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HomeMy WebLinkAboutDrainage Reports - 03/15/2015City of Ft r " i : o4ed ans ' Approved i:) INTBR! T CONSULTING GROUP Date -6--l' 1. . ' December 23, 2014 ' Mr. Wes Lamarque City of Fort Collins Stormwater Utility ' 700 Wood Street Fort Collins, CO 80522 ' Re: Centre for Advanced Technology P.U.D., Fifteenth Filing — Minor Amendment Storm Drainage Letter Dear Wes, We are pleased to submit for your review and approval this drainage letter showing the drainage impacts from the proposed redevelopment of the property at 947 Worthington Circle. Please accept the following letter on behalf of R4 Architects to demonstrate the site's compliance with the previously approved "Storm Drainage and Erosion Control Report of Centre for Advanced Technology 15a' Filing", as prepared by Stewart & Associates, Inc., approved April 12, 1993. The project site is located at 947 Worthington Circle in Fort Collins. The property to be redeveloped is Lot 3 of the Centre for Advanced Technology 15a' Filing. The other two lots in this block are under common ownership with Lot 1 being an existing care facility and Lot 2 being the detention pond for the entire block. The project will demolish the parking and building on Lot 3, and construct an addition to the existing building and reconfigure the parking. The proposed improvements will increase the impervious area of the entire 8.6 acre site by approximately 5,900 sf. The area of the site that will be improved is approximately 1.9 acres. The existing pond currently provides enough volume to hold the additional runoff generated accounting for the added impervious and 1997 rainfall for the entire 8.6 acres. Please refer to the attached pond volume spreadsheet. The site is bounded on the north by Worthington Circle and the south by Centre Avenue. Today, the site drains to the detention pond located in the westerly portion of the site. The majority of the construction area drains to an existing 24" pipe. This pipe will be upsized and routed around the new building with the project. With the building addition and reconfiguration, the majority of water in the new parking lot will sheet flow to a new sump inlet. A portion of the roof water will flow to a new rain garden and the remainder of the roof water will be piped directly to the new 30-inch storm system that connects to the existing storm system on site. 1218 W. ASH, STE. C, WINDSOR, COLORADO 80550 TEL. 970.674.3300 - FAX 970.674.3303 Mr. Wes Lamarque ' December 23, 2014 Page 2 of 4 ' The site is required to provide water quality treatment for the added impervious area; therefore, a bioretention pond system (rain garden) is proposed to achieve this water quality treatment. ' About 6,220 sf of roof area will be conveyed to the rain garden which is more than the 5900 sf of impervious area added to the site. Once the rain garden is completely saturated, water will be conveyed to the new 30-inch storm system by a 6-inch perforated pipe at the bottom of the rain ' garden. The water will then be conveyed south to the existing pond for detention. During large events water will overtop the curb surrounding the rain garden and follow the flow path to the sump inlet in the parking lot. ' The existing and proposed imperviousness of the 1.9 acre portion of the site undergoing construction were compared as a part of this study. Exhibits are attached which show that the ' existing imperviousness of this area is 44% while the proposed improvements will increase the imperviousness to 50%. Attached is a summary of the flows for the existing and the proposed site. tThe proposed private 30-inch RCP storm system and roof drain system are the only new hydraulic systems on the project. The 30-inch storm system will run from the existing inlet on ' the northeast portion of the improvement area and wrap around the new building where it will then tie-in to the existing 24" system south of the building. A portion of the existing 24" will be removed. The system will continue to discharge into the existing detention pond. The 30-inch ' storm system will collect the majority of the site's flow. The roof drain system on the east side will also tie into the existing 24" storm system. This system will collect a small portion of the roof. ' Following the Urban Drainage design procedure for sizing rain gardens, the required water quality capture volume for the proposed site is 207 cubic feet. The proposed rain garden ' provides 307 cubic feet of volume. Please see the attached Urban Drainage Design Procedure form for more information. ' With the redevelopment of the site, the design team has followed the four step low impact development process outlined in Urban Drainage. With the decrease in pavement area, we have not incorporated permeable pavement technology. A rain garden has been incorporated into the ' design to treat and slowly release 100% of the water quality capture volume required for the added imperviousness. Runoff will also be captured and conveyed in a grassy swale located on ' the north portion of the improvements. This swale will provide infiltration and treatment of the runoff before it enters the storm system. An erosion control plan will be implemented during construction that will address source control and unwanted materials (hazardous materials, ' sediment) from entering the downstream storm systems. The contractor will be responsible for implementing the erosion control plan and adequately addressing any spills or clean up on site. 1218 W. ASH, STE. C, WINDSOR, COLORADO 80550 TEL. 970.674.3300 - FAX 970.674.3303 Mr. Wes Lamarque ' December 23, 2014 Page 3 of 4 ' All possible measures have been taken to provide water quality for the site through the proposed rain garden. The proposed redevelopment has improved upon the existing conditions by ' providing water quality and LID treatment. The site has been designed with provisions for safe and efficient control of stormwater runoff in a manner that will not adversely affect the downstream storm system and will improve water quality for a lot that had no existing water ' quality system. Overall, it is evident that the proposed redevelopment will have a positive impact on the overall stormwater management system. ' DRAINAGE SYSTEM MAINTENANCE STANDARD OPERATING PROCEDURE: Records shall be kept regarding perpetual maintenance activities. The records shall show when and which facilities have been inspected and cleaned. Spill and illegal dumping incidents and responses to both incidents shall also be documented and tracked. ' Rain Garden Inspect the infiltrating surface at least twice annually following precipitation events to determine if the bioretention area is providing acceptable infiltration. If standing water persists for more ' than 24 hours after runoff has ceased, clogging should be further investigated and remedied. Additionally, check for erosion and repair as necessary. ' Remove debris and litter from the infiltrating surface to minimize clogging of media. Remove debris and litter from the overflow structure. Maintain healthy, weed -free vegetation. If ponded water is observed in a bioretention cell more than 24 hours after the end of a runoff ' event, check underdrain outfall location and clean -outs for blockages. If clogging is primarily related to sediment accumulation of the filter surface, remove excess accumulated sediment and scarify the surface of the filter with a rake. 'If the clogging is due to migration of sediments ' deeper into the pore spaces of the media, remove and replace all or a portion of the media. Full media removal and replacement is anticipated every 5-10 years. 1218 W. ASH, STE. C, WINDSOR, COLORADO 80550 TEL. 970.674.3300 - FAX 970.674.3303 Mr. Wes Lamarque December 23, 2014 Page 4 of 4 Storm Drain System Inspect and clean as needed drain basins, roof drains, manholes and cleanouts at least once a year. Remove as much debris, silt, trash and sediment as possible from the storm drain system when cleaning. Prevent material from washing into adjacent storm sewers, streams or channels. We appreciate your time and consideration in reviewing this submittal. If you have any questions or need additional information please feel free to call at any time (970) 460-8471. Sincerely, Michael Oberlander, P.E. Colorado Professional Engineer 34288 Interwest Consulting Group Attachments 1218 W. ASH, STE. C, WINDSOR, COLORADO 80550 TEL. 970,674.3300 - FAX 970,674.3303 / m e 05�` / CENTRE FOR ADVANCED TECHNOLOGY FIFTH FILING- MINOR AMENDMENT EXISTING IMPERVIOUS AREA 360150 SF = 44% - --WORTN/Nl'TON CIRCLE 2a O 40 SCALE: 1" a 40' 0 r —WoR'MING'lON C"'o rl 9 m AM CENTRE FOR ADVANCED TECHNOLOGY FIFTH FILING- MINOR AMENDMENT PROPOSED IMPERVIOUS AREA 40A07 SF = 50% ro f =� za 0 as SCALE: 1" - 40' �r I Interest Consulting Group RUNOFF COEFFICIENTS & %IMPERVIOUS LOCATION: Nnl'Mnrer(WOrhingran Ciirle) PROJECT NO: 1207-069-00 COMPUTATIONS BY: es DATE: 101&2014 Recommended Runoff Coefficients from Table 33 of City of Fort Collins Design Criteria Recommended % Impervious from Urban Storm Drainage Criteria Manual Type C Soils Streets, parking lots (asphalt) Sidewalks (concrete) Roofs Gravel Landscape Areas (Flat, Sandy) Landscape Areas (Steep. Sandy) Runoff % coefficient Impervious C 0.95 100 0.95 96 0.95 90 0.50 40 0.10 0 0.20 0 SUBBASIN DESIGNATION TOTAL AREA (aa) TOTAL AREA (s9.n) ROOF AREA (ap.n) PAVED AREA (ca.h) GRAVEL AREA (e0A1 SIDEWALK AREA (94 n) LANDSCAPE AREA (sp.n) RUNOFF COEFF. (C) , ImpgviDw REMARKS ELLS Sile 1.87 81,405 14112 15.676 0 10,145 4a472 0.48 42.4 PmPosed Site 1.87 81.406 21.905 IZ592 0 8.432 38.477 1 0.55 49.6 - Calculated C coefficients & % Impervious are area weighted C=£(CI AI)/Al Cl = runoff coefficient for specific area, All r, Al = areas of surface with runoff coefficient of Ci 1i y I` .1 r •vi n = number of different surfaces to consider ' G -� a.� Ii•a �'1'iy 5 At = total area over which C Is applicable; the sum of all Are ' (�C:7.•� t'1'y �1'•.�f.'l. l fM/�-C/ V {� z^.A.A. 'S 1.1. f -/ �.�. rf�,\. rt ��,t Ca �-f'� S' �}"P Ire,.,., . r cv. � i l ' d ' 10&14 FC FLOW.%IS Project Name: Project Client Subject: ' Date:— By: With: Ir r To 711 E ' 1218 W. ASH, STE C • WINDSOR, COLORADO 80550 TEL.970.674.3300 • EAX.970.674.3303 / '^'fH CfRcto�_ i t s K' -1,/ — y 0.53 0.87 CJ F J/ I-1 � t �, /\ 4 �1. jHk DETFNTN'#�PCND � �/� � f laomwsnrewoe --------CFjVrRVAVE/VUE -- 40 20 0 W 60 SCALE: 1 40' LEGEND . � .re.- SIuBnNG wNORCOrrtolp EMISWWM: ORCOMfdAi �•Kl� OOt-� .moroseo wNON<prtuuR �.ppp-� rNorosED u+uo!+CONrotn ' �� saorosm dRECTONac4aRUNUFscw � lo'Iss� � PNOPC•fodtueu'SE eA4nsimocswe e.mliD �oRuluce ' D MAJORRORM gUNCFF COEFFICIHNT Dwwlne DAmNuvu A!Ay= QOCSIGN F'OOVT •eN¢Le mAcn=n FAD O O EM CONCRETH WASHWIBTRJLlU11E SILTFMM wl � sroRM DRAh inaHT rROTernoN.mei IFf 0 STObI O11AW WLer WIOIFCnON.pRMNLET O �..I HRosan Lon o;wAl:e, droN, oR vealrwlEo cLawsAsl EROBIONLOO ffFSn nRArEL eAn�cuRs cHecR DRAINAGE SUMMARY TABLE ah100 MMEM iMWrF LOa�Y_ 4w cOs) 9,, YIMI miles) q1 t REVAIq om as W A. eV/eloW I !s a0 aPEC 5... Ha 6a as om s0 so ID aM 30 6A o3 F am 00 0.0 23 Mad YMmANFOaEYn MpnIEFn M1YspFpC glp0 CALL UTILITY NOMCA11ON CENTER OF COLORADO 811 iuL x-anrca wn nl =05T Diftll[ 1W Dtq WMIE, aR.EyLAVAIE FOe dE YEI�K l� IGg11p APPIIDs@ rn oYme n1EQ(D DT: � ATv wn GROIm Hr. i I ONOS.MMU.— cw1cmo------ swoai� OIEOtfD RT: u Z C4 m In Im o R W KUN N ® = ZZo rc 03m azupz w a 0: N N ° n. !W G 0 W 0 U O f ZZ Z W Q ^> _3 m E. IL W Z 4! a � d r ° Palos.N .1aofaeaoDI W ' `Q r t CCQ G C� C W ' Q Z Y y w U m cc w H N U C « a)C V — C O C .c U 0 cu f- C mWCDFU C N Lf) o « _ O R N 10 W O 0 V N N t0 d 0 0 v w � o co Cl? u) C O C N Q 0 O C O O O O O O m 0 w vi u) O w im C ao If) O O O O E ui vi ui vi ui o c. o 0 n co � �i �i oho 0 L U c c o 0 0 0 c v m F. W to Q U G O O O C O n Co a N O $N R m U O� O tf O O N O INu) c0 G �- O OO ci ci O E c O c M FWF G a Q m U o w LL _ F � m N c v c m c of c Q m c Q COU w w o a � m N in a Interwest Consulting Group RUNOFF COEFFICIENTS 6 % IMPERVIOUS LOCATION: Nor' Memer(Worrhingron C mlU PROJECT NO: 1107469-00 COMPUTATIONS BY: es DATE: 10 Ar1U14 Recommended Runoff Coefficlonts from Table 3-3 of City of Fort Collins Design Criteria Recommended % Impervious from Urban Storm Drainage. Criteria Manuel coefficient Impervious C 0.95 100 0.95 96 0.95 90 0.50 40 0.10 0 0.20 0 Type C Sops Runoff % Streets, parking lots (asphalt] Sldewaks (concrete) Roofs Gravel Landscape Areas (Flat. Sandy) Landscape Areas (Steep, Sandy) SUBBAS24 DESIGNATION TOTAL AREA (aa) TOTAL AREA (501) ROOF AREA (s0.n) PAVED AREA (30) GRAVEL AREA (sq.n) SIDEWALK AREA (sp.n) LANDSCAPE AREA (34 ft) RUNOFF COEFF. (C)' li Impervious REMARKS A 1.91 81200 kft bpn ComNMO basins 1.2.3 A 111 0.62 B 0.40 /7,362 7,815 0 0 0 9.648 048 40.5 C 0.14 6220 4,219 0 0 0 2,001 0,68 61.1 D 025 law 406 7,109 0 1,38f 2,058 0.79 80.3 E 020 6502 a161 0 0 759 1,582 1 0.79 177.8 F 0.53 23,064 3,224 9,754 0 Z461 1 7,626 1 0.67 1 65.1 Eouatlons - Calculated C coefficients & % Impervious are area welghted C = £ (Ci All / At Ci - runoff coefficient for specific area, Ai Ai = areas of surface with runoff coefficient of Cl n = number of different surfaces to consider At = total area over which C is applicable; the sum of all Ars 11-11-14 FC FLOWAS @ B fz� e;s00 2co as K ,{E 7 f£ a s LU §aGa2a i/E =E— ° ;GG22 /fE k { C6 ::@q Cl Wm I¥« ao00 co /kk0 \ } \ k a \ j Lu = _ Y f W 0 0 0 0 J N N N N 6 i(f m Gf m 00 O O 0 0 m = n z m O .. LU Y N S o S n w W z xm9�N � U O m m m IN V + � N OI Q T O LL � W N tV N N fV U m m m m m C C m 00000 W � o 0 0 0 0 Nage fV N N N 4 N ` W f J 5 L C In f v n m v,nm y E tD 0 0 0 0 0 tV N tV {V fV P � H Om m t+f N O F F q �0m$�� m z aoa000 U O' W O_ _ J- �U c%� N mQmnnm m m 01 a o n UJ o c o 0 0 0 z� .-OQ W Q mom N N m i mQ m U O W u m 7 f0 z z w F y O Q m U O W w Wa N O m 2 LU LL U 0 O C n .E O N N -C 3 m V C E C In m 11 � v r. C o E E E C E U LL LL z € LL' N QY } C {(� p C 0 W V O J LL `o d O i L U o F 3 u g e P 11 U In z O Iv zza W aL U O 7 9,80 m Y f W K f H K � W 'o agoLL u C N o 0 o a 6 N N N [V N N 5 m I f f 0 0 0 0 E ri vi vi vi vi o V ry m m m m r U G G C C G G w v, N ry o o c o 0 LL o r� z V � N C 0 k{ )© )\ k� jLE §$ } 4® \ k }/ ) § 222e k & f 6) yz< °§R.. \}un k # �[ # } _:;_;_ 2 §!§5!§ * 5!!000 .00 2 -C.o,.� \ A j\ a\ I® §\ z1 \ a /( \ « /\ § to })■k ` / � £ \ � - 2kF §§[.. \)(/ � k k=S:=: K( # # } k:G==: # - # lmgmm2 a i 2==:m: / q!!!5! ` R +Hq 2 $| I �.o0WIL £ ! ` J 0 STEWARr&ASSOC ATE s ' Consulting Engineers and Surveyors µ,Wei 95 May 3, 1994 FORT IOLUMi ttrUrrm na1Q,t?��`.,rRA Mr. Basil Hamdan Storm Water Utility ' City of Fort Collins P.O. Box 580 Fort Collins, Colorado 80522 ' Dear Basil: In April of 1993, the Storm Drainage and Erosion Control Report for the ' Centre for Advanced Technology 15th Filing was approved. Then in July of 1993, there was a revision in the building locations on the site which caused a change in the onsite storm water piping system. ' An addendum to the original report was prepared which included calculations and plans for the revised onsite storm drainage system. This addendum was not finally approved, although the pipes and storm drainage system were ' constructed per the revised plan. I am including, with this cover letter, a copy of the original approved ' report along with the addendum report. I have added capacity of the area inlet grates to the addendum report. On the revised plan I have shown the type of inlet grate and the 100-year design flow to the inlets. I have also shown ' a cross-section of the 3-foot drain pans on the revised plan. Sincerely, Phillip I. Robinson, P.E. & L.S. rr•`Q�; �'%ST1W Vice President s jrr =* 4502 ' enclosures '•,�••A & v_g �Tf+'IF"�i0 ' James H. Stewart and Associates, Inc. 103 S. Meldrum Street P.O. Box 429 Ft. Collins, CO 80522 303/482-9331 his unolrcial copy was downloaded on May-28-2014 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com Ilk •'(1 fw ...rr�r• a�u r.rJR .- -• I` 11 I 1 1 i 1 1 1 1 1 1 1 1 1 1 Project Name:_ Client: Date: By: With: Project No.:. µ-t ,-d- t -- - . N �,_ ; __ Jr f I i 1218 W. ASH, STE C • WINDSOR, COLORADO 80550 i EE.970.674.3300 • FAX.970.674.3303 DETENTION VOLUME CALCULATIONS Rational Volumetric (FAA) Method 100-Year Event LOCATION: Worthington Circle, PROJECT NO: 1207-069-00 COMPUTATIONS BY: es DATE: 11/12/2014 Equations: Area trib. to pond = Developed flow = Qp = CIA C (100) = Vol. In = Vi = T C I A = T Qo Developed C A = Vol. Out = Vo =K Qpo T Release rate, Qpo = storage=S=Vi -Vo K= Rainfall intensity from City of Fort Collins OF Curve with (3.67') rainfall 8.60 acre 0.58 5.0 acre 1.3 cfs 1.0 (from fig 2.1) Storm Duration, T (min) Rainfall Intensity, I (in/hr) Qo (cfs) Vol. In Vi (ft3) Vol. Out Vo M13) Storage S (ft) Storage S (ac-ft) 5 9.95 49.4 14812 390 14422 0.33 10 7.72 38.3 22985 780 22205 0.51 20 5.60 27.8 33346 1560 .31786 0.73 30 4.52 22.4 40372 2340 38032 0.87 40 3.74 18.6 44541 3120 41421 0.95 50 3.23 16.0 48084 3900 44184 1.01 60 2.86 14.2 51091 4680 46411 1.07 70 2.60 12.9 54187 5460 48727 1.12 80 2.34 11.6 55735 6240 49495 1.14 90 2.17 10.8 58147 7020 51127 1.17 100 1.99 9.9 59249 7800 51449 1.18 110 1.87 9.3 61243 8580 52663 1.21 120 1.75 8.7 62524 9360 53164 1.22 130 1.66 8.2 64251 10140 54111 1.24 140 1.57 7.8 65441 10920 54521 1.25 150 1.48 7.3 66097 11700 54397 1.25 160 1.42 7.0 67645 12480 55165 1.27 170 1.36 6.7 68836 13260 55576 1.28 180 1.29 6.4 69133 14040 55093 1.26 Required Storage Volume: 55576 ft3 1.28 acre-ft 11-12-14 Pond (no WQCV).xls, FAA-1 00yr Existing Detention Pond - Stage/Storage LOCATION: Worthington Circle PROJECT NO: 1207-069-00 COMPUTATIONS BY: es DATE: 11/12/2014 100-yr WSEL• SPILLWAY V = 1/3 d (A + B + sgrt(A'B)) where V = volume between contours, ft3 d = depth between contours, ft A = surface area of contour Pond volume based on Survey by King Surveying dated 7-8-2014 Stage (Elev) Surface Area (Ft^2) Incremental Storage (Ac-ft) Detention Storage (Ac-ft) Total Storage (Ac-ft) 5042.3 0 5043.0 4541 0.02 0.02 5044.0 7627 0.14 0.16 5045.0 10476 0.21 0.37 5046.0 13669 0.28 0.65 5047.0 17432 0.36 1.00 5047.6 20843 0.28 1.28 5048.0 22762 0.46 1.46 5048.4 24170 0.22 1.68 REQUIRED DET VOL= 1.28 AC -FT PROVIDED DET VOL= 1.68 AC -FT 11-12-14 Pond (no WQCV).xls `- f Design Procedure Form: Rain Garden (RG) Sheet 1 of 2 Designer. ES Company: Interwest Consulting Group - Onto: November 17, 2014 Project: Worthington Circle Location: Worthington Circle, Fort Collins 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, 1, I,= 100.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (I-IJ1o0) i= '1.DDO C) Water Quality Capture Volume (WQCV) for a 12-tour Drain Time WQCV = 0.40 watershed Inches (WQCV=0.8'(0.91•A-1.19-it•0.78.0 D) Contributing Watershed Area (including rain garden area) Area - 8,220 aq If E) Water Quality Capture Volrane (WQCV) Design Volume Vxoxv = 207 cu It Vol = (WOCV / 12) - Area F) For Watersheds Outside of the Denver Region, Depth of dr = in Average Rurolf Producing Storm G) For Watersheds Outside of the Denver Region, Vim„ orHER - cu it Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume Vwocvvsrn = cu It (Only If a different WQCV Design Volume Is desired) 2. Basin Geometry A) WQCV Depth (12-irch maximum) D�. = g in B) Rain Garden Side Slopes (Z = 4 min., loriz. dlat per unit vertical) Z = 4.00 ft / ft (Use'0' d rain garden has vertical wags) C) Minimum Flat Surface Area AY„ = 138 sq It D) Actual Flat Surface Area A. = 454 sit a E) Area at Design Depth (Top Surface Area) Arm = 773 sq If F) Rain Garden Total Volume VT= 307 cuft (VT= ((AT. * AA,,O 12) . Depth) 3. Growing Media r Choose One - I Q I$- Rain Garden Growiil Media IoOther (Explairi): of Fort Collets Specifications 4. Urderdrain System Ctgose Ore A) Are tsderx"i s provided? YES Q NO B) Underdrain system ort0ee diameter for 12 hour drain time t) Distance From Lowest Elevation of the Storage y= 2.8 ft Volume to the Center of the Orifice fi) Volume to Drain in 12 Hours Vdnr = 207 cu It fl) Orifice Diameter, 3W Minimum t Do. 0.31 in MINIMUM DIAMETER = 318' ' UD-BMP v3.03 (Rain Garden).xlsm, RG 11/17/2014, 8:30 AM Design Procedure Form: Rain Garden (RG) Sheet 2 of 2 Designer. ES Company: Intemest Consutting Group Date: November 17, 2014 Project Worthington Circle Location: Worthington Circle, Fort Collins 5. Impermeable Geomembrane Uner and Geotexl0e Separator Fabric Choose One — 0 YES A) Is an impermeable liner provided due to proximity ONO of structures or groundwater contamination? 6. IrM / Outlet Control r Choose One I Qe Shed Fbw- No Energy DIMOstlen Required A) trial Control I 0 Concentrated 1710vv- Energy Dissipation Provided 7. Vegetation 0 Seed (Plan for frequent weed turbot) 0e Plantags 0 Sand Grown or Other High Infiltration Sod 8. Irrigation Choose One — r0 YES A) WAY the rain garden be Irrigated? II OO NO Notes: ' U0.BMP_v3.03 (Rain Garden)xism, RG 11/17/2014, 8:30 AM 0 °i' MYn NFC notlm am uc uac AHaY< N.LA r. r� LRApNt. M N07 1 N OJ1Yf 1 A M 11�N K LLd NOR• NAHM Wnt «_ m' GEOMEMBRANE LINER/ UNDERDRAIN PENETRATION DETAIL NITS TEMPORARY ATTACK FABRC TO WALL DURING BAC FILL PROCESS (DO NOT WRAP AROUND BATTEN BAR) 3/B•NY STAINLESS STEEL ANCHOR BOLT. NUT • MASHER O 12•0.C. (SEE NOTE 2) OUTYL TAD TAPE .. 30 MR. (Mai) HOPE IMPERVIOUS CIOIENBRANE LINER CONCRETE PfDAMON 1. PROVIDE SLACK N LNER PLACEMENT TO ENSURE PROPER INSTALLATION AND SAC FILL wD10UT DAMAGE. 2. SEE URBAN STORM DRAINAGE DOTE" MANUAL VOLUME 3 FOR ADDITIONAL INFORMATION. 0' 2• MN COUTEdSE SEPARATOR FABRC MINIMUM IV MN2K LAYER OF BIORETENTIGN SAND MEDIA '(SEE =RETENTION SAND MENA SPECIFICATION FROM CITY OF FORT COLLINS) MINIMUM a• THICK LATER Of PEA GAVEL CAPHRAGN MINIMUM 14• THICK LATER - OF CDOT W. A AGGRECATE UNDERDRAIN (SEE PLAN FOR SIX AND LOCATION) CURB & OLIVER EL SNL6 i0 (NAY 1� MN LORs" PLANE MEN / 1 I a• P SOLID PIPE V I . ptBNE TYPICAL BIORETEN71ON POND CROSS SECTION NTS (NX CCNT 4 (TP) - %e PREPARED &1BCRADC G:O EMBUNE / UER CONNECTION UNDISTURBED J UIpR rAB1UC TO CONCRETE SHADE (SEE MAIL) UANS ANGULAR G:O ENBRANE LONER — NATURAL THAT THE LNER) FILTER MATERIAL MEETING CDOT NAA GEOMEMBRANE UNER/CONCRETE CONNECYTON DETAIL NTS cmaPDRrcoww NOIKf W IN)N MI0 MCGNA NKCIFIGiION PART 1 - SNEAK A NORETFNDON SAID MEDIA OU(�� SHALL BE LNFORMLY MAM UNCOPACED, EPEE OF STONE SIUP% ROOTS GO DDIEIt SIMILAR -OBJECTS LARGER THAN TWD NORM NO OTHER MATERALS OR SUBSTANCES SHALL BE WU OR DUMPED wTHIN THE BIOSETENTION AREA THAT MAY BE HARMFUL TO. PLANT GROWTH OR PROVE A HMMNMICE TO THE FAOUTYs FINMON AND mAmmomc RISM VAL. BE FREE G PLANT OR SEED MATERIAL O MOM -NATIVE, INVASIVE SPECIES. OR CrU LY MAR ISM SHALL BE TESTED PRIOR 70 ONSTALLAMGN AND MEET THE FOLLOWING CINEMA 1. P- Or LED THAN 3D 2 PH O 55-LS WOULD PH FALL OUTSIDE O THE ACCEPTABLE RANGE. IT MAY BE MODIFIEDN wTH LONE IR14T iILD RAG o UNIFOOWN RMLY MIDDTiHE M PRIOR � w TTHHE OR RE/ SAFAIE BORETFNTI N FAOITE &. CATON EXCHANGE CAPACITY (GEC) GREATER THAN 10 L PHOsmHoRcus (NIMmm P205) NOT TO ENO® aP PPM 1 BSI THAT FALS,TO MEET THE MINIMUM REOWEM WI IS SHALL BE REPLACED AT E 'CONTRACICTS CPENSL 0.B91 SHALL BE DELIVERED FULLY MUM N A DRUM MDER ONSITE WIND OF NOES WU NOT RE NLOK& M LNG O IM SIGN TO A HOMOGENEOUS CONSISTENCY SHALL BE.DOW TOME SATISFACTION OF ME OWMER. PART 2 - SOIL MATERIALS A. SAND 1. BSM SHALL CONSIST OF 60-IOX STUD BY VOLUME MEETING ASIN C-3& LSHREDOCO PAPER 1. RSM SNAA. CONSIST O 5-10Z SHREDDED PAPER BY VOLUME 2 SHREDDED PAPER WALL BE LOOSELY PACKED. APPIRIMMATE BULK DENSITY OF 50-100 LOS/CY. 3 SHREDDED PAPER SHALL CONSIST O LODGE:LEAF' PAPER NOT SHREDDED PHONE BOOM AND WALL BE THOROAiIY AND MECNAACALY MIXED TO PREVENT CI.UPUN& CTOPSpI 1. BSM SHALL CONSIST O 5-10% TOPSOIL BY, VOLUME 2. TOPSOIL SNAIL BE CLASSIFIED AS SANDY LOAN. LOAMY SAW. OR LOAM PER USDA TEXTURAL TRMNGE WIM LESS THAN SZ MAY MATERIAL M ONSTL MAMf MATERIAL SHALL NOT BE USED AS TOPSOIL A. TEXTURAL ANALYSIS SIAL WE PERFORMEDCHTOPSOIL.PREFERABLY AT ITS SDUPC£, PRIOR TO EXCLUDING TOPSOIL ININS MIX. TOPSOIL SHALL BE FREE O SUB30L DEBRIS. WEEDS FOREIGN MATRFR, AND ANY OTHER "TERAL OSLEIEROUB TO PLANT HEALTH 1 l�SK SHALL HAVE A PH RANGE OF ND 5.5 TO 7.5 AMOISTURE CONTENT BETWEEN 25- L CONTRACTOR SHALL CDRFY THAT TOPSOIL MEETS THESE SPEGRGTTDNM a• THICK CONCRETE BARRIER WALL WATER TICNT CAP ON SOLID CLEAN OUT (SEE PLAN FOR LOCATIONS) s _,,— PEA GRAVEL DIAPHRAGM C ADS N-12 PEPPORATED RIDGED PPE 'W/ TARO 1/2• pA NOES B• D.C. 120' APART PLAOD NDNC THE BOTTOM SIDE OF THE PIPE. SOUR P (LEAN DDT. wTH (2) AS BENDS WQCV ORIFICE PLATE DETAIL NTS BOLE: SEEURBANSTORY DRAINAGE CRITERIA MANUAL VOLUME 3 FOR ADDITIONALNFORLM11110N. BIORETENTION POND CLF ANOUT.AND RETAINING WALL DETAIL. NTS &LEAF COMPOST 1. OEM SHALL CONSIST O 10-2DZ LEAF COMPOST BY VOLUME 2 LEAF COMPOST WALL CONSIST OF CLASS 1 ORGANIC LEAP COMPOST CONSISTING OF ADDS LEAF MULCH RESULTING FROM BIODGCAL DEGRADATION AND TRANSFORMATION O PLAIT -DERIVED NATERWS UNDER CONTROLLED CONOTIOMS DESIOED TO PROMOTE AEROBIC DECOMPOSITION. 1 THE LATERAL SHA. LE SELL MIP09TEL FREE OF MAILS W® SIDS AND COITAN MATERIAL O A GENERALLY BANS MATURE CAPABLE O SUSTANNC GROWTH OF VEGETATION,MTN NO YATFRINS TOXIC TO PLANT GROWTH, A COMPOST SMALL BE PROWDED BY A LOCAL US COPOSTNG COUNCIL SEAL O TESTING ASSURANCE STA) MEMBER A COPY OF THE PROMDIM MOST ROOM INDEPENDENTSTA TEST Y SMALL LE 9OMTIE3D TO AND APPROVED ILLY THE Ow PRIOR TO DELIVERY O SON TO THE PROJECT SITE S. COMPOST MATERIAL SWILL ALSO MEET THE FOLLOWING COBRA: a. 100 FRONT OF THE MATERIAL SHALL PASS TIRLOUOI A 1/2 RICE SrREER & PH Or THE WIFRAL SNAIL BE BETWEEN &0 AND LA A. MOISTURE CONTENT SMALL SE BETWEEN 35 AND 50 PERCENT L MATURITY GRATER MAN BO PERCENT (MATURITY INDICATOR EXPRESSED AS PERCENTAGE O GERMMAIKM/VIGOR, SDF/CAW) • MARIAM INDICATOR EXPRESSED AS CARBON TO NITROGEN RADON < 12 I. MATURITY INDICATOR EXPRESSED AS AMMONRAN/NITRATEM RATIO h G WOMAN ORGANIC MATTER S All BE 0 PERCENT DRY WEIGHT BASIS k SOUIBLE SALT CONTENT VALE. SE NO GREATER THAN woo PARTS PER MLUGN, OR 0-5 MNHOS/CM L PHOSPHORUS CONTENT SHALL OE NO GMA70 THAN 323 PARTS RICE MUM I HEAVY METALS (TRACE) SHALL NOT EXCEED OD PARTS PER MILLION k CHEMICAL CONTAMINANTS, MEET OR EXCEED US EPA CLASS A STANDARD, HO CFR 51J13. TABLES 1 0 3 LEVELS L PAMOCENS: MEET OR EXCEED US EPA CLASS A STANDARD, AO CRL 50332(A) LEVELS PART 3 - EXEMMON A GENERAL 1. REFER TO PROJECT SPECIFICATIONS FOR EXCAVATION REONREMENT& &PLACEMENT METHOD 1. BEM NATURAL SHALL BE SPREAD EVENLY N HOREOHTAI. LAYERS 2 THICKNESS O LOOSE MATFRIN, N EACH LAYER SHALL NOT IMEED 9-INCHES 3 COMPACTION OF RON MATERIAL IS NOT REQUIRM a Q 7 IN WOO UN U),N. ai ZZO 0W ;Zuz m U. N N h rA 16 J 0 LOCATION: PROJECT NO: COMPUTATIONS BY SUBMITTED BY: DATE: Inlet Data: Weir Length Open Area Circular.Area Inlet Capacity Beehive Grate (DP-B) WORTHINGTON CIRCLE 1164-095-00 ES INTERWEST CONSULTING GROUP 1 /15/2013 5, fjI . Solve for h using Orifice Equation Q = C.A. sgri(2gh) where Qa = flow through orifice (cfs) Co = orifice discharge coefficient g = gravitational acceleration = 32.2 ft/s A. = effective area of the orifice (ft) h = head on the orifice (ft) . Qto = 0.15 cfs 10-yr Event A, = 0.60 ftZ (Assume 50% clogged) co= 0.65 6.0 ft. 1.20 ft^2 Solve for h: 0.00 ft Q= Required Head d= Available Head Prior to Overtopping Q100 = 0.40 Ao = 0.60 Co = 0.65 0.15 cfs 0.00 ft 0.41 ft CA 100-yr Event ftZ (Assume 50% clogged) Solve for h: 0.02 ft Q= Required Head d= Available Head Prior to Overtopping 0.40 cfs 0.02 ft 0.41 ft ■ Nole: `.'ilwn SPOCH�,u,tl/uulelnnl Ip;deS, reicl lu "Choi N11gl IN, Pilgmh Inlel Ghale" on panes 125-12I:. Fui a cungdele lison1l of FREE OPEN AREAS and WEIR PERIMETERS of all NIEENAH (pales, itdeh to papas 327-3,Q. R-2560 Series Inlet Frame, Beehive Grate Suitable for drainage in circumstances where clogging of a flat grating is a problem. Excellent for roadside or earth ditch inlets. WFle 30. PV=ErEA CATALOG GRATE FF. EWEAL NUMBER TTPE OPEN FEET R-25%60A Beehive 03 it R-29Ot Malin 0.7 4.7 R-2SM-CI Beehive 0.7 5A R-25w-t2 Beehive V 58 R-25WO Beehive 1.0 5.1 11-2580-m Beehive 1.2 58 R-2560.02 Beehive 12 53 R-251111-03 Beehive 12 SB R-2MO-V5 Beaten 1.0 &1 R-2550-06 Beehive 1.0 Si R•2560.W Beeldw 13 53 R-2560.08 Beehive 13 53 11-2560-E Bae1M 12 6A R-2560EA Beehive 1.2 V R-2560-EB Beehive 1.8 6.7 R-2%0-EI Beehive )A E7 R-2560-E2 Beehive 20 E7 R-2560-E5 Boston 12 E7 R-25WE6 Beehive 1.5 6.7 11-2550-E7 Beehive 12 E7 R-2556ES Baalin IA E7 R-29WES Beehive 12 E7 R-2560E70 BaMM 1.8 E7 R-25" Beehive 15 L4 ®ma om®mo F E — E Dimensions in inches Illustrating R-2560-E R-2561 2s s + Inlet Frame, Beehive Grate wall sa PFRILETaI CATALOG GRATE n. Lo7au NUMBER TYPE OPEN FFFT R-2MI Beaten 20 GT Available Lid: R-1733 R-2561-A Inlet Frame, Beehive Grate r— 263/4' wale SIL PERIMETER CATALOG GRATE R. LNEAL NUMBER TYPE OPEN MEET R-2561-A Beehive 1.2 6.7 Available Lid: R-1733 NEENAH FOUNDRY CLICK HERE to return to the Table of Contents ci J 0 o � Q C, 0 0 n 0 ~ 0 NO N � � O xCy m M :g w 0 c o mm® Ci Ci 0 M O H O O ry 0 vs 0 0 0 N O O O O O. 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T N IW p p C C O N M C '0 y C.� Ln oI O G O d �7. 1 D N M T IA )�) !\g Lu i � \ � � € m 112 2 7 ig,■ . f ,Er e $ �. $■§ � o A I me g 7 % ��A §{¥ 241 uj ■� 65E E /#rlj Fy2 § m @-0® ire I ` ' q96 «. f . i2 , � ! . & j k- ` /§ . . k § Profile Report Engineering Profile - Outlet -Type C (11-12-14 Storm System.stsw) M H-4 Rim: 5,051.20 ft 5,055.00 - -- - - -- _ __ Invert• 5.043.58 ft _ - .- -- - i MH 1 BEEHIVE-1 i r Rlm: 5,1347.80 itMH MH-2 3 Rim: 5,049.00 ft ! / Invert: 5,043.07 ft Rrm.15,050.00 Invert. 5,043.65 ft 301N FE Rim, Rim: 5_,50-496 Invert 41 ft 40 ft ft Invert: 1BEEHIVE 5-,-04- 3-- ._4 ft11 2.91f--- ( __Inve5 _ - - --- t Invert:5, i _LI _ oIcc(li 0.022: 94.0 f@I C5.050.00 : 74.0 ft @ -0.0 ftift le - 3016 in Conc r to 035,045.00 ie-:30.0 rniConcr i 24" GRATE-1 Rim: 5,049.00 ft Invert: 5,043.90 ft 24" GRATE-2 i Rim: 5,049. to ft invert: 5644,03 ft fI 24'@ GRATE-3 BEEHIVE-3 1 ft I Rim 5,049.00 ft Rim: 5!049.00 ft 7 ftne vrt 5,044.16 fit Invert15,044.29 ft TYPE C- INLET 67 O ft @J-O:0 Wit CO-1 68.0 ft @ -0 0 ft/ft- - _ Rim, 5,047.90 A 3o_O in Con ete Cir - 30.0 In Con r to j Invert: 5,044.70 f[ CO-1: 39.0; fit @-0:004jft/ft Circle - 30.0 in Concrete 5,040.00 '- --- �--------___�--L j I CO-3: 85.0 ft @ -0.002 ft/ft Circle - 30.0 in Concrete _. �---__rl:-____:__I 1 . CO-5: 36:0 ft @ -0.002 ft/ft CO-7- 67.0 ft @ -0.002 ft/ft Circle - 30. I in Concret i Circle 30.0 in Concrete �_ CO-9: 68.0 ft @ -0.002 ft/ft Circle- 30.0 in Concrete 60-11: 77.0 ft .( Circle - 30A -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00. 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 C0-6W87tV-0.002.ft/ft Ellipse - 3.2 x 2.0 ft Concrete 11-12-14 Storm Systerrl 11416/2014 Bentley Systems, Inc: Haestad Methods SolutionCenter 27:Siemon Company Drive Suite:200 W Watertown, CT 06795USA +1-203-755-1666 —11 - -0.005. 7+50 Bentley StormCAD V8i (SELECTseries 3) [08.11:0:84) Page 1 of 1 W $ fD J O N Z O uj inln0 0OLf Q Lo N TT LL � � r C O� fl fh L N� 0 L t r N > r C= G N o ' 00 _4) of O L d a O.tn r lqI d r Or ItN2/ENIlll> t OCSLLI C O VJ V Vj �! Z a)� o� N C \'! 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(.. %mom¥ 2kkt2 &[faaLnev; 53 %\m cc J«*m as P££2£ #«§@q , 22§§i t��Ln_ Ln q « ; #%#Aq #<990Q \ \� /. §(§)§ ■ ri N m C m U C cV N ago m oU� N � 2 3 N Vl + E co E to y o m m co Fo 3 I i Profile Report Engineering Profile - Outlet -Type C (11-12-14 Storm System.stsw) MH-4 24" GRATE-1 Rim: 5,051.20 ft Rim: 5;049.00 ft Invert: 5,043.90 ft 5,055b0 ---- - Invert: 5,043.58 ft r i— r— - - -- - MH 1 `- - — - - -j -- . --- - I--- BEEHIVE 1 _ . I - _ ,_ '24"'GRATE-2 Rim: 5,049.00 ft Rim 5,047.80 ft Invert: 5,043.07 ft MH_2 MH 3 Rim: 5,049 00, Rim: 5,050.00 Invert: 5,043.65 ft ft Invert: 5 �044.03 ft i 301N FE Rim: 5,049.60 Invert 5 043 ft 26 ft Invert: 5,043.4 t3 . E I BEEHIVE-2 24" GRATE-3 Rim. 5 049.00.ft! BEEHIVE-3 5,049.00 ft 5,050.00 - Rim: 5,0 5.41 ft [Invert: 5 42.91'ft �_ _._.__ _ _ _- .--_ -_ _ _ - I `_._-- _-- .Rlmrt % �Inve 0 504 07 c 3: . -ft - nvert5,044.16 ft Invert: 5,044 Inve 29 - - .. �- TYPE C INLET _ C : 74.0 ft @ -0.O ft/ft CO� 67.0 ft @1-O.0 ft/ft CO-1 - 68.0 ft @'-0.0 -_ _ ft/ft - Rim; 5,047.90 ft 11 1 Invert, 5,044.70-ft i2: 94 O ft @i3O.002 ft Ci le - 30a0 in Con r to Ci I - 30.0 in�Con to Cir 30.0 in Con r to f 4) ircle.- 30.0 inllConcr t I I I C 5.045.00 E { CO-1: 39.O;ft ( @-0.004ift/ft ii i CO-5 36.0 ft @ 0 002 ft/ft CO.7 67 30. Concrete O ft @ 0.002 ft/ft C6-9: 68.0 ft @-0.002Fft/ft CO-'11 Circle - 30.0, in Concrete j 77.0 ft@ -0.005 7 ft Circle - 30. `in Concrete Circle - 30.0 in Concrete CO-3. 85.0 ft_@ =0.002 ft/ft (Circle - i m Circle!_ f 30.O,in Concrete IS [I ! Circlej- 36.0 in Concrete 5,040.00 - --- -0+50 0+00 0+50 1+00 1+50 2+60 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 C0-6s iti8%(& 70.062 ft/ft Ellipse - 32'x-2.0 ft Concrete 11-12-14Storm System.atsw Benlley.Syatems, Inc. HaesladMethods SolutionBentley StonnCAD V8l (SELECTsedes 3) Cerder (08.11.03.84] 11116l2014 27 Siemon Company Drive Suite,200 W Watertown, CT 06795 USA +1-203-755-1666 Page I of 1 I - I m c T d c as c W W$ (0 JON _ZQui (1)�o D O uj Q LO Z£m //yy > T LL C ir 4fr O? MM tO OL LO L C_ > G c r It E" > fnU)o?� c w o L0 LLLOr Z � 0 CR E c O O O N O s O LO N ! U O O' V N WC r-O O to (0 T O i 00 O O `%........-_-.___:—_ I O 0 r 4twO O� N $ 00 00 -M �- - -- L In + o V @)o U � OM + r U O 0U O LO - - -1----------J O O O O In O It It O O L N (4) u011en913 c to� ML J O w V) F r V N ON OM O0 m L6 N t= H i 2E> c o c V N C t r 0 0 C r " C CL L. F L 0 d d W 3 O d �•+ T L �^C l L C .` W O u a al LL u7 . Z t Y W co I Tti R O O N LO O O c O N VJ :O O it F R _ �CIRGLs — CAWMEAVEMN DRAINAGE SUMMARY TABLE MINOR PRON T M OWI Mw c114 CIIMII 61m1 I So" I 41Wm1 NY 416op1 p 9Mq .N IN 0.6E aA Rc L.T RNM/XYI pCl B B W0 OM 0A1 66 n0 00 fc RENNIN wgame c c ab ay GAS x0 EO as T] RNm CUOVR D 0 ax an BID 60 SO tO 26 6' p RI E E OA on am SO Go IN T6 AM 1S F 0m a6! ON a0 I a0 1 E] 1 BO ERMIIry CWpcN SOON Awtl F ennilNpnNbitmm {pwM u V a 40 20 O 40 SO SCALE: 1"e 40' LEGEND ExImuG MlxoRwNTouR - YV % EVE➢NGMrWRCONTOGR PROPOSED MINOR CONTOUR PROFOSEDMI ORCONTOUR � NroPasEo olREcnory orovERUNo MINOR MEMO SWISS SOON PROPOSED DRAINAGE BASIN DIVIDE LINE aA DRAINAGEBUMUNO 0.3 .6 MAJOR STORM RUNGFF COEFFICIENT GRaIrvAGE Brti nAREAACREs QDESIGN POINT VEHICLETRACRINGPAD O OCONCREMMMSHOVTSTRUC 11C SILTFENCE FI STORMORAININLETRROTECTON-TVPEI ptl O STORMOPAININLST PNOTECUOW OROPIM£T EROSION LOG SANALE. DITCH. ON VEGETATED) FLOwNN'. 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