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HomeMy WebLinkAboutDrainage Reports - 10/19/2015 (4)UNITED CIVIL Design Group u� Cityofft.Collins ►ov Plans Approved By Final Drainage Addendum Registry Ridge Seventh Filing Fort Collins, CO Prepared for: BCC, LLC 10221 Prestwick Trail Lone Tree, CO 80124 September 15, 2015 1501 Academy Ct. Ste. 203 Fort Collins, Colorado 80524 (970) 530-4044 r UNITED CIVIL Design Group = September 15, 2015 City of Fort Collins Stormwater Utility 700 Wood Street Fort Collins, Colorado 80521 RE: Registry Ridge Seventh Filing Fort Collins, Colorado Project Number: U14012 Dear Staff: - Drainage Addendum Registry Ridge Seventh Filing Fort Collins, CO United Civil Design Group, LLC. is pleased to submit this Final Drainage Addendum for the Registry Ridge Seventh Filing site in Fort Collins, Colorado. In general, this summary serves to document the stormwater impacts associated with the proposed project and to verify that the project does conform to the intent and requirements set forth in the following approved final drainage reports: • "Final Drainage Report for Registry Ridge P.U.D., Second Filing", prepared by TST, Inc. and dated November 6, 2000. • "Drainage Design Considerations for Registry Ridge P.U.D., Fourth Filing", by Northern Engineering Services, Inc. and dated December 5, 2001. Site Location and Project Description The Registry Ridge Seventh Filing development site (referred herein as "the site") is located in the northeast quarter of Section 15, Township 6 North, Range 69 West of the Sixth P.M., City of Fort Collins, Larimer County, Colorado and consists of portions of two (2) previous filings of the subdivision, the Second Filing north of Bon Homme Richard Drive and the Fourth Filing south of Bon Homme Richard Drive. The site has a platted area of 11.83 acres and is bounded by South Shields Street to the east, Truxon Drive to the north, and Registry Ridge First and Third Filings to the west and south. See the attached Drainage Plan for additional information. The planned development is separated into three distinct areas separated by existing public ' right -of way. For clarity, the three development areas are designated as the "Northeast Area", North Central Area", and "South Area" within this report. In total, the development will consist of the following: ' • Twenty-eight (28) single family duplex buildings with fifty-six (56) total units. • Eighteen (18) single family detached lots. • A public roadway and private drives in support of the development. • The construction of utilities to support the development including sanitary, water and storm drainage. ' 1 U14012-DrainageAddendum-Final.doc AUNITED ED CIVIL Drainage Addendum , Design Group LLc Registry Ridge Seventh Filing Fort Collins, CO Existing Conditions Hydrology The site, which is located within the Fossil Creek Drainage Basin, is divided into three areas that are separated by existing roadways. Each area is described as follows: Northeast Area The northeast area consists of 1.41 acres and is covered with grasses and weeds. The area has been previously overlot graded and currently drains from west to east towards South Shields Street. Ultimately, the Second Filing shows that a portion of the site will continue drain to Shields Street with the remainder being graded towards Enterprise Drive to the east where runoff will be intercepted by existing storm drainage and conveyed to the existing water quality and detention pond located south of the development. North Central Area The north central area consists of 2.72 acres and is currently adjacent to active construction and is being utilized as a construction staging area. The area has been previously overlot graded and currently drains from west to east towards Enterprise Drive. Ultimately, the Second Filing shows that the site will continue drain to Enterprise Drive to the east where runoff will be intercepted by existing storm drainage and conveyed to the existing water quality and detention pond located south of the development. South Area The south area consists of 8.15 acres and is covered with grasses and weeds. The area has been previously overlot graded and currently drains from north to south towards the existing water quality and detention pond located south of the development. Floodplain The site is not located within a FEMA or City -regulatory floodway or floodplain. The nearest City -regulatory high risk floodway is located south of the site within the existing detention pond area. No improvements are being proposed within this area. Detention The regional detention pond located just south of the development provides both detention and water quality for the site and is not being modified with this project. Developed Conditions ' In part, the intent of this Drainage Addendum is to verify that the Seventh Filing project conforms to the intent and requirements set forth in the previous drainage reports for this site. As such, the following sections of this Addendum compare the proposed design for the ' Seventh Filing to the design as shown in aforementioned reports for both the Second and Fourth Filings. 2 U14012-DralnageAddendum-Flnal.doc 0 UNITED CIVIL Design Group ue Hydrology Northeast Area Basin A as shown Drainage Addendum Registry Ridge Seventh Filing Fort Collins, CO in the attached Drainage Plan contains the entirety of the northeast area of the development. The majority of the basin is collected via streets and storm sewer and routed to the regional pond south of the site, matching the drainage patterns set forth in the Second Filing report. The following table compares the characteristics of Basin A to the same area as shown in the drainage report for the Second Filing: Comparison Summary Table Second Basin A Filing Overall Area (acres) 1.41 1.41 Impervious Area (acres) 0.55 0.71 % Imperviousness 37% 47% Area Draining to Shields (acres) 0.63 0.55 As shown in the above table, the proposed improvements for the Seventh Filing result in lower impervious areas from those shown in the approved TST report. In addition, the drainage patterns as shown in the Second Filing report have remained largely unchanged. Therefore, the proposed Seventh Filing improvements for the northeast area appear to meet the intent and requirements set forth in the original TST report and it is anticipated that the Seventh Filing improvements will not have a negative impact to the existing downstream drainage facilities. North Central Area Basin B as shown in the attached Drainage Plan contains the entirety of the north central area of the development. The entirety of the basin is collected via streets and storm sewer and routed to the regional pond south of the site, matching the drainage patterns set forth in the Second Filing report. The following table compares the characteristics of Basin B to the same area as shown in the drainage report for the Second Filing: Comparison Summary Table Second Basin B Filing Overall Area (acres) 2.27 2.27 Impervious Area (acres) 1.26 1.41 % Imperviousness 52% 58% 3 U14012-DralnageAddendum•Flnal.dnc 0 UNITED CIVIL Design Group uc Drainage Addendum Registry Ridge Seventh Filing Fort Collins, CO As shown in the previous table, the proposed improvements for the Seventh Filing result in lower impervious areas from those shown in the approved TST report. In addition, the drainage patterns as shown in the Second Filing report have remained largely unchanged. Therefore, the proposed Seventh Filing improvements for the north central area appear to meet the intent and requirements set forth in the original TST report and it is anticipated that the Seventh Filing improvements will not have a negative impact to the existing downstream drainage facilities. South Area Basin C as shown in the attached Drainage Plan contains the entirety of the south area of the development. The entirety of the basin is collected via swales, streets, and storm sewer and routed to the regional pond south of the site, matching the drainage patterns set forth in the Second Filing report. The following table compares the characteristics of Basin C to the same area as shown in the drainage report for the Fourth Filing: Comparison Summary Table Fourth Basin C Filing Overall Area (acres) 8.15 8.15 Impervious Area (acres) 3.74 3.91 % Imperviousness 41% 45% As shown in the above table, the proposed improvements for the Seventh Filing result in lower impervious areas from those shown in the approved Northern Engineering report. in addition, the drainage patterns as shown in the Fourth Filing report have remained largely unchanged. Therefore, the proposed Seventh Filing improvements for the northeast area appear to meet the intent and requirements set forth in the original Northern Engineering report and it is anticipated that the Seventh Filing improvements will not have a negative impact to the existing downstream drainage facilities. Storm Sewer ' Storm Sewer Lines 1-2 are located in the south area of the proposed development and collect runoff from Basins C2-C6.. Storm line 1 is the outlet system from the PLD pond to the existing detention pond south of the development. In order to eliminate as ' much surface water as possible through Basin C6 due to erosion concerns, Storm Line 2 will be designed to convey the 100-year flows away from the site and into the downstream porous landscape detention (PLD) area being designed with this project. Storm Sewer Line 3 is located in the south area of the proposed development and collects runoff from Basin C8 and the underdrain for the permeable pavers being 4 U14012-DralmgeAddendum•Final.doc UNITED CIVIL Drainage Addendum Design Group LLc Registry Ridge Seventh Filing Fort Collins, CO designed for the private drive within the basin. The storm line will discharge runoff into ' the existing drainage Swale on the south side of the property which delivers runoff to the existing detention pond. Storm Sewer Line 5 is located in the north central area of the proposed development and collects runoff from Basin B1. The storm line will connect to the existing 30-inch storm drain on the north end of the site which is the same system the runoff drains to in the Second Filing report. Storm Sewer Line 6 is located in the northeast area of the proposed development and ' collects runoff from Basin A3. This storm line has been added in order to minimize the amount of runoff being released to South Shields Street and to help minimize the ' amount of fill required for the area. The storm line will connect to the existing 30-inch storm drain on the south end of the site which is the same system the runoff draining to Enterprise Drive enters (Basins Al and A2). Refer to the Appendix for hydraulic calculations for each storm sewer system. Existing Channel Crossing The existing channel located south and west of the development was designed to convey 160 cfs per the Fourth Filing Drainage Report. The proposed 8-foot concrete trail crosses the existing channel west of Cabot Court. The design is intended to pass nuisance flows (up to approximately 3.5 cfs) through the proposed 2-foot sidewalk chase. Larger events will be conveyed over the trail section. Refer to the Appendix for hydraulic calculations of the trail crossing and channel. It should be noted, from survey obtained to design the proposed trail that the existing channel as it was constructed appears to have insufficient capacity to convey the 100- year event approximately 105-feet downstream of the proposed trail crossing. This area is not located within the proposed development property boundaries, is outside of the improvements being made for the trail, and is outside the limits of the scope of this project; however, it appears that the 100-year event at this location would partially submerge adjacent residential lots. Detention and Water Quality Requirements As previously mentioned, the site is provided with detention and water quality from the regional pond just south of the site. With the Seventh Filing development not exceeding the assumptions made during the design of the regional facility, no further detention or water quality improvements are required with the Seventh Filing. Low Impact Development (LID) Requirements In February of 2013, City Council adopted the LID policy and criteria. The Seventh Filing of Registry Ridge is required to meet the newly adopted criteria. Per the criteria, the site must: 5 U14D12-DrainageAddendum-Final.doc MUM UNITED CIVIL Design Group LLc Drainage Addendum Registry Ridge Seventh Filing Fort Collins, CO • Treat no less than 50% of any newly added impervious area using one or a combination of LID techniques. • Treat no less than 25% of any newly added pavement area using a permeable pavement. The northeast and north central areas of the development are located within previously approved developments and are now considered "infill" sites as infrastructure improvements for these areas area complete. Due to this, and in communication with City personnel, the north areas of the development will not be treated with LID techniques. The south area of the development will be treated with various LID techniques and the overall treatment of the project will be as close to 50% as feasible; however, per communication with City personnel, the 50% requirement will not be strictly enforced due to the portions of the site unavailable for treatment. The following measures are being implemented within the south area of the proposed development: Porous Landscape Detention (PLD) Basins C2-C6 (with 2.04 acres of impervious area) will be routed through a PLD being designed with this project. The PLD has an average depth of 8-inches (12- inches maximum) with an overall volume of 4,429 cubic feet which exceeds the minimum design requirements for the area. Refer to the Appendix for additional PLD calculations. Permeable Pavers Basin C8 (with 0.512 acres of impervious area) will be routed over permeable pavers being designed within the private drive within the basin. The pavers will be designed with an underdrain that terminates at a proposed storm inlet at Storm Line 3. The development has a total of 0.70 acres of pavement being designed within private drives for the development. The permeable paver area totals 0.20 acres, or 28.6% of the total private pavement area for the project. In total, the south area is proposing to collect and treat 2.56 acres (46.0%) of the overall 5.56 acres of impervious area developed with this project. In addition, the site is also being designed with other various open landscaped areas, grass buffers and vegetated swales to provide additional water quality in addition to the areas being treated with the PLD or permeable pavers. Four Step Process With the adoption of the USDCM, the City has also adopted the "Four Step Process" that is recommended in Volume 3 of the USDCM in selecting structural BMPs for the redeveloping urban areas. The following portions of this addendum describe each step and how it has been utilized for this project: 6 U14012-DralnageAddendum-Final.doc UNITED CIVIL Design Group = Drainage Addendum Registry Ridge Seventh Filing Fort Collins, CO Step 1— Employ Runoff Reduction Practices ' The objective of this step is to reduce runoff peaks and volumes and to employ the technique of "minimizing directly connected impervious areas" (MDCIA). This project accomplishes this by: ' • Providing grass buffers throughout the site between impervious areas to minimize directly connected impervious areas. ' • Routing flows through a series of vegetated swales to increase time of concentration, promote infiltration and provide initial water quality. • Routing portions of the site through a PLD or permeable pavers to promote tinfiltration and provide additional water quality. Step 2 — Provide Water Quality Capture Volume (WQCV) ' The objective of providing WQCV is to reduce the sediment load and other pollutants that exit the site. For this project WQCV is provided within the regional pond located south of the site, so no additional WQCV is required. However, the development is ' providing a PLD, and therefore, additional WQCV in order to satisfy the LID requirements. ' Step 3 — Stabilize Drainageways The site is adjacent to an existing drainage channel south of the development. The t project is stabilizing this channel with riprap at the proposed trail crossing of this channel. The project is also indirectly maintaining the existing stability of the drainageway by directing the vast majority of onsite flows away from the channel and ' to the existing regional pond south of the site. Additionally, this project will pay stormwater development and stormwater utility fees which the City uses, in part, to maintain the stability of the City drainageway systems. ' Step 4 — Consider Need for Industrial and Commercial BMPs ' This step is generally considered for industrial and commercial sites. As this development is proposing single family dwellings only, no specialized BMPs have been considered for this project. tStandard Operating Procedures (SOPS) In order for physical stormwater Best Management Practices (BMPs) to be ' effective, proper maintenance is essential. Maintenance includes both routinely scheduled activities, as well as non -routine repairs that may be required after large storms, or as a result of other unforeseen problems. Standard Operating Procedures should clearly identify BMP maintenance responsibility. BMP maintenance is typically the responsibility of the entity owning the BMP. Identifying who is responsible for maintenance of BMPs and ensuring that an adequate budget is allocated for maintenance is critical to the long-term success 7 U14012-DrainageAddendum-Final.doc UNITED CIVIL Design Group uc Drainage Addendum Registry Ridge Seventh Filing Fort Collins, CO of BMPs. Maintenance responsibility may be assigned either publicly or privately. For this project, the privately owned BMPs shown in Appendix D of this Addendum are to be maintained by the property owner, homeowner's association (HOA), or property manager. Erosion Control Erosion control, both temporary and permanent, is a vital part of any development project. For this project, as the site disturbance will be over 1-acre, a comprehensive Erosion Control Report and Stormwater Management Plan have been completed. Refer to the Erosion Control Report, under separate cover, for additional information. Conclusions In conclusion, the drainage system proposed within this Drainage Addendum provides adequate conveyance of the developed stormwater runoff from the proposed development to existing discharge locations and drainage systems. In addition, the calculations provided show that the proposed drainage system does meet the intent and requirements set forth in the original drainage reports for both the Second and Fourth Filings of Registry Ridge. It should also be noted that with this addendum and the corresponding design, every attempt has been made to minimize any negative impacts on the downstream receiving waters. With the incorporation of the LID techniques, the site will discharge a lower sediment load and less runoff than the design originally proposed with the Second and Fourth Registry Ridge projects. ' We understand that review by the City of Fort Collins is to assure general compliance with standardized criteria contained in the Fort Collins Stormwater Criteria Manual (FCSCM). This addendum was prepared in compliance with technical criteria set forth in both the Urban ' Drainage and Flood Control District (UDFCD) Urban Storm Drainage Criteria Manual and the FCSCM. ' If you should have any questions or comments as you review this drainage summary, please feel free to contact us at your convenience. Sincerely, United Civil Design Group, LLC Kevin Brazelton, PE Engineering Manager 8 U14012-DrainageAddendum-Final.doc ' UNITED CIVIL Design Group uc ' APPENDICES APPENDIX A - Hydrology Computations ' APPENDIX B - LID Calculations APPENDIX C - Hydraulic Computations C.1—Storm Pipe Calculations ' C.2 — Inlet Sizing Calculations C.3 — Riprap Sizing Calculations C.4 — Pond Overflow Structure Calculations ' C.5 — Street Capacity Calculations APPENDIX D - Standard Operating Procedures ' APPENDIX E — Referenced Material APPENDIX F - Drainage Exhibit Drainage Addendum Registry Ridge Seventh Filing Fort Collins, CO 9 U14012-DralnageAddendum-Final.doc APPENDIX A Hydrology Calculations ' Registry Ridge Seventh Filing Fort Collins, CO Runoff Summary UNITED CIVIL Design Group . Basin Design Point Area (acre) %I Cz Cl � QZ (cfs) Q100 (cjs) Proposed Basins -Northeast Site Al Al 0.17 49% 0.62 0.78 0.30 1.29 A2 A2 0.43 52% 0.64 0.80 0.79 3.45 A3 A3 0.19 54% 0.65 0.81 0.34 1.50 A4 A4 1 0.63 18% 0.38 0.48 0.68 1 2.98 Proposed Basins -North Central Site 81 Bl 0.14 2% 0.25 0.31 0.10 0.45 82 B2 0.89 57% 0.67 0.84 1.70 7.42 B3 B3 0.48 44% 0.57 0.72 0.78 3.42 B4 B4 0.76 60% 0.71 0.88 1.36 5.92 Existina Basins-Adiacent to North Central Site 11) 1D 0.51 69% 0.76 0.95 1.09 4.77 lE lE 0.09 48% 0.62 0.77 OAS 0.67 Proposed Basins -South Site Cl C1 0.62 46% 0.59 0.74 0.75 3.29 C2 C2 0.45 57% 0.67 0.84 0.87 3.78 0 00.34 59% 0.69 0.86 0.66 2.89 C4 C4 1.14 52% 0.64 0.79 2.07 9.02 C5 C5 0.97 60% 0.69 0.86 1.90 8.31 C6 C6 0.91 33% 0.50 0.62 1.29 5.63 C7 C7 0.09 46% 0.60 0.75 0.11 0.47 C8 C8 1.05 40% 0.55 0.68 1.63 7.13 C9 C9 0.86 36% 0.52 0.65 1.27 5.55 C10 C10 0.71 29% 0.47 0.59 0.95 4.13 Cll Cll 0.88 22% 0.41 0.51 1.03 4.47 C12 C12 0.13 ff 2% 0.25 0.31 0.09 0.38 Onsite Total 11.83 43% 0.56 0.70 18.67 81.49 Calculations by: KRB Date: 311612015 C l United CivillDropboxl ProjectsI U14012 - Liberty RidgelDrainogel Hydrology1Runoff (Fort Collins).x/sx a 0A C n n n n 000 00 r= 0 0 0 0 0 0 o: 8 0 0 0 0 o d w 01 e ^ 0 2R 24 Z ca uLMLMi 00 as s E 6 ry .ppti .etif O O In w f, n QQQ C u MCM M M fvl m EA N O N 00 O O O O y°.Xu d m o' O. ~ 101 N n n n n N N 2Eu -� It N w r CI OI c � 0 0 O M O M Ln ac ee n n s � u In 3 0 in In III{nnnnnpp0 " O Do p0 eel � M IA a 1A �{ 1n u rl r O O f$ rl I'l to to m M M Nm .Mi n r'l n to a c O Q N N rl rl O rl rl fV N 00 00 c �,{ N 6 G C N 0 jr N m O a C sea Y � H mLO( xor t F- L F- U L LL 7 = 0 0 Zz 0 Z w Fa S ~ a s y V8 u d a: C' m . c �+ H w N u u Y N M c' E 6 �u u 7 v OC O C W O LL C a E o E U O 01 0: ccz_;z N O d a E 9 V C m M C d Z d 0 cc to C cq ID 00000 c c d d d c o c 0 0 a e S E s { j N lD t0 D 1!1 l!7 N IR O t` n N I� tD 1l N l0 Ol ul I-qcn ID I R 0 0 0 0 0 00000 O O o 0 o d z � c= cy,N 00 r, �2EX � m aR �rl E = -gr Ln ^l Ln to Ln a7 Ln Ln sE Myyyp66 ry Csn Qoa Q N aa t0 Nr4 In N 'y �j P' 0 .Ln °i w II 00 N m 10 N ll�� .�-1 N n VN1 c U .N-1 .a a lml W R La E A II II N 000 00 0000 0 0 0 000 �`daXu = q L N N .ti m° M CA N Ln IA Ln00 Ln N mn M C M tD 6 It II N ei M O 1� ko M ei l�D 4D N l0 M 001 N R u Q ONI pQ M O Ln 00 C 1A eel N M N v rl 00 11 N ti {ap ao ., LLn n C �,,,� N n M a�0 N eai 00 uM1 tN+1 N LA �n g C �� �g II 1 m a N m pp 00 N N n N m y M V ,~{ ,~� (p V N N o N m N n 00 n N elll/ ID 00 O N m 00 0 N M w0^1 N rl d N rl e1 Qb N Il ewi N O w e�i 01 to m C d V .-I w o°S O O N N N N y�y U r, L 00 O � %D at Val m M C O .-� H C C C C t i G C G 0 C w N _ M p` m N y G d Q fIyy Q Q Q 0] m m m u N U M U C Y O 2 0) C 3+ O Z c :° c ° H a N Cc 9 ° d m m 1qp 9 U V m N 0 0 0 L m m 0 U t U C 0 G ° 2 0 r x SO 00 C inlnlnln LnLnlnn anln ti'ALnlnlnUltilnlnLnLn M .I O N .-1 .i N N N N N. .i N rl 'i 1-1 1-1 .ti .i 1-4 1-1 ', .i .H .-1 .y .-1 1.1 1-1 rl M Ln On In O M o O O1 O N In O /n 00 O NM M n a M m eel 1-4 N N In .i N N m� m m m .-1 M N 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 01 Ol n n O N N In In a 0 N N M M V 4 n M NN Iddrn V N N-q tO In to M lO 1, fn 00 N .i 00 O to O ti .i m N M In t0 rl O O O O O .N .4 a .40 M IV .y N M N .i N O o '1 .4 00 00 00 n In at n m cf o0 In O O a N m m n of O to N N N N O 14 N N 14 N N .-I N N N N N N N-i 4 M M 0000 00010 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N N N N N N N N N N N N N N N N N N N N N N N N NLn 1n tD 00 0�1 N Inn ...1 OlLnILqlw1-4 a M N W 00 '"1 N tD C .4 O ~ O .i 1 y .-1 eel .4 .4 O M N M M O In O In o o `n m o N In o In m o to In -mg-.q In 00 01 O rl N O N tO In n 1-1 N C M N O N m NI-T O m N N N In M n N --I m N sf V: vv,mv, v,v ^IctaaaaOOefa V v In N N N MN N N N N N N tV fV N N gay N N N N m N N N N N N N N N to ^ N N" N N L N N N N N .-1 14 O 000o n000 0o t000000ln0000� d z N N 1* N N. 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U N M oU U nry U u Va1 O`i rrll N"� Q rle V U U C C N C N m �ym,� ,���do 13 IN0 Q fy try Z [0 00 m a 00 C N U ry V U U ^ 0p V O •i .-I F. m O Q Q O O V CJ U u u u _N o` loll a` C 0 APPENDIX 6 LID Calculations II Design Procedure Form: Rain Garden (RG) u ' Sheet 1 0} 2 Designer: KRB Company: United Civil ' Date: November 12, 2014 Project Registry Ridge Seventh Filing Location: Fort Collins 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, I, I, = 50.7 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio 0 = I,/100) = 0.507 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0,17 watershed inches (WQCV= 0.8' (0.91, 13- 1.19' i' a 0,78 - i) D) Contributing Watershed Area (Inducing rain garden areal Area - 166.138 sq ft E) Water Quality Capture Volume (WQCV) Design Volume Vwocv = 2.306 cu If Vol - (WQCV 112) ' Area F) For Watersheds Outside of the Denver Region, Depth of de = in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQC OTHER = ou ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWOC usER = cu ft (Only 8 a different WQCV Design Volume is desired) 2. Basin Geometry A) WOCV Depth (12-inch maximum) Dwacv= 8 in B) Rain Garden Side Slopes (Z = 4 min., honz, dist per un4 vertical) 2. 4.00 ft / ft (Use "0" if rain garden has vertical wells) C) Mimimum Flat Surface Area A,,, = 1537 sq ft D) Actual Flat Surface Area A,x,d = 4703 sq it E) Area at Design Depth (Top Surface Area) AT. - 6589 sq ft F) Rain Garden Total Volume VT- 3,792 cu ft (VT- ((AT.' A..) 12)' Depth) Choose One 3. Growing Media CO) 18" Rain Garden Growing Meft Q Other (Explain): 4. Underdraln System Choose Ore * YES A) Are undererains provided? Q NO 8) Underdrain system orifice diameter for 12 hour drain time 1) Distance From Lowest Elevation of the Storage y= ft Volume to the Center of the Orifice Ili Volume to Drain in 12 Hours Vol,'. WA Cu ft in) Orifice Diameter. 3/8" Minimum Dc = N/A in ' UD-BMP_v3.03.bsm, RG I1/12/2C74. 11-27 AM Design Procedure Form: Rain Garden (RG) Sheet 2 of 2 Designer: KRIS Company: United Civil Date: November 12, 2014 Project: Registry Ridge Seventh Filing Location: Fort Collins S. Impe"eable Geomembrane Liner and Geotexule Separator Fabric Chaose One Q YES A) Is an impermeable liner provided due to proximity Q NO of structures or groundwater coraaminabon? ChooseOne 6. Inlet / Outlet Control j O Sheet Flow- No Energy Dissipation Required A) Inlet Control Q Concentrated Flow- Energy Dissipation Provided 7. Vegetation Seed (Plan for frequent weed control) Q Plantings Q Sand Grown or Other High Inhhatlon Sod Choose One 6. Irrigation Q YES A) Wit the rain garden be irrigated? C NO Notes'. ' UD-BMP_v3.03.xlsm, RG 11112/2014. 11:27 AM STAGE STORAGE TABLE - East Side of PLD ELEV AREA (sq. ft.) DEPT H (ft) AVG END INC. VOL. (cu. ft.) AVG END TOTAL VOL. (cu. ft.) CONIC INC. VOL. (cu. ft.) CONIC TOTAL VOL. (cu. ft.) 5,063.200 973.07 N/A N/A 0.00 N/A 0.00 6,063.300 1,970.22 0.100 147.16 147.16 144.26 144.26 5,063.400 2,727.37 0.100 234.88 382.04 233.86 378.12 5,063.500 2,819.08 0.100 277.32 659.37 277.31 655.43 5,063.600 2,911.84 0.100 286.55 945.91 286.53 941.96 5,063.700 3,005.71 0.100 295.88 1241.79 295.86 1237.83 6,063.800 3,100.83 0.100 305.33 1547.12 305.31 1543.14 5,063.900 3,197.33 0.100 314.91 1862.02 314.90 1858.04 5,064.000 3,295.23 0.100 324.63 2186.65 324.62 2182.65 5,064.100 3,394.51 0.100 334.49 2521.14 334.47 2517.13 STAGE STORAGE TABLE - West Side of PLD ELEV AREA (sq. ft.) DEPTH (ft) AVG END INC. VOL. (cu. ft.) AVG END TOTAL VOL. (cu. ft.) CONIC INC. VOL. (cu. ft.) CONIC TOTAL VOL. (cu. ft.) 5,063.200 491.08 N/A N/A 0.00 N/A 0.00 5,063.300 1,072.05 0.100 78.16 78.16 76.29 76.29 5,063.400 1,617.81 0.100 134.49 212.65 133.56 209.85 5,063.500 2,069.78 0.100 184.38 397.03 183.92 393.77 5,063.600 2,358.28 0.100 221.40 618.43 221.25 615.01 5,063.700 2,454.79 0.100 240.65 859.09 240.64 855.65 5,063.800 2,546.72 0.100 250.08 1109.16 250.06 1105.71 5,063.900 2,639.81 0.100 259.33 1368.49 259.31 1365.03 5,064.000 2,734.32 0.100 268.71 1637.20 268.69 1633.72 5,064.100 2,830.13 0.100 278.22 1915.42 278.21 1911.93 APPENDIX C Hydraulic Calculations No Text % ( \ § 2%- 3■■ � z;£ 2 k IT ~ z IL22i C�£ L . ■.2 m !£ . . . �._ § !■$ __ � ° % R f ƒ 22k � § . ■! $ ;� o 20 - | c m 0 a 3 2§. ■ L . ƒ t 9 k i 0E k . r c / |0 I 2 ! - ! xC£ k ��E ) k � )»E % 2 $ k X3£ 2 § c0 :3,CL -i # . �W£ :3 . � II �, ID f / J $ _ � ) 2 _ k {k e a / § \) - k CD. �7 @co . k \ lu . ƒ § ° J■/ ® k ■ t LU k #i£ k � _ 2 . k MegLn IMe Loi 0 £ / c . £ ■ & ■ a Ci k §�£ . � \ 0) k k k § a ■ - co S!£ k Lo L £ ] a _ ® A f � ~ iT \ . - � a. 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N 10 O 3 O it 0 CL � � 0 c > c � k @ co E *0 co ■ � E L § E . . a k§ t E k© § k zks .91 E J— - z § s; § !Q£ c :3 fO k ■�E a■ �Pk 2 2 M: 2 ■ E § & I2 § CF § ■ a @E « § , $ k § 2jz . I \ ) �� _ ƒ V. 0 CL @ � � E �3 � co �� © co sm � @ co C ]� o § 2 R 2:3) t 0 �]■ k 02E � ( � �2k £ � :3 . aL k /ujE a� § IL£ ac :3 .E G §OD a�2 / ■ $ § f 5 e . e a: - ILz �z k .| ■ . )2 E § wk E c ;2_ o a,Z � 2 ■ E LO fig k § >E _ R . . � R , $ z i a E M!£ § § . !!E CN E m . ■ Z § m S2E b gig § » i § a E ��£ § £ { ° \ a ! co ' / } � - ! 8 8 8 8 8 8 8 0 ti U (O N Q' g R 109 J LU lli r J O � J N = 8 8 8 8 d W pN_ N CI 10 0 C co ry E Z E vs L6 E 0 N ti iz 0 0 a` ■ 2 . a � L § _ § � �E b § 8' . §�E z � k- ) jCOSCL J @ I2£ § §,« . ao § I r IT C \ 2 § ■o- § ) tm ■■� oa_ c £ @ :C3 k . . 0 2Ez } . 7 $ ! 0 0 CL � e F= E o co � k co Lo *0 � co § . 2\a R 4 . � �®E s2_ • . § § _ ) �!E « _§ r kLU . s& § Id£ � §�E CZ { 2 a$04 � 2 d \ LL. ) $ § � k 8 2 co E -E 2 /LU �& - } �s E Ell 2 B LU £ § � 2 ■ ¥ c . LU k >E k k § ' C4 — G ) � § z £ �2E � a» § I!£ e § � £ a 2 ■ Z @ 3!E § ■ ` � » _ � w - § � £ n �2£ � 2 £CV ! k L ' I \ � � | g S $ g $ g 0 n r 9. U cu I, p fV J LLl � J x w co E `o N 0 E z z ■ � ƒ § « a ■ o § k` �E ! z;£ 8 - k ! �� 5 2 ) .j ) § I�E b IL ( !J� !§E � . != k`co } I2$ � §& # sop No . 2 , � � k ��E \ k�a \ U ; IL 0 0 CL 0 � �e � E o co � k � *0 �U) 5 u ) 2�; w / 0 z�E S IN 8 �2_ o § _ . k . � a .E § §US ° n ICL LU a. ILE \ § £ IL § { ee_ :3 4 ) . � 6 7 E � m & E & ! � m 8 .0. k ! � I 4k E § W § § WAS { � ° !■/ § § ° ! ■ @ § q K § k > ' k k � § z a £ �2E � n a� !!10 � § E ■ Z [ Lu 8 � >�E ■ ` � � . ! 2 2 [ i § a E $ )!E § s» ) A-5 vi ? \ 3 It c C 8 8 8 8 8 Cd os !9 0 g I I $ IIJ� O L a) W J ci L{1 p N J O = Td a� w INLET IN A SUMP OR SAG LOCATION IAoja9t • Registry Ridge Seventh Filing _ Irdet ID • Inlets 2.2, 3-1. 6.1 .fLo (C)r H-Curb H-Vad Wo t"fP w Lo (G) ocal DepaDeion (addaiorW to cons rumra gtaer depreaelon'9' kam'O-Aloes) tuner of UM InIft (Grate or Cuo Opening) View Depth M Flowln (o V side of beat deprowonl bale Irliomar inn agth of a Unit Grate Vieth of a Unit Greta ,rea Opening Ratio for a Grate (typical vaLea 0.150.90) logging Factor for a Single Grate (typical wale 0,50 - 0,70) ;Me Weir Coefficient pypital yal a 2,15 - 3.60) ;rate Orifice Coefficient (typini woe 060 - 0.50) :ue Ops" eRormatbn erpth of a Unit Ciao Opening leight of VMlral Cue Openng rn Inches leign of C W Critics TMoal in Inches .ngb of Tlroat (see USDCM Fgm ST-5) ids Width for Dephie Ion Pan (typuay the gutter width of 2 feet) bggup Factor for a Single Cuo Opening 0ypinal vase 0.10) ,so Opening Win, Coafl.cren 6ypcal vale 2.3.3.7) '.ut Opening Onfice Coefficient hra:sl y 0 W - 0 70) 'otal Inlet Interception Capacity (assumes clogged condition) MINOR MAJOR Inet Type - COOT Type R Cup Opening a., - 4.25 Inches No 1 PCMlrg Dwh 48 7.2 lrie MINOR MAJOR O.emtle DeDNs L. (G) Cr (0) We• Air+• C. (G) C. (0) MWA MINOR MAJOR 5.00 6.00 6.00 63.40 1,42 0,10 0.10 3.80 047 MINOR MAJOR Maximum flowrate for Inlets 2-2, 3-1 and 6-1 is 8.3 cfs at Basin C5, fast fast aches UD-Inlet v3. 14 (Inlet 2-2,3-1,6-1).Am, Inlet In Sump 3/1&2015 1 05 PM INLET IN A SUMP OR SAG LOCATION project = R*VlWy Ridge Seventh Fillip J— Inlet ID = Inlet 2- --_-_ -- t`—Lo (C)_Y H-Carb HNert Wo W Le(0) on Wometbn Input Of Intel WO Type' I Depression (addmonal to continrcus gutter depanion'a' from'O-AWe) ayy' oat of Unit MW, (Grate or Curb Opencg) No v Depth 0 Fbwine (odude of iocal depsseon) Poring DapOt' t Ifforywillo 1 In of a UN Grate L. ((a)' 1 of a Unit Orate W.' OPenrg Ratio for a Gram (typcel vaarea 0.15-0.90) Ate' yrg FacW for a Saab Gale pva ypieW le 0 50 - 010) (n (G)' r Viler CoeRkiaa Ityplcal vale 2 15 - 3 n!p C. (G)' r off" Coe0lden ""I vale 0 e0. 0 80) C. (0)' Opie" Information to of a Un9 Cub opening L. (C)' d of vertical Cub opening In IrcOes H. It of Cub Once Throat in lndes H e i, r of TivoM (see USDCM Fgue ST.$) TMa' Y&M for Depression Pan nii ee W/sr eMOn of 2 fast) W.' ;WV Factor for a SWgb Cub Opening Ryp" value 0.10) C� IQ Opadrg Weir Coalanad 0ypioal vale 2.3-3 7) C. (C)' Oper" Omloe Coeffx (typral vale 0 SO.070) C. (C) at Inlet Interception Capacity (assumes clogged condition) O esraeeeueo' CDOT Type R Cub Opereg 425 2 4 71 WA WA WA WA WA WA WA 5.00 6.00 8,00 83.40 1.42 0.10 0.10 3.ti0 087 ad es m Oun50e OepMs aN ssl let W" Idea gees Ist UDinlet V3 14 (Inlet 2-3)dant, Inlet In Sump VI 2015, 1:06 PM ' Registry Ridge Seventh Filing Fort Collins, CO Area Inlet Capacity ' INLET ID: Inlet 5-1 Governing Equations: ' p p Inlet capacity equation at low Lbws (weir calculation): z = 3 , O ( H Where. ' P = 2(L + W) H = depth of water above the tlow/ine UNITED CIVIL Design Group Inlet capacity equation at higher flows (orifice calculation). Q = 0.67 A (2 gH 10.5 \ 1 ' Where: A = open area of the inlet grate ' H = depth of water above the centroid of the cross -sectional area (A) Input Parameters: Grate: 15' Nyloplast (1599CGD) ' Wier Perimeter 3.93 Open Area of Grate (ft): 0.80 Q2 = 0.25 cfs ' Flowline Elevation (ft): 5076.16 Q100 = 1.12 cfs Allowable Capacity 50% ' Depth vs. Flow: Shallow Orifice Actual Depth Above Inlet Elevation Weir Flow Flow Flow (ft) (ft) (cfs) (cfs) (cfs) ' 0.00 5076.16 0.00 0.00 0.00 0.10 5076.26 0.19 0.68 0.19 0.20 5076.36 0.53 0.96 0.53 ' 0.30 5076.46 0.97 1.18 0.97 0.33 5076.49 1.12 1.24 1.12E - Qloo ' 0.50 5076.66 2.08 1.52 1.52 0.60 5076.76 2.74 1.67 1.67 0.70 5076.86 3.45 1.80 1.80 ' 0.80 5076.96 4.22 1.93 1.93 0.90 5077.06 5.03 2.04 2.04 1.00 5077.16 5.90 2.16 2.16 Calculations by: KRB ' Date: 311612015 C:)United Civil)Dropbox)Projects)U14012 - Liberty Ridge( Drainage) Hydraulics)Inlets)Areo Inlets.xlsx b � \ 0 CL \ ( 0: :::: � k � e ! |- i]>�£ §aa® !f jj77 7f\!!ff !!§§ \!/ G;7; \■/f ƒ §}�} ^ ;! ) . : aa* ) \CIF #+! 7/!! )a Registry Ridge Seventh Filing Weir Capacity Fort Collins, CO UNITED CIVIL IN esign Group Outlet Structure ID: PLD 100-Year Overflow Structure Governing Equation: The trapezoidal weir is a broad -crested weir governed by the following equation: Q = C I L + 0.8 H tan B )]H' • where Q= discharge (cfs) L l • where C w = weir coefficient " where L = crest length (ft) • where H = head on weir (ft) ' where b = 1.5 For 4:1 side slopes, 0 = 151.92760 so that tan (0/2) = 4 Input Parameters: Top of Weir Elevation (ft) = 5064.10 Crest Elevation (ft) = 5065.10 Length of Weir (ft) = 11.67 Type C Inlet Weir Coefficient = 2.60 Depth vs. Flow: Depth Above Crest (ft) Elevation (ft) Outlet Structure Weir Discharge (cfs) 0.00 5064.10 0 0.10 5064.20 1 0.20 5064.30 3 0.30 5064.40 5 0.40 5064.50 9 0.50 5064.60 12 0.60 5064.70 16 0.70 5064.80 21 0.80 5064.90 26 0.85 5064.95 29.6 F 100-year flowrate 0.95 5065.05 36 Calculations by: XXX Date: 3/16/2015 Trapezoidal -Weir (outlet structure sizing).xls Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk. Inc. Sidewalk Culverts Rectangular Bottom Width (ft) = 2.00 Total Depth (ft) = 0.50 Invert Elev (ft) = 100.00 Slope (%) = 2.00 N-Value = 0.013 Calculations Compute by: Known Depth Known Depth (ft) = 0.50 Highlighted Depth (ft) = 0.50 Q (cfs) = 7.769 Area(sgft) = 1.00 Velocity (ft/s) = 7.77 Wetted Perim (ft) = 3.00 Crit Depth, Yc (ft) = 0.50 Top Width (ft) = 2.00 EGL (ft) = 1.44 The maximum 100-year flowrate required within the sidewalk chase is 7.42 cfs at design point 132. Elev (ft) Section Tuesday, Mar 3 2015 Depth (ft) ' Channel Report ' Hydraflow Express Extension for Autodesk® AutoCAD® Civil 31D® by Autodesk, Inc. Wednesday, Jun 3 2015 ' Channel at Proposed Trail Crossing (Minor Events) User -defined Highlighted Elev (ft) = 5067.05 Depth (ft) = 0.54 'Invert Slope (%) = 1.21 Q (cfs) = 3.500 N-Value = 0,030 Area (sqft) = 1.38 fts) = 2.53 'Velocity Calculations Wetted Perim (ft) = 4.31 Compute by: Known Q Crit Depth, Yc (ft) = 0.44 Known Q (cfs) = 3.50 Top Width (ft) = 3.91 ' EGL (ft) = 0.64 (Sta, El, n)-(Sta, El, n)... ( 2.45, 5069.71)-(16.65, 5067.69, 0.030)-(20.01, 5067.59, 0.030)-(20.60, 5067.07, 0.030)-(22.61, 5067.05, 0.030)-(23.12, 5067.55, 0.030}(28.91, 5067.84, 0.030) -(53.19, 5069.89, 0.030) ' Elev (ft) ' so7o.o0 ' 5069.50 ' 5069.00 5068.50 5068.00 t ' 5067,50 5067.00 ' S066.50 -5 Section 0 5 10 15 20 25 30 35 40 45 50 55 Depth (ft) 2.95 2.45 1.95 1.45 0.95 0,45 M OR Sta (ft) Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D6 by Autodesk. Inc. Channel at Proposed Trail Crossing (100-Year) Wednesday, Jun 3 201! User -defined Highlighted Invert Elev (ft) = 5067.05 Depth (ft) = 1.95 Slope (%) = 1.21 Q (cfs) = 160.00 N-Value = 0.030 Area (sqft) = 31.88 Velocity (f /s) = 5.02 Calculations Wetted Perim (ft) = 35.76 Compute by: Known Q Crit Depth, Yc (ft) = 1.90 Known Q (cfs) = 160.00 Top Width (ft) = 35.21 EGL (ft) = 2.34 (Sta, El, n)-(Sta, El, n)... ( 2.45, 5069.71)-(16.65, 5067.69. 0.030)-(20.01, 5067.59, 0.030)-(20.60, 5067,07, 0.030)-(22.61, 5067.05, 0.030)-(23.12, 5067,55, 0.030)-(28.91. 5067.84, 0.030) -(53.19, 50%89, 0.030) Depth (ft) 2.95 2.45 1.95 1.45 0.95 0.45 -0.05 -0.55 Sta (ft) Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Channel Upstream of Trail Crossing Wednesday, Jun 3 201! User -defined Highlighted Invert Elev (ft) = 5067.87 Depth (ft) = 2.10 Slope (%) = 0.72 Q (cfs) = 160.00 N-Value = 0.030 Area (sgft) = 36.05 Velocity (ft/s) = 4.44 Calculations Wetted Perim (ft) = 33.28 Compute by: Known Q Crit Depth, Yc (ft) = 1.88 Known Q (cfs) = 160.00 Top Width (ft) = 32.36 EGL (ft) = 2.41 (Sta, El, n)-(Sta, El, n)... ( 5.85. 5070.49)-(25.05, 5068.04, 0.030)-(28.67, 5067.87, 0.030)-(34.25, 5069.14, 0.030)-(42.27, 5069.31, 0.030)-(42.31, 5071.50, 0.030) =1-... /4\ -5 Depth (ft) 4.13 3.13 2.13 1.13 0.13 -0.87 -1.87 Sta (ft) Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk. Inc. Channel Downstream of Trail Crossing User -defined Highlighted Invert Elev (ft) = 5065.87 Depth (ft) Slope (%) = 1.00 Q (cfs) N-Value = 0.030 Area (sqft) Velocity (ft/s) Calculations Wetted Perim (ft) Compute by: Known Q Crit Depth, Yc (ft) Known Q (cfs) = 160.00 Top Width (ft) EGL (ft) (Sta, El, n)-(Sta, El, n)... ( 5.75, 5069.07)-(11.97, 5068.07, 0.030)-(20.26. 5067.92, 0,030)-(30.67, 5065.87. 0.030)-(47.48. 5069.44, 0.030) rx_.. 'r % � -5 Wednesday. Jun 3 201! = 2.47 = 160.00 = 32.50 = 4.92 = 32.50 = 2.37 = 32.01 = 2.85 Depth (ft) 4.13 3.13 2.13 1.13 0.13 -0.87 -1.87 Sta (ft) Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Tuesday, Mar 3 2015 Hornet Drive Minor Event Street Section Capacity User -defined Highlighted Invert Elev (ft) = 99.61 Depth (ft) = 0.39 Slope (%) = 0.60 Q (cfs) = 13.51 N-Value = 0.013 Area (sqft) = 5.21 Velocity (ft/s) = 2.59 Calculations Wetted Perim (ft) = 32.96 Compute by: Known Depth Crit Depth, Yc (ft) = 0.41 Known Depth (ft) = 0.39 Top Width (ft) = 32.84 EGL (ft) = 0.49 (Sta, El, n)-(Sta, El, n)... ( 0.00, 100.20)-(10.08, 100.00. 0.013)-(11.50, 99.61, 0.013)-(12.67, 99.72, 0,013)-(26.50. 100.00, 0.013)-(40.33, 99.72, 0,013) -(41.50, 99.61, 0.013) -(42.92, 100.00, 0.013)-(53.00, 100.20, 0.013) Maximum half street width capacity is 6.25 cfs without over topping the curb. The maximum 100-year basin flowrate of 3.6 cfs is located at design point C4 includes Basins C2-C4. Elev (ft) Section i 1 -J U 5 "IU l5 Lu L5 Ju J1) 4u 4t 5u =1 Sta (ft) Depth (ft) 1.39 -0.11 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Tuesday, Mar 3 2015 Hornet Drive Major Event Street Section Capacity User -defined Highlighted Invert Elev (ft) = 99.61 Depth (ft) = 0.47 Slope (%) = 0.60 Q (cfs) = 24.00 N-Value = 0.013 Area (sqft) = 8.14 Velocity (ft/s) = 2.95 Calculations Wetted Perim (ft) = 40.50 Compute by: Known Q Crit Depth, Yc (ft) = 0.50 Known Q (cfs) = 24.00 Top Width (ft) = 40.38 EGL (ft) = 0.61 (Sta, El, n)-(Sta, El, n)... ( 0.00, 100.21)-(10.08, 100.00, 0.013)-(11.50, 99.61, 0.013)-(12.67, 99.72, 0.013)-(26.50, 100.00, 0.013)-(40.33, 99.72, 0.013) -(41.50, 99.61. 0.013) -(42.92, 100.00, 0.013)-(53.00, 100.21. 0.013) 1 1 I, Flowrate includes Basins C2-05. Depth of flow is less than 6" above crown, less than 12" above flowline, and contained within ROW. Elev (ft) Section -0 U 0 lU 10 LU Lb JU Sta (ft) Jb 41J 45 50 55 Depth (ft) 1.39 M 0.39 APPENDIX D Standard Operating Procedures STANDARD OPERATING PROCEDURES (SOPS) tA. Purpose Proper maintenance is an essential process for effective physical stormwater Best ' Management Practices (BMPs). Maintenance includes both routinely scheduled activities as well as non -routine repairs that may be required after large storms, or as a result of other unforeseen problems. Standard Operating Procedures should clearly identify BMP ' maintenance responsibility. BMP maintenance is typically the responsibility of the entity owning the BMP. ' Long term success of BMPs provides two critical components: Identification of who is responsible for maintenance of BMPs, and the surety that an adequate budget is ' allocated for maintenance. Maintenance responsibility may be assigned either publicly or privately. For this project, the privately owned BMPs shown below in Section B are to be maintained by the property owner or property manager. B. Site -Specific SOPS ' The following stormwater facilities contained within Registry Ridge Seventh Filing are subject to the following SOP requirements: - Bioretention - Permeable Interlocking Concrete Pavement ' - Vegetated Swales The location of said facilities can be found on the Utility Plans for Registry Ridge Seventh Filing. Inspection and maintenance procedures and frequencies, specific maintenance requirements and activities, as well as BMP-specific constraints and considerations shall ' follow the guidelines outlined in Volume 3 of the Urban Drainage and Flood Control District (UDFCD) Urban Storm Drainage Criteria Manual for Bioretention, Pervious Pavement and Vegetated Swales. SOP Maintenance Summary Table Stormwater Facility / Ownership / BMP Responsibility Maintenance Reference Bioretention Pond Private Follow applicable guidelines for Bioretention within UDFCD. Permeable Pavement Private Follow applicable guidelines for Permeable Pavement within UDFCD. Vegetative Swales Private Follow applicable guidelines for Vegitative Svia/es within UDFCD. ' The complete UDFCD BMP maintenance references listed above can be found in Chapter ' 6 of Volume 3. Applicable excerpts for "Routine' maintenance requirements for the BMP can be found on the following page. Additionally, it is strongly recommended that the Guidelines for Use of Pesticides, Herbicides and Fertilizers (UDFCD Fad Sheet S-8), and ' the Landscape Maintenance procedures (UDFCD Fad Sheet S-9) be followed, not just within the drainage facilities themselves, but for the entire development. Bioretention Routine Maintenance Table (Summary from Chapter 6 of UDFCD) Required Action Maintenance Objective Frequency of Action Occasional mowing of grasses and weed Lawn mowing and removal to limit unwanted vegetation. Routine — Depending on aesthetic vegetative care Maintain irrigated turf grass as 2 to 4 inches requirements. tall and nonirrigated native turf grasses at 4 to 6 inches. Remove debris and litter from detention area to minimize clogging of the sand media. Routine — Including just before annual Debris and Litter Remove debris and litter from the pond area storm seasons (that is, April and May), removal and outlet orifice plate to minimize clogging. end of storm season after leaves have Remove debris and litter from curb channel fallen, and following significant rainfall and sidewalk chase outlets adjacent to pond events. if applicable to minimize clogging. The bioretention sand media and landscaping Every 5 to 10 year, depending on Sand Media and layer will clog with time. This layer will need infiltration rates needed to drain the Landscaping to be removed and replaced, along with all WOCV in 12-hours or less. May need to removal and turf and other vegetation growing on the be performed more frequently if replacement surface, to rehabilitate infiltration rates. exfiltration rates are too low to achieve this goal. Inspect detention area to determine if the sand media is allowing acceptable infiltration. Routine Bi-annual inspection of Inspections If standing water persists for more than 2.4 � hours after storm runoff has ceased, clogging aulic performance. hydraulic should be further investigated and remedied. ' Permeable Interlocking Concrete Paver Routine Maintenance Table (Summary from Chapter 6 of UDFCD) Required Action Maintenance Objective Frequency of Action Use a regenerative air or vacuum sweeper to Debris Removal, maintain infiltration rates. This should be After any significant site work (e.g., Sweeping and done on a warm day. Do not use water with landscaping) and approximately twice per Vacuuming the sweeper. After vacuuming, replace Infill year. aggregate as needed. Mechanical snow and Ice removal should be Snow Removal used. Conventional plowing operations Routine —throughout winter season should not cause damage to the pavement. Sand should not be used Follow industry guidelines for installation and Full and Partial replacement after underground repairs. Replacement of Restore sureface infiltration by removing 1/2" After poor Installation of paver blocks, or Pavement of Infill to 1" of soiled aggregate Infill material with a when surface is completely clogged and Material vacuum sweeper. After cleaning, openings in rendering a minimal surface infiltration rate. the pavement need to be refilled with clean aggregate infill materials via a push broom. Vegetative Swale Routine Maintenance Table (Summary from Chapter 6 of UDFCD) Required Action Maintenance Objective i Frequency of Action Maintain irrigated grass at 2 to 4 inches tall j ' Lawn mowing and nonirrigated natise grass at 6 to 8 inches Routine — As needed. and Lawn care tall. Collect cuttings and dispose of them offsite or use a mulching mower. t Debris and Litter Keep the area clean for aesthetic reasons, Routine — As needed by remowl which also reduces floatables being flushed inspection, but no less than two downstream. times per year. Routine —As needed by ' Remow accumulated sediment near cul%erts inspection. Estimate the need to Sediment and in channels to maintain flow capacity. remow sediment from 3 to 10 removal Replace the grass areas damaged in the percent of total length per year, process. as determined by annual inspection. ' Inspections Check the grass for uniformity of coder, sediment accumulation in the swale, and near; Routine — Annual inspection is t culwrts. suggested. APPENDIX E Referenced Material FINAL DRAINAGE REPORT FOR REGISTRY RIDGE P.U.D., SECOND FILING '' '' 11 11 11 11 ii Submitted to: '1 CITY OF FORT COLLINS 1, November 6, 2000 't tVws unofficial copy was downloaded on Oct-27-2014 from the City of Fort Collins Public Records Website: bttp://citydoes.fcgov.com or additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 US unofficial copy was downloaded on Oct-27-2014 from the City of Fort Collins Public Records Website: http://citydocs.fegov.com additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 US 11 11 11 "0 06 N r4 CR e� M M yYr W en a '0 0, '0 r. 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SECOND FUND STANUMMOIFORI MI II N3.0 , , m NNII ..A. vmm*wa SDI 17MCFWa rre i - -- L-1 NI I i N I A f .' , 14 1 — . ffmm D -j M110wmni.MI is JOI M'.. INNINIAII —j N h� �X S TIDAS.�'O:.�. 0-- DATE 75 _I� \� ; .1 1 1 . z. . I I II I I. I . . 1� 0 F., F Tract N It 0 20 Air JIM oel I L --- J/ TIN;! N z 0 O. cc LU 0 1 11 Lip =pAw-d I . R UNI ES w p I X, - ----- 7M I Z7 T—T- 0 9 City of Ft. Collins, Colorado r a .~AIN I ConsuI II 'a AN Z NS UTlLrrY PLAN APPROVAL sav= 7� wr F�Z 0j, 0 APPROVED: 970-220-0567 10I AN -crty ratlnwr Dili CHECKED By. ono-001 utaKy-3;w— N.N. CHECKED Br. CHECKED BY: - -Do -51 CHECKED BY: -T-I —fto. CHECKED BY. 13 13 PENDING APPROVAL — NOT FOR CONSTRUCTION 1 1 1 1 1 1 Drainage Design Considerations for Registry Ridge P.U.D., Fourth Filing Fort Collins, Colorado December 5, 2001 Prepared For: U.S. Home Corporation Colorado Division 6000 S. Greenwood Plaza Blvd., Suite 200 Englewood, Colorado 80111 Prepared By: NORTHFRN Northam Engineering Services. Inc 420 S. Nowes, Suito 202 Fort Collins. Colorado 90521 Phone: (970) 2214158 Project Number: RFF 00-040.06 Final Compliance s unofficial copy was downloaded on Oct-21-2014 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com additional information or an official coov. olease contact Citv of Fort Collins Utilities 700 Wood Street Fort Collins. CO 80524 US N 0 y w e ggrmo�mr�MMMrao00 nNMMIt 000)010 — 0 $ a 6Ci0000000000 COr 0 0 g 4 0 3, S.c V ONNM7QC)O co co tD n n n to r ---n r� 01 q M 1t 1A cp M � CD w u cV EIC2 000 0 0000000000 O O T y N v � _ 4 pp m M o c 3 Ovi oZ N n 9 tlN�N�N000)N00 p n M m=� 00000000000000 M V g u 3 r �M a : �Z� C m U v ° � v N Q U SOro o. 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' - - - 8 i _ - VT ^ (1, 1 .gym n oo"!`i s:a v s R,�mvw' a , - M1_-„� O e®,QMRFM.enRmMF(6l,IO. , p1OPFPYmY 4mRn PIm N,N eaouaM•miaol ®Fmm,mm . ♦ 88 / Q . 0.420 Y • 1 - - R iPOM We. :,MIN FF®imP,®lt OmTPO6 ,, _ ' -�w : ♦ � ; - I I I11 a 1a I ,, •,,,I ♦ I �: _ \ 0.340 0.643 s�IM ,� � -. ♦ .__ � r ; J 4b . a EXIST: RIPRAP:, . \^ ■ 0.600 1.�.FtR.r �r r 4 CULVERT 1 _ _ A r 12 X 4 RCBC 1 .1 14 1C .94 yL • • d ��`' - SEE SHEET 10A) ft - - - s Y RR EXIST. SWALE 603\�\ 2 SF 1.547 1 eo ,e.eM NWe. OONOTFurnON :eeauENceWEE eorrim F wuem n nwM10 mnM:m! RR'F@m/, w+ M.om Fanv momwa Y L REGISTRY RIDGE THIRD FLING ♦ \\ 1 ij - ♦ T -6 e � �4P* 1 M 1 DEVELOPED RUNOFF TA SD aSO 10D 15aFM 1 eve . 50 R DG1lpr1 P''ONr ' I1MMM0 ARB„ Par=L O, C O, Iva 4in, RM Dea..4AT,D.. ooueA4r: to to 0.340 0.89 1 0.9 3.4 POND 603 PAN --> INLET --> STORM SEWER It, 1E 0.643 0.82 1. 0 11.5 6.4 POND 603 PAN --> INLET --> STORM SEWER 1 1c 0.948 0.62 0. 7 11.4 6.3 POND 603 INLET A3 --> STORM UNE A 1 to. 1b. 111 1.931 0.73 0. 2 13.4 15.3 POND 603 INLET A3 --> STORM LINE A 2 2 1.547 0.74 0. 3 12.5 11.6 POND 603 INLET A2 --> STORM LINE A 3 3 0.575 0.74 0. 3 11.0 4.7 1 POND 603 INLET B1 --> STORM LINE B b 4a 0.420 059 0. 4 0.5 2.4 POND 603 SWALE B-B --> EXIST. SWME 603 40 4b 0100 070 0 8 0.9 3.9 1 POND 603 SIDEWALK CULVERT --> SWALE 603 5 1 5 0.612 031 0. 8 0.5 2.1 POND 603 SWALE A -A --> EXIST. POND 603 6 6 1.114 0.31 0. 0.7 3.2 PoNo 603 EXIST. SWALE 603 --> POND 603 ] 7 0.825 0.31 0. 8 0.5 2A POND 603 OVERLAND DIRECTLY 70 POND 603 8 8 I.QI 0.63 0. 9 1.8 8.0 POND 603 BON HOMME --> EXIST. INLET 30 i9 9 1 120 0.6] 0. 1.4 6.5 1 POND 603 I BON HOMME --> EXIST. INLET 33 10 1 10 1.119 0.68 0. 5 1.3 5.8 POND 603 SHIELDS 5T --> E%ISi. INLET 17 Fxmlw naw x5rrn ® u cRAva NUT FnTER � �� Oa41NG SYgb SEWFA R4Ei IYIaPOaTD sraRM sLWER O � � . SIIIAW auE ourUT Ftlw ERDFD4D Brawl SOWER WAAi FYJ61N0 OXDAN+ O � ' SRM11 S.IL OIa: N ____- FYIDIWEFD coMralRe O -Sr- SLT iDaU I. rWlArtr aunmMn { � W� W� � � aESall aRlHWE BpAYYM1 ® N6Pµ PRARCp61 T 1.1a IIASN DESDN4Tpi ® i �� IXIoItw; CAMIRAL PAa µTA N ACRID• _ s, � Q aLs¢u Paver _♦ WNCFNDMTED F1.aW PAIR ° SR1LC SECiMIN � SHEET FLAW PA1H f, .LOCATION RIFIRAP TYPE I LENGTH (171 1 WIOTN (FTI I DEPTH FT REDOING TYPE STORM LINE A H 14.0 12.0 3.0 6• TYPE 11 STORM UNE 8 L ].5 7.5 1.5 6' TYPE II S W CULVERT L 4.0 aD 1.5 6" TYPE 11 CULVERT IN 603 l 1 20.0 20.0 1.5 6" TYPE 6 &FG A -A L 30.0 15.0 1.5 TYPE u W END A -A L. 45.0 5.0 1.5 •TYPE a W '.+L 2 ..,.c+ 5.0 MIN 14.7' " d!m =0.45' d,. =0.31' . ! ROwR1E .2.WX - FLOWUNE %WE.2.= SWALE A SWALE O-A Dower) 3 -fi-TT--C- TYPE "R_) ♦ "I i 5 i 1 10 1 �1'( 1.11 cQF _141-T A2-S �� I� , 7 `4T(6\ 1 10 TYPE R � L /� -' a 6F ll 1 �I I ♦ •+....erg - , �l 7 •1 J C 4 W RIPRAP '1 1 o 1 1 . • 1 1 iJ! MODIFIED DETENTION POND 603 ,.. `.�,�_.I• 1 REQUIRED WATER QUALITY VOLUME = 1.878 AC -FT 1 1 TOTAL REQUIRED POND VOLUME! = 8.52 AC -FT TOTAL VOLUME PROVIDED = 11.86 AC -FT 1 .100-YEAR WSEL = 5052.34 I 1 MAXIMUM 100-YEAR RELEASE RATE = 69.2 CFS 1F '1 TOP OF BANK = 5053.30 t 1 1.. 1 EXISTNG POND S031OVERFLOW 9TRLCTME t+Qi jO BE MODIFIED FOR WATER QUALITY CAPTURE VOLUME , (SEE DETAIL ON SHEET' 14) 1 ! IST. INLET 17 - - - (15 TYPE `R") 1 552' ON d,m -0,62' 2R a - F1pWUNE RA .t.OaX SWALE SECTION B-B i FORT COLLINS t- LOVELAND WATER DISTRICT SOUTH FORT COUJNS SANITATION DISTRICT UTILITY, PLAN APPROVAL eFUA ale l.s�a yvmo o m City of Fort Collins, Colorado UTILITY PLAN APPROVAL WED: CILr ErMWmOt -IIn1-- ED S W.Itt, It W.W.ttr UtRiLy ED BY utility fIDN r ED BY,ED BY. er crte R �E rW rc o{ r �dR Y• �: 2alnao DeR r . eo• a.:Fw 4 Na ReN4M4 W� Z ^J CL J ' .0 O Z a F LZ ` O U Z ILL . 'O � O _0 cr W _ } Q Q 0) Z vcc uj ¢ 0 ¢ Z I I [_] [] APPENDIX F Drainage Exhibit LIN 9911 ff WI III MONTE��' F 1 Y F+ wo AIII -SIR ` 4 rY�l y 14.E - EONN WALL EXISTING OgM0: TRIAL. VZsREE SWALE SECTION ALA .. ww]eEDCORNING FRdoYO L x eN.� y�,mcEs EXIs2gN pEgaEEe MALE SECTION B-B MALE SECTON GC DRAINAGE SUMMARY m.. 0 •.N wow +N I IF.w rNl Wrl Ts As As 0 sPIG I. am „0 as B3an O. "I 5 IF +E ux I III I an I GIs III IT IT 062 0. 2 o s sex OAT am 0Ed u ITIFON am wIS • 51Y ON 207 N N ' 6f5 ws M au N v ORT u 9+ ON) OR LA o IT a a w 0 au n u a ass 00 1 C9 U Om36% au E5 Iv CIA) IN OIL 59 095 'SS cN m oL 2214 au 0.51 IN a ; cn 043 2% ON 0.31 ON on ow .sN ++y •IN os Nm I+.w LEGEND /� X DESgRw,NN I:1p1 2-vggVx'1F� ING IF. F UNITED CIVIL NwwNaA�.�gEI Design Group am am e.=weDDNDT<R. ® DEOIGNPOND Civil Engineering& Consulting � aow DiNEcxiOx �— - —� 1501 Academy Ct. Ste.203 NOTES FOIL CGllins, CO&0524 (970) 530< • Eouxw�s�B usc� www.unteacivX.mm VTLgFBA49RGwT� GATED AVNULBLITOTHEENIANEER EOgW1CM _F 2 VEGE,BTNOTFEF . ILk%() VENTFNOMEmFORWAIWEfY THEENOffsrwIcINNER ov rvO% an LBB aLOw NG PROPERTY �B OOFEMTNGORORT FOR �LBNG•M x ALI ESENM7HFILING FELONRY i t1E w Z 2 J m ,'e �Q = o Z Z LU Q >LI La cl) Lu �VLLEJ� Z oQ Of r I— LU J m S 1-- Of O z o Z o o n� sc.Ne r=ev a a City of Port Collins, Colorado UTILITY PLAN APPROVAL APPROVED: R4 Bass= CHECKED BY: tvb k t•Ilenb OBtll3 CHECKED BY: Stor]nb 011&q Bib CHECKED BY: lite Yul] k t•a Wn CHECKED BY: Intme tvdve•I CHECKED BY: — tW m•IrsvmevW PhBvm C80IF u SGLE LFAIGIL IOWA