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Home My WebLink AboutFolder. . . Cf W C.OLLLGl \IAIJO!I; SPECIAL DISTRICT SITE PLAN APPLICATION FOR OFFICE USE ONLY CASE NO. ?3 -03 DA TE SUBMITIED ~-/ Q-Q 3 (Wolf Pen Creek, University Drive Corridor, and Northgate) MINIMUM SUBMllTAL REQUIREMENTS @' $200 Special District review fee. §: $200 Site plan application and review fee. ~ $200 Development permit fee. fr. '.". .$600 Public Infrastructure Inspection Fee if applicable. (This fee is payable if construction of a public watertine, sewer line, sidewalk, street or drainage facilities is involved.) N.~, (5) folded copies of site plan. Ten (10) folded copies of building elevations (including signage) with dimensions. Color and material samples. 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. NAMEOFPROJECT Acts Couocil of Brazos Vo.\\':j ADDREssiote.CS~i~~ o.f ~<~~h~d (' s~ LEGAL DESCRIPTION L; ye Lo ;; Y-\< =~\'on Ph°'se.1I APPLICANT (Primary Contact for the Project): Name IDo. \e B (OW oe.) J(.) P. E. E-Mail °' be...\@\1<.C'j't:>e.c. com street Address 5 05 Un\\/er5it'.::3 D<\ve.. Ea.n+1 Su.i+e. 803 City Co l \~ S to. i-( on State T -€.)(fl. S Zlp Code I 7 8 40 Phone Number _~.. (ql~) 6lf{o-(o9\~ Fax Number (C\19) 8"\Co-89 \l\- PROPERTY OWNER'S INFORMATION· . Name De. 8 DO\\)\d Rome i E-Mail rome.\@foroe.i.com Street Address asc \ TQ~S f\\JfX)ll Q South City C.o\\e<je Sto..\-\on state Tuq,s ZJpCode 17~'10 Phone Number (C\19) Co9(e-&z87 FaxNumber (91'1) loCOO-107'2 · ~OR ENGINEER'S INFORMATION: Name Jim s l n ~I e+~n . ~ail Ji m@~a rch i te c±s . c OYYl Street Address \<;:!QQ \Arn\/fX51 t-~~~ \:::,0.5±-Suite.. l DL\: City C.o\\e~ D'rO:J\<:>o state_ _ ___ ZlpCode =z:z9 40 Phone Number ('\Jq) St.\ (p-5"] OQ Fax Number (9'19) 8 4 (o -5 701 OTHER CONTACTS (Please specify type of contact, i.e. project manager, potential buyer, loeal contact, etc.) Name N/A I E-Mail ____________ _ Street Address _____________________________ ~ City ___________ State ______ _ ZlpCode ________ _ Phone Number----------Fax Number _____________ _ SITE PLAN APPLICATION l of3 Special District Site Plan.doc 10121/02 CURRENTZONING _---2WLl.L.P~C~---------------- PRESENTUSE OF PROPERTY _)!v~~~c~o.un_Ll,.c.~~'4---------------- PROPOSEDUSEOFPROPERTYit\-\...!..\+...!___s<Oco.~\~\ex-'-£1-~!I.{------------~ VARIANCE(S) REQUESTED AND REASON(S) _i_:N~o~n..s;.e _____________ _ #OF PARKING SPACES REQUIRED __ 4~'0 ___ # OF PARKING SPACES PROVIDED _4..:....9_,__ __ MULTl-FAMIL Y RESIDENTIAL Total Acreage __ Floodplain Acreage __ Housing Units __ #of 1 Bedroom Units #of 2 Bedroom Units #of 3 Bedroom Units __ #of 4 Bedroom Units FOR2 BEDROOM UNITS ONLY __ # Bedrooms = 132 sq. ft. __ #Bedrooms < 132 sq. ft. PARKLAND DEDICATION #of Multi-Family Dwelling Units x $452 = $ __ #of acres in floodplain # of acres in detention __ #of acres in greenways __ date dedication approved by Parks Board COMMERCIAL Total Acreage: \ • 3 S 4' Building Square Feet: t-/-S d. S ~ 5 F Floodplain Acreage: None. 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. Date7 SITE PLAN CHECKLIST Special District Site Plan.doc I 0/21/02 2 of3 SUPPLEMENTAL DEVELOPMENT PERMIT INFORMATION Application is hereby made for the following development specific site/waterway alterations: ACKNOWLEDGMENTS: I, __ , design engineeGereby acknowledge or affirm that: The information and conclusions contained in the above plans and supporting documents comply with the current requirements of the City of College Station, Texas City Code, Chapter 13 and its associated Drainage Policy and Design Standards. As a condition of approval of this permit application, I agree to construct the improvements proposed in this application according to these documents and the requirements of Chapter 13 of the College Station City Code. ~ Property Owner(s) Contractor CERTIFICATIONS: (for proposed alterations within designated flood hazard areas.) A. I, __ certify that any nonresidential structure on or proposed to be on this site as part of this application is designated to prevent damage to the structure or its contents as a result of flooding from the 100 year storm. Engineer Date B. I, __ certify that the finished floor elevation of the lowest floor, including any basement, of any residential structure, proposed as part of this application is at or above the base flood elevation established in the latest Federal Insurance Administration Flood Hazard Study and maps, as amended. Engineer Date C. I, __ , certify that the alterations or development covered by this permit shall not diminish the flood- carrying 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 floodways and of floodway fringes. Engineer Date D. I, __ , do certify that the proposed alterations do not raise the level of the 100 year flood above elevation established in the latest Federal Insurance Administration Flood Hazard Study. Engineer Date Conditions or comments as part of approval: In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities. All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer for the above named project. All of the applicable codes and ordinances of the City of College Station shall apply. 1-Aug-02 3 of 5 ·. ~~ <:OLLLC.l STATION 1. SUBMIT APPUCA TION AND THIS UST CHECKED OFF WITH 10 FOLDED COPIES OF SITE PLAN FOR REVEW 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 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 (RO.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) ~/ 8. Proposed location, type and dimensions of the following.: ~p.. 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. SITE PLAN CHECKLIST 4 of3 Special District Site Plan.doc l 0/21/02 NOTE: ~ Parking Island~. Raised 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 the 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. Drives. Minimum drive aisle width is 23' with head-in parking or 20' without parking. Curb cuts. For each proposed curb cut (including driveways, streets, alleys, etc.) locate existing curb cuts on the same opposite side of the street to detennine 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.) Security gates (show swing path and design specs with colors). 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). -B-/ Medians. Show any and all traffic medians to be constructed on site. [§"' Landscape Reserve. A twenty four foot setback from RO.W. to curb of parking 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. Common open spaces sites Loading docks Detention ponds Guardrails Retaining walls All required and other types of fences (a 6' privacy fence is required between industriaVcommercial and residential developments as well as between multi-family and single family developments). 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.) Show all easements clearty designating as proposed and type (utility, access, etc.). tf dedicated by separate instrument list by volume and page. 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. Meter locations (must be located in public R.0.W. or public utility easement.). 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) 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-1A, or R-2 must be within 300 feet of a fire hydrant as measured along a public street. highway or designated fire lane. 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. 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. I ' I ,,_ 9. 10. 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. Will building be sprinkled? Yes 0 No ri If the decision to sprinkle Is made after the site plan has been fPproved, 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 SITE PLAN APPLlCATION 5 of 3 Special District Site Plan.doc 10/21102 0 0 0 0 0 0 0 0 0 ~13. ~ 14. ~ 15. gl 16. fl NA-11. 718. CJ 19. ~20. approved by the City Engineer. No exception will be made for areas designated as •reserved for future parking". 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, NC 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 deman submitted by applicant and must include backflow prevention protection. Is there any landscaping in TxDOT R.O.W. ? Yes If yes, then TxDOT permit must be submitted. Will there be any utilities in TxDOT RO.W. ? Yes If yes, then TxDOT permit must be submitted. Will there be access from a TxDOT RO.W. ? Yes If yes, then TxDOT permit must be submitted. 0 0 0 No~ No~ No cg/ 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 0 No~ NOTE: Signs are to be permitted separately. SITE PLAN APPLICATION 6 of3 Special District Site Plan.doc 10!21102 DEVELOPMENT PERMIT PERMIT NO. 03-03 ~-~ Project: ARTS COUNCIL OF THE BRAZOS VALLEY COlllGl STATION FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE : CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Eastmark Subdivision Phase 11 Lot 1R Block H DATE OF ISSUE: 04/01/03 OWNER: Arts Council of the Brazos Valley c/o P. David Romei 2501 Texas Avenue South College Station, Texas 77840 TYPE OF DEVELOPMENT: SPECIAL CONDITIONS: SITE ADDRESS: 2275 Dartmouth Drive DRAINAGE BASIN: Wolf Pen 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 outsiqe 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 projec;;t and all of the codes and ordinances of the City of Coll e Station that apply. ,. Date I 1 o1J(tl/o ~ Date ASH 8t BROWNE EIYGl!YEERIJYG, l!YC. Engineers and Consultants P.O. Box 10838, College Station, Texas 77842 979-846-6914 877-245-4839 Fax: 979-846-8914 April 28, 2003 Carol Cotter Graduate Engineer City of College Station P.O. Box 9960 College Station, Texas 77842 Re.: Water Meter Size Arts Council of Brazos Valley ABEi No. 1003001 Dear Carol : VIEWED FOR nuo1 1 a tJr,e APR 2 8 2003 OLLt:Gt: ~•A HON ENGINEERING As per our conversation on Friday, this letter shall serve as the request for the installation of a 1-1 /2" water meter for the above referenced project. Please find attached the information that justifies the installation of a 1-1/2" water meter in lieu of the 3/4" water meter as approved by the City for the above referenced project. This information was obtained from the MEP engineer (i.e. Brazos Valley Engineering, Inc.). Based on the fixture units in the building, the 2000 International Plumbing Code, ASPE and AWWA standards, the meter should be a 1-1/2" meter. If you have any questions or need any additional information, please do not hesitate to call. Sincerely, Attachments ,,,,,,, ---~E OF r.~ \\ ..... ~~ •••••••••• .;¥ .:!,, ":;1,··· ····':'I~ I "" .•· •••• I "*/A_,l.-•.ttli. , * . .,."() . 2".v. ;> • ..,. ~· .. :. ·········· ... ·······""·· :~. ~ J..,J. DALE BROWNE, JR. ~ ~ ·:·····························ill' I-<>'· 81 : "' ·.~·· A 890 -~~6' o·. rr, <> "v, 1t~"~G/STE~~···~~ ,,~sio"····ii~G~ \'' NAL --'""'- \\Abei#6\0FFIC8Pmjects\1003 -Jim Singleton Architects\001 -ACBV Site Oesignlletters\COCS -Cottel1>1 -Letter.wpd 9796936946 PAGE 01 FAX TRANSMISSION Brazos Valley :Engineering, Inc. StnJchn/•M«hanical•EJectrical"' TAB 3209 Earl Rudder Freeway South, Suite 200 • College Station, TX 77845-6011 Phone: (979) 693-2835 www.bvei.com Fax : (979) 693-6946 To: Dale @ Ash & Browne Engineering Date: April 25, 2003 Fu #: 846-8914 Pages: S, incl this cover From: Sarah Johnson sheet. Subject: Ans Center Water Meter Cale. Document#: C0710102-0l 1 COMMENTS: On the attGhed pages I have shown the calculations done to obtain the meter size for the Arts Council Center. Per these cllcs, the meter needs to be 1-1/2". The total fixture units for the water supply is 91 . Using Table .E102 from Appendix E of the 2000 International Plumbing Code, it was determined that 91 fixture units have a demand of approximately 64.5 gpm. We then used that gpm to determine the water meter size. On Table 3-1 of the ASPE Data Book, you will find that at the n:commended desing criteria of800/o ofrnaximum capacity, the smallest meter that will meet our demand of 64.5 gpm is the 1-1/2''. This meter is also the only meter that will work based on the maximum capacity for the A WW A flow criteria. This is why on our Water Supply Cale we specified that a 1-l /2" meter is necessary. I hope this clears up any confusion regarding our meter sizing. If you have any funher questions. please let me know. Sarah ~4/2~/2003 05:05 •. APPENDIX a 979693694& PAGE 02 TAall1GI TABLE FOR EITIMATING DEMAND llUPPLY w•-·---··· ':t r"\,JR fUHIH r "''"'·• .,..,.LY SYSTEMS ....aDOM!NANTLY FOR FlUSH VALVES '--OetMnd Laid Defflllnd """'....., CW--ltiPlllJ (Cubic f .. t pt!' mlnutt) ....... unlll) ~,., ,,.,_, (Culllo fllt Pll' mlnlM> fllllur• un .. ) (Galfone "' mlnut•) I lO 0.04104 2 s.o 0.0684 ) 6.S 0.86892 4 8.0 1.06944 s 9.4 l.256592 s IS.O 2.0052 6 10.7 1.430376 6 17.4 2.326032 7 t 1.8 1.577424 7 19.8 2.646364 a 12.1 l .711104 8 22.2 2.967696 9 13.7 1.831416 9 24.6 3.188S28 10 14.6 J.9S1728 10 ].7.0 3.60936 11 IS.4 2.058672 11 17.8 3.716304 12 16.0 2.13888 12 28.6 3.823248 13 16 . .S 2.20572 13 29.4 3.930192 14 17.0 2.272S6 14 30.2 4.037136 IS 17.S 2.33~ IS 31.0 4.14408 16 18.0 2.90614 16 31 .8 4.141024 17 l&.4 2.459712 17 32.6 4.357968 18 18.8 2.Slll84 18 33.4 4.464912 19 19.2 2.S666S6 19 34.2 4.5711156 20 19.6 2.620128 20 lS.O 4.6788 lS 21.S 2.87412 25 38.0 S.079114 30 23.J 3.114744 JO 42.0 S.61356 3S 24.9 3.328632 3S 44.0 S.88192 40 16.3 3.Sl.5784 40 46.0 6.1492S 4S 27.7 3.70l936 45 48.0 6.41664 so 29.1 3.890018 so so.o 6.684 60 32.0 4.27776 60 S4.0 7.2187~ 70 35.0 4.6788 70 58.0 7.7S344 80 38.0 S.0798' _..IL.. ~ 8.1111216 90 41.0 H8088 ,,-90, 8 . .59562.i 100 43.S S.81S08 .... loo..' ~ 9.0234 110 48.0 6.41664 l?O 9.75864 140 s2.s 7.0182 140 77.0 10.29336 160 '7.0 7.61976 160 81.0 10.82808 180 61.0 8.IS448 180 85..S 11.42964 200 6.5.0 8.6892 200 90.0 12.0312 ns 70.0 9.3S76 22S 95.S 12.76644 2SO 75.0 t0.0l60 2SO 101.0 13.S0168 275 80.0 10.6944 27' 104 . .5 11.96956 300 8S.O 11 .3628 300 108.0 14.43744 400 IOS.O 14.0364 400 127.0 16.97736 soo 124.0 16.57632 soo 143.0 llJ.11624 750 170.0 22.7256 7SO 177.0 23.661 )6 1.000 208.0 27.10544 1,000 208.0 27.80544 1.2'0 239.0 31.94952 l,2SO 239.0 31.94952 J.500 269.0 35.95992 l.SOO 269.0 35.9.5992 1.7.SO 297.0 39.70296 1.7SO 297.0 39.70296 (C11rc1iJ11udJ 2000 INTERNATIONAL PLUMBINO cooEe ~4/L~IL~~~ ~~=~~ 97%936946 PAGE 03 3·2 Slat ha. Cold Water s,...1 TaWe 3-1. Dllpla-.tllt•TJpe Mttan MHdas AWWA Spedfk8dons Flow-Prmure Lola A•••.-Reco111mended for ··~o.tp Colldauoa1 Flow-Masl11111111 c.,.dty Crtt.t.-M hr CeM 31 Pa Cent or AW'WA Plow Crllerla ot Maximum Capadty Maximum Capacit ,.. .,,. ptl -pti Ir ands or Mettn A•P· ~·% 10.4 16 6.1 6.0 1.0 6 % I +1~ 2 J Size ... 2 J 4 6 8 10.6 24 6.9 9.0 I.OS 9.3 40 6.3 16.5 1.0 11.3 80 8.6 30.0 0.9 10.4 121 6.~ 38.0 0.5 13.1 240 8.3 90.0 ' I.I .. TypeMlten AWWA Spedfkatlom Flow•P,_,. Lcm AYen&tl Recoat••ded for Reeomm_.td D ... • Conllfttlom Flo•-Mu...._ C.,.tty Crft ... -H Per C•t 51 P• Ccat of AW'WA Flow Crlltria ' olM.xlmum C•l'•itJ Ma1bw1U11 CapedtJ -... ...... "' -pti 160 9.2 128 6.1 80 2.6 310 U.4 2'0 8.9 160 4.2 500 9.6 400 6.3 2'0 J.S 1,000 9.4 800 S.8 SOO 2.5 uoo 12.0 1,280 7.8 800 4.0 ~ 3-3. 1WWM-Tne Maten Me.tins AWWA SpedftcadoM Flow-PnMure1-A•erq• Rec:o-Hdtcl for ReeommendedD....... C........__Flow-Mas..._ c.,.dty Crtt.ta-U Per Cmt !O Per Cent of 6 6 6 6 3 Brandl of Met en A•&t· 3 s s 4 l Sire AWWA Flew Crtt..-of Madftlum CapadtJ Ma:idnnna Capacity ..... of M1trn A•p. ... -,.. """ ... .... ... 2 160 4.S 128 2.8 80 1.0 .5 4 4 4 l l.SO 4.6 210 3.0 17S 1.2 4 600 J.5 .so 2.1 300 0.8 6 1.1'0 .J.5 1,000 2.0 62' 0. 7 t. TypeaflwdWngai< .... .,,-y. 2. MinUnmn ad .Umana demllld. 3. Wu:rpnuna.ailablo. 4. sueo1w1c1m, .,..., '· ~ Wl.e ..... md clev8don lollea. 6. Mew COii&. 1. MUn--.ce COlll. Tbeft>llDMqllblesfnm A.WW AStlPdlrdM22are reprinted • nli'cml 11ftdclhee far 'nlCI' mc11:n. SIZING THE WATEll LINE la snc*llY Ill~...., C8ll be repnled • • ~ftlddllld.far ............. a&IPIJIOlimardy UllOlllplleric tenlpelltare, it ii CUltOmlrY '° UIDllle lMl waierbuamitanndeftlityof61.4lbaJcubicfoot(1 Q.IL), whichholds noarlyconstantthn>u1houa atemprnurenn~ ol 32 to a (0.co 1,-'C), Par ~·.....,. involYina w11er healing sysrems such• boilcr..fccdpumpdbdlaqebeads.jtis ncccmry ID Me into ICCOUM lhe chlnte iG deaaity, vapar peuute lftd viacosily widl ~ Applicldon of die common empirical equaUonJ for Wlltr flow is limited fD WMU at mual allftOlllheric ~ in lhe 32 10 lOOP (0 to 37.8C) rln&e. At IUaher tcmpcna.wcs. lhc cha1ca in den· lily a Yilcality lave a ClOnlldaable ~ng on flow nUdonl ... whcRKCUDIC n:aullS 11C clesiml, lbc use of lhe common empirical fonnulle is not ftlCommended. PAGE 04 WATER SUPPLY CALCULATION STA TIC PRESSURE: 50 psi t!t:~R: 91 64.5 , l-172; f 50 psi PRESSURE IN MAIN 6 .Psi LOSS THRU METER 1.6 psi LOSS THRU TAP 25 psi FIXTURE LOSS AT END --psi LOSS THRU BACKFLOW PREVENTER 6.45 2si STA TIC HEAD LOSS 10.95 psi AVAILABLE PRESSURE PIPE LENGTH {TAP TO METER) 50 ft PIPE LENGTH 200 ft VERTICAL LENGTH 15 ft EQUIVALENT LENGTH QF FITTINGS 28 ft TOTAL DEVELOPED LENGTH 293 ft MAX. ALLOWABLE LOSS = PRESSURE AVAILABLE: 10.95 psi x 100 -3. 74 psi (PER 100 ft OF PIPE) TOT Al LENGTH = 293 ft STAFF REVIEW COMMENTS NO. 1 Project: DP-ARTS COUNCIL OF BRAZOS COUNTY-DEVELOPMENT PERMIT( 03- 00100003) ENGINEERING 1. Please sign certification page. 2. An Erosion Control Plan will need to be submitted and approved prior to issuance of Development Permit. 3. Runoff from property will need to be returned to sheet flow, or conveyed to the street. 4. Please clarify the number of weirs/curb outlets and their locations in the report. Site Plan shows 4 weirs. No values are shown for Weir D in the Drainage Report. 5. Site/Grading Plan shows drainage from property to Colgate and Dartmouth. Are these accounted for in Drainage Report? Reviewed by: Carol Cotter Date: January 24 , 2003 NOTE: Any changes made to the plans, that have not been requested by the City of College Station, must be explained in your next transmittal letter and "bubbled" on your plans. Any additional changes on these plans that have not been pointed out to the City, will constitute a completely new review. Staff Review Comments Page 2 of 4 DRAINAGE REPORT FOR ARTS COUNCIL OF BRAZOS VALLEY College Station, Texas PREPARED FOR: Dr. P. David Romei Executive Director Arts Council of Brazos Valley 2501 Texas Avenue South College Station, Texas 77840 PREPARED BY: ASH & BROWNE ENGINEERING, INC. P.O. Box 10838 College Station, Texas 77842 January 2003 ABEi No. 1003001 C COPYRIGHT 2002, Ash & Browne, Engineering, Inc. TABLE OF CONTENTS GENERAL LOCATION AND DESCRIPTION Location ............................................................. 1 Description of Property ................................................. 1 Proposed Improvements ................................................ 1 DRAINAGE BASINS AND SUB-BASINS Primary and Secondary Basin Description .................................. 1 DRAINAGE DESIGN CRITERIA Regulations .......................................................... 1 Development Criteria Reference and Constraints ............................. 1 HYDROLOGICAL CRITERIA Runoff Calculation Method .............................................. 2 Hydraulic Criteria ...................................................... 2 Detention and Storage Calculation Method .................................. 3 DRAINAGE FACILITY DESIGN General Concept ...................................................... 3 · Table 1.1 Runoff Quantities Existing Conditions and Developed Conditions without Detention Table 1.2 Runoff Quantities for Existing Conditions and Developed Conditions with Detention CONCLUSION Compliance with City Standards .......................................... 4 Effectiveness of Drainage Design ......................................... 4 Explanation of the Effectiveness of Existing and Proposed Improvements ................................. 4 FIGURE #1 LOCATION MAP FIGURE #2 EXISTING DRAINAGE CONDITIONS FIGURE #3 PROPOSED DRAINAGE CONDITIONS FIGURE #4 STAGE STORAGE CURVE FIGURE #6 2-YEAR STORM EVENT HYDROGRAPHS FIGURE #7 5-YEAR STORM EVENT HYDROGRAPHS FIGURE #8 10-YEAR STORM EVENT HYDROGRAPHS FIGURE #10 50-YEAR STORM EVENT HYDROGRAPHS FIGURE #11 100-YEAR STORM EVENT HYDROGRAPHS ATIACHMENT #1 CALCULATIONS CERTIFICATION "I, J. Dale Browne, Jr, certify that this report for the drainage design of site plan for the Arts Council of Brazos Valley was prepared by me in accordance with the provisions of the City of College Station Drainage Policy and Design Standards for the owners thereof." Licensed Professional Engineer State of Texas No. 81890 Drainage Report January 2003 Arts Council of Brazos Valley DRAINAGE REPORT GENERAL LOCATION AND DESCRIPTION Location The proposed site consists of lots 1 through 6 of Block H of the Eastmark Subdivision, Phase 11 in the City of College Station. The property is located at the northeast comer of the intersection of Dartmouth Avenue and Colgate Circle. Refer to Figure #1 for the project Location Map. The nearest primary drainage-way, Wolf Pen Creek, is located approximately 1, 150 feet to the north. The property is located in the unshaded Flood Zones "X" as shown on FIRM (Flood Insurance Rate Map) map, Map Number: 48041C0144 C, effective date of July 2, 1992. Description of Property The site contains 1.35 acres of land covered with native grasses and trees. Currently, the property is undeveloped. There are no primary or secondary drainage-ways located within the site. Stormwater is conveyed over the site from the southwest to the northeast. The runoff sheet flows to the adjacent property located to the north. Once the runoff is on the adjacent properties, the water is conveyed to Wolf Pen Creek. Proposed Improvements The proposed project will involve the construction of a single story structure and associated parking facilities. The drainage from this development will be captured in the parking lot and released through curb outlets which will meter the discharge from the project site. DRAINAGE BASINS AND SUB-BASINS Primary and Secondary Basin Description The property is located within the Carter Creek Drainage Basin as set forth in the City of College Station -"Drainage Policy and Design Standards" (Policy). Figure #2 and #3 shows the existing/proposed basins within the property and how the runoff is conyeyed off of the site. DRAINAGE DESIGN CRITERIA Regulations No deviations were taken from the City's Policy when this report was composed. Development Criteria Reference and Constraints No prior reports or investigations were reviewed as part of this report. Since no other reports 1 Drainage Report January 2003 Arts Council of Brazos Valley were reviewed or available, this report looks at the impact that the proposed development will have on the adjacent property. Because a majority of the runoff from the site sheet flows onto the adjacent property, the "Point of Study" was taken along the northern property line. After development, the peak flow at this location will be kept near equal to or below the current conditions. The main constraint that effects the development is the lack of secondary drainage facilities near the subject site. The lack of a subsurface drainage system within the area dictates that detention of additional runoff is required to keep from impacting adjacent property owners. Therefore, a majority of the runoff from the subject site will be transported to the parking lot which will be utilized as a detention facility that will release the runoff at a controlled rate. HYDROLOGICAL CRITERIA Runoff Calculation Method Runoff for all areas was calculated based on the "Rational Method". The runoff coefficients of 0.35 and 0.90 were used for pervious areas (i .e. grassy areas, landscaping, etc.) and impervious areas (i.e. streets, structures, etc.), respectively. The composite runoff coefficient for the proposed developed conditions was determined to be 0. 71 . Intensity was determined based on the City of College Station Intensity Duration Frequency Curves and the calculated time of concentration (with 10 minutes as a minimum) for each drainage area. The runoff for developed condition with detention was determined with Hydraflow "Hydrographs V. 6.02", which is based on the Rational Method. Refer to Attachment #1 for the time of concentration and runoff calculations for predeveloped, developed, and developed with detention conditions . Hydraulic Criteria There will be no stormwater drainage facilities (i.e. stormsewer, street flow, etc.) as part of th is development. A computer program was used to determine the discharge rate of the curb outlets that will be used to meter the flow out of the parking lot. The program calculates the discharge based on the weir equation: Where: Q = C LHt 5 w Q =Flow Rate (cfs) Cw= Weir Coefficient (Used: 2.84) L = Length of Weir (ft) H = Distance between water surface and the crest. Based on th is equation and the storage in the parking lot, the discharge rate of the four curb outlets was determined. Refer to Attachment #1 -Calculations for the discharge ca lculations. 2 Drainage Report January 2003 Arts Council of Brazos Valley Detention and Storage Calculation Method Detention and storage facilities will be required for this development so that the adjacent property is not impacted by the increase in storm water runoff. The size of the detention facility was determined with Hydraflow software program "Hydrographs V. 6.02". The size of the proposed detention facility was determined based on the storage and discharge characteristics of the proposed detention facility. Refer to Figures #4 and #5 for the stage storage curve and stage discharge curves, respectively. Refer to Figures #6 through #11 for the hydrograph curves for all site conditions. Refer to Attachment #1 for the hydrograph data that was used to generate the graphs. DRAINAGE FACILITY DESIGN General Concept The existing site all drains to a point on the north property line where it is discharged onto the adjacent property. Due to the lack of any secondary drainage facilities with or adjacent to the project site, the stormwater runoff from the site after development must also be discharged from the site at the same location. Under present conditions, all runoff from the site sheet flows to the adjacent property. After development the increase in runoff would be significant. The following table illustrates the impact the proposed development will have on the adjacent property if detention is not provided. Table 1.1 Runoff Quantities Existing Conditions and Developed Conditions without Detention Existing Runoff Proposed Runoff lncrease/(Decrease) (cfs) (cfs) (cfs) Storm Frequency (yr) Storm Frequency (yr) Storm Frequency (yr) 2 I 5 I 1 o I 25 I 50 I 1 oo 2 I 5 I 1 o I 25 I 50 I 1 oo 2 I 5 I 1 o I 25 I 50 I 1 oo I 2.99 I 3.63 I 4.08 I 4.66 I 5.27 I 5.so I 6.06 I 7.37 I 8.28 I 9.45 I 10.69111.16 I 3.07 I 3.74 I 4.20 I 4.79 I 5.42 I 5.661 Based on the above information, a detention facility is required. The following table shows the 3 Drainage Report January 2003 Arts Council of Brazos Valley runoff at the Point of Study after the runoff from the development is routed through the proposed detention facilities (i.e. parking lot): Table 1.2 Runoff Quantities for Existing Conditions and Developed Conditions with Detention Existing Runoff Proposed Runoff lncrease/(Decrease) (cfs) (cfs) (cfs) Storm Frequency (yr) Storm Frequency (yr) Storm Frequency (yr) 2 I 5 I 1 o I 25 I 50 I 1 oo 2 I 5 I 1 o I 25 I 50 I 1 oo 2 I 5 I 1 o I 25 I 50 l 1 oo I 2.99 I 3.63 I 4.08 I 4.66 I 5.27 I 5.5o I 3.01 I 3.49 I 3.78 I 4.17 I 5.26 I 5.74 I 0.02 I (0.14) I (0.30) I (0.49) I (0.01i I 0.24 I As can be seen from the above table, the proposed development with the detention facility will decrease the amount of runoff that is currently being discharged at the Point of Study. CONCLUSION Compliance with City Standards From the information that is presented in this report, we have shown that the development of this site will meet the City's policy. Effectiveness of Drainage Design The proposed drainage plan shows how the stormwater will be conveyed onto the adjacent property. The use of the parking lot as a detention facility for the development will help control runoff being discharged onto the adjacent property. Explanation of the Effectiveness of Existing and Proposed Improvements The use of the parking lot as the detention facility for this project allows the increase in runoff to be detained on site so that the discharge off of the site is near equal to or less and existing undeveloped conditions. Upon review of the design calculations, the detention facilities will be capable of handling all storm events from a 2-year storm to a 100-year storm. 4 Drainage Report January 2003 Arts Council of Brazos Valley FIGURES SCALE: 1• a:: 400' 0 100' 200' 400' 1003001-001-01 ARTS COUNCIL OF BRAZOS VALLEY FIGURE #1 LOCATION MAP fl.SH lit BROWJYE EJYGJJYEERIJYCJ, me. Engineers and Consultants P.O. Box I 0838, College Station, Texas 77842 979-84~914 877-245-4839 Fax: 979-846-8914 303.40 303.20 _303.00 ~ -c 0 +: 302 .80 co > Q) w 302 .60 302.40 302 .20 ARTS COUNCIL OF BRAZOS VALLEY Figure #4 -Stage Storage Curve ~ .-----.-----------~ ...... ~ ~ ~ / / --- / r 0 0 2,000 4 ,000 6,000 8,000 Storage (cf) _____. 10,000 303.40 303.20 _303.00 ~ -c 0 +:i 302.80 co > <U w 302.60 302.40 302.20 0 0 ARTS COUNCIL OF BRAZOS VALLEY Figure #5 -Stage Discharge Curve ------------:...----------J J J I r 10 20 30 40 Discharge ( cfs) ---___. 50 60 -~ (.) -cu -m 0:: := 0 u.. 10 8 6 4 2 0 ARTS COUNCIL OF BRAZOS VALLEY Figure #6 -2-Year Storm Event +-+ + +--+-+ r + -+-+ + -+-+ + + + I 10 20 30 40 Time (min .) -Existing Conditions -Developed Conditions -Developed Conditions w/Detention j 50 -~ ARTS COUNCIL OF BRAZOS VALLEY Figure #7 -5-Year Storm Event + ~ ~ 6 -+--~~~-----t-~---~~~r---~~~~-;-~~~~--+-~~~~--t Q.) ..... ro 0::: ~ 4 -r-~---~-+-~~--.-+--~~~-t---~~~+--~~--i 0 LL 0 -Existing Conditions 10 20 30 40 50 Time (min.) -Developed Conditions -Developed Conditions w/Detention -J!2 (.) -Q) ..... ro 0:: ~ 0 Ll.. 10 8 6 4 2 0 ARTS COUNCIL OF BRAZOS VALLEY Figure #8 -10-Year Storm Event --. --1 I -+ --+----+ --·----------+ + ~ -+- I --+ --1-----t t-I r + -+ + +-1---+--+ + I I + + ~ 1 + + t + +-... + 10 20 30 40 Time (min .) -Existing Conditions -Developed Conditions -Developed Conditions w/Detention 50 ARTS COUNCIL OF BRAZOS VALLEY Figure #9 -25-Year Storm Event 10 ~~~~~~~~~~~~~~~~~~~ -1 l · , + -r · ~ ~ 8 -+-~___,__.__~-r-~l ~I -+-~~~~~ ...-t +. + +"--~ -'+t ~ ~ 6 -t-~~-----,r--~~~-t-~~~~-t-~~~~r--~~_._I __, Q.) ....... co + -+ +-.... + .... .... -+ -l-c::: ~ 4 -+---:t-~~~-=~~~~-=--+-~_!__~--+~~-"---r--l 0 LL t 0 ~~~~'-----1f----~---'--~-+-~~~-"---+-~~~---1f----~---'--~-1 0 10 20 30 40 50 Time (min .) -Existing Conditions -Developed Conditions -Developed Conditions w/Detention -.. ~ (,) -(1) ..... co 0:: ~ 0 LL 12 10 8 6 4 2 0 ARTS COUNCIL OF BRAZOS VALLEY Figure #10 -50-Year Storm Event + +-~ t + + -t-+ + ~ ~ ~ + 10 20 30 40 Time (min .) -Existing Conditions -Developed Conditions -Developed Conditions w/Detention 50 -~ (.) -Q) ...... ro 0:: ~ 0 LL 12 10 8 6 4 2 0 0 ARTS COUNCIL OF BRAZOS VALLEY Figure #11 -100-Year Storm Event + + -t + + ~ + t + + + ~ + + 10 20 30 40 Time (min .) + ~ -Existing Conditions -Developed Conditions -Developed Conditions w/Detention f 50 Drainage Report Arts Council of Brazos Valley ATTACHMENT #1 CALCULATIONS January 2003 Reservoir Report Page 1 English Reservoir No. 1 -Parking Lot Pond Data Pond storage is based on known contour areas Stage I Storage Table Stage Elevation Contour area Iner. Storage Total storage ft ft sqft cuft cuft 0.00 302.32 00 0 0 0.18 302.50 481 43 43 0.28 302.60 2,982 173 216 0.38 302.70 6,658 482 698 0.48 302.80 10,063 836 1,534 0.58 302.90 13,278 1,167 2,702 0.68 303.00 18,860 1,607 4,308 0.93 303.25 25 ,523 5,548 9,856 Culvert I Orifice Structures Weir Structures [A] [B] [C] [D] [A] [B] [C] [D] Rise in ·= 0.0 . 0.0 0.0 0.0 Crest Len ft = 2.25 0.75 144.50 0.00 Span in = 0.0 0.0 0.0 0.0 Crest El. ft = 302.32 302.50 303.00 0.00 No. Barrels = 0 0 0 0 Weir Coeff. = 2.84 2.84 2.80 0.00 Invert El. ft = 0.00 0.00 0.00 0.00 Eqn. Exp. = 1.50 1.50 1.50 0.00 Length ft = 0.0 0.0 0.0 0.0 Multi-Stage = No No No No Slope% = 0.00 0.00 0.00 0.00 N-Value = .000 .000 .000 .000 Orif. Coeff. = 0.00 0.00 0.00 0.00 Multi-Stage ------No No No Tailwater Elevation = 0.00 ft Note: All outflows have been analyzed under inlet and outlet control. Stage I Storage I Discharge Table Stage Storage Elevation ClvA Clv B ClvC ClvD WrA WrB WrC WrD Discharge ft cuft ft cfs cf s cfs cfs cf s cf s cf s cf s cfs 0.00 0 302.32 0.00 0.00 0.00 0.00 0.18 43 302.50 0.49 0.00 0.00 0.49 0.28 216 302.60 0.95 0.07 0.00 1.01 0.38 698 302.70 1.50 0.19 0.00 1.69 0.48 1,534 302.80 2.12 0.35 0.00 2.47 0.58 2,702 302.90 2.82 0.54 0.00 3.36 0.68 4,308 303.00 3.58 0.75 0.00 4.34 0.93 9,856 303.25 5.73 1.38 50.58 57.69 Hydrograph Summary Report Page 1 Hyd. Hydrograph Peak Time Time to Volume Return Inflow Maximum Maximum Hydrograph No. type flow interval peak period hyd(s) elevation storage description (origin) (cfs) (min) (min) (cuft) (yrs) (ft) (cuft) 1 Rational 2.99 1 10 2,690 2 ------ECond. 2 Rational 6.06 1 10 5,458 2 ----PCond. 3 Reservoir 3.01 1 20 5,458 2 2 302.86 2,256 2to 3 .. Proj. file: Drainage. GPW IDF file: Brazos. !OF Run date: 12-23-2002 Hydrograph Report Hyd. No. 1 ECond. Hydrograph type Storm frequency Drainage area Intensity 1-D-F Curve = Rational = 2 yrs = 1.4 ac = 6.33 in = Brazos.IDF Hydrograph Discharge Table Time --Outflow (hrs cfs) 0.02 0.30 0.03 0.60 0.05 0.90 0.07 1.20 0.08 1.49 0.10 1.79 0.12 2.09 0.13 2.39 0.15 2.69 0.17 2.99 << 0.18 2.84 0.20 2.69 0.22 2.54 0.23 2.39 0.25 2.24 0.27 2.09 0.28 1.94 0.30 1.79 0.32 1.64 0.33 1.49 0.35 1.35 0.37 1.20 0.38 1.05 0.40 0.90 0.42 0.75 0.43 0.60 0.45 0.45 0.47 0.30 ... End Peak discharge = 2. 99 cfs Time interval = 1 min Runoff coeff. = 0.35 Time of cone. (Tc)= 10 min Reced. limb factor = 2 Page 1 English Total Volume = 2,690 cuft Hydrograph Report Hyd. No. 2 PCond. Hydrograph type Storm frequency Drainage area Intensity 1-D-F Curve = Rational = 2 yrs = 1.4 ac = 6.33 in = Brazos.IDF Hydrograph Discharge Table Time --Outflow (hrs cfs) 0.02 0.61 0.03 1.21 0.05 1.82 0.07 2.43 0.08 3.03 0.10 3.64 0.12 4.24 0.13 4.85 0.1 5 5.46 0.17 6.06 « 0.18 5.76 0.20 5.46 0.22 5.15 0.23 4.85 0.25 4.55 0.27 4.24 0.28 3.94 0.30 3.64 0.32 3.34 0.33 3.03 0.35 2.73 0.37 2.43 0.38 2.12 0.40 1.82 0.42 1.52 0.43 1.21 0.45 0.91 0.47 0.61 ... End Peak discharge = 6.06 cfs Time interval = 1 min Runoff coeff. = 0.71 Time of cone. (Tc)= 10 min Reced. limb factor = 2 Page 1 English Total Volume= 5,458 cult Hydrograph Report Page 1 English Hyd. No. 3 2 to 3 Hydrograph type = Reservoir Peak discharge = 3.01 cfs Storm frequency = 2 yrs Time interval = 1 min Inflow hyd. No. = 2 Reservoir name = Parking Lot Max. Elevation = 302.86 ft Max. Storage = 2,256 cuft Storage Indication method used. Total Volume= 5,458 cuft Hydrograph Discharge Table Time Inflow Elevation ClvA Clv B ClvC ClvD WrA WrB WrC WrD Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cf s cfs cf s cfs 0.03 1.21 302.50 0.51 0.00 0.51 0.05 1.82 302.54 0.65 0.02 0.66 0.07 2.43 302.58 0.86 0.05 0.91 0.08 3.03 302.62 1.03 0.08 1.11 0.10 3.64 302.64 1.17 0.11 1.28 0.12 4.24 302.67 1.34 0.15 1.50 0.13 4.85 302.71 1.53 0.20 1.73 0.15 5.46 302.73 1.68 0.23 1.91 0.17 6.06 << 302.76 1.84 0.28 2.12 0.18 5.76 302.78 2.01 0.32 2.34 0.20 5.46 302.80 2.15 0.36 2.51 0.22 5.15 302.82 2.25 0.38 2.63 0.23 4.85 302.83 2.33 0.40 2.73 0.25 4.55 302.84 2.40 0.42 2.82 0.27 4.24 302.85 2.45 0.44 2.89 0.28 3.94 302.85 2.49 0.45 2.94 0.30 3.64 302.86 2.52 0.46 2.98 0.32 3.34 302.86 2.54 0.46 3.00 0.33 3.03 302.86 << 2.55 0.46 3.01 << 0.35 2.73 302.86 2.54 0.46 3.01 0.37 2.43 302.86 2.53 0.46 2.99 0.38 2.12 302.86 2.50 0.45 2.96 0.40 1.82 302.85 2.47 0.44 2.91 0.42 1.52 302.84 2.43 0.43 2.86 0.43 1.21 302.84 2.37 0.42 2.79 0.45 0.91 302.83 2.31 0.40 2.71 0.47 0.61 302.82 2.25 0.38 2.63 0.48 0.30 302.81 2.17 0.36 2.54 0.50 0.00 302.79 2.08 0.34 2.42 0.52 0.00 302.78 1.97 0.31 2.28 0.53 0.00 302.76 1.87 0.28 2.15 0.55 0.00 302.75 1.77 0.26 2.03 0.57 0.00 302.73 1.69 0.24 1.92 0.58 0.00 302.72 1.60 0.22 1.82 0.60 0.00 302.71 1.53 0.20 1.73 0.62 0.00 302.69 1.43 0.17 1.60 Continues on next page ... 2to3 Page 2 Hydrograph Discharge Table Time Inflow Elevation ClvA ClvB ClvC Clv D WrA WrB WrC WrD Outflow (hrs) cfs ft cf s cf s cf s cf s cfs cfs cf s cf s cfs 0.63 0.00 302.67 ----·--------·------1.32 0.15 ----------1.47 0.65 0.00 302.65 ------------------·-1.22 0.13 --------1.35 0.67 0.00 302.64 --------------------1.13 0.11 ----------1.24 0.68 0.00 302.62 --------------------1.05 0.09 ----------1.14 0.70 0.00 302.61 -------------------0.98 0.07 ----------1.06 0.72 0.00 302.59 --------------------0.87 0.05 ----------0.93 0.73 0.00 302.56 ---------·---·-----·--0.73 0.03 --·-------0.76 0.75 0.00 302.53 --------------------0.62 0.01 ----------0.64 0.77 0.00 302.51 -------------------0.54 0.00 ----------0.54 0.78 0.00 302.47 -------------------0.37 ---------------0.37 0.80 0.00 302.40 -------------------0.16 -·-------·-----0.16 ... End Hydrograph Summary Report Page 1 Hyd. Hydrograph Peak Time Time to Volume Return In ft ow Maximum Maximum Hydrograph No. type now interval peak period hyd(s) elevation storage description (origin) (cfs) (min) (min) (cuft) (yrs) (ft) (cuft) 1 Rational 3.63 1 10 3,271 5 ----ECond. 2 Rational 7.37 1 10 6,636 5 ---PCond. 3 Reservoir 3.49 1 21 6,636 5 2 302.91 2,918 2to3 .. Proj. file: Drainage.GPW IDF file: Brazos. !OF Run date: 12-23-2002 Hydrograph Report Hyd. No. 1 ECond. Hydrograph type Storm frequency Drainage area Intensity 1-D-F Curve = Rational = 5 yrs = 1.4 ac = 7.69 in = Brazos.IDF Hydrograph Discharge Table Time --Outflow (min cfs) 1 0.36 2 0.73 3 1.09 4 1.45 5 1.82 6 2.18 7 2.54 8 2.91 9 3.27 10 3.63 << 11 3.45 12 3.27 13 3.09 14 2.91 15 2.73 16 2.54 17 2.36 18 2.18 19 2.00 20 1.82 21 1.64 22 1.45 23 1.27 24 1.09 25 0.91 26 0.73 27 0.55 28 0.36 ... End Peak discharge = 3.63 cfs Time interval = 1 min Runoff coeff. = 0.35 Time of cone. (Tc)= 10 min Reced. limb factor = 2 Page 1 English Total Volume= 3,271 cuft Hydrograph Report Hyd. No. 2 PCond. Hydrograph type Storm frequency Drainage area Intensity 1-D-F Curve = Rational = 5 yrs = 1.4 ac = 7.69 in = Brazos.IDF Hydrograph Discharge Table Time --Outflow (min cfs) 1 0.74 2 1.47 3 2.21 4 2.95 5 3.69 6 4.42 7 5.16 8 5.90 9 6.64 10 7.37 << 11 7.00 12 6.64 13 6.27 14 5.90 15 5.53 16 5.16 17 4.79 18 4.42 19 4.06 20 3.69 21 3.32 22 2.95 23 2.58 24 2.21 25 1.84 26 1.47 27 1.11 28 0.74 29 0.37 ... End Peak discharge = 7.37 cfs Time interval = 1 min Runoff coeff. = 0.71 Time of cone. {Tc)= 10 min Reced. limb factor = 2 Page 1 English Total Volume= 6,636 cuft Hydrograph Report Page 1 English Hyd. No. 3 2 to 3 Hydrograph type = Reservoir Peak discharge = 3.49 cfs Storm frequency = 5 yrs Time interval = 1 min Inflow hyd. No. = 2 Reservoir name = Parking Lot Max. Elevation = 302.91 ft Max. Storage = 2,918 cuft Storage Indication method used. Total Volume= 6,636 cuft Hydrograph Discharge Table Time Inflow Elevation ClvA ClvB ClvC ClvD WrA WrB WrC WrD Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cf s cfs cfs 2 1.47 302.51 0.54 0.00 0.54 3 2.21 302.55 0.72 0.03 0.75 4 2.95 302.60 0.97 0.07 1.04 5 3.69 302.63 1.11 0.10 1.21 6 4.42 302.67 1.30 0.14 1.44 7 5.16 302.70 1.52 0.20 1.71 8 5.90 302.73 1.68 0.23 1.91 9 6.64 302.76 1.87 0.28 2.15 10 7.37 << 302.79 2.09 0.34 2.43 11 7.00 302.82 2.26 0.39 2.64 12 6.64 302.84 2.40 0.42 2.83 13 6.27 302.86 2.53 0.46 2.99 14 5.90 302.87 2.64 0.49 3.13 15 5.53 302.89 2.73 0.51 3.25 16 5.16 302.90 2.81 0.54 3.34 17 4.79 302.90 2.86 0.55 3.40 18 4.42 302.91 2.89 0.56 3.45 19 4.06 302.91 2.91 0.56 3.47 20 3.69 302.91 2.92 0.57 3.49 21 3.32 302.91 << 2.92 0.57 3.49 « 22 2.95 302.91 2.91 0.56 3.48 23 2.58 302.91 2.89 0.56 3.45 24 2.21 302.91 2.86 0.55 3.41 25 1.84 302.90 2.83 0.54 3.37 26 1.47 302.89 2.77 0.52 3.29 27 1.11 302.88 2.69 0.50 3.20 28 0.74 302.87 2.61 0.48 3.09 29 0.37 302.86 2.52 0.46 2.98 30 0.00 302.84 2.42 0.43 2.85 31 0.00 302.83 2.32 0.40 2.73 32 0.00 302.82 2.23 0.38 2.61 33 0.00 302.80 2.14 0.35 2.50 34 0.00 302.79 2.04 0.33 2.36 35 0.00 302.77 1.93 0.30 2.23 36 0.00 302.75 1.83 0.27 2.10 37 0.00 302.74 1.74 0.25 1.99 Continues on next page ... 2to3 Page 2 Hydrograph Discharge Table Time Inflow Elevation ClvA ClvB ClvC Clv D WrA WrB WrC WrD Outflow (min) cfs ft cf s cfs cfs cf s cfs cfs cfs cfs cfs 38 0.00 302.73 --------------------1.65 0.23 ----------1.88 39 0.00 302.71 --------------------1.57 0.21 ----- -----1.78 40 0.00 302.70 ------------------1.50 0.19 ---------1.69 41 0.00 302.68 -------------------1.38 0.16 ---------1.55 42 0.00 302.66 -----------·--------1.28 0.14 ---------·-1.42 43 0.00 302.64 -------------·-------1.18 0.12 ----------1.30 44 0.00 302.63 --------------------1.10 0.10 --------·-·-1.20 45 0.00 302.61 --------------------1.02 0.08 ----------1.11 46 0.00 302.60 ---·-------................ --0.96 0.07 ----------1.02 47 0.00 302.57 -----------------0.81 0.04 ----------0.85 48 0.00 302.55 ------------------0.68 0.02 ---------0.70 49 0.00 302.52 -------------------0.58 0.01 ----------0.59 50 0.00 302.50 ------------------0.50 0.00 ---------0.50 51 0.00 302.43 --------------------0.25 ---------------0.25 ... End Hydrograph Summary Report Page 1 Hyd. Hydrograph Peak Time Time to Volume Return Inflow Maximum Maximum Hydrograph No. type flow interval peak period hyd(s) elevation storage description (origin) (cfs) (min) (min) (cuft) (yrs) (ft) (cuft) 1 Rational 4.08 1 10 3,672 10 ---ECond. 2 Rational 8.28 1 10 7,449 10 ---PCond. 3 Reservoir 3.78 1 21 7,449 10 2 302.94 3,404 2to3 .. Proj. file: Drainage. GPW IDF file: Brazos.IDF Run date: 12-23-2002 Hydrograph Report Hyd. No. 1 ECond. Hydrograph type Storm frequency Drainage area Intensity 1-D-F Curve = Rational = 10 yrs = 1.4 ac = 8.63 in = Brazos. !OF Hydrograph Discharge Table Time --Outflow (hrs cfs) 0.02 0.41 0.03 0.82 0.05 1.22 0.07 1.63 0.08 2.04 0.10 2.45 0.12 2.86 0.13 3.26 0.15 3.67 0.17 4.08 << 0.18 3.88 0.20 3.67 0.22 3.47 0.23 3.26 0.25 3.06 0.27 2.86 0.28 2.65 0.30 2.45 0.32 2.24 0.33 2.04 0.35 1.84 0.37 1.63 0.38 1.43 0.40 1.22 0.42 1.02 0.43 0.82 0.45 0.61 0.47 0.41 ... End Peak discharge = 4.08 cfs Time interval = 1 min Runoff coeff. = 0.35 Time of cone. (Tc) = 1 O min Reced. limb factor = 2 Page 1 English Total Volume= 3,672 cult Hydrograph Report Hyd. No. 2 PCond. Hydrograph type Storm frequency Drainage area Intensity 1-D-F Curve = Rational = 10 yrs = 1.4 ac = 8.63 in = Brazos. !OF Hydrograph Discharge Table Time --Outflow (hrs cfs) 0.02 0.83 0.03 1.66 0.05 2.48 0.07 3.31 0.08 4.14 0.10 4.91 0.12 5.79 0.13 6.62 0.15 7.45 0.17 8.28<< 0.18 7.86 0.20 7.45 0.22 7.03 0.23 6.62 0.25 6.21 0.27 5.79 0.28 5.38 0.30 4.97 0.32 4.55 0.33 4.14 0.35 3.72 0.37 3.31 0.38 2.90 0.40 2.48 0.42 2.07 0.43 1.66 0.45 1.24 0.47 0.83 ... End Peak discharge = 8.28 cfs Time interval = 1 min Runoff coeff. = 0. 71 Time of cone. (Tc)= 10 min Reced. limb factor = 2 Page 1 English Total Volume= 7,449 cuft Hydrograph Report Page 1 English Hyd. No. 3 2 to 3 Hydrograph type = Reservoir Peak discharge = 3.78 cfs Storm frequency = 10 yrs Time interval = 1 min Inflow hyd. No. = 2 Reservoir name = Parking Lot Max. Elevation = 302.94 ft Max. Storage = 3,404 cuft Storage Indication method used. Total Volume= 7,449 cuft Hydrograph Discharge Table Time Inflow Elevation ClvA ClvB ClvC Clv D WrA WrB WrC WrD Outflow (hrs) cfs ft cf s cfs cfs cfs cfs cf s cfs cfs cfs 0.03 1.66 302.52 0.56 0.00 0.56 0.05 2.48 302.57 0.78 0.04 0.81 0.07 3.31 302.61 1.01 0.08 1.09 0.08 4.14 302.64 1.17 0.12 1.29 0.10 4.97 302.68 1.39 0.17 1.56 0.12 5.79 302.72 1.59 0.21 1.81 0.13 6.62 302.75 1.78 0.26 2.04 0.15 7.45 302.78 2.01 0.32 2.32 0.17 8.28 << 302.81 2.22 0.38 2.60 0.18 7.86 302.84 2.41 0.43 2.84 0.20 7.45 302.87 2.58 0.47 3.05 0.22 7.03 302.89 2.73 0.51 3.25 0.23 6.62 302.90 2.85 0.55 3.40 0.25 6.21 302.92 2.93 0.57 3.50 0.27 5.79 302.92 3.00 0.59 3.59 0.28 5.38 302.93 3.06 0.60 3.66 0.30 4.97 302.94 3.10 0.62 3.71 0.32 4.55 302.94 3.13 0.62 3.75 0.33 4.14 302.94 3.14 0.63 3.77 0.35 3.72 302.94 << 3.15 0.63 3.78 << 0.37 3.31 302.94 3.14 0.63 3.77 0.38 2.90 302.94 3.12 0.62 3.74 0.40 2.48 302.94 3.09 0.61 3.71 0.42 2.07 302.93 3.05 0.60 3.66 0.43 1.66 302.92 3.00 0.59 3.59 0.45 1.24 302.92 2.95 0.57 3.52 0.47 0.83 302.91 2.88 0.55 3.43 0.48 0.41 302.90 2.80 0.53 3.33 0.50 0.00 302.88 2.68 0.50 3.18 0.52 0.00 302.86 2.57 0.47 3.04 0.53 0.00 302.85 2.46 0.44 2.90 0.55 0.00 302.83 2.36 0.41 2.77 0.57 0.00 302.82 2.26 0.39 2.65 0.58 0.00 302.81 2.18 0.36 2.54 0.60 0.00 302.79 2.08 0.34 2.41 0.62 0.00 302.78 1.97 0.31 2.28 Continues on next page ... 2to3 Page 2 Hydrograph Discharge Table Time Inflow Elevation ClvA ClvB ClvC ClvD WrA WrB WrC WrD Outflow (hrs) cfs ft cfs cfs cf s cfs cfs cf s cf s cfs cfs 0.63 0.00 302.76 --·------------------1.87 0.28 ----------2.15 0.65 0.00 302.75 -------------------1.77 0.26 ---------2.03 0.67 0.00 302.73 --------------------1.68 0.24 ----------1.92 0.68 0.00 302.72 -------------------·-1.60 0.22 ---------1.82 0.70 0.00 302.70 -------------------1.52 0.20 ---------1.72 0.72 0.00 302.69 -------------------1.42 0.17 ----------1.60 0.73 0.00 302.67 -------------------1.31 0.15 ----------1.46 0.75 0.00 302.65 -----------------1.22 0.13 ----------1.34 0.77 0.00 302.63 ------------------1.13 0.11 ---------1.24 0.78 0.00 302.62 -------------------1.05 0.09 ----------1.14 0.80 0.00 302.61 --------------- -----0.98 0.07 ----------1.05 0.82 0.00 302.58 -------------------0.87 0.05 ----------0.92 0.83 0.00 302.55 -------------------0.73 0.03 ----------0.76 0.85 0.00 302.53 -------------------0.62 0.01 ----------0.63 0.87 0.00 302.51 -·------------------0.53 0.00 ---------0.53 0.88 0.00 302.47 -------------------0.36 ---------------0.36 ... End Hydrograph Summary Report Page 1 Hyd. Hydrograph Peak Time Time to Volume Return Inflow Maximum Maximum Hydrograph No. type How interval peak period hyd(s) elevation storage description (origin) (cfs) (min) (min) (cuft) (yrs) (ft) (cuft) 1 Rational 4.66 1 10 4,194 25 -·------ECond. 2 Rational 9.45 1 10 8,507 25 ----PCond. 3 Reservoir 4.17 1 21 8,507 25 2 302.98 4,042 2to3 Proj. file: Drainage.GPW IDF file: Brazos.IDF I Run date: 12-23-2002 Hydrograph Report Hyd. No. 1 ECond. Hydrograph type Storm frequency Drainage area Intensity 1-D-F Curve = Rational = 25 yrs = 1.4 ac = 9.86 in = Brazos. IDF Hydrograph Discharge Table Time --Outflow (hrs cfs) 0.02 0.47 0.03 0.93 0.05 1.40 0.07 1.86 0.08 2.33 0.10 2.8Q 0.12 3.26 0.13 3.73 0.15 4.19 0.17 4.66 << 0.18 4.43 0.20 4.19 0.22 3.96 0.23 3.73 0.25 3.49 0.27 3.26 0.28 3.03 0.30 2.80 0.32 2.56 0.33 2.33 0.35 2.10 0.37 1.86 0.38 1.63 0.40 1.40 0.42 1.16 0.43 0.93 0.45 0.70 0.47 0.47 0.48 0.23 ... End Peak discharge = 4.66 cfs Time interval = 1 min Runoff coeff. = 0.35 Time of cone. (Tc)= 10 min Reced. limb factor = 2 Page 1 English Total Volume= 4,194 cuft Hydrograph Report Hyd. No. 2 PCond. Hydrograph type Storm frequency Drainage area Intensity 1-0-F Curve = Rational = 25 yrs = 1.4 ac = 9.86 in = Brazos.IDF Hydrograph Discharge Table Time --Outflow (hrs cfs) 0.02 0.95 0.03 1.89 0.05 2.84 0.07 3.78 0.08 4.73 0.10 5.67 0.12 6.62 0.13 7.56 0.15 8.51 0.17 9.45 << 0.18 8.98 0.20 8.51 0.22 8.03 0.23 7.56 0.25 7.09 0.27 6.62 0.28 6.14 0.30 5.67 0.32 5.20 0.33 4.73 0.35 4.25 0.37 3.78 0.38 3.31 0.40 2.84 0.42 2.36 0.43 1.89 0.45 1.42 0.47 0.95 0.48 0.47 ... End Peak discharge = 9.45 cfs Time interval = 1 min Runoff coeff. = 0.71 Time of cone. (Tc)= 10 min Reced. limb factor = 2 Page 1 English Total Volume = 8,507 cuft Hydrograph Report Page 1 English Hyd. No. 3 2 to 3 Hydrograph type = Reservoir Peak discharge = 4.17 cfs Storm frequency = 25 yrs Time interval = 1 min Inflow hyd. No. = 2 Reservoir name = Parking Lot Max. Elevation = 302.98 ft Max. Storage = 4,042 cuft Storage Indication method used. Total Volume= 8,507 cuft Hydrograph Discharge Table Time Inflow Elevation ClvA ClvB ClvC Clv D WrA WrB WrC WrD Outflow {hrs) cfs ft cf s cf s cf s cf s cfs cf s cf s cfs cfs 0.03 1.89 302.52 ------------------0.59 0.01 ----------0.60 0.05 2.84 302.58 -------------------0.85 0.05 ---------0.89 0.07 3.78 302.62 -----------------1.06 0.09 ---------1.15 0.08 4.73 302.66 --------------------1.26 0.13 ----- -----1.39 0.10 5.67 302.70 -------------------1.51 0.19 ---------1.70 0.12 6.62 302.73 --------- ----------1.70 0.24 ----------1.94 0.13 7.56 302.77 ------------------1.92 0.30 ----- -----2.22 0.15 8.51 302.81 -·------------------2.17 0.36 -------·--2.53 0.17 9.45 << 302.84 ------------------2.39 0.42 --------2.81 0.18 8.98 302.87 -------------------2.62 0.48 ---------3.10 0.20 8.51 302.90 ------------------2.82 0.54 --------3.36 0.22 8.03 302.92 -------------------2.95 0.58 ----------3.53 0.23 7.56 302.93 ----- -------------3.07 0.61 ---------3.68 0.25 7.09 302.95 ---------·--------3.17 0.64 --------3.81 0.27 6.62 302.96 ................. -------,.. ____ 3.26 0.66 ---------3.92 0.28 6.14 302.97 -----------------3.33 0.68 ---------4.01 0.30 5.67 302.97 --------------------3.38 0.70 ----------4.08 0.32 5.20 302.98 --------------------3.42 0.71 ---------4.13 0.33 4.73 302.98 -------------------3.44 0.71 ---------4.16 0.35 4.25 302.98 << -------------------3.45 0.72 ---------4.17 << 0.37 3.78 302.98 --------------------3.45 0.71 --------4.16 0.38 3.31 302.98 ------------------3.43 0.71 ---------4.14 0.40 2.84 302.98 -----------------3.40 0.70 ----------4.10 0.42 2.36 302.97 -------------------3.36 0.69 ---------4.05 0.43 1.89 302.96 ---·--------------3.30 0.67 ---------3.98 0.45 1.42 302.96 -------------------3.24 0.66 ----------3.89 0.47 0.95 302.95 ------------------3.16 0.63 ---------3.80 0.48 0.47 302.93 ------------------3.08 0.61 -------3.69 0.50 0.00 302.92 -------------------2.98 0.58 ----------3.57 0.52 0.00 302.91 --·-------------·--2.89 0.56 ---------3.44 0.53 0.00 302.89 -------------------2.78 0.53 --------3.31 0.55 0.00 302.88 --·------------------2.66 0.49 ----------3.16 0.57 0.00 302.86 --·--·--------------·-2.55 0.46 ----------3.01 0.58 0.00 302.85 ------------------2.44 0.44 ---------2.88 0.60 0.00 302.83 -------------------2.34 0.41 ----------2.75 0.62 0.00 302.82 --·--------------·-2.25 0.38 -------·---2.63 Continues on next page ... 2to3 Page 2 Hydrograph Discharge Table Time Inflow Elevation ClvA ClvB ClvC ClvD WrA WrB WrC WrD Outflow (hrs) cf s ft cf s cfs cfs cf s cfs cfs cf s cfs cfs 0.63 0.00 302.81 -------------------2.16 0.36 ---------2.52 0.65 0.00 302.79 ---·--------------2.06 0.33 ------·--2.39 0.67 0.00 302.77 --------·------------1.95 0.30 ------·----2.25 0.68 0.00 302.76 ------------------1.85 0.28 ----------2.13 0.70 0.00 302.74 --------------------1.76 0.25 ---------2.01 0.72 0.00 302.73 --------------------1.67 0.23 ----------1.90 0.73 0.00 302.72 -----------------1.59 0.21 ----------1.80 0.75 0.00 302.70 --------------------1.51 0.19 -----___ ..,.. 1.71 0.77 0.00 302.68 ----·---------------1.40 0.17 ----------1.57 0.78 0.00 302.67 --·----------------·--1.30 0.14 -------1.44 0.80 0.00 302.65 -------------------1.20 0.12 ----------1.32 0.82 0.00 302.63 -·------------------1.12 0.10 ---------1.22 0.83 0.00 302.62 --·------- ---------1.04 0.09 ----------1.12 0.85 0.00 302.60 ---·----------------0.97 0.07 ----------1.04 0.87 0.00 302.58 ------------------0.84 0.05 --------0.89 0.88 0.00 302.55 ------------------0.71 0.02 ---------0.73 0.90 0.00 302.53 ----------·-------0.60 0.01 --------0.61 0.92 0.00 302.51 -------------------0.52 0.00 --------0.52 0.93 0.00 302.45 ----------------0.30 --------------0.30 ... End Hydrograph Summary Report Page 1 Hyd. Hydrograph Peak Time Time to Volume Return Inflow Maximum Maximum Hydrograph No. type flow interval peak period hyd(s) elevation storage description (origin) (cfs) (min) (min) (cuft) (yrs) (ft) (cuft) 1 Rational 5.27 1 10 4,741 50 ---ECond. 2 Rational 10.69 1 10 9,617 50 ----PCond. 3 Reservoir 5.26 1 20 9,617 50 2 303.01 4,584 2to3 .. Proj. file: Drainage. GPW IDF file: Brazos. !OF Run date: 12-23-2002 Hydrograph Report Hyd. No. 1 ECond. Hydrograph type Storm frequency Drainage area Intensity 1-D-F Curve = Rational = 50 yrs = 1.4 ac = 11.15 in = Brazos.IDF Hydrograph Discharge Table Time --Outflow (hrs cfs) 0.02 0.53 0.03 1.05 0.05 1.58 0.07 2.11 0.08 2.63 0.10 3.16 0.12 3.69 0.13 4.21 0.15 4.74 0.17 5.27 << 0.18 5.00 0.20 4.74 0.22 4.48 0.23 4.21 0.25 3.95 0.27 3.69 0.28 3.42 0.30 3.16 0.32 2.90 0.33 2.63 0.35 2.37 0.37 2.11 0.38 1.84 0.40 1.58 0.42 1.32 0.43 1.05 0.45 0.79 0.47 0.53 0.48 0.26 ... End Peak discharge = 5.27 cfs Time interval = 1 min Runoff coeff. = 0.35 Time of cone. (Tc)= 10 min Reced. limb factor = 2 Page 1 English Total Volume : 4,741 cuft Hydrograph Report Hyd. No. 2 PCond. Hydrograph type Storm frequency Drainage area Intensity 1-0-F Curve = Rational = 50 yrs = 1.4 ac = 11.15 in = Brazos.IDF Hydrograph Discharge Table Time --Outflow (hrs cfs) 0.02 1.07 0.03 2.14 0.05 3.21 0.07 4.27 0.08 5.34 0.10 6.41 0.12 7.48 0.13 8.55 0.15 9.62 0.17 10.69<< 0.18 10.15 0.20 9.62 0.22 9.08 0.23 8.55 0.25 8.01 0.27 7.48 0.28 6.95 0.30 6.41 0.32 5.88 0.33 5.34 0.35 4.81 0.37 4.27 0.38 3.74 0.40 3.21 0.42 2.67 0.43 2.14 0.45 1.60 0.47 1.07 0.48 0.53 ... End Page 1 English Peak discharge = 10.69 cfs Time interval = 1 min Runoff coeff. = 0.71 Time of cone. (Tc) = 10 min Reced. limb factor = 2 Total Volume= 9,617 cuft Hydrograph Report Page 1 English Hyd. No. 3 2 to 3 Hydrograph type = Reservoir Peak discharge = 5.26 cfs Storm frequency = 50 yrs Time interval = 1 min Inflow hyd. No. = 2 Reservoir name = Parking Lot Max. Elevation = 303.01 ft Max. Storage = 4,584 cuft Storage Indication method used. Total Volume = 9,617 cuft Hydrograph Discharge Table Time Inflow Elevation ClvA ClvB ClvC ClvD WrA WrB WrC WrD Outflow (hrs) cfs ft cf s cfs cfs cfs cf s cfs cf s cfs cfs 0.03 2.14 302.53 0.62 0.01 0.63 0.05 3.21 302.60 0.92 0.06 0.99 0.07 4.27 302.63 1.11 0.10 1.21 0.08 5.34 302.67 1.35 0.15 1.50 0.10 6.41 302.72 1.59 0.21 1.80 0.1 2 7.48 302.75 1.81 0.27 2.08 0.13 8.55 302.79 2.08 0.34 2.41 0.15 9.62 302.83 2.32 0.40 2.72 0.17 10.69 << 302.87 2.58 0.47 3.05 0.18 10.15 302.90 2.84 0.54 3.38 0.20 9.62 302.93 3.01 0.59 3.61 0.22 9.08 302.95 3.17 0.64 3.81 0.23 8.55 302.97 3.31 0.68 3.99 0.25 8.01 302.98 3.43 0.71 4.15 0.27 7.48 302.99 3.54 0.74 4.28 0.28 6.95 303.00 3.61 0.76 0.21 4.58 0.30 6.41 303.01 3.65 0.77 0.54 4.96 0.32 5.88 303.01 3.67 0.78 0.73 5.18 0.33 5.34 303.01 << 3.68 0.78 0.79 5.26 << 0.35 4.81 303.01 3.68 0.78 0.77 5.22 0.37 4.27 303.01 3.67 0.78 0.66 5.10 0.38 3.74 303.01 3.64 0.77 0.49 4.90 0.40 3.21 303.00 3.62 0.76 0.26 4.64 0.42 2.67 303.00 3.58 0.75 4.33 0.43 2.14 302.99 3.53 0.74 4.26 0.45 1.60 302.98 3.46 0.72 4.18 0.47 1.07 302.97 3.38 0.69 4.07 0.48 0.53 302.96 3.28 0.67 3.95 0.50 0.00 302.95 3.18 0.64 3.82 0.52 0.00 302.93 3.08 0.61 3.68 0.53 0.00 302.92 2.97 0.58 3.56 0.55 0.00 302.91 2.88 0.55 3.43 0.57 0.00 302.89 2.77 0.53 3.30 0.58 0.00 302.88 2.65 0.49 3.15 0.60 0.00 302.86 2.54 0.46 3.00 0.62 0.00 302.85 2.44 0.43 2.87 Continues on next page ... 2to3 Page 2 Hydrograph Discharge Table Time Inflow Elevation ClvA ClvB Clv C Clv D WrA WrB WrC WrD Outflow (hrs) cf s ft cfs cfs cf s cf s cfs cfs cf s cf s cfs 0.63 0.00 302.83 --------------------2.34 0.41 ----------2.74 0.65 0.00 302.82 --------------------2.24 0.38 ---------2.62 0.67 0.00 302.80 --------------------2.15 0.36 ----- -----2.51 0.68 0.00 302.79 -------------·------2.05 0.33 ---------2.38 0.70 0.00 302.77 -------------------1.94 0.30 ----------2.24 0.72 0.00 302.76 -------------------1.84 0.28 ----------2.12 0.73 0.00 302.74 --------------------1.75 0.25 ----------2.00 0.75 0.00 302.73 --------------------1.66 0.23 ----------1.89 0.77 0.00 302.71 ................ --------------1.58 0.21 ---------1.79 0.78 0.00 302.70 --------------------1.51 0.19 ----------1.70 0.80 0.00 302.68 -----------------1.40 0.17 ---------1.56 0.82 0.00 302.66 --------- ----- -----1.29 0.14 ---------1.43 0.83 0.00 302.65 -------------- -----1.19 0.12 --------1.31 0.85 0.00 302.63 -------------------1.11 0.10 ---------1.21 0.87 0.00 302.62 ------------------1.03 0.08 ---------1.12 0.88 0.00 302.60 -·------------------0.96 0.07 ----------1.03 0.90 0.00 302.58 --------------------0.83 0.04 ---------0.87 0.92 0.00 302.55 --------------------0.70 0.02 ----------0.72 0.93 0.00 302.53 ------------------· 0.60 0.01 -------0.60 0.95 0.00 302.51 --------- ----------0.51 0.00 ---------0.51 0.97 0.00 302.44 --·----------------0.28 ---------------0.28 ... End Hydrograph Summary Report Page 1 Hyd. Hydrograph Peak Time Time to Volume Return Inflow Maximum Maximum Hydrograph No. type flow interval peak period hyd(s) elevation storage description (origin) (cfs) (min) (min) (cuft) (yrs) (ft) (cuft) 1 Rational 5.50 1 10 4,950 100 -----ECond. 2 Rational 11 .16 1 10 10,041 100 ---PCond. 3 Reservoir 5.74 1 20 10,041 100 2 303.02 4,729 2to3 .. Proj. file: Drainage. GPW IDF file: Brazos.IDF Run date: 12-23-2002 Hydrograph Report Hyd. No. 1 ECond. Hydrograph type Storm frequency Drainage area Intensity 1-D-F Curve = Rational = 100 yrs = 1.4 ac = 11.64 in = Brazos.IDF Hydrograph Discharge Table Time --Outflow (hrs cfs) 0.02 0.55 0.03 1.10 0.05 1.65 0.07 2.20 0.08 2.75 0.10 3.30 0.12 3.85 0.13 4.40 0.15 4.95 0.17 5.50 << 0.18 5.22 0.20 4.95 0.22 4.67 0.23 4.40 0.25 4.12 0.27 3.85 0.28 3.57 0.30 3.30 0.32 3.02 0.33 2.75 0.35 2.47 0.37 2.20 0.38 1.92 0.40 1.65 0.42 1.37 0.43 1.10 0.45 0.82 0.47 0.55 ... End Peak discharge = 5.50 cfs Time interval = 1 min Runoff coeff. = 0.35 Time of cone. (Tc) = 10 min Reced. limb factor = 2 Page 1 English Total Volume= 4,950 cuft Hydrograph Report Hyd. No. 2 PCond. Hydrograph type Storm frequency Drainage area Intensity 1-D-F Curve = Rational = 100 yrs = 1.4 ac = 11.64 in = Brazos.IDF Hydrograph Discharge Table Time --Outflow {hrs cfs) 0.02 1.12 0.03 2.23 0.05 3.35 0.07 4.46 0.08 5.58 0.10 6.69 0.12 7.81 0.13 8.92 0.15 10.04 0.17 11.16 « 0.18 10.60 0.20 10.04 0.22 9.48 0.23 8.92 0.25 8.37 0.27 7.81 0.28 7.25 0.30 6 .69 0.32 6.14 0.33 5.58 0.35 5.02 0.37 4.46 0.38 3.90 0.40 3.35 0.42 2.79 0.43 2.23 0.45 1.67 0.47 1.12 0.48 0.56 ... End Page 1 English Peak discharge = 11 .16 cfs Time interval = 1 min Runoff coeff. = 0.71 Time of cone. (Tc)= 1 O min Reced. limb factor = 2 Total Volume= 10,041 cuft Hydrograph Report Page 1 English Hyd. No. 3 2 to 3 Hydrograph type = Reservoir Peak discharge = 5.74 cfs Storm frequency = 100 yrs Time interval = 1 min Inflow hyd. No. = 2 Reservoir name = Parking Lot Max. Elevation = 303.02 ft Max. Storage = 4,729 cuft Storage Indication method used. Total Volume= 10,041 cuft Hydrograph Discharge Table Time Inflow Elevation ClvA ClvB Clv C Clv D WrA WrB WrC WrD Outflow (hrs) cfs ft cf s cfs cfs cf s cfs cfs cf s cf s cf s 0.03 2.23 302.53 0.63 0.01 0.64 0.05 3.35 302.60 0.95 0.07 1.02 0.07 4.46 302.63 1.13 0.11 1.24 0.08 5.58 302.68 1.38 0.16 1.54 0.10 6.69 302.72 1.62 0.22 1.84 0.12 7.81 302.76 1.85 0.28 2.13 0.13 8.92 302.80 2.13 0.35 2.49 0.15 10.04 302.84 2.37 0.42 2.79 0.17 11 .16<< 302.88 2.65 0.49 3.1 4 0.18 10.60 302.91 2.90 0.56 3.46 0.20 10.04 302.94 3.09 0.61 3.70 0.22 9.48 302.96 3.26 0.66 3.92 0.23 8.92 302.98 3.41 0.70 4.1 1 0.25 8.37 302.99 3.54 0.74 4.28 0.27 7.81 303.01 3.63 0.77 0.34 4.73 0.28 7.25 303.01 3.68 0.78 0.78 5.24 0.30 6.69 303.02 3.71 0.79 1.05 5.56 0.32 6.14 303.02 3.73 0.80 1.19 5.72 0.33 5.58 303.02 << 3.73 0.80 1.21 5.74 << 0.35 5.02 303.02 3.73 0.79 1.14 5.66 0.37 4.46 303.02 3.71 0.79 1.00 5.49 0.38 3.90 303.01 3.68 0.78 0.79 5.25 0.40 3.35 303.01 3.65 0.77 0.53 4.96 0.42 2.79 303.00 3.61 0.76 0.24 4.61 0.43 2.23 303.00 3.57 0.75 4.31 0.45 1.67 302.99 3.50 0.73 4.23 0.47 1.12 302.98 3.42 0.71 4.12 0.48 0.56 302.97 3.32 0.68 4.00 0.50 0.00 302.95 3.22 0.65 3.87 0.52 0.00 302.94 3.11 0.62 3.73 0.53 0.00 302.93 3.01 0.59 3.60 0.55 0.00 302.91 2.91 0.56 3.47 0.57 0.00 302.90 2.82 0.54 3.35 0.58 0.00 302.88 2.69 0.50 3.20 0.60 0.00 302.87 2.58 0.47 3.05 0.62 0.00 302.85 2.47 0.44 2.91 Continues on next page ... 2to 3 Page 2 Hydrograph Discharge Table Time Inflow Elevation ClvA ClvB ClvC Clv D WrA WrB WrC WrD Outflow (hrs) Cfs ft cfs Cfs Cfs Cfs cfs cfs cfs Cfs cfs 0.63 0.00 302.84 ------------------2.37 0.42 ----------2.78 0.65 0.00 302.82 -------------------2.27 0.39 ----------2.66 0.67 0.00 302.81 ------------------2.18 0.37 ----------2.55 0.68 0.00 302.79 -------------------2.09 0.34 ----------2.43 0.70 0.00 302.78 -------------------1.98 0.31 ----------2.29 0.72 0.00 302.76 --------------------1.87 0.28 ----------2.16 0.73 0.00 302.75 ---------------1.78 0.26 ---·-----2.04 0.75 0.00 302.73 -----------------1.69 0.24 ----------1.93 0.77 0.00 302.72 ------------------1.61 0.22 ---·-----1.83 0.78 0.00 302.71 ---·--------·-------1.53 0.20 ----------1.73 0.80 0.00 302.69 --·---------------1.44 0.18 -------1.61 0.82 0.00 302.67 ------------------1.32 0.15 ----------1.47 0.83 0.00 302.65 ------------------1.23 0.13 ---------1.35 0.85 0.00 302.64 --·----------------1.14 0.11 ---------1.25 0.87 0.00 302.62 --·----------------1.06 0.09 ---------1.15 0.88 0.00 302.61 -----------------0.99 0.08 ----------1.06 0.90 0.00 302.59 ------------------0.88 0.05 --------0.94 0.92 0.00 302.56 ----------------0.74 0.03 ----------0.77 0.93 0.00 302.53 -------------------0.63 0.01 ----------0.64 0.95 0.00 302.51 ------------------0.54 0.00 -----0.54 0.97 0.00 302.47 -------------------0.39 ---------------0.39 ... End