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HomeMy WebLinkAboutDrainage Reports - 01/20/2016City of Fort Collins Approved Plans Approved by: Date: ' zpz.ct FINAL DRAINAGE REPORT Community Recycling Center Prepared for: City of Fort Collins Operation Services 300 LaPorte Ave., Building B Fort Collins, CO 80521 (970)221-6610 Prepared by: Interwest Consulting Group 1218 West Ash, Suite C Windsor, Colorado 80550 (970)674-3300 January 20, 2016 Job Number 1165-012-12 INTERWEST = CONSULTING G R O U P January 20, 2016 Mr. Dan Mogan City of Fort Collins Stormwater 700 Wood Street Fort Collins, CO 80522-0580 ' RE: Final Drainage Report for Community Recycling Center ' Dear Dan, I am pleased to submit for your review and approval, this Final Drainage Report for the Community Recycling Center development. I certify that this report for the drainage design was prepared in accordance with the criteria in the City of Fort Collins Storm Drainage Manual with ' variances noted. City comments, dated May 7, 2015 have been addressed in this report. I appreciate your time and consideration in reviewing this submittal. Please call if you have any ' questions. Sincerely, Reviewed By: ' C Erika Schneider, P.E. Michael Oberlander, P.E., LEED AP ' Colorado Professional Colorado Professional Engineer No. 41777 Engineer No. 34288 ' 1218 WEST ASH, SUITE C WINDSOR, COLORADO 80550 TEL. 970.674.3300 • FAX. 970.674,3303 TABLE OF CONTENTS TABLEOF CONTENTS............................................................................................................ iii ' 1. GENERAL LOCATION AND DESCRIPTION................................................................ 1 1.1 Location...........................................................................................................................I 1.2 Description of Property................................................................................................. 1 2. DRAINAGE BASINS AND SUB-BASINS.......................................................................... 2 ' 2.1 Major Basin Description................................................................................................ 2 2.2 Sub -Basin Description................................................................................................... 2 3. DRAINAGE DESIGN CRITERIA...................................................................................... 2 3.1 Regulations......................................................................................................................2 3.2 Directly Connected Impervious Area (DCIA) Discussion .......................................... 2 3.3 Development Criteria Reference and Constraints...................................................... 4 3.4 Hydrological Criteria..................................................................................................... 4 3.5 Hydraulic Criteria.......................................................................................................... 5 ' 3.6 Floodplain Regulations Compliance............................................................................. 5 4. DRAINAGE FACILITY DESIGN....................................................................................... 5 I4.1 General Concept............................................................................................................. 5 4.2 Specific Flow Routing.................................................................................................... 6 ' 4.3 Drainage Summary........................................................................................................ 7 5. CONCLUSIONS....................................................................................................................7 ' 5.1 Compliance with Standards.......................................................................................... 7 5.2 Drainage Concept........................................................................................................... 7 ' 6. DRAINAGE SYSTEM MAINTENANCE STANDARD OPERATING PROCEDURE 8 6.1 Rain Garden.................................................................................................................... 8 6.2 Storm Drain System (including SNOUT® Water Quality System) ........................... 8 ' 6.3 Forebay-6" Curb with "V" Notches............................................................................. 9 ' 7. REFERENCES...................................................................................................................... 9 APPENDIX A VICINITY MAP, DRAINAGE AND GRADING PLANS APPENDIX B HYDROLOGIC COMPUTATIONS APPENDIX C HYDRAULIC COMPUTATIONS APPENDIX D WATER QUALITY AND DETENTION POND, RAIN GARDEN, SNOUT® WATER QUALITY SYSTEM INFORMATION AND ALTERNATIVE COMPLIANCEIVARIANCE APPLICATION ' APPENDIX E SOILS INFORMATION, FIGURES, TABLES AND EXCERPTS FROM REPORTS iii 1. GENERAL LOCATION AND DESCRIPTION 1.1 Location The Community Recycling Center development is located in east Fort Collins. It is located in the Northeast Quarter of Section 19, Township 7 North, Range 68 West of the Sixth Principal Meridian, in the City of Fort Collins, Larimer County, Colorado. Please ' refer to the location map in Appendix A. The project is located west of Timberline Road and south of the Timberline Substation. The Power Trail and Union Pacific Railroad is located to the west of the project and the un-platted Timberline Star property is located to the south. 1.2 Description of Property The property consists of 4.56 acres and is owned by the City of Fort Collins. The project is an open air facility and will not have any buildings (except for a service shed). It will consist of a variety of hard surfaced areas for unloading and materials storage as well as a circulation drive off of Timberline. The land currently slopes to the north at about 8%. The land is currently vacant. The ' majority of the ground cover is dry land vegetation. There is offsite flow onto the property parallel to Timberline Road. Flow from the Timberline Star property to the ' south enters a drainage ditch at the southeast corner of the property. The ditch is adjacent to Timberline and directs flow north to an existing pipe in the Railroad Right -of -Way. ' The majority of existing soil type on -site consists of Larimer-Stoneham complex which is classified as Type B by the Natural Resources Conservation Service. Soil information is located in Appendix E. I 2. DRAINAGE BASINS AND SUB -BASINS ' 2.1 Major Basin Description The proposed development lies within the Spring Creek Master Drainage Basin. It is also a portion of Basin 13 of the Timberline Road Widening Drake to Prospect Drainage Report, by North Star Design, Inc. dated April 6, 2005. Excerpts from the City approved "100% Design Drainage Report for Interim Timberline Road Widening Drake to Prospect" can be found in Appendix E of this report. The Developed Drainage Plan for the Timberline Road Widening is also located in Appendix E. 2.2 Sub -basin Description The existing site drains to the north where it is intercepted by an existing 24" storm ' system in the RR right-of-way that discharges into Spring Creek. 3. DRAINAGE DESIGN CRITERIA 3.1 Regulations This report was prepared to meet or exceed the "City of Fort Collins Storm Drainage Design Criteria Manual' specifications. Where applicable, the criteria established in the "Urban Storm Drainage Criteria Manual" (UDFCD), developed by the Denver Regional Council of Governments, has been used. 3.2 Directly Connected Impervious Area (DCIA) Discussion Urban Drainage and Flood Control District (UDFCD) recommends a Four Step Process ' for receiving water protection that focuses on reducing runoff volumes, treating the water quality capture volume (WQCV), stabilizing drainageways and implementing long-term source controls. The Four Step Process applies to the management of smaller, frequently occurring events. 1 2 Step I: Employ Runoff Reduction Practices To reduce runoff peaks, volumes, and pollutant loads from urbanizing areas, implement Low Impact Development (LID) strategies, including Minimizing Directly Connected Impervious Areas (MDCIA). Runoff for the site will be routed through vegetated areas, a SNOUT® water quality device with a sump and a forebay along the north curb and gutter thereby reducing runoff from impervious surfaces over permeable areas to slow runoff and increase the time of concentration and promote infiltration. Step 2: Implement BMPs that Provide a Water Quality Capture Volume with Slow Release Once runoff has been minimized, the remaining runoff shall be treated through the water quality pond (rain garden) located north of the project. Step 3: Stabilize Drainageways Natural Drainageways are subject to bed and bank erosion due to increases in frequency, ' duration, rate and volume of runoff during and following development. Because the site will drain to a proposed detention and water quality pond, bank stabilization is unnecessary with this project. Step 4: Implement Site Specific and Other Source Control BMPs Proactively controlling pollutants at their source by preventing pollution rather than removing contaminants once they have entered the stormwater system or receiving waters is important when protecting storm systems and receiving waters. This can be accomplished through site specific needs such as construction site runoff control, post - construction runoff control and pollution prevention / good housekeeping. Q 3.3 Development Criteria Reference and Constraints The runoff from this site has been routed to conform to the requirements of the City Stormwater Department. Water quality facilities are required for the new construction proposed on the site. Water quality will be met through the use of a rain garden at the bottom of the detention pond. Onsite detention is required for the runoff volume difference between the 100 year developed inflow rate and the 2 year historic release rate of 3.6 cfs, which works out to be approximately 0.6 cfs/acre, and will be provided in the proposed water quality and detention pond. Runoff reduction practices (LID techniques) are also required. No less than fifty percent of any newly added impervious area must be treated using one or a combination of LID techniques. This project will incorporate a SNOUT® water quality system, a forebay in the form of a 6" curb with "V" cuts every 6' along the north curb and gutter, and a rain garden as LID techniques. The project added 83,329 sf of new impervious area. Using the LID techniques, 100% of the new impervious area will be treated which exceeds the 50% requirement. No less than twenty five percent of any newly added pavement areas must be treated using a permeable pavement technology. Because of the significant water quality facilities on the site and the nature of the heavy traffic and flow patterns, porous pavement is not proposed. The only useful location for pavers is the main drive which will have frequent truck traffic potentially damaging the paver system. Reversing the site operation (such as moving the drive to the south) in order to find a good place for the porous pavement would not be a good option because driveway spacing with the warehouse to the south would be too short. The 100% LID techniques of the SNOUT®, forebay and rain garden are intended to offset the need for pavers. 3.4 Hydrologic Criteria Runoff computations were prepared for the 2-year and 10-year minor and 100-year major storm frequency utilizing the rational method. All hydrologic calculations associated with the basins are included in Appendix B of this report. 4 Water quality volume and detention were calculated using the methods recommended in the "Urban Storm Drainage Criteria Manual". All calculations are located in Appendix D. 3.5 Hydraulic Criteria All hydraulic calculations are prepared in accordance with the City of Fort Collins Drainage Criteria. All calculations are included in Appendix C of this report. 3.6 Floodplain Regulations Compliance The site is not within a City of Fort Collins floodway or FEMA special flood hazard area (Panel 08069C1000F). Therefore, a completed "City of Fort Collins Floodplain Review Checklist" has not been included with this report. DRAINAGE FACILITY DESIGN 4.1 General Concept The majority of the proposed development (including the adjacent west half of the ultimate Timberline road) will be collected and conveyed to the proposed water quality and detention pond on the northern most portion of the site where it will be treated before being released. The water quality capture volume for a 12-hour drain time (rain garden) is 3,259 cf and will be accomplished with the rain garden built in the invert of the pond with a maximum of 12 inches depth. Detention will be in addition to this water quality capture volume. The pond outfall will discharge to an existing 18-inch storm pipe and swale that discharges north to an existing 24-inch storm system in the Railroad right-of- way. This system discharges into Spring Creek. An emergency overflow spillway will be constructed and is designed to pass the 100-year flow of the site plus the 100-year existing condition of the Timberline Star property (sub -basin OS-2) located just south of the site. 61 ' 4.2 Specific Flow Routing A summary of the drainage patterns within each basin is provided in the following paragraphs. Basin A is 4.56 acres and includes the majority of the site. Runoff from this basin will flow north to the forebay curb and gutter and then to the water quality and detention pond located to the north. Basin A contains the water quality and detention pond. Discharge from the pond will be directed north to the existing 18-inch storm pipe and swale that discharges north to the existing 24-inch storm system in the Railroad right-of-way. iBasin OS-1 is 1.26 acres and includes the west half of the ultimate condition of Timberline Road and a small portion in the southeast of the project site. The basin drains to a CDOT Type C sump inlet (design point 1) that contains a SNOUT® water quality system and sump. Flow will be then be directed north to the water quality and detention pond. ' Basin OS-2 is 4.82 acres and includes the Timberline Star property located just south of the site. Runoff from this basin enters a drainage ditch at the southeast corner of the property. The ditch is adjacent to Timberline and directs flow north to the Type C inlet at ' design point 1. Existing conditions remain and flow from this basin will be passed over the water quality and detention pond's emergency spillway. Water from the site will be detained and treated for water quality in the water quality and detention pond located north of the site. The existing 2-year rate for basins A and OS-1 is 3.6 cfs. A 640' long and 6' wide swath along the bottom of the pond will also be designed as a rain garden with underdrain for water quality treatment. After treatment, water will be released to the north to an existing storm system and eventually to Spring Creek. Please refer to Appendix D for pond information. i Because of the significant water quality facilities on the site and the nature of the heavy ' traffic and flow patterns, porous pavement is not proposed. 1 6 ' 4.3 Drainage Summary ' Drainage facilities located outside of the right of way (including water quality and detention pond, proposed storm drain system, rain garden and the pond outlet) will be ' maintained by the operational staff of the facility. ' 5. CONCLUSIONS t5.1 Compliance with Standards All computations that have been completed within this report are in compliance with the tCity of Fort Collins Erosion Control Reference Manual for Construction Sites and the Storm Drainage Design Criteria Manual. ' Because of the significant water quality facilities on the site and the nature of the heavy ' traffic and flow patterns, porous pavement is not proposed and we request a variance from the porous pavement requirement of 25%. Please refer to Appendix D. ' 5.2 Drainage Concept The proposed drainage concepts presented in this report and on the construction plans adequately provide for stormwater quantity and quality treatment of proposed impervious areas. If, at the time of construction, groundwater is encountered, a Colorado Department of Health Construction Dewatering Permit will be required. 7 1 6. 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. 6.1 Rain Garden ' Inspect the infiltrating surface at least twice annually following precipitation events to determine if the rain garden pond 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 area. Maintain healthy, weed -free vegetation. If ponded water is observed in an infiltration pond for more than 24 hours after the end of ' a runoff event, check outfall location 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. 6.2 Storm Drain System (including SNOUT® Water Quality System) Inspect and clean as needed all drainage catch basins (inlets) 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. Monitor the SNOUT® monthly during the first year of new installation after the site has been stabilized. Measurements should be taken after each rain event of 0.5 inches or 1 8 ' more, or monthly, as determined by local weather conditions. The structure should be ' cleaned when the sump is half full (2 feet of material collected in a 5 foot sump). The structure should also be cleaned if a spill or other incident causes a larger than normal accumulation of pollutants in the structure. Maintenance is best done with a vacuum truck. Finally, annual inspection of the anti -siphon vent and access hatch are recommended. Flush the vent or gently rod with a flexible wire is required to maintain ' the anti -siphon properties. 6.3 Forebay-6" Curb with "V" Notches Street sweep every month along the curb to clean out the forebay. Remove as much ' debris, silt, trash and sediment as possible from the notches when cleaning. Prevent material from washing to the pond slope. 7. REFERENCES 1. City of Fort Collins, "Storm Drainage Criteria Manual", (SDCM), dated March, ' 1986. ' 2. Urban Drainage and Flood Control District, "Urban Storm Drainage Criteria Manual", Volumes 1 and 2, dated June 2001, and Volume 3 dated September 1999. 3. North Star Design, "100% Design Drainage Report for Interim Timberline Road Widening Drake to Prospect", dated April 6, 2005. 01 AP.PENDIX=A 'VIGINITY.IVIAP, F'DRAINAGE At4b-GRADING' PLANS' ,A., so "1111 0111 ]m _M�m VICINITY MAP 'SCALE! I" UPRAILROAO '` SPRINGCCCCIII REEK / /%i �' 1 O O LC/7'1'OFFDCOLUNSO tt4WNlGFS TO sRlla aF6[ f \ 64 I \ \ I 0 �� I I IT ., I E1 I III UPRAILROA Ito 1 f •Dw _ T)MBERL/NESUBSTAT/ON It It I I I � I I Q I I L \ I I l Il- I kk II / � � � O \ ��\ III -.�E' � �� -� ��.�•" ��_ �1114, -- -_______ ____ SECTION)_ iPERFPit IPE WaCV PONDING AEA' B' CURB AND WT1ER TYPE C AREA NlLETI _ w/ •V- ass it -w/ DwRFc PUTS - 1�i� i- �a I CIAE � I cY DVFRnow SPILWAY w/ CONCRETE " tt I 2 11 �. `� ..• P FOREB AREA WUSDAFULL R090N W T TEDy, �) I I \ jj f oA IYPF APEAI I I I - _ W/ SWP AND W %XATy. I 1 \\ 1 .>tn,•.- " --12 I I► n I _ _ -,--11 t•3 AN1 A I - UNPLA=D 0. I Ir v 7 I 11 00 I�--�-- 000�- - r'Vo-� 1 � 010, LEGEND ASIN D V pE.lN I IMI.NNAGE B/,JN NU.IBEP 0.3 063 A°vpB STeRu�io�.�I R�vpEEcusEsm+* GBAINA(iE 8A4N MG Q[IESK.N NvI: -� NKK17YDNMCTIONO WErzLVDFf DRAINAGE SUMMARY TABLE DESIGN POINT AREA DII AREA ACRES C 10 C 100 Tc 10 MIN Tc 1D0 MIN 0 2 CFS 0 10 CFS 0 100 CFS A A 1 4.56 0.52 0.65 11.5 1 10.9 1 5.0 1 8.5 1 22.1 1 OS-1 1 1.96 0.64 0.80 1 7.0 1 5.8 1 2.0 1 3.5 1 9.4 2 OS-2 1 4.82 0,49 1 0.61 1 11.8 1 11.2 1 4.9 1 8.4 1 21.9 POND SUMMARY TABLE REWIRED WOCV RAIN GARDEN 0.07 AC FT WQCV ELEVATION 4931.0 FT PROVIDED WOCV 0.28 AC FT 100-YR REOUIRED DETENTION 0.65 AC FT 100-YR DETENTION ELEVATION 4932.0 FT 100-YR VOLUME PROVIDED 0.75 AC FT 100-YR RELEASE RATE 3.6 cfs IAN EA EERY �2'+}�1• ATR AION 48IIE AT .- 4 1Y w W 4• IwoE Maw KX I II II II 4134. SPLLWAY F4IYSSW KS4.W (1W Oi COpa¢lE RIBBa! W/ RgIM P1A® OOYb41FdrJ1) In SY 0Ir rnE L RwRM Rffl-4R]:.o I' WLE CalaKff PAD B W/ r LEDETAIFD S. N E 12• ac Bp111 WAYS CONCRETE RIBBON AND BFLDm •1N I' TYPE 1 BD30ND Y YNIIW cF M KI♦EEN � M REIIAR AND FACE a C MEM EMERGENCY OVERFLOW SPILLWAY W/ CONCRETE RIBBON NTS m ZZ N 9'/' 3 W U DO 0 TD O W U K Q (0N Z III. LLW J - cm O a O to L U m U p IOi m U LL W L9 Z i u WW W 6 m E E. Z G O U g W Z CALL UTILITY NOTIFICATION CENTER OF COLORADO 811 FELL 2-61 DAYS IN ADVANCE O 0 1� SUORE YW DIG, GRADE. OR EXCAVATE FOR ME MARKING OF UNOERGRWND - - MEMBER UTUTIEScZ D D W = G w W a a 0 w o III m CITY OF FORT COLLINS, COLORADO 0 o u UTILITY PLAN APPROVAL �m �O RFCIS� oP APPROVED: Gtt EMCWEER DAZE .•SµE �fy V � o e CHECKED BY: _ N2W WATER R WASIEYIATER U141TY DAIS 6 • t 4"• CHECKED BY: 'ON�� ENP STGRYWAIER Vllltt DATE CHECKED BY: - PROJ. NO. 1165 12.12 PARKS 3 REOREATDN DAIS 80 40 O BO 160 CHECKED B7: 1RAFFIC ENGINEER DALE SCALE: 1"= 80' 6 CHECKED BY: NATURAL RESOJRUS DAZE -- CoRatluctlon Sequence Chan _ _ -• J I Nro trn. 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BEFORE WKI GRADE, W EXCAVATE n m W E 11 O ❑ ❑ 49A2 lxxxx� E)fiI MA ORCONTOUR - ❑ / FOR THE MEMBER UTUT11I 9 Z I' 0 �KXXX� PROPOSED MINOR CONTOUR = C = ow yJ yJ Y --401010t—� PROPOSED MAJOR CONTOUR F ef Q 0 W I I Q U U W I I PROPOSEDDiRECTIONOF CITY OF FORT COLLINS, COLORADO D m In D U UNP"A 11c` OVERLAND FLOW UTILITY PLAN APPROVAL A9 / O ® CONCRETE WASHOUT '1'p0 RE��Cyyi,,,SJ Oj APPROVED. OTr ENGREER DATECORI VEHICLE TRACKING CONTROL CHECKED BY: N2� -- -- - WATER A WE III UTUIY NOTES: O -- — — — — -- COMPACTED BERM CHECKED BY: .TW fSSr �"" Eiff� STGRMWATER UTIUIY DATE ryYAg� ALL WILD AND STEEP SLOPEOAREAS EXPOSED DURINGLAND DISTURBING I.SLOPEG. O` D / EROSION LOG PROTECTION GRACING, ISTRIPPiNG. GRAOING.tRiIITY INSTALLATIONS STOCKPILING.FILLING. ETC) SHALL BE KEPTINA ROUGHENED GHEN D CHECKED BY: PARKS a RECREATNJN DATE PROJ. NO. 114 12�12 CONDITION BY SURFACE ROUGHENINGMR) RIPPING OR DISKING ALONG LAND CONTOURS UNTIL MULCH. VEGETATION. OR OTHER PERMANENT EROSION CONTROL IS INSTALLED. 30 O 30 60 oWATTLE INLET PROTECTK]NO CHECKED BY: 15 I _ 2.ALL PLANTED AREAS SHOULD RE MULCHED PREFERABLY IMMEDIgTELV FOLLOWING PLANING. BUT IN NO BEOIMENT TRAP D TRAFFIC ENGINEER ATE CASE LATER THAN TING SCALE AN 14 DAYS FROM PLAN: 1" = 30' CHECKED BY: NAILRAL RESWRCES DALE Mil �QQj* IJ L \ 4 T/MBEKL/NE SUBSTAT/ON -� $ �0,[ \\\ V ( yw� s� I I\ —_ __ �• �� ,��, = _.—.'-- '�`� — ______ % __ —___ _--_--_—__ _ I \ -------------- .492- - 4927 /492 1 ± � p - PROTECT x 9M 934 4' WIDE amm— E% TREE 9 1 V�26.62 PER' RE PIPE 640 9 % fi- 'MDE RAM GARDEN 1351 C/TYOFFOAT7'CO NAT 0 023R— (SEE SECnm DETAK) 4- PERF P e o.2 O a933 IS ARHATEA OEA FAR ME 934—FLAT BOTTOM OF ME —= RAN GARDEN -49 6� e 39.67 39 67 / j1 T I I R 9a0�— FI. n 25 V 15' INFLOW m NP 40M MRS AND W71ER fl 1 } GRAV:� SERVCE_� AREA 41 9J I -Al wo _A9A3. 620 LF IF CUR 'V, CURB CUTS 25 LF 1F 493] WRB ANO INSTALL SOOAV STMP EROSON MAT ENTIRE WIDTH BEGIN CBG OT SITE ON NORTH EDGE CE _ W/ "V CUTS 4F 0 3967J HE 403 40.33J s0 32 / 4407 11i/,YI r \ASPHALT 4D ]3F/ 941 - COOT M 412 TYPE 0 COOT M 412 TYPE C 'CRPYEL SER AREA ID'A10CONCRETE JOINTS �N-S JOINTS - COOT M 412 TYPE D '-E-W JOINTS MOT M 412 TYPE C PROTECT E% TREE TYPE W/ SUMP AND 3 18' RCP W71ET PW'E "Al • (iM) _ NNRE �DEWN (BY OTHERS) Ir )RE CORE AND WTTER (BY OTIERS)' C INLET / "iED - - 1$—NHS 3440 iMSTMG CULVERT/ { TD REMAIN' I CALL UnUTY NOTIFICATION CENTER OF COLORADO 811 m ZzN 7 90 O 0 m0O p F wUW K 0: QIL z N y It LL ¢ir O O D. 0 a0m U 0 IOL TO 0 LALL 2-WSNESS DAYS IN ADVANCE BEFORE YOU MG, MADE. OR EXCAVATE o 0 FOR ME MARKING OF UNDERGROUND MEMBER UTIUTIES. r: m G W T W J O U o NOTES: CITY OF FORT COLLINS, COLORADO a o U UTILITY PLAN APPROVAL 'ly '00 RECisj UNFLATTED 1, SEE LANDSCAPE PLAN FOR REVEGETATON METHODS AND DETAILS. 2. STORM PIPE CONSTRUCTION SHALL BE RCP CLASS III BEDDED PER STANDARDS. APPROVED: 3, ONSITE IMPROVEMENTS WILL BE PRIVATELY OWNED AND MAINTAINED. CITY ENGINEER DATE u O •: CHECKED BY: WATER h wASTEIMATFR onutt DATE N2BB [[ E 4. ALL UTILITY CONSTRUCTION SHALL CONFORM TO CURRENT STANDARDS AND 1, W "^•.....•^ E SPECIFICATIONS- CHECKED BY: f. �IONAL EYE' STDRNWATER UTIUTY DATE 5, ALL EARTH WORK AND PAVEMENT CONSTRUCTION SHALL BE W ACCORDANCE WITH THE GEOTECHNICAL REPORT FOR THE SITE AND LCUASSASAP'PLICABLE. CHECKED BY: PROD. NO. I I65-012-12 PARKS & RECREATION DATE 6, CROSS-SECTION DETAI LS ON PAGE 6. 15 CHECKED BY: 30 0 30 60 7, TI MBERLI N E ROAD ULTIMATE I MPROVEMENTS BY OTH ERS. TRAiT1C ENGINEER DATE 4 SCALE. 1"= 30' CHECKED BY: NANRAL RESOURCES DATE APPENDIX:# HYDROLOGIC. COIVIPU,TATIONS 10 �v tu cn Zr @ YqYq 0 R 6. CD w = 06 E C4 'm CO CIF 0 C. co rry Im. mtk6*1 Ponsulting Gr.oup RUNOFF &EFFldEkfS'& IMPERVIOIUS) ,106770M, PROJECT NO: COWLITATIONS'BY: DATE;' Recommended Rtmaff. 6&ficic;itsiri;M'Tible 34cf City of Fort CoIllim DesloCritarli: RaOrAvended % 4npeMous htin Urban,Sjd6 Djjjnsg6,dfi*Mdnu8jj Trio-Eksoks F7RU�noff*A lots 0.95. 11 ;GP:. 0,95, go 10 1 'W' SUSBASIN ,DESONATION, TOTAL AREA, - ,TOTAL' AREA ROOF - AREA :PAVED: AREA GRAVEL'CONCRETE AREA AREA I' , GqJq LANDSCAPE AREA RUNUFF.1 C66F- lw ll.pprlow REMARKS OMING A -4ML 1 leawd a .,a o IPA550 020 Exisfing . PROPOSEon • -Az '4158 104556— --,Oo ANN 114,517 U2' -42 DeveloW to Rain Gardeniftnd •OFF SffX •DS-1 .1-20 5t.800 .0 27,611' '0! 1 T02 22.05- 0-04- .Se 1/2 LnUmate DPI no D HE" Ato -4.82- -210.163, :0 ?A&W 0, 1 0. — 13fkwp 0.40- -35-- Ttmbedin Mparop-40y it;TIWO-DPI '09-1.08-2— • alas �401,365, a 74,102- 169,400, 020 40 -A-081. 5,82 -,253,M •03.953'- --22,000 $37,400 "7 145..+ Total3mated In Rain GarderuVwd- TOTAL (A-C&I!CS0,. 1064 40,519 a twisoy. -0� .20M 274.007 cat 41 SA2 '253-154 'o 27,911 0, 221g1 'o02o- 13" ;.Determine Release Rate I Ir tmpwvbtmwknhma!106%DMWPDminq*RepMtkrkftftTimbaiW4-dWbwftDnftbPmwer WmamrDe!VkApdQ 20M -*eawLpw--Vp;wMvway CakWated . C C09WClarlt8 &;%IRrpervloug are area welghtsd .'C=-(CFAI)IA I A] 6 areas DI edace%Aih-nMcffwefficlibm of Cl. a ovai.wf JihC sum 6fSUMS. i.415 nmjb w r ff 1.fE Ol w x .9 —Z M L) !OW woo 0 m.j w ce � ° § �� . Mw I,- IT I C4 m ej tsi V. Fl I 91 ,I£o i%4 VF!�§\\ M tu E I q L 7\ \ 0) P cli i6 S <mm z n ; g 0w 0 . < 000 05 ` \~ \\(./»� & «\\ c 0 C4 w 76 C tu LL I 211 cc v LL. c r.- QW) (D' E E T, 10 :E z E cy cu w 9 Z, z z 0 b go< E I I I CR cq N -:ICR CR MW m r IQ ed W 0 m a O z 00 0 kq "It I "R 0 W WIN W _0 P� > E 9 q CR I q C4 Eq cq !A cq CR Ci IR 0 0100 0 LlIN 34- W M 's 9 w z P +0 0 0 IL 0 - th + 0 Ilk UJ W, Vi c C Oc- pi + :E 0. Ul ;z 1E o 4) 11 a fill •it. MIS IV - LL -Z .0. Qy N yl a o c S .O U W O J LL Z O op h !N O S:u,.'C •11' zyz 00 'N ELI ,j'5 g'm o `o m i •I I I 1� W K In m O O, N 17 O m' m m m m Pl sr u = O bi ev I d m ro m _ m �Iq $� NCI I J, H I. pi0 Idol, < w � O Ui lV pw d C m P U. C q Oa d iG�I O 0 d O " �i min rye m ,$ m�q.. LL O �� � ,b. z Z fps Q y it00 << z rc � Sm O � 1 CQ i e LL ti 0 b iLL q U C a m, e' m �Qk' Q�bCl'�. C`e O�U-i3�li Q: . � $ k� . .0 . e k ƒ� k ce ¥} $ \ƒ Pal �\ f ¥ � f ? wkq yB±■ 7f)# .� | ..<...<: . 0. \ ( _. ± i - k� f $ ¥. 'j, ; - 9 }(\ §k\§ \//\/\�\ )§\ | § }� � £f ./ ƒ' « E_ = t »2 ƒ ON / , fEf7�7% 34 */\L SL � Ix \( ^kkk # i \ ) # - * �& ƒ\\.\�/%§§/ a f [ ww ƒ ƒ ci Cl } 7§$ k $ § H k § s6* B � z\ \\ \ k \ � k: U�i• /5 < : / } E APPENDIX .0 HYDRAULIC t-A LCULATION& in I tervi- ' st'� oC �ensulting;GroupT 128VA * s ' h,,SuNit IrilefFlOw-CalcUldflori foe.Areal - nietr; 0me-' IRF ,4 . ob'Ntjmb(3G .Calculal:ions b' .,y,* es 0 §je6tive-- to -find, thenumber o gratew.irequired f6r Typ,0, P, arepinlets,!n.grass y areas. Geornetfy,at] 616t,; 'dr6tepinks nsand i*n"forniati6fl- !06se Mesh Grate 'Wdht-W226f ,enghL-j.,P642 fq6t, OodnAiia'(A�;! 616944 q i *ft', ,Reduib F 30% q cictor.(F) -GrMe FloW-, We,the 6rifi6e ei Ua dn I.t.y _q 0 tH) bfiridtfid-iddaiiihie'tc-apac T,(;��, .J .11 wedHydrauflc besliqn-&6& by Mdi3iavvu.HIIJ;46w� flc�166fkuiflonwe erl q -a-nd,'C vtlue �0' ifice.�i's-dhi�6e,�oef.ficii§rit'- A Orifice are0 eharbB 6f.6rqt6 �,=.g'ravitiiional'const�3'nt��- 314 ftfs? hAd dn*graW centroid,pondlihg d606 &6t): The6.iTiultiplyib�,'there6uctio- f?ctor4o'r'the:" 'w-iil -.'. 1 11 allo -0 e.capd,city. PG ='Q 1'- F) bp I: Qi') 40:6 cfs ? :282 6%. 3@ VA /' 'ai CWS-QRT(-?* 9 .42.28.-cfs 6f�k if USE:, Single Typ -.qIpinilAt Wf 46A 433gr ft2 .84.57, cfs 'G :Ab'.ds! TrIpIe:per t-InI6t A,= S*A cWSQR*T'(24gH)I 240,02,ds! ., Q .G '68:off I t p6giall Scenario: 10-YR KOW , T DP 1 (TYPE C INLET) r • /� ' S �-X � ' � � U • � c-f s Bentley Systems, Inc. Haestad Methods Solution Bentley StormCAD V8i (SELECTseries 3) Storm t.stsw Center 108.11 03 84) 412112015 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA +1-203-755-1566 R 5 �f / � � p I No Text No Text iD rz 0 I ii 'u.) at, :(U), , I UORBA011-1 . 1 31 0, LO C. ol ct D � � I& ; � No Text No Text 0 10. :01 Ol A01 BAnf-I YUN . O O Ol Lo r+ ' 0 0; 0, I Q 10. JE AQ w r W Q U rL Y C� c U F rn tic 83m Tn Np A lldaiFijl £p� O E I fli "0 Ln I —0i ol r ztt r6 > Xeg A rl. U) ,Bic 91 1p �§� Lo 0 CL NLf) N ,o) iu to IL F- •0 I c o cr Lf) .0I 10 CD III C),o 6 Lo 0 00 0 U), �m Ni 10)7 a), \\ , . V) 7E5 CD ƒ al RR to C-4 ca. to ... V. '3' c .03 4) ca ©tea. .0i ICAD ;o. E co IT cr- CD U to W L 4!b " ab E m 0 "a. -a UX �j F- ? U) MID C, .0 0 0) " 0 > 0 Z: 0 r- L6 10i 0! �LL ' U) Z 0 a;-.j c 8 A 1'(D 30. Zf 5 uj� LL a. 1.6 co t I( Ll 0 7'j�- (D 0) 0) a) m E M m co -0 .z LU. a) ol .0. U1.0 7 .0 T, :1.11 wj W CL .So # c 1 4 46 c -0. CL CD I APPENDIXID t WATER QUALITY AND DETENTIUN'POND -RAIN'GARDEN,'SNOUTWWATER .QUAL• ITY SYSTEM INFORMATION AND ALTERNATIVE. 'CQMPLIANCE/VARIANCE, APPLICATION, a qeslgne�- ES Data: April 21, 2015 Project: IRF Location: 'Fort Collins, (100% If all pm�ecl and roofed areasZpstrqam o! rain garden), 8) Tributary Areas Imperviousness Ratio P.= 1,1100� I= '0:450- D) Coftibutft Watershed Area jindWing,rain garden area) Ared Z 53,364 .64ft H) User Input Of Water Quality Capture . Volunie (WQCV) 64Wqn Vdurne. V . �Vaw Acu-ft 2. Basin Geometry b) Actual Flat Surface Area, E) Aiaa at Design MON (Top Stirface Aria) 'Arm 4350' sq ft, 3., Growing Media Mosi One' City of FortColins Specifications, 0 No LLW m . yonrice Diarrieter.,31W Aftfturn D6=_ Inr - Desigfi Procedure Form: Rairt'Garden Sheet 2of 2 Designer. ES Company: Interwest Consulting Gioup-- Date: April 21. 2015 - - Project;. . .IRF I:oaallowr Fort Collins ' - i 5.Impermeable Geomembrane, Cfrer and Geotextdo Separatoi Falrric 060D One — Q,YES f A), IS an impenneable prier provided due to, proximity O NOZ of sbuetures or groundwater corgaminatlon?; - 6. Inlet f Outlet Control! Cmose One ' Sheet Mb he Energy D "Wian' "kw A) Iriel control Q Coamtrated Flan- Energy Dlsslpatlen ft Wm' One, -7. Vegetation 0 Seed (Plan forfregrierwt weed Eontrol) PWWngs Q Sind Gmm or Mirk gh I,dilrraeat Sod . a. Irrigation, Cmose;0lu —. 0-YES. A) Wig the rain gardeabe,tirigated? o No . ^Notes: 1 4-6-15 Rain Gardenxlsm, RG 4/212015, 9:19 AM;' LbCAT,IQN:- PROJECT NO: COMPUTATIONS BY'. - DATE: OPT164TON VOLUME t:ALdmAnoks Rational'Volumetric Method ve a10 nt'(13 'sip lA and-OS-1 Ihteio tecl,Aedydinj�Cenier. 1I-65 :QI2-42 e& 4/6/2-015.- Ar'ea,16:16'PMO = 5:62 ad Dgy-eloped, 0ow = 'Q'', - = CIA. "C (1010) -*0.6a. Vol In Vl =,T Cl A.= T Developed'Gk= -441 acre re, Vol: Oijt= v&'K-Q- T 11616aiOoio,io�b i; 1W efs pq K' 1:0 (frq�rp,fig2 1), storage`-,S."=Y -:V6. ;Rainfallintensity from: City of Fort-Colifins IDF Curve with (3.67")'raifif6II' 'Stdim burationj (mifiv Rairibli 16tinsityi I .(i-rd-h.r) ;Qb WS1 'Vol. In VI (W) Vol. -Out No. Storaqp S (#3) !Stor'a A. 5' -9:95 39.4 1'1 813 1053 -10760 025 10 7,12. 30,61 18332 '2106 16226 % 0.37, .20, :5.60 22. 2 26595 4212 22383' 30, 4752' 1719 .32199,. 6318' '25881 0.59 F 40� .174 .14A :35523' '8424 27099 OZZ 60 1,23 I2:8 '38349, 1,0530 2781,9- -0.64 60 186 1-.1,.3 40747 12636 281*11 0.65 70, '2.00 10.3' .43217 14742 '28475 0.65, -80- 234 93 44452 16848 .27604 0:63 90 2.17 86 46375 18954 27421 0.63 '100 1,1.99 7.9 47254 -21060 :26194 0,60 1% 1:87 74, 48845 23166 '25079 O. W 120 1.75 &.9, 49866, 25272, 24594 D:56 430 1 �.66 �6.6' '51243 27378 23865, ..LO:55 140 -1,.57 6.2 52193 29484. .227M 0.52 150' TA8 51.9 52715 3,1590 .21125 0.48 160 1.42 &6 53950 33606' 20254 ',046" 170 1..36. 5.4 54900 35802, 19098.- 044 1.80 1.29 5.1 55137' 37908, 17229- 040', Required Stdrani'Voluin - 6: 2W5' 1W 0'65 4crelft, . 15 P6hd,-VqIUme.AS,FAA-1 LOCATION: PROJECT NO: COMPUTATIONS BY DATE: Bottom Rain Garden Top Rain Garden 100 year Detention Spillway Top Berm Detention Pond - Stage/Storage Intergrated Recycling Center 1165-012-12 es 5/19/2015 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 9 Stage (Elev) Surface Area (Ft^2) Incremental Storage (Ac-ft) Detention Storage (Ac-ft) Total Storage (Ac-ft) 4929.9 0 4930.0 7900 0.01 0.01 4931.0 16300 0.27 0.00 0.28 4932.0 25300 0.47 0.47 0.75 4933.0 34600 0.68 1.16 1.44 4934.0 44300 0.90 2.06 2.34 REQUIRED WQCV ( RAIN GARDEN 3,259 CF)= 0.07 AC -FT PROVIDED WQCV= 0.28 AC -FT REQUIRED DET VOL= 0.65 AC -FT PROVIDED DET VOL= 0.75 AC -FT 5-19-15 Pond Volume.xls 100-yr Event, Outlet Sizing LOCATION: Intergrated Recycling Center PROJECT NO: 1165-012-12 COMPUTATIONS BY: es DATE: 4/6/2015 Submerged Orifice Outlet: release rate is described by the orifice equation, Qo = CoAo sqrt( 2g(h-E,)) where Qo = orifice outflow (cfs) Co = orifice discharge coefficient g = gravitational acceleration = 32.20 ft/s k = effective area of the orifice (ft`) Ed = greater of geometric center elevation of the orifice or d/s HGL (ft) h = water surface elevation (ft) Qo = 3.60 cfs outlet pipe dia = D = 15.0 in Invert elev. = 4929.90 ft (inv. "D" on outlet structure) Ed = 4929.90 ft (downstream HGL for peak 100 yr flow - from FlowMaster) h = 4933.00 ft - 100 yr WSEL Co = 0.62 solve for effective area of orifice using the orifice equation Ao = 0.411 ft` 59.2 in` orifice dia. = d = 8.68 in Check orifice discharge coefficient using Figure 5-21 (Hydraulic Engineering) d/ D = 0.58 kinematic viscosity, v = 1.22E-05 ftz/s Reynolds no. = Rea = 4Q/(7sdv) = 5.19E+05 Ca = (K in figure) = 0.62 check Use d = 8.625 in 1 `� A o = 0.406 ff ` = 58.43 in Qmax = 3.55 cfs orifice - 100yr, 4-6-15 Pond Volume.xls LOCATION - PROJECT, NO;. C 0 W.,U T- AT kO N S, B. Y.-- Zuatiofi!fdir'flow­ over..9!6ro6,d.'c�6's-tea"w'-e'ir -0*CLH32' .Wh6r6 C. = weir coefficient = 2A H = bverfibwhdight L land thoftheVeir, Detention' Pbhd.31,5 Efiieir'g4'hc-'y.,', - yoMoW Spil Iway Sizing Inte'rirated, Recycling. tenter 1965--0f2-12 es 4i6/2015, W�* of b6hh :sop, 4 'The s&b ei6VatlbhiH fheo.oficl .Oppd�ttiq,g,spili.'61ev6t!6ri,eqUiI ioAh6,m-'axim-urn,,wat6f.'utf P6s!bn s0ilhk6ywith '0.5;ft flow deoth,,thus'H = 0.5 W �Size the spillway assiurn'i'nq' tNiVt be ponid outlet -is dornpjetb!y clogged. i Pond. 60). '39' cfs (peak flow into: p6rid) . ,9pilibleV-- 4933.00! ft,= 1*00-- af*SEE I - . MI; * n top of birrn`6lev.--' 4934.00 Wp,ir1pngtK, required - " ulrdd: . 42 Use4,=, 42- ft .1 : 70 spillway; 4-6-16"Pond. Volurre:)ds Stormwater Detention and Infiltration Design Data Sheet Community Recycling Center Stormwater Facility Name: IFacility Location &Jurisdiction: West of Timberline Road and south of the Timberline Substation, Fort Collins User (Input) Watershed Characteristics Watershed Slope = 0.010 ft/ft Watershed Length -to -Width Ratio= 3.50 1:W Watershed Area = 5.82 acres Watershed Imperviousness= 45.0% percent ' Percentage Hydrologic Soil Group A = 0.0% percent Percentage Hydrologic Soil Group B = 64.9% percent Percentage Hydrologic Soil Groups C/D =1 35.1% percent User Input: Detention Basin Characteristics WQCV Design Drain Time 12.00 hours 1 i 1 After completing and printing this worksheet to a pdf, go to: ' httos://mai)erture.digitaidatasemices.com/gvh/?viewer=cswdif, create a new stormwater facility, and attach the pdf of this worksheet to that record. ' Routed H dro ra h Results Design Storm Return Period = Two -Hour Rainfall Depth = Calculated Runoff Volume = OPTIONAL Override Runoff Volume = Inflow Hydrograph Volume = Time to Drain 97%of Inflow Volume = Time to Drain 99%of Inflow Volume = Maximum Ponding Depth = Maximum Ponded Area = Maximum Volume Stored = ' Pond Compliance.xlsm, Design Data User Defined Stage Iftl User Defined Area [ft^2] User Defined Stage [ft] User Defined I Discharge [cls] 0.00 0 0.00 0.00 1.10 16,300 3.10 3.60 2.10 25,300 3.60 39.00 3.10 34,600 4.10 39.00 4.10 44,300 WQCV %Year SYeai 10Year 25Year 50Year 100Year 0.53 0.98 1.36 1.71 2.31 2.91 3.67 0.074 0.192 0.340 0.484 0.768 1.033 1.395 0.073 0.192 0.340 0.483 0.767 1.033 1.394 3 4 5 6 7 8 9 3 1 4 1 5 1 6 1 7 1 8 1 10 0.43 0.79 1.11 1.38 1.83 2.20 2.65 0.146 1 0.267 1 0.376 0.431 1 0.524 1 0.602 0.697 0.031 1 0.105 1 0.209 0.316 1 0.533 1 0.744 1.033 n cre-ft ,_ re-ft cre-ft )ours lours t cres cre-ft 1/13/2016, 12:41 PM Stormwater Detention and Infiltration Design Data Sheet i�100YR IN 100YR OUT 25 �50YR IN - — — 50YR OUT I-25YRIN 25YR OUT �C 10YR IN - - - 10YR OUT SYR IN 3 15 SYR OUT — 2YR IN - - - 2YR OUT WQCV IN • •• WQCV OUT 5 0 � ' 0.1 1 —100VR Z S W Q C 1.5 Z Y 1 O 0.1 ' Pond Compliance.xlsm, Design Data 1 10 TIME [hr] 1 10 10C DRAIN TIME [hr] 1/13/2016, 12:41 PM Project Name: Project No.: Client: Su6ieet_ ' Date: -By: With: l 6Z, f - I i ' 1218 W. ASH, STE C • WINDSOR, COLORADO 80550 TEL.970.674.3300• FAX.970.674.3303 MM, Introduction to Design and Mamtenance, ,'Considerations for S.N,OUT®.Stormwater'QUality Systems :Background: ' The•SNOUT system I from'Best{ManagementProducts, Inc (f3Ml?, Inc.,) is: l ased. �on,a,wented hoo&that.can reduce floatabfe trash and`debris free, oils,, and.other solids from stormwater discharges In'it"s rmost,basic+application, a SNOUT. hood ,is installed tover the outlet pipe of ar catch basin or other, stormwater.quality' structure which incorporatesa deep surhp;(see lnstallati'on,Drawing). The SNOUT forms a baffle in the structure, which, collects .floatable debris and' free oils. on the. surface of the captured'stormwater, while permitting heaviersolidstosmk to the. bottom of, the sump,. The clarified: intermediatelayer is forced out of the: ' structure through the -open bottom, of the SNOUT by displacement,frorn incoming flow. The resultant discharge contain& considerably less unsightly trash and other gross; pollutants, -and can also offer reductions of free -oils and hr W solids. As wiih -any structural stormwater quality BMP (Best Management. Practice), design and maintenance considerations will have a dramatic impact on SNOUT ' system performance over the.life ofthe,faclity: The,.most important factor, to consider'when designing structure&which,will incorporate a SNOUT is the depth of the sump,(the sump is defined n4he depth from beneath the invert of the ' outlet pipe�Aq the.,bottorri of the structure). Simnlyput,.the deeper the sumo; the more effective the.unit'wfll be both in terms of polfutantremovals and reducing fre4uency:'of maintenance:.=More volume 'in.a,structure means more quiescence,. ' thus allowing, the; pollutant constituents abetter chance to separate. out-., Secondly, more volume means;fewercycles, between maintenance.operatigns; because thestructure'has'a greater capacity. Of equal importance to good ' performance 'is putting. SHOW Ts:in. every inlet whenever possible. The closer - one captures.pollution to where,it enters. theInfrastructure (e.g. at,the, inlet),. the ' less mixing of runoff there is, and the easier. it will be to separate. out-p61lutants , Pufting•SNOUTs and deep sumps in every inlet develops a; powerful'stnictural treatment train with a,great deal of.effective,storage volume where -even •finer particles may have chance to settle out. ' Design Notes: ' ❖ The SNOUT size is ALWAYS greater than the nominal:pipe size The SNOUT should cover the pipe OD plus the grouted area around the pipe. (e:g.-for..a 12" pipe; an ,18" SNOUT is,th"e correct'cholce):- C). 1414t. As, a (die of1humb, BMP, Inc. recommends minifflum, , sump�tdep'ths.,b6sed', e, -letpi6esiio. , bh,,oUtIet Dpipeinside diahiote'rs-of 2.5 to3'times thUi - Special l" Ndte,for SOA liar'Pipes:-, Xmihirnurn sump depth of 36- inche's f&, all pipe sizes 12 inche's, ID,or less;,and 48'inches for pipe 11548,inbheg'ID, is required: if collectibn,of finer solids, is desired.. 4* The plan dimension .of the structure should be .up: to 6-to 7 times the flow. *ea,df'th&6utI6t pipe, To optirr*ii;te.*pollutant ,ireriloVals, establish a "treatment train 'with -SNQUTs every placed ineveinlet4tiere I it' is -feasible to do so� (this protocol applies.td, most commercial, institutional or municipal applications and any :application with-direbt discharge to surface waters),.. At.6;minirhuM,, SNO.Lits should be, used in every, third hird structure for less ,critical applications(loss critical, areas might include flow over grass sufface'.s-,,very 'l'o'w-tra'ffib..area,s-in private, non-cornrercial,& non - .institutional settings, in ' as', singj@ family residential sites.). Bib-;Skirts'M:(for hydrocarbons and/or bacteria r&dUction in any:sttuicture) and -flow deflectars'(for settleable solids in. a final polishing. structure) can -incr6ase- pollutant, removals. Bib -Skirts are -highly, recommended -forgqp ory I ehicle �s.er.Vice stations, Q6hvehi'e'hc6 stores, restaurants, lo6din, docks, marinas., beaches, sc�hools or high'traffic applicatibris. T6e"R.'series SNOUTs.(12R, 18R, 24R; 30R,.and 54R/72)'are,available 'f6r,round manhole type -structures --ofupto'72"ID;,!he�"F"seties'SNOUTs� (112F, 181:- 2417, 30F 36F' 48Fj 72F and, 96F , ) are available forflat walled box typo :strudturbs;'the "NP" §dries SNOUTs (NP1218R, NP1524R. NP-1 830R,,, -and NP2430R) are available for,PVC Nyloplast(b type ptructures;uplo.30" ID.. Example Stirt.icturi Sizing A -SNOUT equipped structure%wiih-a45 inch JID ou.tl6t: pipe (1.23 s4ft flow area) will ciffer, be§tpefformance with a minimum ' plafi,ar6a of 7.4�sqft. and 481nch sump; -thus-, ayeadily available 48-inch dlametet-manhole7type structure,, or a, rectangular structure of 2 feet 4 feet will offer sufficient sizetwhen -combined with :a sump doPthpf48ihc hbs'-or greater. . _ 'Mairitenande RecoMmOndatloris-1. 1-1 ­ . . I I.. r M6nthIy;rnoniiorihg;fbr ihei!firsVyear` * ,o anew f -, in.sta- hatibn after the site has, been stabilized. 'Measure-m' e'nts' should 1J6 taken, after. each.rain event. of .5 inches or more, or monthly,, pp,cleto determined'-by'I6c5l; weather condftiorfs.. 4* Chebkihg sediment depth and noting jhe, surface:0ollutants. injthel,'s*ucture Will bMholpf6l in planning maintenance:, 4* The pollutants collected in SNOUT eqU[ppOd'strU6t'dres,Will*Coh,sist of floatable debris and,oilsbn ihbs(jrfat&.of,the caplurOcllw6t 6r,.,and:,drit�and sediment on the bottom,of,the-W cture., ❖ It is, best,to sehedulemaintenance'based:on thb.-solidscollected in the, sump: + +:4, Optimally, the structure should be cleaned when, the sum p,isffialf full,.((§.g.. when Veet ofmaterial collects in a 4 foot sump, clean ft,out): ': Structures should also` be cleaned if a,spillfoe other incident'caUSes •a_ larger than .normal; accumulation of pollutants in•a structure. Maintenance is best done with a vacuum truck. If-Bio-Skirts'"' are'being used'in,th'e structure; to enhance hydrocarbon .capture and/or.'bacteria-removals, they;should�be checked.:dn,a monthly basis;. and serviced or replaced when more than:2/3 of the boom is; submerged; indicating a; nearlysaturated� state-. ;Assuming a typical pollutant -loading environment.ekists, Bio-Skirts•should be Serviced* or replaced annually. d• In the case.of an oil spill, the structure,should be serviced and 'Bio Skirts. replaced. r if. any). irimrrediately ' 4# All collected.wastes must.be.handied.and�disposed:;of according toalocal, environmental requirements.. Tb mainta'in the'SNOUT hoods:themselves,:an.annua.l_ nspectibn ofaF e: anti -siphon vent and access:hateh'are recommended. A simple flushing of the vent, ora .gentle rodding with a flexibie-wire are•all th-at's :typically need'ed4b maintain the anti -siphon properties. Opening and closing the - access :hatch once a,year ensures.a lifetime of,trouble -free service. Further structurai-design guidelines including CAD drawings,'hydraulc spreadsheets,,.and site. inspection and maintenance; field reports and installation inspection sheets.are availablefrom:BMP,;Inc: 'To; extend the service life of a,Bio=Skirt, the unit maybe ".wrung out to remove; accumulated,oft and. washed in an industrial washing maehine:imwarm water-. The. Bio=Skirt may then 6e re -deployed as long the° material ,maintains it's. •.structural' integrity,. iI ' Fitment Guide: Based on SNOUT inlet area vs. pipe inlet area. J 1 % OF SNOUT INLET AREA vs. PIPE INSIDE DIAMETER MODEL 12F 12R 18F 18R 24F 24R 30F 30R 36F 48F 54R 72F 96F SQFT. 0.393 0.455 1.091 1.264 1.843 2.118 2.793 3.210 3.534 6.278 9.045 14.13702 25.132 PIPE I.D. 4 450.3% 521.4% Wo N/0 N/O NI O N/0 N/0 N/O N/0 N/0 WO N/0 6 200.2% 231.7% 555.6% 643.8% N/O N/O N/O N/0 N/0 N/0 N/0 N/0 N/0 8 112.6% 130.3% 312.6% 362.1% 528.1% 606.8% N/O N/0 N/O N/0 N/0 N/0 N/O 10 72.1% 83.4% 200.0% 231.8% 338.0% 388.3% N/O N/O N/O N/O N/O N/O N/O 12 N/A N/A 138.9% 160.9% 234.7% 269.7% 355.6% 409% 450% IV/0 N/0 N/0 N/O 15 N/A N/A 88.9% 103.0% 150.2% 172.6% 227.6% 262% 288% WO N!O N/O N/O 18 NIA NIA 61.7% 71.5% 104.3% 1 119.9% 158.1% 182% 200% 1 355% N/0 N/0 21 NIA NIA NIA NIA 76.6% 88.1 % 116.1 % 133% 147% 261 % 376% N/O Wo 24 NIA NIA NIA NIA NIA NIA 88.9% 102% 112% 200% 288% N/O N/0 27 NIA NIA N/A WA NIA NIA 70.2% 81 % 89% 158% 227% N/O N/0 30 NIA NIA NIA WA NIA NIA 56.9% 65% 72% 128% 184% 288% N/0 36 N/A WA NIA NIA NIA NIA NIA NIA 50% 89% 126% 200% 355.5% 42 N/A NIA NIA NIA NIA NIA NIA NIA NIA 65% 94% 147% 261.2% 48 NIA NIA NIA NIA NIA NIA NIA NIA NIA 50% 72% 113% 200.0% 54 NIA NIA NIA NIA N/A NIA NIA NIA NIA NIA 57% 89% 158.0% 60 NIA NIA NIA NIA NIA NIA NIA N/A NIA NIA NIA 72% 128.0% 66 N/A N/A NIA NIA NIA NIA NIA NIA NIA NIA NIA 60% 105.8°% 72 WA N/A NIA NIA NIA NIA NIA NIA NIA WA NIA 50% 88.9% 78 NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA_ NIA NIA 75.7% 84 N/A NIA NIA NIA N/A NIA NIA NIA N/A NIA I NIA 90 N/A N/A N/A WA NIA NIA NIA NIA WA NIA NIA NIA 56.9% Use "F" for flat back SNOUT in rectangular structure Use "R" for round back SNOUT in cylindrical structure VALUE% => Marginal Sizing NIA => Not Applicable N/O => Not Optimal Design Note: The SNOUT size will always be bigger than the pipe size as the SNOUT must cover the pipe O.D. (i.e. Use an 18" SNOUT for 12" pipe.) Installation Drawings: TYPICAL INSTALLATION ' a 44 ANTI -SIPHON DEVICE a SNOUT OIL -DEBRIS HOOD OIL AND DEBRIS d 1 OUTLET PIPE I SEE .! SOLIDS SETTLE ON a BOTTOM 1. , • 1 'NOTE- SUMP DEPTH OF 36" MIN. FOR < OR- 12" DIAM. OUTLET. FOR OUTLETS >OR-- 15", DEPTH = 2S-3X DIAM, Contact Information: Please contact us if we can offer further assistance. 53 Mt. Archer Rd. Lyme, CT 06371. Technical Assistance: T. J. Mullen (800-504-8008, tjm@bmpinc.com) or Lee Duran (888-434-0277). Website: www.bmpinc.com The SNOUT® is protected by: US PATENT # 6126817 CANADIAN PATENT # 2285146 SNOUT' is a registered trademark of Best Management Products, Inc. Nyloplast® is a registered trademark of ADS Structures, Inc. 0 CONF.IGURATION.DETAIL .� OI/P..YT_QIEIlf�IJ FRONT V1EW BIDE VIEW SNOUT OIL -WATER -DEBRIS SEPARATOR: 1. ALL HOODS AND TRAPS F.OR CATCH BASINS AND WATER'QUALITY STRUCTURES SHALL BE° AS MANUFACTURED BYi' BEST MANAGEMENT PRODUCTS; INC:, 53 MT. ARCHER RD. LYME;:CT03371 (850) 434-02TI. (SW) 434-3185 FAX TOLL FREE: (800) 6044M OR (8611) 354-� 585 WEB SITE: xww.beabnp.ccm ORPRE-APPROVED.EQUAL• 2.'ALL HOODS SHALL BE CON_ STRUCTEDOFAGLASSREINFORCED RESIN. COMPOSITE WITH, ISO GEL COAT EXTERIOR FINISH WITH A MINIMUM 0175' LAMINATE THICKNESS.- 3; ALL HOODS SHALL BE, EQUIPPED WITH A WATERTIGHT ACCESS,,PORT.'A MOUNTING FLANGE;. AND'AN ANTTSIPHON VENT;AS DRAWN: (SEE CONFIGURATION DETAIL); 4. THE SIZE AND POSITION 'OF THE HOOD SHALL BE DETERMINED,.BY.OUTLE_ TP,IPES1ZE,'AS., PER MANUFACTURER'S RECOMMENDATION.' 5:•`THE BOTTOM OF THE HOOD SHALL EXTEND,DOWNWARD'A DISTANCE EQUALJO.U2 THE OUTLET PIPE DIAMETER WITH A MINIMUM DISTANCE OF 6' FOR 'PIPES '<12' I.D: '6. THE ANTI -SIPHON VENT SHALL EXTEND ABOVEHOOD BY, MINIMUM OF-3a'AND A MAXIMUM OF, 24 . ACCORDING TO STRUCTURE CONFIGURATION:' ,i_ THE SURFACE OF THE STRUCTURE WHERE THE HDOD IS MOUNTED SHALL BE FINISHED .SMOOTH AND FREE OF LOOSE MATERIAL A INSTALLATION INSTRUCTIONS SHALL BE FURNISHED WITH MANUFACTURER; SUPPLIED INSTALLATION KIT: INSTALLATION KIT SHALL INCLUDE: A. INSTALLATION INSTRUCTIONS B. PVC ANTIPHON VENT PIPE AND ADAPTER , C. OIL -RESISTANT CRUSHED.CELL FOAM GASKET WITH P•SA BACKING- D:.3V STAINLESS STEEL BOLTS E. ANCHOR SHIELDS US Patent # 6126817' .INSTALLATION DETAIL DETAiLe. FOAMGASKETWf' ,PSA'BACMNO— '<. (TRIM TO LENGTI ). :ANCHORVI BOLT :MOU • .. ?FLANGE. - •.' (SEE DETAIL A) 77 D INSTALLATION NOTE: T?%MON H000 SUCH THAT, I T 1807TDM FLANOE'IS:A• 1/2 D' DISTANCE OF 112 CUTLET ' - PIPE DIAMETER (MIN) . BELOW.THE PIPE INVERT. i GASMi MINIMUM DISTANCE FOR COMPRESSED PIPES a 1Z' I.DJS 6'_ *BETWEEN H000 ' AND STRUCTURE 66AILA (SEE DETA_IL8)' DRILLED A�� . HOLE, :SHIELD• ;STAINLESS' BOLT EXPANSION CONE '!NARROW END OUT) CATCH'BASINS-AND WATER QUALITY: STRUCTURES OIL, DEBRIS HOOD 69/06/0 NONE S_RECIFICATION AND INSTALLATION DRAWING NUMBER (fYPIGAL> -SRSN U g a O N• 'Wm Z O 0 w m'w N rn aU z:� U,Y'U' a °Zg. mOm ix. 0 LL W 11! n o X' J p o Q �CC w` v g W no _ o LL N' aC,.. f Ell UJ� .N NMOW Ri-qlO fV �, G to, lz air 'W O,O N n '� a �'a NZ in, pmo 000 1N �N n n $_ .fV m' N - CO 01 U Z,0 aF>, 0 xw O M. a LLgto� :i wwd,a oa ,) p: ,p z o,.a C O a z. F Ftnom'� Wh Ir WW' N >Y>:> 'W OO Z.z to Er. z .ZZZZ: '.tUNOtn jQ, i d �dg¢oQa.ia 'rcwwwiu ,N. gu~i N v0000 2o,n00 Waaaa ¢ti o'NrlpaaoVZ0 mo'Naaaa. a a U m p.-•NmV) -mom a ¢O• O (!1 VJ to tq p W'h'Z z I N¢..� .mcna.v�onw�'.tF- t I FHSau�y. .z .tp O LLLL'Z, Wyfn.UNNN LL LL LL LL WS.U�. LLjJ. N �LL0' Ctt,tt�t:cb46:2) �SQQ'zz'N�¢ ' NW LL LL.tl LL LL'LL N M.m, V f0"(/1 cn U a Z Z N a�D.O O V�{�.N�d Oa.a..0. IN N.V, m N'tD:a' O` Oi 1".PVC. ANTkSIPHON, PIPE ADAPTER 39.00" REMOVABLE WATERTIGHT io.bon 034.0 ACCESS PORT, 10" OPENING 2:00" 32.00" 3 -00" 6. FRONT 030.001 15.601" 18.00 R16.00" R18.00" PLAN .44.00q il * SIDE U.S-PATENT#612681TAownoN5PATE- - PENMNG TOP OF 4' BERM .93..0 4:1 MAX SEED MIX P (SEE TABLE BELOW) .:1 MAX I:I MAX / _ WO EL-.wl.D EAST' BROu4D- PROPOSED GROUND .9300 4030.0 .owl .A2A'b 49301 •• lY DEPTH YIflM I.O fABPoC UNFA - .926.5 t RUN GARDEN DROMNO MEdA _ ONBOM VMS AND BOTTOM ) 4,, •. (SEE TABLE BELOW) . F 6' DEPTH PEA DRAKE b' DEPnR 1 4 1"-•r .' PERT. PIPE FILLER 4A1[RIAL IB26 0 ; 1'! S-0.2% INWRT VARIES (SEE iAB1E BFLO)D COMPACTED NAnW SOL DRADAROI SOEORc n6n FOR nASS c iT 1Ee uA1PRlu GIOT RAIN cA.gLlru I%)OMRD urT%A uIx x Rr VQL.F (sL RLRE1DMlgx vq umA P"" BY UTY O FORT COLLINS 3-19-u) WEE MIX PER 07Y OF PORT rnlMS 3//AC IOA/AC 35s BLUE ORAYYA 101 B ALOTASS $Etiyg PEYWLPASSYG.FiYLPAS PASSING R[ NO.%. 50 - 'DO So- lax SHREDDED HDDED NULOO0 I (W-19/CY) l5x SDEOA MAMAA55 69/AC N. SO 10 - 30 u - I= TOPSOIL (6x MY) 10% NDIAN RIMMASS 10//AC MR. ISO 0 - 10 No. 200 0 - 3 Lox - 2Dx LEAP AOYPOST (cuss 1) BROADCAST AT 159/AC RAIN GARDEN TYPICAL SECTION N.T.S. 6' I/2'I R1/ ♦ I/2' 2 R u� n n A1����W�Rllc& fi NCu CUB 11[N N:� ON -BITE CURB Alm GUTTER BEHND OIRB UP OF _/2 . M 510E NFN 6 IN',. DIR��DL��R W/ VC�iS I� 11 Rt6.Or 03p.Or Cl 16.Or ar 09.OP ( 2w Saar I tlaIY -I Saw OOT---III ME --11 PRo)!) � )6A0' R16W U R1xOr qµ uiMI.MMT�Iin®tea• WIHOWDyI(}�yl I MM.RM..lARMWM.MrMwPMMW r�..aM���:P.� .a .oMr.r.A.wr......Ml. ulrnvw m I e < 1 �,li.aw..•w•-•r vlulowwrulwm�� S IK90RW P�M �fY1fITOBLrNO.�m'•6TOAAYI! _a M' D Vl1W�� • w vms�o-Imwuwwa•e w mm•rnr.Mum artA•m .......Ir...mw.MM.1�10 sir. mi. a ; I.e.e•m Nl. e..ri .nlrryq•prrw,V.nur.y.wr HOOD SPECIFICATION FOR CATclm SAVERS AND owrm•rrrno iwmwu WATEROTJALITYSTRUCTURES MIARMI.Imn 1 yNNmwm WeaunoxAr9 0910BND NONE SP.SN mauLi J- STEEL MOD-YR ORIFICE PLATE T 15- RCP OL)TLET PIPE 24' I� �I L .,. _ BY DIAMETER IFlCE ORIFICE PLATE DETAIL RITA. I in Z13 zN J 5 DO 0OO LL U m 0;) c wuw It QWFO�JN N WC IOC R JU. R O On A. O dU0) �g0v 0 8 LL m t N n Z Z MMC�II O .yJ� YI � o Y U 'I CITY OF FORT COLLINS, COLORADO UTILITY PLAN APPROVAL RECA ay E'j�s�)f APPROVED: G1Y ENGINEER DAZE �� �$Y �`90 CHECKED BY: 3.266 R: WATER ! WASTEWATER UTNTY DATE d N CHECKED BY: \. �)WeL fYA sTafluwATER unutt DATE CHECKED BY: PROJ.NO. 118601$1: PARKS S REOREATIGR DAIF CHECKED BY: TRANIC ENGREER DATE 10 CHECKED BY: NATURAL RESOURCES DALE I 11 r Stormwater 1 Alternative ComplianceNariance Application City of Fort Collins Water Utilities Engineering 1 e Engineer Name Interwest Consulting Group Phone 970-460-8488 Street Address 1218 W. Ash Street, Suite C City Windsor State CO ill 80550 Owner Name CITY OF FORT COLLINS Phone 970-221-6610 Street Address300 LaPorte Avenue, Building B City Fort Collins State CO Zip 80521 ' Project Name Community Recycling Center Project/Application Number from Development Review (i.e. FDP123456) MA150016 Legal description and/or address of property Timberline Roed & Prospect Road (west of PRPA Substation) Description of Project The Project Is an open air facility and will not have any buildings (except for a service shed). It wftl consist of a variety of hard surfaced areas for unloading and materiels storage as well as a drarla m drive off of Tlmberfine. 1 Existing Use (check one): ❑ residential ❑ non-residential O mixed -use O vacant ground Proposed Use (check one): ❑ residential D non-residential ❑ mixed -use Mother, 1 If non-residential or mixed use, describe in detail InformationMEN Section C: Alternative Compliance/Variance State the requirement from which alternative compliance/variance is sought. (Please include applicable Drainage Criteria Manual volume, chapter and section.) No less than twenty five percent of any newly added pavement areas must be basted using a permeable pavement technology. ' What hardship prevents this site from meeting the requirement? Because the site will be used for refuse collection, it is not recommended to use a permeable paver system as it will have a high potential of clogging due to anticipated dropped/spilled refuse materials. ' These materials can be better cleaned out by the proposed forebay. What alternative is proposed for the site? Attach separate sheet !f necessary ' The 100% LID techniques of the forebay, rain garden and SNOUTS water quality system are intended to offset the need for pavers. Attach separate sheet If necessary 1 Page 2 The owner agrees to comply with the provisions of the zoning ordinance, building code and all other applicable sections of the City Code, Land Use Code, City Plan and all other laws and ordinances affecting the construction and occupancy of the proposed building that are not directly approved by this variance. The owner understands that if this variance is approved, the structure and its occupants may be more susceptible to flood or runoff damage as well as other adverse drainage issues. Signature of owner: lg�z= � �— Date:jz2e& The engineer hereby certifies that the above information, along with the reference plans and project descriptions is correct. Signature of engineer: Date: V 7 S Date complete application submitted: Date of approval/denial: II&JZ ib1io Variance: M approved O denied Approved by: Entered in UtilityFlle 13 yes Ono PE STAMP i 'APPENDIX,'E. SOILS'INFORMATION,TIGURES, TABLES AND'EXCERPTS FROMIEPORTS. E � {V P m m m m a ..OZ .Z .SO L 1 0 w 0 O O U m� C �U 0 U� C 2 Lm ' 0 V O ' O T x 1 se.z say 09COOPP is R, AM -i I a _ 8 lh < .OZ.Z SOL 00 N � O m i as m Z U m O m N y a c 0 � r g u H o N O � � d a N O o O c y ZQ ZU se say 0 .z 0 z 0 a « � [ / )fkk 2 eEn §7/) § « /�|) ° k) t ) G �aa ! [. § -6 7 {f ¥ ; E k �|§ Z E� / } M �`00 / k��:t ) EIw u ��` �� 0§<Z j { \ \ a; �/\§ |{..(� kk27a)` §§% kfI !ƒ [ 0 /E #{!�&0t ° ( (. \E /)t(a \ �«�§ e rt£]-« §) |< En C {!§0 mM (§\ =1 0 |f!� ƒ k ) !E�■ (§ A J a/ k G J 3 rna t \ \ \ _ Z) { k{))§ k w 2 u 2: 2 f / / 2 / / / / ) ] , ( } \ � ( Hydr6ldgic,Sojl,Group-L—adrWer CoifntyAirea1- Colo-rado Antergraied Recycling, Center. Q Hydro p!Ogic-.SbilJ3-e.dUp- y�, aplYn t Latimer County T 1""l� Map•unit I Punit i name Rating; Acres in AOI ,-,.ement of AOI cerusoewjl&am,O,toIi per,cent C JOH 5.45� 62' Larimer-St6nihim 66i;hpldi,, 3' , 9 61, 64'9% 64" 'Loveland, day 16eff,, 0 to 1. Cr pdrce.nt.sl,doq; 3 khnday-osmjLO-t-,l percent I C .37 l4pe , ,74 - Nunn y karn.3,613er6ent P 6 0! - .8 Totals for Area of Interest Suiv.ey 3, Hydrologic Sol Group-Larimer County Area. Colorado. Intergrated Recycling Center Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the ' soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long -duration storms. ' The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly t wet. These consist mainly of deep, well drained to excessively drained sandsor gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well, drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. tGroup C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when ' thoroughly Wet. These consist chiefly of clays that have a high shrink -swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. ' These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their ' natural condition are in group D are assigned to dual classes. Rating Options ' Aggregation Method. Dominant Condition Component Percent Cutoff., None Specified ire -break Rule: Higher t� Natural Resources Web Soil Survey 4/30/2l)13 Conservation Service National Cooperative Soil Survey Page 4 of 4 RAINFALL 119TENSI,,TY-PURAT,,ION-FREQUENCY CURVE" STORM DURATION (inl6iitesj 1-2­YeirStwm - - - 10-Year Storm —IW.YearSton6j Figure RA46- City offort Collizis Rainfall ' Idte"-tY-Puiiti0n-Frequ6*C Cu' "Y v"l (6 -Vo1un:eJj.ChApkrSm-Wundff-. (1) Section ].Oisdeleted injOenfirety., .(2) A,newSecdofiJ.Fis added, to�read as;tbll6ws% 1.1 RtinoffMethbdoloeies (a) There are two (rimoff determination methodologies tliat.are.approyed'by & City, the Rational Method and the Storifi,�atier�Ma*nag6'niemt,Mbd6l,(SWMM, The City- is: the, determining authofity with respect pect to .the appropriate method6logy-to use.under different circumstances. Wv, contact with thie_�Ciiy is encouraged'for the timely determl - - use. - - naii'on6t,th6appToprjiaterunoiimetJ dil - 49 o,o to gy, (b) Thelvational Method may only be used to detirmine the i-anbtffrom,draihage basins that are less than.ninet y,(90): acres in size. The S.tormwater Management Model (SViMM),inusfb�-usedto -model diaina"' ! ' - . - -1 ­ 4 - - Mod _ _ g��basi,n areas of ninety (90).Aqresvr more. (c) All runoff calculations made in the degigh of both 2-yeai,and 00� yeat &ainage syst6ims.must, be included with, the Storm Drainage Report and all §tdrindro age *facoities4esign' ed must be shown on Storrn.Drain ReTlang. -a_ (3) Airi6WSection 2.8is-add4-.to,r6.adesfoll,o'w's: iiksitli6nal Metho&_RDn6ff Coiffic'i,efits (a) The runoff coefficients to be used in 'flie Rational Method, can be detcrinified based: on either zoiiing clsssifica= tions or the types of surfaces on the - drainage area. Zonmii classificaii6ns may'bius'e`d'to4 estimate' flow rates and vol- tunes'.for- an &erail jiralfiage, Plan- (OAP) submi I ttalj f the types of sur I f4c . es**are no _ t _. known. Table R0_q0,ljjts:ihe runoff coefficients for common types of zoning cIassificatiofis inAhe city: ofFori Collins.. ,27 theproo§ed. land surface #Tr�6`ctP!in of Fihal,Plan dubinittal, runoff 6ciefficients basdd'dn., artace typi-is-must.be-. used. actual run6ff e6dfii6i6fiis inig,be different from those spe6iAW"r i��ablc,ko,-iO-,'T-able . RO-I I lists k s coettaie"rits,for the diffdr6fit typ * es of land siAdes. the'r—un'off c6ifficiie*mused fbi disimmust,bb'bas6d on the_ .actual conditions of the pr9posed'site. Tible k4546 R'sitio5al Method Mifior,Sicrin lk6off Coetlicie*Bti f6rUoih_ -Deseiip-AojAieagrZogiag coeffid1w .6.5-5- 0.6_ M.M-N INIC-M 0.65 114-OB CLC-N, GC-R, C-N,N'C; C-':S_ Aqs R4 -D-RX-C., C-L -'0:95 :'0.95 H-C. '0.9 todwtriaL E 0.85 Undevelo ,pcd' -RzC,'T (P,&L 46.15 porguidance_ regarding zoning diiiicliand.iii'ss,Acadciis,o'feach districts bliasc refer to ArticlefcrtiUihi,City Land Use Code, as am6da Rational Method Ormkienti for COWPOSWA,.niji-Ls. atamd"qf&rfacw, Ramoff Coqffldew, Sheets; pa"S loit, drives: Asphift 0.95 Concrete 0.95 Rook 0.95 Recycled asphalt Lawps; widy ki:- Flalt <2% Averap Ito 1% La O.'Icia'v'y soil;.. Average 2, to 7%' Steep 53%, 035 .(4) Anew -$M4?n,29 is added, to read as fbilbws: 28- 1.9 &66oAte Jkiin6ffCoiitci6C Drainage sub -basins are freqiie6tly dompos e-d of land that has muliipli surfaces tions; in such cas or phin didssifida es composite ,r-u,n**O'ff"c(ieffic-ient must ecaldulated for any given ren .9 ... drainage sub�.basm.,. The composite runoff coefficient is obiained, using t4q:following fo.nnula: A) C= -W*ra; =,Compos I ite-Runoff Coefficient: qj­ Runoff Cdeffici&rit for Sp'eciftArdi-(A-J. A. c Ar6g'of Surfabe IA6th'Ruzi6ff-toeffi Coefficient of Acres bnieee 'n = Number bfdifferent sufftesLW be cohild6r6d T6WArea over -which G is ippfi je,;acres orfeie Alnew Section 1.16 is added: to read its,follows: The runoff cbeemients provided in tables ,R-04 0_4ndAOZlJ are appropriate &r do with Ih6:j4year storm event 'Fdi, j storn T is with high Sr.intixW e runoff coefficiekjs, iiquited d6e t higher -intensities, an adjustment o the,lessenihR amount of ihfil,- O�qn, depression retentior4,evppb-ftidspii-itibn,and.oiber losses ,thai:6v6,a, 6 nall - smidler effect on, storm, rtmoff. Thi's aJjuq�ent is* ap�liedto t'hetdimbs " . . ­ I Prop 09 - Y p ife ruiofF66eEH�ic&. These,freq uency id'jus tine nf fhctoii are found in ti bie it 0-1 2. - ifAieAO,-12_% ki6nAMeth4d Rwoff C&ifficiinb for Comioafte Analysis 11.00 4116z 1.10 .466 56 151 tI000. 1.25 Note: The pwdid bfc fir_66. Ct cannot eicccA t6valuelof 1; in t . hi ca'scs Where it does f M a valic b I,mst be usled. Secfitin 3'1 is.deleiid in. its -entirety:. 'Section 121&delited in its "entirety.. (8y Soiep(on 3.3 is deleted m'-its,entirety. new Section 4.1 is added; toxead is foUo*w-s: 4j: t 6m6Wer. Modiling Practices For clmumstances-reqaiiihg computer modeling, te'ing.,ibe design *rffi,hydrqgriph& ffi4si.be.determined using the Storm,)vakter Management Model (SWMM). Balm an conveyance,elementtt)irdirieters mustIbit uted baie&oh; the 4 physical -characieriifics-of- s*1te; .?nIP (b) Refer to the SNVMMUsets' Manual for appropriate modeling methodology,.prictices and devclopmenii TheUs- ars' Manualcah, be :found'an* 4be- ' Environmental P�jiection_ ' Agency :�Ww�jiov/�dzfimwnnode haJ6, : nvir)Dnme TPA) website " (q) It is the:responsibility of the design, engincer, to,verify- thit all- 'of th6 models -used; in the Aesigh me6t. ail,current City.criteria ,6ri a and regulations; 24. PRAINAGEICRITERIA M,ANUALI(VI)' RUNOFF 'Table 1104-Recofnmehded Pircentage Impirvioughess Values Land Use or Surface, Charadterisfts —mp Percentage Imperviousness Business-' Co.mmercia.1, areas 95 —Neighborhood areas 'Ri.3sidential. Mui.twnit.(Oitached)- 60 Multi -unit (attached), 75 Half-acre'lot, or larger 4 Apaitments go, Industrial:. Light.irea'§'. 80 Heavy. areas Parks,- cemeteries 5. Playgrounds 'Schools 1.50' Rpilroad'yard. areas 15 Und-evelbpqd Areas: — ..Historic flo.w.analysis 2 Greenbeits,:agrlcutfijral .2 Off site 116w analysis (When land use not defined) 45' 'Sipet.s: Paved' 100 .(packed) 40 Drive- and W-a-l-k- '96 '.Roofs,- 90 lawns 6 .�sandy s_ Lawns, cWyeyis6ll !"Sed Fi jures kO-'j;thrdugh, RQ�546r percentage g _pe imperviousness. C +14-3113 -1.442+4, 1-351 - 6.12)f&CA.> 0, otherwise Ca I,+ (01858P — 0.7860 + 6.7741+ 0':04) ,2007jol Man.Dralmage,and FICibd C6ntr6l dliW6t. (RO=6) (R64) RO-9 DRAINAGE, CRITERIA MANUAL Y jJ-H R'i.pFiAp, Use 'Ha Jniti6d, of H whehevei culvert has su percritied flow in the barrel: Use Type L for a dis !once of -3H downstream. ..FIGURE. $.`S: 'R.IP.RAP'EROSI ONr':PROTEC -A' TA ITION T REC NQQLAR, CONDUIT' OUTLET. URBAN. DRAOIAGE, a FLOOD CONTROL- 1 LOO -OOL- DISTRICT .1 � I . NTR .DRAINAGE CRITERIA MAAuAL'(-Y. 1:�, 'MAJOkWAAAdE 6 -- txpansiiion-. Angfe! TAiLW:AfEk. DEOTHICOOUIT HE-16447-1 Yt,/p FIGURE.MD-23 :Expansion Fpcidridr Circular tofidbitg 06/2001 ,Woinprainage and Flood CoAtrol Distdd' -1'-066/-','-bkSlGN,.DRAINAGK REPORT' FOR INTERIM .TIMBERLINE AO". WIEDENING. DAAJKE� TO PROSPECT Pyep4ed for.. ,crnYOYFQ RT'COLLINS 281 North College Av eque Fort Collins, lo�rddd Prepared by: Wbith'StikrDesign, 70,0,-Ai,itc)riiat.i.on hive,,Unit I Windsor; "Colorado 80550 0 - 550 (9.70) 686-6939 and., l—nterw stCI ll"oli.n.gGroup 'i Wesih strdeit Unit:C: Windsor, Coloradb 805 (970) 074-'3300 Api4,6s 2005: ri I c elig U9 z 0 z 14 a) o E E R z R E a- x ui w w ru W z -Zi w u w 0 IL m LU 0 ju Nao z D ': UJ to to w a, 0 0 o 0 z o 00 z 11 6 0 LO 0 0 z 3 1 u 0 A Lu Z U) w w w it N cc NN 0' LL 90 CO 9 A LL w 0 O'w do zp.0 d 0.0 0 0 d d C5 d d o o a 0 ir Wt Vt op m cq 17 4-0 c' 0- 13 RUM Om LL 0 oo_ 4mi 0 ci c; 0 0 0 0 cp 44 Elm t4 va W� 169 I Iq W C4 94 Aq N t l w: d d P C5 .z 0, aI z m 't w 0 'r- po m � m V,A i., lw 11 RMr.—Ivv I %s lk 11 111 LI LAGapromORGim. Ik SMIN! a wn Pm -99 ST" 7 4 atiwW worm folmlIVIVAU'vIf CIIIW/ Pomm Wl WATIR RIM MOMGuam 005O PAZWRARO0 WMO SOS A FOE MINING VICIT WIWITW IDPWAM MT Map a emww TO g MAWIoi: ,LEGEND A66101 PONT I BASIN IDENTIFICATION RlIhOFF COM=ENT (CIO) WITH nNAL OESGN —AREA IN ACRES - 9TH, nmAL DESIGN FLOW DIREC110N I Millillill- BASIN BOUNDARY EMSTING PIPES 4:KAW.9 PRospEor PROPOSED L MAKEW PAW ALM MMC3MMK=MME=MM SED STORM PIPE Lort PROPOSED INIET LOCATION if VOSTING 5' CONTOUR EXSTW V CONTOUR -YCAVMiY CT PROPOSED 5' CONTOUR PROPOSED' V CONTOUR -&M*WPAW AUa' 'If olockti Aff 771fOWS BAIN II LT T. 'OACWLA POEVRE AM"IM& JfAW EOMAdWr Ig0AYr rW9 R MUT (WOOM 11101H WIM APO WTI, WAWYAO*�- N', WC JIM"UM AMM " M WX s, I PROSVEOr- aw Iwisrp.ua nkwmxAeoua Amr Fzm' I LOT i .1.0rf .CACIaLA ROMM AVWrAM PAW a00 So 0 100 ioo SCALC. I"- IW 1"VROWNST CONSULTING GROUP CITY' - NS, COLORAD-O - .0 i , " " 1 11 TIMMAWINE, NVAJJ WlVhBlr4U.�7j.:jN'j'bKjM OF FORT COLM MP MPO I . DATE. EN61NEERIN4 LIMSION DRAINAGE EXHIPM