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HomeMy WebLinkAboutDrainage Reports - 04/17/2014 (2)Cityof Ft, Cdlins ov d Plans BY Date Ct Final Drainage and Erosion Control Report for Spring Creek Farms North Filing No. 4 Fort Collins, Colorado January 8, 2014 January 8, 2014 Mr. Wes Lamarque City of Fort Collins Water Utilities --Storm water 700 Wood Street Fort Collins, Colorado 80521 RE: Final Drainage and Erosion Control Report Spring Creek Farms North Filing No. 4 Dear Wes: We are pleased to submit to you, for your review and approval, this Final Drainage and Erosion Control Report for Spring Creek Farms North Filing No. 4. All computations within this report have been completed in compliance with the City of Fort Collins Storm Drainage Design Criteria. We appreciate your time and consideration in reviewing this submittal. Please call if you have any questions. Respectfully, Aspen Engineering John Gooch, P.E. Principal TABLE OF CONTENTS DESCRIPTION PAGE I. GENERAL LOCATION AND DESCRIPTION 5 A. LOCATION 5 B. DESCRIPTION OF PROPERTY 5 H. DRAINAGE BASINS 6 A. MAJOR BASIN DESCRIPTION 6 B. EXISTING SUB -BASIN DESCRIPTION 7 C. PROPOSED SUB -BASIN DESCRIPTION 9 M. DRAINAGE DESIGN CRITERIA 10 A. REGULATIONS 10 B. DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS 10 C. HYDROLOGIC CRITERIA 10 D. HYDRAULIC CRITERIA 10 E. VARIANCES 11 IV. DRAINAGE FACILITY DESIGN 11 A. GENERAL CONCEPT 11 B. SPECIFIC DETAILS 12 C. DETENTION POND 15 D. STREET CAPACITIES 16 V. STORM WATER QUALITY 16 A. GENERAL CONCEPT & SPECIFIC DETAILS 16 VI. EROSION CONTROL 17 A. GENERAL CONCEPT 17 VII. CONCLUSIONS 17 A. COMPLIANCE WITH STANDARDS & STORMWATER 17 OPERATIONS/ MAINTENANCE PROCEDURE B. DRAINAGE CONCEPT 18 C. STORM WATER QUALITY 18 D. EROSION CONTROL CONCEPT 19 E. EROSION CONTROL ESCROW ESTIMATE 19 REFERENCES 20 APPENDIX PAGE VICINITY MAP A RATIONAL METHOD HYDROLOGY & POND SIZING B STORM SEWER PIPE SIZING C INLET & CONCRETE SIDEWALK CULVERT SIZING, & STREET CAPACITIES D ORIFICE PLATE SIZING & OVERFLOW WEIR CALCULATIONS E EROSION CONTROL & RIPRAP SIZING & EROSION CONTROL ESCROW F PROPOSED AND EXISTING DRAINAGE BASIN EXHIBITS G FINAL DRAINAGE AND EROSION CONTROL REPORT FOR SPRING CREEK FARMS NORTH FILING NO.4 FORT COLLINS, COLORADO L GENERAL LOCATION AND DESCRIPTION A. Location The Spring Creek Farms North Filing No. 4 project is located along the -western boundary of the Spring Creek Farms North Major Site, which is located northwest of the Timberline Road/ Drake Road intersection in Fort Collins, Colorado. The site is bounded to the north by an existing storage unit complex (Timberline Center Subdivision), to the east by Joseph Allen Drive, to the south by Drake Road and a 2.3+/- acre remaining southern portion of Outlot A within the Spring Creek Farms North Major site, and to the west by the existing Railroad Right -of -Way. The project site can also be described as situated in the southeast quarter of Section 19, Township 7 North, Range 68 West of the Oh P.M., County of Larimer, State of Colorado. The site (property boundary) comprises approximately 15.59 acres (see vicinity map Appendix A). B. Description of Property The project site currently is an existing 15.59-acre field comprised of vacant farm land along with native weeds and grasses along the western boundary of the property. An existing, private irrigation lateral (21" RCP running west -east) exists at the north end of the property, with the buried pipe providing irrigation water to downstream user(s) east of the Spring Creek Farms North Filing No. 4 site. Currently, Cargill owns and operates the private irrigation lateraUpipe and associated easement. The majority of the existing site has topography which generally slopes from the northwest to the south-southeast at approximately 0.86%, with varying slopes from 0.5% to 2.0%. The minority portion of the site (at far north end) has topography which generally slopes from the southwest to the northeast at approximately 0.97%, with varying slopes from 0.8% to 1.4%. The proposed 15.59-acre development consists of 76 single family homes and associated street, water, sanitary sewer, storm sewer, and private infrastructure improvements, all of which will surround and are oriented around the existing 1-acre park from the Spring Creek Farms North Filing No. 3 development and the proposed 5 Pond 100, which will be expanded from its interim condition shown in the Spring Creek Farms North Filing No. 2 project. IL DRAINAGE BASINS A. Maior Basin Description The Spring Creek Farms North Filing No. 4 project lies within the City of Fort Collins Foothills Basin. The majority of the property runoff is conveyed from the northwest to the southeast and into the North Tributary Storm Sewer, located southeast of the property in Drake Road. The previous, maximum allowable release rate (for the developed on -site areas within the Spring Creek Farms North Major Site) into the North Tributary Storm Sewer was 20 cfs, per the City of Fort Collins SWMM modeling, and per previous approved studies by Stantec Consulting and Aspen Engineering. However, per the approved drainage report for the Spring Creek Farms North Filing No. 2 property, the allowable release rate for the entire development, including onsite and offsite attributable, adjacent basin areas, was set at 0.42 cfs/acre. Therefore, the previous 20 cfs value is no longer valid with Aspen utilizing the newly accepted value of 0.42 cfs/acre as the allowable release rate for the 23.04 acres for the onsite and offsite attributing basins for the Spring Creek Farms North Filing No. 4 project. In speaking with the City of Fort Collins Stormwater Department, the proposed development is required to detain the 100-year developed condition runoff event for on -site basins 1-10 and OS and OS2 while releasing at 0.42 cfs/acre. It's important to note that the 2-year historic runoff, from the north portions of Basins 1 and 2 (from the centerline of Nancy Gray Avenue to the north property boundary line) and from the entire area of Basin 10; is currently routed to the northeast and through the existing pond system within the Timberline Center Subdivision. Previous, approved drainage reports provide for this measure with future development of the E-District Area (areas in Basins 1,.2, and 10 above) being routed east and into the existing pond located at the east end of the E-District and due adjacent to Timberline Road. Aspen has provided for the areas within Basins 1 and 2 now being routed south and into Pond 200, while the 2-year historic runoff from Basin 10 will continue to flow north and into the existing pond system within Timberline Center Subdivision, as historically occurs. It's important to note that the existing 2-year historic flow (Basin EX 1: 2.87 acres) is 0.98 cfs, while the 2-year and 100-year developed flows from proposed Basin 10 (0.54 acres) is 0.68 cfs and 3.16 cfs, respectively. The previous report for Timberline Center mentioned no runoff greater than the 2-year historic be sent to the existing Timberline Center pond system. However, due to site constraints and no existing outfall currently available to deliver the 100-year developed runoff of 3.16 cfs to the E-District pond, Aspen proposes on the 100-year developed flow of 3.16 cfs from Basin 10, which includes only green areas and City Street Right -of -Way, be allowed to continue to flow to the existing pond system (Pond A) within Timberline Center. Aspen proposes the 3.16 cfs continue to be passed through Pond A, as the previous, historic area being conveyed to Pond A has been reduced by approximately 2.43 acres and does not include any new, developed impervious private areas from the Spring Creek Farms North Filing No. 4 development. Furthermore, Aspen has provided for the water quality and detention needs for the entire area of Basin 10 being provided for in Pond 100 of the proposed development, even though flows will never be routed to and through the pond, thus providing for over -detainment within Pond 100. Water quality and detention for Basins 1-5 (10.67 acres) will be provided for in Pond 200. Water quality and detention for Basins 6-10 and OS1 and OS2 (12.37 acres) will be provided for in Pond 100. Even though Basin 10 will continue to follow its historic flow pattern to the north and offsite, Pond 100 has been sized to over -detain basins 1-9 and provide the water quality and detention needs for Basin 10. The maximum allowable release rate for the 23.04 acres (15.59 onsite, 7.45 offsite acres) will be 9.68 cfs. B. Existing Sub -Basin Description The existing site consists of vacant farmland, with some areas of the ground currently under construction with the Spring Creek Farms North Filings No. 2 and 3 projects. The majority of the site is undisturbed and consists of fallow farmland with native grasses and weeds throughout and along the western property boundary. An existing private irrigation lateral exists towards the north end of the site, with the lateral being a buried 21" RCP pipe, which runs due east along the north side of Nancy Gray Avenue and then crosses east under Timberline Road. The existing subject site and offsite contributing basins are contained within four (4) existing sub -basins, being EXl-EX4, which total approximately 23.04 acres. The subject site accounts for 15.59 acres of the total area. Basin EM Basin EX 1 (north portion of the site) contains approximately 2.87 acres and has a `c' value of 0.30. The majority of the basin is existing grasses and weeds over vacant farmland, with the eastern portion of the basin containing the western half of Joseph Allen Drive. Runoff from basin EXl flows to the east-northeast and onto Joseph Allen Drive. Runoff is conveyed north in the existing curb and gutter and eventually is passed through the detention pond system in the Timberline Center Subdivision. Existing basin EXl's 2-year flow is 0.98 cfs. Basin EX2 Existing basin EX2 (central portion of the site) contains approximately 10.39 acres and has a `c' value of 0.26. The majority of the basin is existing grasses and weeds 7 over vacant farmland, with the southeastern portion of the basin containing existing Pond 200 (park built with the Spring Creek Farms North Filing No. 3 project). Runoff from basin EX2 flows to the south-southeast and into Pond 200, where the existing water quality/ detention pond outlet structure releases the runoff southeast and into the existing storm sewer in Joseph Allen Drive. The 2-year flow for basin EX2 is 2.54 cfs. Basin EX3 Existing basin EX3 (south portion of the site) contains approximately 7.68 acres and has a `c' value of 0.25. The majority of the basin is existing grasses and weeds over vacant farmland, with the middle -eastern portion of the basin containing existing interim Pond 100, which was built with the Spring Creek Farms North Filing No. 2 project. Runoff from basin EX3 flows to the east and into interim Pond 100, where the existing water quality/ detention pond outlet structure releases the runoff southeast and into the existing storm sewer in Joseph Allen Drive. The 2-year flow for basin EX3 is 2.14 cfs. Basin EX4 Existing basin EX4 (south and east portions of the site) contains approximately 2.09 acres and has a `c' value of 0.78. The majority of the basin is contained by the half - widths of Drake Road and Joseph Allen Drive, with the remaining area being the parkway strip along the north and west sides of Drake Road and Joseph Allen Drive, respectively. Runoff from basin EX4 flows north and south to the low point in Joseph Allen Drive, where an existing 10' Type R Inlet captures the runoff and conveys it into interim Pond 100. The runoff is routed south and through the existing water quality/ detention pond outlet structure, which releases the runoff southeast and into the existing storm sewer in Joseph Allen Drive. The 2-year flow for basin EX4 is 2.98 cfs. It' important to note that the western portions of basins EXl and EX3 contain areas from the eastern portion of the existing Railroad Right -Of -Way. Multiple low areas and depressions within the existing Railroad Right -of -Way capture historic flows in this area and provide for infiltration of runoff into the existing ground. However, these areas have been accounted for in the rational calculations, as large storm events provide for the possibility of runoff in these areas ponding and flowing south- southeast and eventually into existing Ponds 100 or 200. Therefore, the existing and proposed rational calculations provide for this methodology, with the proposed water quality and detention pond sizing calculations accounting for these offsite areas. Please refer to the rational calculations in Appendix B for details on basins EX1-EX4, as well as the proposed drainage basins. C. Proposed Sub -Basin Description The proposed development consists of 76 single family homes spread over the 15.59-acre site. Runoff from the 15.59 acre development and adjacent 7.45 acres of offsite areas, including the half -widths of Joseph Allen Drive and Drake Road, the east portion of the Railroad Right -of -Way, and the existing Park area will be routed to the existing Park Pond (Pond 200) and the on -site water quality and detention pond area (Pond 100), prior to the release rates of 5.20 and 4.48 cfs from Ponds 100 and 200, respectively, being released southeast into the existing storm system in Joseph Allen Drive, which discharges south and into the North Tributary Storm Sewer. Runoff from basins 1-5 (10.67 acres) will be routed to existing Pond 200 while the runoff from basins 6-9 and OS 1 and OS2 will be routed to Pond 100. It's important to note that even though Basin 10 is not routed to Ponds 100 or 200 due to topographic constraints and historic drainage patterns, the water quality and detention needs for Basin 10 are provided for in Pond 100. Proposed public roads will be paved with asphalt, while the private drive will be paved in concrete or asphalt. The proposed water quality and detention pond (Pond 100) will be graded with a relatively flat bottom (0.56% to 0.71%) to allow for infiltration and pollutants to settle out of the runoff, prior to flows exiting the pond via the existing outlet structure. A pre -sedimentation basin (4,135 sf x 1' deep) will also be provided in the north end of Pond 100 to meet City of Fort Collins LID requirements. Current City of Fort Collins Stormwater standards do not allow for concrete trickle pans to be utilized in the bottom of detention ponds and swales. Therefore "soft pans", consisting of a 50/50 mix of sand and topsoil, will be utilized in the bottom of Pond 100 in -lieu -of concrete trickle pans to contain and convey nuisance flows and the small runoff events to the existing outlet structure, as required by current detention pond standards and BMP's that shall be incorporated for new developments, per City of Fort Collins code. The pond and swale bottoms will be grass -lined with landscaping features placed in and around the pond and swale systems, in accordance with City standards and requirements. The proposed detention pond (Pond 100) will discharge the allowable release rate of 5.20 cfs directly into the existing outlet structure and 18" RCP, located at the southeast corner of the interim detention Pond 100. The existing 18" RCP will convey runoff southeast and into the existing storm system in Joseph Allen Drive. Likewise, the existing detention Pond 200 (from Spring Creek Farms North Filing No. 3) will discharge the allowable release rate of 4.48 cfs directly into the existing outlet structure and 18" RCP, located at the southeast corner of existing Pond 200. E The existing outlet structures in Ponds 100 and 200 will be modified by drilling out (marking larger) the existing water quality orifices and adding the correctly sized orifice plates, while utilizing the existing concrete structure heights and dimensions. Detention and water quality sizing calculations and orifice plate sizing have been provided in the Final report and can be found in Appendix E. HI. DRAINAGE BASIN CRITERIA A. Regulations The drainage design for the subject site is required to meet the current City of Fort Collins Stormwater and Erosion Control Standards and requirements. Therefore, the drainage design for the subject site has been designed in accordance with these standards and provides for the site drainage, including runoff from attributing offsite basins for the Railroad, the half -widths of Drake Road and Joseph Allen Drive, and the existing Park from the Spring Creek Farms North Filing No. 3 development, being conveyed to the existing and proposed detention ponds, which have been sized to provide water quality and detention for the developed 100-year runoff from the 15.59-acre subject site and adjacent 7.45-acres of offsite area. B. Development Criteria Reference and Constraints The criteria and constraints from the City of Fort Collins will be met. Requirements for the site allow for a maximum release of 9.68 cfs from the development, which is the allowable release rate for 23.04 acres at 0.42 cfs/acre, which includes all attributing onsite and offsite basins for the development. C. Hydrologic Criteria The Rational Method for determining surface runoff was used for the project site. The 2-year and 100-year storm event intensities were used in calculating runoff values. The City of Fort Collins intensity duration frequency curves were used to obtain rainfall data for each storm specified. Detention and water quality pond sizing was calculated using the latest City of Fort Collins Criteria as well as Urban Drainage Flood Control District sizing methods. BMP's and LID measures are being incorporated into the proposed grading and drainage development plans. D. Hydraulic Criteria All hydraulic calculations within this report have been prepared in accordance with the City of Fort Collins Drainage Criteria and are also included in the Appendix. I-K Final storm sewer pipe and inlet/curb cut sizing has been completed using UDSewer and UDInlet from UDFCD, as well as other orifice/inlet control sizing spreadsheets. Final erosion control and riprap sizing calculations have also been completed using North American Green software and other software. E. Variances A variance is being requested to allow for 0.80' of freeboard versus the standard 1.0' of freeboard for Pond 100. The variance is being requested due to topographic constraints along the west side of Joseph Allen Drive and south of the property. IV. DRAINAGE FACILITY DESIGN A. General Concept Twelve proposed drainage basins (onsite and offsite) will provide conveyance of drainage for 23.04 acres to the proposed and existing detention ponds (Pond 100 and Pond 200), located in the southern and central regions of the site. The combined 100-year developed runoff rate (for the 23.04 acre area) of 75.07 cfs will be routed to the proposed and existing detention ponds via curb and gutter, cross -pans, swales, inlets, and storm pipe. The overall, combined `c' value for the 23.04 acres is approximately 0.57. Detention Pond 100 provides approximately 2.48 acre-feet (of the 2.21 ac-ft required for the 100-yr event) of storage for the combination of detention and water quality, while having an allowable release rate of 5.20 cfs. It's important to note that Pond 100 has been sized to detain up to the 100-year event while receiving the 100-year developed flow (62.95 cfs) from 12.37 acres (basins 6-10 and OS1 and OS2), with the calculated overall V value being 0.59, versus the overall combined existing 'c' value of 0.31. Existing detention Pond 200 provides approximately 2.51 acre-feet (of the 1.73 ac-ft required for the 100-yr event) of storage for the combination of detention and water quality, while having an allowable release rate of 4.48 cfs. Pond 200 has been sized to detain up to the 100-year event while receiving the 100-year developed flow (33.43 cfs) from 10.67 acres (basins 1-5), with the calculated overall'c' value being 0.55, versus the overall combined existing V value of 0.31. Please refer to the rational calculations in Appendix B and the Existing and Proposed Drainage Basin Exhibits in Appendix G for additional information. 11 B. Specific Details Basins 1 & 2 Basins 1 and 2 will convey their runoff overland to the east and west, respectively, and then south along Adobe Drive to their respective design points, where 10' Type R Inlets (on grade) will intercept the runoff at the respective design points. The runoff will combine and be conveyed south in the proposed 24" RCP towards design point 3. It's important to note that the western portion of Basin 1 contains areas from the eastern portion of the Railroad Right -of -Way. The runoff from this area will pond in the intermittent low areas and depressions, as historically occurs, and eventually spill east through the lots within Basin 1. Basins 3 & 4 Basins 3 and 4 will convey their runoff overland to the east and west, respectively, then south along Adobe Drive to their respective design points, where 10' Type R Inlets (in sump) will intercept the runoff at the respective design points. The runoff will combine with that from Basins l and 2 in and be conveyed east in the two existing 18" RCP pipes and into existing Pond 200. Basin 5 and Combined Basins 1-5 Basin 5 is comprised primarily of the existing Pond 200 and lot areas immediately north and south of Pond 200. Runoff from Basin 5 will flow overland and into existing Pond 200. The runoff from basins 1-5 combines in existing Pond 200 and is routed through the existing water quality/ detention pond outlet structure in Pond 200. Runoff from basins 1-5 ultimately discharges southeast in the existing 18" RCP and into the existing storm sewer in Joseph Allen Drive. The flow is routed south in the 18" RCP towards the North Tributary Storm Sewer. Basin 6 Basins 6 conveys its runoff overland to the east and then south-southeast towards design point 6, where a 10' Type R Inlet captures the runoff. The runoff is conveyed southeast in the proposed 18" RCP and into Pond 100. Basins 7 & 8 Basin 7 conveys its flow overland to the east and then south in the curb and gutter along the west side of Joseph Allen Drive towards the low point at design point 7/8. Meanwhile, Basin 8 conveys its flow east-northeast along the north side of Drake Road until the runoff reaches Joseph Allen Drive. Here, the runoff is conveyed north in the curb and gutter along the west side of Joseph Allen Drive towards design point7/8. The flow from Basins 7 and 8 combines at the low point and is captured by 12 a new 15' Type R Inlet, which replaces the existing 10' Type R inlet at design point 7/8. The existing 10' Type R Inlet will have an additional 5' Type R Inlet added to the north side of the existing inlet, thus providing for a 15' Type R Inlet. Once runoff is captured by the 15' Type R Inlet, the runoff is conveyed southwest and then south in the 24" x 38" HERCP and into Pond 100. Basin OS1, OS2 & 9, and Combined Basins 6-9, OSl-OS2 Runoff from Basin OS i is conveyed overland to the east and then north and towards design point OS 1, prior to continuing north and into Pond 100. Basin OS comprises an area that may become a future commercial -retail site and has therefore, been modeled accordingly, rather than utilizing the historic `c' value of 0.25 for the existing vacant farmland condition. Future development of Basin OS 1 will have site flows discharge directly into Pond 100, while ensuring that the impervious value for the developed condition of Basin OS 1 meets the `c' value and corresponding runoff from this report for Basin OS (`c' = 0.71). Basin OS2 contains a portion of the area from the eastern portion of the Railroad Right -of -Way. The runoff from Basin OS2 ponds in the intermittent low areas and depressions and eventually spills south along the back of lots 12-29 of Block 3. Grading for lots 12-29 provide for the back -of -lot elevations being higher than the existing ground at the western property boundary (east side or Railroad Right -of - Way) and will therefore, provide for the flow from Basin OS2 spilling south in large storm events, as historically occurs. The runoff from Basin OS2 will eventually reach the southwest comer of Lot 29, where the runoff will flow east-southeast and into Pond 100. Basin 9 is comprised primarily of Pond 100 and lot areas immediately north, west, and northwest of Pond 100. Runoff from Basin 9 flows overland from the adjacent lots and directly into Pond 100. Runoff from basins 6-9 and OS 1 and OS2 combines in Pond 100 and is routed through the existing water quality/ detention pond outlet structure in Pond 100, ultimately discharging southeast in the existing 18" RCP and into the existing storm sewer in Joseph Allen Drive. The flow combines with that from basins 1-5 and is routed south in the existing 24" RCP and into the North Tributary Storm Sewer. Overflow Conditions Basins 1 and 2: Should the Type R Inlets (on -grade) clog at design points 1 and 2, storm runoff will spill south along Adobe Drive towards design points 3 and 4. Basin 3: Should the Type R Inlet (in sump) at design point 3 clog, storm runoff will pond to a depth of approximately 0.65', with flows spilling south along the west side of Adobe Drive towards the cul-de-sac. The flow will continue south and east in the 13 curb and gutter in the cul-de-sac towards the existing 10' Type R inlet at design point 6. Basin 4: Should the Type R Inlet (in sump) at design point 4 clog, storm runoff will pond to a depth of approximately 0.54', with flows spilling east along the north side of Spring Farm Drive. Upon flowing to east to Joseph Allen Drive, the runoff will be routed south along the west side of Joseph Allen Drive and towards the proposed 15' Type R inlet at design point 7/8, which outlets to Pond 100. Basin 5: Should the existing water quality/ detention pond outlet structure clog in existing Pond 200, storm runoff will pond to depth of approximately 5.25' (elevation 4940.15), at which point the runoff will overtop the pond and begin flowing east- southeast over the existing sidewalk, located on the west side of Joseph Allen Drive, with the flows then continuing south along the west side of Joseph Allen Drive. Basin 6: Should the 10' Type R Inlet clog at design point 6, runoff will pond to a depth of approximately 0.61' and then begin spilling southeast and into Pond 100. Basins 7 and 8: Should the 15' Type R Inlet clog at design point 7/8, runoff will pond to a depth of approximately 0.71' and then begin spilling southwest and into Pond 100. Basin 9: Should the existing water quality/ detention pond outlet structure clog in Pond 100, storm runoff will pond to depth of approximately 6.20' (elevation 4936.20), at which point the runoff will overtop the pond and begin flowing east- southeast over the existing sidewalk, located on the west side of Joseph Allen Drive, with the runoff ponding to a depth of approximately 0.51'along the west side of Joseph Allen Drive, before topping the crown of Joseph Allen Drive. Upon topping the crown of the roadway, runoff will then be required to pond to a depth of approximately 3.05' (elevation 4938.8+/-) before spilling east along the north side of Drake Road. However, existing private drives for the apartment complex to the east would lend overflow runoff flowing/ponding to the east, before discharging south and then east along Drake Road, as previously mentioned. Basin 10: Basin 10 flows overland and is routed to the existing detention Pond A within the Timberline Center Subdivision. Should the existing outlet structure clog, flows will overtop the existing detention facilities to the east and onto Timberline Road. Basins OS1 and OS2: Basins OS and OS2 flow overland and directly into Pond 100 (Basin 9). Please refer to Basin 9 for the overflow path. 14 C. Detention Pond Pond 100 Pond 100 has been sized to provide water quality and detention for the 12.37 acres of the total 23.04 acres of on -site and off -site areas. Pond 100 will provide 2.21 acre- feet of volume (0.29 ac-ft for water quality at an elevation of approximately 4933.00; 1.92 ac-ft of detention at an elevation of approximately 4936.20). The proposed detention pond will allow for detention up to the 100-year storm event for basins 6-10 and OS 1 and OS2. The lowest outlet elevation of the pond (invert at the front of the existing water quality/ detention pond outlet structure) is approximately 4931.00. The calculated 100-year water surface elevation of Pond 100 is approximately 4936.20. The existing water quality/detention pond outlet structure is a 100-year single stage box control structure and will be modified by adding a water quality control flow plate at the front of the structure and an orifice control plate at the back of the box over the entrance of the existing 18" RCP outlet pipe. A 7.75" diameter orifice shall be provided (cut) in the existing orifice plate, thus discharging the allowable release rate of 5.20 cfs southeast and into the existing storm system in Joseph Allen Drive, as provided for in the Spring Creek Farms North Filings No. 2 and 3 drainage reports. The emergency spillway for Pond 100 will provided at the northeast comer of Pond 100 via the proposed sidewalk along the west side of Joseph Allen Drive. The calculated spillway length is 59 feet with an overflow elevation of approximately 4936.20 and a top -of -weir elevation of approximately 4937.00, thus providing a weir flow depth (free -board depth) of approximately 0.80'. However, should Pond 100 overtop, runoff will be overtop the existing sidewalk along the west side of Joseph Allen Drive, where flows will spill south down Joseph Allen Drive to the low point in Joseph Allen Drive, ponding east of Pond 100, then eventually spilling south down Joseph Allen Drive and then east along Drake Road. Existing Pond 200 Existing Pond 200 has been sized to provide water quality and detention for the 10.67 acres of the total 23.04 acres of on -site and off -site areas. Pond 200 will provide 1.73 acre-feet of volume (0.24 ac-ft for water quality at an elevation of approximately 4936.90; 1.49 ac-ft of detention at an elevation of approximately 4939.30). The proposed detention pond will allow for detention up to the 100-year storm event for basins 1-5. The lowest outlet elevation of the pond (invert at the front of the water quality/ detention pond outlet structure) is approximately 4934.90. The calculated 100-year water surface elevation of Pond 200 is approximately 4939.30. 15 The existing water quality/detention pond outlet structure is a 100-year single stage box control structure and will be modified by drilling out (making larger) the existing water quality orifice control flow plate at the front of the structure and adding an orifice control plate at the back of the box over the entrance of the existing 18" RCP outlet pipe. A 7.52" diameter orifice shall be provided (cut) in the existing orifice plate, thus discharging the allowable release rate of 4.48 cfs southeast and into the existing storm system in Joseph Allen Drive, as provided for in the Spring Creek Farms North Filings No. 2 and 3 drainage reports. The Emergency Spillway for Pond 200 will be provided via the existing sidewalk along the west side of Joseph Allen Drive. The calculated spillway length is 108 feet with an overflow elevation of approximately 4940.15 and top -of -weir elevation of approximately 4940.50, thus providing a weir flow depth (free -board depth) of approximately 0.35'. However, should Pond 200 overtop, runoff will be overtop the existing sidewalk along the west side of Joseph Allen Drive, where flows will spill south down Joseph Allen Drive and begin ponding east of Pond 100, then spilling south down Joseph Allen Drive and eventually east along Drake Road. Please refer to the calculations in Appendix E, and the Utility Plans for specific grading and overflow weir details. D. Street Capacities Street capacity calculations for public roads have been analyzed and calculated, with the results provided in Appendix D. V. STORM WATER QUALITY A. General Concept & Specific Details The water quality of stormwater runoffmust be addressed on all final design utility plans. Therefore, Best Management Practices (BMP's) for the treatment of stormwater runoff for the subject site will include grass/ sod -lined swales, soft pans, LID pre -sedimentation basins, riprap pads at culvert discharge points, permanent erosion control fabric, grass scrubbing across the bottom of the detention ponds during first flush conditions, and a 40-hour extended detention structures with orifice controls incorporated into the detention pond designs. These proposed water quality features will provide a mechanism for pollutants to settle out of the stormwater runoff before flows are directed downstream and ultimately to the Poudre River. The proposed pre -sedimentation/ LID basin in Pond 100 will have a footprint of approximately 4,135 square feet and will be I' deep, thus providing approximately SO 0.095 acre-feet of additional water quality and pre-treatment of runoff, prior to flows discharging through the existing outlet structure. The existing and proposed water quality/ detention facilities have adequate capacity and will provide all of the required water quality and detention up to the 100-year event for the developed condition of the subject site and offsite adjacent areas (23.04 acres total), prior to releasing flows downstream. VI. EROSION CONTROL A. General Concept The subject site lies within the Moderate Rainfall Erodibility Zone and the Moderate Wind Erodibility Zone per the City of Fort Collins zone maps. The potential exists for erosion problems during construction, but should be minimal after completion of proposed development. Silt fence will be installed along the north, east, south, and west sides of the site to prevent sediment from leaving the site. Vehicle tracking pads will also be placed at two of the three entrances/exits to the site, with the exact locations provided during final design. Straw wattles and gravel inlet filters will be placed at proposed inlet locations (gravel inlet filters to be used at curb and gutter inlets) to mitigate the build-up of sediment in the proposed inlet and manhole structures. Straw wattle check dams will also be installed at 300' intervals in the proposed swales throughout the site, as applicable. The Erosion Control Escrow Amount ($41,433.00) has been calculated and can be found in Appendix F. Please refer to Appendix G for the Erosion Control Plan and Erosion Control Notes and Detail Sheets. VIL CONCLUSIONS A. Compliance with Standards & Stormwater Operations/Maintenance Procedure All computations within this report have been completed in compliance with the City of Fort Collins Storm Drainage Design Criteria. The City of Fort Collins Storm water Utility will not maintain the on -site storm drainage facilities within the subject site. The owners of the subject site will maintain their on -site storm drainage facilities on a regular basis. The following shall 17 be implemented for the private stormwater improvements' operations/ maintenance procedures for the project on an annual or bi-annual basis: 1) Storm Sewer Inlets, pipes and flared -end -sections, curb cuts and concrete sidewalk culverts/chases, structures, manholes, and the water quality/ outlet control structure shall be cleaned through the removal of debris and sediment from the associated items to allow for adequate drainage through the site to the proposed detention facility 2) Pond sedimentation/ silting shall be removed to allow for adequate drainage along the bottom of the pond and to prevent ponding and silting in of the pond bottom. Grass scrubbing along the bottom of the pond may be required to remove sediment and promote grass growth 3) Re -vegetation through the use of Natural Seeding/ Sod shall be provided for disturbed areas and other permanent erosion controls shall be provided for areas where erosion has taken place and requires remediation back to the proposed condition shown in the plans The Stormwater Operating/ Maintenance Procedures listed above are guidelines to the minimum procedures that shall be implemented for the site, with these and additional measures being utilized on an as -needed basis. B. Drainage Concept The proposed drainage concepts presented in this study and shown on the utility plans adequately provide for the transmission of developed on -site runoff to the existing and proposed detention ponds (Pond 100 and 200), located in the central and southern portions of the subject site. The proposed storm sewer system will provide for the 100-year developed flows to reach the existing and proposed water quality and detention ponds, prior to flows being released downstream in accordance with the allowable release rate of 9.68 cfs for the 23.04 acres. If groundwater is encountered at the time of construction, a Colorado Department of Health Construction Dewatering Permit will be required. C. Storm Water Quality The Final design has addressed the water quality aspect of stormwater runoff. The proposed grass -lined detention pond and extended detention will provide an opportunity for stormwater pollutants to filter out of the stormwater runoff before flows are directed downstream. 18 Furthermore, the proposed grass -sod -lined swales, pre -sedimentation/ LID basins, riprap pads at culvert outlets, permanent erosion control fabric and other erosion control devises that may be utilized for side -slopes and embankments, grass scrubbing across the bottom of the detention pond during first flush conditions, and the 40-hour extended detention structures with orifice controls incorporated into the detention pond designs will provide additional mechanisms for pollutants to settle out of the stormwater runoff before flows are directed south to the North Tributary Storm Sewer and ultimately into the Poudre River. D. Erosion Control Concept Proposed erosion control concepts will adequately provide for the control of wind and rainfall erosion from the proposed development. Through the construction of the proposed erosion control concepts, the City of Fort Collins standards will be met. The proposed erosion control concepts presented in the Final report and shown on the erosion control plan are in compliance with the City of Fort Collins Erosion Control Criteria. E. Erosion Control Escrow Estimate The Erosion Control Escrow Estimate for the subject property is approximately $41,433.00. Please refer to Appendix F for this calculation. IC] 1. Storm Drainage Design Criteria and Construction Standards by the City of Fort Collins, Colorado, May 1984, Revised January 1997, & Associated UDFCD Updates and New City of Fort Collins Stormwater Criteria manual, adopted January, 2012. 2. Erosion Control Reference Manual for Construction Sites by the City of Fort Collins, Colorado, January 1991, Revised January 1997, & Associated UDFCD Updates and New City of Fort Collins Stormwater Criteria manual, adopted January, 2012. 3. Urban Storm Drainage Criteria Manual Volume 1; Urban Drainage and Flood Control District, Denver, Colorado, March, 1969. 4. Urban Storm Drainage Criteria Manual Volume 2; Urban Drainage and Flood Control District, Denver, Colorado, March, 1969. 5. Urban Storm Drainage Criteria Manual Volume 3, Best Management Practices; Urban Drainage and Flood Control District, Denver, Colorado, September, 1999. 6. City of Fort Collins Website, Foothills Drainage Basin, http://www.fcgov.conL/utilities/what-we-do/stormwater/draina e-basins 20 APPENDIX 21 Wr lc 1 f 3 tt a ®aJil APPENDIX A 22 VICINITY MAP 23 ft _ JIN endbur�� i I ip a S" � Dogwo`aCt 1.incr ,my Ave _ 74 1 Otis. M e. g: _ �. .Side F • ���. t,^jp•"�fYfjr �, � � i '. '� i- - n,,� , 'tea.. n • ` F I '�:-CharlesBroclvnanfirm `�. Y-' 3i� r T I f,yD�.7 r. `3gal I - t' i• I 1 f 1 -- r EtY Road- _. E County, Road 42 E Dr-5-a d2 APPENDIX B 24 RATIONAL METHOD HYDROLOGY & POND SIZING 25 O fD , C�i 0 0 0 0 0 �t O � O - w N � O t � M N N M [D O C W m � � 6 W tp 1,5 fti � O U m o act'"!} Ill U N M r� H � co m tw r o .,i c_ r 000 o'o �_ • q X X X X N W W W W ;n Z W 2 2 W W h e + Co UU ti ti 1*1 9i U) < CV) < C'j CO r-- 00 z E LL cl) Iqr CO ct r-- r-- O '-V (o (n —Cn C) CD (D a) 07 or--. Co. C'J. ML _j w > w W a. o (D (o p p) co I-- r-- > _j c' T 6 O. < IL W co < a Qw co M LL (D (D F- C4 lzr (C) Z(D C� lb co C�Y) w CO CD T 00 F- z < i w w �?' f % jl - -ct W w a. a r— g % 0 -J C) C) (D 04 co CNN, < F- z F- C) I-T co Cl) (D (1) 4'. C)'q Z w Lo cy) C) ca Lo co C) C) C) C) < AE, rl- co(9 Z W C.) 9(D co < tll�- < z Cf) I�r < z x x x x w W LU w M T Developed Weighted Runoff Coefficients Spnng Creek FaMS NDtth Filing No. 4 600-005 1 36,900 11,265 10,575 0 88,149 146.889 a51 2 39,480 20,297 10,680 0 58,245 128,702 0,61 3 36,600 9,825 6,224 0 31,552 84,201 0.66 4 6,319 13,200 3.951 0 12,420 35.890 0.69 6 3,000 0 2,785 2,475 60,676 68,936 0.31 6 16.450 10.860 9,092 0 27,184 63,586 0.63 7 38,846 44,955 8,660 0 71,843 164,304 0-63 8 0 31,140 5,130 0 9,484 45,754 0.80 9 21,025 0 360 0 57,597 78,982 0,43 10 0 7,927 1,665 0 13,588 23,180 0.54 OS1 22,460 46,200 8,800 0 35,993 113,453 0.71 OS2 0 0 0 0 49,620 49,620 0.25 ".Tots(SITE - _ -�221;080` - _ _ 195,fi6g '. 67,922'. :2,475 - - 516;351 .. 1003,497 .,0.57 . Total Acreage 6.08 4,49 1.56 0.06 11.85 23.04 Impervious Ratio 1 38,900 11,265 10,575 0 88,149 146,889 40% 2 39,480 20,297 10,680 0 58,245 128,702 54% 3 36,600 9,825 6,224 0 31,552 84,201 60% 4 6,319 13,200 3,951 0 12.420 35,890 65% 6 3.000 0 2,785 2,475 60,676 68,936 14% 8 16,450 10,860 9,092 0 27,184 63.586 57% 7 38,846 44,955 8,660 0 71,B43 164,304 56% 8 0 31,140 5,130 0 9.484 45,754 80% 9 21,025 0 360 0 57,597 78,982 28% 10 0 7,927 1.665 0 13,588 23,180 44% OS1 22,460 46,200 8,800 0 35,993 113,453 68% OS2 0 0 0 0 49,620 49.620 5% .' Total SITE .: 221,080'-'. < :. c,195,669, rr '--67;922` 2,475 - 516.351 1,003,497 57% Total Acreage 6.08 4.49 1.66 0.06 11.85 23.04 land U. or 6urfam Cheractni d. 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'C' value 0.59 '84996 7� 2.T.9513' 'C'1.25 0.7375 Area 12.37 acres Modified Modified Release Rate 5.1954 M. FATER D. JUDIS C. LI 5/95 Nov-97 Nov-98 DETENTION POND SIZING TIME TIME INTENSIn Q 100 Runoff Release Required Required cum 100 year Volume Cum total Detention Detention mins (secs) in/hr) (cfs) (ftA3) (ftA3) ftA3) (ac-ft) 0 0 0 0.00 0 0.0 0.0 0.0000 5 300 9.950 90.77 27231.78 1558.6 25673.2 0.5894 10 600 7.720 70.43 42257.16 3117.2 39139.9 0.8985 15 900 6.520 59.48 53533.03 4675.9 48857.2 1.1216 20 1200 5.600 51.09 61305.72 6234.5 55071.2 1.2643 25 1500 4.980 45.43 68147.88 7793.1 60354.8 1.3856 30 1800 4.520 41.24 74223.71 9351.7 64872.0 1.4893 35 2100 4.080 37.22 78164.79 10910.3 67254.5 1.5439 40 2400 3.740 34.12 81886.93 12469.0 69418.0 1.5936 45 2700 3.460 31.57 85225.9 14027.6 71198.3 1.6345 50 3000 3.230 29.47 88400.66 15586.2 72814.5 1.6716 55 3300 3.030 27.64 91219.63 17144.8 74074.8 1.7005 60 3600 2.860 26.09 93929.12 18703.4 75225.7 1.7269 65 3900 2.720 24.81 96775.46 20262.1 76513.4 1.7565 70 4200 2.590 23.63 99238.63 21820.7 77418.0 1.7773 75 4500 2.480 22.62 101811.3 23379.3 78432.0 1.8006 80 4800 2.380 21.71 104219.7 24937.9 79281.8 1.8201 85 5100 2.290 20.89 106546.1 26496.5 80049.5 1.8377 90 5400 2.210 20.16 108872.4 28055.2 80817.2 1.8553 95 5700 2.130 19.43 110760.8 29613.8 81147.0 1.8629 100 6000 2.060 18.79 112758.7 31172.4 81586.3 1.8730 105 6300 2.000 18.25 114948.2 32731.0 82217.2 1.8874 110 6600 1.940 17.70 116809.3 34289.6 82519.7 1.8944 115 6900 1.890 17.24 118971.4 35848.3 83123.2 1.9082 120 7200 1.840 16.79 120859.8 37406.9 83453.0 1.9158 125 7500 1.790 16.33 122474.6 38965.5 83509.1 1.9171 130 7800 1.750 15.97 124627.2 40524.1 84003.1 1.9284 135 8100 1.710 15.60 126360.9 42082.7 84278.2 1.9348 140 8400 1.670 15.24 127975.7 43641.4 84334.3 1.9360 145 8700 1.630 14.87 129371.5 45200.0 84171.5 1.9323 150 9000 1.600 14.60 131369.4 46758.6 84610.8 1.9424 155 9300 1.570 14.32 133203.1 48317.2 84885.9 1.9487 160 9600 1.540 14.05 134872.6 49875.8 84996.7 1.9513 165 9900 1.510 13.78 136377.9 51434.5 84943.4 1.9500 170 10200 1.480 13.50 137718.9 52993.1 84725.8 1.9450 175 10500 1.450 13.23 138895.8 54551.7 84344.1 1.9363 180 10800 1.420 12.95 139908.4 56110.3 83798.1 1.9237 185 11100 1.400 12.77 141769.5 57668.9 84100.5 1.9307 190 11400 1.380 12.59 143521.1 59227.6 84293.5 1.9351 195 11700 1.360 12.41 145163.2 60786.2 84377.0 1.9370 200 12000 1.340 12.22 146695.8 62344.8 84351.0 1.9364 205 12300 1.320 12.04 148119 63903.4 84215.6 1.9333 210 12600 1.300 11.86 149432.7 65462.0 83970.7 1.9277 215 12900 1.280 11.68 150636.9 67020.7 83616.3 1.9196 220 13200 1.260 11.49 151731.7 68579.3 83152.4 1.9089 225 13500 1 ' 2401 11.31 152716.9 70137.9 82579.0 1.8958 230 13800 1.2201 11.13 153592.7 71696.5 81896.2 1.8801 235 141001 1.2101 11.04 155645.4 73255.1 82390.2 1.8914 240 144001 1.2001 10.95 157643.3 74813.8 82829.5 1.9015 Po,�a Gov i IZo Mu/. t O,29Ac•Gr 6"cq) 2.21 Ac • Fr 7arleA-L Vwukk /,E9NIQ.Et1 Page 1 Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility Sheet 1 of 3;-," Designer: John Gooch Company: Aspen Engineering Date: October 1, 2013 Project. Spring Creek LMN Location: Fort Collins, Pond 100 i 1. Basin Storage Volume A) Tributary Area's Imperviousness Ratio (i = le / 100) B) Contributing Watershed Area (Area) C) Water Quality Capture Volume (WQCV) (WQCV =1.0' (0.91 ' 13 - 1.19' 12 + 0.78' 1)) D) Design Volume: Vol = (WQCV ! 12) ' Area ' 1.2 la = 59.00 % 1= ! '-0:59'= Area = 12.37 acres WQCV = j D.23 watershed inches Vol = j 0.288 -1 acre-feet " ` 2. Outlet Works A) Outlet Type (Check One) X Orifice Plate Perforated Riser Pipe Other: B) Depth at Outlet Above Lowest Perforation (H) H = 2.00 feet C) Required Maximum Outlet Area per Row, (A,) A.;square inches D) Perforation Dimensions (enter one only): €u I) Circular Perforation Diameter OR D = 0.6000 inches, OR :} ii) 2" Height Rectangular Perforation Width W = inches E) Number of Columns (nc, See Table 6a-1 For Maximum) nc = number s F) Actual Design Outlet Area per Row (Ao) A, = 0:57_ : square inches 1 -a J G) Number of Rows (nr) nr = -6-'number Y H) Total Outlet Area (AoJ A„ = 3.39 .. squareinches 3. Trash Rack A) Needed Open Area: A, = 0.5 ' (Figure 7 Value) ' At B) Type of Outlet Opening (Check One) C) For 2", or Smaller, Round Opening (Ref.: Figure 6a): i) Width of Trash Rack and Concrete Opening (W.) from Table 6a-1 A, _ `Q_ 121 , square inches j j(-� < 2" Diameter Round 2" High Rectangular Other. W _ 8 ` inches ..I ii Height I _ inches Trash Rack Screen (HrR) H e; Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility Sheet 2 of 3 Designer. John Gooch Company: Aspen Engineering Date: October 1, 2013 Project: Spring Creek LMN Location: Fort Collins, Pond 100 iii) Type of Screen (Based on Depth H), Describe if "Other" 1 S.S. #93 VEE Wire (US Filter) Other. iv) Screen Opening Slot Dimension, Describe if "Other' F X. --? 0.139" (US Filter) Other. v) Spacing of Support Rod (O.C.) 0 55 �Jl inches Type and Size of Support Rod (Ref.: Table 6a-2) #156 VEE 3/8 in. x 1.0 in. flat bar vi) Type and Size of Holding Frame (Ref.: Table 6a-2) D) For 2" High Rectangular Opening (Refer to Figure 6b): 1) Width of Rectangular Opening (W) W = 1 inches ii) Width of Perforated Plate Opening (Ww c = W + 12") W� w = j inches iii) Width of Trashrack Opening (Woo,,,i 9) from Table 6b-1 Wow ;,,g inches iv) Height of Trash Rack Screen (HTR) HTR _ (� inches v) Type of Screen (based on depth H) (Describe if "Other") 10empT/A KPP Series Aluminum Other. vi) Cross -bar Spacing (Based on Table 6b-1, KlempTm KPP FT ^ inches Grating). Describe if "Other' Other. vii) Minimum Bearing Bar Size (KlempTm Series, Table 6b-2) s Based on depth of WOCV surcharge) 4. Detention Basin length to width ratio (Vy1/) x v .f 4 5 Pre -sedimentation Forebay Basin - Enter design values A) Volume (5 to 10% of the Design Volume in 1 D) acre-feet '+ ti B) Surface Area acres C) Connector Pipe Diameter inches (Size to drain this volume in 5-minutes under inlet control) D) Paved/Hard Bottom and Sides yes/no Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility i Sheet 3of3t' Designer: John Gooch Company: Aspen Engineering Date: October 1, 2013 Project: Spring Creek LMN Location: Fort Collins, Pond 100 6. Two -Stage Design A) Top Stage (Dwo = 2' Minimum) Dwo = feet Storage= acre-feet B) Bottom Stage (Das = Dwo+ 1.5' Minimum, Dwo+ 3.0' Maximum, Dm = feet Storage = 5% to 15% of Total WQCV) Storage= acre-feet Surf. Area= -; :_ ;acres C) Micro Pool (Minimum Depth = the Larger of Depth= feet 0.5 ' Top Stage Depth or 2.5 Feet) Storage= acre-feet Surf. Area=; •..`. - "-"acres D) Total Volume: Vol,ot = Storage from 5A + 6A + 6B Vol,ot = } acre-feet Must be > Design Volume in 1 D 7. Basin Side Slopes (Z, horizontal distance per unit vertical) Z = (horizontaVvertical) Minimum Z = 4, Flatter Preferred i 8. Dam Embankment Side Slopes (Z, horizontal distance) Z = (horizontaVvertical) per unit vertical) Minimum Z = 3, Flatter Preferred 9. Vegetation (Check the method or describe "Other") Native Grass 5 Irrigated Other. Turf Grass Gi Notes: Pond100RatingCurve9-25713.txt Spring Creek LMN Pond 100 Rating Curve 7RG 9-25-13 #units=Elevation,ft,Area,ft2,volume,acft,volume,acft # Elev Area Cumml Avg Cumml Conic # ft ft2 acft acft 36.2000 41525.2860 2.5295 2.4856.+ 36.0000 40349.3063 2.3416 2.2977 34.0000 27770.3322 0.7778 0.7428 33.0000 14165.4370 0.2964 0.2702 32.0000 5814.4162 0.0671 0.0478 31.0000 28.2749 0.0000 0.0000 Page 1 z.49 A-e-FT e ✓ 491b.za 100 Year Project: Sprin Creek LMN Site Area (For Pond 200 Desi n b : J.Gooch Date: 101112013 This is to convert % imp. to a C value 100-year (must insert % imp. and C pervious). Required detention ft3 acre-ft. 'C'value 0.55 s!I654304 =',1:502T V * 1.25 0.6875 Area 10.67 acres Modified Modified Release Rate 4.4814 M. FATER D. JUDISF C. LI 5/95 Nov-97 Nov-98 DETENTION POND SIZING TIME TIME INTENSI Q 100 Runoff Release Required Required cum 100 year Volume Cum total Detention Detention (mins) (secs) (in/hr) cls) (ft"3) (ft"3) (ft"3) (ac-ft) 0 0 0 0.00 0 0.0 0.0 0.0000 5 300 9.950 72.99 21896.84 1344.4 20552.4 0.4718 10 600 7.720 56.63 33978.62 2688.8 31289.8 0.7183 15 900 6.520 47.83 43045.45 4033.3 39012.2 0.8956 20 1200 5.600 41.08 49295.4 5377.7 43917.7 1.0082 25 1500 4.980 36.53 54797.12 6722.1 48075.0 1.1037 30 1800 4.520 33.16 59682.65 8066.5 51616.1 1.1849 35 2100 4.080 29.93 62851.64 9410.9 53440.7 1.2268 40 2400 3.740 27.44 65844.57 10755.4 55089.2 1.2647 45 2700 3.460 25.38 68529.41 12099.8 56429.6 1.2954 50 3000 3.230 23.69 71082.21 13444.2 57638.0 1.3232 55 3300 3.030 22.23 73348.91 14788.6 58560.3 1.3444 60 3600 2.860 20.98 75527.6 16133.0 59394.6 1.3635 65 3900 2.720 19.95 77816.31 17477.5 60338.9 1.3852 70 4200 2.590 19.00 79796.93 18821.9 60975.0 1.3998 75 4500 2.480 18.19 81865.58 20166.3 61699.3 1.4164 80 4800 2.380 17.46 83802.18 21510.7 62291.5 1.4300 85 5100 2.290 16.80 85672.76 22855.1 62817.6 1.4421 90 5400 2.210 16.21 87543.35 24199.6 63343.8 1.4542 95 5700 2.130 15.62 89061.82 25544.0 63517.8 1.4582 100 6000 2.060 15.11 90668.33 26888.4 63779.9 1.4642 105 6300 2.000 14.67 92428.88 28232.8 64196.1 1.4737 110 6600 1.940 14.23 93925.34 29577.2 64348.1 1.4772 115 6900 1.890 13.86 95663.89 30921.7 64742.2 1.4863 120 7200 1.840 13.50 97182.36 32266.1 64916.3 1.4903 125 7500 1.790 13.13 98480.77 33610.5 64870.3 1.4892 130 7800 1.750 12.84 100131.3 34954.9 65176.4 1.4962 135 8100 1.710 12.54 101605.7 36299.3 65306.4 1.4992 140 8400 1.670 1225 102904.1 37643.8 65260.4 1.4982 145 8700 1.630 11.96 104026.5 38988.2 65038.3 1.4931 150 9000 1.600 11.74 105633 40332.6 65300.4 1.4991 155 9300 1.570 11.52 107107.5 41677.0 65430.4 1.5021 160 9600 1.540 11.30 108449.9 43021.4 65428.4 1.5020 165 9900 1.510 11.08 109660.3 44365.9 65294.4 1.4996 170 10200 1.480 10.86 110738.6 45710.3 65028.3 1.4926 175 10500 1.450 10.64 111684.9 47054.7 64630.2 1.4837 180 10800 1.420 10.42 112499.1 48399.1 64100.0 1.4715 185 11100 1.400 10.27 113995.6 49743.5 64252.1 1.4750 190 11400 1.380 10.12 115404.1 51088.0 64316.1 1.4765 195 11700 1.360 9.98 116724.5 52432.4 64292.1 1.4759 200 12000 1.340 9.83 117956.9 53776.8 64180.1 1.4734 205 12300 1.320 9.68 119101.2 55121.2 63980.0 1.4688 210 12600 1.300 9.54 120157.5 56465.E 63691.9 1.4622 215 12900 1.280 9.39 121125.8 57810.1 63315.8 1.4535 220 13200 1.260 9.24 122006.1 69154.5 62851.6 1.4429 225 13500 1.240 9.10 122798.4 60498.9 62299.5 1.4302 230 13800 1.220 8.95 123502.6 61843.3 61659.3 1.4155 235 14100 1.210 8.88 125153.1 63187.7 61965.4 1.4225 240 14400 1.200 8.80 126759.6 64532.2 62227.4 1.4285 1,49 A<-IrT @ IZO MrN, .fo.24 *,r-r Nacv) 1.13 Ac• pr 7m*z- v6t-umE Wur REd Page 1 - - Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility 1. Sheet 1 of 3';' Designer: John Gooch Company: Aspen Engineering j Date: October 1, 2013 Project: Spring Creek LMN Location: Fort Collins, Pond 200 << 1. Basin Storage Volume a 18 = 55.00 % A) Tributary Area's Imperviousness Ratio (i = la/ 100) B) Contributing Watershed Area (Area) Area = 10.67 acres C) Water Quality Capture Volume (WQCV) WQCV = , .,d.22 I watershed inches (WQCV =1.0 - to.gt ' 13 - 1 19' IZ + 0.78 ' q) D) Design Volume: Vol = (WQCV / 12)' Area' 1.2 2. Outlet Works A) Outlet Type (Check One) B) Depth at Outlet Above Lowest Perforation (H) C) Required Maximum Outlet Area per Row, (AJ D) Perforation Dimensions (enter one only): i) Circular Perforation Diameter OR ii) 2" Height Rectangular Perforation Width E) Number of Columns (nc, See Table 6a-1 For Maximum) F) Actual Design Outlet Area per Row (A,) G) Number of Rows (nr) H) Total Outlet Area (Aa,) 3. Trash Rack A) Needed Open Area: A, = 0.5' (Figure 7 Value) ' Ao, B) Type of Outlet Opening (Check One) C) For 2", or Smaller, Round Opening (Ref.: Figure 6a): i) Width of Trash Rack and Concrete Opening (W.) from Table 6a-1 Vol = ,.0,235 ' 1 acre-feet '' 1 X Orifice Plate - 4 Perforated Riser Pipe Other: H = 2.00 feet Ao = j:, 0.50 '4 square inches "r s D = . 0.7500 inches, OR W = inches nc = (1 _ j number A. = 0:44 square inches nr = ( _6 number Am _ ..2.65', _'•_ square inches A, _ ( r 93 ; square inches F . "aX. 7--1 < 2" Diameter Round 2" High Rectangular Other. W. _ F , 6 L I inches I ii) Height of Trash Rack Screen (HTR) I HTR = 48 j inches I i Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility (` Sheet 2 of 3 Designer: John Gooch Company: Aspen Engineering Date: October 1, 2013 Project: Spring Creek LMN Location: Fort Collins, Pond 200 Y r iii) Type of Screen (Based on Depth H), Describe if "Other" 1 S.S. #93 VEE Wire (US Filter) Other: iv) Screen Opening Slot Dimension, Describe if "Other" v) Spacing of Support Rod (O.C.) Type and Size of Support Rod (Ref.: Table 6a-2) vi) Type and Size of Holding Frame (Ref.: Table 6a-2) F _ 4 ~_ _1. 0.139" (US Filter) Other: 0.75 `; inches #156 VEE "I 3/6 in. x 1.0 in. flat bar D) For 2" High Rectangular Opening (Refer to Figure 6b): 1) Width of Rectangular Opening (W) W = 'inches ii Width of Perforated Plate Opening - W + 12") P 9 (Wwnc — W -" W. — �� i,':_':::'.. ,J inches iii) Width of Trashrack Opening (W,p„d q) from Table 6b-1 W,an,n9 = , :; , . inches iv) Height of Trash Rack Screen (HTR) HTR = inches C^. v) Type of Screen (based on depth H) (Describe if "Other") KlempTm KPP Series Aluminum 1. rf Other. vi) Cross bar Spacing (Based on Table 6b 1, KlempTM KPP I r inches Grating). Describe if "Other" Other: I vii) Minimum Bearing Bar Size (KlempTm Series, Table 615-2) I 1 e - (Based on depth of WQCV surcharge) 4. Detention Basin length to width ratio I (UW) 5 Pre -sedimentation Forebay Basin - Enter design values A) Volume (5 to 10% of the Design Volume in 1D) acre-feet B) Surface Area acres C) Connector Pipe Diameter inches (Size to drain this volume in 5-minutes under inlet control) D) Paved/Hard Bottom and Sides yes/no 1 :`Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility Sheet 3 of 3 Designer: John Gooch Company: Aspen Engineering Date: October 1, 2013 Project: Spring Creek LMN Location: Fort Collins, Pond 200 6. Two -Stage Design A) Top Stage (Dwo = 2' Minimum) Dwo = feet Storage= acre-feet B) Bottom Stage (Des = Dwo + 1.5' Minimum, Dwo + 3.0' Maximum, De = feet Storage = 5% to 15% of Total WQCV) Storage= acre-feet Surf. Area=l acres C) Micro Pool (Minimum Depth = the Larger of Depth= feet 0.5 ' Top Stage Depth or 2.5 Feet) Storage= acre-feet - i' Surf. Area=L -'!acres D) Total Volume: Vol,, = Storage from 5A + 6A + 6B Volt„ _ ( ' . - y. ! acre-feet Must be > Design Volume in 1 D 7. Basin Side Slopes (Z, horizontal distance per unit vertical) Z = (horizontal/vertical) Minimum Z = 4, Flatter Preferred 8. Dam Embankment Side Slopes (Z, horizontal distance) Z = (horizontaVvertical) $. per unit vertical) Minimum Z = 3, Flatter Preferred 9. Vegetation (Check the method or describe "Other") Native Grass s Irrigated Turf Grass d ^i Other. Notes: �.� Ex1fiBIT •lENG!;dEE. NG yf • IN N Spring creek Park Asbuilt Rating Curve 8-29-13.txt SPRING CREEK FARMS NORTH FILING NO. 3 Pond 200 ASBUILT RATING CURVE JRG 8-29-13 • PROPOSED 100-YR VOLUME = 2.37 ACRE-FEET at ELEVATION 4940.05 • PROVIDED 100-YR VOLUME = 2.51 ACRE-FEET AT ELEVATION 4940.15 • THE 100-YR VOLUME OF 2.51 ACRE-FEET FOR POND 200 is achieved at elevation 4940.15. • COVER REQUIREMENTS OVER THE TWO 18" RCP PIPES REQUIRED THE WEST SIDE OF THE PARK/POND • BE RAISED UP, THUS INCREASING THE FREE -BOARD ELEVATION FROM 4940.05 TO 4940.50.-THEREFORE, • THE 100-YEAR WSEL INCREASED FROM 4940.05 TO 4940.1, THUS MAINTAINING THE 0.35' • FREEBOARD CALLED FOR IN THE APPROVED PLANS. • THE 2.51 ACRE-FEET ASBUILT VOLUME WILL BE CARRIED. FORWARD IN THE DESIGN FOR • THE SPRING CREEK FARMS NORTH FILING NO. 4 PROJECT AS THE STORAGE CAPACITY OF POND 200. #units=Elevati'on,ft,Area,ft2;volume,acft,volume,acft # Elev Area CUmml Avg Cumml conic • # ft ft2 acft acft 4940.5000 42601.8423 2.8661 2.8319 2 Sl/kFi 4940.0000 39468.0272 2.3951 2.363b_ 4939:0000 34683.7275 1.5440 1.5105 f gggp r5 4938.0000 29788.0447 0.8039 0.7712 • �. 4937X000 15838.8974 .0.2802 0.2558 4936.0000 4164.8610 0.0506 0.0406 • 4935.0000 189.2940 0.0006 0.0004 4934.7200 11.6710 0.0000 0.0000 Page 1 100 Year Project: Sprin Creek LMN Overall Site Area For Ponds 100 & 200 Design by: J.Gooch Date: 4/10/2013 This is to convert % imp. to a C value 100-year (must insert % imp. and C pervious). Required detention ft3 acre-ft. 'C' value 0.57 149796.9 ' 3.4389 'C'* 1.25 0.7125 Area 23.04 acres Modified Modified Release Rate 9.6768 M. FATE R D. JUDIS C. LI 5195 Nov-97 Nov-98 DETENTION POND SIZING TIME TIME INTENSM Q 100 Runoff Release Required Required cum 100 year Volume Cum total Detention Detention mins (secs) (in/hr) (cfs) (ft^3) (ft^3) ft^3) (ac-ft) 0 0 0 0.001 0 0.01 0.0 0.0000 5 300 9.950 163.34 49001.76 2903.0 46098.7 1.0583 10 600 7.720 126.73 76038.91 5806.1 70232.8 1.6123 15 900 6.520 107.03 96329.09 8709.1 87620.0 2.0115 20 1200 5.600 91.93 110315.5 11612.2 98703.4 2.2659 25 1500 4.980 81.75 122627.5 14515.2 108112.3 2.4819 30 1800 4.520 74.20 133560.6 17418.2 116142.3 2.6663 35 2100 4.080 66.98 140652.3 20321.3 120331.0 2.7624 40 2400 3.740 61.40 147350 23224.3 124125.7 2.8495 45 2700 3.460 56.80 153358.3 26127.41 127230.9 2.9208 50 3000 3.230 53.02 159071 29030.4 130040.6 2.9853 55 3300 3.030 49.74 164143.6 31933.4 132210.1 3.0351 60 3600 2.860 46.95 169019.1 34836.5 134182.7 3.0804 65 3900 2.720 44.65 174140.9 37739.5 136401.4 3.1313 70 4200 2.590 42.52 178573.2 40642.6 137930.7 3.1665 75 4500 2.480 40.71 183202.6 43545.6 139657.0 3.2061 80 4800 2.380 39.07 187536.4 46448.6 141087.7 3.2389 85 5100 2.290 37.59 191722.5 49351.7 142370.8 3.2684 90 5400 2.210 36.28 195908.5 52254.7 143653.8 3.2978 95 5700 2.130 34.97 199306.7 55157.8 144148.9 3.3092 100 6000 2.060 33.82 202901.8 58060.8 144841.0 3.3251 105 6300 2.000 32.83 206841.6 60963.8 145877.8 3.3489 1 6600 1.940 31.85 210190.5 63866.9 146323.6 3.3591 115 6900 1.890 31.03 214081.1 66769.9 147311.1 3.3818 120 7200 1.840 30.21 217479.2 69673.0 147806.2 3.3932 125 7500 1.790 29.38 220384.8 72576.0 147808.8 3.3932 130 7800 1.750 28.73 224078.4 75479.0 148599.4 3.4114 135 8100 1.710 28.07 227378 78382.1 148995.9 3.4205 140 8400 1.670 27.41 230283.6 81285.1 148998.5 3.4205 145 8700 1.630 26.76 232795.3 84188.2 148607.1 3.4116 150 9000 1.600 26.27 236390.4 87091.2 149299.2 3.4274 155 9300 1.570 25.77 239690 89994.2 149695.8 3.4365 160 9600 1.540 25.28 242694.1 92897.3 149796.9 3.4389 165 9900 1.510 24.79 245402.8 95800.3 149602.5 3.4344 170 10200 1.480 24.30 247815.9 98703.4 149112.6 3.4232 175 10500 1.450 23.80 249933.6 101606.4 1483272 3AO51 180 10800 1.420 23.31 251755.8 104509.4 147246.3 3.3803 185 11100 1.400 22.98 255104.6 107412.5 147692.21 3.3905 190 11400 1.380 22.65 258256.5 110315.5 147941.0 3.3963 195 11700 1.360 22.33 261211.4 113218.6 147992.8 3.3974 200 12000 1.340 22.00 263969.3 116121.6 147847.7 3.3941 205 12300 1.320 21.67 2665302 119024.6 147505.5 3.3863 210 12600 1.300 21.34 268894.1 121927.7 146966.4 3.3739 215 12900 1.280 21.01 271061 124830.7 146230.3 3.3570 220 13200 1.260 20.68 273030.9 127733.8 145297.2 3.3356 225 13500 1.240 20.36 274803.8 130636.8 144167.0 3.3096 230 13800 1.220 20.03 276379.8 133539.8 142839.9 3.2792 235 14100 1.210 19.86 280073.4 136442.9 143630.5 3.2973 240 144001 1.200 19.70 283668.5 139345.9 144322.6 3.3132 OWA-r i! s Lr6 g�s��ls ►-io f os r (FA ►Nro. P&RPbs65 or,l-v Page 1 '0 0 0 0 0 0 10 APPENDIX C P761 STORM SEWER PIPE SIZING 27 _ S , C,PM-�- r/k/Ald Alo. ,/ C xla'7�PFK j�G b-zb—i3 x �74,,��� 5,0 Mtn s tm-R t6l" f a )iPE ` 2-lf� SWR 6 - 1 MH 2 SWR 2 - 1 (3t," 6&uvJM tA►T ) • Il„x 3�u • Oar P • (z4It • • it Q H po o 0 a � a ~ a au •� a as 00 110 41 0 0 0 0 � M • O fA O +�-' O O v O 00 o N cd QM Uto u wi +j a A A o a U a c C a 0 H 2�� H 0 h U y y N O O MOO M � � o 0 00 01 00 � 01 01 Q1 � 01 Go 0 Ea) O O O O N E4O 0 0 0 0 0 0 0 0 0 0 0 0 o c o 0 0 0 O O O O O O O O O O C O Vs �,c p O OC^OCD O N .�r O t N I54 � .• c 0 0 0 0 0 0 0 0 0 0• 0 o N N N N C U U U U U U U ~ y I 1 a .� L(-=) _ U rA W) C 91 M O O M O O M O O M O O M'F.m O CD O o M O 0 8 �N r- rn�10l00W) 00 M 0000 M M M M M CN Kl E No ENE 0 0 W � t �. kn� %�6 M M 00 M 00 r-: MCIN 00 o6 M 00 o6 en 00 en A ON � mtmn N INN l� t� W �" •--� N M � r�nl � �Ll M 0 a U b as Lo G w O O K1 ON O ON O all O a O O N N UQ NMI � -9 -9� v a o0 0o C O 00 0� 0 z , 0 14) 'In Wi I + i I p„ � 00 00 O O N 00 O A .v I N N N I N M N Op �7y p, y '�•' M C M (� •--+ Vl -� In N In O� � M In u V A •� N N N N � •-+ N •� � y o a aN c� In In In In In 0 m L44 R M M M I 1 1 1 1 1 1 d co z W •-� N M et' V1 [� �O • • • N y � E L:m=0 CD M M I N u Uu M M I N .� M M N 0 0 0 a M M N y p U U U I 1 i 0 0 0 0 0 N N N N 0 0 0 0 0 0 0 0 N N' N N .9 C4 .0 0 U "d .b U N r.+ 4-4 a t� N 0 LV y O U y ;2 o � L U 0 0 0 s cl O 00 rn M M Cf Fes+ C L i ^ N � O yyy CO. 00 cn 'IT �n V x M� oo I o 00.cn O� O Ll�++ Q i 0 � t v w O N N ee aq er- 00 00 �^_�.,,11 Vn y Cl% ON ol� S^ tn r- 00 ON � � rn K a; 0 N O � � Ana .5 a • • • 3 3 3 3 3 0 U 3 3 3 3 3 71 M 00 M O M 00 O 6 '> u •-� N N •--� i 00 y p "O w 00 ONi o0o O N M a o`to rn o W v 00 f 't C` 00 E 0 0 o 0 0 0 0 0 0 00 en0 0 ON 0 N N N N [� 40 W Z •--� N M v � l� �O 9 tu rA rn A rA cn an) UO3 —,u A. 7 %./ / 2 § ) \ 03 k\un d\ \ /� / 0 0 0 . { 0 0 . . . . . . . . . . . . . <Tlfj - $ - I — SIORA - h 45 Q04 b 10-0 21-4 a Q ?i rs, •. �l i a O IO2 C� d�IO O cl O A .0 .� bD^!o Io s. a o I U � O iO iO uICD oIo ddlo!r" • • • • • • • 0 0 0 • 0 0 0 0 • 0 0 • 0 r ol • • 0 0 U I i 00 ta a it O r R w * 0 0 No Text Seri +, - c SiIN - c - I 15'TYPERWiEi) (02 EcaA-L ) 00 HNNE Nog O o O o kn M QM N ^ O y O 06 O 04 o • o -- v, ca U ° y Im, .o u G :� z o ^- � rn u a C c e o 0 0 � `� O •--� N Uj � O O tv C) I O O U C C " o CDrn a� o00 U a� o 0 0 0 A C o ►.I � emu.• 0 0 0 � U cu y .>i 13 •p OG 43 O V'l en M O M W W � N �� b o a� P; N RILE H ' Vj kfj wi ODD A � ^ Ec� E� a� U � NLC lil 110 w o rn 00 00 moo,, O O O 'Q O N O l� I O VG � � U U 8 O • • • • • • • • • • • • On wo 0-9 495 69 09 4K e OR • • • • • • • • • • • w 0 i a o U a� w^ rn °O o M O �z oho ac NON A M M CC N N U 0 U U W .. N U U d • • .. W r� a, 00 w � � w w rA � M M r M all M 0� 6) m A �a� V1 [� w 555uuu O Vim') N en N fn A U 3 �Ux 3 ele l un W U N U LIL-----i =j =j 8 0 0 0 0 0 U 3 3 j rn 7=9� M V O 'O e ti 00 N L 0000 116 O O 1XIF4 O\ •+ N U U a� zcn U) W U U Cd 3 a0i U U as vi M N ',S v + Ea N 0 L fn 'b C� •'� CO) Q "d Cfy VJ = o cts 10, cd N Ld .� U 3 3w'v�w N O O 0 4 a9 E APPENDIX D 28 INLET, CONCRETE SIDEWALK CULVERT SIZING, PUBLIC STREET CAPACITIES 29 DESIGN PEAK FLOW FOR ONE-HALF OF STREET BY THE RATIONAL METHOD Project: Spring Creek Farms North Filing No. 4 Inlet ID: Inlets at Design Point 1 Design Flow = Gutter Flow+ Carryover Flow 10WALLA VNp I STREET I 1 OVFRO'NO e—GUTTER FLOW PLUS CARRY-OVER FLOW ttaEg IGUTTER FLOW INLET INLET 1/2 OF STREET Qocal peak flow for 12 of street, plus now bypassing upstream subcatchments): Site Type: 0 Sae Is Urban O SIR is Non-u ban iL Show Details Snt Imperviousness Area =�% Acres Percent Imperviousness = % NRCS Soil Type = A, B, C, or D Slope (Nff) Length (it) Overland Flow Gutter Flow =I Design Storm Return Period, Return Period One -Hour Precipitation, User -Defined Storm Runoff Coefficienil (leave this blank to accept a calculated value), User -Defined Syr. Runoff Coefficient (leave this blank to accept a calculated value), Bypass (Carty -Over) Flow from upstream Subwtehmants, I Total Design Peak Flow, O =1 2.8 1 12.3 eh IN THIS SECTION IN THE SECTIONS Inlet_DP1.ids, Q-Peak 1142014, 4:22 PM 11 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) 11 (Based on Regulated Criteria for maximum Allowable Flow Deptn and spread) Project: Spring Creek Farms North Filing No. 4 Inlet ID: Inlets at Design Point 1 Ta /�C= TCROWN ' g RKCK T. TMAx w A T Street Crown r HCVRB oW ox S G _ a 9r Warning num Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) ring's Roughness Behind Curb of Curb at Gutter Flow Line ce from Curb Face to Street Crown Depression Width Transverse Slope Longitudinal Slope - Enter 0 for sump condition ig's Roughness for Street Section Allowable Water Spread for Minor & Major Storm Allowable Depth at Gutter Flow Line for Minor & Major Storm Flow Depth at Street Crown (leave blank for no) Tm,: = 5ft S,, = 0.025.00 ft. van. /ft. horiz nMCK= 0.029 HCURS = 4.80 inches TCR7= 15.0 ft a = 2.00 inches W = 1.17 ft Sx=J 0.020 ft. vert. / ft. horiz So =1 0.005 ft. van. / ft. horiz neTRaT =1 0.016 Minor Storm Major Storm Try =1 14.5 15.0 ft dunx= 4.8 18.0 inches Li Li check = yes Minor Storm Major Storm dlowable Gutter Capacity Based on Minimum of QT or Ow Q,rew = 3.0 220.8 cis storm m . allowable capacity GOOD - greater than flow given on shwt'Q­Peak' . storm max. allowable capacity GOOD -greater than flow given on sheet'Q-Peak' ig 01: ManniWs n-value does not meet the USDCM recommended design range Inlet_DP1.xls, Q-Allow 1/4/2014, 4:23 PM INLET ON A CONTINUOUS GRADE project: Spring Creek Farms North Filing No.4 Inlet ID: Inlets at Design Point 1 Lo (C) Hurb H-Vert - Wo Wp W Lo (G)C Denton Information (input - -- - -- MINOR MAJOR Type of Inlet Type = COOT Type R Curb Opening Local Depression (additional to continuous gutter depression'a' from'O-AIIo,/) atom. = 3.0 3 C. inches Dial Number of Units in the Inlet (Grate or Curb Opening) No = 1 I Length of a Single Unit Inlet (Grate or Curb Opening) L, = 10.U0 1 rUO it Width of a Unit Grate (cannot be greater than W from O-Allow) W. = WA It Clogging Factor for a Single Unit Grate (typical min. value = 0.5) CrG = WA WA Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1) CrC = 0.10 0.10 Streel Hutto: OK- < mastmum allowable from sheet' lwa( MINOR MAJOR Desgn Diseharga for Hae of Street (ham Sheet O-Paok) Q. = 2.6 12.3 its Water Spread Width T = 11.0 15.0 it Witter Depth at Flowlin9 (outside of local depression) it = 4.7 6.9 Inches Ater Depth at Street Crown (or at T.0 it. = 0.0 1.3 Inches Ratio of Gutter Flow to Design Flay E,= 0.384 0.197 Discharge outside the Gutter Section W, carried in Section T, %= 1.6 9.3 cis Discharge within the Gutter Section W q„= 1.0 2.3 cis Discharge Behind the Curs Face Q.. 0.0 0.6 its Flow Area within the Girder Section W Aw = 1.32 3.98 sq ff Velocity within the Gutter Section W V. = 2.0 2.9 fps Ater Depth for Design Condition cia 7.7 9.9 Inches Graft Anal Is (Calcuftflodl MINOR MAJOR Total Length of Inlet Grate Opening L=I WA I WA it Ratio of Grate Flay to Design Flow E,,,M,=1 WA IWA Under No -Clogging Condition MINOR MAJOR Minimum Velocity Where Grate Splash -Over Begins V. = WA WA fps Interception Rate of Frontal Flan Rr= WA WA Interception Rate of Side Flow R. = WA WA Interception Capacity WA WA its Under Clogging Condition MINOR MAJOR Clogging Coefficient for Muitlple-una Grate Inlet GrateCod= WA WA Clogging Factor for Muhipleun8 Grate Inlet GmteClog = WA WA Effective (unclogged) Length of Multiple -unit Grate Intel L. = WA WA 0 Minimum Velocity Where Grate Splash -Over Begins V. = WA WA fps Interception Rate of Frontal Flow Rr- WA WA Interception Rene of Side Flow R. = WA WA Actual hemcaptlon Capacity Qa = WA WA ors Cany-Over Flow = 0,-0, (to be applied to curs opening a Held d/s tnlel) 0.. WA WA ch Cum or Slotted Intel Opirubm Ana is Calculated MINOR MAJOR Equivalent Slope S. (based on grate carryover) S6-1 0.157 1 0.090 fIN Requimd Length LT b Have 100% Interception Lr = 721 19.79 it Under No -Clogging Condition MINIM MAJOR Effective Length of Cum Opening or Slotted Inlet (minimum of I, LT) L = 721 1 10.00 It Interception Capacity Oil 2.6 1 8.3 cis Under Clogging Condition MINOR MAJOR Clogging Coefficient CurbCoef= 1.25 126 Clogging Factor for MuNplo-une Cum Opening or Slotted Inlet CursClog = 0.06 0.05 Effective (Unclogged) Length L. = 8.75 8.75 it ual Interception Capacity - O.= 2.8 8.0 its Gdm.Over Flay=0..,......-0_ m.= 0.0 42 ds flow bypassing inlet) O = 2.6 8.0 Ov= 0.0 42 Inlet_DP1 ids, Inlet On Grade 1141=4, 4:23 PM DESIGN PEAK FLOW FOR ONE-HALF OF STREET BY THE RATIONAL METHOD Project: Spring Creek Fanns North Filing No. 4 Inlet ID: Inlets at Design Point 2 Design Flow = Gutter Flow • Carry-over Flow +GVFLOVNo+ I STREET I I iDVFLOVLA NU � LEE�g,GUTTER FLOW PLUS CARRY-OWER FLOW— GUTTER FLOW show Details INLET INLET — �1/2 OFSSTREET (local peak flow for 12 of street plus flow bypassing upstream subcatchments): • x..,.,.nur.,d • ,aew hxrx ,dde x,e reat of xtla afuet arM eroeeed to allaat Site Type: 0 Ste Is Urban 0 Site is Nonllrban .Q Subcatd,ment Area = Aaes Percent Imperviousness = % NRCS Soil Type = A, B. C, or D Slope ft l) Length (N Overland Flow = Gutter Flow = Design Stonn Return Period, T, Realm Period One -Hass Precipitation, P, C, Cr User -Defined Stain Runoff Coeffident (leave this blank to accept a calculated value), C User -Defined Tyr. Runoff Coefficient (leave this blank to accept a CalWabad value), Cs Bypass (Carry -Over) Flow from upstream Subeatehmeats, Qb Total Design Peak Flow, Q -1 3.0 1 14.3 off, THIS SECTION THE SECTIONS Inlet_DP2.xls, Q-Peak 114=14, 4:23 PM 11 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) 11 (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: Spring Creek Farms North Filing No. 4 Inlet ID: Inlets at Design Point 2 }'� 'I TB,CK TCROWN SB,cK T. T.A. W �� Tx Street c to.. Y HCVRB dw ox. S x C a 9, Warning mum Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) ring's Roughness Behind Curb of Curb at Gutter Flow Line ;e from Curb Face to Street Crown Depression Transverse Slope Longitudinal Slope - Enter 0 for sump condition ig's Roughness for Street Section Allowable Water Spread for Mirror & Major Storm Allowable Depth at Gutter Flow Line for Minor & Major Storm Flow Depth at Street Crovm (leave blank for no) T—K = 55.0 ft SBRCK = FE ft. vart. / ft, bodz neACK = 0.029 HCURB = 4.80 inches TCROWN = 15.0 t a = 2.00 inches W=J 1.17 Ift Sx = 0.020 Ift. vert. / ft. horiz So = 0.005 Ift. van./ft. horiz nSMEsr =1 0.016 Minor Storm Major Storm T. 14.5 1&0 ft dt.yx = 4.8 18.0 inches check = yes Minor Storm Major Storm able Gutter Capacity Based on Minimum of Q, or Q. QB,,, =1 3.0 22D.8 cfs MINOR STORM max. allowable capacity is less than flow given on sheet'Q~ n max_ allowable canyLixx GOOD - amater than flow given on sheet'Q­Peak' Inlet_DP2.xls, Q-AI16w 1/4/2014, 4:24 PM INLET ON A CONTINUOUS GRADE Project: Spring Creak Farms North Filing No.4 Inlet ID: Inlets at Design Point 2 Lo (C){ H-Curb H-Vert Wo Wp W Lo (G) Depression (adds lonal to continuous guften depression's from'O-Allow) Number of Units in the Intel (Grate w Curb Opening) h of a Single Unit Intel (Grate or Curb Opening) of a Unit Grate (cannot be greater than W from Q-Allow) Ing Factor for a Single Unit Grata (typical min. value = 0.5) Ing Factor for a Single Unit Curb Opening Oypical min. value = 0.1) t Hvdwullca: WARNING: 0 > ALLOWABLE Q FOR MINOR STORM' In Discharge for Hag of Street (from Street QFeak) Spread Width Depth at FlOMine (outside of local depression) Depth dt Street Croxn (or at Tuner) of Gutter Flow, to Design Flux age outside the Goer Section W, carried in Section T. urge vtthin the Gutter Section W ergo Behbw the Curt, Face Vea whin the Guntur Section W tf within the Guaar Section W Length of Inlet Greco Opening W Grata Horn to Design Flow r NoClogging Condidon urn Velocity Where Grata SplostiOver Begins eption Rate, of Frontal Flour trillion Rate of Side FlaW spoon Capacity r Clogging Candid= Ing Coefficient for Mu4lple-unit Gate Inlet Ing Factor for MuNplaund Grate last Ne (unctogged) Length of Muftiplo-unit Gate Inlet um Velocity Whew Grate Splash-0ver Begins eption Rate of Frontal Flow eption Raw of Side Flow it Interception Capacity am Slope B. (based on grata carryover) to Length LT to Have 100% Interception No,Clogging Condition e Length of Curb Opening or Slatted Inlet (minimum of L. LT) #lore Capacity moggf g Corkdmw g Codward g Factor for MNttplaunft Curs Opening or Slotted Inlet e (t vc"gled) Length Interception Capacity 1111e11Marcoptlon Capacity Inlet CanyOver Rw (flow bypa l3ing Intact as percentage - QJQ. _ MINOR MAJOR Type = COOT Type R Cue Opening au = 3.0 aD inch No - L.= 10.00 10 C.G it Wo= WA NIA it CrG= WA WA CrC = 0.10 0.10 MINOR MAJOR Q. = 3.0 14.3 cfs 11.7 15.0 T- If a = 4.8 7.2 inchi do.= 0.0 1A inch Ea= 0,360 0.188 0.= 1.9 10.9 cfs Q„= 1.1- 2.5 cis 0.0 0.9 Qae = cis A. 117 d.35 sqft Vw' 2.1 3.1 fps 7.8 10.2 d,a.. = inch, MINOR MAJOR L= WA I WA ft E.oere= WA WA MINOR MAJOR V. _ fps w= w= Q = cis MINOR MAJOR GmteCoef- WA WA GrsteClog- WA WA L.= WA WA ft V.= WA WA fps Rr= WA WA R.= WA WA Q.= WA WA cis r6= WA WA cis MINOR MAJOR S.= 0.148 0.0e8 ftdt 7.94 21.70 LT = ft MINOR MAJOR L= 7.94 10.00 ft 3.0 9.0 Qi = cfs MINOR MAJOR CurbCosf = I.25 125 0.08 0.05 Curt,Clo9= 8.75 8.75 L. = ft Q. 3.0 8.6 cfs WA WA wA NIA WA WA WA WA Q. 3.0 Ij;27 4= 00C%= 100 [Net DP2.As, Inlet On Grade 1/42014, 424 PM DESIGN PEAK FLOW FOR ONE 4ALF OF STREET BY THE RATIONAL METHOD "act: _ Spring Crack Fannie North Filing No. 4 Inlet ID: Inlets at Design Point 3 Design Flow - Ginter Flow+ Carryover Flow �yUVFLOLA VNeSIDE + STREET t I �OVFLUVN GUTTER FLDV PLUS CARRY-OVER FLOW GUTTER FLOW INLET INLET 112 OF STREET (1=1 peak floe for 12 of street plus How bypassing upstream subcatchments): Site Type: 0 Si , is Urban O Sae b N rban Show Details Shmertl Area =�Acres Percent ntlmpImperviousness % NRCS Soil Type = A, B, C, or D Slope(fUH) Length (H) _ Overland Flow = Guder Flow = Design Stonn Realm Period, T, Realm Period One -Hour Precipitation, P, C, User -Defined Storm Runoff Coef dem peeve this blank to accept a calculated value), C User -Defined 5-yr. Runoff Coefficient (Jeave this blank to accept a calwlaled value), Cs Bypass (Carty0ver) Flow from upstream Subcatehments, % Total Design Peak Flow, O -1 2.4 1 15.4 cfs e'dor4steat Pm;ea<! IN THIS SECTION IN THE SECTIONS Inlet-DP3.)ds, Q-Peak 1/42014, 4:24 PM 11 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) 11 (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: Spring Creek Farms North Filing No. 4 Inlet ID: Inlets at Design Point 3 TBACx T TCROWN Se ACK T. TMAA W T Street _ Crown Ow 0. r 8CURa d a 5f Warning 01 mum Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) ring's Roughness Behind Curb of Curb at Gutter Flow Line ce from Curb Face to Street Crown Depression Width Transverse Slope Longitudinal Slope - Ermer 0 for sump condition 1g's Roughness for Street Section Allowable Water Spread for Minor & Major Storm Allowable Depth at Gutter Flow Line for Minor & Major Stonn Flow Depth at Street Crown (leave blank for no) TaACK = 55.0 ft S= = 0.020 ft, vert. / ft. hom naACK = 0.029 HCURR = 4.80 inches TCROWN= 15.0 ft a = 2.00 inches W = 1.17 ft Sx = 0.020 ft. vert. / ft. horiz So = 0.005 ft. vert. / ft. horiz nsrREET = 0.016 Minor Storm Major Stonn Tr = 14.5 15.0 ft dmnrc = 4.8 18.0 Inches Li L'i check = yes Minor Stonn Major Stonn Air Gutter Capacity Based on Minimum of O. or O. Q,o,,, = 3.0 220.8 cfs max. allowable capacity GOOD - greater than flow given on shoet'Q-Peak' V"Em1G"Trig: Inlet-DP3.1ds, Q-Allow 114/2014, 4:24 PM INLET IN A SUMP OR SAG LOCATION Project = Spring Creak Farms North Filing No. 4 Inlet ID = Inlets at Design Point 3 f—I-nc--1 H Cud; H-Vert Vfp µ Wo e(G) of Inlet Depression (additional to continuous gutter depression'a' frem'O-AIImv) ter of Unit Inlets (Grate W Curt Opening) Depth outside of local Depression at Inlet i Information h of a Unit Grate ,of a Unit Grate Dpening Ratio for a Grate (rocal values 0.150.90) ling Factor for a Single Grate (typical value 0.50 - 0.70) Weir Coefficient (typical value 2.15 - 3.60) Orifice Coefficient (typical value 0.60 - 0.80) i of a Unit Curb Opening I of Vertical Curb Opening in Inches 1 of Curt Orifice Throat in Inches of Throat (see USDCM Figure ST-5) Mdth for Depression Pan (typically the gutter vAdth of 2 feet) ing Factor for a Single Curb Opening (typical value 0.10) )penirg Weir Coefficient (typical value 2.3-3.6) )pening Orifice Coefficient (typical value 0.60 - 0.70) Inlet Interception Capacity (assumes clogged condition) MINOR MAJOR Inlet Type = CDOT Type R Curt Opening am = 3.00 No 1 I Flovr Depth = 4.8 120 MINOR MAJOR inches inches Ifeet W.= N/A feet A.- N/A C,(G) = N/A N/A C., (G)= WA C.(G)= N/A MINOR MAJOR L. (C) = Ham= Theta = Wr= G (C) _ C (C) _ C. (C) _ 9 10.00 0 i c 4.80 4.80 63.40 1.17 0.10 0.10 3.60 0.67 MAJOR feel inches inches degrees feet Inlet-DP3.x1s, Inlet In Sump 1/4/2014, 4:24 PM DESIGN PEAK FLOW FOR ONE-HALF OF STREET BY THE RATIONAL METHOD Project: Spring Creek Farms North Filing No. 4 Inlet ID: inlets at Design Point 4 Design Flow = Gutter Flow+ Carryover Flow IUVrLLA OWNfi 'j I T SREEL '{'❑VFLNWNE + �--+GUTTER FLOW PLUS CARRY-OVER FLOW F IGUTTER FLOW INLET INLET - �1/2 OFSSTREET (local peak flow for 12 of street, plus Ikm bypassing upstream subcetchmems): Site Type: OO Site s urban 0 see Is Nonurban 0 Show Details Subcetchment Area- Ayes Percent Imperviousness = % NRCS Sal Type= A, B, C, orb Slope (wN Length (ff) Overtand Fb Gutter Flow = Design Sloan Realm Period, Return Period One -Hour Precipitation, User -Defined Storm Runoff Coefficient (leave this blank to accept a ealmlated value), User -Defined Syr. Runoff Coefficient (leave this blank to accept a ralmlated value), I Bypass (Carryover) Flow from upstream Subcatchmems, I Total Design Peak Flow, O -1 1.1 1 11.0 ofs IN THIS SECTION IN THE SECTIONS Ildet-DP-4.Ids, Q-Peak 1142014, 4:28 PM 11 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) 11 (Based on Regulated Criteria for maximum Allowable 1-low oepm and spread) Project: Spring Creek Farms North Filing No. 4 Inlet ID: Inlets at Design Point 4 �teKCK TCROW T. $ BKCxCN TY K w �. T. Street �. Crown o. oK "CURB Q --- a 9f Warning num Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind Curb) iing's Roughness Behind Curb of Curb at Gutter Flow Line ce from Curb Face to Street Crown Depression Width Transverse Slope Longitudinal Slope - Enter 0 for sump Condition ig's Roughness for Street Section Allowable Water Spread for Minor & Major Storm Allowable Depth at Gutter Flow Line for Minor & Major Storm Flow Depth at Street Crown (leave blank for no) TWK = 55.0 fl S6nCK = 0.020 ft. vert. I ft. horiz nanCK - 0.029 HCURs =M11 inches TCRwvR =ft a =inches W =ft Sx = 0.020 ft. vert. / ft. hertz So =1 0.005 Ift. vert. / ft. horiz nsmsr_r =1 0.01 g Minor Storm Major Storm True = 14.5 15.0 ft di R = 4.8 18.0 inches Li L'i check = yes Minor Storm Major Storm Max. Allowable Gutter Capacity Based on Minimum of Or or O.mw =1 3.0 220.8 7cfs Minor stone max. allowable capacity GOOD - greater than flow given on $heat'Q-Peak' _ Major storm max. allowable capacity GOOD - greater than flow given on shest'Q~ Wamina 01: Mannives n-value does not meet the USDCM mcommetMed doskan range Inlet-DP-4.xls, Q-Allow 1/4/2014, 4:28 PM INLET IN A SUMP OR SAG LOCATION Project = Spring Creek Fannie North Filing No. 4 Inlet ID = Inlets at Design'POlyd 4 Lo c— H'fud, H-Vut 4VP Wo y Lo (G) Devi n Information In m MINOR MAJOR MIof Inlet Inlet Typo = COOT Local Depression (additional to continuous gutter depression's' kom'Q-AVOW) a� = inches Number of Unit Inlets (Grate or Curb Opening) No = Flow Depth outside M Loral Depression at Inlet Flaw Depth = inches Grate Information MINOR MAJOR Length of a Unit Grate 4 G, = feet Width of a Unit Grate W. = feet Opening Ratio for a Grate (typical values 0.15-0.90) A, _ Clogging Factor for a Single Grate (typical value 0.50 - 0,70) Cr (G) _ Grate Web Coefficient (typical value 2.15 - 3.60) G. (G) _ rate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) _ Curt Opening Information MINOR MAJOR Length of a Una Cum Opening L. (C) = 10.00 feet Height of Vertical Cum Opening in Inches H,.,, = 4.80 inches Height of Cum Orifice Throat in Inches Ha,� - 4.80 inches Angle of Throat (see USDCM Figure ST-5) Theta - 63.40 degrees Side Width for Depression Pan (typically the girder width of 2 fee) W. = 1.17 feat Clogging Factor fora Single Curb Opening (typical value 0.10) CG (C) - 0.10 0.10 Curb Opening WeirCoeffciem (typical value 2.3-3.6) C. (C) = 3.60 - Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) C. (C) - 0.67 "- MINOR MAJOR Total Iota[ Interception Capacity (assumes clogged condition) Q. = 3.4 20.9 cfs Capacity IS GOOD for Minor and Major Stamp (>Q PEAK) O reu = 1.1 11.0 Us Typo R Curt Opening 3.W 1 4.8 12.0 WA WA NIA WA WA WA N/A InletOP-4.1ds, Inlet In Sump, 1/42014, 4:28 PM ; Vcrk,ne l P¢;rc[a^ DESIGN PEAK FLOW FOR ONE-HALF OF STREET BY THE RATIONAL METHOD Project: Spring Creek Fauns North Filing No. 4 Inlet ID: Inlets at Design Point 6 Design Flow = Gutter Flow+ Carryover Flow i 0VEROWNp � SIDE STREET I I I0VFROVNIT LE:EJ1GUTTCR FLOW PLUS CARRY-OVER FLOW IGUTTER FLOW Slow Details INLET INLET 1/2 OF STREET — LoIngin ow: ONLY it ainsady detennined enough otner me s: Minor Storm Major Stone 0osal peak flow for 1/2 of street, Pius Bow bypassing upstream subcetchments): 'Q = 1.8 8.7 j[fa FILL IN THIS SECTION • If you entered a valise here, ddp the east of IMs sheet and proceed to sheet QAYmrr OR... ijeogisprim orroatron: kianuer namm tue imuct Wits): FILL IN THE SECTIONS Subcatdlmem Area Acres BELOW. Percent Imperviousness = % -- NRCS Soil Type = A, B, C, or D Site Type: Slope��) LengN (R) 0 Sax, . Urban Overland Flow = OSib, allo nen GutterFlow= Design Stone Return Period, T, Return Perod One -Hour Precipitation, Pr C, C11 5 User -Defined Storm Runoff Coefficient (leave this blank to accept a calmlated value), C User -Defined Syr. Runoff Coefficient (leave this blank to accept a calculated value), Cs Bypass (Carry-over) Flow from upstream Subcatehments, Qs Total Design Peak Flow, Q = 1 1.8 1 8.7 lcrs Inlet_DP6.Ids, 0-Peak 1/42014, 4:25 PM 11 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Stomt) 11 (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: Spring Creek Farms North Filing No. 4 Inlet ID: Inlets at Design Point 6 f--s. Tceow S T. TM� eeKAT. w, T Shee Crownn (]w i�%d• �� Hcun9e E _ 5 a 6l Warning 01 mum Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) ung's Roughness Behind Curb - of Curb at Gutter Flow Line x from Curb Face to Street Crown Depression Width Transverse Slope Longitudinal Slope - Enter 0 for sump Condition ig's Roughness for Street Section Allowable Water Spread for Minor & Major Storm Allowable Depth at Gutter Flow Line for Minor & Major Storm Flow Depth at Street Crown (leave blank for no) Tanc= .0 Se : = 0.02055ftft. van. f ft. hodz neRCK = 0.029 HCuae =M0.005 inches Tcrtowm =ft a =inches W =ft Sx =ft. verL f ft, horiz So =ft. ven. / ft. hon z nSMUET =j 0.01s Minor Storm Major Storm Tw = 14.5 15.0 ft de = 4.8 18.0 inches Li U4 check = yes Minor Storm Major Storm ble Gutter Capacity Based on Minimum of C6 or Cl, C6ww = 7.0 220.cis max. allowable capacity GOOD - greater than flow given on sheet'Q-Peak' max. allowable capacity GOOD - greater than Flow given on sheet'Q-Peak' Marmites n-value does not meet the USDCM recommended design range Inlet_DP6.xls, Q-Allow 1/4/2014, 4:25 PM INLET IN A SUMP OR SAG LOCATION Project - Spring Creek Farms North Filing No. 4 Inlet ID = Inlets at Design Point 6 l4Cu b H-Ve,l a/P o Lo (G) m Information flnowu MINOR MAJOR of Inlet Inlet Type = COOT Type R Curb Opening Depression(additional to continuous gutter deprwuion'a'fmm'Q-AIIoW) am= 3.00 inches ter of Unit Inlets (Grate or Curb Opening) No =1 1 Depth outside of Loral Depression et Inlet Flaw Dept = 4.8 12.0 inches i Information MINOR MAJOR h of a Unit Greta L. (G) A feet of a Unit Grate W. = N/A fast Opening Ratio for a Grate (typical values 0.15-010) A. = N/A IIng Factor for a Single Grate (typical value 0.50 - 0.70) C, (G) = NIA WA Weir Coefficient (typical value 2.15-3.60) C. (G)= N/A Onfia Coefficient (typal value 0.60 - 0213) C. (G) = N/A Opening Information Ih of a Unit Curb Opening Le (C) = 1l of Vertical Curb Opening in Inches H. = it of Curb Onfwe Throat in Inches He_, = I of Throat (see USDCM Figure ST-5) Theta = Width for Depression Pan (typically the gutter width of 2 feet) We - )Ing Factor for a Single Curb Opening (typical value 0.10) Cr (C) = Opening Weir Coefficient (typical value 2.3-3.6) C. (C) - Opening Onfxe Coefficient (typical value 0.60 - 0.70) Co (C) - II Inlet Interception Capacity (assumes clogged condition) Qa = Capacity t4 GOOD far Manor and Major Stwms(10 PEAK) O.Essam®= MINOR MAJOR 10.00 4.80 4.80 63.40 1.17 0.10 0.10 3.60 - 0.67 ' MINOR MAJOR 3.4 20-9 1.8 8.7 INet_DP6.1ds, Inlet In Sump, 1/42014, 4:25 PM DESIGN PEAK FLOW FOR ONE-HALF OF STREET BY THE RATIONAL METHOD Project: Spring Creek Farms North Filing No. 4 Inlet ID: Inlets at Design Point 7 & 8 Design Flow= Gutter Flow t Carryover Flow IpV`RNLV NO� I 1 SIDE I I VGVELOVNa STREET� tEEEJIGUTTER FLOW PLUS CARRY-OVER GLOW ♦�-- t-GUTTER FLOW INLET INLET 1/2 OF STREET (local peak Bow for 12 of street, plus Bow bypassing upstream subcatMments): Site Type: 0 Site is Urban 0 Sae is Non -Urban is Show Details SubcatchmentPose = Acres Percent Imperviousness= % NRCS Sail Type = A B, C, or D Slope (fUB) Length B) Overland Flow = Guaer flow = Design Stem Return Period, T, Realm Period One -Hour Precipitation, Pr C' User -Defined Storm Runoff Coefficient (leave this dank to accept a calculated value), C User -Defined 5-yr. Runoff Coeffident (leave this blank to accept a calmlated value), Cs Bypass (Carry -Over) Flow from upstream Subcatchments, Qb Total Design Peak Flow, Q - 1 _ 8.8 1 26.3 lefs Alllr"r,eat FroscTan III THIS SECTION IN THE SECTIONS Inlel_DP7A.1ds, Q-Peak 1/42014, 4:27 PM 11 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) 11 (t iasea on Kegmatea t;mena Tor Maximum Allowable glow Deptn and Spread) Project: Spring Creek Farms North Filing No. 4 Inlet ID: Inlets at Design Point 7 & 8 TBACK. Tc RowN SBA�� K T. TMAA w T Street _ Cravn y —Hcuk. S Ka V:. d Warning mum Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) img's Roughness Behind Curb of Curb at Gutter Flow Line m from Curb Face to Street Crown Depression Width Transverse Slope Longitudinal Slope - Enter 0 for sump condition ig's Roughness for Street Section Allowable Water Spread for Mnor & Major Storm Allowable Depth at Gutter Flow Line for Minor & Major Storm Flow Depth at Street Crown (leave blank for no) TeA = 55.0 ft 20 SBACK = 0.0ft. van. / ft. horiz nBACK = 0.029 HCURB = 4.80 inches TCRO. = 15.0 ft a = 2.00 inches VV=J 1.17 ft Sx =1 0.020 fit. vert. / ft. honz So = 0.005 ft. van. / ft. honz n3TREET = 0.015 Minor Storm Major Storm Tn = 14.5 15.0 ft dw, = 4.8 18.0 Inches Li 121J check = yes Minor Storm Major Storm able Gutter Capacity Based on Minimum of Q, or Q. Q,oB„ = 3.0 220.8 cis MINOR STORM roar. allowrabie capacity is less than flow given on sheet'Q-Peak' a mam allowable capacity GOOD - greater titan flow given on sheet'Q Peak' MannhWs n-Value does not meet the USDCM recommended destan ranee Inlet_DP7-8.Ids, Q-Allow 1/4/2014, 4:27 PM INLET IN A SUMP OR SAG LOCATION Project - _ Spring Creek Farms North Filing No. 4 Inlet ID a Inlets at Design Point 7 6 8 N"Q°b N-Vw WP o La(G) i of Inlet it Depression (addieocal to continuous gutter depression 'a' from 'Q-AIIaw ) fiber of Unit Inlets (Grate or Curb Opening) r Depth outside of Loral Depression at Inlet a Information M of a Unit Grate h of a Unit Grate Opening Ratio for a Grate (typical values 0.15490) ging Factor for a Single Grate (typical value 0.50 - 0.70) s Wei Coefficient (typical value 2.15 - 3.60) s Onfice Coefficient (typical value 0.60 - 0.80) r Opening Infonnatfon th of a Unit Curb Opening ht of Vertical Curb Opening in Inches ht of Cum Orifice Throat in Inches s of Throat (see USDCM Figure ST-5) Width for Depression Pan (typically the gutter width of 2 feet) Sing Factor for a Single Curb Opening (typical value 0.10) Opening Weir Coefficient (typical value 2.3-3.6) Opening Orifice Coefficient (typical value 0.60- 0.70) Inlet Interception Capacity (assumes clogged condition) ING: Inlet Capacity less then Q Peak for Minor Slam MINOR MAJOR Inlet Type = COOT Type R Cure Opening ar0'r= 3.00 "irJ inches No= Flow Depth = 4.8 12.0 inches MINOR MAJOR L. (G) W. _ Am= C, (G) _ C. (G) _ C. (G) _ L.(C)= N..n = Ne.s = Theta = WP= Cn (C) _ C. (C) _ C, (C) _ N/A NIA WA WA NIA WA WA MAJOR 15.00 4.80 4.80 t6 83.40 1.17 0.10 0.10 3.60 0.67 MAJOR feel feet feet inches inches degrees feet INet_DP7-8.4s, Inlet In Sump IMM14, 4:27 PM INLET IN A SUMP OR SAG LOCATION Project = Spring Creek Farms North Filing No. 4 Inlet ID = Inlets at Design Point 7 & 8 /1-GLrb R-Ven Ex po` Ze7- (Fc�R. iwFo. P1aRPoses o�ltY� Lo(G) 1 Depression (additional 0 continuous gutter depression'a' hom'O-Allovn ber of Unit Inlets (Grate or Curb Opening) Depth outside of Laval Depression at Inlet a lMornation th of a Unit Grew h of a Unit Grate Opening Ratio far a Grate (typical values 0.1".90) ping Factor for a Single Grate (typical value 0.50 - 0.70) > Weir Coefficient (typical value 2.15 - 3.60) r Orifice Coefficient (typical value 0.60 - 0.80) Opening Information th of a Unit Curb Opening it of Vertical Curb Opening in Inches it of Curb Orifice Throat in Inches > of Throat (see USDCM Figure ST-5) Width for Depression Pan (typically the gutter width of 2 feel) ling Factor for a Single Curb Opening (typical value 0.10) Opening Weir Ccethcient (typical value 2.3-3.6) Opening Onfice Coefficient (typical value 0.60 - 0.70) Inlet Interception Capacity (assumes clogged condition) ING: inlet Cavecpr less then o Peek for Mawr and Meter Sli MINOR MAJOR Inlet Type =1 COOT Type R Cure Opening any= 3.00 Nod 1 Flow Depth = 4.81 12.0 MINOR MAJOR La(G)' Wo: Ar, Cr(G) C. (G) C.(G)- L.(C) C« C. inches inches WA feat N/A feet WA WA WA WA WA MINOR MAJOR 10.00 L.o feel Inch 4.80 Z,. 4.80inch deg. feet 63.40 1.17 0.10 0.10 3.60 0.67 G.f: MINOR MVI-d p 1 3.4 20.9 lcfs (Xceelel ":t. AEU-V . ufi` *.Ze- ,sr typt< R wer. (5 EE PRHhoats PIV40 Inlet_DP7-8.1ds, Inlet In Sump 1142014, 4:27 PM SPRING CREEK LMN 2' CURB CUT @ EAST APPROX. 18,000 SF AREA) 7RG 1-8-14 2'CURBCUTBASIN7.txt END OF PRIVATE DRIVE (WITHIN BASIN 7) AREA (11% OF BASIN 7); Q100 = 2.07 CFS (PRO-RATA OF BASIN Channel Calculator Given input Data: Shape........................... Solving for ..................... Flowrate ........................ Slope........................ Manning's n ..................... Height.......................... Bottom width .................... Computed Results: Depth ...... velocity ... Full Flowrate ................... Flow area ....................... Flow perimeter .................. Hydraulic radius ................ Top width ....................... Area............................ Perimeter .................... Percent full .................... Rectangular Depth of Flow /� 2.0700 cfs —� -,LIP ter 0.0820 ft/ft 0.0130 6.0000 in 24.0000 i n — W (K" CL,:r ) 1. 5876 i n ✓ L 6" ✓ 7.8231 fps 15.7363 cfs 0.2646 ft2 27.1752 in 1.4021 in 24.0000 in 1.0000 ft2 36.0000 in 26.4600 % f bi w 5F cF &WA 7. critical Information Critical depth .................. 3.8605 in %,," Critical slope .................. 0.0052 ft/ft Critical velocity ............... 3.2172 fps Critical area ................... 0.6434 ft2 Critical perimeter .............. 31.7209 in Critical hydraulic radius ....... 2.9208 in Critical top width .............. 24.0000 in Specific energy ................. 1.0834 ft Minimum energy .................. 0.4826 ft Froude number ................... 3.7918 Srp� Flow condition .................. Supercritical -� Page 1 IS oxTf*LL APPENDIX E 30 ORIFICE PLATE & OVERFLOW WEIR SIZING 31 Pond100orificesizing1-8-14.txt SPRING CREEK LMN 100-YR Orifice Sizing for outlet from Pond 100 JRG 1-8-14 Orifice calculator Given Input Data: solving for ..................... area or Diameter Flowrate ........................ 5.2000 cfs ✓ coefficient ..................... 0.9800 Headwater ....................... 4936.2000 ft r Tailwater ....................... 4932.1200 ft ✓ computed Results: Diameter ........................ 7.7487 in ✓ velocity ........................ 15.8790 fps Page 1 Pond1000utletFlOWDepth1-8-14.txt SPRING CREEK LMN 100-YR OUTFLOW DEPTH IN EX. 18" RCP from Pond 100 JRG 1-8-14 Manning Pipe calculator Given Input Data: shape ......................... circular solving for ..................... Depth of Flow Diameter ........................ 18.0000 in Flowrate ........................ 5.2000 cfs slope ........................ 0.0040 ft/ft manning's n ..................... 0.0150 computed Results: Depth........................... ,area .......................... wetted area ..................... wetted Perimeter ................ Perimeter ....................... velocity ... .................. Hydraulic Radius ................ Percent Full .................... Full flow Flowrate .............. Full flow velocity .............. 13.3895 in 1.7671 ft2 1.4097 ft2 37.4448 in 56.5487 in 3.6889 fps 5.4210 in 74.3859 % 5.7577 cfs 3.2582 fps critical information critical depth .................. 10.5362 in critical slope .................. 0.0077 ft/ft Critical velocity ............... 4.8345 fps critical area ................... 1.0756 ft2 critical perimeter .............. 31.3468 in critical hydraulic radius ....... 4.9411 in Critical top width .............. 18.0000 in specific energy ................. 1.3067 ft Minimum energy .................. 1.3170 ft Froude number ................... 0.6818 Flow condition .................. subcritical Page 1 Pond200orificesizing1-8-14.txt SPRING CREEK LMN 100-YR Orifice Sizing for outlet from Pond 200 JRG 1-8-14 Orifice calculator Given Input Data: solving for ..................... Area or Diameter Flowrate ........................ 4.4800 cfs� coefficient ..................... 0.9800 Headwater ....................... 4939.3000 ft Tailwater ....................... 4935.8900 ft y computed Results: Diameter 7.5221 in velocity ........................ 14.5168 fps NA. _ �•SZ ��� P�NlA 2vo Page 1 Pond200outletFlOWDepthl-8-14.txt SPRING CREEK LMN 100-vR outflow Depth from Pond 200 7RG 1-8-14 Manning Pipe Calculator Given Input Data: shape Circular solving for Depth of Flow Diameter ........................ 18.0000 in Flowrate ........................ 4.4800 cfs slope ........................ 0.0040 ft/ft Manning's n ..................... 0.0150 Computed Results: Depth........................... Area .......................... wetted Area ..................... wetted Perimeter ................ Perimeter ....................... velocity ... .................. Hydraulic Radius ................ Percent Full .................... Full flow Flowrate .............. Full flow velocity .............. 11.9363 in C 1.7671 ft2 1.2440 ft2 ! 34.2564 in 56.5487 in 3.6013 fps- 5.2292 in 66.3127 % 73S.8i 5.7577 cfs 3.2582 fps Critical Information Critical depth .................. 9.7459 in critical slope .................. 0.0074 ft/ft critical velocity ............... 4.5863 fps critical area ................... 0.9768 ft2 critical perimeter .............. 29.7662 in critical hydraulic radius ....... 4.7255 in critical top width .............. 18.0000 in specific energy ................. 1.1904 ft Minimum energy .................. 1.2182 ft Froude number ................... 0.7006 Flow condition .................. subcritical Page 1 Project: Spring Creek LMN Location: Pond 100 Broad Crested Weir - Basic Equation: Q= CeLeH1.5 Calculate Q from Dimensions: C= 3.00 L= 59 ft H= 0.80 ft Q= 127 cfs Calculate L from Q and H C= 3.00 Q= 125.9 cfs H= 0.80 ft L= 59 ft Calculate H from Q and L C= 3.00 Q= 125.9 cfs L= 59 ft H= 0.80 ft ASPEN ENGINEERING Proj. Number: 600-005 By: J. Gooch *This Q value was taken from the Rational Calculations. *Q= Q100 x 2....... Q= 62.95 x 2 = 125.9 cfs. H= Freeboard - Overflow Inv. = 497.00- 4936.20 = 0.8' Therefore ... L=59' Project: Spring Creek LMN Location: Pond 200 Broad Crested Weir - Basic Equation: Q= CoLeH1.5 Calculate Q from Dimensions: C= 3.00 L= 108 ft H= 0.35 ft Q= 67 cfs Calculate L from Q and H C= 3.00 Q= 66.86 cfs H= 0.35 ft L= 108 ft Calculate H from Q and L C= 3.00 Q= 66.86 cfs Lr 108 ft H= 0.35 ft ASPEN ENGINEERING Proj. Number: 600-005 By: J. Gooch *This Q value was taken from the Rational Calculations. *Q= Qioo x 2....... Q= 33.43 x 2 = 66.86 cfs. H= Freeboard - Overflow Inv. = 4940.50- 4940.15 = 0.35' Therefore ... L=108' APPENDIX F 32 EROSION CONTROL & RIPRAP SIZING & EROSION CONTROL ESCROW ESTIMATE 33 ASPEN ENGINEERING Spring Creek Fauns North Filing No.4 Riprap Outfali at STRM-B Updated: 4-Jan-14 By: AW Checked: JG E Diameter:D 18 in Soil Type: Erosion Resistant Soil (Clayarge: Q 8.7 cfs Max Velocity v 7.7 ft/secater': y 0.6 ft (unknown) Assume that y=0.4'D if tailwater conditions are unknown 1. Required riprap type: Q/D25 = 3.16 < 6 —> use design charts D = 1.50 ft Yt/D = 0.40 Q/DA1.5 = 4.74 d50 = 3.92 in -------> --> Use 12 in Type M 2. Expansion Factor: 1/2tan0 = 3. Riprap Length: At = Q/V = L=1/2tanO " (AUYt - D) = 4. Governing Limits: L>3D L<10D S. Maximum Depth: 12 in 4.2 �I« C N 1.13 ft2 x 2 ft w 5 ft 15 ft Depth = 2d50 = 2 (12 in / 12) = 2 ft 6. Bedding: Use 1 ft thick layer of Type 11 (CDOT Class A) bedding material. 7. Riprap Width: Summary: Width = 3D = 3 (18 in /12) = 5 ft (Extend riprap to minimum of culvert height or normal channel depth.) 12 in Type M Length = 5 ft Depth = 2 ft Width = 5 ft e 0 D s Eamvsim AML ■_� J�WE � No EM TAILWATER DEPTH/CDHDUIT HEIGHT. Y11D MD-23EXPANSION FACTOR FOR CIRCULAR CONDUIT Use De imloW d D wba Ito. Is mparcrltaW In terns. •e We TTee L rm a dtstana d SD do screen. Pte,,, e®a}..Re�r bwteA thaeserbn m etremar /;oMmt QeMt vad rm QU)r` se.o 1/4/2014 ASPEN ENGINEERING Spring Creek Farms North Filing No.4 Riprap Outfall at STRM-C Updated: 4-Jan-14 Pipe Diameter: D 38 in II Discharge: Q 26.77 cfs ailwatere: y 1.3 ft (unknown) ` Assume that y=0.4'D if tailwater conditions are unknown 1. Required riprap type: 2. Expansion Factor: By: AW Checked: JG Soil Type: Erosion Resistant Soil (Clay) Max Velocity V 7.7 ft/sec Q/D2 s = 1.50 < 6 --> use design charts D = 3.17 ft Yt/D = 0.40 Q/DA1.5 = 4.75 d50 = 3.94 in -------> 12 in --> Use 12 in Type M 1/2tan0 = 2.8 C 3. Riprap Length: At = Q/V = 3.48 ft2 L = 1/2tan0' (AUYt - D) = -1 ft W 4. Governing Limits: L>3D 10 ft L<10D 32 ft 5. Maximum Depth: Depth = 2d50 = 2 (12 in / 12) = 2 ft 6. Bedding: Use 1 ft thick layer of Type II (CDOT Class A) bedding material. 7. Riprap Width: Summary: Width = 3D = 3 (38 in /12) = 10 ft (Extend dprep to minimum of culvert height or normal channel depth.) 12 in Type M Length = 10 ft Depth = 2 ft Width = 10 ft 9- 0 O 8 a F m.si. Am[. IMIMPANAM .19MAWA'�.• ■NFAN'�,N ■r'AFR UMN. �riAWMii WEd F �IVA ovilogiimm 99..Im■■,,'' U 1 L J TAILWATER DEPTH/CONDUIT HEIGHT, YI/D MD-23EXPANSION FACTOR FOR CIRCULAR CONDUi7 YI/D the De Inatmd of D rheAeya f1m a wnvcmlml M M Omni. ee Um Type L for O dlrtp a SD de.wwm. Pyppe WkW— 11pnp pMelen ProYedw 0 Otrclds, C..'aa WIN Valid for Qtb"s &0 1/4/2014 EROSION CONTROL COST ESTIMATE Project SP.RING.CREEK•'LMN <t.: 800005,;_ti` Prepared By.. v JRGY._ -;. Date" 118/201_ CITY RESEEDING COST Unit Total :Method Quantity Unit Cost Cost Notes Reseed/mulch 15.59 ac $723 $11,271.57 Subtotal $11,272 Contingency 50% $5,636 Total $16,907 Notes: 1. A<=5 ac=$655/ac; A>5 ac=$615/ac. EROSION CONTROL MEASURES' Unit Total Number Method Quantity Unit Cost Cost Notes Vehicle Tracking Mat 61 CY $30 $1,830 6 Gravel Filter 8 ea $300 $2,400 5 Straw Wattle Barrier 0 ea $150 $0 8 Silt Fence Barrier 4740 LF $3 $14,220 38 Gravel Mulch 1.62 ac $1,350 $2,187 39 Hay or Straw Dry Mulch (1-5% slope) 13.97 ac $500 $6,985 Subtotal $27,622 Contingency 50% $13,811 Total $41,433 Total Security $41,433 APPENDIX G 34 PROPOSED & EXISTING DRAINAGE BASIN EXHIBITS, EROSION CONTROL PLAN, & EROSION CONTROL NOTES AND DETAILS SHEET 35 INSTALL 356 LF OF SILT FENCEf \� (ALONG NORTH AS AS SHOWN; SHOWN; EROSION CONTROL PLAN -- y INSTALLLF OF SILTFENCE SILT CE GCA We sr BOUNDARY BETWEEN NANCY _ GRAY AVENUE AND 5 �T CHARLES " BRMC DRrvE AS SHOWN) a f INSTRL 30WIDE z W LONG VEHICLE -_ r TRAOWNG PAD Ili r OF ell - R arl.0 INSTALL OF OF 5 FIENCE (ALONG BOUND EA re BOUNDARY BETWEEN BIVrEEN NANCY �I L L_ 1 VA GRAY ENVEINO GRAY A $I NOTES UP I OFBROCKMAN INSrOLSILT • 1 DRIVE. 1) CONTRACTOR TO INSTALL SILT FENCE, PRIOR TO BEGINNING % FENCE SILT FENCE F AS SHCIM1N) CONSTRUCTONAC ES. TOTOLENGTHOFSILTFENLE• (ALONG WEST A,]W IF. BOUNDARY. AS SHol Kv e F is 2) ALL DISTURBEDAREAS ARE TO BE SEEDEDAND MULCHED. CT 3) STOCK PILES SHALL NOT TO MEW IO' IN HEIGHT. I.1��{ J 4) ALL OFFSITE AREAS D STUBBED DURING CONSTRUCTION ARE TO BE RE -VEGETATED AND RETURNED TO HISTORIC WNDIMM STRAW WATTLES OR GRAVEL INLET FILTERS N4Y BE INSTALLED a :1G (IF NECESSARY) ON WE TWO EXISTING IS TYFE R INLETS IN ' I JOSEPH ALLEN DRIVE. d V > fL 5) VEHICLE TRACKING PADUN LOCATIONS SH BE DETERMINED i BY THE CONTRACTOR AND PRIOR TO LONSTRIL)"ON. ANAL INSTALL _ INSTOLSB"MOEv SKOL BE INSTALLED ACCORDINGLY. GRAVELINLET FILTERS#y f0 Ir 50LONG VEHICLE BI SEE SHEET DOUBT FOR EROSION CONTROL NOTES AND DETAILS. Y TRACKING PAD O IT es)— PROPOSED lVIM% CONTOUR - 5 R NIEAV& I 39 — PROPOSED INTERMEDIATE CONTOUR - 1 IT INTERVAL &� a 1 Lj B .•_ VEHICLE (RACKING PAD I. _ - - _•—W—.—SILT FENCE Is, WE M RIMN JL 1e INSTALL, SEDIMENT .. ME WATTLE CHECK DAM BASIN INLET FILTER _ INSTALL OVI=L 'P ��i� II (SEE DETAIL THIS INLETIF TERS FpO NY 'SHEET) HAY OR STRAW MY MMCR Y O-5* / I FILTER N GRAVEL TER (FOR AOURS I SS) tA' • %Ng T BASIN ALTER (YE CETNL MS GI _ Li I � EX 13'COBBLE, f INSTALL3,0" INIETFILTER LF OF SILT FENCE 25 U - (ALONG WEST BOUASS OARY.WN) - gS$HOWIN) je SILINSTALL FENCE 5LF OF SILT FENCE �. (ALONGEAST '�i j �\ �I a NOARY INSTALL . GRAVEL INLET ,• / BETWEEN CHARLES FILTER _ BROCKMAN DRIVE AND THE S U: I I BOUNDARY.A.S A`­ Ir SHOWN) is a r Nffl� JK I I( CIT INSTALL Yr4 LF INSTALL SEDIMENT III if 1 OF SILT FENCE BASIN INLET FILTER (ALONG SOUTH (SEE DETAIL THIS BOUNDARY. AS SHEET) I SHOWN) 1 Ii17i SECTION A -A w PUN YlE✓," AIT nw z7 °J^ev'�`N IT �A.aivm aes SECTION A -A wnFmsrv¢ PROFILE VIEreae SEDIMENT BASIN GRAVEL FILTERS FOR PONDS 100 & 200 ~!II f Ill i. I. �I I III 11 � II ,ell �A I$VAI�,� III 4� IL�I rl it '.. III N OH J L — � Al J>'Iu1 A A A • 111 � i I . I fN 3 it .11� L III it l42 .►,�y�JI�� I � I , I 1 051 I I I ME UTILITY NOTIFICATION iI CENTER OF COLORADO 1-800-922-1987 DRAINAGE BASIN EXHIBIT NNw auvA SPEN m emu? i �V 6 ® I V 1 W' 30l ON 'Is % NOTE c 1)PONDS 1100 SQEDTOT EN BOVOITYANDTE OF042IFOR BASING '-10AND THE RELEASERELERATEOF RELEAS RRELEASINGATTHE HER TABLE RATE( LIGHTLY THE RATE CALLEDFOR GLOWSASE INITHEDRAINA&RELEASE THTH ASPENENINEEING, SUIT NIT(THE IN THE gUINAGE MA$TEflPLAN, BY ASPEN ENGINEERING, BY NAND G M CDISCHARGE APPROVED BY THE FORT V CRETERS EK FARMCETED THFOUNPPROVEOBY ICHIY.4 COLLINSOLLINS FOR THE SPRING CREEK FARMS NORTH FANG NO. 0SITE, NMICH I&OAY LFS/ACRE. WE 2)ITS IMP TANT TO NOTE THAT EVEN THOUGH BASIN 10 HILL CONTINUE TO FLONNORTH,AS HISTORICALLY OCCURS, ASPEN HAS PROVIOED THE WATER QUALITY AND DETENTON I NEEDS FOR THIS BASIN IN POND all -_ I � DRNNAGE BASIN BOUNDARY LINE ' r 1� - PROPOSED DRAINAGE BASIN ID , •r - ACRES /'O VALUE ',1 Q PROPOSED DRAINAGE DESIGN F+�eNn� POINT 40 � PROPOSED INDEX CONTOURVAL 41 CONTOUR- I FTI PROPOSED INTERMEDIATE CONTOUR-1 FT INTERVAL —(4940)— EXISTING INDEX CONTOUR -5IT IWERVO ---(49J9)--- EXISTING INTERMEDIATE CONTOUR-1 FT INTERVAL r 'NTLET STRUCTURE STORM SEWER INSTALLED BY SPRING CREEK OETENTW POND p ETSTRUCWRE t C_ HYDROLOGY TABLE am am 2M 12M 4 4 on ON ON am ON 062 ON ON on 127 �MD REQUIRED Foa MUM ON UHEC� BY DOSIGNED BY We.A,ANNUTJ5oa.w..o,..,.,. a Y o 0 ewmm�w.e�..�.o`.•Vh xv".::e:o�°..TTNE�.":°,i°":i `•„ Y�•1 u v ue�ppWvM, is%O ly City of Fort Collins Colorado O --n, UTILITY PLAN APPROVAL U N - APPROVED: Q CRY EngineerDote CHECKED BY: <<F 7 W Water & Wastewater UBIIty Dak U i g CHECKED BY: Starmeater Utility Oa1e F a Z U CHECKED BY: PaIMa & Recreation Date 0' CHECKED BY. — Traffic Engineer Date CHECKED BO Mte ,„w u m .` EmYonmentol Planner IJpP/O...�. ?, }u3+' `� "__ THESE PUNS HAVE BEEN REVIEWED BY THE LOCAL EMIIY FOR CONCEPT ONLY. THE REVIEW GOES NOT IMPLY RESPONSIBILITY BY THE REVIEWING (� Wpz DEPARIIAEM, THE LOCAL ENTITY ENGINEER, OR THE /j / LOCAL ENTITY FOR ACCURACY AND CORRECTNESS OF O /ONgixPy "v�nmwn THE CALCUTAT(1N5. FURTHERMORE, THE REVIEW GOES + NOT IMPLY THAT QUANTITIES OF ITEMS ON THE PUNS ARE WE I'll QUANTITIES REWIRED. THE REVIEW SH4L NOT BE CONSTRUED IN ANY REASON AS aDAAM01/O 14 ACCEPTANCE OF RNANCAL RESPONSIBILITY BY THE SHEET No: CO06 LOCAL ENNTY FOR ADDITIONAL QUANTITES OF ITEMS SHOWN THAT MAY BE REQUIRED DURING WE B OF 35 CONSTRUCTION PHASE. ME0 STRAW WATTLES. EMBEDDED AND STu[m. AS amnw srrxIOAR MOSONA WDlh£HTMNMOL - �® -- - - SEEDING CHART SUSANN'WATTLE FLTR- DETPL MI5 SHEET. TO m[TItE WHEs UC NPLANNOWS ENSURE STAMUZAnp OF WATIIES. SPACING SHALL BE B o"a, AO] BASED CH VERTICAL FS TS-HEPD HUGHT (AT 3 vp,�H QJ Them,mm,cwhol pxxv m EfNYkest yf° (2aln po b v Arr[xmm INTERVALS WHERE ISP HOGHT IS EXCEEDED By SLWE •pdNi P MUST OBI eaxE tla b RAw OF CHANNEL). BHE Xd1ER on off TF star brl a fl "w the Intaft deakinatedmt rman laws ' Maa]FN P POIrvT B Fit AL hay Mp aih and cmfeucW, &nine*01 he wisibil War to my land amuArq eelrvpy m% (YmkO rg, F9 saes Nd). All she mliVid mxd me m a aleanlha apxaDm M tm sa4nce as undicatild, theqa etl protein amOm W.COrtu plains tl m°nmMe (4) At III t Anne mmImmorearwllm r sin pimmul End coedkrgenab ampolon Including keepong Me pap My wril wasnod so As 10 MIUMMMI gmmxN. TBa J BM wil el b asp RX kenneling of - li B II - Radial h 2 ham many Dart(s.) preGStrtp ryHtlimMal bIdSAdrMnnedxh F Wsnible R69U,Nmlof emitted vnOMpm shall On dl°the meMS) random for nmrLto constructon mwNl and No 51MOGO SECTION PI -AN VIEW the shodefi pamulpw w&ban, 0) All sdk append dinmy t ng land auNia[Mnyl OVIE]. gracing, CALM ^flernars outNma WC) well m red in a mughned [°notion by maps Or daring Nme pens contours peel ThAsh MMEML nfin VWHnbn voider pwmenenl amslm[omtl BMPf tie meblkd. Nnfdlse cress MYm pqM FWT-COMPACTED 1 MDREPAIR. ANp RERAq (IF XE255ARY)ME riMlh Fwry 91 mein rp�mtlmb)land osWrtinD e[e B^Iv more lid M1y 3'Jltlrys lnMa rtpi YLOW WATII£RLIERS AFTER EACH SR4I E`2Hi. BACKFlLL �� twin y cerement so [ ding sewlmwkh, d ngtl )" Ounlua tlh+aMm 2. /11 ES WATTLMUST BE REPLACED DEER Tx MMMS UNLESS APPRI IS GRANTED BY THE elMm'ea byGlryrL ruray. of In od °son [MeINe. all lwnparylYmoueh e°LLn tuned mmlshag. Ii 1 p mOHEFIXHG dYTSdr FOR LONGER USE Ia.l Be lnsPttledid a mmmum domeonry Mo(4/ Semaawmch mMAo L=n t National orecmnuvetl as m[evmry or move NO neon Me a Vued Pd 'n of " SgEASE REFER iU F0.LOMNG NI[CS NEH9IE FOR enhN fenNm. ALWATICE INDRMAIImAND INSTALLATION iL. OpDMmµD M Ranatill,, place inch sees ma ns all Me mn&N d' wW moves am sufficiently Yn ly l"d WA PROFILE VIEW "� .A mmnhned by Me w,,m =amm nmador Burrotl star Me she has burn wMcieN Ystal as"WMine] by Me amtlm cured IR" DIAMFTFR STRAW WATTLE CHECK DAM NE) when lanpo heyNAME, Armed mewmaex hanaved Me OWalap Wellm IVSmmbm IN de clmnARE i up and rwrt ofar s lmem and sane from all&dram dkamuWm and Man won[ homes,. BUD line conrato, zV11 immedarely clean up my constructs, mmVis dadnlemly National NO R4"O CURB INLET Shah. vdwnu,. ur nMw pal I.c rignx W my. ash rlvxa inn feeN anawarways am ciaan[G al Me and of peat wal day OD) Ad retained sWm,nR. mNmhM am, m Moved rmmq summz. Nall berenrl and MzpmMN O In ammnar and Session a as nor m mum MYrrYeaa ion° a" wawa d the Unhed States I 011 Ne ful,mavaa rn.l slumLn Elm ampNneigh. ulm,llaw seauWpr mt,dhan aW of esnsmrt b/ furlace rwglninB welemN. and RlnwNr YR hneng My Act Yarple REZO EI ntv GRAVEL FILTER MIM(Son drys peel be m&dmalw cbmi. 34 CIA. (APPROX. /_ ) (12) no Sramwamr,mme[mpy, of Members Emnmwp mrasmad and emn veer I,, wilm[X.nstl upon urnpirmin MrM1e ma lad baMe 1,,nmg Be maanmce our m rid Chhommyv CONCRETE Immmmrvs AmOmm IHOAI WIRE SCREEN BLOCK QUJ Cry Or&Imm and Commeo DISmner Pennh Sye=OCPSI MWImw2 news udaMupO A APPROX.12=MESH ( / ) dsNaro a Nlwr Me oxhnp°f any pdlurnnr a embrr *W water spin cane tlw I'm. A Polbbd, wdV, pu we not ,t b dizmd,1 Wibing m"Inialzmy. Wm w, m, cOmacM; 2'x4'WOOD STUD ^mamrwaaude rand..nne e.. TM daetmnauel elllknmeWeMd h m v O OVEFULOW FILTERED WATER v alinn May appear[ meand disposala dLAnIaon thea°ram,a Yen an and all mmams oral Ram.+na bmlN n tm,. RUNOFF 7� (14J Ams�mMed arw xddl be pwimtlmib brtaXMaelek chum wasloN. TM am+N+llba c ed w ea M mravn wezd°ut matmY nd b'abd T Imzt My Imp Yl awry M1vn amvemm'ry Wingmns°u[eon. Upon Suppose, ofcros aW a Wksstlwcon[nbwMhM remand Mlm - and PRmh dmMi of VIM So Me am Using Imrvad. o_o_o_a_o_o_o_m_o_©alto Mill Oil C7mmmmmmmmmm C7mmmmmmmmmm mmmmmmmmmmmm clow No, NAM - Table 11.2. Recommended Species and Application Rates of Seeds i for Temporary Vegetation and/or Cover Crops. Species Season Dr pled Pounds/Acre Annual Ryegross Cod 20 Oats Cool 70 Cereal Rye Cool 40 Meet Water Cml 40 Meet Spring Cool 60 Barley Cod 60 Millet Worm 30 Hybrid Sudan Warm 15 Sorghum Worm 10 Cool season or as make their maker growth in the spring. Wann season grasses At make IFer ma growth in late spring and summer. Table 11.4 dentifies planting dates fur perennial and temporary/cover crop greases Table 11.4, Planting Duties far Percnnd and Tempaory/Cover Crop Greases. Q PERENNIAL TEMPORARY/COVER DATE GRASSES CROP GRASSES niF.. Worm Cool We"Cod Jan 01 - Feb 28 Yale Yes No No 4 Mm 01 - May 15 Yes Yea No Yea May 16 - May 31 Yes No Yea No Jun 01 - Jul 31 No NO Yea No Aug 01 - Aug 31 No Yea No Yes Sep 01 - Sep 30 No No No YangStOct 01 - Dec 31 Yea Yes No No St Mulching sholl m used to assist in establishment f vegetation. One ma ne Or of the following mulches Mal be used with o perennial dry(and grass seed mixture, or a �S temporary vegetation cur cover Crop. Mulch Acc"tWe Dallas of u Application Rate Straw or Hoy Jan 01 - Dec 31 1 1/2-2 tons/acre Hyd'aulc (wood or paper) Ma 15 - May 15 1 1/2-2 tons/acre Erosion control (mats or blalkets) Jan 01 - Dec 31 Not applicable Hay or straw mulch shall be free of noxious words and at least 50% of the Ober sholl be 10 'niches or more In length. Men seeding with native grasses Fay Han o native grass is a suggested mulching moterid, if available. CURB INLET WIRE SCREEN QSJ To As.... Net fall,eon does not awe op of individual was me at min of Me%llwnng aedmmuaofim[Vat BMus shell benefited emmwnVinea one Me ors are vfic'emry eiis4 If krlgotion is used, hydrwne mulches may be applied from March 15 through Sep WE CxeCKTn BY' . Ep,MI, GRAVEL FILTER 2"we WOOD SWD rsmerlrhredp Me.rmnn [mhol nzpedpl WAhn LaV dC'WXLa s0dy1. Hay or Straw Mulch WIRE SCREEN (a) Bdmr alOMer Mnnvmk. DESIGNED BY. SCm, SECTION (bJ Outted,nnagewam, I. Hay w straw mulch will be anchored to the soil by me of PLAN VIEW A (d) meter the following mNhadro DGWN BY. t0esafr GENERAL NOTES: A I. INSPECT AND REPAIR FILTERS AFTER EACH STORM EVENT. MWbcat (dJ CMwbeee newsw rdew DBJ COMYman Ma kaHmryw+mmemvm[mbd nraauam MdeanmMeet u maws mlM1aa pMm. (a) A Crimper which will crimp fiber lour Inches m REMOVE SEDIMENT WHEN ONE HALF THE FILLER DEPTHPOSIT Tna0.valmrwanrpenwtMawvmarumwwefrmM ne[eeary.udrameeq Ma mine into the doll. Al least Sot of the fiber T HAS BEEN FILLED. REMOVED SEDIMENT $HALL BE DEPOSITED CpyKWaMy, ore i Mall be 10 Inches a more In length. AN AREA TRIBUTARY i0 A SEDIMENT BASIN OR OTHER TE FILTERING PUERINC MEASURE. (D) Yf mulch nettingmart installed over the hay Of straw according to ma uPoclureri inslrvdiona. straw ac 2. SEDIMENT AND GRAVEL SHALL BE IMMEDIATELY REMOVED FROM TRAVELED WAY OF ROADS. (C) TaeklOers sprayed an the mulch to the C;onufmturw's rmommmdallon. EROSION CONTROL CURB INLET GRAVEL . FILTER - straw or hay Ernest be bee of noxious weeds. 2. AN m Z Q CLASSIFICATION AND GRADATION OF ORDINARY RIPRAP �p V PFE/NLVFM PROTECTION perm 1. SITE DESCRIPTION: t r don 3 ^ WAY a. Nailsconalmcllan which consuls of graciI it ng. ut ty wars, roodwey cans No Ian an e avrM`\ Visa' f`re Consiroction of a detention ponds and ass0 Ioted storm Outfoll structural von areas ee¢Mae b. Me major activities are Planned m me following sequence: Norratesraise men won Ansea m MT. 1. Clearing and (}ubbing necessary for perimeter controls 2. Inetallatlon of perimeter controls. rla.,a nmo 3. Demolition of existing aspbolt, curb and gutter, ontl site items, a applicable. Estates lefthe 4. Grading of Site and Delentlm Pound Areas. min 5. t ily construction to serve site (Sanitary Sewer, Water, Storm Sewer). 6. Slle aseeldigt Conalrucllm :'. OR 7. Slabgixpliona including `� B. Remold of Ctral measures pea lm m nA SECTOR A-A� C. The site contains approximately 15.23 acres (23.04 act" including offshe basins). The am- Inuts- - entire site is expected to undergo clmring and/or grading, with some additional ofisite -IF, .a� grading taking place to tie-in to naling topography and site mwities. v® J c LL Q 2 y 0 0 � Z z�/R 0 JrVV M rmP.¢ Fv f.r=aI, tl. Rational -C• = 0,25 before construction, Rational C = 0.57 after construction. Us Vd O 4. r�mNu •d°rn °ins DEW site I'Na within the Moderate Rainaal ErodbRlly Zone and Low vend Erpdbllty Zone pm '1 6a 1Ca4 pARINLE 92L. AT MAST 50 FEPCEM Dr THE W55 Sl4u BL STp[s LDI41 ro Dp upcu r1u11 C N F.., A Aen�es lsou won A"aD m MT. the City of Fort Collins time maps. With the existing site slopes at approximately 1% to INLET ppOTFClIaN 51C the none improvements will be abjectetl to both wind and rainfall erasion n M d 4IN I i[C 9RES A 0.plr q K IF sual ARE VEFPER. J O ®� I . The predewlopment and current property consists of cpm Imm IMd with intermittent Ia1 .J U JI- weetls and grasses, with a prapoaed and approval pen/pond area Deng constructed 0 along the eastern boundary of the existing property. Other arms of the anent property I) Z ear rmnp have been dMturbea with the construction of the apartment site to Me east O I. There are no anticipated pollution smrcn. Maine wall be no "hide storage w cleaning an 0 to DUN NEy' °® roI°e site. Made will be no chemical storage an site. 1.1 g. ' There may be anticipated non-sl0m rwalen carpmenls of discharge, k+'1 0 REPAY �mmr.w �MVapar many and � pope stary ire®ivmi.°s1 mm�mm t a h. the downstream receiNn water ls the North Tributary Storm Sewer. Storm water mnoff W TV UNIT "win as ,,rT "rET ne FILTER rum aw n -from DUE developed Portion of the site will be tronsD ted to Me on -site detention ponds U own .m .m e..I 60 SILT FENCE Via overland Meet now. swales/channels, curb and Sutler. Inlets. and steam seer pipe. I�IIIA worl MAN_ T rwncrm aranar vau w forte won Np "Par van 2. SITE NAP: STRAW •WATTLE'0 won. 0. See Drainage Se Erosion Cmlyd Ron. CALL UTILITY NOTIFICATION a u} S1 I. VO U m KlH WT S BE LCGRO CENTER OF COLOMDO L43 L_ AT [4TRr w1aW¢E/EXIT TO THE mxSmuCT1pH 1E. 3. BMP'S FOR STORMWAIER POLLUTON PREVENTION: I-800-922- ,I1987 SLOPE z Mtkgm TRACXIxc wT s1mL az WmurED a Erosion antl Seg ment Controls: See Erosion Contrd Notes and Smuence Table (this .E AS rvRMO r0 PRYFHT Mxf mmE peal BLMG 9heel). TRACKED expo cm'smEm. D. Materials Handling and Sel Prevent on: Measures shoultl be undertaken to conVd FORNEWER mwnSs vex IL construction materials and waste, and disposal of excess concrete (If opplimbil to IV/) d ] FESS . Si MMT AND OTHER WRRNL sRUFD. MCWm enWre this and other molrials d0 not leave the site and inter the detention pond a p s`* OR W KED WO Cm SrRRT SrwE BE ImLE y Mich even Wally outlets to the Padre Rim. Concrete, building materials. waste. and wEN cleanup by-products should not be discharged into the on -site storm sewer makes nor ��&eNHD Mould they enter the an -rite detention pond. In the event of a spin norm the site Into City of Fort Collins, Colorado y P� storm same system r on -site detention pond. appropriate measures should be UTILITY PLAN APPROVAL THESE PUNS HAVE BEEN REVIEWED BY THE =00 RF D d50 STATE CLASSIFICATION FUR NOMINAL Ar undertaken ion diotPy to remow the spill" maleriols and prevent future spB6 from LOCAL ENTITY FOR CONCEPT ONLY. THE � STORE SITE. ges Occurring. APPROVED: RENEW DOES NOT IMPLY RESPONSIBILITY BY e ALL EDGES WILL BE 'TOLD' INTO ABOVE DIMENSION. 4. FINAL STABILIZATION AND LONG TERM STORMWAMR MANAGEMENT: Cty Fnginwr Dole THE REVIEWING DEPARTMENT, THE LOCAL See Eroaim Conlyd Notes this sheet 1r Mal sfabilixafim measures to central polulani0 CHECKED BY. EiOIIY ENGINEER. OR THE I11CAL EN111T FIXiO IWs IF RIP -RAP TO BE GROUTED. n stormmalr discharges. Wrier k Wastewater LOBBY Cote ACCURACY AND CORRECTNESS OF TIE GROUT SHALL BE IN ACCORDANCE TO CALCULATIONS. FURTHERMORE, THE RENEW 10 .•IWG [} ASTMC1107-LATEST REVISION. 2 - ]• RpCH 5. OTHER CONTROLS: CHECKED GY: WES NOT IMPLY TINT DUANTITIES OF ffFl15 A.4, GROUT SHALL BE VIBRATED IN PLACE. j t( Slormmater Utility Mle /2 - 1/4' nLTEH uYER Measured shoultl be antlertakm to rcmow exroa0 waste praducb Grin the site and tY ON THE PLANS ARE THE ANTI ES OF IES TOPS OF EXPOSED RIP -RAF` WILL BE Se' divoae of Mesa waste maleriols offsitein an approprate mrmer. In addition, CHECKED BY: REQUIRED. THE RENEW SHALL NOT BE VET BRUSHED RIP -RAP CLEANED OF GROUT s should be undertaken to limit off -site soil tra ling of mud and debris spillage i0 EXPOBE RIP -RAP CROR. 5 MN' from vehicles leaving the site. Mud and debris Mwltl not be trOaed Gong r o ways ---Ranks h Rmedian Oote CONSWNEO IN ANY REASON AS ACCEPTANCE T xo 01/co lA Mind ollowetl to enter non -protected &ainage ways which discharge eventualy into the CHECKED BY: OF FINANCNL RESPONSIBILIEY BY THE LOCAL VEHICLE TRACKING MAT Cable La Padre River. Traffic Enginem Ode ENRTY FOR ADDITIONAL QUANTITIES OF ITEMS W s. RIP RAP DRAWING 6. INSPECTION AND MAINTENANCE: SHOWN THAT MAY BE REQUIRED WRING TIE SHEET No: C-007 a. Inspection and mainlmance Mould be undertaken on a regular basis as outlined in CHECKED BY: We CONSTRUCTION PHASE. Section 6 of the Term m and Conditions Of the COPS General Permit Env enlal Pknn D7 OF 33 pR•➢ Rice an& Wmxl 9WIFR srdLF s@ ya• [(5WxRN MW M Old WE IM NY-WS) (MCx6) CLASS P. TO - left Be eo - m 15 25 - W 0 6 x - IN [ 1 CUMS 12 ro - left 440 m - 7o n] xs - w as 12 2 - 10 3 c1A4 is IBM 1275 N- M M 25 - SO 275 Ili x - 10 10 CLASS 24 ton 15m •A - 70 17M 25 - 50 555 24 D 35 PROPERTY" \ t 1 BOUNDMY I � � l I t sl EX Iit I 'I jl � I I \ / PROPERTY BOUNDARY ir �1 � i PROPERTY BOUNDARY I I �• PROPERTY J�N�YL PROPERTY BOI r FUND $F'3glucillC1 PROPERTY BOUNDARY 1 --- i GI-1- UTILITY NOTIFICATION i CENTER OF GOLOMDLORAD O 1-800-922-1987 � ... IN � i PEN Y 1 s PI2W � I t I 4 NOTE 1) ME DRAINAGE BASIN BOUNDARY (FOR BASIN 1) (MRESTMPTES w THE AREA(RUNOFF) BEING CNVEYED TO POND M, AS SOME OF I g THE EASTERN PNTN OF THE BASIN IN➢JACENT TO THE MST SIDE OF JOSEPH ALLEN ORNEI MAY SHEET ROWONTO THE STREET AND SOUTH DONNJOSEPH NLEN DRIVE. ME POND MING FOR POND 2MI ACCOUNTS FOR ME EXTRA AREA KITH THE DONNSTREAM POND IN THE SPRING CREEK MSE NORTH FILING NO 2 E SIZED TOTAKE MER RUNOFF THAT IS ANTICIPATED ALONG THE MST FRONTAGE OFJOSEPH ALLEN DRONE. PLEASE REFER TO THE SPRING I CREEK FARMS FILING NO I PLANS FOR ADDITIONAL INFORMATION, L I LEGEND CHECKED BY. Ifmb EXISTING DRAINAGE BASIN BOUNDARY LINE DESIONEDBY. lGoo,h EXISTN/'C'G DRAINAGE BASIN IO ACRES VALUE DRAWN BY. LGxA �,i• I ® WRITING DRNNNGE DESIGN POINT PROPERTY BOVxDARY ` Y �1 i I I i ' I � I i i I i r i i i �--r • .,___aim —a' i I � HYDROLOGY TABLE sa; vol 214F an to IN ON FORD 4940.05 IV D.70 xfw•..ucw.vm..te•��°"` '"`r• `�•oa.uw+.nw.vw...v LO CHECKED r p m Z 9_ N O W Z W dZ p Q W LL � City of Fart Collins, Colorado Z UTILITY PLAN APPROVAL U APPROVED: Z City Engineer Dab O CHECKED BY — Note � �1 B Woabrabr utility Oob L_N CHECKED Bt: LPL Stormwabr wliry Dab G a 6YPOMa & Recrta4on Dot•CHECKED BY: Traffic Engineer Date CHECKED RY: ,�,d"rypO RE EmirDAIM onmenbl Planner Date � )pPy.�• � j TIESE PLANS HAVE BEEN REVIEWED B! THE LOCOL-_`Ut'/o 4�� _ ENTO' FOR CONCEPT ONLY. THE REVIEW DOES NOT D /rc IMPLY RESPNSIBI(M B! THE REVIEWING (, W; DEPANfLIENT, ME LOLL ENTITY ENGINEER, DR THE fl Q' �?4" LOLL ENTITY FOR ACCURACY AND CORRECTNESS OE l � /ONA �L�,n� TIE CALLUUTONS. NRTIERMORE, TIE REVIEW DOES ani�.ii ii `" NOT IMPLY TINT QUANTITIES Of ITEMS ON THE PUNS ARE ME FlNLL OUANRDES REQUIRED. ME REVIEW PROJECTING 800� $HALL NOT BE CONSTRUED IN ANY REASON AS atOYla ACCEPTANCE OF FINANCIAL RESPNSIRIl1IY BY TIE LOCI- ENiDY FOR ADMTICNLL OUlN0T16 OF ITEMS SHEETNo- EX SHNN THAT MAY BE REQUIRED DURING THE LDNSIRUCIION %RASE. xfw•..ucw.vm..te•��°"` '"`r• `�•oa.uw+.nw.vw...v LO CHECKED r p m Z 9_ N O W Z W dZ p Q W LL � City of Fart Collins, Colorado Z UTILITY PLAN APPROVAL U APPROVED: Z City Engineer Dab O CHECKED BY — Note � �1 B Woabrabr utility Oob L_N CHECKED Bt: LPL Stormwabr wliry Dab G a 6YPOMa & Recrta4on Dot•CHECKED BY: Traffic Engineer Date CHECKED RY: ,�,d"rypO RE EmirDAIM onmenbl Planner Date � )pPy.�• � j TIESE PLANS HAVE BEEN REVIEWED B! THE LOCOL-_`Ut'/o 4�� _ ENTO' FOR CONCEPT ONLY. THE REVIEW DOES NOT D /rc IMPLY RESPNSIBI(M B! THE REVIEWING (, W; DEPANfLIENT, ME LOLL ENTITY ENGINEER, DR THE fl Q' �?4" LOLL ENTITY FOR ACCURACY AND CORRECTNESS OE l � /ONA �L�,n� TIE CALLUUTONS. NRTIERMORE, TIE REVIEW DOES ani�.ii ii `" NOT IMPLY TINT QUANTITIES Of ITEMS ON THE PUNS ARE ME FlNLL OUANRDES REQUIRED. ME REVIEW PROJECTING 800� $HALL NOT BE CONSTRUED IN ANY REASON AS atOYla ACCEPTANCE OF FINANCIAL RESPNSIRIl1IY BY TIE LOCI- ENiDY FOR ADMTICNLL OUlN0T16 OF ITEMS SHEETNo- EX SHNN THAT MAY BE REQUIRED DURING THE LDNSIRUCIION %RASE.