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HomeMy WebLinkAboutDrainage Reports - 11/05/2013No Text lJ� TABLE OF CONTENTS ' ' SECTION 1 - ENGINEERS CERTIFICATION BLOCK........................................................................3 SECTION 2 - GENERAL LOCATION AND DESCRIPTION.................................................................4 SITELOCATION....................................................................................................................4 DESCRIPTION OF PROPERTY..................................................................................................4 ' BENCHMARK INFORMATION..................................................................................................4 SECTION 3-STORM DRAINAGE CRITERIA..................................................................................5 ' HYDROLOGIC CRITERIA............................................................. .,.......................................... 5 HYDRAULICCRITERIA........................................................................................................... 5 SECTION 4- DRAINAGE BASINS AND HISTORIC RUNOFF..............................................................6 HISTORICBASINS.................................................................................................................6 PROPOSED DEVELOPED BASINS............................................................................................6 HISTORIC/DEVELOPED BASIN COMPARISON..........................................................................9 ' STORM WATER MODELING (EPA-SWMM)............................................................................. 1 1 SECTION 5 - STORMWATER POLLUTION PREVENTION................................................................. 13 TEMPORARY EROSION CONTROL........................................................................................ 13 ' PERMANENT EROSION CONTROL......................................................................................... 13 SECTION6-CONCLUSIONS...................................................................................................14 ' SECTION 7-REFERENCES .......................................................................................................15 LIST OF TABLES ' TABLE 1. HISTORIC FLOWS- 2, 10, AND 100 YEAR. BASED ON RATIONAL METHOD ...................... 6 TABLE 2. DEVELOPED FLOWS- 2, 10, AND 100 YEAR. BASED ON RATIONAL METHOD) .................. ' APPENDIX Appendix A - Hydrologic Computations ' 1. Site Vicinity Map 2. Soil Map - Natural Resources Conservation Services (NRCS) 3. 100 year Flood Maps 4. Figure 1- Existing Drainage Maps 5. Figure 2 & 2A- Developed Drainage Maps Fort Collins Senior Center Expansion Drainage Report Page 1 of 15 6. Rational Worksheets (Existing Flows) 7. Detention Volume Calculations ' 8. Orifice and Inlet Calculations ' Appendix B - Hydraulic Computations 1. SWMM Report Existing Storm System ' Proposed Storm System 2. UD-SEWER Report ' Appendix C - Referenced Information 1. Finial Drainage Report for the Fort Collins Senior Center 2. Raintree Planned Unit Development Stormwater Detention Construction Drawings 3. Home State Bank Drainage Plan 4. Raintree Animal Clinic Drainage Plan ' Appendix D - Utility Site Plans 1. Erosion Control Plan (CE1.00) 2. SWMP and Erosion Control Details (CE1.10) 3. Grading and Drainage Plan (C 1.00 to C 1.30) ' 4. Storm Drain Plan and Profile (C1.40) 5. Drainage Details (CD1.00, CD1.10) Facilities ' Fort Collins Senior Center Expansion Drainage Report Page 2 of 15 SECTION 1 - ENGINEER'S CERTIFICATION BLOCK I hereby certify that this Final Drainage Report for Fort Collins Senior Center Expansion was prepared by me (or under my direct supervision) for the Owners thereof and meets or exceeds the criteria of the City of Fort Collins Stormwater Design Standard's. o�PpO As/�Fti 42122 It 2 Signature: �0, Jason . Cl ys, S�ONA� Regi tered Profe oval Engineer Stat of Colorad o. 42122 Fort Collins Senior Center Expansion Drainage Report Page 3 of 15 ' SECTION 2 - GENERAL LOCATION AND DESCRIPTION SITE LOCATION ' The existing Fort Collins Senior Center is located at 1200 Raintree Drive in the City of Fort ' Collins, Colorado. Refer to Appendix A for the site vicinity map. DESCRIPTION OF PROPERTY IThe site is owned by Fort Collins Senior Center, and is made up of three separate Tracts. Tract A with 4.41 acres, Tract B with 2.59 acres and Tract C with 1.75 acres, for a combined total of 8.75 acres. The site currently consists of one building, the Fort Collins Senior Center. The site generally slopes from southeast to northwest with slopes around 2%. The soils within the site consist of Altvan-Satanta loams and Fort Collins loam which have been classified based on the ' Natural Resources Conservation Services (MRCS) and attached in Appendix A. Majority of the site is classified having a Type B hydrologic soil group with a moderate inflation rate. For the purposes of this site analysis the entire site was assumed to have a Type B hydrologic soil group. ' Two existing irrigation canals pass through the site within tract C. The New Mercer Canal and Larimer Canal No.2 which flow east to west. ' A Geotechnical Engineering Study was performed for the site and measured ground water at depths of 23.5' and 28' below existing grade. The property is not located within the 100 year floodplain as shown on the Federal Emergency Management Agency (FEMA) and City of Fort Collins Flood Map attached in Appendix A. ' The main purpose of this study it to analyze the existing storm system conveying stormwater from onsite and offsite through the property to the regional offsite Detention Pond B located ' north of the site. A new parking lot to the west of the site and new building additions will also be analyzed for stormwater conveyance and water quality. The proposed scope of work will include new stormwater piping and site grading to accommodate additional onsite stormwater ' detention and roof drainage. A new storm pipe will be installed under the New Mercer Canal to drain the proposed detention pond to the existing storm piping that eventually conveys stormwater to Spring Creek to the west. ' BENCHMARK INFORMATION Topographic and survey information was provided by King Surveyors, Inc. Horizontal datum is Colorado State Plate Coordinates NAD 83(2007) Datum and vertical datum is referenced from Fort Collins Benchmark 1-93, Record Elevation=5023.27', NGVD 1929 (unadjusted). Fort Collins Senior Center Expansion Drainage Report Page 4 of 15 ' SECTION 3 - STORM DRAINAGE CRITERIA This report was prepared to meet or exceed the City of Fort Collins stormwater criteria. The City of Fort Collin's Storm Drainage Design Criteria and Construction Manual (with all current 1997 Revisions and 2012 Amendments) (CoFC-SDDCCM) and the Urban Drainage Flood Control District's (UDFCD) Drainage Criteria Manual (USDCM) Volumes 1, 2 and 3 were referenced as ' guidelines for this design. HYDROLOGIC CRITERIA ' The rational method was performed to calculate the peak historic runoff rates for each basin. The City of Fort Collins runoff coefficients were used for the analysis. Weighted percent impervious ' was calculated for each basin using Table RO-3 in the Urban Storm Drainage Criteria Manual. The weighted runoff coefficients were calculated for each basin using Tables 3-2 and 3-3 in the City of Fort Collins — Storm Drainage Design Criteria and Construction Standards (CoFC— SDDCCS). The time of concentration was calculated using the equations given within section 2.4.1 of the USDCM equation RO-3. The intensity was calculated using the corresponding ' storm rainfall depth and USDCM Equation RA-3. To account for the City of Fort Collins' IDF Curve, Coefficient 3 of the UDFCD's intensity formula was adjusted to 0.7867. The City of Fort Collins area has 2-yr 1-hr rainfall depth of 0.82 inches, a 10-yr I hr rainfall depth of 1.40 inches ' and a 100-yr 1 hr rainfall depth of 2.86 inches. These depths do account for the 1997 adjusted rainfall depths. ' The EPA-SWMM (Environmental Protection Agency Storm Water Management Model) was used to analyze the existing offsite storm piping and regional detention ponds that outfall to Spring Creek. ' HYDRAULIC CRITERIA ' The storm drainage system has been designed to convey the minor and major storm events through the combination of inlets and storm sewer pipes. ' EPA-SWMM model was used to analyze the pipe capacities and proposed detention pond. All supporting calculations and exhibits are located in the Appendix. ' UD SEWER model was used to analyze the pipe capacities and hydraulic grade line for the new storm system in the west parking lot and the existing storm system in Tract A. The existing storm system within Tract A was modeled with the revised flows from adjacent properties and ' proposed additional flow from the proposed building additions. ' Fort Collins Senior Center Expansion Drainage Report Page 5 of 15 SECTION 4 - DRAINAGE BASINS AND HISTORIC RUNOFF HISTORIC BASINS The site has been divided into two separate basins, Tract A to the east encompassing the existing Senior Center and Tract B to the west encompassing the proposed parking lot and proposed Detention Pond D. These basin were further divided into sub -basins to model each inlet and stormwater conveyance system. The historic basin for Tract B has been labeled H1. (See Figure 1, Historic Drainage Map in Appendix A). Basin HI is approximately 2.59 acres located to the west of the Senior Center. The majority of the basin is undeveloped land with a small contribution from a gravel parking area and a paved trail to the north. No offsite drainage enters this basin. Stormwater is conveyed across the site mostly by sheet flow and shallow concentrated flows, draining into the New Mercer Canal along the north side of the site. The canal then conveys stormwater away from the site to the east. See Table 1 below for a summary of historic runoff flows. Table 1. Historic Flows- 2, 10, and 100 year. (Based on Rational Method) Drainage Basin Design Point % Im ervious Area ac -2 cfs Q-10 cis Q-100 cfs H1 1 10.11 2.59 1.63 2.79 7.05 For Tract A. the drainage basins that were defined for the original design of the Senior Center were used and have been attached in Appendix A (Sheet 5 of 12, Drainage and Erosion Control Plan dated January 1993). The current drainage patterns in Tract A convey stormwater to the north to an existing region Detention Pond B through underground storm piping. Onsite detention is provided in the northeast parking lot (existing Detention Pond 3), west service drive/garden area (existing Detention Pond 2), and an existing detention pond along the northwestern property line (existing Detention Pond 1). Each of these onsite detention systems has a controlled release by the use of an orifice plate within the inlet structures. Refer to the original drainage report attached. Historically it appears roof basin R-2 on the north side, drains to Detention Pond 1, while roof basin R-1 is split with approximately half the area draining to Detention Pond 2 and the other half draining to Inlet #4 (surveyed MH#7). Any stormwater draining to Inlet #4 (surveyed MH#7) is detained in the existing region offsite Detention Pond B. PROPOSED DEVELOPED BASINS Tract B - Proposed Parking Lot and Detention Pond D Tract B to the west has been divided into eight drainage sub -basins DI to D8. See Figure 2, Developed Drainage Map attached. Basins DI through D4 are contained within the parking lot Fort Collins Senior Center Expansion Drainage Report Page 6 of 15 ' and drain to three combination inlets/permeable paver system. The majority of the stormwater will sheet flow to the permeable paver system and be conveyed through the pavers, into the stone ' drainage base course and into an underdrain that is then conveyed to the storm inlets. During heavy rainfall events or in the event that the paver system becomes saturated or clogged, stormwater will be contained within the curb and gutter and conveyed to the combination inlets. ' The inlets are piped together and then routed to the proposed Detention Pond D. Basin D5 is currently shown as future parking. For the purpose of this study, the entire basin was assumed to be fully built out as impervious surface. Stormwater within this basin will sheet flow to the west and be conveyed into the Detention Pond D. When the future parking is built out, curb cuts could be installed along the northern curb and gutter to convey stormwater to ' Detention Pond D. Detention Pond D has been designed for both detention and water quality for the proposed and future parking area. ' Basin D6 located to the west of the site will remain undeveloped and continue to drain to the west as historical, eventually being conveyed offsite to the New Mercer Canal. A garden is also proposed within this basin. ' Basin D7 consists of the Detention Pond D and the swale along the north edge of the parking lot. Stormwater will be conveyed to the pond outlet structure and then conveyed west to an existing ' storm pipe that outlets to Spring Creek. Basin D8 is located along the north property line and includes a portion of an existing paved ' trail. Stormwater will sheet flow to the west as historical and be conveyed offsite to the New Mercer Canal. See Table 2 below for a summary of developed runoff flows. Detention Pond D has been designed to capture stormwater runoff from basins DI to D 5 and ' basin D7. The pond has been designed to detain for the 100yr storm rainfall event with a controlled release of 1.63cfs to match the historic 2-yr release rate. The controlled release will be achieved by installing a steel plate over the outlet pipe with a 5.25" circular orifice cut out of the steel plate. See attached orifice calculations in Appendix A. The pond also includes additional volume for water quality and will be released over a 40-hr period. Table 2. Developed Flows- 2, 10, and 100 year. (Based on Rational Method) Drainage Basin Design Point % Impervious Area ac -2 cfs -10 cfs -100 cfs D1 1 69.87 0.20 0.40 0.69 1.55 D2 2 69.50 0.21 0.42 0.72 1.60 D3 3 56.97 0.20 0.36 0.61 1.38 D4 4 72.44 0.34 0.71 1.21 2.64 D5 5 84.70 0.33 0.77 1.32 2.87 D6 6 0.00 0.48 0.29 0.50 1.29 D7 7 0.00 0.51 0.30 0.52 1.32 D8 8 18.62 0.32 0.34 0.59 1.39 Total Attenuated Tract B 7 37.87 2.59 3.08 5.26 12.02 ' Fort Collins Senior Center Expansion Drainage Report Page 7 of 15 Tract A - Proposed Building Additions and Adjustments to Existing Detention Systems Tract A has been analyzed for the changes in impervious area based on the proposed building additions and parking lot adjustments. For comparison purposes the previously mapped, developed basins 2 and 3 have been compared to the proposed site and building changes. To determine the additional stormwater detention required for the proposed building addition and parking lot adjustment, the difference in the 100-yr runoff coefficient for existing and developed were compared. For Basin 2 the change in the composite "C" factor was 0.11 and for Basin 3, the change in composite "C" factor was 0.03. Federal Aviation Agency (FAA) detention pond volume calculations were performed on the difference in composite "C" factors for each basin to determine the net additional detention volume required to detain assuming a zero release rate. The total additional volume required for the 100-yr rainfall event is 497 cf. See calculation attached. This additional detention volume will be accounted for in the existing region offsite Detention Pond B, by increasing the pond volume. Existing Detention Pond 1. The proposed addition at the northeast corner of the Senior Center will affect the existing building perimeter drain that conveys roof runoff from the north half of the building. See building perimeter drainage plan sheet 11 of 12 from the original building plan set dated December 1992. The proposed layout has extended a new building perimeter drain from the south Inlet #4 (surveyed #7) to the northeast addition. This new perimeter drain will convey the additional flow generated from the proposed addition and the roofs draining to the east. The net overall roof area draining to Detention Pond 1 will remain the same; therefore no modification will be required to Detention Pond 1. All additional flow will be conveyed to the south to Inlet #4. Existing Detention Pond 2. The proposed grading modification for the western parking lot will fill in the existing detention area that currently detains approximately 3,092 cf based on the original design report. Detention Pond 2 receives stormwater runoff from approximately one half of the roof area from Basin R-i and a portion of the runoff from Basin 2. Stormwater is conveyed to Inlet #2 (surveyed Inlet #18) and controlled with an orifice plate to limit the release to 0.78 cfs. The detention volume will be reduced due to the grading modifications, therefore we propose to remove the existing orifice plate and allow the stormwater to be conveyed un- detained through the existing storm pipe to the existing regional Detention Pond B located north of the site. Grading within Detention Pond B will be modified to account for the additional 3,092 cf from the volume lost from Detention Pond 2. The existing storm system has been modeled with the orifice plate being removed and appears there is appropriate capacity to convey the additional flows. Modeling of the existing storm system will be discussed in greater detail further on in this report. Existing Detention Pond 3. The proposed building addition at the northeast corner of the Senior Center will impact the existing parking lot detention by encompassing a portion of the ponding area that accounted for the pond volume. Based on the recent survey of the parking lot and the proposed grading modification, a new parking lot detention volume has been determined. The maximum ponding elevation has been determined to be 5053.30' based on the ADA ramp at the northeast corner of the site near Inlet #3 (surveyed inlet #12). The new ponding extents is shown on proposed design plans and is approximately 1,590cf, assuming a ponding depth of approximately 1'. The original design of the parking lot detention accounted for 6,370cf; Fort Collins Senior Center Expansion Drainage Report Page 8 of 15 I therefore there is a net reduction is detention of 4,780cf. The reduction in detention for Pond 3 will be accounted for within the modifications of the existing region Detention Pond B. The ' existing orifice within Inlet #3 (surveyed Inlet #12) currently restricts the release rate to 3.0 cfs to account for the available detention within the parking lot. Since the total available volume has decreased and the drainage basin percent impervious has changed, the orifice plate will be modified. Drainage Basin 3 has been analyzed for a new percent impervious area based on the site adjustments and new available parking lot detention. Using the FAA detention volume spreadsheet from Urban Drainage, the proposed percent imperviousness of Basin 3 and total ' acreage was used to back calculate the release rate required in order to detain close to the 1,590 cf of available storage. It was determined that the existing orifice plate within Inlet #3 (surveyed Inlet #12) would have to be modified to allow a release of 4.98 cfs. The orifice will need to be ' increased in size to 9-1/8". See attached calculations in Appendix A. The existing storm system has been modeled with the orifice plate being adjusted and appears there is appropriate capacity to convey the additional flows. Modeling of the existing storm system will be discussed in ' greater detail further on in this report. Water quality was not previously implemented onsite since the site was developed prior to water ' quality requirements. In attempt to treat for water quality, the existing regional Detention Pond B will be modified to daylight the existing storm system that is currently piped through the pond to the outlet structure (surveyed structure 420). Currently, the initial flush from a rain event will be piped straight through the pond and released un-detained downstream to Spring Creek. The section of pipe between surveyed structure #24 and #20 will removed to allow stormwater from Tract A to daylight into the pond prior to being released downstream. In addition the pond will ' be deepened to allow for a water quality plate to be added to the existing pond outlet structure (surveyed structure #20). Tract A was analyzed for a total percent imperviousness and a total ' water quality volume was determined based on Urban Drainage Water Quality Capture Volume (WQCV) formula. It was determined that the total WQCV for the developed Tract A with the proposed modification is approximately 0.121 ac-ft (5,271 cf) assuming a 40-hr release time. ' Based on the proposed grading modifications to Pond B, the available storage below the existing pond outlet spill grate is approximately 0.048 ac-ft (2,091 cf) or about 39.7% of the total WQCV required for the site. Since the site currently does not account for any WQCV, this is considered ' an improvement over existing conditions. The existing Pond B outlet structure is proposed to be modified by removing the section of 18" pipe from the east and installing a water quality plate that is approximately 1.87' tall. ' Overall, the net increase in detention in the region Detention Pond B based on the proposed grading is approximately 0.268 ac-ft or 11,690cf. The total detention volume offset required ' from Pond 2 (3,092cf), Pond 3 (4,780cf), the additional impervious area from the building expansion (497cf), and for the available WQCV (2,091cf) is 10,460cf or 0.240 ac-ft. The proposed grading modification currently account for an additional 0.028 ac-fc or 1,220cf. The t existing orifice plate within the Pond B outlet structure shall remain in place without any modifications. ■ HISTORIC/DEVELOPED BASIN COMPARISON The proposed and existing drainage basins have been modified to accommodate the proposed building additions, site modifications and proposed parking lot in Tract B. The overall Fort Collins Senior Center Expansion Drainage Report Page 9 of 15 ' impervious area has increased for both Tracts A and B. The additional runoff generated from the increased impervious area has been accounted for within the regional Detention Pond B and proposed Detention Pond D. Stormwater that once was conveyed to the New Mercer Canal from Tract B will now be detained onsite and released to Spring Creek. Based on conversations with the New Mercer Canal representative the site would be allowed to drain at historic rates to the canal. In reference to the city's requirements, the project improved areas, such as the parking lot, will be routed through the proposed Detention Pond D, treated for water quality and released at the 2-yr historic rate beyond the New Mercer Canal to Spring Creek. The area that historically ' drained to the New Mercer Canal has been significantly reduced, only allowing 2 small landscaped basins to drain to the New Mercer Canal. ' Fort Collins Senior Center Expansion Drainage Report Page 10 of 15 I ' STORM WATER MODELING EPA-SWMM The site has been modeled using EPA-SWMM version 5.0 and UDSEWER version 2009. JVA ' referenced the existing design plans for the Raintree Planned Unit Development - Stormwater Detention Facilities dated December 10, 1985 with revision dated July 8th, 1986. The existing design plans were utilized for modeling the pond outfall for the offsite regional Detention Ponds ' B and C to Spring Creek. Based on the original design plans, Ponds B and C are hydraulically connected and have two separate outlet structures with a controlled release rate from an orifice installed within each outlet. A site visit has confirmed that both orifice plates have been installed and are approximately the correct size as stated in the original design plans. It shall be noted that Pond B ' orifice plate has become detached, allowing uncontrolled release through the structure. This has been noted on the proposed design plans to be to be repaired. An EPA-SWMM model has been generated to model the existing stone system from Pond B and from Pond C to the outlet to Spring Creek. Orifice calculations were completed for each pond outlet based on the size of orifice and head available at each outlet structure based on the revised shared spillway elevation of 5042.4'. The existing outlet to Spring Creek is assumed to be underwater during the 100-yr flood event. Based on the FEMA flood map FIRM Panel 986, map # 08069CO986G revised May 2, 2012, the ' outfall is with the 100-yr floodway for Spring Creek. The 100-yr flood elevation at the outfall was estimated to be at 5035.65 based on the CoFC unadjusted datum. See FEMA map attached with elevation adjustments. A proposed model was then created based on the existing model, with the addition of PR-MHI for the connection of the proposed Pond D outlet. Pond D outlet has been designed to release at ' the 2-yr historic runoff rate for Tract B of 1.63cfs. At the propose junction PR-MH1, the addition of 1.63cfs was added to the model and compared to the existing model. See EPA- SWMM output calculations for comparison in Appendix B. The existing pipe has been ' determined to have adequate capacity to release the additional 1.63cfs from proposed Pond D. Comparing the existing verses proposed model, the hydraulic grade line (HGL) on the outlet junction for Pond B and Pond C appear to rise less than 0.3' to a max height 5039.9'. The max ' HGL of 5039.9' is below the pond spill way elevation of 5042.4; therefore it appears the existing pipe system to Spring Creek outfall has capacity for the addition flows from proposed Pond D without adversely impacting the function of the existing Ponds B and C. For comparison purposes, a copy of the EPA-SWMM report for both the existing and proposed models have been included in Appendix B. The existing storm piping system within Tract A has been modeled using UD-SEWER. Existing flows from offsite have been added to the pipe system from the Home State Bank and Raintree ' Animal Clinic to the east, and the offsite flow from Raintree drive to the south. The 100-yr offsite flows are based on recorded drainage reports and attached for reference. Additional flows have been modeled from each basin as discussed above along with the adjustment to the orifice Fort Collins Senior Center Expansion Drainage Report Page 1 I of 15 lJ ' plates within Ponds 2 and 3. The overall system appears to have capacity to handle the 100-yr storm event based on previously calculated flow rates and proposed onsite adjustments. A copy ' of the LTD -SEWER report has been attached in Appendix B. Based on the model, it appears during the 100-yr event that the HGL at the uppermost point of the system at Inlet #3 (surveyed Inlet #12) encroaches the ponding depth of the parking lot detention (Pond 3) of 5053.30'. If ' Pond 3 rises above elevation 5053.30', stormwater will spill to the northeast corner and be conveyed within the curb and gutter to the east in Evenstar Ct., eventually being conveyed through two inlets within the street which are then piped to the regional Detention Pond B. ' Fort Collins Senior Center Expansion Drainage Report Page 12 of 15 1 I I I SECTION 5 - STORMWATER POLLUTION PREVENTION TEMPORARY EROSION CONTROL A temporary erosion control plan is to be implemented for the site during construction. Temporary erosion control measures include, but not limited to, slope and swale protection provided by the use of erosion control wattles/sediment control logs, inlet protection, etc. All temporary erosion control measures are to be removed after they are deemed unnecessary. Refer to the Erosion Control Report for the Fort Collins Senior Center Expansion Dated October 8, 2013 for additional detail information. PERMANENT EROSION CONTROL Permanent erosion control measures include, but not limited to, the constructed detention pond, riprap pads placed for culvert outlet protection, seeding and mulch placed to enable and established vegetative growth, etc. Long-term maintenance of these erosion control measures shall be the responsibility of the owner of the property. A general erosion control plan has been provided in Appendix D Fort Collins Senior Center Expansion Drainage Report Page 13 of 15 SECTION 6 - CONCLUSIONS This Final Drainage Report for Fort Collins Senior Center Expansion has been prepared to ' comply with the stormwater criteria set by the City of Fort Collins. The proposed drainage system presented in this report is designed to convey the proposed peak ' stormwater runoff through the site to either the existing regional Detention Pond B or proposed Detention Pond D. Through calculations and review of the proposed storm drain system, there appears to be adequate capacity to convey the proposed flows. This report also proposes best ' management practices for erosion control, permanent landscaping, riprap, and on -site construction facilities. ' it can therefore be concluded that development of the detention pond complies with all of the stormwater jurisdictional criteria and will not adversely affect the existing streets, storm drain system and/or detention/water quality facilities. ' Fort Collins Senior Center Expansion Drainage Report Page 14 of 15 I SECTION 7 - REFERENCES 1. Urban Storm Drainage Criteria Manual (Volumes 1, 2, and 3), Urban Drainage and Flood Control District, June 2001, Revised April 2008. ' 2. Storm Drainage Criteria Manual and Construction Standards, City of Fort Collins Stone Water Utility, City of Fort Collins, Colorado, Updated January, 1997 with 2012 amendments. 3. "Hydrologic Group Rating for Larimer County Area, Colorado", USDA -Natural Resources Conservation Service, National Cooperative Soil Survey. Web Soil Survey IURL: http://websoilsurvey.nres.usda.gov. [12/6/2012] 4. Drainage Report for the Fort Collins Senor Center, prepared by TST, Inc., Dated January ' 4, 1993 5. Stonnwater Detention Facilities plan set for Raintree Planned Unit Development, Dated ' December 10, 1985 with revisions dated July, 8 1986 ' 6. Stone Water Management Model User's Manual (EPA-SWMM), United States Environment Protection Agency, Version 5.0, Revised July 2010 ' 7. Urban Drainage Stone Water Management Model (UDSWMM) Users Manual, Urban Drainage and Flood Control District, February 2001, Revised May 2003. ' Fort Collins Senior Center Expansion Drainage Report Page 15 of 15 FORT COLLINS SENIOR CENTER EXPANSION FORT COLLINS, COLORADO VICINITY MAP NOT TO SCALE z 06Z6BW MXV.S oS01 m C U) + U) > )a a o 3 U g D M 3 m 0 % z 5 a e m x 3 U C O O a w � _ o C iE O ` Z Z U 06s6srt iK�tiY, u:�a�Hnl Obb68bb 06£68" DK68" 06Z68" 2 M.b.9.501 in z O Q O LL z a c z W 0 W _1 a W C — W O C ap O c O y > W {jp N A C W O ° U N W W W Z 3 N O° C U V Z W y N° O N W W O cWimo� W E E N cm N `n7 a) '0 0)a e N NN-0O° N CC W W d U _m O E ¢O « yN E W OL W W Q. 0 U0y UmNLW Nc ° N E w C � Q 0 3p L LW m ` ° CL co Lo W E m ° '.0om C H WONm �Ep QU vW o p C y WWULCW ° M N dW m G >L a OL3 m N t CW ° E o U y L E E° CD CL Z�° 0 c W° W L C T L C C fa m L a) U7 a) W Z O m 7 a 9 C N - m W W W W d O. E T W a W '°O N a j "O y U W a-- ° W W n W> W E aoaW W W > Z� �E¢o� U y m orW o� - W tna E m E W W m W O• W W 0 y .N.. W m N O 'Of y a�t� Dui ate% ��M m� y°= Et9 W E ov�� ' W N .'mE W m cU W a) E m °'CO cr .c WWO oE ¢ Cl c_. a W o SOl W0 d� �a a)E" yc 0. C T W .O W W O .0CS O CD O a) W .2— N W E EW m w E nN a E n3U 2 av¢ N P� U)Cn Uo o NL� r E`o d a m > W m c 1p 3 a 0 c U t � g W W L V d H Q O 0 U O o z al m in N @ O (a 00 O K i O C O wa m 3 r m m d a m g > A W N al O C O C m ocC 3 `o _ O 0 a w m O p O c C O < IL Q a clm m U O Z C¢ a m Z iL a m as m U U ❑ ¢ m © ❑0 N F 1. • my N O N O W CDd T W 2 W z Hydrologic Soil Group—Larimer County Area, Colorado Hydrologic Soil Group Hydrologic Soil Group— Summary by Map Unit —Larimer County Area, Colorado (CO644) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 4 Altvan-Satanta loams, 3 to 9 percent slopes B 7.9 58.4% 35 Fort Collins loam, 1 to 3 percent slopes B 2.2 16.7% 73 Nunn clay loam, 0 to 1 percent slope C 1.0 7.3% 74 Nunn clay loam, 1 to 3 percent slopes C 2.4 17.6% Totals for Area of Interest 13.5 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long -duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. 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 water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink -swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. USDA Natural Resources Web Soil Survey 10/10/2013 Conservation Service National Cooperative Soil Survey Page 3 of 4 ( ( r +In ~ _ �_ ■i -.EO,a \\ ® : *\ . ,— $ - # . � � �. , g _ / / z § � $ / - � I � * ` ■ � /\ /7 ;! \ { kCD ) � * i| zQ z G ? \� _ « _ D6168" *_ « w,Sol S N °L. m O m c M 0, m y U O m r 19 m V m I >+ C y U T O CL lOC U 0 G y 0 0 C U Ul d m y D a y O E L y N E C a a D E 0 E ° c° d U o m m N N - U N mo Z m E °° -a m m O o � m 0 .0 m m Ca"ON L) o E g m m o O m N mME 2im U ° 4 =A" m E m" 3 N y m i� O r z a N Z U O N L 7 Q 3 y 0 c D i d N� N j m Q m N m O d y L � CD C 0 m a; " E U y v m m d O m U A L . ; m m C L Q N O.O C L y 0 m a O.L W N cn 7 Q' m a N C O m 9 0 o m m E ya a0i - 5 0: ° 0 0� o y � 3 �� a o ���.� LL T > M O O m 0 3 >' m - U O m T O. m N .0 �m0m ° a)CL Zo°a°im om Uc m a mmEa E C T L 9 V L m U7 Z O d 7 m E w N a° N E U m C mmaZ m a C min 'cm ; any Q a E" °t a J Zz) U) y y d nQ o M c y J' a 0 y Im L y C Lm E �H m E T.m. L m m M m� ID m O O CD �m C y 'o y m m H .L-. o O.m >. ° to m m'U m m O 3 Cl m-0 o ND Q 2) 'E f0 E c0 .O� m O L c a a c mmEtm m TE ?co m" Ec cm u ;, °� m dm �o m am °-� w' O O C 'o m y m 0 m U) L O O U O f0 > �^ CLO m 0 y r O. y O m E C a l` m o c- m y m m ° a o y U c Lo a° m 0 a m y- (n m Z E O - o O N O .a m m m E m E LN m m c'-c c� w E- 3 mm a E omo U) 6 mo0.2 nv¢ m :cw r o o� ulm ou? to m o`r F-$ E o m a C $ m t t a 0I Sl m m " 0 ALA a mw C o m w c t U) m N A c F- m m m n m a m 0 m m m c c w 0 � a LU m q m J ` R w fi N N m O b 0 tD Z N m O V] O �O n � O � O N < w N N N n t7 cl O O M u� Y p ■ Q tq tO Z C � S SS V1 q m 's m Q i m N O m c `m m o i o r m m O cc p N O. N ui O 0 n O Y O N n M O N < O J NO O O 0 n N m C c N Srri�: m Z K Factor, Whole Soil—Larimer County Area, Colorado 1 U K Factor, Whole Soil K Factor, Whole Soil— Summary by Map Unit — Larimer County Area, Colorado (C0644) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI a Altvan-Satanta foams, 3 28 1 7.9 58 4% to 9 percent slopes L 35 Fort Collins loam, Ito 3 .28 2.2 percent slopes 73 Nunn clay loam, 0 to 1 .20 1.0 percent slope 74 Nunn Gay loam, 1 to 3 .20 2.4 percent slopes Totals for Area of Interest 13.5 Description Erosion factor K indicates the susceptibility of a soil to sheet and rill erosion by water. Factor K is one of six factors used in the Universal Soil Loss Equation (USLE) and the Revised Universal Soil Loss Equation (RUSLE) to predict the average annual rate of soil loss by sheet and rill erosion in tons per acre per year. The estimates are based primarily on percentage of silt, sand, and organic matter and on soil structure and saturated hydraulic conductivity (Ksat). Values of K range from 0.02 to 0.69. Other factors being equal, the higher the value, the more susceptible the soil is to sheet and rill erosion by water. "Erosion factor Kw (whole soil)" indicates the erodibility of the whole soil. The ' estimates are modified by the presence of rock fragments. Rating Options ' Aggregation Method: Dominant Condition Component Percent Cutoff. None Specified ' Tie -break Rule: Higher Layer Options (Horizon Aggregation Method): Surface Layer (Not applicable) ' t.Ili) \ Natural Resources gl�g Conservation Service Web Soil Survey National Cooperative Soil Survey 16.7°io 7.3% 17.6% 100.0% 10/ 10/2013 Page 3 of 3 1 Z } J J L U o 0� Y/ ' O L O ' L U x � T 8 ' O 8 b S S � d OI OI LL z$ a a E LL LL LL LL U U U J m LL U U O) m J C 0 c L4 +� r N N m�a U a d LL � N m c o. m o U �t $ o f'] O LL O 00 T W C m N U pC 6 C y m ova O � O C A E. y O m v N E m o Wa C m m m m c E m 01 a'y a `m E �m N c � a m � 'E m E N L � H v o L m L L N I m J a o a I E Q)9 o Shields < 1pN 'qH WINTERBERRY �I Ii u Ill I I� STUART �EDOM Street WAY I— STREET o°o �P 5020 P 5020 Overflow m p SANDP�� NE WIND TRAIL MAP SCALE 1" = 500' z Z 3 WINFIELD DR SQaj 50 0 500 100YtET o Z ZONE AE 5022 6 METE Z O w ¢ GLENWOOD DRIVE z 502 _ 4<90DOOm N 0 3 0 SQ2,g : ZONE AE C PROFILE BASE LINE z 9 PROFILE BASE LINE 0 S)Wzl O1i Om ' SHIRE COURT °P s501 5024 X W 23 o� �ssEx W o a�2u ZONE AO IrrRIVE ��� (DEPTH 2)---�-�; ROLLAND MOORE DR .o� J 7 . ; rwntL UlilI 0 1�. 1VINDSOR COURT01 i FIRM L 22 s� Pp m FLOOD INSURANCE RATE MAP ZONE AE ® LARIMER COUNTY, SCARBOROUGH DRIVE ,l <'Oy, m COLORADO Approximate location of outtall (100-yr WSEL) FVFNSTARCT. m 5039.0+/- (NAVD 88) ` / 5 AND INCORPORATED AREAS Fc° 5035.99+/- (NGVD 29) 4� c CoFC adjustment -0.34' 4P wu >usoF�uo CoFC unadjusted datum 5035.65+/-_���; " 5`''��. q CENTRE AVENUE a (ScoNr NS INDEA FOR FIRM PANEL LAYOUT) e O m 0 rn °PD DRIVE COMMUNITY NS MKR PFfltlE4 Sl7fDX S URr1rEA GOU11ry oeo,e+ uses a m w =4i q z wnr caiv� atv of aeo,o: mes o = Z R Larimer County Canal No. 2 T o O° Sp m ¢_ N v °2 13 Z� o �P s� C}O SQ4 9FF 09 9�T°R'N pJENJ� ,q New Mercer Irrigation Canal NEWPOP� :/ Culved z ised ww mere. w aaaa: Q=, WW Lb.* m abwa Yrodo belle an asurroe �Iaecre 1^•rte sr�ler, 4h, SQL .so ,Sos qT Sid DRAKE ROAD MAP NUMBER SOS' Bridge ® 4 08069CO986G r\ Sp �} MAP REVISED Spring Creek s p g S 6 Q,VEN DRIVE O .a yap E MAY2, 2012 Sig '9` 2 i GLEN m FedwW Emergency Management Agency w mp _ 4489000m N L o C Ir (-n W O� 0Oj HASTINGS DRIVE j DAV/OSON DRNI, D O Culvert w > ao p y a w X L > ¢ Do w 0 < w Zcc ONE AE < >� < i m cc = HANCE FLOOD DISCHARGE RD S HAM FREMONT COURT or EL DRIVF AINED IN CULVERT � � HULL STREET 3 CITY OF FORT COLLINS W 3° w 080102 MOUNTAIN t=il WAY r.1.-..d an oficial copy of a portion of the above referenced flood map. a tracted using F-MR On-line. Thfa map does vat reflect changes U HULL STREET ments which may have been made Subsequent to the date on the p ock. For the latest product information about National Flood Insurance AVENUE. O ps check the FEMA Flood Map Store at w .mac.fema.gov m food ma Questions concerning the VERTCON process may be mailed to NGS Latitude: 40 33 20.77 Longitude: 105 05 53.47 NAVD 88 height: 5039 ft. Datum shift (NAvD 88 minus NGVD 29) : Converted to NGVD 29 height: 3.009 feet 5035'.992 feet r 1 EXHMT I I yam04 � �p•�' ,� p9 dR y E TRACT 'Er J ro s e TST. INC� NC R;r; v 01 dEGui;nNC w..•..'W'iW ', \� �\,.•jam` � J 14AiNtRE NORrNEAn OOR.NL"R OF RAINiREE R%.O. — _ 199z acuNCfly 1 ....... •9a9 a�mur.,- — r-so �... cvulorr o' i N M'' MMOT ORALYNC ML NOT REA'RECT SIDRMWATER MM&T CIM ADL aW PROPERMS Q R M �T—�' SlIHB4f//.OfNNfi)I)ATN .4W //-- OlSCN PoYM SIMRR � /'' YSTA(( p4ET flitll M 2 Y DRXAV tT 9 r da ]YT� 0 <oann'I a aTrmsw ram NO. .' `` / PCKu✓C.,6nw.rt. MT b.. w. u / NKUMf A I�o�S an ` ._► ... GPAtP \" ROFAbE RAR now AaroW /' GOVN� 0 BE AROUND MooPRIOR �y\Cn�R �'' C\O �j► �\ .L!J:: SXT EEWCTW/LL MSTA[LED TO L,4 YMV L BE BALLED Ar7RT NBAASPINLTa DOWN. (_\,`\O\PO '.�_'' �f!lnNTMaot B f1VD1M1)AW wru1a-?:e'10i,L.RW E 67 ST.SEW. M'N/B-' ` /,- � r.o rxLrma® RnFiPSF Rlm 1w.. AJT- mla r�' —`.��• � /I 400 LF SX r TENCE . ' o-, 1 eoa R .. a P m I] ` /NLET u5/4L 2rFF \ 'S1 ' ,tOLUME�J09J fl:::. Kl(ASC IW .aw VOG(NT TIIWED �(jEY�I TIM�IF.I.'IIYIIRpfI�IC('AITNAlt0.V 1\'URLVIY.S.T�111NVJ.M9LCOMHISOT\ \ A N�74 �4 Aql LYYiE1L B Q\ SYt A(1AA SM. T) I e � R oualu tec Tro f� ST SEW. M.N. /l MH t � EN PA 8.D Pow �\J �k 5_ �\�� ��n MH 14Ta 06 cls. ( 1' ' 9 1 R I -S ,off, EX NO MN /B-7 TM V.I. MPIAYY OPIKILT MAI.1'bIS l]Mlrtx rlj INa•, pL n1n 11 CM '� n^1TINPSI ACwTIµ\IY 14YY TA.IY] MSW I' r)Pf R MIT EaannG 15' ACP ST SEW �- 15' " STUB rnos nusr 1 ]r]w]m Y4Mc v.rz1]mm-uvl wp.wn.:b..n.l.....1 may- `..."".". �nr nmI TEII-t �mu Y�]TeT.nwvnnc4lw mvT]A<.n Jni'arxrase...m v.a 4w4mm Jxb +rnarener rnrn ra, cmuns cx_ GYWR£2 SCF a2 9R. iII I o IL a W Z W M Co J V N _ ]Y+Y b b Clly 01 Wfl l llr:, ] AA ni-PROMAL _ APPROVED: Alelftlke-v ( _./_ TOT, ING Ipll;ivra[I�e,:.].bl' ( 1m�Z CHECKED BY: A•'/EI" �r II CHF.CKSD BY: CHECk! U tlY; JAmmr /9A MIP cHEcicw BY: 12 5 CHECKED 8Y: _J l K ' - K--*— X-- -K - 12Y LF. rA N dxY7FC dXYIEE d�YTFE 6 dXY7IF d FF. LyZFV = 5055.00 O� ti pW4� . �Q4 � E]2SIAST�sMENIr.W4 f \�R' / \ V SYA S SYA Ov M.H. /2 1 i 17.SEM N.M. /7 \ dxdlFE /N✓ 1605 +5.18 1'LYFAN OUT \ / IN L.F. dORALN 2 PI / dx+'TEC dxI'TTT dx+'>EJ a dXY7LT NOM RTTER TO BULLOR/O PLUM6LNC PLANS drd 45, 'Y \ FOR OOMSPOUT AMP WTCRN+L. ROOF L IN LO AONS. 1N✓ +I LJ B YIEF \ Lf \ 34 6-xXMT d J ROCK FF. �L� Y. = 5050. 00 LAN. +6.70 \ d dxYRL CNN 7.TH.73 dxd7T .UW \ dxY7TE 'w. ` L dx+7EE �+q dxdRT dxY7ET (n b d�YICE /N✓ 45.S dxYRT 20 L.F. V R 6 L.F. dMVN R p R +'afW OUT R J N LNY. +50D IY(fIXAf V p cc 1N✓. 43,42 dlwj e R \ M.N. /+ ti dSw. 24".ST SEW 61.Cv LF 7.55 LF. 2" WATER METER VAULT L( sT.sfw M.d /J n zS srW. M \ 111Y STstw. CURB STOP wlROX ���� SrA 4*MO f ST.SEW. MN. /1 V 11 dxd7EE /NY. 50.50 +'LYFAN OUT dxYTEE ".. M..56 i'CL Lu INR 0 a a WLu C7 U O Z U,' ru 1 co RX RX M.K /5 ._. ._... ... ............ _.. .......... J a 4v n' YJi tr6i.t., Crlanra J / Litl�!xA,I,V:-LANAAYIA01,AL O Q ` "vi .- �-17o3cy .•.Litt._ 1 �..IEtKEO er - T.n LL FmM Sr..SEW. M.N. /5 1' QfC�➢6P !AW n m 0 >n a 11 ss t'-xo' twt L uadlwY�vyY.0 SnilwlulwlmN�N1] tiw iHCny�ILy,(LI4m WbLL' lxuh WAi¢:Mry1hnYJw.hyu..um �O�W. Irm ww�]LL w^ :]Ilv 1PIHUNCMe sl�n RLLm.RIMLl15. SMH #3 5047.39 STEEL PLUGGED) 5034 9 8" PVC 503 9 81' PVC 503 .89 81' PVC 503 .49 12" PVC !fir REBAR PLASTIC LS #3 —17 i .45 9 —_7N��583580 8' PVC -� —---- � _------_--LNG (W) 5035.65 8- COOL, �• A't 7 WOOD COMPOST/ PLAT TEERS / /^ GAD Of �j/ / —� � \� — DMH 6 �Ot �/� / ` \ ���� --ft, RIM=5053.96 INV (N) 5042.66_�--- a§,._—_`` \\ \ INV (E) 5042.86 - ,6A�7- '9" / j II .38 .5 ;--- \ %i l l I � % 'i GRAVEL 1 DMH #1 RIM=5060.69 1 ~�` FSD_•�_ II / --INV (N) 5049.94 18" RCP E)GSONG IRA7 3 BURDWG FOUND #4 REBAR WITH YELLOW PLASTIC CAP T LS #32444 \ s FORD(A AA4yAC RCP YELLOW PLASTIC CAP LS #22564 STORMWATER MANHOLE-16 RIM= 5060.68 I INV IN (E) 15" RCP= 5050.42 INV IN (S) 15" RCP= 5050.38 INV OUT (W) 15" RCP= 5049.88 Fnc6 --*��A4100114 P'1.`L Pi In PROPOSED INTERMEDIATE CONTOUR / EXIST INDEX CONTOUR EXIST IMMEDIATE CONTOUR + 2050 PROPOSED SPOT ELEVATION + 42205 EXIST SPOT ELEVATION PROPERTY LINE / ROW t• M PROPOSED DRAINAGE BASIN BOUNDARY (MAJOR BASIN) PROPOSED DRAINAGE BASIN BOUNDARY (SUB BASIN) --0 DIRECTION OF FLOW (HISTORIC) DIRECTION OF FLOW (DEVELOPED) 0 BASIN DESIGN POINT A DRAINAGE BASIN IDENTIFICATION BUBBLE 5 1 A = DEVELOPED BASIN DESIGNATION 5 a 100-YR RUNOFF COEFFICIENT 1 D - AREA ACRES HISTORIC RUNOFF TABLE BASIN DESIGN AREA 2 YR 10 YR 100 YR POINT (ACRES) RUNOFF PEN( PEAK cFs CFS DFS SITE - 259 183 1 2.79 1 7,05 50 0 50 100 SCALE IN FEET b� H z 0 z a z w U 0 z w U) U) z J J 0 U O SHEET NC FIG 1 a w C7 Qz Q U ER 0 U) If It PROPOSED DETENTION POND D WQCV = 0.045 AC -FT DETENTION REQUIRED = 0230 AC -FT TOTAL DETAINED VOLUME = 0.451 AC -FT RELEASE RATE = 1.63 CFS / SPILLWAY 5048.5' CONIC FES W/ RIPRAP RI 5047.39 STEEL PLUGGED) 5034 9 8" PVC/ / 503 69 8 PVC / / �✓, 3 89 8 p 503. CONNECT TO EXIST LSDDEMM r S 11 1 141/�/ r l POND DD � III illlll 1 BAR 'WITH 111 i I1111 I1 I TIC CA�'I 'Ii�n IIII I SEE UTILITY PLANS I IL/ FOR RIPRAP SIZING It 1 hill, I OUTLET STRUCTURE IIIII 1 II11II III 1j11I I 1 Il l u ► ,..�� Ili�l�ll (IIII IIIIII cc��� ENSI II IUI / PONDI CI� �j11j 11Ij1�j � 1 III , 1�— �IM`5�4rf9i5 — yDaSTING _ _ K(V-5035.65 '�e35.80 8' Pvc SEE UTILITY PLANS. 8= �\L FOR POND B __ _ - = _ - - COMBINATION INLET 1 MODIFICATIONS Kip1Q_"�___ —= COMBINATION INLET -�18" SD._ UNDERDRAIN _ wmx T �4• D5 COMBINATIO^INLET, Vao �"s// PHASE TWO PARKING EXPANSION ' 57---r �51 ,yii/ D1 UNDERDRAIN / /l�ii//�, llhllll 1 rl //// o\ phi u 6 ' .360.4 I —1 \ REBAR WITH eu�noNS PLASTIC CAP nie ihFtiF� ve t ;:a 114 LS #32444 FOUND #4 REBAR WITH YELLOW PLASTIC CAP LS #32444� x P� / DMH #1 / RIM=5060.69 / INV (N) 5049.94 18" RCP FO&yD(A AA44C RCP / YELLOW PLASTIC CAP 1 LS #22564 011 N" u II ' NJ i COMBINATION INLET Ill J 1 .--a dCDl-1 IFS9 N V • s� xw PROPOSED INDEX CONTOUR ?A,� PROPOSED INIEIWDIATE CONTOUR EXIST INDEX CONTOUR \� EXIST INTERMEDIATE CONTOUR ♦�J + 2050 PROPOSED SPOT ELEVATION + 422DS EXIST SPOT ELEVATION PROPERTY LINE / ROW Av 1� PROPOSED DRAINAGE BASIN BOUNDARY (W" BASIN) PROPOSED DRAINAGE BASIN BOUNDARY (SUB BASIN) —� DIRECTION OF FLOW (HISTORIC) DIRECTION OF FLOW (DEVELOPED) Q BASIN DESIGN POINT A® DRAINAGE BASIN IDENTIFICATION BUBBLE a 5 1 A = DEVELOPED BASIN DESIGNATION o A �1� COEFFICIENT DEVELOPED RUNOFF TABLE BASIN DESIGN POINT AREA (ACRES) 2 YR RUNOFF CFS) 10 YR PEAK (CFS) 101) YR PEAK (CFS 01 1 02D OAO 089 1.55 02 2 021 OA2 0.72 1.60 DO 3 020 036 Oil 138 D4 4 0.34 0.71 121 2A4 05 5 033 1 0.77 1 132 1 227 oe 6 0.48 1 029 1 050 1 120 D) 7 051 030 052 132 OB 8 032 034 059 , 39 SITE - 259 1 3.08 1 526 12D2 [SEE UTILITY PLANS FOR ADDITIONAL DETAILS 50 0 50 100 SCALE IN FEET Z 0 U) z a w w z w U 0 z w cn to Z J J O U of O w a w C7 z 0 w a O J w w FIG 2 I i A�X1 (411011121 (1) 4' WIDE 000R— PROPOSED ROOF DRAIN PIPED TO EXISTING POND 1 PROPOSED ADDITION EXISTING ONE STORY BRICK BUILDING AREA NOT OF SURVEY PROPOSED ROOF DRAIN PIPED TO EXISTING INLET f7 _ FZ%KTC (%/.I.11sJLiY/(JK Cl:iv7YiK i'. (a? PROPOSED ADDITION 1\ FORT GOWNS SENIOR CENTER 1200 RANRREE DRIVE ER TRACT 'A" rTE.sosoa 1 3• "wFSMH #11 U RIM=5048.95 INV (N) 5040.45 TWIN 8- PVC INV (E) 5040.45 8" PVC R0)5 8" PVC I �T �,��IM/ 505459 I\ \ INVffIp&U8KF" RCP / 56 _ \ F(2F)E���5o•1 PROPOSED ADDITION / 000RS "O. I v 56- EXISTING INLET #7 = DMH #8 RIM=5055.28 4.88 12" RCP 11111111111nr.� �' „��� E 0 UMH UMH RIM=50542 RIM=5052.3 \ \ EVENSTAR COURT WLS, 2 RIM=505�.2 I'•• r 413 RI' (N) 5047. D9/3 ((E) 5047. (S) 5047.; .8 1.4 _ i !1L-WmLNQ1%10h\� EXISTING INLET #3 (12) WITH — MODIFIED ORIFICE PLATE (RE: — — — UTILITY PLANS) 2 II F QEN 53.07 7.97 DETERIORATING RESTRICTOR PLATE PROPOSED INDEX CONTOUR PROPOSED INTERMEDIATE CONTOUR OUTLEFOw DD. REC. 2001055119 EXIST INDEX CONTOUR TELEPHONE CABINET `sz2� — i EXIST INTERMEDIATE CONTOUR + 2050 PROPOSED SPOT ELEVATION K„ m.lieu•Kn:(K + 42205 EXIST SPOT ELEVATION K.airrKcr Pc: s � PROPERTY LINE /ROW /rt 1(: t' / e PROPOSED DRAINAGE BASIN BOUNDARY (MAJOR BASIN) FOUND #4 PROPOSED DRAINAGE BASIN BOUNDARY (SUB BASIN) REBAR — DMH #14 — — — —� DIRECTION OF FLOW (HISTORIC) RIM=5053.73 —. DIRECTION OF FLOW (DEVELOPED) INV (N) 5047.43 15" RCP 0 BASIN DESIGN POINT INV (E) 5047.73 15" RCP INV (SW) 5047.23 15" RCP A DRAINAGE BASIN IDENTIFICATION BUBBLE 5 1 DEVELOPED BASIN DE9GM'nON EXIST DETENTION POND 3Rao—rR FA RUNarF coEFFIaENr APPROXIMATE WSE = 5053.3''AREA AREA = 0.136 AC VOLUME DETAINED 1,590 CF RELEASE RATE 4.98 CFS DIRECTORY FOUND #4 _ REBAR WITH YELLOW PLASTIC CAP LS #2564 XING �)LDMH #17 SD SD / ! R =5527 ) 5048.67 15- RCP INV (S) 504BA2 15- RCP INV (W) 504857 15" RCP /5 PED XING "' "` a , ASPHALT UND #4 / DRIVE INLET FL=5054.05 — DMH # DMH #10 RIM=50 7 M=5054.87 INV (E) 5045.87 1 " R , DMH #9 (VAULT) RIM=5054.60 INV (SE) 5050.10 12- RCP 1 1 50 1SC&E IV FEET 11 rd �oeo Ap WN�A a� N N: ;��LL=LLw 5 a 0 w s � � k m m m o 3 � � o � a a F 3 �CJ 2 o rn 0 O 0 a z X Y w LLJ � a F- r LL1 0 EC o Q z � Lu TL cl) 0 N z z J � 0 W a 0 o w Lu 0 SNEET N0. FIG 2A I I C W m L W ch J O aU N It I _O F N ❑ 000 G L N CD a LU E 'F Q Z W Z Y r w � 0 a w c 0 J 'E H N � � w o Q a o z a � 3 G m U N m O O O ~ ; LL U. Q LL o U N N C N > 0 h N M L L O L (D (0 M t0 w N M c0 '] O LO O N N N n (00 r (O N M (n (n (n N CY f.7 O O O 0 0 0 In N 4,21 � V C m r- n N M M O (0 U o 0 0 0 0 0 0 0 (•i 0 GOO COD r w COD N : (n M r r (gyp r 4 N N M (n M Ci O O o O O O O O O O N N q U? (O] o G O O O WN V O N N O N V (") M M W V (n N M 0 (O 01 N Q mN co< 10 (0 r w N O U O m m 0 2 ❑ `N I=w z� NZ � N M a In w r- w 0 o wa. oa 0 m OI fU a m V L 4.1 J 01 C L 0 m aQ a+ J U J C U y W ix QQ x N WIt (: W U a O� C Z y U r W� U) U0 IL 00 LL U Cl) N O 2 N 00 A: VJ d O .Z e e e v e 0 o e U m o o 0 o n OR OI m voi m m t0 N N r 0 0 0 r h C ILa C C C m O ci n N M E E (j o a r o m 0 0a. trV 0 0 o em'! a W U o (n Q L O N y 0 o _ n n n m N N M in M v M L) o 0 06 0 0 0 0 0 0 U C O LL Q N 7 U R r W N N N LL � r r� fml P09 O O C 0 0 0 0 0 0 0 O .` L y L l0 CL N m 0CD N o 0 0 0 0 0 0 0 0 > Y L 0 0 0 0 0 0 0 0 0 O L � Lh O v O O O O O O C G O N � N V3^ N S 0 N � W (7 N NI N 0 0 0 0 0' O O o 6 0 6 6 0 0 0 0 0 N l0 v Yl O_ e W O O O O L O O O O O N Y N N O O. O C CD !V v o 6 0 06 6 0 6 .- o E p Q 0 tM0 M o 0 0 0 0 0 0 0 0 0 O O O c o 0 0 0 0 0 0 0 0 _o Y7 Of to Cl 10 :V O N In N d d rn e m o o m (n m U m L 0 G G O O N O N O O O O O m G 0 C O O O O O O O w Ln to O LA m N N n r m m rn o m m U Of 01 N 1f1 N 'o c o n o r r O O O O O H aD pj m<< Cq N N N N- W e y L e .N !9 N N m O N M m n n o N N N > N C d O O O O O O O O N N W A A a m O a N O c C/ R S W S LL U E a c c O m a `, �i NO mO 00 0 m d m y O1 O Cl 0 0r 6) w J J i > 2 7 0 Q O N N O1 (0 a U C a :i V O J cn V R IL N 3 C O .y C R a x W d d0 V (— O .E (— mZ U) W U W z O V UO y L W !i 9 Ib O V 00 II^ O O ti N N � U � qq O � y C N O o a c E w c a O .° U ac c v C O O Ln �7 I O O U LL � u '0 l0 O y U U .E ❑ Fa U U N 0 m O1 N C II jE m m c c j E o a'> x x m m a c E C N W o 0 L r N N m C m o o a' E 2 C rr N O W W a a Y a y m m _ C C m m r c O y cm + v mm EE U O 00 E rn € II U ? c E mug �� E It ❑ `) tn rn o o a c 3 j I 7 H W y Y C a m w w E ui YI YI YI N IIl N m LL c .y U N d O O O O O O O OI N N m C Q^ O W 0 N. N. Ym'! N d o � c e � � o wi o J IT d d d d N m N m > N N N N N^^ N w N J LLI e w a > f n 2 2 2 !P 2 Z € 3 8 3 0 J. ^ � O W o 0 0 o O O o 0 0 0 Q m m m m N N m m m N y o 0 0 o c c o c o 0 W J d N m J C n ^m b 0 tm0 m m N C Qz E m N N N m m Cl N 6 N N J > W LL yy O O O O O O O C O O N O O O O N O N OOp O N O jy G O O O o O G a~� j p N N N p C'. tN. N N lz a Q O O O O . O . O . O O N N m m m m N N m m N o m Z C o 0 0 0 0 o a o o c N a � m a to b N O 0❑ p 0 0 0 0 _� N O z z o a O O m N O V L Y L a .N r QO X � w U) X �+ Q _ W } U N L � O Q CO d 2 N H N w Up LL 1,L �Cr V O U N 0 a)O = � N ❑ CC) c L_ OL (D C E � w C L C O C N p C t1 O U N m Q) CO O O U L w O O p a) N C O E 11 i II T 1 N U N C O � O a Q E C U m N O O m II LL C \ � a7 C � N m � c U v L p m a) c � 01 a) T M m E M 'm c o U a� N o c) T i p U _ a) "D m w aoi c a) c- .0 Q a7 � N O C ry ry II 11 U � Q am E m C Q ❑ m E 1 U o a O II � Q � C W N Y Q � ui K Q < M r r N M M 0 tD Q V LL LL m m m m m N n m N r Z C v N N N N N N N N N N J H `-' Lo vi Lo 6 6 ui w y^ O N CL � r T 0 •} M (j U m ItV M r r N M M R 0 1p m m m m m f r m N r —_ iZ- C CV N N tV N N N N N N LL Q U O O m Q N t+1 T U a O o 0 0 0 0 0 0 0 o Z C O O O O O n O N F 0 0 0 0 0 0 Q V i — .n �n Sri �n Sr6 i � Sri Lo o w O U Q Q 'D O O O O O O O N N N O U N 0 0 0 0 0 C 0 m_ O 0 7 m 2 u7 ❑ Q (L 0 7. O a) V m a) m m = a7 M a� E O 3] T N U U- O U Y L a W N _O X 0 LLI N L W 5. U� r O 0 a� _ Cl) W N Z UO O Q LL it E 'rn 7 c zw U c: a`. 0 0 c t d) m C_ � w C L O c N N u7 O c o_ U '- ' c O C V 0O L O O c0 II N C E 5 11 � i II ' _a.vCL U N O y N a 0. o b E ` c N + U(te) O 00 ra I LL ti CC c a7 al N w CC a) C U a) C c= p fa O U m y C a) m L N o y O E c c a L) fl.� c m O a) c fa mw a 2 1 @ 7 O c i 7 m a3 CC m O 0 c O O CC a7 II It O a) c U p o O C3 U o = u Q rn E Q a) C 0 N o ti o p;x U E `C � O a 2 o ° Q Q1 O C n Fes- W N Y _ w Q1 N � N O N Qf {O Of LL LL = O z c a v v v of v v vi of 7 J Q Q c aD V r M T F i.1 N N � 17 7 c?I� O W F- C 0 0 0 0 0� to O N n O 6 ui 6 u 6Lri c ID 1l W. N M. u'i0. N N N t-i 0 Q 0 Y7 N " v v v v v ci v v ri of LL p a" N N M O V O o o O o O o o C z C O O O O O O CD N 0 a. U ui Sri 6� i 6 � L6 6 aD � W p o U n n � m N CO— tp N Ci U IY a M N N N M M V LO M In LO Q O O O O O O O O N N c a C a 'o 0 co r m o 0 0 0 0 0 0 i N ro i ) � o C 'IA p N M It In O r O W O d O 7; O CD a) U') a) m m a) i p. O E 0 N T 0 X N X d O U 0 c 7 U LL O U O J O) c Y co a w 3 m c O co U O_ N co U N o = N 0 00 C E 'rn � c zW U c N.—a)in `0 a0 C L a I a) c E w c L_ C p _ 1 C c c u7 O c Q U m :3 c0 N C O U _ t O c o E ; f`9 II : 0 o C)I_' a I I .: a 0 N � a � _ r 0. O U N N O 00 ` N C — 0 E II C U O co LL :3 c O N a7 � L �? aci ca cc U .N U N p0 d O m U C U Cc m E m O° m C p C 7 C i > i T W a7 L O O T O c C II II cc CD o 0 o II ,C: co 0 U - Q U ` Q CCU a ca L c � m cn O U o a O = c jas W - F0 Y 4' W ✓i N N O _o tOO t+mf m w N CN9 MOl O LL LL Q = r On On V O N z C Ol 6 6 W 6 I.� cn0 6 6 CJ I-� J Q M - - - v rn O w F CD w O Q m 49 'D M !O W N M M O N r = — n C "' of ai of of of n m of m r LL U LL 0 C O O O O O n O N O O O O O O O O) 6 co F U W � U G y 0p CO n m ON cO') N O R M � O U Q_ W 0 _ M LL'J uJ QQ O p O O O O O O N CV y G U A N, _ O ❑ ❑ ❑ ❑ ❑ ❑ ❑ 0)) i/1 J N = ❑ t CD d a 0 T Ti, a O 0 r C Cl) U N o v tV O ao Q � C E 'm zw m 0 a o L N U) O V LL o N c E L U) LL N 7 Q 0 0 W W a � Imo to >` o A N o 4) N 0 O l y e c e CDCDCDa CD rn a o a cs v e o O CDO O t7 P7 0 U o 0 U 0an1 o m 0 N 0 tLn 0 h U to rn O N a O to w O O in O o � W > U O > Co O r N N xa10i 3 to N a m E a J G O o 0 �+ d w p oi a a m 0 o 0 C N o 0 a w N � M o p u o 0 ra o 0 rn m EL Id 06vi > N m o o 0 U w H O a O � _ N � U o Q nj N N x Z N a E C m U �l < a o) C .y (0 L c o > U m rn W O a o N d Q G � U O 9 M � C E 'rn Z W L+. N O O y a U 2 C O a u N N a+ N 7 � y O e v o 0 o d " N a og m U COT— E V V LL N W H V y O O c n m m '� etJ IL U o 0 0 0 cc IL ` A d 0 do U 0 ro f; m m 0 0 0 0 @ N U N o 0 0 0 N 7 O e n d O O q� o 0 0 0 Caci C r CD v p Q e cn o N CD O cq w 0 o 0 0 0 U e- o C 0 o 0 6 0 p lf7 1(7 Ln O v N ' rn o cn U Of Of N Y7 m Ln Un o 0 0 0 U m c c c c WO 10 Ln i..i O Of N Lq y y o 0 j0 e _ d V > d o 0 o c W d T O to y 0) a J Q > N > o m a U > m d = C a c : a tyo a O X a J � N Co 0 No Text I DETENTION VOLUME BY THE MODIFIED FAA METHOD (See USDCM Volume 2 Storage Chapter for description of method) Project: FC Senior Center Basin ID: Proposed West Parking Lot - Detention Pond 0 For catchments less than 160 acres only. For larger catchments, use hydrogmph routing nedlod) (NOTE. for catchments larger than 90 acres, CUHP hydrograph and routing are recommended) Determination of MINOR Detention Volume Using M4ldHIed FAA Method ColcrTlem Drans ,Imp. --mesa Cakhmem Dramps ere. Pmdewlopmer4 NRCS So,l Group Reba, Penrod for Delemon Conool Time of C..nVabon.1 W..1fred Mawabk 1-lik1 Ro easo Rate One6ow PreOprnbon Design Ra1Ms11 OF Formula =Ci PAC.+TJ'C4 Coefreiem One Coeffc,em Tx Coerfiooni Tiaee I.r 37W psmaN A = 2550 al Two= B A. B, C. ore T =. 2 wan (2 5, 10, 25, 50, ar 1001 To 10 mimeos e = 0.as chose. P, = am inches C, = 2e.50 C4= 10 C, = 0.787 Determination of MAJOR Detention Volume Using Modified FAA Method Catchment Drainage Impemousners Cachm.m orange Am. PmEewlopmenl MRCS Soil Group Relum Panatl (or Oelem.n CoMml Tmc of Concentration.1 Vineared AIIpwWle Unl Release R.. Onsaew Pmnpdepn Design Reliable OF Formula I -C,- P,1c,.To)'C, CoelflOem one CoeBi.e,nl Tao Ceelliclenl Thme 1.= 3787 percent A= 2,590 acres TypeB A, S. C, orD T = 100 wa. (2.5.10, 25, 50, or 100) To= 10 mirefes P, =1 2.afi inches C. = 2850 C = to a= 37m Ruron Caeffinenr 0= 0n Runoff Coefficem C= 049 Irdlaw Peak Runn Go-m 124 cis Inflow Pock Rwmn O ,= 962 cfs Aboaeie Peak Callow Rare Op out 1.0 cfs NlwgWe Pell Oumow Rak cure .0 pia NoM ord. Minor Storage Veluma+ -16 cubs, her Mod Stable, siorStorage Volume - 100.000 6 cuMcfM Mod. FM Minor Sbrsge Volume• O.gW Bents Mod. FM M.lor Storage Volume 0.230 sere4t 10 ..Elkr Ferrel Duration lncrememe 1. ValueFlan e..5for 5-M. Ri n1811 needsll Irnmv AOluabtoYnt Amoral Dollars, storage Rosoff Irdlow miusiment Awngs ouCleo, Storage Duration Intensity Volume Feeler Oudl. Volume Volume Durason Iensity Volume Factor outflow. Volume Volume mrsAW. IncMalle buts, fan! .1 cis oWk feel cubic reel mlmdn Randall Ihe.I Ir buts, feet 'in do cubic lent cublc last a a s a a g bu, o a 2.78 475 1,DO I'm 489 A4 5 9.6a 3687 1.00 10 489 3198 15 186 03 0.96 1.38 1.245 -293 15 fi is 7,400 085 138 1245 6.155 25 143 1219 071 1,16 1,734 416 26 4.97 8,466 0.71 116 1734 7,732 35 117 1. 0 0.65 1.OB 2,223 d21 35 4.08 10,875 0.65 IN 2,223 8.02 45 110 1.537 ___.. on I'm __. 2.711 -1.174 45 3As 11,940 0,62 100 2.711 9,229 55 055 1,617 ON 087 3,200 4,553 55 9.06 12796 ono 0.97 3200 9,506 fi5 0.78 1.740 0.58 0.95 3,60 -I'M 0 273 13,513 ass ON 3689 fl 75 071 1,819 0,57 0.93 4.179 d,359 75 247 14,130 0.57 093 4,178 9.952 a5 0.65 1889 0.56 0.91 4,550 -2.778 a5 227 14,072 0.56 0.91 4,666 10.006 95 0.60 1,951 0.56 ON 5,155 3.2" 95 2.10 15,157 ON 0.00 5,155 10.002 IN a 2,008 ON 0.90 5.644 J,636 105 185 15,595 am 090 5.641 9,02 115 0,52 2.059 0.55 0,89 6.133 4,073 115 1.83 15.9% D55 ON 6.133 9.85s IM 0.49 2.107 054 0.88 6.621 4,515 125 1.72 16.366 0.54 0.88 6.621 9745 Ise 0.7 2.151 054 0.88 7.110 4.959 1M 1.0 16.709 M54 ON 7.110 sees 145 044 2192 0.54 0.87 - 7.599 -5407 145 154 17,029 051 0.57 75" Best IN 042 2231 on 087 8.068 5,857 155 1.47 17,330 D5W 087 e,085 9.243 _ IN 040 2167 0.53 0." 8.576 e,309 165 140 17,614 0.53 0.97 596 9.036 _ n 0.38 2,302 053 0.88 ease 6,763 175 1.34 17,11,112 0.53 0.86 9.065 8,817 In 0.37 2.335 0.53 0.58 9.554 4,219 IN 1.29 10.137 053 086 9,554 8,Bas _196 am 2,31% 0.53 ON 10,042 -7.676 195 124 18,380 _ 0.53 0.86 10,012 830E Me 0.34 2.396 053 ON 10.531 6,135 205 1.19 18812 0.53 0.86 10.531 8,081 215 0.33 2425 052 0.85 11,020 4.595 215 1.15 18,834 0.52 085 11.020 7.814 225 0.32 2452 0.52 am 11,509 -0,057 225 111 19,045 0.52 0.85 11.5011 1.539 _ 295 031 2478 Du 0.85 11."7 4k_5/9 235 1.0 is252 ow _ _ 0.85 11,997 7.255 245 0.30 2,504 0.52 0IS 1245E 48a2 245 1.04 1e AN am O85 12.486 6,964 255 an 252E 052 O.eS 12,975 -10M7 2M 1.01 le"O O52 0as 12,915 6.665 M5 ON 2552 0.w 0.85 134N 40,912 265 am 19,824 052 085 13,464 6.361 PS _ 0.27 2.575 052 0as 13952 -11.377 275 DM 20,003 OS2 0.85 13,952 61050 285 027 2.597 0.52 a." 14441 .11,W 285 am 21).175 0.62 0.84 14,441 5,734 295 0.26 2.619 0.52 084 14,930 .12.311 295 0.91 20.342 0.52 0.84 14,930 5,413 305 0.25 2640 052 a." 15.419 12,779 305 0.05 20.505 0,52 0.84 15,419 5.06 315 0.25 2,660 au am 15.907 -13,247 315 O.m 20.663 0,52 a 04 15,907 4755 325 02A imp 0,52 054 16.3% 43,716 325 0.0 20.917 052 0IN 16396 4,421 335 02A 2,100 _ 0.52 0114 18,BBS -14.186 335 am 20.988 042 0 M 16.885 4,OB2 34s 023 2.718 0.52 am 17.373 n4,656 345 O.W 21,112 0.52 084 17,3Y3 3.739 355 am 2,736 0.51 084 17,a62 -15.126 355 072 21,255 OAl a84 17862 3.393 365 am 2754 0.51 0" 18,351 45,597 365 0'" 21,394 051 0.84 18351 3,043 375 022 3A1 0.31 a." 18.ol 4606E 375 0.75 21,S30 051 0.84 18840 2,690 385 0.21 2,789 0.51 0.54 19.323 -16.540 3B5 0.74 21N2 0,51 0.84 19,a28 2,334 age O21 2,005 0.51 L" 19.817 -17.012 325 072 21,70 0.51 0.54 _ 19,817 1,975 406 020 2,822 0,51 a," 20,306 .17,484 sae 071 21,g19 0.51 0.84 20.306 1.613 415 010 2,615 0.51 0.84 20,70 47,957 415 070 22,044 ael am 20.795 1.249 42S 0.20 2,853 0.51 0.83 21.283 -18430 425 0.6E 22,155 0.51 ties 21283 882 435 _ Isla 2869 Met am _ 21,T72 -18,903 435 0.67 22,285 Let ties 21.T72 513 sob 0.19 2,BM O.St 0.53 22261 -18,3n 445 0.66 22402 0.51 ties 22261 141 _ 4W 0,19 2,599 051 0as 22.750 -19,851 455 055 22,517 0.51 on 22,750 -232 466 Ole ZA13 0.51 am 23,238 -20,325 455 a." 22,630 _ 0.51 an 23,23E 64)6 473 Ole 2,927 051 am 23,727 -20.BW 475 0,63 22141 0.51 0.83 23T2'7 486 ea6 0.1E 2,941 0.51 0.0 24,216 -21,274 see 082 22,No 0.51 0.53 24216 .1,38E 495 0.17 2.955 0.51 on 24,704 -21749 425 OS1 22,957 0.51 0.83 24,704 -1.747 5115 0.17 2,969 0.51 am 25193 -22224 505 0.60 23,052 O51 0.83 25,193 2,131 Sty 0.17 2.982 0.51 on 25,682 -22.700 515 0.59 23,186 OSI ties 25.682 4.516 _325 0.17 2,935 0.51 am 28,171 43,175 325 0.ba 23.268 051 0.0 26.171 -2,003 535 0.16 3.009 0.51 O53 26.659 4!3,851 535 0.57 23,368 051 0.83 26,659 4291 545 0.16 3,021 0.51 0.53 27,148 -21,127 545 0.57 23467 0.51 0.83 27,148 $Bat 555 0.16 3833 0.51 ON 27.637 44,604 5W IN 23.564 0.51 083 27,637 4.073 w 0.16 3,a46 O51 0.0 28,126 .25,080 565 am 23,660 0.51 am 21LIn 4,486 575 0.1s 305E 0,51 am 26,614 4!51558 575 0.54 23754 0.51 0.83 28.614 4,860 _m 0.15 3070 0.51 am 2etO3 -28,033 5a5 0.54 23,847 0.51 0.B3 29.103 6255 585 0.15 3082 0,51 0.83 29,592 -ZBS10 905 am 23.939 0.51 ON 29.592 -5.653 605 0.15 3,093 0,51 on 30081 -28,,BB7 BOS 1.52 24029 0.51 0.03 30,081 6,051 Mod FM Minor stores. Volume (culd. 8.(• -14 Mod. FM Motor Storage Volume (cubic e.l • 10.006 Mod. FM Minor Storm Volume lacra41L)• 4.0003 Mod. FM Meier Htora9e Volume (...it)- 0,2297 UDFCD DETENTION VOLUME ESTIMATING WORKBOOK Version 2.2, Released January 2010 2104c Senor Carter West Pill" Lot Up DeNnton 22.14s, Modified FM BI2842013, 11'53 PM W Q 2 U N 25 W Q Vl 0 a p e g g rR 0000 p000 ooao 0000 O a o 0 OV CO pYa � Y A. 6 = oq u - _T p F N A Q QY Y 3 qq� m O Y g g j 000"o II II II 11 ❑ Z 13 0 II Y 1111 pp1 (>j> 06¢ Q > y p O 6 ♦ �� p p55 O g pl U U L 9 a ON yq e B ♦ � e �fi'b V ♦ .e V N R }Lmj j{mI `A OFF QQ lA ry Y O > O gg m o 0 0 � 11 11 II 11 11 11 - ¢xcZV l F 1- U E4 ga�oo E s�zg g � N � c O Y O ; ❑ U O 75 3 - > N S c ra 0 E ei! N N di di l 4i � ci ci IL e i s s� e e i i 6 u e i i e i i e i e i i i i i� i i i i '' i i d d i i i i> d i _m C C rc 0 a N n Y L � - N', Q p M � V Y s I� it ;a p Y, O 4 V � W - m C V O � V O'i U K 0 a wL {may qry pi O O O O O O O O'O D O O O O O O O O O O OO O O O 3 O O 4+ O O O O O O O O O O O O O O O O O O O m O O O O O O O O O O C .0. I101 G 9 G G C C 0 0 0 O O O O O C C 60 0 O O O CA b n b W E QQ ' N N N IV N N N N N n�y mry lm�Vy N m•. .... p M MCA 0 0 0 0 0 OO o 0 0 o m al Oo 0 0 0 0 0 0 0 0 0 li 0 0 0 0 0 Oo 0 0 0 0 0 0 o o a.N O C G C O O o C O GO O O O O O O O L10 O C O O O OC C O'O G O O O o O O O O O O N b Ol Na b'bbfbmmOO��-N dYbVlmmnn mmOITmOO���NN I.j N N N N N N N N N N N N N N N N N N N N t7 N N (7 17 (♦1 17 O O o O O O O O O O O a o O O O O O O O a O O O O O O O O O O o 0 o O O O O O O O O o ........... 0 0 0 0 0 0 0 0 0 0 0 b �p n ni m m m. oil m 0' O ♦' �. N N N th M th d yy d N NONNNNNNNN ry NIN N N NI N NN'.NIN M N t7N Nt7 t7 N('� §i 0 0 0 0 0 ...... 0 ... 0 0.o m 0'.o 0 0�....... 0 0 0 ...... ..... 0 0 o O a o 0 0 0 0 o O o o a o o�.G 0 O 0.0 O o 0 o o ...... 000oO O ...... o yyyyyyy<ybNyy0yynOy 0�ySyO� y♦ N1♦O� ty�`ymyO'�1NNbnm1110111 8 m o .. yyO yy 1811 �CiOO10000N10 aO2 O Oa""$m $ms a " N b YYII I I N bb N b ���bbO0000 ��NNNOO Nb YYff NNNbb N m b m b b ITf 1ii b b 10 V! b b b II ' STAGE -STORAGE SIZING FOR POLYGONAL, ELLIPTICAL, OR IRREGULAR PONDS ' Project FC Senior Center Expansion Basin ID: Proposed West Parking Lot - Detention Pond 0 �' SitirL .lWr CISrL Muir. IT '` V -+ 1hill, am - Design Information (Inctat. Check Pond Width of Pond Bottom, W it Right Triangle Shape OR... ' Length of Pond Bottom, L = R Isosceles Triangle OR... Dam Side -slope (H:V), Za = R/R Rectangle OR... Circle / Ellipse OR... Irregular x _ _MINOR (Use Ovende values in cells G32:G52) MNOR Storage Requirement from Sheel'Modifted FAA': � 0.000 0.230 acre-R. III Stage -Storage Relationship: Storage Requirement from Sheet'Hydmgreph': acre-ft. . Storage Requirement from Sheel'Full-Spectrum': acre-ft. Labels for W OCV, Minor, & Major Storage Stages (input) Stage it (input) Side Slope (H:V) Wit Below El. (input) Pond Width at Stage R (output) Pond Length at Stage ft (output) Surface Area at Stage it" (output) Surface Area at Stage R' user Overide Volume Below Stage RL (output) Surface Area at Stage acres (output) Volume Below Stage acre-R (output) Target Volumes for W OCV, Minor, & Major Storage Volumes for goal seek BOTTOM 51144.00 _ 0.00 0.00 0.00 1 0.00 0.00 0.00 0.00 0.000 5045.00 4.00 0.00 2 901 1 451 3,020 0.D67 0.033 W OCV 5D45.50 4.00 _ 0.00 3,376 0.078 0.059 5046.00 4.00 0.00 4 028 4,871 0.092 0.112 5947.00 4.00 0.00 5.390 9 580 0.124 0220 5048.00 4.00 _ _ _ _ _ 0.00 _ 0.00 0.00 7,035 15,792 19662 0.162 1 0.353 Spillway 5048.50 4.00 a4" 0.194 0.451 100 YEAR 5049.00 4.00 9 419 24128 0216 0.554 #WA AN/A #N/A #N/A #WA #WA _ #N/A #N/A #WA #N/A #N/A #N/A #NIA #N/A __#N/A #N/A #N/A #N/A #N/A #N/A _ #N/A #N/A #N/A #N/A _ #N/A _ #N/A #NIA #NIA #NIA #N/A -- #N/A #N/A #WA #N/A #WA #WA #N/A #NIA #'N/A #WA #WA #WA #WA #NIA #WA #N/A #N/A #WA - - #NIA #N/A -- #N/A #N/A #NIA #NIA #WA #N/A _ #N/A #NIA #N/A #WA #N/A #WA -- #WA #WA _ #N/A #N/A #NIA #NIA #NIA #NIA #N/A #N/A ' 2104c Senior Center West Panting Lot UD_Detention_2.2As, Pond 111412013, 11:08 AM II II II II STAGE -DISCHARGE SIZING OF THE WEIRS AND ORIFICES (INLET CONTROL) 1 Project: FC Senior Center Expansion Basin ID: Proposed West Parking Lot - Detention Pond D (outlet structure weir confirmation) Current Routing Order is #5 Design Information Onoutl: Circular Operung Diameter in Inches OR RedangWar Openng Width in Feet Length (Haight for Vertical) Percentage of Open Area After Trash Rack Reduction ' Orifice Coefficient Weir Coefficient Orifice Elevation (Bottom for Vertical) #1 Hon¢. #2 Hon¢. #1 Vart. #2 Van . Dia. = inches w -1 3.00 it L or H =1 3,00 ft. % open = 75 C. = 0.65 C. _ 2.80 _ E. =1 _ 50,11 fl. Calculation of Collection Caoacii Net Opening Area (after Trash Rack Reduction) A. 6,75 sq. it OPTIONAL: User-Ownde Net Opening Area A. sq. It. Perimeter as Weir Length L„. = 10.50 It. OPTIONAL. User-Ovende Weir Length _„=J Ift. Top Elevation of Vertical Orifice Opening, Top = if Center Elevators of Vertical Orifice Opening, Can = if Routing 5: Water flows separately through WOCV plate, #1 horizontal opening, #2 horizontal opening, #1 vertical opening, and #2 vertical opening. The sum of all four will be applied to culvert sheet wr.H.r.r.1.1 nr.e..= V.rHn . rime... Labels ror WOCV. Minor, 4 Major Storage W.S. F3wat. fin ut Water Surface Elevator ft fimketl WOCV PlalelRiser Flaw Cf. !User-Onkedl #1 Hon¢. #1 Help. was Orifice Flow Flow cfa Cfs (outfi fouti(output) #2 Hoi #2 Hariz. Weir Orifice Flow Flow cis cfa Of van. Collection Capacity cis (output) #2 Vart. Collection Capacity cis a niil Total Collection Capacity cfa (output) Target volunes for WOCv, Minor, a Major Storage Volumes mm, for^^al seaki 5044.00 _ 5045.00 0,04 0.00 0.00 0.00 0.00 _ 0.00 0.00 _ 0.04 0.00 1 0.00 0.00 0.05 0,05 _ 0.00 0.00 0.00 5045.50 _ 504fi.00 0.05 _10.39 29.40 8316 _ 152.77 192,51 235 20 #NIA 24.90 0.00 0.00 1 0.0o to.0 0.05 3521 0.00 0.00 0.00 OAO 29.45 5047.00 0.06 49.79 0.00 0.00 1 0.00 49.85 SO48.00 0.06 60.98 0.00 0.00 0.00 0.00 61.04 5048.50 0,06 65.87 0.00 0.00 0.00 0.00 65.93 50491 0.07 70.42 0.00 0.00 0.00 0.00 70.49 0.07 #WA li #NIA 0.00 0.00 7M/A 0.07 #NA #WA 1j MNfA 11 MYNA MY/A 0.00 0.00 0.00 0.00 #N/A #NIA 0.07 _ #N/A 0.08 #NIA #Y/A #N/A #N/A 1 0.00 0.00 #N/A _ 0,08 #N/A #WA #WA 11 0.00 0.00 111 _ 0.08 #NIA #i #N/A 11 0.00 0.00 #NIA 0.08 _ _ #WA MA #IN/A #N/A 0.00 0.00 #N/A 0.09 11 MYNA #NIA #N/A 0.00 0.00 #N/A 0.09 #NfA #N/A #NIA MYIA 0.00 0.00 MYIA 0.09 OWA #N/A #NIA #WA 0.00 0.00 MY/A 0.09 *N/A #WA #YIA #N/A 0.00 0.00 #NIA 0.09 #WA #WA *WA 11 0.00 0.00 11 0,10 #NIA iN/A #N/A #MIA 0.00 0.00 MY/A _ 0.10 #N/A #N/A #N/A #N/A 0.00 0.00 #WA 0.10 #Y/A #I/A #N!A #WA 0.00 0.00 #NIA _ 0.10 #N/A #N/A #WA #WA 0.00 0.00 ili 0.10 #Y(A #N/A #WA #NIA 0.00 0.00 #1NIA 0.11 #N/A #WA MYIA #N/A OAO 0.00 #NIA 0.11 #N/A #NIA #Y!A #WA 0.00 0.00 #NIA 0.11 M#A #WA MY/A #NIA 0.00 0.00 MY/A 0.11 #N/A #Y/A #N/A #N/A 0.00 0.00 11 0.11 #N/A #N/A #N/A #WA 0.00 0.00 #NIA 0.11 #N/A #N/A #N/A #WA 0.00 0.00 11 0.12 #MIA #NIA #WA MWA 0.00 0.00 #N!A 0,12 #WA #WA #MIA #WA 11 0.00 0.00 4111 0.12 #NIA #N/A #N/A 0.00 0.00 #N/A 0,12 #Y/A #WA #N/A IIWA 0.00 0.00 MY/A - - 0.12 11 #Y!A MY/A #WA 0.00 0.00 #N/A 0.12 0.12 #k#A #NIA #N/A #N/A _ #N/A #N/A #N/A #WA #WA 0.W 0.00 #NIA #NIA #NIA #N/A 0.00 0.00 #N/A 0.13 #N/A #WA #N/A 0.00 0.00 #N/A 0,13 #N/A #WA jjjh 0.00 0.00 11 NIA 0.13 0.13 1 11 #WA #NIA 0.00 0.00 *N/A #N/A #N/A #N!A 0.00 0.00 #N/A - -- 0,13 #WA #N/A #N/A #N/A 0.00 0.00 #NIA 0,13 #WA #WA #N/A #WA 0.00 J 0.00 #NIA 2104c Senior Center West Parking Lot UD_Detentien_2.2.)ds, Outlet 11/4/2013, 11:08 AM STAGE•DISCHARGE SIZING OF THE OUTLET CULVERT (INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS) Project FCSenior Center ExPens1on Basin ID Proposed West Parking Lot - DetanWn Pond 0 �O I -a- Design Informal ion (input): Cvcular Lune ti Sarrel Olameter et Incites C6War CNwre INet Edge Type (choose from pJl-down list) 9& Box CWen: Banal HegN (Rise) In Feet Box QAart: Banal WOtn (Span)'. Fast Box CWeen: INal Edge Type (moose from pall -down list) Nln4er of portals wile! Elevation at Cuhert Imam Outlet Ehnta n at Glwrt Imen Cuban Lmgtn. Feat Marrvq's RougM1nss Bend Loa C ff asnt Ent Loa Coefficient Desian Information fcalculated): Entrance Loss Coefficient Friction Loa C.Wicama Sun of Ad Loss Coefftuaas Of" In on C 4tl Coefficient Mmrvn Energy Cmxsoo Cmfficiae Calwhifflons ofC Ivert Cafoutouth D=F-12 I Square End with 1leedwall OR: Reign! (Rise) • ft. Width (Sven) • It. Ls l eevel wl900 Reeewaii No = Ia„= 5046.00 11. Nev. = 5033.00 0. elev. L = 37.0 k. 0.0130 K K, = W Ks• 09a K• 4.2a It.• 5.7a Cr• am KE_. -0i 74 wrter Swfam Eleveaon Feom sweet Vend- ft Ynketl TaRenner Surfsca 6'Nvadon ft m lit if known CuNM Inlel-Conind Flewrate 0. Culvert Outlet-Cmlrol Renewete efe Flattener Into Culvert Fran Sweet 'Outlet- cry IInked) Controlling Culvert Flovwate cfe art u[ 504400 5039.29 am am 0.04 0.00 5045.00 5039,29 2.56 5.9D 0.05 0.05 stil 0 5039.29 3.86 6.20 Ia." 3.86 5048.a0 5039.29 4.76 6.40 26.45 4.76 5047.00 5039.29 6.08 6.90 48.85 fi.06 5048.00 5039.29 7.38 7.30 al.04 1 7.30 5048.50 5039.29 7.58 7.50 65.93 7.50 5049.00 5039.29 8.28 7.70 70.49 7.70 MIA MIA MIA MIA MA MIA MIA MIA MIA MIA MIA MIA MIA MIA MIA MIA MIA MIA MIA MIA MIA MIA MIA MIA MIA MIA MIA MIA MIA MIA MIA MA MIA MIA MIA MIA AM equation used In now (WS - inlet) egroalon equation egression equation egression equation rBlce equation ri ice squelion Nian equation Ill. equation 21 We SeNor Center West Parking Lot I.D_DM@ndm_2.2.Ws. (.11san 11W2013. 11 13 AM STAGE -DISCHARGE SIZING OF THE SPILLWAY Project: FC Senior Center Expansion Basin ID: Proposed West Parking Lot - Detention Pond D Design Information (input): Bottom Length of Weir Angle of Side Slope Weir Elev. for Weir Crest Coef. for Rectangular Weir Coef. for Trapezoidal Weir Calculation of Spillway Capacity (output): L = 9.00 feet Angle = 75.96 degrees EL. Crest= 5,048.50 feet Cw 280 C, = 280 Water Surface Elevation ft. linked Rect. Weir Flowrate cfs output Triangle Weir Flowrate cfs (output) Total Spillway Release cfs (output) Total Pond Release cfs output 5044.00 0.00 0.00 0.00 0.00 5045.00 0.00 0.00 0.00 0.05 5045.50 0.00 0.00 0.00 3.86 5046.00 0.00 0.00 0.00 4.76 5047.00 0.00 0.00 0.00 6.08 5048.00 0.00 0.00 0.00 7.30 5048.50 0.00 0.00 0.00 7.50 5049.00 8.91 1.98 10.89 18.59 5050.00 46.30 30.85 77.15 86.33 #N/A #N/A MIA #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #NIA #N/A #N/A #N/A #N/A #N/A #NIA #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A MIA #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A MIA #N/A #N/A #N/A #N/A #N/A #N/A MIA #WA #N/A #N/A #N/A MIA #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A MA #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A MIA #N/A #N/A #N/A #N/A #N/A #N/A #N/A #NIA #NIA #N/A #NIA #N/A #NIA #NIA #N/A #N/A #N/A #NIA #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A MIA #N/A #N/A #N/A #N/A #N/A #N/A #N/A #NIA #N/A #NIA #N/A 2104c Senior Center West Parking Lot UD_Detention_2.2.)ds, Spillway 8/28/2013, 11:53 PM DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: Fort Collins Senior Center Expansion Basin D: Existing Pond 3 Outlet ModBleadons Based on Available Volume (1,590 cl) (Far aatcfrmmta less Nan 160 aches only. For larger calchm6nb, use hydrograph routing method) jNOTE'. for catchments larger than 90 acres, CUHP hydrograph and routing are reeorromended) Defeminshm of MINOR Delaneon Volume Using Modified FAA Method DetemenaUor, of MAJOR Detention Volume Using Mad"iod FAA Method Desian Wastrel (kraut): Desion Informetlon (Irul Catcnmcm Omega Imp namarba. 1,= _ 13.46 grin Cal,,ri Manage lmp.mouno.¢ 1,= 7345 pemenl CsiiChmem Or-, Ama A= 1410 1. Cal[fvrers Drawee Area A= 1440 Berea Pmdeielopment MRCS Soil Group Tillie = B A,B,C,mD Pranuelopmenl MRCS Soil Group TWe- B A, 8. C. Return Period for Delemon Control T = 2 years (2, 5.10.25, 50, er IN) Rewm Failed for Detemon C9mm1 T = f 00 years (2, 5.10.25. W, n 100) Tlmeof Comaim onof Wnersnee Tc= 1t mime. Time of Conaomraton of Walers"d Tc= I mipdes AII.iiiel Usl Release Rafe 0 = ON cfsfacm Allowable Ust Release Rase 9 = 3.46 diusns Oro+iour Precipiri P, =1 O62 inclies OneMurPmppllNon P,=. 2.86 ind,es Daalgn fbinM1ll alF Formula = Ci P,l(C,<T,1'C, Del Rainbil OF Formula i • C: P,l(Ca-T,)' , Coef9pem One C.=1 nM Coeffipenl One C,• 20SO Codncem Twc c,= to Coe9lrxm Two Cis to RELEASE RATE Coefficient ➢Bee Ci= 0.]SB Coefficient Thme C,= 0709 ADJUSTED BASED ON AVAILABLE PARKING D.eteDamnation of Average OudlOw from the Basin ICaleulatedl: Dirtarninatmin of Ayel Outflow frorn theI LOT POND 3 STORAGE Runoff Caelnciem Cx 049 Runoff COOff,00m C= 065 Inflow Peak Ruroff df irfx 148 to Inflow P.ak Remll OPm= 683 cta Alloweele Peek Outflow Rale Ope11• Yet cfe Allowable PoO Outflow Rasp op-.ul= 4,98 cfe Mod. FM Minor St.,.,. Volume• 3225 cubic M1N Mod. FM Major Storage Volume= 1578 cubic Ya4 Mod. FM Minor Storage Volume a _ 0.074 aiml Mod. FM Major Slone• Velum.- 0.036 acM b Emer Raman Dumeoni,imememalncmaev Hart a 51m5JMmumt Full RWMWI Inflow MjucVneM Armor _ Q/IOw Siompe Renfal Fa l Ini Adjusenem Arfage Ouffmw Somali Duration Imams" Volume Factor Ounaw Volume Volume call Imenslty Volume Factor Ouebw Volume vohme minivan mchee/M ail leel 1. ifs acre -feel 4cm4eet mim,tot In.".Ih lips -feet mN off epe40w %m4eet input) N N o W o W (output) N (output) ou us . -L_ o e 216 0.013 100 ON 0.000 0.013 5 962 0.062 1.00 4.SO 0.034 0028 10 220 0,021 1.DO 000 ONO 0.021 10 ]6] 0,099 1.00 495 ONO 0.090 t5 1.b4 OON 0SO 000 0.000 0.027 15 8.43 0.124 O.BB 437 0m _ 0034 20 IN 0031 078 0.DO 0000 0031 20 5.57 0144 078 190 0.107 0.036 25 1.41 01034 0.n 0.DO 0.ON 0.004 25 493 0.159 033 3.6E 0125 0084 30 llT 0037 D.69 ON 0.a90 0.037 30 4" 0.172 on 3.43 0.142 0.030_ 36 1.16 0.039 - 066 aDO aON 0.039 35 4Da DAN a." 3.n DAN 0.024 4D 1107 Do41 064 000 0.000 0.041 40 372 0192 064 3.19 0.176 0.016 4s on 0043 0,63 0.00 0000 0.043 45 345 0200 0.63 312 0193 _ O.N7 SO On Gus 0,6, 000 0000 0045 50 3.22 D.208 0.61 3.05 0.210 AM 55 067 g.046 0.SO 0.00 ONO 0.016 55 3.0 0.215 ON 3W 0.222 -0.013 60 On am 01% 0.m 0.000 0.046 So 2e5 0221 0.59 2SO 0s45 A.(IM 65 O IT a No 0.59 ON O OOO O ND 65 2.70 0.226 0 W 20 0.262 _0 035 70 0.74 0.050 am ON 0,000 0,050 70 2.57 0232 am 2.N TM -00047 ]S 0.]0 OMI ON ON 0,000 Owl 75 2A5 0.237 ON 2.87 0.295 -0059 80 0.87 0.052 0.57 0.00 0,000 0.052 80 2.N 0.241 0.5T 2.84 0313 4).On 85 am Dow 0.57 0.00 0,000 0D53 85 2.24 0.246 0.57 2.82 0.330 -0.065 90 062 005a 056 0.00 0.000 0.054 90 2.15 0.250 O.SB 2AO 0.ma -0.098 95 0.59 0.055 0.56 0.00 0.000 0.055 95 2.07 0.251 am 2.79 D.366 -01t1 1DO 0.57 0ON 0.56 0.00 ODOR 0056 too 2.00 0.258 0.SO 277 O.= -0.124 105 0.55 0056 055 0.00 0.000 0.066 105 1.93 0.261 ON 2.76 0.390 -0,1W 110 O-W 0,057 0.55 0.00 o.o00 0.057 110 1.97 0.20 am 2.75 0A16 - 40.152 115 am DON 0.55 on 01DO o.om 115 1.81 0.26e am 2.74 0433 -DAN In 0.50 0,059 am ON 0.00 0059 120 175 o.n+ D55 273 0451 ZAN in aAD 0.059 am ON ONO 0,059 125 170 0274 055 2.72 DAN -0.194 IN 047 0060 054 am ONO ONO 130 I'm am am 2.71 0.455 -0208__ 135 0.46 DIM 0 54 am 0.000 DOW 135 161 0.280 0.54 2.70 0.302 -0222 IQ 0AS Owl aSil am ONO owl 140 156 0182 0.54 2.0 M519 -0Mlf IN a.44 0.062 0.51 ON 0.000 0.062 145 152 0.285 0.54 2.n 0.538 A2b1 IN 0.43 0.062 0.54 ON ONO 0.062 150 140 0.287 0.54 2.W 0.553 A2 Its OA2 - ONO 0.54 O.DD 0.000 0.063 155 1.45 0.290 am 2.67 - 0.571 -0291 ISO 0.41 o.as3 aSA DDO ONO 0.063 MCI 142 0.2N 0.54 2.67 0.5ee -0295 In 0.40 ONA OM 000 aON 0064 165 In 0.20 0.53 2.N 0605 -0310 1TD 0,39 0.064 am 0.00 0,000 0.064 170 1.35 0.297 0.W 266 0622 -0.325 175 o.36 ONS 0.53 000 0.000 0.065 175 1.33 0.299 0.53 2.65 0639 -0.340 180 0.37 am on 0.00 0000 (INS ISO 1.30 0,301 0,53 2,65 0.656 -0.35S in am 0.066 053 0Do DOW 0.066 195 1.27 0.303 0.0 2.64 DOM -03]0 1W 0.36 0.OS6 0.53 OOD 0000 0.086 190 1.26 0306 0.53 264 0681 -0385 195 0.35 ONO 0.W ON 0,000 0066 ISO 1.22 0.307 0.53 2.64 0.7N 4401 20D am 0.067 0.W 0NO 0.000 0.067 200 1.20 0.309 0.53 2.63 0.725 -DAIS 206 0.34 0 06T am ON 0-000 0.067 205 1.1e 0.311 0.53 2,63 0,742 -0.431 210 an am 043 0M 0,000 OO 210 1.16 0313 053 2.63 0.759 -0446 215 - OS1_ _ 0.088 - O.W D00 DWO ONO 215 114 0315 053 2.62 0.]]6 -0452 220 am ---. (Ioee am ale 0.00o D.= 220 112 0.3+] 0.W 2a2 0Te4 -0An 225 061 0.069 amo.Do ONOD.oe9 225 +10 Dale on 2.6: 0611 _... -0.49i 230 oat ONO D.s2 o.Do Omit) o.os9 230 1.08 Due D.62 261 ome -0.505 23s 0.30 0070 0.52 Duo 0.000 _ 0.070 235 1 O o322 0,52 - 261 oe45 -0m3 240 am 0070 am 0.00 01" 0.070 240 I'm 0323 052 2.61 O.e62 -0.539_ 24S am 0070 0.52 000 ONO 0.070 245 1.03 0325 052 2.61 grin -0.564 25g 029 0.071 0W 000 0,000 0.071 250 1,01 0.327 0.52 2.e0 0.897 -0.570 ns (20 0.071 am 000 DOW D.0]1 255 1.DO OM8 0.62 2M 0.914 _ 4-M 260 C28 0.071 am 0.00 0.000 0.071 280 066 0330 052 260 001 -0.601 255 0.28 OZ72 0.52 0.00 DOW 0072 20 0.97 0331 0.52 260 0.94a -0.617 270 022 0.072 am 0.00 0.000 0072 270 ON 0.333 0.52 26D 0.B65 _ -0.832 n5 Om O.on am 0.00 0.000 0072 275 0.94 03N 0.52 250 am -0.64e_ 2110 D.27 0.073 0.52 D.00 0.000 0073 2110 0.93 0.336 052 2.59 1.000 .0.664 295 on 0.On 052 am 0,000 0.On 285 0.92 0.337 0.52 259 1.017 -0.690 20D 026 D.01`3 052 0.00 0.000 0.073 290 0,91 OMS O53 2.59 1.034 -0.695 295 026 0.073 0,52 0.00 0.000 0.073 295 0,89 0.340 am 2.59 1.051 0711 1 g.25 0.074 0.52 ON 0.000 _ 0.074 _ 300 0.66 0.341 052 2.58 INS -0]2] NO0.25 0.074 052 0.00 0.000 D1T4 306 O.B] 0.343 0,52 2.58 1005 -0.743 Mod. FM Minor Storage Volum.(cubic A)• 3=5 Mod. FM Major Suini Velum.(.ebW Al• 1,S78 Mod. FM Minor Sense. Voluma(..r l= OWN Nad. FM Mat., Storage volume (acre i• MCI= UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.32, RaWMed March 2013 2104c UO Detemi0n_22 East Pord 3 Modiressin ds, Modified FM Will 1159 PM JVA Incorporated 25 Old Town Square Fort Collins, CO 80524 Ph: 970.225.9099 Fax: 970.225.6923 Job Name: FC Senior Center Exp. Job Number: 2104c Date: 11 i4/13 By: DH FC Senior Center Exp. Previously Developed Basin 2 Detention Pond Volume Calculations: FAA Procedure Based on FAA Procedure, per Federal Aviation Agency "Airport Drainage' Manual Drainage Basin 2 Design Storm 100 year Composite "C" Factor 0.1' Change in "C" for historic vs. developed 100yr Basin Size 0.26 "C" historic = 0.71 "C" Developed = 0.82 Release Rate Calculations Allowable Release Rate for Site 0.00 cfs Less Undetained Offsite Flows 0.00 cfs Allowable Release Rate for Pond 0.00 cfs Rainfall Intensity Calculations Point Hour Rainfall (Pi) : 2.86 Rainfall Intensity: 1 = (28.5 P1) / ((10 + TC) 0.786) Volume Calculations Inflow Volume = C ' I ' A ' time (sec) Outflow Volume = Allowable Release Rate ' time (sec) Storage Volume = Inflow Volume - Outflow Volume Detention Storage Calculations Time t (min) Time t (sec) Intensity I (in/hr) now Vin (ft) Outflow Vout (ft) Storage Vstor (ft3) 5.0 300 9.70 83 0 83 10.0 600 7.74 133 0 133 15.0 900 6A9 167 0 167 20.0 1,200 5.63 193 0 193 25.0 1,500 4.98 214 0 214 30.0 1,800 4.49 231 0 231 35.0 1 2,100 4.09 1 246 0 246 40.0 2,400 3.77 258 0 258 45.0 2,700 3.49 270 0 270 50.0 3,000 3.26 280 0 280 55.0 3.300 3.06 289 0 289 60.0 3,600 2.89 298 0 298 Maximum Volume (W) 298 FAA-100-yr (basin 2) 2104c - FAA Detention Storage for bldg addition.xlsx Page 1 of 2 JVA Incorporated 25 Old Town Square Fort Collins, CO 80524 Ph: 970.225.9099 Fax:970.225.6923 Job Name: FC Senior Center Exp. Job Number: 2104c Date: 11 /4/13 By: DH FC Senior Center Exp. Previously Developed Basin 3 Detention Pond Volume Calculations: FAA Procedure Based on FAA Procedure, per Federal Aviation Agency "Airport Drainage' Manual Drainage Basin Design Storm 100 year Composite "C Factor U :i Change in "C" for historic vs. developed 100yr Basin Size 0-64 "C historic = 0.85 "C" Developed = 0.88 Release Rate Calculations Allowable Release Rate for Site 0 00 cfs Less Undetained Offsite Flows 0 00 cfs Allowable Release Rate for Pond 0.00 cfs Rainfall Intensity Calculations Point Hour Rainfall (PI) : 2.86 Rainfall Intensity: 1 = (28.5 P1) / ((10 + TC) 0.786) Volume Calculations Inflow Volume = C ' I ' A ' time (sec) Outflow Volume = Allowable Release Rate ' time (sec) Storage Volume = Inflow Volume - Outflow Volume Detention Storage Calculations Time t (min) Time t (sec) Intensity I (in/hr) Inflow Vin (ft) Outflow Vout (ft3) Storage Vstor (ft) 5.0 300 9.70 56 0 56 10.0 600 7.74 89 0 89 15.0 900 6.49 112 0 112 20.0 1,200 5.63 130 0 130 25.0 1.500 4.98 144 0 144 30.0 1,800 4.49 155 0 155 35.0 1 2,100 4.09 165 0 165 40.0 2,400 3.77 174 0 174 45.0 2,700 3.49 181 0 181 50.0 3,000 3.26 188 0 188 55.0 3,300 3.06 194 0 194 60.0 3,600 2.89 200 0 200 Maximum Volume (ft") 200 Combined additional detention required for basin 2 and 3 due to increase in impervious area from building expansion and parking lot adjustments. 497 ft3 FAA-100-yr (basin 3) 2104c - FAA Detention Storage for bldg addition.xlsx Page 2 of 2 FC Senior Center Expansion (Existing Pond B - WQCV) Water Quality Pond and Outlet Sizing (Per USDCM) ' Design Engineer: D. Hamer Design Firm: JVA, Inc. Project Number: 2104c Date: August 29, 2013 ' DESIGN CRITERIA: Urban Storm Drainage Criteria Manual (USDCM) Volume III, Urban Drainage and Flood Control District, June 2001 REQUIRED WATER QUALITY CAPTURE VOLUME (WQCV): Tributary Area, A 4.41 acres Composite. Imperviousness, I WQCV (watershed inches) l 0.275 inches 40-Hour Drain Time (Fig SQ-2) Required WQCV Volume= (WQCV J" Area"1.2 0.121 acre-feet Including 20% for Sedimentation 12 WATER QUALITY OUTLET SIZING (Per USDCM, Volume 3): Design Water Quality Depth, Dwo 1.87 ft Determine K,a K,a = 0.013Dwo2 + 0.22Dwo - 0.10 Maximum Area per Row, a a = WQCV / K,, Circular Perforation Sizing Number of Rows, nr Number of Columns, nc (See Table 6a-1 for Max.) Choose Hole Diameter Use USDCM Volume 3, Figure 5 ' Total Area per Row, A° Total Outlet Area, A°, ' Does design work? Minimum Steel Plate Thickness 0.357 0.340 square inches 4 rows Ocolumns 5!8 inches 0.625 inches 0.31 square inches 1.23 square inches Yes 1/4 inch ' Senior Center PondCalcs Pond C (WQCV).xls - WQCV & Outlet StRa ud of 2 JVA, Inc. FC Senior Center Expansion (Existing Pond B - WQCV) Critical Pond Elevations Design Engineer: D. Harrier Design Firm: JVA, Inc. Project Number: 2104c Date: November 4, 2013 DESIGN CRITERIA Urban Storm Drainage Criteria Manual, Urban Drainage and Flood Control District, June 2001 Stage Storage Volume (pond volume calculated using the prismoidal formula): V _ (A, + A2 + AI AT)Depth 3 CONTOUR (FT) AREA (FT') AREA (ACRE) (VOLUME ACRE -FT) DEPTH (FT) CUMULATIVEVOLUME ) 5034.58 0.000 0.000 0.00 0.000 5035.0 199.00 0.005 0.001 0.42 0.001 5036.0 1,951.00 0.045 0,021 1.42 0.022 5036.5 2,539.00 0.058 0.026 1.92 0.048 5037.0 3,327.00 0.076 0.034 2.42 0.081 5038.0 4,649.00 0.107 0.091 3.42 0,172 WQ Height Required for entire Tract A= ' Required Water Quality Capture Volume = 0.12 Acre -Ft Interpolates to an Elev. of 5037.44 ft Required 100-yr Detention Volume (including WQCV) = 0.42 Acre -Ft Interpolates to an Elev. of 5040.76 ft 5038.50 5038.00 F 5037.50 LL 5037.00 p 5036.50 5036.00 iu 5035.50 w 5035.00 5034.50 5034.00 0.0 DETENTION POND VOLUME VERSUS ELEVATION 2.86 0.1 0.1 0.2 0.2 DETENTION POND VOLUME (AC -FT) ft WQ volume available with existing outlet Page 1 of 1 Senior Center PondCalcs Pond C (WQCV).xls - Pond Stage Storage #1 JVA, Inc. No Text Worksheet ■ Worksheet for Circular Orifice ' Project Description Worksheet Pond'3'ProposedMadificatic5n) Type Circular Orifice ' Solve For Diameter Input Data ' Discharge 4.98 cfs Headwater Elevation 5,053.25 ft Centroid Elevation 5,048.32 ft Tailwater Elevation 5,047.97 ft ' Discharge Coefficient 0.62 Results Diameter 9.10-in] Headwater Height Above Centroid 4.93 ft Tailwater Height Above Centroid -0.35 ft ' Flow Area 64.971 in' Velocity 11.04 ftfs t t Project Engineer: Kevin Tone v:\...\calculations\flowmaster\orFce.fm2 JVA, Inc FlowMaster v7.0 [7.0005] 08/29/13 12:11:08 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Worksheet Worksheet for Circular Orifice Project Description Worksheet iPond-B= East (15L3/4 "circular Orifice)Existing v_ Type -release _eriflcati_on] Circular Orifice Solve For Discharge Input Data Headwater Elevation 5,042.40 ft Centroid Elevation 5,034.88 ft Tailwater Elevation 5,034.47 ft Discharge Coefficient 0.62 Diameter 8.75 in Results Discharge 5.70 cfs Headwater Height Above Centroid 7.52 ft Tailwater Height Above Centroid -0.41 ft Flow Area 60.132 in' Velocity 13.64 ft/s Project Engineer: Kevin Tone v:\--.\calculations\flowmaster\ofiice.fm2 JVA, Inc FlowMaster v7-0 [7.0005] 08/29/13 12:12:09 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Worksheet Worksheet for Circular Orifice Project Description r Worksheet Pond C= South (&3/4" circular OrificepiEwSUng release verificationf Type Circular Orifice _ _. -- -- _ _ ---- -- Solve For Discharge Input Data Headwater Elevation 5,042.40 ft Centroid Elevation 5,034.71 It Tailwater Elevation 5,034.30 It Discharge Coefficient 0.62 Diameter 8.75 in Results Discharge 5.76 cfs Headwater Height Above Centroid 7.69 ft Tailwater Height Above Centroid -0.41 It, Flow Area 60.132 in' Velocity 13.79 ft/s Project Engineer: Kevin Tone v:\...\calculations\flowmaster\ofice.fm2 JVA, Inc FlowMaster v7.0 [7.0005] 08/29/13 12:12:55 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Worksheet Worksheet for Circular Orifice Project Description Worksheet iPond'D outlet Orifice; Type Circular Orifice Solve For Discharge Coefficient Input Data Discharge 1.63 cfs Headwater Elevation 5,049.00 ft Centroid Elevation 5,044.33 ft Adjusted to 5-1/4" Tailwater Elevation 0.00 ft Diameter 5.27 in Results Discharge Coefficient 0.62 Headwater Height Above Centroid 4.67 ft Tailwater Height Above Centroid -5,044.33 ft Flow Area 21.839 in' Velocity 10.75 ft/s Project Engineer: Kevin Tone v:\...\calculations\flowmaster\orrice.fm2 JVA, Inc FlowMaster v7.0 (7.00051 08/29/13 12:13:17 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 JVA Incorporated Job Name: "I\\!/•�\1 25 Old Town Square Job Number: Fort Collins Senior Censter 2104c Fort Collins, CO 80524 Date: 10/17/13 Ph:970.225,9099 By: DH Fax: 970225,6923 FLOW CALCULATIONS - COMBINATION INLET SUMP CONDITION (Reference: Urban Drainage and Flood Control District Drainage Criteria Manual, 2001, V.1, Section 3.3.6) ' (Note: Spreadsheet assumes orifice condition for fully developed Flaw. Vertical curb opening only.) INLET TYPE: Since Combination Inlet BASIN: D2, D3 D4 ' Orifice Equation: Q = Cd'Ao`(2gH)A0.5 K = Clogging Coefficent value for multiple inlets Adjust Ao (open area) due to clogging as follows: Ili Effective Area Opening Ae = (1-C) Ao, where: C=K'Cc/N N = Number of Inlets ' Co = Single Inlet Clogging Factor: Co(grate) = 0.5 (50% clogging) Co(curb opening) = 0.1 (10% clogging) Number of inlets: N = 1 Inlet Dimensions and Effective Open Area N Grate Curb 2 1.5 1,25 3 1.75 1.31 4 1,88 1.33 5 1.94 1.33 6 1.97 1.33 7 1,98 1.33 8 1.99 1.33 Grate Opening: Ao(g) = 2.32 ftA2 (per inlet) Total Ao(g) = 2.32 ftA2 (total, all inlets) K= 1.00 C = K'Co/N = 0.50 Ae(g) _ (1-C)Ao = 1.16 ftA2 Curb Opening: length (1) = 36 in = 3.00 ft (per inlet) height (h) = 6 in = 0.50 It Total Ao(c) = 1.50 ftA2 (total, all inlets) K = 1.00 C = K'Co/N = 0,10 Ae(c) _ (1-C)Ao = 1.35 ft2 Allowable depth: H= 6.G in = 0.5 ft Constants: g = 32.20 ftW2 Cd = 0.67 Flow Calculations: Grate Flow: Q = Cd ' Ae(g) ' (2g`H)Ao.5 Qg= 4.41 CFS Curb Flow: Q = Cd `Ae(c)' (2g'D)A0.5 D=H-h/2= 0.25 Qc= 3.63 CFS Total Intercepted Flow with 1 inlets and an allowable depth of 6 inches is 8.0 cfs 2104c - Inlet Calculations.xlsx COMBO-Sump(UDFCD) Page 1 0` 1 II a 11 li APPENDIX B � I EPA-SWMM AND UD-SEWER COMPUTATIONS ,'1 I t t 0 EPA STORM WATER MANAGEMENT MODEL - VERSION 5.0 (Build 5.0.022) -------------------------------------------------------------- NOTE: The summary statistics displayed in this report are based on results found at every computational time step, not just on results from each reporting time step. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++++++++++++++ Analysis Options ++++++++++++++++ Flow Units ............... CFS Process Models: Rainfall/Runoff ........ NO Snowmelt ............... NO Groundwater ............ NO Flow Routing ........... YES Ponding Allowed ........ YES Water Quality .......... NO Flow Routing Method ...... DYNWAVE Starting Date ............ JUL-12-2013 00:00:00 Ending Date .............. JUL-12-2013 06:00:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 00:15:00 Routing Time Step ........ 30.00 sec ++++++++++++++++++++++++++ Flow Routing Continuity Dry Weather Inflow ....... Wet Weather Inflow ....... Groundwater Inflow ....... RDII Inflow .............. External Inflow .......... External Outflow ......... Internal Outflow ......... Storage Losses ........... Initial Stored Volume .... Final Stored Volume ...... Continuity Error (%) ..... +++++++++++++++++++++++++++ Time -Step Critical Elements +++++++++++++++++++++++++++ None Volume Volume acre-feet 10^6 gal ++++++++++++++++++++++++++++++++ Highest Flow Instability Indexes ++++++++++++++++++++++++++++++++ Link SD2 (1) Link SD3 (1) Link SD4 (1) +++++++++++++++++++++++++ ' Routing Time Step Summary +++++++++++++++++++++++++ Minimum Time Step Average Time Step Maximum Time Step ' Percent in Steady State Average Iterations per Step ++++++++++++++++++ Node Depth Summary 0.000 0.000 0.000 0.000 5.726 5.668 0.000 0.000 0.011 0.066 0.049 3.58 sec 29.49 sec 30.00 sec 0.00 2.20 0.000 0.000 0.000 0.000 1.866 1.847 0.000 0.000 0.003 0.022 Existing Conveyance to Spring Creek ' SWMM 5 Page 1 L! I I 11 Average Maximum Maximum Time of Max Depth Depth HGL Occurrence Node TypeFeet Feet Feet days hr:min Ex-MH1 --------- JUNCTION 4.90 5.56 5037.01 0 00:02 Ex-MH2 JUNCTION 11.81 12.93 5037.88 0 00:02 Ex-MH3 JUNCTION 11.02 12.19 5037.99 0 00:02 Ex-MH4 JUNCTION 3.35 5.30 5039.75 0 00:02 Ex-MH5 JUNCTION 3.44 5.34 5039.64 0 00:02 Pr-MH1 JUNCTION 4.19 5.58 5038.63 0 00:02 SpringCreekOutfall OUTFALL 5.65 5.65 5035.65 0 00:00 Node Inflow Summary ------------------------------------------------------------------------------------- Maximum Maximum Lateral Total Lateral Total Time of Max Inflow Inflow Inflow Inflow Occurrence Volume Volume Node Type hr:min 10^6 gal 10^6 gal Ex-MHl --------CFS------CFS--days JUNCTION 0.00 22.33 0 ------------------------------- 00:01 0.000 1.859 Ex-MH2 JUNCTION 0.00 18.20 0 00:01 0.000 1.851 Ex-MH3 JUNCTION 0.00 22.99 0 00:01 0.000 1.848 Ex-MH4 JUNCTION 5.70 5.70 0 00:00 0. 922 0.922 Ex-MH5 JUNCTION 5.76 5.76 0 00:00 0.931 0.931 Pr-MH1 JUNCTION 0.00 9.74 0 00:01 0.000 0.931 SpringCreekOutfall OUTFALL 0.00 22.33 0 00:01 0.000 1.859 Node Surcharge Summary Surcharging occurs when water rises above the top of the highest conduit Max. Height Min. Depth Hours Above Crown Below Rim Node Type Surcharged Feet Feet ----------- Ex-MHl JUNCTION --------------------------------------- 5.99 3.556 0.000 Ex-MH2 JUNCTION 5.98 3.583 0.000 Ex-MH3 JUNCTION 5.98 3.493 1.057 Ex-MH4 JUNCTION 5.97 3.802 2.628 Ex-MH5 JUNCTION 5.98 3.836 2.764 Pr-MH1 JUNCTION 5.98 4.079 4.441 Node Flooding Summary No nodes were flooded. Outfall Loading Summary ----------------------------------------------------------- Flow Avg Max Total Freq. Flow Flow Volume Outfall Node Pcnt. CFS CFS 10^6 gal SpringCreekOutfall 100.00 11.53 22.33 1.859 ----------------------------------------------------------- System 100.00 11.53 22.33 1.859 SWMM5 Page 2 Link Flow Summary -------------------- Link SDI SD2 SD3 SD4 SD5 SD6 Maximum Time of Max Maximum IFlowl Occurrence IVelocl Type CFS days hr:min ft/sec --------------------------------------- CONDUIT 22.33 0 00:01 7.30 CONDUIT 18.20 0 00:01 6.17 CONDUIT 15.62 0 00:01 4.46 CONDUIT 5.78 0 00:04 4.31 CONDUIT 6.16 0 00:04 3.64 CONDUIT 6.34 0 00:00 7.00 x xxx*x*******###*********x* Flow Classification Summary ****x**xx#********##******* Max/ Max/ Full Full Flow Depth ------------ 1 41 1.00 1.26 1.00 0.33 1.00 0.78 1.00 2.62 1.00 0.68 1.00 ----------------------------------------------------------------------------------------- Adjusted --- Fraction of Time in Flow Class ---- Avg. Avg. /Actual Up Down Sub Sup Up Down Froude Flow Conduit - -------------------- Length Dry Dry Dry Crit Crit Crit Crit Number Change SD1 1.00 0.00 0.00 ---------------------- 0.00 1.00 0.00 0.00 0.00 ---------------- 0.01 0.0055 SD2 1.00 0.00 0.01 0.00 0.98 0.00 0.01 0.00 0.01 0.0051 SD3 1.00 0.00 0.00 0.00 0.99 0.00 0.00 0.00 0.01 0.0020 SD4 1.00 0.00 0.00 0.00 0.98 0.00 0.00 0.02 0.02 0.0027 SD5 1.00 0.00 0.00 0.00 0.98 0.00 0.00 0.02 0.01 0.0137 SD6 1.00 0.00 0.00 0.00 0.99 0.01 0.00 0.00 0.03 0.0028 +++++*x++++++++++++++++++ Conduit Surcharge Summary +++++++++++++++++++++++++ Hours Hours --------- Hours Full -------- Above Full Capacity Conduit ---------------------------------------------------------------------------- Both Ends Upstream Dnstream Normal Flow Limited SDI 5.99 5.99 5.99 0.01 0.01 SD2 5.98 5.98 5.98 0.01 0.02 SD3 5.98 5.98 5.98 0.01 0.01 SO4 5.97 5.97 5.97 0.01 0.01 SD5 5.98 5.98 5.98 5.99 5.97 SD6 5.98 5.98 5.98 0.01 0.01 Analysis begun on: Wed Aug 28 23:10:46 2013 Analysis ended on: Wed Aug 28 23:10:46 2013 Total elapsed time: < 1 sec ' SWMM 5 Page 3 WN O O Q O d U m �v UCo E¢ O O Qi £HW- LHW- LHW-) Ilepno�aajoBuid C 1 d 2 II 1 C 1I' n I I I 11 I C � r 11 1 1 I I I 1 I 1 3 1 ' i a - 8 0 3 � N 8 N I IU 41 No 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I[1 N IA � 0- Iff N LL'J o N 1[f ui 'd 'd ui I[) vi vi 16 vi ui (») uo!lenal3 CD lC cn 00 z 0' �D a� a U m mm tCo co C 0 O L m 0-0 m 0 O oa aU CD-0 O 'x a W $ 4 �t, SHW- LHW' £HIV ZHW L HW-) IlepnOHeajp6uud Ism i (4) UNenal: � o a D O O N 7 � n o A I I L! EPA STORM WATER MANAGEMENT MODEL - VERSION 5.0 (Build 5.0.022) ------------------------------------------------- xxxxxxxxxxxx«xxxxxxxxxxxxxxx«xxxxxxxxxxxxxxx«xxxxxxxxxxxx NOTE: The summary statistics displayed in this report are based on results found at every computational time step, not just on results from each reporting time step. xxxx««xxxxxxxxxxxx«xxxxxxxxxxxxxxxxxxxxxxxxxxxx.«xxxxxxxx x xxxxxx«xxxxxxxx Analysis Options xxxxxxxxxxxxx«xx Flow Units ........... Process Models: Rainfall/Runoff ........ Snowmelt ............... Groundwater ............ Flow Routing ........... Ponding Allowed ........ Water Quality .......... Flow Routing Method ...... Starting Date ............ Ending Date .............. Antecedent Dry Days ...... Report Time Step ......... Routing Time Step ........ x xxxxxxxx«xxxxxxxxxxxxxxxx Flow Routing Continuity xxxxxxxxxxxx«xxxxxxxxxxxxx Dry Weather Inflow ....... Wet Weather Inflow ....... Groundwater Inflow ....... RDII Inflow .............. External Inflow .......... External Outflow ......... Internal Outflow ......... Storage Losses ........... Initial Stored Volume .... Final Stored Volume ...... Continuity Error (%) ..... x xxxxxxxxxx««««xxxxxxxxxxxx Time -Step Critical Elements xxx«xxxxxxxxxxxxx«xxxxxxxxx None CPS NO NO NO YES YES NO DYNWAVE JUL-12-2013 00:00:00 JUL-12-2013 06:00:00 0.0 00:15:00 30.00 sec Volume Volume acre-feet 10^6 gal --------- 0.000 --------- 0.000 0.000 0.000 0.000 0.000 0.000 0.000 6.537 2.130 6.482 2.112 0.000 0.000 0.000 0.000 0.011 0.003 0.066 0.022 -0.003 xxxxxxxxxxxxxxxxxxxxxx«x«xxxxxxx Highest Flow Instability Indexes x xxxxxx«««xxxxxxxxxxxxxxxxxxxxxx Link SD9 (1) x xxxxxxxxxxxxxxxxxxxxxxxx Routing Time Step Summary x xxxxxxxxxxxxxxxxxxxxxxxx Minimum Time Step Average Time Step Maximum Time Step Percent in Steady State Average Iterations per Step x xxxxxxxx««xxxxxxx Node Depth Summary xxxxxxxxxxxxx«xxxx SWMM5 5.41 sec 29.55 sec 30.00 sec 0.00 2.19 Proposed Conveyance to Spring Creek Page 1 L ---------------- -------------------------- Average Maximum Maximum Time of Max Depth Depth HGL Occurrence Node Type, Feet Feet Feet days hr:min t --------------------------- Ex-MHl JUNCTION 5.13 ------ --------- 5.96 ---- 5037.41 0 00:02 Ex-MH2 JUNCTION 12.22 13.67 5038.62 0 00:02 Ex-MH3 JUNCTION 11.44 12.95 5038.75 0 00:02 Ex-MH4 JUNCTION 3.76 5.45 5039.90 0 00:01 Ex-MHS JUNCTION 4.04 5.60 5039.90 0 00:01 ' Pr-MH1 JUNCTION 4.79 6.24 5039.29 0 00:02 SpringCreekOutfall OUTFALL 5.65 5.65 5035.65 0 00:00 +++++++++++++++++++ Node Inflow Summary +++++++++++++++++++ Maximum Maximum Lateral Total Lateral Total--Time-of-Max Inflow Inflow Inflow Inflow Occurrence Volume Volume Node Type CFS CFS days hr:min 10^6 gal 10^6 gal ' ------------------------------------------------------------------------------------- Ex-MH1 JUNCTION 0.00 22.69 0 00:01 0.000 2.124 Ex-MH2 JUNCTION 0.00 16.32 0 00:01 0.000 2.115 Ex-MH3 JUNCTION 0.00 13.67 0 00:03 0.000 2.113 Ex-MH4 JUNCTION 5.70 5.70 0 00:00 0. 922 0.922 Ex-MH5 JUNCTION 5.76 5.76 0 00:00 0.932 0.932 Pr-MH1 JUNCTION 1.63 8.04 0 00:00 0.264 1.195 SpringCreekOutfall OUTFALL 0.00 22.69 0 00:01 0.000 2.124 ++++++++++++++++++++++ Node Surcharge Summary ++++++++++++++++++++++ Surcharging occurs when water - --------------------- rises above the top of the highest -------------------- conduit. ' Max Height Min. Depth Hours Above Crown Below Rim Node Type Surcharged Feet Feet EX-MHl JUNCTION 5.99 3.961 0.000 Ex-MH2 JUNCTION 5.98 4.322 0.000 Ex-MH3 JUNCTION 5.98 4.248 0.302 Ex-MH4 JUNCTION 5.98 3.946 2.484 Ex-MH5 JUNCTION 5.98 4.102 2.498 ' Pr-MH1 JUNCTION 5.98 4.742 3.778 ' +++++++++++++++++++++ Node Flooding Summary +++++++++++++++++++++ No nodes were flooded. +++++++++++++++++++++++ Outfall Loading Summary +++++++++++++++++++++++ ' ----------------------Flow Avg. Max. ---_Total Freq. Flow Flow Volume Outfall Node Pcnt. CFS CFS 10^6 gal SpringCreekOutfall 100.00 13.14 22.69 2.124 ------------------- System 100.00 ------------------- 13.14 22.69 2.124 ' SWMM 5 Page 2 Link Flow Summary -------------------- Link Type SD1 CONDUIT SD2 CONDUIT SD3 CONDUIT SD4 CONDUIT SDS CONDUIT SD6 CONDUIT Flow Classification Summary Maximum Time of Max Maximum IFlowl Occurrence IVelocl CFS days hr:min ft/sec ------------------------------ 22 69 0 00:01 7.30 16.32 0 00:01 5.59 14.90 0 00:03 4.69 5.81 0 00:03 4.28 7.87 0 00:03 4.45 6.41 0 00:00 5.88 Max/ Max/ Full Full Flow Depth ------------ 1.43 1.00 1.13 1.00 0.32 1.00 0.78 1.00 3.35 1.00 0.69 1.00 Adjusted --- ---------- Fraction of - -------------------------- Time in Flow Class ---- Avg. Avg. /Actual Up Down Sub Sup Up Down Froude Flow Conduit ---------------------------------------------------""------------------------ Length Dry Dry Dry Crit Crit Crit Crit Number Change SD1 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.01 0.0056 SD2 1.00 0.00 0.01 0.00 0.98 0.00 0.01 0.00 0.00 0.0049 SD3 1.00 0.00 0.00 0.00 0.99 0.00 0.00 0.00 0.01 0.0011 SD4 1.00 0.00 0.00 0.00 0.98 0.00 0.00 0.02 0.02 0.0012 SD5 1.00 0.00 0.00 0.00 0.98 0.00 0.00 0.02 0.01 0.0086 SD6 1.00 0.00 0.00 0.00 0.99 0.01 0.00 0.00 0.02 0.0021 Conduit Surcharge Summary Hours Hours --------- Hours Full -------- Above Full Capacity Conduit Both Ends ------------5-99-----5-99------5-99-__-_ Upstream Dnstream Normal Flow Limited SD1 0.09 ---------- 0.04 SD2 5.98 5.98 5.98 0.07 0.07 SD3 5.99 5.99 5.99 0.01 0.01 SD4 5.98 5.98 5.98 0.01 0.01 SD5 5.98 5.98 5.98 6.00 5.98 SD6 5.98 5.98 5.98 0.01 0.01 Analysis begun on: Wed Aug 28 23:09:10 2013 Analysis ended on: Wed Aug 28 23:09:10 2013 Total elapsed time: < 1 sec SWMM 5 Page 3 m ccD m (D c U •� U) o oQ � c 0 0— a) m o� p- O a o Quo o5Z) a oa a x W 0 Y ai :.i C a H 0 v 0 z m 0 O IL` c 0 ey0 d W V Y 3 4HW- £HW- ZHW- LHW-) IleAnOHaejD6ujd v c 0 d VON Milk NINE (8) uoyene13 _ CD tnUO 8 w Y m CD N i C U 'gyp O- O U m 0 C O 0 0- m U av c Q O a o O a'oa LO x X W L 7 Y m U co c a N 0 v 0 z d 4= O a` c O W m W V M i SHW' LHW £HW- dHW- L HW-- pepnpHea,36w,d C O d (4) uoge3 c N 0C)0 3 h 0 J 0 Z Y Q W aa3 U)w U) w �o INLET B3 SWR 3 W" p t^, 0 0 a v m Cl) C a 0 a Z UDSewer Results Summary UDSE,WER Math Model Interface 2.0.3.10 Project Title: Fort Collins Senior Center WEST PARKING LOT STORM SYSTEM Run Date: Project Description: Default system 10/21/2013 5:13:21 System Input Summary Rainfall Parameters Rainfall Return Period: 100 Rainfall Calculation Method: Formula One Hour Depth (in): 2.86 Rainfall Constant "A": 28.5 Rainfall Constant "B": 10 Rainfall Constant "C": 0.786 Rational Method Constraints Minimum Urban Runoff Coeff.: 0.20 Maximum Rural Overland Len. (ft): 500 Maximum Urban Overland Len. (ft): 300 Used UDFCD Tc. Maximum: No Sizer Constraints Minimum Sewer Size (in): 6.00 Maximum Depth to Rise Ratio: 0.90 Maximum Flow Velocity (fps): 18.0 Minimum Flow Velocity (fps): 2.0 Backwater Calculations: Tailwater Elevation (ft): 5048.50 Manhole Input Summary: -11 Ground Element Elevation Name (ft) Given Flow Total Local Known Contribution Flow (cfs) (cfs) Sub Basin Information Drainage Overland Overland) ]Gte Gutter Runoff Syr Area Length Slope Velocity Coefficient Coefficient (Ac.) (ft) (%) (fps) OUTFACE FES-B 1 5045.80 0.00 F07,00[0.00 0.00 E.000] 0.00 0.00 0 Lwo 0.00 Bl SWR 1 INS EST B2 5051.56 5050.23 7.17 5.57 0.00 =000.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 00110 Fa. 0 F-i- .00 0.00 INLET B3 =5051.77 2.93 0.00 0.00 0.00 0.00 1E 0.00 0.00 ]0.-oo]Eoo Manhole Output Summary: I� �I Local Contribution Total Design Flow �I Overland Gutter Basin Local Manhole Peak Element Intensi Coeff Intensi Time Time Tc ty Contrib tyTc Flow Comment Name (min) (min) (min) (rnmr) (cfs) Area (in/hr) (min) (cfs) OUTFALL Surface Water Present FES-B 1 .F-rol 0.00 0.00 0.00 [-� .000.00 :][7:17] (Upstream) INLET 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7.17 Surface Water Present Bl-SWR 1 (Downstream) INSWETRB2 0.00 0.00 0.00 0.00 0.00 0.00 0.00=005.57 INLET B3 SWR 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.93 I Sewer Input Summary: Elevation Loss Coefficients I Given Dimensions Sewer j Element Downstream Upstream Slope Mannings Bend Lateral Cross Rise Span Length Name (ft) Invert ° Invert (ft) (�°) (ft) n Loss Loss Section (ft or in) (ft or in) INLET Bl-SWR 1 1151.00 5045.00 0.6 5045.91 i 0.011 0.03 0.00 CIRCULAR 18.00 in 18.00 in INLET 132- SWR 2 197.00 5046.00 0.6 5046.58 0.011 10.05 0.00 CIRCULAR 18.00 in 18.00 in INLET B3 SWR 3 161.00 5047.08 I.0 5047.70 j 0.011 1.32 0.00 CIRCULAR 12.00 in 12.00 in Sewer Flow Summary: Full Flow Capacity Critical Flow Normal Flow Surchargedurc Element Velocity n(cfs) Floci F(in Depthj Velocity) Froude Flow Comment rj(10sw Fen Length Comment Name (fps) (fps) Number Condition ft ( ) INLET B1-SWR 1 I 9.66 5.47 12.44 5.50 1 L54 .5.99Pressurized _ EI7 151.00 INLET B2- SWR 9.63 5.45 H 4.96 5.65 1.22 Pressurizedi 5.57 97.00 INLET B3 SWR 31 4.26 5.42 8.81 4.74 [7.32 5.84 1.44 Pressurized 2.93 61.00 I� • A Froude number of 0 indicates that pressured flow occurs (adverse slope or undersized pipe). • If the sewer is not pressurized, full flow represents the maximum gravity flow in the sewer. • If the sewer is pressurized, full flow represents the pressurized flow conditions. Sewer Sizing Summary: Existing JF7Ealculated Used �� peak Element Cross Flow Name Section Rise Fan[Rise Span Area Rise Span ^ (ft 2) Comment (CIS) INLET B1-SWR 1 7.17 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 I� INLET B2- SWR 2 15.57 CIRCULAR 080 in 18.00 in 1.77 INLET B3 SWR 3 12.93 CIRCULAR 12.00 in 12.00 in 12.00 in 12.00 in 12.00 in 12.00 in 0.79 I� ' • Calculated diameter was determined by sewer hydraulic capacity rounded up to the nearest commercially available size. • Sewer sizes should not decrease downstream. • All hydraulics where calculated using the 'Used' parameters. ■ Grade Line Summary: Tailwater Elevation (ft): 5048.50 Downstream Invert Elev. Manhole HGL EGL Losses Element Name Downstream Upstream (ft) (ft) Bend Lateral Loss Loss (ft) (ft) Downstream Upstream (ft) (ft) Friction Downstream Upstream Loss (ft) (ft) (ft) INLET Bl-SWR 5045.00 5045.91 0.00 0.00 5048.50 5049.00E--E505049.26 1 S'EET B2 WR 2 5046.00 5046.58 0.01 F0.00 5049.11 5049.30 5049.26 0.19 5049.46 INLET B3 SWR 5047.08 5047.70 0.29 0.00 5049.53 5049.82 5049.74 .29:][ 5050.04 • Bend and Lateral losses only apply when there is an outgoing sewer. The system outfall, sewer #0, is not considered a ' sewer. • Bend loss = Bend K * V_fi ^ 2/(2*g) • Lateral loss = V_fo ^ 2/(2*g)- Junction Loss K * V_fi ^ 2/(2*g). ' • Friction loss is always Upstream EGL - Downstream EGL. ' Excavation Estimate: The trench side slope is 1.0 ft/ft ' The minimum trench width is 2.00 ft j Downstream Upstream ' Element Length Wall Bedding) BottomI Top Trench Covert[Tdprenc] Cover Volume Name (ft) (in) (in) Width Width Depth (ft) ith Dept(ft) (cu. m Comment u II�I�I�I (ft) I (ft) (ft) (ft) (ft) —11 11 INLET Bl-SWR INLET 32- SWR 151.00 97.00 [L50 2.50F 4.00 .00 4.92 4.92 �H[6 0.00 1.34 10 0.00 3.85 10.80 6.80 6.19 4.19 3.94 1.94 140.26 107.11 SewerToo SShallow INLET B3 SA R 3 61.00 [2:00][4.00 4.33 6.30 3.65 1.98 F.14 4.57 2.90 45.42 SewerToo Total earth volume for sewer trenches = 293 cubic yards. ' • The trench was estimated to have a bottom width equal to the outer pipe diameter plus 36 inches. • If the calculated width of the trench bottom is less than the minimum acceptable width, the minimum acceptable width was used. ' • The sewer wall thickness is equal to: (equivalent diameter in inches/12)+1 inches • The sewer bedding thickness is equal to: o Four inches for pipes less than 33 inches. o Six inches for pipes less than 60 inches. o Eight inches for all larger sizes. 1 0 5051.32 5050.62 5049.92 5049.22 w 5048.52 G 0 5047.82 m W 5047.12 5046.42 5045.72 Pond D 100-yr WSEL /--5048.50 ............................. 0.00 30.90 61.80 Main Sjystem From Pond D to Inlet B3 LNLET 83 S47, 3 INLET g2. S "'K 2 HGL .......• EGL 92.70 123.60 154.56 185.40 216.30 247.20 278.10 309.00 Distance (Ft) Z 0IN c -N -v c x o W d EXIST MH#6 SWR 3 ?`WER Math UDSewer Results Summary I Interface EXISTING AND PROPOSED 10 Project Title: Fort Collins Senior Center DRAINAGE SYSTEM AROUND Date: Project Description: Default system SENIOR CENTER BUILDING >013 4:56:38 PM System Input Summary Rainfall Parameters Rainfall Return Period: 100 Rainfall Calculation Method: Formula One Hour Depth (in): 2.86 Rainfall Constant "A": 28.5 Rainfall Constant "B": 10 Rainfall Constant "C": 0.786 Rational Method Constraints Minimum Urban Runoff Coeff.: 0.20 Maximum Rural Overland Len. (ft): 500 Maximum Urban Overland Len. (ft): 300 Used UDFCD Tc. Maximum: No Sizer Constraints Minimum Sewer Size (in): 6.00 Maximum Depth to Rise Ratio: 0.90 Maximum Flow Velocity (fps): 18.0 Minimum Flow Velocity (fps): 2.0 Backwater Calculations: Tailwater Elevation (ft): 5042.00 Manhole Input Summary: Element Elevationi Ground[(rfj Name (ft) Given Flow I ocDrainage c EF Sub Basin Information Runoff Syr Area Slope Length Velocity rLrIandl Overland Gutter Gutter Coefficient+ Coefficienf (%) (ft) (fps) OUTFACE POND B 5035.60 0.00 0.00 .00 F-o 0.00 0.00 0.00 0.00 00 F-! 7—Lo I EXiSSWTRMH#5 5047.06 :66] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 EXIST MH#SA SWR 5047.90 25.66 0.00 0.00 0.00 0.00 0.00 .F-� 00 0.00 2 EXIS T�M3 #6 5053.96 18.51 0.00 0.00 0.00 1: 0.00 0.00 0.00 0.00 0.00 EXIS�4 #8 5055.88 18.5 l 0.00 1: M-00 0.00 0.00 1: E.00 0.00 0.00 0.00 I EXIST MH #7 i I SWRSA 5054.59 4.70 0.00 0.00 0 0.00 ����D-00 0.00 0.00 0.00 PROP MH#7A SWR SB 5056.21 4.70 0.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 EXIST M ����J 0.00 0.00 0.00 0 �0.00 0.00 H #14tSWR 6 5053.73 5.75 F----- 0.00 I 0.00 117 :.00:l 0.00 0.00 1: 0.00 0.00 0.00 EXIST MH #13 SWR 7 5053.14 5.15 0.00 0.00 0.00 [Kool 0.00 0.00 0.00 0.00 EXIST MH #12 SWR 8 5053.07 4.98 0.00 0.00 0.00 0.00 ����� 0.00 0.00 0.00 0.00 EXISSWTRM2HA#18 504:8].55F.A15=000.00]FO7.00[ 0.00 FEOO][: 0.00 0.00 0.00 Manhole Output Summary: iLocal Contribution ! Total Design Flow Overland r(mi Basin Local Manhole Peak Element Intensity reff IntensityTime Tc Contribl Tc FlowName ( ) ( ) (in/hr) ( ) (in/hr) (min) (cfs) min min cfs min OUTFALL i Surface Water Present POND B ][:0.00 0.00 0.00 0.00 0.00 2.17 [][::] 13.20 0.14 28.66 (Upstream) _] 1 EXISSWTRMH#5 0.00 0.00 0.00 0.00 0.00 IF 0.00 0:0:0][28.66 i EXIST MMH#5A 0WR 2.00 Fo .00Fo .00 0.00 0.00 10.00 0.00 0.00 ]25.66 EXIST MH#6 E.00 0.000.00 0 00 0.000.00 0.00 0.0018.51111�I-_._�1I_-_�J�� EX S T`rnM4 #8 0.00 0.00 0.00 0.00 0.00 0.00 00 0.0.00 18.51 EXIST MH #7 SWR 5A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 F704 i PROP MH#7A 0.00 0.00 0.00 0.00 0.00 10.00 0.00 0.00 [4.70 SWR SB i I EXIS�5#15 .Fo .00Fo .00 0.00 0.00 F-8113� t Comment Surface Water Present 11 I EXIST 6 #14 0.00 ��Fo��Fo:oo:l�Ed 0.00.00 0.00 0.00 .00 0 0.00 EXIST MH 413 Surface Water Present SWR 7 .[-�-oloFo .00 0.00 0.00 00 F 0.00 0.00 F5.15 (Upstream) EXIST MH #12 SWR 8 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.98 Surface Water Present (Downstream) EXIST MH#l8 SWR 2A 0. 00.00 FF�EFE�Joo 0.00 00 0.00 Sewer Input Summary: �I Elevation Loss Coefficients Given Dimensions Sewer Downstream nInvert Element SlopeMannings Bend Lateral Cross Rise ASpanLength Invert Name (%)Loss Loss (ft) (ft) EXIST MH#5 SWR 1 177.00 5035.57 0.9 5036.26 0.013 1.32 0.00 CIRCULAR 24.00 in 24.00 in EXIST MH#5A SWR 2 E8.00 5041.53 0.6 5041.88 0.013 1.32 0.00 CIRCULAR 24.00 in 24.00 in EXIST MH#6 SWR 3 156.00 5041.88 0.5 5042.66 0.013 0.46 0.00 CIRCULAR 24.00 in 24.00 in EXIST MH#8 SWR4 204.00 5042.89 0.2 5043.30 0.013 1.32 0.00 CIRCULAR 24.00 in 24.00 in EXIST MH #7 SWR 5A 143.00 5044.89 0.7 1 1.32 0.00 CIRCULAR 12.00 in 12.00 in PROP MH#7A SWR 5B 200.00 5048.15 1.1 5050.35 6.013 15 .32 0.00 f CIRCULARS 12.00 in 12.00 in EXIST MH#15 SWR 5 1103.00 5043.92 1.8 5045.77 0.013 0.03 0.00 CIRCULAR 24.00 in 24.00 in EXIST MH #14 SWR 6 1318.00 5045.96 0.4 5047.23 0.013 0.46 0.00 CIRCULAR 15.00 in J 15.00 in EXIST MH #13 SWR 7 1I 64.00 11 5047.41 10.6 115047.79 I 0.013 10.20 11 0.00 11CIRCULARI 15.00 in 115.00 in EXIST MH #12 SWR 8 59.00 5047.79 0.3 5047.97 0.013 0.03 0.00 CIRCULAR 15.00 in 15.00 in EXIST MH#18 SWR 2AI45.00 IF 5041.88 IF2.8 1 5043.15 IF 0.013 11.32 I 0.00 CiRCULARI 15.00 in 115.00 in Sewer Flow Summary: � Element Name Full Flow Capacity Flow Velocity cfs f s ( )( Critical Flow Depth Eloci] m )(I) Normal Flow Depth Velocity) Fronde Flow m f s NumberCondition (P) Flow Surcharged Length (cfs) (ft) EXIST MH#5 SWR 1 21.52 6.85 24.00 9.12 F2400 9.12 Pressurized' F!�.6]6F.0:0]� EXIST MMH#5A 17.57 5.59 24.00 8.17 24; 00KI _0.00J 0.00 rPressurizedIF.66 58.00 EXIST 3 SWR 16.04 5.11 F 24.00 5.89 24.00 5.89 0.00 Pressurized)F!.18.J51 156.00 EX S T`�M4 #8 ....0 F24 5.89 0.00 Pressurizedi 18.51 204.00 EXIST MH #7 SWR 5A 2.99 3.81 12.00 5.98 12.00 5.98 0.00 Pressurizedi 4.70 43.00 I PROP MH#7A SWR 5B 3.75 4.77 12.00 5.98 12.00 5.98 0.00 jFuzed! l 4.70 200.00 EXISTT MH#15 130.43 9.69 F16-0]6 6.18 11.34 9.45 1.95 Pressurized! 13.81 103.00 FEXIST 66 #14 4.10 3.34 15.00 4.69 HF4 69F-oo .0 Pressurized) 5.75 318.00 EXIST 77 #13 5.02 4.09 I5.00 4.20 15.00 4.20 0.00 Pressurized) 5.15 64.00 EXIS MM Y'R8 #12 3.55 2.89 15.00 4.06 15.00 4.06 0.00 Pressurized! F-.9181H-0:0] EXIST MH#18 SWR 2A F-L 8.87 12.83 6.40 8.87 9:.46 F21 Fsurized! 7.15 45.:00 ' • A Froude number of 0 indicates that pressured flow occurs (adverse slope or undersized pipe). • If the sewer is not pressurized, full flow represents the maximum gravity flow in the sewer. • If the sewer is pressurized, full flow represents the pressurized flow conditions. Sewer Sizing Summary: Existing Calculated ( Used [eakESCrto Elementpan owRise Span Rise Span [Area Rise [- Comment Name � t 2) fs) Existing height is smaller than the suggested height. EXIST MH#5 SWR 1 28.66 CIRCULAR 24.00 . 24.00 27.00 27.00 24.00 24.00 3.14 Existing width is in in in in in in smaller than the suggested width. Exceeds max. Depth/Rise Existing height is smaller than the suggested height. EXIST MH#5A SWR 25.66 CIRCULAR 24.00 24.00 30.00 30.00 24.00 24.00 3 Existing width is.14 2 in in in in in in smaller than the suggested width. Exceeds x Depth/Rise Existing height is smaller than the suggested EXIST MH#6 SWR 3 18.51 CIRCULAR 24.00 24.00 27.00 27.00 24.00 24.00 . 314 height. in in in in in in Existing width is smaller than the suggested width. Exceeds max. Depth/Rise Existing height is smaller than the suggested height. EXIST MH#8 SWR4 18.51 CIRCULAR 24.00 24.00 33.00 33.00 24.00 24.00 3 Existing width is in in in in in in .14 smaller than the suggested width. Exceeds max. Depth/Rise Existing height is smaller than the suggested height. EXIST MH #7 SWR 12.00 12.00 15.00 15.00 12.00 12.00 Existing width is 5A 4.70 CIRCULAR in in in in in in 0.79 smaller than the suggested width. Exceeds max. Depth/Rise Existing height is smaller than the suggested height. PROP MH#7A SWR 12.00 12.00 15.00 15.00 12.00 12.00 Existing width is.79 SB 4.70 CIRCULAR in in in in in in 0 smaller than the suggested width. Exceeds max. Depth/Rise EXIST MH SWR 24 00 24.00 18.00 18.00 24.00 24.00 13.81 CIRCULAR [�.14 5 in in in in in in - Existing height is smaller than. the suggested height. EXIST MH #14 SWR 15.00 15.00 18.00 18.00 15.00 15.00 Existing width is 5.75 CIRCULAR 1.23 6 in in in in in in smaller than the suggested width. Exceeds max. Depth/Rise Existing height is smaller than the suggested EXIST MH #13 SWR 15.00 15.00 18.00 18.00 15.00 15.00 height. 5.15 CIRCULAR 1.23 7 in in in in in in Existing width is smaller than the suggested 11 r u u width. Exceeds max. Depth/Rise Existing height is smaller than the suggested height. EXIST MH #12 SWR 15.00 15.00 18.00 18.00 15.00 15.00 Existing width is 4.98 CIRCULAR 1.23 8 in in in in in in smaller than the suggested width. Exceeds max. 111 Depth/Rise EXIST MH#18 SWR 7.15 CTRCULAR 15.00 15.00 15.00 15.00 15.00 15.00 1.23 2A in in in in in in ' • Calculated diameter was determined by sewer hydraulic capacity rounded up to the nearest commercially available size. • Sewer sizes should not decrease downstream. • All hydraulics where calculated using the 'Used' parameters. Grade Line Summary: Tailwater Elevation (ft): 5042.00 Downstream i Invert Elev. Manhole HGL EGL Losses Element Name Downstream (ft) Upstream (ft) Bend Loss (ft) Lateral Loss (ft) Downstream (ft) Upstream (ft) Downstream) (ft) � Friction Loss (ft) Upstream (ft) EXIST RMH#5 5035.57 5036.26 0.00 0.00 5042.00 5043.23 5043.29 1.23 5044.52 EXTS�M 2#5A 5041.53 5041.88 1.37 0.00 5044.85 5045.60 5045.89 0.74 5046.63 EXIISTTRMH#6 5041.88 5042.66 0.25 0.00 5046.34 5047.38 5046.88 1.04 5047.92 EXIST ��M4 48 5042.89 5043.30 0.71 0.00 5048.09 5049.45 5048.63 i 1.36 5049.99 EXIST 5 #7 SWR SA 5044.89 5045.19 0.73 �1 0.00 -0:0[K74] 5050.17 5050.91 5050.72 5051.47 � PROP MH#7A SWR 5B 5048.15 5050.35 0.73 0.00 5051.64 5055.11 F5052.20 3.46 5055.66 EXISVT�MS#15 ..Fo .015049.70 5050.08 5050.00 0.38 5050.38 EXIST MH #141[ SWR 6 5045.96 5047.23 0.16 0.00 5050.19 5052.70 5050.54 i 2.51 5053.04 EXISTMMH #13 5047.41 5047.79 FO.05 i - 0.00T052.82 1 5053.223 5053. 00 0.40 5053.50 I EXIST 88 #12 5047.79 5047.97 0.01 0.00 5053.25 5053.60 5053.51 FU5][5053.86 EXIST MH#18 SWR 2A 5041.88 5043.15 0.7� 0.00 5046.80 5047.35][5047.33 " 0.55 5047.88 • Bend and Lateral losses only apply when there is an outgoing sewer. The system outfall, sewer #0, is not considered a sewer. • Bend loss = Bend K * V_fi ^ 2/(2*g) • Lateral loss = V_fo ^ 2/(2*g)- Junction Loss K * V - fi ^ 2/(2*g). • Friction loss is always Upstream EGL - Downstream EGL. Excavation Estimate: The trench side slope is LO ft/ft The minimum trench width is 2.00 ft Element Name Length (ft) Wall (in) Bedding. (in) Bottom Width (ft) Downstrea;m-11 Top Widthh (ft)t) FDePtnch Cover (ft) Top Width (ft) Upstream Trench Depth (ft) Fover'F(cuyd Comment EXIST M1145 SWR 77 00 3.00 4.00 5.50 .00 . Fo 0.62 0.00 20.60 11.38 8.55 192.78 Sewer Too Shall EXISTMM 2#5A 58.00 1[�Ojo 4.00 5.50 10.06 1[ 6.11 .28 �[3 1[ 11.04F .60 3.77IFJ EXIST IH46 SWR 156.00 3.00 4.00 HHRE[i1.60 I1.88 SF 03.I1 EXISSTM4 #8 204.00 3.00 4.00 5.50 21.14F 1.65 8.82 24.16 13.16 10.33 1075.35 EXIST MH 47 SWR 5A 43.00 2.00 4.00 4.33 F-_[ 21.98 11.49 9.82 Fj�.80 9.90 8.23 177.48 PROP MH#7A WR S5B 1200.00 F00 4.00 4.33 ]FF 1.72 6.36 FH _I EXiS 55 415 I[ 103.00 F3JOO 4.00 F.50 F�L93]F2.55 F�j19.20 10.68F .85 478.04 EXISTS #14 1318.00 2.25 4.00 4.63 19.57 10.43 8.47 12.75 7.02 5.06 901.56 EXIS MMH # 13 64.00 H 5.87 �F3 91 97664 #12[225 8 F 463 F I199F 0.441[5 .873.91F95 562 IFEXI 3.66SWR 75.05 EXSWR 2A 18 SWR 2A 45.00 F2151--�oo F463 [--L91-iJ4 58 F F-!-551F-921F9J61-n4J=: ' Total earth volume for sewer trenches = 3988 cubic yards. • The trench was estimated to have a bottom width equal to the outer pipe diameter plus 36 inches. ' • If the calculated width of the trench bottom is less than the minimum acceptable width, the minimum acceptable width was used. • The sewer wall thickness is equal to: (equivalent diameter in inches/12)+l inches ' • The sewer bedding thickness is equal to: o Four inches for pipes less than 33 inches. ' o Six inches for pipes less than 60 inches. o Eight inches for all larger sizes. lJ 0 cz cz E cz 2 2 cn O 0 O m n0 Ii 1 1 1 1 1 / 1 1 1 / 1 h4 3� 4Q 3 k W RS C co U m U cCD G z \0 7 \ \ , O O O O O _O O OR R W hO 1� h N O 00 V1 M V V) V'1 V1 VI h h N C raw JAu0118n01a 1 M Gj 1 o CL k 0 N m :� _ M a '•' :► WIC h ir C-0 :1 TT^^ Vl l COD Q 1 C13In i b co z T 1 1 N O ••••e.qtrIn 9• O V1 Y1 � h v1 h h lry h II'1 V1 3d UOPUA0121 No Text O tT L---------L- Ean-fu.ac " L-- _ an E% . DAP.A 6/eLm pa 9 aT rEArc EVENSTAR CO T R w ok ♦ ___ 'Yi •¢ rcnm T. „•{T.------ • k5a_i 1 -.. C54p 41—IY 1.51: t� l lV— Af � ��• ' _ 51m {�pb" y 1yp31N 10.104 AL.3 `$ 51 • � �♦SO PROPOSED MUM �o ! (' � a rofa 41 0.26(IAG. NICE. / FK M. - 53.75 1 1 D6T4PON0 AY1- N.m re 9s]6 . II Bs11r. M. 55.44 lia �'� ' " P Y D1a 1 P{ 1' 1...'a•; P 5A9iw uwe : err � p� 6410A volume. It"U11:0D - a., ass eu.rt• O i PXT#4poq voLumt prowvev 6, 111 W; e o� " 1 (Di 1 t 1I P 4A jl 7 � O pp--- .- .... ...._ ___________-__.era ______._________________________________ m!.- ___. ____ .,....,., .... ..........4.. ......... .1 w r • _ •..� RAINTREE DRIVE . -:; —------- —------ ___________�_ _ ...... Recsw- t w !Y V) Ln 0 w W 2 Ln I.EG11�hID tioa�---•- Ewlst, eOOOuk frofootp GONrout PiA61N wpv- f�—• •— poND fLNcbHIyH WATER LIVE ' —•�A�� 611t I 4*; N SCALE: 1"-20' 10 0 10 10 so GRW1C SCALE - FM ! M 4 ALAIAG E SA6LE Mr �i _c I T-. I a... I Q. 0,6 n 52.75-MLFOND ORIFICE SIZING LLJ IR 4Yi • OIYUIPIAL QLSKM DATA • " _ _ LLf) . Ab.�l"dmm I"O I VERT PLATES 1vLL1. PE Pl 0 •i .LO- AT PRE F1pAtYE eft a:AnYfel. VERT. CIRCULAR PLATE o O m C, m 0 O 2 4 4 ow.ltiar VERT. SQUARE PLATE 0 U I..sM, �i U iYl 0 �It _KN.Rm ily r ,• si � __1.n _�i. M DRNN P6Y/I'R Q w. ? Z p Z W w W City of Fort Collins, Colorado unim a.w �Iat,- �i AvraorEO: I 1 at,- s4DL 9a Ob ^a+- c+ CHECKED BY: ALL -- CHECKED BY: STan.eM UbID' �• AR n1110p1 MT[ CHECKED BY. Pal• f ASsrsS"m Nb a•�a,o, CHECKED BY.: Avms o•µ,... n.Y sm wuAEn CHECKED BY: T ,J n 4 .v MaYJI.Y--- ---- ------Y-i-------- .y�.y IRt=LI Nv9f FV Cq..[p.R:l t'S. i S 13,3 I Ni C i � lYBMTM COIMIf I i too yP - u J _=ate_-r-r..v�.11-.r�e _ ••____�:-FT. f._{i_.-_... __,__,w______ _ ________ ____ - It fill' PORT CCl1M SE1.DB 1 1 1 I 1 I I I I I I 1 I I I 1 I 1 CENTER I I /J / I I I I I I I I As M \i f,TM N NAToa9) / / A!KgNNA IL4w.1 2 / [1ENi BOppwlr / / / F / s / Q NOW Y k Ism 5 '' ll ,f 5��111` - 111P 'AS fuTp¢) ,I I E• Wt. _ ti I arloC ' I II 4IFt� � �� AOaSm MAnAR �1\`.\��-, _ fASFIUY, BOuowr 1 II I IL MVOYD ININAH EAQrOr, iQMMV PIILpOM OANM { \ 1 WRwI PAB 1 1 I l � II I ` / r 1/1 I II 1 I 1 f / awxr / I L _1 1( I 'I I 1 I II I I( I f I 3 0. 37 1 I ru IQ C• \ 1 � I � \ I 1 I / I 1 1 / r --- ----------- - ----- - - I ase frTP7 aw ZD 1 / ________________ II 1 ON RANTRFE DRTVE oommmww i � 1 / AN I Q o904 PONT 1 RASH 5 W NNOrF ISiRMBNi Comm v3 U AREA N ACRES _- Ra. DQECTID: CI o U ai? ......... RARN BO/ONv C N ^ n Q k7(--iHt- ar rcNa ..y'O g 3 a I 20 10 0 20 xU O fdS,NKfwll rYIAFM nw0 "ALES SCALE: 1' 20' O® m r+ PAoicnw � _ FHSTAC AK AICMRII slow e•r CALL UTM7TY NOTIFICATION nµEO 0O 4cna1 CENTER OF COLORADO 1.800.922-1987 --__-__ rxffi ' GO110JR a F E-NISB D.n N ADVNICE _____-__-__- • EYSINC 1' CMrWR m ERr 1R1 OL. WtACE. O1 EICAVAn fW T[ YAR✓. N VN" PA. •�- ITOs' MHlP1M �.no POS(O WmR VrLl1 s PRUppr+Fp I C(NTpq �}�jR IDi:{}D tl4Ntw Z 0 s STANDARD VR CN AND SE0111ENT CONTROL CONSTRUCTION PLAN NOTES , Tlv bmlm cPhcl I,.P.ctn mc.l pe +ills el Y'ml 1.n.l l.-w. l].) Dw. plr to Pr rm.l,vcNe. m Nh .It. z Nre wa a m .aN-WlurbrN eaF.,r mlmm el. lwne a>rPatN P w aeeNiN uP. 3 w rWtl poblydo dl a.e .mb,cllln Twill M N weer NIH a wr Iw em..eha md'CY (•1emPR^i mFo1'0. fi6.M •1a1 w am. .w+a r.Nm .wee ,.,...... d.a ti r.maN a Ne eiv,vble IYoe a lti cm.b�nw emm,a m watmN :. tM me,ee relit w.w,N..,wcl�.,n:n era4 mia witlm .Prim ,yen. a AI a Iv.w anaq ra,.m,eeb,. Nv oPtlme wa w ..yruet. rw o-mwtM Pe ivham.T w-mle amlw ra�a,r NPIx9 1w PNalr r'tliII,NY MveG m m ID mnsnha .we Cb.n seeti.nl T,e Cewms wa Wo w.mwW4 b ngal,p Pe meertiYl'r�q a aoY m�bd Im Ym Im, Me!• s. N.-el.wePm mielavl mw N Pitr1N x ,maw Ner< P®we R.na.d n a+1...bmc. el eiedep .esNadlP M b a,.xne w IN s.e(.) rpuYN b YmmMot. cPNrvctYn mreewy w b ue wmlwt pocicd prW nl Ime 1 w w eym.e Armq bw arensN alwy (-�6P1^4 vewn •twY waiclPr nDnaNro. e's .Ic./ ina e. not n e miV'rr miuuei er NDM e ewN maN IP.3 cPle�e wn mma. agnaai. P aDe Pw.�PPt emiP cwba V. oe waN ra eeN m aem eetlm o-Dlvil r..ea •lea-a-wv wm ,wa e+emN er lPe eMUMq ae,Nr b .we u:. Nvtr (nl elm Nbe wem t..wnr P m..,,anaal amlP ee+ea (e.s �e/waa. la,Ni'Ne4 mc) n emam wem mRaaee marrwe br Ne ar/r tr. 1 N rey [e mFMk. Ocv� mlwtiel ex IveyorY (e1r.�lrtl) moWin Pnhd wNNa m,a /. Hr nywbe a D mi,inn, el av ..sr I.D (i) .�. rk aly � tlP„Fa,t mvm rvw1 e.e .mrN a ,mnb.axN s .mmnr r aPr m �e R.e mnYe,ee rrN..^Pie a ua tmem b.itai H ROM F Pbm PII r,N 1'me m a O,. envFNq ewmew rY r. mliclwtlY tlabW m MymM Oy 1D. oe� m,h 4nimcla. C. B. ,ware cltr i,y {t. ,.m om hintll alaEptl m MNwiW DY IN yvm, m,M i,q.c!n tl dl,-i lwaaaY oeelP m�lN ,rmm Pe mDeaN Il,e u..rmN rd d reWYle a tln cr®m W mW a a mJmeN .m eon rem a nemm. brmhia,ee we our o� lrnxw 9 T. m.boels M r'wi.60telY d^P m wY iTstrantn r'ctrx/a .-I, eNeI:N w .rNIM thmla. .iee.M.. r etM p.qt .igMt J .el. wn �ax1 ONe mrRb ON w•.ep v. diPN a, Ill wU n wc.. Mnq NY 10 Rr ..Leine rtlnO.LL ertl9blr Nall P perte riOmpY vl¢n, oral ee rnra.ae wC bwvw! DI w e mPM ene a[ita w m rot h mne IFei /MN Me wY emrn DI Me IlnNae Stalai 1+ Ne d muWe oral mN Iw DHI ill a Mft N wt IedVNa M e. PMeetN 1rn W.fwt M1OAOI DY vl¢e rmMM wtOln4 Otl Pre'nlo al b'a+P MY wt .IeaPre rmanFg ayr NJtY (]0) EDA M ea wNe1 we Newf .E Ra .Inu,No .Wr,e iaprcitr m Mlrfkn Pmm .N M Mn Pa tivn. vw Y.m .b ee Gm,N ,Ow [vrpbhm W Na Pefwt M Mel Iu,ne. Iw niy,logy. a- to Il,a Olr/Gmxt) Y IIP,sm. AmoiLllm 11NM7. 13 G y Q,e vq Pmirvb NWvp Pwiel Sr - fmPi) reyacmwb mm. N rVe.ral to m.MSe s vba Me dnd d wy eD l wm+lmnbl.� Ms Yvn cPmruita i:• Pl,lwls eiA+ee. Wt a. rot Im-.N ID irs1N tJ� ,MIItlI i1/ bum nDwM. m,OnN., a we qm rDLitl x b miwawie .N Pr Pea -paler ale. cola we wem nq.mrlm. pe la ' Ie A eslgiNw am wa Ce rN'xYd w ae IV [Pnlie 4arl aide eowml Ne rm mM be ivybucleU m m to (mtaY, Mwl nvlo'r/ PM bca1N cl lams 'ar for) ten m.r aw, mr mtaeeY ewN cvnhmtin foie eta a iPalvila me:tim Ne marae .einmt mars w N maD..a ma PmMr emcee m vai to tM um es.9 •mleN. ,a T. wue Va ad+awl Ear nm ,xew ell a NEie14 W. w n rive m Ill k...6, sMnwflomlri i'N'Irm 91Pe M M wtllrE Pd melntaFee ur,l u. aIa we yrlr 4e1ry .IatnN. m Ntwnine br Na Omion rml.m V,ymtN. (NNb. ImMPa eev l"axe t)md- A ew. r pxta e..aaen. s at t sDr,.y. ms. C. Nyp prmeit a. ou.. aaDy a i..eN. I6. cPJlbn N Iw sma m.r Nnml solo, 011rd wglm b efiYlb la wvl a Ic.n P flee mP. m. wW[Or m.a YrWInN1 mN.w mMvp Pe en..D..ce e..r>, m a.nN Dr ^+ otr/eanlr DRAINAGE SUMMARY TABLE OE9CN POINT AREA DE9G. AREA ACRES C 10 C 100 TC 10 TC 100 O 10 Cf'S 0 100 CFe 1 1 0.42 0.85 1.00 5.0 5.0 1.7 4a 2 2 0.37 0.79 0.9e 5.0 50 1 3.6 } 3 a06 0.37 D.46 5.0 5.0 0.1 0.3 4 D.o4 0.20 D.zs 6.D s.e 0.0 0.1 DETENTION POND SUMMARY POND 1 I POND 2e 60 VOLUME REOUIED 1 1.142 a I N/A DETENTION VOLUME REQUIRED 6307, CF I900 CF TOTAL VOLUME REOURED 1900 CF TOTAL VOLUME FRONDED 0..16e CF 1v 1 CIF 100 YR I99 HRL 5052 w 5DJ2.OD ALLOWABLE 100 YR RELEASE 1 0.6 Cf5 1 0210 US City of rort Collins, Colorado UTILITY PLAN APPROVAL CWCJ6 BY. 1 - SHLLI CHIMED BY: �+- 1.6 s .. nalY of cwacED BY: EI/1 Fab . lYvmlbr Oil. CHECKED BY.. .//.4- 1.8 OF 1.8 Oylw 6npnas Mli '1oD NO' 238-01 LTELxED BY: on. U=3 7^f 1 ..ro+wr .. e...re.l s ra u>n r l.a A. rn a rm rar wa, o. r •.an: xse.»+a. sr..m maluaxa�amuaCam mY, <piyl\r rmlimNla�l V3A STORMWATER _DETENTION FACILITIES FOR RAINTREE PLANNED UNIT DEVELOPMENT DRAKE RD. AND SHIELDS ST.9 FORT COLLINS9 CO. 1 iT"H ? Rnll'a�a Ron �, F�II�■��T—'�H� Mpg �-■RPIIN R �EDDLFIl�iF ■- f • L. +�..... � IrlHAfR� A• � •'�EEih�H�; �q�I•1A ����t3�7�''�,�11""�p�i ,�,�� i! ■ a �-� ■1i�I A\� S.� ' N• �RIMfNC1 it I��( 1 IL�AF�E P, C ti� VICINITY MAP 1': 3" A RAINTREE ASSOCIATES PROJECT DECEMBER 1983 11■FI LE I" • ---T--r-7 _ SHEET N. DESCRIPTION O MIINOLE .. 1., ALL mm SEVEN CONf11AICTION SMALL CONFORM! TO CITY of FM I "LiTWEL STANDARDS AM SPECIFICATIONS CURRENT AT DATE OF EXECUTION OF I. I VICINITY MP E INDEX O STOW SENOR LIMES DEVELOPMENT AGREEMENT PERTAINING TO THIS DEVELOPMNT. NY CONSTRUCTION OCCURRING TWO TEAM AFTER THE EXECUTION OF THE I OVERALL DRAINAGE PLAN FLOW mom DEVELOPMENT AGREEMENT SHALL REWIRE Rf-EXNINTION Of M PLANS By IN O CITY ENGINEER WHO MT ACQUIRE THAT THEY BE MADE TO CONFORM TO S 1 1 6MDiN KM TREES STANDARDS AN SPECIFICATIONS CURRENT AT TNAL TIME. S - TA STON SEWED PLAN PROFILE --- EXISTIN NCOMfONRS 2. THE TYPE. SIIE, LOCATION AND NUN■ES OF ALL/INORI UNDERGROUND UTILITIES I ARE APPROXIMATE WHEN SHOWN ON THE DRAWINGS. IT SHALL BE THE B GRADING PLAN CROSS-SICTIONS _J"Ofo— FINISH CONFIRM RESPONSIBILITY Of THE CONTRACTOR TO VERIFY TOE EXISTENCE AND LOCATION' Of ALL UCERGAOOND UTILITIES ALONE THE ROUTE OF THE YONR. BEFORE SOUWRVITIES COMMENCING NEW CONSTRUCTION. THE CONTRACTOR SMALL BE RESPONSIBLE FOR UNKNOWN UNDERGROUND UTILITIES. 1`:/ SLOPE: ` NOR12.: 1 Y[m. . I S. APPROVAL BY THE FITS ENGINEER NOR RELIEVE S. OEVELOPFR'S ' --�—StT. Srw [IISTtIItl SANITARY ENGINEER OF HIS RESPONSIBILITY FOR ERRERRORS AND OMISIONS. 1. PRIOR TO THE COMMENCEMENT OF ANY MTRWTION THE CONTRACTOR SMALL [CONTACT ALL UTILITIES TO COORDIMIE SCHEMES. AN THE CITY ARSONIST TO SCIEOOLE A SIIE INSPECTION FOR ANY TREE REMOVAL REQUIRING A PERMIT. S. CITY Of FORT COLLINS WILL NOT BE LIABLE FON PAINTEIANCE A LANDSCAPING. 6. CITY IT FORT COU16WILL Rm 8[ LIABLE NOS Him"ENAIIC[ OF ONAIMAR FACILITIES ON PRIVATE PROPERTY. � 1. ALL 6VM M SHALL ■ COMPLETES 10 ACCORDANCE WITH RECOMMENDATIONS PRESENTED IN THE GEOTECNICAL INVESTIGATION REPORT BY EMPIRE LABORATORIES. INC. PRwfn NO. 6IM-9s. NOVEMER 19R5. ` B. SERIES RANI: N RETIREAT THE 2.1. SECTION COR, SECTTA Zl. TIP. A69W OF GTW P.M. LOCATED AT THE INTERSECTION OF WARE ROAD AND SHIELDS STREET. ELEVATION • 5019.69. 9. Am ixisTIN FUN, BUFFER B SIDEWALK OAPAGEU BY CONSTRUCTION SMALL It . REPLACED PER CITY STANDARDS. 10. CONTACTOR SMALL CONTACT SEINU NFf. DITCNIDER FOR NEW WINES DITCH AND LARIMER CO. 90. 2 DITCH. PRIOR TO ANY DITCH CROSSING CONSTRUCTION. PHONE 00. 48/-5828. DITCH COMPANY REPRESENTATIVE WILL PERFORM SITE INSPECTION SERVICES AT TIRE OF CNS51116 CONSTRUCTION. SI. LAST CRY IN SKIN TO PERFORM Am IRRIGATION DITCH RELATED CONSTRUCTION IS APRIL 1S. SPECIAL RM%t . 'I � . 1. THESE FINS SIREREtOE ALL A k1C ONE '9AfIIIREE'A P.N.O.• FIANS APPROVED BY RE CITY of FORT COLLINS. COLORADO. 6-27-80. MUST SPECIFICALLY SHEETS M, M. 27. 28, 29. 52. 1 SS of SI. 2. DEVIATIONS TOOT THE PLANS AN SPECIFICATIONS. A ANY USE Of SAID , DOCUMENTS OTHER THAN THEIR INTENDED USE. WITHOUT THE EXPRESS WRITTEN CONSENT OF THE ENGINEER SMALL RELEASE THE ENGINEER FROM Am LIABILITY 04 OBLIGATION RELATED TO THE DESIGN, CONSTRUCTION. ON OPERATION Of SAID STORMWATER DETENTION DRAINAGE SYSTEM. R REVIEWED AND APPROVED WHY VVE '�„`�,gCE1�-. S9, ��.���1IIS L 1NF.H COWNTY NO-S DITCH OAT■ •..R •aaT A A.aeR liv6 I.6atawnavT �tP aeVa9 aaT.A r.�a�Iy- J r11Tf PLANAAAN4''•L•WL RJN 47,A TM C. U`SYDS •!E/A/ o !•�a.r,'.,F� F i p�1Ff fA W P J_ V u ci - za ow F Lu w L°_ F Z oa 1,- p cc O U1 �i is-p39 Oo Y9. Dec /O, /9B .. w m s„ i:H. rme V>.on.-P.w-•.ed awr. w. ^...r_ W buypmacJ4y• amua Fq�+�J� 91 n'myruye Fm C.ya 11 •l5. •A /_ s -i„ s i N M •'1. 6 i1lI.IOII A!1lA4 fAA1111� , i00 YFM E4FNI' l lD [M1 � I l lItl/ iI ( Itl \\ waE�ii16El ' ii 1 1 ' DMIffIaE r000 DATA: \\\\'•\�\\ 100 YfAY NIGO YA711 CLRAIIA uijA/�i0'^ S m-AU- rmEO 'A' R TOTAL • 1.2 K. R. i PnKK'T sPILLOAT hnA1100 •�w 0 ' I ITAO TOLVIR TKLt - rm12 •A. 1'1• --_---.—.— ELR2T7a ran •A• Tara[ PM -11- ro w To7u Amur-, (01.R.1 (t.0.R.1 LO. rl.j_ 5037.0 010 2,133 3,370 SOH.O 1,120 0.1" 11,400 5039.0 9.050 I?'4w m."O 5040.0 17.100 15.soo "'sw s041.0 IT.100 MOM 31.100 ) SOIt.e TOTAL (W.R.) 44.05 57,7" 101,700 TOTAL IK.R.) 1.0 1.1 1.3 CRT 0P-P9ET COLLIIIIII Ross WILDLIFE OPEN SrAEe •• •• • *, of took SCALE 13 6011i B I iMr•/. TeeT ARe AeeAM, A!q !mu u•I M. NO. Poem*, N. I 1 \ \ \ \\ 'RALC �eOMPIER - / Q�� Rr \ \ ` AOLC NRd F�061lCOLtll��t `\ \`. E PAp \ _ - _ ao ol RAIRTRRI '.n D1 IMI Q c.e�.nme 7M! o•wcxEo ✓M r Y! W J' Q LL. 0 ZR Oa W W W M Z OR M cc LU H IY a&L cc il- a J d W a Z_ a cc C J a W O S.../.E••� T.MAMTU ST.141 , E 1W 6 v-�-rl u.iK EW.rwn S�Z-Fi „�s bIEE/ CA.,r Ar Ay / ...,.J., I. GrikA,, l DLy 9 1 mr.s. SA" AAIM ETHISEREPRESENTS THEE BEST QUALITY IMAGE POSSIBLE TAKEN FROM VERY POOR QUALITY ORIGINALS CG CMIt!!D 7MC oevonED D A✓ pN �/ ATIo (--.,I 72;m f✓ POND 054 i /Rote w / / SCALE 10: 20' Knmem pin DATA: 100 TLAR HIM OTEA ELEVATION .'S IA) soft ,� • �i J.... Y •7-fit L100AQPM 'A' : L• I.. At. LT. ` , � -- — — � T" gf• Pc MNI 9• • 1.1 AC. if. TOM. • 2.S AC. A. .� VWWWOCT SLILLVAT ELETATIN •i �b12,1 N J_ V Q za O Fw Zw cr z oa ♦c cc 3U. 0 N z Q J IL a z_ F� a c� om +uu•!o. n..mE E E.W! Eam... x..... !a. 4 wr Snff�! Y.EEI s 3 e+f`w..yE-. s.a,r,e...w.m.vrz 4u. r rwa nnrab,vaA, q,..p VM..YYrRN..�ap...® rma+.am.�.m.�arw, un.ni wmc r crwmrel�u. \ ` sAJ / . [ ��. _ - - _ .-•—_ -� t'�-� - �- sear— �. IN Ap Dire /-ILtr.P ` •ea• 410 \ ••f /m • SOI<1 9.. Arbil JA!cl I �� / Sn O,A,i/ 9A) f �\\\\\ •••: � ep � may\ _ ��� �"� � � �_ ? ZQ Lu cl cc CC Ix fr NEW MERCER IRRIGATION DITCH J / / L0L / \ (HIGH WATEw ELEVATION; 6012. •1 \ r SCALE 1': e v , 20' \\ \ � \� - -. OI(VMW PM DATA, 100 YEAR NI6Y YATIe }LAATIOII'• ,A-���JfJ,/• ,O-ISI-Ao1 STORAGE: PM'A' Lw A[. ft. /-•10 00.T0 9' . 1.7 AC. FT, I \ J r,.Er 70(R 2.1 M. R. I� SnEES F LPL A Iwlwslw(T srn(w7T nnAI •�sa}. ' mmu..wr..n.arur wc-sub•waNKF. c.a�gtsdwa.ea4m,Y.. rynm .J6W Rom•. �.O4.l.µ..pev.'� �K '3�MUW[ f.n R,a REfiTJ 4K. s .. yar °rrr •x1f d\� A'I rrr. rrrr �y ilfY-/ 1'/ � ` Nr ! — - — - _ _ Core 15M. •a.L2 � � \. \ � + t►yar. OC ND f \ t .v \ c _ _ . a \ `� 1,y M C. �\ sl•y�c •F .•_--... —�,� .' etareribn rroe•e•.sro. rs - ice---� \ `\/y�� '"• /,D °a �• \ J . � i - _ - _ .4 m Via.. � fI � W SCALE 1. 20' "� GtY&aryr 'a/[ pey-0,15".9 _ /See Jv♦s -- _ - !k „ _ _ -_ - FW 2 cc W P Z Q J a — /tJc� tt• t .. el Ko[.r /s ec a 2r r -- - — - ---- W Z 1006 - — • _ -- _- - - - G Q m !J. ei -- _ cc W - - LU M W O!t _ - - - -- Q 0 N •�J a Yr,Y,?A -savro Ivi \ —_ -_ _— - - - -- cc __ _ _ t _ _ 0 —__ — - -- oso csw A cnP. \ cr ir: moo - - N 16 om Sit 1! p-IJl-OOr wig i t.FF$ e cp ys S p °" Der. /O, /9N5 � u•oo t 2 i a ao 9 J� • W4a. qy.. bALLaYa W..vPlllm MCgslmlYW.yy V.ti P.6c. Ygn'yb�.MPam / yNO. 2 1RR10AT10N D17CM LARIMER COUNTY p"Wll�y77 77 JV NWilluu a.fcaen sea. - � � _� h I•IO �/ - //�� POND A Wuj o1fCN�- / / �j / / ./ / / •• - - \ _ _ n710N f¢D. Sfe m.Ssst+ ^` s(A�- r LL MERC ^R `RRIGar 5e.a?I Piplf //n e/ (/ /.Q' \40 v \ Q N prior Waif / / / �l2?6 aQr d SCALE 1•, 20• \, I. Sao Na>`/. ber - LINE i c W U. N - - tKI � JAK4 7 -_ _ _ KAta• e 9 / D / n•9od/p ✓.// .. O+J.,/ ,i 1 - f!•!t — - !l.6s— AW ehl-�l JOJD _ - -T Jo3e _P! r.wrto. ararnox a r.m[ i aB ti� _ _ —_ _— — __ s f♦ oe�r . _i /•OV ,, ,. 300 f•CO J•00 'a ANusd uw.wuF••�wal J. aa•< raI '}IHMf Fm fplm�t9Me:l IVA r� O 14 M I CU .f!•seM, fie. C./ya/'R./ CoNihs 9eCemmsndetien, ,4'/ /]Iw Cr" OF FOWr counvs i ROLLAND MOORE PARK ; N" �r N SCALE 1•: 20' \ \• ```� EXISTING PLAYGROUND AREA 1// fly L 'PCB-'c•i� . �i.` � ��---���' 1/ j r-/ U ` � co � ` \ /J• FO L.P t4•RQf G[IIZ ..0 �1e• N � �Q LINE i i LINE 3 -F =_ Alt ire N —_ - T= / il. .-Y N/Q REVIEW ED AND APPROVED 4 s CITY Or CIT qqq r COLLINS DArE / PA"S E EECRIATION SEPT. DD•VM / dFYO yyy DE9FNFD / •/� ,o TM.0 /'�'� vae /�� ArNTRLT / i�i I/I� xx %/G � u. W limmtlmlffm RUNNING TRAP ' .._-_ __ _.-__ -_ - - _ BELOW IRRIGATION Ef V - - I I- I I I - - I I I �4i LIME 3 / / J LL.� za _ = O IT Fw z w X w -- F- W z W m Q LL — 3a cc O •a - F- w .J LL O ir a 0 z a z J a w w W rA cc O F- N At e.L/b>r -1- Mer M.J. 1 _— - � ruwrD, nunaw•r.eee _ - Ph dt KA! raue.Fyr. _L - OErE "Q I'llfe 9,,Ir sa, 7 ti coal \ ` \ anuwartttv...Roo n. '. �` to 1y i � ,.., � ..r/efnl►,�nr \ ■ wfa.e \ POND s '& 10, .•a 101, .ps,dc.ao. W W e� 10 SCALE 1': 20' C.if01'lWiN �ipsed/T.p�+/�wr / Jee Defa./ JAt1 f � — \ � (� • � 0 IL d / / ` U. um 2 0 = Z Li 0&u ii WOO - \� ej - — -- IL - - - - — — c 30.E --- < oc \ - -- -- - -+-- -- -- cc ul voz/ \ NJ cc 3 � LL Ul _ -so if (A !_ CIO cc cc lost o fedF- - - - tlf N 040 A e..i /iwv \\ � L'.vJli — SPA Lr DlnbiY t! 21eh ,p1f ! ��.� -�. - tuft aloft L S03G d0 Om J ^ � i ) _ " .• . _- !MlE _ 1-25 AS-BUII — +;RL ORAit LRV.•aL - Y •S� k1-039-007 /. /'• 10' -• �fyc RIM • R. Al , -_ its s KIR ELR R Ir sour RRRO . at.w Ell Dec. /0' /*05 R07 aR1 &$A. t •,r / vff.a v.fn h l � Q f ti R. WTRWE r.ta at 1 l � 9 5 0100 / Z i P 00k ill ink,n,........:...J.....w.nve.�roo....�r..�.,. .-.. �_ .. sell L RmAER COUNTY NO. 2 IRRIGA I -ION OITC� A 6640 lot, so's F #@so so. POW 14 1rI 14 ^V�Jile I-VID 3 -- ACM fe, CEp JFIA III mep swfoo: tic 1 4 MI 10 so 7 SCALE to. 20'Aihif4vLINE I TIP 07Z - Oro Vs At AM JP IL —X tu Mm 1 tart 3 LL 0 A JP I AIII I.PI Kin AWN A,/0? 0I m easy. IP A11-I UILT 6-BUILT Rim 91•39 w R. IN ME 4+00 -DI 4444 LEV - 41 SIDE VIEW 11.MI. 19444 - LOBS - 8644 — - JLMTCff- @fI RR Ns/e � .SFP/oe. Fpx,/ v'MP .v.d C'.n.srivcj an (/YP) ��.YY•L IF-/-YL . Efrr OF PORT C0LLN8 ROLLAND MOORE PARK J'' / Vlf ^y y. IIN•� — RIVIEwED AND APPNOVEO SCALE 1':?O� ! 1ti ►YRD orPmft col oDATE EX1871110 PLAVOROUND AREA m. j eel \\ \ \ ' \\ �,�. ���/ � � � • ////�//� % sue' .///�% ENGINEERING DEPT. NOTE: / THE BEST HIS IIMAGESPOSSIBLE I �� �\ • \\ rr � ��' /%/ �/ �� G� / TAKEN FROM VERY POOR QUALITY i ORIGINALS �•• I \..�._�--_� %/J . e` r� / /�%/ /ZIP TAY raw. 1it ro/> SQ Nf JOJ� sow, saJ> JOJO Jv7e J*9" I a --- [ eA R✓N n' to t.� t •Rc a .... ` /rse• r // �/ i \ \ LINE S • \ ` // // /// ���// ` //////// /// .M \\ tbony< A/ /!i rev///// R�i►ni� �1/ // / / U.q INdid STA. Q• 00 EP ID FL [ OU .1 IPIIII/ EA a E9.00 am .?.Ila L IM. II. 1 L Wi. 11 1 I • NR — ate /i.pribn - �/o y Q u ao _ a �g LSD _ - - _ -_ _ — 1•f. P/Pl 74 /in. it INr /i •JIJ F 1I JOJI N - -- - 41 AND [ 1 3-1AS-0 ILT 5 (L/O// W&# .f1•A.AI snr! 1 �- I "Wv B Wit. - "d/hla / /nss - soso LEY. • 1[ .N.M 1. T /E5' 1 .zrea SLU7 ee hUJ -- S01e .r�wae _/- Ct AfA'. r�.�wYr iru C I I I I I I I I I I V; LINE 3 • �CO F W say . • w._..i 9 % i oLv.xDuvT e, YLaue De m [a4 Ffa ADvmY - E DMTY[ M fnlY eea m fYL YY an T LY OL CO»c4 TV 1 YY t-.n �: ^� YL+You fenfYL .w i a' nwx r.x LD wYa .:: wxb[ w0 DIR Flws mYanx � . .. .: 1•�. �' � ..i. .a:• Yvrt: ♦�YVa IY1EY a.Yfix. •px • • •r YM ,C11 fn.0 EL f IDLLD'/L: L iic~ ...�:- xi mLz' Ianl of ALTERNATE tl1E[ wu xz f EcnoN « . w « mmomma _ . • .(NI �/� � 41 [Y a Rw a AmA QpWAi!! rL1/ LMg LU Lu �awnRxks. •f \� raf OV444 \ \ A4w[r wMP A1Ea _ _--- _ _.� - - - _ _ W � Z. / / J - \�. RAG, ,W R✓N nfr.YD �iVNCL'?: E` FLA3 TAP_Y__AMIOLE ®E7'� � L1�4>a3 s�-T-i-6 R VIEWED AND APPROVED ~ J W J E Q -- -- - no Clrr OF i0 OxL01/ OAiE ruw.. ntcwEArNn G/rr. Ci LL j zn Q z O ~Af- F oa a a - — - - - - -- = Ww W - - - - -m=m a! _— - - --- - - - - -- - - -_- --- - - - - - - — - - _ -- - - it"A, 0 N -_ - - = fm xa I,7m"w mwBE mCevrAy ~AWOdexC APS,= wmmmmMWM- JEWS St _ - -- -_ --- _ - - -- - - Emowo WOMAM mAm !role -- -- --- _ — a/ - — ME INS Om ....6 f.unD sL.Y,aY L rvoL - wF[L6 SnFE[ Pow JhevJ dvmY.�v mvlf�W. Ip4„InvOC FnCYNLOSI tRA t— .., ;� i 1 1 1 1 1 1 1 �OIA- der ds 6iAr diti. L•Nss._ Oprnry. Avn+�/A�n1 AJ AI(/3e� {ECT1011 { N. rs. D!! DN!!TD e A e FOR ORIENTATION briny /1-AFC/LY•AM'•Ard (b/J RwM M R.. E.r Oc[G> �YNNPr Jbcllw.lgvl�-/r°i K' J.el �. ANAkM b Dr GbM. ' ALA !.. Pbn / JIbA/. JR14 SrA Air A':m t Mp My C/r.. a,/,:N AAEIr. EAN/Ah r1*& Jp D`bN 1M. JAw/ nri Jr. /n.w r FN/."N JJr Air w,.� r /I'• ... ii..R F---�--i PLAIT Ee'now JUNCTION BOX 'c- " { POND A Unsriyyw.d�s /s' ' e' Mn. Mn t Ta..rrrA S...n wsrslszl 1..1i_YJIl1J1, w/r'/EN.Ang Y ENCASSM-01TAND CUTOFF MALL BETA1 N. T X. •. I`wvi"ANN� Ie YRY[[>IA-A" — _. a AArllrrs nDu JD'ALEEE tELNY aN.e ; b AbC'AAr ae p• I bn' j 9 [./nng naEA t.el ' • T I b A.m.EiE Air hhn ' f Iwxs e/a cawn[ mrumar IxN Mein/ Arens. OIIdRO INfN [NC Ovf Db Ab/ Alm AAeR H1 .Rp/ ub/M AArnA•r JI[e°9 .' AJlN C-fib ; d [Ox[ C[[FiNIC , c T Ab. `5" A.'s Nr _ MER AN Aa nu►.�I.w°w .I,o.r. WAS. ✓ elE/ Obn/i AAI/tC• T? DJN _ /Iu..elE .WELY AN i JGM/ Abr F/OAIr D�.1/Jb/ ! •... II�E� pN� N I IYID eR AAewI � /m 'lll AA.NFr ARM.. r FLAT TOP MANHOLE 3-1 DETAIL I / t D/ rPACE f M.. 1 PLACES r • t• sTm PLATE __ UEV fAlWl12[D • �i�_\�\ �/ � Ie• ! A.C.r. I OPERM taL T o< Po n T[ MATq IRTFNT E NICK LT}it ORTARL' Lala UNIT O TROKR IYL SLOMIII •A..f It YN/. —+— D SO[ CLAY -" MATERIAL - - 4•ml an (1R-DO[ CLAT WTlAIAI WORM SEV/LR MW Off AN. A!I@r b 6m//rNAnm/ AtprJ Qy Eap�e leOs, /Ysv /.AS, ICs AJfifipEo/ Naflu� Peenn>rn aW/JeeA. fd' 1. r.; MM EO WR � 1 I°a' I� w wr 1I s II wR- �N si r1EI1q EM;�N�I JIJ �Ei_L Tr.. n' w 11• M°J se ALTERNATE AAf! I aNN N' re STANDARD MANNOLS 09 TAIL IV rs. ` S. DLL EMsm TIED. SHALL ME GITAIIIND a AMMAACE VIM AASRID A III. !. !!ICED JNTNTS SMALL K DALTANItD nTA A RISE PR WIVE FAINT. S. eANT[S SMALL K SMM TO THE MAAOWLL a M SECTIM IT RERaAR[ aVICES SM AS MIS a MIMES TO ALLOW AAMERMCE ACCESS, PREVENT TAMALISO. AND PIMMKIT MRAaE NT MILDREM. CM CHECFEY /1K xmoxm rK G. 2M .o_C W_ Ir .J IaL Q 0 W N W � O W QQ Z ix I M tLj LL U) srr•c'6nAaN:�.dJlwi � Z' ,riamrA- A&' /A4vsA r_1�_i 0 Dr C00 ip Yb I/ hb.F SECTNm r • TRASH / AFETY RACK ----- ry F� of a om ♦EMYfo. nUEEP1 E IOOE T Avl•x)VTIi ,�,. .yE:f . � 7-Lc 1O° /D TS9 DOT 106 ...wERi 9�3_aL b61 It TS V �' - E15 SMEf I ' 0,, 71 1g FINAL DRAINAGE AND EROSION CONTROL REPORT � FORT CO r r TCT INI1`_ INTRODUCTION ' SCOPE AND PURPOSE ' This report represents the results of a Drainage Evaluation for Tract A of the Raintree P.U.D. A hydrologic analysis of the Proposed Development Plan was completed to determine the location and magnitude of the storm runoff. Drainage facilities were evaluated ' during the hydraulic analysis to insure that the structures could safely convey runoff from the site in accordance with City of Fort Collins Storm Drainage Design Criteria. ' The purpose of this report is to evaluate the development and prepare a Stormwater ' Management Plan that will address: (1) overall storm drainage planning and management, and (2) requirements and specifications for engineering design of storm drainage facilities. ' This report is an addendum to the 1980 Drainage Report for Raintree P.U.D. prepared by ' TST, Inc. 1 PROJECT LOCATION AND DESCRIPTION ' The proposed development includes only Tract A of the proposed preliminary plat for The ' Fort Collins Senior Center P.U.D. Tract A does however, encompass several drainage ' basins called out in the 1980 Drainage Report. Including all of Basin D and portions of ' Basins C and K. In this Preliminary Drainage Report, Tract A will consist of 5 sub -basins labeled 1, 2, 3, R1 and R2. Refer to Exhibit 1 for Tract A outer boundary and the 1980 ' drainage basin delineations and Exhibit 2 for Tract A sub -basin boundaries. A vicinity map ' is provided in Figure 1. ' HISTORIC CONDMONS ' ' The proposed site was historically a portion of a sub -basin of the S ' P P y p Spring Creek drainage ' area. This area drained north and northwest into Spring Creek. When the New Mercer ' ditch was constructed, a portion of the sub -basin to the south of the ditch was cut off from Spring Creek and the drainage from this area became tributary to the ditch. This continued ' until Shields Street and Drake Road were constructed, which further reduced the area by ' redirecting the flow on the south side of Drake Road. r � I I u L IDEVELOPED CONDITIONS PLAN IDESIGN CRITERIA The drainage system presented in this report has been developed in accordance with the guidelines established by the City of Fort Collins Storm Drainage Design Criteria and Construction Standards Manual (SDDC) dated May, 1984 and revised in January, '1991: Where applicable, design guidelines and information were also obtained from the Denver Regional Council of Government Urban Storm Drainage Criteria Manual (USDCM). ,No on -site detention storage is required for the development, as off -site detention has been provided as master planned for Raintree; however, the correct release rate must be maintained. The drainage facilities within the development have incorporated provisions to M convey both the initial and major storms. Based on a commercial land use or zoning, the design storm frequencies were selected to be the 10-year design event and 100-year design event for the initial and major storms, respectively. All facilities have been designed to accommodate the 100-year storm event and consequently the 10-year event also. Due to the limited size of the sub -basins in the development, the Rational Method was selected as the method for estimating the runoff from the site. The Rational Method utilizes the SDDC Manual equation: Q = CfCIA where Q is the flow in cfs, A is the total area of the basin in acres, C f is the storm frequency adjustment factor, C is the runoff coefficient, and I is the rainfall intensity in inches per hour. The runoff coefficient, C, was selected to be 0.20 - 0.25 for overland flow on grass and 0.95 for flow on asphalt, sidewalk and roof surfaces. The frequency adjustment factor, Cf, is 1.25 for the 100-year storm event. The appropriate rainfall intensity information was developed based on the rainfall intensity duration curves in the SDDC Manual (SDDC Figure 3-1 included in Appendix A). To obtain the rainfall intensity, the time of concentration must be determined. The following equation was utilized to determine the time of concentration: tc = tof + t, where t, is the time of concentration in minutes, tof is the initial or overland flow time in minutes, and t, is the travel time in the ditch, channel or gutter in minutes. The initial or overland flow time was calculated with the SDDC Manual equation: tot — I1.87(1.1 - CC f)L0.51/(S)0.33 3 ' where L is the length of overland flow in feet (limited to a maximum of 500 feet), S is the average basin slope in percent, and C and Cr are as previously defined. This procedure for ' computing time of concentration allows for overland flow as well as travel time for runoff collected in streets, gutters, channels, pipes or ditches. ' Required pipe sizes were designed using a modified mannings equation written for the Hewlett Packard 41cx calculator. TST, Inc. has supplied the City of Fort Collins Stormwater Department with a hard copy of this program in the past for review. PROPOSED DRAINAGE PLAN .The design release rate from Basins C and D to Detention Pond B per the 1980 Drainage "Report is 17.02 cfs.= We are therefore held to a maximum release rate of 17.02 cfs for the proposed Tract A, and preferably less, in that the remainder of Basin C not included in Tract A will require some minor release rate to be developed in the future. Tract A of this Drainage Report includes Sub -basins 1, 2, 3, R1 and R2. Sub -basin 1 is 0.53 acres and contributes 2.68 cfs to the Detention Pond at Design Point 1. Sub -basin 2 is 1.32 acres contributing 7.40 cfs, Sub -basins 3, R1 and R2 are 1.73 acres, 0.48 acres and 0.38 acres contributing 10.74 cfs, 3.93 cfs and 3.59 cfs respectively. The total proposed developed runoff for the 100 year event in Tract A, therefore, is 27.86 cfs. Sub -basin i will drain in a northwest direction .to Inlet #1 (Design Pt. #1). Sub -basin 2 will drain from the southern boundary of Tract A, west to Inlet #4 on the south side of the building. The remaining runoff will travel to the southwest comer of the parking lot, then north to Inlet #2 (Design Pt. #2). Sub -basin 3 will drain from the south to the northeast corner of the tract where Inlet #3 is located. Flow will then be piped to MH's 1-6 then to existing MH B-1. Sub -basin R-1 drains to the south and southwest sides of the sub -basin where it inlets to Inlet #4 and Inlet #2 respectively. Sub -basin R-2 drains to the northwest corner of the sub -basin where the flow is piped to Inlet #1. Stormwater will be detained within Tract A at three locations; Design Point 1, Design Point 2 and Design Point 3. Detention at Design Point 1 will be 3.27 cfs allowing 3.00 cfs to pass through Inlet #1. Detention at Design Point 2 will be 4.40 cfs releasing 3 cfs through Inlet #2. Detention within Sub -basin 3 will occur at Design Point #3. Three cfs will be released from Inlet #3, detaining 7.74 cfs in the parking lot at the northeast corner of the property. Detention areas and flow paths are shown on the grading plan (Exhibit 2). Total released flows are as follows: Basin 2 - 3.00 cfs Basin 3 - 3.00 cfs Basin R 1 - 3.93 cfs Basin 1 and R2 - 3.00 cfs J2.93 cfs 4 I M- I�_ ,I When calculating flow volumes for the roof basins, the time of concentration for Sub -basins tributary to the same hydraulic structures were used. (Sub -basin 2 for R-1 and Sub -basin 1 for R-2). All other basins were treated independently, producing conservative numbers for flow volumes contributed by each basin. iGiven the 17.02 cfs allowable release to Detention Pond B by the proposed Tracts A and B (1992), and the conservative approach taken to calculate sub -basin flow volumes, we feel that releasing 12.93 cfs to Detention Pond B from Tract A will allow Tract B a sufficient release rate of 4.09 cfs. It should be noted that Tract B has very good on -site detention possibilities for future development. 5 ' DETAILS �I 1 Sub -basins 1. R-1 and R-2: These sub -basins make up approximately 31 % of Tract A. They drain to the detention pond located at Design Point 1. From an area Inlet #1 in the detention pond, flows will be piped to an offsite detention pond. The majority of these sub -basins are made up of the Senior Center Building. The remainder will be irrigated turf grass and concrete sidewalks. Prior to construction of the building and vegetation, the pond will be used as a sediment trap. A silt fence will be constructed at the pond outlet to prevent any excess sedimentation of the stonmwater pipe. As previously discussed, Sub -basin 1 will be furrowed. Sub -basin 2: This sub -basin makes up 30% of Tract A and drains to the detention pond located at Design Point 2 in the southwest corner of the site. This basin is composed of parking area, concrete sidewalks along with approximately 1 /3 of the basin being irrigated grass. Prior to construction of the parking lot and placement of grass, the detention pond will be used as a sediment trap and all areas not to be paved will be seeded and mulched. Calculations for the temporary condition prior to installation of the asphalt parking area are denoted with an asterisk. All calculations are found in Appendix B. A silt fence will be constructed around the pond outlet, preventing sedimentation of the pipe carrying's flows to the offsite detention pond. Silt fence will also be installed around Inlet #4 in order to prevent transport of sediment into the pipe. Sub -basin 3: ' This sub -basin drains to a detention pond located at Design Point 3 in the northeast corner of Tract A. From the detention pond outlet, stormwater flows are piped to the offsite ' detention pond. This sub -basin is primarily parking lot area with some concrete sidewalk and irrigated turf grass. During construction of the parking lot and prior to vegetation, the pond will be used as a sediment trap and all areas not to be paved will be seeded and ' mulched. As in Sub -basins 1 and 2, silt fences will be installed around the pond outlet. Calculations for the temporary condition prior to installation of the asphalt parking area are denoted with an asterisk. All calculations are found in Appendix, A. 7 r �W L24 m c c c 00 W >< F Z O E g < < < a no z z z z z Etu o ' � a N V < < < a a w3F z z z z z 00 c g e < a aa^ c z z �Nt 0 z S a n Z 2 ;3U Lu > n] v� h �v N n Y1 a YI a y� 1L7. SZ0 O O O O O oav U LU > M N Pf a0 co <aU 0 0 0 D<a L) U Q.. coW! Do U Q C o O Z� Z y [2Q1 GGU�� N tM V N z_ D H to m Z h Q m OA Q ci t� c of of v$ a� a a a a a _9z z 0o O_ C C w F � z z z z z :3wF. U F ZE V Z Ag N m a v� m Z 0 � N N N m h a m a x in w z z 0 F aU Q U ttl H 00 JN C> zm - W, w O O O N (.�y �O N wn N �U M 00 00 00 Oa o 0 Cl 0 ?O A� W 8 8 8 r- .. Er 06 vi o� cv QQ�Q`v L� Q �U co o�zW� -■UOA 0. z k7�yo " A ^" F C7 GO Y C O U o U W U U LAI -- N en of 8 i° 4 4 tn a 8 ON Q3 Z u ri ri c+i - v kn to cli r r, N Ow " a 3C"J 8 O 0O en tnn 8 8 a Z c7 00 7 � N N Q a �3Wv F�W kn O O M �ov W �o � 000 000_ � a ono vN v� At v v� v kn — — N N — N — a v� 8888m twnla8 �3 c1 c,1 vi 7 wi Vn N r c+i N A W v? W� in in v) in in in to v, 0 o 0 o c o 0 0 o 0 Q o b` z : it s�M�r Q Ilk FO Ian L .a ta C qk 0 a K W x at� o o W x x x x x � Y N �[ S K II e V C a w C O S. w c 0 00 cc � a C � c H V C g .a cog e�E � y 'goo o — Y Y 72 `300 Qi v v pvc`"i y: V700 Cwlln ON et 4A Qi 0 .yW W C O O 04V114 3r�o Or— (3, — N Fi ITABLE 4. RAINFALL PERFORMANCE STANDARD EVALUATION �J I 11 I PROJECT: FORT COLLINS SENIOR CENTER STANDARD FORM A COMPLETED BY: SBG DATE: 12/2 / 2 DEVELOPED Sub -basin ERODIBILITY ZONE Asb (ac) Lsb (ft) Ssb (%) Lb (ft) Sb PS 1 R-1 R-2 MODERATE .53 .48 .38 140 200 I55 10.0 1.0 1.0 TOTAL 1.39 164.8 4.4 82.5 2 MODERATE 1.32 470 1.5 79.2 3 MODERATE 1.73 340 1.6 79.0 10 TARLF 5. FFFFCTIVFNF_SS CALCULATIONS. PROJECT: FORT COLLINS SENIOR CENTER STANDARD FORM B COMPLETED BY: SBG DATE: 12/20/92 EROSION CONTROL C-FACTOR P-FACTOR METHOD VALUE VALUE COMMENT Pavement/Concrete 0.01 1.00 Building Roof 0.01 1.00 Hay or Straw Mulch 0.06 1.00 Sediment Trap 1.00 0.50 Detention Ponds Silt Fence 1.00 0.50 MAJOR PS SUB AREA CALCULATIONS BASIN (%) BASIN (AC) (CALCULATIONS ARE SHOWN IN APPENDIX) 82.5 1 1.39 Building/Paved/Concrete = 0.86 AC R-1 Turf Grass = 0.53 AC R-2 Wt. C-Factor = .02 Wt. P-Factor = .25 EFF = 99.0% (>82.5%) Sediment Trap Serves Entire Basin * Furrow Entire Basin Wt. C-Factor = 1.00* Wt. P-Factor = (0.9)(0.5)(0.5) = 0.22* EFF = 78.0% (<82.5%) 79.2 2 1.32 Paved/Concrete = 0.79 AC Turf Grass = 0.53 AC Wt. C-Factor = .02 Wt. P-Factor = .50 EFF = 99.0% (>79.2%) * Assuming Asphalt Not Installed Wt. C-Factor = .61* Wt. P-Factor = .47* EFF = 71.0% (<79.2%)* Sediment Trap Serves Entire Sub -basin 79.0 3 1.73 Paved/Concrete = 1.30 AC Turf Grass = 0.43 AC Wt. C-Factor = .02 Wt. P-Factor = .50 EFF = 99.0% (>79.0%) * Assuming Asphalt Not Installed Wt. C-Factor = .76* Wt. P-Factor = .46* EFF = 65.0% (<79.0%)* 2 Sediment Traps Serve Entire Sub -basin PS, = EFFNU = 99 % 80.2% * EFFNEr = 82% = lemporary wnmaon 11 TABLE 6. CONSTRUCTION SEQUENCE FOR CONSTRUCTION PHASE 1 PROJECT: FORT COLLINS SENIOR CENTER STANDARD FORM C MSEQUENCE FOR 19 39 /94 ONLY COMPLETED BY: SBG DATE: February 4. 1993 Indicate by use of a bar line or symbols when erosion control measures will be installed. Major modifications to an approved schedule may require submitting a new schedule for approval by the City Engineer. YEAR 93 '94 MONTH JUN JUL AUG SEP OCT NOV DEC JAN FEB MAR APR MAY OVERLOT GRADING WIND EROSION CONTROL Soil Roughing Perimeter Barrier Additional Barriers Vegetative Methods Soil Sealant Other RAINFALL EROSION CONTROL STRUCTURAL: Sediment Trap/Basin Inlet Filters Straw Barriers Silt Fence Barriers Sand Bags Bare Soil Preparation Contour Furrows Terracing Asphalt/Concrete Paving Other ATIVE: nent Seed Planting ing/Sealant orary Seed Planting stallation L gs/MatsBlankets STRUCTURES: INSTALLED BY CONTRACTOR MAINTAINED BY CONTRACTOR VEGETATION/MULCHING CONTRACTOR TO BE DECIDED BY BID DATE SUBMITTED 2/4/93 APPROVED BY CITY OF FORT COLLINS ON 12 APPENDIX A. Drainage Calculations TARANTO. STANTON 8 TAGGE Consulting Engineers CLIENT Tev V``Z vep - s tir_. '. JOB NO, {� -�iCJ+ •._`J PROJECT rT' cL�-=J',` - C`- s CALCULATIONS FOR ({N�`•' -�Z"- �1I`J V.�T �� MADE BY DATE CHECKED BY DATE SHEET OF Cirv.-{— 4-5N '1,I t S 1, p Plr--�. .5 =2on� ..FIi✓7�'Z IN �cszr �-t��S ��-zn-�oaztur.��E �cztt�-Tzvn �•.��._.. Z,-15C.�S tNSTA`� _ S,Tvt1--E -1Z �tJt--sT �� �vCc�'�..oc-Fite tti ���►'?L. �..� �iC�ra=2l _ - 4lPE MVszr . lz>tE :�.tN,; n fro 3CS' _ -rye: _IV Plp�' tr�vHt�C� YE.4:C : m1l.TcT. PIP - t; L U o Z -2C5,, p - gck. Gf�t�-ut1�O��S CFjJTti1J�{j NET t�-`Lim G050713-84 TARANTO. STANTON & TAGGE ' Consulting Engineers CLIENT JOB NO. 1 PROJECT CALCULATIONS FOR MADE BY -DATE -CHECKED BY DATE SHEET OF 1 � z i �,, INLjET GM, uD. . - �OCZIE K.Er R1.Tc' A -a Ty�rC�t� INI.�T' BD7L 021�iC� ' RLUE ((�i'AL.LLTtOt.S, t - 1 GOW713.84 , TARANTO. STANTON & TAGGE - %W Consulting Engineers CLIENT LAY Z L— irJ,!v�.;;:-? , �-—�c--'— JOB No. �� C{h�r:JS �� _ Cis = ,-- PROJECT CALCULATIONS FOR 'trll_-E3- MADE BY DATE CHECKED BY - DATE SHEET OF Z% ltJl.�T Sly Gl� Gc�trTr 71�is Fes_ If�{�-t— � 2. Q 'Ft�sr�l Sv3•L�`5.rti.f_ 2-1 -fp trJt,,��- i=.pyc� 2� I,-7�l c�5 _ . i7�F�Tl-� Q �oi`Jc� .Yo r. is f.5 �r`kZ v h c%5 1 Z. o cis — �LO� �� Svr3-��rJ 2 v.�ti..tr BE 5. tSc� tWt �_ 1�ytz. �v�•�% L�Ti✓iJT70ti1 fZEp;jrr2El�� �FZ`7L S�9Li' - L'tL.u, Z c c1, �0 C "- �c��.. F�-•c-�.�� _�<<il�JC-�- tr.�c.sc-"T"gOiG-l�2.,,c�'C_:SS c� _ _, _ _ '_ .. D = s.SQt�. G050713.84 TARANTO. STANTON & TAGGE Consulting Engineers CLIENT JOB NO tk.-Z (IS-cc)J ' PROJECT r1_-�1� S1c'_ �(=.T. 1T`ti- CALCULATIONS FOR IVLJE:F sI�t= !� CF-1 � MADE BY C'd�7 DATE /I (33 CHECKED BY DATE SHEET 4 OF ' LET E�JTtC lv F�x� 42Er, (NX.E .� �T�-O�.l...uJS. ST�tzjv�. ��C2L`rr�t�CZ�." DcSIC-7t�i GQ1l�Z1�, �SDLY_� CL�LS..S FCf2- Q)2:r <P _ FkCz S73 �Potz Fes• IJt 'iS nv S�v�n� �a•aor�car�s . FtC� 5-3 tS Lt MI tC'> TO �t� ��nJL7 DE�rT�S � d• � '�r� ' �on.��� t•� S�/�-i�c�Su`1 1 CE'i�.rtToiv �`io os�w iZt��,E,y 1T �Jtt Be T'FtF 4.0 L�z r= a=" i bea-0- aF Sro,�xvz r� rl:x,Eq— Z F'rZ' J) ASZE.1� Ir.�C.tT. - FLa� �"2oN► Sva_- gL�.st�J ( _ �. �o � �-� tom_ lO�.�ri.. �Vt�1r" Ffzw-•t 5 v V &N Su 2- = 3 c �c 3.C6 MUST l E ..:�L�l...`ut,�TiCr.�_ a�: �-���iLE C l.c�T6. C�E3v�C� b...lt�,.cr � Cro��s►S�vz--_ QZ = 3.cc cSs. = 3Z•Z ��Si ' 2 t I3,5LA = l A� (t,aC-)� la = 0.2.E G0507r3-84 , E r TARANTO.STANTON & TAGGE Consulting Engineers c CLIENT T�L�QK-E� I IIV�I�jT(•'_ 1 JOB NO. •� �• ��,� PROJECT rT' C«-`JIJS "'•'••\�T�T� CALCULATIONS FOR`•• ��~~r�l �— ���Y—+`.��• MADE BY E�k1 DATE / 4 CHECKED BYOATE SHEET OF -C'pTc�L c� 'Fp2 2 1' FL FT/Fr Scl.32. S = 0.gpco7 FT-X; Gp = cr 2.22 4- :116 Y� v. Its 0 DEPTIA d: C).?-0-17C J �.J (!3> lino m.)lZr TO 2.22c's. ' GOW7138a t 1 I I I I 11�1Ly..V -s*" ✓ I l�J yt2_ .= i .�a'.'•� _-'.J<,t-� I:- 1.0 12 5 9 II 10 4 8 10 3 8 6 H 9 0 °- 2 w 4 ' F- 7 3 ys w 8 a Z 1.5 6 7 oR` �e t Ex z 1.0 5 6-- Exampie_Part a_ 10— 0 z 9 5.5 a .6 — 0- .8 L' w (D w w 5 = z O .7 U .4 z z .4 t- ? 4.5 z o 3 �_ 6 w L U. _ O O 5 co 4 = • 2 � z z f- z 3 0 o w 3.5 W w .4 a.O n. J O I w LL 0 o O .08 . 25 3 F- _ = O .06 3 O _z w _ = LU a: .04 2.5 ww w 25 .2 .03 F- } a F. 3 a .02 0 2 2 U � a .15 .01 0 .15 L a O O Yo 1.5 --- -- - - -- G -- (Qx: a=2h 10 .I r 1.2 Figure 5-2 NOMOGRPAH FOR CAPACITY OF CURB OPENING INLETS IN SUMPS, DEPRESSION DEPTH 2" Adapted from Bureau of Public Roads Nomograph MAY 1984 5-10 DESIGN CRITERIA am 0.7 IL 0.6 z 0.5 Cr W > 0.4 0 r a 0.3 w 0 z 0.2 0 z 0 IL 0.1 EXAMPL 0.O1 IIIIIIIfIIIII IIII IIIIII IIILI- 0 I 2 3 4 FLOW INTO INLET PER SO. FT. OF OPEN AREA (CFS/FT2) Figure 5-3 CAPACITY OF GRATED INLET IN SUMP (From: Wright -McLaughlin Engineers, 1969) 5 MAY 1984 5-11 DESIGN CRITERIA TARANTO, STANTON & TAGGE 1 Consulting Engineers � CLIENT JOB NO. PROJECT �'^i` �.cl..`llvS CQ. TN: c 1 CALCULATIONS FOR R- LOI�I..�.JS S2_ G-�tl�3T't^j� MADE BY SOG7- DATE r21 a ��Z CHECKED BY DATE SHEET OF 1 D I I _ G050713-84 1 TARANTO, STANTON & TAGGE Consulting Engineers CLIENT PROJECT CALCULATIONS FOR MADE BY DATE CHECKED BY DATE IOB NO SHEET ?- OF v �ca►J Z • . �'.��' = 1.32a�. (, t� tNCL��C-� t�u�r-� f�s�c-tom � 2. Minl. crz - Tom, c�,90 .. i Q�oo ^ro:(oS(�,2Sto,4z��(t�3Z> _ �.'-lo cgs.' - G0507l18a TARANTO, STANTON 3 TAGGE ' Consulting Engineers CLIENT JOB NO. ' PROJECT CALCULATIONS FOR MADE BY DATE CHECKED BY DATE SHEET � OF. Jt0c,VzS l2�jr� D 1�t�1 {T3 -r C�t.nPosrcE. G 0.2o (o, -._.. G0507384 '. TARANTO. STANTON & TAGGE Consulting Engineers CLIENT JOB NO PROJECT CALCULATIONS FOR MADE BY -DATE -CHECKED BY DATE SHEET OF G1 ��t`�S . L_izE, �-=�V��.w?--INTp.:1 T�i:3p����'1►X�. �i�-�I�ls. - _ - Y Y i r: _ USA.. T` Fad �Gl>J 2 = i o.go MIti, ram_ r r _p 11SY_�, Czz TARANTO. STANTON & TAGGE 1 Consulting Engineers CLIENT -L�1Z �t'J'��`�-ice ��CJ`i JOB NO. 1 PROJECT CALCULATIONS FOR _ �Dg• �- ��� 5 I � �- Z ��••rr���� ZIy � 17ET'EI.-Jr�o MADE BY �A'"f_ DATE � CHECKED BY DATE SHEET OF 1 1 tz�yJp� CF-r3x t000� y\ W- CP: i r 8 W_ 1rl 4 _ _ LA W 5 N iv i -3- 1 � N U � Wr) N (/GJ s Jb n .\ I W \.ABC N L to J JL S � ri 0 — N `Wf�b+63 n1S� e N j COP Ir J _J 6� N L 0+ J J N -J O - L G%79111 TARANTO. STANTON & TAGGE Consulting Engineers CLIENT\��"'��� GAL+'•,- �'IL,�...�T„„ I JOB NO. PROJECT �T L-L-JL-1-��5 �' �>�n - CALCULATIONS FOR I~2' MADE BY DATE CHECKED BY DATE SHEET OF _ ?v1cam7-tFT�x�ocx�� C7 rJ n z (` N s to.. N— t- f90 G - L d 0 G o Q m - — n rf. L - N r, a go 4 O OGG' �. r4 L J� — 0 LA �rj L d I G0507/38A TARANTO, STANTON 8 TAGGE Consulting Engineers CLIENT ' PROJECT MADE BY -DATE -CHECKED BY 1 1 JOB NO. CALCULATIONS FOR _ B1-'1 i`, -'1 CV v pr $ ? 1�cTEi-DTI O fit C� DATE SHEET OF v 1811 - _ N 74 i TARANTO, STANTON & TAGGE Consulting Engineers CLIENT PROJECT MADE BY CALCULATIONS FOR JOB NO O SHEET OF O UN �ET�t rl� �L ow S CHECKED BY I— 430507t3-U No Text KmTAFiANTO. STANTON 8 TAGGE — Consulting Engineers CLIENT , �ih.yL.��T7��.- �. JOB NO. PROJECT �T. �C�.l-\�S <�' C�J� CALCULATIONS FOR MADE BY � DATE Z CHECKED BY DATE SHEET 1 OF ` t�TtOtJ 4�c�.s-� SI?c b c L�3no►J :F�xlo3:. � - SvQH�E Arm 0.3 a cszcZ 3 lcp,55�.8 r-T` Voc- c �to,Ss2.Y,+l(S<<-1c15.�� +to _ (o3go S Frs - S�fAac.� r�tz� _ (^.O� J�L�.:. _.. 3833.'�F'I'z• - MLp-t�-�na ��. = c>.dU�T perz�s - Z 13�I .mil 1-, Z • - - . . MVoL = 3833 z.E �z t 4(125-S){-'El co� = ZJ�oI pt-3 ® G050TrJ-U INV 502552 _ of v ® STORMWATER STRUCTURE-2 �TA:� IM APPROx LOCAnON . /. .." /. IN' TOP OF GRATE ON CONCRETE CYLINDER= 504 1 ) - �_ TOP OF CONCRETE AT 15" WIDE OPENING (E)= 50 .6] f i INV IN (SE) 24" RCP= 03 1 �� i ,� i i "v, STO ITV OUT SW 78' RC - 50 SF' i i rdJ i/� ICI v. m `\ RIM= -MANHOLE SHOWN ON THE EXHIBIT NOTED AS "MIS' G FIR ieE i i `C INV II PREVIOUS SURVEY") TO THE SOUTH FROM STRUCTURE COD T BE CATED E FIELD.`PROPOSED ADDITION IP 6p3"' )P F CO REIE BOX (SPILL LEVEL)= 5036.45 � INV IN (E) 18Q3 RCP- S4.�'�r/ INV OUT (N) IB- RCRl 50rc-._ /__ \,t i - _ PROPOSED Pr4tox LocanoN of--_ a� ------_--�-•-= _ — ` 1\ `\ . / � r� � ��. „/t,l.,.I ExiST 55�— (PER RECORD PLAN)w:c— ' /PROPOSEDWAT --- 1 / R OR MANHOLE-10 . / I �o M= 50555055 y] REi+�QaB-`T 48-71 INV IN (E) 15" RCP- 5 D _ _ _ _ _ \ �,✓, L A�� — J \\F INV" OUT (W) 15- RCP550448 45 v �� ��/ i 1 _ _` -' �T _ h'/�., 'trl/�I�L..•Vc—�ii+ttr� A,,.II I�`V'Sv __-� i%P/6 - .OB- E�fC---- WmmN Yv rl an GJ STORMWATER MANHOLE-16 RIM- 5060.68 INV IN (E) 15- RCP- 5050.42 INV IN (S) 15" RCP= 5050.38 INV OUT (W) 15- RCP- 504988 \ 11 Y\ \N RIM- 5 61.4 MANHOLE-15 \ RIM- 506E 68 %INV IN (SE) 15' RCP. 052,42 INV IN (W) 15 RCP= INV OUT (NW) 15' RCP=521. �05i .9] l EROSION CONTROL LEGEND SEE DETAILS ON SEE CO.TO MT FENCE 1 IP�jT INLET PROTEcnom ® EE POND OUTLET PROTECTION VOW TRACI CONTROL ® ®� an ROC( SOCKS CONCRETE WASHOUT AREA ®® SEDIMENT CONTROL LOG % \ TREE PROTECTION %J SMENCF_ CHA (RE LSCAPE) Rr �I,v �ISTORMWATER MANHOLE-] RIM= 505485 INV IN (SE) 18• RCP= 5045.93 m INV IN (E) 15" RCP- 5045.]] INV IN (NE) 12- RCP= 5049.15 INV OUT (N) 18" RCP- 5045B8 STORMWATER INLET-8 RIM= 505411 INV IN (E) IS- RCP- 5046.18 INV OUT (NW) 18" RCP=5046.06 GENERAL NOTES, 1 REAOAN. UMRS ARE NOT SHOWN. FM UNITS TO TE DETERMINED D N THE FEUD B! THE OWNER AT THE TIME THE WEYWK OCCURS. 2. CONTRACTOR IS RESPONSIBLE FOR ALL SURFACE REPAN/REPI/CE TNT TO RESTORE SIDEWAUIS, FSRVLT, COIFS/CURTER %CIIORS AND SOD AREAS 06TIROED BY NEVI WON(. 3. DOSING CONCRETE AND /5%YLT PAYING SHALL SE SAW COT AND REMOVED PRIOR TO EXCAVATION. REMOVE CONCRETE SIDEWNL(5 TO IIFAPEST JOINT. 4. CONTRACTOR TO PROVIDE ALL NECESSARY ERO ON CONTROL dNNG OOSTRUCTIO. PACE EROSION CONTROL PROTECTION AT ALL DOSING INLETS DOWNSTREAM FROM THE CONSTRUCTION AREA EROSION CONTROL PROTECTION STALL REMAIN N PLACE UNTIL. CONSTRUCTION IS COMPLETE AFAR ALL DLSRItI&D GROUND IS ADEQUATELY VEGETATED WITH OWNERS APPROVAL FOR REMOVAL 5. COORDINATE OD6JERON REOUTAIENIS. LIM OF DEMOLITION. SALVAGE ITEMS. PROTECTION CA ITEMS TO REMAIN. THE S, FORCING, ETC. WITH OWWFA, ARCHITECT, D04ETR AND REIEVANF CONSTRUCTION OR PNLRlC PLAINS. ADDITIONAL. OEMOIRION OF PAVEMENT. TREES. UTILM STRUCTURES. ETC. TO BE PERFORMED AS REOINED. «rrl.N.•� uu urnnv nDTlnunox CExrER a minRnw li}Exx�1N) NUyYINI uu x wsxEss wv m •Dvflna CF.NRE VDII D1G.6RKC. tll El[GV�RE RR i.N MMgNG w WICERWOIM NEM@R MLR1B call 811 Z O O y ^^ vJ U Z c Q LL W cc w z Z J W Ov U Cr O O m LL z 0 c Cc w CD CA U N Z 5 d yy,rq Z J DJfDNr.31R O O �371A6 , P••a r Z 0 40 0 10 SO Ya SCALE N iEET NW rv. wmn: , V City of Fort Collins, Colorado UTILITY PLAN APPROVAL �� /0 21f�[i Fates Oq CHECNFD BY: avnNi r Rb Ps �yJ�� CHECKED BV: aQL[xl sumNrun - oN. CHECNffD BY: L)6 P,Nlk Cryiw D•Y vNE D.N CHECITEOBY: �AUA P. -� 2761 CHECKED BY: MA �r C E 1. 0 0 CHECIGH) BY: Mw SILT FENCE FABRIC .REFRENCH. & STAPLED TO POSTS) a it'.'S Ga WOOD STAKE(STAPLE 44r Q%� �•. FABRIC)I .rc! rr�i%�ri%� W4Vp oo��rAYryQ COMPACTED. Qriro e, LL I i?°'eRrPr�rAdir�rir'. A Arip a r `. tll SILT iy"A ,il : I 471,14y a',oIG ® SILT FENCEEROSION 1 '' E' 1 0 Nm v 1-112- TO 3• ROCK WITH In 3/4- FILTER DYER EROSION CONTROL WASUES SHALL BE YAINTARED UNTIL CONSTRUCTION IS COPUM. OR AS CNFCTD BY THE lock J1REDC1pN. VTC VEHICLE TRACKING CONTROL DETAIL RIM E ?H: E6T ItAIY MDIES I. 9F PINT vEM FOR LDCAOIN AND "IENT O" SOMEDAY CONTROL 2. SEDIMENT CONTROL NOS 9NL E INSTALLED PRIOR TO AT' LACE DISTURBING ACTIV11 . J. Summon CONTROL LOGS SMALL, CONSIST K STRAW. COMPOST. EJCEILSOR. OR COCONUT FIBER 1. NO FORUSE INCOICBTHATED FLOW IIEAS 5. THE SEDMBT CONTROL LOG SHALL E TTEACED INTO RE GROUND AM "OF2•. 1. _!)m cam UmUNRFII m TE SEDIMENT CONTROL UOGS SINL E NSPEGTD QAILY. ONNG AND AFTER ANY SOON EVENT. AND REPAIRED OR HK ANY UPSTREAM SEDIMENT REMOVED. 2. SEGMENT ACOIAAATED UPSTREAM OF SEDN]T CONTROL LOGS BALL E REMOVED WHEN THE UPSTREAM SEDIMENT DEPTH S WITHIN In THE RUNE OF THE CREST OF LOG. 3. ALL SEGMENT CONTEND. LOGS SHALL, E REMAID AT THE END OF CONSTRUCTION. P ANY DISTURBED) IDEA EIOSTS AM REMOVAL. T SHALL E DEL SEEDED AND CROP MILTED N OTHERWISE ACCEPTABLY STABILIZED. �3' MAX 6' AT TOGS FADS 9MNL E A IONTT AW REDFr WORD STAKES I „�{��.;.•. N,Q. A 3' KM 12' DA SEDIMENT FLOW CONTROL LOG w 2 MN SECTION A -A SCL SEDIMENT CONTROL LOG NES I, RN SILT FENCES IN RE N M1� e �TRENCH ro POSTS)OR APPROXINIFLY APPRO%W,TFLY �p 3/4' GMw. 3/4- GRAVEL 4i APP0.0%ILNIFLY APPROXIMATELY In• MFSX DR T.NLAP ln• YE4M OR BXEM ,_ SOCK TYPE � wm up \ WITH I outer I I GRATE I CURB FACE 5i1,—i�- hM, (CURB INLET) 1. SOCKS WILL BE USED UPCAMEAT TO, CND FLUSH WITH CURB. 2. NO LESS THAN TWO 10• DIAMETER SOCKS MS BE USED N SEQUIN". SPACED NO MORE TAW 5 FEET APART. UPCRDENT OF NET. AT LESS THAN SIX SODS SHALL BE USED P THE 4' SOCE( SIZE 5 CHOSEN. 3. NONE AT 30' FROM PFRPEIOIONA. OPPOSITE DIRECTION OF FLOW. •. DEVICES WILL BE USED TO POND RUNOFF NITNWFI RUGGNG NEE OR CREATING ROADWAY SAFETY CONCERNS. 5. HE PROTECTION FOR NU- SUMP CONDITIONS 1Q ERMM CONTROL MEASURES SHALL 1 �CEIE COMPLETED, AS O EC THE LOCAL JURISDICTION. ORLY, THROAT OF NLLT TO BE CDT OPEN. 1. LOCATE SODS N HA71RAL GROW AT THE 6. THE MAXIMUM IEOR OF SOCK SHOULD BE LESS OUTSIDE EDGE OF CONCRETE APRON. THAN THE TOP OF THE CURB OPENING TO ALLOW 2. DEVICES WILL BE USED TO POND RUNOFF OVERFLOW RANG LAGER BUM DROP INLET W IMUT PLOONO WET OR CREATING RNLNtl IP CS GRAVEL SOCK INLET PROTECTION DETAIL r Mrs \Z POND OUTLET EROSION CONTROL MEASURES SMALL. SECTION A -A E MAINTAINED UNTIL CONSTRUCTION S COMPLETED, N AS DIRECTED By THE Lock ARISOIONN. "1 1 IN fo Iv 0=4WON `A 9'-0 MN 1 � I / BAR FLL— aNCIu1 PLAN.�OENf COTAIIEM AEA NG� \ lE Q FILL EROSION CONTROL MEASURES SMALL — — J IS COMPLETED OR A DIRECTED ION BY S E LOCAL ID. N AS OIECIID BY THE IDCN JIRSOICIION. EI(CAMTED AEA SECTON A -A CODA CONCRETE WASHOUT FACILTTY DETAIL BOTTOM or-O STORMWATER MANAGEMENT P SWMPi EI € lN5 STNMWAiFR YWMEMENT RAN s ro BE RETAIID AND YANTAIED ONSTE N[LIDNG FHAL UIDSGPING PWIS AM ANY OTHER EROSION , 5 I CONTROL DOONENTAT L A SWMP IDIOMSTRAIN WILL BE DESIGNATED Bf Tff CONRATOR IUD S RESPOISNE FOP BEVLIDPNG, 60'IDENINO. MAINTAINING, AND REAM THIS SWYP. THE SIMP ADMINISTRATOR S THE CONTACT FOR ALL SWYP-RELATED 65U6 AND IS PE9'RISIOF FOR ITS N ACCURACY. COMPLETENESS. AM IMPLEMENTATION. THE FOLLOWING HAS BEEN DESIIMTED AS THE SW ADMNMSTRATDR FOR THIS PP LW.. � L NAME: 1 CONTACT AEU: THE SITE S LOCATED AT 120D RAITIFEE DENS, FORT COLLINS. OD. THE PROPOSED PROECT CONSISTS OF UTI TY INSTALLATION. BAMIG fgIO17110N. BIRONO EVASON CdSIPUCTOI. ASRNZ AND CONCRETE PANIC, SIDEWALK I CEG DEMOLITION, SIDEWAN a COS WMiTRUCDd1, TREE REIIAAE 34 A.RES. W) AREAS 1 TREE PROTECTION WD FINAL CRIDRIC. THE TOTAL 9E AREA S APPROXIMATELY 7D ACRES WITH AT TOTAL ORRIHENCE OF OCCUR OFFSITE OR OUTSIDE OF THE A I GREATER THAN 40 ACRES SMALL BE OWURBED AT NIT LNR TIME. NO CONSTRUCTION ACTIVITIES SHALL CONSTRICTION UIMR SOWN N THE NNSTRCROM DOCIIEiBS. THE BEDUFNCE OF CONSTRUCTION STARTS S AS FOLLOWS: ONSE ESTIMATED ALOIL CONSTRUCTION START MONTH. YEAR ROAD AND O'I W GROW MONTH. YEAR UTILITY CONSIRULTNN MONTH. YEAR ea�'�•M nG mw DAUBING CONSTRUCTION YDUIH YEAR PAYING MONTH, YEAR SITE RESTORATION MONTH. YEAR NON STRUCTURAL BIDS WILL E MVDEWID ro THE MATERIAL ORIENT POSSIBLE. THE MIIATNN OF NON STRUCTURAL BPS WILL E AN OWNING uu urvn. mmrcnnal aNPell«ca«um a.Am4maAn PROCESS EMITTED AT PREVENTING EROSION. THE NON SRIATUNIL BPS WILL ROM CONTINUOUS EMPHI 5 74DA WT CONSTRUCTION BECAUSE wr»saAPa THEY, AVOW OF EXS BFPO THEY OCCUR AND THE NEED FOR BIDS. NON STRUCTURALNANS REPS NLL O STRUSPSt RUNNY OF auP NPs11Kss «n w AwuG« DREDUCEREE AND SCRAPING. PLANING SCHEDULING CONSTRUCTOR A;IWEIES N BE FUSING AT VEGETATION AND TREES. SEREST SWEEPING AND SC ur«erw ow, rsAoe,«rxuvrre COAST E I AILED AT ACHIEVING THE (AYL O YPIImNG EROSION. FTRTHEDMOLE, CONSTRUCTION PERSONEL wLL E INSTRUCTED All SIPE7MSED N ASOA ACC AL OF KMums. COMSIMCRN METHODS CONSISTENT WN EROSION PRE"" PPACPCFS. call 811 cal ARPUUTION K EIEBE BPS FOR SDMNATR HNMDBENT ARE FOR CONSTRICTION PERIODS WU ARE CONSIDERED TEMPORARY wIO r TR.ri2NG EDK A Nf6TG WILL CO ERODED AT TIE SOUR PARING ENTRANCE OFF OF THE ASPHALT DIM. THE Z LE TRMU.'RON INUIN UR ACCESSPALETTE WLL BE GALLED AIM COVERED WITH A CRUSHEDNEC STORE BASE CORPSE OIWC ODNSiRIICTIDN. THE VEHICLE 1R/LIONG 0 CO65 WILL CONTROL WLL BE RELOCATED WITH THE CONSTNICIION ACCESS AS NECESSARY rrcN rol O c Hn THE PROPOSED STORM SEWER MILE AR NSVLID AS THE STEIN SEW U ATURES ABLE C PAVE) ARE EACH WET ON THECONSISTS IN AROUND R. N PAVED AREAS, THIS TRAP CONSISTS OF WERE MESH SOCKS ro TRIP CLE SYSTEM - MME AN ND INLET MY SILT SYSEFM WLL HAVE A RUNOFF OUT FILTER THE STORY MIIDFF AND AU11YW AITf ELT ro SETTLE dlT. N FIELDS OR LANDSCAPED HEAR ill57PIP CONSISTS OF ALOE MESH SOCKS. �J L� C ALL OPEN AREAS WILL E TREATED WITHIN 14 DAYS OF cNKPEETIOH BE THE AERLOL caALar. ALL (AEMDT OAORO N THE NN-IRRIGATED QLL ARM WILL INYE THE 9WEKE ROU GEED AND WILL BE PERYANFNRY LANDSCAPED OR TEMPOAWY SEEDED NE THE PLANNED NSYAIATdb NE TOUGHENED NO PIANTD NR A ^ COMPLETED. AT THE COMPLETION OF THE MISS QUMAO AU- DPOS D SOL AREAS WILL HAYE THE SURFACE REAMAUN SEED ML VEGETATION S TO BE WORMED TNNUGROV! OX67M LI M BC THE CONTRACTOR UNTIL. IDEAS ARE PENMMIELY LL \/ LANDSCAPED ALTERNATELY ROUGH -CUE DRIVEWAYS OR PROPOSED PAVED AREAS CAR BE COVERED WITH A LAYER OF AGGREGATE READ BAST: ORx ASRVLT PAYING. 1 M 1 �M• ED PED AS NECESSARYTO �� READY TO BIDED. LWOSOPES. PAVED. OR OTHERWISE STAMM 9WL BE UTTERED, RIPP 0�6R.REDNECESSARY PRECLDE VSNE OUST EUOS 59. LGL REHS ARE SCHEDULED TO BE IMPLEMENTED ACOMENO TO THE COHSRULTION SCHEDULE AS WORK PROCEEM, I PUEIMATNN OF INDNMIAL BPS w z Z IS TO OWICDE WITH THE CONSTRUCTION THEREBY MINIMIZING THE EKPOSUE OF UIPROMIGIFD ALAS THE SET TOILE )MET PROIECIION (FUR GRADING BEGINS. THE NET PROTIDODN WILL BE DUSK PREIS). AND MUSING OF TIC CONSTRUCTION ENTRANCE WILL BE PERFORMED WHEN THE INSTALLED AS THE STORY SEWER STRUCTURES ARE CONSTRUCTED THE MPR/P PROTECTION WLL BE NAMED AS THE STORY SEWER O TFALL5 OR J CULVERTS ARE CONSTRUCTED. THE SIRUCIIIPAL BPS THAT OD NOT BECOME POUF OF THE PERMANENT STOMNATR MANIMIEM PLAN ARE TO BE Z O REMOVED, AS THE PAYING, LANDSCAPING. AND OTHER PERMANENT GRUTAWGR INSTALLATIONS ARE COMPLETED. FUGME DUST EYI59N5 RESULTING THE BEST AVAILABLE CONTROL TECHNOLOGY AS DEFINED BY THE CDIDRAm w FROM NAME ACTIVITIES AD SHALL./OR ND BE CONTROLLED USING DEPARTMENT OF HEATH AT THE TIME OF GRAIM THE GEMMING S TO BE MAINTAINED RD DIVENDED COSRULICM PROGRESSES ESPECIALLY G RALATIONG ARE COMPLETED. ' ` AMR/ THE BUILDING; SEE. ILDTHE STRUCIUML BPS ARE TO BE PINIONED ASPERMANENTTHEPERMANENTLANDSCAPINGNTLANDSCALANDSCAPLANDSCAPINGNS THE EROSION AND SEDRIENT CONTROL PLAN WY E MODIFIED BY THE MEATS ENGINEER. OR HIS A THHORM REPIEWAThE AS FEUD COMMONS v /�1� fY 1 WARRANT. LL Q O O D WTWIY! AD SPAS PRIDENI e THE CONTRICTUK COWL STORE W IRCTN IMTFRAS NO EDUFYBD N CONFINED AREAS N SDE FROM WHICH MNOFF WILL E CNLANO AD LL m STEREO. MATERIALS WU E STORED OFF THE GROIB AM PROTECTED FROM THE WEATHER BY A CAR OR STORED N A CONTNlRR SUCH AS A TO NEWT MATERIALS NARY C 7 O VAR OR TRAM. ANEARTHEN ONE WILL BE CONSTRUCTED AROUND THE PERIMETER OF THE FUEL STORAGE AREA CONTACT WITH SUEDICE RWOFF. EQUIPMENT MNITENINCE WILL E PERFORMED N A DESIGNATED AREA AND STWOVD YAINTDNOE PROCEDURES. SUCH NU- BE AS THE USE OF DRP PANS. USED CCONTAINOMCTS PEME N PR. W Ir_ o f BROGAN MAINTENANCE WILL BE INSPECT.S INSPECT.DILLY DURING CONSTRUCTION Bf THE CONTRACTOR ND A7FR FPDX ANN EVENT. AL , .avlm Au1 C11Y I Nun ILK K IYTP K WICPELRIN. Alff N^DEIAE K MN-IbbV WE 9L' ®CDIEWATEN THMT //� V) U N , LiBERM11 01G AD 6/PA4 NO REPAIRED N EXPANDED AS MBDED. SEDIMENT SOW E MOO FROM NET FILTERS AND SIT FENCING BEFORE ONE MF OF THE DESIGN DEPTH HAS BEEN FILLED. SEDIMENTS DEPOSETED N THE PUBIC ROTS -OF -WAY CULL E REMOLD IMMEDIATELY . THE TEMPORARY VEGETATION OF BALE SOTS COIL BE EEOED EOIA LY AND IDEAS METE T S )DST N WAGED WILL BE RESEEDED AT IIMIM THE CONIRALDR N MS .AGENT SHALL INSPECT ALL BPS EVERY 14 DAYS AHD AFTER SIGNIFICANT PECPTIATON OR SNOW EU EVENS INSTALLATIONS AND MODERATOS AS REQUIRED BY THE BONER N THE WY OF FOR WINS EROSION ONIROL INSPECTOR WILL BE ]IMPLEMENTED WITHIN N 48 MARS OF 1DTFHUTMOI CONIRWTOR STALL RETAOE TEMPORARY ERD" COMTRCL MFAAO6 AND EEPAR ALAS AS REDURD AFTER I. VEGETATION IS ESTABLISHED AND ACCEPTED BY GAYER ND YUOCPATY. 6REA]IM S Z Z J FWAL SVBUUIMN OSnAdNC KTWTES AT THE SITE HAVE BV BEEN COMPLETED, AND UNIFORM ORM VEGETATIVE OTER HAS PHYSICAL. EROSION REDUCTION SOSOD,NIMINE NEIBL STAffi NNWILLLBBE SEDMIC PERMANENT BP' A HODS c METHOBEEN DS HAVE BERABLISHED RLR�rcFWl AT . CONTRACTOR SINE BE RESPNSIME FOR FARE STARBBATIN REGARDLESS OF ACCEPTANCE Elf NNW N THE oDNLWCFN RILL H�Ji Q G �cce0t—u UT) Iu U City of Fort Collins, Colorado UTILITY PLAN APPROVAL FGWr I7W CHECH(ED COY: — H, OECNED BY: mm.r. u. wa K.0 CJ CKJEDBr: ALA aEa�DBY. _ 2761 ?c Pox.nP m: v.mne �.rm _N 37T48 �' cHIBCNEO Br E4 CHECHEDBY: "'� P"� CE1.10 ELEVATION OF IN OW P / �(2) R' WIDE D01 `7 wv / �w00/D Fo/Oi NEWMER awoe Uf0 COMBINATION NEif TORN DRAIN O y a.b) - ((s: a.0) _ 4. 12•TOP CLASS v_SO / v IPPROx (ourlON l7f W51 SS == _ C REIMe1C MNLh _-14714 Tw- ,,. / (PER REWRD RAN)__ �5- ______�,�. (,�; ,yApE) 4594 BIN = ' auk ' - I r _ 75 IF 6'KRFSOR-S ss-/`�j6`E9 BN B -50.IB R. - - - 56 iL 'J ' 1 ' =023 r- WALK 1723 BY o" 1 `IB'CONC FES B-1m/RIPRIP-_ FIT MADE' I 5091 fL � m / I •N 5050.0 XIXIXI���i I y/ / J IPM LOCATION OF DOSE SS /: /' . - - - SDRL DRAIN B (RE a.b)- I I I.I2 R .Y (ItR9Y ImAnaM MD OET'IN, //;/'7! _ - _ 18' fil/SS 11 SD (Po59&E_ - 51% R - - aAA m SD , Slm FL PROTECT N 00", � WEST Q� - _ i \ '(\ s, ]I iL: , st.0 iG som YE J m...w.._ ..,.».. 5133 R '� , 50.10 %,OA'tEH) 5195 R 51 / �\ `\\ 5095 FL wino 7�s// ' /' 1 6i iT .` \` 1 FG /rr a i57 01 III 49.77 WE 996 9 S11N FL 5012 YE I / I INv (s) 1.30i . 6- srC¢ (Pwccm) [^,,''''INJ (s 5D34b9 9' `X , 5130 FC�5021 mE III I / I �' ♦y INv ( Ir / ''Y 1 '/ __ - 050 •\. •` 52.16 lm A. / w _ : ''' 120 if 8' PF/6' 5116 IIE 'j I N INJ (NW) 5p3+.490, x' P.c / / / I l'// / / , - _ - ^\` / Sat-35 RO. S188 it 51.11 FL �� I I ;qn«xon�npu�a 4'DN DOW 1N Ili /Ij�//,,;1 J�r \ //•'/ 52. R. `__� �`=-` ___ 30� _S236M1� 198 ti'I -- -` ADJIhT E#ST IN RN Z »rvznn. CORRECT TO EXIST 18' SD I I I // /' ,\ / '/ / \`� - 521LFINISH P. TO FlFAOE �U• elrau,vulu6. C+u06. all evuU.rt i•%I i I r/ �lll� 1 /i/ I , 9 Y4 ' ♦�5323 Fl.- -- _ - e' 00 TO 0p/➢E� . STm R _u? ASPHALT Iollm �i,lunamanauna 1, 1f/�' 5330 fl --5332 FL 9N 505194 •. ` _ _ 5197 11 I ,//llI I / r- ♦ 5 -- i DETENTION' r .♦ . `��+� s3.,a n°3 . _ mes R 1 szTi uE ____ call 811 ♦/ --_ _ _ __-_ '0` s0 _ s mow' ru- "�II POND D ; ,: / ,• �, ``I`5].79 R I I . 1 Ill N r I I / / ', / ♦ , -ST.71 R - _ \ . `--- [p@IIA1pN 04FT' : 5235 A. 2.12 FL- = , - - - I i r IIIll , 0-3 (RE. CI.b) 51b5 R 93 B• \ \11 / r ' II J STORM DRAW A RE CIAO I i /'' IIIIII' I ` `\ i ^`^ / 1 r I _ - •� /i �� Z / IJ] Ir 12' HDPE SDR-II LIPS) I: l l I I I \ - i J y /`.\ j Ulf 8' SOD SDtdS j.. \ ` NJ j'p5 / / /� _ 53.79 BW _ SBM TR - _- `----- - < O Vi OIFIE NAL eamO urm+ Ow4 1/;I II� Rc w o 2s1x \\ �•T6'`x3a rL \\\\ \ s. s6]6 Tw! � c (COORD CANAL CBOSSPC Fr/.IIIlr III , /!I9�\ I`, i + - �� V'%%%1 "'s r �/'� III I 9 / ttl,�.. , _ _ S6 R `� \ _ 56' • \/ J O Ya119ro-218-07M)1111 I jllll I I 11 I I '`r" \tirR ! '/\ `��J3 � _5492 R R 51b6 R\ \ \\� - / N��N_ � , - ---- • __ / � � REaiFORCED E1ERC NLY SPILLWAY j 1� ' \N i I 1 / / A' ' / ` xa9 rL u TYPE L RPRM ([b-9�, 1s' DEEP IT_6TI$ 4 i%i`?. le' WIDE ays 3.' / ,\ �` \\ ssO4 FL s4.49 Fl s66� TTrl LL SIDE SLOPE=49 �;i;l dill 504850 REWALL. 6 a - PHASE TWO fi5S527RY B9 % q'4E LSOWEiOP0 BTAN" ` 50F1 E X R. WPARKINGEXPANSION 5.46 FL (RE CIO)Ft. 17 1 SSM FL 57.4 i I I 1 1 IIII 'I . /• / !` / 1 /' � + � / � �•' // I W VI EXISTING ;;I; ;I, II; ; ` I r \ate' ;' , i .,T Z 1 IIII IIIIII 1 / `Y / I I y.+.+ , / ,,,JJJ \ /4 SI �/ \`.,I 1 DETENTION 1 i TDf'OfBETEINovi9m' i i ` r- �1 I i \�T� \ ',j+ 56.16FL / CONC. ' '/I I \•/• C� WPl, _ I � CVTI ZPOND C 5758 BIT //rI : ELPIE METRICCURB 0 I 1 IN 66'PEBi Sat-35 791ID REPLACE EWI CLIMB Wp9C W 0 21116x Lo dmEN (RE E3DO) PHASE )wo JU UDH PO E, / p6 (>YPa)l , i � �// 57 I I I 1; 1 lii'i illili I 1 II CC 0 O I; IIII I IN , / ' /�� r / Y / / J j((V ILLID I I I I I I III 1 I // •A. I' l '/ �V '/ J LL m MPflOX LOCATION OF EXIST SS (PER RECORD PLAN) W rn.w/ x J Rae AV N)N/J/4 r / a VJ U N I � , � v AND P OTECT LOCATION ACE / I 1 1 I J '( / I • n•7 FT: SB2fi FL �5 r AND PROTECT N PIKE PROPOSED DETENTION POND D Z , �\ i 1 /J 3 � / 5834 EL r mocv - ODO K-F7 _I 1 1 \ 588.7 i1 / / R/inr/ro <Jnrc R. CA N: OETBRIDN PEOIBED-0130 K-iT o I 1 i I'9 i j t--`` 50.78 R ' r TOTAL DETAINED WIRE - OA51 AC -FT / / / prrRtt'. ASt X.SpJ. N7 r ' MA R 16 L REIEAY (S -,63 CFS /// N, 8' m ro GRADE I -_ / Q r / // // .)r /ll `i ) 1 1 1 ?` , SB.43 FL 59m EL / SPILLWAY 50463' I RN 5055.77 1 5856 R /// 5967 CB / / Q d 5891 R r Y/i'i - i // / _ / I I ; n ; sB.79 R I / % R. ree�� LD /, / / , / , / I I I IEIDOATFD OAIID[N Y��p+4 `L9 Z ,! SHEDS Bt 0001.46 1E 3� 37748 �: Q i i / /, / /i /� ' / // I ``\ ' I $ --I+•- (RE I.SfIPE) 1 5935 R t / .48 1E 'O / / / OAt dxtB ` n / 20 0 10 O +-/ 0 mP. RE Cam) GENERA! NOTES: /// ♦s^ / % / / / /' / % r1 / -i .70 YE I. AXY pIAUliD aAtO, (1fRER AND SOEWIx EI�TNO PRIOR TO ✓♦' 1 / / / J N / DINE ENIRAIDE D OR R61CDaA AS VEIL AS SCALE N FEET ..n,.: C LOT (F f. CARBON m / , I I l(/t / 9E 1tl1E 1 yTpEEIS• 9DE>•L16. aM95 ND SHALL B. REMACI7ID. R RMiO OR TO CITY FDUE Fro FIAT (B: L9fAPE) % I 11 IL J E 'll CONSRBx:IpN Or TH5 PROECT. SHALL BE IQPIKID OR R6laED ro CID OF Ea(f Coloray of Fort ••�-,CIAO,. a.„.,, a.a STORMWCOLLINSS ATER MANHOLE-16 NS �AT THE5 �� PRIOR To ME �f� or UITILITY PLANInsAPPROVAdL RIPROWENTS AID/OR PRIOR ro THIS SAmNCE OF THE FIRST CERTIFICATE OF OCOPANCT. INV IN (E) 15- RCP= 5950.42 2. IIMS OF SKEET aR ARE APRDXOIATE. FINAL INOS ACE To BE BEIFRYRFD N THE FIELD I" IN 5 15' RCP= 505OZO / sp , l II I� - - - O I� 1 j INV OUT (W) 15- RCP- IN 71E CITY OF idtt CQIxS FNWIFF"14SPECTM N1 REPAIRS TO ff N KCOIDYCE APPROVED: � t____ 501968 •TIN CRY 9REEf REPAN SILIOVDS PT DX LOCATION OF EXIST SSMH - r ` /r '/ --RNSEO PUNKAS BY OWNER (RE ($PIPE) 1 I I I I I \ i I 3. PPE DmTNO DIWE APPR01L11 nNT b ro RELAN S NOT COMPLIANT WIM CURRENT AM C1ECIffJI BV: w.s y PoN 50/6b5S % .'1 = _ _ _ s _ I \ _ , -�-� - I I DUN P BART OF THIS S REACT. 1 ND REIiARLBR D' THE DldlE MNiO/tl11141 BE WDIAED AS 6${$ INV OUT (NE) 5038951 - s Rft o Os9 O ECNEO BY: 1�14 /� 1 5 S `\ I INV (N) M499A I6' RV PARE Of IIK � (PER RECORD RAN) I I I \ I INV IS) wwA4 IS- RCP 4. p6R9ETER DEAN PIPE SHALL BE PERFORATED 6' SDR 35 PVC WON TWO M W DIVIETM 4]ECI<FD BY: I IA. 4WATER MANHOLE-17 / / ' / , ,.` - I .) / \ \ E I NOES 6' M JW KNff PIKED AIINC THE BOTTOM SIDE OF PPE T,� a.,. RIM- 5046.45 / - �� (]ECI�DBY: AM - 2761 B(OFFSET FROM RIM) - S ,)A -'(OFFSET FROM RIM) / d/ - / ' ,1 i / HiR� PapaYl,ie-Y :ORR, PVC- 5043,03 QQ CNECIO:DBY: (OFFSET FROM RIM) /l \\ 1/ I\ U 1 2 6e BMpnaYP w_ C1.00 E 24' RCP= 5035.93 I I "" ry r" ` I \ CHECKm BY, STORMWATER STRUCTURE-2 / TOP OF GRATE ON CONCRETE CYLINDER- 5041 I TOP OF CONCRETE AT 1.5" WIDE OPENING (E)= 5039 67 INV IN (SE) 24' RCP- 35.51 / INV OUT (SW) ta" RCP- 503550 -MANHOLE SHOWN ON THE EXHIBIT (NOTED A5 •MISSIN FROM T It PREVIOUS SURVEY") TO THE SOUTH FROM SIRUCNRE-24 ¢6ULD NO BE LOCH D IN THE ELD 25 P CONC INLET / 4vuTE.5041 e _..0 A� Vn"- R 50156 LOCK / IS- GONG FES'Y/ RIPFIP M 5034343 INTO DOM INI POND TO BE YOBBIED / ADDITIONAL BOB"BEB]" (IDpIIONAL 11 S903 CF) T / 2' NIOE SDFT BOIRMI PAN AT 0581 / ORMWATER STRUCTURE-20 ''''••��� ' ' / ' ' // /- / / �rcsb / / P OF CONC BOX (SPILL LEVEL)- 5034.i5 \ - �'- / / / / INV IN (E) 18" �503458 3534 YE' , INV OUT,( ;$' RCP= 5034 MODIFY OUTLET WE ET SIRUCI2 �. i !'/' _ _ - / /�/ / INJ (s: FOR MIER OUALP KATE I. (W. FASTEN DOMINO ORIFICE MOR PIPE1. / / /•� INv (x) so43 s' )E .3 WM26 IWI$a 24' RCP - ----- - EXISTING `�•'`- /�' �o-j�y�` � �_- DETENTION ---_-- POND B MM5045.80 EAIJB - - INv (E) 503580 8' PIC-SQW�= / / >` ______ INv (W)5035b59'PCY �— ,..- � _ -- ___--3�af NEW MERCER COMBINATION MIEE B-1 �•" - <� 7/� T �\ " �8 - ""' _ COMBINATION (RE. O.I6, - _COMBINATIONWMEf B_2 /- J• STORM MMWN B ---`'0�*-=--- - -- - - - (NE CIAO) / 12' RCP MASS / •. OPPROX LOCAnON OF DIM SS - - _ __ --'- - __ - - ----------- lE)RLTANSC WALLy 46N94 (PER RECORD PLAN) - — MRM OWN B (RE CI.40)) _ 18' OONC FES B-I Y/ RWMP r S ��d—`;1 ( R__ 6' `,53fZ Fy9{' 5330 R _ __5332 R B .S 53�48 FL \ HIEHUN SEE•q.00 _l - - 53.78 R 5371 R / 5 .\5`\�\vE 90 I lF 8' SOIIO Spq.JS , \! COMBINATION MIFF J'Tf, B-3 a-3 (RE 0 E 1N 1R / R 5080 R 5131 FL /' / 51 FG SOM YE 5095 FL 157 FI. l D1 R 5U22 YE 1 I St b6 R. I 150 iC,5021 WE / 518 ME ­ 'S198 FL I 5 1.11 R -- 5198 R. — — -- -� — — APIU 57N FL 1 1 / TO F -- 5197 R .195 R-- `>2 1 52.47 V y5225 ft 5228 FL S2[R R \ 5235 R 12 R \ /\53B5 R 1 /` IN✓ (� W4 6 93 BY / ' / / / CIFW OR BOND FROMFROMDOMING POND WRE1 R-so41�- l 1 , GRAVE PoY by-- cFADE ASPHALT mm�m AWE- uu anon rannunox csxn. orwon.00 I�4arvn-I 101f]]�IMI ca Z 0 O y C J� Z U r _ Q LL x W Ir U) Z W J ov U c c m 0 0 O m LL Z O C co W } 0 ~ ¢ cli Zg .'� a. "rod Q � 37148 4 Z 20 0 20Insiongems 40 0 SCNE II FEET I.va rtmn: Qom. IaW lv UNngltn: city of Fort Collins, Colorado"""°' UTILITY PLAN APPROVAL APPROVED: /s• -�3 II,Y •IA_ CHECKED BY: B'RPA/AT• JG/IGIJCIY yO""'I"-I' ��1 a' Ilolow �oz CHECKED BY: i )A DIECKER BY VA FN��/4P MTi (ISY O CHECKER BY FmvonvwPl� Pr CHECKER BY: IyNs i . i I \ c 3 ■ •� •• • •• _ /5/97 fCJ �l I I T54R4 M `54D6 FL , O k k MATCHLINE SEE C1.30 c / '— l L c, =■■ L on ■■ on no ■■ ■■ ■■ on ■■ ■■ It on ■■ ■■ ON ■■flon,■■moom■■ ■■ ■■�In ■ momme■■ mosmome somms mosomme■■moom■■mm ■■ Y ■ r J fD _ r i J/ L I ' U ---- 5Cj2200 I I 8700• WIE w 5050E° I / ■ ,' 9 1F B• PC 012� 1 `5635 FC 9 � 24 8' P.0 0 Ix ' 5592 FC i W ,> 5635 FC J- YOL�INSSENIOR CENTER P. U.D. ^� °'x _-_ I \�\ a, ■ L )RT JO OLLINS SENIOR CENTER 1 ■101L■ R SIDPEi N THIS AREA'\\5aH6 I' 9 56 FL 'dI \ � CURB ND fi1f1ER AND1RAINTREE DRIVE 5 ■ S� THROUGH ■ai BUILDING EXPANSION 5su FG� ' 7� \ \ Pam NY D D 701W R"" — •°u^ (RE S1aKT, AM) / FFE 5M7J aARCH 100'-0• 5882 FG X,,� 45 V 4' AIOGED W POEOIaTED F'LC 6' Im CONNECTION I 1 <` W/ 1w0-WAY CO a5s7 RSm-JS 0 ODS (SET m TOP DE Fd71WG , r ' NJ SOSlm RE KEP 568E F 1■ r ( ) �`� ` SSDB YE'ITRA CT !� // r FRDw W4 ro a PrF a s a T) ssm Fc/ `7 `X 2111f 10- At 01x--56.73 FG - ` Ss2J R �.—.—,_.—.—. ' , r 56J8 FC lJ'- 55b3 FL TT / au.va-m4 I. .----- -T �`.' . ♦ OS COFMELFpN< `e S6b1 -v i / uu: •slim unlx.axxv ■ T -y 45- BETA ON 5019.1 NV 51154J0 (COOPD `� r / rox+�•xsuvx9auxxxrauwm ■ II - r , awewow muxE. aKnuvxn -i (RE S R Dp W/ FOUI■A 0) \ 552E R — — i 45 BFNDINYSW6m ,-5` M,� GRADE // // Call 811 w-1m—u— _ (RE: STRUM) /j� ] 1) i�. / / 4' W W/ m .Is lr 6• P.c 0 2i' : ` t ` 55M R ■ M 5049.10 (SET ON TOP OF ------.- ---.-.-w— . > 56.45 R ■ FOUNDATION. RE SDRKT, ARCH) -i____r_________________ I 1 <` i i ^``, i ' `� 57D8 "r �' �, I .I 5529 R 7 1 j I I I `v, r>�. `� Y ♦ `�`, r ``� `\ 1I 1 12T8' WYE 7 / j/ / z 0 r57m �.RR 1 T I PB'S05035 '�/ /^` \ � O U C ■ i I I DS (�CITO, ✓/ 57D9 !' i ,' ' O �� . TAPER CURB 1 _ _ - i \ / N FWND1710N (AP, RE SINUCI) I I`` . 56.10 FL 7 IF 12' PVC 0 1x _ C II. I I i ; IN PF/ws3m� s7DB FG "/ � i� (RE'C3m /---� I / r' ) I ' NATO TBC o i / . . w /, 17 ff12'PC OIx I \ _ _ /lL•,L �• U W IF 4' ADDED 10 I L P76ORATED i50 I ' , \ ON W54.30 (COORD / 1 ' r 27 If 6' PVC 0 2- . i I ,' l X / O w I Sm-TS o I az ; I i - p W/ fdM4710N) 1 : , 1 ` m iC 5625 R ` '' ` ; i �SSbJ ME / / s]° ,1/IE� /) I -- Q LL w I i 56b0 I I I `�'I`1 91f 4' PVC 02i CL ZI I. I I I I I1 IJ IF 6'P1C O2i , 9LL12•iYC O,i' r' r/ 55 / �/ ■ I I I I 4' W CONNECTION I °' RD CONNECTION 15 IF 12' PYC 0li / ' 1 i•'?` O . ' r 56./8 TBC R / I/ICI I- ■ `-- --, W/ 7W0-WAY m I W/ TWO-WAY CO---, 56.75 ` t- \` I. : ^\�>'' r/ 9B FL \�'� 4T / l�- I �01 w Nr7 SM7m Kra: STNKT) Nry sos3m ( IEP) _ ______ se_7D Fc ___ LS .\56.73 FL. 5681•.\56BB 1E I I 1 5658 FO 5 ♦ fi WtE m COINIECIION BUILDING EXPANSION / 27LF6•PA:O9s2i ------ Msosz73 NY506Ts0(wamw/M)------------------- FFE 505DI-ARp1 93'-0' I I I ♦•I 56M FC � 6• CO TO MADE � i ♦ TAPER CURB r • / - 4>;` SwOfi �MDF-�Rec.. No. 06-0021 w Z_ m CO■ECTION 1 I I 56 - _.56. 5fN967 .\` ( ` /'/ 56.1E R 14 ff 8' RC 0 2% - .\ - - - - - - - - - - _-!�__ ■Y' m I 25 If 12'PVC O1Di '\ 56.42R ``. .^ r 5621F / J 6' RD AND 4' DS cmar ION 4' DN CONC IN W/ % I I 'L 1 i.. _ .%s1 R_ , ` 5621 FL . e /1- Z J ■ RN 5051m (RE:' MP) I MET GRAIN i I 55D5 F 1` 16 IF f2' RC O lx _--.56� � `� i 14 If °' PC 0 2x j / \ � 0 i I M' NW 504975 01 7 I RELOCATED Ci 40PY `. `�: ; °S CONNECTION 5520 WE i WN °E 50{925 021 JB IF E' 1mGm UD I I I 7 TAPER CUI✓0 -l8s,, / NY 505350 (COORD IN FNO) / \ ON 5■ 5049D5 021 LF4" EO I I TAPER DEN■ !lily Easement per U ■ IS IF 6' PYC O 1Dx / SOR�U' O IDx i i , 56.42 y � T� / / \ > ■ ! / 75 ff 72' fsC 0 tAi I ` SSB7 R -- __ _ /' S639 R F o. �350/5749 \ p o Dux n cYwEn I I / 'S599 R / J3 ME i �' / / �y /1>i. LL PourtO5a39 I / ., __i r/� O _ OD irvv.ao45.19 t2' RCP 4' Co TO C�IUIDIEF _ I l 5655 56A9 7BC i i / 5622 R / / // �''eT , \\ LL OD �/ ■ **I'm ' UD CONECTION TO DOST SIT Nf EY I M V 4' fMaMM M ON 504]22 i / , i / / j \ \ O C / m 50168E 10 E• TOE FIFX PERRMTED PC I b9 R % ■ CXR](WTE NUKE CHECK VALVE OR SORT O 1Di OS mINEC10N - Q APPROVED SUBSTRNIDN DORE A = _ _ — N/ sm2m- I ; / I ' I I �� DROLLY PROTECT ROSY L AMM ,� - - � I �■�+ AND 00xs W/ OTHER CONNECTIONS) ________________ �" /// V N 9IS.r-■�-UEUE—UE UE E •,r1.]J IE - 54.77 FG 54.W iC 7 ff 12' PC 0 1 Ai 1 11' SD COMECTON TO Orr SD MET _ - � 519E R i 0 fO / / (D N1' 50/B20 5395 1E _ -__ . (CORE a mart. PROTECT EXIST LADDER) % �1 s435R 45 IF 121PPC 0 T nx - - --- / 1 s4a R - ' / ss.4e a O �73 R \ /�Aj / / \� / i 99 // /// xE� w / �� - C7 11 li i 6' GRADE/ - 018/ /) •/ / j �� ` _ rvzala 5b5 \ �� /5536R / 1 .`Y' - // i3714OCre 1N z m RI SSDe R - - - --rtl¢r------------ - - - - - - - - - ASPHALT m lcrrtoz,D 55.1f FL f/ / / ' 0 � �/ ll 10 0 10 20 �/ ■ I - I r / J SCALE N FEET uw rw �wxu1'. In 5055' City of Fort Collins, Colorado ow ly I �B/ / / UTILITY PLAN APPROVAL RI ■ i / `oAPPnovED:< ■ / E CHECIG:D Dr. //�Y ■ ----- \\\ — T-- -- --—�'1--- k `\�` u� P\ //u[ —__uE CHECKED BY: LHEDKEO BY: C CKEDBY: NOTES: CNEdfFD BY: P•y■tl'R.v�sa�A Y 1 ALL SAND UNOMM POE SHALL BE PC SDA-3° TORE C 1 2 O CHECKED BY: / ' - iD 2 1 NOTES: m CORRECT TO EXIST CO ALL STORY Aw UtRflNDNN PPE SITYL 8E PNC 90R-35 t NY 5oso5o (wrF1'vzE LOGTIW AND W) A. td ; APPROX LDCAIgN OF EXIST 8" 5"NO D W _ (PER RECORD PITY) \ I elm• wwE w/ 818• t -- -- \ '°�° EVENSTAR COURT MA ' 30 IF 8• P4C 0 0.75% 1 NJ SOSl n7 RIMrtoSUA7 (VAULT) iR 4797 (OETIPo ATRO RE9 TOR PULE \ \ r/s� 8' 50 1 GRADE II Icor9Ecr TO MI RD \ 30 lF 8• P4C a 0.75x NV S051 D7 \ / \ / NSTNL rEw oR9IO[ PURE N k705T RbET OFV 50503/2 \ - \\ / \ \ / 1/4• GAY mn PLATE w/ 9.1. OPE70NG (VETEr Slff, LOCATION AND53.41 FG-ENCE IMF 54J9 YE li 8' PAC PO 0 O75x \ � \ (MATCH EIOS7PIG CORxRR3XN) 5492 YE —uE� - E—_ / UE _ �-`�— Rp— `r RD--RU—�Rp R RU— -R 1 $4Ji1 YE 53b8 \,'� 5297 YE �." L 1E 9�u�6'RC„ CpwFLDOM-- NV5050.43 ( ,.^.\, 543/ FG / / / \ \\ / - L_/ - - I n' , 1 �«.,•. DOME ;S/AS m ! m o%Kc ION i` 53D2 FL 5234 ME \ I 'i 41I, 1, mn rmo,lim FFE=5055.1� os ooRccnoN 53.n F1 S3 - `f ' -- I vu7as avua Dua m (1) 4' WIDE DOOR s<.0 \ os�9.,ION ; sos it x.p AAAAUWQ`A.9REYU . 7 LF 8• PC 0 0.75f `\ `� I `3 4, I I r9R.Re l«wxc ar uxorAcaouxo / M al VRlRIES� \ zt LF s• PAC 9D a o7sx — � may, ------- \ I I \` � Cell 811 54.43 FG \ 1 R. ARGI / �. DS CONNECTION 535329 FL\ I (IE: ) elm• 45' a781 `. .44 I / INLET W 5=55 \ 39 LF 8• PC PO 0 0,75% I / Rl.rt 522 I 1 4 LF 8• PC 0 0.752 \. 54.42 FG I EXISTING PARKING LOT DE79MMM POND b ( �\ `\ 5492 \ I IPPIN7X 1' DFFP (M 5053301 i I EI O 0 \y15.- I ARA - o.0 AC @ /..�� wUW DETAINED Iy90 CIF \\\ RAP w/ HARD RM M R: LSCAPE) 5398 R RTFA4 RATE 498 US , I F C 1 5502 FG m'-0• 1� I 5351 R I BUILDING EXPANSION ssm PO ___ 5�)� --__ 53h P I SJ.12 YE / I I Z IFFE 50553-ARCH 3A7\FL 1 ./I I ( 1 LL // I ---- 55m FG / I 5192 FG _ RAMP w/ HARD W8 (RE: ARCH) — 8 PO mRERE, w co ssm T - ,i °f 5sDO I Wsosl9z (IE: MEP) 5492 Fc - .n n�j/j FFE=5055.1 BLF B•PC 01% 54.42F ,in, N. W 53-0F 1—; q 1 \ I 11 DS OOINECRON m EE I I \4TJ I LL s49e 8' IDS INLET W/ BRASS GRATE 1— 53 AM i W 5051 DO D5 CONINECIION , \ 1, _ `f - W Z 117LF8•PVC 01% W5=93 I /7), \\\ I J 155m FG 5/52 FG lax DS 1 I I Z 0 1 SOSIb9 m 5051 Al I I W c� 55DB IH\ 4• CO TO GRADE SSm FG 32 LF 8• PC R1 0 0.75x I I ICI'^ I /. 1 5510 FG Nv 505197 55m Two (2) 819• 45' REND I I) I L C > EXISTING ONE STORY NOS617 i S i O 0 o BUILDING MANSION 4• CO TO GRACE 5398 rL i 5 I I m BRICK BUILDING In5057.1-ALaIIW'-0 W'�151 �n I �I �/A s " .P n xw,eR / 51LL .75 PO rd 7 LF 8' 5481 ITS I W PC 0 Ix 54M FG 5432 I 11 LF 8• PRC 0 1% -/ Cc \ SSM A. I I �� '^O 51.70 71 FG .46 905 I I/ I I V/ U .n FG 5437 54.701Tb `�� I v, / I !•PO TWO-WAY I I I I \ N1 Tw0RE.- P) 13 /� 54.19 iL 5390 FL -- _ ------ ---------- ------ -------------- NI Sm1.49 (R: REP) 55.13 29 LF 8• PIC 0 0.75x Z I 4iY• OPfXmIG ;�" 5859 iC / I tTIPOI1GHl wN1 I 53 R' SSJI YE it Z 4 54J9 FGIs }, R I I Z Ja W smGl59 \ 1 54.10 11E 9 D B• P.5 0Ix I `\^^\'I. 5397 R Q 89 P8• P.0 0Ix 5419 ME---r___ _________yyyLLL\\\ DS CONNECTION lonx Blbl I j i `5387 YEON 5051 As _ J 968•PAC O Bx ,\, Y~o-- I I I 1 / //// 10 0 10_. 20 OF 0 1 5433 FL I , 5402 iL \\, la o•. I I ___ I / / / /� SCARE N FEET------------ 18 IF 8• PVC 0 1% i 7 i 5420 Fl. „� City of Fort Collins, Colorado R•`�°°"" n°" 4"• / / / UTILITY PLAN APPROVAL I 54.N YE as Fly/ / 1 1 � / 7111 / APPROVED' �� Oe. ■w00001■NOwe� we an No wO�■■■■ /0a a EMINI, wI} � amp w■ � N■ I�w so ■■gym■ am on on 000w1m■ ■■ ■� ■�0w�■ i 1 / CMECIQD BY. Wv uRy m I MATCHUNE SEE CI / / / - DS CMECIION CHELIOED BY: a rr. nav _ IW 505120 Blm' w1E ON 505088 1 % " 9 LF 8• PVC 0 Ix j 37146 c CHECID:D BY: u. - CHECIQEDBY: / mubo.>aa ,/ / MPROM aN (BE)$OJ9J9 B' S,EEL (PLUEGEOj / / / % / E11 drill// IM' (52) 503tb9 E' z , V vN (SM1503)b9 B•WL % IM' r(,wj W3419912' E JI1A24J1 w�c l � /i ( N WHET SfR11C11.WE 1 H 11MU4 / K 11137w/01,/ / E 3111892201 I // l Ill/ll 11I Al//l I 1 �I`lI �l j 11 1 1 I I 1 / II III rI/ 01✓EC110114 BOREO k%IEk WHM) I111 ill, jl it (caoRBw/c1K9Lawtw) n(r liglll / �,� 1 1 1 1 1 1111 III I 11 1 I tl ` I I 1 \ 1 1` r DETENTION POND D✓ I Y IB0 10100 10M0 10180 Sf0tb11 DRAIN A PROFILE SEAL 1'40' HORO: 1'-0' VER1 11+20 1116( *60 10400 10+40 10480 to SfORN DRAIN A PLAN SME. I'-M' 11+2O 11160 STORM DRAIN B PROFILE 12100 12H0 12480 1312 unMr. rrnuw.mmu uumnnr xvnRunu m,Rxamaxrm 9sraar,9a, vuz easiness own m xuvxr b lltll! Ydl O,4 U1Cl, tl1IXUV1R (q M xMTlf V WKIIQpM M!)®1 M41116. call 811 Z 0 _O VJ U Z r ^Q U. LL X w M U) Z J W U I ; oC o 0 O 0 w 0 (n ♦ , N (J V Z Q Z g aW Q� lL 00 H Of U) a City of Fort Collins, Coloredo - UTILITY PLAN APPROVAL APaBovED: 34A.x'iwa� Hµ� r CHECKEDBY: A* � a hti.exxe o•. CHECKED BY: �°ems Bxm �q� CHECKED BY: �dw �ti�roN:ia "r^� CHECKED BY: /`� �_ � 37146CIo=D Bv: CHECKED [L27.61 40 •nnl BY: or ft9ED GI➢E �s�t469P`� � �yy ; � F�DaNC MANE 9 taT� NSS'G'n'10'" e M LYE lmrt �ar�I&,mlA •. ,a N Erx-. � 1 R.� •. p��g Tp MBC /ILO OUf � ,• a anxTeTE 2 N. W. Ram �� e11'IXr MmL bMY NSDC Ow[iP Oi T YYNQE 9NlL B[ e4 fPIlAS: L1 wMKE[ ffiffi iN1 a'LLSBY. 2.ww� bx 27 AL1 711 WAY STANDARD MANHOLE Q e°J^.JI �1°O ITOIW.ATl11 D-3 „eL•,E •�� —N,—.a— OollsTiwcna■ oarAu p1E' „nro" Dom$ Di e" TO Dwth AwNA a e/Y Cmpab Smem Nltll 1Re a�O�'sINmE Ya1We oft tNtionllI Nm .' a .DN amlme/aYmtM 2, A and b mad ad IEPIaae. M Nnl AmMI/rgnvMe Gal RAW 0. EIuON Rab Bs 12" Ola. A s.r) (SeE NaE a bb. Ia Yam) —VTR). Gads \_Bd*q 9Nad `OMN.ed sa N NYVNY. mm b eadr9d +, maery wl tlY mat asa ueN. MrEi,E EPEdCNe q eY Iaml DW AY. Wb b NNwnrA a E> m m •l0 apol/mINMmNA eeN Nr bev b e d) AI M ad rAga Eer. rM IA •ninsle mb I-ePNd+ N. o Eal!/alYn, an End: Ala) AIYr .sselm exw Tr .Ntll Epee Ala b m» nlm Ie• nd NM Nm 12" tielE um IY aAEU, smnaEr of Be Pb. IMP a N nea a adsE eqe IRA PY a camtb nPNaIINA wdbls. Raa b DNysIR MEYdEYi Oereleral ep.aro.sa. b mllgmlNn Yd baYN m*e ft N IEIiaPIONtl acu, a dfENEeM aw M b ,EpteeV. Add • nEAtlIEP. N dfir, Am1ENE, E niMW a m EIUE .avae Pad mi b IEPInMM. maNu eAN , bul M Ydi Nunn Ee.w EM eE m b miA RM ®APE w anw a IErddY eere0 bribe nmbAd M b alYaa b a NMa 12" ME ppe. ,. �Jm EYI .OP) M M AA M mIm lilt m s T v rimer. aO NR ,m YL Y i mo q sA uaY GRATINGG DETAL Tt I crcun LIFTING NOTES „DESIGN NOTES N/ C @LRAM Alm NE:, b 10 P m 91FOY Y,(1NO YCWY[ EI camo[ s m mr,eat snmmB Ew.a e N� • Arx Nw .rr° w�eE a'1e' a r as .) mdr: ulll am r.mrwm SINGLE CURB INLET CITY OF FORT coums TIT ums STORMIFAT�t OTIIITY P.O. T iBO, ►ORI' COIDIINB, CO. 80622 weN m: i, m (970) 221-6700 nrz wan: ya/m SMALLER ROCKS TO BE NAND PLACED SEE SLOPE FOR SL01E SDEouATON ORI�4x TYPE L it,. 91 OR A P SHOWN 4 (TYP) RIPRAP TO BE Mo HAND PLAM E B TR�W91pN SLOPE 19 OM NDRN NFAfAN GREEN G750, TURF RONNORODW OR APRDED SUB50MION 9. p COYPACIm WE WADWAIL GRAN" B DDNG I (92E AS REO'0) MATERIAL Lw B CONCEDE BEDDING Q5 REOb.) ., ❑• m FILTER FAHNC (TYP) 1, SECMN A -A PREPARED SUBMADE /� SDSTeC IND ww VIE-1E((IWN(1 d 11 (yam NfRN ' ...• IN 0 WC(N WME O Q5D• iLR' RPRAP SOING SDES a rES OI MPRO,FD qjEESTTE ILVF DOM SPl1U1 TYPE W DSO-6- UUER ROOIQ TYPE L 050-9" FORSLOPE STI�p E R/kD TYPE N MO-12' PPE F& 01011R LI 2" NR fAP TYPE N O10>HB" (SIZE,LS NRFD) 12. TYPE W C50-24" MRIETRIC 45' O)DW SMALLER BOOTS TO BE HAND PLACED GO ORM pGSOpNT ` A� OE OP OF PATE AD NL OR 13' DEEP OMEr CUDUR SLOPE STABURATION PIPE NL TETT (5� AS NOTED) LOWE R TO j p OEWOM ODEVL \ . MUM���I►111�� _ m J AJ TRENCH DETAIL SECTION B-B IARn®e NwuNrY CO"MCTION RRPEION N0: 1 DRAWING STORM SEWER HEADWALL RIPRAP DETAIL BTRm sreN�RARDR DRnmFGS EHEU, ere/o7/00 2201 NIS - W. D-43 I Nai'YIT , 11mijin II, HE Follm RAHM Mt�O erNw, �.—_J I� 0or■eAra �ifiFJklW 1:11" H:iC1H ur�nlm�nnc�n �000�ooA �7MMIW.1EiF7 W Fa lal�ee�?lonon E.�dE115/fFaF3Flli s.7E�R_fid�[iFl FOR ORCIED ODNCFEM ARCH PK RWLL• CDNCltM Pn BENUE& N07M 1, m.\® O%Y Y-tl110 x. coennE Elm sralloae Nero s nwmm tllx lout ow eNOD.t a 2. 16mF tlM/mlMlNll Ym XMf OE m1YA1C pD EQIMN Nm PPC GWL YVmI. CgP sfE NE ses,mnemw aWr w all Neva vvu er Nnulm A MW WEr Om ON) a is aria EEn a M aunn or M NE ImYIGll IDCYID TYil1Ea EIm SFLIOI e, lEp USm. AUS Mnllam N M Is U. u U. ANrawP. CONCRETE END SECTIONS vaglomml .TERM■ATO DUAL rnbu ca■TMIGTIO■ AuAITPOiD: o/N,D-15 w. AREA DRAIN NOTES, CONC ONIAR- 1. AREA DRAW CORN TO BE R,LOPIAST NS-20 CABS RATED HINGED GRATE OR APPROVED EOM N TRAFFIC AREA& TOPSC 2. AREA DEAN NLEIS N PEOM" LAMAS SHALL BE M79M WAIN PFDFSIRIW RATED COMPACTED RN]071 (TYP) GRATE. 3. NET Sff PER RAN SURROAD NIE MAN W/ - 1'!" SQUEG E (TIP) (r IAA CAST RON COVER N PAVEYOO NO L90SCAPE AREAS WASS COMER N WALKS GILL IuOmIIuTx IE QaMAFaMEaRDYmlI{eGIIu-X,IXa24tNaMWVVI,n uVntlNnln,en%I EPX/uMcaRl1 U 811T NA,I z 0 0 y U z Q li w w z F J z w U � a: o o 0 m LL z Q c 2 VIIIGED GRATE CO.'ED AND PVTAt WORDING 10 WICN IIIIIIY W � N CRwDAM N �PAYOOO B" INN COLLAR NCRETE LOLLNt NINE ORAIN ITSET ION SEE PIPE DO MIC DETNL RRRAR �� CONC COLLAR CLEAWA snn PLC IN LANDSCAPE AF ONLY �IL� 0 CAST RM �I� IIJ 2 CUR ERNE ADD COVER THREADED ADAPTOR NO CAP Q J IRROR LINE FOR OOIIBIF CIFINWI 4' BMW BOTTOM OF COVER STAMM (N-20) RATED Z �y I ASS SERYU sR NLE NLNE CAST IRON GRATE RNLINE DRAIN RUG P TOM" AREA DRAIN DETAIL 4 NTS 0 0 SOMM LNE r. NOTES: FLOW City of Fort Collins, Colorado NA` WHEN ROOF DRAINCONNECTION 5 NSLAIM IN S1100ED INFA DORM OONC OMASOEM 2" C UTILITY PLAN APPROVAL allDW TOP OF 0" USE REDUCER FITTINGS AS NECESNO M CONNECT TO ORNN LINE CON UE CRADLE TO • SPRIND LK COEPACIED GRAN" NIL TM1NH W01H BEDMIG p APPROVED. E,OY ti WN CHECNBD BY: l* ROOF DRAIN DETAIL 2 STORM/SANITARY CLEANOUT DETAIL /1 w.l. CNECIffDBY: NTS - HIS - uAw MAYaw �rl CHECPXED BY: BY: t "A 2761 } 37146 9 •� w CNECIO:D BY: .2 B m WELL SCREEN SECTION A -A T v� J�. • `1 !u am aD•a FaKI aKNt Ra[ eaND w fru •/r naetss Rwm myNA/m m3.o r w�tR swam A B� D Wd can Lr os. ,A' m m mall PLAN m 1oa rerc N R 3 1 a rod mK a Oro. mP. °e Nwirtn MT , y� SECTION D-D r. o n.7Or Wr[ oaM Fair w 7fe RMi U ua fwf it GENERAL NOTES al mlK)Pa) 1. OIaO[ affl L afD 6 YC a M-fldfl6 al fEdn. na mxiNol s mom ue mayor A• wu moca rr Kw is Roc Nr•f �, a allow ew rus r ,00-¢w Cuna7 y ,A' on= ors Sr s s K .. WE R..0 ,1 �A" r ml awf soma M A �.� •�irt0 AY Yaa[ I.wa{i e[! e,rAw raa awl K weem Rm. AUKIet r ewi sm a7mi �>� rww®••wNKrlram rwm 1r 12� m°O�oaT�"Rn a F••'r • CITY OF FORT COI.LUT UTILITIES UTILITY T SECTION C-C P.O. BO% 580, FORT COIJIITs, CO. 80822 X 580, P Err C h (970) 221-6700 B JM mx „f� a� Oci IRr1 MO. NbMm MT e 10 Aflp OAE O(0M 1NmI Ao1 D a Roc my D PLAN N FLOW CONTROL PLATE SECTION B-B -- LEGEND 1A_ J ME aL rfa m ARSRE TIONS oOnmN[ tR fu ane•a m. Tax w weaa w �nl a fame arN•e •nrmK w fox a n.K w w. waN w eNa awm oKaa NRf rvr 1. iKa asnfrnfN .) ru w eNw a fouau• at oa a fom F NeNa aw. lam • a M. A pm rl y m W. a yayv Ir O.a DkV. C aau 9e1 fld. eK for L. .M w .a w r rn M r a Ray A f a tour¢ i S• tlN roAlra rNa wR wins (M la'Ma 1crY FNy1110 awn aaaNrt 1 wN •Rm awnr Roc Nw TTfr r saint KNaE MtnK 1e• o i .. � an Km r .•� nwa ww •a maN Kr..a �.: „� sma awnr Roc .. . ............: . . srKe�slm ,wce .nlym erRwfrowt ltta a tin ND sers WELL SCREEN tmmec a SECTION A -A anal we J° K� M y R ea7wm S i1MZ MR N SECTION D-D GENERALNOTES 1. mom •wa K G7wa w K Ckii as Nevv. = Iw[ e� Y•!r9 � O� Na aaal l9wl � Doff amn sneanK SECTION C-C OETWON POND TYPE L RPPAP (O fP7. 1•4• M J `NORIN AkVWM MIN CM Ms RDWOMBAEK wT EMERGENCY SPILLWAY DETAIL HIS �..�r as ♦r sc d r...Afne. ettxs.x•. - z — — orAt. Irw � i AYJ Jt PLAN; ,• Oro.) `y3was am wNR a FLOW can3na FUTE EXISTING POND B OUTLET STRUCTURE (REFERANCE ONLY) n SECTION B-B NTS - SoIRCE 9MOTM M7L1T M FAWRS MM SET FOR RANIKE PVr® UR DflIlOPLEM MIM 12/I1/,885 LEGEND A A >ma. iK.Amm � win ABBREVIATIONS i. 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KFu w mlmerw DooR 1a De:••1oA aaoaL FJ< IOF M w. NBanw[ •wNnu•a ne SaADKa Rw6 M /mmla sK/KNrw Kp5 Aw Dome o a Wlfe a n. K7r w aameN]l Dumt snuaoL uomt ¢lino.*. wa fa ¢1NLs a mu Haug a tare 1 eolnw m Im UYIm R ReewVm Oewl®Ole f001R Sl•mAK RFINNNIet mrMaDK nla I' oarnm a oa0a' m City of Fort Collins, Colorado .MjelmiAacrcwmn UTILITY PLAN APPROVAL / / •l:. reoND Ram NOC � KM�°�Dalc 17' 1R3 1 P" au tw w.••a s.•e / : 3- M Oa ND WBfD rm Lora tK 1F1•pK ON•I IfFNE A � WATER QULATiY OUTLET STRUCTURE DETAIL FOR POND B : TYPICAL PERIMETER DRAIN DETAILr.1 to m WATER QUALITY OUTLET STRUCTURE DETAILS D-48 11 I nn,.t,•.� iM r. i A:A APPROVEp: � -� �3 ter. CHECKED BY: uA- wr o. CNECNED BY: eeYY p a1Ea®er: .lib Tl7 — T Cr O'Mr17 y: 37148 pY4lywp •�fv7{di 7 pye _� c CNEClQn BY: � uLLunun xormuna mme or mfnro fNwwvawn wwm•fwf uu: eusuer ars w ANveNa vaef You ova, auae. a fxuvAi a THE NYNNa or faafweaw MfNY4 N11111f5. call 811Cr W Q J z MF'1 W 0 D1.10