HomeMy WebLinkAboutFolderSUPPLEMENTAL DEVELOPMENT PERMIT INFORMATION
Application is hereby made for the following development specific site/waterway altera~ions:
Qa s+ 1£&)4-tt,,, Set----hOY\ I 0 ; 1o :G:t'l sdru. c .. iv.re ~ evi strL.lL--fl 9Yl
ACKNOWLEDGMENTS:
I, -~\"-N-=c;~:o....),_\"'""u~-=e,_f...__h_<~-l~l~i-t-p~S~-----· design eng ineer~wner. 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 ap:;.:_;:o"¢;;;r;;:ents and the requ;rements of Cha~•~pm•;on c;1y Code.
PrCli)erty Owner(~ -Gont064"£llO-.s;"" .,,-
CERTIFICATIONS: (for proposed alterations within designated flood hazard areas.)
A.I, certify that any nonresidential structure on or proposed to be on this site
as part of this application is designated to prevent damage to the structure or its contents as a result of flooding from the
100 year storm.
Engineer Date
B. I, certify that the finished floor elevation of the lowest floor, including any
basement, of any residential structure, proposed as part of this application is at or abov~,~e base flood elevation
established in the latest Federal Insurance Administration Flood Hazard Study and maps.,~@~~~'\ ~,,(.._~ •••••••••• 4--1 '• ,0 .. ·· ~ ·· .. IS' .,
Engineer Date f: / ~ \ ~ "~ ~··························· .. ······~
C. I, , b~h 'f · 2c.J1 l.L f-t , certify that the alterations or de rzrrrent·~~w~·rs~:~J permit shall \ c f l . ~OSEPH P. SCHULTZ j
not diminishth flood-carrying capacity of the waterway adjoining or crossing this ·~~s! gtl~QM'd~~h alterations
or development are consistent with requirements of the City of College Station ~··~~~~113 concerning
encroachments of fl o~ys a1d of ro~dway fringes. \\{~ONAL ;,.t_.:"
). ~ 1-l'j-o z.,..~
Date
D. I, , do certify that the proposed alterations do not raise the level of the 100
year flood above elevation established in the latest Federal Insurance Administration Flood Hazard Study.
Engineer Date
Conditions or comments as part of approval:----------------------------
In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure
that debris from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage
facilities. All development shall be in accordance with the plans and specifications submitted to and approved by the City
Engineer for the above named project All of the applicable codes and ordinances of the City of College Station shall
apply.
FNLPAPP.DOC 4/17/02 J or J
Total Acres Of Subdivision l 5· \ Z.-~ R-0-W Acreage A.Jit: . Total# Of Lots (o 2-
Number Of Lots By Zoning District &z. I PDD -t~ I I __
Average Acreage Of Each Residential Lot By Zoning District:
D, r7'bt \'Di)-1-\ I ---I ------
Floodplain Acreage __ ()=· ___ _
A Statement Addressing Any Differences Between The Final Plat And Approved Master Development Plan
And/Or Preliminary Plat (If Applicable):
Requested Variances To Subdivision Regulations & Reason For Same: ~e+--fbb -H ~~
i r eJi vYl i V"\ tLvj yl eJ-
RequestedOvers~eParticipation :_4~~D~~~~~----------------------
-
Total Linear Footage of
Proposed Public:
'LVf<O' Streets
I Z22o Sidewalks
3(4-s' Sanitary Sewer Lines
z_qzd Water Lines
'2-'cf:>' I eVY\~~..,__~ Chann Is
) \ltS I Storm Sewers
0 Bike Lanes I Paths
Parkland Dedication due prior to filing the Final Plat:
# of acres to be dedicated + $ development fee -------
___ # of acres in floodplain
# of acres in detention ---
___ # of acres in greenways
OR
FEE IN LIEU OF LAND:
___ #of Single-Family Dwelling Units X $457 = $ ___ _
_______ (date) Approved by Parks & Recreation Board
NOTE: DIGITAL COPY OF PLAT MUST BE SUBMITTED PRIOR TO FILING.
The applicant has prepared this application and certifies that the facts stated herein and exhibits attached
hereto are true, correct and complete. The undersigned hereby requests approval by the City of College
Station of the above-identified final plat.
/ZL L9at.
Date/? )
FNLPAPP.DOC 4/17/02 2 or J
SUBMIT APPLICATION ANO THIS
LIST CHECKED OFF WITH 13
FOLDED COPIES OF PLAT FOR REVIEW
FINAL PLAT MINIMUM REQUIREMENTS
(ALL CITY ORDINANCES MUST BE MET)
INCLUDING BUT NOT LIMITED TO THE FOLLOWING:
(Requirements based on field survey and marked by monuments and markers.)
1Z 1. Drawn on 24" x 36 " sheet to scale of 100' per inch or larger.
Gd"' 2. Vicinity map which includes enough of surrounding area to show general location of subject
property in relationship to College Station and its City Limits . No scale required but include north
arrow.
3. Title Block with the following information:
8" Name and address of subdivider, recorded owner, planner, engineer and surveyor.
0--Proposed name of subdivision. (Subdivision name & street names will be approved
through Brazos County 911 .) (Replats need to retain original subdivision name.)
Q--Date of preparation.
CJ.-Engineer's scale in feet.
0.-Total area intended to be developed.
Ef 4. North Arrow.
Gr" 5. Subdivision boundary indicated by heavy lines.
B" 6. ff more than 1 sheet, an index sheet showing entire subdivision at a scale of 500 feet per inch or
larger.
7. All applicable certifications based on the type of final plat.
0 Ownership and Dedication
D Surveyor and/or Engineer
D City Engineer (and City Planner, if a minor plat)
D Planning and Zoning Commission (delete if minor plat)
0 Brazos County Clerk
D Brazos County Commissioners Court Approval (ET J Plats only)
~ 8. Paid tax certificates.
0"' 9. If submitting a replat where there are existing improvements, submit a survey of the subject
property showing the improvements to ensure that no encroachments will be created.
D 10. ff using private septic systems. add a general note on the plat that no private sewage facility may
f.J//J. be installed on any lot in this subdivision without the issuance of a license by the Brazos County
Health Unit under the provisions of the private facility regulations adopted by the Commissioner's
Court of Brazos County, pursuant to the provisions of Section 21.004 of the Texas Water Code.
c::l 11 . Location of the 100 Year Floodplain and floodway, if applicable, according to the most recent
available data.
0' 12. Lot corner markers and survey monuments (by symbol) and clearly tied to basic survey data.
l·INAI. l'l.A I Clll'CKl.IS I
Fnlrck-Rcv-2-12-02.DOC 4/17/02
I of 2
iz:( 13. Matches the approved preliminary plat and/or master development plan.
[2( 14. The location and description with accurate dimensions. bearings or deflection angles and radii,
area, center angle, degree of curvature. tangent distance and length of all curves for all of the
following: (Show existing items that are intersecting or contiguous with the boundary of or forming
a boundary with the subdivision, as well as, those within the subdivision).
Existing Proposed
G ~ Streets. Continuous or end in a cul-de-sac. stubbed out streets must end into a temp
turn around unless they are shorter than 100 feet.
Gr ['( Public and private R.O.W. locations and widths. (All existing and proposed R.O.W .'s
sufficient to meet Thoroughfare Plan.)
121 c( Street offsets and/or intersection angles meet ordinance.
o NIA D Alleys.
~ 13"' Easements.
0" 13"'" A number or letter to identify each lot or site and each block.
C2l 13"' Greenbelt area/park linkages/parkland dedication ( All proposed dedications must be
reviewed by the Parks and Recreation Board prior to P & Z Commission consideration .)
8 15. Construction documents for all public infrastructure drawn on 24" x 36" sheets and properly sealed
by a Licensed Texas Professional Engineer that include the following:
B' Street, alley and sidewalk plans. profiles and sections. One sheet must show the overall
street, alley and/or sidewalk layout of the subdivision. (may be combined with other
utilities).
G' Sanitary sewer plan and profile showing depth and grades. One sheet must show the
overall sewer layout of the subdivision. (Utilities of sufficient size/depth to meet the
utility master plan and any future growth areas.)
[3-"" Water line plan showing fire hydrants, valves, etc. with plan and profile lines showing
depth and grades. One sheet must show the overall water layout of the subdivision.
(Utilities of sufficient size/depth to meet the utility master plan and any future growth
areas.)
er Storm drainage system plan with contours, street profile, inlets, storm sewer and
drainage channels, with profiles and sections. Drainage and runoff areas. and runoff
based on 5, 10, 25, 50 and 100 year rain intensity. Detailed drainage structure design,
channel lining design & detention if used. One sheet must show the overall drainage
~ To "Be. sva1n1ne.o layout of the subdivision.
I><~"'" lk~ "PA~ Detailed cost estimates for all public infrastructure listed above sealed by Texas P.E.
G-" Drainage Report.
13" Erosion Control Plan (must be included in construction plans).
ca--' 16. All off-site easements necessary for infrastructure construction must be shown on the final plat
with a volume and page listed to indicate where the separate instrument easements were filed .
Separate instrument easements must be filed prior or concurrently with Final Plat.
~ ~· 17. Are there impact fees associated with this development? ~ No
Impact fees for R-1. R-2. & R-3 zoned final plats, must be paid prior to filing.
18. Will any construction occur in TexDOT rights-of-way? Yes .. ciQ)
NOTE:
1.
2.
If yes. TexDOT permit must be submitted along with the construction documents.
We will be requesting the corrected Final Plat to be submitted in digital form if available prior to
filing the plat at the Courthouse.
If the construction area is greater than 5 acres, EPA Notice of Intent (NOi) must be submitted prior
to issuance of a development permit.
FINAi. l'IA IT lll'.CKl.IST
Fnlrc k-Rev-2-12-02.DOC 4/ I 7102
2 or 2
02/11/2002 05:39
0211112002 09 :49
9796901480
4093614487
WALLACE PHILLIPS
BUDDY WINN
PAGE 02
PAGE 01
STATEMENT OF ACCOUNT
This is a statemant of ta~es p~id & due ss a ·
11 FEB e~02 b~sed upon the tax records 6f th1
BRALOS COUNTY TAl. OFFICE
Oper"lt ·::><': CARO:_
This document i~ not a taK certificate .and does not absolve a takpay~r f~om tDX
liability in any w~y. Should this document be foynd to be in error it may be
corrected by the collection office. Re~ponsibility to pay taKes r~mains with
th~ t&xpayer a$ outlined in the Tex~s P~ope~~Y Tax Cade.
GREENS PRAIRIE INVESTORS LTD (160865>
5010 AUGUSTA CIR
COLLEGE STATION1 TX 77845-8983
R10771S (0054~1-0002-0020>
A005401 R STEVENSON <ICLi,
SITUS: GREENS PRRtRlE RD
ENTS DESCRIPTION
TRACT 2 .2, ACRES 277. 1821
Gl
52 ca
Br.a:ltl~ County
College St~tion I5D
Coll~ge Station City
PAID
BILL ID BRSE TAX
C2. 01 • .!f71t211 3,028.04 ce. e11. RB273 a, 321. 73
GL IZll. .!~7101 2,6Ei2.30
GL 1211. R8273 8 ., liH3. 31
52. t.'.li. 471'1'.11 11,24b..45
S~. f211. P.B273 33,545.58
EXEMPTIONS
BILLS SUMMARY
DISC P&I ATT
0.00
0.00
13. 0121
0. l;Zl0
0.00
0.00
Total
Ul'JPAtD BILLS SUMMARY
TAXRBLE
633,880
533~B91Zl
633,880
FEE PD
0.00
0.00
0.00
0.00
121. 00
0.00
Paid on
VALUES
Land Ag M~ct
Land Ag Use
Land HS
Land NHS
Imp Ha
Imp NHS
Ass.essed
-HSCapAdj
DATE PD
011101121e
0111010~:::
01/10/1212
~!/10/02
01/10/02
01/10/02
Pa.id. Bills:
765, BJ.I(
l 3, 7e,Q
12
E.20, 1rz,12
Q
" 633,SSQ.
AM OUN";~ ·. Pr-11 X::
3,0ea.04
8, 32'1. 72
2, 562. 31Z
8,013.31
11, 346. 45
~3, 5'4·5. SB
i6Er,917.41
lHLL ID RATE TAX DUE PEN & INT ATT FEE AMOUNt DUE
Total Due on Unpaid Bills: ~0.00
Total Due for Prop~rty "Rl07719" if Paid Before 3/01/2002: ~0.00
. PAGE l
FOR OFFICE USE ONLY
P&Z CASE NO.: ~-?ii)
~~\Cf D'ltn J-Pev mi+ .__o_AT_E_su_s_M1_n _Eo_: _J'_( 'l_Z----'--10_2 _ __,
ot :WAM
FINAL PLAT APPLICATION SAS
(Check one) Minor
($300.00)
__ Amending
($300.00)
/Final
($400.00)
__ Vacating
($400.00)
__ Replat
($400.00)
The following items must be submitted by an established filing deadline date for P&Z Commission consideration.
MINIMUM SUBMITTAL REQUIREMENTS:
V Filing Fee (see above) NOTE: Multiple Sheets -$55 .00 per additional sheet (2. ~eek "'" ~'\?'S -\-otcJ)
v Development Permit Application Fee of $200.00 (if applicable) .
./ Infrastructure Inspection Fee of $600.00 (applicable if any public infrastructure is being constructed .).
t/ Application completed in full.
~Thirteen (13) folded copies of plat. (A signed mylar original must be submitted after staff review.)
__![_ One (1) copy of the approved Preliminary Plat and/or one (1) Master Plan (if applicable).
v' Paid tax certificates from City of College Station, Brazos County and College Station l.S.D .
.../ A copy of the attached checklist with all items checked off or a brief explanation as to why they are not.
~ Two (2) copies of public infrastructure plans associated with this plat (if applicable).
l4A._ Parkland Dedication requirement approved by the Parks & Recreation Board, please provide proof of
approval (if applicable).
NAME OF SUBDIVISION Cttsfu~ ~d.iv.\.CZst.,erv\ $e.c.J,·v-n /Q
SPECIFl~D LOCATION OF _PROPOSED SUBDIVISION u.J.e~ of Sttd-e., Hi":)b.LAJ~ (p
QV\ fw-Rw'.s l?r-a-iY-u 'B:a::td
APPLICANT/PROJECT MANAGER'S INFORMATION (Primary Contact for the Project):
Name 6_y--..ee,vp -PY-Ale~ 3vw'eS..fvcs 1 t..__+J-W~JJLl(ltpS
Street Address 1\4'10 Ca.~. 11pt;tf1,, Jd-ri 'f{d City Coll &jf Sftt+iro
State :f1 Zip Code _ 14'ti-< E-Mail Address -----------
Phone Number &/t 3 -10 ?o Fax Number --0!.fo~ft.._,Q"----_._I _._4f-A.<;o'-=-------
PROPERTY OWNER'S INFORMATION:
Name G:w--eens Vr-airie ::Hr\\fe5;tl)r0, ~+J.
Street Address L\#10 [a_7f{g1flf:i._, J)r(v~ City Co(/etjf $f~kM
State ·r'f. Zip Code 11<04-S: E-Mail Address ___________ _
Phone Number (aq ·3 -19.> ~O Fax Number __,.fcJ.-<..fl_._,O""---_,/__,_o/b-'""-'O=---------
ARCH ITE CT OR ENGINEER'S INFORMATION:
Name Joc Sc1uJ h, P. E:-. -Jex.um 6erieccJ lf>vtfrtt.Lfor5
Street Address (]QJ 6v-c'--h(,\YV\ ~ City [pl(eqe Xft:ch'<l-vl
State J1 Zip Code ..-J1~ E-Mail Address joe sd.,u...I n,@f-~. VlJ
Phone Number l/J 0-111 \ Fax Number _,,<o'°-q-+'o~-~q__.7,__C[._J.i_ _____ _
FNLPAPP.DOC 4117102 1 of 3
..•.
DEVELOPMENT PERMIT
PERMIT NO. 02-36 ({'1 Project: CASTLE GATE, SECTION 10
COLllGE STATION FOR AREAS INSIDE THE SPECIAL FLOOD HAZARD AREA
RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE
SITE LEGAL DESCRIPTION:
CASTLEGATE SUBDIVISION
SECTION 10
62 LOTS
DATE OF ISSUE: 08/28/02
OWNER:
GREENS PRAIRIE INVESTORS, INC.
4490 CASTLEGATE DRIVE
COLLEGE STATION, TX 77845
SITE ADDRESS:
2270 GREENS PRAIRIE ROAD
DRAINAGE BASIN:
Spring Creek
VALID FOR 9 MONTHS
CONTRACTOR:
TEX CON
1707 GRAHAM ROAD
COLLEGE STATION, TX 77845
TYPE OF DEVELOPMENT: Full Development Permit
SPECIAL CONDITIONS:
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 MUST BE INSTALLED PRIOR TO CONSTRUCTION
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 requirements. The Owner and/or Contractor shall assure that all disturbed areas are sodden and
establishment of vegetation occurs prior to removal of any silt fencing or hay bales used for temporary erosion
control. The Owner and/or Contractor shall also insure that any disturbed vegetation be returned to its ori ginal
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 inside 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 tha apply. 5 _ __,
Date f /
/-/S -a2
Date
..... . .-:-·, ... -' '
..
J TEXCON GENERAL CONTRACTORS 16-Aug-02
VI COST ESTIMATE
,"'? CASTLEGATE SUBDIVISION
~ COLLEGE STATION, TEXAS
SECTION 10 -62 LOTS
Item Estimated Unit Estimated
No. Description Quantity Price Cost
Sitework
1 Mobilization/Layout 1.0 LS $10,000.00 $10,000
2 Site Preparation 4.0 AC $3 ,000.00 $12,000
3 Topsoil Stripping & Replacement 1,500 CY $4.50 $6,750
4 Excavation 5,350 CY $3.50 $18,725
5 Lime Stabilized Subgrade 12,060 SY $3.25 $39,195
6 Concrete Curb & Gutter 5,994 LF $8.00 $47,952
7 Base Material -6" depth 9,895 SY $6 .00 $59,370
8 Asphalt Paving -1 1/2" depth 9,895 SY $5 .00 $49.475
9 Concrete Apron 2,143 SF $5 .50 $11,787
10 ADA Ramp -regular 1 EA $350.00 $350
11 ADA Ramp -corner 6 EA $450.00 $2,700
12 Concrete Sidewalk -4' wide 9,524 SF $3.00 $28,572
13 Seeding & Hydromulch 8,000 SY $0.50 $4,000
14 Silt Fence 950 LF $2.50 $2,375
15 Construction Exit 25 TON $40.00 $1.000
Subtotal $294,251
Storm Drainage
16 Drainage Pipe -18" RCP -structural 73 LF $38.00 $2,774
17 Drainage Pipe -18" RCP -non-structural 41 LF $33.00 $1 ,353
18 Drainage Pipe -24" RCP -structural 111 LF $45.00 $4,995
19 Drainage Pipe -24" RCP -non-structural 182 LF $36.00 $6,552
20 Drainage Pipe -27" RCP -structural 118 LF $48.00 $5,664
21 Drainage Pipe -27" RCP -non-structural 81 LF $40.00 $3,240
22 Drainage Pipe -30" RCP -structural 114 LF $54.00 $6, 156
23 Drainage Pipe -30" RCP -non-structural 64 LF $48.00 $3,072
24 Drainage Pipe -36" RCP -structural 129 LF $63.00 $8, 127
25 Drainage Pipe -36" RCP -non-structural 47 LF $55.00 $2,585
26 Drainage Pipe -42" RCP -structural 198 LF $110.00 $21,780
27 Inlets 5' wide I Junction boxes 4 EA $2,400.00 $9,600
28 Inlets 10' wide 5 EA $3,200.00 $16,000
29 Inlets 15' wide EA $3,600.00 $3,600
30 Inlets 20' wide 1 EA $4,200.00 $4,200
31 Temp_?rary drainage channel grading 230 LF $8.00 $t840
Subtotal $101,538
Water Lines
32 6" Water PVC CL200 (C900) structural 0 LF $26.00 $0
33 6" Water PVC CL200 (C900) non-structural 866 LF $18.00 $15,588
34 8" Water PVC CL200 (C900) structural 565 LF $30.00 $16,950
35 8" Water PVC CL200 (C900) non-structural 738 LF $20.00 $14,760
36 12" Water PVC CL200 (C900) structural 502 LF $42.00 $21,084
37 12" Water PVC CL200 (C900) non-structural 200 LF $28.00 $5,600
38 Gate Valves -6" 3 EA $500.00 $1,500
39 Gate Valves -8" 7 EA $600.00 $4,200
40 Gate Valves -12" 2 EA $1 ,500.00 $3,000
41 M.J. Tees -6" 2 EA $250.00 $500
42 M.J. Tees -8" EA $300.00 $300
Page 1 of 2
\
43 M.J. Tees -8" x 6" 2 EA $300.00 $600
44 M.J. Tees -12" x 6" EA $500.00 $500
45 M.J. Tees -12" Tapped 1 EA $550.00 $550
46 M.J. Cross -12" 2 EA $700.00 $1 ,400
47 M.J. Cross -8" 1 EA $600.00 $600
48 M.J. Reducer -8" x 6" 2 EA $250.00 $500
49 M.J. Reducer -12" x 8" 4 EA $600.00 $2,400
50 M.J. Bend -8" 11 .25 deg. 5 EA $400.00 $2,000
51 M.J. Bend -6" 45 deg. 3 EA $400.00 $1 ,200
52 M.J. Bend -6" 22.5 deg. 2 EA $350.00 $700
53 Water Services 33 EA $750.00 $24,750
54 2" Blow off Assembly 6 EA $450.00 $2,700
55 Air release valve EA $900.00 $900
56 Fire Hydrant Assembly 4 EA $2,200.00 $8,800
57 Connect to existing line 2 EA $350.00 $700
Subtotal $131,782
Sanitary Sewer Lines
58 6" SOR 26 Pipe -struct; avg depth <10' 682 LF $30.00 $20,460
59 6" SOR 26 Pipe -non-str; avg depth < 1 O' 983 LF $20.00 $19,660
60 6" SOR 26 Pipe -struct; avg depth 10'-12' 392 LF $35.00 $13,720
61 6" SOR 26 Pipe -non-str; avg depth 10'-12' 75 LF $27.00 $2,025
62 8" SOR 26 Pipe -struct; avg depth 10'-12' 431 LF $36.00 $15,516
63 8" SOR 26 Pipe -non-str; avg depth 10'-12' 5 LF $29.00 $145
64 8" SOR 26 Pipe -struct; avg depth 12'-14' 166 LF $40.00 $6,640
65 8" SOR 26 Pipe -struct; avg depth 14'-16' 147 LF $44.00 $6,468
66 8" SOR 26 Pipe -non-str; avg depth 14'-16' 5 LF $38.00 $190
67 6" ASTM-02241-struct; avg depth 8'-10' 40 LF $36.00 $1,440
68 6" ASTM-02241-struct; avg depth 10'-12' 20 LF $38.00 $760
69 6" ASTM-02241-non-str; avg depth 10'-12' 20 LF $30.00 $600
70 8" ASTM-02241-struct; avg depth 10'-12' 40 LF $42.00 $1 ,680
71 8" ASTM-02241-struct; avg depth 14'-16' 20 LF $49.00 $980
72 Sewer Services 34 EA $750.00 $25,500
73 Manholes -average depth 8'-1 O' 9 EA $2,200.00 $19,800
74 Manholes -average depth 10'-12' 4 EA $2,400.00 $9,600
75 Manholes -average depth 1.4'-16' EA $2,800.00 $2,800
Subtotal $1 47,984
Total Sitework $294,251
Total Storm Drainage $1 01,538
Total Water $131,782
Total Sanitary Sewer 147 984
TOT AL CONSTRUCTION $675,555 ___ ,,,,,
Engineering and Survey @ 6% $40,533 ---iE. OF -,-,, --'\ \>-•• • • ••• ~-+: ,, Contingency @ 5% $33,778 ,.. ••••• -9 t ;C::> •• •• ·• •• U' • TOTALj $749,8651 "'* .· ·. * ,,, l. . . 1 * • . * ~-·································· ~ l .. A9.~.~r1Lr: .. ~~t'.Y.~E ... J ,-0. . Q:-'"S> \~ 65889 Q /~ J tf~:·f.g1STE~ ~-0
~
'2--0.rthrD
0
Page 2 of 2
Drainage Report
for
Castlegate Subdivision -Section 10
College Station, Texas
July 2002
Developer:
Greens Prairie Investors, Ltd.
By Greens Prairie Associates, LLC
4490 Castlegate Dnve
College Station, Texas 77845
(979) 690-7250
Prepared By:
TEXCON General Contractors
1 707 Graham Road
College Station, Texas 77845
(979) 690-77] 1
CERTIFICATION
I, Joseph P. Schultz, Licensed Professional Engineer No. 65889, State of Texas, certify that thi s
report for the drainage design for the Castlegate Subdivision -Section 10, was prepared by me
in accordance with the provisions of the City of College Station Drainage Policy and Design
Standards for the owners hereof.
~''''''' --ix:. OF /~ '\ _,, ~ •••••••• -r .... ,, ,. .. , .. * .. . '"' '• i--. .• •. v· -J • • •
!! •• •• * ' ~ * • . * ~ ... : ....... : ..... l. ~··············· .. ··scHULTZ ~ ~ JOSEPH P .••••••••••••••••• ~ ~·················· • ti:'-,~····.-<;> 65889 Q/ It} 1t0"' ·{GtsTE.~~·· ~ ,,~s ········· ~0-\\8'0NAL «;;. __
,,,~-
7-z.z.-DL
TABLE OF CONTENTS
DRAINAGE REPORT
CASTLEGATE SUBDIVISION -SECTION 10
CERTIFICATION ................................................................................................................................................................. 1
TABLE OF CONTENTS ....................................................................................................................................................... 2
LIST OF TABLES .................................................................................................................................................................. 2
INTRODUCTION .................................................................................................................................................................. 3
GENERAL LOCATION AND DESCRIPTION ................................................................................................................. 3
FLOOD HAZARD INFORMATION ................................................................................................................................... 3
DEVELOPMENT DRAINAGE PATTERNS ...................................................................................................................... 3
DRAINAGE DESIGN CRITERIA ....................................................................................................................................... 3
STORM \VATER RUNOFF DETERMINATION .............................................................................................................. 4
DETENTION FACILITY DESIGN ..................................................................................................................................... 5
STORM SEWER DESIGN .................................................................................................................................................... 5
CONCLUSIONS ..................................................................................................................................................................... 6
APPENDIX A ......................................................................................................................................................................... 7
Storm Sewer Inlet Design Calculations
APPENDIXB .......................................................................................................................................................................... 9
Storm Sewer Pipe Design Calculations
APPENDIX C ....................................................................................................................................................................... 25
Tempormy Drainage Channel Calculations
EXHIBIT A ........................................................................................................................................................................... 27
Offsite Infrastructure Plan for Castlegate Subdivision
EXHIBITB ........................................................................................................................................................................... 29
Post-Development Drainage Area Map
LIST OFT ABLES
TABLE 1 -Rainfall Intensity Calculations ........................................................................................................................... 4
TABLE 2 -Post-Development Runoff Information -Storm Sewer Design ......................................................................... 5
2
INTRODUCTION
DRAINAGE REPORT
CASTLEGATE SUBDIVISION -SECTION 10
The purpose of this report is to provide the hydrological effects of the construction of the
Castlegate Subdivision -Section 10, and to verify that the proposed stom1 drainage system
meets the requirements set forth by the City of College Station Drainage Policy and Design
Standards.
GENERAL LOCATION AND DESCRIPTION
The project is located on a portion of a 111.46 acre tract located west of State Highway 6 along
the north side of Greens Prairie Road in College Station, Texas. This report addresses Section
10 of this subdivision, which is made up of 15.12 acres. The site is predominantly pastureland
with approximately 30% of the area wooded. The existing grow1d elevations range from
elevation 304 to elevation 328 . The general location of the project site is shown on the vicinity
map in Exhibit B.
FLOOD HAZARD INFORMATION
The project site is located in the Spring Creek branch of the Lick Creek Drainage Basin. The
site is located in a Zone X Area according to the Flood Insurance Rate Map prepared by the
Federal Emergency Management Agency (FEMA) for Brazos County, Texas and incorporated
areas dated 2-9-2000, panel number 48041C0205-D. Zone X Areas are determined to be
outside of the 500-year floodplain.
DEVELOPMENT DRAINAGE PATTERNS
Prior to development, the stom1 water runoff for Section 10 flows in an easterly direction until
it enters a tributary of Spring Creek. Ultimately, the runoff flows into Spring Creek and then
north to the proposed regional detention facility. Refer to the Offsite Infrastructure Plan in
Exhibit A for the location of this proposed detention facility.
DRAINAGE DESIGN CRITERIA
The design parameters for the stom1 sewer are as follows :
• The Rational Method is utilized to determine peak stom1 water runoff rates for the stonn
sewer design.
• Design Storm Frequency
Storm Sewer system
• Runoff Coefficients
Pre-development
10 and 100-year stonn events
Post-development (single family res idential)
3
c = 0.30
c = 0.55
• Rainfall Intensity values for Brazos County for a minimum time of concentration of 10
minutes can be found in Table 1. Where a longer time of concentration was necessary, it is
noted in the respective table, and the intensities are calculated with the higher values where
required.
• Time of Concentration, tc -Due to the small sizes of the drainage areas, the calculated
times of concentration, tc, are less than 10 minutes . Therefore, a minimum tc of 10 minutes
is used in most cases to detem1ine the rainfall intensity values. Where a longer time of
concentration was necessary, it is noted and used accordingly.
STORM WATER RUNOFF DETERMINATION
The peak runoff values were determined in accordance with the criteria presented in the
previous section for the 5, 10, 25, 50, and 100-year stom1 events. The runoff coefficients are
based on the future development of this tract. The drainage areas for post-development are
shown on Exhibit B. Post-development runoff conditions for the storm sewer design are
summarized in Table 2.
TABLE 1 -Rainfall Intensity Calcul ation s
Rainfall Intensity Values (in/hr)
Storm tc =
Event 10 min
15 7.693
110 8.635
125 9.861
150 11 .148
1100 11 .639
Brazos County:
5 !'.'.'.ear storm 10 !'.'.'.ear storm
b = 76 b = 80
d = 8.5 d = 8.5
e = 0.785 e = 0.763
I = b I (tc+d)e
I = Rainfall Intensity (in/hr)
tc = L/(V*60)
tc =Time of concentration (min)
L = Length (ft)
V = Velocity (ft/sec)
25 !'.'.'.ear storm 50 !'.'.'.ear storm 100 !'.'.'.ear storm
b = 89 b = 98 b = 96
d = 8.5 d = 8.5 d = 8.0
e = 0.754 e = 0.745 e = 0.730
(Data taken from State Department of Highways and Public Transportation Hydraulic Manual, page 2-16)
4
TABLE 2 -Post-Development Runoff Information -Storm Sewer Design
Area c 5 year storm 1 O year storm 25 year storm 50 year storm 100 year storm
Area# tc (acres) Is Os 110 0 10 l2s 02s lso C1 C2 Crotal
A1 A2 Total (min) (in/hr) (cfs) (in/hr) (cfs) (in/hr) (cfs) (in/hr)
10-1 2.62 0 2.62 0.55 0.3 0.55 10 7.693 11 .09 8.635 12.44 9.861 14.21 11 .148
10-2 0.93 1.39 2.32 0.55 0.3 0.40 10 7.693 7.1 4 8.635 8.02 9.861 9.16 11.148
10-3 1.18 1.26 2.44 0.55 0.3 0.42 10 7.693 7.90 8.635 8.87 9.861 10.13 11.148
10-4 0.84 0.84 1.68 0.55 0.3 0.43 10 7.693 5.49 8.635 6.17 9.861 7 04 11 .148
10-5 0.91 0.56 1.47 0.55 0.3 0.45 10 7.693 5.14 8.635 5.77 9.861 6.59 11 .148
10-6 0.89 1.07 1.96 0.55 0.3 0.41 10 7.693 6.24 8.635 7.00 9.861 7.99 11 .148
10-7 0.29 0.58 0.87 0.55 0.3 0.38 10 7.693 2.57 8.635 2.88 9.861 3.29 11 .148
10-8 0 3.58 3.58 0.55 0.3 0.30 10 7.693 8.26 8.635 9.27 9.861 10.59 11 .148
10-9 1.86 0.80 2.66 0.55 0.3 0.47 10 7.693 9.72 8.635 10.91 9.861 12.46 11 .148
10-10 0.24 0 0.24 0.55 0.3 0.55 10 7.693 1.02 8.635 1.14 9.861 1.30 11 .148
10-11 0.15 0 0.15 0.55 0.3 0.55 10 7.693 0.63 8.635 0.71 9.861 0.81 11.148
10-12 1.46 0 1.46 0.55 0.3 0.55 10 7.693 6.18 8.635 6.93 9.861 7.92 11.148
10-13 0.13 0 0.13 0.55 0.3 0.55 10 7.693 0.55 8.635 0.62 9.861 0.71 11 .148
10-14 0.07 0 0.07 0.55 0.3 0.55 10 7.693 0.30 8.635 0.33 9.861 0.38 11.148
10-15 0.13 0 0.13 0.55 0.3 0.55 10 7.693 0.55 8.635 0.62 9.861 0.71 11.148
10-16 0.23 0 0.23 0.55 0.3 0.55 10 7.693 0.97 8.635 1.09 9.861 1.25 11 .148
10-17 0.30 0 0.30 0.55 0.3 0.55 10 7.693 1.27 8.635 1.42 9.861 1.63 11 .148
Refer to Castlegate Section 9 Drainage Report for flow data pertaining to Section 9.
The Rational Method:
Q =CIA
Q =Flow (cfs)
A = Area (acres)
C = Runoff Coeff.
I = b I (tc+d)0
le = Time of concentrati on (min)
I = Rainfall Intensity (in/hr)
Brazos County:
5 'f._ear storm 10 'f._ear storm 25 'f._ear storm
b = 76 b = 80 b = 89
d = 8.5 d = 8.5 d = 8.5
e = 0.79 e = 0.76 e = 0.75
DETENTION FACILITY DESIGN
tc = L/(V*60)
L = Length (ft
V = Velocity (ft/sec)
50 'f._ear storm 100 'f._ear storm
b = 98 b = 96
d = 8.5 d = 8.0
e = 0.745 e = 0.730
Oso 1100 0100
(cfs) (in/hr) (cfs)
16.06 11.639 16.77
10.35 11 .639 10.81
11.45 11 .639 11 .95
7.96 11 .639 8.31
7.45 11 .639 7.78
9.04 11 .639 9.43
3.72 11 .639 3.88
11.97 11 .639 12.50
14.08 11.639 14.70
1.47 11 .639 1.54
0.92 11 .639 0.96
8.95 11.639 9.35
0.80 11 .639 0.83
0.43 11 .639 0.45
0.80 11 .639 0.83
1.41 11 .639 1.47
1.84 11 .639 1.92
The detention facility handling the runoff from this site will be a regional facility designed by
LJA Engineering & Surveying, Inc. Refer to the Offsite Infrastructure Plan in Exhibit A for the
location of this proposed detention facility. The runoff from this proj ect flows into existing
drainages and then into Spring Creek. The detention facility is located adj acent to Spring
Creek prior to Spring Creek entering the State Hi ghway 6 right-of-way.
STORM SEWER DESIGN
The storm sewer piping fo r this project has been selected to be Reinforced Concrete Pipe
(RCP) meeting the requirements of ASTM C-76, Class III pipe. The curb inlets and j unction
boxes will be cast-in-place concrete.
Appendix A presents a summary of the storm sewer inlet design parameters and calculations.
The inlets were designed based on a 10-year design stotm . As per College Station gui delines,
the capacities of inlets in sump were redu ced by 10% to allow fo r clo gging.
5
Inlets for the residential streets were located to maintain a gutter flow depth of 5" or less, and
inlets for Victoria Avenue were located to maintain a gutter flow depth of 7" or less. These
design depths will prevent the spread of water from reaching the crown of the road for the 10-
year storm event. The runoff intercepted by the proposed storm sewer inlets was calculated
using the fo llowing equations. The depth of flow in the gutter was detem1ined by using the
Straight Crown Flow equation. The flow intercepted by Inlets 1001-1003 was calculated by
using the Capacity of Inlets On Grade equation. The capacities for the inlets in sumps (Inlets
1004-1010) were calculated using the Inlets in Sumps, Weir Flow equation with a maximum
allowable depth of 7" (5 " gutter flow plus 2" gutter depression). These equations and the
resulting data are summarized in Appendix A.
Appendix B presents a summary of the storm sewer pipe design parameters and calculations.
All pipes are 18" in diameter or larger. For pipes with 18" and 24" diameters, the cross-
sectional area is reduced by 25%, as per College Station requirements. A summary of how this
was achieved is shown in Appendix B as well. The pipes for the storm sewer system were
designed based on the 10-year stom1 event, and most will also pass the 100-year storm event
without any headwater. Based on the depth of flow in the street determined for the 100-year
storm event, this rw1off will be contained within the street right-of-way until it enters the storm
sewer system. As required by College Station, the velocity of flow in the sto1m sewer pipe
system is not lower than 2.5 feet per second, and it does not exceed 15 feet per second. As the
data shows, even during low flow conditions, the velocity in the pipes will exceed 2.5 feet per
second and prevent sediment build-up in the pipes. The maximum flow in the stonn sewer pipe
system will occur in Pipe No. 10-10. The maximum velocity for the pipe system in this
development will be 11.7 feet per second and will occur in Pipe No. 10-5. Appendix B
contains a summary of the Manning pipe calculations as well as flow diagrams mapping the
flows through the stom1 sewer system for the 10 and 100-year events.
There will be a temporary drainage channel located at the end of Pipe 10-10. It will be a
trapezoidal channel 2.5 feet deep with 1 V:4H side slopes and a bottom width of 3 feet. The
slope of the channel will be 0.5%, and the resulting velocities will be 3.5 fps for the 10-year
storm and 3.8 fps for the 100-year stonn. The channel will be seeded to establish grass to
prevent erosion.
CONCLUSIONS
The construction of this project will significantly increase the storm water runoff from this site.
The proposed stonn sewer system should adequately control the runoff and release it into
existing drainages. Also, the regional detention facility should adequately reduce the peak
post-development runoff to less than the pre-development runoff for the design storm event.
This will prevent any impact on the properties downstream of this project.
6
APPENDIX A
Storm Sewer Inlet Design Calculations
7
Castlegate Subdivision
Section 10
Inlet Length Calculations
Inlets In Sump 10 year storm
Inlet# Length Flow lrom A c a,, <lcarryover a,.,.. Orot.1•10% Y10-.Ktual
Area# (acres) (els) (els) from inlet# (els) (els) (ft) (in)
1004 10' 10-15 0.13 0.55 0.62 3.20 1001-1003 3.82 4.20 0.249 2.99 ,_ ---~ ---~ 10-5 1.47 0.45 5.71 5.71 6.28 0.290 3.47
1005 5' 10-16 0.23 0.55 1.09 1.09 1.20 0.156 1.87 ~ --------o.33 10-14 0.07 0.55 0.33 0.37 0.100 1.20
1006 10' 10-6 1.96 0.41 6.94 6.94 7.63 0.311 3.74 ---us 10-7 0.87 0.38 2.85 3.14 0.223 2.68
1007 20' 10-12 1.46 0.55 6.93 6.93 7.63 0.309 3.70 '1'2M 10-1 2.62 0.55 12.44 13.69 0.384 4.61
1008 5' 10-17 0.30 0.55 1.42 1.42 1.57 0.171 2.05
10-13 0.13 0.55 0.62 0.62 0.68 0.125 1.50
f-°W1tttf· 20' 10-9 2 66 047 10.80 10.i!O 11.BB 036·1 4.31
1009 ~ ---f().B 0 3 9 ')7 9.27 f020 0.344 413
Fi:ti.1:""! 5' 10.; ! {) 15 055 071 a r1 078 0131 1.5!!
101(; r-------·10-10 0.24 0.55 1.t.t 1. 14 1.25 0. !57 'BS
Inlets On Grade 1 O year storm
Inlet#
1001
1002
1003
Flow from y,, Q'"''oot <lcapKity Qbyp!IH Length Area# (ft) (in) (ft) (els) (els)
10' 10-2 0.414 4.97 0.71 7.07 0.95 --10-,-10-3 0.369 4.43 0.66 6.62 2.25 --10·-----10-4 0.322 3.87 0.62 6.16 0.01
Transverse !Crown\ slope (tuft)
for residential streets = 0.033 (Inlets 908, 1001 thru 1006)
for Victoria Avenue= 0.0315 (Inlets 1007 thru 1010)
Straight Crown Flow (Solved to find actual depth of flow y):
Q = 0.56 • (z/n) • S1n • y8~ c:> y ={QI [0.56 • (z/n)' S1n]}3n
n = Roughness Coefficient =
S = StreetlGutter Slope (ftlft)
y = Depth of flow at inlet (ft)
Capacity of Inlets on grade:
0.018
0c = 0.7 ' [1/(H1-H2)] • [H15n-H,sn]
Oe = Flow capacity of inlet ( cfs)
H1 =a+ y
H2 = a = gutter depression (2" Standard; 4" Recessed)
y = Depth of flow in approach gutter (ft)
Onphnd <lca1ryo11er a_,. ..
(els) (els) ltrom Inlet# (els)
7.07 I 0.95
6.62 I 2.25
6.16 I 0.01
z = Reciprocal of crown slope
for residential streets = 30
for Victoria Avenue = 32
100 year storm
L1o..fteq'd L1o..c1ual a,., <lca1ryover QTot.ll
(ft) (ft) (els) (els)
7.85 10 0.83 9.90
7.70
1.17 1.47
0.45
8.07 10 9.35
3.85
15.96 20 9.35
16.77
1.68 1.92
0.83
1653 20 14.55
f2 50
; 53 096
1..54
11Sing y,_ • T " 0.583'
Ocapl-totl 0 10-Total y, ..
(els) (els) (ft) (in)
7.07 8.02 0.463 5.55
6.62 '----s:87 0.413 ~
6.16 6.17 0.360 4.32
Inlets in sumps Weir Flow:
L = Q I (3 ' y312) c:> y = (QI 3L)213
L = Length of inlet opening (It)
Q =Flow at inlet (cfs)
y = total depth of flow on inlet (ft)
max y for inlet in sump = 7" = 0.583'
from inlet# (els)
1001-1003 10.73
7.70
1.47
0.45
9.35
3.85
9.35
16.77
1.92
0.83
14 .. 55
f250
096
1.54
Optrlooc <lcapKll:y
(ft) (els)
0.76 7.58
0.71 7.06
0.65 6.53
QTol.al•10% y,.,
(els) (ft) (in)
11.81 0.770 9.24 8.47
1.62 0.271 3.25 0.49
10.29 0.616 7.40 4.23
10.28 0.612 7.34 18.45
2.11 0.344 4.13 0.92
16.0f 0.627 7 52 f:i 75
f 06 0322 3.8?
1.6.<J
100 year storm
~yp&H Oup1u1ed <lurryo'lfl' QbY'P"(ot•l <leapt-tot I 0 100.Total s Lactual
(els) (els) (els) ltrominlet# (els) (els) (els) (Wit) (ft)
3.23 7.58 I 3.23 7.58 10.81 0.0080 10 ~ ---4.89 7.06 I 4.89 7.06 0.0180 10
1.78 6.53 I 1.78 6.53 ~ 0.0180 10
APPENDIXB
Storm Sewer Pipe Design Calculations
9
Castlegate Subdivision
S f 10 p· C I I f ec ion -1pe a cu a ions
Inlet Outlet 1 O year storm 100 year storm Pipe # Size Slope Length Invert Elev Invert Elev *Actual Flow Design Flow V10 Travel Time, tno *Actual Flow Design Flow V100 Travel Time, tnoo
%Full % Full (in) (ft) (%) (ft) (ft) (cfs) (cfs) (fps) (sec) (min) (cfs) (cfs) (fps) (sec)
9-10 27 31.0 2.50 306.93 306.16 16.40 10.5 41 .5 3 0.05 22.10 11.4 49.2 3 --------10-1 18 36.1 1.40 310.27 309.76 7.07 11 .42 7.4 81 .0 5 0.08 7.58 12.24 7.4 89.0 5 ---
10-2 24 31 .0 1.20 309.26 308.89 13.69 22.11 8.3 78.6 4 0.06 14.64 23.64 8.3 84.7 4 -----10-3 27 75.8 0.60 308.64 308.19 19.85 6.3 73.6 12 0.20 21 .17 6.4 77 .8 12 --10-4 18 31.0 0.50 309.10 308.95 1.42 2.29 3.5 39.7 9 0.15 1.92 3.10 3.8 47.0 8 ---10-5 30 175.3 1.85 308.09 304.85 30.80 11 .0 55.5 16 0.27 41 .52 11 .7 67.8 15 --------~-
10-6 24 259.3 1.25 310.20 306.96 9.79 15.81 8.0 60.1 32 0.54 13.20 21 .32 8.5 74 .7 31 --10-7 36 173.3 0.70 304.10 302.89 40.59 8.1 66.6 21 0.36 54.72 8.3 88.3 21 -----10-8 18 42.0 0.50 305.20 304.99 2.04 3.29 3.9 48.6 11 0.18 2.75 4.44 4.1 58.4 10 ----f---
10-9 27 94.5 0.90 304.24 303.39 21.41 7.6 66.7 12 0.21 28.87 7.7 88.6 12 --------
10-10 42 197.2 0.55 302.14 301 .06 62.00 8.1 73.8 24 0.41 83.59 8.7 100.0 23
*These values reflect the actual flow for the 18" & 24" pipes. The design flow for these pipe sizes reflects a 25% reduction in pipe area.
(Refer to attached calculation for specific information.)
(min)
0.05
0.08
0.06 --
0.20
0.14
0.25
0.51
0.35
0.17
0.20
0.38
Inlet 1001 I 7.07
J,
Pipe 10-1 I 7.07
J,
Inlet 1002 I 6.62
J,
Pipe 10-2 I 13.69
J,
Inlet 1003 I 6.16
J,
Pipe 10-3 I 19.85
J,
Inlet 1004 I 9.53
J,
Pipe 10-5 I 30 .80
J,
June Box 10-1
J,
Pipe 10-7 I 40.59
J,
June Box 10-2
J,
Pipe 10-10 I 62 .00
J,
Castlegate Subdivision
Section 10 -Pipe Flow Diagram
010 {cfs)
Inlet 1005 I 1.42
J,
Pipe 10-4 I 1.42
Inlet 1006 I 9.79 Inlet 1008 I
J, J,
Pipe 10-6 I 9.79 Pipe 10-8 I
J,
Inlet 1007 I
J,
Pipe 10-9 I
II Temp Channel I 62.0 II
2.04
2.04
19.37
21.41
Inlet 1001 I 7.58
J,
Pipe 10-1 I 7.58
J,
Inlet 1002 I 7.06
J,
Pipe 10-2 I 14.64
J,
Inlet 1003 I 6.53
J,
Pipe 10-3 I 21 .17
J,
Inlet 1004 I 18.43
J,
Pipe 10-5 I 41 .52
J,
June Box 10-1
J,
Pipe 10-7 I 54.72
J,
June Box 10-2
J,
Pipe 10-10 I 83.59
J,
Castlegate Subdivision
Section 10 -Pipe Flow Diagram
Q 100 (cfs)
Inlet 1005 I 1.92
J,
Pipe 10-4 I 1.92
Inlet 1006 I 13.20 Inlet 1008 I
J, J,
Pipe 10-6 I 13.20 Pipe 10-8 I
J,
Inlet 1007 I
J,
Pipe 10-9 I
II Temp Channel I 83 .6 II
2.75
2.75
26.12
28.87
City of College Station requirement to Reduce Cross-Sectional Area of 18" & 24" Pipes by 25%
Using Mannings Equation from page 48 of the College Station Drainage Policy & Design Standards Manual:
Q = 1.49/n *A * R2t3 * S112
Q =Flow Capacity (cfs)
18" Pipe:
Pipe size (inches) =
Wetted Perimeter WP, (ft) =
Cross-Sectional Area A, (ft2) =
Reduced Area AR, (ft2) =
Hydraulic Radius R =A/WP, (ft)=
Reduced Hydr Radius RR = AR/WP, (ft) =
Roughness Coefficient n =
Friction Slope of Conduit Sr. (ft/ft) =
Example Calculation:
Slope Flow Capacity Reduced Flow Capacity
s Q
0.005 6.91
0.006 7.57
0.007 8.18
24" Pipe:
Pipe size (inches) =
Wetted Perimeter WP, (ft) =
Cross-Sectional Area A, (ft2) =
Reduced Area AR, (ft2) =
Oreduced
4.28
4.69
5.06
Hydraulic Radius R =A/WP, (ft)=
Reduced Hydr Radius RR= AR/WP, (ft) =
Roughness Coefficient n =
Friction Slope of Conduit S1, (ft/ft) =
Example Calculation:
Slope Flow Capacity Reduced Flow Capacity
s Q Oreduced
0.005 14.89 9.22
0.006 16.31 10.1 --0.007 17.61 10.9
Conclusion:
18
4.71
1.766
1.325
0.375
0.281
0.014
0.01
% Difference
Oreduced/Q
0.619
0.619
0.619
24
6.28
3.14
2.355
0.5
0.375
0.014
0.01
% Difference
Oreduced/Q
0.619 ----0.619
0.619
Multiply actual Q in 18" & 24" pipes by 1.615 to reflect a 25% reduction in the
cross-sectional area called for on page 4 7, paragraph 5 of the College Station
Drainage Policy & Design Standards manual.
Pipe 9-10 -10 Year St orm
Manning Pi pe Calcu l ator
Given I nput Data :
Shape .......................... .
Sol v ing f o r .................... .
Diameter ....................... .
Flowrate ....................... .
Slope .......................... .
Manning ' s n .................... .
Computed Results:
Depth .......................... .
Ar ea ........................... .
Wetted Area .................... .
Wetted Perimeter ............... .
Perimeter ...................... .
Velocity ....................... .
Hydrauli c Radius ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full flow v elocity ............. .
Circular
Depth o f Flow
27.0000 in
16.4000 cfs
0.0250 ft/ft
0.0140
11.2107 in
3 .9761 ft2
1 .5609 ft2
37 .8106 in
84.8230 in
10. 5071 fps
5.9444 in
41.5210 %
45.4706 cfs
11 .4360 fps
Pipe 9 -10 -100 Year Storm
Manning Pipe Calculator
Giv en Input Data:
Shape .......................... .
Solv ing for .................... .
Diameter ....................... .
Flowrate ....................... .
Slope .......................... .
Manning's n .................... .
Computed Results:
Depth .......................... .
Area ........................... .
Wetted Ar ea .................... .
Wetted Perimeter ............... .
Perimeter ...................... .
Velocity ....................... .
Hydraulic Radius ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full flow velocity ............. .
Castlegate Subdiv ision -Section 10
College Station, Texas
Circular
Depth of Flow
27.0000 in
22 .1000 cfs
0 .0250 ft/ft
0. 0140
13. 2773 in
3 .9761 ft2
1.9463 ft2
41 .9660 in
84.8230 in
11.3550 fps
6 .678 4 in
49.1751 %
4 5.4706 cfs
11.4360 fps
Pipe 10-1 -10 Year Storm
Manning Pipe Calculator
Given Input Data:
Shape .......................... .
Solv ing for .................... .
Diameter ....................... .
Flowrate ....................... .
Slope .......................... .
Manning's n .................... .
Computed Results:
Depth .......................... .
Area ........................... .
Wetted Area .................... .
Wetted Perimeter ............... .
Perimeter ...................... .
Velocity ....................... .
Hydraulic Radius ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full flow velocity ............. .
Circular
Depth of Flow
18.0000 in
11.4200 c f s
0.0140 ft/ft
0. 0140
14.5847 i n
1.7671 ft2
1.5338 ft2
40 .3238 in
56.5487 in
7.4454 fps
5.4775 in
81.0264 %
11.5411 cfs
6.5309 fps
Pipe 10-1 -100 Year Storm
Manning Pipe Calculator
Given Input Data :
Shape .......................... .
Solving for .................... .
Diameter ....................... .
Flowrate ....................... .
Slope .......................... .
Manning's n .................... .
Computed Results :
Depth .......................... .
Area ........................... .
Wetted Area .................... .
Circular
Depth of Flow
18.0000 in
12.2400 cfs
0. 0140 f t /ft
0. 0140
16.0228 in
1.7671 ft2
1.6616 f t 2
Wetted Perimeter ................ 44.3872 in
Perimeter ...................... .
Velocity ....................... .
Hydraulic Radius ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full flow v elocity ............. .
Castlegat e Subdivision -Section 10
College Station, Texas
56.5487 in
7.3664 fps
5.3905 i n
89.0154 %
11.5411 cfs
6.5309 fps
7
Pipe 10-2 -10 Year Storm
Manning Pipe Calculator
Given I nput Data:
Shape .......................... .
Solving for .................... .
Diameter ....................... .
Flowrate ....................... .
Slope .......................... .
Mann ing's n .................... .
Computed Results:
Depth .......................... .
Area ........................ · · · ·
Wetted Area .................... .
Wetted Perimeter ............... .
Perimeter ...................... .
Velocity ....................... .
Hydraulic Radiu s ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full flow v elocity ............. .
Circular
Depth of Flow
24 .0000 in
22.1100 c f s
0.0120 ft/ft
0. 0140
18.8758 i n
3 .1416 f t 2
2 .6505 f t 2
52.3425 in
75.3982 in
8.3417 fps
7 . 2919 in
78.6492 %
23.0115 cfs
7.3248 fps
Pipe 10 -2 -100 Year Storm
Manning Pipe Calculator
Giv en I nput Data:
Shape .......................... .
Solvi ng for .................... .
Diameter ....................... .
Flowrate ....................... .
Slop e .......................... .
Manning's n .................... .
Computed Results:
Depth .......................... .
Area ........................ · · · ·
Wetted Area .................... .
We tted Perimeter ............... .
Perimeter ...................... .
Ve locity ....................... .
Hydraulic Radius ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full f low velocity ............. .
Castlegate Subdivision -Section 10
College Station, Texas
Circular
Depth of Flow
24.0000 i n
23 .6400 cfs
0 .0120 f t /ft
0. 0140
20.3180 in
3.1416 ft2
2 .8363 ft2
56 .0801 in
75.3982 i n
8.3348 fps
7 .2829 in
84.6584 %
23.0115 cfs
7.3248 fps
7
Pipe 10-3 -1 0 Year Storm
Manni ng Pipe Calculator
Given Input Data:
Shape .......................... .
Solv ing for .................... .
Diameter ....................... .
Flowrate ....................... .
Slope .......................... .
Manning 's n .................... .
Computed Results :
Depth .......................... .
Area ........................... .
Wetted Area .................... .
Wetted Perimeter ............... .
Perimeter ...................... .
Velocity ....................... .
Hy draulic Radius ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full flow v elocity ............. .
Circular
Depth of Flow
27.0000 in
19.8500 cfs
0.0060 ft/ft
0. 0140
19 .8598 in
3.9761 ft2
3.1348 ft2
55 .6558 in
84.8230 in
6.3322 fps
8.1107 in
73.5547 %
22.2760 cfs
5.6025 fps
Pipe 10 -3 -100 Year Storm
Manning Pipe Calculator
Given Inpu t Data:
Shape .......................... .
Solving for .................... .
Diameter ....................... .
Flowrate ....................... .
Slope .......................... .
Manning 's n .................... .
Computed Results:
Depth .......................... .
Area ........................... .
Wetted Area .................... .
Wetted Perimeter ............... .
Perimeter ...................... .
Velocity ....................... .
Hydraulic Radius ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full flow v elocity ............. .
Cast legate Subdiv i sion -Sect ion 10
College Station, Texas
Circular
Depth of Flow
27 .0000 in
21 .1700 cfs
0.0060 f t /ft
0.0140
21. 0148 in
3.9761 ft2
3.3205 f t 2
58 .3509 in
84.8230 in
6.3756 fps
8.1943 in
77.8325 %
22.2760 cfs
5 .6025 fps
Pipe 10 -4 -1 0 Year Storm
Manning Pipe Calculator
Giv en Input Data:
Shape .......................... .
Solv ing for .................... .
Diameter ....................... .
Flowrate ....................... .
Slope .......................... .
Manning's n .................... .
Computed Results:
Depth .......................... .
Area ........................... .
Wetted Area .................... .
Wetted Perimeter ............... .
Perimeter ...................... .
Velocity ....................... .
Hy draulic Radius ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full flow v elocity ............. .
Circular
Depth of Flow
18.0000 in
2.2900 cfs
0.0050 ft/ft
0.0140
7 .1419 in
1. 7671 ft2
0.6530 ft2
24.5311 in
56.5487 in
3.5071 fps
3 .8330 in
39.6770 %
6.8971 cfs
3.9030 fps
Pipe 10-4 -100 Year Storm
Manning Pipe Calculator
Given Input Data:
Shape .......................... .
Solving for .................... .
Diameter ....................... .
Flowrate ....................... .
Slope .......................... .
Manning's n .................... .
Computed Results:
Circular
Depth of Flow
18.0000 in
3.1000 cfs
0.0050 ft/ft
0. 0140
Depth . . . . . . . . . . . . . . . . . . . . . . . . . . . 8. 4592 in
Area ........................... .
Wetted Area .................... .
Wetted Perimeter ............... .
Perimeter ...................... .
Velocity ....................... .
Hydraulic Radius ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full flow v elocity ............. .
Castlegate Subdi v ision -Sect ion 1 0
College Station, Texas
1.7671 ft2
0.8160 ft2
27 .1920 in
56.5487 in
3.7990 fps
4 .3213 in
46.9954 %
6.8971 cfs
3.9030 fps
Pipe 10-5 -10 Year Storm
Manning Pipe Calculator
Giv en Input Data:
Shape .......................... .
Solving for .................... .
Diameter ....................... .
Flowrat e ....................... .
Slope .......................... .
Manning' s n .................... .
Computed Results:
Depth .......................... .
Area ................... · · · · · · · · ·
Wetted Area .................... .
Wetted Perimet er ............... .
Perimeter ...................... .
Velocity ....................... .
Hy draulic Radi us ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full flow velocity ............. .
Circular
Depth of Flow
30 .0000 in
30.8000 cfs
0.0185 ft/ft
0. 0140
16.6536 in
4.9087 ft2
2.7982 ft2
50.4379 in
94.2478 in
11. 0072 fps
7.9888 in
55 .5120 %
51 .8044 cfs
10.5535 fps
Pipe 10-5 -100 Year Storm
Manning Pipe Cal c ulator
Giv en Input Data :
Shape .......................... .
Solving for .................... .
Diameter ....................... .
Flowrate ....................... .
Slope .......................... .
Manning ' s n .................... .
Computed Results :
Depth .......................... .
Area ........................... .
Wetted Area .................... .
Wetted Perimeter ............... .
Perimeter ...................... .
Velocit y ....................... .
Hy draulic Radius ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full flow v elocity ............. .
Castlegate Subdiv ision -Section 10
College Station, Texas
Circular
Depth of Flow
30.0000 in
41.5200 cfs
0.0185 ft/ft
0. 0140
20.3250 in
4.9087 ft2
3.5400 ft2
58 . 0113 in
94.2478 in
11.7289 fps
8.7872 in
67.7500 %
51 .8044 cfs
10.5535 fps
Pipe 1 0-6 -10 Yea r Storm
Manning Pipe Calculator
Giv en Input Data:
Shape .......................... .
Solv ing for .................... .
Diameter ....................... .
Flowrate ....................... .
Slope .......................... .
Manning's n .................... .
Computed Results:
Depth .......................... .
Area ........................ · · · ·
Wetted Area .................... .
Wetted Perimeter ............... .
Perimeter ...................... .
Velocity ....................... .
Hydraulic Radius ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full flow v elocity ............. .
Ci rcular
Depth of Flow
24.0000 in
15.8100 cfs
0.0125 ft/ft
0. 0140
14.4186 in
3.1416 ft2
1 .9711 ft2
42 .5696 in
75.3982 in
8 .0207 fps
6 .6678 in
60 .0774 %
23.4860 cfs
7 .4758 fps
Pipe 10 -6 -100 Year Storm
Manning Pipe Calculator
Given Input Data:
Shape .......................... .
Solving f or .................... .
Diameter ....................... .
Flowrate ....................... .
Slope .......................... .
Mann ing's n .................... .
Computed Results:
Depth .......................... .
Area ........................... .
Wett ed Area .................... .
Wetted Perimeter ............... .
Perimeter ...................... .
Velocity ....................... .
Hy draulic Radius ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full flow v elocity ............. .
Castlegat e Sub div i sion -Sect ion 10
College Station, Texas
Circular
Depth of Flow
24 .0000 i n
21.3200 cfs
0.0125 ft/ft
0. 0140
17 .9306 in
3.1416 ft2
2.5174 ft2
50 .1054 in
75.3982 in
8.4692 fps
7.2348 in
74.7106 %
23.4860 cfs
7 .4758 fps
Pipe 10-7 -10 Year Storm
Manning Pipe Calculator
Given Input Data:
Shape .......................... .
Solving for .................... .
Diameter ....................... .
Flowrate ....................... .
Slope .......................... .
Manning's n .................... .
Computed Results:
Depth .......................... .
Area ........................ · · · ·
Wetted Area .................... .
Wetted Perimeter ............... .
Perimeter ...................... .
Velocity ....................... .
Hydraulic Radius ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full flow velocity ............. .
Circular
Depth of Flow
36.0000 in
40.5900 cfs
0.0070 ft/ft
0.0140
23.9876 in
7 .0686 ft2
5.0031 ft2
68.7566 in
113.0973 in
8 .1129 fps
10 .4783 in
66 .6323 %
51.8179 cfs
7.3307 fps
Pipe 10 -7 -100 Year Storm
Manning Pipe Calculator
Given Input Data:
Shape .......................... .
Solving for .................... .
Di ameter ....................... .
Flowrate ....................... .
Slope .......................... .
Manning's n .................... .
Computed Results:
Depth .......................... .
Area ........................... .
Wetted Area .................... .
Wetted Perimeter ............... .
Perimeter ...................... .
Velocity ....................... .
Hy draulic Radius ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full flow v elocity ............. .
Castlegat e Subdivision -Section 10
College Station, Texas
Circular
Depth of Flow
36.0000 in
54.7200 cfs
0.0070 ft/ft
0. 0140
31 .7788 in
7.0686 ft2
6.6041 ft2
87.9336 in
113.0973 in
8.2858 fps
10 .8149 in
88.2745 %
51 .8179 cfs
7.3307 fps
7
0
Pipe 10-8 -10 Year Storm
Manning Pipe Calculator
Giv en Input Data:
Shape .......................... .
Solving f or .................... .
Diameter ....................... .
Flowrate ....................... .
Slope .......................... .
Manning ' s n .................... .
Computed Results:
Depth .......................... .
Area ........................ · · · ·
Wetted Area .................... .
Wetted Perimeter ............... .
Perimeter ...................... .
Velocity ....................... .
Hydraulic Radius ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full flow v elocity ............. .
Circular
Depth of Flow
18.0000 in
3.2900 cfs
0.0050 ft/ft
0 . 0140
8.7553 in
1 .7671 ft2
0 .8530 ft2
27.7849 i n
56.5487 in
3 .8570 fps
4 .4208 in
48.6405 %
6.8971 cfs
3.9030 fps
Pipe 10 -8 -100 Year Storm
Manning Pipe Calcu lator
Given I nput Data :
Shape .......................... .
Solvin g for .................... .
Diameter ....................... .
Flowrate ....................... .
Slope .......................... .
Manning's n .................... .
Computed Results:
Depth .......................... .
Area ........................... .
Wett ed Area .................... .
Wetted Perimeter ............... .
Perimeter ...................... .
Velocity ....................... .
Hydraulic Radius ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full flow velocity ............. .
Castlegate Subdiv ision -Section 10
Co llege Station, Tex as
Circular
Depth of Flow
18 .0000 in
4 .4400 cfs
0 .0050 f t /ft
0 . 0140
10.5057 in
1 .7671 f t 2
1.0709 ft2
31.2999 in
56.5487 in
4.1460 fps
4.9268 in
58.3648 %
6.8971 cfs
3.9030 fps
Pipe 10-9 -10 Year Storm
Manning Pipe Calculator
Given Input Data:
Shape .......................... .
Solving for .................... .
Diameter ....................... .
Flowrate ....................... .
Slope .......................... .
Manning's n .................... .
Comp u t ed Results:
Dept h .......................... .
Area ........................... .
Wett ed Area .................... .
Wett ed Perime t er ............... .
Perimeter ...................... .
Velocit y ....................... .
Hydraulic Rad i us ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full flow velocity ............. .
Circular
Depth of Flow
27.0000 in
2 1 .4100 c fs
0 .0090 f t /ft
0. 0140
18 . 0145 i n
3.9761 ft2
2 .8184 ft2
51.6178 in
84.8230 in
7 . 5964 fps
7.8627 in
66.7202 %
27 .2824 cfs
6 .8616 fps
Pipe 10-9 -100 Yea r Storm
Manning Pi pe Ca lcu l ator
Given Input Data :
Shape .......................... .
Solving for .................... .
Diameter ....................... .
Flowrate ....................... .
Slope .......................... .
Manning 's n .................... .
Computed Results:
Depth .......................... .
Area ......................... · · ·
Wetted Area .................... .
Wet t ed Perime t er ............... .
Perimet er ...................... .
Velocit y ....................... .
Hydraulic Rad ius ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full flow velocity ............. .
Castlegate Subdivision -Section 10
College Station, Texas
Circular
Depth of Flow
27.0000 in
28.8700 cfs
0 .0090 ft /ft
0.0140
23.9275 i n
3.9761 ft2
3.7260 ft2
66.2425 in
84 .8230 in
7.7483 fps
8.0997 in
88.6205 %
27.2824 cfs
6.8616 fps
Pipe 10-10 -10 Year Storm
Manning Pipe Calculator
Giv en Input Data:
Shape .......................... .
Solv ing for .................... .
Diameter ....................... .
Flowrate ....................... .
Slope .......................... .
Manning' s n .................... .
Computed Results:
Depth .......................... .
Area ........................... .
Wetted Area .................... .
Wetted Perimeter ............... .
Perimeter ...................... .
Velocity ....................... .
Hydraulic Radius ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full flow v elocity ............. .
Circular
Depth o f Flow
42.0000 in
62 .0000 cfs
0 .0055 f t /ft
0. 0140
31.0014 in
9.6211 ft2
7.6133 ft2
86.8219 i n
131.9469 in
8.1437 fps
12.6271 in
73.8128 %
69.2846 cfs
7.2013 fps
Pipe 10 -10 -100 Year Storm
Culv ert Calculator
Ent ered Data:
Shape .......................... .
Number of Barrels .............. .
Solving for .................... .
Chart Number ................... .
Scale Number ................... .
Chart Description .............. .
Scale Description .............. .
Ov ertopping .................... .
Flowrate ....................... .
Manning ' s n .................... .
Roadway Elev ation .............. .
Inlet Elev ation ................ .
Outlet Elev ation ............... .
Diameter ....................... .
Length ......................... .
Entrance Loss .................. .
Tailwater ...................... .
Computed Results:
Headwater ...................... .
Slope .......................... .
Velocity ....................... .
Castlegat e Sub divi sion -Sect ion 10
College Station, Texas
Circular
1
Headwater
1
1
CONCRETE PIPE CULVERT; NO BEVELED RING ENTRANCE
SQUARE EDGE ENTRANCE WITH HEADWALL
Off
83.5900 cfs
0. 0140
309.6000 ft
302. 1400 ft
301.0600 ft
42.0000 i n
197.2000 ft
0 .0000
3.0000 ft
307.4797 ft Inlet Control
0.0055 ft/ft
8 .6882 fps
APPENDIXC
Temporary Drainage Channel Calculations
25
Temporary Drainage Channel -10 Year Storm
Ch annel Calcu lator
Giv en I npu t Da t a:
Shape .......................... .
Solv i ng for .................... .
Flowrate ....................... .
Slope .......................... .
Manning's n .................... .
Heig ht ......................... .
Bottom width ................... .
Left slope ..................... .
Righ t slope .................... .
Compute d Res ults :
Depth .......................... .
Veloci t y ....................... .
Full F l owrate .................. .
Flow a r ea ...................... .
Flow perimeter ................. .
Hy draulic radius ............... .
Top width ...................... .
Area ........................... .
Perimeter ...................... .
Percent full ................... .
Tr apezoidal
Depth o f Flow
62 .0000 cfs
0 .0050 ft/ft
0.0300
2 .5000 ft
3 .0000 ft
0.2500 f t /ft (V/H)
0.2500 f t /ft (V/H)
1 .7568 ft
3 .519 7 fps
140.8390 cfs
17.6152 ft2
1 7 .48 67 ft
1.0074 ft
17.0541 ft
3 2 .5000 f t2
2 3 .6155 f t
70 .27 07 %
Temporary Drainage Channel -100 Year Storm
Channel Ca lculato r
Given Input Data :
Shap e .......................... .
Solv ing f or .................... .
Flowrat e ....................... .
Slope .......................... .
Manning's n .................... .
Height ......................... .
Bottom widt h ................... .
Left slop e ..................... .
Right slope .................... .
Computed Res u lts :
Depth .......................... .
Velocit y ....................... .
Full Flowrate .................. .
Flow area ...................... .
Flow p erimeter ................. .
Hydraul ic r adius ............... .
Top width ...................... .
Area ........................... .
Peri me t er ...................... .
Perce nt full ................... .
Castlegate Subdivision, Sectio n 10
Co llege Station , Texas
Trapezoidal
Depth of Flow
83 .5900 cfs
0 .0050 f t /ft
0.0300
2 .5000 f t
3 .0000 f t
0.2500 ft/ft (V/H)
0 .2500 ft/ft (V/H)
2 .0006 ft
3 .7975 fps
140 .8390 cfs
22. 0118 ft2
19 .4975 ft
1 .1290 ft
19.0050 ft
32.5000 ft2
23 .6155 ft
80 .0248 %
EXHIBIT A
Offsite Infrastructure Plan for Castlegate Subdivision
27