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P&Z CASE NO.: () 0
A TE SUBMITrED:~~t.11-
FINAL PLAT APPLICATION
(check one) Minor _Amending v" Final _Vacating _Replat
The following items must be submitted by an established filing deadline date for P & Z Conunission consideration.
MINIMUM SUBMITTAL REQUIREMENTS:
_L Filing Fee of $200.00.
_L Development Permit Application Fee of $100.00 (if applicable).
~ Infrilst.ructure Inspection Fee of $300.00 {applicable if any public infrastructure is being constructed.).
_f_ Application completed in full.
_L_ Thirteen (13) folded copies of plat. (A signed mylar original must be submitted after staff review.)
-Ji/__ One (1) copy of the approved Preliminary Plat and/or one (1) Master Plan (if applicable).
~Paid tax certificates from City of College Station, Brazos County and College Station I.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 .~ plat (if applicable).
APPLICATION DATA
-\ME OF SUBDIVISION 5k, t:Dtt2t $J,Ji11t~'o-I\ 1 ]).,ab(.. 3
.~ECIFIED LOCATION OF PROPOSED SUBDIVISION S>..J:h ~ 6~~ yr~r-;.t.EJ 1 .R a.7f-~f
~o.U. \k')l,,,""'1 " I No\'-!h ~f 9~blL Crttk ~ S:
APPLICANT/PROJECT MANAGER'S INFORMATION (Primary Contact for the Project):
Name 1!.Xl.on Ge.nfr'J Co(\ ir~? ... \Joe SchJh. e.E I Jl
' I { f g_J I I Street Address j101 Gv-4.baW\-Rc1 ./ City (pV:O 2t 9-Vt
State 1°X Zip Code ]12;245 E-Mail Address JDt.uli.vJ.f-~@ fekl.Drt .. n('f
Phone Number lf 1'f ... b 10 ... T7 \I Fax Number -4-q~11+-.,,,,__,ltL-1'1-'<-0_-~tf-'-J '[...._.1,___ _____ _
PROPER1Y OWNER'S INFORMATION:
Name Jo\v\lzWl Tuvt'7fovJ? Ivie.-·
Street Address ll\oo C.owH-.i.eru.1 1 ~. City __.,G_,._o ...... k"'--'-¥mM=---------
State JX Zip Code :J{p0?ft E-Mail Address -----------
Phone Number q ( 5 · ~i..$ -14 zA Fax Number 115 .,,,,(p 1..5 _. ":412
ARCIIlTECT OR ENGINEER'S INFORMATION:
Name f~"' ... Jot 5c.Ju,Jh... p.e.
Street Address IM 6..-~'JU. 7
City {.oUe'f f:tJ..'17:::><]
State f 'f. Zip Code 112'45 E-Mail Address j~ sJiu.ih@. f tuort. n.t f
Phone Number j1q ~1D-]1 rl Fax Number °/Jq,,.. {plfO -C/?Cf Z
FINAL PLAT APPLICATION
FNLPAPP.DOC Jnsm
l ofJ
-..
TOTAL ACRES OF SUBDIVISION l2 .ZS R-0-W ACREAGE 2 · 2..2.. TOTAL# OF LOTS _ _.4_...I __
TUMBER OF LOTS BY ZONING DISTRICT 4-( I &\'P? I I
AVERAGE ACREAGE OF EACH RESIDENTIAL LOT BY ZONING DI-STRICT:
o:z..31 R'~ / 1 1 __
FLOODPLAIN ACREAGE 0 . 0
PARKLAND DEDICATION ACREAGE OR FEE AMOUNT ----------
A STATEMENT ADDRESSING ANY DIFFERENCES BE1WEEN 1HE FINAL PLAT AND APPROVED MASTER
DEVELOPMENT PLAN AND/OR PRELIMINARY PLAT (IF APPLICABLE):
A
REQUESTED VARIANCES TO SUBDIVISION REGULATIONS & REASON FOR SAME_N_,_:f Pt _____ _
REQUESTEDOVERSIZEPARTICIPATION---4:::..ff..!...-------------------
TOTAL LINEAR FOOTAGE OF PROPOSED:
111.S I STREETS
1010' SIDEWALKS
,,_ 73 I SANITARY SEWER LINES
l'f l1 1 WATERLINES
o CHANNELS --~..,---176' STORM SEWERS
--~O~_BIKE LANES I PATIIS
NOTE: DIGITAL COPY OF PLAT (IF APPLICABLE) MUST BE SUBMITTED PRIOR TO FILING.
The applicant has prepared this application and certifies that the facts stated herein and exhibits attache(
hereto are true, correct and complete. The undersigned hereby requests approval by the City. of College Statio1
of the above identified final plat.
3-z_o-ol
Date
FINAL PLAT APPLICATION 2 of)
VNT PA PP l'VV' , M< ""°
't!)rrr-tl.:6-0-("'
'1 :3o ~
SUPPLEMENTAL DEVELOPMENT PERMIT INFORMATION
~plication is hereby made for the following development specific sitelwateIWay alterations:
S4 &i'4,·'6\W1 ~b1a stn.t.~ ~%'tr1A.cli'e-vt
ACKNOWLEDGMENTS:
I, j 0 r;_ _,b h ti/ be r.J , design engineer/owner, hereby acknowledge or affinn 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 con · · of approval of this permit application, I agree to construct the improvements proposed in this application according to
and the req · ments of Chapter 13 of the College Station ity Code.
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 design.~,ted to prevent damage to the structure or its contents as a result of flooding from the 100 year stonn.
Engineer Date
I, , certify that the finished floor elevation of the lowest floor, including any
..ement, of any residential structure, proposed as part of this application is at or above the base flood elevation established in the
latest Federal Insurance Administration Flood Haz.ard Study and maps, as amended.
Engineer Date
c. I, Joserk ? r sc.W -r~ , certify that the alterations or development covered by this permit shall not
diminish the flood-canying capacity of the waterway adjoining or crossing this permitted site and that such alterations or
development are consistent with requirements of the City of College Station City Code, Chapter 13 concerning encroachments of
lloodways and oflloodway ~
\~P-~ 1-zo .. of
Engineer r Date
D. I, ~~ P. $ c..k.\. h , do certify that the proposed alterations do not raise the level of the 100 year
flood above elevatio establis in the latest Federal Insurance Administration Flood Haz.ard Study.
Engineer Date
Conditions or comments as part of approval:-----------------------------
.xordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris
rrom 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.
FINAL PLAT APPLICATION 3 of3
Jnrl.JJ DA.DD TV'\I"" "lMC:/00
I
«~ DEVELOPMENT PERMIT
PERMIT NO. 03-(01 )00028
Project: STONE FOREST PH 3
C.Olll<il STATION FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA
RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE
SITE LEGAL DESCRIPTION:
STONEFORESTPHASE3
DATE OF ISSUE: 03/28/03
OWNER:
JOHNSON INVESTMENTS INC
P 0 BOX 800
COLEMAN , TX 76834
TYPE OF DEVELOPMENT:
SPECIAL CONDITIONS:
SITE ADDRESS:
300 GREENS PRAIRIE ROAD
DRAINAGE BASIN:
Lick Creek
VALID FOR 9 MONTHS
CONTRACTOR:
TEX CON
Full Development Permit
All construction must be in compliance with the approved construction plans
All trees must be barricaded, as shown on plans, prior to any construction . Any trees not barricaded will not
count towards landscaping points. Barricades must be 1' per caliper inch of the tree diameter.
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 original
condition , placement and state. The Owner and/or Contractor shall be responsible for any damage to
adjacent properties, city streets or infrastructure due to heavy machinery and/or equipment as well as erosion,
siltation or sedimentation resulting from the permitted work.
Any trees required to be protected by ordinance or as part of the landscape plan must be completely fenced
before any operations of this permit can begin.
In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be
taken to insure that debris from construction , erosion, and sedimentation shall not be deposited in city streets,
or existing drainage facilities.
I hereby grant this permit for development of an area outside the special flood hazard area. All development
shall be in accordance with the plans and specifications submitted to and approved by the City Engineer in the
development permit application for the above named project and all of the codes and ordinances of the City of
College Station that apply.
Date 2 / '31311 0 3 r·· Date
·' ·,'·
AE·PA 0 . :
Dear Operator:
U.S. ENVIRONMENTAL PROTECTION AGENCY (EPA)
NATIONAL POLLUTANT DISCHARGE ELJMINATJON SYSTEM (NPDES)
STORM WATER. NOTICE OF INTENT CENTER
TXR10MX15
&EPA
12/0612000
The EPA has processed your Notice of Intent (NOI) application for the facility noted below. Thls facility is authorized to discharge
storm water associated with construction activity u.nder the terms and conditions impesed by the EPA's NP-DES Storm Water
Construction Permit. The facility permit number is listed above and the active date of pennit coverage is 1119/2000.
EPA's construction permit requires certain pollution prevention and control measures. Among the conditions and requirements of this
permit, you must prepare and implement a pollution prevention plan (PPP) that is tailored to your construction site. As a facility
authorized to discharge under this storm water construction permit, all terms and conditions must be complied with to maintain
coverage and avoid possible penalties.
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STONEGA TE SUBDIVISION TEXCON GENERAL CONTRACTORS ~~ w
200 GREENS PRAlRlE RD 1707 GRAHAM RD \~ CD
COLLEGE ST A TION, TX COLLEGE ST A TION, TX ;:. ~
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To obtain a oopy of the EPA's storm water construction permit terms and conditions to which you are now held accountable, please
call the EPA Office of Water Resource Center at (202) 260-7786. If you have general questions concerning the storm water program,
please call the EPA Region 06 contact: Brent Larsen, (214) 665-7523. If you have questions about this form, contact the Notice of
Intent Center at (301) 495-4145.
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J.E. STEVENS CO . 9156253672 P.02
•
J.E. STEVENS COMPANY
.~ l
February 14, 2002
Mr. Ted Mayo
Assistant City Engineer
P.O. Box 9960
College Station, Texas 77842
Re: Stone Forest
Dear Mr. Mayo,
"SERVING YOUR PERSONAL AND BUSINESS NEEDS" :
JOE & JANET JOHNSON
tWJ/J ~ ~,_,,. .. ,a.a/,' ~..u'm.us; ~--T6~N
915-62!5·2124
We as developers of Stone Forest have been cont~cted by Joe Schultz with Texcon
to update you on the status of Phase II. We appji d for Phase H permit in March 2001, in
retrospect this was done too early. We had so ma y problems getting Phase I permit
approved that we anticipated the same problems Ith phase II. We did not have any problems
with Phase II permit but the weather delayed us f6ur months in completing phase I. Phase II is
over 60% completed. Underground water, sewer1:nd storm drainage systems are totally
completed. ·
I
Due to 9-11 many projects were put on hold to e ~aluate what the economic impact might be.
We postponed further development of Phase II un !I the first quarter of 2002 to see if
9-11 would effect the real estate sales in the Brya :-College Station area. We felt the
impact of 9-11 for several months as did other de ietopers and real tors in your area . We I. have contacted Texcon and have stated we would 1ke Phase II to be completed . I
by May 15th. They have informed us that we co Id have this project completed
in 60-75 days. '
We are dedicated to Stone Forest and the city of pllege Station to complete this subdivision
as soon as possible and make this one of the pretti '.st developmenrs in your area. We \\-ill finish
all landscaping and fences as promised to mutually benefit the residents of Stone Forest and
Pebble Creek. Please call us at 979-229-0310 if y ~ have any questions.
~~~
Joe Johnson J
cc: Texcon
Joe Schultz
.. .
.J.t:.. :::>lt:.Vt:.NS CU. '51156253672 P.01
F
DATE: J.-/ t/-tJ :L.
TO:_Al;t . J..to( Jttc o
FROM:~:c"\'1.-> i-vu..c:.t
Cf I 5-b J. .) --3 h 'l J,. -·
TOTAL NU!vIBER OF PAGES:
DOCUMENTS:
( , ~ ...
CONSTRUCTION COST ESTIMATE 19-Apr-O 1
STONE FOREST SUBDIVISION
COLLEGE STATION, TE XAS
PHASE 3 -41 LOTS
Item Estimated Unit Estimated
No. Description Quantity Price Cost
Sitework
Mobilization/Layout (entire phase three) LS $5,000.00 $5,000.00
2 Erosion Control/Seeding LS $6,000.00 $6 ,000.00
3 Site Preparation 2.5 AC $7,000.00 $17,500.00
4 Topsoil Stripping & Replacement 1, 170 CY $4.00 $4,680.00
5 Excavation/Grading 3,510 CY $3.00 $10 ,530.00
6 Lime Stabilized Subgrade 6,800 SY $3.00 $20,400.00
7 Concrete Laydown Curb 3,590 LF $7.00 $25 , 130.00
8 Base Material -6" depth 5,400 SY $6.00 $32,400.00
9 Asphalt Paving - 1 1 /2" depth 5,400 SY $4.75 $25,650.00
10 Concrete Aprons 550 SF $5.00 $2 ,750.00
11 Sidewalks 4,340 SF $2 .75 $11 ,935.00
12 ADA Ramps 2 EA $400.00 ~800.00
Subtotal $162,775.00
Storm Drainage
13 Drainage Pipe -18" RCP -structural 0 LF $36.00 $0.00
14 Drainage Pipe -18" RCP -non-structural 290 LF $26.00 $7,540.00
15 Drainage Pipe -24" RCP -structural 165 LF $42.00 $6,930.00
16 Drainage Pipe -24" RCP -non-structural 315 LF $32.00 $10,080.00
17 Inlets 5' wide/junction boxes 1 EA $2,250.00 $2,250.00
18 Inlets 1 O' wide 2 EA $2 ,800.00 ~5,600 .00
Subtotal $32,400.00
Water Lines
19 6" Water PVC CL200 (C900) structural 125 LF $24.00 $3,000.00
20 6" Water PVC CL200 (C900) non-structural 215 LF $18.00 $3,870.00
21 8" Water PVC CL200 (C900) structural 1,220 LF $28.00 $34,160.00
22 8" Water PVC CL200 (C900) non-structural 370 LF $20.00 $7,400.00
23 Gate Valves -6" 1 EA $550.00 $550.00
24 Gate Valves -8" 3 EA $600.00 $1,800.00
25 M.J. Bends/Reducers -8" 8 EA $300.00 $2,400.00
26 M.J. Tees -8" 4 EA $300.00 $1,200.00
27 Tapping Sleeve & Valve 18" x 8" 1 EA $12,000.00 $12,000.00
28 Water Services 20 EA $700.00 $14,000.00
29 Water Tie-in at existing stub out 4 EA $500.00 $2,000.00
30 2" Blow off Assembly EA $400.00 $400.00
31 Fire Hydrant Assembly 2 EA $2,000.00 ~4,000.00
Subtotal $86,780.00
Page 1 of 2
' '
Sanitary Sewer Lines
32 8" SOR 26 Pipe -structura l 65 LF $28 .00 $1 ,820.00
33 8" SOR 26 Pipe -non-structu ral 425 LF $22 .00 $9,350.00
34 8" ASTM 2261 pressure pipe -stru ctural 40 LF $32.00 $1,280.00
35 8" ASTM 2261 pressure pipe -non-struct 0 LF $24.00 $0.00
36 6" SOR 26 Pipe -structura l 160 LF $24.00 $3,840.00
37 6" SOR 26 Pipe -non-stru ctu ral 1,000 LF $18.00 $18,000.00
38 Sewer Services 23 EA $600.00 $13,800.00
39 Manholes -average depth 1 O' 6 EA $2,000.00 $12,000.00
40 Sewer Tie-in at existing 2 EA $400.00 ~800.00
Subtotal $60,890.00
Total Sitework $162,775.00
Total Storm Drainage $32,400.00
Total Water $86,780.00
Total Sanitary Sewer ~60,890 .00
TOT AL CONSTRUCTION I $342,845.oo I
Engineering and Surveying @ 6% $20,570.70
Contingency@ 5% $17,142.25
TOTAL I $380,557.951
Page 2 of 2
~-'1
COLllGl STATION
DEVELOPMENT PERMIT
PERMIT NO. 100028
DP-STONE FOREST SUBDIVISION PH 3
FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA
RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE
SITE LEGAL DESCRIPTION:
STONE FOREST PHASE 3
DATE OF ISSUE: April 27, 2001
OWNER:
JOHNSON INVESTMENTS INC
P 0 BOX 800
COLEMAN, TX 76834
TYPE OF DEVELOPMENT:
SPECIAL CONDITIONS:
SITE ADDRESS:
300 GREENS PRAIRIE RD
DRAINAGE BASIN:
LICK CREEK
VALID FOR 12 MONTHS
CONTRACTOR:
TEXCON, INC.
SINGLE-FAMILY RESIDENTIAL AND INFRASTRUCTURE
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.
If it is determined that the presribed erosion control are not effective, it is the responsibility of the Contractor to
effectively correct the problem.
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
1pplication for the above named project and all of the codes and ordinances of the City of College Station that apply.
Date I
\Iler/ Agent/Contractor Date
•
STAFF REVIEW COMMENTS NO. 1
Project: DP-STONE FOREST SUBDIVISION PH 3-DEVELOPMENT PERMIT (1-
100028)
ENGINEERING
1. Sheet 4: Please plot the HGL for the 10-yr and 100-yr flows on profile view of storm
sewer.
Reviewed by: Spencer Thompson Date: April 11, 2001
NOTE: Any changes made to the plans, that have not been requested by the City of College Station,
must be explained in your next transmittal letter and "bubbled" on your plans . Any additional changes on
these plans that have not been pointed out to the City, will constitute a completely new review.
Staff Review Comments Page 1of1
TEX, CON
General Contractors
Div. of CDS Enterprises, Inc.
1707 Graham Rd. • College Station, TX 77845 • 979-690-7711 • Fax: 979-690-9797
April 19, 2001
Bridgette George
Asst. Development Coordinator
City of College Station
1101 Texas Avenue South
College Station, TX 77842
RE: Stone Forest Subdivision, Phase 3 -College Station, Texas
Dear Ms. George:
Attached are ten (10) copies of the revised final plat, the Mylar original and five (5) sets of the
construction documents marked "Issued for Construction."
Also attached are 2 sealed copies of the Design Report for the Proposed Sanitary Sewer Line
Improvements and 2 sealed copies of the revised Engineer's Cost Estimate. Quantities for the
6" and 8" sewer pipe (non-structural backfill) were revised to reflect the correction of an error
found on Plan Sheet 7. Sewer line S-6 was incorrectly labeled as an 8" line instead of a 6"
line. Sheet 7 has also been revised to reflect this correction.
If you have any questions or need additional information, please do not hesitate to give me a
call at (979) 690-7711.
Sincerely Yours,
Joe Schultz, P .E.
Civil Engineer
Attachments
~-v
COLLEGE STATION
DEVELOPMENT PERMIT
PERMIT NO. 100028
DP-STONE FOREST SUBDIVISION PH 3
FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA
RE: CHAPTER 13 OF THE COLLEGE ST A TION CITY CODE
SITE LEGAL DESCRIPTION:
STONE FOREST PHASE 3
DATE OF ISSUE: April 3, 2002
OWNER:
JOHNSON INVESTMENTS INC
P 0 BOX 800
COLEMAN, TX 76834
TYPE OF DEVELOPMENT:
SPECIAL CONDITIONS:
SITE ADDRESS:
300 GREENS PRAIRIE RD
DRAINAGE BASIN:
LICK CREEK
VALID FOR 6 MONTHS
CONTRACTOR:
TEXCON, INC.
SINGLE-FAMILY RESIDENTIAL AND INFRASTRUCTURE
CLEARING AND GRADING
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.
If it is detemuned that the presribed erosion control are not effective, it is the responsibility of the Contractor to
effectively correct the problem.
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 pernlit 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 subnlitted to and approved by the City Engineer in the development permit
application for the above named project and all of the codes and ordinances of the City of College Station that apply.
Date
'
Design Report
Proposed Sanitary Sewer Line Improvements
for
Stone Forest Subdivision
Phase 3
College Station, Texas
April 2001
Prepared By:
TEXCON General Contractors
1707 Graham Road
College Station, Texas 77845
(979) 690-7711
1.0 INTRODUCTION & DESCRIPTION
The purpose of this report is to provide a description of the proposed sanitary sewer to be
constructed with the Stone Forest Subdivision, Phase 3, and to provide the criteria used in
the design of this sanitary sewer system. The project will include the construction of
approximately 1,654 feet of sanitary sewer lin e. The line will tie into the lines constructed
during Phase 1 and 2, and service the proposed development of the Phase 3.
2.0 SANITARY SEWER-Design Flow and Pipe Size Calculations
The proposed sewer line is to be constructed of 6" and 8" diameter SDR-26, PVC pipe
which meets the requirements of ASTM-D3034. The proposed manholes are 4' di ameter
manholes, and vary from 8' to 14' in depth, with sewer line slopes ranging from 0.50% to
1.92%. The maximum distance between manholes is less than 500 feet, as required by the
Texas Natural Conservation Commission (TNRCC). The minimum allowable slopes for
8" and 6" pipes per TNRCC requirements are 0.33% and 0.50% respectively. All
construction shall meet the current City of College Station Standard Specifications for
Sanitary Sewer Construction. The sewer line information is summarized in Table 1.
3.0 DETERMINATION OF PEAK FLOW VALVES
The peak flows were based on using a daily use of 300 gallons per day for each dwelling
unit. The design peak flow is determined by multiplying the average daily flow by 1.5,
which results in the adjusted daily flow. This value is then multiplied by 3.0 to determine
the peak hourly flow. The velocities for the lines were calculated using Manning's
Equation. According to the TNRCC, the minimum velocity for sewer systems flowing full
is 2.0 feet per second. As shown in Table 1, the minimum anticipated flow velocities for
the proposed sewer lines at 50% full meet this requirement. The flow for 100% full will
not be less than the flow for 50% full; therefore, the TNRCC requirement is met. The
TNRCC requires that the maximum velocity for sewer systems flow full not exceed 10 feet
per second. The values in Table 1 are well below this maximum velocity.
TABLE 1 -SEWER LINE FLOW DAT A
0 Manhole No. of Units From Cumulative Average Percent 50% Full z Size Length Slope Peak Flow
Cl> Number Dwelling Unit Merging Dwelling Daily Flow Full Flow c :.J From To (in) (ft) (%) Services lines Units (gpm) (cfs) (cfs) (%) (cfs)
'? 303 301 6 290.4 0.75 9 -9 1.87 0.0042 0.0188 13.4 0.2430 Cl)
O'> rh 304 302 6 289.1 0.50 9 -9 1.87 0.0042 0.0188 14.8 0.1984
0
'7 305 302 6 236.0 1.80 4 -4 0.83 0.0019 0.0084 7.4 0.3764
Cl)
300 Exist devel 6 328.8 1.75 11 -11 2.29 0.0051 0.0230 12.1 0.3711
Te1l'4> Plug 201 6 114.3 1.75 3 ,, -. 14 2.92 0.0065 0.0292 13.5 0.3711
CD rh 201 118 8 199.7 1.50 7 -21 4.37 0.0097 0.0438 11.8 0.7400
118 117 8 96.2 2.00 0 26 (S-7) 47 9.79 0.0218 0.0981 16.3 0.8545
117 105 8 119.0 1.00 3 -50 10.42 0.0232 0.1044 19.9 0.6042
Shaded areas are information that has been previously submitted, and is included for informational purposes only.
302 301 8 323.6 1.92 5 9(5·9),4(5·10) 18 3.75 0.0084 0.0376 10.4 0.8372
301 Exist devel 8 185.5 1.50 2 9(S-8) 29 6.04 0.0135 0.0606 13.3 0.7400
M
rh Tellll Plug 113 8 202.1 1.50 2 -31 6.46 0.0144 0.0647 14.2 0.7400
113 112 8 399.6 1.50 5 -36 7.50 0.0167 0.0752 15.3 0.7400
112 103 8 87.3 1.50 2 = 38 7.92 0.0176 0.0793 15.7 0.7400
n =0.013
Refer to construction drawings for manhole locations.
4.0 CONCLUSIONS
It is our determination based on the criteria and data developed that the proposed sewer
line will provide sufficient capacity for the anticipated wastewater flows generated by this
development.
2
__ .... ,,,,,
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4rl~-Ol
Velocity
(fps)
2.5
2.0
3.8
3.8
3.8
4.2
4.9
3.5
4.8
4.2
4.2
4.2
4.2
I
CONSTRUCTION COST ESTIMATE 23-Mar-O 1
STONE FOREST SUBDIVISION
COLLEGE STATION, TEXAS
PHASE 3 -41 LOTS
Item Estimated Unit Estimated
No. Description Quantity Price Cost
Sitework
Mobilization/Layout (entire phase three) LS $5,000.00 $5,000.00
2 Erosion Control/Seeding 1 LS $6,000.00 $6,000.00
3 Site Preparation 2.5 AC $7,000.00 $17,500.00
4 Topsoil Stripping & Replacement 1, 170 CY $4.00 $4,680.00
5 Excavation/Grading 3,510 CY $3.00 $10,530.00
6 Lime Stabilized Subgrade 6,800 SY $3.00 $20,400.00
7 Concrete Laydown Curb 3,590 LF $7.00 $25,130.00
8 Base Material -6" depth 5,400 SY $6.00 $32,400.00
9 Asphalt Paving -1 1 /2" depth 5,400 SY $4.75 $25,650.00
10 Concrete Aprons 550 SF $5.00 $2,750.00
11 Sidewalks 4,340 SF $2.75 $11 ,935.00
12 ADA Ramps 2 EA $400.00 ~800.00
Subtotal $162,775.00
Storm Drainage
13 Drainage Pipe -18" RCP -structural 0 LF $36.00 $0.00
14 Drainage Pipe -18" RCP -non-structural 290 LF $26.00 $7,540.00
15 Drainage Pipe -24" RCP -structural 165 LF $42.00 $6,930.00
16 Drainage Pipe -24" RCP -non-structural 315 LF $32.00 $10,080.00
17 Inlets 5' wide/junction boxes EA $2,250.00 $2,250.00
18 Inlets 10' wide 2 EA $2,800.00 ~5,600.00
Subtotal $32,400.00
Water lines
19 6" Water PVC CL200 (C900) structural 125 LF $24.00 $3,000.00
20 6" Water PVC CL200 (C900) non-structural 215 LF $18.00 $3,870.00
21 8" Water PVC CL200 (C900) structural 1,220 LF $28.00 $34, 160.00
22 8" Water PVC CL200 (C900) non-structural 370 LF $20.00 $7,400.00
23 Gate Valves -6" 1 EA $550.00 $550.00
24 Gate Valves -8" 3 EA $600.00 $1 ,800.00
25 M.J. Bends/Reducers -8" 8 EA $300.00 $2,400.00
26 M.J. Tees -8" 4 EA $300.00 $1,200.00
27 Tapping Sleeve & Valve 18" x 8" 1 EA $12,000.00 $12,000.00
28 Water Services 20 EA $700.00 $14,000.00
29 Water Tie-in at existing stub out 4 EA $500.00 $2,000.00
30 2" Blow off Assembly EA $400.00 $400.00
31 Fire Hydrant Assembly 2 EA $2,000.00 ~4,000.00
Subtotal $86,780.00
Sanitary Sewer Lines
32 8" SOR 26 Pipe -structural 65 LF $28.00 $1,820.00
33 8" SOR 26 Pipe -non-structural 750 LF $22.00 $16,500.00
34 8" ASTM 2261 pressure pipe -structural 40 LF $32.00 $1 ,280.00
35 8" ASTM 2261 pressure pipe -non -struct. 0 LF $24.00 $0.00
36 6" SOR 26 Pipe -structural 160 LF $24.00 $3,840.00
37 6" SOR 26 Pipe -non-structural 670 LF $18.00 $12,060.00
38 Sewer Services 23 EA $600.00 $13,800.00
39 Manholes -average depth 1 O' 6 EA $2,000.00 $12,000.00
40 Sewer Tie-in at existing 2 EA $400.00 ~800.00
Subtotal $62,100.00
Total Sitework $162,775.00
Total Storm Drainage $32,400.00
Total Water $86,780.00
Total Sanitary Sewer 62 100.00
TOT AL CONSTRUCTION $344,055.00
Engineering and Surveying @ 6% $20,643.30
Contingency@ 5% $17,202.75
TOTALj $381,901.051
Drainage Report
for
R~VIEWeb FOR
l co~_APf. f A~
APR 11 200
COLLEGE STATIO
ENGINEERING
FILE
Stone Forest Subdivision, Phase 3
College Station, Texas
April 2001
D eveloper:
Johnson Investments, Inc.
1400 Commercial A venue
Coleman, Texas 76834
(915) 625-2124
Prepared By:
TEXCON General Contractors
1707 Graham Road
College Station, Texas 77845
(979) 690-7711
CERTIFICATION
I, Joseph P. Schultz, Licensed Professional Engineer No. 65889, State of Texas, certify that
this report for the drainage design for the Stone Forest Subdivision, Phase 3, was prepared
by me in accordance with the provisions of the City of College Station Drainage Policy
and Design Standards for the owners hereof.
~''''''' --~~OF /~ \\
... -<._i>-•••••••••• ..+--<? '• Fe.; .. ··· * ·· ... IS' •, "* .. ·. * , "*: ·•l ~·································· ~ 1 .. A9.~.~r.tl .. ~~ .. ~~~.~.~E .... J '~~-·~ 65889 Q /! J 1fa'<'-"0·f.G1srE.~~··0· Y ''''&,s ......... ~ ., \~: .. ,,~~~~t--r ... :: ..
TABLE OF CONTENTS
DRAINAGE REPORT
STONE FOREST SUBDIVISION, PHASE 3
CERTIFICATION ......................................................................................................................................................... 1
TABLE OF CONTENTS ............................................................................................................................................... 2
LIST OF TABLES ......................................................................................................................................................... 3
INTRODUCTION .......................................................................................................................................................... 4
GENERAL LOCATION AND DESCRIPTION ......................................................................................................... 4
FLOOD HAZARD INFORMATION ........................................................................................................................... 4
DEVELOPMENT DRAINAGE PATTERNS .............................................................................................................. 4
DRAINAGE DESIGN CRITERIA ............................................................................................................................... 5
STORM WATER RUNOFF DETERMINATION ...................................................................................................... 5
DETENTION FACILITY DESIGN ............................................................................................................................. 6
STORM SEWER DESIGN ........................................................................................................................................... 6
CONCLUSIONS ............................................................................................................................................................ 7
APPENDIX A ................................................................................................................................................................. 8
Storm Sewer Inlet Design Calculations
APPENDIX B ............................................................................................................................................................... 10
Storm Sewer Pipe Design Calculations
EXHIBIT B ................................................................................................................................................................... 20
Post-Development Drainage Areas -Storm Sewer Design
2
LIST OF TABLES
TABLE 1 -Rainfall Intensity & Time of Concentration Calculations .................................................... 5
TABLE 2 -Post-Development Runoff Information -Storm Sewer System ............................................ 6
3
DRAINAGE REPORT
STONE FOREST SUBDIVISION, PHASE 3
INTRODUCTION
The purpose of this report is to provide the hydrological effects of the construction of the
Stone Forest Subdivision, Phase 3, and to show that the proposed storm drainage system
meets the requirements set forth by the City of College Station to control storm water
runoff in such a manner so as to have no offsite or downstream impact.
GENERAL LOCATION AND DESCRIPTION
The project is located on a 4 7.42 acre tract located east of State Highway 6 along the south
side of Greens Prairie Road in College Station, Texas. Phase 3 is made up of 12.28 acres.
This report primarily addresses the storm sewer drainage for Phase 3; however,
information concerning Phases 1 & 2 has been included for clarification. For information
regarding the pre-development conditions and the detention facility for this subdivision,
refer to the Drainage Report for Phase 1, dated October 2000. For information regarding
Phase 2, refer to the Drainage Report for Phase 2, dated February 2001. The site is
wooded with the vegetation primarily consisting of oak trees and yaupons. The existing
ground elevations range from elevation 260 to elevation 310. 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 July 2, 1992, panel number 48041C0205-C. Zone X Areas are
determined to be outside of the 500-year floodplain.
DEVELOPMENT DRAINAGE PATTERNS
The storm water runoff from the site prior to development flows in two general directions.
The majority of the project site flows toward the north and northeast into the drainage ditch
in the Greens Prairie Road right-of-way. The southern comer of the acreage flows to the
south onto the adjacent property. Refer to the Drainage Report for Phase 1, Exhibit A for
the pre-development drainage areas.
After development, a majority of the storm water runoff from the site will be captured by
the proposed detention pond at the north end of the acreage. Information pertaining to this
detention pond is summarized in the Drainage Report for Phase 1.
The post-development drainage area boundaries used for the storm sewer design are shown
in Exhibit B. The post-development runoff will be controlled and released at or below the
pre-development peak runoff rates for the design storm event by detaining the runoff in the
detention pond. The design criteria and results of the detention pond design are included
in the Drainage Report for Phase 1.
4
DRAINAGE DESIGN CRITERIA
The des ign parameters for the storm sewer are as follows:
• The Rational Method is utilized to determine peak storm water runoff rates for the
storm sewer design.
• Design Storm Frequency
Storm Sewer system 10 and 100-year storm events
• Runoff Coefficients -Rational Equation
Post-development (single family residential) 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
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 storm events. The runoff coefficients
are based on the future development of this tract. The drainage areas for post-development
are shown in Exhibit B. Post-development runoff conditions are summarized in Table 2.
TABLE 1 -Rainfall Intensity & Time of Concentration Calculations
The Rational Method:
Q=CIA
Q = Flow (cfs)
A = Area (acres)
C = Runoff Coeff.
I = Rainfall Intensity (in/hr)
Rainfall Intensity Values (in/hr)
Storm t.:=
Event 10min
Is 7.693
110 8.635
125 9.861
lso 11.148
1100 11 .639
Brazos County:
5 y_ear storm 10 y_ear storm
b = 76 b = 80
d = 8.5 d = 8.5
e = 0.785 e = 0.763
I= b I (t.:+d)e
I = Rainfall Intensity (in/hr)
t.: = U(V*60)
tc; =Time of concentration (min)
L = Length (ft)
V =Velocity (ft/sec)
25 y_ear storm 50 y_ear storm
b = 89 b = 98
d = 8.5 d = 8.5
e = 0.754 e = 0.745
(Data taken from State Department of Hiqhway_s and Public Transportation Hy_draulic Manual , page 2-16)
s
100 y_ear storm
b = 96
d = 8.0
e = 0.730
TABLE 2 -Post-Development Runoff Information -Storm Sewer System
Area c Os 010 025 Oso Area# (acres) tc
A1 Ai C1 C2 Crotal Total (min) (cfs) (cfs) (cfs) (cfs)
201 4.22 0 4 .22 0.55 0 0.55 10 17.86 20.04 22.89 25.87
202 0.32 0 0.32 0.55 0 0.55 10 1.35 1.52 1.74 1.96
203 1.45 0 1.45 0.55 0 0.55 10 6.14 6.89 7.86 8.89
204 0.37 0 0.37 0.55 0 0.55 10 1.57 1.76 2.01 2.27
205 2.10 0 2.10 0.55 0 0.55 10 8.89 9.97 11 .39 12.88
206 1.77 0 1.77 0.55 0 0.55 10 7.49 8.41 9.60 10.85
207 1.27 0 1.27 0.55 0 0.55 10 5.37 6.03 6.89 7.79
207A 0.86 0 0.86 0.55 0 0.55 10 3.64 4.08 4.66 5.27
208 0.55 0 0.55 0.55 0 0.55 10 2.33 2.61 2.98 3.37
209 0.93 0 0.93 0.55 0 0.55 10 3.93 4.42 5.04 5.70
210 0.72 0 0.72 0.55 0 0.55 10 3.05 3.42 3.90 4.41
211 1.00 0 1.00 0.55 0 0.55 10 4.23 4.75 5.42 6.13
212 0.59 0 0.59 0.55 0 0.55 10 2.50 2.80 3.20 3.62
213 1.96 0 1.96 0.55 0 0.55 10 8.29 9.31 10.63 12.02
214 1.12 0 1.12 0.55 0 0.55 10 4.74 5.32 6.07 6.87
215 2.12 0 2.12 0.55 0 0.55 10 8.97 10.07 11 .50 13.00
216 0.50 0 0.50 0.55 0 0.55 10 2.12 2.37 2.71 3.07
217 1.50 0 1.50 0.55 0 0.55 10 6.35 7.12 8.14 9.20
218 2.25 0 2.25 0.55 0 0.55 10 9.52 10.69 12.20 13.80
219 1.26 0 1.26 0.55 0 0.55 10 5.33 5.98 6.83 7.73
220 2.35 0 2.35 0.55 0 0.55 10 9.94 11 .16 12.75 14.41
221 0.95 0 0.95 0.55 0 0.55 10 4.02 4.51 5.15 5.82
222 1.25 0 1.25 0.55 0 0.55 10 5.29 5.94 6.78 7.66
223 0.28 0 0.28 0.55 0 0.55 10 1.18 1.33 1.52 1.72
224 0.22 0 0.22 0.55 0 0.55 10 0.93 1.04 1.19 1.35
225 0.56 0 0.56 0.55 0 0.55 10 2.37 2.66 3.04 3.43
226 0.73 0 0.73 0.55 0 0.55 10 3.09 3.47 3.96 4.48
227 2.22 0 2.22 0.55 0 0 .55 10 9.39 10.54 12.04 13.61
228 1.27 0 1.27 0.55 0 0.55 10 5.37 6.03 6.89 7.79
229 1.39 0 1.39 0.55 0 0.55 10 5.88 6.60 7.54 8.52
230 0.23 0 0.23 0.55 0 0 .55 10 0.97 1.09 1.25 1 .41
231 0.99 0 0.99 0.55 0 0.55 10 4.19 4.70 5.37 6.07
232 0.84 0 0.84 0.55 0 0.55 10 3.55 3.99 4.56 5.15
233 2.49 0 2.49 0.55 0 0.55 10 10.54 11.83 13.50 15.27
234 1.78 0 1.78 0.55 0 0.55 10 7.53 8.45 9.65 10.91
235 1.70 0 1.70 0.55 0 0.55 10 7.19 8.07 9.22 10.42
236 5.56 0 5.56 0.55 0 0.55 10 23.53 26.41 30.15 34.09
DETENTION FACILITY DESIGN
Information regarding the detention facility design can be found in the Drainage Report for
Phase 1, dated October 2000.
STORM SEWER DESIGN
The storm sewer piping for 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
junction boxes will be cast-in-place concrete.
6
0100
(cfs)
27.01
2.05
9.28
2.37
13.44
11 .33
8.13
5.51
3.52
5.95
4.61
6.40
3.78
12.55
7.17
13.57
3.20
9.60
14.40
8.07
15.04
6.08
8.00
1.79
1.41
3.58
4.67
14.21
8.13
8.90
1.47
6.34
5.38
15.94
11 .39
10.88
35.59
Appendix A presents a summary of the storm sewer inlet design parameters and
calculations. The inlets were designed based on a 10-year design storm. As per College
Station guidelines, the capacities of inlets in sump were reduced by 10% to allow for
clogging.
Inlets were located to maintain a gutter flow depth of 5" or less, which 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 following
equations. The depth of flow in the gutter was determined by using the Straight Crown
Flow equation. The flows intercepted by Inlets 8, 9, 10, 14, 15, 17, 18 & 21 were
calculated by using the Capacity of Inlets On Grade equation. The capacities for the inlets
in sumps (Inlets 1-7, 11-13, 16, 19, 20 & 22) 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. Inlets
1-7, 14-19, & 21 were constructed during Phase 1 of this subdivision. Inlets 8, 9, 11 , 12 &
13 were constructed during Phase 2 of this subdivision. Inlets 10, 20 & 22 will be
constructed during Phase 3 of this subdivision. The area between the right-of-way and the
curb line of the streets will be filled as necessary to provide a minimum of 6" of freeboard
above the curb line. This will ensure that the runoff from the 100-year storm event will
remain within the street right-of-way.
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 Bas well. The pipes for the
storm sewer system were designed based on the 10-year storm event; however, all will also
pass the 100-year storm event without any headwater. As required by College Station, the
velocity of flow in the storm 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 storm sewer pipe system will occur in Pipe 9.
Appendix B contains a summary of the Manning pipe calculations as well as flow
diagrams mapping the flows through the storm sewer system for the 10 and 100-year
events. The maximum velocity for the pipe system will be 14.83 feet per second and will
occur in Pipes 21 & 22. The maximum velocity for Phase 3 is 14.1 feet per second in Pipe
5. The pipes in Phase 3 include Pipes 5, 6 & 25. Pipes 5 and 25 will be tied into existing
pipes placed during construction for Phases 1 & 2. The hydraulic grade lines (HGL) for
the 10-and 100-year storm events have been shown on the plan/profile sheets of the
construction documents.
CONCLUSIONS
The construction of this project will significantly increase the storm water runoff from this
site. However, the detention pond (constructed during Phase 1) will adequately reduce the
peak post-development runoff to less than the pre-development runoff for the design storm
event. No flood damage to downstream landowners is expected as a result of this
development.
7
APPENDIX A
Storm Sewer Inlet Design Calculations
8
Stone Forest Subdivision
Inlet Length Calculations
Inlets In Sump
Inlet# Length & Type Flow from
Area#
'1 10' Standard 202
203
'2 5' Standard 209
'3 10· Standard 208
213
'4 10' Standard 204
205
'5 1 o· Standard 206
'6 5' Standard 214
'7 15' Standard 207A
·11 10' Standard 221
~
'12 5' Standard 223
226
'13 5' Standard 224
225
'16 1 O' Standard 210
211
'19 10' Standard 216
217
20 5' Standard 230
231
22 10' Standard 228
232
A c Q,, Q. • .,,_w
(acres) (els) (els) from Inlet#
0.32 0.55 1.52
1.45 0.55 6.89
0.93 0.55 ~
0.55 0.55 2.61
1.96 0.55 9.31
0.37 0.55 1.76
2.10 0.55 9.97
1.77 0.55 8.41
1.12 0.55 5.32 0.00 8
0.86 0.55 4.08 5.93 21
0.95 0.55 4.51
1.25 0.55 5.94
0.28 0.55 1.33
0.73 0.55 3.47
0.22 0.55 1.04
0.56 0.55 2.66
0.72 0.55 3.42
1.00 0.55 4.75
0.50 0.55 2.37
1.50 0.55 7.12
0.23 0.55 1.09
0.99 0.55 4.70
1.27 0.55 6.03
0.84 0.55 3.99
1 O year storm
Orot.1 Orot.1•10".llo Y10-.i L1D.fl9q'cf L10-.ct...i o, ..
(els) (els) (fl) (In) (fl) (fl) (els)
1.52 1.67 0.176 2.11 6.92 10 2.05
6.89 7.58 0.311 3.73 9.28
4.42 4.86 0.263 3.15 5.95 -3.64 5
2.61 2.87 0.216 2.59 3.52 -9.82 10 9.31 10.24 0.348 4.17 12.55
1.76 1.93 0.186 2.23 9.66 10 2.37
9.97 10.97 0.357 4.28 13.44
8.41 9.25 0.335 4.02 6.92 10 11.33
5.32 5.85 0.282 3.38 4.38 5 7.17
10.01 11.01 0.357 4.29 8.25 15 5.51
4.51 4.96 0.265 3.18 8.61 10 6.08
5.94 6.53 0.294 3.52 8.00
1.33 1.46 0.168 2.01 3.95 5 ~
3.47 3.81 0.240 2.88 4.67
1.04 1.15 0.153 1.84 3.05 5 1.41 I---2.66 2.93 0.217 2.61 3.58
3.42 3.76 0.239 2.87 6.73 10 4.61
4.75 5.22 0.270 3.24 6.40
2.37 2.61 0.208 2.50 7.82 10 3.20
7.12 7.84 0.315 3.77 9.60
1.09 1.20 0.156 1.87 1.47 4.77 5 I---4.70 5.17 0.269 3.23 6.34
6.03 6.63 0.296 3.55 8.25 10 8.13
~ 3.99 4.39 0.253 3.04 5.38
'These inlets have been constructed dunng Phase 1 & 2, and are 1nduded for mformatt0nal purposes only. *u#'fly-•7"•0.583'
Inlets On Grade 10 year storm
Inlet# Length & Type Flow from y,. Q,_,_ Ocap1ur.d Q,,,pou Q.•"Y••w Qbyp--total <leap.cot al 0 10-Total
Area# (ft) (in) (ft) (els) (els) (els) fromlnllll# (els) (els) (els)
'8 10' Recessed 219 0.314 3.77 0.61 6.06 -0.08 0.00 6.08 6.06
'9 1 O' Recessed 220 0.420 5.04 0.69 6.87 4.29 2.03 10 6.32 6.87 13.19
10 1 O' Recessed 227 0.386 4.63 0.68 6.78 2.03 2.03 6.78 8.82
'14 1 o· Recessed 218 0.388 4.66 0.68 6.81 3.88 3.88 6.81 10.69
'15 10· Recessed 229 0.324 3.89 0.62 6.18 0.43 0.43 6.18 6.60
'17 5'Recessed 212 0.242 2.91 0.54 2.70 0.10 0.10 2.70 2.80
'18 15' Recessed 215 0.449 5.39 0.68 10.26 -5.57 4.30 14, 15 0.00 14.56 14.56
·21 10· Recessed 207 0.462 5.55 0.64 6.42 -0.39 6.32 9 5.93 6.81 12.74
'These inlets have been constructed dunng Phase 1 & 2, and are included for 1nformat1onal purposes only.
Transverse (Crown) slope (fVft) = 0.033
Straight Crown Flow (Solved to find actual depth of flow. y):
o = o.56 • (zln) • s112 • y"' Q y = {Q / [0.56 • (zln) • s'"n"'
n = Roughness Coefficient =
z = Reciprocal of crown slope=
S = StreeVGutter Slope (fVft)
y = Depth of flow at inlet (ft)
Capacity of Inlets on grade:
Oe = 0.7 • [11(H1-H2)] • [H,'12-H2
512]
Oe =Flow capacity of inlet (els)
H, =a+ y
O.Q18
30
H2 =a= gutter depression (2" Standard; 4" Recessed)
y = Depth of flow in approach gutter (fl)
Inlets In sumps, Weir Flow:
L=Q /(3'y312) Q y=(Q /3L)213
L = Length of inlet opening (ft)
Q = Flow at inlet (cfs)
y = total depth of flow on inlet (ft)
max y for inlet in sump= 7" = 0.583'
Y100
(ft) (in)
0.349 4.19
0.488 5.86
0.431 5.18
0.434 5.21
0.362 4.35
0.271 3.25
0.531 6.37
0.552 6.62
100 year storm
<l,;.")'0¥ .. o, .... Orotal+tn Y100
(els) from Inlet ti (els) (els) (fl) (In)
2.05 ~ 0.557 6.68 9.28 10.21
5.95 6.55 ----0.575 6.91
3.52 3.87 0.703 8.43 12.55 13.80
2.37 2.61 0.695 8.34 13.44 14.79
11.33 12.46 0.557 6.68
1.64 8 8.81 9.69 0.747 8.97
13.62 21 19.13 21.04 0.602 7.23 -
6.08 6.69 0.644 7.72 ----8.00 8.80
1.79 1.97 0.608 7.30 ----4.67 5.14
1.41 1.55 0.512 6.14 --------3.58 3.94
4.61 5.07 0.546 6.55 6.40 7.04
3.20 3.52 0.604 7.25 ----9.60 10.56
1.47 1.62 0.690 8.28 --------6.34 6.97
8.13 8.94 0.626 7.51 --------5.38 5.91
100 year storm
Q,_,_ Ocaptur.cf a bypton Q. • .,,_w Cbyp-toca1 °"•p-total 0 100-Total s l~ual
(fl) (els) (els) (els) from Inlet# (els) (els) (els) (ft/ft) (fl)
0.64 6.42 1.64 1.64 6.42 8.07 0.0200 10 -----rn-,_ ------0.74 7.69 4.64 10 12.33 7.35 19.68 0.0200 10
0.72 7.25 4.64 4.64 7.25 '----:;1.89 0.0141 10
0.73 7.28 7.12 7.12 7.28 14.40 0.0200 10
0.66 6.55 2.35 2.35 6.55 ~ 0.0200 10
0.57 2.83 0.94 0.94 2.83 3]8 0.0170 5
0.73 10.97 -10.54 11.76 ~ 1.22 21.51 22.73 0.0170 15
0.68 6.83 1.30 12.33 9 13.62 6.83 2D.46 0.0112 10
APPENDIXB
Storm Sewer Pipe Design Calculations
10
Stone Forest Subdivision
Pipe Calculations
Slope Upstream Pipe# Size Length Elev
(in) (ft) (%) (ft)
5 24 100.6 3.50 290.45
6 24 370.5 2.00 298.31 ---25 18 287.0 1.75 302.24
Downstrearr
Elev *Actual Flow
(ft) (cfs)
286.93 15.81
290.90 10.02
297.22 6.78
1 O year storm 100 year storm
*Actual Flow V100 Design Flow V10 Travel Time, tT1o Design Flow %Full %Full (cfs) (fps) (sec) (min) (cfs) (cfs) (fps)
25.53 13.3 58.7 8 0.13 21 .3 34.43 14.1 72.5
16.18 9.7 52.6 38 0.64 13.5 21.82 10.3 63.7
10.95 8.2 70.7 35 0.58 7.25 11.71 8.3 74.7
*These values reflect the actual fl ow for the 18" & 24" pipes. The design flow for these pipe sizes reflects a 25% reducti on in pipe area.
(Refer to attached calculation for specific information.)
Refer to the Drainage Report for Phase 1 or Phase 2 for information on other pipes in this storm sewer system.
Travel Time, tT1oo
(sec) (min)
7 0.12
36 0.60
35 0.58
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* R213 * S112
Q =Flow Capacity (cfs)
18" Pipe:
Pipe size (inches) = 18
Wetted Perimeter WP, (ft)= 4.71
Cross-Sectional Area A, (tt2) = 1.766
Reduced Area AR, (ft2) = 1.325
Hydraulic Radius R =A/WP, (ft)= 0.375
Reduced Hydr Radius RR= AR/Wp, (ft)= 0.281
Roughness Coefficient n = 0.014
Friction Slope of Conduit St. (ft/ft) = 0.01
Example Calculation:
Slope Flow Capacity Reduced Flow Capacity % Difference
s Q Oreduced Oreduced/Q
0.005 6.91 4.28 0.619
0.006 7.57 4.69 0.619
0.007 8.18 5.06 0.619
24" Pipe:
Pipe size (inches) = 24
Wetted Perimeter WP, (ft)= 6.28
Cross-Sectional Area A, (tt2) = 3.14
Reduced Area AR, (tt2) = 2.355
Hydraulic Radius R =A/WP, (ft)= 0.5
Reduced Hydr Radius RR= AR/Wp, (ft)= 0.375
Roughness Coefficient n = 0.014
Friction Slope of Conduit S1, (ft/ft) = 0.01
Example Calculation:
Slope Flow Capacity Reduced Flow Capacity % Difference
s Q Oreduced Oreduced/Q
0.005 14.89 9.22 0.619
0.006 16.31 10.1 0.619
0.007 17.61 10.9 0.619
Conclusion:
Multiply actual Q in 18" & 24" pipes by 1.615 to reflect a 25% reduction in the
cross-sectional area called for on page 47, paragraph 5 of the College Station
Drainage Policy & Design Standards manual.
12-
Stone Forest Subdivision
Pipe Flow Diagram
010 {cfs)
Shaded areas were constructed during Phase 1 & 2 development.
Inlet 22 I 10.02
J,
Pipe 6 I 10.02
J,
Inlet 20 I 5.79
J,
I Inlet 1 I 8.41 I
l
Pipe 5 I 15.81
J,
II Pipe 8 I 8.41 II
Inlet 19 I 9.49
J,
Pipe 4 I 25.30
J,
Inlet 18 I 14.56
J,
Pipe 3 I 39.86
J,
Inlet 17 I 2.70
J,
Pipe 2 I 42.56
J,
Inlet 16 I 8.17
J,
II Pipe 1 I 50.73 II
Inlet 8 I 6.06
J,
Pipe 24 I 6.06
Inlet 10 I 6.78
J,
Pipe 25 I 6.78
Inlet 15 I 6.18
J,
Pipe 14 I 6.18
_J,
Inlet 14 I 6.81
J,
Pipe 13 I 12.99
J,
June Box 1
J,
Pipe 12 I 12.99
J,
June Box 2
J,
Pipe 11 I 12.99
Stone Forest Subdivision
Pipe Flow Diagram
010 (cfs)
Shaded areas were constructed during Phase 1 & 2 development.
-7 Inlet 21 I 6.81
-7 -7 1' _J, 1'
J, Pipe 22 I 45.47
1' J, 1'
J, June Box 5
-7 1' _J, 1'
J, J, Pipe 21 I 45.47
Inlet 9 I 6.87 1' J, 1'
J, Inlet 7 I 10.01
Pipe 23 I 19.71 -7 1' _J, 1'
Pipe 20 I 55.48
_J, 1'
Inlet 6 I 5.32
J, 1'
Pipe 19 I 60.80
_J, 1'
Inlet 4 I 11. 73 June Box 4
J, J, 1'
Pipe 17 I 11 . 73 Pipe 18 I 60.80
J,
Inlet 5 I 8.41
J,
Pipe 16 I 80.94
J,
June Box 3
J,
Pipe 15 I 80.94
Inlet 3 I 11 .92
J,
Pipe 1 O I 105.85
J,
Inlet 2 I 4.42
-lt
II Pipe 9 I 110.21 Ii
Inlet 13 I 3.70
_J,
Pipe 30 I 3.70
J,
Inlet 12 I 4.80
_J,
Pipe 29 I 8.50
J,
June Box 7
_J,
Pipe 28 I 8.50
_J,
Inlet 11 I 10.45
J,
Pipe 27 I 18.95
_J,
June Box 6
J,
Pipe 26 I 18.95
Stone Forest Subdivision
Pipe Flow Diagram
Q100 (cfs)
Shaded areas were constructed during Phase 1 & 2 development.
~-------'
Inlet 22 I 13.51
J,
Pipe 6 I 13.51
J,
Inlet 20 I 7.81
J,
Pipe 5 I 21.32
J,
Inlet 19 I 12.80
J,
Pipe 4 I 34 .12
J,
lnlet18 I 21.51
J,
Pipe 3 I 55.63
J,
Inlet 17 I 2.83
J,
Pipe 2 I 58.46
J,
Inlet 16 I 11.01
J,
II Pipe 1 I 69.47 II
I Inlet 1 111.33 I
II Pipe 8 I 11 .33 II
Inlet 8 I 6.42
J,
Pipe 24 I 6.42
Inlet 10 I 7.25
J,
Pipe 25 I 7.25
Inlet 15 I 6.55
J,
Pipe 14 I 6.55
J,
Inlet 14 I 7.28
J,
Pipe 13 I 13.83
J,
June Box 1
J,
Pipe 12 I 13.83
J,
June Box 2
J,
Pipe 11 I 13.83
Stone Forest Subdivision
Pipe Flow Diagram
0 100 (cfs)
Shaded areas were constructed during Phase 1 & 2 development.
-? Inlet 21 I 6.83
-? -? 1' J, 1'
J, Pipe 22 I 53.38
1' J, 1'
J, June Box 5
-? 1' J, 1'
J, J, Pipe 21 I 53.38
Inlet 9 I 7 .35 1' J, 1'
J, Inlet? I 19.13
Pipe 23 I 21.02 -? 1' J, 1'
Pipe 20 I 72.51
J, 1'
Inlet 6 I 8.81
J, 1'
Pipe 19 I 81 .32
J, 1'
Inlet 4 I 15.81 June Box 4
J, J, 1'
Pipe 17 I 15.81 Pipe18 I 81 .32
J,
Inlet 5 I 11 .33
J,
Pipe 16 j 108.46
J,
June Box 3
J,
Pipe 15 I 108.46
Inlet 3 I 16.07
J,
Pipe 10 I 138.36
J,
Inlet 2 I 5.95
J,
II Pipe 9 I 144.31 II
t(p
Inlet 13 I 4.99
J,
Pipe 30 I 4.99
J,
Inlet 12 I 6.46
J,
Pipe 29 I 11 .45
J,
June Box 7
J,
Pipe 28 I 11 .45
J,
Inlet 11 I 14.08
J,
Pipe 27 I 25.53
J,
June Box 6
J,
Pipe 26 I 25.53
Pipe 5 -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 ....................... .
Hy draulic Radiu s ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full flow velocity ............. .
Circular
Depth of Flow
24.0000 in
25.5300 cfs
0 .0350 ft/ft
0. 0140
14.0896 in
452 .3893 in2
276.0894 in2
41.8996 in
75.3982 in
13.3157 fps
6.5893 in
58.7065 %
39.2996 cfs
12.5094 fps
Pipe 5 -100 Year Storm
Manning Pipe Calcu lator
Given Input Data :
Shape .......................... .
Solving for .................... .
Diamet er ....................... .
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 ............. .
Stone Forest Subdivision, Phase 3
College Station, Texas
11
Circular
Depth of Flow
24.0000 in
34.4300 cfs
0.0350 ft/ft
0. 0140
17.4095 in
452.3893 in2
351.4810 in2
48.9228 in
75.3982 in
14.1058 fps
7.1844 in
72.5396 %
39.2996 cfs
12.5094 fps
Pipe 6 -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 ....................... .
Hy draulic Radius ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full flow velocity ............. .
Circular
Depth of Flow
24.0000 in
16.1800 cfs
0.0200 ft/ft
0 . 0140
12.6273 in
452.3893 in2
241.2437 in2
38 .9543 in
75.3982 in
9.6580 fps
6 .1930 in
52.6139 %
29.7077 cfs
9.4563 fps
Pipe 6 -100 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 ............. .
Stone Forest Subdivision, Phase 3
College Station, Texas ,,
Circular
Depth of Flow
24.0000 in
21.8200 cfs
0.0200 ft/ft
0. 0140
15.2852 in
452.3893 in2
304.0424 in2
44.3544 in
75.3982 in
10.3343 fps
6.8548 in
63.6882 %
29 .7077 cfs
9.4563 fps
Pipe 25 -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 Rad ius ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full flow velocity ............. .
Circular
Depth of Flow
18.0000 in
10.9500 cfs
0.0175 ft/ft
0. 0140
12.7318 in
254.4690 in2
192.4287 in2
35.9702 in
56.5487 in
8.1942 fps
5.3497 in
70.7321 %
12.9034 cfs
7.3018 fps
Pipe 25 -100 Year St orm
Manning Pipe Calculator
Given Input Data:
Shape .......................... .
Solving for .................... .
Diameter ....................... .
Flowrate ....................... .
Slope .......................... .
Manning ' s n .................... .
Computed Results:
Depth .......................... .
Area ........................... .
Wetted Area .................... .
Wetted Perimet er ............... .
Perimeter ...................... .
Velocity ....................... .
Hydraulic Radius ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full flow velocity ............. .
Stone Forest Subdivision, Phase 3
College Station, Texas
\~
Circular
Depth of Flow
18.0000 in
11.7100 cfs
0.0175 ft/ft
0 . 0140
13. 4446 in
254.4690 in2
203.8551 in2
37.5715 in
56.5487 in
8.2718 fps
5.4258 in
74.6924 %
12.9034 cfs
7.3018 fps
EXHIBITB
Post-Development Drainage Areas -Storm Sewer Design
20