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HomeMy WebLinkAbout21 Southern Trace Sub. 03-98 Fm 2154SANITARY SEWER SYSTEM ENGINEERING DESIGN REPORT SOUTHERN TRACE SUBDIVISION COLLEGE STATION, BRAZOS COUNTY, TEXAS MAY, 2004 . - HESTER ENGINEERING COMP ANY CIVIL ENGINEERING SERVICES 7607 EASTMARK DRIVE, SUITE 253-B COLLEGE STATION, TEXAS 77840 (979) 693-1100 fx.:(979) 693-1075 email: mhester@hester-engr.com May 17, 2004 Mr. Louis C. Herrin, III, P.E. TCEQ Wastewater Permits Section P.O. Box 13087 Austin, Texas 78711-3087 (512) 239-1000 Re: Southern Trace Subdivision College Station, Brazos County, Texas Summary Transmittal Letter DESIGN FIRM AND ADDRESS: Hester Engineering Company 7607 Eastmark Drive , Suite 253-B College Station, TX 77840 DESIGN ENGINEER: Michael G. Hester, P.E. 979-693-1100 fx: 979-693-1075 COUNTY AND PROJECT NAME: Brazo s County Southern Trace Subdivision SANITARY SEWER OP ERA TOR: The City of College Station will own and maintain the constructed sanitary sewer system. WASTEWATER TREATMENT PLANT PERMIT NAME AND NUMBER: Carter Creek Wastewater Treatment Pl ane, TPDES N o. 10024-006 . COMPLIANCE STATEMENT: - The plans and specifications are in substantial compliance with all requirements of TCEQ rules as found in "Design Criteria for Sewerage System", 30 TAC , Chapter 317 and no variances from the Chapter 317 requirements are planned nor requested. BRIEF DESCRIPTION: The proposed system will consist of 2860 linear feet of 8" and 1 O" thick wall (ASTM D3034 , SDR26) sanitary sewer line that will serve 44 single-family residential homes. The system will connect to an existing 1 O" sanitary sewer trunk line which discharges into the City of City of College Station Carter Creek Wastewater Treatment Plant. The project will be reviewed for compliance with the City of College Station Subdivision Ordinances and Design Criteria for sanitary sewer systems by the City of College Station Engineering Division, Mr. Spencer Thompson, P.E., Asst. City Engineer, P. 0 . Box 9960 , College Station, TX 77842 , (979) 764-3570 . If you have any questions please contact me . xc: Frank Burleson, P.E ., Wat er Manage r, TCEQ, Re gion 9 SANITARY SEWER SYSTEM ENGINEERING DESIGN REPORT SOUTHERN TRACE SUBDIVISION COLLEGE STATION, BRAZOS COUNTY, TEXAS MAY, 2004 INTRODUCTION: The proposed development is located along the east side of Wellborn Road (F.M. 2818) approximately 2200 feet south of Graham Road in College Station, Tex as. Entrance into the development will be from Wellborn Road. The proposed impro ve ments include pavement , drainage and utility improvements for 44 single-family residential homes , (15.01 acres). The land is zoned R-1 (residential) and is being developed by Mr. Robert Carroll, 2C Dedvelopment, LLD , 7090 Old Reliance Road, Bryan, TX 77808 , 979-571-0861. The length of pipe proposed for this development is 2,860 feet and is 8" and 10" PVC SDR26 ASTM D3034 heavy wall sanitary sewer pip e with compression type fittings with minimum design grades of 0.4% and 0 .3% resp ectively. The proposed system will connect to an exi sting 1 O" diame ter trunk line at the southwestern corner of the Edelweiss Gartens Phase Four Subdivision that was installed to serve the surrounding area and the trunk line was designed to include this propose d development. The regional system will discharges into the Carter Creek Wastewater Treatment Plant , TPDES 10024-00 6. The project will be reviewed for complianc e with the City o f College Stat ion Subdivision Ordinances and D es ign Criteria for sanitary sewer systems by the City of College Station D evelopment Services Division, Sp encer Thomp son, P.E ., Ass istant City E ngineer for D eve lopment , P . 0. Box 9960, College Station, TX 77842, (979)76 4-3570. City of College Station representative s will inspect the co ns tru ction and observe the t estin g of the project. The City o f College Station will. be the owner and maintainer of the constructed sanitary sewer system. HYDRAULIC CAPACITY: Average daily flow = (44 dwelling units)(2.67cap/du)(l00gpd/cap)(l day/1440 min)= 8.16 gpm Average daily flow x 1.5 = 12.24 gpm adj usted daily flow Adjusted da ily flow x 3.0 = 36.71 gpm Peak hourly flow Infiltratio n allowance is 30000 gpd/mile for each section of proposed pipe and is 11 .67 gpm for t he proposed system: (2 ,860 1.f)(l mile/5280 l.f )(30,000 gpd/mile)(l day/1440 min.) =11.28 gpm. The hydraulic capacit y of an 8" pi pe at the minimum design slope of 0.4% is 340 gpm (fl owing full) which is much greater than the maximum systems anticipated inflow total o f 47.99 gpm. TESTING OF INSTALLED PIPE: Sewer pipe is te sted by a low-pre ssure air t est, manholes are tested with a vacuum of minus 10 inch es of mercury for a specified tim e, deflection testing is performed with a mandrel Sanitary Sewer System Engineering Design Report -Page I of3 Pages sized to 5 percent smaller than the inside diameter of the line and the sewer lines are then TV'd to assure there are no low spots. BEDDING TRENCHING AND BACKFILL: Between 4" below to 6" above the pipe select sand backfill with a PI of less than or equal to 12 and less than 50 percent passing a #200 sieve is placed. The remaining backfill is excavated material compacted to a minimum of 90 percent of maximum dry density as determined by ASTM D698 at a moisture content within 0 to 4 percent of optimum moisture content. EROSION CONTROL: Sediment is maintained on the site by the use of silt fencin g and hay bales in all areas of possible sediment transport. A storm water pollution control plan is included in the construction plans. DESIGN DETAILS: The minimum size of sanitary sewer main planned for the development is 8" with a minimum design slope is 0.4 percent and an "n" factor o f 0 .13 and laid in straight alignments with uniform grade between manholes . Manholes are placed only at points of change in alignment, grade, or size of sewer , at the intersection of all sewers and the end of all sewer lines and are constructed of precast concrete , with a maximum spacing of 450 linear feet. Pipe to manhole connectors are used in the precast manholes to insure water ti ghtness, the minimum width of the manholes is 48", the inverts are poured w ith a "U" shape channe l with a bench sloped at 0.5 inch per feet and th e manhole covers are a nominal 24 -inch or larg er diameter. TYPE OF PIPE AND ITS ANTICIPATED PERFORMANCE: The type of pipe proposed for this project is PVC SDR26 ASTM D30 34 heavy wall sanitary sewer pipe with compression type fittings. PVC sewer pipe is not affected by sulfuric acid in the concentrations attained in residential sanitary sewer systems; t herefore, the generation of hydrogen sulfide does not contrib ute to corrosion problems. The average depth o f cover is eight feet and with th e pro posed bedding techniq ues the pipe should handle all loading conditions .. AMOUNT OF INFILTRATION/INFLOW EXISTING AND ANTICIPATED: Inflow is managed by a City ordinance not allowing any sort of drain to be tied to the sanitary sewer system. Ot her precautions are the u se of watertight manhole rings and covers in areas where storm water could get into the system. The gr ound water tabl e in this are a is below the proposed system and all manholes are constructed at least 0.5 feet above surrounding natural ground . Soil conditions at the site consist of primarily clays with a thin layer of lo am on top. Sanitary Sewer System Engineering D es ign Report -Page 2 of3 Pages CONCLUSION With the installation of the proposed sewer lines there is more than sufficient capacity to accommodate the peak flows and any infiltration. The proposed system presented in this report is prepared with consideration given to the Texas Commission on Environmental Quality "Design Criteria for Sewerage Systems" and the Cities design standards and specifications. The proposed design, installation and testing of this domestic wastewater project is in substantial compliance with TCEQ rules as found in "Design Criteria for Sewerage System", 30 TAC, Chapter 317 and no variances from the Chapter 317 requirements are planned nor request ed. REFERENCES: "Design And Construction of Sanitary and Storm Sewers", WEF Manual of Practice No . 9, ASCE Manual on Engineering Practice No. 37, 1970 "Design Criteria for Sewerage Systems" Texas Commission.On Environmental Quality Sanita ry Sewer Sys tem Engin ee rin g De s ign Report -Page 3 of 3 Pages Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coeffic ient Channel Slope Depth Diameter Results Discharge Flow Area Wetted Perimeter Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froud e Number Maximum Discharg e Full Flow Capacity Full Flow Slope Flow is sub criti cal. 1 O" Sanitary Sewer Capacity @ 0 .3% Worksheet for Circular Channel c :\haestad\fmw\southem. fm2 Southern Trace Offsite San Swr Analysis Circular Channel Manning's Fonnula Discharge 0.013 0.003000 ft/ft 0 .83 ft 10.00 in 550 gal/min 0.55 ft2 2.51 ft 0.11 ft 0 .50 ft 99 .60 0.007206 ft/ft 2 .26 ft/s 0.08 ft 0.91 ft 0.18 1.29 cfs 1.20 cfs 0.003165 ft/ft 10/09/0 3 0 2 :49 :58 P M H aestad Methods, In c . 37 B rookside Roa d Waterb u ry , C T 067 0 8 (203) 755-1666 F lowMaster v5.1 3 P a g e 1 o f 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Sl ope Depth Diameter Results Discharge Flow Area Wetted Perimeter Top W idth Critical Depth Percent Full Critical Slope Velocity Ve locity Head Specifi c Energy Froude Number Ma ximum Discha rge Full Flow Capacity Full Flow Slope 8" Sanitary Sewer Capacity @ 0 .4% Worksheet for Circular Chan nel c:\haestad\fmw\southem. f m2 Southern Trace Offsite San Swr Analysis Circular Chan nel Manning's Formula Discharge 0 .013 0 .004000 ft/ft 0 .67 ft 8 .00 in 340 gal/min 0.35 ft 2 2 .09 ft 0.00 ft 0.41 ft 100 .00 0 .008027 ft/ft 2 .19 ft/s 0 .07 ft FULL ft FULL 0.82 cfs 0.76 cfs 0 . 004000 ft/ft 10/09/03 0 2:50:38 PM H aestad Methods, In c . 37 B rookside Road Waterbury, C T 0 6708 (203) 755-1666 FlowMasler v5.13 P age 1 o f 1 f W DEVELOPMENT PERMIT PERMIT NO . 04-(03) -98 Project: DOUTHERN TRACE SUBDIVISION COLlEGl STATION FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE : CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: SOUTERN TRACE SUBDIVISION PHASE 1 DATE OF ISSUE: 6/7/04 OWNER: DONALD CARROLL 228 ROYAL OAKS HUNTSVILLE , TX 77342 TYPE OF DEVELOPMENT: SPECIAL CONDITIONS: SITE ADDRESS: FM 2154 DRAINAGE BASIN: Lick Creek ; VALID FOR MONTHS CONTRACTOR: Clearing and Grading Permit A ll 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 . 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 Criter ia. If it is determined the prescribed erosion control measures are ineffective to retain all sediment ons ite , 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 th is 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 . " . ' SOUTHERN TRACE SUBDIVISION ENGINEERS QUANTITY AND COST ESTIMATE OF CONSTRUCTION COST 15 ACRE PROPERTY~ WELLBORN ROAD 44 Single Family Residential Homes 5/17 /2004 ITEM DESCRIPTION UNITS I CLEAR1NG ROW AC. 2 CLEAR1NG EASEMENTS AC . 3 ROADWAY EXCAVATION -SOUTHERN TRACE AND SOUTHERN BREEZE ST A. I 0+00 TO 11 +60 C.Y. CUT (TN PLACE) 4 ROADWAY EXCAVATION-SOUTHERN TRACE AND SOUTHERN BREEZE STA. 10+00 TO 11+60 C .Y . FILL -(IN PLACE) -DENSITY CONTROLLED 5 ROADWAY EXCAVATION-SOUTHERN BREEZE CUT-(IN PLACE) STA. 7+00TO IO+OO C .Y . 6 ROADWAY EXCAVATION-SOUTHERN BREEZE FILL-(IN PLACE) STA. 7+00 TO 10+00 DEN . CNTL. C .Y . 7 6" STABILIZED SUBGRADE(4%)-SOUTHERN TRACE & SOUTHERN BREEZE STA. 10+00 TO 11+60 S.Y. & SOUTHERN WAY 8 6" STABILIZED SUBGRADE (4%)-SOUTHERN BREEZE ST A. 7+00 TO IO +OO S .Y . 9 EXTRA LIME (TYPE A) UP TO 6% SOUTHERN TRACE & SOUTHERN BREEZE ST A. 10+00 TO 11 +60 TONS I O EXTRA LIME (TYPE A) UP TO 6% SOUTHERN BREEZE ST A. 7+00 TO 10+00 TONS II 6" GRAVEL BASE BETWEEN C&G SOUTHERN TRACE AND SOUTHERN BREEZE STA. 10+00 TO S .Y . 11 +60 & SOUTHERN WAY 12 6" GRAVEL BASE BETWEEN C&G SOUTHERN BREEZE ST A. 7+00 TO 10+00 S .Y . 13 1.5 " H.M.A.C -SOUTHERN TRACE AND SOUTHERN BREEZE-STA 10+00 TO 11+60 S .Y. I4 1.5" H.M.A.C -SOUTHERN BREEZE ST A. 7+00 TO IO+oO S .Y. 15 CURB AND GUTTER L.F. I6 CONCRETE VALLEY GUTTER S.F. 17 4' WIDE SIDEWALK S.F. 18 SIDEWALK RAMP S.F . 19 HEAL THY RE -VEGETATION , SEEDTNG & WATERING BETWEEN ROW AN D PAVEMENT AND L .S. EASEMENTS 20 24"RCP C76 CLlll STORM DRAJN L.F. 21 DRAINAGE STRUCTURE #DS-1 ; OUTFALL STRUCTURE, COMPLETE IN PLACE L.S . 22 DRAJNAGE STRUCTURE #DS -2; 30'-36" RCP, 2-10' REC . INLETS W/HEADWALLS, COMPLETE IN L.S . PLACE 23 DRAJNAGE ~TRUCTURE #DS -3; IO ' RECESSED INLET COMPLETE IN PLACE -L.S . 24 DRAINAGE STRUCTURE #DS-4; JUNCTION BOX, COMPLETE IN PLACE L .S. 25 DRAINAGE STRUCTURE #DS-5; WINGED HEADWALL, 11 SY ROCK RIP RAP, COMPLETE IN PLACE L.S. 26 DRAJ NAGE STRUCTURE #DS-6; 79'-24" RCP; SLOPED HEADWALLS, COMPLETE IN PLACE L.S. HESTER ENGINEERING COMPANY SOUTHERN TRACE SUBDIVISION CONSTR UCT ION COST ESTIMATE 5117 12004 QUANTITY 2 .4 6 2 .57 2100 2100 1500 200 7327 1031 30 4 5949 817 5949 817 3746 1258 7102 38 I 185 I I I I 1 I I UNIT PRICE EXTENSION $500 .00 $1 ,230 $500.00 $1 ,285 $3 .00 $6,300 $6.00 $12,600 $3 .00 $4,500 $6.00 $1,200 v $3 .00 $21,981 $3 .00 $3,093 $90 .00 $2,700 $90.00 $360 $6 .00 $35,694 $6 .00 $4,902 $5 .50 $32,720 $5.50 $4,494 v $7.50 $28,095 $4.50 $5 ,661 $2 .75 $19,531 $4 .00 $152 $2,000 .00 $2,000 $40.00 $7,400 $3,000 .00 $3,000 $7,500.00 $7,500 $3 ,000.00 $3,000 $2,500 .00 $2,500 $3 ,000 .00 $3,000 $2,500 .00 $2,500 PAGE I OF ~ PAGES 27 DRAINAGE ST R UCTURE #DS-7; DETENTI ON BAS IN O UTFALL ST RUCTURE, COMPLET E IN PL ACE L.S. 28 DET . BASIN OUTFAL L STRUCTURE ROCK WORK (13 0 S.Y. FLAG STONE) (50 S.Y . CURLEX L.S . BLANKET), CO MP LETE IN PL ACE DENSI T Y CONTROLLED DETENTION BASIN BE RM G RADI NG & CORE I SHAPI NG RE- 29 VEG ET A TI ON SEE DI NG & WATERIN G -HEAL THY G ROUN D COYE R ESTABLISHED, COMPLETE L.S . IN PL ACE 30 8 " PVC C90 9 WATERLINE L.F . 3 I 12 " PVC C909 WATERLINE L.F. 32 WATERLINE -STRUCT BACKFILL L.F. 33 60' -20" STL. CAS ING FOR 12 " WAT ERL INE , CASCADE SPACE RS, IN PLACE L.F. 34 8" TEE EA. 3 5 8" VALV E & BOX EA. 36 8"X9 0 DEG BEN D EA. 37 8"XI I .2 DEG BEN D EA. 3 8 2" BLOW-OFF AS SEMBLY EA 39 4" BLOW-OFF ASSEM BLY EA. 40 12 " CROSS EA. 4I I2"TEE EA. 42 12 " VALVE AND BOX EA. 43 12"X8 " REDUC ER EA. 44 12 "X22 .5 D EG BEND EA. 4 5 12"X4 5 DEG BEND EA. 46 12 " PL UG EA. 47 STD. FI RE HY DRANT -TYPE ONE EA. 4 8 A IR RE LEASE ASSEMBLY EA. 49 CONNECT TO X-I2 " WATERLINE EA. 50 \\'ATER SE RVIC ES L.F. 51 8 " PVC SAN ITARY SEWER (6-8 FEET DEEP) L.F. 52 8" PVC SAN ITARY SE WER (8-IO FEET DE EP) L.F. 53 8" PV C SAN ITARY SEWER (10-12 FEET D EEP) L.F. 54 JO" PVC SANITARY SEWE R (0-6 FEET DEE P) I L.F. 55 10" PVC SAN ITARY SE WER (8 -IO FEET DEE P) L.F . 56 JO" PVC SANITARY SEW ER (10 -12 FEET DE EP) L.F . 57 JO " PVC SANITARY SEW ER (12-14 FEET DEEP) L.F . 58 8 " DI SAN ITARY SEWER AT #DS-3 (6-8' DE EP) L.F. 59 8" PV C SAN SEW -ST RUCT BAC KFILL L.F . 60 STD . MANH O LE (0-6' D EE P) EA. 61 X-DEPTH MANHOLE V .F. 62 CONNECT TO X-IO"SAN .SWR. L.S. 63 CLEAN-OUT L.S. 64 SANITARY SEWER SE RVICE L.F. 6 5 MANDRELL TEST ING L.F. 66 TV NHS RECORDING OF LINE L.F. HESTER ENGIN EER IN G COMPA NY SOUTHERN TRACE SUBD IVISION CONSTRUCTION COST ESTIMATE 5117 /2004 I $4 ,000.00 $4 ,000 I $4 ,000 .00 $4 ,000 I $IO ,OOO .OO SI0,000 I 2563 $20 .00 $51,260 392 $25 .00 $9 ,800 58I $15 .00 $8 ,715 60 $50.00 $3 ,000 2 $350 .00 $700 7 $500.00 $3 ,500 4 $350 .00 SI ,400 I $350.00 $350 2 $300 .00 $600 I $450.00 $450 I $450.00 $450 I $400.00 $400 I SI ,000 .00 SI ,000 I $350 .00 $350 I $350.00 $350 I $350.00 $350 1 $350 .00 $350 3 $2 ,000.00 $6 ,000 2 $350.00 $700 I $500.00 $500 53 3 $2 0.00 SI0,660 637 $20.00 $I2,740 766 $25 .00 $19,I50 I05 $30 .00 S3 ,I50 470 $25 .00 SI I,750 76 $30 .00 $2,280 68 $35 .00 $2 ,380 439 $40.00 $17,560 40 $30 .00 Sl ,200 460 $35 .00 $16 ,IOO 14 $1 ,800 .00 $25,200 6I SI50.00 $9 ,150 I $500.00 $500 I $350.00 $350 735 $20 .00 $14,700 2601 $2.00 $5 ,202 NA PAGE 2 OF :5 PAGES 67 EROSION & SED!M. CONTROL SYSTEM INST ALLA T I ON , MAINTENANCE, IN SPECTI ON RE PO RTS LS. I $5 ,000.00 &REMOVAL 68 TRENCH SAFETY 69 PERFORMAN CE AND PAYMENT BON D @ l .5% HEST ER ENGINEER ING COMPANY L.F. 2601 $3 .00 L.S. I $7,357 PAVEMENT = DRAINAGE = WATERLINE= SANITARY SEWER= MISCELLANEOUS = TOT AL ESTIMATED CONSTRUCTION COST = SOUTHERN TRACE "SUBD IVI SION CONST RUCTI ON COS T ESTIM AT E 5 1171 2004 $5 ,000 $7 ,803 $7 ,357 $188,497 $46,900 $100,885 $141,412 $20,160 $497 ,854 PAGE ~ OF ~ PAGES t • FOR OF7J?iSE ~LY ~ P&Z CASE NO.: -~9 DATESUBMITIED: 1 D.-d q -0 3 FINAL PLAT APPLICATION :c95~ nLA (Check one) D Minor ($300 .00) D Amending ($300.00) '-0 Final ($400.00) D Vacating ($400.00) D Replat ($600.00)* *Includes public hearing fee The following items must be submitted by an established filing deadline date for P&Z Commission consideration. MINIMUM SUBMITTAL REQUIREMENTS: .._ Filing Fee (see above) NOTE: Multiple Sheets -$55.00 per additional sheet ~ Development Permit Application Fee of $200 .00 (if applicable). ~ Infrastructure Inspection Fee of $600.00 (applicable if ar:iy public infrastructure is being constructed) ~ Application completed in full. ~ 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. r---Two (2) copies of public infrastructure plans associated with this plat (if applicable). ~ Parkland Dedication requirement approved by the Parks & Recreation Board , please provide proof of approval (if applicable). Date of Preapplication Conference: .... ~~lfr,_..._ _______ __;:;;__ _________ _ NAME OF SUBDIVISION Sou~ TPl.'GE:" SJFA\Vt.S(On SPECIFIED LOCATION OF PROPOSED SUBDIVISION (Lot & Block)~ l-l 'Z 1bt.IL 'Z. \1. ,. '3> v ~-a ~l-&b APPLICANT/PROJECT MANAGER'S INFORMATION (Primary Contact for the Project): Name ~1 Ckn.aokL Street Address lclo a..o 'i2E\./ ~C~ J?o_ City __,~c;......;_~f\N~------ State T "{-Zip Code /7So8 E-Mail Address \ooc.ster ;\,,b@ c:::::w \, CoW) Phone Number ]Je> 2928 Fax Number ~ -=:....:..:....::.......= __________________ _ PROPERTY OWNER'S INFORMATION: Name Tu\'1/wc.-0 f. ~ v L--- Street Address '2.% 'i2o 'T~<-~tL.S State Tu Zip Code \'1 ~4'Z. Phone Numbe.q'?t& '2.-4 S-~£(0 ARCHITECT OR ENGINEER'S INFORMATION: E-Mail Address ----------------------- Fax Number ------------------------- Name MlDt/5e"L G · tfESr~(2.. street Address 1"='7 Er.:..s't w--f'42tL Su. 'l1? ~ ,... B city Game ~v-1It-- state If Zip Code 11~ E-Mail Address Vbhesf-ey ~ t"rsfev-e~r .~ Phone Number b:t ";:. l l oo Fax Number --------------,..------------- :Qe .o..s G ~t l.. ~ Ca?~F~~c"<-~ .-Is there a temporary blanket easement on this property? If so , please provide the Volume and Page # __ _ Acreage -Total Property tS 2 Total #Of Lots M:> R-0-W Acreage '2-4='£ Existing Use : \[A.<-ANT Proposed Use :-5t~Le Tu.Ml t...:"f ~tO - Number Of Lots By Zon ing District ---'--- Average Acreage Of Each Residential Lot By Zoning District: fl?. 2 I (2.t / __ Floodplain Acreage -O - A Statement Addressing Any Differences Between The Final Plat And Approved Master Development Plan And/Or Preliminary Plat (If Applicable): Requested Variances To Subdivision Regulations & Reason For Same : ~CC "5lOewl.>-LlL k<...,o~ 6 "t2.N ?.:izt-e?:; /2-, Requeste9 Oversize Partic ipation : --=~:;...;_-'-~-~...:....::...........;...__._ _ _.S=-..;:oew"'-=-=--.::o:..;...;;.. __ __,._--"-''-==..:~ ......... ~--=---=.....:..:.--- C@92) ~<0 ~ do) Total Linear Footage of Proposed Public: l?2o Streets ~14 Sidewalks ~ Sanitary Sewer Lines "34--Jt Water Lines -o-Channels l 1'5 Storm Sewers -o-Bike Lanes I Paths Parkland Dedication due prior to filing the Final Plat: ACREAGE: ___ # of acres to be dedicated + $ ____ development fee ___ # of acres in floodplain # of acres in detention --- ___ # of acres in greenways OR FEE IN LIEU OF LAND : 4e #of Single-Family Dwelling Units X $556 =$ Lbl ~ Q q ..-<Q ---5 (date) Approved by Parks & Recreation Board NOTE: DIGITAL COPY OF PLAT MUST BE SUBMITTED PRIOR TO FILING. The applicant has prepared this application and certifies that the facts stated herein and exhibits attached hereto are true, correct, and complete. The undersigned hereby requests approval by the City of College Station of the above-identified final plat and attests that this request does not amend any covenants or restrictions associated with this plat. / 2-2Z--o3 Date • SUPPLEMENTAL DEVELOPMENT PERMIT INFORMATION Application is hereby made for the following development specific site/waterway alterations: ~op~ ACKNOWLEDGMENTS: 1.M Cbtkrl.. G .tfc.srm-,, P-c, I , design engineer/owner, hereby acknowledge or affirm that: Contractor CERTIFICATIONS: (for proposed alterations within designated flood hazard areas.) A.I , certify that any nonresidential structure on or proposed to be on this site as part of this application is designated to prevent damage to the structure or its contents as a result of flooding from the 100 year storm . Engineer Date B. I, certify that the finished floor elevation of the lowest floor, including any basement, of any residential structure, proposed as part of this application is at or above the base flood elevation established in the latest Federal Insurance Administration Flood Hazard Study and maps, as amended. Engineer Date C. I, , certify that the alterations or development covered by this permit shall not diminish the flood-carrying capacity of the waterway adjoining or crossing this permitted site and that such alterations or development are consistent with requirements of the City of College Station City Code, Chapter 13 concerning encroachments of floodways and of floodway fringes . Engineer Date D. I, , do certify that the proposed alterations do not raise the level of the 100 year flood above elevation established in the latest Federal Insurance Administration Flood Hazard Study . Engineer Date Conditions or comments as part of approval: -------------------------- In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities. All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer for the above named project. All of the applicable codes and ordinances of the City of College Station shall apply . ,. .· .. .. ,.. "' ... ""· ' ., ' . . ' •' '• ... ... • < -, .,. . I• ' ·, ., . . ·, . ., '.'/ ·1·• .. .• ' . ,, · . DEVELOPMENT PERMIT PERMIT NO. 04-(03) -98 f W Project: SOUTHERN TRACE SUBDIVISION COLLEGE STATION FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: SOUTHERN TRACE SUBDIVISION DATE OF ISSUE: 6/15/04 OWNER: DONALD CARROLL 228 ROYAL OAKS HUNTSVILLE, TX 77342 TYPE OF DEVELOPMENT: SPECIAL CONDITIONS: SITE ADDRESS: FM 2154 DRAINAGE BASIN: Lick Creek VALID FOR 9 MONTHS CONTRACTOR: Full Development Permit All construction must be in compliance with the approved construction plans All trees 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 Owner/Agent/Contractor Date Southern Trace Subdivision Guardrails Re v ision 10 ' -2"o.c . STON E 4 ft ... ---... DRAINAGE STRUCTURE # DS-2 11 ' o .c . STON E 4 ft ---------L--t---.-- - - --- - - - - - - - - - - - - - - - - - - --- --..--+------- DRA INAGE STRUCT URE # DS-1 Southern Trace Subdivision Guardrails Re v ision 25'-6"o.c. 4 ft STONE DRAINAGE STRUCTURE # DS -7 (f ~ DEVELOPMENT PERMIT , PERMIT NO. 03-98 Project: SOUTHERN TRACE SUBD COLLlGl STATION FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: TXDOT ROW AT WELLBORN RD AND EDELWEISS GARTENS DATE OF ISSUE: 2/24/04 OWNER: TX DOT SITE ADDRESS: DRAINAGE BASIN: Lick Creek VALID FOR 6 MONTHS CONTRACTOR: TYPE OF DEVELOPMENT: Clearing and Grading 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. THIS PERMIT FOR UTILITY CONSTRUCTION ONLY. The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immed iate construction site in accordance with the approved erosion control plan as well as the City of College Station Drainage Pol icy 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 facil ities . 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 C ity 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 . Z -Z1--o f Date If = Notice of Intent (NOi) for Storm Water Discharges TCEQ Office Use Only != ~ Associated with Construction Activity under the TPDES Construction General Permit (TXR150000) TPDES Permit Number: TXR15•:_•:_•:._•:_•L NO GIN Number :•::_•::_•::_•::_•::_•::_•::_•• For help co mpl eting this application, read th e TXR150000 NOi Instructions (T CEQ -20022-lnstruction s). A. Construction Site Operator "E!New 0No Change Customer Reference Number: CN Name : 'fPbE/2.T CA.fl.@DLk~LL-A~O CAf212()U.. DEVB..d'~ervT l-L.-:C~------ Ma i ling Address : JcBo 6>L.Q ~c.E. Ro. City: Ba'iAJ.J 'state:~Zip Code : 778Cf.> Country Mailing Information (if outside USA) Territory: ________ Country Code : ________ Postal Code: __ _ Phone Number: ~ _]1.f2 -2oZ5 Extension : Fax Number: S6W\.€ E-mail Address : Jone i +it-c \-) b @ qo L-. C() m _:;;_-'-----'"----------- Type of Operator : 0 Ind ividua l 0 Sole Proprietorship -D.B.A':'E] Partnership D Corporation D Federal Government D State Government 0 Cou nty Governm ent D City Government 0 Other: -::=----::=--------------~ Independent Operator?'El Yes D No Number of Employees :--0 0-20 D 21-100 0 101 -250 D 251-500 D 501 or higher Federal Tax ID449 qz. qq94sta te Franch ise Tax ID Number: DUNS Number: B. Billing Address Name: ~'6ef2. T CJ;:af2/2.l)LI... Mailing Address : -ZC>oto OLD l2.ELIAf...:(;E 1?Q. City : 6rL '"(AN Country Mail ing Information (if outside USA) Territory: Country Cod e: C. Project I Site Information --El New 0No Ch ange Regulated Entity Referen ce Name : 4:Sou™ei::4J J'i?6.CE:. 5'?13DIVISIOIV MailingAddress : ]oCfo (()Lp '2.euAisicc. ~ Ci ty:Bc2.l(A1'J Physical Add ress: NA City: Count} Location Access Descripti on:f.M, '2154 (~ J2.0) l'?Ai>T SU:X!::, 1.1''2m Latitude~o ·~'Lb " N Longitud e:'"ib 0 J]_• ?'1" W Degn Lati tud e: Long itud e : -Decir Standard .In dustrial Classi fica tion (SIC ) code: Ii:;) Z.I Also, describe th e construction activity at ti f;e SlOE;JVllk. "5 1NGe:t.=' ~<Pt How..e oeu&LoPW Has a storm water pollutio n preve nti on plan been prepared as specified in th e gene ral permit (D Es timated area of la nd dist urbed (to th e nearest ac re): I~, o Is th e project I site located 01 Does thi s project I site di sc harge storm water into a muni cipal separate storm sewer system (MS4 ) If ye s, provide th e nam e of the M S4 operator: G1 i'r .c;:;F-C€> l<..e.CoE 5/A Tlv (\, Provide th e name or segme nt numbe r of the water body th at receives storm water from thi s projec' D. Contact -If the TCEQ needs additio nal information regarding th is app li cation , who should be car Name : ~e'fl.{" ~1.-l--Title : VI CE. f17.0LDE"'t:fl Phone Num ber: 5, 1 q 118 11>'2£, Exten sion : Fax Number:~~------------- E-mail A ddress:--'"><..l...~'--"'--L<=.;i.=-=-..><.-->...l..L--"""-_;:::=::....i.......;_..=..u>----------------------~- E. Payment Information -Check I Money Order Numb er:'/~ ame on Check I Mon ey Order: F. Certification I certify under pen alty of law that thi s doc um ent was prepared und er my direction or supervision in acco rdan c e with a system des igned to assure tha t qualified personne l property gather and eva lu ate th e information submitted . Based on my inquiry of the person or p erso ns who manag e the system , or those person s directly respon sible for gath ering th e information, th e informatio n subm itted is, to the best of my know ledge and belief, true. accurate, and com pl ete. I am aware there are sign ificant pena lti es for submitt in g false inform ation. in d uding th e po ssi bility of fin e and imprisonment for knowing vi olation s. Construction Site · ns on how to fill out thi s form or about th e storm water program, please co ntact us at (512) 239-467 1. Individuals ar titled to requ es t and revi ew their personal informat ion th at th e agency gathers on its forms. They may also have any errors in their information co rrected . To revie w suc h informati on . co ntact us at (5 12) 239-3282 . TCEQ-20022 (0 5/03) Th e completed N O i mus I b e mailed to th e following address. Use th e attach ed document to subm it th e $100 a pplication fee. Please note th a t th e NOi and appli ca tion fee are subm itted separa tely to dffferent addresses. Texas Commission on Enviro nmental Quality Storm Water & Genera l Permits Team; MC -228 P.O . Box 13087 Austin, Texas 78711 -3087 Pag e 1 of 2 WATER DISTRIBUTION SYSTEM ANALYSIS Southern Trace Subdivision 15.01 ACRES COLLEGE STATION, BRAZOS COUNTY, TEXAS MAY, 2004 WATER DISTRIBUTION SYSTEM ANALYSIS SOUTHERN TRACE SUBDIVISION BRAZOS COUNTY, COLLEGE STATION, TEXAS MAY, 2004 INTRODUCTION: The proposed development is located along the east side of Wellborn Road (F.M. 2154), approximately 2200 feet south of Graham Road in College Station Texas. The legal description is Southern Trace Subdivision and is approximately 15.01 acres. The proposed improvements include pavement, drainage and utility improvements for 44 single family residential homes. The site is zoned R-1 (residential) and is being developed by Robert Carroll, 2C Development, LLC, 7090 Old Reliance Road, Bryan, TX 77808 , 979-778-2028. The proposed system will connect to an existing 8" waterline at the end of Oldenburg Lane in the Edelwiess Gartens Subdivision. Static pressure information was obtained from the College Station Utility Department and was based on an onsite pressure tests of fire hydrants located in the Edelweiss Gartens subdivision. The flow test reports are included in this report. Future proposed development of th e E de lweiss Gartens Subdivision was included in the mod el to assure that the construction of t he Southern Trace development would not negatively impact the fire flow demands created by future phases of the Edelweiss Gartens development. The proposed subdivision was modeled using the Haestead Methods "WaterCad" program placing fire flow demand s at each node in th e system, see attached schematic. The maximum daily demand generated by the dwelling units was adde d to the fire flow demand. The results of the analysis has be en includ ed in this report. ANALYSIS REQUIREMENTS I CONSTRAINTS -PVC water line pipe with a roughness coefficient of 150 -Fire flows of 1500 gpm (gallons per minute) -6 -inch minimum waterline size -Minimum residua l pressures at 20 psi (pounds per square inch) -Velocities below 12 .tps (feet per second) SOUTHERN TRACE SUB DfVISION -WA TER DISTRIB UTION ANALYSIS -PA GE I OF 2 PAGES DAILY FLOW CALCULATIONS RESIDENTIAL (1 D.U.)*(2.67 PEOPLE/D.U.)*(100 GPCD)*(l DAY/1440 MIN.)= 0.19 GPM Average Daily Flow* 1.5 =Adjusted Daily Flow Adjusted Daily Flow* 3.0 =Peak Hourly Flow Maximum daily flow for a section of waterline = 0.86 gpm times the number oflots. COMMERCIAL: (ACRES)*(30 PEOPLE I ACRE)*(SO GPCD)*(lDAY/1440 MIN)= 1.04 GPM*l.5 *3=4.7 GPM/ACRE . CONCLUSION: In conclusion the proposed system can provide a fir e flow demand of 1500 gpm at each fire hydrant with a residual pressure greater than 20 p si. SOUTHERN TRACE SUBDMSION -WATER DISTRIBUTION ANALYSIS -PAG E 2 OF 2 PAGES SOJlHERN TRACE SUBDIVISION VIATER DISTRIBUTION SYSTEM ANALYSIS 6EP=R:M3 ER f5, ~oes M~ t 1 ( 'Za?1- FHJ-5 Title : Southe ~n Trace Subdivision Scenario: Base S.H.40 J-3 BENDS tz" TEEJ-4 -J-10 TEEJ -2 FHJ-9 ID rr C' BOJ-11 g_'' fl TE E J -6 ~ \ L BOJ-7 Proje ct Engineer: Michael G . Hester, P .E. Hester Engineering Company WaterCAD v6 .5 [6 .5 120i] c :\_ .. \haestad \wt rc\southe mtrace\southertrace .w cd 05/16/04 06: 13:4 7 PM © Haesta d Method s , Inc. 37 Brookside Road Waterbury, CT 06708 USA +1 -203-755-1666 Page 1 of 1 - Label E levation Zone Type Ba se Flow (ft) (g pm) TEE J-2 323 .20 Zone-1 Demand 16.65 J-3 BEND 335.20 Zone-1 Demand 0 .00 TEE J-4 338.50 Zone-1 Demand 1.67 FH J-5 333.00 Zone-1 Demand 9 .18 TEE J-6 336.00 Zone-1 Demand 0 .00 BO J-7 341 .00 Zone-1 Demand 0 .00 FH J-8 338.00 Zone-1 Demand 3 .34 FH J -9 348.00 Zone-1 Demand 19.19 J-10 343.00 Zone-1 Demand 6 .68 BO J -11 343 .50 Zone-1 Demand 0 .00 Titl e: Southern Trace Subdiv is io n Scenario: Base Fire Flow Analysis Junction Report Patte rn Dema nd Calculated (gpm) Fixed 16.65 Fixed -0 .00 Fixed 1 .67 Fixed 9 .18 Fixed 0.00 Fixed 0 .00 Fixed 3 .34 Fixed 19.19 F ixed 6 .68 Fixed 0.00 Hest e r E ngi neer i ng Company Calculated Pressu re Hydraulic Grad• (psi) (ft) 520.80 85 .49 520 .79 80 .30 520.79 78.87 520.79 81 .25 520 .79 79.95 520 .79 77 .79 520 .79 79 .08 520 .79 74 .76 520.79 76 .92 520 .79 76.70 Project Engineer : Micha el G . Hester, P .E . Wate rCAD v6 .5 [6 .5 120i] c :\ ... \h aestad\wtrc\southerntrace\so uth ertrace w ed 05/16 /04 06 :13:36 PM © Hae stad Me th ods , Inc. 37 Broo ks ide Road Wa terbu ry , CT 06708 USA +1 -203-7 55-1666 Pa ge 1 of 1 . . Zone Fire Flow Satisfies Needed Available Balanced? Fire Flow J::ire Flov. Fire ~on s t ra in ts (gpm) Flow (gpm) Zone-1 true true 1,500.00 1,750.00 Zone-1 true true 1,500.00 1,750.00 Zone-1 true true 1,500.00 1,750 .00 Zone-1 true tru e 1,500.00 1,750 .00 Zone-1 tru e true 1,500 .00 1,750.00 Zone-1 true true 1,500.00 1,750.00 Zone-1 tru e true 1,500 .00 1,750.00 Zone-1 true tru e 1,500 .00 1,750 .00 Zone-1 true true 1,500.00 1,750 .00 Zone-1 true tru e 1,500 .00 1,750 .00 Title: Southern Trace Subdivis io n c :\ ... \haestad\wtrc\so uthemtrace\southe rt ra ce .wcd 05/16/04 06 :13:13 PM © Haestad Methods , Inc. Total Flow Needed (gpm) 1,516 .65 1,500 .00 1,501 .67 1,509 .18 1,500.00 1,500.00 1,503 .34 1,519 .19 1,506.68 1,500 .00 Scenario: Base Fire Flow Analysis Fire Flow Report Total Calculatec Calculate c Flow Residual Min imum ~vailable Pressure Zone (gpm) (psi) Pressure (psi) 1,766 .65 70.25 59.52 1,750.00 63.05 57 .51 1,751 .67 61 .15 57.04 1,759 .18 59.35 56.09 1,750.00 55.95 53 .79 1,750.00 53.43 55 .07 1,753.34 54 .94 54.69 1,769 .19 52 .77 56.43 1,756 .68 56 .19 54 .24 1,750 .00 50.51 54 .24 Hester Engi neerin g Company Cal culatec Minimum M inimum System System Junction Pressure (psi) 59."52 FH J-9 57 .51 FH J-9 57 .04 FH J-9 56 .09 FH J-9 53 .79 BOJ-7 55.07 FH J-9 54.69 BO J-7 56.43 BO J-11 54 .24 FH J-9 54 .24 FH J-9 Proj ect En gineer: M ichael G . Heste r , P .E. WaterCAD v6.5 [6.5120i) 37 Brookside Roa d W aterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Label Length Diamete1 (ft) (in) P-2 ENCASED ACROSS SH40 667.00 12.0 P-3 155.00 12.0 P-4 392.00 8 .0 P-5 ALONG WELLBORN ROAD 562 .00 8 .0 P-6 125.00 12 .0 P-7 144.00 8.0 P-8 852.00 8 .0 P-9 158.00 8.0 P-10 188.00 8 .0 P-11 SOUTHERN BREEZE 196.00 8 .0 P-1 EXISTING 8" ALONG OLDEr 720 .00 8 .0 Scenario: Base Fire Flow Analysis Pipe Report Material H azen-Minor Velocity Williams Loss (ft/s) c ~oefficien PVC 150.0 2 .06 0 .11 PVC 150.0 0 .54 0 .11 PVC 150.0 1.67 0 .10 PVC 150.0 1.94 0 .04 PVC 150.0 0 .35 0 .00 PVC 150.0 1.67 0.04 PVC 150.0 0 .35 0.02 PVC 150.0 0 .74 0 .10 PVC 150.0 2 .08 0 .14 PVC 150.0 2 .52 0 .00 PVC 150.0 2.47 0 .36 Discharge (gpm) 40.06 40.06 15.86 6 .68 0 .00 6 .68 3 .34 -15.85 -22 .53 0 .00 56 .71 Title: Southern T race Su bdivision Project Eng ineer: Ml chael G. Heste r , P .E . c :\ ... \haestad \wtrc\s outherntrace\southertrace.wcd Hester Engineering Company WaterCAD v6 .5 [6.5120i] 05/16/04 06:12 :47 PM © Haestad Methods , In c . 37 Brookside Road W aterb ury , C T 06708 U SA +1-203-755-1666 Page 1 of 1 • ,. : -:. •• -•• •.· •J •. '-'-L.-....... -L.-·.•&..... •J ..• J J .. '·'·-· ...... .o..J •................ .. · .fl]-· Water is life Power is Progress . :' Service is Pride ~~,,,_,. 1601 GRAHAM ROAD COLLEGE STATION TEXAS 77845 Date: 27 AUG 2003 Number pages including cover sheet - 3 Fax to: 693-1075 Attention: MIKE HESTER Company: HESTER ENGINEERING From: Butch Willis Water Wastewater Division Phone: . 979-764-3435 Fax: 979-764-3452 FLOW TEST REPORT Location: 3782 OLDENBURG Flow hydrant number: S-057 Pitot reading: 65 (GPM): 1070 Static hydr ant number : S-05 8 Static PST: 85 Residual PSI: 70 SOUTHERN TRACE SUB DIVISION ENGIN EERS QUANTITY AND COST ESTIMATE OF CONSTRUCTION COST 15 ACRE PROPERTY~ WELLBORN ROAD 44 Single Family Residential Homes 5/17/2004 ITEM DESCRIPTION UNITS I CLEARING ROW AC . 2 CLEAR IN G EAS EMENTS AC. 3 ROADWAY EXCAVATION-SOUTHERN TRACE AND SOUTH ERN BRE EZE STA. 10+00 TO 11+60 C.Y , CUT (IN PLACE) 4 ROADWAY EXCAVATION -SOUTHE RN TRACE AND SO UTHERN BREEZE ST A. I 0+00 TO 11 +60 C .Y. FILL -(IN PLACE) -DENSITY CONTROLLE D 5 ROADWAY EXCAVATION -SOUTHERN BREEZE CUT -(I N PL ACE) ST A. 7+00 TO l 0+00 C.Y. 6 ROADWAY EXCAVATION-SOUTH ERN BREEZE FlLL-(l N PLACE) STA. 7+00 TO 10+00 D EN. C.Y. CNTL. 7 6" STABILIZED SUBGRADE (4%)-SOUTHERN TRACE & SOUT HERN BREEZE STA. IO +OO TO 11 +60 S.Y. &SOUTHE RNWAY 8 6" STABI LIZED SUBGRADE (4%)-SOUTHERN BREEZE STA. 7+00 TO 10+0 0 S.Y. 9 EXrRA LIME (TYPE A) UP TO 6% SOUTHERN TRACE & SOUTHERN BRE EZE ST A. 10 +00 TO 11 +60 TONS IO EXTRA LIME (TYPE A) UP TO 6% SOUTHERN BREEZE ST A. 7+00 TO 10+00 TONS I I 6" GRAVE L BAS E BETWEEN C&G SOUTHERN TRACE AND SOUT HERN BREEZE ST A. I 0+00 TO S.Y. I I +60 & SOUTHERN WAY 12 6" GRAVEL BASE BETWEEN C&G SOUTHERN BREEZE ST A. 7+00 TO I 0+00 S .Y . I 3 1.5" H.M.A.C -SOUTHERN TRACE AND SOUTHERN BREEZE -ST A I 0+00 TO 11 +60 S .Y . 14 1.5" H.M.A.C -SOUTHERN BREEZE ST A. 7+00 TO l O+oO S.Y . I5 CURB AND GUTTER L.F. I6 CONCRETE VALLEY G UTTE R S .F. I7 4' WlDE SIDEWALK S.F 18 SIDEWALK RAMP S.F. I9 HEALTHY RE -VEGETATION, SEEDING & WATERING BET WEEN ROW AND PAVEMENT AND L.S. EASEME NTS 20 24"RCP C76 CUI! STORM DRAIN L.F . 2I DRAINAGE STRUCTURE #DS-I ; OUTFALL STRUCTURE, COMPLETE IN PLACE L.S. 22 DRAINAGE STRUCTURE #DS-2; 30'-36 " RCP, 2-10' REC . IN LET S W/H EADWAL LS , COMPLETE IN L.S. PLACE 2 3 DRAINAGE STRUCTURE #DS-3; IO' RECESSED INLET COMPLETE IN PLACE L.S . 24 DRAINAGE STRUCTURE #DS-4 ; JUNCT ION BOX, COMPLETE IN PLACE L.S. 25 DRAINAGE STRUCTURE #DS -5; WI NGED HEADWALL, 11 SY ROCK RIP RAP, COMPLETE IN PLACE L.S . 26 DRAINAGE STRUCTURE #DS-6; 79'-24" RCP, SLOPED HE ADWALLS , COMPLETE IN PLACE L.S . HE STER ENGI NEERI NG COMP ANY SOUTHERN TRACE SUBDIVISION CONSTRUCTION COST ESTIMATE 5/17 /2004 QUANTITY 2.46 2.57 2100 2100 1500 200 7327 I 03 1 30 4 5949 8I7 5949 8I7 3746 1258 7102 38 I 185 I I I I I I UNIT PRICE EXTENSI ON $500.00 $1 ,230 $500.00 I $1,285 $3.00 $6,300 $6.00 $12,600 $3.00 $4 ,500 $6 .00 $1 ,200 $3.00 $21 ,981 $3.00 $3,093 $90.00 $2,700 $90.00 $360 $6.00 $35,694 $6.00 $4 ,90 2 $5.50 $32,720 $5.50 $4,494 $7.50 $28,095 $4.50 $5,66I $2.75 $I9,53 I $4.00 $I52 $2,000.00 $2,000 $40 .00 $7 ,400 $3,000 .00 $3,000 $7,500.00 $7,500 $3 ,000.00 $3 ,000 $2,500 .00 $2,500 $3,000.00 $3 ,000 $2,500.00 $2 ,500 PAGE I OF .3 PAGES 27 DRAINAGE STRUCTURE #DS-7; DETENT ION BASIN OUTFALL ST RUCTURE, COMPL ETE IN PL ACE 28 DET. BAS IN OUTFALL STRUCTU R E ROCK WO RK (130 S.Y . FLAGSTONE) (50 S.Y . C URL EX BLANKET), CO MPLE T E IN PLACE DE 1SITY CONT ROLLED DETENT ION BA SI N BERM G RADING & C ORE I SHAPIN G RE- 29 VEG ET A T I ON SEE DI NG & WATE RI NG -HEAL THY GROUND COYER EST ABLISHED, COMPL ETE TN PLACE 30 8" PVC C909 WATERLINE 31 12" PVC C909 WAT ERLINE 32 WATERLINE -ST RUCT BACKF ILL 33 60'-20" ST L. CAS ING FOR 12 " WATERL INE, CASC AD E SPAC ERS , IN PLACE 34 8" TEE 35 8" VAL VE & BOX 36 8"X90 DEG BEND 37 8"X l 1.2 DEG B EN D 38 2" BLOW-OFF ASSEMB LY 39 4" BLOW-OFF ASSEMBLY 40 12" CROS S 41 • 12"TEE 42 12" VALVE AND BOX 43 12"X8 " REDUCER 44 12"X22.5 D EG BEN D 45 12"X45 DEG BEND 46 12" PLUG 47 STD. FI RE HYDRANT -TYPE ONE 48 AIR RE I.EASE ASSE MOl.Y 49 CONNECT TO X-12" WATERLINE 50 WATER SE RVICES 51 8" PVC SANIT AR Y SEWER (6 -8 FEET DEE P) 52 8" PVC SANIT ARY SEWER (8 -1 0 FEET DEEP) 53 8" PVC SANITARY SEWER (I0-12 FEET DEE P) 54 1 O" PVC SANITARY SEWE R (0 -6 FEET DEEP) 55 IO" PVC SAN ITARY SEWE R (8 -1 0 FEET DE EP ) 56 IO" PVC SAN ITA RY SEWER (I 0-1 2 FEE T DEE P) ~7 10" l'YC S/\N IT i\llY SEWE il (12-1 4 FloET DEE i') 58 8" DI SAN ITARY SEWE R AT #DS-3 (6 -8' DEE P) 59 8" PVC SAN SEW -STRUCT BACKFILL 60 STD. MANHOLE (0 -6' DEEP) 61 X-DEPTH MAN HOLE 62 CONNECT TO X-lO"SAN.SWR. 63 CLEAN -OUT 64 SANITARY SEWER SERVI CE 65 MANDRELL TESTIN G 66 TV/VHS RE CORDIN G OF LINE HE STE R ENGIN EERING COMPANY SOUTH ER N TRACE SUBDIVISION CONSTRUCTION COST ESTIMATE 5/17 1200 1. L.S . L.S . L.S . L.F. L.F. L.F. L.F. EA. EA. EA. EA. EA. EA. EA. EA EA. EA. EA. EA. EA. EA. EA. EA. L.F . L.F. L.F. L.F . L.F . L.F. L.F. L.F . L.F. L.F. EA. Y.F . L.S. L.S . L.F . L.F. L.F . I $4,000 .00 $4 ,000 I $4 ,000 .00 $4,000 I $10,000 .00 $10 ,000 2563 $20.00 $51 ,260 392 $25.00 $9 ,800 58 1 $15.00 $8 ,715 60 $50 .00 $3 ,000 2 $350.00 $700 7 $500 .00 $3,500 4 $350 .00 $1,400 1 $350 .00 $350 2 $300.00 $600 1 $4 50.00 $450 I $450.00 $450 1 $400 .0 0 $400 1 $1,000.00 $1,000 I $350.00 $350 I $350 .00 $350 I $350 .00 $350 1 $350.00 $350 3 $2 ,000 .00 $6 ,000 2 $350 .00 $7 00 I $500.00 $500 533 $20 .00 $10,6 60 637 $20.00 $12 ,74 0 766 $25.00 $19,150 105 $30 .00 $3 ,150 470 $25 .00 $11 ,750 76 $30 .00 $2 ,280 68 $35 .00 $2,380 439 $40 .00 $17,5 60 40 $30 .00 $1 ,200 460 $35 .00 $16 ,100 14 $1,800 .00 $25 ,200 61 $150 .00 $9 ,150 I $500.00 $500 I $350 .00 $350 735 $20.00 $14 ,700 2601 $2 .00 $5,202 NA PAG E 2 OF 3 PA GES 67 EROSI ON & SED!M. CONT ROL SYSTEM IN STAL LATI ON , MAINTENANCE, IN SP ECT ION RE PORTS LS . I $5,000 .00 & REMO VAL 68 TRENCH SAFETY 69 PE RFO RMA N C E AN D PAYMENT BOND @)I .5% HESTER ENGIN EE RIN G COMPA NY L.F. 2601 $3 .00 L.S . I $7 ,357 PAVEMENT = DRAINAGE= WATE RL INE= SANITARY SEWER= MISCELLANEOUS = TOT AL ES TI MA TED CONSTRUCTION COST = SOUTHERN TR ACE SUBD I VISION CONS TRUCT ION COST ESTIMATE 511712004 $5 ,000 $7,803 $7,357 $188,497 $46 ,900 $1 00 ,885 $141,412 $20 ,160 $497,854 PAGE 3 OF 3 PAGES DRAINAGE REPORT SOUTHERN TRACE SUBDIVISION COLLEGE S T ATION, BRAZOS COUNT Y, TEXAS MAY, 2 00 4 Submitted Ty:\ Michael G.Hester, P.E. HESTER ENGINEERING COMPANY 7607 Eastmar Drive, Suite 253-B College Station, TX 77840 (979) 693-1100 fx:(979)693-1075 CERTIFICATION I hereby certify that this report and accompanying drainage plan for the drainage de sign was prepared by me in accordance with the provisions of the Cities Drainage Policy and Design Standards for the owners thereof. ~-l--,t;,~ P-t; '5 1 U6·4 Registered Professional Engineer No . 69 104 State o f Texas SOUTHE RN TRACE SUBDI VI SION DRAINAGE REPORT CERTIFICAT ION DRAINAGE REPORT SOUTHERN TRACE SUBDIVISION COLLEGE STATION, BRAZOS COUNTY TX JUNE,2004 INTRODUCTION: The proposed development is located along the east side of Wellborn Road (F .M. 2154) approximately 2200 feet south of Graham Road. The legal d escription is Southern Trace Subdivision and is approximately 15.0 acres. The proposed improvement s include pavement, drainage and utility improvements for 44 sin gle-family residential homes. The site consists of numero us small trees and the terrain slopes in a northern direction toward Wellborn Road at approximately 2.0 percent. The latest Federal Emergency Management Agency (FEMA) Flood Insurance Rate Maps (48041CO 200C) shows that no portion of the tract is in the regulatory 100- year flood plain. The site is zoned R-1 (residential) and is being developed by Robert Carroll, 2c Development, LLC, 7090 Old Reliance Road , Bryan, Texas 77808 , 979-778-2028. EXISTING DRAINAGE BASIN DESCRIPTION: There are two watershed boundaries on this tract; the largest consisting of 34.6 acres and is referenced as "Pre-A" on Plate A in the appendix. This area flow s to an existing structure along Wellborn Road then und ergro und thorou gh a storm d rain line und er Wellb orn Road and to an open ditch and finally to Hoppes Creek. This area has an existing stock tank that will be reshaped to provide storm water detention . Area "Pre-B" consists of 3.87 acres as shown on Plate A and this area flows to an open ditch along Wellborn Road and to the north tributary of Lick Creek. Fro m the Brazos County Soil Survey the soil at the site consists of Lufkin-Edge comple x, 3 to 8 percent slopes (Lf) highly erodible claypan soil s, unsuitable for cultivation and mostly in pastured native woodland. The woodland consists principally of scrubby post oak , blackjack oak and small yaupon trees. PROPOSED DRAINAGE : T he proposed grading of th e site will route the water along stree t sec tions and into a proposed storm sewer system that will discharge into the r eshaped stock tank. The Haestad Methods FlowMaster computer program was us ed for the analysis of the street sections using a I 0-year storm event and shows that the streets with the minimum slopes of 0.6% will successfully carry the expected flow. The storm drain age system was ana lyzed and designed using th e Haestad Methods Storm Cad computer program and is designed to convey the 10-year through the I 00-year storm event, inlets and pipes. Structure #D S-1 is a 10-foot reces se d inl et at Sta. 11 +50 that discharges into the d etentio n basin at the end of Southern Trace Drive. The drainage area to the inlet is 3.46 acres with a time of concentration of 42.6 minutes that generates: Q2=5.86cfs, Q5 =7.4lcfs, Q I 0=8.50cfs . Q25 =9.8 lcfs and Ql OO =l 1.70 cfs A 10-foot reces sed sump inlet has the capacity of approximately 2.1 cfs per lin er foot of inl et based on the equation Q=3.0Ly3''2 . SOUTH ERN TRACE SUBDIV ISION DRAINA GE REPORT -PAGE I OF 3 PAGES The street section that discharge's into this structure has sufficient capacity to carry the expected flow . A 27-foot back-to-back street section with an allowable depth of water of 0.5-feet at a slope of 0.6-percent has a capacity of9.8 cfs per side. Structure #DS-2, Sta. 23+82 has two 1 O' recessed sump inlets discharging into a 36" RCP storm drain line that discharges into the detention basin. The drainage area to this structure is 22 .04 acres with a time of concentration of 40.2 minutes that generates: Q2=20.23cfs, Q5 =25.39cfs, Q10=29.10cfs. Q25 =33.54cfs and Q100=40.06cfs The pipe is designed for the Q25 however it will handle up to the QIOO storm event without overtopping the roadway. The slope of the 36" RCP pipe is 1.3548%; the velocity through the pipe is 9 .25 fps however the discharge into the basin at the end of the outfall structure is decreased to 2.20 feet per second. The outfall structure for this pipe is 16-feet long and 10-feet wide with a flat slope that will assure a dramatic drop in energy. Structure #DS-3 is a 1 O' recessed inlet at Station 26+ 72 that connects to structure #DS- 4, a junction box and to structure #DS-5, a winged headwall and the drainage area to this drainage system is 0. 92 acres with a time of concentration of 10 minutes . Q2=2.57cfs, Q5=3.14cfs, Q10 =3.52cfs. Q25 =4.02cfs and Q100=4.75cfs This drain line system will sufficiently carry the Q2 through the Q 100 storm and will have capacity for a future extension. Tail water in the detention basin is considered as a design constraint for this system . Structure #DS-6 is a 24" RCP culvert with sloped headwalls in the Wellborn Road right- of-way. The drainage area is 4.62 acres with a time of concentration of29.4 minutes. Q2 =5.32cfs, Q5 =6.67cfs, Q10 =7.6lcfs. Q25 =8.73cfs and Ql00=10.39cfs This pipe is designed to carry the Q25 but handl e up to the Q 100 storm event without overtopping the roadway. The slope of the 24" pipe is 2.25-percent and the down stream velocity is 8.68 fps. This velocity will be controlled with a slo ped headwall and rock riprap at the downst ream end of the drain lin e . Stru cture #DS-7 is the outfall structure for th e detention basin and is designed as a rectangular weir 4.25-feet wide and 2.5-feet deep . The standing water surface e levation of the basin is 3 3 2. 00 and the Q 100 s torm ev ent will rai se thi s leve l to el e vation 3 3 3 . 63 . The velocity at Q 2 is 4.3 9 fps and at QJOO is 6.39 fps and the energy is disippated by rock rip rap at the outfall channel. STORM WATER DETENTION PLAN: Sto rm water detention for the development will be provided by the construction of an outfall structure on the existing stock tank on the property. The tank will maintain the 2-100 year storm eve nts with a 0.5-foot freeboard. The lots adj acent to the tank will have a minimum elevation of 335.00 which is the highest elevation the 100 year storm event will raise to and the minimum finished floor elevation for the lots will be a minimum of 12" above that elevation. The top of the berm will be 335 .00. Al l storm event discharges are below the allowabl e flow from the development. There is no floodplain affecting this site nor ta il water to consider in the design. The discharge velocities are main tained by t he us e of rock riprap in th e outfall channels. A freeboard of 0.5-fee t is maintained. T he detent ion basin is designed for futur e expansion. SOUTH ERN TRA CE SUBDIV ISION DRAI NAGE REPORT -PAG E 2 OF 3 PAG ES Predevelopment conditions -Plate A Pre-A 34 .64 acres@ 0.3 runoff coefficient; 42 .6 minute time of concentration Q2=28.47 Q5=36 .00 Q10=4 1.3 Q25 =4 7.64 Q100=56 .27 Pre-B 3.87 acres@ 0.3, 20.4 tc Q2=5.06 Q5 =6 .29 Q10=7.14 Q25 =8.18 Q100=9 .69 Post development conditions -Plate B Post-A 27 .72 acres@ 0.3 & 8.97 acres@ 0.6 ; 42 .6 minute tc Q2=37 .53 Q5=47.45 Q10=54.44 Q25 =62 .79 Q100=74 .96 Post-B 1.85 acres@ 0.6, 0.20 acres@ 0.3, 18 min tc Q2 =5.50 Q5=6 .79 Q10=7.68 Q25 =8.80 QlOO =l0.41 Post development area to detention basin -Plate C Actual flow to basin is 7.95 acres@ 0.6 & 22 .3 acres@ 0.3 Allowable flow from basin after reduction for Post B and two additional small areas that do not go to the basin (0 .5 acres@ 0.6), south side of basin and (0.66 acres@ 0.6), north side ofbasin) Q2 =28.47 -(5.5-5.06 )-(4 .38-2 .19)= Q5=36.00-(6. 79 -6 .29)-(5 .35-2 .68 )= Q10=4 1.3-(7.68 -7.14)-(6 .. 01-3 .0)= Q25 =4 7.64 -(8.80 -8 .18 )-(6 .86-3.43 )= Q100=56 .87 -(10.41 -9.69 )-(8.1-4 .05 )= Design discharges from basin: 25.84 cfs 32.83 cfs 37.75 cfs 45.29 cfs 52.10 cfs Storm Event Peak inflow Peak Outflow Peak Elevation Q2 Q5 QlO Q25 QlOO (cfs) (cfs) (msl) 29.8 14.70 332 .79 39.42 18.90 333 .01 44 .69 22.49 333 .18 52 .26 26.50 333 .36 61.54 32.82 333 .63 STORM WATER POLLUTION CONTROL PLAN: Pond Storage (cf) 72987 82731 90418 98770 111283 A Storm Water Pollution Control Plan was prepared and included in the construction plans . The Notice of Intent has been submitted to the TCEQ for a permit. CONCLUSION: This project is in compliance with the City's Storm Water Design Standards. SOUTHERN TRACE SUBDIVISION DRAINAG E REPORT - PAGE 3 O F 3 PAGES DRAINAGE MAPS SOUTHERN TRACE SUBDIVISION DRAINAGE REPORT TIME OF CONCENTRATION SOU THERN TRACE SUBDIVI SION DRAINAGE REPORT Quick TR-55 Ver.5.46 S /N:1803 00 0 0 09 Executed: 10:16:39 0 5-19-2004 c:\p o ndpack\hydrow \ST.TCT SUMMARY SHEET FOR Tc or Tt COMPUTATIONS (Solved for Time using TR-55 Metho ds) SOUTHERN TRACE SUBDIVISION TIME OF CONCENTRATION USING TR-55 METHOD Subarea descr. Tc or Tt Time (hrs ) -------------------------------- PRE DEVEL OPMENT Tt 0.71 POST DEVELOP Tt 0.71 #DS-5 Tt 0.49 SB CULVERT Tt 0.50 #DS-3 Tt 0.26 SB CULVERT #2 Tt 0.40 DS-1 Tt 0.73 #DS-2 Tt 0.67 PRE B Tt 0.34 POST B Tt 0.30 Quick TR-55 Ver.5.46 S/N:1803000009 Executed: 10 :16:39 05 _-19-2004 c:\pondpack\hydrow\ST.TCT SOUTHERN TRACE SUBDIVISION TIME OF CONCENTRATION USING TR -55 METHOD -Tt COMPUTATIONS FOR: PRE DEVELOPMENT SHEET FLOW (Applicable to Tc only) Segment ID Surf ace description Manning's roughness coeff., n Flow length, L (total < or = 300) Two-yr 24-hr rainfall, P2 Land slope, s 0.8 . 007 * (n*L) T = -------------- 0.5 0.4 P2 * s SHALLOW CONCENTRATED FLOW Segment ID Surface (paved or unpaved)? Flow length, L Watercourse slope, s 0.5 Avg.V = Cs f * (s) where: Unpaved Csf = 16.1345 Paved Csf = 20.3282 T = L I (3 600*V ) CHANN EL FLOW Segment ID Cross Secti onal Flow Area, a Wetted perimeter, Pw Hydraulic radius, r = a/Pw Channel slope , s Manning's roughness coeff., n 2 /3 1/2 1 .49 * r * s v = -------------------- n Flow length, L T = L I (3 600*V ) A WOOD/PASTURE ft in ft/ft hrs ft ft/ft ft/s hrs sq.ft ft ft ft/ft ft/s ft hrs 0.1500 300.0 4.500 0.0070 0.50 B Unp aved 16 15.0 0.0200 c 2.2818 0 .20 46.00 24.40 1.885 0.0 190 0 .0400 7.8 358 220 0.01 = 0.50 = 0.2 0 = 0.01 ....................................................................................... . . .. . . . . . .. . .. . .. . . . . . .. . . . .. . . . . . . . . . . . . . . . . . . . .. . . .. . . . .. . . .. .. . .. . . . .. . . . . . . . .. . .. . TOTAL TIME (hrs) 0.71 Quick TR-55 Ver.5.46 S/N:1803000009 Executed: 10:16:39 05-19-2004 c:\pondpack\hydrow\ST.TCT SOUTHERN TRACE SUBDIVISION TIME OF CONCENTRATION USING TR-55 METHOD Tt COMPUTATIONS FOR: POST DEVELOP SHEET FLOW (Applicable to Tc only) Segment ID Surf ace description Manning's roughness coeff., n Flow length, L (total < or = 300) Two-yr 24-hr rainfall, P2 Land slope, s 0.8 . 007 * (n*L) T 0.5 0.4 P2 * s SHALLOW CONCENTRATED FLOW Segment ID Surface (paved or unpaved)? Flow length, .L Watercourse slope, s 0.5 Avg.V = Cs f * (s) where: Un paved Csf = 16.1345 Paved Csf = 20.3282 T = L I (3600*V) CHANNEL FLOW Segment ID Cross Sectional Flow Area, a Wetted perimete r, Pw Hydraul ic radius, r = a/Pw Channel slope, s Manning's roughness coeff., n 2/3 1/2 1.49 * r * s v n Flow length, L T = L I (360 0*V) A WOOD/PASTURE 0.1500 ft in ft/ft hrs ft ft/ft ft/s hrs sq.ft ft ft ft/ft ft/s ft hrs 300.0 4.500 0.0070 0.50 B Unpaved 1050.0 0.0170 c 2.1037 0.14 3.30 13.50 0.244 0.0 130 0.01 80 3.6898 9 15 0.07 = 0.50 = 0.14 = 0.07 .......................................................................... . . . . .. . . . . . . .. . . . . . . . . . . . .. . . . .. . . . ·-......................................... . TOTAL TIME (hrs) 0.71 Quick TR-55 Ver.5.46 S/N:1803000009 Executed: 10:16:39 05-19-2004 c:\pondpack\hydrow\ST.TCT- SOUTHERN TRACE SUBDIVISION TIME OF CONCENTRATION USING TR-55 METHOD Tt COMPUTATIONS FOR: #DS-5 SHEET FLOW (Applicable to Tc only) Segment ID Surf ace description Manning's roughness coeff., n Flow length, L (total < or = 300) Two-yr 24-hr rainfall, P2 Land slope, s 0.8 . 007 * (n*L) T = -------------- 0.5 0.4 P2 * s SHALLOW CONCENTRATED FLOW Segment ID Surface (paved or unpaved)? Flow length, L Watercourse slope, s 0.5 Avg.V = Csf * (s) wh ere : Unpaved Cs f = 16.1345 P ave d Csf = 2 0.3 282 T = L I (3600*V) CHANNEL FLO W Segme nt ID Cros s Sectional Flow Area, a We tted perimeter, Pw Hy d r aulic radius, r = a/Pw Channel slope, s Ma nning's roughness coeff., n 2/3 1/2 1.49 * r * s v = n Flow l e ngth , L T = L I (3600*V) A WOOD/PASTURE 0.1500 ft in ft/ft hrs ft ft/ft ft/s hrs sq.ft ft ft ft/ft ft/s ft h rs 300.0 4.500 0.0100 0.44 B Unpaved 391. 0 0 .0360 c 3.0613 0.04 60.00 40 .00 1.500 0.0220 0.0400 7.2399 53 5 0 .0 2 = 0.44 0.0 4 = 0 .. 0 2 ......................................................................... . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . TOTAL TI ME (hr s) 0.49 Quick TR-55 Ver.5.46 S/N:1803000009 Executed: 10:16:39 05-19-2004 c:\pondpack\hydrow\ST.TCT SOUTHERN TRACE SUBDIVISION TIME OF CONCENTRATION USING TR-55 METHOD Tt COMPUTATIONS FOR: SB CULVERT SHEET FLOW (Applicable to Tc only) Segment ID Surf ace description Manning's roughness coeff., n Flow length, L (total < or = 300) Two-yr 24-hr rainfall, P2 Land slope, s T 0.8 . 007 * (n*L) 0.5 0.4 P2 * s SHALLOW CONCENTRATED FLOW Segment ID Surface (paved or unpaved)? Flow length, L Watercourse slope, s 0.5 Avg.V = Csf * (s) where: Unpaved Csf = 16.1345 Paved Csf = 2 0.3282 T = L I (3600 *V) CHANN EL FLOW Segment ID Cross Sectional Flow Area, a Wetted perimeter, Pw Hydraulic radius, r = a/Pw Channel slope, s Manning's roughness coeff., n 2/3 1/2 1.49 * r * s v n Flow leng t h , L T = L I (3600 *V) A WOOD/PASTURE 0.1500 ft in ft/ft hrs ft ft/ft ft/s hrs sq.ft ft ft ft/ft ft/s ft hrs 300.0 4.500 0.0100 0.44 B Unpaved 344.0 0.0320 c 2.8862 0.03 4.00 8.20 0.488 0.0 200 0.0400 3.2644 3 5 7 0.03 = 0.44 = 0.03 = 0.0 3 ................................................................................. . . . . . . . . . . . .. .. . .. . . .. . .. . . .. . . . . . . . . . . . . . . .. . . . .. . . . . . . . . . .. . . . . . .. . . . . . .. .. . .. .. . . . TOTAL TIM E (hrs) Quick TR-55 Ver.5.46 S/N:1803000009 Executed: 10:16:39 05-19-2004 c:\pondpack\hydrow\ST.TCT SOUTHERN TRACE SUBDIVISION TIME OF CONCENTRATION USING TR-55 METHOD Tt COMPUTATIONS FOR: #DS-3 SHEET FLOW (Applicable to Tc only) Segment ID Surf ace description Manning's roughness coeff., n Flow length, L (total < or = 300) Two-yr 24-hr rainfall, P2 Land slope, s 0.8 . 007 * (n*L) T = -------------- 0.5 0.4 P2 * s SHALLOW CONCENTRATED FLOW Segment ID Surf ace (p aved or unpaved)? Flow length, L Watercourse slope, s 0.5 Avg.V = Cs f * (s) where: Unpaved Csf 16 .13 45 Paved Cs f = 20.3282 T = L I (3600*V) CHANNEL FLOW Segment ID Cross Secti ona l Flow Area, a Wetted perimeter, Pw Hydraulic radius, r = a/Pw Channel slope, s Manning's roughnes s coeff ., n 2/3 1/2 1.49 * r * s v = -------------------- n Flow length, L T = L I (3600*V) A WOOD/PASTURE 0.1500 ft in ft/ft hrs ft ft/ft ft/s hrs sq.ft ft ft ft/ft ft/s ft hrs B 300 .0 4.500 0.0400 0.25 Paved 120.0 0.0377 3.9470 0.01 0.00 0.00 0.000 0.0000 0.0000 0.0000 0 0.00 = 0.25 = 0.0 1 = 0.00 ....................................................................................... . .. . .. . . .. . . . . .. . .. .. .. . . . .. . .. . . . .. .. . . . .. . . . . .. . . . . . .. . . .. . .. . . . . . . . . . . . .. . .. . . . . . . . . . . TOTAL TIM E (hrs ) 0.26 Quick TR -55 Ver .5.46 S/N:1803000009 Executed: 10:16:39 05-19-2004 c:\pondpack\hydrow\ST.TCT SOUTHERN TRACE SUBDIVISION TIME OF CONCENTRATION USING TR-55 METHOD Tt COMPUTATIONS FOR: SB CULVERT #2 SHEET FLOW (Applicable to Tc only) Segment ID Surf ace description Manning's roughness coeff., n Flow length, L (total < or = 300) Two -yr 24-hr rainfall, P2 Land slope, s 0.8 .007 * (n*L) T = -------------- 0.5 0.4 P2 * s SHALLOW CONCENTRATED FLOW Segment ID Surface (paved or unpaved)? Flow length, L Wate rcours e slope, s 0.5 Avg.V = Csf * (s) where: Unpaved Csf = 1 6 .1345 Paved Csf 20.32 8 2 T L I (3 60 0*V) CHANN EL F LOW Segment ID Cross Sectional Flow Area, a Wetted perimeter, Pw Hydraulic radius, r = a/Pw Channel slope, s Manning's roughnes s coeff., n 2 /3 1 /2 1. 49 * r * s v = n Flow length, L T = L I (3600*V) A WOOD/PASTURE ft in ft/ft hrs ft ft/ft ft/s hrs sq.ft ft ft ft/ft ft/s ft h rs 0.1500 300.0 4.500 0.0200 0.33 B Unpaved 135.0 0.0300 c 2.7946 0.01 7.50 10.50 0 .714 0.0130 0 .04 00 3.393 7 7 2 0 0.06 = 0.33 = 0.01 = 0.06 ............................................................................ . . . . . .. .. . . . . . . . . .. . . . .. . . .. . . . . .. . . . . . . . . . . .. .. . . . .. . .. .. . . .. . . .. . . . . . . . . . . . . . .. .. . .. .. TOTAL TIM E (hrs ) 0.40 Quick TR-55 Ver.5.46 S/N:1803000009 Ex ecuted: 10:16 :39 05-19-2004 c:\pondpack\hydrow\ST.TCT SOUTHERN TRACE SUBDIVISION TIME OF CONCENTRATION USING TR -55 METHOD Tt COMPUTATIONS FOR: DS-1 SHEET FLOW (Applicable to Tc only) Segment ID Surf ace description Manning's roughness coeff., n Flow length, L (total < or = 300) Two-yr 24 -hr rainfall, P2 Land slope, s 0.8 .007 * (n*L) T = -------------- 0 .5 0.4 P2 * s SHA LLOW CONCE NT RATED FLOW Segme n t I D Surf ace (pa ved or unpave d)? Flow l e ng th , L Wate r cou rse slope, s 0.5 Avg .V = Csf * (s) wh ere: Unpav e d Csf = 16.1345 Paved Csf 20.3282 T = L I (36 00 *V) CHANNEL FLOW Segment I D Cr os s Secti o na l Flow Ar ea, a Wett ed p erime te r , Pw Hydraulic radius, r = a /Pw Ch annel slope , s Man ning 's r o u ghness c oeff., n 2 /3 1 /2 1.49 * r * s v n Flow length, L T = L I (3600*V) A WOOD/PASTURE 0.1500 ft in ft/ft hrs ft ft/f t ft /s h rs sq.ft ft ft ft /ft f t/s ft hrs 300.0 4.500 0.0070 0.50 B Un p aved 1 0 4 7.0 0.0140 c 1.9 091 0 .15 3.2 5 13.50 0.241 0.013 0 0.01 80 3.6 525 913 0.07 = 0.50 = 0 .15 = 0.0 7 ................................................................................. . . . . . .. .. . . . . .. . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . .. . . . TOTAL T IME (hrs) 0 .73 Quick TR-55 Ver.5.46 S/N:1803000009 Executed: 10 :16 :39 05-19-2004 c:\pondpack\hydrow\ST.TCT SOUTHERN TRACE SUBDIVISION TIME OF CONCENTRATION USING TR-55 METHOD Tt COMPUTATIONS FOR: #DS-2 SHEET FLOW (Applicable to Tc only) Segment ID Surf ace description Manning's roughness coeff., n Flow length, L (total < or = 300) Two-yr 24-hr rainfall, P2 Land slope, s 0.8 . 007 * (n*L) T = -------------- 0.5 0 .4 P2 * s SHA LLOW CONCENTRATED FLOW Segment ID Surf a ce (paved o r unpaved)? Flow length, L Wate r cours e slope, s 0.5 Avg.V = Csf * (s ) wh ere : Unpave d Csf 1 6.1345 Paved Csf 20.3 2 82 T = L I (36 00 *V) CHANNEL FLOW Segment I D Cro ss S e c ti o nal Fl o w Area , a We tted pe rimeter , Pw Hy d raul ic radiu s , r = a /Pw Ch a nnel slope , s Manning 's roughn ess coeff., n 2 /3 1/2 1.49 * r * s v = -------------------- n Flow l eng th , L T = L I (3600*V) A WOOD/PASTURE 0.1500 ft in ft/ft hrs ft ft/ft f t/s h r s sq.ft ft f t ft/f t ft/s ft h rs 300.0 4.500 0 .0070 0.50 B Unpaved 1050.0 0.0170 c 2 .1037 0.1 4 3 .25 13 .50 0.241 0 .0 21 0 0 .0 1 80 4.6 422 4 00 0.02 = 0.50 0.1 4 = 0.02 ........................................................................................ . .. . . . . . . .. . .. . . . . . . . .. . .. . . . . .. . .. .. .. . .. . .. . .. . . .. . .. . .. . . . . . .. . .. . . . . . . . . . . . .. . . . . .. . . .. TOTAL TI ME (hrs ) 0.67 S/N:1803000009 Quick TR-55 Ver.5.46 Executed: 10:16:39 05-19 -2 004 c:\pondpack\hydrow\ST.TCT SOUTHERN TRACE SUBDIVISION TIME OF CONCENTRATION USING TR-55 METHOD Tt COMPUTATIONS FOR: PRE B SHEET FLOW (Applicable to Tc only) Segment ID Surf ace description Manning's roughness coeff., n Flow length, L (total < or = 300) Two-yr 24-hr rainfall, P2 Land slope, s 0.8 . 007 * (n*L) T = -------------- 0.5 0.4 P2 * s SHALLOW CONCENTRATED FLOW Segment ID Surface (paved or unpaved)? Flow length, L Watercourse slope, s 0.5 Avg.V = Csf * (s) where: Unpaved Csf = 16.1345 Paved Cs f = 20.328 2 T = L I (3600*V) CHANNEL FLOW Segment ID Cross Sectional Flow Area, a Wetted perimeter, Pw Hydraulic radius, r = a/Pw Channel slope, s Manning's roughness coeff., n 2 /3 1/2 1. 49 * r * s v = -------------------- n F l o w leng th , L T = L I (3 600*V ) A PASTURE/TREE 0.1500 ft in ft/ft hrs ft ft/ft ft/s hrs sq.ft ft ft ft/ft -ft/s ft hrs 300.0 4.500 0.0300 0.28 B Unpaved 580.0 0.0310 2.8408 0.06 0.00 0.00 0.000 0.0000 0.0000 0.0000 0 0.00 = 0.28 = 0.06 = 0 .0 0 ........................................................................................................... . . . .. .. .. . . . . . .. .. .. . .. .. . . . .. . .. . .. .. .. . . .. . . . . .. .. . . . .. . . .. .. . . .. . . . . .. . . . .. . . . .. . . . . .. .. . .. . . . TOTAL -TIME (hrs) 0.3 4 Quick TR-55 Ver.5.46 S/N:l803000009 Executed: 10:16:39 05-19-2004 c:\pondpack\hydrow\ST.TCT SOUTHERN TRACE SUBDIVISION TIME OF CONCENTRATION USING TR-55 METHOD Tt COMPUTATIONS FOR: POST B SHEET FLOW (Applicable to Tc only) Segment ID Surface description Manning's roughness coeff., n Flow length, L (total < or = 300) Two-yr 24-hr rainfall, P2 Land slope, s 0.8 . 007 * (n*L) T = -------------- 0.5 0.4 P2 * s SHALLOW CONCENTRATED FLOW Segment ID Surface (paved or unpaved)? Flow length, L Watercourse slope, s 0.5 Avg.V = Csf * (s) where: Unpaved Csf = 16.1345 Paved Csf 20.3282 T = L I (3600*V) CHANNEL FL OW Segment ID Cross Sectional Flow Area, a Wetted perimeter, Pw Hydraulic radius, r = a/Pw Channel slope, s Manning's roughness coeff., n 2 /3 1/2 1.49 * r * s v n Flow length , L T = L I (3600 *V ) A BACKYARD ft in ft/ft hrs ft ft/ft ft/s hrs sq.ft ft ft ft/ft ft/s f t hrs 0.1500 300.0 4.500 0.0267 0.30 0.0 0.0000 0.0000 0.00 0.00 0.00 0.000 0.0000 0.0000 0.0000 0 0.00 = 0.30 = 0.00 = 0.00 . . . .. . . . . . . . . .. .. .. . ................................................................ .. . . .. .. .. .. . . . .. .. . .. . . . . . . .. . .. . . . . . . . . .. . . .. . . . .. . . . . .. . . .. . . . .. . . . . . . .. . . . . . . . . . . . .. . .. TOTAL TIME (hrs) 0.30 PRE DEVELOPMENT CONDITIONS SOUTHERN TRACE SUBDIVIS ION DRAINAGE REPORT Quick TR-55 Ver.5.46 S/N:1803000009 Executed: 10:17:41 05-19-2004 SOUTHERN TRACE SUBDIVISION PRE DEVELOPMENT CONDITIONS 34.64 ACRES TO OUTFALL AT WELLBORN ROAD * * * * * * 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 'C' UNDEVELOPED 0.300 Area acres 34.64 Tc (min) Wtd. 'C' 42.60 0.300 RETURN FREQUENCY = 2 years 'C' adjustment, k = 1 Adj. 'C' = Wtd. 'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.300 2.740 Total acres 34.64 Peak Q (cfs) 28.4 7 Quick TR-55 Ver.5.46 S/N:1803000009 Executed: 10:17:41 05-19-2004 SOUTHERN TRACE SUBDIVISION PRE DEVELOPMENT CONDITIONS 34.64 ACRES TO OUTFALL AT WELLBORN ROAD * * * * * * 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 'C' UNDEVELOPED 0.300 Area acres 34.64 Tc (min) Wtd. 'C' 42.60 0.300 RETURN FREQUENCY = 5 years 'C' adjustment, k = 1 Adj. 'C' = Wtd. 'C' x 1 ========================= ======== Adj. 'C' 0.300 I in/hr 3.464 Total acres 34.64 Peak Q (cfs) 36.00 Quick TR-55 Ver.5.46 S/N:1803000009 Executed: 10:17:41 05-19-2004 SOUTHERN TRACE SUBDIVISION PRE DEVELOPMENT CONDITIONS 34.64 ACRES TO OUTFALL AT WELLBORN ROAD * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 1 C 1 adjustment factor for each return frequency Subarea Descr. Runoff 'C' UNDEVELOPED 0.300 Area acres 34.64 Tc (min) Wtd. 'C' 42.60 0.300 RETURN FREQUENCY = 10 years 'C' adjustment, k = 1 Adj. 'C' = Wtd. 'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.300 3.974 Total acres 34 .64 Peak Q (cf s) 41. 30 Quick TR-55 Ver.5.46 S/N:1803000009 Executed: 10:17:41 05-19-2004 SOUTHERN TRACE SUBDIVISION PRE DEVELOPMENT CONDITIONS 34.64 ACRES TO OUTFALL AT WELLBORN ROAD * * * * * * 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 'C' UNDEVELOPED 0.300 Area acres 34.64 Tc (min) Wtd. 'C' 42.60 0.300 RETURN FREQUENCY = 25 years ~C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.300 4.584 Total acres 34.64 Peak Q (cf s) 47.64 Quick TR-55 Ver .5.46 S/N:l803000009 Executed: 10:17:41 05-19-2004 SOUTHERN TRACE SUBDIVISION PRE DEVELOPMENT CONDITIONS 34.64 ACRES TO OUTFALL AT WELLBORN ROAD * * * * * * 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 'C' UNDEVELOPED 0.300 Area acres 34.64 Tc (min) Wtd. •c• 42.60 0.300 RETURN FREQUENCY = 100 years 'C' adjustment, k = 1 Adj. 'C' = Wtd . 'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.300 5.472 Total acres 34.64 Peak Q (cfs) 56.87 POST-DEVELOPMENT CONDITIONS SOUTHERN TRACE SUBDIVISION DRAINAGE REPORT Quick TR-55 Ver.5.46 Executed: 10:21:27 S/N:l803000009 05-19-2004 F L 0 w c f s MODIFIED RATIONAL METHOD Graphical Summary fo r Maximum Required Storage ---- First peak outflow point assumed to occur at inflow recession leg . SOUTHERN TRACE SUBDIVISION POSTDEVELOPMENT CONDITIONS -ACTUAL AREAS TO BASIN Q ALLOWABLE REDUCED BY POST D AND 2 ADDITIONAL AREAS ********************************************************************** * RETURN FREQUENCY: 2 yr Allowable Outflow: 25.84 cfs * * 'C' Adjustment: 1.000 Required Storage: 14,567 cu.ft. * *--------------------------------------------------------------------* * Peak Inflow: 29.80 cfs Inflow .HYD stored: ST2PST .HYD * ********************************************************************** I Td = 47 minutes I /-------App r o x . Duration for Max . Storage ------/ . x 0 x x x x 0 TC= I . Q . I . 42.60 2.740 31.40 minutes in/h r cfs Re quired Storage 1 4 ,567 cu.ft . x x x x x x x x x x x x x x x x x x 0 0 0 NOT TO SCAL E ============ Return Freq: 2 yr C adj.factor: 1 .00 Area (ac) : Weighted C: Adjusted C: 30.25 0 .38 0.38 Td = I = Q 4 7 mi n utes 2 .600 in/hr 29.8 0 cfs x o Q= 25 .84 cfs x (Allow.Outflow) x x 5 2.66 mi nute s Quick TR-55 Ver.5.46 Executed: 10:21:27 S/N:1803000009 05-19-2004 F L 0 w c f s MODIFIED RATIONAL METHOD Graphical Summary for Maximum Required Storage ---- First peak outflow point assumed to occur at inflow recession leg. SOUTHERN TRACE SUBDIVISION POSTDEVELOPMENT CONDITIONS -ACTUAL AREAS TO BASIN Q ALLOWABLE REDUCED BY POST D AND 2 ADDITIONAL AREAS ********************************************************************** * RETURN FREQUENCY: 5 yr * 'C' Adjustment: 1.000 Allowable Outflow: 32.83 cfs * Required Storage: 17,402 cu.ft. * *--------------------------------------------------------------------* * Peak Inflow: 39.42 cfs Inflow .HYD stored: ST5PST .HYD * ********************************************************************** I Td = 43 minutes I /-------Approx. Duration for Max . Storage ------/ . x 0 x x x x 0 TC= I . Q = . I . I 42.60 3.464 39.70 minutes in/hr cfs Required Storage 17,402 cu.ft. x x x x x x x x x x x x x x x x x x 0 0 0 NOT TO SCALE ============ Return Freq: 5 yr C adj.factor: 1.00 Area (ac) : Weighted C: Adj usted C: 30.25 0.38 0.38 Td= 43 minutes I = 3.440 in/hr Q 39 .42 c fs x o Q= 32.83 cfs x (Allow.Outflow) x x 50.12 minutes Quick TR-55 Ver.5.46 Executed: 10:21:27 S/N:1803000009 05-19-2004 F L 0 w c f s MODIFIED RATIONAL METHOD Graphical Summary for Maximum Required Storage ---- First peak outflow point assumed to occur at inflow recession leg. SOUTHERN TRACE SUBDIVISION POSTDEVELOPMENT CONDITIONS -ACTUAL AREAS TO BASIN Q ALLOWABLE REDUCED BY POST D AND 2 ADDITIONAL AREAS ********************************************************************** * RETURN FREQUENCY: 10 yr * 'C' Adjustment: 1.000 Allowable Outflow: Required Storage: 37.75 cfs * 19,918 cu.ft. * *--------------------------------------------------------------------* * Peak Inflow: 44.69 cfs Inflow .HYD stored: STlOPST .HYD * ********************************************************************** I Td = 44 minutes I /-------Approx. Duration for Max. Storage ------/ Return Freq: 10 y r C adj .factor: 1.00 . x 0 x x x x 0 Tc = I = . Q = . I 42.60 3.974 45.54 minutes in/hr cf s Require d Storage Area (ac) : Weighted C: Ad justed C: 19,918 cu.ft. Td= 30.25 0.38 0.38 I = x x x x x x x x x x x x x x x x x x Q 44 minutes 3 .900 i n/hr 44 .69 cfs 0 0 0 NOT TO SCALE ============ x o Q= 37.75 cf s x (Allow.Outflow) x x 5 0 .62 minutes Quick TR-55 Ver.5.46 Executed: 10:21:27 S/N:1803000009 05-19-2004 F L 0 w c f s MODIFIED RATIONAL METHOD Graphical Summary for Maximum Required Storage ---- First peak outflow point assumed to occur at inflow recession leg. SOUTHERN TRACE SUBDIVISION POSTDEVELOPMENT CONDITIONS -ACTUAL AREAS TO BASIN Q ALLOWABLE REDUCED BY POST D AND 2 ADDITIONAL AREAS ********************************************************************** * RETURN FREQUENCY: 25 yr * 'C' Adjustment: 1.000 Allowable Outflow: 43.59 cfs * Required Storage: 22,885 cu.ft. * *--------------------------------------------------------------------* * Peak Inflow: 52.26 cfs Inflow .HYD stored: ST25PST .HYD * ********************************************************************** I Td 43 minutes I /-------Approx. Duration for Max. Storage ------/ . x 0 x x x x 0 . I TC = I Q = 42.60 4.584 52.53 minutes in/hr cfs Required Storage 22,885 cu.ft. x x x x x x x x x x x x x x x x x x 0 0 0 NOT TO SCALE ============ Return Freq: 25 yr C adj .factor: 1.00 Area (ac) : Weighted C: Adjusted C: 30.25 0.38 0.38 Td= I Q 43 minutes 4.560 in/hr 52 .26 c fs x o Q= 43.59 cf s x (Allow.Outflow) x x 50.07 minutes Quick TR -55 Ver.5.46 Executed: 10:21:27 S/N:1803000009 05 -1 9 -2 004 F L 0 w c f s MODIFIED RATIONAL METHOD Graphical Summary for Maximum Required Storage ---- First peak outflow point assumed to occur at inflow recession leg. SOUTHERN TRACE SUBDIVISION POSTDEVELOPMENT CONDITIONS -ACTUAL AREAS TO BASIN Q ALLOWABLE REDUCED BY POST D AND 2 ADDITIONAL AREAS ********************************************************************** * RETURN FREQUENCY: 100 yr * 'C' Adjustment: 1.000 Allowable Outflow: Required Storage: 52.10 cfs * 27,110 cu.ft. * *--------------------------------------------------------------------* * Peak Inflow: 61. 54 cf s Inflow .HYD stored: STlOOPST.HYD * ********************************************************************** I Td = 44 minutes I /-------Approx. Duration for Max. Storage ------/ . x 0 x x x x 0 . I TC= I Q = 42.60 5.472 62.71 minutes in/hr cf s Required Storage 27,110 cu.ft. x x x x x x x x x x x x x x x x x x 0 0 0 NOT TO SCALE ============ Return Freq: 100 yr c adj.factor: 1.00 Area (ac) : Weighted C: Adjusted C: 30.25 0.38 0.38 Td= I = Q = 44 minutes 5.370 in/hr 6 1. 5 4 c fs x o Q= 52.10 cfs x (Allow.Outflow) x x 50.53 minutes Quick TR-55 Ver.5.46 S/N:1803000009 Executed: 10:21:27 05-19-2004 SOUTHERN TRACE SUBDIVISION POSTDEVELOPMENT CONDITIONS -ACTUAL AREAS TO BASIN Q ALLOWABLE REDUCED BY POST D AND 2 ADDITIONAL AREAS **** Modified Rational Hydrograph ***** Weighted C = 0.379 Area= 30.250 acres Tc = 42.60 minutes Adjusted C = 0.379 Td= 47.00 min. I= 2.60 in/hr RETURN FREQUENCY: 2 year storm Output file: ST2PST .HYD Adj.factor= 1.00 HYDROGRAPH FOR MAXIMUM STORAGE For the 2 Year Storm Time Time increment = 0.017 Hours Hours Time on left represents t ime for first Q Qp= 29.80 cfs in each row. ----------------------------------------------------------------------- 0.010 0.42 1.12 1. 82 2.52 3.22 3.92 4.62 0.127 5.32 6.02 6.71 7.41 8.11 8.81 9.51 0.243 10.21 10.91 11.61 12.31 13.01 13.71 14.41 0.360 15.11 15.81 16.51 17.21 17.91 18.61 19.30 0.477 20.00 20.70 21. 4 0 22.10 22.80 23 .50 24.20 0.593 24.90 25.60 26.30 27.00 27.70 28.40 29.10 0.710 29.80 29.80 29.80 29.80 29.80 29.38 28.68 0.827 27.98 27.28 26.58 25.88 25.18 24 .48 23.78 0.943 23.08 22.38 21.68 20 .98 20.28 19.58 18.88 1.060 18.19 17.49 16.79 16.09 15.39 14.69 13.99 1.177 13.29 12.59 11.89 11.19 10.49 9.79 9.09 1 .29 3 8.39 7.69 6.99 6.29 5.60 4 .90 4.20 1.410 3 .50 2 .80 2 .1 0 1.4 0 0 .7 0 0.00 Quick TR-55 Ver.5.46 S/N:l803000009 Executed: 10:21:27 05-19-2004 SOUTHERN TRACE SUBDIVISION POSTDEVELOPMENT CONDITIONS -ACTUAL AREAS TO BASIN Q ALLOWABLE REDUCED BY POST D AND 2 ADDITIONAL AREAS **** Modified Rational Hydrograph ***** - Weighted C = 0.379 Area= 30.250 acres Tc = 42.60 minutes Adjusted C = 0.379 Td= 43.00 min. I= 3.44 in/hr RETURN FREQUENCY: 5 year storm Output file: ST5PST .HYD Adj.factor= 1.00 HYDROGRAPH FOR MAXIMUM STORAGE For the 5 Year Storm Time Time increment = 0.017 Hours Hours Time on left represents time for first Q Qp= 39.42 cfs in each row. ----------------------------------------------------------------------- 0.010 0.56 1.48 2.41 3.33 4.26 5.18 6.11 0.127 7.03 7.96 8.88 9.81 10.73 11. 66 12.59 0.243 13.51 14.44 15.36 16.29 17.21 18.14 19.06 0.360 19.99 20.91 21.84 22.77 23.69 24.62 25.54 0.477 26.47 27.39 28.32 29.24 30.17 31.09 32.02 0.593 32.94 33.87 34.80 35.72 36.65 37.57 38.50 0.710 39.42 38.87 37.94 37.02 36.09 35.17 34.24 0.827 33.31 32.39 31.46 30.54 29.61 28.69 27.76 0.943 26.84 25.91 24.99 24.06 23.14 22.21 21.28 1. 060 20.36 19.43 18.51 17.58 16.66 15.73 14.81 1.177 13.88 12.96 12.03 11.10 10.18 9.25 8.33 1.293 7.40 6.48 5.55 4.63 3.70 2.78 1. 85 1.410 0 .93 0 .00 Quick TR-55 Ver.5.46 S/N:1803000009 Executed: 10:21:27 05-19-2004 SOUTHERN TRACE SUBDIVISION POSTDEVELOPMENT CONDITIONS -ACTUAL AREAS TO BASIN Q ALLOWABLE REDUCED BY POST D AND 2 ADDITIONAL AREAS **** Modified Rational Hydrograph ***** Weighted C = 0.379 Area= 30.250 acres Tc = 42.60 minutes Adjusted C = 0.379 Td= 44.00 min. I= 3.90 in/hr RETURN FREQUENCY: 10 year storm Output file: STlOPST .HYD Adj .factor = 1.00 HYDROGRAPH FOR MAXIMUM STORAGE For the 10 Year Storm Time Time increment = 0.017 Hours Hours Time on left represents time for first Q Qp= 44.69 cfs in each row. ----------------------------------------------------------------------- 0.010 0.63 1. 68 2.73 3.78 4.83 5.88 6.92 0.127 7.97 9.02 10.07 11.12 12.17 13.22 14.27 0.243 15.32 16.37 17.42 18.47 19.51 20.56 21. 61 0.360 22.66 23.71 24.76 25.81 26.86 27.91 28.96 0.477 30.01 31. 05 32.10 33.15 34.20 35.25 36.30 0 .593 37.35 38.40 39.45 40.50 41.55 42.60 43.64 0.710 44.69 44.69 44.06 43.02 4 1.97 40.92 39.87 0.827 38.82 37.77 36.72 35.67 34.62 33.57 32.52 0.943 31.47 30.43 29.38 28.33 27.28 26.23 25.18 1.060 24.13 23.08 22.03 20.98 19.93 18.88 17.84 1.177 16.79 15.74 14.69 13.64 12.59 11.54 10.49 1. 293 9.44 8.39 7.34 6.29 5.25 4.20 3.15 1.410 2 .10 1. 05 0.00 Quick TR-55 Ver.5.46 S/N:1803000009 Executed: 10:21:27 05-19-2004 SOUTHERN TRACE SUBDIVISION POSTDEVELOPMENT CONDITIONS -ACTUAL AREAS TO BASIN Q ALLOWABLE REDUCED BY POST D AND 2 ADDITIONAL AREAS **** Modified Rational Hydrograph ***** Weighted C = 0.379 Area= 30.250 acres Tc = -42.60 minutes Adjusted C = 0.379 Td= 43.00 min. I= 4.56 in/hr RETURN FREQUENCY: 25 year storm Output file: ST25PST .HYD Adj .factor = 1.00 HYDROGRAPH FOR MAXIMUM STORAGE For the 25 Year Storm Time Time increment = 0.017 Hours Hours Time on left represents time for first Q Qp= 52.26 cfs in each row. ----------------------------------------------------------------------- 0.010 0.74 1. 96 3.19 4.42 5.64 6.87 8.10 0.127 9.32 10.55 11.78 13.00 14.23 15.46 16.68 0.243 17.91 19.14 20.36 21. 59 22.82 24.04 25.27 0.360 26.50 27.72 28.95 30.18 31.40 32.63 33.86 0.477 35.08 36.31 37.54 38.76 39.99 41. 22 42.44 0.593 43.67 44.90 46.12 47.35 48.58 49.80 51. 03 0.710 52.26 51.52 50.29 49.07 47.84 46.61 45.39 0.827 44.16 42.93 41.71 40.48 39.25 38.03 36.80 0.943 35.57 34.35 33.12 31. 89 30.67 29.44 28.21 1.060 26.99 25.76 24.53 23.31 22.08 20.85 19.63 1.177 18.40 17.17 15.95 14.72 13.49 12.27 11.04 1. 293 9.81 8.59 7.3 6 6.13 4.91 3.68 2.45 1.410 1 .23 0.00 Quick TR-55 Ver.5.46 S/N:1803000009 Executed: 10:21:27 05-19-2004 SOUTHERN TRACE SUBDIVISION POSTDEVELOPMENT CONDITIONS -ACTUAL AREAS TO BASIN Q ALLOWABLE REDUCED BY POST D AND 2 ADDITIONAL AREAS **** Modified Rational Hydrograph ***** Weighted C = 0.379 Area= 30.250 acres Tc = 42.60 minutes Adjusted C = 0.379 Td= 44.00 min. I= 5.37 in/hr RETURN FREQUENCY: 100 year storm Output file: STlOOPST.HYD Adj.factor= 1.00 HYDROGRAPH FOR MAXIMUM STORAGE For the 100 Year Storm Time Time increment = 0.017 Hours Hours Time on left represents time for first Q Qp= 61. 54 cf s in each row. ----------------------------------------------------------------------- 0.010 0.87 2.31 3.76 5.20 6.65 8.09 9.53 0.127 10.98 12.42 13.87 15.31 16 .76 18.20 19.65 0.243 21.09 22.54 23.98 25.43 26.87 28.31 29.76 0.360 31.20 32.65 34.09 35.54 36.98 38.43 39.87 0.477 41.32 42.76 44.20 45.65 47.09 48.54 49.98 0.593 51.43 52.87 54.32 55.76 57.21 58.65 60.10 0.710 61.54 61.54 60.67 59.23 57.78 56 .34 54.90 0.827 53.4 5 52.01 50.56 49.12 47.67 46.23 44.78 0.943 43.34 41.89 40.45 39.00 37.56 36.12 34.67 1.060 33.23 31. 78 30.34 28.89 27.45 26.00 24.56 1.177 23.11 21.67 20.22 18.78 17.34 15.89 14.45 1. 293 13.00 11.56 10.11 8.67 7.22 5.78 4 .33 1.4 10 2 .89 1.44 0 .00 Quick TR -55 Ver.5.46 S/N:1803000009 Executed: 10:21:27 05-19-2004 SOUTHERN TRACE SUBDIVISION POSTDEVELOPMENT CONDITIONS -ACTUAL AREAS TO BASIN Q ALLOWABLE REDUCED BY POST D AND 2 ADDITIONAL AREAS * * * * * * 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 'C' DEVELOPED 0.600 UNDEVELOPED 0.300 Area acres 7.95 22.30 Tc (min) Wtd. 'C' 42.60 0 .379 RETURN FREQUENCY = 2 years 'C ' adjustment, k = 1 Adj. 'C' = Wtd. 'C' x 1 ========================= ======== Adj. 'C' 0.379 I in/hr 2 .7 4 0 Total acres 30.25 Peak Q (cf s) 31.4 0 Quick TR-55 Ver.5.46 S/N:1803000009 Executed: 10:21:27 05-19-2004 SOUTHERN TRACE SUBDIVISION POSTDEVELOPMENT CONDITIONS -ACTUAL AREAS TO BASIN Q ALLOWABLE REDUCED BY POST D AND 2 ADDITIONAL AREAS * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 1 C 1 adjustment factor for each return frequency Subarea Descr. Runoff 'C' DEVELOPED 0.600 UNDEVELOPED 0.300 Area acres 7.95 22.30 Tc (min) Wtd. 'C' 42.60 0.379 RETURN FREQUENCY = 5 years 'C' adjustment, k = 1 Adj. 1 C 1 = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.379 3.46 4 Total acres 30.25 Peak Q (cf s) 3 9 .70 Quick TR-55 Ver .5 .46 S/N:l803000009 Executed: 10:21 :27 05 -19-2004 SOUTHERN TRACE SUBDIVISION POSTDEVELOPMENT CONDITIONS -ACTUAL AREAS TO BASIN Q ALLOWABLE REDUCED BY POST D AND 2 ADDITIONAL AREAS * * * * * * 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 'C' DEVELOPED 0.600 UNDEVELOP ED 0.300 Area acres 7.95 2 2.30 Tc (min) Wtd . 'C' 42 .60 0 .379 RETURN FREQUENCY = 10 years ~C' adjustment, k = 1 Adj. 'C' = Wtd.'C ' x 1 ========================= ======== Adj. I 'C' in/hr 0.379 3 .9 74 Total acres 3 0.25 Peak Q (cf s) 4 5.54 Quick TR-55 Ver.5.46 Executed: 10:21:27 S/N:1803000009 05-19-2004 SOUTHERN TRACE SUBDIVISION POSTDEVELOPMENT CONDITIONS -ACTUAL AREAS TO BASIN Q ALLOWABLE REDUCED BY POST D AND 2 ADDITIONAL AREAS * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, !=in/hour, A=acres adj = 1 C 1 adjustment factor for each return frequency Subarea Descr. Runoff 'C' DEVELOPED 0.600 UNDEVELOPED 0.300 Area acres 7.95 22.30 Tc (min) Wtd. 'C' 42.60 0.379 RETURN FREQUENCY = 25 years 'C 1 adjustment, k = 1 Adj. 'C' = Wtd.1 C 1 x 1 ========================= ======== Adj. I 'C' in/hr 0.379 4.584 Total acres 30.25 Peak Q (cf s) 52.53 Quick TR-55 Ver.5.46 S/N:1803000009 Executed: 10:21:27 05-19-2004 SOUTHERN TRACE SUBDIVISION POSTDEVELOPMENT CONDITIONS -ACTUAL AREAS TO BASIN Q ALLOWABLE REDUCED BY POST D AND 2 ADDITIONAL AREAS * * * * * * 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 'C' DEVELOPED 0.600 UNDEVELOPED 0.300 Area acres 7.95 22.30 Tc (min) Wtd. 'C' 42.60 0.379 RETURN FREQUENCY = 100 years 'C' adjustment, k = 1 Adj. 'C' = Wtd. 'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.379 5.472 Total acres 30.25 Peak Q (cf s) 62.71 Quick TR-55 Ver.5.46 Executed: 10:21:27 S/N:1803000009 05-19-2004 ************************************************************************ ************************************************************************ * * * * * * MODIFIED RATIONAL METHOD ----Grand Summary For All Storm Frequencies * * * * * * ************************************************************************ ************************************************************************ First peak outflow point assumed to occur at inflow recession leg. SOUTHERN TRACE SUBDIVISION POSTDEVELOPMENT CONDITIONS -ACTUAL AREAS TO BASIN Q ALLOWABLE REDUCED BY POST D AND 2 ADDITIONAL AREAS Area = 30.25 acres Tc = 42.60 minutes ............................................................................ . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Frequency (years) 2 5 10 25 100 Adjusted 'C' 0.379 0.379 0.379 0.379 0.379 Duration Intens. Qpeak minutes in/hr cf s 47 2.600 29.80 43 3.440 39.42 44 3.900 44.69 43 4.560 52.26 44 5.370 61.54 Allowable cf s 25.84 32.83 37.75 43.59 52.10 VOLUMES Inflow (cu. ft.) 84,025 101,710 117,992 134,825 162,466 Storage (cu.ft. ) 14,567 17,402 19,918 22,885 27,110 Quick TR-55 Ver.5.46 Executed: 10:21:27 S/N:1803000009 05-19-2004 MODIFIED RATIONAL METHOD Summary for Single Storm Frequency First peak outflow point assumed to occur at inflow recession leg. SOUTHERN TRACE SUBDIVISION POSTDEVELOPMENT CONDITIONS -ACTUAL AREAS TO BASIN Q ALLOWABLE REDUCED BY POST D AND 2 ADDITIONAL AREAS RETURN FREQUENCY: 2 yr 'C' Adjustment = 1.000 Allowable Q = 25.84 cfs Hydrograph file duration= 47.00 minutes Hydrograph file: ST2PST .HYD Tc = 42.60 minutes ............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Weighted 'C' 0.379 Adjusted 'C' 0.379 Duration Intens. minutes in/hr 43 2.740 Areas acres 30.25 Qpeak cf s 31.40 VOLUMES Inf low Storage (cu.ft.) (cu.ft.) 80,259 14,212 ************************************************************ Storage Maximum o.379 o.379 47 2.600 30.25 29.80 I 84,025 14,567 **************************************************************************** 0.379 0.379 0.379 0.379 50 60 2 .500 2.200 30.25 30.25 28.65 I 25.21 85,950 14,166 Qpeak < Qallow Quick TR-55 Ver.5.46 Executed: 10:21:27 S/N:1803000009 05-19-2004 MODIFIED RATIONAL METHOD Summary for Single Storm Frequency First peak outflow point assumed to occur at inflow recession leg. SOUTHERN TRACE SUBDIVISION POSTDEVELOPMENT CONDITIONS -ACTUAL AREAS TO BASIN Q ALLOWABLE REDUCED BY POST D AND 2 ADDITIONAL AREAS RETURN FREQUENCY: 5 yr 'C' Adjustment = 1.000 Allowable Q = 32.83 cfs Hydrograph file duration= 43.00 minutes Hydrograph file: ST5PST .HYD Tc = 42.60 minutes ............................................................................. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Weighted 'C' 0.379 Adjusted 'C' 0.379 Duration Intens. minutes in/hr 43 3.464 Areas acres 30.25 Qpeak cf s 39.70 VOLUMES Inf low (cu.ft. ) 101,467 Storage (cu. ft.) 17,553 ************************************************************ Storage Maximum o.379 o.379 43 3.440 30.25 39.42 I 101,710 17,402 **************************************************************************** 0.379 0.379 0.379 0.379 50 60 3.120 2.750 30.25 30.25 35.76 I 31.52 107,266 16,064 Qpeak < Qallow Quick TR-55 Ver.5.46 Executed: 10:21:27 S/N:1803000009 05-19-2004 MODIFIED RATIONAL METHOD Summary for Single Storm Frequency First peak outflow point assumed to occur at inflow recession leg. SOUTHERN TRACE SUBDIVISION POSTDEVELOPMENT CONDITIONS -ACTUAL AREAS TO BASIN Q ALLOWABLE REDUCED BY POST D AND 2 ADDITIONAL AREAS RETURN FREQUENCY: 10 yr 'C' Adjustment = 1.000 Allowable Q = 37.75 cfs Hydrograph file duration= 44.00 minutes Hydrograph file: STlOPST .HYD Tc = 42.60 minutes ............................................................................... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Weighted 'C' 0.379 Adjusted 'C' 0.379 Duration Intens. minutes in/hr 43 3.974 Areas acres 30.25 Qpeak cf s 45.54 VOLUMES Inf low (cu. ft. ) 116,405 Storage (cu. ft.) 19,916 ************************************************************ Storage Maximum o.379 o.379 44 3.900 30.25 44.69 I 111,992 19,918 **************************************************************************** 0.379 0.379 0.379 0.379 50 6 0 3.590 3.180 30.25 30.25 41.14 I 36.44 123,424 18,555 Qpeak < Qallow Qu i ck TR -55 Ver.5.46 Executed: 10:21:27 S/N:1803000009 05 -19-2004 MODIFIED RATIONAL METHOD Summary for Single Storm Frequency First peak outflow point assumed to occur at inflow recession leg. SOUTHERN TRACE SUBDIVISION POSTDEVELOPMENT CONDITIONS -ACTUAL AREAS TO BASIN Q ALLOWABLE REDUCED BY POST D AND 2 ADDITIONAL AREAS RETURN FREQUENCY: 25 yr 'C' Adjustment = 1.000 Allowable Q = 43.59 cfs Hydrograph file duration= 43.00 minutes Hydrograph file: ST25PST .HYD Tc = 42.60 minute s ..................................................................................... . . . . . . . . . .. . . . . . . .. .. .. . . .. . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. .. . . . . . . . . . . . . . . . Weighted 'C' 0.379 Adjusted 'C' 0.379 Duration Intens. minutes in/hr 4 3 4.584 Areas acres 30 .25 Qpeak cf s 52.53 VOLUMES Inf low Storage ( cu . ft . ) ( cu . ft . ) 13 4 ,273 22,857 ************************************************************ Storage Ma ximu m o.379 o.379 4 3 4 .560 30.2 5 52.26 I 13 4 ,825 22,88 5 **************************************************************************** 0.379 0.379 0.379 0.379 5 0 60 4.140 3.680 30.2 5 30 .2 5 47.44 I 4 2 .17 142 ,333 2 1 ,2 40 Qpeak < Qa l low Quick TR-55 Ver.5.46 Executed: 10:21:27 S/N:l803000009 05-19-2004 MODIFIED RATIONAL METHOD Summary for Single Storm Frequency First peak outflow point assumed to occur at inflow recession leg. SOUTHERN TRACE SUBDIVISION POSTDEVELOPMENT CONDITIONS -ACTUAL AREAS TO BASIN Q ALLOWABLE REDUCED BY POST D AND 2 ADDITIONAL AREAS RETURN FREQUENCY: 100 yr 'C' Adjustment = 1.000 Allowable Q = 52.10 cfs Hydrograph file duration= 44.00 minutes Hydrograph file: STlOOPST.HYD Tc = 42.60 minutes ............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Weighted 'C' 0.379 Adjusted 'C' 0.379 Duration Intens. minutes in/hr 43 5.472 Areas acres 30.25 Qpeak cf s 62.71 VOLUMES Inf low (cu. ft.) 160,285 Storage (cu.ft.) 27,117 ************************************************************ Storage Maximum o.379 o.379 44 5.370 30.25 61.54 I 162,466 27,110 **************************************************************************** 0.379 0.379 0.379 0.379 50 60 4.950 4.410 30.25 30.25 56.73 I 50.54 170,181 25,447 Qpeak < Qallow BASIN VOLUME SOUTHERN TRACE SUBDIVISJON DRAINAGE REPORT POND-2 Version: 5.20 S/N: 1903052002 SOUTHERN TRACE SUBDIVISION DETENTION BASIN VOLUMES CALCULATED 05-19-2004 10:29:09 DISK FILE: c:\pondpack\hydrow\ST .VOL Planimeter scale: 1 inch = 1 ft. Elevation (ft) 331. 00 332.00 333.00 334.00 335.00 Planimeter (sq. in.) 38,011.00 41,043.00 44,572.00 48,20 _6.00 56,183.00 Area (sq. ft) 38,011 41,043 44,572 48,206 56,183 Al+A2+sqr(Al*A2) (sq. ft) 0 118,552 128,386 139,131 156,431 * Volume (cubic-ft) 0 39,517 42,795 46,377 52,144 Volume Sum (cubic-ft) 0 39,517 82,313 128,690 180,833 2 IA= (sq.rt(Areal) + ((Ei-El)/(E2-El))*(sq.rt(Area2)-sq.rt(Areal))) where: El, 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 * Inc reme nt al volume computed b y the Coni c Me thod for Re servo ir Volumes. Volume= (1 /3) * (EL2-EL1) * (Areal + Area2 +sq.rt. (Areal *Area2)) where: ELl , EL2 Areal,Area2 Volume Lower and upp er elevations o f t he increment Areas computed fo r ELl, EL2, respe ctively = Incremental volume between ELl and EL2 OUTFALL STRUCTURE SOUTHERN TRACE SUBDIVISION DRAINAG E REPORT Outlet Structure File: ST .STR POND-2 Version: 5.20 Date Executed: S/N: 1903052 0 02 Time Executed: ********************************* SOUTHERN TRACE SUBDIVISION DETENTION BASIN OUTFALL STRUCTURE RECTANGULAR WEIR ********************************* ***** COMPOSITE OUTFLOW SUMMARY **** Elevation (ft) Q (cfs ) Contributing Structures --------------------------------------------- 331.60 0.0 1 331.80 1. 0 1 332.00 2.9 1 332.20 5.3 1 332.40 8.1 1 332.60 11.3 1 332.80 14.9 1 333.00 18.7 1 333.20 22.9 1 333.40 27.3 1 333.60 32.0 1 333.80 36.9 1 334.00 42.0 1 334.20 47.4 1 33 4 .40 53 .0 1 334.60 58.7 1 334.80 64.7 1 335.00 0.0 Outlet Structure File: ST POND-2 Version: 5.20 Date Executed: .STR S/N: 1903052002 Time Executed: ********************************* SOUTHERN TRACE SUBDIVISION DETENTION BASIN OUTFALL STRUCTURE RECTANGULAR WEIR ********************************* Outlet Structure File: c:\pondpack\hydrow\ST Planimeter Input File: c:\pondpack\hydrow\ST Rating Table Output File: c:\pondpack\hydrow\ST .STR .VOL .PND Min. Elev. (ft) = 331.6 Max. Elev. (ft) = 335 Iner. (ft) = .2 Additional elevations (ft) to be included in table: * * * ~ * * * * * * * * * * * * * * * * * * * * * * ********************************************** SYSTEM CONNECTIVITY ********************************************** Structure No. Q Table Q Table WEI R -VR 1 -> 1 Out flow rating tabl e summary was stored in file : c:\pondpa ck\hydrow\S T .PND Outlet Structure File: ST .STR POND-2 Version: 5.20 Date Executed: S/N: 1903052002 Time Executed: ********************************* SOUTHERN TRACE SUBDIVISION DETENTION BASIN OUTFALL STRUCTURE RECTANGULAR WEIR ********************************* >>>>>> 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 331.60 335.00 2.66 331. 60 4.25 (C/S)? S Outlet Structure File: ST POND-2 Version: 5.20 Da t e Exe cuted: .STR S/N : 19030520 0 2 Time Executed: ********************************* SOUTHERN TRACE SUBDIVISION DETENTION BASIN OUTFALL STRUCTURE RECTANGULAR WEIR ********************************* Outflow Rating Table for Structure #1 WEIR-VR Weir -Vertical Rectangular ***** INLET CONTROL ASSUMED ***** Elevation (ft) Q (cfs) Computation Messages --------------------------------------------- 331.60 0.0 H =0.0 331 .80 1. 0 H =.2 33 2 .00 2.9 H =.4 33 2 .2 0 5 .3 H =.6 33 2.4 0 8 .1 H =.8 3 3 2.6 0 1 1 .3 H =1 .0 33 2 .80 1 4.9 H =1.2 3 3 3.00 18.7 H =1.4 3 33 .2 0 2 2 .9 H =1. 6 333.4 0 2 7.3 H =1. 8 3 33 .6 0 32 .0 H =2.0 333.8 0 36.9 H =2.2 334.00 42.0 H =2.4 334.20 47 .4 H =2.6 3 3 4.4 0 5 3.0 H =2 .8 334.60 58 .7 H =3.0 334.80 64 .7 H =3.2 335.00 0 .0 E = or > E2=33 5.00 C = 2.66 L (f t) = 4 .25 H (ft ) =Table e l ev. -Inve r t e lev . ( 3 31.6 ft Q (c fs) = C * L * (H**l.5) --Suppress e d Weir STORM ROUTING SOUTHERN TRACE SUBDIV ISIO N DRAINAGE REPORT POND-2 Version: 5.20 S/N: 1903052002 EXECUTED: 05-19-2004 10:31:50 Page 4 Return Freq: 2 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: c:\pondpack\hydrow\ST .PND Inflow Hydrograph: c:\pondpack\hydrow\ST2PST .HYD Outflow Hydrograph: c:\pondpack\hydrow\ST2-0UT .HYD Starting Pond W.S. Elevation = 331.60 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inf low = Peak Outflow Peak Elevation = 29.80 cfs 14.70 cfs 332.79 ft ***** Summary of Approximate Peak Stor age ***** Initial Storage = Peak Storage From Storm = Total Storage in Pond = 23,347 cu-ft 49,640 cu-ft 72,987 cu-ft Warn ing: I n flow h y drograph truncated on left s ide . POND-2 Version: 5.20 S/N: 1903052002 EXECUTED: 05-19-2004 10:31:50 Page 4 Return Freq: 5 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: c:\pondpack\hydrow\ST .PND Inflow Hydrograph: c:\pondpack\hydrow\ST5PST .HYD Outflow Hydrograph: c:\pondpack\hydrow\ST5-0UT .HYD Starting Pond W.S. Elevation = 331. 60 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inf low = Peak Outflow = Peak Elevation = 39.42 cfs 18.90 cfs 333.01 ft ***** Summary of Approx imate Peak Stor age ***** Initial Storage Peak Storage From Storm Total Storage in Pond = 23,34 7 cu-ft 59,38 4 cu-ft 82,7 31 cu-ft Warning: Inflow hydrograph truncated on left side. POND-2 Version: 5.20 S/N: 1903052002 EXECUTED: 05-19-2004 10:31:50 Page 4 Return Freq: 10 years * * * **** * * * * ** * * * * * SUMMARY OF ROUTING COMPUTATIONS ** * * * *-***** ** ***** Pond File: c:\pondpack\hydrow\ST .PND Inflow Hydrograph: c:\pondpack\hydrow\STlOPST .HYD Outflow Hydrograph: c:\pondpack\hydrow\STlO-PST.HYD Starting Pond W.S . Elevation = 331.60 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inflow = Peak Outflow = Peak Elevation 44.69 cfs 22.49 cfs 333.18 ft ***** Summ a ry of Approx imate Peak Storage ***** Initial Storage = Peak Storage From Storm = Total Storage in Pond = 23,347 cu-ft 67,071 cu-ft 90,418 cu -ft Warning: Inflow hydrograph truncated o n left side. POND-2 Version: 5.20 S/N: 1903052002 EXECUTED: 05-19-2004 10:31:50 Page 4 Return Freq: 25 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: c:\pondpack\hydrow\ST .PND Inflow Hydrograph: c:\pondpack\hydrow\ST25PST .HYD Outflow Hydrograph: c:\pondpack\hydrow\ST25-PST.HYD Starting Pond W.S. Elevation = 331.60 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inf low = Peak Outflow Peak Elevation = 52.26 cfs 26.50 cfs 333.36 ft ***** Summary of Approx imate Peak Storage ***** Initia l Storage = Peak Storage From Storm Total Stor age in Pond 23,347 cu-ft 75,423 cu -ft 98,770 cu -ft Warning: Inflow hydrograph truncated o n left side . POND-2 Version: 5.20 S/N: 1903052002 EXECUTED: 05-19-2004 10:31:50 Page 4 Return Freq: 100 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: c:\pondpack\hydrow\ST .PND Inflow Hydrograph: c:\pondpack\hydrow\STlOOPST.HYD Outflow Hydrograph: c:\pondpack\hydrow\ST100-PS.HYD Starting Pond W.S. Elevation = 331.60 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inf low = Peak Outflow = Peak Elevation = 61.54 cfs 32.82 cfs 333.63 ft ***** Summary of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm = Total Storage in Pond = 23,347 cu-ft 87,936 cu -ft 111,283 cu-ft Warning: Inflow hydrograph truncated on left side. POND-2 Version: 5.20 S/N: 1903052002 EXECUTED: 05-19-2004 10:31:50 Page 1 Return Freq: 2 years ********************************* * * * SOUTHERN TRACES SUBDIVISION * * STORM ROUTING * * * * * * * ********************************* Inflow Hydrograph: c:\pondpack\hydrow\ST2PST .HYD Rating Table file: c:\pondpack\hydrow\ST .PND ----INITIAL Elevation = Outflow = Storage = CONDITIONS----331. 60 ft 0.00 cfs 23,347 cu-ft GIVEN POND DATA INTERMEDIATE ROUTING COMPUTATIONS ELEVATION (ft) 331.60 331. 80 332.00 332.20 332.40 332.60 332.80 333.00 333.20 333.40 333.60 333.80 334.00 334.20 334.40 334.60 334.80 OUTFLOW .(cfs) 0.0 1. 0 2.9 5.3 8.1 11. 3 14.9 18.7 22.9 27.3 32.0 36.9 42.0 47.4 53.0 58.7 64.7 STORAGE (cu-ft) 23,346 31,371 39,517 47,796 56,212 64,771 73,471 82,313 91,299 100,428 109 ,-702 119,124 128,690 138,486 148,592 159,017 169,762 2S/t (cfs) 778.1 1045.5 1317.0 1592.9 1873.4 2158.6 2448.5 2743.2 3042.7 3346.9 3656.0 3970.0 4288.8 4615.3 4952.1 5299.5 5657.6 Time increment (t) = 0.017 hrs. 2S/t + 0 (cf s) 778.1 1046.5 1319.9 1598.2 1881.5 2169.9 2463.4 2761.9 3065.6 3374.2 3688.0 4006.9 4330.8 4662.7 5005.1 5358.2 5722.3 POND-2 Version: 5.20 S/N: 1903052002 EXECUTED: 05-19-2004 10:31:50 Page 2 Return Freq: 2 years Pond File: ·c: \pondpack\hydrow\ST . PND Inflow Hydrograph: c:\pondpack\hydrow\ST2PST .HYD Outflow Hydrograph: c:\pondpack\hydrow\ST2-0UT .HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS TIME (hrs) 0.010 0.027 0.043 0.060 0.077 0.093 0.110 0.127 0.143 0.160 0.177 0.193 0.210 0.227 0.243 0.260 0.277 0 .293 0.310 0.327 0.343 0.36 0 0.377 0.393 0.410 0.42 7 0 .443 0.460 0.477 0.493 0.510 0.527 0.543 0.560 0.577 0.593 0.610 0.627 0.643 0.66 0 0.677 0.693 0.710 0.727 0 .7 4 3 INFLOW (cfs) 0.42 1.12 1. 82 2.52 3.22 3.92 4.62 5.32 6.02 6.71 7.41 8.11 8.81 9.51 10.21 10.91 11.61 12.31 13.01 13.71 14 .41 15.11 15.81 16.51 17.21 17.91 18.61 19.30 20.00 20.70 21.40 22.10 2 2 .80 23.50 24.20 2 4.90 25.60 2 6.30 2 7 .00 27 .70 28 .4 0 29 .10 29 .8 0 2 9 .80 29 .8 0 Il+I2 (cf s) 1.5 2.9 4.3 5.7 7.1 8.5 9.9 11.3 12.7 14.1 15.5 16.9 18.3 19.7 21.1 22.5 23.9 25.3 26.7 28.1 29.5 30.9 32.3 33.7 35.1 36.5 37.9 39.3 40.7 42.1 43.5 44.9 46.3 47.7 4 9.1 50.5 51.9 53 .3 54 .7 56.1 57.5 5 8.9 59.6 59.6 28/t -0 (cfs) 778.1 779.6 782.5 786.8 792.4 799.4 807.7 817.4 828.3 840.6 854.1 869.0 885.1 902.5 921.1 941.0 962.1 984.5 1008.1 1032.9 1058.8 1 085.8 1113.7 1142.7 1172.6 12 0 3 .4 123 5.3 1268.0 1301.7 1336.2 1371.5 1407.6 1444.4 1481. 9 1520.2 1559.2 1598.9 1639.2 1680 .0 172 1.4 1763.3 1805 .8 1 8 4 8.9 1891.7 1 933.5 28/t + 0 (cf s) 778.1 779.6 782.5 786.8 792.5 799.5 807.9 817.6 828.7 841.0 854.7 869.6 885.9 903.4 922.2 942.2 963.5 986.1 1009.8 1034.8 1061.0 1088 .4 1116.7 1146.0 1176.4 1207.7 1240 .0 1273.2 1307.3 1342.4 1378.3 1415.0 1452.5 1490.7 1 529.6 1569.3 1609.7 1650.8 169 2 .5 1734.7 1 777.5 1820 .8 1 8 64 .7 19 08.5 1951. 3 OUTFLOW ( cfs) 0.00 0.01 0.02 0.03 0.05 0.08 0.11 0.15 0.19 0.23 0.29 0.34 0.40 0.47 0.54 0.61 0.69 0.77 0.86 0.96 1.10 1.29 1.4 9 1. 69 1 .90 2.12 2.34 2.58 2.81 3.09 3.4 0 3 .7 2 4.0 4 4.37 4 .7 1 5.05 5 .4 1 5.8 2 6 .23 6 .65 7.07 7 .5 0 7.93 8 .40 8.87 ELEVATION (ft) 331.60 331.60 331.60 331.61 331.61 331.62 331.62 331.63 331.64 331.65 331.66 331.67 331.68 331.69 331.71 331.72 331.74 331.75 331.77 331.79 331.81 3 31.8 3 331.85 331.87 331.90 331.92 33 1.94 331.97 331.99 332.02 332.04 332.07 332.10 332.12 332.15 332.18 332.21 332.24 332.27 332.30 332.33 332.36 332.39 332.42 33 2 .4 5 POND-2 Version: 5.20 S/N: 1903052002 EXECUTED: 05-19-2004 10:31:50 Page 3 Return Freq: 2 years Pond File: c:\pondpack\hydrow\ST .PND Inflow Hydrograph: c:\pondpack\hydrow\ST2PST .HYD Outflow Hydrograph : c:\pondpack\hydrow\ST2-0UT .HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS TIME (hrs) 0.760 0.777 0.793 0 .810 0 .827 0.844 0.860 0.877 0.894 0.910 0.927 0.944 0 .960 0 .977 0.9 9 4 1. 010 1. 0 2 7 1.04 4 1.060 1.077 1. 0 94 1 .110 1 .12 7 1.1 44 1.16 0 1 .177 1 .19 4 1. 21 0 1.22 7 1. 244 1. 2 60 1 .2 77 1 .2 9 4 1. 3 10 1. 32 7 1.344 1. 36 0 1. 3 7 7 1. 39 4 1 .41 0 1.4 2 7 1.444 1.4 6 0 1.4 7 7 1 .4 94 INFLOW (cfs) 29.80 29.80 29.38 28.68 27.98 27.28 26.58 25.88 25.18 24.48 23.78 23.08 22 .3 8 21.68 20.98 20.28 19.58 18.8 8 18.1 9 17.49 16.7 9 1 6 .0 9 1 5 .39 14.69 13.99 13.29 1 2 .59 1 1. 89 11.19 10.49 9.79 9 .0 9 8.39 7.69 6 .99 6 .29 5 .60 4.90 4.2 0 3.50 2.8 0 2.10 1.4 0 0 .70 0.00 Il+I2 (cf s) 59 .6 59.6 59.2 58.1 56.7 55.3 53.9 52.5 51.1 49.7 48.3 46.9 45.5 44.1 4 2 .7 4 1.3 39.9 38.5 37.1 35.7 3 4 .3 3 2 .9 31 .5 30.1 28 .7 27 .3 2 5 .9 24.5 23.1 21. 7 2 0 .3 18 .9 17 .5 16 .1 14 .7 1 3.3 11. 9 10.5 9.1 7 .7 6 .3 4.9 3.5 2.1 0.7 2 8/t -0 (cf s) 1974.4 2014.5 2053.2 2089.9 2124.5 2156.9 2187.2 2215.3 2 241. 4 2265 .5 2287.7 2307.9 2 326.2 2342.8 23 57.6 2 370.6 2 382.0 23 91.7 2 399.8 2406.4 24 11. 4 24 14 .9 24 1 7 .0 24 17.7 2 41 7 .0 2415.0 24 11 .6 24 07.0 2 401.1 2 393 .9 2 385.6 23 76.1 23 65 .5 23 53 .8 234 1.0 2 327.2 2 3 12.3 229 6.5 2 2 7 9.7 2261 .9 2 243 .2 2 223 .5 2 2 0 3 .0 2 181 .7 2 159 .5 28/t + 0 ( cfs) 1993.1 2034.0 2073.6 2111. 2 2146.6 2179.8 2210.8 2239.7 2266.4 2291.1 2313.8 2334.5 2353.3 2 370.3 23 85.4 2398.8 24 10.5 24 20 .4 24 28.7 243 5.5 244 0 .6 2444 .3 2446 .4 244 7.1 244 6 .4 2444.3 244 0 .9 2 4 36 .1 243 0.0 2422 .7 2414 .2 2404 .5 239 3 .6 238 1.6 236 8 .5 235 4.3 233 9 .1 232 2.8 2 305 .6 2287.4 22 68 .2 2 24 8 .1 222 7.0 22 05.1 2 182 .4 OUTFLOW (cf s) 9.34 9.79 10.23 10.65 11.04 11.42 11. 80 12.1 6 12.4 8 12.79 13.06 13.3 2 13.5 5 13.76 13.94 14.1 1 14 .25 14 .3 7 1 4 .4 7 14.5 6 14 .62 1 4 .66 14.69 14.70 14.69 14.67 14 .62 14 .56 14 .49 14 .40 1 4.3 0 14.18 14 .04 1 3.90 13 .74 1 3.56 13 .37 13 .18 12.96 12.74 12 .5 1 12.26 12.00 11 .73 11.4 5 ELEVATION (ft) 332 .48 332.51 332.53 33 2 .56 332.58 33 2 .61 332 .63 3 3 2 .65 33 2 .67 3 3 2 .68 3 3 2.70 33 2 .71 3 3 2 .7 2 3 32.7 4 332.75 3 32.76 3 32 .76 33 2 .77 33 2 .78 3 32 .78 332 .78 332 .7 9 332 .7 9 3 3 2 .7 9 332 .7 9 3 32.79 332.78 332 .7 8 332 .7 8 332 .77 332 .77 332 .76 332 .75 332 .7 4 332 .7 4 332.7 3 332.7 2 332 .70 33 2.69 332 .68 332 .67 332 .6 5 33 2 .6 4 3 3 2 .62 332.61 POND -2 Version: 5.20 S/N: 1903052002 Pond File: c:\pondpack\hydrow\ST Inflow Hydrograph: c:\pondpack\hydrow\ST2PST Outflow Hydrograph: c:\pondpack\hydrow\ST2-0UT Peak Inflow = Peak Outflow = Peak Elevation 29.80 cfs 14.70 cfs 332.79 ft Page 5 Return Freq: 2 years .PND .HYD - .HYD EXECUTED: 05-19-2004 10:31:50 Flow (cf s) 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- .01 x* x * .04 -x * x * .08 -x * x * .11 -x * x * .15 -x * x * .18 x * x * .21 x * x * .25 x * x * .28 x * x * .32 x * x * .35 x * x * .38 x * x * .42 x * x * .45 x * x * .49 x * x * .5 2 x * x * .5 5 x * x * .59 x * x * .62 x * x * .66 x * x * .69 x * x * .72 x * x * .76 x * x * .79 x * x * .83 x * x * .86 x * x * .89 x * x * .93 x * x * .96 x * x * 1.0 x * x * 1. 03 x * x * 1. 06 -x * x * 1.1 x * x * 1.13 -x* * 1.17 -* x * x 1.2 * x * x 1. 23 -* x * x 1.27 -* x * x 1.3 * x * x 1.34 -* x * x 1.37 -* x * x 1.4 * x * x 1.44 -* x * x 1.47 -* x * x TIME (hrs ) x File: c:\pondpack \hydrow\ST2 -0UT .HYD Qmax = 14 .7 cf s * File: c:\pondpack\hydrow\ST2PST .HYD Qmax = 29.8 cf s POND-2 Version: 5.20 S/N: 1903052002 EXECUTED: 05-19-2004 10:31:50 Page 1 Return Freq: 5 years ********************************* * * * SOUTHERN TRACES SUBDIVISION * * STORM ROUTING * * * * * * * ********************************* Inflow Hydrograph: c:\pondpack\hydrow\ST5PST .HYD Rating Table file: c:\pondpack\hydrow\ST .PND ----INITIAL Elevation = Outflow = Storage = CONDITIONS----331. 60 ft 0.00 cfs 23,347 cu-ft GIVEN POND DATA INTERMEDIATE ROUTING COMPUTATIONS ------------------------------ELEVATION OUTFLOW STORAGE (ft) (cf s) (cu-ft) -----------------~ ----------331.60 0.0 23,346 331.80 1. 0 31,371 332.00 2.9 39,517 332.20 5.3 47,796 332.40 8.1 56,212 332.60 11. 3 64,771 332.80 14.9 73,471 333.00 18.7 82,313 333.20 22.9 91,299 333.40 27.3 100,428 333.60 32.0 109,702 333.80 36.9 119,124 334.00 42.0 128,690 334.20 47.4 138,486 334.40 53.0 148,592 334.60 58.7 159,017 334.80 64.7 169,762 ------------------------------2S/t (cf s) 778.1 1045.5 1317.0 1592.9 1873.4 2158.6 2448.5 2743.2 3042.7 3346.9 3656.0 3970.0 4288.8 4615.3 4952.1 5299.5 5657.6 Time increment (t) = 0.017 hrs. 2S/t + 0 (cf s) 778.1 1046.5 1319.9 1598.2 1881.5 2169.9 2463.4 2761.9 3065.6 3374.2 3688.0 4006.9 4330.8 4662.7 5005.1 5358.2 5722.3 POND-2 Version: 5.20 8/N: 1903052002 EXECUTED: 05-19-2004 10:31:50 Page 2 Return Freq: 5 years Pond File: c:\pondpack\hydrow\8T .PND Inflow Hydrograph: c:\pondpack\hydrow\8T5P8T .HYD Outflow Hydrograph: c:\pondpack\hydrow\8T5-0UT .HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS TIME (hrs) 0.010 0.027 0.043 0.060 0.077 0.093 0.110 0.127 0.143 0.160 0.177 0.193 0.210 0.227 0.243 0.260 0.277 0.293 0.310 0.327 0.343 0.360 0.377 0.393 0.410 0.427 0.443 0.460 0.477 0.493 0.510 0.527 0.543 0.560 0.577 0.593 0.610 0.627 0.643 0.660 0.677 0.693 0.710 0.727 0.743 INFLOW (cf s) 0.56 1.48 2.41 3.33 4.26 5.18 6.11 7.03 7.96 8.88 9.81 10.73 11.66 12.59 13.51 14.44 15.36 16.29 17.21 18.14 19.06 19.99 20.91 21.84 22.77 23.69 24.62 25.54 26.47 27.39 28.32 29.24 30.17 31.09 32.02 32.94 33.87 34.80 35.72 36.65 37.57 38.50 39.42 38.87 37.94 Il+I2 (cfs) 2.0 3.9 5.7 7.6 9.4 11.3 13.1 15.0 16.8 18.7 20.5 22.4 24.3 26.1 28.0 29.8 31. 7 33.5 35.4 37.2 39.1 40.9 42.8 44.6 46.5 48.3 50.2 52.0 53.9 55.7 57.6 59.4 61.3 63.1 65.0 66.8 68.7 70.5 72.4 74.2 76.1 77.9 78.3 76.8 28/t -0 (cfs) 778.1 780.1 783.9 789.6 797.0 806.3 817.3 830.0 844.5 860.7 878.7 898.3 919.6 942.6 967.3 993.6 1021.6 1051. 2 1082.l 1114.5 1148.2 1183.3 1219.8 1257.5 1296.6 1336.8 1378.2 1420.7 1464.3 1508.9 1554.6 1601.3 1648.9 1697.3 1746.6 1796.8 1847.7 1899.4 1951.8 2004.8 2058.4 2112.7 2167.5 2221.3 2272.4 28/t + 0 (cf s) 778.1 780.1 784.0 789.7 797.2 806.5 817.6 830.4 845.0 861. 3 879.4 899.2 920.7 943.9 968.7 995.3 1023.4 1053.3 1084.7 1117.5 1151.7 1187.3 1224.2 1262.5 1302.1 1343.0 1385.1 1428.4 1472.7 1518.1 1564.6 1612.2 1660.7 1710.1 1760.4 1811.6 1863.6 1916.4 1969.9 2024.1 2079.0 2134.5 2190.6 2245.8 2298.1 OUTFLOW (cfs) 0.00 0.01 0.02 0.04 0.07 0.11 0.15 0.19 0.25 0.31 0.38 0.45 0.53 0.62 0.71 0.81 0.91 1. 05 1.27 1.49 1.73 1.98 2.24 2.50 2.78 3.10 3.46 3.84 4.22 4.61 5.01 5.44 5.92 6.41 6.90 7.41 7.92 8.49 9.08 9.68 10.29 10.91 11.55 12.23 12.87 ELEVATION (ft) 331.60 331.60 331.60 331.61 331.61 331.62 331.63 331.64 331.65 331.66 331.68 331.69 331. 71 331.72 331.74 331.76 331.78 331.80 331.83 331.85 331.88 331.90 331.93 331.96 331.99 332.02 332.05 332.08 332.11 332.14 332.18 332.21 332.24 332.28 332.31 332.35 332.39 332.42 332.46 332.50 332.54 332.58 332.61 332.65 332.69 POND-2 Version: 5.20 S/N: 1903052002 EXECUTED: 05-19-2004 10:31:50 Page 3 Return Freq: 5 years Pond File: c:\pondpack\hydrow\ST .PND Inflow Hydrograph: c:\pondpack\hydrow\ST5PST .HYD Outflow Hydrograph: c:\pondpack\hydrow\ST5-0UT .HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS TIME (hrs) 0.760 0.777 0.793 0.810 0.827 0.844 0.860 0.877 0.894 0.910 0.927 0.944 0.960 0.977 0.994 1.010 1.027 1. 044 1.060 1.077 1.094 1.110 1.127 1.144 1.160 1 .17 7 1.194 1.210 1.227 1.244 1 .260 1.277 1.294 1. 310 1.327 1.344 1. 360 1.377 1. 394 1.4 10 1 .42 7 INFLOW (cfs) 37.02 36.09 35.17 34.24 33.31 32.39 31.46 30.54 29.61 28.69 27.76 26.84 25.91 24.99 24.06 23.14 22.21 21. 28 2 0.36 19.43 18.51 1 7.58 16.66 15.73 14.81 13.88 1 2 .96 12.03 11 .10 10.18 9.25 8.33 7.40 6.48 5.55 4.63 3.70 2.78 1. 85 0.9 3 0.00 Il+I2 (cf s) 75.0 73.1 71.3 69.4 67.6 65.7 63.9 62.0 60.2 58.3 56.5 54.6 52.8 50.9 49.1 47.2 45.4 43.5 41. 6 39.8 37.9 36 .1 34.2 32.4 30.5 28.7 26 .8 25.0 23.1 21.3 19.4 17.6 15.7 13.9 12.0 10.2 8.3 6 .5 4 .6 2.8 0.9 28/t -0 ( cfs) 2320.4 2365.4 2407.5 2446.8 2483.2 2517.0 2548.0 2576.5 2602.4 2625.9 2647.0 2665.7 2682.2 2696.4 2708.5 2718.4 2726.3 2732.2 2736.1 2738.1 2738.3 2736.6 2733.2 2728.1 2721 .3 2 7 12.9 270 2 .9 2691.4 2678.3 2663.8 2647.8 2630.4 2611.7 2591.7 25 70.3 2547.7 2523.9 2498.9 24 7 2.7 2445 .4 2416.9 28/t + 0 ( cfs) 2347.3 2393.5 2436.7 2476.9 2514.3 2548.9 2580.8 2610.0 2636.6 2660.7 2682.4 2701.6 2718.5 2733.1 2745.5 2755.7 2763.8 2769.8 2773.9 2775.9 27 76.1 2 774 .4 2770.9 2765.6 275 8 .6 2 7 5 0 .0 2739.8 2727.9 2714.5 2699.6 2683.2 2665.4 2646.2 2625.6 2603 .7 258 0.5 2556.1 2530.4 2503.5 24 75.5 2446.3 OUTFLOW (cfs) 13.48 14.04 14.57 15.07 15.55 15.99 16.39 16.77 17.11 17.41 17.69 17.93 18.15 18.33 18.49 18.62 18.73 18.81 18.87 18.89 18 .90 1 8 .8 7 18.82 18.75 18 .66 18.55 1 8 .42 18 .27 18.10 17.91 17.70 17.47 17.23 16.96 16.69 16.39 16.08 15.75 1 5 .4 1 15.05 1 4 .69 ELEVATION (ft) 332.72 332.75 332.78 332.81 332.83 332.86 332.88 332.90 332.92 332.93 332.95 332.96 332.97 332.98 332.99 333.00 333.00 333.01 333.01 333.01 333.01 333.01 333.01 333.00 333.00 332.99 332 .9 9 332.98 332.97 332.96 332.95 332.94 332.92 332.91 332.89 332.88 332.86 332.84 332 .83 3 3 2.8 1 332 .7 9 POND-2 Version: 5.20 S/N: 1903052002 Pond File: c:\pondpack\hydrow\ST Inflow Hydrograph: c:\pondpack\hydrow\ST5PST Outflow Hydrograph: c:\pondpack\hydrow\ST5-0UT Peak Inflow = Peak Outflow Peak Elevation = 39.42 cfs 18.90 cfs 333.01 ft Page 5 Return Freq: 5 years .PND .HYD .HYD EXECUTED: 05-19-2004 10:31:50 Flow (cfs) 0.0 4.0 8.0 12.0 16.0 20.0 24.0 28.0 32.0 36.0 40.0 44.0 . ------1-----1-----1-----1-----1-----1-----1-----1-----1-----1-----1-.01 -x* x * .04 -x * x * .08 -x * x * .11 -Ix * x * .15 -x * x * .18 -x * x * .21 -x * x * .25 -x * x * .28 -x * x * .32 -x * x * .35 -x * x * .38 -x * x * .42 -I x * x * .45 -1 x * x * .49 -1 x * x * .52 -1 x * x * .55 -1 x * x * .59 -1 x * x * .62 -I x * x * .66 -I x * x * .69 -I x * x * .72 -I x * x * .76 -I x * x * .79 -1 x * x * .83 -I x * x * .86 -1 x * x * .89 -I x * x * .93 -1 x * x * .96 x * x * 1.0 x * x * 1. 03 x * x * 1. 06 -x * x* 1.1 *x * x 1.13 -* x * x 1.17 -* x * x 1.2 * x * x 1. 23 -* x * x 1. 27 -* x * x 1. 3 * x * x 1. 34 -* x * x 1. 37 -* x * x 1.4 * x * x 1.44 -x TIME (hrs) x File: c:\pondpack\hydrow\ST5 -0UT .HYD Qma x 18.9 cfs * File : c :\pondpack\hyd r o w\STSPST .HYD Qmax = 39 .4 c f s POND-2 Version: 5.20 S/N: 1903052002 EXECUTED: 05-19-2004 10:31:50 Page 1 Return Freq: 10 years ********************************* * * * SOUTHERN TRACES SUBDIVISION * * STORM ROUTING * * * * * * * ********************************* Inflow Hydrograph: c:\pondpack\hydrow\STlOPST .HYD Rating Table file: c:\pondpack\hydrow\ST .PND ----INITIAL Elevation = Outflow = Storage = CONDITIONS----331. 60 ft 0.00 cfs 23,347 cu-ft GIVEN POND DATA INTERMEDIATE ROUTING COMPUTATIONS ------------------------------ELEVATION OUTFLOW STORAGE (ft) (cf s) (cu-ft) ----------------------------331.60 0.0 23,346 331.80 1. 0 31,371 332.00 2.9 39,517 332.20 5.3 47,796 332.40 8.1 56,212 332.60 11. 3 64,771 332.80 14.9 73,471 333.00 18.7 82,313 333.20 22.9 91,299 333.40 27.3 100,428 333.60 32.0 109,702 333.80 36.9 119,124 334.00 42.0 128,690 334.20 47.4 138,486 334.40 53.0 148,592 334.60 58.7 159,017 334.80 64.7 169,762 ------------------------------2S/t (cf s) 778.1 1045.5 1317.0 1592.9 1873.4 2158.6 2448.5 2743.2 3042.7 3346.9 3656.0 3970.0 4288.8 4615.3 4952.1 5299.5 5657.6 Time increment (t) = 0.017 hrs. 28/t + 0 (cf s) 778.1 1046.5 1319.9 1598.2 1881.5 2169.9 2463.4 2761.9 3065.6 3374.2 3688.0 4006.9 4330.8 4662.7 5005.1 5358.2 5722.3 POND-2 Version: 5.20 S/N: 1903052002 EXECUTED: 05-19-2004 10:31:50 Page 2 Retu rn Freq: 10 years Pond File: c:\pondpaek\hydrow\ST .PND Inflow Hydrograph: c:\pondpack\hydrow\STlOPST .HYD Outflow Hydrograph: c:\pondpack\hydrow\STlO-PST.HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS TIME (hrs) 0.010 0.027 0.043 0.060 0.077 0.093 0.110 0 .12 7 0.143 0.160 0.177 0.193 0.21 0 0.227 0.243 0.26 0 0.27 7 0.2 93 0.310 0.327 0.3 4 3 0.36 0 0 .377 0.393 0.410 0.4 2 7 0 .443 0 .460 0.477 0.493 0.510 0.527 0.543 0.560 0.577 0.593 0.610 0.627 0 .6 43 0.660 0.677 0.693 0 .710 0 .72 7 0.7 4 3 INFLOW (cfs) 0.63 1.68 2.73 3.78 4.83 5.88 6.9 2 7.97 9.02 10.07 11.12 12.17 13.22 14.27 15.32 16 .3 7 17.4 2 18.47 19.51 20.56 21.61 22.6 6 23 .71 24.76 25.81 2 6.86 2 7.9 1 28.96 30.01 31.05 32.10 33.15 34.20 35.25 36.30 37.35 38.40 39.45 4 0.5 0 41 .55 42.60 43.64 44.69 44.69 44 .0 6 Il+I2 (cf s) 2.3 4.4 6.5 8.6 10.7 12.8 14.9 17.0 19.1 21.2 23.3 25.4 2 7.5 29 .6 31.7 33.8 35.9 38 .0 40 .1 42 .2 44 .3 4 6 .4 48.5 50.6 52 .7 54.8 56 .9 59 .0 61 .1 63 .2 65 .3 67.3 69.5 71.6 73.7 75.8 77.8 80.0 82 .1 84 .2 8 6 .2 88 .3 8 9 .4 88.8 28/t -0 (cfs) 778.1 780.4 784.7 791 .1 799.6 810.0 822.5 837.0 853.4 871.8 892.1 914.4 938.6 964.6 992.6 1022.5 1 05 4.1 1 087.4 1122 .3 1158.8 1196.8 1236.4 1277.4 132 0.0 1363.9 1409.1 1455 .6 15 0 3.3 1552.3 16 0 2.5 1653.7 17 0 6.0 1759 .3 1813 .5 1868.8 1924.9 1981.8 2039.5 2 09 8 .0 215 7 .2 22 1 7 .0 2277.4 2338 .3 23 98 .7 245 7 .1 28/t + 0 (cfs) 778.1 780.4 784.8 791.2 799.7 810.3 822.8 837.4 854.0 872.5 893.0 915.4 939.8 966.1 994.2 1024.3 105 6 .3 1090.0 1125.4 1162.4 1200.9 12 41 .1 1282.7 1325.9 1370.6 1416 .6 1 463 .9 1512.5 1562.3 1613.4 1665.6 1719.0 1773 .3 1828.7 1885.1 1942.5 2 000 .7 2059.7 2119.5 2 1 80.0 22 4 1. 3 2303 .2 2365.7 2427.7 2487.5 OUTFLOW (cf s) 0.00 0.01 0.03 0.05 0 .08 0 .12 0.17 0.22 0.28 0.35 0.43 0.51 0.60 0.70 0.81 0.92 1. 07 1.3 0 1.55 1. 81 2.07 2 .3 5 2 .64 2.95 3 .34 3.73 4 .14 4 .56 4.99 5.45 5 .97 6.49 7.03 7.58 8.14 8.78 9 .42 10.08 10 .74 11 .42 12 .18 12.94 13.70 1 4.46 15.21 ELEVATION (ft) 331.60 331.60 331.61 331.61 331.62 331.62 33 1 .6 3 331.64 331.66 331.67 331.69 331.70 331.72 331.74 331.76 331.78 331.81 331.83 331.86 331.88 331 .91 331 .94 331.97 332.00 332.04 332.07 332 .10 332.14 332.17 332 .21 332 .25 332.29 332.32 332.36 332.40 332 .44 332.48 332.5 2 33 2.5 7 33 2 .61 332 .65 33 2 .69 3 32 .7 3 33 2.78 33 2 .82 POND -2 Version: 5.20 S/N: 1903052002 EXECUTED: 05 -19-2004 10:31:50 Page 3 Return Freq: 10 years Pond File: c:\pondpack\hydrow\ST .PND Inflow Hydrograph: c:\pondpack\hydrow\STlOPST .HYD Outflow Hydrograph: c:\pondpack\hydrow\STlO-PST.HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------------------------------------------------- TIME (hrs) 0.760 0.777 0.793 0.810 0.827 0.844 0.860 0.877 0.894 0.910 0.927 0.944 0.960 0 .97 7 0.994 1.010 1.02 7 1.044 1. 060 1.077 1.094 1 .110 1.127 1.144 1.16 0 1.177 1.194 1. 210 1. 22 7 1 .244 1.26 0 1.277 1.294 1.31 0 1. 32 7 1.344 1. 360 1.377 1. 394 1.410 1.427 1.444 INFLOW (cfs) 43.02 41. 97 40.92 39.87 38.82 37.77 36.72 35.67 34.62 33.57 32.52 31.47 30.43 29.38 28.33 27.28 26.23 25.18 24.13 23.08 22.03 20.98 19.93 18.88 17.84 16.79 15 .74 14.69 13.64 12.59 11.54 10.49 9.44 8.39 7.3 4 6.29 5.25 4.20 3.15 2 .1 0 1. 05 0.00 Il+I2 ( cfs) 87.1 85.0 82.9 80.8 78.7 76.6 74.5 72.4 70.3 68.2 66.1 64.0 61. 9 59.8 57.7 55.6 53.5 51.4 49.3 47.2 45.1 43 .0 4 0.9 38.8 36.7 34 .6 32 .5 30.4 28.3 26.2 24.1 22.0 19.9 17.8 15.7 13.6 11. 5 9.4 7.4 5 .3 3.2 1.1 28/t -0 (cfs) 2512.3 2564.1 2612.5 2657.6 2699.6 2738.4 2774.1 2806.7 2836.4 2863.3 2887.3 2908.7 2927.4 2943.6 2957.3 2968.5 2977.4 2984.1 2988.5 299 0.7 2990 .8 2988.9 2985.0 2979.2 29 71.5 2962.0 2950 .7 2937.6 2922.9 29 0 6.6 2888.6 2869.1 2848.2 2825.7 2801.8 2776.6 2 750.0 2 72 2 .1 2692.9 2662.4 2630 .6 2597.5 28/t + 0 (cf s) 2544.2 2597.3 2647.0 2693.3 2736.3 2776.2 2812.9 2846.4 2877.0 2904.6 2929.3 2951. 3 2970.6 2987.2 3001.3 3012.9 3022 .0 3028.9 3033 .4 3035.7 3035.8 3033.9 3029.8 3023.8 3015.9 3006.1 2994.5 2981.1 2966.0 2949.1 2930.7 2910.7 2889.1 2866.0 2841.4 2815.5 2788.1 2759.4 2729.5 2698.1 2665 .5 2631.6 OUTFLOW (cf s) 15.93 16 .60 17.24 17.83 18.37 18.90 19.40 19.87 20.29 20.67 21. 02 21.32 21.59 21. 82 22.01 22.17 22.30 22.39 22.45 22.49 22.49 22.46 22.41 22.32 22.21 22 .08 21. 92 21.73 21.52 21.29 21. 03 20.76 20.46 20.14 19.80 19.44 19.06 18.67 18.29 17 .89 17.47 17.04 ELEVATION (ft) 332.85 332.89 332.92 332.95 332.98 333.01 333.03 333.06 333.08 333.09 333.11 333.12 333.14 333.15 333.16 333.17 333.17 333.18 333.18 333.18 333.18 333.18 333 .18 333.1 7 333.17 333.16 333.15 333.14 333.13 333.12 333.11 333.10 333.08 333.07 333.05 333.04 333.02 333.00 332.98 332 .96 332.94 332 .91 .01 - .04 - .08 - .11 - .15 - .18 . 21 .25 .28 .32 .35 .38 .4 2 .45 .49 .52 .55 .59 .62 .66 .69 .72 .76 POND-2 Version: 5.20 S/N: 1903052002 Page 5 Pond File: Inflow Hydrograph: Outflow Hydrograph: Peak Inf low = = Peak Outflow Peak Elevation = Return Freq: 10 years c:\pondpack\hydrow\ST .PND c:\pondpack\hydrow\STlOPST .HYD c:\pondpack\hydrow\STlO-PST.HYD 44.69 cfs 22.49 cfs 333.18 ft EXECUTED: 05-19-2004 10:31:50 Flow (cfs) 0.0 4.5 9.0 13.5 18.0 22.5 27.0 31.5 36.0 40.5 45.0 49.5 . ------1-----1-----1-----l-----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 * x * x * x * x * x * x * x * x * x * x * x * x * x * x * .79 x * x * .83 x * x * .86 x * x * .89 x * x * .93 x * x * .96 x * x * 1.0 x * x * 1.03 -x * x * 1.06 -x * * 1.1 *x * x 1.13 -* x * x 1.17 -* x * x 1.2 * x * x 1.23 -* x * x 1.27 -* x * x 1.3 * x * x 1.34 -* x * x 1.37 -* x * x 1.4 * x * x 1.44 -* x x TIME (hrs) x File: c:\pondpack\hydrow\STlO-PST.HYD Qrnax = 22.5 cf s * File: c:\pondpack\hydrow\STlOPST .HYD Qrnax = 44.7 cfs POND-2 Version: 5.20 S/N: 1903052002 EXECUTED: 05-19-2004 10:31:50 Page 1 Return Freq: 25 years ********************************* * * * SOUTHERN TRACES SUBDIVISION * * STORM ROUTING * * * * * * * ********************************* Inflow Hydrograph: c:\pondpack\hydrow\ST25PST .HYD Rating Table file: c:\pondpack\hydrow\ST .PND ----INITIAL Elevation Outflow Storage = CONDITIONS----331. 60 ft 0.00 cfs 23,347 cu-ft GIVEN POND DATA INTERMEDIATE ROUTING COMPUTATIONS ------------------------------ELEVATION OUTFLOW STORAGE (ft) (cf s) (cu-ft) ----------------------------331.60 0.0 23,346 331.80 1. 0 31,371 332.00 2.9 39,517 332.20 5.3 47,796 332.40 8.1 56,212 332.60 11. 3 64,771 332.80 14.9 73,471 333.00 18.7 82,313 333.20 22.9 91,299 333.40 27.3 100,428 333.60 32.0 109,702 333.80 36.9 119,124 334.00 42.0 128,690 334.20 47.4 138,486 334.40 53.0 148,592 334.60 58.7 159,017 334.80 64.7 169,762 ------------------------------2S/t ( cfs) 778.1 1045.5 1317.0 1592.9 1873.4 2158.6 2448.5 2743.2 3042.7 3346.9 3656.0 3970.0 4288.8 4615.3 4952.1 5299.5 5657.6 Time increment (t) = 0.017 hrs. 2S/t + 0 (cf s) 778.1 1046.5 1319.9 1598.2 1881. 5 2169.9 2463.4 2761.9 3065.6 3374.2 3688.0 4006.9 4330.8 4662.7 5005.1 5358.2 5722.3 POND-2 Version: 5.20 S/N: 1903052002 EXECUTED: 05-19-2004 10:31:50 Page 2 Return Freq: 25 years Pond File: c: \pondpack\hydrow\ST . PND Inflow Hydrograph: c:\pondpack\hydrow\ST25PST .HYD Outflow Hydrograph: c:\pondpack\hydrow\ST25-PST.HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS TIME (hrs) 0.010 0.027 0.043 0.060 0.077 0.093 0.110 0.127 0.143 0.160 0.177 0.193 0.210 0.227 0.243 0.260 0.277 0.293 0.310 0.327 0.343 0.360 0.377 0.393 0.410 0.427 0.443 0.460 0.477 0.493 0.510 0.527 0.543 0.560 0.577 0.593 0.610 0.627 0.643 0.660 0.677 0.693 0.710 0.727 0.743 INFLOW ( cfs) 0.74 1. 96 3.19 4.42 5.64 6.87 8.10 9.32 10.55 11.78 13.00 14.23 15.46 16.68 17.91 19.14 20.36 21.59 22.82 24.04 25.27 26.50 27.72 28.95 30.18 31.40 32.63 33.86 35.08 36.31 37.54 38.76 39.99 41.22 42.44 43.67 44.90 46.12 47.35 48.58 49.80 51.03 52.26 51.52 50.29 Il+I2 (cfs) 2.7 5.2 7.6 10.1 12.5 15.0 17.4 19.9 22.3 24.8 27.2 29.7 32.1 34.6 37.1 39.5 42.0 44.4 46.9 49.3 51.8 54.2 56.7 59.1 61.6 64.0 66.5 68.9 71.4 73.8 76.3 78.8 81. 2 83.7 86.1 88.6 91. 0 93.5 95.9 98.4 100.8 103.3 103.8 101.8 28/t -0 (cf s) 778.1 780.7 785.8 793.3 803.2 815.4 830.0 846.9 866.1 887.6 911.4 937 .4· 965.7 996.2 1028.9 1063.7 1100.4 1139.0 1179.6 1221.9 1266.1 1312.1 1359.7 1408.9 1459.7 1512.0 1565.8 '1621.0 1677.6 1735.4 1794.4 1854.8 1916.1 1978.6 2042.0 2106.5 2171.8 2238.0 2304.9 2372.5 2440.9 2510.0 2579.6 2648.0 2712.7 28/t + 0 (cfs) 778.1 780.8 785.9 793.4 803.4 815.7 830.4 847.4 866.8 888.5 912.4 938.6 967.1 997.9 1030.8 1066.0 1103.2 1142.4 1183.5 1226.4 1271.2 1317.9 1366.3 1416.4 1468.0 1521.3 1576.0 1632.3 1690.0 1748.9 1809.2 1870.7 1933.5 1997.4 2062.2 2128.1 2195.0 2262.8 2331.4 2400.8 2470.9 2541.8 2613.3 2683.4 2749.8 OUTFLOW (cfs) 0.00 0.01 0.03 0.06 0.09 0.14 0.20 0.26 0.33 0.41 0.50 0.60 0.70 0.82 0.94 1.14 1. 39 1. 67 1. 95 2.25 2.56 2.89 3.30 3.73 4.18 4.64 5.11 5.64 6.21 6.79 7.39 7.99 8.68 9.39 10.11 10.84 11.61 12.44 13.28 14.13 15.00 15.90 16.81 17.70 18.55 ELEVATION (ft) 331.60 331.60 331.61 331.61 331.62 331.63 331.64 331.65 331.67 331.68 331.70 331.72 331.74 331.76 331.79 331.81 331.84 331.87 331.90 331.93 331.96 332.00 332.03 332.07 332.11 332.14 332.18 332.22 332.26 332.31 332.35 332.39 332.44 332.48 332.53 332.57 332.62 332.66 332.71 332.76 332.81 332.85 332.90 332.95 332.99 ------------------------------------------------------ POND-2 Version: 5.20 S/N: 1903052002 EXECUTED: 05-19-2004 10:31:50 Page 3 Return Freq: 25 years Pond File: c :-\pondpack\hydrow\ST . PND Inflow Hydrograph: c:\pondpack\hydrow\ST25PST .HYD Outflow Hydrograph: c:\pondpack\hydrow\ST25-PST.HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS TIME (hrs) 0.760 0.777 0.793 0.810 0.827 0.844 0.860 0.877 0.894 0.910 0.927 0.944 0.960 0.977 0.994 1.010 1.0 2 7 1.044 1. 060 1.077 1. 094 1.11 0 1.12 7 1.14 4 1.160 1.177 1 .194 1.21 0 1. 22 7 1 .2 44 1. 260 1.277 1. 294 1. 310 1. 327 1.344 1.360 1 .3 77 1 .3 94 1.410 1 .42 7 INFLOW (cfs) 49.07 47.84 46.61 45.39 44.16 42.93 41.71 40.48 39.25 38.03 36.80 35.57 34.35 33.12 31.89 30.67 29.44 28.21 26.99 25.76 2 4.53 23.31 22.0 8 20.85 19.63 18 .40 1 7 .1 7 15.95 14.7 2 13.49 12.27 11.0 4 9 .81 8.5 9 7.36 6.13 4 .91 3 .68 2 .45 1. 23 0.00 Il+I2 (cf s) 99.4 96.9 94.5 92.0 89.6 87.1 84.6 82.2 79.7 77.3 74.8 72.4 69.9 67.5 65.0 62.6 60.1 57.7 55.2 52.8 50 .3 4 7.8 45.4 42.9 40.5 38 .0 35 .6 33.1 30.7 28.2 25.8 23.3 20.9 18.4 16.0 13.5 11.0 8.6 6.1 3.7 1. 2 28/t -0 (cfs) 2773.3 2829.8 2882.4 2931.1 2976.1 3017.5 3055.3 3089.6 3120.6 3148.3 3172.8 3194.3 3212.7 3228.3 3241.0 3251.0 3258.3 3263.0 3265.2 3264.9 3262.3 325 7.4 32 50.2 3240.8 3229.4 32 15.9 32 00.3 3182.9 3163.5 3142.3 3 1 19.4 3094.7 3068.3 3040.3 3010.7 2979.5 2 9 4 6.9 2912.7 28 77 .1 284 0.1 28 01 .7 28/t + 0 (cf s) 2812.1 2870.2 2924.3 2974.4 3020.7 3063.2 3102.1 3137.4 3169.3 3197.8 3223.1 3245.2 3264.2 3280.2 3293.3 3303.5 3311 .1 3315.9 3318.2 3317.9 3 31 5.2 3310.2 3 3 0 2 .8 3293.1 3 28 1.3 326 7 .4 3251 .4 3 23 3 .4 3 2 13.5 31 9 1. 7 3168 .1 31 42 .7 3115 .5 30 8 6 .7 305 6 .2 30 24 .2 299 0.6 2 9 5 5.4 2918 .8 2880.8 2841 .3 OUTFLOW (cfs) 19.39 20.20 20.95 21.64 22.28 22.87 23.42 23.92 24.38 24.79 25.15 25.46 25.73 25.96 26.15 26.29 26.40 26.47 26.50 26.50 26.46 26.39 26.28 26.14 25.98 25.7 8 25.55 25.2 9 25.01 24.70 24.36 24.00 23.61 23.20 22.77 22.33 21 .8 6 21. 3 8 20 .87 20 .34 1 9 .80 ELEVATION (ft) 333.03 333.07 333.11 333.14 333.17 333.20 333.22 333.25 333.27 333.29 333.30 333.32 333.33 333.34 333.35 333.35 333.36 333.36 333.36 333.36 333.36 333 .3 6 33 3 .35 333.35 333.34 333.33 333.32 333.31 333.30 333.28 333.27 333.25 333.23 333.21 333.19 333.17 333.15 333.13 3 33.10 33 3.0 8 333 .05 .01 - .04 - .08 - .11 - .15 - .18 - . 21 .25 .28 .3 2 .35 . 38 .42 .45 .49 .5 2 .55 .59 .62 .66 .69 .7 2 .76 POND-2 Version: 5.20 S/N: 1903052002 Page 5 Pond File: Inflow Hydrograph: Outflow Hydrograph: Peak Inflow Peak Outflow Peak Elevation = = Return Freq: 25 years c:\pondpack\hydrow\ST .PND . c:\pondpack\hydrow\ST25PST .HYD c:\pondpack\hydrow\ST25-PST.HYD 52.26 cfs 26.50 cfs 333.36 ft EXECUTED: 05-19-2004 10:31:50 Flow (cf s) 0.0 6.0 12.0 18.0 24.0 30.0 36.0 42.0 48.0 54.0 60.0 66.0 . ------I-----l-----1-----1-----1-----1-----1-----1-----I-----l-----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 * x * x * x * x * x * x * x * x * .79 x * x * .83 x * x * .86 x * x * .89 x * x * .93 x * x * .96 x * x * 1. 0 x * x * 1. 03 -x * x * 1. 06 -x* *x 1.1 * x * x 1.13 -* x * x 1.17 -* x * x 1. 2 * x * x 1. 23 -* x * x 1. 27 -* x * x 1.3 * x * x 1. 34 -* x * x 1. 37 -* x * x 1.4 * x * x 1.44 -x TIME (hrs) x File: c:\pondpack\hydrow\ST25-PST.HYD Qmax :=: 26.5 cf s * File: c:\pondpack\hydrow\ST25PST .HYD Qmax :=: 52.3 cf s POND-2 Version: 5.20 S/N: 1903052002 EXECUTED: 05-19-2004 10:31:50 Page 1 Return Freq: 100 years ********************************* * * * SOUTHERN TRACES SUBDIVISION * * STORM ROUTING * * * * * * * ********************************* Inflow Hydrograph: c:\pondpack\hydrow\STlOOPST.HYD Rating Table file: c:\pondpack\hydrow\ST .PND ----INITIAL Elevation = Outflow = Storage = CONDITIONS---- 331. 60 ft 0.00 cfs 23,347 cu-ft GIVEN POND DATA INTERMEDIATE ROUTING COMPUTATIONS ELEVATION (ft) 331. 60 331.80 33 2 .00 33 2 .20 332.40 332.60 3 3 2 .80 333 .0 0 333 .20 333.40 33 3 .60 333.8 0 334 .0 0 334 .2 0 33 4 .40 33 4 .60 33 4 .80 OUTFLOW (cfs) 0.0 1. 0 2 .9 5 .3 8.1 11.3 14.9 18.7 22 .9 2 7.3 3 2 .0 36.9 42 .0 4 7 .4 5 3.0 5 8.7 6 4 .7 STORAGE (cu-ft) 23,346 31,371 39,517 47,796 56,212 64,771 73,4 7 1 82 ,313 91,299 100,428 109,702 119,124 128 ,690 138,48 6 148,592 159,017 169,76 2 2S/t (cf s) 0778 .1 1045.5 1317.0 1592.9 1873.4 2158.6 2448 .5 2743.2 30 42 .7 3346 .9 3656 .0 3970.0 4288.8 4615.3 4 952.1 5299.5 5657.6 Time increment (t) = 0.017 h rs. 2S/t + 0 (cfs) 778.1 1046.5 1319.9 1598.2 1881. 5 2169.9 2463.4 2761. 9 3065.6 3374.2 3688.0 4006.9 4330 .8 4662.7 5005.1 5358.2 5722.3 POND-2 Version: 5.20 S/N: 1903052002 EXECUTED: 05-19-2004 10:31:50 Page 2 Return Freq: 100 years Pond File: c:\pondpack\hydrow\ST .PND Inflow Hydrograph: c:\pondpack\hydrow\STlOOPST.HYD Outflow Hydrograph: c:\pondpack\hydrow\STlOO-PS.HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS TIME (hrs) 0.010 0.027 0.043 0.060 0.077 0.093 0.110 0.127 0.143 0.160 0.177 0.193 0.210 0.227 0.243 0.260 0.277 0.293 0.310 0.327 0.343 0.360 0.377 0.393 0.410 0.427 0.443 0.460 0.477 0.493 0.510 0.527 0.543 0.560 0.577 0.593 0.610 0.627 0.643 0.660 0.677 0.693 0.710 0.727 0.743 INFLOW ( cfs) 0.87 2.31 3.76 5.20 6.65 8.09 9.53 10.98 12.42 13.87 15.31 16.76 18.20 19.65 21.09 22.54 23.98 25.43 26.87 28.31 29.76 31. 20 32.65 34.09 35.54 36.98 38.43 39.87 41.32 42.76 44.20 45.65 47.09 48.54 49.98 51.43 52.87 54.32 55.76 57.21 58.65 60.10 61.54 61. 54 60.67 Il+I2 (cfs) 3.2 6.1 9.0 11. 9 14.7 17.6 20.5 23.4 26.3 29.2 32.1 35.0 37.8 40.7 43.6 46.5 49.4 52.3 55.2 58.1 61.0 63.8 66.7 69.6 72.5 75.4 78.3 81.2 84.1 87.0 89.8 92.7 95.6 98.5 101.4 104.3 107.2 110.1 113.0 115.9 118.8 121.6 123.1 122.2 28/t -0 (cf s) 778.1 781. 2 787.2 796.0 807.7 822.1 839.2 859.1 881.8 907.1 935.1 965.8 999.1 1035.0 1073.3 1114.0 1156.9 1202.1 1249.5 1299.1 1350.7 1404.3 1459.8 1517.2 1576.4 1637.3 1699.8 1764.0 1829.7 1896.9 1965.3 2035.1 2106.2 2178.5 2251.8 2326.1 2401. 4 2477.6 2554.7 2632.7 2711.5 2791.0 2871.0 2950.3 3026.5 28/t + 0 (cfs) 778.1 781.2 787.3 796.2 807.9 822.4 839.7 859.8 882.5 908.1 936.3 967.2 1000.7 1036.9 1075.7 1116.9 1160.5 1206.3 1254.4 1304.7 1357.2 1411.7 1468.1 1526.5 1586. 8 1648.9 1712.7 1778.1 1845.2 1913.8 1983.8 2055.2 2127.9 2201.8 2277.0 2353.2 2430.4 2508.6 2587.7 2667.7 2748.6 2830.3 2912.6 2994.1 3072.5 OUTFLOW (cfs) 0.00 0.01 0.03 0.07 0.11 0.17 0.23 0.30 0.39 0.48 0.59 0.70 0.83 0.96 1.20 1.49 1.79 2.11 2.44 2.79 3.22 3.69 4.18 4.68 5.20 5.80 6.43 7.08 7.74 8.46 9.24 10.03 10.83 11.69 12.61 13.55 14.49 15.47 16.48 17.50 18.53 19.65 20.78 21.91 23.00 ELEVATION (ft) 331.60 331.60 331.61 331.61 331.62 331.63 331.65 331.66 331.68 331.70 331.72 331.74 331.77 331.79 331.82 331.85 331.88 331.92 331.95 331.99 332.03 332.07 332.11 332.15 332.19 332.24 332.28 332.33 332.37 332.42 332.47 332.52 332.57 332.62 332.67 332.72 332.78 332.83 332.88 332.94 332.99 333.05 333.10 333.15 333.20 ------------------------------------------------------ POND-2 Version: 5.20 S/N: 1903052002 EXECUTED: 05-19-2004 10:31:50 Page 3 Return Freq: 100 years Pond File: c:\pondpack\hydrow\ST .PND Inflow Hydrograph: c:\pondpack\hydrow\STlOOPST.HYD Outflow Hydrograph: c:\pondpack\hydrow\STlOO-PS.HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------------------------------------------------TIME (hrs) 0.760 0.777 0.793 0.810 0.827 0.844 0.860 0.877 0.894 0.910 0.927 0.944 0.960 0.977 0.994 1. 010 1. 027 1.044 1. 060 1. 077 1. 094 1.110 1.127 1.144 1.160 1.177 1.194 1.210 1.227 1.244 1. 260 1. 277 1.294 1. 310 1. 327 1.344 1. 360 1. 377 1.394 1.410 1.427 1.444 INFLOW (cfs) 59.23 57.78 56.34 54.90 53.45 52.01 50.56 49.12 47.67 46.23 44.78 43.34 41.89 40.45 39.00 37.56 36.12 34.67 33.23 31.78 30.34 28.89 27.45 26.00 24.56 23.11 21.67 20.22 18.78 17.34 15.89 14.45 13.00 11.56 10.11 8.67 7.22 5.78 4.33 2.89 1. 44 0.00 Il+I2 (cfs) 119.9 117.0 114.1 111.2 108.4 105.5 102.6 99.7 96.8 93.9 91. 0 88.1 85.2 82.3 79.5 76.6 73.7 70.8 67.9 65.0 62.1 59.2 56.3 53.5 50.6 47.7 44.8 41. 9 39.0 36.1 33.2 30.3 27.5 24.6 21.7 18.8 15.9 13.0 10.1 7.2 4.3 1.4 28/t -0 (cf s) 3098.3 3165.2 3227.5 3285.1 3338.3 3387.1 3431.6 3472.0 3508.3 3540.8 3569.5 3594.5 3616.0 3634.0 3648.7 3660.1 3668.4 3673.6 3675.8 3675.2 3671.8 3665.7 3657.0 3645.8 3632.1 3616.0 3597.6 3577.0 3554.1 3529.2 3502.2 3473.2 3442.2 3409.4 3374.8 3338.4 3300.2 3260.4 3218.8 3175.7 3131.0 3084.7 28/t + 0 (cf s) 3146.4 3215.3 3279.4 3338.7 3393.5 3443.8 3489.6 3531.3 3568.8 3602.2 3631.8 3657.6 3679.7 3698.3 3713.5 3725.2 3733.8 3739.2 3741.5 3740.9 3737.4 3731.1 3722.1 3710.5 3"696. 4 3679.8 3660.8 3639.5 3616.0 3590.2 3562.4 3532.5 3500.6 3466.8 3431.1 3393.6 3354.3 3313.2 3270.5 3226.1 3180.0 3132.4 OUTFLOW (cf s) 24.05 25.03 25.95 26.79 27.59 28.34 29.03 29.65 30.21 30.72 31.16 31.54 31.88 32.16 32.39 32.57 32.70 32.79 32.82 32.81 32.76 32.66 32.52 32.35 32.13 31.88 31.59 31.27 30.92 30.54 30.12 29.67 29.19 28.69 28.15 27.59 27.02 26.43 25.82 25.19 24.53 23.85 ELEVATION (ft) 333.25 333.30 333.34 333.38 333.41 333.44 333.47 333.50 333.52 333.55 333.56 333.58 333.59 333.61 333.62 333.62 333.63 333.63 333.63 333.63 333.63 333.63 333.62 333.61 333.61 333.59 333.58 333.57 333.55 333.54 333.52 333.50 333.48 333.46 333.44 333.41 333.39 333.36 333.33 333.30 333.27 333.24 ------------------------------------------------------ .01 - .04 - .08 - .11 - .15 - .18 .21 .25 .28 .3 2 .35 . 38 .42 .45 .49 .5 2 .55 .59 .62 .66 .69 .7 2 .76 POND-2 Version: 5.20 S/N: 1903052002 Page 5 Pond File: Inflow Hydrograph: Outflow Hydrograph: Peak Inf low = = Peak Outflow Peak Elevation = Return Freq: 100 years c:\pondpack\hydrow\ST .PND c:\pondpack\hydrow\STlOOPST.HYD c:\pondpack\hydrow\STlOO-PS.HYD 61.54 cfs 32.82 cfs 333.63 ft EXECUTED: 05-19-2004 10:31:50 Flow (cf s) 0.0 6.1 12.2 18.3 24.4 30.5 36.6 42.7 48.8 54 .9 61.0 67.1 .------1-----1-----l -----l -----l-----l -----l -----l-----l-----l-----I- 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 * x * x * x * x * x * x * x * x * .79 x * x * .83 x * x * .86 x * x * .89 x * x * .93 x * x * .96 x * x * 1.0 x * x * 1. 03 -x * x * 1.06 -* *x 1.1 * x * x 1.13 -* x * x 1.17 -* x * x 1. 2 * x * x 1.23 -* x * x 1.27 -* x * x 1. 3 * x * x 1. 34 -* x * x 1. 37 -* x * x 1.4 * x * x 1.44 -* x x TIME (hrs) x File: c:\pondpack\hydrow\STlOO-PS.HYD Qmax = 32.8 cf s * File: c:\pondpack\hydrow\STlOOPST.HYD Qmax = 61.5 cfs STORM DRAIN LINE CAPACITY SOUTH ERN TRACE SUBDJYISION DRAINAGE REPORT 24 inch @ Concrete s == o.o 12723 fMt 0+00 Profile Scenario: Base Profile: #DS-3 Storm Drain System Scenario: Base ! 335.00 24 incti @ Co ncrete S == O.o 13733 ft/ft 1+00 Station (ft) 330.00 2+00 Elevation (ft) Trtle: Southern Trace Subdivision Project Engineer: Michael G . Hester, P.E . c:\. .. \southerntracesubdivision .stm Hester Engineering Company Storm CAD v 5.5 (5 .5 003] 05/19/04 02:39:12 PM © Haestad Methods, Inc. 37 Brookside Road W aterbury , CT 0 6708 USA +1-203-755-1666 Page 1 of1 Label Upstrearr Upstreart pstream Calculate In le t Inlet Syste m CA Area CA (acres) (acres) (acres) P-1 0.92 0.41 0.41 P-2 NIA N /A 0.41 Title: Southern Trace Su bdivis ion c:\ ... \southemtraces ubdivision .s trn t:Bystem Intensity (in/hr) 11 .64 11 .55 Scenario: Base P ipe Re port Total Length Section Constructec Manning~ Velocity bescription System (ft) Siz e Slope n In Flow (ft/ft) (ft/s) (cfs) 4 .79 73.88 24inc h 0 .012723 0 .013 4.29 4 .75 110.68 24 inch 0 .013733 0 .013 4 .28 Project Engineer: Michael G. Heste r, P .E. Hester Engineering Company StormCAD v5.5 (5 .5003] 05/19/04 02:40:57 PM © Haestad Me thods, In c. 37 Brookside Road W aterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 STREET CAPACITY SOUTHERN TRACE SUBDIVISJON DRAlNA(JE REPORT SOUTHERN TRACE SUBDIVISION STREET CAPACITY 27' B-B Local Q=0.56x(Z/N)xS "'0.5xd"'2.67 CL to Gutter 13 feet Pvm't. Coeff. 0.018 Allowable Spread 13 feet Street Slope 0.006 ft/ft CL RECIP. d FLOW FLOW CROWN CLTO CROSS CROSS N STREET ALLOW. PER PER HEIGHT GUTTER SLOPE SLOPE SLOPE DEPTH LANE SECTION (FT) (FT) (FT/FT) z (FT/FT) (FT) (CFS) (CFS) 0 .5000 13 0.0385 26.00 0.018 0.0060 0.50 9.8 19.7 ALLOWABLE ACREAGE PER SECTION CL Coe ff 0 .65 CROWN Tc 10 min. HEIGHT Storm 2 5 10 25 50 100 (IN) In I hr . 6 .33 7.69 8.63 9 .86 11 .15 11.64 6" 4 .79 3.94 3.51 3 .07 2.72 2.60 DRAINAGE STRUCTURES SOUTHERN TRACE SU BDIV ISION DRAINAGE REPORT Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation Computed Headwater Elev< Inlet Control HW Elev. Outlet Control HW Elev. Grades Upstream Invert Length Hydraulic Profile Profile Slope Type 340 .10 ft 336.86 ft 336 .65 ft 336 .86 ft 333 .77 ft 31.00 ft S2 Steep Flow Regime Supercritical Velocity Downstream 9.25 ft/s Section Section Shape Circular Section Mate rial Concrete Section Size 36 inc h Number Sections 1 Outlet Con tro l Properties Outlet Control HW E lev . 336.86 ft Ke 0 .50 Inlet Control Properties Inle t Control HW E lev . 336.65 ft Inlet Type K M c y Square edge w/h eadwall 0 .00980 2 .00000 0 .03980 0 .67000 Title: SouthernTraceS ubd ivisi on c :\ ... \south erntracesubdivisi on.cvm 0 5/1 9/04 01 :56:33 PM © Haestad Methods, Inc. Culvert Calculator Report #DS-2 Headwater Depth/Height Discharge Tailwater Elevation 1 .03 33.54 cfs 333.36 ft Control Type Entran ce Control Downstream Invert Constructed Slope Depth , Downstream Normal Depth Critical Depth Critical Slope Mannings Coefficient Span Rise Upstrea m V e lo ci ty Head Entra nce Los s Flow Control Area Full HDS 5 Chart HOS 5 Scale Equation Form 333 .35 ft 0 .013548 ft/ft 1 .53 ft 1 .38 ft 1 .88 ft 0 .004909 ft/fl 0.013 3 .00 ft 3.00 ft 0 .80 f t 0.40 ft Unsubmerged 7 .1 ft2 Project Engi neer: M icha e l G . He ster, P .E. Hester Engi nee ring Company CulvertMaster v3.0 [3 .000 3] 37 Brooksid e Road W aterbury, CT 06708 USA +1 -203-755-1 666 Page 1 of 1 Project Description Worksheet Flow Element Method Solve For Input Data #DS-2 Rectangular Che Manning's Form1 Channel Depth Mannings Coeffic 0 .013 Channel Slope 000298 ft/ft Bottom Width 10.00 ft OUTFALL FROM #DS-2 Rating Table for Rectangular Channel Attribu te Min imum Maximum Increme nt Discharge (cfs) 10.00 40.00 2 .00 Discharge Depth Velocity Flow Wetted Top (cfs) (ft) (ft/s) Area Perimete r Width (ft2) (ft) (ft) 10.00 0.70 1.43 7.0 11.40 10.00 12.00 0 .79 1.53 7.9 11 .57 10.00 14.00 0 .87 1 .61 8.7 11 .74 10.00 16.00 0 .95 1.69 9 .5 11 .89 10.00 18.00 1.02 1.77 10.2 12.04 10.00 • 20.00 1.09 1.83 10 .9 12 .18 10.00 22.00 1.16 1 .90 11 .6 12.32 10.00 • 24.00 1 .23 1.95 12 .3 12.46 _ 10.00 26.00 1 .29 2 .01 12.9 12.59 10.00 28.00 1 .36 2.06 13 .6 12.72 10.00 • 30.00 1.42 2 .11 14.2 12.84 10.00 32 .00 1.48 2 .16 14.8 12 .97 10.00 • 34.00 1 .54 2 .2 0 15.4 13.09 10.00 36 .0 0 1 .60 2 .25 16.0 13.21 10 .00 38.00 1 .66 2 .29 16.6 13.32 10 .00 • 40.00 1.72 2 .33 17 .2 13.44 10.00 t_ , Project Engineer: M ic hael G. Hester, P .E. c :\ ... \h aestad\fmw\Southemtracesansw r.fm2 05/19/04 02 :04 :37 PM © Haestad Methods, Inc. Hester Engineering Company Flo wMa ster v7 .0 [7 .0005] 37 Brookside Road W ate rbury, CT 06708 USA +1-203-755-1666 Pa ge 1 of1 Culvert Calculator Report #DS-6 -24" RC P AT WEL LBORN ROAD Solve For: Headwater E levation Culvert Summary Allowable HW Elevation Computed He adwater Ele v< Inlet Co ntrol HW E lev. Outlet Control HW Elev. Grades Upstream Inve rt Length Hydraulic Profile Profile Slope Type 335 .70 ft 334 .82 ft 334 .66 ft 334 .82 ft 333 .26 ft 78 .64 ft S2 Steep Flow Regime Supercritical Velocity Downstream 8 .68 ft/s Section Section Shape Circular Section Material Concrete Sectio n Size 24inch Numbe r Sections 1 Outlet Control Prope rti es Outlet Control HW Elev. 334 .82 ft Ke 0 .50 Inlet Control Prope rti es Inlet Contro l HW E lev. 334.66 ft Inlet Type Square edge w/headwall K 0 .00980 M c y 2.00000 0 .03980 0.67000 Title : Sou th emTraceSubdivision c :\ ... \southemtraces ubdivision .cvm 05/19/04 02 :57:21 PM © Haestad Methods, Inc. Headwate r Depth/Height Discharge Tailwater E le vatio n 0 .78 7 .61 cfs 0 .00 ft Control Type Entrance Control Downstream Invert Constructed Slope Depth , Downstrea m Normal Depth Critical Depth Critical Slope Mann ing s Coefficie nt Span Ri se Upstream V elocity Hea d Entrance Loss Flow Contro l Area Full HDS 5 Chart HD S 5 Scale Equation Form 331.49 ft 0 .022508 ft/ft 0.65 ft 0 .64 ft 0 .98 ft 0.004831 ft/ft 0 .013 2.00 ft 2.00 ft 0.38 ft 0 .19 ft Un submerged 3 .1 ft2 Hester Engineering Company 37 Brookside Road W aterbury , CT 06708 USA Project Engineer. Michae l G . Hester, P .E. CulvertMaste r v3 .0 [3.0003] +1-203-755-1666 Pag e 1 of 1 Rating Table Report #DS-6 -24" RCP AT WELLBORN ROAD Range Data : Minimum Maximum Increment Discharge 5 .00 15.00 0.50 cfs )ischarge (c~ }-iW Elev. (ft) On . V (fVs) On . depth (ft) 5 .00 334.49 7 .73 0 .52 5 .50 334.56 7 .94 0 .54 6.00 334.62 8 .14 0 .57 6 .50 334.68 8 .33 0 .59 7 .00 334.74 8 .51 0 .62 7 .50 334 .80 8 .65 0 .64 8.00 334 .86 8.78 0 .66 8 .50 334 .92 8 .90 0 .69 9.00 334.97 9 .02 0 .71 9 .50 335 .0 3 9 .14 0 .73 10.00 335.09 9 .24 0.75 10.50 335.14 9 .35 0 .77 11 .00 335.19 9.45 0 .80 11 .50 335.25 9 .54 0.82 12.00 335.30 9 .63 0 .84 12.50 335.35 9 .72 0 .86 13.00 335.40 9 .81 0 .88 13.50 335.46 9.89 0 .90 14.00 335 .5 1 9 .97 0 .92 14.50 335 .56 10.05 0 .94 15.00 335 .61 10.12 0.96 Title: Sout hernT raceSubdivision Project Engin eer: M ichae l G . Heste r, P .E . c :\ ... \s o uthemtracesubdivis ion.cvm Hester Engineering Company C ulve rtM aste r v3 .0 [3.00 03] 05/19/04 02 :57:00 PM © Haestad Methods, Inc. 37 Brooks ide Road W aterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Range Data : Rating Table Report #05-7 -OUTFALL STRUCTURE Minimu m Max imum Increment Discharge 10.00 60.00 )ischarge (ch; }-lW Elev. (ft) On . V (ftls) 10.00 333.04 11.50 333.14 13.00 333.24 • 14.50 333.33 16.00 333.42 17.50 333.51 19.00 333.59 20.50 333.67 22.00 333.75 23.50 333.83 25.00 333 .91 26.50 333.99 28.00 334 .06 29.50 334.13 31 .00 334.20 32 .50 334 .28 34 .00 334 .34 35 .50 334.41 37 .00 334.48 38 .50 334.55 40.00 334.6 1 41 .50 334.68 43 .00 334.74 44.50 334.81 4 6.00 334.87 47.50 334.93 49 .00 334.99 50 .50 335.05 52 .00 335.11 53.50 335.17 55.00 335.23 56.50 335.2 9 58.00 335 .35 59.50 335.41 60.0 0 335.43 Title: SouthernTra ce Su bdivision c :\ ... \south e rntracesubdivis ion .cvm 4 .32 4 .52 4.71 4.89 5 .05 5 .20 5 .35 5.48 5 .61 5.74 5 .86 5 .97 6.08 6 .19 6 .29 6 .39 6.49 6 .59 6 .68 6 .77 6 .85 6 .94 7 .02 7 .10 7 .18 7.26 7 .33 7.41 7.48 7.55 7.62 7 .6 9 7 .76 7 .82 7 .84 0 5/19/04 0 3:15:18 PM © Haestad Me th ods, Inc. 1.50 cfs Project Enginee r: Mich ael G . Hester, P.E. Hes te r Engineering Company CutvertMaste r v 3.0 [3.0003] 37 Brooks ide Road W aterb ury , CT06 7 08 USA +1-203-75 5-1666 Page 1 of1 Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation Computed Headwater Ele v< Inlet Control HW Elev. Outlet Control HW Elev. Grades Upstream Invert Length Hydraulic Profil e Profile Slope Type Flow Regime Velocity Downstream S e ction S ection Shape Se ction Mate ri a l S ection S ize Number Sectio ns Outlet Contro l Properties Outle t Control HW E lev. Ke Inle t Contro l Prope rti es Inlet Control HW E le v . 334 .50 ft 334 .29 ft 334.18 ft 334 .29 ft 332 .00 ft 15.00 ft H2 Horizonta l Subcritical 6.41 ftls Box Concre te 4 x 3 fl 1 334.29 fl 0 .70 334.18 ft Inle t Type o· w ingwa ll fl a res K 0 .06 100 M 0 .75000 c 0 .04230 y 0 .82000 Title: SouthernTraceSubd ivi s io n c :\ ... \s outh emtracesubd iv ision .cv m Culvert Calculator Report #DS-7 -OUTFALL STRUCTURE Headwater De pth/He ight Discharge Tailwater Elevation Control Type Downstream Invert Constructed Slope Depth , Down stream Normal Depth Critical Depth Critical Slope Mannings Coefficie nt Span Rise Upstre am V elocity Head E ntra nce Loss Fl ow Co ntro l Area Full HOS 5 Ch a rt HOS 5 S cale Equation Form 0 .76 32 .82 cfs 0.00 ft Outl et Control 332 .00 ft 0.000000 ft/ft 1 .28 ft NIA ft 1 .28 ft 0 .004386 ft/ft 0 .013 4.00 ft 3.00 ft 0.46 ft 0 .32 ft Un s ubme rged 12 .0 ft2 8 3 Proj ect En gi neer: Michae l G . Heste r, P.E . Hes ter Engineering Compa ny CulvertMaste r v 3 .0 [3 .0003] 05/1 9/04 0 3:15:49 PM © Haestad Meth ods , Inc. 37 Brooks id e Road W ate rbury , CT 06708 USA +1-203-755-1666 Pa ge 1 of 1