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Drainage Reports - 07/05/2018
DRAINAGE AND EROSION CONTROL REPORT FOR THE City of Fort Collins Approved Plans Approved by: r�✓��� /iaav� Date: —7- D (8 ST. ELIZABETH ANN SETON CATHOLIC CHURCH EXPANSION CITY OF FORT COLLINS JUNE 29, 2018 COLORADO CIVIL GROUP, INC. Trig". `A,! COLORADO CIVIL GROUP, INC. fthu g ra mdmntr June 29, 2018 Ms.l, Heather McDowell, PE Water Utilities Engineering City of Fort Collins 281 N College Avenue Fort Collins, CO 80524 Re: St. Elizabeth Ann Seton Catholic Church Expansion Project No. 0031.0012.01 Dear Ms. McDowell, We are pleased to re -submit this Final Drainage and Erosion Control Report for the St. Elizabeth Ann Seton Catholic Church Expansion project. This report was prepared based on current City of Fort Collins and UDFCD storm drainage criteria. Please let me know if you have any questions or comments. Sincerely, COLORADO CIVIL GROUP. INC. David A. Huwa, PE COLORADO CIVIL GROUP, INC. • 5110 Granite St, Unit D • Loveland, Colorado 80538 • 970-278-0029 St. Elizabeth Ann Seton Catholic Church Expansion Final Drainage Report Table of Contents 1 Project Summary .......................................................................................................................................................1 1.1 Site Location..............................................................................::...............:......................................................1 1.2 Project Description . .., ...... ....::: .....: ....................................... .........2 2 Project Imperviousness......................................................................................:......................................................2 3 Proposed Drainage Facility Design...........................::..........::.............................::.!.::....:::.:....:;.......:::..:::.::.::::..:...::.,:,.3 3.1 Four -Step Process ...................• ... ••....• ....... - ........ .............................................................3 3.1.1 Step 1: Runoff Reduction............................................................................................................................3 3.1.2 Step 2: Treat and Slowly Release Runoff::........:..::.:...:::.....;;;;.......:... ::...:::...... ::..... ::._.::.::.::...:.:,......:..:,..4 3.1. 3 Step 3: Stabilize Drainageways..................................................................................................................5 3.1.4 Step 4: Implementation of Source Controls..........................................................................................:::.::...5 3.2 BM P Selection Considerations .........................................................................................................................5 _._ ...._ ---- ----- _.... -.. 3.2.1 Soils...........................................................................................................................................................5 3.2.2 Watershed Size........::............::...::.......::...................:::.:....::::::...::::......:::..:...:::.::.:.:::...........:::.....:::.::......6 .. ... .._ .. 3.2:3 Base Flows.................................................................................................................................................6 3.3 BMP Design....................................................................................................................::.:...........-.-.-.-.-......:.::....i.6 3.3.1 Grass Swale.......:::......:::..:....:::..:::............................:::..............................................................................6 _.. _. .... ..... ..... .... - 3:3.2 Rain Garden..............................................................................................................................................6 4 Hydrologic Analysis .......... ......... . ......... ........::............;..........:..:.........,:.•• ,..... , :........7 5 Stormwater Detention Analysis...............................................................,.................................................................8 6 7 N Existing Swale Capacity....................................................... .........................:................................. 9 EmergencyAccess Culvert.,:..::::.. .:...:.:::..... ::::....... .:................................................................. ................................. 10 Conclusions..........................................................................................................:.................................................. 10 Appendix A: Previous Reports...........................::.....::..:.....::::...:::.::.::::::...:::.::.:...:..;_.:....:..:.:,...,:......::.,;,....,........,,...,...... A Appendix B; Existing Soil Properties ....... ......... .......... ....................................................................................................... B Appendix C: BMP Sizing and Detention and Hydraulics Calculations...............................................................................0 Appendix D: Grading and Erosion Control Plan, Drainage Plan......:::.::....;.......;:.......::a.......::::...:::............................... D Index of Figures and Tables Figure1-1: Vicinity Map...................................................................................................................................................1 Table.2-1:.UDFCD Percent Impervious Recommendations.....................::........::.....::.::.......::...........:::...:.:...:..:::.:...:::::.:.2 Table 2-2: New & Future Improvements Imperviousness................................................................................................3 Table3-1:1I1) Treatment...........................................................................................::....................::......:::.:..::.:::..:::.:.....7 St. Elizabeth Ann Seton Catholic Church Expansion Final Drainage Report 1 Project Summary 1.1 Site Location The St. Elizabeth Ann Seton (SEAS) site, approximately 11.7 acres, is located in the Southwest Quarter of Section 6, Township 7 North, Range 68 West of the 6`h Principal Meridian, City of Fort Collins, County of Larimer, Colorado. The site is bounded on the north by Seton Street and on the west by South Lemay Avenue, on the South by Southridge Greens Blvd., and on the east by Southridge Golf Course. A vicinity map is presented in Figure 1-1 below. The project area is generally located at Latitude 40' 30' 35.82" and Longitude -105' 03' 23.96". The site is part of the Fossil Creek Drainage Basin and is included as part of the Fossil Creek Drainage Basin Master Drainageway Planning Restudy Phase A. Figure 1-1: Vicinity Map 1 St. Elizabeth Ann Seton Catholic Church Expansion Final Drainage Report 1.2 Project Description The SEAS site consists of the existing St. Elizabeth Ann Seton Church, existing parking lots, outdoor sheds, and an existing stormwater drainage system. The existing drainage system includes a detention pond at the southwest corner of the property. The project site is located within Community -Panel Number 08069C1000F. A note on the panel indicates that "No Special Flood Hazard Areas" are present, and so panel is not printed. The FEMA Map Index showing this is found in Appendix B of this report. The proposed improvements include a new worship area, additional concrete walkways, and a concrete paved access for emergency fire equipment. Several storm drainage improvements will also be required due to the additional impervious area. Additionally, this report includes an evaluation of a future impervious improvement, likely an onsite residence for the Church's Father and additional parking, and will be located in undeveloped areas of the site. The future impervious area will be included in the LID and detention requirements discussed in this report. Z Project Imperviousness In order to determine the type of stormwater detention and treatment necessary for the project site, the area of the planned improvements was totaled to determine new impervious area. The Urban Drainage and Flood Control District (UDFCD) recommendations for percent impervious were used to determine the overall imperviousness and are presented in Table 2- 1. Table 2-1: UDFCD Percent Impervious Recommendations 4 St. Elizabeth Ann Seton Catholic Church Expansion Final Drainage Report The new and future improvements areas and imperviousness are presented in Table 22 below. Table 2-2: New & Future Improvements Imperviousness 11-7,{ 1 Area.li3entrfication r Basin Lategones Streets 100% and Areas (SF) V =- Dnves Walks Percent &Roofs 1mperyious -Concrete AdditionChurch �11® • 11 1 111 This imperviousness has been used to evaluate the existing detention pond, and additional detention required. Additionally, this imperviousness has been used to determine the LID requirements for the project. 3 Proposed Drainage Facility Design This section of the report presents the design of drainage facilities required based on the addition of new and future impervious area as detailed above. The drainage design has, been explained as it pertains to the "Four -Step Process for Stormwater Quality Management"' as outlined by UDFCD and adopted by the City of Fort Collins. 1.1 Four -Step Process 3.1.1 Step 1: Runoff Reduction The first step in stormwater quality management is to reduce runoff peaks, volumes, and pollutant loads from urbanizing areas jby implementing Low Impact Development (LID) strategies. LID practices include reducing unnecessary impervious areas and routing runoff from impervious surfaces over' permeable areas to slow runoff and promote infiltration. 3 St. Elizabeth Ann Seton Catholic Church Expansion Final Drainage Report The SEAS project does include an increase in impervious area with the construction of the proposed improvements detailed above.. Runoff generated from the new impervious areas is discharged onto a vegetated buffer prior to entering the existing detention pond, which will promote filtering of the runoff and some infiltration which helps to reduce the peak discharge.. The buffer width varies from roughly 50 feet to more than 100 feet. 3.1.2 Step 2: Treat and Slowly Release Runoff After reducing the runoff from a site, the second step in stormwater quality management is to capture and slowly release a Water Quality Capture Volume (WQCV). WQCV facilities may include bioretention, extended detention basins, sand filters, constructed wetland ponds, and retention ponds. The existing detention pond was designed with a WQCV and outlet. These facilities are not expected to be altered with the proposed improvements for the SEAS project. To address the additional impervious areas; and City of Fort Collins drainage requirements, a Rain Garden has been designed and will be constructed to capture a portion of the sites runoff prior to entering the. detention pond. Since the proposed improvements span a, wide area, it is difficult to capture all of the discharged runoff efficiently, so an 'area -swap' is being proposed. The new and future impervious areas total 36,300 square -feet. The existing southeast parking lot (Sub -Basin 35) totals 1.3 acres, and has an imperviousness of 84.7%. A second area, a portion of Sub -Basin 30, also drains to the new rain garden. Sub -Basin 30 totals 3.4 acres, but the estimated contributing area is 2.27 acres, and has an imperviousness of 41.2%. A rain garden his been designed to treat runoff generated from those portions of Sub - Basins 30 and 35 that flow to the rain garden, which far exceeds the additional impervioys area from the new improvements:. The exhibit on the following page shows new and future impervious areas in green shading. The tributary portions of Sub -Basins 30 and 35, existing grass swale, and proposed rain garden are shown in orange shading. The rain garden will allow for infiltration and reduce the peak discharge from impervious areas of the site. 4 St. Elizabeth Ann Salon Catholic Church Expansion Final Drainage Report 3.13 Step 3: Stabilize Drainageways Although steps 1 and .2 help to minimize the effects of runoff on downstream drainageways, natural drainageways are often subject to bed and bank erosion due to increases in the frequency, rate, duration; and volume of runoff. Step 3 includes measures to prevent drainageway erosion. There are no proposed drainageways planned for : the SEAS site. By implementing steps 1 and 2, the project site does its part to reduce drainageway erosion downstream. Additionally; all disturbed areas will either be paved, re -seeded or landscaped in order to achieve stabilization. And all runoff from the site enters the existing detention pond, so off -site downstream drainageways .should be adequately protected. 3.1.4 Step 4: Implementation of Source Controls The final step in stormwater quality management is source control. Site specific needs such as material storage or other site operations require consideration of targeted source control Best Management Practices (BMPs). These BMPs are shown on the Grading & Erosion Control Plan, found in Appendix D of this report. Expected source erosion control BMP's include straw wattles, inlet and outlet protection, and re=seeding. 3.2 BMP Selection Considerations The following sections discuss the considerations for determining the best BMP or LID solution to implement for the project. 3.2.1 Soils The existing soil condition on the project site must be considered when designing BMPs. Soils with good permeability provide opportunities for infiltration of runoff and are well -suited for infiltration -based BMPs such as rain gardens, permeable pavement, and grass swales. The soil on the SEAS site are in Hydrologic Soil Group B and C, which is defined as soils having a moderate to slow infiltration when thoroughly wet. Roughly 75% of the soils are Group B, and for this reason, infiltration based BMPs were considered a good G? St. Elizabeth Ann Seton Catholic Church Expansion Final Drainage Report option for the project site. Soil information for the site may be found in Appendix B. 3.2.2 Watershed Size The contributing drainage area is an important consideration for the design of BMPs. The SEAS site is approximately 11.7 acres. An existing detention pond and WQCV facility will continue to be utilized with the new improvements. A rain garden is proposed to filter runoff from a portion of the site prior to entering the existing detention pond. 3.2.3 Base Flows BMPs such as constructed wetlands ponds, retention ponds, and wetland channels require a base flow to prevent the BMPs from becoming dry and unable to support wetland vegetation. No base flow exists for the SEAS project site, so no BMPs that require a base flow were considered for the site. 3.3 BMP Design 3.3.1 Grass Swale Grass swales are vegetated channels with low longitudinal slopes and broad cross -sections that convey flow in a slow and shallow manner to facilitate sedimentation. For the SEAS project, much of the sites runoff is conveyed to small, shallow grass swales located along the west and south boundaries of the site and discharge runoff into the existing detention pond., These existing grass swales will continue to collect and convey runoff to the existing detention pond. 3.3.2 Rain Garden A rain garden utilizes bioretention to reduce the transportation of pollutants to downstream receiving waters through sedimentation, filtering, adsorption, evapotranspiration, and biological uptake of constituents. The UDFCD provides guidelines and tools for the design of rain gardens, which have been used for the. SEAS project. The sizing calculations' have been included in Appendix C. 6 St. Elizabeth Ann Salon Catholic Church Expansion Final Drainage Report The City of fort Collins LID ordinance requires that for 75% of all newly added or modified impervious areas be treated by LID techniques. Table 3-1 shows how the LID requirements have been met for this project. The table shows that a larger area is treated than is required by Ft. Collins ordinance, which is due to the configuration of the new and future improvements. An area of approximately 165,009 sf is tributary to the proposed rain garden. The existing imperviousness of Sub -Basins 30 and 35 is 57%. When the future impervious areas (14,500 sf at 95% imperviousness) is considered, the new imperviousness increases to 61%. Table 3-1: LID Treatment e o a• •o PROJECT AREA NEW IMPERVIOUS AREAS 21,800 SF FUTURE IMPERVIOUS AREAS (95% Imperviousness) 14,50o SF REQUIRED MINIMUM AREA TO BE TREATED BY LID (75% OF NEW COMMERCIAL IMPERVIOUS AREA) 27;225 SF TRIBUTARY PORTIONS OF EX. SUB -BASINS 30 & 35 + FUTURE PARKING' 165,009 SF Due to the site configuration and area -swap, the proposed rain garden will treat an existing area approximately 6 times greater than would be required for the just the new and future impervious areas. As a result, any future improvements in addition to what has been discussed in this report, and that are impervious in nature should not require additional water quality controls such ,as a rain garden. Future improvements in addition to what has been discussed may still require a modification of the existing detention pond. 4 Hydrologic Analysis The location and configuration of new improvements causes surface runoff to drain directly to the existing detention pond, and the runoff is not intercepted by existing drainage 7 St. Elizabeth Ann Seton Catholic Church Expansion Final Drainage Report infrastructure like inlets and storm sewers. Because of this, a hydrologic analysis of the site has not been performed, If a hydrologic analysis were to be performed, per City of Fort Collins criteria, the Rational Formula Method would be used. The rainfall intensities from the Fort Collins Amendments to the UDFCD manual Table RA-7 were used for the calculation of runoff for a 100-year storm event, 5 Stormwater Detention Analysis The earliest Drainage and Erosion Control Report for the SEAS site found, was prepared by Ayers Associates, Inc., and dated November 2, 1998. Within this report, the 11.7 acre SEAS site was described with an existing detention pond having a 100-year volume of 0.907 acre-foot at an elevation of 4934.65. The detention pond had a release rate of 12.27 sfs with 2.65 feet of freeboard. The vertical datum used in this drainage report was NGVD 1929, while the current site survey is the NAVD 1988 datum. A vertical datum shift has been performed using the VERTCON website, and shows that the NAVD 1988 datum is 3.01 feet higher than the NGVD 1929 datum. A later site improvement at SEAS required a new Drainage and Erosion Control Report. This report was prepared by Ayers Associates, Inc., and dated June 30, 2003. Within this report, the 11.7 acre SEAS site was again described with ad existing detention pond and was modified to include a WQCV outlet structure. The detention pond was mod,ifed to detain 1.79 acre-feet at a depth of 5.66 feet, and release runoff at a rate of 12.0 cis. The 100-year water surface elevation was 4936.41, and the pond had 1.0 feet of freeboard. The vertical datum again used in this drainage report was the NGVD 1929 datum. The 100-year water surface elevation is 4939.42 using the NAVD 1988 datum. Pertinent portions of these reports are found in Appendix A. Detention Pond Release Rate The SEAS site is located within the Fossil Creek Drainage Basin, a basin that was evaluated in 2004 and determined should have reduced release rates for developed properties. After conversations with the City of Fort Collins Utilities Department, it was determined that the SEAS site will be grand -fathered with regard to release rates, and the existing release rate of 12.0 cfs can be used as the release rate moving forward with new and future improvements. An email from the Utilities Department describing this decision is St.. Elizabeth Ann Seton Catholic. Church Expansion Final Drainage Report provided in Appendix C. An orifice calculation was performed for the existing 12-inch outlet pipe. 11DFCD Equation 12-10 was used to estimate the discharge capacity of the existing 12-inch outlet pipe. The expected discharge is 8.6 cfs with a ponding depth of 5.66 feet from the 2003 drainage report, and assumes no tailwater influence. This is significantly less than previous drainage reports have indicated, which was 12 cfs. Detention Pond with New & Future Improvements A UDFCD Modified FAA evaluation was performed to determine the required detention volume for the new and future improvements. The 100-year required volume was determined assuming a release rate of 1.02 cfs/acre (12 cis / 11.7 acres). The required volume (0.14 acre-feet) was added to the existing volume (1:79 acre-feet) described in the previous drainage reports, and a new ponding depth was determined.' The existing ponding depth was described as 5.66 feet, and the new ponding depth considering the new and future improvements is 589 feet, resulting in a new 100-year water surface elevation of 4939.65. The UDFCD orifice equation was used with a new ponding depth of 5.89 feet. The result shows a discharge of 8.78 cis, which is still less than the 12 cis that has been approved by the City of Fort Collins Utilities Department.. The freeboard of the existing detention pond will be reduced from 1.0 feet to 0.77 feet, which is considered an acceptable reduction, and does not require raising of the perimeter berm of the detention pond. The calculations are found in Appendix C. Additionally, the detention pond drain' time spreadsheet printout showing the existing detention pond with new and future improvements is included in Appendix C. 6 Existing Swale Capacity There is an existing grass swale located south of the existing church and proposed addition that collects tributary runoff from Sub -Basins 30 and 35.. The original 1998 SWMM analysis showed a 100-year proposed discharge from Sub -basin 30 of 15.9 cfs, and 7.3 cis for Sub - Basin 35. The, 1998 analysis was performed using older hydrology criteria prior to the Spring Creek Flood. When the site was improved several years later, the 2003 SWMM analysis showed .the 100-year proposed discharge from Sub -Basin 30 as 30.1 cfs. The 100- year proposed discharge from Sub -Basin 35 is 12.6 cis. The two sub -basins added together 9 St. Elizabeth Ann Seton Catholic Church Expansion Final Drainage Report (4.7 acres) total 42.7 cis, no attenuation is considered in this flow rate. The slope of the existing swale is approximately 7%0, with 15:1 side slopes. The depth of the existing swale ranges from 0.6 feet to 0.8 feet. Using the UDFCD spreadsheet fora normal depth analysis of the Swale, shows a range 'in capacity of 27.2 cis to 58.6 cis based on flow depth. As previously mentioned, the totaled flow from the two sub -basins is 42.3 cis, but has not been attenuated. Additionally, a portion of Sub -Basin 30 does not drain to the swale, and so the flow should be reduced. Based on this information, it is believed the existing Swale is reasonably sized based on pervious drainage designs. The normal depth calculations are found in Appendix C. 7 Emergency Access Culvert One of the required improvements for this project is the construction of an emergency access road for emergency vehicles to access the rear portions of the church facility: In order to satisfy Poudre Fire. Authority grade requirements for the emergency access road, the planned access will block some surface runoff that currently drains from the church building to the detention pond. As a result, an 18-inch ADS culvert has been proposed to allow this runoff to continue to the existing detention pond. A rough approximation of tributary area is 0.75 acres. And evaluation this situation conservatively, the estimated 100-year discharge is approximately 7 cfs. A UDFCD normal depth calculation was run on a proposed 18-inch ADS culvert at a slope of 1.3%, the estimated capacity is 12 cis. Additionally, the low point in the access road is set 6 inches below the surveyed top of concrete elevations for the Wall leading down to the basement entrance. The low point provides a secondary emergency discharge point if the 18-inch culvert happens to be plugged.. The culvert analysis is provided in Appendix C. 8 Conclusions The final drainage design for the St, Elizabeth Ann Seton Catholic Church Expansion project, as outlined in this Final Drainage and Erosion Control Report, meets or exceeds the drainage criteria set forth by the City of Fort Collins 'and the UDFCD. The design safely and effectively collects and conveys runoff per the applicable criteria and mimics existing drainage patterns where possible. The Final Drainage Plan map is found in Appendix D. 10 St: Elizabeth Ann Seton Catholic Church Expansion Final Drainage Report Appendix A: previous Reports U 144)7�3 UMFIrs e =#i - v Zi i /D��® I , DRAINAGE AND EROSION CONTROL REPORT FOR ST. E - LIZABE TH MON CATHOLIC CHURCH Prso,afed tbr tt. Ethabdth SdIon Catholic Church Wo South Lemay Port Col lins, oll'insC,-olorad Colorado 80525 AVMS ASSOCIATES AINM ASSOCIATES, l November 2 1998 Mr. Basil Harridan Ci,ty of Ocrt� Collins ik , &a nwaterb'fiky 235_ Wthaws sieet Fort Collins, Colorado 8.05a4 Re: Amended Plat for St Elizabeth Set6n Catholic Chtirth - Parking Lot Expensibih Dear Basil, Enclosed please find our "'Drainage and Erosion Control Report for SL Elizabeth Seton Catholic 66"." It his been revised to reflect StoftWater Utility's dorriffibfill.6 dated July 13, and §6pi&fiber 22. 1 §48. This report was prepared In acwrdance with the City of Fort Coffiris I Drainage Design Criteria as revised in January -1997. We a- in _ppredateyourtime and consideration in reviewing Please call If you have y questions. Sincerely, Owen Ayres & Associates, Inc. (L�A4,�o cllvk� Chris Carlson, P.E. Civil Engineer m (Diven Ayres & ASsoCiales, InCr Erginaers/ScienitiiWSurveycr* 6'r-SEAULLTR 3665 JFK Parkway, Bufliding 2, Suite 300, PA. Bo:. 270460, For Collins. CO 6U527 344W8 W f970) 223-5556. Dunvei Metro (303) 572� I606, FAX (970) 22,16578 a a a DRAINAGE AND EROSION CONTROL REPORT FOR ST. ELIZABETH SETON CATHOLIC CHURCH Prepared for St. Elizabeth Seton Catholic Church 5450 South Lemay Fort Collins, Colorado 80525 AMM ASSOCIATES P.O. Box 270460 Fort Collins, Colorado 80527 (976) 223-5556, FAX (970) 223-5578 Ayres Project No. 34-6645.00 STSEAI1XXT November1996 .a unofficial copy was downloaded on May-28-2015 from the City of Fort Collins Public Records Websitechttp;//citydom.fcgov,com For additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins; CO 80524 USA r..F TABLE OF CONTENTS INTRODUCTION..................................................................................................................1 EXISTING.DRAINAGE CONDITIONS..i:.......... :::::::....... ::... :._::..... :::ee................................. 1 PROPOSED DRAINAGE CONDITIONS..............................................................................1 STORM DRAINAGE FACILITIES ... ::::::.::............ .a.. ...... :_:.... west.....::.::................................ 6 EROSION CONTROL PLAN................................................................................................ 9 LIST OF FIGURES I Figure1. Vicinity Map..................................................................................... .................... 2 Figure 2. Existing conditions SWMM schematic.................................................................. 3 Figure 3. Existing conditions basins.................................................................................... 4 Figure 4. Proposed conditions SWMM schematic.::........::.................................................. 5 LIST OF TABLES Table 1. Subbasin Constants :: ................. ::.:::......... ::.:....... ::...... .......... ..................... ::::..... 7 Table2. Basin Parameters.................................................................................................. 7 Table 3. Conveyance Elements and Peak Discharges . ...... .:....................... :.:::.::::.......... t... 8 Ayres Associates 40 s unofficial copy was downloaded on May-28-2015 from the City of Fort Collins Public Records Website: hnp://citydocs.fcgov.com or additional information man official copy, please contact Cityof Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA INTRODUCTION This report summarizes the storm drainage investigations performed for the proposed Minor Amendment to the St. Elizabeth Seton Catholic Church PUD in Fort Collins, Colorado. The amendment includes construction of anew parking lot having 74 spaces and adding 34 spaces to the existing lot. A hydrologic analysis of the proposed development was completed to determine the magnitude and location of storm runoff, effects to an onsite existing detention pond, and to determine downstream effects of the proposed construction. This -study and drainage plan was prepared to meet City of Fort Collins Storm Drainage Design Criteria for the development. The St. Elizabeth Seton Catholic Church PUD is located at the northeast comer of Lemay Avenue and South Ridge Green Boulevard as shown in Figure 1. It consists of approximately 11.7 acres occupying a portion of the southwest quarter of Section 6, Township 6 North, Range 68 West, of the 6th Principal Meridian and lies within the Fossil Creek drainage basin. EXISTING DRAINAGE CONDITIONS St. Elizabeth Seton Catholic Church is located at the northeast comer of Lemay Avenue and South Ridge Green Boulevard. South Ridge Golf Course lies to the east and Oakridge PUD to the north. Other than the church building and existing parking lot, the property is currently covered with mowed grasses. There is a large detention pond in the southwest comer of the property, immediately adjacent to Lemay Avenue and South Ridge Green Boulevard. There are two inlets on Seton Street that collect storm runoff from Lemay Avenue, Seton Street, and portions of the Oakridge PUD then convey it via storm drain and swale to the detention pond. The majority of the St. Elizabeth Seton property drains by overland flow to the pond. A, portion of the property drains to the South Ridge Green Boulevard north gutter, which runs into an existing inlet at the Lemay intersection. Eventually, all runoff is conveyed to Fossil Creek. Existing runoff calculations were performed to determine the 2- and 100-yearrunoffs for the site using the Storm Water Management Model (SWMM, UDFCD 19BS). A schematic showing the linkages of the basins and conveyance elements for the existing conditions is shown in Figure 2. The overall basin is shown in Figure 3. The maximum release rate from the detention pond is 12.27 cis during the 100-year stone. The pond has a 100-year volume of 0.907 acre-foot (ac-ft), a water surface elevation of 4934.55, a maximum depth of 4.05 foot, and 2.65 foot of freeboard. SWMM output is shown in the Appendix. PROPOSED DRAINAGE CONDITIONS A detailed site, grading, and drainage plan (enclosed in pocket) shows the new parking lot layout and storm drainage facilities that will be used for the St. Elizabeth Seton site. The map uses a 1-foot contour interval. A schematic of the proposed conditions SWMM network is shown in Figure A. Ayres Associates This unofficial copy was downloaded on May-284015 from the City of Fort Collins Public Recorc s Websitc: http://cityaom.icgovxom Por additional infotmetion or an official copy, please contact City of Fort Collins Utilities 700 Wood Stmet Fort Collins, C0.80524 USA I 1 N in N 0 Ot W O m 0 0 o a g m m m m m m m m m m d S K N N N N N N N 00000 O 000 O Hyl >•0000000000 . . O O O O O O O O O O W W µFµO 5S z .......... 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IgO .m V lIF Q y❑ fFll� OO Otie4 OMO OOO.YOn tr❑tr11 L T U O 41 Q x VI 1'1hb If1 hNn.-1 .-I S � F 4 4, mva.�tiHN .-i .� v hr1 Y1 'Ih ehvvv 4 y� fn [[�ilil U CCC� � NmN�mvm N hNm 11 p a�NN00 N N V v O vi y n N ttl O. m N T W UZE1 UW O .Y[ �£ 41 � ONrINOOb[� •4 •4 � � •4 .y •4 NhY'1 N M H ^M^ �I N�-1O rQ � ed N N N N NN <'• E .� Q2LL r L /•e e.ce ee DRAINAGE AND EROSION CONTROL REPORT FOR ST. ELIZABETH ANN SETON NEW PARISH CENTER MAJOR AMENDMENT Prepared for St. Elbabeth Ann Seton Catholic Church Fort Collins, Colorado 80525 S ASSOCIATES Vnis momciai copy was aowmoaaea on may -to -tun trom the ury of Tort coums rumtc Kecoras weosrze: nttp:nctryaocs.tcgov.com or additional information or an official coov. please contact City of Fort Collins Utilities 700 Wood Street Fort Collins. CO 80524 USA I DRAINAGE AND EROSION CONTROL REPORT FOR ST. ELIZABETH ANN SETON NEW PARISH CENTER MAJOR AMENDMENT Prepared for St. Elizabeth Ann Seton Catholic Church Fort Collins, Colorado 80.525 AffM ASSOCIATES P.O. Box 270460 Fort Collins, Colorado 80527 (970) 223-5556, FAX (970) 223-5578 Ayres Project No. 32-0689.00 ST12EMMOC December 2002 Ibis unofficial copy was downloaded on May-28-2015 from the City of Fort Collins Public Records Website: http://citydoo.fegov.com ?or additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA AMES ASSOCIATES June 30, 2003 Mr. Basil Harridan® Ctty'of Fort Collins Stormwater Utility 235 Mathews Street ® Fort Collins, Colorado 80524 I Re: St. Elizabeth Seton New Parish Center Major Amendment PDP Dear Basil, This letter is in support of the Drainage and Erosion Control Report for St. Elizabeth Ann Seton New Parish Center Major Amendment, prepared for St Elizabeth Ann Seton Catholic Church in Fort Collins, Colorado, December 2002. Upon final approval of the drawing mylars the Stormwater Utility Department raised the question on the rational of running the storm drain servicing the east side of the Church under the building stab to the west. The following should be considered upon final approval: e The four Nyloplast inlets located on the east side of the building provide a triple redundant system in the event of dogging. ® • The storm sewer would be constructed of 12-inch diameter watertight PVC sewer pipe and Installed in a manner that Is similar to an under -slab sanitary sewer, as per the mechanical and structural drawings. ® • The extsttng storm sewer, that.runs north to an open channel, is at capacity with no possibility to tie in the new system. • The costs associated with routing a new storm sewer completely around the building to the detention pond, is approximately twice the cost of routing a new storm sewer under the building. We.appreciate your time and consideration in reviewing this submittal. Please calf if you have any further questions. Sincerely, Cwen Ayres & Associates, Inc. Chris Longo, P.E. Civil Engineer CL:sp Enclosure Owen Ayres & Associates, Inc.. Engineern/ScieMista/Survoyors HAMD6LT:DOC 3665 JFK Parkway Building 2. Suite 200, P O, Box 270460, Fort Collins, CO 80527 (970) 223-5556 Oemer Metro (303) 572 1806, FAX (970) 223-5578 •00 Pdnted on ,dcycted paper s unoffimal copy was downloaded on May-28-2015 from the City of Fort Collins Public Records Website: hup://citydocs.fcgov.com ® or addifional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA TABLE OF CONTENTS Introduction ........ _ . - - .. , 1. Existing Drainage Conditions :................ ....:. ..... .......: ........::.: t Proposed Drainage Conditions.............................................................................................5 Storm Drainage Facilities ..... ..::::.:................oeoaei........:,::::.::::......::..::::........::..:.:;:.:.::.:.::. 5 ----- --------. ... -. ........ ............ ErosionControl Plan..........................................................................................................11 APPENDIX......•.-.... ........ ..:............................................ ......... ......._. LIST OF FIGURES Figure 1. Vicinity Map.__....... . . . ._ ...................2 Figure 2. Existing conditions SWMM schematic ::::..... ..::::......................3 Figure 3. Existing basin boundaries...................................................................................4 Figure 4. Proposed conditions SWMM schematic . : .:....:.........,.;:,.....:......................,, Figure 5. Proposed basin boundaries.................................................................................7 LIST OF TABLES Table 1. Subbasin Constants............................................................................................. 8 Table 2. Basin Parameters.:;..........:.:::::::::::::...........:::::::::........"..W.......;.:.:....................8 _.. _.. ...... ..... _..-------- ------.._-------....._ Table 3. Conveyance Elements and Peak Discharges....................................................... g Table 4. Table 100-Year SWMM Results (1998, Existing, Proposed)...............................10 Table 5. Erosion Control Security Requirements ............ .......,....... ,..,,........;,...,...,........... 12 Ayres Associates - _ - Cffi his unocial copy was downloaded on May-28-201 S from the City of Fort Collins Public Records Website: http://cirydocs.fcgov,com. 'or additional information or an official copy, please contact City,of Fort Collins Utilities 700 Wood Street Fort: Collins, CQ 80524 USA INTRODUCTION This report summarizes the storm drainage investigations performed for the proposed building expansion to the St. Elizabeth Seton Catholic Church PUD in Fort Collins, Colorado. The expansion will replace an existing detached building on the north side of the church with a multi -level building addition. Since the proposed expansion will create an additional impervious area of approximately 0.5 acres, the hydrologic model needed to be modified. The previous study was an addendum to the original hydrologic analysis titled Drainage and Erosion Control Report for St. Elizabeth Seton Catholic Church, prepared by Ayres Associates in November of 1998. The current study is prepared in the context of the 1998 report, but incorporates proposed impacts of the new church expansion and the City of Fort Collins new rainfall data. The current analysis was completed to determine the magnitude and location of storm runoff, affects to the existing on -site detention pond, and to determine downstream affects of the proposed construction. This study and drainage plan was prepared in accordance with the requirements of the City of Fort Collins Storm Drainage Design Criteria Manual. The St. Elizabeth Seton Catholic Church PUD is located at the northeast corner of Lemay Avenue and South Ridge Green Boulevard as shown in Figure 1. It consists of approximately 11.7 acres occupying a portion of the southwest quarter of Section 6, Township 6 North, Range 68 West, of the 6th Principal Meridian and lies within the Fossil Creek drainage basin. EXISTING DRAINAGE CONDITIONS St. Elizabeth Seton Catholic Church is located at the northeast corner of Lemay Avenue and South Ridge Green Boulevard. South Ridge Golf Course lies to the east and Oakridge PUD to the north. Other than the church building, patio, and existing parking lot, the property is currently covered with mowed grasses. Existing runoff calculations were performed to determine the 2- and 100-year runoffs for the site using the Storm Water Management Model (SWMM, UDFCD 1985). A schematic showing the linkages of the basins and conveyance elements for the existing condition is shown in Figure 2. The overall basin is shown in Figure 3. There is a large detention pond (element 200) in the southwest corner of the property, immediately adjacent to Lemay Avenue and South Ridge Green Boulevard. There are two inlets on Seton Street that collect storm runoff from Lemay Avenue, Seton Street, and portions of the Oakridge PUD (elements 116, 107, and 101). They convey flow via storm drain and swale (element 120) to the detention pond. The north parking lot (basin 60) storm runoff drains west to a 10-foot Type R inlet. The inlet drains through an 18-inch ADS pipe (element 160), day -lighting on church property (element 161). The pipe flow is then routed to the ditch along Lemay Avenue (element 120). which leads to the detention pond (element 200). The southeast parking lot (basin 30) drains to the South Ridge Green Boulevard north gutter (element 140), which runs into an existing inlet at the Lemay intersection. The property west of the parking lots drains by overland flow to the existing detention pond (element 200). Eventually, all runoff is conveyed to Fossil Creek. Ayres Associates Vis unofficial copy was downloaded on May-28-2015 from the City of Fort Collins Public Records Website: hup:/Icitydocs.fcgov.com or additional information or an official coDY. Dleasc contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA JL sr. Figure 2. Existing conditions SWMM schematic. fhis unofficial copy was downloaded on May-28-2015 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com e� :or additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA rugE ., E,o V V ~O� ® ® ® ® ® ® 0 B ® ® B ® ® B ® B Sm Soso :1 a y The 1998 report documented a 100-year discharge of 12.4 cfs from the detention pond for the proposed condition (which is considered as the existing condition for the current analysis). For the existing condition analysis the only modification to the previous modeling was the inclusion of the updated rainfall hyetograph. The results of the model indicated a maximum release rate from the detention pond is 13.6 cfs during the 100-year storm. The pond has a 100-year volume of 1.52 acre-foot, a water surface elevation of 4935.71, a maximum depth of 4.96 feet, and 1.64 feet of freeboard. Table 4 provides that 998 results, and the current existing and proposed condition results. PROPOSED DRAINAGE CONDITIONS A detailed site, grading, and drainage plan (enclosed in pocket) shows the building expansion layout and storm drainage facilities that will be used for the St. Elizabeth Seton site. The map uses a 1-foot contour interval. A schematic of the proposed conditions SW MM network is shown in Figure 4. The overall basin is shown in Figure 5. The developed site and surrounding area consists of 10 basins that contribute drainage to separate outlets from the property at the same locations used for the 1998 analysis. Design points were identified at all locations where storm runoff will leave the property. SWMM, which was used for determining the existing condition runoff, was used to determine the proposed condition 100-year peak discharge and detention pond volume. Subbasin constants are shown in Table 1, basin parameters in Table 2, and conveyance elements and runoff in Table 3. The proposed building expansion is positioned such that it isolates a 11,909-square-foot area of existing basin 25, located on the east side of the church between the church and the parking lot. Basin 70 was added to the existing condition model to represent the isolated area. This basin does not include roof top area for the new expansion. The new roof drains will outlet to the west side of the building addition. Basin 70 drains through a 12-inch diameter pipe (element 170) routed under the building and day -lighting above the detention pond at South Lemay Avenue and South Ridge Green Blvd. (element 200). The existing detention pond (element 200) outlets to a 15-inch diameter reinforced concrete pipe that drains to an inlet at the northeast corner of Lemay Avenue and Southridge Green Blvd. The outlet structure for the detention pond will be modified to incorporate a water quality outlet designed to detain Water Quality Capture Volume (QWCV) and re!ease it over a period of 40 hours. STORM DRAINAGE FACILITIES All of the runoff in the parking lot (basin 60) will sheet flow to an inlet along the southwest gutter. The inlet is a 10-foot Type R inlet with capacity to collect the 100-year storm runoff with 0.55 foot of pending. Runoff will not overtop the parking lot curb, leaving 0.04 feet of freeboard. Runoff flows from the inlet into an 18-inch ADS-N12 storm drain. The pipe was originally sized with capacity beyond the 100-year storm runoff. The extra capacity is sufficient to accommodate the higher flows. The storm drain remains unmodified, and daylights into a swale running to the west. Ayres Associates unofficial copy was downloaded on May :g-2015 from the City of Fort Collins Public Records Website: hltp:/Icitydocs.fcgov.com Figure 4. Proposed conditions SW MM schematic. his unofficial copy was downloaded on May-28-2015 from the City of Fort Collins Public Records Website: lit[p://citydocs.fcgov.com x additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80324 USA E ZZ JE $ $$p mNO a< N �g 2 rc 1 I .l 1 Table 1. Subbasin Constants. Parameter Value Mannin 's n for 'irri erviou`s surfaces 0.016 Mannin 's Mor_ ervioussurfaces 025 Surface retention storage for im ervious surfli-66s 0.1 In: Surface retention storage for pervious surfaces _ 0.3 in. Maximum.infiltration rate 0.51 in1hr Minimum infiltration rate 0.50 in/hr -Decay rate 0.0018 Storm duratlori ___ . -- -- - 1 hour Time step _ _ . __ 1-minute Table 2. Basin Parameters. Subbasin Connected To: Width ft Area ao Percent Im ervious Slope ft/ft 5 100 129_ 0.37 _.. _86.2_ _ 0.063. 10 105 801 3.49 40.0 0.-100- 15 115 997 1.83 40.0__ 0030__- 20 125 327 0.79 82.7 0.069 25 - 200 - -- 639 5.13 17.9 0.083 30 130_ _ _ i 013- - 3.39_ 412 __ 0.053 35 135 167 1:3-4 84.7 _ 0:042 45 140 757- 1.36._ ___ _35.4. _ 0.060 50 147- __ _54_. _ _:0.14 3:9- - --0.175- - 60 160 475 1:33 - 61:0 0.070 -70 170 124 0.27 15.3 _ 0.143_ _ 8 Ayres Associates rhis unofficial copy was downloaded on May-28-2015 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 Yj � T3 G Pj lV ovp� d V PI a qao �6 IA N tN N WM1 of t0 O �t! W O O N � P{OlI N OI i' a Pj O mCf OtO QI m NC4 n nmNmmO m yNy ^0^ tf�0 cl N 2 y.0 O Q O �m�� OOa OO�O O a4 O e0 ula iulww aNW NNN 0 N N d Ycmv mN .�,r mam ul a dpago tgqcmuoulr qqnp rrr.� rnp %I u; rym m O N O t•/ � � N v N N O N C1 (� N m N a m LM QRm S Qm� bo ^OrO�fOR� SOO'O rOQOQ '02o'obbboo'S mmm0mm�ypQ 99 0000de oo'S e000ddo 0000aocodd000 a=�R���R p��� NR�td Xi+i3 N ••060060 • • � y�00� • 0000 N • O • G E - m �mm 33� g Sot5 c� p 23 SSoS000 q -IN g IS25obg000 p�u�- M `•' OCOC)00 OGG dGpc�Oqq dd cs 6 0000000 lan •c•3���0��� Ummi3 m S aoaoao 02ulotgoo aoao olnoaomoo H I ssQ IL ¢ �i fi d � fs `a c� tS as S rr5 E p 8 0 � 00�� CNN po 1•g• �e4i a i° n O copy was downloaded on May-28-2015 from the City of Fort Collins Public Records Website: http://citydou.fcgov.com nformation or an official copy, please contact City.of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA Table 4. Table 100-Year SWMM Results (1998, Existing, Proposed). Current Anal sis 1998 Draina a Results SWMM Element 100-Year Prop. 2-Year Prop. 100-Year Exist. 2-Year Exist. 100-Year 2-Year 100 4.4 1.0 3.7 0.9 3.0 0.9 101 4.4 1.0 3.7 0.9 3.0 0.9 105 29.4 4.1 28.3 3.9 15.2 3.7 107 30.5 4.4 29.2 4.1 15.9 3.9 110 14.0 4.3 14.0 4.1 14.1 3.8 115 15.5 2.1 14.9 ( 2.0 8.4 1.8 116 15.5 2.1 14.9 2.0 8.4 1.8 117 23.6 5.6 23.6 6.0 22.2 5.3 120 40.8 7.0 35.3 7.5 26.8 6.4 1pr 'Jr.n 1 99; 1 'Jr, 'l 1 9d I Af. 1 91 130 30.1 4.4 27.9 3.9 15.9 3.8 135 12.6 2.6 I 12.4 2.7 10 Ayres Associates unofficial copy was downloaded on May-28-2015 from the City of Fort Collins Public Records Wcbsite: http://ciiydocs.fcgov.com For a 2-hour, 100-year storm, the detention pond will have a maximum release rate of 12.0 cis and will detain 1.79 acre-feet of water. The 100-year water surface elevation (WSEL) will be 4936.41, corresponding to a maximum depth at the outlet of 5.66 feet with 1.0 foot of freeboard. Under proposed conditions, the detention pond WSEL is 0.70 feet higher than the existing condition, however the release rate will be 0.4 cis less than the current existing conditions. For a 2-hour, 2-year storm, the detention pond will have a maximum release rate of 1.8 cfs and will detain 0.23 acre-feet of water. The 2-year WSEL will be 4933.29, corresponding to a maximum depth at the outlet of 2.54 feet with 3.91 feet of freeboard. The existing detention pond and outlet structure is designed to detain the QWCV and release it over a period of 40 hours. The QWCV is 0.25 acre-feet of water. This was determined using the methods outlined in the Urban Drainage Design Manual, Volume 3. The outlet structure water quality drain hole geometry and release rates were determined by using the orifice equation and a steady water surface elevation, releasing the QWCV over a minimum period of 40 hours. Calculations are shown in the Appendix. Since the outlet storm sewer conditions were not verifiable, a sensitivity analysis was performed using free flowing and tailwater conditions. The pipe hydraulics for the 15-inch diameter RCP was computed using both a normal depth flow calculation, using a pipe slope of 4 percent, and full flowing pipe with 18 inches of tailwater. The peak discharge at a ponding elevation 4937.0 was calculated to be 13.53 cis and 12.81 cis, respectively. Consequently, both discharges are less than the current existing discharge. The assumed tailwater condition is more conservative with respect to available ponding volume. For the SWMM analysis a rating curve was developed using the full flowing pipe with 18 inches of tailwater. That portion to the proposed storm sewer located on church property will be considered a private system. The extents of the private system will be maintained by the property owner to assure the proposed facilities function as they were designed. EROSION CONTROL PLAN Erosion from the site can be classified into erosion caused by wind and rainfall. Since construction may occur during the winter months, an effective wind erosion plan must be established. Table 5 outlines the cost necessary to implement the erosion control security requirements as described below. On moderately erodible soil, significant erosion could occur unless steps are taken to protect the soil. Those portions of the site not covered with pavement, concrete, or buildings and not seeded within two weeks of final grading will have 2 tons/acre of straw mulch applied for water erosion control, which will also serve to prevent wind erosion. All mulches will be properly anchored. The effects of rainfall erosion will be significantly reduced by the use of several erosion control techniques that prevent sediment from leaving the site. In addition to mulch, silt fence will be placed along the building expansion or fill area to prevent sediment from washing into the detention pond. Also, during final grading, before seeding, the soil will be roughened and furrowed perpendicular to the prevailing winds (northwest to southeast). All areas not covered by foundations and not seeded within two weeks of final grading will have 2 tons/acre of straw mulch either crimped 4 or more inches into the soil or sprayed with a tackifier. The silt fence will remain in place until vegetation has reestablished. Erosion control should be checked by the contractor and/or owner after each storm event to determine whether repairs or alterations are needed. 11 Ayres Associates This unofficial copy was downloaded on May-28-2015 from the City of Fort Collins Public Records Websiie: http://citydocs.fcgov..com For additional information or an official copy, please contact City of Fort Colhns Utilities 700 Wood Street Fort Collins, CO 80524 USA rIn Table 5. Erosion Control Security Requirements. Construction Cost Estimate for Erosion Control' Item Description Units Quantity Unit Cost c$> Total 1 ($) Comments Erasion Control Measures 1 Sift.Fence I FT 1 670 1.75 1172.50 - - Total 1 172.50 1.5 x Total 1.758.75 Total Security Required Construction'Cost Estimate for Gross Area Re station Item Description Units Quantity Unit Cost Total Comments $-- $ Gross Area Rev station 1 Revegetation of Disturbed Area AC 1.50 600.0.0 1,035.06 Total 1 035.00- 1.5 x Total - 1,55Z50 -Total Security - Required 12 Ayres Assoclle his uno%cial copy was downloaded on May-28-2015 from the City of Fort Collins Public Records Website: http://Cityddcs.fcgov.com or additiooa] information or an official copy. Please contact City of Fort Collin Utilities 700 Wood Street Fort Collins. CO 80524 USA w Percent Impervious Calculations 30 147620 58307 870 1864 86579 412 351 585761 378551 103761 25381 78071 84.7 Existing Conditions Basin Total Area (sf) Asphalt/Concrete Area (sf) Roof Area (sf) Sidewalk/Patio Area (sf) Grass Area (sf) Net %Imp 5 16251 14001 0 0 2250 86.2 10 152197 40.0 151 797231 40.0 201 34296 28376 Ol 0 5920 82.7 25 Z3S451_ __ 0 U58 — 634o.-2241-B3 — 6.5 30 147620 58307 0 1864 B7449 40.7 37855 10376 2538 7807 84.7 N58576 59026 18134 0 501 6131 0 01 248 5883 3.9 601 57938 35319 01 0 22619 61.0 Note: Basins 10 & 15 have Residential Estate type land uses. Asphalt area is 100% impervious, roof area is 90% impervious, sidewalk/patio area is 96% impervious, and grass area is 0% impervious. 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L a O n mo: avQ�c ma, J m m 0 5 >��vvm am ids m2 E oma� C OE 1p T S° 'y C❑ O N N ' O a N TE �mv Ecrv,Q��� �'` yv �`o v wy �Na O.y fnW v0 LLammE LNP y n 0 y�CyryN A U :S _ Z E4 = N .O. N E N y C E O 0� U O y p � 6 D a N F O f/I U) W— ❑ N ,C0 E U E y u b a b uX O b o O O b 0 O b w C N E N A p C ■ L O o®■■■ a q e m pry O 9 o E E E- d° � v� t a o@ g > ' i w z 0 a w °°. m rn Q N N Z U oI� 1 Drainage Class—Larlmer County Area, Colorado DRAINAGE CLASS Drainage Class Drainage Class— Summary by Map Unit— Larlmer County Area, Colorado (Cos") Map unit symbol Map unit name Rating Acres In AOI Percent of AOI 27 Cushman fine sandy Well drained 3.1 26.6% loam, 3 to percent slopes 35 Fort Collins loam, 0 to Well drained _ 0.3 2.1 % percent slopes 65 Kim loam,.6 to 9 percent Well drained 0.4 3Ali slopes 103 Stoneham loam, 5 to 9 Well drained 6.1 52.3% percent slopes Wlley silt loam, 3 to 6 Well do ined 1.8 15.6% kTot, percent slopes ls for Area of Interest 11.7 100.00/0 Description "Drainage class (natural)" refers to the frequency and duration of wet periods under conditions similar to those under which the soil formed. Alterations of the water regime by human activities, either through drainage or irrigation, are not a consideration unless they have significantly changed the morphology of the soil. Seven classes of natural soil drainage are recognized -excessively drained, somewhat excessively drained, well drained, moderately well drained, somewhat poorly drained, poorly drained, and very poorly drained. These classes are defined in the"Soil Survey Manual" Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specked Tia-break Rule: Higher i i use Natural Resources Web Soll Survey 6/24/2017 Conservation Service National Cooperative Soil Survey Page of 3 T k�� -- � � oc z ci M.TU 401 Z 0 Q 0 LL Z a Ca C 0 Z W 0 W J d a d n n E v 3 0 0 T E U t y y A 'boo m J d E C y y ti '� M � a y E A E y y O 4 `o c�L a;c a y E y a > 5 o c i 2l ma T a - ma9 o m yE� E n o y m E o r w C y N `=Em p E N 8 C O J n N C E y C w E = u O p O U � cYE E y N �pj�yE9 � N ° uni i a2 y a E U E wao Q N y _ C w v e m v m Z U N rt. y- U E w a a dcro E�m E U O N N N q y E O y ..— O n N O N a J y U 0 y k a C ry 0 v 41 y ydoA a U y .J.. J °' (n y d C N c y -9> ° a y $� J L 'O O ZNwoi9 a�iEQuc o� m o o pa $ id m� m� E omTJ Ts y C 'Go 0 tO 'c c O a (O c�0 O >,y mE d N Ny O .O C O O W .d. O j nW > T a, .oGa UyC yNN�J IiN EO .yiN O'p�C aE m3U �av3m F°`o inm ins o"N �uEN m a N U 3 n 9 9 N E L q Tp A U U O Z w = K J 2 C q b q L ° 7 3 � m a E w a m 0 m 0 m 0 o a - e e wa m o wa a m n a m d 111111❑1111❑11011 2 t t 2 1 a■■■■ al_]o a y ry Hydrologic Soil Group—Larlmer County Area, Colorado Hydrologic Soil Group HYDROLOGIC SOIL GROUP Hydrologic Soil Group= Summary by Map Unit— Larlmer County Area, Colorado (C0644) Map unit symbol Map unit name Rating Acres In A01 Percent of AOI 27 Cushman fine sandy C 3.1 I3 to 9 percent slopes 35 Fort Collins loam, 0 to 3 C 0.3 2.1% percent slopes 55 Klmloam, 5 to 9 peroent S 0.4 3.4% slopes 103 Stoneham loam, 5 to 9 B 6.1 52.3% percent slopes 119 Wiley silt loam,3 to 5 B 1.8 15.6% percent slopes Totals for Area of Interest 11.7 100.00% usD,1 Natural Resources Web Soll Survey 6/24/2017 99M Conservatlon Service National Cooperative Soil Survey Page 3 of 4 Hydrologic SoilGroup—Larlmer County Area, Colorado Description HYDROLOGIC SOIL GROUP Hydrologic soil groups are based on estimates of runoff potential.. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long -duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet These consist.mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have ahigh rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of.soils having a layer that impedes the downward movement of wateror soils of moderately fine texture or fine texture. These soils have allow rate of water transmission. Group D. Soils having a very.slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high. shrink -swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is . for drained areas and the second is for undrained areas. Only the soils that in . their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff. None Specified Tie -break Rule: Higher ajNatural Resouroes - - - - Web Soil Survey- - 6/24/2017 Conservation Service National Cooperative Sol] Survey Page 4 of 4 A y 4 ^ a ZO o N Ed =m �0 oW 7Z aK `2 W a E Ni M,t[£ .sal _,.-, __._. aecosw atrew oanew ozoew rm_ MSS£SOi � O N � YYYfff l0 N a T y o Zy m U) U m c 0 m Z €� 5 s $ ddd R . h 'o C O n n y� o 6 K � N Z� C R O U z2 M.[C£ e5�i Q O' E Z 0 CQ C 0 LL Z a Q 0 Z 'Wn V W J a Q Q W N W L Ui E yi da :=a L� n N E Y°i W U •- j 10 ny N N J f/i t` N Z N L p W " N 0 'UpNzg'2' z Uo ^y$ �EvJic O 01 w C p no N N N L W J W T W a W= U C O NN J U W N O 6 T y a a d O N y 3 cw`W.'o El U— a� � y c'a W W fn N a C y W y N i �I $ N C O of Z O E N W ° 'wN' O d O W 6N T N fA W C J U- T N J O N L� 6 W y E Lm O'O �OUWd °> JT NO W� LdZ,O mm ppC Ep>a��iS nd�cJi Wn N Eo WN W E Wig D. t ySU 6aa W F-O NVJ (/J� ON p h U EN a N T q o N t m d e a � y m m a O o E 12 n o ¢ n a y 0 = m m m y Z � N ? K = m 7 2 ,O Q ■■aaammm■tl L a N j Y ° 3 � m m a w a o e o = - c O C C C WO 00 Q W I I M T Z CO n! Wind Erodibility Group—Ladmer County Area,.Colorado WIND ERODIBILITY GROUP Wind Erodibility Group Ipifind Erodlblllty Group-. Summary by Map Unit— Lorimer County Area, Colorado (CO644) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 27 Cushman fine sandy 3 3.1 26.6% loam, 3 to 9 percent slopes 35 Fort Collins loam, 0 to 3 5 0.3 2.1 % percent slopes 55 IGm loam, 5:to 9 percent 4L 0.4 3.4% slopes 103 Stoneham loam, 6 to 9 6 6.1 52.3% percent slopes 119 Wilo silt loam, 3 to 5 41- 1.8 15.6% percent slopes Totals for Area of interest 11.7 100.001e Description A wind erodibility group (WEG) Consists of soils that have similar properties affecting their susceptibility to wind erosion in cultivated areas. The soils assigned to group 1 are the most susceptible to wind erosion, and Ahose assigned to group 8 are the least. susceptible.. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff., None Specified Tie -break Rule` Lower c5„ Da Natural Resources- — -- - -- - Web Soil -Survey - _ - - - - - - - - 6/24/2017 r Conservation Servlee National Cooperative Soil Survey Page 3 of 3 0 U i n,orn:ro c�nnm �, ,�.;, azwwa a�wer �mevv a� 2 6? t rn y 'o Z� d N a a d Z 67 6± p m I e Q Y p d ppq� OII $I ` my c d m� d C ZG;iiic 2U � - I M.iC.E e50t y� 2 0 z w 0 w J IL .6 m 2 � m o c E�i �v._ M 6.E ''omE oLo n 5 avmO $ a a m E N moo m t0 ro oL Q m N V wa a m 2 G JK T o� V N L5� aci U E D S m G y a O W N L F $ r m G E V v a N N N nL N m N O. N n m y o mom o T $£cmm m $� 2•0 �y m m w rn o oo'��, a�= m o$ Uc n E2mE N`°yE �9uc=° 0.2�� -E _i U) �nE mN '�> g' 5mC n -x ca<8ccc �v m rn O.�o" C G. m T V N N m a m o m E 0 a 6 m 0''oc o �m ZQ ao�ro Omm: 12 m mno a�.cm.v Hr y2 Eo mN m E m m a p 0)v O m O w .O n'vam .0 HO O O ww O.!R cn— m aN E y F_3._ G G a m m m m m O a m o ': e m mEm x @ rc Q c N 0 6 Z n m m m r� b m N N O o m b c m m N m m N I7 p1 O O N m N m Z ; 0 2 $■ ■© 0 0 O 00■0■ O m m G s m o w `o o= Q O T y� d N O O O O p J m b m 100 b N Q q O u0i m Z p1 O p N m N C 2 Q N r n 01 Wind Erodlbllltyindex—Larimer County Area, Colorado Wind Erodibility Index WIND ERODIBILITY INDEX Wind Erodibility Index —Summary by Map Unit — Larlmer County Area, Colorado (C0644) Map unit symbol Map unit name Rating (tons per acre Acres in AOI Percerifof AOI per year) 27 Cushman fine sandy 86 3.1 loam, 3 to 9 percent slopes 35 Fort Collins loam, 0 to 3 56 0.3 2.1% percent slopes 55 Kim loam,.6 to 9 percent 86 0.4 3.4% slopes 103 Stoneham loam, 5 to 9 48 6.1 52.3% percent slopes 119 May slit loam, .3 to 6 186 1.8 percent slopes Totals for Area of Interest 11.7100.0°h Description The wind erodibility index is a numerical value indicating the susceptibility of soil to wind erosion, or the tons per acre per year that can be expected to be lost to wind erosion. There is a close correlation between wind erosion and the texture of the surface layer, the size, and durability of surface clods, rock fragments, organic matter, and a calcareous reaction. Soil moisture and frozen soil layers also influence wind erosion. Rating Options Units of Measure: tons per acre per year Aggregation Method., Dominant Condition Component Percent Cutoff: None Specified Tie -break Rule: Higher lllma Natural Resources Web Soil Survey 6/24/2017 Conservation Service National Cooperative Soil Survey Page 3 of 3 St. Elizabeth Ann Seton Catholic Church Expansion Final Drainage Report i Appendix C: BMP Sizing and Detention and Hydraulics Calculations E Questions concerning the VERNON process.may be mailed to _M Latitude: 46 30 35.82 Longitude: 105 03 23..96 NM 29 height: 4934.55 ft Datum shift(edw se minus aew;ns): 3.012 feet Converted to MW 88 height: 4937.562 feet • • • • David Huwa • From: Heather McDowell <hmcdowellQfcgov.com> ® Sent: Friday, June 23, 2017 2:07 PIN To: David Huwa • Subject: RE: St. Elizabeth Ann Seton - OLDER DRAINAGE REPORTS • ® Hi David, I talked with others in our group about this one and basically you are,grandfathered in the existing release rate • from the site (I believe this is the 12.4 cfs or the 13.6 cfs release rate discussed in the 2003 drainage report) but should not be increasing this release rate with the new improvements to your site. Let me know if you want to discuss this any ® further. Thanksl U Heather McDowell, P.E. Water Utilities Engineering City of Fort Collins Office 970.224.6065 Mobile 970.218.9225 hmcdowell0fccov.com From: David Huwa [mailto:dhuwa@ccglnc.usj Sent: Wednesday, June 21, 2017 1:55 PM T(Y Heather McDowell Cc: David Huwa Subject:=St. Elizabeth Ann Seton - OLDER DRAINAGE REPORTS Heather, I've provided a bropBox link below so you can download the older drainage reports. Let me know whatyou think. Thanks. httOs://wivw. d roo bdx.comA h /n42 i)127h8lgn45 b/AAB U 8G PN LiG!9ztriWdn itFaka 7d I=0 David A. Huwa, P.E. r Colorado Civil Group, Inc. 5uo Granite St., Unit D Loveland, CO 86538 www.ccginc.us g: 970.278.0029 c: 970.290.4325 dhuwa(o)cc ig nc.us DRAWING DISCLAIMER Colorado CMI Group, Inc (CCG) transmits this electronic file(s) for reference only. The enclosed file(s) shall not be modified, altered, copied, distributed to third parties, or used on any I DETENTION VOLUME BY THE MODIFIED FAA METHOD Famleat: ST. ELIZABETH ANN SETON East. 0: (For.atsM1manN Ims Ms. 100 A... only. For INCA, wtchrienla, a.. NSAregrepA muting rlMth.d) (NOTE: for catchments lswor than 90 acres, CUHP Nyarograph and roofing Are reBoramnalid) ONNininatan W MINOR Detention VolurN Using Modified FAA Method Ostemenadw of MAJOR Detention Volum Using assailed FAA McMoa Deelen infonnptlon Ilnaul), CBICM1meMC�nreao lmnolulnwnose I,=I Ce{cnmoMCraee.e Mee A- ProdtMopmeM NRCS$,II O,OOp *Vne= Ralun Pal.Etpr pplenllpn CO WOI T= 1. of Ca-M.lon al...Md !c- N.. UNI Basis. Fate a= .... 1-0.1ion P,- O*.IMr Polnr.1IIDFFatmulo t•C(P$CpTJ"Cr CaWM1tleNO- C,- C-ore.Tw C.= C«Alum 1- F- ".an onf.,rl acne A,9,C, o�O ynen p, 5, 10,]S, Sn, mtOO) n. Design Informstion Ilnoutl: C....pwnyelmpemmermae U. P.-nn CMaanlm O1dnpe A11 A= aa2T p.dn.cpmenl NS55OI Omrq Tvno• B A. BBC.OFD Realm PeMa for peleren COMM T= 1N Yagn R. S. ta.]6, N,w+00i Tme WC.-Mifol of WYenMO 1, 5 minaue NmMb Wl Rerene RMe o=�anM. pglwv Peeclgrnon F�- ].I6 IR'. OCIOn RMOWI OF Farming I•Cj- PdlCertd'q COBIM.Ore C. ]05p CoeRrwNTvu G= to CaemdeMTMee C, 0,as a. I 5 0.in ae] M50 10 0]N Fuel Coantlen C= OT Iniss,pukRuoff OWn• 1]a d. Ab.W.W FM Collins, Rise apau• 0.13 N Mod FAA a. ghee VWurn• I'M adaia Ml Mod FAAo 6bn0e vs..- am anA Bear Rental em. as n e1d .1.a I ate Rdnlnl c RaMA 1. AQulmm. Awlp CWvv Sism O.asn Wasse Vaame F. Draw Vgxm Va. mNNee Lane I if eaNM W Me ars.f. .NM N Fees, Mtivf C• ON IMonPediRucR CGHn eN Me MmuMe PeakG Fee Opal• am Me Men! 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AmA .I-(-nsMj- O.W. UOFCD DETENTION BWSIN VOLUME ESTIMATING WORKBOOK Veralan 2.34, Rebaeea NoNIMMr 2013 70M17,2I0PM I DETENTION VOLUME BY THE MODIFIED FAA METHOD I Project: ST. ELIZABETH ANN SETON UOFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOKVenbn2.3e. RakaseENowm r2013 IDDelonluuw234-1 ,M dneE r. IM.17.0:40N STAGE -STORAGE SIZING FOR DETENTION BASINS Project: ST. ELRABETH ANN SETON Basin 10: see, tc q.[ w snsai M M a M xi a. wI , a 1 Ma4x i In Inlomu6on I!112 l : ChacM Mein ha a Wiplh of Basin Bo%om,W= % Right Tpangle OR... Length or Besin Bottom, L = % Isosceles Trangle OR... Dam Side -slope (H.\0 2, _ %!II Rectangle OR... Circle l Elllpse OR... Irregular (Use O[ep0e values In calls (332:1352) MINOR MAJOR Storage Requie n from Stlael'Mopifled FAA': O D4 013 acre- StageStomgeRelationship: Sloraga Requirement from Sheet'Hy@ograph': acre-%. Storage Requirement from Shead Full.Spectmm': ecrs-il Labels far WOCV, Minor, 6 Major Storage Stages input) Water Surface Elewtion R n W Side Slope (H:V) IV% Below EI. n m Baaln Width at Stags 1 (output) Basin Lengthst Stage 11 (output) Surface Area at Stage Its (output) Surface Area at Stage Its User Ovenpe Volume Below Stage Bs (output Surface Area at Stage scree out ul Volume Below Stage acredt output) Tagal Volumes for WOCV. Minor, &Major Storage Volumes (formal seek 4933 50 0 OODO 0.000 4934.00 0.00 0.00 19 5 0.000 0.000 493S.OD 0.00 0.00 3950 19e9 0.091 0.048 4936.00 0.00 0.00 12274. 10101 0,282 0.232 493700 0.00 D.00 17033 24755 0.391 0.%8 4936.00 0.00 0.00 2/029 43.786 DAM 1A05 d939.00 0.00 0.00 24710 66655 0.887 1530 1.92 F 4940.00 0.00 0.00 28,918 1 93469 0.864 2.146 4940.50 0.00 0.00 30 350 1 108.286 0.697 2.488 IONIA IONIA IONIA MWA IONIA MWA IONIA MWA IONIA IONIA lMIA MNIA IONIA IONIA IONIA MWA IONIA I MWA IONIA I IONIA IONIA I IONIA MWA MWA MWA MA IONIA MNIA MWA MIA MWA MWA MWA MWA MN A MA MWA Al IONIA IONIA IONIA IONIA MWA MWA IONIA MWA IONIA I IONIA IONIA MNIA IONIA MWA IONIA IONIA MWA MWA MNIA Ill MWA MWA MWA WA MWA MWA MWA MWA MWA MWA IONIA IONIA ,GFT UD.Detention 12.34.ds, Basin 7/6/2017, 9:41 PM 11 STAGE -STORAGE SIZING FOR DETENTION BASINS Project: Basin 10 STAGE -STORAGE CURVE FOR THE FOND 6000.00 5000,00 4000.00 m d 3000.00 d m A y 200000 1000.00 0.00 0.00 0.50 100 1.50 2.00 2.50 3.00 Storage (acre-feet) UD.0etenllon v2.34.Ae, Basin 7B12017, 0:41 PM Orifice = CA(2gH )A0.5 Orifice Discharge Radius Depth Orifice arget Orifice Discharge ,dual Radius Vater Depth (12-19) 121 cfs 6 inches 5.66 feet C = 0.6 ft/secA2 ft ftA2 g= 32.2 H = 5.16 A = 0.785398 Q = 1 8.590312 cfs 12 cfs 6 inches 6.03 feet C = 0.6 ft /secA2 ft g= 32.2 H = 5.53 A= 0.7ftA2 Q = 1 8.892966 cfs • Designer: . Company. Date: • Protect: r Location: DAH COLORADO CIVIL GROUP, INC. November 13, 2017 ST. ELIZABETH ANN SETON FT. COLLINS Design Procedure Form: Rain Garden (RG) 2 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, I, I, = 61.0 % (100% 8 all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (I=1,/100) 1= 0.610 C) Water Quality Capture Volume (WOCV) for a 12-hour Dri Time WQCV= 0.19 watershed inches (WQCV- 0.8 - (0.91' 10-1.19' it- 0.78.1) D) Contributing Watershed Area (Including rein garden area) Area = 165,009 sq 0 E) Water Duality Capture Volume (WQCV) Design Volume Vwocv = cu it Vol: (WQCV 112)'Area F) For Watersheds Outside of the Denver Region, Depth of da = 0.40 in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, Vwocv oTasa = 2,451A cu 8 Water Quality Capture Volume (WCCV) Design Volume H) User Input of Water Quality Capture Volume (WOCV) Design Volume Vwcwusae - cu 9 (Only if a diRemm WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch ma)dmum) Dwacv= 12 in B) Ram Garden Side Slopes (Z - 4 min., hertz. disl par unit vertical) Z = 4.00 h 1 a (Use'0' 8 rain Barden has vertical walls) C) Mlmlmum Flat Surface Area Avi„ = 2013 sq it 4942 D) Actual Flat Surface Area AK,, = 2080 sq it E) Area at Design Depth (Top Surface Area) ATpp = 2840 sq it 4943 F) Rah Garden Total Volume VT= 2,460 cu It (VT- ((Amp a Aw )12)' Depth) 3. Growing Media Choose Qie Q W Pain Garden Growing Media QONer(esfsaln): 4. Underdreln System A) Are underdraina provided? Chaose0ne OYES ONO B) Undartlmm system orifice diameter for 12 hour draln time I) Distance From Lowest Elevallon of Ore Storage y= 9 Volume to the Center of the Orifice Iq Volume to Drain In 12 Hours Vahz = WA cu r Ili) Orifice Diameter, 319' Minimum Do = WA in 2017.11.13_LID CALCS- RAIN GARDEN.xism, RG 11A2I2017, 10:39 PM Design Procedure Form: Rain Garden (RG) Snout 2 or 2 Designer. DAM Company: COLORADO CIVIL GROUP, INC. Date: November 13, 2017 Project- ST. ELIZABETH ANN SETON Location: FT. COLLINS 5. Impemeable Geomembmne Uner end Geotebile Separator Fabric Uo°x One D Y6 A) Is an Impermeable Ilner pmvl&d due to pmodmfly 0 rvo of structures or gmundweter contamination? 6. InaM l Outlet Contml O100KOne 0 Street Flow. No Energy Dissipation Peculnsl A) Inlet Contml ® Concentrated Flow. Dlergy DIsslPadon ProvWe0 Omose One 7. vegetation O Seal (Plan for (requent weed contra) ® Ptantings d Saib Grownor CtlKr Hlgb Innivnc nSod 6. Indication Goose One Q YES A) MI the in garden be impaled? ®NO Notes: • • 2017.11.13_1.I0 CALCS - RAIN GARDEN.Asm, RG • 11/1212017. 10:39 PM Stormwater Detention and Infiltration Design Data Sheet Storm water Facility Name: Existing Detention & Water Quality Pond Facility Location &lurisdiction: St. Elizabeth Ann Scion, Ft. Collins Colorado User (Input) Watershed Characteristics Watershed Slope= 0.040 ft/ft Watershed Length -to -Width Ratio= 2.00 L:W Watershed Area= 11.70 acres Watershed Imperviousness= 61.0% percent Percentage Hydrologic Soil Group A = 0.0% percent Percentage Hydrologic Soil Group B = 71.0% percent Percentage Hydrologic Soil Groups C/D= 29.0% percent User Input: Detention Basin Characteristics WQCV Design Drain Time 40.IX1 hours After completing and printing this worksheet to a pdf, go to: h"m,//maoerture.dieitaIdataservices.com/xvh/?viewer=c wdif, create a new stormwater facility, and Mach the pdf of this worksheet to that record. Design Storm Return Period = Two -Hour Rainfall Depth = Calculated Runoff Volume = OPTIONAL Override Runoff Volume - Inflow Hydrograph Volume = Time to Drain 97%of Inflow Volume = Time to Drain 99%of Inflow Volume = Maximum Ponding Depth = Maximum Ponded Area = Maximum Volume Stored = Rnidnd Hv.irnoranh Rnci Jfc User Defined Stage Ikl User Defined Area Ift-21 User Defined Stage Ia1 User Defined Discharge Icfs' 0.00 0 0.00 0.00 0.24 19 0.24 0.50 1.24 3,950 1.24 3.25 2.24 12,274 2.24 4.99 3.24 17,033 3,24 6.26 4.24 21,029 4.24 7.31 5.24 24,710 5.24 &23 6.24 28,918 6.24 9.06 WQCV 2 Year 5 Year 10 Year 25 Year 50 Year 100 Year 0.53 0.98 1.36 1.71 2.31 2.91 3.67 0.231 0.546 0.871 1.180 1.766 2.331 3.083 0.230 0.545 0.871 1.180 1.766 2.331 3.082 1 2 2 2 3 4 4 1 2 2 2 3 4 5 1.27 2.10 2.73 3.26 4.15 4.91 5.82 0.D96 0.254 0.335 0.392 0.474 0.539 0.623 0.048 0,193 0.381 0.575 0.960 1.346 1.874 n acre-ft acre-ft acre-ft hours hours R acres acre-ft • SDI Design Data FC_Rainfall-EXISTING POND.xlsm, Design Data • 4/9/2018, 11:29 AM No Text Project: Channel ID: Flow Analysis - Trape2 St. Elizabeth Ann Existina Snuth f Channel Y° I Y I 1� • w Z2 nnel Invert Slope So = 0.0700 ft/ft ning's n n = 0.035 3m Width B = 0.00 ft Side Slope Z1 = 15.00 ftift t Side Slope Z2 = 15.00 ft/ft board Height F = 0.00 ft gn Water Depth Y = 0.60 ft :harge a = 27.22 cfs ide Number Fr = 1.62 v Velocity V = 5.04 fps r Area A = 5.40 sq ft Width T = 18.00 ft led Perimeter P = 18.04 ft 'aulic Radius R = 0.30 It 'aulic Depth D = 0.30 R ;ific Energy Es = 0.99 ft rod of Flow Area Yo = 0.20 ft :fic Force Fs = 0.33 kip 2017.09.13_SEAS EX SOUTH SWALE.xis, Basics 9/12/2017, 3:01 PM II Normal Flow Analvsis - Trapezoidal Channel II Project: Channel ID: St. Elizabeth Ann Seton Pviefinn Snufh Sworn Yo Y ; 1� • 'r Z2 nnel Invert Slope So = 0.0700 ft/ft ning's n n = 0.035 )m Width B = 0.00 ft Side Slope Z1 = 15.00 ft/ft t Side Slope Z2 = 15.00 ft/ft board Height F = 0.00 ft gn Water Depth Y = 0.80 ft :harge Q = 58.61 cfs ide Number Fr = 1.70 v Velocity V = 6.11 fps r Area A = 9.60 sq ft Width T = 24.00 ft led Perimeter P = 24.05 ft 'aulic Radius R = 0.40 ft 'aulic Depth D = 0.40 ft :ific Energy Es = 1.38 ft roid of Flow Area Yo = 0.26 ft :ific Force Fs = 0.85 kip 2017.09.13_SEAS EX SOUTH SWALE.xls, Basics 9/12/2017, 3:02 PM CIRCULAR CONDUIT FLOW (Normal & Critical Depth Computation) Project: St. Elizabeth Ann Seton Pipe ID: Emergency Access Culvert J e�i \ rlaly � angle ' - Arm 111 Invert Slope So- 0.0130 ft/ft Manning's n-value n = 0.0130 Diameter D = 18.00 inches 3n discharge Q = 12.00 cfs 'low Capacity (Calculated) low area Af = 1.77 sq ft low wetted perimeter Pf = 4.71 Ift Jentral Angle Theta =1 3.14 Iradians low capacity Qf = 12.01 cfs Central Angle (0<Theta<3.14) area width :ed perimeter depth velocity Full Flow Depth Froude Number Central Angle (0<Theta-c<3.14) :al Flow area :al top width :al Flow depth al Flow velocity al Depth Froude Number Theta An Tn Pn Yn Vn On Flow Fr. Theta-c= Ac = Tc = Yc= Vc = Fr, 2.42 radians sq ft ft ft fps 1.64 0.99 1.31 7.31 CULVERT - EMERGENCY ACCESS.xlsm, Pipe 419/2018, 11:42 AM St. Elizabeth Ann Seton Catholic Church Expansion Final Drainage Report Appendix ®: Grading and Erosion Control Plan, Drainage Plan 0 L L _ _OAKRIDGEESTATES ANTICIPATED CONSTRUCTION SEQUENCE EAsIon Control Installation PhaseI EMIhWPd for B,Ildl,E Constatllon Ph,,, 11 RamalnlM Site OriXe'xk.4 gJlry Phase ll RaioMmcdon or 4mwaY Entramea, M Phase IV hums ContlruNon Mrsdael III Final LaxllWon Phase IT THIS — TREET ss — IFW IF IF — —V—V W V IF IFV P fi. .,.anal ." �LUIT Dan f ..N 6 MERDILG Ck4 q T 4 \ _ SEC DETM SHEET C1 D +P�L\�r L \\ L—ft Fr N f E MEi I � 4'A ((NQ \ E4 I0'aEPERGlK / 4 L4 W h If Z IX IS• l ,Bill v `\\Ir4IE EMERGENCY ACCESS E9Ni AD\TH VM S)I \ ` / (BSD) F� S,ye AME E. all \ 80' Be Y \ i \ s 1 PDDRAFT (VI EMERGENCYR C BD4 n I ACCESS MT DM VARIES) BmSIG I FAIR ART v #� E fill /aL�ern. I 99 �n ` Y d.T I% �IIT UI CL an / 5 �� 5. m 4� 9 as. B 9, /® ease I INFs I AA w DG%EE FA: CQIOCIE lG EX. p't. . I �— SIT \ M MlgWD RFBCH m(1bER AW g qRaises.\ UPPFA SE WU TOP: ,Iy � LCAER Y' WALL TOP 5.1 1 ACCESS AO T J�- V�l t AO'(. 55 fAYIOO (B,w) HIOCTUALRG MOIITECNRAL xv a4eoD \ \ v JAI INVI JB E% t00YR W EL�1939,42 PnoiosEd'wuxAa as \ \ \ \ + ACCESS DAM (Bm) 0.\R 5 1 I \ \ /21 \` � -- - - - - - - - - _ BOTTOM-4942, AREA_ 2.0a0 SF TOP-4913 AREA-2840 3f It' !Iv� (k'IFASID "2� s i n — am YEN P WASTE & MATERIAL STORAGE PAVEMENT SECTION EMERGENCY ACCESS PAVEMENT SECTION WEST & EAST PLAZA PAVEMENT SECTION UTILITY YARD PAVEMENT SECTION FIBER MESUP JWCDT�DC�C�TE14�PSI)MYTH 1RECONDITIONED CURGRADE NOTES'. o.xMw�R4MM�,AN.Mr�Nr.RF �ax,a,PaL� s.�N.xME�Me PAVEMENT TYPICAL SECTIONS STREET CONSTRUCTION DRAWINGS yXIB MTI IX `UHIIY. R r � eALO.t'SFASfIGI(B91) 4..� G \ M, ,\ \ \c /•)/ F � \ e ALf[SS e,4vmw favl IF _ \ M Ps 1 \ \ CE 2B' f4pNT (So x 1 Rtl. \_a ) t• \ \ ACCESSfAmwr/em1 \\ \ S'T EL/ZABE7H IT \ - ANNSETONLHURLH R M PROPOSED EYERQHLY ACCESS DAM DEPTH VMR) Ox j sit '� ?sue �%dm. aOIUTY DRAINAGE \ m '" uxxROsuX R'. ARC 1ECTURK FD P INV 49N00 Bi � PRCPDEED qR ACE h h _ 1 elwEmR9wri ImA sEEaxc PER � � _ _ oETMi OI SEET CIAO LAtlIPMX `� � 91ALL BE 4' PEREtl1AlE0 ADE RPE — WTx6EVA1�IO1 T IwFMLP x PUTf. �— rRIDGEGREEN5E0ULEVARD YILLAGEATSOUTHR/DGEPUD Aq/ a ACCESS GEE YT ESA) i, /r. OVEE SR %FAER LX. w0 \ DEfOLIFD I \ ♦ FORM AT Y• \ N CENTER \ ES NJ' dGLNLY 10 HGSA'CY/ � DID A ACY65 EAEEYENI(B9)) I¢DA ssE rpv)V TW y\4WLLD L 4mxnENCY STD R NET C TCAI ASPHALT \ \ \ \ U M EakRf2NLY v ��I PT �N v � si__T� � v: I\ \ �JI 0 LEGEND ESIGTINGsrgiMDWN EXISTED TELEPMNE EXISTING FIBER 01 EXISTING SASTARV EXISTINGGASLNE EXISTIXGWATER BUT EXISTING EAR EMERGENCY ACCESS ESMT FM PROPOSED ME BY SEPARATE DOCUMENT I— PROPOSED EXPANSION PROPOSEDCONCETE OEXISTING BUILDING EXISTING CONCRETE OEXISTINGASPrWT I, EXI9TMGLW09CAPWG EROSION CONTROL LEGEND ® ® SURFACE ROUGHENING AND REVEL. SE ---FM 9LT FENCE CC (ME) STRAW WAT1LE ® AGGREGATE BAG ® YW ICIf TRACKING CM1RCl PAD ® INLET PROTECTIM - GRAVEL NOTES THIS GRADING ADD EROSION CONTROL PLAN JAI EROSION CONTROL DURING T THE CONTRACTOR SHALE HAVE ON -SITE AT ALL TIMES THE STORMWATER MANAGFMENT E HEAND N, COMMENDATONSCOELANCOV THN. THE CONTRACTOR SHALL RECORD CPATE NGES TO THE a 's siORMWATEA MANAGEMENT PLAN HEN x CLON ACTIVITIES (ACTAM THE CONTRACTOR ALLEs�AETAGNGDEEArvCOD�X.TDNW HTEOWNERADD SMALL INCLUDE A SM GSpp9POS.4 AREA MRpMAUSTORAGE ADD A DEDICATED REFUELING AND MAINTENANCE AREA. THE CONTRACTOR CAN CHOOSE BETWEEN SILT FENCE AND SEDIMENT CONTROL LOGE ERE SILT FENCE IS INDICATED ON THE FRANS. HE CONTRACTOR sHW ESTABLISH ORE LOCATION FOR A CONCRETE TRUCK WASHOUT, SECTIONS ME AN ACCEPTABLE XTENNTNE. GRADING CATCH SLOPES SHALL NOT EXCEED U 1 UNLESS OTHERWISE NOTED ON THE PLANS. F PPSS 9E0. FOR AREAS MOMENT TO THE CHURCH ExPAN4ON THAT DO NOT RECEIVE FROM CONCRETE PAVING GRADING SHALL FALL A MINIMUM OF ONE FOOT H E FIRST IO FEET HOxG OR AT A GRADE OF IO%. UTILITY YANG PROPOSED EMERGENCY ACCESS ROUTE AND WEST AND EAST PLAN PAVING SHALLBECDOT cw3S D CONCRETE (NOR PI MO SHALL BE AMINIMUM S PTNCK ON AS BYALGiUO6iHINICA ENGINEA. AL JaNTSISCH EEx CONCR AVE BONNG SHAL IMAroPEEEA M CONDRACTOR SHALL PERFORMA PRODI OF THE suBGRAOE BELOW THE PROPOSED EMERGENCYACCESS AND PAVING IN THE PRESENCE OF A GEOTECHNCAL ENGINEER. LONGITUDINAL SLOPE OF THE EMERGENCY ACCESS DRIVE SHALL �T EXCEED 10% N HE CAUSE SLOPE L rE OF THE TOWARD ENCY ACCESS DF VE SHALL BE 2%FALL NG AWAY FROM THE CHURL SING DETENTION PoNO N EMERGENCY OVERFLOW SDCTON IS PROVIDED MONG THE PROPOSED EMERGENCY ACCESS D A SoCIII s APPROx BELOW GRAD LNG CULVERT IS PLUGGED TOF CHURCH EXISTING AMR µON NOT MEET CURRENT TCITY O' FORT COLLINS STMOD DETNIS. THE CITY CD IRS ADDS THESE RAMPS XMVEVER CONSTRUCTEDPRWEMEND PROJECT, THEN q MWGM TO COMPLANCE WITH THE PROJECT SEE SHEETC70FORCONSTRUCTIONGURDINCE EXISTING DRIVEWAY MD SIDEWALKS 00 NOT MEET CURRENT CITY OF FORTCOLLINS TOONDMDOE s. CROSS E R GE CURRENT E o ELEVATIONS AND SHEGUIDANCE FILL STORM DRAIN PIPE SHALL HE ADS IN 12 VI AND NYLOPUST GRATES MACE CF OUC GRATES 9MLL BE tY DROPIN IN DNSWERE2TPAN9 ORMFLOWLNEPER SPOT EVIGTDCEET CROSS CREATE PPING 1TOMD.LDNRTJ xDT LOCATED N 2 Lx CONCRETE LANDINGS FX4MINIMUM) AT EAT DOORWAYS SHALL HAVE SLOPES NO GREATER THAN 2%FOR 4 FEET RANGING DEAN ANNE TMENTS TO EX S ING VALVE BOSS MAY BE REOD I RED AT ENTRANCE IMPROVEMENTS CONCRETE yDEWOE PN]A SHALL BE COOT CUSS D CONCISE TE WI TH FOERMESH. I] Coll PLAN APPROVED City Engineer Date CHECKED BV: WaterB Wastewater Utility Date CHECKED BY Stormwater Utility Date CHECKED BY Parks & Recreation Date CHECKED BY: Traffic Engineer Date CHECKED BY Environmental Planner Date CHECKED BY Hale 3 Days MFME You DID 'AY 'm Ill OIL 1009221987 0' 1- MR IS ONE INCH ON ORIGINAL DRAWING 14 [• [•Ih; ARCHITECT 5400 Greenwootl Pleze Blvtl. Greenwo0tl : Village, CO BOT ] 1 Phone]20.200.0630 St Elizabeth Ann Seton Catholic Parish Fort Ccllins, Colorado W2WWNS Iao%cD'. D aGWPMIs w%COCA 2 y,L2010 WK, DDg 122,2D,B 50%Db, MARK DATE pESCRIPTION Project Number: 0031.0012.01 Drawn B DAM Checketl By: DAM SHEETTITLE: GRADING & EROSION CONTROL PLAN i SHEET C4.0 L*K-=ilR] 1 I }f I 15 LL 115 ; 10 I I LLLLLLLLLL'I ♦ ` - _ - - -_ _ _OAKRlOGEESTA7ES _ _ _ _ —JLLLLLLLLLLLLLI LLLLLLLLLLI_LLLLI ♦ , LLLLLLLLLLLLLLLAll.I _ I L{LtLti r - 7) L -LL LLLLL LLLL LLI .SE7YJ.N,S'TRELT -- -__ — I LLLLLL LLLL LLLL) 'LLLLLL LLLLLLLI L 2LLLL 11,LLLLLI - 11LLLL. kLLWLLLL I- l,� LLw )Y uIIITY ANa_ 1 A 6 CRowEFI aos fasoorr E w.. o� V XLrLQ rss CASEMENTDAUNT DRAINAGE PRtlp� EIIXr7CY� V 2 1 M' E¢a Mr (M vAass'1� ♦ \ / • ACCESS EiS%EWr O 1 � ,'� 60 1 Vp/TY, MANAGE lit L V 1 /� t ♦ > 3 1 H E♦FF V A A �,a- ♦ , Ev AT VI , IT 1 Prkvnm a4Filpr o * �.AT 'n LL4LLLLL �LLLLLLLLLLLI LLLL LI -L t LLLLL LLL"I 1 LLLLLL-L� LL LL \ 1N M' 1 ACCESS m>x"i 4v.. WE 30, XE NO . , 1 12-INCH ADS CULVERT LOW POINT IN AIDS ROAD w ♦ § 1 I /C ♦ 70 1 1 �P 1 / 1 / I / ♦ ♦ - ST. ELIZABETf/ ♦ ♦ ♦ •- ._. A \ v I r .. L AAWSE 0ACHURCH \ l \ 91(25 - ACaE L9II. WAY YMIT) \ \ 1 - - ---- - A I I I'1 � I 1\ II1II rb_ � I \yl \ f III \ \ SOU777RlOGE OOLFCOURSE ,.A \ / may, UTtl/R CRAIIR£ \ lM A �I A �I B T P FF-4 47 �� r 1 1 INW4933J6 A )PROPOSED �� )�A - i - j A\ �Ae. _-� 1 E% tOpYR WSEL-49J9.12 \ \+y, 'EXPANS70N RW ACCESS j Lr�•� 35 , 50IH- --- T�L99009ND� 1b1.� • • • _ _ - - PROPOSED RAIN GARDE .• _. �s _ >. �. , ♦ 1 OFN 3] ' Wo-- BOTTOM-4912 .1 A` TOP-4943• / 1 FIN • \ �Lu i a EAsar — • • _— uvWwF _ usDAW. - - --- S/OUTH=/qG= GREENS BO(/LEVAyRD- • - / � _ _ _ _ _ _ _ _ � � :�- _ _Ab _ : - VILLA OEA TSOU771R!!XiEPUD 1 N ♦ _ AW IW• _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ W, _ _ _ _ _ _ _ _ _ 70 SWAM SPOIN DESIGNATEDurvuM SWIMMOESIGNPOINT y DRANAGEARROW NEW A FUTURE IMPERVIOUS IMPROVEMENTS LLLL EXISTING IMPERVIOUS AREA (LID TREATED) FRONOSED CONTOURS EXIANDAWWOURS E=STNGeT�MORAN TELEPHONE CPiC EXISTINGSAMITRARY EXISTING GAS LINE EXISTING WATE OEATLiINGSUILOUNG EXISTING CONCRETE PROPOSIDEXPANSION F7`7 PROPOSED CONCRETE OE%Si NGASPHA ` i(T. EXISTING LANDSCAPING DO �M I THE EXISTING ST ELIZABETH ANN SETON SITE WAS EVALUATED IN A DRAINAGE AND ENGAGE CONTROL REFF)RO PREPARED BY AYRES ASSOCIATED ADD DATED NOWNWER 2 THE ST ELRASETH ANN SETON SITE WAS EVALUATED FEW ADDITIONAL IMPROVEMENTS IN A DRAINAGE AND EROSION CONTROL REPORT. PREPARED BY AYRES ASSOCIATES. ADD EASE JUNE X M ALL VEI DATA FOUND IN THIS REPORT IS BASED ON THE TYPEOREENHY AND ALL ELIFIATION INFORMATION SHOWN ON THIS PLAN 19 BASED ON THE NAIVE) AS DA7UM 4 THE DRAINAGE BASIN$ SHOWN ON THIS ALAN ARE THE ONE SWIAM BASINS IDENTIFIED IN THE TMC F ALL DRAINAGE REFORTS LISTED ABOVE City of Fort Collins, Colorado UTILITY PLAN APPROVAL City Engineer Date CHECKED BY: Water B Wastewater Utility Date CHECKED BY: Stormwater Utility Date CHECKED BY: Parks & Recreation Date CHECKED BY: Traffic Engineer Date CHECKED BY: Environmental Planner Date CHECKED BY: nRle ARCHITECTS $144 aenwood Plaze Blvtl. GreenwoW Village, CO 80111 Phone: 720.".0530 St Elizabeth Ann Seton Catholic Parish Fort Collins, Colorado DD51.OGam DAH DAH w.THEUIR" ANNIHILATIONEDWINOFCOLEMAN) DRAINAGE PLAN _ U:�22 1967 SHEE 0' _ 1' BAR IS ONE INCH ON ORIGINAL DRAWING C6.0