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HomeMy WebLinkAbout40 Development Permit 388 O.C. Cooper SubdivisionI I /' I I ! . (409) 696-1444 M. L. HAMMONS, P .E. 1700 KYLE SOUTH, SUITE 240 COLLEGE STATION, TEXAS 778 Engineering Department City of College Station College Station, Texas A OVEDFOR 1 7 1996 December 9, 1996 Ref: O.C. Cooper Subdivsion Yard drainage contour Yard drainage at two lots within the referenced subdivision has been constructed with drainage flow different from that shown by the original contour sheet. The original drainage plan indicates that flow from the back half of lots 1 and 2 and a small amount from the adjoining upstream vacant land would drain behind the houses on lots 1, 2 and 3 into the detention pond. (See Attachment #1) Instead, drainage from the upstream vacant land drains to the newly constructed (Bright Circle) street along the north segment of the street and the back half of lots 1 and 2 drains into the cul-de-sac area of the street as shown by Attachment #2. Drainage dynamics has been slightly modified by adding a small additional flow into the concrete inlet and flume at the south end of the cul-de-sac. Total flow , however, has not been modified and still passes into and through the detention pond system. The additional flow at the cone flume is the flow from lots one and two as it is diverted into the cul-de-sac. The flow is thus: 1400 sf@ .96 7900 sf@ .35 which equates to 9300 sf@ .44. Then, (from Q =CIA) Q100 = .44x12.5x.213 = 1.17 . If we approximate upward to 2 cfs the additional flow in the flume has the effect of raising the 100 year flow level by approximately 2" (according to Haestad Methods Flowmaster software), from 11" to approximately 13" in a flume with 21" wall heights. Therefore, no adverse effect is expected from the rerouting of flow from the back half of lots 1 and 2 . Sincerely, 1t!lr.Ham MLH/av LACE" SUBDIVISION " " TRACT A • I • • /1 • I LOT 8 ~--·---. w I :z .~ . -' I~ • LU i bi . <t . LU I I> .. . . CONC FLOW C SECTI NTS ~ ~ ~ z+= :s ~ 2::. -----{ J POLAR-BEK SUBDIVISION N/F THE ENCLAVE •• I BLIC UTILID' DEVELOPMENT TRACT "C" 2.370 AC. ZONED RS " LOT 6 0 .1 64 AC. / / / s:)/ ~ ) Urban Design Group f I J\\~~{M~ C?-/--A"1NE-L eft${f'f\_ENT_ STATE OF TEXAS JOB NO. 95325 COUNTY OF BRAZOS Parcel 9 PAGE 1OF1 FIELDNOTE DESCRIPTION of0.033 of an acre, or 1,430 square feet ofland area, situated in the Crawford Burnett League in Brazos County, Texas, and being out of and a part of that certain tract ofland called to contain 18.446 acres ofland and described in a deed to Sweetbriar Nursing Homes, Inc ., ofrecord in Volume 330, Page 324, Deed Records of said county . Said 0 .033 of an acre ofland being more particularly described by metes and bounds as follows : BEGINNING at a point at the most Northerly comer of Lot 7, Block 1 of Parkway Plaza, Phase Five, a subdivision of record in Volume 372, Page 751, Plat Records of said county (Note -The record plat in Vol. 372 , Pg. 751 calls for iron rod set at all comers) in the Southeasterly line of said 18.446 acres ofland and also being the most Westerly comer of Lot 14, Block Two of Parkway Plaza, Phase Eight, a subdivision ofrecord in Volume 429, Page 481, Plat Records of said county and from which a 112 inch iron rod found at the South comer of said 18 . 446 acres tract, same being the most Westerly comer of said Lot l,Block 1 of Parkway Plaza, Phase Five bears South 48 deg . 43' 21" West a distance of 33 .36 feet, South 48 deg . 46' 09" West a distance of 168 .77 feet, South 48 deg . 04' 07'' West a distance of 59 .75 feet, South 48 deg . 28' 29" West a distance of 120 .37 and South 48 deg . 20' 24" East a distance of 125 .26 feet; THENCE crossing said 18 .446 acre tract of land the following three courese : 1. with the Westerly line ofthis tract ofland, North 05 deg . 11' 46" East for a distance of 30 .87 feet to a point for the most Westerly comer of this tract ofland; 2 . with the Northwesterly line of this tract ofland, North 50 deg . 27' 59" East for a distance of 59.43 feet to a point for the most Northerly comer of this tract ofland ; 3 . with the Northeasterly line of this tract ofland South 36 deg . 08' 26" Ea~t for a distance of 19 . 5 3 feet to a point for corner in the Northwesterly line of said Lot 1°4 and being the most Easterly comer of this tract of land ; THENCE with the common line between said Lot 14 and said 18.446 acre tract and being the Southeasterly line of this tract ofland, South 48 deg . 43' 21" West {This is the same line called to be South 48 deg . 37' 35" West in Vol. 429 , Pg. 421 and South 48 deg . 46' West in Vol. 330, Pg. 324) for a distance of80 .03 feet to the POINT OF BEGINNING And containing 0 .033 of an acre ofland within these metes and bounds . Note -There is a sketch of survey this date made to accompany this metes and bounds description . S~dby : \~.\/. Date SWEETBRIAR NURSING HOME S. INC 18.446 AC VO L 330 PG 324 -------PARCEL 9 B~~~~G --~ODA~--------- !S4 8 °36'W J . ___ ... •··· ·--·····-·· ..... ·· -"'-.-----------· ····-... -· O·--' ~- --~ -... -······· '--······--·· ·-· -····-··-·· -.. -··············· . ~= ('+ ', '\. 7 '\. ' (' 0 , '\. '\. + '\. '-7 &;-, '\. 0, /< '\. ' ./ ~ '\. '' &;-l';-' LOT 7 LOT 8 NOTE: :}'J _<.o __ _ C\/ co 0 LOT ------ 0 14 THERE IS A t.ETES AND BOUNDS DESCRIPTION THIS DATE MADE TO ACCOt.f>ANY THIS SKETCH OF SURVEY. C ) DENOTES RECORD INFO 4412 Spicewood Spr i ngs Rood. Su ite 800 Uttn, Tt xae 78159 512-346-1996 411 SOJth Main S<ll Antai lo. Texoe 78204 210-226-'9271 UNPLATTED SWEETBRIAR NURSING HOME, INC ------ AUGUST 7, 1996 EXHIBIT-1 SCALE: 1 * = 20 ' UOG PROJ NO 95 -3 25 A1>'P72oua 8-~-7~ S~mcre,e___ (409) 696-1444 M. L. HAMMONS, P .E. 1700 KYLE SOUTH, SUITE 240 COLLEGE STATION, TEXAS 77840 City of College Station Engineering Department August 5, 1996 Ref: 0 . C. Cooper Subdivision Cost Estimate -Subdivision Improvements 0 . C. Cooper Subdivision cost estimates are: WATER -485 Lf +/-................... . 6", C900 pipe $5700 1 -12x6 tap $2000 1 -fire hydrand $1700 1 -blow off assembly $450 Lot service taps, Etc. $1300 Misc. $450 SANITARY SEWER ....................... . 8" SDR26 $9300 4" SOR 26 $500 Manholes (3) $4800 Safety , Etc. $1600 STREET IMPROVEMENTS & DRAINAGE ........ . Earthwork $6500 Street $48,800 Drainage $22,500 ELECTRIC, PHONE AND STREET LIGHTS ....... . Electrical $11,200 Street Lights (2) $2000 Phone $1200 TOTAL COST ~am $ 11 ,600.00 $ 16,200 .00 $ 77,800 .00 $ 14 ,400 .00 $ 120 ,000 .00 DEVELOPMENT PERMIT PERMIT NO. 388 O .C. COOPER SUBDIVISION FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: O .C . Cooper Subdivision SITE ADDRESS: Not Addressed OWNER: · DMG Development Attn : David Scarmardo 111FM2818 Bryan, Texas 77803 DRAINAGE BASIN: Bee Creek, Segment IV TYPE OF DEVELOPMENT: This permit is valid for all construction activities specified on the approved plans . Contractor shall prevent silt and debris from leaving the site in accordance with the City of College Station Drainage Policy and Design Criteria. Owner and/or contractor shall be responsible for any damage to existing city streets or infrastructure due to heavy machinery and/or equipment. 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 e City Engineer in the development permit application for the above named p oje t and of the codes and ordinances of the City of College Station that apply. Contractor Date /'-(ft,, Daft Date i Figure XII Development Permit City of College Station, Texas Site Legal Description: 0.C-. C'2'2pe-y'l.c =71.J 0 0.1 vi ::2 io ~ Site Owner: 0Av;Q S CJWkv1\ kWO Address :--~------­ Telephone: I 11 7 Z e> i Architect/ ~ J Engineer: J , k ~ ·~A-f\A VI, tf/ /-.{ G Contractor: -(c::-:)Coc...L (1N ~t' Address: 1700 jC~ktS":-~Of.J(t+ Telephone No : (act~ 1 J 'i Cf-<f Address: -----------~ Telephone No : _________ _ Date Application Filed : --"-'3-+f-~_,fr-Cf___,.(e'-----Approved: __________ _ Application is hereby made for the following development specific waterway alterations : Application Fee Signed Certifications Drainage and erosion control plan, with supporting Drainage Report two (2) copies each. Site and Construction Plans, with supporting Drainage Report two (2) copies each. Other: ----------------------------- I, -H-.-:JP.f-::.::oH"'-__,.,~~~4<---'o'=-=--'"'-'\?AJ-=:........;=~esig ~/owner, hereby acknowledge or affirm that: The information a conclusi o ns contained in the above plans and supporting documents comply with the current req irements of the City of College Station, Texas City Code, Chapter 13 and its associated Drainage Policy and D esign Standard s. 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 Colle e Staf . City Code . Contractor • • ) ' 1) (~ ~ "l ~ ' {l,,'O \ ~ \ 7 I Gt~ I t-;uo1 yv°o~ Figure XII Continued \~o\ \ l~ 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 th at t he finished floo r el ev ation of the lowe st floor , including any basement, of an y residential structure, proposed as part of this application is at or above the bas e flood eleva ti on established in the late st Federal In surance Administration Flood Hazard Stu dy and maps , as am ended. Engin eer Date C . I , certify that the alterations or development covered by this permit shall not diminish the flood -carrying capacity of the waterway adjoining or crossing this permitted site and that such alte rations or development are consistent with requirements of the City of College Station City Code, Chapter 13 concerning encroachments of floodways and of floodway fringes . Engineer Date I, do certify that the proposed alterations do not raise the level of the 100 year flood above elevation established in the latest Federal Insurance Administration Flood Hazard Study. Engineer D at e Condit ions or comments as part of ap proval : ------------------- 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. All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer for the above named project . All of the applicable codes and ordinances of the City of College Station shall apply. ·-- September 12, 1996 Mr Kent Laza City Engineer David Scannardo P. 0 . Box 45 08 Br ya n, Texas 77805 409 -7 79-72 09 (Fax) 4 09-822-1763 City of College Station Dear Kent, Per our conversation, Wednesday 9-11-96, I am requesting building permits for the O.C. Cooper duplex project with the understanding that we will not ask for C.O.'s until all utilities are complete. Thanks you for your assistance, ~ Jc;tMMt~ David Scarmardo TO: FROM: RE: DATE: CITY OF COLLEGE STATION LEGAL DEPARTMENT POST OFFICE BOX 9960 1101 TEXAS AVENUE COLLEGE STATION, TEXAS 77842·9960 (409) 764-3507 MEMORANDUM Steve Homeyer, Project Manager/Engineering Department Jan Schwartz, Legal Assistant ~ LU.LAC. Easement U November 8, 1996 Attached hereto for your file is a copy of the executed Utility Easement on the LU.LAC. property. I have not hear anything from anyone regarding the abandonment of the other easement. :js Attachment STORMWATER DRAINAGE ANALYSIS FOR: O.C. COOPER PLACE SUBDIVISION HOLLEMAN DRIVE -COLLEGE STATION, TEXAS DAVID SCARMARDO BRYAN, TEXAS BY: M. L. HAMMONS, P.E. 1700 KYLE SOUTH COLLEGE STATION, TEXAS 77840 At::.~00 Gb w 1-rrf co tJ"'D t -n o Ai e>t-f""rl€" APt:'K-Ot"IC I A IE S-rh::.eT STORMWATER DRAINAGE ANALYSIS 0. C. COOPER SUBDIVISION COLLEGE STATION, TEXAS I, M. L. Hammons, P.E. by seal and signature certify that this analysis and the resultant facilities design, to the best of my knowledge and intent, are in compliance with the City of College SITE DESCRIPTION The drainage tract considered herein, is the composite land area of tracts "A" and "C" of the O.C. Cooper Place subdivision (now being considered by the City of College Station). Tract "A" is an undeveloped 3 .89 acre tract of the subdivision and tract "C" is a 2.36 acre tract that is currently being proposed for development as a duplex residential addition. The entire 6.25 acres is being considered for drainage since tract "A" is upstream from tract "C" and currently drains downstream across tract "C". Since tract "B" is already developed and does not drain to either of the other two tracts it is not included in this drainage consideration The drainage site is located on the southeast side of Holleman Drive north of Anderson Street. The tract is a 6 .25 acre portion of the 7.64 acre subdivision . (See Append ix #1, "Vicinity Map"). The site is bounded to the northeast by "The Enclave" apartment development; to the southeast by "LULAC" dwelling units; to the southwest by a medical office (Dr. Mcllhaney); and to the northwest by Holleman Drive . The tracts ("A" and "C") are currently undeveloped and are vegetated with grass and bushes . There are no significant trees or shrubs . A duplex dwelling subdivision is being considered for the 2 .36 acres of tract "C". No improvements are currently considered for tract "A" within this proposal. EXISTING SITE DRAINAGE The site is not located in, or eminently near, the 100 year flood plain as identified by FIRM map of 712192 (See Appendix #2, "Flood Plain Map"). According to Figure II - 1 of the Stormwater Management Plan for the City of College Station as presented by the "Drainage Policy and Design Standards", this site is located in the Bee Creek (Section IV) drainage area (See Appendix #3, "Drainage Area Map"). Current surface drainage is sheet drainage with some minor channeling and is generally in a south, southeasterly direction with primary, if not total drainage discharge onto the adjacent LULAC property (See Appendix #4, "Site Drainage Map"; thence through the LU LAC tract into an unnamed channel that drains beneath Anderson Street to Bee Creek. There are no flowing streams originating on or passing through the tract. 1 PROPOSED SITE DRAINAGE In order to comply with City of College Station stormwater management criteria, the post development stormwater runoff rate will be attenuated to a rate no greater than the pre- development runoff rate . Control will be accomplished by on-site detention ponding , including a controlled flow discharge structure . Stormwater detention, as described herein and as indicated on subdivision grading plans, is to be contained in a shallow (2.5'+/-) earth bermed pond located at the lower end of the tract at the end of the proposed cul - de-sac street. All drainage flow then discharges across LULAC property through an R.C.P. conduit placed in an easement (See Appendix #5, "Discharge Flow Map"). The flow is attenuated to not exceed the pre-development flow rate. DRAINAGE DESIGN CRITERIA Stormwater control within this subdivision requires stormwater runoff attenuation for the development tract "C" and stormwater runoff management (not attenuation) for all natural runoff from the upstream, undeveloped tract "A". "Upstream" and "site" drainage is a composite, unseparated flow at the detention pond . Two drainage scenarios are to be met: 1) Accommodate water inflow from development tract "C" and mete out according to City ordinance requirements . (This condition prevails if all upstream runoff is diverted from tract "C") 2) Accommodate water inflow from the total tract (tracts "A" and "C ") and mete out according to City ordinance requirements . (This condition prevails upon completion of planned duplex development with tract "A" unchanged) As prescribed by City ordinance , the 100, 50, 25, 1 O and 5 year storm events are considered in this stormwater control plan . STORMWATER RUNOFF DISTRIBUTION Drainage patterns into and from the 2.36 acre development tract are as shown by Appendix #6 . The tracts flow thus : Tract "A" - 0 .67 acres to Holleman Drive 3.23 acres to tract "C" (thence to detention pond) Tract "B" - 0.09 acres to Holleman Drive 0.08 acres to adjacent LULAC property 2 .19 acres to detention pond (thence to discharge flow line) 2 Therefore, 5.42 acres (3 .23 + 2.19) flows through the detention pond. ANALYSIS: SUBDIVISION DEVELOPMENT ONLY (Drainage scenario #1, "Drainage Control Design Criteria" paragraph, page 2) PRE-DEVELOPMENT flow calculations -Calculations are by "Haestad Methods, Quick tr-55 , version 5.44" computer software. Computer printout data is as shown by Appendix #7 and are as summarized thus : 0 5 = 5.89 cfs 0 10 = 6.61 cfs 0 25 = 7 .56 cfs 0 50 = 8.32 cfs / 0100 = 8 .92 cfs POST-DEVELOPMENT flow calculations -also shown by Appendix #7 and summarized thus : 0 5 = 11 .35 cfs 0 10 = 12.74 cfs 02 5 = 14.55 cfs j 0 50 = 16.03 cfs 0 100 = 17 .18 cfs Stormwater runoff from the development tract is increased due to development of buildings, streets and parking. The drainage C factor for the development tract is shown by the Haestad printout of Appendix #7 . DETENTION POND VOLUME CALCULATION The proposed stormwater detention system is designed to attenuate stormwater flow up to (and including) the 100 year event. Detention requirements are established by calculations according to the "Haestad Methods" system . The pond volume, as graphically defined by construction drawings and as partially reproduced herein as Appendix #9, is calculated by "Haestad Methods, Pond - 2, version 5 .15" computer software. The pond volume is as shown by Appendix #8 . 3 OUTFALL STRUCTURE (2 .19 Acres) To accomplish the desired outfall flow rate attenuation, an outfall device has been designed. A 4' x 4' concrete box structure with a wall opening was assumed for initial calculation criteria. An arbitrary opening size and shape, placed at elevation 296.70 was assumed for computer calculation input. Then various opening modifications were used as computer input and calculations were repeated until an appropriate configuration was accomplished. An 11" wide vertical rectangular weir proved appropriate. The outflow opening used for calculation is documented by the "Haestad Methods" sheet presented herein as appendix #9 . STORMWATER ROUTING (2 .19 Acres) With the appropriate outlet orifice, stormwater routing tables were developed and printed as presented by Appendix #10. Discharge rates , pond elevations and pond volumes are summarized : Event Discharge Elevation Volume 5 year 6 .08 cfs 298.36 3,433 cf 10 year 6.76 cfs 298.48 3,979 cf 25 year 7.42 cfs 298.60 4,651 cf 50 year 8.08 cfs 298.71 5,293 cf / 100 year 8.63 cfs 298 .80 5,845 cf . Using the pre-development runoff calculations as the allowable runoff rate, this configuration appears appropriate for use as the detention facility for the development tract with no stormwater input from upstream property. As stated previously herein, this system is to be designed to properly perform under two completely separate operating scenarios . As the stormrouting calculations indicate, the development tract attenuation requirements have been met. Additionally the system must perform with the superimposed inflow from the upstream undeveloped tract. The inflow however, need not be attenuated . The following analysis is to establish the requirements for handling the incoming flow. 4 ANALYSIS: COMPOSITE TRACTS (Drainage scenario #2, "Drainage Control Design Criteria" paragraph , page 2) PRE-DEVELOPMENT flow calculations -Calculations are by "Haestad Methods, Quick tr-55 , version 5.44" computer software . Computer printout data is as shown by Append ix #11 and are summarized thus: Os= 14.59 cfs 0 10 = 16.37 cfs 0 2s = 18.70 cfs Oso = 20.60 cfs / 0100 = 22.08 cfs POST-DEVELOPMENT flow calculations -also shown by Appendix #11 and summarized thus : Os = 20 .04 cfs 0 10 = 22.49 cfs 0 2 s = 25. 70 cfs Oso = 28 .31 cfs 0100 = 30.34 cfsj DETENTION POND VOLUME CALCULATION Same as shown in development tract analysis OUTFALL STRUCTURE (Composite acreage) To accomplish the desired outfall flow rate attenuation , an outfall device must be designed that retains the integrity of the development tract device and maintains the city ordinance requirements integrity. Similar to the procedure used to determine the outlet device configuration, on page 4 , various outlets were used for input that would keep the original detention in tact and accounted for the composite tract. The configuration documented by "Haestad Methods" is shown by Appendix #12. STORMWATER ROUTING (Composite acreage) With the appropriate outlet orifice, stormwater routing tables were developed and printed as presented by Appendix #13 . Discharge rates, pond elevations and pond volumes are summarized: Event 5 year 10 year 25 year 50 year 100 year Discharge 8 .07 cfs 14.77 cfs 17 .94 cfs 20.23 cfs 23.79 cfs Elevation 298.7J_zqq,O 299.01 299 .08 299 .13 299 .20 5 Volume 5,285_£_-rs-s-o 7 ,287 ef +,820 cf 8,178 cf ~~lo Using the pre-development runoff calculations as the allowable runoff rates , this configuration appears appropriate for use as the detention facility for the development tract with pre development stormwater input from upstream property . CONCLUSIONS Peak run-off due to development will be attenuated as required by city ordinance . 6 APPENDIX #1 VICINITY MAP APPENDIX #2 FLOOD PLAIN MAP APPENDIX #3 DRAINAGE AREA MAP APPENDIX #4 SITE DRAINAGE MAP APPENDIX #5 DISCHARGE FLOW MAP APPENDIX #6 STORMWATER DRAINAGE PATTERN APPENDIX #7 PRE & POST DEVELOPMENT RUNOFF CALCS (DEVELOPMENT TRACT ONLY) APPENDIX #8 DETENTION BASIN VOLUME CALCULATIONS APPENDIX #9 OUTFALL STRUCTURE (DEVELOPMENT TRACT ONLY) APPENDIX #10 STORM ROUTING (DEVELOPMENT TRACT ONLY) APPENDIX #11 PRE & POST DEVELOPMENT RUNOFF CALCULATIONS (COMPOSITE TRACT) APPENDIX #12 OUTFALL STRUCTURE (COMPOSITE TRACT) APPENDIX #13 STORM ROUTING (COMPOSITE TRACT) 7 STE )£RSON ~LETIC )ARK V C N TY COLLEGE STATION WATER TOWER OLIVE GARDE H.E.B. GROCERY ENCLAVE I Z I-D ~ AJ D -1 Z I MAP N.T.S. NTS APPENDIX #1 / ,. / \ \ / \ APPENDIX #3 S TE ~RSO N ~E T/C 1RK V C N TY COLLEGE STATION WA TER TOWER OLI VE GAR DE. H .E.B . GROCERY EN CLAVE y · y p l\JTS APPENDIX #51 I A \ / \ ; \1 \I I I 0 APPENDIX #6 I -rn::rt-C-z , 'c " 91Le <f ~~Sl Ocvclof 1v1cu ( \Zw-i ow APPENDIX#? Quick TR-55 Ver.5.44 Executed: 12:49:50 S/N:l315430080 08-16-1996 O.C. COOPER SUBDIVISION HOLLEMAN DRIVE PRE DEVELOPMENT CONDITIONS * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. PERVIOUS Runoff IC I 0.350 Area acres 2.19 Tc (min) Wtd . IC' 10.00 0 .. 350 RETURN FREQUENCY = 5 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.350 7 .690 Total acres 2.19 Peak Q (cfs) 5.89 Quick TR-55 Ver.5.44 Executed: 12:49:50 S/N:1315430080 08-16-1996 O.C. COOPER SUBDIVISION HOLLEMAN DRIVE PRE DEVELOPMENT CONDITIONS * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, !=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. PERVIOUS Runoff 'C' 0.350 Area acres 2.19 Tc (min) Wtd. I c I 10.00 0 .350 RETURN FREQUENCY = 10 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.350 8 .630 Total acres 2.19 Peak Q (cfs) 6.61 Quick TR-55 Ver.5.44 S/N:1315430080 Executed: 12:49:50 08-16-1996 O.C. COOPER SUBDIVISION HOLLEMAN DRIVE PRE DEVELOPMENT CONDITIONS * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. PERVIOUS Runoff IC' 0.350 Area acres 2.19 Tc (min) Wtd. 'C' 10.00 0 .350 RETURN FREQUENCY = 25 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.350 9.860 Total acres 2 .19 Peak Q (cfs) 7.56 Quick TR-55 Ver.5.44 Executed : 12:49:50 S/N:1315430080 08-16-1996 O.C. COOPER SUBDIVISION HOLLEMAN DRIVE PRE DEVELOPMENT CONDITIONS * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. PERVIOUS Runoff IC' 0.350 Area acres 2 .19 Tc (min) Wtd . 'C' 10.00 0.350 RETURN FREQUENCY = 50 years 'C' adjustment, k = 1 Adj. 'C' = Wtd .'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.350 10 .860 Total acres 2 .19 Peak Q (cfs) 8.32 Quick TR-55 Ver.5.44 S/N:1315430080 Executed : 12 :49:50 08-16 -1996 O.C. COOPER SUBDIVISION HOLLEMAN DRIVE PRE DEVELOPMENT CONDITIONS * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs , C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr . PERVIOUS Runoff I c I 0.350 Area acres 2 .19 Tc (min) Wtd. IC' 10.00 0.350 RETURN FREQUENCY = 100 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.350 11.640 Total acres 2.19 Peak Q (cfs) 8.92 Quick TR-55 Ver.5.44 S/N:l315430080 Executed: 12:56:33 08-16-1996 O.C. COOPER SUBDIVISION HOLLEMAN DRIVE POSTDEVELOPMENT CONDITIONS * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Runoff Area ~~Descr. 'C' acres Tc Wtd. (min) 'C' ~~~~~---;~;~;----;~~;-- IMPERVIOUS 0.900 1.29 10.00 0.674 RETURN FREQUENCY = 5 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.674 7.690 Total acres 2.19 Peak Q (cfs) 11. 35 Quick TR-55 Ver.5.44 S/N:1315430080 Executed: 12:56:33 08-16-1996 O.C. COOPER SUBDIVISION HOLLEMAN DRIVE POSTDEVELOPMENT CONDITIONS * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, !=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr . Runoff IC' Area acres PREVIOUS 0.350 0.90 IMPERVIOUS 0.900 1.29 Tc (min) Wtd. IC' 10.00 0.674 RETURN FREQUENCY = 10 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.674 8 .630 Total acres 2.19 Peak Q (cfs) 12.74 I Quick TR-55 Ver.5.44 Executed: 12:56:33 S/N:1315430080 08-16-1996 O.C. COOPER SUBDIVISION HOLLEMAN DRIVE POSTDEVELOPMENT CONDITIONS * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff IC' PREVIOUS 0.350 IMPERVIOUS 0.900 Area acres 0.90 1.29 Tc (min) Wtd. IC I 10.00 0.674 RETURN FREQUENCY = 25 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.674 9.860 Total acres 2.19 Peak Q (cfs) 14.55 Quick TR-55 Ver.5.44 Executed: 12:56:33 S/N:1315430080 08-16-1996 O.C. COOPER SUBDIVISION HOLLEMAN DRIVE POSTDEVELOPMENT CONDITIONS * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, !=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff I c I Area acres PREVIOUS 0.350 0.90 IMPERVIOUS. 0.900 1.29 Tc (min) Wtd. IC' 10.00 0.674 RETURN FREQUENCY = 50 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.674 10 .860 Total acres 2.19 Peak Q (cfs) 16.03 Quick TR-55 Ver.5.44 Executed: 12:56:33 S/N:1315430080 08-16-1996 O.C. COOPER SUBDIVISION HOLLEMAN DRIVE POSTDEVELOPMENT CONDITIONS * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff I c I PREVIOUS 0.350 IMPERVIOUS 0.900 Area acres 0.90 1. 29 Tc (min) Wtd. IC' 10.00 0.674 RETURN FREQUENCY = 100 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0. 674 11. 640 Total acres 2.19 Peak Q (cfs) 17.18 ' Quick TR-55 Ver.5.44 Executed: 12:56:33 S/N:l315430080 08-16-1996 ************************************************************************ ************************************************************************ MODIFIED RATIONAL METHOD * * * * * * ----Grand Summary For All Storm Frequencies * * * * * * ************************************************************************ ************************************************************************ First peak outflow point assumed to occur at inflow recession leg. Area O.C. COOPER SUBDIVISION HOLLEMAN DRIVE POSTDEVELOPMENT CONDITIONS 2.19 acres Tc = 10.00 minutes ............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Frequency Adjusted (years) 'C' 5 0.674 10 0.674 25 0.674 50 0.674 100 0.674 Duration Intens. Qpeak minutes in/hr cf s 25 4.830 7.13 26 5.370 7.93 28 5.910 8.72 28 6.510 9.61 28 7.020 10.36 Allowable cf s 5.89 6.61 7.56 8.32 8.92 VOLUMES Inf low Storage (cu.ft. ) (cu.ft. ) 10,694 12,365 14,655 16,143 17,407 4,509 5,226 6,037 6,658 7,239 APPENDIX#8 POND-2 Version: 5.15 S/N : 1295130055 O.C . COOPER SUBDIVISION DETENTION BASIN VOLUMES CALCULATED 08-16-1996 DISK FILE: C:\PONDPACK\H Planimeter scale: 1 inch 15:52:14 .VOL 1 ft. * Elevation (ft) Planimeter (sq. in.) Area (sq. ft) Al+A2+sqr(Al*A2) (sq. ft) Volume (cubic-ft) Volume Sum (cubic -ft) * 296.70 297.00 297.50 298.00 298.50 299.00 ,3-e-cJ. oo z.qq ' 5 0 .00 1,105 .00 2,010.00 2,885 .00 5,215 .00 7,310 .00 9,000.00 0 1,105 2,010 2,885 5,215 . 7,310 9,000 0 1,105 4,605 7,303 11,979 18,699 24,421 0 0 110 110 768 878 1 ,217 2,095 1,996 4,092 3,117 7,208 8,140 15,349 2 IA= (sq.rt(Areal) + ((Ei -El)/(E2 -El))*(sq .rt(Area2)-sq .rt(Areal))) where : El I E2 Ei Areal,Area2 IA = = = = Closest two elevations with planimeter data Elevation at which to interpolate area Areas computed for El, E2, respectively Interpolated area for Ei Incremental volume computed by the Conic Method for Reservoir Volumes. Volume= (1/3) * (EL2-EL1) * (Areal+ Area2 +sq.rt. (Areal*Area2)) where: ELl, EL2 Areal,Area2 Volume Lower and upper elevations of the increment Areas computed for ELl, EL2, respectively = Incremental volume between ELl and EL2 , ---! -r0 \J sre1~-r1cir~ '6/\-st 1'1 ~oMO ~ O.u-rL--e ~ Sra.,wc(JJILS APPENDIX#9 / / / / LOT 5 MIN. FT ELEV 300 .80 / / / MIN . FF ELEV 300.70 LOT 299.5 ""' # +µ.,.~--12 g g. 0 ~~-f299.7 TOP OF BERM ELEV 299.7~ -=---l299.0 . ----11298 .o I EARTH BERM SLOPES @ 1 RISE:4RUN .~ ~· 299.0 /#-,..._~299.5 -/"-:IS:-~~299 .0 DETENTION POND OUTLET ORIFICE INVERT ELEV 296 .7 \ FENCE CONC 'CITY TOP ELEV. 299.2 ClOO YR. STORM EVENT> #4 REBAR @ 12° DC EACH WAY SIDES & BOTTOM ADD DIAGONAL STEEL @ PIPE OPENING DISCHARGE OPENING ll u VERTICAL WEIR FLOW ELEV 296.70 SHOP CONSTRUCTED GRATE 1 l/2uX 3/B u STRAP @ 2u GRID . (FULL TOP) ~· t>--,;o.~:---~~FL~D'w'~~~ GROUT FI LL AND CONTOUR * ~. TD NOT HOLD WATER INVERT ELEV. 293 .8 296 .7 {/-~ I \\ \\293.8 // '-''::::..-'i ELEV . 293.3 1' COMPACTED GRANULAR CU SHION 30v RCP 11 1 0 / S ECTI 0 N " B" OUTLET STRUCTU NT S Outlet Structure File: H .STR POND-2 Version: 5.15 Date Executed: S/N : 1295130055 Time Executed: *********************** O.C. COOPER SUBDIVISION OUTFALL STRUCTURE *********************** >>>>>> Structure No. 1 <<<<<< (Input Data) WEIR-VR Weir -Vertical Rectangular El elev. (ft)? E2 elev. (ft)? Weir coefficient? Weir elev. (ft)? Length (ft)? Contracted/Suppressed 296.70 300.00 3.087 296.70 0.92 (C/S)? S 5 T01L~l ilol\f 1, 1'1 ~ '-' --r-rL~c r L II APPENDIX #10 I POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 08-16-1996 16:15:57 Page 1 Return Freq: 5 years ****************************** * * * O.C. COOPER SUBDIVISION * * 2.19 ACRE STORM ROUTING * * * * * * * ****************************** Inflow Hydrograph: C:\PONDPACK\H5PST .HYD Rating Table file: C:\PONDPACK\H .PND ----INITIAL Elevation = Outflow = Storage = CONDITIONS----296. 70 ft 0.00 cfs O cu-ft GIVEN POND DATA INTERMEDIATE ROUTING COMPUTATIONS ELEVATION (ft) 296.70 296.80 296.90 297.00 297.10 297.20 297.30 297.40 297.50 297.60 297.70 297.80 297.90 298.00 298.10 298.20 298.30 298.40 298.50 298.60 298.70 298.80 298.90 299.00 299.10 299.20 OUTFLOW (cfs) 0.0 0.1 0.3 0.5 0.7 1. 0 1. 3 1. 7 2.0 2.4 2.8 3.3 3.7 4.2 4.7 5.2 5.7 6.3 6.9 7.4 8.0 8.6 10.8 14.3 18.7 23.7 STORAGE (cu-ft) 0 4 33 111 229 364 516 687 878 2S/t (cf s) 2S/t + 0 (cfs) 0.0 0.0 0.1 0.2 1.1 1.4 3.7 4.2 7.6 8.3 12.1 13.1 17.2 18.5 22.9 24.6 29.3 31.3 36.2 38.6 43.8 46.6 51.8 55.1 60.5 64.2 69.8 74.0 80.1 84.8 91.8 97.0 105.0 110.7 119.9 126.2 136.4 143.3 154.4 161.8 173.7 181.7 194.5 203.1 216.6 227.4 240.2 254.5 264.9 283.6 290.0 313.7 ·--299. 30 --::r9.4 1,087 1,313 1,556 1,816 2,095 2,404 2,756 3,152 3,597 4,092 4,633 5,213 5,835 6,500 7,208 7,948 8,702 9,474 315. 345.1 299.40-299.50 299.60 299.70 35.6 42.2 49.4 56.9 -. 11)~2b~-+------+ 11,067 11,889 12,728 342.0 377.6 368.8 411.0 396.2 445.6 424.2 481.1 POND-2 Version: 5 .15 S/N: 1295130055 EXECUTED: 08-16 -1996 16 :15:57 Page 4 Return Freq: 5 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: C:\PONDPACK\H .PND Inflow Hydrograph: C:\PONDPACK\H5PST .HYD Outflow Hydrograph : C :\PONDPACK\H50UT .HYD Starting Pond W.S. Elevation = 296.70 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inf low = Peak Outflow = Peak Elevation 7 .13 cfs 6.08 cfs 298.36 ft v ***** Summary of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm = Total Storage in Pond = O cu -ft 3,433 cu -ft 3,433 cu-ft .1 .1 .1 6.1 .1 .2 .2 0.2 11.2 2.2 3.3 4.3 5.3 16.3 7.3 18.4 9.4 .0 .4 21.4 x * POND-2 Version: 5.15 S/N: 1295130055 Pond File: C:\PONDPACK\H Inflow Hydrograph: C:\PONDPACK\H5PST Outflow Hydrograph: C:\PONDPACK\H50UT Peak Inf low Peak Outflow = Peak Elevation = 7.13 cfs 6.08 cfs 298.36 ft .PND .HYD .HYD Page 5 Return Freq: 5 years EXECUTED: 08-16-1996 16:15:57 Flow (cfs) 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 . ------1-----1-----1-----1-----1-----1-----1-----1-----1-----1-----1- x * ex * x * x * x * x * x * x * x * x * x * x * x * x * -x * x * -x * x * -x * x * -x ·* x * -x * x * -x * x * -x * x * -x * x * -x * x * -x * x * -x * x * -x * x * TIME (min) File: C:\PONDPACK\H5PST .HYD Qrnax = 6.1 cf s File: C:\PONDPACK\H50UT .HYD Qrnax = 7.1 cf s POND-2 Version: 5.15 S/N: 1295130055 'EXECUTED : 0 8 -16 -19 9 6 16 : 15 : 5 7 Page 1 Return Freq: 10 years ****************************** * * * O.C. COOPER SUBDIVISION * * 2.19 ACRE STORM ROUTING * * * * * * * ****************************** Inflow Hydrograph: C:\PONDPACK\HlOPST .HYD Rating Table file: C:\PONDPACK\H .PND ----INITIAL Elevation = Outflow = Storage CONDITIONS----296. 70 ft o.oo cfs O cu-ft GIVEN POND DATA INTERMEDIATE ROUTING COMPUTATIONS ELEVATION (ft) 296.70 296.80 296.90 297.00 297.10 297.20 297.30 297.40 297.50 297.60 297.70 297.80 297.90 298.00 298.10 298.20 298.30 I 298.40 298.50 298.60 298.70 298.80 298.90 299.00 299.10 299.20 299.30 299.40 299.50 299.60 299.70 OUTFLOW (cfs) 0.0 0.1 0.3 0.5 0.7 1. 0 1. 3 1. 7 2.0 2.4 2.8 3.3 3.7 4.2 4.7 5.2 5.7 6.3 6.9 7.4 8.0 8.6 10.8 14.3 18.7 23.7 29.4 35.6 42.2 49.4 56.9 STORAGE (cu-ft) 0 4 33 111 229 364 516 687 878 1,087 1,313 1,556 1,816 2,095 2,404 2,756 3,152 3,597 4,092 4,633 5,213 5,835 6,500 7,208 7,948 8,702 9,474 10,262 11,067 11,889 12,728 2S/t (cf s) 0.0 0.1 1.1 3.7 7.6 12.1 17.2 22.9 29.3 36.2 43.8 51. 8 60.5 69.8 80.1 91. 8 105.0 119.9 136.4 154.4 173.7 194.5 216.6 240.2 264.9 290.0 315.7 342.0 368.8 396.2 424.2 28/t + 0 (cfs) 0.0 0.2 1.4 4.2 8.3 13.1 18.5 24.6 31.3 38.6 46.6 55.1 64.2 74.0 84.8 97.0 110.7 126.2 143.3 161. 8 181.7 203.1 227.4 254.5 283.6 313.7 345.1 377.6 411. 0 445.6 481.1 POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 08-16-1996 16:15:57 Pond File: C:\PONDPACK\H Inflow Hydrograph: C:\PONDPACK\HlOPST Outflow Hydrograph: C:\PONDPACK\HlOOUT .PND .HYD .HYD Page 3 Return Freq: 10 years INFLOW HYDROGRAPH ROUTING COMPUTATIONS TIME (min) 0.0 1. 0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11. 0 12.0 13.0 14.0 15.0 16.0 17.0 18.0 19.0 20.0 21. 0 22.0 23.0 24.0 25.0 26.0 27.0 28.0 29.0 30.0 31. 0 32.0 33.0 34.0 35.0 36.0 INFLOW (cfs) 0.00 0.79 1. 59 2.38 3.17 3.96 4.76 5.55 6.34 7.13 7.93 7.93 7.93 7.93 7.93 7.93 7.93 7.93 7.93 7.93 7.93 7.93 7.93 7.93 7.93 7.93 7.93 7.13 6.34 5.55 4.76 3.96 3.17 2.38 1. 59 0.79 0.00 Il+I2 (cfs) 0.8 2.4 4.0 5.6 7.1 8.7 10.3 11. 9 13.5 15.1 15.9 15.9 15.9 15.9 15.9 15.9 15.9 15.9 15.9 15.9 15.9 15.9 15.9 15.9 15.9 15.9 15.1 13.5 11. 9 10.3 8.7 7.1 5.6 4.0 2.4 0.8 28/t -0 (cfs) 0.0 0.4 2.0 4.8 8.7 13.5 19.1 25.6 32.8 40.7 49.1 57.5 65.0 71. 9 78.1 83.8 89.1 93.9 98.5 102.7 106.5 110.1 113.3 116.4 119.2 121.9 124.3 125.8 125.8 124.3 121.4 117.2 111.9 105.5 98.2 89.9 80.8 28/t + 0 (cfs) 0.0 0.8 2.8 5.9 10.3 15.8 22.2 29.4 37.5 46.3 55.8 65.0 73.4 80.9 87.7 93.9 99.7 104.9 109.8 114.3 118.5 122.4 125.9 129.2 132.3 135.1 137.7 139.4 139.3 137.7 134.6 130.1 124.4 117.5 109.5 100.6 90.7 OUTFLOW (cf s) 0.00 0.20 0.40 0.59 0.83 1.15 1. 54 1. 92 2.34 2.79 3.33 3.74 4.17 4.52 4.82 5.07 5.30 5.49 5.67 5.84 6.00 6.15 6.29 6.41 6.51 6.61 6.71 L1£ 6.76 6.70 6.60 6.44 6.23 5.96 5.65 5.33 4.94 ELEVATION (ft) 296.70 296.85 296.95 297.04 297.14 297.25 297.36 297.47 297.58 297.70 297.81 297.91 297.99 298.06 298.12 298.17 298.22 298.26 298.29 298.32 298.35 298.38 298.40 298.42 298.44 298.45 298.47 298.48 298.48 298.47 298.45 298.42 298.39 298.34 298.29 298.23 298.15 POND-2 Version : 5.15 S/N: 1295130055 EXECUTED: 08-16-1996 16:15:57 Page 4 Return Freq: 10 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: C :\PONDPACK\H .PND Inflow Hydrograph: C:\PONDPACK\HlOPST .HYD Outflow Hydrograph: C :\PONDPACK\HlOOUT .HYD Starting Pond W.S. Elevation = 296.70 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inf low = Peak Outflow Peak Elevation = 7.93 cfs 6 .76 cfs -- 298.48 ft ***** Summary of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm = Total Storage in Pond = 0 cu -ft 3,979 cu -ft 3,979 cu -ft .1 .1 .1 6.1 .1 .2 .2 0.2 11.2 2.2 3.3 4.3 5.3 16.3 7.3 8.4 9.4 0 .4 21.4 x * POND-2 Version: 5.15 S/N: 1295130055 Pond File: C:\PONDPACK\H Inflow Hydrograph: C:\PONDPACK\HlOPST Outflow Hydrograph: C:\PONDPACK\HlOOUT Peak Inf low = Peak Outflow Peak Elevation = 7.93 cfs 6.76 cfs 298.48 ft .PND .HYD .HYD Page 5 Return Freq: 10 years EXECUTED: 08-16-1996 16:15:57 Flow (cfs) 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 . ------1-----1-----1-----1-----1-----1-----1-----1-----1-----1-----1- x * x * x * x * x * x * x * x * x * x * x * x * x * x * -x * x * -x * x * -x * x * -x * x * -x * x * -x * x * -x * x * -x * x * -x * x * -x * x * -x * x * -x * x * TIME (min) File: C:\PONDPACK\HlOPST .HYD Qmax = 6.8 cf s File: C:\PONDPACK\HlOOUT .HYD Qmax = 7.9 cf s POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 08-16-1996 16:15:57 Page 1 Return Freq: 25 years ****************************** * * * O.C. COOPER SUBDIVISION * * 2.19 ACRE STORM ROUTING * * * * * * * ****************************** Inflow Hydrograph: C:\PONDPACK\H25PST .HYD Rating Table file: C:\PONDPACK\H .PND ----INITIAL Elevation = Outflow Storage CONDITIONS---- 296. 70 ft 0.00 cfs O cu-ft GIVEN POND DATA INTERMEDIATE ROUTING COMPUTATIONS ELEVATION (ft) 296.70 296.80 296.90 297.00 297.10 297.20 297.30 297.40 297.50 297.60 297.70 297.80 297.90 298.00 298.10 298.20 298.30 298.40 298.50 298.60 298.70 298.80 298.90 299.00 299.10 299.20 299.30 299.40 299.50 299.60 299.70 OUTFLOW (cfs) 0.0 0.1 0.3 0.5 0.7 1. 0 1.3 1. 7 2.0 2.4 2.8 3.3 3.7 4.2 4.7 5.2 5.7 6.3 6.9 7.4 8.0 8.6 10.8 14.3 18.7 23.7 29.4 35.6 42.2 49.4 56.9 STORAGE (cu-ft) 0 4 33 111 229 364 516 687 878 1,087 1,313 1,556 1,816 2,095 2,404 2,756 3,152 3,597 4,092 4,633 5,213 5,835 6,500 7,208 7,948 8,702 9,474 10,262 11,067 11,889 12,728 2S/t (cfs) 0.0 0.1 1.1 3.7 7.6 12.1 17.2 22.9 29.3 36.2 43.8 51. 8 60.5 69.8 80.1 91. 8 105.0 119.9 136.4 154.4 173.7 194.5 216.6 240.2 264.9 290.0 315.7 342.0 368.8 396.2 424.2 2S/t + 0 (cf s) 0.0 0.2 1.4 4.2 8.3 13.1 18.5 24.6 31. 3 38.6 46.6 55.l 64.2 74.0 84.8 97.0 110.7 126.2 143.3 161. 8 181.7 203.l 227.4 254.5 283.6 313.7 345.1 377.6 411. 0 445.6 481.1 POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 08-16-1996 16:15:57 Pond File: C:\PONDPACK\H Inflow Hydrograph: C:\PONDPACK\H25PST Outflow Hydrograph: C:\PONDPACK\H250UT .PND .HYD .HYD Page 3 Return Freq: 25 years INFLOW HYDROGRAPH ROUTING COMPUTATIONS TIME (min) 0.0 1. 0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11. 0 12.0 13.0 14.0 15.0 16.0 17.0 18.0 19.0 20.0 21. 0 22.0 23.0 24.0 25.0 26.0 27.0 28.0 29.0 30.0 31. 0 32.0 33.0 34.0 35.0 36.0 37.0 38.0 INFLOW (cfs) 0.00 0.87 1. 74 2.62 3.49 4.36 5.23 6.11 6.98 7.85 8.72 8.72 8.72 8.72 8.72 8.72 8.72 8.72 8.72 8.72 8.72 8.72 8 .-72 8.72 8.72 8.72 8.72 8.72 8.72 7.85 6.98 6.11 5.23 4.36 3.49 2.62 1. 74 0.87 0.00 Il+I2 (cf s) 0.9 2.6 4.4 6.1 7.9 9.6 11. 3 13.1 14.8 16.6 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 16.6 14.8 13.1 11. 3 9.6 7.9 6.1 4.4 2.6 0.9 28/t -0 (cfs) 0.0 0.4 2.2 5.3 9.7 15.0 21.2 28.4 36.4 45.1 54.5 63.7 72.1 79.8 86.8 93.3 99.4 104.9 110.1 114.8 119.2 123.3 127.1 130.7 134.1 137.3 140.3 143.2 145.9 147.6 147.6 145.9 142.7 138.0 131.9 124.6 116.2 106.8 96.5 28/t + 0 (cfs) 0.0 0.9 3.1 6.6 11. 5 17.5 24.6 32.6 41. 5 51.2 61. 7 71. 9 81.2 89.6 97.2 104.2 110.8 116.8 122.4 127.5 132.2 136.7 140.8 144.6 148.1 151.5 154.7 157.7 160.6 162.4 162.4 160.7 157.3 152.3 145.9 138.0 129.0 118.8 107.6 OUTFLOW (cfs) 0.00 0.21 0.42 0.62 0.90 1.25 1. 70 2.07 2.55 3.07 3.59 4.09 4.53 4.89 5.21 5.46 5.70 5.94 6.15 6.35 6.51 6.67 6.81 6.94 7.03 7.12 7.21 7.29 7.37 7.42 7.42 7.37 7.28 7.14 6.97 6.72 6.40 6.01 5.59 ELEVATION (ft) 296.70 296.86 296.96 297.06 297.17 297.28 297.40 297.52 297.64 297.75 297.87 297.98 298.07 298.14 298.20 298.25 298.30 298.34 298.38 298.41 298.44 298.46 298.49 298.51 298.53 298.54 298.56 298.58 298.59 298.60 298.60 298.59 298.58 298.55 298.51 298.47 298.42 298.35 298.28 POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 08-16-1996 16:15:57 Page 4 Return Freq: 25 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: C:\PONDPACK\H Inflow Hydrograph: C:\PONDPACK\H25PST Outflow Hydrograph: C:\PONDPACK\H250UT .PND .HYD .HYD Starting Pond W.S. Elevation = 296.70 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inf low Peak Outflow = Peak Elevation 8.72 cfs 7 .42 cfs .._/ 298.60 ft ***** Summary of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm = Total Storage in Pond O cu-ft 4,651 cu-ft 4,651 cu-ft POND-2 Version: 5.15 S/N: 1295130055 Pond File: C:\PONDPACK\H Inflow Hydrograph: C:\PONDPACK\H25PST Outflow Hydrograph: C:\PONDPACK\H250UT Peak Inf low = Peak Outflow = Peak Elevation = 8.72 cfs 7.42 cfs 298.60 ft .PND .HYD .HYD Page 5 Return Freq: 25 years EXECUTED: 08-16-1996 16:15:57 Flow (cfs) 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 . ------1-----1-----1-----1-----1-----1-----1-----1-----1-----1-----1- .1 6.1 .1 .2 .2 _o. 2 - 11. 2 - 2.2 - 3.3 - 4 .3 - 5.3 - 16.3 - 7.3 - 8.4 - 9.4 - 0.4 - 21. 4 - TIME (min) x File: * File: x * x * x * x * x * x x x x x x x x x x x x x x x C:\PONDPACK\H25PST .HYD C:\PONDPACK\H250UT .HYD * x x x * * * x x x x x x x x x Qmax = Qmax = * x x x x x x * * * 7.4 cfs 8.7 cfs * * * * * * * * * * * * * * * * * * * * * * * * * POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 08-16-1996 16:15:57 Page 1 Return Freq: 50 years ****************************** * * * O.C. COOPER SUBDIVISION * * 2.19 ACRE STORM ROUTING * * * * * * * ****************************** Inflow Hydrograph: C:\PONDPACK\H50PST .HYD Rating Table file: C:\PONDPACK\H .PND ----INITIAL Elevation Outflow Storage = CONDITIONS----296. 70 ft 0.00 cfs O cu-ft GIVEN POND DATA INTERMEDIATE ROUTING COMPUTATIONS ELEVATION (ft) 296.70 296.80 296.90 297.00 297.10 297.20 297.30 297.40 297.50 297.60 297.70 297.80 297.90 298.00 298.10 298.20 298.30 298.40 298.50 298.60 298.70 298.80 298.90 299.00 299.10 299.20 299.30 299.40 299.50 299.60 299.70 OUTFLOW (cfs) 0.0 0.1 0.3 0.5 0.7 1. 0 1. 3 1. 7 2.0 2.4 2.8 3.3 3.7 4.2 4.7 5.2 5.7 6.3 6.9 7.4 8.0 8.6 10.8 14.3 18.7 23.7 29.4 35.6 42.2 49.4 56.9 STORAGE (cu-ft) 0 4 33 111 229 364 516 687 878 1,087 1,313 1,556 1,816 2,095 2,404 2,756 3,152 3,597 4,092 4,633 5,21 5,835 6,500 7,208 7,948 8,702 9,474 10,262 11,067 11,889 12,728 2S/t (cfs) 0.0 0.1 1.1 3.7 7.6 12.1 17.2 22.9 29.3 36.2 43.8 51. 8 60.5 69.8 80.1 91. 8 105.0 119.9 136.4 154.4 173.7 194.5 216.6 240.2 264.9 290.0 315.7 342.0 368.8 396.2 424.2 2S/t + 0 (cf s) 0.0 0.2 1.4 4.2 8.3 13.1 18.5 24.6 31.3 38.6 46.6 55.1 64.2 74.0 84.8 97.0 110.7 126.2 143.3 161.8 181.7 203.1 227.4 254.5 283.6 313.7 345.1 377.6 411. 0 445.6 481.1 POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 08-16-1996 16:15:57 Pond File: C:\PONDPACK\H Inflow Hydrograph: C:\PONDPACK\H50PST Outflow Hydrograph: C:\PONDPACK\H500UT .PND .HYD .HYD Page 3 Return Freq: 50 years INFLOW HYDROGRAPH ROUTING COMPUTATIONS TIME (min) 0.0 1. 0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11'. 0 12.0 13.0 14.0 15.0 16.0 17.0 18.0 19.0 20.0 21. 0 22.0 23.0 24.0 25.0 26.0 27.0 28.0 29.0 30.0 31. 0 32.0 33.0 34.0 35.0 36.0 37.0 38.0 INFLOW (cfs) 0.00 0.96 1. 92 2.88 3.84 4.80 5.77 6.73 7.69 8.65 9.61 9.61 9.61 9.61 9.61 9.61 9.61 9.61 9.61 9.61 9.61 9.61 9.61 9.61 9.61 9.61 9.61 9.61 9.61 8.65 7.69 6.73 5.77 4.80 3.84 2.88 1. 92 0.96 0.00 Il+I2 (cf s) 1. 0 2.9 4.8 6.7 8.6 10.6 12.5 14.4 16.3 18.3 19.2 19.2 19.2 19.2 19.2 19.2 19.2 19.2 19.2 19.2 19.2 19.2 19.2 19.2 19.2 19.2 19.2 19.2 18.3 16.3 14.4 12.5 10.6 8.6 6.7 4.8 2.9 1. 0 28/t -0 (cf s) 0.0 0.5 2.5 6.0 10.8 16.7 23.6 31. 6 40.5 50.1 60.5 70.8 . 80. 2 88.8 96.9 104.3 111.1 117.4 123.3 128.8 133.9 138.8 143.4 147.8 151.9 155.8 159.4 162.8 166.0 168.1 168.3 166.7 163.3 158.4 151.9 144.0 134.7 124.2 112.6 28/t + 0 (cfs) 0.0 1. 0 3.4 7.3 12.7 19.4 27.3 36.1 46.0 56.8 68.3 79.7 90.0 99.4 108.1 116.1 123.5 130.3 136.6 142.5 148.0 153.2 158.0 162.7 167.0 171.1 175.0 178.6 182.0 184.3 184.5 182.7 179.2 173.9 167.0 158.6 148.8 137.6 125.1 OUTFLOW (cfs) 0.00 0.23 0.44 0.65 0.97 1. 36 1. 82 2.26 2.77 3.37 3.91 4.46 4.91 5.29 5.60 5.91 6.20 6.45 6.67 6.87 7.03 7.17 7.30 7.43 7.56 7.68 7.80 7.91 8.01 8.07 8.08 8.03 7.92 7.76 7.56 7.31 7.05 6.70 6.26 ELEVATION (ft) 296.70 296.86 296.97 297.08 297.19 297.31 297.44 297.57 297.69 297.82 297.94 298.05 298.14 298.22 298.28 298.33 298.38 298.42 298.46 298.50 298.53 298.55 298.58 298.60 298.63 298.65 298.67 298.68 298.70 298.71 298.71 298.70 298.69 298.66 298.63 298.58 298.53 298.47 298.39 POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 08-16-1996 16:15:57 Page 4 Return Freq: 50 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: C:\PONDPACK\H .PND Inflow Hydrograph: C:\PONDPACK\H50PST .HYD Outflow Hydrograph: C:\PONDPACK\H500UT .HYD Starting Pond W.S. Elevation 296.70 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inf low Peak Outflow Peak Elevation 9.61 cfs 8.08 cfs / 298.71 ft ***** Summary of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm Total Storage in Pond = O cu-ft 5,293 cu-ft 5,293 cu-ft POND-2 Version: 5.15 S/N: 1295130055 Pond File : C:\PONDPACK\H Inflow Hydrograph: C:\PONDPACK\H50PST Outflow Hydrograph: C:\PONDPACK\H500UT Peak Inf low = Peak Outflow Peak Elevation 9.61 cfs 8.08 cfs 298.71 ft .PND .HYD .HYD Page 5 Return Freq: 50 years EXECUTED: 08-16-1996 16:15:57 Flow (cfs) 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 . ------1-----1-----1-----1-----1-----1-----1-----1-----1-----1-----1- .1 .1 .1 6.1 .1 .2 .2 0.2 - 11. 2 - 2.2 - 3.3 - 4.3 - 5.3 - 16.3 - 7.3 - 0.4 - 21.4 - TIME (min) x File: * File: x * x * x * x * x x x x x x x x x x x x x x C:\PONDPACK\H50PST .HYD C:\PONDPACK\HSOOUT .HYD * x x * * x x x x x x x Qmax = Qmax = * x x x * x x x x x * * x x x 8.1 cfs 9.6 cfs * * * * * * * * * * * * * * * * * * * * * * * * * * * POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 08-16-1996 16:15:57 Page 1 Return Freq: 100 years ****************************** * * * O.C. COOPER SUBDIVISION * * 2.19 ACRE STORM ROUTING * * * * * * * ****************************** Inflow Hydrograph: C:\PONDPACK\HlOOPST .HYD Rating Table file: C:\PONDPACK\H .PND ----INITIAL Elevation Outflow Storage = CONDITIONS----296. 70 ft 0.00 cfs O cu-ft INTERMEDIATE ROUTING GIVEN POND DATA COMPUTATIONS --------------------------------------------------------ELEVATION OUTFLOW STORAGE 2S/t 2S/t + 0 (ft) (cfs) (cu-ft) . (cfs) (cfs) -----------------------------------------------------296.70 0.0 0 0.0 0.0 296.80 0.1 4 0.1 0.2 296.90 0.3 33 1.1 1.4 297.00 0.5 111 3.7 4.2 297.10 0.7 229 7.6 8.3 297.20 1. 0 364 12.1 13.1 297.30 1. 3 516 17.2 18.5 297.40 1. 7 687 22.9 24.6 297.50 2.0 878 29.3 31.3 297.60 2.4 1,087 36.2 38.6 297.70 2.8 1, 313 43.8 46.6 297.80 3.3 1,556 51. 8 55.1 297.90 3.7 1,816 60.5 64.2 298.00 4.2 2,095 69.8 74.0 298.10 4.7 2,404 80.1 84.8 298.20 5.2 2,756 91. 8 97.0 298.30 5.7 3,152 105.0 110.7 298.40 6.3 3,597 119.9 126.2 298.50 6.9 4,092 136.4 143.3 298.60 7.4 4,633 154.4 161.8 298.70 8.0 5,213 173.7 181. 7 298 • 80 I 8.6 5,835 194.5 203.1 298.90 10.8 6,500 216.6 227.4 299.00 14.3 7,208 240.2 254.5 299.10 18.7 7,948 264.9 283.6 299.20 23.7 8,702 290.0 313.7 299.30 29.4 9,474 315.7 345.1 299.40 35.6 10,262 342.0 377.6 299.50 42.2 11,067 368.8 411. 0 299.60 49.4 11,889 396.2 445.6 299.70 56.9 12,728 424.2 481.1 -------------------------------------------------------- POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 08-16-1996 16:15:57 Pond File: C:\PONDPACK\H .PND Inflow Hydrograph: C:\PONDPACK\HlOOPST .HYD Outflow Hydrograph: C:\PONDPACK\HlOOOUT .HYD Page 3 Return Freq: 100 years INFLOW HYDROGRAPH ROUTING COMPUTATIONS TIME (min) 0.0 1. 0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11. 0 12.0 13.0 14.0 15.0 16.0 17.0 18.0 19.0 20.0 21. 0 22.0 23.0 24.0 25.0 26.0 27.0 28.0 29.0 30.0 31. 0 32.0 33.0 34.0 35.0 36.0 37.0 38.0 INFLOW (cf s) 0.00 1. 04 2.07 3.11 4.14 5.18 6.22 7.25 8.29 9.33 10.36 10.36 10.36 10.36 10.36 10.36 10.36 10.36 10.36 10.36 10.36 10.36 10.36 10.36 10.36 10.36 10.36 10.36 10.36 9.33 8.29 7.25 6.22 5.18 4.14 3.11 2.07 1. 04 0.00 Il+I2 (cfs) 1. 0 3.1 5.2 7.3 9.3 11.4 13.5 15.5 17.6 19.7 20.7 20.7 20.7 20.7 20.7 20.7 20.7 20.7 20.7 20.7 20.7 20.7 20.7 20.7 20.7 20.7 20.7 20.7 19.7 17.6 15.5 13.5 11.4 9.3 7.3 5.2 3.1 1. 0 28/t -0 (cf s) 0.0 0.6 2.7 6.6 11. 7 18.1 25.7 34.3 43.9 54.3 65.6 76.8 87.1 96.6 105.4 113.6 121.1 128.1 134.7 141.0 146.9 152.5 157.7 162.6 167.3 171.6 175.8 179.7 183.3 185.8 186.2 184.6 181.1 175.9 169.1 160.6 150.8 139.5 126.9 28/t + 0 (cf s) 0.0 1. 0 3.7 7.9 13.8 21.1 29.5 39.1 49.8 61. 5 74.0 86.3 97.5 107.8 117.3 126.2 134.3 141. 8 148.8 155.5 161.7 167.6 173.2 178.4 183.4 188.0 192.4 196.5 200.4 203.0 203.4 201. 7 198.1 192.5 185.3 176.3 165.8 153.9 140.5 OUTFLOW (cf s) 0.00 0.24 0.46 0.68 1. 04 1.47 1. 92 2.43 2.99 3.58 4.20 4.76 5.22 5.59 5.96 6.30 6.58 6.85 7.05 7.23 7.40 7.58 7.74 7.90 8.05 8.18 8.30 8.41 8.52 8.60 8.63 8.56 8.46 8.30 8.10 7.84 7.52 7.19 6.80 ELEVATION (ft) 296.70 296.87 296.98 297.09 297.21 297.34 297.47 297.61 297.74 297.87 298.00 298.11 298.20 298.28 298.34 298.40 298.45 298.49 298.53 298.57 298.60 298.63 298.66 298.68 298.71 298.73 298.75 298.77 298.79 298.80 298.80 298.79 298.78 298.75 298.72 298.67 298.62 298.56 298.48 POND-2 Version: 5.15 S/N: 1295130055 XECUTED: 08-16-1996 16:15:57 Page 4 Return Freq: 100 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: C:\PONDPACK\H .PND Inflow Hydrograph: C:\PONDPACK\HlOOPST .HYD Outflow Hydrograph: C:\PONDPACK\HlOOOUT .HYD Starting Pond W.S. Elevation = 296.70 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inf low Peak Outflow = Peak Elevation = 10. 36 cfs / 8.63 cfs 298.80 ft ***** Summary of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm Total Storage in Pond = O cu-ft 5,845 cu-ft 5,845 cu-ft .1 6 .1 .1 .2 .2 0 .2 - 11. 2 - 2.2 - 3.3 - 5.3 - 16.3 - . 3 - . 4 - 21. 4 - POND-2 Version: 5.15 S/N: 1295130055 Pond File: C:\PONDPACK\H .PND Inflow Hydrograph: C:\PONDPACK\HlOOPST .HYD Outflow Hydrograph: C:\PONDPACK\HlOOOUT .HYD Peak Inf low = Peak Outflow Peak Elevation 10.36 cfs 8.63 cfs 298.80 ft Page 5 Return Freq: 100 years EXECUTED: 08-16-1996 16:15:57 Flow (cfs) 0.0 1.5 3.0 4.5 6.0 7.5 9.0 10.5 12.0 13.5 15 .0 16.5 . ------1-----1-----1-----1-----1-----1-----1-----1-----1-----1-----1- x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * TIME (min) x File: * File: C:\PONDPACK\HlOOPST .HYD C:\PONDPACK\HlOOOUT .HYD Qmax = Qmax = 8.6 cfs 10.4 cfs C ot-/ifOS lfE? lfLA.c(:; r71u; if Vo~( Oevi;ivpr11 e1~( \l 0,__.o FF APPENDIX #11 I Quick TR-55 Ver.5.44 S/N:1315430080 Executed: 16:05:12 08-16-1996 O.C. COOPER SUBDIVISION HOLLEMAN DRIVE PRE DEVELOPMENT CONDITIONS 5.42 ACRES * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * c. c w1 v c· -s I . -c-G--i rL f-,.-".:_ . .-._,s Q = adj * C * I ~ A ~ Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff IC' Area acres 0.350 5.42 . -------~---- Tc (min) Wtd. IC' 10.00 0.350 RETURN FREQUENCY ~ears 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.350 7.690 Total acres 5.42 Peak Q (cfs) 14. 59 / Quick TR-55 Ver.5.44 Executed: 16:05:12 S/N:l315430080 08-16-1996 O.C. COOPER SUBDIVISION HOLLEMAN DRIVE PRE DEVELOPMENT CONDITIONS 5.42 ACRES ~--.--· * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. PREVIOUS Runoff IC' 0.350 Area acres 5.42 Tc (min) Wtd. 'C' 10.00 0 .350 ------RETURN FREQUENCY =~years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0 .350 8.630 Total acres 5.42 Peak Q (cfs) Quick TR-55 Ver.5.44 S/N:l315430080 Executed: 16:05:12 08-16-1996 O.C. COOPER SUBDIVISION HOLLEMAN DRIVE PRE DEVELOPMENT CONDITIONS 5 .42 ACRES * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. PREVIOUS Runoff I c I 0.350 Area acres 5.42 Tc (min) Wtd. IC I 10.00 0.350 RETURN FREQUENCY ~~5 ~years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.350 9.860 Total acres 5.42 Peak Q (cfs) Quick TR-55 Ver.5.44 Executed: 16:05:12 S/N:l315430080 08-16-1996 O.C. COOPER SUBDIVISION HOLLEMAN DRIVE PRE DEVELOPMENT CONDITIONS 5.42 ACRES * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. PREVIOUS Runoff I c I 0.350 Area acres 5.42 Tc (min) Wtd. 'C' 10.00 0.350 RETURN FREQUENCY = 5~ears 'C' adjustment, k '~l Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.350 10.860 Total acres 5.42 Peak Q (cfs) Quick TR-55 Ver.5.44 Executed: 16:05:12 S/N:1315430080 08-16-1996 O.C. COOPER SUBDIVISION HOLLEMAN DRIVE PRE DEVELOPMENT CONDITIONS 5.42 ACRES * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. PREVIOUS Runoff I c I 0.350 Area acres 5.42 Tc (min) Wtd. 'C' 10.00 0.350 RETURN FREQUENCY ~ 100 years 'C' adjustment, k -;;--1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.350 11.640 Total acres 5.42 Peak Q (cfs) Quick TR-55 Ver.5.44 S/N:l315430080 Executed: 15:44:12 08-16-1996 O.C. COOPER SUBDIVISION HOLLEMAN DRIVE POSTDEVELOPMENT CONDITIONS 5.42 ACRES c L f l\ e c: ~,-rt_ ~Li'.\-<:. rs * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff IC' PERVIOUS 0.350 IMPERVIOUS 0.900 Area acres 4.13 1.29 Tc (min) Wtd. IC' 10.00 0.481 RETURN FREQUENCY,~ears 'C' adjustment, k = 1 Adj . 'C' = Wtd .'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.481 7.690 Total acres 5.42 - Peak Q (cfs) 20.04 ·v Quick TR-55 Ver.5.44 Executed: 15:44:12 S/N:l315430080 08-16-1996 O.C. COOPER SUBDIVISION HOLLEMAN DRIVE POSTDEVELOPMENT CONDITIONS 5.42 ACRES * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff IC' PERVIOUS 0.350 IMPERVIOUS 0.900 Area acres 4.13 1.29 Tc (min) Wtd. 'C' 10.00 0.481 RETURN FREQUENCY F 10 __.,Years 'C' adjustment, k '-=----r- Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj . I 'C' in/hr 0.481 8.630 Total acres 5.42 Peak Q (cfs) 22 .49 !./ Quick TR-55 Ver.5.44 S/N:l315430080 Executed: 15:44:12 08-16-1996 O.C. COOPER SUBDIVISION HOLLEMAN DRIVE POSTDEVELOPMENT CONDITIONS 5.42 ACRES * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, !=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff I c I PERVIOUS 0.350 IMPERVIOUS 0.900 Area acres 4.13 1. 29 Tc (min) Wtd. I c I 10.00 0.481 RETURN FREQUENC :t_:_ ~years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.481 9.860 Total acres 5 .42 Peak Q (cfs) 25.70 ~ Quick TR-55 Ver.5.44 Executed: 15:44:12 S/N:l315430080 08-16-1996 O.C. COOPER SUBDIVISION HOLLEMAN DRIVE POSTDEVELOPMENT CONDITIONS 5.42 ACRES * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, !=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff I c I PERVIOUS 0.350 IMPERVIOUS 0.900 Area acres 4.13 1. 29 Tc (min) Wtd. 'C' 10.00 0.481 RETURN FREQUENCY = 50 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= Adj. I 'C' in/hr 0.481 10.860 Total acres 5 .42 ·' years ======== Peak Q (cfs) 28. 31 L--- Quick TR-55 Ver.5.44 S/N:1315430080 Executed: 15:44:12 08-16-1996 O.C. COOPER SUBDIVISION HOLLEMAN DRIVE POSTDEVELOPMENT CONDITIONS 5.42 ACRES * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, !=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff I c I PERVIOUS 0.350 IMPERVIOUS 0.900 Area acres 4.13 1.29 Tc (min) Wtd. IC' 10.00 0.481 RETURN FREQUENCY = 100 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.481 11.640 Total acres 5.42 Peak Q (cfs) 30.34 (.,/ Qornf osir10 ti(-\CT 00 T l:A-L-L ~~(Ll!c(Ll ri:s- APPENDIX #12 I Outlet Structure File: H POND-2 Version: 5 .15 Date Executed: .STR S/N: 1295130055 Time Executed: *********************** O.C. COOPER SUBDIVISION OUTFALL STRUCTURE *********************** >>>>>> Structure No. 2 <<<<<< (Input Data) WEIR -VR Weir -Vertical Rectangular El elev. (ft)? E2elev.(ft)? Weir coefficient? Weir elev. (ft)? Length (ft)? Contracted/Suppressed 298 .80 300.00 3.087 298. 80 ..._~ 16 L--·- (C/S)? S 4 '-o '\ '~ ~ I i-J "5<171!':> € (.,E'-1) i '1 ST ,e o 1 l ~ •' <..{)~{~ £<-.. -z_q ~. £ I I Outlet Structure File: H POND-2 Version: 5.15 Date Executed: .STR S/N: 1295130055 Time Executed: *********************** O.C. COOPER SUBDIVISION OUTFALL STRUCTURE *********************** ***** COMPOSITE OUTFLOW SUMMARY **** Elevation (ft) Q (cf s) Contributing Structures 296.70 0.0 1 296.80 0.1 1 296.90 0.3 1 297.00 0.5 1 297.10 0.7 1 297.20 1.0 1 297.30 1.3 1 297.40 1.7 1 297.50 2.0 1 297.60 2.4 1 297.70 2.8 1 297.80 3.3 1 297.90 3.7 1 298.00 4.2 1 298.10 4.7 1 298.20 5.2 1 298.30 5.7 1 298.40 6.3 1 298.50 6.9 1 298.60 7.4 1 298.70 8.0 1 298.80 8.6 1 +2 298.90 10.8 1 +2 299.00 14.3 1 +2 299.10 18.7 1 +2 2 9 9 . 2, o ____________ 4)_J_ __________ _ 1 +2 299.30 29.4 1 +2 299.40 35.6 1 +2 299.50 42.2 1 +2 299.60 49.4 1 +2 299.70 56.9 1 +2 299.80 64.9 1 +2 299.90 73.2 1 +2 300.00 0.0 Cb1V\yo'S -1 (~ ~~T ~rafLM \Zol.)r tt-.JG APPENDIX #13 I POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 08-16-1996 15:58:11 Page 1 Return Freq: 5 years ***************************** * * * O.C. COOPER SUBDIVISION * * STORM ROUTING * * * * * * * ***************************** Inflow Hydrograph: C:\PONDPACK\H5PST .HYD Rating Table file: C:\PONDPACK\H .PND ----INITIAL Elevation = Outflow Storage = CONDITIONS----296. 70 ft o.oo cfs O cu-ft GIVEN POND DATA INTERMEDIATE ROUTING COMPUTATIONS ELEVATION (ft) OUTFLOW (cfs) STORAGE (cu-ft) 296.70 0.0 0 296.80 0.1 4 296.90 0.3 33 297.00 0.5 111 297.10 0.7 229 297.20 1.0 364 297.30 1.3 516 297.40 1.7 687 297.50 2.0 878 297.60 2.4 1,087 297.70 2.8 1,313 297.80 3.3 1,556 297.90 3.7 1,816 298.00 4.2 2,095 298.10 4.7 2,404 298.20 5.2 2,756 298.30 5.7 3,152 298.40 6.3 3,597 298.50 6.9 4,092 298.60 7.4 4,633 298.7~ 8.0 5,213 298.80 8.6 5,835 298.90 10.8 6,500 299.00 14.3 7,208 299.10 18.7 7,948 299.20 23.7 8,702 299.30 29.4 9,474 299.40 35.6 10,262 299.50 42.2 11,067 299.60 49.4 11,889 299.70 56.9 12,728 2S/t (cfs) 0.0 0.1 1.1 3.7 7.6 12.1 17.2 22.9 29.3 36.2 43.8 51. 8 60.5 69.8 80.1 91. 8 105.0 119.9 136.4 154.4 173.7 194.5 216.6 240.2 264.9 290.0 315.7 342.0 368.8 396.2 424.2 2S/t + 0 (cfs) 0.0 0.2 1.4 4.2 8.3 13.1 18.5 24.6 31. 3 38.6 46.6 55.1 64.2 74.0 84.8 97.0 110.7 126.2 143.3 161.8 181.7 203.1 227.4 254.5 283.6 313.7 345.1 377.6 411. 0 445.6 481.1 POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 08-16-1996 15:58:11 Pond File: C:\PONDPACK\H Inflow Hydrograph: C:\PONDPACK\H5PST Outflow Hydrograph: C:\PONDPACK\H50UT .PND .HYD .HYD Page 3 Return Freq: 5 years INFLOW HYDROGRAPH ROUTING COMPUTATIONS TIME (min) 0.0 1. 0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11. 0 12.0 13.0 14.0 15.0 16.0 17.0 18.0 19.0 20.0 21. 0 22.0 23.0 24.0 25.0 26.0 27.0 28.0 29.0 30.0 31. 0 32.0 33.0 34.0 35.0 36.0 37.0 38.0 39.0 40.0 41. 0 42.0 43.0 44.0 INFLOW (cfs) 0.00 0.85 1. 69 2.54 3.39 4.24 5.08 5.93 6.78 7.62 8.47 8.47 8.47 8.47 8.47 8.47 8.47 8.47 8.47 8.47 8.47 8.47 8.47 8.47 8.47 8.47 8.47 8.47 8.47 8.47 8.47 8.47 8.47 8.47 8.47 8.47 8.47 8.47 8.47 8.47 8.47 8.47 8.47 8.47 8.47 Il+I2 (cfs) 0.9 2.5 4.2 5.9 7.6 9.3 11. 0 12.7 14.4 16.1 16.9 16.9 16.9 16.9 16.9 16.9 16.9 16.9 16.9 16.9 16.9 16.9 16.9 16.9 16.9 16.9 16.9 16.9 16.9 16.9 16.9 16.9 16.9 16.9 16.9 16.9 16.9 16.9 16.9 16.9 16.9 16.9 16.9 16.9 2S/t -0 (cfs) 0.0 0.4 2.1 5.2 9.4 14.5 20.6 27.5 35.3 43.7 52.8 61. 8 69.9 77.3 84.0 90.3 96.1 101.4 106.4 111.0 115.2 119.1 122.7 126.1 129.3 132.3 135.1 137.8 140.3 142.7 144.9 147.1 149.1 150.9 152.7 154.4 156.0 157.4 158.8 160.1 161. 3 162.5 163.6 164.6 165.5 2S/t + 0 (cfs) 0.0 0.9 3.0 6.4 11.1 17.0 23.9 31. 6 40.3 49.7 59.8 69.7 78.7 86.8 94.2 101.0 107.2 113.0 118.4 123.3 127.9 132.1 136.0 139.7 143.1 146.2 149.2 152.0 154.7 157.2 159.6 161.9 164.0 166.0 167.9 169.7 171.3 172.9 174.4 175.8 177.1 178.3 179.4 180.5 181. 5 OUTFLOW (cfs) 0.00 0.21 0.41 0.61 0.87 1.22 1. 65 2.02 2.48 2.98 3.51 3.98 4.42 4.78 5.08 5.34 5.57 5.79 6.00 6.19 6.36 6.51 6.65 6.77 6.89 6.98 7.06 7.14 7.21 7.28 7.34 7.40 7.47 7.53 7.58 7.64 7.69 7.73 7.78 7.82 7.86 7.90 7.93 7.96 7.99 ELEVATION (ft) 296.70 296.85 296.96 297.05 297.16 297.27 297.39 297.50 297.62 297.74 297.85 297.96 298.04· 298.12 298.18 298.23 298.27 298.31 298.35 298.38 298.41 298.43 298.46 298.48 298.50 298.52 298.53 298.55 298.56 298.58 298.59 298.60 298.61 298.62 298.63 298.64 298.65 298.66 298.66 298.67 298.68 298.68 298.69 298.69 298.70 POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 08-16-1996 15:58:11 Pond File: C:\PONDPACK\H Inflow Hydrograph: C:\PONDPACK\H5PST Outflow Hydrograph: C:\PONDPACK\H50UT .PND .HYD .HYD Page 4 Return Freq: 5 years INFLOW HYDROGRAPH ROUTING COMPUTATIONS TIME (min) 45.0 46.0 47.0 48.0 49.0 50.0 51. 0 52.0 53.0 54.0 55.0 56.0 57.0 INFLOW (cf s) 8.47 8.47 8.47 7.62 6.78 5.93 5.08 4.24 3.39 2.54 1. 69 0.85 0.00 ------------------------------------------------------Il+I2 28/t -0 28/t + 0 OUTFLOW ELEVATION (cfs) (cfs) (cfs) (cf s) (ft) --------------------------------------------------16.9 166.4 182.5 8.02 298.70 16.9 167.3 183.4 8.05 298.71 16.9 168.1 184.2 8.07 298.71 16.1 168.0 184.2 ---8~ 298":71 14.4 166.4 182.4 8.02 298.70 12.7 163.3 179.1 7.92 298.69 11. 0 158.7 174.3 7.78 298.66 9.3 152.9 168.0 7.59 298.63 7.6 145.8 160.5 7.37 298.59 5.9 137.4 151.7 7.13 298.55 4.2 128.0 141.7 6.84 298.49 2.5 117.6 130.5 6.45 298.43 0.9 106.5 118.5 6.00 298.35 POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 08-16-1996 15:58:11 Page 5 Return Freq: 5 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: C:\PONDPACK\H Inflow Hydrograph: C:\PONDPACK\H5PST Outflow Hydrograph: C :\PONDPACK\H50UT .PND .HYD .HYD Starting Pond W.S. Elevation = 296.70 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inf low Peak Outflow Peak Elevation = 8.47 cfs 8.07 cfs v 298.71 ft ***** Summary of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm = Total Storage in Pond O cu-ft 5,285 cu-ft 5,285 cu-ft POND-2 Version: 5 .15 S/N: 1295130055 Pond File: C:\PONDPACK\H Inflow Hydrograph: C:\PONDPACK\H5PST Outflow Hydrograph: C:\PONDPACK\H50UT Peak Inf low Peak Outflow Peak Elevation 8.47 cfs 8.07 cfs 298.71 ft .PND .HYD .HYD Page .6 Return Freq: 5 years EXECUTED: 08-16-1996 15:58:11 Flow (cfs) 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 . ------1-----1-----1-----1-----1-----1-----1-----1-----1-----1-----1- .1 6.1 .1 . 2 0.2 - 11. 2 - 2.2 - 13.3 - .3 - . 3 - 18.4 - .4 - TIME (min) x File: * File: x * x * x * x x x x x x x x x x x x C:\PONDPACK\HSPST C:\PONDPACK\H50UT * x x * x x x .HYD .HYD * * x x x x * * x x x x x x x x x Qmax = Qmax = * * x x x x x * * * 8.1 cfs 8.5 cfs * * * * * * * * * * * * * * * * * * * * * * * * POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 08-16-1996 15:58:11 Page 1 Return Freq: 10 years ***************************** * * * O.C. COOPER SUBDIVISION * * STORM ROUTING * * * * * * * ***************************** Inflow Hydrograph: C:\PONDPACK\HlOPST .HYD Rating Table file: C:\PONDPACK\H .PND ----INITIAL CONDITIONS----Elevation = 296.70 ft Outflow = 0.00 cfs Storage = 0 cu-ft GIVEN POND DATA INTERMEDIATE ROUTING COMPUTATIONS ELEVATION (ft) 296.70 296.80 296.90 297.00 297.10 297.20 297.30 297.40 297.50 297.60 297.70 297.80 297.90 298.00 298.10 298.20 298.30 298.40 298.50 298.60 298.70 298.80 298.90 299.00 299.10 299.20 299.30 299.40 299.50 299.60 299.70 OUTFLOW (cfs) 0.0 0.1 0.3 0.5 0.7 1. 0 1. 3 1. 7 2.0 2.4 2.8 3.3 3.7 4.2 4.7 5.2 5.7 6.3 6.9 7.4 8.0 8.6 10.8 14.3 18.7 23.7 29.4 35.6 42.2 49.4 56.9 STORAGE (cu-ft) 0 4 33 111 229 364 516 687 878 1,087 1,313 1,556 1,816 2,095 2,404 2,756 3,152 3,597 4,092 4,633 5,213 5,835 6,500 7,208 7,948 8,702 9,474 10,262 11,067 11,889 12,728 2S/t (cfs) 0.0 0.1 1.1 3.7 7.6 12.1 17.2 22.9 29.3 36.2 43.8 51. 8 60.5 69.8 80.1 91. 8 105.0 119.9 136.4 154.4 173.7 194.5 216.6 240.2 264.9 290.0 315.7 342.0 368.8 396.2 424.2 2S/t + 0 (cfs) 0.0 0.2 1.4 4.2 8.3 13.1 18.5 24.6 31.3 38.6 46.6 55.1 64.2 74.0 84.8 97.0 110.7 126.2 143.3 161. 8 181. 7 203.l 227.4 254.5 283.6 313.7 345.l 377.6 411. 0 445.6 481.1 POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 08-16-1996 15:58:11 Pond File: C:\PONDPACK\H Inflow Hydrograph: C:\PONDPACK\HlOPST Outflow Hydrograph: C:\PONDPACK\HlOOUT .PND .HYD .HYD Page 3 Return Freq: 10 years INFLOW HYDROGRAPH ROUTING COMPUTATIONS TIME (min) 0.0 1. 0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10 .0 11 .0 12.0 13.0 14.0 15.0 16.0 17.0 18.0 19.0 20.0 21. 0 22.0 23.0 24.0 25.0 26.0 27.0 28.0 INFLOW (cfs) 0.00 1. 71 3.42 5.13 6.84 8.55 10.26 11.97 13.68 15.39 17.10 17.10 17.10 17.10 17.10 17.10 17.10 17.10 17.10 15.39 13.68 11.97 10.26 8.55 6.84 5.13 3.42 1. 71 0.00 Il+I2 (cfs) 1. 7 5.1 8.6 12.0 15.4 18.8 22.2 25.7 29.1 32.5 34.2 34.2 34.2 34.2 34.2 34.2 34.2 34.2 32.5 29.1 25.7 22.2 18.8 15.4 12.0 8.6 5.1 1. 7 28/t -0 (cfs) 0.0 1.1 5.0 11. 5 20.2 31.1 44.0 58.6 74.9 93.1 113.0 133.2 152.2 170.2 186.9 200.7 211.4 219.3 225.1 228.1 227.8 225 .1 220 .6 214 .7 207.8 199.6 190 .0 178 .4 164.2 28/t + 0 (cfs) 0.0 1. 7 6.2 13.5 23.5 35.6 49.9 66.2 84.2 104.0 125.5 147.2 167.4 186.4 204.4 221.1 234.9 245.6 253.5 257.6 257.2 253.4 247.3 239.4 230.1 219.8 208.1 195.1 180.1 OUTFLOW (cfs) 0.00 0.32 0.60 1. 02 1. 63 2.24 3.00 3.80 4.67 5.45 6.28 7.01 7.57 8.13 8.72 10.23 11.76 13 .14 14.16 14.77 14 -: 70 14.16 13.37 12.35 11.15 10.11 9.06 8.38 7.95 ELEVATION (ft) 296.70 296.91 297.05 297.21 297.38 297.56 297 .7 4 297 .92 298.09 298.25 298.40 298 .52 298.63 298.72 298.81 298.87 298.93 298 .97 299.00 299 .01 299.01 299.00 298 .97 298.94 298.91 298.87 298.82 298.76 298.69 POND-2 Version: 5.15 S/N: 1295130055 XECUTED: 08-16-1996 15:58:11 Page 4 Return Freq : 10 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: C:\PONDPACK\H Inflow Hydrograph : C:\PONDPACK\HlOPST Outflow Hydrograph: C:\PONDPACK\HlOOUT .PND .HYD .HYD Starting Pond W.S. Elevation 296.70 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inf low = Peak Outflow = Peak Elevation = 17.10 cfs 14.77 cfs 299.01 ft ~ ***** Summary of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm = Total Storage in Pond = 0 cu-ft 7,287 cu -ft 7,287 cu -ft .1 .1 .1 6.1 .1 . 2 . 2 .0 . 2 - 11. 2 - 2.2 - 3.3 - 4.3 - .5. 3 - 16.3 - 7.3 - POND-2 Version: 5.15 S/N: 1295130055 Pond File: C:\PONDPACK\H Inflow Hydrograph: C:\PONDPACK\HlOPST Outflow Hydrograph: C:\PONDPACK\HlOOUT Peak Inf low Peak Outflow = Peak Elevation 17.10 cfs 14.77 cfs 299.01 ft .PND .HYD .HYD Page 5 Return Freq: 10 years EXECUTED: 08-16-1996 15:58:11 Flow (cfs) 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 . ------1-----l-----l-----I-----l-----1-----1-----1-----1-----1-----1- x x x x x x x x x x x * x x * * x x x x x x * x x x * * * * * x x x x x x * x * * * * * * * * * * * * * * * * * * * x * x * x * 9.4 -* 0.4 - 21.4 - TIME (min) x File: * File: C:\PONDPACK\HlOPST C:\PONDPACK\HlOOUT .HYD .HYD * * x * x * x * Qmax Qmax = x x 14.8 cfs 17.1 cfs POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 08-16-1996 15:58:11 Page 1 Return Freq: 25 years ***************************** * * * O.C. COOPER SUBDIVISION * * STORM ROUTING * * * * * * * ***************************** Inflow Hydrograph: C:\PONDPACK\H25PST .HYD Rating Table file: C:\PONDPACK\H .PND ----INITIAL Elevation = Outflow = Storage = CONDITIONS----296. 70 ft 0.00 cfs O cu-ft INTERMEDIATE ROUTING GIVEN POND DATA COMPUTATIONS --------------------------------------------------------ELEVATION OUTFLOW STORAGE 2S/t 2S/t + 0 (ft) (cfs) (cu-ft) (cf s) (cfs) -----------------------------------------------------296.70 0.0 0 0.0 0.0 296.80 0.1 4 0.1 0.2 296.90 0.3 33 1.1 1.4 297.00 0.5 111 3.7 4.2 297.10 0.7 229 7.6 8.3 297.20 1. 0 364 12.1 13.1 297.30 1.3 516 17.2 18.5 297.40 1. 7 687 22.9 24.6 297.50 2.0 878 29.3 31. 3 297.60 2.4 1,087 36.2 38.6 297.70 2.8 1,313 43.8 46.6 297.80 3.3 1,556 51. 8 55.1 297.90 3.7 1,816 60.5 64.2 298.00 4.2 2,095 69.8 74.0 298.10 4.7 2,404 80.1 84.8 298.20 5.2 2,756 91. 8 97.0 298.30 5.7 3,152 105.0 110.7 298.40 6.3 3,597 119.9 126.2 298.50 6.9 4,092 136.4 143.3 298.60 7.4 4,633 154.4 161. 8 298.70 8.0 5,213 173.7 181.7 298.80 8.6 5,835 194.5 203.1 298.90 10.8 6,500 216.6 227.4 299.00 V--14.3 7,208 240.2 254.5 299.10 18.7 7,948 264.9 283.6 299.20 23.7 8,702 290.0 313.7 299.30 29.4 9,474 315.7 345.1 299.40 35.6 10,262 342.0 377.6 299.50 42.2 11,067 368.8 411. 0 299.60 49.4 11,889 396.2 445.6 299.70 56.9 12,728 424.2 481.1 -------------------------------------------------------- POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 08-16-1996 15:58:11 Pond File: C:\PONDPACK\H Inflow Hydrograph: C:\PONDPACK\H25PST Outflow Hydrograph: C:\PONDPACK\H250UT .PND .HYD .HYD Page 3 Return Freq: 25 years INFLOW HYDROGRAPH ROUTING COMPUTATIONS TIME (min) 0.0 1. 0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11. 0 12.0 13.0 14.0 15.0 16.0 17.0 18.0 19.0 20.0 21. 0 22.0 23.0 24.0 25.0 26.0 27.0 28.0 INFLOW (cfs) 0.00 1. 96 3.92 5.88 7.84 9.80 11.76 13.72 15.68 17.64 19.60 19.60 19.60 19.60 19.60 19.60 19.60 19.60 19.60 17.64 15.68 13.72 11.76 9.80 7.84 5.88 3.92 1. 96 0.00 Il+I2 (cfs) 2.0 5.9 9.8 13.7 17.6 21. 6 25.5 29.4 33.3 37.2 39.2 39.2 39.2 39.2 39.2 39.2 39.2 39.2 37.2 33.3 29.4 25.5 21. 6 17.6 13.7 9.8 5.9 2.0 28/t -0 (cfs) 0.0 1.3 5.9 13.4 23.5 36.1 50.8 67.7 86.7 107.9 131. 2 155.1 177.6 197.1 212.4 223.8 231.8 237.4 241.3 242.7 240.9 236.9 231.4 224.8 216.9 208.2 198.1 186.6 172.2 28/t + 0 (cf s) 0.0 2.0 7.2 15.7 27.1 41.1 57.6 76.3 97.1 120.0 145.1 170.4 194.3 216.8 236.3 251.6 263.0 271.0 276.6 278.6 276.0 270.3 262.4 253.0 242.4 230.7 218.0 204.0 188.6 OUTFLOW (cfs) ELEVATION (ft) 0.00 296.70 0.34 296.92 0.64 297.07 1.14 297.25 1.81 297.44 2.53 297.63 3.41 297.83 4.30 298.02 5.20 298.20 6.06 298.36 6.95 298.51 7.66 298.64 8.35 298.76 9.84 298.86 11. 95 298. 93 13.92 298.99 15.58 299.03 16.80 299.06 17.65 299.08 17.94 L.Jl.8 17.55 299.07 16.69 299.05 15.49 299.03 14.10 298.99 12.74 298.96 11. 22 298. 91 9.95 298.86 8.68 298.80 8.19 298.73 POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 08-16-1996 15:58:11 Page 4 Return Freq: 25 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: C:\PONDPACK\H Inflow Hydrograph: C:\PONDPACK\H25PST Outflow Hydrograph: C:\PONDPACK\H250UT .PND .HYD .HYD Starting Pond W.S . Elevation = 296.70 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inf low = Peak Outflow = Peak Elevation = 19.60 cfs 17. 94 cfs V 299.08 ft ***** Summary of Approximate Peak Storage ***** Initial Storage Peak Storage From Storm = Total Storage in Pond = 0 cu-ft 7,820 cu-ft 7,820 cu-ft POND-2 Version: 5.15 S/N: 1295130055 Pond File: C:\PONDPACK\H Inflow Hydrograph: C:\PONDPACK\H25PST Outflow Hydrograph: C:\PONDPACK\H250UT Peak Inf low = Peak Outflow = Peak Elevation 19.60 cfs 17.94 cfs 299.08 ft .PND .HYD .HYD Page 5 Return Freq: 25 years EXECUTED: 08-16-1996 15:58:11 Flow (cf s) 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 . ------1-----1-----1-----1-----1-----1-----1-----1-----1-----1-----1- .1 .1 .1 6.1 .1 . 2 .2 0.2 - 11. 2 - 2.2 - 3.3 - 4.3 - 5.3 - 16.3 - 7.3 - 18.4 - 9.4 - 0.4 - TIME (min) x File: * File: x x x x x x x x x x * * x x x x x x C:\PONDPACK\H25PST C:\PONDPACK\H250UT * x x * x x .HYD .HYD * x * * x x * Qmax Qmax = * x * * * * x x x x x * * * * * * * * * * * * * * * * * * x * x x* * x * * x * * x 17.9 cfs 19.6 cfs x x x POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 08-16-1996 15:58:11 Page 1 Return Freq: 50 years ***************************** * * * O.C. COOPER SUBDIVISION * * STORM ROUTING * * * * * * * ***************************** Inflow Hydrograph: C:\PONDPACK\H50PST .HYD Rating Table file: C:\PONDPACK\H .PND ----INITIAL Elevation = Outflow = Storage = CONDITIONS----296. 70 ft 0.00 cfs 0 cu-ft GIVEN POND DATA INTERMEDIATE ROUTING COMPUTATIONS ELEVATION (ft) OUTFLOW (cfs) 296.70 296.80 296.90 297.00 297.10 297.20 297.30 297.40 297.50 297.60 297.70 297.80 297.90 298.00 298.10 298.20 298.30 298.40 298.50 298.60 298.70 298.80 298.90 /99. 00 v 299.1~ 299.20 299.30 299.40 299.50 299.60 299.70 0.0 0.1 0.3 0.5 0.7 1. 0 1. 3 1. 7 2.0 2.4 2.8 3.3 3.7 4.2 4.7 5.2 5.7 6.3 6.9 7.4 8.0 8.6 10.8 14.3 18.7 23.7 29.4 35.6 42.2 49.4 56.9 STORAGE (cu-ft) 0 4 33 111 229 364 516 687 878 1,087 1,313 1,556 1,816 2,095 2,404 2,756 3,152 3,597 4,092 4,633 5,213 5,835 6,500 7,208 7,948 8,702 9,474 10,262 11,067 11,889 12,728 2S/t (cfs) 0.0 0.1 1.1 3.7 7.6 12.1 17.2 22.9 29.3 36.2 43.8 51. 8 60.5 69.8 80.1 91. 8 105.0 119.9 136.4 154.4 173.7 194.5 216.6 240.2 264.9 290.0 315.7 342.0 368.8 396.2 424.2 2S/t + 0 (cfs) 0.0 0.2 1.4 4.2 8.3 13.1 18.5 24.6 31. 3 38.6 46.6 55.1 64.2 74.0 84.8 97.0 110.7 126.2 143.3 161. 8 181. 7 203.1 227.4 254.5 283.6 313.7 345.1 377.6 411.0 445.6 481.1 POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 08-16-1996 15:58:11 Pond File: C:\PONDPACK\H Inflow Hydrograph: C:\PONDPACK\H50PST Outflow Hydrograph: C:\PONDPACK\H500UT .PND .HYD .HYD Page 3 Return Freq: 50 years INFLOW HYDROGRAPH ROUTING COMPUTATIONS TIME (min) 0.0 1. 0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11. 0 12.0 13.0 14.0 15.0 16.0 17.0 18.0 19.0 20.0 21. 0 22.0 23.0 24.0 25.0 26.0 27.0 28.0 INFLOW (cfs) 0.00 2.16 4.32 6.47 8.63 10.79 12.95 15.11 17.27 19.42 21.58 21.58 21.58 21. 58 21. 58 21. 58 21. 58 21.58 21.58 19.42 17.27 15.11 12.95 10.79 8.63 6.47 4.32 2.16 0.00 Il+I2 (cfs) 2.2 6.5 10.8 15.1 19.4 23.7 28.1 32.4 36.7 41. 0 43.2 43.2 43.2 43.2 43.2 43.2 43.2 43.2 41. 0 36.7 32.4 28.1 23.7 19.4 15.1 10.8 6.5 2.2 28/t -0 (cfs) 0.0 1.4 6.6 14.9 26.1 40.0 56.4 75.1 96.3 119.9 146.2 172.9 196.5 214.9 228.4 237.8 244.3 248.8 251.8 252.3 249.8 245.2 239.0 231. 6 223.4 214.0 203.7 191.7 177.2 28/t + 0 (cf s) 0.0 2.2 7.9 17.4 30.0 45.5 63.8 84.5 107.5 133.0 160.9 189.3 216.1 239.7 258.1 271. 6 281.0 287.5 292.0 292.8 289.0 282.2 273.3 262.7 251.1 238.5 224.8 210.2 193.8 OUTFLOW (cf s) 0.00 0.36 0.68 1.24 1. 94 2.75 3.68 4.68 5.58 6.54 7.38 8.21 9.77 12.38 14.84 16.88 18.30 19.35 20.09 .23 19.60 18.49 17.14 15.54 13.85 12.22 10.56 9.24 8.34 ELEVATION (ft) 296.70 296.93 297.09 297.28 297.48 297.69 297.89 298.10 298.28 298.44 298.60 298.74 298.85 298.95 299.01 299.06 299.09 299.11 299.13 299.1 299.12 299.10 299.06 299.03 298.99 298.94 298.89 298.83 298.76 POND-2 Version: 5 .15 S/N: 1295130055 EXECUTED: 08-16-1996 15:58:11 Page 4 Return Freq : 50 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File : C:\PONDPACK\H Inflow Hydrograph : C:\PONDPACK\H50PST Outflow Hydrograph: C:\PONDPACK\H500UT .PND .HYD .HYD Starting Pond W.S. Elevation 296.70 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inf low = Peak Outflow = Peak Elevation 21.58 cfs 2 O. 23 cf s c../" 299.13 ft ***** Summary of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm Total Storage in Pond = O cu-ft 8,178 cu -ft 8,178 cu-ft .1 .1 .1 6.1 .1 .2 .2 0 .2 11.2 2.2 3.3 4.3 5.3 16.3 7.3 18.4 9.4 0.4 21.4 x * POND-2 Version: 5.15 S/N: 1295130055 Pond File: C:\PONDPACK\H Inflow Hydrograph: C:\PONDPACK\H50PST Outflow Hydrograph: C:\PONDPACK\H500UT Peak Inf low = Peak Outflow Peak Elevation 0.0 2.0 4.0 21. 58 cfs 20.23 cfs 299.13 ft 6.0 8.0 10.0 12.0 .PND .HYD .HYD 14.0 Page 5 Return Freq: 50 years EXECUTED: 08-16-1996 15:58:11 Flow (cfs) 16.0 18.0 20.0 22.0 . ------1-----1-----1-----1-----1-----1-----1-----1-----1-----1-----1- x * x * x * x * x * x * x * x * x * x * x * x * x * x * -x * x * -x * x * -x * x * x * x * -x * x * -x * x * -x * x * -x * x * -x * *x -* x * x -* x * x -* x * x TIME (min) File: C:\PONDPACK\HSOPST .HYD Qmax = 20.2 cf s File: C:\PONDPACK\HSOOUT .HYD Qmax = 21. 6 cf s POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 08-16-1996 15:58:11 Page 1 Return Freq: 100 years ***************************** * * * O.C. COOPER SUBDIVISION * * STORM ROUTING * * * * * * * ***************************** Inflow Hydrograph: C:\PONDPACK\HlOOPST .HYD Rating Table file: C:\PONDPACK\H .PND ----INITIAL Elevation = Outflow = Storage CONDITIONS----296. 70 ft 0.00 cfs 0 cu-ft INTERMEDIATE ROUTING GIVEN POND DATA COMPUTATIONS --------------------------------------------------------ELEVATION OUTFLOW STORAGE. 2S/t 2S/t + 0 (ft) (cfs) (cu-ft) (cfs) (cfs) -----------------------------------------------------296.70 0.0 0 0.0 0.0 296.80 0.1 4 0.1 0.2 296.90 0.3 33 1.1 1.4 297.00 0.5 111 3.7 4.2 297.10 0.7 229 7.6 8.3 297.20 1. 0 364 12.1 13.1 297.30 1. 3 516 17.2 18.5 297.40 1. 7 687 22.9 24.6 297.50 2.0 878 29.3 31. 3 297.60 2.4 1,087 36.2 38.6 297.70 2.8 1,313 43.8 46.6 297.80 3.3 1,556 51. 8 55.1 297.90 3.7 1,816 60.5 64.2 298.00 4.2 2,095 69.8 74.0 298.10 4.7 2,404 80.1 84.8 298.20 5.2 2,756 91. 8 97.0 298.30 5.7 3,152 105.0 110.7 298.40 6.3 3,597 119.9 126.2 298.50 6.9 4,092 136.4 143.3 298.60 7.4 4,633 154.4 161.8 298.70 8.0 5,213 173.7 181.7 298.80 8.6 5,835 194.5 203.1 298.90 10.8 6,500 216.6 227.4 299.00 14.3 7,208 240.2 254.5 299.10 18.7 7,948 264.9 283.6 299.20 ../' 23.7 8,702 290.0 313.7 299.30 29.4 9,474 315.7 345.1 299.40 35.6 10,262 342.0 377.6 299.50 42.2 11,067 368.8 411.0 299.60 49.4 11,889 396.2 445.6 299.70 56.9 12,728 424.2 481.1 -------------------------------------------------------- POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 08-16-1996 15:58:11 Pond File: C:\PONDPACK\H .PND Inflow Hydrograph: C:\PONDPACK\HlOOPST .HYD Outflow Hydrograph: C:\PONDPACK\HlOOOUT .HYD Page 3 Return Freq: 100 years INFLOW HYDROGRAPH ROUTING COMPUTATIONS TIME (min) 0.0 1. 0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11. 0 12.0 13.0 14.0 15.0 16.0 17.0 18.0 19.0 20.0 21. 0 22.0 23.0 24.0 INFLOW (cfs) 0.00 2.74 5.47 8.21 10.95 13.68 16.42 19.16 21.89 24.63 27.37 27.37 27.37 27.37 27.37 24.63 21. 89 19.16 16.42 13.68 10.95 8.21 5.47 2.74 0.00 Il+I2 (cfs) 2.7 8.2 13.7 19.2 24.6 30.1 35.6 41.1 46.5 52.0 54.7 54.7 54.7 54.7 52.0 46.5 41.1 35.6 30.1 24.6 19.2 13.7 8.2 2.7 28/t -0 (cfs) 0.0 1. 9 8.5 19.1 33.5 51. 3 72.3 96.7 124.3 155.5 189.5 218.3 238.8 252.9 262.2 266.6 265.9 261. 8 255.4 247.5 238.2 227.9 216.3 203.4 188.4 28/t + 0 (cfs) 0.0 2.7 10.2 22.2 38.3 58.2 81.4 107.9 137.7 170.8 207.5 244.2 273.0 293.6 307.6 314.2 313.2 307.0 297.4 285.5 272.1 257.3 241. 6 224.5 206.2 OUTFLOW (cf s) 0.00 0.40 0.81 1. 54 2.38 3.43 4.54 5.60 6.71 7.67 9.00 12.97 17.11 20.36 22.68 23~ 23.61 22.59 21. 00 19.02 16.96 14.73 12.63 10.54 8.88 ELEVATION (ft) 296.70 296.95 297.14 297.36 297.60 297.83 298.07 298.28 298.47 298.65 298.82 298.96 299.06· 299.13 299.18 299.20 299.20 299.18 299.15 299.11 299.06 299.01 298.95 298.89 298.81 POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 08-16-1996 15:58:11 Page 4 Return Freq: 100 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: C:\PONDPACK\H .PND Inflow Hydrograph: C:\PONDPACK\HlOOPST .HYD Outflow Hydrograph: C:\PONDPACK\HlOOOUT .HYD Starting Pond W.S. Elevation = 296.70 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inf low = Peak Outflow = Peak Elevation 27.37 cfs 23.79 cfs I.../' 299.20 ft ***** Summary of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm = Total Storage in Pond = O cu-ft 8,715 cu-ft 8,715 cu-ft .1 .1 .1 6.1 .1 8.2 J.2 0.2 - 11. 2 - 2.2 - 13.3 - 4.3 - POND-2 Version: 5.15 S/N: 1295130055 Pond File: C:\PONDPACK\H .PND Inflow Hydrograph: C:\PONDPACK\HlOOPST .HYD Outflow Hydrograph: C:\PONDPACK\HlOOOUT .HYD Peak Inf low Peak Outflow Peak Elevation = 27.37 cfs 23.79 cfs 299.20 ft Page 5 Return Freq: 100 years EXECUTED: 08-16-1996 15:58:11 Flow (cfs) 0.0 3.0 6.0 9.0 12 .0 15.0 18 .0 21.0 24.0 27.0 30.0 33.0 . ------1-----1-----1-----1-----1-----1-----1-----1-----1-----1 -----1- x x x x x x x x x x x x * * * * x x x x x * * * * * x x x x * * x x * * x * * * * * * * * * * * 5 .3 -* 6.3 - 7.3 - 18.4 - 9.4 - 1 0. 4 - '!i.4 TIME (min) x File: * File: * * * * * * * x C:\PONDPACK\HlOOPST .HYD C:\PONDPACK\HlOOOUT .HYD x * * * x x x Qmax Qmax = x * x * x * x x x x x 23.8 cfs 27.4 cfs