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HomeMy WebLinkAbout32 Spring Creek Gardens Ph 1 04-67 4300 Sh 6 SDEVELOPMENT PERMIT PERMIT NO . 04-67 CITY OF C OLLEGE STATION Pla11ning & Dtvtl.opmm t Service s FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Spring Creek Gardens Subdivision - Phase 1 All Lots DATE OF ISSUE: January 24, 2005 OWNER: Spring Creek CS Development, Ltd. c/o Wallace Phillips 4490 Castlegate Drive College Station, Texas 77845 SITE ADDRESS: 4300 SH 6 South DRAINAGE BASIN: Spring Creek VALID FOR 12 MONTHS CONTRACTOR: Texcon 1707 Graham Road College Station, Texas 77845 TYPE OF DEVELOPMENT: Full Development Permit SPECIAL CONDITIONS: All construction must be in compliance with the approved construction plans All trees required to be protected as part of the landscape plan must be completely barricaded in accordance with Section 7.5.E., Landscape/Streetscape Plan Requirements of the City's Unified Development Ordinance, prior to any operations of this permit. The cleaning of equipment or materials within the drip line of any tree or group of trees that are protected and required to remain is strictly prohibited . The disposal of any waste material such as , but not limited to, paint , oil , solvents, asphalt , concrete, mortar, or other harmful liquids or materials within the drip line of any tree required to remain is also prohibited . TCEQ Phase II Rules in Effect 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 . In accordance with Chapter 13 of the Code of Ordinances of the City of College Station , measures shall be taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities . I hereby grant this permit for development of an area outside the special flood hazard area. All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer in the development permit application for the above named project and all of the codes and ordinances of the City of College Station that apply . Date ;z;;;r;~ 1-.ZS-o,;5 Owner/ Agent/Contractor Date 04-;;i:1 I I-\J_)-0~ TEXCON GENERAL CONTRACTORS 12-Ja n-0 5 Cf '_OI CONSTRUCTION COST ESTIMATE SPRING CREEK GARDENS SUBDIVISION ~VSQ\1 COLLEGE STATION, TEXAS PHASE 1 -32 LOTS, 6.241 ACRES Item Estimated Unit Estimated No . Description Quantity Price Cost Sitework 1 Mobilization/Layout 1.0 LS $5,000 .00 $5,000 2 Site Preparation 0 .0 AC $3,500 .00 $0 3 Sediment & Erosion Control 0 .0 LS $5,000.00 $0 4 Construction Exit -Rock 20 TON $55 .00 $1, 100 5 Seeding/Hydromulching 0 SY $0.50 $0 6 Topsoil Stripping & Replacement 600 CY $5 .00 $3,000 7 Excavation/Grading 1,250 CY $4 .00 $5,000 8 Lime Stabilized Subgrade 3,970 SY $3 .25 $12 ,903 9 Concrete Curb & Gutter 2 ,765 LF $8 .00 $22 , 120 10 Base Material -6" depth 2,900 SY $6.50 $18,850 11 Asphalt Paving -1 1/2 " depth 2,900 SY $5.50 $15,950 12 Stamped colored concrete 570 SF $11 .00 $6,270 13 Remove Existing Sidewalk 500 SF $3 .00 $1,500 14 Remove Existing Concrete Curb & Gutter 83 LF $6 .00 $498 15 ADA ramp -corner 1 EA $550 .00 $550 16 ADA ramp -regular 4 EA $400.00 $1,600 17 Concrete Sidewalk -4' 4 ,565 SF $3 .00 $13 ,695 18 Concrete Sidewalk -6' 1,270 SF $3.00 $3,810 19 Concrete Apron 545 SF $5 .50 $2 ,998 20 Landscape Sleeves (2 -4" PVC) 40 LF $8.00 $320 Subtotal $115,163 Storm Drainage 21 Drainage Pipe -24" RCP -structural 380 LF $50 .00 $19 ,000 22 Rock riprap 60 TON $55 .00 $3,300 23 Inlets 1 O' wide EA $3 ,200 .00 $3,200 24 Excavation/Grading Drainage Channel 1, 130 CY $4 .00 $4,520 Subtotal $30,020 Water Lines 25 8" Water PVC CL200 (C900) structural 950 LF $26 .00 $24,700 26 Gate Valves -8" 2 EA $600 .00 $1,200 27 M .J . Tees -8" x 6" EA $300 .00 $300 28 12" x 8" TS&V 1 EA $5 ,500 .00 $5,500 29 1" SS Water Service 3 EA $600 .00 $1 ,800 30 1" LS Water Service 3 EA $800 .00 $2 ,400 31 1 1/2" SS Water Service 7 EA $650 .00 $4,550 32 1 1/2" LS Water Service 7 EA $850.00 $5,950 33 2" Blow off Assembly EA $550 .00 $550 34 Fire Hydrant Assembly w/ extension EA $2 ,650 .00 $2.650 Subtotal $49 ,600 ,I Sanitary Sewer Lines 35 6" SOR 26 Pipe -non-structural 943 LF $22.00 $20,746 36 6" SOR 26 Pipe -structural 217 LF $30.00 $6,510 37 Sewer Services 6" -Short 9 EA $400.00 $3,600 38 Sewer Services 6" -Long 9 EA $700.00 $6 ,300 39 Sewer TV Inspection 1,160 LF $3.50 $4,060 40 Manhole Drop 1 EA $1,000.00 $1,000 41 Manholes 3 EA $2,800.00 $8,400 Subtotal $50 ,616 Total Sitework $115 ,163 Total Storm Drainage $30,020 Total Water $49,600 Total Sanitary Sewer $50,616 TOTAL CONSTRUCTION I $245,3991 Page 2 of 2 D ate: T o: F rom: S ubj ect: R em a rk s : TEX CON TRANSMITTAL January 12, 2005 Alan Gibbs, P.E. Development Engineer Development Services City of College Station Joe Schultz , P .E. \'9i- Texcon General Co ~ctors 1707 Graham Road College Station , Texas 77845 Phone: (979) 764 -7743 Revised Construction Drawings Spring Creek Gardens Co ll ege Station, Texas Attached are 6 sets of revised Construction Drawings and 2 copies of the Engineer 's Cost Est imate. Please return any additional sets of drawings. Please let me know if you have any questions . ~~ tP</\Q'\ P&Z CASE NO .: DATE SUBMITTED : FINAL PLAT APPLICATION 1· I ..;;> (Check one) 0 Minor ($300.00) 0 Amending ($300 .00) [Q/"Final ($400 .00) 0 Vacating ($400 .00) 0 Replat ($600 .00)* *Includ es public hearing fee The following items must be submitted by an established filing deadline date for P&Z Commission consideration. MINIMUM SUBMITTAL REQUIREMENTS: V' Filing Fee (see above) NOTE: Multiple Sheets -$55 .00 per additional sheet __::::::_Variance Request to Subdivision Regulations -$100 (if applicable) v Development Permit Application Fee of $200 .00 (if applicable) . .V Infrastructure Inspection Fee of $600 .00 (applicable if any public infrastructure is being constructed) ~Application completed in full. .::::::=_Copy of original deed restrictions/covenants for replats (if applicable). v--Thirteen (13) folded copies of plat. (A signed mylar original must be submitted after staff review .) ...,...---One (1) copy of the approved Preliminary Plat and/or one (1) Master Plan (if applicable). \....-"" Paid tax certificates from City of College Station , Brazos County and College Station l.S .D. ~ A copy of the attached checklist with all items checked off or a brief explanation as to why they are not. .........--Two (2) copies of public infrastructure plans associated with this plat (if applicable). _L Parkland Dedication requirement approved by the Parks & Recreation Board, please provide proof of approval (if applicable). * OA -R~ Wt.f1-V~ Date of Preapplication c:!onference:_....;..VV\..:...1..>:;Mt: ........ :M'-..IL . ....._ ....... ( ......_,-Z.W ............. H-______________ _ NAME OF suBD1v1s10N ~~ &.eLf.. Gu~S &kllvt~OV\ -?fv~e { SPECIFIED LOCATION OF PRoPOJD SUBDIVISION (Lot & Block) ~ 1q SH: ~ ~ '[).R t:.a.lu..v: 'De~ \I.f J Y'1) v kb of Arn °'J--hM. Ro~ APPLICANT/PROJECT MANAGER'S INFORMATION (Primary Contact for the Project): Name kJa iJ.,t\t.R , Phillip~ StreetAddress 14-:t{o Casfu.~Jdr(~ City Coll~ <;;td/{JY) State n Zip Code:i1i45-E-Mail Address ___________ _ Phone Number (11t:t) {d(O-]kSD Fa x Number {i]C{) {d(o-{Q/t-( PROPERTY OWNER'S INFORMATION : Name 5?dnj Cr~ CS ])e,v:clopvVluvf, LtJ" Street Ad dress 44 'IO [a~ ldri v-e c~ Co lletje Sf-afltrVJ State 1\ Zip Code "=-J~ E-Mail Address ---,----------- Phone Number ('!1tlJ (ojo-1""2Al> Fa x Number ('l71) foC(o -I 041 ARCHITECT OR ENG INE ER'S INFO RMAT ION : Nam e Jf)LOV\ -sAf X1u1+.b),,f:-. Stree t Address l1D1 fu-1'.t..bg..m EJ>Ou:{ Sta te :-rl_ Zip Code J."1~ ' Phon e Num ber ~14 J '1(if--11 q.-3 '~'11 /f"l 1 SUPPLEMENTAL DEVELOPMENT PERMIT INFORMATION Application is hereby made for the following development specific site/waterway alterations : Su.¥Jtl iv' i St irY' 1 "t=o.. s +ru tk<~ &Y1 Sft1A.cAi OY' ACKNOWLEDGMENTS: I, W G-\.\, ~ <... P~: \\: J\ ~ , design engineer/owner, hereby acknowledge or affirm that: -------~--~----w-f----~ ·---- 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 . ~e ~~~ ~ -C-on-t-ra-ct_o_r~~~~~~~~~~~~~ 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 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 dra inage 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 an d ordinances of the City of College Station shall apply. 6 /13/03 Notice of Intent (NOi) for Storm Water -·-TCEQ Office Use Only f ~ Discharges Associated with Construction TPOES Permil Number : TXR15 l_l _l_l_I ~ Activity under the TPDES General Permit GIN Number l _l_l_l_l_l_l_I • Fee Receipl No . TCEQ IMPORTANT: •Use the attached INSTRUCTIONS when completing this fonn. •After completing this form, use the attached CUSTOMER CHECKLIST to make ccnain all items are complete and accurate. ·Missing, illegible, or inaccurate items may delay final acknowledgment or covera ge under the general permit. Application Fee: You must submil the S 100 NOi Application Fee to TCEQ under separate cover (sec instructions) using the attached Application Fee submittal form. (DO NOT SEND A COPY OF THE NOi WITH THE APPLICAT ION FEE SUBMITTAL FORM) Tell us how you paid for this fee: °'':',~M~~-''. ~'!,~.~~:-"1/flL ,, • . , N~e p,;,'.'~'" Ch~k _ ~o~ ff /'~:;":' /(' (' n.r.,.e1o/J.HF'..tl L71.) ~:; .. _:·~t~~:\~; . ...=~!;<J. ·, .. ,t~il~1~1t~$1 .. r~!~t}£~t~~~}~~l.~ ... -:.r.:·~.-·, ~I • .. ~-~.-: •·•• • • ~--/ ,<:~~:'~r.fr/~~~ .... ~~. · -~~ ,, . A. OPERATOR I. TCEQ Issued Customer Number (CN) (if available): 2. Legal Name (spelled exactly as filed with the Texas Secretary of S tate , Cou n1 y, or legal document that was used in forming the entity): ~O<'l('IC\ fYOo k ~s l)p_\{J..jl)OW"\Pvvf-u-J. I J I 3. Mailing Address: 4¥lo (' t1 c..,f{ D .11,., {-, -i)y( vP ... Suite No./Bldg .No .: rn\lt>N> ~ t o__-h 'ffi/) J 11M~ City : State: \"X ZIP Code: 4. Phone No .: ( ql'l > fn10 ·1LSD Extension : - 5. FAX No . (Cf 19) (liD-104-\ E-mail Address : - 6 . Type of Operator: D Individual 0 Sole Proprietorship-D.B.A . ~P artnersh ip D Corporation D Federal Government Dstate Government D County Government D City Government Oother: 7. Independent Operator: ~Yes 0No (If governmenta l enlity or a subsidiary or part of a larger corporation, check "NO"') 8. Number of Emplo yees : J&to-20; 021 -100 ; D 101-250; 0 251-500 ; or 0 50 1 or higher 9 . Business Tax and Filing Numbers (1101 applicable to Individuals. Govern111 e111 . General Partnersliips. and Sole Proprietorship-D.8 .A): State Franc hi se Tax ID Number: Federal Tax ID : 0 2-0'5 Ip 4 {ala S" TX SOS C harter (filing) Number: DUNS Number : (If known) .:-i-~·· ··~,..;~~·:· ~ .~\~~~f:\_,-i~ ~·r;,.::-:-•0...,?_.::_, .. '~· ~ .. B. BILLING ADDRESS (The Operator is responsible for paying the annual fee .) ef same As Operator (check if address is the same, then proceed with Section C.) I. Billing Mailing Address : Su it e No ./Bldg.No.: City: S tate : ZIP Code: 2 Billing Contact (Alln or C/0): 3. Country Ma iling In formation (if outside USA) Territory : Count ry Code : Postal Code : 4 . Phone No .: ( ) Exten sion : 5. FA X No . E-mail Addre ss : 1 1 ·1 t;-~11n _': 111 · 1 • .~on .1 1 C. APPLICATION CONTACT (lfTCEQ needs additional infonnaLion regarding thi s application, who should he contac ted "' I . Name: Title : Company:') 2. Phone No.: ( C\. 1'1 ) Z-SD Extension: E-mail Address : ·' :;., • b-~~-!· '>;;:_ • ~' ,. :~. ;· .. ;~r·.-.::~:~-d~t:·:;~...;:~ ... ------=~·. ;. · D. REGULATED ENTITY (RE) INFORMATION ON PROJECT OR SITE I . TCEQ Issued RE Reference Number (RN) (if available): 3. Physical Address of Project or Site: (enter in spaces below) Street Number: City (nearest to the site): ZIP Code (nearest to the site): County (Counties if> I): co~ 4 . lfno physical address (Street Number & Street Name), provide a written location access description that can be used for locatin g the site : (Ex .: 2 miles west from intersection of Hwy 290 & IH35 on Hwy 290 South) 5. 6. Standard Industrial Classification (SIC) code : 7. ~ 1-1-n!ll!.~l!JA!.~_L_LJJ:L~M.L..a.!J2:x2__.J.....j,~~:t---l!lli1-~~~~:.......!J:Q,N_~~~~~~~~ 8 . ls the project/site located on Indian Country Lands? CJ Yes If Yes, you must obtain authorization through EPA, Region VI. .,,,,,,,.,,..,,,,,,,,,,..,,,.,...,,....,,.,..,..,,.....,.,.-,-,..-,,,~'=",..---.-----,.,,.~~~-------------l ~f4¥~~:e~r~.~ '':;I' )ti~~~; i),' · ~:ni,~~~~~~r:: · E. SITE MAJLING ADDRESS (address for receiving mail at the site) 0 Same As Operator (check if address is the same, then proceed with Section F.) Mailing Address: Suite No./Bldg .No .: City : State : ZIP Code: F. GENERAL CHARACTERISTICS I . Has a Pollution Prevention Plan been prepared as required in the genera l pem1it" ~Yes GJ No If No , coverage may be denied as the PPP is required at the time the NOi is submitted to TC EQ . 2. Provide the estimated area of land disturbed (to the nearest acre): Acres 3. Provide the name of the receiving water body (local stream , lak e. drainage ditch). MS4 Operator (if applicable) and Lhe segment number whe re storm wat e r runoff will now from the construction s ite . MS4 Operator: __________ _ Receiving Water Body : ~\~ U ~ Segment:-------- G. CERTIFICATION I, Typed or printed 11a111e Titl(Required) ccrti fy under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance wi th a system desi g ned to assure that qualified personnel properly gather and evaluate the infonnation submiued . Based on my inquiry of th e person or persons who manage th e system, or those persons directly responsible for gathering the infom1ation . the infom1ation submitted is , to the best of my knowledge and belief. tru e , accurate, and complete. I am aware there arc significant penalties for submitting false infonnation, including the possibility of fine and imprisonment for knowin g violations . I further certify that I am authorized under 30 Texas Admini strati ve Code §305.44 to sign and submit this document, and can provid e documentation Use this form to submit your Application Fee . •Complete items I through 4 below : Texas Commission on Environmental Quality General Permit Payment Submittal Form •Staple your check in the space provided at the bottom of this document. •Do not mail this form with your NOi form . •Do not mail this form to the same address as your NOi. Instead, mail this fonn and your check to : BY REGULAR U.S. MAIL Texas Commission on Environmental Quality Financial Administration Division Cashier's Office, MC-214 P.O . Box 13088 Austin, TX 78711-3088 BY OVERNIGHT/EXPRESS MAIL Texas Commission on Environmental Quality Financial Administration Division Cashier's Office, MC-214 12100 Park 35 Circle Austin, TX 78753 To confinn receipt of payment, call the Cashier's office at 5121239 -0357 or 239-0187. Fee Code: GPA General Permit : TXRISOOOO 5. NOi lNFORMATION If the check is for more than one NOi, list each Project/Site (RE) Name and Physical Address exactly as provided on the NOi. DO NOT SUBMIT A COPY OF THE NOi WITH THIS FORM AS IT COULD CAUSE DUPLICATE PERMIT ENTRlES. 0 See Attached List of Sites (If more space is needed. you may attach a list.) Projecl/Site (RE) Name: sf<~Y""\~ Grecic-G-tt-.. d.eY\S Sv-bJ°•v l<z>1.NI -l=>\-,A-5.e... I Projecl/Site (RE) Physical Address : Staple Check In This Space lfT<)-201.1 -1 (11 7 12 ]IHl~I l':1 ~l' I nf I 0 "" '° <'> ':J 6 0 "? <O "' .. ~ ... u ;:; f- 5 f-~ ;:; M 8 "' ~ '' ': I MEMo ?frr~1 Cr.al<-~ s Ph I /t/~ .I 11• 0 0 l. :i l. l. 11• .>I : l. l. :i Q l. Q 5 L. 7 I: COMPASS BANK College Station , TX n840 35-105411130 1311 ~.2/•().5 $ /cz;?. ~ Design Report Proposed Sanitary Sewer Line Improvements for Spring Creek Gardens Subdivision Phase 1 College Station, Texas November 2004 Prepared B y: TEXCON General Contractors 1 707 Graham Road College Station, Texas 77845 (979) 764-7743 1.0 INTRODUCTION & DESCRIPTION The purpose of this report is to provide a description of the proposed sanitary sewer to be constructed with the Spriug Creek Gardens Subdivision, Pltase 1 , and to provide the criteria used in the design of this sanitary sewer system. The project will include the construction of approximately 1,144 feet of sanitary sewer line. The line will service the proposed development of the Phase 1 of the Spring Creek Gardens Subdivision . 2.0 SANITARY SEWER -Design Flow and Pipe Size Calculations The proposed sewer line is to be constructed of 6" and 8" diameter SDR-26, PVC pipe which meets the requirements of ASTM-03034. The proposed manholes are 4' diameter manholes, and vary from 7' to 8 .5' in depth , with sewer line slopes ranging from 0.8 % to 1.560%. The maximum distance between manholes is less than 500 feet, as required by the Texas Commission on Environmental Quality (TCEQ). The minimum allowable slopes for 6" and 8" pipes per TCEQ requirements are 0 .8% and 0.4%, respectively. All construction shall meet the current City of College Station Standard Specifications for Sanitary Sewer Construction. The sewer line information is summarized in Table 1. 3.0 DETERMINATION OF PEAK FLOW VALUES The peak flows were based on using a daily use of 300 gallons per day for each dwelling unit. The design peak flow is determined by multiplying the average daily flow by 4.0 , which results in the peak hourly flow. The velocities for the lines were calculated using Manning's Equation. According to the TCEQ, the minimum velocity for sewer systems flowing full is 2.0 feet per second. As shown in Table 1, the minimum anticipated flow velocities for the proposed sewer lines at 50% full meet this requirement. The flow for 100% full will not be less than the flow for 50% foll ; therefore, the TCEQ requirement is met. The TCEQ requires that the maximum velocity for sewer systems flow full not exceed 10 feet per second. The values in Table 1 are well below this maximum velocity. TABLE 1-SEWERLINE FLOW DATA ci Manhole No. of Units From Cumulative Average Percent 50% Full z Size Length Slope Peak Flow Gl Number Dwelling Unit Merging Dwelling Dai l y Flow Full Flow c: ::; From To (in) (ft) (%) Services lines Units (gpm) (cfs) (cfs) (%) (cfs) 4 3 6 402 .0 0 .80 20 -20 4 .17 0 .0093 0 .0371 18 .4 0 .2509 ..... t}, 3 2 6 415 .7 0 .90 12 -32 6 .67 0 .0148 0 .0594 22 .6 0 .2662 2 1 8 325 .9 1 .56 14 -46 9 .58 0 .0213 0 .0854 16 .1 0 .7547 n =0.013 Refer to construction drawings for manhole locations . 4.0 CONCLUSIONS It is our determination based on the criteria and data developed that the proposed sewer line will provide sufficient capacity for th e anticipated wastewater flows generated by this development. Velocity (fps) 2 .6 2 .7 4 .3 Design Report Proposed Sanitary Sewer Line Improvements for Spring Creek Gardens Subdivision Phase 1 College Station, Texas November 2004 Prepared By: TEXCON General Contractors 1 707 Graham Road College Station, Texas 77845 (979) 764-7743 1.0 INTRODUCTION & DESCRIPTION The purpose of this report is to provide a description of the proposed sanitary sewer to be constructed with the Spring Creek Gardens Subdivision, Phase 1, and to provide the criteria used in the design of this sanitary sewer system. The project will include the construction of approximately 1,144 feet of sanitary sewer line. The line will service the proposed development of the Phase 1 of the Spring Creek Gardens Subdivision . 2.0 SANITARY SEWER -Design Flow and Pipe Size Calculations The proposed sewer line is to be constructed of 6" and 8" diameter SDR-26, PVC pipe which meets the requirements of ASTM-03034 . The proposed manholes are 4 ' diameter manholes, and vary from 7' to 8.5' in depth, with sewer lin e slopes ranging from 0.8% to 1.560%. The maximum distance between manholes is less than 500 feet, as required by the Texas Commission on Environmental Quality (TCEQ). The minimum allowable slopes for 6" and 8" pipes per TCEQ requirements are 0.8% and 0.4%, respectively. All construction shall meet the current City of College Station Standard Specifications for Sanitary Sewer Construction . The sewer line information is summarized in Table 1. 3.0 DETERMINATION OF PEAK FLOW VALUES The peak flows were based on using a daily use of 300 gallons per day for each dwelling unit. The design peak flow is determined by multiplying the average daily flow by 4 .0, which results in the peak hourly flow. The velocities for the lines were calculated using Manning 's Equation. According to the TCEQ, the minimum velocity for sewer systems flowing full is 2.0 feet per second. As shown in Table 1, the minimum anticipated flow velocities for the proposed sewer lines at 50% full meet this requirement. The flow for 100% full will not be less than the flow for 50% full; therefore, the TCEQ requirement is met. The TCEQ requires that the maximum velocity for sewer systems flow full not exceed 10 feet per second. The values in Table l are well below this maximum velocity. TABLE 1 -SEWER LINE FLOW DATA ci Manhole No. of Units From Cumulative Average Percent 50% Full z Size Length Slope Peak Flow 4> Number Dwelling Unit Merging Dwelling Daily Flow Full Flow t: :.J From To (in) (ft) (%) Services Lines Units (gpm) (cfs) (cfs) (%) (cfs) 4 3 6 402 .0 0 .80 20 -20 4.17 0 .0093 0 .0371 18.4 0 .2509 ...... ch 3 2 6 415.7 0 .90 12 -32 6 .67 0 .0148 0 .0594 22 .6 0 .2662 2 1 8 325 .9 1.56 14 -46 9.58 0 .0213 0 .0854 16 .1 0 .7547 n = 0 .013 Refer to construction drawings for manhole locations . 4.0 CONCLUSIONS It is our determination based on the criteria and data developed that the proposed sewer line will provide sufficient capacity for the anticipated wastewater flows generated by this deve lopm ent. Velocity (fps) 2 .6 2 .7 4 .3 ' c ,• Alan P. Gibbs, P.E. Sr. Asst. City Engineer -Development Public Works Department City of College Station P. 0 . Box 9960 College Station , Texas 77842 Ph : (979) 764-3570 Fx: (979) 764-3496 agibbs@cstx.gov www.cstx .gov City of College Station PUBLIC WORKS DEPARTMENT Transmittal From: / Alan P. Gibbs )<ftq To: Finn: -Date: l -io -~ Phone: Pages: 7 Fax: Re: D Urgent ?(For Review D Please Comment D Please Reply D Please Recycle •Items: •Comments: \N~ - -r~ ,Ass ou~ fl wA-t-p LA1 Hit! el!ffe.I ~ OtJ Tl';E J/~/t; P~ C M~N&t Fl-Cofl1P~. January 10 , 2005 Wallace Phillips 4490 Castlegate Dr. College Station, Tx 77845 CITY OF COLLEGE STATION Planning & Development Services Re: Spring Creek Gardens -Public Sanitary Sewer Mr . Phillips: This letter is to follow-up our recent conversation regarding the subject of Off site Public Sanitary Sewer, to serve the Spring Creek Gardens Subdivision. The City has identified four options for your consideration. The City has estimated that the required offsite sanitary will not be constructed and available for use for 140 to 180 days from the date of this letter. You have indicated the construction of this subdivision is estimated at 90 days. The following building construction could have buildings complete still ahead of the 140 to 180 days. The City has identified options to address this concern for you to consider. First, as you initially requested , the City would be open to you "pumping" the sewer to an adjacent existing manhole in the interim, but at your cost and maintenance . The subdivision construction plans and associated plat could proceed ahead of the off site sewer. A specific pumping "design" should be submitted and approved ahead of the construction plan approval. The second option would involve you constructing the 600' of 18 " offsite sanitary sewer with the City to provide construction plans . Oversized Participation through a Development Agreement with the City could be pursued after the construction with the risk that Council would have final discretion of approval and the participation may be limited to the cost difference between a 6" and 18" sewer line , for example. Oversized Participation would be considered after construction only due to the history of this development. As in the first option, construction plans and plat would not be held-up. The third option is similar to the second with exception of acquiring Oversized Participation through Council prior to your construction of the offsite . This would remove the risk and however still require 60 to 90 days to acquire Oversized Participation . The fourth option would be to wait until the sewer is installed and accepted by the City . Thank you again for allowing us to reschedule the associated Final Plat. Please let me know how you would like to proceed. Best regards , ' ff:::.~ Alan Gibbs , P .E . Sr. Asst. City Engineer Cc: Bob Mosley, P .E. Spencer Thompson Joey Dunn Molly Hitchcock File I TRANSM I SS I ON VERI FICAT I ON REPORT DATE, TI ME FAX NO ./NAME DURA TION PAGE(S ) RESULT MODE Alan P. Gibbs, P.E. Sr. Asst. City Engineer -Development Pub lic Works Departme nt Ci ty of College Station P. 0 . Box 0960 Colle ge Stati o n , Texas 77842 Ph: (979) 764-3570 Fx: (979) 764-3496 agibbs@cstx.gov www cstx aov 01 /10 10 : 45 9-59010 41 00 :00 :43 03 OK STANDARD ECM TIME 01 /10 /2005 10 :45 NA ME COCS DEVEL OPME NT SER FA X 9797543495 TEL 9797543570 SER.# BROE2J 341073 City of Colle~e Station PUBLIC WORKS DEPARTMENT Transmittal To : / Alan P. Gibbs J<ft{ From: Finn: -Date: Phone: -Pogcs1 Fax: (pqo .. 1olfJ cc: __ r--_______ _ Re: t7~rfb ~. f;Ato€JJS -. p_~_.8LIC. 5Ml~ D Urgent ,P(For Review 0 Please Comment 0 Please Reply 0 Pleaae Recycle • 1toms1 Design Report Waterline Fire Flow Analysis for Spring Creek Gardens Subdivision -Phase 1 College Station, Texas November 2004 Prepared By: TEXCON General Contractors 1707 Graham Road College Station, Texas 77845 (979) 764-7743 1.0 INTRODUCTION & DESCRIPTION The purpose of this report is to provide a description of the proposed waterlines to be constructed with Sprillg Creek Gardens Subdivisioll, Phase I, and to provid e th e results of the analysis of the waterlines under fire flow conditions. An existing 12" waterline is located along Decatur Drive adjacent to the project site . The proposed waterline to supply the site will connect to the existing 12". The water main will be constructed using 8" diameter pipe . The 8" waterline will be constructed of DR-14 , PVC pipe meeting the requirements of A WW A C-909 with mechanical joint fittings 2.0 FIRE FLOW REQUIREMENTS The flow required for fire hydrant flow for the subdivision is 1,000 gallons per minute (gpm), for the fire hydrant proposed for this subdivision . 3.0 WATERLINE SYSTEM ANALYSIS The waterline system was analyzed using the WaterCAD computer program developed by Haestad Methods, Inc . Exhibit "A" is a schematic of the proposed waterline , which shows the locations of the fire hydrant. A normal domestic use flow of 1.5 gpm was included in the analysis for each residential lot. This results in a normal demand of 48 gpm, which was included in the analysis . The residual pressures in the existing 12" waterline was based on a flow of 1,500 gpm for the existing line. Exhibit "B" has the results of a pressure/flow test from a fire hydrant connected to the existing 12" waterline on Decatur Drive. A static pressure of 104 psi and a residual pressure of 102 psi with the hydrant flow at 1,500 gpm were determined by City of College Station Public Utility personnel for the fire hydrant nearest this project. A conservative approach was taken and an assumed residual pressure of 70 psi at a flow of 1,000 gpm was used for this analysis instead of the 100+ psi value determined by the flow test. The computer model was run with a fire flow of 1,000 gpm at the fire hydrant proposed for this project. Exhibit "C" is a summary of the pipe system junction nodes with a fire flow of 1,000 gpm from Fire Hydrant No. 1. The lowest residual pressure occurred in the system at Junction J-1, which is at Fire Hydrant No. 1. The pressure at this point is estimated by the ' model to be 67 .3 psi, which exceeds the minimum of 20 psi required by the TCEQ regulations. Exhibits "D" & "E" are summaries of the pipe sections for the system under this demand scenano. The maximum velocity for the 8" water main is 6. 7 feet per second , and occurs in Pipe P-1. A separate analysis was not run for the domestic use of 1.5 gpm per unit since the static and residual pressures are so high . Minor losses in this system were not calculated , as they were assumed to be insignificant. 4.0 CONCLUSIONS The waterlines proposed for this development should adequately provide the fire flow required with acceptable values for headloss and velocity . This analysis was don e assumin g adequate residual pressure in the existing 12" water main , a s detem1ined by th e pressure/flow test. Exhibits R-1 Title : E 11 8 Spring Cree k G a rde n s g :\ ... \sd s k\proj le l 18\fire fl owle 118ffa n a lys is.wcd 11 /22/04 11 :4 3 :10 AM © H aes tad M e thods. Inc . Scenario: Base Texcon Ge n e r a l Con t ract o r s J-1 \ ~Hl 5 J-2 P roj ect Enginee r : Joe S c hul tz Wate rCAD v6 .5 j6 .5120jJ 37 Broo k s id e Road Wa terbury . C T 06708 USA + t -203-755-1666 Pa9e t o f 1 11118/2004 16:22 FAX 979 764 3452 - COLL.EGE STATION PUB .trrL . College Station Utilities Relic1ble, Affordable, Community Owned 1601 GRAHAM ROAD COLLEGE STATION TEXAS 77845 Date: 18 NOVEMBER 2004 Number pages including cover sheet -1 Fax to: 764-7759 Attention: JOE SCHULTZ Company: TEXCON From: Butch Willis Water Wastewater Division Phone: 979-764-3435 Fax: 979-764-3452 FLOW TEST REPORT Nozzle size: 2.5 inch Location: ALEXANDRIA AT DECATUR Flow hydrant number: R-048 Pi tot reading: 80 (GPM): 1500 Static hydrant number: R-046 Static PSI: 104 Residual PSI: 102 l1J 00 1 Labe l El e vation Zone Type Base Flow (ft) (gpm) J-1 282 .00 Zone Demand 1 ,000 .00 J-2 278.00 Zone Demand 12.00 J-3 284 .00 Zone Demand 9 .00 J-4 282.50 Zon e Demand 9 .00 J-5 281 .00 Zone Demand 9 .00 J-6 279.00 Zone De mand 9 .00 Ti tl e : E 11 8 Spring C reek Gardens g ·\ ... lsclskl proj le l 18\fi re fl owl e 118 ff ana lys is .w cd 11 12 2 /04 1 1: 19 :33 AM © Haestad M e ll1 o d s . Inc Fixed Fixed Fixed Fixed Fixed Fixed Scenario: Base Steady State Analysis Junction Report Pattern Demand Calculated Ca lculated Hydra ulic Grad (gpm) (ft) 1 ,000 .00 437.45 12 .00 437.44 9 .00 441 .33 9 .00 438.72 9 .00 437 .45 9 .00 437.44 Texc on Ge neral Con trac t or s Pressure e (psi) 67 .26 ---68 .98 68 .07 67.59 67 .69 68 .55 Project E ngineer : Joe Schu ltz Wa te rCAD v6 .5 f6 .5 120jj 37 Brook sicle Roacf W<t le rhury . C T 0 670!l USA •· l -:W 3-755-161i6 P age 1 o f 1 Label Length Diameter Material Hazen-Check (ft) (in) Williams Valve? Scenario: Base Steady State Analysis Pipe Report Minor Control Pischargil pstream StructUi Loss Status (gpm) Hydra ulic Grade lf>wnstream Structu e>ressure Head loss Hydrau lic Grade Pipe Gradient c Coefficien (ft) (ft) H eadless (fV1000ft) P-5 121 .00 8 .0 PVC 150.0 false P-6 217 .00 8 .0 PVC 150.0 false P -7 168.00 8 .0 PVC 150.0 false P-1 175.00 8 .0 PVC 1 50 .0 false P-3 173.00 8 .0 PVC 150 .0 false P-4 86 .00 8.0 PVC 150.0 false Ti ll e : E 1 18 Spring C reek Gardens g:\ ... \s ds k\proj\e 118\fire fl ow\e 11 8 Ha na lys is.w cd 11 /22/04 ·11 ·19 :45 AM © H aes tacJ M e th o d s. Inc 0 .00 Open 30.00 437.45 0 .00 Open 21 .00 4 37.45 0 .00 Open 12.00 437 .44 0 .00 Open 1,048.00 444 .00 0 .00 Open 1,039.00 441 .33 0 .00 Open 1,030 .00 438 .72 Texcon General Contractors 37 Brooks id e R oacJ Waterl)ury. CT 06708 USA 437.45 437.44 437.44 441 .33 438 .72 437.45 (ft) 0 .00 0.02 0 .00 0 .01 0 .00 0 .00 2 .67 15.28 2 .60 15.04 1 .27 14 .80 Project Enginee r . Joe Schultz WalcrCAD vG .5 J6 .5 120j i + 1-20:5-755-l GCiG Poge 1 o f 1 Analysis Results Scenario: Base Steady State Analysis Title : Project Engineer: Project Date : E118 Spring Creek Gardens Joe Schultz 11/22/0410:36 :19AM Comments : Scenario Summary Scenario Active Topology Altern ative Physical Alternative Demand Alternative Initial Settings Alternative Operational Alternative Age Alternative Constituent Alternative Trace Alternative Fire Flow Alternative Capital Cost Alternative Energy Cost Alternative User Data Alternative Liquid Characteristics Liquid Kinematic Viscosity Network Inventory Pressure Pipes Number of Reservoirs Number of Pressure Junctions Number of Pumps -Constant Power: -One Point (Design Po int): -Standard (3 Point): -Standard Extended : -Custom Extended : -Multiple Point: Number of Spot Elevations Pressure Pipes Inventory 8 .0 in Total Length Base Base-Active Topology Base-Physical Base-Demand Base-Initial Settings Base-Operational Base-Age Alternative Base-Constituent Base-Trace Alternative Base-Fire Flow Base-Capital Cost Base-Energy Cost Base-User Data Water at 20C(68F) 1.0804e-5 ft2/s 6 1 6 0 0 0 0 0 0 0 0 940 .00 ft 940 .00 ft Specific Gravity Number of Tanks -Constant Area : -Variable Area : Number of Valves -FCV's: -PBV's : -PRV's : -PS V's : -TCV's : -GPV's : Title : E 11 8 S pring C ree k G a rd e n s Tex c on General Contra c tors 0 0 0 0 0 0 0 0 0 0 g :l ... lsdsk l proj l e 11 81 fi re fl o w l e 11 8 ffa n a ly s is.w c d 11 122/04 1 1 :2 0 :07 AM © H aes l acl M e 11·1o cl s . In c . 3 7 Brook s ide Roa d W a l e rb ury. C T 0 6 7 08 U S A 1.00 ''E: I' Project E n gin ee r : Joe Sch u ltz Wa te r CAD v6 .5 [6 .5 120jJ + 1-203-755-I GGG Page I . . Label Control Discharge Velocity Status (gpm) (fVs) P-1 Open 1,048.00 6 .69 P -3 Open 1,039.00 6.63 P-4 Open 1 ,030.00 6 .57 P-5 Open 30 .00 0 .19 P-6 Open 21 .00 0 .13 P-7 Open 12.00 0 .08 T itl e: E 1 18 Spri ng C reek Ga rd e ns g :I ... lsd s klprojle 1 18\lire ll o w \e 11 8 fla na ly s is .wcd 11 /2 2/04 11 .20 :07 AM © H aes la d M e ll"l ods . Inc Analysis Results Scenario: Base Steady State Analysis Pressure Pipes @ 0.00 hr Upstream Structure Downstream Structure Calculated Hydraulic Grade Hydraulic Grade Friction (ft) (ft) Head loss (ft) 444 .00 441 .33 2 .67 441 .33 438.72 2 .60 438 .7 2 437.45 1 .27 437.45 437.45 0 .00 437.45 437.44 0 .00 437.44 437.44 0 .00 Texcon General Contra ctors Calculated Minor Head loss (ft) 0.00 0 .00 0 .00 0.00 0 .00 0.00 Pressure Headloss Pipe Gradient Head loss (fl/1 OOOft) (ft) 2 .67 15.28 2 .60 15.04 1 .27 14.80 0 .00 0 .02 0 .00 0.01 0 .00 0.00 Project E ngineer : Joe Scl"l u ltz Wa le rC AO v6 .5 [6 .5120 jJ 31 Brooksid e Road W a lerlJury. CT 06708 USA +1 -203-755-1666 Pa ge 2 Design Report Waterline Fire Flow Analysis for Spring Creek Gardens Subdivision -Phase 1 College Station, Texas November 2004 Prepared By : TEXCON General Contractors 1 707 Graham Road College Station, Texas 77845 (979) 764-7743 1.0 INTRODUCTION & DESCRIPTION The purpose of this report is to provide a description of the proposed waterlines to be constructed with Spring Creek Gardens Subdivision, Phase 1, and to provide the results of the analysis of the waterlines under fire flow conditions. An existing 12" waterline is located along Decatur Drive adjacent to the project site . The proposed waterline to supply the site will connect to the existing 12". The water main will be constructed using 8" diameter pipe . The 8" waterline will be constructed of DR-14, PVC pipe meeting the requirements of A WW A C-909 with mechanical joint fittings 2.0 FIRE FLOW REQUIREMENTS The flow required for fire hydrant flow for the subdivision is 1,000 gallons per minute (gpm), for the fire hydrant proposed for this subdivision. 3.0 WATERLINE SYSTEM ANALYSIS The waterline system was analyzed using the WaterCAD computer program developed by Haestad Methods, Inc. Exhibit "A" is a schematic of the proposed waterline, which shows the locations of the fire hydrant. A normal domestic use flow of 1.5 gpm was included in the analysis for each residential lot. This results in a normal demand of 48 gpm, which was included in the analysis . The residual pressures in the existing 12" waterline was based on a flow of 1,500 gpm for the existing line. Exhibit "B" has the results of a pressure /flow test from a fire hydrant connected to the existing 12" waterline on Decatur Drive. A static pressure of 104 psi and a residual pressure of 102 psi with the hydrant flow at 1,500 gpm were determined by City of College Station Public Utility personnel for the fire hydrant nearest this project. A conservative approach was taken and an assumed residual pressure of 70 psi at a flow of 1,000 gpm was used for this analysis instead of the 100+ psi value determined by the flow test. The computer model was run with a fire flow of 1,000 gpm at the fire hydrant proposed for this project. Exhibit "C" is a summary of the pipe system junction nodes with a fire flow of 1,000 gpm from Fire Hydrant No . 1. The lowest residual pressure occurred in the system at Junction J-1, which is at Fire Hydrant No . 1. The pressure at this point is estimated by the model to be 67 .3 psi, which exceeds the minimum of 20 psi required by the TCEQ regulations . Exhibits "D'' & "E" are summaries of the pipe sections for the system under this demand scenano . The maximum velocity for the 8" water main is 6. 7 feet per second, and occurs in Pipe P-1 . A separate analysis was not run for the domestic use of 1.5 gpm per unit since the static and residual pressures are so high . Minor losses in this system were not calculated , as they were assumed to be insignificant. 4.0 CONCLUSIONS The waterlines proposed for this development should adequately provide the fire flow required with acceptable values for headloss and velocity . This analysis was done assuming adequate residual pressure in the existing 12" water main , a s deten11ined by th e pre ssure/flow test. Exhibits R-1 Till e : E 11 8 S pring Cree k G a rde n s g :\ ... lsd sk\proj \e 118\lire llo w \e 11811ana lys is.w cd 11 /221 04 1 1 43: 1 o AM © H aesta d M e thocts . Inc . Scenario: Base Q.'b< J-1 '4 Texcon General Contractors Q.':> \ FHI 5 J-2 Pro j ect Engineer : Joe Schultz Wa te rCAD v6 .5 i 6.5'1 20j l 37 B roo k s ide R oad W a terbu r y . CT 06708 US A + 1-203-755-1666 Paqe 1 or 1 11/18/2004 16:22 FAX 979 764 3452 COLLEGE STATION PUB.UfL . II~( College Station Utilities ~ Reliclbft1 Affordable, Community Owned 1601 GRAHAM ROAD COLLEGE STATION TEXAS 77845 Date: 18 NOVEMBER 2004 Number pages including cover sheet-1 Fax to: 764-7759 Attention: JOE SCHULTZ Company: TEXCON From: Butch Willis Water Wastewater Division Phone: 979-764-3435 Fax: 979-764-3452 FLOW TEST REPORT Nozzle size: 2.5 inch Location: ALEXANDRIA AT DECATUR Flow hydrant number : R-048 Pi tot reading: 80 (GPM): 1500 Static hydrant number: R-046 Static PSI: 104 Residual PSI: 102 11,1001 Labe l E levation Zone Type Base Flow (ft) (gpm) J-1 282.00 Zone Demand 1,000.00 Fixed J-2 2 78 .00 Zone Demand 12 .00 Fixed J-3 284 .00 Zone Demand 9 .00 Fixed J -4 282.50 Zone Demand 9 .00 Fixed J-5 281.00 Zone Demand 9 .00 Fixed J-6 279.00 Zone Demand 9 .00 Fixed T itl e: E 1 1 8 Spring C reek Garden s Scenario: Base Steady State Analysis Junction Report Pattern Demand Calcul a ted Pressure Calcul ated Hydraulic Grad e (psi) (gpm) (ft) 1 ,000.00 437.45 6 7 .26 ---12.00 437.44 68 .98 9 .00 441 .33 68 .07 9 .00 438 .72 67 .59 9.00 437 .45 67 .69 9 .00 4 37 .44 68 .55 Te x con Ge nera l C o ntract o rs Project Eng inee r : Joe Sch u l tz Wa l e rCAO v6 .5 [6 .5 120jl g-l ... l s cl s k l proj\e ·1 18 \fire fl owl e 11 8 ff ana l ysis .wccl 11 122104 11 . 19 :33 AM @ H aes l ad M e ll1ods. Inc . '.l7 Brook s ide Roacl Walerbury. CT OG?OH U SA • 1-203-755-I 6f)6 P ;;1ge I o f I Label Length Diamete1 Material Hazen-Check (ft) (in) Williams Valve? c P-5 121 .00 8 .0 PVC 150 .0 false P-6 217 .00 8 .0 PVC 150 .0 false P-7 168.00 8 .0 PVC 150 .0 fal se P-1 175.00 8 .0 PVC 150.0 false P-3 17 3 .00 8.0 PVC 150 .0 false P-4 86 .00 8 .0 PVC 150.0 fals e Ti tl e : E 11 8 Spring Creek Gardens g :l ... lsd s kl projle 1 18\fire fl owle 118ffa n a l y s 1s .w cd 1112 21 04 11: 19:45 AM © H a e s ta c1 M e th o d s . In c Scenario: Base Steady State Analysis Pipe Report Minor Control Pischargt bpstream Structlli Loss Status (gpm) Hydraulic Grade Coefficien (ft) 0 .00 Open 30 .00 437.45 0 .00 Open 21 .00 437.45 0 .00 Open 12.00 437.44 0 .00 Open 1,048.00 444 .00 0 .00 Open 1,039.0 0 441 .33 0 .00 Ope n 1,030.00 438.72 Texcon General Contractors ~wnstream Structu Hydraulic Grade (ft) 437.45 437.44 437.44 441 .33 438 .72 437.45 e>ressure Headloss Pipe Gradient Head loss (fl/1 OOO ft) (ft) 0 .00 0 .02 0 .00 0 .01 0 .00 0 .00 2 .67 15.28 2.60 15 .04 1.27 14 .80 Project Engineer : J oe S c hultz W a le r CAD v6 .5 16 5 120JI 3 7 Broo ks ide R o<i d Wri te rhury . C T 06 7 08 USA • 1-20 :1-755-I GGG P age I o f I Analysis Results Scenario: Base Steady State Analysis Title : Project Engineer: E118 Spring Creek Gardens Joe Schultz Project Date : 11 /22/04 10:36 :1g AM Comments : Scenario Summary Scenario Active Topology Alternative Physical Alternative Demand Alternative Initial Settings Alternative Operational Alternative Age Alternative Constituent Alternative Trace Alternative Fire Flow Alternative Capital Cost Alternative Energy Cost Alternative User Data Alternative Liquid Characteristics Liquid Kinematic Viscosity Network Inventory Pressure Pipes Number of Reservoirs Number of Pressure Junctions Number of Pumps -Constant Power: -One Point (Design Point): -Standard (3 Point): -Standard Extended : -Custom Extended: -Multiple Point: Number of Spot Elevations Pressure Pipes Inventory 8 .0 in Total Length Ti tl e: E 11 8 Spring Creek Garde ns Base Base-Active Topology Base-Physical Base-Demand Base-Initial Settings Base-Operational Base-Age Alternative Base-Constituent Base-Trace Alternative Base-Fire Flow Base-Capital Cost Base-Energy Cost Base-User Data Water at 20C(68F) 1.0804e-5 ft2/s 6 1 6 0 0 0 0 0 0 0 0 940 .00 ft 940 .00 ft Specific Gravity Number of Tanks -Constant Area : -Variable Area : Number of Valves -FCV's: -PBV's: -PRV's: -PSV's: -TCV's : -GPV's: Texcon General Contra ctors 0 0 0 0 0 0 0 0 0 0 g :I ... lsdskl proj le 11 81 fire fl ow le 11 8 ff analys is .wcd 11122/04 11 :20 :07 AM © Haes tac l Me th ods. In c. 37 Brook sid e Roa cl Wa te rb ury. C T 06708 USA 1 .00 ''EI' Proj ect Enginee r : Joe Sch ultz Wa te rCAD v6.5 [6 .5 120jJ + 1-203-755-I G6G P <1ge 1 ' ' Label Control Discharge Velocity Status (gpm) (fUs) P-1 Open 1,048.00 6.69 P-3 Open 1,039.00 6.63 P-4 Open 1,030.00 6 .57 P-5 Open 30.00 0.19 P-6 Open 21 .00 0.13 P-7 Open 12.00 0 .08 Ti tl e: E 11 8 Spring C reek Gardens g :I ... lsdsklprojle 1 18\fire fl o w le 1 18 ffa na lysis .w cd 11 122 /04 11 ·20 :07 AM © H aes tad Me th ods. In c . Analysis Results Scenario: Base Steady State Analysis Pressure Pipes @ 0 .00 hr Upstream Structure Downstream Structure Calculated Hydraulic Grade Hydraulic Grade Friction (ft) (ft) Head loss (ft) 444 .00 441 .33 2.67 441 .33 438 .72 2 .60 438.72 437.45 1 .27 437.45 437 .45 0.00 437.45 437.44 0 .00 437.44 437.44 0 .00 Tex con General Contrac tors Calculated Minor Head loss (ft) 0 .00 0 .00 0 .00 0 .00 0 .00 0.00 Pressure Headloss Pipe Gradient Headlos s (fU1000ft) (ft) 2 .67 15.28 2 .60 15 .04 1.27 14 .80 0 .00 0 .02 0 .00 0 .01 0 .00 0.00 Project Eng inee r : Joe Schultz W a terCAD v6 .5 [6.5 120j J 37 Brookside R oad W a lerbury. C T 06708 USA +1-203-755-1666 Page 2 Drainag e Report for Spring Creek Gardens Subdivision Pha s e 1 College Station , Tex as November 2004 D evelop e r : Spring Creek CS Deve lopment , Ltd. 4490 Castle g ate Drive Co ll ege Station , Texas 77845 (979) 690-7250 Prepared B y : TEXCON General Contractors l 707 Graham Road C o ll ege Stat ion , Texas 77845 (9 7 9) 764-7743 CERTIFICATION I, Joseph P. Schultz, Licensed Professional Engineer No. 65889, State of Texas, certify that this re port for the drainage design for the Spring Cr ee k Gardens Subdivision , Phase I, was prepared by me in accordance with the provisions of the City of College Station Drainage Policy and Design Standards for the owners hereof. -'""""'''' --\£. OF ~\\\ ,#"-<.,.'r •••••••• ~1--~ "C;:i ••• *'··.,""' '• ti" o• "• 'l.P A '* .. ·. ,, ~*.. '·*'#. ~...................... . * .., i JOSEPH P ·············';. ::.A •••••••••••••••• ;. SCHULTZ ~ l,\\ ~ esa89······:::gj f ~ ···~G '(,,<::>··· q_; f ta ~'c,··./STE~.·· ~ .. .. "-\$' ••••••• 0-,, ./0 1\! ,, . ~-..;::. __ \\.~~ .. ·\L '!119 "-'=''~ ··.~··'"~ f ..... ~=-~ / I/ 2-~ -t) TABLE OF CONTENTS SPRING CREEK GARDENS SUBDIVISION -PHASE 1 CERTIFICATION .................................................................................................................................................................. 1 TABLE OF CONTENTS ........................................................................................................................................................ 2 LIST OF TABLES .................................................................................................................................................................. 2 INTRODUCTION ................................................................................................................................................................... 3 GENERAL LOCATION AND DESCRIPTION .................................................................................................................. 3 FLOOD HAZARD INFORMATION .................................................................................................................................... 3 DEVELOPMENT DRAINAGE PATTERNS ....................................................................................................................... 3 DRAINAGE DESIGN CRITERIA ........................................................................................................................................ 3 STORM WATER RUNOFF DETERMINATION ............................................................................................................... 5 DETENTION FACILITY DESIGN ...................................................................................................................................... 6 STORM SEWER DESIGN .................................................................................................................................................... 7 CONCLUSIONS ..................................................................................................................................................................... 7 APPENDIX A .......................................................................................................................................................................... 8 Time of Concentration Equations & Calculations APPENDIX B ........................................................................................................................................................................ 14 Storm Inlet Design Data & Calculations APPENDIX C ........................................................................................................................................................................ 17 Storm Pipe & Drainage Channel Design Data & Calculations APPENDIX D ........................................................................................................................................................................ 24 HEC-1 Data & Calculations EXHIBIT A ............................................................................................................................................................................ 55 Pre-Development Drainage Area Map EXHIBIT B ............................................................................................................................................................................ 57 Post-D evelopment Drainage Area Map EXHIBIT C ............................................................................................................................................................................ 59 Post-D evelopment Drainage Area Map -Storm Sewer Design LIST OF TABLES TABLE 1 -Rainfall Intensity & Runoff Data .......................................................................................... 4 TABLE 2 -Time of Concentration (tc ) Equations .................................................................................. 4 TABLE 3 -Post-D evelopment Drainage Data -Storm Sewer.. .............................................................. 5 TABLE 4 -Detention Facility Evaluation Drainage Data ....................................................................... 6 TABLE 5 -Detention Facility Peak Discharge Data ............................................................................... 6 2 DRAINAGE REPORT SPRING CREEK GARDENS SUBDIVISION -PHASE 1 INTRODUCTION The purpose of this report is to provide th e hydrolo g ical effects of the construction of th e Spring Creek Gardens Subdivision, Phase 1, and to verify th at the proposed storm drain age system meets the requirements set forth by the City of College Station Drainage Policy and Design Standards . GENERAL LOCATION AND DESCRIPTION The project is located on a portion of a 14 .02 acre tract located north of Greens Prairie Road along the West Frontage Road of State Highway 6 in College Station, Texas. Thi s report addresses Phase 1, which is made up of 6 .265 acres of the 14 .02 acre tract. Th e s it e is pastureland with a few scattered trees . There is also a residence and sev eral small building s on the site. The existing ground elevations range from elevation 277 to elevation 292 . The general location of the project site is shown on the vicinity map in Exhibit A. FLOOD HAZARD INFORMATION The project site is located in the Spring Creek branch of the Lick Creek Drain age Basin . No portion of the site is located within a special flood hazard area according to th e Flood Insurance Rate Map prepared by the Federal Emergency Management Agency (FEMA) for Brazos County, Texas and incorporated areas dated February 9 , 2000 , panel numbers 48041C0 2 05-D and 48041C0201-D. However, this site was not included in the detailed study for the LOMR from which these maps were developed. A Conditional Letter of Map Revision (CLOMR) was prepared and submitted to FEMA by LJA Engineering & Surveying for the construction of the detention pond and drainage channels on Spring Creek and its tributaries . From this stud y, construction drawings of the detention pond and drainage channels constructed on the Cro w ley property to the south of this site were prepared . These drawings included the ext e nsion of th e drainage channel across this tract. This channel construction on Tributary C of Spring Creek has been completed . A LOMR is being prepared for the Crowley Tract, which w ill includ e this channel in the area studied and 100-year floodplain limits will be shown for this tract. DEVELOPMENT DRAINAGE PATTERNS Prior to d evelopment, a majority of the runoff flows in an easterly and south eas terl y direction until it enters Tributary C of Spring Creek . A portion of the tract also drains to th e south onto the adjacent property or into Decatur Drive. DRAINAGE DESIGN CRITERIA T he Ration a l Equation was us ed to det e rmine th e peak flow for th e stom1 se wer d es ign. T he desi g n parameters for the storm sewe r are as follows : • Desi g n Storm Frequ e nc y Stom1 Se we r s ys te m ' ·' I 0 a nd I 00 -yea r s to rm eve nt s • Runoff Coefficients Single Family Residential (Patio Homes) Undeveloped c = 0 .55 c = 0.30 • Rainfall Intensity equations and va lu es for Brazos County can be found in Table l. • Time of Concentration, tc -Calculations are based on the method found in the TR-55 publication . Refer to Table 2 for the eq uations an d Appendix A for calcu lations . The runoff flow paths used for calculating the times of concentration are shown on each of the exhibits. For smaller drainage areas, a minimum tc of 10 minutes is us ed to determine the rainfall intensity values. • The HEC-1 computer program was used to determine the peak discharge for the detention facility evaluation due to the size of the Spring Creek Tributary C drainage basin . • Runoff Curve Number (CN) -Detention Facility Evaluation The Brazos County Soil Survey shows the soils in the area to be classifi ed as hydrologic Group D soils. The pre-development CN is based on no d eve lopm ent on the site . The post-developme nt CN is based on development of the project. The CN calculations are found in Appendix D. TABLE 1 -Rainfall Intensity & Runoff Data Rainfall Intensity Values (in/hr) Storm le= Event 10 min Is 7 .693 110 8 .635 lzs 9 .861 lso 11 .148 1100 11.639 Brazos County: 5 y_ear storm 10 y_ear storm b= 76 b= 80 d= 8 .5 d= 8 .5 e= 0 .785 e= 0 .763 I = b I (tc+d)" I = Rainfall Intensity (in/hr) le= U(V*60) tc = Time of concentration (min) L = Length (ft) V = Velocity (ft/sec) 25 y_ear storm 50 y_ear storm 100 y_ear storm b= 89 b= 98 b= 96 d= 8 .5 d= 8.5 d= 8 .0 e = 0 .754 e= 0.745 e= 0.730 (Data taken from State Department of Hiqhway_s and Public Transportation Hy_draulic Manual, page 2-16) TABLE 2 -Time of Concentration (tc) Equations Th e ti me of con centration was d etermin ed usin g methods found in TR -55 . ''Urban Hy drology for Sma ll Wate rs heds ." The equation s a re as fo ll ows : Time of Concentration: Tc = T1(shcc1 llo") + T1(conccn1ra 1cd s hc cl ll 111q w here: T, =Travel Time , minutes For Sheet Flow : where : T 1 =travel time , hours n = Manning 's roughness coe fficient L = flow length , feet P 2 = 2-year, 24 -hour rainfall = 4.5" s = land slope , ft/ft For Shallow Concentrated Flow : T, = LI (6 0*V) Refer to Appendix A for calculations. ST O RM WATER RUN O FF D ETERMINATION where : T 1 = travel time , minutes V =Velocity, fps (See Fig 3-1 , App. E) L = flow length, feet The peak runoff values were determined in accordance with the criteria presented in the previous section for the 5, l 0, 25, 50, and 100-year storm events . The runoff coefficients are based on the future development of this tract. Exhibit C shows the post-development drainage areas for the evaluation of the runoff in Spring Garden Drive. This runoff was determined using the Rational Equation. These results are summarized in Table 3. TABLE 3 -Post-Development Dra inage Data -Storm Sewer Area c 5 year sto rm 1 O year storm 25 year storm 50 year storm 100 year storm tc Area# (acres) A1 A2 1 2 .53 1.91 2 0 0 .80 3 0 0 .38 4 0 0.84 The Rati o nal Method: Q=CIA Q = Flow (cfs) A= Area (acres) C = Runoff Coeff. C1 C2 CTot•I Is To tal (m in) (in/hr) 4.44 0 .3 0 .55 0.41 36 .0 3 .862 0 .80 0 .3 0 .55 0 .55 10 .0 7 .693 0 .38 0 .3 0 .55 0 .55 10 .0 7 .693 0 .84 0 .3 0 .55 0.55 10 .0 7 .693 I = b I (tc+d)e le = Time of concentration (min) I = Rainfall Intensity (in/hr) Brazos County: 5 'Lear storm 1 O 'f_ear storm 25 'f_ear storm b = 76 b = 80 b = 89 d = 8.5 d = 8.5 d = 8.5 e = 0.79 e = 0.76 e = 0 .75 Os (cfs) 6 .99 3.38 1.61 3.55 110 010 (in/hr) (cfs) 4.420 8 .00 8 .635 3.80 8 .635 1.80 8 .635 3.99 tc = L/(V*60) L = Length (ft) l2s 02s 150 (in/hr) (cfs) (in/hr) 5 .088 9 .21 5 .797 9 .861 4 .34 11 .148 9 .861 2.06 11 .148 9 .86 1 4 .56 11 .148 V =Velocity (fUsec) 50 'f_ear storm 100 'f_ear storm b = 98 b = 96 d = 8.5 d = 8.0 e = 0.745 e = 0.730 Oso 1100 (cfs) (in/hr) 10.49 6 .061 4 .90 11.639 2.33 11.639 5 .15 11 .639 The pre-development area for the detention facility evaluation is shown on Exhibit A . The post-development area for the detention facility evaluation is shown on Exhibit B. Table 4 shows the drainage data for these conditions. Table 5 compares the peak runoff values for each of these conditions , showing that the post -development offsite flow increases slightly from the pre-development offsite flow at Discharge Point No . 1. The values were computed by the HEC-1 models . Copies of the summary printouts for the pre-and post- development H EC-I models are in Appendix D . 0100 (cfs) 10 .97 5 .12 2.43 · 5 .38 TABLE 4 -Dete ntion Fa cility Eva lu at ion Drainage Data Area# Area CN tc (acres) (sq . m i.) (m in) Pre 101 110.84 0 .1732 79.8 39.8 Pre 102 11 .23 0 .0175 78.8 43.4 Post 201 110 .84 0 .1732 79 .8 39 .8 Post 202 11.23 0.0175 82 .5 39 .9 TABLE 5 -Detention Facility Peak Discharge Data 2 3 4 5 6 7 Location Pre-Development Area 101 Area 102 Combined Hydrograph @ Discharge Point No . 1 Post-Development Area 201 Area 202 Combined Hydrograph @ Discharge Pt. No . 1 Increase in Peak Runoff@ Discharge Point No . 1 (6-3) % Increase (713) DETENTION FACILITY DESIGN Os 010 (cfs) (cfs) 229 277 21 26 250 303 229 277 26 31 254 308 4 5 1.6 1.7 Lag (hrs) 0 .398 0.434 0 .398 0.399 025 (cfs) 354 33 387 354 38 392 5 1.3 Oso 0100 (cfs) (cfs) 411 470 39 45 450 514 411 470 44 50 456 520 6 6 1.3 1.2 The detention for the property adjacent to this site is a regional facility designed by LIA Engineering & Surveying, Inc. and was previously constructed. The detention facility is an off-channel pond located adjacent to Spring Creek prior to Spring Creek entering the State Highway 6 right-of-way. The location of this proposed detention facility is shown on the vicinity map on Exhibit A. The design of this detention facility included the channelization of Spring Creek Tributary C through this 14 acre tract. The runoff from this project will flow into this existing drainage channel. The detention facility was designed to control the increased runoff from the development of the Castlegate Subdivision and the Crowley Tract. Refer to the Request for Conditional Letter of Map Revision (CLO MR) for details of the design of the detention facility. This tract was not included in the post-development runoff calculations; however, due to its proximity to this facility, the development of this tract should not have a significant impact on the peak runoff in Spring Creek. The increase in the peak discharge from the pre-development to the post-development condition as shown in Table 5 is 4 to 6 cfs for the 5-to the 100-year storm events. This represents an increase in the pre-development peak discharge at Discharge Point No. 1 of I. 7% or less . Since the existing drainage channel is within the act ual 100-year floodplain limits , the discharge from this site should be allowed without a detention facility because the increase in peak discharge is insignificant. The development of Phase 2 of this development will require an additional evaluation of the increased discharge. STORM SEWER DESIGN The storm sewer piping for this project has been selected to be Reinforced Concrete Pipe (RCP) meeting the requirements of ASTM C-76 , C lass III pip e. The curb inlet wi II be cast-in-place concrete. Appendix B prese nts a summary of the storm sewer inl et design parameters and calculations . The inlet was design ed based on a 10-yea r desi g n storm. The inlet was located to maintain a g utter flow d e pth of 5" or less , which will prevent th e spread of water from reaching the crown of the road for the l 0-year storm event. R e fe r to Appendix B for a summary of the gutter flow depths at various locations. The runoff intercepted by the proposed storm sewer inlet was calculated using th e following equations . The depth of flow in the gutter was determined by using the Straight Crown Flow equation. The flow intercepted by Inlet 5 was calculated by using the Capacity of Inlets On Grade equation. These equations and the resulting data are summari zed in Appendix B. There are no inlets in sump for this phase of the development. The area between the right-of-way and the curb line of the streets will be filled as necessary to provide a minimum of 6 " of freeboard above the curb line . This will ensure that the runoff from the 100-year storm event will remain within the street right-of-way. Appendix C presents a summary of the storm sewer pipe design parameters and calculations. The pipe for the storm sewer system was designed based on the l 0-year storm event; however, it will also pass the l 00-year storm event without any h eadwater under gravity flow conditions . As required by College Station, the velocity of flow in the storm sewer pipe system is not lower than 2.5 feet per second, and it does not exceed 15 feet per second. As the data shows , even during low flow conditions, the velocity in the pipes will exceed 2.5 feet per second and prevent sediment build-up in the pipes . Appendix C contains a summary of the Manning pipe calculations for the storm sewer system for the l 0 and l 00-year events . Appendix C also contains the culvert calculator data for the pipe which shows that the headwater on the pipe is less than the roadway elevation when the pipe outlet is submerged. The maximum velocity for the pipe system will be 8 .3 feet per second . The storm sewer pipe system discharges into a temporary drainage channel which will discharge the runoff into the existing drainage channel. The proposed channel is a trapezoidal channel with a 4 ' bottom width and SH : l V side slopes. It will be constructed at a slope of 0.5%. The depth and velocity of flow in the channel for the l 0-year stom1 event at a slope of0.5% are 9 .7" and 2.0 fps and 6 .9 " and 3 .3 fps at a slope of 2.0 %. The depth and velocity of flow for the 100-year storm e vent at a slope of 0 .5 % are 11.3 " and 2 .1 fps and 8.1" and 3 .6 fps at a s lope of 2.0%. Grass will be established in the chann e l to control erosion. CONCLUSIONS The construction of this project will increase th e sto rm water runoff from this site, however, the increase is not significant. The runoff will be collected in the street g utt ers and directed into a future storm sewer system, which will adequately control the runoff a nd release it into the existing drain age channel. The ex isting drainage channel on Trib ut ary C is sized to handl e the 100-year storm runoff. Also, the region a l detention facility should adequate ly reduce the p eak post-deve lopm e nt run off to less th a n th e pre-d eve lop m e nt runoff for the d es ig n sto rm event w here Tributary Centers Sprin g Creek. T hi s w ill prevent a ny imp ac t o n th e properties downstream of this proj ec t. 7 APPENDIX A Time of Concentration Equations & Calculations Spring Creek Gardens Drainage Areas 101 & 201 -Time of Concentration Calculations Segment Sheet Flow Length Slope Travel Time Length No. a , (cfs) (ft) (%) (min) (ft) 1 200 1.50 % 16 .1 2 5.0 255 3 12 .0 585 4 12 .0 915 5 6 124 .0 7 8 2 10 .0 NOTES : 1. Sheet Flow Travel Time computed as follows : TT = 0.007 (n L)0 8 (P 2 )o 5 5 o.4 Gutter Flow Slope Velocity Travel Time Length (%) (fps) (min) (ft) 1.57% 2.6 1.6 1.54% 2.5 3.9 0 .82% 1.8 8 .5 315 Ph>e Flow Slope Velocity (%) (fps) 0 .50% 7.8 Where n = 0 .15 (short grass, prairie); P2 = 4 .5", L =flow length ; s =slope; Using TR-55 Method 2. Gutter Flow Travel Time computed as foll ows : TT= L/(60.V) where V = Q/A and Q = = 0.56 • (z/n) • S 112 • y813 3. Channel Flow Travel Time computed using channel velocity from Manning's Equation . Natural Channel Flow Constructed Channel Flow Travel scs Travel Time Length Slope Velocity Tr11vel Time Length Slope Velocity Travel Time Time Lag (min) (ft) ('/•) (fps) (min) (ft) (%) (fps) (min) (min) (hrs) (hrs) 16 .1 0.268 0 .161 1.6 0.027 0.016 3.9 0.065 0.039 8.5 0 .141 0 .085 0 .7 0 .7 0.011 0 .007 670 0.45% 3 .1 3.6 3.6 0 .060 0 .036 1110 0.63% 3.8 4.9 4 .9 0 .081 0 .049 147 0 .65% 4 .1 0.6 0 .6 0.010 0 .006 Total= 39 .8 0.66 0.40 Time of Concentration Calculations Refer to Exhibits A. B & C for fl.ow paths used for calculations. Pre-Development Drailtage Area #I 02: Sheet Flow: Flow length = 300' = L Slope= 1.0 % n = 0.15, short grass, prairie P2 = 4 .5" t, = 0.007 (0 .15 * 300)°'8 (4 .5)0'5 (0.0 1)04 t1 = 0.438 hours = 26.3 minutes Shallow Concentrated Flow: Flow length ~ 520 ' = L Slope = 1.5% For unpaved surface at 1.5%, Velocity (V) = 2 .0 fps (see Fig. 3-1) t1 = 520' I (60*2 .0) = 4 .3 minutes Flow length = 320 ' = L Slope = 2.1% For unpaved surface at 2.1 %, Velocity (V) = 2 .3 fps (see Fig. 3-1 ) t1 = 320' I (60*2 .3) = 2 .3 minutes Flow length = 390 ' = L Slope = 0.7 % For unpaved surface at 0 .7%, Velocity (V) = 1.4 fps (see Fig. 3-1) t1 = 390' I (60* 1.4) = 4.6 minutes Flow length = 275' = L Slope = 0.5 % For unpaved surface at 0.5%, Velocity (V) = 1.15 fps (see Fi g. 3-1) t1 = 275' I (60* 1.15) = 4 .0 minutes Flow le ngth = 325' = L Slope = 0 .3.3 % For unpaved surface at 0.3.3%, Velocity (V) = 2 .9 fps (see Fig . 3-1) ~ t1 = 325' I (60*2 .9) = 1.9 minutes Tc= 26.3 + 4 .3 + 2.3 + 4 .6 + 4 .0 + 1.9 = 43.4 minutes Time of Concentration Calculations, continued Post-Development Drainage Area #202: Sheet Fl ow: Fl ow le ng th = 3 00 ' = L S lope = 1.0 % n = 0 .15 , s hort grass, prairi e P2 = 4 .5" t, = 0 .007 (0.15 * 300)0 8 (4 .5)05 (0 .01)04 t1 = 0.438 hours = 26.3 minute s Shallo w Con centrated Flo w: Flow length = 520 ' = L Slope = 1.5 % Gutt er Flo w: Pip e Flo w: Cha nnel Flo w: For unpaved surface at 1.5%, Velocity (V) = 2 .0 fps (see Fig . 3-1) t1 = 520' I (60*2 .0) = 4 .3 minute s Flow length = 140 ' = L Slope = 1.4 % For unpaved surface at 1.4%, Velocity (V) = 1.9 fps (se e Fig . 3-1) t1 = 140' I (60 * 1.9) = 1.2 minutes Flow length = 450 ' = L Slope = 0.8% For paved surface at 0 .8%, Velocity (V) = l.8 fp s (see Fig . 3-1) t1 =450 ' I (60*1.8) = 4 .2 minutes Pipe length = 275 ' = L Velocity = 7.5 fps (from 10-yr Mannings data ) t1 = 275 ' I (60*7 .5) = 0 .6 minutes Channel leng th = 265 ' = L Velocity = 2 .0 fp s (from 10 -yr Mannin gs data) t1 = 265 ' I (60 *2.0) = 2 .2 minutes C hannel leng th = 210 ' = L Velocity = 3 .3 fps (from 10-yr Manning s data ) t,=210 ' /(60*3 .3)= 1.1 minutes T c = 26.3 + 4 .3 + 1.2 + 4 .2 + 0 .6 + 2.2 + 1.1 = 39.9 minutes Time of Concentration Calculations, continued Post-Developmeut Drainage Area #1: Sheet Flow: Flow length= 300 ' = L Slope = 1.0 % n = 0.15 , short grass, prairie P2 = 4.5" ti = 0.007 (0 .15 * 300)08 (4 .5)05 (0 .01)04 ti = 0.438 hours = 26 .3 minutes Shallow Concentrated Flow: Flow length = 520' = L Slope = 1.5% Gutter Flow: For unpaved surface at 1.5%, Velocity (V) = 2.0 fps (see Fig . 3-1) ti = 525' I (60*2.0) = 4.3 minutes Flow length = 140 ' = L Slope = 1.4 % For unpaved sur face at 1.4%, Velocity (V) = 1.9 fps (see Fig . 3-1) ~ ti = 140 ' /(60*1.9)= l.2minutes Flow length = 450' = L Slope= 0.8% For paved surface at 0.8 %, Velocity (V) = 1.8 fps (see Fig . 3-1) ti= 450 ' I (60* 1.8) = 4.2 minutes Tc= 26 .3 + 4 .3 + 1.2 + 4 .2 = 36.0 minutes~ 36 minutes ..., '+--..., '+- cu a. 0 .- Ill cu Ill s.. :::s 0 u s.. cu .... IG :x 3 -2 .50 .20 - .10 .06 .04 .02 - .01 - .005 I 1 ' • I ' I I ' ' j ~ ' . ' b .::..q,Jo-b.t 'b -q, ~ Q_,;-1 ~ J I I ' I 2 ~ j ' I 4 I J J I I I I 6 l.J IJ j J ' Average velocity, ft/sec (210-Vl-TR -55. Second Ed .. June L9 8G l : . . J I I I r I I 10 .. . I 20 ;~ J APPENDIX B Storm Inlet Design Data & Calculations 1-1 Spring Creek Gardens Subdivision Depth of Flow in Street Gutter Gutter A L ocation (acres) A1 4.44 -- A2 0.80 *A3 0 .84 ------- **A4 1.18 • Includes bypass from Inlet 1 •• Includes Areas 2 & 3 c 0.41 0.55 0.55 0 .55 Transverse (Crown) slope (tuft) 27' street = 0 .0330 Slope (ft/ft) 0 .0080 0 .0080 0.0080 0.0080 010 (cfs) 8.05 3.80 4 .92 5.60 10-year storm Y 10-actual (ft ) 0.4 0 .3 0.3 0.3 14 13 45 62 (in) 4 .97 -·--- 3.75 4 .13 4 .34 gutter, :il : Straight Crown Flow (Solved to find actual depth of flow in Q = 0.56 * (z/n) * S 112 * y8'3 ¢ y ={QI (0 .56 * (z/n) * S 11 2)} 3/8 n = Roughness Coefficient = S = StreeUGutter Slope (tuft) y = Depth of flow at inlet (ft) z = Reciprocal of crown slope : 27' street = 30 0 .018 ~ - - Spring Creek Gardens Inlet Length Calculations Inlet# Inlets On Grade Len gth Flowhom Y10 a,.,,_. O u,-c1ty Area# (ft) (In) (ft) (cfs) 10' 1A 0.41 3 4.96 0 .71 7.07 Transverse CCrow nl slope (ft/ft) for residential streets = 0 .033 Straight Crown Flow (Solved to find actual depth of flow, yl: a= o.56 • (zln) • s "' • y'" Q y = {O / (0.56 • (zln) • s "'n'" n =Roughness Coeffic ie nt= 0 .018 S = StreeVGutter Slope (ft/ft ) y = Depth of flow at inlet (ft) Capacity of Inlets on grade : Oc = 0 .7 • [1/(H, • H,)] • [H , '"· H2 "'J Oc = Flow capa ci ty 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 Oi.n•• (cfs) 0 .93 OupturM QC .. l')'D'f'ef a ~, .. t (cfs) (cfs) I from lnl•t I (cfs) 7.07 0.93 z = Re ciproca l of crown slope for residential streets = 30 0 10-Tot• Y 100 a,,.,,_, (cfs) ft) (In) (ft) 8 .00 0 .465 5 .58 0 .76 Inlets in sumps. Weir Flow: L = Q I (3 • y312 ) ¢ y = {QI 3L)213 L = Length of inlet open ing (ft) Q =Flow at inlet (c fs ) y = total depth of flow on inlet (ft) max y ior inlet in sump = 7" = 0 .583' Q ClflKhy (cfs) 7.60 100 year storm Qbyp•• Ou'""'" o •• ..,_M Obyp-tot.i Ou,1-to11 0 100 .Tot.i s l.:tu.i (cfs) (cf•) (cfs) j t.om Inlet • (cfs) (cfs) (cfs) (ft/ft) (ft) 3.36 7 .60 I 3.36 7.60 10 .97 0 .0080 10 APPENDIXC Storm Pipe & Drainage Channel Design Data & Calculations 17 Spring Creek Gardens Subdivision -Phase 1 Pipe Calculations Inlet Outlet 1 o year storm Pi pe# Size Length Slope Invert Invert Top of *Actual Mannings Culvert Calculator *Actual Inlet Design Elevation Elevation Flow Flow v,. Travel Time, ltto HW10 rw,. v,. Flow % Full (sec) I (min) (In) (fl) (%) (fl) (fl) (fl) (cfs) (els) (fps) (fl) (fl) (fps) (cfs) 5 24 377 . 75 1.30 280 .86 275 .95 284 .91 8 .00 12 .92 7.8 52 .3 48 I 0 .81 282 .87 3 .5 7.8 10.97 ·T hese va lues reflect the actual flow for the 18" & 24" pipes . The design flow for these pipe s izes reflects a 25 % reduction in pipe area . (Refer to attached calculation for specific information.) 100 year storm Design Mannings Culvert Calculator Flow v, .. Travel Time, 11100 HW100 rw , .. v, .. 'lo Full (sec) I (min) (els) (fps) (fl) (fl) (fps) 17 .72 8 .3 64 .0 46 I 0 .76 283.46 3 .5 8 .3 City of College Station re q uirement to Reduce Cross-Sectional Area of 18" & 24" Pipes by 25% Us in g Manni ng s Equ atio n from pag e 48 of th e Col lege Sta tio n Drainage Po li c y & Des ign Stand a rds Manual : Q = 1.49/n * A * R213 * S 112 Q =Flow C apacity (cfs ) 18" Pipe : Pipe si z e (in c hes)= Wetted Pe rim e te r W P• (ft)= Cross-Sectional Are a A , (ft2 ) = Reduced Area AR, (W ) = Hydraulic Radius R = A/W P· (ft) = Reduced Hydr Radius RR = A R/W P• (ft) = Roughness Coefficient n = Frict ion Slope of Conduit Sr. (fUft) = Example Calculation : Slope Flow Capacity Reduced Flow Capacity s Q O reduced 0 .0 05 6 .91 4 .28 0 .006 7 .57 4 .69 0 .007 8 .18 5 .06 24 " P i pe : Pipe size (inches)= Wetted Perimeter WP , (ft)= Cross-Sectional Area A , (ft2 ) = Reduced Area A R, (W ) = Hydraulic Radius R = A/WP• (ft) = Reduced Hydr Radius RR = A R/WP• (ft) = Roughness Coefficient n = Friction Slope of Conduit Sr. (fUft ) = Example Calcu lation : Slope Flow Capa city Redu ced Flow Capacit y s Q O reduced 0 .005 14 .89 9 .22 ---- 0 .006 16 .3 1 10.1 - 0 .007 17 .61 10.9 Conclusion : 18 4.7 1 1.766 1.325 0 .375 0 .281 0 .0 14 0 .01 % Difference Oredu ceiO 0.619 0.6 19 0.61 9 24 6 .28 3 .14 2 .355 0 .5 0 .375 0 .014 0 .01 % Differenc e O red uceiO 0.6 19 - 0.6 19 0.6 19 Multiply actu a l Qin 18 " & 24 " p ipes by 1.615 to refl ect a 25% re du c ti o n in th e c ro s s-sectional area c a ll e d for on p age 4 7 , pa ragra ph 5 o f th e Coll ege Station Dra inage Po licy & De s ign Standard s ma nu al. Pipe 5 -10 Year Storm Ma nn i ng P i pe Cal c ulator Gi v en 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 ............. . Circ ular Depth o f Flow 24.0000 in 12 .9200 cfs 0 . 0130 ft/ft 0. 0140 12.5545 in 3.1416 ft2 1.6632 ft2 38.8085 in 75 .3982 in 7.7683 fps 6.1713 in 52.3103 % 23 .9511 cfs 7.6239 fps Pipe 5 -100 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .. , ................. . Wetted Perimeter ............... . Perimeter ...................... . Velocity ................... _ .... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of Flow 24.0000 in 17.7200 cfs 0. 0130 ft/ft 0 .0140 15.3617 in 3.1416 ft2 2 .1237 ft2 44.5137 in 75.3982 in 8.3441 fps 6 .8700 in 64 .0071 % 23.9511 cfs 7 .6239 fps Sp r ing Creek Gard e n s S ubdi v isi o n -Phase 1 Colleg e Stati o n , Te x a s Ente red Data : Pipe 5 -10 Year Storm Culvert Calcu lator Shape ..................... . Number of Barrels ......... . Solving for .................... . Chart Number .................. . Scale Number ................... . Chart Description .............. . Scale Description .............. . Overtopping .................... . Flowrate ....................... . Manning's n .................... . Roadway Elevation .............. . Inlet Elevation ................ . Outlet Elevation ............... . Diameter ....................... . Length ......................... . Entrance Loss .................. . Tailwater ...................... . Computed Results : Headwater ...................... . Slope .......................... . Velocity ....................... . Circular 1 Headwater 1 1 CONCRETE PIPE CULVERT; NO BEVELED RING ENTRAN CE SQUARE EDGE ENTRANCE WITH HEADWALL Off 12.9200 cfs 0.0140 284.9100 ft 280.8600 ft 275.9500 ft 24.0000 in 377.7500 ft 0.5000 3.5000 ft 282.8678 ft Inlet Control 0. 0130 ft/ft 7.7722 fps Pipe 5 -100 Year Storm 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 Elevation .. Diameter ....................... . Length ......................... . Entrance Loss .................. . Tailwate r ...................... . Computed Results: Headwater Slope ... Velocity . Circular 1 Headwater 1 1 CONCR ETE PIPE CULVERT; NO BEVELED RING ENTRANCE SQUARE EDGE ENTRANCE WITH HEADWALL Off 17 .7200 cfs 0 . 0140 284.9100 ft 280 .8600 ft 275.9500 ft 24.0000 in 377.7500 ft 0.5000 3.5000 ft 283.4580 ft Inlet Control 0 . 0130 ft/ft 8.3486 fps Spr i ng Creek Ga rd e n s S ubd i v is i o n Colleg e S t a t i o n , T eK a s Pha se 1 Drainage Channel (0.5% slope ) -10 Year Storm Ch annel Ca l c u lator Gi ven Input Data: Shape .......................... . Solving for .................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Height ......................... . Bottom width ................... . Left slope ..................... . Right slope .................... . Computed Results: Depth .......................... . Velocity ....................... . Full Flowrate .................. . Flow area ...................... . Flow perimeter ................. . Hydraulic radius ............... . Top width ...................... . Area ........................... . Perimeter ...................... . Percent full ................... . Trapezoidal Dept h of Flow 12 .920 0 cfs 0 .0050 ft/ft 0 .0 350 18 .0000 in 48.0000 in 0 . 2000 ft/ft (V/H) 0 .2 000 ft/ft (V/H) 9 .7457 in 1 .9736 fps 48.0570 cfs 6 .546 5 ft2 147.3874 in 6.3960 in 145.4574 in 17.2500 ft2 231.5647 in 54.1430 % Dra i nage Channel (0.5% slope) -100 Year Storm Channel Calculator Given Input Data: Shape .......................... . Solving for .................... . Flowrate ....................... . Slope .......................... . Manning's n .................... . Height ......................... . Bottom width ................... . Left slope ..................... . Right slope .................... . Computed Results: Depth .......................... . Velocity ....................... . Full Flowrate .................. . Flow area ...................... . Flow perimeter ................. . Hy draulic radius ............... . Top width ...................... . Area ........................ · · · · Peri me t er ...................... . Percent full ................... . Trapezoidal Depth of Flow 17 .7200 cfs 0.0050 ft/ft 0.0350 18 .0000 in 48 .0000 in 0 .2 000 ft/ft (V/H) 0 .20 00 ft/ft (V/H) 11 .3464 in 2 .1473 fps 48.0570 cfs 8.2523 ft2 163.71 11 in 7.2587 in 161 .4641 in 17.2500 ft2 231.5647 in 63.0356 % Spring Creek Gardens Subdivision -Phase 1 College Station, Texas Dra i nag e Channel (2% s lop e) -1 0 Ye ar Sto r m Ch a nn e l Calcu lator Gi ven Input Data : Shape .......................... . So l v ing fo r .................... . Flowrat e ....................... . Slope .......................... . Manning' s n .................... . Height ......................... . Bottom width ................... . Left slope ..................... . Right slope .................... . Computed Results : Depth .......................... . Velocity ....................... . Full Flowrate .................. . Flow area ...................... . Flow per i meter ................. . Hydraulic radius ............... . Top width ...................... . Area ........................... . Perimeter ...................... . Percent full ................... . Trape zo idal De pth o f Flow 1 2. 92 00 cfs 0 .0 2 0 0 ft/ft 0.0350 18 .0000 in 48 .0 000 in 0 .200 0 ft/ft (V/H ) 0 .2 00 0 ft/ft (V/H) 6.9048 in 3.2651 fps 96.1 14 0 cfs 3 .95 7 0 ft2 118 .4154 in 4.81 2 0 in 117.0480 in 17.2500 ft2 231 .5647 i n 38.3600 % Drainage Channe l (2% slope) -100 Year Storm Channel Calculator Giv en Input Data : Shape .......................... . Solving for .................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Height ......................... . Bot torn width ................... . Left slope ..................... . Right slope .................... . Co mputed Results : Depth .......................... . Velocity ....................... . Full Flowrate .................. . Flow area ...................... . Flow perimeter ................. . Hy draulic radius ............... . Top wi d t h ...................... . Area ........................... . Pe r i me t er ...................... . Pe rcent ful 1 ................... . Trapezoidal Depth of Flow 17 .7 2 00 cfs 0 .0200 ft/ft 0 .0350 18 .0000 in 48 .0000 in 0 .2 000 ft/ft (V/H) 0 .2 000 ft/ft (V/H) 8 .0945 i n 3 .5631 fps 96 .1140 cfs 4 .9 7 32 ft 2 130 .5 478 i n 5 .4 856 i n 1 28.94 4 8 i n 1 7.25 00 ft 2 231.5647 in 44.9693 % S p ri ng Creek Gardens S ubdi v i s i o n -Phase 1 Co l l ege S t a t io n, Texa s APPENDIXD HEC-1 Data & Calculations 24 SCS CURVE NUMBER CALCULATIONS SPRING CREEK GARDENS -DRAINAGE AREA 101 Area -Ac . 110 .84 sq . mi. 0 .1732 Weighted Land Use A rea, Ac . CN II * CN Residential -1 /8 acre 0 .00 92 0 .0 Residential -1 /4 acre 50.43 . 87 39 .6 Farmstead 0.66 86 0 .5 Commercial 0 .91 95 0.8 Open Space/Grass 0 .00 80 0 .0 Pasture 28 .60 83 21 .4 Woods 30 .24 79 21.6 Roads 0 .00 98 0.0 Water 0 .00 100 0.0 Total -CN II 110.84 83 .8 *Type "D" Soils Average Runoff Condition ** CN = 79.8 CN I = 67 .8 ARC CN = CN I = 0 .75(CN II -CN I) **Average Runoff Conditions per Texas Engineering Technical Note No. 210-18-TX5-SCS -USDA-March 1983 . I SCS CURVE NUMBER CALCULATIONS SPRING CREEK GARDENS -DRAINAGE AREA 102 Area -Ac . 11 .23 sq . mi. 0.0175 Weighted Land Use Area, Ac . CN II* CN Residential -1 /8 acre 0.00 92 0 .0 Residential -1 /4 acre 0.00 87 0.0 Farmstead 1.47 86 11.3 Commercial 0 .00 95 0 .0 Open Space/Grass 3 .87 80 27 .6 Pasture 4 .18 83 30 .9 Woods 1.10 79 7.7 Roads 0 .61 98 5 .3 Water 0.00 100 0.0 Total -CN II 11 .23 82 .8 * Type "D" Soils Average Runoff Condition** CN = 78.8 CNI= 66 :8 ARC CN = CN I = 0.75(CN II -CN I) **Average Runoff Conditions per Texas Engineering Technical Note No. 210-18-TX5-SCS-USDA-March 1983. SGS CURVE NUMBER CALCULATIONS SPRING CREEK GARDENS -DRAINAGE AREA 201 Area -Ac . 110.84 sq. mi. 0.1732 Weighted Land Use Area, Ac . CN II* CN Residential -1 /8 acre 0 .00 92 0.0 Residential -1 /4 acre 50.43 . 87 39.6 Farmstead 0.66 86 0 .5 Commercial 0 .91 95 0.8 Open Space/Grass 0 .00 80 0.0 Pasture 28 .60 83 21.4 Woods 30.24 79 21.6 Roads 0.00 98 0.0 Water 0.00 100 0.0 Total -CN II 110 .84 83 .8 * Type "D" Soils Average Runoff Condition** CN = 79.8 CNI= 67.8 ARC CN = CN I = 0.75(CN II -CN I) **Average Runoff Conditions per Texas Engineering Technical Note No. 210-18-TX5-SCS-USDA-March 1983. I SCS CURVE NUMBER CALCULATIONS SPRING CREEK GARDENS -DRAINAGE AREA 202 Area -Ac. 11.23 sq. mi. 0.0175 Weighted Land Use Area, Ac. CN II* CN Residential -1 /8 acre 4 .23 92 34.7 Residential -1 /4 acre 0 .00 87 0.0 Farmstead 0 .31 86 2.4 Commercial 0.00 95 0.0 Open Space/Grass 0 .33 80 2.4 Pasture 5.38 83 39.8 Woods 0.98 79 6.9 Roads 0 .00 98 0.0 Water 0 .00 100 0.0 Total -CN II 11 .23 86 .0 * Type "D" Soils Average Runoff Condition** CN = 82.5 CNI= 72 ARC CN = CN I= 0.75(CN II -CN I) **Average Runoff Conditions per Texas Engineering Technical Note No. 210-18-TX5-SCS-USDA-March 1983 . HE Cl S /N: 1343001909 HMVersion: 6.33 Data File : C:\TEMP \-vbh2A34.TMP ***************************************** *************************************** * * * FLOOD HYDROGRAPH PACKAGE (HEC-1) * * U.S . ARMY CORPS OF ENGINEERS * MAY 1991 * * HYDROLOGIC ENGINEERING CENTER * VERSION 4.0.lE * * 609 SECOND STREET * * * DAVIS, CALIFORNIA 95616 * RUN DATE 11 /23 /2004 TIME 16:34:02 * * (916) 756-1104 * * * * ***************************************** *************************************** x x xxxxxxx xxxxx x x x x x x xx x x x x x xxxxxxx xxxx x xxxxx x x x x x x x x x x x x x x xxxxxxx xxxxx xxx : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : Full Microcomputer Implementation by Haestad Methods , Inc. : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : 37 Brookside Road * Waterbury , Connecticut 06708 * (203) 755-1666 THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HECl (JAN 73), HEClGS, HEClDB, AND HEClKW . TH E DEFINITIONS OF VARIABLES -RTIMP-AND -RTIOR-HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE . THE DEFINITION OF -AMSKK-ON RM -CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81 . THIS IS THE FORTRAN77 VERSION NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS :WRITE STAGE FREQUENCY , DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM HEC-1 INPUT PAGE 1 LINE ID ....... 1 ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 1 ID Spring Creek Gardens -Pre-Development 2 IT 1 300 3 IO 5 0 4 KK 101100 5 KM Drainage Area 101 -100 yea r 6 KO 22 7 BA 0.1732 8 PH 100 0 0.88 1.95 4.30 5 .7 0 6 .3 0 7.90 9 LS 79 .8 10 UD .398 11 KK 102100 12 KM Drainage Area 1 02 -100 yea r 13 KO 22 14 BA 0 . 0175 15 PH 100 0 0.88 1.95 4.30 5.70 6.30 7.90 16 LS 78.8 17 UD .434 1 8 KK DPllOO 19 KM Discharge Point 1 100 year 20 KO 22 21 HC 2 22 KK 1 02-5 23 KM Drainage Area 102 -5 year 24 KO 22 25 BA 0.0175 26 PH 5 0 0.60 1 .32 2.68 3.30 3.70 4 .40 27 LS 78 .8 28 UD .434 29 KK 1 0 1-5 30 KM Drainage Area 101 -5 year 31 KO 22 32 BA 0.1732 33 PH 5 0 0.60 1 .3 2 2.68 3.30 3 .70 4.40 34 LS 79.8 35 UD .398 36 KK DPl-5 37 KM Discharge Point 1 -5 year 38 KO 22 39 HC 2 40 KK 101-10 41 KM Drainage Area 101 -10 year 42 KO 22 43 BA 0.1732 44 PH 10 0 0.66 1.45 3.02 3.90 4.30 5.20 45 LS 79.8 46 UD .398 HEC-1 INPUT PAGE 2 LINE ID ....... 1 ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 47 KK 102-10 4 8 KM Drainage Area 102 -10 year 49 KO 22 50 BA 0.0175 51 PH 10 0 0.66 1. 45 3.02 3.90 4.30 5.20 52 LS 78.8 53 UD .434 54 KK DPl-10 55 KM Discharge Point 1 -10 year 56 KO 22 57 HC 2 5 8 KK 101 -25 59 KM Drainage Area 101 -25 year 6 0 KO 22 61 BA 0 .1732 6 2 PH 25 0 0.74 1.64 3.52 4.60 5.10 6.20 63 LS 79 .8 64 UD .398 6 5 KK 102 -25 66 KM Drainage Area 102 -25 year 6 7 KO 22 68 BA 0.0175 6 9 PH 25 0 0.74 1. 64 3.52 4.60 5.10 6.20 7 0 LS 78.8 71 UD .434 72 KK DPl -25 7 3 KM Discharge Point 1 -25 year 74 KO 22 75 HC 2 76 KK 101-50 7 7 KM Drainage Area 101 -50 year 78 KO 22 79 BA 0.1732 80 PH 100 0 0.81 1. 80 3.91 5.10 5.70 7 .00 8 1 LS 79.8 82 UD .398 8 3 KK 102-50 84 KM Drainage Area 102 -50 year 8 5 KO 22 86 BA 0.0175 87 PH 100 0 0.81 1.80 3 .91 5.10 5.70 7.00 88 LS 78.8 89 UD .434 LINE 90 91 92 93 94 95 96 97 98 HEC-1 INPUT PAGE 3 ID ....... 1 ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 KK DPl-50 KM Discharge Point 1 -50 year KO 22 HC 2 KK All KM KO 22 HC 5 zz i-lE C l S /N : 134300 1 909 HMVersion: 6.33 Data File: C:\TEMP\-vbh2A34.TMP ***************************************** * FLOO D HYDR OGRAPH PACKAGE (HEC-1) * MA Y 1991 * VERSION 4. 0 . lE * * * RUN DATE 11 /23 /2 0 04 TIME 16:34:02 * * ***************************************** Spring Creek Gardens -Pre-Dev elopment 3 IO OUTPU T CONTROL VARIABLES IPRNT 5 !PLOT 0 QSCAL 0. I T HYDR OGRAPH TIME DATA NMIN 1 !DATE 1 0 !TIME 0000 PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE MINUTES IN COMPUTATION STARTING DATE STARTING TIME INTERVAL NQ 300 NUM BE R OF HYDROGRAPH ORDINATES NDDATE 1 0 ENDING DATE NDTIME 0459 ENDING TIME !CENT 19 CENTURY MARK COMPUTA TION INTERVAL TOTAL TIME BASE 0.02 HOURS 4.98 HOURS EN GLI SH UNITS DRAINAGE AREA PRECIPITATION DEPTH LENG TH, ELEVATION FL OW STORAGE VOLUME SURFA CE AREA TEMPERATURE SQUARE MILES INCHES FEET CUBIC FEET PER SECOND ACRE-FEET ACRES DEGR EES FAHRENHEIT *************************************** * * * U.S. ARMY CORPS OF ENGINEERS * * HYDROLOGIC ENGINEERING CENTER * * 609 SECOND STREET * * DAVIS, CALIFORNIA 95616 * * (916) 756 -1104 * * * *************************************** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * ~ KK 101100 * * * ************** 6 KO OU T PUT CO NTR OL VARIABLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL 0 . HYDROGRAPH PLOT S CALE IP NCH 0 PUNCH COMPUTED HYDROGRAPH I OUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 300 LAS T OR DINATE PUNCH ED OR SAVED TIMINT 0.0 1 7 TIME I NT ERVAL I N HOURS VAL UE EXC EE DS TABLE IN LOGLOG 0 .01667 0.01667 6 .00000 --~ *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * ll KK 102100 * ************** OUTPUT CO NTR OL VARIABLES I PRNT 5 PRINT CONTR OL I PL OT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE I PNCH 0 PUNCH COMPUTED HYDROGRAPH I OU T 2 2 SAVE HYDROGRAPH ON THIS UNIT I SAVl 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 300 LAS T ORDINATE PUNCH ED OR SAV ED TIMINT 0.0 1 7 T I ME I NTE RVA L IN HOUR S V.ll.LU E EXCE EDS TABLE IN LOGL OG 0 .01667 0.01667 6.00000 *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** :_ 8 !<K 2 0 KO ************** * DPllOO * ************** OUTPUT CONTRO L VARIABLES I PRNT 5 I PL OT QSCAL I PNCH IOUT 0 o . 0 22 PR I NT CON TR OL PL OT CONTROL HYDRO GRAPH P LOT S CALE PUN CH COMPUTED HYDROGRAPH SAVE HYDR OG RAPH ON THIS UNIT ISAVl ISAV2 TIMINT 1 FIRST ORDINATE PUNCHED OR SAVED 300 LAST ORDINATE PUNCHED OR SAVED 0.017 TIME INTERVAL IN HOURS *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * 22 KK * 102-5 * * ************** 24 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL 0 . HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH !OUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 300 LAST ORDINATE PUNCHED OR SAVED TI MINT 0 .017 TIME INTERVAL IN HOURS VALUE EXCEEDS TABLE IN LOGLOG 0.01667 0.01667 6.00000 *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * 29 KK * 1 0 1-5 * * * ************** 31 KO OUTPUT CONTROL IPRNT !PLOT QSCAL IP NCH !OUT ISAVl ISAV2 TI MINT VALU E EXC EEDS TABLE IN LOGLOG VARIABLES 5 0 0 . 0 22 1 300 0.017 PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED LAST ORDINATE PUNCHED OR SAVED TIME INTERVAL IN HOURS 0.01667 0.01667 6.00000 ~** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * 3 6 KK * DPl-5 * * ************** 38 KO OUTPUT CONTROL IPRNT I PL OT QSCAL IPNCH IOUT ISAVl ISAV2 TIMINT VARIABLES 5 0 0. 0 22 1 300 0 .017 PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED LAST ORDINATE PUNCHED OR SAVED TIME INTERVAL IN HOURS ~** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * 4 0 KK 101-10 * * * ************** 42 KO OUTPUT CONTROL VARIABLE S IPRNT I PLOT QSCAL IPNCH IOUT ISAVl I SAV2 TIMINT VALLTE EXCEEDS TABLE IN LOGLOG 5 PRINT CONTROL 0 PL OT CONTROL 0. HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT 1 FIRST ORDINATE PUNCHED OR SAVED 300 LAST ORDINATE PUNCHED OR SAVED 0.017 TIME INTERVAL IN HOURS 0 .01 667 0.01667 6.00000 ~~~ *~* *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * n KK 102-10 * ************** 49 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL !PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH !OUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 300 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS VA LUE EXCEEDS TABLE IN LOGLOG 0 .01667 0 .01667 6.00000 *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 54 KK 56 KO ************** * DPl-10 * * * ************** OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL !PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TI MINT 0 PLOT CONTROL 0. HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT 1 FIRST ORDINATE PUNCHED OR SAVED 300 LAST ORDINATE PUNCHED OR SAVED 0.017 TIME INTERVAL IN HOURS *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * 58 KK * 101-25 * * * ************** 60 KO OUTPUT CONTROL IPRNT I PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TIMI NT VARIABLES 5 0 0. 0 22 1 300 0.017 PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED LAST ORDINATE PUNCHED OR SAVED TIME INTERVAL IN HOURS VAL UE EXC EEDS TABLE IN LOGLOG 0.01667 0 .01667 6.00000 *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 65 KK 67 KO ************** * * * 102-25 * * * ************** OUTPUT CONTROL VARIABLES IPRNT 5 PR INT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl ISAV2 TIMINT 1 FIRST ORDINATE PUNCHED OR SAVED 300 LAST ORDINATE PUNCHED OR SAVED 0 .017 TIME INTERVAL IN HOURS VA LUE EXCE EDS TABLE IN LOGLOG 0.01667 0.01667 6.00000 *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 72 KK 7~ KO ************** * * * DPl-25 * * * **"'*********** OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH IOUT ISAVl ISAV2 TIMINT 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT 1 FIRST ORDINATE PUNCHED OR SAVED 300 LAST ORDINATE PUNCH ED OR SAVED 0.017 TIME INTERVAL IN HOURS *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 76 KK 78 KO ************** * * * 1 0 1 -50 * * * ************** OU TP UT CONTROL VARIABLES I PRNT 5 PRINT CONTROL I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TI MINT 0 PLOT CONTROL 0. HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT 1 FIRST ORDINATE PUNCHED OR SAVED 300 LAST ORDINATE PUNCHED OR SAVED 0.017 TIME INTERVAL IN HOURS VALUE EXC EE DS TABLE IN LOGLOG 0 .01667 0.01667 6.00000 *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * 83 KK * 1 0 2-5 0 * * * ************** 85 KO OU TP UT CONTROL IPRNT I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TI MINT VALU E EXC EEDS TABLE IN LOGLOG VARIABLES 5 0 0. 0 22 1 300 0.017 PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED LAST ORDINATE PUNCHED OR SAVED TIME INTERVAL IN HOURS 0.01667 0 .01667 6.00000 ~*~ *** ~** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * 90 KK * DP l -50 * * * ************** 92 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL !PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH !OUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 300 LAST ORDINATE PUNCHED OR SAVED TI MINT 0.017 TIME INTERVAL IN HOURS *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * 9 4 KK * All * * * ************** 96 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL !PLOT 0 PLOT CONTROL QSCAL o . HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH !OUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl 1 FIRST ORD INATE PUNCHED OR SAVED ISAV2 300 LAST ORDINATE PUNCHED OR SAVED TI MI NT 0 .017 TIME INTERVAL IN HOURS RUNOFF SUMMARY FL OW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF OP ERATION STATION FLOW PEAK AREA STAGE MAX STAGE 6-HOU R 24-HOUR 7 2-HOUR HYDR OGRAPH AT 101100 470 . 2.95 108. 108. 108. 0.17 HYDROGRA PH AT 102100 45. 2.9 8 11 . 11 . 11 . 0 .0 2 2 COMBI NE D AT DPllOO 514 . 2 .95 119. 119. 1 19. 0.19 HYD ROGRAPH AT 102-5 21. 3 .00 5. 5 . 5 . 0 .0 2 HYDROGRAPH AT 101 -5 229. 2 .97 47 . 47 . 4 7. 0.17 2 COMB INED AT DPl-5 250 . 2 .9 7 51. 51. 51 . 0.1 9 HYDRO GRA PH AT 1 0 1-10 277. 2.95 59. 59 . 59 . 0.1 7 HYDROGRAPH AT 1 0 2-1 0 26. 3.0 0 6 . 6 . 6 . 0.0 2 2 COMBINED AT DPl-1 0 303 . 2 .97 6 5 . 6 5 . 65. 0.19 HYDROGRA PH AT 1 0 1-25 354. 2 .95 78 . 78 . 78. 0.1 7 HYDROGRAPH AT 1 0 2-25 33 . 3 .00 8 . 8 . 8. 0.02 2 COMBIN ED AT DP i -25 387 . 2 .95 86 . 86 . 86. 0.19 HYD ROGRAPH AT 101-50 411 . 2 .95 92. 92 . 92. 0 .17 HYDROG RAPH AT 102 -50 39 . 2 .98 9. 9 . 9. 0.0 2 2 COMB I NED AT DPl-50 450 . 2 .95 101. 101 . 101. 0.1 9 5 COM BINED AT All 1903 . 2 .95 422. 422. 422. 0 .95 ••• NORMAL END OF HEC-1 *** HECl S/N: 1343001 909 HMVersion: 6.33 Data File: C:\TEMP\-vbh240A.TMP W•T*T*T********************************** *************************************** * * * ~LOO D HYDROGRA PH PACKAGE (HEC-1) * * U.S . ARMY CORPS OF ENGINE ERS * MAY 1991 * * HYDROLOGIC ENGINEERING CENTER * VERSION 4.0.lE * * 609 SECOND STREET * * * DAVIS, CALIFORNIA 95616 * RU N DATE 11/23/2004 TIM E 16:43:5 7 * * (916) 756 -1104 * * * * WKW*~K*********************************** *************************************** x x xxxxxxx xxxxx x x x x x x xx x x x x x xxxxxxx xx xx x xxxxx x x x x x x x x x x x x x x xxxxxxx xxxxx xxx : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : Full Microcomputer Implementation by Hae s tad Me thods, Inc. : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : ........................................... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 37 Brookside Road * Waterbury , Connecticut 06708 * (203) 755-1666 THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HECl (JAN 73 ), HEClGS, HEClDB, AND HEClKW. THE DEFINITIONS OF VARIABLES -RTIMP -AND -RTIOR-HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE. THE DEFINITION OF -AMSKK-ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81 . THIS IS THE FORTRAN77 VERSION NEW OP TI ON S: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE :GREEN AND AMPT INFILTRATI ON KIN EMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM HEC-1 INPUT PAGE 1 LINE ID ....... 1 ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 1 ID Spring Creek Gardens -Post-Developmen t 2 IT 1 300 3 IO 5 0 4 KK 201100 5 KM Drainage Area 201 -100 year 6 KO 22 7 BA 0.1732 8 PH 100 0 0.88 1 .95 4 .30 5.70 6.30 7 .90 9 LS 79.8 10 UD . 3 98 11 KK 202100 12 KM Drainage Area 202 -100 year 13 KO 22 14 BA 0. 0175 15 PH 100 0 0.88 1. 95 4.30 5 .70 6 .30 7.90 16 LS 82.5 17 UD .399 18 KK DPllOO 19 KM Discharge Point 1 100 year 20 KO 22 21 HC 2 22 KK 202-5 23 KM Drainage Area 202 -5 year 24 KO 22 25 BA 0. 0175 26 PH 5 0 0.60 1 .32 2 .68 3 .30 3 .70 4.40 27 LS 82.5 28 UD . 3 99 29 KK 201-5 30 KM Drainage Area 201 -5 year 31 KO 22 32 BA 0.1732 33 PH 5 0 0 .60 1. 32 2.68 3.30 3.70 4.40 34 LS 79.8 35 UD . 3 98 36 KK DPl-5 37 KM Discharge Point 1 -5 year 38 KO 22 39 HC 2 40 KK 201-10 41 KM Drainage Area 201 -10 year 42 KO 22 43 BA 0 .1732 44 PH 10 0 0.66 1.45 3.02 3 .90 4.30 5.20 45 LS 79.8 46 UD .398 HEC-1 INPUT PAGE 2 LINE ID ....... 1 ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 47 KK 202-10 48 KM Drainage Area 202 -10 year 49 KO 22 50 BA 0.0175 51 PH 10 0 0.66 1.45 3.02 3 .90 4.30 5.20 52 LS 82.5 53 UD .399 54 KK DPl-10 55 KM Discharge Point 1 -10 year 56 KO 22 57 HC 2 58 KK 201-25 59 KM Drainage Area 201 -25 year 60 KO 22 61 BA 0.1732 62 PH 25 0 0.74 1. 64 3.52 4 .60 5.10 6.20 63 LS 79.8 64 UD .398 65 KK 202-25 66 KM Drainage Area 202 -25 year 67 KO 22 68 BA 0 .0175 69 PH 25 0 0.74 1.64 3.52 4 .60 5 .10 6.20 70 LS 82.5 71 UD .399 72 KK DPl-25 73 KM Discharge Point 1 -25 year 74 KO 22 75 HC 2 76 KK 201-50 77 KM Drainage Area 201 -50 year 78 KO 22 79 BA 0.1732 80 PH 100 0 0.81 1 .80 3.91 5 .10 5.70 7.00 81 LS 79.8 82 UD . 3 98 83 KK 202-50 84 KM Drainage Area 202 -50 year 85 KO 22 86 BA 0.0175 87 PH 100 0 0.81 1 .80 3.91 5.10 5 .70 7.00 88 LS 82.5 89 UD . 3 99 LINE 90 91 92 93 94 95 96 97 98 HEC-1 INPUT PAGE 3 ID ....... 1 ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 KK DPl-50 KM Discharge Point 1 -50 year KO 22 HC 2 KK All KM KO 22 HC 5 zz HECl S /N: 1343001909 HMVersion: 6.33 Data File: C:\TEMP \-vbh240A.TMP ***************************************** FLOO D HYD ROGRAPH PACKAGE MAY 1991 VERSI ON 4.0.lE (H EC-1) * * * * * RU N DAT E 11 /23 /2004 TIME 16:43:57 * * TT*TTTTT********************************* Spring Creek Gardens -Post-Development 3 IO IT OU TPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL !PLOT QSCAL HYDROGRAPH TIME NMIN !DATE I TIME 0 PLOT CONTROL 0. HYDROGRAPH PLOT SCALE DATA 1 MINUT£S IN COMPUTATION 1 0 STARTING DATE 0000 STARTING TIME INTERVAL NQ 300 NUMBER OF HYDROGRAPH ORDINATES NDDATE 1 0 ENDING DATE NDTIME 0459 ENDING TIME !CENT 19 CENTURY MARK COMPUTATION INTERVAL TOTAL TIME BASE 0.02 HOURS 4.98 HOURS ENGLISH UNITS DRAINAGE AREA PRECIPITATION DEPTH LENGTH, ELEVATION FLOW STORAGE VOLUM E SURFACE AREA TEMPERATURE SQUARE MILES INCHES FEET CUBIC FEET PER SECOND ACRE-FEET ACRES DEGREES FAHRENHEIT *************************************** * * * U.S. ARMY CORPS OF ENGINEERS * * HYDROLOGIC ENGINEERING CENTER * * 609 SECOND STREET * * DAVIS, CALIFORNIA 95616 * * (916) 756-1104 * * * *************************************** -~~ TTT *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ****••******** * '1 KK 201100 * * ************** 6 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 300 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS VALU E EXC EE DS TABLE IN LOGLOG 0 .01667 0 .01667 6 .00000 *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * 11 KK * 202100 * * * ************** i3 KO OUTPUT CONTROL VARIABLES IPRNT I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TI MINT "v'ALUE EXCEEDS TABLE IN LOGL OG 5 PRINT CONTROL 0 PLOT CONTROL 0. HYDROGRAPH P LOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT 1 FIRST ORDINATE PUNCHED OR SAVED 300 LAST ORDINATE PUNCHED OR SAVED 0.017 TIME INTERVAL IN HOURS 0 .01667 0.01667 6.0000 0 ~~A *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * 18 KK * DPll OO * * * ************** 2 0 KO OU TP UT CONTR OL VARIABLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL 0 . HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 2 2 SAVE HYDROGRAPH ON THIS UNIT ISAVl ISAV2 TIMINT 1 FIRST ORDINATE PUNCHED OR SAVED 300 LAST ORDI NATE PUNCHED OR SAVED 0.017 TIME INTERVAL IN HOURS ~~~ ~** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * 22 KK * 202-5 * * * ************** 24 KO OUTPU T CONTROL IPRNT I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TI MINT \·A:...UE SXC EEDS TABLE IN LOGLOG VARIABLES 5 0 0. 0 22 1 300 0.0 17 PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED LAST ORDINATE PUNCHED OR SAVED TIME INTERVAL IN HOURS 0.01667 0.01667 6.00000 ~~· *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 29 KK .31 KO ************** * 201-5 * * * ************** OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TI MINT 0 0. PLOT CONTROL HYDROGRAPH PLOT SCALE 0 PUNCH COM PUTED HYDROGRAPH 22 SAVE HYDR OGRA PH ON THIS UNIT 1 FIRST ORDINATE PUNCHED OR SAVED 300 LAST ORDINATE PUNCHED OR SAVED 0.017 TIME INTERVAL IN HOURS v A:..,u ~ EX CEE DS TABLE IN LOGLOG 0.0 1667 0 .0 1667 6 .00000 *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * ->o KK DPl-5 * * * ************** 38 KO OUT PUT CONTROL IPRNT I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TIMINT VAR IABLES 5 0 0. 0 22 1 300 0 .017 PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED LAST ORDINATE PUNCHED OR SAVED TIME INTERVAL IN HOURS *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 4 0 KK 42 KO ************** * * 201-10 * * * ************** OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT QSCA L IPNCH IOUT ISAVl ISAV2 TI MINT 0 0. 0 PLOT CONTROL HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT 1 FIRST ORDINATE PUNCHED OR SAVED 300 LAST ORDINATE PUNCHED OR SAVED 0.017 TIME INTERVAL IN HOURS V.ll.LUE EX CEEDS TABLE IN LOGLOG 0.01667 0.01667 6.00000 ~** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * ~7 KK 202 -10 * * •************* 49 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL !PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH !OUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 300 LAST ORDINATE PUNCHED OR SAVED TI MINT 0 .017 TIME INTERVAL IN HOURS I/JI.L UE EXCEEDS TABLE IN LOGL OG 0 .01667 0.01667 6 .00000 *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * 5 4 KK * DPl-10 * * * ************** 5 6 KO OUTPUT CONTROL IPRNT !PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TIMI NT VARIABLES 5 0 o . 0 22 1 300 0 .017 PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED LAST ORDINATE PUNCHED OR SAVED TIME INTERVAL IN HOURS *~* *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 56 KK 60 KO ************** * * 20 1 -25 * * ************** OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL !PLOT 0 PLOT CONTROL HYDROGRAPH PLOT SCALE QSCAL 0 . IPNCH !OUT ISAVl ISAV 2 TIMINT 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT 1 FIRST ORDINATE PUNCHED OR SAVED 300 LAST ORDINATE PUNCHED OR SAVED 0.017 TIME INTERVAL IN HOURS VALU E EXCE EDS TABLE IN LOGLOG 0.01667 0 .01667 6 .00000 *~* *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * 65 KK * 202-25 * * ************** 67 KO OUTPUT CONTROL IPRNT I PLOT QSCAL IPNCH IOUT ISAVl I SAV2 TIMINT V.1>.LU E EXCEEDS TABLE IN LOG LOG VARIABLES 5 0 0 . 0 22 1 300 0.017 PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED LAST ORDINATE PUNCHED OR SAVED TIME INTERVAL IN HOURS 0.01667 0 .0 1667 6.00000 •** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * 72 KK DPl-25 * * * ************** 74 KO OUTPU T CON TROL IPRNT I PLOT QSCAL IP NCH IOUT ISAVl ISAV2 TI MINT VARIABLES 5 0 o . 0 22 1 300 0.0 17 PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED LAST ORDINATE PUNCHED OR SAVED TIME INTERVAL IN HOURS *~* *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * 76 KK * 2 0 1 -5 0 * * * •************* 78 KO OUTPUT CO NTR OL IPRNT !PLOT QSCAL IP NCH !OUT ISAVl ISAV2 TI MINT VARIABLES 5 0 0. 0 22 1 300 0.017 PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED LAST ORDINATE PUNCHED OR SAVED TIME INTERVAL IN HOURS VAL UE EXC EEDS TABLE IN LOGLOG 0 .01667 0 .01667 6.00000 ~·* *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 83 KK 85 KO ************** * * 202 -5 0 * * * ************** OU TPU T CO NTROL VARIABLES I PRNT 5 PRINT CONTROL !PL OT QSCAL IPNCH !OU T ISAVl ISAV2 T I MINT 0 PLOT CONTROL 0. HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT 1 FIRST ORDINATE PUNCHED OR SAVED 300 LAST ORDINATE PUNCHED OR SAVED 0.017 TIME INTERVAL IN HOURS VALUE EXCEEDS TABLE IN LOGL OG 0 .01667 0.01667 6 .00000 *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * SO KK DPl-50 * * ************** 9:2 KO OUTPUT CO NTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL 0 . HYDROGRAPH PL OT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 300 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 94 KK 96 KO ************** * * * ·All * * * ************** OUTPU T CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TIMINT 0 PLOT CONTROL 0. HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT 1 FIRST ORDINATE PUNCHED OR SAVED 300 LAST ORDINATE PUNCHED OR SAVED 0 .017 TIME INTERVAL IN HOURS RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF OPERATION STATION FLOW PEAK AREA STAGE MAX STAGE 6-HOUR 24-HOUR 72-HOUR HYDROGRAPH AT 201100 470. 2 .95 108. 108 . 108. 0 .17 HYDROGRAPH AT 202100 so. 2.93 12. 12. 12. 0.02 2 COMBINED AT DPllOO 520. 2.95 120 . 120. 120. 0.19 HYDROGRAPH AT 202-5 26. 2.95 5. 5. 5. 0.02 HYDROGRAPH AT 201-5 229. 2.97 47. 47. 47 . 0.17 2 COMBINED AT DPl-5 254. 2.97 52. 52. 52. 0.19 HYDROGRAPH AT 201-10 277. 2.95 59. 59. 59. 0.17 HYDROGRAPH AT 202-10 31. 2.95 7. 7. 7. 0 .02 2 COMBIN ED AT DPl-10 308. 2.95 66. 66. 66. 0.19 HYDROGRAPH AT 201-25 354. 2.95 78 . 78. 78. 0.17 HYDROGRAPH AT 202-25 38. 2.95 9 . 9 . 9. 0.02 2 COMBINED AT DPl-25 3 92. 2.95 87. 87. 87 . 0.19 HYDROGRAPH AT 201 -50 411. 2.95 92. 92. 92 . 0.17 HYDROGRAPH AT 202-50 44. 2.93 10. 10. 10. 0 .02 2 COMBIN ED AT DPl-50 456. 2.95 102. 102. 102. 0.19 5 COMBIN ED AT All 1930. 2.95 427 . 427. 427. 0.95 ... NORMAL END OF HEC-1 *** EXHIBIT A Pre-Development Drainage Area Map Drainage Report for Spring Creek Gardens Subdivision Phas e 1 College Station , T e x as November 2004 Develop e r: Spring Creek CS Deve lopment, Ltd . 4490 Castlegate Drive Co ll ege Station , Texas 77845 (979) 690-7250 Prepared By: TEXCON Genera l Contracto r s 1 707 Graham R oad Co ll ege Station, Texas 77845 (979) 764-7743 CERTIFICATION I, Joseph P. Schultz, Licensed Professional Engineer No . 65889, State of Texas, certify that this report for the drainage design for the Spring Creek Gardens Subdivision, Phase I, was prepared by me in accordance with the provisions of the City of College Station Drainage Policy and Design Standards for the owners hereof. TABLE OF CONTENTS SPRING CREEK GARDENS SUBDIVISION -PHASE 1 CERTIFICATION .................................................................................................................................................................. 1 TABLE OF CONTENTS ........................................................................................................................................................ 2 LIST OF TABLES .................................................................................................................................................................. 2 INTRODUCTION ................................................................................................................................................................... 3 GENERAL LOCATION AND DESCRIPTION .................................................................................................................. 3 FLOOD HAZARD INFORMATION .................................................................................................................................... 3 DEVELOPMENT DRAINAGE PATTERNS ....................................................................................................................... 3 DRAINAGE DESIGN CRITERIA ..................................................... , .................................................................................. 3 STORM WATER RUNOFF DETERMINATION .............................................................................................................. .5 DETENTION FACILITY DESIGN ...................................................................................................................................... 6 STORM SEWER DESIGN .................................................................................................................................................... 7 CONCLUSIONS ..................................................................................................................................................................... 7 APPENDIX A .......................................................................................................................................................................... 8 Time of Concentration Equations & Calculations APPENDIX B ........................................................................................................................................................................ 14 Storm Inlet Design Data & Calculations APPENDIX C ........................................................................................................................................................................ 17 Storm Pipe & Drainage Channel Design Data & Calculations APPENDIX D ........................................................................................................................................................................ 24 HEC-1 Data & Calculations EXHIBIT A ............................................................................................................................................................................ 55 Pre-Developme11t Drainage Area Map EXHIBIT B ............................................................................................................................................................................ 57 Post-Development Drainage Area Map EXHIBIT C ............................................................................................................................................................................ 59 Post-Development Drai11age Area Map -Storm Sewer Design LIST OF TABLES TABLE l -Rainfall Intensity & Runoff Data .......................................................................................... 4 TABLE 2 -Time of Concentration (t c ) Equations .................................................................................. 4 TABLE 3 -Post-Development Drainage Data -Stonn Sewer. ............................................................... 5 TABLE 4 -Detention Facility Evaluation Drainage Data ....................................................................... 6 TABLE 5 -Detention Facility Peak Discharge Data ............................................................................... 6 2 DRAINAGE REPORT SPRING CREEK GARDENS SUBDIVISION -PHASE 1 INTRODUCTION The purpose of this report is to provide the hydrological effects of the construction of the Spring Creek Gardens Subdivision, Phase I, and to verify that the proposed storm drainage system meets the requirements set forth by the City of College Station Drainage Policy and Design Standards . GENERAL LOCATION AND DESCRIPTION The project is located on a portion of a 14.02 acre tract located north of Greens Prairie Road along the West Frontage Road of State Highway 6 in College Station, Texas. This report addresses Phase 1, which is made up of 6 .265 acres of the 14.02 acre tract. The site is pastureland with a few scattered trees . There is also a residence and several small buildings on the site. The existing ground elevations range from elevation 277 to elevation 292. The general location of the project site is shown on the vicinity map in Exhibit A. FLOOD HAZARD INFORMATION The project site is located in the Spring Creek branch of the Lick Creek Drainage Basin. No portion of the site is located within a special flood hazard area according to the Flood Insurance Rate Map prepared by the Federal Emergency Management Agency (FEMA) for Brazos County, Texas and incorporated areas dated February 9, 2000, panel numbers 48041 C0205-D and 48041C0201-D. However, this site was not included in the detailed study for the LOMR from which these maps were developed. A Conditional Letter of Map Revision (CLO MR) was prepared and submitted to FEMA by LJA Engineering & Surveying for the construction of the detention pond and drainage channels on Spring Creek and its tributaries. From this study, construction drawings of the detention pond and drainage channels constructed on the Crowley property to the south of this site were prepared . These drawings included the extension of the drainage channel across this tract. This channel construction on Tributary C of Spring Creek has been completed . A LOMR is being prepared for the Crowley Tract, which will include this channel in the area studied and 100-year floodplain limits will be shown for this tract. DEVELOPMENT DRAINAGE PATTERNS Prior to development, a majority of the runoff flows in an easterly and southeasterly direction until it enters Tributary C of Spring Creek. A portion of the tract also drains to the south onto the adjacent property or into Decatur Drive. DRAINAGE DESIGN CRITERIA The Rational Equation was used to determine th e peak flow for the stom1 sewer design . The desi g n parameters for the storm sewer are as follows : • Desi g n Storm Frequency Stom1 Sewer system ., ·' I 0 a nd I 00-yea r s torm eve nt s • Runoff Coefficients Single Family Residential (Patio Homes) Undeveloped c = 0.55 c = 0 .30 • Rainfall Intensity equations and values for Brazos County can be found in Table I . • Time of Concentration, tc -Calculations are based on the method found in the TR-55 publication. Refer to Table 2 for the equations and Appendix A for calculations. The runoff flow paths used for calculating the times of concentration are shown on each of the exhibits. For smaller drainage areas, a minimum tc of l 0 minutes is used to determine the rainfall intensity values. • The HEC-1 computer program was used to determine the peak discharge for the detention facility evaluation due to the size of the Spring Creek Tributary C drainage basin . • Runoff Curve Number (CN) -Detention Facility Evaluation The Brazos County Soil Survey shows the soils in the area to be classified as hydrologic Group D soils . The pre-development CN is based on no development on the site. The post-development CN is based on development of the project. The CN calculations are found in Appendix D . TABLE 1 -Rainfall Intensity & Runoff Data Rainfall Inten sity Values (in/hr) Storm tc = Event 10 min Is 7 .693 110 8.635 bs 9 .861 lso 11 .148 1100 11 .639 Brazos County: 5 '{__ear storm 10 '{__ear storm b= 76 b= 80 d= 8 .5 d = 8 .5 e= 0 .785 e= 0 .763 I = b I (tc+d)" I = Rainfall Intensity (in/hr) tc = U(V*60) tc = Time of concentration (min) L = Length (ft) V =Velocity (ft/sec) 25 '{__ear storm 50 '{__ear storm 100 '{__ear storm b= 89 b= 98 b= 96 d= 8.5 d= 8.5 d= 8 .0 e= 0.754 e= 0 .745 e= 0 .730 (Data taken from State Department of Hiqhwa'{__s and Public Transportation H'f._draulic Manual, page 2-16) TABLE 2 -Time of Concentration (tc) Equations The time of concen tration was determined using meth ods foun d in TR-55. "Urban Hydrology for Small Watersheds ." The equations are as fo llo ws : Time of Concentration : -I Tc = Tr(s hcct llu w) + Tt(conrcntratcd sheet ll!J\\) where: T, =Travel Time , minute s For S hee t Flow : where : T 1 = trave l tim e, hours n =Mann in g 's rou ghn ess coefficie nt L = flo w length , fe et P2 = 2-year , 24-hour rainfall = 4 .5" s = land slo pe , ft/ft For Sha llow Concentrated Flow : T, = LI (6 0 *V) R efer to Appendix A for calculations. STO RM WATER RUN O FF DETERMINATI O N where: T 1 = travel time, minute s V =Veloc ity , fps (See Fig 3-1, App . E) L = flow length , fe e t The peak runoff values were determined in accordance with the criteria presented in the previous section for the 5 , l 0 , 25 , 50 , and 100-year storm events. The runoff coefficients are based on the future development of this tract. Exhibit C shows the post-deve lopment drainage areas for the evaluation of the runoff in Spring Garden Drive . This runoff was determined using the Rational Equation. These results are summarized in Table 3. TABLE 3 -Post-D eve lopm ent Dra in age D a ta -Sto r m Sewer Area c 5 year storm 10 year st o rm 25 year st o rm 50 year sto rm 100 yea r storm tc Area# (acres) A, A, 1 2 .53 1.91 2 0 0 .80 3 0 0 .38 4 0 0 .84 The Rational Meth o d : Q=CIA Q = Flow (cfs) A = Area (acres) C = Runoff Coeff. Total 4.44 0 .80 0 .38 0 .84 c, c, C TOl•I Is (min) (in/hr) 0 .3 0 .55 0.41 36 .0 3 .862 0 .3 0 .55 0 .55 10 .0 7 .693 0 .3 0 .55 0 .55 10 .0 7 .693 0 .3 0 .55 0 .55 10 .0 7 .693 I = b I (t c+d )0 le= Time of concentration (min) I =Rainfall Inten sity (in/hr) Brazos County: 5 ~ear storm 10 ~ear storm 25 ~ear storm b = 76 b = 80 b = 89 d = 8.5 d = 8.5 d = 8.5 e = 0.79 e = 0.76 e = 0.75 O s (cfs) 6 .99 3.38 1.61 3.55 1,. a ,. (in/h r) (cfs) 4 .420 8 .00 8 .635 3 .80 8 .6 35 1 .80 8 .635 3.99 tc = L/(V*60) L = Length (ft) l 2s 02s lso (in/h r ) (cfs) (in/hr) 5 .088 9 .21 5 .797 9 .861 4 .34 11 .148 9 .861 2 .06 11 .148 9 .861 4 .56 11 .148 V =V elocity (ft/sec) 50 ~ear storm 100 ~ear storm b = 98 b = 96 d = 8.5 d = 8 .0 e = 0 .745 e = 0 .730 Oso 1, •• (cfs ) (in/hr) 10.49 6 .061 4 .90 11 .639 2 .33 11 .639 5 .15 11 .639 The pre-d eve lopment area for the detention facility evalua tion is shown on Exhi bit A . The post-deve lopment area for the detention faci lity evaluation is shown on Ex hibit B . Table 4 shows the drainage data for these conditions. Tabl e 5 compares the p eak runoff va lues for each of these conditions , showing that the post-d eve lopm e nt offsite flow increases slightly from th e pre-development offsite flow a t Disc h arge Point No . 1. The valu es were computed by th e HEC-1 mode ls . Co pi es of th e su mmary printouts for the pre-a nd post - deve lopment HEC-1 mode ls are in Appendix D . a , .. (cfs) 10 .97 5 .12 2.43 . 5 .38 TABLE 4 -Detention Facility Eva luation Drainage Data Area# Area CN tc (acres) (sq . mi.) (min) Pre 101 110 .84 0 .1732 79 .8 39 .8 Pre 102 11 .23 0 .0175 78.8 43.4 Post 201 110.84 0.1732 79.8 39 .8 Post 202 11.23 0 .0175 82.5 39 .9 TABLE 5 -Detention Facility Peak D ischarge Data 2 3 4 5 6 7 L o cation Pre-Develo p ment Area 101 Area 102 Combined Hydrograph @ Discharge Point No . 1 Post-Develo pment Area 201 Area 202 Combined Hydrograph @ Discharge Pt. No . 1 Increase in Peak Runoff @ Discharge Point No . 1 (6-3) % Increase (7/3) DETENTION FACILITY DESIGN Os 010 (cfs) (cfs) 229 277 21 26 250 303 229 277 26 31 254 308 4 5 1.6 1.7 Lag (hrs) 0.398 0.434 0.398 0 .399 02s (cfs) 354 33 387 354 38 392 5 1.3 Oso 0100 (cfs) (cfs) 411 470 39 45 450 514 411 470 44 50 456 520 6 6 1.3 1.2 The detention for the property adjacent to this site is a regional facility designed by LJA Engineering & Surveying, Inc. and was previously constructed. The detention facility is an off-channel pond located adjacent to Spring Creek prior to Spring Creek entering the State Highway 6 right-of-way. The location of this proposed detention facility is shown on the vicinity map on Exhibit A. The design of this detention facility included the channelization of Spring Creek Tributary C through this 14 acre tract. The runoff from this project will flow into this existing drainage channel. The detention facility was designed to control the increased runoff from the development of the Castlegate Subdivision and the Crowley Tract. Refer to the Request for Conditional Letter of Map Revision (CLO MR) for details of the design of the detention facility. This tract was not included in the post-development runoff calculations; however, due to its proximity to this facility, the development of this tract should not have a significant impact on the peak runoff in Spring Creek. The increase in the peak discharge from the pre-development to the post-development condition as shown in Table 5 is 4 to 6 cfs for the 5-to the 100-year storm events . This represents an increase in the pre-development peak discharge at Discharge Point No . 1 of 1. 7% or less . Since the existing drainage channel is within the actual l 00-year floodplain limits, the discharge from this site should be allowed without a detention facility because the increase in peak discharge is insignificant. The development of Phase 2 of this development will require an additional evaluation of the increased discharge . STORM SEWER DESIGN The storm sewer piping for this project has been selected to be Reinforced Concrete Pipe (RCP) meeting the requirements of ASTM C-76 , Class III pipe. The curb inlet will be cast-in-place concrete. Appendix B presents a summary of the storm sewer inlet design parameters and calculations . The inlet was designed based on a 10-year design storm . The inlet was located to maintain a gutter flow depth of 5" or less, which will prevent the spread of water from reaching the crown of the road for the 10-year storm event. Refer to Appendix B for a summary of the gutter flow depths at various locations. The runoff intercepted by the proposed storm sewer inlet was calculated using the following equations . The depth of flow in the gutter was determined by using the Straight Crown Flow equation. The flow intercepted by Inlet 5 was calculated by using the Capacity of Inlets On Grade equation. These equations and the resulting data are summarized in Appendix B. There are no inlets in sump for this phase of the development. The area between the right-of-way and the curb line of the streets will be filled as necessary to provide a minimum of 6" of freeboard above the curb line. This will . ensure that the runoff from the 100-year storm event will remain within the street right-of-way. Appendix C presents a summary of the storm sewer pipe design parameters and calculations. The pipe for the storm sewer system was designed based on the 10-year storm event; however, it will also pass the 100-year storm event without any headwater under gravity flow conditions. As required by College Station, the velocity of flow in the storm sewer pipe system is not lower than 2.5 feet per second, and it does not exceed 15 feet per second. As the data shows, even during low flow conditions, the velocity in the pipes will exceed 2.5 feet per second and prevent sediment build-up in the pipes . Appendix C contains a summary of the Manning pipe calculations for the storm sewer system for the 10 and 100-year events. Appendix C also contains the culvert calculator data for the pipe which shows that the headwater on the pipe is less than the roadway elevation when the pipe outlet is submerged. The maximum velocity for the pipe system will be 8.3 feet per second . The storm sewer pipe system discharges into a temporary drainage channel which will discharge the runoff into the existing drainage channel. The proposed channel is a trapezoidal channel with a 4' bottom width and SH: 1 V side slopes . It will be constructed at a slope of 0.5%. The depth and velocity of flow in the channel for the l 0-year storm event at a slope of 0.5% are 9. 7" and 2.0 fps and 6 .9" and 3.3 fps at a slope of 2.0%. The depth and velocity of flow for the 100-year storm event at a slope of 0.5% are 1 l.3" and 2.1 fps and 8.1" and 3 .6 fps at a slope of 2.0%. Grass will be established in the channel to control erosion . CONCLUSIONS The construction of this project will increase the storm water runoff from this site, however, the increase is not significant. The runoff will be collected in the street gutters and directed into a future storm sewer system, which will adequately control the runoff and release it into the existing drainage channel. The existing drainage channel on Tributary C is sized to handle the 100-year storm runoff. Also, the regional detention facility should adequately reduce the peak post-development runoff to less than the pre-development runoff for the design stonn event where Tributary Centers Spring Creek . This will prevent any impact on the properties downstream of this project. 7 APPENDIX A Time of Concentration Equations & Calculations 8 Spring Creek Gardens Drainage Areas 101 & 201 -Time of Concentration Calculations Segment Sheet Flow Length Slope Trave l Time Length No . Q 2 (cfs) (ft) (%) (min) (ft) 1 200 1.50 % 16 .1 2 5.0 255 3 12 .0 585 4 12.0 915 5 6 124 .0 7 8 2100 NOTE S 1. Sh eet Flow Tra vel Time computed as follows : TT = 0 .007 (n L)08 (P2)os 5o 4 Gutter Flow Slope Velocity Travel Time Length (%) (fps) (min) (ft) 1.57 % 2.6 1.6 1.54 % 2.5 3.9 0.82% 1.8 8.5 315 Pl e Flow Slope Velocity (%) (fps) 0 .50 % 7.8 W her e n = 0 .15 (sh ort grass , pra irie); P2 = 4 .5", L =flow length ; s =slope; Using TR-55 Method 2. Gut ter Flow Tra vel Time computed as follows : TT= U (60 •V) where V = Q/A and Q = = 0.56 • (z/n) • S 112 • y613 3. Chan nel Flow Tra vel Time computed us ing channel velocity from Mann ing 's Equation . Natural Channel Flow Constructed Channel Flow Travel scs Trav•I Time Length Slope Velocity Trtiv•I Time Length Slope Velocity Trave l Time Time Lag (min) (ft) (%) (fps) (min) (ft) (%) (fps) (min) (min) (hrs) (hrs) 16 .1 0.268 0 .1 6 1 1.6 0.027 0 .016 3.9 0.06 5 0 .039 8 .5 0 .141 0 .085 0 .7 0 .7 0.011 0 .00 7 670 0.45% 3.1 3.6 3.6 0 .0 60 0 .036 1110 0 .63 % 3.8 4 .9 4 .9 0 .08 1 0 .049 147 0 .65% 4.1 0 .6 0 .6 0.010 0 .006 Total= 39 .8 0.66 0.40 Time of Concentration Calculations R ef e r to Ex hibits A. B & C for flow paths used for calculations. Pre-Development Drainage Area #I 02: Sh ee t Flow: Flow length = 300' = L Slope = 1.0% n = 0 .15 , short grass, prairie P2 = 4 .5 " ti = 0 .007 (0 .15 * 300)0 8 (4 .5)05 (0.01)0 .4 ti = 0.438 hours= 26 .3 minutes Shallow Concentrated Flow: Flow length= 520' = L Slope = 1.5% For unpaved surface at 1.5%, Velocity (V) = 2 .0 fps (see Fig . 3-1) ti = 520 ' I (60*2 .0) = 4.3 minutes Flow length= 320' = L Slope = 2 .1% For unpaved surface at 2 .1 %, Velocity (V) = 2 .3 fps (see Fig . 3-1) ti = 320 ' I (60*2.3) = 2 .3 minutes Flow length = 390' = L Slope = 0.7 % For unpaved surface at 0.7%, Velocity (V) = 1.4 fps (see Fig . 3-1) ti = 390 ' I (60* 1.4) = 4.6 minutes Flow length= 275' = L Slope = 0 .5% For unpaved surface at 0 .5%, Velocity (V) = 1.15 fps (see Fig . 3-1) ti = 275' I (60*1.15) = 4 .0 minutes Flow length = 325' = L Slope = 0 .3.3 % For unpaved surface at 0.3 .3%, Velocity (V) = 2 .9 fps (see Fig . 3-1) ~ ti = 325 ' I (60*2.9) = 1.9 minutes Tc= 26 .3 + 4 .3 + 2 .3 + 4 .6 + 4.0 + 1.9 = 43.4 minutes Time of Concentration Calculations, continued Post-Developmeut Draiuage Area #202: Sh eet Flo w: Flow length = 300' = L Slope = 1.0 % n = 0 . 15 , short grass, prairi e P2 = 4 .5" ti = 0 .007 (0 .15 * 300)°8 ( 4 .5)05 (0 .01 )04 ti = 0.438 hour s= 26 .3 minutes Shallow Co ncentrated Flow: Flow length = 520' = L Slope = 1.5% Gutter Flow: Pip e Flow : Cha nn e l Flow: For unpaved surface at 1.5%, Velocity (V) = 2 .0 fps (see Fig . 3-1) ti = 520' I (60*2 .0) = 4 .3 minute s Flow length = 140' = L Slope = 1.4% For unpaved surface at 1.4%, Velocity (V) = 1.9 fps (see Fig . 3-1) t1 = 140 ' I (60* 1.9) = 1.2 minutes Flow length = 450' = L Slope= 0 .8% For pa ve d surface at 0 .8%, Velocity (V) = 1.8 fps (see Fig . 3-1) t1 = 450 ' I (60* 1.8) = 4.2 minutes Pipe length = 275' = L Velocity = 7 .5 fps (from 10-yr Mannings data) t1 = 275' I (60*7.5) = 0.6 minutes Channel length = 265 ' = L Velocity = 2.0 fps (from 10-yr Mann ings data) t1 = 265 ' I (60*2.0) = 2.2 minutes Channel length = 210 ' = L Velocity = 3 .3 fps (from 10-yr Mannings data) t1 =210 ' /(60*3.3 )= 1.1 minutes T c= 26.3 + 4.3 + 1.2 + 4.2 + 0 .6 + 2 .2 + 1.1 = 39.9 minutes Time of Concentration Calculations, continued Post-Developmellt Drainage Area #1: Sh eet Flow: Flow length = 300' = L Slope = 1.0 % n = 0.15 , short grass, prairie P2 = 4.5" ti = 0.007 (0 .15 * 300)08 (4 .5)05 (0 .01)04 ti = 0.438 hours= 26.3 minutes Shallow Concentrated Flow: Flow length = 520' = L Slope= 1.5% Gutter Flow: For unpaved surface at 1.5%, Velocity (V) = 2.0 fps (see Fig . 3-1) ti = 525' I (60*2.0) = 4.3 minutes Flow length = 140' = L Slope= l.4% For unpaved surface at 1.4%, Velocity (V) = l.9 fps (see Fig . 3-1) ti= 140 ' I (60* l.9) = 1.2 minutes Flow length = 450' = L Slope= 0 .8% For paved surface at 0.8%, Velocity (V) = 1.8 fps (see Fig. 3-1) ti= 450' I (60* 1.8) = 4.2 minutes Tc= 26 .3 + 4.3 + 1.2 + 4 .2 = 36.0 minutes -36 minutes +J ..... -+J ..... cu a. 0 .- Ill cu Ill L ::s 0 u L cu +" ., :JC 3-2 .50 .20 - .10 .06 .04 . 02 - .01 - .005 I 1 J ' I J I I ' J I ' b q,l_o-bl ~ q, "1 ~) ~ ~~ .::::; l) j I ' I 2 J ' 1 • I 4 IJ 7 J J , I 6 j " I ' J J Average velocity, ft/sec ... . ~ . . . j , I I r I I 10 . . , F i JCU~ :J -1.-,\v~ral(~ v~lociti~s for c •limalinte lr.tvd tim~ for •h a llow conc~nlral~d now . (210-Vl -TR-55. Second E d ., June 198G) I 20 i APPENDIX B Storm Inlet Design Data & Calculations 1'1 Spring Creek Gardens Subdivision Depth of Flow in Street Gutter Gutter A Location (acres) A1 4.44 ---------- A2 0 .80 ------·-- *A3 0 .84 ------------- **A4 1.18 * Includes bypass from Inlet 1 •• Includes Areas 2 & 3 c 0.41 ---- -- 0.55 - 0 .55 -- 0 .55 Transverse (Crown) slope (tuft) 27' street= 0 .0330 Slope (ft/ft) 0 .0080 ----- 0 .0080 -- 0.0080 ---. - 0 .0080 10 -year storm 010 Y10-actual (cfs) (ft) (in) 8.05 0.414 4.97 ---- 3.80 0.313 3.75 4 .92 0 .345 4.13 ------- 5.60 0 .362 4.34 Straight Crown Flow (Solved to find actual depth of flow in gutter, y): Q = 0 .56 * (z/n) * S112 * y8 '3 Q y ={QI [0 .56 * (z/n) * S 112 ]}318 n = Roughness Coefficient = S = Street/Gutter Slope (tuft) y = Depth of flow at inlet (ft) z = Reciprocal of crown slope : 27' street = 30 0 .018 Spring Creek Gardens Inlet Length Calculations Inlet # Inlets On Grade Length Flow from Y10 a,_,_, Oupaclty Area# (ft) (In) (ft) (cfs) 10' 1A 0.413 4.96 0.71 7 .07 Transverse !Crown) slope !fVftl for residential streets = 0 .033 Straight Crown Flow (S o lved to find actual depth of flow. yl: a= o.56 • (zln) • s '" • y'" ~ y = {0 / (0.56 • (zln) • s "'n"' n = Roughness Coefficient = S = StreeVGutter S lope (fVft ) y = Depth of flow at inlet (ft) Capacity of Inlets on grade : O.D18 Oc = 0.7 • [1/(H , • H,)] • [H ,"'. H,'12 ] Oc = Flow capacity of inlet (c fs ) H , =a+ y H2 =a =gutter depressio n (2" Standard ; 4" Recessed) y = Depth of flow in approach gutter (ft) 10 year storm aby,. ... cfs) 0 .93 Ouptur--' Oc.,.,.,.._.., a.,,_ (cfs) (cfs) from Inlet I (cfs) 7 .07 0 .93 z = Reciprocal of crown slope for res ide ntial streets = 30 010-Tot• y,,. a,.,,_, cfs) (cfs ft) (In (ft) 8 .00 0 .465 0 .76 Inlets In sumps . Weir Flow: L = QI (3 • y'") ~ y = (0 I 3L}'13 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' Oup-c1ty (cfs) 7 .60 100 year storm Qb.,. ..... Oupturotd Cle.,.,., .... ., Obyp-to1111 Oc.,1-toli 0100-Tot .. s L.ctu• (cfs) (cfs) (cfs) from lnlett (cfs) (cfs) (cfs) (ft/ft) (ft) 3 .36 7 .60 I 3 .36 7 .60 10.97 0 .0080 10 APPENDIXC Storm Pipe & Drainage Channel Design Data & Calculations 17 Spring Creek Gardens Subdivision • Phase 1 p · C I I 1pe a cu at1ons Inlet Outlet 1 o year storm Pipe# Size Length Slope Invert Invert Top of *Actual Manni ngs Culvert Calculator *Actual Inlet Design Elev ation Elevation Flow Flow v,. Travel Time, tr10 HW 10 rw,. v,. Flow "le Full (in) (ft) (%) (ft) (ft) (ft) (cfs) (cfs) (fps) (sec) I (min) (ft) (ft) (fps) (cfs) 5 24 377. 75 1.30 280 .86 275 .9 5 284 .91 8 .00 12 .92 7 .8 52.3 48 I 0 .81 282 .87 3 .5 7 .8 10.97 ·These values reflect the actual flow for the 18" & 24 " pipes . The des ign flow for these pipe sizes reflects a 25 % reduction in pipe area . (Refer to atta ched calculation for specific info rmatio n.) 100 year storm Design Mannings Culvert Ca lcu lator Flow v, .. Travel Time, lr100 HW ,00 rw, .. v, .. % Full (sec) I (mi n) (cfs) (fps) (ft) (ft) (fps) 17 .72 8 .3 64 .0 46 I 0 .76 283 .4 6 3 .5 8 .3 City of College Station requirement to Reduce Cross-Sectional Area of 18" & 24" Pipes by 25% Using Mannings Equation from page 48 of the College Station Drainage Poli c y & Design Standards Ma nu a l : Q = 1.49/n *A* R21J * S112 Q =Flow Capacity (cfs) 18" Pipe: Pipe size (inches) = Wetted Perimeter WP , (ft)= Cross-Sectional Area A , (ft2 ) = Reduced Area AR, (ft2 ) = Hydraulic Radius R = NW P· (ft) = Reduced Hydr Radius R R = AR/WP• (ft) = Roughness Coefficient n = Friction Slope of Conduit S1, (ft/ft) = Example Calculation : Slope Flow Capacit y Redu ced Fl ow Capa ci ty s Q Oredu ce d 0.005 6 .91 4 .28 0.006 7 .57 4 .69 0.007 8 .18 5.06 24" Pipe: Pipe size (inches)= Wetted Perimeter WP, (ft)= Cross-Sectional Area A , (ft2 ) = Reduced Area AR , (tt2) = Hydraulic Radius R = NW P· (ft) = Reduced Hydr Radius R R = A R/W P• (ft) = Roughness Coefficient n = Friction Slope of Conduit S1, (ft/ft) = Example Calculation : Slope Fl ow Capacit y Redu ced Flow Capacity s Q Or edu ced 0 .005 14 .89 9 .22 ----------· ------- 0 .006 16 .31 10 .1 ----·--------· --· ------ 0 .007 17 .61 10 .9 Conclusion: - 18 4 .71 1.766 1 .325 0.375 0 .281 0 .014 0 .01 % Difference OreduceiO 0.619 0.619 0.619 24 6 .28 3.14 2 .355 0.5 0 .375 0 .014 0 .01 % Differen ce Oredu ceiO 0.619 ------- 0.619 --·-··--- 0.619 Multiply actual Q in 18 " & 24" pipes by 1.615 to refl ect a 25% re du c ti o n in the c ro ss-sectional area call ed for on pag e 4 7 , paragraph 5 o f the Coll ege Station Dra inage Policy & Design Standards m a nu a l. P i p e 5 -1 0 Yea r S t orm Ma nn i n g P ipe Cal c ulato r Given Input Data : Shape .......................... . S o lving for .................... . Diamete r ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow veloci~y ............. . Ci rcu lar De p t h of Fl ow 24.0 000 in 1 2.9 2 00 cf s 0 . 0 13 0 ft/ft 0.0 14 0 12.5545 in 3.14 1 6 ft 2 1.663 2 ft 2 38.8085 in 75.3982 in 7 .7683 fps 6 .1713 in 5 2.3103 % 23 .9511 cfs 7.6239 fps Pipe 5 -100 Year Storm Manning Pipe Calculator Giv en Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning's n .................... . Computed Results : Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ................... _ .... . Hy draulic Rad i us ............... . Percent Full ................... . Full fl ow Fl ow rate ............. . Full fl ow veloc ity ............. . Circular Depth of Flow 24.0000 in 17 .7200 cfs 0 .0130 ft/ft 0 . 0140 15.3617 in 3.1416 ft2 2.1237 ft2 44 .5137 in 75.3982 in 8.3 4 4 1 fps 6.8700 in 64.0071 % 2 3 .9 51 1 c f s 7 .6239 fp s Spring Creek Gardens Subdivision -Phase 1 College Station, Texas Entered Data : Pipe 5 -1 0 Year Storm Culvert Calculator Shape .......................... . Number o f Barrels .............. . Solving for .................... . Chart Number ................... . Scale Number ................... . Chart Description .............. . Scale Description .............. . Overtopping .................... . Flowrate ....................... . Manning's n .................... . Roadway Elevation .............. . Inlet Elevation ................ . Outlet Elevation ............... . Diameter ....................... . Length ......................... . Entrance Loss .................. . Tailwater ...................... . Computed Results : Headwater ...................... . Slope .......................... . Velocity ....................... . Circular 1 Headwater 1 1 CONCRETE PIPE CULVERT; NO BEVELED RING ENTRANCE SQUARE EDGE ENTRANCE WITH HEAD WAL L Off 12.9200 cfs 0. 0140 284.9100 ft 280.8600 ft 275.950 0 ft 24 .0000 in 377.7500 ft 0 .500 0 3 .5000 ft 282.8678 ft Inlet Control 0. 0130 ft/ft 7 .7722 fps Pipe 5 -100 Year Storm Culvert Calcu lator 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 E levation ............... . Diamete r ....................... . Length ......................... . Entrance Loss .................. . Tailwater ...................... . Computed Results: Headwater ...... . S lope ... Velocity ....... . Circular 1 Headwater 1 1 CONCRETE PIPE CULVERT; NO BEVELED RING ENT RAN CE SQUARE EDGE ENTRANCE WITH HEAD WALL Off 17.7200 cfs 0. 0140 284.9100 ft 280.860 0 ft 275.9500 ft 24 .0000 in 37 7.75 00 ft 0.5000 3 .5000 ft 283.4580 ft Inlet Co nt rol 0 .013 0 ft /ft 8.3486 fps Spring Creek Gardens S ubdi v is i o n -Phase 1 Co l lege S t a ti o n , Texa s Drainage Channel (0 .5 % slope) -1 0 Yea r Storm Channe l Calculator Giv en Input Data: Shape .......................... . Solving for .................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Height ......................... . Bot tom width ................... . Left slope ..................... . Right slope .................... . Computed Results: Depth .......................... . Velocity ....................... . Full Flowrate .................. . Flow area ...................... . Flow perimeter ................. . Hydraulic radius ............... . Top width ...................... . Area ........................... . Perimeter ...................... . Percent full ................... . Tra pezo idal Depth of Flow 12 .9 2 00 cfs 0 .0050 ft/ft 0 .0 3 50 18.0000 in 48.0000 in 0 .2000 ft/ft (V/H ) 0.2000 ft/ft (V/H ) 9 .7457 in 1 .9736 fps 48.0570 cfs 6 .5465 ft2 147 .3874 in 6.3960 in 145 .4574 in 17.2500 ft2 231 .5647 in 54.1430 % Drainage Channel (0.5% slope) -100 Year Storm Channel Calculator Given Input Data: Shape .......................... . Solving for .................... . Flowrate ....................... . Slope .......................... . Manning's n .................... . Height ......................... . Bottom width ................... . Left slope ..................... . Right slope .................... . Computed Results: Depth .......................... . Velocity ....................... . Full Flowrate .................. . Flow area ...................... . Flow perimeter ................. . Hydraulic radius ............... . Top wi dth ...................... . Area ........................... . Perimet e r ...................... . Percent full ................... . Trapezoidal Depth of Flow 17 .7200 cfs 0.0050 ft/ft 0 .0350 18 .0000 in 48 .0000 in 0 .2000 ft/ft (V/H ) 0 .2000 ft/ft (V/H ) 11 .3464 in 2.1473 fps 48 .0570 cfs 8.2523 ft2 163 . 7111 in 7.2 587 in 161 .4641 in 17 .2 500 ft 2 2 3 1.56 47 in 6 3.0356 % Spring Creek Gardens Subdivisio n -Phase 1 Co llege Station , Te xas Drai n a ge Ch ann e l (2% slop e ) -1 0 Ye ar Sto rm Ch anne l Cal c ulator Given I nput Dat a : Shape .......................... . Solving fo r .................... . Flowrat e ....................... . Slope .......................... . Manning' s n .................... . Height ......................... . Bottom width ................... . Left slope ..................... . Right slope .................... . Computed Results : Depth .......................... . Velocity ....................... . Full Flowr ate .................. . Flow area ...................... . Flow perimeter ................. . Hydraulic radius ............... . Top width ...................... . Area ........................... . Perimeter ...................... . Percent full ................... . Tra p ezoidal Dep t h o f Flow 1 2 .920 0 cf s 0 .0200 ft /ft 0 .035 0 18 .0 000 in 48 .0000 in 0.2 0 00 ft/ft (V/H ) 0 .2 000 ft/ft (V/H ) 6 .9048 in 3 .2 651 fps 9 6.1 1 4 0 cfs 3 .957 0 ft2 118.4154 in 4 .8 12 0 in 117.0480 in 17.2 500 ft2 2 31 .5647 in 38 .3600 % Dra i nage Channel (2% slope ) -1 0 0 Year Storm Channel Calculator Given Input Data: Shape .......................... . Solving for .................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Height ......................... . Bottom width ................... . Left slope ..................... . Right slope .................... . Computed Results : Depth .......................... . Velocity ....................... . Full Flowr ate .................. . Flow area ...................... . Flow perimeter ................. . Hy draulic radius ............... . Top width ...................... . Area ........................... . Per imeter ...................... . Perc en t ful 1 ................... . Trapezoidal Depth of Flow 17 .7 2 00 cfs 0.0200 ft/ft 0.0 3 50 18 .0000 in 48 .0000 in 0 .2 000 ft/ft (V/H) 0 .2 000 ft/ft (V/H) 8 .09 45 i n 3 .5 631 f ps 9 6.1140 cfs 4 .9732 ft2 130.54 78 in 5.4856 i n 1 2 8 .944 8 in 1 7 .2 500 f t 2 231.5647 in 4 4 .9693 % Spri n g Cr eek Ga rden s Subdivis i o n -Ph ase 1 Co ll e ge StatL o n , Texas APPENDIXD HEC-1 Data & Calculations SCS CURVE NUMBER CALCULATIONS SPRING CREEK GARDENS -DRAINAGE AREA 101 Area -Ac . 110 .84 sq . mi. 0.1732 Weighted Land Use Area, Ac . CN II* CN Residential -1 /8 acre 0.00 92 0 .0 Residential -1/4 acre 50.43 87 39 .6 Farmstead 0 .66 86 0.5 Commercial 0 .91 95 0 .8 Open Space/Grass 0 .00 80 0 .0 Pasture 28 .60 83 21.4 Woods 30 .24 79 21 .6 Roads 0 .00 98 0 .0 Water 0 .00 100 0 .0 Total -CN II 110 .84 83.8 *Type "D" Soils Average Runoff Condition ** CN = 79.8 CNI= 67 .8 ARC CN = CN I= 0.75(CN II -CN I) **Average Runoff Conditions per Texas Engineering Technical Note No . 210-18-TX5-SCS -USDA-March 1983 . SCS CURVE NUMBER CALCULATIONS SPRING CREEK GARDENS -DRAINAGE AREA 102 Area -Ac . 11 .23 sq. mi . 0 .0175 Weighted Land Use Area , Ac . CN II * CN Residential -1 /8 acre 0.00 92 0 .0 Residential -1 /4 acre 0.00 . 87 0 .0 Farmstead 1.47 86 11 .3 Commercial 0 .00 95 0 .0 Open Space/Grass 3 .87 80 27 .6 Pasture 4 .18 83 30 .9 Woods 1.10 79 7.7 Roads 0 .61 98 5.3 Water 0 .00 100 0 .0 Total -CN II 11.23 82 .8 *Type "D" Soils Average Runoff Condition ** CN = 78.8 CNI= 66 ;8 ARC CN = CN I = 0 .75(CN II -CN I) **Average Runoff Conditions per Texas Engineering Technical Note No . 210-18-TX5-SCS-USDA-March 1983 . SCS CURVE NUMBER CALCULATIONS SPRING CREEK GARDENS -DRAINAGE AREA 201 Area -Ac. 110.84 sq. mi. 0 .1732 Weighted Land Use Area, Ac . CN II * CN Residential -1 /8 acre 0 .00 92 0 .0 Residential -1 /4 acre 50.43 87 39 .6 Farmstead 0 .66 86 0 .5 Commercial 0 .91 95 0 .8 Open Space/Grass 0 .00 80 0 .0 Pasture 28 .60 83 21.4 Woods 30 .24 79 21 .6 Roads 0 .00 98 0 .0 Water 0.00 100 0.0 Total -CN II 110 .84 83 .8 * Type "D" Soils Average Runoff Condition ** CN = 79.8 CNI= 67.8 ARC CN = CN I = 0 .75(CN II -CN I) **Average Runoff Conditions per Texas Engineering Technical Note No. 210-18-TX5-SCS-USDA-March 1983. SCS CURVE NUMBER CALCULATIONS SPRING CREEK GARDENS -DRAINAGE AREA 202 Area -Ac . 11 .23 sq . mi . 0 .0175 Weighted Land Use Area, Ac. CN II * CN Residential -1 /8 acre 4 .23 92 34.7 Residential -1 /4 acre 0 .00 87 0.0 Farmstead 0.31 86 2.4 Commercial 0.00 95 0.0 Open Space/Grass 0.33 80 2.4 Pastu re 5.38 83 39.8 Woods 0 .98 79 6.9 Roads 0.00 98 0 .0 Water 0.00 100 0.0 Total -CN II 11 .23 86 .0 * Type "D" Soils Average Runoff Condition ** CN = 82.5 CNI= 72 ARC CN = CN I = 0 .75(CN II -CN I) **Average Runoff Conditions per Texas Engineering Techn ical Note No . 210 -18-TX5-SCS -USDA-March 1983 . HECl S/N: 1343001909 HMVersion: 6.33 Data File: C:\TEMP\-vbh2A34.TMP ***************************************** *************************************** * * * FLOO D HYDROGRAP H PACKAGE (HEC-1) * * U.S . ARMY CORPS OF ENGINEERS * MAY 1991 * * HYDROLOGIC ENGINEERING CENTER * VERSION 4.0.lE * * 609 SECOND STREET * * * DAVIS , CALIFORNIA 95616 * RUN DATE 11 /23/2004 TIME 16:34:02 * * (916) 756-1104 * * * * ***************************************** *************************************** x x xxxxxxx xxxxx x x x x x x xx x x x x x xxxxxxx xx xx x xxxxx x x x x x x x x x x x x x x xxxxxxx xxxxx xxx ........................................... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : Full Microcomputer Implementation by Haestad Methods, Inc . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 37 Brookside Road * Waterbury, Connecticut 06708 * (203) 755 -1666 THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HECl (JAN 73), HEClGS, HEClDB, AND HEClKW . THE DEFINITIONS OF VARIABLES -RTIMP -AND -RTIOR-HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE. THE DEFINITION OF -AMSKK-ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE :GREEN AND AMPT INFILTRATION KIN EMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM HEC-1 INPUT PAGE 1 LINE ID ....... 1 ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 1 ID Spring Creek Gardens -Pre-Development 2 IT 1 300 3 I O 5 0 4 KK 101100 5 KM Drainage Area 101 -100 y ear 6 KO 22 7 BA 0 .1732 8 PH 100 0 0.88 1.95 4 .30 5.70 6.30 7 .90 9 LS 79 .8 10 UD .39 8 11 KK 102100 1 2 KM Drainage Area 102 -100 year 13 KO 22 14 BA 0 .017 5 15 PH 1 0 0 0 0 .88 1 .95 4 .30 5.7 0 6.30 7 .9 0 16 LS 78 .8 17 UD .4 3 4 18 KK DPllOO 19 KM Discharge Point 1 100 year 20 KO 22 21 HC 2 22 KK 102 -5 23 KM Drainage Area 102 -5 year 24 KO 22 25 BA 0 . 0175 26 PH 5 0 0 .60 1 .32 2 .68 3.30 3 .70 4 .40 27 LS 78 .8 28 UD .434 29 KK 1 0 1 -5 30 KM Drainage Area 101 -5 year 31 KO 22 32 BA 0 .1 7 32 33 PH 5 0 0.60 1. 32 2 .68 3 .30 3.70 4 .40 3 4 LS 7 9 .8 35 UD . 3 98 36 KK DPl-5 37 KM Discharge Po int 1 -5 year 38 KO 22 39 HC 2 4 0 KK 101 -10 41 KM Drainage Area 101 -10 year 42 KO 22 43 BA 0.1 7 3 2 44 PH 10 0 0 .66 1 .45 3 .0 2 3 .9 0 4 .3 0 5 .2 0 45 LS 7 9 .8 4 6 UD . 3 98 HEC-1 INPUT PAGE 2 LINE ID ....... 1 ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 47 KK 102-10 48 KM Drainage Area 102 -10 year 49 KO 22 50 BA 0.0175 51 PH 10 0 0.66 1.45 3.02 3 .90 4.30 5.20 52 LS 78.8 53 UD .434 54 KK DPl-10 55 KM Discharge Point 1 -10 year 56 KO 22 57 HC 2 58 KK 101-25 5 9 KM Drainage Area 101 -25 year 60 KO 22 61 BA 0.1732 62 PH 25 0 0.74 1 .64 3.52 4.60 5.10 6.20 63 LS 79.8 64 UD .398 65 KK 102-25 66 KM Drainage Area 102 -25 year 67 KO 22 68 BA 0.0175 69 PH 25 0 0.74 1.64 3.52 4.60 5 .10 6 .20 70 LS 78 .8 71 UD .434 72 KK DPl-25 7 3 KM Discharge Point 1 -25 year 74 KO 22 75 HC 2 76 KK 101-50 77 KM Drainage Area 101 -50 year 78 KO 22 79 BA 0.1732 80 PH 100 0 0.81 1.80 3.91 5.10 5.70 7.00 81 LS 79 .8 82 UD .398 83 KK 102-50 84 KM Drainage Area 102 -50 year 85 KO 22 86 BA 0.0 175 87 PH 100 0 0.81 1 .80 3.91 5.10 5 .70 7.00 88 LS 78.8 89 UD .434 LINE 90 91 92 93 94 95 96 97 9 8 HEC-1 INPUT PAGE 3 ID ....... 1 ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 KK DPl-50 KM Discharge Point 1 -so year KO 22 HC 2 KK All KM KO 22 HC 5 zz HECl S/N: 134300 1 909 HMVersion: 6.33 Data File: C :\TEMP \-v bh2A34 .TMP ***************************************** * "LOO D HYDR OGRA PH PACKAG E (HE C -1) * MAY 199 1 * VERSION 4. 0. lE * * RUN DAT E 11 /23 /2 00 4 TIME 16:34:02 * * ***************************************** 3 I O I T Spring Creek Gardens -Pre-Development OUTPUT CONTROL VARIABLES IPRNT I PLOT QSCAL HYDR OGRAPH TIME NMIN IDATE ITIME DATA 1 5 PRINT CONTROL 0 PLOT CONTROL 0. HYDROGRAPH PLOT SCALE 1 MINUTES IN COMPUTATION 0 STARTING DATE 0000 STARTING TIME INTERVAL NQ 300 NUMBER OF HYDROGRAPH ORDINATES NDDATE 1 0 ENDING DATE NDTIME 0459 ENDING TIME I CENT 19 CENT URY MAR K COMP UTATI ON INTERVAL TOTAL TIME BASE 0 .0 2 HOURS 4 .98 HOURS ENGLI S H UNITS DRAI NAGE AREA PRECIPITATION DEPTH LE NGTH, ELE VATI ON FL OW ST ORAGE VO LUME SURFACE AREA TEMPE RA TURE SQUARE MILES INCHES FEET CUBIC FEET PER SEC OND ACRE-FEET ACRES DEGREES FAHRENHEIT *************************************** * * * U.S. ARMY CORPS OF ENGI NEERS * * HYDROLOGIC ENGINEERING CENTER * * 609 SECOND STREET * * DAVIS, CALIFORNIA 95616 * * (916 ) 756-1104 * * * *************************************** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * .J KK 1 0 110 0 * ************** 6 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL 0 . HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 300 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS VAL UE EXCEEDS TABLE IN LOGLOG 0.01667 0 .01667 6.00000 *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * 11 KK * 1 0 21 0 0 * * * ************** 13 KO OU TP UT CONTROL IPRNT I PLOT QSCAL IP NCH IOUT ISAVl ISAV2 TIMINT VALUE EXC EEDS TABLE IN LOGLOG VARIABLES 5 0 0 . 0 22 1 300 0.017 PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED LAST ORDINATE PUNCHED OR SAVED TIME INTERVAL IN HOURS 0.01667 0.01667 6.00000 *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * 18 KK DP l l OO * * *•************ 20 KO OU TP UT CONTR OL VARIABLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH I OU T 22 SAVE HYDR OGRAPH ON THIS UNIT ISAVl ISAV2 TIMINT 1 FIRST ORDINATE PUNCHED OR SAVED 300 LAST ORDINATE PUNCHED OR SAVED 0.017 TIME INTERVAL IN HOURS *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 22 K K 2 4 KO ************** * 102-5 * ************** OU TPUT CONTROL VAR IABLES IPRNT 5 PRINT CONTROL I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TIMINT 0 PLOT CONTROL 0. HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT 1 FIRST ORDINATE PUNCHED OR SAVED 300 LAST ORDINATE PUNCHED OR SAVED 0.017 TIME INTERVAL IN HOURS VALU E EXC EEDS TABLE IN LOGLOG 0 .01667 0.01667 6. 00000· *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 29 KK 3 l KO ************** * * 101-5 * * ************** OUTPUT CONTROL VAR IABLES IPRNT 5 PRINT CONTROL I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TIMINT 0 0. PLOT CONTROL HYDROGRAPH PL OT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT 1 FIRST ORDINATE PUNCHED OR SAVED 300 LAST ORDINATE PUNCHED OR SAVED 0.017 TIME INTERVAL IN HOURS VALU E EXCE EDS TABLE IN LOGLOG 0.01667 0.01667 6.00000 *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 36 KK 38 KO ************** * * DPl -5 * * * ************** OU TPUT CONTR OL VARIABLES IPRNT 5 PRINT CONTROL !PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TIMI NT 0 PLOT CONTROL 0 . HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT 1 FIRST ORDINATE PUNCHED OR SAVED 300 LAST ORDINATE PUNCHED OR SAVED 0.017 TIME INTERVAL IN HOURS ~** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * 40 KK * 1 0 1-1 0 * * * ************** 42 KO OU TPU T CO NTROL IPRNT !PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TI MINT VALUE EXCEEDS TABLE IN LOGL OG VARIABLES 5 0 0. 0 22 1 300 0.017 PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED LAST ORDINATE PUNCHED OR SAVED TIME INTERVAL IN HOURS 0 .01667 0.01667 6.00000 ~*~ *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * n KK 102 -10 * * ************** -l 9 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL !PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH !OUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 300 LAST ORDINATE PUNCHED OR SAVED TI MINT 0.017 TIME INTERVAL IN HOURS VALUE EXCEED S TABLE IN LOGLOG 0 .01667 0 .01667 6.00000 *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 5 -l KK 56 KO ***********W** * * DPl-10 * * ************** OU TPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL !PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TI MINT 0 0. PLOT CONTROL HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT 1 FIRST ORDINATE PUNCHED OR SAVED 300 LAST ORDINATE PUNCHED OR SAVED 0.017 TIME INTERVAL IN HOURS ~~* k** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 58 KK •ou KO ************** * 1 0 1-2 5 * * •************* OU TP UT CO NTR OL VARIABLES I PRNT 5 PRINT CONTROL I PLOT QS CAL IPNCH IOUT ISAVl ISAV2 TIMINT 0 PLOT CONTR OL 0. HYDROGRAPH PL OT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT 1 FIRST ORDINATE PUNCHED OR SAVED 300 LAST ORDINATE PUNCHED OR SAVED 0.017 TIME INTERVAL IN HOURS VALU E EXCEEDS TABLE IN LOGLOG 0 .01667 0 .01667 6 .00000 *** *** *** *** *** ***.*** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * 65 KK * 1 02-25 * * * ************** 67 KO OUTPUT CONTROL IPRNT I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TIMINT VARIABLES 5 0 0. 0 22 1 300 0.017 PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED LAST ORDINATE PUNCHED OR SAVED TIME INTERVAL IN HOURS VALU E EXCEEDS TABLE IN LOGLOG 0.01667 0 .01667 6.00000 *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 72 KK 74 KO ************** * * * DPl-25 * * * ************** OUTPU T CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL IPNCH IOUT ISAVl ISAV2 TIMINT 0 . HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT 1 FIRST ORDINATE PUNCHED OR SAVED 300 LAST ORDINATE PUNCHED OR SAVED 0.017 TIME INTERVAL IN HOURS *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ***' *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 76 KK 78 KO ************** * * 101-50 * * * ************** OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TI MINT 0 PLOT CONTROL 0. HYDROGRAPH PLOT SCA LE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT 1 FIRST ORDINATE PUNCHED OR SAVED 300 LAST ORDINATE PUNCHED OR SAVED 0.017 TIME INTERVAL IN HOURS V.11.L UE EXC EEDS TABLE IN LOGLOG 0.01667 0.01667 6.00000 *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 83 KK 85 KO ************** * * 102-50 * * * ************** OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TIMINT 0 PLOT CONTROL 0. HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT 1 FIRST ORDINATE PUNCHED OR SAVED 300 LAST ORDINATE PUNCHED OR SAVED 0.017 TIME INTERVAL IN HOURS VAL UE EXC EEDS TABLE IN LOGLOG 0.01667 0 .01667 6.00000 *~~ *~* *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * 90 KK DPl-50 * * * ************** 92 KO OUTPUT CONTROL VARIABLES IPRNT I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TI MINT 5 0 0. 0 22 1 300 0.017 PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED LAST ORDINATE PUNCHED OR SAVED TIME INTERVAL IN HOURS *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 94 KK 96 KO ************** * * * All * * * ************** OUTPU T CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL IPNCH IOUT ISAVl ISAV2 TIMINT 0. HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT 1 FIRST ORDINATE PUNCHED OR SAVED 300 LAST ORDINATE PUNCHED OR SAVED 0.017 TIME INTERVAL IN HOURS RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUAR E MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERI OD BASIN MAXIMUM TIME OF OPERATION STATI ON FLOW PEAK AREA STAGE MAX S TAGE 6-HOUR 24-HOU R 72 -HOUR HY DR OGRAP H AT 101100 470. 2 .95 108 . 108 . 108 . 0.17 HYDR OGRAPH AT 1021 0 0 45 . 2.98 11 . 11 . 11. 0 .02 2 COMBIN ED AT DPllOO 514 . 2 .95 119 . 119. 11 9. 0.1 9 HYDROG RAPH AT 102-5 21 . 3.00 5. 5. 5 . 0 .0 2 HYDR OGRA PH AT 101-5 229 . 2 .97 47. 47. 4 7. 0.1 7 2 CO MBIN ED AT DPl-5 250 . 2. 97 51. 51 . 51 . 0 .1 9 HYD ROGRAPH AT 1 0 1 -1 0 277 . 2.95 59 . 59 . 59 . 0 .1 7 HYD ROGRAPH AT 1 02-1 0 26 . 3 .00 6. 6. 6 . 0 .02 2 CO MBINED AT DPl-1 0 3 03. 2 .97 65 . 6 5. 65. 0 .19 HYDR OGRAPH AT 101 -2 5 354 . 2.95 78. 78. 78 . 0.17 HYDROG RAP H AT 102-25 33 . 3.00 8 . 8 . 8. 0 .02 2 COMBIN ED AT DPl -25 387. 2 .95 86 . 86 . 86 . 0 .19 HYD ROGRAPH AT 101 -5 0 4 11 . 2 .95 92. 92 . 92 . 0 .17 HYDR OGRA PH AT 10 2-5 0 39 . 2.98 9 . 9 . 9. 0.02 2 CO MBIN ED AT DPl -50 450 . 2 .9 5 101 . 101. 1 0 1 . 0 .1 9 5 CO MBIN ED AT All 190;3 . 2 .95 422 . 422 . 4 2 2 . 0 .95 ••• NORMAL END OF HEC-1 *** HECl S /N: 1343001909 HMVersion: 6 .33 Data File: C:\TEMP\-vbh240A .TMP ***************************************** *************************************** * * * FLOO D HYDR OGRAPH PACKAGE (HEC-1) * * U.S. ARMY CORPS OF ENGINEERS * MAY 1991 * * HYDROLOGIC ENGINEERING CENTER * VERSI ON 4 .0.lE * * 609 SECOND STREET * * * DAVIS, CALIFORNIA 95616 * RUN DATE 11 /23 /2004 TIME 16:43:57 * * (916) 756-1104 * * * * ***************************************** *************************************** x x xxxxxxx xxxxx x x x x x x xx x x x x x xxxxxxx xx xx x xxxxx x x x x x x x x x x x x x x xxxxxxx xxxxx xxx : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : Full Microcomputer Implementation by Haestad Methods, Inc . : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : 37 Brookside Road * Wa terbury, Connecticut 06708 * (203) 7 55-1666 THIS PROGRAM REPLA CES ALL PRE VIOUS VERSIONS OF HEC-1 KN OWN AS HECl (JAN 7 3 ), HEClGS, HEClDB, AND HE ClKW . THE DEFINITIONS OF VARIABLES -RTIMP-AND -RTIOR-HAVE CHANGED FROM THOSE USED WITH THE 1973 -STYLE INPUT STRUCT URE. THE DEFI NIT I ON OF -AMSKK-ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81 . THIS IS THE FORTRAN77 VERSI ON NEW OPTI ONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE :GREEN AND AMPT INFILTRATION KINEMATI C WAVE: NEW FINITE DIFFERENCE ALGORITHM HEC-1 INPUT PAGE 1 LIN E ID ....... 1 ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 1 ID Spring Creek Gardens -Post-Development 2 IT 1 300 3 IO 5 0 4 KK 201100 5 KM Drainage Area 201 -100 year 6 KO 22 7 BA 0 .1732 8 PH 1 00 0 0 .88 1.95 4.30 5.70 6 .30 7.90 9 LS 79 .8 10 UD . 3 98 11 KK 202100 1 2 KM Drainage Area 202 -100 year 13 KO 22 14 BA 0 .0175 15 PH 100 0 0 .88 1 .95 4 .30 5 .7 0 6 .30 7.90 16 LS 82 .5 17 UD .399 18 KK DPllO O 19 KM Discharge Point 1 100 year 20 KO 22 21 HC 2 2 2 KK 202-5 23 KM Drainage Area 202 -5 year 24 KO 22 2 5 BA 0.0175 26 PH 5 0 0.60 1. 32 2.68 3 .30 3 .70 4.40 2 7 LS 82.5 28 UD . 3 99 29 KK 201-5 30 KM Drainage Area 201 -5 year 31 KO 22 32 BA 0.1732 33 PH 5 0 0.60 1. 32 2 .68 3.30 3 .70 4.40 3 4 LS 79.8 35 UD .398 36 KK DP l-5 37 KM Dis c harge Point 1 -5 year 38 KO 22 39 HC 2 4 0 KK 201 -10 41 KM Drai nage Area 2 01 -1 0 ye ar 42 KO 22 43 BA 0.1732 44 PH 10 0 0.66 1.45 3 .02 3.90 4 .30 5.20 45 LS 7 9 .8 46 UD .39 8 HEC-1 INPUT PAGE 2 L INE ID ....... 1 ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 4 7 KK 202-10 48 KM Drainage Area 202 -10 year 49 KO 22 5 0 BA 0 . 017 5 51 PH 10 0 0 .6 6 1. 45 3 .02 3.90 4 .30 5 .20 52 LS 82 .5 53 UD .399 54 KK DPl -10 55 KM Discharge Point 1 -1 0 year 5 6 KO 22 57 HC 2 5 8 KK 201-25 59 KM Drainage Area 201 -25 year 6 0 KO 22 61 BA 0 .1732 6 2 PH 25 0 0 .74 1. 64 3 .52 4.60 5 .10 6.20 63 LS 79.8 6 4 UD .398 6 5 KK 202-25 66 KM Drainage Area 202 -25 yea r 67 KO 22 68 BA 0. 0175 69 PH 25 0 0.74 1. 64 3.52 4.60 5.10 6 .20 70 LS 82 .5 71 UD . 3 99 72 KK DPl-25 73 KM Discharge Point 1 -25 year 74 KO 22 75 HC 2 76 KK 201-50 77 KM Drainage Area 201 -50 year 78 KO 22 79 BA 0 .1732 8 0 PH 10 0 0 0.8 1 1.80 3 .91 5.1 0 5 .70 7 .00 81 LS 79.8 82 UD .3 98 83 KK 202-50 84 KM Dr a i nage Area 202 -50 year 85 KO 22 86 BA 0.0175 8 7 PH 100 0 0.81 1 .80 3.91 5.10 5.70 7.0 0 88 LS 82 .5 89 UD .399 LINE 90 91 9 2 93 94 95 96 97 98 HEC-1 INPUT PAGE 3 ID ....... 1 ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 KK DPl-50 KM Discharge Point 1 -50 year KO 22 HC 2 KK All KM KO 22 HC 5 zz i-iECl S/N: 134300 19 09 HMVersion: 6 .33 Data File: C:\TEMP \-vbh240A.TMP ***************************************** rLOOD HYDROG RAPH PACKAGE MAY 1991 VERSION 4. 0. lE (HEC-1) * * * * * RUN DAT E 11 /23 /2004 TIME 16:43 :57 * * ***************************************** Spring Creek Gardens -Post -Development 3 IO I T OUTPUT CONTROL VARIAB LES IPRNT 5 PRINT CONTROL I PLOT QSC AL HYDROGRAPH TIME NMIN IDATE ITIME 0 PLOT CONTROL 0 . HYDROGRAPH PLOT SCALE DATA 1 MINUTES IN COMPUTATION 1 0 STARTING DATE 0000 STARTING TIME INTERVAL NQ 300 NUMBER OF HYDRO GRAPH ORDINATES NDDATE 1 0 ENDING DATE NDTIME 0459 ENDING TIME I CENT 19 CENTURY MARK COMPUTATION INTERVAL TOTAL TIME BASE 0 .02 HOURS 4 .98 HOURS ENGLI SH UNITS DRAINAGE AREA PRECIPITATION DEPTH LENGTH, ELE VAT ION FLOW STORAGE VOLUME SURFACE AREA TEMPERATURE SQUARE MILES INCHES FEET CUBIC FEET PER SECOND ACRE-FEET ACRES DEGREES FAHRENHEIT *************************************** * * * U.S. ARMY CORPS OF ENGINEERS * * HYDROLOGIC ENGINEERING CENTER * * 609 SECOND STREET * * DAVIS, CALIFORNIA 9561 6 * * (916) 756-1104 * * * *************************************** *•* •*• *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * ~ KK 201100 •************* 6 KO OUTPU T CONTROL VARIAB LES IPRNT 5 PRINT CONTROL !PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH !OUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 300 LAST ORDINATE PUNCHED OR SAVED TIMI NT 0 .017 TIME INTERVAL IN HOURS VALUE EXCEEDS TABLE IN LOGLOG 0.01667 0.01667 6.00000 *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * 11 KK * 202100 * * * ************** 13 KO OUTPUT CONTROL VARIABLES IPRNT !PLOT QSCAL IP NCH !OUT ISAVl ISAV2 TIMI NT VALUE EXC EE DS TABLE IN LOG LOG 5 PRINT CONTROL 0 PLOT CONTROL 0 . HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT 1 FIRST ORDINATE PUNCHED OR SAVED 300 LAST ORDINATE PUNCHED OR SAVED 0.017 TIME INTERVAL IN HOURS 0.01667 0.01667 6.00000 K K K K*K *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * 18 KK DPllOO * * * ****•********* 20 KO OUTPUT CONTROL VARIAB LES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL o . HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDR OGRAPH I OU T 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl ISAV2 TI MINT 1 FIRST ORDINATE PUNCHED OR SAVED 300 LAST ORDINATE PUNCHED OR SAVED 0.017 TIME INTERVAL IN HOURS *~* *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 22 KK 24 KO ************** * * * 202-5 * * * ************** OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TIMINT 0 PLOT CONTROL 0. HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT 1 FIRST ORDINATE PUNCHED OR SAVED 300 LAST ORDINATE PUNCHED OR SAVED 0.017 TIME INTERVAL IN HOURS VAL UE EX CEEDS TABLE IN LOGLOG 0.01667 0.01667 6.00000 ••• *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 29 KK 3i KO ************** * * 201-5 * * * ************** OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL IPNCH IOUT ISAVl ISAV2 TIMINT 0. 0 HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT 1 FIRST ORDINATE PUNCHED OR SAVED 300 LAST ORDINATE PUNCHED OR SAVED 0 .017 TIME INTERVAL IN HOURS VALU E EX CEEDS TABLE IN LOGLOG 0.01667 0.01667 6.00000 A*~ *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ~o KK 38 KO ************** * * * DP l -5 * * * ************** OU TP UT CONTROL VARIABLES IPRNT !PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TIMI NT 5 PRINT CONTROL 0 ·PLOT CONTR OL 0. HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT 1 FIRST ORD INATE PUNCHED OR SAVED 300 LAST ORDINATE PUNCHED OR SAVED 0.0 17 TIME INTERVAL IN HOURS *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ~O KK 42 KO ************** * * 20 1-1 0 * * * ************** OUTPU T CONTR OL VARIABLES IPRNT 5 PRINT CONTROL !PLOT 0 PLOT CONTROL HYDROGRAPH PLOT SCALE QSCAL 0. IPNCH !OUT ISAVl ISAV2 TI MINT 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT 1 FIRST ORDINATE PUNCHED OR SAVED 300 LAST ORDINATE PUNCHED OR SAVED 0 .017 TIME INTERVAL IN HOURS VALUE EXC EE DS TABLE IN LOGLOG 0 .01667 0.01667 6 .00000 *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * n KK 202 -10 * * * ************** 49 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 300 LAST ORDINATE PUNCHED OR SAVED TI MINT 0.017 TIME INTERVAL IN HOURS VALU E EXCEEDS TABLE IN LOGLOG 0.01667 0 .01667 6 .00000 *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * 54 KK * DPl-10 * * * ************** 56 KO OUTPUT CONTROL IPRNT I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TI MINT VARIABLES 5 0 0. 0 22 1 300 0.017 PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED LAST ORDINATE PUNCHED OR SAVED TIME INTERVAL IN HOURS *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** •••*********** 56 KK 201-25 * * * ************** 60 KO OUTPUT CONTROL VARI ABLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 300 LAST ORDINATE PUNCHED OR SAVED TI MINT 0.017 TIME INTERVAL IN HOURS VAL UE EXC EEDS TABLE IN LOGLOG 0.01667 0.01667 6.00000 *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * 65 KK * 202-25 * * * ************** 67 KO OUTPUT CONTROL IPRNT I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TIMINT VARIABLES 5 0 o. 0 22 1 300 0 .017 PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED LAST ORDINATE PUNCHED OR SAVED TIME INTERVAL IN HOURS VALU E EXCEEDS TABLE IN LOGLOG 0.01667 0.01667 6.00000 a** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 72 KK 74 KO ************** * * DPl-25 * * * ************** OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TI MINT 0 PLOT CONTROL 0. HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT 1 FIRST ORDINATE PUNCHED OR SAVED 300 LAST ORDINATE PUNCHED OR SAVED 0.017 TIME INTERVAL IN HOURS *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 76 KK 78 KO ************** * * * 2 0 1-5 0 * * * ************** OU TP UT CO NTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TIMINT 0 PLOT CONTROL 0. HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT 1 FIRST ORDINATE PUNCHED OR SAVED 300 LAST ORDINATE PUNCHED OR SAVED 0 .017 TIME INTERVAL IN HOURS VA LU E EXC EE DS TABLE IN LOGLOG 0.01667 0.01667 6.00000 *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * 83 KK * 2 0 2-50 * * ************** 85 KO OUT PU T CO NTR OL I PRNT I PLOT QSCAL IPNCH I OU T ISAVl ISAV2 TIMINT VALU E EXCEEDS TABL E IN LOGLO G VARIABLES 5 0 0 . 0 22 1 300 0.017 PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED LAST ORDINATE PUNCHED OR SAVED TIME INTERVAL IN HOURS 0 .01667 0 .01667 6.0000 0 *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * 90 KK * DP l-50 * * ************** OUTPUT CON TRO L VARI ABLES IPRNT I PL OT QSCAL IPNCH IOUT ISAVl ISAV2 TIMINT 5 0 0. 0 22 1 300 0.017 PRINT CONTR OL PLOT CONTROL HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED LAST ORDINATE PUNCHED OR SAVED TIME INTERVAL IN HOURS *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 9 4 KK 96 KO ************** * * All * * ************** OUTPUT CONTROL VARIABLES IPRNT I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TI MINT 5 PRINT CONTROL 0 PLOT CONTROL 0 . HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT 1 FIRST ORDINATE PUNCHED OR SAVED 300 LAST ORDINATE PUNCHED OR SAVED 0 .017 TIME INTERVAL IN HOURS RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF OPERATION STATION FLOW PEAK AREA STAGE MAX STAGE 6-HOUR 24-HOUR 72-HOUR HYDROGRAPH AT 201100 470. 2 .95 108 . 108. 108. 0.17 HYDROGRAPH AT 202100 50 . 2 .9 3 12. 12. 12. 0.02 2 COM BINED AT DPllOO 520. 2.95 120. 120 . 120. 0.19 HYDROGRAPH AT 202-5 26. 2.95 5. 5. 5 . 0.02 HYDROGRAPH AT 201-5 229. 2.97 47. 47. 47. 0.17 2 COMBINED AT DPl -5 254 . 2.97 52. 52. 52. 0.19 HYDROGRAPH AT 201-10 277. 2.95 59. 59. 59 . 0.17 HYDROGRAPH AT 202-10 31. 2.95 7. 7. 7. 0.02 2 COMBINED AT DPl-10 308. 2 .95 66. 66 . 66. 0.19 HYDROGRAPH AT 201-25 354. 2.95 78. 78 . 78. 0.17 HYDROGRAPH AT 202-25 38. 2 .95 9. 9. 9. 0.02 2 COMB INED AT DPl-25 392. 2.95 87. 87. 87 . 0 .19 HYDROGRAPH AT 201-50 411. 2.95 92. 92. 92 . 0 .17 HYDROGRAPH AT 202-50 44. 2.93 10 . 10 . 10. 0.02 2 CO MBINED AT DPl-50 456. 2.95 102. 102. 102. 0.19 5 COMBINED AT All 1930 . 2.95 427. 427. 427. 0.95 ... NO RMAL END OF HEC-1 *** EXHIBIT A Pre-Development Drainage Area Map