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Home My WebLink AboutDrainage Reports - 08/04/1994PRELIMINARY & FINAL DRAINAGE AND EROSION CONTROL REPORT FOR THE ETHAN ALLEN SITE PAD 2, ARBOR PLAZA SHOPPING CENTER FORT COLLINS, COLORADO r, Drexel Barrell T Engineers/Surveyors Incorporated Boulder, Colorado Springs 4840 Pearl East Circle Suite 114 Boulder, Colorado 80301 303 442 4338 n PRELIMINARY & FINAL DRAINAGE AND EROSION CONTROL REPORT FOR THE ETHAN ALLEN SITE PAD 2, ARBOR PLAZA SHOPPING CENTER IFORT COLLINS, COLORADO PREPARED FOR: STARR REALTY MANAGEMENT CORPORATION 303 E. 17TH AVENUE, SUITE 770 DENVER, COLORADO 80203 PREPARED BY: DREXEL BARRELL & COMPANY 4840 PEARL EAST CIRCLE 0114 BOULDER, COLORADO 80301-2475 (303) 442-4338 APRIL 4, 1994 MAY 6, 1994 REVISED JULY 61 1994 REVISED E-4492 (0329R.DH) Engineers/Surveyors Incorporated Boulder, Colorado Springs 4840 Pearl East Circle Suite 114 Boulder, Colorado 80301-2475 Drexel Barrell July 6, 1994 Mr. Basil Hamdan City of Fort Collins Utility Services Stormwater 235 Mathews Fort Collins, Colorado 80522 3034424338 RE: Preliminary and final drainage and erosion control study for Ethan Allen at Pad 2, Arbor Plaza Shopping Center. Dear Basil: We are pleased to resubmit to you, for your review and approval, this preliminary and final drainage and erosion control study for the Ethan Allen at College Avenue and Mason Street, within the Arbor Plaza Shopping Center. All computations within this report have been completed in compliance with the City of Fort Collins Storm Drainage Design Criteria. We appreciate your time and consideration in reviewing this submittal: Please call if you have any questions. Respectfully, David Husted Design Engineer E-4492 (0329R.DH) John Common, P.E. Project Engineer I PRELIMINARY & FINAL DRAINAGE AND EROSION CONTROL REPORT FOR THE ETHAN ALLEN SITE PAD 2, ARBOR PLAZA SHOPPING CENTER FORT COLLINS, COLORADO JULY 61 1994 LOCATION & DESCRIPTION The proposed Ethan Allen site is located at the northwest corner of the intersection of South Mason Street and College Avenue. It is a 0.93 acre parcel in the Arbor Plaza Shopping Center. More specifically the site is in the northeast quarter of Section 2, T6N, R69W of the 6th P.M., Larimer County, Colorado. College Avenue borders the site on the site on the east. Mason Street borders south & west sides and an undeveloped parcel lies to the north. The proposed site is currently undeveloped except for a landscaped strip along Mason Street. Generally, the existing ground is grass covered and slopes to the southeast at 2% to 3%. An existing 24" storm sewer traverses the project south to north near the east side of the site. A 24" irrigation pipe extends east to west across the middle of the property. Irrigation waters from this pipe cross College Ave. in an 18" CMP and serve the West Fairways Estates Water Association. EXISTING DRAINAGE CONDITIONS The proposed Ethan Allen site is located within the McClellands/Mail Creek Basin. Mail Creek traverses Arbor Plaza west to east, substantially underground, in a box culvert and is ' approximately 150' north of the proposed site. Currently the site accepts sheet flow from approximately 0.5 acres across. it's north boundary. This runoff continues to sheet flow across over the proposed site and the curb and into the gutter on College & Mason Street. This runoff is then carried in the curb and gutter to an inlet at the north west corner of College Avenue and Mason Street. A 24" RCP then directs this flow north across the Ethan Allen site to Mail Creek. MASTER DRAINAGE REFERENCE No detention of developed runoff is prescribed by the "Master Drainage Report for Arbor Plaza and Final Drainage Report for Arbor Plaza Phase I" prepared by Drexel, Barrell & Co. last dated January 16, 1986. The referenced report mentions a temporary detention I ' facility to be provided prior to improvements on downstream facilities in the major, basin. It was confirmed in a telephone conversation with city staff that these facilities are sufficiently complete to allow abandonment of the temporary detention pond. PROPOSED DRAINAGE DESIGN As stated above no detention is required on the site. All developed site runoff shall be directed to the existing 24" storm sewer pipe which. is found on the east side of the site (Refer to drainage plan, Drawing No. 4D-514 provided.in Back -Pocket). This is consistent with existing conditions which allow free release to Mail Creek. A landscaped strip on the south and east sides of the proposed building, (Basin 1) will continue to sheet flow over the curb into ' the respective streets in historic fashion and enter the 24" storm sewer via the existing Type "R" inlet at the south end of the site. These flows join runoff from a 3.8 acre offsite basin south of the project in Arbor Plaza Shopping Center. Flows will be carried North in a 24" RCP pipe whichwill be relocated from the existing location due to the proposed building location. tBasins 2 & 3 runoff enters this 24" pipe at manhole 13 through a 15" polyvinalcloride corrugated pipe (PCP). The roof (Basin 11211) ' drains into the 15" PCP via 2-8" roof drain connections on the south side of the proposed building. The loading dock area (Basin 11311) is collected in a CDOT type 1113" inlet on the west side of the proposed building. Flows in the north bound 24" RCP are joined by runoff from Basin 114" at manhole #1. These are collected in a type "R" inlet in the ' parking lot and delivered via a 15" PCP. The combined flow enters the existing 24" pipe at manhole 114". The existing 24" RCP carries flows north to an open .portion of Mail Creek. A small (0.06 Ac) area at the entry to the project (Basin 11511) will ' sheet flow offsite to the north. This flow will pose no problems on the site as it exists and will be easily dealt with in the parking area when that site is developed. ' EROSION CONTROL DESIGN The Ethan Allen site lies within moderate rainfall .and wind ' erodibility zone's per City of Fort Collins zone maps. Potential for erosion exists as construction commences and until paving and landscaping can be completed. 1 Overlot grading will begin in the early fall of 1994. Paving should be 'installed within six weeks of the overlot grading and ' permanent landscaping should follow as soon as possible after the paving is complete. Prior to construction silt fencing shall be installed on the south west, south and east sides of the project as indicated on the drainage and erosion control plan (in the back pocket). The storm sewer should be constructed early in the project. The two proposed inlets shall be protected with gravel filters until the paving can be accomplished. ' Material and equipment storage areas should be situated as much 'as possible on the north and west sides of.the site.to minimize the effects of wind erosion. Areas disturbed but not addressed by paving or landscaping shall be seeded with dry land native grasses and protected initially with a hydraulic mulch. 1 1 1 1 1 1 Erosion Control Security: Temporary erosion control Measures: Measure unit 4uantity Silt Fence LF 700 Gravel Filters EA 3 Total Cost $2.25 $100 Total site revegitation: Mulching & seeding AC 1.18 $1,280 Use temp. measures to establish security. Security = $1,875 X 1.5 = $2,813 Per Unit Total $1,575 $ 300 $1,875 $1,510 All design and computations have been completed in compliance with the City of Fort Collins storm drainage design criteria. The site design does not substantially change existing drainage patterns. All site drainage will be directed to Mail Creek through an existing storm sewer which is large enough to handle the developed runoff through the 10 year event. Erosion control measures will protect the storm sewer system and Mail Creek from excessive runoff born sediment. Wind erosion will be minimized by equipment and supply storage placement and by wetting exposed bare ground. The project will also be scheduled to minimize the time period bare ground is exposed to the elements. Written By: Reviewed GOI, •.esee • ..1$TE o e 6 e David Husted John Comm;,* It $.E. No Text 1 1 1 1 i i 1 1 1 1 1 1 1 i 1 1 1 1 DREXJEL! BARBELL Project eTN tU t,yL:, �...r ' e OLJ, t. client Ca r5 LAND SURVEYORS I CIVIL ENGINEERS I Job No r 100 �'Zo�I.ZS�( .- j 1. u 4540 PEARL EAST CIRCLE. SUITE 114 [303)442-4338 740 WOOTEN RD. #108 [71Sj 591-5151 Rnt It MF=R CL]L ORA00 80301 COLORADO SPRINGS. COLORADO 80S1 1 DREXEL BARBELL LArsm SURvevoRs Z ^^ /� � f/ ^ / 1 ' CIVIL ENGINEERS �� 1 Project e7r4 4 AL4.9 / F� `.�:ii l�. Job L Client C• By J Date A144 o, z25 ®,i9 1 - 1 C., cv 1 1 1 1 1 1 1 4840 PEARL EAST CIRCLE. SUITE 114 j303)442-4336 740 WOOTEN RD. #108 )719) 591-5151 ROLILOER- COLORADO 50301 - COLORADO SPRINGS. COLORADO BOS15 DREXEL BARBELL LAND SURVEYORS 3 CIVIL ENGINEERS �5 Project -0'T m LL-G FT. C C)t CL l t4t Job NO a� Client I Dace I �# -4--q —" I 4 v1/1A iwr -- 4840 PEARL EAST CIRCLE, SUITE 114 1303j442-4335 740 WOOTEN "RO. #109 [71S] 5S1-5151 ',� �' r =An r =n�nl 1-1711 noenn MP=INMcz cnl nannn ana' DREXEL BARRELL LAND SURVEYORS Aj� %� / //yj �. ( ? /�; �7 CIVIL ENGINEERS S Project '�r T' �'*'1u r ` �'-�C� L\-C ( C..- ✓C^ L /..� <� Job NO��"/�Ci Client �5TA)�) UvuC x�-A-� f G.Zw -4 CAL. Date ' T z La Mt t I.A 74 zv=,prCTy .,l 4940 PEARL EAST CIRCLE, SUITE 114 ]303]442-4339 740 WOOTEN RO. N1O9 r/191 591-5151 Rn1 it nFa nry ntannn Rr'L7n1 rni nannn RPP1Nr:R 17.n1 nannn Rr1a1 DREXEL BARBELL LAND SURVEYORS CIVIL ENGINEERS �5 ProjectI Job No By ( Date fir/✓' i L`.IQ (�c�i--�,r� "" / 'V I A5 A/50c-� t57) '� . � - Z 2 . -S- 4 4840 PEARL EAST CIRCLE. SUITE 114 (3031442-4336 740 WOOTEN RO. #108 (719) 591-5151 BOULDER. COLORADO 80301 COLORADO SPRINGS. COLORADO 80915 t 1 f- w w U. z ' L 0 ' z z w a- 0 0 0 H x 0 w s 1.0 12 5 II 10 4 .9 8 10 3 6 .8 ~ t` 9 0 4 2 U. - Fc 7 �i w o: 3 �. 8 w �� z 1.5 a. vi 2 6 7 pot z 1.0 i E I.0 z .5 '-- __e.LPart a9 _ J z -.8- _ _ _ w 5.5 0 - - - a .8 to 0 .6 w o .7 z_ .4 5 z z .4 = 6 4.5 z 0 .3 w -- 4 t 0 2 0 .5 x c9 z 0 3 3.5 wz w 4 a- � ck 0 1 w w o .08 .25 3 0 _ ~o .06 0 .3 c� ow z w o: .04 0: .25 2.5 s w w 2 a- .03 a F- .2 a .02 0 a x a .15 U .01 a .15 0 0 -- - - Ya Q 1.5 4--- - -- s a = 2h .10 1.2 ' Figure 5-2 NOMOGRPAH FOR CAPACITY OF CURB OPENING INLETS IN SUMPS, DEPRESSION DEPTH 2- Adapted from Bureau of Public Roads Nomograph MAY 1984 5-10 DESIGN CRITERIA �j Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: E4492 Comment: DESIGN PT.1 -- ex. w L or IAJ l�1QScSx i 5� Solve For Actual Depth Given Input Data: Diameter.......... 2.00 ft Slope ............. 0.0077 ft/ft Manning's n....... 0.013 Discharge......... 18.00 cfs Computed Results:. Depth ............. 1.49 ft . Velocity.......... 7.16 fps Flow Area......... 2.51 sf Critical Depth.... 1.53 ft Critical Slope.... 0.0073 ft/ft Percent Full...... 74.64 % Full Capacity..... 19.85 cfs QMAX @.94D........ 21.35 cfs Froude Number..... 1.05 (flow is Supercritical) Open Channel Flow Module, Version 3.21 (c) 1990 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: E4492 Comment: DESIGN PT. 2 i,% 4 Solve For Actual Depth Given Input Data: Diameter.......... 2.00 ft Slope ............. 0.0077 ft/ft Manning's n........ 0.013 Discharge......... 19.10 cfs Computed Results: Depth ............. 1.58 tt Velocity.......... 7.20 fps Flow Area......... 2.65 sf Critical Depth.... 1.57 ft Critical Slope.... 0.0077 ft/ft Percent Full...... 78.76 t Full Capacity..... 19.85 cfs QMAX @.94D........ 21.35 cfs Froude Number..... 1.00 (flow is Critical) Open Channel Flow Module, Version 3.21 (c) 1990 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 a Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: E4492 Comment: DESIGN PT . 3 —-} Solve For Actual Depth Given Input Data: Diameter.......... 2.00 ft Slope ............. 0.0089 ft/ft Manning's n....... 0.013 Discharge......... 22.50 cfs Computed Results: Depth ............. 1.76 ft Velocity.......... 7.68 fps Flow Area......... 2.93 sf Critical Depth.... 1.69 ft Critical Slope.... 0.0094 ft/ft Percent Full...... 88.01 % Full Capacity..... 21.34 cfs QMAX Q.94D........ 22.96 cfs Froude Number..... 0.90 (flow is Subcritical) Open Channel Flow Module, Version 3.21 (c) 1990 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 a I I 11 1 1 1 Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: E4492 Comment: DESIGN PT. 4 - MH3A TO MH3 Solve For Actual Depth Given Input Data: Diameter.......... 1.25 ft Slope ............. 0.0100 ft/ft. Manning's n.. 0.011 Discharge......... 3.26 cfs Computed Results: Depth ............. 0.57 ft Velocity.......... 5.98 fps Flow Area......... 0.55 sf Critical Depth.... 0.73 ft Critical Slope.... 0.0044 ft/ft Percent Full...... 45.64 % Full Capacity..... 7.63 cfs QMAX Q.94D....... 8.21 cfs Froude Number...... 1.59 (flow is Supercritical) Open Channel Flow Module, Version 3.21 (c) 1990 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 n yo- Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: E4492 Comment: DESIGN PT. 5 - INLET3B TO MH3A2 Solve For Actual Depth Given Input Data: Diameter.......... . 1.25 ft Slope ............. 0.010.0 ft/ft Manning's n........ 0.011 Discharge......... 1.26 cfs Computed Results: Depth ............. 0.34 ft Velocity.......... 4.60 fps Flow Area......... 0.27 sf Critical Depth.... 0.44 ft Critical Slope.... 0.0038 ft/ft Percent Full...... 27.48 % Full Capacity..... 7.63 cfs QMAX @.94D........ 8.21 cfs Froude Number..... 1.64 (flow is Supercritical) Open Channel Flow Module, Version 3.21 (c) 1990 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 11 [1 [1 1 1 I 1 I I EFFECTIVENESS CALCULATIONS -------------------,--�-t------------------------------------------------- PROJECT:eeT lA 1 k&LL� GT A i.Ii'LC? 64�'J7Z STANDARD FORM B COMPLETED BY: _r, 1: DATE: 6-Z3 Erosion Control Method ELT Fri lGI�C� Aq a, 6rk7, r/eL ve 5�II- RC1c cc Fc k3 cy) MAJRS SU BASOINI (P) ,BASIN C-Factor I P-Factor Value Value Comment I ------ -------- ---- --------- ! , oo 1,00 L.S, SAS 871cCYr AlD.T•To i34DC7 . --------------------------------------------------- AREA I I (Ac) !I CALCULATIONS o, I v , r3 iII &fjA t T- FILTM looc/ok• I C) = C) , =C ,OIX0, �Q Io,14 Xccso = L �p1�7o L—{o, o l k . l lam) -f�I. � x D,aZI�/►4�, . 00� _ �; , (�� ' I ---------------------------------------------------------------------- HOI/SF-B:11089 EFFECTIVENESS CALCULATIONS ---------------------------------------------------------------------- PROJECT: �'Ct1� n��; AT �� '��IZSTANDARD FORM B COMPLETED BY: DATE: Erosion Control C-Factor P-Factor Method Value Value Comment ------------- --------- ------------ -------- ---- ------------ ------------------------- MAJORI PS SUB AREA BASINI (;) IBASINJ (Ac) 4 -------------------------------------------- CALCULATIONS -------------------------------------------- Ac-- r��' o,�lo p.`J x t c-70 J� 0,0(p ``i�'W'D `-)5C-5Ok 0,oCo = 0,057 Sli'� FLiioC lobc2o .6(D (i�D,61 k0.051 j.baxb.a*oCvl oo)=0,o(o I i I I I I (c� i ,3x o,5(,�+t�Z X 0• ---------- ------------ DI/SF-B:1989 -- . 5s10,$ 83,1 -- I o Ka 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 SENT BY WEITZ-COHEN CONST, CO,; 7- 0-94 9:35 3038008098-+ CD 00) ma OA 00 W W -� J J co a .c z �E Fa w m a 0 0 z c a _ rn' � = C Z y d. 1p Luuj L'E °1LL �z�� LZ_ � E ., G 3tiLa C B��.. c � > &0 Co to cg a 2a� No Text \ A AS 0 VIN Al, r" MATW AAMNG �\ /5 / OURB A PHN SFE DETAIL 10 ` OR too �\\ ASPHALT PAY n% tl iZ r \ // \\ '•tom\h �\ a �\ \ Iv a is m \ • � \� ��pppppp \y AA \ Y A RE ,\ p SCALE : 1• = 20' •\\ 9 `\Ill \ r •\ 1Ami AF pa \ o , II \ \ I y YI A 1I 1 \ (I / l i t ,MIN I T 11 OMII it Al 2 ` `• I•'r.�• \\\ Poll IA '� II ll U ip li Nvw- NA pp `•\�-� AN LF 13l POP/ $9r I 1 I n v'I v � _sl EMQVE BEER ESE PAN All / I RSS . r 1• I I _ J AIR alKYo REST IN zs WA LUC KY E EXISTING TREES (TO BE RELOCATED) 21 WASTEF AT• \`� ' \•POPE WE J' TRUNK oln AD9A[n0 30 WRAK mAAD' SPREAD .. Epsnxc mm E,FBAntN \ . . SLUT FENCE UP OIAMU. FILTER \ RR. muxncE enm Bmvou+r \ DRAINAGE ANSI DEaa.npl a ' WATER PETER A 23 ovuxAE Bn4ry w[s) J A,A,i ABRIDGED SHOT ELEVAnM 4 \ rn \\ CATCH CURB A CUTTER "v.F.».n YF--- -- - -__ (Ml OTHERS ARE SWLL) Ilf�)0 Well All SEW ' 1"5AMTARY SENEF SERVICE TM - is" PRIM _.---_-..._ _ AN _ _ _ r _ FASTER STORM AND IRRICnnM RPE I• DOMESnc LOADING DOCK DETAIL ° WET TAP W/ so GATE VIE'E-� EROSION CONTROL rnIAICTAI IrTInKI CnEl n c YFAR MONM - AUG SEAT OCT I NUV I DEC OVERLOT GRADING WIND EROSION CONTROL ME ROUGHING VEGETATIVE METHODS RAJNFALL EROSION CONTROL STRUCTURAL INLET FILTERS SILT FENCE BARRIERS ASPHAULT / CONCRETE PAYING VEGETATIVE: SOD INSTALLATION BAR IS ONE INCH LONG ON ORIGINAL DRAWING IF NOT ONE INCH ADJUST SCALE ACCORDINGLY 1 diAIR : z 2' TACK COAT PROVIDE II"�11=1z111II II I. `� II II� If=11 II-p- � � o LEJ r !' • I x,III 3 IF ON PCP AT /II j AT 0.49i • III ____ al LF 21' RCP eel 11 YI AT 0.85; CONNECT I W I• TO EXISTING PIPE 4 MH I �.Tvm.nuu 1 FROM RIM.- 5, 1fin, NV.. ZO.SJ I ,:- AllAR mE n1"m FF=26.0 JR5iX- LF 21' RCP • m IN) 2 AT IA IMw 1 SO ' II INV.N. fi.N INV.S� IC 4• I • I6.10 I REGROUT IIEI/ PFE _ 24' RCP Rl M.0 • AT OF AT 0. NV= 30.10 23 ^ EX EXISnNG TREES (i0 SE RELOCATED) NVN.LS.� / 41 NVW 7 vL i2a' BOB AT IF lT1[ ;_� 1 f� i(IiIAAE1 RTFR) ®. �w AT ARM Am A AREAS LACK R.2511 SEPARAl101B sR,.�4WL�_I+/ RE40M: AND REPLACE ASPHALT AND CONCRETEPER CITY OF FORT NOUNS STANDARDS PCP RVININ _Drexel Barrett _. _I ETHAN ALL-tN �T\ Alt Al KNE AS ARIL �. GNDRAIR T „>,r..,�,N PAD 2, ARBOR PLAZA SHOPPING CENTEREARN ' "'A IN FORT COLLINS, COLORADO ARVAN 18SRNG AND EW 24' RCP -EXISTIN AT 0.89 i EXIS NG GR IL RCP Ill NOTES I. ALL CONSTRUCT SHALL CONFORM TO THE CITY OF FORT COLLINS STANDARDS AND SPECIFICATIONS. LATEST EDITION THERE OF. 2. ALL EXISTING UTILITY LINE LOCATIONS MUST BE VERIFIED BY THE CONTRACTOR AND THE ENGINEER NOTIFIED PRIOR TO CONSTRUCTION, IT S THE PLANS' INTENT TO SHOW ALL EXISTINGnLITIES. NG U HOWEVER IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO SATISFY HIMSELF MAT ALL EXISTING UTILITIES METTER SHOWN ON THESE PLANS OR NOT HAVE BEEN PROPERLY LOCATED. 3. BENCH MARKS' B.M. 5038.21 NORTH UPPER FLANGE BOLT FIRE HYDRANT AT THE NORNEAST CORNER OF HARMONY AND MASON STREET. TERM 509.48 NORM UPPER FLANGE BOLT FIRE HYDRANT 500- SWN OF HARMONY ON MASON. 4, EROSION CONTROL MEASURES: TEMPORARY A. MATERIAL STORAGE AREAS SHALL BE SITUATED AS MUCH AS POSSIBLE ON NE NORM AND WEST SIDES OF THE SITE. STOCE PILE TOP SOIL ALONG THE NORTH EDGE OF THE SM. R THE STORM SEWER SYSTEM SHALL BE CONSTRUCTED SOON AFTER ROUGH GRADING W1M INLETS BEING IMMEDIATELY PROTECTED WITH HAY BALE FILTERS. STORM INLETS IN AREAS WHICH ARE - PAVED BUT LANDSCAPING IS NOT COMPLETE SHALL BE PROTECTED WIN Ell AND CINDER BLOCK FLTERS. (SEE DETAILS SHEET 3). C. GROUND LEFT TEMPORARILY BARE DUE TO CONSTRUCTION ACDAnES SHALL BE WETTED DOWN PERIODICALLY TO REDUCE WIND EROSION. LONG TERM A. GENERALLY LANDSCAPE AREAS SHALL BE SODDED WIN AREAS AROUND TREES k SHRUBS MULCHED. B. ALL OTHER LANDSCAPED AREAS SHALL BE SEEDED WIN DRY LAND NATIVE GRASSES AND PROTECTED INITIALLY WIN A HYDRAULIC MULCH, 5, WATER SERVICE TAPS MUST BE SEPARATED BY A MINIMUM OF 3'. 6. THE OWNER SHALL BE RESPONSIBLE FOR MAINTENANCE OF ALL ONSITE STORM DRAINAGE FACILITIES. T. ALL RECOMMENDATIONS OF THE FINAL DRAINAGE AND EROSION CONNCL STUDY FOR THIS DEVELOPMENT WILL BE COMPILED MN. 8, MINIMUM COVER OVER WATER UNE IS 0.5 FEET AND MAXIMUM COVER IS 5.5 FEET 9, PRIOR TO FINAL INSPECTTGN AND ACCEPTANCE BY THE CITY, CERTIFICATION OF THE DRAINAGE FACILITIES, BY A REGISTERED ENGINEER, MUST BE SUBMITTED TO AND APPROVED BY THE STCRMWATEF UTILITY I0. IF DEWATERMG IS USED TO INSTALL UTILITIES. A STATE CONSTRUCTION DEWATERWG WASTEWATER DISCHARGE PERMIT REWIRED LF DISCHARGE HS INTO A -STORM SEWER, CHANNEL, IRRIGATION DITCH, OR ANY WATERS OF THE UNITED STATES. I. ALL CONSTRUCTION ACTIVITIES MUST COMPLY WIN THE STATE OF COLORADO PERMITTING PROCESS FOR STORMWATER DISCHARGES ASSOCIATED WIN CONSTRUCTION ACTIVITY." PM INFORMATION, PLEASE CONTACT THE COLORADO DEPARTMENT OF HEALTH, WATER DUALITY CONTROL DIVISION. WCCD-PE-122. 4300 CHERRY CREEK DRIVE SOUTH, DENVER. COLORADO W222-I530. ATTENTION: PERMITS AND ENFORCEMENT SECTION. PH: (303) 692-3590. DRAINAGE SUMMARY TABLE SUBHASM AREA 10 YR. 100 YR D„ 0 DESIGN POINT C C OF 0.19 0.95 1.00 L02 VI IN T IN MASON ST. 2 O.D .95 1. 1.23 2. ROOF ORg1N . SIDE OF BUILDING 3 plb p.95 I.W 0.75 1. CAGING OCK IN T 4 0.56 0.95 EGO .00 .04 PARKING OT IN T A 5 p.06 p.95 1.00 .32 0,54 ESTE NORM GRADING• DRAINAGE, UTILITY k EROSION CONTROL PLAN AT Ill LINE )POSEq GRADf AT APR. 4, 1994 E4492 `.AS SHOWN 4D-514 AS SHOWN