HomeMy WebLinkAboutFolderFOR OFFICE USE ONLY
P&ZCASENO.: 03-~/7
DATE SUBMITTED: /-;l.S--O°"b
SITE PLAN APPLICATION qDC:OS~~S
MINIMUM SUBMITTAL REQUIREMENTS
0' $200.00 Site plan application and review fee. B $200.00 Development permit fee.
~ $600.00 Public infrastructure inspection fee, if applicable. (This fee is payable if construction of a public
wat~rline, sewerline, sidewalk, street or drainage facilities is involved.)
LJ:Y Ten {10) folded copies of site plan.
GY A copy of the attached site plan checklist with all items checked off or a brief explanation as to why they
are not checked off.
~f><:: Parkland Dedication requirement approved by the Parks & Recreation Board, please provide proof of
approval (if applicable).
NAMEOFPROJECT _____________ ~G=r~a~ha=m..:..:......::C~o"-'rn~e~r~P~la=z=a ___________ _
ADDRESS ________________ __;:C~o"-'rn~e~r~o~f~G~ra=h=a"-"'m-'-'--'R=oa=d=-&=-=S~H'-6=-W-'-'--"e=s"'"--tF~r~o~nt=a~g=e~R=o=ad=-~
LEGAL DESCRIPTION --------------=L=ot=s-'1'--6=--=B"'"lo"""'c""'-k'-1'---------------
APPLICANT (Primary Contact for the Project):
Name _________ T~e~d_W~h~itm~er'--------E-Mail ______________ _
Street Address ---~-------------=2=50""°'8=-M:.o.=e'-'-rr"""'im..:..::a=c---=-C=ou=r-"--t __________ _
City College Station State TX Zip Code 77845
Phone Number (979) 764-2667 FaxNumber ~l"-b'iJ-1Jo4
PROPERTY OWNER'S INFORMATION:
Name _________ T.:....:e=d=-W.:....:....:.;h=itm:..:..=e'-r _______ E-Mail ______________ _
Street Address -----------------=2=50""°'8=-M:.o.=e'-'-rr"-"'im..:..::a=c~C"-'o'--=u"'"'rt'------------
City College Station State TX Zip Code ____ 7_7_8_4_5 ___ _
Phone Number (979) 764-2667 Fax Number b 'f 3 -I 304-
ARCHITECT OR ENGINEER'S INFORMATION: {..
Name --------~J~oe~S~ch~u'-lt=z________ E-Mail -----'-"jo=e=Ji'"'-'u=lt=z=@=te=x=c=o~n."-'n=et"----
Street Address -----------------~1 "'"--70::....:7_G=..:....::ra=h=a'-'-m'--'R-"o=a=d'-------------
City ____ __cc::....:o'"""ll=eg.,_e=-=St=a'-'-'-tio=n-'------State ____ T_X ___ _ Zip Code ____ 7_;7~8_4~5 ___ _
PhoneNumber _____ ~(9~7~9~)=69::....:0=--~77'-1'-1'----~ Fax Number.-~~~---~<~9_79~)~~~0~0~9~7-9~r~--~ 1tplf. 7150
OTHER CONTACTS {Please specify type of contact, i.e . project manager, potential buyer, local contact, etc.)
Name ___________________ _ E-Mail ______________ _
Street Address -----------------------------------
City ______________ State ________ _ Zip Code _________ _
PhoneNumber ________ Fax Number _____________________ ~
Site Plan Appli cation.doc 7/22/03 1 of 6
CURRsNTZONING ____________ ~C~-2=-----------------
PRESENTUSEOFPROPERTY ________ ~V=a=ca=n=t _____________ _
PROPOSED USE OF PROPERTY _______ __::C::..::o'..!..!m-"-m=e::..:..r=ic=al'--------------
VARIANCE(S) REQUESTED AND REASON(S) ___ _:_N=o.:...:..ne;:;___ ____________ _
#OF PARKING SPACES REQUIRED _---'-N--"-/:.....:.A __ # OF PARKING SPACES PROVIDED _ _____:_;N::....:.../A-=----
MULTl-FAMIL Y RESIDENTIAL PARKLAND DEDICATION
Total Acreage __ # of Multi-Family Dwelling Units
Floodplain Acreage __ x $452 = $
Housing Units __ __ #of acres in floodplain
# of 1 Bedroom Units # of acres in detention
#of 2 Bedroom Units 1.093 #of acres in greenways
#of 3 Bedroom Units --__ date dedication approved by Parks Board
#of 4 Bedroom Units COMMERCIAL
FOR 2 BEDROOM UNITS ONLY Total Acreage 10.73
__ #Bedrooms= 132 sq . ft. Building Square Feet __
__ #Bedrooms < 132 sq . ft. Floodplain Acreage __
NOTE: Parkland Dedication fee is due prior to the issuance of a Building Permit.
The applicant has prepared this application and certifies that the facts stated herein and exhibits attached
hereto are true and correct.
Signature of Owner, Agent or Applicant= Date
S ITE PLAN Cl IECKUST 2 of6
Si te Plan Application.doc 7/22/03
SUPPLEMENTAL DEVELOPMENT PERMIT INFORMATION
.Application is hereby made for the following development sgecifi.c waterway alterations: Pr;" ~k !Jc-;" cw o1 f
ACKNOWLEDGMENTS: IJ10.•"''J(. :f~ro., ....... :h c;..._J p ... .\:i~ic. vJ.,..\v •~
ftJ.__ wh.;f-..,...u-)t'. vvu-'""/J''"'"" .. ;:t f I, __ , design engineer/owner, hereby acknowledge or affirm that: I
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 .
Property Owner(st-
As a condition of approval of this permit application, I agree to construct the improvements proposed in this
application according to these documents and the requirements of Chapter 13 of th Coll e Stati n City
Code.
CERTIFICATIONS:
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 above the base flood elevation
established in the latest Federal Insurance Administration Flood Hazard Study and maps, as amended.
Engineer Date ~ ~541\.,__ p. s t-h_" l \--i---~~ .... ~~'}'·~h
C. I, _\ certify that the alterations or developm~~vei·Gf~ ... permit shall not diminish the flood-
carrying capacity of the waterway adjoining orJerQ$sin · p~r.Hl~d site and that such alterations or
development are consistent with requireme~~of..tile.. l .. Rf •• 9?.~~e Station City Code, Chapter 13
co cerning encroach nts of fl odways and l~~~~Jl.~.~.~.~.~~ ... J
li:P\L\ 65889 :$J _.., -..., z ,...-.;:'\? ~fo-<' .... r~ ~Q.•" l/J, 1 -L--u ..J Engineer •,f &;;~~.1~.p,~~~;.a.:·"""~""~ ..... ,,,.._ ___________ _
\\."-. NAL --.,,~-
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.
SITE PLAN CllECKLIST
Site 1'1;111.doc 7122103
3 of6
1.
2.
3.
SUBMIT APPLICATION AND THIS
LIST CHECKED OFF WITH 10
FOLDED COPIES OF SITE PLAN FOR REVIEW
SITE PLAN MINIMUM REQUIREMENTS
(ALL CITY ORDINANCES MUST BE MET)
INCLUDING BUT NOT LIMITED TO THE FOLLOWING:
Sheet size -24" x 36" (minimum).
A key map (not necessarily to scale).
Title block to include:
~ Name, address, location, and legal description
~ Name, address, and telephone number of applicant
~ Name, address, and telephone number of developer/owner (if differs from applicant)
~ Name, address, and telephone number of architect/engineer (if differs from applicant)
~ Date of submittal
~ Total site area
4.
5.
6.
7.
8.
~ D N/A
D N/A
D N/A
D N/A
North arrow.
Scale should be largest standard engineering scale possible on sheet.
Ownership and current zoning of parcel and all abutting parcels.
Existing locations of the following on or adjacent to the subject site:
Streets and sidewalks (R.O.W .).
Driveways (opposite and adjacent per Driveway Ordinance 1961 ).
Buildings.
Water courses.
Show all easements clearly designating as existing and type (utility, access, etc.).
100 yr. floodplain and floodway (if applicable) on or adjacent to the proposed project site, note if there is
none on the site.
Utilities (noting size and designate as existing) within or adjacent to the proposed site, including building
transformer locations, above ground and underground service connections to buildings, and drainage
inlets.
Meter locations.
Topography (2' max or spot elevations) and other pertinent drainage information. (If plan has too much
information, show drainage on separate sheet.)
Proposed location, type and dimensions of the following.:
Phasing. Each phase must be able to stand alone to meet ordinance requirements.
The gross square footage of all buildings and structures and the proposed use of each. If different uses
are to be located in a single building, show the location and size of the uses within the building. Building
separation is a minimum of 15 feet w/o additional fire protection.
Setbacks. Show building setbacks as outlined in Ordinance 1638 Zoning Ordinance,
(Section 7, Table A).
Off-Street parking areas with parking spaces drawn, tabulated, and dimensioned. Minimum parking space
is 9' x 20', or on a perimeter row 9' x 18' with a 2' overhang. Designate number of parking spaces required
by ordinance and provided by proposal.
Handicap parking spaces.
Slll:l'l./\1 ('lfH 'Kl.ISI 4 or6
~i ll' "'"II /\ppfll'CJlinn.dtH: 7'22 0.1
NOTE:
0 N/A Parking Islands. Ra ised landscape islands, (6" raised curb) a minimum of 180 sq ft are required at both
ends of every parking row (greenspace area contiguous to the end island maybe applied toward th e
required 180 sq . ft .). Additionally, 180 sq. ft. of landscaping for every 15 interior parking spaces must be
provided. All required islands must be landscaped or set with decorative pavers, or stamped dyed
concrete or other decorative materials as approved.
[g) Drives. Minimum drive aisle width is 23' with head-in parking or 20' without parking.
[g) Curb cuts. For each proposed curb cut (including driveways, streets, alleys , etc.) locate existing cu rb cuts
on the same opposite side of the street to determine separation distances between existing and proposed
curb cuts. Indicate driveway throat length as measured in the Driveway Ordinance. (See Ordinance 1961
for driveway location and design requirements.)
D N/A Security gates (show swing path and design specs with colors).
[g) Sidewalks (both public and private). Sidewalks are required at time of development if property has
frontage on a street shown on the Sidewalk Master Plan or if the review staff determines the necessity.
(Refer to Section 10.2 of the Zoning Ordinance).
D N/A Medians. Show any and all traffic medians to be constructed on site.
0 N/A Landscape Reserve. A twenty four foot setback from R.O.W. to curb of parki ng lot is required . Pavement
may encroach into this 24' reserve by up to 1134 square feet if streetscape requirement can still be met
In no case may the pavement be less than 6' from the property line.
[g) Common open spaces sites
D N/A Loading docks
[g) Detention ponds
[g) Guardrails
0 N/A Retaining walls
D N/A All required and other types of fences (a 6' privacy fence is required between industrial/commercial and
residential developments as well as between multi-family and single family developments). 0 N/A Sites for solid waste containers with screening. Locations of dumpsters are accessible but not visible from
streets or residential areas. Gates are discouraged and visual screening is required . (Minimum 12 x 12
pad required.)
[g) Show all easements clearly designating as proposed and type (utility, access, etc.). If dedicated by
separate instrument list by volume and page.
[g) Utilities (noting size and designate as proposed) within or adjacent to the proposed site , including building
transformer locations, above ground and underground service connections to buildings.
D N/A Meter locations (must be located in public R.O.W. or public utility easement.).
[g) Proposed grading (1 ' max for proposed or spot elevations) and other pertinent drainage information. (If
plan has too much information, show drainage on separate sheet.) Refer to sheet 2 of the Graham
Corner Plaza Plans.
[g) Show proposed and existing fire hydrants. Fire hydrants must be located on the same side of a major
street as a project, and shall be in a location approved by the City Engineer. Any structure in any zoning
district other than R-1, R-1 A, or R-2 must be within 300 feet of a fire hydrant as measured along a public
street, highway or designated fire lane. D N/A Show fire department connections. FDC's should be within 150' of the fire hydrant. In no case shall they
be any further than 300' apart, and they shall be accessible from the parking lot without being blocked by
parked cars or a structure. 0 N/A Show fire lanes. Fire lanes a minimum of 20 feet in width with a minimum height clearance of 14 feet must
be established if any portion of the proposed structure is more than 150 feet from the curb line or
pavement edge of a public street or highway.
Fire hydrants must be operable and accepted by the City, and drives must have an all weather
surface as defined in the Zoning Ordinance Section 9 before a building permit can be issued.
D N/A 9. Will building be sprinkled? Yes D No D
D N/A 10.
11 .
If the decision to sprinkle is made after the site plan has been approved, then the plan must be
resubmitted .
Wheelstops may be required when cars overhang onto property not owned by the applicant or
where there may be conflict with handicap accessible routes or above ground utilities, signs or other
conflicts.
Show curb and pavement detail. A 6" raised curb is required around all edges of all parts of all paved areas
without exception . (To include island, planting areas , access ways, dumpster locations, utility pads, etc.)
Curb details may be found in the Zoning Ordinance Section 9 and alternatives to those standards must be
approved by the City Engineer. No exception will be made for areas designated as "re served for future
parking"
Site Plan 1\pplic;1tin11.drn.: 7 22 O~ 5 of 6
0 N/A 12.
D
D
D
D
D
D
D
D
D
0 N/A 13.
14.
15.
16.
D N/A 17.
D N/A 18.
0 N/A 19.
20.
Landscape plans as required in Section 11 of the Zoning Ordinance (See Ordinance # 1638.) The
landscaping plan can be shown on a separate sheet if too much information is on the original site plan. If
requesting protected tree points, then those trees need to be shown appropriately barricaded on the
landscape plan. Attempt to reduce or eliminate plantings in easements. Include information on the plans
such as:
required point calculations
additional streetscape points required. Streetscape compliance is required on all streets larger than a
residential street.
calculations for # of street trees required and proposed (proposed street tree points will accrue toward
total landscaping points.)
proposed new plantings with points earned
proposed locations of new plantings
screening of parking lots
screening of dumpsters, detention ponds, transformers , A/C units, loading docks, propane tanks, utility
demarcation point on buildings, or other areas potentially visually offensive.
existing landscaping to remain
show existing trees to be barricaded and barricade plan. Protected points will only be awarded
if barricades are up before the first development permit is issued .
Show irrigation system plan . (or provide note on how irrigation system requirement will be met prior to
issuance of C.O.) All plans must include irrigation systems for landscaping. Irrigation meters are separate
from the regular water systems for buildings and will be sized by city according to irrigation demand
submitted by applic_ant and must include backflow prevention protection.
Is there any landscaping in TxDOT R.O .W.?
If yes , then TxDOT permit must be submitted.
Will there be any utilities in TxDOT R.O.W .?
If yes , then TxDOT permit must be submitted.
Will there be access from a TxDOT R.O.W.?
If yes , then TxDOT permit must be submitted.
Yes D No ~
Yes D No ~
Yes ~ No D
The total number of multi-family buildings and units to be constructed on the proposed project
site.
The density of dwelling units per acre of the proposed project.
Provide a water and sanitary sewer legend to include water demands (minimum, maximum and
average demands in gallons per minute) and sewer loadings (maximum demands in gallons per
day).
Are there impact fees associated with this development? Yes ~ No D
NOTE: Signs are to be permitted separately.
Sit e Plan Application.doc 7/22/03 6 of 6
~-v DEVELOPMENT PERMIT
PERMIT NO. 03-55
Project: Graham Corner Plaza
COlll<Ol STATION FOR AREAS INSIDE THE SPECIAL FLOOD HAZARD AREA
RE : CHAPTER 13 OF THE COLLEGE STATION CITY CODE
SITE LEGAL DESCRIPTION:
Graham Corner Plaza
Lots 1-6
Block 1
DATE OF ISSUE: 08/07/03
OWNER:
Ted Whitmer
2508 Merrimac Court
College Station, Texas 77845
TYPE OF DEVELOPMENT:
SPECIAL CONDITIONS:
Clearing Permit
SITE ADDRESS:
4030 State Highway 6
DRAINAGE BASIN:
Lick Creek
VALID FOR 6 MONTHS
CONTRACTOR:
All construction must be in compliance with the approved construction plans
All trees must be barricaded, as shown on plans, prior to any construction. Any trees not barricaded will not
count towards landscaping points. Barricades must be 1' per caliper inch of the tree diameter.
Erosion Control per the approved plans must be in place for duration of the project.
The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate
construction site in accordance with the approved erosion control plan as well as the City of College Station
Drainage Policy and Design Criteria. If it is determined the prescribed erosion control measures are ineffective
to retain all sediment onsite, it is the contractors responsibility to implement measures that will meet City, State
and Federal 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 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
Coll e Station that apply.
Date
Cf~ DEVELOPMENT PERMIT
PERMIT NO. 03-55b
Project: Graham Corner Plaza
COLLl<il !;TATION FOR AREAS INSIDE THE SPECIAL FLOOD HAZARD AREA
RE : CHAPTER 13 OF THE COLLEGE STATION CITY CODE
SITE LEGAL DESCRIPTION:
Graham Corner Plaza
Lots 1-6
Block 1
DATE OF ISSUE: 09/16/03
OWNER:
Ted Whitmer
2508 Merrimac Court
College Station, Texas 77845
TYPE OF DEVELOPMENT:
SPECIAL CONDITIONS:
SITE ADDRESS:
4030 State Highway 6
DRAINAGE BASIN:
Lick Creek
VALID FOR 9 MONTHS
CONTRACTOR:
Full Development Permit -Private Drive and Private Storm Sewer
All construction must be in compliance with the approved construction plans
All trees must be barricaded, as shown on plans, prior to any construction. Any trees not barricaded will not
count towards landscaping points. Barricades must be 1' per caliper inch of the tree diameter.
Erosion Control per the approved plans must be in place for duration of the project.
The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate
construction site in accordance with the approved erosion control plan as well as the City of College Station
Drainage Policy and Design Criteria. If it is determined the prescribed erosion control measures are ineffective
to retain all sediment onsite, it is the contractors responsibility to implement measures that will meet City, State
and Federal 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 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
Co e Station th t ply.
1?1-'le -03 Date 7..-/6 ·0 ~
Date
(t-~ DEVELOPMENT PERMIT
PERMIT NO. 03-55a
Project: Graham Corner Plaza
COlllGl STATION FOR AREAS INSIDE THE SPECIAL FLOOD HAZARD AREA
RE : CHAPTER 13 OF THE COLLEGE STATION CITY CODE
SITE LEGAL DESCRIPTION:
Graham Corner Plaza
Lots 1-6
Block 1
DATE OF ISSUE: 08/18/03
OWNER:
Ted Whitmer
2508 Merrimac Court
College Station, Texas 77845
TYPE OF DEVELOPMENT:
SPECIAL CONDITIONS:
SITE ADDRESS:
4030 State Highway 6
DRAINAGE BASIN:
Lick Creek
VALID FOR 9 MONTHS
CONTRACTOR:
Full Development Permit
All construction must be in compliance with the approved construction plans
All trees must be barricaded, as shown on plans, prior to any construction. Any trees not barricaded will not
count towards landscaping points. Barricades must be 1' per caliper inch of the tree diameter.
Erosion Control per the approved plans must be in place for duration of the project.
The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate
construction site in accordance with the approved erosion control plan as well as the City of College Station
Drainage Policy and Design Criteria. If it is determined the prescribed erosion control measures are ineffective
to retain all sediment onsite, it is the contractors responsibility to implement measures that will meet City, State
and Federal 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 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 that apply.
~ti mma or1r;;,9resen a 1ve
---=/'&if
Date
g -\ q -03
Owner/ Agent/Contractor Date
CONSTRUCTION COST ESTIMATE 27-May-03
WATER AND SANITARY SEWER IMPROVEMENTS
GRAHAM CORNER PLAZA
COLLEGE STATION, TEXAS
Item Estimated Unit Estimated
No. Description Quantity Price Cost
General
Mobilization/layout LS $5,000.00 $5 ,000
2 Site Preparation 0.5 AC $6,000.00 $3 ,000
3 Silt Fence 1,200 LF $2.50 $3 ,000
4 Construction Exit-Rock 25 TONS $50.00 $1 ,250
5 Hydromulch/Hydroseeding 6,000 SY $0.50 $3,000
Subtotal $15,250
Water Lines
6 12" Water PVC CL200 (C909) structural 50 LF $44.00 $2 ,200
7 12" Water PVC CL200 (C909) non-structural 480 LF $32.00 $15,360
8 8" Water PVC CL200 (C909) structural 130 LF $28.00 $3,640
9 . 8" Water PVC CL200 (C909) non-structural 760 LF $22.00 $16,720
10 Connect To Existing Line LS $500.00 $500
11 Replace Concrete Sidewalk -6' wide 150 SF $8.00 $1 ,200
12 12" Gate Valves 2 EA $1,400.00 $2 ,800
13 8" Gate Valves 6 EA $650.00 $3,900
14 24"x 8" Tapping Sleeve & Valves 1 EA $4,500.00 $4,500
15 12" x 8" M.J. Tees 2 EA $550.00 $1 , 100
16 8" M.J. Tees 2 EA $350.00 $700
17 8" x 6" M.J. Tees 2 EA $350.00 $700
18 12" M.J. Bends -45 deg. 2 EA $550.00 $1 , 100
19 8" M.J. Bends -45 deg. 2 EA $350.00 $700
20 8" M.J. Bends -22.5 deg. EA $350.00 $350
21 8" M.J. Bends -11 .25 deg. EA $350.00 $350
22 2" Blow off Assembly 3 EA $450.00 $1,350
23 Fire Hydrant Assembly 2 EA $2 ,200.00 $4,400
Subtotal $61,570
Sanitary Sewer Lines
24 8" SOR 26 Pipe -2241 -Structural 20 LF $38.00 $760
25 8" SOR 26 Pipe -3034 -Structural 530 LF $35.00 $18,550
26 8" SOR 26 Pipe -3034 -Non-Structural 30 LF $24.00 $720
27 6" SOR 26 Pipe -2241 -Structural 20 LF $36.00 $720
28 6" SOR 26 Pipe -3034 -Structural 30 LF $32.00 $960
29 6" SOR 26 Pipe -3034 -Non-Structural 100 LF $22.00 $2 ,200
30 Cement Sand Embedment 40 LF $3.00 $120
31 4' dia. Manholes< 8' 1 EA $2,000.00 $2,000
32 4' dia. Manholes 8-1 O' 2 EA $2,400.00 $4,800
33 EA $2,550.00 $2,550
34 EA $5 ,500.00 $5,500
35 EA $600.00 $600
Subtotal $39,480
General $15,250
Total Water $61,570
Total Sanitary Sewer $39,480
TOTAL CONSTRUCTION! $116,3001
Engineering $6,500
TOTAL! $122,8001
CONSTRUCTION COST ESTIMATE 27-May-03
WATER AND SANITARY SEWER IMPROVEMENTS
GRAHAM CORNER PLAZA
COLLEGE STATION, TEXAS
Item Estimated Unit Estimated
No. Description Quantity Price Cost
General
1 Mobilization/Layout 1 LS $5,000.00 $5,000
2 Site Preparation 0.5 AC $6,000.00 $3 ,000
3 Silt Fence 1,200 LF $2 .50 $3,000
4 Construction Exit-Rock 25 TONS $50.00 $1 ,250
5 Hydromulch/Hydroseeding 6,000 SY $0 .50 $3,000
Subtotal $15,250
Water Lines
6 12" Water PVC CL200 (C909) structural 50 LF $44.00 $2 ,200
7 12" Water PVC CL200 (C909) non-structural 480 LF $32.00 $15,360
8 8" Water PVC CL200 (C909) structural 130 LF $28.00 $3,640
9 8" Water PVC CL200 (C909) non-structural 760 LF $22 .00 $16,720
10 Connect To Existing Line 1 LS $500.00 $500
11 Replace Concrete Sidewalk -6' wide 150 SF $8 .00 $1 ,200
12 12" Gate Valves 2 EA $1 ,400.00 $2,800
13 8" Gate Valves 6 EA $650.00 $3,900
14 24"x 8" Tapping Sleeve & Valves EA $4,500.00 $4,500
15 12" x 8" M.J. Tees 2 EA $550.00 $1 , 100
16 8" M.J. Tees 2 EA $350.00 $700
17 8" x 6" M.J. Tees 2 EA $350.00 $700
18 12" M.J. Bends -45 deg. 2 EA $550.00 $1 , 100
19 8" M.J. Bends -45 deg. 2 EA $350.00 $700
20 8" M.J. Bends -22.5 deg. EA $350.00 $350
21 8" M.J. Bends -11.25 deg. 1 EA $350.00 $350
22 2" Blow off Assembly 3 EA $450.00 $1 ,350
23 Fire Hydrant Assembly 2 EA $2,200.00 $4,400
Subtotal $61,570
Sanitary Sewer Lines
24 8" SOR 26 Pipe -2241 -Structural 20 LF $38.00 $760
25 8" SOR 26 Pipe -3034 -Structural 530 LF $35.00 $18,550
26 8" SOR 26 Pipe -3034 -Non-Structural 30 LF $24.00 $720
27 6" SOR 26 Pipe -2241 -Structural 20 LF $36 .00 $720
28 6" SOR 26 Pipe -3034 -Structural 30 LF $32 .00 $960
29 6" SOR 26 Pipe -3034 -Non-Structural 100 LF $22 .00 $2,200
30 Cement Sand Embedment 40 LF $3 .00 $120
31 4' dia. Manholes < 8' 1 EA $2,000.00 $2,000
32 4' dia. Manholes 8-10' 2 EA $2,400.00 $4,800
33 4' dia. Manholes 8-1 O' wl watertight lid EA $2,550.00 $2,550
34 6' dia.Manhole 14-16' over exist line w/watertight lid EA $5,500.00 $5,500
35 Manhole Drop _,,,,,,,, EA $600.00 $600
--i\:. OF I ,, Subtotal $39,480 -~"" .......... t:-r. ' '~ ... ·· * ··.:IS' ••
'· .. ... * ,, 'I!*: ··~ General $15,250 i............. . ................ ill
Total Water $61,570 l ... m~.~r. . ... ~ .~ ..... 1 ,~. • Q:-Total Sanitary Sewer $39,480
1). 9 o··!iJI TOTAL CONSTRUCTIONj $116,3001 (:-00•.C}iSTt~«;.·~~ ~ Ss ••••••· N * Engineering $6,500
\\ 10N t,~. '<-'.,.._:::" TOTALJ $122,800j '"-~:~.l .. :. :;.~:"~'it. ..
$,.z_7 ,03
TCEQ Office Use Only Notice of Intent (NOi) for Storm Water Discharges -----
-Associated with Construction Activity under the ·~ ~ TPDES Construction General Permit (TXR150000)
TPDES Permit Number TXR1 5·:__·:__·:__·:__··-NO
GIN Number: · · • · · · · · · · · · · · · ·
TCEQ For help completing this application. read lhe TXR 150000 NOi Instructions
(TCE0-20022-lnslruclions).
A. Construction Site Operator Customer Reference Number: CN _________ _
Name: C
Mailing Address t 1v1 b v:.:vh?UYl J<.ood
Country Mailing lnformati n if outside USA ) Territory: _________ Country ode: Postal Code: ___ _
Phone Number '1 1C, 0 -I\ Extension Fax Number {_q71 )b?O -9 71 7
E-mail Address I n-fv e ±e.xeo 1'\, V\eJ
Type of Operator: 0 Individual 0 Sole Proprietorship -D.B.A. 0 Partnership (;8l.Corporation 0 Federal Government
0 State Government 0 County Government 0 City Government 0 Other:---------------------
Independent Operator? ~Yes 0 No Number of Employees 0 0-20 0 21-100 0 101-250 0 251-500 0 501 or higher
Federal Tax ID 1 42.-. Lf-~4-'flff State Franchise Tax ID Number l]ALJtfj f<j(,.,11 DUNS Number:
B.
Name: __ -'-""'-"'-=>~-'--~ll-<:'4'-"1,-.i.e::::.i_~~~~~~~v-~.S:::_ _______ ~-~-----------~
Mailing Address City Col k.qe Sil:l-/-1CVl State li Zip Code J 7B4S-
Country Mailing Information (if outside USA) Territory: Country eode: Postal Code: __ _
C. Project I Site Information 0 New 0 No Change Regulated Entity Reference Number: RN _________ _
Name G y-a__~ =tA
Mailing Address: 2-State l_L Zip Code "719-/tS-
Physical Address: a_ llt;ity: , ~ounty: k a 1:;0'::> Zip Code (]SjS"
Location Access Description: 00 fil '2 West fuvvh:~,°be...J<d @Gv:a ~rYI k_d
Latitude:~•~ •iflllei· N Longitude:~• Jld.' '1iJ3 W Degrees (0
). Minutes('). and Seconds (")
Latitude: Longitude: -Decimal Form
Standard lnd~strial Cl ~sific~tio.~ (SIC) code Jfd23_ Also. describe the construction activity at this site (do not repeat the SIC code)
· · ;ti · o w..x, ~ Co r6-trucl E' va::U _co V\fA fU..-W ~
D. Contact -lf).he TCE? ~eds _additional inf?rmation regarding this application, who s_hould_ be contacted?
Name: UL<'~ Jm\-th -0oe. S~l..i.-l±::t. Title J?,r124~cl WkAX'\~eX
Phone Number: cffo -ldJD;1 :1 \ \ Extension ?a~ Number: 17'1 '"' <-l 0 -q7q ]
E-mail Address:
E. Payment Information -Check I Money Order Number: Name on Check I Money Order:
F. Certification
I certify under penalty or law lhal this document was prepared under my direction or supervision in accordance with a system designed lo assure that qualified
personnel properly gather and evaluate the information submitted. Based on my inquiry or the person or persons who manage the system. or those persons
directly responsible for gathering the information. the information submitted is. lo the best or my knowledge and belier. true. accurate. and complete. I am
aware there are significant penalties for submitting false information. including the possibility of fine and imprisonment for knowing violations.
Construction Site Operator:
Prefix: m~~ First: Ca:;('e,...\ Middle: \) •
Last: £m1_ _ SLmx: Titte:_1/~<4~e~~~'~J~e.A.~~F~-----------
Signature: ~~ tY-d Date: _/_~_?_~_~_o_°3 _______ _
If you have questions on how to fill out this form or about the storm water program. please contact us at (512) 239-4671.
Individuals are entitled lo request and review their personal information that the agency gath ers on its forms. They may also have any errors in their information
corrected. To review such information, contact us at (512) 239-3282.
TCE0-200/2 (05103)
The completed NOi must be mailed to the following address . Use the attached document to submit the $100
application fee. Please note that the NOi and application fee are submitted separately to different addresses.
Texas Commission on Environm ental Quality
Storm Water & General Permits Team ; MC -228
P.O. Box 13087
Austin, Texas 787 11 -3087
Page 1 of ;
Drainage Report
for
Graham Corner Plaza
College Station, Texas
July 2003
Developer:
Ted Whi tn1er
2508 Merrimac Court
College Station, Texas 77845
(979) 764-2667
Prepared By:
TEXCON Genera] Contractors
1707 Graham Road
College Station, Texas 77845
. (9 79) 690-7711 '
EVIEWED FO cn••o• '~ .,,... ...
A G 0 7 2C03
COL&..cuc :> 1 "'1 •
ENGINEERING
CERTIFICATION
1, Joseph P. Schul tz, Licensed Professional Engineer No. 65889, State of Texas, certify that this repo rt
for the drainage desi gn for th e Graham Corn er Plaza in College Station, Texas, was prepared by me in
accordance with the provisions of the City of Coll ege Station Drainage Policy and Design Standards
fo r the owners hereof, with the exception that storm water runoff detention is not be ing required for
this project since the site discharges directly into an existing drainage and im ii1ediately into the l 00-
year floodplain li mits.
Jose~}lk
TABLE OF CONTENTS
GRAHAM CORNER PLAZA
CERTIFICATIO ................................................................................................................................................................. I
TABLE OF CONTENTS ....................................................................................................................................................... 2
LIST OF TABLES .................................................................................................................................................................. 2
INTRODUCTIO .................................................................................................................................................................. 3
GENERAL LOCA TIO AND DESCRIPTIO ................................................................................................................. 3
FLOOD HAZARD INFORMATlON ................................................................................................................................... 3
DEVELOPMENT DRAINAGE PATTERJ"lS ...................................................................................................................... 3
DRAI AGE DESIGN CRITERIA ....................................................................................................................................... 3
STORM WATER RUNOFF DETERMINATION .............................................................................................................. 4
STORM SE\VER CULVERT DESIGN ............................................................................................................................... 5
STORM SE\VER PIPE & INLET DESIG ........................................................................................................................ 5
CO CLUSIONS ..................................................................................................................................................................... 6
APPENDIX A ......................................................................................................................................................................... 7
Ca/c11/atio11s
EXI-IIBIT A ........................................................................................................................................................................... 19
Time of Co 11ce11tratio11 Flow Patlr & Drai11age Area Map
EXI-IIBlT B ........................................................................................................................................................................... 21
Pre-a11d Post-Developme11t Drainage Area Map
EXI-IIBIT C ........................................................................................................................................................................... 23
Gradi11g Pfau
LIST OFT ABLES
TABLE l -Rainfall Intensity & Runoff Data .......................................................................................... 4
TABLE 2 -Time of Concentration (tc) Equations .................................................................................. 5
DRAINAGE REPORT
GRAHAM CORNER PLAZA
INTRODUCTION
T he purpose of this report is to provide the hydro logical effects o f the construction of the
infrastructure for the Graham Corn er Plaza proj ect, and to show that th e sto rm water runoff w ill
be controlled in such a mann er so as to have minimal offsite or dow nstream im pact.
GENERAL LOCATION AND DESCRIPTION
T he proj ect is located on 10.73 acres lo cated in Col1 ege Stati on, Texas. Most of the site is open
land with grass. A l.093 acre portion along the North Fork of Lick Creek is being ded icated to
the City of College Station as greenway. This area is primarily wooded . The existing ground
elevations range from elevation 276 to elevati o n 288. The general location of the project site is
shown on th e vicinity map in Ex hi bit A.
FLOOD HAZARD INFORMATION
The project site is located in the Lick Creek Dra in age Basin . The site is located in a Zone X
Area according to the Flood Insurance Rate Map (FIRM) prepared by the Federal Emergency
Management Agency for Brazos County, Texas and incorporated areas dated Feb ruary 9, 2000,
panel number 48041 C020 l D. Zone X Areas are dete1mined to be outside of the 500-yr
fl oodplain. This site is not within the limit of study fo r the FIRM. However, the approx imate
100-year floodplain limits and the floodway were previously determined by Robertson
Engineering fo r the City of College Stati on, and these limits were included on the Final Plat for
th e project. T his floodplain area is also shown on Ex hibit A. Most of the floodplain area and
all of the flood way for this tract is located in the Green ways Dedication Area.
DEVELOPMENT DRAINAGE PATTERNS
The storn1 water runoff from the site fl ows into the North Fo rk of Lick C reek. The runoff from
this development will be discharged into the creek and the 100-year floodplain; therefore, no
detention is required fo r this project. The drainage area boundaries are shown on Exhibit A.
DRAINAGE DESIGN CRITERI A
The design parameters fo r the storm sewer are as fo ll ows:
• The Rational Method is utilized to determine peak storm water runoff rates fo r the
sto1111 sewer design.
• Design Storm Frequency
Sto1111 cu lverts
Sto1111 sewer system
25-year sto rm event
I 0 and I 00-year s torms event s
• Runoff Coefficients
Undeveloped areas
Developed areas
Open space areas
Impervious surfaces
c = 0.30
c = 0.85
c = 0.40
c = 0.90
• Rainfall Intensity equations and valu es for Brazos County can be found in Table l .
• Time of Concentration, tc -Calculations fo r are based on the method found in the TR-
55 publication. Refer to Appendix A for the equations and calculations. The drainage
mnoff flow paths used for calculating the times of concentration for the design of
Culvert No. l are shown in Exhibit B. For smaller drainage areas, a minimum tc of I 0
minutes is used to detem1ine the rainfall intensity values.
STORM WATER RUNOFF DETERMINATION
The peak runoff values were detem1ined in accordance with the criteria presented in the
previous section for the l 0-, 25-and 100-year storm events. The runoff coefficients are
based on the development of this tract. The drainage areas are shown in Ex hibit A.
Runoff conditions are summarized in Table l. The time of concentration equations are
shown in Table 2.
TABLE 1 -Rainfall Intensity & Runoff Data
Area c
Area# (acres) c, C2 C3 Crotal A, A2 Al Total
Area A 0.73 5.26 1.04 7.03 0.9 0.3 0.8 0.43
101 2.36 2.36 0.40 0.40
102 1.20 1.20 0.40 0.40
201 2.36 2.36 0.85 0.85
202 1.20 1.20 0.85 0.85 ---------203 0.23 0.23 0.90 0.90 ---------------··---204 0.23 0.23 0.90 0.90 -------------205 0.09 0.09 0.90 0.90 ---------206 0.10 0.10 0.90 0.90 -------------207 1.07 1.07 0.85 0.85
The Rational Method:
Q=CIA I = b I (!c+d)0
Q = Flow (cfs) le= Time of concentration (min)
A = Area (acres)
C = Runoff Coeff.
I = Rainfall Intensity (in/hr)
Brazos County:
10 year storm
b = 80
d = 8.5
e = 0.763
25 year storm
b = 89
d = 8.5
e = 0.75
100 year storm
b = 96
d = 8.0
e = 0.730
le
(min)
17.8
10
10
10
10
10 -10 -10 -10
10
10 year storm
110 0 10
(in/hr) (cfs)
6.602 19.96
8.635 8.15
8.635 4.14
8.635 17.32
8.635 8.81 ----8.635 1.79 ----8.635 1.79 ----8.635 0.70 ----8.635 0.78 ----8.635 7.85
tc = L/(V*60)
L = Length (ft)
25 year storm
l2s 0 2s
(in/hr) (cfs)
7.564 22.86
9.861 9.31
9.861 4.73
9.861 19.78
9.861 10.06 ----9.861 2.04 ----9.86 1 2.04 ---9.861 0.80 -9.86 1 0.89 --9.861 8.97
V = Velocity (ftfsec)
100 year storm
1100 0100
(in/hr) (cfs)
8.949 27.05
11.639 10.99
11.639 5.59
11.639 23.35
11.639 11 .87 ---11.639 2.41
11.639 2.41
11.639 0.94
11.639 1.05
l 1.639 10.59
TABLE 2 -Time of Concentration (tc) Equations
Th e time of concentration was deterlllined using methods found in TR -55, ''Urb an
Hydrology for Small Watersheds." The equations are as follows.·
Time of Concentration:
For Shallow Concentrated Flow:
Tc = Tr(shccl llow) + T1(co11cc11lra1cd sheer llow)
where: T, =Travel Time, minutes
T, = L I (60*\1)
where: T1 =travel time, minutes
V =Velocity, fps (See Fig 3-l, App. E)
L = flow length, feet
Refer to Appendix A for calculations.
STORM SEWER CULVERT DESIGN
A storm sewer culvert is proposed at the State Highway 6 West Frontage Road driveway
for this development. This culvert wi ll be designed for the 25-year storm event, and it w ill
also pass the 100-year storm event without overtopping the driveway. Refer to Appendix
A for the culvert calculator data sheets for the 25-and 100-year stom1 events.
STORM SEWER PIPE & INLET DESIGN
This project consists of the construction of the private driveway and storm sewer system
and the public water and sanitary sewer lines for this development. No buildings or
structures are proposed at this time. The private stom1 sewer system is designed to col lect
the developed condition runoff from Lots 1, 2, 4 & 5, and discharge it into the North Fork
of Lick Creek. Lots 3 & 6 will have separate storm sewer systems that wi ll discharge
directly into the creek. The private driveway and the sto1m sewer curb inlets were
designed for the existing conditions of the property.
The storm sewer pipe system is designed for the future developed condition of the
property. Pipes 1 & 2 will be constructed with the ends plugged until development of Lo ts
1, 4 or 5. Inlets and additional stom1 sewer piping will be required when the development
plan for each lot is prepared. A drainage report shall be prepared for each lot before it is
developed in order to verify that the calculated runoff values used in this report are not
exceeded.
As previously stated, the storm water runoff from this site will be collected by the
proposed stonn sewer system and then flo w directly into the North Fork of Lick Creek.
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 meeting the requirements
of ASTM C-789. The curb inl ets will be cast-in-place concrete.
Appendix A presents a summary of the stom1 sewer inlet design parameters and
calculations. The inlets were desi gned based on a l 0-year design storm . As per College
Station guidelines, the capaciti es of inl ets in sump were reduced by I 0% to allow for
clogging.
[nlets were located to maintain a gutter !:low depth of 6" or less. This design depth will
prevent th e spread of water from overtoppi ng th e curb of the road for th e 10-year sto1111
event. Refer to Appendix A for a summary of th e gutter !:low depths. The runoff
intercepted by the proposed stonn sewer inlets was calculated using the fo llowing
equations. The depth of Oow in the gutter was detem1ined by using the Straight Crown
Flow equation. The capacities for the inlets in sump (inlets l & 2) were calculated using
the inl ets in Sumps, Weir Flow equation with a maximum allowable depth o f 7" (5" gu tter
!:low plus 2" gutter depression). These equations and the resulting data are also
summari zed in Appendix A. There are no inlets on grade proposed for this development.
Appendix A contains a summary of the stonn sewer pipe design parameters and
calculations. All pipes are 18" in diameter or larger. The pipes for th e storm sewer system
were designed based on the IO-year storm event, and th ey will also pass the 100-year
storm event. Based on th e depth of !:low in the street determined for the 100-year storm
event, this runoff will be contained within the street ri ght-of-way until it enters th e sto1111
sewer system. The velocity of !:low in the storm sewer pipe system is not lower than 2.5
feet per second, and it does not exceed LS feet per second. As the data shows, even during
low !:low 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 storn1 sewer pipe system wi ll
occur in Pipe No. 4. The maximum velocity for the pipe system in this development will
be 8.9 feet per second and w ill occur in Pipe No. 4. A concrete headwall is proposed for
the end of Pipe 4 to dissipate the energy of the discharge and control erosion. Appendix A
contains a summary of the pipe calc ulations as well as a summary of th e !:lows th rough th e
storm sewer system for the l 0 and 100-year events.
A grading plan for this site is provided as Exhibit C. The private driveway is designed so
that it is above the base l:lood elevation for the North Fork of Lick Creek. The sit e will be
graded so that if there is any flow that exceeds the capacity of the stonn sewer system it
would flow over the private driveway curb and immediately enter the floodplain area. The
outlet of Pipe 4 is below the Base Flood Elevation so there will be a tail water effect on the
discharge of Pipe 4. However, due to the close proximity of this site to the stream channel
and its location in the watershed, the peak runoff from this site will occur much sooner
than the peak runoff for the stream . Therefore, the tailwater condition should have little
effect on the capacity of the sto1m sewer pipe. As stated previously, the area adjacent to
Storm Inlet 2 has been designed to allow excess runoff to flow directly into the l:loodpl ain
area if the stom1 sewer pipes cannot carry the entire runoff from the site. This will limit
the depth of water in the private drive during these circumstances.
CONCLUSIONS
The construction of this project will increase the storm water runoff from this site.
However, the runoff will be carried through the proposed sto1111 sewer system and
immed iately into th e l 00-year l:loodplain. The increased flow in this tributary should not
have a signi ft cant impact on the surrounding property. No flood damage to downstream or
adjacent landowners is ex pected as a result of thi s development.
APPENDIX A
Calculations
7
Graham Corner Plaza
Existing Inlet A Bypass Calculations
The Rational Method:
Q =CIA
Q = Flow (cfs)
C = Runoff Coeff.
I = Rainfall Intensity (in/hr)
A = Area (acres)
Area
Inlet I I Total # A, A1
(acres)
A o 74 1 0.24 1 o.98
c,
0.9
Top of curb= 1" lower than centerline of road
Transverse (Crown) slope (fVft) = 0.0200
Straight Crown Flow (Solved to find actual depth of flow, y):
Q = 0.56 • (z/n) • S112 • ys13 c:> Y ={QI [0.56 • (z/n) • S112]}31s
(Eqn from C. of C.S. Design Standards, page 30; Design Procedures for Stra ight Crowns)
n = Roughness Coefficient= 0.018
z = Reciprocal of crown slope = 50
S = StreeUGutter Slope (fVft)
y = Depth of flow at inlet (ft)
c
010 a,. 0100 s Y10 Y2s Y100
C2 Crotal
(cfs) (cfs) (cfs) (ftlft) (ft) I (in) (ft) I (in) (ft) I
0.4 0.78 6.580 7.514 8.869 0.0050 o.348 I 4.17 o.366 I 4.39 o.389 I
(in)
4.67
Capacity of Inlets on grade:
Oc = 0.7 • (1/(H1 -H2)] • [H1 s12_ H2s12]
Oc = Flow capacity of inlet (cfs)
H1 =a+ y
H2 = a= gutter depression (2" Standard; 4" Recessed)
y = Depth of flow in approach gutter (ft)
Standard Inlet length l = 15', a = 2" = 0.167'
Oc10 Oc1oeypass Oc,. Oc2seypass Oc100
(cfs) (cfs) (cfs) (cfs) (cfs)
5.40 1.18 5.62 1.90 5.91
Oc1oOBypass
(cfs)
2.95
Time of Concentration Calculations
Drainage Area for Proposed Culvert No. 1
Flow along Pavement Segment #1:
Flow length = 370' = L
Slope = 0.8%
For paved surface at 0.8%, Velocity V = 1.8 fps (see Fig. 3-1)
T1 = L/(60*V)
= 370' I (60* 1.8) = 3.4 minutes
Flow along Pavement Segment #2:
Flow length = 6 15 ' = L
Slope = 1.2%
For paved surface at 1.2%, Velocity V =2.2 fps (Fig 3-1)
= 6 l 5' I ( 60*2.2) = 4. 7 minutes
Flow along Pavement Segment #3:
Flow length = 565' = L
Slope = l.0%
For paved surface at l .0%, Velocity V =2.0 fps (Fig 3-1)
~ = 565 ' I (60*2.0) = 4.7 minutes
Flow thru Ditch Segment #4: (Refer to attached channel calcul ations)
Trapezoidal channel with 1 :5 sides, Bottom width = 24"
Flow length = 690' = L
Slope= 0.45%
(Note: slope & length estimated from topography.)
n = 0.035
Area = 7.03 acres (Drainage Area A)
Q25 = 22.86 cfs (using tc = l 7.8 minutes, C = 0.43)
Upstream bypass from Existing Inlet A = l .90 cfs
Total Q25 = 24.8 cfs
From Manning's data, Velocity, V = 2.3 fps
t1 = 300 sec= 5.0 minutes
Tc= 3.4 + 4.7 + 4.7 + 5.0 = 17.8 minutes
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Ditch for Tc Calculations.txt
channel calculator
Given Input Data:
Shape .......................... .
Solving for .................... .
Fl owrate ....................... .
slope .......................... .
Manning's n .................... .
Height ......................... .
Bottom width ................... .
Left slope ..................... .
Right slope .................... .
computed Results:
Depth .......................... .
velocity ....................... .
Full Fl owrate .................. .
Fl ow area ...................... .
Flow perimeter ................. .
Hydraulic radius ............... .
Top width ...................... .
Area ........................... .
Perimeter ...................... .
Percent full ................... .
Trapezoidal
Depth of Flow
24.9000 cfs
0.0045 ft/ft
0.0350
24.0000 in
24.0000 in
0.2000 ft/ft (V/H)
0.2000 ft/ft (V/H)
15.4741 in
2.2858 fps
71. 5805 cfs
10.8932 ft2
181. 8058 in
8. 6280 fo
178. 7413 in
24.0000 ft2
268.7529 in
64.4755 %
Page 1
Graham Corner Plaza
Pipe & C I C I u vert alcu at1ons
Inlet Outlet 10-year storm 100-year storm Pipe# Size Length Slope
0 100 Invert Elev Invert Elev 0 10 V 10 Travel Time, tn 0 V100 Travel Time, tnoo % Full % Full (in) (ft) (%) (ft) (ft) (cfs) (fps) (sec) (min) (cfs) (fps) (sec) (min)
1 18 45 .3 1.20 282.54 282.00 7.85 6.6 63.7 7 0.11 10.59 6.9 81 .2 7 0.11 -----------· --------------·-------2 30 191 .5 0.70 277.62 276.28 25.17 7.2 67.0 27 0.44 33.93 7.3 89.8 26 0.44 ---------------------------- -
3 36 25.5 0.70 275.78 275.60 36.47 7.9 61 .9 3 0.05 49.16 8.3 77.7 3 0.05 ----------4 36 80.3 0.80 275.50 274.86 39 03 8.5 61 .9 9 0.16 52.61 8.9 77.8 9 0.15
Culvert Data 25-year storm 100-year storm
2x24 48.0 0.50 282.14 281.90 24.80 39 -12 0.21 30.00 4.8 -10 0.17 Culvert No. 1
Top of Road= 284.85 Headwater = 284.36 Headwater= 284.59
In let 1 Pipe 2
0 10 Areas 101, 102, 203, 205 = 14.78 0 10 Area 201 , 207 = 25.17
0 25 Areas 101, 102, 203, 205 = 16 .88 0 25 Are a 201 , 207 = 28.75
0 100 Areas 101 , 102, 203, 205 = 19.93 0 100 Area 201 , 207 = 33.93
Inlet 2 Pipe 3
0 10 Areas 204, 206 = 2.56 0 10 Areas 201 , 202, 203, 205, 207 = 36A7
025 Areas 204, 206 = 2.93 0 25 Areas 20 1, 202, 203, 205, 207 = 41.65
0 100 Areas 204, 206 = 3.46 0 100 Areas 201 , 202, 203, 205, 207 = 49.16
~ Pipe 4
0 10 Area 207 = 7.85 0 10 Areas 201 thru 207 = 39.03
0 25 Area 207 = 8.97 0 25 Areas 201 thru 207 = 44.58
0 100 Area 207 = 10.59 0 100 Areas 20 1 thru 207 = 52 .61
Culvert No. 1
0 2s Area A, Bypass from Inlet A = 24.8
0 100 Area A, Bypass from Inlet A = 30.0
Pipe 1 -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
18.0000 in
7.8500 cfs
0.0120 ft/ft
0.0140
11.4659 in
1.7671 ft2
1.1879 ft2
33.2699 in
56.5487 in
6.6083 fps
5.1415 in
63.6992 %
10.6850 cfs
6.0465 fps
Pipe 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 .................... .
We tted Perimeter ............... .
Perimeter ...................... .
Velocity ....................... .
Hydraulic Radius ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full flow velocity ............. .
Graham Corner Plaza
Col lege Station, Texas
Circular
Depth of Flow
18.0000 in
10.5900 cfs
0.0120 ft/ft
0. 0140
14.6100 in
1.7671 ft2
1.5363 ft2
40.3883 in
56.5487 in
6.8931 fps
5.4775 in
81.1667 %
10.6850 cfs
6.0465 fps
Pipe 2 -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
30.0000 in
25.1700 cfs
0.0070 ft/ft
0 .0140
20.1101 in
4 .9087 ft2
3 .4980 ft2
57.5529 in
94 .2478 in
7.1955 fps
8.7522 in
67.0336 %
31.8662 cfs
6 .4917 fps
Pipe 2 -100 Year Storm
Manning Pipe Calculator
Given Input Data:
Shape .......................... .
Solving for .................... .
Diameter ....................... .
Flowrate ....................... .
Slope .......................... .
Manning ' s n .................... .
Computed Results:
Dept h .......................... .
Area ........................... .
Wetted Area .................... .
Wetted Perimeter ............... .
Perimeter ...................... .
Ve locity ....................... .
Hydraulic Radius ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full flow velocity ............. .
Graham Corner Plaza
College Stat ion, Te~as
Circular
Depth of Flow
30 .0000 in
33.9300 cfs
0 .0070 ft/ft
0. 0140
26 .9374 in
4.9087 ft2
4.6454 ft2
74.7349 in
94.2478 in
7.3040 fps
8.9508 i n
89.7912 %
31.8662 cfs
6.4917 fps
Pipe 3 -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
Ful l flow vel ocity
Circular
Depth of Flow
36.0000 in
36.4700 cfs
0.0070 ft/ft
0.0140
22 .2742 in
7.0686 ft2
4.5927 ft2
65.1795 in
113. 0973 in
7.9408 fps
10.1466 in
61 .8728 %
51.8179 cfs
7.3307 fps
Pipe 3 -100 Year Storm
Manning Pipe Calculator
Given Input Data:
Shape ....... .
Sol ving for ..... .
Diameter . . . . . . . . . . ..... .
Flowrate ................... .
Slope .......................... .
Manning's n .....
Computed Results:
Depth .......... .
Area ............... .
Wetted Area .... .
Wetted Perimeter
Perimeter . . . . . . . . ..... .
Ve l ocity . . . . . . . . . ......... .
Hydraulic Radius ...... .
Percent Full . . . . . ..... .
Full flow Flowrate ......... .
Full flow velocity ......... .
Gr aham Corner Plaza
Co ll e g e S tati o n, Te xas
Circular
Depth of Flow
36.0000 in
49.1600 cfs
0.0070 ft/ft
0. 0140
27.9742 in
7.0686 ft2
5.8936 ft2
77 .6919 in
113.0973 in
8.3412 fps
10.9237 in
77 .7062 %
51.8179 cfs
7.3307 fps
Pipe 4 -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
39.0300 cfs
0.0080 ft/ft
0 .0140
22.2902 in
7.0686 ft2
4.5966 ft2
65.2126 in
113.0973 in
8.4910 fps
10.1501 in
61.9174 %
55.3957 cfs
7.8369 fps
Pipe 4 -100 Year Storm
Manning Pipe Calculator
Given Input Data:
Shape .............. .
Solving for ........ .
Diameter ...... .
Flowrate ................ .
Slope ........... .
Manni ng's n ... .
Computed Results:
Depth ....... .
Area ........ .
Wetted Area ..
Wetted Perimeter .......... .
Perimeter ............... .
Velocity ....................... .
Hydraulic Radius .......... .
Percent Full ............. .
Full flow Flowrate ..... .
Full flow velocity ....... .
Gra ham Co rner Plaza
Co ll ege Stc1tion, Te:-:as
Circular
Depth of Flow
36.0000 in
52.6100 cfs
0.0080 ft/ft
0. 0140
28.0020 i n
7.0686 ft2
5.8994 ft2
77.7587 in
113. 0973 in
8.9179 fps
10.9250 in
77.7834 %
55.3957 cfs
7.8369 fps
Culvert 1 -25 Year Storm
Culvert Calculator
Entered Data:
Shape ..... .
Number of Barrels
Solving for . . .............. .
Chart Number . . . . . . ............ .
Scale Number .....
Chart Description
Scal e Description
Ov ertopping ..... .
Flowrate ........ .
Manning's n ........... .
Roadway Elevati on ..... .
Inl et Elevation ....... .
Outlet Elevation
Diameter ...... .
Length ....... .
Entrance Lo ss .
Tailwater ...
Computed Results:
Headwater ............ .
Slope ........... .
Velocity ............. .
Circ ular
2
Headwater
1
3
CONCRETE PIPE CULVERT; NO BEVELED RING ENTRANCE
GROOVE END ENTRANCE. PIPE PROJECTING FROM FILL
Off
24 .8000 cf s
0.0140
284.8500 ft
282. 1400 ft
281.9000 ft
24.0000 in
48.0000 ft
0.2000
2.0000 ft
284.3570 ft Outlet Control
0 .0050 ft/ft
3 .9470 fps
Culvert 1 -100 Year St orm
Culvert Calculator
Entered Data:
Shape ............ .
Number of Barrels .
Solving for ...... .
Chart Number ..... .
Scale Number .... .
Chart Description
Scale Description
Overtopping ............ .
Flowrate ........ .
Manning's n ..... .
Roadway Elevation
Inlet Elevation .
Outlet Elev ation
Diameter . . . . . . . ....... .
Length ......................... .
Entrance Loss ..
Tailwater ..... .
Compu ted Results:
Headwater
Slope ...... .
Velocity ..... .
Graham Corner Plaza
Co llege Station, Texa s
Circular
2
Headwater
1
3
CONCRETE PIPE CULVERT ; NO BEVELED RING ENTRANCE
GROOVE END ENTRANCE , PIPE PROJECTING FROM FILL
Off
30.0000 cfs
0 .0140
284.8500 ft
282.1400 ft
28 1 .9000 ft
24 .0000 in
48.0000 ft
0 .2000
2.0000 ft
284.5919 ft Inlet Co ntrol
0.0050 ft/ft
4.774 6 fps
Graham Corner Plaza
Inlet Length Calculations
Inlet#
1
2
Inlets 1 & 2
Inlets In Sump
Length Flow from A c a,o Ocarry over
Area# (acres) (cfs) (cfs) from inlet#
101, 102 3.56 0.4 12.30 -15' -203, 205 0.32 0.90 2.49 -
5' 204 0.23 0.9 1.79 -------·------206 0.10 0.9 0.78 -
20' Total Length 0 100 = 23.38 cfs Y100 = 0.533 ft= 6.40 in
Transverse (Crown) slope (ft/ft)
= 0.0200
Straight Crown Flow (Solved to find actual depth of flow, y):
Q = 0.56 • (z/n) • S112 • y8'3 Q y ={Q I [0.56 * (z/n) * S112]}318
n = Roughness Coefficient = 0.013
S = StreeVGutter Slope (ft/ft)
y = Depth of flow at inlet (ft)
Capacity of Inlets on grade:
Oc = 0.7 * [1/(H1 -H2)] * [H1
512-H2
512]
Oc = Flow capacity of inlet (cfs)
H, =a+ y
H2 = a = gutter depression (2" Standard; 4" Recessed)
y = Depth of flow in approach gutter (ft)
10 year storm 100 year storm
C Total Or o1a1+10•;.
(cfs) (cfs)
12.30 13.53 --
2.49 2.74
1.79 1.97 -------0.78 0.85
Y 10-.actual gutter depth L10-Req'd* L10-ac1ual 0100 O carry over
(ft) (in) (ft) (ft) (cfs) (cfs) from inlet#
0.311 3.73 16.57 -------12.18 15 -----
0.171 2.05 3.35 -
0.151 1.81 2.11 5 2.41 -------------0.110 1.33 1.05 -
*using y,....~ = 7" = 0.583'
z = Reciprocal of crown slope
50
Inlets in sumps, Weir Flow:
L = Q I (3 • y312) Q y = (Q I 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'
OTotal O rotal•10%
(cfs) (cfs)
16.57 18.23
3.35 3.69
2.41 2.65 ------1.05 1.15
Y 100-inlet
(ft) (in)
0.619 7.43
0.401 4.81
EXHIBIT A
Time of Concentration Flow Path & Drainage Area Map
l l)
EXHIBIT B
Pre-and Post-Development Drainage Area Map
21
EXHIBIT C
Grading Plan