
B-9
I .. _.
STAGE ONE
Base
Height
Slopes 1:
Rainfall
Event
(yr)
2
5
10
25
50
100
Notes:
DRAINAGE AREA Al
SHARP-CRESTED IRREGULAR WEm
TABLE 1-WEIRPARAMETERS
STAGE TWO
2.33 ft
1.25 ft
l.000 ft/ft
Base
Height
Slopes l:
0.00 ft
0.00 ft
0.000 ft/ft
TABLE II -WEIR FLOW CALCULATIONS
Head
h
(ft)
0.00
0.20
0.41
0.50
0.56
0.63
0.72
0.75
Corrected
Average
Length
L = LAvG-0.lh
L
(ft)
2.33
2.51
2.70
2.78
2.83
2.90
2.98
3.01
Weir
Coefficent
Cw(1)
3.32
3.32
3.28
3.27
3.26
3.26
3.26
3.26
Calculated
Discharge
Rate
Q= CwLh312
Q
(cfs)
0.00
0.75
2.32
3.21
3.87
4.72
5.93
6.36
Allowable
Discharge
Rate
Om.ow
(cfs)
3.46
4.22
4.73
5.41
6.ll
6.38
Weir
Average Contraction
Length Correction
LAvG O.lh
(ft)
2.33
2.53
2.74
2.83
2.89
2.96
3.05
3.08
0.00
0.02
0.04
0.05
0.06
0.06
0.07
0.08
(1) Weir coefficents are from Table 10.3 (pg 325) of McGraw-Hill series in Water
Resources and Environmental Engineering, 4th edition.
(2) I I Shading indicates given values.
127-0143 Sharp Crested Irregular-Shaped Weir C-1
strnoutput
WinStorm {STORM DRAIN DESIGN)
PROJECT NAME : Aggieland Carpet One
JOB NUMBER 127-0143
PROJECT DESCRIPTION : On-Site Storm Sewer System
DESIGN FREQUENCY
MEASURE:MENT UNITS:
2 Years
ENGLISH
OUTPUT FOR DESIGN FREQUENCY of; 2 Years
~~~~= ===~==============.:;.====-=-==
Runoff Computation for Design Frequency.
ID C Value
~-.... --
Area Tc
(acre} (min}
Tc Used
(min)
=
Intensity
(in/hr}
Version 3.05, Jan. 25, 2002
Run @ 1/412003 12:16:12 AM
Supply Q
(cfsJ
Total Q
(cfs} ------------------------------------------------------------------------------A-2
A-3
0.0
0.0
o.ao
0.00
10.00
10.00
0.00
0.00
Sag Inlets Configuration Data.
========
Inlet
ID
A-2
A-3
Inlet Length/ Grate
Type Perim. Area
(ft) (sf)
Left-Slope
Lonq Trans
{%/ (%)
Grate 9.00
Grate 16.00
1.60 0.50 0.50
7.50 0.93 0.50
Sag Inlets Computation Data.
0.00
0.00
Right-Slope
Long Trans
(%) (%)
3.150
2.120
Gutter
n Deprw
(ft)
0.50 0.50 0.014
0.50 0.50 0.014
n/a
n/a
------= ...
3.150
2.120
Depth
Allowed
(ft)
0.43
0.22
Critic
Elev.
(ft)
278. 62
278.35
= ===--====--
Inlet Inlet Length Grate Total Q Inlet Total Ponded Width
ID Type Perim Area Capacity Head Left Right
{ft) {ft) {sf) (cfs} (cfsJ (ft) (ft) (ft]
--------------------------------------------------------------------------------
A-2
A-3
Grate
Grate
n/a 9. 00 1. 60
n/a 16.00 7.50
3.150
2.120
Cumulative Junction Discharge Computations
5.639
5.097
0.234
0.123
21.50
16.72
----------------=====:::::& =.:==-===
Node
I.D.
A-2
A-3
Node
Type
Grate
Grate
Weighted
C-Value
0.000
0.000
Curnulat. cumulat. Intens.
Dr.Area Tc
(acres} (minJ (in/hr}
0.00
0.00
0.00
0.00
Page 1
0.00
0.00
User
Supply Q
cfs)
3.150
2.120
Additional
Q in Node
(cfs)
0.00
0.00
21.50
19.00
Total
Disch.
(cfs)
3.150
2 .120
' ..
stmOutput
Jl
OUT
JnctBx 0.000
Outlt 0.000
0.00
0.00
10.00
10.00
6.33
6.33
5.270
5.270
Conveyance Configuration Data
Run# Node I.D.
1
2
3
US DS
A-2
A-3
Jl
Jl
Jl
OUT
Flowline Elev.
US DS
(ft) (ft)
276.67
276.63
276.45
276. 45
276.45
276.40
Shape # Span
(ft)
Rise
(ft)
Circ 3
Circ 2
Ditch l
0.00 1.25
0.00 1.25
7.50 2.50
Length
(ft)
223.00
121.00
15.00
Conveyance Hydraulic Computations. Tailwater = 277.233 (ft}
0.00
0.00
Slope
(-%-)
0.10
0.15
0.33
5.270
5.270
n value
o. 013
0.013
0. 026
~---------------------~---------~-----------------=-:e----~===r=~~===~=======
Hydraulic Gradeline Depth
Run# US Elev DS Elev Fr.Slope Unit. Actual
(ft) (ft) (%) (ft) (ft)
1 277.37 277 .24 0. 026 0. 62 0.79
2 277.31 277.24 0.027 0.57 0.79
3 277.24 277.23 0.001 0.41 0.83
Velocity
Unit. Actual
(f /S) (f/S)
1. 71 1.28
1.96 1.29
l. 71 0.84
Q
(cfsJ
3.15
2.12
5.27
Cap
(cfs)
6.09
4.98
81.07
June
Loss
(ft}
o.oao
0.000
0.006
===============--------------------END==----------~-==u:=-==~~=~====~========--====
NORMAL TERMINATION OF WINSTORM.
Warning Messages for current project:
Runoff Frequency of: 2 Years
Page 2
' 4,. •
.stmOutput
WinStonn (STORM DRJlJN DESIGN)
PROJECT NAME : Aggieland Carpet One
JOB NUMBER 127-0143
PROJECT DESCRIPTION : On-Site Storm Sewer System
DESIGN FREQUENCY
MEASUREMENT UNITS:
5 Years
ENGLISH
Version 3.05, Jan. 25, 2002
Run @ 1/4/2003 12:19:04 AM
OUTPUT FOR DESIGN FREQUENCY of: 5 Years
Runoff Computation for Design Frequency.
ID c Value Area Tc
(acre) (min)
Tc Used
(min)
Intensity
(in/hr)
Supply Q
(cfs)
Total Q
(CfS)
A-2
A-3
0.0
0.0
0.00 10.00
0.00 10.00
0.00 o.ao
Sag Inlets Configuration Data.
Inlet
ID
Inlet Length/ Grate
Type Perim. Area
{ft) {sfJ
Left-Slope
Long Trans
{%) {%)
0.00
0.00
Right-Slope
Long Trans
(%J {%)
4.330
2.830
Gutter
n DeprW
(ft)
4.330
2.830
Depth
Allowed
(ft)
Critic
Elev.
{ft)
A-2
A-3
Grate 9.00
Grate 16.00
1.60 0.50 0.50
7.50 0.93 0.50
0.50 0.50 0.014
0.50 0.50 0.014
n/a
n/a
0.43
0.22
278. 62
278.35
Sag Inlets computation Data.
~====;=========================::--====~==~============;::-:======:===================
Inlet Inlet Length Grate
ID Type Perim Area
(ft) (ft} (Sf]
Total Q Inlet
Capacity
(cfs) (cfs)
Total
Head
(ft}
Ponded Width
Left Right
(ft} (ft) --------------------------------------------------------------------------------
A-2
A-3
Grate
Grate
n/a 9.00 1.60
n/a 16.00 7.50
4.330
2.830
5.639
5.097
Cumulative Junction Discharge Computations
Node
I.D.
A-2
A-3
Node
Type
Grate
Grate
Weighted
C-Value
0.000
0.000
Cumulat. Cumulat. Intens.
Dr.Area Tc
(acres)
0.00
0.00
(minj
0.00
0.00
(in/hr)
0.00
0.00
Page 1
0.290 24.08
0.149 18.48
User
Supply Q
cfsJ
4.330
2.830
Additional
Qin Node
(cfs)
0.00
0.00
24.08
21.20
Total
Disch.
(cfsJ
4.330
2.830
( .. . ...
Jl
OUT
JnctBx 0.000
Outlt 0.000
0.00
0.00
stmOutput
10.00
10.00
7.69
7.69
7.160
7 .160
0.00
0.00
7 .160
7 .160 ----------------------------------------------------------------------------------
Conveyance Configuration Data
Run# Node I.D. Flowline Elev.
US DS US DS Shape # Span Rise Length Slope n value
(ft) (ft) (ft) (ft) (ft) (%)
---------------------------------------------------------------~------------------1
2
3
A-2
A-3
Jl
Jl
Jl
OUT
276.67
276.63
276.45
276.45 Circ 3
276.45 Circ 2
276.40 Ditch 1
0.00 1.25
0. 00 1. 25
7.50 2.50
Conveyance Hydraulic Computations. Tailwater = 277.377 (ft)
223.00
121.00
15.00
0.10
0.15
0.33
o. 013
0.013
0.026
======~====~~===---====-==~~================---=--======-1ala~~---= ~-=---=~~-~--= -~-
Hydraulic Gradeline Depth
Run# US Elev DS Elev Fr.Slope Unit. Actual
l
2
3
(ft) (ft) (%) (ft) (ft)
277.53
277.46
277.39
277.39
277.39
277.38
0.050
0.048
0.003
0.78
0.66
0.50
0.94
0.94
0.98
Velocity
Uni f. Actual
(£/sj (£/SJ
1. 79
2.14
1.92
1. 46
1. 43
0.98
Q
(CfS)
4.33
2.83
7.16
Cap
(cfsJ
6.09
4.98
81.07
June
Loss
(ft}
0.000
0.000
0.007
======== ==--= ===="i=======END==============-===-==-=--------================
NORMAL TERMINATION OF WINSTORM.
warning Messages for current project:
Runoff Frequency of; 5 Years
Page 2
. . ...
stmOutput
WinStorm {STORM DRAIN DESIGN~
PROJECT NAME : Aggieland Carpet One
JOB NUMBER 127-0143
PROJECT DESCRIPTION : On-Site Storm Sewer System
DESIGN FREQUENCY
MEASUREMENT UNITS:
10 Years
ENGLISH
Version 3.05, Jan. 25, 2002
Run @ 1/4/2003 12:20:24 AM
OUTPUT FOR DESIGN FREQUENCY of: 10 Years
Runoff Computation for Design Frequency.
=~================~~-=====-~-
ID c Value Area Tc
(acre) (min}
Tc Used
(min}
Intensity
(in/hr)
Supply Q
(cfs)
Total Q
(cfs)
A-2
A-3
0.0
0.0
0.00
0.00
10.00
10.00
0.00
0.00
Sag Inlets Configuration Data.
Inlet
ID
Inlet Length/ Grate
Type Perim. Area
(ft} (sf)
Left-Slope
Long Trans
(%] (%}
0.00
0.00
Right-Slope
Long Trans
(%) (%)
4.890
3.380
Gutter
n DeprW
(ft}
4.890
3.380
Depth
Allowed
(ft}
Critic
Elev.
(ft)
A-2
A-3
Grate 9.00
Grate 16.00
1.60
7.50
0.50 0.50
0.93 0.50
0.50 0.50 0.014
0.50 0.50 0.014
n/a
n/a
0.43
0.22
278. 62
278.35
Sag Inlets Computation Data.
Inlet Inlet Length Grate
ID Type Perim Area
Total Q Inlet
capacity
Total
Head
(ft)
Ponded Width
Left Right
A-2
A-3
Grate
Grate
(ft) (ft) {sf)
n/a 9.00 1.60
n/a 16.00 7.50
(cfs) (cfs)
4.890
3.380
5.639
5.097
cumulative Junction Discharge computations
----===
Node
I.D.
A-2
A-3
Node Weighted
Type C-Value
Grate
Grate
0.000
0.000
Cumulat. Cumulat. Intens.
Dr.Area Tc
(acres} (min) (in/hrJ
0.00
0.00
0.00
0.00
Page 1
0.00
0.00
(ft) (ft)
0.323 25.80 25.80
0.167 19.80 22.60
=
user .
Supply Q
cfsJ
4.890
3.380
Additional
Q in Node
(cfsJ
0.00
0.00
Total
Disch.
(cfsJ
4.890
3.380
Jl
OUT
JnctBx 0.000
Outlt 0.000
stmOutput
0.00 10.00
0.00 10.00
8. 63
8.63
Conveyance Configuration Data
Run# ·Node I.D. Flowline Elev.
8.270
8.270
0.00
0.00
8.270
8.270
US DS US DS Shape # Span Rise Length Slope n_value
1
2
3
A-2
A-3
Jl
Jl
Jl
OUT
(ft) (ft)
276.67
276.63
276.45
276. 45 Circ 3
276. 45 Circ 2
276.40 Ditch 1
(ft} (ft) (ft) (%}
o. 00 1.25
0. 00 1.25
7.50 2.50
223.00
121. 00
15.00
0.10
0.15
0.33
Conveyance Hydraulic Computations. Tailwater = 277.453 (ft)
0.013
0.013
0.026
===---=r:-------==========~~=========---~===~~~-----=-----~--~-
Hydraulic Gradeline Depth
Run# US Elev DS Elev Fr.Slope Unit. Actual
(ft} (ft) (%) (ft} (ft)
1 277.62 277. 47 0. 064 0.86 1.02
2 277.55 277.47 0.068 0.74 1.02
3 277.47 277. 45 0.003 0.55 l.05
Velocity
Uni f. Actual
(f/s} (f/S}
1.81 1.52
2.23 1.58
2.02 1.05
Q
(cfs)
4.89
3.38
8.27
Cap
(Cf SJ
6.09
4.98
81.07
June
Loss
(ft)
0.000
0.000
0.009
~==~==::====-======r--===~==~==::====END•====•=~=a~~========~==~==========-=-==--=~==
NORMAL TERMINATION OF WINSTORM.
Warning Messages for current project:
Runoff Frequency of: 10 Years
Page 2
f • • •
stmOutput
WinStorm (STORM DRAIN DESIGN)
PROJECT NAME : Aggieland Carpet One
JOB NUMBER 127-0143
PROJECT DESCRIPTION : On-Site Storm Sewer System
DESIGN FREQUENCY
MEASUREMENT UNITS:
25 Years
ENGLISH
Version 3.05, Jan. 25, 2002
Run @ 1/312003 11:46:18 PM
OUTPUT FOR DESIGN FREQUENCY of: 25 Years
Runoff Computation for Design Frequency.
ID
A-2
A-3
c Value
0.0
0.0
Area Tc
(acre) (min)
0.00
0.00
10.00
10.00
Tc Used
(min)
0.00
0.00
Intensity
(in/hr)
0.00
0.00
Supply Q
(cfsJ
5.210
3.930
Total Q
(CfS)
5.210
3.930
Sag Inlets configuration Data. ===·=-=--;..c;::;;==-------------------=-== :=--------==------------------
Inlet
ID
A-2
A-3
Inlet Length/ Grate
Type Perim. Area
(ft) (sf)
Grate 9.00
Grate 16.00
1.60
7.50
Sag Inlets Computation Data.
============::::
Left-Slope
Long Trans
{%) (-%)
Right-Slope
Long Trans
{%) (%)
Gutter
n DeprW
(ft)
0.50 0.50 0.50 0.50 0.014
0.93 0.50 0.50 0.50 0.014
n/a
n/a
Inlet Inlet Length Grate Total Q Inlet Total
ID Type Perim Area Capacity Head
(ft) {ft) {sf) (cfsJ (cfs) (ft)
Depth
Allowed
(ft)
o. 43
0.22
Ponded Width
Left Right
(ft) (ft)
Critic
Elev.
(ftJ
278. 62
278 .35
A-2
A-3
Grate
Grate
n/a 9.00 1.60
n/a 16.00 7.50
5.210
3.930
5.639
5.097
0.367 26.66 26.66
0.185 21.12 23.80
Cumulative Junction Discharge Computations
Node Node Weighted Cumulat. Cumulat. Intens. User Additional Total
I.D. Type C-Value Dr.Area Tc Supply Q Q in Node Disch.
(acres} (minJ (in/hr) cfsJ (cfs) (cfsJ ---------------------------------------------------------------------------------
A-2 Grate 0.000 0.00 0.00 0.00 5.210 o.oo 5.210
A-3 Grate 0.000 0.00 0.00 0.00 3.930 0.00 3. 930
Page l
'~ .. . .
Jl
OUT
JnctBx 0.000
Outlt 0.000
0.00
0.00
stmOutput
10.00
10.00
9.86
9.86
Conveyance Configuration Data
Run# Node I.D. Flowline Elev.
9.140
9.140
0.00
0.00
US DS US DS
(ft} (ft)
Shape # Span
(ft}
Rise
(ft)
Length
(ft)
Slope
(%)
1
2
3
A-2
A-3
Jl
Jl
Jl
OUT
276.67
276.63
276. 45
276.45
276.45
276.40
Circ 3
Circ 2
Ditch 1
0.00
0.00
7.50
1.25
1.25
2.50
Conveyance Hydraulic Computations. Tailwater = 277.511 (ft)
Hydraulic Gradeline Depth
Run# US Elev DS Elev Fr.Slope Unit. Actual
(ft) (ft) (%) (ft) (ft)
1 277.68 277.53 0.072 0.86 1.08
2 277.63 277.53 0.093 0.82 1.08
3 277.53 277.51 0.004 0.59 1.11
Velocity
Unit. Actual
(f/s) (f/sJ
1.93 1.55
2.30 1. 75
2.08 1.10
223.00
121.00
15.00
Q
(cfs}
5.21
3.93
9.14
0.10
0.15
0.33
Cap
(cfs)
6.09
4.98
81.07
9.140
9.140
n value
0. 013
0.013
0.026
June
Loss
(ft)
0.000
0.000
0.009
==================~~==~~~:~::::~~~~==END===~=~==---~======~========~==~=~-~ -===~:~~=
NORMAL TE"RMINATION OF WINSTORM.
Warning Messages for current project:
Runoff Frequency of: 25 Years
Page 2
..
st.mOutput
WinStorm (STORM DRAIN DESIGN)
PROJECT NAME : Aggieland Carpet One
JOB NUMBER 127-0143
PROJECT DESCRIPTION ; On-Site Storm Sewer System
DESIGN FREQUENCY
"MEASUREMENT UNITS:
50 Years
ENGLISH
Version 3.05, Jan. 25, 2002
Run @ 1/3/2003 11:45:06 PM
OUTPUT FOR DESIGN FREQUENCY of: 50 Years
Runoff Computation for Design Frequency.
ID
A-2
A-3
c Value
0.0
0.0
Area Tc
(acre) (minJ
0.00
0.00
10.00
10.00
Tc Used
(min}
o.oo
0.00
Intensity
(in/hr J
o.oo
0.00
Supply Q
(cfs)
5.490
4.660
Total Q
(Cfs)
5.490
4.660
Sag Inlets Configuration Data.
Inlet
ID
A-2
A-3
Inlet Length/ Grate
Type Perim. Area
(ft) {sf)
Grate 9.00
Grate 16.00
1. 60
7.50
Left-Slope
Long Trans
(%) (-%)
Right-Slope
Long Trans
(%) {%)
Gutter
n DeprW
{ft)
0.50 0.50 0.50 0.50 0.014
0.93 0.50 0.50 0.50 0.014
n/a
n/a
Sag Inlets Computation Data.
Inlet Inlet Length Grate Total Q Inlet Total
ID Type Perim Area Capacity Head
(ft) (ft) (sf) (cfs) (cfs) (ft)
Depth
Allowed
(ft)
0.43
0.22
Ponded Width
Left Right
(ft} (ft}
critic
Elev.
(ft)
278. 62
278.35
--------------------------------------------------------------------------------A-2 Grate n/a 9.00 1.60 5.490 5.639 0.407 26.66 26.66
A-3 Grate n/a 16.00 7.50 4.660 5.097 0.207 22.44 25.40
Cumulative Junction Discharge Computations
~----
Node Node Weighted Cumulat. Curnulat. Intens. User Additional Total
I.D. Type C-Value Dr.Area Tc Supply Q Q in Node Disch.
(acres) (min) (in/hr) cfsJ (cfs) (cfs)
------------------------------------------~-----~~~ -------.-------------------
A-2 Grate 0.000 0.00 0.00 0.00 5. 490 0.00 5.490
A-3 Grate 0.000 0.00 0.00 0.00 4.660 0.00 4.660
Page 1
.... .... --.
Jl
OUT
JnctBx 0. 000
Outlt 0.000
0.00
0 .00
stmOutput
10.00
10.00
11.15
11.15
10.150
10.150
0.00
0.00
10.150
10.150
-------------------------------------------------------------~-------------------
Conveyance Configuration Data
Run# Node I.D. Flowline Elev.
US DS US DS
(rtJ (ftJ
Shape # Span
(ft)
Rise
(ft)
Length
(ft}
1
2
3
A-2
A-3
Jl
Jl
J1
OUT
276.67
276.63
276.45
276. 45
276.45
216. 40
Gire 3
Circ 2
Ditch 1
o. 00 1.25
0.00 1.25
7.50 2.50
Conveyance Hydraulic Computations. Tailwater = 277.573 (ft}
==========================~==~~====~~=~~~======~~====~=~
Hydraulic Gradeline Depth
Run# us Elev DS Elev Fr.Slope Unit. Actual
(ft) (ft) (%) (ft) (ft)
l 277.74 277.59 0.080 0.94 1.14
2 277.72 277.59 0.130 0.94 1.14
3 277.59 277.57 0.005 0.62 1.17
Velocity
Unif. Actual
(f/s) (f/s)
1.85 1.56
2.36 1.99
2.17 l.15
223.00
121. 00
15.00
Q
(cfs)
5. 49
4.66
10.15
=====~~==.:::=::;..::=
Slope
(%}
0.10
0.15
0.33
Cap
(cfs)
6.09
4. 98
81.07
n value
o. 013
0.013 o. 026
June
Loss
(ft}
0.0()0
0.000
0.010
==~~~=~~~=~=~~=~™--~=-============END====~==::::===============n=.r.:.=-~~~~~~~~~~~~~
NORMAL TERMINATION OF WINSTORM.
Warning Messages for current project;
Runoff Frequency of; 50 Years
Page 2
'• . . ' stmOutput
WinStorm (STORM DRAIN DESIGN)
PROJECT NAME : Aggieland Carpet One
JOB NUMBER 127-0143
PROJECT DESCRIPTION : On-Site Sto.nn Sewer System
DESIGN FREQUENCY
MEASUREMENT UNITS;
100 Years
ENGLISH
Version 3.05, Jan. 25, 2002
Run @ 1/3/2003 11:41:55 PM
OUTPUT FOR DESIGN FREQUENCY o.f: 100 Yea.rs
m;;; ™™ ==-=~--~---™~™--=mi
Runoff Computation for Design Frequency.
====-====::.
ID C Value Area Tc
(acre) (min}
Tc Used
(min)
Intensity
(in/hr)
Supply Q
(cfs)
Total Q
(CfS}
A-2
A-3
0.0
0.0
0.00
0.00
10.00
10.00
0.00
0.00
Sag Inlets configuration Data.
Inlet
ID
Inlet Length/ Grate Left-slope
Type Perim. Area Long Trans
A-2
A-3
Sag
(ft/ (sf) (%) (%)
Grate 9.00
Grate 16.00
1.60
7.50
Inlets Computation Data.
0.50 0.50
0.93 0.50
=======-=:::;.::=-====:::::::=============----
0.00
0.00
Right-Slope
Long Trans
{%) {%)
5.530
S.050
Gutter
n DeprW
{ft)
0.50 0.50 0.014
0.50 0.50 0.014
n/a
n/a
Inlet Inlet Length Grate Total Q Inlet Total
5.530
S.050
Depth
Allowed
(ft)
0.43
0.22
-----;::=
critic
Elev.
(ft)
278. 62
278.35
.,......_...,. ______ _.... ___ =
Ponded Width
ID Type Perim Area Capacity Head Left Right
A-2
A-3
Grate
Grate
(ft) (ft) (sf}
n/a 9. 00 1. 60
n/a 16.00 7.50
(cfs)
5.530
5.050
(cfs)
5.639
5.097
Cumulative Junction Discharge computations
=:======
Node
I.D.
A-2
A-3
Node
Type
Grate
Grate
Weighted
C-Value
0.000
0.000
Cumulat. Cumulat. Intens.
Dr.Area Tc
(acres) (min) (in/hr)
0.00
0.00
0.00
0.00
Page 1
o.oo
0.00
(ft) (ft) (ft)
0.413 26.66 26.66
0.219 23.32 26.20
User
Supply Q
cfs}
5.530
5.050
Additional
Q in Node
(cfsJ
0.00
0.00
Total
Disch.
(cfs)
5.530
5. 050
'• .
Jl
OUT
JnctBx 0.000
Outlt 0.000
stmoutput
0.00 10.00
0.00 l0.00
11.64
11. 64
10.580
10.580
0.00
0.00
10.580
10.580
--------------------------------------~------------------------------------------
Conveyance Configuration Data
=-
Run# Node l.D. Flowline Elev.
us DS us DS shape # Span Rise Length Slope n value
(ft ) (ft) (ft} (ft} (ft) (%) ----------------------------------------------------------------------------------
1 A-2 Jl 276.67 276.45 Circ 3 0.00 1.25 223.00 0.10 0.013
2 A-3 Jl 276.63 276.45 Circ 2 0.00 1.25 121.00 0.15 0.013
3 Jl OUT 276.45 276. 40 Ditch 1 7.50 2.50 15.00 0.33 0.026
Conveyance Hydraulic Computations. Tailwater = 277.599 (ft)
::.==============~~ --=--=-= -=-=--=--=-=-----~---~-----=========~=====~:e=-==--=-
Hydraulic Gradeline Depth
Run# US Elev DS Elev Fr. Slope Unit. Actual
1
2
3
(ft} (ft ) (%) (ft) (ft )
277.77
277.77
277.62
277.62
277.62
277.60
0 .081
0.153
0.006
0.94
1.02
0.64
1.17
1.17
1.20
Velocity
Unit. Actual
(f/s} (f/s}
1. 87
2.36
2.19
1.55
2.12
1.18
Q
(cfsJ
5.53
5.05
10.58
Cap
(cfsJ
6.09
4.98
81.07
June
Loss
(ft)
0.000
0.000
0.011
==========================------,..,,,.END=--====--==== -======----==r-----,__=-==,,,,,,_
NORMAL TERMINATION OF WINSTORM.
Warning Messages for current project:
Runoff Frequency of: 100 Years
Run# 2 Insufficient capacity.
Page 2
STAGE ONE
Base
Height
Slopes 1:
Rainfall
Event
(yr)
2
5
IO
25
50
100
Notes:
DRAINAGE AREA A4
SHARP-CRESTED IRREGULAR WEIR
TABLE I -WEIR PARAMETERS
0.00 ft
1.50 ft
0.170 ft/ft
STAGE TWO
Base
Height
Slopes 1:
0.00 ft
0.00 ft
0.000 ft/ft
TABLE II -WEIR FLOW CALCULATIONS
Head
h
(ft)
0.00
0.20
0.40
0.63
0.76
0.86
0.98
1.11
1.16
Corrected Calculated Allowable
Average Weir
Length Coefficent
L = LAva-0. lh
L CwC1)
(ft)
0.00 3.32
0.01 3.32
0.03 3.28
0.04 3.26
0.05 3.26
0.06 3.26
0.07 3.25
0.08 3.25
0.08 3.25
Discharge
Rate
Q = CwLh312
Q
(cfs)
0.00
0.00
0.02
0.07
0.11
0.16
0.22
0.30
0.33
Discharge
Rate
OAuow
(cfs)
0.22
0.26
0.30
0.34
0.38
0.40
Weir
Average Contraction
Length Correction
L AVG O.lh
(ft)
0.00
0.03
0.07
0.11
0.13
0.15
0.17
0.19
0.20
0.00
0.02
0.04
0.06
0.08
0.09
0.10
0.11
0.12
(1) Weir coefficents are from Table 10.3 (pg 325) of McGraw-Hill series in Water
Resources and Environmental Engineering, 4th edition.
(2) I I Shading indicates given values.
127-0143 Shrup Crested Irregular-Shaped Weir C-3
"' .
Texas Hydraulic System Culvert Design
Aggieland Carpet One
127-0143
Brazos County
Various Driveway Culverts
Bl
Shape: Circular
Material: Concrete
Span: 0.00
Rise: 2.00
Barrels: 1
Discharge Description
IOY-Pre
IOY-Pos
IOOY-Pre
IOOY-Pos
ft
ft
Q
total
(cfs)
3.67
9.62
4.95
14.12
*Backwater (BW = HW -TW -S·L)
C:\CULVER1\0143TlRACLV
HW TW
elevation elevation
(ft) (ft)
277.08 276.18
277.81 276.41
277.26 276.24
278.28 276.54
Length(L): 45.00 ft
Slope(S): 0.0033
n: 0.0120
Ke: 0.50
Entrance Type: Grooved Projecting I
BW* V Q Inlet Ctl Outlet Ctl
out over road HW depth HW depth
(ft) (ft) (cfs) (ft) (ft)
0.75 3.97 0.00 0.50 1.03
1.25 5.38 0.00 1.60 1.76
0.87 4.34 0.00 1.09 1.21
1.59 6.24 0.00 2.02 2.23
1/25/03
·~ .
Texas Hydraulic System Culvert Design
Aggieland Carpet One
127-0143
Brazos County
Various Driveway Culverts
B2
Shape: Circular
Material: Concrete
Span: 0.00
Rise: 2.00
Barrels: 1
Discharge Description
lOY-Pre
lOY-Pos
lOOY-Pre
lOOY-Pos
ft
ft
Q
total
(cfs)
3.67
7.54
4.95
11.31
*Backwater (BW = HW -TW -S·L)
C:\CULVERT\Ol43TlRACLV
HW TW
elevation elevation
(ft) (ft)
278.45 277.52
278.95 277.63
278.63 277.56
279.35 277.70
Length(L): 60.00 ft
Slope(S): 0.0035
n: 0.0120
Ke: 0.50
Entrance Type: Grooved Projecting I
BW* V Q Inlet Ctl Outlet Ctl
out over road HW depth HW depth
(ft) (ft) (cfs) (ft) (ft)
0.72 3.97 0.00 0.50 1.03
1.11 4.95 0.00 1.39 1.53
0.86 4.34 0.00 1.09 1.21
1.43 5.69 0.09 1.75 1.93
1125/03
v ,.
Texas Hydraulic System Culvert Design
Aggieland Carpet One
127-0143
Brazos County
Various Driveway Culverts
B3
Shape: Circular
Material: Concrete
Span: 0.00
Rise: 1.50
Barrels: 1
Discharge Description
IOY-Pre
IOOY-Pre
ft
ft
Q
total
(cfs)
3.67
4.95
*Backwater (BW = HW -TW -S·L)
C:\CUL VERl\O l43TlRA.CL V
HW TW
elevation elevation
(ft) (ft)
280.44 278.96
280.66 278.98
Length(L): 60.00 ft
Slope(S): 0.0055
n: 0.0120
Ke: 0.50
Entrance Type: Grooved Projecting I
BW* Q Inlet Ctl Outlet Ctl v
out over road HW depth HW depth
(ft) (ft) (cfs) (ft) (ft)
1.15 4.61 0.00 1.04 1.12
1.35 4.96 0.04 1.23 1.34
1125/03
HEC-RAS F'larr PROF1 River. T1 Reach· T1
Reech m-Sla Profile QTolal Min018 W.5. Elev CritW.S. E.G.Bev E.G. Slope vecon FlowArea TcpWidll Ftoude#CN
(cfs) (ft) (ft) (ft) (ft) (Ml) (Ills) (sq ft) (ft)
T1 0.00 2Yr 8.71 270.79 271.38 271.37 271.52 0.012505 2.95 296 9.98 0.95
T1 0.00 5Yr 10.68 270.79 271.42 271.42 271.58 0.013498 3.20 3.36 10.62 1.00
T1 0.00 10Yr 12.03 270.79 271.45 271.45 271.62 0.013765 3.32 3.64 11.06 1.02
T1 0.00 25Yr 13.77 270.79 271.49 271.49 271.66 0.01;1426 3.40 4.07 11.69 1.02
T1 0.00 50Yr 15.58 270.79 271.52 271.52 271.71 0.013316 3.50 4.48 12.26 1.02
T1 0.00 100Yr 16.26 270.79 271.53 271.53 271.72 0.013209 3.52 4.64 12.48 1.02
T1 15.· 2Yr 8.71 270.98 271.58 271.57 271.72 0.012564 298 294 9.81 0.96
T1 15.· 5Yr 10.68 i7o.98 271.64 271.78 0.011689 3.05 3.52 10.74 0.94
T1 15.· 10Yr 12.03 270.98 271.66 271.65 271.82 0.012356 3.21 3.77 11.11 0.97
T1 15.· 25Yr 13.77 270.98 271.69 271.68 271.86 0.012576 3.34 4.14 11.65 0.99
T1 15.· 50Yr 15.58 270.98 271.72 271.72 271.91 0.012636 3.45 4.54 1219 1.00
T1 15.· 100Yr 16.26 270.98 271.74 271.73 271.92 0.012723 3.50 4.67 1237 1.00
T1 30.00 Cl.t.oert
T1 45.• 2Yr 8.71 271.35 272.95 271.95 272.96 0.000083 0.41 20.82 30.66 0.09
T1 45_• 5Yr 10.68 271.35 273.03 272.00 273.03 0.000096 0.44 23.30 33.34 0.10
T1 45.• 10Yr 12.03 271.35 273.08 272.03 273.08 0.000104 0.47 24.91 34.97 0.10
T1 45.• 25Yr 13.77 271.35 273.13 27207 273.13 0.000114 0.49 26.81 36.80 0.10
T1 45.· 50Yr 15.58 271.35 273.14 272.10 273.15 0.000140 0.55 27.22 37.13 0.12
T1 45.· 100Yr 16.26 271.35 273.17 272.12 273.18 0.000135 0.56 28.29 37.24 0.12
T1 60.00 2Yr 8.71 271.54 272.95 272.96 0.000158 0.57 15.29 22.74 0.12
T1 60.00 5Yr 10.68 271.54 273.03 273.04 0.000187 0.61 17.15 25.34 0.13
T1 60.00 10Yr 1203 271.54 273.08 273.08 0.000203 0.64 18.38 26.92 0.14
T1 60.00 25Yr 13.77 271.54 273.13 273.14 0.000224 0.67 19.85 28.70 0.15
T1 60.00 50Yr 15.58 271.54 273.14 273.15 0.000276 0.75 20.17 29.07 0.16
T1 60.00 100Yr 16.26 271.54 273.17 273.18 0.000274 0.75 21.02 30.03 0.16
T1 300 2Yr 8.71 273.30 273.88 273.88 274.03 0.014311 3.10 2.82 9.77 1.02
T1 300 5Yr 10.68 273.30 273.93 273.93 274.09 0.013835 3.22 3.33 10.61 1.01
T1 300 10Yr 1203 273.30 273.96 273.96 274.13 0.013743 3.31 3.65 11.11 1.02
T1 300 25Yr 13.77 273.30 274.00 274.00 274.17 0.013295 3.38 4.09 11.76 1.01
T1 300 50Yr 15.58 273.30 274.03 274.03 274.22 0.012810 3.44 4.54 12.40 1.00
T1 300 100Yr 16.26 273.30 274.04 274.04 274.23 0.013174 3.51 4.64 12.54 1.02
T1 340." 2Yr 8.71 273.56 27427 274.33 0.004520 2.00 4.37 12.33 0.59
T1 340." 5Yr 10.68 273.56 274.32 274.39 0.004594 2.11 5.06 13.27 0.60
T1 340: 10Yr 12.03 273.56 274.35 274.43 o.004m 2.21 5.46 13.78 0.62
T1 340.· 25Yr 13.77 273.56 274.39 274.47 0.004844 2.30 6.01 14.45 0.63
T1 340: 50Yr 15.58 273.56 274.43 274.52 0.004756 2.35 6.63 15.19 0.63
T1 340." 100Yr 16.26 273.56 274.45 274.54 0.004696 2.37 6.88 15.47 0.63
T1 355.00 Qt.left
T1 370." 2Yr 8.71 273.76 275.30 274.33 275.31 0.000078 0.37 22.15 34.25 0.08
T1 370.• 5Yr 10.68 273.76 275.38 274.37 275.38 0.000091 0.40 24.71 37.54 0.09
T1 370: 10Yr 12.03 273.76 275.38 274.40 275.38 0.000114 0.45 24.88 37.74 0.10
T1 370! 25Yr 13.77 273.76 275.44 274.44 275.45 0.000120 0.47 27.31 40.60 0.11
T1 370." 50Yr 15.58 273.76 275.48 274.47 275.48 0.000131 0.51 28.82 41.16 0.11
T1 370: 100Yr 16.26 273.76 275.49 274.48 275.49 0.000139 0.52 29.10 41.20 0.11
T1 520.00 2Yr 8.71 274.73 275.27 27527 275.41 0.014531 2.98 2.93 10.88 1.01
T1 520.00 5Yr 10.68 274.73 275.35 275.47 0.010661 2.79 3.83 12.45 0.89
T1 520.00 10Yr 12.03 274.73 275.34 275.34 275.50 0.014031 3.19 3.78 12.36 1.02
T1 520.00 25Yr 13.77 274.73 275.42 275.55 0.009677 287 4.81 13.94 0.86
T1 520.00 50Yr 15.58 274.73 275.46 275.59 0.009238 291 5.37 14.73 0.85
T1 520.00 100Yr 16.26 274.73 275.46 275.60 0.009614 2.98 5.46 14.86 0.87
T1 620.00 2Yr 8.71 275.17 275.96 275.77 276.01 0.003198 1.80 4.84 12.28 0.51
T1 620.00 5Yr 10.68 275.17 276.00 275.82 276.06 0.003704 2.00 5.34 12.90 0.55
T1 620.00 10Yr 12.03 275.17 276.06 275.85 276.12 0.003301 1.97 6.10 13.78 0.52
T1 620.00 25Yr 13.77 275.17 276.07 275.89 276.14 0.003977 2.19 6.29 14.00 0.58
T1 620.00 50Yr 15.58 275.17 276.10 275.92 276.18 0.004205 2.31 6.76 14.51 0.60
T1 620.00 100Yr 16.26 275.17 276.12 275.94 276.21 0.004063 2.30 7.07 14.84 0.59
-(. 'n HEC-RAS Plan: PROF1 R;_, T1 Reech: T1 R...:11 RNwSla Profile E.G. US. w.s.us. E.G. IC E.G.OC Min8Welttflow CllvQ QWeltt DebWS c.JvVelUS CllvVelDS (ft) (ft) (ft) (ft) (ft) (els) (els) (ft) (Ills) (Ills) T1 30.00 ~#1 2Yr 272.96 m.95 272.87 272.96 m.66 6.69 2.02 1.37 5.34 6.68 T1 30.00 C.-!#1 5Yr 273.03 273.03 m.95 273.03 272.66 7.18 3.50 1.40 5.51 6.81 T1 30.00 ~#1 10Yr 273.08 273.08 273.00 273.08 m.66 7.48 4.55 1.42 5.61 6.88 T1 30.00 ~#1 25Yr 273.13 273.13 273.06 273.13 m.66 7.81 5.96 1.44 5.72 6.96 T1 30.00 ~#1 50Yr 273.15 273.14 273.08 273.15 272.66 7.89 7.69 1.42 5.75 6.98 T1 30.00 ~#1 100Yr 273.18 273.17 273.11 273.18 272.66 8.07 8.19 1.44 5.81 7.02 T1 355.00 ~#1 2Yr 275.31 275.30 275.21 275.31 275.03 6.20 2.51 1.03 5.18 5.57 T1 355.00 QM:rl #1 5Yr 275.38 275.38 275.29 275.38 275.03 6.65 4.03 1.05 5.33 5.65 T1 355.00 ~#1 10Yr 275.38 275.38 275.30 275.38 275.03 6.68 5.35 1.03 5.34 5.67 T1 355.00 ~#1 25Yr 275.45 275.44 275.37 275.45 275.03 7.07 6.70 1.05 5.47 5.74 T1 355.00 ~#1 50Yr 275.48 275.48 275.41 275.48 275.03 7.30 8.28 1.05 5.55 5.78 T1 355.00 QM:rl #1 100Yr 275.49 275.49 275.41 275.49 275.03 7.35 8.91 1.04 5.56 5.78
276
275
274
§:
c: ~ 273
~ w
272
271
TxDOT Drainage Channel Evaluation
River = T1 Reach = T1
Plan: Post-Development Conditions
RS = 0.00 R.S. 0.00
270+-~.-~.-----.~----r~-r~---r-~--r-~--r--~-r-~-r-~.-~.----,r----..~----r~-r~---r-~--r-~--r--~-r-~-r-~-r-~.-~.----,
0 10 20 30 40 50
Station (ft)
Legend
EG100Yr
WS 100Yr
+
Crit 100Yr
Ground • Bank Sta
TxDOT Drainage Channel Evaluation Plan: Post-Development Conditions
River = T1 Reach = T1 RS = 15.*
276
275
274
g
c ~ 273
~ w
272
271
270 +-~~~~~~---,.-~--.,.-~~~-r-~~~...,--~.....-~~~~---,c----..~---,.-~--.,.-~~~-r-~~~...,..-~.....-~~~~---,c----.
0 10 20 30 40 50
Station (ft)
Legend
EG 100 Yr
WS 100Yr
+
Crit 100Yr
Ground • Bank Sta
TxDOT Drainage Channel Evaluation Plan: Post-Development Conditions
River = T1 Reach = T1 RS = 30.00 18" RCP Driveway Culvert
--------------.025 ----------------------.025 -----~
276
275
274
g
c: ,g 273 <V ~ w
272
271
270 +----~------~-~---------~-~------~-~-------~---~-o 10 20 30 40 50
Station (ft)
Legend
EG 100 Yr
WS 100Yr
+
Crit 100 Yr
Gro-und • Bank Sta
;
TxDOT Drainage Channel Evaluation Plan: Post-Development Conditions
River = T1 Reach = T1 RS = 30.00 18" RCP Driveway Culvert
276
275
274
273
272
271 +-~.---~.----,~--.-~--.-~-,-~-.-~--.-~--.-~.---~.---~.--~.---,~--.-~--.-~-,-~-.-~--.-~--.-~--.-~.---~.---~.-------,
0 10 20 30 40 50
Station (ft)
Legend
EG 100 Yr
WS 100 Yr
+
Crit 100 Yr
Ground • Bank Sta
TxDOT Drainage Channel Evaluation Plan: Post-Development Conditions
River = T1 Reach = T1 RS = 45.*
276
275
274
§:
c: B m > j!
UJ
273
272
271 -+-~.,--~.-------,~--,-~----,..~--,-~---,-~--.--~-.-~-.-~.,--~.-----,.------,~--,-~----,..~--,-~---,-~--.--~-.-~-.-~.,--~..----~.-------,
0 10 20 30 40 50
Station (ft)
Legend
EG 100 Yr
WS 100 Yr
+
Crit 100 Yr
Ground • Bank Sta
g
c 0 "" IV > _gi w
275.5
275.0
274.5
274.0
273.5
273.0
272.5
272.0
TxDOT Drainage Channel Evaluation
River = T1 Reach = T1
Plan: Post-Development Conditions
RS = 60.00 R.S. 60.00
271 .5+-~~~~~~~~~~~~~~~~~~~-i-~~~~~~-T-~~~~~~~~~~~~~~~~~---.
0 10 20 30 40 50
Station (ft)
Le~
EG 1
ws ·
Grc
' Ban
r.
.)
276.0
275.5
275.0
§:
c: ~ 274.5
~ w
274.0
273.5
TxDOT Drainage Channel Evaluation
River = T1 Reach = T1
Plan: Post-Development Conditions
RS = 300 RS 300.00
273.0-+-~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~
0 10 20 30 40 50
Station (ft)
Legend
EG 100 Yr
WS 100Yr
+
Crit 100Yr
Ground • Bank Sta
r
g
c: 0 :i:: CV > Cl)
jjj
TxDOT Drainage Channel Evaluation Plan: Post-Development Conditions
River = T1 Reach = T1 RS = 340.*
276.0
275.5
275.0
274.5
274.0
273.5+-~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~
0 10 20 30 40 50
Station (ft)
Legend
EG 100 Yr
WS 100Yr
Ground • Bank Sta
g
c ~ tll > ..9! w
TxDOT Drainage Channel Evaluation Plan: Post-Development Conditions
River= T1 Reach= T1 RS= 355.00 18" RCP Driveway Culvert
276.0 Legend
EG 100 Yr
WS 100Yr
+
Crit 100Yr
Ground 275.5 •
Bank Sta
275.0
274.5
274.0
273.5 -r-~.--~,..........--,~---r~--r~--.~-.-~-.---~--r--~.....-~.--~,..........----,r-----..,~---r~--,-~--.~-.-~-.---~--r--~.....-~.--~,..........----,r----,
0 10 20 30 40 50
Station (ft)
276.5
276.0
275.5
g
c: 0 :; 275.0
~ w
274.5
274.0
TxDOT Drainage Channel Evaluation Plan: Post-Development Conditions
River= T1 Reach= T1 RS= 355.00 18" RCP Driveway Culvert
273.5-+-~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~
0 10 20 30 40 50
Station (fl)
Legend
EG 100 Yr
WS 100Yr
+
Crit 100 Yr
Ground • Bank Sta
•
TxDOT Drainage Channel Evaluation Plan: Post-Development Conditions
River = T1 Reach = T1 RS = 370.*
276.5
276.0
275.5
g
c: ~ 275.0
~ w
274.5
274.0
273.5 +-~-,-~-r----;r---.-~---..~--..-~--,-~--r-~-r-~-,-~-,-~,.-~,----,~-,-~---..~--..-~--,-~--r-~-r-~-,-~-,-~,.-~,----,
0 10 20 30 40 50
Station (ft)
Legend
EG 100 Yr
WS 100Yr
+
Crit 100 Yr
Gro-und • Bank Sta
..
g
c: ~ > j! w
277.0
276.5
276.0
275.5
275.0
TxDOT Drainage Channel Evaluation
River = T1 Reach = T1
Plan: Post-Development Conditions
RS = 520.00 RS 520.00
-------------.025 ------------~------.025 -----~
274.5+--.-----.-----,.---.--,...--,-----,,----,----,--.--,...--.-----i.----.----.--.--.--.-----,,----,----,---.---.----.----,
0 10 20 30 40 50
Station (ft)
Legend
EG 100Yr
WS 100Yr
Ground • Bank Sta
•
€
c: ~ > ~ w
277.5
277.0
276.5
276.0
275.5
TxDOT Drainage Channel Evaluation
River = T1 Reach = T1
Plan: Post-Development Conditions
RS = 620.00 RS 620.00
275.o+-~,.----,~-..-~--..-~,.--~-.--~~~~~~--..-~,.--~-.--~~~~~~--..-~,.--~-.--~~~~--i-~--i-~~~-.--~
0 10 20 30 40 50
Station (ft)
Legend
EG 100 Yr
WS 100Yr
+
Crit 100 Yr
Ground • Bank Sta
f
•