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COlllGl STATION
DEVELOPMENT PERMIT
PERMIT NO. 100053
DP-WESTFIELD ADDITION PH 3
FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA
RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE
SITE LEGAL DESCRIPTION:
WESTFIELD PHASE III
DATE OF ISSUE: AUGUST 6, 2001
OWNER:
BCS DEVELOPMENT CO
4112 SH-6 S
COLLEGE STATION, TX 77845
TYPE OF DEVELOPMENT:
SPECIAL CONDITIONS:
SITE ADDRESS:
798 GRAHAM RD
DRAINAGE BASIN:
LICK CREEK
VALID FOR 12 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 l ' per caliper inch of the tree diameter.
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. 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.
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.
Y>/es, r €J I
Datef
<f/o ?f L
Date
THIS FORM REPLACES PREVIOUS FORM 3510-6 (8-98)
See Reverse for Instructions
Form Approved. OMB No. 2040-0188
NP DES
FORM &EPA United States Environmental Protection Agency
Washington, DC 20460
Notice of Intent (NOi) for Storm Water Discharges Associated with
CONSTRUCTION ACTIVITY Under a NPDES General Permit
Submission of this Notice of Intent constitutes notice that the party identified in Section I of this form intends to be authorized by a NP DES permit issued
for storm water discharges associated with construction activity in the State/Indian Country Land identified in Section 11 of this form. Submission of this Notice
of Intent also constitutes notice that the party identified in Section I of this form meets the eligibility requirements in Part l.B. of the general permit (including
those related to protection of endangered species determined through the procedures in Addendum A of the general permit), understands that continued
authorization to discharge is contingent on maintaining permit eligibility, and that implementation of the Storm Water Pollution Prevention Plan required under
Part IV of the general permit will begin at the time the permittee commences work on the construction project identified in Secion II below. IN ORDER TO
OBTAIN AUTHORIZATION, ALL INFORMATION REQUESTED MUST BE INCLUDED ON THIS FORM. SEE INSTRUCTIONS ON BACK OF FORM.
I. Owner/Operator (Applicant) Information
Name: IR 1A 1b)1D 1Y 1 1 f1 R~1 Mc 1J./1 I I I I I I I I I I I I I I Phone:
Address:11-il 11 12 1 1SCf1AITE1 1Y1l 16 11.f1W1titl 1 1b 1 1S 10 1ll 1T 1H-1 I I I Status of
Owner/Operator:
City: State:~ Zip Code: q i7 8 14 15 1 -I I I
11. ProjectJSite Information Is the facility located on Indian Country Lands?
ProjectName: IW 1E 1.S fI1f 1\1E 1l 1D 1 1A 10 1D 11 1T 1\10 1tJ1 1P 1f-l 1A 1Sif 1 13 1 I I I I Yes 0 No O
Project Address/Location: IS 10 1lHT iHif1A t0 IT I 161&1A 1/J1 A 1M 1 1P, I f) I 1V 1 l 1<: I Tia 1P.1\ 1A I iA 1\l R I
City: iQ 10 1L il f 16 1Ei 1Sff1A 1T 1 ( 10 I ~I (I I I I I I I State:~ Zip Code: 1717814 15 1-1
Latitude: IJ 10 13 14 10 S i Longitude: ID 19 I ~ I / iJ 141 0 I County: 18JR I A 12'. 10 15" 1 I I I I I I I I I
Has the Storm Water Pollution Prevention Plan (SWPPP) been prepared? Yes r&J No D
Optional: Address of location of
SWPPP for viewing [251 Address in Section I above 0 Address in Section II above 0 Other address (if known) below:
Phone: SWPPP Address:~I ~~~~~~~~~~~~~~~~~~~~~~~~I ~I ~I ~I ~I~~~~ I I I I I
City:
Name of Receiving Water:
1D 18 1/ 1S 12 1<:'.l 1<l 1/ I 1 / 1'2.15> ii I z I 0 I() I I I
Month Day Year Month Day Year
Estimated Construction Start Date Estimated Completion Date
Estimateofareatobedisturbed(to nearestacre): I I I I I 1S I
Estimate of Likelihood of Discharge (choose only one):
1. ~ Unlikely 3. D Once per week 5. 0 Continual
2. D Once per month 4. D Once per day
Ill. Certification
State: l.J_J Zip Code: 1-1
I I I I I
Based on instruction provided in Addendum A of the permit, are
there any listed endangered or threatened species, or designated
critical habitat in the project area?
Yes D No @
I have satisfied permit eligibility with regard to protection of
endangered species through the indicated section of Part l.B.3.e.(2)
of the permit (check one or more boxes):
<alO (blO <clD (dl0
I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system
designed to assure that qualified personnel property gather and evaluate the information submitted. Based on my inquiry of the person or persons who
manage this system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and
belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and
imprisonment fm violations.
Date: !Oi7!3d 10 1 /i
Instructions -EPA Form 3510-9 Form Approved. OMB No. 2040-0188 oEPA Notice of Intent (NOi) for Storm Water Discharges Associated with
Construction Activity to be Covered Under a NPDES Permit
Who Must File a Notice of Intent Form
Under the provisions of the Clean Water Act, as amended, (33 U.S.C. 1251
et.seq.; the Act), except as provided by Part l.B.3 the permit, Federal law
prohibits discharges of pollutants in storm water from construction activities
without a National Pollutant Discharge Elimination System Permit Operator(s)
of construction sites where 5 or more acres are disturbed, smaller sites that
are part of a larger common plan of development or sale where there is a
cumulative disturbance of at least 5 acres, or any site designated by the
Director, must submit an NOi to obtain coverage under an NPDES Storm
Water Construction General Permit. If you have questions about whether
you need a permit under the NPDES Storm Water program, or if you need
information as to whether a particular program is administered by EPA or
a State agency, write to or telephone the Notice of Intent Processing Center
at (703) 931-3230.
Where to File NOi Form
NOls must be sent to the following address:
Storm Water Notice of Intent (4203)
US EPA
401 M. Street, SW
Washington, D.C. 20460
Do not send Storm Water Pollution Prevention Plans (SWPPPs) to the
above address. For ovemighVexpress delivery of NO ls, please include the
room number 2104 Northeast Mall and phone number (202) 260-9541 in
the address.
When to File
This form must be filed at least 48 hours before construction begins.
Completing the Form
OBTAIN AND READ A COPY OF THE APPROPRIATE EPA STORM WATER
CONSTRUCTION GENERAL PERMIT FOR YOUR AREA. To complete
this form, type or print, using uppercase letters, in the appropriate areas
only. Please place each character between the marks (abbreviate if
necessary to stay within the number of characters allowed for each item).
Use one space for breaks between words, but not for punctuation marks
unless they are needed to clarify your response. If you have any questions
on this form, call the Notice of Intent Processing Center at (703) 931-3230.
Section I. Facility Owner/Operator (Applicant) Information
Provide the legal name, mailing address, and telephone number of the
person, firm, public organization, or any other entity that meet either of the
following two criteria: (1) they have operational control over construction
plans and specifications, including the ability to make modifications to those
plans and specifications; or (2) they have the day-to-day operational control
of those activities at the project necessary to ensure compliance with SWPPP
requirements or other permit conditions. Each person that meets either of
these criteria must file this form. Do not use a colloquial name. Correspon-
dence for the permit will be sent to this address.
Enter the appropriate letter to indicate the legal status of the owner/operator
of the project: F = Federal; S = State; M = Public (other than federal or
state); P =Private.
Section II. Project/Site Information
Enter the official or legal name and complete street address, including city,
county, state, zip code, and phone number of the project or site. If it lacks
a street address, indicate with a general statement the location of the site
(e.g., Intersection of State Highways 61 and 34). Complete site information
must be provided for permit coverage to be granted.
The applicant must also provide the latitude and longitude of the facility in
degrees, minutes, and seconds to the nearest 15 seconds. The latitude
and longitude of your facility can be located on USGS quadrangle maps.
Quadrangle maps can be obtained by calling 1-800 USA MAPS. Longitude
and latitude may also be obtained at the Census Bureau Internet site:
httpJ/www.census.gov/cgi-bin/gazetteer.
Latitude and longitude for a facility in decimal form must be converted to
degrees, minutes and seconds for proper entry on the NOi form. To convert
decimal latitude or longitude to degrees, minutes, and seconds, follow the
steps in the following example.
Convert decimal latitude 45.1234567 to degrees, minutes, and seconds.
1) The numbers to the left of the decimal point are degrees.
2) To obtain minutes, multiply the first four numbers to the right of the
decimal point by 0.006. 1234 x .006 = 7.404.
3) The numbers to the left of the decimal point in the result obtained in
step 2 are the minutes: 7'.
4) To obtain seconds, multiply the remaining three numbers to the right of
the decimal from the result in step 2 by 0.06: 404 x 0.06 = 24.24. Since
the numbers to the right of the decimal point are not used, the result is
24".
5) The conversion for 45.1234 = 45° 7' 24 •.
Indicate whether the project is on Indian Country Lands.
Indicate if the Storm Water Pollution Prevention Plan (SWPPP) has been
developed. Refer to Part IV of the general permit for information on SWPPPs.
To be eligible for coverage, a SWPPP must have been prepared.
Optional: Provide the address and phone number where the SWPPP can
be viewed if different from addresses previously given. Check appropriate
box.
Enter the name of the closest water body which receives the project's
construction storm water discharge.
Enter the estimated construction start and completion dates using four digits
for the year (i.e. 05/27/1998).
Enter the estimated area to be disturbed including but not limited to:
grubbing, excavation, grading, and utilities and infrastructure installation.
Indicate to the nearest acre; if less than 1 acre, enter "1." Note: 1 acre=
43,560 sq. ft.
Indicate your best estimate of the likelihood of storm water discharges from
the project. EPA recognizes that actual discharges may differ from this
estimate due to unforeseen or chance circumstances.
Indicate if there are any listed endangered or threatened species, or
designated critical habitat in the project area.
Indicate which Part of the permit that the applicant is eligible with regard
to protection of endangered or threatened species, or designated critical
habitat.
Section Ill. Certification
Federal Statutes provide for severe penalties for submitting false information
on this application form. Federal regulations require this application to be
signed as follows:
For a corporation: by a responsible corporate officer, which means:
(i) president, secretary, treasurer, or vice president of the corporation in
charge of a principal business function, or any other person who performs
similar policy or decision making functions, or (ii) the manager of one or
more manufacturing, production, or operating facilities employing more than
250 persons or having gross annual sales or expenditures exceeding $25
million (in second-quarter 1980 dollars), if authority to sign documents has
been assigned or delegated to the manager in accordance with corporate
procedures;
For a partnership or sole proprietorship: by a general partner of the proprietor,
or
For a municipality, state, federal, or other public facility: by either a principal
executive or ranking elected official. An unsigned or undated NOi form will
not be granted permit coverage.
Paperwork Reduction Act Notice
Public reporting burden for this application is estimated to average 3.7
hours. This estimate includes time for reviewing instructions, searching
existing data sources, gathering and maintaining the data needed, and
completing and reviewing the collection of information. An agency may not
conduct or sponsor, and a person is not required to respond to, a collection
of information unless it displays a currently valid OMB control number.
Send comments regarding the burden estimate, any other aspect of the
collection of information, or suggestions for improving this form, including
any suggestions which may increase or reduce this burden to: Director,
OPPE Regulatory Information Division (2137), U.S. Environmental Protection
Agency, 401 M Street, SW, Washington, D.C. 20460. Include the OMB
control number on any correspondence. Do not send the completed form
to this address.
•
July 24, 2001
Mr. Spencer Thompson
BCS Development Co.
4090 S. Highway 6, South
College Station, TX. 77845
CITY OF COLLEGE STATION
POB 9960
College Station, TX. 77842
RE: Oversized participation for Westfiled Ph. 3
Dear Spencer:
I would like to respectfully request oversized participation for the extension of Victoria
Ave. while I am developing Westfiled Ph. 3. My engineer, David Mayo, has calculated
the cost difference in the pavement and other applicable utilities. His Construction
Estimate is based upon actual per unit prices we have received from Young Brothers
(who competitively bid the project against Texcon). The total O.P. I request is $49,400.90.
The final plat is due to go before P&Z for approval on August 16, 2001 and we expect to
start construction prior to that date. Therefore, time is of the essence. Please review my
request and feel free to call David Mayo (690-3378) or myself (690-1222x11) with any
questions.
Randy Fr nch
President
BCS Development Co.
PS Steve Arden is also depending upon the timing of this OP as he is developing
Edelweiss Gartens at the same time as my Westfield 3 project.
attachments
C: David Mayo
Steve Arden
C:\My Documents\Westfiled Spencer Thompson.doc07/26/01 1 :32 PM
f
Westfield Phase 3
Construction Estimate
Estimate of Quantities
July 24, 2001
Victoria Avenue -City Part -Oversize Participation
ltam:J c ~~.,--t?\' ?~~·DesCJID110il.~'lf.l .... ·~. "'Unit:" ~:~Quantltv
Street
1. Prepare site L.S. 1
2. Excavation C.Y. 725
3. 6" Lime Stabilized Subgrade S.Y. 1457
4. Curb and Gutter L.F. 0
5. Reinf. Cone. Intersection -38' street Ea . 0
6. Reinf. Cone. Intersection -27' street Ea . 0
7. 6" Crushed Limestone Base S.Y. 0
8. 7" Crushed Limestone Base S.Y. 0
9. 8" Crushed Limestone Base S.Y. 1457
10. HMAC Pavement S.Y. 1457
11 . Sidewalk S.F. 0
12. Stripinq L.S. 1
13. Culvert L.S. 1
14. Seeding S.Y. 0
Total for Streets
21 . 12" Waterline over 8" waterline L.F . 1100
22. 12" DIP over 8" DIP L.F. 188
23. 12" Bends over 8" Bends' Ea. 4
24. 12" Tees over 8" Tees Ea. 4
25. 12"X12" Tapping sleeve over 12"X8" Ea. 1
26. Total for Water
jTotal for All
Westfield Phase 3 Page 1
Unit Price Amount
0.00 0.00
3.50 2,537 .50
3.00 4,371 .00
7.65 0.00
4,950.00 0.00
4,300.00 0.00
5.75 0.00
6.75 0.00
7.75 11 ,291 .75
3.85 5,609.45
2.50 0.00
4,000.00 4,000.00
11 ,500.00 11,500.00
0.35 0.00
..... .?.~·-~9-~:~9.
7.20 7920.00
7.40 1391 .20
130.00 520.00
65.00 260.00
1000.00 1000.00
10091.20
$49,400.901
7/24/01
1q2~
DEVELOPMENT PERMIT
MINIMUM SUBMITTAL REQUm.EMENTS ;:z $100.00 Development Permit Application Fee .
..,...:,-n, Drainage and erosion control plan, with supporting Drainage Report two (2) copies each. 0 </-b I . / Jftl/,J.Notice oflntent (N.O.I.) if disturbed area is greater than 5 acres. /-c, Cl f'Ovl'Vl'\. r
LEGALDEscRIPnoN Wc-srEtELO Aoo 1r1ou PrtAs--E 3
APPLICANT (Primary Contact for the Project):
Name RA t-J ~ ER~ tJ<:.. 8-
Street Address 4J\i iTAIE: Hwy ~ S'<J • City CoL<-~<0~ STA-r10 tJ
State l)<. Zip Code -'] J84S E-Mail Address ------------
Phone Number CJJ9 -'19 0 -~ "2... (,z_ Fax Number--------
PROPERTY OWNER'S INFORMATION:
Name \3<:~ 1:J~vE:CCPt11E10r CJ .
Street Address
State =t/(
'"\ \ \ z ~A\~ hlw)' IQ s-~. City Col..C...E~ ~ STAT! 0 \.....)
Zip code 7 78C/-S E-Mail Address ------------
Phone Number 9 J9-(e 9~-f 22..Z... Fax Number---------------
ARCHITECT OR ENGINEER'S INFORMATION:
Name j ()~ OB,fY l N~. (·1JA\J f 0 R . !V)A")'a
Street Address ~ l~/1 i?w~'d?A K C:. /RC l f: City --""-'(j"T-(~-=-...;:__-'""'--''--!....l......--'--"<-.;.......;;;.__,.
State ~ . Zip Code ']]8 <l-5 E-Mail Address Md. ~ <Q.)N\
Phone Number c:> ]9 ..... ~ 90 -J3 7 8 Fax Number -~-~_.C_-_"3_3=..-;,...7 ....... 8 _______ _
Application is hereby made for the following development specific site/waterway alterations:
<£41-41-r~P;t 2)€vJ~!fl VJ ~~B..I NE:3 ST6 f\V\ 8E:<N~~ AN~
..
ACKNOWLEDf';MENTS:
, dcsig1x::giac:/owner, hereby acknowledge or affirm that:
The information and conclusions contained in the above plans and supporting documents comply with the current
irements of the City of College Station, Texas City Code, Chapter 13 and its associated Drainage Policy and Design
tanda .
~~~orui"l'.roval of this pem1it application, I agree to construct the improvements proposed in this application
DEVELOPMENT PERMIT
DPERMIT.DOC 3124/99
en ts and the requirements of Chapter 13 of the College Station City Code.
Contractor
1 of2 I
/
Westfield Phase 3
ictorla Avenue -Oversize Pavement and Waterline
Graham Road to End of Westfield Phase 3
Engineer's Estimate
August 9, 2001
Streets
1. Prepare site 10000.00
2. Excavation 17748.50
3. Lime Stabilized Subgrade 21276.00
4. Curb and Gutter 17434.35
5. Reinf. Cone. Intersection -38' street 4950.00
6. Reinf. Cone. Intersection -27' street 8600.00
7. Crushed Limestone Base 48391 .00
8. HMAC Pavement 24871.00
9. Sidewalk 36462.50
10. Striping Victoria Avenue 4000.00
11. Seeding 662.90
Subtotal for Streets 194,396.25
Drainage
1. Single Inlet -5' 2150.00
2. Corner Inlet 8250.00
3. 18" RCP 1856.00
4. 21" RCP 9112.00
5. 24" RCP 10138.00
6. 30" RCP 11543.00
7. Dry Rip-Rap 858.00
8. Culvert -3 bbl. 6x5 Box 108000.00
Subotal for Drainage 151,907.00
Water
1. C900 PVC DR14 Waterline 29700.00
2. Cl 52 Ductile Iron Waterline w/restrained j 7031.20
3. 8" C900 PVC DR14 Waterline -Branch 1848.00
4. Tie into existing 12" Waterline 1755.00
5. MainX8" MJ Tee 325.00
6. MainX6" M .J . Tee 945.00
7. 11-1/4° Bend 1560.00
8. Gate Valve on main line 4700.00
9. 8" Gate Valve on branch 690.00
10. Blowoff w/riser 585.00
11. Trench Safety 932.80
Subtotal for Water 50,072.00
Incidentals
1 Stakin 6000.00
1500.00
Subtotal for Incidentals
0
Victoria -City Part
10,000.00 0.00
13,772.50 3,976.00
15,174.00 6,102.00
15,560.10 1,874.25
4,950.00 0.00
8,600.00 0.00
29,018.25 19,372.75
24,871.00 0.00
32,307.50 4, 155.00
0.00 4,000.00
561 .75 101 .15
154,815.10 39,581.15
2,150.00 0.00
8,250.00 0.00
1,856.00 0.00
9,112.00 0.00
10,138.00 0.00
11,543.00 0.00
858.00 0.00
96,500.00 11,500.00
140,407.00 11,500.00
21780.00 7,920.00
5640.00 1,391 .20
1306.80 541.20
1930.00 -175.00
260.00 65.00
750.00 195.00
1040.00 520.00
2070.00 2,630.00
690.00 0.00
550.00 35.00
932.80 0.00
36,949.60 13,122.40
6000 0.00
1500 0.00
0.00
Page 1
Subtotal for All
Contingency
Total for All
Victoria -City Part Westfield Phase 3
64,203.55
6420.36
$70,623.91
Page2
Westfield Phase 3
Victoria Avenue -48' Pavement w/12" Waterline
Graham Road to End of Westfield Phase 3
Engineer's Estimate
August 9, 2001
L. .
2. Excavation C.Y. 5071
3. 6" Lime Stabilized Sub rade S.Y. 7092
4. Curb and Gutter L.F. 2279
5. Reinf. Cone. Intersection -38' street Ea. 1
6. Re inf. Cone. Intersection -27' street Ea. 2
7. 8" Crushed Limestone Base S.Y. 6244
i i 1
11. Seeding 1894
Subtotal for Streets
Drain a
Ea. 1
2. Corner Inlet Ea. 3
3. 18" RCP L.F. 58
4. 21" RCP L.F. 268
5. 24" RCP L.F. 274
6. 30" RCP L.F. 238
S.Y. 22
Ea. 1
Subotal for Draina e
Water
1. 12" AWWA C900 PVC DR14 Waterline L.F. 1100
2. 12" Cl 52 Ductile Iron Waterline w/restrained jnts L.F. 188
3. 8" AWWA C900 PVC DR14 Waterline L.F. 66
4. 12"X12" M.J. Tee -Cut into existing line Ea . 1
5. 12"X8" MJ Tee Ea. 1
6. 12"X6" M.J. Tee Ea. 3
7. 12" -11-1/4° Bend Ea. 4
8. 12" Gate Valve Ea. 4
9. 8" Gate Valve Ea . 1
10. Blowoff on 12" Line w/riser Ea . 1
11 . Trench Safety L.F. 1166
Subtotal for Water
Incidentals
1 Stakin
Subtotal for Incidentals
Victoria -48' w/ 12" Water
10,000.00
3.50 17,748.50
3.00 21,276.00
7.65 17,434.35
4,950.00 4,950.00
4,300.00 8,600.00
7.75 48,391 .00
3.85 24,871.00
.5
,0.0
194,396.25
2,150.00 2,150.00
2,750.00 8,250.00
32.00 1,856.00
34.00 9,112.00
37.00 10,138.00
48.50 11,543.00
39.00 858.00
108,000.00 108,000.00
151,907.00
27.00 29,700.00
37.40 7,031 .20
28.00 1,848.00
1755.00 1,755.00
325.00 325.00
315.00 945.00
390.00 1,560.00
1175.00 4,700.00
690.00 690.00
585.00 585.00
0.80 932 .80
50,072.00
6000.00
1500.00
7500.00
Page 1 of 2
)
Subtotal for All
Contingency
Total for All
Victoria -48' w/ 12" Water Westfield Phase 3
403,875.25
40387.53
$444,262. 78
Page 2 of 2
Westfield Phase 3
Victoria Avenue • 38' Width w/8" Waterline
Southeast Line of Link-Fry to End of Westfield Phase 3
Engineer's Estimate
August 9, 2001
Streets
1. Prepare site I.
2. Excavation -
3. 6" Lime Stabilized Subgrade S.Y. 505
4. Curb and Gutter L.F. 2034
5. Reinf. Cone. Intersection -38' street Ea. 1
6. Reinf. Cone. Intersection -27' street Ea. 2 -l.ir -4299 ,,
10. HMAC Pavement . 'I.
11 . Sidewalk . .
12. Striping Victoria Avenue L.S. 0
13. Seeding S.Y. 1605
Subtotal for Streets
Drainage
1. Single Inlet -5' Ea. 1
2. Corner Inlet Ea. 3
3. 18" RCP L.F. 58 .. --268 .. -" ---274 ..
" 1.-. ,'l,.
lry ip ~p C' ,,
8. Culvert -3 bbl. 6x5 Box E .
Subotal for Drainage
Water
1. 8" AWWA C900 PVC DR14 Waterline L.F. 1166
2. 8" Cl 52 Ductile Iron Waterline w/restrained jnts L.F. 188
3. 12"X8" Tapping sleeve w/8" Tapping Valve Ea . 1
4. 8"X8" M.J. Tee Ea . 1
5. 8"X6" M.J. Tee Ea. 3
5. 8" -11-1/4° Bend Ea. 4
6. 8" Gate Valve Ea. 4
7. Blowoff on 8" Line w/riser Ea. 1
8. Trench Safety L.F. 1166
Subtotal for Water
Incidentals
1 Stakin
Subtotal for Incidentals
Victorai 38' w/8" Water
' 0,000.00
.50 -
7.65 15,560.10
4,950.00 4,950.00
4,300.00 8,600.00
6.75 29,018.25
.85 24,871 .00 ....
' 4,000.0 0.00
0.35 561 .75
154,815.10
2,150.00 2,150.00
2,750.00 8,250.00
32 .00 1,856.00
34.0 I 9,112.0
37.0 I 10,138.0
~ -I -I ' ."I I
c I -. '
140,407.00
19.80 23,086.80
30.00 5,640.00
1930.00 1,930.00
260.00 260.00
250.00 750.00
260.00 1,040.00
690.00 2,760.00
550.00 550.00
0.80 932.80
36,949.60
6000.00
1500.00
7500.00
Page 1 of 2
r
Subtotal for All
Contingency
Total for All
Victorai 38' w/8" Water Westfield Phase 3
339,671.70
33967.17
373,638.87
Page 2 of 2
Item Description
Streets
1. Prepare site
2. Excavation
3. 6" Lime Stabilized Subgrade
4. Curb and Gutter
Westfield Phase 3
Streets and Drainage
Engineer's Estimate
July 31, 2001
Unit
L.S.
C.Y.
S.Y.
L.F.
5. Reinf. Cone. Intersection -38' street Ea .
6. Reinf. Cone. Intersection -27' street Ea .
7. 6" Crushed Limestone Base S.Y.
8. 7" Crushed Limestone Base S.Y.
9. 8" Crushed Limestone Base S.Y.
10. HMAC Pavement S.Y.
11 . Sidewalk S.F.
12. Striping Victoria Avenue L.S.
13. Seeding S.Y.
Subtotal for Streets
Draina! e
1. Single Inlet -5' Ea.
2. Corner Inlet Ea.
3. 18" RCP L.F.
4. 21" RCP L.F.
5. 24" RCP L.F.
6. 30" RCP L.F .
7. Headwall for 24" RCP Ea.
7. Storm Sewer Manhole Ea.
8. Dry Rip-Rap S.Y.
9. Culvert -3 bbl. 6x5 Box Ea .
Subotal for Drainage
s "t s am ar1 ewer
1. 8" SDR 26 PVC @ 0'-6' Deep L.F.
2. 8" SDR 26 PVC@ 6'-8' Deep L.F.
3. 8" SDR 26 PVC@ 8'-10' Deep L.F.
4. 6" SDR 26 PVC @ 0'-6' Deep L.F.
5. 6" SDR 26 PVC @ 6'-8' Deep L.F.
6. 6" SDR 26 PVC@ 8'-10' Deep L.F.
7. Standard Manhole -0'-6' Deep Ea.
8. Extra Depth of Manhole L.F.
9. 4" Schedule 40 PVC Sewer Service -51' Ea.
10. 4" Schedule 40 PVC Sewer Service -61' Ea .
11 . Trench Safety L.F.
Subtotal for Sanitary Sewer
Westfield Phase 3 Estimate
Page 1
Quantity Unit Price Amount
1 13,600.00 13,600.00
7416 3.50 25,956.00
13656 3.00 40,968.00
5511 7.65 42,159.15
1 4,950.00 4,950 .00
3 4,300.00 12,900.00
4456 5.75 25,622.00
1111 6.75 7,499.25
6241 7.75 48,367.75
12026 3.85 46,300.10
25227 2.50 63,067.50
1 4,000.00 4,000.00
4538 0.35 1,588.30
336,978.05
5 2,150.00 10,750.00
3 2,750.00 8,250.00
58 32.00 1,856.00
825 34.00 28,050.00
358 37.00 13,246.00
238 48.50 11 ,543.00
2 3,500.00 7,000.00
1 1,800.00 1,800.00
45 39.00 1,755.00
1 108,000.00 108,000.00
192,250.00
0 0.00
623 18.60 11,587.80
548 21.60 11,836.80
170 16.00 2,720.00
590 17.00 10,030.00
1015 20.25 20 ,553.75
14 1500.00 21 ,000.00
20 115.00 2,300.00
10 820.00 8,200.00
3 900.00 2,700.00
2947 1.00 2,947.00
93,875.35
8/1 /01
Item Descrl tlon
Water
1. 12" AWWA C900 PVC DR14 Waterline
2. 12" Cl 52 Ductile Iron Waterline w/restrained ints
3. 8" AWWA C900 PVC DR14 Waterline
4. 6" AWWA C900 PVC DR14 Waterline
5. 6" Cl52 Ductile Iron Waterline
6. 12"X12" M.J. Tee -Cut into existinq line
7. 12"X8" MJ Tee
8. !2"X6" MJ Tee
9. 12" -11-1/4° Bend
10. 12" Gate Valve
11 . 8" Gate Valve
12. 6" Gate Valve
13. 6"X6" Tee
14. 6" 11-1/4° MJ Bend
15. Fire Hydrant Installation -72" Bury
16. Fire Hydrant Installation -48" Bury
17. Fire Hydrant Extension -6"
18. Fire Hydrant Extension -12"
19. Blowoff on 12" Line w/riser
20. Blowoff on 6" Line w/riser
21 . Blowoff on 6" Line -Underground
22. MJ Plug on 6" Tee w/blocking
23. 1-1/2" Double Water Service off 6" Line -42.5'
24. 1-1/2" Double Water Service off 6" Line -53'
25. 1" Sinqle Water Service off 6" Line -42.5'
26 . 1" Sinqle Water Service off 6" Line -53'
27 . Trench Safety
Subtotal for Water
Incidentals
Electric
Stakinq and Layout
Striping
Silt and Erosion Control
Subtotal for Incidentals
Subtotal for All
Contingency
Total for All
David R. Mayo, PE ~(°!
Westfield Phase 3 Estimate
Page 2
Unit Quantl
L.F. 1100
L.F. 188
L.F. 66
L.F. 1677
L.F. 58
Ea . 1
Ea. 1
Ea . 3
Ea . 4
Ea . 4
Ea. 1
Ea . 6
Ea . 6
Ea. 1
Ea. 2
Ea. 2
Ea. 1
Ea. 1
Ea. 1
Ea. 3
Ea. 1
Ea. 2
Ea. 5
Ea . 2
Ea . 1
Ea. 1
L.F. 3032
Unit Price
27.00
37.40
28.00
14.30
19.00
1755.00
325.00
315.00
390.00
1175.00
690.00
505.00
180.00
160.00
2215.00
2100.00
285.00
325.00
585.00
520.00
520.00
120.00
895.00
970.00
600.00
635.00
0.80
Amount
29,700.00
7,031 .20
1,848.00
23,981 .10
1,102.00
1,755.00
325.00
945.00
1,560.00
4,700.00
690.00
3,030.00
1,080.00
160.00
4,430.00
4,200.00
285.00
325.00
585.00
1,560.00
520.00
240.00
4,475.00
1,940.00
600.00
635.00
2,425.60
100,127.90
45000.00
15000.00
4000.00
3000.00
67000.00
790,231.30
79023.13
$869,254.43
8/1 /01
Joe Orr, Inc.
Surveyors & Engineers
2167 Post Oak Circle
College Station, Texas 77845
(979) 690-3378
Drainage Report
Westfield Phase 3
Prepared by
David R. Mayo, P .E.
for
BCS Development Company
4112 Highway 6 South
College Station, Texas 77845
June 27, 2001
General Location and Description
Location: Westfield Phase 3 is located southeast of South Graham Road adjacent to the
northeast side of Victoria Avenue. Westfield Phase 2 adjoins the northeast side, the future
Edelweiss Gartens will be southwest of Victoria A venue and undeveloped land which will
become future sections of the Westfield development lie to the southeast along the extension of
Victoria A venue A location map is included on page 2.
Description: This project consists of 15.4 acres. The majority of the area was a Mesquite
pasture and has been cleared. The area near the creek is covered with post oak, water oak, elm
and yaupon. The soil is the Lufkin-Edge complex. Drainage from this tract is into a dry branch
of the south fork of Lick Creek, which flows eastward through partially, developed areas, across
State Highway No. 6, through undeveloped land to Greens Prairie Road, through the Pebble
Creek Subdivision and on to the Navasota River. The slope is generally about 1.5% toward this
drainageway. The development follows the Preliminary Plat of Westfield Phase 3, which has
been approved by the City of College Station.
Drainage Basins and Sub-Basins
Primary Drainage Basin: The Lick Creek drainage basin is the primary drainage basin into
which drainage from this tract discharges. Walton and Associates/Consulting Engineers Inc.
conducted an analysis of the basin in 1986 for the City of College Station. The report has been
reviewed. A countywide Flood Insurance Study was prepared by the Fort Worth District of the
U.S . Army Corps of Engineers for FEMA. This work was completed in September 1988.
FEMA has adopted the 100 year flood as determined by this study as the base flood for
floodplain management purposes. A portion of Map number 48041CO182 C dated July 2, 1992
from the Flood Insurance Rate Map for Brazos County, Texas, is on Page 3 of this report.
Westfield Phase 3 has been drawn on this map for location purposes. None of this project falls
within the designated floodplain. A drainage map is included on page 4.
Secondary Drainage Basin: This phase of the Westfield development is contiguous to Lick
Creek, therefore there is not secondary basis to consider.
Future Edelweiss Gartens
Location Map
Westfield Phase
College Station, Texas
/ ' /' I ' '
'
"' ,,
~ ~ ."
3
,, 1 "=600'
" ~ ,,
Refer to the Flood Insurance Rate Map Effective date shown on this map to
determine when actuarial rates apply to structures in the zones where elevations
or depths have been established.
To determine if flood insurance is available in this community, contact your
insurance agent or call the National Flood Insurance Program at (800) 638-6620.
APPROXIMATE SCALE
500 0 500 FEET
EE3::3==~E3=:::r:::::EE3:::3============:::J
0 NATIONAL FLOOD INSURANCE PROGRAM
FIRM
FLOOD INSURANCE RATE MAP
BRAZOS COUNTY,
TEXAS AND
INCORPORATED AREAS
PANEL 182 OF 250
(SEE MAP INDEX FOR PANELS NOT PRINTED)
CONTAINS:
COMMUNITY
COLLEGE STATION. CITY Of
UNINCORPORATED AREAS
480083 0182
481195 0182
c
c
Notice to User: The MAP NUMBER shown below should be used
when placing map orders; the COMMUNITY NUMBER shown
above should be used on insurance applications for the subject
community.
MAP NUMBER
48041COl82 C
EFFECTIVE DATE:
JULY 2, 1992
Federal Emergency Management Agency
Drainage Design Criteria
Regulations: The City of College Station Drainage Policy and Design Standards have been
used as the primary design criteria for this project. Material referenced in the Design Standards
such as the "Hydraulic Manual" of the TSDHPT has also been used.
Development Criteria Reference and Constraints: Morrison Hydrology for the purpose of
designing a detention pond has previously examined this project site. There will be little impact
on adjoining tracts since the majority of the outflow will be into the existing natural drainage
system.
Hydrological Criteria: There are three types of streets in this project. Victoria Avenue is a
collector street and will be designed to carry a 10 year storm with one 12' lane clear. The rest
are residential streets and will be designed to carry a 10 year storm at curb deep or less. All
streets will be designed so that the runoff from a 100 year storm will be contained within the
right-of-way. The curb inlets and storm drains will be designed to carry no less than a 10 year
storm.
All of the sub-areas for determination of inlet placement and pipe size are small. None are over
5 acres. Therefore we will use the Rational Formula to determine the runoff from these areas.
The formula is expressed as
Q=ciA
where:
Q =discharge in acre-inches per hour which is equivalent to cubic feet per second (cfs)
c is a runoff coefficient having no units,
i is the rainfall intensity in inches per hour, and
A = area in acres of land contributing to the runoff.
Since the drainage areas are small, we have elected to use a minimum time of concentration
instead of determining a flow path from the most hydraulically remote point in each drainage
area. A time of 15 minutes will be used which is generally considered the minimum for
residential lots
Rainfall intensities will be determined from the formula
which was developed to plot rainfall intensity versus duration for each recurrence interval as a
straight line on log-log paper.
5
where:
I = rainfall intensity in inches per hour,
tc = the time of concentration of the watershed in minutes,
b =the y-intercept of the straight line,
d = a constant used to adjust the relationship to plot as a straight line, and
e = the slope of the straight line.
Values for b, d, and e have been determined for most locations, and a table from the Bridge
Division Hydraulic Manual of the TSDHPT which includes those for Brazos County is included
on the following page.
6
N
I
CONSTANTS FOR USE IN FORMULA I = b/(tc+d)e CD TABLE 6. VI
Based on Weather Bureau (NWS) Technical Paper No. 40
"Rainfall Frequency Atlas of the United States"
2 year 5 year 10 year 25 year 50 year 100 year
COUNTY
e 6 a e 6 a e 6 a e 6 a e b a 2 6 a
Anderson 0. 799 62 8.6 0. 792 77 8.8· o. 763 78 8.8 0. 772 92 8.8 0.744 93 8.8 0.740 99 8.6
Andrews 0.812 40 9.8 0.827 57 10.2 0.809 63 10.2 0.793 69 10.2 0.807 84 10.2 0.804 92 9.8
Angelina 0.785 62 8.8 0.762 69 7.6 0. 746 73 7.6 0. 726 77 7.6 0. 727 86 7.6 0. 716 90 8.8
Aransas 0.821 73 9.2 0.787 77 8.5 0.753 79 8.5 0. 745 88 8.5 0.739 95 8.5 0. 725 98 9.2
CD Archer 0. 798 49 9.2 0. 783 61 8.5 0.794 74 8.5 0.789 86 8.5 0.792 100 8.5 0.784 111 9.2 ::0 -Armstrong 0.846 52 10.8 0.819 63 10.4 0.820 75 10.4 0.835 95 10.4 o.831 105 10.4 0.840 113 10.8 0 Atascosa 0.808 60 9.2 0.791 74 9. (} 0.780 80 9.0 o. 770 90 9.0 0.757 95 9.0 0.761 108 9.2 G')
m Austin 0.811 69 8.0 0.781 75 8.1 0.757 79 8.1 0.739 85 8.1 0.733 92 8.1 0.719 95 8.0
0 Bailey 0.833 44 9.8 0.848 62 9.0 0.777 55 9.0 0.806 72 9.0 0.819 85 9.0 0.825 101 9.8
< Bandera 0.795 52 8.6 o. 770 62 8.2 0. 774 72 8.2 0.764 82 8.2 0.765 94 8.2 0.769 105 8.6
Vl Bastrop 0.802 62 8.2 0.781 72 8.4 0.765 77 8.4 0.762 88 8.4 0.748 93 8.4 0.747 103 8.2
-Baylor 0.800 48 9.4 0.780 59 8.8 0.797 75 8.8 0. 791 87 8.8 0.801 103 8.8 0.790 112 9.4 NO Bee 0.815 65 9.8 0.796 78 8.7 0.762 79 8.7 0.760 92 8.7 0. 748 97 8.7 0. 740 103 9.8 z
I Bell o. 798 56 8.0 o. 780 69 8.5 0. 773 77 8.5 0. 771 90 8.5 0.754 93 8.5 0.751 102 8.0
--< Bexar 0.798 56 8.7 0.784 70 8.7 0. 779 79 8.7 0.769 88 8.7 0.756 94 8.7 0.762 107 8.7 0\ 0 Blanco 0.792 53 8.3 0.777 65 8.4 o. 776 75 8.4 0.766 85 8.4 0.758 93 8.4 0.758 104 8.3 ::0 > Borden 0.810 43 9.4 0.808 58 10.2 0.802 66 10.2 0.805 80 10.2 0. 795 87 10.2 0.794 96 9.4 c
r Bosque 0.784 51 7.9 o. 779 66 8.6 0. 772 74 8.6 o. 776 91 8.6 0.765 97 8.6 0. 761 104 7.9
0 Bowie 0.768 50 7.7 0. 769 64 8.0 0.753 68 8.0 0. 743 76 8.0 0.742 83 8.0 0.740 92 7.7
3: Brazoria 0.796 69 7.8 0.751 70 8.0 0.749 80 8.0 0.730 85 8.0 0.718 90 8.0 0.696 89 7.8
> Brazos 0.806 65 8.0 0.785 76 8.5 0.763 80 8.5 o.754 89 8.5 0.745 98 8.5 0.730 96 8.0 z Brewster 0.860 50 10.4 0.819 60 9.6 0.833 70 9.6 0.818 78 9.6 0.833 91 9.6 0.832 110 10.4 c > Briscoe 0.835 50 10.5 0.824 63 10.3 0.815 73 10.3 0.823 89 10.3 0.818 101 10.3 0.832 115 10.5 r Brooks 0.828 73 9.3 0.797 80 9.1 0.769 82 9.1 0. 771 97 9.1 0. 746 98 9.1 0.738 99 9.3
Brown o. 775 43 7.7 0.770 57 7.6 0.763 66 7.6 0.768 80 7.6 0.770 91 7.6 0. 763 98 7.7
Burleson 0.805 64 8.0 0.784 74 8.4 0.763 79 8.4 0.760 90 8.4 o. 743 97 8.4 0.739 98 8.0
Burnet 0.791 51 8.1 o. 773 64 8.5 0. 777 75 8.5 0.769 86 8.5 0.758 94 8.5 0.758 103 8.1
Cal dwell 0.800 60 8.2 0. 785 72 8.5 0.769 77 8.5 0.764 88 8.5 0.748 92 8.5 0. 749 104 8.2
Calhoun 0.810 70 8.9 0. 772 73 8.4 0.760 81 8.4 0.745 88 8.4 0.737 95 8.4 0. 720 96 8.9
Callahan 0. 774 42 8.2 0. 767 55 8.1 o. 776 68 8.1 0. 770 80 8.1 0.783 95 8.1 0. 774 100 8.2 Cameron 0.826 74 9.2 0.786 78 8.8 0.781 90 8.8 0.760 95 8.8 0. 727 93 8.8 0.730 102 9.2
Camp o. 779 53 8.0 0.782 70 8.8 0.761 74 8.8 0.758 84 8.8 0. 743 87 8.8 0.740 94 8.0
Carson 0.852 55 10.6 0.828 65 10.6 0.829 77 10.6 0.842 97 10.6 0.849 113 10.6 0.840 114 10.6
Cass 0.769 50 7.7 0.768 65 8.3 0.750 69 8.3 0. 746 78 8.3 0.738 83 8.3 0.737 91 7.7
Castro 0.842 49 10.4 0.819 56 9.5 0.802 65 9.5 0.827 84 9.5 0.829 95 9.5 0.823 105 10.4
C' l
The following is a tabulation of the rainfall intensity equation using constants for 10, 25 and 100
year storm events for Brazos County.
Rainfall Intensities
Brazos County, Texas
Constants for use in the formula l=b/(Tc+d)Ae from SDHPT Manual
Storm e b d
2 0.806 65 8.00
5 0.785 76 8.50
10 0.763 80 8.50
25 0.754 89 8.50
50 0.745 98 8.50
100 0.730 96 8.00
Tc(min) Storm Intensity
Frequency in/hr
15 10 7.19
15 25 8.23
15 100 9.73
A weighted runoff coefficient has been calculated for this project using Table 5 on page 2-15 of
the TSDHPT Bridge Division Hydraulic Manual. A copy is included on the following page.
The lots in this project are approximately 0.15 acre or 6,325 square feet. The houses will be
about 1500-1800 square feet. This will result in approximately 1/3 impervious cover and 2/3
grass. The runoff coefficient table shows a "c" of approximately 0.85 for the impervious areas
and 0.15 for the grass areas. This yields a weighted "c" of 0.38 . A coefficient of 0.5 will be
used.
Detention for this phase of Westfield has been included with Westfield phases 1 and 2.
8
. __..,
TABLE 5. RUNO~F COEFFICIENTS FOR RATIONAL FORMULA
Type of Drainage Area · Runoff Coefficient
Business:
Downtown areas
Neighborhood areas
Res Id ant I a I :
Slngle-famtly areas
Mult t-untts, detached
Multt-untts, attached
Suburban
Apartment dwell Ing areas
Industrial:
Light areas
Heavy ereas
Parks, cemeteries
Playgrounds
Rallroad yard arees
Un Improved arees
Sand or sandy lo!lln sol I, 0-3%
Sand or sandy loam sotl, 3-5%
Black or loesstel sot I, 0-3%
Black or loess!al soll, 3-5%
Black or loesslel sol I, >5%
Deep send 11re11
Steep grassed slopes
Lewns:
Sandy sot I, flat 2%
Sandy sot I, average 2-7%
. Sandy sot I, steep, 7%
Heavy sot I, flat 2%
Heavy sot I, 11ver11ge 2-7%
Heevy sot I, steep, 7%
Streets:
Asphe I tic
Concrete
Brick
Drives and walks
Roofs
from ASCE, 1960
BRIDGE DIVISION HYDRAULIC MANUAL
2 - 1 5
o. 70-0.95
0.50-0. 70
0.30-0.50
0.40-0.60
0.60-0.75
0.25-0.40
0.50-0.70
o.50-0.80
0.60-0.90
0.10-0.25
0.20-0.40
0.20-0.40
0.10-0.30
0.15-0.20
0.20-0.25
0.18-0.25
0.25-0.30
0.70-0.80
0.05-0.15
0.10
0.05-0.10
0.10-0.15
o. 15-0 .20
0.13-0.17
0.18-0.22
0.25-0.35
0.70-0.95
0.80-0-95
o. 70-0.85
0.75-0.85
o. 75-0.95
12-85
Drainage Facility Design
General Concept: The initial phase of the drainage design for this project was to analyze the
drainage patterns from the topo and determine curb inlet placement from street capacities and lot
layout. Inlets were then sized and storm drain pipe sizes were determined.
Specific Details: Each drainage area and storm drain will be outlined in this section.
Victoria A venue
Drainage area "1" lies northwest of Plano Drive extending from the centerline of Graham road
to the centerline of Plano Drive. It is 3 .1 acres. Victoria A venue slopes toward Lick Creek in
this area with a slope of 2.0% from Graham Road to the centerline of Plano Drive. The
following tabulation shows the capacity of Victoria Avenue at this grade. This area is 3.1 acres
and stormwater accumulates on the northeast side of Victoria A venue and the northwest side of
Plano Drive. The Q1o flow calculates to be 11.1 cfs and the Q100 flow is 15 .l cfs. We can see
that this Q 10 flow will have a spread of approximately 13 feet on the northeast side of Victoria
A venue. This will leave approximately 10 feet dry on the northeast side of the centerline. From
the drainage map, we can see that there is only 1.5 acres of drainage area onto the southwest side
of Victoria from Graham Road to Hartford Drive. There will be more than one 12' lane clear.
Q1oo flow will easily be contained between the curbs
Victoria Avenue @ 2.0'Yo
Street Flow
Street Grade (% ) ................................. .
Manning's Roughness Coefficient (n-value) ........ .
Street W idth (feet) .............................. .
Street Crown (in .) ............................... .
Street Side Slope (horizontalNertical) .......... .
2.0%
0.0150
48
8
35.3
Program Results:
Depth Flow Rate Velocity Velocity Energy Flow Area Top Width
(ft.) (cfs) (fps) Head (ft) Head (ft) (sq. ft) (ft)
0.1 0.3 1.87 0.054 0 .1 54 0.2 3.5
0.2 2.1 2.96 0.136 0 .336 0.7 7.1
0.3 6.2 3.88 0.234 0.534 1.6 10.6
0.4 13.3 4.70 0.343 0.743 2.8 14.1
0.5 24.0 5.46 0.462 0.962 4.4 17.6
11
Hydraulic Criteria: The street capacities in this project will be determined by considering each
half of the street as a triangular channel with one vertical side. The Manning Equation,
V= (1.486/n)R213s112,
will be used to determine the velocities and capacities. The roughness coefficient "n" is
assumed to be 0.015 for part concrete and part asphalt surface. The inlet equations from the City
of College Station Design Standards
Q=3 .0 Ly3/2
will be used to determine the length of opening required for all inlets in a sump or on a slope of
1 % or less with a 5" or greater depression at the entrance where
Q = total flow upstream of inlet, L= length of inlet throat (ft) and y= total depth of flow at inlet,
and
Q=O. 7L(l/y)( ( a+y)5/2_a512)
will be used to determine the length of opening required for inlets on grade with gutter
depression where
Q =total flow upstream of inlet, L =length (ft) of inlet throat required to capture Q, y =depth of
flow upstream of inlet and a = depression at inlet.
Capacities of reinforced concrete storm drain will also be calculated using Manning's Equation
and an "n" value of 0.013 for concrete will be assumed.
O, Dl Y
10
Drainage area "2" lies northwest of Harvest Drive extending from the centerline of Plano
Drive to the centerline of Harvest Drive. Victoria Avenue slopes toward Lick Creek in this area
with a slope of 1.12% from Plano Drive to the centerline of Harvest Drive. The following
tabulation shows the capacity of Victoria Avenue at this grade. This area is 2.2 acres and
stormwater accumulates on the northeast side of Victoria A venue and the northwest side of
Harvest Drive. The Q1o flow calculates to be 7.9 cfs and the Q100 flow is 10.7 cfs. We can see
that this Q10 flow will have a spread of approximately 13 feet on the northeast side of Victoria
A venue. This will leave approximately 10 feet dry on the northeast side of the centerline and
from the drainage map we can see that there is still less than 1.5 acre of drainage area onto the
southwest side of Victoria from Graham Road to Hartford Drive. There will be more than one
12' lane clear. Q1oo flow will easily be contained between the curbs
Victoria Avenue at 1.1 :!o/o
Street Flow
Street Grade(%) ................................ ..
Manning's Roughness Coefficient (n-value ) .........
Street Width (feet) .............................. .
Street Crown (in .) .............................. ..
Street Sid e Slope (horizontalNertical) .......... .
1.12
0.0150
48
8
35.3
Program Results:
Depth Flow Rate Velocity Velocity Energy Flow Area Top Width
(ft.) (cfs) (fps) Head (ft) Head (ft) (sq . ft) (ft)
0.1 0.2 1.40 0.030 0.130 0.2 3.5
0.2 1.6 2.22 0.076 0.276 0.7 7.1
0.3 4.6 2.90 0.131 0.431 1.6 10.6
0.4 9.9 3.52 0.192 0.592 2.8 14.1
0.5 18.0 4.08 0.259 0.759 4.4 17.6
Drainage area "3" lies northwest of Hartford Drive extending from the centerline of Harvest
Drive to the centerline of Hartford Drive. Victoria Avenue slopes toward Lick Creek in this area
with a slope of 1.12% from Harvest Drive to the centerline of Hartford Drive. The previous
tabulation shows the capacity of Victoria A venue at this grade. This area is 1.3 acres and
stormwater accumulates on the northeast side of Victoria A venue and the northwest side of
Hartford Drive. The Q10 flow calculates to be 4.7 cfs and the Q100 flow is 6.3 cfs. We can see
that this Q10 flow will have a spread of approximately 10.5 feet on the northeast side of Victoria
A venue. This will leave approximately 13 feet dry on the northeast side of the centerline and
from the drainage map we can see that there is only 1.5 acre of drainage area onto the southwest
side of Victoria from Graham Road to Hartford Drive. There will be more than one 12' lane
clear. Q100 flow will easily be contained between the curbs
12
Drainage Area "4" is 1.52 acres and will be picked up by an inlet on the southwest side of
Victoria Avenue opposite the Hartford Drive intersection. Victoria Drive slopes 1.12% upstream
of this proposed inlet. The Q10 flow calculates to be 7.7 cfs and the Q 100 flow is 10.4 cfs. We
can see that this Q10 flow will have a spread of approximately 13 feet on the northeast side of
Victoria A venue. This will leave approximately 10 feet dry on the southwest side of the
centerline. There will be more than one 12' lane clear. Q 100 flow will easily be contained
between the curbs.
The northeast gutter on Victoria Avenue slopes 0.80% from Hartford Drive to Lick Creek. The
following tabulation shows the capacity at this grade.
Victoria Avenue at 0.80%
Street Flow
Street Grade (% ) ................................. .
Manning's Roughness Coefficient (n-value ) ........ .
Street Width (feet) .............................. .
Street Crown (in.) ............................... .
Street Side Slope (horizontalNertical) .......... .
0.80
0.0150
48
8
35.3
Program Results:
Depth Flow Rate Velocity Velocity Energy Flow Area Top W idth
(ft.) (cfs) (fps) Head (ft) Head (ft) (sq . ft) (ft)
0.1 0.2 1.18 0.022 0.122 0.2 3.5
0.2 1.3 1.87 0.054 0.254 0.7 7.1
0.3 3.9 2.45 0.094 0.394 1.6 10.6
0.4 8.4 2.97 0.137 0.537 2.8 14.1
0.5 15.2 3.45 0.185 0.685 4.4 17.6
Dr ainage Area "5" is mostly from the right-of-way of Hartford Drive and Victoria Avenue.
The area is 0.3 acres and we will use a runoff coefficient of 0.8. This results in a Q1o of 1.7 cfs
and a Q1oo of 2.3 cfs. Victoria Avenue can carry this Q1oo with less than one lane covered. An
inlet will be placed in a sump over the culvert at Lick Creek. From the equation for an inlet in a
sump, we calculate that an inlet with a 5' wide throat will handle approximately 16.5 cfs.
Drainage Area "6" is from the southwest right-of-way of Victoria Drive to the centerline,
extending from Hartford Drive to Lick Creek. The area is approximately 0.2 acres and the slope
of the gutter in this area is 0.95%. From the previous analysis of Drainage Area "E", we can see
that the gutter and street can handle the Q100 and a 5' inlet will be adequate at Lick Creek.
13
Storm Drain and Inlet Design
The storm drains along Victoria Avenue were sized using a computer program called
Hydraflow. Design and analysis was run for all pipes and inlets using Q10 and Q100 flows.
Corner inlets have been designed at the upstream side of each intersection on the northeast side
of Victoria A venue. The corner inlet is much more efficient than an inlet on grade. An inlet on
grade with a 5' wide opening has been designed for the southwest side of Victoria Avenue. This
inlet is to be located just upstream of a proposed intersection with a street to the southwest as
shown on the Master Preliminary Plat of the Edelweiss Gartens addition. The results of the
Hydraflow design show that we will capture all the flow on the northeast gutter at each corner
inlet. The pipe sizes on the northeast side will be 21" RCP at 1.12% slope, 24" RCP at 1.12%
slope and 30" RCP at 1.70% slope. The 5' inlet on the southwest gutter will capture 5.91 cfs.
3.16 cfs of the Q10 flow will bypass and be captured by the inlet over the culvert at Lick Creek.
An 18" RCP at 0.50% will cross Victoria to the inlet at Hartford Drive. All the Q100 flows will
also be captured by the inlets, with the exception of 5.21 cfs in the 5' inlet on the southwest
gutter. These Q1oo flows can be carried in this storm drain design under surcharged conditions.
The tabulation for this design is included on the following pages.
Box Culvert
Where Victoria Avenue will cross Lick Creek, there is proposed a reinforced concrete box
culvert. This is proposed to be a 3 barrel 6'X5" structure. It will be a joint effort of the
Westfield Phase 3 development and the Edelweiss Gartens development. The design of this
structure is included in the drainage report for Edelweiss Gartens being prepared by McClure
Engineering.
14
Hydraflow Summary Report Page 1
Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor Dns
No. rate size length EL On EL Up slope down up loss line
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) No.
1 Storm Drain 4 32.81 30 c 236.0 290.57 294.58 1.699 294.70 296.49 1.29 End
2 Storm Drain 2 iv00 24 c 273.0 295.16 298.22 1.121 297.78 299.77 0.42 1
3 Storm Drain 1 ,v;1.15 21 c 268.0 298.55 301 .55 1.119 300.18 302.77 0.60 2
4 Storm Drain 3 ~V-5.91 18 c 58.0 295.62 295.91 0.500 297.78* 297.96* 0.17 1
Project File: Victoria.strn IDF File: Brazos.IDF Total No. Lines: 4 Run Date: 07-11-2001
NOTES: c = circular; e = elliptical; b = box; Return period= 10 Yrs.; *Indicates surcharge condition.
Hydraflow Inlet Report Page 1
Line Inlet ID Q= Q Q Q June Curb Inlet Grate Inlet Gutter Inlet Byp
No CIA carry capt byp type line
Ht L area L w So w Sw Sx n depth spread depth spread Dep No
(cfs) (cfs) (cfs) (cfs) (in) (ft) (sqft) (ft) (ft) (ft/ft) (ft) (ft/ft) (ft/ft) (ft) (ft) (ft) (ft) (in)
1 Inlet No. 3 4.68 3.16 7.84 0.00 Curb 7.0 15.00 0.00 0.00 0.00 Sag 3.00 0.230 0.010 0.000 0.31 1.36 0.32 1.38 8.00 Off
2 Inlet No. 2 7.91 0.00 7.91 0.00 Curb 7.0 15.00 0.00 0.00 0.00 Sag 3.00 0.240 0.014 0.000 0.33 1.38 0.32 1.35 8.00 1
3 Inlet No. 1 11.15 0.00 11.15 0.00 Curb 7.0 15.00 0.00 0.00 0.00 Sag 3.00 0.240 0.014 0.000 0.36 1.50 0.35 1.47 8.00 2
4 Inlet No. 4 9.07 0.00 5.91 3.16 Curb 7.0 5.00 0.00 0.00 0.00 0.012 3.00 0.240 0.014 0.013 0.75 5.14 0.75 5.95 8.00 1
Project File: Victoria.stm I 1-D-F File: Brazos.IDF J Total number of lines: 4 I Run Date: 07-11-2001
NOTES: Inlet N-Values = 0.016 ; Intensity= 80.00 I (inlet time+ 8.50) A 0.76; Return period= 10 Yrs.; *Indicates Known Q added
Hydraflow Storm Sewer Tabulation Page 1
Station Len Drng Area Rn off AreaxC Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd I Rim Elev Line ID
coeff (I) flow full
Line To Iner Total Iner Total Inlet Sy st Size Slope Up On Up On Up On
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (In) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 236.0 1.30 8.10 0.50 0.65 4.35 15.0 16.7 6.8 32.81 53.46 7.41 30 1.70 294.58 290.57 296.49 294.70 299.12 0.00 Storm Drain 4
2 1 273.0 2.20 5.30 0.50 1.10 2.65 15.0 16.0 7.0 ~ 23.95 6.69 24 1.12 298.22 295.16 299.77 297.78 302.26 299.12 Storm Drain 2
3 2 268.0 3.10 3.10 0.50 1.55 1.55 15.0 15.0 7.2 l1V 5 16.76 5.49 21 1.12 301.55 298.55 302.77 300.18 305.34 302.26 Storm Drain 1
4 1 58.0 1.50 1.50 0.70 1.05 1.05 10.0 10.0 8.6 f1 7.43 3.34 18 0.50 295.91 295.62 297.96 297.78 299.62 299.12 Storm Drain 3
Project File: Victoria.stm IDF File: Brazos.IDF Total number of lines: 4 Run Date: 07-11-2001
NOTES: Intensity= 80.00 I (Inlet time+ 8.50) "0.76; Return period= 10 Yrs. ; Initial tailwater elevation= 294.70 (ft) ; Total flows limited to inlet captured flows.
T'
Storm Sewer Profile Proj. file: Victoria.stm
Elev. (ft)
316.0
310.0
Ln: 3
21 (in)
Ln :2
304.0
298.0
292.0
24 (in) ~ i.---Ln: 1 --i------30 (in) ---~---.... ---~ --
~ ~ k -~ r:::c-~ ~ --i.--------==-~ ---i.__.---~ -~ ----...... ~-~ ~ --~ l-----' --~
~ -----~ ---~ ....-----~ --L-------,_......
286.0
0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750 800
Reach (ft)
Hydraflow Summary Report Page 1
Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor Dns
No. rate size length ELDn EL Up slope down up loss line
(cfs) (In) (ft) (ft) (ft) W•> (ft) (ft) (ft) No.
1 Storm Drain 4 44.34 30 c 236.0 290.57 294.58 1.699 294.70* 297.40* 1.59 End
2 Storm Drain 2 25.79 24 c 273.0 295.16 298.22 1.121 299.04* 302.60* 0.52 1 .._.....
3 Storm Drain 1 15.08 21 c 268.0 298.55 301.55 1.119 303.12* 305.55* 0.61 2 ...,...
4 Storm Drain 3 7.01 18 c 58.0 295.62 295.91 0.500 299.04* 299.30* 0.24 1
... i! ,..
Project File: Victoria.stm IDF File: Brazos.IDF Total No. Lines: 4 Run Date: 07-11-2001
NOTES: c = circular; e =elliptical; b = box; Return period = @ Yrs.; *Indicates surcharge condition.
Hydraflow Inlet Report Page 1
Line Inlet ID Q= Q Q Q June Curb Inlet Grate Inlet Gutter Inlet Byp
No CIA carry capt byp type line
Ht L area L w So w Sw Sx n depth spread depth spread Dep No
(cfs) (cfs) (cfs) (cfs) (In) (ft) (sqft) (ft) (ft) (ft/ft) (ft) (ft/ft) (ft/ft) (ft) (ft) (ft) (ft) (in)
1 Inlet No. 3 6.33 5.21 11.54 0.00 Curb 7.0 15.00 0.00 0.00 0.00 Sag 3.00 0.230 0.010 0.000 0.35 1.50 0.35 1.52 8.00 Off
2 Inlet No. 2 10.71 0.00 10.71 0.00 Curb 7.0 15.00 0.00 0.00 0.00 Sag 3.00 0.240 0.014 0.000 0.35 1.48 0.34 1.45 8.00 1
3 Inlet No. 1 15.08 0.00 15.08 0.00 Curb 7.0 15.00 0.00 0.00 0.00 Sag 3.00 0.240 0.014 0.000 0.41 1.69 0.39 1.67 8.00 2
4 Inlet No. 4 12.22 0.00 7.01 5.21 Curb 7.0 5.00 0.00 0.00 0.00 0.012 3.00 0.240 0.014 0.013 0.82 10.14 0.82 10.95 8.00 1
Project File: Victoria.stm I 1-D-F File: Brazos.IDF I Total number of lines: 4 I Run Date: 07-11-2001
NOTES: Inlet N-Values = 0.016 ; Intensity= 96.00 I (Inlet time+ 8.00) "0.73; Return period= 100 Yrs.; *Indicates Known Q added
Hydraflow Storm Sewer Tabulation Page 1
Station Len OrngArea Rn off AreaxC Tc Rain Total Cap Vel Pipe Invert Elev HGLElev Grnd I Rim Elev LinelO
coeff (I) flow full
Line To Iner Total Iner Total Inlet Sy st Size Slope Up On Up On Up On
Line
(ft) (ac) (ac) (C) (min) (min) (In/hr) (cfs) (cfs) (ftls) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 236.0 1.30 8.10 0.50 0.65 4.35 15.0 16.3 9.4 44.34 53.46 9.03 30 1.70 294.58 290.57 297.46 294.70 299.12 0.00 Storm Drain 4
2 1 273.0 2.20 5.30 0.50 1.10 2.65 15.0 15.7 9.5 25.79 23.95 8.21 @ 1.12 298.22 295.16 302.60 299.04 302.26 299.12 Storm Drain 2 1 11,1~
3 2 268.0 3.10 3.10 0.50 1.55 1.55 15.0 15.0 9.7 15.08 16.~~ 6.27 @> 1.12 301.55 298.55 305.55 303.12 305.34 302.26 Storm Drain 1
I ::i.,,
4 1 58.0 1.50 1.50 0.70 1.05 1.05 10.0 10.0 11 .6 7.01 7.43 3.97 ® 0.50 295.91 295.62 299.30 299.04 299.62 299.12 Storm Drain 3
S'f1
Project File: Victoria.stm IDF File: Brazos.IDF Total number of lines: 4 Run Date: 07-11-2001
NOTES: Intensity= 96.00 I (Inlet time+ 8.00) '"'0.73; Return period =@'rs. ; Initial tailwater elevation= 294.70 (ft) ; Total flCANS limited to inlet captured flCANS.
Storm Sewer Profile Proj. file: Victoria.stm
Elev. (ft)
316.0
310.0 Ln: 3
21 (in)
304.0
298.0
292.0
Ln:2 f-~ 24 (in) --_::.;:; --_:;;;;,,;;_ -Ln: 1 ----c.:----i.--
30 (in) -~ i-'---~
--=--;;;;_ --~ ---~ ------------,........ -------~ --L----i--i--i--
~--,......-
~--------L--:: ---~ --~
~ ---:.:---------~ ~ L--
L-------.....--
286.0
0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750 800
Reach (ft)
Meadow View Drive and Meadow View Court
Drainage Area "7" lies along the southwest side of Meadow View Drive from Graham Road to
Harvest Drive. The area is approximately 0.8 acres of about half lawn and half pavement. Q10
calculates to be 2.9 cfs and Q100 is 3.9 cfs for this area.
Drainage Area "11" lies along the northeast side of Meadow View Drive from Graham Road to
Harvest Drive and is 2.3 acres ofresidential lots. Q10 for this area is 8.3 cfs and Q100 is 11.2 cfs.
The portion of Meadow View Drive that is within these two areas is not a part of Westfield
Phase 3. This will be developed as a part of Westfield Phase 2. We are assuming that inlets will
be sized and placed at the intersection of Meadow View Drive and Harvest Drive by the
developer of these tracts. We are providing a 21" RCP storm drain to this area pick up this
storm water. This storm drain is proposed to slope at 1.2% at the upstream portion and 1.00% at
the lower end where an inlet will be located to take the storm water off the street and deliver it to
Lick Creek. The Hydraflow Storm Sewer Tabulation included shows that Storm Drain No. 6
which slopes at 1.00% should be a 21" RCP and will carry a maximum flow of 15.84 cfs which
is more than the Q 100 flow from the combined Drainage Areas "7" and "11 ".
Drainage Area "12" lies along the northeast side of Meadow View Drive from Harvest Drive
to the intersection of Meadow View Drive and Meadow View Court. This is 1.0 acre of
residential lots and has a Q10 of 3.6 cfs and a Q100 of 4.87 cfs. Inlet No. 7, which is proposed to
be a standard 5' single inlet on grade, will capture 3.11 cfs of the QlO and 3.87 crs of the QlOO
flow. This will let 0.48 cfs of the Q 10 flow and 1.00 cfs of the Q100 flow bypass onto Inlet No. 8.
The outfall storm drain to the creek from this point calculates to require a 21" RCP which would
carry a maximum capacity of 15 .84 cfs which is adequate, but we will use a 24" RCP. Placing
dry rip-rap in the short channel between the downstream headwall and Lick Creek will dissipate
the energy from the outlet velocity.
Drainage Area "8" which has an area of 1.2 acres of residential lots lying southwest of
Meadow View Drive has a Q10 of 4.3 cfs and a Q100 of 5.8 cfs. The street slopes at 1.5% in this
area and, as shown in the following tabulation, can carry 15 .3 cfs. We will not need to install an
inlet at the intersection of Meadow View Drive and Hartford Drive.
Drainage Area "9" of 0. 7 acres is added to Drainage Area "8" downstream of Hartford Drive
which results in a combined Q 10 of 6.8 cfs and a combined Q100 of 9.2 cfs. The street slope
flattens to 1.00% and can carry 12.5 cfs between the curbs, which is adequate.
Drainage Area "10" is added to the flow onto Meadow View Court. This results in a
combined Q10 of9.7 cfs and a combined Q100 of13.13 cfs. The following street flow tabulations
show that a 27' wide street can carry 10.0 cfs between the curbs at 0.65%, which is the street
slope in the area. This is adequate for the combined Q10 runoff. The Q100 runoff will exceed
this, but since no runoff accumulates on the south side of the street and Inlet No. 7 has only 1.00
cfs of bypass flow, then the Q100 can be contained between the curbs.
23
Inlet No. 8, which will be located in a sump at the south side of Meadow View Court will collect
the strom water from Drainage Areas "8", "9" and "10" and deliver it to Lick Creek through a
24" RCP storm drain.
Meadow View at 1.50%
Street Flow
Street Grade(%) ................................ ..
Manning's Roughness Coefficient (n-value) .........
Street Width (feet) .............................. .
Street Crown (in.) .............................. ..
Street Side Slope (horizontalNertical) .......... .
Program Results:
Depth Flow Rate Velocity Velocity
(ft.) (cfs) (fps) Head (ft)
0.1 0.2
0.2 1.3
0.3 3.9
0.4 8.4
0.5 15.3
Mountain View at 1.001Yo
Street Flow
1.61
2.55
3.34
4.04
4.69
Street Grade (% ) ................................ ..
0.040
0.101
0.173
0.254
0.342
Manning's Roughness Coefficient (n-value) .........
Street Width (feet) .............................. .
Street Crown (in.) .............................. ..
Street Side Slope (horizontalNertical) .......... .
24
Energy
Head (ft)
0.140
0.301
0.473
0.654
0.842
1.50
0.0150
27
6
26.0
Flow Area
(sq. ft)
0.1
0.5
1.2
2.1
3.3
Top Width
(ft)
2.6
5.2
7.8
10.4
13.0
1.00
0.0150
27
6
26.0
Program Results:
Depth Flow Rate Velocity
(ft.) (cfs) (fps)
0.1 0.2 1.31
0.2 1.4 2.08
0.3 3.2 2.73
0.4 6.9 3.30
0.5 12.5 3.83
Meadow C:ourt View at 0.65%
Street Flow
Velocity
Head (ft)
0.027
0.067
0.115
0.169
0.228
Street Grade(%) ................................ ..
Manning's Roughness Coefficient (n-value) .........
Street Width (feet) .............................. .
Street Crown (in .) .............................. ..
Street Side Slope (horizontalNertical) .......... .
Program Results:
Depth Flow Rate Velocity Velocity
(ft.) (cfs) (fps) Head (ft)
0.1 0.1 1.06 0.017
0.2 0.9 1.68 0.044
0.3 2.6 2.20 0.075
0.4 5.5 2.66 0.110
0.5 10.0 3.09 0.148
25
Energy Flow Area
Head (ft) (sq. ft)
0.127 0.1
0.267 0.5
0.415 1.2
0.569 2.1
0.728 3.3
Energy Flow Area
Head (ft) (sq . ft)
0.117 0.1
0.244 0.5
0.375 1.2
0.510 2.1
0.648 3.3
Top Width
(ft)
2.6
5.2
7.8
10.4
13.0
0.65
0.0150
27
6
26.0
Top Width
(ft)
2.6
5.2
7.8
10.4
13.0
Hydraftow Summary Report Page 1
Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor Dns
No. rate size length EL On EL Up slope down up loss line
(cfs) (In) (ft) (ft) (ft) (%) (ft) (ft) (ft) No.
1 @) 21 c 60.0 288.82 289.42 1.000 290.14 290.81 0.53 End
2 J 11 .15 21 c 91 .0 291.42 292.33 1.000 292.52 293.55 0.45 1
3 " 11 .15 21 c 467.0 292.33 297.93 1.199 294.00 299.15 0.60 2
Project File: MeaVuStrm.stm IDF File: Brazos.IDF Total No. Lines: 3 Run Date: 07-11-2001
NOTES: c = circular; e = elliptical; b = box; Return period = 10 Yrs.; * Indicates surcharge condition.
Hydraflow Inlet Report Page 1
Line Inlet ID Q= Q Q Q June Curb Inlet Grate Inlet Gutter Inlet Byp
No CIA carry capt byp type line
Ht L area L w So w Sw Sx n depth spread depth spread Dep No
(cfs) (cfs) (cfs) (cfs) (in) (ft) (sqft) (ft) (ft) (ft/ft) (ft) (ft/ft) (ft/ft) (ft) (ft) (ft) (ft) (in)
1 3.60 0.00 3.11 0.48 Curb 7.0 5.00 0.00 0.00 0.00 0.011 3.00 0.230 0.010 0.013 0.53 2.30 0.54 2.33 8.00 Off
2 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 0.00 0.000 0.00 0.000 0.000 0.013 0.00 0.00 0.00 0.00 0.0 1
3 11.15 0.00 11 .15 0.00 Curb 7.0 16.00 0.00 0.00 0.00 0.012 3.00 0.230 0.010 0.013 0.78 12.00 0.79 12.33 8.00 2
Project File: MeaVuStrm.stm I 1-D-F File: Brazos.IDF l Total number of lines: 3 I Run Date: 07-11-2001
NOTES: Inlet N-Values = 0.016; Intensity= 80.00 I (Inlet time+ 8.50) "0.76; Return period= 10 Yrs. ; •Indicates Kncmn Q added
Hydraflow Storm Sewer Tabulation Page 1
Station Len Drng Area Rn off AreaxC Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd I Rim Elev Line ID
coeff (I) flow full
Line To Iner Total Iner Total Inlet Sy st Size Slope Up On Up On Up On
Line
(ft) (ac) (ac) (C) (min) (min) (In/hr) (cfs) (cfs) (ft/s) (In) (%) (ft) (ft) (ft) (ft) (ft) (ft)
I
1 End 60.0 1.00 4.10 0.50 0.50 2.05 15.0 17.0 6.8 ... 14.26 15.84 7.15 21 1.00 289.42 288.82 290.81 290.14 294.80 292.82
2 1 91 .0 0.00 3.10 0.00 0.00 1.55 0.0 16.7 6.8 .. '11 .15 15.84 6.62 21 1.00 292.33 291 .42 293.55 292.52 296.02 294.80
3 2 467.0 3.10 3.10 0.50 1.55 1.55 15.0 15.0 7.2 ~ 17.35 5.46 21 1.20 297.93 292.33 299.1 5 294.00 301 .69 296.02
~o\
Project File: MeaVuStrm.stm IDF File: Brazos.IDF Total number of lines: 3 Run Date: 07-11-2001
NOTES: Intensity = 80.00 I (Inlet time+ 8.50) "0.76; Return period= 10 Yrs. ; Initial tailwater elevation= 290.14 (ft) ; Total flows limited to inlet captured flows.
I\
Storm Sewer Profile Proj. file: MeaVuStrm.stm
Elev. (ft)
315.0
309.0
Ln:3
303.0
21 (in)
-
Ln:2 --Ln: 1 -21 (in) ---297.0 -21 (in) ----
... -----_.,...,,.
~ ---
291 .0 -
===-- -
-,....
-
285 .0
0 50 100 150 200 250 300 350 400 450 500 550 600 650
Reach (ft)
Hydraflow Summary Report
Line Line ID Flow Line Line Invert Invert Line HGL
No. rate size length ELDn EL Up slope down
(cfs) (in) (ft) (ft) (ft) (%) (ft)
1 \l• (~ 21 c 60.0 288.82 289.42 1.000 290.57*
2 \.l \!!~ 21 c 91 .0 291.42 292.33 1.000 292.79
3 " v~ 21 c 467.0 292.33 297.93 1.199 294.36
Project File: MeaVuStnn.stm IDF File: Brazos.IDF Total No. Lines: 3
NOTES: c = circular; e = elliptical; b = box; Return period=@ Yrs.; * Indicates surcharge condition.
Page 1
HGL Minor Dns
up loss line
(ft) (ft) No.
291 .43* 0.68 End
293.76 0.60 1
299.35 0.81 2
Run Date: 07-11-2001
'~
11 ,,
Hyd raflow Inlet Report Page 1
Line Inlet ID Q= Q Q Q June Curb Inlet Grate Inlet Gutter Inlet Byp
No CIA carry capt byp type line
Ht L area L w So w Sw Sx n depth spread depth spread Dep No
(cfs) (cfs) (cfs) (cfs) (in) (ft) (sqft) (ft) (ft) (ft/ft) (ft) (ft/ft) (ft/ft) (ft) (ft) (ft) (ft) (in)
1 4.87 0.00 3.87 1.00 Curb 7.0 5.00 0.00 0.00 0.00 0.011 3.00 0.230 0.010 0.013 0.60 2.61 0.60 2.58 8.00 Off
2 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 0.00 0.000 0.00 0.000 0.000 0.013 0.00 0.00 0.00 0.00 0.0 1
3 15.08 0.00 15.08 0.00 Curb 7.0 16.00 0.00 0.00 0.00 0.012 3.00 0.230 0.010 0.013 0.84 18.00 0.84 17.33 8.00 2
Project File: MeaVuStrm.stm I 1-D-F File: Brazos.IDF I Total number of lines: 3 I Run Date: 07-11-2001
NOTES: Inlet N-Values = 0.016 ; Intensity= 96.00 I (Inlet time+ 8.00) 11 0.73; Return period =@ Yrs.; *Indicates Known Q added
Hydraflow Storm Sewer Tabulation Page 1
Station Len Drng Area Rn off AreaxC Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd I Rim Elev Line ID
coeff (I) flow full
Line To Iner Total Iner Total Inlet Sy st Size Slope Up On Up On Up On
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
.... ~."'
1 End 60.0 1.00 4.10 0.50 0.50 2.05 15.0 16.5 9.3 a 15.84 7.88 21 1.00 289.42 288.82 291 .43 290.57 294.80 292.82
2 1 91.0 0.00 3.10 0.00 0.00 1.55 0.0 16.2 9.4 15.84 7.32 21 1.00 292.33 291.42 293.76 292.79 296.02 294.80
3 2 467.0 3.10 3.10 0.50 1.55 1.55 15.0 15.0 9.7 17.35 6.73 21 1.20 297.93 292.33 299.35 294.36 301 .69 296.02
ll
Project File: MeaVuStrm.stm IDF File: Brazos.IDF Total number of lines: 3 Run Date: 07-11-2001
NOTES: Intensity= 96.00 I (Inlet time+ 8.00) A 0.73; Return period & Yrs. ; Initial tailwater elevation = 290.57 (ft) ; Total flows limited to inlet captured flows.
Storm Sewer Profile Proj. file: MeaVuStrm.stm
Elev. (ft)
315.0
309.0
Ln: 3
303.0
21 (in)
-
Ln:2 -Ln: 1 21 (in) --297.0 -21 (in)
... .-----
............... ~ -
291 .0 ~ ~
~
-
285.0
0 50 100 150 200 250 300 350 400 450 500 550 600 650
Reach (ft)
Conclusion
The design of these drainage facilities is in compliance with the City of College Station
Drainage Policy and Design Standards. The design provides for adequate control of the
stormwater flow through this project from both the 10 year design storm and the 100 year flood.
The design is for ultimate development. Offsite routing is directly to Lick Creek There should
be no stormwater problems in this subdivision.
34
Joe Orr, Inc.
Surveyors & Engineers
2167 Post Oak Circle
College Station, Texas 77845
(979) 690-3378
ADDENDUM
TO
Drainage Report
Westfield Phase 3
Prepared by
David R. Mayo, P.E.
for
BCS Development Company
4112 Highway 6 South
College Station, Texas 77845
July 19, 2001
ADDENDUM
To
Westfield Phase 3 Drainage Report
The purpose of this addendum is to verify that the requirement of a 25% reduction in the
area of storm drains 24" and below is met.
Areas of circular pipes are as follows :
24" is 3.14 square feet. 75% of this is 2.4 square feet.
21" is 2.4 square feet. 75% of this is 1.8 square feet.
18" is 1.77 square feet. 75% of this is 1.3 square feet.
We used the Flow Master program from Haestad Methods, Inc. of Waterbury, CT. to
calculate flow areas for a 10-year design for each storm drain. Printed results are included
on following pages.
Storm Drain 1 -21" RCP at 1.12% slope, Q10 = 11.15 cfs, flow area= 1.6 sq. ft. -OK
Storm Drain 2 -24" RCP at 1.12% slope, Q10 = 19.06 cfs, flow area= 2.4 sq. ft. -OK
Storm Drain 3 -18" RCP at 0.5% slope, Q10 = 5.91 cfs, flow area = 1.3 sq. ft. -OK
Storm Drain 5 -21" RCP at 1.2% slope, Q1o = 11.15 cfs, flow area= 1.5 sq. ft. -OK
Storm Drain 6 -21" RCP at 1.0% slope, Q10 = 11.15 cfs, flow area = 1. 7 sq. ft. -OK
Storm Drain 7 -24" RCP at 1.0% slope, Q10 = 14.26 cfs, flow area= 2.0 sq. ft. -OK
Storm Drain 8 -24" RCP at 1.0% slope, Q10 = 10.1 cfs, flow area = 1.5 sq. ft. -OK
All storm drains in this project are equal to or less than 75% of the total pipe area.
Project Description
Worksheet
Flow Element
Method
Solve For
Input Data
Storm Drain 1
Circular Chann
Manning's Form
Channel Depth
Mannings Coeffic 0.014
Slope 011200 ft/ft
Diameter 21 in
Discharge 11 .15 cfs
Results
Depth 1.10 ft
Flow Area 1.6 ft•
Wetted Perime 3.19 ft
Top Width 1.69 ft
Critical Depth 1.24 ft
Percent Full 62.6 %
Critical Slope 0.007861 ft/ft
Velocity 7.04 ft/s
Velocity Head 0.77 ft
Specific Energy 1.87 ft
Froude Numbe 1.28
Maximum Disch 16.75 cfs
Discharge Full 15.57 cfs
Slope Full 0.0057 44 ft/ft
Flow Type upercritical
c:\haestad\fmw\westnd3.fm2
Storm Drain 1
Worksheet for Circular Channel
Joe Orr, Inc.
07/19/01 09:33:18 AM (!;) Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA
Project Engineer: David R. Mayo
FlowMaster v6.0 [614b)
(203) 755-1666 Page 1 of 1
Project Description
Worksheet
Flow Element
Method
Solve For
Input Data
Storm Drain 2
Circular Chann
Manning's Form
Channel Depth
Mannings Coeffic 0.014
Slope 011200 Mt
Diameter
Discharge
Results
Depth
Flow Area
Wetted Perime
Top Width
Critical Depth
Percent Full
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Numbe
Maximum Disch
Discharge Full
Slope Full
Flow Type
24 in
19.06 cfs
1.43 1t
2.4 ft•
4.02 1t
1.81 1t
1.57 1t
71 .3 %
0.008947 Mt
7.95 1t/s
0.98 1t
2.41 1t
1.22
23.91 cfs
22.23 cfs
0.008234 Mt
upercritical
c:lhaestad\fmw\westfld3.fm2
Storm Drain 2
Worksheet for Circular Channel
J oe Orr, Inc.
07/19/01 09:30:33 AM ~ Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA
Project Engineer: David R. Mayo
FlowMaster v6.0 [614b]
(203) 755-1666 Page 1 of 1
Project Description
Worksheet
Flow Element
Method
Solve For
Input Data
storm Drain 3
Circular Chann
Manning's Form
Channel Depth
Mannings Coeffic 0.014
Slope 005000 Mt
Diameter
Discharge
Results
Depth
Flow Area
Wetted Perime
Top Width
Critical Depth
Percent Full
Critical Slope
Velocity
Velocity Head
Sp~cific Energy
Froude Numbe
Maximum Disch
Discharge Full
Slope Full
Flow Type
18 in
5.91 cfs
1.07 ft
1.3 ft•
3.02 ft
1.36 ft
0.94 ft
71 .3 %
0.007165 Mt
4.39 ft/s
0.30 ft
1.37 ft
0.78
7.42 cfs
6.90 cfs
0.003672 Mt
ubcritical
c:lhaestad\fmw\westfld3.fm2
storm Drain 3
Worksheet for Circular Channel
Joe Orr, Inc.
07/1 9/01 09:35:33 AM ~ Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA
Project Engineer: David R. Mayo
FlowMaster v6.0 [614b)
(203) 755-1666 Page 1 of 1
Project Description
Worksheet
Flow Element
Method
Solve For
Input Data
Storm Drain 5
Circular Chann
Manning's Form
Channel Depth
Mannings Coeffic 0.014
Slope 012000 ft/ft
Diameter 21 in
Discharge 11 .15 cfs
Results
Depth 1.07 ft
Flow Area 1.5 ft•
Wetted Perime 3.14 ft
Top Width 1.71 ft
Critical Depth 1.24 ft
Percent Full 61 .2 %
Critical Slope 0.007861 ft/ft
Velocity 7.23 ft/s
Velocity Head 0.81 ft
Specific Energy 1.88 ft
Froude Numbe 1.34
Maximum Disch 17.34 cfs
Discharge Full 16.12 cfs
Slope Full 0.005744 ft/ft
Flow Type upercritical
c:lhaestad\fmw\westfield3.fm2
Storm Drain 5
Worksheet for Circular Channel
Joe Orr, Inc.
07/18101 08:57:26 AM ~ Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA
Project Engineer: David R. Mayo
FlowMaster v6.0 (614b]
(203) 755-1666 Page 1 of 1
Project Description
Worksheet
Flow Element
Method
Solve For
Input Data
Storm Drain 6
Circular Chann
Manning's Form
Channel Depth
Mannings Coeffic 0.014
Slope 010000 Mt
Diameter
Discharge
Results
Depth
Flo.w Area
Wetted Perime
Top Width
Critical Depth
Percent Full
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Numbe
Maximum Disch
Discharge Full
Slope Full
Flow Type
21 in
11.15 cfs
1.14 ft
1.7 ft•
3.29 ft
1.67 ft
1.24 ft
65.1 %
0.007861 Mt
6.73 ft/s
0.70 ft
1.84 ft
1.19
15.83 cfs
14.71 cfs
0.005744 Mt
upercritical
c:\haestad\fmw\westfld3.fm2
Storm Drain 6
Worksheet for Circular Channel
Joe Orr, Inc.
Project Engineer: David R. Mayo
FlowMaster v6.0 (614b)
07/1 9/01 09:39:14 AM «:> Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1
Project Description
Worksheet
Flow Element
Method
Solve For
Input Data
Storm Drain 7
Circular Chann
Manning's Form
Channel Depth
Ma.nnings Coeffic 0.014
Slope 01 OCXXl ft/ft
Diameter
Discharge
Results
Depth
Flow Area
Wetted Perime
Top Width
Critical Depth
Percent Full
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Numbe
Maximum Disch
Discharge Full
Slope Full
Flow Type
24 in
14.26 cfs
1.21 ft
2.0 ft2
3.56 ft
1.96 ft
1.36 ft
60.4 %
0.007094 ft/ft
7.19 ft/s
0.80 ft
2.01 ft
1.26
22.60 cfs
21.01 cfs
0.004609 ft/ft
upercritical
c:\haestad\fmw\westfld3.fm2
Storm Drain 7
Worksheet for Circular Channel
Joe Orr, Inc.
Project Engineer: David R. Mayo
FlowMaster v6.0 [61 4b)
07/19/01 09:41 :37 AM ~ Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1
Project Description
Worksheet
Flow Element
Method
Solve For
Input Data
Storm Drain 8
Circular Chann
Manning's Form
Channel Depth
Mannings Coeffic 0.014
Slope 010000 ft/ft
Diameter
Discharge
Results
Depth
Flow Area
Wetted Perime
Top Width
Critical Depth
Percent Full
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Numbe
Maximum Disch
Discharge Full
Slope Full
Flow Type
24 in
10.10 cfs
0.98 ft
1.5 ft•
3.10 ft
2.00 ft
1.14 ft
48.9 %
0.006053 ft/ft
6.62 ft/s
0.68 ft
1.66 ft
1.34
22.60 cfs
21.01 cfs
0.002312 ft/ft
upercritical
c:\haestad\fmw\westfld3.fm2
Storm Drain 8
Worksheet for Circular Channel
Joe Orr, Inc.
07/19/01 09:52:33 AM CO Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA
Project Engineer: David R. Mayo
FlowMaster v6.0 [614b)
(203) 755-1666 Page 1 of 1
Hydraflow FL-DOT Report Page 1
Line To Type n-Len Drainage Area Time Time lnten Total Add Inlet Elev ofHGL Rise HGL Actual Date: 07-18-2001
No Line of value of of (I) CA a elev
struc C1 = 0.2 cone flow Elev of Crown Span Pipe Full Flow Frequency: 10 yrs
C2 = 0.5 In Total
CJ= 0.9 sect flow Elev of Invert Project: Victorla.stm
lncre-Sub-Sum a Up Down Fall Size Slope Vel Cap
ment total CA
(ft) (ac) (ac) (min) (min) (In/hr) (cfs) (ft) (ft) (ft) (ft) (in) (%) (ft/s) (cfs) Line description
1 End Curb 0.013 236.0 0.00 0.00 0.00 16.71 0.59 6.8 4.35 0.00 299.12 296.49 294.70 1.79 30 0.76 7.41 32.81 Storm Drain 4
0.00 0.00 0.00 32.81 297.08 293.07 30 1.70 10.89 53.46
0.00 0.00 0.00 294.58 290.57 4.01 Cir
2 1 Curb 0.013 273.0 0.00 0.00 0.00 15.96 0.75 7.0 2.65 0.00 302.26 299.n 297.78 1.99 24 0.73 6.69 19.06 Storm Drain 2
0.00 0.00 0.00 19.06 300.22 297.16 24 1.12 7.62 23.95
0.00 0.00 0.00 298.22 295.16 3.06 Cir
3 2 Curb 0.013 268.0 0.00 0.00 0.00 15.00 0.96 7.2 1.55 0.00 305.34 302.n 300.18 2.59 21 0.97 5.49 11 .15 Storm Drain 1
0.00 0.00 0.00 11.15 303.30 300.30 21 1.12 6.97 16.76
0.00 0.00 0.00 301 .55 298.55 3.00 Cir
4 1 Curb 0.013 58.0 0.00 0.00 0.00 10.00 0.29 8.6 1.05 0.00 299.62 297.96 297.78 0.18 18 0.32 3.34 5.91 Storm Drain 3
0.00 0.00 0.00 5.91 297.41 297.12 18 0.50 4.20 7.43
0.00 0.00 0.00 295.91 295.62 0.29 Cir
NOTES: Intensity= 80.00 I (Inlet time + 8.50) A 0.76 (in/hr) ; Time of flow in section is based on full flow.; Initial tailwater elevation = 294.70 (ft) ; Total flows limited to inlet captured flows .
Hydraflow Storm Sewer Tabulation Page 1
Station Len DmgArea Rnoff Areax C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Gmd I Rim Elev Line ID
coeff (I) flow full
Line To Iner Total Iner Total Inlet Sy st Size Slope Up On Up On Up On
Line
(ft) (ac) (ac) (C) (min) (min) (In/hr) (cfs) (cfs) (ft/s) (In) ('hi) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 236.0 1.30 8.10 0.50 0.65 4.35 15.0 16.7 6.8 32.81 49.64 7.41 30 1.70 294.58 290.57 296.49 294.70 299.12 0.00 Storm Drain 4
2 1 273.0 2.20 5.30 0.50 1.10 2.65 15.0 16.0 7.0 19.06 22.24 6.49 24 1.12 298.22 295.16 299.86 297.78 302.26 299.12 Storm Drain 2
3 2 268.0 3.10 3.10 0.50 1.55 1.55 15.0 15.0 7.2 11 .15 15.56 5.45 21 1.12 301 .55 298.55 302.77 300.23 305.34 302.26 Storm Drain 1
4 1 58.0 1.50 1.50 0.70 1.05 1.05 10.0 10.0 8.6 5.91 6.90 3.34 18 0.50 295.91 295.62 297.99 297.78 299.62 299.12 Storm Drain 3
Project File: Victoria.stm IDF File: Brazos.IDF Total number of lines: 4 Run Date: 07-18-2001
NOTES: Intensity= 80.00 I (Inlet time+ 8.50) "0.76; Return period = 10 Yrs. ; Initial tailwater elevation = 294.70 (ft) ; Total flows limited to inlet captured flo.vs.
Hydraflow FL-DOT Report Page 1
Line To Type n -Len Drainage Area Time Time lnten Total Add Inlet Elev of HGL Rise HGL Actual Date: 07-18-2001
No Line of value of of (I) CA Q elev
struc C1 = 0.2 cone flow -Elev of Crown Span Pipe Full Flow Frequency: 10 yrs
C2z:: 0.5 In Total
C3z:: 0.9 sect flow Elev of Invert Project: MeaVuStnn.strn -
lncre-Sub-Sum Q Up Down Fall Size Slope Vel Cap
ment total CA
(ft) (ac) (ac) (min) (min) (In/hr) (cfs) (ft) (ft) (ft) (ft) (In) (%) (ft/s) (cfs) Line description
1 End Curb 0.014 60.0 0.00 0.00 0.00 17.01 0.22 6.8 2.05 0.00 294.80 290.76 290.57 0.19 24 0.31 5.64 14.26 Stonn Drain 7
0.00 0.00 0.00 14.26 291.42 290.82 24 1.00 6.69 21 .00
0.00 0.00 0.00 289.42 288.82 0.60 Cir
2 1 MH 0.014 91 .0 0.00 0.00 0.00 16.68 0.33 6.8 1.55 0.00 296.02 293.55 292.58 0.98 21 1.07 6.40 11.15 Stonn Drain 6
0.00 0.00 0.00 11.15 294.08 293.17 21 1.00 6.12 14.71
0.00 0.00 0.00 292.33 291.42 0.91 Cir
3 2 Curb 0.014 467.0 0.00 0.00 0.00 15.00 1.68 7.2 1.55 0.00 301 .69 299.15 294.00 5.15 21 1.10 5.46 11.15 Stonn Drain 5
0.00 0.00 0.00 11.15 299.68 294.08 21 1.20 6.70 16.11
0.00 0.00 0.00 297.93 292.33 5.60 Cir
NOTES: Intensity = 80.00 I (Inlet time+ 8.50) "0.76 (in/hr) ; nme ci flON in section is based on full f!ON.; Initial tailwater elevation = 290.57 (ft) ; Total flONs limited to inlet captured flo.vs.
Hydraflow Storm Sewer Tabulation Page 1
Station Len DrngArea Rn off Areax C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Gmd I Rim Elev Line ID
coeff (I) flow full
Line To Iner Total Iner Total Inlet Sy st Size Slope Up On Up On Up On
Line
(ft) (ac) (ac) (C) (min) (min) (In/hr) (cfs) (cfs) (ftls) (In) (".4) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 60.0 1.00 4.10 0.50 0.50 2.05 15.0 17.0 6.8 14.26 21.00 5.64 24 1.00 289.42 288.82 290.76 290.57 294.80 292.82 Storm Drain 7
2 1 91.0 0.00 3.10 0.00 0.00 1.55 0.0 16.7 6.8 11 .15 14.71 6.40 21 1.00 292.33 291 .42 293.55 292.58 296.02 294.80 Storm Drain 6
3 2 467.0 3.10 3.10 0.50 1.55 1.55 15.0 15.0 7.2 11.15 16.11 5.46 21 1.20 297.93 292.33 299.15 294.00 301 .69 296.02 Storm Drain 5
Project File: MeaVuStrm.stm IDF File: Brazos.IDF Total number rJ lines: 3 Run Date: 07-18-2001
NOTES: Intensity= 80.00 I (Inlet time+ 8.50) "0.76; Return period= 10 Yrs. ; Initial tailwater elevation= 290.57 (ft) ; Total flows limited to inlet captured flows.