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Home My WebLink AboutREGISTRY RIDGE SEVENTH FILING, REPLAT OF FILINGS TWO & FOUR - FDP - FDP150015 - SUBMITTAL DOCUMENTS - ROUND 1 - DRAINAGE REPORT1501 Academy Ct. Ste. 203 Fort Collins, Colorado 80524 (970) 530-4044 Final Drainage Addendum Registry Ridge Seventh Filing Fort Collins, CO Prepared for: BQ, LLC 10221 Prestwick Trail Lone Tree, CO 80124 March 18, 2015 Drainage Addendum Registry Ridge Seventh Filing Fort Collins, CO 1 U14012-DrainageAddendum-Final.doc March 18, 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: 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. Drainage Addendum Registry Ridge Seventh Filing Fort Collins, CO 2 U14012-DrainageAddendum-Final.doc 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. Drainage Addendum Registry Ridge Seventh Filing Fort Collins, CO 3 U14012-DrainageAddendum-Final.doc Hydrology Northeast Area Basin A as shown 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 Basin A Second 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 Basin B Second Filing Overall Area (acres) 2.27 2.27 Impervious Area (acres) 1.26 1.41 % Imperviousness 52% 58% Drainage Addendum Registry Ridge Seventh Filing Fort Collins, CO 4 U14012-DrainageAddendum-Final.doc 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 Basin C Fourth 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 Drainage Addendum Registry Ridge Seventh Filing Fort Collins, CO 5 U14012-DrainageAddendum-Final.doc 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 Line 4 is located south of the proposed development and is designed to convey 100-year events under the proposed trail crossing the existing drainage channel. The dual box culverts will convey 160 cfs per the Fourth Filing Drainage Report. 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 immediately 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 downstream of the trail crossing would partially submerge adjacent residential lots. 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 A1 and A2). Refer to the Appendix for hydraulic calculations for each storm sewer system. 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: • 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. Drainage Addendum Registry Ridge Seventh Filing Fort Collins, CO 6 U14012-DrainageAddendum-Final.doc 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: 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: Drainage Addendum Registry Ridge Seventh Filing Fort Collins, CO 7 U14012-DrainageAddendum-Final.doc • 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 infiltration 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 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. Standard 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 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. Drainage Addendum Registry Ridge Seventh Filing Fort Collins, CO 8 U14012-DrainageAddendum-Final.doc 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 Drainage Addendum Registry Ridge Seventh Filing Fort Collins, CO 9 U14012-DrainageAddendum-Final.doc 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 APPENDIX A Hydrology Calculations Registry Ridge Seventh Filing Fort Collins, CO Runoff Summary Area Q2 Q100 (acre) (cfs) (cfs) A1 A1 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 0.63 18% 0.38 0.48 0.68 2.98 B1 B1 0.14 2% 0.25 0.31 0.10 0.45 B2 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 1D 1D 0.51 69% 0.76 0.95 1.09 4.77 1E 1E 0.09 48% 0.62 0.77 0.15 0.67 C1 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 C3 C3 0.34 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 C11 C11 0.88 22% 0.41 0.51 1.03 4.47 C12 C12 0.13 2% 0.25 0.31 0.09 0.38 Onsite Total 11.83 43% 0.56 0.70 18.67 81.49 Existing Basins -Adjacent to North Central Site Proposed Basins -South Site Proposed Basins -North Central Site Proposed Basins -Northeast Site C C100 Basin Design Point %I 2 Calculations by: KRB Date: 3/16/2015 C:\United Civil\Dropbox\Projects\U14012 - Liberty Ridge\Drainage\Hydrology\Runoff (Fort Collins).xlsx Registry Ridge Seventh Filing Fort Collins, CO Previous Study Site Runoff Coefficients and % Impervious Roof (1) Concrete(1) Asphalt(1) Permeable Pavers Landscape(1) %I = 90% %I = 90% %I =100% %I=22% %I=2% C = 0.95 C = 0.95 C = 0.95 C = 0.40 C = 0.25 acres sf sf sf sf sf sf C2 C100 Northeast Site Tract B 1.413 61571 19080 4705 7145 0 30641 47% 0.60 0.75 Northeast Total 1.413 61571 19080 4705 7145 0 30641 47% 0.60 0.75 North Central Site Tract A 2.272 98960 37855 6230 17295 0 37580 58% 0.68 0.86 North Cemtral Total 2.272 98960 37855 6230 17295 0 37580 58% 0.68 0.86 South Site Enitre Fourth Filing 8.146 354840 54540 73445 42430 0 184425 45% 0.59 0.73 South Total 8.146 354840 54540 73445 42430 0 184425 45% 0.59 0.73 Notes: (1) Recommended % Imperviousness Values from USDCM Vol 1 - Ch 5 - Table RO-3. Increased Lawns from 0% to 2% Impervious. (2) Runoff C2 is based on UDFCD Eq RO-8 per City Amendment to Chapter 5. Runoff C100 is based upon Table RO-12 per City Amendment to Chapter 5. (3) Basin designations and impervious areas taken from Second Filing report by TST and Fourth Filing report by Northern Engineering. Basin Design Pt. Areas Composite Imperviousness (%I) Composite Runoff Total Total Coefficients (2) Calculations by: KRB Date: 3/16/2015 C:\United Civil\Dropbox\Projects\U14012 - Liberty Ridge\Drainage\Hydrology\Runoff (Fort Collins).xlsx Registry Ridge Seventh Filing Fort Collins, CO Runoff Coefficients and % Impervious Roof (1) Concrete(1) Asphalt(1) Permeable Pavers Landscape(1) %I = 90% %I = 90% %I =100% %I=22% %I=2% C = 0.95 C = 0.95 C = 0.95 C = 0.40 C = 0.25 acres sf sf sf sf sf sf C2 C100 Proposed Basins -Northeast Site A1 A1 0.167 7280 2350 1500 0 0 3430 49% 0.62 0.78 A2 A2 0.432 18812 4700 3603 2222 0 8287 52% 0.64 0.80 A3 A3 0.186 8081 1575 1450 1611 0 3446 54% 0.65 0.81 A4 A4 0.629 27398 3126 1995 0 0 22278 18% 0.38 0.48 Northeast Total 1.413 61571 11750 8548 3833 0 37440 37% 0.52 0.66 Proposed Basins -North Central Site B1 B1 0.144 6281 0 0 0 0 6281 2% 0.25 0.31 B2 B2 0.886 38591 8813 7500 7052 0 15227 57% 0.67 0.84 B3 B3 0.480 20910 2350 3645 3655 0 11260 44% 0.57 0.72 B4 B4 0.762 33178 11750 8681 1225 0 11522 60% 0.71 0.88 North Cemtral Total 2.272 98960 22913 19826 11932 0 44290 52% 0.64 0.80 Existing Basins -Adjacent to North Central Site (3) 1D(3) 1D(3) 0.507 22065 7930 1433 6607 0 6095 69% 0.76 0.95 1E(3) 1E(3) 0.088 3822 1197 814 0 0 1811 48% 0.62 0.77 Proposed Basins -South Site C1 C1 0.619 26985 5288 5342 2599 0 13757 46% 0.59 0.74 C2 C2 0.454 19774 4700 3551 3613 0 7910 57% 0.67 0.84 C3 C3 0.339 14768 3525 2688 2966 0 5589 59% 0.69 0.86 Composite Runoff Basin Coefficients (2) Areas Composite Imperviousness (%I) Design Total Total Pt. Calculations by: KRB Date: 3/16/2015 C:\United Civil\Dropbox\Projects\U14012 - Liberty Ridge\Drainage\Hydrology\Runoff (Fort Collins).xlsx Registry Ridge Seventh Filing Fort Collins, CO Runoff Coefficients and % Impervious C4 C4 1.142 49749 10575 7188 9613 0 22373 52% 0.64 0.79 C5 C5 0.971 42285 7638 8629 10214 0 15805 60% 0.69 0.86 C6 C6 0.908 39561 8225 5801 0 0 25535 33% 0.50 0.62 C7 C7 0.088 3831 1175 750 0 0 1906 46% 0.60 0.75 C8 C8 1.047 45609 9988 7515 0 8762 19345 40% 0.55 0.68 C9 C9 0.856 37286 8813 5625 0 0 22849 36% 0.52 0.65 C10 C10 0.709 30884 5875 3750 0 0 21259 29% 0.47 0.59 C11 C11 0.882 38424 5288 3375 0 0 29762 22% 0.41 0.51 C12 C12 0.130 5684 0 0 0 0 5684 2% 0.25 0.31 South Total 8.146 354840 71088 54214 29005 8762 191772 41% 0.55 0.69 Onsite Total 11.831 515371 105750 82588 44770 8762 273501 43% 0.56 0.70 Notes: (1) Recommended % Imperviousness Values from USDCM Vol 1 - Ch 5 - Table RO-3. Increased Lawns from 0% to 2% Impervious. (2) Runoff C2 is based on UDFCD Eq RO-8 per City Amendment to Chapter 5. Runoff C100 is based upon Table RO-12 per City Amendment to Chapter 5. (3) Existing basins adjacent to North Central site that drain through the proposed site. Basin designations and impervious areas taken from Second Filing report by TST. Calculations by: KRB Date: 3/16/2015 C:\United Civil\Dropbox\Projects\U14012 - Liberty Ridge\Drainage\Hydrology\Runoff (Fort Collins).xlsx Registry Ridge Seventh Filing Fort Collins, CO Time of Concentration Area Length Slope ti (2) Length Slope Velocity (3) tt (4) Check tc? Total Length tc (5) acres ft % min ft % fps min min u = urban ft min min Proposed Basins -Northeast Site A1 A1 0.17 Roof 0.73 20 2 2.4 85 2 20 2.8 0.5 2.9 u 105 11 5 A2 A2 0.43 Roof 0.73 20 2 2.4 95 2 20 2.8 0.6 2.9 u 115 11 5 A3 A3 0.19 Roof 0.73 20 2 2.4 50 2 20 2.8 0.3 2.7 u 70 10 5 A4 A4 0.63 Roof 0.73 40 2 3.4 105 5.5 20 4.7 0.4 3.7 u 145 11 5 Proposed Basins -North Central Site B1 B1 0.14 Roof 0.73 17 1.6 2.4 56 0.6 20 1.5 0.6 3.0 u 73 10 5 B2 B2 0.89 Roof 0.73 20 2 2.4 240 1.41 20 2.4 1.7 4.1 u 260 11 5 B3 B3 0.48 Roof 0.73 30 2 2.9 205 1.82 20 2.7 1.3 4.2 u 235 11 5 B4 B4 0.76 Roof 0.73 20 2 2.4 560 0.94 20 1.9 4.8 7.2 u 580 13 7 Existing Basins -Adjacent to North Central Site 1D 1D 0.51 Roof 0.73 20 2 2.4 170 1.5 20 2.4 1.2 3.5 u 190 11 5 1E 1E 0.09 Roof 0.73 20 2 2.4 25 2 20 2.8 0.1 2.5 u 45 10 5 Proposed Basins -South Site C1 C1 0.62 Lawn 0.09 46 1.76 10.2 343 0.57 20 1.5 3.8 14.0 u 389 12 12 C2 C2 0.45 Roof 0.73 20 2 2.4 240 1 20 2.0 2.0 4.4 u 260 11 5 C3 C3 0.34 Roof 0.73 20 2 2.4 202 1.05 20 2.0 1.6 4.0 u 222 11 5 C4 C4 1.14 Roof 0.73 20 2 2.4 295 1.5 20 2.4 2.0 4.4 u 315 12 5 C5 C5 0.97 Roof 0.73 20 2 2.4 400 1.16 20 2.2 3.1 5.5 u 420 12 5 C6 C6 0.91 Roof 0.73 20 2 2.4 295 1.34 20 2.3 2.1 4.5 u 315 12 5 C7 C7 0.09 Lawn 0.09 85 1.45 14.8 223 1.54 20 2.5 1.5 16.3 u 308 12 12 C8 C8 1.05 Roof 0.73 20 2 2.4 350 1.83 20 2.7 2.2 4.5 u 370 12 5 C9 C9 0.86 Roof 0.73 20 2 2.4 75 4.81 20 4.4 0.3 2.7 u 95 11 5 C10 C10 0.71 Roof 0.73 20 2 2.4 125 4.1 20 4.0 0.5 2.9 u 145 11 5 C11 C11 0.88 Roof 0.73 20 2 2.4 345 3.2 20 3.6 1.6 4.0 u 365 12 5 C12 C12 0.13 Roof 0.73 40 0.5 5.3 215 2.6 20 3.2 1.1 6.4 u 255 11 6 Notes: (1) C5 based initial ground type and Table RO-5 (4) tt=L/(V*60 sec/min) (2) ti = [1.8(1.1-C 5)L 1/2 ]/S 1/3 , S= slope in %, L=length of overland flow (400' max) (5) tc check (for urban or developed areas only) = total length/180 + 10 (3) V=CvS 0.5 , S=watercourse slope in ft/ft, UDFCD Equation RO-4 (6) min tc = 5 min Registry Ridge Seventh Filing Fort Collins, CO Rational Method Peak Runoff Final tc (6) I2 I100 Q2 Q100 acres min in/hr in/hr cfs cfs Proposed Basins -Northeast Site A1 A1 0.167 5 0.62 0.78 2.85 9.95 0.295 1.289 A2 A2 0.432 5 0.64 0.80 2.85 9.95 0.790 3.446 A3 A3 0.186 5 0.65 0.81 2.85 9.95 0.344 1.503 A4 A4 0.629 5 0.38 0.48 2.85 9.95 0.683 2.979 Proposed Basins -North Central Site B1 B1 0.144 5 0.25 0.31 2.85 9.95 0.103 0.448 B2 B2 0.886 5 0.67 0.84 2.85 9.95 1.701 7.424 B3 B3 0.480 5 0.57 0.72 2.85 9.95 0.784 3.421 B4 B4 0.762 7 0.71 0.88 2.52 8.80 1.357 5.923 Existing Basins -Adjacent to North Central Site 1D 1D 0.507 5 0.76 0.95 2.85 9.95 1.092 4.767 1E 1E 0.088 5 0.62 0.77 2.85 9.95 0.155 0.675 Proposed Basins -South Site C1 C1 0.619 12 0.59 0.74 2.05 7.16 0.753 3.289 C2 C2 0.454 5 0.67 0.84 2.85 9.95 0.867 3.783 C3 C3 0.339 5 0.69 0.86 2.85 9.95 0.662 2.889 C4 C4 1.142 5 0.64 0.79 2.85 9.95 2.068 9.023 C5 C5 0.971 5 0.69 0.86 2.85 9.95 1.904 8.311 C6 C6 0.908 5 0.50 0.62 2.85 9.95 1.289 5.627 C7 C7 0.088 12 0.60 0.75 2.05 7.16 0.108 0.474 C8 C8 1.047 5 0.55 0.68 2.85 9.95 1.634 7.129 C9 C9 0.856 5 0.52 0.65 2.85 9.95 1.271 5.547 C10 C10 0.709 5 0.47 0.59 2.85 9.95 0.946 4.128 C11 C11 0.882 5 0.41 0.51 2.85 9.95 1.025 4.474 C12 C12 0.130 6 0.25 0.31 2.67 9.31 0.087 0.380 Onsite Total 11.831 18.672 81.488 Design Pt. Peak Discharge Basin Area Runoff Coefficients Rainfall Intensity C2 C100 Calculations by: KRB Date: 3/16/2015 C:\United Civil\Dropbox\Projects\U14012 - Liberty Ridge\Drainage\Hydrology\Runoff (Fort Collins).xlsx APPENDIX B LID Calculations Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia = 50.7 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 0.507 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.17 watershed inches (WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area) Area = 166,138 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV = 2,306 cu ft Vol = (WQCV / 12) * Area F) For Watersheds Outside of the Denver Region, Depth of d6 = in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQCVOTHER = cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCVUSER = cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum) DWQCV = 8 in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 4.00 ft / ft (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area AMin = 1537 sq ft D) Actual Flat Surface Area AActual = 4703 sq ft E) Area at Design Depth (Top Surface Area) ATop = 6589 sq ft F) Rain Garden Total Volume VT= 3,792 cu ft (VT= ((ATop + AActual) / 2) * Depth) 3. Growing Media 4. Underdrain System A) Are underdrains provided? B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y = ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 = N/A cu ft iii) Orifice Diameter, 3/8" Minimum DO = N/A in Design Procedure Form: Rain Garden (RG) KRB United Civil November 12, 2014 Registry Ridge Seventh Filing Fort Collins Choose One Choose One 18" Rain Garden Growing Media Other (Explain): YES NO UD-BMP_v3.03.xlsm, RG 11/12/2014, 11:27 AM Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? 6. Inlet / Outlet Control A) Inlet Control 7. Vegetation 8. Irrigation A) Will the rain garden be irrigated? Notes: Design Procedure Form: Rain Garden (RG) KRB United Civil November 12, 2014 Registry Ridge Seventh Filing Fort Collins Choose One Choose One Choose One Sheet Flow- No Energy Dissipation Required Concentrated Flow- Energy Dissipation Provided Plantings Seed (Plan for frequent weed control) Sand Grown or Other High Infiltration Sod Choose One YES NO YES NO UD-BMP_v3.03.xlsm, RG 11/12/2014, 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 5,063.300 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 5,063.800 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 Culvert Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Monday, Mar 16 2015 Storm Line 4 (Dual Box Culverts) Invert Elev Dn (ft) = 65.18 Pipe Length (ft) = 33.97 Slope (%) = 1.00 Invert Elev Up (ft) = 65.52 Rise (in) = 24.0 Shape = Box Span (in) = 72.0 No. Barrels = 2 n-Value = 0.013 Culvert Type = Flared Wingwalls Culvert Entrance = 30D to 75D wingwall flares Coeff. K,M,c,Y,k = 0.026, 1, 0.0347, 0.81, 0.4 Embankment Top Elevation (ft) = 69.00 Top Width (ft) = 10.00 Crest Width (ft) = 40.00 Calculations Qmin (cfs) = 160.00 Qmax (cfs) = 160.00 Tailwater Elev (ft) = (dc+D)/2 Highlighted Qtotal (cfs) = 160.00 Qpipe (cfs) = 160.00 Qovertop (cfs) = 0.00 Veloc Dn (ft/s) = 7.08 Veloc Up (ft/s) = 7.55 HGL Dn (ft) = 67.06 HGL Up (ft) = 67.29 Hw Elev (ft) = 68.67 Hw/D (ft) = 1.58 Flow Regime = Inlet Control Project = Inlet ID = Design Information (Input) MINOR MAJOR Type of Inlet Inlet Type = Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 4.25 4.25 inches Number of Unit Inlets (Grate or Curb Opening) No = 1 1 Water Depth at Flowline (outside of local depression) Ponding Depth = 4.8 7.2 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = N/A N/A feet Width of a Unit Grate Wo = N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert = 6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat = 6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 degrees Side Width for DepressionPan (typically the gutter width of 2 feet) Wp = 1.42 1.42 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.67 0.67 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 3.6 8.4 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q PEAK REQUIRED = 1.9 8.3 cfs INLET IN A SUMP OR SAG LOCATION Registry Ridge Seventh Filing Inlets 2-2, 3-1, 6-1 CDOT Type R Curb Opening H-Vert H-Curb W Lo (C) Lo (G) Wo WP Override Depths UD-Inlet_v3.14 (Inlet 2-2,3-1,6-1).xlsm, Inlet In Sump 3/16/2015, 1:05 PM Project = Inlet ID = Design Information (Input) MINOR MAJOR Type of Inlet Inlet Type = Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 4.25 4.25 inches Number of Unit Inlets (Grate or Curb Opening) No = 2 2 Water Depth at Flowline (outside of local depression) Ponding Depth = 4.8 7.2 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = N/A N/A feet Width of a Unit Grate Wo = N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert = 6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat = 6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 degrees Side Width for DepressionPan (typically the gutter width of 2 feet) Wp = 1.42 1.42 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.67 0.67 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 6.5 17.2 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q PEAK REQUIRED = 3.6 15.7 cfs INLET IN A SUMP OR SAG LOCATION Registry Ridge Seventh Filing Inlet 2-3 CDOT Type R Curb Opening H-Vert H-Curb W Lo (C) Lo (G) Wo WP Override Depths UD-Inlet_v3.14 (Inlet 2-3).xlsm, Inlet In Sump 3/16/2015, 1:06 PM Registry Ridge Seventh Filing Fort Collins, CO Area Inlet Capacity INLET ID: Inlet 5-1 Governing Equations: Inlet capacity equation at low flows (weir calculation): Where: P = 2(L + W) H = depth of water above the flowline Inlet capacity equation at higher flows (orifice calculation): 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 (ft2): 0.80 Q2 = 0.25 cfs Flowline Elevation (ft): 5076.16 Q100 = 1.12 cfs Allowable Capacity: 50% Depth vs. Flow: Depth Above Inlet (ft) Elevation (ft) Shallow Weir Flow (cfs) Orifice Flow (cfs) Actual Flow (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 1.12 Q100 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 Q = 3 . 0 P H 1 . 5 Q = 0 .67A ( 2 gH ) 0 . 5 Calculations by: KRB Date: 3/16/2015 C:\United Civil\Dropbox\Projects\U14012 - Liberty Ridge\Drainage\Hydraulics\Inlets\Area Inlets.xlsx Registry Ridge Seventh Filing Fort Collins, CO Riprap Sizing at Pipe Outlets Circular D or Da, Pipe Diameter (ft) H or Ha, Culvert Height (ft) W, Culvert Width (ft) Yt/D Q/D1.5 Q/D2.5 Yt/H Q/WH0.5 Storm Line 1 Outlet 29.63 2.00 1.86 0.93 10.48 5.24 N/A N/A 5.00 5.24 5.93 5.93 Type L 10.00 5.00 1.5 Storm Line 2 Outlet 24.00 2.00 1.73 0.87 8.49 4.24 N/A N/A 6.25 4.24 4.80 4.84 Type L 5.00 5.00 1.5 Storm Line 3 Outlet 5.66 1.50 1.28 0.85 3.08 2.05 N/A N/A 6.60 2.05 1.13 -4.06 Type L 5.00 5.00 1.5 Storm Line 4 Outlet 160.00 2.00 12.00 1.88 N/A N/A N/A 0.94 9.43 6.25 4.71 22.60 75.13 Type L 20.00 12.00 1.5 CALCULATE Yt, Tailwater Depth (ft) Riprap Type (From Figure MD-21 or MD-22) OUTPUT Spec Min. Length of Riprap (ft) Box Culvert Pipe Designation Design Discharge (cfs) L= 1/(2tanq)* [At/Yt)-W] (ft) INPUT Urban Drainage Culvert Parameters pg MD-107 At=Q/V (ft) Expansion Factor 1/(2tanq) (From Figure MD-23 or MD-24) Circular Pipe Registry Ridge Seventh Filing Fort Collins, CO Weir Capacity Outlet Structure ID: PLD 100-Year Overflow Structure Governing Equation: The trapezoidal weir is a broad-crested weir governed by the following equation: * where Q = discharge (cfs) * 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, q = 151.9276° so that tan (q/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) 0.00 5064.10 0.10 5064.20 0.20 5064.30 0.30 5064.40 0.40 5064.50 0.50 5064.60 0.60 5064.70 0.70 5064.80 0.80 5064.90 0.85 5064.95 0.95 5065.05 12 16 21 26 29.6 36 Outlet Structure Weir Discharge (cfs) 0 1 3 5 9 b Q C w L H  H           = +  2 0 . 8 tan θ 100-year flowrate Calculations by: XXX Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Tuesday, Mar 3 2015 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 (sqft) = 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 0 .5 1 1.5 2 2.5 3 Elev (ft) Section Depth (ft) 99.75 -0.25 100.00 0.00 100.25 0.25 100.50 0.50 100.75 0.75 101.00 1.00 Reach (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 Invert Elev (ft) = 99.61 Slope (%) = 0.60 N-Value = 0.013 Calculations Compute by: Known Depth Known Depth (ft) = 0.39 (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) Highlighted Depth (ft) = 0.39 Q (cfs) = 13.51 Area (sqft) = 5.21 Velocity (ft/s) = 2.59 Wetted Perim (ft) = 32.96 Crit Depth, Yc (ft) = 0.41 Top Width (ft) = 32.84 EGL (ft) = 0.49 -5 0 5 10 15 20 25 30 35 40 45 50 55 60 Elev (ft) Section Depth (ft) 99.00 -0.61 99.50 -0.11 100.00 0.39 100.50 0.89 101.00 1.39 Sta (ft) 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 Invert Elev (ft) = 99.61 Slope (%) = 0.60 N-Value = 0.013 Calculations Compute by: Known Q Known Q (cfs) = 24.00 (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) Highlighted Depth (ft) = 0.47 Q (cfs) = 24.00 Area (sqft) = 8.14 Velocity (ft/s) = 2.95 Wetted Perim (ft) = 40.50 Crit Depth, Yc (ft) = 0.50 Top Width (ft) = 40.38 EGL (ft) = 0.61 -5 0 5 10 15 20 25 30 35 40 45 50 55 60 Elev (ft) Section Depth (ft) 99.00 -0.61 99.50 -0.11 100.00 0.39 100.50 0.89 101.00 1.39 Sta (ft) APPENDIX D Standard Operating Procedures STANDARD OPERATING PROCEDURES (SOPs) A. 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 / BMP Ownership / 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 Swales 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 Fact Sheet S-8), and the Landscape Maintenance procedures (UDFCD Fact 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 Lawn mowing and vegetative care Occasional mowing of grasses and weed removal to limit unwanted vegetation. Maintain irrigated turf grass as 2 to 4 inches tall and nonirrigated native turf grasses at 4 to 6 inches. Routine – Depending on aesthetic requirements. Debris and Litter removal Remove debris and litter from detention area to minimize clogging of the sand media. Remove debris and litter from the pond area and outlet orifice plate to minimize clogging. Remove debris and litter from curb channel and sidewalk chase outlets adjacent to pond if applicable to minimize clogging. Routine – Including just before annual storm seasons (that is, April and May), end of storm season after leaves have fallen, and following significant rainfall events. Sand Media and Landscaping removal and replacement The bioretention sand media and landscaping layer will clog with time. This layer will need to be removed and replaced, along with all turf and other vegetation growing on the surface, to rehabilitate infiltration rates. Every 5 to 10 years, depending on infiltration rates needed to drain the WQCV in 12-hours or less. May need to be performed more frequently if exfiltration rates are too low to achieve this goal. Inspections Inspect detention area to determine if the sand media is allowing acceptable infiltration. If standing water persists for more than 24 hours after storm runoff has ceased, clogging should be further investigated and remedied. Routine – Bi-annual inspection of hydraulic performance. Permeable Interlocking Concrete Paver Routine Maintenance Table (Summary from Chapter 6 of UDFCD) Required Action Maintenance Objective Frequency of Action Debris Removal, Sweeping and Vacuuming Use a regenerative air or vacuum sweeper to maintain infiltration rates. This should be done on a warm day. Do not use water with the sweeper. After vacuuming, replace infill aggregate as needed. After any significant site work (e.g., landscaping) and approximately twice per Vegetative Swale Routine Maintenance Table (Summary from Chapter 6 of UDFCD) Required Action Maintenance Objective Frequency of Action Lawn mowing and Lawn care Maintain irrigated grass at 2 to 4 inches tall and nonirrigated native grass at 6 to 8 inches tall. Collect cuttings and dispose of them offsite or use a mulching mower. Routine – As needed. Debris and Litter removal Keep the area clean for aesthetic reasons, which also reduces floatables being flushed downstream. Routine – As needed by inspection, but no less than two times per year. Sediment removal Remove accumulated sediment near culverts and in channels to maintain flow capacity. Replace the grass areas damaged in the process. Routine – As needed by inspection. Estimate the need to remove sediment from 3 to 10 percent of total length per year, as determined by annual inspection. Inspections Check the grass for uniformity of cover, sediment accumulation in the swale, and near culverts. Routine – Annual inspection is suggested. APPENDIX E Referenced Material This unofficial copy was downloaded on Oct-27-2014 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com For additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA This unofficial copy was downloaded on Oct-27-2014 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com For additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA This unofficial copy was downloaded on Oct-27-2014 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com For additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA This unofficial copy was downloaded on Oct-27-2014 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com For additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA This unofficial copy was downloaded on Oct-27-2014 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com For additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA This unofficial copy was downloaded on Oct-27-2014 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com For additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA This unofficial copy was downloaded on Oct-27-2014 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com For additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA This unofficial copy was downloaded on Oct-27-2014 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com For additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA This unofficial copy was downloaded on Oct-21-2014 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com For additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA This unofficial copy was downloaded on Oct-21-2014 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com For additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA This unofficial copy was downloaded on Oct-21-2014 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com For additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA This unofficial copy was downloaded on Oct-21-2014 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com For additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA APPENDIX F Drainage Exhibit A4 A1 C8 C3 C4 C5 C6 C9 S8 C7 C11 C10 C12 POROUS LANDSCAPE DETENTION POROUS LANDSCAPE DETENTION HORNET DRIVE ENTERPRISE DRIVE CABOT COURT NIMITZ DRIVE (PRIVATE DRIVE) SAIPAN COURT PROPOSED STORM INLET PROPOSED STORM DRAIN LINE 3 PROPOSED STORM DRAIN LINE 6 PROPOSED STORM INLETS PROPOSED STORM INLET CURB CUT AND SIDEWALK CHASE CURB CUT AND SIDEWALK CHASE CURB CUT AND SIDEWALK CHASE PROPOSED STORM DRAIN LINE 2 PROPOSED POND OVERFLOW STRUCTURE CURB CUT AND SIDEWALK CHASE PERMEABLE PAVERS WITH UNDERDRAIN CITY HIGH RISK FLOODWAY PROPOSED STORM DRAIN LINE 5 PROPOSED STORM DRAIN LINE 1 KITTY HAWK COURT (PRIVATE DRIVE) (PRIVATE DRIVE) CABOT COURT (PRIVATE DRIVE) PROPOSED STORM DRAIN LINE 4 PREPARED FOR: DATE SUBMITTED: The engineer preparing these plans will not be responsible for, or liable for, unauthorized changes to or uses of these plans. All changes to the plans must be in writing and must be approved by the preparer of these plans. CAUTION BQ, LLC. 3/18/2015 U14012 PRELIMINARY PLANS NOT FOR CONSTRUCTION 1501 Academy Ct. Ste. 203 Fort Collins, CO 80524 (970) 530-4044 www.unitedcivil.com Civil Engineering & Consulting REGISTRY RIDGE SEVENTH FILING DRAINAGE PLAN C800 N/A CHECKED BY: 60' CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: APPROVED: 00 60' 120' SCALE: 1" = 60' 30' 1. EXISTING UNDERGROUND AND OVERHEAD PUBLIC AND PRIVATE UTILITIES AS SHOWN ARE INDICATED ACCORDING TO THE BEST INFORMATION AVAILABLE TO THE ENGINEER. 2. VEGETATIVE SWALES, PERMEABLE PAVERS AND THE POROUS LANDSCAPE DETENTION SHALL BE MAINTAINED BY THE PROPERTY OWNER OR HOA AND FOLLOW APPLICABLE STANDARD OPERATING PROCEDURES AS SHOWN IN DRAINAGE REPORT FOR REGISTRY RIDGE SEVENTH FILING. LEGEND NOTES D-101 BASIN DESIGNATION BASIN AREA (ACRE) 2 - YR RUNOFF COEFF. 100 - YR RUNOFF COEFF. BASIN BOUNDARY DESIGN POINT FLOW DIRECTION DRAINAGE SUMMARY Basin Design Point Area %I C2 C100 Q2 Q100 (acre) (cfs) (cfs) Proposed Basins -Northeast Site A1 A1 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 0.63 18% 0.38 0.48 0.68 2.98 Proposed Basins -North Central Site B1 B1 0.14 2% 0.25 0.31 0.10 0.45 B2 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 Existing Basins -Adjacent to North Central Site 1D 1D 0.51 69% 0.76 0.95 1.09 4.77 1E 1E 0.09 48% 0.62 0.77 0.15 0.67 Proposed Basins -South Site C1 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 C3 C3 0.34 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 C11 C11 0.88 22% 0.41 0.51 1.03 4.47 C12 C12 0.13 2% 0.25 0.31 0.09 0.38 Onsite Total 11.83 43% 0.56 0.70 18.67 81.49 year. Snow Removal Mechanical snow and ice removal should be used. Conventional plowing operations should not cause damage to the pavement. Sand should not be used Routine – throughout winter season Full and Partial Replacement of Pavement of Infill Material Follow industry guidelines for installation and replacement after underground repairs. Restore sureface infiltration by removing 1/2" to 1" of soiled aggregate infill material with a vacuum sweeper. After cleaning, openings in the pavement need to be refilled with clean aggregate infill materials via a push broom. After poor installation of paver blocks, or when surface is completely clogged and rendering a minimal surface infiltration rate. Date: 3/16/2015 Trapezoidal-Weir (outlet structure sizing).xls (Figure MD-21) Rectangular Pipe (Figure MD-22) Spec Min. Width of Riprap (ft) 2*d50, Depth of Riprap (ft) for L/2 Froude Parameter Q/D2.5 Max 6.0 or Q/WH1.5 Max 8.0 Calculations by: KRB Date: 3/16/2015 C:\United Civil\Dropbox\Projects\U14012 - Liberty Ridge\Drainage\Hydraulics\Riprap\Riprap Calcs Spreadsheet.xls Final tc (6) tc Check for Urbanized Basin Initial Overland Flow Time (ti) Travel/Channelized Time of Flow (tt) Design Pt. Initial Ground Type C5 (1) Cv ti+tt Calculations by: KRB Date: 3/16/2015 C:\United Civil\Dropbox\Projects\U14012 - Liberty Ridge\Drainage\Hydrology\Runoff (Fort Collins).xlsx