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HomeMy WebLinkAboutDrainage Reports - 09/05/2018C c C C City of Ft. Collin prov Plans Approved By Date - 5 ASPS ENGINEERING Final Drainage and Erosion Control Report for Lakeview on the Rise Fort Collins, Colorado March 16, 2018 El • n u r� March 16, 2018 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 Lakeview on the Rise Dear Wes: We are pleased to submit to you, for your review and approval, this Final Drainage and Erosion Control Report for Lakeview on the Rise. 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 RPuu C/C Oar .•'RYAN � ��S V$�. F :O O:p 2• ;o 3251 ix TABLE OF CONTENTS PAGE I. GENERAL LOCATION AND DESCRIPTION 5 A. LOCATION 5 B. DESCRIPTION OF PROPERTY 5 IL DRAINAGE BASINS 6 A. MAJOR BASIN DESCRIPTION 6 B. EXISTING SUB -BASIN DESCRIPTION 6 C. PROPOSED SUB -BASIN DESCRIPTION 6 III. DRAINAGE DESIGN CRITERIA 8 A. REGULATIONS 8 B. DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS 8 C. HYDROLOGIC CRITERIA 8 D. HYDRAULIC CRITERIA 8 E. VARIANCES 9 IV. DRAINAGE FACILITY DESIGN 9 A. GENERAL CONCEPT 9 B. SPECIFIC DETAILS 10 C. DETENTION POND 17 D. STREET CAPACITIES 18 V. STORM WATER QUALITY 19 A. GENERAL CONCEPT & SPECIFIC DETAILS 19 VI. EROSION CONTROL 19 A. GENERAL CONCEPT 19 VII. CONCLUSIONS 20 A. COMPLIANCE WITH STANDARDS & STORMWATER 20 OPERATIONS/ MAINTENANCE PROCEDURE B. DRAINAGE CONCEPT 20 C. STORM WATER QUALITY 21 D. EROSION CONTROL CONCEPT 21 E. EROSION CONTROL ESCROW ESTIMATE 21 REFERENCES 22 APPENDIX VICINITY MAP PAGE A RATIONAL METHOD HYDROLOGY, POND & LID SIZING, OUTLET B STRUCTURE CALCULATIONS, ORIFICE SIZING, AND OVERFLOW WEIR SIZING STORM SEWER PIPE SIZING C INLET SIZING & STREET CAPACITY CALCULATIONS, CONCRETE D SIDEWALK CULVERT & CURB CUT SIZING SWALE SIZING E EROSION CONTROL & RIPRAP SIZING, EROSION CONTROL ESCROW F CALCULATION PROPOSED & EXISTING DRAINAGE BASIN EXHIBITS, EROSION CONTROL G PLAN, & EROSION CONTROL NOTES & DETAILS SHEET FINAL DRAINAGE AND EROSION CONTROL REPORT FOR LAKEVIEW ON THE RISE FORT COLLINS, COLORADO I. GENERAL LOCATION AND DESCRIPTION A. Location The Lakeview on the Rise project is located east of and adjacent to South College Avenue. (U.S. Highway 287) and northeast of the intersection of Triangle Drive and South College Avenue. The property is bounded to the west by South College Avenue, to the north by an existing irrigation ditch, and to the south by Robert Benson Reservoir, and to the east by Provincetown Filing Three subdivision. The project site can also be described as situated in the northwest quarter of Section 13, Township 6 North, Range 69 West of the 6"' P.M., City of Fort Collins, County of Larimer, State of Colorado. The site (property boundary) comprises approximately 20.089 acres (see vicinity map in Appendix A). B. Description of Property The project site currently contains an existing 20.089-acre vacant field comprised of primarily dirt with native weeds and grasses and portions of South College Avenue. The site also contains one existing commercial building that is currently unoccupied and will be removed prior to any proposed construction activities. Robert Benson Reservoir and an associated wetland area bound the proposed site to the south. The existing site has topography which generally slopes from the northwest to the south-southeast at approximately 2.9%, with varying slopes from 2.0% to 5.0%. The proposed development consists of 17 apartment buildings, a Clubhouse with pool, and associated street, water, sanitary sewer, storm sewer, and private infrastructure improvements, as well as intermittent green spaces and outdoor spaces. U H. DRAINAGE BASINS A. Major Basin Description The Lakeview on the Rise project is located within the City of Fort Collins Fossil Creek Reservoir Drainage Basin. The Fossil Creek Reservoir Drainage Basin generally flows from the northwest to southeast and ultimately outlets into the Poudre River. B. Existing Sub -Basin Description The existing -site consists primarilyof dirt with intermittent grasses and.weeds. All existing onsite drainage is conveyed from the northwest to the south-southeast ultimately collecting in Robert Benson Reservoir, located along the south side of the property. The existing subject site is contained within one existing sub -basin (EXI). Existing basin EX1 contains approximately 21.54 acres and was modeled with the basin having an existing `d value of 0.25. The calculated existing 2-year runoff from basin EX is 6.12 cfs. Please refer to the rational calculations in Appendix B. C. Proposed Sub -Basin Description The proposed development consists of 17 apartment buildings, a Clubhouse with pool, and associated street, water, sanitary sewer, storm sewer, and private infrastructure improvements, as well as intermittent green spaces and outdoor spaces. The majority of site runoff generated from the proposed site will be conveyed to two Rain Gardens, then to two proposed detention ponds, prior to being released into Robert Benson Reservoir. It is important to note that a small portion of the site (approximately 3.80 acres) along the western boundary consists of portions of South College Avenue and undeveloped land that is conveyed directly into Robert Benson • Reservoir without detention or treatment, as historically occurs. All flows released into Robert Benson Reservoir will ultimately be conveyed to Fossil Creek Reservoir and into the Poudre River. The proposed public roads will be paved with asphalt, while the private drives and adjacent parking areas will be constructed of concrete or asphalt. Interior sidewalks will be constructed of concrete to serve pedestrians.and.provide access throughout the site. Runoff from the proposed site will be ultimately conveyed in two large spine storm drainage piping systems that will flow south towards the two proposed detention ponds (with upstream Rain Gardens). Runoff from the site will be conveyed to the Rain Gardens, where flow will be spread laterally through the basins. The Rain Gardens will provide approximately one (1) foot of ponding depth with base composed of bioretention sand media and gravel rel u r u over a 4" perforated underdrain system installed at the bottom of the Rain Garden. • One foot of depth will be provided in the Rain Garden to meet the LID criteria. Runoff captured in the Rain Garden will be filtered through the media and gravel, routed in the underdrain system, and discharge into the proposed detention ponds. An overflow spillway will also be constructed in each Rain Garden to allow excess runoff beyond the 1 foot of depth, to.drain.to the detention ponds. A water quality control volume of 0.053 acre-feet will also be provide within Pond 200 for the runoff from basins 24-28, which could not be routed to the Rain Garden. This volume will discharge through a water quality outlet plate. Per the Geotechnical report by Terracon, the site contains highly expansive clay materials, and as required, all roof drainage from the site and as much site area as possible, is required to be captured immediately by piping systems and conveyed away from the buildings and road infrastructure. Therefore, in meeting the requirements of the Geotechnical Report, large amounts of roof drainage piping/systems are being utilized for the site, as well as the proposed Rain Gardens to mitigate infiltration of runoff into the sub -grade, as required, and to provide LID treatment for approximately 88 .percent of the total site, which includes the offsite area. It should be noted that as indicated in the LID table, 100 percent of the on -site basin impervious area is treated with the implementation of Rain Gardens and a water quality outlet structure. Runoff from one offsite inlet on US Hwy 287 will be conveyed to and pass through Pond 100. This more than makes up for the relatively small area of grass slope which will not be routed to the detention pond. Should the Rain Gardens fill up during major storm events, the Rain Gardens will overtop the south spillways and drain to the proposed detention ponds. The proposed detention ponds will be graded with relatively flat bottoms (0.5% to 0.95%) to allow for infiltration and pollutants to settle out of the runoff, prior to • flows exiting the ponds via the proposed outlet structures, and into Robert Benson Reservoir. Please refer to the grading plans for details. The proposed detention ponds will discharge the combined 2-year historic release rate (6.12 cfs) directly into Robert Benson Reservoir. Please refer to the pond outlet structure calculations in Appendix B. 7 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, as well as the requirements of the Geotechnical Report by Terracon. Therefore, the drainage design for the subject site has been designed in accordance with these standards and provides for the site drainage being conveyed to downstream Rain Gardens and detention ponds, as required and applicable. The proposed project will be required to provide water quality and on -site detention, prior to the 2-year historic release rate from the site being conveyed into Robert Benson Reservoir, as historically occurs. B. Development Criteria Reference and Constraints Drainage criteria and constraints required by the City of Fort Collins and Terracon will be achieved and provided by the Lakeview on the Rise project. The capacity of the system will be self contained and release to Robert Benson Reservoir at a rate not to exceed the 2-year historic release rate of 6.12 cfs for the entire 21.54 acres, which includes all attributing onsite and offsite basins, including the half -width of South College Avenue along the proposed site. 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. Rain Gardens sizing was calculated using the Design Procedure Form for Rain Garden Design spreadsheet developed by UDFCD. 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 Appendices. u Final storm sewer pipe/systems and inlet/curb cut sizing has been completed using UDSewer and UDInlet from UDFCD, as well as other orifice/inlet control sizing spreadsheets. Final Swale sizing has been completed during final design using AutoCad Civil 3D Hydraulic Software, while final erosion control/riprap sizing has been calculated using North American Green software and other riprap spreadsheet software. E. Variances No variances are being requested at this time. IV. DRAINAGE FACILITY DESIGN A. General Concept Twenty-nine proposed onsite drainage basins and one offsite basin have been created to analyze the drainage for the proposed development. Basins 1-15.drain ultimately to a proposed detention/water quality pond (Pond 100) located in the southwest corner of the site via overland flow, curb and gutter, and proposed storm sewer systems. The 100-year peak flow to be detained in the detention pond located in the southwest corner of the site will be approximately 46.4 cfs. Basins 16-29 drain ultimately to a second proposed detention/water quality pond (Pond 200) located in the southeast corner of the site via overland flow, curb and gutter, and proposed storm sewer systems. The 100-year peak flow to be detained in the detention pond located in the southeast corner of the site will be approximately 42.7 cfs. Basin OS 1 is an offsite basin that consists of portions of South College Avenue that will be conveyed directly to Robert Benson Reservoir undetained. The total 100-year peak flow to be detained in the two proposed detention ponds located onsite will be approximately 89.1 cfs. Detention Pond 100 (west) and Detention Pond 200 (east) provide approximately 1.85 acre-feet and 1.38 acre-feet of storage, respectively, which provides for the combination of detention and water quality. Water quality is also provided within the proposed Rain Gardens, located upstream of each pond. A Water Quality Control Volume is also provided within Pond 200 for runoff not directed to the Rain Garden. Vj The allowable 2-year release rate for the site is 6.12 cfs. The release rates for Ponds 100 and 200 will be 1.0 cfs and 5.12 cfs, respectively. It's important to note that Pond 100 and Pond 200 have been sized to detain up to the 100-year event, while receiving the 100-year developed flow from 21.54 acres, with the calculated overall 'c' value for the site being 0.58, versus the overall combined existing'c' value of 0.25. • Please refer to the rational calculations in Appendix B and the Proposed and Existing Drainage Basin Exhibits in Appendix G for additional information. Refer to Appendices C & D for inlet sizing, concrete sidewalk culvert and curb cut sizing, and storm sewer system sizing. B. Specific Details Drainame to Detention Pond 100: The runoff from the following basins 1-15 will be collected in a proposed storm sewer system which will be ultimately be conveyed to a Detention Pond 100 located at the southwest corner of the site. Basin 1 Runoff in Basin 1 will be conveyed via overland flow and curb and gutter to a 5' Type R inlet at design point 1. The 5' Type R inlet discharges into a proposed 18" RCP storm sewer system at design point 1. Basin 2 Runoff in Basin 2 will be conveyed via roof drains, overland flow, and a grass lined swale to the proposed storm sewer system at design point 2. The roof drainage piping system captures flow from the basin and conveys runoff east and into the storm sewer main in Debra Drive. A small northwestern portion of basin 2 will be conveyed south and into basin 4, where a 15" Nyloplast Drain Basin with standard H-20 grate will capture this.flow. Basin 3 Runoff in Basin 3 will be conveyed via overland flow, a grass lined swale and curb and gutter to a 5' Type R inlet, located at the southwest corner of Debra Drive/Lorien Lane (design point 3). A small area along the north side of Building 14 will convey its runoff east in the grass lined swale, where a 12" Nyloplast Drain Basin with standard H-20 grate will capture the flow. The runoff will combine with roof drainage in basin 7. Basin 4 Runoff in Basin 4 will be conveyed via overland flow, curb and gutter, and roof drain piping. Runoff from the north side of Lorien Lane and the west .half of Debra Drive flows to a 15' Type R inlet (on grade) at design point 4. 10 The 15' Type R inlet discharges east and into a proposed 18" RCP storm sewer system at design point 4. Runoff captured by the roof piping system will combine with roof drainage from basin 2 and will be conveyed east and into the 18" RCP in Debra Drive. Basin 5 Runoff in Basin 5 will be conveyed via roof drains, overland flow, and curb and gutter. Runoff in the east half of Debra Drive flows to a 10' Type R inlet (on grade) at design point 5. The 10' Type R inlet discharges into a proposed 18" RCP storm sewer system at design point 5. Runoff captured by the roof piping system in basin 5 will combine with a small portion of roof drainage from basins 16 and 23 and will be conveyed west and into the 18" RCP in Debra Drive. Basin 6 Runoff in Basin 6 will be conveyed via roof drains, overland flow, and a grass lined swale to the proposed storm sewer system. Runoff captured by the roof piping system in basin 6 will be conveyed southwest and into the 18" RCP in the private drive/parking lot. Runoff from the small green and hard areas on the north and east sides of the building will be conveyed northeast and east and out onto Lorien Lane and Debra Drive, while runoff from green and hard areas on the west and south sides of the building will be conveyed south, then east in the proposed grass -lined swale to design point 6, where a 2' metal sidewalk culvert with concrete chase will convey water out to Debra Drive. Basin 7 Runoff in Basin 7 will be conveyed via roof drains, overland flow, and curb and gutter to a 5' Type R inlet at design point 7. The 5' Type R inlet .discharges into a proposed 18" RCP storm sewer system. Runoff from the roof drainage system in basin 7 combines with a small portion of roof drainage from basin 3 and is conveyed southeast and into the 18" RCP in the private drive/parking lot. Basin 8 Runoff in Basin 8 will be conveyed via roof drains, overland flow, and a grass lined swale to a 24" diameter Nyloplast Drain Basin with standard H-20 grate at design point 8. The 24" diameter Nyloplast inlet discharges into a proposed 18" RCP storm sewer system at design point 8. Roof drainage from basin 8 is also piped to and will connect into the 24" Nyloplast drain basin/inlet. 11 L Basin 9 Runoff in Basin 9 will be conveyed via roof drains, overland flow, a grass lined swale, and curb and gutter to two, 5' Type R inlets. The 5' Type R inlets discharge into a proposed 18" RCP storm sewer system at design point 9. Runoff captured by the roof piping system in basin 9 will combine with a _small portion of roof drainage from basins 10 and 11 and will .be conveyed southeast and into the 18" RCP at design point 10. Basin 10 Runoff in Basin 10 will be conveyed via roof drains, overland flow and curb and gutter to a 5' Type R inlet. The 5' Type R inlet discharges into a proposed storm sewer system at design point 10. Runoff captured by the roof piping system in basin 10 will combine with a small portion of roof drainage from basins 9 and 11 and will be conveyed and into the 18" RCP and 5' Type inlet at design point 10. Basins 11 and 12 Runoff in Basins 1 Land 12 will be conveyed via overland flow and curb.and gutter to a 5' Type R inlet at design point 12. The 5' Type R inlet discharges into a proposed 18" RCP storm sewer system at design point 12. Runoff captured by roof drainage systems in basins 11 and 12 will be conveyed and discharge to the 5' Type R Inlets at design points 10 and 12. Basin 13 Runoff in Basin 13 will be conveyed via overland flow, a grass lined swale, and curb and gutter to a 10' Type R inlet at design point 13. Flow from the grass lined swale (from basin 6) will combine with runoff from a small portion of basin 13 and will pass east through a 2' curb cut w/ metal sidewalk culvert and onto Debra Drive. Flow from the west half of Debra Drive (within Basin 13) will combine with the above flow.and.continue south down Debra Drive towards the 10' Type R Inlet at design point 13. Any carry-over runoff will flow east and towards the 5' Type R Inlet at design point 28. Basin 14 Runoff in Basin 14 will be conveyed via overland flow and a grass lined swale to the proposed detention pond (Pond100) located in the southwest portion of the site. A small northern portion of basin 14 will be conveyed to a proposed inlet, located in the northwest corner of basin 10, with the flow combining with the roof drain flow in this area. Basin 15 Runoff in Basin 15 will be conveyed via overland flow to the proposed Detention Pond 100, located in the southwest portion of the site. The basin includes the proposed Detention Pond 100. Runoff is released at a controlled 12 C' • rate of 1.0 cfs, via a water quality control structure at design point 15, and into Robert Benson Reservoir. Drainage to Detention Pond 200: The runoff from the following. basins 16-29 will be collected in.a proposed storm sewer system which will be ultimately be conveyed to Detention Pond 200 located at the southeast corner of the site. Basin 16 Runoff in Basin 16 will be conveyed via roof drains, overland flow, and curb and gutter to a 5' Type R inlet at design point 16.. The 5' Type R inlet discharges into a proposed 18" RCP storm sewer system at design point 16. An intermittent 2' wide concrete chase will be constructed within the parking island in Basin 16 to convey runoff east towards design point 16. Roof drainage from the majority of basin 16 is conveyed east and is conveyed into the inlet at design point 16. A small portion of roof drainage runoff from basin 16 combines with a.portion of roof drainage from basins 5 and 23 and is conveyed into the 18" RCP in Debra Drive. Basin 17 Runoff in Basin 17 will be conveyed via roof drains, overland flow, and a • grass lined swale to a 24" diameter Nyloplast drain basin with standard H-20 grate at design point 17. The 24" diameter Nyloplast drain basin discharges into a proposed 15" HDPE storm sewer system at design point 17. Basin 18 Runoff in Basin 18 will be conveyed via roof drains, overland flow, and curb and gutter to a 5' Type R inlet at design point 18. The 5' Type R inlet discharges into a proposed 18" RCP. The roof drainage system from Building 10 (within basin 18) conveys runoff east and combines with roof drainage flow from basin 19 and is conveyed southeast and into the 15" Nyloplast Drain basin with standard H-20 grate at design point 19. Basin 19 Runoff in Basin 19 will be conveyed via overland flow, a grass lined swale, and curb and gutter to a 15" diameter Nyloplast drain basin with standard H- 20 grate ate design point 19. Flows from the curb and gutter will pass through a 2' curb cut and join runoff collected from the grass lined swale as it passes to the 15" diameter Nyloplast drain basin. The 15" diameter Nyloplast drain basin discharges into a proposed 15" HDPE storm sewer system at design point 19. 13 Basin 20 Runoff in Basin 20 will be conveyed via roof drains, overland flow, a grass lined swale to a CDOT Type C inlet with close mesh grate at design point 20. The Type C Inlet discharges into a proposed 24" RCP storm sewer system at design point 20. Roof drainage from Building 8 will be piped around the building with the roof drainage piping system emptying into the 5' Type R Inlet at design point 22. Basin 21 Runoff in Basin 21 will be conveyed via roof drains, overland flow and curb and gutter to a 10' Type R inlet at design point 21. The 10' Type R inlet discharges into a proposed 24" RCP. Roof drainage from the attributable portion of basin 21 (south side of Building 5) is conveyed south and into the 18" RCP storm sewer system, located southwest of design point 16. An intermittent 2' wide concrete chase will be constructed within the parking island in Basin 21 to convey runoff south towards design point 21. Basin 22 Runoff in Basin 22 will be conveyed via overland flow and curb and gutter to a 5' Type R inlet at design point 22. The 5' Type R inlet discharges into a proposed 18" RCP storm sewer system at design point 22. An intermittent 4' wide concrete chase will be constructed within the parking island in Basin 22 to convey runoff south towards design point 22. Basin 23 Runoff in Basin 23 will be conveyed via roof drains, overland flow, a grass lined swale and curb and gutter to a CDOT Type C inlet with close mesh grate at design point 23. Flows from the north parking lot area will flow southeast and will pass through a 2' curb cut and join runoff collected from the grass lined Swale as it flows south towards the CDOT Type C inlet. The Type C inlet discharges into a proposed 18" RCP storm sewer system at design point 23. Basin 24 Runoff in Basin 24 will be conveyed via roof drains, overland flow, a grass lined swale to a 15" diameter Nyloplast drain basin with standard H-20 grate. The 15" diameter Nyloplast drain basin discharges into a proposed 15" HDPE storm sewer system at design point 24. Basin 25 Runoff in Basin 25 will be conveyed via roof drains, overland flow, and grass lined swales to.a CDOT Type C inlet with close mesh grate at design point 25. The Type C inlet discharges into a proposed 18" RCP storm sewer 14 11 system at design point 25. Roof Drainage runoff from basin 25 will be piped south and tie-in the Type C Inlet at design point 25. Basin 26 Runoff in Basin 26 will be conveyed via overland flow and grass lined swales to a.CDOT Type C Inlet with close mesh grate.at design point 26. The Type C Inlet discharges into a proposed 18" RCP storm sewer system at design point 26. Basin 27 Runoff in Basin 27 from the east half of Debra Drive and north half of Stoney Brook Road is conveyed via overland flow and curb and gutter to the proposed 5' Type R inlet at design point 27. The 10' Type R inlet discharges into a proposed 24" RCP storm sewer system at design point 27. Basin 28 Runoff in Basin 28 from the west half of Debra Drive and south half of Stoney Brook Road is conveyed via overland flow and curb and gutter to the proposed 10' Type R Inlet (on grade and located in the bulb -out) and 5' Type R inlet at design point 28. Runoff captured by the on -grade 10' Type R inlet discharges southwest and into Pond 100, while carryover flow continues east down Stoney Brook Road to the 5' Type R Inlet at design point 28. The 5' Type R Inlet captures the remaining flow from basin 28 and discharges runoff south, via 24" RCP storm sewer, and into Pond 200. Basin 29 Runoff in Basin 29 will be conveyed via overland flow to the proposed Detention Pond 200, located in the southeast portion of the site. The basin includes the proposed Detention Pond 200. Runoff is released at a controlled rate of 5.12 cfs, via a water quality control structure connected to a 15" RCP storm sewer at design point 29. Flow discharges to the proposed water quality control structure in pond 100, and the combined flow enters an 18" RCP storm sewer then discharges into Robert Benson Reservoir. Offsite Drainage The runoff from the following basin drains offsite. Basin OS1 Runoff in Basin OS 1 will be conveyed via overland flow and curb and gutter to Robert Benson Reservoir south of the site. The flows in Basin OS1 represent a portion of South College Avenue and undeveloped land in the southwest corner of the site. Runoff in College Avenue will be intercepted by a 5' Type R inlet and .10' Type.R.inlet in the east flowline of US287. Flow is piped east from these inlets, where riprap pads will slow water down and 15 CI • • mitigate erosion, prior to flows continuing east, un-detained, and into Robert Benson Reservoir, as historically occurs. Overflow Conditions Basins 1-5: Should the inlets at the low points in these basins become obstructed and fail to collect the required drainage, the runoff will pass to Debra Drive and ultimately be conveyed to the detention pond located in the southwest corner of the site. Basins 6-12: Should the inlets at the low points in these basins become obstructed and fail to collect the required drainage, the runoff will pass through the proposed parking areas to Debra Drive and ultimately be conveyed to Detention Pond 100, located in the southwest corner of the site. Basin 13: Should the on -grade inlet at design point 13 in this basin become obstructed and fail to collect the required drainage,runoff will pass.to_the low point in Stoney Brook Drive and ultimately be conveyed to Detention Pond 200, located in the southeast comer of the site. Basins 14-15: Should the swale in basin 14 be obstructed, flows will pond, then spill south and into Detention Pond 100. Should the outlet structure in Pond 100 clog, runoff will pond to the spillway elevation, and will then be conveyed southeast over/through the overflow weir and into Robert Benson Reservoir. Basins 16-22: Should the inlets at the low points in these basins become obstructed and fail to collect the required drainage, the runoff will pass through the private drive (Rohan Rise), onto Stoney Brook Road, and will ultimately be conveyed to Detention Pond 200, located in the southeastcorner of -the site. Basin 23: Should the CDOT Type C inlet at the low point in this basin become obstructed and fail to collect the required drainage, the runoff will flow onto Stoney Brook Road and will ultimately be conveyed to Detention Pond 200, located in the southeast comer of the site. • Basins 24-26: Should the inlets at the low points in these basins become obstructed and fail to collect the required drainage, the runoff will pass to the low point in Stoney Brook Drive and ultimately be conveyed to Detention Pond 200, located in the southeast corner of the site. Basins 27-28: Should the inlets at the low points in these basins located at the low point in Stoney Brook Drive become obstructed .and fail to collect .the required 16 �J 2 drainage, the runoff will overflow south and into Detention Pond 200, located in the southeast corner of the site. C. Detention Pond Detention Pond 100 has been sized to provide water quality.and.detention for 8.57 acres of the total 21.54 acres of on -site and off -site areas. Detention Pond 100 will provide 1.85 acre-feet of available volume at an elevation of 5009.00. The Rain Garden will provide 0.12 acre-feet of available volume at an elevation of approximately 5009.00. Detention Pond 200 has been sized to provide water quality and detention for the 9.18 acres of the total 21.54 acres of on -site and off -site areas. Detention Pond 200 will provide 1.38 acre-feet of available volume at an elevation of 5009.50 (which includes approximately 0.05 ac-ft for water quality volume in the detention pond). The Rain Garden will provide 0.13 ac-ft for water quality at an elevation of approximately 5008.50. The proposed detention ponds will allow for detention up to the 100-year storm event for the development. The lowest outlet elevation of Detention Pond 100 (invert at the front of the outlet structure) is approximately 5006.60. The calculated 100-year water surface elevation of Detention Pond 100 is approximately 5009.00 with a release rate of 1.0 cfs, which will be combined with the release of Pond 200, 5.12 cfs, for a total discharge rate of 6.12 cfs. The lowest outlet elevation of Detention Pond 200 (invert at the front of the outlet structure) is approximately 5004.00. The calculated 100-year water surface elevation of Detention Pond 200 is approximately 5009.50 with a release rate of 5.12 cfs. The proposed detention pond outlet structures will discharge to a combined storm system which routes flows southwest and into Robert Benson Reservoir. The orifice on Pond 100 will be 7.34-inches in diameter to restrict release to 6.12 cfs, when combined with the discharge from Pond 200. The orifice restriction for Pond 200 will be 7.16-inches in diameter to restrict release to 5.12 cfs. Therefore, the allowable 2-year historic release rate of 6.12 cfs into Robert Benson Reservoir will be adhered to, as historically occurs. Please refer to the Orifice Sizing calculations in Appendix B. An Emergency Spillway will be constructed along the south edges of Pond 100 and Pond 200. The proposed spillways on Pond 100 and Pond 200 will have overflow elevations of 5009.00 and 5009.50, respectively. The spillway on Pond 100 was designed to pass the Qioo = 46.4 cfs at a depth of 0.41 feet and width of 60 feet with 0.59 feet of freeboard. The spillway on Pond 200 was designed to pass the Qioo = 42.7 cfs at a.depth of 0,1.7' feet and width of 200 feet with approximately 0.33 feet of 91 17 freeboard. North American Green S150 Erosion Control Fabric is also being provided on the spillways to mitigate erosion, in event the ponds overtops. Groundwater elevations were provided by Terracon and measured 5 days after drilling and installing piezometers. The initial November 2018 groundwater levels measured in Pond 100 were 5003.9 nearest the outlet structure and 5004.3 further upslope within the footprint of pond 100. The lowest proposed grade in Pond 100 is at the outlet structure at 5006.6 which would be approximately 2.7 feet above groundwater at boring 1 and 3.2 feet relative to boring 2 (proposed grade 5007.5). In Pond 200 the November groundwater elevation was 5000.4 near the outlet structure and south of the footprint of the pond. The lowest point in Pond 200 at the outlet structure is 5004.0 which would be approximately 3.6 feet above groundwater. Terracon continued to monitor water levels in three piezometers installed within the footprint of the ponds, two in Pond 100 and one in Pond 200. Below is an excerpt from Teracon's groundwater observations reported April 27, 2018. Per the April data, groundwater levels are 2.1 to 2.7 feet below the bottom of Pond 100 and 2.3feet below the bottom of Pond 200. If groundwater rises above the finished grade of the detention ponds then mitigation will be required to remove the groundwater. Boring 1 Month Depth to Elevation of Groundwater Groundwater (Feet) (Feet) Nov 5 7 5003 a Boring 2 Boring 3 Depth to Elevation of Depth to Elevation of Groundwater Groundwater Groundwater Groundwater (Feet) (Feet) (Feet) (Feet) 6 3 5004 3 6 3 5000 4 Jan 5.3 5004.3 6.1 5004.5 5.5 50012 Feb 5.1 5004.5 6.2 5004A 5.3 5001.4 March 5 5004.6 5.6 5005 4.9 5001.8 5001.7 April 5.1 5004.5 5.8 5004.8 5 Should Pond 100 and Pond 200 overtop, runoff will be released south into Robert Benson Reservoir. Please refer to 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. 18 V. STORM WATER QUALITY A. General Concept & Specific Details The water quality of stormwater runoff must 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, riprap pads at culvert discharge points, permanent erosion control fabric at curb cuts and swale entrances into the ponds, grass scrubbing across the bottom of the detention ponds during first flush conditions, and proposed Rain Gardens consisting of water quality catch basins located at the entrances to the detention ponds, which have been incorporated into the detention pond design. These proposed water quality features will provide a mechanism for pollutants to settle out of the stormwater runoff before flows are directed into the detention ponds and ultimately to Robert Benson Reservoir. The 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 (21.54 acres), prior to releasing flows to Robert Benson Reservoir. VI. EROSION CONTROL A. General Concept Silt fence will be installed along the north, west, south, east and west property boundaries of the site to prevent sediment from leaving the site. In addition, silt fence is proposed around the perimeter of each block of buildings surrounded by curb .and gutter to preventsediment from enteringproposed drive aisles and streets. A vehicle tracking pad will be placed at the site access point at US 287 and Lorien Lane. Rock Socks and gravel inlet filters will be placed at proposed inlet and dam locations, as shown in the erosion control plan, to mitigate the build-up of sediment in the proposed inlet and manhole structures. Straw wattle check dams may also be. installed at 300' intervals in the proposed swales throughout the site, as may be applicable during construction, or specified by the inspector(s). The Erosion Control Escrow Amount ($80,744.00) has been calculated and can found in Appendix F. Please refer to Appendix G for the Erosion Control Plan and Erosion Control Notes and Detail Sheets. 19 11 • • VII. 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 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 LID water quality catch basins 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 facilities. 2) Pond sedimentation/ silting shall be removed to allow for adequate drainage • along the bottom of the ponds and to prevent ponding and silting in of the pond bottoms. Grass scrubbing along the bottom of the ponds 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 proposed detention ponds (Pond 100 and Pond 200), located southwest and southeast corners of the subject site. The proposed storm sewer system will provide for the 100-year developed flows to reach the proposed water quality and detention ponds, prior to flows being released downstream in accordance with the 2-year historic release rate of 6.12 cfs. 20 • 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 preliminary design has addressed the water quality aspect of stormwater runoff. The proposed grass -lined detention ponds and Rain Gardens will provide an opportunity for stormwater pollutants to filter out of the stormwater runoff before flows are directed downstream to Robert Benson Reservoir. Furthermore, the proposed grass -sod -lined swales, 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 ponds during first flush conditions, and the water quality basins incorporated into the detention pond designs will provide additional mechanisms for pollutants to settle out of the stormwater runoff before flows are directed south and ultimately to Robert Benson Reservoir. D. Erosion Control Conceut . . 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 .maintained. 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 $80,744. Please refer to Appendix F for this calculation 21 REFERENCES • 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, June. 2001. 4. Urban Storm Drainage Criteria Manual Volume 2; Urban Drainage and Flood Control District, Denver, Colorado, June 2001. 5. Urban Storm Drainage Criteria Manual Volume 3, Best Management Practices; Urban Drainage and Flood Control District, Denver, Colorado, August 2011. 22 APPENDIX 22 C APPENDIX A 23 U VICINITY MAP 24 777��t Of r; APPENDIX B 25 Pi RATIONAL METHOD HYDROLOGY, POND & LID SIZING, OUTLET STRUCTURE CALCULATIONS, ORIFICE SIZING, AND OVERFLOW WEIR SIZING 26 n A U l A f C m m W m n . t D . N n n m P A t0 m d 1 p N d n n N . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 d N OI d N O N m W m N Q Q lD O N O N f. fp m N m N . . . . . . . . . . . . . . . . . . . . . . . . . . . . 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O O O 0000 t0 1� m m 0 0 m M M t0 o 1 t0 o 10 M Q 1� t� 1� M N 1� O 10 M w U Ilr�rr mM t01� n Nt0 rr r mnl�r nr tnr t0 0 h t0 t0 000000 000 00 0 0 0 0 0 0 0 0 0 00 0 0 0 6666 C Mr-O O M I p O I W 0 Q O� o t 0 01 O Q ONO m O N N O O o N Q 0 f 6(6 E w 0 w 00 tU tp mOi 1�Oi Or n �N mrr� N.�- er-N N t0O m'� Q m - W � j C M Q M O Q- 000 O O O I f 1 Q O Q t 0 N M Q 0 0 O M O O N N t 0 E 000000 O 00 0 tV O 000v-0N 00 O N N O .-66 W F U y M M V O 1-r M M O M ` N N ' NNN N N 1 N N N M M M m O0 M 0 0 v .-a- LL a c K 0 0 0 t0 O N O N Q Q Q Q Q Q Q Q Q Q O N 10 O e uj Nj trj O Mh 000 0 0 00000 O 00 '-00 O) aILDLILaa.a aaa aaOQ.aa a apa. aaa 0-M O O O O w O O O O O O O 0s� 0 0 00 O O O O O Q mc0 r M m Or M N6.� O V mO V J tDO Q tN0 N O O M Oi OI M Q M 000 O O Q O N O O M N N O o O N Q 'y E v 606666 m O 1` Oi 0 0P.� 0 0 N 0 r n III � � .r- N N 6 t0 t0 .0 H r M m` N M M Q l[) O _ O(4 01 O N N N N N N M M N �{ N N N !w, tp to tO M[O NtO -� a-- `-t0O �M��06 -6 NNtO N QQQ O 0 X 0 N M < O O r O O O N M Q t0 h O CO a O O) M W LL •- - N N N M N 2 2 N N N N b 0 O 2 W 2 W W H Q 0 100 Year Project: Lakeview on the Rise Pond 100 Design by: J.Gooch Date: 9/20/2017 This is to convert % imp. to a C value 100 ear (must insert % imp. and C pervious). Required detention ft' acre-ft. 'C' value 0.56 1189262*7A 02104921111 'C' 1.25 0.7 Area 8.57 acres Modified Modified Release Rate 1 M. FATER D. JUDIS C. LI 5/95 Nov-97 Nov-98 DETENTION POND SIZING TIME TIME INTENSITV 0100 Runoff Release Required Required cum 100 year Volume Cum total Detention Detention (mins) secs m/hr) (cfs) (ft43 (ft"3) (ft"3) (ac-ft) 0 0 0 0.00 0 0.0 0.0 0.0000 5 300 9.950 59.69 17907.02 300.0 17607.0 0.4042 10 600 7.720 46.31 27787.37 600.0 27187.4 0.6241 15 900 6.520 39.11 35202.13 900.0 34302.1 0.7875 20 1200 5.600 33.59 40313.28 1200.0 39113.3 0.8979 25 1500 4.980 29.88 44812.53 1500.0 43312.5 0.9943 30 1800 4.520 27.12 48807.86 1800.0 47007.9 1.0792 35 2100 4.080 24.48 51399.43 2100.0 49299.4 1.1318 40 2400 3.740 22.44 53847.02 2400.0 51447.0 1.1811 45 2700 3.460 20.76 56042.66 2700.0 53342.7 1.2246 50 3000 3.230 19.38 58130.31 3000.0 55130.3 1.2656 55 3300 3.030 18.18 59984 3300.0 56684.0 1.3013 60 3600 2.860 17.16 61765.7 3600.0 58165.7 1.3353 65 3900 2.720 16.32 63637.39 3900.0 59737.4 1.3714 70 4200 2.590 15.54 65257.12 4200.0 61057.1 1.4017 75 4500 2.480 14.88 66948.84 4500.0 62448.8 1.4336 80 4800 2.380 14.28 68532.58 4800.0 63732.6 1.4631 85 5100 2.290 13.74 70062.32 5100.0 64962.3 1.4913 90 5400 2.210 13.26 71692.07 5400.0 66192.1 1.5196 95 5700 2.130 12.78 72833.86 5700.0 67133.9 1.5412 100 6000 2.060 12.36 74147.64 6000.0 68147.6 1.5645 105 6300 2.000 12.00 75587.4 6300.0 69287.4 1.5906 110 6600 1.940 11.64 76811.2 6600.0 70211.2. 1.6118 115 6900 1.890 11.34 78232.96 6900.0 71333.0 1.6376 120 7200 1.840 11.04 79474.75 7200.0 72274.8 1.6592 125 7500 1.790 10.74 80536.58 7500.0 73036.6 1.6767 130 7800 1.750 10.50 81886.35 7800.0 74086.4 1.7008 135 8100 1.710 10.26 83092.15 8100.0 74992.1 1.7216 140 84001 1.670 10.021 84153.97 8400.0 75754.0 1.7391 145 87001 1.630 9.781 85071.82 8700.0 76371.8 1.7533 150 9000 1.600 9.601 86385.6 9000.0 77385.6 1.7765 155 9300 1.570 9.42 87591.4 9300.0 78291.4 1.7973 160 9600 1.540 9.24 88689.22 9600.0 79089.2 1.8156 165 9900 1.510 9.06 89679.05 9900.0 79779.1 1.8315 170 10200 1.480 8.88 90560.9 10200.0 80360.9 1.8448 175 10600 1.450 8.70 91334.78 10500.0 80834.8 1.8557 180 10800 1.420 8.52 92000.66 10800.0 81200.7 1.8641 185 11100 1.400 8.40 93224.46 11100.0 82124.5 1.8853 190 11400 1.380 8.28 94376.27 11400.01 82976.3 1.9049 195 11700 1.360 8.161 95456.09 11700.0 83756.1 1.9228 200 12000 1.340 8.041 96463.92 12000.0 84463.9 1.9390 205 12300 1.320 7.92 97399.76 12300.0 85099.8 1.9536 210 12600 1.300 7.80 98263.62 12600.0 85663.6 1.9666 215 12900 1.280 7.68 99055.49 12900.0 86155.5 1.9779 220 13200 1.260 7.56 99775.37 13200.0 86575.4 1.9875 225 13500 1.240 7.44 100423.3 13500.0 86923.3 1.9955 230 13800 1.220 7.32 100999.2 13800.0 871992 2.0018 235 14100 1.210 7.26 102348.9 14100.0 88248.9 2.0259 240 . 14400!> - 1.200 Z:20 A03662.7' �,14400:0 _. 89262 W,wM420492 Page 1 Pond Vol -Pond 100-2017-9-6 Pond 100 West Project: Lakeview on the Rise Basin Description: West Pond Contour Contour Depth Incremental Elevation Area (ft) Volume Volume (sq. ft) Avg. End Avg. End (cu.ft) (cu.ft) 4.0 2.0 NIA NIA 5.0 500.0 1 251 6.0 7,320.0 1 3910 7.0 18,136.0 1 12728 8.0 32,272.0 1 25204 9.0 46,082.0 1 38677 Cumulative 0 251 4161 16889 42093 80770 �i '�'_ �r $S Ai-rT- O 5002 un POA16 roo kfa b pp,-&JTIW Vrn.atnt = I, WO Page 1 100 Year Project: Lakeview on the Rise (Pond 200) Design J.Gooch Date: 920/2017 This is to convert % imp- to a C value 1 00-ar must insert % imp. and C pervious). Required detention ft' acre-ft. 'C'value 0.59 95311{8►2jfA220:12 'C'1.25 0.7375 Area 9.18 acres Modified Modified Release Rate 5.12 M. FATER D. JUDIS 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 (n/hr) (cis ftA3 (ftA3) (ftA3) (ac-ft 0 0 0 0.00 0 0.0 0.0 0.0000 5 300 9.950 67.36 20209.2 1536.0 18673.2 0.4287 10 600 7.720 52.27 31359.8 3072.0 28287.8 0.6494 15 900 6.520 44.14 39727.83 4608.0 35119.8 0.8062 20 1200 5.600 37.91 45496.08 6144.0 39352.1 0.9034 25 1500 4.980 33.72 50573.77 7680.0 42893.8 0.9847 30 1800 4.520 30.60 55082.75 9216.0 45866.8 1.0530 35 2100 4.080 27.62 58007.5 10752.0 47255.5 1.0848 40 2400 3.740 25.32 60769.76 12288.0 48481.8 1.1130 45 2700 3.460 23.43 63247.68 13824.0 49423.7 1.1346 50 3000 3.230 21.87 65603.72 15360.0 50243.7 1.1534 55 3300 3.030 20.51 67695.73 16896.0 50799.7 1.1662 60 3600 2.860 19.36 69706.49 18432.0 51274.5 1.1771 65 3900 2.720 18.42 71818.81 19968.0 51850.8 1.1903 70 4200 2.590 17.53 73646.78 21504.0 52142.8 1.1976 75 4500 2.480 16.79 75555.99 23040.0 52516.0 1.2056 80 4800 2.380 16.11 77343.34 24576.0 52767.3 1.2114 85 5100 2.290 15.50 79069.75 26112.0 52957.7 1.2157 90 5400 2.210 14.96 80796.16 27648.0 53148.2 1.2201 95 5700 2.130 14.42 82197.61 29184.0 53013.6 1.2170 100 6000 2.060 13.95 83680.29 30720.0 52960.3 1.2158 105 6300 2.000 13.54 85305.15 32256.0 53049.2 1.2178 110 6600 1.940 13.13 86686.28 33792.0 52894.3 1.2143 115 6900 1.890 12.80 88290.83 35328.0 52962.8 1.2159 120 7200 1.840 12.46 89692.27 36864.0 52828.3 1.2128 125 7500 1.790 12.12 90890.61 38400.0 52490.6 1.2050 130 7800 1.750 11.85 92413.91 39936.0 52477.9 1.2047 135 8100 1.710 11.58 93774.73 41472.0 52302.7 1.2007 140 8400 1.670 11.31 94973.07 43008.0 51965.1 1.1930 145 8700 1.630 11.04 96008.92 44544.0 51464.9 1.1815 150 9000 1.600 10.83 97491.6 46080.0 51411.6 1.1802 155 9300 1.570 10.63 98852.42 47616.0 51236.4 1.1762 160 9600 1.540 10.43 100091.4 49152.0 50939.4 1.1694 165 9900 1.510 10.22 101208.5 50688.0 50520.5 1.1598 170 10200 1.480 10.02 102203.7 52224.0 49979.7 1.1474 175 10500 1.450 9.82 103077.1 53760.0 49317.1 1.1322 180 10800 1.420 9.61 103828.6 55296.0 48532.6 1.1142 185 11100 1.400 9.48 105209.7 56832.0 48377.7 1.1106 190 11400 1.380 9.34 106509.6 58368.0 48141.6 1.1052 195 11700 1.360 921 107728.2 59904.0 47824.2 1.0979 200 12000 1.340 9.07 108865.6 61440.0 47425.6 1.0887 205 12300 1.320 8.94 109921.8 62976.0 46945.8 1.0777 210 12600 1.3001 8.801 110896.7 64512.0 46384.7 1.0648 215 12900 1.2801 8.671 111790.4 66048.0 45742.4 1.0501 220 13200 1.260 8-531 112602.8 67584.0 45018.8 1.0335 225 13500 1.240 8.40 113334 69120.0 44214.0 1.0150 230 13800 1.220 8.26 113983.9 70656.0 43327.9 0.9947 235 14100 1.210 8.19 115507.2 72192.0 43315.2 0.9944 h� - 240 :.1',14400 -- ':1.200- 8.12:'116989a93 >73728:0 43281:9 .A:9932 �oND Zoo 1.Z6 fk•� Page 1 u Q j OO O C G G ei .4 li O m Y O T O O N N N tL L! O LnO N O ey a CDm C^ C' N N M O M si O N a v m f0 Y F 41 u Q a Mm Oao_o oN Ego +.+Na oM o 0 0 0 o c o 0 6 > m Y N ' N O O N O O n E 0 0 0 0� O N rn m N Y Q y L m LO e-1 .-q ei ei O Ln m m u g E O O N M a Ga 0 0 C 0 0 0 nO F� O O 0 O O h- U 00 pp '7 O 00 N O1 M co O N N w im Ln O M ei N m M N C N o > Q0 N N 3 N C O L `9 a v v N .to n oo m at Ln c of o d « N > ` O La a w �4 N � A r U2 so 40 o d �3 Lakeview on the Rise, Fort Collins, Colorado 801-002 LID TABLE New Area (Entire Site) Site Imperivious Area 772,830 sf 371,148 Reqd. Min. Impervious Area to be Treated (75% of Total ImperviousArea) 278,391 sf Area Treated by LID Treatment Method #1 (RAIN GARDEN) (Basin 1-15) Area Treated by LID Treatment Method #1 (RAIN GARDEN) (Basin 16-23 &29) Area Treated by LID Treatment Method #2 (WQ OUTLET Pond 200) (Basin 24-28) 171,054 sf 104,008 sf 96,086 sf Total Impervious Area Treated Percent LID Treatment Provided for Impervious Site Area 371,148 sf 100% Design Procedure Form: Rain Garden (RG) Shad 1 of 2 Designer. AGIN Company: ASPEN ENGINEERING Date: September 7, 2017 Project Lakeview on the Rise Pond 100 Location: FORT COLLINS, CO 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, I, 1, = 47.0 % . (100% if a0 paved and roofed areas upstream of rain garden) B) TributaryArea's Imperviousness Ratio (i=1.1100) 1= 70.470 7' C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WO CV = .ef:.. 018- 74watershed'mches (WQCV= 0.8 • (0.91• i- 1.19 • iz • 0.78' 0 D) Contributing Watershed Area (including rain garden area) Area = 373.118 sq it E) Water Quality Capture Volume (WQCV) Design Volume VwoN = ns' 4;930.. 4 pr it Vol = (WQCV / 12) • Area F) For Watersheds Outside of the Denver Region, Depth of dr = 0.00 in Average Runoff Producing Stomp G) For Watersheds Outside of the Denver Region, Vwowonve = :O.Oii: , cu it Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume Vwacv s = Wit (Only 8 a different WQCV Design Volume is desired) 2. Basin Geometry , A) WQCV Depth (124nch maximum) Dwtt = 12 in B) Rain Garden Side Slopes (Z = 4 min., hor¢. dial per unit vertical) Z - 4.00 ft / ft (Use •0• train garden has vertical wags) C) Mlnimurn Flat Surface Arm A,, _ V7+^3287 :<,r` sq it D) Actual Flat Surface Area Aid = 3839 sq ft E) Area at Design Depth (Top Surface Area) AT,= = 6868 sq it F) Rain Garden Total Volume VT= ,.57348-: ' cu it (Vr ((Ara' A.vxa) / 2) • Depth) 3. Growing Media Cho One Q 18' Hain Garden Grovrng Media Q Ot er (BOaln): (SEE LANDSCAPE PLANS AND CIVIL PLANS) ` 4. Underdrain System Chwse One : A) Are underdrains provided? O YES I ONO B) Underdraln system orifice diameter for 12 Mum drain time - 0 Distance From Lowest Elevation of the Storage y= it ; Volume to the Center of the Orifice u) Volume to Drain in 12 Hours Vol,, 1''. '..N/A I ou it il) Orifice Diameter. 3/8' Maimum Do = . ' . N/A in • • • • • • RainGardenSizing-LVOR-SW-POnd100, RG • 9f72017, 9:18 AM • • Design Procedure Form: Rain Garden (RG) Shad s or s Designer. AGIN Company: ASPEN ENGINEERING ` Data: September 7, 2017 Project Lakeview on the Rise Pond 100 Locatlon: FORT COLLINS, CO 5. Irnpemreable Geomembrene Liner and Geotextle Separator Fabric Choose One QYES A) Is an impermeable finer provided due to propmity ONO Of StrucMes Or groundwater contamination? 6. Irdet / OWet Control Choose One Q greet Flow- No CneOy Dissipation Rogtg ad A) Irdet Control Canoe Crated Flaw- Elegy Disipation Provided 7. Vegetation Choose One QQ Seed (Plan for fir u st weed control) Q Knigs Q Sand Grown or Other Nigh Infiltration Sod 8. irrigation Choose One - 0 YES A) Will the rain garden be irrigated? Q NO Notes: RainGardenSiang-LVOR-SW-POnd100, RG 9(72017. 9:18 AM Design Procedure Form: Rain Garden (RG) Stunt 1 of 2 Designer. AGW Company: ASPEN ENGINEERING Date: September 7, 2017 Project Lakeview on the Rise Pond 200 Location: FORT COLLINS, CO 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, I, I, = 51.0 % (100% if all paved and rooted areas upstream of rain garden) B) Tn'Dutery Area's Imperviousness Ratio (t=1,/100) 1= ., 0 51071 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV =0.17 watershed inches (WQCV= 0.8•(0.91•P-1.19•Fa 0.78•1) D) Contributing Watershed Area (IwJudIng rain garden area) Area = 399,712 sq ft E) Water Quality Capture Volrne(WOCV) Design Volume v.=Fs. s8P^ tuft Vol = (WQCV / 12) • Area F) For Watersheds Outside of the Denver Region, Depth of da - 0.00 - In Average Runoff Producing Storm G) For Watersheds Outside of time Denver Region, Vwocvonea = f 77'-0WVqcU It Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Caphre Volume (WQCV) Design Volume Vw ursm = W ft (Orly d a different WOCV Design Volume Is desired) 2. Basin Geometry A) WQCV Depth (12-Inch metdnuum) Dwow= 12 in B) Rain Garden Side Slopes (Z = 4 min., hortz. dirt per unit vertke) Z = 5.00 ft / ft (Use "Cr if rain garden has vertical wells) C) MvNmum Flat Surface Area Ara, = i 3"- 7^ 13'�-'.`�� sq ft D) Actual Flat Surface Nee Ak = 3875 sq ft E) Nee at Design Depth (fop Surface Area) Arm = 7423 sq ft F) Rain Garden Total Volume VT= F _ ` 5,8493t+I cu it (Vr ((Arm * Asns) 12)' Defer) 3. Growing Media Choose Ore �018' Rain Garden Gror4rg Media 0 Other (B�lan): (SEE LANDSCAPE PLANS AND CIVIL PLANS) 4. Underdrain System r Otiose One * YES A) Are umderdmms provided? I ONO B) Underdrain system orifice diameter for 12 how drain time Distance From Lowest Elevation of the Storage y= It Volume to One Center of the Orifice a) Volume to Drain in 12 Hours Vol,, =( -, N/A "' a ft ii) Ordim Diameter, 318' Minimum �.4'3.^-'-._...__..._ Do = I-NIA--1 in �„``i`2..,. .:: •=' • ... ,. ;., .. x..:r,, .4 �7.1�.�n:1f '+i.4rY9a9:%$,F_i±!r e:,-._:=:^ -;F'??wit �rsi l.,..J RainGardenSizjng-LVOR-SE-POnd2GO, RG 9f72017, 9:14 AM Design Procedure Form: Rain Garden (RG) Sheet 2 of 2 Designer. AGIN Company: ASPEN ENGINEERING Date: September 7, 2017 Project: Lakeview on the Rise Pond 200 Location: FORT COLLINS, CO 5, Impermeable Geomembrane Liner and Geotexdle Separator Fabric A) Is an impermeable Parer provided due b prondmily of structures or groundwater contamination? Choose One OYES ONO � 6. Inlet / Outlet Control A) Irdet Control O One O Sheet Row- No BWW Dissipation Regaled Q Conomtrated Row Energy 01m0ation "Aded 7. Vegetation Choose One 0 Seed (Man for ft"t %eed control) O mnums O Sand Gaon or Other High Infiltration Sod S. Irrigation A) "0 the ram garden be irrigated? Choose One 0 YES O ND Notes: RainGardenSizing-LVOR-SE-Pond200, RG l J 977/2017, 9:14 AM 3 3 F n 3� 2Ic m � tl d 44W a 0 0 0 0 0 o 0 o o 0 o 0 0000 0000 0000 0000 0 0 0 0 0 :�IaZ 0 E 0 0 <t u v v a 0 Z S ?� Za � o GmO 41 O# _ Z Ea_ Za_ 3#OO 1r--1 tlKAW _ pWNW. PROJECT L4 it t ✓ i p ..� %�l5 f ; 1 I 1 I II E"R� G PROJE NO: 'I DATTi PAGM —OF - t. _ DESCRI MOR • • w - •- . • a• 2f.o 14s ...... ..- -- DtiIA-L Fr 7R *7 tP 14C 1nJ�fi�JQC /,25 :. -..... -... ::_:.. ::: :...... ........... - . ........ ........ .......... ......... ......... Lakeview on The Rise Pond Outlet Orifice Sizing Date: 4/27/2018 By: T. Willkomm Pond # Q cfs H Head in Pond v A Orifice Diameter in Pond 100 6.12 6.72 20.80 0.2942 7.34 Pond 200 5.12 5.20 18.30 0.2798 7.16 Weir Report Hydraflow Express Extension for Autodesk®AutoCAD® Civil 3D® by Autodesk, Inc. Pond 100 Raingarden Overflow Rectangular Weir Crest = Broad Bottom Length (ft) = 55.00 ' Total Depth (ft) = 0.50 Calculations Weir Coeff. Cw = 2.60 Compute by: Known Q Known Q (cfs) = 40.44 )epth (ft) 1.00 0.50 0.00 Highlighted Depth (ft) Q (Cfs) Area (sqft) Velocity (ft/s) Top Width (ft) Pond 100 Raingarden Overflow Thursday, Sep 7 2017 = 0.43 = 40.44 = 23.69 = 1.71 = 55.00 Depth (ft) 1.00 0.50 M1 -0.50 -0.50 0 5 10 15 20 25 30 35 40 45 50 55 60 65 Weir W.S. Length (ft) Weir Report . Hydraflow Express Extension for Autodesk®AutoCAD® Civil 3138 by Autodesk, Inc. Pond 200 Raingarden Overflow Rectangular Weir Crest = Broad Bottom Length (ft) = 35.00 Total Depth (ft) = 0.50 Calculations Weir Coeff. Cw = 2.60 Compute by: Known Q Known Q (cfs) = 22.86 )epth (ft) 1.00 0.50 MW -0.50 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Top Width (ft) Pond 200 Raingarden Overflow Thursday, Sep 7 2017 = 0.40 = 22.86 = 13.93 = 1.64 = 35.00 Depth (ft) 1.00 0.50 M -0.50 Weir W.S. Length (ft) Project: Lakeview on the Rise Location: Pond 100 Broad Crested Weir - Basic Equation: Q= CeLeH1.5 Calculate Q from Dimensions: C= 3.00 Lr 60 ft H= 1.00 ft Q= 180 cfs Calculate L from Q and H C= 3.00 Q= 46.4 cfs H= 1.00 It L= 15 ft Calculate H from Q and L C= 3.00 Q= 46.4 cfs L= 60 ft H= 0.41 It ASPEN ENGINEERING Proj. Number: 801-002 By: T. Willkomm *This Q value was taken from the Rational Calculations. ■Q= Q100= 46.4 cfs. H= Freeboard - Overflow Inv. = 5010- 5009 = 1.0' Therefore ... L=60' (provides for approx. 0.41' flow depth) Project: Lakeview on the Rise Location: Pond 200 Broad Crested Weir - Basic Equation: Q= C*L*H1.5 Calculate Q from Dimensions: C= 3.00 L= 200 ft H= 1.00 ft Q= 600 cfs Calculate L from Q and H C= 3.00 Q= 42.7 cfs H= 1.00 ft L= 14 ft Calculate H from Q and L C= 3.00 Q= 42.7 cfs Ir- 200 ft H= 0.17 ft ASPEN ENGINEERING Proj. Number: 801-002 By: T. Willkomm *This Q value was taken from the Rational Calculations. *Q= Q100 42.7 cfs. 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Depth of Flow Diameter ........................ 15.0000 in ✓ Flowrate ........................ 1.0000 cfs Slope ........................ 0.0050 ft/ft Manning's n 0.0160 Computed Results: Depth........................... Area.......................... wetted Area .................. wetted Perimeter ................ Perimeter ....................... velocity........................ Hydraulic Radius ................ Percent Full .................... Full flow Flowrate .............. Full flow velocity .............. 5.3186 in ✓ 1.2272 ft2 0.3896 ft2 19.1352 in 47.1239 in 2.5667 fps 2.9320 in 35.4574 % 3.7113 cfs 3.0242 fps Page 1 11 STRM G.txt Lakeview on the Rise storm G sizing 7RG 9-26-17 Manning Pipe calculator Given Input Data: shape circular solving for Diameter Full Diameter 16.9237 in,,," -ems Depth 16.9237 in Flowrate 5.1200 cfs slope . 0.0050 ft/ft Manning's n 0.0160 computed Results: Area .......................... 1.5621 ft2 wetted Area ..................... 1.5621 ft2 Wetted Perimeter ................ 53.1673 in Perimeter ....................... 53.1673 in velocity . ..3.2776 fps Hydraulic Radius .............. 4.2309 in Percent Full .................... 100.0000 % Full flow Flowrate .............. 5.1200 cfs Full flow velocity .............. 3.2776 fps critical information critical depth .................. 10.6483 in critical slope ................. 0.0092 ft/ft critical velocity ............... 4.9324 fps critical area ..... 1.0380 ft2 critical perimeter .. ........... 30.9565 in critical hydraulic radius ....... 4.8286 in critical top width .............. 16.9237 in specific energy ................. 1.5395 ft Minimum energy .................. 1.3310 ft Froude number ................... 0.4531 Flow condition .................. subcritical Page 1 I4.5i 18"AcY ?eAs Zoo 0,41 dk OI fl -/-r -Z- A '� 7- E mlL0711 N N vi �O O�tr �o �,t`Ioo'NI F �' L�� N, OLA LICV: LIS N� I 00 oC) � M O.. a U � p cod e� ° rA o a� ap'O� a A C� rA s i � •� �iL(C! 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U 'o O � N � �+ ^� En'O 0 U 33�5. 0 o.�ab o 0 N 0 H� �H APPENDIX D PZ [j INLET & STREET CAPACITY CALCULATIONS, CONCRETE SIDEWALK CULVERT & CURB CUT SIZING 30 DESIGN PEAK FLOW FOR ONE-HALF OF STREET BY THE RATIONAL METHOD Project: Lakeview on the Rise Inlet 10: SMN-A1-1 Design Flow - Gutter Flaw+ Carryover Flow 4OVFL4 OVNO 11 SIDE STREET 1 •�— I •OVfLOVNO ♦ I Y �—GUTTER PLOW PLUS CARRY-OVER FLOW �—GUTTER PLOW Shoov_Detallsr INLET INLET 1/2 OFSSSTREET aaaaa� � � aaaava. v� _� � aaaav� aaaaa� II (bcal peak fbw for 12 of street plus flaw bypassing Upstream sutmiAdarerds): 'G=1 0.92 1 4,03 ICIS I�Fit e • vou ente red a value base. "the rest of this sheet and proceed to sheet O-AOcw) f Sre= IPercent nvoreB, C,orDNRCSSoilType Site Typo: Slope (Nff) Length (it) Ote s Urban Owdand Flow= Cgteb Ulm-udran Guaer Flow= ruu u u t urer torm MajorStom Design Storm Return Period. T, = years Reran Period One -Noun Precipitation, Pt = indes Ct' Cr= Ca= User-Defred Stone Runoff CoeKident (leave this bLv* to aaept a calculated whir), C - User-De0ned Syr. Runeff Coef ierl (baw this blank to accept a cakJated wine), Cs = Bypass (CaffyOver) Flow from upstream Subeatchmems, Ob= cfa Total Design Peak Flow, O -1 0.92 11.03 C% Worksheet Protected IN THIS SECTION IN THE SECTIONS STIN-At-1, Q-Peak 9125/2017, 11:46 AM 11 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) 11 (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project Lakeview on the Rise Inlet ID: - STIN-AII-1 Warning -TeRc• Tcnow $ T. TNex e+cR W �� T[ Street '0. c Crown MCUAD d S * a y,/ mum 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 tu from Curb Face to Street Crown Depression Transverse Slope Longitudinal Slope - Enter 0 for sump condibon ig's Roughness for Street Section Allowable Water Spread for Minor & Major Storm Allowable Depth at Gutter Flow Line for Minor 8 Major Storm Flow Depth at Street Crovm (leave blank for no) Ti R =1 10.0 Ift Se = 0.020 It. vert. / ft. horiz ne -J 0.029 HCURs = 6.00 inches TCRMN = 21.0 ft a = 0.00 inches W = 2.00 It Sx = 0.020 R vert. / R horiz So = 0.0204 ft. vert. / R horiz names =i 0"Ot6 Minor Storm Major Storm T. 185 21.0 ft dMroe = 6.0 18.0 inches check = yes Minor storm max. allowable capacity GOOD - greater than flow given on show V-Peak' Major storm max. allowable capacity GOOD - greater than flow given on sheet'O-Peale Wamina 01: Mannino's nwalue does not most the USDCM recommended deslan range. Minor Sturm Ma'or Stonn 17.6 4113.8 Ifs STIN-Ai-1, Q-Allow 0 9/25/2017. 11:46 AM INLET ON A CONTINUOUS GRADE Project Lakeview on the Rise Inlet ID: STIN-Al.1 -Lo (C) HCurb H-Vert we WP W Lo (G) Of Inlet Depression (additional to continuous gutter depressant V f orn'C~ Number of Units in the Inlet (Grate or Curb Opening) h of a Single Ural Inal (Grate or Curb Opening) of a Unit Grate (cannot be grater Ilan W here O-Atow) llg Factor fora Singe Unit Grate (typical min. value - 0.5) IN Factor for a Single Unit Curb Opening (typical min. value - 0.1) t Hydraulics, OK-Q <mindmum aeo vabe from sheet'Q-AIIoye In Discharge for Hall of StrM (been $Met Q-Peak) r Spread Width r Depth at Fkwfae (outside of local depression) r Depth al Strecl Cmrn(or at T,.A . of Gutter Flow to Design Flow age outside the Gutter Section W, ®red in Section T, rings wgdn the Gutter Section W age Behind the Curb Face Area within the Gutter Section W by wgdn the G l er Section W r Depth for Design Condition Analysis ICalcutatedl Length of Inlet Grate Opening of Grate Flow to Design Flow r No -Clogging Condition ium Velocity When, Gate Splash -Ow Begins eption RatoaJfion Flow epten Rate of Side Flow option Capacity r Clogging Condition Ing Coefficient for Mulple-unit Grote Inlet hg Facer for MuNpeanil Gate Inlet ive (undogged) Length of MuNplo-una Gee Inlet won Velocity Wnem Grata Splash -Om Begins slider, Rate of Frontal Few eption Rate of Side Flow d Interception Capacity it Slope S. (based on grate carryover) Length Li' to Have 1DD% Interception rClogging Condition Length of Cab Opening or Setad Inlet (m"rmnum of L. LT) g Coefficient g Factor for Muldpbuntt Cum Opening or SbtleJ! Inlet 9 (UndMed) Length Interception Capacity Type = ou.= No= L. = W.= CrG= CTC = COOT Typo R Cure Opening inch it it 3.0 3.0 2 2 5.00 5.00 WA NIA WA WA 0.10 0.10 Q.= T = d= it.= E.= O.= Q. = Qom= A. V. MINOR MAJOR cis it ectw hdw cfs cfs ch, sgit fps 0.9 4.0 6.1 10.7 1.5 2.6 0.0 0.0 0.664 0.427 0.3 2.3 0.6 1.7 0.0 0.0 0.38 L13 2.5 3.8 L=1 WA I WA it E.o,wa= WA WA MINOR MAJOR V. = fps f4= R.= C4 of$ MINOR MAJOR GmteCoef= WA WA GrateClog= WA WA L.= WA WA it V.= WA WA fps R,= WA WA R.= WA WA Q= WA WA its cy= WA WA its MINOR MAJOR S. = 0.101 0.073 itM LT = 5.58 13.76 it MINOR MAJOR L = 5.58 10.00 n Q= 0.9 3.6 cfs MINOR MAJOR CurbCoel= 1.25 1.25 CuNClog= 0.08 0.06 L. = 9.37 9.37 it O.= 0.9 3.6 efa WA WA WA wA an Capacity Q= 0 r Few (flow bypassing inert) Q = 0.0 0.5 =QJQ.v C%= 100 89 STIN-A1-1, Inlet On Gentle n017.11:46AM 0 WGrksheet Protected DESIGN PEAK FLOW FOR ONE-HALF OF STREET BY THE RATIONAL METHOD Project Lakeview on the Rise Inlet ID: TIN-A2-1-1 Design Flow = Gutter Flow+ Carryover Flow 1OVE In, D l I j STSIDE REET I11 rw D t f GUTTER FLOW PLUS CARRY-OVER FLDV � -GUTTER FLOW INLET INLET 1/2 OFSSTREET (boat peak flow for 12 of street pkrsnow bypassing upstream nDcetrhnerds): 'D=1 0.87 j 3.86 jCfs I LL IN THIS SECTION Oyou ernared a value here, slip the rest of this shoat and proceed to sheet Q4UIOw)Geographic Information:m ce : (j���-j({q I. IN THE SECTIONS FIL SiIDFatrlvnare Area=I..�J aes BELOW. Percent link iousness= % NRCS Soil Type A, A, B, C, or Site Type: SbPe (Nh) Length (8) 491< Is Urban Overland Flow= One IsNarUitan C'UUefFbw' Design Stomr Return Period, T, Return Period Oro -Hour Predpitaaon, P, C, User -Defunct Stoma Ruoff Coelfident (leave this blank to accept a Cak ulated value). C user -Defined 5-yr. Runoff Coefficient Qeave this blank to accept a rakrsated value), Cs Bypass (Carry-Ove" Flaw from upstream Subcatchmems, 4 Total Design Peak Flow, O =1 O.87 13Aa eta STIN-A2-1-1, QPeak 0 9/2512017, 1:40 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 Lakeview on the Rise Inlet ID: STIN-A2-14 Warning —Tescc SBAC!— Tenowe - T. TYAM W T.Street Crown y Heaaa d Qw _ o. 5 a y1, mum Allowable Width for Spread Behind Curb Slope Behind Curb (leave Wank for no conveyance credit behind curb) dng'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 oondition rig's Roughness for Street Section Allowable Water Spread for Minor S Major Stone Allowable Depth at Gutter Flow Line for Minor & Major Stone Flow Depth at Street Crown (leave blank for no) TRACK = 10.0 ft SBACK = 0.020 ft. vert I R horiz na K = 0.029 HCuse = 6.00 inches TCaowrr = 31.2 ft a= 0.00 inches W = 2.00 ft Sic = 0.020 Ift. vert / It. horiz So = 0.000 Ift vert / R horiz rim =I 0.o16 Minor Stonn Major Stone TuAK = 18.5 31.2 ft dw,,= 6.0 18.0 inches Li Li check = yes Minor Stone Major Storm Max. Allowable Gutter Capacity Based on Minimum of QTor Q,oe. = SUMP I SUMP cis nor stone max. allowable capacity GOOD - greater than flow given on shest'O-Peak' Malor storm max. allowable cenacity, GOOD • greater than flow given on sheet'Q-Peak' Wamina 01: Mannino's n-value does not most the USDCM recommended design range. STIN-A2-1-1, Q-Allow 925/2017, 1:40 PM INLET IN A SUMP OR SAG LOCATION Project= Lakeview on the Rise Inlet ID = STIN-A2.1.1 K-Curb , M-Val )' . - - - - Wo La DG) of Intel Intel Type Depression (additional to continuous tinker depression'a' fmm'Q MDW) anol'' er of Unit Iniete (Grate or Cub Opening) No Depth outside of Local Depression at Inlet Flew Depth , 8donmtlon h of a Urit Grate L. (G)' i of a Unit Grate W. Opening Ratio for a Grate (typical values 0.15-0.9D) Ai Ding Factor for a Single Grate (typical value 0.50- 0.70) G (G)' Weir CoefficlerA typical vase 2.15-3.60) C. (G)'' Orifice Coeindent (typical value 0.60 -0.80) C. (G)' Opening information h of a Unit Curb Opening L. (C)'' d of Vertical Cub Opening in Inches H. d of Curb Odfioe Throat in Inches NeA+'' of Throat (see USDCM Figure ST5) Thela' Nxb for Depression Pan (typically the gutervidlb of 2 feet) W. Ong Facaurfof a Single Cub Opening (typical vake 0.10) Cr (C)' Opening Weir Coefficient (typical vale 2.33.6) C. (C)' Opera g Orifica Coefficient (ypical vale 0.60 -0.70) C. (C) d Inlet Interception Capacity (assumes clogged condition) Da' :avacav IS GOOD for Mkrorand MeleeStanre (M PEAK) O rriare:ouso 9 MINOR MAJOR COOT Type R Curb Opening 3.00 300 Inches inches Ifeet feet 1 I 6.0 12.0 MINOR MAJOR WA NIA WA NIA WA NIA N/A WA WA NIA WA N/A 5.00 5,00 6.OD 6.00 6.DO 6.00 63.40 63.40 2.00 2.00 0.10 0.10 3.60 360 0.67 0.67 MINUK am Arles Aches Degrees eel STIN-A2-1-1, Inlet In Sump 9/25f2017, 1:40 PM Worksheet Protected II DESIGN PEAK FLOW FOR ONE-HALF OF STREET BY THE RATIONAL METHOD II Project Lakeview on the Rise Inlat ID: Tl J-2 Design Flow= Gutter Flow. Carryover Plow 10V`R91,11) 4 11 STREET j I lU FLDVND I I 'T f GUTTER FLOW PLUS CARRY-OVER FLOWS ♦GUTTER FLOW Show Details INLET INLET � --1/2OF STREET - it (localpeakflowfor 12 of street, plus flowbypassing upstream subcatrlrnerts): 1.20 Cf8 I FILL IN THIS SECTION • If you entered a rakes hem, skip the rest of this sheet and proceed to sheet CIAllow) R... Geographicomn r data in FILL IN THE SECTIONS Sbcatchmerd Area = Aaas ELOW. Imperviousness Inpeuusness = % NRCS Sell Type =®A' B. C. or D Site Type: Slope (Od) Length ft Gfe Is Unban Ovedard Flow= Otte Is Non -urban Gutter Flow= Design Storm Return Period, Tr Return Period Ono -Hour Preuipretiork Pr User -Defined Storm Ruoff Coefficient (leave this blank to accept a cakidelao value). C = User -Defined Syr. Runoff Coefrdera (leave tNs blank to accept a Takulated value), Cs= Bypass (Carry-0ver) Flow from upttn am Sulrcalchments, Qa= cis Total Design Peak Flow, Q = 1.20 5.0s cfs S71N-A232, Q-Peak H 9252017,1:41 PM ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storrs) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: Lakeview on the Rise Inlet ID: STIN-A2-3-2 T.A.. SeRci Tcnawx T,TN*a w T' grown_ rown 9 M CURB d S* e y� 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 Flaw Line m 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 Minor 8 Major Storm Allowable Depth at Gutter Flow Line for Minor & Major Storm Flow Depth at Street Crown (leave blank for no) TsR = 10.0 Ift Sa = 0.020 111. van. I ft horz nsncx = 0.029 Hcuas = 6.00 inches TCRowN = 31.2 it a = 0.00 inches W = 2.00 It Sx = 0.020 It. vert / R hortz So = 0.000 R vert / it hortz nsrRrFr=i 0.018 Minor Storm Major Storm T.= 18.5 31.2 it dwa = 6.0 18.0 inches Li I check = yes Minor Storm Major Storm )le Gutter Capacity Based on Minimum of Q. or Q. Q,m. = SUMP I SUMP cis max. allowable capacity GOOD - greater than flow given on sheet'Q-Peak' Wamina 01: Mannino's nwalue does not meet the USDCM recommended design range. STIN-A2-3-2, Q-Allow 11 9/25/2017, 1:42 PM INLET IN A SUMP OR SAG LOCATION Project= Lakeview on the Rise Inlet ID = STiN-A23.2 liGvD , N-Vet .I. - - - - - - We Le(G) In Insole ton MDY6 of Irdel trial Type Depression (adrfdiorel to cordirmus WAW depmssion'a' fmm'O-Abut) A,w' er of Unit Inlets (Grate or Cub Operng) No Depth outside of Local Depression at Idet Flow Depth , bdomntion h of a Unit Grate 4 (G)' of a Unit Grate Opening Ratio for a Grate (ypical values 0.15.0.90) hm' Ong Factor fora Single Grate "osl value 0.60 - 0.70) Cr (G)' ~ Coeffdend(typicaf value 2.15-3,60) C. (G)' Orifice Coefficient (typical value 0.60 -0.80) C. (G)' Opening Information h of a Unit Cub Opening 4 (C)' d of Vertical Cub Opening in brMs H.., d of Cub 04fics Throat in Inches Hn : of Throat less USDCM Flpua ST-5) Theta Width for Depression Pan (lypicaej 6te IpMerwidth of 2 feet) WP' png Factor fora Sinille Cub Opening (lypini value 0.10) G (C)' Operrerg Weir Coefficient (typical value 2.3a.6) - C.A Opening Orifice Coef derd (typical vaM 0.60- 0.70) Co (C)' it Inlet Interception Capacity (assumes clogged eonditIon) Q. ` ;apacky IS GOOD for Minor and Malor Smmu M PEAK) O�raouso' MINOR MAJOR COOT Type R Cub Opening inches inches feet feet 3.00 3.00 i 1 6.0 12.0 MINOR MAJOR NIA N!A N/A N!A N/A N!A N/A N/A N/A N/A N/A N/A 5.00 5.00 6.00 6.00 6.00 6.00 63.40 63,40 2.00 2.00 0.10 0.10 3.60 3,60 0.67 0.67 sal rhea des egress set STIN-A23-2, Inlet In Sump 912512017, 1:42 PM Worksheet Protected DESIGN PEAK FLOW FOR ONE-HALF OF STREET BY THE RATIONAL METHOD PnoJect: Lakeview on the Rise Inlet ID: STIN-A2-4-1 I 1 Design Flow = Gutter Flow+ Carryover Flow L LSIDE 'WF RgNg♦ I♦ STREET w:LBVAN It I ^ t f-GUTTER FLOW PLUS CARRY -AVER FLOW ♦f �—GUTTER FLOV ShOM_DB1804. . INLET INLET �,•� �� 1/2 OFSSTREET ow for 12 or street, pee Sow bypassing upstream suocaldmems): *Q=I 1AI red a value hem, skip the teat of this sheat and proceed to sleet Q-Aaow) I6.2 cfs I FILL IN THIS SECTION R... Information: r in ce FILL IN THE SECTIONS SUxaldmerd Ama= BELOW. - Percent Imperviousness= % NRCS Soil Type = A.B,C,orD Site Type: Slope (M) Length (it) eze k then Overlord Flow- Ote o Non -Urban Guaer Flow= mu mi , , + s Minor Stonn apr Storm - Design Storm Return Period, T,= yam Return Period OwHour Predpitation P, = hides User-Defired Storm Runoff Coefficient (leave this blank to accept a calodatad value), C = User -Defined 5-yr. Runaff Coefficient (leave this blank to accept a ralc lated vales), Cs = Bypass (Carry -Over) Flow from upstream Subcatchmems, Qb = et$ Total Design Peak Flow, Q =1 IAA 1 s.21 c6 STIN-A2-4-1, Q-Peak 9252017, 1:44 PM 0 INLET IN A SUMP OR SAG LOCATION Project = Lakeview on the Rise Inlet ID = STIN-A2-4-1 Ncuc N-vet 1.. _ __ Wo Lo(G) of Inet InM Type = I Depression (additional to continuous guitar depression'a' frem'Q-Allowf) her of Unit Inlets (Grate or Curb OpemV No = Depth outside of Local Depression at Wet Flow De = I Wormation th of a Urlit Grate L. (G) _ n of a Lint Grate W. _ Opening Ratio for a Grate (typical values 0.1 ".90) Aii . Ding Factor for a Single Grate (typical vale 0.50-0.70) Cr (G) ` r Weir Coefficient (typical who 2.15-3.60) C. (G) = t Orifice Coefficient (ypiral value 0.60 -0.80) C. (G) _ Openlg Information th of a Unit Cub Opening L. (C) = n of Vertical Curb Opening in Inches H. = ht of Cub Orifice Tluost in Inches Ho. = I of Throat (sod USDCM Figue ST5) Theta = Width for Depression Pen (typically the gutter vAdth of 2 feet) Wp= ;ling Factor fora Single Curb Opening (typical vale 0.10) Dt (C) _ Opening Weir Coefficient (ly kal vale 2.".6) C. (C) _ Opening Orifice Coefficient (typical vale 0.60 - 0.70) C. (C) = at Inlet Interception Capacity (assumes clogged condition) Q. = Capacity IS GOOD for Mtrror and Major Storms (M PEAK) Q raw.eoureo = CDOT Type R Cab Opening irches inches feet feat 3.00 3.10 1 f 6.0 12.0 MINOR MAJOR MNIAN/A 5.00 5.00 6.00 6.00 6A0 600 63.40 63.40 2.00 2.00 0.10 0.10 3.60 3,60 0.67 1 0.6T MINun nit Ichas laws egrees set STIN.A2-4-I, Inlet In Sump 9)25)2017, 1:44 PM • Worksheet Protected DESIGN PEAK FLOW FOR ONE-HALF OF STREET BY THE RATIONAL METHOD _ Project Lakeview on the Rise Inlet 10: S'n I Design Flow = Gutter Flow+ Carryover Flow 0VEFLOW g j I I STREET I I IOVFLOWNO 4 �GUTTER FLOW PLUS CARRY-OVER FLOW f- ~GUTTER FLOW S)ION,�DaleB9 INLET INLET 1/2 OFSSSTREET U*sIgn arawdy debannowed through other me Mioor Storm Mapr Storm (bat peak flwfor 1/2 of street Pka fbw bypassag upstream subratchrents): 'D= 1. i 8.21 Ids FILLIN THIS SECTION 6 you entered a vale here, skip the rest of ads sheet and proceed to sheet O-AOow R... Geographic omu n: Uz.N FILL IN THE SECTIONS SkOFalthmerd Area:F % BELOW. Percent lrtperviousass= % NRCS Soil Type = A, B. C, or Site Type: Slope (fvf) Length (N) Is urban Ovedand Flow= ate b NVMhban Gutter Flow= Rainhou ornm n: liberality I kincon,m)= r r nor Storm M _aForStonn Design Stonn Ream Period, T, = years Ream Period Oa How Precipitation, Pt = Irdws C,= Ca= Cs= User-0eMed Storm Ruoff Coefiderd (leave she blaHt w accept a alodated vake), C - Uwr4)armd Syr. Ruoff Coefficient (leave this blank to accept a akadsted vake), Cs = Bypass (Carryover) Flow from upebeam Subatchrrems, On - cfs Tood Design Peak Flow, O -1 IAt 1 6.21 cB STIN-A25-1, O-Peak CJ 9252017, 1:46 PM INLET IN A SUMP OR SAG LOCATION Project= Lakeview on the Rise Inlet ID - sTIN-A2.6.1 "Wo Lo(G) Design information IMoutl Type of Iniet Local Depression (aedifional to coNinous gutter depression 'a' from'O-Allow) Nuroer of Unit Indent (Grate or Cue Opening) Flow Depth outside of Local Depression at Inn Greta Intomutlen Length of a Unit Grate Width of a Unit Grate Area Opening Ratio for a Grate (typical vales 0.15-0.90) Clogging Factor for a Single Grate (typical wake 0.50 -0.70) Grate Weir Coefficient (typical rake 2.15- 3.60) Grate Orifice Coaffided (typical wale 0.60 - 0.60) Cure Opening Information Length of a Unit Cue Opening Height of Ventral Curb Opersng in Inches Height of Cue Orifice Throat in Inches Angle of Throat (see USDCM Figue ST-5) Side VY6th for Depression Pan (typically the gutter width of 2 feet) Cloggog Factor for a Single Cub Opening (typical vale 0.10) Cub Opening Weir Coefficient (typical value 2.3J.6) Cub Opening Onfics Coefficient (typical vale 0.60 - 0.70) Total Inlet Interception Capacity (assumes clogged condition) No Capacity IS GOOD for Minor and Mayor Sterne (>0 PEAK) 0 MINOR MAJOR INet Type = a� No Flew Depth = inches inches MINOR MAJOR L.(G)• W. A�= G (G) c. (G) C. (G) _ CDOT Type R Cub Opening 3.00 3.00 1 6.0 12.0 WA NJA WA N/A WA NIA WA WA WA NIA WA N/A feet feet MINOR MAJOR L. (C) - H, - Ha - Them = Wc• Ci(C) C. (C) - C. (C) _ feet itches inches degrees feet MINOR MAJOR Q. 8.12 12.26 fife Qw Koueo• 1.41 6.21 as 5.00 5.00 6.00 6.00 6.00 fi 00 63.40 63.40 2.00 2.00 0.10 0.10 3.60 3.60 0.67 1 0,67 STIN-A2S-1, inlet In Sump 9/252017, 1:46 PM 0 Worksheet Protected DESIGN PEAK FLOW FOR ONE-HALF OF STREET BY THE RATIONAL METHOD Project Lakeview on the Rise Inlet ID: STIN -8 Dasipn Flow = Gutter Flow • Carryover ,Flow 10VFlOV n + I 1 STREET LOVND I ♦OV I GUTTER FLOW PLUS CARRY-OVER FLOV GUTTER FLOW �_ Shox,Dete09.' INLET INLET 1/2 OF STREET -Deagn e other mMinsrStorm Major Storm (local peak few for 1/2ofstreet,pkaflow hypassing olneeam subcatclurenb): 'Q= 0.9 �00 �cfs FILL IN THIS SECTION • 9 you entered a value hen, skip the rest of this sleet and Proceed to sheet ClAnowOR.- Geographic n: m the blue ce : FILL IN THE SECTIONS S bcatctvnent Area JACres BELOW. - Percent Impenlouuness = % NRCS Soil Type= A. B, C, or Site Type: Slops ft/fl) Len N (R - &e s urban Overland Flow= Gyre is No, -urban Gutter Flow= orma em r , urer Conn aprSlorm Design Storm Ream Period, T,-I I years Rehm Period Ore -Hour Precipitation. P, =1 inches User -Defied Sorm RumO CoefOdent (leave this blank to accept a cekWted valx), C = User-Oefued 5-yr. Runoff Coefficient (leave this dank to aaxpi a caly Wd value), Ce= Bypass (CanyOver) Flow from upatmm Subealclarents, Qb • ids Total Design Peak Flow, D • 0.95 4.00 ds 0 STIN-A28, O-Peak - 9252017, 1:47 PM INLET IN A SUMP OR SAG LOCATION Project = Lakeview on the Rise Inlet ID = STIN-A26 ttc.rb R-vet Wo L. (G) of Inlet Inlet Type' I Depression (additional to centinious gutter depression's' fmm'O-Alex) aw ser of Unit Inlets (Crate or Curb Opening) No Depth outride of Local Depression at Inlet Flow Depth e bft den th of a Unit Grate L. (G)" 1 of a Unit Grate W. Opening Ratio for a Grata (typical vales 0.1".90) A. Bing Factor for a Single Grate (typical vale 0.50- 0.70) Cr (G)' h Weir CoeRdent(lyplral vale 2.15-3.60) C. (G).. . Offm Coefficient (typical vake 0.60 -0.80) C. (G)' Opening information In of a Unit Curb Opening L. (C)' a of Vertical Cub Opening In Irrhea H. it of curb OnOca Thoal in Inches H .r' h of Throat (see USDCM Fg" ST5) Theta Width for Depression Pan (lypfmgy the inner WtlN of 2 feet) Wr' ling Factor for a Single Cub Opening (typical vale 0.10) Cn (C)' Opening WBIrCoeffcient "al vake 2.3-3.6) C. (C)' Opening Odflca Coefficient (typical value 0.60 - 0.70) C. (C)' el Inlet Interception Capacity (assumes clogged condition) Q.: Capacity 6 GOOD for Mnnarand Major Stoma ('O PEAK) O vrNcarowso' MINOR MAJOR COOT Type R Cub Opening 3.00 3.00 1 1 6.0 12.0 uno ue inn WA NIA N/A NIA WA NIA WA WA WA WA WA NIA 5.00 5.00 6.00 6,00 6.00 6.00 63.40 63A0 2.00 2.00 0.10 0.10 3.60 360 0.67 0.57 ides eat eat eat Ides ndas *Wee$ eel STIN-A26, Inlet In Sump W52017, 1:47 PM Worksheel Protected DESIGN PEAK FLOW FOR ONE-HALF OF STREET BY THE RATIONAL METHOD Project: Lakeview on the Rive InletlD: STI -A3-1 Design Flow = Gutter Flow+ Carryover Flow 1 OVERLAND FLOW 1 11 SIDE STREET I( i OVERLAND I rLGV GUTTER FLaW PLUS CARRY OVER FLDV f— ♦GUTTER FLOW .Show�Deta9s :" INLET INLET 1/2 OF STREET (local peak flow for 1/2 of street, pka flow bypassing upstream subcetct(nerds): *Q-I 0.99 . 2 cfs I ILL IN THIS SECTION • If you entered a value hem. skip the rest of tltla sheet and prxeetl to sheet Q-AOow) R... ome n: r m ca FILL IN THE SECTIONS Subcatntsnent Arcs= urea BELOW. Percent Imperviousness= % NRCS SOD Type = B, C. or Site Type: Slope (Nft) Lergt h (0) &te Is Urea Overland Flow= Qlte IsNawrban Gutter Flow= Design Stonn Rehm PMod, T, Return Period One -Hour Precipitation, P, C, User -Defined Store, RuroO Coeffident (leave its blank to accept a calculated value), C User -Defined 5-yr. Ruoff CoefOdent (leave ins btm* to accept a caloiated vale), Cs Bypass (Carryover) Flow from upstream Subcatctumems, Os Total Design Peak Flow, Q -1 0.99 15.52 cfs STIN-A3-1, 0-Peak 9/25/2017, 1:49 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 Lakeview on the Rise Inlet ID: STIN-A3-1 T_ _S, cx SBACK — rl Tcxowx T, TxAx w Tr Street rown Y Hcuxe d a 5 y/ Warning mum Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no comeyance credit behind curb) zing's Roughness Behind Curb of Curb at Gutter Flow Line -e from Curb Face to Street Crown Depression Width 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 Mirror & Major Storm Flow Depth at Street Crown (leave blank for no) Ts�cx = 10.0 ft Sa�cx = 0.020 R verL / ft. hodz nencx = 0.029 HcuRB= 6.00 inches TCRowR = 21.0 ft a = 0.00 inches W = 2.00 ft Sx = 0,020 R verL / R hodz So = 0.0215 R vert. / ft horiz nsmeer =i 0.018 Minor Storm Major Storm Twa = 18.5 21.0 ft dnwr =1 6.0 1 18.0 linches Li Li check = yes Minor Storm Ma'or Storm Qx = 18.1 397.6 cfs storm max. allowable capacity GOOD - greater than flow given on shost'Q-Peak' does not meet the USDCM recommended design range. STIN-A3-1, Q-Allow 0 9/2512017, 1:49 PM INLET ON A CONTINUOUS GRADE Project Lakeview on the Rae InhdID- STIN-A3-7 HCurb H-Vert We Wp W Lo (G) Depression (additional to continuous gutter depression 'a' hom'O-Anton Number of Units in the Inlet (Grate or Cum Opening) In of a Single Unit Inlet (Grate or Crab OpenhV) of a Urd Grate (cannot be theater it= W from O-AOow) leg Factor for a Single Lkdt Grate (typical mil. value - 0.5) ling Factor for a Single Unit Cum Opening (typical min. value - 0.1) It Hvdmuitn: OK-O - maximum allowable from sheet'O-MbW in Oacharpo for Hato of Slrset (from Stoat ?Peak) r Spread Within r Depth at Fb•Taa: (outside of local depression) r Depth at Street Crown (or al Thux) of Gutter Flow to Design Flow arge outside the Gutter Section W, anied in Section T, arge within tie Gutter Section W arge Beheld the Cum Fero Arm within tie Gutter Section W ty within the Gutter Section W Length of Inlet Grate Opening of Grate Flow to Design Flow r No -Clogging Condition tun Velocity While Grate Splesh O Begns Clogging Condition g Coefficient for Mltipinuhd Grate Into g Factor for Muftq l a Grate hdd re (Lmcle;ged) Length of Whiplault Grate Inlet an Velocity Whem Grata SplazhOver Begins plion Rate of Frontal Flow plan Rate of Side Flow Interception Capacity Dver Flow =O,-0, (to be applied to am opening or next cits v Slotted Inlet Opening Analysis (Calculated) lam Slope S. (based on grate canyover) Do Length Lr to Have 70D% Interceptor No Clogging Condition re L r m d Cum Opamg or Sbaed INd (mmbnum of L. Lr) peon Capacity Clogging Condition g Coefficerd g Facto for M ltipleapol Cum Operog or Slotted Inlet e (Unclogged) Length Interception Capacity aver Flow= C..= -43, on Capacity r Flow (flow bypassing Inlet) =QQ_ MINOR MAJOR :DOT Type R Cum Opening R WA WA INOR MAJOR 7.0 5.1 0.0 700 0.7 99 STIN-A3-7, Inlet On Grade it N/A 9252077. 1:49 PM Worksheet Protected DESIGN PEAK FLOW FOR ONE-HALF OF STREET BY THE RATIONAL METHOD Project: Lakeview on the Rise Inlet 10: 71 2 II Design Flour =Gutter Flow +Carryover lFlow I ♦OVFLOWND 4 SIDE I STREET 1 I ♦D FLDVND ♦ I _ EEEEJ�--WTTER FLOW PLUS CARRY-OVER PLOW f —GUTTER FLOW SiIOW;Det89l INLET INLET 1/2OF STREET (brsl peak flow for lfl of street plus fbwtypassing upstream subutchnents): '0=F_0.91i r 4.91 1cis I FILL IN THIS SECTION ' ff you entered a vane Here. slip the rest of this sheet and proceed to sheet O-Abow) R... Geographic Information: on Ire use ceby. FILL IN THE SECTIONS Stbcetclvnerd Area =r____7AAae3 BELOW. Parcae ImperviRCSSousrou=LJ"' NRCS Soil TypeB. C, or Sift Type: Sb a (ftMQ Length (S) eaft tr Urn Overland Flow. 09te Is Non -urban Gutter Flow= Design Storm Return Period, T, Retum Period One -Hour Precipitation, Pt Cr Usw4efsled Storm Ruoff Coeffi lent (heave this blank to accept a caudated valor), C = User-Defued Syr. Runoff Coefficiem Qea this blank to accept a calculated vale). Cs e Bypass (Carry4ver) Flow from upstream Subcatchnents, q -1 d$ Total Design Peek Flow, Oul 0.99 1 Aat ds LI STIN-A32, O-Peak 0 9/25/2017, 1:50 PM 11 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Stonn) 11 (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project Lakeview on the Rise Inlet ID: STIN-A3-2 Warning 01 Teeca Tcnowx�'�i Sec T, T.A. w T. IV Street _ Crown ow Q. y �coRe d —� S x Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) ring's Roughness Behind Curb at Gutter Flow Line :urb Face to Street Crown Depression Width Transverse Slope Longitudinal Slope - Enter 0 for sump condition ng's Roughness for Street Section I 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) Teat:- 10.0ft Sa = 0.020 R vert I ft horiz nancx = 0.029 HCURB'MO.O214 inches TMOWN =ft a =inches W =ft Sx =ft. vert I R horiz So =R verL / ft. horiz ri r ,,r =1 0.016 Minor Stone Major Storm Tw = 18.5 21.0 ft d� = 6.0 18.0 inches Li L±J check = yes Minor Stone Major Storm Qy = 19.1 398.1 cis stone max. allowable capacity GOOD - greater than How given on sheet'Q-Peak' stone max. allowable capacity GOOD - greater than How given on sheet'Q-Peak' Warning 01: Manning's nwalue does not meet the USDCM recommended design range. STIN-A3-2, Q-Allow 0 9/25/2017, 1:50 PM INLET ON A CONTINUOUS GRADE Project Lakeview on the Rise Inlet ID: STIN4LV2 .(--Lo (C)-,r H-Curb H-Vert Wo 1"yP W Lo (G) Depression (additional to continuos gutter depression 'a' from'O,AfloW) ,lumbar of units in the Inlet (Grate or curb OpeNng) n of a Single Unit Inlet (Grate or Curb Opening) of a Unit Grate (rant be greater than W (rem O-Allow) rig Factor for a Si gle Unit Grate (typical min. value - 0.5) In Discharge for Hall of Street (from Sheet Q~) Spread Wtltln Depth at Flawfine (ordsido of local dePres9on) Depth at Shed Crown (or at T.) of Gutter Flow to Design Flow ame outside the Gutter Section W. carnal in Section T. arge within Be, Gutter Section W age Behind it* Curb Face Veer Within the putter Section W ty WBMn the Gutter Section W Depth for Design Condition Analysis, (Calculated) Length of Intel Grate Opening of Grate Flow ce Design Flow r No -Clogging Condition um Velocity Where Grate SplashOuer Begin, caption Rate of Frontal Flow Clogging Condition g Coefficient for MWOple-und pate Wet g Facto for Mumpk-wit Grote Inlet e (undogged) Length of M Grate Irtld in Velocity Where Grace Splash -Over Beghs ption Race of Frontal Flew loan Rate of Side Flow Ter Flow = 0,-Q, (Io be applied 0 curb opening or rest We r Slotted Inlet Oosnina Analnis (Calculaced) led Slope S. (based on grata cany-oue r) 1d Length LT ce Hauer 100% Interception No -Clogging Condition e Length of Curb Opening or Sbtfed Inld (minimum of L. LT) ption Capacity C4onirg Condition g Coefficient p Factor for Multipb-udt Cum Opening or Slotted Inlet a(Undogged) length Interception Capacity Inlet Interception Capacity Inlet Carry-0vw Flow (now bypassing suet) me Percentage = QJO. = acacc= No- L.= W.= CrG= CrC= 3.0 3.0 Imch It tt 2 2 5.00 5.00 WA NIA WA WA 0.10 0.10 D. = T= it = 6 ..a= E. = 0.= Q.= Oacn= A. MINOR MAJOR ds It Inch kWh cfs of$ ds spit 1.0 4.3 62 10.8 1.5 2.6 0.0 0.0 0.645 0.421 0.4 2.5 0.6 1.8 0.0 0.0 0.39 1.17 L=1 WA I WA it Facsnrr= WA WA MINOR MAJOR V. WA WA fps Fir Ich, _ Q = WA WA mnvun mnuun GreteCoef= WA WA GraceGog = WA WA L.= WA WA it V.= WA WA fps R.= WA WA R.= WA WA 0.= WA WA ate 0.= WA WA cis MINOR MAJOR S.= 0.100 0.073 Mt LT = 5.83 14.35 8 MINOR MAJOR L-I 5.83 1 low 6 Q=1 1.0 3.8 cfs MINOR MAJOR CurbCcef= 1.25 1.25 CurbClog = 0.06 0.05 L. = 9.37 9.37 it ().= 1.0 3.7 cis 1 0.0 1 0.6 1 STIN-A3-2, Inlet On Grade 9252017. 150 PM DESIGN PEAK FLOW FOR ONE-HALF OF STREET BY THE RATIONAL METHOD Project Lakeview on the Rise Inlet ID: STIN4WI Design Flow = Gutter Flow • Carryover flow IDV LRDLWMD 4 ( STREET 1 I jO\DV �ND I • fGUTTER FLOV PLUS CARRY —LIVER FLOW GUTTER FLOW :Show DBt20e:_ INLET INLET 1/a DFSTREET sass. � � � � � � � wear• (local peak flowfor 1F1 of sate% pkn flowbypassing upstream subcatchmeNs): Worksheet Protected IN THIS SECTION omtatton: (trier cam in the own was): FILL IN THE SECTIONS Stit Percent Iff lmpecMrora Area Acme BELOW. trtl PeMousroea= % NRCS Soil TypeA, 8, C, or Site Type: Slope fIM) Length (R Ole Is Urban Overland Flow= ate b Nan-ttrbaa Gutter Flow Design Storm Retun Period, T, Retun Period One -Hour Preciphatio4 Pt Cr User -Defined Stonn Ruoff Coefficient (leave this blank to accept a cakt&ted vakm), C Uaer-Otfimd Syr. Rung Coeffidera (loam this dank to axept a wkulated mkw), Cs Bypass (CamtOver) Flaw from upstream Subutchments, Oa Total Design Ptak Flow, Q -1 D.50 217 ds STIN-A4-1, O-Peak 925=17, 1:51 PM N ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Stonn) 11 (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project Lakeview on the Rise Inlet ID: STIN-A4-1 Warning S , TLPOW f-N T. TYnI Se.Cs� w T. Street Crown 4: O. Heuaa a Si a y; Ulowable Width for Spread Behind Curb Behind Curb (leave blank for no conveyance credit behind curb) Roughness Behind Curb Texas = 10.0 ft Saecic = 0.020 fL vert / R horiz ntuCN of Curb at Gutter Flow Line Hcuse = 6.00 inches ce from Curb Face to Street Crown TatwrY = 21.0 It Depression a = 0.00 inches Width W = 2.00 ft Transverse Slope Sx = 0.020 R vert / f . hodz Longitudinal Slope - Enter 0 for sump condition So = 0.0366 R verL / fL horiz 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) rim =) 0.016 Minor Storm Major Storm Tr = 18.5 21.0 Itd,,, = 6.0 18-0 inches Li ' check = yes Minor Storm Major Storm ilowable Gutter Capacity Based on Minimum of Q, or 0. Q.m =r 23.6 398.9 cfs storm max. afiamlite capacity GOOD - greater than flow given on shest'Q-Peak' storm max. allowable canaclty GOOD - greater than flow given on sheet'Q-Peak' mg 01: Manning's n-value does not meet the USDCM recommended design range STIN-A4-1, Q-Allow 11 9/25/2017, 1:52 PM INLET ON A CONTINUOUS GRADE Project Lakeview on the Rise Inlet ID: STIN-A4-1 Lo (C)-,( H-Curb H-Vert We tP W Lo (G) Design Inforclartlen in MINOR MAJOR Type of Inlet Type = CDOT Type R Curb Opening Local Depression (additional to commuuus gutter depression's'froWO-AIbN) acorx= 3.0 3.0 IrKhee Total Number of Units In the Inlet (Grata or Curb Opening) No = 1 1 Length at a Single Unit inlet (Greta or Curb Opening) L.= 5.00 5.00 fl Width eta Unit Grate (cannot be greater than W from D-Allow) We= WA NIA it CbgghV Factor for a Ship Und Grate (typical min. value = 0.5) CrG - WA WA Clogging Factor for a Shgb Unit Curb Opening (typical min. vabre - 0.1) CrC = 0.10 0.10 Street caul • O - Q < masmurn allowable from shet'04UIoveMINOR MAJOR 0.6 22 Design Discharge for Half of Street (from Sheet 0-Psak) 0.= do 4A 7.6 plg Spread Width T- it 1.1 1.8 Water Depth at FloMare (omside of local depression) d - Inches 0.0 0.0 Water Depth at Shcel Crown (or at Twvr) cl c . inch" 0.806 0.5W Ratio of Gutter Flow to Design Flow E.= 0.1 1.0 Discharge outside the Gutter Section W, awned in Section T. O. = its 0.4 12 Discharge within the Gutter Section W Q.= da 0.0 0.0 Discharge Behind the Curb Face Oava= its 0.19 0.57 Flow Area wNmr the Gutter Section W A. -I 7-6 3.8 Velocity within Gutter GSection W Vw= $gfl fps 4.1 1Ia Water Depth for Design Condition cl, u=j inches Grate Analysis Ica MINOR MAJOR Total Length of Inlet Grata Opening L-1 WA I WA it Ratio at Grata Flow to Deep Flow E..n= WA WA Under NoCbgging Condition MINOR MAJOR Minimum Velocity Where Grate Spbstf We Begms V. = � Interception Rate at Frontal Flow 7L= Interception Rate of Side Flow R. _ Inbrcepibn Capacity Q = its Umbr Clogging Condition MINOR MAJOR Clogging Coefficient hr Mulgpb-una Grate Intel GmteCcef = WA WA Clogging Factor far MulOplo-una Grate Inlet GmteCbg= WA WA ERective (undogged) Length of Mu8'gle-unit Grate Inlet L. = WA WA fl Minimum Velocity Ware Grate Splash -Over Begma V.= WA WA fps Interception Rate of Frontal Flow fL= WA WA Interception Rate of Side Flow R. = WA WA Actual Interception Capacity 0.= WA WA its C,M.O, rFlow=O.-0.(te be applied to cab opemig or nett d/s inlet) 0.= WA WA ch Cu or lotted Inni Ana Calcu - MINOR MAJOR 0.121 g.090 Vt&-. t Slope S. (eased on grate carMeoer) S. = Nfl 3.90 9.45 eplmod LoVth Lrto Have lod' ntrraptiar L1= fl MINOR MAJOR Under NUCloggl g Condjdgr, 3.90 5.00 EeacfNe La grh of Curb Opening or Slotted Inlet (min'onum or L. Lr) L = it 0.5 1.6 Interception Capacity Q= ds Under Clogging Condition MINOR MAJOR 1.00 1.00 Clogging Coefficient CurbCoet= 0.10 0.10 Clogging Factor for Murtiplound Curb Opening or Slotted Inlet CurbClo9= 4.50 4.50 Eflatira (UndDgged) Langm L. = fl 0.5 1.5 Actual Interception Capacity 0. = cts 0.0 0.7 Carrt,4) rFlow= -0, 0.= its ammo MINOR MAJOR Dial Inlet interception Capacity 0 = 0.5 1.5 cla 0.0 0.7 Drat Inbt Gaey-0var Flow (flow bypassing inlet) 0. = cis 100 69 Capbro Pwcentagae 0�0.= C%= % WA WA WA WA WA WA WA WA STIN-A41, Inlet On Grade 9r152017, 1:52 PM 0 Worksheet Protected DESIGN PEAK FLOW FOR ONE-HALF OF STREET BY THE RATIONAL METHOD Project: Lakevlew on the Rise Inlet ID- TIN-A-11 Design Flow = Gutter Flow * Carryover Flow RL"B+ I SIDE p+ f 1D LUV j STREET j ♦OVILOV f GUTTER FLOW PLUS CARRY-OVER FLOW GUTTER FLOW i SIrow,OMa59 INLET INLET --1/2 OF STREET - (Iowl peak flow for 112 of street pan flow bypassing Upstream subcatchmms): 'Q=1 0.95 cfs ILL IN THIS SECTION - If you entered a vale hem skip the mat of this sheet and pmeead to shoot OADow) - OR... Geographic (Enter dine in the bus ce : FILL IN THE SECTIONS SubcatWMm Area= tree BELOW. Percent Imperviousness =� NRCS Soil Type= B, C, or Site Type: Slope (flttt) LengOl (fl) Obt Is urban Overland Flow= 09m Isa I Urban Gutter Flow= Design Stoon Return Period, T,= - - - years Return Period OrxrHour Precipitation Pt= inches Ct= User -Defined Strom Runoff Coefficient (leave this blank to accept a calculated value), C User -Defined 5-yr. Runoff Coefficient (leave this Went to accept a cakWated value), Cs Bypass (CarryOver) Flow from upstream Subeatehmams, Qa Total Design Peak Flow, Q -1 0.95 15.51 cfs STIN-A-8, Q-Peak L7 9252017. 1:53 PM ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storrs) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project Lakeview on the Rise Inlet 10: STIN-A-8 Warning 01 'I TBACx TCROWN BBAC, T. Tr.xT yr -- T. Sro Crow. n y Dv DB —� Hcums d S e 9f 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 m from Curb Face to Street Crown Depression Width averse Slope gitudinal Slope - Enter 0 for sump condition Roughness for Street Section Allowable Water Spread for Minor & Major Stonn Allowable Depth at Gutter Flow Line for Minor 8 Major Storm Flow Depth at Street Crown (leave blank for no) T::= 10.0 it SeBcx = 0.020 R vert / R horiz n,w, = 0.029 HCURe =j 6.00 jinches Tcnows =1 31.2 Ift a = 0.00 inches W = 2.00 Ift Sx = 0.020 fL vert / it horiz So = 0.000 it ven. / R horiz nMEET = Mirror Stonn Major Storm Twx = 18.5 31.2 ft dmm = 6.0 18.0 inches check = yea Minor Storm Major Storm QBBB.= SUMP I SUMP cfs nor storm max. allowable capacity GOOD - greater than flow given on sheet'O-Peak' ajor storm max allowable capacity GOOD - greater than flow given on sheet'O-Peak' w....rnn n1• M ..I..'. n-velrra de w nM meet tha USDCM recommended design renae STIN-A-8, O-Allow 9/25/2017, 1:53 PM INLET IN A SUMP OR SAG LOCATION Project = Lakeview on the flies Inlet ID = STIN-A-B H-Cuvb H-VW wo Lo(G) of Inlet I Depression (add6onal to contiruous gutter depression's' horn % -Allovl) berOf Unit Wets (Grate or Curb Opening) Depth outside of Local Depression at Inlet s Information th of a Unit Grate 1 of a Unit Grate Opening Ratio for a Grate (typical vaAas 0.15-0.90) Bing Factor for a Single Grate (typical vake 0.50 - 0.70) r Weir Coefficient (typical value 2.15- 3.60) r Orifice Coefficient (typical vela 0.60- 0.80) Opening Womation Ih of a Unit Cub Opening 1t of Verfical Cub Opening in Irdres it of Cub Onfice Throat in Inches I of Throat (see USDCM Fgue ST-5) Width for Depression Pen (typically the guar width of 2 feet) Jug Factor for a Single Cub Opening (typical vaka 0.10) Openng Weir Coefficient (typical vake 2.3-3.6) Opening Otfica Coefficient (typical "bwe 0.60 - 0.70) al Inlet Interception Capacity (assumes clogged condition) C mcbv IS GOOD for Miner ache Maier Stems c O PFAKI G Inlet Type am No Flow Depth L. (G) = W= Ate: G (G) C. (G)= C.(G)= I, (C) = H,aa• Huns= Theta' Wn= Cr(C)= C. (C) - Ca (C) - M COOT Type R Cub Opening inches inrlas feet feet 3.00 300 t 6.0 12.0 MINOR MAJOR N/A N/A N/A WA WA N/A N/A WA WA NIA WA N/A eurane ueino 5.00 5 () 6.00 6.00 6.00 6,00 63.40 63.40 2.00 2.00 0.10 0.10 3.60 3,60 0.67 0,67 �dWPS�5f2H1:� eet nctes ntlies legrees eet STIN-A-S, Inlet In Sump 9/25/2017, 1:53 PM Worksheet Protected DESIGN PEAK FLOW FOR ONE-HALF OF STREET BY THE RATIONAL METHOD Project: Lakeview on the Rise Inlet ID: TI -81- Design Flow I=•Gutter Flow +Carry-over Flow OVERLAND I V`R�ND STREET �I II jJII �GUTTER FLOW PLUS CARRY-OVER FLDV f i--GUTTER FLOW rw ShOW palette INLET INLET _ — —1/2 OFSSTREET — (bwl peakfbwfor 1/2 of stmet,pts fbwbypassing upstream subcalchnrerds): '0= C1s I FILL IN THIS SECTION • 9you entered a value have, skip the test of this sheet and proceed to shoot RNE—) R... Geographic Wormumbon:(Enter data in the bus mile): FILL IN THE SECTIONS SiOcatctmem Area=®Aces BELOW. Percemlrrperriousness= % NRCS Soil Type = A, B, C, or D Site Type: Sb a fpff Lerigtlr (ry &le fs urban Overland Flow - 09te b Newman Gaper Flow - Design Storm Return Period, Rehm Period Orw-Hour Precipitation, User-Defned Stonn Runoff Coefficient (leave Iles blank to accept a wkulaled value), C = User -Defined Syr. Ruoff Coefficient (leave Dus blank to accept a calculated value), Cs = Bypass (CanyOver) Flow from upstream Subcatchments, Ob =1 eft Total Design Peak Flow, O -1 1.17 15.25 cis 8 D STIN-Bt-2, O-Peak 912512017, 2:11 PM a INLET IN A SUMP OR SAG LOCATION Project = Lakeview on the Rise Inlet ID = STIN-B7-2 HCurb H-Vat _..:.. W. Lo(0) of Inlet Inlet Type I Depression (addiaonalto continuous gutter depmssion'a' fMm'O-A1Iov/) ae mrof Unit Inlets (Grate or Cub Opening) No Depth outside of Local Depression at Inlet Flow Depth r trdormation in of a Unit Grate L. (G) 1 of a Unit Grate v .' Opening Ratio for a Grate (typical vales 0.15-0.90) Mm Ong Factorfor a Single Grate (typical value 0.50 - 0.70) Cn (G) u Weir Coefficient (typical vale 2.15- 3.60) C. (G)' u Orifice Coeffiderd (typical vale 0.60 - 0.80) C. (G): Opening Wormstion th of a Unit Cub Opening L. (C)' d of Vertical Cub Opening in Inches H,.u' it of Cub Onfiee Throat in Inchoa ffw ez of Throat (see USDCM Figure ST-5) Theta Width for Depression Pan (typica%the gutter We th of 2 fee0 Wr. Ong Factor for a Single Cub Opening (typical vale 0.10) Cn (C) Opening Weir Coefficient (typical vale 2.33.6) C„ (C) = Operarg Orifice Coefficient (ypical vale 0.60 -0.70) Co (C)' 31 Inlet Interception Capacity (assumes clogged condition), 0.: Capacity IS GOOD for Mier and Major Stones (>O PEAK) O caecaeouteo' n C00T Type C Grate 0.00 0.00 1 1 6.0 12.0 2.92 2.92 2.92 2.92 0.70 0.?0 0.50 0.50 2.41 2 41 0.67 0.67 NIA N/A N/A WA N/A NIA WA NIA N/A 2.00 N/A WA WA NIA WA N/A MINOR MAJOR nthes ncies eat set eat ches ales egrees eel STIN-B1-2, Inlet In Sump 9/2512017, 2:12 PM Worksheet Protected DESIGN PEAK FLOW FOR ONE-HALF OF STREET BY THE RATIONAL METHOD Project: Lakeview on the Rise Inlet ID: STiN482.1 Design Flow = Gutter Flow+ Carryover Flow 11 r'L➢V D SIDE 11 STREET I 4U FR0V p i f GUTTER RG OW PLUS RRY-•OVER FLUV f •—GUTTER FLOW INLET INLET ——1/2OF STREET (local peak flowfor 1/2 or sheet plus Raw bypassing upstream suhnatch ends): 'Q Q. a r STIN-B2-1, Q-Peak • �'_ Sltgv_�Ue1alU IN THIS SECTION urrobom (Enter data in this Istat calls): LL IN THE SECTIONS Subcadd rera Area= BELOW. Percent lrtpervtewrrss= % NRCS Soil Type = B, C, or Site Type: Sb a (ftllt) Length (ft One is Urban Overland Flow - Oats Is NonLrban Gufter Flow - Design Storm Return Period, T, Return Period Ono -How Precipitation, Pr CI C2 User-Oefued Storm Runoff Coef cena (keve INS blank to accept a tabulated value User -Defined 5-yr. R toff Coeffiaerd (leave this (Rank to accept a eakulated valid), Bypass (CanyOver) Flow from upstream Subcatchmems, Total Design Peak Flow, Q -1 0.71 1 298 dS 9125/2017, 2:13 PM 11 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storrs) 11 (Based on Regulated Criteria for Maximum Allowable Flow Depm and Spread) Project Lakeview on the Rise Inlet ID: STIN-132-1 TB1Cx gex�� • -CROWN T. Tanx w + Tx Street y cu-e d Crown o". ox� S x a 6J 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 Longitudinal Slope - Enter 0 for sump condition rg's Roughness for Street Section Allowable Water Spread for Minor 8 Major Stomt AOowable Depth at Gutter Flow Line for Minor & Major Storm Flow Depth at Street Crown (leave blank for no) T== 10.0 ft Sancx = 0.020 1 R vert / R horiz nano = 0.029 Hcuae =J 6.00 linches TMMN = 21.0 ft a = 0.00 inches W = 2.00 Ift Sx = 0.020 Ift vert / it horiz So = 0.000 Ift. vert / R horiz nsmeET=1 o.o16 Mirror Storm Major Storm T.= 18.5 21.0 ft dunx = 0 ' 6.1 18.0 inches check = yes Minor Stonn Major Storm O.m.= SUMP SUMP cfs max. allowable Capacity GOOD - greater than flow given on sheet'O-Peak' not range. STIN-B2-1, Q-Allow 9/25/2017, 2:13 PM INLET IN A SUMP OR SAG LOCATION Project = Lakeview on the Rise Inlet fD = STIN-92-1 W. Lo(G) in Information flnout) MINOR MAJOR of Inlet Inlet Type = CDOT Type R Cue Opening Depression (additional a mrdinous culler depression 'a'fmm'O-Abvn ate= 3.00 3.00 inches er of Unit Inlets (Grate or Cue Opening) No = 1 / Depth outside of Local Depression at Inlet Flow Depth= 6.0 12.0 inches i Information MINOR MAJOR h of a Unit Grate L. (G) =MNIANIA feet i of a Urit Grate W.feet Opening Ratio for a Grate (typical makes 0.15-0.90) A.0 - ling Factor for a Single Grae(typiral vake 0.60-0.70) q(G)= . Weir coefficient(typiral vale» 2A5-3.60) C.(G)=Orifice Coemciert"caJ rake 0.60-0.60) C.(G)- Openug Infomatlwr MINOR MAJOR h of a Unit Cue Opertirg L.(C)= 5.00 5,00 feet it of Vertical Cub Opening in Inches Hw - 6.00 6.00 inches a of Curb Orifice Throat in Inches H .. . 6.00 6,00 inches i of Throat (see USDCM Figure ST-5) Theta - 63.40 53.40 degrees WMN for Depression Pan(Weally the gudervhdth of 2 feet) Wp= 2.00 200 feet ping Factor fora Sago Curb Operirg(typical vale 0.10) Cr(q. 0.10 0.10 Opening Weir Coefficient (typical veto 2.33.6) C. (C) - 3.60 3.60 Operirg Odom Coefficient (typical vale 0.60.0.70) C. (C) ` 0.67 0.67 at Inlet Interception Capacity (assumes clogged condition) Q. = MAJOR STIN-82-1, Inlet In Sump C , 9125/2017, 2:14 PM DESIGN PEAK FLOW FOR ONE-HALF OF STREET BY THE RATIONAL METHOD Project: Lakeview on the Rise Inlet ID: STIN-133-1 Design Flow = Gutter Flow+ Carry-over Flow 10VF SAND l + SSIDE TREET I I :OVFLOVND • r IEEE9tf TER FLOW PLUS CARRY-OVER FLOVf —GUTTER FLOW �' _Shov,DeleOs INLET INLET 1/2 OFSSTREET aas� � r_ � a_ � r— a_ aSSaa• (local peak flowfor 12 of street, pNs flow bypassing upstream subcatrhrrleraa): Worksheet Protected IN THIS SECTION erne m _ FILL IN THE SECTIONS Subratdsnen Area= oes ELOW. Percent lmpervioianeu= 9i NRCS Soil Type=, B. C, or Site Type: Slope(ferq two (a) ate b Urban Overland Flow-1 s Nan-0rnxn Gutter Flow= rt = ,7CC777. Minor Storm FAalur Storm Design Stomi Return Period, T, _ years Return Period One -Hour Predpitationn, Pr= Inches C,= Gi= Cs= User -Defined Storm Runoff Ceefnden (leave INS dank to accept a calm"ted valor), C - User -Defined Syr. Ruoff Coeffidem (leave INs blank to accept a cal Amed value), CS = Bypass (CanyAver) Flow from upstream SubeaMIUMO s, Qe= CIS Total Design Peak Flow, O -1 1./1 15.I5 of$ STIN-B31, Q-Peak 11 9252017. 2:14 PM ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) on Project Lakeview on the Rise Inlet ID: STIN-133-1 Warning 01 Flow 'BACK TcnowY Seecy T. TYAR W TA Strewn _ Crown H CURB d a y+ 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 r Flow Depth at Street Crown (leave blank for no) TeAc= 10.0 R S:: = 0.020 ft vert / fl. hoM naAcx = 0.029 H.= 6.00 linches TcaowN = 31.2 tt a = 0.00 inches W=I 2.00 Ift Sx =J 0.020 Ift. vert I R horiz So =1 0.020 Ift. vert I R horiz nemeer =1 0.016 Minor Stonn Major Storm Twrx = 18.5 31.2 R d. = 6.0 18.0 inches Li Li check = yes Minor Storm Major Storm Q.re. =[ 17.4 70.6 cfs 1rm maz allowable capacity GOOD - greater than flow given on sheet'Q-Peak' inn max. allowablemax, allowable capacity - greater than flow given on sheet'Q-PPeak'- greater than flow given on sheet'Q-Peak' 01: Manning's n-valuo does not meet the USDCM recommended design range. STIN-B3-1, Q-Allow • 9125/2017, 2:15 PM INLET IN A SUMP OR SAG LOCATION project = Lakeview on the Rise Inlet ID - STIN-83-1 IiCarb, N-Vert .."Lao Lo(G) of Iran Inlet Type= I Depression (addtioml to continuous Sutter depression's' from'O-AW%V) anal ser of Ural Was (Grate or Curb Opening) No Depth outside of Local Depression a11NN Flow Depth; I bdenmtion th of a Unit Grate La (G), 1 of a Unit Grate W. Opening Ratio for a Grate (typical values 0.1".90) A� ` pit Factor for a Single Grate (ty)ical vale 0.50 - 0.70) G (G) r Weir Coeffiderd(ypiW vale 2.15-3.60) C. (G)` n Orifice coefficient (typical vase 0.80 - 0.80) C. (G)' Opening Information th of a Unit Curb Opening La (C)' L of Vertical Cub Opening In Inches H. ; v of Cub Odfoe Ttroat on Inches - Lam' t of Ttaoat (see USDCM Figure ST-5) Theta; VAdth for Depression Pan (typically the gubervedth of 2 feet) Wn' girg Factor for a Single Curb Opening (ypieat vale 0.10) Ce (C) Opening Weir Coefficient (typical vale 2.3-3.6) C• (C)' Opening orifice Coefrrdand (typical vale 0.60-0.70) C. (C) al Inlet Interception Capacity (assumes clogged condition) Qe' Capacgy 8 GOOD for Minor andMajor Stomp pro PEAK) G rvvcreou+ao' MINOR MAJOR COOT Type C Grate frcaes inches lint feet 0.00 It 00 1 1 6.0 12.0 MINOR MAJOR 2.92 2.92 2.92 2.92 0.70 0.70 0.50 0.50 1411 2.41 0.67 0.67 WA WA WA NIA N/A N!A WA NIA WA 2.00 WA N/A WA WA WA N!A L eel laws scfes "reel eel Il STIN-B3-1. Inlet In Sump 9/252017, 2:15 PM • INLET ON A CONTINUOUS GRADE Project Lakeview, on the Rise Inlet ID: STIN433-1 ,r--t o (C)-,r H-Curb H-Vert Wo WP W Lo (G) Deslon InformInformtiri Ilmoutl- Type of h" Local Depestbn(addd'aW W continuous Gutter depression 'a'from 'O-AIbW) Total Number of Linea In Me Ind (Grate or Curb Opening) Length of a Single Unit Inlet (Grate or Curb Opening) din or a Unit Grate (cannot be 9reabr Man W from O-AJw) CloggingFactor for a Single Unit Crate (typical min. value =0.5) CloggingFactor for a Single Unit Curb Opening(NPirai min. value=0.1) --- Type= atoms= No = L.. W.- CrG- CrC= _ MINOR MAJOR COOT Type R Curb Opening 3.0 30 2 2 5.00 5.00 WA WA WA WA 0.10 0.10 Yxhes it it Street 1 : O - 0 . maximum, .11monable from shell %1,Allose Design Discharge for Hall of Straet(hom Shed Q~) WOW Spread Width Water Depth at FbaOw (oNSWe of beat depression) Ater Depth at Shed Ginn (a at T.0 Rao of Guts Flow to Design Flow Discharge outside Me Gilts Section W, named b Section T, Discharge, MM the Gutter Section W Dkrharge Behind the Curb Face rea Flow Awithine Gamer Section W w-thIn the Guter Sedan W 0.. T= d - rf o - Fy= a.. 0.. Os cn' A. Vw .1 MINOR MAJOR ds it inches inches ds de Cis a0 it fps 1.1 5.3 6.7 11.8 1.6 2.8 0.0 0.0 0.616 0.391 OA 32 0.7 2.1 0.0 0.0 0.41 1.40 2.6 3.8 mgth of Inlet Gab Openbg I Grate Fkw to Design Flow ft Cbgging Condition m Velocity When Grate Splash Over Begins Ow Rate of Frontal Flow don Rata of Side Flow don Capamy Clogging Condition g Cadficient for MWtlple-una Grate Inlet g Factor for Mulgp e-tme Gate inlet a (unclogged) Length of Multiplaune Grate last m Velocity Where Gate Splash -Over Begin Aon Rate of Frontal Flay aim Rate of Sift Flow bMeepBm Capacity or a Sipe -%(based on grate nary -war) Length L, to Hava 100% Interception fpoggbg Condition Length or Curb Opening or Skated Inlet (mio'vnum of L. L,) m Capacity egging Condition leg Facer for Muldple-une Curb Opening or Stated Inlet ive (Uaiogged) Length 1 Interception Capacity N Inlet Interception Capacity Inlet Carry -Over Flow (flow bypassing Inlet) re Percentage - 0.f0. _ L-I WA I WA it Fbgwxe= WA WA MINOR MAJOR V.= fps R= R,= q= ds MINOR MAJOR GrateCoef= WA WA GateCbg= WA WA L.. WA WA fl V.= WA WA fps R= WA WA R.= WA WA Q.. WA WA cis 0.= WA ' WA de MINOR MAJOR S. 0.097 0.069 Nfl L, = 6.32 16.19 it MINOR MAJOR L= 6.32 10.00 f1 Oh= 1.1 4.3 ds MINOR MAJOR CurbCoef = 1.25 1.25 CurbCbg = 0.08 0.06 L.. 9.37 9.37 it Q.= 1.1 4.2 cis Q. 0.0 1.0 da MINOR MAJOR 42 ds O.= 0.0 1.0 ds C%= 100 81 % WA WA WA WA WA WA WA WA STIW&'i-1, Inlet On Grade 9r252017, 2:22 PM 0 Worksheet Protected II DESIGN PEAK FLOW FOR ONE-HALF OF STREET BY THE RATIONAL METHOD II Pro)ecc Lakeview on the Rise InletlD: TIN-B -1- Design Flow = Gutter Flow+ Carry-over Flow 4OV LDVNn ♦ SIDE I • I STREET ItEEF9•DVFLDVND l I -- �--GUTTER FLOW PLUS CARRY-OVER FLUW� —GUTTER FLOW Show, Dalall311 ': INLET INLET 1/2 OF STREET (local peak flow for 1f2 of street plus Bow bypassing upstream submtCerems): *Q 1.11 4.57 efs IFILLIN THIS SECTION y you emered a value hem skip the rest of this street and proceed to sheet Ojillow) R... eogra er n FILL IN THE SECTIONS SubcetchneM luea= Auer BELOW. PemnlmpeMouarresa= 'h NRCS Soil Type =®A, B, C. or D Site Type: Slope(fyB) Length(h) 4ile Is Urban Overland Ilcw= NaWAan Gtder Fbw= omur s + e Minor Stone a)or Stone Design Storm Return Period. Tr= years Return Period Ooa HOv PRIC101a6on, Pr = inches C, Ce= Cs` Us"-Wmd Storm Runoff CoefFicere (leave dds Nards to eaxpt a calculated valve), C = User -Defined Syr. Runoff Coefliderd (leave ins dank to 8ccePt a wkWated value), Ce = Bypass (Carry -Over) Flow from upstream Subcatehmems, Qe = Offs Toial Design Peak Flow, Q -1 1.11 1 s3T cfs STIN-83-1-1, O-Peak 925I201T 2:23 PM ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storrn) (Based on Kegulated unteria Tor maximum nuowaoie riow uepm anu opmaul Project Lakeview on the Rise Inlet ID: S nN-B3-1-1 Wareing r-7TRACK TC.Own T. Ty.x SBACR� w T. Street Crown M CURB d S a y� mum Allowable Width for Spread Behind Curb Slope Behind Curb Qeave blank for no conveyance credit behind curb) ima's Roughness Behind Curb of Curb at Gutter Flow line m from Curb Face to Straet Crown Depression Transverse Slope Longitudinal Slope - Enter 0 for sump condition ig's Roughness for Street Section Allowable Water Spread for Minor 8 Major Storm AOowable Depth at Gutter Flow Line for Minor 8 Major Stomt Flow Depth at Street Crown Qeave blank for no) 10.0 ft SsncK = 0.020 R vert. / R honz ri u = 0.029 HCURa = 6.00 inches TCROwR = 31.2 It a = 0.00 inches W = 2.00 ft Sx = 0.020 ft. vert / R hodz So = 0.000 R vert I ft hodz nsrarFr =1 0.016 Minor Storm Major Stonn Tnnx =1 18.5 1 31.2 ft dun, =1 6.0 1 18.0 inches 11 Li check = yes Minor Storm Major Storm Max. Allowable Gutter Capacity Based on Minimum of Q. or Q. Q. = SUMP i SUMP i cfs nor storm max. allowable capacity GOOD - greater than flow given on sheet'Q-Peak' Malor stomt max. allowable capacity GOOD - greater than flow given on sheet'Q-Peak' Wamiria 01: Mannina's n-value does not most the USDCM recommended design range STIN-B3-1-1. Q-Allow 401 9125/2017, 2:23 PM INLET IN A SUMP OR SAG LOCATION Project = Lakeview on the Rise Inlet 1D = STIN-83-1-1 Wo Lo(G) m Information fhtMrO MINOR MAJOR of lNet Inlet Type = CDOT Type R Cub Opening I Depression(aenitioral to conWwus gulterdepression'a'hom'O-AlovV) 'ate' 3.00 3.00 barite xn of Unit Inlets (Grate or CUE Opening) No N. 1 1 Depth outside of Loral Depression at Inlet Flow Depth= 6.0 12.0 inches n Information MINOR MAJOR th of a Writ Grate L.(G)= WA NIA feet 1 of a Unit Grate W== WA WA feet Opening Ratio for a Grate (typical vales 0.15-0.90) A,m = WA WA Frg Factor for a Single Grate typlral vase 0.50-0.70) Cn(G)= WA WA n Weir Coefficient (typical vase 2.15-3.60) "(G)- WA NfA t Orifice Coeffalent (typical vase 0.60- 0.80) C. (G) - WA N/A Opening Information MINOR MAJOR in of a Unit Curb Opening L. (C) - 5.00 5.00 feet M of Vertical Cub Opening in Inches N„n= 6.00 6.00 Was M of Cub Orifce Throat In IncMs Na.r= 6.00 6.00 irides n of Throat (see USDCM Figure STu7 Theta - 63.40 63.40 degrees VV,M for Depression Pan(Wcas/ the gu0erwidth of 2 feet) Wo= 2.00 2.00 feet ping Faclorfor a Singe Cub Opening (typical value 0.10) Cr (C) - 0.10 0.10 Opening Weir CoeRdene(typical vase 2.M.6) C„(C)= 3.60 360 Opening Orifice Coefficient (typical vake 0.60-0.70) C. (C) -1 0.67 1 067 MINOR at Inlet Interception Capacity (assumes clogged condition) nor = STiN-83-1-1, Inlet In Sump 912512017, 2:23 PM • Worksheet Pmtected DESIGN PEAK FLOW FOR ONE-HALF OF STREET BY THE RATIONAL METHOD Project Lakeview on the Rise, Inlet ID: TIN Design Flow = Gutter Flow+ Carryover Flow liOVGLWNOi I + STREET 1 I SIDE iOV`RLANOI t GUTTER FLOW PLUS CARRY-OVER ELOV� EEEE3 �GIITTER FLOW Show Deeds INLET INLET 1/2 OF STREET (bealpeakfbwfofirzefsbeaLpkzfbwbypaaainp upSbVSMaubratchMrds): 'Q= 0.68 2.9 cts BILL IN THIS SECTION f you "red a value hero skip the rest of this afinetand proceed to sheet Q:19CW) R... ognp Drew r data m the blue a : FILL IN THE SECTIONS Percent ImpMent Ares= 4 BELOW. PercentlmperWousnasa= % — NRCSSail Type = B. C, orD Site Type: Slope (Mt) Len (0) G/�tp Is Uden OverNnd Fbw= tpte la NmLrbae Gu110r FbW= Design Stone Retun Period, Return Pedod O s-Hour Precipitation, User -Defined Stonn Ru ff Coefficient (leave this blaNl lo accept a calculated value). User -Defined 5-yr. RueN Coefficient (Lave this b" to swept a dcWted vale), Bypass (CanyOver) FloW from upstream SubatchneMs, I Total Design Pak Flow, Q = 0.68 2.97 Ns STIN$32, O-Peak 0 9/25/2017. 2:24 PM 11 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project Lakeview on the Rise Inlet ID: STIN-B3-2 Ta,eK Texowx T, TB,x Se,c�� V. 7, Street _ Crown y 0'x !]a� HCUKB Q ' S, a yi Maxknum Alkr bls Width for Spread Behind Curb Side Slope Behind Curb Qeave blank for no conveyance credit behind curb) Warning 01 Manning's Roughness Behind Curb Height of Curb at Gutter Flow Line Distance from Curb Face to Street Crown Gutter Depression Gutter Width Street Transverse Slope Street Longitudinal Slope - Enter 0 for sump condition Manning's Roughness for Street Section Max Allowable Water Spread for Misr 8 Major Storm Max Allowable Depth at Gutter Flow Line for Minor 8 Major Stone kxv Flow Depth at Street Crown (leave dank for no) C: T10.0 It 0.020 ft. vert. / fL horiz nwK = 0.029 Hmite =1 6.00 linches TCxmvs = 21.0 ft a =1 0.00 linches W = 2.00 ft Sx = 0.020 Ift. vert. / R horiz So =1 0.000 Ift vert. / ft. horiz nsreeer =1 o.016 Minor Saone Major Storm Trwc= 18.5 21.0 ft rl x = 6.0 18.0 inches check = yes Minor Storm Major Storm de Gutter Capacity Based on Minimum of % or Q.r Q,B,x =1 SUMP I SUMP cis max. allowable capacity GOOD - greater than flow given on sheet'Q-Peak' Wamina 01: Mannino's n-value does not meet the USDCM recommended design range. STIN-68-2, Q-Allow 0 9/25/2017, 2:24 PM 0 INLET IN A SUMP OR SAG LOCATION Project = Lakeview on the Rise Inlet ID = STIN-B3-2 'r- to ICI--T ll-cee N-van W. to (G) of Idet klel Type: I Depression (addtiocal to condiniow guaer depression'a' from V-A.bx) er of Unit Nets (Grate or Curb Opening) No Depth outside of Local Depression at Inlet Flow Depth I Inf011Ngon h of a Unit Gate L. (G) ` I of a Linit Grate W.' Opening Ratio for a Grate (typical vanes 0.15.0.90) A.e.' ling Factor for a Single Grate Mpiral vale 0.50 - 0.70) Cr(G)' i Weir Coefficient itypical voke 2.15-3.60) C. (G)' I Drifxa Coefficient (typical vale 0.60- 0.80) C. (G)' Opening bdornaft ' Ih of a Unit Cub Opening Lv (C)' it of Vertical Curb Opening In Inchas N..' d of Cub Orifice Throat in inch" Hs ` i of Throat (See USDCM Figure ST-5) Theta: Width for Depression Pan (Wicaly the Water WM of 2 feet) Wn' ling Factor for a Single Curb Opening (typical vake 0.10) Cr (C)' Opening Web Coefficient (Weal vake 2.3-3.6) G. (C)' Opening Orifice Coefficiend (typical vale 0.60 - 0.70) C. (C)' al Inlet Interception Capacity (assumes clogged condition) Q. r ry HuM rruln fnr aAinraM haler Sevrna l>O PFAKI Q.. . : MINOR MAJOR COOT Type C Gone 0.00 0.00 1 1 6.0 12.0 us ino 2.92 2.92 2.92 2.92 0.70 0.70 0.50 0.50 2.41 2.41 0.87 0.67 WA N/A WA N/A WA N/A WA WA WA 2 00 WA WA WA NIA WA WA MINOR Ides het eat STIN-B3-2, Inlet In Sump 925/2017, 2:25 PM Worksheet Protected DESIGN PEAK FLOW FOR ONE-HALF OF STREET BY THE RATIONAL METHOD Project: Lakevlew on the Rise Inlet ID: Th -B- Design Flow = Gutter Flow+ Carryover Flow 1O�LDV D j I I STSIDE REET I I 40 FLOVND 4 GUTTER FLOV PLUS CARRY -•OVER PLOY •� EEEE3 �GUTTER FLOV )Y ShcW Ddafis - INLET INLET 1/2=SSTREET (bcatpeaklbwfor 112 or sirsel, fosfbwbypassig rgstreamsubratchrrhenn): 'Q= t.8 Y —�Cfa I FILL IN THIS SECTION t you entered a vabo here, skip the rest of Oft shoat and proceed to shoot QaVow) OR... ogn morn r daw m are FILL IN THE SECTIONS Sd=tclvront Area=1I'Ir____I'ee',ms BELOW. percent Imperviousness =LJ'" NRCS Soil Type = B, C. or Site Type: Slope (iVft) Length (f1 Ote Is Urban Overland Flow ate N NorvUrban Gutter Flow Design Storm Realm Period, Return Period Ore Hour PredpitalJoR User -Defined Somh RurnB Coeffifiers (leave INS Narhk to avapt a rskWted value), C - User -Derr od Syr. Runoff Coefficient (Nave this Nank to adept a raiasa ed vake), Ce= Bypass (CanyOver) Flow from upstream Subeatchumm s, Cib -1 ens Total Design Peak Flow, O -1 1.87 1 9.77 efs STIN-B-7. O-Peak 9/25/2017, 2:26 PM 0 11 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) 11 (idased on ttegulated criteria for MAXIMUM Allowable Flow ueptn and spread) Project Lakeview on the Rise Inlet ID: STIN-B-7 '�—TB.xGx S-A N Hcuae d TCNYWN T. TY.xll W �— Tx Street Crown 5* a y1, Warning mum Allowable Width far 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 m from Curb Face to Street Crown Depression Width Transverse Slope Longitudinal Slope - Enter 0 for sump condition ig's Roughness for Street Section k1lowable Water Spread for Minor & Major Storm k1lowable Depth at Gutter Flow Line for Mirror & Major Storm Flow Depth at Street Crown (leave blank for no) Tancx = 10.0 ft SaRCN = 0.020 ft. vert / R horiz nenCN = 0.029 HwR,aM0.00WO inches TCROWN=ft a =inches W =fl Sx =R vert. / R horiz So =R vert. / R horiz nsmEu =j 0.018 Minor Storm Major Storm TYAa =1 18.5 31.2 ft dYAC = 6.0 1 18.0 inches Li U check = yes Minor Stonn Ma or Stonn de Gutter Capacity Based on Minimum of QT or Q. O,B= SUMP SUMP lots max. allowable capacity GOOD - greater than flow given on sheet'Q-Peak' max. allowable caciackv GOOD -greater than flow alven on sheet'Q-Peak' Manning's n-value does not meet the USDCM recommended design range STIN-B-7, Q-Allow 9/25/2017. 2:26 PM INLET IN A SUMP OR SAG LOCATION Project = Lakeview on the Rise Inlet ID = STIN-B-7 HCW H-Vets. _1No a(G) of Inlet Inlet Type I Depression(additional W continuous gutter depression's'hOWO-A" 11 a ter of Unit Idea (Grata of Cub Opening) No Depth outside of Loral Depression at Inlet FIDW Depth i Information th of a Unit Grate - I. (G)' i of a Unit Grate W. Opening Ratio for a Grate (typical values 0.15-0.90) Area pV Factor for a Single Grate (typical vats 0.50 - 0.70) Cr (G)' r Weir Coefficient (typical vahu 2.15-3.60) C. (G)' r Orifice Coefficient(typical value 0.60-0.80) C.(G)' Opening Information _ th of a Unit Curb Opening L. (C) it of Vertical Crab Opening in Inches H. it of Curb Orifice Throat in Inches Hff r i of Threat (see USDCM Fig" ST5) Theta Width for Depression Pan (typically the gutter width of 2 feet) Wp' yng Factor for a Sirgle Cwb Opening (typical value 0.10) Cn (C)" Opening Weir Coefficient (typical vain 2.3-3.6) Or (C)' Opening Orifice Coefficient (typical value 0.60 - 0.70) C. (C)' sl Inlet Interception Capacity (assumes clogged condition) 0. r Capacity IS GOOD for Knor and Major Stoma p0 PEAK) OPs .ouneD' _._._ MINOR MAJOR CDOT Type R Cub Opening inches inches feel feet 3.00 300 1 1 6.0 12.0 MINOR MAJOR WA NIA WA N/A WA NIA WA WA WA N/A WA NIA 5.00 5.00 6.00 6,00 6.00 6.00 63.40 63.40 2.00 200 0.10 0.10 3.60 3,60 0.67 067 :et ides Ic es agrees act STIN-B-7, Inlet In Sump 9/25Y2017, 2:27 PM • Worksheet Protected DESIGN PEAK FLOW FOR ONE-HALF OF STREET BY THE RATIONAL METHOD ProjecC Lakeview, on the Rise Inlet ID; S •2 Design Flow = Gutter Flow t Carryover Flow �w LOV O I six I I STREET I I �wfLOVNO I •-GUTTER FLOW PLUS CARRY-OVER FLOW �- •-GUTTER FLOW i SItPv,0et808' INLET INLET I/2OF STREET II (local peak flow for 1/2of sheet pka flow byOassln0 UPStMaM Sbcatonnew): .�wiwn �Q_) 0.75 I 3.26 jcrs IIFII I THIS SECTION >mn calls): FILL IN THE SECTIONS SubmtWrorO Area= Acres BELOW. NRCS Sail Type = A, B. C. or Site Type: Slope (ftrft) Length lR Is w Overland Flow= Qfc 8 NaFUrbwi Guam Flow' Design Stem Return Period, Tr Rehm Period Ore -Hour Precipit30oe, Pt Ct User43eWed Stone Rumfl Cueffalera (leave dis black to accept a calmlated vake), C User-DeFued Syr. RuroO Coefficient (Ieaw 1N3 Wank to aaupt a mandated vake), Cs Bypass (Carryover) Flow from upstrvam Subcatchmmna, Qb Total Design Peak Flow, Q -1 0.76 1 7.26 efs SIIN-C-2, O-Peak 91252017, 3:09 PM tv ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor S Major Storm) (Based on tcegutawo t nrena ror maximum nuvwa— ­..... Pu, ­—r-.---r Project: Lakeview on the Rise Inlet ID: STIN-C-2 r__7s, �K SeNCK TCPOWN 1 T. T.A. W-- T' Street _ Crown y Or t]v� J S. Rcune d e 9/ Warning vbowzble Width for Spread Behind Curb Behind Curb (leave blank for no conveyance credit behind curb) Roughness Behind Curb of Curb at Gutter Flow Line :e 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 Oeave blank for no) TeKK = 10.0 it = 0.020 R vert / ft. horiz nencK= 0,029 Hcuaa =M0000 inches Tce =ft a =inches W =RSx =fL vert / tl horiz So=ft Vert / R horiz nsr m q 0.016 Minor Storm Major Storm T. =1 18.5 31.2 ft rf a 6.0 18.0 inches Li check = yes max. allowable capacity GOOD - greater than flow given on sheet'Q-Peak' Wamina 01: Mannino's vi value does not meet the USDCM recommended design range. STIN-C-2, Q-Allow Minor Storm Major Storm SUMP SUMP cis 9/25/2017, 3:09 PM 67 INLET IN A SUMP OR SAG LOCATION Project = Lakeview on the Rise Inlet ID = STIN-C-2 w(G) of Intel Depression (addiiorei to continuous gutter depression's' fmm'O-A" er of Unit Ines (Grate or Cub Opening) Depth outside of Loral Depression of Irdet Worrtednn h of a Unit Grate of a Unit Grate Opening Ratio for a Grate (typical values 0.15-0.90) Wog Factor for a Single Grate (typis) value 0.50 - 0.70) Weir Coefficient (typical vapor 2.15 - 3.60) Orifice Coeffcerd N*Al vase 0.60 - 0.80) Opening information It of a unit Curb opening i of Verasl Cub Opening In Inches a of Cub Orifice Throat in Ades of Throst (see USDCM Fg" ST-5) AM for Depression Pan (typically the gutter Wdlh of 2 fee0 jing Factor for a Single Cub Opening (typical wito 0.10) Opening Weir Coefficient (typical vale 2.33.6) Operng Onfis Coefficient (typical value 0.60 -0.70) 11 Inlet Interception Capacity (assumes clogged condition) :spaeity IS GOOD for hU nor and Major Storms (>O PEAK) Intel Type: No FlowDepth! L. (G)' W. A, Gr(G)' C. (G)= C. (G)' L,(C)' N..n' Theta Wn' Cr(C)' C. (C)' Ca (C)' Loll MINOR MAJOR COOT Type R Gub Opening inches IinCha3 Ifeet fee 3.00 3.00 6.0 12.0 MINOR MAJOR WA N/A WA WA WA NIA WA WA WA NIA WA NIA 5.00 5,00 6.00 6.00 6.00 G 00 63.40 63.40 2.00 2,00 0.10 0.10 3.60 3,60 0.67 1 067 set des des epees set STING-2, Inlet In Sump 9/25/2017, 3:09 PM 0 Worksheet Protected II DESIGN PEAK FLOW FOR ONE-HALF OF STREET BY THE RATIONAL METHOD II Project- Lakeview on the Rise Inlet 10: S71 Z-3 Design Flow = Gutter Flow+ Carryover Flow 4Ov`LOV D j SIDE 111•1 STREET 1 I 4DVFLOVND 4 �--GUTTER FLOW PLUS CARRY-OVER FLOW f- f-GUTTER FLOW Show-0elaGs INLET INLET 112 OF STREET (local peak flow for 12 of sheet Pal flow bypassing upstream subcetUnerds): *Q=I 1.41 1 6. 6 ds I ILL IN THIS SECTION • D you entered a Value hem, slip the rest of this street and proceed to sleet QADow) OR— '.'.g.P. FILL IN THE SECTIONS SubcalUaterd Area = cres BELOW. Percent Imperviousness = % NRCS Sol Type =�• B. C. or D Site Type: Slope (mm LergN (f OR/�e�b urban Overland Flow= y+'¢Is roan GulerFbw= Design Storm Reben Period, T, Return Period Ore -Hour Precipitation, P, C, User -Defined Storm Runoff Coefficient (have tNs blank to a Pl a cabaezted vske), C User-Defired 5-yr. Runoff Coefficient (leave 013 blank to accept a cakJztsd vale). Cs Bypass (CanyOver) Flow from upstream Subcatchments, Ob Total Design Peak Flow, O -1 iM 1 6.16 Ns STINLJ, O-Peak 0 91252017, 3:10 PM ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) on Project: Lakeview on the Rise Inlet ID: STIN-C-3 Warning and -TeAc• Tcnow T. Tuea SBACK w T. crown a� Crowow n S Hcuaa tl y x a 9/ mum 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 x from Curb Face to Street Crown Depression Transverse Slope Longitudinal Slope - Enter 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 Storm Flow Depth at Street Crown (leave blank for no) Tents = 10.0 111 Sencs = 0.020 1 it. vert. / it horiz nerves = 0.029 Ncuae =1 6.00 linches Tcaowa = 31.2 fl a = 0.00 inches W = 2.00 fl Ss =1 0.020 Ift. vert / R hodz So =1 0.000 Ifl. vert / R hertz nsmr_sr =1 0.018 Minor Storm Major Storm. Tr = 18.5 31.2 it duns= 6.0 18.0 Inches check = yes Minor Storm Major Storm dter Capacity Based on Minimum of Q. or Q. Qaro. = SUMP SUMP efs allowable capacity GOOD - greater than flow given on slmet'Q-Peak' allowable capaetty GOOD - greater than flow given on sheet'Q-Peak' ring's n-value does not meet the USDCM recommended design range. STIN-C-3, O-Allow 0 9/2512017. 3:10 PM INLET IN A SUMP OR SAG LOCATION Project = Lakeview on the Rise Inlet ID = STINC.3 —"we U(G) of Inlet Inlet Type = COOT Type R Clsb Opening Depression (additional to confiwus gutter depression'a'fmm'O-AAoW) ate= 3.00 300 inches er of Unit Irdea (Grate or Cab Opening) No = 1 / Depth outside of Loral Depression at Inlet Flow Depth = 6.0 12.0 inches Information MINOR MAJOR b of a Unit Grate L. (G) = WA N/A feet I of a Unit Greta W. WA WA feet Opening Ratio for a Grant (ypical vales 0.15-0.90) hm= WA NtA Ong Factor for a Single Grate(typicalvale 0.50-0.70) Cn(G)= WA WA Weir Coefficient (t cal vain 2.15-3.60) Ce (G)= WA N(A Orifice Coefficient (typical value 0.60-0.80) C.(G)m WA N/A Opening Intonation MINOR MAJOR It of a Unit Curb Opening L.(C)= 5.00 5,00 feet d of Vertical Cab Opening in Inches li . = 6.00 6.00 inches a of Curb Orifice Throat in Irrtres 11e = 6.00 6,00 inhes of Throat (sea USDCM Figure STS) That, = 63.40 63.40 degrees 1Mdthfor Depression Pan(lypicaly to galerwift of 2 feel) Wn= 2.00 2.00 feel Ong Factorfora Single Cab Opening(ypiWvaWe 0.10) Dr(C)- 0.10 0.10 Opening Weir Coefficient (typical value 2.3-36) C. (C) - 3.60 3.60 Opening Orifice Coaffidanl(typical vale 0.60-0.70) r. (C) -1 0.67 1 0.67 MINOR d Inlet Interception Capacity (assumes clogged condition) Q.' STINCa, Inlet In Sump , 9/25/2017, 3:10 PM 0 Worksneet Protected II DESIGN PEAK FLOW FOR ONE-HALF OF STREET BY THE RATIONAL METHOD II Project Lakeview on the Mae Inlet 10: TIN Design Flow = Gutter Flow ♦ Carryover Flow 11 jOVRDVN6+ EIRLA11 STSIDE REET I I tDVFLDANn4 I Y GUTTER FLOW PLUS CARRY -•OVER FLOW � —GUTTER FLOW ! Sluyu D�a6s^ INLET INLET 1/2 OrSSTREET (local peak flow for 12 of street pks flow bypassing upstream subcatcNnarts): 'Q= cfs IIFILL IN THIS SECTION _ S bcatchrerd Area = s BE Percent Imperviousness % - NRCS Soil Type = B, C, or D Site Typo-. Slope (ft" Lengtb (k) Is Urban Overland Flow IZBh is fuWrban Gutter Flow= Design Storrs Return Period. T, Return Pedod One -Hour Precipitation, Pr User-0eMed Stem Ruoff Coefficient (keve INS blank to accept a caladated vahm), C User-Defaod 5-yr. Runoff Coeffidard (16MO this blank to accept a calaiated vako), Cs Bypass (CarryAvar) Flow from upstream aubeatclunants, Os Total Design Peak Flow, G -1 1.74 1 5.86 efs SECTIONS STIN-CS, Q-Peak 40 9252017. 3:14 PM INLET IN A SUMP OR SAG LOCATION Project = Lakeview on the Rise Inlet ID = STINGS L o (G) of Inlet Irdel Type = Depression (additional 0 mnt ramus gutter depreasion'a'm fm'O-Al anw' erof Unit Inlets (Grate or Cub Operng) No = Depth outside of Local Depression at Inlet Flow Depth= , Indortmtion h of a Uric Grate L. (G)' i of a Urd Grate W. ` Opening Ratio for a Grate (typical vanes 0.150.90) Ayr` peg Factor for a S'ir& Grate (typical vale 0.50 -0.70) Dr (G) Weir Coefficient (typical value 2.15. 3.60) Cr (G)` Orifice Coefficient (typical vake 0.60- 0.80) C. (G) ` Opening Warrenton h of a Unit Cub Opening L. (C) _ it of Venial Cub Opering in Inches H.` e of Cub Orifice Throat in Inches Hp = of Thoat (see USDCM Figure ST-5) Theta = VMdth for Depression Pan (typically the gulavidth of 2 feet) Wa= png Faclorfor a Single Cub Opening (typical vane 0.10) Cr (C) _ Opening Weir Coefficient (typical value 2.33.6) C. (C) ` Opening Orifice Coeffic!" (typical vake 0.60 - 0.70) Ca (C) ` it Inlet Interception Capacity (assumes clogged condition) Q. = Capacity IS GOOD for Minor and Major Stoma p0 PEAK) O nfuans:ouwo= MINOR MAJOR COOT Type C Grate 0.00 0.00 1 1 6.0 12.0 MINOR MAJOR 2.92 2.92 2.92 2.92 0.70 0.70 0.50 0.50 2.41 241 0.67 0,67 MAJOR NIA N/A WA NIA WA N/A N/A NIA WA 2.00 N/A WA N/A N/A WA WA MINOR inches inches feet feet feet inches trrhes degrees fee STIN-CS, Inlet In Sump 925/2017, 3:19 PM 0 > v n M m Z m p m N c m b O N o O O O (sja) f4pudeo C c rj d' Ci N p �N _Vi v O o O nl M O M o � ` o 0 o v) YOf N O 1� Lei N fV N N (spa) ��aede� 0 0 0 0 0 0 0 C9 m 0 0 m 0 0 e n O 0 N N N aD M `O i< O m N O • U Q O y G `O m N N •} O M � T M CO Z � � tp m N o (f - N � O Ci 22 Z1 v 2Z N O N I o u o o N h In rJ rj 22 22 0 o Lu 0 V 1 kn N 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 (sjo) f4pedeo a, m OOON Or LO U) O P.: N 0000 (O NOO(00 0 , N I r O00OD ONc�in° (n'a N N 0 0 0 0 (O lV co 6 6 O N OO N 00)t` m OIN (OOON (Or b n mO? 00 CIO mO)(O O v60 0 — r I 00 N m Om(O OD f-0f (O i00" w v r r-mo? C 1 0 0 0 (O G (n 0Lfi 0 �. N ... O O N m V (O O O N oGioa om(OcorrM to v r` C) q (C N uici L6O O w"N CD U0mvrovU0 (D (6t-O(00 N G U r, N m a N 1�LL m 0 G'm m moo m to > m `OU-�U W — m 0 y CD o E CDa��F O d 3 0 v m N n N m N m J co M O O N N O O O C I p O r M 0 0 0 N C i 0 0 p Om700N O O O O p m O N N O O O p m IT 0 0 0 0 0 o 0 0 m m O O co mp O O 0 p O O '0 N — m m 0 O 0 N N N w a�d�d c o m--C9 m {a 00 7 C n LL ) U U w� L N 0 C O v O V N O O- h r v n m v m. 6 pO O v o v" I co LL1 r'w m O O O O m m m� N CO It OnOO? m (V V 000 O mmmm O) w(ornnorn v O O O Omrnmmo> co co mnorn c') v O O O O(O V N(00 cou)v(omto m co (D 000 W r N O N nZv t N (D 2LL O M O O_ N 0 Um la j U rn m M 0 m CD o n d d m o 0 o _n w Q 0 y O m 3 0 v m N n m N m J \_ J C O C O] O Wy m U C O m' OV ,WN(� OONN Ybr`QONI ry O NOObb00 b COO 0 0 Q N 0 0 O b O A m O O`Q-GWNNOONN Y40�QO�I N O N O O b b 0 0 O Q O n ry bO0O00 V �[) 00 'b 0 t^pb Ol Or �-`-NNOO NN Y Mb W Of OI O Q m N O O b b 0 0 O D• d t� 0 b O 0 O 0 O Q Vl G O OW 'O O n Q b O r �t7NN00 NN Y b OCD b MI O d O�NOObb 00 Omm r• [7 O O� Q O�-Qt'IN�V OONN bOtDb O d Oi NO bb 00 0vi 46 CJm d t 0 0 0 0 0 0 0 N O G f 7 0 t' l t7 O Q O�MOObb00 fC G O O O O Q b 0 0 N« O NaV C'= ipYO m 3 i 70 Q 3 E 3 m m m o m m m m o at o omC7�moaP�aa mm$ om po.c a a 5 E m LL U m m 0 c V w E 0 � a U � 0m 0 m U 0 � ma o > o U 0 K `o O 3 ry OOb 000 fD fV fV O O O O mr` b O,A � O r` OOONNN blrld N� ry OOb000 Ob b Cl C100,0 Cd 6Ong Ob O00 bm 16 cryv r-w, fDNNOOO C6 dOn, (7 OO b 000 ffVV wi N tp N CV OGG �N66 O O O m N N O O b ry 0 0 d b N N 0 0 O m oov0i000 b N N 0 0 0 E C -S o w O O O o`om(9�o 0 0 Qa fIL E6U: U� U p c o r m 0 m o n o p m a m m m o m m m m p m o m o Ir o f0 b ONE a n' r N b 0 b d b O r: r N r` C1 Lakeview on the Rise Curb cut in Basin 6 JRG 9-19-17 CC1-6.txt Channel Calculator Given Input Data: shape ....................... Rectangular solving for ..................... Depth of Flow Flowrate ........................ 2.1800 cfs ✓ Slope ........................ 0.0200 ft/ft manning's n ..................... 0.0160 Height .......................... 6.0000 in Bottom width .................... 24.0000 in -' Z CC LR CWSE computed Results: Depth ........................... 2.9423 in ✓ velocity ........................ 4.4455 fps Full Flowrate ................... 6.3144 cfs Flow area ..................... 0.4904 ft2 Flow perimeter .................. 29.8845 in Hydraulic radius ................ 2.3629 in Top width ....................... 24.0000 in Area ............................ 1.0000 ft2 Perimeter .................... 36.0000 in Percent full .................... 49.0379 % critical Information Critical depth ................. 3.9960 in critical slope' ................. 0.0079 ft/ft critical velocity ............... 3.2732 fps critical area ................... 0.6660 ft2 Critical perimeter .............. 31.9921 in Critical hydraulic radius ....... 2.9978 in Critical top width .............. 24.0000 in specific energy ................. 0.5523 ft minimum energy .................. 0.4995 ft Froude number ................... 1.5828 >0,00• of— f} P* r Flow condition .................. supercritical Page 1 rI LA CC1-19.txt Lakeview on the Rise Curb cut in Basin 19 (approx. 50% of Q100 from Basin 19) JRG 9-19-17 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 !\ 8AScAJ 19 0.6600 cfs � h e� u4im 0.0200 ft/ft 0.0160 24. 0000� i n✓ i `t c 1.3743 in ✓ 2.8815 fps 6.3144 cfs 0.2290 ft2 26.7486 in 1.2331 in 24.0000 in 1.0000 ft2 36.0000 in 22.9048 % critical information critical depth .................. 1.8017 in Critical slope .................. 0.0085 ft/ft critical velocity ............... 2.1979 fps Critical area ................... 0.3003 ft2 Critical perimeter .............. 27.6035 in critical hydraulic radius ....... 1.5665 in critical top width .............. 24.0000 in Specific energy ................. 0.2436 ft Minimum energy 0.2252 ft Froude number ................... 1.5011 ---� Flow condition .................. supercritical "& P6k* . &Pe5jwJ Page 1 9/21/2017 wvtwecmds.conYpri nt/ardysi s/127460/127462 NORTH AMERICAM GREEN' Control Materials Design Software Version 5.0 Project Name: Lakeview on the Rise Project Number: 127460 Project Location: Fort Collins, CO Channel Name: CCl-19 Discharge 0.66 Peak Flow Period 1 Channel Slope 02 Channel Bottom Width 2 Left Side Slope 1 Right Side Slope 1 Low Flow Liner Retardance Class D .Vegtation Type Mix (Sod & Bunch) Vegetation Density Good 75-95% Soil Type Clay S150 North American Green 5401 St. Wendel-Cynthiana Rd. Poseyville, Indiana 47633 Tel. 800.772.2040 Fax 812.867.0247 www.nagreen.com Phase Reach Discharge Velocity Normal Mannings PermissibleShea Calculated Shear Safety Remarks Staple Depth N Stress Stress Factor Pattern 5150 Straight 0.66 cfs 1.94. 0.16 ft 0.029 1.75 lbs/ft2 0.2 lbs/ft2 8.9 STABLE D Unve etated ft/s Unreinforced Vegetation - Class D - Mix (Sod & Bunch) - Good 75-95% Phase Reach Discharge Velocity Normal Mannings Permissible Calculated Safety Remarks Staple Depth N Shear Stress Shear Stress Factor Pattern Unreinforced Straighl 0.66 cfs 1.94 0.16 ft 0.029 3.33 lbs/ft2 0.2 lbs/ft2 16.9 T Vegetation ft/s Underlying Straighl 0.66 cfs 1.94 0.16 ft -- 0.071bs/ft2 0.014 lbs/ft2 4.92v§T—ABLE-- Substrate ft/s _•• �s� 9'(is) x y'�r►.l� silo , �httpJAmkwecmds.conYprinvardWis/127460/127462 111 CC3-23.txt Lakeview on the Rise NW Curb Cut in Basin 23 (approx. 14,000 sf, c=0.8, i=9.95) ]RG 9-19-17 Channel Calculator Given Input Data: shape....................... solvingfor ..................... 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 .................... critical Information Rectangular Depth of Floyv 2. 5600 cfs ✓ 44, :k 1 qt 5F of $A Al z3 0.0200 ft/ft 0.0160 6.0000 in 24.0000 in �j Z cc 3.2681 in 4.6999 fps 6.3144 cfs 0.5447 ft2 30.5363 in 2.5686 in 24.0000 in 1.0000 ft2 36.0000 in 54.4690 % Critical depth .................. 4.4479 in Critical slope .................. 0.0079 ft/ft critical velocity ......:........ 3.4533 fps Critical area ................... 0.7413 ft2 Critical perimeter .............. 32.8958 in critical hydraulic radius ....... 3.2451 in Critical top width .............. 24.0000 in specific energy 0.6156 ft Minimum energy .................. 0.5560 ft Froude number ................... 1.5877 Flow condition .................. Supercritical Page 1 V5& pit. C-Qos� C°,>k . 0 9/21/2017 wwuecmds.corTYprint(anal)6is/l 7460/127463 • Control Materials Design Software Version 5.0 Project Name: Lakeview on the Rise Project Number: 127460 Project Location: Fort Collins, CO Channel Name: CC3-23 Discharge 2.56 Peak Flow Period I Channel Slope .02 Channel Bottom Width 2 Left Side Slope 1 Right Side Slope 1 Low Flow Liner Retardance Class D Vegtation Type Mix (Sod & Bunch) Vegetation Density Good 75-95% Solt Type Clay 5150 North American Green 5401 St. Wendel Cynthiana Rd. Poseyville, Indiana 47633 Tel. 800.772.2040 Fax 812.867.0247 www.nagreen.com Phase Reach Discharge Velocity Normal Mannings PermissibleShea Calculated Shear Safety Remarks Staple Depth N Stress Stress Factor Pattern S 150 Straight 2.56 cfs 3.08 0.35 ft 0.029 1.75 lbs/ft2 0.44 Ibs/ft2 3.97 STABLE D Unve etated ft/s Unreinforced Vegetation - Class D - Mix (Sod & Bunch) - Good 75-95% Phase Reach Discharge Velocity Normal Mannings Permissible Calculated Safety Remarks Staple Depth N Shear Stress Shear Stress Factor Pattern Unre nforced Straight 2.56 cfs 3.08 0.35 ft 0.029 3.33 Ibs/ft2 0.441bs/ft2 7.55vSTABLEVegetation ft/s Underlying Straight 2.56 cfs 3.08 0.35 ft -- 0.07 Ibs/ft2 0.032 Ibs/ft2 2.2 —STABLE-- Substrate I I I ft/s LASE qr 1f 41 515—Z> , ht4)JAm mecmds.corr✓printlardysis/127460r127463 1/1 0 CC1-16.txt Lakeview on the Rise Parking Lot Island Curb Cut in Basin 16 (approx. 40% of Q100 from Basin 16) 7RG 9-19-17 channel calculator Given Input Data: Shape....................... solving for ..................... Flowrate........................ slope........................ manning's n ..................... Height.................... Bottom width .................... computed Results: _ Depth ........................... velocity ..................... Full Flowrate ................... Flowarea ....................... Flow perimeter .................. Hydraulic radius ................ Topwidth ....................... Area.......................... Perimeter .................... Percentfull .................... critical Information Rectangular Depth of Flow 3.9100 cfs _-�. A 4g7,6 j' 4do = 7 eA 0.0200 ft/ft 0.0160 6.0000 in 24.0000 in -.%> 2'cr- 4.3284 in ✓ 5.4200 fps 6.3144 cfs 0.7214 ft2 32.6568 in 3.1810 in 24.0000 in 1.0000 ft2 36.0000 in 72.1397 % critical depth .................. 5.8990 in Critical slope ................. 0.0081 ft/ft critical velocity ............... 3.9770 fps critical area .................. 0.9832 ft2 critical perimeter .............. 35.7980 in in Critical hydraulic radius ....... 3.9549 critical top width .............. 24.0000 in specific energy ................. 0.8172 ft Minimum energy .................. 0.7374 ft_� Froude number ................... 1.5910 Flow condition .................. Supercritical Page 1 LL> Ox11 As?&vr/r rcxt-m. CC2-21.txt Lakeview on the Rise North curb cut in Basin 21 (parking lot) ]RG 9-19-17 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 .................... Q100 = 3.21 cfs (1/2 of Q100 = 6.42 cfs) Rectangular Depth of Flow 3.2100 cfs✓ !L b.4Z 45 0.0200 ft/ft 0.0160 6.0000 in 24.0000 in ?,'cc 3.7944 in ✓ 5.0759 fps 6.3144 cfs 0.6324 ft2 31.5889 in 2.8829 in 24.0000 in 1.0000 ft2 36.0000 in 63.2406 % Critical information critical depth .................. 5.1721 in critical slope ................. 0.0080 ft/ft critical velocity ............... 3.7239 fps Critical area ................... 0.8620 ft2 critical perimeter .............. 34.3441 in in critical hydraulic radius ....... 3.6143 critical top width .............. 24.0000 in Specific energy ................. 0.7166 ft Minimum energy .................. 0.6465 ft Froude number ................... 1.5914 Flow condition .................. Supercritical I Page 1 01 i Asrwo-r/c.,j(. -Tz- 0 Lakeview on the Rise South Curb cut in Basin 7RG 9-19-17 cc1-21.txt 21 (parking lot area) (Q100=6.42 cfs) 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 6.4200 cfs 0.0200 ft/ft 0.0160 6.0000 in ✓ 48.0000 i n C C 3.5947 in•✓ 5.3579 fps 14.2610 cfs 1.1982 ft2 55.1894 in 3.1264 in 48.0000 in 2.0000 ft2 60.0000 in 59.9118 % critical Information Critical depth 5.1721 in Critical slope 0.0064 ft/ft Critical velocity 3.7239 fps Critical area ................... 1.7240 ft2 critical perimeter 58.3441 in Critical hydraulic radius ........ 4.2551 in critical top width .............. 48.0000 in specific energy ................. 0.7457 ft Minimum energy .................. 0.6465 ft Froude number ................... 1.7258 Flow condition .................. Supercritical Page 1 °► i A51FM1,Tl� y„��R�i b M Lakeview on the Rise south Curb Cut in Basin JRG 9-19-17 CC1-23.txt 23 (approx. 7,000sf, i=9.95, c=0.8) Channel Calculator Given input Data: shape....................... solvingfor ..................... Flowrate ........................ slope........................ manning's n ........ . .......... Height ............. Bottom width .................... Computed Results: Deth .......................... velocity ..................... Full Flowrate ................... Flow area ....................... Flow perimeter .................. Hydraulic radius ................ Top width ........ .............. Area.. .... ................... Perimeter .................... Percent full .................... Rectangular Depth of Flow 1.2000 cfs 0.0200 ft/ft 0.0160 6.0000 in 24.0000 i n✓ Z c C 2.0038 in 3.5932 fps 6.3144 cfs 0.3340 ft2 28.0076 in 1.7171 in 24.0000 in 1.0000 ft2 36.0000 in 33.3963 % critical information critical depth .................. 2.6840 in Critical slope ................. 0.0080 ft/ft critical velocity ............... 2.6826 fps critical area ................... 0.4473 ft2 Critical perimeter .. 29.3680 in Critical hydraulic radius ....... 2.1934 in critical top width .............. 24.0000 in specific energy ................. 0.3676 ft Minimum energy .................. 0.3355 ftt Froude number ................... 1.5502 Flow condition .................. Supercritical Page 1 o.8o RE6L��. 9/21/2017 www.ecnids.cordprinVartalysis/127460/127464 NORTH AMERICAN GREEN' Control Materials Design Software Version 5.0 Project Name: Lakeview on the Rise Project Number: 127460 Project Location: Fort Collins, CO Channel Name: CCl-23 Discharge 1.20 Peak Flow Period 1 Channel Slope .02 Channel Bottom Width 2 Left Side Slope 1 Right Side Slope 1 Low Flow Liner Retardance Class D Vegtation Type Mix (Sod & Bunch Vegetation Density Good 75-95% Soil Type Clay S150 North American Green 5401 St. Wendel-Cynthiana Rd. Poseyville, Indiana 47633 Tel. 800.772.2040 Fax 812.867.0247 www.nagreen.com Phase Reach Discharge Velocity Normal Mannings Permissible Shear Calculated Shear Safety Remarks Staple Depth N Stress Stress Factor Pattern S150 Straighl 1.2 cfs 2.4 ft/s 0.23 ft 0.029 1.75 Ibs/ft2 0.28 lbs/ft2 6.23 STABLE D Unve etated Unreinforced Vegetation - Class D - Mix (Sod & Bunch) - Good 75-95% Phase Reach Discharge Velocity Normal annings Permissible Calculated Safety Remarks Staple Depth N Shear Stress Shear Stress Factor Pattern Unreinforced Straight 1.2 cfs 2.4 ft/s 0.2311 0.029 3.33 Ibs/ft2 0.28 Ibs/ft2 11.8 TAB -- Ve etation Underlying Straight1.2 cfs 2.4 ft/s 0.23 ft -- 0.07 Ibs/ft2 6.62 Ibs/ft2 3.44 STAB -- Substrate http//w vKecmcis.corrVprinVarzdysis/127460/127464 1/1 0 Lakeview on the Rise North curb cut in Basin JRG 9-19-17 cc2-23.txt 23 (approx. 4,800 sf, i=9.95, c=0.9) channel calculator Given input Data: Shape ....................... Rectangular solving for ..................... Depth of Flow Flowrate ........................ 1.0000 cfs- slope ........................ 0.0200 ft/ft planning's n ..................... 0.0160 Height ...... 6.0000 ins Bottom width .................... 24.0000 in computed Results: Depth ........................... 1.7849 .in ✓ velocity ...................... 3.3616 fps Full Flowrate ................... 6.3144 cfs Flow area ..................... 0.2975 ft2 Flow perimeter .... 27.5697 in Hydraulic radius 1.5538 in Top width ....................... 24.0000 in Area ............................ 1.0000 ft2 Perimeter 36.0000 in Percent full .................... 29.7476 % critical Information Critical depth .................. 2.3768 in Critical slope ................. 0.0081 ft/ft Critical velocity ............... 2.5244 fps Critical area ................... 0.3961 ft2 critical perimeter .. ........... 28.7536 in Critical hydraulic radius ....... 1.9839 in Critical top width .............. 24.0000 in Specific energy 0.3244 ft Minimum energy .................. 0.2971 ft Froude number 1.5367 —� Flow condition .................. Supercritical Page 1 Vcc •9/21/2017 wwuuecmds.corrJpri nVanal Wis/127460/127465 • Control Materials Design Software Version 5.0 Project Name: Lakeview on the Rise Project Number: 127460 Project Location: Fort Collins, CO Channel Name: CC2-23 Discharge 1.00 Peak Flow Period 1 Channel Slope .02 Channel Bottom Width 2 Left Side Slope I Right Side Slope 1 Low Flow Liner Retardance Class D Vegtation Type Mix (Sod & Bunch) Vegetation Density Good 75-95% Soil Type Clay S150 North American Green 5401 St. Wendel-Cynthiana Rd. •Poseyville, Indiana 47633 Tel. 800.772.2040 Fax 812.867.0247 www.nagreen.com Phase Reach Discharge Velocity Normal Mannings PermissibleShea Calculated Shear Safety Remarks Staple Depth N Stress Stress Factor Pattern 5150 Straight I cfs 2.25 0.2 ft 0.029 1.75 lbs/ft2 0.25 lbs/ft2 6.94 STABLE D Unve etated ft/s Unreinforced Vegetation - Class D - Mix (Sod & Bunch) - Good 75-95% Phase Reach Discharge Velocity Normal Mannings Permissible Calculated Safety Remarks Staple Depth N Shear Stress Sbear Stress Factor Pattern Unreinforced Straight 1 cfs 2.25 0.2 ft 0.029 3.33 lbs/ft2 0.25 lbs/ft2 13.21wSTABLEVegetation ft/s Underlying Straight I cfs 2.25 0.2 ft -- 0.07 lbs/ft2 0.018 lbs/ft2 3.84,STABLE-- Substrate I ft/s ' U,Sf Q�x�i► 5►S�. •httpJMnnw.ecmds.co"print/analWis/127460fl27465 1/1 APPENDIX E 31 SWALE SIZING 32 Channel Report Hydraflaw Express Extension forAutodeskOAutoCADO Civil NO by Autodesk, Inc. Swale A (Basin 23) Q2 Triangular Side Slopes (z:1) = 5.00, 2.00 Total Depth (ft) = 2.00 Invert Elev (ft) = 16.00 Slope (%) = 2.00 N-Value = 0,040 Calculations Compute by: Known Q Known Q (cfs) = 0.70 Tuesday, Sep 19 2017 Highlighted Depth (ft) = 0.36 Q (Cfs) = 0.700 Area (sqft) = 0.45 Velocity (fVs) = 1.54 Wetted Perim (ft) = 2.64 Crit Depth, Yc (ft) = 0.31 Top Width (ft) = 2.52 EGL (ft) = 0.40 Elev (ft) Section Depth (ft) 19.00 — 3.00 2.50 18.50 — 18.00 2.00 17.50 — 1.50 1.00 17.00 — 16.50 0.50 — 16.00 — 0.00 ir rn -n rn 2 4 6 8 10 Reach (ft) 12 14 16 18 Channel Report Hydraflow Express Extension for AutodeskO AutoCADO Civil 3DO by Autodesk, Inc. Swale A (Basin 23) Q100 Triangular Side Slopes (z:1) = 5.00, 2.00 Total Depth (ft) = 2.00 Invert Elev (ft) = 16.00 Slope (%) = 2.00 N-Value 0.040 Calculations Compute by: Known Q Known Q (cfs) = 3.30 Tuesday, Sep 19 2017 Highlighted Depth (ft) = 0.64 Q (cfs) = 3.300 Area (sqft) = 1.43 Velocity (fUs) = 2.30 Wetted Perim (ft) = 4.69 Crit Depth, Yc (ft) = 0.57 Top Width (ft) = 4.48 EGL (ft) = 0.72 Elev (ft) Section Depth (ft) 3.00 19.00 — 2.50 18.60 — 18.00 2.00 1.50 17.50 — 1.00 17.00 — 0.50 16.50 — 0.00 16.00 ir, rn -050 2 4 6 8 10 12 Reach (ft) 14 16 18 APPENDIX F 33 .] EROSION CONTROL & RIPRAP SIZING, & EROSION CONTROL ESCROW ESTIMATE 910 • ASPEN ENGINEERING Lakeview on The Rise Riprap Combined Pond 100 & 200 Outfall to Benson Res Updated: 2-Mar-18 Pipe Diameter: D 18 in II Discharge: Q 6.1 Cfs aiiwater': y 0.6 ft (unknown) . Assume that y=0.4'D if taiiwater conditions are unknown 1. Required riprap type: 2. Expansion Factor: 3. Riprap Length: By: AGW Checked: JG oil Type: Very Erodible Soil (Sand) Max Velocity v 5.5 ft/sec CIRCULAR CONDUIT Q/D2.1 = 2.21 < 6 —> use design charts W D = 1.50 ft Yt/D = 0.40 Q/DA1.5 = 3.32 d50 = 2.75 in -- —> 0 in --> Use 12 in Type M 1/2tan0 = 6.1 At = O,/V = 1.11 ft2 L=1/2tan0 ' (AUYt - D) = 2 ft 4. Governing Limits: L>3D 5 ft L < 10D 15 ft 5. Maximum Depth: Depth = 2d50 = 2 (0 in / 12) = 0 ft 6, Bedding: W 9 • E.mDaim Aigk " I%���% /%%BONE W 1020311 E 0 E N ME - TAILWATER DEPTH/CONDUIT HEIGHT, Yt/D MD-23EXPANSION FACTOR FOR CIRCULAR CONDUn NEEMENEEMN ME IN 6 B 10 a Use 1 ft thick layer of Type I I (CDOT Class A) bedding material. D Y,/D 7. Riprap Width: Me D Trv`.af Oaa D.e..... n..aoaeo Sf.. or 1. amni. Width = 3D = 3 (18 in /12) = 5 ft "'"'"D" ""�°a'°yiee,p�yoC w c,i,w,meter v.u.to, Dw•:a.a (Extend riprap to minimum of culvert height or normal channel depth.) Summary: `Use 10 ft Long by 10 ft Wide x 2 ft deep of Type M riprap for protection in discharge swale to reservior. 12 in Type M Length = 5 ft Depth = 0 ft Width = 5 ft 3/2/2018 ASPEN ENGINEERING Lakeview on The Rise Riprap Outfall Storm D Updated: 19-Sep-17 Pipe Diameter: D 18 In II Discharge: Q 10 cfs ailwater*: y 0.6 ft (unknown) * Assume that y=0.4*D if tailwater conditions are unknown 1. Required riprap type: 2. Expansion Factor: 3. Riprap Length: By: AGW Checked: JG oil Type: , Very Erodible Soil (Sand) Max Velocity v 5.5 ft/sec CIRCULAR CONDUIT Q/D2 s = 3.63 < 6 —> use design charts D = 1.50 ft 1 Yt/D = 0.40 Q/DA1.5 = 5.44 d50 = 4.51 in ----> --> Use 12 in Type M 1/2tan©= 3.9 At = Q/V = 1.82 ft2 L=1/2tan© * (At(Yt - D) = 6 ft 4. Governing Limits: L>3D 5 ft L < NOD 15 ft A 6. Maximum Depth: Depth = 2d50 = 2 (12 in / 12) = 2 ft o 6. Bedding: 2 12 in 9 • Eamn.im Amtt LNG AiMUM ■UMEN,.• .r�,II/I �J��■i / WN/./.MEMO ,`-ral ■ TAILWATER DEPTH/CONDUIT HEIGHT, Y//D MD•23EXPANSION FACTOR FOR CIRCULAR CONDUIT ENEENNIWAM i .. I I Use 1 ft thick layer of Type II (CDOT Class A) bedding material. Do .2 7. Riprap Width: W. `ip:m fwAa dstf." "wwr 0 au eo '.v .gin IV WM. ry 0w2z.-ltwvr*e ,r.vuaenaur..w.e coneueownv,ca r>4�'zu Width =3D=3(18in/12)= 5 ft (Extend nprap to minimum of culvert height or normal channel depth.) Summary: *Use min.10 ft Long by 10 ft Wide x 2 ft deep of Type M riprap. Extend down slope. 12 in Type M Length = 6 it Depth = 2 it Width = 5 ft 9/19/2017 ASPEN ENGINEERING J Lakeview on The Rise Riprap Outfall Storm F Updated: 19-Sep-17 [Discharge: ipe Diameter: D 24 in Q 15 cfs ailwater`: y 0.8 ft (unknown) s Assume that y=0.4•D if tailwater conditions are unknown 1. Required riprap type: 2. Expansion Factor: 3. Riprap Length: By: AGW Checked: JG Soil Type: Very Erodible Soil (Sand) Max Velocity v 5.5 ft/sec CIRCULAR CONDUIT Q/D25 = 2.65 < 6 —> use design charts D = 2.00 ft Yt/D = 0.40 Q/DA1.5 = 5.30 d50 = 4.40 in ----> 12. —> Use 12 in Type M 1/2tanO= 5 At = Cl/V = 2.73 ft2 L =1/2ta n9 ' (At/Yt - D) = 7 ft 4. Governing Limits: L>3D 6 ft L < 10D 20 ft 5. Maximum Depth: Depth =2d50=2(12in/12)= — 2 ft 6. Bedding: Use 1 ft thick layer of Type II (COOT Class A) bedding material. 1 in B • Eim,uim Amin 01AWS, Room FA .;MONE ,RAIa TAILWATER DEPTH/CONDUIT HEIGHT, Yf/D MD-23EXPANSION FACTOR FOR CIRCULAR CONDUIT ■� �/-A . Pod �, �fiiiir� 7. Riprap Width: . oa ..,•N a U � ,Ia. wa am¢a m,y WM. •ur Tne L W a a�.,a.n a io aa.ma•m., eiaa.• ro.x—np+o en.kn v.euamn a coaw. c..ew own v.m,r ped' c a Width = 3D = 3 (24 in /12) = 6 ft (Extend riprap to minimum of culvert height or normal channel depth.) Summary: `Use min.10 ft Long by 6 ft Wide x 2 ft deep of Type M riprap. 12 in Type M Length = 7 ft Depth = 2 ft Width = 6 ft 9/19/2017 ASPEN ENGINEERING Lakeview on The Rise Riprap Outfall to Pond 100 Outfall to LID Updated: 7-Sep-17 Pipe Diameter: D 30 in II rDischarge: Q 40.44 cfs Discharge: y 1.0 ft (unknown) ' Assume that y=0.4'D if tailwater conditions are unknown 1. Required riprap type: 2. Expansion Factor: By: AGW Checked:JG Soil Type: Very Erodible Soil (Sand) Max Velocity v 5.5 ft/sec CIRCULAR CONDUIT Q/D25 = 4.09 < 6 —> use design charts D = 2.50 ft 1 Yt/D = 0.40 Q/DA1.5 = 10.23 d50 = 8.48 in --> —> Use 12 in Type M 12 in _lot 1/2tanO= 3.6 g� G 3. Riprap Length: At = QJV = 7.35 ft2 L=1/2tanO - (AtlYt - D) = 17 ft 4. Governing Limits: L>3D 8 ft L<10D 2S ft c 5. Maximum Depth: Depth = 2d50 = 2 (12 in / 12) = 2 ft $ 6. Bedding: 9. E.paaaim A%le 1 3 TAILWATER DEPTH/CONDUIT HEIGHT, Y I / 0 MD-23EXPANSION FACTOR FOR CIRCULAR CONDUn �P4'. Use 1 ft thick layer of Type II (CDOT Class A) bedding material. . ° Y,ip 7. Riprap Width: a . ° 1mt a p .n e.. fl .. r n a M. Width = 3D = 3 (30 in /12) = 8 ft (Extend riprap to minimum of culvert height or normal channel depth) Summary: 'Use 16 ft Long by 23 ft Wide x 2 ft deep of Type M riprap for protection in RG LID. 12 in Type M Length = 17 ft Depth = 2 ft Width = 8 ft l J 9/7/2017 ASPEN ENGINEERING . Lakeview on The Rise Riprap Outfall to Pond 200 Outfall to Pond Bottom Updated: 7-Sep-17 Pipe Diameter: D 24 in II Discharge: Q 14.77 cfs ailwater*: y 0.8 ft (unknown) * Assume that y=0.4*D if tailwater conditions are unknown 1. Required riprap type: 2. Expansion Factor: By: AGW Checked:JG Soil Type: Very Erodible Soil (Sand) Max Velocity v 5.5 ft/sec CIRCULAR CONDUIT Q/D2.1 = 2.61 < 6 -> use design charts D = 2.00 ft Yt/D = 0.40 Q/DA1.5 = 5.22 d50= 4.33 in --> 12 in —> Use 12 in Type M -I5 1/2tan©= 5� 3. Riprap Length: At = O/V = 2.69 ft2 a L= 1/2tanO * (AUYt - D) = 7 ft W 4. Governing Limits: L>3D 6 ft L<10D 20 ft S. Maximum Depth: Depth =2d50=2(12in/12)= 2 ft o 6. Bedding: Use 1 ft thick layer of Type II (CDOT Class A) bedding material. 7. Riprap Width: :'0-To. L I., i.a 30 aa..:": � 1 R - E .=im Am I'm I "! W, Ed ON N .'IW491o■■. RJR- TAILWATER DEPTH/CONDUIT HEIGHT, TI/D MD-23EXPANSION FACTOR FOR CIRCULAR CONDUIT M�C00 6. 0 eF4:0d-.A.M� Width = 3D = 3 (24 in /12) = 6 ft ." =-21-*,E..W,P.`." .U.W*C. 10 (Extend riprap to minimum of culvert height or normal channel depth.) Summary: *Use 10 ft Long by 6 ft Wide x 2 ft deep of Type M riprap for protection in pond bottom. 12 in Type M Length = 7 ft Depth = 2 ft Width = 6 ft 9/7/2017 ASPEN ENGINEERING Lakeview on The Rise Riprap Outfall to Pond 200 Outfall to LID Updated: 7-Sep-17 Pipe Diameter: D 24 In II Discharge: Q 22.86 cis ailwater•: y 0.8 ft (unknown) ' Assume that y=0.4•D if tailwater conditions are unknown 1. Required riprap type: 2. Expansion Factor: By: AGW Checked: JG Soil Type: Very Erodible Soil (Sand) Max Velocity v 5.5 ft/sec CIRCULAR CONDUIT Q/D2*5 = 4.04 < 6 -> use design charts D = 2.00 ft Yt/D = 0.40 Q/DA1.5 = 8.08 d50 = 6.70 in -----> 12 in —> Use 12 in Type M -I§ 1/2tanO = 3.5 3. Riprap Length: Q At = Q/V = 4.16 ft2 a L=1/2tan0 ' (AUYt - D) = 11 ft 4. Governing Limits: L>3D 6 ft L<10D 20 ft 6. Maximum Depth: Depth =2d50=2(12in/12)= 2 ft e 6. Bedding: Use 1 ft thick layer of Type If (CDOT Class A) bedding material. 7. Riprap Width: u°`iy;e� t W a . �u'1a so'e . µ 1 9 • Es wnaion Arms ■■■■■.■■ 00G �VAPAPPMM i♦F///A/W/ ."NVEN■■ IN FA TAILWATER DEPTH/CONDUIT HEIGHT, YI/D MD-23EXPANSION FACTOR FOR CIRCULAR CONDUIT ■■■■■MM!.I �MIF ! NO .off Yp-],—uwm F. i, V.obcdon x Cbs Cm OW., Va Is wD":..0 Width = 3D = 3 (24 in /12) = 6 ft (Extend nprap to minimum of culvert height or normal channel depth.) Summary: *Use 13 ft Long by 23 ft Wide x 2 ft deep of Type M riprap for protection in RG LID. 12 in Type M Length = 11 ft Depth = 2 ft Width = 6 ft 0 9/7/2017 11/3/2017 www.ecmds.com/printlanalysis/130095/130358 NORTH AMERICAN GREEN' sion Control Materials Design Software Version 5.0 Project Name: Lakeview on The Rise Project Number: 130095 Project Location: Fort Collins, CO Channel Name: Basin 23 East Swale Discharge 3.3 Peak Flow Period 2 Channel Slope .02 Channel Bottom Width 0 Left Side Slope 5 Right Side Slope 2 Low Flow Liner Retardance Class Vegtation Type Bunch Type Vegetation Density Fair 50-75% Soil Type Clay C350 - Class - Bunch Type - Fair 50-75% North American Green 5401 St. Wendel-Cynthiana Rd. Poseyville, Indiana 47633 Tel. 800.772.2040 Fax 812.867.0247 www.nagreen.com Phase Reach Discharge Velocity Normal Mannings Permissible Shear Calculated Shear Safety Remarks Staple Depth N Stress Stress Factor Pattern C350 Unvegetated Straight 3.3 cfs 2.43 0.62 ft 0.039 3.2 lbs/ft2 0.78 Ibs/ft2 4.11 STABLE E ft/s C350 Reinforced Straight 3.3 cfs 2.04 0.68 ft 0.049 11 lbs/ft2 0.85 lbs/fit 12.97 STABLE E Vegetation fl/s Underlying Substrate Straigh 3.3 cfs 2.04 0.68 ft -- 1.2 lbs/ft2 0.304 lbs/ft2 3.95 STABLE -- ft/s 1 http:/Mnvw. ecmd s. com/print/a natysis/130095/130358 0 1/1 10/31/2017 www.ecmds:com/printlanalysis/130095/130100 North American Green NOR 1 Tu �l 5401 St. Wendel-Cynthianand. Poseyville, Indiana 47633 Tel. 800.772.2040AMERICAN Fax 812.867.0247 GREEN www.nagreen.com sion Control Materials Design Software Version 5.0 Project Name: Lakeview on The Rise Project Number: 130095 Project Location: Fort Collins, CO Channel Name: Pond 100 LID Discharge 20.22 Peak Flow Period 2 Channel Slope 0.01 Channel Bottom Width 5.5 Left Side Slope 4 Right Side Slope 4 Low Flow Liner Retardance Class Vegtation Type Vegetation Density Soil Type Sandy Lo C350 Q100 Y -1 � ,��o1=uD Phase Reach Discharge VelocityNormal Mannings Permissible Shear Calculated Shear Safety Remarks Staple Depth N Stress Stress Factor Pattern C350 Unvegetated Straight 20.22 2.91 0.8 ft 0.035 3.21bs/ft2 0.5 Ibs/ft2 6.42 STABLE E cfs ft/s C350 Reinforced Straight 20.22 2.83 0.81 ft 0.037 11 lbs/ft2 0.51 Ibs/ft2 21.64 STABLE E Vegetation cfs ft/s Underlying Substrate Straigh 20.22 2.83 0.81 ft -- 1.2 lbs/ft2 0.462 Ibs/ft2 2.6 STABL -- cfs ft/s http:ltwww.ecmds.com/printianalysis/130095/130100 1/1 0 10/31/2017 www.ecmds.com/printlanalysis/130095/130100 NORTH AMERICAN GREEN' sion Control Materials Design Software Version 5.0 Project Name: Lakeview on The Rise Project Number: 130095 Project Location: Fort Collins, CO Channel Name: Pond 100 LID Discharge 40.44 Peak Flow Period 2 Channel Slope 0.01 Channel Bottom Width 5.5 Left Side Slope 4 Right Side Slope 4 Low Flow Liner Retardance Class Vegtation Type Vegetation Density Soil Type Sandy Lo C350 0100 -b o ,v£. 5 1 D�_ o r` L. lb North American Green 5401 St. Wendel-Cynthiana Rd. Poseyville, Indiana 47633 Tel. 800.772.2040 Fax 812.867.0247 www.nagreen.com Phase Reach Discharge VelocityNormal Mannings Permissible Shear Calculated Shear Safety Remarks Staple Depth N Stress Stress Factor Pattern C350 Unvegetated Straight 40.44 3.95 1.05 ft 0.03 3.21bs/ft2 0.66 lbs/ft2 4.86 STABLE E cfs ft/s C350 Reinforced Straight 40.44 3.95 1.05 ft 0.03 11 ibs/ft2 0.66 lbs/ft2 16.72 STABLE E Vegetation cfs ft/s Underlying Substrate Straigh 40.44 1 3.95 1 1.05 ft I -- 1 1.21bs/ft2 1 0.6581bs/ft2 1 1.82 STABL -- cfs ft/s nttp:/huvnv.ecmds.com/pri ntlanalysis/1300951130100 10 1/1 10/31/2017 www.ecmds.com/print/analysis/1 30095/130101 North American Green 5401 St. Wendel-Cynthiana Rd. Poseyville, Indiana 47633 Tel. 800.772.2040 Fax 812.867.0247 www.nagreen.com sion Control Materials Design Software Version 5.0 Project Name: Lakeview on The Rise Project Number:130095 Project Location: Fort Collins, CO Channel Name: Pond 200 LID Discharge 22.86 Peak Flow Period 2 Channel Slope 0.01 Channel Bottom Width 9 Left Side Slope 4 Right Side Slope 4 Low Flow Liner Retardance Class Vegtation Type Bunch Type Vegetation Density Fair 50-75% Soil Type Sandy Loam C350 - Class - Bunch Type - Fair 50-75% Phase Reach Discharge Velocity Normal Mannings Permissible Shear Calculated Shear Safety Remarks Staple Depth N Stress Stress Factor Pattern C350 Unvegetated Straight 22.86 2.74 0.71 ft 0.037 3.2 lbs/ft2 0.44 lbs/ft2 7.26 STABLE E cfs ft/s C350 Reinforced Straight 22.86 2.72 0.71 ft 0.037 11 lbs/ft2 0.441bs/ft2 24.83 STABLE E Vegetation cfs ft/s Underlying Substrate Straigh 22.86 2.72 0.71 ft -- 1.21bs/12 0.261bs/ft2 4.62 STABLE -- cfs ft/s 1 htip:/,Iwww.ecmds.com/prinVanalysis/1 30095/130101 9 1/1 EROSION CONTROL COST ESTIMATE ect: FP,rr—eo,Pa takevlew on the Rlse 801-002 red Bv: 9GW Da 20.., CITY -'RESEEDING COST s. Unit Total, Method Quantity Unit Cost Cost Notes ' Reseed/mulch 20.09 ac $723 $14,525.07 Subtotal $14,525 Contingency 50% $7,263 Total $21,788 otes: 1. A<=5 ac=$655/ac; A>5 ac=$615/ac. ERQSION.`CONTRO_L MEASURES ': Unit Total Number.' Method `. , . Qua'nhty„ Umt,> Cost Cost Notes Vehicle Tracking Mat 30 CY $30 $900 6 Gravel Filter 41 ea $300 $12,300 5 Straw Wattle Barrier 21 ea $150 $3,150 8 Silt Fence Barrier 13477 LF $2 $26,954 39 Hay or Straw Dry Mulch (1-5% slope) 20.09 ac $500 $10,045 Gravel Filter Rock Sock Filter 120 LF $4 $480 Subtotal $53,829 Contingency 50% $26,915 Total $80,744 Total Security $80;744 APPENDIX G 35 PROPOSED & EXISTING DRAINAGE BASIN EXHIBITS, EROSION CONTROL PLAN, & EROSION CONTROL NOTES AND DETAILS SHEET 36 p 191� IIII�e II sfJui, f dM _ fTX IB 1 -_� j1 IBIIN ag .0'. 11 1��_ILr r �l .. 1 V � AA dflijr �% I��j. OBI ._T1ff M'um :' oRFa slwiesme IIe V.]MLH j ✓ / / LEGEND 25 — PROPOSED INDEX CONTOUR - 5 FT INTERVAL N — PROPOSED INTERMEDATE CONTOUR - 1 FT ' INTERVAL ,"IF -5029--- EXISTING INTERMEDIATE CONTOUR - 1 FT ROCK f.1ECKPAR INTERVAL i UMITS OF DEVELOPMENT VEHICLE TRACKING PAD SILT FENCE A iX gg t g p O ® TYPE M RIPRAP % 3 O 12- WATTLE CHECK DAM i ONEWO 12" ROl( SOCK CHECK DAM AV" aQNn, l ® EROSION CONTROL FABRIC wim O INLET PROTECTION CURB INLET O• INLET PROTECTION AREA INLET O ` ROCK SOCK O HAY OR STRAW DRY 1Y MULCH (1-5X) ® naR CONCRETE WASHOUT NATURAL HABITAT BUFFER ZONE F- ROW DIRECTION a NOTES 1) TOM- LENGTH OF PROPOSED SILT FENCE IS APPROKIMATELY t]AT! LF. 2) ALL DISTURBED AREAS ARE TO BE SEEDED AND MULCHED. S) RAIN GARDENS SHALL BE INSTALLED MERE SHORN TO PROMOTE INFILTRATION AND ENHANCE WATER OVAL" AS REQUIRED BY THE CITY OF FORT COLLINS. 4) STOCK PILES SHALL NOT EXCEED 10IN HEIGHT. 5) ALL OFFSRE AREAS DISTURBED DURING CONSTRUCTION ARE TO BE RE -VEGETATED AND RETURNED TO HISTORIC CONDITION. BMW WATTLES OR GRAVEL INLET FILTERS MAY BE INSTALLED (IF NECESSARY AND AS REQUIRED) ON FASTING, OFFSITEDCNNSTREAM INLETS. 4 8) YFHICLE TMCNING LOCATIONS SHALL BE DETERMINED BY THE CONTRACTOR PRIOR TO ^� CONSTRUCTION. ANDD SHALL BE INSTALLED ACCORDINGLY. L� D SEE SHEET CIXI AND C-00E FOR EROSION CONTROL NOTES AND DETAILS. B)ALL P UNOEROMIN PIPE SHALL BE SCHEDULE 40 WITH MTEWDGHT JOINTS. B) CONTRACTOR SHALL PHASE CONSTRUCTION OF MIN GARDENS PER THE FOLLOWING PROCESS. A) CONSTRUCT UNPERFORATED PORTIONS OF MIN GARDEN UNDERDRAIN OUTFALLS DURING OVERLOTMD POND CONSTRUCTION. UNPERFORATED STUBS SHALL BE CAPPED AND MARKED. CONTRACTOR SHALL NOT INSTALL THE MIN GARDEN BIORETENTION SAND MEDIA OR GRAVEL UYERSAT THIS TIME. B) ONCE PAVEMENT SURFACES RAVE BEEN CONSTRUCTED AND BUILDING PADS HAVE HAD 4 ®®e ®® PERIMETER EROSION CONTROL MEASURES INSTALLED CONTRACTOR SHALL INSTALL PERFORATED PORTIONS OF RNN GARDEN UNDERDRNNS CONNECTING TO THE UNPERFOPATEDSTUSS. AT THIS TIME THE CONTRACTOR SHALL INSTALL THE MIN GARDEN CNECI(PL BY tGah BIORETENTION SAND MEDIA AND GRAVEL LAYERS. OPSIWFD BY'. !NmrA 10) EROSION CONTROL PLANS AT A SMALLER SCALE ME PROVIDED IN THE PLAN SET. SEE EXHIBIT PLAN SHEETS EX-001 AND EX 002. OMWN BY'. RMmml City of Fort Collins, Colorado UTILITY PLAN APPROVAL APPROhD: City Engineer Me CHECKED BY: Water k Wmtexater Utility Dole CHECKED BY: Stormvater Utility to CHECKED BY: Parks h Recrecdan Dote CHECKED BY: Traffic Engineer DMa CHECKED BY: EnWronmental Former Date CALL UTILITY NOTIFICATION CENTER OF COLOtADO 1-800-922-1987 � Li UfEMA«NP THESE PLANS HAVE BEEN REVIEWED BY THE LOAM ENTITY FOR CONCEPT ONLY. WE REVIEW DOES NOT IMPLY RESPONSIBILITY BY THE REVIEWING DEPARTMENT. THE LOCAL ENTRY ENGINEER. OR THE LOCAL ENTITY FOR ACCURACY AND CORRECTNESS OF THE CALCULATIONS. FURTHERMORE. THE REVIEW DOES NOT IMPLY THAT QUANTITIES OF ITEMS ON THE PLANS ARE THE FINAL OUAMITIES REQUIRED. THE REYIEN SHALL NOT BE CONSTRUED IN ANY REASON AS ACCEPTANCE OF FINANCIAL RESPONSIBILDY BY THE LOCAL ENTITY FOR ADDITIONAL QUANTITIES OF ITEMS SHOWN THAT My BE REQUIRED WRING THE CONSTRUCTION PHASE. W (n Z EE O g w° J Z 0 X O In Z 3o u W 0 Z F 0 FA Y LL LL w j,�pWpp011REC/y./ V v 0.Wn I H3251 = 'AO.r`I�Y 1��uFs z�x,mYONALx HGI�a 6B11 MenaTMNO' /2/IB SHEET No: GOO OF !2 IYe SrRAw EALA: p Rep% SLGM rXE IND BiAK ED. AS QUAD, To WCK AS 910>N, MI5 LCTYL TO OURE ST.WOARO EROSION AND SEDIMENT CONTROL S➢ _ ENSURE or a rILIC-T YHACING sxNl BE CONslxucnOx vWl xOlEs ON 1U [I.13D M aERTiCIL ttf-ro-xE.N IIDWr (Ar BASED September Am INTERVALS WERE I T HEIGHT IS EXCEEDED BT 4EPE So Nq,rh-y aRtiv mua y- Y[maruvlal an (1) no« carried be ad find al leas) Twee ku Set naps plies' met DC Mr L). ' TA WST O arAeE fees me 2. SEDIMENT AND GRAVEL SHALL BE IMMEDIATELY REMOVED FROM TRAVELED WAY OF ROADS. EROSION CONTROL CURB INLET GRIALVEL FILNER w eam aw W IRS Am AN .1hor cew1IW rwY .A sN'IE�tiI6M aI45L�10 n.4 r ran y x_rm o-ss my' O WR1r6 YEMGlY6 1'dl M. 4 mMSE mEaTF mA mwxErt � M[RPFp]fKt. Nl aR6. I �LOUIv]x(a) Ci xo[n yXxe W. <wv,m xa amC�y(uwUSxmmS�TFP/GLLYDI FA¢ AMsOEa) cCOMPL3 MAN YERALL AN Year SHOW (W NaArs} mr rt5rr, a eWwfM. NSA MVY.N CKNhG CE y'. EISGMKNCF➢ wNY,N PXl YOM Or a. e. weS MEDIA own. Y yCVREO USUAL YEARSYEARSRIWS' OR OW 16 AT f wXIF16 µwG ALL ,Xxxrs AND AT BY ttxRRe AN UWS An 50]ri. ,X OF RTFA feMt K an YTWMAf TOWRC uEDr RnorEROSION Par �mm rK AOIX pIO.O9W. 3 e.ef.,._ r;}aerr rm�em, saoav SITE DE RON: a Onaits tWrvdion which consists of gratlFg. utilitfirri y Hope, parking lot, roadway, one building adion. O. one top odlNllea of planned In one (dlowing apuwce: 1. CI q and GrvbDing neceaaory far pttNneter cwlyda z. ma amman CET perimeter <om.da. As3. D Nion of existing OspnOM. structures. and site hems, as Applicable. 4. GI q of site and olisite roadway improvement area faIf e r South Cdleg„ Avenue. S. Von \ catructbn to exw site a for oifele South Cdlege Avenue' hasirvclun 6. R ay and Parking Lot Cwa\ruction, Building Construction y. St Motion, inclueinseeeing B. R va of cwlyd measures C. one $it trains approximately 20.09 acres. one entire site is expected to undergo Ne0ln tl/w grading, with some a0eitlwal ofhite gmeinq taxing place to tie-in to eaatF pograpny and aapawt rwewpy impmwmw\a. e. Raliwa On AN 0.25 belwe cmatrvctiory Rational •C' fir0.58 after construction (indueF South eg< Avenue impmvemwte). Th< site IIm wilnin the Yodttole Rainldl Erotlibill toll Low wne Erotlibllily zwe pin me GtY or Fort collFa Hone mega. WTm the emstF 1< sloped of approximately 1E to )f., Ua now imDrovemwls will be auDpcted to bot inn One minlell NOaiM. AN Me pr � lopment and currwt property cwsista of Dretldnlnontly tlkt with iniwmillwt the L Card pat n pollution aid will be o vM55etl In rag Sor cl wovraM Ostler Maine separate comes Ad Card n Design. Thtte will be no wM1'de storage or droning an site. here w11 be no Chain I storage an site. g. Thtte m y be wLClpaled non-slormweltt <omDonmta of exnarge M1. The flow s ream normal ng eMltt ew Is Robert BwLake. locates at the souls and of the plcperty Robert Benson LOke di5cnwgtl 10 on irrigation ditch. which tlr9CM1wgCe to FOa91 Geek R Tn inand ultimately Outlets to the Pouere River. Storm sots rvnoll how me a.wlovm wos f the site will be o-ap enomea to wduw te eetwpwaa via overlanan d anent R >weles%cM1annNa, cub and qualm, inlets, one storm newer pipe. SITE MAP IL See Or, n. Age h Erosion Control Plan. nYP'B F TORMWAIER POLLUTION PREVENTION: As Ereelan a Setliment Conhds Se Erosive Cwtrd Noted and Sequence Tonle (omen a,eet). n. Matxi waling and Spill Drewntlon: Meawrea should be undertaken to contrd wstry � materials and waste, one enpoaal of exceed crtte (if applicable) to W�re Ca rd d other matttFls do not lww the edand < entw the regions detentioan n pwtlfAS mvwtutlly outlets to me Poudre River. Canwate, building malariaY, waste, Mind cI p fey-protlucls aM1oultl not be diacnwged into the w-site storm sewer system w en 1 may wttt me w-ere aelwuan "no. In me event of d wan tram the site Flo s tt system o OH -site regiwal eetwllw Dwe, eDDreDrlote m 9n0ultl undttlakw immediately to Temps one yillea maleria9 and prevent future spills it I curpng. FINAL ST ZARON AND LONG-TERM STORMWATER MANAGEMENT: o. See Err I An ConUd Noted this anwt for final slapilizalion meomm to cenlyd pollutants In At 'atom dracnaraes. a. Mwsur snwla be undertakes to remove excess waste products how one site and dispose mean waste matttiala Orr -one In an svo rappme manner. In aaauw, Should be una«tokw to limit off -site 0 tracking of mud and aeMla spillage homwr Iw leaving the site. Mud and debris snoultl not be imckea along roadways and all tl to enter non-Droteclea tlroinoge ways which discharge eventually into me Pware INSPELII AND YAINIENANCE: o. Inwwt antl maMtenanca enwla be undertaken m a regular DOaia as outlFetl In Section of me Terms and Conditions of me COPS f»nerol permit. eltx Bkpnl>tzD%F<cw, tMD%>rbp BYMby K«Dy 8m, ILL, weppe.N qIY. Mwl pr9.gglere Al SEED MIXES Praths Am 013 Ifinal TUChrul WAY least laid a lesream P..Wly s MAN Mft R VAR 15% ART ral AN less 17.2 "ALL (Woods NEED mm m Domall, MAY PAY mgepw,� PAY Yoncan awl am rare w AM �w TxeaRus m E,.orW. �m : A�ewxmm Fam MwW� ,mmvum ere „m AeYYye 00 4w,vnee e'Loearm a,Wly^�pl� 211 y�:am.:o.I.w amr awely fix ¢a «a, PAYw•,n Tema anllea cetir szv Rm• _saeo [ummonwrw I,m =r;.n� M eWmm� rl,ola•, x n nry � pemv or er mnw. 1: v.,.Mx, ewaavW swam• _ rm. a n.. Arms Tn or ins wrs•pnn ArwwaMnn p,.v wvlgvam'PMnrnw �t ru�rr..av°�aI m 173 epr�eL�xalma O�M srWru,rw.. _ t[aM lama eV tlarea,prrarelenelY Mulching shall be used to assist in eetabllenmwt of wgetatlon. One or more PI the following mulches sndl be used with a groan Irene mixture. or o temporary wgetatiw w cover Top. Mulch AccwlODle Delee of use ADDIIcaIiM Role Straw or Hoy .inn 01 - Dec 31 t 1/2-2 two/sore HyamwF (wide w paper) Ma. Is -May 15 1 1/2-2 tome/acre Erosion control (mots or blankets) Dan Ot - Dec 31 Not opDlicable Hay w straw mulch Nall be free of noxilmus weeds one at level 50E of the Ober moll be 10 Inches by e In ImgIM1. Men seeding with native grottoes soy hwn a native qma is a auggwtee mulching materiah if owilable. If Irrigatiw Is us", nyer[ulk mulches may be applied from March 15 through Sep 30. Hay w Straw Mulch 1. liay Or straw mddn will be encnerea to the Foil by one of one following malnetle: (o) A crimptt wM1kn will crimp the fiber four Inches Or more Into the soil. At legal 50E of the fiber shall be tp inches or more in Iwgtn. (b) Manufactured mulch netting installed over the nay or straw according to manufadurtta' Instructions. (c) TaGlf<re eprayee�n me mulch to the d nufoureie wnmeneallon. 2. An straw w nay must the Tree of noxious weeee. CLASSIFICATION AND GRADATION OF ORDINARY RIPRAP aawA K a Tmu wDDar swuER siac s� [BGIIATWN nynl nc cM[r1 9S IN vDL<Ws) I�aKRsl L1Ass e•• m - 1m Y s0 - m x 23 - •A 10 6 x - 10 1 dAs 12 m - 1m ma0 m - m :m xs - m m 12 3- m J wa m 1m Ins •A - A 05 z- m ns 1e x- D D CIAS$ xe 1m 1.`M n- an 1m D - W 655 24 x - 10 ]] 1(IN PMIpL 51¢. Ai IFISi •A WRGM Of M W5g SINLL W STLN6 EgM1 i0 m IMCLI 1WH n<Od x. ^ wRY dl 4 m 1 $IX SLCPES M RpP ROCX a SLCP6 ME SRCWR. City of Fort Collins, Colorado UTILITY PLAN APPROVAL DPRW D: City Engineer Dd< CHECKED BY: water k Wastewater Utility Dale CHECKED BY: Stormwdn Wilily me CHECKED BY: Porky A R«realan Me CHECKED By: Tralfk Engineer Ode CIEC%ED BY: FnMpdnmwml wanner ode THESE VL a Ryan FALL IRIIIIY NOTIFMADON CENTER OF COLORAOD 1-800-922-1987 rah oeper. an wio W W Z N_y Hv Q Q W J Z � o Z J 0 W 0 Z {j o U LL Q N� 1>. W PUNS HAVE BEEN REVIEWED BY ME NpO�RE js"'wt LOCAL ENRtt FOR CONCEPT ONLY. THE uo� }a - REVIEW GOES NOT INKY RESPONSIBILITY BY o � �9a� ME REVIEWING pEPMMEIB, THE LOLL '__ 143251 EVDtt ENGINEER. OR ME LOCAL ENTITY FOR A (eve ACCURACY AND CORRECTNESS OF THE CALCULATIONS. FURTHERMORE, THE REVIEW DUES NOT IMPLY THAT VUANTRIES OF LIENS �n�NAuu,�s' ON ME PLAINS THE FINLL OUANfI11E5 REQUIRED. THE REVIEW SHALL Npi BE CONSTRUED IN ANY REASON AS ACCFPYAVCE xp WDICOs OF FINANCIAL RESPONSIBILITY BY THE LOCAL 3yldyle EMItt FOR ADDITIONAL DUANTIRES OF ITEMS SHOWN THAT MAY BE REQUIRED DURING ME SHEET No: 0008 CONSTRUCTION PHASE. 8 OF !1 w eam aw W IRS Am AN .1hor cew1IW rwY .A sN'IE�tiI6M aI45L�10 n.4 r ran y x_rm o-ss my' O WR1r6 YEMGlY6 1'dl M. 4 mMSE mEaTF mA mwxErt � M[RPFp]fKt. Nl aR6. I �LOUIv]x(a) Ci xo[n yXxe W. <wv,m xa amC�y(uwUSxmmS�TFP/GLLYDI FA¢ AMsOEa) cCOMPL3 MAN YERALL AN Year SHOW (W NaArs} mr rt5rr, a eWwfM. NSA MVY.N CKNhG CE y'. EISGMKNCF➢ wNY,N PXl YOM Or a. e. weS MEDIA own. Y yCVREO USUAL YEARSYEARSRIWS' OR OW 16 AT f wXIF16 µwG ALL ,Xxxrs AND AT BY ttxRRe AN UWS An 50]ri. ,X OF RTFA feMt K an YTWMAf TOWRC uEDr RnorEROSION Par �mm rK AOIX pIO.O9W. 3 e.ef.,._ r;}aerr rm�em, saoav SITE DE RON: a Onaits tWrvdion which consists of gratlFg. utilitfirri y Hope, parking lot, roadway, one building adion. O. one top odlNllea of planned In one (dlowing apuwce: 1. CI q and GrvbDing neceaaory far pttNneter cwlyda z. ma amman CET perimeter <om.da. As3. D Nion of existing OspnOM. structures. and site hems, as Applicable. 4. GI q of site and olisite roadway improvement area faIf e r South Cdleg„ Avenue. S. Von \ catructbn to exw site a for oifele South Cdlege Avenue' hasirvclun 6. R ay and Parking Lot Cwa\ruction, Building Construction y. St Motion, inclueinseeeing B. R va of cwlyd measures C. one $it trains approximately 20.09 acres. one entire site is expected to undergo Ne0ln tl/w grading, with some a0eitlwal ofhite gmeinq taxing place to tie-in to eaatF pograpny and aapawt rwewpy impmwmw\a. e. Raliwa On AN 0.25 belwe cmatrvctiory Rational •C' fir0.58 after construction (indueF South eg< Avenue impmvemwte). Th< site IIm wilnin the Yodttole Rainldl Erotlibill toll Low wne Erotlibllily zwe pin me GtY or Fort collFa Hone mega. WTm the emstF 1< sloped of approximately 1E to )f., Ua now imDrovemwls will be auDpcted to bot inn One minlell NOaiM. AN Me pr � lopment and currwt property cwsista of Dretldnlnontly tlkt with iniwmillwt the L Card pat n pollution aid will be o vM55etl In rag Sor cl wovraM Ostler Maine separate comes Ad Card n Design. Thtte will be no wM1'de storage or droning an site. here w11 be no Chain I storage an site. g. Thtte m y be wLClpaled non-slormweltt <omDonmta of exnarge M1. The flow s ream normal ng eMltt ew Is Robert BwLake. locates at the souls and of the plcperty Robert Benson LOke di5cnwgtl 10 on irrigation ditch. which tlr9CM1wgCe to FOa91 Geek R Tn inand ultimately Outlets to the Pouere River. Storm sots rvnoll how me a.wlovm wos f the site will be o-ap enomea to wduw te eetwpwaa via overlanan d anent R >weles%cM1annNa, cub and qualm, inlets, one storm newer pipe. SITE MAP IL See Or, n. Age h Erosion Control Plan. nYP'B F TORMWAIER POLLUTION PREVENTION: As Ereelan a Setliment Conhds Se Erosive Cwtrd Noted and Sequence Tonle (omen a,eet). n. Matxi waling and Spill Drewntlon: Meawrea should be undertaken to contrd wstry � materials and waste, one enpoaal of exceed crtte (if applicable) to W�re Ca rd d other matttFls do not lww the edand < entw the regions detentioan n pwtlfAS mvwtutlly outlets to me Poudre River. Canwate, building malariaY, waste, Mind cI p fey-protlucls aM1oultl not be diacnwged into the w-site storm sewer system w en 1 may wttt me w-ere aelwuan "no. In me event of d wan tram the site Flo s tt system o OH -site regiwal eetwllw Dwe, eDDreDrlote m 9n0ultl undttlakw immediately to Temps one yillea maleria9 and prevent future spills it I curpng. FINAL ST ZARON AND LONG-TERM STORMWATER MANAGEMENT: o. See Err I An ConUd Noted this anwt for final slapilizalion meomm to cenlyd pollutants In At 'atom dracnaraes. a. Mwsur snwla be undertakes to remove excess waste products how one site and dispose mean waste matttiala Orr -one In an svo rappme manner. In aaauw, Should be una«tokw to limit off -site 0 tracking of mud and aeMla spillage homwr Iw leaving the site. Mud and debris snoultl not be imckea along roadways and all tl to enter non-Droteclea tlroinoge ways which discharge eventually into me Pware INSPELII AND YAINIENANCE: o. Inwwt antl maMtenanca enwla be undertaken m a regular DOaia as outlFetl In Section of me Terms and Conditions of me COPS f»nerol permit. eltx Bkpnl>tzD%F<cw, tMD%>rbp BYMby K«Dy 8m, ILL, weppe.N qIY. Mwl pr9.gglere Al SEED MIXES Praths Am 013 Ifinal TUChrul WAY least laid a lesream P..Wly s MAN Mft R VAR 15% ART ral AN less 17.2 "ALL (Woods NEED mm m Domall, MAY PAY mgepw,� PAY Yoncan awl am rare w AM �w TxeaRus m E,.orW. �m : A�ewxmm Fam MwW� ,mmvum ere „m AeYYye 00 4w,vnee e'Loearm a,Wly^�pl� 211 y�:am.:o.I.w amr awely fix ¢a «a, PAYw•,n Tema anllea cetir szv Rm• _saeo [ummonwrw I,m =r;.n� M eWmm� rl,ola•, x n nry � pemv or er mnw. 1: v.,.Mx, ewaavW swam• _ rm. a n.. Arms Tn or ins wrs•pnn ArwwaMnn p,.v wvlgvam'PMnrnw �t ru�rr..av°�aI m 173 epr�eL�xalma O�M srWru,rw.. _ t[aM lama eV tlarea,prrarelenelY Mulching shall be used to assist in eetabllenmwt of wgetatlon. One or more PI the following mulches sndl be used with a groan Irene mixture. or o temporary wgetatiw w cover Top. Mulch AccwlODle Delee of use ADDIIcaIiM Role Straw or Hoy .inn 01 - Dec 31 t 1/2-2 two/sore HyamwF (wide w paper) Ma. Is -May 15 1 1/2-2 tome/acre Erosion control (mots or blankets) Dan Ot - Dec 31 Not opDlicable Hay w straw mulch Nall be free of noxilmus weeds one at level 50E of the Ober moll be 10 Inches by e In ImgIM1. Men seeding with native grottoes soy hwn a native qma is a auggwtee mulching materiah if owilable. If Irrigatiw Is us", nyer[ulk mulches may be applied from March 15 through Sep 30. Hay w Straw Mulch 1. liay Or straw mddn will be encnerea to the Foil by one of one following malnetle: (o) A crimptt wM1kn will crimp the fiber four Inches Or more Into the soil. At legal 50E of the fiber shall be tp inches or more in Iwgtn. (b) Manufactured mulch netting installed over the nay or straw according to manufadurtta' Instructions. (c) TaGlf<re eprayee�n me mulch to the d nufoureie wnmeneallon. 2. An straw w nay must the Tree of noxious weeee. CLASSIFICATION AND GRADATION OF ORDINARY RIPRAP aawA K a Tmu wDDar swuER siac s� [BGIIATWN nynl nc cM[r1 9S IN vDL<Ws) I�aKRsl L1Ass e•• m - 1m Y s0 - m x 23 - •A 10 6 x - 10 1 dAs 12 m - 1m ma0 m - m :m xs - m m 12 3- m J wa m 1m Ins •A - A 05 z- m ns 1e x- D D CIAS$ xe 1m 1.`M n- an 1m D - W 655 24 x - 10 ]] 1(IN PMIpL 51¢. Ai IFISi •A WRGM Of M W5g SINLL W STLN6 EgM1 i0 m IMCLI 1WH n<Od x. ^ wRY dl 4 m 1 $IX SLCPES M RpP ROCX a SLCP6 ME SRCWR. City of Fort Collins, Colorado UTILITY PLAN APPROVAL DPRW D: City Engineer Dd< CHECKED BY: water k Wastewater Utility Dale CHECKED BY: Stormwdn Wilily me CHECKED BY: Porky A R«realan Me CHECKED By: Tralfk Engineer Ode CIEC%ED BY: FnMpdnmwml wanner ode THESE VL a Ryan FALL IRIIIIY NOTIFMADON CENTER OF COLORAOD 1-800-922-1987 rah oeper. an wio W W Z N_y Hv Q Q W J Z � o Z J 0 W 0 Z {j o U LL Q N� 1>. W PUNS HAVE BEEN REVIEWED BY ME NpO�RE js"'wt LOCAL ENRtt FOR CONCEPT ONLY. THE uo� }a - REVIEW GOES NOT INKY RESPONSIBILITY BY o � �9a� ME REVIEWING pEPMMEIB, THE LOLL '__ 143251 EVDtt ENGINEER. OR ME LOCAL ENTITY FOR A (eve ACCURACY AND CORRECTNESS OF THE CALCULATIONS. FURTHERMORE, THE REVIEW DUES NOT IMPLY THAT VUANTRIES OF LIENS �n�NAuu,�s' ON ME PLAINS THE FINLL OUANfI11E5 REQUIRED. THE REVIEW SHALL Npi BE CONSTRUED IN ANY REASON AS ACCFPYAVCE xp WDICOs OF FINANCIAL RESPONSIBILITY BY THE LOCAL 3yldyle EMItt FOR ADDITIONAL DUANTIRES OF ITEMS SHOWN THAT MAY BE REQUIRED DURING ME SHEET No: 0008 CONSTRUCTION PHASE. 8 OF !1 I �LOUIv]x(a) Ci xo[n yXxe W. <wv,m xa amC�y(uwUSxmmS�TFP/GLLYDI FA¢ AMsOEa) cCOMPL3 MAN YERALL AN Year SHOW (W NaArs} mr rt5rr, a eWwfM. NSA MVY.N CKNhG CE y'. EISGMKNCF➢ wNY,N PXl YOM Or a. e. weS MEDIA own. Y yCVREO USUAL YEARSYEARSRIWS' OR OW 16 AT f wXIF16 µwG ALL ,Xxxrs AND AT BY ttxRRe AN UWS An 50]ri. ,X OF RTFA feMt K an YTWMAf TOWRC uEDr RnorEROSION Par �mm rK AOIX pIO.O9W. 3 e.ef.,._ r;}aerr rm�em, saoav SITE DE RON: a Onaits tWrvdion which consists of gratlFg. utilitfirri y Hope, parking lot, roadway, one building adion. O. one top odlNllea of planned In one (dlowing apuwce: 1. CI q and GrvbDing neceaaory far pttNneter cwlyda z. ma amman CET perimeter <om.da. As3. D Nion of existing OspnOM. structures. and site hems, as Applicable. 4. GI q of site and olisite roadway improvement area faIf e r South Cdleg„ Avenue. S. Von \ catructbn to exw site a for oifele South Cdlege Avenue' hasirvclun 6. R ay and Parking Lot Cwa\ruction, Building Construction y. St Motion, inclueinseeeing B. R va of cwlyd measures C. one $it trains approximately 20.09 acres. one entire site is expected to undergo Ne0ln tl/w grading, with some a0eitlwal ofhite gmeinq taxing place to tie-in to eaatF pograpny and aapawt rwewpy impmwmw\a. e. Raliwa On AN 0.25 belwe cmatrvctiory Rational •C' fir0.58 after construction (indueF South eg< Avenue impmvemwte). Th< site IIm wilnin the Yodttole Rainldl Erotlibill toll Low wne Erotlibllily zwe pin me GtY or Fort collFa Hone mega. WTm the emstF 1< sloped of approximately 1E to )f., Ua now imDrovemwls will be auDpcted to bot inn One minlell NOaiM. AN Me pr � lopment and currwt property cwsista of Dretldnlnontly tlkt with iniwmillwt the L Card pat n pollution aid will be o vM55etl In rag Sor cl wovraM Ostler Maine separate comes Ad Card n Design. Thtte will be no wM1'de storage or droning an site. here w11 be no Chain I storage an site. g. Thtte m y be wLClpaled non-slormweltt <omDonmta of exnarge M1. The flow s ream normal ng eMltt ew Is Robert BwLake. locates at the souls and of the plcperty Robert Benson LOke di5cnwgtl 10 on irrigation ditch. which tlr9CM1wgCe to FOa91 Geek R Tn inand ultimately Outlets to the Pouere River. Storm sots rvnoll how me a.wlovm wos f the site will be o-ap enomea to wduw te eetwpwaa via overlanan d anent R >weles%cM1annNa, cub and qualm, inlets, one storm newer pipe. SITE MAP IL See Or, n. Age h Erosion Control Plan. nYP'B F TORMWAIER POLLUTION PREVENTION: As Ereelan a Setliment Conhds Se Erosive Cwtrd Noted and Sequence Tonle (omen a,eet). n. Matxi waling and Spill Drewntlon: Meawrea should be undertaken to contrd wstry � materials and waste, one enpoaal of exceed crtte (if applicable) to W�re Ca rd d other matttFls do not lww the edand < entw the regions detentioan n pwtlfAS mvwtutlly outlets to me Poudre River. Canwate, building malariaY, waste, Mind cI p fey-protlucls aM1oultl not be diacnwged into the w-site storm sewer system w en 1 may wttt me w-ere aelwuan "no. In me event of d wan tram the site Flo s tt system o OH -site regiwal eetwllw Dwe, eDDreDrlote m 9n0ultl undttlakw immediately to Temps one yillea maleria9 and prevent future spills it I curpng. FINAL ST ZARON AND LONG-TERM STORMWATER MANAGEMENT: o. See Err I An ConUd Noted this anwt for final slapilizalion meomm to cenlyd pollutants In At 'atom dracnaraes. a. Mwsur snwla be undertakes to remove excess waste products how one site and dispose mean waste matttiala Orr -one In an svo rappme manner. In aaauw, Should be una«tokw to limit off -site 0 tracking of mud and aeMla spillage homwr Iw leaving the site. Mud and debris snoultl not be imckea along roadways and all tl to enter non-Droteclea tlroinoge ways which discharge eventually into me Pware INSPELII AND YAINIENANCE: o. Inwwt antl maMtenanca enwla be undertaken m a regular DOaia as outlFetl In Section of me Terms and Conditions of me COPS f»nerol permit. eltx Bkpnl>tzD%F<cw, tMD%>rbp BYMby K«Dy 8m, ILL, weppe.N qIY. Mwl pr9.gglere Al SEED MIXES Praths Am 013 Ifinal TUChrul WAY least laid a lesream P..Wly s MAN Mft R VAR 15% ART ral AN less 17.2 "ALL (Woods NEED mm m Domall, MAY PAY mgepw,� PAY Yoncan awl am rare w AM �w TxeaRus m E,.orW. �m : A�ewxmm Fam MwW� ,mmvum ere „m AeYYye 00 4w,vnee e'Loearm a,Wly^�pl� 211 y�:am.:o.I.w amr awely fix ¢a «a, PAYw•,n Tema anllea cetir szv Rm• _saeo [ummonwrw I,m =r;.n� M eWmm� rl,ola•, x n nry � pemv or er mnw. 1: v.,.Mx, ewaavW swam• _ rm. a n.. Arms Tn or ins wrs•pnn ArwwaMnn p,.v wvlgvam'PMnrnw �t ru�rr..av°�aI m 173 epr�eL�xalma O�M srWru,rw.. _ t[aM lama eV tlarea,prrarelenelY Mulching shall be used to assist in eetabllenmwt of wgetatlon. One or more PI the following mulches sndl be used with a groan Irene mixture. or o temporary wgetatiw w cover Top. Mulch AccwlODle Delee of use ADDIIcaIiM Role Straw or Hoy .inn 01 - Dec 31 t 1/2-2 two/sore HyamwF (wide w paper) Ma. Is -May 15 1 1/2-2 tome/acre Erosion control (mots or blankets) Dan Ot - Dec 31 Not opDlicable Hay w straw mulch Nall be free of noxilmus weeds one at level 50E of the Ober moll be 10 Inches by e In ImgIM1. Men seeding with native grottoes soy hwn a native qma is a auggwtee mulching materiah if owilable. If Irrigatiw Is us", nyer[ulk mulches may be applied from March 15 through Sep 30. Hay w Straw Mulch 1. liay Or straw mddn will be encnerea to the Foil by one of one following malnetle: (o) A crimptt wM1kn will crimp the fiber four Inches Or more Into the soil. At legal 50E of the fiber shall be tp inches or more in Iwgtn. (b) Manufactured mulch netting installed over the nay or straw according to manufadurtta' Instructions. (c) TaGlf<re eprayee�n me mulch to the d nufoureie wnmeneallon. 2. An straw w nay must the Tree of noxious weeee. CLASSIFICATION AND GRADATION OF ORDINARY RIPRAP aawA K a Tmu wDDar swuER siac s� [BGIIATWN nynl nc cM[r1 9S IN vDL<Ws) I�aKRsl L1Ass e•• m - 1m Y s0 - m x 23 - •A 10 6 x - 10 1 dAs 12 m - 1m ma0 m - m :m xs - m m 12 3- m J wa m 1m Ins •A - A 05 z- m ns 1e x- D D CIAS$ xe 1m 1.`M n- an 1m D - W 655 24 x - 10 ]] 1(IN PMIpL 51¢. Ai IFISi •A WRGM Of M W5g SINLL W STLN6 EgM1 i0 m IMCLI 1WH n<Od x. ^ wRY dl 4 m 1 $IX SLCPES M RpP ROCX a SLCP6 ME SRCWR. City of Fort Collins, Colorado UTILITY PLAN APPROVAL DPRW D: City Engineer Dd< CHECKED BY: water k Wastewater Utility Dale CHECKED BY: Stormwdn Wilily me CHECKED BY: Porky A R«realan Me CHECKED By: Tralfk Engineer Ode CIEC%ED BY: FnMpdnmwml wanner ode THESE VL a Ryan FALL IRIIIIY NOTIFMADON CENTER OF COLORAOD 1-800-922-1987 rah oeper. an wio W W Z N_y Hv Q Q W J Z � o Z J 0 W 0 Z {j o U LL Q N� 1>. W PUNS HAVE BEEN REVIEWED BY ME NpO�RE js"'wt LOCAL ENRtt FOR CONCEPT ONLY. THE uo� }a - REVIEW GOES NOT INKY RESPONSIBILITY BY o � �9a� ME REVIEWING pEPMMEIB, THE LOLL '__ 143251 EVDtt ENGINEER. OR ME LOCAL ENTITY FOR A (eve ACCURACY AND CORRECTNESS OF THE CALCULATIONS. FURTHERMORE, THE REVIEW DUES NOT IMPLY THAT VUANTRIES OF LIENS �n�NAuu,�s' ON ME PLAINS THE FINLL OUANfI11E5 REQUIRED. THE REVIEW SHALL Npi BE CONSTRUED IN ANY REASON AS ACCFPYAVCE xp WDICOs OF FINANCIAL RESPONSIBILITY BY THE LOCAL 3yldyle EMItt FOR ADDITIONAL DUANTIRES OF ITEMS SHOWN THAT MAY BE REQUIRED DURING ME SHEET No: 0008 CONSTRUCTION PHASE. 8 OF !1 L Card pat n pollution aid will be o vM55etl In rag Sor cl wovraM Ostler Maine separate comes Ad Card n Design. Thtte will be no wM1'de storage or droning an site. here w11 be no Chain I storage an site. g. Thtte m y be wLClpaled non-slormweltt <omDonmta of exnarge M1. The flow s ream normal ng eMltt ew Is Robert BwLake. locates at the souls and of the plcperty Robert Benson LOke di5cnwgtl 10 on irrigation ditch. which tlr9CM1wgCe to FOa91 Geek R Tn inand ultimately Outlets to the Pouere River. Storm sots rvnoll how me a.wlovm wos f the site will be o-ap enomea to wduw te eetwpwaa via overlanan d anent R >weles%cM1annNa, cub and qualm, inlets, one storm newer pipe. SITE MAP IL See Or, n. Age h Erosion Control Plan. nYP'B F TORMWAIER POLLUTION PREVENTION: As Ereelan a Setliment Conhds Se Erosive Cwtrd Noted and Sequence Tonle (omen a,eet). n. Matxi waling and Spill Drewntlon: Meawrea should be undertaken to contrd wstry � materials and waste, one enpoaal of exceed crtte (if applicable) to W�re Ca rd d other matttFls do not lww the edand < entw the regions detentioan n pwtlfAS mvwtutlly outlets to me Poudre River. Canwate, building malariaY, waste, Mind cI p fey-protlucls aM1oultl not be diacnwged into the w-site storm sewer system w en 1 may wttt me w-ere aelwuan "no. In me event of d wan tram the site Flo s tt system o OH -site regiwal eetwllw Dwe, eDDreDrlote m 9n0ultl undttlakw immediately to Temps one yillea maleria9 and prevent future spills it I curpng. FINAL ST ZARON AND LONG-TERM STORMWATER MANAGEMENT: o. See Err I An ConUd Noted this anwt for final slapilizalion meomm to cenlyd pollutants In At 'atom dracnaraes. a. Mwsur snwla be undertakes to remove excess waste products how one site and dispose mean waste matttiala Orr -one In an svo rappme manner. In aaauw, Should be una«tokw to limit off -site 0 tracking of mud and aeMla spillage homwr Iw leaving the site. Mud and debris snoultl not be imckea along roadways and all tl to enter non-Droteclea tlroinoge ways which discharge eventually into me Pware INSPELII AND YAINIENANCE: o. Inwwt antl maMtenanca enwla be undertaken m a regular DOaia as outlFetl In Section of me Terms and Conditions of me COPS f»nerol permit. eltx Bkpnl>tzD%F<cw, tMD%>rbp BYMby K«Dy 8m, ILL, weppe.N qIY. Mwl pr9.gglere Al SEED MIXES Praths Am 013 Ifinal TUChrul WAY least laid a lesream P..Wly s MAN Mft R VAR 15% ART ral AN less 17.2 "ALL (Woods NEED mm m Domall, MAY PAY mgepw,� PAY Yoncan awl am rare w AM �w TxeaRus m E,.orW. �m : A�ewxmm Fam MwW� ,mmvum ere „m AeYYye 00 4w,vnee e'Loearm a,Wly^�pl� 211 y�:am.:o.I.w amr awely fix ¢a «a, PAYw•,n Tema anllea cetir szv Rm• _saeo [ummonwrw I,m =r;.n� M eWmm� rl,ola•, x n nry � pemv or er mnw. 1: v.,.Mx, ewaavW swam• _ rm. a n.. Arms Tn or ins wrs•pnn ArwwaMnn p,.v wvlgvam'PMnrnw �t ru�rr..av°�aI m 173 epr�eL�xalma O�M srWru,rw.. _ t[aM lama eV tlarea,prrarelenelY Mulching shall be used to assist in eetabllenmwt of wgetatlon. One or more PI the following mulches sndl be used with a groan Irene mixture. or o temporary wgetatiw w cover Top. Mulch AccwlODle Delee of use ADDIIcaIiM Role Straw or Hoy .inn 01 - Dec 31 t 1/2-2 two/sore HyamwF (wide w paper) Ma. Is -May 15 1 1/2-2 tome/acre Erosion control (mots or blankets) Dan Ot - Dec 31 Not opDlicable Hay w straw mulch Nall be free of noxilmus weeds one at level 50E of the Ober moll be 10 Inches by e In ImgIM1. Men seeding with native grottoes soy hwn a native qma is a auggwtee mulching materiah if owilable. If Irrigatiw Is us", nyer[ulk mulches may be applied from March 15 through Sep 30. Hay w Straw Mulch 1. liay Or straw mddn will be encnerea to the Foil by one of one following malnetle: (o) A crimptt wM1kn will crimp the fiber four Inches Or more Into the soil. At legal 50E of the fiber shall be tp inches or more in Iwgtn. (b) Manufactured mulch netting installed over the nay or straw according to manufadurtta' Instructions. (c) TaGlf<re eprayee�n me mulch to the d nufoureie wnmeneallon. 2. An straw w nay must the Tree of noxious weeee. CLASSIFICATION AND GRADATION OF ORDINARY RIPRAP aawA K a Tmu wDDar swuER siac s� [BGIIATWN nynl nc cM[r1 9S IN vDL<Ws) I�aKRsl L1Ass e•• m - 1m Y s0 - m x 23 - •A 10 6 x - 10 1 dAs 12 m - 1m ma0 m - m :m xs - m m 12 3- m J wa m 1m Ins •A - A 05 z- m ns 1e x- D D CIAS$ xe 1m 1.`M n- an 1m D - W 655 24 x - 10 ]] 1(IN PMIpL 51¢. Ai IFISi •A WRGM Of M W5g SINLL W STLN6 EgM1 i0 m IMCLI 1WH n<Od x. ^ wRY dl 4 m 1 $IX SLCPES M RpP ROCX a SLCP6 ME SRCWR. City of Fort Collins, Colorado UTILITY PLAN APPROVAL DPRW D: City Engineer Dd< CHECKED BY: water k Wastewater Utility Dale CHECKED BY: Stormwdn Wilily me CHECKED BY: Porky A R«realan Me CHECKED By: Tralfk Engineer Ode CIEC%ED BY: FnMpdnmwml wanner ode THESE VL a Ryan FALL IRIIIIY NOTIFMADON CENTER OF COLORAOD 1-800-922-1987 rah oeper. an wio W W Z N_y Hv Q Q W J Z � o Z J 0 W 0 Z {j o U LL Q N� 1>. W PUNS HAVE BEEN REVIEWED BY ME NpO�RE js"'wt LOCAL ENRtt FOR CONCEPT ONLY. THE uo� }a - REVIEW GOES NOT INKY RESPONSIBILITY BY o � �9a� ME REVIEWING pEPMMEIB, THE LOLL '__ 143251 EVDtt ENGINEER. OR ME LOCAL ENTITY FOR A (eve ACCURACY AND CORRECTNESS OF THE CALCULATIONS. FURTHERMORE, THE REVIEW DUES NOT IMPLY THAT VUANTRIES OF LIENS �n�NAuu,�s' ON ME PLAINS THE FINLL OUANfI11E5 REQUIRED. THE REVIEW SHALL Npi BE CONSTRUED IN ANY REASON AS ACCFPYAVCE xp WDICOs OF FINANCIAL RESPONSIBILITY BY THE LOCAL 3yldyle EMItt FOR ADDITIONAL DUANTIRES OF ITEMS SHOWN THAT MAY BE REQUIRED DURING ME SHEET No: 0008 CONSTRUCTION PHASE. 8 OF !1 a. Mwsur snwla be undertakes to remove excess waste products how one site and dispose mean waste matttiala Orr -one In an svo rappme manner. In aaauw, Should be una«tokw to limit off -site 0 tracking of mud and aeMla spillage homwr Iw leaving the site. Mud and debris snoultl not be imckea along roadways and all tl to enter non-Droteclea tlroinoge ways which discharge eventually into me Pware INSPELII AND YAINIENANCE: o. Inwwt antl maMtenanca enwla be undertaken m a regular DOaia as outlFetl In Section of me Terms and Conditions of me COPS f»nerol permit. eltx Bkpnl>tzD%F<cw, tMD%>rbp BYMby K«Dy 8m, ILL, weppe.N qIY. Mwl pr9.gglere Al SEED MIXES Praths Am 013 Ifinal TUChrul WAY least laid a lesream P..Wly s MAN Mft R VAR 15% ART ral AN less 17.2 "ALL (Woods NEED mm m Domall, MAY PAY mgepw,� PAY Yoncan awl am rare w AM �w TxeaRus m E,.orW. �m : A�ewxmm Fam MwW� ,mmvum ere „m AeYYye 00 4w,vnee e'Loearm a,Wly^�pl� 211 y�:am.:o.I.w amr awely fix ¢a «a, PAYw•,n Tema anllea cetir szv Rm• _saeo [ummonwrw I,m =r;.n� M eWmm� rl,ola•, x n nry � pemv or er mnw. 1: v.,.Mx, ewaavW swam• _ rm. a n.. Arms Tn or ins wrs•pnn ArwwaMnn p,.v wvlgvam'PMnrnw �t ru�rr..av°�aI m 173 epr�eL�xalma O�M srWru,rw.. _ t[aM lama eV tlarea,prrarelenelY Mulching shall be used to assist in eetabllenmwt of wgetatlon. One or more PI the following mulches sndl be used with a groan Irene mixture. or o temporary wgetatiw w cover Top. Mulch AccwlODle Delee of use ADDIIcaIiM Role Straw or Hoy .inn 01 - Dec 31 t 1/2-2 two/sore HyamwF (wide w paper) Ma. Is -May 15 1 1/2-2 tome/acre Erosion control (mots or blankets) Dan Ot - Dec 31 Not opDlicable Hay w straw mulch Nall be free of noxilmus weeds one at level 50E of the Ober moll be 10 Inches by e In ImgIM1. Men seeding with native grottoes soy hwn a native qma is a auggwtee mulching materiah if owilable. If Irrigatiw Is us", nyer[ulk mulches may be applied from March 15 through Sep 30. Hay w Straw Mulch 1. liay Or straw mddn will be encnerea to the Foil by one of one following malnetle: (o) A crimptt wM1kn will crimp the fiber four Inches Or more Into the soil. At legal 50E of the fiber shall be tp inches or more in Iwgtn. (b) Manufactured mulch netting installed over the nay or straw according to manufadurtta' Instructions. (c) TaGlf<re eprayee�n me mulch to the d nufoureie wnmeneallon. 2. An straw w nay must the Tree of noxious weeee. CLASSIFICATION AND GRADATION OF ORDINARY RIPRAP aawA K a Tmu wDDar swuER siac s� [BGIIATWN nynl nc cM[r1 9S IN vDL<Ws) I�aKRsl L1Ass e•• m - 1m Y s0 - m x 23 - •A 10 6 x - 10 1 dAs 12 m - 1m ma0 m - m :m xs - m m 12 3- m J wa m 1m Ins •A - A 05 z- m ns 1e x- D D CIAS$ xe 1m 1.`M n- an 1m D - W 655 24 x - 10 ]] 1(IN PMIpL 51¢. Ai IFISi •A WRGM Of M W5g SINLL W STLN6 EgM1 i0 m IMCLI 1WH n<Od x. ^ wRY dl 4 m 1 $IX SLCPES M RpP ROCX a SLCP6 ME SRCWR. City of Fort Collins, Colorado UTILITY PLAN APPROVAL DPRW D: City Engineer Dd< CHECKED BY: water k Wastewater Utility Dale CHECKED BY: Stormwdn Wilily me CHECKED BY: Porky A R«realan Me CHECKED By: Tralfk Engineer Ode CIEC%ED BY: FnMpdnmwml wanner ode THESE VL a Ryan FALL IRIIIIY NOTIFMADON CENTER OF COLORAOD 1-800-922-1987 rah oeper. an wio W W Z N_y Hv Q Q W J Z � o Z J 0 W 0 Z {j o U LL Q N� 1>. W PUNS HAVE BEEN REVIEWED BY ME NpO�RE js"'wt LOCAL ENRtt FOR CONCEPT ONLY. THE uo� }a - REVIEW GOES NOT INKY RESPONSIBILITY BY o � �9a� ME REVIEWING pEPMMEIB, THE LOLL '__ 143251 EVDtt ENGINEER. OR ME LOCAL ENTITY FOR A (eve ACCURACY AND CORRECTNESS OF THE CALCULATIONS. FURTHERMORE, THE REVIEW DUES NOT IMPLY THAT VUANTRIES OF LIENS �n�NAuu,�s' ON ME PLAINS THE FINLL OUANfI11E5 REQUIRED. THE REVIEW SHALL Npi BE CONSTRUED IN ANY REASON AS ACCFPYAVCE xp WDICOs OF FINANCIAL RESPONSIBILITY BY THE LOCAL 3yldyle EMItt FOR ADDITIONAL DUANTIRES OF ITEMS SHOWN THAT MAY BE REQUIRED DURING ME SHEET No: 0008 CONSTRUCTION PHASE. 8 OF !1 shall be used to assist in eetabllenmwt of wgetatlon. One or more PI the following mulches sndl be used with a groan Irene mixture. or o temporary wgetatiw w cover Top. Mulch AccwlODle Delee of use ADDIIcaIiM Role Straw or Hoy .inn 01 - Dec 31 t 1/2-2 two/sore HyamwF (wide w paper) Ma. Is -May 15 1 1/2-2 tome/acre Erosion control (mots or blankets) Dan Ot - Dec 31 Not opDlicable Hay w straw mulch Nall be free of noxilmus weeds one at level 50E of the Ober moll be 10 Inches by e In ImgIM1. Men seeding with native grottoes soy hwn a native qma is a auggwtee mulching materiah if owilable. If Irrigatiw Is us", nyer[ulk mulches may be applied from March 15 through Sep 30. Hay w Straw Mulch 1. liay Or straw mddn will be encnerea to the Foil by one of one following malnetle: (o) A crimptt wM1kn will crimp the fiber four Inches Or more Into the soil. At legal 50E of the fiber shall be tp inches or more in Iwgtn. (b) Manufactured mulch netting installed over the nay or straw according to manufadurtta' Instructions. (c) TaGlf<re eprayee�n me mulch to the d nufoureie wnmeneallon. 2. An straw w nay must the Tree of noxious weeee. CLASSIFICATION AND GRADATION OF ORDINARY RIPRAP aawA K a Tmu wDDar swuER siac s� [BGIIATWN nynl nc cM[r1 9S IN vDL<Ws) I�aKRsl L1Ass e•• m - 1m Y s0 - m x 23 - •A 10 6 x - 10 1 dAs 12 m - 1m ma0 m - m :m xs - m m 12 3- m J wa m 1m Ins •A - A 05 z- m ns 1e x- D D CIAS$ xe 1m 1.`M n- an 1m D - W 655 24 x - 10 ]] 1(IN PMIpL 51¢. Ai IFISi •A WRGM Of M W5g SINLL W STLN6 EgM1 i0 m IMCLI 1WH n<Od x. ^ wRY dl 4 m 1 $IX SLCPES M RpP ROCX a SLCP6 ME SRCWR. City of Fort Collins, Colorado UTILITY PLAN APPROVAL DPRW D: City Engineer Dd< CHECKED BY: water k Wastewater Utility Dale CHECKED BY: Stormwdn Wilily me CHECKED BY: Porky A R«realan Me CHECKED By: Tralfk Engineer Ode CIEC%ED BY: FnMpdnmwml wanner ode THESE VL a Ryan FALL IRIIIIY NOTIFMADON CENTER OF COLORAOD 1-800-922-1987 rah oeper. an wio W W Z N_y Hv Q Q W J Z � o Z J 0 W 0 Z {j o U LL Q N� 1>. W PUNS HAVE BEEN REVIEWED BY ME NpO�RE js"'wt LOCAL ENRtt FOR CONCEPT ONLY. THE uo� }a - REVIEW GOES NOT INKY RESPONSIBILITY BY o � �9a� ME REVIEWING pEPMMEIB, THE LOLL '__ 143251 EVDtt ENGINEER. OR ME LOCAL ENTITY FOR A (eve ACCURACY AND CORRECTNESS OF THE CALCULATIONS. FURTHERMORE, THE REVIEW DUES NOT IMPLY THAT VUANTRIES OF LIENS �n�NAuu,�s' ON ME PLAINS THE FINLL OUANfI11E5 REQUIRED. THE REVIEW SHALL Npi BE CONSTRUED IN ANY REASON AS ACCFPYAVCE xp WDICOs OF FINANCIAL RESPONSIBILITY BY THE LOCAL 3yldyle EMItt FOR ADDITIONAL DUANTIRES OF ITEMS SHOWN THAT MAY BE REQUIRED DURING ME SHEET No: 0008 CONSTRUCTION PHASE. 8 OF !1 1(IN PMIpL 51¢. Ai IFISi •A WRGM Of M W5g SINLL W STLN6 EgM1 i0 m IMCLI 1WH n<Od x. ^ wRY dl 4 m 1 $IX SLCPES M RpP ROCX a SLCP6 ME SRCWR. City of Fort Collins, Colorado UTILITY PLAN APPROVAL DPRW D: City Engineer Dd< CHECKED BY: water k Wastewater Utility Dale CHECKED BY: Stormwdn Wilily me CHECKED BY: Porky A R«realan Me CHECKED By: Tralfk Engineer Ode CIEC%ED BY: FnMpdnmwml wanner ode THESE VL a Ryan FALL IRIIIIY NOTIFMADON CENTER OF COLORAOD 1-800-922-1987 rah oeper. an wio W W Z N_y Hv Q Q W J Z � o Z J 0 W 0 Z {j o U LL Q N� 1>. W PUNS HAVE BEEN REVIEWED BY ME NpO�RE js"'wt LOCAL ENRtt FOR CONCEPT ONLY. THE uo� }a - REVIEW GOES NOT INKY RESPONSIBILITY BY o � �9a� ME REVIEWING pEPMMEIB, THE LOLL '__ 143251 EVDtt ENGINEER. OR ME LOCAL ENTITY FOR A (eve ACCURACY AND CORRECTNESS OF THE CALCULATIONS. FURTHERMORE, THE REVIEW DUES NOT IMPLY THAT VUANTRIES OF LIENS �n�NAuu,�s' ON ME PLAINS THE FINLL OUANfI11E5 REQUIRED. THE REVIEW SHALL Npi BE CONSTRUED IN ANY REASON AS ACCFPYAVCE xp WDICOs OF FINANCIAL RESPONSIBILITY BY THE LOCAL 3yldyle EMItt FOR ADDITIONAL DUANTIRES OF ITEMS SHOWN THAT MAY BE REQUIRED DURING ME SHEET No: 0008 CONSTRUCTION PHASE. 8 OF !1 FALL IRIIIIY NOTIFMADON CENTER OF COLORAOD 1-800-922-1987 rah oeper. an wio W W Z N_y Hv Q Q W J Z � o Z J 0 W 0 Z {j o U LL Q N� 1>. W PUNS HAVE BEEN REVIEWED BY ME NpO�RE js"'wt LOCAL ENRtt FOR CONCEPT ONLY. THE uo� }a - REVIEW GOES NOT INKY RESPONSIBILITY BY o � �9a� ME REVIEWING pEPMMEIB, THE LOLL '__ 143251 EVDtt ENGINEER. OR ME LOCAL ENTITY FOR A (eve ACCURACY AND CORRECTNESS OF THE CALCULATIONS. FURTHERMORE, THE REVIEW DUES NOT IMPLY THAT VUANTRIES OF LIENS �n�NAuu,�s' ON ME PLAINS THE FINLL OUANfI11E5 REQUIRED. THE REVIEW SHALL Npi BE CONSTRUED IN ANY REASON AS ACCFPYAVCE xp WDICOs OF FINANCIAL RESPONSIBILITY BY THE LOCAL 3yldyle EMItt FOR ADDITIONAL DUANTIRES OF ITEMS SHOWN THAT MAY BE REQUIRED DURING ME SHEET No: 0008 CONSTRUCTION PHASE. 8 OF !1 PUNS HAVE BEEN REVIEWED BY ME NpO�RE js"'wt LOCAL ENRtt FOR CONCEPT ONLY. THE uo� }a - REVIEW GOES NOT INKY RESPONSIBILITY BY o � �9a� ME REVIEWING pEPMMEIB, THE LOLL '__ 143251 EVDtt ENGINEER. OR ME LOCAL ENTITY FOR A (eve ACCURACY AND CORRECTNESS OF THE CALCULATIONS. FURTHERMORE, THE REVIEW DUES NOT IMPLY THAT VUANTRIES OF LIENS �n�NAuu,�s' ON ME PLAINS THE FINLL OUANfI11E5 REQUIRED. THE REVIEW SHALL Npi BE CONSTRUED IN ANY REASON AS ACCFPYAVCE xp WDICOs OF FINANCIAL RESPONSIBILITY BY THE LOCAL 3yldyle EMItt FOR ADDITIONAL DUANTIRES OF ITEMS SHOWN THAT MAY BE REQUIRED DURING ME SHEET No: 0008 CONSTRUCTION PHASE. 8 OF !1 41'. a P_Ivr Nerer xOIFa: Cluva166m9119fF. VaYa ✓r.f MrxmW b b rwle NET Or .n.w pin moo w m..n A A b B C B C ImradmYsa a.wtlunY wMgo RwxrMeyl Pm l _.m FAA To s RFnP.. ir4mR " FngeaAriauanx. IT'IMOI CHANNEL INSTALLATION DETAIL e MM ewxe mM Nrwx.n � p� NET 2yn� Me NEW MIAMI "I qMINI MAN � a �. Of �w�EVENT a or m� Ea Aw_ p w aIft x:w a ATIramp mN N w ��'waM� _.el: meN ��e Qom l m w dr4 [bV romm rb M � b_gsxwawr[Nan larm.xwl.n p.wMe MENE, ME p �r� .r Rom r F�gpaKfAayaa �• meeml N +m,n, w xrwe e pee Zen w e__qu wm"w RI w New4p anRECENT"I qW r mprm rl�bei EXT T One raw 411 NMn. T� VVkMM ,Mumweuawq qrp rn�ww nq MM Y rsFp SLOPE INSTALLATION DETAIL r 1j 111�11111111. ;R)I IFI 1191 II II IT I HIM II II II ♦ ♦y I It ♦ aaII=11 II 11= NN 11NNN11 II II II nnunnu 1 non=n=nn n= �i n n ll'—lI=1SNNZICIL'= - / Aa IC=IFI 11 II II n 4♦?aavva),]I= 54S@Oi r r_n_n_n:=d=il - 01 BB.MIe. �wrem. a xrmx w w a ro- apmnm Peanen.w. e..Naw.Igm..om mN FgmwNsae.epx. m.pan.wNw perrM mNUN msxn.+aa.rN.'an.u.Neae�wp evlEm�1 •w o- •.mM.. n SLOPE 2.OD I. D = III = STATE CLASSIFICATION FOR MINIMAL STONE SITE. ALL EDGES VILL BE 'T➢ED' IMO ABOVE DIMENSION. IF RIP -RAP TO BE GROUTED. GROUT SHALL BE BI ACCORDANCE TO ASTKC1107-LATEST REVISION. GROUT SHALL BE VIBRATED IN PLACE, TOPS OF EXPOSED RIP -RAP WILL BE MET BRUSHED AND CLENIE➢ OF GROUT TO EXPOSE RIP -RAP COLOR. 1210 B.-a li�lm 12' FEB. m N \� eAer. lever. comi. Dim SECTION A ww I Warceim I M NO, NmN Fmo OF Aw 11Ns as GIIN.,IC mm Spe1L6. M 91E OY61I1MIm mismai as F MOODY PFImF wis sew w SOL TIE CM Mlsl E srlx N1 YPf0FAB1E lslq (Is RL ME. magam I as 9YRF/CE 9011.E K T16 OWNER PRER'bNI M CpgYIE V T DEAL S OR A lND MTE OgIRO NE 9gRB BE VSEO. Novemseir 2010 U NlO ilooE Control Uislncl UNa Dominate Criteria Manual Volurre3 MM-1 i Concrete Washout Area (CWA) ENEENNE WNSPFLIBW FKx .ImINEc w s Nss9i (/ND AIRms EWAII. AIO RAftlY s. ME CM 8WL R/6 LNR ALLN1CRflE RA THE NMEcr B gJCODN y. wEx llE 11R n FPQ rxE BIIIRp NEA N Bem /ND NULX p10DERlE N A WXIFR NNMID ME BI MC I1. LdMBiKlp1. Rna Y/o xW Y.V � wNOMA iG 1 y y F i SILT TIME DUANE ANCIMED IN TEMN ME ATTIVAD TO MET ME XXI TOM TEEMN ME ANT TTIVAL ENTANNETED MENTAL Me MEMENT ME 11TMHK To MET, SILT FENC AT ENERY ENTROMI TO ME CONSFRUCTON IT. AS ENEEDER TO PRIEVENT MET MOSERA. PROM KING MAJOKED ONTO OF STREET, CA TRACKED ONTO CITY SWEET SHOLL K IMM��LY :. }je VINDEMAYMENT TO WTKLX MET AMOK KIND COMPACTIED ONTO WO-G� VEHICLE TRACKING MAT BOOST FORM CALL UTILITY NOTIFICATION CENTER OF COLORADO 1-800-922-1987 (IT KED BY Lferh DE:ICNEDBY. ICOMh DRAWNBY. AWNYmm J W N 0 W p W ° p -L Q Z 0 U In O Z J O Z 0 J W 0 FF- Y Z O U City of Fort Collins, Colorado UTILITY PLAN APPROVAL �p�q� ENTRY FORPEAKS EBEEN coNCEPr oNWYDTnE THE o�'No xnxDYs� APPROVED: REVIEW ODES NOT IMPLY RESPONSIBILITY BY , 'avll City Engineer Dote THE REVIEWING DEPARTMENT. THE LOCAL a HJ251 CHECKED BY. ENTItt ENGINEER. OR ME LOCAL ENTRY FOR Water k Waalexater III Dale ACCURACY AND CORRECTNESS OF THE �r�, /IW�d CALCUUPONS. FURTHERMORE, THE REVIEW `,Syr CHECKED BY: ONAL Stornwater Utility Pota ON T NOT AIMS THAT E FINAL OF ITEMS ON THE PUNS ARE W FINAL OT BEEIES CHECKED BY: CONSREQUITED.RUED THE IN REVIEW SHALL A E Parks k Recrmtion Pole CONSTRUED IN ANY REASON 0.S ACCEPTANCE 9UIOD2 CHECKED BY: OF TYFOFINANCIAL RETIONAL QUANTITIES BY THE LOCAL °^w'<: CWA-0 ban W Flood CaMm dwin Norsmber2810 Trolfc Engineer Pote ENTITY FOR ADDITIONAL O UIRED ES RI ITEMS Urban [Iominage CrilNie Mwuel VoDmE3 SHOWN 1NAT MAY BE REQUIRED DURING THE SHEET NO: C-009 CHECKED BY: CONSTRUCTION PHASE. Environmental Plannv PoleME 8 OF Bra IRA I I M1k'y�,1 i j► II.. A �I A'I,I ; 11W) gem ii ��+,IR1- inie �_oETe2T1pN POHo2a0 39 �, �\ ------------------ NIT JX RIX Pa PEA �., `I� , • \, LIDTABLE New Area (EWHESlte) Site lm nWouSArea 772,830 if 371,145 Red.Mn.ImlMrvlaus Areato to TreateEANOITotal ImaerviouWrea) 271 if Area Treated try UDTreatment Method Ml (MIN GARDEN) (Min 161 Area Treated W USA Treatment Method N1(MIN GARDEN) Min 16238A29) Area Treated by UDTreatment Method KL (W000REEPond M)(B tR bm 17I,051, s( 1W,DJd s1 9GN6sf DEAN Inwe"Iaua ATa Treated Percent UDTMa of Provided for Impierwous Site Area 71US 5t lW NOTES: 1) THE DRNGAGE BASINS SHOWN CH THIB UHIBIT W LL BE CONVEYED TO PROPOSED DETENTION PONDS LOCATED ON SITE. THE DEVELOPED SITE RUNOFF IS P CONVEYED TO THE THE DETENTION FONDS VIA OVERLPND FLOW. PIPE AND INLET SYSTEMS, AND PROPOSEDSVMLESYSTEMS. WATERDUALITYAND DETENTION IS BEING PROVIDED IN THE PROPOSED DETENTION PoNDS. AS WELL AS LID TREATMENT. 2) PLEASE REFER TO THE RATIONAL METHOD eWRt m CALCULATIONS FOR COMBINED/ ATTENUATED FLOW FROM COMBINED BASINS. 0' Sw In, 3) lr OF COOT CLASS'A' BEDDING MATERIAL SHALL BE PLACED UNDER ALL RIPRAP SHORN. LEGEND 4) RIDGE DRNNS VALL DISCHARGE TO UNDERGROUND STORMPIPES. REFERTXEROOFDMJNPLANS -- EF pp;noF-Wr; MCpERn BpIxMRr C-025L-029 FOR DETAILED INFORMATION. .-_ v SEDFLO IRE 5) RUNOFF FROM THE SITE VALL DRMN TO LOW 25 rewixHEs coxrouxs POINTSINLETS. AND PASS THROUGH CURB CUTS. SIDEMALK CHASES, AND SWALE$ BEFORE ENTERING 24 HEW IMRPMELuIE LOMOUPS STORM PIPES. MICH ULTIMATELY DISCHARGE TO THE -5025- EKIaTlwcaxTouRa MINGAROENSAHDOETENTONPONDS. MIN - 5024- - GANDENS AND RIPMP AND GRASS LINED DRAINAGE CHANNELS WILL ENHANCE INFILTRATION NITHIN THE ianxc slonrn vivE nu.•xm;E SITE LIMITS. SITE SMP HILL BE IMPLEMENTED TO REDUCE SEDIMENT TRANSPORT OFFSITE AS SHOWN ON PRePOPHO BORN PIE THE EROSION CONTROL E) HIBIT. PROPOSEDR�FD NAND STORM PPE 6) ALLSTAYORNPIPES AND STRUCTURES (OUTSIDE OF PLAETED BOW/BE PRIVATELY ONARED AND MAINTAINED BV THE NEB PROPOSED DRAINAGE wsxewrvw.vv (PEDCOR) LINE 2) OFFSITE BASIN USA DRAINS SOUTH COLLEGE AVENUE AND OFFSITE FLOWS DIRECTLY INTO ROBERT BENSON - ACRES I C ISO VALUE LAKE. STORM DON COLLEGE AVENUE. WILL DRAIN TO PCND1w ANDFLGN4NLLSEUHDETNNEDANDMILL PASS THROUGH THE POND AND OUTLET STRUCTURE. Q vRorosEooRuw•cE DEsiFALvaxT PROPOSED DRAINAGE BASIN SUMMARY TABLE: DRAINAGE BASIN DESIGN PONT gU1NAGE BAYN0 AREA 14DOe41 'Ctw VALUE Or (Me) DN(cM) I I On IN SASS Ba 2 2 OM O.w 0.9] 4.00 3 2 0.21 0.91 0.50 2.17 4 ♦ O.Mi On 0.99 AN 5 5 0.0 0.91 0" 4.31 S S 0.27 0.52 See 2.18 1 1 0.40 vw 0.96 4.110 6 1 s 1 On I.w I O56 1 214 9 9 SO 100 ul 521 10 10 051 1.00 IN 11,09 Tt It 0,19 o.a0 On 1.70 12 12 0.n 100 0.51 215 13 13 B49 On On 4.0 14 14 0.45 ou a." In 15 15 IN OR Im S.N IS is 1.0 0.N 1.97 BTT 11 11 SIT 0.w on 2.54 IB 15 0.45 IN 1.11 4.57 10 19 om 0.40 am 1l2 10 20 0.114 DOES In 5.04 21 21 0.0 IN In B42 n n 0,20 IN 0,71 2.N 23 23 +Y 0.55 1.13 5.25 24 Be 0.16 0.91 0.33 to 25 He ON 111 1.34 DON 29 2B o 24 0.51 on 1.15 n n ON On 1M 5,16 20 2S ON 0.96 0.75 319 n n 1.0 On 1.12 5.03 OSl DSt aw DOTS 4,10 +SAS POND SUMMARY TABLE: 1011-17 VOLUME VOLUME MEL PROVIDED REWIRED POND DESC (FT) (AI AC -PT) lw DETENTOJPdID s000.w 1.95 1.N III 2w DETENTIONPCND SOOB.w 133 RAIN GARDEN SUMMARY TABLE: TOP VOLUME VOLUME MEL. PROVIDED REQUIRED me IPT) (AGPT) VIC411 POND 1w RNNGMDEN E009.00 012 01l PON0200 RAIN GARDEN I Miam 0 009 0.09 FQ Ho mmmmmmmm (HECKEDBY J.G DBSIGNEDBY: J.GVA DRAWN By RMYW W O M O X Z O W O z Z J d m W OU W W O Z LL FLY THE DETURNETION VOLUME AMATER QUALTY 'HAVE GARDEN DEPTH NOT TC EXCEED 1 TEXT VOLUME PROVIDED NONE W PONE)VOLUARPROHILDED THEDETENTION VOLUME MAY KWpM4 WAlFAaWJ1v VyWE Ex THE TOP OF RAIN GARDEN ELEVATOH AM PACEaEARY)DTH)I VDATER QUALITY VOLUME OF 0 TAX THE I IF DEPTH OF THE PAUL CARDEN IF INDEPENCENT OF THE DETENTION rewA00VF Q City of Fort Collins, Colorado UTILITY PLAN APPROVAL LHOCAL ESE PONSENTITY FOR cHAVE WE EN REVIONENEDTBY THE oPAo pwnDysA APPRDrED RENEW DOES NOT IMPLY RESPONSIBILITY BY ➢��oy City Engineer Date THE REVIEWING DEPARTMENT, THE LOCAL 143251 ,I+}1 E CHECKED BY: ENTITY ENGINEER. OR THE LOCAL ENTIIT FOR ¢_ water & wertexater W(M1y DPte ACCURACY AND CORRECTNESS OF THE CALCUUTIONS. FURTHERMORE, THE REVIEW PS d CHEERED BY: gyp, SIpNMLCN StormRater Utility CUM ON T NOT IMPLY E T E FINAL Q OF REVS "'Apn ~ ON THE PUNS ARE THE FINAL OUPNIn1E5 CHECKED BY: REQUIRED. THE REVIEW SHALL NOT BE Porky & Recreation Wfe CONSTRUED IN ANY REASON AS ACCEPTANCE PwoJacrw: q:C01 CHECKED HY: OF FINANCIAL RESPONSIBILITY BY THE LOCAL EAm Traffic Engineer pate ENTRY FOR ADDITIONAL OUANTTIES OF TENS SHOWN THAT MAY BE REQUIRED DURING THE SHEET NGCHECKED RA: CONSTRUCTION PHASE. Environmental PMnner Date 12 OF