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HomeMy WebLinkAboutRIDGEWOOD HILLS - FDP230019 - SUBMITTAL DOCUMENTS - ROUND 3 - Drainage Related Document Ga '"noway . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . FINAL DRAINAGE 11 REPORT ■ 0 ■ . . . . . . . . . . . . . . . . . . . . RIDGEWOOD HILLS FIFTH FILING FORT COLLINS, COLORADO PREPARED FOR: Goodwin Knight PREPARED BY: Galloway & Company, Inc. 5265 Ronald Regan Blvd., Suite 210 Johnstown, Colorado 80534 Date: June 5, 2024 Revised September 25, 2024 FINAL DRAINAGE REPORT—Ridgewood Hills Fifth Filing September 24, 2024 TABLE OF CONTENTS I. CERTIFICATIONS................................................................................................................................3 CERTIFICATION OF ENGINEER................................................................................................3 CERTIFICATION OF OWNER....................................................................................................3 II. GENERAL LOCATION AND DESCRIPTION .......................................................................................4 SITELOCATION.........................................................................................................................4 DESCRIPTION OF PROPERTY .................................................................................................4 III. DRAINAGE BASINS AND SUB-BASINS.............................................................................................7 MAJOR BASIN DESCRIPTION...................................................................................................7 SUB-BASIN DESCRIPTION........................................................................................................7 IV. DRAINAGE DESIGN CRITERIA....................................................................................................... 10 REGULATIONS........................................................................................................................ 10 DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS............................................. 10 HYDROLOGICAL CRITERIA.................................................................................................... 11 HYDRAULIC CRITERIA............................................................................................................ 12 V. DRAINAGE FACILITY DESIGN......................................................................................................... 13 GENERAL CONCEPT............................................................................................................... 13 VI. EROSION AND SEDIMENT CONTROL MEASURES....................................................................... 16 VII. FLOODPLAIN ................................................................................................................................. 17 VIII. CONCLUSIONS............................................................................................................................. 18 COMPLIANCE WITH STANDARDS.......................................................................................... 18 VARIANCES.............................................................................................................................18 IX. REFERENCES................................................................................................................................. 19 Appendices: A. Appendix A— Reference Material B. Appendix B— Hydrologic Calculations C. Appendix C— Hydraulic Calculations D. Appendix D—Supporting Documentation E. Appendix E —Supporting Documentation Galloway&Company, Inc. Page 2 of 19 FINAL DRAINAGE REPORT—Ridgewood Hills Fifth Filing September 24, 2024 I. CERTIFICATIONS CERTIFICATION OF ENGINEER "I hereby certify that this report for the final drainage design of the Ridgewood Hills Fifth Filing was prepared by me (or under my direct supervision) in accordance with the provisions of the Fort Collins Stormwater Criteria Manual(December 2018) for the owners thereof." To be signed and sealed at time of Final Drainage Report James Prelog, P.E. Registered Professional Engineer State of Colorado No. 0039373 For and on behalf of Galloway & Company, Inc. CERTIFICATION OF OWNER "Goodwin Knight hereby certifies that the drainage facilities for Ridgewood Hills Fifth Filing shall be constructed according to the design presented in this report. We understand that the City of Fort Collins does not and will not assume liability for drainage facilities designed and/or certified by our engineer. We also understand that the City of Fort Collins relies on the representation of others to establish that drainage facilities are designed and constructed in compliance with City of Fort Collins guidelines, standards or specifications. Review by the City of Fort Collins can therefore in no way limit or diminish any liability, which we or any other party may have with respect to the design or construction of such facilities." Goodwin Knight Attest: Name of Responsible Party Notary Public Authorized Signature Galloway&Company, Inc. Page 3 of 19 FINAL DRAINAGE REPORT—Ridgewood Hills Fifth Filing September 24, 2024 II. GENERAL LOCATION AND DESCRIPTION SITE LOCATION The Ridgewood Hills Fifth Filing (hereafter referred to as "the site"or"project site") is a 34.81-acre project site located in the City of Fort Collins, Larimer County, Colorado. The project site is bound to the north by Triangle Drive; to the east by South College Avenue (US HWY 287); and to the south by undeveloped land. The west property boundary is adjacent to parkland and open space to the north and portions of Ridgewood Hills PUD 3rd Filing and Ridgewood Hills Fourth Filing to the south. Ridgewood Hills Fourth Filing is currently under construction. The project site is located on four separate parcels: - Parcel 1 is described as Tract A of the Shenandoah PUD Filing One; - Parcel 2 is described as a portion of the East'/2 of the Southeast '/4 of Section 14, Township 6 North, Range 69 West of the 6th Prime Meridian, in Larimer County Colorado; - Parcel 3 is described as a portion of the East'/2 of the Southeast '/4 of Section 14, Township 6 North, Range 68 West of the 6th Prime Meridian, in Larimer County Colorado; - Parcel 4 is described as a portion of the Tract C of the Shenandoah P.U.D. DESCRIPTION OF PROPERTY The 34.81-acre project site is currently undeveloped and consists of open fallow land. Vegetation on the project site consists of mostly invasive weeds and grasses. The project site currently drains from west to east at slopes ranging from 2%to 50%. The average slopes are between 5% and 10% and the steeper slopes up to 50% occur adjacent to the east property boundary at South College Avenue. Refer to sheets C1.0 and C1.1 — Existing Conditions & Demo Plan in Appendix E. There are several existing delineated natural areas and buffer zones present on the site, as defined by Section 3.4.1 of the City of Fort Collins Land Use Code. There are four wetland areas delineated on the project site—two at the northeast corner of the site, near the intersection of Triangle Drive and South College Avenue and two at the southwest corner of the site (i.e., developed basin WT3). A section of the North Loudon Ditch bisects the project site, which is also classified as a natural area. Proposed development that disturbs these areas and their buffer zones will require mitigation (i.e., developed basin WT2)as required by the Land Use Code. The Robert Benson Lake Inlet Swale (Inlet Swale) bisects the north quarter of the site and conveys off- site drainage (i.e., existing 42" RCP)from the neighborhood to the north of Triangle Drive (Shenandoah PUD Filing One, refer to Appendix D for Northern Engineering storm sewer plan and profile). Diverted flows owned by City of Fort Collins Natural Areas Department and emergency overflow flows (i.e., ±2.0 cfs)from North Louden Ditch also are conveyed through the inlet swale. The Inlet Swale drains to an existing 48" RCP under College Avenue that outlets to Robert Benson Lake to the east. Undetained off-site drainage areas, immediately to the west of the project site, were delineated as part of the Ridgewood Hills PUD V Filing (i.e., OS-4 (Tract N), 821, 917 and 918 per Nolte Associates). These off-site basins were developed as part of the Ridgewood Hills Fourth Filing (Engineer: Owen Consulting Group, Inc.). A small amount of runoff from portions of Ridgewood Hills Fourth Filing basins N-7 and SB- 14 will flow undetained onto the project site and will be routed through as part of the project development. It was the intent of the Ridgewood Hills PUD V Filing drainage design that the majority of the developed runoff from basins OS-4, 821, 917 and 918 was to be captured with Ridgewood Hills Fourth Filing Galloway&Company, Inc. Page 4 of 19 FINAL DRAINAGE REPORT—Ridgewood Hills Fifth Filing September 24, 2024 improvements in Avondale Road and then conveyed to existing storm drain infrastructure in Ridgewood Hills PUD 311 Filing. However, the Ridgewood Hills Fourth Filing design and as-built condition differed. In a memo dated November 30th, 2020, Larry Owen (Owen Consulting Group, Inc.), estimated no runoff from the 2-year minor storm event and 17.8 cfs from the 100-year major storm event entering the proposed Ridgewood Hills Fifth Filing project site as bypass flows from DP11. We understand there is 10' Type R curb inlet at DP B11. An exhibit in Appendix D tracks the general flow path of this runoff through the proposed Ridgewood Hills Fifth Filing project site. As the runoff enters the project along the south curb line of Avondale Road, it should continue flowing past Field View Drive and rejoin the south curb line of Avondale Road. Some runoff may split and flow into Field View Drive. This runoff will follow the east curb line and drain to Design Point (DP) C10. The available ponding depth at DP C10 is limited to±0.42' and overtopping flows drain to DP C14/C15. This is the same design point that bypass flows could drain to following the south curb line of Avondale Road toward Torreys Street. Currently runoff in basin C14 drains southeast in Avondale Road and then southwest into Torreys Street. The minor event flows in basin C14 and the majority of major storm event flows should wrap around the corner and drain to the proposed inlets at DPs C14/C15. The Tc to DPs C14/C15 is±20.5 minutes. This is based on the routed Tc to DP 917 (i.e., ±15.5 minutes) as shown in the Ridgewood Hills PUD 3rd Filing plus the Tc in basin C14 (i.e., ±5.0 minutes). Looking at the Tc, the local peak should have passed by the time off-site flows arrive. Since time of concentration values presented in the above-mentioned memo were not calculated using CoFC methods, we used time of concentration values presented in the Ridgewood Hills PUD 3rd Filing drainage report. Local flooding at DPs C14/C15/C16 should not impact local structures. Once the ponding depth is greater than ±0.60-foot, water will spill into Avondale Road and flow southeast. A copy of the drainage maps from the Ridgewood Hills PUD 3rd Filing and Ridgewood Hills Fourth Filing are included in Appendix D. Proposed improvements with the project site include the construction of multi-family, single-family attached and single-family detached residential units with associated roads, drives and utilities infrastructure. On-site detention of the project site will be divided amongst three separate constructed ponds that will release at 0.2 cfs/ac as mandated by the Fossil Creek Drainage Basin Master Plan. Stormwater quality And Low Impact Development (LID)features will be constructed to satisfy the City of Fort Collins Low Impact Development (LID) and Natural Areas mitigation requirements. According to the Natural Resources Conservation Service (NRCS)Web Soil Survey, the project site consists of a mix of soil types and Hydrologic Soil Groups (HSGs)including: - Fort Collins Loam, HSG `C', 41.9% of total project area - Heldt Clay Loam, HSGs `C', 12.2% - Longmont Clay, HSGs `D', 18.2% - Renohill Clay Loam, HSGs `D', 1.0% - Santana Loam, HSGs `B', 9.7% - Wiley Silt Loam, HSGs `B', 17.0% Galloway&Company, Inc. Page 5 of 19 FINAL DRAINAGE REPORT—Ridgewood Hills Fifth Filing September 24, 2024 The predominant on-site HSG is `C'. Group C soils are described as having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Refer to Appendix A, for the Web Soil Survey and soils information. A geotechnical report was prepared by CTL Thompson, Incorporated in August 2019 for the project site. The report included site-specific borings for the project site. Twelve exploratory borings were performed across the project site and discovered that subsurface conditions generally consisted of sandy clay over weathered and competent bedrock. Bedrock consisted primarily of sandy claystone. Groundwater was observed at depths of approximately 0.5'to 23.5' below the ground surface. Areas that experience shallow groundwater under the existing condition are located primarily at the south end of the site, at the location of the existing wetlands. The shallow groundwater present on the site contributes to the existing wetlands and should help reestablish wetlands within areas proposed as mitigation for those to be disturbed (i.e., developed basin WT2). Proposed site improvements, including the detention ponds, are determined to be above modeled groundwater levels as outlined in the geotechnical report. Galloway&Company, Inc. Page 6 of 19 FINAL DRAINAGE REPORT—Ridgewood Hills Fifth Filing September 24, 2024 III. DRAINAGE BASINS AND SUB-BASINS MAJOR BASIN DESCRIPTION The project site is enveloped entirely within the Fossil Creek drainage basin, as delineated by the City of Fort Collins Drainage Basin Master Plan. The Drainage Basin Master Plan was approved by City Council in June of 2004 and describes the flooding history of the specified basins and offers guidance for new development within the basins. On-site detention is required to detain the 100-year developed storm event and release it at the 2-year historic release rate. In the Fossil Creek drainage basin, the 2-year historic release rate is 0.2 cfs/acre. The project site is shown on FEMA Map Number 08069C1200F. The floodplain map indicates the project exists within Zone X-Area of Minimal Flood Hazard and is, therefore, not impacted by an existing flood plai n/floodway. Refer to Appendix A for a Firmette of the Flood Plain Hazard Map. SUB-BASIN DESCRIPTION The sub-basin development included herein is intentionally general with respect to the on-site developed drainage basins. More detail is provided in section IV. DRAINAGE FACILITY DESIGN. Refer to Appendix E for sheets C12.0 and C12.1, Drainage Plan. Detailed information does follow for the off-site basins located west of the project site. OFF-SITE Ridgewood Hills PUD 31 Filing and Ridgewood Hills Fourth Filing Off-Site Basins: Several off-site basins exist along the west property boundary and were originally delineated with the Ridgewood Hills PUD 3rd Filing development and consist of portions of single-family residential lots, paved roadway associated with the Avondale Road extension to the east and undeveloped fallow land (i.e., basins OS-4, 821, 917 and 918). Under current conditions, runoff from these basins sheet flows directly onto the project site. Upon completion of the Ridgewood Hills Fourth Filing, the Avondale Road extension and the majority of the developed areas are captured and routed to existing Pond #2 constructed with Ridgewood Hills PUD 3rd Filing. A small portion of Ridgewood Hills Fourth Filing along the west property boundary slopes sharply to the project site (i.e., portions of basins N-7 and SB14) and will not be captured and directed to the existing detention pond. These areas will remain undeveloped and will primarily consist of lawn and landscaped areas. The basins will be diverted at the property boundary via a system of swales and curb and gutter and directed into the Ridgewood Hills Fifth Filing storm drain system. Shenandoah PUD Filing One Off-Site Basins: The basins consist of a developed neighborhood subdivision to the north of Triangle Drive. These basins were delineated with the Shenandoah PUD Filing One development and consist of portions of single-family residential lots, paved roadways, sidewalk, landscape and other hardscape. These basins are captured via a system of underground storm drain that discharges on the project site into the Inlet Swale. The existing 42" RCP underground storm drain from the Shenandoah PUD Filing One (refer to Appendix D for a copy of the approved storm drain plan and profile)will be re-routed through the project site where it will discharge into the Inlet Swale and eventually into the 48" RCP culvert under South College Avenue that discharges into Robert Benson Lake. Galloway&Company, Inc. Page 7 of 19 FINAL DRAINAGE REPORT—Ridgewood Hills Fifth Filing September 24, 2024 Louden Irrigation Ditch: A portion of the Louden Irrigation Ditch bisects the existing project site. The anticipated flows for the ditch are a maximum of 5 cfs per North Louden Ditch and Reservoir Company. On-site basins B1 and B2.1 drain directly to the lateral and produce approximately 1.7 cfs total in the 100- year event. The ditch enters the site at the south property boundary, where it meanders across the property, generally from south to north. The ditch enters a culvert near the north property line at Triangle Drive where it passes under the street and resumes open-channel flow north of Triangle Drive. The Ridgewood Hills Fifth Filing project requires the relocation of the ditch. The ditch will still enter the site at the south property boundary where it will continue in its current configuration to a point north and west of the large existing wetland at the southwest corner of the site. There, the ditch will be intercepted and conveyed via an underground pipe system to the northeast. The ditch then resumes open-channel flow as it crosses onto a neighboring property to the east. It is then intercepted again with an underground pipe system as it re-enters the site further north and continues toward the culvert at Triangle Drive via a combined open channel and underground piping system. A portion of the open-channel conveyance north of Castle View Drive will be within the existing ditch before being intercepted again by an underground piping system directed to the culvert at Triangle Drive. The ditch continues its current conveyance pattern north of the Triangle Drive culvert. The North Louden Ditch and Reservoir Company is in agreement with the design and is satisfactory in meeting Louden Ditch Board Standards. ON-SITE A-Basins: These basins are compositionally similar and comprised of the north and east portion of the project site, east of Strasburg Drive, Strasburg Drive, and portions of Castle View Drive, west of Strasburg Drive. The composition of the development consists of the building roof areas from the multifamily buildings and clubhouse building, asphalt, curb and gutter, sidewalks, landscaping and outdoor amenity areas. These basins are intended to be captured via the on-site storm drain system and routed to Pond A at the northeast corner of the site, near the intersections of South College Avenue and Triangle Drive. The outlet flows from Pond A will be routed to the Inlet Swale and eventually into the existing 48" RCP storm drain that passes under South College Avenue and discharges into Robert Benson Lake. B-Basins: These basins are compositionally similar and are comprised of a portion of the proposed Castle View Drive right-of-way; a portion of the Field View Drive right-of-way, north of Avondale Road; a portion of the east right-of-way of the Avondale Road extension, north of Field View Drive; and a portion of the detached single-family buildings to the east of Pyramid Vista Way. Basin B1 and B2.1 are landscaping area and regraded swale for Benson Lateral. The composition of development consists of paved roadways and sidewalks, paved parking areas, roof areas from detached single-family homes, landscaped areas and other hardscape. These basins are intended to be captured via the curb and gutter, overland flow and on-site storm drain system and routed to Pond B to the southwest of the intersection of Strasburg Drive and Castle View Drive. The outlet flows from Pond B will be routed to the Inlet Swale via a storm drain system and eventually into the existing 48" RCP storm drain that passes under College Avenue and discharges into Robert Benson Lake. C-Basins: These basins are compositionally similar and are comprised of the Avondale Road right-of- way extension, south of Field View Drive; the detached single-family buildings to the north and south of Field View Drive, east of Avondale Road; the proposed Maroon Vista Way, Pyramid Vista Way and Grand Way; and the attached single-family buildings along Torreys Street and Field View Drive. The composition of development consists of paved roadways and sidewalks, paved parking areas, roof areas from attached and detached single-family homes, landscaped areas and other hardscape. These basins are Galloway&Company, Inc. Page 8 of 19 FINAL DRAINAGE REPORT—Ridgewood Hills Fifth Filing September 24, 2024 intended to be captured via the on-site storm drain system and routed to Pond C at the southwest corner of the site. The outlet flows from Pond C will be routed to the existing 24" RCP that runs parallel to the south property boundary and discharges into Stanton Creek on the east side of South College Avenue. D-Basins: These basins are not to be captured and conveyed offsite via the proposed on-site storm drain system. Basins D2 and D3 are largely comprised landscaped areas and sidewalk that runs parallel to South College Avenue. Due to the location of these basins directly adjacent to the South College Avenue right-of-way, runoff generated in these basins cannot be captured via the on-site storm drain system and will runoff directly into College Avenue. Basin D4 consists of the Basin D4 consists of landscaped areas. Existing runoff in this basin flows north in a swale to an existing FES (DP 14 in Shenandoah PUD Filing One) and outfalls into POND 18 (Shenandoah PUD Filing One). The proposed condition, which reduced the tributary area (0.748 ac to 0.29 ac), should have a negligible impact on the existing detention pond. Due to the location of basin D5 directly adjacent to the Triangle Drive right-of-way, runoff generated in these basins cannot be captured via the on-site drainage system and will runoff directly into Triangle Drive. Basin D5 is similar in size and composition (i.e., vegetation)to the existing condition as well as the portion of basin 19 south of Triangle Drive that was delineated with Shenandoah PUD Filing One. Basin D6 is located along the south property boundary of the site and consists of the existing wetland area and vegetation. Runoff from this basin will sheet flow east along existing grades and off-site. Galloway&Company, Inc. Page 9 of 19 FINAL DRAINAGE REPORT—Ridgewood Hills Fifth Filing September 24, 2024 IV. DRAINAGE DESIGN CRITERIA REGULATIONS This final drainage design presented herein is prepared in accordance with the Fort Collins Stormwater Criteria Manual(December 2018). DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS The project site is enveloped entirely within the Fossil Creek drainage basin, as delineated by the City of Fort Collins Drainage Basin Master Plan. The Drainage Basin Master Plan was approved by City Council in June of 2004 and describes the flooding history of the specified basins and offers guidance for new development within the basins. Several site-specific constraints helped develop the Low Impact Design Water Quality BMPs and detention pond design presented here. • The outfall for proposed Detention Pond A and Detention Pond B is the inlet swale at the northeast corner of the site that drains to a 48" RCP culvert under South College Avenue. • The outfall for the proposed Detention Pond C is a 24" RCP storm sewer that runs parallel to the south property boundary. This storm sewer passes under South College Avenue where it discharges into Stanton Creek on the west side of South College Avenue. The 24" RCP was designed and constructed with the Ridgewood Hills P.U.D. 3rd Filing. • The project site currently drains from west to east at slopes ranging from 2%to 50%. The steeper slopes up to 50% occur adjacent to the east property boundary at South College Avenue; however, slopes as steep as 30% exist at several locations throughout the project site. • The property has direct frontage along South College Avenue to the east and Triangle Drive to the north. • The existing soils are unsuitable for infiltrating stormwater runoff and generally consist of clayey sand/sandy lean clay and/or lean clay with sand subsoils. Due to the project site being encumbered by these constraints, we developed a strategy for implementing "The Four-Step Process"for stormwater quality management to the Maximum Extent Practicable (MEP). Each step is listed below along with a brief narrative describing the implementation strategy. Step 1 —Employ Runoff Reduction Practices To the Maximum Extent Practicable (MEP)the proposed development plan will Minimize Directly Connected Impervious Areas (MDCIA) by directing roof runoff in the B-and C-basins to lot line grass- lined and landscaped swales before draining to the adjacent curb and gutter. All developed runoff from the A-, B-and C-basins will be routed through on-site detention ponds Pond A, Pond B and Pond C, respectively. The detention ponds will restrict the flowrate of stormwater leaving the site and reduce the impact on downstream drainage areas. Step 2—Implement BMPs that provide a Water Quality Capture Volume The proposed design allows for±90% of the project's newly added impervious area to be routed through an approved LID water quality treatment Best Management Practice (BMP). - In the A-basins, ±39% of the total newly added impervious area will be routed through an ADS StormTech chamber system; - In the C-basins, ±51% of the total newly added impervious area will be routed through a Rain Garden (RG)/bioretention area. Galloway&Company, Inc. Page 10 of 19 FINAL DRAINAGE REPORT—Ridgewood Hills Fifth Filing September 24, 2024 The developed runoff from the basins, which will not be routed through an LID BMP, will be treated for water quality in an Extended Detention Basin (EDB) in Pond B before it is piped directly into the Inlet Swale that flows into the 48" RCP culvert under South College Avenue. Step 3—Stabilize Drainageways Portions of the existing Louden Ditch are to be removed and replaced with an underground pipe system. The Robert Benson Lake Inlet Swale will be preserved to the greatest extent possible. Tributary areas to the Inlet Swale will be piped across the project site. Earthen swales and embankments will be stabilized with vegetation. Retaining Walls are proposed along the east side of the project site to allow for the proposed grading to tie-into the existing grades. Step 4—Implement site specific and other source control BMPs An erosion and sediment control plan and Stormwater Management Plan will be implemented to prevent erosion and control sediment on the project site and downstream drainageways during and after construction. HYDROLOGICAL CRITERIA For urban catchments that are not complex and generally 160 acres or less in size, it is acceptable to estimate the design storm runoff with the rational method. The rational method is often used when only the peak flow rate or total volume of runoff is needed (e.g., inlet sizing, storm sewer sizing or simple detention basin sizing). The Rational Method is based on the Rational Formula: Q= CA where: Q= Peak rate of runoff, cfs C= Runoff coefficient, dimensionless i= Average intensity for a duration equal to the time of concentration, in/hr A = area, acres The runoff coefficient, C, for each basin is a weighted average of the runoff coefficient associated with each surface type (e.g., asphalt/concrete = 0.95). Refer to Appendix A and Table 3.2-2 which lists the runoff coefficient associated with common surface types and Table 3.2-3 which lists the Frequency Adjustment Factors (Cf)that were used to adjust the runoff coefficients for lower probability storm events. The one-hour rainfall Intensity-Duration-Frequency tables for use with the Rational Method of runoff analysis are provided in Table 3.4.1 (refer to Appendix B). The 2-year and 100-year storm events serve as the basis for the drainage system design. The 2-year storm is considered the minor storm event. It has a fifty percent probability of exceedance during any given year. The 100-year storm is considered the major storm event. It has a one percent probability of exceedance in any given year. The 2-year drainage system, at a minimum, must be designed to transport runoff from the 2-year recurrence interval storm event with minimal disruption to the environment. The 100-year drainage Galloway&Company, Inc. Page 11 of 19 FINAL DRAINAGE REPORT—Ridgewood Hills Fifth Filing September 24, 2024 system, as a minimum, must be designed to convey runoff from the 100-year recurrence interval flood to minimize life hazards and health, damage to structures, and interruption to traffic and services. HYDRAULIC CRITERIA STREET CAPACITY ANALYSIS The street encroachment standards presented Table 2.1-1 were used to establish minor storm event street capacity, and the street encroachment standards in Table 2.1-2 were used to establish major storm event street capacity. The minor storm event street capacities were estimated with the Modified Manning Equation and Excel. The major storm event street capacities were estimated using Bentley FlowMaster. Refer to Appendix C for the street capacity calculations. The No. 16 Combination inlet and Type `R' curb inlet capacity was estimated with the current Excel-based version of UD-Inlet_v4.05.xlsm (UDFCD). The Nyloplast inlets were sized with capacity charts provided by Nyloplast. In most basins, we selected an inlet grate that provided 2x Q,00 capacity at the maximum allowable ponding depth. The storm drain system hydraulic analysis was completed using Bentley StormCAD V8i. This software routes flows based on the longest upstream Time of Concentration (t�) at each junction. Given the controlling tc, StormCAD V8i calculates the flow at the junction with the corresponding intensity(e.g., iz and iloo) and aggregate CA. Riprap sizing calculations will be provided in a follow-up submittal. Galloway&Company, Inc. Page 12 of 19 FINAL DRAINAGE REPORT—Ridgewood Hills Fifth Filing September 24, 2024 V. DRAINAGE FACILITY DESIGN GENERAL CONCEPT This Final Drainage Report presents the design of a system for collecting and conveying developed runoff from the proposed Ridgewood Hills Fifth Filing project site into the on-site stormwater quality BMPs and detention ponds. Developed runoff generally consists of flows generated from roof areas, paved roads/drives and parking areas, landscaped areas and hardscape. The developed runoff for each basin begins as overland flow at numerous locations throughout the project site. The runoff then flows via a stormwater conveyance system consisting of swales, curb and gutter and underground storm drain pipes into water quality BMPs and detention ponds. SPECIFIC DETAILS A-Basins These basins comprise approximately 8.89 developed acres tributary to Pond A. The developed runoff from these basins is captured via a system of swales, curb and gutter, storm drain system A and routed into the underground ADS StormTech chamber system which follows a modified design procedure to meet City of Fort Collins LID design criteria. Runoff treated in the ADS StormTech chamber system outfalls into Pond A. The ADS StormTech chamber system tributary area from the A-Basins is 7.98 acres. The StormTech chamber system is manufactured by Advanced Drainage Systems, Inc. (ADS). When a modified sizing calculation is used, this system is an allowed method by the City of Fort Collins for the Low Impact Development (LID) stormwater management technique requirements. The ADS StormTech system utilizes underground chambers and aggregate with a void ratio of±40% to hold the Water Quality Capture Volume (WQCV). The system is designed to infiltrate the WQCV through a filtering fabric on the floor of the chambers over 40-hours, removing contaminants. An underdrain system captures the filtered runoff and conveys it to Pond A. The required WQCV was determined comparing two methods-the greater of the two dictating the volume required. The Mile High Flood District Extended Detention Basin (EDB) sizing calculations and the City of Fort Collins Modified FAA Method for the Water Quality Event (80% Annual Probability Storm Event)were compared. The system is designed to externally bypass the estimated 100-year inflow of±55.3 cfs. Refer to Appendix C for the ADS StormTech system sizing calculations and final design details. In general, the on-site detention ponds were sized using the City of Fort Collins Modified FAA Method for the 100-year storm event. The allowable release rate for projects within the Fossil Creek drainage basin is 0.2 cfs/acre of tributary area. The allowable release rate for Pond A is 1.8 cfs. The estimated volume of 84951 cu. ft. provides the required detention volume for the 100-year storm event. Calculations for the sizing of the Detention Pond A are included in Appendix C. The detention pond will discharge via an outlet structure that conveys discharge from the pond directly into the Robert Benson Lake Inlet Swale and eventually to the 48" RCP culvert under South College Avenue. RIBS-Basin Shenandoah PUD Filing One releases ±129.2 cfs to the Robert Benson Lake Inlet Swale, which then flows underneath U.S. 287 in an existing 48" RCP. The approved Shenandoah PUD Filing One Final Drainage Report estimated the maximum capacity of this pipe at ±228.5 cfs. Ridgewood Hills Fifth Filing Galloway&Company, Inc. Page 13 of 19 FINAL DRAINAGE REPORT—Ridgewood Hills Fifth Filing September 24, 2024 will contribute additional flow totaling ±2.6 cfs to the existing swale, 1.8 cfs from Pond A and 0.8 cfs from Pond B. The North Louden Ditch contributes ±2.0 cfs. B-Basins These basins comprise approximately 3.82 developed acres tributary to Pond B. The developed runoff from these basins is captured via a system of swales, curb and gutter, storm drain system B and routed to Pond B. The allowable release rate for Pond B is 0.8 cfs. The estimated volume of 25876 cu. ft. provides the required detention volume for the 100-year storm event. In addition to detention volume for the 100-year return period, the detention is designed as an Extended Detention Basin (EDB)to capture the required WQCV of 2526 cu. ft. for the B-Basins. The total volume provided in Pond B is 28402 cu. ft. Calculations for sizing Pond B are included in Appendix C. The detention pond will discharge via an outlet structure that is connected to a storm drain system that conveys discharge from the pond directly into the Robert Benson Lake Inlet Swale and eventually to the 48" RCP culvert under South College Avenue. C-Basins These basins comprise approximately 14.44 tributary acres to Pond C. The developed runoff from these basins is captured via a system of swales, curb and gutter, storm drain system C and routed through the above ground Rain Garden (RG)/bioretention area to Pond C. The developed runoff treated in the Rain Garden (RG)/bioretention area will infiltrate through the filter media into an underdrain system that outfalls into basin WT2, a proposed wetland mitigation area. Developed runoff from the C-basins will drain into the Rain Garden (RG)/bioretention area which the Mile High Flood District(MHFD)defines as"an engineered, depressed landscape area designed to capture and filter or infiltrate the water quality capture volume (WQCV). BMPs that utilize bioretention are frequently referred to as Rain Gardens (RGs) or porous landscape detention areas (PLDs)." During storm events producing excess runoff exceeding the WQCV, the Rain Garden (RG)/bioretention area is designed to fill to the design volume and spill excess runoff into Pond C. The incoming runoff will spill through a weir designed to pass the 100-year incoming flows at a flow depth of±6". The downstream face of the spillway will be protected with a Turf Reinforcement Mat (TRM). The spillway and downstream protection are designed to pass ±76.8 cfs, the peak 100-year developed runoff entering the Rain Garden (RG)/bioretention area. The allowable release rate for Pond C is 2.9 cfs. The estimated volume of 120769 cu. ft. provides the required detention volume for the 100-year storm event. Calculations for sizing Pond C are included in Appendix C. Pond C will discharge via an outlet structure that is connected to a storm drain system that conveys discharge from the pond directly into the 24" storm drain that runs parallel to the south property boundary and was constructed with the Ridgewood Hills PUD 3rd Filing. The existing outfall pipe drains east underneath South College Avenue and south of Carpenter Road. The alignment outfalls approx. 1515 I.f. east of U.S. 287 and into a swale tributary to Stanton Creek. The existing outfall is 24" dia. increasing to 30" east of U.S. 287. Refer to Appendix D for as-built drawings of the existing outfall. Avondale Road Improvements An extension of Avondale Road is proposed with the Ridgewood Hills Fifth Filing. The road will be dedicated as public right-of-way and will connect the northwest corner of the proposed development to Galloway&Company, Inc. Page 14 of 19 FINAL DRAINAGE REPORT—Ridgewood Hills Fifth Filing September 24, 2024 the southeast corner of the site. The roadway will connect to an extension of Avondale Road to the project's west property line that was constructed with the Ridgewood Hills Fourth Filing. A series of curb inlets in Avondale were constructed within Ridgewood Hills Fourth Filing to maximally intercept runoff before it continues southeast down the portion of Avondale Drive proposed with this project. Galloway&Company, Inc. Page 15 of 19 FINAL DRAINAGE REPORT—Ridgewood Hills Fifth Filing September 24, 2024 VI. EROSION AND SEDIMENT CONTROL MEASURES A General Permit for Stormwater Discharge Associated with Construction Activities issued by the Colorado Department of Public Health and Environment (CDPHE), Water Quality Control Division (WQCD), will be acquired for the project site. Prior to any earth disturbing activity a Stormwater Management Plan (SWMP)will be prepared to identity the Control Measures which, when implemented, will meet the requirements of said General Permit. Galloway&Company, Inc. Page 16 of 19 FINAL DRAINAGE REPORT—Ridgewood Hills Fifth Filing September 24, 2024 VII. FLOODPLAIN According to FEMA FIRM Map Numbers 08069C1200F - effective date: 12/19/2006, the project site resides in Zone X—Area of Minimal Flood Hazard. Refer to Appendix A, pages A-X and A-X for the FIRM Map and Firmette. Galloway&Company, Inc. Page 17 of 19 FINAL DRAINAGE REPORT—Ridgewood Hills Fifth Filing September 24, 2024 VIII. CONCLUSIONS COMPLIANCE WITH STANDARDS The design presented in this Final Drainage Report for Ridgewood Hills Fifth Filing has been prepared in accordance with the design standards and guidelines presented in the Fort Collins Stormwater Criteria Manual. VARIANCES Storm Sewer Line B is proposed to convey captured runoff that is detained in Detention Pond B to the site's outfall into the public storm sewer system. This portion of storm sewer runs from Pond B to the north within Strasburg Drive and discharges into the Robert Benson Lateral at the northeast corner of the site. Portions of the proposed storm sewer pipe have less than 3' of cover from top of pipe to asphalt finished grade within Strasburg Drive. Per detail D-1 of the City of Fort Collins Stormwater Construction Details and LCUASS 12.2.2 Minimum Depth All utilities shall be located at least 2 feet below the scarified subgrade elevation, unless specifically approved to be less by the Local Entity Engineer. Greater depth of cover may be specified by the Local Entity Engineer. We would like to request a variance to Stormwater Development Construction Standards to allow for the reduced depth of cover on the proposed storm sewer pipe. The vertical profile of Strasburg Drive is constrained between its connection point in Triangle Drive and its southern terminus at the property line. Storm Sewer Line B is proposed to meet minimum pipe size (15") and slope requirements (0.5%)for stormwater utilities within the Right-of-Way. These minimum pipe constraints allow for adequate conveyance while still providing at least 30" of cover on top of the pipe, with the exception of approximately 15' where the pipe first passes under Strasburg Drive. In this area cover will not be less than 24". Further, the proposed profile of the Storm Sewer Line B is restricted due to conflicts with other portions of the storm sewer system that it crosses. Minimum clearances must be maintained across these utility crossings that prevent a minimum of 3' of cover. Particularly, the crossing of Storm Sewer Line B with Storm Sewer Line A-11, prevents Line B from achieving 3' of cover. A hydraulic analysis of Storm Sewer Line A-11, which only meets minimum profile slope requirements, determined that adjustments of this line to lower the crossing and achieve more cover for Line B is not feasible. According to Fill Height Tables developed by the American Concrete Pipe Association, Class III 15" Reinforced Concrete Pipe is suitable for a 2' minimum depth of cover. In lieu of the 3' depth of cover, it is proposed to increase the pipe class material to Class IV Reinforced Concrete Pipe. This increase in pipe class will provide an extra measure of safety against failure of the structural pipe. Therefore, it is not anticipated that the proposed limitations on depth of cover would pose any additional detriment to safety or the design life or maintenance costs of the proposed storm sewer. Galloway&Company, Inc. Page 18 of 19 FINAL DRAINAGE REPORT—Ridgewood Hills Fifth Filing September 24, 2024 IX. REFERENCES 1. Fort Collins Stormwater Criteria Manual(December 2018) 2. Urban Drainage and Flood Control District, Drainage Criteria Manual Volumes 1 and 2, prepared by Wright-McLaughlin Engineers, originally published March 1969 and updated August 2018, and the Volume 3, prepared by Wright-McLaughlin Engineers, originally published September 1992 and updated April 2018. Galloway&Company, Inc. Page 19 of 19 5265 Ronald Reagan Blvd., Suite 210 G a owa Johnstown, CO 80534 Y 970.800.3300• GallauvayUS com Appendix A - Reference Material Vicinity Map USDA NRCS Web Soil Survey FEMA Firmette Table 3.2-2. Surface Type — Runoff Coefficients Table 3.2-3. Frequency Adjustment Factors Figure 3.4.1 Rainfall OF Curve — Fort Collins 9 � � W. TRILBY RD W Trilby Rd Vy Trilby Rd w Trilby Rd T R I L B Y CORNER E Tnlby Rd E Tnmy ad E Trnar` y N 4Z STRASBURG STANTON CREEK REGISTRY RIDGE DRIVE PROVINCETOWNE TRIANGLE Fossil Creek R I D G E W O O D DRIVE Wetlands ProwncE Rd re HILLS Natural Area Cohna Mariposa Natural Areo AVON DALE Pelican Marsh G R E E N S T O N E ROAD SITE Natural Area H @ = f 3a7 East County Road 32 Carpenter Rd � 0-1 CARPENTER RD 3 a g m a O r r m G� m D m 7 e+ Q VICINITY MAP SCALE:NTS 3 Hydrologic Soil Group—Larimer County Area,Colorado (Ridgewood Hills-Fifth Filing) M a 0 0 49W 493100 493200 493300 493400 493500 40'29'14"N 40'29'14"N - I � 4!0 • 4 r. k r ''r• to/. 287 $ '1 e valid at this scale. , Jl�. 40°28'46"N � � � 40°28'46"N 493000 493100 493200 493300 493400 493500 3 3 Map Scale:1:4,250 T printed on A portrait(8.5"x 11")sheet. Mv o N Meters ° 0 50 100 200 300 Feet 0 200 400 800 1200 Map projection:Web Mercator Comer coordinates:WGS84 Edge tics:UTM Zone 13N WGS84 USDA Natural Resources Web Soil Survey 11/6/2019 i Conservation Service National Cooperative Soil Survey Page 1 of 4 Hydrologic Soil Group—Larimer County Area,Colorado (Ridgewood Hills-Fifth Filing) MAP LEGEND MAP INFORMATION Area of Interest(AOI) © C The soil surveys that comprise your AOI were mapped at Area of Interest(AOI) C/D 1:24,000. 0 Soils D Warning:Soil Map may not be valid at this scale. Soil Rating Polygons A Not rated or not available Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil F-] A/D Water Features line placement.The maps do not show the small areas of Streams and Canals contrasting soils that could have been shown at a more detailed 0 B scale. Transportation B/D *,. Rails Please rely on the bar scale on each map sheet for map 0 C measurements. ti Interstate Highways 0 C/D US Routes Source of Map: Natural Resources Conservation Service Web Soil Survey URL: 0 D Major Roads Coordinate System: Web Mercator(EPSG:3857) 0 Not rated or not available Local Roads Maps from the Web Soil Survey are based on the Web Mercator Soil Rating Lines Background projection,which preserves direction and shape but distorts ~ q distance and area.A projection that preserves area,such as the ® Aerial Photography Albers equal-area conic projection,should be used if more ~ A/D accurate calculations of distance or area are required. ~ B This product is generated from the USDA-NRCS certified data as ,y B/D of the version date(s)listed below. C Soil Survey Area: Larimer County Area,Colorado Survey Area Data: Version 14,Sep 13,2019 ^y C/D Soil map units are labeled(as space allows)for map scales „y D 1:50,000 or larger. Not rated or not available Date(s)aerial images were photographed: Aug 11,2018—Aug Soil Rating Points 12,2018 p A The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background ® A/D imagery displayed on these maps.As a result,some minor B shifting of map unit boundaries may be evident. B/D USDA Natural Resources Web Soil Survey 11/6/2019 Conservation Service National Cooperative Soil Survey Page 2 of 4 Hydrologic Soil Group—Larimer County Area,Colorado Ridgewood Hills-Fifth Filing Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 37 Fort Collins loam,5 to 9 C 15.8 41.9% percent slopes 1 49 Heldt clay loam,3 to 6 C 4.61 12.2% percent slopes 63 Longmont clay,0 to 3 D 6.9 18.2% percent slopes 90 Renohill clay loam,3 to D 0.4 1.0% 9 percent slopes 96 Satanta loam,3 to 5 B 3.7 9.7% percent slopes 108 Thedalund loam,3 to 9 C 0.0 0.0% percent slopes 119 Wiley silt loam,3 to 5 B 6.4 17.0% percent slopes Totals for Area of Interest 37.71 100.0% USDA Natural Resources Web Soil Survey 11/6/2019 Conservation Service National Cooperative Soil Survey Page 3 of 4 Hydrologic Soil Group—Larimer County Area,Colorado Ridgewood Hills-Fifth Filing Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D)and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential)when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential)when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher USDA Natural Resources Web Soil Survey 11/6/2019 Conservation Service National Cooperative Soil Survey Page 4 of 4 National Flood Hazard Layer FIRMette #10) F E M A Legend 40o29'12.38"N SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT Without Base Flood Elevation(BFE) Zone A.V.A99 r • SPECIAL FLOOD With BFE or Depth zo„o AE Ao.AH.ve.AR HAZARD AREAS Regulatory Floodway 0 L0.2%Annual Chance Flood Hazard,Areas of 1%annual chance flood with average depth less than one foot or with drainage areas of less than one square mile zono x - + P" , Future Conditions 1%Annual ®� Chance Flood Hazard zono x r �* Area with Reduced Flood Risk due to OTHER AREAS OF Levee.See Notes.zone x FLOOD HAZARD Area with Flood Risk due to Levee Zone D NO SCREEN Area of Minimal Flood Hazard zone x • Q Effective LOMRs OTHER AREAS Area of Undetermined Flood Hazard zone D i GENERAL -—-' Channel,Culvert,or Storm Sewer Y OO F FOO RAT C STRUCTURES I I I I I I I Levee,Dike,or Floodwall a► QI gQ 1II L r a # e so.z Cross Sections with 1%Annual Chance TEN R69W S93 17•5 Water Surface Elevation ARE o- — — Coastal Transect W ,,....511...,,., Base Flood Elevation Line(BFE) Limit of Study Jurisdiction Boundary —--- Coastal Transect Baseline _ • '� OTHER _ Profile Baseline 1' 1 • • 1 1 �' FEATURES Hydrographic Feature 6) 1 •♦ Digital Data Available N, • • No Digital Data Available f , MAP PANELS Unmapped LARIIMIE�R COO LINTY i Og.Oj 1 Oj 1 j The pin displayed on the map is an approximate T point selected by the user and does not represent an authoritative property location. JF— This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. The basemap shown complies with FEMA's basemap • accuracy standards The flood hazard information is derived directly from the authoritative NFHL web services provided by FEMA.This map was exported on 11/6/2019 at 11:19:16 AM and does not reflect changes or amendments subsequent to this date and • �� C)0 time.The NFHL and effective information may change or 9 become superseded by new data over time. T6N R69W S23 ; T6N R69W S24 ~ N ? This map image is void if the one or more of the following map o elements do not appear:basemap imagery,flood zone labels, USES The'Natio'naI Ma'p:OO Itholmagery.Data refreshed A,prll,2019. :� legend,scale bar,map creation date,community identifiers, 40'28'45.01"N FIRM panel number,and FIRM effective date.Map images for Feet 1:6,000 unmapped and unmodernized areas cannot be used for 0 250 500 1,000 1,500 2,000 regulatory purposes. FORT COLLINS STORMWATER CRITERIA MANUAL Hydrology Standards(Ch. 5) 3.0 Rational Method Table 3.2-2. Surface Type- Runoff Coefficients Surface Type Runoff Coefficients Hardscape or Hard Surface Asphalt, Concrete 0.95 Rooftop 0.95 Recycled Asphalt 0.80 Gravel 0.50 Pavers 0.50 Landscape or Pervious Surface Lawns, Sandy Soil, Flat Slope< 2% 0.10 Lawns, Sandy Soil,Avg Slope 2-7% 0.15 Lawns, Sandy Soil, Steep Slope >7% 0.20 Lawns, Clayey Soil, Flat Slope <2% 0.20 Lawns, Clayey Soil, Avg Slope 2-7% 0.25 Lawns, Clayey Soil, Steep Slope>7% 0.35 3.2.1 Composite Runoff Coefficients Drainage sub-basins are frequently composed of land that has multiple surface types or zoning classifications. In such cases a composite runoff coefficient must be calculated for any given drainage sub-basin. The composite runoff coefficient is obtained using the following formula: Y(C,xAi) C= i-1 A Equation 5-2 t Where: C= Composite Runoff Coefficient Ci = Runoff Coefficient for Specific Area (A;), dimensionless Ai =Area of Surface with Runoff Coefficient of Ci, acres or square feet n = Number of different surfaces to be considered At=Total Area over which C is applicable, acres or square feet 3.2.2 Runoff Coefficient Frequency Adjustment Factor The runoff coefficients provided in Table 3.2-1 and Table 3.2-2 are appropriate for use with the 2-year storm event. For any analysis of storms with higher intensities, an adjustment of the runoff coefficient is required due to the lessening amount of infiltration, depression retention, evapotranspiration and other losses that have a proportionally smaller effect on high-intensity storm runoff. This adjustment is City of 3.2 Runoff Coefficients Fort Collins Page 5 FORT COLLINS STORMWATER CRITERIA MANUAL Hydrology Standards(Ch. 5) 3.0 Rational Method applied to the composite runoff coefficient. These frequency adjustment factors, Cf, are found in Table 3.2-3. Table 3.2-3. Frequency Adjustment Factors Storm Return Period Frequency Adjustment (years) Factor(Cf) CxCF 2, 5, 10 1.00 PRODUCT OF CXCF 25 1.10 CANNOT EXCEED THE 50 1.20 VALUE OF 1 100 1.25 3.3 Time of Concentration 3.3.1 Overall Equation The next step to approximate runoff using the Rational Method is to estimate the Time of Concentration, T, or the time for water to flow from the most remote part of the drainage sub-basin to the design point under consideration. The Time of Concentration is represented by the following equation: + .- Equation 5-3 Where:Tc=Total Time of Concentration, minutes Ti = Initial or Overland Flow Time of Concentration, minutes Tt= Channelized Flow in Swale, Gutter or Pipe, minutes 3.3.2 Overland Flow Time Overland flow,T;, can be determined by the following equation: Equation 3.3-2 Where: C= Runoff Coefficient, dimensionless OVERLAND FLOW LENGTH Cf= Frequency Adjustment Factor, dimensionless L=200' MAX IN DEVELOPED AREAS L= Length of Overland Flow,feet S - Slope, percent L=500' MAX IN UNDEVELOPED AREAS City of 3.3 Time of Concentration Fort Collins Page 6 FORT COLLINS STORMWATER CRITERIA MANUAL Hydrology Standards(Ch. 5) 3.0 Rational Method 3.3.3 Channelized Flow Time Travel time in a swale, gutter or storm pipe is considered "channelized" or "concentrated" flow and can be estimated using the Manning's Equation: — 0.Ya U/0. U/U — Equation 5-4 Where:V=Velocity,feet/second n = Roughness Coefficient, dimensionless R = Hydraulic Radius,feet (Hydraulic Radius = area/wetted perimeter, feet) S= Longitudinal Slope,feet/feet And: U Equation 5-5 3.3.4 Total Time of Concentration A minimum Tc of 5 minutes is required. The maximum Tc allowed for the most upstream design point shall be Tc calculated using the following equation: • A MINIMUM Tc OF 5 MINUTES IS REQUIRED IN = Uau+ UU Equation 3.3-5 • ALL MAXIMUM Tc OF 5 MINUTES IS TYPICAL FOR The Total Time of Concentration, Tc, is the lesser of the SMALLER, URBAN PROJECTS. values of Tc calculated using Tc = Ti + Tt or the equation listed above. 3.4 Intensity-Duration-Frequency Curves for Rational Method The two-hour rainfall Intensity-Duration-Frequency curves for use with the Rational Method is provided in Table 3.4-1 and Figure 3.4-1. City of 3.4 Intensity-Duration-Frequency Curves for Rational Method Fort Collins Page 7 FORT COLLINS STORMWATER CRITERIA MANUAL Hydrology Standards (Ch. 5) 3.0 Rational Method Figure 3.4-1. Rainfall IDF Curve—Fort Collins 10.00 - 100-Year Storm 9.00 l 30-YearSform 2-Year Storm 8.00 7.00 9 0 6.00 a r c c � 4.00 `= 19 \ z \ - 3.00 1 \ a♦ ++ter++++ ++++ 1.0 ++++ 0 _ - — 0.00 0 10 20 30 40 50 60 70 80 90 100 110 120 Storm Duration(minutes) City of 3.4 Intensity-Duration-Frequency Curves for Rational Method Fort Collins Page 9 FORT COLLINS STORMWATER CRITERIA MANUAL Hydrology Standards(Ch. 5) 3.0 Rational Method Table 3.4-1. IDF Table for Rational Method Duration Intensity Intensity Intensity Duration Intensity Intensity Intensity 2-year 10-year 100-year 2-year 10-year 100-year (min) (in/hr) (in/hr) (in/hr) (min) (in/hr) (in/hr) (in/hr) 5 2.85 4.87 9.95 39 1.09 1.86 3.8 6 2.67 4.56 9.31 40 1.07 1.83 3.74 7 2.52 4.31 8.80 41 1.05 1.80 3.68 8 2.40 4.10 8.38 42 1.04 1.77 3.62 9 2.30 3.93 8.03 43 1.02 1.74 3.56 10 2.21 3.78 7.72 44 1.01 1.72 3.51 11 2.13 3.63 7.42 45 0.99 1.69 3.46 12 2.05 3.50 7.16 46 0.98 1.67 3.41 13 1.98 3.39 6.92 47 0.96 1.64 3.36 14 1.92 3.29 6.71 48 0.95 1.62 3.31 15 1.87 3.19 6.52 49 0.94 1.6 3.27 16 1.81 3.08 6.30 50 0.92 1.58 3.23 17 1.75 2.99 6.10 51 0.91 1.56 3.18 18 1.70 2.90 5.92 52 0.9 1.54 3.14 19 1.65 2.82 5.75 53 0.89 1.52 3.10 20 1.61 2.74 5.60 54 0.88 1.50 3.07 21 1.56 2.67 5.46 55 0.87 1.48 3.03 22 1.53 2.61 5.32 56 0.86 1.47 2.99 23 1.49 2.55 5.20 57 0.85 1.45 2.96 24 1.46 2.49 5.09 58 0.84 1.43 2.92 25 1.43 2.44 4.98 59 0.83 1.42 2.89 26 1.4 2.39 4.87 60 0.82 1.4 2.86 27 1.37 2.34 4.78 65 0.78 1.32 2.71 28 1.34 2.29 4.69 70 0.73 1.25 2.59 29 1.32 2.25 4.60 75 0.70 1.19 2.48 30 1.30 2.21 4.52 80 0.66 1.14 2.38 31 1.27 2.16 4.42 85 0.64 1.09 2.29 32 1.24 2.12 4.33 90 0.61 1.05 2.21 33 1.22 2.08 4.24 95 0.58 1.01 2.13 34 1.19 2.04 4.16 100 0.56 0.97 2.06 35 1.17 2.00 4.08 105 0.54 0.94 2.00 36 1.15 1.96 4.01 110 0.52 0.91 1.94 37 1.16 1.93 3.93 115 0.51 0.88 1.88 38 1.11 1.89 3.87 120 0.49 0.86 1.84 City of 3.4 Intensity-Duration-Frequency Curves for Rational Method Fort Collins Page 8 5265 Ronald Reagan Blvd., Suite 210 G a owa Johnstown, CO 80534 Y 970.800.3300• GallauvayUS com Appendix B - Hydrologic Calculations Rational Method Calculations COMPOSITE RUNOFF COEFFICIENTS Subdivision: Ridgewood Hills Fifth Filing Project Name: Ridgewood Hills Fifth Filing Location: CO, Fort Collins Project No.: GNK10.20 Calculated By: HHF Checked By: HHF INPUT User Input Date: 10/27/20 OUTPUT Calculated Value 95°< 1009,11; Asphalt+Concrete Walks Lawns,Heavy Soil: Flat(±2.0%) Roof Area Runoff Runoff Area Runoff Area C2 Basin ID Total Area(ac) Coefficient Area(ac) Area Weighted Coefficient Area(ac) Weighted Coefficient Area(ac) Weighted Al 0.59 95 0.46 74 20 0.10 3 95 0.03 5 0.82 A2 0.99 95 0.78 75 20 0.13 3 95 0.08 8 0.85 A3 0.98 95 0.42 41 20 0.56 11 95 0.00 0 0.52 A4 0.44 95 0.23 50 20 0.21 9 95 0.00 0 0.60 A3&A4 1.42 95 0.65 43 20 0.77 11 95 0.00 0 0.54 A5 0.33 95 0.21 60 20 0.12 7 95 0.00 0 0.68 A6 0.43 95 0.33 72 20 0.10 5 95 1 0.00 0 0.77 A5&A6 0.76 95 0.54 67 20 0.23 6 95 0.00 0 0.73 A7 0.23 95 0.07 28 20 0.16 14 95 0.00 0 0.42 A8 0.16 95 0.13 78 20 0.03 4 95 0.00 0 0.82 A9 0.26 95 0.22 81 20 0.04 3 95 0.00 0 0.84 A10 0.18 95 0.13 67 20 0.05 6 95 0.00 0 0.73 All 0.16 95 0.14 81 20 0.02 3 95 0.00 0 0.84 Al2 0.28 95 0.23 1 76 20 0.03 2 95 0.03 9 0.87 A13 0.64 95 0.38 56 20 0.26 8 95 0.00 0 0.64 A14 0.34 95 0.13 37 20 0.13 8 95 0.08 23 0.67 A15 0.20 95 0.14 66 20 0.06 6 1 95 0.00 0 0.72 A16 0.32 95 0.28 83 20 0.03 2 95 0.01 3 0.89 PND A 0.91 95 0.01 1 20 0.89 20 95 0.01 2 0.22 7.45 RBS 0.85 95 0.00 0 20 0.85 20 95 0.00 0 0.20 0.85 B1 0.27 95 0.02 6 20 0.22 16 95 0.03 11 0.33 B2 1.78 95 0.68 36 20 0.89 10 95 0.21 11 0.57 B3 0.69 95 0.44 61 20 0.25 7 95 0.00 0 0.68 PND B 1.08 1 95 0.05 4 20 0.94 17 95 0.10 8 0.30 3.82 C1 0.30 95 0.00 1 20 0.24 16 95 0.07 20 0.37 C2 0.13 95 0.00 2 20 0.12 18 95 0.01 8 0.28 C3 2.25 95 0.78 33 20 1.01 9 95 0.46 20 0.61 C4 0.72 95 0.35 47 20 0.21 6 95 0.16 21 0.74 C5 0.22 95 0.10 43 20 0.07 7 95 1 0.05 21 1 0.70 C6a 0.25 95 0.11 42 20 0.06 5 95 0.08 32 0.78 C6b 0.99 95 0.47 45 0.29 6 95 0.24 23 0.73 C6a&C6b 1.25 95 0.58 44 20 0.34 6 95 0.33 25 0.74 C7 0.41 95 0.07 16 20 0.22 11 95 0.12 29 0.55 C8 0.42 95 0.09 21 20 0.27 13 95 0.05 12 0.46 C9 0.60 95 0.29 46 20 0.17 6 95 0.14 23 0.74 C10 0.46 95 0.30 64 20 0.08 4 95 0.07 14 0.81 C 11 0.19 95 0.11 56 20 0.03 3 95 0.05 24 0.84 C12 0.41 95 0.08 18 20 0.22 11 95 0.11 27 0.55 C13 0.34 95 0.19 1 54 20 0.09 5 95 0.06 17 0.76 C14 1.07 95 0.58 51 20 0.33 6 95 0.16 14 0.72 C15 0.46 95 0.33 68 20 0.11 5 1 95 0.03 5 0.78 C13,C14&C15 1.88 95 1.10 56 20 0.53 6 95 0.25 13 0.74 C16 1.60 95 0.87 51 20 0.46 6 95 0.27 16 0.73 C17 0.13 95 0.08 60 20 0.04 7 95 0.00 3 0.70 C18 1.03 95 0.52 1 48 20 0.44 8 95 0.08 7 0.63 RG C 0.86 95 0.04 4 20 0.79 18 95 0.04 4 0.27 PND C 1.58 95 0.00 0 1 20 1.58 20 95 1 0.00 0 0.20 14.44 R F 1 0.16 95 0.00 0 20 0.00 0 95 0.16 95 0.95 RF2 0.16 95 0.00 0 20 0.00 0 95 0.16 95 0.95 RF3 0.16 95 0.00 0 20 0.00 0 95 0.16 95 0.95 RF4 0.16 95 0.00 1 0 20 0.00 0 95 0.16 95 0.95 RF5 0.16 95 0.00 0 20 0.00 0 95 0.16 95 0.95 RF6 0.16 95 0.00 0 20 0.00 0 95 0.16 95 0.95 RF7 0.16 95 0.00 0 20 0.00 0 95 0.16 95 0.95 RF8 0.16 95 0.00 0 20 0.00 0 95 0.16 95 0.95 RF9 0.08 95 0.00 0 20 0.00 0 95 0.08 94 0.95 RF10 0.08 95 1 0.00 0 20 0.00 0 95 0.08 94 0.94 1.44 D1 0.10 95 0.02 19 20 0.04 8 95 0.04 38 0.65 D2 0.74 95 0.13 17 20 0.61 16 95 0.00 0 0.33 D3 0.21 95 0.00 0 20 0.21 20 95 0.00 0 0.20 D4 0.29 95 0.00 1 0 20 0.29 20 95 0.00 0 0.20 D5 0.42 95 0.01 3 20 0.40 19 95 0.00 0 0.23 D6 0.93 95 0.00 0 20 0.93 20 95 0.00 0 0.20 2.67 WTI 0.17 95 0.02 12 20 0.12 14 95 0.03 15 0.41 WT2 2.21 95 0.08 3 20 2.07 1 19 95 0.06 1 3 0.25 WT3 1.70 95 0.00 0 20 1.70 20 95 0.00 0 0.20 4.08 0S1 0.90 95 0.02 2 20 0.88 20 95 0.00 0 0.21 OS2 0.69 95 0.00 0 20 0.69 20 95 0.00 0 0.20 OS3 1.69 95 0.00 0 20 1.69 20 95 0.00 0 0.20 OS4 0.38 95 0.00 0 20 0.38 20 95 0.00 0 0.20 3.67 Detention Pond Tributary Area 27.16 95 10.83 38 20 12.04 9 95 4.29 15 0.62 StormTech System Tributary Area 7.98 95 4.27 51 20 2.04 5 95 1.67 20 0.76 Detention Pond A Tributary Area 8.89 95 4.28 46 20 2.93 7 95 1.68 18 0.70 Detention Pond B Tributary Area 3.82 95 1.19 30 20 2.30 12 95 0.33 8 0.50 Rain Garden Tributary Area 12.86 95 5.36 40 20 5.23 8 95 2.27 17 0.65 Detention Pond C Tributary Area 14.44 95 5.36 35 20 6.81 9 95 2.27 15 0.60 E Basins 34.8 10/27/2020 STANDARD FORM SF-2 TIME OF CONCENTRATION Subdivision: Ridgewood Hills Fifth Filing Project Name: Ridgewood Hills Fifth Filing Location: CO, Fort Collins Project No.: GNK10.20 Calculated By: HHF Checked By: HHF Date: 10/27/20 SUB-BASIN INITIAL/OVERLAND TRAVEL TIME Tc CHECK FINAL DATA (Ti) (Tf) (URBANIZED BASINS) BASIN D.A. Hydrologic C2 CS C100 L Calculated S T;i 2-Year Ti,100-Year L Calculated S C VEL. Tt COMP.Tc 2-1ear COMP.Tc 1100-Year TOTAL Urbanized Tc Tc 12-Year Tc 1100-Year ID (AC) Soils Group Cf=1.00 Cf=1.00 Cf=1.25 (FT) Slope,% N (MIN) (MIN) (FT) Slope, % N (FPS) (MIN) (MIN) (MIN) LENGTH(FT) (MIN) (MIN) (MIN) Al 0.59 C 0.82 0.82 1.00 73 2.57 0.00 3.2 1.2 221 1.64 0.00 20 2.6 1.4 4.7 2.6 294 11.6 5.0 5.0 A2 0.99 C 0.85 0.85 1.00 59 2.04 0.00 2.8 1.1 355 1.19 0.00 20 2.2 2.7 5.5 3.9 414 12.3 5.5 5.0 A3 0.98 C 0.52 0.52 0.65 92 8.59 0.00 5.1 3.9 227 1.15 0.001 20 2.1 1.8 6.9 5.7 319 11.8 6.9 5.7 A4 0.44 C 0.60 0.60 0.74 35 10.46 0.00 2.6 1.8 306 2.92 0.00 20 3.4 1.5 4.1 3.3 341 11.9 5.0 5.0 A3&A4 1.42 C 0.54 0.54 0.68 5.11 3.9 1.8 6.9 5.7 0 10.0 6.9 5.7 A5 0.33 C 0.68 0.68 0.85 30.68 0.00 0.8 0.5 305 0.49 0.00 20 1.4 3.6 4.5 4.1 315 11.8 5.0 5.0 A6 0.43 C 0.77 0.77 0.96 18 2.00 2.1 0.9 465 2.45 0.00 20 3.1 2.5 4.6 3.4 484 12.7 5.0 5.0 A5&A6 0.76 C 0.73 0.73 0.91 2.1 0.9 2.5 4.6 3.4 0 10.0 5.0 5.0 A7 0.23 C 0.42 0.42 0.52 22 5.83 0.00 3.3 2.8 171 2.12 0.00 15 2.2 1.3 4.6 4.1 192 11.1 5.0 5.0 A8 0.16 C 0.82 0.82 1.00 76 3.79 0.00 2.9 1.0 0 0.00 0.00 20 0.0 0.0 2.9 1.0 76 10.4 5.0 5.0 A9 0.26 C 0.84 0.84 1.00 76 4.32 0.00 2.6 1.0 110 2.17 0.00 20 2.9 0.61 3.3 1.6 187 11.0 5.0 5.0 A10 0.18 C 0.73 0.73 0.91 53 1.91 0.00 4.1 2.0 60 0.60 0.00 20 1.5 0.6 4.7 2.7 114 10.6 5.0 5.0 All 0.16 C 0.84 0.84 1.00 111 4.80 0.00 3.0 1.2 0 0.00 0.00 20 0.0 0.0 3.0 1.2 111 10.6 5.0 5.0 Al2 0.28 C 0.87 0.87 1.00 94 3.44 0.00 2.8 1.2 85 2.19 0.00 20 3.0 0.5 3.3 1.7 179 11.0 5.0 5.0 A13 0.64 C 0.64 0.64 0.81 56 4.08 0.00 4.0 2.6 213 2.74 0.00 20 3.3 1.1 5.1 3.7 269 11.5 5.1 5.0 A14 0.34 C 0.67 0.67 0.84 38 15.53 0.00 2.01 1.2 0 0.00 0.00 20 0.0 0.0 2.0 1.2 38 10.2 5.0 5.0 A15 0.20 C 0.72 0.72 0.91 88 5.10 0.00 3.81 2.0 14 0.52 0.00 20 1.4 0.2 4.0 2.1 101 10.6 5.0 5.0 A16 0.32 C 0.89 0.89 1.00 119 3.55 0.00 2.9 1.3 87 0.51 0.00 20 1.4 1.0 3.9 2.4 205 11.1 5.0 5.0 PND A 0.91 C 0.22 0.22 0.27 76 19.23 0.00 5.4 5.0 191 1.09 0.00 15 1.6 2.0 7.4 7.1 268 11.5 7.4 7.1 RBS 0.85 0.20 0.20 0.25 32 23.16 0.00 3.3 3.1 275 4.73 0.00 15 3.3 1.4 4.7 4.6 307 11.7 5.0 5.0 B l 0.27 C 0.33 0.33 0.42 88 3.58 0.00 8.81 7.8 14 0.22 0.00 15 0.7 0.3 9.1 8.1 101 10.6 9.1 8.1 B2 1.78 C 0.57 0.57 0.72 116 5.60 0.00 6.0 4.3 288 3.84 0.00 20 3.9 1.2 7.2 5.6 405 12.2 7.2 5.6 B3 0.69 C 0.68 0.68 0.85 21 ^ 6n 2.00 2.9 1.7 689 3.85 0.00 20 3.9 2.9 5.8 4.6 710 13.9 5.8 5.0 PND B 1.08 C 0.30 0.30 0.38 133 8.01 0.00 8.6 7.8 234 3.65 0.00 20 3.8 1.0 9.6 8.8 367 12.0 9.6 8.8 Cl 0.30 C 0.37 0.37 0.46 61 7.11 0.00 5.5 4.8 106 1.81 0.00 15 2.0 0.9 6.4 5.7 167 10.9 6.4 5.7 C2 0.13 C 0.28 0.28 0.35 66 5.55 0.00 7.11 6.5 120 4.15 0.00 20 4.1 0.5 7.6 7.0 186 11.0 7.6 7.0 C3 2.25 C 0.61 0.61 0.77 82 10.37 0.00 3.8 2.6 609 2.10 0.00 20 2.9 3.5 7.3 6.1 691 13.8 7.3 6.1 C4 0.72 C 0.74 0.74 0.92 100 6.31 0.00 3.7 1.8 249 1.81 0.00 20 2.7 1.5 5.2 3.4 349 11.9 5.2 5.0 C5 0.22 C 0.70 0.70 0.88 72 3.85 0.00 4.0 2.2 91 4.92 0.00 20 4.41 0.3 4.4 2.6 163 10.9 5.0 5.0 C6a 0.25 C 0.78 0.78 0.98 45 2.56 0.00 2.9 1.1 59 0.51 0.00 20 1.4 0.7 3.6 1.8 104 10.6 5.0 5.0 C6b 0.99 C 0.73 0.73 0.92 216 4.07 0.00 6.3 3.2 127 3.00 0.00 15 2.6 0.8 7.1 4.0 343 11.9 7.1 5.0 C6a&C6b 1.25 C 0.74 0.74 0.93 16.31 3.2 10.8 7.1 4.0 0 10.0 7.1 5.0 C7 0.41 C 0.55 0.55 0.69 42 6.01 0.00 3.7 2.7 i 21 3.21 0.00 15 2.7 0.7 4.4 3.5 163 10.9 5.0 5.0 C8 0.42 C 0.46 0.46 0.57 108 2.50 0.00 9.2 7.6 84 1.34 0.00 15 1.7 0.8 10.0 8.4 192 11.1 10.0 8.4 C9 0.60 C 0.74 0.74 0.93 15 13.39 0.00 1.1 0.5 563 3.58 0.00 20 3.81 2.5 3.6 3.0 579 13.2 5.0 5.0 C10 0.46 C 0.81 0.81 1.00 31 3.16 0.00 2.0 0.7 380 3.60 0.00 20 3.8 1.7 3.7 2.4 411 12.3 5.0 5.0 C11 0.19 C 0.84 0.84 1.00 60 4.41 0.00 2.3 0.9 192 3.48 0.00 20 3.7 0.9 3.2 1.7 252 11.4 5.0 5.0 C12 0.41 C 0.55 0.55 0.69 15 10.59 0.00 1.8 1.3 389 3.71 0.00 15 2.9 2.2 4.0 3.6 404 12.2 5.0 5.0 C13 0.34 C 0.76 0.76 0.95 32 4.33 0.00 2.2 1.0 192 2.21 0.00 20 3.0 1.1 3.3 2.1 225 11.2 5.0 5.0 C14 1.07 C 0.72 0.72 0.90 104 5.52 0.00 4.1 2.2 563 2.95 0.00 20 3.4 2.7 6.9 4.9 667 13.7 6.9 5.0 C15 0.46 C 0.78 0.78 0.97 30 3.75 0.00 2.1 0.9 573 2.72 0.00 20 3.3 2.9 5.0 3.8 603 13.4 5.0 5.0 C13, C14&C15 1.88 C 0.74 0.74 0.92 4.1 2.2 2.7 6.9 4.9 0 10.0 6.9 5.0 C16 1.60 C 0.73 0.73 0.92 28 10.30 0.00 1.7 0.8 941 2.68 0.00 20 3.3 4.8 6.5 5.6 969 15.4 6.5 5.6 C17 0.13 C 0.70 0.70 0.88 401 3.25 0.00 3.21 1.8 89 1.031 0.00 20 2.0 0.7 3.9 2.5 129 10.7 5.01 5.0 C18 1.03 C 0.63 0.63 0.79 101 5.14 0.00 5.1 3.4 616 2.93 0.00 20 3.4 3.01 8.1 6.4 717 14.0 8.1 6.4 RG C 0.86 C 0.27 0.27 0.33 84 13.79 0.00 6.0 5.5 1 0.00 0.00 20 0.0 0.0 6.0 5.5 85 10.5 6.0 5.5 PND C 1.58 C 0.20 0.20 0.25 70 9.30 0.00 6.7 6.3 268 4.44 0.00 20 4.2 1.1 7.8 7.4 339 11.9 7.8 7.4 12.64 RF1 0.16 C 0.95 0.95 1.00 1 10 0.00 0.1 0.11 1 25.00 0.001 20 10.0 0.0 0.11 0.11 2 10.01 5.0 5.6 1012712020 STANDARD FORM SF-2 TIME OF CONCENTRATION Subdivision: Ridgewood Hills Fifth Filing Project Name: Ridgewood Hills Fifth Filing Location: CO, Fort Collins Project No.: GNK10.20 Calculated By: HHF Checked By: HHF Date: 10/27/20 SUB-BASIN INITIAL/OVERLAND TRAVEL TIME Tc CHECK FINAL DATA (Ti) (Tf) (URBANIZED BASINS) BASIN D.A. Hydrologic C2 CS C100 L Calculated S Ti i 2-Year Ti 1100-Year L Calculated S C VEL. Tf COMP.Tc 2-1ear COMP.Tc 1100-Year TOTAL Urbanized Tc Tc 12-Year Tc 1100-Year ID (AC) Soils Group Cf=1.00 Cf=1.00 Cf=1.25 (FT) Slope,% N (MIN) (MIN) (FT) Slope, % N (FPS) (MIN) (MIN) (MIN) LENGTH(FT) (MIN) (MIN) (MIN) RF2 0.16 C 0.95 0.95 1.00 1 10 0.00 0.1 0.1 1 25.00 0.00 20 10.0 0.0 0.1 0.1 2 10.0 5.0 5.0 RF3 0.16 C 0.95 0.95 1.00 1 10 0.00 0.1 0.1 1 25.00 0.00 20 10.0 0.0 0.1 0.1 2 10.0 5.0 5.0 RF4 0.16 C 0.95 0.95 1.00 1 10 0.00 0.1 0.1 1 25.00 0.00 20 10.0 0.0 0.1 0.1 2 10.0 5.0 5.0 RF5 0.16 C 0.95 0.95 1.00 1 10 0.00 0.1 0.1 1 25.00 0.00 20 10.0 0.0 0.1 0.1 2 10.0 5.01 5.0 RF6 0.16 C 0.95 0.95 1.00 1 10 0.00 0.11 0.1 1 25.001 0.00 20 10.01 0.0 0.1 0.1 2 10.0 5.0 5.0 RF7 0.16 C 0.95 0.95 1.00 1 10 0.00 0.11 0.1 1 25.00 0.00 20 10.0 0.0 0.1 0.1 2 10.0 5.0 5.0 RF8 0.16 C 0.95 0.95 1.00 1 10 0.00 0.1 0.1 1 25.00 0.00 20 10.0 0.0 0.1 0.1 2 10.0 5.0 5.0 RF9 0.08 C 0.95 0.95 1 1.00 1 10 0.00 0.1 0.1 1 25.00 0.00 20 10.0 0.0 0.1 0.1 2 10.0 5.0 5.0 RF10 0.08 C 0.94 0.94 1.00 1 10 0.00 0.1 0.1 1 25.00 0.00 20 10.0 0.0 0.1 0.1 2 10.0 5.0 5.0 D1 0.10 C 0.65 0.65 0.82 6 2.48 0.00 1.5 0.9 1, 6.02 0.00 15 3.7 0.4 1.9 1.3 94 10.5 5.0 5.0 D2 0.74 C 0.33 0.33 0.42 48 9.63 0.00 4.71 4.1 1 25.00 0.00 15 7.5 0.0 4.7 4.1 49 10.3 5.0 5.0 D3 0.21 C 0.20 0.20 0.25 50 7.31 0.00 6.1 5.8 1 25.00 0.00 20 10.0 0.0 6.1 5.8 51 10.3 6.1 5.8 D4 0.29 C 0.20 0.20 0.25 50 10.51 0.00 5.5 5.2 147 4.06 0.00 15 3.0 0.8 6.3 6.0 198 11.1 6.3 6.0 D5 0.42 C 0.23 0.23 0.28 53 16.28 0.00 4.7 4.4 1 25.00 0.00 20 10.0 0.0 4.7 4.4 54 10.3 5.0 5.0 D6 0.93 C 0.20 0.20 0.25 107 3.66 0.00 11.3 10.7 213 3.76 0.00 15 2.91 1.2 12.5 11.9 320 11.8 11.8 11.8 WT1 0.17 C 0.41 0.41 0.52 1 10 0.0ol 0.6 0.5 1 25.00 0.00 20 10.0 0.0 0.6 0.5 2 10.0 5.0 5.0 WT2 2.21 C 0.25 0.25 0.31 1 10 0.00 0.7 0.7 1 25.00 0.00 20 10.0 0.0 0.7 0.7 2 10.0 5.0 5.0 WT3 1.70 C 0.20 0.20 0.25 1 10 0.00 0.8 0.7 1 25.00 0.00 20 10.0 0.0 0.8 0.7 2 10.0 5.0 5.0 0S1 0.90 C 0.21 0.21 0.27 238 n/a 4.00 16.1 15.1 1 25.00 0.00 7 3.51 0.0 16.1 15.1 239 11.3 11.3 11.3 OS2 0.69 C 1 0.20 1 0.20 0.25 260 n/a 4.00 17.1 16.1 1 25.00 0.00 7 3.5 0.0 17.1 16.1 261 11.4 11.41 11.4 OS3 1.69 C 0.20 0.20 1 0.25 308 n/a 4.00 18.6 17.6 1 25.00 0.00 7 3.5 0.0 18.6 17.6 309 11.7 11.7 1J.2 OS4 0.38 C 0.20 0.20 0.25 212 n/a 4.00 15.5 14.6 1 25.00 0.00 7 3.5 0.0 15.5 14.6 213 11.2 11.2 1 NOTES: Ti= (1.87*(1.1 -CCf)"(L)^0.5)/((S)^0.33), S in % Type of Land Surface C, Tf=L/60V Heavy Meadow 2.5 Velocity V=Cv`S^0.5, S in ft/ft Tillage/Field 5 Tc Check= 10+L/180 Short Pasture and Lawns 7 For urbanized basins a minimum Tc of 5.0 minutes is required. Nearly Bare Ground 10 For non-urbanized basins a minimum Tc of 10.0 minutes is required Grassed Waterway 15 Paved Areas and Shallow Paved Swales 20 10/27/2020 STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) Project Name: Ridgewood Hills Fifth Filing Subdivision: Ridgewood Hills Fifth Filing Project No.: GNK10.20 Location: CO, Fort Collins Calculated By: HHF Design Storm: 2-Year Checked By: HHF Date: 10/27/20 DIRECT RUNOFF TOTAL RUNOFF STREET PIPE TRAVEL TIME U w N O w U L E U 0 a) 3 0 a NOTES 0 0 `m STREET a Q U } o LLL o N r (Inlets are in a SUMP unless noted) U O O _ O N o m U cl U d <n in o cn La-a _J Al Al 0.59 0.82 5.0 0.48 2.85 1.4 Drains to 2-No. 16 Combination inlets at DP Al A2 A2 0.99 0.85 5.5 0.84 2.78 2.3 Drains to 2-No. 16 Valley inlets(i.e., Neenah R-3362-L)at DP A2 A3 A3 0.98 0.52 6.9 0.51 2.61 1.3 Drains to 4-No. 16 Combination inlets at DPs A3/A4 A4 A4 0.44 0.60 5.0 0.26 2.85 0.8 Drains to 4-No. 16 Combination inlets at DPs A3/A4 A4 A3&A4 1.42 0.54 6.9 0.77 2.61 2.0 0 A5 A5 0.33 0.68 5.0 0.23 2.85 0.6 Drains to 2-No. 16 Combination inlets at DPs A5/A6 A6 A6 0.43 0.77 5.0 0.33 2.85 0.9 Drains to 2-No. 16 Combination inlets at DPs A5/A6 A6 A5&A6 0.76 0.73 5.0 0.56 2.85 1.6 0 A7 A7 0.23 0.42 5.0 0.10 2.85 0.3 Drains to ADS Nyloplast drain basin w/l5"Dome Grate at DP A7 A8 A8 0.16 0.82 5.0 0.13 2.85 0.4 Drains to 1-No. 16 Combination inlet at DP A8 A9 A9 0.26 0.84 5.0 0.22 2.85 0.6 Drains to 2-No. 16 Combination inlets at DP A9 A10 A10 0.18 0.73 5.0 0.13 2.85 0.4 Drains to 1-No. 16 Combination inlet at DP A10 All All 0.16 0.84 5.0 0.14 2.85 0.4 Drains to 1-No. 16 Combination inlet at DP All Al2 Al2 0.28 0.87 5.0 0.25 2.85 0.7 Drains to 2-No. 16 Valley inlets(i.e., Neenah R-3362-L)at DP Al2 A13 A13 0.64 0.64 5.1 0.41 2.84 1.2 Drains to 4-No. 16 Combination inlets(ON-GRADE)at DP Al A14 A14 0.34 0.67 5.0 0.22 2.85 0.6 Future pool and clubhouse area 13-Nyloplast Drain Basins w/15"Dome Grates A15 A15 0.20 0.72 5.0 0.14 2.85 0.4 Drains to 1-No. 16 Combination inlet at DP A15 A16 A16 0.32 0.89 5.0 0.29 2.85 0.8 Drains to 1-No. 16 Combination inlet at DP A16 A17 PND A 0.91 0.22 7.4 0.20 2.54 0.5 Drains to outlet structure in Pond A RBS RBS 0.85 0.20 5.0 0.17 2.85 0.5 Existing Robert Benson Reservoir Inlet Swale B1 Bl 0.27 0.33 9.1 0.09 2.33 0.2 Drains to ADS Nyloplast drain basin w/l5"Dome Grate at DP Bl B2 B2 1.78 0.57 7.2 1.02 2.57 2.6 Drains to 6-No. 16 Combination inlets(ON-GRADE)at DP B2 B3 B3 0.69 0.68 5.8 0.47 2.75 1.3 Drains to 5-No. 16 Combination inlets(ON-GRADE)at DP B3 B4 PND B 1.08 0.30 9.6 0.33 2.26 0.7 Drains to WQ outlet structure in Pond B Cl Cl 0.30 0.37 6.4 0.11 2.67 0.3 Drains to ADS Nyloplast drain basin w/l8"Dome Grate at DP C1 C2 C2 0.13 0.28 7.6 0.04 2.52 0.1 Drains to ADS Nyloplast drain basin w/l5"Dome Grate at DP C2 C3 C3 2.25 0.61 7.3 1.38 2.56 3.5 Drains to 4-No. 16 Combination inlets at DP C3 C4 C4 0.72 0.74 5.2 0.53 2.82 1.5 Drains to 2-No. 16 Combination inlets at DP C4 C5 C5 0.22 0.70 5.0 0.16 2.85 0.4 Drains to 1-No. 16 Combination inlet at DP C5 C6a C6a 0.25 0.78 5.0 0.20 2.85 0.6 Drains to 2'wide SW chase at DP C6a C6b C6b 0.99 0.73 7.1 0.73 2.58 1.9 Drains to 3-No. 16 Combination inlets at DP C5 C6b C6a&C6b 1.25 0.74 7.1 0,93 2.58 2A C7 C7 0.41 0.55 5.0 0.22 2.85 0.6 Drains to ADS Nyloplast drain basin w/24"Dome Grate at DP C7 C8 C8 0.42 0.46 10.0 0.19 2.21 0.4 Drains to ADS Nyloplast drain basin w/15"Dome Grate at DP C8 C9 C9 0.60 0.74 5.0 0.44 2.85 1.3 Drains to 3-No. 16 Combination inlets at DP C9 C10 C10 0.46 0.81 5.0 0.37 2.85 1.1 Drains to 3-No. 16 Combination inlets at DP C10 C11 C11 0.19 0.84 5.0 0.16 2.85 0.4 Drains to 1-No. 16 Combination inlet at DP C11 C12 C12 0.41 0.55 5.0 0.22 2.85 0.6 Drains to ADS Nyloplast drain basin w/18"Dome Grate at DP C12 C13 C13 0.34 0.76 5.0 0.26 2.85 0.7 Drains to 5-No. 16 Combination inlets at DPs C14/C15 C14 C14 1.07 0.72 6.9 0.77 2.61 2.0 Drains to 5-No. 16 Combination inlets at DPs C14/C15 C15 C15 0.46 0.78 5.0 0.36 2.85 1.0 Drains to 5-No. 16 Combination inlets at DPs C14/C15 C15 C13,C14&C15 1.88 0.74 6.9 1.39 2.61 3.6 C16 C16 1.60 0.73 6.5 1.18 2.66 3.1 Drains to 4-No. 16 Combination inlets at DP C16 C17 C17 0.13 0.70 5.0 0.09 2.85 0.3 Drains to 1-No. 16 Combination inlet at DP C17 10/27/2020 STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) Project Name: Ridgewood Hills Fifth Filing Subdivision: Ridgewood Hills Fifth Filing Project No.: GNK10.20 Location: CO, Fort Collins Calculated By: HHF Design Storm: 2-Year Checked By: HHF Date: 10/27/20 DIRECT RUNOFF TOTAL RUNOFF STREET PIPE TRAVEL TIME U w N O w U L E U 0 a) 3 0 a NOTES 0 0 `m STREET a Q U } o LLL o N r (Inlets are in a SUMP unless noted) U O O _ O N o m U cl U d <n in o cn La-a -J C18 C18 1.03 0.63 8.1 0.66 2.46 1.6 Drains to 1-No. 16 Combination inlet at DP C18 C19 RG C 0.86 0.27 6.0 0.23 2.72 0.6 Rain Garden C20 PND C 1.58 0.20 7.8 0.32 2.50 0.8 Drains to outlet structure in Pond C RF1 RF1 0.16 0.95 5.0 0.15 2.85 0.4 Direct connection to SDA RF2 RF2 0.16 0.95 5.0 0.15 2.85 0.4 Direct connection to SDA RF3 RF3 0.16 0.95 5.0 0.15 2.85 0.4 Direct connection to SDA RF4 RF4 0.16 0.95 5.0 0.15 2.85 0.4 Direct connection to SDA RF5 RF5 0.16 0.95 5.0 0.15 2.85 0.4 Direct connection to SDA RF6 RF6 0.16 0.95 5.0 0.15 2.85 0.4 Direct connection to SDA RF7 RF7 0.16 0.95 5.0 0.15 2.85 0.4 Direct connection to SDA RF8 RF8 0.16 0.95 5.0 0.15 2.85 0.4 Direct connection to SDA RF9 RF9 0.08 0.95 5.0 0.08 2.85 0.2 Direct connection to SDA RF10 RF10 0.08 0.94 5.0 0.07 2.85 0.2 Direct connection to SDA D1 D1 0.10 0.65 5.0 0.06 2.85 0.2 Developed basin drains to existing Louden Ditch D2 D2 0.74 0.33 5.0 0.25 2.85 0.7 Developed basin consisting of landscaping and proposed SW drains to US287 D3 D3 0.21 0.20 6.1 0.04 2.71 0.1 Developed basin consisting of landscaping drains to US287 D4 D4 0.29 0.20 6.3 0.06 2.69 0.2 Developed basin consisting landscaping drains to existing culvert under Triangle Drive D5 D5 0.42 0.23 5.0 0.09 2.85 0.3 Developed basin consisting of landscaping drains to Triangle Drive D6 D6 0.93 0.20 11.8 0.19 2.09 0.4 Basin will reman undeveloped and drain along historic drainage paths WT1 WTI 0.17 0.41 5.0 0.07 2.85 0.2 Drains to ADS Nyloplast drain basin w/xx"Dome Grate at DP WTI WT2 WT2 2.21 0.25 5.0 0.55 2.85 1.6 largely existying basin w/mitigated wetlands at DP WT2 WT3 WT3 1.70 0.20 5.0 0.34 2.85 1.0 Existing wetlands area OS1 OS1 0.90 0.21 11.3 0.19 2.12 0.4 Existing undeveloped basin drains to basin A4 OS2 OS2 0.69 0.20 11.4 0.14 2.11 0.3 Existing undeveloped basin drains to basin A3 OS3 OS3 1.69 0.20 11.7 0.34 2.09 0.7 Existing undeveloped basin drains to basin B2 OS4 OS4 0.38 0.20 11.2 0.08 2.13 0.2 Existing undeveloped basin drains to basin C3 10/27/2020 STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) Project Name: Ridgewood Hills Fifth Filing Subdivision: Ridgewood Hills Fifth Filing Project No.: GNK10.20 Location: CO, Fort Collins Calculated By: HHF Design Storm: 100-Year Checked By: HHF Date: 10/27/20 DIRECT RUNOFF TOTAL RUNOFF STREET PIPE TRAVEL TIME a C V U U STREET o o 3 0 c Q NOTES ap Q U } o i-i° N (Inlets are in a SUMP unless noted) � a� Q c a (n (D o E 0 Al Al 0.59 1.00 5.0 0.59 9.95 5.8 Drains to 2-No. 16 Combination inlets at DP Al A2 A2 0.99 1.00 5.0 0.99 9.95 9.9 Drains to 2-No. 16 Valley inlets(i.e., Neenah R-3362-L)at DP A2 A3 A3 0.98 0.65 5.7 0.64 9.63 6.1 Drains to 4-No. 16 Combination inlets at DPs A3/A4 A4 A4 0.44 0.74 5.0 0.33 9.95 3.3 Drains to 4-No. 16 Combination inlets at DPs A3/A4 A4 A3&A4 1.42 0.68 5.7 0.97 9.63 9.3 A5 A5 0.33 0.85 5.0 0.28 9.95 2.8 Drains to 2-No. 16 Combination inlets at DPs A5/A6 A6 A6 0.43 0.96 5.0 0.41 9.95 4.1 Drains to 2-No. 16 Combination inlets at DPs A5/A6 A6 A5&A6 0.76 0.91 5.0 0.70 9.95 6.9 A7 A7 0.23 0.52 5.0 0.12 9.95 1.2 Drains to ADS Nyloplast drain basin w/15"Dome Grate at DP A7 A8 A8 0.16 1.00 5.0 0.16 9.95 1.6 Drains to 1-No. 16 Combination inlet at DP A8 A9 A9 0.26 1.00 5.0 0.26 9.95 2.6 Drains to 2-No. 16 Combination inlets at DP A9 A10 A10 0.18 0.91 5.0 0.17 9.95 1.7 Drains to 1-No. 16 Combination inlet at DP A10 All All 0.16 1.00 5.0 0.16 9.95 1.6 Drains to 1-No. 16 Combination inlet at DP All Al2 Al2 0.28 1.00 5.0 0.28 9.95 2.8 Drains to 2-No. 16 Valley inlets(i.e., Neenah R-3362-L)at DP Al2 A13 A13 0.64 0.81 5.0 0.52 9.95 5.1 Drains to 4-No. 16 Combination inlets(ON-GRADE)at DP Al A14 A14 0.34 0.84 5.0 0.28 9.95 2.8 Future pool and clubhouse area i 3-Nyloplast Drain Basins w/15"Dome Grates A15 A15 0.20 0.91 5.0 0.18 9.95 1.8 Drains to 1-No. 16 Combination inlet at DP Al A16 A16 0.32 1.00 5.0 0.32 9.95 3.2 Drains to 1-No. 16 Combination inlet at DP A16 A17 PND A 0.91 0.27 7.1 0.25 9.02 2.2 Drains to outlet structure in Pond A RBS RIBS 0.85 0.25 5.0 0.21 9.95 2.1 Existing Robert Benson Reservoir Inlet Swale B1 B1 0.27 0.42 8.1 0.11 8.55 1.0 Drains to ADS Nyloplast drain basin w/15"Dome Grate at DP B1 B2 B2 1.78 0.72 5.6 1.28 9.70 12.4 Drains to 6-No. 16 Combination inlets(ON-GRADE)at DP B2 B3 B3 0.69 0.85 5.0 0.59 9.95 5.9 Drains to 5-No. 16 Combination inlets(ON-GRADE)at DP B3 B4 PND B 1.08 0.38 8.8 0.41 8.24 3.4 Drains to WQ outlet structure in Pond B Cl Cl 0.30 0.46 5.7 0.14 9.63 1.4 Drains to ADS Nyloplast drain basin w/18"Dome Grate at DP Cl C2 C2 0.13 0.35 7.0 0.05 9.08 0.4 Drains to ADS Nyloplast drain basin w/15"Dome Grate at DP C2 C3 C3 2.25 0.77 6.1 1.73 9.46 16.4 Drains to 4-No. 16 Combination inlets at DP C3 C4 C4 0.72 0.92 5.0 0.66 9.95 6.6 Drains to 2-No. 16 Combination inlets at DP C4 C5 C5 0.22 0.88 5.0 0.19 9.95 1.9 Drains to 1-No. 16 Combination inlet at DP C5 C6a C6a 0.25 0.98 5.0 0.25 9.95 2.5 Drains to 2'wide SW chase at DP C6a C6b C6b 0.99 0.92 5.0 0.91 9.95 9.1 Drains to 3-No. 16 Combination inlets at DP C5 C6b C6a&C6b 1.25 0.93 5.0 1.16 9.95 11.5 C7 C7 0.41 0.69 5.0 0.28 9.95 2.8 Drains to ADS Nyloplast drain basin w/24"Dome Grate at DP C7 C8 C8 0.42 0.57 8.4 0.24 8.44 2.0 Drains to ADS Nyloplast drain basin w/15"Dome Grate at DP C8 C9 C9 0.60 0.93 5.0 0.55 9.95 5.5 Drains to 3-No. 16 Combination inlets at DP C9 C10 C10 0.46 1.00 5.0 0.46 9.95 4.5 Drains to 3-No. 16 Combination inlets at DP C10 C11 C11 0.19 1.00 5.0 0.19 9.95 1.8 Drains to 1-No. 16 Combination inlet at DP C11 C12 C12 0.41 0.69 5.0 0.28 9.95 2.8 Drains to ADS Nyloplast drain basin w/18"Dome Grate at DP C12 C13 C13 0.34 0.95 5.0 0.33 9.95 3.2 Drains to 5-No. 16 Combination inlets at DPs C14/C15 C14 C14 1.07 0.90 5.0 0.96 9.95 9.6 Drains to 5-No. 16 Combination inlets at DPs C14/C15 C15 C15 0.46 0.97 5.0 0.45 9.95 4.5 Drains to 5-No. 16 Combination inlets at DPs C14/C15 C15 C13,C14&C15 1.88 0.92 5.0 1.74 9.95 17.3 C16 C16 1.60 0.92 5.6 1.47 9.67 14.2 Drains to 4-No. 16 Combination inlets at DP C16 t 0/27/2020 STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) Project Name: Ridgewood Hills Fifth Filing Subdivision: Ridgewood Hills Fifth Filing Project No.: GNK10.20 Location: CO, Fort Collins Calculated By: HHF Design Storm: 100-Year Checked By: HHF Date: 10/27/20 DIRECT RUNOFF TOTAL RUNOFF STREET PIPE TRAVEL TIME N a) C V U U STREET o o 3 0 c Q NOTES ap Q U } o i° N (Inlets are in a SUMP unless noted) w m � Q c Q c a a (n a (D o E 0 o a m " U C� " U CJ cn U) 0 co a � °� C17 C17 0.13 0.88 5.0 0.12 9.95 1.2 Drains to 1-No. 16 Combination inlet at DP C17 C18 C18 1.03 0.79 6.4 0.82 9.35 7.7 Drains to 1-No. 16 Combination inlet at DP C18 C19 RG C 0.86 0.33 5.5 0.29 9.73 2.8 Rain Garden C20 PND C 1.58 0.25 7.4 0.40 8.88 3.5 Drains to outlet structure in Pond C RF1 RF1 0.16 1.00 5.0 0.16 9.95 1.6 Direct connection to SDA RF2 RF2 0.16 1.00 5.0 0.16 9.95 1.6 Direct connection to SDA RF3 RF3 0.16 1.00 5.0 0.16 9.95 1.6 Direct connection to SDA RF4 RF4 0.16 1.00 5.0 0.16 9.95 1.6 Direct connection to SDA RF5 RF5 0.16 1.00 5.0 0.16 9.95 1.6 Direct connection to SDA RF6 RF6 0.16 1.00 5.0 0.16 9.95 1.6 Direct connection to SDA RF7 RF7 0.16 1.00 5.0 0.16 9.95 1.6 Direct connection to SDA RF8 RF8 0.16 1.00 5.0 0.16 9.95 1.6 Direct connection to SDA RF9 RF9 0.08 1.00 5.0 0.08 9.95 0.8 Direct connection to SDA RF10 RF10 0.08 1.00 5.0 0.08 9.95 0.8 Direct connection to SDA D1 D1 0.10 0.82 5.0 0.08 9.95 0.8 Developed basin drains to existing Louden Ditch D2 D2 0.74 0.42 5.0 0.31 9.95 3.1 Developed basin consisting of landscaping and proposed SW drains to US287 D3 D3 0.21 0.25 5.8 0.05 9.60 0.5 Developed basin consisting of landscaping drains to US287 D4 D4 0.29 0.25 6.0 0.07 9.52 0.7 Developed basin consisting landscaping drains to existing culvert under Triangle Drive D5 D5 0.42 0.28 5.0 0.12 9.95 1.2 Developed basin consisting of landscaping drains to Triangle Drive D6 D6 0.93 0.25 11.8 0.23 7.29 1.7 Basin will reman undeveloped and drain along historic drainage paths WTI WTI 0.17 0.52 5.0 0.09 9.95 0.9 Drains to ADS Nyloplast drain basin w/xx"Dome Grate at DP WTI WT2 WT2 2.21 0.31 5.0 0.68 9.95 6.8 largely existying basin w/mitigated wetlands at DP WT2 WT3 WT3 1.70 0.25 5.0 0.43 9.95 4.2 Existing wetlands area OS1 OS1 0.90 0.27 11.3 0.24 7.40 1.8 Existing undeveloped basin drains to basin A4 OS2 OS2 0.69 0.25 11.4 0.17 7.37 1.3 Existing undeveloped basin drains to basin A3 OS3 OS3 1.69 0.25 11.7 0.42 7.31 3.1 Existing undeveloped basin drains to basin B2 OS4 OS4 0.38 0.25 11.2 0.10 7.44 0.7 Existing undeveloped basin drains to basin C3 1 0/27/2020 5265 Ronald Reagan Blvd., Suite 210 G a o Y Y a Johnstown, CO 80534 Y 970.800.3300• GallauvayUS com Appendix C - Hydraulic Calculations Curb Inlet and Street Capacity Calculations Nyloplast Inlet Grate Calculations 2' Wide Curb Cut Capacity Calculations Storm Drain Hydraulic Grade Line (HGL) Calculations LID and EDB Sizing Calculations Detention Pond Sizing Calcualtions 5265 Ronald Reagan Blvd., Suite 210 G a owa Johnstown, CO 80534 Y 970.800.3300• GallauvayUS com Curb Inlet and Street Capacity Calculations Version 4.06 Released August 2018 INLET MANAGEMENT INLET NAME DP Al DP A11 DP A9 DP A4 DP A6 Site Type Urban or Rural URBAN URBAN URBAN URBAN URBAN Inlet Application Street or Area) STREET STREET STREET STREET STREET Hydraulic Condition In Sump In Sum In Sump In Sump In Sum Inlet Type Denver No.16 Combination Denver No.16 Combination Denver No.16 Combination Denver No.16 Combination Denver No.16 Combination USER-DEFINED INPUT User-Defined Desi n Flows Minor Kna,,,, s 1.4 0.4 0.8 2.0 1.6 Major U n-(cfs) 1 5.8 1.6 2.6 9.3 6.9 Bvvass Car -Over Flow from Upstream Receive Bypass Flow from: I No Bypass Flow Received No Bypass Flow Received No Bvpass Flow Received DP B2 DP B3 Minor Bypass Flow Received,Ub(cfs) 1 0.0 1 0.0 1 0.0 1 0.0 10.0 Major Bypass Flow Received,Ub(OS) 0.0 0.0 0.0 0.1 0.3 Watershed Characteristics Subcatchment Area acres Percent Impervious NRCS Soil Type Watershed Profile Overland Slope(ft/ft) Ovedand Len th ft Channel Slope ft/ft Channel Length ft Minor Storm Rainfall In I Design Storm Return Perio,T, years One-Hour Precipitation,P,(inches) Ma or Storm Rainfall In ut Design torm Return Period,T,years One-Hour Precipitation,P,(inches) CALCULATED OUTPUT Minor Total Desi n Peak Flow,O cfs 1.4 0.4 0.6 2.0 1.6 Major Total Design Peak Flow,Q cfs 5.8 1 1.6 2.6 1 9.4 7.2 Minor Flow Bypassed Downstream,Ub(cfs) I N/A NIA N/A WA N/A Major F ow Bypassed Downstream,Ub c s N/A NIA N/A N/A N/A Minor Storm Calculated Anal sis of Flow Time C N/A NIA N/A N/A N/A s N/A NIA N/A N/A N/A Overland Flow Velocity,Vi N/A N/A N/A N/A N/A Channel Flow Velocity,Vt N/A N/A N/A NIA N/A Overland Flow Time,Ti N/A NIA N/A N/A N/A Channel Travel Time,Tt N/A NIA N/A NIA N/A Calculated Time of Concentration,T. N/A N/A N/A N/A N/A Regional T. N/A NIA N/A NIA N/A Recommended T� N/A N/A N/A N/A N/A Tc se acted by ser N/A N/A N/A N/A N/A Desi n Rainfall Intensit,I N/A N/A N/A N/A N/A alculated ocal Peak low,Up N/A N/A N/A N/A N/A Major Storm Calculated Anal sis of Flow Time C N/A N/A N/A N/A N/A s N/A NIA N/A NIA N/A Overland Flow Velocity,Vi N/A NIA N/A N/A N/A Channel Flow Velocity,Vt WA NIA N/A N/A WA Overland Flow Time,Ti N/A N/A N/A N/A N/A Channel Travel Time,Tt N/A N/A N/A NIA N/A Calculated Time of Concentration,T. N/A NIA N/A N/A N/A Regional Tc N/A N/A N/A NIA N/A Recommended T. N/A N/A N/A NIA N/A Tc se acted y ser N/A NIA N/A NIA N/A Desi n Rainfall Intensity,I N/A N/A N/A N/A N/A alcu ated Local PeaK Flow,Up N/A N/A N/A N/A N/A Version 4.06 Released August 2018 INLET MANAGEMENT INLET NAME DP A8 DP A10 DP A13 OnGrade DP A16 DP A13 Site Type Urban or Rural URBAN URBAN URBAN URBAN URBAN Inlet Application(Street or Area) STREET STREET STREET STREET STREET Hydraulic Condition In Sump In Sump On Grade In Sump In Sum Inlet Type Denver No.16 Combination Denver No.16 Combination Denver No.16 Combination I Denver No.16 Combination I Denver No.16 Combination USER-DEFINED INPUT User-Defined Desi n Flows ,no, OK„�,,,,cfs 0.4 0.4 1.2 0.8 1.2 Major OK�m„,(cfs 1.6 1.7 5.1 3.2 5.1 Bvoass Car - verl Flow from U stream Receive Bypass Flow from: No Bypass Flow Received No Bypass Flow Received No B ass Flow Received No Bypass Flow Received No B ass Flow Received Minor Bypass Flow Received,Oe(cfs) 0.0 0.0 1 0.0 1 0.0 1 0.0 Major Bypass Flow Received,, c c s 0.0 0.0 0.0 0.0 0.0 Watershed Characteristics Subcatchment Area acres Percent Impervious NRCS Soil Type Watershed Profile Overland Slope(ft/ft) Overland Length ft Channel Slope ft/ft Channel Length ft Minor Storm Rainfall In ut Design Storm Return Period,T, years One-Hour Precipitation,Pr(inches) FE Major Storm Rainfall In ut Design Storm Return Period,T, years One-Hour Precipitation,Pr(inches) CALCULATED OUTPUT Minor Total Design Peak Flow,Q cfs 0.4 0.4 1.2 0.8 1.2 Major Total Design Peak Flow,Q cfs 1.6 1.7 5.1 3.2 5.1 Minor Flow Bypassed Downstream,Oe(cfs) N/A N/A 0.0 NIA N/A Major Flow Bypassed Downstream,Ub c s N/A N/A 0.3 NIA N/A Minor Storm Calculated Anal sis of Flow Tir C N/A N/A N/A N/A N/A O5 N/A NIA N/A N/A N/A Overland Flow Velocity,Vi N/A N/A N/A NIA N/A Channel Flow Velocity,Vt N/A N/A N/A NIA N/A Overland Flow Time,Ti N/A NIA N/A NIA N/A Channel Travel Time,Tt N/A N/A N/A NIA N/A Calculated Time of Concentration,T. N/A N/A N/A N/A N/A Regional T. N/A NIA N/A N/A N/A Recommended T. N/A NIA N/A N/A N/A T_.se ecte y ser N/A NIA N/A NIA N/A Design Rainfall Intensity,I N/A N/A N/A N/A N/A alculated Local Peak HOW, N/A NIA N/A NIA N/A Ma or Storm Calculated Anal sis of Flow Tir C N/A N/A N/A N/A WA s N/A N/A N/A N/A N/A. Overland Flow Velocity,Vt N/A N/A N/A N/A N/A Channel Flow Velocity,Vt N/A NIA N/A N/A N/A Overland Flow Time,Ti N/A N/A N/A NIA N/A Channel Travel Time,Tt N/A N/A N/A NIA N/A Calculated Time of Concentration,T. N/A NIA N/A NIA N/A Regional T. N/A N/A N/A NIA N/A Recommended T� N/A NIA N/A N/A N/A T.se ecte by ser N/A NIA N/A N/A N/A Design Rainfall Intensity,I N/A N/A N/A N/A WA Calculated oca PeaK Flow,up N/A NIA N/A NIA N/A Version 4.06 Released August 2018 INLET MANAGEMENT INLET NAME DP A15 UP B2 DP B3 DP C3 DP C4 Site Type Urban or Rural URBAN URBAN URBAN URBAN URBAN Inlet Application(Street or Area) STREET STREET STREET STREET STREET Hydraulic Condition In Sump On Grade On Grade In Sump In Sum Inlet Type Denver No.16 Combination Denver No.16 Combination Denver No.16 Combination Denver No.16 Combination Denver No.16 Combination USER-DEFINED INPUT User-Defined Desi n Flows Minor OK„�,,,,cfs 0.4 2.2 1.3 3.5 1.5 Major OK�m„,(cfs 1.8 10.5 5.9 16.4 6.6 Bvoass Car - verl Flow from U stream Receive Bypass Flow from: No Bypass Flow Received No Bypass Flow Received No B ass Flow Received User-Defined No Bypass Flow Received Minor Bypass Flow Received,Qe(cfs) 0.0 0.0 1 0.0 1 0.2 1 0.0 Major Bypass Flow Received,, c c s 0.0 0.0 0.0 0.7 0.0 Watershed Characteristics Subcatchment Area acres Percent Impervious NRCS Soil Type Watershed Profile Overland Slope(ft/ft) Overland Length ft Channel Slope ft/ft Channel Length ft Minor Storm Rainfall In ut Design Storm Return Period,T, years One-Hour Precipitation,P,(inches) FE Major Storm Rainfall In ut Design Storm Return Period,T, years One-Hour Precipitation,P,(inches) CALCULATED OUTPUT Minor Total Design Peak Flow,Q cfs 0.4 2.2 1.3 3.7 1.5 Major Total Design Peak Flow,Q cfs 1.8 10.5 5.9 17.1 6.6 Minor Flow Bypassed Downstream,Oe(cfs) N/A 0.0 0.0 NIA N/A Major Flow Bypassed Downstream,Ub c s N/A 0.1 0.3 NIA N/A Minor Storm Calculated Anal sis of Flow Tip C N/A N/A N/A N/A N/A C5 N/A NIA N/A N/A N/A Overland Flow Velocity,Vi N/A N/A N/A NIA N/A Channel Flow Velocity,Vt N/A N/A N/A NIA N/A Overland Flow Time,Ti N/A NIA N/A NIA N/A Channel Travel Time,Tt N/A N/A N/A NIA N/A Calculated Time of Concentration,T. N/A N/A N/A N/A N/A Regional T. N/A NIA N/A N/A N/A Recommended T. N/A NIA N/A N/A N/A T_.se ecte y ser N/A NIA N/A NIA N/A Design Rainfall Intensity,I N/A N/A N/A N/A N/A alculated Local Peak HOW, N/A NIA N/A NIA N/A Ma or Storm Calculated Anal sis of Flow Tir C N/A N/A N/A N/A WA 5 N/A N/A N/A N/A N/A. Overland Flow Velocity,Vt N/A N/A N/A N/A N/A Channel Flow Velocity,Vt N/A NIA N/A N/A N/A Overland Flow Time,Ti N/A N/A N/A NIA N/A Channel Travel Time,Tt N/A N/A N/A NIA N/A Calculated Time of Concentration,T. N/A NIA N/A NIA N/A Regional T. N/A N/A N/A NIA N/A Recommended T� N/A NIA N/A N/A N/A T.se ecte by ser N/A NIA N/A N/A N/A Design Rainfall Intensity,I N/A N/A N/A N/A WA Calculated oca PeaK Flow,up N/A NIA N/A NIA N/A Version 4.06 Released August 2018 INLET MANAGEMENT INLET NAME DP C5 DP C6b DP C9 DP C10 DP C11 Site Type Urban or Rural URBAN URBAN URBAN URBAN URBAN Inlet Application(Street or Area) STREET STREET STREET STREET STREET Hydraulic Condition In Sump In Sump In Sump In Sump In Sum Inlet Type Denver No.16 Combination Denver No.16 Combination Denver No.16 Combination Denver No.16 Combination Denver No.16 Combination USER-DEFINED INPUT User-Defined Desi n Flows Minor OK„�,,,,cfs 0.4 2.4 1.3 1.1 0.4 Major OK�m„,(cfs 1.9 11.5 5.5 4.5 1.8 Bvoass Car - verl Flow from U stream Receive Bypass Flow from: No Bypass Flow Received No Bypass Flow Received No B ass Flow Received No Bypass Flow Received No B ass Flow Received Minor Bypass Flow Received,Oe(cfs) 0.0 0.0 1 0.0 1 0.0 1 0.0 Major Bypass Flow Received,, c c s 0.0 0.0 0.0 0.0 0.0 Watershed Characteristics Subcatchment Area acres Percent Impervious NRCS Soil Type Watershed Profile Overland Slope(ft/ft) Overland Length ft Channel Slope ft/ft Channel Length ft Minor Storm Rainfall In ut Design Storm Return Period,T, years One-Hour Precipitation,P,(inches) FE Major Storm Rainfall In ut Design Storm Return Period,T, years One-Hour Precipitation,P,(inches) CALCULATED OUTPUT Minor Total Design Peak Flow,Q cfs 0.4 2.4 1.3 1.1 0.4 Major Total Design Peak Flow,Q cfs 1.9 11.5 5.5 4.5 1.8 Minor Flow Bypassed Downstream,Oe(cfs) N/A N/A N/A NIA N/A Major Flow Bypassed Downstream,Ub c s N/A N/A N/A N/A N/A Minor Storm Calculated Anal sis of Flow Tip C N/A N/A N/A N/A N/A C5 N/A NIA N/A N/A N/A Overland Flow Velocity,Vi N/A N/A N/A NIA N/A Channel Flow Velocity,Vt N/A N/A N/A NIA N/A Overland Flow Time,Ti N/A NIA N/A NIA N/A Channel Travel Time,Tt N/A N/A N/A NIA N/A Calculated Time of Concentration,T. N/A N/A N/A N/A N/A Regional T. N/A NIA N/A N/A N/A Recommended T. N/A NIA N/A N/A N/A T_.se ecte y ser N/A NIA N/A NIA N/A Design Rainfall Intensity,I N/A N/A N/A N/A N/A alculated Local Peak HOW, N/A NIA N/A NIA N/A Ma or Storm Calculated Anal sis of Flow Tir C N/A N/A N/A N/A WA s N/A N/A N/A N/A N/A. Overland Flow Velocity,Vt N/A N/A N/A N/A N/A Channel Flow Velocity,Vt N/A NIA N/A N/A N/A Overland Flow Time,Ti N/A N/A N/A NIA N/A Channel Travel Time,Tt N/A N/A N/A NIA N/A Calculated Time of Concentration,T. N/A NIA N/A NIA N/A Regional T. N/A N/A N/A NIA N/A Recommended T� N/A NIA N/A N/A N/A T.se ecte by ser N/A NIA N/A N/A N/A Design Rainfall Intensity,I N/A N/A N/A N/A WA Calculated oca PeaK Flow,up N/A NIA N/A NIA N/A Version 4.06 Released August 2018 INLET MANAGEMENT INLET NAME DP C15 DP C16 DP C17 DP C18 Owens-DP 11 Site Type Urban or Rural URBAN URBAN URBAN URBAN URBAN Inlet Application(Street or Area) STREET STREET STREET STREET STREET Hydraulic Condition In Sump In Sump In Sump In Sump On Grade Inlet Type Denver No.16 Combination Denver No.16 Combination Denver No.16 Combination Denver No.16 Combination Denver No.16 Combination USER-DEFINED INPUT User-Defined Desi n Flows Minor OK„�,,,,cfs 3.6 3.1 0.3 0.6 8.5 Major OK�m„,(cfs 17.3 14.2 1.2 2.8 45.5 Bvoass Car - verl Flow from U stream Receive Bypass Flow from: No Bypass Flow Received User-Defined No Bypass Flow Received No Bypass Flow Received No B ass Flow Received Minor Bypass Flow Received,Oe(cfs) 0.0 0.0 1 0.0 1 0.0 1 0.0 Major Bypass Flow Received,, c c s 0.0 0.0 0.0 0.0 0.0 Watershed Characteristics Subcatchment Area acres Percent Impervious NRCS Soil Type Watershed Profile Overland Slope(ft/ft) Overland Length ft Channel Slope ft/ft Channel Length ft Minor Storm Rainfall In ut Design Storm Return Period,T, years One-Hour Precipitation,P,(inches) Major Storm Rainfall In ut Design Storm Return Period,T, years One-Hour Precipitation,P,(inches) CALCULATED OUTPUT Minor Total Design Peak Flow,Q cfs 3.6 3.1 0.3 0.6 8.5 Major Total Design Peak Flow,Q cfs 17.3 14.2 1.2 2.8 45.5 Minor Flow Bypassed Downstream,Oe(cfs) N/A N/A N/A NIA 4.6 Major Flow Bypassed Downstream,Ub c s N/A N/A N/A NIA 37.0 Minor Storm Calculated Anal sis of Flow Tip C N/A N/A N/A N/A N/A C5 N/A NIA N/A N/A N/A Overland Flow Velocity,Vi N/A N/A N/A NIA N/A Channel Flow Velocity,Vt N/A N/A N/A NIA N/A Overland Flow Time,Ti N/A NIA N/A NIA N/A Channel Travel Time,Tt N/A N/A N/A NIA N/A Calculated Time of Concentration,T. N/A N/A N/A N/A N/A Regional T. N/A NIA N/A N/A N/A Recommended T. N/A NIA N/A N/A N/A T_.se ecte y ser N/A NIA N/A NIA N/A Design Rainfall Intensity,I N/A N/A N/A N/A N/A alculated Local Peak HOW, N/A NIA N/A NIA N/A Ma or Storm Calculated Anal sis of Flow Tir C N/A N/A N/A N/A WA 5 N/A N/A N/A N/A N/A. Overland Flow Velocity,Vt N/A N/A N/A N/A N/A Channel Flow Velocity,Vt N/A NIA N/A N/A N/A Overland Flow Time,Ti N/A N/A N/A NIA N/A Channel Travel Time,Tt N/A N/A N/A NIA N/A Calculated Time of Concentration,T. N/A NIA N/A NIA N/A Regional T. N/A N/A N/A NIA N/A Recommended T� N/A NIA N/A N/A N/A T.se ecte by ser N/A NIA N/A N/A N/A Design Rainfall Intensity,I N/A N/A N/A N/A WA Calculated oca PeaK Flow,Up N/A NIA N/A NIA N/A Version 4.06 Released August 2018 INLET MANAGEMENT INLET NAME DP Ala(Type R DP C13(Type R Site Type Urban or Rural URBAN URBAN Inlet Application(Street or Area) STREET STREET Hydraulic Condition On Grade In Sum Inlet Type CDOT Type R Curb Opening CDOT Type R Curb Opening enin USER-DEFINED INPUT User-Defined Desi n Flows Minor OK„�,,,,cfs 1.2 3.5 Major O­(cfs) 5.1 16.4 Bvoass Car - verl Flow from U stream Receive Bypass Flow from: No Bypass Flow Received User-Defined Minor Bypass Flow Received,Oe(cfs) 0.0 0.2 Major Bypass Flow Received,Ub(VS) 0.0 0.7 Watershed Characteristics Subcatchment Area acres Percent Impervious NRCS Soil Type Watershed Profile Overland Slope(ft/ft) Overland Length ft Channel Slope ft/ft Channel Length ft Minor Storm Rainfall In ut Design Storm Return Period,T, years One-Hour Precipitation,P,(inches) Major Storm Rainfall In ut Design Storm Return Period,T, years One-Hour Precipitation,P,(inches) CALCULATED OUTPUT Minor Total Design Peak Flow,Q cfs 1.2 3.7 Major Total Design Peak Flow,Q cfs 5.1 17A Minor Flow Bypassed Downstream,Oe(cfs) 0.0 N/A Major Flow Bypassed Downstream,Ub c s 0.2 N/A Minor Storm Calculated Anal sis of Flow Tip C N/A N/A O5 N/A NIA Overland Flow Velocity,Vi N/A N/A Channel Flow Velocity,Vt N/A N/A Overland Flow Time,Ti N/A N/A Channel Travel Time,Tt N/A N/A Calculated Time of Concentration,T. N/A N/A Regional T. N/A NIA Recommended T N/A NIA T se ecte y ser N/A NIA Design Rainfall Intensity,I N/A N/A alculated Local Peak I-ow,U, N/A NIA Ma or Storm Calculated Anal sis of Flow Tir C N/A N/A s N/A N/A Overland Flow Velocity,Vt N/A N/A Channel Flow Velocity,Vt N/A NIA Overland Flow Time,Ti N/A N/A Channel Travel Time,Tt N/A N/A Calculated Time of Concentration,T. N/A N/A Regional T. N/A N/A Recommended Tser N/A NIA T.se ecte by N/A NIA Design Rainfall Intensit,I N/A N/A a cu ated Local PeaK Flow,Up N/A NIA Version 4.06 Released August 2018 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET(Minor&Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: GNK10.20 I Triangle Development Inlet ID: DP Al T T T.Tµ� W SB�CK T. STREET o Q* C. CROWN Gutter Geometry(Enter data the blue Maximum Allowable Width for Spread Behind Curb TRACK ft Side Slope Behind Curb(leave blank for no conveyance credit behind curb) SMCK= fvft Manning's Roughness Behind Curb(typically between 0.012 and 0.020) n_x= Height of Curb at Gutter Flow Line HCURD= 6.00 inches Distance from Curb Face to Street Crown TCROWN= 25.0 ft Gutter Width W= 2.00 ft Street Transverse Slope Sx= 0.025 ft/ft Gutter Cross Slope(typically 2 inches over 24 inches or 0.083 fvft) SW= 0.083 Wit Street Longitudinal Slope-Enter 0 for sump condition So- 0.000 fvft Manning's Roughness for Street Section(typically between 0.012 and.0.020) nsTRssT= 0.016 Minor Storm Major Storm Max.Allowable Spread for Minor&Major Storm TnaAX= 25.0 1 25.0 ft Max.Allowable Depth at Gutter Flowline for Minor&Major Storm d_x=I 6.0 1 6.0 inches Check boxes are not applicable in SUMP conditions r r Maximum Capacity for 112 Street based On Allowable Spread Minor Storm Major Storm ater Depth without Gutter Depression(Eq.ST-2) y= 7.50 7.50 inches ertical Depth between Gutter Lip and Gutter Flowline(usually 2") do= 2.0 2.0 inches Gutter Depression(dc-(W-%*12)) a= 1.39 1.39 inches Water Depth at Gutter Flowline d= 8.89 8.89 inches Allowable Spread for Discharge outside the Gutter Section W(T-W) Tx= 23.0 23.0 ft Gutter Flaw to Design Flow Ratio by FHWA HEC-22 method(Eq.ST-7) Eo= 0.226 0.226 Discharge outside the Gutter Section W,carried in Section Tx Qx= 0.0 0.0 cfs Discharge within the Gutter Section W(QT-Qx) Qw= 0.0 0.0 cfs Discharge Behind the Curb(e.g.,sidewalk,driveways,&lawns) QBACK= 0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT= SUMP SUMP cfs Flow Velocity within the Gutter Section V= 0.0 0.0 fps *d Product:Flow Velocity times Gutter Flowline Depth V*d= 0.0 0.0 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTN= 15.4 15.4 ft Theoretical Spread for Discharge outside the Gutter Section W(T-W) Tx TR= 13.4 13.4 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method(Eq.ST-7) EC= 0.368 0.368 Theoretical Discharge outside the Gutter Section W,carried in Section Tx TR Qx TR= 0.0 0.0 cfs Actual Discharge outside the Gutter Section W,(limited by distance TmOwN) Qx= 0.0 0.0 cfs Discharge within the Gutter Section W(Qd-Qx) Qw= 0.0 0.0 cfs Discharge Behind the Curb(e.g.,sidewalk,driveways,&lawns) QBACK= 0.0 0.0 cfs Total Discharge for Major&Minor Storm(Pre-Safety Factor) Q= 0.0 0.0 cfs Average Flow Velocity Within the Gutter Section V= 0.0 0.0 fps d Product:Flow Velocity Times Gutter Flowline Depth V*d= 0.0 0.0 Slope-Based Depth Safety Reduction Factor for Major&Minor(d>6")Storm R= SUMP SUMP Max Flow Based on Allowable Depth(Safety Factor Applied) Od= SUMP SUMP Chi Resultant Flow Depth at Gutter Flowline(Safety Factor Applied) d= inches Resultant Flow Depth at Street Crown(Safety Factor Applied) dCROWN I linches, MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qauow= SUMP SUMP cfs GNK10.20_UD-Inlet_v4.06.xlsm,DP Al 10/22/2020,4:15 PM INLET IN A SUMP OR SAG LOCATION Version 4.06 Released August 2018 Lo(C) H-Curb H-Vert Wo W WP Lo(G) MINOR MAJOR Type of Inlet Denver No.16 Combination Type= Denver No.16 Combination Local Depression(additional to continuous gutter depression'a'from above) a;_;= 2.00 2.00 inches Number of Unit Inlets(Grate or Curb Opening) No= 2 2 Water Depth at Flowline(outside of local depression) Forcing Depth= 6.00 6.00 inches Grate Information MINOR MAJOR r Override Depths Length of a Unit Grate L.(G)= 3.00 3.00 feet Width of a Unit Grate W.= 1.73 1.73 feet Area Opening Ratio for a Grate(typical values 0.15-0.90) Aran.= 0.31 0.31 Clogging Factor for a Single Grate(typical value 0.50-0.70) Cr(G)= 0.50 0.50 Grate Weir Coefficient(typical value 2.15-3.60) C„,(G)= 3.60 3.60 Grate Orifice Coefficient(typical value 0.60-0.80) Co(G)= 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening L.(C)= 3.00 3.ou feet Height of Vertical Curb Opening In Inches H­= 6.50 - inches Height of Curb Orifice Throat in Inches H._= 5.25 inches Angle of Throat(see USDCM Figure ST-5) Theta= 0.00 degrees Side Width for Depression Pan(typically the gutter width of 2 feet) WR= 2.00 feet Clogging Factorfora Single Curb Opening(typical value.0.10) Cr(C)= 0.10 0.10 Curb Opening Weir Coefficient(typical value 2.3-3.7) Cw(C)= 3.70 Curb Opening Orifice Coefficient(typical value 0.60-0.70) Co(C)= 0.66 Grate Flow Analysis(Calculatedi MINOR MAJOR Clogging Coefficient for Multiple Units Coef= 1.50 1.50 Clogging Factor for Multiple Units Clog= 0.38 0.38 Grate Capacity as a Weir(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Q.= 6.6 &.6 cfs Interception with Clogging Q-= 4.1 4.1 cfs Grate Capacity as a Orifice(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qoa= 11.2 11.2 cfs Interception with Clogging Qoa= 7.0 7.0 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qm,= 7.8 7.8 cfs Interception with Clogging Q-= 4.8 4.8 cfs Resulting Grate Capacity assumes clogged condition QGram= 4.1 4.1 cfs Curb Opening Flow An - MINOR MAJOR Clogging Coefficient for Multiple Units Coef= 1.00 1.00 Clogging Factor for Multiple Units Clog= 0.08 0.08 Curb Opening as a Weir(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Q.= 3.0 3.0 cfs Interception with Clogging Q-= 2.8 2.8 cfs Curb Opening as an Orifice(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Q.,= 11.4 11.4 cfs Interception with Clogging Qoa= 10.4 10.4 jcfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qm;= 5.0 5.0 cfs Interception with Clogging Qma= 4.6 4.6 cfs ResultingCurb Opening Capacity(assumes clogged condition) QCurb= 2.8 2.8 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L= 6.00 6.00 feet Resultant Street Flow Spread(based on street geometry from above) T= 15.4 15.4 R Resultant Flow Depth at Street Crown dCROWN= 0.0 0.0 inches Low Head Performance Reduction(Calculated) MINOR MAJOR Depth for Grate Midwidth d-= 0.523 0.523 it Depth for Curb Opening Weir Equation cl,,,y= 0.33 0.33 it Combination Inlet Performance Reduction Factor for Long Inlets RFC=b;namn= 0.71 0.71 Curb Opening Performance Reduction Factor for Long Inlets RFc = 1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFO„ra= 0.71 0.71 MINOR MAJOR Total Inlet Interception Capacity(assumes clogged condition) Q.= 6.2 6.2 cfs Inlet Capacity IS GOOD for Minor and Major Storms>Q PEAK Q PEAK REQUIRED- 1.4 5.8 cfs GNK10.20_UD-Inlet_v4.06.xlsm,DP Al 10/22/2020,4:15 PM Version 4.06 Released August 2018 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET(Minor&Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: GNK10.20 I Triangle Development Inlet ID: DP A4 T T T.T- W T. STREET CROWN Gutter Geometry(Enter date in the blue Maximum Allowable Width for Spread Behind Curb TBAcK 0= 1 .5 ft Side Slope Behind Curb(leave blank for no conveyance credit behind curb) $BACK= 0.020 ft/ft Warning 01 Manning's Roughness Behind Curb(typically between 0.012 and 0.020) nB cK= 0.025 Height of Curb at Gutter Flow Line HCURs= 6.00 inches Distance from Curb Face to Street Crown TCROWN= 18.0 It Gutter Width W= 2.00 ft Street Transverse Slope Sx= 0.020 ft/ft Gutter Cross Slope(typically 2 inches over 24 inches or 0.083 ft/ft) SW= 0.083 ft/ft Street Longitudinal Slope-Enter 0 for sump condition So= 0.000 (flit Manning's Roughness for Street Section(typically between 0.012 and 0.020) nSMEET= 0.016 Minor Storm Major Storm Max.Allowable Spread for Minor&Major Storm Tm.= 18.0 18.0 ft Max.Allowable Depth at Gutter Flowline for Minor&Major Storm dMrx= 5,84 8.40 inches Check boxes are not applicable in SUMP conditions r r Maximum Capacity for 112 Street based On Allowable Spread Minor Storm Major Storm Water Depth without Gutter Depression(Eq.ST-2) y= 4.32 4.32 Inches Vertical Depth between Gutter Lip and Gutter Flowline(usually 2") do= 2.0 2.0 inches Gutter Depression(dc-(W-S.-12)) a= 1.52 1.52 inches Water Depth at Gutter Flowline d= 5.84 5.84 inches Allowable Spread for Discharge outside the Gutter Section W IT-W) Tx= 16.0 16.0 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method(Eq.ST-7) E.= 0,331 0.331 Discharge outside the Gutter Section W,carried in Section Tx Qx= 0.0 0.0 cfs Discharge within the Gutter Section W(QT-Qx) Qw= 0.0 0.0 cfs Discharge Behind the Curb(e.g.,sidewalk,driveways,&lawns) QBACK= 0.0 0.0 cfs Maximum Flow Based On Allowable Spread QM SUMP SUMP cfs Flow Velocity within the Gutter Section V= 0.0 0.0 fps "d Product:Flow Velocity times Gutter Flowline Depth V"d= 0.0 0.0 Maximum Capacity for 112 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTH= 18.0 28.7 ft Theoretical Spread for Discharge outside the Gutter Section W(T-W) Tx TH= 16.0 26.7 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method(Eq.ST-7) E.= 0.331 0.204 Theoretical Discharge outside the Gutter Section W,carried in Section Tx TH Qx TH= 0.0 0.0 cfs Actual Discharge outside the Gutter Section W,(limited by distance TcROWN) Qx= 0.0 0.0 cfs Discharge within the Gutter Section W(Qd-Qx) Qw= 0.0 0.0 cfs Discharge Behind the Curb(e.g.,sidewalk,driveways,&lawns) QBACK= 0.0 0.0 cfs Total Discharge for Major&Minor Storm(Pre-Safety Factor) Q= 0.0 0.0 cfs Average Flow Velocity Within the Gutter Section V= 0.0 0.0 fps V"d Product:Flow Velocity Times Gutter Flowline Depth V"d= 0.0 0.0 Slope-Based Depth Safety Reduction Factor for Major&Minor(d>6")Storm R= SUMP SUMP Max Flow Based on Allowable Depth(Safety Factor Applied) Qa= SUMP SUMP cfs Resultant Flow Depth at Gutter Flowline(Safety Factor Applied) d= inches Resultant Flow Depth at Street Crown(Safety Factor Applied) dcROWN=1 I linches MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qauow= SUMP SUMP cfs Warning 01: Manning's n-value does not meet the USDCM recommended design range. GNK10.20_UD-Inlet_v4.06.xlsm,DP A4 10/22/2020,4:27 PM INLET IN A SUMP OR SAG LOCATION Version 4.06 Released August 2018 Lo(C) H-Curb H-Vert Wo W WP Lo(G) Desion Information(Input) MINOR MAJOR Type of Inlet Denver No.16 Combination Type= Denver No.16 Combination Local Depression(additional to continuous gutter depression'a'from above) a,oaa,= 2.00 2.00 inches Number of Unit Inlets(Grate or Curb Opening) No= 4 <? Water Depth at Flowline(outside of local depression) Ponding Depth= 5.84 6.50 inches Grate Information MINOR MAJOR r Override Depths Length of a Unit Grate L.(G)= 3.00 3.00 feet Width of a Unit Grate Wo= 1.73 1.73 feel Area Opening Ratio for a Grate(typical values 0.15-0..90) A—= 0.31 0.31 Clogging Factor for a Single Grate(typical value 0.50-0.70) Cf(G)= 0.50 0.50 Grate Weir Coefficient(typical value 2.15-3.60) C.(G)= 3.60 3.60 Grate Orifice Coefficient(typical value 0.60-0.80) Co(G)= 0.60 f Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening L.(C)= 3.00 3.00 feet Height of Vertical Curb Opening in Inches H,.o,= 6.50 6.50 inches Height of Curb Orifice Throat in Inches H.-= 5.25 5.25 inches Angle of Throat(see USDCM Figure ST-5) Theta= 0.00 0.00 degrees Side Width for Depression Pan(typically the gutter width of 2 feet) Wa= 2.00 2.00 feet Clogging Factor for a Single Curb Opening(typical value 0.10) Cf(C)= 0.10 0.10 Curb Opening Weir Coefficient(typical value 2.3-3.7) C.(C)= 3.70 Curb Opening Orifice Coefficient(typical value 0.60-0.70) Co(C)= 0.66 Grate Flow Analysis(Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef= 1.88 1.88 Clogging Factor for Multiple Units Clog= 0.24 0.24 Grate Capacity as a Weir(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qw= 8.1 10.6 cfs Interception with Clogging Qwa= 6.2 8.1 cfs Grate Capacity as a Orifice(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qu= 22.1 23.3 cfs Interception with Clogging Qoa= 16.9 17.8 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qm,= 12.1 14.1 cfs Interception with Clogging Qma= 9.2 10.8 cfs Resulting Grate Capacity assumes clogged condition) Qeare= 6.2 8.1 cfs Curb Opening Flow Ana_ , MINOR MAJOR Clogging Coefficient for Multiple Units Coef= 1.25 1.25 Clogging Factor for Multiple Units Clog= 0.05 0.05 Curb Opening as a Weir(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Q.= 4.4 6.3 cfs Interception with Clogging Q-= 4.2 5.9 cfs Curb Opening as an Orifice(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qoa= 22.5 23.4 cfs Interception with Clogging Q.= 21.3 22.2 Ids Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi= 8.6 10A cfs Interception with Clogging Q-= 8.1 9.9 cfs Resulting Curb Opening Capacity assumes clogged condition Qcom= 4.2 5.9 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L= 12.00 12.00 feel Resultant Street Flow Spread(based on street geometry from above) T= 18.0 20.8 ft.>T-Crown Resultant Flow Depth at Street Crown dcROWN= 0.0 0.7 inches Low Head Performance Reduction(Calculated) MINOR MAJOR Depth for Grate Midwidth dO,afa= 0.509 0.564 ft Depth for Curb Opening Weir Equation dra.= 0.32 0.38 ft Combination Inlet Performance Reduction Factor for Long Inlets RFcommoaoon= 0.55 0.61 Curb Opening Performance Reduction Factor for Long Inlets RFc,,, = 0.86 0.90 Grated Inlet Performance Reduction Factor for Long Inlets RFO,,,a= 0.55 0.61 MINOR MAJOR Total Inlet Interception Capacity(assumes clogged condition) Q.= 9.4 12.6 cfs Inlet Capacity IS GOOD for Minor and Major Storms>Q PEAK Q PEAK REWIRED- 2.0 9.7 jcfs GNK10.20_UD-Inlet_v4.06.xlsm,DP A4 10/22/2020,4:27 PM Version 4.06 Released August 2018 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET(Minor&Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: GNK10.20 I Triangle Development Inlet ID: DP A6 T T T.Tµ� W SB�CK T. STREET o Q* C. CROWN Gutter Geometry(Enter data the blue Maximum Allowable Width for Spread Behind Curb TRACK ft Side Slope Behind Curb(leave blank for no conveyance credit behind curb) SaACK= 0.020 fVft Warning 01 Manning's Roughness Behind Curti(typically between 0.012 and 0.020) n_x= 0.025 Height of Curb at Gutter Flow Line HCURe= 6.00 inches Distance from Curb Face to Street Crown TCROWN= 18.0 ft Gutter Width W= 2.00 ft Street Transverse Slope Sx= 0.020 ft/ft Gutter Cross Slope(typically 2 inches over 24 inches or 0.083 ft/ft) SW= 0.083 Wit Street Longitudinal Slope-Enter 0 for sump condition So- 0.000 fUft Manning's Roughness for Street Section(typically between 0.012 and.0.020) nsTRssT= 0.016 Minor Storm Major Storm Max.Allowable Spread for Minor&Major Storm TMAx= 18.0 18.0 ft Max.Allowable Depth at Gutter Flowline for Minor&Major Storm dMAX= 5.84 8.40 inches Check boxes are not applicable in SUMP conditions r r Maximum Capacity for 112 Street based On Allowable Spread Minor Storm Major Storm ater Depth without Gutter Depression(Eq.ST-2) y= 4.32 4.32 inches ertical Depth between Gutter Lip and Gutter Flowline(usually 2") do= 2.0 2.0 inches Gutter Depression(dc-(W-%*12)) a= 1.52 1.52 inches Water Depth at Gutter Flowline d= 5.84 5.84 inches Allowable Spread for Discharge outside the Gutter Section W(T-W) Tx= 16.0 16.0 ft Gutter Flaw to Design Flow Ratio by FHWA HEC-22 method(Eq.ST-7) Eo= 0.331 0.331 Discharge outside the Gutter Section W,carried in Section Tx Qx= 0.0 0.0 cfs Discharge within the Gutter Section W(QT-Qx) Qw= 0.0 0.0 cfs Discharge Behind the Curb(e.g.,sidewalk,driveways,&lawns) QBACK= 0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT= SUMP SUMP cfs Flow Velocity within the Gutter Section V= 0.0 0.0 fps *d Product:Flow Velocity times Gutter Flowline Depth V*d= 0.0 0.0 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTN= 18.0 28.7 ft Theoretical Spread for Discharge outside the Gutter Section W(T-W) TXTH= 16.0 26.7 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method(Eq.ST-7) EC= 0.331 0.204 Theoretical Discharge outside the Gutter Section W,carried in Section Tx TR Qx TR= 0.0 0.0 Cfs Actual Discharge outside the Gutter Section W,(limited by distance TCRowN) Qx= 0.0 0.0 cfs Discharge within the Gutter Section W(Qd-Qx) Qw= 0.0 0.0 cfs Discharge Behind the Curb(e.g.,sidewalk,driveways,&lawns) QBACK= 0.0 0.0 cfs Total Discharge for Major&Minor Storm(Pre-Safety Factor) Q= 0.0 0.0 cfs Average Flow Velocity Within the Gutter Section V= 0.0 0.0 fps d Product:Flow Velocity Times Gutter Flowline Depth V*d= 0.0 0.0 Slope-Based Depth Safety Reduction Factor for Major&Minor(d>6")Storm R= SUMP SUMP Max Flow Based on Allowable Depth(Safety Factor Applied) Od= SUMP SUMP Chi Resultant Flow Depth at Gutter Flowline(Safety Factor Applied) d= inches Resultant Flow Depth at Street Crown(Safety Factor Applied) dCRCWN I linches, MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qauow= SUMP SUMP cfs Warning 01: Manning's n-value does not meet the USDCM recommended design range. GNK10.20_UD-Inlet_v4.06.xlsm,DP A6 10/22/2020,4:29 PM INLET IN A SUMP OR SAG LOCATION Version 4.06 Released August 2018 Lo(C) H-Curb H-Vert Wo W WP Lo(G) MINOR MAJOR Type of Inlet Denver No.16 Combination Type= Denver No.16 Combination Local Depression(additional to continuous gutter depression'a'from above) a;_;= 2.00 2.00 inches Number of Unit Inlets(Grate or Curb Opening) No= 2 2 Water Depth at Flowline(outside of local depression) Forcing Depth= 5.84 6.50 inches Grate Information MINOR MAJOR r Override Depths Length of a Unit Grate L.(G)= 3.00 feet Width of a Unit Grate W.= 1.73 1.73 feet Area Opening Ratio for a Grate(typical values 0.15-0.90) Aran.= 0.31 0.31 Clogging Factor for a Single Grate(typical value 0.50-0.70) Cr(G)= 0.50 0.50 Grate Weir Coefficient(typical value 2.15-3.60) C„,(G)= 3.60 3.60 Grate Orifice Coefficient(typical value 0.60-0.80) Co(G)= 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening L.(C)= 3.00 3.ou feet Height of Vertical Curb Opening In Inches H­= 6.50 - inches Height of Curb Orifice Throat in Inches H._= 5.25 inches Angle of Throat(see USDCM Figure ST-5) Theta= 0.00 degrees Side Width for Depression Pan(typically the gutter width of 2 feet) WR= 2.00 feet Clogging Factorfora Single Curb Opening(typical value.0.10) Cr(C)= 0.10 0.10 Curb Opening Weir Coefficient(typical value 2.3-3.7) Cw(C)= 3.70 Curb Opening Orifice Coefficient(typical value 0.60-0.70) Co(C)= 0.66 Grate Flow Analysis(Calculatedi MINOR MAJOR Clogging Coefficient for Multiple Units Coef= 1.50 1.50 Clogging Factor for Multiple Units Clog= 0.38 0.38 Grate Capacity as a Weir(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Q.= 6.2 8.1 cfs Interception with Clogging Q-= 3.9 5.0 cfs Grate Capacity as a Orifice(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qoa= 11.1 11.6 cfs Interception with Clogging Qoa= 6.9 7.3 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qm,= 7.5 8.7 cfs Interception with Clogging Q-= 4.7 5.4 cfs Resulting Grate Capacity assumes clogged condition Qra em= 3.9 5.0 cfs Curb Opening Flow An - MINOR MAJOR Clogging Coefficient for Multiple Units Coef= 1.00 1.00 Clogging Factor for Multiple Units Clog= 0.08 0.08 Curb Opening as a Weir(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Q.= 2.8 3.9 cfs Interception with Clogging Q-= 2.5 3.6 cfs Curb Opening as an Orifice(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Q.,= 11.2 11.7 If. Interception with Clogging Qoa= 10.3 10.7 1cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qm;= 4.8 5.8 cfs Interception with Clogging Qma= 4.4 5.3 cfs ResultingCurb Opening Capacity(assumes clogged condition) Qcarb= 2.5 3 fI cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L= 6.00 6.00 feet Resultant Street Flow Spread(based on street geometry from above) T= 18.0 20.8 ft.>T-Crown Resultant Flow Depth at Street Crown dCROWN= 0.0 0.7 inches Low Head Performance Reduction(Calculated) MINOR MAJOR Depth for Grate Midwidth d-= 0.509 0.564 it Depth for Curb Opening Weir Equation dc,,,y= 0.32 0.38 it Combination Inlet Performance Reduction Factor for Long Inlets RFc=b,-1 v= 0.69 0.76 Curb Opening Performance Reduction Factor for Long Inlets RFca,b= 1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFO„ra= 0.69 0.76 MINOR MAJOR Total Inlet Interception Capacity(assumes clogged condition) Q.= 5.8 7.e cfs Inlet Capacity IS GOOD for Minor and Major Storms>Q PEAK Q PEAK RE-1-- 1.6 7.2 cfs GNK10.20_UD-Inlet_v4.06.xlsm,DP A6 10/22/2020,4:29 PM Version 4.06 Released August 2018 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET(Minor&Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: GNK10.20 I Triangle Development Inlet ID: DP A8 T w T.wx s w T. CROWN C o Gutter Geometry Enter data in the blue cells Maximum Allowable Width for Spread Behind Curb TegcK= 0.0 ft Side Slope Behind Curb(leave blank for no conveyance credit behind curb) S..= ft/ft Manning's Roughness Behind Curb(typically between 0.012 and 0.020) n_x= Height of Curb at Gutter Flow Line HCURB= 6.00 inches Distance from Curb Face to Street Crown T-N= 25.0 ft Gutter Width W= 2.00 ft Street Transverse Slope Sx= 0.045 Wit Gutter Cross Slope(typically 2 inches over 24 inches or 0.083 ft/ft) Sw= 0.083 ft/ft Street Longitudinal Slope-Enter 0 for sump condition So= 0.000 Wit Manning's Roughness for Street Section(typically between 0.012 and 0.020) nsreBeT= 0.016 Minor Storm Major Storm Max.Allowable Spread for Minor&Major Storm T..= 25.0 25.0 Ift Max.Allowable Depth at Gutter Flowline for Minor&Major Storm d = 4.80 4.80 jinches Check boxes are not applicable in SUMP conditions 1- r Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm Water Depth without Gutter Depression(Eq.ST-2) y= 13.50 13.50 inches Vertical Depth between Gutter Lip and Gutter Flowline(usually 2") do= 2.0 2.0 inches Gutter Depression(de-(W*Sx*12)) a= 0.91 0.91 inches Water Depth at Gutter Flowline d= 14.41 14.41 inches Allowable Spread for Discharge outside the Gutter Section W IT-W) Tx= 23.0 23.0 It Gutter Flow to Design Flow Ratio by FHWA HEC-22 method(Eq.ST-7) E.= 0.209 0.209 Discharge outside the Gutter Section W,Carried in Section Tx Qx= 0.0 0.0 cfs Discharge within the Gutter Section W(Of-Qx) Qw= 0.0 0.0 cfs Discharge Behind the Curb(e.g.,sidewalk,driveways,&lawns) QBgCK= 0.0 0.0 cfs Maximum Flow Based On Allowable Spread OT= SUMP SUMP cfs Flow Velocity within the Gutter Section V= 0.0 0.0 fps V*d Product:Flow Velocity times Gutter Flowline Depth V*d= 0.0 0.0 Maximum Capacity for 112 Street based on Allowable De th Minor Storm Major Storm Theoretical Water Spread TTM= 7.2 7.2 ft Theoretical Spread for Discharge outside the Gutter Section W(T-W) Tx TN= 5.2 5.2 It Gutter Flow to Design Flow Ratio by FHWA HEC-22 method(Eq.ST-7) Eo= 0.633 0.633 Theoretical Discharge outside the Gutter Section W,Carried in Section Tx TN Qx TN= 0.0 0.0 cfs Actual Discharge outside the Gutter Section W,(limited by distance TCRowN) %= 0.0 0.0 cis Discharge within the Gutter Section W(Qd-Qx) Qw= 0.0 0.0 cfs Discharge Behind the Curb(e.g.,sidewalk,driveways,&lawns) Q.-= 0.0 0.0 cfs Total Discharge for Major&Minor Storm(Pre-Safety Factor) Q= 0.0 0.0 cfs Average Flow Velocity Within the Gutter Section V= 0.0 0.0 fps V*d Product:Flow Velocity Times Gutter Flowline Depth V*d= 0.0 0.0 Slope-Based Depth Safety Reduction Factor for Major&Minor(d>6")Storm R= SUMP SUMP Max Flow Based on Allowable Depth(Safety Factor Applied) Od= SUMP SUMP cfs Resultant Flow Depth at Gutter Flowline(Safety Factor Applied) d= inches Resultant Flow Depth at Street Crown(Safety Factor Applied) dCRowN= inches MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Odnow= SUMP SUMP cfs GNK10.20_1JD-In1et_v4.06.xlsm,DP A8 10/2212020,4:29 PM INLET IN A SUMP OR SAG LOCATION Version 4.06 Released August 2018 Lo(C) H-Curb H-Vert Wo WIP W Lo(G) Design Information(input) MINOR MAJOR Type of Inlet I Denver No.16 Combination T Type= Denver No.16 Combination Local Depression(additional to continuous gutter depression'a'from above) aiaa,= 2.00 inches Number of Unit Inlets(Grate or Curb Opening) No= 1 Water Depth at Flowline(outside of local depression) Ponding Depth= 4.80 4.80 inches Grate Information MINOR MAJOR f-Override Depths Length of a Unit Grate Le(G)= 3.00 feet Width of a Unit Grate Wo= 1.73 Lis feet Area Opening Ratio for a Grate(typical values 0.15-0.90) A„.= 0.31 0.31 Clogging Factor for a Single Grate(typical value 0.50-0.70) Cr(G)= 0.50 0.50 Grate Weir Coefficient(typical value 2.15-3.60) C„,(G)= 3.60 60 Grate Orifice Coefficient(typical value 0.60-0.80) C.(G)= 0.60 .s0 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening La(C)= 3.00 3.00 feet Height of Vertical Curb Opening in Inches H_=. 6.50 6.50 inches Height of Curb Orifice Throat in Inches H,.,= 5.25 5.25 inches Angle of Throat(see USDCM Figure ST-5) Theta= 0.00 0.00 degrees Side Width for Depression Pan(typically the gutter width of 2 feet) Wp= 2.00 2.00 feet Clogging Factor for a Single Curb Opening(typical value 0.10) Cf(C)= 0.10 0.10 Curb Opening Weir Coefficient(typical value 2.3-3.7) Cw(C)= 3.70 3.70 Curb Opening Orifice Coefficient(typical value 0.60-0.70 Co(C)= 0.66 0.66 Grate Flow Analysis Calculated MINOR MAJOR Clogging Coefficient for Multiple Units Coef-1 1.00 1.00 Clogging Factor for Multiple Units Clog= 0.50 0.50 Grate Capacity as a Weir(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging QwI= 3.5 3.5 cfs Interception with Clogging Qw,= 1.8 1.8 cfs Grate Capacity as a Orifice(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qo,= 5.0 5.0 cis Interception with Clogging Qoo= 2.5 2.5 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging QmI= 3.8 3.8 cfs Interception with Clogging Qma= 1.9 1.9 cfs Resulting Grate Capacity assumes clogged condition Osrnc= 1.8 1.8 cfs Curb Openina Flow Analysis Calculated MINOR MAJOR Clogging Coefficient for Multiple Units Coef-1 1.00 1.00 Clogging Factor for Multiple Units Clog= 0.17 1 0.17 Curb Opening as a Weir(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging QA= 0.9 0.9 cfs Interception with Clogging Q„-,= 0.8 0.8 cfs Curb Opening as an Orifice(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging QoI= 5.2 5.2 cfs Interception with Clogging Qoa= 4.4 4.4 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Oft= 1.9 1.9 cfs Interception with Clogging Qma= 1.6 1.6 cfs ResultingCurb OpeningCapacityassumes clogged condition Qcuro= 0.8 0.8 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L= 3.00 3.00 feet Resultant Street Flow Spread(based on street geometry from above) T= 7.2 7.2 ft Resultant Flaw Depth at Street Crown dcaOWN= 0.0 0.0 inches Low Head Performance Reduction Calculated MINOR MAJOR Depth for Grate Midwidth cl-= 0.423 0.423 ft Depth for Curb Opening Weir Equation dc„ro= 0.23 0.23 ft Combination Inlet Performance Reduction Factor for Long Inlets RFcombi-tw= 0.75 0.75 Curb Opening Performance Reduction Factor for Long Inlets RF_= 1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFnm,a= 0.75 0.75 MINOR MAJOR Total Inlet Interception Capacity(assumes clogged condition) Q.=1 2.3 2.3 cfs Inlet Capacity IS GOOD for Minor and Major Storms>Q PEAK Q-K REQUIRED= 0.4 11.6 ids GNK10.20_UD-Inlet_v4.06.xlsm,DP A8 10/2212020,4:29 PM Version 4.06 Released August 2018 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET(Minor&Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: GNK10.20 I Triangle Development Inlet ID: DP Ag T T T.Tµ� W SB�CK T. STREET o Q* C. CROWN Gutter Geometry(Enter data the blue Maximum Allowable Width for Spread Behind Curb TmCK= 0.0 ft Side Slope Behind Curb(leave blank for no conveyance credit behind curb) SMCK= fvft Manning's Roughness Behind Curb(typically between 0.012 and 0.020) n_x= Height of Curb at Gutter Flow Line HcuRD= 6.00 inches Distance from Curb Face to Street Crown TCROWN= 25.0 ft Gutter Width W= 2.00 ft Street Transverse Slope Sx= 0.035 ft/ft Gutter Cross Slope(typically 2 inches over 24 inches or 0.083 fvft) SW= 0.083 Wit Street Longitudinal Slope-Enter 0 for sump condition So- 0.000 fvft Manning's Roughness for Street Section(typically between 0.012 and.0.020) nsTRssT= 0.016 Minor Storm Major Storm Max.Allowable Spread for Minor&Major Storm TnaAX= 25.0 25.0 ft Max.Allowable Depth at Gutter Flowline for Minor&Major Storm d_x- 4.80 4.80 inches Check boxes are not applicable in SUMP conditions r r Maximum Capacity for 112 Street based On Allowable Spread Minor Storm Major Storm ater Depth without Gutter Depression(Eq.ST-2) y= 10.50 10.50 inches ertical Depth between Gutter Lip and Gutter Flowline(usually 2") do= 2.0 2.0 inches Gutter Depression(dc-(W-%*12)) a= 1.15 1.15 inches Water Depth at Gutter Flowline d= 11.65 11.65 inches Allowable Spread for Discharge outside the Gutter Section W(T-W) Tx= 23.0 23.0 ft Gutter Flaw to Design Flow Ratio by FHWA HEC-22 method(Eq.ST-7) Eo= 0.215 0.215 Discharge outside the Gutter Section W,carried in Section Tx Qx= 0.0 0.0 cfs Discharge within the Gutter Section W(QT-Qx) Qw= 0.0 0.0 cfs Discharge Behind the Curb(e.g.,sidewalk,driveways,&lawns) QBACK= 0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT= SUMP SUMP cfs Flow Velocity within the Gutter Section V= 0.0 0.0 fps *d Product:Flow Velocity times Gutter Flowline Depth V*d= 0.0 0.0 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTN= 8.7 8.7 ft Theoretical Spread for Discharge outside the Gutter Section W(T-W) Tx TH= 6.7 6.7 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method(Eq.ST-7) EC= 0.573 0.573 Theoretical Discharge outside the Gutter Section W,carried in Section Tx TR Qx TH= 0.0 0.0 cfs Actual Discharge outside the Gutter Section W,(limited by distance TC OwN) Qx= 0.0 0.0 cfs Discharge within the Gutter Section W(Qd-Qx) Qw= 0.0 0.0 cfs Discharge Behind the Curb(e.g.,sidewalk,driveways,&lawns) QBACK= 0.0 0.0 cfs Total Discharge for Major&Minor Storm(Pre-Safety Factor) Q= 0.0 0.0 cfs Average Flow Velocity Within the Gutter Section V= 0.0 0.0 fps d Product:Flow Velocity Times Gutter Flowline Depth V*d= 0.0 0.0 Slope-Based Depth Safety Reduction Factor for Major&Minor(d>6")Storm R= SUMP SUMP Max Flow Based on Allowable Depth(Safety Factor Applied) Od= SUMP SUMP Chi Resultant Flow Depth at Gutter Flowline(Safety Factor Applied) d= inches Resultant Flow Depth at Street Crown(Safety Factor Applied) dCROWN I linches, MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qauow= SUMP SUMP cfs GNK10.20_UD-Inlet_v4.06.xlsm,DP A9 10/22/2020,4:26 PM INLET IN A SUMP OR SAG LOCATION Version 4.06 Released August 2018 Lo(C) H-Curb H-Vert Wo W WP Lo(G) MINOR MAJOR Type of Inlet Denver No.16 Combination Type= Denver No.16 Combination Local Depression(additional to continuous gutter depression'a'from above) a;_;= 2.00 2.00 inches Number of Unit Inlets(Grate or Curb Opening) No= 2 2 Water Depth at Flowline(outside of local depression) Forcing Depth= 4.80 4.80 inches Grate Information MINOR MAJOR r Override Depths Length of a Unit Grate L.(G)= 3.00 3.00 feet Width of a Unit Grate W.= 1.73 1.73 feet Area Opening Ratio for a Grate(typical values 0.15-0.90) Aran.= 0.31 0.31 Clogging Factor for a Single Grate(typical value 0.50-0.70) Cr(G)= 0.50 0.50 Grate Weir Coefficient(typical value 2.15-3.60) C„,(G)= 3.60 3.60 Grate Orifice Coefficient(typical value 0.60-0.80) Co(G)= 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening L.(C)= 3.00 3.ou feet Height of Vertical Curb Opening In Inches H­= 6.50 - inches Height of Curb Orifice Throat in Inches H._= 5.25 inches Angle of Throat(see USDCM Figure ST-5) Theta= 0.00 degrees Side Width for Depression Pan(typically the gutter width of 2 feet) WR= 2.00 feet Clogging Factorfora Single Curb Opening(typical value.0.10) Cr(C)= 0.10 0.10 Curb Opening Weir Coefficient(typical value 2.3-3.7) Cw(C)= 3.70 Curb Opening Orifice Coefficient(typical value 0.60-0.70) Co(C)= 0.66 Grate Flow Analysis(Calculatedi MINOR MAJOR Clogging Coefficient for Multiple Units Coef= 1.50 1.50 Clogging Factor for Multiple Units Clog= 0.38 0.38 Grate Capacity as a Weir(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Q.= 3.9 3.9 cfs Interception with Clogging Q-= 2.4 2.4 cfs Grate Capacity as a Orifice(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qoa= 10.1 10.1 cfs Interception with Clogging Qoa= 6.3 1 6.3 jcfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qm,= 5.6 5 6. cfs Interception with Clogging Q-= 3.5 3.5 cfs ResultingGrate Capacity assumes clogged condition Qra Gm= 2.4 2.4 cfs Curb Opening Flow An - MINOR MAJOR Clogging Coefficient for Multiple Units Coef= 1.00 1.00 Clogging Factor for Multiple Units Clog= 0.08 0.08 Curb Opening as a Weir(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Q.= 1.4 1.4 cfs Interception with Clogging Q-= 1.3 1.3 cfs Curb Opening as an Orifice(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Q.,= 10.5 10.5 If. Interception with Clogging Qoa= 9.6 1 9.6 1cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qm;= 3.3 3.3 cfs Interception with Clogging Qma= 3.0 3.0 cfs ResultingCurb Opening Capacity(assumes clogged condition) Qcarn= 1.3 1.3 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L= 6.00 6.00 feet Resultant Street Flow Spread(based on street geometry from above) T= 8.7 8.7 Ift Resultant Flow Depth at Street Crown dCROWN= 0.0 0.0 linches Low Head Performance Reduction(Calculated) MINOR MAJOR Depth for Grate Midwidth d-= 0.423 0.423 it Depth for Curb Opening Weir Equation dc,,,y= 0.23 0.23 it Combination Inlet Performance Reduction Factor for Long Inlets RFc=b,-1 v= 0.56 0.56 Curb Opening Performance Reduction Factor for Long Inlets RFc = 1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFO„ra= 0.56 0.56 MINOR MAJOR Total Inlet Interception Capacity(assumes clogged condition) Q.= 3.4 3.4 cfs Inlet Capacity IS GOOD for Minor and Major Storms>Q PEAK Q PEAK RE-1-- 0.6 2.6 cfs GNK10.20_UD-Inlet_v4.06.xlsm,DP A9 10/22/2020,4:26 PM Version 4.06 Released August 2018 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET(Minor&Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: GNK10.20 I Triangle Development Inlet ID: DP A10 T T T.Tµ� W SB�CK T. STREET o Q* C. CROWN Gutter Geometry(Enter data the blue Maximum Allowable Width for Spread Behind Curb TRACK ft Side Slope Behind Curb(leave blank for no conveyance credit behind curb) SMCK= fvft Manning's Roughness Behind Curb(typically between 0.012 and 0.020) n_x= Height of Curb at Gutter Flow Line HCURD= 6.00 inches Distance from Curb Face to Street Crown TCROWN= 25.0 ft Gutter Width W= 2.00 ft Street Transverse Slope Sx= 0.020 ft/ft Gutter Cross Slope(typically 2 inches over 24 inches or 0.083 fvft) SW= 0.083 Wit Street Longitudinal Slope-Enter 0 for sump condition So- 0.000 fvft Manning's Roughness for Street Section(typically between 0.012 and.0.020) nsTRssT= 0.016 Minor Storm Major Storm Max.Allowable Spread for Minor&Major Storm T-`x= 25.0 25.0 ft Max.Allowable Depth at Gutter Flowline for Minor&Major Storm dMAx= 6.00 6.00 inches Check boxes are not applicable in SUMP conditions r r Maximum Capacity for 112 Street based On Allowable Spread Minor Storm Major Storm ater Depth without Gutter Depression(Eq.ST-2) y= 6.00 6.00 inches ertical Depth between Gutter Lip and Gutter Flowline(usually 2") do= 2.0 2.0 inches Gutter Depression(dc-(W-%*12)) a= 1.51 1.51 inches Water Depth at Gutter Flowline d= 7.51 7.51 inches Allowable Spread for Discharge outside the Gutter Section W(T-W) Tx= 23.0 23.0 ft Gutter Flaw to Design Flow Ratio by FHWA HEC-22 method(Eq.ST-7) Eo= 0.235 0.235 Discharge outside the Gutter Section W,carried in Section Tx Qx= 0.0 0.0 cfs Discharge within the Gutter Section W(QT-Qx) Qw= 0.0 0.0 cfs Discharge Behind the Curb(e.g.,sidewalk,driveways,&lawns) QBACK= 0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT= SUMP SUMP cfs Flow Velocity within the Gutter Section V= 0.0 0.0 fps *d Product:Flow Velocity times Gutter Flowline Depth V*d= 0.0 0.0 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTN= 18.7 18.7 ft Theoretical Spread for Discharge outside the Gutter Section W(T-W) Tx TR= 16.7 16.7 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method(Eq.ST-7) EC= 0.318 0.318 Theoretical Discharge outside the Gutter Section W,carried in Section Tx TR Qx TR= 0.0 0.0 cfs Actual Discharge outside the Gutter Section W,(limited by distance TmOwN) Qx= 0.0 0.0 cfs Discharge within the Gutter Section W(Qd-Qx) Qw= 0.0 0.0 cfs Discharge Behind the Curb(e.g.,sidewalk,driveways,&lawns) QBACK= 0.0 0.0 cfs Total Discharge for Major&Minor Storm(Pre-Safety Factor) Q= 0.0 0.0 cfs Average Flow Velocity Within the Gutter Section V= 0.0 0.0 fps d Product:Flow Velocity Times Gutter Flowline Depth V*d= 0.0 0.0 Slope-Based Depth Safety Reduction Factor for Major&Minor(d>6")Storm R= SUMP SUMP Max Flow Based on Allowable Depth(Safety Factor Applied) Od= SUMP SUMP Chi Resultant Flow Depth at Gutter Flowline(Safety Factor Applied) d= inches Resultant Flow Depth at Street Crown(Safety Factor Applied) dCROWN I linches, MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qauow= SUMP SUMP cfs GNK10.20_UD-Inlet_v4.06.xlsm,DP Al 10/22/2020,4:32 PM INLET IN A SUMP OR SAG LOCATION Version 4.06 Released August 2018 Lo(C) H-Curb H-Vert Wo W WP Lo(G) MINOR MAJOR Type of Inlet Denver No.16 Combination Type= Denver No.16 Combination Local Depression(additional to continuous gutter depression'a'from above) a;_;= 2.00 2.00 inches Number of Unit Inlets(Grate or Curb Opening) No= 1 1 Water Depth at Flowline(outside of local depression) Forcing Depth= 6.00 6.00 inches Grate Information MINOR MAJOR r Override Depths Length of a Unit Grate L.(G)= 3.00 3.00 feet Width of a Unit Grate W.= 1.73 1.73 feet Area Opening Ratio for a Grate(typical values 0.15-0.90) Aran.= 0.31 0.31 Clogging Factor for a Single Grate(typical value 0.50-0.70) Cr(G)= 0.50 0.50 Grate Weir Coefficient(typical value 2.15-3.60) C„,(G)= 3.60 3.60 Grate Orifice Coefficient(typical value 0.60-0.80) Co(G)= 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening L.(C)= 3.00 3.ou feet Height of Vertical Curb Opening In Inches H­= 6.50 - inches Height of Curb Orifice Throat in Inches H._= 5.25 inches Angle of Throat(see USDCM Figure ST-5) Theta= 0.00 degrees Side Width for Depression Pan(typically the gutter width of 2 feet) WR= 2.00 feet Clogging Factorfora Single Curb Opening(typical value.0.10) Cr(C)= 0.10 0.10 Curb Opening Weir Coefficient(typical value 2.3-3.7) Cw(C)= 3.70 Curb Opening Orifice Coefficient(typical value 0.60-0.70) Co(C)= 0.66 e Grate Flow Analysis(Calculatedi MINOR MAJOR Clogging Coefficient for Multiple Units Coef= 1.00 1.00 Clogging Factor for Multiple Units Clog= 0.50 0.50 Grate Capacity as a Weir(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Q.= 6.0 &.0 cfs Interception with Clogging Qwa= 3.0 3.0 cfs Grate Capacity as a Orifice(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qu= 5.6 5.6 cfs Interception with Clogging Qoa= 2.8 2.8 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qm,= 5.2 5.2 cfs Interception with Clogging Q-= 2.6 2.6 cfs Resulting Grate Capacity assumes clogged condition Qra Gm= 2.6 2.6 cfs Curb Opening Flow An - MINOR MAJOR Clogging Coefficient for Multiple Units Coef= 1.00 1.00 Clogging Factor for Multiple Units Clog= 0.17 0.17 Curb Opening as a Weir(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Q.= 2.0 2.0 cfs Interception with Clogging Qwa= 1.7 1.7 cfs Curb Opening as an Orifice(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Q.,= 5.7 5.7 cfs Interception with Clogging Qoa= 4.7 4.7 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qm;= 2.9 2.9 cfs Interception with Clogging Qma= 2.4 2.4 cfs ResultingCurb Opening Capacity(assumes clogged condition) Qcarb= 1.7 1.7 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L= 3.00 3.00 feet Resultant Street Flow Spread(based on street geometry from above) T= 18.7 18.7 R Resultant Flow Depth at Street Crown dCROWN= 0.0 0.0 inches Low Head Performance Reduction(Calculated) MINOR MAJOR Depth for Grate Midwidth d-= 0.523 0.523 it Depth for Curb Opening Weir Equation dc,,,y= 0.33 0.33 it Combination Inlet Performance Reduction Factor for Long Inlets RFc=b,-1 v= 0.94 0.94 Curb Opening Performance Reduction Factor for Long Inlets RFca,b= 1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFO„.= 0.94 0.94 MINOR MAJOR Total Inlet Interception Capacity(assumes clogged condition) Q.= 3.9 3.s cfs Inlet Capacity IS GOOD for Minor and Major Storms>Q PEAK Q PEAK REQUIRED- 0.4 1.7 cfs GNK10.20_UD-Inlet_v4.06.xlsm,DP A10 10/22/2020,4:32 PM Version 4.06 Released August 2018 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET(Minor&Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: GNK10.20 I Triangle Development Inlet ID: DP All T T T.T_SB�CK W T. STREET CROWN Gutter Geometry(Enter data the blue Maximum Allowable Width for Spread Behind Curb TRACK= 0.0 ft Side Slope Behind Curb(leave blank for no conveyance credit behind curb) SMCK= fvft Manning's Roughness Behind Curb(typically between 0.012 and 0.020) n_x= Height of Curb at Gutter Flow Line HCURD= 6.00 inches Distance from Curb Face to Street Crown TCROWN= 25.0 ft Gutter Width W= 2.00 ft Street Transverse Slope Sx= 0.050 ft/ft Gutter Cross Slope(typically 2 inches over 24 inches or 0.083 fvft) SW= 0.083 Wit Street Longitudinal Slope-Enter 0 for sump condition So= 0.000 fvft Manning's Roughness for Street Section(typically between 0.012 and.0.020) nsTRssT= 0.016 Minor Storm Major Storm Max.Allowable Spread for Minor&Major Storm T-`x= 25.0 25.0 ft Max.Allowable Depth at Gutter Flowline for Minor&Major Storm d_x- 4.80 4.80 inches Check boxes are not applicable in SUMP conditions r r Maximum Capacity for 112 Street based On Allowable Spread Minor Storm Major Storm Water Depth without Gutter Depression(Eq.ST-2) y= 15.00 15.00 inches Vertical Depth between Gutter Lip and Gutter Flowline(usually 2") do= 2.0 2.0 inches Gutter Depression(dc-(W-%*12)) a= 0.79 0.79 inches Water Depth at Gutter Flowline d= 15.79 15.79 inches Allowable Spread for Discharge outside the Gutter Section W(T-W) Tx= 23.0 23.0 ft Gutter Flaw to Design Flow Ratio by FHWA HEC-22 method(Eq.ST-7) Eo= 0.207 0.207 Discharge outside the Gutter Section W,carried in Section Tx Qx= 0.0 0.0 cfs Discharge within the Gutter Section W(QT-Qx) Qw= 0.0 0.0 cfs Discharge Behind the Curb(e.g.,sidewalk,driveways,&lawns) QBACK= 0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT= SUMP SUMP cfs Flow Velocity within the Gutter Section V= 0.0 0.0 fps *d Product:Flow Velocity times Gutter Flowline Depth V*d= 0.0 0.0 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTN= 6.7 6.7 ft Theoretical Spread for Discharge outside the Gutter Section W(T-W) Tx TR= 4.7 4.7 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method(Eq.ST-7) EC= 0.657 0.657 Theoretical Discharge outside the Gutter Section W,carried in Section Tx TR Qx TR= 0.0 0.0 cfs Actual Discharge outside the Gutter Section W,(limited by distance TC OwN) Qx= 0.0 0.0 cfs Discharge within the Gutter Section W(Qd-Qx) Qw= 0.0 0.0 cfs Discharge Behind the Curb(e.g.,sidewalk,driveways,&lawns) QBACK= 0.0 0.0 cfs Total Discharge for Major&Minor Storm(Pre-Safety Factor) Q= 0.0 0.0 cfs Average Flow Velocity Within the Gutter Section V= 0.0 0.0 fps d Product:Flow Velocity Times Gutter Flowline Depth V*d= 0.0 0.0 Slope-Based Depth Safety Reduction Factor for Major&Minor(d>6")Storm R= SUMP SUMP Max Flow Based on Allowable Depth(Safety Factor Applied) Od= SUMP SUMP Chi Resultant Flow Depth at Gutter Flowline(Safety Factor Applied) d= inches Resultant Flow Depth at Street Crown(Safety Factor Applied) dCROWN I linches, MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qauow= SUMP SUMP cfs GNK10.20_UD-Inlet_v4.06.xlsm,DP All 10/22/2020,4:17 PM INLET IN A SUMP OR SAG LOCATION Version 4.06 Released August 2018 Lo(C) H-Curb H-Vert Wo W WP Lo(G) MINOR MAJOR Type of Inlet Denver No.16 Combination Type= Denver No.16 Combination Local Depression(additional to continuous gutter depression'a'from above) a;_;= 2.00 2.00 inches Number of Unit Inlets(Grate or Curb Opening) No= 1 1 Water Depth at Flowline(outside of local depression) Forcing Depth= 4.80 4.80 inches Grate Information MINOR MAJOR r Override Depths Length of a Unit Grate L.(G)= 3.00 3.00 feet Width of a Unit Grate W.= 1.73 1.73 feet Area Opening Ratio for a Grate(typical values 0.15-0.90) Aran.= 0.31 0.31 Clogging Factor for a Single Grate(typical value 0.50-0.70) Cr(G)= 0.50 0.50 Grate Weir Coefficient(typical value 2.15-3.60) C„,(G)= 3.60 3.60 Grate Orifice Coefficient(typical value 0.60-0.80) Co(G)= 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening L.(C)= 3.00 3.ou feet Height of Vertical Curb Opening In Inches H­= 6.50 - inches Height of Curb Orifice Throat in Inches H._= 5.25 inches Angle of Throat(see USDCM Figure ST-5) Theta= 0.00 degrees Side Width for Depression Pan(typically the gutter width of 2 feet) WR= 2.00 feet Clogging Factorfora Single Curb Opening(typical value.0.10) Cr(C)= 0.10 0.10 Curb Opening Weir Coefficient(typical value 2.3-3.7) Cw(C)= 3.70 Curb Opening Orifice Coefficient(typical value 0.60-0.70) Co(C)= 0.66 e Grate Flow Analysis(Calculatedi MINOR MAJOR Clogging Coefficient for Multiple Units Coef= 1.00 1.00 Clogging Factor for Multiple Units Clog= 0.50 0.50 Grate Capacity as a Weir(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Q.= 3.5 3.5 cfs Interception with Clogging Q-= 1.8 1.8 cfs Grate Capacity as a Orifice(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qu= 5.0 5.0 cfs Interception with Clogging Qoa= 2.5 2.5 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qm,= 3.8 3.8 cfs Interception with Clogging Q-= 1.9 1.9 cfs Resulting Grate Capacity assumes clogged condition Qra Gm= 1.8 1.8 cfs Curb Opening Flow An - MINOR MAJOR Clogging Coefficient for Multiple Units Coef= 1.00 1.00 Clogging Factor for Multiple Units Clog= 0.17 0.17 Curb Opening as a Weir(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Q.= 0.9 0.9 cfs Interception with Clogging Q-= 0.8 0.8 cfs Curb Opening as an Orifice(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Q.,= 5.2 5.2 cfs Interception with Clogging Qoa= 4.4 4.4 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qm;= 1.9 1.9 cfs Interception with Clogging Qma= 1.6 1.6 cfs Resulting Curb Opening Capacity(assumes clogged condition) Qcarb= 0.8 0.8 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L= 3.00 3.00 feet Resultant Street Flow Spread(based on street geometry from above) T= 6.7 6.7 Ift Resultant Flow Depth at Street Crown dCROWN= 0.0 0.0 linches Low Head Performance Reduction(Calculated) MINOR MAJOR Depth for Grate Midwidth d-= 0.423 0.423 it Depth for Curb Opening Weir Equation dc,,,y= 0.23 0.23 it Combination Inlet Performance Reduction Factor for Long Inlets RFc=b,-1 v= 0.75 0.75 Curb Opening Performance Reduction Factor for Long Inlets RFca,b= 1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFO„ra= 0.75 0.75 MINOR MAJOR Total Inlet Interception Capacity(assumes clogged condition) Q.= 2.3 2.3 cfs Inlet Capacity IS GOOD for Minor and Major Storms>Q PEAK Q PEAK RE-1-- 0.4 1.6 cfs GNK10.20_UD-Inlet_v4.06.xlsm,DP A11 10/22/2020,4:17 PM Version 4.06 Released August 2018 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET(Minor&Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: GNK10.20 I Triangle Development Inlet ID: DP A13(Type R) i�y T. II T.T W T. STREET Gutter Geometry Enter data in the blue cells Maximum Allowable Width for Spread Behind Curb TeACK= 0.0 ft Side Slope Behind Curb(leave blank for no.conveyance credit behind curb) SBACK- fuft Manning's Roughness Behind Curb(typically between 0.012 and 0.020) naACK= Height of Curb at Gutter Flow Line HcuRs= 6.00 inches Distance from Curb Face to Street Crown TCRowN= 25.0 ft Gutter Width W= 2.00 ft Street Transverse Slope Sx= 0.030 fuft Gutter Cross Slope(typically 2 inches over 24 inches or 0.083 ft/ft) Sw= 0.083 ft/ft Street Longitudinal Slope-Enter 0 for sump condition SC= 0.0235 ft/ft Manning's Roughness for Street Section(typically between 0.012 and 0,020) nsTREET= 0.016 Minor Storm Major Storm Max.Allowable Spread for Minor&Major Storm TMAx= 25.0 25.0 ft Max.Allowable Depth at Gutter Flowline for Minor&Major Ste" dM X= 6.00 6.00 inches Allow Flow Depth at Street Crown(leave blank for no) r r check=yes Maximum Capacity for 112 Street based On Allowable Spread Minor Storm Major Storm Water Depth without Gutter Depression(Eq.ST-2) y= 9.00 9.00 inches Vertical Depth between Gutter Lip and Gutter Flowline(usually 2") do= 2.0 2.0 inches Gutter Depression(dc-(W*S.*12)) a= 1.27 1.27 inches Water Depth at Gutter Flowline d= 10.27 10.27 inches Allowable Spread for Discharge outside the Gutter Section W IT-W) Tx= 23.0 23.0 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method(Eq.ST-7) Eo= 0.219 0.219 Discharge outside the Gutter Section W,carried in Section Tx %= 66.5 66.5 cfs Discharge within the Gutter Section W(QT-Qx) Qw= 18.7 18.7 cfs Discharge Behind the Curb(e.g.,sidewalk,driveways,&lawns) QBACK= 0.0 0.0 cfs Maximum Flow Based On Allowable Spread OT= 85.2 85.2 cfs Flow Velocity within the Gutter Section V= 12.1 12.1 fps *d Product:Flow Velocity times Gutter Flowline Depth V*d= 10.3 10.3 Maximum Capacity for 112 Street based on Allowable De th Minor Storm Major Storm Theoretical Water Spread TTH= 13.1 13.1 ft Theoretical Spread for Discharge outside the Gutter Section W(T-W) Tx TH= 11 A 11.1 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method(Eq.ST-7) Ee= 0.411 0.411 Theoretical Discharge outside the Gutter Section W,carried in Section Tx, QXTH= 9.6 9.6 cfs Actual Discharge outside the Gutter Section W,(limited by distance TCROWN) Qx= 9.6 9.6 cfs Discharge within the Gutter Section W(Qd-QX) Qw= 6.7 6.7 cfs Discharge Behind the Curb(e.g.,sidewalk,driveways,&lawns) QBACK- 0.0 0.0 cfs Total Discharge for Major&Minor Storm(Pre-Safety Factor) Q= 16.3 16.3 cfs Average Flow Velocity Within the Gutter Section V= 8.0 8.0 fps *d Product:Flow Velocity Times Gutter Flowline Depth V*d= 4.0 4.0 Slope-Based Depth Safety Reduction Factor for Major&Minor ld>6")Storm R= 0.90 0.90 Max Flow Based on Allowable Depth(Safety Factor Applied) Qd= 14.8 14.8 cfs Resultant Flow Depth at Gutter Flowline(Safety Factor Applied) d= 5.82 5.82 inches Resultant Flow Depth at Street Crown(Safety Factor Applied) dcROWN= 0.00 1 0.00 linches MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Q.,o = 14.8 14.8 cfs Minor storm max.allowable capacity GOOD-greater than the design flow given on sheet'Inlet Management' Major storm max.allowable capacity GOOD-greater than the design flow given on sheet'Inlet Management' GNK10.20_UD-Inlet_v4.06.xlsm,DP A13(Type R) 10/26/2020,10:57 AM INLET ON A CONTINUOUS GRADE Version 4.06 Released August 2018 �Lo(C) x H-Curb H-Vert Wo Lo(G) Design Information(input) MINOR MAJOR CDOT Type R Curb Opening Type of Inlet Type= CDOT Type R Curb Opening Local Depression(additional to continuous gutter depression's') al-OM= 3.0 3.0 inches Total Number of Units in the Inlet(Grate or Curb Opening) No= 1 1 Length of a Single Unit Inlet(Grate or Curb Opening) L.= 10.00 10.00 It Width of a Unit Grate(cannot be greater than W,Gutter Width) W.= N/A N/A it Clogging Factor for a Single Unit Grate(typical min.value=0.5) CrG= NIA NIA Clogging Factor for a Single Unit Curb Opening typical min.value=0.1) CSC= 0.10 0.10 Street H draulics:OK-Q<Allowable Street Capacity' MINOR MAJOR Design Discharge for Half of Street(from Sheet Inlet Management) Q.= 1.2 5.1 cis Water Spread Width T= 3.8 8.1 it Water Depth at Flowline(outside of local depression) d= 2.7 4.2 inches Water Depth at Street Crown(or at TMA) dcROWN= 0.0 0.0 inches Ratio of Gutter Flow to Design Flow E.= 0.937 0.626 Discharge outside the Gutter Section W,carried in Section T, Q,= 0.1 1.9. cis Discharge within the Gutter Section W %= 1.1 3.2 cis Discharge Behind the Curb Face CIii-= 0.0 0.0 cfs Flow Area within the Gutter Section W AW- 0.28 0.53 sq It Velocity within the Gutter Section W VW= 4.1 6.0 fps Water Depth for Design Condition dLOCAL- 5.7 7.2 inches Grate Analysis Calculated MINOR MAJOR Total Length of Inlet Grate Opening L= N/A NIA it Ratio of Grate Flow to Design Flow E.GMTm= NIA N/A Under No-Clogging Condition MINOR MAJOR Minimum Velocity Where Grate Splash-Over Begins V.- N/A NIA fps Interception Rate of Frontal Flow Rf= N/A N/A Interception Rate of Side Flow R,= N/A N/A Interception Capacity Q;= N/A N/A cfs Under Clogging Condition MINOR MAJOR Clogging Coefficient for Multiple-unit Grate Inlet GrateCoef= N/A NIA Clogging Factor for Multiple-unit Grate Inlet GrateClog= N/A N/A Effective(unclogged)Length of Multiple-unit Grate Inlet Le= N/A N/A ft Minimum Velocity Where Grate Splash-Over Begins V.= N/A N/A fps Interception Rate of Frontal Flow Rf= N/A N/A Interception Rate of Side Flow R,= N/A N/A Actual Interception Capacity Qa= N/A NIA cis Carry-Over Flow=Q,--Q,(to be applied to curb opening or next d/s inlet) Qe=1 N/A I NIA Icfs Curb or Slotted Inlet Opening Analysis Calculated MINOR MAJOR Equivalent Slope S.(based on grate carry-over) S,= 0.196 0.141 Wit Required Length LT to Have 100%Interception LT= 4.75 11.57 ft Under No-Clogging Condition MINOR MAJOR Effective Length of Curb Opening or Slotted Inlet(minimum of L,LT) L= 4.75 10.00 it Interception Capacity Q;= 1.2 5.0 Icis Under Clogging Condition MINOR MAJOR Clogging Coefficient CurbCoef= 1.25 1.25 Clogging Factor for Multiple-unit Curb Opening or Slotted Inlet CurbClog= 0.06 0.06 Effective(Unclogged)Length L,= 8.75 8.75 ft ctual Interception Capacity Q.= 1.2 4.9 cis Carry-Over Flow=Qe canre-Q, Q,= 0.0 0.2 cis Summary MINOR MAJOR Total Inlet Interception Capacity Q= 1.2 4.9 cis Total Inlet Carry-Over Flow(flow bypassing inlet) Qe= 0.0 0.23 cis Capture Percentage=Q,/Q,= C%=1 100 95 GNK10.20_UD-Inlet_v4.06.xlsm,DP A13(Type R) 10/26/2020,10:57 AM Version 4.06 Released August 2018 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET(Minor&Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: GNK10.20 I Triangle Development Inlet ID: DP A15 T T T.Tµ� W SB�CK T. STREET o Q* C. CROWN Gutter Geometry(Enter data the blue Maximum Allowable Width for Spread Behind Curb TmCK= 0.0 ft Side Slope Behind Curb(leave blank for no conveyance credit behind curb) SMCK= fvft Manning's Roughness Behind Curb(typically between 0.012 and 0.020) n_x= Height of Curb at Gutter Flow Line HcuRD= 6.00 inches Distance from Curb Face to Street Crown TCROWN= 25.0 ft Gutter Width W= 2.00 ft Street Transverse Slope Sx= 0.0375 ft/ft Gutter Cross Slope(typically 2 inches over 24 inches or 0.083 fvft) SW= 0.083 fvft Street Longitudinal Slope-Enter 0 for sump condition So- 0.000 fvft Manning's Roughness for Street Section(typically between 0.012 and.0.020) nsTRssT= 0.016 Minor Storm Major Storm Max.Allowable Spread for Minor&Major Storm T-`x= 25.0 25.0 ft Max.Allowable Depth at Gutter Flowline for Minor&Major Storm dMAx= 6.00 6.00 inches Check boxes are not applicable in SUMP conditions r r Maximum Capacity for 112 Street based On Allowable Spread Minor Storm Major Storm ater Depth without Gutter Depression(Eq.ST-2) y= 11.25 11.25 inches ertical Depth between Gutter Lip and Gutter Flowline(usually 2") do= 2.0 2.0 inches Gutter Depression(dc-(W-%*12)) a= 1.09 1.09 inches Water Depth at Gutter Flowline d= 12.34 12.34 inches Allowable Spread for Discharge outside the Gutter Section W(T-W) Tx= 23.0 23.0 ft Gutter Flaw to Design Flow Ratio by FHWA HEC-22 method(Eq.ST-7) Eo= 0.213 0.213 Discharge outside the Gutter Section W,carried in Section Tx Qx= 0.0 0.0 cfs Discharge within the Gutter Section W(QT-Qx) Qw= 0.0 0.0 cfs Discharge Behind the Curb(e.g.,sidewalk,driveways,&lawns) QBACK= 0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT= SUMP SUMP cfs Flow Velocity within the Gutter Section V= 0.0 0.0 fps *d Product:Flow Velocity times Gutter Flowline Depth V*d= 0.0 0.0 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTN= 10.9 10.9 ft Theoretical Spread for Discharge outside the Gutter Section W(T-W) Tx TH= 8.9 8.9 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method(Eq.ST-7) EC= 0.466 0.466 Theoretical Discharge outside the Gutter Section W,carried in Section Tx TR Qx TH= 0.0 0.0 cfs Actual Discharge outside the Gutter Section W,(limited by distance TmOwN) Qx= 0.0 0.0 cfs Discharge within the Gutter Section W(Qd-Qx) Qw= 0.0 0.0 cfs Discharge Behind the Curb(e.g.,sidewalk,driveways,&lawns) QBACK= 0.0 0.0 cfs Total Discharge for Major&Minor Storm(Pre-Safety Factor) Q= 0.0 0.0 cfs Average Flow Velocity Within the Gutter Section V= 0.0 0.0 fps d Product:Flow Velocity Times Gutter Flowline Depth V*d= 0.0 0.0 Slope-Based Depth Safety Reduction Factor for Major&Minor(d>6")Storm R= SUMP SUMP Max Flow Based on Allowable Depth(Safety Factor Applied) Od= SUMP SUMP Chi Resultant Flow Depth at Gutter Flowline(Safety Factor Applied) d= inches Resultant Flow Depth at Street Crown(Safety Factor Applied) dCROWN I linches, MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qauow= SUMP SUMP cfs GNK10.20_UD-Inlet_v4.06.xlsm,DP A15 10/22/2020,4:37 PM INLET IN A SUMP OR SAG LOCATION Version 4.06 Released August 2018 Lo(C) H-Curb H-Vert Wo W WP Lo(G) MINOR MAJOR Type of Inlet Denver No.16 Combination Type= Denver No.16 Combination Local Depression(additional to continuous gutter depression'a'from above) a;_;= 2.00 2.00 inches Number of Unit Inlets(Grate or Curb Opening) No= 1 1 Water Depth at Flowline(outside of local depression) Forcing Depth= 6.00 6.00 inches Grate Information MINOR MAJOR r Override Depths Length of a Unit Grate L.(G)= 3.00 3.00 feet Width of a Unit Grate W.= 1.73 1.73 feet Area Opening Ratio for a Grate(typical values 0.15-0.90) Aran.= 0.31 0.31 Clogging Factor for a Single Grate(typical value 0.50-0.70) Cr(G)= 0.50 0.50 Grate Weir Coefficient(typical value 2.15-3.60) C„,(G)= 3.60 3.60 Grate Orifice Coefficient(typical value 0.60-0.80) Co(G)= 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening L.(C)= 3.00 3.ou feet Height of Vertical Curb Opening In Inches H­= 6.50 - inches Height of Curb Orifice Throat in Inches H._= 5.25 inches Angle of Throat(see USDCM Figure ST-5) Theta= 0.00 degrees Side Width for Depression Pan(typically the gutter width of 2 feet) WR= 2.00 feet Clogging Factorfora Single Curb Opening(typical value.0.10) Cr(C)= 0.10 0.10 Curb Opening Weir Coefficient(typical value 2.3-3.7) Cw(C)= 3.70 Curb Opening Orifice Coefficient(typical value 0.60-0.70) Co(C)= 0.66 e Grate Flow Analysis(Calculatedi MINOR MAJOR Clogging Coefficient for Multiple Units Coef= 1.00 1.00 Clogging Factor for Multiple Units Clog= 0.50 0.50 Grate Capacity as a Weir(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Q.= 6.0 &.0 cfs Interception with Clogging Qwa= 3.0 3.0 cfs Grate Capacity as a Orifice(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qu= 5.6 5.6 cfs Interception with Clogging Qoa= 2.8 2.8 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qm,= 5.2 5.2 cfs Interception with Clogging Q-= 2.6 2.6 cfs Resulting Grate Capacity assumes clogged condition Qra Gm= 2.6 2.6 cfs Curb Opening Flow An - MINOR MAJOR Clogging Coefficient for Multiple Units Coef= 1.00 1.00 Clogging Factor for Multiple Units Clog= 0.17 0.17 Curb Opening as a Weir(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Q.= 2.0 2.0 cfs Interception with Clogging Qwa= 1.7 1.7 cfs Curb Opening as an Orifice(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Q.,= 5.7 5.7 cfs Interception with Clogging Qoa= 4.7 4.7 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qm;= 2.9 2.9 cfs Interception with Clogging Qma= 2.4 2.4 cfs ResultingCurb Opening Capacity(assumes clogged condition) Qcarb= 1.7 1.7 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L= 3.00 3.00 feet Resultant Street Flow Spread(based on street geometry from above) T= 10.9 10.9 ft Resultant Flow Depth at Street Crown dCROWN= 0.0 0.0 inches Low Head Performance Reduction(Calculated) MINOR MAJOR Depth for Grate Midwidth d-= 0.523 0.523 it Depth for Curb Opening Weir Equation dc,,,y= 0.33 0.33 it Combination Inlet Performance Reduction Factor for Long Inlets RFc=b,-1 v= 0.94 0.94 Curb Opening Performance Reduction Factor for Long Inlets RFca,b= 1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFO„.= 0.94 0.94 MINOR MAJOR Total Inlet Interception Capacity(assumes clogged condition) Q.= 3.9 3.s cfs Inlet Capacity IS GOOD for Minor and Major Storms>Q PEAK Q PEAK REQUIRED- 0.4 1.8 cfs GNK10.20_UD-Inlet_v4.06.xlsm,DP A15 10/22/2020,4:37 PM Version 4.06 Released August 2018 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET(Minor&Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: GNK10.20 I Triangle Development Inlet ID: DP A16 T T T.Tµ� W SB�CK T. STREET o Q* C. CROWN Gutter Geometry(Enter data the blue Maximum Allowable Width for Spread Behind Curb TRACK ft Side Slope Behind Curb(leave blank for no conveyance credit behind curb) SMCK= fvft Manning's Roughness Behind Curb(typically between 0.012 and 0.020) n_x= Height of Curb at Gutter Flow Line HCURD= 6.00 inches Distance from Curb Face to Street Crown TCROWN= 25.0 ft Gutter Width W= 2.00 ft Street Transverse Slope Sx= 0.032 ft/ft Gutter Cross Slope(typically 2 inches over 24 inches or 0.083 fvft) SW= 0.083 Wit Street Longitudinal Slope-Enter 0 for sump condition So- 0.000 fvft Manning's Roughness for Street Section(typically between 0.012 and.0.020) nsTRssT= 0.016 Minor Storm Major Storm Max.Allowable Spread for Minor&Major Storm T-`x= 25.0 25.0 ft Max.Allowable Depth at Gutter Flowline for Minor&Major Storm dMAx= 6.00 6.00 inches Check boxes are not applicable in SUMP conditions r r Maximum Capacity for 112 Street based On Allowable Spread Minor Storm Major Storm ater Depth without Gutter Depression(Eq.ST-2) y= 9.60 9.60 inches ertical Depth between Gutter Lip and Gutter Flowline(usually 2") do= 2.0 2.0 inches Gutter Depression(dc-(W-%*12)) a= 1.22 1.22 inches Water Depth at Gutter Flowline d= 10.82 10.82 inches Allowable Spread for Discharge outside the Gutter Section W(T-W) Tx= 23.0 23.0 ft Gutter Flaw to Design Flow Ratio by FHWA HEC-22 method(Eq.ST-7) Eo= 0.217 0.217 Discharge outside the Gutter Section W,carried in Section Tx Qx= 0.0 0.0 cfs Discharge within the Gutter Section W(QT-Qx) Qw= 0.0 0.0 cfs Discharge Behind the Curb(e.g.,sidewalk,driveways,&lawns) QBACK= 0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT= SUMP SUMP cfs Flow Velocity within the Gutter Section V= 0.0 0.0 fps *d Product:Flow Velocity times Gutter Flowline Depth V*d= 0.0 0.0 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTN= 12.4 12.4 ft Theoretical Spread for Discharge outside the Gutter Section W(T-W) Tx TR= 10.4 10.4 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method(Eq.ST-7) EC= 0.427 0.427 Theoretical Discharge outside the Gutter Section W,carried in Section Tx TR Qx TR= 0.0 0.0 cfs Actual Discharge outside the Gutter Section W,(limited by distance TmOwN) Qx= 0.0 0.0 cfs Discharge within the Gutter Section W(Qd-Qx) Qw= 0.0 0.0 cfs Discharge Behind the Curb(e.g.,sidewalk,driveways,&lawns) QBACK= 0.0 0.0 cfs Total Discharge for Major&Minor Storm(Pre-Safety Factor) Q= 0.0 0.0 cfs Average Flow Velocity Within the Gutter Section V= 0.0 0.0 fps d Product:Flow Velocity Times Gutter Flowline Depth V*d= 0.0 0.0 Slope-Based Depth Safety Reduction Factor for Major&Minor(d>6")Storm R= SUMP SUMP Max Flow Based on Allowable Depth(Safety Factor Applied) Od= SUMP SUMP Chi Resultant Flow Depth at Gutter Flowline(Safety Factor Applied) d= inches Resultant Flow Depth at Street Crown(Safety Factor Applied) dCROWN I linches, MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qauow= SUMP SUMP cfs GNK10.20_UD-Inlet_v4.06.xlsm,DP Al 10/22/2020,4:35 PM INLET IN A SUMP OR SAG LOCATION Version 4.06 Released August 2018 Lo(C) H-Curb H-Vert Wo W WP Lo(G) MINOR MAJOR Type of Inlet Denver No.16 Combination Type= Denver No.16 Combination Local Depression(additional to continuous gutter depression'a'from above) a;_;= 2.00 2.00 inches Number of Unit Inlets(Grate or Curb Opening) No= 1 1 Water Depth at Flowline(outside of local depression) Forcing Depth= 6.00 6.00 inches Grate Information MINOR MAJOR r Override Depths Length of a Unit Grate L.(G)= 3.00 3.00 feet Width of a Unit Grate W.= 1.73 1.73 feet Area Opening Ratio for a Grate(typical values 0.15-0.90) Aran.= 0.31 0.31 Clogging Factor for a Single Grate(typical value 0.50-0.70) Cr(G)= 0.50 0.50 Grate Weir Coefficient(typical value 2.15-3.60) C„,(G)= 3.60 3.60 Grate Orifice Coefficient(typical value 0.60-0.80) Co(G)= 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening L.(C)= 3.00 3.ou feet Height of Vertical Curb Opening In Inches H­= 6.50 - inches Height of Curb Orifice Throat in Inches H._= 5.25 inches Angle of Throat(see USDCM Figure ST-5) Theta= 0.00 degrees Side Width for Depression Pan(typically the gutter width of 2 feet) WR= 2.00 feet Clogging Factorfora Single Curb Opening(typical value.0.10) Cr(C)= 0.10 0.10 Curb Opening Weir Coefficient(typical value 2.3-3.7) Cw(C)= 3.70 Curb Opening Orifice Coefficient(typical value 0.60-0.70) Co(C)= 0.66 e Grate Flow Analysis(Calculatedi MINOR MAJOR Clogging Coefficient for Multiple Units Coef= 1.00 1.00 Clogging Factor for Multiple Units Clog= 0.50 0.50 Grate Capacity as a Weir(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Q.= 6.0 &.0 cfs Interception with Clogging Qwa= 3.0 3.0 cfs Grate Capacity as a Orifice(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qu= 5.6 5.6 cfs Interception with Clogging Qoa= 2.8 2.8 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qm,= 5.2 5.2 cfs Interception with Clogging Q-= 2.6 2.6 cfs Resulting Grate Capacity assumes clogged condition Qra Gm= 2.6 2.6 cfs Curb Opening Flow An - MINOR MAJOR Clogging Coefficient for Multiple Units Coef= 1.00 1.00 Clogging Factor for Multiple Units Clog= 0.17 0.17 Curb Opening as a Weir(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Q.= 2.0 2.0 cfs Interception with Clogging Qwa= 1.7 1.7 cfs Curb Opening as an Orifice(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Q.,= 5.7 5.7 cfs Interception with Clogging Qoa= 4.7 4.7 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qm;= 2.9 2.9 cfs Interception with Clogging Qma= 2.4 2.4 cfs ResultingCurb Opening Capacity(assumes clogged condition) Qcarb= 1.7 1.7 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L= 3.00 3.00 feet Resultant Street Flow Spread(based on street geometry from above) T= 12.4 12.4 R Resultant Flow Depth at Street Crown dCROWN= 0.0 0.0 inches Low Head Performance Reduction(Calculated) MINOR MAJOR Depth for Grate Midwidth d-= 0.523 0.523 it Depth for Curb Opening Weir Equation dc,,,y= 0.33 0.33 it Combination Inlet Performance Reduction Factor for Long Inlets RFc=b,-1 v= 0.94 0.94 Curb Opening Performance Reduction Factor for Long Inlets RFca,b= 1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFO„.= 0.94 0.94 MINOR MAJOR Total Inlet Interception Capacity(assumes clogged condition) Q.= 3.9 3.s cfs Inlet Capacity IS GOOD for Minor and Major Storms>Q PEAK Q PEAK REQUIRED- 0.6 3.2 cfs GNK10.20_UD-Inlet_v4.06.xlsm,DP A16 10/22/2020,4:35 PM Version 4.06 Released August 2018 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET(Minor&Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: GNK10.20 I Triangle Development Inlet ID: DP B2 T T T, W T. STREET q CROWN o Gutter Geometry(Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK- 10.5 ft Side Slope Behind Curb(leave blank for no conveyance credit.behind curb) SBACK= 0.020 ft/ft Warning 01 Manning's Roughness Behind Curb(typically between 0.012 and 0.020) ri= 0.025 Height of Curb at Gutter Flow Line HcuRs= 6.00 inches Distance from Curb Face to Street Crown TCROWN= 18.0 ft Gutter Width W= 2.00 ft Street Transverse Slope Sx= 0.020 ft/ft Gutter Cross Slope(typically 2 inches over 24 inches or 0.083 fUft) Sw= 0.083 ft/ft Street Longitudinal Slope-Enter 0 for sump condition SC= 0.0355 ft/ft Manning's Roughness for Street Section(typically between 0.012 and 0.020) nsTREET= 0.016 Minor Storm Major Storm Max.Allowable Spread for Minor&Major Storm Tmm= 18.0 18.0 ft Max.Allowable Depth at Gutter Flowline for Minor&Major Storm dMAx-1 6.00 1 8.40 inches Allow Flow Depth at Street Crown(leave blank for no) r r check=yes Maximum Capacity for 112 Street based On Allowable Spread Minor Storm Major Storm Water Depth without Gutter Depression(Eq.ST-2) y= 4.32 4.32 inches Vertical Depth between Gutter Lip and Gutter Flowline(usually 2") do= 2.0 2.0 inches Gutter Depression(de-(W-Sx*12)) a= 1.51 1.51 inches Water Depth at Gutter Flowline d= 5.83 5.83 inches Allowable Spread for Discharge outside the Gutter Section W(T-W) Tx= 16.0 16.0 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method(Eq.ST-7) Eo= 0.330 0.330 Discharge outside the Gutter Section W,carried in Section Tx Qx= 15.8 15.8 cfs Discharge within the Gutter Section W(QT-Qx) Qw= 7.8 7.8 cfs Discharge Behind the Curb(e.g.,sidewalk,driveways,&lawns) QBACK= 0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT= 23.6 23.6 cfs Flow Velocity within the Gutter Section V= 9.7 9.7 fps V*d Product:Flow Velocity times Gutter Flowline Depth V*d= 4.7 4.7 Maximum CaDacity for 112 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTH= 18.7 28.7 ft Theoretical Spread for Discharge outside the Gutter Section W(T-W) TxT = 16.7 26.7 it Gutter Flow to Design Flow Ratio by FHWA HEC-22 method(Eq.ST-7) Eo= 0.318 0.203 Theoretical Discharge outside the Gutter Section W,carried in Section TXTH QXTH= 17.7 61.9 cfs Actual Discharge outside the Gutter Section W,(limited by distance TcRowN) Qx= 17.7 56.5 cfs Discharge within the Gutter Section W(Qd-Qx) Qw= 8.2 15.8 cfs Discharge Behind the Curb(e.g.,sidewalk,driveways,&lawns) QBACK= 0.0 2.9 cfs Total Discharge for Major&Minor Storm(Pre-Safety Factor) Q= 25.9 75.2 cis Average Flow Velocity Within the Gutter Section V= 9.9 12.8 fps V*d Product:Flow Velocity Times Gutter Flowline Depth V*d= 4.9 9.0 Slope-Based Depth Safety Reduction Factor for Major&Minor(d>6")Storm R= 0.65 0.53 Max Flow Based on Allowable Depth(Safety Factor Applied) Qa= 16.9 39.6 cfs Resultant Flow Depth at Gutter Flowline(Safety Factor Applied) d= 5.29 6.83 inches Resultant Flow Depth at Street Crown(Safety Factor Applied) dcROWN= 0.00 1.00 inches MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Spread Criterion 0.11-01 16.9 23.6 cfs Minor storm max.allowable capacity GOOD-greater than the design flow given on sheet'Inlet Management' Major storm max.allowable capacity GOOD-greater than the design flow given on sheet'Inlet Management' Warning 01: Manning's n-value does not meet the USDCM recommended design range. GNK10.20_UD-Inlet_v4.06.xism,DP B2 9/24/2024,12:49 PM INLET ON A CONTINUOUS GRADE Version 4.06 Released August 2018 -Lo(C) H-Curb H-Vert Wo W \ Lo(G) Desicin Information(Input) MINOR MAJOR Denver No.16 Combination Type of Inlet Type= Denver No.16 Combination Local Depression(additional to continuous gutter depression'a') aLOCAL= 2.0 2.0 inches Total Number of Units in the Inlet(Grate or Curb Opening) No= 6 6 Length of a Single Unit Inlet(Grate or Curb Opening) L.= 3.00 3.00 It Width of a Unit Grate(cannot be greater than W,Gutter Width) W.= 1.73 1.73 It Clogging Factor for a Single Unit Grate(typical min.value=0.5) CrG= 0.50 0.50 Clogging Factor for a Single Unit Curb Opening(typical min.value=0.1) Ct-C= 0.10 0.10 Street Hydraulics:OK-0<Allowable Street Capacity' MINOR MAJOR Design Discharge for Half of Street(from Sheet Inlet Management) Q.= 2.2 10.5 cfs Water Spread Width T= 6.0 12.9 ft Water Depth at Flowline(outside of local depression) d= 3.0 4.6 inches Water Depth at Street Crown(or at TMAX) dCRowN= 0.0 0.0 inches Ratio of Gutter Flow to Design Flow Ea= 0.820 0.460 Discharge outside the Gutter Section W,carried in Section T, Q,= 0.4 5.7 cfs Discharge within the Gutter Section W Qw= 1.8 4.8 cfs Discharge Behind the Curb Face Qa CK= 0.0 0.0 ctS Flow Area within the Gutter Section W Aw= 0.33 0.60 sq It Velocity within the Gutter Section W VW= 5.5 8.0 fps Water Depth for Design Condition dLOCAL= 5.0 6.6 inches Grate Analysis Calculated MINOR MAJOR Total Length of Inlet Grate Opening L-1 18.00 1 18.00 ft Ratio of Grate Flow to Design Flow Eo-GRATE= 0.773 0.420 Under No-Clogging Condition MINOR MAJOR Minimum Velocity Where Grate Splash-Over Begins V.= 8.19 8.19 fps Interception Rate of Frontal Flow Rf= 1.00 1.00 Interception Rate of Side Flow R.= 0.87 0.81 Interception Capacity Qi= 2.1 9.3 cfs Under Clogging Condition MINOR MAJOR Clogging Coefficient for Multiple-unit Grate Inlet GrateCoef= 1.97 1.97 Clogging Factor for Multiple-unit Grate Inlet GrateClog= 0.16 0.16 Effective(unclogged)Length of Multiple-unit Grate Inlet L.= 15.05 15.05 ft Minimum Velocity Where Grate Splash-Over Begins V.= 5.73 5.73 fps Interception Rate of Frontal Flow Rf= 1.00 0.99 Interception Rate of Side Flow R.= 0.82 0.74 Actual Interception Capacity Q,= 2.1 8.8 cfs Carry-Over Flow=Qo% to be applied to curb opening or next d/s inlet Qb= 0.1 1.7 cfs Curb or Slotted Inlet Opening Analysis Calculated MINOR MAJOR Equivalent Slope Se(based on grate carry-over) S.= 0.140 0.087 ft/ft Required Length LT to Have 100%Interception LT= 1.52 8.33 ft Under No-Clogging Condition MINOR MAJOR Effective Length of Curb Opening or Slotted Inlet(minimum of L,LT) L=1 1.52 1 8.33 ft Interception Capacity Qi= 0.4 1.7 cfs Under Clogging Condition MINOR MAJOR Clogging Coefficient CurbCoef= 1.31 1.31 Clogging Factor for Multiple-unit Curb Opening or Slotted Inlet CurbClog= 0.04 0.04 Effective(Unclogged)Length L.= 17.61 17.61 It Actual Interception Capacity Q.= 0.4 1.6 cfs Carry-Over Flow=Qn GMM-% Qb= 0.0 0.1 cfs Summary MINOR MAJOR Total Inlet Interception Capacity 0=1 2.5 1 10.4 cfs Total Inlet Carry-Over Flow(flow bypassing inlet) Qb=1 0.0 1 0.1 cfs Capture Percentage=Q,IQ,= C%=I 100 1 99 GNK10.20_UD-Inlet_v4.06.xlsm,DP 132 9/24/2024,12:49 PM Version 4.06 Released August 2018 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET(Minor&Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: GNK10.20 I Triangle Development Inlet ID: DP B3 T w T.wx sea w T. CROWN C o Gutter Geometry Enter data in the blue cells Maximum Allowable Width for Spread Behind Curb Tench= 10.5 ft Side Slope Behind Curb(leave blank for no conveyance credit behind curb) Sencx= 0.020 ft/ft Warning 01 Manning's Roughness Behind Curb(typically between 0.012 and 0.020) nsncx= 0.025 Height of Curb at Gutter Flow Line HCURB= 6.00 inches Distance from Curb Face to Street Crown TCF O N= 18.0 ft Gutter Width W= 2.00 ft Street Transverse Slope Sx= 0.020 ftlft Gutter Cross Slope(typically 2 inches over 24 inches or 0.083 ft/ft) Sw= 0.083 ft/ft Street Longitudinal Slope-Enter 0 for sump condition So= 0.0355 ft/ft Manning's Roughness for Street Section(typically between 0.012 and 0.020) nsreEET= 0.016 Minor Storm Major Storm Max.Allowable Spread for Minor&Major Storm T..-1 18.0 18.0 it Max.Allowable Depth at Gutter Flowline for Minor&Major Storm d-= 6.0 8.40 Inches Ilow Flow Depth at Street Crown(leave blank for no) I- r check=yes Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm Water Depth without Gutter Depression(Eq.ST-2) y= 4.32 4.32 inches Vertical Depth between Gutter Lip and Gutter Flowline(usually 2") do= 2.0 2.0 inches Gutter Depression(de-(W"Sx-12)) a= 1.51 1.51 inches Water Depth at Gutter Flowline d= 5.83 5.83 Inches Allowable Spread for Discharge outside the Gutter Section W(T-W) Tx= 16.0 16.0 It Gutter Flow to Design Flow Ratio by FHWA HEC-22 method(Eq.ST-7) E.= 0.330 0.330 Discharge outside the Gutter Section W,carried in Section Tx Q.= 15.8 15.8 cfs Discharge within the Gutter Section W(Of-Qx) Qw= 7.8 7.8 cfs Discharge Behind the Curb(e.g.,sidewalk,driveways,&lawns) Qencx= 0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT= 23.6 23.6 cfs Flow Velocity within the Gutter Section V= 9.7 9.7 fps V'd Product:Flow Velocity times Gutter Flowline Depth V'd= 4.7 4.7 Maximum Capacity for 112 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread Tr = 18.7 28.7 It Theoretical Spread for Discharge outside the Gutter Section W(T-W) Tx TH= 16.7 26.7 It Gutter Flow to Design Flow Ratio by FHWA HEC-22 method(Eq.ST-7) Eo= 0.318 0.203 Theoretical Discharge outside the Gutter Section W,carried in Section Tx TR Qx TN= 17.7 61.9 CIS Actual Discharge outside the Gutter Section W,(limited by distance TCROWN) %= 17.7 56.5 cfs Discharge within the Gutter Section W(Qd-Qx) Qw= 8.2 15.8 cfs Discharge Behind the Curb(e.g.,sidewalk,driveways,&lawns) Qencx= 0.0 2.9 cfs Total Discharge for Major&Minor Storm(Pre-Safety Factor) Q= 25.9 75.2 cfs Average Flow Velocity Within the Gutter Section V= 9.9 12.8 fps V'd Product:Flow Velocity Times Gutter Flowline Depth V•d= 4.9 9.0 Slope-Based Depth Safety Reduction Factor for Major&Minor(d>6")Storm R= 0.65 0.53 Max Flow Based on Allowable Depth(Safety Factor Applied) Qd= 16.9 39.6 cfs Resultant Flow Depth at Gutter Flowline(Safety Factor Applied) d= 5.29 6.83 inches Resultant Flow Depth at Street Crown(Safety Factor Applied) dCRowN= 0.00 1 1.00 inches MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Spread Criterion Q,now= 16.9 23.6 cfs Minor storm max.allowable capacity GOOD-greater than the design flow given on sheet'Inlet Management' Major storm max.allowable capacity GOOD-greater than the design flow given on sheet'Inlet Management' Warning 01: Manning's n-value does not meet the USDCM recommended design range. GNK10.20_UD-In1et_v4.06.xlsm,DP B3 10/2212020,4:38 PM INLET ON A CONTINUOUS GRADE Version 4.06 Released August 2018 -Lo(C) H-Curb H-Vert Wo W Lo(G) Design Information(input) MINOR MAJOR Type of Inlet Denver No.16 Combina0on Type= Denver No.16 Combination Local Depression(additional to continuous gutter depression'a') aLOCAL= 2.0 inches Total Number of Units in the Inlet(Grate or Curb Opening) No= 5 5 Length of a Single Unit Inlet(Grate or Curb Opening) L.= 3.00 ft Width of a Unit Grate(cannot be greater than W,Gutter Width) W,= 1.73 ft Clogging Factor for a Single Unit Grate(typical min.value=0.5) C,G= 0.50 0.50 lClogging Factor for a Single Unit Curb Opening(typical min.value=0.1) CrC= 0.10 0.10 Street Hydraulics:OK-Q<Allowable Street Capacity' MINOR MAJOR Design Discharge for Half of Street(from Sheet Inlet Management) Q,= 1.3 5.9 cfs Water Spread Width T= 4.2 10.0 It Water Depth at Flowline(outside of local depression) d= 2.5 3.9 inches Water Depth at Street Crown(or at T_) dCROWN= 0.0 0.0 inches Ratio of Gutter Flow to Design Flow Eo= 0.940 0.577 Discharge outside the Gutter Section W,carried in Section T. Q,= 0.1 2.5 cfs Discharge within the Gutter Section W Qw= 1.2 3.4 cfs Discharge Behind the Curb Face Q.-= 0.0 0.0 cfs Flow Area within the Gutter Section W Aw= 0.25 0.49 sq ft Velocity within the Gutter Section W Vw= 4.8 7.0 fps Water Depth for Design Condition dLOCAL= 4.5 5.9 inches Grate Analysis Calculated MINOR MAJOR Total Length of Inlet Grate Opening L= 15.00 15.00 ft Ratio of Grate Flow to Design Flow EoGw = 0.898 0.533 Under No-Clogging Condition MINOR MAJOR Minimum Velocity Where Grate Splash-Over Begins V.- 5.70 5.70 fps Interception Rate of Frontal Flow Rr= 1.00 1.00 Interception Rate of Side Flow R.= 0.83 0.77 Interception Capacity Q;= 1.3 5.3 ofs Under Clogging Condition MINOR MAJOR Clogging Coefficient for Multiple-unit Grate Inlet GrateCoef=. 1.94 1.94 Clogging Factor for Multiple-unit Grate Inlet GraleClog= 0.19 0.19 Effective(unclogged)Length of Multiple-unit Grate Inlet La= 12.09 12.09 8 Minimum Velocity Where Grate Splash-Over Begins Vo= 4.34 4.34 fps Interception Rate of Frontal Flow Rr= 1.00 0.92 Interception Rate of Side Flow R,= 0.75 0.68 ceIZI Interception Capacity Q,= 1.3 4.8 ofs Carry-Over Flow=Qa%(to be applied to curb opening or next d/s inlet) Qe= 0.0 1.1 cfs Curb or Slotted Inlet Openina Analysis Calculated MINOR MAJOR Equivalent Slope S.(based on grate carry-over) S,= 0.157 0.104 ft/ft Required Length LT to Have 100%Interception LT= 0.87 6.35 ft Under No-Clogging Condition MINOR MAJOR Effective Length of Curb Opening or Slotted Inlet(minimum of L,LT) L= 0.87 6.35 ft Interception Capacity Qi= 0.2 1.0 cfs Under Clogging Condition MINOR MAJOR Clogging Coefficient CurbCoef= 1.31 1.31 Clogging Factor for Multiple-unit Curb Opening or Slotted Inlet CurbClog= 0.04 0.04 Effective(Unclogged)Length L,= 14.61 14.61 ft Actual Interception Capacity %= 0.2 0.9 cis Carry-Over Flow=Qe Ge rE-% Q,= 0.0 0.3 cfs Summary MINOR MAJOR Total Inlet Interception Capacity Q= 1.5 5.6 cfs Total Inlet Carry-Over Flow(flow bypassing inlet) Qc= 0.0 0.3 cfs Capture Percentage=Qa/Q,= C%= 100 95 GNK10.20_UD-Inlet_v4.06.xlsm,DP B3 10/2212020,4:38 PM Version 4.06 Released August 2018 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET(Minor&Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: GNK10.20 I Triangle Development Inlet ID: DP C3 T T T.Tµ� SB�CK W T. STREET o Q* C. CROWN Gutter Geometry(Enter data the blue Maximum Allowable Width for Spread Behind Curb TmCK= 5.0 ft Side Slope Behind Curb(leave blank for no conveyance credit behind curb) SaACK= 0.020 "It Warning 01 Manning's Roughness Behind Curb(typically between 0.012 and 0.020) n_x= 0.025 Height of Curb at Gutter Flow Line HCURe= 6.00 inches Distance from Curb Face to Street Crown TCROWN= 18.0 ft Gutter Width W= 2.00 ft Street Transverse Slope Sx= 0.055 ft/ft Gutter Cross Slope(typically 2 inches over 24 inches or 0.083 ft/ft) SW= 0.083 ft/ft Street Longitudinal Slope-Enter 0 for sump condition So- 0.000 fvft Manning's Roughness for Street Section(typically between 0.012 and.0.020) nsTRssT= 0.016 Minor Storm Major Storm Max.Allowable Spread for Minor&Major Storm T-`x= 18.0 18.0 ft Max.Allowable Depth at Gutter Flowline for Minor&Major Storm dMAx= 6.00 7.50 inches Check boxes are not applicable in SUMP conditions r r Maximum Capacity for 112 Street based On Allowable Spread Minor Storm Major Storm ater Depth without Gutter Depression(Eq.ST-2) y= 11.88 11.88 inches ertical Depth between Gutter Lip and Gutter Flowline(usually 2") do= 2.0 2.0 inches Gutter Depression(dc-(W-%*12)) a= 0.67 0.67 inches Water Depth at Gutter Flowline d= 12.55 12.55 inches Allowable Spread for Discharge outside the Gutter Section W(T-W) Tx= 16.0 16.0 ft Gutter Flaw to Design Flow Ratio by FHWA HEC-22 method(Eq.ST-7) Eo= 0.279 0.279 Discharge outside the Gutter Section W,carried in Section Tx Qx= 0.0 0.0 cfs Discharge within the Gutter Section W(QT-Qx) Qw= 0.0 0.0 cfs Discharge Behind the Curb(e.g.,sidewalk,driveways,&lawns) QBACK= 0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT= SUMP SUMP cfs Flow Velocity within the Gutter Section V= 0.0 0.0 fps *d Product:Flow Velocity times Gutter Flowline Depth V*d= 0.0 0.0 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTN= 8.1 10.3 ft Theoretical Spread for Discharge outside the Gutter Section W(T-W) Tx TH= 6.1 8.3 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method(Eq.ST-7) EC= 0.562 0.459 Theoretical Discharge outside the Gutter Section W,carried in Section Tx TR Qx TH= 0.0 0.0 Cfs Actual Discharge outside the Gutter Section W,(limited by distance TCRowN) Qx= 0.0 0.0 cfs Discharge within the Gutter Section W(Qd-Qx) Qw= 0.0 0.0 cfs Discharge Behind the Curb(e.g.,sidewalk,driveways,&lawns) QBACK= 0.0 0.0 cfs Total Discharge for Major&Minor Storm(Pre-Safety Factor) Q= 0.0 0.0 cfs Average Flow Velocity Within the Gutter Section V= 0.0 0.0 fps d Product:Flow Velocity Times Gutter Flowline Depth V*d= 0.0 0.0 Slope-Based Depth Safety Reduction Factor for Major&Minor(d>6")Storm R= SUMP SUMP Max Flow Based on Allowable Depth(Safety Factor Applied) Od= SUMP SUMP Chi Resultant Flow Depth at Gutter Flowline(Safety Factor Applied) d= inches Resultant Flow Depth at Street Crown(Safety Factor Applied) dCRCWN I linches, MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qauow= SUMP SUMP cfs Warning 01: Manning's n-value does not meet the USDCM recommended design range. GNK10.20_UD-Inlet_v4.06.xlsm,DP C3 10/2612020,10:56 AM INLET IN A SUMP OR SAG LOCATION Version 4.06 Released August 2018 Lo(C) H-Curb H-Vert Wo W WP Lo(G) MINOR MAJOR Type of Inlet Denver No.16 Combination Type= Denver No.16 Combination Local Depression(additional to continuous gutter depression'a'from above) a;_;= 2.00 2.00 inches Number of Unit Inlets(Grate or Curb Opening) No= 4 4 Water Depth at Flowline(outside of local depression) Forcing Depth= 6.00 7.50 inches Grate Information MINOR MAJOR r Override Depths Length of a Unit Grate L.(G)= 3.00 3.00 feet Width of a Unit Grate W.= 1.73 1.73 feet Area Opening Ratio for a Grate(typical values 0.15-0.90) Aran.= 0.31 0.31 Clogging Factor for a Single Grate(typical value 0.50-0.70) Cr(G)= 0.50 0.50 Grate Weir Coefficient(typical value 2.15-3.60) C„,(G)= 3.60 3.60 Grate Orifice Coefficient(typical value 0.60-0.80) Co(G)= 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening L.(C)= 3.00 3.Ou feet Height of Vertical Curb Opening In Inches H­= 6.50 - inches Height of Curb Orifice Throat in Inches H._= 5.25 inches Angle of Throat(see USDCM Figure ST-5) Theta= 0.00 degrees Side Width for Depression Pan(typically the gutter width of 2 feet) WR= 2.00 feet Clogging Factorfor a Single Curb Opening(typical value.0.10) Cr(C)= 0.10 0.10 Curb Opening Weir Coefficient(typical value 2.3-3.7) Cw(C)= 3.70 Curb Opening Orifice Coefficient(typical value 0.60-0.70) Co(C)= 0.66 e Grate Flow Analysis(Calculatedi MINOR MAJOR Clogging Coefficient for Multiple Units Coef= 1.88 1.88 Clogging Factor for Multiple Units Clog= 0.24 0.24 Grate Capacity as a Weir(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Q.= 8.7 15.0 cfs Interception with Clogging Q-= 6.7 11.5 cfs Grate Capacity as a Orifice(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qoa= 22.4 24.9 cfs Interception with Clogging Qoa= 17.1 19.1 1cf. Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qm,= 12.6 17.4 cfs Interception with Clogging Q-= 9.6 13.3 cfs Resulting Grate Capacity assumes clogged condition QGram= 6.7 11.5 cfs Curb Opening Flow An - MINOR MAJOR Clogging Coefficient for Multiple Units Coef= 1.25 1.25 Clogging Factor for Multiple Units Clog= 0.05 0.05 Curb Opening as a Weir(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Q.= 4.9 9.8 cfs Interception with Clogging Q-= 4.6 9.3 cfs Curb Opening as an Orifice(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Q.,= 22.7 24.7 cfs Interception with Clogging Qoa= 21.5 23.5 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qm;= 9.0 13.4 cfs Interception with Clogging Qma= 8.6 12.7 cfs ResultingCurb Opening Capacity(assumes clogged condition) QCurb= 4.6 9.3 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L= 12.00 12.00 feet Resultant Street Flow Spread(based on street geometry from above) T= 8.1 10.3 R Resultant Flow Depth at Street Crown dCROWN= 0.0 0.0 inches Low Head Performance Reduction(Calculated) MINOR MAJOR Depth for Grate Midwidth d-= 0.523 0.648 it Depth for Curb Opening Weir Equation cl,,,y= 0.33 0.46 it Combination Inlet Performance Reduction Factor for Long Inlets RFC-11tiln= 0.57 0.71 Curb Opening Performance Reduction Factor for Long Inlets RFca,b= 0.87 0.95 Grated Inlet Performance Reduction Factor for Long Inlets RFO„.= 0.57 0.71 MINOR MAJOR Total Inlet Interception Capacity(assumes clogged condition) Q.= 10.1 18.7 cfs Inlet Capacity IS GOOD for Minor and Major Storms>Q PEAK Q PEAK RE-1-- 3.7 17.1 jcfs GNK10.20_UD-Inlet_v4.06.xlsm,DP C3 10/2612020,10:56 AM Version 4.06 Released August 2018 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET(Minor&Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: GNK10.20 I Triangle Development Inlet ID: DP C4 T T T.Tµ� W SB�CK T. STREET o Q* C. CROWN Gutter Geometry(Enter data the blue Maximum Allowable Width for Spread Behind Curb TmCK= 4.5 ft Side Slope Behind Curb(leave blank for no conveyance credit behind curb) SaACK= 0.020 fvft Warning 01 Manning's Roughness Behind Curb(typically between 0.012 and 0.020) n_x= 0.025 Height of Curb at Gutter Flow Line HcuRe= 6.00 inches Distance from Curb Face to Street Crown TCROWN= 25.0 ft Gutter Width W= 2.00 ft Street Transverse Slope Sx= 0.055 ft/ft Gutter Cross Slope(typically 2 inches over 24 inches or 0.083 fvft) SW= 0.083 fvft Street Longitudinal Slope-Enter 0 for sump condition So- 0.000 fvft Manning's Roughness for Street Section(typically between 0.012 and.0.020) nsTRssT= 0.016 Minor Storm Major Storm Max.Allowable Spread for Minor&Major Storm T-`x= 25.0 25.0 ft Max.Allowable Depth at Gutter Flowline for Minor&Major Storm dMAx= 6.00 6.75 inches Check boxes are not applicable in SUMP conditions r r Maximum Capacity for 112 Street based On Allowable Spread Minor Storm Major Storm ater Depth without Gutter Depression(Eq.ST-2) y= 16.50 16.50 inches ertical Depth between Gutter Lip and Gutter Flowline(usually 2") do= 2.0 2.0 inches Gutter Depression(dc-(W-%*12)) a= 0.67 0.67 inches Water Depth at Gutter Flowline d= 17.17 17.17 inches Allowable Spread for Discharge outside the Gutter Section W(T-W) Tx= 23.0 23.0 ft Gutter Flaw to Design Flow Ratio by FHWA HEC-22 method(Eq.ST-7) Eo= 0.205 0.205 Discharge outside the Gutter Section W,carried in Section Tx Qx= 0.0 0.0 cfs Discharge within the Gutter Section W(QT-Qx) Qw= 0.0 0.0 cfs Discharge Behind the Curb(e.g.,sidewalk,driveways,&lawns) QBACK= 0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT= SUMP SUMP cfs Flow Velocity within the Gutter Section V= 0.0 0.0 fps *d Product:Flow Velocity times Gutter Flowline Depth V*d= 0.0 0.0 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTN= 8.1 9.2 ft Theoretical Spread for Discharge outside the Gutter Section W(T-W) Tx TH= 6.1 7.2 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method(Eq.ST-7) EC= 0.562 0.505 Theoretical Discharge outside the Gutter Section W,carried in Section Tx TR Qx TH= 0.0 0.0 cfs Actual Discharge outside the Gutter Section W,(limited by distance TC OwN) Qx= 0.0 0.0 cfs Discharge within the Gutter Section W(Qd-Qx) Qw= 0.0 0.0 cfs Discharge Behind the Curb(e.g.,sidewalk,driveways,&lawns) QBACK= 0.0 0.0 cfs Total Discharge for Major&Minor Storm(Pre-Safety Factor) Q= 0.0 0.0 cfs Average Flow Velocity Within the Gutter Section V= 0.0 0.0 fps d Product:Flow Velocity Times Gutter Flowline Depth V*d= 0.0 0.0 Slope-Based Depth Safety Reduction Factor for Major&Minor(d>6")Storm R= SUMP SUMP Max Flow Based on Allowable Depth(Safety Factor Applied) Od= SUMP SUMP Chi Resultant Flow Depth at Gutter Flowline(Safety Factor Applied) d= inches Resultant Flow Depth at Street Crown(Safety Factor Applied) dCROWN I linches, MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qauow= SUMP SUMP cfs Warning 01: Manning's n-value does not meet the USDCM recommended design range. GNK10.20_UD-Inlet_v4.06.xlsm,DP C4 10/22/2020,4:41 PM INLET IN A SUMP OR SAG LOCATION Version 4.06 Released August 2018 Lo(C) H-Curb H-Vert Wo W WP Lo(G) MINOR MAJOR Type of Inlet Denver No.16 Combination Type= Denver No.16 Combination Local Depression(additional to continuous gutter depression'a'from above) a;_;= 2.00 2.00 inches Number of Unit Inlets(Grate or Curb Opening) No= 2 2 Water Depth at Flowline(outside of local depression) Forcing Depth= 6.00 6.75 inches Grate Information MINOR MAJOR r Override Depths Length of a Unit Grate L.(G)= 3.00 3.00 feet Width of a Unit Grate W.= 1.73 1.73 feet Area Opening Ratio for a Grate(typical values 0.15-0.90) Aran.= 0.31 0.31 Clogging Factor for a Single Grate(typical value 0.50-0.70) Cr(G)= 0.50 0.50 Grate Weir Coefficient(typical value 2.15-3.60) C„,(G)= 3.60 3.60 Grate Orifice Coefficient(typical value 0.60-0.80) Co(G)= 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening L.(C)= 3.00 3.ou feet Height of Vertical Curb Opening In Inches H­= 6.50 - inches Height of Curb Orifice Throat in Inches H._= 5.25 inches Angle of Throat(see USDCM Figure ST-5) Theta= 0.00 degrees Side Width for Depression Pan(typically the gutter width of 2 feet) WR= 2.00 feet Clogging Factorfora Single Curb Opening(typical value.0.10) Cr(C)= 0.10 0.10 Curb Opening Weir Coefficient(typical value 2.3-3.7) Cw(C)= 3.70 Curb Opening Orifice Coefficient(typical value 0.60-0.70) Co(C)= 0.66 Grate Flow Analysis(Calculatedi MINOR MAJOR Clogging Coefficient for Multiple Units Coef= 1.50 1.50 Clogging Factor for Multiple Units Clog= 0.38 0.38 Grate Capacity as a Weir(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Q.= 6.6 8.8 cfs Interception with Clogging Q-= 4.1 5.5 cfs Grate Capacity as a Orifice(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qoa= 11.2 11.9 cfs Interception with Clogging Qoa= 7.0 7.4 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qm,= 7.8 9.2 cfs Interception with Clogging Q-= 4.8 5.8 cfs Resulting Grate Capacity assumes clogged condition QGram= 4.1 5.5 cfs Curb Opening Flow An - MINOR MAJOR Clogging Coefficient for Multiple Units Coef= 1.00 1.00 Clogging Factor for Multiple Units Clog= 0.08 0.08 Curb Opening as a Weir(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Q.= 3.0 4.4 cfs Interception with Clogging Q-= 2.8 4.0 cfs Curb Opening as an Orifice(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Q.,= 11.4 11.9 cfs Interception with Clogging Qoa= 10.4 10.9 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qm;= 5.0 6.2 cfs Interception with Clogging Qma= 4.6 5.7 cfs ResultingCurb Opening Capacity(assumes clogged condition) QCurb= 2.8 4.1, cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L= 6.00 6.00 feet Resultant Street Flow Spread(based on street geometry from above) T= 8.1 9.2 Ift Resultant Flow Depth at Street Crown dCROWN= 0.0 0.0 linches Low Head Performance Reduction(Calculated) MINOR MAJOR Depth for Grate Midwidth d-= 0.523 0.585 it Depth for Curb Opening Weir Equation dc,,,y= 0.33 0.40 it Combination Inlet Performance Reduction Factor for Long Inlets RFC=ro,namn= 0.71 0.79 Curb Opening Performance Reduction Factor for Long Inlets RFc = 1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFO„.= 0.71 0.79 MINOR MAJOR Total Inlet Interception Capacity(assumes clogged condition) Q.= 6.2 6.6 cfs Inlet Capacity IS GOOD for Minor and Major Storms>Q PEAK Q PEAK RE-1-- 1.5 6.6 cfs GNK10.20_UD-Inlet_v4.06.xlsm,DP C4 10,122/2020,4.41 I'M Version 4.06 Released August 2018 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET(Minor&Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: GNK10.20 I Triangle Development Inlet ID: DP C5 T T T.Tµ� W SB�CK T. STREET o Q* C. CROWN Gutter Geometry(Enter data the blue Maximum Allowable Width for Spread Behind Curb TRACK ft Side Slope Behind Curb(leave blank for no conveyance credit behind curb) SMCK= fvft Manning's Roughness Behind Curb(typically between 0.012 and 0.020) n_x= Height of Curb at Gutter Flow Line HCURD= 6.00 inches Distance from Curb Face to Street Crown TCROWN= 20.0 ft Gutter Width W= 2.00 ft Street Transverse Slope Sx= 0.025 ft/ft Gutter Cross Slope(typically 2 inches over 24 inches or 0.083 fvft) SW= 0.083 Wit Street Longitudinal Slope-Enter 0 for sump condition So- 0.000 fvft Manning's Roughness for Street Section(typically between 0.012 and.0.020) nsTRssT= 0.016 Minor Storm Major Storm Max.Allowable Spread for Minor&Major Storm T-`x= 20.00 20.00 ft Max.Allowable Depth at Gutter Flowline for Minor&Major Storm d_x- 4.80 4.80 inches Check boxes are not applicable in SUMP conditions f- r Maximum Capacity for 112 Street based On Allowable Spread Minor Storm Major Storm ater Depth without Gutter Depression(Eq.ST-2) y= 6,00 6.00 inches ertical Depth between Gutter Lip and Gutter Flowline(usually 2") do= 2.0 2.0 inches Gutter Depression(dc-(W-%*12)) a= 1.39 1.39 inches Water Depth at Gutter Flowline d= 7.39 7.39 inches Allowable Spread for Discharge outside the Gutter Section W(T-W) Tx= 18.0 18.0 ft Gutter Flaw to Design Flow Ratio by FHWA HEC-22 method(Eq.ST-7) Eo= 0.283 0.283 Discharge outside the Gutter Section W,carried in Section Tx Qx= 0.0 0.0 cfs Discharge within the Gutter Section W(QT-Qx) Qw= 0.0 0.0 cfs Discharge Behind the Curb(e.g.,sidewalk,driveways,&lawns) QBACK= 0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT= SUMP SUMP cfs Flow Velocity within the Gutter Section V= 0.0 0.0 fps *d Product:Flow Velocity times Gutter Flowline Depth V*d= 0.0 0.0 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTN= 11.4 11.4 ft Theoretical Spread for Discharge outside the Gutter Section W(T-W) Tx TR= 9.4 9.4 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method(Eq.ST-7) EC= 0.489 0.489 Theoretical Discharge outside the Gutter Section W,carried in Section Tx TR Qx TR= 0.0 0.0 cfs Actual Discharge outside the Gutter Section W,(limited by distance TmOwN) Qx= 0.0 0.0 cfs Discharge within the Gutter Section W(Qd-Qx) Qw= 0.0 0.0 cfs Discharge Behind the Curb(e.g.,sidewalk,driveways,&lawns) QBACK= 0.0 0.0 cfs Total Discharge for Major&Minor Storm(Pre-Safety Factor) Q= 0.0 0.0 cfs Average Flow Velocity Within the Gutter Section V= 0.0 0.0 fps d Product:Flow Velocity Times Gutter Flowline Depth V*d= 0.0 0.0 Slope-Based Depth Safety Reduction Factor for Major&Minor(d>6")Storm R= SUMP SUMP Max Flow Based on Allowable Depth(Safety Factor Applied) Od= SUMP SUMP cfs Resultant Flow Depth at Gutter Flowline(Safety Factor Applied) d= inches Resultant Flow Depth at Street Crown(Safety Factor Applied) dCROWN I linches, MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qauow= SUMP SUMP cfs GNK10.20_UD-Inlet_v4.06.xlsm,DP C5 10/2612020,12:35 PM INLET IN A SUMP OR SAG LOCATION Version 4.06 Released August 2018 Lo(C) H-Curb H-Vert Wo W WP Lo(G) MINOR MAJOR Type of Inlet Denver No.16 Combination Type= Denver No.16 Combination Local Depression(additional to continuous gutter depression'a'from above) a;_;= 2.00 2.00 inches Number of Unit Inlets(Grate or Curb Opening) No= 1 1 Water Depth at Flowline(outside of local depression) Forcing Depth= 4.80 4.80 inches Grate Information MINOR MAJOR r Override Depths Length of a Unit Grate L.(G)= 3.00 3.00 feet Width of a Unit Grate W.= 1.73 1.73 feet Area Opening Ratio for a Grate(typical values 0.15-0.90) Aran.= 0.31 0.31 Clogging Factor for a Single Grate(typical value 0.50-0.70) Cr(G)= 0.50 0.50 Grate Weir Coefficient(typical value 2.15-3.60) C„,(G)= 3.60 3.60 Grate Orifice Coefficient(typical value 0.60-0.80) Co(G)= 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening L.(C)= 3.00 3.ou feet Height of Vertical Curb Opening In Inches H­= 6.50 - inches Height of Curb Orifice Throat in Inches H._= 5.25 inches Angle of Throat(see USDCM Figure ST-5) Theta= 0.00 degrees Side Width for Depression Pan(typically the gutter width of 2 feet) WR= 2.00 feet Clogging Factorfora Single Curb Opening(typical value.0.10) Cr(C)= 0.10 0.10 Curb Opening Weir Coefficient(typical value 2.3-3.7) Cw(C)= 3.70 Curb Opening Orifice Coefficient(typical value 0.60-0.70) Co(C)= 0.66 e Grate Flow Analysis(Calculatedi MINOR MAJOR Clogging Coefficient for Multiple Units Coef= 1.00 1.00 Clogging Factor for Multiple Units Clog= 0.50 0.50 Grate Capacity as a Weir(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Q.= 3.5 3.5 cfs Interception with Clogging Q-= 1.8 1.8 cfs Grate Capacity as a Orifice(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qu= 5.0 5.0 cfs Interception with Clogging Qoa= 2.5 2.5 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qm,= 3.8 3.8 cfs Interception with Clogging Q-= 1.9 1.9 cfs Resulting Grate Capacity assumes clogged condition Qra Gm= 1.8 1.8 cfs Curb Opening Flow An - MINOR MAJOR Clogging Coefficient for Multiple Units Coef= 1.00 1.00 Clogging Factor for Multiple Units Clog= 0.17 0.17 Curb Opening as a Weir(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Q.= 0.9 0.9 cfs Interception with Clogging Q-= 0.8 0.8 cfs Curb Opening as an Orifice(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Q.,= 5.2 5.2 cfs Interception with Clogging Qoa= 4.4 4.4 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qm;= 1.9 1.9 cfs Interception with Clogging Qma= 1.6 1.6 cfs Resulting Curb Opening Capacity(assumes clogged condition) Qcarb= 0.8 0.8 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L= 3.00 3.00 feet Resultant Street Flow Spread(based on street geometry from above) T= 11.4 11.4 R Resultant Flow Depth at Street Crown dCROWN= 0.0 0.0 inches Low Head Performance Reduction(Calculated) MINOR MAJOR Depth for Grate Midwidth d-= 0.423 0.423 it Depth for Curb Opening Weir Equation dc,,,y= 0.23 0.23 it Combination Inlet Performance Reduction Factor for Long Inlets RFc=b,-1 v= 0.75 0.75 Curb Opening Performance Reduction Factor for Long Inlets RFca,b= 1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFO„.= 0.75 0.75 MINOR MAJOR Total Inlet Interception Capacity(assumes clogged condition) Q.= 2.3 2.3 cfs Inlet Capacity IS GOOD for Minor and Major Storms>Q PEAK Q PEAK RE-1-- 0.4 1.9 cfs GNK10.20_UD-Inlet_v4.06.xlsm,DP C5 10/2612020,12:35 PM Version 4.06 Released August 2018 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET(Minor&Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: GNK10.20 I Triangle Development Inlet ID: DP C6b T T T.Tµ� W SB�CK T. STREET o Q* C. CROWN Gutter Geometry(Enter data the blue Maximum Allowable Width for Spread Behind Curb TmCK= 6.0 ft Side Slope Behind Curb(leave blank for no conveyance credit behind curb) S_= 0.020 "It Warning 01 Manning's Roughness Behind Curb(typically between 0.012 and 0.020) n_x= 0.025 Height of Curb at Gutter Flow Line HcuRe= 6.00 inches Distance from Curb Face to Street Crown TCROWN= 25.0 ft Gutter Width W= 2.00 ft Street Transverse Slope Sx= 0.035 ft/ft Gutter Cross Slope(typically 2 inches over 24 inches or 0.083 fvft) SW= 0.083 Wit Street Longitudinal Slope-Enter 0 for sump condition So- 0.000 fvft Manning's Roughness for Street Section(typically between 0.012 and.0.020) nsTRssT= 0.016 Minor Storm Major Storm Max.Allowable Spread for Minor&Major Storm T-`x= 25.0 25.0 ft Max.Allowable Depth at Gutter Flowline for Minor&Major Storm dMAx= 6.00 7.32 inches Check boxes are not applicable in SUMP conditions r r Maximum Capacity for 112 Street based On Allowable Spread Minor Storm Major Storm ater Depth without Gutter Depression(Eq.ST-2) y= 10.50 10.50 inches ertical Depth between Gutter Lip and Gutter Flowline(usually 2") do= 2.0 2.0 inches Gutter Depression(dc-(W-%*12)) a= 1.15 1.15 inches Water Depth at Gutter Flowline d= 11.65 11.65 inches Allowable Spread for Discharge outside the Gutter Section W(T-W) Tx= 23.0 23.0 ft Gutter Flaw to Design Flow Ratio by FHWA HEC-22 method(Eq.ST-7) Eo= 0.215 0.215 Discharge outside the Gutter Section W,carried in Section Tx Qx= 0.0 0.0 cfs Discharge within the Gutter Section W(QT-Qx) Qw= 0.0 0.0 cfs Discharge Behind the Curb(e.g.,sidewalk,driveways,&lawns) QBACK= 0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT= SUMP SUMP cfs Flow Velocity within the Gutter Section V= 0.0 0.0 fps *d Product:Flow Velocity times Gutter Flowline Depth V*d= 0.0 0.0 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTN= 11.6 14.7 ft Theoretical Spread for Discharge outside the Gutter Section W(T-W) Tx TH= 9.5 12.7 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method(Eq.ST-7) EC= 0.449 0.360 Theoretical Discharge outside the Gutter Section W,carried in Section Tx TR Qx TH= 0.0 0.0 cfs Actual Discharge outside the Gutter Section W,(limited by distance TmOwN) Qx= 0.0 0.0 cfs Discharge within the Gutter Section W(Qd-Qx) Qw= 0.0 0.0 cfs Discharge Behind the Curb(e.g.,sidewalk,driveways,&lawns) QBACK= 0.0 0.0 cfs Total Discharge for Major&Minor Storm(Pre-Safety Factor) Q= 0.0 0.0 cfs Average Flow Velocity Within the Gutter Section V= 0.0 0.0 fps d Product:Flow Velocity Times Gutter Flowline Depth V*d= 0.0 0.0 Slope-Based Depth Safety Reduction Factor for Major&Minor(d>6")Storm R= SUMP SUMP Max Flow Based on Allowable Depth(Safety Factor Applied) Od= SUMP SUMP Chi Resultant Flow Depth at Gutter Flowline(Safety Factor Applied) d= inches Resultant Flow Depth at Street Crown(Safety Factor Applied) dCROWN I linches, MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qauow= SUMP SUMP cfs Warning 01: Manning's n-value does not meet the USDCM recommended design range. GNK10.20_UD-Inlet_v4.06.xlsm,DP C6b 10/22/2020,4:43 PM INLET IN A SUMP OR SAG LOCATION Version 4.06 Released August 2018 Lo(C) H-Curb H-Vert Wo W WP Lo(G) MINOR MAJOR Type of Inlet Denver No.16 Combination Type= Denver No.16 Combination Local Depression(additional to continuous gutter depression'a'from above) a;_;= 2.00 2,00 inches Number of Unit Inlets(Grate or Curb Opening) No= 3 3 Water Depth at Flowline(outside of local depression) Forcing Depth= 6.00 7.25 inches Grate Information MINOR MAJOR r Override Depths Length of a Unit Grate L.(G)= 3.00 feet Width of a Unit Grate W.= 1.73 1.73 feet Area Opening Ratio for a Grate(typical values 0.15-0.90) Aran.= 0.31 0.31 Clogging Factor for a Single Grate(typical value 0.50-0.70) Cr(G)= 0.50 0.50 Grate Weir Coefficient(typical value 2.15-3.60) C„,(G)= 3.60 3.60 Grate Orifice Coefficient(typical value 0.60-0.80) Co(G)= 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening L.(C)= 3.00 3.ou feet Height of Vertical Curb Opening In Inches H­= 6.50 - inches Height of Curb Orifice Throat in Inches H._= 5.25 inches Angle of Throat(see USDCM Figure ST-5) Theta= 0.00 degrees Side Width for Depression Pan(typically the gutter width of 2 feet) WR= 2.00 feet Clogging Factorfora Single Curb Opening(typical value.0.10) Cr(C)= 0.10 0.10 Curb Opening Weir Coefficient(typical value 2.3-3.7) Cw(C)= 3.70 Curb Opening Orifice Coefficient(typical value 0.60-0.70) Co(C)= 0.66 e Grate Flow Analysis(Calculatedi MINOR MAJOR Clogging Coefficient for Multiple Units Coef= 1.75 1.75 Clogging Factor for Multiple Units Clog= 0.29 0.29 Grate Capacity as a Weir(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Q.= 7.0 11.1 cfs Interception with Clogging Q-= 5.0 7.9 cfs Grate Capacity as a Orifice(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qoa= 16.8 18.4 cfs Interception with Clogging Qoa= 11.9 13.0 jcfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qm,= 9.8 12.9 cfs Interception with Clogging Q-= 6.9 9.1 cfs Resulting Grate Capacity assumes clogged condition QGram= 5.0 7.9 cfs Curb Opening Flow An - MINOR MAJOR Clogging Coefficient for Multiple Units Coef= 1.00 1.00 Clogging Factor for Multiple Units Clog= 0.06 0.06 Curb Opening as a Weir(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Q.= 3.6 6.6 cfs Interception with Clogging Q-= 3.4 6.2 cfs Curb Opening as an Orifice(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Q.,= 17.0 18.3 cfs Interception with Clogging Qoa= 16.1 17.3 Ids Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qm;= 6.8 25 cfs Interception with Clogging Qma= 6.4 8.9 cfs ResultingCurb Opening Capacity(assumes clogged condition) QCurb= 3.4 6.2 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L= 9.00 9.00 feet Resultant Street Flow Spread(based on street geometry from above) T= 11.5 14.5 ft Resultant Flow Depth at Street Crown dCROWN= 0.0 0.0 inches Low Head Performance Reduction(Calculated) MINOR MAJOR Depth for Grate Midwidth d-= 0.523 0.627 it Depth for Curb Opening Weir Equation cl,,,y= 0.33 0.44 it Combination Inlet Performance Reduction Factor for Long Inlets RFC-11tion= 0.57 0.68 Curb Opening Performance Reduction Factor for Long Inlets RFca,b= 0.97 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFO„.= 0.57 0.68 MINOR MAJOR Total Inlet Interception Capacity(assumes clogged condition) Q.= 7.6 12.7 cfs Inlet Capacity IS GOOD for Minor and Major Storms>Q PEAK Q PEAK REQUIRED- 2.4 11.5 jcfs GNK10.20_UD-Inlet_v4.06.xlsm,DP C6b 10/22/2020,4:43 PM Version 4.06 Released August 2018 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET(Minor&Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: GNK10.20 I Triangle Development Inlet ID: DP C9 T w T.wx sea w T. STREET CROWN o Gutter Geometry Enter data in the blue cells Maximum Allowable Width for Spread Behind Curb TegcK= 0.0 ft Side Slope Behind Curb(leave blank for no conveyance credit behind curb) S..= ft/ft Manning's Roughness Behind Curb(typically between 0.012 and 0.020) n_x= Height of Curb at Gutter Flow Line HCURB= 6.00 inches Distance from Curb Face to Street Crown TCRO N= 20.0 ft Gutter Width W= 2.00 ft Street Transverse Slope Sx= 0.033 Wit Gutter Cross Slope(typically 2 inches over 24 inches or 0.083 ft/ft) Sw= 0.083 ft/ft Street Longitudinal Slope-Enter 0 for sump condition So= 0.000 Wit Manning's Roughness for Street Section(typically between 0.012 and 0.020) nsreeeT= 0.016 Minor Storm Major Storm Max.Allowable Spread for Minor&Major Storm T..= 15.0 15.0 Ift Max.Allowable Depth at Gutter Flowline for Minor&Major Storm d-= 6.00 6.00 jinches Check boxes are not applicable in SUMP conditions r r Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm Water Depth without Gutter Depression(Eq.ST-2) y= 5.94 5.94 inches Vertical Depth between Gutter Lip and Gutter Flowline(usually 2") do= 2.0 2.0 inches Gutter Depression(de-(W*Sx*12)) a= 1.20 1.20 inches Water Depth at Gutter Flowline d= 7.14 7.14 inches Allowable Spread for Discharge outside the Gutter Section W IT-W) Tx= 13.0 13.0 It Gutter Flow to Design Flow Ratio by FHWA HEC-22 method(Eq.ST-7) E.= 0.356 0.356 Discharge outside the Gutter Section W,Carried in Section Tx Qx= 0.0 0.0 cfs Discharge within the Gutter Section W(Of-Qx) Qw= 0.0 0.0 CIS Discharge Behind the Curb(e.g.,sidewalk,driveways,&lawns) QBgCK= 0.0 0.0 cfs Maximum Flow Based On Allowable Spread OT= SUMP SUMP cfs Flow Velocity within the Gutter Section V= 0.0 0.0 fps V*d Product:Flow Velocity times Gutter Flowline Depth V*d= 0.0 0.0 Maximum Capacity for 112 Street based on Allowable De th Minor Storm Major Storm Theoretical Water Spread TT = 12.1 12.1 ft Theoretical Spread for Discharge outside the Gutter Section W(T-W) Tx TN= 10.1 10.1 It Gutter Flow to Design Flow Ratio by FHWA HEC-22 method(Eq.ST-7) Eo= 0.435 0.435 Theoretical Discharge outside the Gutter Section W,Carried in Section Tx TN Qx TN= 0.0 0.0 cfs Actual Discharge outside the Gutter Section W,(limited by distance TCRowN) %= 0.0 0.0 cfs Discharge within the Gutter Section W(Qd-Qx) Qw= 0.0 0.0 cfs Discharge Behind the Curb(e.g.,sidewalk,driveways,&lawns) Q.-= 0.0 0.0 cfs Total Discharge for Major&Minor Storm(Pre-Safety Factor) Q= 0.0 0.0 cfs Average Flow Velocity Within the Gutter Section V= 0.0 0.0 fps V*d Product:Flow Velocity Times Gutter Flowline Depth V*d= 0.0 0.0 Slope-Based Depth Safety Reduction Factor for Major&Minor(d>6")Storm R= SUMP SUMP Max Flow Based on Allowable Depth(Safety Factor Applied) Od= SUMP SUMP cfs Resultant Flow Depth at Gutter Flowline(Safety Factor Applied) d= inches Resultant Flow Depth at Street Crown(Safety Factor Applied) dCRowN= inches MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Odnow= SUMP SUMP cfs GNK10.20_UD-Inlet_v4.06.x1sm,DP C9 10/22/2020,4:44 PM INLET IN A SUMP OR SAG LOCATION Version 4.06 Released August 2018 Lo(C) H-Curb H-Vert Wo WIP W Lo(G) Design Information(input) MINOR MAJOR Type of Inlet I Denver No.16 Combination T Type= Denver No.16 Combination Local Depression(additional to continuous gutter depression'a'from above) a,..,= 2.00 2.00 inches Number of Unit Inlets(Grate or Curb Opening) No= 3.00 3.00 Water Depth at Flowline(outside of local depression) Ponding Depth= 6.00 1 6.00 inches Grate Information MINOR MAJOR r Override Depths Length of a Unit Grate Le(G)= 3.00 feet Width of a Unit Grate W.= 1.73 1.73 feet Area Opening Ratio for a Grate(typical values 0.15-0.90) A„.= 0.31 0.31 Clogging Factor for a Single Grate(typical value 0.50-0.70) Cf(G)= 0.50 0.50 Grate Weir Coefficient(typical value 2.15-3.60) C„,(G)= 3.60 60 Grate Orifice Coefficient(typical value 0.60-0.80) C.(G)= 0.60 .s0 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening La(C)= 3.00 3.00 feet Height of Vertical Curb Opening in Inches H, =. 6.50 6.50 inches Height of Curb Orifice Throat in Inches = 5.25 5.25 inches Angle of Throat(see USDCM Figure ST-5) Theta= 0.00 0.00 degrees Side Width for Depression Pan(typically the gutter width of 2 feet) Wp= 2.00 2.00 feet Clogging Factor for a Single Curb Opening(typical value 0.10) Cf(C)= 0.10 0.10 Curb Opening Weir Coefficient(typical value 2.3-3.7) Cw(C)= 3.70 3.70 Curb Opening Orifice Coefficient(typical value 0.60-0.70 Co(C)= 0.66 0.66 Grate Flow Analysis Calculated MINOR MAJOR Clogging Coefficient for Multiple Units Coef= 1.75 1.75 Clogging Factor for Multiple Units Clog= 0.29 0.29 Grate Capacity as a Weir(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qw;= 7.0 7.0 cfs Interception with Clogging Qwa= 5.0 5.0 cfs Grate Capacity as a Orifice(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qo,= 16.8 16.8 cfs Interception with Clogging Qoa= 11.9 11.9 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qm;= 9.8 9.8 cfs Interception with Clogging Qma= 6.9 6.9 cfs Resulting Grate Capacity assumes clogged condition Osram= 5.0 5.0 cfs Curb Openina Flow Analysis Calculated MINOR MAJOR Clogging Coefficient for Multiple Units Coef= 1.00 1.00 Clogging Factor for Multiple Units Clog= 0.06 0.06 Curb Opening as a Weir(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging QA= 3.6 3.6 cfs Interception with Clogging Q„-,= 3.4 3.4 cfs Curb Opening as an Orifice(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qo;= 17.0 17.0 cfs Interception with Clogging Qaa= 16.1 16.1 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qm;= 6.8 6.8 cfs Interception with Clogging Qma= 6.4 6.4 cfs Resulting Curb Opening Capacity assumes clogged condition Qcuro= 3.4 3.4 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L= 9.00 9.00 feet Resultant Street Flow Spread(based on street geometry from above) T= 12.1 12.1 ft Resultant Flaw Depth at Street Crown dcROWN= 0.0 0.0 inches Low Head Performance Reduction Calculated MINOR MAJOR Depth for Grate Midwidth cl-= 0.523 0.523 ft Depth for Curb Opening Weir Equation dc„ro= 0.33 0.33 ft Combination Inlet Performance Reduction Factor for Long Inlets RF�mbi-tw= 0.57 0.57 Curb Opening Performance Reduction Factor for Long Inlets RF_= 0.97 0.97 Grated Inlet Performance Reduction Factor for Long Inlets RFD,a,a= 0.57 0.57 MINOR MAJOR Total Inlet Interception Capacity(assumes clogged condition) Qa=1 7.6 7.6 cfs Inlet Capacity IS GOOD for Minor and Major Storms>Q PEAK Q-K REQUIRED= 1.3 1 5.5 Icfs GNK10.20_UD-Inlet_v4.06.xlsm,DP C9 10/22/2020,4:44 PM Version 4.06 Released August 2018 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET(Minor&Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: GNK10.20 I Triangle Development Inlet ID: DP C10 T T T.Tµ� W SB�CK T. STREET o Q* C. CROWN Gutter Geometry(Enter data the blue Maximum Allowable Width for Spread Behind Curb TmCK= 0.0 ft Side Slope Behind Curb(leave blank for no conveyance credit behind curb) SMCK= fvft Manning's Roughness Behind Curb(typically between 0.012 and 0.020) n_x= Height of Curb at Gutter Flow Line HcuRD= 6.00 inches Distance from Curb Face to Street Crown TCROWN= 25.0 ft Gutter Width W= 2.00 ft Street Transverse Slope Sx= 0.048 ft/ft Gutter Cross Slope(typically 2 inches over 24 inches or 0.083 fvft) SW= 0.083 Wit Street Longitudinal Slope-Enter 0 for sump condition So- 0.000 fvft Manning's Roughness for Street Section(typically between 0.012 and.0.020) nsTRssT= 0.016 Minor Storm Major Storm Max.Allowable Spread for Minor&Major Storm TMAx= 25.0 25.0 ft Max.Allowable Depth at Gutter Flowline for Minor&Major Storm dMAX- 5.04 5.04 inches Check boxes are not applicable in SUMP conditions r r Maximum Capacity for 112 Street based On Allowable Spread Minor Storm Major Storm ater Depth without Gutter Depression(Eq.ST-2) y= 14.40 14.40 inches ertical Depth between Gutter Lip and Gutter Flowline(usually 2") do= 2.0 2.0 inches Gutter Depression(dc-(W-%*12)) a= 0.84 0.84 inches Water Depth at Gutter Flowline d= 15.24 15.24 inches Allowable Spread for Discharge outside the Gutter Section W(T-W) Tx= 23.0 23.0 ft Gutter Flaw to Design Flow Ratio by FHWA HEC-22 method(Eq.ST-7) Eo= 0.208 0.208 Discharge outside the Gutter Section W,carried in Section Tx Qx= 0.0 0.0 cfs Discharge within the Gutter Section W(QT-Qx) Qw= 0.0 0.0 cfs Discharge Behind the Curb(e.g.,sidewalk,driveways,&lawns) QBACK= 0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT= SUMP SUMP cfs Flow Velocity within the Gutter Section V= 0.0 0.0 fps *d Product:Flow Velocity times Gutter Flowline Depth V*d= 0.0 0.0 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTN= 7.3 7.3 ft Theoretical Spread for Discharge outside the Gutter Section W(T-W) TXTH= 5.3 5.3 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method(Eq.ST-7) EC= 0.620 0.620 Theoretical Discharge outside the Gutter Section W,carried in Section Tx TR Qx TH= 0.0 0.0 cfs Actual Discharge outside the Gutter Section W,(limited by distance TC OwN) Qx= 0.0 0.0 cfs Discharge within the Gutter Section W(Qd-Qx) Qw= 0.0 0.0 cfs Discharge Behind the Curb(e.g.,sidewalk,driveways,&lawns) QBACK= 0.0 0.0 cfs Total Discharge for Major&Minor Storm(Pre-Safety Factor) Q= 0.0 0.0 cfs Average Flow Velocity Within the Gutter Section V= 0.0 0.0 fps d Product:Flow Velocity Times Gutter Flowline Depth V*d= 0.0 0.0 Slope-Based Depth Safety Reduction Factor for Major&Minor(d>6")Storm R= SUMP SUMP Max Flow Based on Allowable Depth(Safety Factor Applied) Od= SUMP SUMP Chi Resultant Flow Depth at Gutter Flowline(Safety Factor Applied) d= inches Resultant Flow Depth at Street Crown(Safety Factor Applied) dCROWN I linches, MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qauow= SUMP SUMP cfs GNK10.20_UD-Inlet_v4.06.xlsm,DP C10 10/22/2020,4:45 PM INLET IN A SUMP OR SAG LOCATION Version 4.06 Released August 2018 Lo(C) H-Curb H-Vert Wo W WP Lo(G) MINOR MAJOR Type of Inlet Denver No.16 Combination Type= Denver No.16 Combination Local Depression(additional to continuous gutter depression'a'from above) a;_;= 2.00 2,00 inches Number of Unit Inlets(Grate or Curb Opening) No= 3 3 Water Depth at Flowline(outside of local depression) Forcing Depth= 5.04 5.04 inches Grate Information MINOR MAJOR r Override Depths Length of a Unit Grate L.(G)= 3.00 3.00 feet Width of a Unit Grate W.= 1.73 1.73 feet Area Opening Ratio for a Grate(typical values 0.15-0.90) Aran.= 0.31 0.31 Clogging Factor for a Single Grate(typical value 0.50-0.70) Cr(G)= 0.50 0.50 Grate Weir Coefficient(typical value 2.15-3.60) C„,(G)= 3.60 3.60 Grate Orifice Coefficient(typical value 0.60-0.80) Co(G)= 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening L.(C)= 3.00 3.ou feet Height of Vertical Curb Opening In Inches H­= 6.50 - inches Height of Curb Orifice Throat in Inches H._= 5.25 inches Angle of Throat(see USDCM Figure ST-5) Theta= 0.00 degrees Side Width for Depression Pan(typically the gutter width of 2 feet) WR= 2.00 feet Clogging Factorfora Single Curb Opening(typical value.0.10) Cr(C)= 0.10 0.10 Curb Opening Weir Coefficient(typical value 2.3-3.7) Cw(C)= 3.70 Curb Opening Orifice Coefficient(typical value 0.60-0.70) Co(C)= 0.66 e Grate Flow Analysis(Calculatedi MINOR MAJOR Clogging Coefficient for Multiple Units Coef= 1.75 1.75 Clogging Factor for Multiple Units Clog= 0.29 0.29 Grate Capacity as a Weir(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Q.= 4.6 4.6 cfs Interception with Clogging Q-= 3.2 3.2 cfs Grate Capacity as a Orifice(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qoa= 15.5 15.5 cfs Interception with Clogging Qoa= 11.0 1 11.0 jcfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qm,= 7.6 7.6 cfs Interception with Clogging Q-= 5.4 5.4 cfs ResultingGrate Capacity assumes clogged condition QGram= 3.2 3.2 cfs Curb Opening Flow An - MINOR MAJOR Clogging Coefficient for Multiple Units Coef= 1.00 1.00 Clogging Factor for Multiple Units Clog= 0.06 0.06 Curb Opening as a Weir(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Q.= 2.0 2.0 cfs Interception with Clogging Q-= 1.9 1.9 cfs Curb Opening as an Orifice(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Q.,= 16.0 16.0 cfs Interception with Clogging Qoa= 15.1 15.1 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qm;= 4.9 4.9 cfs Interception with Clogging Qma= 4.6 11 cfs ResultingCurb Opening Capacity(assumes clogged condition) QCurb= 1.9 1.g cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L= 9.00 9,00 feet Resultant Street Flow Spread(based on street geometry from above) T= 7.3 7.3 Ift Resultant Flow Depth at Street Crown dCROWN= 0.0 0.0 linches Low Head Performance Reduction(Calculated) MINOR MAJOR Depth for Grate Midwidth d-= 0.443 0.443 it Depth for Curb Opening Weir Equation dc,,,y= 0.25 0.25 it Combination Inlet Performance Reduction Factor for Long Inlets RFC-11tiln= 0.48 0.48 Curb Opening Performance Reduction Factor for Long Inlets RFca,b= 0.91 0.91 Grated Inlet Performance Reduction Factor for Long Inlets RFO„.= 0.48 0.48 MINOR MAJOR Total Inlet Interception Capacity(assumes clogged condition) Cie= 4.7 a.7 cfs Inlet Capacity IS GOOD for Minor and Major Storms>Q PEAK Q PEAK RE-1-- 1.1 4.5 cfs GNK10.20_UD-Inlet_v4.06.xlsm,DP C10 10/22/2020,4:45 PM Version 4.06 Released August 2018 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET(Minor&Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: GNK10.20 I Triangle Development Inlet ID: DP C11 T T T.Tµ� W SB�CK T. STREET o Q* C. CROWN Gutter Geometry(Enter data In the blue Maximum Allowable Width for Spread Behind Curb TRACK ft Side Slope Behind Curb(leave blank for no conveyance credit behind curb) SMCK= f1ft Manning's Roughness Behind Curb(typically between 0.012 and 0.020) n_x= Height of Curb at Gutter Flow Line HCURB= 6.00 inches Distance from Curb Face to Street Crown TCROWN= 18.0 ft Gutter Width W= 2.00 ft Street Transverse Slope Sx= 0.044 ft/ft Gutter Cross Slope(typically 2 inches over 24 inches or 0.083 ft/ft) SW= 0.083 Wit Street Longitudinal Slope-Enter 0 for sump condition So- 0.000 fvft Manning's Roughness for Street Section(typically between 0.012 and.0.020) nsTRssT= 0.016 Minor Storm Major Storm Max.Allowable Spread for Minor&Major Storm T-`x= 18.0 18.0 ft Max.Allowable Depth at Gutter Flowline for Minor&Major Storm dMAx= 5.16 5.16 inches Check boxes are not applicable in SUMP conditions r r Maximum Capacity for 112 Street based On Allowable Spread Minor Storm Major Storm ater Depth without Gutter Depression(Eq.ST-2) y= 9.50 9.50 inches ertical Depth between Gutter Lip and Gutter Flowline(usually 2") do= 2.0 2.0 inches Gutter Depression(dc-(W-%*12)) a= 0.94 0.94 inches Water Depth at Gutter Flowline d= 10.44 10.44 inches Allowable Spread for Discharge outside the Gutter Section W(T-W) Tx= 16.0 16.0 ft Gutter Flaw to Design Flow Ratio by FHWA HEC-22 method(Eq.ST-7) Eo= 0.287 0.287 Discharge outside the Gutter Section W,carried in Section Tx Qx= 0.0 0.0 cfs Discharge within the Gutter Section W(QT-Qx) Qw= 0.0 0.0 cfs Discharge Behind the Curb(e.g.,sidewalk,driveways,&lawns) QBACK= 0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT= SUMP SUMP cfs Flow Velocity within the Gutter Section V= 0.0 0.0 fps *d Product:Flow Velocity times Gutter Flowline Depth V*d= 0.0 0.0 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTN= 8.0 8.0 ft Theoretical Spread for Discharge outside the Gutter Section W(T-W) Tx TR= 6.0 6.0 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method(Eq.ST-7) EC= 0.586 0.586 Theoretical Discharge outside the Gutter Section W,carried in Section Tx TR Qx TR= 0.0 0.0 cfs Actual Discharge outside the Gutter Section W,(limited by distance TC OwN) Qx= 0.0 0.0 cfs Discharge within the Gutter Section W(Qd-Qx) Qw= 0.0 0.0 cfs Discharge Behind the Curb(e.g.,sidewalk,driveways,&lawns) QBACK= 0.0 0.0 cfs Total Discharge for Major&Minor Storm(Pre-Safety Factor) Q= 0.0 0.0 cfs Average Flow Velocity Within the Gutter Section V= 0.0 0.0 fps d Product:Flow Velocity Times Gutter Flowline Depth V*d= 0.0 0.0 Slope-Based Depth Safety Reduction Factor for Major&Minor(d>6")Storm R= SUMP SUMP Max Flow Based on Allowable Depth(Safety Factor Applied) Od= SUMP SUMP Chi Resultant Flow Depth at Gutter Flowline(Safety Factor Applied) d= inches Resultant Flow Depth at Street Crown(Safety Factor Applied) dCROWN I linches, MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qauow= SUMP SUMP cfs GNK10.20_UD-Inlet_v4.06.xlsm,DP C11 10/22/2020,4:47 PM INLET IN A SUMP OR SAG LOCATION Version 4.06 Released August 2018 Lo(C) H-Curb H-Vert Wo W WP Lo(G) MINOR MAJOR Type of Inlet Denver No.16 Combination Type= Denver No.16 Combination Local Depression(additional to continuous gutter depression'a'from above) a;_;= 2.00 2.00 inches Number of Unit Inlets(Grate or Curb Opening) No= 1 1 Water Depth at Flowline(outside of local depression) Forcing Depth= 5.2 5.2 inches Grate Information MINOR MAJOR r Override Depths Length of a Unit Grate L.(G)= 3.00 3.00 feet Width of a Unit Grate W.= 1.73 1.73 feet Area Opening Ratio for a Grate(typical values 0.15-0.90) Aran.= 0.31 0.31 Clogging Factor for a Single Grate(typical value 0.50-0.70) Cr(G)= 0.50 0.50 Grate Weir Coefficient(typical value 2.15-3.60) C„,(G)= 3.60 3.60 Grate Orifice Coefficient(typical value 0.60-0.80) Co(G)= 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening L.(C)= 3.00 3.Ou feet Height of Vertical Curb Opening In Inches H­= 6.50 - inches Height of Curb Orifice Throat in Inches H._= 5.25 inches Angle of Throat(see USDCM Figure ST-5) Theta= 0.00 degrees Side Width for Depression Pan(typically the gutter width of 2 feet) WR= 2.00 feet Clogging Factorfora Single Curb Opening(typical value.0.10) Cr(C)= 0.10 0.10 Curb Opening Weir Coefficient(typical value 2.3-3.7) Cw(C)= 3.70 Curb Opening Orifice Coefficient(typical value 0.60-0.70) Co(C)= 0.66 e Grate Flow Analysis(Calculatedi MINOR MAJOR Clogging Coefficient for Multiple Units Coef= 1.00 1.00 Clogging Factor for Multiple Units Clog= 0.50 0.50 Grate Capacity as a Weir(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Q.= 4.2 4.2 cfs Interception with Clogging Q-= 2.1 2.1 cfs Grate Capacity as a Orifice(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qu= 5.2 5.2 cfs Interception with Clogging Qoa= 2.6 2.6 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qm,= 4.2 4.2 cfs Interception with Clogging Q-= 2.1 2.1 cfs Resulting Grate Capacity assumes clogged condition QGram= 2.1 2.1 cfs Curb Opening Flow An - MINOR MAJOR Clogging Coefficient for Multiple Units Coef= 1.00 1.00 Clogging Factor for Multiple Units Clog= 0.17 0.17 Curb Opening as a Weir(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Q.= 1.2 1.2 cfs Interception with Clogging Q-= 1.0 1.0 cfs Curb Opening as an Orifice(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Q.,= 5.4 5.4 cfs Interception with Clogging Qoa= 4.5 4.5 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qm;= 2.2 2.2 cfs Interception with Clogging Qma= 1.8 1.8 cfs ResultingCurb Opening Capacity(assumes clogged condition) Qcarb= 1.0 1.0 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L= 3.00 3.00 feet Resultant Street Flow Spread(based on street geometry from above) T= 8.0 8.0 ft Resultant Flow Depth at Street Crown dCROWN= 0.0 0.0 inches Low Head Performance Reduction(Calculated) MINOR MAJOR Depth for Grate Midwidth d-= 0.453 0.453 it Depth for Curb Opening Weir Equation dc,,,y= 0.26 0.26 it Combination Inlet Performance Reduction Factor for Long Inlets RFC=ro;namn= 0.81 0.81 Curb Opening Performance Reduction Factor for Long Inlets RFca,b= 1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFO„.= 0.81 0.81 MINOR MAJOR Total Inlet Interception Capacity(assumes clogged condition) Q.= 2.8 2.8 cfs Inlet Capacity IS GOOD for Minor and Major Storms>Q PEAK Q PEAK REQUIRED- 0.4 1.8 cfs GNK10.20_UD-Inlet_v4.06.xlsm,DP C11 10/22/2020,4:47 PM Version 4.06 Released August 2018 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET(Minor&Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: GNK10.20 I Triangle Development Inlet ID: DP C15 T T T.Tµ� W SB�CK T. STREET o Q* C. CROWN Gutter Geometry(Enter data the blue Maximum Allowable Width for Spread Behind Curb TRACK ft Side Slope Behind Curb(leave blank for no conveyance credit behind curb) SaACK= 0.020 fVft Warning 01 Manning's Roughness Behind Curti(typically between 0.012 and 0.020) n_x= 0.025 Height of Curb at Gutter Flow Line HCURe= 6.00 inches Distance from Curb Face to Street Crown TCROWN= 18.0 ft Gutter Width W= 2.00 ft Street Transverse Slope Sx= 0.020 ft/ft Gutter Cross Slope(typically 2 inches over 24 inches or 0.083 ft/ft) SW= 0.083 Wit Street Longitudinal Slope-Enter 0 for sump condition So- 0.000 fUft Manning's Roughness for Street Section(typically between 0.012 and.0.020) nsTRssT= 0.016 Minor Storm Major Storm Max.Allowable Spread for Minor&Major Storm TMAX= 18.0 18.0 ft Max.Allowable Depth at Gutter Flowline for Minor&Major Storm dMAX- 5.84 8.40 inches Check boxes are not applicable in SUMP conditions r r Maximum Capacity for 112 Street based On Allowable Spread Minor Storm Major Storm ater Depth without Gutter Depression(Eq.ST-2) y= 4.32 4.32 inches ertical Depth between Gutter Lip and Gutter Flowline(usually 2") do= 2.0 2.0 inches Gutter Depression(dc-(W-%*12)) a= 1.52 1.52 inches Water Depth at Gutter Flowline d= 5.84 5.84 inches Allowable Spread for Discharge outside the Gutter Section W(T-W) Tx= 16.0 16.0 ft Gutter Flaw to Design Flow Ratio by FHWA HEC-22 method(Eq.ST-7) Eo= 0.331 0.331 Discharge outside the Gutter Section W,carried in Section Tx Qx= 0.0 0.0 cfs Discharge within the Gutter Section W(QT-Qx) Qw= 0.0 0.0 cfs Discharge Behind the Curb(e.g.,sidewalk,driveways,&lawns) QBACK= 0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT= SUMP SUMP cfs Flow Velocity within the Gutter Section V= 0.0 0.0 fps *d Product:Flow Velocity times Gutter Flowline Depth V*d= 0.0 0.0 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTN= 18.0 28.7 ft Theoretical Spread for Discharge outside the Gutter Section W(T-W) TXTH= 16.0 26.7 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method(Eq.ST-7) EC= 0.331 0.204 Theoretical Discharge outside the Gutter Section W,carried in Section Tx TR Qx TR= 0.0 0.0 Cfs Actual Discharge outside the Gutter Section W,(limited by distance TmOwN) Qx= 0.0 0.0 cfs Discharge within the Gutter Section W(Qd-Qx) Qw= 0.0 0.0 cfs Discharge Behind the Curb(e.g.,sidewalk,driveways,&lawns) QBACK= 0.0 0.0 cfs Total Discharge for Major&Minor Storm(Pre-Safety Factor) Q= 0.0 0.0 cfs Average Flow Velocity Within the Gutter Section V= 0.0 0.0 fps d Product:Flow Velocity Times Gutter Flowline Depth V*d= 0.0 0.0 Slope-Based Depth Safety Reduction Factor for Major&Minor(d>6")Storm R= SUMP SUMP Max Flow Based on Allowable Depth(Safety Factor Applied) Od= SUMP SUMP Chi Resultant Flow Depth at Gutter Flowline(Safety Factor Applied) d= inches Resultant Flow Depth at Street Crown(Safety Factor Applied) dCRCWN I linches, MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qauow= SUMP SUMP cfs Warning 01: Manning's n-value does not meet the USDCM recommended design range. GNK10.20_UD-Inlet_v4.06.xlsm,DP C15 10/22/2020,4:48 PM INLET IN A SUMP OR SAG LOCATION Version 4.06 Released August 2018 Lo(C) H-Curb H-Vert Wo W WP Lo(G) MINOR MAJOR Type of Inlet Denver No.16 Combination Type= Denver No.16 Combination Local Depression(additional to continuous gutter depression'a'from above) a;_;= 2.00 2,00 inches Number of Unit Inlets(Grate or Curb Opening) No= 5 5 Water Depth at Flowline(outside of local depression) Forcing Depth= 5.84 7.00 inches Grate Information MINOR MAJOR r Override Depths Length of a Unit Grate L.(G)= 3.00 feet Width of a Unit Grate W.= 1.73 1.73 feet Area Opening Ratio for a Grate(typical values 0.15-0.90) Aran.= 0.31 0.31 Clogging Factor for a Single Grate(typical value 0.50-0.70) Cr(G)= 0.50 0.50 Grate Weir Coefficient(typical value 2.15-3.60) C„,(G)= 3.60 3.60 Grate Orifice Coefficient(typical value 0.60-0.80) Co(G)= 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening L.(C)= 3.00 3.ou feet Height of Vertical Curb Opening In Inches H­= 6.50 - inches Height of Curb Orifice Throat in Inches H._= 5.25 inches Angle of Throat(see USDCM Figure ST-5) Theta= 0.00 degrees Side Width for Depression Pan(typically the gutter width of 2 feet) WR= 2.00 feet Clogging Factorfor a Single Curb Opening(typical value.0.10) Cr(C)= 0.10 0.10 Curb Opening Weir Coefficient(typical value 2.3-3.7) Cw(C)= 3.70 Curb Opening Orifice Coefficient(typical value 0.60-0.70) Co(C)= 0.66 e Grate Flow Analysis(Calculatedi MINOR MAJOR Clogging Coefficient for Multiple Units Coef= 1.94 1.94 Clogging Factor for Multiple Units Clog= 0.19 0.19 Grate Capacity as a Weir(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Q.= 9.7 15.1 cfs Interception with Clogging Q-= 7.8 12.2 cfs Grate Capacity as a Orifice(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qoa= 27.6 30.1 cfs Interception with Clogging Qoa= 22.3 24.3 1cf. Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qm,= 14.7 19.2 cfs Interception with Clogging Q-= 11.9 15.5 cfs Resulting Grate Capacity assumes clogged condition QGram= 7.8 12.2 cfs Curb Opening Flow An - MINOR MAJOR Clogging Coefficient for Multiple Units Coef= 1.31 1.31 Clogging Factor for Multiple Units Clog= 0.04 0.04 Curb Opening as a Weir(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Q.= 5.5 9.9 cfs Interception with Clogging Q-= 5.3 9.4 cfs Curb Opening as an Orifice(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Q.,= 28.1 30.1 cfs Interception with Clogging Qoa= 26.9 28.8 jcfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qm;= 10.7 14.8 cfs Interception with Clogging Qma= 10.3 14.2 cfs ResultingCurb OpeningCapacity(assumes clogged condition) QCurb= 5.3 9.4 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L= 15.00 15.00 feet Resultant Street Flow Spread(based on street geometry from above) T= 18.0 22.8 ft.>T-Crown Resultant Flow Depth at Street Crown dCROWN= 0.0 1.2 inches Low Head Performance Reduction(Calculated) MINOR MAJOR Depth for Grate Midwidth d-= 0.509 0.606 it Depth for Curb Opening Weir Equation cl,,,y= 0.32 0.42 it Combination Inlet Performance Reduction Factor for Long Inlets RFC-11tiln= 0.55 0.66 Curb Opening Performance Reduction Factor for Long Inlets RFca,b= 0.78 0.84 Grated Inlet Performance Reduction Factor for Long Inlets RFO„.= 0.55 0.66 MINOR MAJOR Total Inlet Interception Capacity(assumes clogged condition) Q.- 11.8 19.5 cfs Inlet Capacity IS GOOD for Minor and Major Storms>Q PEAK Q PEAK RE-1-- 3.6 17.3 jcfs GNK10.20_UD-Inlet_v4.06.xlsm,DP C15 10/22/2020,4:48 PM Version 4.06 Released August 2018 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET(Minor&Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: GNK10.20 I Triangle Development Inlet ID: DP C16 T T T.Tµ� W SB�CK T. STREET o Q* C. CROWN Gutter Geometry(Enter data the blue Maximum Allowable Width for Spread Behind Curb TRACK ft Side Slope Behind Curb(leave blank for no conveyance credit behind curb) SaACK= 0.020 fVft Warning 01 Manning's Roughness Behind Curti(typically between 0.012 and 0.020) n_x= 0.025 Height of Curb at Gutter Flow Line HCURe= 6.00 inches Distance from Curb Face to Street Crown TCROWN= 18.0 ft Gutter Width W= 2.00 ft Street Transverse Slope Sx= 0.020 ft/ft Gutter Cross Slope(typically 2 inches over 24 inches or 0.083 ft/ft) SW= 0.083 Wit Street Longitudinal Slope-Enter 0 for sump condition So- 0.000 fUft Manning's Roughness for Street Section(typically between 0.012 and.0.020) nsTRssT= 0.016 Minor Storm Major Storm Max.Allowable Spread for Minor&Major Storm TMAX= 18.0 18.0 ft Max.Allowable Depth at Gutter Flowline for Minor&Major Storm dMAX- 5.84 8.40 inches Check boxes are not applicable in SUMP conditions r r Maximum Capacity for 112 Street based On Allowable Spread Minor Storm Major Storm ater Depth without Gutter Depression(Eq.ST-2) y= 4.32 4.32 inches ertical Depth between Gutter Lip and Gutter Flowline(usually 2") do= 2.0 2.0 inches Gutter Depression(dc-(W-%*12)) a= 1.52 1.52 inches Water Depth at Gutter Flowline d= 5.84 5.84 inches Allowable Spread for Discharge outside the Gutter Section W(T-W) Tx= 16.0 16.0 ft Gutter Flaw to Design Flow Ratio by FHWA HEC-22 method(Eq.ST-7) Eo= 0.331 0.331 Discharge outside the Gutter Section W,carried in Section Tx Qx= 0.0 0.0 cfs Discharge within the Gutter Section W(QT-Qx) Qw= 0.0 0.0 cfs Discharge Behind the Curb(e.g.,sidewalk,driveways,&lawns) QBACK= 0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT= SUMP SUMP cfs Flow Velocity within the Gutter Section V= 0.0 0.0 fps *d Product:Flow Velocity times Gutter Flowline Depth V*d= 0.0 0.0 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTN= 18.0 28.7 ft Theoretical Spread for Discharge outside the Gutter Section W(T-W) TXTH= 16.0 26.7 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method(Eq.ST-7) EC= 0.331 0.204 Theoretical Discharge outside the Gutter Section W,carried in Section Tx TR Qx TR= 0.0 0.0 Cfs Actual Discharge outside the Gutter Section W,(limited by distance TmOwN) Qx= 0.0 0.0 cfs Discharge within the Gutter Section W(Qd-Qx) Qw= 0.0 0.0 cfs Discharge Behind the Curb(e.g.,sidewalk,driveways,&lawns) QBACK= 0.0 0.0 cfs Total Discharge for Major&Minor Storm(Pre-Safety Factor) Q= 0.0 0.0 cfs Average Flow Velocity Within the Gutter Section V= 0.0 0.0 fps d Product:Flow Velocity Times Gutter Flowline Depth V*d= 0.0 0.0 Slope-Based Depth Safety Reduction Factor for Major&Minor(d>6")Storm R= SUMP SUMP Max Flow Based on Allowable Depth(Safety Factor Applied) Od= SUMP SUMP Chi Resultant Flow Depth at Gutter Flowline(Safety Factor Applied) d= inches Resultant Flow Depth at Street Crown(Safety Factor Applied) dCRCWN I linches, MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qauow= SUMP SUMP cfs Warning 01: Manning's n-value does not meet the USDCM recommended design range. GNK10.20_UD-Inlet_v4.06.xlsm,DP C16 10/22/2020,4:49 PM INLET IN A SUMP OR SAG LOCATION Version 4.06 Released August 2018 Lo(C) H-Curb H-Vert Wo W WP Lo(G) MINOR MAJOR Type of Inlet Denver No.16 Combination Type= Denver No.16 Combination Local Depression(additional to continuous gutter depression'a'from above) a;_;= 2.00 2,00 inches Number of Unit Inlets(Grate or Curb Opening) No= 4 4 Water Depth at Flowline(outside of local depression) Forcing Depth= 5.84 7.00 inches Grate Information MINOR MAJOR r Override Depths Length of a Unit Grate L.(G)= 3.00 feet Width of a Unit Grate W.= 1.73 1.73 feet Area Opening Ratio for a Grate(typical values 0.15-0.90) Aran.= 0.31 0.31 Clogging Factor for a Single Grate(typical value 0.50-0.70) Cr(G)= 0.50 0.50 Grate Weir Coefficient(typical value 2.15-3.60) C„,(G)= 3.60 3.60 Grate Orifice Coefficient(typical value 0.60-0.80) Co(G)= 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening L.(C)= 3.00 3.ou feet Height of Vertical Curb Opening In Inches H­= 6.50 - inches Height of Curb Orifice Throat in Inches H._= 5.25 inches Angle of Throat(see USDCM Figure ST-5) Theta= 0.00 degrees Side Width for Depression Pan(typically the gutter width of 2 feet) WR= 2.00 feet Clogging Factorfor a Single Curb Opening(typical value.0.10) Cr(C)= 0.10 0.10 Curb Opening Weir Coefficient(typical value 2.3-3.7) Cw(C)= 3.70 Curb Opening Orifice Coefficient(typical value 0.60-0.70) Co(C)= 0.66 e Grate Flow Analysis(Calculatedi MINOR MAJOR Clogging Coefficient for Multiple Units Coef= 1.88 1.88 Clogging Factor for Multiple Units Clog= 0.24 0.24 Grate Capacity as a Weir(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Q.= 8.1 12.7 cfs Interception with Clogging Q-= 6.2 9.7 cfs Grate Capacity as a Orifice(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qoa= 22.1 24.1 cfs Interception with Clogging Qoa= 16.9 1 18.5 jcfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qm,= 12.1 15.7 cfs Interception with Clogging Q-= 9.2 12.0 cfs ResultingGrate Capacity assumes clogged condition Qra Gm= 6.2 9.7 cfs Curb Opening Flow An - MINOR MAJOR Clogging Coefficient for Multiple Units Coef= 1.25 1.25 Clogging Factor for Multiple Units Clog= 0.05 0.05 Curb Opening as a Weir(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Q.= 4.4 7.9 cfs Interception with Clogging Q-= 4.2 7.5 cfs Curb Opening as an Orifice(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Q.,= 22.5 24.1 cfs Interception with Clogging Qoa= 21.3 22.8 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qm;= 8.6 11.9 cfs Interception with Clogging Qma= 8.1 11.2 cfs ResultingCurb Opening Capacity(assumes clogged condition) QCurb= 4.2 7.5 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L= 12.00 12.00 feet Resultant Street Flow Spread(based on street geometry from above) T= 18.0 22.8 ft.>T-Crown Resultant Flow Depth at Street Crown dCROWN= 0.0 1.2 inches Low Head Performance Reduction(Calculated) MINOR MAJOR Depth for Grate Midwidth d-= 0.509 0.606 it Depth for Curb Opening Weir Equation dc,,,y= 0.32 0.42 it Combination Inlet Performance Reduction Factor for Long Inlets RFC-11tiln= 0.55 0.66 Curb Opening Performance Reduction Factor for Long Inlets RFca,b= 0.86 0.92 Grated Inlet Performance Reduction Factor for Long Inlets RFO„.= 0.55 0.66 MINOR MAJOR Total Inlet Interception Capacity(assumes clogged condition) Q.= 9.4 15.5 cfs Inlet Capacity IS GOOD for Minor and Major Storms>Q PEAK Q PEAK RE-1-- 3.1 14.2 cfs GNK10.20_UD-Inlet_v4.06.xlsm,DP C16 10/22/2020,4:49 PM Version 4.06 Released August 2018 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET(Minor&Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: GNK10.20 I Triangle Development Inlet ID: DP C17 T T T.Tµ� W SB�CK T. STREET o Q* C. CROWN Gutter Geometry(Enter data the blue Maximum Allowable Width for Spread Behind Curb TRACK ft Side Slope Behind Curb(leave blank for no conveyance credit behind curb) SMCK= fvft Manning's Roughness Behind Curb(typically between 0.012 and 0.020) n_x= Height of Curb at Gutter Flow Line HCURD= 6.00 inches Distance from Curb Face to Street Crown TCROWN= 25.0 ft Gutter Width W= 2.00 ft Street Transverse Slope Sx= 0.020 ft/ft Gutter Cross Slope(typically 2 inches over 24 inches or 0.083 fvft) SW= 0.083 Wit Street Longitudinal Slope-Enter 0 for sump condition So- 0.000 fvft Manning's Roughness for Street Section(typically between 0.012 and.0.020) nsTRssT= 0.016 Minor Storm Major Storm Max.Allowable Spread for Minor&Major Storm T-`x= 25.0 25.0 ft Max.Allowable Depth at Gutter Flowline for Minor&Major Storm dMAx= 6.00 6.00 inches Check boxes are not applicable in SUMP conditions r r Maximum Capacity for 112 Street based On Allowable Spread Minor Storm Major Storm ater Depth without Gutter Depression(Eq.ST-2) y= 6.00 6.00 inches ertical Depth between Gutter Lip and Gutter Flowline(usually 2") do= 2.0 2.0 inches Gutter Depression(dc-(W-%*12)) a= 1.52 1.52 inches Water Depth at Gutter Flowline d= 7.52 7.52 inches Allowable Spread for Discharge outside the Gutter Section W(T-W) Tx= 23.0 23.0 ft Gutter Flaw to Design Flow Ratio by FHWA HEC-22 method(Eq.ST-7) Eo= 0.235 0.235 Discharge outside the Gutter Section W,carried in Section Tx Qx= 0.0 0.0 cfs Discharge within the Gutter Section W(QT-Qx) Qw= 0.0 0.0 cfs Discharge Behind the Curb(e.g.,sidewalk,driveways,&lawns) QBACK= 0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT= SUMP SUMP cfs Flow Velocity within the Gutter Section V= 0.0 0.0 fps *d Product:Flow Velocity times Gutter Flowline Depth V*d= 0.0 0.0 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTN= 18.7 18.7 ft Theoretical Spread for Discharge outside the Gutter Section W(T-W) Tx TR= 16.7 16.7 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method(Eq.ST-7) EC= 0.319 0.319 Theoretical Discharge outside the Gutter Section W,carried in Section Tx TR Qx TR= 0.0 0.0 cfs Actual Discharge outside the Gutter Section W,(limited by distance TmOwN) Qx= 0.0 0.0 cfs Discharge within the Gutter Section W(Qd-Qx) Qw= 0.0 0.0 cfs Discharge Behind the Curb(e.g.,sidewalk,driveways,&lawns) QBACK= 0.0 0.0 cfs Total Discharge for Major&Minor Storm(Pre-Safety Factor) Q= 0.0 0.0 cfs Average Flow Velocity Within the Gutter Section V= 0.0 0.0 fps d Product:Flow Velocity Times Gutter Flowline Depth V*d= 0.0 0.0 Slope-Based Depth Safety Reduction Factor for Major&Minor(d>6")Storm R= SUMP SUMP Max Flow Based on Allowable Depth(Safety Factor Applied) Od= SUMP SUMP Chi Resultant Flow Depth at Gutter Flowline(Safety Factor Applied) d= inches Resultant Flow Depth at Street Crown(Safety Factor Applied) dCROWN I linches, MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qauow= SUMP SUMP cfs GNK10.20_UD-Inlet_v4.06.xlsm,DP C17 10/22/2020,4:50 PM INLET IN A SUMP OR SAG LOCATION Version 4.06 Released August 2018 Lo(C) H-Curb H-Vert Wo W WP Lo(G) MINOR MAJOR Type of Inlet Denver No.16 Combination Type= Denver No.16 Combination Local Depression(additional to continuous gutter depression'a'from above) a;_;= 2.00 2.00 inches Number of Unit Inlets(Grate or Curb Opening) No= 1 1 Water Depth at Flowline(outside of local depression) Forcing Depth= 6.00 6.00 inches Grate Information MINOR MAJOR r Override Depths Length of a Unit Grate L.(G)= 3.00 3.00 feet Width of a Unit Grate W.= 1.73 1.73 feet Area Opening Ratio for a Grate(typical values 0.15-0.90) Aran.= 0.31 0.31 Clogging Factor for a Single Grate(typical value 0.50-0.70) Cr(G)= 0.50 0.50 Grate Weir Coefficient(typical value 2.15-3.60) C„,(G)= 3.60 3.60 Grate Orifice Coefficient(typical value 0.60-0.80) Co(G)= 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening L.(C)= 3.00 3.ou feet Height of Vertical Curb Opening In Inches H­= 6.50 - inches Height of Curb Orifice Throat in Inches H._= 5.25 inches Angle of Throat(see USDCM Figure ST-5) Theta= 0.00 degrees Side Width for Depression Pan(typically the gutter width of 2 feet) WR= 2.00 feet Clogging Factorfora Single Curb Opening(typical value.0.10) Cr(C)= 0.10 0.10 Curb Opening Weir Coefficient(typical value 2.3-3.7) Cw(C)= 3.70 Curb Opening Orifice Coefficient(typical value 0.60-0.70) Co(C)= 0.66 e Grate Flow Analysis(Calculatedi MINOR MAJOR Clogging Coefficient for Multiple Units Coef= 1.00 1.00 Clogging Factor for Multiple Units Clog= 0.50 0.50 Grate Capacity as a Weir(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Q.= 6.0 &.0 cfs Interception with Clogging Qwa= 3.0 3.0 cfs Grate Capacity as a Orifice(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qu= 5.6 5.6 cfs Interception with Clogging Qoa= 2.8 2.8 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qm,= 5.2 5.2 cfs Interception with Clogging Q-= 2.6 2.6 cfs Resulting Grate Capacity assumes clogged condition Qra Gm= 2.6 2.6 cfs Curb Opening Flow An - MINOR MAJOR Clogging Coefficient for Multiple Units Coef= 1.00 1.00 Clogging Factor for Multiple Units Clog= 0.17 0.17 Curb Opening as a Weir(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Q.= 2.0 2.0 cfs Interception with Clogging Qwa= 1.7 1.7 cfs Curb Opening as an Orifice(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Q.,= 5.7 5.7 cfs Interception with Clogging Qoa= 4.7 4.7 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qm;= 2.9 2.9 cfs Interception with Clogging Qma= 2.4 2.4 cfs ResultingCurb Opening Capacity(assumes clogged condition) Qcarb= 1.7 1.7 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L= 3.00 3.00 feet Resultant Street Flow Spread(based on street geometry from above) T= 18.7 18.7 R Resultant Flow Depth at Street Crown dCROWN= 0.0 0.0 inches Low Head Performance Reduction(Calculated) MINOR MAJOR Depth for Grate Midwidth d-= 0.523 0.523 it Depth for Curb Opening Weir Equation dc,,,y= 0.33 0.33 it Combination Inlet Performance Reduction Factor for Long Inlets RFc=b,-1 v= 0.94 0.94 Curb Opening Performance Reduction Factor for Long Inlets RFca,b= 1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFO„.= 0.94 0.94 MINOR MAJOR Total Inlet Interception Capacity(assumes clogged condition) Q.= 3.9 3.s cfs Inlet Capacity IS GOOD for Minor and Major Storms>Q PEAK Q PEAK REQUIRED- 0.3 1-2 cfs GNK10.20_UD-Inlet_v4.06.xlsm,DP C17 10/22/2020,4:50 PM Version 4.06 Released August 2018 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET(Minor&Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: GNK10.20 I Triangle Development Inlet ID: DP C18 T T T.Tµ� W SB�CK T. STREET o Q* C. CROWN Gutter Geometry(Enter data the blue Maximum Allowable Width for Spread Behind Curb TRACK ft Side Slope Behind Curb(leave blank for no conveyance credit behind curb) SMCK= fvft Manning's Roughness Behind Curb(typically between 0.012 and 0.020) n_x= Height of Curb at Gutter Flow Line HCURD= 6.00 inches Distance from Curb Face to Street Crown TCROWN= 25.0 ft Gutter Width W= 2.00 ft Street Transverse Slope Sx= 0.020 ft/ft Gutter Cross Slope(typically 2 inches over 24 inches or 0.083 fvft) SW= 0.083 Wit Street Longitudinal Slope-Enter 0 for sump condition So- 0.000 fvft Manning's Roughness for Street Section(typically between 0.012 and.0.020) nsTRssT= 0.016 Minor Storm Major Storm Max.Allowable Spread for Minor&Major Storm T-`x= 25.0 25.0 ft Max.Allowable Depth at Gutter Flowline for Minor&Major Storm dMAx= 6.00 6.00 inches Check boxes are not applicable in SUMP conditions r r Maximum Capacity for 112 Street based On Allowable Spread Minor Storm Major Storm ater Depth without Gutter Depression(Eq.ST-2) y= 6.00 6.00 inches ertical Depth between Gutter Lip and Gutter Flowline(usually 2") do= 2.0 2.0 inches Gutter Depression(dc-(W-%*12)) a= 1.52 1.52 inches Water Depth at Gutter Flowline d= 7.52 7.52 inches Allowable Spread for Discharge outside the Gutter Section W(T-W) Tx= 23.0 23.0 ft Gutter Flaw to Design Flow Ratio by FHWA HEC-22 method(Eq.ST-7) Eo= 0.235 0.235 Discharge outside the Gutter Section W,carried in Section Tx Qx= 0.0 0.0 cfs Discharge within the Gutter Section W(QT-Qx) Qw= 0.0 0.0 cfs Discharge Behind the Curb(e.g.,sidewalk,driveways,&lawns) QBACK= 0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT= SUMP SUMP cfs Flow Velocity within the Gutter Section V= 0.0 0.0 fps *d Product:Flow Velocity times Gutter Flowline Depth V*d= 0.0 0.0 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTN= 18.7 18.7 ft Theoretical Spread for Discharge outside the Gutter Section W(T-W) Tx TR= 16.7 16.7 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method(Eq.ST-7) EC= 0.319 0.319 Theoretical Discharge outside the Gutter Section W,carried in Section Tx TR Qx TR= 0.0 0.0 cfs Actual Discharge outside the Gutter Section W,(limited by distance TmOwN) Qx= 0.0 0.0 cfs Discharge within the Gutter Section W(Qd-Qx) Qw= 0.0 0.0 cfs Discharge Behind the Curb(e.g.,sidewalk,driveways,&lawns) QBACK= 0.0 0.0 cfs Total Discharge for Major&Minor Storm(Pre-Safety Factor) Q= 0.0 0.0 cfs Average Flow Velocity Within the Gutter Section V= 0.0 0.0 fps d Product:Flow Velocity Times Gutter Flowline Depth V*d= 0.0 0.0 Slope-Based Depth Safety Reduction Factor for Major&Minor(d>6")Storm R= SUMP SUMP Max Flow Based on Allowable Depth(Safety Factor Applied) Od= SUMP SUMP Chi Resultant Flow Depth at Gutter Flowline(Safety Factor Applied) d= inches Resultant Flow Depth at Street Crown(Safety Factor Applied) dCROWN I linches, MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qauow= SUMP SUMP cfs GNK10.20_UD-Inlet_v4.06.xlsm,DP C18 10/22/2020,4:52 PM INLET IN A SUMP OR SAG LOCATION Version 4.06 Released August 2018 Lo(C) H-Curb H-Vert Wo W WP Lo(G) MINOR MAJOR Type of Inlet Denver No.16 Combination Type= Denver No.16 Combination Local Depression(additional to continuous gutter depression'a'from above) a;_;= 2.00 2.00 inches Number of Unit Inlets(Grate or Curb Opening) No= 1 1 Water Depth at Flowline(outside of local depression) Forcing Depth= 6.00 6.00 inches Grate Information MINOR MAJOR r Override Depths Length of a Unit Grate L.(G)= 3.00 3.00 feet Width of a Unit Grate W.= 1.73 1.73 feet Area Opening Ratio for a Grate(typical values 0.15-0.90) Aran.= 0.31 0.31 Clogging Factor for a Single Grate(typical value 0.50-0.70) Cr(G)= 0.50 0.50 Grate Weir Coefficient(typical value 2.15-3.60) C„,(G)= 3.60 3.60 Grate Orifice Coefficient(typical value 0.60-0.80) Co(G)= 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening L.(C)= 3.00 3.ou feet Height of Vertical Curb Opening In Inches H­= 6.50 - inches Height of Curb Orifice Throat in Inches H._= 5.25 inches Angle of Throat(see USDCM Figure ST-5) Theta= 0.00 degrees Side Width for Depression Pan(typically the gutter width of 2 feet) WR= 2.00 feet Clogging Factorfora Single Curb Opening(typical value.0.10) Cr(C)= 0.10 0.10 Curb Opening Weir Coefficient(typical value 2.3-3.7) Cw(C)= 3.70 Curb Opening Orifice Coefficient(typical value 0.60-0.70) Co(C)= 0.66 e Grate Flow Analysis(Calculatedi MINOR MAJOR Clogging Coefficient for Multiple Units Coef= 1.00 1.00 Clogging Factor for Multiple Units Clog= 0.50 0.50 Grate Capacity as a Weir(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Q.= 6.0 &.0 cfs Interception with Clogging Qwa= 3.0 3.0 cfs Grate Capacity as a Orifice(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qu= 5.6 5.6 cfs Interception with Clogging Qoa= 2.8 2.8 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qm,= 5.2 5.2 cfs Interception with Clogging Q-= 2.6 2.6 cfs Resulting Grate Capacity assumes clogged condition Qra Gm= 2.6 2.6 cfs Curb Opening Flow An - MINOR MAJOR Clogging Coefficient for Multiple Units Coef= 1.00 1.00 Clogging Factor for Multiple Units Clog= 0.17 0.17 Curb Opening as a Weir(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Q.= 2.0 2.0 cfs Interception with Clogging Qwa= 1.7 1.7 cfs Curb Opening as an Orifice(based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Q.,= 5.7 5.7 cfs Interception with Clogging Qoa= 4.7 4.7 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qm;= 2.9 2.9 cfs Interception with Clogging Qma= 2.4 2.4 cfs ResultingCurb Opening Capacity(assumes clogged condition) Qcarb= 1.7 1.7 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L= 3.00 3.00 feet Resultant Street Flow Spread(based on street geometry from above) T= 18.7 18.7 R Resultant Flow Depth at Street Crown dCROWN= 0.0 0.0 inches Low Head Performance Reduction(Calculated) MINOR MAJOR Depth for Grate Midwidth d-= 0.523 0.523 it Depth for Curb Opening Weir Equation dc,,,y= 0.33 0.33 it Combination Inlet Performance Reduction Factor for Long Inlets RFc=b,-1 v= 0.94 0.94 Curb Opening Performance Reduction Factor for Long Inlets RFca,b= 1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFO„.= 0.94 0.94 MINOR MAJOR Total Inlet Interception Capacity(assumes clogged condition) Q.= 3.9 3.s cfs Inlet Capacity IS GOOD for Minor and Major Storms>Q PEAK Q PEAK REQUIRED- 0.6 2.8 cfs GNK10.20_UD-Inlet_v4.06.xlsm,DP CIS 10/22/2020,4:52 PM 5265 Ronald Reagan Blvd., Suite 210 G a owa Johnstown, CO 80534 Y 970.800.3300• GallamayUS com Nyloplast Inlet Grate Capacity Calculations DP C8 1 INLET C-5.1 Nyloplast 15" Dome Grate Inlet Capacity Chart Q100 MAX: 2.0 cfs Max. Depth=1.09' w/ Qin=4.0 cfs At max. depth, capacity is +/- 2x Q100 MAX 4.50 4.00 DP C8 DP A7 3.50 DP A14 3.00 2.50 U _T U 2.00 DP B1 1.50 1.00 DP C2 Oor 0.50 0.00 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50 0.55 0.60 0.65 0.70 0.75 0.80 0.85 0.90 0.95 1.00 1.05 1.10 DP B1 I INLET B-2.3 Head(ft) DP A7 INLET A-11.1.1 Q100 MAX: 1.0 cfs Q100 MAX: 1.2 cfs Max. Depth=0.30' w/ Qin= 2.Ocfs Max. Depth=1.0' w/ Qin=3.8 cfs At max. depth, capacity is +/- 2x Q100 MAX �is" At max. depth, capacity is over 2x Q100 MAX DP C2 1 INLET C-16 Nyloplast DP A14 1 INLETS A-3.4, A-3.5, and A-3.6 Q100 MAX: 0.4 cfs 3130 Verona Avenue•Buford,GA30518 Q100 MAX: 2.8 cfs combined Max. Depth=0.15' w/ Qin= 0.7cfs (866)888-8479/(770)932-2443•Fax:(770)932-2490 Max. Depth=0.7' w/ Qin=3.2 cfs each At max. depth, capacity is +/- 2x Q100 MAX ©Nyloplast Inlet Capacity Charts June 2012 At max. depth, capacity is over 2x Q100 MAX Nyloplast 18" Dome Grate Inlet Capacity Chart 7.00 6.00 5.00 4.00 U f6 /00 G. f6 3.00 2.00 00, 1.00 0.00 L"�. I - , ' I - I I . I - I 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50 0.55 0.60 0.65 0.70 0.75 0.80 0.85 0.90 0.95 1.00 1.05 1.10 DP C1 I INLET C-20 Head(ft) DP C12 1 INLET C-3.4 Q 100 MAX: 2.04 cfs Q 100 MAX: 2.8 cfs Max. Depth=0.52' w/ Qin=4.1 cfs Max. Depth=0.98' w/ Qin=5.6 cfs At max. depth, capacity is +/- 2x Q100 MAX At max. depth, capacity is +/- 2x Q100 MAX Nylop - last 3130 Verona Avenue•Buford,GA 30518 (866)888-8479/(770)932-2443•Fax:(770)932-2490 ©Nyloplast Inlet Capacity Charts June 2012 Nyloplast 24" Dome Grate Inlet Capacity Chart 11.00 10.00 9.00 8.00 7.00 F 6.00 U f6 R 5.00 U 4.00 3.00 2.00 00, 1.00 11-100 0.00 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50 0.55 0.60 0.65 0.70 0.75 0.80 0.85 0.90 0.95 1.00 1.05 1.10 DP C7 1 INLET C-5.4 Head(ft) Q 100 MAX: 2.8 cfs Max. Depth=0.50' w/ Qin= 6.2cfs At max. depth, capacity is over 2x Q100 MAX 4'n Nyloplast 3130 Verona Avenue•Buford,GA 30518 (866)888-8479/(770)932-2443•Fax:(770)932-2490 ©Nyloplast Inlet Capacity Charts June 2012 5265 Ronald Reagan Blvd., Suite 210 G a owa Johnstown, CO 80534 Y 970.800.3300• GallauvayUS com 2' Wide Sidewalk Chase Capacity Calculations 2' Wide Sidewalk Chase Project Description Solve For Discharge Input Data Headwater Elevation 5000.50 ft Crest Elevation 5000.00 ft Tailwater Elevation 5000.00 ft Weir Coefficient 2.80 US Crest Length 2.00 ft Number Of Contractions 2 Results Discharge 1.88 ft'/s Headwater Height Above Crest 0.50 ft Tailwater Height Above Crest 0.00 ft Flow Area 1.00 ft2 Velocity 1.88 ft/s Wetted Perimeter 3.00 ft Top Width 2.00 ft Bentley Systems,Inc. Haestad Methods SoBQdAeg4 bwMaster V8i(SELECTseries 1) [08.11.01.03] 10/26/2020 2:42:17 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 5265 Ronald Reagan Blvd., Suite 210 G a owa Johnstown, CO 80534 Y 970.800.3300• GallauvayUS com Storm Drain Hydraulic Grade Line (HGL) Calculations Page 1 of 1 Scenario: 100-YEAR Current Time Step: 0.0 h FlexTable: GAL Catch Basin Hydraulic Hydraulic Energy Energy Label Elevation Elevation Grade Grade Grade Grade Headloss (Rim)(ft) (Invert)(ft) Line(In) Line (Out) Line(In) Line(Out) (ft) (ft) (ft) (ft) (ft) INLETA-13 5,044.79 5,041.44 5,044.28 5,044.28 5,044.41 5,044.41 0.03 INLET A-1 1.2-1 5,046.30 5,040.38 5,044.80 5,044.80 5,044.82 5,044.82 0.00 INLET A-11.1 5,045.34 5,039.38 5,043.64 5,043.64 5,044.23 5,044.23 0.12 INLET A-11.5 5,048.43 5,041.71 5,046.91 5,046.91 5,047.35 5,047.35 0.09 INLET A-11.4 5,048.42 5,040.86 5,046.31 5,046.30 5,046.79 5,046.79 0.10 INLETA-9.3 5,051.37 5,047.37 (N/A) (N/A) (N/A) (N/A) 0.00 INLET A-9.2 5,051.44 5,046.13 5,046.87 5,046.87 5,047.13 5,047.13 0.05 INLETA-9.1 5,047.33 5,040.64 5,042.12 5,042.12 5,042.24 5,042.24 0.02 INLETA-8.1 5,046.50 5,039.34 5,041.51 5,041.51 5,041.55 5,041.55 0.01 INLET A-3.6 5,050.61 5,046.46 5,047.31 5,047.31 5,047.65 5,047.65 0.12 INLETA-3.5 5,050.76 5,044.97 5,046.16 5,045.82 5,046.50 5,046.16 0.47 INLETA-3.4 5,050.85 5,043.31 5,044.16 5,044.16 5,044.50 5,044.50 0.12 INLETA-3.3 5,052.63 5,040.42 5,041.49 5,041.26 5,041.83 5,041.60 0.35 INLET A-3.2 5,049.72 5,039.03 5,040.04 5,039.87 5,040.38 5,040.21 0.29 INLETA-3.1 5,048.00 5,037.58 5,038.62 5,038.42 5,038.96 5,038.76 0.32 INLETA-2.1 5,044.53 5,035.67 5,037.78 5,037.78 5,037.91 5,037.91 0.03 INLETA-13.2 5,043.90 5,039.00 5,039.54 5,039.54 5,039.73 5,039.73 0.04 INLET B-1.3 5,052.28 5,047.83 5,051.25 5,051.25 5,051.51 5,051.51 0.05 INLET B-1.2 5,052.37 5,047.16 5,051.01 5,050.98 5,051.24 5,051.20 0.08 INLET B-2.3 5,058.78 5,054.53 5,054.98 5,054.98 5,055.13 5,055.13 0.03 INLET C-20 5,072.06 5,068.33 5,069.12 5,069.12 5,069.19 5,069.19 0.02 INLET C-16 5,067.63 5,064.51 5,066.20 5,066.17 5,066.26 5,066.23 0.04 INLET C-14.1 5,068.16 5,062.34 5,065.81 5,065.81 5,066.29 5,066.29 0.10 INLET C-11.1 5,065.97 5,062.29 5,063.97 5,063.97 5,064.19 5,064.19 0.04 INLET C-9.3 5,077.05 5,068.34 5,068.94 5,068.94 5,069.15 5,069.15 0.04 INLET C-7.1 5,067.00 5,060.86 5,062.38 5,062.38 5,063.17 5,063.17 0.22 INLET C-5.1 5,065.49 5,058.59 5,059.69 5,059.66 5,059.91 5,059.89 0.08 INLET C-5.4 5,063.07 5,060.16 5,061.02 5,061.02 5,061.19 5,061.19 0.03 INLET C-2.1 5,060.87 5,056.23 5,058.02 5,058.02 5,058.14 5,058.14 0.02 INLET C-2.1A 5,060.84 5,055.20 5,058.03 5,058.03 5,058.03 5,058.03 0.00 INLET C-3.8 5,066.13 5,060.44 5,061.25 5,061.25 5,061.53 5,061.53 0.06 INLET C-3.7 5,068.02 5,059.62 5,060.61 5,060.59 5,060.95 5,060.93 0.09 INLET C-3.4.1 5,064.50 5,059.62 5,060.94 5,060.81 5,061.40 5,061.28 0.29 INLET C-3.4.2 5,067.31 5,062.81 5,064.01 5,064.01 5,064.48 5,064.48 0.17 INLET C-3.4 5,061.55 5,057.54 5,059.78 5,059.68 5,060.19 5,060.09 0.18 INLET C-3.1.1 5,061.43 5,056.64 5,059.36 5,059.36 5,059.68 5,059.68 0.06 INLET C-3.1.2 5,061.41 5,056.84 5,059.44 5,059.44 5,059.78 5,059.78 0.07 0UTFALL A-16.2 5,031.92 5,025.94 5,026.48 5,026.48 5,026.67 5,026.67 0.04 INLETA-10.2 5,049.58 5,044.95 5,045.68 5,045.68 5,045.95 5,045.95 0.05 INLETA-10.1 5,047.18 5,040.52 5,042.93 5,042.93 5,042.98 5,042.98 0.01 S-19 5,058.92 5,041.65 5,049.82 5,049.82 5,051.47 5,051.47 0.33 OUTFALL C 5,045.33 5,043.68 (N/A) (N/A) (N/A) (N/A) 0.00 OUTFALL B-5 5,048.20 5,046.00 5,046.38 5,046.38 5,046.50 5,046.50 0.02 HW C-3.4.6 5,071.32 5,070.94 5,071.32 5,071.32 5,071.49 5,071.49 0.00 H:\G\Goodwin Knight\CO, Fort Collins-GNK000010-Triangle Dr. and College Ave\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainage Reports-Info\Hydraulics\StormCAD\GNK10.20_StormCAD.stsw file:///C:/Users/matthew pepin/AppData/Local/Temp/Bentley/StormCAD/Othzcxnr.xml 6/5/2024 Page 1 of 2 Scenario: 100-YEAR Current Time Step: 0.0 h FlexTable:GAL Conduit Length Slope Capacity Hydraulic Hydraulic Energy Energy Invert Invert (User Diameter Manning's Flow Velocity (Full Grade Grade Grade Grade Headloss Label Start Node Stop Node (Start)(ft) (Stop)(ft) Defined (Calculated) in n ) ( ) (Out) (. ) (Out) ( ) p ) (eft) (') (cFs) (ft/s) Flow Line In Line Out Line In Line Out ft (ft) (crs) (ft) (ft) (ft) (ft) P-15 S-20 S-21 5,041.23 5,040.88 70.57 0.0050 48.0 0.013 129.2 10.28 101.2 5,047.88 5,047.31 5,049.52 5,048.95 0.57 P-16 S-21 S-22 5,040.68 5,040.12 111.46 0,0050 48.0 0.013 129.2 10.28 101.8 5,045.83 5,044.93 5,047.47 5,046.57 0.90 P-14 S-19 S-20 5,041.65 5,041.43 22.04 0.0100 48.0 0.013 129.2 12.92 143.5 5,049.49 5,049.32 5,051.14 5,050.96 0.16 P-16(1) S-22 S-23 5,039.92 5,039.06 85.83 0.0100 48.0 0.013 129.2 12.95 143.8 5,043.32 5,042.11 5,045.32 5,044.56 0.76 P-19(58) INLET C-9.3 STMH C-9.2 5,068.34 5,067.36 78.95 0.0124 15.0 0.013 1.9 4.98 7.2 5,068.90 5,067.80 5,069.11 5,068.03 1.07 P-19(96) STMH C-3.4.5 STMH C-3.4.4 5,070.43 5,065.68 198.22 0.0240 15.0 0.013 1.5 5.88 10.0 5,070.92 5,066.01 5,071.10 5,066.25 4.85 P-19(97) HW C-3.4.6 STMH C-3.4.5 5,070.94 5,070.63 9.87 0.0309 18.0 0.013 1.5 6.31 18.5 5,071.40 5,071.17 5,071.57 5,071.26 0.31 P-19(59) STMH C-9.2 STMH G9.1 5,067.16 5,063.49 122.15 0.0300 15.0 0.013 1.9 6.82 11.2 5,067.71 5,063.84 5,067.92 5,064.16 3.76 P-19(35) STMH C-18 STMH C-17 5,067.45 5,065.27 229.77 0,0095 15.0 0.013 2.0 4.55 6.3 5,068.01 5,066.40 5,068.23 5,066.44 1.79 P-19(36) STMH C-19 STMH C-16 5,068.25 5,067.45 84.48 0.0095 15.0 0.013 2.0 4.56 6.3 5,068.82 5,068.34 5,069.03 5,068.40 0.63 P-19(34) STMH C-17 INLET C-16 5,065.27 5,064.51 150.70 0.0050 15.0 0.013 2.0 3.58 4.6 5,066.36 5,066.23 5,066.41 5,066.27 0.14 P-19(37) INLET C-20 STMH C-19 5,068.33 5,068.25 8.56 0.0093 18.0 0.013 2.0 4.48 10.2 5,069.10 5,069.11 5,069.18 5,069.16 0.01 P-19(60) STMH C-9.1 STMH C-9 5,063.29 5,060.85 71.78 0.0340 15.0 0.013 1.9 7.10 11.9 5,063.84 5,061.64 5,064.05 5,061.71 2.33 P-19(27) STMH C-10 STMH C-9 5,060.10 5,059.80 60.66 0.0049 30.0 0.013 22.4 6.49 28.8 5,061.76 5,061.41 5,062.41 5,061-88 0.53 P-19(28) STMH C-11 STMH C-10 5,061.28 5,060.30 195.00 0.0050 30.0 0.013 23.0 6.57 29.1 5,063.07 5,062.67 5,063.65 5,063.01 0.64 P-19(26) STMH C-9 STMH C-8 5,059.10 5,058.91 36.63 0,0049 36.0 0.013 23.9 6.65 46.8 5,061.34 5,061.33 5,061.62 5,061.54 0.08 P-19(25) STMH C-8 STMH C-7 5,058.71 5,058.32 78.30 0.0050 36.0 0.013 23.7 6.67 47.1 5,061.09 5,061.05 5,061.33 5,061.23 0.10 P-19(32) STMH C-15 STMH C-14 5,063.87 5,063.63 48.80 0.0049 15.0 0.013 2.3 3.70 4.5 5,065.98 5,065.92 5,066.04 5,065.98 0.06 P-19(33) INLET C-16 STMH C-15 5,064.51 5,064.07 88.25 0.0050 15.0 0.013 2.3 3.74 4.6 5,066.16 5,066.04 5,066.21 5,066.10 0.11 P-19(95) STMH C-3.4.4 STMH C-3.4.3 5,065.48 5,064.27 44.86 0.0270 15.0 0.013 1.5 6.14 10.6 5,065.97 5,064.78 5,066.15 5,064.90 1.25 P-19(64) INLET C-14.1 STMH C-14 5,062.34 5,061.65 8.59 0.0803 24.0 0.013 17.4 17.35 64.1 5,065.72 5,065.67 5,066.20 5,066.14 0.05 P-19(43) STMH C-3.6 STMH C-3.5 5,059.14 5,058.16 97.87 0.0100 24.0 0.013 6.4 6.21 22.6 5,060.16 5,060.23 5,060.41 5,060.29 0.11 P-19(44) INLET C-3.7 STMH C-3.6 5,059.62 5,059.34 28.50 0,0098 24.0 0.013 6.5 6.17 22.4 5,060.52 5,060.48 5,060.87 5,060.64 0,23 P-19(94) STMH C-3.4.3 INLET C-3.4.2 5,064.07 5,063.06 37.98 0.0266 15.0 0.013 1.5 6.11 10.5 5,064.56 5,064.46 5,064.74 5,064.48 0.26 P-19(45) INLET C-3.8 INLET C-.3.7 5,060.44 5,059.82 61.88. 0.0100 24.0 0.013 4.6 5.66 22.6 5,061.20 5,060.90 5,061.48 5,060.99 0.48 P-19(21) STMH C-4 STMH C-3 5,066.37 5,054.37 149.19 0.0134 42.0 0.013 36.2 10.69 116.5 5,058.77 5,058.76 5,059.18 5,058.98 0.20 P-19(22) STMH C-5 STMH CA 5,056.45 5,056.37 56.50 0.0014 42.0 0.013 36.6 4.48 37.9 5,059.31 5,059.24 5,059.60 5,059.50 0.10 P-19(23) STMH C-6 STMH C-5 5,057.57 5,057.15 83.90 0.0050 36.0 0.013 32.7 7.21 47.2 5,059.48 5,059.41 5,060.22 5,059.83 0.39 P-19(50) INLET C-5.1 STMH C-5 5,058.59 5,058.45 27.32 0.0051 18.0 0.013 4.9 4.53 7.5 5,059.61 5,059.57 5,059.84 5,059.73 0.11 P-19(46) INLET C-3.4.2 INLET C-3.4.1 5,062.81 5,059.62 119.06 0,0268 18.0 0.013 7.1 9.27 17.2 5,063.84 5,061.25 5,064.31 5,061.50 2.81 P-19(24) STMH C-7 STMH C-6 5,058.12 5,057.77 69.33 0.0050 36.0 0.013 33.0 7.25 47A 5,060.32 5,060.24 5,060.87 5,060.62 0.25 P-19(54) INLET C-7.1 STMH C-7 5.060.86 5,059.82 13.01 0.0799 18.0 0.013 11.6 15.76 29.7 5,062.16 5,060.67 5,062.95 5,061.46 1A9 P-19(29) STMH C-12 STMH C-11 5,061.97 5,061.78 38.50 0.0049 24.0 0.013 17.3 5.52 15.9 5,063.93 5,063.73 5,064.41 5,064.20 0.21 P-19(52) STMH C-5.3 STMH C5.2 5,059.68 5,059.07 122.34 0.0050 15.0 0.013 2.7 3.89 4.6 5,060.38 5,060.03 5,060.61 5,060.13 0.49 P-19(53) INLET C-5.4 STMH C-5.3 5,060.16 5,059.68 144.80 0.0033 15.0 0.013 2.8 3.34 3.7 5,060.99 5,060.61 5,061.15 5,060.72 0.43 P-19(62) INLET C-11.1 STMH C-11 5,062.29 5,061.78 12.01 0.0424 18.0 0.013 6.6 10.78 21.6 5,063.93 5,063.88 5,064.15 5,064.10 0.05 P-19(51) STMH C-5.2 INLET C-5.1 5,059.07 5,058.84 47.10 0,0049 15.0 0.013 2.7 3.83 4.5 5,059.92 5,059.86 5,060.06 5,059.95 0.11 P-19(42) STMH C-3.5 INLET C-3.4 5,058.06 5,057.64 41.95 0.0100 24.0 0.013 6A 6.19 22.6 5,060.18 5,060.15 5,060.25 5,060.21 0.03 P-19(47) INLET C-3.4.1 INLET C-3.4 5.059.62 5,058.04 51.33 0.0308 18.0 0.013 7.1 9.74 18.4 5,060.65 5,060.04 5,061.11 5,060.29 0.83 P-19(20) STMH C-3 STMH C-2 5,053.92 5,052.44 128.17 0.0115 48.0 0.013 71.7 12.06 154.3 5,058.04 5,057.72 5,058.55 5,058.23 0.32 P-19(38) STMH C-3.1 STMH C-3 5,054.42 5,054.42 145.34 0.0000 42.0 0.013 43.3 4.50 1.0 5,058.98 5,058.71 5,059.29 5,059.02 0.27 P-19(40) STMH C-3.2 STMH C-3.3 5,055.77 5,056.35 75.62 -0.0077 36.0 0.013 16.0 7.04 58.4 5,059.52 5,059.48 5,059.60 5,059.56 0.04 P-19(41) INLET C3.4 STMH C-3.3 5,057.54 5,057.35 38.34 0.0050 24.0 0.013 16.0 5.78 15.9 5,059.60 5,059.41 5,060.01 5,059.82 0.19 P-19(61) INLET C-2.1 STMH C-2 5,056.23 5,054.44 35.72 0,0500 24.0 0.013 8.2 11.82 50.6 5,058.00 5,057.96 5,058.12 5,058.07 0.05 P-19(39) STMH C-3.2 STMH C-3.1 5,055.77 5,055.56 41.58 0.0051 36.0 0.013 15.9 6.04 47A 5,059.43 5,059.41 5,059.51 5,059.49 0.02 P-19(49) INLET C5.1.1 STMH C-3.1 5,056.64 5,056.56 8.50 0.0094 24.0 0.013 14.1 7.42 21.9 5,059.30 5,05927 5,059.62 5,059.58 0.03 P-19(48) INLET C-3.1.2 STMH C-3.1 5,066.84 5,056.56 28.50 0.0098 24.0 0.013 14.8 7.62 22.4 5,059.37 5,059.25 5,059.72 5,059.59 0.12 P-19(19) INLET C-2.1A STMH C-2 5,055.20 5,054.44 15.28 0.0500 24.0 0.013 1.1 6.62 50.6 5,058.03 5,058.03 5,058.03 5,058.03 0.00 P-19(63) STMH B-2.2 FES B-2.1 5,051.87 5,051.36 116.52 0.0044 15.0 0.013 1.1 2.94 4.3 5,052.31 5,051.78 5,052.44 5,051.93 0.51 P-19(63)(1) INLET B-2.3 STMH B-2.2 5,054.53 5,052.07 32.20 0.0764 15.0 0.013 1.1 8.15 17.9 5,054.95 5,052,28 5,055.10 5,052.55 2.55 P-19(91)(1) STMH C S-30(110) 5,034.27 5,055.35 597.54 -0,0353 24.0 0.013 0.0 0.00 42.5 5,055.35 5,034.27 5,055.35 0.00 5,055.35 P-19(3) STMH B-3 STMH B-2 5,043.05 5,042.01 199.61 0.0052 15.0 0.013 0.8 2.84 4.7 5,043.40 5,042.36 5,043.53 5,042.49 1.04 P-19(65) INLET B-1.2 FES B-1.1 5.047.16 5,046.67 111.54 0.0044 30.0 0.013 18.6 5.95 27.1 5,050.93 5,050.70 5,051.15 5,050.92 023 P-19(66) INLET B-1.3 INLET B-1.2 5,047.83 5,047.66 37.00 0.0044 24.0 0.013 12.9 5.38 15.1 5,061.20 5,051.08 5,051.46 5,051.34 0.12 P-19(70) INLETA-3.3 INLETA-3.2 5,040.42 5,039.23 30.31 0.0392 12.0 0.013 2.8 8.48 7.1 5,041.14 5,040.26 5,041.48 5,040.46 1.02 P-19(71) INLETA-3.4 INLETA-3.3 5,043.31 5,040.62 68.57 0.0392 12.0 0.013 2.8 8.50 7.1 5,044.03 5,041.71 5,044.37 5,041.91 2.46 P-19(75) INLETA-9.2 INLETA-9.1 5,046.13 5,040.84 191.87 0.0276 18.0 0.013 3.2 7,55 17.4 5,046.82 5,042.20 5,047.08 5,042.26 4.82 P-19(77) INLETA-9.3 INLETA-9.2 5,047.37 5,046.63 37.09 0,0200 12.0 0.013 0.0 0.00 5.0 5,047.37 5,047.13 5,047.37 5,047.13 0,24 P-19(72) INLETA-3.5 INLETA-3.4 5,044.97 5,043.51 37.22 0.0392 12.0 0.013 2.9 8.50 7.1 5,045.69 5,044.37 5,046.04 5,044.58 1.46 P-19(73) INLETA-3.6 INLETA-3.5 5,046.46 5,045.17 32.87 0.0392 12.0 0.013 2.9 8.51 7.1 5,047.19 5,046.38 5,047.53 5,046.59 0.94 P-19(3)(1) STMH B-4 STMH B-3 5,045.37 5,043.57 300.00 0.0060 15.0 0.013 0.8 2.99 5.0 5,045.72 5,043.91 5,045.85 5,044.05 1.80 P-19(78) INLET A-10.2 INLETA-10.1 5,044.95 5,041.02 196A8 0.0200 18.0 0.013 3.2 6.70 14.8 5,045.63 5,042.95 5,045.89 5,043.00 2.89 P-19(12) STMH A-6 STMH A-5 5,035.91 5,035.20 141.79 0.0050 42.0 0.013 50.5 8.03 71.2 5,039.10 5,038.80 5,039.57 5,039.23 0.34 P-19(13) STMH A-5 STMH A-4 5,035.00 5,034.62 76.44 0.0050 42.0 0.013 49.8 7.98 70.9 5,038.50 5,038.31 5,038.91 5,038.73 0.19 P-19(4) OUTFALL B-5 STMH BA 5,046,00 5,045.57 86.05 0,0050 15.0 0.013 0.8 2.80 4.6 5,046.35 5,045.92 5,046.48 5,046.05 0.43 P-19(69) INLETA-3.2 INLETA-3.1 5,039.03 5,037.78 32.10 0.0391 12.0 0.013 2.8 8,47 7.0 5,039.75 5,038.84 5,040,09 5,039.04 1.05 P-19(11) STMH A-7 STMH A-6 5.036.75 5,036.41 67.48 0.0050 36.0 0.013 50.9 7.43 47.3 5,039.63 5,03929 5,040.46 5,040.09 0.37 P-19(80) INLET A-11.5 INLET A-11.4 5,041.71 5,041.06 37.00 0.0175 18.0 0.013 9.4 8.43 13.9 5,046.82 5,046.53. 5,047.26 5,046.97 0.29 P-19(10) STMH A-8 STMH A-7 5,037.18 5,036.95 45.75 0.0050 36.0 0.013 49.7 7.57 47.3 5,040.59 5,040.34 5,041.36 5,041.10 0.25 P-19(68) INLET A-3.1 STM TEE A-3(BLIND) 5,037-58 5,035.78 45.83 0.0392 12.0 0.013 2.8 8.47 7.1 5,038.30 5,037.99 5,038.64 5,038.19 0.45 P-19(76) INLET A-9.1 STMH A-9 5,040.64 5,039.21 51.85 0.0276 18.0 0.013 4.8 8.41 17.4 5,042.10 5,041.99 5,042.21 5,042.11 0.11 6/5/2024 Page 2 of 2 P-19(79) INLET A-10.1 STMH A-10 5,040.52 5,039.50 51.93 0.0196 24.0 0.013 5.7 7.64 31.7 5,042.92 5,042.89 5,042.97 5,042.94 0.03 P-19(8) STMH A-10 STMH A-9 5,038.30 5,037.71 118.90 0,0050 36.0 0.013 43.5 7.55 47.0 5,042.21 5,041.71 5,042.80 5,042.30 0.51 P-19(9) STMH A-9 STMH A-8 5.037.51 5,037.38 26.26 0.0050 36.0 0.013 47.3 7.57 46.9 5,041.23 5,041.09 5,041.92 5,041.79 0.13 P-19(74) INLET A-8.1 STMH A-8 5,039.34 5,038.98 16.90 0.0276 18.0 0.013 2.8 7.25 17.4 5,041.50 5,041.49 5,041.54 5,041.53 0.01 P-19(14) STMH A-4 STM TEE A-3(BLIND) 5,034.42 5,034.16 52.48 0.0049 - 0.013 49.4 7.92 70.8 5,038.00 5,037.88 5,038.39 5,038.27 0.13 P-19(7) STMH A-11 STMH A-10 5,039.09 5,038.50 118.30 0.0050 36.0 0.013 38.7 7.44 47.1 5,043.04 5,042.64 5,043.50 5,043.11 0.40 P-19(83) STM TEE A-11.2(BLIND) INLET A-11.1 5,039.73 5,039.58 38.23 0.0039 24.0 0.013 18.1 5.77 14.2 5,044.17 5,043.92 5,044.68 5,044.44 0.25 P-19(84) INLET A-11.1 STMH A-11 5,039.38 5,039.29 17.00 0.0053 30.0 0.013 30.3 6.93 29.8 5,043.52 5,043.43 5,044.11 5,044.02 0.09 P-19(85) INLET A-11.2-1 STM TEE A-11.2(BLIND) 5,040.36 5,040.10 5.52 0,0507 15.0 0.013 1.2 7.16 14.5 5,044.80 5,044.80 5,044.81 5,044.81 0.00 P-19(92) OUTFALL C STMH C 5.043.68 5,034.77 111.44 0.0800 18.0 0.013 0.0 0.00 29.7 5,043.68 5,034.77 5,043.68 0.00 5,043.68 P-19(67) INLET A-2.1 STMH A-2 5,036.67 5,035.40 9.94 0.0276 18.0 0.013 5.2 8.61 17.4 5,037.75 5,037.73. 5,037.89 5,037.96 0.02 P-19(16) STMH A-2 STMH A-1 5,033.87 5,033.65 43.61 0.0050 - 0.013 55.9 8.22 71.3 5,037.20 5,037.07 5,037.71 5,037.57 0.13 P-19(17) STMH A-1 CONNECTION A-0 5,033.45 5,033.12 66.40 0.0050 - 0.013 55.7 8.22 71.4 5,036.63 5,036A3 5,037.13 5,036.93 0.20 P-19(15) STM TEE A-3(BLIND) STMH A-2 5,034.16 5,034.07 18.06 0.0050 - 0.013 51.5 8.07 71.5 5,037.60 5,037.55 5,038.02 5,037.98 0.05 P-19(86) INLET A-13.2 CONNECTION A-13.1 5,039.00 5,038.59 14.63 0.0276 18.0 0.013 1.8 6.40 17.5 5,039.50 5,038.94 5,039.69 5,039.47 0.22 P-19(91) S-30(111) STMHC 5,033.35 5,034.27 26.15 -0,0352 24.0 0.013 0.0 0.00 42.4 5,034.27 5,033.35 5,034.27 5,033.35 0.92 P-19(89) OUTFALL A-16.2 FES A-16.1 5.025.94 5,025.08 123.73 0.0070 18.0 0.013 1.8 3.90 8.8 5,026.44 5,025.54 5,026.63 5,025.78 0.85 CO-2 STMH C-2 STMH C-1 5,052.24 5,052.14 20.00 0.0050 48.0 0.013 78.3 8.92 101.6 5,067.30 5,057.24 5,057.91 5,057.85 0.06 CO-3 STMH C-1 FES C 5,061.94 5,051.49 90.05 0.0050 - 0.013 78.1 8.96 97.9 5,054.20 5,053.59 5,055.25 5,054.83 0.42 CO-4 INLET A-11.4 STMH A-11.3 5,040.86 5,040.14 180.28 0.0040 24.0 0.013 17.6 5.60 14.3 5,046.20 5,045.11 5,046.69 5,045.60 1.09 CO-5 STMH A-11.3 STM TEE A-11.2(BLIND) 5,039.94 5,039.73 53.62 0.0039 24.0 0.013 17.2 5.46 14.2 5,044.84 5,044.53 5,045.30 5,044.99 0.31 CO-6 INLET A-13 STMHA-12 5,041.44 5,040.95 79.29 0.0062 24.0 0.013 9.1 5.70 17.8 5,044.25 5,044.13 5,044.39 5,044.26 0.13 CO-7 STMH A-12 STMH A-11 5,040.75 5,039.67 215.49 0,0050 24.0 0.013 9.0 5.25 16.0 5,044.05 5,043.71 5,044.18 5,043.84 0.34 CO-8 STMH B-2 STMH B-1.A 5,041.81 5,040.61 130.51 0.0092 15.0 0.013 0.8 3,48 6.2 5,042.16 5,040.91 5,042.29 5,041.10 1.18 CO-9 STMH B-1.A FES B-1 5,036.06 5,036.45 30.56 0.0200 15.0 0.013 0.8 4.58 9.1 5,036.41 5,035.70 5,036.54 5,036.03 0.51 P-19 31 STMH C-14 STMH C-12 5,062.68 51062.17 0.0050 24.0 0.013 17.7 5.64 16.0 5,065.10 5,064.23 5.065.59 5,064.73 0.87 HAG\Goodwin Knight\CO,Fort Collins-GNK000010-Triangle Dr.and College Ave\3.04 Grading-Drainage StudiesN3.04.2 Proposed Drainage Reports-Info\Hydraulics\StomCAD\GNK10.20_Sto"CAD.stsw 6/5/2024 Page 1 of 1 Scenario: 100-YEAR Current Time Step: 0.0 h FlexTable: GAL Manhole Hydraulic Hydraulic Energy Energy Elevation Elevation Grade Grade Headloss Label (Rim)(ft) (Invert)(ft) Grade Line Grade Line Line(In) Line(Out) (ft) (In)(ft) (Out)(ft) (ft) (ft) S-20 5,059.94 5,041.23 5,048.66 5,048.21 5,050.30 5,049.85 0.78 S-21 5,060.16 5,040.68 5,046.65 5,046.16 5,048.30 5,047.80 0.82 S-22 5,049.72 5,039.92 5,043.91 5,043.91 5,045.91 5,045.91 0.59 S-30(110) 5,068.11 5,053.11 (N/A) (N/A) (N/A) (N/A) 0.00 STM TEE A-3(BLIND) 5,045.16 5,034.16 5,037.68 5,037.68 5,038.11 5,038.11 0.09 STM TEE A-11.2(BLIND) 5,046.48 5,039.73 5,044.29 5,044.27 5,044.81 5,044.79 0.12 STMH A-1 5,044.64 5,033.45 5,036.87 5,036.73 5,037.37 5,037.23 0.24 STMH A-2 5,044.79 5,033.87 5,037.30 5,037.30 5,037.81 5,037.81 0.10 STMH A-4 5,046.78 5,034.42 5,038.17 5,038.08 5,038.56 5,038.47 0.17 STMH A-5 5,049.87 5,035.00 5,038.64 5,038.58 5,039.06 5,039.00 0.15 STMH A-6 5,049.62 5,035.91 5,039.30 5,039.19 5,039.77 5,039.66 0.20 STMH A-7 5,048.01 5,036.75 5,039.97 5,039.82 5,040.80 5,040.65 0.34 STMH A-8 5,047.21 5,037.18 5,040.74 5,040.74 5,041.51 5,041.51 0.15 STMH A-9 5,047.29 5,037.51 5,041.37 5,041.37 5,042.06 5,042.06 0.14 STMH A-10 5,046.59 5,038.30 5,042.33 5,042.33 5,042.92 5,042.92 0.12 STMH A-11 5,045.88 5,039.09 5,043.32 5,043.13 5,043.78 5,043.60 0.28 STMH A-11.3 5,048.15 5,039.94 5,044.94 5,044.93 5,045.41 5,045.39 0.11 STMH A-12 5,046.76 5,040.75 5,044.08 5,044.08 5,044.20 5,044.20 0.03 STMH B-1.A 5,043.66 5,036.06 5,036.50 5,036.44 5,036.62 5,036.56 0.08 STMH B-2 5,054.77 5,041.81 5,042.21 5,042.19 5,042.33 5,042.31 0.05 STMH B-2.2 5,059.48 5,051.87 5,052.36 5,052.34 5,052.49 5,052.47 0.05 STMH B-3 5,050.25 5,043.05 5,043.43 5,043.43 5,043.55 5,043.55 0.03 STMH B-4 5,049.74 5,045.37 5,045.77 5,045.75 5,045.90 5,045.87 0.05 STMH C 5,039.64 5,034.27 (N/A) (N/A) (N/A) (N/A) 0.00 STMH C-1 5,062.29 5,051.94 5,056.56 5,055.18 5,057.61 5,056.23 2.35 STMH C-2 5,061.32 5,052.24 5,057.42 5,057.42 5,058.03 5,058.03 0.12 STMH C-3 5,063.11 5,053.92 5,058.39 5,058.14 5,058.90 5,058.65 0.35 STMH C-3.1 5,061.73 5,054.42 5,059.14 5,059.04 5,059.46 5,059.35 0.17 STMH C-3.2 5,061.89 5,055.77 5,059.45 5,059.45 5,059.53 5,059.53 0.02 STMH C-3.3 5,063.06 5,055.97 5,059.57 5,059.54 5,059.65 5,059.62 0.05 STMH C-3.4.3 5,068.73 5,064.07 5,064.67 5,064.59 5,064.85 5,064.78 0.11 STMH C-3.4.4 5,069.67 5,065.48 5,066.00 5,066.00 5,066.19 5,066.19 0.04 STMH C-3.4.5 5,076.26 5,070.43 5,071.04 5,070.95 5,071.22 5,071.14 0.12 STMH C-3.5 5,066.11 5,058.06 5,060.20 5,060.20 5,060.27 5,060.26 0.02 STMH C-3.6 5,068.86 5,059.14 5,060.32 5,060.21 5,060.58 5,060.46 0.17 STMH C-4 5,068.36 5,056.37 5,058.98 5,058.85 5,059.40 5,059.26 0.22 STMH C-5 5,067.76 5,056.45 5,059.37 5,059.37 5,059.66 5,059.66 0.06 STMH C-5.2 5,066.23 5,059.07 5,059.94 5,059.94 5,060.09 5,060.09 0.03 STMH C-5.3 5,067.15 5,059.68 5,060.44 5,060.44 5,060.67 5,060.67 0.06 STMH C-6 5,067.38 5,057.57 5,059.73 5,059.73 5,060.47 5,060.47 0.25 STMH C-7 5,067.45 5,058.12 5,060.61 5,060.49 5,061.16 5,061.04 0.29 STMH C-8 5,070.34 5,058.71 5,061.21 5,061.14 5,061.46 5,061.38 0.12 STMH C-9 5,070.65 5,059.10 5,061.41 5,061.40 5,061.68 5,061.67 0.06 STMH C-9.1 5,073.66 5,063.29 5,063.88 5,063.88 5,064.09 5,064.09 0.04 STMH C-9.2 5,075.92 5,067.16 5,067.75 5,067.75 5,067.96 5,067.96 0.04 STMH C-10 5,070.70 5,060.10 5,062.22 5,061.99 5,062.87 5,062.64 0.46 STMH C-11 5,066.62 5,061.28 5,063.43 5,063.29 5,064.01 5,063.87 0.36 STMH C-12 5,067.38 5,061.97 5,064.05 5,064.02 5,064.53 5,064.50 0.12 STMH C-14 5,068.67 5,062.88 5,065.46 5,065.20 5,065.95 5,065.69 0.36 STMH C-15 5,069.82 5,063.87 5,066.02 5,065.99 5,066.08 5,066.05 0.04 STMH C-17 5,074.88 5,065.27 5,066.38 5,066.37 5,066.42 5,066.42 0.02 STMH C-18 5,075.63 5,067.45 5,068.16 5,068.06 5,068.38 5,068.27 0.15 STMH C-19 5,073.28 5,068.25 5,068.92 5,068.86 5,069.14 5,069.08 0.11 H:\G\Goodwin Knight\CO, Fort Collins-GNK000010-Triangle Dr.and College Ave\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainage Repo rts-Info\Hydra ulics\StormCAD\GNK10.20_StormCAD.stsw 6/5/2024 Culvert Report Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Wednesday,Feb 17 2021 StormTech External Bypass Invert Elev Dn (ft) = 5028.77 Calculations Pipe Length (ft) = 17.51 Qmin (cfs) = 55.30 Slope (%) = 0.57 Qmax (cfs) = 55.30 Invert Elev Up (ft) = 5028.87 Tailwater Elev (ft) = 5034.41 Rise (in) = 42.0 Shape = Circular Highlighted Span (in) = 42.0 Qtotal (cfs) = 55.30 No. Barrels = 1 Qpipe (cfs) = 55.30 n-Value = 0.013 Qovertop (cfs) = 0.00 Culvert Type = Circular Concrete Veloc Dn (ft/s) = 5.75 Culvert Entrance = Groove end w/headwall (C) Veloc Up (ft/s) = 5.75 Coeff. K,M,c,Y,k = 0.0018, 2, 0.0292, 0.74, 0.2 HGL Dn (ft) = 5034.41 HGL Up (ft) = 5034.46 Embankment Hw Elev (ft) = 5035.08 Top Elevation (ft) = 5042.78 Hw/D (ft) = 1.77 Top Width (ft) = 5.00 Flow Regime = Outlet Control Crest Width (ft) = 10.00 E.A. StormTech External Bypass Headwater at CONNECTION A-0(Downstream from Bypass Weir) Hw Depth(ft) -- 14.13 E03�-Gi 11.13 6"v"s?.'v0 8.13 O ter control K 4.,.. 5.13 5031.00 2.13 5028.00 -0.87 6025.00 -3.87 2 4 6 8 10 12 14 16 18 20 22 24 26 CircNarCWvert HGL Embank Reach(ft) StormTech External Bypass Weir Project Description Solve For Headwater Elevation Input Data Discharge 55.30 ft3/s Crest Elevation 5034.86 ft Tailwater Elevation 5035.08 ft Weir Coefficient 2.80 US Crest Length 10.00 ft Number Of Contractions 0 Results Headwater Elevation 5036.46 ft Headwater Height Above Crest 1.60 ft Tailwater Height Above Crest 0.22 ft Flow Area 15.96 ft2 Velocity 3.47 ft/s Wetted Perimeter 13.19 ft Top Width 10.00 ft Bentley Systems,Inc. Haestad Methods SolBtiotl4d-riteoMaster V8i(SELECTseries 1) [08.11.01.03] 2/17/2021 8:53:55 AM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 ON STATE HIGHWAY 287G a- RIGHT OF WAY VARIES - owa KEYMAP = 3H0 - STMH A-8 (PRIVATE). _ - - - - - - - - - - - - - in _ -MH-ECCENTRIC (6' 0) STMH A-9 (PRIVATE) -__ -STMH A-10 (PRIVATE)- - - - - - - STMH A-11 (PRIVATE) - - - - - - -- - 7� v Suite 210 0A- -0J- -" 5265 Ronald Reagan Blvd.,S • STA: 15+09.12 MH-ECCENTRIC (6' 0) _ _ MH-ECCENTRIC (6' 0) -MH-ECCENTRIC (6' 0)- - - _ _ / Johnstown,CO 80534 0J- _ N: 1419909.57 / STA: 15+35.38 _ STA: 16+54.27 STA: 17+72.58 - - - - - - - - - - - - - - - - - u 970.800.3300 E: 3117410.80, N: 1419883.31 N: 1419764.42 N: 1419646.11 -� \ CD - / -E: 3117410.81 E: 3117.10.87 ` - - - - - - - - - - - - - - - - - N GallowayUS.com 36" RCP (PRIVATE)-45.75 LF ® 0.50% - - - - -- -- E: 3117410.86 G -. - - - - - - - - - - - - - - - - - - - - -- ----------- G ---/- ----------------- - ------ G G - . _- G� t STMH A-7 (PRIVATE) \ c=n - - -- ��"-- ' MH-ECCENTRIC (5' - - -- STA: 14+63.36 \ __SANITARY1 - L - - - - - - - - - - - - - - - - / N: 1419955.33 / \ SEE SHEET C8.0 / E: 3117410.79 i ® I 11! - e SS SS - ' I / -_--_ 1---J16+0) �__J 19 00 20 00 1+' .27 r �.- - - - - - - - - - - - - - - - vG ( 1500700 1800 --- P INLET A-13 (PRIVATE) - 36"RCP (PRIVATE)-118.90 LF 0 0.50%- 36' RCP (PRIVATE)-118.30 LF 0 0.50% - _ 24" RCP-(PRIVATE)-2� 1� LF 0 0.50% S - - -2 - NO. 16 COMBO INLETS-STA: 20+67.27-- - N 149 5146 / \ STMH A-6 (PRIVATE) O \'6 , - --- - -, r- - -- - ------ ----- ----- - -----SEE SHEET C7.3 STMH A-12 (PRIVATE)- ------ 1 1 I E: 3117415.34 / MH-ECCENTRIC (6' 0) `��P' �i MH-ECCENTRIC (4 0) I Q� -- _ STA: 13+95.88 GQ i -i / I STA: 19+88.05 il � / N: 1420007.62 E ;t��.� I - ,- � I � I N: 1419430.62 I ,� V - . 9 .6 I 5 36 RCP (PRIVATE)-26.26 LF 0.50% til I I 24 RCP (PRI ATE) 79 2 LF ®0 3% E: 3117410.82 I E: 3117 368.14 o - --- I I _ 'J` LEGEND: i I COPYRIGHT I- THESE PLANS ARE AN INSTRUMENT OF SERVICE I I I I I / I I _ _ I I I I \ PROPOSED 8"WATER MAIN -I�H-8"V AND ARE THE PROPERTY OF GALLOWAY,AND MAY I \ NOT BE DUPLICATED,DISCLOSED,OR REPRODUCED EXISTING WATER MAIN VV WITHOUT THE WRITTEN CONSENT OF GALLOWAY. PROPOSED SANITARY SEWER 8"SS COPYRIGHTS AND INFRINGEMENTS WILL BE / 34' X 53' HE-RCP (PRIVATE)-52.48 LF ® 0.50% I ,� _ - I - �\ i I / �� _ I EXISTING SANITARY SEWER SS ENFORCED AND PROSECUTED. EXISTING FIRE HYDRANT 34" X 53" HE-RCP PRIVATE-18.06 LF 0 0.50%- PROPOSED ( ) FIRE HYDRANT \ / CONNECTION A-0 PRIVATE i. I / I I 'r { I - I \ I I I i STMH A-5 (PRIVATE) � PROPOSED STORM SEWER \ / MH-RECT. FLAT TOP (10' X 10') i I 1' MH-ECCENTRIC (6' 0) EXISTING STORM SEWER W/ CONCRETE OVERFLOW WEIR �O � �i� � � hp°�' STA: 12+54.09 � � � i � it� _ - - ___ � i I i I I �- - - - � I I WEIR ELEVATION = 5036.43 O o I N: 1420007.64 I - - I I I \ O t Y I I _ _ 0 10 20 50 EXISTING IRRIGATION IRR / STA: 10+00 I i /� E: 3117226.35 I I I I I I - ` N: 1420201.73 I / / j I I I I I I I I I� EXISTING UNDERGROUND TELEPHONE UT E: 3117220.12 ` ; I I I I I ------_____ I SCALE:1"=50' EXISTING UNDERGROUND ELECTRIC UE �/ 1 A/ I- I I I I I _ h i I I / 34" X 53" HE-RCP (PRIVATE)-63.50 LF 9 0.52% \ �\ \\/' �� / ,- i _ - - I --- - ----- I, t - -- \ / I \ EXISTING FIBER OPTIC FO- �/ EXISTING GAS G - STORM B -- -- 11+00 SEE SHEET C6.6 -" i� �� I \ i PROPOSED CURB AND GUTTER - - - PROPERTY BOUNDARY 00, \ \ / PROPOSED RIGHT-OF-WAY STMH A-4 (PRIVATE) � � T r ® \\ \•� PROPOSED LOTLINE U - / EASEMENT LINE MH-ECCENTRIC (7' 0) �r E E - - i STMH A-2 (PRIVATE) \ STA: 11+77.66 ` E \ / STMH A-1 PRIVATE MH-ECCENTRIC (7 0) \ '� / PROPOSED STORM INLET (PRIVATE) N: 1420055.64 / MH-ECCENTRIC (7' 0) / NTA 411+0 .11 \ E: 3117166.87 EXISTING STORM INLET _ -v - STRASBURG DRIVE / STA: 10169.79 - W W PROPOSED MANHOLE OO .• �'iyy , N: 1420169.79� � �'�E\ 3117165.86 � � � � / ®�O E: 3117165.24 �G �G EXISTING MANHOLE•. •.. �`� ,;�, 34" X 53" HE-RCP (PRIVATE)-43.61 LF ® 0.50%• � � SEE SHEET W.2 I \ OFFSITE S I M :. -•` / SEE SHEET C6.13 STORM A-3 (PRIVATE) SEE SHEET C6.1 - / NOTES: 1. THE SIZE,TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN / SHOWN ON THESE DRAWINGS.IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW I 1 / CONSTRUCTION,THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN UNDERGROUND UTILITIES. r. - -- - � - - - - - - - - 2. ALL WATER AND SEWER CONSTRUCTION SHALL BE PER FORT COLLINS LOVELAND WATER DISTRICT AND z SOUTH FORT COLLINS SANITATION DISTRICT STANDARD CONSTRUCTION SPECIFICATIONS LATEST EDITION. 3. ALL WATER FITTINGS AND VALVES ARE ONLY GRAPHICALLY REPRESENTED AND ARE NOT TO SCALE. T_ 4. UTILITY SERVICES ARE SHOWN IN A SCHEMATIC FASHION ONLY.EXACT LOCATIONS SHALL BE PER THE Z REQUIREMENTS OF THE RESPECTIVE UTILITY PROVIDERS,AND ARE SUBJECT TO CHANGE IN THE FIELD. 5. MAINTAIN 10'HORIZONTAL AND 18"VERTICAL MINIMUM SEPARATION BETWEEN ALL SANITARY SEWER U_ MAINS,STORM SEWER MAINS,WATER MAINS&SERVICES. 1 STORM A STA: 10+00.00 to 20+67.27 6. CONFIRM EXISTING SANITARY SEWER INVERT IN THE FIELD.IF IT DOESN'T MATCH THE ASSUMED � ) z INVERT,CONTACT THE DESIGN ENGINEER. v_JJ SCALE: H: 1"=50' V: 1"=5' 7. CONFIRM EXISTING STORM SEWER INVERT IN THE FIELD.IF IT DOESN'T MATCH THE ASSUMED INVERT, J O CONTACT THE DESIGN ENGINEER. 8. CONFIRM HORIZONTAL LOCATION OF WATER TO EXISTING LOCATIONS PRIOR TO CONSTRUCTION. U CONTACT DESIGN ENGINEER WITH ANY DISCREPANCIES. O �_ z 34" X 53" HE-RCP PRIVATE-63.50 LF 0 0.52% 1 O J 5055 ( ) 5055 9' MINIMUM SEWER SLOPE IS 1.04/o(g /1')FOR 6"DIAMETER AND 2.08/o(4 /1')FOR 4"DIAMETER. J 34" X 53" HE-RCP (PRIVATE)-43.61 LF ® 0.50% 10. CONTRACTOR TO COORDINATE GAS,ELECTRIC AND TELEPHONE CABLE SERVICES. w � O 34" X 53' HE-RCP (PRIVATE)-18.06 LF ® 0.50% 11. THE PLUMBING CONTRACTOR SHALL TERMINATE UTILITY LATERALS 5'OUTSIDE OF BUILDING UNLESS ' J J OTHERWISE NOTED.EXACT LOCATIONS(HORIZONTAL AND VERTICAL)OF ALL UTILITY CONNECTIONS 0 36' RCP (PRIVATE)-67.48 LF ® 0.50% GROUND INTO THE PROPOSED BUILDING SHALL BE COORDINATED WITH THE APPROVED ARCHITECTURAL Q z ry STA: 11+37.87 36" RCP PRIVATE-45.75 LF 0 0.50% DRAWINGS. 5050 NV= 5039.23 ( ) 5050 � L.L � 36" RCP (PRIVATE)-26.26 LF ® 0.50% --------- 12. ROOF DRAIN CONNECTIONS TO BE COORDINATED WITH FINAL ARCHITECTURAL PLANS. 48" RCP -- - - 100-YR 5045 5045 # Date Issue l Description In it. STA: 11+50.44 - - - • - . 721y= HDPE - \\ I STA: 11+92.18 �` .24 RCP (PRIVATE)-79.29 LF 0 NV= 5040.91 ` _ 0.63% 5040 ' 15" HDPE - - \ . - - 24" RCP (PRIVATE)-215.49 LF 0 0.50% _ i . - 36" RCP (PRIVATE)-118.30 LF 0 0.50% 5040 i -' - ' - 36" RCP (PRIVATE)-118.90 LF 00.50% - \ 42" RCP (PRIVATE)-76.44 LF - 42" RCP (PRIVATE)-141.79 LF 0.50% ______-__ _ STA: 19+07.76 34" X 53" HE-RCP 0 0.50% NV= 5037.68 1 5035 (PRIVATE)-52.48 LF 10" ADS HP 0.50% 5035 3 a` ICj a E N 5030 5030 o ^ _ Y M to N � t CO sF ° I' ^ip •--..--.t0 A ^N") _e ^ F �• N Z Z ~I rn Z I+Oj O I� to O M N Z J N O Z N Z O Z y �, o o ¢^ ¢^ ¢^ > Project No: GNK000010 e..i O-._. O O-v O-.� o. O- 11 (n N-..-. O- p I I Z g,p fW`i 9 O �v '�. O W g. O I Z Z j v N - _ o �� cn" ,n .NI..3`--' �. o-v 's. o �, 3 0 a c.-v 3 0 �e. v'/ a o X ^M e a M > O > >cD O O) >iA O 1� ¢ O O -O v N O ¢co O �A 7 O O > 1� O c0 ¢ I� ¢ cL1 O O O a0 O O M O O O K) I� p _ M I M^ v O-cD o0 -c0 N -� U-5 -M cC -O a0 - 0 ¢ O �+ I r7 W lf) I n �' U CO M^ U M^ U a0 M^ c0 M. M o0 (�-> Il\ N I� �' -tn 00 -c0 N Oi N � 5025 I v _ v I I M �Cn� 0 0 O�M M O��> `OOR v opNM 0 ^ vU M�07 0 �D U N ri pO M U oo t\ Oi M v U N0)0 0 0^ �U �a00 0 0^ �U Ou)0 0^ �N� 5025 Drawn By: DBC N 'e. O 9 00-vv^ ��M M u'y N Z n O IY t O O Z m�� C7i O O O Z ti")cD t� 1 N Z nLf)t0C! ^ N Z OOO cO t� O +d' II r3 c0 i!") 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Z O N � N�z Z O N � (n�Z Z O V) m V) 0 N 2 NW.Z Z Z_ O � N�Z Z_ Z O ww � o� 1Z1 o II-= w ��zo =W �"'? ? o STA: 20+41.89 F STORM A PLAN AND o =� » w- x ��zzw- x ��zzzw' NV= 5024.43 5020 U � � i �Lb �n � �n�_ _ o � � ��- - 8 PVC 5020 PROFILE 9+50 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 Y Z V r O V E 3 C600 °o U' C7 x mowar 0 1 KEYMAP 1 Gan- - - ------ - --- - -- _ ------ /Q 5265 Ronald Reagan Blvd.,Suite 210 I Johnstown,CO 80534 ) I A-8 970,800.3300 N, _ _- -- <_- \ °' GallowayUS.com jChi` 5 _ - �- I I -sn -F I l � so_ / INLET A-3.6 (PRIVATE) -sn NYLOPLAST DRAIN `\ W/ 15- DOME GRATE \ STA: 32+46.90 \ �` ---- ----------- ----- I 20 / \ N: 1420182.00 / �E: 3117010.37 �� a \ i -- T --------- \ _ (A\ \ II , r- Of AO �` Ile //' \ / 12" PVC (PRIVATE)-45.83 LF 0 3.92% ---- -- --------- -- \ I I r ¢ �� 12" PVC (PRIVATE)-32.87 LF 0 3.92% _ \ \ I ,' i f INLET A'-,').'I PRIVATE NYLOPLAST DRAIN BASIN INLET A-3.5 (PRIVATE) W/ SOLID COVER \ I \ I = NYLOPLAST DRAIN BASIN STA: 30+45.83 / S / W/ 15 DOME GRATE N: 1420107.46 I I ► F I 1 V) QP STA: 32+14.03 E: 3117120.29_,r I r \ \ 1 0 SANITARY 1 l f •` • N: 1420154.68 � � � \ � � SEE SHEET C8.0 12' PVC (PRIVATE)-32.10 LF ® 3.92% I r I' i E: 3116992.09 I I - \ INLET A-8.1 PRIVATE I STMH A-8 (PRIVATE) 1 - NO. 16 VALLEY INLET I 80+00e I MH-ECCENTRIC (6' 0) I LEGEND: / 18" RCP (PRIVATE) - .• \� - STA: 80+17 STA: 80+00.10 \ 9.94 LF ® 2.76% / / ). ____ f 12 PVC PRIVATE 37.22 LF ®3192% I I STM TEE A-3 (PRIVATE) - ___ 1 THESECOPYRIGHT SARE AN INSTRUMENT OF SERVICE \ / { ( ) / I i'- INSERTA TEE \ N: 1419909.56 80+17 N: 1419909.57 l PROPOSED 8"WATER MAIN III AND ARE THE PROPERTY OF GALLOWAY,AND MAY INLET A-3.4 (PRIVATE) 12 PVC (PRIVATE) STA: 30+00 - - - 41 E: 3117393.90 E 3117 0.80 t \ \ kr _ Il NOT BE DUPLICATED,DISCLOSED,OR REPRODUCED O9 9 INLET A-2.1 PRIVATE ,' ----i �,, NYLOPLAST DRAIN BASIN, 19.74 LF ® 4.12% -I' N: 1420108.12 \ EXISTING WATER MAIN \N - -- STMH A-2 (PRIVATE)' \ ( ) I E: 3117166.12 \ \ WITHOUT THE WRITTEN CONSENT OF GALLOWAY. \ ` _ - 4 - NO. 16 COMBO INLETS ' W/ 15- DOME GRATE \ I \ I PROPOSED SANITARY SEWER 8"SS COPYRIGHTS AND INFRINGEMENTS WILL BE MH-ECCENTRIC (T 0) \ I -__-__. _ \ --- -- \ --- - -- I \ STA: 20+09.94 -- -- - STA: 31+76.81 EXISTING SANITARY SEWER SS ENFORCED AND PROSECUTED. STA: 20+00 \ \ N: 1420125.91 - I ,SANITARY 1 - - 1 N: 1420128.68 __ U E -71 N: 1420126.18 \ _ - SEE SHEET C8.0. \ \ l EXISTING FIRE HYDRANT E: 3117175.79 - - j E: 311701172 � I�, i � � � � I I i� E 3117165.86 - � 1 \ PROPOSED FIRE HYDRANT - _ \ � - - --_ - � _ - � s' INLET A-3.3 PRIVATE NYLOPLAST DRAIN BASIN I a' \ - --- -------- \ 1 PROPOSED STORM SEWER W/ SOLID COVER ` - INLET A-3.2 (PRIVATE) - \ I I EXISTING STORM SEWER STA: 31+08.24 i / NYLOPLAST DRAIN BASIN _ \ I' I EXISTING IRRIGATION IRR ' N:\ 1420080.77 W/ SOLID COVER � / - E. 3117067.79• EXISTING UNDERGROUND TELEPHONE UT STA: 30+77.93 ��� ---- ------ -- ---- -- - ' \ `' N: 1420084.50 1 EXISTING UNDERGROUND ELECTRIC UE i \ I 12" PVC (PRIVATE)-30.31 LF ® 4.12% �� � E 17097.87 EXISTING FIBER OPTIC FO- � 31 EXISTING GAS G PROPOSED CURB AND GUTTER ' - - / / \ �`A I ( I A PROPERTY BOUNDARY PROPOSED RIGHT-OF-WAY PROPOSED LOTLINE EASEMENT LINE \ 1\ \ \ 1 \\ I I 1 PROPOSED STORM INLET \ 1 \ \ \ \ f I EXISTING STORM INLET \ \\ I I PROPOSED MANHOLE OO O \ \ � i I EXISTING MANHOLE ®�O NOTES: Vx 1. THE SIZE,TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS.IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW 0 10 20 50 0 10 20 50 0 10 20 50 CONSTRUCTION,THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND �� UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN UNDERGROUND UTILITIES. '^ SCALE:1"=50' SCALE:1"=50' SCALE:1"=50' 2. ALL WATER AND SEWER CONSTRUCTION SHALL BE PER FORT COLLINS LOVELAND WATER DISTRICT AND z SOUTH FORT COLLINS SANITATION DISTRICT STANDARD CONSTRUCTION SPECIFICATIONS LATEST EDITION. 3. ALL WATER FITTINGS AND VALVES ARE ONLY GRAPHICALLY REPRESENTED AND ARE NOT TO SCALE. T_ 4. UTILITY SERVICES ARE SHOWN IN A SCHEMATIC FASHION ONLY.EXACT LOCATIONS SHALL BE PER THE Z REQUIREMENTS OF THE RESPECTIVE UTILITY PROVIDERS,AND ARE SUBJECT TO CHANGE IN THE FIELD. 5. MAINTAIN 10'HORIZONTAL AND 18"VERTICAL MINIMUM SEPARATION BETWEEN ALL SANITARY SEWER U_ MAINS,STORM SEWER MAINS,WATER MAINS&SERVICES. 1 STORM A-2 STA: 20+00.00 to 20+10.85 STORM A-3 STA: 30+00.00 to 32+46.90 STORM A-8 STA: 80+00.00 t0 80+17.00 6. CONFIRM EXISTING SANITARY SEWER INVERT IN THE FIELD.IF IT DOESN'T MATCH THE ASSUMED J SCALE: H: 1"=50' V: 1"=5' SCALE: H: 1"=50' V. 1"=5' SCALE: H: 1"=50' V: 1"=5' INVERT,CONTACT THE DESIGN ENGINEER. 7. CONFIRM EXISTING STORM SEWER INVERT IN THE FIELD.IF IT DOESN'T MATCH THE ASSUMED INVERT, J O CONTACT THE DESIGN ENGINEER. 8. CONFIRM HORIZONTAL LOCATION OF WATER TO EXISTING LOCATIONS PRIOR TO CONSTRUCTION. U EXISTING CONTACT DESIGN ENGINEER WITH ANY DISCREPANCIES. O z --- GROUND J / \ 9. MINIMUM SEWER SLOPE IS 1.04%(g'/1')FOR 6"DIAMETER AND 2.08%(4'/V)FOR 4"DIAMETER. 5055 5055 5055 � 5055 5055 5055 0 � J PROPOSED 10. CONTRACTOR TO COORDINATE GAS,ELECTRIC AND TELEPHONE CABLE SERVICES. O GRADE 11. THE PLUMBING CONTRACTOR SHALL TERMINATE UTILITY LATERALS 5'OUTSIDE OF BUILDING UNLESS B�UnJ J U OTHERWISE NOTED.EXACT LOCATIONS(HORIZONTAL AND VERTICAL)OF ALL UTILITY CONNECTIONS V Q I- 1 INTO THE PROPOSED BUILDING SHALL BE COORDINATED WITH THE APPROVED ARCHITECTURAL Q z ry \ DRAWINGS. 5050 5050 5050 '� 5050 5050 5050 � LL � 12" PVC (PRIVATE) \\ PROPOSED 12. ROOF DRAIN CONNECTIONS TO BE COORDINATED WITH FINAL ARCHITECTURAL PLANS. 37.22 LF @ 3.92% GRADE 18" RCP (PRIVATE) PROPOSED - \ 11 16.90 LF @ 2.76% GRADE - 12" PVC (PRIVATE)-17.85 LF @ 4.12% )� \ 5045 1 5045 5045 12" PVC (PRIVATE)-30.99 LF 0 4.12% 5045 5045 5045 # Date Issue I Description In it. IL p,l l 100-YR 12" PVC (PRIVATE) HGL 12 PVC (PRIVATE)-19.74 LF ® 4.12%• HGL 32.87 LF ® 3.92% -12" PVC (PRIVATE) - 30.31 LF @ 4.12% EXISTING 100-YR 12" PVC (PRIVATE) GROUND 5040 HGL 5040 5040 N N 32.10 LF ® 3.92% 5040 5040 5040 m i - 12" PVC (PRIVATE) 18" RCP (PRIVATE) ¢ o-z 45.83 LF 0 3.92% 9.94 LF ® 2.76% o o_uo N - EXISTING N N GROUND ¢ oo U?o r) o_.¢ N ��) � o +�� II �.m 1_ w �} � P3 II II-z C:, z 5035 5035 5035 M Z N e II Z -� o-o 50351 5035 5035 - �j> 0 fn N 3 WQ Z Z - 00-M �- N O C "'. O d O II 4. ~ =O II STA: 80+10.10 �„ N j > STA: 30+10 N V= 5028.61 N �' N W z z o INV= 5032.0 00 EL. 8" PVC N 5030 5030 5030 1 8" PVC 5030 5030 v 5030 U -� O I`7 � O-Oi cZ7 a ro � N N a CV c^ [V a =N ^.-.M-> 0 0 c0 ^^tp _ aII _ I N z °N I _z N 2 ^ M co O M z- v __z 3-z N W N W -z I- N w in r w 'n I i z s. vv � o v) v-^N I N- to N -3 w_ ¢ o- I z �¢ 0-3 ¢ I I I C:)C s o N Project No: GNK000010 ¢ O �¢ o_ -�¢ o-w.� �m o zv �m o_z _¢m c - ¢m o_�ep. > �3 ¢ 00U>1Is II- o-� ) m 00=^ 00 > O-tp ¢m O m 4,I v^ > ¢ 0-��-� O .� O_ o Z _ II F--> a0 00 r o O ri , -� Z ¢Z ~ O- O--Z �' O-� a0 -�- - �• O �. O H d-¢co O-M o0 1� > ¢ O- -� ¢ �- 1+') �Z d.' O Z N C» ¢ I� O-O J I ¢�j 5025 - �M M HMO 5025 5025 ¢ � o- - ¢ " -- -� -�� "'- �,_ �� �o^ "'_ o "'- 5025 5025 z z " °° 0 5025 O M ^ d- I.7 p O)N O O O�O O �,r7 O) O O - fn d'- 0-v- r• O fY o 0 0 of r7 0) o- ri w oo,n o- cu o co 0 o r7 ,n M r� o`�o o `n o raven y: DBC �..cV O w 01 p W 0 O- O a0 t!') M O O O N O ^n�•`� O U u-)O O I O- 0 0 O I�itJ tf] a N W +dam- t1") II T + cG O: I�0 u") �� cD O �_M U OD O H U r C7i O M H d• ¢ O n u7 � 00 Z II F- Cn N'j O r�Ou•) �- O"� M V1 m ¢ U 00 II II ~ I oo riN O `�o �-jH O �O,n v� ,n II � '�N n II N o +� II � I o +C> II � }r7 II I w +o � U WN,nZZo Iz�l NNo I OM�� II¢�� Nop II d¢�oMvoi = II.¢� __J C) ~ ^¢� = Doll ~ ¢J � oop ZD W Doll II i- ¢Uo II II Checked By: JEP _ ¢ o 1 I I o I I r•.')in m I I r7,n m II M N c II W ao`n Z Z =O I I � i� O m � r•��nZ � II~,� � IIZO mOM�zp �~O � II� 0 ��,~jOOQIIZO �� ¢ IIZZOa = ¢�» > m �_H p to ww o I-o ���yyJ, w JJ �wJ JJ ¢ a J} j j j j j - w Date: 08.16.2023 �J ¢�> > dJ ��> > W-JH�> H � -zzwZz3cn�?? o ?z3v>�zzp?z3v)wzzo-z3cn�-- ou) o- N o � N STORM A-2 A-3 A-8 PLAN � ^ , �' Mu") � 5020 AND PROFILE 5020 5020 5020L 5020 5020 19+50 20+00 20+50 33+00 32+00 31+00 30+00 29+50 81+00 80+00 79+50 Y Z V r O V E 3 C601 °o U' C7 mill I IJ _ ----------- KEYMAP a owa i ----- --�-- •• __�_ �� \� � I 5265 Ronald Reagan Blvd.,Suite 210 ♦♦ \ ♦♦♦ j I A-9 Johnstown,CO 80534 y I \/� ��� \ \ \ I\� ♦♦♦ \� ♦�� \ u 970,800.3300 ,� ` \ - I \ I I \ ♦' I A-10 GallowayUS.com Qk-AN ®_ m \`� ---- ------------ O � ` si ♦ ♦ �\ I A J V n ------ --- -- - -- -- I I In I v INLET A-10.1 (PRIVATE) \ I \ - - ♦ 2 - NO. 16 COMBO INLETS I v \ STA: 100+51.93 I \ \\\ INLETA-9.3/(PRIVA 1 \ I \ o I \♦` ` ______-`-_i:J N: 1419764.39 I I \ II LEGEND: COPYRIGHT �) 92� 12" PVC (PRIVATE)-37.09 LF ®1.98% \ 18" RCP (PRIVATE)-51.85 LF 2.76% I STMH C-9 (PRIVATE) r ♦ ♦ = E: 3117358.94 APWA-CIRCULAR INLET (1' 0) 84.)jr�j� \ MH E CENTRIC (6 0) __ _ I STA: 90+00 _ j ♦♦ \ THESE PLANS ARE AN INSTRUMENT OF SERVICE N: 1419883.31 N ♦ -W I I PROPOSED 8"WATER MAIN IMF AND ARE THE PROPERTY OF GALLOWAY,AND MAY N: 1419897..30 1 92 00 91_i QQ 7I 90 E. 3117410.81 \ ¢ I -- _____=====L==- -- ------ --- I \ STMH A-10 (PRIVATE) I EXISTING WATER MAIN W NOT BE DUPLICATED,DISCLOSED,OR REPRODUCED \ E: 3117132.66 - \ \ 18" RCP (PRIVATE)-191.87 LF ® 2.76% \ \ I \ `" I 101 00 \ I 1 00+00 \ MH-ECCENTRIC (6 0) I PROPOSED SANITARY SEWER 8"SS WITHOUT THE WRITTEN CONSENT OF GALLOWAY. U U E I 00 - ------- ----=-- --- \ I r \ STA: 100+00 COPYRIGHTS AND INFRINGEMENTS WILL BE - -� - I � ® I 1 2+48.85 102+1g RCP (PRIVATE)-196.88 LF ® 2.00% N: 1419764.42 � EXISTING SANITARY SEWER SS ENFORCED AND PROSECUTED. SANITARY 1 I ► INLET A-9.1 (PRIVATE) = -SEE SHEET C8.0 EXISTING FIRE HYDRANT j INLET A-9.2 (PRIVATE) 1 - NO. 16 COMBO INLET I I - E: 3117410.87 ti ► 1 - N0. 16 COMBO INLET _ _ STA: 90+51.85 24" RCP (PRIVATE)-51.93 LF ® 1.96% I I PROPOSED FIRE HYDRANT STA: 92+44.03 \ E: 1 19883.28 i, j INLET A-10.2 (PRIVATE) I i I I PROPOSED STORM SEWER --�---T- N: 14198 N: 1419885.46 I I 1 - NO. 16 COMBO INLET 1 \ I w \ EXISTING STORM SEWER � I I E: 3117167.09 SANITARY 1 I I I NT 1419760.46 3 � I ( l I ♦ 1 \\ SEE SHEET C8.0 I I E: 1 19 60.4 � I � � EXISTING IRRIGATION IRR I -_-- ____1__ \ II i I I EXISTING UNDERGROUND TELEPHONE UT I I EXISTING UNDERGROUND ELECTRIC UE W - -' I I j I I EXISTING FIBER OPTIC FCC --- ------ -- � I -=�----------�-- !' -_ _ I I \ � I - I I � EXISTING GAS G PROPOSED CURB AND GUTTER - - \ I I n cam--n _ \ I I I PROPERTY BOUNDARY ■ ■ ■ ■ ■ ■ ■ ■ ■I o I I I F I' =m PROPOSED RIGHT-OF-WAY _ Iw PROPOSED LOTLINE I ' EASEMENT LINE - - I PROPOSED STORM INLET EXISTING STORM INLET Y PROPOSED MANHOLE OO I I I EXISTING MANHOLE - - ® ® NOTES: 1. THE SIZE,TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS.IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW 0 10 20 50 0 10 20 50 CONSTRUCTION,THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN UNDERGROUND UTILITIES. '^ SCALE:1"=50' SCALE:1"=50' 2. ALL WATER AND SEWER CONSTRUCTION SHALL BE PER FORT COLLINS LOVELAND WATER DISTRICT AND z SOUTH FORT COLLINS SANITATION DISTRICT STANDARD CONSTRUCTION SPECIFICATIONS LATEST EDITION. 3. ALL WATER FITTINGS AND VALVES ARE ONLY GRAPHICALLY REPRESENTED AND ARE NOT TO SCALE. T_ 4. UTILITY SERVICES ARE SHOWN IN A SCHEMATIC FASHION ONLY.EXACT LOCATIONS SHALL BE PER THE Z REQUIREMENTS OF THE RESPECTIVE UTILITY PROVIDERS,AND ARE SUBJECT TO CHANGE IN THE FIELD. 5. MAINTAIN 10'HORIZONTAL AND 18"VERTICAL MINIMUM SEPARATION BETWEEN ALL SANITARY SEWER U_ MAINS,STORM SEWER MAINS,WATER MAINS&SERVICES. 1 STORM A-9 STA: 90+00.00 to 92+80.13 STORM A-10 STA: 100+00.00 to 102+44.86 6. CONFIRM EXISTING SANITARY SEWER INVERT IN THE FIELD.IF IT DOESN'T MATCH THE ASSUMED J " INVERT,CONTACT THE DESIGN ENGINEER. SCALE: H: 1 =50 V: 1 =5 SCALE: H: 1 =50 V: 1 =5 J 7. CONFIRM EXISTING STORM SEWER INVERT IN THE FIELD.IF IT DOESN'T MATCH THE ASSUMED INVERT, J O CONTACT THE DESIGN ENGINEER. 8. CONFIRM HORIZONTAL LOCATION OF WATER TO EXISTING LOCATIONS PRIOR TO CONSTRUCTION. U CONTACT DESIGN ENGINEER WITH ANY DISCREPANCIES. O �_ z 5060 5060 5060 5060 9. MINIMUM SEWER SLOPE IS 1.04%(g'/1')FOR 6"DIAMETER AND 2.08%(4'/1')FOR 4"DIAMETER. O J 10. CONTRACTOR TO COORDINATE GAS,ELECTRIC AND TELEPHONE CABLE SERVICES. O _ EXISTING EXISTING 11. THE PLUMBING CONTRACTOR SHALL TERMINATE UTILITY LATERALS 5'OUTSIDE OF BUILDING UNLESS a�wnn J U GROUND GROUND OTHERWISE NOTED.EXACT LOCATIONS(HORIZONTAL AND VERTICAL)OF ALL UTILITY CONNECTIONS V I- INTO THE PROPOSED BUILDING SHALL BE COORDINATED WITH THE APPROVED ARCHITECTURAL Q z DRAWINGS. 5055 5055 5055 5055 � LL O� 12. ROOF DRAIN CONNECTIONS TO BE COORDINATED WITH FINAL ARCHITECTURAL PLANS. PROPOSED GRADE PROPOSED IF GRADE 5050 5050 5050 5050 # Date Issue I Description Init. 100-YR 504512" PVC (PRIVATE]-37.09 LF ® 1ss% 18" 100-YR 5045 5045 _ "GL 5045 RCP(pR/Vq HGL 1918j -rm -2 769,' N - " 24» CP 588R VA jF 51.93 (®RI969,) - 5040 s 0 2 69) 5040 5040 18 RCP (PRIVATE)-196.88 LF 0 2.00% 5040 3 - 6 a E N 5035 5035 5035 5035 z N_ ^00 • 00 N a c0- I _ N I _ � � -to00 J- -4 E 2 MNM �' .NI..31.v STA: 90+10 > `"-,n > 00-3 N ¢ o-��o M ¢ o - - ,r, _ Project No: GNK000010 -�-� o=�co ¢ cD o- 'n NV= 5028.46 d �' a ,�_o o co o_,� uo> aMd STA: 100+10.01 1 g v¢ v C2, 16 >-)oo- N oo rn C v od 0i 10 NV= 5027.79 ' oo o rn o 8" PVC cu 00 (o o r7 ri cn Drawn B DBC 5030 �, o M N `� _ �- �'- � "' 5030 5030 °° - °°^ 5030 o n ^ cc ,n n Y U DD.- d-�� �O ENO O �O }^� Z -I-�, s & of +�� Ki� +n� Sri + ,n II ^ rn w +�,n ,n II ai I N�� 'n - - ---i oo � i o00 o III oN8 8" PVC rn�0 � rn�z C. I�I mU) II O II ¢ w o(DI� II II O II duo-» II ¢ ��nZ = U ��z z cf) . Checkedy: JEP z z II o � W II � � - o ��> ,,�,� I ��> > ,,�, `J` I ¢m> > d cl ¢�> > > `J I a�> J I ;f z I ¢�z z z = z z z zz �- w = �- w z ~-zw z N�_ _ o N � NE_ _ _ o Date: 08.16.2023 Q V10=- �- Nam_ - Z5i _- � _ -. _ (n�Z Z � to �IV70_.Z Z Z p - (n�- � �, M 1�,q- STORM A-9, A-10 PLAN AND C71li) L('j et TIn Qj .lnI� F O LO O � O � O O � O O O 8 O O O 5025- U �� � �.� 5025 5025- :� �) � U 5025 PROFILE 93+50 93+00 92+00 91+00 90+00 89+50 103+00 102+00 101+00 100+00 99+50 Y Z V r O V E 3 C602 °o V' C7 x ii ON KEYMAP a owa t 5265 Ronald Reagan Blvd.,Suite 210 Johnstown,C080534 I c \ o � u 970,800.3300 II A-11 GallowayUS.com I mA-11.1 IIZ -- - - - - - - - - - - - - - -I - - - _ y i � I I I INLET A-11.4 (PRIVATE) 1 2 - NO. 16 COMBO INLETS a I STA: 112+89.14 - / N: 1419661.30 STM TEE A-11.2 (PRIVATE) I II E: 3117122.36 STMH A-11.3 (PRIVATE) INSERTA TEE / MH-ECCENTRIC (4' 0) STA: 110+55.24 24" RCP (PRIVATE)-38.23 LF ®0.407o / i I STA: 111+08.86 N: 1419646.12 I - 1 n INLET A-11.5 (PRIVATE)I I I N: 1419646.13_ E; 3117355.62 I � I "-` _ ------ `` ----- ----- - ----- � 1 � f LEGEND: 4 - NO. 16 COMBO INLETS�113+11 14113+00 I E: 3117302.06 j __ I / STA: 113+26.141_- 112 00 I I STMH A-11 (PRIVATE) I 9 10+nc cn I COPYRIGHT N: 1419+26.14 I I 110+00 I / 10+00 THESE PLANS ARE AN INSTRUMENT OF SERVICE 11 00 MH-ECCENTRIC (6 0) INLET A-11.2-1 (PRIVATE) ti E: 3117085.36 I STORM B _ STA: 110+00 I I NYOPLAST DRAIN BASIN I I� I PROPOSED 8"WATER MAIN ICI AND ARE THE PROPERTY OF GALLOWAY,AND MAY WATER 1 SEE SHEET C6.6 I N: 1419646.11 I, W/ 15" DOMED GRATE I t I EXISTING WATER MAIN W NOT BE DUPLICATED,DISCLOSED,OR REPRODUCED , SEE SHEET C5.2 I - - w E: 3117410.86 I I _ I i \ I WITHOUT THE WRITTEN CONSENT OF GALLOWAY. STA: 10+05.52 STM TEE A-11.2 PRIVATE I t I PROPOSED SANITARY SEWER 8"SS ' 18" RCP (PRIVATE)-37.00 LF 0 1.74% 1 24" RCP (PRIVATE)-53.62 LF ® 0.40% J I lu I I I N: 1419651.64 (PRIVATE) \ I COPYRIGHTS AND INFRINGEMENTS WILL BE SANITARY 1 i I INSERTA TEE / E: 3117355.62 I EXISTING SANITARY SEWER SS ENFORCED AND PROSECUTED. SEE SHEET C8.0 I I STA: 10+00 t � t 15" PVC (PRIVATE)-5.52 LF 05.007 N: 1419646.12 �� \ 1' EXISTING FIRE HYDRANT - INLET A-11.1 (PRIVATE) I I I I. i E: 3117355.62 I i I PROPOSED FIRE HYDRANT 2 - NO. 16 VALLEY INLETS I I I \ / I 24" RCP (PRIVATE)-180.28 LF ® 0.40% STA: 110+17 PROPOSED STORM SEWER --------- --- -- - w , - N: 1419646.12 7I I I I I j II I EXISTING STORM SEWER E: 3117393.86 EXISTING IRRIGATION IRR J I I I I , ,- I EXISTING UNDERGROUND TELEPHONE UT EXISTING UNDERGROUND ELECTRIC UE E 30" RCP (PRIVATE)-17.00 LF 0 0.50% I It I I 1 EXISTING FIBER OPTIC FO- L .J- ---------------- --- ------- ----� - J, I I i � II III \ EXISTING GAS G SS SS / �� I I t 1 \ It I' t PROPOSED CURB AND GUTTER - - 1 CASTLE VIEW DR ,'/ � ,� � � - '_ � � --'- � _ I I I I + - \ �r I t I __ _ PROPERTY BOUNDARY I I I ---------/-- - I I I II PROPOSED RIGHT-OF-WAY I- / I PROPOSED LOTLI NE _ ------- - - I EASEMENT LINE - - i > PROPOSED STORM INLET I I r7 � 1 EXISTING STORM INLET PROPOSED MANHOLE OO / I L--- - - - - --=�-- ---r - EXISTING MANHOLE ®�O ® NOTES: ® 1. THE SIZE,TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS.IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW 0 10 20 50 0 10 20 50 CONSTRUCTION,THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND 01 UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN UNDERGROUND UTILITIES. '^ SCALE:1"=50' SCALE:1"=50' 2. ALL WATER AND SEWER CONSTRUCTION SHALL BE PER FORT COLLINS LOVELAND WATER DISTRICT AND z SOUTH FORT COLLINS SANITATION DISTRICT STANDARD CONSTRUCTION SPECIFICATIONS LATEST EDITION. 3. ALL WATER FITTINGS AND VALVES ARE ONLY GRAPHICALLY REPRESENTED AND ARE NOT TO SCALE. T- 4. UTILITY SERVICES ARE SHOWN IN A SCHEMATIC FASHION ONLY.EXACT LOCATIONS SHALL BE PER THE Z REQUIREMENTS OF THE RESPECTIVE UTILITY PROVIDERS,AND ARE SUBJECT TO CHANGE IN THE FIELD. 5. MAINTAIN 10'HORIZONTAL AND 18"VERTICAL MINIMUM SEPARATION BETWEEN ALL SANITARY SEWER U- MAINS,STORM SEWER MAINS,WATER MAINS&SERVICES. 1 STORM A-11 STA: 110+00.00 to 113+26.70 STORM A-11.1 STA: 100+00.00 to 102+44.86 6. CONFIRM EXISTING SANITARY SEWER INVERT IN THE FIELD.IF IT DOESN'T MATCH THE ASSUMED � ) z SCALE: H: 1"=50' V: 1"=5' SCALE: H: 1"=50' V: 1"=5' INVERT,CONTACT THE DESIGN ENGINEER. v-J 7. CONFIRM EXISTING STORM SEWER INVERT IN THE FIELD.IF IT DOESN'T MATCH THE ASSUMED INVERT, J p CONTACT THE DESIGN ENGINEER. 8. CONFIRM HORIZONTAL LOCATION OF WATER TO EXISTING LOCATIONS PRIOR TO CONSTRUCTION. U CONTACT DESIGN ENGINEER WITH ANY DISCREPANCIES. p �_ z 5060 5060 5060 5060 9. MINIMUM SEWER SLOPE IS 1.04%(g'/1')FOR 6"DIAMETER AND 2.08%(4'/1')FOR 4"DIAMETER. p J _ ___ _ 10. CONTRACTOR TO COORDINATE GAS,ELECTRIC AND TELEPHONE CABLE SERVICES. ::D p \\ 11. THE PLUMBING CONTRACTOR SHALL TERMINATE UTILITY LATERALS 5'OUTSIDE OF BUILDING UNLESS w J 0 OTHERWISE NOTED.EXACT LOCATIONS(HORIZONTAL AND VERTICAL)OF ALL UTILITY CONNECTIONS 0 EXISTING INTO THE PROPOSED BUILDING SHALL BE COORDINATED WITH THE APPROVED ARCHITECTURAL Q z ry 5055 �, GROUND 5055 5055 5055 DRAWINGS. p N � 12. ROOF DRAIN CONNECTIONS TO BE COORDINATED WITH FINAL ARCHITECTURAL PLANS. L.L EXISTING GROUND PROPOSED 5050 GRADE - 50501 5050 5050 p # Date Issue I Description Init. -001 STA: 113+02.65 24" RCP (PRIVATE)-53.62 LF 0 .40% \ NV= 5044.27 24" RCP (PRIVATE)-38.23 LF 0 0.40% PROPOSED _ 18" RCP 100HGGLL 100-YR GRADE - 18" RCP (PRIVATE) - - _ _ 30" RCP (PRIVATE)-17.00 LF 0 0.5Q = HGL - 5045 37.00 LF 0 1.747. - 5045 5045 5045 N 15" PVC (PRIVATE) mm- _ 5.52 LF 0 5.00% 24" RCP (PRIVATE) 180.28 LF wmzzzzzzmm z 5040 00.40% 5040 5040 5040 - 3 STA: 113+17.62 INV= 5039.0 E 8" PVC N 5035 5035 5035 5035 U Y ^ i i--.•-•c0. .Of iCJ a0 I N I ¢ N I N I N M I ¢ N I ¢Z o k o i� k o I � ? o- I i�-. I !:2, >� k -Cn o 0-3 -¢ 3 Of 0-3 v ¢ ¢ o- yo-vim > o- rn v o- ^ > o-.r.M-> '� o rn o-M O vZ W o-;:h5. Project No: GNK000010 o L ^-� d -p O a_ `p'-� m N �-r Oi-.m -Ln M-� O-cD C, M cV 0 M N C-, M U pj pj N T I O U lf? co O L d Oi tD r7 U O LO 7 M Lr ^r7 MJ cD `-' O 000 M M O) o. N N'on_rn Drawn By: DBC 5030 _ "' N - - '� C3- _ 5030 _ +� ��� Z ^� N +N� �;� Z +DLO 5030 �N� o -�� 5030 a I MOH j NO O- j W +� W O� FII I + �. I U 00 ~ W 00 �- �- I (� O O+O~ �'. m ¢ ��=O II ¢ Hinz II- ¢ V ��z = II =`nz z =O_.¢ ^�Z II._¢ V -�z z =O II LW =`nz z p II ¢J ��� II Checked By: JEP laja w lall � � = Wau o � all w Ia11 0m way» > � STA: 110+10.03 ¢ » > � J� � > � ? CnE? o z z w _ ~�z z w ~�z z z=z ��z z w- N�z z z o ti ��z z z o-zz 3 cn�? o Date: 08.16.2023 Nm- - O fn � fnE- - m rn rn�- - --- NE- - � NV= 5026.76 v o N va d o 1 ao I" PVC of - o � o STORM A-11 , A-11.1 PLAN o � - o � o C) � � � � Q, 5025 AND PROFILE L 5025 5025�-ICJ �-;� �.�LJ �-lu-)-�,, �16 � -� o -� 114+00 113+00 112+00 111+00 110+00 109+50 9+50 10+00 11+00 Y Z V r O V Y 3 °o C603 V' C7 x ii ON , KEYMAP a owa A-13 A-18 5265 Ronald Reagan Blvd.,Suite 210 Johnstown,CO 80534 970,800.3300 - / < • • . � I •. _�- \ ,:. � I m Gallow y S.com . � a U si V 18" HDPE (PRIVATE)-30.92 LF 0 2.50% STM FES A-18.1 PRIVATE 36" FES W/ SCOUR STOP �, \ �g TRANSITION MAT I 18" HDPE (PRIVATE)-30.55 LF 0 1.32% �� j (''O STA: 180+00 I � V N: 1420237.80 I � CONNECTION A-14 (PRIVATE) ]40+ I E: 3117378.92 I / \ CONNEC11ON TO STORMTEC SYSTEM INLET A-14.1 (PRIVATE) \\ j INLET A-13.2 (PRIVATE CONNECTION A-13.1 (PRIVATE) I �� 130�00 CONNECTION TO STORMTEC SYSTEM STA: 140+00 CDOT-TYPE 13 COMBO INLET (SINGLE) I LEGEND: 18 00 I c� 1 - NO. 16 COMBO INLET `� STA: 130+00 N: 1420252.93 ] STA: 140+30.92 I COPYRIGHT i PRIVATE-101.60 LF 0.95% I STA: 1420222.46 �3�13 •5 i I �, E: 3117265.41 , }30 92 N: 1420246.08 THESE PLANS ARE AN INSTRUMENT OF SERVICE 181+00 I 130,30.55, N: 1420225.28 ! E: 3117295.56 � '36" HDPE ( ) I i �E: 3117200.83 � i I PROPOSED 8"WATER MAIN III AND ARE THE PROPERTY OF GALLOWAY,AND MAY i I E: 3117170.41 i \\�s ` ��� I \ \\�s ` ��♦ I EXISTING WATER MAIN W NOT BE DUPLICATED DISCLOSED,OR REPRODUCED I i I PROPOSED SANITARY SEWER 8"SS WITHOUT THE WRITTEN CONSENT OF GALLOWAY. i 18 i i i i COPYRIGHTS AND INFRINGEMENTS WILL BE EXISTING SANITARY SEWER SS ENFORCED AND PROSECUTED. / \ EXISTING FIRE HYDRANT i \ I \ STMH A-18.2 (PRIVATE) \ I \ I \ I \ PROPOSED FIRE HYDRANT MH-ECCENTRIC (6' 0) �� 1 /\ � If �I i F ,,® \ \ �� ` \ I STA: 181+01 C I I \ PROPOSED STORM SEWER CONNECTION A-0 (PRIVATE) /\ N: 1420236.02 I t I \ EXISTING STORM SEWER- /I � I I 1 q MH-RECT. FLAT TOP (10' X 10') E: 3117277.34 I I I W/ CONCRETE OVERFLOW WEIR EXISTING IRRIGATION IRR WEIR ELEVATION = 5036.43 I j I - - - I - 1 \ � \ `__� - � !� I I I T \ EXISTING UNDERGROUND TELEPHONE UT STA: 181+80.54 \ j I I r - �- - _ I I j _ _ _ / I UEN: 1420201.73 EXISTING UNDERGROUND ELECTRIC E. 3117220.12 EXISTING FIBER OPTIC FO- 36" HDPE (PRIVATE)-17.51 LF 0 0.60% 'I - _ - _ 1 - - - - - - - I EXISTING GAS G �L.STMH A-18.3 (PRIVATE) - _ - - I �� - \ \ j - -- - _ I PROPOSED CURB AND GUTTER - - MH-ECCENTRIC (6' 0) - STA: 181+63.03 PROPERTY BOUNDARY \ _ \ I \ N: 1420191.88 � ) I � �. � � \ � _ \ C ' E: 3117234.61 T PROPOSED RIGHT-OF-WAY .I 'LI-tom \ 2r\ PROPOSED LOTLINE 36" HDPE (PRIVATE)-61.43 LF ® 0.66% \ - i 1- - - ----- ---- -_ � I \ / � � ♦\ -- - I � /., ✓ \ � _ _ � � -_ � I EASEMENT LINE PROPOSED STORM INLET EXISTING STORM INLET �� --L- ----------- PROPOSED MANHOLE OO - _ - ` Ste_ - ------ ----- ® i I 1\ � a�;\-- ------1 T --------- -\ ®\ \ ' \\\\`� _ \` ----- ---------- ----- I 1 EXISTING MANHOLE --- ----- _ ®�O ® ® ® NOTES: 1. THE SIZE,TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN N NSHOWN ON THESE DRAWINGS.IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW 0 10 20 CONSTRUCTION,THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND 50 0 10 20 50 0 10 20 50 -� UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN UNDERGROUND UTILITIES. '^ SCALE:1"=50' SCALE:1"=50' SCALE:1"=50' 2. ALL WATER AND SEWER CONSTRUCTION SHALL BE PER FORT COLLINS LOVELAND WATER DISTRICT AND z SOUTH FORT COLLINS SANITATION DISTRICT STANDARD CONSTRUCTION SPECIFICATIONS LATEST EDITION. 3. ALL WATER FITTINGS AND VALVES ARE ONLY GRAPHICALLY REPRESENTED AND ARE NOT TO SCALE. T- 4. UTILITY SERVICES ARE SHOWN IN A SCHEMATIC FASHION ONLY.EXACT LOCATIONS SHALL BE PER THE Z REQUIREMENTS OF THE RESPECTIVE UTILITY PROVIDERS,AND ARE SUBJECT TO CHANGE IN THE FIELD. 5. MAINTAIN 10'HORIZONTAL AND 18"VERTICAL MINIMUM SEPARATION BETWEEN ALL SANITARY SEWER U- MAINS,STORM SEWER MAINS,WATER MAINS&SERVICES. 1 STORM A-18 STA: 180+00.00 to 181+80.28 STORM A-13 STA: 130+00.00 to 130+13.41 STORM A-14 STA: 140+00.00 t0 140+30.92 6. CONFIRM EXISTING SANITARY SEWER INVERT IN THE FIELD.IF IT DOESN'T MATCH THE ASSUMED J FINVERT,CONTACT THE DESIGN ENGINEER. SCALE: H: 1"=50' V: 1"=5' SCALE: H: 1"=50' V: 1"=5' SCALE: H: 1"=50' V: 1"=5' 7. CONFIRM EXISTING STORM SEWER INVERT IN THE FIELD.IF IT DOESN'T MATCH THE ASSUMED INVERT, J O CONTACT THE DESIGN ENGINEER. PROPOSED GRADE 8. CONFIRM HORIZONTAL LOCATION OF WATER TO EXISTING LOCATIONS PRIOR TO CONSTRUCTION. CONTACT DESIGN ENGINEER WITH ANY DISCREPANCIES. O �_ C 5045 5045 5055 5055 5055 5055 9. MINIMUM SEWER SLOPE IS 1.04%(g'/1')FOR 6"DIAMETER AND 2.08%(4'/1')FOR 4"DIAMETER. O J EXISTING 10. CONTRACTOR TO COORDINATE GAS,ELECTRIC AND TELEPHONE CABLE SERVICES. O GROUND. 11. THE PLUMBING CONTRACTOR SHALL TERMINATE UTILITY LATERALS 5 OUTSIDE OF BUILDING UNLESS B�UnJ J U OTHERWISE NOTED.EXACT LOCATIONS(HORIZONTAL AND VERTICAL)OF ALL UTILITY CONNECTIONS V INTO THE PROPOSED BUILDING SHALL BE COORDINATED WITH THE APPROVED ARCHITECTURAL Q z DRAWINGS. 5040 5040 5050 5050 5050 5050 Of LL LL. 12. ROOF DRAIN CONNECTIONS TO BE COORDINATED WITH FINAL ARCHITECTURAL PLANS. 100-YR PROPOSED HGL GRADE PROPOSED 5035 5035 5045 5045 5045 p GRADE 5045 # Date Issue I Description Init. m TO 36" HDPE (PRIVATE)-17.51 LF 0 0.60% 36" HDPE (PRIVATE)-61.43 LF � 0.60% 18" HDPE (PRIVATE) EXISTING 30.55 LF 0 1.32% GROUND 18" HDPE (PRIVATE) 5030 5030 5040 5040 5040 30.92 LF 0 2.50% 5040 - EXISTING 100-YR GROUND HGL z 5025 50251 5035 5035 5035 5035 36" HDPE (PRI TE)-101.60 LF 0 0.95% a` a N 5020 1 1 50201 5030 - 5030 5030 Z 5030 N X 3 - f0 CO W co M W M '� ¢ prOj �' 10 Ck� 00 Z I o�� ¢ � oz" ¢ soo(3v Ire 3 ¢ Oo-v `_� �v .� o-w amoo-3 ° n o ov'� �`�;� min �"rn vo ov o-o ri o- O-oo o -� Project No: GNK000010 wj II a0 C, ca rn N rn j o a0 � U o F-- O OO .�-. �•'�n N_ .�-. O N^ O O v -Oi O-i17 ¢ p� v N-c0 C ¢ ¢ U' NO MUM N O N N U cD N O --- O'N N 00O O ¢ ONE Z O�MO `'�- OHO Drawn B DBC 5015 �, _ CD o _ o o ; o 0 5015 5025 M M Z o o 5025 5025 0 +,, M o 5025 y U J O r'7 M Lo W M t1') M o-. c0 t17 II �•- - -- - - - O II cn z w w o00 -ao z u °O z Ln 3 +� +o� o +o� �' F o� I w +oi- d O U cm, �� II ¢ w ± II --- ¢ w ± = II w cn O ¢ 0�0 II U o c� II o ° ww O ,-z0 II C-) m5 c.> �z0 ww z O w `nz II z II ¢ I �� II y � c, � I c� oo II ~ I c> - II ~ w oo II M M u w z � �r Checked B JEP z � c� o � = jJ �" = jJ ~ II z II- � z ¢�> a z I ov (n=7= E `J` o ��> w Date: 08.16.2023 fn N Z.Z_�-_ (.!) m (n Z Z � (n M N N�Z � U N d'Z O_ -Z "' Z C-) U Nam- o rN ^N NO N N Q�ONM pN 0o PLAN AND PROFILE�5010� Np STORM A-18, A-13, A-14 zlflo 5020 182+50 182+00 181+00 180+00 179+50 1314 130+00 129+00 139+00 140+00 140+50 Y Z V r O V Y 3 ° C604 U' C7 x ii A; ON 15 KEYMAP a owa \ I - 16 I 0 7-1 5265 Ronald Reagan Blvd.,Suite 210 Johnstown CO 80534 a u o 970.800.3300 00 LJ GallowayUS.com N CD co W D 't'. • \P�G\,��vPR\ES � - _ - �pJ\ \\ S \ \\ LL3 I 9 y OUTFALL A-16.2 (PRIVATE) I 10 POND A OUTFALL STRUCTURE W/ CONCRETE APRON STA: 161+23.73 < I I N: 1420183.14 `DETEN110N POND DEPTH GAUGE- N: 1420186.07 E: 3117405.37 \ FES A-17.1 (PUBLIC) I O I V3 SCOUR STOP TRANSITION MAT g 1/0� I STMH A-17.2 (PUBLIC) / STMH 1-15.1 PRIVATE j / \� - - - STA: 170+00 \ J��� 289J MH-ECCENTRIC (6 0) (PRIVATE) N: 1420061.59 I 0 STA: 170+28.91 LEGEND: / MH-ECCENTRIC (4' 0) I 161+00 ��160+00 \ - � \ STA: 150+47.57 I E: 3117454.29,_ � I � N: 1420051.65 COPYRIGHT A E: 3117481.43 - _N: 1420303.95 FES A-15.2 (PRIVATE) 1613373 18" HDPE (PRIVATE)-123IV, I.73 LF ®0.70% .�\ _ I PROPOSED 8"WATER MAIN III AND ARE THE PROPERTY OF GALLOWAY,AND MAY /j : 3117289.45 �SQA QO 18" FES W/ SCOUR STOPNOT BE DUPLICATED,�� I EXISTING WATER MAIN W WITHOUT THE WRITTEN CONS ENT OF GALLOWAYED ' TRANSITION MAT I � � 48' RCP (PUBLIC)-28.91 LF ® 14.45% STA: 150+00 I I %/ FES A-16.1 (PRIVATE) \ I - COPYRIGHTS AND INFRINGEMENTS WILL BE ----- ----- � PROPOSED SANITARY SEWER 8"SS 18' HDPE PRIVATE-53.37 LF 0 -0.90% N: 1420316.99 - / - ( ) \ I I ` SC FES W/ \ E: 3117335.20 I o \ � I EXISTING SANITARY SEWER SS ENFORCED AND PROSECUTED. - �/ SCOUR STOP TRANSITION MAT-�� 9 % t I I I �` I EXISTING FIRE HYDRANT \ 18" HDPE (PRIVATE)-47.57 LF 020.907 I _ STA: 160+00 N: 1420069.19 _----- --1- �\ \ �� � � PROPOSED FIRE HYDRANT CONNECTION A-15 (PRIVATE) O E: 3117449.42 CONNECTION TO STORMTEC SYSTEM O h I ADS STORMTECH CHAMBER �� I I PROPOSED STORM SEWER STA: 151+00.95 O�� SYSTEM �\ \ I EXISTING STORM SEWER N: 1420265.57 E: 31 \ EXISTING IRRIGATION IRR 17252.36 � I ,� � / - .. � i EXISTING UNDERGROUND TELEPHONE UT EXISTING UNDERGROUND ELECTRIC UE EXISTING FIBER OPTIC FO- �� EXISTING GAS G ADS STORMTECH CHAMBER \ / / / / /_ \ \ I PROPOSED CURB AND GUTTER - - SYSTEM I / / 7 PROPERTY BOUNDARY PROPOSED RIGHT-OF-WAY ' / / \ ® \ PROPOSED LOTLINE / � � � � i � � � � ---- - - - i cn i � I I EASEMENT LINE / moo / / PROPOSED STORM INLET EXISTING STORM INLET PROPOSED MANHOLE - I EXISTING MANHOLE ®�O ® ® NOTES: D1. THE SIZE,TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN N N SHOWN ON THESE DRAWINGS.IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION,THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND 0 10 20 50 0 10 20 50 0 10 20 50 UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN UNDERGROUND UTILITIES. '^ SCALE:1"=50' SCALE:1"=50' SCALE:1"=50' 2. ALL WATER AND SEWER CONSTRUCTION SHALL BE PER FORT COLLINS LOVELAND WATER DISTRICT AND z SOUTH FORT COLLINS SANITATION DISTRICT STANDARD CONSTRUCTION SPECIFICATIONS LATEST EDITION. 3. ALL WATER FITTINGS AND VALVES ARE ONLY GRAPHICALLY REPRESENTED AND ARE NOT TO SCALE. T_ 4. UTILITY SERVICES ARE SHOWN IN A SCHEMATIC FASHION ONLY.EXACT LOCATIONS SHALL BE PER THE Z REQUIREMENTS OF THE RESPECTIVE UTILITY PROVIDERS,AND ARE SUBJECT TO CHANGE IN THE FIELD. 5. MAINTAIN 10'HORIZONTAL AND 18"VERTICAL MINIMUM SEPARATION BETWEEN ALL SANITARY SEWER U_ MAINS,STORM SEWER MAINS,WATER MAINS&SERVICES. 1 STORM A-15 STA: 150+00.00 to 151+00.95 STORM A-16 STA: 160+00.00 t0 161+23.73 STORM A-17 STA: 170+00.00 to 170+28.91 6. CONFIRM EXISTING SANITARY SEWER INVERT IN THE FIELD.IF IT DOESN'T MATCH THE ASSUMED z J SCALE: H: 1"=50' V: 1"=5' SCALE: H: 1"=50' V: 1"=5' SCALE: H: 1"=50' V: 1"=5' INVERT,CONTACT THE DESIGN ENGINEER. 7. CONFIRM EXISTING STORM SEWER INVERT IN THE FIELD.IF IT DOESN'T MATCH THE ASSUMED INVERT, J O 1` - CONTACT THE DESIGN ENGINEER. 8. CONFIRM HORIZONTAL LOCATION OF WATER TO EXISTING LOCATIONS PRIOR TO CONSTRUCTION. U CONTACT DESIGN ENGINEER WITH ANY DISCREPANCIES. O z J_ 5050 5050 5045 _ 5045 5040 5040 9• MINIMUM SEWER SLOPE IS 1.04%(7'/1')FOR 6"DIAMETER AND 2.08%(4'/V)FOR 4"DIAMETER. O J 10. CONTRACTOR TO COORDINATE GAS,ELECTRIC AND TELEPHONE CABLE SERVICES. O 11. THE PLUMBING CONTRACTOR SHALL TERMINATE UTILITY LATERALS 5'OUTSIDE OF BUILDING UNLESS ��L'In"' J U OTHERWISE NOTED.EXACT LOCATIONS(HORIZONTAL AND VERTICAL)OF ALL UTILITY CONNECTIONS V I- INTO THE PROPOSED BUILDING SHALL BE COORDINATED WITH THE APPROVED ARCHITECTURAL Q z ry PROPOSED 5045 5040 5040 5035 5035 DRAWINGS. N LL p 5045 GRADE Of 12. ROOF DRAIN CONNECTIONS TO BE COORDINATED WITH FINAL ARCHITECTURAL PLANS. PROPOSED GRADE PROPOSED 5040 5040 5035 5035 5030 GRADE 5030 # Date Issue I Description Init. 18" HDPE (PRIVATE) 47.57 LF 0 -0.90% EXISTING 5035 5035 5030 GROUND 5030 5025 5025 - EXISTING - 18' HDPE (PRIVATE) I if GROUND 100-YR 53.37 LF ® -0.907. \�_ HGL II I EXISTING GROUND IT z 5030 5030 5025 - 5025 5020 5020 - 3 18" HDPE (PRIVATE)-123.73 LF 0 0.70% 48" RCP (PUBLIC) a` 28.91 LF ® 14.45% a N 5025 5025 5020 5020 5015 5015 V W Y N 00 _F -OD y A cZ7 Q U ° a i d 00 U I 00LU _ d W I& O I .Ni-W N _ Z O-v _ Z Z v Project No: GNK000010 paN � o-rn j o� _J o� Jso 3 1 0 to d ^� ^-� UU oN NQ ¢ ^_N 5020 CN N m o LO a ¢ 01 oo U mo o ^ to o o- = o o v N Drawn B DBC N 5020 _M ^N �� 5015 � H'- N ON a' o +N� `nzo,� � ^.. ri3 0+� ¢o +r%� II �. cow+ o`n I� � o+ II ^ IYao,r,pc� Cn 5015 5010 5010 y w o w z w o i w o�' - Checked By: JEP z +�� w in's IZI 1 � �zo 11 ¢ � �o _J zio�o II ¢ N cn II En, ^~ o � W0. �Z o6U ��Zw. V) cc �Z Nao �Z � Date: 08.16.2023 U tl1�Z � Cn � NZZ �_li .- (n- Od.3N- �.. Cn_ ^ STORM A-15, A-16, A-17 ` CV ram'] 4V N N 5015 5015 5010� � � 5010 5005� 5005 PLAN AND PROFILE 151+50 151+00 150+00 149+50 162+00 161+00 160+00 159+50 169+50 170+00 171+00 Y Z o r O V Y 3 ° C605 U' C7 x ii ON KEYMAP a owa 5265 Ronald Reagan Blvd.,Suite 210 Johnstown, 80534 \ I 970.800.330000 GallowayUS.com 3 \ \ - - - - - - - 01 �j DETENTION POND DEPTH GAUGE OUTFACE B-5 (PRIVATE) x . 1419429.83 DETENTION POND B OUTFALL �6' t/ t O i E: 3117038.08 I \ W/ CONCRETE APRON I �.� - _ / t �` STA: 27+36.72 ` �i"� N: 1419425.68 STMH B-2 (PUBLIC) �` `� E: 3117039.71 - � --- �j 15" RCP (CLASS IV, MIN.) (PRIVATE)-86.05 LF 00.50% \ _ - _ � � M � MH-ECCENTRIC (4' J ------- ---- X�O - -� 16W t r- I ---- ------- -�---- - --- --- �f STA: 21+51.07 (`O SANITARY 2 ----®-- UE -- N: 1419976.58 v SEE SHEET C8.1 E U E E: 3117108.92 LEGEND: M M COPYRIGHT STRASBURG DRIVE - - - 6 00- - -15" RCP PUBUC-300.00 LF ® 0.607 - - - - 3 �15' RCP (PUBLIC)-199.60 LF ® 0.52%!2 0 �-� - / THESE PLANS ARE AN INSTRUMENT OF SERVICE WATER 1 ( ) 24 00 - 2 � PROPOSED 8"WATER MAIN III '" AND ARE THE PROPERTY OF GALLOWAY,AND MAY SEE SHEET WATER \ WATER 1-9 -% �3, i`' \ \ ' EXISTING WATER MAIN W NOT BE DUPLICATED,DISCLOSED,OR REPRODUCED 3 SEE SHEET C5.2 WITHOUT THE WRITTEN CONSENT OF GALLOWAY. - - I � �5� , � � PROPOSED SANITARY SEWER 8"SS \ - IRIG D � � AF -- � COPYRIGHTS AND INFRINGEMENTS WILL BE MH�ECCENTRCP(BLICO�_ I r _[-_SEE SHEET C7.3 _ - - --- - MSTMH BNTRCP(�LICO)_ i I I `\ �iOp�Gc ` \ \ _____= EXISTING SANITARY SEWER SS ENFORCED AND PROSECUTED. \ - \ I STA: 26+50.67 b ' STORM A-11 STA: 23+50.67 I J�/� -1- -- EXISTING FIRE HYDRANT SEE SHEET C6.3 / p - PROPOSED FIRE HYDRANT \ N: 1419476.98 N: 1419776.98- __ -- - S� ��- v-- - \ E: 3117108.80 ( I ' E: 3117108.88 // // c / SEE S '/ ® - -------- -- PROPOSED STORM SEWER SANITARY 1 / E SHEET CB.o p = -- - \ I \ I { / // _ _ _I- - - / / i/ 9�g -- EXISTING STORM SEWER STORM A / / / /\ T EXISTING IRRIGATION IRR ,SEE SHEET C6.0 EXISTING UNDERGROUND TELEPHONE UT / ? EXISTING UNDERGROUND ELECTRIC UE _ ---- ----- { illl i I �- I , , ' � �j Q.C9O I I I *' EXISTING FIBER OPTIC -FO- G I EXISTING GAS - ;,- / I I SSMH B-1.A (PUBLIC) FES B-1 (PUBLIC) PROPOSED CURB AND GUTTER - - r- - I i MH-ECCENTRIC (4' 0)/ 15" FES W/ I / I I STA: 20+20.56 SCOUR STOP TRANSITION MAT PROPERTY BOUNDARY ■ ■ ■ ■ ■ ■ ■ ■ ■ �' I N: 1420069.33 / STA: 19+90 / PROPOSED RIGHT-OF-WAY I E: 3117200.74 N: 1420091.05 I I / PROPOSED LOTLINE E: 3117222.24 - - \ EASEMENT LINE \ PROPOSED STORM INLET / / I I I ' ' I EXISTING STORM INLET / I / PROPOSED MANHOLE OO EXISTING MANHOLE ®�O NOTES: z 00�> 1. THE SIZE,TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS.IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW 0 10 20 50 CONSTRUCTION,THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND 1 UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN UNDERGROUND UTILITIES. '^ SCALE:1"=50' 2. ALL WATER AND SEWER CONSTRUCTION SHALL BE PER FORT COLLINS LOVELAND WATER DISTRICT AND z SOUTH FORT COLLINS SANITATION DISTRICT STANDARD CONSTRUCTION SPECIFICATIONS LATEST EDITION. 3. ALL WATER FITTINGS AND VALVES ARE ONLY GRAPHICALLY REPRESENTED AND ARE NOT TO SCALE. T- 4. UTILITY SERVICES ARE SHOWN IN A SCHEMATIC FASHION ONLY.EXACT LOCATIONS SHALL BE PER THE Z REQUIREMENTS OF THE RESPECTIVE UTILITY PROVIDERS,AND ARE SUBJECT TO CHANGE IN THE FIELD. 5. MAINTAIN 10'HORIZONTAL AND 18"VERTICAL MINIMUM SEPARATION BETWEEN ALL SANITARY SEWER U- MAINS,STORM SEWER MAINS,WATER MAINS&SERVICES. 1 STORM B STA: 20+00.00 to 27+36.72 6. CONFIRM EXISTING SANITARY SEWER INVERT IN THE FIELD.IF IT DOESN'T MATCH THE ASSUMED � ) z INVERT,CONTACT THE DESIGN ENGINEER. v-JJ SCALE: H: 1"=50' V: 1"=5' 7. CONFIRM EXISTING STORM SEWER INVERT IN THE FIELD.IF IT DOESN'T MATCH THE ASSUMED INVERT, J O CONTACT THE DESIGN ENGINEER. 8. CONFIRM HORIZONTAL LOCATION OF WATER TO EXISTING LOCATIONS PRIOR TO CONSTRUCTION. U CONTACT DESIGN ENGINEER WITH ANY DISCREPANCIES. O C 5060 5060 9• MINIMUM SEWER SLOPE IS 1.04%(g'/1')FOR 6"DIAMETER AND 2.08%(4'/1')FOR 4"DIAMETER. O J -__ ---_ 10. CONTRACTOR TO COORDINATE GAS,ELECTRIC AND TELEPHONE CABLE SERVICES. w O EXISTING _---- --------- - --- - ----- U GROUND - _- -- 11. THE PLUMBING CONTRACTOR SHALL TERMINATE UTILITY LATERALS 5'OUTSIDE OF BUILDING UNLESS �nn OTHERWISE NOTED.EXACT LOCATIONS(HORIZONTAL AND VERTICAL)OF ALL UTILITY CONNECTIONS V I- ------__- ---- __--- - INTO THE PROPOSED BUILDING SHALL BE COORDINATED WITH THE APPROVED ARCHITECTURAL 027 ILL' DRAWINGS. 5055 5055 ILL O� 12. ROOF DRAIN CONNECTIONS TO BE COORDINATED WITH FINAL ARCHITECTURAL PLANS. PROPOSED �\ GRADE 5050 5050 # Date Issue I Description Init. 15" RCP (CLASS IV, MIN.) (PRIVATE)-86.05 LF 0 0.50% STA: 5046.119 ` NV= 5046.12 6" PVC 4 - - - - _15" RCP (PUBUC)-300.00 LF 0.60% 100-YR 5045 N - HGL - c4 � - N 15" RCP (PUBLIC)-199.60 LF 0 0.52% 0 15' HDPE (PUBUC)-130.51 LF 0 0.92q STA: 26+69.36 �o INV= 5042.5 STA: 26+06.66 5040 s" PVC- INv= 5o3s.1 _� 5040 - 8" PVC STA: 25+59.33 STA: 20+52.65 NV= 5042.23 STA: 24+66.35 INV= 503 L7 15" HOPE (PUBUC)-30.56 LF 10" RCP NV= 5041.30 42" RCP 2.00% 18" RCP a E N 5035 _ STA: 20+62.70= 5035 INV= 5031.3 8" PVC Z ¢ R -. I u) tig) if) w -� I LJ _ J- I LiJ " o ¢ o o a oo s o_v� o-N c� C3 -� y ?m o c�_ _ c)_ _ n c�_ o-� J o_vm _ Project No: GNK000010 �o o_ o-o = d o ^ '`� = d o ^ o = moo 0 3 o ¢ m n Sri m �n ri m -o m v Z cV- OU 8 = U ^ d' = UI� �- v -c0 c0 U a ^�� �- cD^� j� v- O�� j� v- O^� 001 U �cD O' O y' 5030 - "' N � "' 5030 Drawn B Dec I W co M W +Lo c3 N Z ��cf� ¢ Z NMI � ^ p� mU "Lr) II mUN�Zo II z zo cam,u,o u m �,,� II m u _ - - m c�i N o u II Checked By: JEP _ zo II a w ¢ » � wQ » » ,�, j' ¢ I�I> � � rn u Date: 08.16.2023 mw �- w _ �- w `m 00 3cn=-0 (nmNO:- w NmCnR' � (n � (n�- 5 .ZZO m W Z ZZ ~-ZZ �'-� ZZ (n = H- W W �Z I O M c0 f O O r- O raj � �00 W u, ~Z 0� C', � "' � ui � � o � M o W � N_ STORM B PLAN AND Cy�o � o o`er o; o o o o � o � o o � o � o o o 50r6��00 5 �� �� �u �h �� � �� �� � � �� �� � A 5025 PROFILE Y 27+00 26+00 25+00 24+00 23+00 22+00 21+00 20+00 19+50 Z V r O V E 3 C606 °o V' 0 x ii KEYMAP a owa \\ 77 \ / 5265 Ronald Reagan Blvd.,Suite 210 Johnstown,CO 80534 CID 970,800.3300 NGallowayUS.com i M WATER 2 � I I i � y / Z �/, ` SEE SHEET C5.2 SANITARY 2 (,„ SEE SHEET C8.1 INLET B-1.2 (PUBLIC) \ / ('O� 5 - NO. 16 COMBO INLETS I I _ V STA: 11+11.54 N: 1419502.52 INLET B-1.3 (PUBLIC) E: 3116929.32 6 - N0. 16 COMBO INLETS I �I / LEGEND: r11 I�, STA: 11+48.54 COPYRIGHT 0 0 N: 1419539.52 \ I / � / / 0 k / THESE PLANS ARE AN INSTRUMENT OF SERVICE y'� E: 3116929.33 \ \ / PROPOSED 8"WATER MAIN III AND ARE THE PROPERTY OF GALLOWAY,AND MAY 11+48.54- 1111 ` EXISTING WATER MAIN W NOT BE DUPLICATED,DISCLOSED,OR REPRODUCED INLET B-2.3 (PRIVATE) PROPOSED SANITARY SEWER 8"SS WITHOUT THE WRITTEN CONSENT OF GALLOWAY. ® 24' RCP (PUBUC)-37.00 LF 0.44% l NYLOPLAST DRAIN BASIN \ COPYRIGHTS AND INFRINGEMENTS WILL BE W/ 15" DOME GRATE'\ �� ZQ QQ EXISTING SANITARY SEWER SS STA: 21+55.64 ENFORCED AND PROSECUTED. 0 \ Oki \I \ N: 1419354.58 �� � FES B-2.1 (PRIVATE) EXISTING FIRE HYDRANT k00 \ E: 3116703.41 Q 100% 15" FES W/ - PROPOSED FIRE HYDRANT 1 \ SCOUR STOP TRANSI110N MAT- PROPOSED STORM SEWER FES B-1.1 (PRIVATE) I \ \ \�� I 21 pR1VA���15564�F / \ pVC `,IRIG A STA: 20+00 EXISTING STORM SEWER 30" FES W m �; � 15 - SEE SHEET C7.0 N: 1419391.03 SCOUR STOP TRANSITION MAT I }, 64 E: 3116854.72 EXISTING IRRIGATION IRR STA: 10+00 I s r EXISTING UNDERGROUND TELEPHONE UT N: 1419409.23 I \ 1 E: 3116990.46 I N �\ I EXISTING UNDERGROUND ELECTRIC UE ¢ i 1 I U ` I I EXISTING FIBER OPTIC FO- 1 EXISTING GAS G PROPOSED CURB AND GUTTER - - UE i 3 PROPERTY BOUNDARY M STRASBURG DRI AAv~i I PROPOSED RIGHT-OF-WAY JBUC) m I I I PROPOSED LOTLINE 14' 0) �¢ I \ / EASEMENT LINE 3 � / � I �I \ � � PROPOSED STORM INLET EXISTING STORM INLET PROPOSED MANHOLE EXISTING MANHOLE ®�O NOTES: 1. THE SIZE,TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN ® SHOWN ON THESE DRAWINGS.IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW 0 10 20 50 CONSTRUCTION,THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN UNDERGROUND UTILITIES. '^ 2. ALL WATER AND SEWER CONSTRUCTION SHALL BE PER FORT COLLINS LOVELAND WATER DISTRICT AND `7;J SCALE:1"=50' 0 10 20 50 Z SOUTH FORT COLLINS SANITATION DISTRICT STANDARD CONSTRUCTION SPECIFICATIONS LATEST EDITION. SCALE:1"=50' 3. ALL WATER FITTINGS AND VALVES ARE ONLY GRAPHICALLY REPRESENTED AND ARE NOT TO SCALE. T- 4. UTILITY SERVICES ARE SHOWN IN A SCHEMATIC FASHION ONLY.EXACT LOCATIONS SHALL BE PER THE Z REQUIREMENTS OF THE RESPECTIVE UTILITY PROVIDERS,AND ARE SUBJECT TO CHANGE IN THE FIELD. 5. MAINTAIN 10'HORIZONTAL AND 18"VERTICAL MINIMUM SEPARATION BETWEEN ALL SANITARY SEWER U- MAINS,STORM SEWER MAINS,WATER MAINS&SERVICES. 1 STA: 10+00.00 to 11+30.06 STA: 20+00.00 to END 6. CONFIRM EXISTING SANITARY SEWER INVERT IN THE FIELD.IF IT DOESN'T MATCH THE ASSUMED z STORM B-1 STORM B-2 J SCALE: H: 1"=50' V: 1"=5' SCALE: H: 1"=50' V: 1"=5' INVERT,CONTACT THE DESIGN ENGINEER. 7. CONFIRM EXISTING STORM SEWER INVERT IN THE FIELD.IF IT DOESN'T MATCH THE ASSUMED INVERT, J O CONTACT THE DESIGN ENGINEER. 8. CONFIRM HORIZONTAL LOCATION OF WATER TO EXISTING LOCATIONS PRIOR TO CONSTRUCTION. U CONTACT DESIGN ENGINEER WITH ANY DISCREPANCIES. O z J_ 5065 5065 5065 5065 9• MINIMUM SEWER SLOPE IS 1.04%(g'/1')FOR 6"DIAMETER AND 2.08%(4'/V)FOR 4"DIAMETER. O J 10. CONTRACTOR TO COORDINATE GAS,ELECTRIC AND TELEPHONE CABLE SERVICES. ::D O PROPOSED 11. THE PLUMBING CONTRACTOR SHALL TERMINATE UTILITY LATERALS 5'OUTSIDE OF BUILDING UNLESS ��Un-1GRADE J U EXISTING OTHERWISE NOTED.EXACT LOCATIONS(HORIZONTAL AND VERTICAL)OF ALL UTILITY CONNECTIONS V (- INTO THE PROPOSED BUILDING SHALL BE COORDINATED WITH THE APPROVED ARCHITECTURAL Q ry EXISTING GROUND DRAWINGS. z 5060 GROUND 5060 5060 5060 L.L OLL. 11 _ 12. ROOF DRAIN CONNECTIONS TO BE COORDINATED WITH FINAL ARCHITECTURAL PLANS. t OF PROPOSED STA: 20+95.49 GRADE IN 5054.8 36° A-2000 5055 50551 5055 I ` 5055 # Date Issue I Description Init. 100-YR HGL 5050 24" RCP 5050 5050 15" PVC (PRIVATE) 5050 (PUBLIC) 155.64 LF ® 1.007a - 37.00 LF - RCP (PUBUC)-111.54 LF ® 0.44% 100-YR 0 0.44% HGL N 5045 STA: 11+40.24 INV= 5043.E 5O45 5045 5045 - 8° PVC •t a` STA: 11+30.04 E NV= 5039.23 N 5040 8° PVC 5040 5040 5040 U N a0 NLLJ W I Z ILI I m o Z �_ o Z m ¢ o=� Q o 3 Project No: GNK000010 5035 06�V1 v o v o ~' ;; e N o o 0 5035 5035 M W � o o 0 5035 Drawn By: DBC II-� %om � � +`n- Nam +o� m N � +� Checked By: JEP o ��m ,-,nz = 11 I NW O IZI m n Nam I I 1 W N Z y' J I ¢ jm O ml� �p O mm z Cn E z a-J 11¢_ > w w o J w win > Date: 08.16.2023 Z cn=Z Z M M (VJ Z Z Z 3 (/) Z L.L (n Z Lo -L�)'00 co o O STORM B-1, B-2 PLAN & o " ou o oU o , o � 5030� 5030 5030�. .�� : � 5030 PROFILE Y 12+00 11+00 10+00 9+50 22+00 21+00 20+00 19+00 Z V r O V Y 3 ° C607 U' C7 x Ga ,,owa \\ \ ON X_ � '� � �''� / � r - � ` \ I \ �" KEYMAP 5265 Ronald Reagan Blvd.,Suite 210 F{y� Johnstown,CO 80534 R 970,800.3300 36 RCP (PRIVATE)-38.62 LF ® 0.50% � `� , � � - � ,� ; r ��, / N GallowayUS.com STMH C-8 (PRIVATE) i MH-ECCENTRIC (6' 0) STMH C-9 (PRIVATE) STA: 36+75.43 . CD MH-ECCENTRIC (5' 0) N: 1419054.70 r / r STA: 37+14.06 E: 3116616.71 r N: 1419089.877- s E: 3116632.68 SANITARY 3 r Q MH-ECCENTRIC (6 0) SEE SHEET, r r s O � �� � � �; :✓ �` � � STA: 35+97.13 ' � ,t; � �; VJ \ ; STMH C-3 (PUBLIC) N: 1418993J5 r h0 1 ` L`O / MH-ECCENTRIC 8' RCP (PRIVATE)-60.66 LF 0.50% GO O STA: 32-I-MLL STMH C-6 (PRIVATE) O� _ r- ` \ �J V 1418693.14 � � ^� � \ � C-2 � `` MH EC ENTRIC (5 0) ; 1 C-2 (PUBLIC) O w E: 3116701.66 �c STA: 35+27.80 � �JP ,' - � �_ _ 00 r � -9G MH-ECCENTRIC (T 0) v I i C O \ off, N: 1418932.99 l FIELD VIEW DR ,� 02 \ � � o � STA: 20+15.95 �" _ N: 1418589.11 F` E: 3116699.27 '�. �,:-��^j0 � WATER 2.13 A �� STMH C-5 PRIVATE � �6 SEE SHEET C5.4 �` 38 00- - -�--- - 39 00- \ �, \� o E: 3116776.53 SEE SHEET C8.5 ( ) \ <� ��F ® / %�� / s WATER 2-9.1 30" RCP (PRIVATE) LF 0.50% 90 ; 0� / MH-ECCENTRIC (6' 0) 69� �� SEE SHEET C5.4 �J ' �� / �F ✓ STA: 34+43.90 �Vp�1• , BLI )- . 2 LF ® 5.00%\\ _ 24" RCP (PU C 35 7 / C N: 1418864.98 \� WATER 2 E: 311674-8.39 Q �� \ ' a LEGEND: c ' �� STMH C-10 PRIVATE (I f INLET C-2.1 (PUBLIC) COPYRIGHT -SEE SHEET C5.4 / MH-ECCENTRIC 5' 0) / Q r GJ �" ( ) i }' i 1 - NO. 16 COMBO INLET ;� � ,� / �' THESE PLANS ARE AN INSTRUMENT OF SERVICE STA: 37+74J2 / ' ` - STA: 20+51.67 PROPOSED 8"WATER MAIN It AND ARE THE PROPERTY OF GALLOWAY,AND MAY N: 11 675.90 :P (PUBLIC 15.28 LF ® 5.00% 5. ' N: 1418610.02 U ) O NOT BE DUPLICATED,DISCLOSED,OR REPRODUCED E: 3116675.90 � EXISTING WATER MAIN W / L W / E: 3116805.48 WITHOUT THE WRITTEN CONSENT OF GALLOWAY. V 29�3�^ �� GY1� / y �� �GQ` / Imo(- r �Q WATER 3 COPYRIGHTS AND INFRINGEMENTS WILL BE �l i' `� Q � �-_ PROPOSED SANITARY SEWER 8"SS FES C (PRI ATE) / e� 4g �' i �0 SEE SHEET C5.4_ EXISTING SANITARY SEWER ENFORCED AND PROSECUTED. 38" X 60" HERCP OUTFALL 0 ' �� ``�' SANITARY 4 WATER ��� SS TO FOREBAY /i'/' GQ ' SEE SHEET C5.4 ® G �� ` EXISTING FIRE HYDRANT � ,.� SEE SHEET C8.4 0 � � _ � �`, k �`� SEE DETAIL POND C �'�/� e� �' Spy QO / - °� v � � a. � - ,�� ��� \ \� PROPOSED FIRE HYDRANT RAIN GARDEN DETAILS SHEET %'k0 / ��� / � I \� STA: 30+00 �' ~J� / _ - _ _ �� INLET C-2.1A (PUBLIC), \ \ \� PROPOSED STORM SEWER 1 - NO. 16 COMBO INLET ( ) ' ' / - / --- � STA: 20+00.67 ` EXISTING STORM SEWER 38' X 60" HE RCP PUBLIC-90.05 LF ® 0.50% N: 1418580.16 ` � \\/ � EXISTING IRRIGATION IRR : 3116764.14/ EXISTING UNDERGROUND TELEPHONE UT STMH C-1 (PUBLIC) MH-ECCENTRIC (8' 0) EXISTING UNDERGROUND ELECTRIC UE STA: 30+90.0542" HDPE PRIVATE-56.50 LF 0 0.45% i STMH C-2 PUBLIC �- - - - - - - - - - - - - - T EXISTING FIBER OPTIC FO- r' N: 1418573.02 ( ) MH-ECCENTRIC 7' 0 E: 3116788.42 ( )STA: 31+10.05 STMH C-4 (PRIVATE) EXISTING GAS G / �( �` o N: 1418589.11 MH-ECCENTRIC (6' 0) / \ a \� PROPOSED CURB AND GUTTER - - 48" RCP (PUBLIC)-20.00 LF ® 0.50% E: 3116776.53 STA: 33+87.41 / I \ _ � � �\ \. PROPERTY BOUNDARY / N: 1418819.18 / E: 3116781.47 A\ �� � � PROPOSED RIGHT-OF-WAY N, V PROPOSED LOTLINE i EASEMENT LINE - �/ \N ��� PROPOSED STORM INLET EXISTING STORM INLET j / PROPOSED MANHOLE OO EXISTING MANHOLE NOTES: 1. THE SIZE,TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS.IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE \ / i 0 10 20 50 10 20 5 -- EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION,THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN UNDERGROUND UTILITIES. SCACE:1"=50' / / \ SCAL . "=50' / / �- 2. ALL WATER AND SEWER CONSTRUCTION SHALL BE PER FORT COLLINS LOVELAND WATER DISTRICT AND_ - _ - - _ - - z SOUTH FORT COLLINS SANITATION DISTRICT STANDARD CONSTRUCTION SPECIFICATIONS LATEST EDITION. 3. ALL WATER FITTINGS AND VALVES ARE ONLY GRAPHICALLY REPRESENTED AND ARE NOT TO SCALE. T_ 4. UTILITY SERVICES ARE SHOWN IN A SCHEMATIC FASHION ONLY.EXACT LOCATIONS SHALL BE PER THE Z REQUIREMENTS OF THE RESPECTIVE UTILITY PROVIDERS,AND ARE SUBJECT TO CHANGE IN THE FIELD. 5. MAINTAIN 10'HORIZONTAL AND 18"VERTICAL MINIMUM SEPARATION BETWEEN ALL SANITARY SEWER U_ MAINS,STORM SEWER MAINS,WATER MAINS&SERVICES. 1 STA: 30+00.00 to 39+50 STA: 20+00.00 to 20+51.67 6. CONFIRM EXISTING SANITARY SEWER INVERT IN THE FIELD.IF IT DOESN'T MATCH THE ASSUMED z STORM C STORM C-2 J SCALE: H: 1"=50' V: 1"=5' SCALE: H: 1"=50' V: 1"=5' INVERT,CONTACT THE DESIGN ENGINEER. J 7. CONFIRM EXISTING STORM SEWER INVERT IN THE FIELD.IF IT DOESN'T MATCH THE ASSUMED INVERT, J O CONTACT THE DESIGN ENGINEER. 8. CONFIRM HORIZONTAL LOCATION OF WATER TO EXISTING LOCATIONS PRIOR TO CONSTRUCTION. U O CONTACT DESIGN ENGINEER WITH ANY DISCREPANCIES. O z + J_ 9. MINIMUM SEWER SLOPE IS 1.04%(g'/1')FOR 6"DIAMETER AND 2.08%(4'/1')FOR 4"DIAMETER. O 5075 "' 5075 5070 5070 J 1� 10. CONTRACTOR TO COORDINATE GAS,ELECTRIC AND TELEPHONE CABLE SERVICES. w � O Q EXISTING ---- _ --- -------- ---- _ � GROUND 11. THE PLUMBING CONTRACTOR SHALL TERMINATE UTILITY LATERALS 5'OUTSIDE OF BUILDING UNLESS �n OTHERWISE NOTED.EXACT LOCATIONS(HORIZONTAL AND VERTICAL)OF ALL UTILITY CONNECTIONS V I- - INTO THE PROPOSED BUILDING SHALL BE COORDINATED WITH THE APPROVED ARCHITECTURAL Q z ry 5070 5070 5065 HG� - 5065 DRAWINGS. N p 12. ROOF DRAIN CONNECTIONS TO BE COORDINATED WITH FINAL ARCHITECTURAL PLANS. L.L EXISTING PROPOSED PROPOSED/ 24" RCP (PUBLIC) GROUND GRADE STA: 37+00.47 _ GRADE 35.72 LF STA: 36+97.21 NV= 5065.40 0 5.00% INV= 5064.8 4" PVC _ 6" PVC 5065 - 5065 5060 5060 # Date Issue I Description Init. 100-YR - 48" RCP (PUBLIC)-20.00 LF ® 0.50% HGL - - - - - - - 5060 .- . - . - - . - . - 5055 A: + 5055 MEMO36 RCP 30" RCP (PRIVATE) 30" RCP_(PRIVATE)-194.99 LF � 0.50% NV= 5053.16 - ~ 36" RCP (PRIVATE) 38.62 LF_ 60.66 LF 0.50% w 36" RCP (PRIVATE) 0 0.5, _ 78.30 LF 0 0.50% LU 36" RCP (PRIVATE)---69.33 LF 0 0.50% w 42" HDPE (PRIVATE) 83.90 LF 0 0.50% "' N 56.50 LF ® 0.45% 24" RCP (PUBLIC)- -� 5055 42" RCP (PRIVATE)-149.19 LF 0.50% - 15.28 LF -M 48'` RCP (PUBLIC)-128.17 LF 6 5055 5050 0 5.00% 0.50% - 5050 38" X 60" HE-RCP (PUBLIC)-90.05 LF R 0.50% N + I I c it � N N W �_7 E STA: 32+ 9.76 STA: 36+86.14-�' Z I ¢ Z STA: 32+18.22 ^ N - N 5050 INV= 5050.3 NV= 5051.13 INV= 584PVC 5050 5045 �_ 5045 8" PV 8 PVC �;-Lo STA: 32�53 2 _^ �? o"to- _ zO Q O ^O N N I a�� N M I M M^ I M I a�co r7 I OOH N O N -. ' oo INV= 5 0o N 0" - co M io'�_ M co M o " .}co a co co � I I I w N N 1 3 I j W I W I I W I W o in I ii U M 2,= I I I I I LLJ I I I � 3 wv 8 PVC d I 3� 3 w� 3 v 3 3� w� '� 3 0 l o -3 3 w N 5 o z 3� _so-vzz T I N s o z � o z z � o � o z N ao I I _ M3 II o v� zz" a o- o w 3 0 0 o-v o o-� w k �, k -k, �n�k Project No: GNK000010 m O O-Z U r O- N 00-�.N-iv Q c0 O- M Q cO O- Q U-) O- n-Q co O- N-Q cD O- 00 9. O Z Z�- �g. O I-- o_ o rn v J STA: 32+48.99 v- oo rn rn U) U) rl _ o `. �`' o-v z �' z o -J _ c�i o U 1- J o-� m -� d- cV a0 O� O > --� -N 1� - -O) In-� ed- Cn c0-� -O CO ¢' 5045 ¢ � C � c �' � � � � �Mo �' O � � M'0 �- � � 00 �. -BE� " � c> � � � `� N ° 5045 5040 � � � �'� 5040 y: u = ONNo- oM, � u�> �co INV= 5050.E = � N-� � rri v �o� o�-o rncc� � � rn °D00� 8r- ��� � � r'-vc� �,���i ,� � � _ co-� rn �-- ri oM'i DBC Q O- N- C, O� �•� o o "' Nz ��LO � u-) 8 PVC �n �n �no � zaoo� � z ��u� �n N cnzN�� � zrn�� u� � aoz ^o� a: �� � � � � Oo Nz u> �n �n ai N� N- IY O O O O O v- NAM M O i+') IY O O O nOao CO W a' _ rn�i� o- w +U II �+ oo�o O W +cD II W +cp II +cow II +cow II +CDC II ��o O vU �r `n w +moo O O II o raven CO o 11 w +co II o I I I H I - I o r�i-o o CV z I O r- ° r�z I U oo II ~ U cUi M`or'z z z o II rl iz +�� �n T U cU> �� p o u°U U `too II it o II U U `�,on II o II-U U 'no II II U coop rn z �n n - z +r- U nz z z = II Checked By: JEP Z U M Z Z U r- Z U M�Z Z o II-U U M,� x II W }r- II W +� II U x U U M�z =O II-x W II- o U V M� II II x II x W o -.x w o �.. x w o w o w z o I U �o II II I U ^O J W o W I z z I II I II I II -= I II -x II �.. U U r7 'z z = U �� II o u x l II R ¢> = u Q�» » o- W o ¢�» �e Q�» > ¢�» ¢ I -�» o w o W ? o Date: 08.16.2023 woo �- I ¢ _ �- w = II x �- w x �- w t� x � w= x �-- w- xi-- w x II -x II = z z zz `m w M (n Z _ �E> > W fn N�Z Z Z Z O I Q�7 7 N NW.Z Z�. (n N�Z Z Z 0 N Na? ? 0 N fn�.Z Z Z p N Nam? Z 0 I ¢�� �- I G O_ ` UJ fn 0_'- O xH- W 2F-- W axHm W v N � N�.ZZO Z_ ZZ Z_ Z_ Z ZZ N N moo- - o�� `��- - STORM C C-2 PLAN AND O -eh M O M r7 iA I� M r7 O �I- OD O O � N cp cO cv c0 N �rj u� r7 O N O o� l() of tD iA N N M N N O O- � c0 O) N M CA f .- co co co co cV co M n ao n n n n Cf> O co O co rCn ,p CA co c6 �,.-- cp O 5ri�50 4& � 'a U � co �, -� 5040 5035� 5035 PROFILE Y 30+00 31+00 32+00 33+00 34+00 35+00 36+00 37+00 38+00 39+00 39+50 19+50 20+00 21+00 Z V r O V Y 3 C608 °o U' C7 x ON 15" HDPE (PRIVATE)-8.56 LF 0 0.50%- - _ _ - - Ganowa 00 STMH C-18 (PRIVATE) o� KEYMAP / _NYLOPLAST DRAIN BASIN c,� 47 00 '� W/ SOLID COVER `� HDPE (PRIVATE-84.48 LF ® 0.50% STA: 46+66.96 / ) v ulte 210 5265 Ronald Reagan BI d.,S ' E: 311624/.95 Johnstown,CO 80534 STMH C-19 (PRIVATE) o a u o 970,800.3300 NYLOPLAST DRAIN BASIN 00 / INLET C-20 (PRIVATE) W/ SOLID COVER / NYLOPLAST DRAIN BASIN STA: 47+51.44 N GallowayUS.com FF / y / W/ 18" DOME GRATE N: 1419574.62 j STA: 47+60.01 E: 3116241.95 0 o _ N: 1419570.80 Q E: 3116249.61LO y MAROON VISTA r MAROON VISTA WAY CL i Q •� cp o i \ ' ((`' O LEGEND: COPYRIGHT ii / \ \ ✓ ` \ i' y ' THESE PLANS ARE AN INSTRUMENT OF SERVICE PROPOSED 8"WATER MAIN III � / � AND ARE THE PROPERTY OF GALLOWAY,AND MAY 15" RCP (PRIVATE)-4I LF ® 0.50% // STMH C-15 PRIVATE s STMH C-17 (PRIVATE) ` \ i i ( � ) � r / � Q� EXISTING WATER MAIN W NOT BE DUPLICATED,DISCLOSED,OR REPRODUCED MH-ECCENTRIC (4 0) NYLOPLAST DRAIN BASIN STMH C-14 PRIVATE / ' "STMH C-14 (PRIVATE) ( ) �\ WITHOUT THE WRITTEN CONSENT OF GALLOWAY. ( ) / STA: 41+98.23 W/ SOLID COVER ly ` MH-ECCENTRIC (5' 0) / PROPOSED SANITARY SEWER 8"SS MH-ECCENTRIC 5' 0 � � COPYRIGHTS AND INFRINGEMENTS WILL BE i ,N: 1419489.21 \ STA: 44+37.19 STA: 140+00 ' / STA: 41+49.43 i y � � \ EXISTING SANITARY SEWER SS ENFORCED AND PROSECUTED. P E: 3116515.44 N: 1419658.29 T / N: 1419454.20 ' ' N: 1419454.20 i � / / E: 3116549.44. �Q�O �O E: 3116471.72 E: 3116549.44 EXISTING FIRE HYDRANT SEE SH ET C5.3 V PROPOSED FIRE HYDRANT 24" RCP PRIVATE 8.59 LF ® 8.00% ( )- PROPOSED STORM SEWER EXISTING STORM SEWER EXISTING IRRIGATION IRR / 1 c,51 EXISTING UNDERGROUND TELEPHONE UT EXISTING UNDERGROUND ELECTRIC UE INLET C-14.1 (PRIVATE) EXISTING FIBER OPTIC FO- / _ 4 - NO. 16 COMBO INLETS I_ EXISTING GAS G STA: 140+08.59 N: 1419460.42 PROPOSED CURB AND GUTTER - - / E: 3116555.36 . PROPERTY BOUNDARY i Q � �`� /� �� PROPOSED RIGHT-OF-WAY + ���� INLET C-16 (PRIVATE) PROPOSED LOTLINE f � � / ,�'� � � NYLOPLAST DRAIN BASIN - � � � ,3 SANITARY 2 W/ 15" DOME GRATE _ i �� EASEMENT LINE - - STA: 42+86.48 SEE SHEET 8.2 N: 1419551.45 - P-A ID VISTA WA- - /,� PROPOSED STORM INLET E: 3116578.00 ! �� EXISTING STORM INLET i PROPOSED MANHOLE YRAMID VISTA WAY -� - v _ _ -- - ' � � _ •- ----- �' EXISTING MANHOLE �O 38 00- -- ---;-I" - 39 00- - - ' � s ' 30' RCP (PRIVATE)-194.99 LF 0 0.50% .STMH C-12 (PRIVATE) MH-ECCENTRIC (4' 0) 40+08.22 I - - - - ----- - -: N: 1419362.46 -E: 3116656.79 �� �� NOTES: 24" RCP (PRIVATE)-38.50 LF ®0.50% 1. THE SIZE,TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN U STMH C-11 (PRIVATE) / - -� SHOWN ON THESE DRAWINGS.IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE W MH-ECCENTRIC (5' 0) i', �� � ` � � EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW STA: 39+69.71 ' zi - CONSTRUCTION,THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND c�c N: 1419327.40 �� �� UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN UNDERGROUND UTILITIES. '^ G J E: 3116672.71 , (D NO> 2. ALL WATER AND SEWER CONSTRUCTION SHALL BE PER FORT COLLINS LOVELAND WATER DISTRICT AND z J ' SOUTH FORT COLLINS SANITATION DISTRICT STANDARD CONSTRUCTION SPECIFICATIONS LATEST EDITION. 3. ALL WATER FITTINGS AND VALVES ARE ONLY GRAPHICALLY REPRESENTED AND ARE NOT TO SCALE. 0 10 20 50 4. UTILITY SERVICES ARE SHOWN IN A SCHEMATIC FASHION ONLY.EXACT LOCATIONS SHALL BE PER THE 0 10 20 50 REQUIREMENTS OF THE RESPECTIVE UTILITY PROVIDERS,AND ARE SUBJECT TO CHANGE IN THE FIELD. SCALE:1"=50' U- STORM C STA: 39+50 to 47+53.82 5. MAINTAIN 10'HORIZONTAL AND 18"VERTICAL MINIMUM SEPARATION BETWEEN ALL SANITARY SEWER LL SCALE:1"=50' MAINS,STORM SEWER MAINS,WATER MAINS&SERVICES. SCALE: H: 1"=50' V: 1"=5' I 6. CONFIRM EXISTING SANITARY SEWER INVERT IN THE FIELD.IF IT DOESN'T MATCH THE ASSUMED z INVERT,CONTACT THE DESIGN ENGINEER. J 7. CONFIRM EXISTING STORM SEWER INVERT IN THE FIELD.IF IT DOESN'T MATCH THE ASSUMED INVERT, J O CONTACT THE DESIGN ENGINEER. D STORM C-14 STA: 139+50 to 140+08.72 = U 8. CONFIRM HORIZONTAL LOCATION OF WATER TO EXISTING LOCATIONS PRIOR TO CONSTRUCTION. 5080 = 5080 SCALE: H: 1"=50' V: 1"=5' CONTACT DESIGN ENGINEER WITH ANY DISCREPANCIES. O �_ z r EXISTING O J z 9. MINIMUM SEWER SLOPE IS 1.04%(g'/1')FOR 6"DIAMETER AND 2.08%(4'/1')FOR 4"DIAMETER. J Rl GROUND ___ -------- _ - 10. CONTRACTOR TO COORDINATE GAS,ELECTRIC AND TELEPHONE CABLE SERVICES. \\ 11. THE PLUMBING CONTRACTOR SHALL TERMINATE UTILITY LATERALS 5'OUTSIDE OF BUILDING UNLESS w J 0 5075 ,- -___ 5075 5075 50751OTHERWISE NOTED.EXACT LOCATIONS(HORIZONTAL AND VERTICAL)OF ALL UTILITY CONNECTIONS 0 INTO THE PROPOSED BUILDING SHALL BE COORDINATED WITH THE APPROVED ARCHITECTURAL Q z ry DRAWINGS. NN I..L 0 12. ROOF DRAIN CONNECTIONS TO BE COORDINATED WITH FINAL ARCHITECTURAL PLANS. PROPOSED 5070 5070 5070 GRADE 5070 15" HDPE (PRIVATE)-84.48 LF ® 0.50% # Date Issue I Description Init. PROPOSED '" 100-YR 100-YR GRADE HGL HGL - _ 5065 5065 24° RCP (PRIVATE) --" GROUND _ 5065 5065CD Ifl - - - - - - - - - - - ' - -15" HDPE (PRIVATE)-229.77 LF ® 0.50% - 8.59 LF @ 8.00%.- m - 15" HDPE (PRIVATE)-150.70 15° RCP (PRIVATE)-88.25 LF 0 15" HDPE (PRIVATE)-8.56 LF 0 0.50% - 15" RCP (PRIVATE) p.50% - 0 24°' RCp 48.80 LF @ 0.50% (PRIVATE) 24" RCP (PRIVATE)-141.22 LF ® 0.50% 5060 0`050� 5060 5060 5060 - STA: 40+92.65 30" RCP (PRIVATE)-194.99 LF 0 0.50% NV= 5058.34 8" PVC 6 5055 5055 5055 5055 a E `o rn 0 z a ` N 2 I ° LO 5050 cn N M N W w v _N Z Z 5050 5050 5050 o a o- Project No: GNK000010 pQ N-j_ -d- N c- ¢Z O- ¢m QO-N ��� N- U .e> O-N N N-� O M Oi a�N-�U M=N O a- .--.� ° �'¢ O_' °O 0-'¢ U' O-� N (I W 3- y' DBC �� U _-� O �U � in f �NOO O 3.. 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IRCP PRIVATE-28.50 LF I�t ( in \ I STMH C-3.6 (PRIVATE) \ MH-ECCENTRIC (5' 0) \ INLET C-3.8 (PRIVATE) STA: 34+40.70 / N: 1418712.33 1.09 3 - NO. 16 COMBO INLETS �i w I I E: 3116435.57 I %35 DO \� STA: 35+31.09 1418725.81 / 7, i 1 E: 3116524.48 \ 3 � � � - _ - STMH C-3 PUBLIC � -�h ( ) / w `� \ ` MH-ECCENTRIC 8 24 RCP (PUBLIC)-28.50 LF 1.00% 0 24" HOPE (PRIVATE)-61.88 LF 0.50%\ O ( ' ) \ � STA: 30+00 - /d t WATER 2 O N: 1418693.14 ` � � , �� I � o ' i �•E: 3116701.66 � \ � __ SEE SHEET C5.4 I ` I O° o STMH C-3.1 (PUBLIC) o \ I MH-ECCENTRIC (6' 0) a STA: 31+45.34 \\ ��® \ \ INLET C-3.1.1 (PUBLIC)I INLET C-3.1.2 (PUBLIC) N: 1418608.03 /� �� ` ` \ / ,4 - NO. 16 COMBO INLETS i LEGEND: STA: 10+37 COPYRIGHT I I I E: 3116583.84 i ` k 5 - NO. 16 NOMBAOINLETS I„ 10 1 O+\ THESE PLANS ARE AN INSTRUMENT OF SERVICE I s, i N. 1418584.93 �'\k \1J PROPOSED 8"WATER MAIN IMF AND ARE THE PROPERTY OF GALLOWAY,AND MAY STMH C-3.5 PRI ` / - / E: 3116600.52 I s - GQ E: 3116578.86 NOT BE DUPLICATED,DISCLOSED,OR REPRODUCED I ( VATE) � _- i � / � _ EXISTING WATER MAIN W _ -_ II I.-r9+95 SANITARY 4 t / j „ WITHOUT THE WRITTEN CONSENT OF GALLOWAY. MH-ECCENTRIC (4' 0) N �� S \ 1 8 Il�l� 1 1\1 SEE SHEET C8.4 I PROPOSED SANITARY SEWER 8 SS COPYRIGHTS AND INFRINGEMENTS WILL BE STA: 33+42.83 > �"' 1 N: 1418614.46 ��yS/ \\ 24" RCP (PUBLIC)-8.50 LF ®1.00% t I EXISTING SANITARY SEWER SS ENFORCED AND PROSECUTED. 1 / E 3116435.73 �O� \ \ / STMH C-3.1 (PUBLIC)MH-ECCENTRIC (6' 0) EXISTING FIRE HYDRANT / fI �� I I L!�l ' I i �� • v t ( � p0 ® STA: 10+08.50 I PROPOSED FIRE HYDRANT (PRIVATE)-41.95 24" RCP PR LF ® 0.50% O y� 0�0 F - I N: 1418608.03 PROPOSED STORM SEWER t \\` t I EXISTING STORM SEWER 36" RCP (PUBLIC)-41.58 LF ®0.50% �% \ \� \ \ __ I I EXISTING IRRIGATION IRR I EXISTING UNDERGROUND TELEPHONE UT STMH C-3.2 (PUBLIC) --- I MH-ECCENTRIC (5 0) - - � � �� \ ` �� � \ � � - � _ � �' � / � � EXISTING UNDERGROUND ELECTRIC UE I; STA: 31+86.92 i // / + / j EXISTING FIBER OPTIC FO- I N: 1418583.69 /I � EXISTING GAS i G \ E: 3116550.13 � � ti � INLET C-3.4 PRIVATE i��' \ \ � � � 1 \ N NLET ST DRAIN BASIN / \\ PROPOSED CURB AND GUTTER - - W/ 18" DOME GRATE 'STMH C-3.3 (PUBLIC) \ j�� - \ y �� PROPERTY BOUNDARY ■ ■ ■ ■ ■ ■ ■ ■ STA: 33+00.88 MH-ECCENTRIC (6' 0) �� _ �� A \ �� '` 7 I PROPOSED RIGHT-OF-WAY N: 1418580.46 STA: 32+62.54 3116 \ '' -- 460.29 N: 1418549.38 �� ` 'z 7 / PROPOSED LOTLINE - E: - - , , E: 3116482.74 I 24" RCP (PRIVATE)-38.34 LF 00.50% '� %� '� � \ �\ �\ _ J � EASEMENT LINE - - / I PROPOSED STORM INLET EXISTING STORM INLET PROPOSED MANHOLE OO EXISTING MANHOLE ®�O QNOTES: ® 1. THE SIZE TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS.IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW 0 10 20 50 0 10 20 50 CONSTRUCTION,THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN UNDERGROUND UTILITIES. '^ SCALE:1"=50' SCALE:1"=50' 2. ALL WATER AND SEWER CONSTRUCTION SHALL BE PER FORT COLLINS LOVELAND WATER DISTRICT AND z SOUTH FORT COLLINS SANITATION DISTRICT STANDARD CONSTRUCTION SPECIFICATIONS LATEST EDITION. 3. ALL WATER FITTINGS AND VALVES ARE ONLY GRAPHICALLY REPRESENTED AND ARE NOT TO SCALE. T_ 4. UTILITY SERVICES ARE SHOWN IN A SCHEMATIC FASHION ONLY.EXACT LOCATIONS SHALL BE PER THE Z REQUIREMENTS OF THE RESPECTIVE UTILITY PROVIDERS,AND ARE SUBJECT TO CHANGE IN THE FIELD. 5. MAINTAIN 10'HORIZONTAL AND 18"VERTICAL MINIMUM SEPARATION BETWEEN ALL SANITARY SEWER U_ MAINS,STORM SEWER MAINS,WATER MAINS&SERVICES. 1 STORM C-3 STA: 30+00.00 t0 35+33.17 STORM C-3.1 STA: 10+00.00 t0 10+37.00 6. CONFIRM EXISTING SANITARY SEWER INVERT IN THE FIELD.IF IT DOESN'T MATCH THE ASSUMED z J SCALE: H: 1"=50' V: 1"=5' SCALE: H: 1"=50' V: 1"=5' INVERT,CONTACT THE DESIGN ENGINEER. 7. CONFIRM EXISTING STORM SEWER INVERT IN THE FIELD.IF IT DOESN'T MATCH THE ASSUMED INVERT, J O - CONTACT THE DESIGN ENGINEER. U 8. CONFIRM HORIZONTAL LOCATION OF WATER TO EXISTING LOCATIONS PRIOR TO CONSTRUCTION. CONTACT DESIGN ENGINEER WITH ANY DISCREPANCIES. O z J 5075 5075 5070 5070 9. MINIMUM SEWER SLOPE IS 1.04%(g'/1')FOR 6"DIAMETER AND 2.08%(4'/1')FOR 4"DIAMETER. O J 10. CONTRACTOR TO COORDINATE GAS,ELECTRIC AND TELEPHONE CABLE SERVICES. ::D O 11. THE PLUMBING CONTRACTOR SHALL TERMINATE UTILITY LATERALS 5'OUTSIDE OF BUILDING UNLESS ��L'In"' J U OTHERWISE NOTED.EXACT LOCATIONS(HORIZONTAL AND VERTICAL)OF ALL UTILITY CONNECTIONS V INTO THE PROPOSED BUILDING SHALL BE COORDINATED WITH THE APPROVED ARCHITECTURAL Q z ry 5070 PROPOSED 5070 5065 5065 DRAWINGS. � L.L � GRADE 12. ROOF DRAIN CONNECTIONS TO BE COORDINATED WITH FINAL ARCHITECTURAL PLANS. 100-YR PROPOSED HGL GRADE EXISTING 5065 - - - _____ __- --_ -- ______-- _, � GROUND 5065 5060 - --_ n60 # Date Issue I Description Init. � 24 RCP (PUBLIC)-28.50 LF ® 1.00% 100-YR - HGL EXISTING 24" RCP (PUBLIC)-8.50 LF 0 1.00% GROUND - 5060 24" HDPE (PRIVATE) 24" RCP _ - ------ --.- - - - - - - 5060 5055 _ -N 5055 61.88 LF (PRIVATE) 24" RCP ® 0.50% 2�b% 24" RCP (PRIVATE)-97.87 LF 0 0.50% (PRIVATE) 24' RCP _(PRIVATE) 36" RCP 0 0 50% 6� 36" RCP (PUBLIC)-75.62 LF ®- (PUBLIC) STA: 10+28.50 0.50% 41.58 LF NV= 5053.57 ®0.50% 42" RCP (PUBLIC)-145.34 LF ® 0.50% 5055 5050 8" PVC 5050 5055 3 STA: 10+18.50 NV= 5052.20 8" PVC E N 5050 5050 5045 5045 U d- d- Y R " c „� N c0 CO 4 R �\° �� (V N J7 N- N •� N C j-Z N I N M N� I� <p •� -- c}. �j I �D }' d• I cl I z 3 MNNw --w3 U v _ I� NNZ-ci z 0 Q O-� ¢ p .v,,�-Q +B. 00-v ¢ 6`O_v0-Qm C- U"D. Z ', 'B. 00_v V'B. 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((4' 0) I �oP cn RETAINING WALL 72 MH-ECCENTRIC \ P�0 �� STA: 44+61.72 STA: 44+51.45 - --- _ vv - VN, / r / I 88 1418804. - N: 1418804.87 N:I E: 3116247.42E: 3116237.54 - ` PYR TA C-5 % AMID VIS15' RCP (PRIVATE)-9.87 LF ® 3.09 WAY o I \ STMAt H C-5 PRIVATE ��� / s p ��` O �� $ \ \ \ MH-ECCENTRIC N: 1418864.98 - Q/ N F \ ` E: 3116748°39 Cl! _ 1 \ 00 l 1PO \ ` W m 15" HDPE (PRIVATE)-47.10 LF 0 0.50% / LEGEND: I INLET"C-3.4 (PRIVATE) \ / COPYRIGHT o I NYLOPLAST DRAIN BASIN' \ �� i� / THESE PLANS ARE AN INSTRUMENT OF SERVICE W/ 18- DOME GRATE AND�� x / PROPOSED 8"WATER MAIN III AND ARE THE PROPERTY OF GALLOWAY,AND MAY STA: 40+00 / - EXISTING WATER MAIN VV NOT BE DUPLICATED,DISCLOSED,OR REPRODUCED N: 1418580.46 18" HDPE (PRIVATE)-27.32 LF 0 0.50%-) 51 00 _ - / WITHOUT THE WRITTEN CONSENT OF GALLOWAY. STMH C-3.4.4 (PRIVATE) I E: 3116460.29 �' _ - _�= -- PROPOSED SANITARY SEWER 8"SS COPYRIGHTS AND INFRINGEMENTS WILL BE MH-ECCENTRIC (4' 0) 5 I ` \\ !1` / 15 HDPE (PRIVA�_ `52 l70 53+00�53+46.5$ c EXISTING SANITARY SEWER SS ENFORCED AND PROSECUTED. STA: 42+53.23 I I ) 122.34 LF ®0.50/ N: 1418606.66 I I 1 / 15" HDPE (PRIVATE)-144.80 LF ® 0.50% /// EXISTING FIRE HYDRANT E: 3116247.75� PROPOSED FIRE HYDRANT � U � )-51.33 LF ®2.68% _ - _ - - - STMH C-5.2 (PRIVATE) / 15" RCP (PRIVATE)-44.86 LF 0 2.68% WATER 4 I INLET C-5.1 (PRIVATE) NYLOPLAST DRAIN BASIN STMH C-5.3 (PRIVATE) ) INLET C-5.4 (PRIVATE) PROPOSED STORM SEWER 18 HDPE (PRIVATE NYLOPLAST DRAIN BASIN NYLOPLAST DRAIN BASIN NYLOPLAST DRAIN BASIN EXISTING STORM SEWER SEE SHEET C5.4- ' 0 W/ SOLID COVER / W 15" DOME GRATE W/ SOLID COVER / STA: 50+74.43 STA: 51+96.77 / W/ 24" DOME GRATE EXISTING IRRIGATION IRR STMH C-3.4.3 (PRIVATE) �� - �Ft STA: 50+27.32 N: 1418923.72 STA: 53+41.58 NYLOPLAST DRAIN BASIN - / N: 1418881.11 E: 3116790.51 N: 1419044.90 / N 1419189.68 EXISTING UNDERGROUND TELEPHONE UT W/ SOLID COVER 42 00 41400 - - _ E: 3116770.44 STORM C-5 E: 3116807.38 E 3116804.98 STA: 42+08.37 (PRIVATE)- f �y EXISTING UNDERGROUND ELECTRIC UE '18 RCP 119 06 LF ® 2.68% s N: 1418562.42 I -- SEE SHEET C6.11 '` �� � / EXISTING FIBER OPTIC FCC E: 3116255.17 / 15" RCP (PRIVATE)-37.98 LF 0 2.680 - - -STMH C-3.4.1 (PRIVATE) - x s / / ( / EXISTING GAS G NYLOPLAST DRAIN BASIN / / 1 INLET C 3.4.2 (PRIVATE) - - _ W/ SOLID COVER PROPOSED CURB AND GUTTER \ SANITARY 4 �' / PROPERTY BOUNDARY 3 - N0. 16 COMBO INLETS \ / STA: 8562. 0 / PROPOSED RIGHT-OF-WAY STA: 41+70.38 / SEE SHEET C8.4 N: 1418562.50 � ` `' i / N: 1418561.24 \ WATER 2 ,E: 3116412.21 PROPOSED LOTLINE - - E: 3116293.16 SEE SHEET C5.4 / / / ' f EASEMENT LINE PROPOSED STORM INLET EXISTING STORM INLET PROPOSED MANHOLE OO EXISTING MANHOLE ®�O ® NOTES: 00> 1. THE SIZE,TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS.IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW 10 20 50 0 10 20 50 CONSTRUCTION,THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND 0 1 UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN UNDERGROUND UTILITIES. '^ SCALE:1"=50' SCALE:1"=50' 2. ALL WATER AND SEWER CONSTRUCTION SHALL BE PER FORT COLLINS LOVELAND WATER DISTRICT AND z SOUTH FORT COLLINS SANITATION DISTRICT STANDARD CONSTRUCTION SPECIFICATIONS LATEST EDITION. 3. ALL WATER FITTINGS AND VALVES ARE ONLY GRAPHICALLY REPRESENTED AND ARE NOT TO SCALE. T_ 4. UTILITY SERVICES ARE SHOWN IN A SCHEMATIC FASHION ONLY.EXACT LOCATIONS SHALL BE PER THE Z REQUIREMENTS OF THE RESPECTIVE UTILITY PROVIDERS,AND ARE SUBJECT TO CHANGE IN THE FIELD. 5. MAINTAIN 10'HORIZONTAL AND 18"VERTICAL MINIMUM SEPARATION BETWEEN ALL SANITARY SEWER U_ MAINS,STORM SEWER MAINS,WATER MAINS&SERVICES. 1 STA: 40+00;00 to 44+65'74 STA: 50+00;00 to 53+41;58 6. CONFIRM EXISTING SANITARY SEWER INVERT IN THE FIELD.IF IT DOESN'T MATCH THE ASSUMED z STORM C-3.4 STORM C-5 J SCALE: H: 1 =50' V: 1 =5' SCALE: H: 1 =50' V: 1 INVERT,CONTACT THE DESIGN ENGINEER.=5' J 7. CONFIRM EXISTING STORM SEWER INVERT IN THE FIELD.IF IT DOESN'T MATCH THE ASSUMED INVERT, J O CONTACT THE DESIGN ENGINEER. 8. CONFIRM HORIZONTAL LOCATION OF WATER TO EXISTING LOCATIONS PRIOR TO CONSTRUCTION. U CONTACT DESIGN ENGINEER WITH ANY DISCREPANCIES. _------ EXISTING J z 5075 GROUND 5075 5075 5075 9• MINIMUM SEWER SLOPE IS 1.04%(g'/1')FOR 6"DIAMETER AND 2.08%(4'/1')FOR 4"DIAMETER. O J 10. CONTRACTOR TO COORDINATE GAS,ELECTRIC AND TELEPHONE CABLE SERVICES. O PROPOSED \\ 11. THE PLUMBING CONTRACTOR SHALL TERMINATE UTILITY LATERALS 5 OUTSIDE OF BUILDING UNLESS wft J GRADE OTHERWISE NOTED.EXACT LOCATIONS(HORIZONTAL AND VERTICAL)OF ALL UTILITY CONNECTIONS 0 INTO THE PROPOSED BUILDING SHALL BE COORDINATED WITH THE APPROVED ARCHITECTURAL Q z ry 15" RCP (PRIVATE) DRAWINGS. 5070 37.98 LF 0 2.68% 5070 5070 -_ 5070 Of L.L U_ 1S„ -- 12. ROOF DRAIN CONNECTIONS TO BE COORDINATED WITH FINAL ARCHITECTURAL PLANS. RCP(PR1V 22 2689, PROPOSED -- - EXISTING A �-198 GRADE ® - GROUND 15" RL RCP (PRIVATE) \\ \ 5065 9.87 LF ®3.09% 5065 5065 1 5065 # Date Issue I Description Init. 100-YR \ HGL N., 7 X 100-YR r; HGL - 15" RCP (PRIVATE) 18„RCP�PR/VA7,r),119 _ _ 18" HDPE (PRIVATE) - 44.86 LF ® 2.68% O6(F®2 689 27.32 LF 0 0.50% 5060 5060 5060 - - 5060 - n 15" HDPE 15 HDPE (PRIVATE)-1 F 44.80 L (PRIVATE) 15' HDPE (PRIVATE)-122.34 LF 0.50% 47.10 LF @ 0.50% S A: 41+36.54 STA: 42+18.18 NV= 5058.4 5055 - INV= 5061.4 8° PVC 5055 5055 1 5055 8" PVC- STA: 41+18.72 18" HDPE (PRIVATE) NV= 5056.38 8' PVC 51.33 LF @ 2.68% 6 n a E N 5050 5050 5050 _STA: 50+105048.38 5050 O- I W 4 4 G N r.^N, 8" PVC 100 No in- its _ min-�Z o �N J if) z ao �^-z N ao W M°O d z n I z � I _z_ _ I j N W I W N W-^N N I I N I to N cn N O W ¢ g. 0 ~ v ¢ ri co_¢ to- ¢¢ O- ¢ 3 W ¢ o W.--. ¢ o I ¢ o ¢ o 0-3 > s o-Z -r'o o , ,� > 3 >m 3 cD-�°' _��o) g w¢ �`' N=¢ c i 4w1 Project No: GNK000010 O- N O ¢ �.Z.i ~m O-Z ~�] O-v ¢m o-vv ¢m ~ o ¢ O-�-� O-M �' O �'-�N-4 U O'\O '� N-d O N vz O O O-�Z O O- >Z O-N N >Z O p >O O-o- -CO O v O-N T-,..)N O a0 II -v _ CV ¢ -O 00- Q O O� d c0 > O.-O O) - .-I� - �-• v- vQ C,7 Oi o d'F--' O U 1� O -!-co OD co M ,t! v O- u'� N t� ¢ U' .- cD-v¢ �„�-c0 I� ¢ -'6 CO 5045 vW n000-'� - dN� U) N � � N�,r; �-V� � �� II � II-N M�� o� �oor�o� o� aW �� � �- 5045 5045 � � � � � �� v� M�� � eN� � M^ � M� � ��'°° �- � WNI�'O- 5045 ,n co `D o 0 0 w o 0 0o c> o 0 00 c> co L2 o rn Drawn By: DBC a- 00�. _DIY �(DO 00 c0 c0 �d- d O ZO OOO � � � Otn � O d-� d• OO N1f) N O C) � M 0 OHO cod cD cV c._I'M W +^ II LC) M O n =O (/) II r i ^ r.j H- U ir) Oi+j�- O O ^ O I� cV H O N LC) I- I-c0 u9 Lo~ O I��.[') L6 H O it rj ��� '^o� c-c> U �O II ~ ' w }�`n II �- �-' ��> > w- I -I-oo I ¢ o +co i ¢ o +ca a.- u) w +cow II '�N o +o II `ncn o +o II I ¢ o +o a0 I ¢ o +o� Mi I w C-L) v)Z o II I c) No II ~ - z 3 N�z z o-c) �z II U W oo II oo II II I o I ¢ oo t- I ¢ o w U C n x II o a o <I nZ o uc� ��nZ Z x a c� o II a emu) u J �,n U x a c� J v�n II II c� R r� Checked B JEP U II UJ II-c.» ,nix y' ��= I I O U O d a0 O U � Z Z a in Z O Z O Z O w O o -x II w z0 '� II xoN II ~o � II xw o � �O � II O � xov) 11 0 � x0V) 11 wON II c'z II I a�» x II '�' i ¢�» ¢�» �`�` ¢�» > a Ian J a �_ a ¢ a Z ¢�> :-a _ -z >: Rh I ¢�> > �- z -zzw �' -zz ' 'z -zzzw �> > > 5 �m> > w �� ME a> > ,,, ��> w Date: 08.16.2023 30 �- w v) � cn�- - ox �- w cnrr- - o v)z 3cn�- - o-z 3cn�- --- z - zz - �_ N � N�zzzo ?z3cn�? ? o_vnz3cnE? ? o cnz3v)�?? o xU (nrr- 0� - - n N In 00 N N 'O _V^- ^ O g o�i to o O O gIC-4 1 N N �, M STORM C-3.4, C-5 PLAN AND � N � � � � 'z' CID� � � PROFILE o � to r�iMZ50 o �, o �, o _140 �, o o LO o � 5040 M50 � o � o � o � o � o � o � 0 5040 Y 45+00 44+00 43+00 42+00 41+00 40+00 3450 50+00 51+00 52+00 53+00 54+00 Z V r O V E 3 C6 , 1 1 °o U' C7 x ii ON KEYMAP a 1%owa 5265 Ronald Reagan Blvd.,Suite 210 Johnstown,CO 80534 970,800.3300 r N � GallowayUS.com - © r 2-9 � O SEE SHEET C5.3 \ --_- 15" RCP (PRIVATE)-71.78 LF 0 6.00% �� ``v - O V y STMH C-9.2 (PUBUC) / ,STMH C-9 (PRIVATE) \ Q� MH-ECCENTRIC (5' 0) \ � Q MH-ECCENTRIC (4' 0) / STA: 90+00 STA: 91+93.93 , / kOQ � OUTFACE C I N: 1419221.77 r . p� ,N: 3116632. 8 1 / E: 3116632.68 O 18" RCP (PRIVATE)-13.01 LF ® 8.00% II � i � 5 � E: 3116490.55 1 I � / \ - LEGEND: COPYRIGHT SANITARY 3 POND CO UTFAALL STRUCTURE E \ '� - (PRIVATE) 0+00 i STMH C-7 (PRIVATE) 1ti�1�� SEE SHEET C8.3 W/ CONCRETE APRON \ __ THESE PLANS ARE AN INSTRUMENT OF SERVICE INLET C-7.1 PRIVATE i i STMH C 11 (PRIVATE)' -_ SANITARY 2 �11, STA: 11+11.44 '� PROPOSED 8"WATER MAIN III AND ARE THE PROPERTY OF GALLOWAY,AND MAY / 3 - NO. 16 COMBO INLETS MH-ECCENTRIC 6' 0 VP + - NOT BE DUPLICATED,DISCLOSED,OR REPRODUCED �� ( ) SEE SHEET C8.2, leR� STMH C-9.1 (PRIVATE) \ N: 1418154.51 EXISTING WATER MAIN VV MH-ECCENTRIC (5' 0) J2 STA: 70+13 - STA: 69+99.99 RCe � E: 3116809.62 N STA:1419327.40 1 JO¢0 \ E: 3116655.03 70+13 69+9 I I N: 1418993.75 4��SEI `� 0 �5' MH-ECCENTRIC (4' 0) N: 1418986.5b " STA: 90+71.78 - PROPOSED SANITARY SEWER 8"SS WITHOUT THE WRITTEN CONSENT OF GALLOWAY. II E: 3116665.87 WATER 2 �' NJ. � / COPYRIGHTS AND INFRINGEMENTS WILL BE E: 3116672.71 r I SHEET C5.3 �1. �� N: 1419139.73 / /� - - EXISTING SANITARY SEWER SS ENFORCED AND PROSECUTED. E: 3116581.05 EXISTING FIRE HYDRANT - INLET C-11.1 (PRIVATE) x 2 - 140. 16 COMBO INLETS I I (9cj�' JP�1 �- / ----- PROPOSED FIRE HYDRANT T 101 20+ 1 i - - I Q` / ------- PROPOSED STORM SEWER N 141 r E. 3116684.11 o �5 G _ _� 18" HDPE (PRIVATE)-111.44 LF 8.00% EXISTING STORM SEWER _ ��� %.. _ _ EXISTING IRRIGATION IRR 18' RCP (PRIVATE) L-12.01 LF 08.0 , ¢ I � / / � y � � _ - _ - EXISTING UNDERGROUND TELEPHONE UT EXISTING UNDERGROUND ELECTRIC UE \ r r / _ INLET C-9.3 (PRIVATE) o ♦ •' - -SS -SS -SS- r oo EXISTING FIBER OPTIC FO- r CDOT-TYPE 13 COMBO INLET (DOUBLE) ___-- - _ - _ ®- - =so- - - -so- - - r' // / STA: 92+74.01 - -�_ - _ _ _ _�_ + - - _ - _ _ - _ _ \ - -o= - _� EXISTING GAS G r i , I / _ N: 1419267.04 _ E: 3116425.80 \ -- �RD EX T. SDMH PROPOSED CURB AND GUTTER - - STMH C (PUBLIC) RIM=5038.66' PROPERTY BOUNDARY - r MH-ECCENTRIC 1(5'0)_ \V.\(W) (24 )=5032.7E \ PROPOSED RIGHT-OF-WAY STA:N: 1418043.09 PROPOSED LOTLINE E: 116812.04 EASEMENT LINE 4 PROPOSED STORM INLET X ( EXISTING STORM INLET PROPOSED MANHOLE O®O® EXISTING MANHOLE ® NOTES: ® 1. THE SIZE,TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS.IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW 0 10 20 50 0 10 20 50 0 10 20 50 CONSTRUCTION,THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN UNDERGROUND UTILITIES. '^ SCALE:1"=50' SCALE:1"=50' SCALE:1"=50' 2. ALL WATER AND SEWER CONSTRUCTION SHALL BE PER FORT COLLINS LOVELAND WATER DISTRICT AND z 0 10 20 50 SOUTH FORT COLLINS SANITATION DISTRICT STANDARD CONSTRUCTION SPECIFICATIONS LATEST EDITION. SCALE:1"=50' 3. ALL WATER FITTINGS AND VALVES ARE ONLY GRAPHICALLY REPRESENTED AND ARE NOT TO SCALE. U- 4. UTILITY SERVICES ARE SHOWN IN A SCHEMATIC FASHION ONLY.EXACT LOCATIONS SHALL BE PER THE Z REQUIREMENTS OF THE RESPECTIVE UTILITY PROVIDERS,AND ARE SUBJECT TO CHANGE IN THE FIELD. 5. MAINTAIN 10'HORIZONTAL AND 18"VERTICAL MINIMUM SEPARATION BETWEEN ALL SANITARY SEWER U- MAINS,STORM SEWER MAINS,WATER MAINS&SERVICES. 1 STA: 110+00.00 to 110+12.01 STA: 70+00.00 to 70+12.50 STA: 90+00.00 to 92+77.13 STA: 10+00 to 11+11.44 6. CONFIRM EXISTING SANITARY SEWER INVERT IN THE FIELD.IF IT DOESN'T MATCH THE ASSUMED z STORM C-11 STORM C-7 STORM C-9 OUTFACE C J SCALE: H: 1"=50' V: 1"=5' SCALE: H: 1"=50' V: 1"=5' SCALE: H: 1"=50' V: 1"=5' SCALE: H: 1"=50' V: 1"=5' INVERT,CONTACT THE DESIGN ENGINEER. 7. CONFIRM EXISTING STORM SEWER INVERT IN THE FIELD.IF IT DOESN'T MATCH THE ASSUMED INVERT, J O CONTACT THE DESIGN ENGINEER. 8. CONFIRM HORIZONTAL LOCATION OF WATER TO EXISTING LOCATIONS PRIOR TO CONSTRUCTION. U CONTACT DESIGN ENGINEER WITH ANY DISCREPANCIES. O z J_ 5070 5070 5075 5075 5080 5080 5055 5055 9. MINIMUM SEWER SLOPE IS 1.04%(g'/1')FOR 6"DIAMETER AND 2.08%(4'/1')FOR 4"DIAMETER. O J EXISTING PROPOSED 10. CONTRACTOR TO COORDINATE GAS,ELECTRIC AND TELEPHONE CABLE SERVICES. O PROPOSED FGROUND GRADE W U GRADE 11. THE PLUMBING CONTRACTOR SHALL TERMINATE UTILITY LATERALS 5'OUTSIDE OF BUILDING UNLESS �nn OTHERWISE NOTED.EXACT LOCATIONS(HORIZONTAL AND VERTICAL)OF ALL UTILITY CONNECTIONS V (- INTO THE PROPOSED BUILDING SHALL BE COORDINATED WITH THE APPROVED ARCHITECTURAL Q 2-7DRAWINGS. 5065 18" RCP (PRIVATE) 5065 5070 5070 5075 5075 5050 5050 12. ROOF DRAIN CONNECTIONS TO BE COORDINATED WITH FINAL ARCHITECTURAL PLANS. ()If L.L � 100-YR 12.01 LF 0 8.00% PROPOSED HGL GRADE - PROPOSED -STA: 92+15.64 -_ INV= 5070.E GRADE 8" PVC EXISTING If too-YR 5060 50601 5065 50651 5070 HGL GROUND 5070 5045 5045 # Date Issue I Description Init. _ � 100-YR 15„ --- _ HGL RCP (PRIVATE)-78.95 LF - - ---- EXISTING 124° STA: 90+06.97 EXISTING ° GROUND 15.,RCP INV= 5065.62 GROUND - (PR/V 4° PVC �t - 5055 5055 5060 5060 � 5040 5065 A��`12?�s 3 5065 5040 -oog ' Y,�,��. N 18" RCP (PRIVATE)-13.01 LF 0 8.007. � 5050 5050 5055 50551 5060 STA: 92+04.63 ®600�J INV= 5062.0 5060 5035 5035 - 3 8" PVC 6 m STA: 90+17.01 e o INV= 5045.8 01 5045 7 5045 5050 5050 5055 �8" Pvc 5055 5030 5030 U J w W Do ( co Z7 °O OO M 00 _I; m O_- _ Cl! _M Ln M OD N F N ao M I _ vJ�_ I I Np-raj _ I w _ I N I I N N 3 Z v z (n - z z z z .vz o- O_ a _ad c�s O s o s s ao I -3 � 3 3� U 3v 3� w 3� � I I �N O o- �' o-� ¢ o _ -��Ln =�^ o,no_ o-vim ¢_ o-ern > o Project No: GNK000010 V ¢ O N O_O-¢ O O-� itJ N M .y (f) ^ m'� O-O >_ O-O N ¢iA 00-� O p N N �' o_Oi_� -� O) (G w n^ N v -M 1� �' -� M') -tom O n U C O N - O1DO- `�-' o O- U OOi Lcp rn -{-n II O U M 8 a U o0' O- U O �!!. J U O M vvrn o o - (�i�n a' t� d ^' I Now o'�(�o L,io ^�� ,� M �� mM r�> (o = w a h n Drawn By: DBC 5040 0 �, �, _ N 5040 5045 �; �_ IY _ 5045 5050 - 5050 5025 m o 0 0 U o � „ 5025 O O O U O)u")O I I N r`> O Imo. O O O O O O O c0 I� O)I�u) u7 I O M In (�M to O O O u') � M v Z O Oi� to U -1- a' Z co +(o II OD_r` Z of Z ai Z rn Z w +co II ^ I op� I pCD I v rno w C) ¢ II I 1 to ao- I w to - I w to w to �U z roi= II c� oo II II ~ O ��= II c� ^n� II_6 O o nz z o II z o ��z ww U O nz = II. U ��z o II -._c� n II II o II U �u>Z z o II ¢o O p Checked By: JEP x w - �z z p ~W o II O -_ w II O x� c> (n�- o = w II o = w 11 O = w II z z o = w II O mO � > w _ W � _ ��> W -._ = 1¢-�� > 7 _ ��> > > W Oa N�Z O �-zzz ' ' z �,, z z z zzz zz zz zzz zzz Date 08162023 (n � (nm' _- O =_ O - Nam- 0 (n (n E- - - O -(./) Nd'- - (n N (n�- M ^L N N STORM C-11 C-7, F O O O O O ^ O r- O ^ O ^ O ^ O O O -W 5035� 5035 5040� -- 5040 5045- � � � � �y 5045 5020- aU 1 5020 OUTFACE C PLAN AND Y 109+00 110+00 111+00 71+00 70+00 69+50 93+00 92+00 91+00 90+00 89+50 9+50 10+00 11+00 11+50 PROFILE Z V r O V Y 3 C6012 °o U' C7 x ii ON KEYMAP Ga ,,o wa �i 5265 Ronald Reagan Blvd.,Suite 210 Johnstown,CO 80534 i U U � 970.800.3300 \ \ \ m } GallowayUS.com U s C', / V r \ 1 STMH 0-5 (PUBLIC) O MH-ECCENTRIC (6' 0) STA: 12+89.90 \ N: 1420131.97 c� �S E: 3116936.29 \ \ I GO STMH 0-2 (PUBLIC) l MH-ECCENTRIC (6' 0) - STA: 10+85.83 / \+ N: 1420074.58 ,^ i ®® LEGEND: °D E: 3117099.17 I -- - - - _\ COPYRIGHT CD STNIH 0-4 (PUBLIC) %0 48" RCP (PUBLIC)-22.04 LF 0 1.00% \ / II I _ 0 _OUTFACE 0-1 (PUBLIC) PROPOSED 8"WATER MAIN IIt THESE PLANS ARE AN INSTRUMENT OF SERVICE MH-ECCENTRIC (6 0) // AND ARE THE PROPERTY OF GALLOWAY,AND MAY e NOT BE DUPLICATED,DISCLOSED,OR REPRODUCED STA: 12+67.86 - �RIG A � kpp 48 STORM OUTFACE EXISTING WATER MAIN VV N: 1420109.99 \ SEE SHEET C7.0/ L �p AT BASE OF WALL W� WITHOUT THE WRITTEN CONSENT OF GALLOWAY. E: 3116937.89 \ SCOUR STOP TRANSITION MAT PROPOSED SANITARY SEWER 8"SS �m COPYRIGHTS AND INFRINGEMENTS WILL BE STA: 10+00 EXISTING SANITARY SEWER SS ENFORCED AND PROSECUTED. / 85 g3 N: 1420100.04 48" RCP (PUBLIC)-70.57 LF 0 0.507. \ �� 11+00 P�BU � E: 3117181.14 EXISTING FIRE HYDRANT J 111 46 ®0.50% i STORM A PROPOSED FIRE HYDRANT RCP PUBLIC- - _ PROPOSED STORM SEWER O SANITARY 1 I SEE SHEET C6.0 / SEE SHEET C8.0 �\e EXISTING STORM SEWER / H 0-3 PUBLIC \ \ MH-ECCENTRIC (6' 0) � EXISTING IRRIGATION IRR / ( ) \ \® EXISTING UNDERGROUND TELEPHONE UT / � ` � ` ` STA: 11+97.29 `\ EXISTING UNDERGROUND ELECTRIC UE N: 1420060.88 / E: 3116988.56 EXISTING FIBER OPTIC FC- i `a EXISTING GAS G PROPOSED CURB AND GUTTER - - / PROPERTY BOUNDARY I< PROPOSED RIGHT-OF-WAY \ PROPOSED LOTLINE EASEMENT LINE - \ \ Y \ PROPOSED STORM INLET EXISTING STORM INLET ` \ PROPOSED MANHOLE OO \ \ EXISTING MANHOLE ®�O - - IU u ------- ------- E 1 -- NOTES: t i 1. THE SIZE,TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS.IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE L EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. CONSTRUCTION,THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL NEW UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN UNDERGROUND UTILITIES. '^ ® 2. ALL WATER AND SEWER CONSTRUCTION SHALL BE PER FORT COLLINS LOVELAND WATER DISTRICT AND z SOUTH FORT COLLINS SANITATION DISTRICT STANDARD CONSTRUCTION SPECIFICATIONS LATEST EDITION. 3. ALL WATER FITTINGS AND VALVES ARE ONLY GRAPHICALLY REPRESENTED AND ARE NOT TO SCALE. T_ 4. UTILITY SERVICES ARE SHOWN IN A SCHEMATIC FASHION ONLY.EXACT LOCATIONS SHALL BE PER THE Z 0 10 20 50 REQUIREMENTS OF THE RESPECTIVE UTILITY PROVIDERS,AND ARE SUBJECT TO CHANGE IN THE FIELD. 5. MAINTAIN 10'HORIZONTAL AND 18"VERTICAL MINIMUM SEPARATION BETWEEN ALL SANITARY SEWER SCALE:1"=50' MAINS,STORM SEWER MAINS,WATER MAINS&SERVICES. 1 6. CONFIRM EXISTING SANITARY SEWER INVERT IN THE FIELD.IF IT DOESN'T MATCH THE ASSUMED v� ) z STA: 10+00.00 t0 12+89.90 INVERT,CONTACT THE DESIGN ENGINEER. OFFSITE STORM J J SCALE: H: 1»_50' V: 1»_5' 7. CONFIRM EXISTING STORM SEWER INVERT IN THE FIELD.IF IT DOESN'T MATCH THE ASSUMED INVERT, O CONTACT THE DESIGN ENGINEER. 8. CONFIRM HORIZONTAL LOCATION OF WATER TO EXISTING LOCATIONS PRIOR TO CONSTRUCTION. U CONTACT DESIGN ENGINEER WITH ANY DISCREPANCIES. O Cli Cl PROPOSED J GRADE 9. MINIMUM SEWER SLOPE IS 1.04%(g'/1')FOR 6"DIAMETER AND 2.08%(4'/V)FOR 4"DIAMETER. O J 5060 5060 10. CONTRACTOR TO COORDINATE GAS,ELECTRIC AND TELEPHONE CABLE SERVICES. O 11. THE PLUMBING CONTRACTOR SHALL TERMINATE UTILITY LATERALS 5 OUTSIDE OF BUILDING UNLESS w 0 FL r= OTHERWISE NOTED.EXACT LOCATIONS(HORIZONTAL AND VERTICAL)OF ALL UTILITY CONNECTIONS 0 INTO THE PROPOSED BUILDING SHALL BE COORDINATED WITH THE APPROVED ARCHITECTURAL Q z EXISTING DRAWINGS. GROUND Of LL � 5055 5055 12. ROOF DRAIN CONNECTIONS TO BE COORDINATED WITH FINAL ARCHITECTURAL PLANS. co L_ # Date Issue I Description Init. LO 5050 Q^_100-YR 5050 - >2 o HGL ` 5045 5045 RCP CH 0 b7 LF®P 0 50 48„ RCP (PUBLIC) -111.48 LF 00.50% 48" - RCP (PU BLIC )-86 W LF'0 1.00% 5040 5040 ��� RCP (Pu(PUBLIC) 2104 LF 01.00% M a E 5035 5035 Y Z v C o U d-_ Project No: GNK000010 I .Wi cv w_ 1 mo ^yj,00. @ 00-Z �'B.O.. ..Z.i �+�O _ �N , °a = 'n _' _. r7 = o C°i3 ao = o N N "'M Drawn By: DBC CC C 2 tD C- N- co O" t0 tG C O _ 5030 a-�'No^ as �.-S=��N�� o a� N o- -_�\ 3 +�� 5030 _ _ V 3 I o m vl�orn�N v�nOC ^ �,..�^�O v�Lei^O COO u70 II x d i;Now �. N'r''�III °r-�U ±o�n `I� 14! � c' +o-�� ¢ o .o �z�� Checked By: JEP o c>�siZ=o II- t> �Sz =o II O U �Z II o,nc> 3 000i co x j' < II x w¢ n a-x j' ¢ u x j'a II a s=� o o},�,Lo Date: 08.16.2023 m in f%l�Z� ~�Z Z W S F,MEZ Z t5 f�=H'=Z Z I_S Nam_ G_ N S fn d'-_O VJ Nam-_ ¢ Z 1- STORM OFFSITE PLAN AND _ .o _ o �•pp °° PROFILE t0 M sF Q„, NZ- G 5025� - - CD o - LO o - - o � 5025 -- �!� _:� y i 1 1 13+50 13+00 12+00 11+00 10+00 9+50 V r O V E 3 °o C6m13 U' C7 x I `CON - 1, /� ' I �f}� I f - --- - 4\ I �� / / r � I I I I \ \ I Ii-T - J , / Q m,,0wa r I 111 r i I i 11 \ i ` �- ----- I � � �o KEYMAP a ti . . - � l \ `� \ j l '� - -I_ I 1 - _ \: It 1� 1011 r I .�' I- - /� / / / / �� / /r / 505 ' _-_ U --------- - �� - I V -_ __ __ I. \ = �\ // - " 1 rrr I \t \ \ / / / 4 5265 Ronald Reagan Blvd.,Suite 210 --- /, / :,, - r /I I P, r ---- \ 0, / Johnstown,CO 80534 r - \ \ �� � ` / �1 /r r/ I -- ------ -- - -- /� �- j \ \ 5p / / 970,800.3300 s - '( -- \ --F r I I - / °' Gallowa US.com - - L--- - -- - --- - - ___1 ---- --- -- - \�� -1 � 11 .. � �L�]/ \ \ \ / i i x i . \ k�o-'��. 5050 / / / ��'%_ 9 \ - S - STRASBURG DRIVE W W \ // // Go2o F -L pSs 10 20 50 / 9 - �n �n n 1 / f �o !_Q `C / / �- - - -- 3 SF TYPE L RIPRAP, DEPTH = 1.5' - I I � / SCALE: / I� G SEE SHEET C5.1 - ,_ � - - - - - - -------- -- r--- - -. :-_ _ --- ` / \ � � WATER 1 G- \ / ,�13 00 V / �- - Q� �� \ T-J�, -- - - -- SASS I I O / \ - - /� �A . -: (� I �p`�� \ \ 5050- \ / LIMITS OF 52" STEEL SLEEVING z I \ � / IRR A-�------ - _ \ ,' \ \ I IRRIGATION D I : I / / (�O \ AT RIGHT-OF-WAY CROSSING j � � 7 (PRIVATE) 63 -- \ '`. � v �/ / ' CONCRETE HEADWALL -- -- - - -- <y � � SEE SHEET C7.3 1 � / / I I / \ /)' I SEE DETAIL ON SHEET C7.4 � \-�­ �� I � / �\ // I / �� ,' � STA: 12+94.23 ` A �< II 1 6 I / / / LEGEND: v y .�' so � > - \ � - I ' I I 1 / / - '/ / r 50 ' RIM= 5D58.11 r- - - - v I I I I / COPYRIGHT i' \ --� v 1, _ _ // - /' - - - -INV. I19 5054.40 (NW-36") IRRIGATION DITCH PROTECTIVE \ 11 1 // // - EXIOSTWG WATER MAIN SED 8"WATER MAIN Ili THESE PLANS ARE AN INSTRUMENT OF SERVICE \I \ \ \ 5055 - - - N: 1419870.30 FENCING PER DITCH COMPANY I VV \ \ , \ �, / SPECIFICATIONS. \ \ 5 / AND ARE THE PROPERTY OF GALLOWAY,AND MAY �10 Ol) /// % / 11+00 � � E: 3117055.38 \ \ � w I � � �00 , � i IRR A-10 (PRIVATE) , / I \ \ 4 D I I \ / / / PROPOSED SANITARY SEWER 8"SS NOT BE DUPLICATED,DISCLOSED,OR REPRODUCED IRRIGATION OUTFALL STRUCTURE\\ \ \ / I \ q I / / / EXISTING SANITARY SEWER SS WITHOUT THE WRITTEN CONSENT OF GALLOWAY. \i/ 36" A-2000 STORM (PRIVATE)-94.70 LF ® -0.07% \ \ 1 11 1 / COPYRIGHTS AND INFRINGEMENTS WILL BE SEE DETAIL ON SHEET C7.4 / / I \ 11 IRR D-6 OPEN DITCH OVERFLOW PATH / / 7 _ ---_ I 1 \ EXISTING FIRE HYDRANT STA: 10+00 \ - - - IRR A-8 (PRIVATE) EX. LOUDEN IRRIGATION DITCH \' ` q I I c�0 ENFORCED AND PROSECUTED. RIM= 5058.47{ ` �`/ - r HEAD-GATE STRUCTURE I � \l& , I HEADWALL WITH GATE //" / / / `�� / TO REMAIN I \ � � II � (VICTORIA ESTATES) I 1` / / / -` PROPOSED FIRE HYDRANT 0 INV. IN= 5055.06 (S-36") j r STA: 11+94.53 1 \xeO\\ SEE DETAILS ON SHEETS C7.4 & C7.5 / / PROPOSED STORM SEWER INV. OUT= 5055.06 (EX.) / RIM= 5063.47 I 1 I \�" �\\ I I RIM= 5058.50 I 54 SF TYPE L RIPRAP, DEPTH = 1.5' 188 SF TYPE L RIPRAP, DEPTH = 1.5' EXISTING STORM SEWER N: 1420138.29 �� / ` INV. IN= 5054.33 (SE-36") I so v r� �o \\ �`- TW 57.84 I INV. OUT= 5054.70 (E-10") E: 3116971.07 - / INV. OUT= 5055.19 (NW-36") I I- - _ - _ 1 N: 1419567.39 I IRR A-3 (PRIVATE) I EXISTING IRRIGATION - -IRR- - / '\ / INV. OUT= 5047.75 (NE-21") - - - J \ V\ BW 55 1 E: 3116897.98 MH-ECCENTRIC 5' 0 I / - ` '\ I N: 1419959.22 TIE PROPOSED DITCH TO EX. DITCH GRADES \\ I o I SEE DETAIL ON SHEET C7.5 EX. LOUDEN IRRIGATION DITCH EXISTING UNDERGROUND TELEPHONE UT i I ` E: 3117010.34 I , 3 I \ TO REMAIN EXISTING UNDERGROUND ELECTRIC UE \ \ W s STA: 21+20.55 = ! \ BW 58.75 �� w j �'Sp I RIM- 5061.39 ��0- / EXISTING FIBER OPTIC FO \ IRRIGATION STRUCTURE I TW 60.76 o L N 1 INV. IN= 5054.84 (NW-36") 5 •' ` EXISTING GAS G ' -- A 1 ¢ A INV. OUT= 5054.84 S-36" / OFFSITE STORM \ PROTECTIVE FENCING PER DITCH I BW 58.78 " (PRIVATE) ( ) IRR A-1 PRIVATE i N: 1419344.91 CONCRETE HEADWALL PROPOSED CURB AND GUTTER \ COMPANY SPECIFICATIONS. ,o I S \ / - - SEE SHEET 0613 L. A I TW 61.98 + 50� E: 3116786.44 / W/WINGWALLS --- �� ;. �.� I - i � / SHEET C7.5 PROPERTY BOUNDARY � � � � � � � � N S \ I I - - / S DETAIL ON S -- I t 5• � ,. ,' - I � PROPOSED RETAINING WALL �� \ 36" A-2000 STORM PRIVATE-47.08 LF -0.07% -\ \ SOSS ) / STA: 22+53.62 PROPOSED RIGHT-OF-WAY ( ) I I I \ \ RIM= 5058.75 " PROPOSED LOTLINE 36" A-2000 STORM (PRIVATE)-142.44 LF ® -0.07% (PRIVATE) I s j- \'\ HAND RAIL SURROUNDING c�, ( - ) IRR A-9 PRIVATE J I TW 57.96 \ � � INV. IN= 5055.04 W 36 MH-ECCENTRIC (5' 0) \ 06s I BW 56.13 I STORM B-2 EXTENTS OF HEADWALL �o /' I N: 1419217.35 /- - EASEMENT LINE - W SEE DETAIL ON SHEET C7.5 \ __ \ i! I -- SEE SHEET C6.7 / E: 3116796.29 -_ -_ PROPOSED STORM INLET PROPOSED OPEN CHANNEL DITCH � �� '� STA: 11+42.44 \ -_ � - I j N RIM= 5064.48 \ i I I I -- 81 SF TYPE L RIPRAP, DEPTH = 1.5' EXISTING STORM INLET INV. IN= 5055.16 (N-36") \ i i I 1 / 1 \ DI ' !_22 0�-- --- PROPOSED MANHOLE INV. OUT= 5055.16 (SE-36") \ PROPOSED OPEN CHANNEL DITCH �� O 36" A-2000 STORM (PRIVATE)-8.27 LF @ -0.12%-- OO \ - EXISTING MANHOLE ®@O i N: 1419995.87 __ I 2.0:1 - - - - E: 3116973.38 \ __ i PROPOSED RETAINING WALL I I i - -A-- _ L_ ��- I IRR A-2 (PRIVATE) \ i o i l WATER 2 =- MH-ECCENTRIC (6' 0) NOTES: '� I o % I SEE SHEET C5.3 � , � I / SEE DETAIL ON SHEET C7.5 STA: 22+45.35 \ ;�;1 \ SANITARY 2 / / 1. THE SIZE,TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN � � � RIM= 5064.64 Sps SEE SHEET C8.1 SHOWN ON THESE DRAWINGS.IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE 36' A-2000 STORM (PRIVATE)-109.27 LF ® -0.15% \ ___ / INV. IN= 5055.03 (N-36") `� ?. INV. OUT= 55.03 3 E 36" EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW \ , 11 - \\ O•. ( ) CONSTRUCTION,THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND o \ / N: 1419220.07 UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN UNDERGROUND UTILITIES. BW 59.00 . o - - ?. i' 36" A-2000 STORM (PRIVATE)-124.85 LF -0.15% E: 3116788.48 // ' 2. ALL WATER AND SEWER CONSTRUCTION SHALL BE PER FORT COLLINS LOVELAND WATER DISTRICT AND TW 63.00 I � \\ ' - 36" A-2000 STORM (PRIVATE)-63.64 LF ® -0.14% �� IRR A-6 (PRIVATE) o -., S\ \ // SOUTH FORT COLLINS SANITATION DISTRICT STANDARD CONSTRUCTION SPECIFICATIONS LATEST CONCRETE HEADWALL BW 59.10 / - -- - - - - _ SEE DETAIL ON SHEET C7.4 TW 61.10 'S�6� 1 \\ / EDITION. STA: 18+86.02 -- i 3. ALL WATER FITTINGS AND VALVES ARE ONLY GRAPHICALLY REPRESENTED AND ARE NOT TO SCALE. RIM= 5058.21 _ _ // s , INV. OUT= 5054.50 (S-36") _ -\ 93 SF TYPE LRIPRAP, - - - - M �� r 4. UTILITY SERVICES ARE SHOWN IN A SCHEMATIC FASHION ONLY.EXACT LOCATIONS SHALL BE PER THE z N: 1419540.55 \ DEPTH = 1.5' _ _ REQUIREMENTS OF THE RESPECTIVE UTILITY PROVIDERS,AND ARE SUBJECT TO CHANGE IN THE FIELD. E: 3116683.61 \, � / y �/ \�z IRR A-4 (PRIVATE) / - 5065 " ( (�� � � __ _ _ / 5. MAINTAIN 10'HORIZONTAL AND 18"VERTICAL MINIMUM SEPARATION BETWEEN ALL SANITARY SEWER - � � \ LIMITS OF 52 STEEL SLEEVING CONCRETE HEADWALL -------- AT RIGHT-OF-WAY CROSSING IRR A-5 (PRIVATE) -SEE DETAIL ON SHEET C7.4 - MAINS,STORM SEWER MAINS,WATER MAINS&SERVICES. V- I 81 SF TYPE L RIPRAP, DEPTH = 1.5' \ \\ \ \ CONCRETE HEADWALL .,i STA: 20+56.91 = 3' BENCH 3' BENCH \ \ 'SEE DETAIL ON SHEET C7.4 `-r' RIM- 5058.46 �,' 6. CONFIRM EXISTING SANITARY SEWER INVERT IN THE FIELD.IF IT DOESN'T MATCH THE ASSUMED I \ INVERT CONTACT THE DESIGN ENGINEER. so � STA: 19+95.29 INV. OUT= 5054.75 (SE-36') ELEV. - 5059' ELEV. - 5059' I \ (� RIM= 5058.37 N: 1419389.16 LL \ & INV. IN= 5054.66 (N-36") E: 1 19389.1 r r 7. CONFIRM EXISTING STORM SEWER INVERT IN THE FIELD.IF IT DOESN'T MATCH THE ASSUMED INVERT, 1 , 2:1 SIDE SLOPE I , �� y N: 1419432.04 \ CONTACT THE DESIGN ENGINEER. � I ,E: 3116696.45 � ��� / - /� 8. CONFIRM HORIZONTAL LOCATION OF WATER TO EXISTING LOCATIONS PRIOR TO CONSTRUCTION. z " \ BENTONITE LINING DESIGN CONTACT DESIGN ENGINEER WITH ANY DISCREPANCIES. J TO BE PROVIDED BY 9. MINIMUM SEWER SLOPE IS 1.04%(e"/1')FOR 6"DIAMETER AND 2.08%(f/1')FOR 4"DIAMETER. J _ O GEOTECHNICAL ENGINEER 10. CONTRACTOR TO COORDINATE GAS,ELECTRIC AND TELEPHONE CABLE SERVICES. = U ELEV. = 5055' 4 ELEV. = 5055' � _ 11. THE PLUMBING CONTRACTOR SHALL TERMINATE UTILITY LATERALS 5'OUTSIDE OF BUILDING UNLESS 0 � C ) OTHERWISE NOTED.EXACT LOCATIONS(HORIZONTAL AND VERTICAL)OF ALL UTILITY CONNECTIONS O J z INTO THE PROPOSED BUILDING SHALL BE COORDINATED WITH THE APPROVED ARCHITECTURAL DRAWINGS. � O TYPICAL DITCH SECTION 12. ROOF DRAIN CONNECTIONS TO BE COORDINATED WITH FINAL ARCHITECTURAL PLANS. w J U N.T.S. 0 Q � 13. NO CONSTRUCTION FROM APRIL 15 TO OCTOBER 15. Iy [RIG A STA: 10+00.00 to 22+76.29 0 SCALE: H: 1"=50' V: 1"=5' ..................................... ................................. .. ........ ....._...... ....................... ............................... ............................................................................. ............................................................................. . ............................... .................................. .................................. .................................. .................................. .................................. .................................. .................................. .................................. .................................. ................................ . . . . ' ..................... ....... : : ;...................................... .......................................;..... - . :.. STORM ( IVA 27 LF 36" A-2000 PR TE)-8. -0.12% PROPOSED ..................................... .......................................;............. .......................................;.................. .... . . .. .. ................................ GRADE 6" - V - -0 # Date Issue/Description Init. 3 A 2000 STORM PRI ATE 47 08 LF ® 07% P( ) _ EXISTING 5065 : - GROUND _ ------- - - 36" A-2000 STORM (PRIVATE)-109.27 LF 0-0.15% 36" A-2000 STORM (PRIVATE)-63.64 LF 0 -0.14% 5065 LIMITS OF 5Y STEEL SLEEVING I - , : -- _ ..................................... .............. -..-._�. ...................................................... ......... ..... ......... .... ............................................................................. . ..................................... .................................... .................................. .................................. ...........................l..... ........................... ........................ .................................. ........................ .... .................................. ................................. ....... AT RIGHT-OF-WAY CROSSING ;....................................... . .. .. ...........��..... :... ... :.. - i --___ 36" A-2000 STORM (PRIVATE)-94.70 LF 0 -0.07% - ..................................... ............. - _ ............... ....,............. ...................... .......................................,_,,.._ .... .......................................;...................................... .......................................:...................................... ......................................:....................................... ........._:.�......................:....................................... ......................................:........ - ........ .....�...Y.......... _ _....... .................................. ........................ .... .................................. .......................... ............................... ..................................... ............ ........................ _ - HGL: Q=2.0 CFS ' STA: 19+34.51 - �'r i ....................................:....................................... .................................. ELEV= 5056.83....... .... ....................... ............................. ....... .................... R \ ................. .................................... ......................................'........:..........�..... i 8 0 WATER CROSSING y. ............. ......................................:....................................... ......................................:....................................... ................................ ......................................... ........................................' 5060 I ........ ........................................................................... DITCHPCHANNEDL ........................................ : --- HGL Q=0.5 CFS i TO BE REDESIGNED SO6O ' -- ------ -------- - ..................................... ......................................'..................................... ............................................................................. ............................................................................. ......................... .................................................. ...................................... ............... ........ .................................. .................................. .............................. -.-.-.-. _ -.-... , € € -_ .. ... - ............... '............. ........................................ ..................... ............ ............................................................................. .............................................................................. ......................::.................................................... .............................................................................. ........................ --_ ............................ ......................................:........................ 14, :: : : : / I . / . z . : PROPOSED 1 PRIVATE 142 4 4 LF ® 0.07% i 6 -2000 STORM ( ) I EXISTING DITCH CHANNEL V. r 36 A 2000 STORM (PRIVATE) 124.85 LF E I - i / ;...................................... .....................................;.........................I.......... DITCH CHANNEL I ..... ............... 5055 _ ' - - _ L - _ - - - - - _ t...... ...... 5055 --L' - - -- ,' -- -------- - ----- --_ - -- ---- -� _ - : - _-- �__ - _ - ° ................................... .............................:............ ...;...................................... ......................................;................................... ......................................;....................................... ............:-:.. .-..-............;. ....................................... ......................................:.............................................................................:....................................... ......................................:........................ t I I .................................... ............................................................. . ...................................:...................................... .......................................:..................................... .......................................:...................................... .......................................:...................................... .......................................:...................................... .......................................:...................................... .. ;..... 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W. 5050 N LIMITS OF 52' STEEL SLEEVING 'M � 5050 _ +U-)�`' AT RIGHT-OF-WAY CROSSING 3 i' z ou>¢ -+Oo 3 ........................... - :.................................. .. .......................................':...................................... ............................................................................. ........................................................................... o : .. 11 3 N�N...... .. ..... .. .. .. .. ..... .. .. ........ _ ::¢ a II 3 t- o 0 `"-OJ i Z^i w ^,� Project No: GNK000010 m ..................................... ............................................................................. ....................................................................... ... ............................................................................ ............................................................................. ............................................................................... ............................................................................... .................................... .................................. .................................. .................................. .................................. ....................... .. .................................. .............................. .................................. .............,.., ..... .......... ................. .................................. ..................,.. "", _ o co 0 a ¢ our o 3 c� o a Drawn B : AIL S w u Y u I I z n 5045 Z > w 5045 Checked By: JEP 0 c� 3 it? o U ..................................... ............................................ .............................. .......... .................................................... ... .................................................................. ............................. .................................. .................................. .................................. ..................... ..... .................................. .............................. ................................ ........................... ......... ................ .................................. .............." ................................ LU . ....................................... ............................................................................. ............................................................................. .............................................. Date 0816 2023 _ _ s -_................................. ............................__ ... ....__................................................................. ............................................................................. ............................................................................. ............................................................................. ............................................................................. ...............................................................__....... ....................................................................... ............... ........ : k r�R R O G. 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M I : "' I I : R PO UJ "' R "' AND PROFILE w ................... 3 _...........................,....................................... ......................................;....................................... ......................................,....................................... ......................................;....................................... ................................... .................................. .................................. ............. ................................ I ..................... _ ................ 3 _............... - to 5040 ¢t� o � - M � P W � � 3 � :� �, 0 5040 z �F O ¢ t1") _ ¢ M u") ^ ¢O d• ¢O U ¢O co ¢O d' ¢ O d ¢ O -.. e}^ L' U ¢ ¢ ¢ ¢ O�} (� O n n (D d O^.. 'd' U.. - - O PI) - O O -W :- -W �O^ -W a- O^ - - O) O� - - O OR ...................... . ........... ;.... 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C= L. w �ZO > w �p �j w.. ; ; �C. �jw Of �jw � _ mm W W = �jjw. �� 0=Z O F>oD - = �Z z 0: 95 �z z Z 0 -Z z Z U == O U �- O �- - O �- - O (n_a0 Z = Z Z Z Z Z Z -U d'- O U �- 0 - - _ N- Y 5035 5035 3 8 9+50 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00 C7mO ii ON KEYMAP Gamulowa) I i �. 5265 Ronald Reagan Blvd.,Suite 210 I � i Johnstown,CO 80534 o a u a 970,800.3300 00 N GallowayUS.com \� rn 5 t w I �S , \ \ x U) w \ N \ y IRR B-3 (PRIVATE) 9 ' / MH-ECCENTR21+29.1 STA:N: 1418450.18 ,' ,�'� p� � `��V E: 3116600.13 IRR B-4 (PRIVATE) 36" FES \ ('O STA: 20+00 ��\ ��' �:: V N. 1418525.72 \� \ �Q 55 E: 3116704.71 LEGEND: COPYRIGHT THESE PLANS ARE AN INSTRUMENT OF SERVICE PROPOSED 8"WATER MAIN 8"V\ AND ARE THE PROPERTY OF GALLOWAY,AND MAY IRR B-2 (PRIVATE) �� `� EXISTING WATER MAIN W NOT BE DUPLICATED,DISCLOSED,OR REPRODUCED MH-ECCENTRIC (5' 0) rL� ®Oti r PROPOSED SANITARY SEWER 8"SS WITHOUT THE WRITTEN CONSENT OF GALLOWAY. STA: 23+18.51 f 5p� SD ` COPYRIGHTS AND INFRINGEMENTS WILL BE N: 1418365.51=- .1a°'' `ss EXISTING SANITARY SEWER SS ENFORCED AND PROSECUTED. E: 3116430.59 / leR��P�1 wA EXISTING FIRE HYDRANT PROPOSED FIRE HYDRANT PROPOSED STORM SEWER EXISTING STORM SEWER EXISTING IRRIGATION IRR EXISTING UNDERGROUND TELEPHONE UT 36" ADS HP STORM (PRIVATE)-18.94 LF ® 0.25% EXISTING UNDERGROUND ELECTRIC UE IRR B-1 (PRIVATE) / i EXISTING FIBER OPTIC FO- IRRIGATION INTAKE STRUCTURE / i A EXISTING GAS G STA: 23+37.45 / \ N: 1418350.77 / / SAS PROPOSED CURB AND GUTTER - - E: 3116418.71 / \ PROPERTY BOUNDARY ■ ■ ■ ■ ■ ■ ■ ■ PROPOSED RIGHT-OF-WAY EX. LOUDEN DITCH PROPOSED LOTLINE / EASEMENT LINE / PROPOSED STORM INLET EXISTING STORM INLET PROPOSED MANHOLE OO EXISTING MANHOLE ®�O ® NOTES: 1. THE SIZE,TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS.IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW 0 10 20 50 CONSTRUCTION,THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN UNDERGROUND UTILITIES. '^ SCALE:1"=50' 2. ALL WATER AND SEWER CONSTRUCTION SHALL BE PER FORT COLLINS LOVELAND WATER DISTRICT AND z SOUTH FORT COLLINS SANITATION DISTRICT STANDARD CONSTRUCTION SPECIFICATIONS LATEST EDITION. 3. ALL WATER FITTINGS AND VALVES ARE ONLY GRAPHICALLY REPRESENTED AND ARE NOT TO SCALE. T_ 4. UTILITY SERVICES ARE SHOWN IN A SCHEMATIC FASHION ONLY.EXACT LOCATIONS SHALL BE PER THE Z REQUIREMENTS OF THE RESPECTIVE UTILITY PROVIDERS,AND ARE SUBJECT TO CHANGE IN THE FIELD. STA: 20+00.00 to 23+37.45 I RI G B 5. MAINTAIN 10'HORIZONTAL AND 18"VERTICAL MINIMUM SEPARATION BETWEEN ALL SANITARY SEWER LL SCALE: H: 1 50' V: 1»_5' MAINS,STORM SEWER MAINS,WATER MAINS&SERVICES. 6. CONFIRM EXISTING SANITARY SEWER INVERT IN THE FIELD.IF IT DOESN'T MATCH THE ASSUMED z J INVERT,CONTACT THE DESIGN ENGINEER. 7. CONFIRM EXISTING STORM SEWER INVERT IN THE FIELD.IF IT DOESN'T MATCH THE ASSUMED INVERT, J O CONTACT THE DESIGN ENGINEER. � U 5070 5070 8. CONFIRM HORIZONTAL LOCATION OF WATER TO EXISTING LOCATIONS PRIOR TO CONSTRUCTION. Q CONTACT DESIGN ENGINEER WITH ANY DISCREPANCIES. O z 9. MINIMUM SEWER SLOPE IS 1.04%(g'/1')FOR 6"DIAMETER AND 2.08%(4'/V)FOR 4"DIAMETER. O J J 10. CONTRACTOR TO COORDINATE GAS,ELECTRIC AND TELEPHONE CABLE SERVICES. O PROPO5065 GRADE 5065 5065 11. THE PLUMBING CONTRACTOR SHALL TERMINATE UTILITY LATERALS 5'OUTSIDE OF BUILDING UNLESS w 0 OTHERWISE NOTED.EXACT LOCATIONS(HORIZONTAL AND VERTICAL)OF ALL UTILITY CONNECTIONS �J HYDRAULIC INTO THE PROPOSED BUILDING SHALL BE COORDINATED WITH THE APPROVED ARCHITECTURAL Q z Iy 36" ADS HP STORM (PRIVATE)-18.94 LF 0 0.25% GRADE DRAWINGS. Of U_ U_ 12. ROOF DRAIN CONNECTIONS TO BE COORDINATED WITH FINAL ARCHITECTURAL PLANS. 5060 5060 36" ADS HP STORM (PRIVATE)-189.50 LF 0 0.25% 36" ADS HP STORM (PRIVATE)-129.01 LF 0 0.25% # Date Issue I Description Init. 5055 - - 5055 EXISTING GROUND N O 2 5050 i 5050 z 3 2 5045 -- - 5045 0 ` R R LiJ M W I W 3M v C O O v z QC N_W LO C-O n-Q N 10 5040 pi o_ '-".6gcc, "o� � -�"' � 5040 F ^��N. aD00 tf)00. vIY 0) O F_ .v. OHO o .. MI-� II r).vi? '-c0� II �. W+�� p cccoo�n d o m N�i� m W N�Z o i= M U N�Z o is N�Z Project o: a < > _ ¢ >> w ¢ >> ¢A> Drawn By: DBC N Checked By: JEP N ad � KJ CO V � co co O � cc-'z, � O � O � O Date: 08.16.2023 5035- L � � � V � � 5035 24+00 23+00 22+00 21+00 20+00 19+50 IRRIGATION DITCH B PLAN AND PROFILE Y Z V r O V Y C701 °o U' C7 x ii o� ON KEYMAP a 1%owa Ut II\I Gj C ® 5265 Ronald Reagan Blvd.,Suite 210 M AASp M �� \� ,ZZ V A Johnstown,CO 80534 / / o Li a 970,800.3300 / N GallowayUS.com i r cn IV- N,Vol S-29 (PRIVATE) A �) vv `� 18 N12-HDPE-71.25 LF 0 0.50% o�Ok s �� 21' HDPE PRIVATELY OWNED ��, o I I MH-ECCENTRIC 4' 0 ' ROBERT BENSON IRRIGATION %� I STA: 30+10.49 O El PRIVATE i DITCH LATERAL)-90.60 LF 0 6.81X �g - I' N: 1420089.69 (PRIVATE) I ' ' �"� � � ;�� •�: 3117188.20 -- - \` \ STA: 190+10 0.00 j - S-25 (PRIVATE) I� - -- � �� \ � �� � I � �21' HDPE PRIVATELY OWNED N: 1419388.21 I ---- ' MH ECCENTRIC (4 0) �' I ( - -- - __= LEGEND: STA: 31+01.09 ROBERT BENSON IRRIGATION _ _ _ _ _ - - COPYRIGHT \ 1 E: 3116856.00 DITCH LATERAL-10.49 LF 0 2.00% THESE PLANS ARE AN INSTRUMENT OF SERVICE N: 14mui. a /4 ) PROPOSED 8"WATER MAIN I I IRR MH E2 (PRIVATE) / , '_� \ ♦ E: 3117101.78� I a � � �`' AND ARE THE PROPERTY OF GALLOWAY,AND MAY S-26 (PRIVATE) EXISTING WATER MAIN W NOT BE DUPLICATED,DISCLOSED,OR REPRODUCED I I ± NYOPLAST DRAIN BASIN / �� Ok �J 24° FES WITHOUT THE WRITTEN CONSENT OF GALLOWAY. W/ SOLID LID / \\�� s' I >� STA: 30+00 PROPOSED SANITARY SEWER 8"SS COPYRIGHTS AND INFRINGEMENTS WILL BE ` \\_ \-� _\ ul \i STA: 190+81.25, 0.00 / i I i N: 1420095.89 EXISTING SANITARY SEWER SS ENFORCED AND PROSECUTED. i I N: 1419349.21 ( , `� ' + E: 3117196.66 - ___ \ EXISTING FIRE HYDRANT E: 3116796.37 STORM A- � / �� \�_ QO I � I _ / \ \ - e - - - - - -` I � SEE ���•1 SANITARY 1 � PROPOSED FIRE HYDRANT I - `� \ / SEE SHEET C5.1 ♦ \\ S�¢S 18 N12-HDPE-121.84 LF @ 2.56% PROPOSED STORM SEWER L _ _ _ _ � , � ,'� r �I 21' HDPE (PRIVATELY OWNED EXISTING STORM SEWER I - \ ROBERT BENSON IRRIGATION e \ I HAN EXTENTS OF HEADWALL D RAIL SURROUNDING \ \ DITCH LATERAL)-135.01 LF 0 2.93% ����� \ EXISTING IRRIGATION IRR EXISTING UNDERGROUND TELEPHONE UT IRR HEADWALL E2 (PRIVATE) CONCRETE HEADWALL \ p0 ,,; \ i �,� \ EXISTING UNDERGROUND ELECTRIC UE \ I \ C' W/CONCRETE WINGW .IS - ------ T --------- - EXISTING FIBER OPTIC FO- ------ \ I r I STA: 192+03.09, 0.00' \ --------- IRRIGATION STRUCTURE � -- � EXISTING GAS G I r N: 1419227.39 \ \ PROTECTIVE FENCING PER DITCH I PROPOSED CURB AND GUTTER 8.36 \ \ CY RELEASE + \ COMPANY SPECIFICATIONS E• 311679 - - \ I WITH HEMERHEEADGA a' \ \ \ \ �b\ ��� PROPERTY BOUNDARY \ \ \ \y Y,- \\ \ l \ \ PROPOSED RIGHT-OF-WAY PROPOSED LOTLINE \ \ I \ \ I L \ \ EASEMENT LINE \\ r \ - PROPOSED STORM INLET EXISTING STORM INLET PROPOSED MANHOLE OO EXISTING MANHOLE p NOTES: ® 1. THE SIZE,TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS.IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION,THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN UNDERGROUND UTILITIES. '^ 0 10 20 50 0 10 20 50 �,;J 2. ALL WATER AND SEWER CONSTRUCTION SHALL BE PER FORT COLLINS LOVELAND WATER DISTRICT AND z SOUTH FORT COLLINS SANITATION DISTRICT STANDARD CONSTRUCTION SPECIFICATIONS LATEST SCALE:1"=50' SCALE:1"=50' EDITION. 3. ALL WATER FITTINGS AND VALVES ARE ONLY GRAPHICALLY REPRESENTED AND ARE NOT TO SCALE. T_ 4. UTILITY SERVICES ARE SHOWN IN A SCHEMATIC FASHION ONLY.EXACT LOCATIONS SHALL BE PER THE Z REQUIREMENTS OF THE RESPECTIVE UTILITY PROVIDERS,AND ARE SUBJECT TO CHANGE IN THE FIELD. 5. MAINTAIN 10'HORIZONTAL AND 18"VERTICAL MINIMUM SEPARATION BETWEEN ALL SANITARY SEWER U_ MAINS,STORM SEWER MAINS,WATER MAINS&SERVICES. 1 RIG E STA: 190+00 to 192+03.09 6. CONFIRM EXISTING SANITARY SEWER INVERT IN THE FIELD.IF IT DOESN'T MATCH THE ASSUMED v� ) z SCALE: H: 1"=50' V: 1"=5' I R I G C STA: 30+00.00 to 31+38.89 INVERT,CONTACT THE DESIGN ENGINEER. J J SCALE: H: 1"-50' V: 1"-5' 7. CONFIRM EXISTING STORM SEWER INVERT IN THE FIELD.IF IT DOESN'T MATCH THE ASSUMED INVERT, _ O CONTACT THE DESIGN ENGINEER. EXISTING PROPOSED C)GRADE 8. CONFIRM HORIZONTAL LOCATION OF WATER TO EXISTING LOCATIONS PRIOR TO CONSTRUCTION. GROUND CONTACT DESIGN ENGINEER WITH ANY DISCREPANCIES. O �_ z 5060 5060 9. MINIMUM SEWER SLOPE IS 1.04%(g'/1')FOR 6"DIAMETER AND 2.08%(4'/V)FOR 4"DIAMETER. O 5060 5060 10. CONTRACTOR TO COORDINATE GAS,ELECTRIC AND TELEPHONE CABLE SERVICES. O 11. THE PLUMBING CONTRACTOR SHALL TERMINATE UTILITY LATERALS 5 OUTSIDE OF BUILDING UNLESS ��UnJI J U OTHERWISE NOTED.EXACT LOCATIONS(HORIZONTAL AND VERTICAL)OF ALL UTILITY CONNECTIONS V I- EXISTING INTO THE PROPOSED BUILDING SHALL BE COORDINATED WITH THE APPROVED ARCHITECTURAL Q Iy 5055 5055 I GROUND DRAWINGS. - z O 5055 50551 12. ROOF DRAIN CONNECTIONS TO BE COORDINATED WITH FINAL ARCHITECTURAL PLANS. 12� N 21 HDPE (PRIVATELY OWNED 18 12-HDPE ROBERT BENSON IRRIGATION 5050 21 HDPE (PRIVATELY OWNED DITCH LATERAL 90.60 LF 0 6.81% 7t.25� ®0.5ox 5050 ROBERT BENSON IRRIGATION )DITCH LATERAL) 5060 5060 # Date Issue I Description Init. _ 5050 135.01 LF 0 2.93% 7 5050 00 00 �^ 00 •M b�ai �'.. N o a PROPOSED 5055 0 CL 5055 - Q Qm N¢ o rn W o of Sri GRADE o x - 5045 v o�� o N���- �_ n M�� 50451 � - o o0 o rn a o +2� N +0iI 3 +� 5050 - 5050 N ��Z =s o C�Z= Z��= 5045 50451Z - �' III- �dN II-5A xZZS �3 TIC $ �• r�> �� 1.5 W ..�0 H�> Ir CnFEZ �Z 3 cnwZ Z o �" 3 NmZ 5045 2 5045 - GRADE HYDRAULIC 5040 5040 21' HDPE (PRIVATELY OWNED ROBERT BENSON IRRIGATION 5040 9.29' 5040 190+00 191+00 192+00 192+50 5040 DITCH LATERAL)-10.49 LF 0 2.00% 5040 °° 5035 5035 STA: 30+33.26 _30_20_100 10 20 30 NV.= 5034.28 cc 0 34" X 53" HERC PIPE U 5035 3 W 5035 Y Z Q 1�u-)r- • R r\ry t_ > - 1��O O N N N N W. N �� ' " ' Project No: GNK000010 CL_ ���,�,^ I ' z TRIG C (30+82.09) - SCALE: H: 1 =50 V: 1 =5 o 3� a I .. N v �� II II o-tn g o e +� II ~~ II CS o N N Drawn By: DBC 5030 - I > " o�' o < oc000 ��a dM 5030 Checked By: JEP �z z z o �z cC 11 00--`n z+�,n 11 ��� o„� Date: 08.16.2023 U MU, � II or7-� rFj�Z II-� z L"Itz N I II M�� - - - IRRIGATION DITCH C AND E N j o a0 N- II PLAN AND PROFILE Ln M O OD Ih Q j O O O O NZW -. Y 5025� �; 5025 32+50 32+00 31+00 30+00 29+00 V r O V Y 3 ° C702 U' C7 x ii ON ��o� KEYMAP a ,,owa 5265 Ronald Reagan Blvd.,Suite 210 O I \ Johnstown,CO 80534 IRR D-5 I I o a u o 970,800.3300 MH-ECCENTRIC (4' 0) GallowayUS.com STA: 15+47.29, 0.00' J INV. IN= 5049.79 (W-10") j INV. OUT= 5049.59 (E-10') I I I I w I I IN: 1419567.59 I I r ' I I I 111 �:: I E: 3116952.94 r 10" ADS HP STORM (PRIVATE)-55.07 LF I / /// 0 8.92% � liltV IRR D-6 (PRIVATE) / /j/ a) I CONCRETE HEADWALL WITH GATE _ // o J' j IRR D-3 PRIVATE I w / /-/ j 10" ADS HP STORM (PRIVATE)-72.50 LF 3.00% STA: 16+0 6 0 00' MH-ECCENTRIC (4�0) I j INV. OUT= 5054.70 (E-10) / I STA: 13+57.39, 0.00 I I O N: 1419567.33 / % SEE SHEET C5 TER 2 I INV. IN= 5041.21 W-10" p IRR D (PRIVATE) / E: 3116897.88 /j I II I -- INV. OUT= 5040.84 (SE-10) / I I II II CONTRACTOR TO TIE INTO EXISTING (10') STORM PIPE N: 1419568.48 / I / STORM B I I STA: 10+00, 0.00 � E: 3117142.84 LEGEND: COPYRIGHT -- _--_--- -SEE SHEET C6.6 w / I I INV. IN= 5029.65 (W-101 THESE PLANS ARE AN INSTRUMENT OF SERVICE 16 25!1 00 15 00 14 00 .. i � I INV. OUT= 5029.65 (E-12") PROPOSED 8"WATER MAIN III AND ARE THE PROPERTY OF GALLOWAY,AND MAY \ - M ' 10 ADS HP STORM (PRIVATE) 73.18 LF 0 0.50% ( N: 1419512.41 ---��HEADGAIE FOR 10" ADS HP STORM (PRIVATE)-117.40 LF 3.33 I \ C I I EXISTING WATER MAIN W NOT BE DUPLICATED,DISCLOSED,OR REPRODUCED -- - - E: 3117472.29 LATERAL HEADING ARM A I PROPOSED SANITARY SEWER 81ISS WITHOUT THE WRITTEN CONSENT OF GALLOWAY. SEE SHEET 06.0 COPYRIGHTS AND INFRINGEMENTS WILL BE EAST UE Dui 0 n EXISTING SANITARY SEWER SS ENFORCED AND PROSECUTED. ----------------' --- --- » O 10 ADS HP STORM PRIVATE 47.27 LF 0 0.50% / M M sp M \ �c�\ ( ) I EXISTING FIRE HYDRANT \ �A _ / _ ® / h IRR 30 D-4 (PRIVATE) 12 00 11+00 10 00 PROPOSED FIRE HYDRANT h CASTLE VIEW DR \\ _ __ 'j I PROPOSED STORM SEWER / 7 ho M15 ECCENTRIC.7 0) __ -T III EXISTING STORM SEWER STA: 15+46.75, 107.7T L � SANITARY 2 - ---- --- -10iADSIHP STORM (PRIVATE)-236.94 LF �1.16%~- / , �--� _ I I INV. IN= 5045.68 W-10" IRR D-1 PRIVATE EXISTING IRRIGATION ( ) SEE SHEET C8.1 `IRR D-2 (PRIVATE) � ( ) -IRR INV. OUT= 5043.38 (E-10') T - _ MH-ECCENTRIC (4' 0) SANITARY 1 - / MH-ECCENTRIC (6' 0) N: 1419568.14 _ SEE SHEET C8.0 EXISTING UNDERGROUND TELEPHONE UT E: 3117070.34 I STA: 12+84.21, 0.00 � I STA: 10+47.27, 0.00 I INV. IN= 5040.47 (NW-10") ,- "- I INV. IN= 5037.53 (W-10") I EXISTING UNDERGROUND ELECTRIC UE 00 INV. OUT= 5040.27 (E-10') I INV. OUT= 5029.89 (E-10') EXISTING FIBER OPTIC FO- ` _ I N: 1419510.98 N: 1419510.95 � E: 3117188.10 �" � � � 1 � E: 3117425.04 EXISTING GAS G I _ I PROPOSED CURB AND GUTTER - - j _J / PROPERTY BOUNDARY PROPOSED RIGHT-OF-WAY PROPOSED LOTLINE �O 17 '- I I EASEMENT LINE - 0.50% �O� I I PROPOSED STORM INLET \IRR FES Et PRIVATE EXISTING STORM INLET (PRIVATE) I -- ----- ----- --- --------- - - -I 18' FES I / i I I PROPOSED MANHOLE OO STA: 190+10, 0.00 I - N: 1419388.21 - --- -- - -------------- ----� -------------, I EXISTING MANHOLE ®�O NOTES: Q 1. THE SIZE,TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS.IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION,THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN UNDERGROUND UTILITIES. 2. ALL WATER AND SEWER CONSTRUCTION SHALL BE PER FORT COLLINS LOVELAND WATER DISTRICT AND 0 10 20 50 SOUTH FORT COLLINS SANITATION DISTRICT STANDARD CONSTRUCTION SPECIFICATIONS LATEST EDITION. SCALE:1"=50' 3. ALL WATER FITTINGS AND VALVES ARE ONLY GRAPHICALLY REPRESENTED AND ARE NOT TO SCALE. V Z I RI G D STA: 10+00.00 to 15+87.89 4. UTILITY SERVICES ARE SHOWN IN A SCHEMATIC FASHION ONLY.EXACT LOCATIONS SHALL BE PER THE REQUIREMENTS OF THE RESPECTIVE UTILITY PROVIDERS,AND ARE SUBJECT TO CHANGE IN THE FIELD. SCALE: H: 1"=50' V: 1"=5' U_ 5. MAINTAIN 10'HORIZONTAL AND 18"VERTICAL MINIMUM SEPARATION BETWEEN ALL SANITARY SEWER MAINS,STORM SEWER MAINS,WATER MAINS&SERVICES. 6. CONFIRM EXISTING SANITARY SEWER INVERT IN THE FIELD.IF IT DOESN'T MATCH THE ASSUMED INVERT,CONTACT THE DESIGN ENGINEER. U_ 7. CONFIRM EXISTING STORM SEWER INVERT IN THE FIELD.IF IT DOESN'T MATCH THE ASSUMED INVERT, 5060 5060 CONTACT THE DESIGN ENGINEER. 7 8. CONFIRM HORIZONTAL LOCATION OF WATER TO EXISTING LOCATIONS PRIOR TO CONSTRUCTION. J Q 10 ADS HP STORM (PRIVATE) - CONTACT DESIGN ENGINEER WITH ANY DISCREPANCIES. TJ J 55.07 LF 0 8.92% -_ 9. MINIMUM SEWER SLOPE IS 1.04%(e'/1')FOR 6"DIAMETER AND 2.08%(q'/1')FOR 4"DIAMETER. I O 5055 5055 10. CONTRACTOR TO COORDINATE GAS,ELECTRIC AND TELEPHONE CABLE SERVICES. W EX STING �` 11. THE PLUMBING CONTRACTOR SHALL TERMINATE UTILITY LATERALS 5'OUTSIDE OF BUILDING UNLESS O J z OTHERWISE NOTED.EXACT LOCATIONS(HORIZONTAL AND VERTICAL)OF ALL UTILITY CONNECTIONS O J 10" ADS HP STORM (PRIVATE) INTO THE PROPOSED BUILDING SHALL BE COORDINATED WITH THE APPROVED ARCHITECTURAL O 72.50 LF 0 3.00% DRAWINGS. 5050 --_ _ 5050 PHUHUbLU 12. ROOF DRAIN CONNECTIONS TO BE COORDINATED WITH FINAL ARCHITECTURAL PLANS. W Q Z �yA Np S - - L.L 0 40Lp 0 $lVq� M H.G.L. 5045 5045 10" ADS HP STORM (PRIVATE) 73.18 LF 0. % # Date Issue I Description Init. 10" ADS HP STORM (PRIVATE) 236.94 LF 0 1.16% 5040 5040 Lo 10" ADS HP STORM (PRIVATE) G 47.27 LF 0 0.50% 5035 ^6 5035 o� II� Q �> Z _ o - Cc 2 �O r7 LO 0d .� M 5030 a " Z^ I'• 5030 CL U Y [7 5025 O 5025 Project No: GNK000010 c� u _-C- C) 0 0 0 0^ F Drawn By: DBC UJ v W i^ nUi 8 ^ O O O. 3 Ol _'�1�-3 g.O- I v '�O-Zv i O N O o CV y _ ^ o ,� o o„•�v o Checked B JEP :o oU" �o 0 3 ' oo '� c-"O �`' o �" W > z �;a Date: 08.16.2023 5020 � o� ��o�� � �^� � -'"'��I �� F.-�D;*A-R M� �Z.0 F= 3� 5020 +� II W �� II ,� vzoiu4i v� o c� .�z 000i� ¢ U�of .-•�o of IRRIGATION DITCH D PLAN = o .�i 'T p `nUUt,C' II II. io IZI ~o zrt+8� o NUNo II ~ >UNAMo o� O i z " I ii z c W , t�r� Z o c w.-� . .� ^U < OO1N N z o �m>�1. �=F�>> �. -z ' 4�>>a.. j� II �. .�=Q�> > oo II ~ vc~i -t-o Nam=Z o _ -z z W _411> -z z = II ¢O II AND PROFILE o fn a'--G N�Z z S!n M--O 0 W II Z O O ��Z cZ7 S9MNm?ZC �C5 r 5015 _ 5015 0 V Y 3 ° C703 U' C7 x ii 2 FT. 7 IN.t--1 a 1%owa PLAN PIPE DIMENSIONS 3/4 IN. "CANOPY" TYPE ROD LUG, OR APPROVED, EQUAL LD. B C D E - - IN. IN. IN. IN. IN. IN. [UI12 5 1/2 23 49 72 2a 5265 Ronald Reagan Blvd.,Suite 210 15 7 26 47 73 29 . TRASH RACK 18 11 1/2 26 48 74 36 5 INJ 2 FT. 5 IN. 24 IN. RING AND COVER - 400 L.B. Johnstown,CO 80534 E 24 12 43 54 97 48 _ 970.800.3300 (SEE NOTES) 30 T7 53 43 96 60 5 IN. 1 GallowayUS.com 36 18 60 37 97 71 F F 16 IN. MAX 42 24 61 36 97 78 L 3 IN. 3 IN. 1 48 28 70 28 98 84 T 54 27 65 35 100 90 3/8"x6"BOLTS 12"Q.G. 3/4 IN. GALVANIZED ANCHOR BOLTS, NUTS AND WASHERS, 60 36 58 40 98 96 MILD STEEL, ASTM A 307. ROD LUG SHALL BE COATED CONCRETE ADJUSTMENT SHIM TO HOLD HINGE IN PLACE, 1. CONCRETE SHALL BE CLASS B.MAY BE CAST-IN-PLACE OR PRECAST. 72 34 t z 75 21 96 108 WITH COAL-TAR EPDXY PAINT OR APPROVED EQUAL. FINISHED GRADE GROUTED INSIDE AND OUT 7' 2 1/4"FROM EDGE OF 6.5' GRATE(TYP.OPP.SIDE) 2. REINFORCING BARS SHALL BE EPDXY COATED AND DEFORMED,AND SHALL r-C B E 60'Max 30'Min. HAVE A MINIMUM 2"CLEARANCE. - EN TOB=SEE PLAN DIAMETER 28 IN. MAX18 IN. - 0 3. STEPS SHALL BE PROVIDED WHEN VERTICAL DIMENSION EXCEEDS 3'-6"AND DIA. 36 IN. - 42 48 IN. - 60SHALL BE IN ACCORDANCE WITH AASHTO M 199. A / 72 IN. - 84 • LOCATION OF 1 IN. - d d 4. ALL TRASH RACKS SHALL BE MOUNTED USING STAINLESS STEEL HARDWARE I D I DIA. HOLES ° ° AND PROVIDED WITH HINGED AND LOCKABLE R BOLTABLE ACES PANELS. F -E CONCRETE JOINT ��FLAT SLAB TOP SECTION INV OUT:SEE PLAN 0 ACCESS L�E FASTENER. IN LIEU OF CONICAL TOP & PROFILE INV OUT:SEE PLAN SECTION X-X END VIEW ASTM C-478 ` O & PROFILE 5. TRASH RACKS SHALL BE STAINLESS STEEL,ALUMINUM,OR STEEL.STEEL TRASH RACKS SHALL BE HOT DIP GALVANIZED AND MAY BE HOT POWDER END SECTION FOR REINFORCED CONCRETE AN HOLE RUNGS ` SECTION A-A SECTION B-B PAINTED AFTER GALVANIZING. CIRCULAR PIPE M IN. O.C. �AS NEEDED X O =6.5' F ¢ o°SEE FIGURE 1 OF AASHTO °. F r F VO PLAN E M 206 FOR ACTUAL SIZE" SEE NOTE ASTM C-478 =4' L 1:��l MANHOLE SECTIONS PLAN E ` _ L rI-D LO o COPYRIGHT STRUCTURE TOB INV - - THESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY,AND MAY IRR A-1 5058.75 5055.04 (IN) IBC I�B RIE NOT BE DUPLICATED,DISCLOSED,OR REPRODUCED B I B IRR A-4 5058.46 5054.75 (OUT) �I 1 FT. - � 2 IN. COPYRIGHTS AND INFRINGEMENTS WILL BE I -L RISE D -SPA GROUT BASE TO CONE ENFORCED AND PROSECUTED. RR A-5 5058.37 5054.66 (IN) A L 18 IN. MAX i�INSIDE AND OUT D I+ -SPAN SECTION F-F END VIEW Slope1 IRR A-6 5058.21 5054.50 (OUT) CIRCULAR IVALENT NOMINAL (IN.) DIMENSIONS (INCHES) 1 Ik�FT _ IRR A-7 5058.11 5054.40 IN SECTION F-F END VIEW DIAM. (IN.) SPAN RISE A B C D \ LL- ( ) E �` ° . -1 i POURED CONCRETE 24 29 18 8 1/2 39 33 72 48 -od BASE PLAN EQUIVALENT NOMINAL (IN.) DIMENSIONS INCHES 30 36 22 9 1/2 50 96 + ° d n TRASH RACK 51"x51"GRATING CIRCULAR 43 27 11 1/8 60 35 96 72 �4 (3/8"ROUND OR TWISTED CROSS DAM. (IN.) SPAN RISE A 39 3 D 48 42 50 31 15 3/4 60 36 96 78 d 4 . BARS AT 3"O.C.,WELDED TO 1"x3/8" 30 38 24 9 i/2 54 18 72 60 48 58 36 21 60 36 96 84 - ° a d - 4 - BEARING BARS AT 2112"O.C.) 36 45 29 11 1/8 60 24 84 72 54 65 40 25 1/2 60 36 96 90 42 53 34 15 3/4 60 36 96 78 30 60 8 IN. MIN. 48 60 38 21 60 36 96 84 72 86 44 36 96 96 54 68 43 25 112 60 36 96 90 54 31 60 39 99 120 RCED IRR STRUCTURE A-1 , A-41 A-5, A-6 & A-7 DETAIL END SECTION FOR REINFORCED END CONCRETE ARCH SECTION FORIPIPE CONCRETE ELLIPTICAL PIPE GENERAL NOTES: 1. REVISED CDOH M-603-10 2 IN. MIN. 2. CONCRETE END SECTIONS ARE TO BE SLOP FURNISHED WITH TOUGE OR GROOVE AS //V F POURED INVERT REQUIRED. T� NOTE: MINIMUM INSIDE DIAMETER OF 3. INSIDE CONFIGURATION AND JOINT OF CONCRETE 6 IN. ° + d p MANHOLE SHALL BE AS FOLLOWS: END SECTION AND PIPE SHALL MATCH. D o PIPE SIZE MIN. MANHOLE 4. CONCRETE PIPE JOINT FASTENERS, WHERE SHOWN RECAST MANHOLE ON PLANS, SHALL BE INSTALLED SO THAT A MINIMUM BASE DIAMETER OF 15 LINEAR FEET OF THE OUTLET END OF THE } 8 IN. MIN. 24 IN. OR LESS 48 IN. ARE MECHANICALLY LOCKED TOGETHER. END SECTION 27 IN. TO 42 IN. (INCL.) 60 IN. LENGHTS, WHEN USED, WILL BE INCLUDED IN THE ALTERNATE BASE OVER 42 IN. 72 IN. CONCRETE IRRIGATION 15 L.F. REQUIRED. STRUCTURE BY OLDCASTLE PRECAST,INC.(OR APPROVED EQUAL) CONCRETE END SECTIONS SHALLOW MANHOLE WITH FLAT TOP MHSTEPS12"O.C. C"� FORT APPROVED: DETAIL �p1f CITY OF APPROVED: DETAIL • STORMWATER FORT COLLINS STORMWATER 10, -Fort Collins UTILITIES DATE: 01/31/01 Cdiins UTILITIES DATE: 11/8/00 �� FORT cOUMS, co. CONSTRUCTION DETAILS D - 15 FORT coLLINS, co. CONSTRUCTION DETAILS D - 4 ¢ v CDOT CLOSE MESH GRATE (970) 221-6700 DRAWN BY: NBJ (970) 221-6700 DRAWN BY: NB J BOLTED TO BOX(or approved equal) T.0.6.=4864.47' -III y HEADWALL AND WINGWALL zo OUT z 36"A-2000 36"A-2000 BOTTOM OF WALL If t // -J B B LL ¢ U 0.5'WIDE CONCRETE WALL 0� IN 1° Q CLASS A BEDDING CLASS B BEDDING LL -� TRENCH WIDTH AS SPECIFIED TRENCH WIDTH AS SPECIFIED LL- 21"PVC PIPE INV IN:5054.33(SE-36"A-2000) 7 Z LOWER LIMIT OF LOWER LIMIT OF J TRENCH WALL lo 12 IN. MIN. TRENCH WALL 12 IN. MIN. J SLOPE SLOPE DENSELY U COMPACTED DENSELY U) MATERIAL PIPE O.D. COMPACTED :., PIPE O.D. O z MATERIAL `;`=' ;" _ •. �.'• a .' "t,��.ltF�:t.::..\A_.•�•:Spa?'t.'•,•wN•.:�•'.u-^.. � � O 1/4 PIPE O.D. COMPACTED 3000 P.S.I. SECTION A A INSTALL 12" PIPE O.D. + 8 IN. CONCRETE GRANULAR 1/8 PIPE O.D.-I U WATERMAN 1/8 PIPE MATERIAL OR 4 IN. MIN, r 1'1 O.D. `J ROUND HEADGATE OR 6 IN MIN PROPOSED DITCH BANK . . Q PROPOSED DITCH BANK O ry INSTALL 20"SLIDE GATE 1' 1' (FRESNO VALVES OR WINGWALL WINGWALL APPROVED EQUAL) INV IN CLASS C BEDDING ROCK EXCAVATION u- 5054.70' T.O.B.=4864.47' T.O.B.=4864.47' AT LEAST TRENCH WIDTH AS SPECIFIED TRENCH WIDTH AS SPECIFIED 6" ABOVE DITCH _ BOTTOM LOWER LIMIT OF LOWER LIMIT OF `ti�w `�= a• Y t`�' : 12" ROUND HEADGATE 12 IN. MIN. ;.:�;✓i •. . .:: ? 'w`•.¢n;� 12 IN. MIN. # Date Issue I Description Init. CONCRETE TOEWALL w p 10" PIPE TRENCH WALL TRENCH WALL SLOPE SLOPE DENSELY COMPACTED I UNIFORMLY :� :?."�i It .r•'.y_.s MATERIAL + PIPE O.D. ;;i tea:;+ t'•��„%: PIPE O.D. IRR D-6 STRUCTURE DETAIL / GRADED ROCK OR -4?Y t ..L• Lt.ti tL:�•aaY•S 1 4 PIPE O.D. COMPACTED >;aM�^<; .. =y SELECTED GRADED •; :,w�'r GRANULAR MATERIAL s,�; .'. ;•' -t 4:�5 '+�• OUT COMPACTED GRANULAR 1/8 PIPE O.D. 6 IN. MIN. MATERIAL OR 4 IN. MIN. N INV OUT:5055.19(NW-36"A-2000) UNSTABLE SUBGRADE SUBDRAIN DETAIL z INV OUT:5047.75(NE-21"PVC) TRENCH WIDTH AS SPECIFIED TRENCH WIDTH AS SPECIFIED - CDOT CLOSE MESH GRATE o OUT BOLTED TO BOX(or approved equal) TOB=485847' LOWER LIMIT OF . . . . :t • x ._ .L .• TRENCH WALL LOWER LIMIT OF ".a :'.�:. ,V SLOPE "`"' "' 12 IN. MIN. U SECTION B-B SECTION C-C I I TRENCH WALL OUT ''t u�`�s;•`�'•a';�yr'y'.•;.`:.'c•`<t°':r?s,-.;- '�:s:;;,:-.,r c`2:i�;s,-Fs=3:w�``•;`;; 00 ' DENSELY 0Oo00o008 00A 0 000 SLOPE COMPACTED 0o oopOo 80 06 1 0 COMPACTED BACK FILL 000oo n;%?0-o 0000 GRANULAR OR 0D o0o0 o 0 0 �0�g 0 ? INV OUT:5055.06(EX.CULVERT) UNIFORM GRADED • ;.. GRAVEL o0 00 o`b°8 0 MATERIAL z:• .' """.. 000°000 -r•.`-`'•` _•r,^>-..-:'e t�.:.: FILTER O°OQOO °OOOo�°O s INV IN:5055.06 SE-36"A-2000 SKEWED ANGLE .: ;a.:;<<.,;.•:r:;.::<<::z,<,5:-,__r... .,r: 4 IN. MIN. O o0o0 ° o o O o0 00 m CD 5'8" °a ¢ 00 0 oO�o °°00 0 000 SLOTTED PIPE 00 0 000 00 oDo 00 0 00'0 00 o Project No: GNK000010 U o 0 0°0°0°0 oop o 0 oppo°o OooOo PERFORATED OR o Oo p o O° p o -of) p o Oo O 0 0 0 0 0 6 IN. MIN. Drawn By: AILS IRR A-8 STRUCTURE DETAIL q INf M SECTION A-A 1 1/2 IN. MATERIALa ROCK Checked By: JEP NOTES: LARGE STONES, Date: 08.16.2023 BROKEN CONCRETE, ETC. 1. TRENCH WIDTHS SHALL BE AS SPECIFIED ON PLANS. (IF REQUIRED) 2. REFER TO THE STORM SRAINAGE CONSTRUCTION STANDARDS, IRRIGATION DETAILS IRR A-10 STRUCTURE DETAIL SECT ON 6, "BEDDING MATERIALS" FOR GRADATIONS. Y STORMWATER BEDDING REQUIREMENTS CITY OF APPROVED:V DETAIL o Cw FORT COLLINS STORMWATER /"! ��n'S FORT co�IrJ.INS. Co. CONSTRUCTION DETAILS DATE: 1/12/00 D - 1 (970) 221-6700 DRAWN BY: SKC E 3 C704 °o U' 0 x ii Ill X X 1 GENERAL NOTES FINISHED SLOPE loll PE a ; owa HEADWALL FOR SINGLE PIPE HEADWALL FOR DOUBLE PIPE I~ � � � 0 X �{ X 1 IF 2011 1. CONCRETE SHALL BE CLASS B. - #5 PLACE ALONG STEM F`�� �1N�. CONCRETE SPECIFIED ON PLANS 2" CLR.ALL AROUND TYP. 404 ° TOP OF WALL (TOT.2) 1 '. 2. HEADWALL SHALL BE PERPENDICULAR TO THE PIPE �UNLESS OTHERWISE 403 X2G y- Ba X2 Ba BcX2 SHOWN ON THE PLANS.TABULATED DIMENSIONS AND QUANTITIES MUST 6 _ /�//\ TOEOWALL5265 Ronald Reagan Blvd.,Suite 210 g Ba+56" ° . BE ADJUSTED FOR SKEWED INSTALLATIONS. m #4 0 12" HORIZONTAL BARS // JOhr1StOWn,CO 80534 3. FOR WINGWALL DETAILS SEE STANDARD PLAN M-601-20. h Bo NOT SHOWN FOR CLARITY -- I I \/ 970.800.3300 CONCRETE S ER T 0 TR 0 CLR. 3" CLR. ° • ° ° 361 D 4. VOLUME OCCUPIED BY PIPE HAS BEEN DEDUCTED FROM STEEL AND OR RISE -- E A 2" CLR. e ` Q 0 I I I I I IC NS UCTI N G8110W8 US.COtII D . 18 o Q1Q0 ♦ 0 le CONCRETE QUANTITIES. # FRONT (SEE SHEET 2 JOINT y CTRS. 0�0 0�0 1.5 Ba+ 24" �- 5 PLACE ALONG __ y Ba+ ♦ 5. EXPOSED CONCRETE CORNERS SHALL BE CHAMFERED Y4 IN. k TOP OF WALL (TOT.2) I I I I I I I I I I I OF 2 FOR LIMITS) 601 • � 601 601 . • .75 Ba+ 121I D , D . DIMENSIONS QUANTITIES 6. ALL REINFORCING BARS SHALL HAVE A 2 IN.MINIMUM CLEARANCE. #4 ® 12 1 ° CONCRETE STEEL m ♦ WHEN TWO OR MORE PIPES ARE LAID SIDE BY SIDE,THEY SHALL BE - TOE WALL. CULVERT _ L 2411 - r = • 404 Ba Bc X A Xl Al y B X2 SGL DBL SGL DBL PLACED SO THAT THE ADJACENT PIPES WILL BE �/2 INSIDE DIAMETER CHANNEL INVERT __ I I I I I I I I I I I I I I I „ (HORIZ.& VERT.) OPTIONAL FORD i D B IN. IN. FT.-IN. IN. FT.-IN. IN. FT.-IN.IN. IN. CU.YD.CU.YD.LBS. LBS. APART,OR �/2 INSIDE SPAN APART,OR 3 FT.APART (INCLUDING WALL INVERT BOX ELEVATION __ _ I I I I I I I I I I I I I I I I I 2 CLR. SKEWED HEADWALL,IF / J • 54 65 8-9 8�/z 15-6 7 9-2 17 20 2.12 3.55 209 364 THICKNESS) WHICHEVER IS LESS. m = h,Ba OR RISE + (1 4 ) I I i I I I i I I I i I I I i I I I i I I I i I I I SPECIFIED ON PLANS •� CBC HEADWALL WINGWALL _ II 66 72 0- 7 17-6 10 9-8 11 21 2.60 3.99 249 414 ■ ADD 0.89 x (X OR X1)(LB.)WHEN APRON IS REQUIRED. UNLESS OTHERWISE SHOWN ON PLANSSKEW ANGLE P 401 403 --401 66 79 10-3 111/2 18-6 7 10-2 14 22 2.60 4.44 249 453 I I I I I I I I I / 402 72 86 11-0 10 20-0 10 10-8 17 23 2.85 4.91 270 476 - - A 12" CTRS. A 402 A i 12" CTRS. Al 402 78 93 11-9 8 z 21-3 11 11-2 11 24 3.11 5.29 306 527 I I I I I c-BARS J (VERT.) ■DRAINAGE BEHIND 1 84 100 12-6 7 22-6 7 11-8 14 25 3.38 5.68 333 572 X 16 X 1 I I I I I I I I I I I I I I EQUAL SIZE & SPA. WINGWALL,SEE NOTE 6 OF ROADWAY / 4 x - ® CENTERS TYPICAL BAR LAYOUT FOR CONCRETE HEADWALLS so 107 13-3 11 2 23-9 8/z 12-2 17 26 3.66 6.08 335 593 , , __ _ I I I I I I I I I I -_____�__ _-_ -__-___ # ��12 __ III III III III III III I (SEE SHEET 2 OF 2) 96 114 14-0 10 25-0 10 12-8 11 27 3.94 6.48 379 649 � STATIONING / 11-911 102 121 14-9 81 2 26-3 11�/z 13-2 14 28 4.24 6.89 400 664 y II RISE EACH FACE:BARS PROJECT SPLICE „ „ RISE+52 „ --. - #4 x 2'-8" ® 12" J 108 128 15-6 7 27-6 7 13-8 17 29 4.54 7.30 424 707 24 SPAN 24 24 SPAN 36 SPAN 24 h I I I I I I I I I I I I I I I I I I I I I I h d-BARS / INTO WINGWALL STEM TO SPLICE Q O I I PROJECT 1'-10" j SEE TABLE STATION WITH HORIZONTAL #4 BARS.FOR ` HEADWALL 20'I HEADWALL FOR RIGID ROUND PIPE 36" I I I I I I I I I I I I INTO STEM _ /, PIPES SEE M-601-10 D . D D II I. (TWO EACH TIE) MIN. • • • I I I I I I I I I I I CBC d-BARS 6 #4 LONGITUDINAL LAP SPAN + 4811 „� (TYP.) I I I I I I I I I I I I I I I I I 3/z" X 1�/z" TOP MAT (SEE HEADWALL , D ° 402 TOPIV VIEW 2 SPAN + 84 I I I I I I I I I I CONSTR.KEY DETAIL "A") / O� DIMENSIONS QUANTITIES L e \VAR y-4" x-4" VAR. p 12" EQUIV. CONCRETE STEEL ■ I� II i P-0" 2" CLR. \ D. 402 'I I Bo SPAN RISE X A X 1 Al y B SGL DBL SGL DBL � �1 �'- -� /\ �-X ►I X1 ►I IN. IN. FT.-IN. IN. FT.-IN. IN. FT.-IN. IN. CU YD U Y LBS LBS 5" R. 601 i/ i h = 2' 3' 4' 5' 6' 7' 8' 9' 10' 11' ■12' ■ 13' ■ 14' 3 CL ° D 401 402 403 404 16" - 8 2 21 6 7 9-7 17�z 2.72 CU. 250 467 a = 1'-0" 1'-2" 1'-4" 1'-6" 1'-8" P-10" 2'-0" 2'-2" 2'-4" 2'-6" 2'-8" 2'-10" 3'-0" 2 # SEE DETAIL "A" IN. • 72 81 59 10 9 i 4 LONGITUDINAL R ��' FLOW COPYRIGHT 78 87 63 11-3 11/z - - 10 2.85 5.34 275 531 • z b = 1'-8" 21-0" 2'-4" 2'-8" 3'-0" 3'_411 3'-8" 4'-0" 4'-4" 4'-8" 5'-0" 5'-4" 5'-8" BOTTOM MAT ° b •'. 24„ RIGID PIPE = Bc +6" 24" 24" = 84 95 67 11-9 8/z 22-10 9 9-11 12/2 3.08 5.79 290 547 LOCATION OF CBC THESE PLANS ARE AN INSTRUMENT OF SERVICE . _ , 11 I II I II , II , II � „ � II � II I II I �� � II � II • ,'� WINGWALL p D DI,=FLEXIBLE PIPE = Ba +8" Bo ° Ba+52" Ba a • ♦ Bc ° 90 103 71 12-7 7�/z 24-2 11 10-3 15 3.30 6.21 321 591 w - 2'-B" 3-2 3-8 4-2 4-8 5-2 5-8 6-2 6-8 7-2 7-8 8-2 8-8 w _ TOE WALL FLEXIBLE ARCH SPAN + 8" n T� 96 112 75 13-4 12 25-8 8 10-7 16�/z 3.52 6.65 314 606 d-BARS #4 0 9" #4 0 9" #4 0 9" #4 ® 9" #4 0 9" #4 0 9" #5 0 11" #5 0 10" #5 0 10" #5 0 8" #6 0 8" #7 0 9" #7 ® 7" _ _ AND ARE THE PROPERTY OF GALLOWAY AND MAY °- TYPICAL SECTION SIX LONGITUDINAL #4 FOOTING NOT BE DUPLICATED,DISCLOSED,OR REPRODUCED OPTIONAL NOTCH STRUCTURAL PLATE ARCH= RISE +8 • 102 117 79 13-9 8/z 26-6 7 10-11 9/z 3.63 6.86 356 672 CONC.CY/LF 0.161 0.210 0.259 0.309 0.358 0.407 0.457 0.506 0.556 0.605 0.654 0.704 0.753 WITHOUT THE WRITTEN CONSENT OF GALLOWAY. D D 36" ° . ° _ . ° . ° _ . ° 108 128 83 14-8 8 28-4 12 11-3 11 z 3.96 7.51 376 699 INLET APRON IS REQUIRED IF CBC BARS (TOP MAT),PROJECT V-9" MIN. BAR BENDING ° • DOES NOT INCLUDE TOE WALL QUANTITIES ■REQUIRED DRAINAGE BEHIND WINGWALLS -rr� IS USED AS AN ANIMAL PASS INTO CULVERT FLOOR. FOR PIPES COPYRIGHTS AND INFRINGEMENTS WILL BE FRONT D - D D D . HEADWALL FOR FLEXIBLE PIPE ARCH SEE SHEET 2 OF 2 FOR REINFORCING STEEL QUANTITY SEE NOTE 6 (SEE M-601-10) �i ii ENFORCED AND PROSECUTED. VIEW Ba+ 48" �- 2 Ba+ + 48'�-I - - - - - - - _ - -- TYPICAL CULVERT LAYOUT DETAIL A DESIGN FOOTING LINE TYPICAL WALL 12" - - - - - - - - DESIGN DATA: OPTIONAL FILLET . ; DIMENSIONS QUANTITIES DIMENSIONS QUANTITIES a 10" CONSTRUCTION FOOTING LINE. b=4'-0" - „ - - - - - - - - - - - D. 403 20„ 2_4 „ ~'. #4 BARS 3 CLR. AASHTO LRFD EIGHTH EDITION 2017 ° 403 12" 601 16 CONCRETE STEEL■ CONCRETE STEEL■ 3, 2„ 2-0 • w=6'-2" 3 0 DESIGN METHOD:LOAD AND RESISTANCE FACTOR DESIGN YIELD LINE METHOD 403 Bo X A Xl Al y B EQUIV SPAN RISE X A Xl Al y B 3'-8" #4 rAT 1-0 , FT.-IN. SGL DBL SGL DBL Ba SGL DBL SGL DBL ' 1'-0" IN. FT.-IN. IN. FT.-IN. IN. IN. FT.-IN. FT.-IN.FT.-IN. IN. FT.-IN. IN. FT.-IN. IN. CU. YD. CU. YD. LBS. LBS. 1-4 1-2 „ � � �I I CU. YD.CU. YD. LBS. LBS. IN. #5 x ® 12 4"x4" 404 54 8-6 7 15-3 11�/p 8-10 15 2.19 3.81 211 358 66 6-1 4-7 10-1 10�/z 19-2 11 8-11 15%2 2.52 4.70 232 424 - - - - - - - CONCRETE CLASS D (BOX CULVERT): f' = 4 500 PSI CENTERS,EACH 1 BEVEL 60 9-0 10 16-6 9-4 18 2.38 4.25 217 396 - - I- , FACE PROJECTED / 402 7 75 7-0 5-1 11-0 10 21-0 10 9-5 9/2 2.80 5.25 282 509 PLAN 8 � � 404 Ba 66 9-6 7 17-9 8�/z 9-10 12 2.58 4.70 252 454 i i REINFORCING STEEL: fy= 60,000 PSI INTO WINGWALL / 84 7-11 5-7 11-11 9/z 22-10 9 9-11 12/z 3.08 5.79 291 540 i i i � � 72 10-0 10 19-0 10 10-4 15 2.78 5.17 255 472 2'-0" MIN. t I 93 8-10 6-1 12-10 9 24-8 8 10-5 15�/z 3.36 6.33 309 622 L WITH TOE WALL / / 78 10-6 7 20-0 10 10-10 18 2.98 5.56 276 499 LOADING: .� 404 84 I1-0 10 21-0 10 11-4 12 3.19 5.95 297 553 102 9-9 6-7 13-9 8�/z 26-6 7 10-11 9�/2 3.63 6.86 379 673 USE DESIGN FOR h=4' h=5' h=6' h=7' h= h=9' AT-REST EARTH (FLUID)PRESSURE FOR CONCRETE STEM DESIGN = 55 PCF FOR 2 (MIN.):1 SLOPED BACKFILL REINFORCING BARS 111 10-11 7-1 14-11 9� 28-10 9 11-5 12�/z 4.05 7.67 377 711 8��}� ACTIVE EARTH (FLUID)PRESSURE FOR CONCRETE FOOTING DESIGN = 40 PCF FOR 2 (MIN.):1 SLOPED BACKFILL I E196 11-6 7 22-0 10 11-10 15 3.40 6.36 317 517 /2 I #4 1'-0" TOP OF , FROM WINGWALL 12-0 10 23-0 10 12-4 18 3.62 6.79 321 597 120 11-10 7-7 15-10 9 30-8 8 11-11 15�/z 4.36 8.28 395 731 1'-0" WINGWALL FOOTING INTO 601 :' MIN. r LIVE LOAD SURCHARGE = 2' 12-6 7 24-0 10 12-10 12 3.84 7.21 364 663 132 12-10 8-4 16-10 g 32-8 8 12-8 11 4.75 9.03 441 839 THE HEADWALL 403 36" 13-0 10 25-0 10 13-4 15 4.06 7.93 362 678 141 14-1 8-9 18-1 10�/p 35-2 11 13-1 13�/p 5.17 9.86 448 931 • MINIMUM RESISTANCE FOR SOIL BEARING = 5.5 KSF m = 9'-6" 6 - J - _ _ - - - - , SOIL BEARING RESISTANCE FACTOR = 0.45 150 15-4 9-3 19-4 12 37-8 8 13-7 16/z 5.69 10.88 490 953 MAX. - - HEADWALL FOR FLEXIBLE ROUND PIPE .•• : �• • 403 159 15-10 9-10 19-10 9 38-8 8 14-2 11 5.89 11.25 534 1019 _ _ _ GENERAL NOTES: TYPICAL 8AR #4 x 2'-0" HEADWALL FOR STRUCTURAL PLATE ARCH 3" cLR ` - -_ _, _ - •' 4'-fill• 5'-fill 6'-fill 7'-fill 8'-fill 3'_p" #4 ® 1'_p„ #4 x 2-0 0 1-0 1.ALL EXPOSED CONCRETE CORNERS SHALL BE CHAMFERED /4 IN. INSTALLATION _FLOW ® 1'-fill 2.WINGWALL FOOTING AND FLOOR OF BOX CULVERT SHALL BE PLACED MONOLITHICALLY. PROJECT 1'-0" INTO k-4-0 MAX. MAX. MAX. MAX. MAX. 3 CLR INLET OUTLET INLET OUTLET CENTER OF APRON SKEW #4 3.DIMENSIONS "h","k","L","m" AND ANGLE "0' FOR WINGWALL SHALL BE AS SHOWN ON THE PLANS. TOP VIEW (SEE NOTE 6) ANGLE A° 90 85 80 75 70 65 60 55 50 45 40 35 30 �II BARS WITH CONCRETE APRON 4.MINIMUM CLASS B LAP SPLICE LENGTH FOR BLACK REINFORCING BARS: �I 8" REINFORCEMENT 1.34 LB./SQ.FT. BAR SIZE: #4 #5 #6 #7 WINGWALL ENDS OF ENDS OF APRON HEADWALL FACTOR TOP OF FOOTING ELEVATION QUANTITIES FOR TOE WALL ONLY SPLICE LENGTH: V- fill 1'-11" 2'-3" 2'-7" (cosecA°) 1.000 1.004 1.015 1.035 1.064 1.103 1.155 1.221 1.305 1.414 3 556 3 743 2.000 APRON CONCRETE 0.049 CU.YD./LIN.FT. CONNECTION FLEXIBLE PIPE RIGID PIPE ELEVATION REINFORCEMENT 5.1 LB./LIN.FT. 5.DESIGN DOES NOT CONSIDER ANY SCOUR EFFECTS. WHEN APRON IS REQUIRED SKEW FACTOR TABLE DESIGN EXAMPLE TOE WALL 6.WINGWALL DRAIN SHALL BE REQUIRED IF "h" >-12.0 FT.,SEE SHEET 2 OF 2 FOR DETAILS. Computer File Information Sheet Revisions Colorado Department of Transportation STANDARD PLAN NO. Computer File Information Sheet Revisions Colorado Department of Transportation p p HEADWALL pWINGWALLS FOR PIPE STANDARD PLAN NO. Creation Date: 07/31/19 Date: Comments Creation Date: 07/04/12 Initials: HHB Date: Comments 2829 West Howard Place 2829 West Howard Place M-601-10 Designer Initials: JBK ®X COOT HQ,3rd Floor Last Modification Date: 09/04/18 Initials: ®X 09/04/18 LRFD Design COOT HQ,3rd Floor OR BOX CULVERTS M-601-20 Last Modification Date: 07/31/19 R-X Denver,CO 80204 g g pp ��• Denver,CO 80204 Detailer Initials: LTA Phone:303-757-9021 FAX:303-757-9868 FOR PIPES Standard Sheet No. 1 of 1 Full www.codot. ov/business/desi nsu ort R-X Phone:303-757-9021 FAX:303-757-9868 Drawing File Name: 6010200102.dgn A&,.' CAD Ver.: MicroStation V8 Scale: Not to Scale Units: English Project Development Branch JBK Issued by the Project Development Branch: July 31, 2019 Project Sheet Number: CAD Ver.: MicroStation VS Scale: Not to Scale Units: English Division of Project Support HHB Issued By:Project Development Branch July 4, 2012 Sheet No. 1 of 2 IRR A-1 & IRR D-6 STRUCTURE DETAIL IRR A-1 & IRR D-6 STRUCTURE DETAIL 0 Z J 24 IN. RING AND COVER - 400 LB. REINFORCING STEEL QUANTITY INCLUDES STEM AND FOOTING DENVER HEAVY BY MACLEAR c-BARS AND REINFORCING STEEL QUANTITY (EXCLUDE TOE WALL) V- OR APPROVED EQUAL QUANTITIES,BUT DOES NOT INCLUDE TOE WALL QUANTITIES. _ 16 IN. MAX L (MULTIPLE OF m) <_ (1.0 x m) <_(1.25 x m) <_(1.5 x m) <_(1.75 x m) <-(2.0 x m) 5(2.25 x m) <_(2.5 x m) <-(2.75 x m) <_(3.0 x m) _<(3.25 x m) <_(3.5 x m) EXAMPLE: REINF. *REINF. *REINF. *REINF. *REINF. *REINF. *REINF. *REINF. *REINF. *REINF. *REINF. m (FT) k (FT) c-BARS LB./L.F. c-BARS LB./L.F. c-BARS LB./L.F. c-BARS LB./L.F. c-BARS LB./L.F. c-BARS LB./L.F. c-BARS LB./L.F. c-BARS LB./L.F. c-BARS LB./L.F. c-BARS LB./L.F. c-BARS LB./L.F. SELECT THE c-BARS SIZE,SPACING AND STEEL QUANTITY FOR AUL FINISHED GRADE 4 #4 0 10" 53.60 #5 0 10" 57.95 #5 ® loll 57.10 #5 o 8" 60.22 #5 0 7" 62.43 #5 0 7" 62.09 #5 0 6" 65.38 #5 0 6" 65.15 #6 0 8" 67.10 #6 o 8" 66.94 #6 0 7" 70.66 25.0 FEET LONG WINGWALL WITH m = 11.8 FT.AND k = 6.3 FT. 5 #4 0 10" 55.86 #5 ® loll 60.46 #5 ® loll 59.60 #5 ® 8" 62.89 #5 ® 7" 65.23 #5 ® 7" 64.88 #5 ® fill 68.34 #5 ® fill 68.11 #6 ® 8" 70.17 #6 ® 8" 70.00 #6 7" 73.90 SOLUTION: LIL­ X 6 #5 0 10" 64.43 #6 0 10" 70.60 #6 0 10" 69.69 #6 0 8" 74.93 #6 0 8" 74.45 #6 0 7" 78.30 #6 0 6" 83.64 #6 0 6" 83.40 #6 0 6" 83.22 #6 0 6" 83.05 #7 0 7" 89.64 1 2 CONCRETE ADJUSTMENT SHIM 14 „ " " 1I II " " " 1.DETERMINE WINGWALL LENGTH IN MULTIPLE OF m: 7 #5 ® 10 67.29 #6 ® 10 73.76 #6 ® 10 72.83 #6 ® B 78.32 #6 ® 8 77.84 #6 ® 7 81.87 #6 ® 6 87.45 #6 ® 6 87.21 #6 ® 6 87.02 #6 ® 6 86.86 #7 ® 7 93.73 �^ Z GROUTED INSIDE AND OUT L / m = 25.0 / 11.8 = 2.12 vJ Z 8 #5 ® 8" 74.71 #6 ® 8" 83.46 #6 ® 7" 87.09 #6 ® fill 92.54 #7 ® 7" 99.47 #7 ® 7" 99.08 #7 ® fill 107.11 #7 ® fill 106.86 #7 ® fill 106.66 #7 ® fill 106.49 #7 ® fill 106.35 I a 9 #5 0 8" 78.10 #6 0 8" 87.23 #6 @ 7" 91.03 #6 0 6" 96.72 #7 0 7" 103.93 #7 0 7" 103.54 #7 0 6" 111.90 #7 0 6" 111.65 #7 0 6" 111.45 #7 0 6" 111.28 #7 0 6" 111.13 L = O R x m),USE L <_(2.25 x m) J 24 IN. N 4 2.ROUND TO REAREST WHOLE NUMBER FOR m AND k: J #4 0 10" 50.51 #4 0 10" 49.25 #5 0 10" 53.71 #5 0 10" 53.09 #5 0 10" 52.36 #5 0 9" 53.85 #5 0 8" 55.54 #5 0 7" 57.85 #5 0 7" 57.67 #5 0 7" 57.51 #6 0 9" 59.93 m = IL8 FT.,USE m = 12.0 FT. 0 D V 5 #4 0 10" 52.66 #4 0 10" 51.37 #5 ® 10" 56.09 #5 0 10" 55.46 #5 0 10" 54.99 #5 0 9" 56.29 #5 0 8" 58.08 #5 0 7" 60.51 #5 0 7" 60.33 #5 ® 7" 60.17 #6 0 9" 62.72 k = 6.3 FT.,USE k = 6.0 FT. = U ° O c0 12'-7" 13 6 #4 0 10" 54.92 #5 0 10" 59.48 #5 0 9" 60.31 #6 0 9" 67.56 #6 0 9" 67.08 #6 0 9" 66.70 #6 0 8" 69.53 #6 0 8" 69.28 #6 0 7" 73.12 #6 0 7" 72.95 #6 0 7" 72.81 3.DETERMINE c-BARS BY USING THE TABLE: ASTM C-478 7 #4 0 10" 57.36 #5 0 10" 62.16 #5 0 9" 63.05 #6 0 9" 70.66 #6 0 9" 70.16 #6 0 9" 69.78 #6 0 8" 72.75 #6 0 8" 72.50 #6 0 7" 76.52 #6 0 7" 76.35 #6 0 7" 76.20 L S(2.25 x m) Q n ECCENTRIC CONE 8 #5 0 10" 66.39 #6 0 10" 72.82 #6 0 8" 77.97 #6 0 7" 81.68 #6 0 7" 81.19 #6 0 6" 86.67 #6 0 6" 86.37 #7 0 7" 93.18 #7 0 7" 92.97 #7 0 7" 92.80 #7 0 7" 92.64 k= 612 O J z 9 #5 0 10" 69.37 #6 0 10" 76.10 #6 0 8" 81.49 #6 0 7" 85.37 #6 0 7" 84.87 #6 0 6" 90.59 #6 0 6" 90.29 #7 0 7" 97.39 #7 0 7" 97.18 #7 0 7" 97.00 #7 0 7" 96.85 II _ � p c-BARS:#6 ® 10 w w 2 #4 0 10" 43.91 #4 0 10" 42.65 #4 0 10" 41.82 #4 0 10" 41.22 #4 ® 10" 40.78 #4 ® 9" 41.29 #5 0 10" 44.61 #5 0 10" 44.37 #5 ® 10" 44.18 #5 0 10" 44.01 #5 0 10" 43.87 REINF.STEEL = 60.60 LB / LF O J o HEADWALL AND WINGWALLS 3 #4 0 10" 45.82 #4 0 10" 44.55 #4 0 10" 43.71 #4 0 10" 43.11 #4 0 10" 42.66 #4 0 9" 43.22 #5 0 10" 46.75 #5 0 10" 46.51 #5 0 10" 46.32 #5 0 10" 46.15 #5 0 10" 46.01 4.DETERMINE REINFORCING STEEL QUANTITY OF WHOLE WINGWALL: O z X ° 4 #4 0 10" 47.80 #4 0 10" 46.51 #4 ® 10" 45.65 #5 0 10" 50.06 #5 0 10" 49.59 #5 0 10" 49.23 #5 0 10" 48.94 #5 0 10" 48.69 #5 0 9" 50.00 #5 ® 8" 51.72 #5 0 8" 51.57 REINFORCING STEEL QUANTITY = 25.0 x 60.60 = 1,515 LB. M 12 5 #4 0 10" 49.84 #4 0 10" 48.53 #4 0 10" 47.66 #5 0 10" 52.33 #5 0 10" 51.85 #5 0 10" 51.48 #5 0 10" 51.19 #5 0 10" 50.94 #5 0 9" 52.33 #5 0 8" 54.14 #5 0 8" 54.00 ���nn J U Z Z }�/ D 6 #4 0 10" 51.99 #4 0 10" 50.65 #5 0 10" 55.34 #5 0 8" 58.41 #5 0 8" 57.93 #6 0 10" 60.60 #6 0 10" 60.29 #6 0 9" 62.42 #6 0 9" 62.22 #6 0 9" 62.04 #6 0 8" 64.89 V �- -�� 7 #4 0 10" 54.30 #5 0 10" 58.80 #5 0 10" 57.87 #5 0 8" 61.10 #5 0 8" 60.61 #6 0 10" 63.43 #6 0 10" 63.11 #6 0 9" 65.35 #6 0 9" 65.15 #6 0 9" 64.97 #6 0 8" 67.96 Q 7 IIZ O DD MANHOLE ' C II II II II „ ,I II II ,I II II M � ° RUNGS 12' O.C. � INV.OUT 5055.04 BOTTOM OF WALL EL. 8 #5 ® 10 62.91 #5 ® 10 61.45 #5 ® 7 67.46 #5 ® 6 70.68 #5 ® 6 70.20 #6 ® 7 76.44 #6 ® 7 76.13 #6 ® 7 75.87 #6 ® 6 81.30 #6 ® 6 81.12 #6 � 6 80.98 � � 0 Qa? 9 #5 ® loll 65.64 #5 0 10" 64.15 #5 0 7" 70.44 #5 0 6" 73.82 #5 0 6" 73.33 #6 0 7" 79.86 #6 0 7" 79.54 #6 @ 7" 79.28 #6 0 6" 84.95 #6 0 fill 84.77 #6 0 6" 84.62 2 #4 0 10" 41.70 #4 0 10" 40.42 #4 @ 10" 39.57 #4 0 10" 38.96 #4 0 10" 38.50 #4 0 10" 38.15 #4 0 10" 37.87 #4 0 10" 37.63 #4 0 9" 38.25 #5 0 10" 41.46 #5 0 10" 41.31 APPLY CONCRETE SEALER z ° ° 3 #4 0 10" 43.57 #4 0 10" 42.27 #4 0 10" 41.40 #4 0 10" 40.79 #4 0 10" 40.33 #4 0 10" 39.97 #4 0 10" 39.69 #4 0 10" 39.45 #4 0 9" 40.12 #5 0 10" 43.54 #5 0 10" 43.39 4 #4 0 10" 45.48 #4 ® 10" 44.16 #4 0 10" 43.28 #4 ® 10" 42.66 #4 0 9" 43.09 #5 0 10" 46.57 #5 0 10" 46.27 #5 0 10" 46.02 #5 0 10" 45.82 #5 0 10" 45.65 #5 0 10" 45.50 GROUT SHIPLAP JOINT 1'-0" INSIDE AND OUT our 11 5 #4 0 10" 47.46 #4 0 10" 46.10 #4 0 10" 45.21 #4 0 10" 44.58 #4 0 9" 45.06 #5 0 10" 48.74 #5 0 10" 48.44 #5 0 10" 48.19 #5 0 10" 47.99 #5 0 10" 47.81 #5 0 10" 47.67 ' 36-� 6 #4 0 10" 49.52 #4 0 10" 48.14 #4 0 9" 48.23 #5 0 10" 51.88 #5 0 10" 51.38 #5 0 9" 52.57 #5 0 9" 52.27 #5 ® 8" 53.99 #5 0 8" 53.79 #5 0 7" 56.16 #5 0 7" 56.01 � n 4-2000 7 #4 0 10 51.73 #4 0 10 50.31 #4 0 9 50.43 #5 0 10 54.29 #5 0 10 53.78 #5 0 9 55.04 #5 0 9 54.73 #5 0 8 56.55 #5 0 8 56.35 #5 0 7 58.84 #5 ® 7 58.70 SEE NOTE ASTM C-478 8 #4 0 10" 54.00 #5 0 10" 58.44 #5 0 10" 57.45 #5 0 8" 60.64 #5 0 7" 62.92 #5 0 6" 66.25 #5 0 6" 65.94 #5 0 6" 65.69 #6 0 8" 67.76 #6 0 8" 67.57 #6 ® 7" 71.45 p # Date Issue I Description Init. MANHOLE SECTIONS 9 #4 0 10" 56.20 #5 ® 10" 60.87 #5 0 10" 59.85 #5 0 8" 63.21 #5 ® 7" 65.60 #5 0 6" 69.09 #5 0 6" 68.78 #5 0 6" 68.52 #6 0 8" 70.69 #6 0 8" 70.51 #6 0 7" 74.57 c 3'-0" _ w 2 #4 ® 10" 39.84 #4 0 10" 38.53 #4 0 10" 37.65 #4 0 10" 37.03 #4 0 10" 36.57 #4 0 10" 36.20 #4 0 10" 35.91 #4 0 10" 35.67 #4 0 10" 35.48 #4 ® 9" 36.07 #4 0 9" 35.93 • MAX' m 3 #4 0 loll 41.68 #4 a 10" 40.35 #4 o loll 39.47 #4 o loll 38.84 #4 a 10" 38.36 #4 0 10" 38.00 #4 ® 10" 37.71 #4 a 10" 37.46 #4 0 10" 37.27 #4 0 9" 37.91 #4 0 9" 37.76 Q 4 #4 0 10" 43.58 #4 0 10" 42.22 #4 0 10" 41.31 #4 0 10" 40.67 #4 0 10" 40.19 #4 0 10" 39.82 #4 0 10" 39.53 #4 0 10" 39.28 14 0 10" 39.08 #4 0 9" 39.77 #4 0 9" 39.63 Of 10 5 #4 0 10" 45.53 #4 0 10" 44.14 #4 0 10" 43.21 #4 0 10" 42.56 #4 0 10" 42.07 #5 0 10" 46.44 #5 0 10" 46.13 #5 0 10" 45.87 #5 0 10" 45.67 #5 0 10" 45.49 #5 0 10" 45.34 PLASTIC DRAINAGE CORE > 18 IN. MAX 6 #4 0 10" 47.58 #4 0 10" 46.14 #4 0 10" 45.20 #4 0 10" 44.53 #4 0 10" 44.03 #5 0 10" 48.67 #5 0 10" 48.35 #5 0 10" 48.08 #5 0 10" 47.88 #5 0 10" 47.69 #5 0 10" 47.54 7 #4 0 10" 49.79 #4 0 10" 48.31 #4 0 10" 47.34 #5 0 10" 51.97 #5 0 10" 51.45 #5 0 10" 51.04 #5 0 9" 52.29 #5 0 9" 52.03 #5 0 8" 53.79 #5 0 8" 53.61 #5 0 7" 56.00 8 #4 0 10" 52.06 #4 0 10" 50.54 #4 0 10" 49.54 #5 0 10" 54.43 #5 0 10" 53.89 #5 0 10" 53.47 #5 0 9" 54.80 #5 0 9" 54.53 #5 0 8" 56.39 #5 0 8" 56.20 #5 0 7" 58.72 GEOTEXTILE (DRAINAGE)(CLASS 2) - 2 IN. GROUT BASE TO CONE 2 #4 0 10" 38.01 #4 0 10" 36.75 #4 0 10" 35.85 #4 0 10" 35.21 #4 0 10" 34.73 #4 a 10" 34.36 #4 0 10" 34.06 #4 0 10" 33.81 #4 0 10" 33.61 #4 0! 10" 33.44 #4 0 10" 33.30 SHALL BE ON EMBANKMENT SIDE OR INSIDE AND OUT 3 #4 0 10" 39.93 #4 0 10" 38.56 #4 0 10" 37.64 #4 0 10" 36.99 #4 0 10" 36.51 #4 0 10" 36.13 #4 0 10" 35.83 #4 0 10" 35.58 #4 0 10" 35.38 #4 0 10" 35.21 #4 0 10" 35.06 ON BOTH SIDE OF CORE D SLOPE 4 #4 0 10" 41.81 #4 0 10" 40.40 #4 0 10" 39.47 #4 0 10" 38.81 #4 0 10" 38.31 #4 0 10" 37.93 #4 0 10" 37.63 #4 0 10" 37.37 #4 0 10" 37.17 #4 0 10" 36.99 #4 0 10" 36.84 27. - 1 ►N FT 9 5 4 0 10" 43.75 4 ® 10" 42.30 4 ® 10" 41.35 4 o loll 40.67 #4 0 10" 40.17 #4 0 10" 39.78 #4 0 10" 39.47 #4 0 10" 39.20 #4 0 9" 39.86 #5 0 10" 43.28 #5 0 10" 43.12 - 6 #4 0 10" 45.79 #4 0 10" 44.30 #4 0 10" 43.31 #4 0 10" 42.62 #4 0 10" 42.10 #4 0 10" 41.71 #4 0 10" 41.39 #4 0 10" 41.12 #4 0 9" 41.82 #5 0 10" 45.46 #5 0 10" 45.30 II POURED CONCRETE „ „ „ „ „ „ „ „ „ „ „ 3" e DRAIN HOLE,20'-D" MAX.CENTER _ �a I ° a ��BASE �> 7 #4 0 10 48.04 #4 0 10 46.50 #4 0 10 45.49 #4 0 10 44.77 #5 0 10 49.29 #5 0 10 48.86 #5 0 10 48.53 #5 0 10 48.24 #5 ® 10 48.03 #5 0 10 47.84 #5 0 10 47.67 TO CENTER,LOCATE 0'-6" ABOVE m I ° p, g 4 110' 50.43 4 ® 10 48.84 4 0 10" 47.8O 4 0 10" 47.06 #5 0 10 51.83 #5 0 10 51.40 #5 0 10 51.05 #5 0 10 50.77 #5 0 10 50.54 #5 0 10 50.35 #5 0 10 50.18 FINISHED GRADE OR APRON. ad a 2 #4 ® 10" 36.41 #4 ® loll 35.01 #4 ® loll 34.08 #4 ® loll 33.42 #4 ® loll 32.92 #4 ® loll 32.54 #4 ® 10" 32.23 #4 ® loll 31.97 #4 ® loll 31.77 #4 ® loll 31.59 #4 ® loll 31.44 d o a 3 #4 ® 10" 38.23 #4 0 10" 36.80 #4 ® 10" 35.85 #4 ® 10" 35.18 #4 0 10" 34.67 #4 0 10" 34.28 #4 0 10" 33.97 #4 0 10" 33.70 #4 0 10" 33.50 #4 0 10" 33.32 #4 0 10" 33.17 8 IN. MIN. 8 4 #4 0 10" 40.09 #4 0 10" 38.61 #4 0 10" 37.64 #4 0 10" 36.95 #4 0 10" 36.44 #4 ® 10" 36.04 #4 0 10" 35.72 #4 ® 10" 33.45 #4 0 10" 35.25 #4 0 10" 35.07 #4 0 10" 34.91 5 #4 0 10" 41.99 #4 0 10" 40.47 #4 0 10" 39.47 #4 0 10" 38.76 14 0 10" 38.24 #4 0 10" 37.83 #4 0 10" 37.50 #4 0 10" 37.23 #4 0 10" 37.02 #4 0 10" 36.84 #4 0 10" 36.68 6 #4 ® loll 43.97 #4 ® loll 42.40 #4 0 10" 41.36 #4 0 10" 40.64 #4 0 10" 40.10 #4 0 10" 39.68 #4 0 10" 39.35 #4 0 10" 39.07 #4 0 9" 43.33 #5 0 10" 43.13 #5 0 10" 42.96 LIMITS OF CONCRETE SEALER - 4 7 #4 0 10" 46.19 #4 0 10" 44.56 #4 ® 10" 43.49 #4 0 10" 42.74 #4 0 10" 42.18 #4 0 10" 41.75 #4 0 10" 41.41 #4 0 10" 41.13 #4 0 9" 45.65 #5 0 10" 45.45 #5 0 10" 4528 AND WINGWALL DRAIN DETAILS 2 IN. MIN. 2 #4 0 10 34.90 #4 0 10' 33.44 #4 0 10' 32.47 #4 0 10 31.78 #4 0 10 31.27 #4 0 10 30.86 #4 0 10 30.54 #4 0 10 30.27 #4 0 10 30.06 #4 0 10' 29.88 #4 0 10 29.72 () II I , II II „ II „ „ I „ SLOPE NOTES: 1.THE GEOCOMPOSITE SHALL BE SECURED TO THE WALL lV �T POURED INVERT " " " " " " " " " " " 1 3 #4 0 10 36.73 #4 0 10 35.23 #4 0 10 34.23 #4 0 10 33.53 #4 0 10 33.00 #4 0 10 32.59 #4 0 10 32.26 #4 0 10 31.99 #4 0 10 31.78 #4 0 10 31.59 #4 0 10 31.43 TO PREVENT MOVEMENT DURING BACKFILLING. NOTE: MINIMUM INSIDE DIAMETER OF 7 4 #4 0 10" 38.59 #4 0 10" 37.04 #4 0 10" 36.01 #4 0 10" 35.29 #4 0 10" 34.75 #4 0 10" 34.33 #4 ® 10" 33.99 #4 0 10" 33.71 #4 0 10" 33.50 #4 0 loll 33.31 #4 0 10" 33.14 6 IN. p MANHOLE SHALL BE AS FOLLOWS: STRUCTURE TAW INV 5 #4 ® 10 40.48 #4 ® 10 38.86 #4 0 10 37.80 #4 0 10 37.06 #4 0 10 36.50 #4 0 10 36.07 #4 0 10 35.73 #4 ® Io 35.44 #4 ® 10 35.22 #4 ® 10 35.03 #4 ® 10 34.86 2.COST OF GEOCOMPOSITE DRAIN AND CONCRETE SEALER ° -° u u u u u u u u u u u D PRECAST MANHOLE IRR A-1 5058,75 5055.04 (IN) 6 #4 0 10" 42.39 #4 0 10" 40.71 #4 0 10" 39.61 #4 0 10" 38.84 #4 0 10" 38.26 #4 0 10" 37.82 #4 0 10" 37.47 #4 ® 10" 37.17 #4 0 10" 36.95 #4 0 10" 36.75 #4 0 10" 36.58 SHALL BE INCLUDED IN THE WORK. Project No: GNK000010 a - D BASE PIPE SIZE MIN. MANHOLE Drawn By: AILS DIAMETER Computer File Information Sheet Revisions pTransportationWINGWALLS FOR PIPE STANDARD PLAN NO. y Colorado Department of 8 IN. MIN. 24 IN. OR LESS 48 IN. Creation Date: 07/04/12 Initials: HHB Date: Comments 2829 West Howard Place Checked By: JEP 27 IN. TO 42 IN. (INCL.) 60 IN. IRR A-1 STRUCTURE DETAIL Last Modification Date: 09/04/18 Initials: ®X 09/04/18 LRFD Design COOT HQ,3rd Floor OR BOX CULVERTS M-601-20 OVER 42 IN. 72 IN. Denver,CO 80204 Date: 08.16.2023 ALTERNATE BASE Full Path: le Name: 601v/business/designsupport • Phone:303-757-9021 FAX:303-757-9868 REV. DATE:12/11/13 Drawing File Name: 6010200202.dgn CAD Ver.: MicroStation V8 Scale: Not to Scale Units: English R-X Division of Project Support HHB Issued By:Project Development Branch July 4,2012 Sheet No. 2 of 2 IRRIGATION DETAILS STANDARD MANHOLE C''tY°f FORT C OF OLLINS APPROVED: DETAIL IRR A-1 & IRR D-6 STRUCTURE DETAIL Cw STORMWATER ;-Ort lIn'S FORT Ccoi,nIsSco. CONSTRUCTION DETAILS DATE: 11/7/00 D _ 3 o (970) 221-8700 DRAWN BY: NBJ d V Y 3 C705 °o V' C7 x ScourStop® - - DESIGN GUIDE Circular Culvert Outlet Protection 1 1 ' ............... ................ ................ ................. .•.••••••.•••••••.•. . .. ................. ••w••••••••••••••wo •i i01 ••••••• •• 1•• • •• 100000 000 •• • 001 900000 0 ••41•• to • 1001 10000000' ••• •• ����.� -,. �.. "tea ••' ♦••••••••••� 1••• ••••••••••••••••••• ••••••••••••••••••• •••••••••••••••••••• ••••••••••••••••••• •••••••••••••••••••• ••••••••••••••••••• •••••••••••••••••••• • 1 1 ••••••••••••••••••• •••••••••••••••••••• ••••••••••••••••••• •••••••••••••••••••• 1 1 1 1 00000000000i••00i0ii• ••••••••••••••••••• PIPE •••••••••••••••••••• DIAMETER 1 TRANSITION QUANTITY TRANSITION QUANTITY OF MATS MAT W x L OF MATS I i i / i • •• • • • • • • • • - r • as • •• • • the green solution to riprap PERFORMANCE o AESTHETICS scourstop® NPDES-COMPLIANT o COST-EFFECTIVE — scourstop.com �0 I ScourStople, Installation Recommendations 1.ScourStop mats must be installed over a soil cover:sod,seeded turf reinforcement mat(TRM),geotextile,or a combination thereof. 2.For steep slopes(>10%)or higher velocities(>10 ft/sec),sod is the recommended soil cover. 3.Follow manufacturer's ScourStop Installation Guidelines to ensure proper installation. 4.Install ScourStop mats at maximum 1-2"below flowline of culvert or culvert apron. (No waterfall impacts onto ScourStop mats.) 5.Performance of protected area assumes stable downstream conditions. LENGTH OF PROTECTION WIDTH OF PROTECTION* TRANSITION MAT APRON LENGTH 4-11 A Transition mat apron protects 000000000 000000000 00000 000 culvert outlet. O O O O O 000000000000 O O O O O 00000000 0 00000 000Width of protection: 0000000000 0 0 O O O O O O O O O O O O 0 0 0 0 Bottom width of channel and up O O O 0 O O O O O 000 000000000 O O O O O O O O O 0 0 0 0 MCC O both side slopes to a depth at 000000000 000000000 000 0 0000 000 0OO least half the culvert diameter. 000000000 000000 000 O O O O O�00O OM09 000000000 O 00000 000 Protect bare/disturbed downstream 00000000 00000 00soils from erosion with a ro riate OO O O O O PP POO O 00 0 0 0 0 0 O�Q� 0�-000000 0000O O00 soil cover. 00 O 00 000000000 00000 000 0 0 0 0 0 0 0 0 0 0 0 00 0 0 0 000000000 000000000 0000 000 Use normal depth calculator to D=CULVERT DIAMETER compute for downstream protection. A CULVERT OUTLET PROTECTION -PLAN VIEW MAX. 1"-2" DROP OUTLET AND CHANNEL SCOUR PROTECTION FROM CULVERT FLOWLINE (TRANSITION MATS) CULVERT FLOWLINE ONTO SCOURSTOP MATS ti4 PROFILE VIEW SECTION VIEW AA SOIL COVER RECESSED ,1QOQQ0 0Qr,'� C'_ �00000000000, r- LOCK •1,0 O O C' • • 00000 0 C''9: '0000000�- C00000GU �� WASHER 0 0 0 �. -) 0 0 0 0 0 00000�OG.L 0000000000-0,1C C0�0�OCn0r` 0000000000 000�0�OQ00,- DIRECTION C O C 0 0 0 0 0 TRANSITION MAT O,.0 O O C- • • G O 0 0 C, • OF FLOW ✓000000Cr_ C000000000C: O o O O ( O O o 0 O (- ( 36"ANCHOR STRAP ,O, O C C C 0 0 0 0 o V1- - 0 o • 0 C O O o • 00 C ;C00000000n D,.10000000000� BULLET ANCHOR O000 0 C 70000 000 0 0` O 0,0 C, 0" • 'J0000000000 - O o O C _ ANCHOR PATTERN ANCHOR ILLUSTRATION Abut transition mats to end of culvert or culvert apron. Adjacent mats abut together laterally and longitudinally. Install anchors per ScourStop Installation Guidelines. Minimum 8 anchors per mat. Minimum depth 24" in compacted, cohesive soil. Extra anchors as needed for loose or wet soils. Minimum depth 30" in loose,sandy,or wet soil. Extra anchors as needed for uneven soil surface. Extra anchors as needed to secure mat tightly over soil cover. the green solution to riprap �HANES'GEO COMPONENTS` A LEADER in the GEOSYNTHETIC and EROSION CONTROL industries scourstop° A ,COMPANY Learn more about our products at:HanesGeo.com 1888.239.4539 ©2014 Leggett&Platt,Incorporated 116959_1114 GNK10.20 9/24/2024 PIPE OUTFALL RIPRAP SIZING CALCULATIONS Subdivision: Ridgewood Hills Project Name: GNI<10.20 Location: User Defined Project No.: Calculated By: MJP Checked By: JP Date: 9/24/24 STORM DRAIN SYSTEM 5-26 FES B-1 Q100(cfs) 5.0 0.8 Flows are the greater of proposed vs.future D or H (in) 21 15 W(ft) Slope (%) 2.00 2 Yn (in) 9.00 4.20 Yt(ft) 0.40 0.40 If"unknown"Yt/D=0.4 Yt/D,Yt/H 0.23 0.32 Supercritical Yes Yes Q/DA2.5, Q/WHA1.5 1.23 0.46 Q/DA1.5,Q/WH^0.5 Da, Ha (in) * 15.00 9.60 Da=0.5(D+Yn), Ha=0.5(H+Yn) Q/Da^1.5, Q/WHaA0.5 * 3.58 1.12 d50(in), Required 6.06 1.26 Required Riprap Size L VL Use Riprap Size L VL d50(in) 9 6 1/(2 tan q) 6.75 6.75 Fig. 9-35 OR Fig 9-36 Erosive Soils Yes Yes At 0.91 0.15 At=Q/5.5 L 3.5 -6.0 L=(1/(2 tan q))(At/Yt- D) Min L 5.3 3.8 Min L=3D or 3H Max L 17.5 12.5 Max L=10D or 10H Length (ft) 5.3 3.8 Bottom Width (ft) 5.3 3.8 Width=3D (Minimum) Riprap Depth (in) 18 12 Depth=2(d50) Type II Base Depth (in) 6 6 Cutoff Wall Yes Yes Cutoff Wall Depth (ft) 3.0 3.0 Depth of Riprap and Base Cutoff Wall Width (ft) 0.0 0.0 Page 1 of 1 Galloway 5265 Ronald Reagan Blvd., Suite 210 G a oway Johnstown, CO 80534 970.800.3300• GallauvayUS com LID and EDB Sizing Calculations 1 2 3 4 5 6 7 8 9 10 11 12 13 STORMTECH CHAMBER VOLUME AND RELEASE RATE CALCULATIONS (A) COMBINED FAA TOTAL RELEASE VOLUME/ RELEASE REQUIRED VOLUME COMBINED TOTAL UDSCM WQ RATE/ VOLUME/ CHAMBER+ NUMBER RATE WQCV STORAGE NUMBER OF (CHAMBERS RELEASE RATE NUMBER OF WQCV FLOW CHAMBER CHAMBER CHAMBER AGGREGATE OF METHOD VOLUME CHAMBERS ONLY) FAA METHOD CHAMBERS CF CFS TYPE CFS CF CF CHAMBERS CFS CF FAA CF CFS REQUIRED 6621 7.0 MC-4500 0.026 106.5 162.6 41 1.07 4900 47 5006 1.23 w/9"stone base 02 13.93 Approximated 2-year flow w/T,=10 min.C=0.79 MC 4500 CHAMBER SPECIFICATIONS i=2.21 in/hr CHAMBER LENGTH IN 48.3 A=7.98ac CHAMBER WIDTH IN 100.0 Q2=13.93cfs CHAMBER FOOTPRINT SQ IN 4830 12-hr Drain Time Coefficient Factor=0.8 CHAMBER FOOTPRINT SF 33.54 WQCV=0.8*0.19=0.152 ac-ft FLOW RATE GPM/SF 0.35 FLOW RATE PER CHAMBER GPM 11.74 FLOW RATE PER CHAMBER(CFS) 0.026(A-COLUMN 4) Design Procedure Form: Extended Detention Basin(EDB) JD-BMP(Version 3.07,March 2018) Sheet 1 of 3 Designer: H.Feissner Company: Galloway&Company,Inc. Date: October 27,2020 Project: Ridgewood Hills Fifth Filing I A-Basins Location: Fort Collins,CO 1.Basin Storage Volume A)Effective Imperviousness of Tributary Area,la I,= 73.0 % B)Tributary Area's Imperviousness Ratio(i=la/100) i C)Contributing Watershed Area Area= 7.98 ac D)For Watersheds Outside of the Denver Region,Depth of Average d" in Runoff Producing Storm Choose One E)Design Concept (Select EURV when also designing for flood control) (i Water Quality Capture Volume(WQCV) O Excess Urban Runoff Volume(EURV) F)Design Volume(WQCV)Based on 40-hour Drain Time VDesicR= 0.19 ac-ft (VacsI =(1.0.(0.91-is-1.19-"+0.78•I)/12'Area ) G)For Watersheds Outside of the Denver Region, ✓DESIGN WHER=O ac-ft Water Quality Capture Volume(WQCV)Design Volume (Vwocvmm=(d6`(VDEs1cN/0.43)) H)User Input of Water Quality.Capture Volume(WQCV)Design Volume VDEsicN USER=O ac-ft (Only ff a different WQCV Design Volume is desired) I)NRCS Hydrologic Soil Groups of Tributary Watershed i)Percentage of Watershed consisting of Type A Soils n)Percentage of Watershed consisting of Type B Soils iii)Percentage of Watershed consisting of Type CID Soils J)Excess Urban Runoff Volume(EURV)Design Volume. For HSG A:EURV„=1.68-i— 0 For HSG B:EURVS=1.36'i'°" For HSG CID:EURV­=1.20'i" K)User Input of Excess Urban Runoff Volume(EURV)Design Volume EURVU,,i u. (Only if different EURV Design Volume is desired) 2.Basin Shape:Length to Width Ratio L:W (A basin length to width ratio of at least 2:1 will improve TSS reduction.) 3.Basin Side Slopes A)Basin Maximum Side Slopes z=0 ft I ft (Horizontal distance per unit vertical,4:1 or flatter preferred) 4.Inlet A)Describe means of providing energy dissipation at concentrated inflow locations: 5.Forebay A)Minimum Forebay Volume VFMIN= 0.006 ac-ft (VFSUR= 3% of the WQCV) B)Actual Forebay Volume VF=0 ac-ft C)Forebay Depth (or= 18 inch maximum) DF=0 in D)Forebay Discharge I)Undetained 100-year Peak Discharge Qrus=0 cis ii)Forebay Discharge Design Flow of=O its (OF=0.02'Qreo) E)Forebay Discharge Design Choose One Q Benn Wi h Pipe Flow too small for berm wl pipe Q Wall with Rest.Notrh Q Wall wiM V-Notch Weir F)Discharge Pipe Size(minimum 8-inches) Calculated Dp=O in G)Rectangular Notch Width Calculated W.=0 In i GNK10.20_UD-BMP_v3.07.xlsm,EDB 10/27/2020,11:38 AM Modified FAA Method- Storage Colume Calculations Project Number: GNK10.20 Date: 4/22/2021 Project Location: Fort Collins, Colorado Calculations By: H. Feissner Pond Description: StormTech System as LID A-Basins User Input Cell: Blue Text Inputs I Tributary Area Output I Detention Volume Return Period for Detention Control: WCQV Required Storage, cubic feet: 4882 Catchment'C': 0.76 Required Storage, ac-ft: 0.11 Catchment Drainage Area, ac: 7.98 Release Rate, cfs: 1.2 0.2 FC WQCV Average Storage Storage Storm Duration Time Rainfall Inflow Volume Outflow Volume Volume Intensity minutes seconds in/hr cubic feet cubic feet cubic feet acre-feet 300 1.425 2593 369 2224 0.05 10 600 1.105 4021 738 3283 0.08 15 900 0.935 5104 1107 3997 0.09 20 1200 0.805 5859 1476 4383 0.10 25 1500 0.715 6504 1845 4659 0.11 30 1800 0.650 7096 2214 4882 0.11 35 2100 0.585 7451 2583 4868 0.11 40 2400 0.535 7787 2952 4835 0.11 45 2700 0.495 8106 3321 4785 0.11 50 3000 0.460 8369 3690 4679 0.11 55 3300 0.435 8706 4059 4647 0.11 60 3600 0.410 8952 4428 4524 0.10 65 3900 0.385 9106 4797 4309 0.10 70 4200 0.365 9297 5166 4131 0.09 75 4500 0.345 9416 5535 3881 0.09 80 4800 0.330 9607 5904 3703 0.09 85 5100 0.315 9743 6273 3470 0.08 90 5400 0.305 9989 6642 3347 0.08 95 5700 0.290 10025 7011 3014 0.07 100 6000 0.280 10189 7380 2809 0.06 105 6300 0.270 10316 7749 2567 0.06 110 6600 0.260 10407 8118 2289 0.05 115 6900 0.255 10671 8487 2184 0.05 120 72001 0.2451 106981 88561 1842 0.04 PROJECT INFORMATIONS ENGINEERED EVAN FISCHGRUND LuJW�4l� Ii1 11 PRODUCT 720-250-8047 MANAGER: EVAN.FISCHGRUND@ADS-PIPE.COM FOR STORMTECH MARK KAELBERER INSTRUCTIONS, ■ ADS SALES REP: 720-256-8225 LLLLLLF!?IDS(. DOWNLOAD THE MARK.KAELBERER@ADS-PIPE.COM INSTALLATION APP ■ PROJECT NO: S219199 ADVANCED DRAINAGE SYSTEMS, INC. RIDGEWOOD HILLS - FIFTH FILING FORT COLLINS, CO MC-4500 STORMTECH CHAMBER SPECIFICATIONS IMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF MC-4500 CHAMBER SYSTEM 1. CHAMBERS SHALL BE STORMTECH MC-4500. 1. STORMTECH MC-4500 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETED A PRE-CONSTRUCTION MEETING WITH THE INSTALLERS. 2. CHAMBERS SHALL BE ARCH-SHAPED AND SHALL BE MANUFACTURED FROM VIRGIN,IMPACT-MODIFIED POLYPROPYLENE 2. STORMTECH MC-4500 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE"STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE". COPOLYMERS. 3. CHAMBERS ARE NOT TO BE BACKFILLED WITH A DOZER OR EXCAVATOR SITUATED OVER THE CHAMBERS. 3. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418-16a,"STANDARD SPECIFICATION FOR POLYPROPYLENE(PP) STORMTECH RECOMMENDS 3 BACKFILL METHODS: CORRUGATED WALL STORMWATER COLLECTION CHAMBERS"CHAMBER CLASSIFICATION 60x101. • STONESHOOTER LOCATED OFF THE CHAMBER BED. • BACKFILL AS ROWS ARE BUILT USING AN EXCAVATOR ON THE FOUNDATION STONE OR SUBGRADE. 4. CHAMBER ROWS SHALL PROVIDE CONTINUOUS,UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORTS THAT WOULD • BACKFILL FROM OUTSIDE THE EXCAVATION USING A LONG BOOM HOE OR EXCAVATOR. IMPEDE FLOW OR LIMIT ACCESS FOR INSPECTION. 4. THE FOUNDATION STONE SHALL BE LEVELED AND COMPACTED PRIOR TO PLACING CHAMBERS. 5. THE STRUCTURAL DESIGN OF THE CHAMBERS,THE STRUCTURAL BACKFILL,AND THE INSTALLATION REQUIREMENTS SHALL ENSURE THAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS,SECTION 12.12,ARE MET FOR:1) 5. JOINTS BETWEEN CHAMBERS SHALL BE PROPERLY SEATED PRIOR TO PLACING STONE. LONG-DURATION DEAD LOADS AND 2)SHORT-DURATION LIVE LOADS,BASED ON THE AASHTO DESIGN TRUCK WITH CONSIDERATION FOR IMPACT AND MULTIPLE VEHICLE PRESENCES. 6. MAINTAIN MINIMUM-9"(230 mm)SPACING BETWEEN THE CHAMBER ROWS. 6. CHAMBERS SHALL BE DESIGNED,TESTED AND ALLOWABLE LOAD CONFIGURATIONS DETERMINED IN ACCORDANCE WITH ASTM F2787, 7. INLET AND OUTLET MANIFOLDS MUST BE INSERTED A MINIMUM OF 12"(300 mm)INTO CHAMBER END CAPS. "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 8. EMBEDMENT STONE SURROUNDING CHAMBERS MUST BE A CLEAN,CRUSHED,ANGULAR STONE MEETING THE AASHTO M43 DESIGNATION OF#3 LOAD CONFIGURATIONS SHALL INCLUDE:1)INSTANTANEOUS(<1 MIN)AASHTO DESIGN TRUCK LIVE LOAD ON MINIMUM COVER 2) OR#4. MAXIMUM PERMANENT(75-YR)COVER LOAD AND 3)ALLOWABLE COVER WITH PARKED(1-WEEK) AASHTO DESIGN TRUCK. 9. STONE SHALL BE BROUGHT UP EVENLY AROUND CHAMBERS SO AS NOT TO DISTORT THE CHAMBER SHAPE.STONE DEPTHS SHOULD NEVER 7. REQUIREMENTS FOR HANDLING AND INSTALLATION: DIFFER BY MORE THAN 12"(300 mm)BETWEEN ADJACENT CHAMBER ROWS. • TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING,CHAMBERS SHALL HAVE INTEGRAL,INTERLOCKING STACKING LUGS. 10. STONE MUST BE PLACED ON THE TOP CENTER OF THE CHAMBER TO ANCHOR THE CHAMBERS IN PLACE AND PRESERVE ROW SPACING. • TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL,THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 3". 11. THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIAL BEARING CAPACITIES TO THE SITE DESIGN • TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION,a)THE ARCH STIFFNESS CONSTANT AS DEFINED IN ENGINEER. SECTION 6.2.8 OF ASTM F2418 SHALL BE GREATER THAN OR EQUAL TO 500 LBS/IN/IN.AND b)TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES(ABOVE 73°F/23°C),CHAMBERS SHALL BE PRODUCED FROM 12. ADS RECOMMENDS THE USE OF"FLEXSTORM CATCH IT"INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECT THE SUBSURFACE REFLECTIVE GOLD OR YELLOW COLORS. STORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF. 8. ONLY CHAMBERS THAT ARE APPROVED BY THE SITE DESIGN ENGINEER WILL BE ALLOWED.UPON REQUEST BY THE SITE DESIGN NOTES FOR CONSTRUCTION EQUIPMENT ENGINEER OR OWNER,THE CHAMBER MANUFACTURER SHALL SUBMIT A STRUCTURAL EVALUATION FOR APPROVAL BEFORE DELIVERING CHAMBERS TO THE PROJECT SITE AS FOLLOWS: 1. STORMTECH MC-4500 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE"STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE". • THE STRUCTURAL EVALUATION SHALL BE SEALED BY A REGISTERED PROFESSIONAL ENGINEER. • THE STRUCTURAL EVALUATION SHALL DEMONSTRATE THAT THE SAFETY FACTORS ARE GREATER THAN OR EQUAL TO 1.95 FOR 2. THE USE OF EQUIPMENT OVER MC-4500 CHAMBERS IS LIMITED: DEAD LOAD AND 1.75 FOR LIVE LOAD,THE MINIMUM REQUIRED BY ASTM F2787 AND BY SECTIONS 3 AND 12.12 OF THE AASHTO • NO EQUIPMENT IS ALLOWED ON BARE CHAMBERS. LRFD BRIDGE DESIGN SPECIFICATIONS FOR THERMOPLASTIC PIPE. • NO RUBBER TIRED LOADER,DUMP TRUCK,OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL DEPTHS ARE REACHED IN ACCORDANCE • THE TEST DERIVED CREEP MODULUS AS SPECIFIED IN ASTM F2418 SHALL BE USED FOR PERMANENT DEAD LOAD DESIGN WITH THE"STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE". EXCEPT THAT IT SHALL BE THE 75-YEAR MODULUS USED FOR DESIGN. • WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE"STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE". 9. CHAMBERS AND END CAPS SHALL BE PRODUCED AT AN ISO 9001 CERTIFIED MANUFACTURING FACILITY. 3. FULL 36"(900 mm)OF STABILIZED COVER MATERIALS OVER THE CHAMBERS IS REQUIRED FOR DUMP TRUCK TRAVEL OR DUMPING. USE OF A DOZER TO PUSH EMBEDMENT STONE BETWEEN THE ROWS OF CHAMBERS MAY CAUSE DAMAGE TO CHAMBERS AND IS NOT AN ACCEPTABLE IMPORTANT - THIS PROJECT REQUIRES COMPACTION OF EMBEDMENT BACKFILL METHOD.ANY CHAMBERS DAMAGED BY USING THE"DUMP AND PUSH"METHOD ARE NOT COVERED UNDER THE STORMTECH STANDARD WARRANTY. STONE AND REQUIREMENTS FOR STONE HARDNESS AND SHAPE WHICH ARE NOT SPECIFIED IN OTHER STORMTECH DOCUMENTS. CONTRACTORS MUST CONTACT STORMTECH AT 1-888-892-2694 WITH ANY QUESTIONS ON INSTALLATION REQUIREMENTS OR WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT. FOLLOW THE SPECIAL PROVISIONS IN THIS PLAN SET. ©2013 ADS,INC. PROPOSEDLAYOUT NOTES z 47 STORMTECH MC-4500 CHAMBERS • MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER.SEE TECHNICAL NOTE 6.32 FOR MANIFOLD SIZING GUIDANCE. J 8 STORMTECH MC-4500 END CAPS • DUE TO THE ADAPTATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS,IT MAY BE NECESSARY TO CUT AND COUPLE ADDITIONAL PIPE TO STANDARD LL (D 12 STONE ABOVE(in) MANIFOLD COMPONENTS IN THE FIELD. _ 36 STONE BELOW(in) • THIS CHAMBER SYSTEM WAS DESIGNED WITHOUT SITE-SPECIFIC INFORMATION ON SOIL CONDITIONS OR BEARING CAPACITY.THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR F— O o z 40 %STONE VOID DETERMINING THE SUITABILITY OF THE SOIL AND PROVIDING THE BEARING CAPACITY OF THE INSITU SOILS.THE BASE STONE DEPTH MAY BE INCREASED OR DECREASED ONCE �_ U Z Y o 2411 SYSTEM AREA(ft2) THIS INFORMATION IS PROVIDED. V- C U • THE SITE DESIGN ENGINEER MUST REVIEW THE PROXIMITY OF THE CHAMBERS TO THE BUILDING/STRUCTURE.NO FOUNDATION LOADS SHALL BE TRANSMITTED TO THE Z _ 214 SYSTEM PERIMETER(ft) CHAMBERS.THE SITE DESIGN ENGINEER MUST CONSIDER EFFECTS OF POSSIBLE SATURATED SOILS ON BEARING CAPACITY OF SOILS AND SEEPAGE INTO BASEMENTS. J o U o J J U PROPOSED ELEVATIONS J O ° 5044.00± MAXIMUM GRADE PER ENGINEER'S PLAN 04 °' o 5036.36 MINIMUM ALLOWABLE GRADE(UNPAVED WITH TRAFFIC) 0� N rn a 5035.86 MINIMUM ALLOWABLE GRADE(UNPAVED NO TRAFFIC) O LL O N 7 N z 5035.86 MINIMUM ALLOWABLE GRADE(BASE OF FLEXIBLE PAVEMENT) O o a 5035.86 MINIMUM ALLOWABLE GRADE(TOP OF RIGID PAVEMENT) W U F w 5034.86 TOP OF STONEuj � 5033.86 TOP OF MC-4500 CHAMBER o a 5029.05 24"ISOLATOR ROW PLUS CONNECTION INVERT Q 5029.05 24"BOTTOM MANIFOLD/CONNECTION INVERT a 5029.02 18"BOTTOM MANIFOLD INVERT ✓ 5028.86 BOTTOM OF MC-4500 CHAMBER z,6 5028.11 UNDERDRAIN INVERT w w 5025.86 BOTTOM OF STONE " z Z ow w o w. � j a oow 3 Y w� �F OUTLET STRUCTURE PER PLAN[RELOCATED] it < w W (DESIGN BY ENGINEER/PROVIDED BY OTHERS) m w o < a a 6"FLAP GATE ON UNDERDRAIN AT STRUCTURE I I z STRUCTURE PER PLAN[RELOCATED] m Q (DESIGN BY ENGINEER/PROVIDED BY OTHERS) w z z (DESIGN BY ENGINEER/PROVIDED BY OTHERS) 'o = w 6"ADS N-12 DUAL WALL PERFORATED HDPE UNDERDRAIN o w a 18"X 18"ADS N-12 BOTTOM MANIFOLD (SIZE TBD BY ENGINEER/SOLID OUTSIDE PERIMETER STONE) I I o F o INVERT 1.97"ABOVE CHAMBER BASE ' 'J Y ,w ISOLATOR ROW PLUS (SEE NOTES) w (SEE DETAIL/TYP 4 PLACES) N N 3 18" PREFABRICATED CAP,PART#MC4500IEPP111BW ~ ~ o STRUCTURE PER PLAN W/WEIR I TYP OF ALL MC-4500 18"BOTTOM CONNECTIONS N (DESIGN BY ENGINEER/PROVIDED BY OTHERS) N m W< o 24"ADS N-12 BOTTOM CONNECTION 24"ADS N-12 BOTTOM CONNECTION "6 a c x J INVERT 2.26"ABOVE CHAMBER BASE w INVERT 2.26"ABOVE CHAMBER BASE (SEE NOTES) z (SEE NOTES) z w INSPECTION PORT °� z PROPOSED STRUCTURE I o = o (TYP 4 PLACES) o (DESIGN BY ENGINEER/PROVIDED BY OTHERS) ° o w 24"PREFABRICATED END CAP,PART#MC4500IEPP24BW o ° w w TYP OF ALL MC-4500 24"BOTTOM CONNECTIONS AND ISOLATOR PLUS ROWS I = > o INSTALL FLAMP ON 24"ACCESS PIPE p U °N 0 0 3 ZQ PART#MC450024RAMP(TYP 5 PLACES) I o w m o Q oo 24"X 24"ADS N-12 BOTTOM MANIFOLD a s o INVERT 2.26"ABOVE CHAMBER BASE I m (SEE NOTES) m w w O ❑o STRUCTURE PER PLAN wl (DESIGN BY ENGINEER/PROVIDED BY OTHERS) a o oc 'o o �a TIER 1 DEEP COVER SPECIAL PROVISIONS m M ow 1. INSTALLATION REQUIREMENTS SHALL BE AS SPECIFIED IN THE STORMTECH DESIGN MANUALS AND CONSTRUCTION Z a o z GUIDES EXCEPT AS MODIFIED IN THESE SPECIAL PROVISIONS. w O ow 2. ATTENTION IS CALLED TO"TABLE 1 -ACCEPTABLE FILL MATERIALS"IN THE STORMTECH CONSTRUCTION GUIDE AND ALL p z x OTHER APPEARANCES OF THE"ACCEPTABLE FILL MATERIALS TABLE.FOR AREAS OF THE SYSTEM WITH COVER ABOVE 7 o w FEET(2.1 m)FOR THE MC-4500 AND ABOVE 8 FEET(2.4 m)FOR THE MC-3500,EMBEDMENT STONE SHALL BE COMPACTED o WITH 1-3 PASSES OF A WALK BEHIND VIBRATORY PLATE COMPACTOR OR JUMPING JACK IN 12-18"(300-450 mm)LIFTS. (o = m w 3. STONE SHALL BE CLEAN,CRUSHED,AND ANGULAR AND SHALL CONFORM TO THE SPECIFICATIONS DESIGNATED IN THE 10 o N ACCEPTABLE FILL MATERIALS TABLE. a o 4. STONE SHALL BE HARD AND DURABLE. IT IS THE ENGINEER'S OR CONTRACTOR'S RESPONSIBILITY TO SELECT HARD AND a DURABLE STONE.STORMTECH CONSIDERS AN LA ABRASION VALUE OF LESS THAN OR EQUAL TO 30 TO BE HARD STONE. w w 5. FOUNDATION STONE SHALL BE MECHANICALLY COMPACTED WITH A VIBRATORY ROLLER OR VIBRATORY PLATE IN 6"(152 m mm)LIFTS. Qo 6. EMBEDMENT STONE MUST BE DUMPED IN PLACE BY A STONE SHOOTER OR CONVEYOR OR EXCAVATOR. o Z 7. INSPECTION DURING THE INSTALLATION BY THE ENGINEER,OWNER OR OTHER REPRESENTATIVE IS RECOMMENDED. a w THE INSPECTION SHALL INCLUDE OBSERVATIONS OF THE CHAMBER SYMMETRY DURING BACKFILLING TO ENSURE THE o 0 o o CONTRACTOR'S METHODS ARE NOT CAUSING UNACCEPTABLE DISTORTION OF THE CHAMBERS. =w 8. AN ADS FIELD TECHNICIAN WILL CONDUCT A PRE-CONSTRUCTION MEETING TO TRAIN REPRESENTATIVES INSTALLING ~ THE CHAMBERS AND THOSE WHO MAY BE PERFORMING INSTALLATION INSPECTIONS. SHEET 2 OF 6 U 2 \ 29.1E / / ƒ G 26.50' � / a { LL / } L \ q \ c § / 0 © Z� m O ƒ § G / R 0 / § / « § ± L « O � w \ 9.0 \/ p WO \ 0: f ƒ )f � . 0 � - ; / )\ ( � @ )\k � " °� G G _ O� OW OW ) 7of Wc � 0 C1171- \ }/. � §§ \\ \ \ \ - = R k[ \ \ » — § £ - ) Of � < - ... . . • \ \\ ( () \ \(/ Of Z o no `Z £. ) - #dE 13SHEET OF z ACCEPTABLE FILL MATERIALS: STORMTECH MC-4500 CHAMBER SYSTEMS LL (D AASHTO MATERIAL O MATERIAL LOCATION DESCRIPTION COMPACTION / DENSITY REQUIREMENT 0 o 0 ui CLASSIFICATIONS LL FINAL FILL:FILL MATERIAL FOR LAYER'D'STARTS FROM THE ' Z _ TOP OF THE'C'LAYER TO THE BOTTOM OF FLEXIBLE ANY SOIL/ROCK MATERIALS,NATIVE SOILS,OR PER ENGINEER'S PLANS. PREPARE PER SITE DESIGN ENGINEER'S PLANS.PAVED p U z D N/A INSTALLATIONS MAY HAVE STRINGENT MATERIAL AND J J PAVEMENT OR UNPAVED FINISHED GRADE ABOVE.NOTE THAT CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS. —1 O o PAVEMENT SUBBASE MAY BE PART OF THE'D'LAYER PREPARATION REQUIREMENTS. = U CV O O N K AASHTO M145' 0 0O N N Z GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES,<35%FINES OR A-1,A-2-4,A-3 BEGIN COMPACTIONS AFTER 24"(600 mm)OF MATERIAL OVER LL O c a INITIAL FILL:FILL MATERIAL FOR LAYER'C'STARTS FROM THE PROCESSED AGGREGATE. THE CHAMBERS IS REACHED.COMPACT ADDITIONAL LAYERS IN TOP OF THE EMBEDMENT STONE('B'LAYER)TO 24"(600 mm) ° C OR 12"(300 mm)MAX LIFTS TO A MIN.95%PROCTOR DENSITY FOR ABOVE THE TOP OF THE CHAMBER.NOTE THAT PAVEMENT MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF THIS WELL GRADED MATERIAL AND 95%RELATIVE DENSITY FOR UJ w SUBBASE MAY BE A PART OF THE'C'LAYER. AASHTO M43' W LAYER. PROCESSED AGGREGATE MATERIALS. 0 H O > 3,357,4,467,5,56,57,6,67,68,7,78,8,89,9, 10 — <o a w ry EMBEDMENT STONE:FILL SURROUNDING THE CHAMBERS = AASHTO M43' COMPACTION REQUIRED. SEE SPECIAL REQUIREMENTS ON B FROM THE FOUNDATION STONE(W LAYER)TO THE'C'LAYER CLEAN,CRUSHED,ANGULAR STONE 3,4 LAYOUT PAGE. w ABOVE. z,6 Z5, zz FOUNDATION STONE:FILL BELOW CHAMBERS FROM THE AASHTO M43' W A CLEAN,CRUSHED,ANGULAR STONE PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE?,3 W z W SUBGRADE UP TO THE FOOT(BOTTOM)OF THE CHAMBER. 3,4 z z ow L) j a OW PLEASE NOTE: m a y m~ 1. THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY.THE STONE MUST ALSO BE CLEAN,CRUSHED,ANGULAR.FOR EXAMPLE,A SPECIFICATION FOR#4 STONE WOULD STATE:"CLEAN,CRUSHED,ANGULAR NO.4(AASHTO M43)STONE". wm w w =o 2. STORMTECH COMPACTION REQUIREMENTS ARE MET FORA'LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 9"(230 mm)(MAX)LIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR. a ~a 3. WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION,FOR STANDARD DESIGN LOAD CONDITIONS,A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION EQUIPMENT.FOR SPECIAL LOAD DESIGNS,CONTACT STORMTECH FOR W Q? COMPACTION REQUIREMENTS. a W Z 4. ONCE LAYER'C'IS PLACED,ANY SOIL/MATERIAL CAN BE PLACED IN LAYER'D'UP TO THE FINISHED GRADE.MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF LAYER'C'OR'D'AT THE SITE DESIGN ENGINEER'S DISCRETION. 0 m wo x w¢ o tw Y Y = U� ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL AROUND ow w 3 CLEAN,CRUSHED,ANGULAR STONE IN A&B LAYERS — PAVEMENT LAYER(DESIGNED ~ ~ o w BY SITE DESIGN ENGINEER) w _< D �� 'TO BOTTOM OF FLEXIBLE PAVEMENT.FOR UNPAVED w-' \ \ _ _ INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR, 5044.00± z PERIMETER STONE - CREASE COVER TO 30"p50 mm). 24 MAX ELEV z w (SEE NOTE 4) - ." N 1— (600 mm)MIN` THIS PROJECT o z N ,c, C t 12"(300 mm)MIN o = J Bv � � °° N W EXCAVATION WALL 60 ` 3 THIS CROSS SECTION DETAIL REPRESENTS p o (CAN BE SLOPED OR VERTICAL) \ j / (1524 mm) MINIMUM REQUIREMENTS FOR INSTALLATION. 3 ° PLEASE SEE THE LAYOUT SHEET(S)FOR — m 0 W °< PROJECT SPECIFIC REQUIREMENTS. U°a W N CL Q I � °°W _C) W U II I=1 I=11 111 it 1- !Ili_L-I 11 I I I=I I I I I I=1I I�I I I I1 I I I I I I—I -111 AI 11 I1=III 1 �I =11I I III—III 11=1 I�I1=III 1I=I_I —1 r o Z o _ — — III=1I1=1 I1=I 11I1 DEPTH OF STONE TO BE DETERMINED 1 _ I LII III—III III—III I� 1-1III—I 1=1 —III III IIII 1=1 1 ° m =N I BY SITE DESIGN ENGINEER 9"(230 mm)MIN 12"(300 mm)MIN — 9.. \ _ _ ao MC-4500 — SUBGRADE SOILS — (230 mm)MIN 100"(2540 mm) — 12"(300 mm)MIN o a END CAP (SEE NOTE 3) s m p co 1a (V a m RIDGEWOOD HILLS SPECIFIC CROSS SECTION ZOl < = 2i_ W ° °o a M z� af cr ow NOTES: ~ < °z O J W l CO =1 <w 1. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418-16a,"STANDARD SPECIFICATION FOR POLYPROPYLENE(PP)CORRUGATED WALL STORMWATER COLLECTION CHAMBERS"CHAMBER CLASSIFICATION 60x101 Z rN 2. MC-4500 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787"STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". w o 3. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE(ALLOWABLE BEARING CAPACITY)OF THE SUBGRADE SOILS AND THE DEPTH OF FOUNDATION STONE WITH CONSIDERATION a FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS. m 4. PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS. - F 5. REQUIREMENTS FOR HANDLING AND INSTALLATION: z m • TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING,CHAMBERS SHALL HAVE INTEGRAL,INTERLOCKING STACKING LUGS. _ <Z • TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL,THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 3". a o a �w • TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION,a)THE ARCH STIFFNESS CONSTANT AS DEFINED IN SECTION 6.2.8 OF ASTM F2418 SHALL BE GREATER THAN OR EQUAL TO 500 LBS/IN/IN. AND b)TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES(ABOVE 73°F/23°C),CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. SHEET 4 of 6 z INSTALL FLAMP ON 24"(600 mm)ACCESS PIPE Li_ O C COVER PIPE CONNECTION TO END CAP WITH ADS / PART#:MC450024RAMP - OPTIONAL INSPECTION PORT = F GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE Of MC-4500 CHAMBER ILL p z / - MC-4500 END CAP U z w o LL cn (_5 - Z r Q w err oyir..�r� rro yrN�rr,yp ri n goyb g q>•SO r ,ra�r go,ray q rr�,iio q ,rr.> l.rr .u.ypa�.r iioy ,ro�qo L,/o�Y C�(iti J U I,hll Il,�riu !ru ofi�Uh u.nll,�riu Uli._nl cr 11 rr 11 r.u�tl ru^rru„nn Uu�rilr ru rr➢vrurnr�rrli a ru rlr�r 11 iril /il,_ _ „i ru u. rin drll >rll�!/II r.ilj J J 0 y rr.yipnq �rn. ic. �rolr arr�yn.yu �r c!(�.,ii�r/ .�r/.,�ri r.y>ir r .grionti� ar/ r�aj7i i...il7r�.,7y7r ,rc'>.r Sri .� r,„ ri siri l�rrll ril- a.y�u qu 7�1„„s0 l. UII ygalp�_ru rCn noa�I 91 "u;� r-lr ri 11 gnup r II iiivi�ll Yr ll,„�r r ,Gu /H Uu-y�UII. 4iiHny rriallcicrrr<nll,,�uri gn„.riill rrrlu _riu yfrrilu nr.i�ily,_u ni dutiy bn:fi,u,y� \n iiCj'. N OO_ o FLEXSTORM INSERTS IN ANY UPSTREAMSTORMTECHHIGHLYRECOMMENDS r pr STRUCTURES WITH OPEN GRATES ( O O o o ELEVATED BYPASS MANIFOLD ° LI v CDILL w C � Q w w Z� zz zZ I, w W zw zz N 0 o n a opw -------------- Z Y w a - SUMP DEPTH TBD BY wCATCH BASIN FK w SITE DESIGN ENGINEER OR MANHOLE a ~a (24"[600 mm]MIN RECOMMENDED) _ o 24"(600 mm)HDPE ACCESS PIPE REQUIRED ONE LAYER OF ADSPLUS175 WOVEN GEOTEXTILE BETWEEN N m a a USE FACTORY PARTIAL CUT END CAP PART#: FOUNDATION STONE AND CHAMBERS o = N g MC45001EPP24BC OR MC450ORIEPP24BW 10.3'(3.1 m)MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS w a a o ofO = U MC-4500 ISOLATOR ROW PLUS DETAIL wN NTS z a o Xw wm a m w O U N 4 6 L a v O 0m tt w� w Q INSPECTION & MAINTENANCE Z.' -- 12"(300 mm)MIN WIDTH ° z N STEP 1) INSPECT ISOLATOR ROW PLUS FOR SEDIMENT p A. INSPECTION PORTS(IF PRESENT) - CONCRETE COLLAR NOT REQUIRED 3 v o 0 A.1. REMOVE/OPEN LID ON NYLOPLAST INLINE DRAIN FOR UNPAVED APPLICATIONS o o N w CONCRETE COLLAR - = N w A.2. REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLED = > it 8"NYLOPLAST INSPECTION PORT p Y w A.3. USING A FLASHLIGHT AND STADIA ROD,MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOG o a o N PAVEMENT - BODY(PART#2708AG41PKIT)OR _ z a A.4. LOWER A CAMERA INTO ISOLATOR ROW PLUS FOR VISUAL INSPECTION OF SEDIMENT LEVELS(OPTIONAL) - > o I TRAFFIC RATED BOX W/SOLID o w m l a A.5. IF SEDIMENT IS AT,OR ABOVE,3"(80 mm)PROCEED TO STEP 2.IF NOT,PROCEED TO STEP 3. 1 0 � w p 1 LOCKING COVER z z B. ALL ISOLATOR PLUS ROWS B.1. REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW PLUS B.2. USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW PLUS THROUGH OUTLET PIPE CONCRETE SLAB i - 4"(100 mm) a i) MIRRORS ON POLES OR CAMERAS MAYBE USED TO AVOID A CONFINED SPACE ENTRY 6"(150 mm)MIN THICKNESS SDR 35 PIPE o Z o ii) FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLE o I N fn H B.3. IF SEDIMENT IS AT,OR ABOVE,3" 80 mm PROCEED TO STEP 2.IF NOT,PROCEED TO STEP 3. ,� a 0 ( ) - 4"(100 mm)INSERTA TEE 00 TO BE CENTERED ON o a STEP 2) CLEAN OUT ISOLATOR ROW PLUS USING THE JETVAC PROCESS CORRUGATION VALLEY o w STORMTECH CHAMBER > A. A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45"(1.1 m)OR MORE IS PREFERRED p co 11 B. APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS CLEAN > o Z C. VACUUM STRUCTURE SUMP AS REQUIREDm M Ow Z aD STEP 3) REPLACE ALL COVERS,GRATES,FILTERS,AND LIDS;RECORD OBSERVATIONS AND ACTIONS. w O o w 10 m z� STEP 4) INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM. Q zo°w O J w 5 Jco az NOTES = m w w ma p _ w w 1. INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION.ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUS Z OBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS. w o NOTE: 2. CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY. INSPECTION PORTS MAY BE CONNECTED THROUGH ANY CHAMBER CORRUGATION VALLEY. 01 z� aN yz 00 4" PVC INSPECTION PORT DETAIL 'w (MC SERIES CHAMBER) SHEET NTS 5 OF 6 UNDERDRAIN DETAIL MC-4500 TECHNICAL SPECIFICATION J NTS NTS LL o STORMTECH STORMTECH VALLEY - _ ~ D CHAMBERS STORMTECH - END CAP CHAMBER STIFFENING RIB - CREST 0 n g Z W OUTLET MANIFOLD LOWER JOINT WEB Uj V / Q CORRUGATION ! ' Z Lu 2 N UPPER JOINT e o 0 o CORRUGATION J n ° CREST _ O o STIFFENING = H N _0) o w✓v--+ Q r W a FOUNDATION STONE j o� RIB O O> o U Z BENEATH CHAMBERS 60.0" 61.0" 0 L� VA/\ �jAj (1524 mm) (1549 mm) > �* ° H N 0 Lij U W ADS GEOSYNTHETICS 601T — o a NON-WOVEN GEOTEXTILE SECTION A-A DUAL WALL PERFORATED ° FOOT w W HDPE 100.0"(2540 mm) 90.0"(2286 mm) W STORMTECH UNDERDRAIN - BUILD ROW IN THIS z z Q aW END CAP - DIRECTION w z W o a wQ U LL 0 W B B a a Q Q 32.8" z V5 C) (833 mm) owl 48.3" r- ma 52.0" INSTALLED m a ~a (1227 mm) (1321 mm) m >o A FOUNDATION STONE INSTALLED o w a BENEATH CHAMBERS Z Z A VA/jVA/jV� /V� //\/ ADS GEOSYNTHETICS 601T / / / / ' / / _ o x NON-WOVEN GEOTEXTILE \/j / / / //�// NOMINAL CHAMBER SPECIFICATIONS ° ° ° w \ SIZE(W X H X INSTALLED LENGTH) 3 100.0"X 60.0"X 48.3" (2540 mm X 1524 mm X 1227 mm) &5 - NUMBER AND SIZE OF UNDERDRAINS PER SITE DESIGN ENGINEER a CHAMBER STORAGE 106.5 CUBIC FEET (3.01 m') o w w 4"(100 mm)TYP FOR SC-310&SC-160LP SYSTEMS SECTION B-B MINIMUM INSTALLED STORAGE* 162.6 CUBIC FEET (4.60 m') W.- _ U 6"(150 mm)TYP FOR SC-740,DC-780,MC-3500&MC 4500 SYSTEMS WEIGHT(NOMINAL) 125.0 lbs. (56.7 kg) o c o a w� NOMINAL END CAP SPECIFICATIONS _ 38.0" z MC-SERIES END CAP INSERTION DETAIL SIZE(W X H X INSTALLED LENGTH) 90.0"X 61.0"X 32.8" (2286 mm X 1549 mm X 833 mm) (965 mm) - W 2 NTS END CAP STORAGE 39.5 CUBIC FEET (1.12 m') f MINIMUM INSTALLED STORAGE* 115.3 CUBIC FEET (3.26 m') o w W aw WEIGHT(NOMINAL) 90 Ibs. (40.8 kg) 3 w o STORMTECH END CAP o N w *ASSUMES 12"(305 mm)STONE ABOVE,9"(229 mm)STONE FOUNDATION AND BETWEEN CHAMBERS, _ 12"(305 mm)STONE PERIMETER IN FRONT OF END CAPS AND 40%STONE POROSITY. o o o N 12"(300 mm) m o MIN SEPARATION PARTIAL CUT HOLES AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH"B" H W o PARTIAL CUT HOLES AT TOP OF END CAP FOR PART NUMBERS ENDING WITH"T" m o 12"(300 mm)MIN INSERTION END CAPS WITH A PREFABRICATED WELDED STUB END WITH"W" J m i W PART# STUB B C W - ~" � m WW MC45001EPP06T 42.54"(1081 mm) — B cb 5 cb w 6"(150 mm) a o MANIFOLD STUB MC45001EPP066 --- 0.86"(22 mm) a° MC45001EPP08T 40.50"(1029 mm) 00 MANIFOLD HEADER MC45001EPP08B 8"(200 mm) --- 1.01"(26 mm) o= MG45001EPP10T 38.37"(975 mm) --- n 10"(250 mm) > cv a= MC45001EPP10B --- 1.33"(34 mm) m Mo o w MC45001EPP12T 35.69 (907 mm) -- Z ' 12"(300 mm) ¢ _ LMC45001EPP126 - 1.55"(39 mm) C w p o 0 MC45001EPP15T 32.72"(831 mm) --- o Z. ~ 15"(375 mm) LL � o w MANIFOLD HEADER MC45001EPP156 --- 1.70"(43 mm) t- ¢ O J ow II \ MC45001EPP18T 29.36"(746 mm) - _ g w - MANIFOLD STUB CUSTOM PREFABRICATED INVERTS o z MC45001EPP18TW 18"(450 mm) ARE AVAILABLE UPON REQUEST. 'w MC45001EPP18B 9 o MC45001EPP18BW -- 1.97"(50 mm) INVENTORIED MANIFOLDS INCLUDE 'W 12-24"(300-600 mm)SIZE ON SIZE w Z n MC45001EPP24T AND 15-48"(375-1200 mm) w= MC45001EPP24TW 23.05"(585 mm) ECCENTRIC MANIFOLDS.CUSTOM N LL 12"(300 mm) 12" 300 mm 24"(600 mm) _ $° MIN SEPARATION ( ) INVERT LOCATIONS ON THE MC-4500 MIN INSERTION MC45001EPP246 --- 2.26" 57 mm MC45001EPP24BW ( ) END CAP CUT IN THE FIELD ARE NOT m MC45001EPP30BW 30"(750 mm) --- 2.95"(75 mm) RECOMMENDED FOR PIPE SIZES o o GREATER THAN 10"(250 mm).THE a w MC45001EPP36BW 36"(900 mm) --- 3.25"(83 mm) INVERT LOCATION IN COLUMN'B' w NOTE:MANIFOLD STUB MUST BE LAID HORIZONTAL MG45001EPP426W 42"(1050 mm) --- 3,55"(90 mm) ARE THE HIGHEST POSSIBLE FOR SHEET FOR A PROPER FIT IN END CAP OPENING. THE PIPE SIZE. NOTE:ALL DIMENSIONS ARE NOMINAL 6 OF 6 Design Procedure Form: Extended Detention Basin(EDB) UD-BMP(Version 3.07,March 2018) Sheet 1 of 3 Designer: H.Feissner Company: Galloway&Company,Inc. Date: October 23,2020 Project: Ridgewood Hills Fifth Filing I B-Basins Location: Fort Collins,CO 1.Basin Storage Volume A)Effective Imperviousness of Tributary Area,la la= 41.0 % B)Tributary Area's Imperviousness Ratio(i=le/100) i C)Contributing Watershed Area Area= 3.82 ac D)For Watersheds Outside of the Denver Region,Depth of Average d6 in Runoff Producing Storm Choose One E)Design Concept (Select EURV when also designing for flood control) Water Quality Capture Volume(WQCV) O Excess Urban Runoff Volume(EURV) F) Design Volume(WQCV)Based on 40-hour Drain Time VDESIGN= 0.058 ac-ft (VDESIGN=(1.0'(0.91*I6-1.19"i2+0.78.'I)/12'Area) G) For Watersheds Outside of the Denver Region, VDESIGN OTHER= ac-fit Water Quality Capture Volume(WQCV)Design Volume (VWQCV OTHER=(d6*(VDESIGN/O.43)) H)User Input of Water Quality Capture Volume(WQCV)Design Volume VDESIGN USER= ac-ft (Only if a different WQCV Design Volume is desired) 1) NRCS Hydrologic Soil Groups of Tributary Watershed i)Percentage of W consisting of Type A Soils ii) Percentage of Watershed d consisting of Type 8 Soils iii)Percentage of Watershed consisting of Type CID Soils J) Excess Urban Runoff Volume(EURV)Design Volume For HSG A:EURVq=1.68 i'28 For HSG B:EURV.=1.36'i" For HSG C/D:EURV,,,=1.20-il'S K) User Input of Excess Urban Runoff Volume(EURV)Design Volume 0.:. 4 t (Only if a different EURV Design Volume is desired) 2.Basin Shape:Length to Width Ratio L:W=0:1 (A basin length to width ratio of at least 2:1 will improve TSS reduction.) 3.Basin Side Slopes A) Basin Maximum Side Slopes Z=0 ft/ft (Horizontal distance per unit vertical,4:1 or flatter preferred) 4.Inlet A)Describe means of providing energy dissipation at concentrated inflow locations: 5.Forebay A)Minimum Forebay Volume VFMIN= 0.001 ac-ft ( FMIN= 1% of the WQCV) B)Actual Forebay Volume VF=0 ac-ft C)Forebay Depth (DF= 12 inch maximum) DF in D)Forebay Discharge i)Undetained 100-year Peak Discharge Q1W=0 cfs ii)Forebay Discharge Design Flow QF cfs (QF=0.02`Q10) E)Forebay Discharge Design Choose One Q Berm With Pipe Flow too small for berm wl pipe (D Wall with Rest.Notch p Wall with V-Notch Weir F)Discharge Pipe Size(minimum 8-inches) Calculated DP=0in G)Rectangular Notch Width Calculated WN=0 in GNK10.20_UD-BMP_v3.07.xlsm,EDB 1 012 3/2 0 2 0,3:27 PM Design Procedure Form: Extended Detention Basin(EDB) UD-BMP(Version 3.07,March 2018) Sheet 1 of 3 Designer: H.Feissner Company: Galloway&Company,Inc. Date: February 17,2021 Project: Ridgewood Hills Fifth Filing I B-Basins Location: Fort Collins,CO 1.Basin Storage Volume A)Effective Imperviousness of Tributary Area,la la= 59.0 % B)Tributary Area's Imperviousness Ratio(i=le/100) i C)Contributing Watershed Area Area= 12.86 ac D)For Watersheds Outside of the Denver Region,Depth of Average d6 in Runoff Producing Storm Choose One E)Design Concept (Select EURV when also designing for flood control) Water Quality Capture Volume(WQCV) O Excess Urban Runoff Volume(EURV) F) Design Volume(WQCV)Based on 40-hour Drain Time VDESIGN= ac-ft (VDESIGN=(1.0'(0.91*I6-1.19"i2+0.78.'I)/12'Area) G) For Watersheds Outside of the Denver Region, VDESIGN OTHER= ac-ft Water Quality Capture Volume(WQCV)Design Volume (VWQCV OTHER=(d6*(VDESIGN/O.43)) H)User Input of Water Quality Capture Volume(WQCV)Design Volume VDESIGN USER= 0.20 ac-ft (Only if a different WQCV Design Volume is desired) 1) NRCS Hydrologic Soil Groups of Tributary Watershed i)Percentage of W consisting of Type A Soils ii) Percentage of Watershed d consisting of Type 8 Soils iii)Percentage of Watershed consisting of Type CID Soils J) Excess Urban Runoff Volume(EURV)Design Volume For HSG A:EURVq=1.68 i'28 -0 For HSG B:EURV.=1.36'i" For HSG C/D:EURV,,,=1.20-il'S K) User Input of Excess Urban Runoff Volume(EURV)Design Volume (Only if a different EURV Design Volume is desired) 2.Basin Shape:Length to Width Ratio L:W=0:1 (A basin length to width ratio of at least 2:1 will improve TSS reduction.) 3.Basin Side Slopes A) Basin Maximum Side Slopes Z=0 ft/ft (Horizontal distance per unit vertical,4:1 or flatter preferred) 4.Inlet A)Describe means of providing energy dissipation at concentrated inflow locations: 5.Forebay A)Minimum Forebay Volume VFMIN= 0.006 ac-ft ( FMIN= 3% of the WQCV) B)Actual Forebay Volume VF= 0.006 ac-ft C)Forebay Depth (DF= 18 inch maximum) DF= 18.0 in D)Forebay Discharge i)Undetained 100-year Peak Discharge Q1W= 76.70 cfs ii)Forebay Discharge Design Flow QF= 1.53 cfs (QF=0.02'Q10) E)Forebay Discharge Design Choose One p Berm With Pipe Flow too small for berm wl pipe Q Wall with Rest.Notch p Wall with V-Notch Weir .d D.:`0 G)Rectangular Notch Width Calculated WN= 6.6 in ■ GNK10.20_UD-BMP_v3.07_Forebay.xlsm,EDB 2/17/2021,8:20 AM Design Procedure Form: Extended Detention Basin(EDB) UD-BMP(Version 3.07,March 2018) Sheet 1 of 3 Designer: H.Feissner Company: Galloway&Company,Inc. Date: February 17,2021 Project: Ridgewood Hills Fifth Filing I C-Basins Location: Fort Collins,CO 1.Basin Storage Volume A)Effective Imperviousness of Tributary Area,la la= 59.0 % B)Tributary Area's Imperviousness Ratio(i=le/100) i C)Contributing Watershed Area Area= 12.86 ac D)For Watersheds Outside of the Denver Region,Depth of Average d6 in Runoff Producing Storm Choose One E)Design Concept (Select EURV when also designing for flood control) Water Quality Capture Volume(WQCV) O Excess Urban Runoff Volume(EURV) F) Design Volume(WQCV)Based on 40-hour Drain Time VDESIGN= ac-ft (VDESIGN=(1.0'(0.91*I6-1.19"i2+0.78.'I)/12'Area) G) For Watersheds Outside of the Denver Region, VDESIGN OTHER= ac-ft Water Quality Capture Volume(WQCV)Design Volume (VWQCV OTHER=(d6*(VDESIGN/O.43)) H)User Input of Water Quality Capture Volume(WQCV)Design Volume VDESIGN USER= 0.20 ac-ft (Only if a different WQCV Design Volume is desired) 1) NRCS Hydrologic Soil Groups of Tributary Watershed i)Percentage of W consisting of Type A Soils ii) Percentage of Watershed d consisting of Type 8 Soils iii)Percentage of Watershed consisting of Type CID Soils J) Excess Urban Runoff Volume(EURV)Design Volume For HSG A:EURVq=1.68 i'28 -0 For HSG B:EURV.=1.36'i" For HSG C/D:EURV,,,=1.20-il'S K) User Input of Excess Urban Runoff Volume(EURV)Design Volume (Only if a different EURV Design Volume is desired) 2.Basin Shape:Length to Width Ratio L:W=0:1 (A basin length to width ratio of at least 2:1 will improve TSS reduction.) 3.Basin Side Slopes A) Basin Maximum Side Slopes Z=0 ft/ft (Horizontal distance per unit vertical,4:1 or flatter preferred) 4.Inlet A)Describe means of providing energy dissipation at concentrated inflow locations: 5.Forebay A)Minimum Forebay Volume VFMIN= 0.006 ac-ft ( FMIN= 3% of the WQCV) B)Actual Forebay Volume VF= 0.006 ac-ft C)Forebay Depth (DF= 18 inch maximum) DF= 18.0 in D)Forebay Discharge i)Undetained 100-year Peak Discharge Q1W= 76.70 cfs ii)Forebay Discharge Design Flow QF= 1.53 cfs (QF=0.02'Q10) E)Forebay Discharge Design Choose One p Berm With Pipe Flow too small for berm wl pipe Q Wall with Rest.Notch p Wall with V-Notch Weir .d D.:`0 G)Rectangular Notch Width Calculated WN= 6.6 in ■ GNK10.20_UD-BMP_v3.07_Forebay.xlsm,EDB 2/17/2021,8:39 AM Rain Garden I Forebay Rectangular Notch Project Description Solve For Crest Length Input Data Discharge 1.53 ft3/s Headwater Elevation 5052.99 ft Crest Elevation 5051.49 ft Tailwater Elevation 0.00 ft Weir Coefficient 3.33 US Number Of Contractions 2 Results Crest Length 0.55 ft Headwater Height Above Crest 1.50 ft Tailwater Height Above Crest -5051.49 ft Flow Area 0.83 ft2 Velocity 1.85 ft/s Wetted Perimeter 3.55 ft Top Width 0.55 ft Bentley Systems,Inc. Haestad Methods SoBEi*beqdHbwMaster V8i(SELECTseries 1) [08.11.01.03] 2/17/2021 8:17:35 AM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 Rain Garden Overflow Weir Project Description Solve For Headwater Elevation Input Data Discharge 76.70 ft3/s Crest Elevation 5052.49 ft Tailwater Elevation 5050.30 ft Weir Coefficient 2.80 US Crest Length 44.00 ft Results Headwater Elevation 5053.22 ft Headwater Height Above Crest 0.73 ft Tailwater Height Above Crest -2.19 ft Equal Side Slopes 0.25 ft/ft(H:V) Flow Area 32.21 ft2 Velocity 2.38 ft/s Wetted Perimeter 45.50 ft Top Width 44.36 ft Bentley Systems,Inc. Haestad Methods SoBQdAe94 bwMaster V8i(SELECTseries 1) [08.11.01.03] 2/17/2021 8:23:27 AM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 2/15/2021 ECMDS 7.0 NORTH North American Green AMERICAN 5401 St. Wendel-Cynthiana Rd. Poseyville, Indiana 47633 GREEN Tel. 800.772.2040 >Fax 812.867.0247 www.nagreen.com ECMDS v7.0 ANALYSIS COMPUTATIONS >>>>View Computation Project Parameters Discharge: 76.7 Peak Flow Period: 2 Left Side Slope (ZL): 0 Right Side Slope (ZR): 0 Bottom Width: 44 Spillway Slope: 0.1 Bend Coefficient(Kb): 1 Retardance Class (A- E):C 6-12 in Vegetation Type: Mix (Sod and Bunch) Vegetation Density: Fair 50-64% Soil Type: JClay Loam (CL) Channel Lining Options Protection Type 1permanent Basic Relationships A = Cross sectional area, ft2(m2)_(B* D)+(Zi/ 2 * D2)+(ZR/ 2 * D2) Where: B = Base width of channel, ft (m) D = Flow depth, ft (m) ZL= Left side bank slope (H : 1 V) ZR= Right side bank slope (H : 1 V) P = Wetted perimeter, ft (m) = B + ZL* D + ZR* D R=Hydraulic radius,ft(m)=A/P V = Flow velocity, ft/s (m/s) = Q/A Where: Q = Channel discharge, cfs (cros) aua Average bed shear stress, psf(Pa) = 62.4 * R * SO Where: SO = Gradient of channel, ft/ft (m/m) auo= Maximum bed shear stress, psf(Pa) = 62.4 * D * So Unvegetated Conditions Computations: n = Manning's n = a *Tauab and (iteratively solved). n = 1.486/ Q * A * R(2/3)So05 https://ecmds.com/project/147084/spi llway-analysis/198924/calculations 1/2 2/15/2021 ECMDS 7.0 Where: n = Manning's n a = Product specific coefficient from performance testing b = Product specific coefficient from performance testing SFP= Product factor of safety = TaUT/Tauo Where: TauT = Permissible shear stress from testing, psf(Pa) auP= In place permissible shear, psf(Pa) = TaUT/ alpha * (Taus+ alpha/4.3) Where: alpha = unit conversion constant, 0.14 English, 6.5 Metric Taus = Permissible shear stress of soil SFL = Factor of safety of installed liner = Taup/Taua Vegetated Computations: n = Manning's n = alpha * Cn* Taua-0.4 and (iteratively solved), n = 1.486/ Q * A * R(2/3)So05 Where: alpha = Unit conversion constant, 0.213 English, 1.0 Metric Cn = Vegetation retardance coefficient SFP= Product factor of safety = Tau-v/Tauo Where: TauTv= Permissible shear stress from testing, psf(Pa) auP= In place permissible shear, psf(Pa) = Taus/ (1 - CFTRa) * (n/ ns)2 Where: CFTRM= Coefficient of TRM performance derived from testing Taus= Permissible shear stress of soil ns= Manning's of soil bed if left unprotected SFP= Factor of safety of installed liner =Taup/Taua SC250 - Class C - Mix (Sod & Bunch) - Fair 50-64% Phase Mannings N Predicted flow Cross sectional Wetted Hydraulic Flow velocity Froude Calculated Shear depth(D) area(A) perimeter(P) radius(R) (V) number(FR) Stress SC250 0.031 0.27 ft 11.98 ft2 44.54 ft 0.27 ft 6.38 ft/s 2.16 1.7 Ibs/ft2 1. Unvegetated Underlying 0.031 0.27 ft 11.98 ft2 44.54 ft 0.27 ft 6.38 ft/s 2.16 1.68 Ibs/ft2 1. Substrate SC250 0.037 0.3 ft 13.33 ft2 44.61 ft 0.3 ft 5.75 ft/s 1.85 1.89 Ibs/ft2 5. Reinforced Vegetation Underlying 0.037 0.3 ft 13.33 ft2 44.61 ft 0.3 ft 5.75 ft/s 1.85 1.86 Ibs/ft2 1. Substrate https://ecmds.com/project/147084/spillway-analysis/198924/calculations 2/2 5265 Ronald Reagan Blvd., Suite 210 G a oway Johnstown, CO 80534 970.800.3300• GallauvayUS com Detention Pond Sizing Calculations Modified FAA Method- Storage Volume Calculations Project Number: GNK10.20 Date: 10/23/2020 Project Location: Fort Collins, Colorado Calculations By: H. Feissner Pond Description: POND A User Input Cell: Blue Text Inputs I Tributary Area Output I Detention Volume Return Period for Detention Control: 100-year Required Storage, cubic feet: 84951 Catchment'C': 0.83 Required Storage, ac-ft: 1.95 Catchment Drainage Area, ac: 8.89 Release Rate, cfs: 1.8 Rainfall Average Storage Storage Storm Duration Time Intensity Inflow Volume Outflow Volume Volume minutes seconds in/hr cubic feet cubic feet cubic feet acre-feet 5 300 9.95 22025 533 21492 0.49 10 600 7.72 34178 1067 33111 0.76 15 900 6.52 43298 1600 41698 0.96 20 1200 5.60 49585 2134 47451 1.09 25 1500 4.98 55119 2667 52452 1.20 30 1800 4.52 60033 3200 56833 1.30 35 2100 4.08 63221 3734 59487 1.37 40 2400 3.74 66231 4267 61964 1.42 45 2700 3.46 68932 4801 64131 1.47 50 3000 3.23 71500 5334 66166 1.52 55 3300 3.03 73780 5867 67912 1.56 60 3600 2.86 75971 6401 69570 1.60 65 3900 2.71 77985 6934 71051 1.63 70 4200 2.59 80265 7468 72798 1.67 75 4500 2.48 82346 8001 74345 1.71 80 4800 2.38 84294 8534 75760 1.74 85 5100 2.29 86176 9068 77108 1.77 90 5400 2.21 88057 9601 78456 1.80 95 5700 2.13 89585 10135 79450 1.82 100 6000 2.06 91201 10668 80533 1.85 105 6300 2.00 92972 11201 81770 1.88 110 6600 1.94 94477 11735 82742 1.90 115 6900 1.88 95716 12268 83448 1.92 120 7200 1.84 97753 12802 84951 1.95 100-yr Orifice I Pond A Project Description Solve For Diameter Input Data Discharge 1.80 ft3/s Headwater Elevation 5033.00 ft Centroid Elevation 5026.14 ft Tailwater Elevation 5025.94 ft Discharge Coefficient 0.64 Results Diameter 0.41 ft Headwater Height Above Centroid 6.86 ft Tailwater Height Above Centroid -0.20 ft Flow Area 0.13 ftz Velocity 13.45 ft/s Bentley Systems,Inc. Haestad Methods SoBEi*beqdHbwMaster V8i(SELECTseries 1) [08.11.01.03] 10/27/2020 2:45:01 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 Detention Pond Stage-Storage Calculations Project Number: GNK10.20 Project Location: Fort Collins, Colorado Date: 10/26/2020 Calculations By: H. Feissner Pond Description: POND A User Input Cell: Blue Text Required Volume Water Surface Elevation Design Point: N/A Design Storm: WQCV Required Volume: 0 ft3 ft Design Storm: N/A Required Volume: 0 ft3 ft Design Storm: 100-year Required Volume: 84951 ft3 ft Average End Area Method: Conic Volume Method: F= H(A� +AJ [ ',H�.1, +A, + .T._4; Contour Contour Depth Incremental Cummulative Incremental Cummulative Cummulative Elevation Area Volume Volume Volume Volume Volume ft ft2 ft ft3 ft3 ft3 ft3 ac-ft 5025.94 0 0 0 0 0 0 0.0 5026.00 330 0.06 10 10 7 7 0.0 5027.001 5697 1.00 3013 3023 2466 2472 0.1 5028.00 8878 1.00 7288 10311 7229 9701 0.2 5029.00 11203 1.00 10041 20351 10018 19719 0.5 5030.00 13644 1.00 12423 32775 12403 32123 0.7 5031.00 16223 1.00 14933 47708 14915 47037 1.1 5032.00 18959 1.00 17591 65299 17573 64611 1.5 5033.00 21868 1.00 20413 85712 20396 85006 2.0 5034.00 24970 1.00 23419 109131 23402 108408 2.5 5035.00 28297 1.00 26634 135765 26616 135024 3.1 Stage - Storage I POND A 5036 5034 c 5032 0 M w 5030 0 0 r o 5028 U 5026 5024 0 20000 40000 60000 80000 100000 120000 140000 160000 Cummulative Volume,ft3 Modified FAA Method- Storage Colume Calculations Project Number: GNK10.20 Date: 10/23/2020 Project Location: Fort Collins, Colorado Calculations By: H. Feissner Pond Description: POND B User Input Cell: Blue Text Inputs I Tributary Area Output I Detention Volume Return Period for Detention Control: 100-year Required Storage, cubic feet: 25876 Catchment'C': 0.62 Required Storage, ac-ft: 0.59 Catchment Drainage Area, ac: 3.82 Release Rate, cfs: 0.8 Rainfall Average Storage Storage Storm Duration Time Intensity Inflow Volume Outflow Volume Volume minutes seconds in/hr cubic feet cubic feet cubic feet acre-feet 5 300 9.95 7070 229 6840 0.16 10 600 7.72 10970 458 10512 0.24 15 900 6.52 13898 688 13210 0.30 20 1200 5.60 15916 917 14999 0.34 25 1500 4.98 17692 1146 16546 0.38 30 1800 4.52 19269 1375 17894 0.41 35 2100 4.08 20292 1604 18688 0.43 40 2400 3.74 21259 1834 19425 0.45 45 2700 3.46 22126 2063 20063 0.46 50 3000 3.23 22950 2292 20658 0.47 55 3300 3.03 23682 2521 21160 0.49 60 3600 2.86 24385 2750 21635 0.50 65 3900 2.71 25032 2980 22052 0.51 70 4200 2.59 25763 3209 22555 0.52 75 4500 2.48 26431 3438 22993 0.53 80 4800 2.38 27057 3667 23389 0.54 85 5100 2.29 27661 3896 23764 0.55 90 5400 2.21 28264 4126 24139 0.55 95 5700 2.13 28755 4355 24400 0.56 100 6000 2.06 29273 4584 24689 0.57 105 6300 2.00 29842 4813 25029 0.57 110 6600 1.94 30325 5042 25283 0.58 115 6900 1.88 30723 5272 25451 0.58 120 7200 1.84 31377 5501 25876 0.59 100-yr Orifice I Pond B Project Description Solve For Diameter Input Data Discharge 0.80 ft3/s Headwater Elevation 5050.70 ft Centroid Elevation 5046.33 ft Tailwater Elevation 5046.18 ft Discharge Coefficient 0.64 Results Diameter 0.31 ft Headwater Height Above Centroid 4.37 ft Tailwater Height Above Centroid -0.15 ft Flow Area 0.07 ftz Velocity 10.73 ft/s Bentley Systems,Inc. Haestad Methods SoBEi*beqdHbwMaster V8i(SELECTseries 1) [08.11.01.03] 10/27/2020 2:46:03 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 Detention Pond Stage-Storage Calculations Project Number: GNK10.20 Project Location: Fort Collins, Colorado Date: 10/26/2020 Calculations By: H. Feissner Pond Description: POND B User Input Cell: Blue Text Required Volume Water Surface Elevation Design Point: N/A Design Storm: WQCV Required Volume: 2526 ft' ft Design Storm: N/A Required Volume: 0 ft, ft Design Storm: 100-year Required Volume: 28402 ft' ft Average End Area Method: Conic Volume Method: 1'=ZH(A, +AJ 1'=;H(A, +A_+ A,xA:) Contour Contour Depth Incremental Cummulative Incremental Cummulative Cummulative Elevation Area Volume Volume Volume Volume Volume ft ft2 ft W W W W ac-ft 5046.18 0 0 0 0 0 0 0.0 5047.00 1940 0.82 795 795 530 530 0.0 5048.00 5495 1.00 3718 4513 3567 4097 0.1 5049.00 8338 1.00 6917 11430 6867 10965 0.3 5050.00 10782 1.00 9560 20990 9534 20499 0.5 5051.00 13257 1.00 12020 33010 11998 32497 0.7 5052.00 15815 1.001 145361 475461 145171 470141 1.1 Stage - Storage I POND B 5053 5052 5051 c 5050 - .2 W 5049 L 3 0 5048 0 v 5047 5046 5045 0 5000 10000 15000 20000 25000 30000 35000 40000 45000 50000 Cummulative Volume,ft3 Modified FAA Method- Storage Colume Calculations Project Number: GNK10.20 Date: 10/23/2020 Project Location: Fort Collins, Colorado Calculations By: H. Feissner Pond Description: POND C User Input Cell: Blue Text Inputs I Tributary Area Output I Detention Volume Return Period for Detention Control: 100-year Required Storage, cubic feet: 120769 Catchment'C': 0.74 Required Storage, ac-ft: 2.77 Catchment Drainage Area, ac: 14.44 Release Rate, cfs: 2.9 Rainfall Average Storage Storage Storm Duration Time Intensity Inflow Volume Outflow Volume Volume minutes seconds in/hr cubic feet cubic feet cubic feet acre-feet 5 300 9.95 31897 866 31030 0.71 10 600 7.72 49496 1733 47763 1.10 15 900 6.52 62703 2599 60104 1.38 20 1200 5.60 71807 3466 68342 1.57 25 1500 4.98 79821 4332 75489 1.73 30 1800 4.52 86938 5198 81740 1.88 35 2100 4.08 91554 6065 85489 1.96 40 2400 3.74 95914 6931 88983 2.04 45 2700 3.46 99825 7798 92027 2.11 50 3000 3.23 103543 8664 94879 2.18 55 3300 3.03 106845 9530 97315 2.23 60 3600 2.86 110019 10397 99622 2.29 65 3900 2.71 112936 11263 101673 2.33 70 4200 2.59 116238 12130 104108 2.39 75 4500 2.48 119251 12996 106255 2.44 80 4800 2.38 122072 13862 108210 2.48 85 5100 2.29 124797 14729 110068 2.53 90 5400 2.21 127522 15595 111927 2.57 95 5700 2.13 129734 16462 113272 2.60 100 6000 2.06 132074 17328 114746 2.63 105 6300 2.00 134639 18194 116444 2.67 110 6600 1.94 136818 19061 117758 2.70 115 6900 1.88 138614 19927 118686 2.72 120 7200 1.84 141563 20794 120769 2.77 100-yr Orifice I Pond C Project Description Solve For Diameter Input Data Discharge 2.90 ft3/s Headwater Elevation 5050.30 ft Centroid Elevation 5043.35 ft Tailwater Elevation 5043.10 ft Discharge Coefficient 0.64 Results Diameter 0.52 ft Headwater Height Above Centroid 6.95 ft Tailwater Height Above Centroid -0.25 ft Flow Area 0.21 ftz Velocity 13.53 ft/s Bentley Systems,Inc. Haestad Methods SoBEi*beqdHbwMaster V8i(SELECTseries 1) [08.11.01.03] 10/27/2020 2:46:53 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 Detention Pond Stage-Storage Calculations Project Number: GNK10.20 Project Location: Fort Collins, Colorado Date: 10/26/2020 Calculations By: H. Feissner Pond Description: POND C User Input Cell: Blue Text Required Volume Water Surface Elevation Design Point: N/A Design Storm: WQCV Required Volume: 0 ft3 ft Design Storm: N/A Required Volume: 0 ft3 ft Design Storm: 100-year Required Volume: 120769 ft3 ft Average End Area Method: Conic Volume Method: Contour Contour Depth Incremental Cummulative Incremental Cummulative Cummulative Elevation Area Volume Volume Volume Volume Volume ft ft2 ft ft3 ft3 ft3 ft3 ac-ft 5043.10 0 0 0 0 0 0 0.0 5044.00 2367 0.90 1065 1065 710 710 0.0 5045.001 8856 1.00 5612 6677 5267 5978 0.1 5046.00 13364 1.00 11110 17787 11033 17011 0.4 5047.00 17199 1.00 15282 33069 15241 32252 0.7 5048.00 21805 1.00 19502 52571 19457 51709 1.2 5049.00 27738 1.00 24771 77342 24712 76421 1.8 5050.00 35466 1.00 31602 108944 31523 107943 2.5 5051.001 45660 1.00 40563 149507 40456 148399 3.4 Stage - Storage POND C 5052 5051 5050 100 year w 5049 c" f. 5048 W 5047 3 0 5046 1-0 c 0 5045 5044 5043 5042 0 20000 40000 60000 80000 100000 120000 140000 160000 Cummulative Volume,ft3 5265 Ronald Reagan Blvd., Suite 210 G a oway Johnstown, CO 80534 970.800.3300• GallauvayUS com Appendix D - Supporting Documentation Shenandoah PUD Filing One Ridgewood Hills PUD 3rd Filing Ridgewood Hills Fourth Filing 17 ,1_, ,»• >QN,.t >. FKJN K3F"F TABLE ' � a o': 'ir.,, � `..>' ::y �1� >r t4'. ` sA' '" �** fA�� A1�A co owe as cm OIaO fMTIQN BASINS' DETAINED: 1, 2, 11 ,.`' �t Fk %, �' l NATURAL SUMP AREA AREA= s 65 ' '4�t�`,R °�i�`• °r,•1`x o 1 1 2.395 0.58 0.72 3.0 NA 4.8 POND 1 � I i .7 ACRES v 2 z POND I RIDGEWOOD HILLS P.U.D. MAXIMUM ALLOWABLE t.7 4 o.ss 0.68 s.1 N� be I I' RELEASE RATE= 0.1 S CFS ACRE �'yy..«. 4 4 1.724 0.55 0.72 3.1 N t t 2 EXISTING POND #39 ___.._ / 1.3 CFs &.;. :,.. 100-YR � 3 3 2 1 '�""--`- ACTUAL 100-YR RELEASE RATE 1.2 CFs • + I ' t I + MAXIMUM FUTURE RELEASE RATE= 15.6 CFS _`� 4.189 a.58 0.72 b.4 NA 21.0 4 4 b 10.252 0.45 0.5b 10.7 N.A. 34.7 MAXIMUM 100-YR WSEL= 5047.5 5 5 2.427 0.55 0.65 3.3 NA 10.8 24" DIA. RCP POND 1 OUTLET EXISTING STORM MINIMUM DETENTION VOLUME REQUIRED- 0.8 AC-FT 5 S 3 2.515 0.55 0.71 4,9 N.A. 11.1 W/ 5' DfA. ORIFICE }{O{E ST-7 MAXIMUM STORAGE P D UP TO 5049.00 = t.53 AC-FT INV. OUT= 5044ICE INV.- 94 �- �" b b 2 51s o.51s o.7x 3 S NA 1 s.4 1 7 7,21 26.670 0.31 0.3A 9.5 NA 31.t 5. (SEE DETAIL SHEET 33) ! 9 a 1.874 0.38 0.45 4.9 NA 1.8 NA 6. I + I I + s / RIM= 5048. 10 10 0.748 0.20 0.32 0.4 NA 1.4 ! ` 9 9.22 1.I'J83 0.27 0.33 1.2 NA 3.8 Al „ t 1 O / PROPOSED EMERGENCY1-1 111 + , / OVERFLOW STANDPIPE ------------ ----- _---------- +--- - �"` 12 12 2.831 0.29 0.36 1.9 NA 8.1 UNDETAINIM } } iPO _, M _ r SEWER (SEE L--_ ------ --- - - ------ - 14 14 0.748 0.45 0.56 0.9 N.A NO 18 13.11.b POND ja t � -- --`_---_ SEE DETJSHT�33 --r L -- ---- EXISTING 21" -.-_ RCP __-- -- - --.__,.. ---._._- `/ -4_ 4. _ - - TNG --_ _-_ -- PVC ------ SANITAR ��� �_ _-SEWER _ _ -_-----_- - _ t , t + ' T{NG -_-8 - - \ UNDETAM 17 17 3.671 0.35 0.43 2.9 N.A. 9.4 i l I t XiS ^ -- I . / t�O tb 15 Ib t.793 0.70 0.87 3.b NA tt.b \ SCHEDULE OF 50 I D 18 18 2 500 0.25 0 3t 1.4 NA 4,b ■..■..■■.■■■■■..■■■.■ POND 16 ■■■ ■ ■■■■■■•■■•••■■■■■■•� PROPOSED SWALES 19 19 1.173 0.25 0.31 2.5 N.A. 9.5 21 21 21.605 0.25 0.31 b.5 N.A. 21.4 I loQ-YR 00-YR EA�I�T�T 23 23 1.121 0.56 0.72 1.6 NA 52IVNQUAM ---/ 22 22 4.785 0.25 0.31 2.4 NA 7.9 � - - `� 46 l �rYt NTH ai.oPIIE +Q i i o STORM x iS39 WITH 24 24 4.562 0.34 0.4 AUINDLTANW LNVELAM 17 SWMM }a tts-» t-44 57,9 NA NA NA NA 129.2 _ tom? (� DEPTH (40 DEPrrH (FT) '■ • �- y STORM POND , 1.8s3 20 14 GRASS 269.7 2.69 0.53 0.95 20 Overflow Swale 1 GRASS 102 2 L.EQ�� ' I I I ♦ / SENVER I Overflow Swale 2 GRASS 91 2.00 0.90 1 .00 20 "''E KEY MAP 34 �. 35�� 46 EXISTI G TREES £R DATE ` " I r ♦♦ ' •'r ♦ 48 TRACT E OF TO 0 To BE EMOVED DRAINAGE ►� : O CON RUCTION. \r-�..__ _-__- -__-- EXISTING STORM SEWER rt_- -- _-- + IMMEDIATELY UPON COMPLETION, THE 5WALE5 d SHALL BE SEEDED AND MULCHED WITH A EASEMENT PERMANENT GRASS SEED MIX. SEED SHALL "`'-- EXISTING STORM SEWER t^(11T1. BE INSTALLED BY DRILLING. HAY OR STRAW Lr------ I 0.748 •• \ A \ 2'0� 2 SHALL BE ANCHORED To.THE SOIL 8Y •+••w •�+� ++� �*y PROPOSED STORM SEWER t / �- THENODS OUTUNED IN*EROSION CONTROL RETFERENCE 1MANUAL 4 1 1 FOR CONSTRUCTION SITES', CITY OF FORT ... .... PROPOSED STORM SEWER INLET 33- , / I `` p Z COLLINS, JANUARY, 1991. 5' TYPE-R L.P. 36 --� I ~•`• / / \ I \ r- M ' --- 5020 -- - EXISTING CONTOUR CURB I ET 53.00 t-- 39 i l 40�"' / / \ SOS �Wl. APPROVED RIDGEWOOD HMS AND 10♦ r S `�� TYPICAL SWALE SECTION --------- 20 -------- ± i I ♦• ~~� t I r -� r- -�t E ■ 1 ' ♦i in"/ / I �'\ n= 0.035 N.T.S. (LOOKING DOWNSTREAM) FOSSIL CREEK NURSERY GRADING �38 ► �... PROPOSED CONTOUR 0 � , ' ' 32 � ` �'�` -- '' _ ` 41 It I' ll 's f1■■■■■■■■■ft1 DESIGN DRAINAGE f' RY t 1 1 • 2 l„r.. - lam'' L.P. �t �� Icy' ' ' / D� SIN DESIGNATOR , 037 2.487 '' .�/�'" 52.77 \ t ! �• Imo} I R_CURB_INLEF AREA IN ACRES 'i i i i 1 \ ~ • � + _ ! ''� r DESIGN POINT lot I 42 Z + ,�, I �- / I a��, RIPRAP OUTLET PROTECTION 0 ' j u h. I \ tt ` \ / �' �'�� // � I + (SEE DETAIL SHEET 33) 44 S •` i' ' ^� `�`�' !all SYMLE NO. r -------- SWALE SECTION SHEET N0.43 6 \ i I .� i I + 10 UQ�ppQ I 2.395 ;% �•�,` ' / ;:' '\`, �-• , 000 NORTH RAPHIC SCALE ■ � _ �i�FS �l� ��\ 0 50 100 150 Feet \ 055 ■ ! SCALE: 1'= 50' 110 J i +o r I i! 2c�`` 47 ���`�� / // ■ I / i' -'~ 5055 ; 60 / i ■ I '-'` i .' I /l l I it /+t / I I i I! I O / I I39P60 If 52 DI COMPANY SIGNATME l ; ! ! ♦ � ` _ J NORTH LOUDEN DITCH COMPANY I f 4a ; I I ;' S1 �,, -- �__ ' ♦ � � \\ � � - _-r==--•- / � ! ,h i /�I��! / ! m � ,I PLAN APPROVAL om . -i" / / / \`� t , r I i / 1 I ■ 1 I I I 4• , O / i APPROVED: 1 `.� / H.P. � I I , � � � i - � 'evil^..I/ + ______-.1 I I / / r Itp I I 1 � 58.00 ` �_- I ! f �r ,-l�"�- / � t ' ro' 19 / PRESIDENT DATE trio+ `J/ t � /' \ + ; +Irt; I + I l I I r 1 i ■ 54; I ;5/ ; / ., aP / \ t / / / '/�'/ r 27 i ■49 t I + I i ,' t// / �'"� 1 \ `. i / ' // I / I F ! t 1, � I ,. � ` � // �-:/I � , CITY SIGNATURE BLOCK _ - _ S'i r f i t I + I I ■ 1 I 1 - _ f / r--_ --•+ / i / -48�_.`�. _ - \ a �,� / // / // / , , r ; 55 ■ I ,-` / o / / / , ! - / I I t I ! CITY OF FORT COLLINS, COLORADO Soli= L__ _ �♦- - -- --- - ;' ► l , r ► I ;' ' \ 47 - ,� ' r `� '�! / UTILITY PLAN APPROVAL NG RTH CEN Li I -- � ♦ • ` r u7 APPROVED / / ■ �� // ` O J! / / / / ! ! ! h0 / / �/! /I \ DIRECTOR OF ENGINEERING J DATE t JV i`1 I o L '� / S ` " r Y 'T ■ 5 I / ! / �'� CHECKED BY: ,,� pE I ♦ 1.724 f + // T 43 �/ �� / ! ___ ! ! ! } '�/ �� I I THE WATER AND SEWER UTILITY DATE \ �•� \ --- ---- - - _.BIZ_ �,,,�, "L£T '� '\� `. ,.��♦56 I / / / / 4 \ \ I r \\ < ♦ �. EXISTING / / / / _ , ( -1 i t I f r--------ti __------ a, \\ �\ / y/ / _ I I CHECKED BY WA L Cr \ } 57 �' 58 !! ��. r `, ♦ // ' L C o I ; , I t 1 ! ! /~�. sera CHECKED BY: _CL, i ! J I a ' W ! t 1 , \ // ^_ L-_---�--- 1 . �. i 7 !J h -40 i / - 1 1 I FORT COW NS - LOVELAND WATER DISTRICT' FORT COLLINS SANITATION DISTRICT ` ` I 25 SOUTH UTILITY PLAN APPROVAL �, •- �, ; I � � � r � �, / ,.12, '� � t soh � l t, � ,, � I (I � ' � I `,t I + } I • _ / / ♦ ' 12 l i � I \ `�� \� E +4 U E T/ III ti APPROVED: '� 'i rn ' I ' + I + r \ i' rr t r ' r ,r/ = ��` / �r� I l I I \ / O,ATE: ?•/7.4T a 00 ` r--------� I I \ t I r \ r/ � 74 1}1` { ^ I \ SYSTEMS ENGrN£ER t v I I + �♦ + QltI , I Q+ I + I I ��- _�� l • , . '► `, � ,+! rl111 ! / � � '� � / I II I I f + I Cr 7 23 - I _ -- -- - ---- - These drawings are instruments S h e e t Pr o j ect : Pr i nt Date: of service provided by Northern SHENANDOAH P.U.D., FIRST FILING U' N o. Revisions B Date EI 9 6 41 . O O Engineering Services. Inc., and 9 NORTHERN ENGINEERING SERVIC 3 ore not to be used for any FINAL ,. , type of construction unless SCALE : 1 =50 signed and stomped by a rr+a 420 SOUTH HOWES SUITE 202, FT. COLLINS, COLORADO 80521 DESIGNER MBW CHECKED BY: RAC Professional Engineer the �r DRAINAGE PLAN employ of Northern Engineering a (970) 221--4158 DRAFTSMAN:ACAD PREPARED: 0? 07 97 Services, Inc.. Sheet s w r - 7 his unofficial copy was downloaded on Aug-27-2019 from the City of Fort Collins Public Records Website:http://citydocs.fcgov.com or additional information or an official copy,please contact Engineering Office 281 North College Fort Collins,CO 80521 USA 62 ; s°ss 1 �p 1 1 f 1 1! 11 !! l l I l I I l I I y I I I CI-IEOPS 1 --- I rr 1 `0 j - - I ♦ 1 1 1 �' -�/ r / RLR40FF TAME H.P. I 1 , � _ r r ! 1 1 ! I ! ` f $ 1 I I I I r } y / ! I / ' ro.rr wnaw .r.�► aw o+oo o. o0 0.0o ar�++ull+oln a ,r ' I CT. 64.34 = 1 �____ P - R CUR INLET` �' / � _ ' �,,r,�, ��\ I( vl '111I 1tt �o iII II1 ki 4I' 11 IfI \ ~- ' / `/' `•�`♦ 4 i t ■ 3 r/ 1 s'II ! P�E /� \`�v i- ,I is�('f ! !I I I J I1 1 /�/ / / DAl //l /i '� /if I 1/ 1 / �/1 / l/ / 1 r 1/ II;I i�jI!!i;1;!i!�III Ij,I �v 1; �,,;Y:�r+',!-,,1':ro1':t'±•,:^ti.:•r-'i:,":'.!s5r'•r.''lss, 501 5 61 3 2321...735529414855 0 o000.....5 s5538s871 0 o000.....7 6T372 e281 34932.....0 9551 N L.P. 2 0.58 0.72 NNNNAAAAA cn I • 71 TI 3 4 4 4.189 0.58 0.72 6.4 NA 2131De6f11.8e....0; r--------, 54.0 4 1o.z5z o.4 o. 10.7 A4.47 22 ? S S 2. 3.3 NA 10.6 3 69 63 7 6670Cu N 1 1 8 8 1.3E3 O.S6 0.72 1.8 NA 6 0 9 9.22 7.874 0.36 1 0.46 4.91 NA 16.1 UNDETAIN i l POND I , • I ---___� 1 / , , q a „.;,, ,. 10 10 0.748 0.26 0.32 0.4 NA 1.4a,� I 4.189 , � � + , r l I } 1 1 / , r 1 1 , I r ��': :-,�•w . ,;'�•...i , t I I , "``" <.: - , I - -- I /� / ` I / / / 1 � I � � i it 11 fh 11 1.883 0.27 0.33 L2 NA 3.8 t r • N/ I_ -_ _ _ - ! , , f / /� / / / , ' r , 1 t i , 12 12 2.631 0.29 0.36 1.9 NA 6.1 1 \ • - - - 4 __ / / 1 I �1_• -,y }/ / l } r r ' i ! + + 13 13 2.611 0.80 0.75 3.6 NA 11.6 PQND 18 (J� •- 1 .r ( 1 1 I I I I I II 1 /r l / 1 / l 1 ! ; i ,' r' i ; j 14 14 0.748 0.45 0.56 0.9 NA 3.1 )IND is 2 15 0.348 0.85 1.00 1.1 NA 3.1 4DETAM 1 4• , I r.1 1 i , I ! f / / /t,+ - t I ,' I ; , I I I 16 15,16 1.793 0.70 0.87 3.6 NA 11.6 r `{ , ' ; W j I 1 I �- 1 ■ t I ! / O I ' r r r I I 17 17 3.671 0.35 0.43 2 9 ly 9.4 18 18 2-SOo 0.25 0.31 1.4 NA 4.6POND 1 19 1.173 0.75 0.93 229 NA 2.5 _ _ o h - 1111 5ll I I III I ! Y 1 �r / 21 21 21.W5 0.25 0.31 6.5 NA 21.4 _ 4j V, ,/� f /1 1 + i I , ' I 22 2Z 4.765 0.25 0.31 2 4 NA 7.D NDET 0.58 0.72 1.6 NA S.2 ♦ \ _ 1 �4 h 1 j }' r '�i / i I 24 24 4.562 0,34 0.42 28 NA 9.2 17 SWMM s--a,,5-i7x-24 57.9 NA NA NA N 1292 ' -2Q I �' - -fib i 1 ■ \ \\\ �,`�\� \\\ ! ! I! ! !I / ,',' ' jl j ` 1 I ♦ '67 1` 2.427 _ \ \ I I ! ' % '''' ' �i I LEGEND: 1 ' I I -- -- _� _ _ _ \�� 1 / ,; ; ' KEY MAP I ! .. r � i , i� I i , I ■ , t ��-~`_ �- / \ \ ��\SO \�\\ \ � \ 1 I ,'� /' ,'r',�� � YV T N JI�r n� i i i i j `' SB •T _ _ - /, �� ' Oa 1 I {I 17 'r 'Y - � � y �,' '' '''- f o \ --- - - -- --- ExrsTlNc STORM SEWER „ R EXISTING STORM SEWER INLET- - - -- -- -- - 19 I I --- ' _ - - - _ _ I `' r`I EXITING i{ i ; , ` 1 PROPOSED STORM SEWER _4 -- - - - I 1 I � , 1 I ♦ � -- i■ \ � \�,\.� `'.���`�\ ET TION DETENTION � �} � ; I I I 1• �I -- - F.I_ 1 \ , , 1 1 I I _O PROPOSED STORM SEWER NLET + ------- i DE iNI _- ' ST 28 e \ PODif 1 i 5020 EXISTING CONTOUR 79 ____-_--- ------__• ■ APPROVED RIDGEWO OD HILLS AND 78.19 L.F. FOSSIL CREEK NURSERY GRADING Sp 1 i 77 i i __ - EXISTING I 1 15' TY -R CURB tNLET \ PROPOSED CONTOUR 24' CMP 20 1 , 1 �`� !NV. IN J ■o m m u m m o■■■ DESIGN DRAINAGE BOUNDRY �' i--------� v �\� _ _ ` 5015.43- Ca11 75 1 ti i � ..- I I ------- � ��. .� -- - - - - - i (` ,-}'`F I I I INV. OUT = n I I , , '---- - t 1 1 I , �- 1 , 1 1 �� `�_ - _ _ - 5014.87 l i i , l i i 1 11 ' l i ♦ 1 1 1 i I BASIN DESIGNATOR 21.9 1 1 1 Z , 1-------� - - 1 ♦ l \ I 1 1Z i i i i l I 1 - - I L-_- J , ■ XISTING DITCH CENTERLINE "" I i I Ln - t�1 AREA IN ACRES 1 17 1 _ - „ I I I : I I A p� DESIGN POINT Z I■ PO1�lp I EMERGENCY OVERFLOW WEIR 1 ^ ff 1 7 .79 , 1■ ice _ I I I 1 1 4, 18, 19 I (SEE DEf. SHT. 33) RIPRAP OUTLET PROTECTIONBASINS' DETAINED: 13 1 I ^ r------- I 1.724 f I � I AREA 6.574 ACRES � 1 t I v1 (SEE DETAIL SHEET 33) MAXIMUM ALLOWABLE 100-YR I P�O v I m O t 80 ' Dltii �d I ' = I ■ RELEASE RATE- 0.19 CFS/ ACRE - 1.25 CFS �` °DPROPOSED 15" POND- o I ■ ACTUAL 100-YR RELEASE RATE= 1.2 CFS OUTLET PIPE W/ 4.75" r 12 110 = I C L w DIA. ORIFICE j z SHEET NO. 6 SWALE SECTION I 1 I 1 , L____-___J I , I ■ MAXIMUM 100-YR WSEL- 5020.78 >u I v I I--------i -' i i i I I I ■ CAPACITY UP TO ELEV. 5021.00= 0.994 AC-FT (SEE DET. SHT. 33) (� I m^ i- I i REQUIRED STORAGE VOLUME 0.9 AC-FT • • t A M 40 84 1 83 �� - r---------� ■ ■ �� r= m \\\\ pU R EG/s � ` - ■ I I I ■ I 21. ♦ 1 � i I 1 I ■ I 1 r• I ■ 3.8 ACRES i� 1� D \\\ �P111111tI111fN1/�TF 1 I I ' I 1 1 1 I ■ ! { ' O I i 1 1 i I 1 1 ti 1 1 it � cn � 109 1 1 I / FUTURE 2.o4z ' NORTH , I I O , ; NEIGHBORHOOD z4 ■,■, 5 H.P._ � � •� � '' l __. ,� r � � � � _ J -- � ♦♦ � I ' ■E�� I I m I ■ 1 I �■IM ' -� 21.0 D cn � l. I CONVENIENCE CENTER _ --�- • Il:;-• ;�► Z GRAPHIC SCALE or r--- -----, - 111fI111,66 0 50 100 150 Feet ■4540HW �� ro 66' 1 I i I ■ i �! `� EN ■ ■ J \`, ,+ ', rr r 1 i EL '` LYF A i 89 i 108 I ? I �� ?`S 19 LP.- SCALE: 1'= 50' 20.80 J I I Q ■ __ __ T -- 1 11 1 ■10 I I D I • 6 10 CURB I El m ; �___--_ I ■ I I0415 �i (A DITCH CMPANY TLJRE 0 •,♦ O- 1 r 85 86 ; ; --- I I6 ■ { I ' © f }'•♦♦ ♦♦ �- r 14 11 I I • 1.,7 NORTH LOUDEN DITCH COMPANY 107 � ■ I Z I ■ ``�h� ry O Q I I O I { ■ I I , I ■ h / , - I I I PLAN APPROVAL r, 1' rrrr ', ' I I I I ■ ' I 7 I r r ! 5.065 1 {I 2.61 1 >a } t 1, ■ roq `3? ■■>♦ . I I C gej I } ' I l ti ` ■ / \ ♦ �6' I I ` APPROVED: 4 `1 ` \ . `�� \\ : 1 M PRESIDENT .l ---- -- - -- DATE .74 r 1 L K - - `� - } . 2666 \\ \ \ \� ' \ Q �•♦ ETI I 9 r'C I i 13 I i --g0 + ` ' I'� \ - (2) AREAI IN S I j ,r 1 rr I ■ I -� 1 �� t \ \ \ \ . (SEE DETI SH 351} J I 1 2 - - - `, � ; ' 10fi ` \ ♦ �� ti sa \ ♦ I I I `I r 1 91 , �" \ I CITY SIGNATURE BLOCK % i i ,.J rt � IYftl !�� ♦ � �9�l ♦♦ V) �" It ,! o ;;' 1 - 92 r- - -' ` �` ■ �, I ! I CITY OF FORT COLLINS, COLORADO r p f 1 I I �4 1 1 93 ► 1 , i A ■ cr I I 1 j `�� ■ I I I 0 hi PLAN APPROVAL 2 , I 1 :1� 1'• 1 I I I 1 1 - - 1 \ ♦ ■ I C) � !T I ' �+ i rr' �r i i i i c� I 1 I i i it ' 62 _�-` _ � ` �, �q ' ♦ � � ifs ♦ � \ ,� Q . ; ♦ 1. I I { v 7 LLLiii � 7 _ �}' I r� Q �4'] \l rl rrr rrr ' I I I IL --- --1. 'L_ - .- �f -- \ f ♦ / / ♦� ■ ,I y� APPROVED: r 1 I V - - / - \ r ♦ / I 4 I \ ■ I d Q DIRECTOR OF ENGINEERING DATE �s __ _ ' -- - - j- I \ ♦ /. /� »� / \ lS I CHECKED BY: r• - - I - ffi - i-. _ `r•- ♦ \ / / / 34 \ /\ I I 1A y THE WATER AND SEWER LMLm DATE 99 Cr 66 1 •♦ 1 \ , ♦ / �\ w ♦ \ I CHECKED BY: CL PA RA - • ; \ \ i ,. , , 4z istL. I L--------- I 1 / i s \ 'c w i \ CHECKED BY: `n I 1 - - - - - �Q J ;'- +97 �� VERT Cr4 \ 4i \ °i ♦ \\ I I -�� - -- - ■ �yI An / SO SEE DET. SHT. 33A) \\ 1 Q�, \ ♦♦ \) 1 j r 95 -------- r 1 I 1 , < EPRA "� \ ♦ ! 1 f1r■ Q 1 ' ' ' I �- - � � '• 2 / a � ♦ I � FORT COLLINS - l.OYELAND WATER DISTRICT 1 a , ( I 1 1 1 �� �' 54 SOUTH FORT COLLINS 5ANITATICI11 DISTRICT 1 � 9 ♦ FIRST • • ♦� j I \ ! � m I ` i i I I �,r ti ♦ I y 2H2M sop ^� ,� rr 1 1 1 «OLI g d UTILITY PLAN APPROVAL 1 I tSB f O� \ S6 ,.'�� ' f yk 3.67 1 AIOYE IST=rRE IE �'U, Oc D i _e� ,l �0 ; \\` \\ (SEE DET�SHT. 111� l TH Fctwo�jEA l� t cnz� -1 APPRC04D_ Q p 1 I i 1EX Nb RIPRA� b cn r cD is L __ _..._ -- - -- ---- - - ! / y� � IYfI � 7 // ---- .--_. -_ 3' BEY'ONDI TOPI � a>J w� -2V NO) DATE: -? !'7 - co '- 1 1 , r I + I ♦ 8 `�` i ��Q \ D N �f + = Y - _ I APPROVED: * z sY51EMS EN ANUR .385 101 0 �� J . `� 21 { 1 ♦ �NN �1►� / �' / \� `1 \ ,v1STI� f // \1 IS G NG LL \~�` '�`-` �\`�- �.�- \ I~ t!E•■ DATE: �'• _ f 21.60 - - - - , 1 ♦ . G� B S7 CNECK : do AT MA z I + ♦♦ 6 ✓ �� / srltacTURE'�. TE \ LA cLn z1. r--------, 1 1 I r-------- ------- ; 102 ,�/ / 9 1 1 104 103 \ �, 1 8 { 105 I 1 , Sheet No. Revisions _ B Dot e Pr o j ect : Print Date: These rviCe"provided s are by Northern_ SERVICES 9 6 41 . 0 0 ore not n be used for an SHENANDOAH P.U.D., FIRST FILING NORTHERN ENGINEERING Engineering Services, Inc., and ++ of construction unless SCALE : 1 =50 s pned and stomped by a FINAL 420 SOUTH HOWES SUITE 202, FT. COLLINS, COLORADO 80521 UDRAFTSMAN: ESIGNER : MBW CHECKED BY: RAC employ of Northern Engineer ngi a in Cheering CD ser> Inc.. DRAINAGE PLAN (970) 221-4158 ACAD PREPARED: 07 07 97 Sheets ra 3 1 mg his unofficial copy was downloaded on Aug-27-2019 from the City of Fort Collins Public Records Website:http://citydoes.fcgov.com For additional information or an official copy,please contact Engineering Office 281 North College Fort Collins,CO 80521 USA 4011 Q I FRANKNnF TAME Pacer tir►wrw ARM ar erns oe an ass orrrow"011111 EXI / • I ► NPOND I " \ V �., ., 2 2 2.487 0.56 0.12 3.S N 11.2 POND I { �,i --`ow I 'a.� � �y , y� 3 3 1.724 0M r • wow �/ �•� \\ `� N. ' `\ { I L'Y" `k 4 4 4.1� 0.56 0.11 6.4 A 21.0 I I \ ` 1. v' ; 4 6 10.252 0.46 0.56 10.7 34.7 8 '� "" �� ♦ l\ ( 3.s71 \ ` �'� '� 4 , I - I ti, \ 5 5 2.427 0.55 0,68 3 3 1a6 r fib . I S 3.50 0.57 0.71 4.9 N 1&1 UNCAM , s _ \ _ MMMN&I { n .. v'. \ \ �''• I'y� 6 6 2.515 0.56 0.72 3.5 11.4 AMDUAN ~ \ 7 7 1 26.070 0.31 0.36 9.5 31.1UNDErAIMM { ....* __ __ _ ♦ J 1 tar . ' \� ♦ , �., I I �• ! 10 10 0.746 a.2a 0.3322 0.4 1.4 I •"� � t I I C7 i �� i tf� 11 11 1.EE3 0.27 0,33 1.2 N 3E 7 + 6 I 5 4 3 ♦ �' �) I l .* \ , ' �s l`r»' `+` I { �\ 1 1 13 13 2.611 0.60 0.70 3 d a 1UNDLTAMM I L 9 =�/� 1 ♦ I r ' r ,. �` �, POND 11A 14 14 o.74s 0.45 0.56 a9 1 .6 TRACT H �I 1( 4 I \, 4 ♦ `., I �� I !' 44 1 1'3 15 0.34E o.65 ,.o0 1.1 s, \ -------- 1 1 .2 ACRES J I u':� I , 1 7 ,' t6 f 16 ,.793 0.70 0.81 3.6 11.6 UNDGAIM { �� I ` • `�� I ', I 17 17 3.671 0.35 0.43 2.9 N 9.4 DAYCARE i !! 1 1 t ` kV `., �' '1I 16 tE 2500 0.25 031 1.4 4,6poftp is • I ���� +� y�t� � � `� ,\ `s \ � `tl I +. 1, •`�ti'. 19 19 t.173 0.75 0.93 2.9 9.b18 r��1�■mo>��lsm WE six no � I j i`'i'4 21 21 21.605 0.25 0.31 65 N 21.4 ARE 22 22 4.765 0.25 0.31 2 4 7.9 ° l+ -1 ��• �r • '�` i{i II r r� \. '� I I ` ` y ti }!;' 23 23 1.121 0.56 0.72 t.a 5.2 .a \\ Ise l 24 24 4 562 a 34 a42 6 N 9.2 - . - r O •- J ~• I , r� , { \ -_- _...-. -.- - .--. ..-_-.- . _ f f J ! �I I , t { � ' �! I �e ,`R �R` �5 I �+;, f'� '� j,l i: 22 p0001 ON 1111111110000 ` '' O f 4.7$5 f i� 1 i I 1n ti it ti t ! I I I l I III t 1 LE EXISTING STOW SEIIIIER i ri --- -----,-.-. -- EXI.l�No STORM SEWER �n R{.Lt ' . ., •- . ,� � / t 1 13 I � tF 'I ,'� i � 4 �. .! '• ` !i ��4 j I L.� rni E• PROPOSED STORM SEWER .-- - .__._. ._____� -`' ,.--.- ;' , , ' , !f , i ' ,j j St• I I � flf tl' f'i `; 1 ---_.. PROPOSED STORM ciSTMG SEWER III It ,} BARN ! / I i k_.. __...... _.....__.�..._...:_....,.,......I___--_- 5 _.._..__.. .. r i t f 11 1 1 I f` { ' I Un sQ2o EMSYI R , NG cau�r0u `4 --------- 20 -------- APPROVED f FOSSIL CREEK NURSERY GRADING , rF 5N,520 EXISTING 10" y ++�- PROPOSED CONTOUR f %e► '• - . - _. ---_r" '� j;J f i f (. I '�'' S ti, I t I ti 1i i s■■■■■■■■■• DESIG 1 DRA711EAGE y0111�1f?iiY �� _ 50�'© �•., _. - ri'� j�.,'= � ( - i I I I i , +, it •i , BASIN OE'SIGN1lTOR Ti 4 ACRE '' rri j D1 ! I ' 1 I •. 6,fi ACRES rr'/' ! �+I _AA 10 FUTURE �i I i, ' �!' 1 t A IN s _ �� - BUSINESS VIC "��IVATE PARK / f'�'f � 8 NESS SER E�5055 I � ► is ! 1 1 ! - ' , , �� /1 >� .•�. � j �`', I .� ' ' ! _ - '�, DESIGN POINT ' ,% 5. ,+ '•� \ ! / /,/ � ' I/+ I' I i � � I _,�14N�T19N BOX , . •. ORT'H r'l50500 IV/of i M r _ NS .•-fill TRIBUT7IR�' .8'6uNDARY J , __ , GRAPHIC SCAL r / J r-.._. ._ ._.._.._..._ ...._.. ... , _: , �+ ♦ � ... .... ....................»...._._.__. ._..__ --._.__,_..»___. ..-FIRS? .r'f ,�I� '�, � SQ 0 feet FlUNG � � •i+ SQ 100 % r' _ I _ r i MULTI �vt SCALE: 1 50 FUTURE 5.2 ACRES ' 1 ♦ ,j ',� � j 'J`! ,�f f �t ram_. _r•.-••-" ., � .. I 1 I , 010 FUTURE` --'M .. - ( " DITCH COMPANY ,,� -' I SKRINA'1`[e /� �. ' NEIGH80R OOD f FUTURE BOUNDARY !. _,. i I I // ;, ?• Ly . �.� SERVICE C NTER �/ f # + � �, ES r _ Ir,. I p�5 NORTH LOUDEN H COMPANY 15.0 AC E D DITCH �; // _..... �• S �� �''I +' PLAN APPROVAL, ��� r /� "'r'' �v \ f _ �... + ----�•1- .•.._.`' - \. ,��`'..,, \� ` l,l/ I !1 `.`� `'•.. +,+ ' tt 1•` •j/ if. f _ I APPROVED: 6;L&& - . PRESIDENT DATE k ti t . , - .,. „ ..•• . � 1', JI l ! ..._.. __ . '\``, S `��. \ \`� '.�. ` 1, t � ,' �' 1 r ,i- I I I ( ,• ` �� ` 1 %' i / `.•'\ ��, ~ ``` `ti �, S� 1 it if r! 1 1 I /` I I 'j CITY SIGNATURE BLOCK \ t �,--~- ' '� � •` � i � �� , `! , /' ; `� (� CITY OF FORT COLLINS, COLORADO �. 3.0' 10.0• 1 3.0' UTILITY PLAN APPROVAL Islas APPROVED: 4.71 DIRECTOR OF ENGINEERIN DATE :BY (SEE OET. SHT. 11�, in CHECKED o THE WATER s1 rrER u Lirr pA1> n n irl r o �o \ \ '- THICKNESS s" AND CHECKED BY: SECT ION 13-11 THE STUR K1 I YDATE • � ` �/ EXISTI� ' \ \ // \ FM 4JIN f N.T.S. TO A(N CHECKED BY: 1' M ,fLl , :u' a ". 5055.71 � XIST{ WING 1lvjl� 5055.7f I,! I 1�! , ' CfdECK ` r% �dc AT!}RMAh 4.r MAX. 10 cfs IRRIGATION 4 NOTCH ELEV.=5054.71 t ♦ '' ��" TE - i'L01N WSEL¢5054.46 I, ,,�' rFyi�.'I,,# {1, ,�.• el.: 6 EXISTING " CP SPILL TO BENSON LAKE INLET SWALE STF�lJ�TUR \ 5054.71 (NOTCH ELEVATION)47 3 ---- DITCH FLOW •* r wlr� w�\ir�lw w ` PROP. IRRh - ■:L w• iw,�.r°e r RIPRAP OUTLET PRa CTION FORT COLON TER !DISTRICT DITCH " \\\ 0 RE // 25' I 3' 4 (SEE DETAIL SHT. 33 1 / \ ice,,, 1a;,: ?i,<- ' �\� // S LOVELAND WA r 31' `I \��o�po° Gls� iii� SOUTH FORT COLONS SANITATION DISTRICT � . .. ���J°.�ALOEN`�G•F'PF�� I UTILITY PLAN APPROVAL, { 12 _ r` 5052,71 (F.L.O STA. 17+54-93) 6.0' 99 � k W QW w W C14 ////�•�S•'�• �v�\\ MANAGER (LOOKING DOWNSTREAM) % �--e•• .• c_;���\ APPRMED. DATE. ? l T • PROPOSED SVE-WEIR W DEC`�10IN �r.ONQrT`uDN��, c KEY MAPAPPROVI ' PROPOSED SEE WEIR SP`LJLWAY I t� PROPOSED SIDE WEIR PROPOSED ENGINEER . N.T.S. N.T.S. UA71=: , =' No. Revisions B Dat e Sheet Pr o ' ect : Print Date: provided instruments Northern SHENANDOAH P U D , FIRST FILING NORTHERN ENGINEERING SERVICES 9641 . 00 Engineen9PSerwcesb Inc., and - . 1 !`. of cortstrwtion uonless SCALE : 1 .,=50' s� FINAL y a 420 SOUTH HOWES SUITE 202> FT. CULLINS, COIARADO 80521 DESIGNER • M8W :FHECKED BY: RAC RAC Pro essonol En91nsigned and � bgt tneer;n-, employ of Northern t?n ' g (970) 221--4158 DRAFTSMAN:ACAD PARED: 07 07 97 Services, Inc.. DRAINAGE FLAN.00 Sheets ow 11 1W his unofficial copy was downloaded on Aug-27-2019 from the City of Fort Collins Public Records Website:http://citydocs.fcgov.com or additional information or an official copy,please contact Engineering Office 281 North College Fort Collins,CO 80521 USA 59 i 100 9 J STORMQO ST ----_! �.-.. 1 �J � WA-ET MWE ,� (/(�� 15 TY - CURS / "Will —I 1� z`` `�'• ' LE OR -�� INLETE $ DLf 6 n mar- < NORTH CURB I t a 6z � GRAPHIC SCALE 15' P - GURS f 0-8 " ��----_ _ ~-- M ��` INL �.. 50 0 50 100 150 Feet �•��� INLET 7 � --- - � - \ 6' DEFLECT R 8-4 !� ~1 ~�" _ "^--..�,� 1.�'� / SCALE: 1'= 50' 13' DLFLrErCT4R 111wi■�2 URB INLET 1 � CURB INL>? �. l_ -- _j L 1 _J J T` ~—� - .,� LEGEND: - C jL_VFAT C-4 106 L... T p$ .,_j t t�+-�►-d �.e �- - `` +D ` Lj o9 STO > -s- --- .j �; 1{�„ L� S-aEXISTING STORM SEWER / �'� EXISTING STORM SEWER WITH INLET .56 TRACT E �'' `r\ '��- PROPOSED STORM SEWER STORM SEVVMr ... PROPOSED STORM SEWER WITH INLET EXISTIN WINGWALL EXISTING `" dt WATE AN C-10 CHECK �� NORT�'{ �^' �� ` `�-� �`� 15�T C3URB ' � �` ---_. RIPRAP OUTLET PROTECTION FRAME do ATE ST UR "� \ LOUDE �� (SEE DETAIL SHEET 33) —� ---_ ``rrvrENce Ro.41GA7-jpN 100-YEAR HYDRAULIC GRADE LINE (HGL) PROPOSED FINISHED GRADE EXISTING DITCH CENTERLINE _ " NOTE: ALL PIPE LENGTHS ARE FROM CENTERLINE TO CENTERLINE OF ADJACENT STRUCTURES. DESIGN LENGTH OF THE PIPE INCLUDES THE LENGTH OF THE END SECTION. EXISTING 36" RCP RIPRAP OUTLET / PROTECTION \\ ! DISTRICT SIGNATURE BLOCK EXISTING 24" RCP (SEE DETAIL SHT. 33) C? FEED LINE FROM Q f LOUDEN DITCH TO REMAIN \ J t FORT COLLINS - LOVELAND WATER DISTRICT lD r".--• SOUTH FORT COLLINS SANITATIt1t3 DISTRICT I e \ CD O° a �ra �� �„_ UTILITY PLAN APPROVAL STORM SEWER L 4F. 3-9 • STORM YE SEWER L 3-2 8TC '�M SEWER L.�E 3- A •Io: SCALES t.+,�. � SCALES: I'- 'O; HORN. .NtY Gf A w FDRIOFFLE +.4• •r t asp �. QQ- APPROVED- —tom _ b _� --_� Q SATE: SYSiEMS fIICN/EEN 5060 .. �_ J- - -�-, :�_�..��_.�_ 5060i -�..o- __ per= _ _ - tea- - __ 5060 - __• _--------+6_ in. UJ - 5055 _. . ___ CITY SIGNATUREBLO -B ..P_V _ 1 t 5055 5055 J 5055 W{tTEf� - 5055 w 2' MIN. FINISH __ ------ _- _ _ ___ . _ _. .. _ _� Luc— CITY ADO _..� - -- FVL; _ __.__ - OF FORT COLLINS, COLOR - - ---- -- --� " �":PSG__ _ 4 W n 2 GRADE _ _ . _._ _- — �erAT� =sAa --s€ ..____ W V) o _. ._� JV^ -T.-_._-- — UTILITY PLAN APPROVAL 5050 = r- :-== :�___- =.-:-:::_� 5050 Q `� -- 5050 -- `� a _=_ - -- 5050 5050 — 4- 5050-- Of7 _ - . .------- -_... _. APPROV - _ < ED: d _ Li DIRECTOR OF ENGINEER N DATE [] = v — r EWCH COMPANY SIGNATL)RE a- CHECKED BY: 5045 = - - --- ------4- 5045 18" MN. J NORTH LOUDEN DITCH COMPANY 12" COVER 5045 5045 5045 �, 5045 PLAN APPROVAL THE WATER AND SEWER UTILITY DATE MATCH INVERT ;.. _ CHECKED BY:_.. S i 1► BEDDING _ — — THE S ORM WATE UTILITY DATE CLASS �—in ao to APPROVED: T - z Z 8' MIN. -----_..______ - __ PRESIDENT DATE 5040 =� _. -T--- ___- �:= 5040 ==- __ -� -_ CHECKED BY: - - 5040 - - � 5040 5040 SO40 PARKS AND RECREATION DATE SA TARY & STORM o+50 0+00 0+00 0+50 SEWER BED 5035 ___` ` ���;:__ ^ _ �_ - T 5035 N 1.S. 0+00 0+50 PROFL..ETOFM SEWF_- LSE 3 wig 60 .50 - - - - - _ __ __-- - --- - ---- _ Vj _ - _. _ _ -�-�_ - ____ _.�._---- -- LLJ _ v_ Y.�_. _ _— - - — �-- °'- 5055 5055 .�' uc 57�73 50 5045 Cn - _ _ _ ►mow - - _ 91) o -�� .fit I _ -- an yy t EV e; ___.�. ._. ___-_.._ _.__ .___.yam- ,.___.--_-_--.- _.._ _ __ --- -- ----- ___ __ _.— ___ _—.__ ---._ --- --`�--- _�___----- �_.__..___-•- __....__-_.__ _ __._. _. __ 5040 _ 5040 - _-_ _. _....-_.. �, �, a _ __ "ate --- _-_ ___ _-���- - -- -_ , :. -- --- -------- -- --- - -____-_—_ -- 4- -- _ _ JzL __.. ....._----- _ __ .+-- _ -- ----- -- - __ _ Y_ ____ _. z _ __ . - Z � z � z —._ _ _.__- - Z- 5035 + 5+00 5+50 6+00 6+50 7+00 7+50 8+00 8+50 9+00 9+50 10+00 10+50 1 1 +00 1 1 +50 12+00 12+50 13+00 13+50 14+00 14+50 15+0 0+00 0+50 1 +00 1 +50 2+00 2+50 3+00 3+50 4+00 4 50 Cr r- eo Sheet B Dote Pr o j ec# : Pr i nt Dot e: These drawings ore instruments Sl--IENANDQAH P U D , FIRST FILING N0. ReVISIOilS - n (1 of service by Northern ■ 2 7NORTHERN ENGINEERING SERVICE y �,J En IRCerinryl��. In�.. °nd°ra not t° be used f n °ny STORM SEWER LINE 3 „ , type of cor+atruction unless SCALE : 1 =50 signed and stamped by ° 420 SOUTH HOWES SUITE 202, FT. COLLINS, COLORADO 80521 DESIGNER : MBW CHECKED BY: RAC Professional Engineer in the i� Services,Incorthem Engineering PLAN AND PROFILES Sheets (970) 221-4158 DRAFTSMAN: CADD PREPARED: 07 07 97 his unofficial copy was downloaded on Aug-27-2019 from the City of Fort Collins Public Records Website:http://citydocs.fcgov.com or additional information or an official copy,please contact Engineering Office 281 North College Fort Collins,CO 80521 USA o �- a = a � o � � o a 0 n M1F'� Z w � CD CI- c M M l-i-��- � as iNt-A,=-Tg m o `l rnN-1 6�6 lfo a 1`1 o m14-0i � lrJIrET'S 0 7y 0 a a ry 6 O T \r a r 4 �Tc�ii�l ��+��c►2-.. l���.�� 3 G+-+ �n��T'r G,. (� O 0 N W 0� � Q N � ? n r . y o FIL£ NAME: j:\edsc\drawings\she\drng\she-drng.stm SUfISF.9' 1 of 1 14ETWORK: 06 DESCRIPTION: Storm Sewer Line 3; 100-Year WIDTH 1 of o. DATE: 07/23/97 TIME: 13:03 o - 0 2y° S T O R M S E W E R C U S T O M R E P O R T c. m o o � ----------------------=--------------- w � a Line Pipe Pipe Pipe Inv Crit Dpth DpOL 3 No. Tot Q Len Dia Type IE Up IE Dn SIP Rim Up Rim Dn HGI. Up 11GL Dri Dpth Up Dr) W 0 cfs ft in in ft ft 4 ft ft ft ft ft ft ft oa ------------------------------------------------------------------------------------------------------------------------------------- 1 131.71 184.18 42.00 Ciro 5038.84 5037.03 0.97 5058.80 5041.00 5043.40 5040.35 3.32 3.50 3.32 •a 2 84.61 150.89 42.00 Circ 5042.29 5039.04 1.44 5059.90 5058.80 5044.38 5043.55 7.87 3.09 3.50 c 3 53.51 19.25 42.00 Circ 5041.83 5041.49 0.40 5060.40 5059.90 '5045.28 5045.07 2.29 3.45 3.50 `° --D 4 53.51 98.11 42.00 Circ 5042.45 5042.03 0.41 5061.20 5060.40 5045.52 5045.32 2.29 3.07 3.29 O 0a 5 53.51 204.95 42.00 Circ 5043.50 5042.65 0.40 5060.62 5061.20 5046.02 5045.56 2.29 2.52 2.91 6 53.51 146.03 42.00 Circ 5044.29 5043.70 0.39 5057.60 5060.62 5046.74 5046.08 2.29 2.45 2.38 n 7 48.28 248.50 36.OD Circ 5045.53 5044.49 0.40 5054.00 5057.60 504B.41 5046.79 2.26 2.88 2.30 n 8 27.31 39.00 24.00 Circ 5050.00 5049.76 0.5-1 5054.00 5054.00 5052.22 5051.57 1.83 2.00 1.81 ° 9 5.23 32.00 15.00 Circ 5054.28 5054.08 0.56 5057.28 5057.60 5055.68 5055.01 0.93 1.05 0.93 10 47.10 70.64 21.00 Circ 5052.15 5047.27 6.06 5058.45 5058.80 5055.11 5049,01 1.74 1.75 1 .74 n o 11 6.00 39.07 18.00 Circ 5055.50 5055.11 0.93 5059.06 5058.45 5057.08 5056.78 0.95 1.38 1 .50 ° 12 4.81 68.68 18.00 Circ 5050.65 5050.20 0.58 5054.70 5054.00 5053.54 5053.40 0.84 1.50 1 .50 0 13 4.81 83.73 18.00 Circ 5051.36 5050.85 0.58 5055.40 5054.70 5053.87 5053.69 0.84 1.50 1.50 G S* 14 4.81 83.73 18.00 Circ 5052.06 5051.55 0.58 5056.10 5055.40 5054.06 5053.88 0.84 1.50 1.50 15 4.81 18.57 18.00 Ciro 5052.37 5052.26 0.43 5056.28 5056.10 5054.12 5054.01 0.84 1.50 1 .50 ti 6 16 31.10 48.27 24,00 Circ 5054.78 5054.25 1.01 5059.78 5059.90 5058.43 5056.13 1.88 2.00 1 .88 Cl 17 25.00 70.40 21 .00 Circ 5054.30 5052.77 1.91 5061.60 5058.45 5058.53 5056.78 1.68 1.75 1.75 o I8 25.00 111.53 21.00 Circ 5056.91 5054.50 2.09 5064.20 5061.60 5061.39 5058.G2 1.68 1.75 1.75 ° 19 25.00 102.04 21.00 Circ 5059.31 5057.11 2.08 5066.60 5064.20 5064.18 5061.64 1.68 1.75 1 .75 o 20 25.00 178.75 21.00 Circ 5063.37 5059.51 2.11 5071.30 5066.60 5069.05 5064.60 1.68 1.75 1 -*15 21 25.00 95.95 21.00 Circ 5065.67 5063.57 2.08 5073.90 5071.30 5071 .89 5069.47 1.69 1.15 1 .7:; 22 25.00 111.26 21.00 Circ 5068.32 5065.87 2.13 5077.30 5073.90 5075.16 5071.97 1.68 1.,15 1 .7;1 o ci a O o O � o0 �^ o N C � n Y � 11 1 NICUTE Final Drainage & e E T O N D E N G I N E E R I N G Erosion Control Study Ridgewood Hills P.U.D., Filing No. 3 for basins 821, 925, OS-I through OS-5 and basins 1000 - 1004, entire lots or portions thereof, street flows and open space tracts account for much of the area in the remaining basins. Developed flows for each basin are conveyed to the design point (for that basin) or to a common design point (for a combination of basins) via overland flow, grass lined side-lot swales, rear lot swales; and curb and gutter. 4.2 Basin Descriptions Basins OS-I (3.35 ac) and OS-2 (0.79 ac) are located along the West property line and drain areas comprised mostly of lawns or landscaping and undeveloped areas. The Historic Basins Exhibit (See Appendix A) shows an area along the west property boundary of approximately the same area as OS-1 and OS-2. This basin should release at less than historic rates without adversely affecting the historic drainage pattern. Care was taken during the'grading design of lots bordering these basins to ensure that all impervious areas from rooftops and concrete surfaces would drain toward the east into the streets. Basins OS-3 through OS-5 are located along the East property line. Basins OS-3 (0.92 ac) and OS-5 (0.05) are of negligible size and drain mostly landscaping and undeveloped area. Basin OS-4 (5.16 ac) will remain undeveloped for now and drain to the east-per historic drainage patterns. In the future, this parcel will be developed as a multi-family site. Developed flows from the future development will be routed through one of the two on-site detention ponds that are being proposed as part of the Ridgewood Hills P.U.D., Filing No. 3 improvements. Both Pond #1 and Pond#2 have sufficient capacity to handle future developed flows from this area. 6 N:\FC004S.NEW\Drainagc\Word\DmgRpt04I 100.doc his unofficial copy was downloaded on Aug-27-2019 from the City of Fort Collins Public Records Website:http://citydocs.fcgov.com or additional infonnation or an official copy,please contact City of Fort Collins Utilities 700 Wood Street Fort Collins,CO 80524 USA NC437E Final Drainage & B Erosion Control Study E Y O N D E N G I N £ £ R I N G - Ridgewood Hills P.U.D., Filing No. 3 This inlet and the 5' Type `R' on the west side are designed to fully capture 100- year developed flows. In cases where the upstream inlets are blocked, carryover flow from D.P.'s 807, 808, 809 and 817 will spill to the low point in Fountain Drive. If the inlets in Fountain are blocked, the combined flows overtop the curb and spill directly to Pond #2 (Refer to the Swale Design section of Appendix C for cross-sections). The embankment in Pond #2 will be protected with American Green P300 Erosion Control/Turf Reinforcement Matting. Developed flows of 47.92 cfs from basins 915 and 917 concentrate to a 43' No. 16 combination inlet at D.P. 917. The inlets are designed to capture 100-year developed flows in this area and release a 0.16 cfs carryover flow to future off-site development along Avondale Road. Likewise, a 100-year developed flow of 5.14 cfs at D.P. 918 is captured by a No. 16 combination inlet. The carryover flow to the future off-site development is 0.05 cfs. The developed flows from the aforementioned basins (915, 917 and 918) combine with overland flows from basin 821 (future commercial development, Tract F) and developed flow from basins 818 and 819 (D.P.'s 818 and 819) in Storm Drain System "E". This system outfalls to.Pond #2. Calculations in Appendix B show that Storm Drain System "E" has capacity for the 100-year developed flows (Q100 53.01 cfs) that accumulate at D.P. 821. Water will pond around the flared end section (F.E.S.) up to 5073.01 (the berm around the F.E.S. is graded to 50.75.0). Refer to Storm Drain System "E" in Appendix C for calculations. The discharge capacity of the pipe was calculated with the tailwater elevation in Pond #2 set to the 100-year W.S.E.L. This condition is temporary until the proposed commercial property is fully developed. 9 N:\FC0045.NEW\Drainage\Word\DmgRpt041100.doc his unofficial copy was downloaded on Aug-27-2019 from the City of Fort Collins Public Records Website:http://citydocs.fcgov.com or additional information or an official copy,please contact City of Fort Collins Utilities 700 Wood Street Fort Collins,CO 80524 USA \� LU LU o Z n �" Z O < O U n w 00 y N U � � U ,� Z 01 0 a C) Z W a C7 sero s iN r-wa 0 z 6 in o z SEE SHEET 21 a SEE SHEET 21 a "- ;r >J D o aWi a . \ , , t ! I ,,�. I �� V a 921 \ \ . . / / , ,�' i I 0 Q 0 25 50 100 ! ( 1!I f I ! ! \ \ , 1 inch = 50 ft. �✓fg 55 r915"" 4.23 05 I 1 \ I 920 �95 ` / / ILU 0.6 11 I \ 0s111 5 'LLJIII 11 Q .� \ \ I W 1 \ \ o j 0 1 0s3 / \ \ \ \ \ \ \ \ 1 ! \ \ W o 0.48 Cv 1.00 / \ F�IJ �NIULTI-�AM1\Y�ROR R Y \ \ \ \ ` \ 0 / / o ,/ \ \ \ \ \ \ \ \ \ \ w TALA C '� \ \ CL w _ 0.7181 1.00 I 5.16 0.25 ' \ , , \ \ \ \ \ \ 3 917 OK F 0.81 / t \ \ \ \ \ \ \ LU I \ \ \ I / 7s ` I \ \ \ \ \ \ \ \ \ \ \ o o I /'� \ \ \ ! \ \ \ \ \ tz / / \ 916 / ' 95 \ \ \ \ \ \ \ \ \ 0- IT 4 / / ' 1 t \ SD�G2 � \ \ \ \ \ q � / ' NO.16 \ \ \ \ ` N 4.09 0.55 / t \ // '"`� / '77 ` `� \ 4 GRATECOM�INAXTI0N INL-T No / I (to FUTURE' DEV OPME�jJT} 118 _... � \ \ \ \ 24 in.3�LlI P � � / / 17$/ / / , \ , ` �\ \ IP SF 17 179 � ?7 ' GRA E S -'` �1� / / / � -� � \ �`'"'►.- \ �_ _ \ \ `_ `CO IN o` f Wes' 0 FU�.WRS�K;ERCL)1, PR13PERTY IIY P D 8Q SDI G1 -'5�' ° ' / 1 R / lr _- ' / I -�- -CVMBINATION INLET t / ---- ` r f ,/ / i13 GRATE & FRAMa-SECTIOhIS f — r ; 3 DI a OM TIo I IP _ __- _-- M \ City of Fort Collins, Colorado x �` --- --- =0.16 cfs t _ -- UTILITY P N APPROVAL V) m " a 'w 7 GR TE AME CTI IP // / `- / �'"'° °0 m o / 1 A2 / i .�.— r �- —� �' , _ '' / -''' — " (to FUTURE DEVELOAENJ - -�--- / ! a J W o c C Q -°.Wc as 1- TRA -- 1 t Z / I > 4!a a Q<<<<>- o m w / 3 — -- / , APPROVED: t t 00 -- f I III R P IP SD�M�i M 1 \ ' f f " r r / f _ / f -'' --m Q ! ! / � Da 3 0 l0 """ MMM D»0» a m CHECKED BY: � � 5 va to m to to to a� y.--'' later and 1<astelra Date � 157�9 48 i .� --` r 821 t t ""' �- f-0 M__= m / SDI- 1 '�� �--- '" S G�FEZ --- --f -�-� ` CHECKED BY: lid' to z�r-�F- is= T PE R ! LET \ --- / atormiater DiiHb Date m $18 4 \ 0.3o r .-- c�r�<t to co r ��y / 816 -- "� - "� ' 0.38 `` i ��fYPE L RIPRAP �� �. m C ; ... oo - --- — ��� / CHECKED BY.- SF `o 2.51 O.sa \1 \ \ -in- ! / / / Parim & BeeaeafSon mate 1 i 817 _ � 7 o.7s \ \ = !-- `� - ' � -''' _ `--- —D =18 i n. � � � .� '-' ���-- r-- rr 0'` - �� CHECKED BY: Date o= Cl. a , 21/_ � ,fir✓`' �C \ \ _ ^ ,�- ' �ySE�✓' �H-�E~ I— ___ 1 —� f f y J —�' ,—.. -�"' CHECKED BY: 1 L�H Ij— l 9 / Date1ssLLI X14 his unofficial copy was downloaded on Aug-27-2019 from the City of Fort Collins Public Records Website:http://citydocs.fcgov.com or additional information or an official copy,please contact Engineering Office 281 North College Fort Collins,CO 80521 USA NCETE. Final Drainage & Erosion Control Study 0 E T p N O E N G I N E E R I N G Ridgewood Hills P.U.D., Filing No. 3 The tailwater downstream of our outlet structure was accounted for in-the design of Pond #1. The downstream system was originally designed to accept 25 cfs from our Site. We re-evaluated the downstream tailwater condition using the proposed Pond #1 release rate of 9.9 cfs. The outlet structure will operate under inlet control. Refer to Appendix E for portions of the approved Final Drainage Report for Shenandoah P.U.D., First Filing. The outlet system for Pond #2 regulates the release rate at 10.1 cfs (Q2H,S=10.1 cfs) through a 11-1/2" diameter orifice plate. Pond #2 discharges to the proposed off-site storm drainage system (See Appendix D). The design of the system is included as part of the Ridgewood Hills P.U.D., Filing No. 3 drainage improvements. The Pond #2 outfall connects to the proposed off-site system at a manhole in the. southeast corner of the Site. From here, the system heads directly east and across the property owned by Colorado Land Source. A letter of intent from Colorado Land Source (dated December 14, 1998) has been submitted to the City of Fort Collins. The developed runoff will be piped under College Avenue and across the Colland Center Third Filing property in existing road right-of-way and an existing drainage easement. The pipe will daylight east of the Colland Center Third Filing property into an existing swale. Nolte Associates, Inc. is working with the engineer for Colland Center Third Filing, Northern Engineering Services, Inc., to design a common outfall for this line and the outfall from their proposed detention pond. The existing swale has a capacity of approximately 124 cfs (Note: representative cross-sections downstream of the proposed outfall, which were selected following a site visit, are included in Appendix Q. Please refer to Appendix F for an 11"x 17"copy of the Colland Center Third Filing Plat. 14 N:1FC0045.NEW\Drainage\Word\DmgRpt041100.doc his unofficial copy was downloaded on Aug-27-2019 from the City of Fort Collins Public Records Website:http://citydocs.fegov.com or additional information or an official copy,please contact City of Fort Collins Utilities 700 Wood Street Fort Collins,CO 80524 USA -� l.tl I fI - 7iI1 11r -�- w i co CALL UTILITY NOTIFICATION z " 0 CENTER F COLORADO � Q 0 I 1 -800-622.1987 M r"� ( APPROXIMATE WETLANDS ; BOUNDARY iU D TENTION POND #2 :r i � { OR 534-6700INEN METRO OUTLE I CALL 2-BUSINESS DAYS IN ADVANCE r EXISTING WETLANDS BEFORE YOU DIG, GRADE, OR EXCAVATE I � , � � p M FOR THE MARKING OF UNDERGROUND 0 RIDGEWO HILLS: I 4 MEMBER UTILITIES. PROPERTY LINE APPROXIMAT"ETLANDS � _ FILING 3 I '.� � I � U I BOUNDARY' � 0 - I NOTE, o�I - CQLORADO LAND SOURCE, LTD. - _ p DETE 10 POND I ,r ( "� STORM DRAIN MANHOLE RIMS SHALL 4 ` W FOSSIL CREEK CT F 1 NOTE: ��' , '' BE PLACED AT GRADE f+ N ASPHALT, f- I i NO HEAVY EQUIPMENT IS PTO GROSS THE DITCH OR TO BE METER STATION I I p� AND O.S' ABOVE GRADE AT ALL 1= RUN ON OR NEAR THE ETCH BANK. DITCH IS 'W REMAIN � OTHER LOCATIONS. �I IN SERVICE DURING ALL PHASES OF CONSTRUCTION. � I } NORTH LOUDEN DITCH „� W m . CONTRACTOR MAY U9E TEMPORARY PEDESTRIAN WALKWAYS p AND RESERVOIR COMPANY '�"" —I can TO ALLOW WORKMEV TO CROSS DITCH DURING CONSTRUCTION. F,,,j j UTILITY PLAN APPROVAL L LL." C ) u' NORTH LOUDEN DITCH ANq - ' • - ROYAL RESERVOIR COMPANY DITCH ! W p 0 I 50' PUBLIC SERVICE W W APPROVED {SEE NOTE ABOVE} _ I COMPANY EASEMENT - { z PRESIDENT a) _j Q.. of PROPOSED SANITARY SEWER DATE Q + I I PROPOS D\RECEIVING PROPOSED STORM DWAIN U Q �r 4 I �ocA_rloN Q City of Fort Collins, Colorado Z �I _ UTILITY PLAN APPROVAL Q n r c -.ob 11_-�- 0 1 00 ✓ 13+00 16+Qt 17+00 18+00 "� APPROVED: z p 4 14+00 15+00 4;- ( 24c� CL Ili RCP 300.00 0 3 7� 24 C " �" Ns9`29'^c3°E 33. t7: 4. - 323.40' OF v' " L !II RCP 30.5 3.59% 24 L�NI R city D&W Date CHECKED BY: 5N F.p dater and utility Date a � `• _ i a rnldlsi Nti ROPOSED BORE ty \ CHECKED BY: ?s=0 z _.__... _...• _.. ____... . _r_. T•. tmwaMr, Date ..-_-.._ ..-_.• .w._ . ..--.• ___.•._ .-_.- _ -._. PJT LOCATION . �:•>, OSSD-Z., � � � �� 4-1 ko OSD-3 CHECKED BY: LARIMER COUNTY APPR.�ED PIPE BORE i� g l � - 63 OPEN SPACE E 9267.24 •• - SECTION LINE E 95 7.23 � - _ CHECKED BY: 00 "POWER POLE (TYP.) 7raffic Date v CHECKED BY: Uj Date F-- 0 NORTH - � ~ � � ® I 1a DITCH � t� ` a €t€srrvlR COMPANY 0 .; �, r R NOTES: aJ o 1 ALL RCf SHALL BE CLASS 110 UNLESS OTHERWISE 'NOTED� T1L1TY_-PLAN AP P VALLU 2 ALL PROPOSED S RM DRAT TO BE INSPECTED BIY CI Y. AP, ROVE — w O a 1` PRESIDENT ._5070 ; r� PR P R E ao In o DAE !J" I F_ � W.S.E.L. 00 ©. li Y 00 Z W �,,,� _kjuj Q I CL Q -¢'ci © o cn� z m d v _ _ -_ .._ �y-0 Ar 0 9,Oro 5070 Q w �' o n _ TII,I ' PPRO . !I II �' z Z PAN- APPR4 D: - � o _j w CHfGKEI 8Y�- — _ �� _.. N = lY ,_ .....� u� O cn a z a o CHECnd-BY: _ Z o k1 Dtte -' z w cn z I - I 5060 12" MIN __ I .�,,._._'.-_..�..,.` Dab W o 3 i 288 8 RANCE \ EXISTINGGROUND 0 „ 6 W 24 1.849 / CH£'CKE0 BY: ""`" �- TrAi11ate Z 0 1L Data N O I Q LLL INSTALL 0 LF 0 1.8 � 24" C900 UU r 5050 ' �' � � - - - _ Pyr, 00) II { i W v 2 .+ III N SEE DETAIL THIS SHEET. 38.50' 0.57� C, ® 3. II `�'o I R ° 5050 > N �_ ..._. _...r. _ 4 l 24" CL f i RCP sOg \. � II �-•�- ._._.._._..__..__.. _ _"' { # + f 4'' t cn-zz ' ° 24" L III RCP- i CLAY CU -OFF °- z ao t � EXTREME AUTION. I W a N WALL. ICAL _ .-- J CONTA T PUBLIC SERVI E COMP NY SEE STO M- S-EWER DETAIL SHT. oRE -- o� : ••w• ,.__ _•_ r_•.___ ; --- N O _; ° m N E N p!1) o � BEFOR WORKING NEAR GAS LINE LE GTH=50' s' 0 5040 ©►�to SE 100- YEAR �.- _ . .__..__ _ __ ._•._.....__w_ __. _ _ ¢ . - ._ _... ' ._ 0 PROPO 0 II 504 HYDRAULICGRADE LINE' 24" C \ 12" MIN. EXISTING 12" HP GAS RCp x STA = 10+49.84 F 3 , CLEARANCE TOP = 5056.77 W LL. TYPICAL 10' S E STORM SWER DETAIL SHEETS `'` '- . -_ _ - ,__ . __w._M•-. _..__.___ ____ _ . __ ._, __ _ {__ _ __.._.. t- d , . 24 CL 10 INSTALL __ + 5030 '��::J RCA FURNCL _ t.. 24 C9 RUBBER d 20 ® DO pyC COUPLING. 40 4 ; r` INSTALL _ _._. . _. .._,._.. _,._ ... .__ 1 -84 5030 FURNCL RUBBER C( w I 3 COUPLING. RCP W W I PIPE 2 E o SCALEI .__ .• ... __..____._.-.t ._._ I .w._ _ _ _ __. _.,_. _. ..._, _ b0c a _ 1:10 CLAY C T-OFF i a I < -02 WALL. lCAL U -, a 0. N ` 5020 ': SEE ST M SEWER D TAIL SHEET, `o o c 1 13 — m c O 5020 a a L 44t ' O$ i .•- ......-.. _._. ..._..._...._... '_ - ,-........_......-,.......... ._._.•........_.•...__....._.. .. --. emu---_-..... � - � : 1 j � S. a0 C L_$E 'C L C@ ; 4 I i I O C 0 10+00 11+00 N4llf1d0 12+00 13+00 f 14+QO 15+00 16+00 17+00 18+00 19+00 20+00 w his unofficial copy was downloaded on Aug-27-2019 from the City of Fort Collins Public Records Website:http://citydocs.fcgov.com or additional information or an official copy,please contact Engineering Office 281 North College Fort Collins,CO 80521 USA • •.7. r i 4 I ` II l - i- ! 1 F• 1 IVA ilk 9 Iola Is Rol h r l `,, � 1. � r,,,- �1' ii►�, .., •III. !•Il•L L `Y.. -i..,. ." w. TT � / • .. • ' � \ �' ' '__"•.' , � .�,�..`wr� �1�"�'"'�► - `�r""' •ter ow•.7 -� ��IrY•riw: r l 11, ter �J� � .r_' j !� rr►J '�� � : ; ,'*ilk ifb4+ •�• , ` . ��• � T� r��� � , • } , . Y . C►,Ir�lil��r� �MWO IN M : ...- mmw- MINIM 'a rrr� rr�r _ Aff- ■ r�i• ii ��r■:� ��r ; • rrrrr rrrrr � o n cc �� �� � '�V � a• ;.. . •r .- , •:": ':' ,' ••:- a•• '. " ' Vivo Id if � - _ �■wf� - `rrrrr . . , .� • . • _ �■r■ ■Irr, • . � r�rr . . . . .,,. a .. . . , �w�� a�rr rrr --11�r�r�r�l�rrr� � �rrr�r�����r� ;. . ►�� �r��► r� rr���~+ r�r���rr ��,► �xr��r�r��rrrr,��f��r �� . - a • ,�,,,_• - . �r ■� �rrrrr�rrr■d�e „ . �rrr����►��r�errr Ira . � r�f�r►�� �ar NOW iF • • `''' -,�!�". t:' 'ilk �, rl������ 11��� •;�...'' '`"—•. rim r�rrrarr■r � _ rrrrr �„� rrr � .. r r �A It Sim OMNI of Of ' !1 err. r..�w.■.�■i�,�.......1...,;i•.- � ..:__ ....:...:� ..r....'� !� • PIP• ! 1 I DRAINAGE DATA SUMMARY TABLE CITY OF FORT COLLINS, COLORADO UTILITY PLAN APPROVAL EXISTING DETENTION EXIST.24"RCP DRAINAGE DATA SUMMARY TABLE POND I SUB-BASIN DESIGN BASIN COMP. RUNOFF COEFF. CUMM.DES.RUNOFF (cfs) APPROVED: CITY ENGINEER DATE I.D. POINT AREA (ac) C2 C100 Q2 Q100 CHECKED BY: WATER & WASTEWATER UTILITY DATE EXIST.36"RCP North System CHECKED BY: STORM A TFf%j"v"1_q'ff-, STORMWATER UTILITY DATE I� / PIPE (63) 1269 N Cleveland Ave,Loveland CO 80537 N 1 1 0.353 0.36 0.57 0.36 2.01 EXISTING INLET CORE (970)669.3737 N2 2 0.276 0.36 0.57 0.64 3.58 CHECKED BY: SOUTH WALL OF INLET BOX F<pw PARKS AND RECREATION DATE TO ACCEPT PIPING FROM ` :0 FX p design@tfgdesign.com www.tfgdesign.com PROPOSED DEVELOPMENT N3 3 0.301 0.41 0.63 0.99 5.47 CHECKED BY: � . O AN NQ �/ ' LDSCAPE ARCHITECTS&SITEPLANNERS N4 4 0.211 0.33 0.54 1 .15 6.60 TRAFFIC ENGINEER DATE N5 5 1 .872 0.55 0.78 2.62 14.53 i N6 6 0.830 0.71 0.95 1 .67 7.84 STMH A2 W/N GRATE EENAH NOTES RIM EL.53 5080.33 ` i _ 8 N7 7a 0.900 0.25 0.25 3.21 15.61 INV. EL.(W)=5075.30 7b 4.62 24.29 1. SEE SHEETS 19 -21 FOR STORM DRAIN INV.EL.(E)=5075.10 PLAN & PROFILES. , $0 i M PP 8 5.58 30.21 OS-1 9 0.401 0.60 0.83 6.17 33.43 34.29 LF 12" \ \ ' HDPE @ 627% \ STMH Al 21.96 LF . 12" / � South System HDPE @ 2.55% Si 10 0.125 0.43 0.65 0.13 0.74 +� 12"TEE / 4 1 1 mr- `�I OWEN 37.30 LF 12 INV:5078.02 o S2 11 0.560 0.25 0.44 9.79 43.57 HDPE @ 5.78% / / / 24"ADS AREA DRAIN I II nl CONSULTING S3 12 0.235 0.29 0.49 0.20 1 .14 49111111111" INV:507745 I I I GROUP, INC. 0 13 9.90 44.34 , 24"ADS / , , ® I AREA DRAIN I I S4 14 0.121 0.31 0.51 0.10 0.61 , RIM:5084.50 \ N4 , I I Ft.Collins,Shallow Pond Drive Phone: en@ mcast64 INV:5080.18 Ft.C CO 80528 larrycowen@comcast.net 6-UNIT OWNER: S5 15 0.125 0.29 0.49 0.10 0.60 / 68.75 LF 12" 0.211 0.33 I S6 16a 0.154 0.61 0.85 10.02 46.17 / 3 \ HDPE @ 0.33% I / I D M. TIMM DEVELOPMENT 79.12 LF 12" \ \\ AREA DRAIN , \ ATTN: BILL LLTI STREET S7 17 0.155 0.25 0.43 0.11 0.66 , HDPE @ 1.20% 233 \ \ RIM:5080.25 lb SANTA BARBARA, CA 93101 S8 34 0.575 0.55 0.78 1 .50 7.67 f /!/ / c so \ \ INV:5078.25 / \ \ \ (805) 963-0358 S9 19 0.112 0.63 0.87 0.47 0.96 20 9.97 46.31 S 10 21 0.119 0.56 0.79 11 .40 51 .91 , / c \\ \ 6 / YARD INLET LATERALS S 11 22 0.201 0.46 0.69 0.26 1 .38 HDPE N-12(TYP) � ,// i 64.60 LF 12" \ 8 CDOT TYPE D 23 11 .40 51 .25 , HDPE @ 3.67% ADS DRAIN \ \ \ Sp)9 7a AREA INLET AREA S 12 24 0.436 0.50 0.73 0.56 3.18 , / RIM:5084.85 8-UNIT \ sp / I 25 11 .65 53.76 / 12"TEE INV:5081.13 0 S S 13 26 0.041 0.45 0.68 0.05 0.28 # 24"ADS/ INV:5082.76 0.3 0.41 , \\�\ 0 8p Bj , AREA DRAIN > Sp82 \ 63.98 LF 12" RIM:5088.1 27 11 .58 54.04 5 HDPE @ 2.00% INV:5083.50 24"ADS AREA DRAIN S 14 28 1 .866 0.49 0.73 1 .97 12.09 � 1 / o8 RIM: / S S 15 29 1 .153 0.66 0.90 3.40 19.11 PE 5. 12" / 2 Sp' INV:5083.25 / /'��/ HDPE @ 5.95% 89 \:/ i / Sp9 71.42 LF 12" J S 16 30 0.204 0.68 0.93 3.62 31 .03 Q� / 009 \ HDPE @ 0.51% `508lr I I I 12"HDPE Lu O INV:5074.48 d J O S 17 31 0.810 0.18 0.33 0.42 2.32 .�Q' , OS-1 S � 0.401 0.61 oco 6 (� z �S18 32 0.990 0.15 0.28 4.18 35.19 �- 024 ADS ZQ0Q Lr). AREA DRAIN / / \ 1 I I o s [)� J 33 1 1 14.76 87.10 , 36.83 LF 12" \ \ 23.78 LF 12" \ \ p o n J HDPE @ 6.05% / NIV:5086.60 12"ELBOW !vM:5092.76 �HDPE @ 0.51% `5086 / \ cJ` �pl 1 ~ O Sig 0.352 0.25 0.31 0.25 1.10 \ / / INV: 5083.13 \/ / / , \ o ��� 1�1 1\�\ I O pZf U 40, / 24"ADS / \ = 0 i. / AREA DRAIN N2 N6 I \ \ \ RIP RAP TYPE VIL O Of z 39.91 LF 12" RIM:5092.34 HDPE @ 4.96% / 0.276 0.36 0.830 0.71 / AS SHOWN D5o=6" LLI J i J I12"TEE ` / / Sp��\ 1 ` 1 = INV:5089.90 6-UNIT , So So�S \\ 1 1 1 1 � O 024"ADS' C) LEGEND• IAREA DRAIN 24"ADS O 0� RIM:5094.20 C AREA DRAIN 89 S06 1 1 1 > 0 INV:5090.81 / RIM:5093.00 / SO ,�\ 1 DRAINAGE BASIN I.D. �� / 1 INV:5091.00 / / / S0 68 2' CURB CUT 1 76.60 LF SO 12" G / 90 / 89 5 1 1 # , HDPE @ 3.64% Sp S090 \ 1 N7 0.0000.00 MINOR STORM RUNOFF COEFFICIENT , / 76.12 LF 12" ° SpgSA / 509, 0.900 0.25 HDPE@1.16/0 \ ?I DRAINAGE BASIN AREA(AC) 0or \ S 96 18.42 LF 12" 1505 , 1 / S p9j HDPE @ 1.16% / 24"ADS AREA DRAIN p98 \ , N5 RIM:5 AREA 12"ELBOW / // 1.872 0.55 I �# DESIGN POINT A ,/ 8.2 INV:8093.60 INV:5090.79 / 5093 SEE SEPARATE 46.83 LF 12" / / , I I L.I.D. PLAN SET HDPE @ 3.64% / / SPORTS I I FOR SUBDRAIN OVERLAND FLOW DIRECTION , 5094 / COURT DETAILS (110'X 50') POOL I PROJECT INFORMATION: / / 24"ADS AREA DRAIN / sp9s I s°ems PROJECT NUMBER: 111-122FC __ / RIM:5098.25 8-UNIT I DATE: AUG 07, 2014 ® CALL UTILITY NOTIFICATION /ice \\\� I INV:5095.30 I PHASE: FP CENTER OF COLORADO ,� , I 1 C So 96 I TOT 1 -800-922-1987 /�� ��� of / , 45.82 LF 12" / LOT o I REVISIONS: N IN METRO I `.+II HDPE @ 1.00% E`SOg� 0Lp Q 534-6700 DENVER I C 47.06 LF 12" G 24"ADS / o CALL 2 BUSINESS DAYS IN ADVANCE '�� HDPE @ 1.00% AREA DRAIN / / ' \ o "' RIM:5098.25 0 o BEFORE YOU DIG, GRADE, OR EXCAVATE I �� / \ INV-5096.25 5098 FOR THE MARKING OF UNDERGROUND \ / G /� F \ m O CLUB C1 N MEMBER UTILITIES. \ - // , /./ \ \\ \ HOUSE 24"ADS / \ o , \AREA DRAIN / 25.00 LF 12" \ o , ♦ RIM:5098.25 / I // \ F` INV:5095.79 711\b / HDPE @ 4.07% I I Q M � \ - - 5099 " \24"ADS co \� I o SCALE: 1��-- 30'-0�� , ELBOW NORTH F // / I 12NV:5091.23 F AREA DRAIN o - _ _ \ / RIM:5094.25 , / _ - \ ♦ O \ / 24"ADS INV:5092.25 CO 0 15' 30' 60� 90� 410 �O \\ AREA DRAIN F G / y \ \ RIM:5094.25 o , j / \\ \ \\\ , ��,(� F / �\p� V:5090.22 SHEET TITLE: \ \ "e coo �� / 12 F a) 4 �+ I I DRAINAGE PLAN / / \\ �� O� S 3 h� �O�''\ �co 25.00 LF 12" ° rn \ \ \ \\ �� 0.235 0.29 h� HDPE@4.07/0 1 f I MATCHLINE \ YARD INLET LATERALS ` I NORTH HDPE N-12(TYP) / (SEE SHEET 7 OF 9) - \ F ® \\\\e\\?V I SHEET NUMBER: � `O o4%* 5 \ \ Co sp F \\ , , / I SHEET 5 OF 36 rn � lb F / o I I I MATCHLINE (SEE SHEET 6 OF 9) 50.00 LF 12" 4f 66.15 LF 12"HDPE @ 4.07% HDPE @ 4.07% s 1269 N Cleveland Ave,Loveland CO 80537 \ , _ \.\\ \ o SO \ (970)669.3737 STORM B PIPE-(21) 24"ADS L7 / I design@tfgdesign.com www.tfgdesign.com AREA DRAIN Q100 depth at CL: 0.51" F. \ RIM:5094.25 8-UNIT , / LANDSCAPE ARCHITECTS&SITE PLANNERS p \INV:5088.18 , I I , S1 F 0.560 0.43 ,. o , ^� Sp `°o a o OD Ln / \ , G \\ / 00 `O / 95.45 , EXIST. FIRE HYDRANT \ \ S7 0 � 0 o INV. IS TO BE RELOCATED \\\� / 0 / \ 13 G \ 0.155 0.25 ♦ 6-UNIT / o 7.00 LF 6"PVC / ` / �n o ® F \ 24"ADS @ 1.00/0 95.38 G� \ AREA DRAIN / INV. \ S6 , \ RIM:5090.74 I ' V S8 F INV:5087.57 , 24"ADS v STMH B3 0.154 0.61 , 0.575 0.55 AREA DRAIN / / Q2 bypass: 4.6cfs S,� \ _� RIM:5091.20 ' I OWEN Q Q 100 bypass: 37.Ocfs 6'DENVER#16 �'Qij7e F G 17 , INV:5085.09 / I CONSULTING STMH B2 �� , COMBO INLET g4.60 A ♦ // / GROUP, INC. / INV. Q100:1.17 cfs 'I / / J ` VO / / 3715 Shallow Pond Drive Phone: (970) 226-0264 35.45 LF 12" NO o @ 1.00% INV. Ft.Collins,CO 80528 Iarrycowen@comcast.net q/ / 7 // \\ 7.00 LF 6"PVC 94.54 CHASE HDPE @ 6.99/o` ` � /4 � � / OWNER: O / \ / 'SAD � 64.10LF12" \ I M. TIMM DEVELOPMENT � � 6a ` G ATTN: BILL TIMM / \\ 6 s / HDPE @ 6.99% 233 CARILLO STREET 5096 \ 35.54 LF 12" �v F12"TEE S?cc) B P ♦ \STMH B1 \ \ I SANTA B O $RBARA, CA 93101 805 / 095 \\ \ HDPE @ 5.97% \ INV=5084.21 /PF / \ SEE SEPARATE 24"ADS L.I.D.PLAN SET / AREA DRAIN 5'TYPE R INLET / / \ VALLEY \ \ \ FOR BDRAIN / RIM:5091.00 \ 0.1 S063 ' ♦ / DETAIL PAN \\ \\ HDPE @ 5 97%/ IN 5085.05 \ 20 93.86 YARD INLET LATERALS \ 19 R � \ 095 \ INV. HDPE N-12(TYP) STO MeP •` ♦ 34 15 72.51 LF 12" S4 / 091 E S 1 0 2'SIDEWALK HDPE @ 5.97% 0.121 0.31 24"ADS Q 100:0.88 cfs 0.119 0.56 CHASE AND STORM C PIPE-(34) / E HDPE @ 2.05% 93.69 AREA DRAIN / CURB CUT 5 S 14 INV. RIM:50 .87 \ 5090 / E � INV:508787.87 89.45 f 4je / , \ 24"ADS V. 14 IN \ 5089 16-UNIT \ , / / g1 / 21 / /\ \ RIM:5091.50, / / 50 / 7.00 LF 6"PVC -7 89.38 AREA DRAIN . Q100:0.83 Cfs INV:5089.50� , , 0.125 0.29 S5 / / , @ 1.00% INV S 11 88.65 20'TYPE R INLET INV. 22 J OF/ 0.201 0.46 88.57 J w Q 4e�.a 2'SIDEWALK / , / / CJ/ CHASE / / // ♦ 7.00 LF 6"PVC INV. 23 I (D Q 1.00% O I- O / / //• `' // // // / 24-UNIT ` ♦ 9 O LL 06 U 12.38 LF 6" 0 TT , 90.60 / �00 f , ` i � z PVC @ 1.00% INV. 24-UNIT / O ��/ w J h / S17 92.88 / / // D QD O LU\ 0.810 0.18 INV. / / / �O°' 90.47 / INV. / S 12 O z ~ -10, / cn I 0.436 0.50 O Soso O O \ 92.03 / / / I \ Q Q LL \ INV. CORE DRILL tr0 20.07 LF 12"HDPE @ 1.0% 5'TYPE R INLET O 12"HDPE \ 5059 / \ , 5089 - RIM EL.=5087.6 r 20.00 LF 8" x / 54.47 LF 12"HDPE @ 1.0%\ INV IN=5077.68 / HDPE @ 4.20% / �n INV OUT=5075.93_ - \ 53.65 LF 12"HDPE @ 1.09 / 12"TEE 090 h0 �Oo / 50BB 12 TEE INV.=78.57 24"BASIN _ 1TEE 2"RCP INV.-78.76 COVERED LID 24 25 ` o - INv.=78.22 0 \ G / S 15 /• 25.65 LF 12"HDPE @ - g CORE DRILL I / 50B7 12"HDPE H ' / 6.65 LF 12" 28.27 LF 12"HD ' @ 1.0% RCP @ 7.50% 5085 / / I 50B, \ I I I TEE i 5086 24"ADS 26 12"HDPE 24"ADS 24"ADS AREA DRAIN S 13 � PROJECT PROJECTNUMBER: 111-122FC AREA DRAIN 0.041 0.45 AREA DRAIN RIM:5083.40 ' 2 0 ♦ e / RIM:5083.40 RIM:5083.40 `�' DATE: AUG 07, 2014 ` \\ INV:5079.05 INV:5078.83 INV:5078.42 PHASE: FP m 16-UNIT 24"ADS REVISIONS: 24"ADS AREA DRAIN AREA D C14 \ \ RIM:5083.32 \ \ RIM: 83.2I2 ' INV:50775.00 / \ INV:5081.22 Q I ♦ ' \ \ I ' 16.4 LF 12HDPE @ 2.01% CALL UTILITY NOTIFICATION \\ 45.12 LF HDPE@ 1.75% N CENTER OF COLORADO ♦ ` 5080 29STORM CPIPE-(60 1 -800-922-1987 MATCHLINE ) °o IN METRO (SAME SHEET) 12"TEE S 16 534-6700 DENVER 1 INV:5080.43 S19 Q CALL 2 BUSINESS DAYS IN ADVANCE I , \ 0.204 0.68 RIP RAP TYPE VL 0.352 0.25 v BEFORE YOU DIG, GRADE, OR EXCAVATE I , �\ c+7 r \ � I AS SHOWN D5a=6" o FOR THE MARKING OF UNDERGROUND 87.11 LF 12"� 0$0� CORE DRILL LEGEND: HDPE @ 1.75% 5 ci MEMBER UTILITIES. , S 1 8 12"HDPE o LO 0.990 0.28 \ 30 � 2'CURB CUT � 5078 U- CITY OF FORT COLLINS, COLORADO , \ (TYP X3) 5p1� STORM DRAINAGE BASIN I.D. , , \\ 50�6 LO UTILITY PLAN APPROVAL o1 # � � _ 50� ho STMH C1 SHEET TITLE: APPROVED: 0.0000.00 MINOR STORM RUNOFF COEFFICIENT - _ _ 2075 12"FES/50,4 DRAINAGE PLAN INV:5078.90 , 01 oCITY ENGINEER DATE DRAINAGE BASIN AREA(AC) , _ 32 0 \ SOUTH NORTH o CHECKED BY: 33 I rn WATER & WASTEWATER UTILITY DATE SCALE: 1„- 30-0" ♦ \ i SHEET NUMBER: L) EXISTING MANHOLE - \ 5 STORM CPIPE-(59) CHECKED BY: STORMWATER UTILITY DATE A# DESIGN POINT ° TYPE TYP I0 15' 30' 60' 90' ARANLET CHECKED BY: \ \ \ RIM EL.=5070.0 6 PARKS AND RECREATION DATE NOTES OVERLAND 36.5 LF 24"RCP @ 2.00% CHECKED BY: FLOW DIRECTION 1. SEE SHEET 5 FOR DRAINAGE DATA SUMMARY TABLE EX.STM MANHOLE AND APPROX. 44 LF OF EX.30" I -' TRAFFIC ENGINEER DATE 2. SEE SHEETS 19 -21 FOR STORM DRAIN MATCHLINE SHEET 6 OF 36 D/S STORM DRAIN TO BE REMOVED AND PLAN He PROFILES. REPLACED AT GRADE SHOWN. (SAME SHEET) I , ' ww}ni, g e sign corn r ti I 1 + G 10 / , , 7 ;, - , 99 _ I _ ' 'I` I C Fro'n i err , , ` ` . . ` A � 1 / �'T a G 1 APPROV Group m f'l fV �` _ -g --__ 1m 10 D ARCHITECTURE i 1 iViVi3 �} , F 0.5 8 0. 1 ,z ., _.-- `, � - TF,G Design,LLC /� j� z ti F P i n Fd) i _ I 4, _�� - ---- 1 , � '` ; gaJ _ 138 t 4th Street,STE#�1 a - E � v Loveland CO 80537 CHECKED' ' j `(570)669.3737 de'si n tlgdesign.com , 1 a e�r i I - �* � fir. _ rea ion c 1 nDA 1 _ a r C r , , CHECKED BY: ( S B-8 III llF __ - t 0.347 U.45 - _ -_.z._------_ _�_. '`, - -_ -_____ -- �- E -- .., -- •�" » = i �� CHECKED BY: t I , r , : I - r� I i -- ._ Ld it O,g ' BUILDING 5 C� ' I .�= ,,•- _� '� ,>' ;, / :! ;. 3715 Shallow Pond Drive Phone: 970 226-0264 528 lam coven @ comcast.net �t.Collins,co so >r G� r OWNER: DEVELOPMENT, r � . / � +f � / t C 1 -' ., � �` f 13 },,; M. TlitillNl DEIV_LOPM i 4. \ BUILDING 1 j i J/f / 7 r,) ;a L ��-� , ' � i �,i `� r Y / % + � t + � \� = .-'' h ,,, F �'" � ,l: I I 233 CARILLO BT�ft1=ET R r/ BA BAR 1.007 U.53 , A CA 93101 - -` I „'.` `� 63-0358 . SANTA / � � (8Q5 9 �l ( � ' of SB-e`J fn 0.23 F t ! ,.__r._-,_ f • 'S .�R I -_ ',' toe / ! ' h. _ %- ffi �, i ,,/ e ' 1 ' i 1 - _ � i ' `�'• r - 0.4520.59 � l 1 ' , .l ', F 1 ff U.29l30.06 '` - : _ , I 1\ / r I I BUILDING 3I / ' ( ;_ - - l lam, f, W �+ i 1 1 BUILDING 4 0 `n - � 1 o - , r t J Y ` , N 0 f 9h�-� _C) E y ,� fy' j i r�;t i - r" `\) S' .-,!�; _._ , ;�� r r / 1 I 1 , 1 r.: / - f _ - r r f r ( ( 1c � � . y, , 0.97 / ,(t ' , ( � ? ;-i-- �, 56 a--r Y } r t 1 ___. ,... .o / ! c� ,f ` �{ � I z t 9 s �7 fly- . - _ 4 '��; 7 is 11 w Liu C, :. I 7` --:_ "mot' • , ( -"--_. ( r _ •_ _..- ._.- - � � .. � xf.. r >Y •1, 'r I ', L K --_.__ r _ rF J ;_ _- .-- t" , `; � ✓ VU.170 0.64 � i ;k ry F r• r� � f><J �I __ i 7 _ _._ O / r� n , _ r <b * , ® f , t `t , of -':, :_,_,.• r � Cyr ' �'` ---s'�+ 1 LL '1 LAW PI { f - . - , f l_ if , •'. ! y. ti. .-^ �� -:�: '' ' _ - (.�� - r )1 f - ' r„ ,,.. '-'-. � t , r. , .. 1-. _ ._. .,. ,- - 1 - .- ,' -- .-_,_ _ .. r'-, -ram-" :_. l` ✓ 7- l , - t. - I r , " !.4. •... ... - y J„ .- t-r -. ._ . _:,+- /-- - _ _ _._,... .. r, ,x :.- ,... .. . ;f r i/I,fj' Arm � u ai I ILL z , , _ V %% \ I � j 1.0820.06 r f r _ , L i / ' � f `"` • .�I / / ! /!(w yr ^' ,r r:. r r ✓'..- � rT�!`r � II PROJECT INFORMATION: r � j`°` '• . ' - rY .,�� �-.ILL ��_ �_ ��` � � PROJECT hd U DATE: 111-1701 FC o L f J : MA 25 2018 PHASE: MA I a f` 15�0' 0, �0' r ly` f- `" i •, �; REVISIONS: ' FINAL iUIYLAR Q \ Q z r NOTES If r f 1. SEE SHEET 5 FORSUMMARY TAB r: x ' DRAINAGE LE 3r L. - _ // f r `` $` � ,: 2. SEE SHEETS 13- 14 FOR STORM DRAT T / i N E DATA U r / I ti � N r _ e _ �' W { 4 PLAN & PROFILES. a T mot, ' f r + �s r� /l IVIA H�ET A�C) I ,� / f ! ! � __ .� �; Ridgewood la'11� SASE � - ' SUMMARY RUNOFF TABLEUIL 111 1 o # fr t Drainage Tributary Comp. Runoff Coeff. Cummulati+re Runoff ca THIS DRAVVING,"A wain Area 2-"Year 100-dear 2-Year I00-Year �> r it (ac) {Cfs} ( �� �� t SHALL REMAIN THE PROPERTY OF TFG DESIGN,LLC.-THE rn - -( S AN INSTRUMENT OF SERVICE, IS AND o 1 0.474 0.11 0.54 0.15 2.49 1 N SOUTH RIVE AISLE SOUTH CURB SCUPPERS ,, FRONTERRA GROUP AND SHALL NOT BE REPRODUCED, ; c' `� CIT ®F FC)RT CQLLI GC1LC►r ADC1 2 0.979 0.45 0.71 1,17 6.55 l \ s; PUOLISHED{1R1J5EDINANYNJAYWITHA R C HPERMI C T . _. f r a7 r 0 2 �' '�, �. 3 1.007 � 0.53 0.75 11.a6 5.27 \ I c / / ARCH ! T E C T . OF THE LANDaCAPE !CITY PLAl�3 APP OVAL CENTERLINE STA. OF F OF SCUPPERS SCUPPER LENGTH 4 0.340 0.56 0.77 0.42 2,02 �r'�A�I�I f' � � } ` , SHEET TITLE: w � � �a a Q U/S EDGE OF SCUPPER (EACH) 5 U.913 � 0.70 0.85' 1.78 7.52 _ 1 r' / � � �:; \ '�7 A p APPROVED: 6 0.170 0.64 0.81 0.30 1,34 � cI F ENGINE DATE 0+30.5 3 2.0 7 1.082 0.06 0.51 0.14 3.89 s SOUTH\\`, ` a. 8 0.347 � 0.45 0.72, 0.40 2.18 0.0000.00 MINOR STORM RUNOFF COEFFICIENT o CHECKED BY: 1+21. 3 3 1.5 9 0.177 0.23 0.59 0.10 0.89 DRAINAGE BASIN AREA(AG) - �'y E tl WATER & WA ENT ER UTILITY DATE I SHEET NUMBER: 10 0.518 0.61 0.81 0.88 4.06 CALL TILITY NOTIFICATION 11 0.404 0.61 0.80 0.70 3.23 2+89.8 1 2.0 1.39 CHECKED BY: 9 0.25 \f .2 2 0.44 0 6 � ST i+AWATER UTILI DATE CFN ER OF COLOF�ADO 12 0 0 13 0.452 0.59 0.79 . 0.69 3.20 - 4+07.2 3 2.2 DESIGN POINT .. CHECKED BY: 14 0.298 � 0.06 0.51 0.05 1.52 z IN METRO ® ARKS AND RECREATION DATE - 34-67Q0 DENVER 2.o v Q 508.o 1 / 3M < CALL 2 USINESS DAYS IN ADVANCE OVERLAND SHEET OF i CHECKED 'BY:- d DATE BFORRTHE MARKINCROE UNDE RGROUNDE NOTE: SEE LID SHEETS FOR SCUPPER LOCATIONS. ,, ���,� ��������� i tl (s�';, i NORTI-I ' � � TRAFFIC ENGINEER � J MEMBER UTILITIES. I J / j ILL t 3 23" 2 , his unofficial copy was downloaded on Oct-19-2020 from the City of Fort Collins Public Records Website:http://citydocs.fcgov.com or additional information or an official copy,please contact Engineering Office 281 North College Fort Collins,CO 80521 USA �5JPWA \ s N i Estimated flows from DP B11 (10' \ \ Type R curb inlet), Owen Consult- ±5.6% ing Group, Inc. (OCG): Q2=0.00 cfs Q1oo-17.8 cfs \ Tc estimate (per Nolte): 15.5 min ) h \ \ h \ \ The majority of off-site runoff should flow past the Avondale Rd./Field View Dr. intersection and continue flowing southeast in Avondale Rd. / HP \ qG i i -- ±3.3% IF \ I b DP C10 (per RHFF) \ Max. ponding depth ±0.42' Offsite runoff will flow+3•3% past the Avondale Rd./Longmont St. inter- section or continue flowing south- - east in Longmont St. to DP C14/ C15. Most on-site runoff, form fre- Overflo path when water quently occurring events should / \ depth at inlets is >0.6'. flow to DP C14/C15. O \ \ 1 DP C14/C15 d(per RHFF) � -T, to this point: ±20.5 min ce Ga•► y 970owa Johnstown,0080534 'Suite I .800.3300•Wi°"RqUS.00m Memorandum To: Mr. David Bauer, P.E., P.G. North Louden Ditch and Reservoir Company From: Matthew Pepin, P.E. Galloway Date: 4/14/2023 Re: Ridgewood 5th - No. Louden Realignment Louden Ditch will be realigned to incorporate the development of Ridgewood Hill Filing No. 5. The ditch will become piped and experience open channel flow in the proposed condition. Galloway analyzed the ditch in the proposed condition to determine if the ditch would function in a satisfactory manner to meet Louden Ditch Board Standards. Galloway assumed that common flows through the system would be between 2 CFS and 5 CFS. The model also included a split flow condition at structure IRR A-8 at the northern part of the system. This flow would constantly allow for 2 CFS to be conveyed east outfalling at S- 26. Thus, no flow would be conveyed north in this condition. In the 5 CFS model, 3 CFS would be routed to the north. Within each of these conditions, the model would analyze velocities within the system to determine if sedimentation would occur and how HGL (hydraulic grade line)functions with the shallow grade. In the below table, minimum and maximum velocities within the ditch when conveying flows 2 CFS and 5 CFS. Louden Ditch Realignment Velocity in Pipe(ft/s) Velocity in Ditch (ft/s) Min. Max. Min. Max. 2 CFS 1 1.7 8.9 0.41 0.72 5 CFS 1 1.7 8.9 0.51 0.95 While velocities do remain low within the system, the HGL's remain above the pipe inverts, thus proving flows would not become stagnant within the ditch. Refer to attached output of HGL information in Appendix of this memorandum. In conclusion, Galloway believes with the current hydraulic analysis, the ditch would perform to the Louden Ditch Board Standards and no adverse impacts are to result from this realignment. Sincerely, Matthew Pepin P.E. Galloway GNK10.20_N.LoudenBoardLetter_Open.docx Page 1 of 1 Scenario: Base IRR A-10 5-29 S-26 S-25 IRR A-9 IRR A-8 CH-2 IRR A-7 IRR A-6 I R R A-4 L IRR A-5 IRR A-3 CH-1 IRR A-2 IRR A-1 GNK10.20_StormCAD_NLD-dbc_MJP Bentley Systems,Inc. Haestad Methods Solution StormCAD _OpenDitch.stsw Center [10.03.01.08] 1/4/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 2 CFS Scenario: Base Current Time Step: 0.000 h FlexTable: GAL Conduit Length Slope Capacity Hydraulic Hydraulic Energy Energy Label Start Node StopInvert Invert (User Diameter Flow Velocity Node (Calculated) Manning's n (Full Flow) Grade Line Grade Line Grade Line Grade Line (Start)(ft) (Stop)(ft) Defined) (eft) (in) (cfs) (fGs) (cfs) (In)(ft) (Out)(ft) (In)(ft) (Out)(ft) P-10 IRR A-2 IRR A-3 5,055.03 5,054.84 124.85 0.002 36.0 0.013 2.00 2.18 26.02 5,055.60 5,055.45 5,055.67 5,055.51 CO-22 S-25 S-29 5,043.60 5,037,43 90.60 0.068 21.0 0.013 2.00 8.87 41.35 5,044.11 5,037.69 5,044.29 5,038.03 P-25 S-29 S-26 5,037.24 5,037.03 10.49 0.020 21.0 0.013 2.00 5.76 22A0 5,037.75 5,037.42 5,037.94 5,037.82 P-9 IRR A-1 IRR A-2 5,055.04 5,055.03 13.10 0.001 36.0 0.013 2.00 1.71 18.53 5,055.69 5,055.68 5,055.74 5,055.73 P-11 IRR A-3 IRR A-4 5,054.84 5,054.75 - 0.001 36.0 0.013 2.00 2.11 24.90 5,055.45 5,055.40 5,055.51 5,055.45 CO-21 IRR A-9 IRR A-10 5,055.16 5,055.07 142.40 0.001 36.0 0.013 0.00 0.00 16.76 5,055.16 5,055.07 5,055.16 5,055.07 P-13 IRR A-5 IRR A-6 5,054.66 5,054.50 109.27 0.001 36.0 0.013 2.00 2.15 25.52 5,055.30 5,055.25 5,055.35 5,055.28 CO-23 IRR A-7 IRR A-8 5,054.40 5,054..33 94.70 0.001 36.0 0.013 2.00 1.69 18.13 5,055.01 5,054.77 5,055.07 0.00 P-22 IRR A-8 S-25 5,047.75 5,043.80 135.00 0.029 21.0 0.013 2.00 0.00 27.10 5,048.26 5,044.12 5,048.44 5,044.80 CO-20 IRR A-8 IRR A-9 5,055.19 5,055.16 47.10 0.001 36.0 0.013 0.00 0.00 16.83 5,055.19 5,055.16 5,055.19 5,055.16 H:\Goodwin Knight\CO,Fort Collins-GNK000010-Triangle Dr.and College Ave\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainage Reports-Info\Hydraulics\StormCAD\GNK10.20_StormCAD_NLD-dbc_MJP_OpenDitch.stsw file:///C:/Users/Matthew_pepin/AppData/Local/Temp/Bentley/StormCAD/5oakizOux.xml 4/14/2023 Page 1 of 1 2 CFS Scenario: Base Current Time Step: 0.000 h FlexTable: Channel Table Invert Invert(Stop) Has User Length Length Slope Velocity Depth ID Label Start Node Stop Node (Start)(ft) (ft) Defined (User (Scaled)(ft) (Calculated) Flow(cis) fts) (Out)(ft) Notes Length? Defined)(ft) Oft) 128 CH-1 IRRA-4 IRRA-5 5,054.75 5,054.66 False - 61.33 0.001 2.00 0.72 0.70 146 CH-2 IRR A-6 IRR A-7 5,054.50 5,054.40 True 591.79 554.27 0.000 2.00 0.40 0.61 HAGoodwin Knight\CO,Fort Collins-GNK000010-Triangle Dr.and College Ave\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainage Reports-Info\Hydraulics\StormCAD\GNK10.20_StormCAD_NLD-dbc_MJP _OpenDitch.stsw file:///C:/Users/matthew_pepin/AppData/Local/Temp/Bentley/StormCAD/sgoc 1 jfq.xml 4/14/2023 2 CFS Profile Report Engineering Profile - Profile - 6 (GNK10.20_StormCAD_NLD-dbc_MJP -Open Ditch.stsw) 0311 — E.os9oo � �r�s�»sn �sosEoafl Al S.o55.Do --___. c o�oD.99t nrtl CH2 o91]9M1@o.000 M1rtl t.o]M1@O9m M1M P .66.Sfi2A1 E tune-do.oF HDPE @HDPE 35.9 HDPE c e- .1{THD w 5$o]�1PX P;2c2:��CP nPpnc E.Dsoo _ I F.a .. �ry m -w5o O+Uo MSo 1+00. 1a(p 2+00 2+bo. 3+00 3�W 4+oD 9+� 5nop 5+5o B+W B+So )+W ]+50 Bqo B+So S+oD 9HSo 1pro Iw5o 11W0 11+50 12+W 1NC0 13+00 Sellon(fl( StormCAD GNK10.20_StormCAD_NLD-dbc_MJP_OpenDitch.stsw Bentley Systems,Inc. Haestad Methods Solution Center [10.03.01.08] 4/14/2023 27 Siemon Company Drive Suite 200 W Watertown,CT 06795 USA Page 1 of 1 +1-203-755-1666 2 CFS Profile Report Engineering Profile - Profile - 7 (GNK10.20_StormCAD_NLD-dbc_MJP -Open Ditch.stsw) m 5,064.65 tt ert:5,OS5.03tt 5,06500 9 __ RRA5 vert:5.0 k 3 A-10 IRR a RRq-) __ Ri 5,058. k Rlm 058.45k en:505J.d0t — IflP'eI RR A4 �+1 _a0 k @ 0.00E N aR Ctrglc�e�36.01n HOP �� H 591.)9k@0.0]0 Mt t33k@0001 , _ ONDPE� �° 5.055.00 c trc22c4'iO6 ft0 @0O0P0E1 z-a� 36o m1mk �rtOd01—k/0 ,900b a-83 ' P HgPE 7e H7E 56�5 66 -M50 0+00 M50 1+00 1+W 2+00 Z w 4+00 4+50 5+00 5+50 6+00 Bt.50 )+00 )+50 8+00 8+50 9+00 10+50 11QO 110 1N 1250 1 00 satl-M StormCAD GNK10.20_StormCAD_NLD-dbc_MJP_OpenDitch.stsw Bentley Systems,Inc. Haestad Methods Solution Center [10.03.01.08] 4/14/2023 27 Siemon Company Drive Suite 200 W Watertown,CT 06795 USA Page 1 of 1 +1-203-755-1666 Page 1 of 1 5 CFS Scenario: Base Current Time Step: 0.000 h FlexTable: GAL Conduit Length Slope Capacity Hydraulic Hydraulic Energy Energy Label Start Node StopInvert Invert (User Diameter Flow Velocity Node (Calculated) Manning's n (Full Flow) Grade Line Grade Line Grade Line Grade Line (Start)(ft) (Stop)(ft) Defined) (eft) (in) (cfs) (ft/s) (cfs) (In)(ft) (Out)(ft) (In)(ft) (Out)(ft) P-10 IRR A-2 IRR A-3 5,055.03 5,054.84 124.85 0.002 36.0 0.013 5.00 2.84 26.02 5,056.24 5,056.20 5,056.29 5,056.24 CO-22 S-25 S-29 5,043.60 5,037.24 90.60 0.070 21.0 0.013 2.00 8.97 41.98 5,044.11 5,037.93 5,044.29 5,038.00 P-25 S-29 S-26 5,037.24 5,037.03 10.49 0.020 21.0 0.013 2.00 5.76 22A0 5,037.75 5,037.42 5,037.94 5,037.82 P-9 IRR A-1 IRR A-2 5,055.04 5,055.03 13.10 0.001 36.0 0.013 5.00 2.23 18.53 5,056.30 5,056.29 5,056.35 5,056.34 P-11 IRR A-3 IRR A-4 5,054.84 5,054.75 - 0.001 36.0 0.013 5.00 2.75 24.90 5,056.20 5,056.19 5,056.24 5,056.23 CO-21 IRR A-9 IRR A-10 5,055.16 5,055.07 142.40 0.001 36.0 0.013 3.00 1.79 16.76 5,055.93 5,055.61 5,056.00 5,055.80 P-13 IRR A-5 IRR A-6 5,054.66 5,054.50 109.27 0.001 36.0 0.013 5.00 2.80 25.52 5,056.14 5,056.13 5,056.17 5,056.15 CO-23 IRR A-7 IRR A-8 5,054.40 5,054..33 94.70 0.001 36.0 0.013 5.00 2.19 18.13 5,056.07 5,056.06 5,056.10 5,056.08 P-22 IRR A-8 S-25 5,047.75 5,043.80 135.00 0.029 21.0 0.013 2.00 0.00 27.10 5,048.26 5,044.12 5,048.44 5,044.80 CO-20 IRR A-8 IRR A-9 5,055.19 5,055.16 47.10 0.001 36.0 0.013 3.00 1.80 16.83 5,055.98 5,055.93 5,056.04 5,056.00 H3Goodwin Knight\CO,Fort Collins-GNK000010-Triangle Dr.and College Ave\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainage Reports-Info\Hydraulics\StormCAD\GNK70.20_StormCAD_NLD-dbc_MJP_OpenDitch.stsw file:///C:/Users/matthew_pepin/AppData/Local/Temp/Bentley/StonnCAD/liwl scn-x.xml 4/14/2023 Page 1 of 1 5 CFS Scenario: Base Current Time Step: 0.000 h FlexTable: Channel Table Invert Invert(Stop) Has User Length Length Slope Velocity Depth ID Label Start Node Stop Node (Start)(ft) (ft) Defined (User (Scaled)A (Calculated) Flow(cfs) fts) (Out)(ft) Notes Length? Defined)(ft) Oft) 128 CH-1 IRRA-4 IRRA-5 5,054.75 5,054.66 False - 61.33 0.001 5.00 0.95 1.52 - 146 CH-2 IRR A-6 IRR A-7 5,054.50 5,054.40 True 591.79 554.27 0.000 5.00 0.52 1.67 - HAGoodwin Knight\CO,Fort Collins-GNK000010-Triangle Dr.and College Ave\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainage Reports-Info\Hydraulics\StormCAD\GNK10.20_StormCAD_NLD-dbc_MJP _OpenDitch.stsw file:///C:/Users/matthew_pepin/AppData/Local/Temp/Bentley/StonnCAD/44wgealk.xml 4/14/2023 5 CFS Profile Report Engineering Profile - Profile - 6 (GNK10.20_StormCAD_NLD-dbc_MJP -Open Ditch.stsw) 5.°s=°5tt Irrven:so5a.ssn �Pw II — I o rt@9°°t nrt� z 59�]9M1�ODro M1M JM1@p°° s.oss.os - «@„.p,Evr� sd.s�.n®oao mM1 'ccR-os.on�iovs @ r°oae w �: oiz.zdn pzz:� z StormCAD GNK10.20_StormCAD_NLD-dbc_MJP_OpenDitch.stsw Bentley Systems,Inc. Haestad Methods Solution Center [10.03.01.08] 4/14/2023 27 Siemon Company Drive Suite 200 W Watertown,CT 06795 USA Page 1 of 1 +1-203-755-1666 5 CFS Profile Report Engineering Profile - Profile - 7 (GNK10.20_StormCAD_NLD-dbc_MJP -Open Ditch.stsw) m 5,064.65 tt ert:5,0S5.03tt 5,06500 9 RRA5 Sk - rert:5.0 8 0613Ytt A-10 IRR a RRq-] IRR A4 Ri 5,058. tt Rlm 058.45k en:505R.d0 --�—_---. IflP a /+� 5,O6o.00 �. "tom]-]Stt _ �--- :5055106tt C0.� 2COtt@HpOUE Nft � �- CH 591.]9k@0.0]O Rttt 3k@0001 Nk 131 tR -36. RCI�Ce:3 HDPEN W C Crtp 10R@0001 .002 Nft 36 HOPE C-2 Y M1@0001 Nk @O�p t od 56 h6@0., e-36.0'n HCPE prtl 3601n P p o- - -M50 0+00 M50 1+W 1+0 2qE 2r60 3+OD 3r50 4+W 4+50 I.. 5­ 6+00 B+.SD 7+00 7+50 8+00 N 0 10-00 10+50 11.00 11.50 12 12+.5a 1 00 satl-M StormCAD GNK10.20_StormCAD_NLD-dbc_MJP_OpenDitch.stsw Bentley Systems,Inc. Haestad Methods Solution Center [10.03.01.08] 4/14/2023 27 Siemon Company Drive Suite 200 W Watertown,CT 06795 USA Page 1 of 1 +1-203-755-1666 5265 Ronald Reagan Blvd., Suite 210 G a o Y Y a Johnstown, CO 80534 y 970.800.3300• GallauvayUS com Appendix E - Supporting Documentation Sheets C1.0 and C1.1 - Existing Conditions & Demo Plan Sheets C12.0 and C12.1 - Drainage Plan Gauloway DEMOLISH DRIVE APRON AND INSTALL VERTICAL I I —Fq 5265 Ronald Reagan Blvd.,Suite 210 CURB AND GUTTER - MATCH / I 0 10 30 60 Johnstown,CO 80534 EXISTING i "j ° / I- 970.800.3300 i 30 DRAINAGE, ACCESS -� W SCALE:1"=60' GallowayUS.com WAND UTILITY EASEMENT / i III I € J KEYMAP 1IL BEGIN DEMOLITION OF CONCRETE SIDEWALK 1 15 UTILITY, PEDESTRIAN DEMOLISH CONCRETE / w ���' ACCESS AND BICYCLE DRIVE APRON Jh/ f f �\ r�qI EASEMENT EXISTING SANITARY SEWER / F,�� Cb� MANHOLE ���• J /� �� �n��'%j�o i I I I I („ EXISTING i i I i ¢ I ('O GAS LINE I p j } 3 / EXISTING CITY OF FORT COLLINS / \ WETLAND AREA (TYP) C1.1 BEGIN DEMOLITION OF r COORDINATE WITH UTILITY I I I o I w O \ \ I I I L I Q �� COPYRIGHT CONCRETE SIDEWALK OWNER ON RELOCATION OF �C > i / �� I I THESE PLANS ARE AN INSTRUMENT OF SERVICE / EXISTING GAS LINE � EXISTING SANITARY SEWER I I N p \ I I AND ARE THE PROPERTY OF GALLOWAY,AND MAY REMOVE CONCRETE IRRIGATION \ \F°?, MANHOLE TO BE REMOVED STRUCTURE / EXISTING 8" SANITARY SEWER TO BE REMOVED NOT BE DUPLICATED,DISCLOSED,OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. METAL �\ EXISTING FIRE HYDRANT TO REMAIN / ^ \ \ I COPYRIGHTS AND INFRINGEMENTS WILL BE GRATE ,,' ti. < A I ENFORCED AND PROSECUTED. �\ SALVAGE HYDRANT FOR REUSE \ �� \� �� � ,� SOUTH FORT COLLINS SANITATION �\\\�ROTECT STORM DRAIN MANHOLE / �� j \ \� `� DISTRICT EASEMENT IN PLACE AND ADJUST TO FINISH `� \� EXISTING 8" SANITARY SEWER \ % �`' —�<� (TO BE VACATED, PER PLAT) GRADE, IF NECESSARY �� \\ IJ \ ^ /�� ��� `�\ \ �\ \ I ° I o I '_ BEGIN REMOVAL OF 8"`�1 EXISTING SANITARY SEWER V \ i MANHOLE TO BE REMOVED �� „ I / SANITARY SEWER (SE) q ° \ J 1 42" RCP `� _ EXISTING SANITARY SEWER ��G�G' FES TO BE \ ` \ _ `„ FORT COWNS/LOVELAND I`� I MANHOLE TO BE REMOVED r ��/ REMOVED / \ WATER DISTRICT EASEMENT �I I-----\ \� .(TO BE VACATED, PER PLAT) ;- \/ �, \ e� I I I` EXISTING OUTFALL STRUCTURE I i i EXISTING STORM SEWER / DEMOLISH CONCRETE DRIVE APRON i _ �_ _____� TO BE REMOVED AND REPLACED / - TO BE REMOVED `AND RELCOATED ROBERT BENSON LATERAL BEGIN DEMOLITION OF \ s�\ \ ° ° FROM NORTH LOUDEN DITCH _+ ! CONCRETE SIDEWALK �� \ �� \�� \ 24" PVC "PRIVATELY OWNED IRRIGATION DITCH" I - 0 �� EXISTING \ TO BE REMOVED CONCRETE ` ! _ 1 48 RCP FES / ETE WIER \ - \- - - I TO BE REMOVED �( a 5r 1 'TO BE REMOVED, \ EXISTING ROB BENSON INLET i a i CP _! _ / c � STORM LATERAL TO BE REMOVED SALVAGE HYDRANT FOR REUSE �\g'�JQ' PORTION OF EXISTING AND REPLACED \ \ i �i I EXISTING WATER MAIN W IRRIGATION DITCH\ I \ I I TO BE REMOVED I \ I FLARED END SECTION TO BE REMOVED \ I Cn I I I EXISTING SANITARY SEWER SS �P �I I \ - _ \ I I I I PORTION OF EXISTING FIRE HYDRANT / AND RELOCATED I� ° 1 \ \ \ \ - I I I EXISTING CURB Y / GATE STRUCTURES TO BE REMOVED I >I I I �- -� AND GUTTER TO EXISTING WATER VALVE WV / \ \ EXISTING 8" SANITARY SEWER TO BE REMOVED 0:: I I I I D4 AND REPLACED I \ �1 - i 1, BE REMOVED EXISTING STORM SEWER STM EXIS/ I (RE:�LISC PE FOR TREES TO BE PROTECTED G TREE (TYP) \ \ I� I i i I EXISTING MANHOLE / OR REMOVED) \ \ i s i I i EXISTING FES � 20' SOUTH FORT COLLINSi i I EXISTING GAS G SANITATION DISTRICT EASEMENT I I i i EXISTING ELECTRIC UE \ r \ \ \ TO BE VACATED, PER PLAT I \I EXISTING TELEPHONE UT _ - \ IL J �n \\ EXISTING IRRIGAl10N CULVERT TO BE REMOVED I /\\ \\ \\ � � \ � 0 I EXISTING ELECTRIC METER 0 v I BEGIN RELOCATION OF EXISTING DRY i \I EXISTING ELECTRIC RISER UTILITIES INTO PROPOSED 15' I 1 ER z \ TRACT B I - - \ UTILITY EASEMENT I \ I I EXISTING ELECTRIC TRANSFORMER TR SENANDOAN PUD FLING ONE I LIMITS OF EXISTING CITY OF FORT COLLINS \ I ! I OWNER SHENANDOAN OWNERS FLARED END SECTION TO BE REMOVED `i \ I EXISIING EDGE OF ASPHALT \ ILI- ASSMAnON 1K TTI l NATURAL HABITAT BUFFER ZONE (TYP) \ I _EXISTING SANITARY SEWER \ I 30' SOUTH FORT COLLINSI T \j MANHOLE TO BE REMOVED EXISTING CURB AND GUTTER SANITATION DISTRICT EASEMENT EXISTING MAJOR CONTOUR - - - -4945- - - - \ I F i \ \ TO BE VACATED, PER PLAT I \I ( EXISTING MINOR CONTOUR LL \ - - - - - - - J I \ \\ \ i I I EXISTING RIGHT-OF-WAY LL_ 0 1\ I EXISTING LOTLINE IZ I I o EASEMENT LINE U) z EXISTING NATURAL HABITAT BUFFER ZONE J Q \ I \ i I i I EXISIING CITY OF FORT COLLINS WETLAND J J I .I I II i I EXISTING 8" SANITARY SEWER TO BE REMOVED- Q NOlES: O J z 1 I I I I 1. ALL UTILITY LOCATIONS SHOWN ARE BASED ON MAPS PROVIDED BY THE APPROPRIATE UTILITY 0� COMPANY AND FIELD SURFACE EVIDENCE AT THE TIME OF SURVEY AND IS TO BE CONSIDERED AN 0 J HISTORIC SITE EASEMENT--I APPROXIMATE LOCATION ONLY. IT IS THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE O LOCATION OF ALL UTILITIES, PUBLIC OR PRIVATE, WHETHER SHOWN ON THE PLANS OR NOT, PRIOR TO w 0 OWNER. I I / /// / \ \ I I I CONSTRUCTION. REPORT ANY DISCREPANCIES TO THE ENGINEER PRIOR TO CONSTRUCTION. THE �nn J SNENANDOAN oW1 ASSOCIAnON MC. I - / I I CONTRACTOR SHALL BE RESPONSIBLE TO CALL ALL UTILITY COMPANIES (PUBLIC AND PRIVATE) PRIOR V Q F_ TO ANY CONSTRUCTION TO VERIFY EXACT U1ILITY LOCATION. z ry O 2. CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING DEMOLITION REMOVAL REPLACEMENT AND L.L LL DISPOSAL OF ALL FACILITIES AND MATERIAL. 3. ALL SYMBOLS ARE GRAPHICAL IN NATURE AND ARE NOT TO SCALE. I oI ,:Pill f �� \ PORTION OF EXISTING STORM IDRAIN \\ j i i I oI 4. CURB, GUTTER AND SIDEWALK SHALL BE REMOVED TO THE NEAREST JOINT. TO BE REMOVED AND RELOCATED I I 5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DAMAGE THAT MAY OCCUR TO ANY ON-SITE, # Date Issue I Description Init. 15 US WEST, PEDESTRIAN I I I PUBLIC OR PRIVATE FACILITY AS A RESULT OF THE CONSTRUCTION PROCESS. THE CONTRACTOR SHALL I PROTECT TO THE EXTENT POSSIBLE ALL EXISTING FEATURES THAT ARE NOT TO BE REMOVED ADJACENT POR11ON OF EXISTING IRRIGATION DITCH ACCESS AND BICYCLE EASEMENT I ,i I / � TO OR WITHIN THE CONSTRUCTION AREA. //"TO BE REMOVED AND RELOCATED / I i I _s i I 6. THE LIMITS OF STREET CUT ARE APPROXIMATE. FINAL LIMITS ARE TO BE DETERMINED IN THE FIELD BY - PORTION OF EXISTING STORM DRAIN I I I ' TO BE PROTECTED IN PLACE I THE TOWN ENGINEER INSPECTOR. ALL REPAIRS TO BE PER THE LATEST TOWN STREET REPAIR nuRTN nuNc 1 I 50�0/ // / r' / SD` - / I I I I I' I STANDARDS. 1 _ _ _ p �r /,/ rr SUBJECT PROPERTY _SD\ / I I — LE u�G musr I I EDGE OF TREE CANOPY (TYP) %IENANDOM PuoOnueG / ��� f /� rr ,"'80Bar,C i ems° I I I I 7. CONTRACTOR SHALL COORDINATE ALL CONSTRUCTION ITEMS THAT IMPACT ADJACENT PROPERTIES WITH - (RE: LANDSCAPE FOR TREES TO BE / /. ,r I i/ I i I I THE PROPERTY OWNERS PRIOR TO BEGINNING ANY CONSIRUC110N ACTIVITIES. I i PROTECTED OR REMOVED) // r I I/ I -- \ , r / / r l i I �I - -I 8. THE NATURAL HABITAT BUFFER ZONE IS INTENDED TO BE MAINTAINED IN A NA11VE LANDSCAPE. REFER _ 5050_ i 5°X TO LANDSCAPE AND SITE PLANS. 9. THE ROBERT BENSON LATERAL FROM THE NORTH LOUDEN DITCH IS OWNED BY THE CITY OF FORT COLLINS WHO USES THE DITCH TO CONVEY IRRIGATION WATER. APPROVAL FROM THE IRRIGATION DITCH EXISTING SANITARY SEWER OWNER IS REQUIRED PRIOR TO ANY WORK ON THE DITCH OR IN ITS EASEMENT, AS WELL AS BEFORE MANHOLE TO BE REMOVED I I i I / ANY STORMWATER CAN BE DISCHARGED, OR PLANNED TO BE DISCHARGED INTO THE DITCH. 10. REFER TO LANDSCAPE PLANS FOR TREES AND VEGETATION TO BE PROTECTED OR REMOVED. W 1 I \ 1 // / 5060 rl�/ / _ 5045 i i i / 11. HAZARD TREE #55 WHICH HOUSES THE AMERICAN KESTREL NEST IS TO BE RELOCATED ON THE GROUND VIA CONTROLLED REMOVAL METHODS AND RETAINED AT ITS CURRENT LOCATION. ENSURE THE / r // END RELOCATION OF EXISTING DRY I i CAVITY IS FACING SE AND PERCHED (IF POSSIBLE) LIKE A TRIPOD USING LARGE BRANCHES TO 1 I \ \ / r' / / / UTILITIES INTO PROPOSED 15' I I / SLIGHTLY PROP THE TRUNK. TREE TO BE CONTROLLABLY REMOVED IN FINAL STAGES OF CONSTRUCTION T I PHASING, WITH NEST BOXES INSTALLED AT THE BEGINNING TO ALLOW THE KESTREL AN OPPORTUNITY UTILITY EASEMENT TRANSITION TO TO RELOCATE IF DESIRED. PLEASE COORDINATE WITH CITY ENVIRONMENTAL PLANNER AND CITY EXISTING ALIGNMENT SOUTH I I s \ \ \ \ I r' r / - , I I I FORESTRY BEFORE PLACING THE TREE. ENSURE THE TREE IS NOT ALTERED DURING THE NESTING Project No: GNK000010 \ \ \ r' l ; r / / / END REMOVAL OF EXISTING I SEASON (FEB 1 THROUGH JULY 31). TREE WORK TO BE DONE BY A CITY OF FORT COLLINS LICENSED I \ / / / SANITARY SEWER I I I I I ARBORIST. A LIST OF LICENSED COMPANIES CAN BE FOUND ON THE FORESTRY WEBSITE: Drawn By: DBC FCGOV.COM/FORESTRY. DEVELOPER (OR GENERAL CONTRACTOR) SHALL PROVIDE SELECTED ARBORIST I \ o \ \ ' / / / I i j CONTRACTOR INFORMATION WITH CITY FORESTRY AND ENVIRONMENTAL PLANNING PRIOR TO ON-SITE Checked By: JEP I \ \ o \ \ �"�' / ,r / COORDINATION. FIELD COORDINATION MEETING TO OCCUR PRIOR TO TREE PLACEMENT TO ENSURE Date: 06.28.2023 \ s \ , / i / / PROPER PRACTICES ARE USED TO PROTECT KESTREL NEST AND CAVITY. \ \s 01 \ \\ \� / / / // / �� I I �� E EXISTING CONDITIONS & 1 boo \ \ \ / / / -1 I I DEMO PLAN J vv v v 1 0 I V ■ ■ ■ ■� � ■\■ � IN AN � ■ ■ � ■ ■ mmmmmm i ■ mmmmmm miMmm ■ ■ milmom ■ ■ mmmmmm of ■ MENNEN ■ ■ mmmmmm ■ ■ MEMEM ■ ■ mmmmm� ■ M( mmmmm� ■ ■ ' It i Imo '■ 3 MATCHLINE-SEE SHEET C1 . 1 °o C1 so V' 0 x MATCHLINE-SEE SHEET C1 .0 ® Gam"U'loway 5265 Ronald Reagan Blvd.,Suite 210 0 10 30 60 Johnstown,CO 80534 970.800.3300 SCALE:1 =60 GallowayUS.com \ LIMITS OF FUTURE AVONDALE ROAD IMPROVEMENTS \ \ i PER RIDGEWOOD HILLS FOURTH FILING \ �d�O"O� \ IooKEYMAP FINAL UTILITY PLAN PER OWEN CONSULTING GROUP, \ ` �� � — _ \ � — � � \ I I I I EXISTING h APPROVED AUGUST 12, 2019. CONTRACTOR TO VERIFY I AV�ND \ LOCATION AND EXTENTS OF PROPOSED IMPROVEMENTS I RIGHT__pF W A� \ \ AND NOTIFY ENGINEER OF ANY DISCREPANCIES \ \ \�\ `� \ \ \ \ \ \ \\ C9 00 � EXIST. SSMH I I I I RIM=5032.62' I O INV. (N) PVC (8")=5023.31' INV. (S) PVC (8")=5023.22' 1.0 COPYRIGHT \ \ 1 I \ \ \ 1 \ I I I I I I p THESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY,AND MAY NOT BE DUPLICATED,DISCLOSED,OR REPRODUCED \ I \ \ I WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE 5085— / \ I r \ I \ II I `( i i r i ENFORCED AND PROSECUTED. 1 \ \ \\ IJ I I _ 5080 l - - - - - - - ' � - - - - - - _ -5075` i I I I I 1 \ \ \ \ I 11 1 / / — — _ - - - - LEGE NV. s I 020 �� I \ \ \ I I I I I EXISTING WATER MAIN VV EXISTING SANITARY SEWER SS I \ �•� I \\ \\ \ I\ \ I 11 \ I I 1 I I I EXISTING ARE HYDRANT EXISTING WATER VALVE I EXISTING FENCE TO BE REMOVED ��' / 1 \ 1 1 1 \ I \ I I EXISTING STORM SEWER STM EXISTING MANHOLE EXISTING FES EXIST. SSMH I I I I EXISTING GAS G I I I RIM=5038.06' I I I I UE I I EXISTING ELECTRIC INV. (N) PVC (8")=502209' I I I I I EXISTING TELEPHONE UT n INV. (I) PVC (8")-5021.96' EXISTING ELECTRIC METER 0 v 11 \ II x , /" X ��< \ 1 I I I I I I I I EXISTING ELECTRIC RISER ER z / EXISTING ELECTRIC TRANSFORMER TR J EXISTING EDGE OF ASPHALT � EXISTING CURB AND GUTTER / I / // / 00 Cn EXISTING MAJOR CONTOUR —4945— — — — �o � v _ EXISTING MINOR CONTOUR � EXISTING TRAIL PROTECT IN PLACE - / I / � � V �� A // / / / I I I I / / _ ¢ EXISTING RIGHT-OF-WAY \ w o EXISTING LOTLINE PORTION OF EXISTING IRRIGATION DITCH i / / �� \\ _ \ / / / / I / I I I ; EASEMENT LINE Z TO BE REMOVED AND RELOCATED /� �/ / �i / ' — �J / / / / / / I I/ I I I I EXISTING NATURAL HABITAT BUFFER ZONE J Q / EXISTING CITY OF FORT COLLINS WETLAND J O / / ° x / \ \\ / / / / I � I I I I = � U l I I I I NOlE�' H cn EDGE OF TREE CANOPY (TYP) l / � I I I I 0 z (RE: LSCAPE FOR TREES TO BE PROTECTED // �/ ,/� CITY OF FORT COLLINS\ \�.\\\ // / / / / / / // //I I I I I 1. ALL UTILITY LOCATIONS SHOWN ARE BASED ON MAPS PROVIDED BY THE APPROPRIATE UTILITY O J J OR REMOVED) NATURAL NATURAL HABITAT BUFFER ZONE (TYP)\ / / / I I COMPANY AND FIELD SURFACE EVIDENCE AT THE TIME OF SURVEY AND IS TO BE CONSIDERED AN J APPROXIMATE LOCATION ONLY. IT IS THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE O 0 I LOCATION OF ALL UTILITIES, PUBLIC OR PRIVATE, WHETHER SHOWN ON THE PLANS OR NOT, PRIOR TO UJ (� .4/\ / i ° �, / / / / / I I CONSTRUCTION. REPORT ANY DISCREPANCIES TO THE ENGINEER PRIOR TO CONSTRUCTION. THE �nn J CONTRACTOR SHALL BE RESPONSIBLE TO CALL ALL UTILITY COMPANIES (PUBLIC AND PRIVATE) PRIOR V Q F_ �i EXISTING TREE (TYP) \ \ / / / I I TO ANY CONSTRUCTION TO VERIFY EXACT UTILITY LOCATION. M z ry (RE: LSCAPE FOR TREES TO BE PROTECTED OR REMOVED) \\ / 0 2. CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING DEMOLITION, REMOVAL, REPLACEMENT, AND L.L LL j �i / j/%r� \ \ \ / // // j j // / I N I I I I I DISPOSAL OF ALL FACILITIES AND MATERIAL. 3. ALL SYMBOLS ARE GRAPHICAL IN NATURE AND ARE NOT TO SCALE. Poor / lb j / \ \ \ / / / / / I I/ 4. CURB, GUTTER AND SIDEWALK SHALL BE REMOVED TO THE NEAREST JOINT. nsSOCIAT N INC I � _ 5065� / j �,����, � / / � \ � / / / / I I I / I I 5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DAMAGE THAT MAY OCCUR TO ANY ON-SITE, # Date Issue I Description Init. PUBLIC OR PRIVATE FACILITY AS A RESULT OF THE CONSTRUCTION PROCESS. THE CONTRACTOR SHALL PROTECT TO THE EXTENT POSSIBLE ALL EXISTING FEATURES THAT ARE NOT TO BE REMOVED ADJACENT — / TO OR WITHIN THE CONSTRUCTION AREA. — / 6. THE LIMITS OF STREET CUT ARE APPROXIMATE. FINAL LIMITS ARE TO BE DETERMINED IN THE FIELD BY THE TOWN ENGINEER INSPECTOR. ALL REPAIRS TO BE PER THE LATEST TOWN STREET REPAIR — / CITY OF FORT COLLINS / \ _ / / / / EXIST. SSMH I I _ _ STANDARDS. WETLAND AREA (TIP) / \ / // / RIM=503L23' I I I I I 7. CONTRACTOR SHALL COORDINATE ALL CONSTRUCTION ITEMS THAT IMPACT ADJACENT PROPERTIES WITH — 1 � / / \ / / INV. (N) PVC (8')-5020.79' I I I I I THE PROPERTY OWNERS PRIOR TO BEGINNING ANY CONSTRUCTION ACTIVITIES. INV. (S) PVC (8')=5020.68' 8. THE NATURAL HABITAT BUFFER ZONE IS INTENDED TO BE MAINTAINED IN A NATIVE LANDSCAPE. REFER TO LANDSCAPE AND SITE PLANS. w S / EXISTING SANITARY SEWER U / I I 9. THE ROBERT BENSON LATERAL FROM THE NORTH LOUDEN DITCH IS OWNED BY THE CITY OF FORT MANHOLE I I II I I COLLINS WHO USES THE DITCH TO CONVEY IRRIGATION WATER. APPROVAL FROM THE IRRIGATION DITCH OWNER IS REQUIRED PRIOR TO ANY WORK ON THE DITCH OR IN ITS EASEMENT, AS WELL AS BEFORE ANY STORMWATER CAN BE DISCHARGED, OR PLANNED TO BE DISCHARGED INTO THE DITCH. 10. REFER TO LANDSCAPE PLANS FOR TREES AND VEGETATION TO BE PROTECTED OR REMOVED. 11. HAZARD TREE #55 WHICH HOUSES THE AMERICAN KESTREL NEST IS TO BE RELOCATED ON THE GROUND VIA CONTROLLED REMOVAL METHODS AND RETAINED AT ITS CURRENT LOCATION. ENSURE THE o \, EXISTING DIRT ROAD TO BE REMOVED / I c.' f _ CAVITY IS FACING SE AND PERCHED (IF POSSIBLE) LIKE A TRIPOD USING LARGE BRANCHES TO YI 1 /\ / \ � � I `" I / I I SLIGHTLY PROP THE TRUNK. TREE TO BE CONTROLLABLY REMOVED IN FINAL STAGES OF CONSTRUCTION 1 �� i I PHASING, WITH NEST BOXES INSTALLED AT THE BEGINNING TO ALLOW THE KESTREL AN OPPORTUNITY EXISTING GAS LINE TO REMAIN v / / \ EXISTING SANITARY SEWER MANHOLE TO RELOCATE IF DESIRED. PLEASE COORDINATE WITH CITY ENVIRONMENTAL PLANNER AND CITY \ � / EXISTING STORM DRAIN MANHOLE x / I I I FORESTRY BEFORE PLACING THE TREE. ENSURE THE TREE IS NOT ALTERED DURING THE NESTING Project No: GNK000010 \\ �`' — — — — _I SEASON (FEB 1 THROUGH JULY 31). TREE WORK TO BE DONE BY A CITY OF FORT COLLINS LICENSED �\ \� EXISTING SANITARY SEWER TO REMAIN I /� EXISTING SANITARY SEWER MANHOLE / S-- — - - I I ARBORIST. A LIST OF LICENSED COMPANIES CAN BE FOUND ON THE FORESTRY WEBSITE: Drawn By: DBC i FCGOV.COM/FORESTRY. DEVELOPER (OR GENERAL CONTRACTOR) SHALL PROVIDE SELECTED ARBORIST \�\ \ . — — ---- / ----- I------ ------ _ --- --------- �, y — — se— — —.SD_ — ,-'I - ON-SITEChecked By: JEP COORDINATION. FIELD COORDINATION I MEETING TOOCCUR EPRIOR NTION TREE PPLACEMENTR OR ENSURE Date: 06.28.2023 PROPER PRACTICES ARE USED TO PROTECT KESTREL NEST AND CAVITY. — I _ —G- EXISTING CONDITIONS & / �S / EXISTING STORM DRAIN MANHOLE I EXISTING STORM DRAIN MANHOLE \\\ \ - SS� SS —4 --Ss-- SS �' � — � — _ c =so— - - —so-- - -c - - - - f�, —� , = = L = = — — _ - - _( -= — - - - - - -= = - - - - - - - - - - - _ — DEMO PLAN I \ X / EXISTING STORM DRAIN MANHOLE _ S EXISTING STORM DRAIN MA�01� EXISTING SANITARY SEWER MANHOLE _ — X EXISTING SANITARY SEWER MANHOLE \ - oi — Sul _ o ° EXISTING SANITARY SEWER MANHOLE \ \ / \ ✓ V 8 i - - - - - � I ® G a iiowa _ 5265 Ronald Reagan Blvd.,Suite 210 i 4 0 10 30 60 Johnstown,CO 80534 970.800.3300 / GallowayUS.com / ( SCALE:1"=60' KEYMAP D5 D5 I � s.z3 0.42 0.28 acres I D4 i Q� O Q� UL / F1 1 / 0.22 091 I 9� COPYRIGHT f o.z, acres I F� THESE PLANS ARE AN INSTRUMENT OF SERVICE \ •� �// , \ AND ARE THE PROPERTY OF GALLOWAY,AND MAY / \ 15 I l NOT BE DUPLICATED,DISCLOSED,OR REPRODUCED , WITHOUT THE WRITTEN CONSENT OF GALLOWAY. A15 t� I COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. / I i t D3 i I \ Al ozo \ A16 1 0.25 ages I 10.00 ages I i I � w ( A14 •r' 0.84 acres LEGEND: i / r A13 3 _` I � w � \ /I �/� i _ D3 r PROPOSED MAJOR CONTOUR 483 r / // 5 \ 13 PROPOSED MINOR CONTOUR 36 - I I� EXISTING MAJOR CONTOUR -------4835 ------- `--- o.zo 14 RBS o.zs acres j T EXISTING MINOR CONTOUR _ T I EXISTING STORM SEWER _ _ EXISTING MANHOLE � 12 B PROPOSED STORM SEWER f PROPOSED STORM INLET ® • - I PROPERTY BOUNDARY ■ ■ ■ ■ ■ ■ ■ I � A13 - - - i -I 064 osa PROPOSED LOTLNE o.61 acres �- EASEMENT LINE DRAINAGE SYMBOLS: LID \ Added 100-Year , \\ I I EDB or WCCV Imp. Area Percent Vol Year 100-Year Release , �� Detention Pond Volume LID Method Volume � \ i \ \ A � Al2 BASIN ID LID ac Treated of Total ac WSEL Rate , \ 087 0.28 t .00 acres acre(s) cfs `� � T � � � � '� � A 1 Pond A LID 0.19 ADS StormTech 5.83 39% 1.95 5033.0 1.8 , ` \ � ' (� Pond B EDB 0.06 n/a I n/a n/a 0.65 5050.7 0.8 , ` 0.23 z 00 Pond C LID 0.20 Rain Garden (RG) 7.63 51% 2.77 5050.3 2.9 - Al2 t MINOR(211R)RUNOFF 1.re 0001 Total Treated w/LID: 91% , ` A11 A11 COEFFICIENT 0.45 acres (ACRES)00 AREA MAJOR 100 RUNOFF \� A10 0.16 \ \ ( YEAR) I 1 3 A10 -- --- - too acres --- I I COEFFICIENT 100 ' II 0.91 acres 3\ ' ---�--- - -- -- ago , LL ' ' I I I Al DESIGN POINT ' LL � D2 1 ` � I I - � 1► �1` OS1 I I \ I MAJOR BASIN BOUNDARY(i.e.,C STORE) I z • �' - ■ ■ ` ` 0o.2v1 a9e I A4 A8 ___ A9 I J` . ., QJ I I 074 acres 11.00 ages I 0.84 3 2 I I ` S -'- 1.00 acres ' � 0- Q I I 3 A9 I OVERLAND FLOW DIRECTION (� OFF-SITE RUNOFF FROM I A8 ' \ I (I.E.,LANDSCAPING)±28% OF N-7 020 0.38 � ` os2 ` � l� 2 I � ' I 0 Q 11- z ' 0.25 acres RIDGEWOOD HILLS , ` ozo ` �� I I I DIRECT FLOW DIRECTION O J J 0.25 acres (I.E.,PAVEMENT,CURB AND J FOURTH FILING � I A2 I I GUTTER) O Q2=0.16 cfs rOS3 , � /� m 0.43 \ 1.00 acres ' I -I I A6 ■ ■ ■ ■ 0.85 999 Q -0.58 cfs4 ezc W 0 100 a Am MT � , 1.69 , /�/ 0.96 acres A \ I \ I LL 0.25 acres ' /j i � 30 1 A6 I I I 1 � LL ILL A7 3 I , I I OFF-SITE RUNOFF FROM 0.28 013 A3 3 A5 0. ac� A, ±31% OF N-7 r i 0.35 acres 3 DRAINAGE NOTES�I I I RIDGEWOOD HILLS I 03C030 ` / � � , � /, /j I I I ` I # Date Issue Description Init. FOURTH FILING I 0.46 acres / / / / ! ( / / A3 I I I. O PROPOSED OUTLET STRUCTURE Q2=0.18 cfs I / 0.52 098 EllI I ' ■ ■ L os5 acres / / I I I I O PROPOSED STORM DRAIN PIPE Q1 =0.64 cfs ! � � � 5 / - ------- - - A5 F / ' I �0 I C1 0s6 / I I I 3 PROPOSED STORM DRAIN INLET(CDOT TYPE R CURB INLET,No.16 COMBINATION OFF-SITE RUNOFF I� C2 B2 1, ---- - 0.85 acres I. O INLET,AREA INLET,ETC.) - --- --- ------- - 3 0.25 acres FROM A PORTION OF �� _ ` --- � I 4O PROPOSED GRASS-LINED SWALE W/CONCRETE PAN BASIN N7 - RIDGEWOOD II 06C3 �� \� B2 / / / 62 CAS EW DR -T\ / / oaz acres O PROPOSED RE-ALIGNMENT OF EXISTING IRRIGATION DITCH HILLS FOURTH FILING °" � � - - - - - - - - - - - -I / �\ 0,65 148 / J �► \ O ' I O EXISTING IRRIGATION DITCH TO BE PROTECTED IN-PLACE � 0,81 acres so �\ rya \ 63 / T T ' I I O PROPOSED INTERIM OUTFALL I \\ \\ 01� I 8O PROPOSED HEADWALL w/ORIFICE PLATE PROPOSED SIDEWALK CHASE PROPOSED BIORETENTION BASIN \ 0.33 027 / / I 11 PROPOSED ADS STORMTECH SYSTEM acres B4 I F1 2 13 15 PND B 1 I � 12 EXISTING 48"OUTFACE TO ROBERT BENSON LAKE I QI I S ` \ o.3s acres ' 13 RE-ROUTED OUTFACE FROM SHENANDOAH PUD FILING ONE Project No: GNK000010 \ \ \ / POND B OUTFALL OFF-SITE RUNOFF FROM 1 \ _ _ ! y 0.62 °59 3 Drawn By: DBC + \ \\ \ - - Oo acres / L - Al 15 ESTIMATED 100-YEAR WATER SURFACE ELEVATION(WSEL) Checked B : JEP 41% OF N-7 \ I \ _ _ , y A, RIDGEWOOD HILLS �` \ f �- _ -- 16 EXISTING 24"OUTFALL CONSTRUCTED W/RIDGEWOOD HILLS PUD 3RD FILING Date: 06.12.2024 FOURTH FILING DRAINAGE PLAN Q2=0.24 cfs c4 3 I Q100=0.85 cfs \ 1/ 0,4 \ 3 o I s / C5 \ l ■ ■ ■ ■\ ■ o.o ■ ■ ■ ■ ■ of ■ ■ ■ ■ ■ ■ ■ ■ EII' ■ ■ ■ ■ ■ MATCHLINE-SEE SHEET C12. 1 C1 2 , 0 i MATCHLINE-SEE SHEET C12.0iii G a ', owa 0.22 \ BASIN SUMMARY TABLE \ e8 acres C5 \ 5265 Ronald Reagan Blvd.,Suite 210 \ 2 \ I \ \ \\ Johnstown,CO 80534 0 10 30 60 970.800.3300 Mill \ \ GallowayUS.com Cz C1oo \ I \ SCALE:1"=60' sl D1 065 9,0 \ \ Tributary Area tc 12-Year tc 1100-Year Q2 Q100 I 0.82 acres Sub-basin acres min min cfs cfs �� \ I ■ - c� \ \ \ Al 0.59 0.82 1.00 5.0 1 5.0 1.4 5.8 A2 0.99 0.85 1.00 5.5 5.0 2.3 9.9 1 KEYMAP 19 Wes\ \ } o \ \ \ \ A3 0.98 0.52 0.65 6.9 5.7 1.3 6.1 �G 1\ 1 s \ \ A4 0.44 0.60 0.74 5.0 5.0 0.8 3.3 �pNDqLE �� \ \ \ ® O C7 A3 &A4 1.42 0.54 0.68 6.9 5.7 2.0 9.3 I C12.0 Q1oo BYPASS FLOW , 9.55 \ \ 3 9.ss acres \ \ A5 0.33 0.68 0.85 5.0 5.0 0.6 2.8 o o 0 0 N FROM DPB11 (OCG): 11 - \ \ A6 0.43 0.77 0.96 5.0 5.0 0.9 4.1 ? Co ±17.8 CFS , \ I A5 &A6 0.76 0.73 0.91 5.0 5.0 1.6 6.9 co l A7 0.23 0.42 0.52 5.0 5.0 0.3 1.2Cn ✓"�� \ \ \ A8 0.16 0.82 1.00 5.0 5.0 0.4 1.6 I Z O 1 \ A9 0.26 0.84 1.00 5.0 5.0 0.6 2.6 (' A10 0.18 0.73 0.91 5.0 5.0 0.4 1.7 3 / \ \ ♦ \ \ All 0.16 0.84 1.00 5.0 5.0 0.4 1.6 \� 1 Al2 0.28 0.87 1.00 5.0 5.0 0.7 2.8 2 C121 2 -� COPYRIGHT \ ♦ l A13 0.64 0.64 1 0.81 5.1 5.0 1.2 5.1 p THESE PLANS ARE AN INSTRUMENT OF SERVICE / C6b ` C8 1 \ I A14 0.34 0.67 0.84 5.0 5.0 0.6 2.8 AND ARE THE PROPERTY OF GALLOWAY,AND MAY / 0.73 s s NOT BE DUPLICATED,DISCLOSED,OR REPRODUCED I A15 0.20 0.72 0.91 5.0 5.0 0.4 1.8 WITHOUT THE WRITTEN CONSENT OF GALLOWAY. c9e C6b \ \ t 057 ac°es A16 0.32 0.89 1.00 5.0 5.0 0.8 3.2 s COPYRIGHTS AND INFRINGEMENTS WILL BE I 15 ��o \ ` ♦ \ I I PND A 0.91 0.22 1 0.27 7.4 7.1 0.5 2.2 1 1 ENFORCED AND PROSECUTED. ' RBS 0.85 0.20 0.25 1 5.0 5.0 0.5 2.1 - - -f- C6a " ♦ , J I I I 1311 0.27 0.33 0.42 9.1 8.1 0.2 1.0 I � / _ ♦ I I I I B2 1.48 0.65 0.81 9.7 7.8 2.2 10.5 / C6a I I I B2.1 0.30 0.20 0.25 7.5 7.2 0.2 0.7 OFF-SITE RUNOFF FROM , / 078 0.25 I I I I B3 0.69 0.68 0.85 5.8 5.0 1.3 5.9 BASIN SB-14 OF 1 -- 0.96 acres- I� _ I I I I PND B 1.08 0.30 0.38 9.6 8.8 0.7 3.4 RIDGEWOOD HILLS _ - cs \ I I I LEGEND: FOURTH FILING - ` 70 \ I / I Cl 0.30 0.37 0.46 6.4 5.7 0.3 1.4 L I C2 0.13 0.28 0.35 7.6 7.0 0.1 0.4 1 PROPOSED MAJOR CONTOUR 483 Q2=0.05 cfs , \ 1 1 \ C3 2.25 0.61 0.77 7.3 6.1 3.5 16.4 Q100 - 1.52 cfs � ' \ \ 1 1 \ C4 0.72 0.74 0.92 5.2 5.0 1.5 6.6 PROPOSED MINOR CONTOUR 36 ' l \ EXISTING MAJOR CONTOUR -------4835 ------- `--- \ C5 0.22 0.70 0.88 5.0 5.0 0.4 1.9 _ \ \ \ C6a 0.25 0.78 0.98 5.0 5.0 0.6 2.5 EXISTING MINOR CONTOUR i _ I B-1 � % \ � \ \\ \ C6b 0.99 0.73 0.92 7.1 5.0 1.9 9.1 EXISTING STORM SEWER C10 / \ \ \ ` EXISTING MANHOLE 046 C6a & C6b 1.25 0.74 0.93 7.1 5.0 2.4 11.5 � / / � \ \ 1 09 acres / \ 1 C7 0.41 0.55 0.69 1 5.0 5.0 0.6 2.8 PROPOSED STORM SEWER C11 C8 0.42 0.46 0.57 10.0 8.4 0.4 2.0 PROPOSED STORM INLET ® • C9 0.60 0.74 0.93 5.0 5.0 1.3 5.5 I � \ �� � \ \\ \\ PROPERTY BOUNDARY � ■ ■ ■ ■ ■ ■ ■ � o °afEs 65 ' C10 0.46 0.81 1.00 5.0 5.0 1.1 4.5 SB-14 C9 ' c10 \ C11 0.19 0.84 1.00 5.0 5.0 0.4 1.8 PROPOSED LOTLINE - 074 re 1 1 acres � � C 12 0.41 0.55 0.69 5.0 5.0 0.6 2.8 EASEMENT LINE - - - - - - 0.51 acres ' / i I C11 _ \ 11 C13 0.34 0.76 0.95 5.0 5.0 0.7 3.2 C14 / T - C18 \ C14 1.07 0.72 1 0.90 6.9 5.0 2.0 9.6 DRAINAGE SYMBOLS: 2 C13 41 0.720 0.79 0.90 acres sc°e � ✓ \ �� C 15 0.46 0.78 0.97 5.0 5.0 1.0 4.5 0.63 / C13, C14 & C15 1.88 0.74 0.92 6.9 5.0 3.6 17.3 \ � °C13 2 \ / / C16 1.60 0.73 0.92 6.5 5.6 3.1 14.2 BASIN ID 095 acres3 ` ' - C17 0.13 0.70 0.88 5.0 5.0 0.3 1.2 Al ' C 18 1.03 0.63 0.79 8.1 6.4 1.6 2.8 I I RIG C 0.86 0.27 0.33 6.0 5.5 1.6 2.8 0.23 z PND C 1.58 0.20 0.25 7.8 7.4 0.8 3.5 1.00 MINOR(2Y�R)RUNOFF 0.45 acres J \ I C 17 C12 COEFFICIENT BASIN AREA 1 � i 3 C14 C18 0.13 RF1 0.16 0.95 1.00 5.0 5.0 0.4 1.6 MAJOR 100 RUNOFF (ACRES) 0.55 041 I 3 0.88 acres \ 1 ( YEAR) j oss acres C15 c1 \ RF2 0.16 0.95 1.00 5.0 5.0 0.4 1.6 COEFFICIENT 1 3 078 046 J \ C1 �\ RF3 0.16 0.95 1.00 5.0 5.0 0.4 1.6 I RF4 0.16 0.95 1.00 5.0 5.0 0.4 1.6 1 cs s.' C16 �� \ �\ / / RF5 0.16 0.95 1.00 5.0 5.0 0.4 1.6 Al DESIGN POINT LL RF6 0.16 0.95 1.00 5.0 5.0 0.4 1.6 1 RF7 0.16 0.95 1.00 5.0 5.0 0.4 1.6 0 MAJOR BASIN BOUNDARY(i.e.,C-STORE) U^ 2-7� v, RF8 0.16 1 0.95 1.00 5.0 5.0 0.4 1.6 J Q '/' \\ \1 ♦ \`� \ ` ` J/ RF9 0.08 0.95 1.00 5.0 5.0 0.2 0.8 SUB-BASIN BOUNDARY(i.e.,RATIONAL METHOD) J J �\ RF10 0.08 0.94 1.00 5.0 5.0 0.2 0.8 = O OVERLAND FLOW DIRECTION � 0 �� / � � _ � `�\ \ ♦ \ / D 1 0.10 0.65 0.82 5.0 5.0 0 (I.E.,LANDSCAPING).2 U. � C6 WT1 1 55 \ \ \ ` \\ // D2 0.74 0.33 0.42 5.0 5.0 0.1 3.1 DIRECT FLOW DIRECTION O J J °41 D3 0.21 0.20 0.25 6.1 5.8 0.1 0.5 O 0:52 acres / �% / � � \ \�\` ♦ \\ / � (LE.,PAVEMENT,CURB AND � J D4 0.29 0.20 0.25 6.3 6.0 0.2 0.7 GUTTER) O T - RIG C \\ \ \ ` `\\ / D5 0.42 0.23 0.28 5.0 5.0 0.3 1.2 LU U 0.33 aces \ ` ♦ / / D6 0.93 0.20 0.25 11.8 11.8 0.4 1.7 � J 10 \ `\ WT1 0.17 0.41 0.52 5.0 5.0 0.2 0.9 / - - O Of / j/ 5 \ ,\` ♦ �\ / WT2 2.21 0.25 0.31 5.0 5.0 1.6 6.8 ILL ` WT3 1.70 0.20 0.25 5.0 5.0 1.0 4.2 / ,` / cfs \ \ \� ♦ \ \ / I s`\�► ` `\ / 0S1 0.90 0.21 0.27 11.3 11.3 0.4 1.8 / ' //- OS2 0.69 0.20 0.25 11.4 11.4 0.3 1.3_ i \\ /I _ � / / / / \\ ` �� \`\` ♦ OS3 1.69 0.20 0.25 11.7 11.7 0.7 3.1 DRAINAGE NOTES # Date Issue I Description Init. OS4 0.38 0.20 0.25 11.2 11.2 0.2 0.7 O PROPOSED OUTLET STRUCTURE 2O PROPOSED STORM DRAIN PIPE LID PROPOSED STORM DRAIN INLET(CDOT TYPE R CURB INLET,No.16 COMBINATION I // ' / / // \ - _ `\` ♦ \\ WQCV Added 100-Year - - O INLET,AREA INLET,ETC.) 100-Year EDB or Imp. Area Percent Volume 1 WSEL r Release Detention Pond Volume LID Method WSEL O / � � ♦ �/ � LID ac-ft Treated of Total ac-ft Rate PROPOSED GRASS-LINED SWALE W/CONCRETE PAN PND C \� / acre(s) cfs O PROPOSED RE-ALIGNMENT OF EXISTING IRRIGATION DITCH ` / 020 ,53 ` Pond A LID 0.19 ADS StormTech 5.83 39% 1.95 5033.0 1.8 0.25 :re es \\ / ♦ 60 EXISTING IRRIGATION DITCH TO BE PROTECTED IN-PLACE S Pond B I EDB 0.06 n/a I n/a n/a 0.65 5050.7 0.8 15 Pond C LID 0.20 Rain Garden (RG) 1 7.63 51% 2.77 5050.3 2.9 'O PROPOSED INTERIM OUTFALL Total Treated w/LID: 91% PROPOSED HEADWALL w/ORIFICE PLATE PROPOSED SIDEWALK CHASE PROPOSED BIORETENTION BASIN PROPOSED ADS STORMTECH SYSTEM \ ` / ` / `\ / / 12 EXISTING 48"OUTFALL TO ROBERT BENSON LAKE T / x `\ / l 13 RE-ROUTED OUTFALL FROM SHENANDOAH PUD FILING ONE Project No: GNK000010 EXISTING , i // i ' / / \` ``` \\\ ` II I 14 POND B OUTFACE \ � \V. Drawn By: DBC % \ \ WETLAND AREA , I / \` - �sD��---s! - SD- - - -SD_ - - -SD-/ SD-® 15 ESTIMATED 100-YEAR WATER SURFACE ELEVATION(WSEL) Checked By: JEP \ \ T 16 EXISTING 24"OUTFALL CONSTRUCTED W/RIDGEWOOD HILLS PUD 3RD FILING Date. 06.12.2024 I - DRAINAGE PLAN D6 \ Q _ -SD- _ _ ' 1 I T T -- SD- I _Sp- -Sp- -SD- SD- -=5D -Sp =D- -SD- SD X -Sp- v -Sp- _Sp- SD- _Sp- SD- __ -Sp- _- / / \7'/�` 1 `/ C1 2 , 1 \ \ \