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HomeMy WebLinkAboutDrainage Reports - 03/26/2013, December 11, 2012 Mr. Glen Schleuter Stormwater Department City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80521 RE: Drainage Letter for Higgins Property Project #B 12030 Dear Glen, BLUE SKY Engineering City of Ft. Collins Approved Plans Approved By Date We have prepared this drainage letter for Higgins Property for your review and approval. The existing property is an undeveloped 14,970 square -foot lot on the southeast side of the intersection of Cook Street and Mulberry Street. The site is located in the Canal Importation Drainage Basin. This project proposes to develop a single family residence on the property. The following is a summary of the impacts to the drainage systems on and off the site. In addition, supporting calculations and a drainage exhibit have been attached. Runoff The existing site (Basin EX) drains to the southeast and has 0.03 cfs and 0.63 cfs of runoff leaving the site in the 2-year and 100-year storms, respectively. In the developed condition, approximately 0.26 acres drains to Cook Street and Mulberry Street. The area draining to the streets is defined as Basin A and will have 0.40 cfs and 1.85 cfs of runoff leaving the site in the 2- year and 100-year storms, respectively. The area draining to the southeast following the historic drainage pattern is defined as Basin B and contains no new imperviousness from the historic site. Basin B will have 0.01 cfs and 0.31 cfs of runoff leaving the site in the 2-year and 100-year storms, respectively. Detention Storage The entire site is estimated to be approximately 25% impervious when built out. Residential development typically runs approximately 40% imperviousness based on UDFCD Figure RO-3. Due to the differnece between typical and developed percent imperviousness, the size of the site, and the difficulty in providing detention we are not proposing any detention storage with this project. Water Quality The small site and proximity to adjacent storm sewer make it very difficult to provide typical water quality. The residential site will have an area of non paved surfaces at the front and rear of the lot. These areas will intercept the stormwater runoff that comes from the roof, driveway, and patio areas and provide some water quality via "disconnected impervious areas" and the grass swales to convey the runoff. This is the extent of water quality that we are proposing. 1501 Academy Ct. Suite 204 1 Fort Collins. CO 80524 1 970-217-7420 1 www.bluesky-engineer.com A\ BLUE SKY Engineering Erosion Control Erosion and Sediment Control devices will be implemented on the site as needed. It is anticipated that onsite runoff will be contained by straw wattles surrounding the site. Summary Due to the size of this small site, the proposed development of the site will have minimal impact to the stormwater. The runoff from the site is less than what would typically be expected for a residential site, therefore no on site detention or downstream improvements are included with this project. If you have any questions, please contact me at 970-217-7420 or seliason@bluesky- engineer.com. Sincerely, Blue Sky Engineering Sam Eliason, P.E. 1501 Academy Ct. Suite 204 I Fort Collins, CO 80524 1 974217-7420 I www.bluesky-engineer.com CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Higgins Property CatchmentID: Basin EX, Existing 2-year Discharge I. Catchment Hydrologic Data Catchment ID = EX Area = 0.34 Acres Percent Imperviousness = 2.00 % NRCS Soil Type = C A, B, C, or D II. Rainfall Information I (inchitil = C1 . P1 /(C2 + Td)"C3 Design Storm Return Period. Tr = 2 years C 1 = 28.50 C2= 10.00 C3= 0.7 66 P1= 0.82 inches (input return period for design stone) (input the value of CI) (input the value of C2) (input the value of C3) (input one-hr precipitation —see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.06 Overide Runoff Coefficient, C = (enter an overide C value If desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.16 Overide 5-yr. Runoff Coefficient, C = (enter an ovence C-5 value if desired, or leave blank to accept calculated C-5.) Illustration overland LEGL" ND Reach 1 ELM Reuh 2 0 B-owung Flow Dimtio: Catchment Reuh 3 Buenda NRCS Land Heavy Tillage.' Short Nearly Grassetl Paved Areas & Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways Sheet Flow Conveyance 'L5 5 4 10 15 20 IV. Calculations: Reach Slope Len th 5-Yr NRCS Flow Flow ID S L Runoff Convey- Velocitv Time Coetf ante V Tf fvft ft C-5 fps minutes input input ou ut input output output Overiand 0.0100 176 0.16 0.13 22.44 1 2 3 4 5 Sum 175 Computed Te = 22.44 Regional Tc = 1 U.9d Peak Runoff Prediction using Computed Tc Idiction using Regional Tc Rainfall Intensity at To, I = 1.52 inch/hr Rainfall Intensity at Tc. I = 2.14 inch/hr Peak Flowrate, Op = 0.03 cfs Peak Flowrate, Op = 0.04 efs Higgins - UD Rational Basin Existing 2yr Existing.xls. Tc and PeakQ 12/11/2012, 4:14 PM I CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD 11 Project Title: Higgins Property Catchment ID: Basin EX Existing 100-year Discharge I. Catchment Hydrologic Data Catchment ID = EX Area = 0.34 Acres Percent Imperviousness = 2.00 % NRCS Sal Type = C A, B, C. or D 11. Rainfall Information I (inch/hr) = C1 " P1 /(C2 + Td)AC3 Design Storm Return Period, Tr = 100 years C1 = 28.50 C2= 10.00 C3= 0,793 P1= 2.91 inches (input return period for design storm) (input the value of Cl) (input the value of C2) (input the value of C3) (input one-hr precipitation —see Sheet "Design Info") M. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.51 Overde Runoff Coefficient, C = (enter an overide C value if desired. or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.18 Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration NRCS Lane Heavy Tillage: Shun Nearly Grassed Paved Areas & Type Meadow Field Pasture/ Bare Swales/ I Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conve ante 2.5 5 7 10 15 20 IV. Calculations. Reach Sloe Len th 5- r NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ante V Tf tvft it C-5 fps minutes input Input output input output output Overland 0.0100 176 0.16 0.13 22.44 1 Computed Tc 2 3 4 5 Sum 176 Regional Tc = 10.98 Peak Runoff Prediction using Computed Tc ildiction using Regional Tc Rainfall Intensity at Tc, I = 5.25 inch/hr Rainfall Intensity at Tc, I = 7.42 inch/hr Peak Flowrate, Op = 0.92 cfs Peak Flowrate, Cp= 1.30 efs Higgins - UD Rational Basin Edsting 100yr Elasbng.xls, Tc and PeakO 12/1112012, 4:14 PM II CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD 11 Project Title: Higgins Property Catchment ID: Basin A, 2-year Discharge I. Catchment Hydrologic Data Catchment ID = A Area = 0.26 Acres Percent Imperviousness = 30.10 % NRCS Sal Type = C A. B, C, or D Y. Rainfall Information I (inch/hr) - C1 • P1 /(C2 + Td)AC3 Design Storm Return Period, Tr = 2 years C1 = 28.50 C2= 10.00 C3= 0.786 P1= 0.82 inches (input return period for design storm) (input the value of Cl) (Input the value of C2) (input the value of C3) (input one-hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.51 Overde Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.54 Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration 010fland LEG�7. D Roach 1 flew Reuh 2 O BgAinin Flow Dhwrim Catelur..t Reuh 3 Buund. NRCS Land Heavy Tillage, Short Nearly Grassed Paved Areas 8 Tvpe Meadow Field Pasture; Bare Swales/ Shallow Paved Swales Lawns I Ground W alerways (Sheet Flow) Conve ante 2.5 5 ? tU 15 20 Ell Calculations. Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ante v Tf Wit ft C-5 fps minutes input input output input out ut output Overland 0.0200 8 0.54 0.06 2.28 1 0.0200 126 15.00 2.12 Computed To 0.99 2 3 4 5 Sum 134 Regional To = 10.74 Peak Runoff Prediction using Computed To ediction using Regional Te Rainfall Intensity at Tic, I = 3.06 inch/hr Rainfall Intensity at Tc. I = 2.16 inch/hr Peak Flowrate, Op = 0.40 cis Peak Flowrate, Qp = 0.28 cfs Higgins - UD Rational Basin A 2yr STORM A.As, To and PeakQ 12/11/2012, 4:13 PM II CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD 11 Project Title: Higgins Property Catchment ID: Basin A 100-year Runoff I. Catchment Hydrologic Data Catchment ID = A Area = 0.26 Acres Percent Imperviousness = 75.00 % NRCS Soil Type = C A, B. C, or D II. Rainfall Information I (inch/hr) = C1 • P1 /(C2 + Td)AC3 Design Storm Return Period, Tr = 100 years Ct = 28.50 C2= 10.00 C3= 0.786 P1= 2.91 inches (input return period for design storm) (input the value of Cl) (input the value of C2) (input the value of C3) (input one-hr precipitation —see Sheet "Design Info") N. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.66 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.54 Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration NRCS Land Heavy lage/ Short Nearly Grassed Paved Areas & Type Meadowieid LF' Pasture' ©are Swales/ Shallow Payed Swales Lawns 11 Ground Waterways (Sheet Flow) Conveyance 25 7 10 15 20 IV. Calculations. Reach Sloe Length 5-yr NRCS Flow Flow ID S L Runoff Cons Velocity Time Coeff ante V Tf fyft ff C-5 fps minutes Input input output input output output Overland 0.0200 8 0.54 0.06 2.28 1 0.0200 126 15.00 2.12 0.99 2 3 4 5 Sum 134 Computed Tc = 3.27 Regional Tc = 10.74 Peak Runoff Prediction using Computed Tc diction using Regional Tc Rainfall Intensity at Tc, I = 10.87 inch/hr Rainfall Intensity at Tc, I = 7.65 inch/hr Peak Flowrate, Qp = 1,85 cfs Peak Flowrate, Qp = 1.30 cfs Higgins - UD Rational Basin A 100yr STORM A.As, Tc and PeakQ 12/11/2012, 4:13 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Higgins Property Catchment ID: Basin B 2-year Discharge for Offsite Design I. Catchment Hydrologic Data Catchment ID = B Area = 0.09 Acres Percent Imperviousness = 2.00 % NRCS Soil Type = CA B, C, or D Il. Rainfall Information I (inch/hr) = C1 " P7 I(C2 +Td)AC3 Design Storm Return Period, Tr = 2 years C1 = 28.50 C2= 10.00 C3= 0.786 P1= 0.82 inches (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) (input one-hr precipitation —see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.06 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.14 Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration overland LEGEND Reach 1 flew C) BrC Reac. t --� Flew Dhwdo: C=hn nt rh 3 Hounder y NRCS Land Heavy Tillage! Short Nearly Grassed Paved Areas & Type Meadow RUrJ Pasturei Bare Swales, Shallow Paved Swales Lawns Ground Waterways Sheet Flow) Convo ante �r�-� L___J�J� 10 1115 20 Lim Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time coeff ante V Tf fNft ft C-5 fps minutes input input output Input output output Overland 0.0690 54 0.14 0.13 6.68 1 2 3 4 5 Sum 54 Computed Tc = 6.68 Regional Tc = 10.30 Peak Runoff Prediction using Computed Tc odictlon using Regional Tc Rainfall Intensity at Tc, I = 2.56 inchlhr Rainfall Intensity at Tc, I = 2.19 inchlhr Peak Flowrate, Qp = 0.01 cfs Peak Flowrate, Op = 0.01 cis Higgins - LID Rational Basin B 2yr STORM B.As, Tc and PeakQ 12111/2012, 4:13 PM II CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD 11 Project Title: Higgins Property Catchment ID: Basin B 100-year Discharge for Swale B and Offsite Design I. Catchment Hydrologic Data Catchment ID = B Area = 0.09 Acres Percent Imperviousness = 2.00 % NRCS Soil Type = C A, B, C, or D 11. Rainfall Information I (inch/hr) = C1 ' P1 /(C2 +Td)AC3 Design Storm Return Period. Tr = 100 years C1 = 28.50 C2= 10.00 C3= 0.793 P1= 2.91 inches (input return period for design storm) (input the value of Cl) (input the value of C2) (Input the value of C3) (input one-hr precipitation —see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.41 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.14 Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration Reach 1 flaw Beelmdn8 17 f•!'lN`rTn caYtiment Reuh 3 NRCS Land Heavy Tillagei Nearly Grassed Paved Areas 8 Tyke Meadow Fieid �J:htorJ, Pswe- Bare Swalesl Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Convevance 2.5 10 15 2G IV. Calculations. Reach Slope Len th 5-vr Flow Flow ID S L Runoff Velocity Time Coeff V Tf Wit fl C-5fps minutes input input outputout JR ut ou ul Overland 0.0690 54 0.140.13 6.68 1 2 3 4 5 Sum 54 Computed Tc Regional Tc = 10.3u Peak Runoff Prediction using Computed Tc diction using Regional Tc Rainfall Intensity at To, I = 8.90 inch/hr Rainfall Intensity at Tc, I = 7.62 inch/hr Peak Flowrate, Qp = 0.31 cfs Peak Flowrate, Qp = 0.26 cfs Higgins - UD Rational Basin B 100yr STORM B.rds, Tc and PeakQ 12/11/2012, 4:12 PM LEGEND ,�--A.-.tea, - _. __ / •- - _.-_ - _�,,.c_- ....�. W. MULBERRY STREET / _ ,� - .. ---tea.. - • . y. ih ..IC Am cr _ _ _ H Fri__ W W _ _ \. O �• SW _ __ 1. "� +��' Z /ALcy BM hyl.. -_ - y / ..-.. sal 50<6' } r-7W Y h,`A5 I ' A I \ 0 0.16 ass l I I 1 an I 1 TF • SO/B.et I / / 1 _TW. WSSI Adi ® STRAW WATTLES CONTRACTORS TO INSTALL WATTLES PER MANUFACTURERS SPECIFICATIONS ON SLOPES. WATTLES SHOULD BE INSTALLED W CMTWI M.W DOWNWARD ANGLE AT THE END OF THE ROW IN ORDER TO PREKNT PC IHNG AT /� THE NNN D-SECO. 1\ RUNNING LENGTHS OF WATTLES SHOULD BE ABUTTED FIRMLY TO ENSURE NO LEAKAGE AT THE ABUTYEN75. SPACING - DOWNSLOM KRTICµ SPµYNG FOR SLOPE INSTALLATIONS SML OETEAPP CD BY SITE CDCrt : SLOPE DLNOrT SOL TYRE ARE THE MAIN FACTORS . A GOOD RULE -OF -THUMB IS: I:I SLOPES . 10 FEET A➢}RT 2:1 SLOPES . 20 111 APART 511 SLOPES . 30 FEET APART 40 SLOPES . 40 FEET APART. RC, HOWEVER, AWUSTYBRS MAY HAA TO BE MADE R THE SOIL TYRE: FOR SIFT. LOWY SOUS - ADJUST THE RGWS CLOSER TOGETHER; FOR HARD. ROCKY SDLS - ADJUST THE ROWS FURTHER ARAM. IN5TALLATION- WHEN INSTALLING RUNNING LENGTHS OF WATTLES, BUTT THE SECOND x'ATTLE TIGHTLY (Q) AGAINST THE FIRST. 0O NOT OVERLAP THE ENDS STAKE THE WATTLES AT EACH END AND FOUR FOOT W CEHRR. FM CIA ou" A 35 FW1 WATTLE USES 6 STAKES A N FOOT WATTLE USES 5 STAKES A 12 rOOT WATTLE USES 4 STAKES STAKES 5HWL0 BE Cli MRWGH THE MIDDLE Or THE WATTLE, LEAYNG 2 - 5 INCHES OF THE STAKE BE ABOA THE WATTLE. A HEAVY SEDYMENI LOAD MLL TEND 10 PICK THEWATTLE UP AND COULD PULL IT OFF THE SIAHES IF THEY ARE DRIVEN DOWN TN LOW. IT MAY BE NECESS.R1 10 MAKE A HQE ON THE WATTLE WIN THE III CTA OF YOUR NADMX ofORMIN IO CET THE STAKE TNRQICN THE STRAW, WHEN STRAW WATTLES ARE USED Fqt FLAT GROWND APPLICATIONS, DRIVE THE STAKES STRAIGHT DOWN: WHEN NS7&u G WHILES CAN SLOPES. DRIVE THE STAKES PERPENpCIAAR 10 THE SLOPE. DRIVE THE FIRST END STAKE OF THE SECOND AWFIXE AT AN ANGLE TOWARD THE FIRST WAIIIL W ORDER TO HCLP ABUT THE. TIGHTLY TOGETHER. IF YW NAN{ DIFFIWLTY OTMO THE STAKE INTO EYTPELRD EMY HAGt ROCKY SLOPES. A PILOT BAR YAY BE NEEDED TO BEGIN 1HE $1AKE 'ME. I STAKING: WE RECOMMEND USING WOOD STAKES. CA 1/2" TO 5/6' PECAN, TO SECURE THE WATTLES SC SURE TO USE A STAKE MAT IS LOUD ENOUGH TO PROTRUDE SEVERAL INCHES ABOVE THE WAITLE; 18- IS A COCO LENGTH FOR HARD. ROCKY SOL, FOR SOFT. LOAMY SC L NIX 21' SITE FOR GREATER SECURITY, THE DIAMETER OF THE STAKE SHOULD DE APPROXIMATELY 1' FOR EASE OF DRINK THROUGH THE WATTIC. (I 1arch . W ft. -6' ABOVE WATTLE AFTER OALING PIPE ER N\LON MAE IS [ — ATTACHED. SAKES NEED TO BE TA / mr I / T TnRE/PWE IS 4N0 ./ TWATPED UNIE 1\ (� (tAA" jj AiiLE "A" \i pALWgiTIE "B" OR E OF INSTALLATION: NnW FCWAPE (B) STAKES SHOULD BC Olayi ACROSS TRW EACH OTHER AND ON EACH DICE OF ..I.E. LE.NXG 1-6- CF STAKE H+Mm ABOVE THE WATTLB E. UNG NTRE Cal XILM MING SHOULD BE I£D TO STAKES ACROSS WATTLE. STAKES SHOULD INEN BE DRIVN IN ti BµINC MORE OR NYLW ROPE IS SUFFIQEf1%1 SNUG 10 THE WAITI WCX NSTALLNC PUNNING LENGINS CF WATTLES TO PREWNt SHIEANG, BUTT THE SECOND WATTLE TGHTLY AGAINST THE FIRST. DO NOT OVERLAP THE ENDS. STAKES SHOULD BC - gXVEN 1 FT. FROM ENO, ACROSS FROM AND ON EACH SIDE OF WATTLE LEANNG 4'-6" CF STAKE PRO NG ABOVE THE WATTLE, PEALING WRE OR NKM ROPE SHOULD BE LICE TO STAKES AN AN HOUR CLASS rD ATM NFRpIT TO BACK CE WI A' ACROSS 10 FRW1 OF Wq FILE -11% ACROSS IC BACK AND DICK TO FRONT OF WATTLE 'A') STAKES 4HWL0 THE BE DROWN IN UNTIL BALING MIRE ON WhW ROPE IS SUFFICIENTLY SNUG 0 THE WATTLE. STANDARD EROSION CONTROL NOTES 1. If.sosim central Fweeter must be Wedged at least Lntrtmr (24) noun III to any construction an this Al.. 2. Inv end) the no =d AtuNing III autade me Faits dasrgrmad m the awwtm plane, 3. All rwukw pWbnetn slit and construction fmong dheal be instaued Bjy to Any land G3tuN4rg pithily nrppn9. grading, etc). NI enw r games erosion dnlrol sure snail be inatallm t line 4po to time a me ecom uctim _,M.. as Indicated in the gprowd project acnmule, crostruellm dm, and erosrm gonad repwL 4, At all lMas duf g crostrvdlon, the deroroper shall be reap nsbre for ty wlficmW�tgtl mUhhe so Mm to theribe wM®iderm de -if Moston uY ml9 the the �ip .1.1 arwybprawm.al. for Installing no maintaining an nenan c-tml tacared Mewn whew, 5. Pra-dl.turbanca wgemtion M011 be oolacted and retained .fine f r The —Alit. Rw .o u antuNance of P-ating .gelation end' be limilm la TM1e ww(s) naubm to- immediate canswaNn wwatkns, and for the anMeat pasUcm perwd of time. B. AT MAW eryased JmFg land disturbing actinty (srging. Wading, uteity insbMatren., eUNIONISTS. filing. pi.) AT be kept on o rougnmed condition by ripping Or diakinq O-g land canlWra -U mulch. wgetatlon, or eNs perm-ml MOW- omtrd BNPS — instollI No was F areas wtsMe project street eignle-al-aDy Adl remain AWwAg by land Orstini oatiHty ter m-e than thirty (210) cloys beta. required temporary AT permanent nodm tend (e.g. seed/mulch, landscaping, etc) 1. natWm, .4. pNw.i.e cppowd by In. tin r aunty. z In order to minimize erosion potmOm. d1 temporary (structural nmr- C-trde mwsww .01: A. So'napected at a minimum of -ce awry If. (2) week. -d after both Ngnift etnm event -e re kW be recometurkI As ry in ender to swn oIrmm- e ctNued perfarce el the, rimawded function. B. Remain in plate until SOON time as Oil the surrounding diam dlelurbed lh "Uha on o. de:arTlned by Ire v rd nopo.i>. wtrolly s C. Be rnowd alter line site era. been afficIM 1y Slodlisea as dateminad by Ne Paler cartel madli B. Nnm (empwmy THNION t'mmmas reA fo wt. the lewdepm AOI' be respa • lntn. Uwhp anr mo q All se di W frown 1 Ontario,, Infrastructure andether Walk facIII - 9. The boarecla shut immed'iftey cle0n up any constructionmaterials nodglem, depo.itm On ropleg .trwls, ddeect, Or other Wdie right. 01 Inc, And moke -1. drwU and ..oya ore deanm a1 IM And a' eWr waking day 10. N ntanm awdm-tA, pwtlMwly thew - pa.M rwaway .1.., Thelf be rmh0wd and Csposm of In a mannor and location w aS Trot to cause their release Into any waters of the United Slate.. n. No W stockpile shah ecoved In (10) feet in nagot. All son Npckpues moth be protected tram ..N.Int tr-wwl by corm.. rWgnming .aurna and perimatn Of brung, Any era .l-von. r.monn9 otter thirty (30) alma ands w swam -d mudud, olu4 EXISTING V CONTOUR Lqe`;EXISONO INLET EXISTING SPOT "a" ELEVADON x pPyN pEEIGNAl1IX1 I.Xlly Any 2 - YE<A RLWOFi' COEFFICIENT A IOU - YEAR RUNOFF COEFFICIENT BASIN AREA (AC) d O O BASIN BOUNDARY DESIGN PONT PROPOSED FLOW DIRECTION —d124- PROPOSED I' CWTWR ®. PROPOSED CONCRETE ® PROPOSED DECK PROPOSED RETAINING WALL PROPOSED SPOT ELEVATION T TOP OF FOUNDATION NOTES 1. ALL SPOT ELEVATIONS ARE 5OX.X.XX t. SPOT ELEVATIONS ADJACENT TO THE BUILDING ARE TO FINISHED DIRT GRADE. 12. The N water,Nme cepaei[y of eetmtb penes of be reetwm anal itwm II III wWAS WBI be cleared upw [[Iola Win Of the project and betye turning the mainFmence, Amer to me city/county d Homeowners Aad[g (NOR). -N0T APPLICABE 13. GLy wWm- no Cooled. Dls[na•ge Permit System (MPS) r Nlbnnmts make it unlawful to t emonge w ago, fie discharge of any p ulmt car cdntdminated Water noun eWctim sites. pollutants Include, but or. not lm imited to docaraWilm, nNiNme, concrete truck .moat, cnmdl:WK all and We p cts. title, and ,anilwy Waste. Tn. daMaper wwA a1 an on. lye sped"" evmes we net ry to re the proper containment and dlwoed 0f polutmis m the me in accordance with my and all applla0bte local, elate, and federal regulation.. 14. A designated Ore0 shall be yoNdm m site for control, truck tout. .adrwl. Th. am Nat As am crated . 1 la .-ton .Irmpul matmiw and marled at 'sea' fifty (50) fast ..a, nun any .at., Wring construction. Upon campNlon Of canNru[tI- octiNliee the irenatal waNwt mmnid .A' be remawAnd d properly disposed 01 prier u. cow being reelwm. 15, C-dlUm. in me Wed may .anent, waded corral ..a.,. In Addition to What in shown - thew plane. Tine deMapw my mowflenF .at.— meawree we delamned nxOwy, os yF t. by the ciFy/county, I6. A Mile tracking c-trd pm wall be astallm when needed for t-eWcUan .Moment. including alnaad w l not limited t0 pnnw icl edtAg mating :eadwap. No ewmm malnlole. I.A. I-., WI. G. anal be paced IN In. MAN t gutlr 0r rweway as A Imp m accept temporary alockpaea, stogH9 ands, construction matald. concrete .oshout or-.. and/w binding Allan. -NOT APPLICABLE 12. The rating die Is unwvdepm .!In opwm:moley BOX ye, allw tale.. Tine wgetmmn t-wta midinly of 4w grawa. and tree.. 10. The die 4 n Me City of Fort Colin, C-d Imparlalim matter 6ainogeen, bdTry storm dainaga runoff from this ell. Wall enter Ire ,,,y OI Fort Cdlna dorm rower m NUlbrry Street MIle wtfd,. to Snag- Lou rppradnmey SW feet Iran In. dto 19, The moat They Pdlul-ty from the cA1,11. 0- .11 IIO NOW of and/Or lad WAS hary the hwry em'gmmt - the eto and eeneeto from the Iwndatim end It. an eon ruonn 20. I,.A from thecd-.WcNM .11 be dryoeiled in fresh ee b/dwyPhAe end hMm to the Lorimar Cwnty I -I 21, Aotording to NO USM was survey mop. of me Area, the nyMdrylG cep group for this All Is Toe G 22. The do cot' as landscaped to it apHlwBan. 23. Baem An NO Size of Un. ele and In. anwnt of dedurbOnm Ne minimum SI,5M.D0 Ermi- Conrd III should to sufficient. 24. Sol Arhhmdnmts ma be 'ncwpwOtee on m'meemw apt. to A -Ito of 6 inches aF o opt. of 3 wbic ard. per IOW ,auws feet of w 4" of tooSA tap.N maw been imported onto me sits Owr A- 11 bwnmeed wpgroea wig. Faster to City of Fort CWMS Cons Sections 2-IM thrwgn t2-132- BLUE SKY Engineering CFA Enynwinp a C"N N 931 Academy Court Salts 2(N FM "I CO 8e5tA (970)311A420 wax.dw.kyarypnedr.Wm I� ) ON ryf LL WW W J ti Ali I _ r CV01 J. uti kN I SCALE L£RIGRLIli ryL. N'IRIZONDL I. WA