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HomeMy WebLinkAboutRIDGEWOOD HILLS - FDP230019 - SUBMITTAL DOCUMENTS - ROUND 2 - Drainage Related Document (4)PREPARED FOR: Goodwin Knight PREPARED BY: Galloway & Company, Inc. 5265 Ronald Regan Blvd., Suite 210 Johnstown, Colorado 80534 Date: August 15, 2023 :: C: :i FINAL DRAINAGE REPORT — Ridgewood Hills Fifth Filing August 15, 2023 I. CERTIFICATIONS ................................................................................ CERTIFICATION OF ENGINEER ................................................ CERTIFICATION OF OWNER .................................................... II. GENERAL LOCATION AND DESCRIPTION ....................................... SITELOCATION ......................................................................... DESCRIPTION OF PROPERTY ................................................. III. DRAINAGE BASINS AND SUB-BASINS ............................................. MAJOR BASIN DESCRIPTION ................................................... SUB-BASIN DESCRIPTION ........................................................ IV. DRAINAGE DESIGN CRITERIA ......................................................... REGULATIONS.......................................................................... DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS HYDROLOGICAL CRITERIA ...................................................... HYDRAULIC CRITERIA .............................................................. V. DRAINAGE FACILITY DESIGN ........................................................... GENERAL CONCEPT ................................................................. VI. EROSION AND SEDIMENT CONTROL MEASURES ......................... VII. FLOODPLAIN ................................................................................... VIII. CONCLUSIONS ............................................................................... COMPLIANCE WITH STANDARDS ............................................ VARIANCES............................................................................... IX. REFERENCES ................................................................................... 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 .3 .3 .3 .4 .4 .4 .7 .7 .7 10 10 10 11 12 13 13 16 17 18 18 18 19 Galloway & Company, Inc. Page 2 of 19 FINAL DRAINAGE REPORT — Ridgewood Hills Fifth Filing August 15, 2023 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 August 15, 2023 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 3�d 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 3�d 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 3�d 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 August 15, 2023 improvements in Avondale Road and then conveyed to existing storm drain infrastructure in Ridgewood Hills PUD 3�d 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 T� to DPs C14/C15 is ±20.5 minutes. This is based on the routed T� to DP 917 (i.e., ±15.5 minutes) as shown in the Ridgewood Hills PUD 3�d Filing plus the T� in basin C14 (i.e., ±5.0 minutes). Looking at the T�, 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 3�d 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 3�d 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 August 15, 2023 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 August 15, 2023 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 floodplain/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 3�d 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 3�d 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 3�d 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 S614) 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 August 15, 2023 Louden Irrigation Ditch: A portion of the Louden Irrigation Ditch bisects the existing project site. 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. 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. 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 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 Galloway & Company, Inc. Page 8 of 19 FINAL DRAINAGE REPORT — Ridgewood Hills Fifth Filing August 15, 2023 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 August 15, 2023 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. 3�d 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 August 15, 2023 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 = CiA 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 August 15, 2023 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 t�, StormCAD V8i calculates the flow at the junction with the corresponding intensity (e.g., iz and i�oo) 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 August 15, 2023 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-Basi ns 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. RBS-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 August 15, 2023 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-Basi ns 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-Basi ns 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 3�d 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 August 15, 2023 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 August 15, 2023 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 August 15, 2023 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 August 15, 2023 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 No variance(s) requested at this time. Galloway & Company, Inc. Page 18 of 19 FINAL DRAINAGE REPORT — Ridgewood Hills Fifth Filing August 15, 2023 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 ii Ga;;owa y 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 • Galla�yUS.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 IDF Curve — Fort Collins N � �. � i z � U W. TRILBY RD N S r.�, �� AVONDALE� ROAD r��TRILBY CORNER STRASBURG DRIVE �TRIANGLE DRIVE E TriIbY Rd ,� a°i � e rdmy ed STANTON CREEK � >,1 Creek ..rNands �. , � ��! arc,, r��AcanMarsh 3 GREENSTONE N�turalRrea n � . . ...... . ... I �. , ., i, -r ... CARPENTER RD � C) O r r m G� m D < m VICINITY MAP SCALE:NTS � 5 n E irl�'15 39? y a � Hydrologic Soil Group—Larimer County Area, Colorado � - (Ridgewood Hills - Fifth Filing) M Q 0 0 493000 493100 493200 493,'300 493100 493500 40° 29' 14" N �� � I .� I �— I �I . y 40° 29' 14" N '�MR � � 1� 1 � ` �' � ,� � , I: �' w Q . ��iM� � , � � � _��s , , . . I t► ���''_ . . a ., f '. � - _ �. ,� � 8S Y. .. , . ��� I _ � � . � -�°' ��� � �1 " _�' � . �;- � i`J 9I y �-... �.iG) � 1 �y� � 1 - � � �.� � � . . • . i r 1.J:1 i �1�, . � � � , � �,I' �'p ; � �!� i•:� � I I,. � '" ` � ` � W � �l g IM �: � � '� ����� � ► 8 R '�'�,� `�"" * � �' . � , ` , 8 ��� 1� � w I R 1 ,'� � � F��j� �,''�' � �� � :'�, - }•y,,,. ,�\ � ` . �1.���* � ►� K � ,r �,;' � 4�t � ���_;� ` � � � , � �� w� � i :` � r .� � ' � � I' .*,�i� ,� � ; � - ' - �� �- � rj4' _ � � — '. / ,�17�,��,,2 +�' s • �w � ' �� � � ii �• � � � ''�• � � i `: �f � � . . • � ¢ � �!p ^ . *!� ;��� ;ti < .: �� �' � �/ . w �� • �[ � w r� ��� ` j' `- ,a �.r. .. . ` ' � � ,: L, � ��' *� - �' .�' � i-� ""—'�- . _�� '�� �2S — � �_ i � s — � ,. .. . � � �� � � . - �� f _ ? ,- � " �� �T' ` (� � �,'"- ; � � ' _ d, � � ��� �.. �+-.,��� ; �. � ... � . �� � �� � � � , � �= � —� � -� � �� ..; , � � � — _ � , � ��,+'� a y , — � , �.a. � ' p - . r* - . �'ti�j " - _ . ' ', � � -a� 0 � ... u . I � '' 4 C?� � � �- ��. , a��a#�l��ti�j� �'�' --� � � � > . , + � ,'�'--` _ � �—, i � � � � � � �'� �"�'? s , � • ��'� �Y � I� �� � "� , � � � ;'� ,�'� 9�� � � I ���.��� �� _ ������� � , � � � � � ,�� , , ` . �„ �� � +- � ti,,, , � � li � � ' � � �� V . . ,.� ss� � � ; ��: �-�;, - ' r� - - �.. �� � + � • �F' i =(1 ��� � -r �� .��� � ��p f � J � � , � g� - � ;�� _ ::, a � -�r '' ,. _ ' � ti" � �� � , � 9CE3 � - _ - -'z - - ' - � , � i ` i =. � � 6 0 �ra $ Soil Map may not be,��:'vy�;fi;; �t this scale. -r' '� xl' .,� � 40° 28' 46" N�' I '� ..� � I I I , I` � ao� za� as° N � 493000 4R3100 49.'3200 493300 493400 4.93500 3 3 Map Scale: 1:4,250 if printed on A porhait (8.5" x 11") sheet. � � N Meters ° 0 50 100 200 300 � � � 0 200 400 800 1200 Map projectlon: Web Mercator Comer coordinates: WGS84 Edge dcs: UTM Zone 13N WGS84 USDn Natural Resources Web Soil Survey 11/6/2019 � Conservation Service National Cooperative Soil Survey Page 1 of 4 Hydrologic Soil Group—Larimer County Area, Colorado (Ridgewood Hills - Fifth Filing) MAPLEGEND Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons � A � A/D 0 B � B/D 0 C 0 C/D � D � Not rated or not available Soil Rating Lines :;t A � C � C/D . D � Not rated or not available Water Features Streams and Canals Transportation ,_._. Rails � Interstate Highways US Routes Major Roads Local Roads Background � Aerial Photography sy A/D r� B ,,.y� B/D . . C .y C/D ,.s,y D .. Not rated or not available Soil Rating Points � A o �o ■ B � si� MAP INFORMATION The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) Iisted below. Soil Survey Area: Larimer County Area, Colorado Survey Area Data: Version 14, Sep 13, 2019 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Aug 11, 2018—Aug 12, 2018 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. USDn 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 Hydrologic Soil Group Ridgewood Hills - Fifth Filing Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 37 Fort Collins loam, 5 to 9 C percent slopes 49 Heldt clay loam, 3 to 6 C percent slopes 63 Longmont clay, 0 to 3 D percent slopes 90 Renohill clay loam, 3 to D 9 percent slopes 96 Satanta loam, 3 to 5 B percent slopes 108 Thedalund loam, 3 to 9 C percent slopes 119 Wiley silt loam, 3 to 5 B percent slopes Totals for Area of Interest 15.8 4.6 6.9 0.4 3.7 0.0 6.4 37.7 41.9% 12.2% 18.2% 1.0% 9.7% 0.0% 17.0% 100.0% USDn 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 4�0°29' 12.38"N ` ! " ^ 7 , � � �� �i *� � . I , , � �t' ,� r' • I � �� #� . / . - , z,. A � � , � � � ♦ . � ' • ' • �f, ., ,� • . � r5L • �► � ��rr � ��� � �1� . ,; � •�' 1F- , � . �' �M� � _ir � • 1 �� � �� OF FORT CC)�:L[%d� ��Olo� I T6N (�69W S14 OF IV��R�IMAL FLOOD .� i�. � � �� � � �, �� � 19/2006 � �� � i. � � a_ # 0 ' T � '� T6N R69W S23 � i, . 0 250 500 1,000 1,500 � Feet 2, 000 - - - T ,�T,� � ti �4 ��� 1 '� � �°= FEMA i���_ '__-_-____ �.r �� � - �------ �r � ♦� r. . . / •�w . • - j � � �Y� • I {� t �r � �i « �� / y� / � � � 1 ` 1 � ' � ,� '1;�� • r�• - . � � \ •`� � �y � •,T6N°rR69W S13� + 7 . � ,* : r ' l �� M . �j►t "'M �►�.. �r� ' / � ;Y � � � , � ` � �'� s -�..� � -�1� � � � LARIMER COUNTY OOOI,O1 ��� ' � � ���� � " •! � L Legend SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT SPECIAL FLOOD HAZARD AREAS OTHER AREAS OF FLOOD HAZARD Without Base Flood Elevation (BFE) Zone A, V A99 With BFE or Depth zone ae. ao. aH ve. nR Regulatory Floodway 0.2% 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 z�„� x Future Conditions 1% Annual �� = I Chance Flood Hazard zo�,E x Area with Reduced Flood Risk due to Levee. See Notes. zo�,� x Area with Flood Risk due to Leveezo�,e o NO SCREEN Area of Minimal Flood Hazard zo�,e x 0 Effective LOMRs OTHER AREAS Area of Undetermined Flood Hazard zo„� o GENERAL ---� Channel, Culvert, or Storm Sewer STRUCTURES I i i i i i i i Levee, Dike, or Floodwall B 2°'2 Cross Sections with 1%Annual Chance ��•5 Water Surface Elevation �- - - Coastal Transect ...,. S,�.M,. Base Flood Elevation Line (BFE) Limit of Study Jurisdiction Boundary --- --- Coastal Transect Baseline OTHER _ - profile Baseline FEATURES i Hydrographic Feature • � � MAP PANELS .�c � y , • � �.. �1!! 1 _ , r r � � � � �� � � a � `t ta . � � + 1 � � _ T6N R69W S24 � � � � � �`e National Map: Ort�oimagery. Dafa 1:6,000 + o � � A ,j` A w 20,�19, � �. � Digital Data Available N No Digital Data Available 1 < �V Unmapped � The pin displayed on the map is an approximate point selected by the user and does not represent an authoritative property location. 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 time. The NFHL and effective information may change or become superseded by new data over time. This map image is void if the one or more of the following map elements do not appear: basemap imagery, flood zone labels, legend, scale bar, map creation date, community identifiers, FIRM panel number, and FIRM effective date. Map images for unmapped and unmodernized areas cannot be used for 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: „ � (c;xA; ) C = '-' A, Where: C= Composite Runoff Coefficient C; = Runoff Coefficient for Specific Area (A;), dimensionless A; = Area of Surface with Runoff Coefficient of C;, 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 Equation 5-2 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 �;,,, ,; 3.2 Runoff Coefficients F�t� 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) 2, 5, 10 1.00 25 1.10 50 1.20 100 1.25 CxCF PRODUCT OF CxCF CANNOT EXCEED THE VALUE OF 1 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: _ + �� Where: T� = Total Time of Concentration, minutes T; = 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: U.aa(lJ.11?n n )'/e� ��4 Where: C= Runoff Coefficient, dimensionless Cf = Frequency Adjustment Factor, dimensionless L= Length of Overland Flow, feet S = Slope, percent City of Ftt��� Equation 5-3 Equation 3.3-2 OVERLAND FLOW LENGTH L=200' MAX IN DEVELOPED AREAS L=500' MAX IN UNDEVELOPED AREAS 3.3 Time of Concentration 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: U.Ya U/l.l U/U Where: V = Velocity, feet/second n = Roughness Coefficient, dimensionless R= Hydraulic Radius, feet (Hydraulic Radius = area / wetted perimeter, feet) S = Longitudinal Slope, feet/feet I_1ir.F u � �u 3.3.4 Total Time of Concentration A minimum T� of 5 minutes is required. The maximum T� allowed for the most upstream design point shall be calculated using the following equation: _ �� + UlJ Equation 3.3-5 The Total Time of Concentration, T�, is the lesser of the values of T� calculated using T� = T; + Tt or the equation listed above. Equation 5-4 Equation 5-5 Tc • A MINIMUM T� OF 5 MINUTES IS REQUIRED IN ALL CASES. • A MAXIMUM Tc OF 5 MINUTES IS TYPICAL FOR SMALLER, URBAN PROJECTS. 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. ��� �- �� 3.4 Intensity-Duration-Frequency Curves for Rational Method F�t� Page 7 FORT COLLINS STORMWATER CRITERIA MANUAL Hydrology Standards (Ch. 5) 3.0 Rational Method Figure 3.4-1. Rainfall IDF Curve — Fort Collins io.00 9.00 8.00 7.00 � 0 � 6.00 — N d L C �+ 5.� ' C ` Ol \ C � R ` w 4.00 � c � � \ \� 3.00 : � — � ��` � � ♦ � ♦ ��� 2.00 . _ ��` ���`` � � ��� ����� _ �� "��� _ _ �� ���� 1.00 _ ._ _._ —._. . ` �"���r������� ______�����������������. 0.00 . 0 10 20 30 40 50 60 70 80 90 100 110 120 Storm Duration (minutes) c�tyof 3.4 Intensity-Duration-Frequency Curves for Rational Method F�t� 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 (min) 2'Year 10-year 100-year (in/hr) (in/hr) (in/hr) 5 2.85 4.87 9.95 6 2.67 4.56 9.31 7 2.52 4.31 8.80 8 2.40 4.10 8.38 9 2.30 3.93 8.03 10 2.21 3.78 7.72 11 2.13 3.63 7.42 12 2.05 3.50 7.16 13 1.98 3.39 6.92 14 1.92 3.29 6.71 15 1.87 3.19 6.52 16 1.81 3.08 6.30 17 1.75 2.99 6.10 18 1.70 2.90 5.92 19 1.65 2.82 5.75 20 1.61 2.74 5.60 21 1.56 2.67 5.46 22 1.53 2.61 5.32 23 1.49 2.55 5.20 24 1.46 2.49 5.09 25 1.43 2.44 4.98 26 1.4 2.39 4.87 27 1.37 2.34 4.78 28 1.34 2.29 4.69 29 1.32 2.25 4.60 30 1.30 2.21 4.52 31 1.27 2.16 4.42 32 1.24 2.12 4.33 33 1.22 2.08 4.24 34 1.19 2.04 4.16 35 1.17 2.00 4.08 36 1.15 1.96 4.01 37 1.16 1.93 3.93 38 1.11 1.89 3.87 �L t��� Duration Intensity Intensity Intensity (min) 2'Year 10-year 100-year (in/hr) (in/hr) (in/hr) 39 1.09 1.86 3.8 40 1.07 1.83 3.74 41 1.05 1.80 3.68 42 1.04 1.77 3.62 43 1.02 1.74 3.56 44 1.01 1.72 3.51 45 0.99 1.69 3.46 46 0.98 1.67 3.41 47 0.96 1.64 3.36 48 0.95 1.62 3.31 49 0.94 1.6 3.27 50 0.92 1.58 3.23 51 0.91 1.56 3.18 52 0.9 1.54 3.14 53 0.89 1.52 3.10 54 0.88 1.50 3.07 55 0.87 1.48 3.03 56 0.86 1.47 2.99 57 0.85 1.45 2.96 58 0.84 1.43 2.92 59 0.83 1.42 2.89 60 0.82 1.4 2.86 65 0.78 1.32 2.71 70 0.73 1.25 2.59 75 0.70 1.19 2.48 80 0.66 1.14 2.38 85 0.64 1.09 2.29 90 0.61 1.05 2.21 95 0.58 1.01 2.13 100 0.56 0.97 2.06 105 0.54 0.94 2.00 110 0.52 0.91 1.94 115 0.51 0.88 1.88 120 0.49 0.86 1.84 3.4 Intensity-Duration-Frequency Curves for Rational Method Page 8 ii Ga;;owa y 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 • Galla�yUS.com Appendix B - Hydrologic Calculations Rational Method Calculations COMPOSITE RUNOFF COEFFICIENTS Subdivision: Ridgewood Hills Fifth Filing Location: CO. Fort Collins INPUT User Input OUTPUT Calculated Value Project Name: Ridgewood Hills Fifth Filing Project No.: GNK10.20 Calculated By: HHF Checked By: HHF Date: 10/27/20 95% 5% 10040 Asphalt + Concrete Walks Lawns, Heavy Soil: Flat (±2.0%) Roof Area Basin ID Total Area (ac) Runoff Area (ac) Area Weighted Runoff qrea (ac) '�Qa Runoff qrea (ac) a'ea CZ Coefficient Coefficient Weighted Coefficient Weighted A1 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 95 021 60 20 0.12 7 95 0.00 0 0.68 A6 0.43 95 0.33 72 20 0.10 5 95 0.00 0 077 A5 & AG 0.76 95 0.54 67 20 0.23 6 �5 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 A11 0.16 95 0.14 81 20 0.02 3 95 0.00 0 0.84 Al2 0.28 95 0.23 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 A'I4 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 95 0.00 0 0.72 A'16 0.32 �5 0.28 83 2C 0.03 2 95 0.01 3 0.89 PND A 0.91 J;� 0.01 1 20 0.89 20 85 0.01 2 0.22 7.45 Ri3S 0.85 9'� 0.00 0 20 0.85 20 9`? 0.00 0 0.20 0.85 B1 0.27 95 0.02 6 20 022 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 20 025 7 95 0.00 0 0.68 PND B 1.08 95 0.05 4 20 0.94 17 95 0.10 8 0.30 3.82 C1 0.30 95 0.00 1 20 024 16 9� 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 �5 0.78 33 20 1.01 9 95 0.46 20 0.61 C4 072 9.5 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 0.05 21 0]0 C6a 025 95 0.11 42 20 0.06 5 95 0.08 32 0.78 C6b 0.99 95 0.47 45 20 0.29 6 95 024 23 073 C6a & C6b 1.25 95 0.58 44 20 0.34 6 95 0.33 25 0.74 C7 0.41 S'S 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 C11 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 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 S5 0.33 68 20 0.11 5 95 0.03 5 0.78 C13. C14 & C15 1.88 95 1.10 56 20 0.53 6 95 0.25 13 074 C16 1.60 S5 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 J5 0.52 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 S5 0.00 0 20 1.58 20 95 0.00 0 020 14.44 R�1 0.16 J5 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 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 R��,O 0.08 95 0.00 0 20 0.00 0 95 0.08 94 0.94 1.44 D1 0.10 96 0.02 19 20 0.04 8 9�> 0.04 38 0.65 D2 0J4 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 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 W T 1 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 19 95 0.06 3 0.25 WT3 1.70 95 0.00 0 20 1.70 20 95 0.00 0 0.20 4.08 OS1 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 i Basins 34.8 i oiz�r2ozo STANDARD FORM SF-2 TIME OF CONCENTRATION Subdivision: Ridgewood Hills Fifth Filing Location: CO, Fort Collins Project Name: Ridgewood Hills Fifth Fil Project No.: GNK10.20 Calculated By: HHF Checked By: HHF Date: 10/27/20 SUB-BASIN INITIAL/OVERLAND TRAVEL TIME T� CHECK FINAL DATA (T;) (Tt) (URBANIZED BASINS) BASIN D.A. HydrologiC CZ C5 C�oo L CalCulated S Ti � z-vear Ti � �oo-vear L CalCulated S C� VEL. Tt COMP. T� � Z_Year COMP. T� � �oo-vear TOTAL Urbanized T� T� � Z_Year Tc � �oo-vear ID (AC) Soils Group Cf=1.00 Cf=1.00 Cf=1.25 (FT) Slope, °/a (%) (MIN) (MIN) (FT) Slope, % (%) (FPS) (MIN) (MIN) (MIN) LENGTH(FT) (MIN) (MIN) (MIN) A1 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 9� 8.59 0.00 5.1 3.9 227 1.15 0.00 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 �5 10.46 �.�0 2.6 1.8 30c 2.92 �.00 7_0 3.4 1.5 4.1 3.3 341 11.9 5.0 5.0 A3 & A4 1.42 � 0.54 0.54 0.68 5.1 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 i 0 30.68 0.00 0.8 0.5 30� 0.49 0.40 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�0 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 1%'I 2.12 0.00 i 5 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 0.6 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 A11 0.16 C 0.84 0.84 1.00 111 4.80 0.00 3.0 1.2 � 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 2.0 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 3.8 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 C 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 B1 0.27 C 0.33 0.33 0.42 88 3.58 0.00 8.8 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 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 C1 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 7.1 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 6d9 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 4.4 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 C�.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 6.3 3.2 0.8 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 12'I 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 3.8 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 38Q 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 G 0.70 0.70 0.88 40 3.25 0.00 3.2 1.8 89 1.03 0.00 20 2.0 0.7 3.9 2.5 129 10.7 5.0 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 3.0 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 0.1 1 25.00 0.00 20 10.0 0.0 0.1 0.1 2 10.0 5.0 5.0 10/27/2020 STANDARD FORM SF-2 TIME OF CONCENTRATION Subdivision: Ridgewood Hills Fifth Filing Location: CO, Fort Collins Project Name: Project No. Calculated By: Checked By: Date: Ridgewood Hills Fifth Fil GNK10.20 HHF HHF 10/27/20 SUB-BASIN INITIAL/OVERLAND TRAVEL TIME T� CHECK FINAL DATA (T;) (Tt) (URBANIZED BASINS) BASIN D.A. HydrologiC CZ C5 C�oo L CalCulated S Ti � z-vear Ti � �oo-vear L CalCulated S C� VEL. Tt COMP. T� � Z_Year COMP. T� � �oo-vear TOTAL Urbanized T� T� � Z_Year Tc � �oo-vear ID (AC) Soils Group Cf=1.00 Cf=1.00 Cf=1.25 (FT) Slope, °/a (%) (MIN) (MIN) (FT) Slope, % (%) (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 5.0 5.0 RF6 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 RF7 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 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 1.00 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 D 1 0.10 C 0.65 0.65 0.82 6 2.48 0.00 1.5 0.9 88 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 4.7 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 2.9 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 0.00 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 OS1 0.90 C 0.21 0.21 0.27 238 n/a 4.00 16.1 15.1 1 25.00 0.00 7 3.5 0.0 16.1 15.1 239 11.3 11.3 11.3 OS2 0.69 C 0.20 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 11.4 11.4 OS3 1.69 C 0.20 0.20 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 11.7 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 11.2 NOTES: T; _ (1.87"(1.1 - CC,)'(L)^0.5)/((S)^0.33), S in °/a T� L/60V Velocity V=Cv�S^0.5, S in ft/ft Tc Check = 10+L/180 For urbanized basins a minimum T� of 5.0 minutes is required. For non-urbanized basins a minimum T� of 10.0 minutes is required Type of Land Surface Heavy Meadow Tillage/Field Short Pasture and Lawns Nearly Bare Ground Grassed Waterway Paved Areas and Shallow Paved Swales 2.5 5 7 10 15 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 STREET c .o a .� A2 A3 A4 A4 n� AG A6 A7 A8 A9 A10 A11 Al2 A13 A14 A15 A16 A17 � A2 A3 A4 A3 & A4 A5 A6 A5 & A6 A7 AS A9 A10 A11 Al2 A13 A14 A15 A16 PND A RBS RBS B1 B1 B2 B2 B3 B3 B4 PND B C1 C2 C3 C4 C5 C6a C6b C6b C7 C8 C9 C10 C11 C12 C13 C14 C15 C15 C16 C17 C1 C2 C3 C4 C5 C6a C6b C6a & C6b C7 C8 C9 C10 C11 C12 C13 C14 C15 C13, C14 & C15 C16 C17 DIRECT RUNOFF U � � � o `m U U � U � p N ¢ L � � - Q ,v 0.99 0.98 0.44 1.42 0.33 0.43 0.76 0.23 0.16 0.26 0.18 0.16 0.28 0.64 0.34 0.20 0.32 0.91 0.85 0.52 0.60 0.54 0.68 0.77 0.73 0.42 0.82 0.84 0.73 0.84 0.87 0.64 0.67 0.72 0.89 0.22 5.5 6.9 5.0 6.9 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.1 5.0 5.0 5.0 7.4 0.84 0.51 0.26 0.77 0.23 0.33 0.56 0.10 0.13 0.22 0.13 0.14 0.25 0.41 0.22 0.14 0.29 0.20 2.78 2.61 2.85 2.61 2.85 2.85 2.85 2.85 2.85 2.85 2.85 2.85 2.85 2.84 2.85 2.85 2.85 2.54 0.85 0.20 5.0 0.27 0.33 9.1 1.78 0.57 7.2 0.69 0.68 5.8 1.08 0.30 9.6 0.30 0.13 2.25 0.72 0.22 0.25 0.99 1.25 0.41 0.42 0.60 0.46 0.19 0.41 0.34 1.07 0.46 1.88 1.60 0.13 0.37 0.28 0.61 0.74 0.70 0.78 0.73 0.74 0.55 0.46 0.74 0.81 0.84 0.55 0.76 0.72 0.78 0.74 0.73 0.70 6.4 7.6 7.3 5.2 5.0 5.0 7.1 7.1 5.0 10.0 5.0 5.0 5.0 5.0 5.0 6.9 5.0 6.9 6.5 5.0 N � 2.3 1.3 0.8 2.0 0.6 0.9 1.6 0.3 0.4 0.6 0.4 0.4 0.7 1.2 0.6 0.4 0.8 0.5 0.17 2.85 0.5 0.09 2.33 0.2 1.02 2.57 2.6 0.47 2.75 1.3 0.33 2.26 0.7 0.11 0.04 1.38 0.53 0.16 0.20 0.73 0,93 0.22 0.19 0.44 0.37 0.16 0.22 0.26 0.77 0.36 1.39 1.18 0.09 2.67 2.52 2.56 2.82 2.85 2.85 2.58 2.58 2.85 2.21 2.85 2.85 2.85 2.85 2.85 2.61 2.85 2.61 2.66 2.85 0.3 0.1 3.5 1.5 0.4 0.6 1.9 2.4 0.6 0.4 1.3 1.1 0.4 0.6 0.7 2.0 1.0 3.6 3.1 0.3 c .� AL RUNOFF U Q � N Q C � ET I PIPE ITRAVEL TIME � N � U L V `� U 3 � �n a o ° a� � o � LL o N ], � (n � ""' C Q � '� a. N m O E O «. N O _�- N N ... NOTES (Inlets are in a SUMP unless noted ) urains co z-ivo. -i b compmauon iniets at ur H i Drains to 2-No. 16 Valley inlets (i.e., Neenah R-3362-L) at DP A2 Drains to 4-No. 16 Combination inlets at DPs A3/A4 Drains to 4-No. 16 Combination inlets at DPs A3/A4 Drains to 2-No. 16 Combination inlets at DPs A5/A6 Drains to 2-No. 16 Combination inlets at DPs A5/A6 � Drains to ADS Nyloplast drain basin w/15" Dome Grate at DP A7 Drains to 1-No. 16 Combination inlet at DP A8 Drains to 2-No. 16 Combination inlets at DP A9 Drains to 1-No. 16 Combination inlet at DP A10 Drains to 1-No. 16 Combination inlet at DP A11 Drains to 2-No. 16 Valley inlets (i.e., Neenah R-3362-L) at DP Al2 Drains to 4-No. 16 Combination inlets (ON-GRADE) at DP A13 Future pool and clubhouse area � 3-Nyloplast Drain Basins w/ 15" Dome Grates Drains to 1-No. 16 Combination inlet at DP A15 Drains to 1-No. 16 Combination inlet at DP A16 Drains to outlet structure in Pond A Existing Robert Benson Reservoir Inlet Swale Drains to ADS Nyloplast drain basin w/15" Dome Grate at DP B1 Drains to 6-No. 16 Combination inlets (ON-GRADE) at DP B2 Drains to 5-No. 16 Combination inlets (ON-GRADE) at DP B3 Drains to WQ outlet structure in Pond B Drains to ADS Nyloplast drain basin w/18" Dome Grate at DP C1 Drains to ADS Nyloplast drain basin w/15" Dome Grate at DP C2 Drains to 4-No. 16 Combination inlets at DP C3 Drains to 2-No. 16 Combination inlets at DP C4 Drains to 1-No. 16 Combination inlet at DP C5 Drains to 2' wide SW chase at DP C6a Drains to 3-No. 16 Combination inlets at DP C5 Drains to ADS Nyloplast drain basin w/24" Dome Grate at DP C7 Drains to ADS Nyloplast drain basin w/15" Dome Grate at DP C8 Drains to 3-No. 16 Combination inlets at DP C9 Drains to 3-No. 16 Combination inlets at DP C10 Drains to 1-No. 16 Combination inlet at DP C11 Drains to ADS Nyloplast drain basin w/18" Dome Grate at DP C12 Drains to 5-No. 16 Combination inlets at DPs C14/C15 Drains to 5-No. 16 Combination inlets at DPs C14/C15 Drains to 5-No. 16 Combination inlets at DPs C14/C15 rains to 4-No. 16 Combination inlets at DP C16 rains 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 N `� - � � U L E � `� U � °�' 3 0 �� Q- NOTES �o o `m STREET a p Q U } � ^ � � ^ o i° � o N � � c (Inlets are in a SUMP unless noted ) .� .@ � � c" Q � � E Q c � a � �� n. a� m o E U O O d � � o m � U cl U d <n in o cn a � 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 WT1 0.17 0.41 5.0 0.07 2.85 0.2 Drains to ADS Nyloplast drain basin w/xx" Dome Grate at DP WT1 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 62 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) Subdivision: Ridgewood Hills Fifth Filing Location: CO, Fort Collins Design Storm: 100-Year STREET I a A1 A2 A3 A4 A4 A5 A6 A6 A7 A8 A9 A10 A11 Al2 A13 A14 A15 A16 A17 0 c A1 A2 A3 A4 A3 & A4 A5 A6 A5 & A6 A7 A8 A9 A10 A11 Al2 A13 A14 A15 A16 PND A RBS RBS 61 B1 62 B2 B3 B3 B4 PND B C1 C2 C3 C4 C5 C6a C6b C6b C7 C8 C9 C10 C11 C12 C13 C14 C15 C15 C16 C1 C2 C3 C4 C5 C6a C6b C6a & C6b C7 C8 C9 C10 C11 C12 C13 C14 C15 C13, C14 & C15 C16 DIRECT RUNOFF U - � � � a� -- O � � U } Q Q o o Q U 0.59 0.99 0.64 0.33 0.97 0.28 0.41 0.70 0.12 0.16 0.26 0.17 0.16 0.28 0.52 0.28 0.18 0.32 0.25 0.59 0.99 0.98 0.44 1.42 0.33 0.43 0.76 0.23 0.16 0.26 0.18 0.16 0.28 0.64 0.34 0.20 0.32 0.91 1.00 1.00 0.65 0.74 0.68 0.85 0.96 0.91 0.52 1.00 1.00 0.91 1.00 1.00 0.81 0.84 0.91 1.00 0.27 U � 5.0 5.0 5.7 5.0 5.7 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 7.1 0.85 0.25 5.0 0.27 0.42 8.1 1.78 0.72 5.6 0.69 0.85 5.0 1.08 0.38 8.8 0.30 0.13 2.25 0.72 0.22 0.25 0.99 1.25 0.41 0.42 0.60 0.46 0.19 0.41 0.34 1.07 0.46 1.88 1.60 0.46 0.35 0.77 0.92 0.88 0.98 0.92 0.93 0.69 0.57 0.93 1.00 1.00 0.69 0.95 0.90 0.97 0.92 0.92 5.7 7.0 6.1 5.0 5.0 5.0 5.0 5.0 5.0 8.4 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.6 c 9.95 9.95 9.63 9.95 9.63 9.95 9.95 9.95 9.95 9.95 9.95 9.95 9.95 9.95 9.95 9.95 9.95 9.95 9.02 w � C� 5.8 9.9 6.1 3.3 9.3 2.8 4.1 6.9 1.2 1.6 2.6 1.7 1.6 2.8 5.1 2.8 1.8 3.2 2.2 0.21 9.95 2.1 0.11 8.55 1.0 1.28 9.70 12.4 0.59 9.95 5.9 0.41 8.24 3.4 0.14 0.05 1.73 0.66 0.19 0.25 0.91 1.16 0.28 0.24 0.55 0.46 0.19 0.28 0.33 0.96 0.45 1.74 1.47 9.63 9.08 9.46 9.95 9.95 9.95 9.95 9.95 9.95 8.44 9.95 9.95 9.95 9.95 9.95 9.95 9.95 9.95 9.67 1.4 0.4 16.4 6.6 1.9 2.5 9.1 11.5 2.8 2.0 5.5 4.5 1.8 2.8 3.2 9.6 4.5 17.3 14.2 Project Name: Ridgewood Hills Fifth Fili Project No.: GNK10.20 Calculated By: HHF Checked By: HHF Date: 10/27/20 TOTAL RUNOFF I STREET I PIPE ITRAVEL TIME � N � U U �--� 3 0 �j o � LL o c � .� � � '� .� � a� � rn a� � Q v � o � � o � � L U c N . Q N � v cn w � � a� � o E .�' N N .. NOTES (Inlets are in a SUMP unless noted ) rains to 2-No. 16 Combination inlets at DP A1 rains to 2-No. 16 Valley inlets (i.e., Neenah R-3362-L) at DP A2 rains to 4-No. 16 Combination inlets at DPs A3/A4 rains to 4-No. 16 Combination inlets at DPs A3/A4 rains to 2-No. 16 Combination inlets at DPs A5/A6 rains to 2-No. 16 Combination inlets at DPs A5/A6 rains to ADS Nyloplast drain basin w/15" Dome Grate at DP A7 rains to 1-No. 16 Combination inlet at DP A8 rains to 2-No. 16 Combination inlets at DP A9 rains to 1-No. 16 Combination inlet at DP A10 rains to 1-No. 16 Combination inlet at DP A11 rains to 2-No. 16 Valley inlets (i.e., Neenah R-3362-L) at DP Al2 rains to 4-No. 16 Combination inlets (ON-GRADE) at DP A13 uture pool and clubhouse area � 3-Nyloplast Drain Basins w/ 15" Dome Graies rains to 1-No. 16 Combination inlet at DP A15 rains to 1-No. 16 Combination inlet at DP A16 rains to outlet structure in Pond A ng Robert Benson Reservoir Inlet Swale ins to ADS Nyloplast drain basin w/15" Dome Grate at DP B1 ins to 6-No. 16 Combination inlets (ON-GRADE) at DP B2 ins to 5-No. 16 Combination inlets (ON-GRADE) at DP B3 ins to WQ outlet structure in Pond B ns to ADS Nyloplast drain basin w/18" Dome Grate at DP C1 ns to ADS Nyloplast drain basin w/15" Dome Grate at DP C2 ns to 4-No. 16 Combination inlets at DP C3 ns to 2-No. 16 Combination inlets at DP C4 ns to 1-No. 16 Combination inlet at DP C5 ns to 2' wide SW chase at DP C6a ns to 3-No. 16 Combination inlets at DP C5 ns to ADS Nyloplast drain basin w/24" Dome Grate at DP C7 ns to ADS Nyloplast drain basin w/15" Dome Grate at DP C8 ns to 3-No. 16 Combination inlets at DP C9 ns to 3-No. 16 Combination inlets at DP C10 ns to 1-No. 16 Combination inlet at DP C11 ns to ADS Nyloplast drain basin w/18" Dome Grate at DP C12 ns to 5-No. 16 Combination inlets at DPs C14/C15 ns to 5-No. 16 Combination inlets at DPs C14/C15 ns to 5-No. 16 Combination inlets at DPs C14/C15 ns to 4-No. 16 Combination inlets at DP C16 10/27/2020 STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) Project Name: Ridgewood Hills Fifth Fili 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 � C V U U STREET �o o � � 3 0 � � �- NOTES � o a p Q U } � ^ � � � o � � o N � � � (Inlets are in a SUMP unless noted ) ��' �� m � � Q c � � Q c � a � ��°-�' a a� � o E 0 o a 0 m � � U `� (1 � U v C'1 tA in � cn a .�i � 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 Iandscaping 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 WT1 WT1 0.17 0.52 5.0 0.09 9.95 0.9 Drains to ADS Nyloplast drain basin w/xx" Dome Grate at DP WT1 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 � oi2�i2o2o ii Ga;;owa y 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 • Galla�yUS.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 ii Ga;;owa y 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 • Galla�yUS.com Curb Inlet and Street Capacity Calculations ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) Project: InIetID: T T T. T� ��" W T. m � STREEf � q, CROWN 5. � � _/ � mum Allowable Width for Spread Behind Curb Slope Behind Curb Qeave blank for no conveyance credit behind curb) iing's Roughness Behind Curb (typically between 0.012 and 0.020) of Curb at Gutter Flow Line ce from Curb Face to Street Crown Width Transverse Slope Cross Slope (typically 2 inches over 24 inches or 0.083 ftlft) Longitudinal Slope - Enter 0 for sump condition ig's Roughness for Street Section (typically between 0.012 and OA20) Tancrc = 0.0 k SencK = fUft �eacK = Hcuae = 6.00 inches Tcaowry = 25.0 k W = 2.00 k Sx = 0.025 klft Sw = 0.083 ftlft So = 0.000 fUft �sraEEr = 0.016 Allowabie Spread for Minor & Major Storm Allowable Depth at Gutter Flowline for Minor & Major Storm k boxes are not applicable in SUMP conditions er Depth without Gutter Depression (Eq. ST-2) ical Depth between Gutter Lip and Gutter Flowline (usually 2") er Depression (d� - (W ` S,' �2p er Depth at Gutter Flowline mable Spread for Discharge outside the Gutter Section W(T - W) er Flow to Design Flow Ratio by FHWA HEG22 method (Eq. ST-7) �.harge outside the Gutter Section W, carried in Section Tx ��harge within the Gutter Section W(Q7 - Qx) �,harge Behind the Curb (e.g., sidewalk, driveways, & lawns) �.imum Flow Based On Aliowable Spread i Velociry within the Gutter Section Product Flow Velocity times Gutter Flowline Depth �retical Water Spread �retical Spread for Discharge outside the Gutter Section W(T - W) er Flow to Design Flow Ratio by FHWA HEG22 method (Eq. ST-7) aretical Discharge outside the Gutter Section W, carried in Section Tx rH ial Discharge outside the Gutter Section W, (limited by distance TcRowN) ��harge within the Gutter Section W(Q� - Qx) �.harge Behind the Curb (e.g., sidewalk, driveways, & lawns) ii Discharge for Major & Minor Storm (Pre-Safety Factor) �age Flow Vebcity Within the Gutter Section Product: Flow Velocity Times Gutter Fiowline Depth �e-Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm �. Flow Based on Allowable Depth (Safety Factor Appiied) ultant Flow Depth at Gutter Flowline (Safety Factor Applied) ultant Flow Depth at S[reet Crown (Safety Factor Applied) STORM Allowable Capacity is based on Depth Criterion STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm Tmae = 25.0 25A ft dMnx= 6.0 6.0 inches Minor Storm Major Storm y= 7.50 7.50 inches dc= 2.0 2.0 inches a = 1.39 1.39 inches d = 8.89 8.89 inches Tx = 23.0 23.0 ft Eo = 0226 0.226 Qx = 0.0 0.0 cfs �1w = 0.0 0.0 cfs QBACK - O.O Q.� CfS Qr= SUMP SUMP cfs � = 0.0 0.0 fps V'd = 0.0 0.0 TrH Tx rH Eo Qx rH Qx Qw QBACK Q V V`d R Qa d dcaowry Minor Storm Major Storm 15.4 15.4 13.4 13.4 0.368 0.368 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Minor Storm Major Storm Q,no.= SUMP SUMP cfs GNK1020 UD-Inlet v4.06.xlsm, DP A1 10/22/2020, 4:15 PM � INLET IN A SUMP OR SAG LOCATION I Version 4.06 Released August 2078 �Lo (C)� H-Curb I H-Vert Wo Wp W � Lo (G) Design Information tlnoutl -I MINOR MAJOR Type of Inlet I Denver No. 16 Combination J Type = Denver No. 16 Combination Local Depression (additional to continuous gutter depression'a' from above) aio�,i = 2.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 2 Water Depth at Flowline (outside of local depression) Ponding Depth = 6.00 6.00 inches Grate Information MINOR MAJOR � Override Depths Length of a Unit Grate Lo (G) = 3.00 feet Width of a Unit Grate Wo = 173 feet Area Opening Ratio for a Grate (typical values 0.15-0.90) A,a�;o = 0.31 � Clogging Factor for a Single Grate (typical value 0.50 - 070) Cf (G) = 0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = 3.60 �� Grate Orifice Coeff�cient (typical value 0.60 - 0.80) Co (G) = 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 3.00 feet Height of Vertical Curb Opening in Inches H�err = 6.50 � inches Height of Curb Orifice Throat in Inches H�n��� = 525 � 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) Wp = 2.00 � feet Clogging Factor for a Single Curb Opening (typical value 0.10) C� (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-37) Cw (C) = 370 Curb Opening Orifice Coeffcient (rypical value 0.60 - 070) Co (C) = 0.66 S+JeS�ELQN'A_II31y.515._(S..3LCld13t¢.d� MINOR MAJOR Clogging Coefficient for MWtiple Units Coef = L50 1.50 Clogging Factorfor MWtiple Units Clog = 0.38 0.38 Grete Capacity as a Weir (based on Modifed HEC22 Method) MINOR MAJOR Interception without Clogqing Qw; = 6.6 6.6 cfs Interception with Clogging Qwa = 4.1 4.1 cfs Grate Capacity as a Orifice (based on Modified HEC22 Method) MINOR MAJOR Interception without Ciogging Qo; = 11.2 1'12 cfs Interception with Clogging Qoa = 7.0 7.0 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Q,,,, = 7.8 7B cfs Interception with Clogging Qma = 4.8 4.8 cfs Resultin Grete Capacit assumes cio ed condition neaie = 4.1 4.1 cfs S�b Ooening Flow Analysis (Calculatedl MINOR MAJOR Clogging Coefficient for Multiple Units Coef = 1.00 1.00 Clogging Factor for Multiple Units Clog = D.OS 0.08 Curb Opening as a Weir (based on Modified HEC22 Method) MINOR MAJOR Interception without Clogqing Qw; = 3.0 3.0 cfs Interception with Clogging Q„,a = 2.8 2.8 cfs Curb Opening as an Orifice (based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qo; = 11.4 1'1.4 cfs Interception with Clogging Qor = 10.4 10.4 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Q,,,; = 5D 5.0 cfs Interception with Clogging �,,,a = 4.6 4.6 cfs Resuitin Curb Openin Capacity assumes clo ed condition Qc�ro = 2.8 2.8 cfs Resultant Street Canditions MINOR MAJOR Totailnlet Length L= 6.00 6.00 feet ResWtant Street Flow Spread (based on street geometry from above) T= 15.4 15A ft Resultant Flow Depth at S[reet Crown dcaawry = 0.0 0.0 inches Low Head Performance Reduction (Calculated) MINOR MAJOR Depth for Grate Midwidth d�,a�e = 0.523 0.523 ft Depth for Curb Opening Weir Equation dc,,,e = 0.33 0.33 ft Combination Inlet Performance Reduction Factor for Long Inlets RFcomo;�a�;o� = 0.71 0.71 Curb Opening PerFormance Reduction Factor for Long INets RFc,,,n = 1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RF�„�e = 071 0.71 MINOR MAJOR Total INet Interception Capacity (assumes clogged condition) Q, = s.z s.z cfs Inle[ Ca acit IS GOOD for Minor and Mabr Storms(>Q PEAK Q PenK aEouiaeo = 1.4 5.8 cfs GNK1020 UD-Inlet v4.06.xlsm, DP A1 10/22/2020, 4:15 PM ALLOWABLE CAPACITY POR ONE-HALF OF STREET (Minor & Major Storm) Project: InIetID: Warning T T T. T� ��" W T. m � STREEf � q, CROWN 5. � � _/ � mum Allowable Width for Spread Behind Curb Slope Behind Curb Qeave blank for no conveyance credit behind curb) iing's Roughness Behind Curb (typically between 0.012 and 0.020) of Curb at Gutter Flow Line ce from Curb Face to Street Crown Width Transverse Slope Cross Slope (typically 2 inches over 24 inches or 0.083 Pok) Longitudinal Slope - Enter 0 for sump condition ig's Roughness for Street Section (typically beiween 0.012 and 0.020) Allowable Spread for Minor & Major Storm Allowable Depth at Gutter Flowline for Minor & Major Storm k boxes are not applicable in SUMP conditions TencK = 10.5 k SancK = 0.020 fUft �sncK = 0.025 Hcuae = 6.00 inches TcaowN = 1 S.0 k W = 2.00 k Sx = 0.020 k/R Sw = 0.083 ftlft So = 0.000 fUft �sraEEr = 0.016 Minor Storm Major Storm Tnnnx = 18.0 18.0 ft danx = 5.84 8.40 inches i er Depth without Gutter Depression (Eq. ST-2) ical Depth between Gutter Lip and Gutter Fiowline (usually 2") er Depression (d� - (W ' S,' 12)) er Depth at Gutter Flowline rvable Spread for Discharge outside the Gutter Section W(T - W) er Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) �.harge outside the Gutter Section W, carried in Section Tx ��harge within the Gutter Section W(Q7 - Qx) :harge Behind the Curb (e.g., sidewaik, driveways, 6lawns) �.imum Flow Based On Allowable Spread i Vebcity within the Gutter Section Product Flow Velocity times Gutter Flowline Depth �retical Water Spread aretical Spread for Discharge outside the Gutter Section W(T - W) er Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) �retical Discharge outside the Gutter Section W, carried in Section Tx rH ial Discharge outside the Gutter Section W, (limited by distance Tcaown) :harge within the Gutter Section W(Qa - Qx) �.harge Behind the Curb (e.g., sidewalk, driveways, & lawns) il Discharge tor Major & Minor Storm (Pre-Safery Factor) �age Flow Velocity Within the Gutter Section Product: Flow Velocity Times Gutter Flowline Depth ie-Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm �. Flow Based on Allowable Depth (Safety Factor Applied) ultant Flow Depth at Gutter Flowline (Safety Factor Applied) ultant Flow Depth at S[reet Crown (Safety Factor Applied) OR STORM Allowable Capacity is based on Depth Criterion IOR STORM Allowable Capacity is based on Depth Criterion 01: Manning's n-value does not meet [he USDCM recommended design range. Y = 4.32 4.32 dc = 2.0 2.0 a= 1.52 1.52 d = 5.84 5.84 Tx= 16.0 16.0 Eo = 0.331 0.331 Qx = 0.0 0.0 Qw = 0.0 0.0 QeacK = 0.0 0.0 n�= SUMP SUMP �/ = 0.0 0.0 V*d = 0.0 0.0 Minor Storm Major Storm TrH = 16.0 287 Tx rH = 16.0 26.7 Eo = 0.331 0204 �HTH- O.O O.O Qx = 0.0 0.0 Qw = 0.0 0.0 QBnCK - O.O O.O Q = 0.0 0.0 V = 0.0 0.0 V*d = 0.0 0.0 R= SUMP SUMP G1a = SUMP SUMP d= dcaowry = Minor Storm Major Storm Q,no. = SUMP SUMP cfs GNK1020 UD-Inlet v4.06.xlsm, DP A4 10/22/2020, 4:27 PM I INLET IN A SUMP OR SAG LOCATION I Version 4.06 Released August 2018 �Lo (C)� H-Curb I H-Vert Wo Wp W � Lo (G) Design Information finoutl -I MINOR MAJOR Type of Inlet I Denver No. 16 Combination J Type = Denver No. 16 Combination Local Depression (additional to continuous gutter depression'a' from above) aio�ai = 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 Grete Information MINOR MAJOR ;� Override Depths Length of a Unit Grate Lo (G) = 3.00 feet Width of a Unit Grate Wo = 173 feet Area Opening Ratio for a Grate (typical values 0.15-0.90) Aaro = 0.31 � Clogging Factor for a Singie Grate (typical value 0.50 - 0.70) C� (G) = 0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = 3.60 Grate Orifice Coeffcient (typical value 0.60 - 0.80) Co (G) = 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 3.00 feet Height of Vertical Curb Opening in Inches H�en = 6.50 � inches Height of Curb Orifce Throat in Inches H�n,�a� = 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) Wp = 2.00 feet Ciogging Factor for a Single Curb Opening (typical value 0.10) C� (C) = 0.10 0.10 Curb Opening Weir Coefficient (rypical value 2.3-3.7) C„, (C) = 370 Curb Opening Orifice Coefficient Qypical value 0.60 - 0.70) Co (C) = 0.66 Grat�ElO]N_9¢flIy51S�C�LC1dl�tg41 MINOR MAJOR Ciogging Coefficient for MWtiple Units Coef = 1.88 1.88 Gogging Factor for MWtiple Units Clog = 0.24 024 Grete Capacity as a Weir (based on Modi£ed HEC22 Method) MINOR MAJOR Interception without Clogging Qw; = 8.1 10.6 cfs Interception with Clogging Qwa = 62 8.1 cfs Grate Capacity as a Orifice (based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging �o; = 22.1 23.3 cfs Interception with Clogging Qoa = 16.9 77.8 cfs Grete Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Q,,,, = 12.1 14.1 cfs Interception with Clogging Qma = 92 70.8 cfs Resultin Grete Capacit assumes clo ged condition Qeraie = 6.2 8.1 cfs Curb O eo nina Flow Analysis (Calculatedl MINOR MAJOR Clogging CoeHicient for Multiple Units Coef = 125 125 Clogging Factor for MWtiple Units Clog = 0.05 0.05 Curb Opening as a Weir (based on Modified HEC22 Method) MINOR MAJOR Interception without Ciogging Qw; = 4.4 6.3 cfs Interception with Clogging Qwa = 42 5.9 cfs Curb Opening as an Orifice (based on Modified HEC22 Method) MINOR MAJOR Interception without Ciogging Qo, = 22.5 23.4 cfs Interception with Clogging Qoa = 21.3 22.2 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qm; = 8.6 10.4 cfs Interception with Clogging Qma = 8.1 9.9 cfs Resulting Curb Openin Capacity assumes clog ed condition Qc��e = 4.2 5.9 cfs Resultant Street Conditions MINOR MAJOR Totallnlet Lenqth L= 12.00 12.00 feet Resultant Street Flow Spread (based on street geometry from above) T= 18.0 20B ft>T-Crown Resultant Flow Depth at Street Crown dcaowN = 0.0 0.7 inches e rm R u i I MINOR MAJOR Depth for Grate Midwidth d�,a�e = 0.509 0.564 ft Depth for Curb Opening Weir Equation dc�,e = 0.32 0.38 ft Combination Inlet Performance Reduction Factor for l.ong Inlets RFcome;�a�;o� = 0.55 0.61 Curb Opening Pertormance Reduction Factor for Long Inlets RFc�,e = 0.86 0.90 Grated Inlet Performance Reduction Factor for Long Inlets RFc,ac� = 0.55 0.61 MINOR MAJOR Total �nlet Interception Capacity (assumes clogged condition) �!a = e.a tz.s cfs Inlet Capacit IS GOOD for Minor and Ma�or Storms(>Q PEAK Q aEnKaeouiaeo = 2.0 97 cfs GNK1020 UD-Inlet v4.06.xlsm, DP A4 10/22/2020, 4:27 PM ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) Project: InIetID: Wamin9 T T T. T� ��" W T. m � STREEf � q, CROWN 5. � � _/ � mum Allowable Width for Spread Behind Curb Slope Behind Curb Qeave blank for no conveyance credit behind curb) iing's Roughness Behind Curb (typically between 0.012 and 0.020) of Curb at Gutter Flow Line ce from Curb Face to Street Crown Width Transverse Slope Cross Slope (typically 2 inches over 24 inches or 0.083 ftlft) Longitudinal Slope - Enter 0 for sump condition ig's Roughness for Street Section (typically between 0.012 and OA20) Allowabie Spread for Minor & Major Storm Allowable Depth at Gutter Flowline for Minor & Major Storm k boxes are not applicable in SUMP conditions er Depth without Gutter Depression (Eq. ST-2) ical Depth between Gutter Lip and Gutter Flowline (usually 2") er Depression (d� - (W ` S,' �2p er Depth at Gutter Flowline mable Spread for Discharge outside the Gutter Section W(T - W) er Flow to Design Flow Ratio by FHWA HEG22 method (Eq. ST-7) �.harge outside the Gutter Section W, carried in Section Tx ��harge within the Gutter Section W(Q7 - Qx) �,harge Behind the Curb (e.g., sidewalk, driveways, & lawns) �.imum Flow Based On Aliowable Spread i Velociry within the Gutter Section Product Flow Velocity times Gutter Flowline Depth �retical Water Spread �retical Spread for Discharge outside the Gutter Section W(T - W) er Flow to Design Flow Ratio by FHWA HEG22 method (Eq. ST-7) aretical Discharge outside the Gutter Section W, carried in Section Tx rH ial Discharge outside the Gutter Section W, (limited by distance TcRowN) ��harge within the Gutter Section W(Q� - Qx) �.harge Behind the Curb (e.g., sidewalk, driveways, & lawns) ii Discharge for Major & Minor Storm (Pre-Safety Factor) �age Flow Vebcity Within the Gutter Section Product: Flow Velocity Times Gutter Fiowline Depth �e-Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm �. Flow Based on Allowable Depth (Safety Factor Appiied) ultant Flow Depth at Gutter Flowline (Safety Factor Applied) ultant Flow Depth at S[reet Crown (Safety Factor Applied) STORM Allowable Capacity is based on Depth Criterion STORM Allowable Capacity is based on Depth Criterion � does not meet the USDCM recommended design range. Tancrc = 10.5 k SencK = 0.020 fVft �encrc = 0.025 Hcuae = 6.00 inches Tcaowry = 18.0 k W = 2.00 k Sx = 0.020 klft Sw = 0.083 ftlft So = 0.000 fUft �sraEEr = 0.016 Minor Storm Major Storm Tmae = 18.0 18A ft dMnx= 5.84 8.40 inches Y d� a d Tx Eo Qx Qw QBACK Qt V V'd TrH Tx rH Eo Qx rH Qx Qw QBACK Q V V`d R Qa d dcaowry 4.32 4.32 2.0 2.0 1.52 1.52 5.84 5.84 16.0 16.0 0.331 0.331 0.0 0.0 0.0 0.0 SUMP SUMP 0.0 0.0 0.0 0.0 Minor Storm Major Storm 18.0 28.7 16.0 26.7 0.331 0204 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Minor Storm Major Storm Q,no.= SUMP SUMP cfs GNK1020 UD-Inlet v4.06.xlsm, DP A6 10/22/2020, 429 PM � INLET IN A SUMP OR SAG LOCATION I Version 4.06 Released August 2078 �Lo (C)� H-Curb I H-Vert Wo Wp W � Lo (G) Design Information tlnoutl -I MINOR MAJOR Type of Inlet I Denver No. 16 Combination J Type = Denver No. 16 Combination Local Depression (additional to continuous gutter depression'a' from above) aio�,i = 2.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 2 Water Depth at Flowline (outside of local depression) Ponding Depth = 5.84 6.50 inches Grate Information MINOR MAJOR ;� Override Depths Length of a Unit Grate Lo (G) = 3.00 feet Width of a Unit Grate Wo = 173 feet Area Opening Ratio for a Grate (typical values 0.15-0.90) A,a�;o = 0.31 � Clogging Factor for a Single Grate (typical value 0.50 - 070) Cf (G) = 0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = 3.60 �� Grate Orifice Coeff�cient (typical value 0.60 - 0.80) Co (G) = 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 3.00 feet Height of Vertical Curb Opening in Inches H�err = 6.50 � inches Height of Curb Orifice Throat in Inches H�n��� = 525 � 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) Wp = 2.00 � feet Clogging Factor for a Single Curb Opening (typical value 0.10) C� (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-37) Cw (C) = 370 Curb Opening Orifice Coeffcient (rypical value 0.60 - 070) Co (C) = 0.66 S+JeS�ELQN'A_II31y.515._(S..3LCld13t¢.d� MINOR MAJOR Clogging Coefficient for MWtiple Units Coef = L50 1.50 Clogging Factorfor MWtiple Units Clog = 0.38 0.38 Grete Capacity as a Weir (based on Modifed HEC22 Method) MINOR MAJOR Interception without Clogqing Qw; = 62 8.1 cfs Interception with Clogging Qwa = 3.9 5.0 cfs Grate Capacity as a Orifice (based on Modified HEC22 Method) MINOR MAJOR Interception without Ciogging Qo; = 11.1 1'1.6 cfs Interception with Clogging Qoa = 6.9 7.3 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Q,,,, = 7.5 87 cfs Interception with Clogging Qma = 47 5.4 cfs Resultin Grete Capacit assumes cio ed condition neaie = 3.9 5.0 cfs S�b Ooening Flow Analysis (Calculatedl MINOR MAJOR Clogging Coefficient for Multiple Units Coef = 1.00 1.00 Clogging Factor for Multiple Units Clog = D.OS 0.08 Curb Opening as a Weir (based on Modified HEC22 Method) MINOR MAJOR Interception without Clogqing Qw; = 2.8 3.9 cfs Interception with Clogging Q„,a = 2.5 3.6 cfs Curb Opening as an Orifice (based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qo; = 11.2 1'1.7 cfs Interception with Clogging Qor = 10.3 107 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Q,,,; = 4.8 5.8 cfs Interception with Clogging �,,,a = 4.4 5.3 cfs Resuitin Curb Openin Capacity assumes clo ed condition Qc�ro = 2.5 3.6 cfs Resultant Street Canditions MINOR MAJOR Totailnlet Length L= 6.00 6.00 feet ResWtant Street Flow Spread (based on street geometry from above) T= 18.0 20B ft.>T-Crown Resultant Flow Depth at S[reet Crown dcaawry = 0.0 07 inches Low Head Performance Reduction (Calculated) MINOR MAJOR Depth for Grate Midwidth d�,a�e = 0.509 0.564 ft Depth for Curb Opening Weir Equation dc,,,e = 0.32 0.38 ft Combination Inlet Performance Reduction Factor for Long Inlets RFcomo;�a�;o� = 0.69 0.76 Curb Opening PerFormance Reduction Factor for Long INets RFc,,,n = 1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RF�„�e = 0.69 0.76 MINOR MAJOR Total INet Interception Capacity (assumes clogged condition) Qa' S.6 �.a cfs Inle[ Ca acit IS GOOD for Minor and Mabr Storms(>Q PEAK Q PenK aEouiaeo = 1.6 72 cfs GNK1020 UD-Inlet v4.06.xlsm, DP A6 10/22/2020, 429 PM Version 4.06 Released August 2018 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) Project: InIetID: i r�� r , r. TM.. � w r, m � STREEf � 0. CROWN 5. � '_ '� % �num Allowable Wid[h for Spread Behind Curb Slope Behind Cur6 (leave blank for no conveyance credit behind curb) iing's Roughness Behind Curb (typically between 0.012 and 0.020) of Curb at Gutter Flow Line �e from Curb Face to Street Crown Width Transverse Slope Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) Longitudinal Slope - Enter 0 for sump condi[ion ig's Roughness for Street Section (typically between 0.012 and 0.020) Allowable Spread for Minor & Major Storm Allowable Depth at Gutter Flowline for Minor & Major Storm k boxes are not applicable in SUMP conditions TeacK = 0.0 ft Sencx = ft/ft �encrc = HwRa = 6.00 inches TcaowN = 25.0 k W = 2.00 ft Sx = 0.045 ftlk Sw = 0.083 fUk So = 0.000 fVft �sTaEEr = 0.016 Minor Storm Major S[orm Tnnnx = 25.0 25.0 it dmAx = 4.80 4.80 inches r er Deplh without Gutter Depression (Eq. ST-2) ical Depth between Gutter Lip and Gutter Flowline (usually 2") er Depression (d� - (W " S„' 12)) er Depth at Gut[er Flowline mable Spread for Discharge outside the Gutter Section W(T - W) er Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) �.harge outside the Gutter Section W, carried in Section Tx �.harge within the Gutter Section W(Qr - Qx) �.harge Behind the Curb (e.g., sidewalk, driveways, & lawns) imum Flow Based On Allowable Spread i Velocity within the Gutter Section Product: Flow Velociry times Gutter Flowline Depth �retical Water Spread �retical Spread for Discharge outside the Gutter Section W(T - W) er Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) xetical Discharge outside the Gutter Section W, carried in Section Tx rH ial Discharge outside the Gutter Section W, Qimited by distance Tcaowr�) ��harge within the Gutter Section W(Qa - Qx) ��harge Behind the Curb (e.g., sidewalk, driveways, & lawns) tl Discharge for Major & Minor Storm (Pre-Safety Factor) �age Flow Velocity Within the Gutter Section Product: Flow Velocity Times Gutter Flowline Depth �e-Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm Flow Based on Allowable Depth (Safety Factor Applied) ultant Flow Depth at Gutter Flowline (Safety Factor Applied) ultant Flow Depth at Street Crown (Safery Factor Applied) OR STORM Allowable Capacity is based on Depth Criterion IOR STORM Allowable Capacity is based on Depth Criterion y= 13.50 13.50 dc = 2.0 2.0 a = 0.91 0.91 d = 14.41 14.41 Tx = 23.0 23.0 Eo= 0209 0209 Qx = 0.0 0.0 Qw= 0.0 0.0 �lencrc = 0.0 0.0 �r= SUMP SUMP � = 0.0 0.0 V'd = 0.0 0.0 Minor Storm Major Storm TrH = 7.2 7.2 ft Tx rH = 52 5.2 ft Eo = 0.633 0.633 �1x rH = 0.0 0.0 cfs Qx = 0.0 0.0 cfs Qw = 0.0 0.0 cfs QencK = 0.0 0.0 cfs Q = 0.0 0.0 cfs V = 0.0 0.0 fps V`d = 0.0 0.0 R= SUMP SUMP Qa = SUMP SUMP cfs d = incf dcaowN = incf Minor Storm Major Storm �,no. = SUMP SUMP cfs GNK1020 UD-Inlet v4.06.xlsm, DP AS 10/22/2020, 429 PM I INLET IN A SUMP OR SAG LOCATION I Version 4.06 Released August 2018 Lo (C)� H-Curb H-Vert Wo WP W J Lo (G ) Desi n Information In ut I MINOR MAJOR Type of Inlet Denver No. 16 Combination _ Type = Denver No. 16 Combination Local Depression (additional to con[inuous gutter depression'a' From above) aio�ai = 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 r Override Depths Length of a Unit Grate Lo (G) = 3.00 � feet Width of a Unit Grete Wo = 1.73 � � feet Area Opening Ratio for a Grate (typical values 0.15-0.90) A,a,;o = 0.31 � Clogging Factor for a Single Grete (typical value 0.50 - 070) C� (G) = 0.50 0.50 Grete Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = 3.60 Grate Orifice Coefficient (typical value 0.60 - 0.80) Cp (G) = 0.60 �� Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (�) = 3.00 � feet Height of Vertical Curb Opening in Inches H�en = 6.50 � inches Height of Curb Orifce Throat in Inches H�n,o�� = 525 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) Wo = 2.00 �� feet Clogging Factor for a Single Curb Opening (typical value 0.10) C� (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 370 Curb Opening Orifice Coefficien[ (typical value 0.60 - 070) Co (C) = 0.66 Grate Flow Anai sis Calculated MINOR MAJOR Clogging Coefficient for MWtiple Units Coe� = 7.00 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 Clogqing Qw; = 3.5 3.5 cfs Interception with Clogging Qw, = 1.8 1.8 cfs Grete Capacity as a Orifice (based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qo� = 5.0 5.0 cfs Interception with Clogging Q,,, = 2.5 2.5 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qm; = 3.8 3.8 cfs Interception with Clogging Qma = 1.9 1.9 cfs Resulting Grate Capacit assumes clogged condition Qe�,�e = 1.8 1.8 cfs Curb O enin Flow Anal sis Ca�culated MINOR MAJOR Clogging Coefficient for MWtiple Units Coef = 7.00 1.00 Clogging Factor for Muitiple 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 cts Interception with Clogging �., = 0.8 0.8 cfs Curb Opening as an Orifice (based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qo; = 52 52 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 am, = 7.6 1.6 cfs Resultin Curb Openin Capacit assumes clo ed condition) �c�.o = 0.8 0.8 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L= 3.00 3.00 feet Resultant Street Flow Spread (6ased on sUeet geometry from above) T= 72 72 ft ResWtant Fiow Depth at Street Crown dcaowN = 0.0 0.0 inches Low Head Performance Reduction Calculated MINOR MAJOR Depth for Grete Midwidth d�,��e = OA23 0.423 R Depth for Curb Opening Weir Equation d�,,,� = 023 023 ft Combination Inlet Performance Reduction Factor for Long Inlets RFcpmo;�a,;o„ = 0.75 075 Curb Opening Pertormance Reduc[ion Factor for Long Inlets RF�,,,� = 1.00 1.00 Grated Inlet Pedormance Reduction Factor for Long Inlets RF�,a,a = 0.75 075 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Q, = z.a z.a cfs Inlet Capacity IS GOOD for Minor and Major Storms >Q PEAK Q PearcaeowFeo = 0.4 1.6 cfs GNK1020 UD-Inlet v4.06.xlsm, DP AS 10/22/2020, 429 PM ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) Project: InIetID: T T T. T� ��" W T. m � STREEf � q, CROWN 5. � � _/ � mum Allowable Width for Spread Behind Curb Slope Behind Curb Qeave blank for no conveyance credit behind curb) iing's Roughness Behind Curb (typically between 0.012 and 0.020) of Curb at Gutter Flow Line ce from Curb Face to Street Crown Width Transverse Slope Cross Slope (typically 2 inches over 24 inches or 0.083 ftlft) Longitudinal Slope - Enter 0 for sump condition ig's Roughness for Street Section (typically between 0.012 and OA20) Tancrc = 0.0 k SencK = fUft �eacK = Hcuae = 6.00 inches Tcaowry = 25.0 k W = 2.00 k Sx = 0.035 klft Sw = 0.083 ftlft So = 0.000 fUft �sraEEr = 0.016 Allowabie Spread for Minor & Major Storm Allowable Depth at Gutter Flowline for Minor & Major Storm k boxes are not applicable in SUMP conditions er Depth without Gutter Depression (Eq. ST-2) ical Depth between Gutter Lip and Gutter Flowline (usually 2") er Depression (d� - (W ` S,' �2p er Depth at Gutter Flowline mable Spread for Discharge outside the Gutter Section W(T - W) er Flow to Design Flow Ratio by FHWA HEG22 method (Eq. ST-7) �.harge outside the Gutter Section W, carried in Section Tx ��harge within the Gutter Section W(Q7 - Qx) �,harge Behind the Curb (e.g., sidewalk, driveways, & lawns) �.imum Flow Based On Aliowable Spread i Velociry within the Gutter Section Product Flow Velocity times Gutter Flowline Depth �retical Water Spread �retical Spread for Discharge outside the Gutter Section W(T - W) er Flow to Design Flow Ratio by FHWA HEG22 method (Eq. ST-7) aretical Discharge outside the Gutter Section W, carried in Section Tx rH ial Discharge outside the Gutter Section W, (limited by distance TcRowN) ��harge within the Gutter Section W(Q� - Qx) �.harge Behind the Curb (e.g., sidewalk, driveways, & lawns) ii Discharge for Major & Minor Storm (Pre-Safety Factor) �age Flow Vebcity Within the Gutter Section Product: Flow Velocity Times Gutter Fiowline Depth �e-Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm �. Flow Based on Allowable Depth (Safety Factor Appiied) ultant Flow Depth at Gutter Flowline (Safety Factor Applied) ultant Flow Depth at S[reet Crown (Safety Factor Applied) STORM Allowable Capacity is based on Depth Criterion STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm Tmae= 25.0 25A ft dMnx= 4.80 4.80 inches Minor Storm Major Storm y= 10.50 10.50 inches dc= 2.0 2.0 inches a = 1.15 1.15 inches d = 11.65 11.65 inches Tx = 23.0 23.0 ft Eo = 0215 0.215 Qx = 0.0 0.0 cfs �1w = 0.0 0.0 cfs QBACK - O.O Q.� CfS Qr= SUMP SUMP cfs � = 0.0 0.0 fps V'd = 0.0 0.0 Minor Storm Major Storm TrH = 87 8.7 ft Tx rH = 6.7 6.7 n Eo = 0.573 0.573 Qx rH = 0.0 0.0 cfs Qx = 0.0 0.0 cfs Qw = 0.0 OA cfs QBACK - O.O �.� Ci5 Q = 0.0 0.0 cfs V = 0.0 0.0 fps V`d = 0.0 0.0 R= SUMP SUMP Qa = SUMP SUMP cfs d = inci dcaowry = incl Minor Storm Major Storm Q,no.= SUMP SUMP cfs GNK1020 UD-Inlet v4.06.xlsm, DP A9 10/22/2020, 426 PM � INLET IN A SUMP OR SAG LOCATION I Version 4.06 Released August 2078 �Lo (C)� H-Curb I H-Vert Wo Wp W � Lo (G) Design Information tlnoutl -I MINOR MAJOR Type of Inlet I Denver No. 16 Combination J Type = Denver No. 16 Combination Local Depression (additional to continuous gutter depression'a' from above) aio�,i = 2.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 2 Water Depth at Flowline (outside of local depression) Ponding Depth = 4.80 4.80 inches Grate Information MINOR MAJOR � Override Depths Length of a Unit Grate Lo (G) = 3.00 feet Width of a Unit Grate Wo = 173 feet Area Opening Ratio for a Grate (typical values 0.15-0.90) A,a�;o = 0.31 � Clogging Factor for a Single Grate (typical value 0.50 - 070) Cf (G) = 0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = 3.60 �� Grate Orifice Coeff�cient (typical value 0.60 - 0.80) Co (G) = 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 3.00 feet Height of Vertical Curb Opening in Inches H�err = 6.50 � inches Height of Curb Orifice Throat in Inches H�n��� = 525 � 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) Wp = 2.00 � feet Clogging Factor for a Single Curb Opening (typical value 0.10) C� (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-37) Cw (C) = 370 Curb Opening Orifice Coeffcient (rypical value 0.60 - 070) Co (C) = 0.66 S+JeS�ELQN'A_II31y.515._(S..3LCld13t¢.d� MINOR MAJOR Clogging Coefficient for MWtiple Units Coef = L50 1.50 Clogging Factorfor MWtiple Units Clog = 0.38 0.38 Grete Capacity as a Weir (based on Modifed HEC22 Method) MINOR MAJOR Interception without Clogqing Qw; = 3.9 3.9 cfs Interception with Clogging Qwa = 2.4 2.4 cfs Grate Capacity as a Orifice (based on Modified HEC22 Method) MINOR MAJOR Interception without Ciogging Qo; = 10.1 10.1 cfs Interception with Clogging Qoa = 6.3 6.3 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Q,,,, = 5.6 5.6 cfs Interception with Clogging Qma = 3.5 3.5 cfs Resultin Grete Capacit assumes cio ed condition neaie = 2.4 2.4 cfs S�b Ooening Flow Analysis (Calculatedl MINOR MAJOR Clogging Coefficient for Multiple Units Coef = 1.00 1.00 Clogging Factor for Multiple Units Clog = D.OS 0.08 Curb Opening as a Weir (based on Modified HEC22 Method) MINOR MAJOR Interception without Clogqing Qw; = 1.4 1.4 cfs Interception with Clogging Q„,a = 1.3 1.3 cfs Curb Opening as an Orifice (based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qo; = 10.5 10.5 cfs Interception with Clogging Qor = 9.6 9.6 cfs Curb Opening Capacity as Mized Flow MINOR MAJOR Interception without Clogging Q,,,; = 33 3.3 cfs Interception with Clogging o,,,a = 3.0 3A cfs Resuitin Curb Openin Capacity assumes clo ed condition Qc�ro = 1.3 1.3 cfs Resultant Street Canditions MINOR MAJOR Totailnlet Length L= 6.00 6.00 feet Resultant Street Flow Spread (based on street geometry from above) T= 87 8.7 ft Resultant Flow Depth at S[reet Crown dcaawry = 0.0 0.0 inches Low Head Performance Reduction (Calculated) MINOR MAJOR Depth for Grate Midwidth d�,a�e = 0.423 0.423 ft Depth for Curb Opening Weir Equation dc,,,e = 023 023 ft Combination Inlet Performance Reduction Factor for Long Inlets RFcomo;�a�;o� = 0.56 0.56 Curb Opening PerFormance Reduction Factor for Long INets RFc,,,n = 1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RF�„�e = 0.56 0.56 MINOR MAJOR Total INet Interception Capacity (assumes clogged condition) Q, = s.a 3.a cfs Inle[ Ca acit IS GOOD for Minor and Mabr Storms(>Q PEAK Q PenK aEouiaeo = 0.6 2.6 cfs GNK1020 UD-Inlet v4.06.xlsm, DP A9 10/22/2020, 426 PM ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) Project: InIetID: T T T. T� ��" W T. m � STREEf � q, CROWN 5. � � _/ � mum Allowable Width for Spread Behind Curb Slope Behind Curb Qeave blank for no conveyance credit behind curb) iing's Roughness Behind Curb (typically between 0.012 and 0.020) of Curb at Gutter Flow Line ce from Curb Face to Street Crown Width Transverse Slope Cross Slope (typically 2 inches over 24 inches or 0.083 ftlft) Longitudinal Slope - Enter 0 for sump condition ig's Roughness for Street Section (typically between 0.012 and OA20) Tancrc = 0.0 k SencK = fUft �eacK = Hcuae = 6.00 inches Tcaowry = 25.0 k W = 2.00 k Sx = 0.020 klft Sw = 0.083 ftlft So = 0.000 fUft �sraEEr = 0.016 Allowabie Spread for Minor & Major Storm Allowable Depth at Gutter Flowline for Minor & Major Storm k boxes are not applicable in SUMP conditions er Depth without Gutter Depression (Eq. ST-2) ical Depth between Gutter Lip and Gutter Flowline (usually 2") er Depression (d� - (W ` S,' �2p er Depth at Gutter Flowline mable Spread for Discharge outside the Gutter Section W(T - W) er Flow to Design Flow Ratio by FHWA HEG22 method (Eq. ST-7) �.harge outside the Gutter Section W, carried in Section Tx ��harge within the Gutter Section W(Q7 - Qx) �,harge Behind the Curb (e.g., sidewalk, driveways, & lawns) �.imum Flow Based On Aliowable Spread i Velociry within the Gutter Section Product Flow Velocity times Gutter Flowline Depth �retical Water Spread �retical Spread for Discharge outside the Gutter Section W(T - W) er Flow to Design Flow Ratio by FHWA HEG22 method (Eq. ST-7) aretical Discharge outside the Gutter Section W, carried in Section Tx rH ial Discharge outside the Gutter Section W, (limited by distance TcRowN) ��harge within the Gutter Section W(Q� - Qx) �.harge Behind the Curb (e.g., sidewalk, driveways, & lawns) ii Discharge for Major & Minor Storm (Pre-Safety Factor) �age Flow Vebcity Within the Gutter Section Product: Flow Velocity Times Gutter Fiowline Depth �e-Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm �. Flow Based on Allowable Depth (Safety Factor Appiied) ultant Flow Depth at Gutter Flowline (Safety Factor Applied) ultant Flow Depth at S[reet Crown (Safety Factor Applied) STORM Allowable Capacity is based on Depth Criterion STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm Tmae= 25.0 25A ft dMnx= 6.00 6.00 inches Minor Storm Major Storm y= 6.00 6.00 inches dc= 2.0 2.0 inches a = 1.51 1.51 inches d = 7.51 7.51 inches Tx = 23.0 23.0 ft Eo = 0235 0.235 Qx = 0.0 0.0 cfs �1w = 0.0 0.0 cfs QBACK - O.O Q.� CfS Qr= SUMP SUMP cfs � = 0.0 0.0 fps V'd = 0.0 0.0 Minor Storm Major Storm TrH = 18.7 18.7 ft Tx rH = 16.7 16.7 ft Eo = 0.318 0.318 Qx rH = 0.0 0.0 cfs Qx = 0.0 0.0 cfs Qw = 0.0 OA cfs QBACK - O.O �.� Ci5 Q = 0.0 0.0 cfs V = 0.0 0.0 fps V`d = 0.0 0.0 R= SUMP SUMP Qa = SUMP SUMP cfs d = inci dcaowry = incl Minor Storm Major Storm Q,no.= SUMP SUMP cfs GNK1020 UD-Inlet v4.06.xlsm, DP A10 10/22/2020, 4:32 PM � INLET IN A SUMP OR SAG LOCATION I Version 4.06 Released August 2078 �Lo (C)� H-Curb I H-Vert Wo Wp W � Lo (G) Design Information tlnoutl MINOR MAJOR Type of Inlet I Denver No. 16 Combination _� Type = Denver No. 16 Combination Local Depression (additional to continuous gutter depression'a' from above) aio�,i = 2.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 1 Water Depth at Flowline (outside of local depression) Ponding Depth = 6.00 6.00 inches Grate Information MINOR MAJOR � Override Depths Length of a Unit Grate Lo (G) = 3.00 feet Width of a Unit Grate Wo = 173 feet Area Opening Ratio for a Grate (typical values 0.15-0.90) A,a�;o = 0.31 � Clogging Factor for a Single Grate (typical value 0.50 - 070) Cf (G) = 0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = 3.60 �� Grate Orifice Coeff�cient (typical value 0.60 - 0.80) Co (G) = 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 3.00 feet Height of Vertical Curb Opening in Inches H�err = 6.50 � inches Height of Curb Orifice Throat in Inches H�n��� = 525 � 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) Wp = 2.00 � feet Clogging Factor for a Single Curb Opening (typical value 0.10) C� (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-37) Cw (C) = 370 Curb Opening Orifice Coeffcient (rypical value 0.60 - 070) Co (C) = 0.66 S+JeS�ELON'A_II31y.515._(C.3LCld13t¢.d� MINOR MAJOR Clogging Coefficient for MWtiple Units Coef = 1.00 1.00 Clogging Factorfor MWtiple Units Clog = 0.50 0.50 Grete Capacity as a Weir (based on Modifed HEC22 Method) MINOR MAJOR Interception without Clogqing Qw; = 6.0 6.0 cfs Interception with Clogging Qwa = 3.0 3.0 cfs Grate Capacity as a Orifice (based on Modified HEC22 Method) MINOR MAJOR Interception without Ciogging Qo; = 5.6 5.6 cfs Interception with Clogging Qoa = 2.8 2.8 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Q,,,, = 52 52 cfs Interception with Clogging Qma = 2.6 2.6 cfs Resultin Grete Capacit assumes cio ed condition neaie = 2.6 2.6 cfs S�b Ooening Flow Analysis (Calculatedl 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 Clogqing Qw; = 2.0 2.0 cfs Interception with Clogging Q„,a = 1.7 17 cfs Curb Opening as an Orifice (based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qo; = 57 5.7 cfs Interception with Clogging Qor = 47 4.7 cfs Curb Opening Capacity as Mized Flow MINOR MAJOR Interception without Clogging Q,,,; = 2.9 2.9 cfs Interception with Clogging �,,,a = 2A 2.4 cfs Resuitin Curb Openin Capacity assumes do ed condition Qc�ro = 1.7 17 cfs Resultant Street Canditions MINOR MAJOR Totailnlet Length L= 3.00 3.00 feet ResWtant Street Flow Spread (based on street geometry from above) T= 187 187 ft Resultant Flow Depth at S[reet Crown dcaawry = 0.0 0.0 inches Low Head Performance Reduction (Calculated) MINOR MAJOR Depth for Grate Midwidth d�,a�e = 0.523 0.523 ft Depth for Curb Opening Weir Equation dc,,,e = 0.33 0.33 ft Combination Inlet Performance Reduction Factor for Long Inlets RFcomo;�a�;o� = 0.94 0.94 Curb Opening PerFormance Reduction Factor for Long INets RFc,,,n = 1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RF�„�e = 0.94 0.94 MINOR MAJOR Total INet Interception Capacity (assumes clogged condition) Qa' 3.9 3s cfs Inle[ Ca acit IS GOOD for Minor and Mabr Storms(>Q PEAK Q PenK aEouiaeo = 0.4 17 cfs GNK1020 UD-Inlet v4.06.xlsm, DP A10 10/22/2020, 4:32 PM ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) Project: InIetID: T T T. T� ��" W T. m � STREEf � q, CROWN 5. � � _/ � mum Allowable Width for Spread Behind Curb Slope Behind Curb Qeave blank for no conveyance credit behind curb) iing's Roughness Behind Curb (typically between 0.012 and 0.020) of Curb at Gutter Flow Line ce from Curb Face to Street Crown Width Transverse Slope Cross Slope (typically 2 inches over 24 inches or 0.083 ftlft) Longitudinal Slope - Enter 0 for sump condition ig's Roughness for Street Section (typically between 0.012 and OA20) Tancrc = 0.0 k SencK = fUft �eacK = Hcuae = 6.00 inches Tcaowry = 25.0 k W = 2.00 k Sx = 0.050 klft Sw = 0.083 ftlft So = 0.000 fUft �sraEEr = 0.016 Allowabie Spread for Minor & Major Storm Allowable Depth at Gutter Flowline for Minor & Major Storm k boxes are not applicable in SUMP conditions er Depth without Gutter Depression (Eq. ST-2) ical Depth between Gutter Lip and Gutter Flowline (usually 2") er Depression (d� - (W ` S,' �2p er Depth at Gutter Flowline mable Spread for Discharge outside the Gutter Section W(T - W) er Flow to Design Flow Ratio by FHWA HEG22 method (Eq. ST-7) �.harge outside the Gutter Section W, carried in Section Tx ��harge within the Gutter Section W(Q7 - Qx) �,harge Behind the Curb (e.g., sidewalk, driveways, & lawns) �.imum Flow Based On Aliowable Spread i Velociry within the Gutter Section Product Flow Velocity times Gutter Flowline Depth �retical Water Spread �retical Spread for Discharge outside the Gutter Section W(T - W) er Flow to Design Flow Ratio by FHWA HEG22 method (Eq. ST-7) aretical Discharge outside the Gutter Section W, carried in Section Tx rH ial Discharge outside the Gutter Section W, (limited by distance TcRowN) ��harge within the Gutter Section W(Q� - Qx) �.harge Behind the Curb (e.g., sidewalk, driveways, & lawns) ii Discharge for Major & Minor Storm (Pre-Safety Factor) �age Flow Vebcity Within the Gutter Section Product: Flow Velocity Times Gutter Fiowline Depth �e-Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm �. Flow Based on Allowable Depth (Safety Factor Appiied) ultant Flow Depth at Gutter Flowline (Safety Factor Applied) ultant Flow Depth at S[reet Crown (Safety Factor Applied) STORM Allowable Capacity is based on Depth Criterion STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm Tmae= 25.0 25A ft dMnx= 4.80 4.80 inches Minor Storm Major Storm y= 15.00 15.00 inches dc= 2.0 2.0 inches a = 0.79 0.79 inches d = 15.79 15.79 inches Tx = 23.0 23.0 ft Eo = 0207 0.207 Qx = 0.0 0.0 cfs �1w = 0.0 0.0 cfs QBACK - O.O Q.� CfS Qr= SUMP SUMP cfs � = 0.0 0.0 fps V'd = 0.0 0.0 Minor Storm Major Storm TrH = 67 6.7 ft Tx rH = 4.7 4.7 ft Eo = 0.657 0.657 Qx rH = 0.0 0.0 cfs Qx = 0.0 0.0 cfs Qw = 0.0 OA cfs QBACK - O.O �.� Ci5 Q = 0.0 0.0 cfs V = 0.0 0.0 fps V`d = 0.0 0.0 R= SUMP SUMP Qa = SUMP SUMP cfs d = inci dcaowry = incl Minor Storm Major Storm Q,no.= SUMP SUMP cfs GNK1020 UD-Inlet v4.06.xlsm, DP A11 10/22/2020, 4:17 PM � INLET IN A SUMP OR SAG LOCATION I Version 4.06 Released August 2078 �Lo (C)� H-Curb I H-Vert Wo Wp W � Lo (G) Design Information tlnoutl -I MINOR MAJOR Type of Inlet I Denver No. 16 Combination J Type = Denver No. 16 Combination Local Depression (additional to continuous gutter depression'a' from above) aio�,i = 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 � Override Depths Length of a Unit Grate Lo (G) = 3.00 feet Width of a Unit Grate Wo = 173 feet Area Opening Ratio for a Grate (typical values 0.15-0.90) A,a�;o = 0.31 � Clogging Factor for a Single Grate (typical value 0.50 - 070) Cf (G) = 0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = 3.60 �� Grate Orifice Coeff�cient (typical value 0.60 - 0.80) Co (G) = 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 3.00 feet Height of Vertical Curb Opening in Inches H�err = 6.50 � inches Height of Curb Orifice Throat in Inches H�n��� = 525 � 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) Wp = 2.00 � feet Clogging Factor for a Single Curb Opening (typical value 0.10) C� (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-37) Cw (C) = 370 Curb Opening Orifice Coeffcient (rypical value 0.60 - 070) Co (C) = 0.66 S+JeS�ELON'A_II31y.515._(C.3LCld13t¢.d� MINOR MAJOR Clogging Coefficient for MWtiple Units Coef = 1.00 1.00 Clogging Factorfor MWtiple Units Clog = 0.50 0.50 Grete Capacity as a Weir (based on Modifed HEC22 Method) MINOR MAJOR Interception without Clogqing Qw; = 3.5 3.5 cfs Interception with Clogging Qwa = 1.8 1.8 cfs Grate Capacity as a Orifice (based on Modified HEC22 Method) MINOR MAJOR Interception without Ciogging Qo; = 5.0 5.0 cfs Interception with Clogging Qoa = 2.5 2.5 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Q,,,, = 3.8 3B cfs Interception with Clogging Qma = 1.9 1.9 cfs Resultin Grete Capacit assumes cio ed condition neaie = 1.6 1.8 cfs S�b Ooening Flow Analysis (Calculatedl 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 Clogqing Qw; = 0.9 0.9 cfs Interception with Clogging Q„,a = 0.8 0.8 cfs Curb Opening as an Orifice (based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qo; = 52 5.2 cfs Interception with Clogging Qor = 4.4 4.4 cfs Curb Opening Capacity as Mized Flow MINOR MAJOR Interception without Clogging Q,,,; = 1.9 1.9 cfs Interception with Clogging �,,,a = 1.6 1.6 cfs Resuitin Curb Openin Capacity assumes clo ed condition Qc�ro = 0.8 0.8 cfs Resultant Street Canditions MINOR MAJOR Totailnlet Length L= 3.00 3.00 feet Resultant Street Flow Spread (based on street geometry from above) T= 67 6.7 ft Resultant Flow Depth at S[reet Crown dcaawry = 0.0 0.0 inches Low Head Performance Reduction (Calculated) MINOR MAJOR Depth for Grate Midwidth d�,a�e = 0.423 0.423 ft Depth for Curb Opening Weir Equation dc,,,e = 023 023 ft Combination Inlet Performance Reduction Factor for Long Inlets RFcomo;�a�;o� = 0.75 075 Curb Opening PerFormance Reduction Factor for Long INets RFc,,,n = 1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RF�„�e = 075 075 MINOR MAJOR Total INet Interception Capacity (assumes clogged condition) Q, = z•s z.s cfs Inle[ Ca acit IS GOOD for Minor and Mabr Storms(>Q PEAK Q PenK aEouiaeo = 0.4 1.6 cfs GNK1020 UD-Inlet v4.06.xlsm, DP A11 10/22/2020, 4:17 PM ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) Project: Inlet ID: r ra r. rw„ 5=" __� w T. STREEf a `�Ta CROWN i - �' �� o / num Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no comeyance credit behind curb) iing's Roughness Behind Curb (typically between 0.012 and 0.020) of Curb at Gutter Flow Line ce from Curb Face to Street Crown Width Transverse Siope Cross Slope (typically 2 inches over 24 inches or 0.083 fUft) Longitudinal Slope - Enter 0 for sump condition ig's Roughness for Sireet Section (typically between 0.012 and 0.020) Allowable Spread for Minor & Major Storm Ailowable Depth at Gutter Flowline for Minor & Major Storm Flow Depth at Street Crown (�eave blank for no) er Depth without Gutter Depression (Eq. ST-2) ical Depth between Gutter Lip and Gutter Flowline (usually 2") er Depression (d� - (W ' S„' 12)) er Depth at Gutter Flowline .vable Spread for Discharge outside the Gutter Section W(T - W) er Flow to Design Flow Ratio by FHWA HEG22 method (Eq. ST-7) :harge outside the Gutter Section W, carried in Section Tx :harge within the Gutter Section W(Qr - Qx) :harge Behind the Curb (e.g., sidewalk, driveways, & lawns) :imum Fiow Based On Allowable Spread e Velocity within the Gutter Section Product Flow Velocity times Gutter Flowline Depth oretical Water Spread oretical Spread for Discharge outside the Gutter Section W(T - W) �sr Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) oretical Discharge outside the Gutter Section W, carried in Section Tx7H ial Discharge outside the Gutter Section W, Qimited by distance TcaowN) :harge within the Gutter Section W(Qa - Qx) :harge Behind the Curb (e.g., sidewalk; driveways, & lawns) il Discharge for Major & Minor Storm (Pre-Safety Factor) rage Flow Velocity Within the Gutter Section Product: Flow Velocity Times Gutter Flowline Depih ie-Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm �. Flow Based on Allowable Depth (Safety Factor Applied) Wtant Flow Depth at Gutter Flowline (Safety Factor Applied) Wtant Flow Depth at Street Crown (Safety Factor Applied) TBACK - O.O R SBACK - iIR �aacK = Hwae = 6.00 inches TcaowN = 25A ft W = 2.00 ft Sx = 0.030 ft/ft Sw = 0.083 ft/f[ So = 0.0235 ft/ft �srREEr = 0.016 Minor Storm Major Storm Tmax = 25.0 25.0 ft dnnae = 6.00 6.00 inches � - check = yes Y d� a d Tx Eo �x Qw 4ancK Qr V V*d Tr� TxrH Eo Qx rN dx Qw 4ancK Q V V'd R Qa d dcaowr� Minor Storm Major St< 9.00 9.00 2.0 2.0 1.27 1.27 10.27 10.27 23.0 23.0 0.219 0.219 66.5 66.5 18.7 18.7 85.2 85.2 72.1 12.1 10.3 10.3 Minor Storm Major Storm 13.1 13.1 11.1 11.1 0.411 0.411 9.6 9.6 6.7 6.7 0.0 0.0 16.3 16.3 8.0 8.0 4.0 4.0 5.82 5.82 0.00 0.00 INOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm AJOR STORM Allowable Capacity is based on Depth Criterion Q,no. = 14.8 14.8 cfs inor s[orm inax. allowable capacity GOOD - greater than [he design flow given on sheet'Inlet Management' aior storm max. allowable capacity GOOD - greater than the desipn flow given on sheet'Inlet ManagemenY GNK1020_UD-Inlet_v4.06.xlsm, DP At3 (Type R) 10/26/2020, 10:57 AM INLET ON A CONTINUOUS GRADE Version 4.06 Released August 2018 �Lo i;C�� �- --- - - ----- - -. . of Inlet CDOTType R Curb Opening _ Depression (additional to continuous gutter depression'a') Number of Units in the Inlet (Grate or Curb Opening) h of a Single Unit Inlet (Grate or Curb Opening) of a Unit Grete (cannot be greater than W, Gutter Width) ing Factor for a Single Unit Grate (typical min. value = 0.5) ino Factor for a Sinole Unit Curb Ooenino Rvoical min. value = 0.11 3n Discharge for Half of Street (from Sheet Inlet Management) r Spread Width r Depth at Flowiine (outside of local depression) r Depth at Street Crown (or at TMqx) of Gutter Flow ta Design Flow iarge outside the Gutter Section W, carried in Section T, iarge within the Gutter Section W iarge Behind the Curb Face Area within the Gutter Section W :itv within the Gutter Section W Length of Inlet Grate Opening of Grete Flow to Design Flow r No-qogging Condition wm Velocity Where Grate Spiash-Over Begins eption Rate of Fronial Flow eption Rate of Side Flow eption Capacity r Clogging Condition ing Coeffcient for Multiple-unit Grate Inlet ing Factor for Multiple-unit Grate Inlet ive (undogged) Length of MWtiple-unit Grete Inlet wm Velocity Where Grate Splash-Over Begins eption Rate of Frontal Flow eption Rate of Side Flow d Interception Capacity �-Over Flow = Q,; Q, (to be applied to curb openinp or next dls lent Slope Se (based on grate carry-over) ed Length Lr to Have 100 % Interception No-Clogging Condition �e Length of Curb Opening or Slotted Inlet (minimum of L, Lr) ption Capacity Clogging Condition �g Coefficient ig Factor for Multiple-unit Curb Opening or Slotted Inlet ie (Unclogged) Length Interception Capacity Dver Flow = Q,,,,;,,,rF,-4, Inletlnterception Capacity Inlet Carry-Over Flow (flow bypassing inlet) ira Prmnnfaar = n /O_ _ MINOR MAJOR Type = CDOT Type R Curb Openini a�ocn� = 3.0 No = 1 Lo= 10.W Wo = NIA C�G = NIA N/A C,-C = 0.10 0.10 Qo = L2 5.1 T = 3.8 8.1 d = 2.7 4.2 dceow�u = 0.0 0.0 Eo = 0.937 0.626 Q,= 0.1 1.9 Qw= 1.1 32 4ancK = 0.0 0.0 A�„ = 0.28 0.53 VW = 4.1 6.0 MINOR MAJOR L = NfA NIA ft Eo-canre = N/A N/A MINOR MAJOR Vo = NIA N/A fps Rf = N/A N/A R„ = NIA NIA Q; = NIA N/A cfs MINOR MAJOR GreteCoef = N/A NIA GrateClog = NIA NIA LQ = NIA N/A ft Vo = N/A NIA fps R�= N/A NIA R, = N/A N/A Q, = N/A NIA cfs Qe = N/A N/A cfs MINOR MAJOR SQ = 0.196 0.141 ft/ft Lr = 4.75 11.57 ft MINOR MAJOR L = 4.75 10.00 ft Q; _ 'I .2 5.0 cfs MINOR MAJOR CurbCoef = 125 1.25 CurbClog = 0.06 0.06 LQ = 8.75 8.75 ft Q, = 1.2 4.9 cts Qe = 0.0 0.2 cts MINOR MAJOR Q = 1.2 4.9 cfs Qe = 0.0 0.23 cfs C % = 100 95 % GNK1020_UD-Inlet_v4.06.xlsm, DP At3 (Type R) 10/26/2020, 10:57 AM ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) Project: InIetID: T T T. T� ��" W T. m � STREEf � q, CROWN 5. � � _/ � mum Allowable Width for Spread Behind Curb Slope Behind Curb Qeave blank for no conveyance credit behind curb) iing's Roughness Behind Curb (typically between 0.012 and 0.020) of Curb at Gutter Flow Line ce from Curb Face to Street Crown Width Transverse Slope Cross Slope (typically 2 inches over 24 inches or 0.083 ftlft) Longitudinal Slope - Enter 0 for sump condition ig's Roughness for Street Section (typically between 0.012 and OA20) Tancrc = 0.0 k SencK = fUft �eacK = Hcuae = 6.00 inches Tcaowry = 25.0 k W = 2.00 k Sx = 0.0375 klft Sw = 0.083 ftlft So = 0.000 fUft �sraEEr = 0.016 Allowabie Spread for Minor & Major Storm Allowable Depth at Gutter Flowline for Minor & Major Storm k boxes are not applicable in SUMP conditions er Depth without Gutter Depression (Eq. ST-2) ical Depth between Gutter Lip and Gutter Flowline (usually 2") er Depression (d� - (W ` S,' �2p er Depth at Gutter Flowline mable Spread for Discharge outside the Gutter Section W(T - W) er Flow to Design Flow Ratio by FHWA HEG22 method (Eq. ST-7) �.harge outside the Gutter Section W, carried in Section Tx ��harge within the Gutter Section W(Q7 - Qx) �,harge Behind the Curb (e.g., sidewalk, driveways, & lawns) �.imum Flow Based On Aliowable Spread i Velociry within the Gutter Section Product Flow Velocity times Gutter Flowline Depth �retical Water Spread �retical Spread for Discharge outside the Gutter Section W(T - W) er Flow to Design Flow Ratio by FHWA HEG22 method (Eq. ST-7) aretical Discharge outside the Gutter Section W, carried in Section Tx rH ial Discharge outside the Gutter Section W, (limited by distance TcRowN) ��harge within the Gutter Section W(Q� - Qx) �.harge Behind the Curb (e.g., sidewalk, driveways, & lawns) ii Discharge for Major & Minor Storm (Pre-Safety Factor) �age Flow Vebcity Within the Gutter Section Product: Flow Velocity Times Gutter Fiowline Depth �e-Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm �. Flow Based on Allowable Depth (Safety Factor Appiied) ultant Flow Depth at Gutter Flowline (Safety Factor Applied) ultant Flow Depth at S[reet Crown (Safety Factor Applied) STORM Allowable Capacity is based on Depth Criterion STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm Tmae= 25.0 25A ft dMnx= 6.00 6.00 inches Minor Storm Major Storm y= 1125 1125 inches dc= 2.0 2.0 inches a = 1.09 1.09 inches d = 12.34 12.34 inches Tx = 23.0 23.0 ft Eo = 0213 0.213 Qx = 0.0 0.0 cfs �1w = 0.0 0.0 cfs QBACK - O.O Q.� CfS Qr= SUMP SUMP cfs � = 0.0 0.0 fps V'd = 0.0 0.0 TrH Tx rH Eo Qx rH Qx Qw QBACK Q V V`d R Qa d dcaowry Minor Storm Major Storm 10.9 10.9 8.9 8.9 0.466 0.466 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Minor Storm Major Storm Q,no.= SUMP SUMP cfs GNK1020 UD-Inlet v4.06.xlsm, DP A15 10/22/2020, 4:37 PM � INLET IN A SUMP OR SAG LOCATION I Version 4.06 Released August 2078 �Lo (C)� H-Curb I H-Vert Wo Wp W � Lo (G) Design Information tlnoutl MINOR MAJOR Type of Inlet I Denver No. 16 Combination _� Type = Denver No. 16 Combination Local Depression (additional to continuous gutter depression'a' from above) aio�,i = 2.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 1 Water Depth at Flowline (outside of local depression) Ponding Depth = 6.00 6.00 inches Grate Information MINOR MAJOR � Override Depths Length of a Unit Grate Lo (G) = 3.00 feet Width of a Unit Grate Wo = 173 feet Area Opening Ratio for a Grate (typical values 0.15-0.90) A,a�;o = 0.31 � Clogging Factor for a Single Grate (typical value 0.50 - 070) Cf (G) = 0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = 3.60 �� Grate Orifice Coeff�cient (typical value 0.60 - 0.80) Co (G) = 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 3.00 feet Height of Vertical Curb Opening in Inches H�err = 6.50 � inches Height of Curb Orifice Throat in Inches H�n��� = 525 � 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) Wp = 2.00 � feet Clogging Factor for a Single Curb Opening (typical value 0.10) C� (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-37) Cw (C) = 370 Curb Opening Orifice Coeffcient (rypical value 0.60 - 070) Co (C) = 0.66 S+JeS�ELON'A_II31y.515._(C.3LCld13t¢.d� MINOR MAJOR Clogging Coefficient for MWtiple Units Coef = 1.00 1.00 Clogging Factorfor MWtiple Units Clog = 0.50 0.50 Grete Capacity as a Weir (based on Modifed HEC22 Method) MINOR MAJOR Interception without Clogqing Qw; = 6.0 6.0 cfs Interception with Clogging Qwa = 3.0 3.0 cfs Grate Capacity as a Orifice (based on Modified HEC22 Method) MINOR MAJOR Interception without Ciogging Qo; = 5.6 5.6 cfs Interception with Clogging Qoa = 2.8 2.8 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Q,,,, = 52 52 cfs Interception with Clogging Qma = 2.6 2.6 cfs Resultin Grete Capacit assumes cio ed condition neaie = 2.6 2.6 cfs S�b Ooening Flow Analysis (Calculatedl 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 Clogqing Qw; = 2.0 2.0 cfs Interception with Clogging Q„,a = 1.7 17 cfs Curb Opening as an Orifice (based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qo; = 57 5.7 cfs Interception with Clogging Qor = 47 4.7 cfs Curb Opening Capacity as Mized Flow MINOR MAJOR Interception without Clogging Q,,,; = 2.9 2.9 cfs Interception with Clogging �,,,a = 2A 2.4 cfs Resuitin Curb Openin Capacity assumes do ed condition Qc�ro = 1.7 17 cfs Resultant Street Canditions MINOR MAJOR Totailnlet Length L= 3.00 3.00 feet ResWtant Street Flow Spread (based on street geometry from above) T= 10.9 10.9 ft Resultant Flow Depth at S[reet Crown dcaawry = 0.0 0.0 inches Low Head Performance Reduction (Calculated) MINOR MAJOR Depth for Grate Midwidth d�,a�e = 0.523 0.523 ft Depth for Curb Opening Weir Equation dc,,,e = 0.33 0.33 ft Combination Inlet Performance Reduction Factor for Long Inlets RFcomo;�a�;o� = 0.94 0.94 Curb Opening PerFormance Reduction Factor for Long INets RFc,,,n = 1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RF�„�e = 0.94 0.94 MINOR MAJOR Total INet Interception Capacity (assumes clogged condition) Qa' 3.9 3s cfs Inle[ Ca acit IS GOOD for Minor and Mabr Storms(>Q PEAK Q PenK aEouiaeo = 0.4 1.8 cfs GNK1020 UD-Inlet v4.06.xlsm, DP A15 10/22/2020, 4:37 PM ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) Project: InIetID: T T T. T� ��" W T. m � STREEf � q, CROWN 5. � � _/ � mum Allowable Width for Spread Behind Curb Slope Behind Curb Qeave blank for no conveyance credit behind curb) iing's Roughness Behind Curb (typically between 0.012 and 0.020) of Curb at Gutter Flow Line ce from Curb Face to Street Crown Width Transverse Slope Cross Slope (typically 2 inches over 24 inches or 0.083 ftlft) Longitudinal Slope - Enter 0 for sump condition ig's Roughness for Street Section (typically between 0.012 and OA20) Tancrc = 0.0 k SencK = fUft �eacK = Hcuae = 6.00 inches Tcaowry = 25.0 k W = 2.00 k Sx = 0.032 klft Sw = 0.083 ftlft So = 0.000 fUft �sraEEr = 0.016 Allowabie Spread for Minor & Major Storm Allowable Depth at Gutter Flowline for Minor & Major Storm k boxes are not applicable in SUMP conditions er Depth without Gutter Depression (Eq. ST-2) ical Depth between Gutter Lip and Gutter Flowline (usually 2") er Depression (d� - (W ` S,' �2p er Depth at Gutter Flowline mable Spread for Discharge outside the Gutter Section W(T - W) er Flow to Design Flow Ratio by FHWA HEG22 method (Eq. ST-7) �.harge outside the Gutter Section W, carried in Section Tx ��harge within the Gutter Section W(Q7 - Qx) �,harge Behind the Curb (e.g., sidewalk, driveways, & lawns) �.imum Flow Based On Aliowable Spread i Velociry within the Gutter Section Product Flow Velocity times Gutter Flowline Depth �retical Water Spread �retical Spread for Discharge outside the Gutter Section W(T - W) er Flow to Design Flow Ratio by FHWA HEG22 method (Eq. ST-7) aretical Discharge outside the Gutter Section W, carried in Section Tx rH ial Discharge outside the Gutter Section W, (limited by distance TcRowN) ��harge within the Gutter Section W(Q� - Qx) �.harge Behind the Curb (e.g., sidewalk, driveways, & lawns) ii Discharge for Major & Minor Storm (Pre-Safety Factor) �age Flow Vebcity Within the Gutter Section Product: Flow Velocity Times Gutter Fiowline Depth �e-Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm �. Flow Based on Allowable Depth (Safety Factor Appiied) ultant Flow Depth at Gutter Flowline (Safety Factor Applied) ultant Flow Depth at S[reet Crown (Safety Factor Applied) STORM Allowable Capacity is based on Depth Criterion STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm Tmae= 25.0 25A ft dMnx= 6.00 6.00 inches Minor Storm Major Storm y= 9.60 9.60 inches dc= 2.0 2.0 inches a= 1,22 122 inches d = 10.82 10.82 inches Tx = 23.0 23.0 ft Eo = 0217 0.217 Qx = 0.0 0.0 cfs �1w = 0.0 0.0 cfs QBACK - O.O Q.� CfS Qr= SUMP SUMP cfs � = 0.0 0.0 fps V'd = 0.0 0.0 TrH Tx rH Eo Qx rH Qx Qw QBACK Q V V`d R Qa d dcaowry Minor Storm Major Storm 12.4 12.4 10.4 10.4 0.427 0.427 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Minor Storm Major Storm Q,no.= SUMP SUMP cfs GNK1020 UD-Inlet v4.06.xlsm, DP A16 10/22/2020, 4:35 PM � INLET IN A SUMP OR SAG LOCATION I Version 4.06 Released August 2078 �Lo (C)� H-Curb I H-Vert Wo Wp W � Lo (G) Design Information tlnoutl MINOR MAJOR Type of Inlet I Denver No. 16 Combination _� Type = Denver No. 16 Combination Local Depression (additional to continuous gutter depression'a' from above) aio�,i = 2.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 1 Water Depth at Flowline (outside of local depression) Ponding Depth = 6.00 6.00 inches Grate Information MINOR MAJOR � Override Depths Length of a Unit Grate Lo (G) = 3.00 feet Width of a Unit Grate Wo = 173 feet Area Opening Ratio for a Grate (typical values 0.15-0.90) A,a�;o = 0.31 � Clogging Factor for a Single Grate (typical value 0.50 - 070) Cf (G) = 0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = 3.60 �� Grate Orifice Coeff�cient (typical value 0.60 - 0.80) Co (G) = 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 3.00 feet Height of Vertical Curb Opening in Inches H�err = 6.50 � inches Height of Curb Orifice Throat in Inches H�n��� = 525 � 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) Wp = 2.00 � feet Clogging Factor for a Single Curb Opening (typical value 0.10) C� (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-37) Cw (C) = 370 Curb Opening Orifice Coeffcient (rypical value 0.60 - 070) Co (C) = 0.66 S+JeS�ELON'A_II31y.515._(C.3LCld13t¢.d� MINOR MAJOR Clogging Coefficient for MWtiple Units Coef = 1.00 1.00 Clogging Factorfor MWtiple Units Clog = 0.50 0.50 Grete Capacity as a Weir (based on Modifed HEC22 Method) MINOR MAJOR Interception without Clogqing Qw; = 6.0 6.0 cfs Interception with Clogging Qwa = 3.0 3.0 cfs Grate Capacity as a Orifice (based on Modified HEC22 Method) MINOR MAJOR Interception without Ciogging Qo; = 5.6 5.6 cfs Interception with Clogging Qoa = 2.8 2.8 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Q,,,, = 52 52 cfs Interception with Clogging Qma = 2.6 2.6 cfs Resultin Grete Capacit assumes cio ed condition neaie = 2.6 2.6 cfs S�b Ooening Flow Analysis (Calculatedl 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 Clogqing Qw; = 2.0 2.0 cfs Interception with Clogging Q„,a = 1.7 17 cfs Curb Opening as an Orifice (based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qo; = 57 5.7 cfs Interception with Clogging Qor = 47 4.7 cfs Curb Opening Capacity as Mized Flow MINOR MAJOR Interception without Clogging Q,,,; = 2.9 2.9 cfs Interception with Clogging �,,,a = 2A 2.4 cfs Resuitin Curb Openin Capacity assumes do ed condition Qc�ro = 1.7 17 cfs Resultant Street Canditions MINOR MAJOR Totailnlet Length L= 3.00 3.00 feet ResWtant Street Flow Spread (based on street geometry from above) T= 12.4 12A ft Resultant Flow Depth at S[reet Crown dcaawry = 0.0 0.0 inches Low Head Performance Reduction (Calculated) MINOR MAJOR Depth for Grate Midwidth d�,a�e = 0.523 0.523 ft Depth for Curb Opening Weir Equation dc,,,e = 0.33 0.33 ft Combination Inlet Performance Reduction Factor for Long Inlets RFcomo;�a�;o� = 0.94 0.94 Curb Opening PerFormance Reduction Factor for Long INets RFc,,,n = 1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RF�„�e = 0.94 0.94 MINOR MAJOR Total INet Interception Capacity (assumes clogged condition) Qa' 3.9 3s cfs Inle[ Ca acit IS GOOD for Minor and Mabr Storms(>Q PEAK Q PenK aEouiaeo = 0.8 32 cfs GNK1020 UD-Inlet v4.06.xlsm, DP A16 10/22/2020, 4:35 PM Version 4.06 Released Auaust 201 S ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: InIetID: Warning T T po T, 7u� �encx W T. m � _ STREEf � �.p, CROWN �, _ �� o � num Allowable Width for Spread Behind Curb Slope Behind Curb Qeave blank for no conveyance credit behind curb) iing's Roughness Behind Curb (typically between 0.012 and 0.020) �. of Curb at Gutter Flow Line ce from Curb Face to Street Crown Width Transverse Slope Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) Longitudinal Slope - Enter 0 for sump condition ng's Roughness for Street Section (typically between 0.012 and 0.020) TBACK - � O.5 h SBACK - 0.020 fUTS �encK = 0.025 Hcuae = 6.00 inches TcaowN = 18.0 ft W = 2.00 ft Sx = 0.020 fVft Sw = 0.083 fUft So = 0.0355 k/ft nsraeer = 0.016 Allowable Spread for Minor & Major Storm Allowable Depth ai Gutter Flowline for Minor & Major Storm Flow Depth at Street Crown (leave blank for no) er Depth without Gutter Depression (Eq. ST-2) ical Depth between Gutter Lip and Gutter Flowline (usually 2") er Depression (d� - (W ' Sx * 12)) er Depth at Gutter Flowline Nable Spread for Discharge outside ihe Gutter Section W(T - W) er Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-�) �.harge outside the Gutter Section W, carried in Section Tx :harge within the Gutter Section W(Q7 - Qx) :harge Behind the Curb (e.g., sidewalk, driveways, & lawns) �,imum Flow Based On Allowable Spread � Velocity within the Gutter Section Product: Flow Velocity times Gutter Flowline Depth �retical Water Spread oretical Spread for Discharge outside the Gutter Section W(T - W) er Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) oretical Discharge outside the Gutter Seciion W, carried in Section Tx rn ial Discharge outside ihe Gutter Section W, (limited by distance TcRowN) :harge within the Gutter Section W(Qa - Qx) :harge Behind the Curb (e.g., sidewalk, driveways, & lawns) il Discharge for Major & Minor Storm (Pre-Safety Factor) rage Flow Velocity Within the Gutter Section Product: Flow Velocity Times Gutter Flowline Depth ie-Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm �. Flow Based on Allowable Depth (Safety Factor Applied) ultant Flow Depth at Gutter Flowline (Safety Factor Applied) ultant Flow Depth at Street Crown (Safety Factor Applied) Minor Storm Major Storm Tmnx = 1 S.0 18.0 ft dMAX - B.00 8.40 inches �, � - check = yes Minor Storm Major Storm y = 4.32 4.32 inches dc = 2.0 2.0 inches a = 1.51 1.51 inches d = 5.83 5.83 inches Tx = 16.0 16.0 ft Eo = 0.330 0.330 Qx = 15.8 15.8 cfs Qw = 7.8 7.8 cfs QBACK - O.O Q.Q CfS aT = 23.6 23.6 cfs V = g.7 g,7 fps V'd = 4.7 4.7 TrH TxrN Eo QxrH Qx QW QBACK Q V V'd R �a d dcRowN Minor Storm 18.7 16.7 0.318 17.7 17.7 82 0.0 25.9 9.9 4.9 0.65 5.29 0.00 ior Storm 28.7 26.7 0.203 61.9 56.5 15.8 2.9 752 12.8 9.0 0.53 6.83 1.00 t STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm R STORM Allowable Capacity is based on Spread Criterion 4,iiow = 16.9 23.6 cfs storm max. allowable capacity GOOD - greater than the design flow given on sheet'Inlet Management' Warning 01: Manning's n-vaiue does not meet the USDCM recommended design range. GNK1020 UD-Inlet v4.06.xlsm, DP B2 10/26/2020, 1226 PM INLET ON A CONTINUOUS GRADE Version 4.06 Released August 2018 �Lo (Cy� )esian Information (Input) I MINOR MAJOR Denver No. 16 Combination ype of Inlet Type = Denver No. 16 Combination .ocal Depression (additional to continuous gutter depression'a') a�ocA� = 2.0 � inch� -otal Number of Units in the Iniet (Grate or Curb Opening) No = 6 .ength of a Single Unit Inlet (Grate or Curb Opening) Lo = 3.00 ft Nidth of a Unit Grate (cannot be greater than W, Gutter Width) Wo = 1]3 ft ;logging Factor for a Single Unit Grate (typical min. value = 0.5) C�G = 0.50 0.50 ;logging Factor for a Single Unit Curb Opening (typical min. value = 0.1) C�C = 0.10 0.10 itreet Hvdraulics: OK - Q< Allowable Street Capacitv' MINOR MAJOR )esign Discharge for Half of Street (from Sheet Inlet Management ) Qo = 2.6 12.4 cfs Nater Spread W idth T= 6.7 13.9 ft Nater Depth at Flowline (outside of local depression) d= 3.1 4.8 inch� Nater Depth at Street Crown (or al TMqx) dCROWN - O.O 0.0 inch� iatio of Gutter Flow to Design Flow Eo = 0.777 0.429 )ischarge outside the Gutter Section W, carried in Section T„ Q, = 0.6 7.1 cfs )ischarge within the Gutter Section W Q„, = 2.0 53 cfs )ischarge Behind the Curb Face QBACK - O.O 0.0 cfs =1ow Area within the Gutter Section W Aw = 0.35 0.64 sq ft /elocity within the Gutter Section W VW = 57 8.3 fps Nater Depth for Design Condition d�ocA� = 5.1 6.8 inch� irate Analvsis (Calculated) MINOR MAJOR -otal Length of Inlet Grate Opening L= 18.00 18.00 ft 2atio of Grate Flow to Design Flow Eo.cRqrE = 0730 0.392 Jnder No-Clogging Condition MINOR MAJOR Ainimum Velocity Where Grate Spiash-Over Begins Vo = 8.19 8.19 fps ntercepfion Rate of Frontal Flow R, = 1.00 1.00 nterception Rate of Side Flow R, = 0.87 0.80 nterception Capacity Q; = 2.5 10.9 cfs Jnder Clogging Condition MINOR MAJOR ;logging Coefficient for Multiple-unit Grate Inlet GrateCoef = 1.97 1.97 ;logging Factor for Multiple-unit Grate INet GrateClog = 0.16 0.16 =ffective (unclogged) Length of Multiple-unit Grate Inlet Le = 15.05 15.05 ft Ainimum Velocity Where Grate Splash-Over Begins Vo = 5.73 573 fps nterception Rate of Frontal Flow Rf = 1.00 0.97 nterception Rate of Side Flow R, = 0.81 0.73 lctual Interception Capacity Q, = 2.5 10.2 cfs ;arry-Over Flow = Qo Q, (to be applied to curb opening or next d/s inleQ Qb = 0.1 2.2 cfs ;urb or Slotted Inlet Openinq Analvsis (Calculated) MINOR MAJOR -quivalent Slope SQ (based on grate carry-over) Se = 0.134 0.083 fVft tequired Length Lr to Have 100 % Interception Lr = 1.87 9.92 ft Jnder No-Clogging Condition MINOR MAJOR _ffective Length of Curb Opening or Slotted Inlet (minimum of L, LT) L= 1.87 9.92 ft nierception Capacity Q; = 0.5 2A cfs lnder Clogging Condition MINOR MAJOR ;logging Coefficient CurbCoef = 1.31 1.31 ;logging Factor for Multiple-unit Curb Opening or Slotted Inlet CurbClog = 0.04 0.04 =ffective (Unclogged) Length Le = 17.61 17.61 ft \ctual Interception Capacity (�, = 0.4 1.8 cfs ;arrv-Over Flow = Q,,,,;a„F,-Q, Q�, = 0.0 0.4 cfs Inlet Interception Capacity Q= 2.9 12.0 Inlet Carry-Over Flow (flow bypassing inlet) Qe = 0.0 0.4 �.a aa.�a��a�a = n in = coi - �nn o� GNK1020 UD-Inlet v4.06.xlsm, DP B2 10/26/2020, 1226 PM Version 4.06 Released August 2018 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) Project: InIetID: Warning i r�� r , r. TM.. � w r, m � STREEf � 0. CROWN 5. � '_ '� % �num Allowable Wid[h for Spread Behind Curb Slope Behind Cur6 (leave blank for no conveyance credit behind curb) iing's Roughness Behind Curb (typically between 0.012 and 0.020) of Curb at Gutter Flow Line �e from Curb Face to Street Crown Width Transverse Slope Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) Longitudinal Slope - Enter 0 for sump condi[ion ig's Roughness for Street Section (typically between 0.012 and 0.020) TeacK = 10.5 ft Sencx = 0.020 ftlft �encrc = 0.025 HwRa = 6.00 inches TcaowN = 18.0 k W = 2.00 ft Sx = 0.020 ftlk Sw = 0.083 fUk So = 0.0355 fVft �sTaEEr = 0.016 Allowable Spread for Minor & Major Storm Allowable Depth at Gutter Flowline for Minor & Major Storm Flow Depth at Street Crown (leave blank for no) er Deplh without Gutter Depression (Eq. ST-2) ical Depth between Gutter Lip and Gutter Flowline (usually 2") er Depression (d� - (W " S„' 12)) er Depth at Gut[er Flowline mable Spread for Discharge outside the Gutter Section W(T - W) er Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) �.harge outside the Gutter Section W, carried in Section Tx �.harge within the Gutter Section W(Qr - Qx) �.harge Behind the Curb (e.g., sidewalk, driveways, & lawns) imum Flow Based On Allowable Spread i Velocity within the Gutter Section Product: Flow Velocity times Gutter Flowline Depth �retical Water Spread �retical Spread for Discharge outside the Gutter Section W(T - W) er Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) xetical Discharge outside the Gutter Section W, carried in Section Tx rH ial Discharge outside the Gutter Section W, Qimited by distance Tcaowr�) ��harge within the Gutter Section W(Qa - Qx) ��harge Behind the Curb (e.g., sidewalk, driveways, & lawns) tl Discharge for Major & Minor Storm (Pre-Safety Factor) �age Flow Velocity Within the Gutter Section Product: Flow Velocity Times Gutter Flowline Depth �e-Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm Flow Based on Allowable Depth (Safety Factor Applied) ultant Flow Depth at Gutter Flowline (Safety Factor Applied) Wtant Flow Depth at Street Crown (Safety Factor Applied) Minor Storm Major S[orm Tnnnx = 78.0 18.0 it dmAx = 6.0 8.40 inches � �.- check = yes Y d� a d Tx Eo Qx Qw �lencrc V V`d 4.32 2.0 7.51 5.83 76.0 0.330 15.8 7.8 0.0 23.6 9.7 4.32 2.0 1.51 5.83 16.0 0.330 15.8 7.8 0.0 23.6 Minor Storm Major Storm TrH = 18.7 28.7 TxrH= 16.7 26J Eo = 0.318 0.203 �1xrH= 77.7 61.9 Qx = 77.7 56.5 Qw = 82 15.8 QBACK - O.O 2.9 Q = 25.9 752 V = 9.9 12.8 V`d = 4.9 9.0 R = 0.65 0.53 Qa = 16.9 39.6 d - 529 6.83 dcaowN = 0.00 1.00 2 STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm R STORM Allowable Capacity is based on Spread Criterion �ana. = 16.9 23.6 cfs storm max. allowable capacity GOOD - greater than the design flow given on sheet'Inlet Management' storm max. allowable capacity GOOD - greater than the design flow given on sheet'Inlet ManagemenP ig Ot: Manning's n-value does not meet the USDCM recommended design range. GNK1020 UD-Inlet v4.06.xlsm, DP 63 10/22/2020, 4:38 PM INLET ON A CONTINUOUS GRADE Version 4.06 Released August 2018 �Lo fC1� H-Curb H-Vert - Wo w La (G) , ___ � of Inlei Denver No. 16 Combination I Depression (additional to continuous gutter depression'a') Number of Units in the Inlet (Grate or Curb Opening) th of a Single Unit Inlet (Grete or Curb Opening) i of a Unit Grate (cannot be greater than W, Gutter Width) 3ing Factor for a Single Unit Grate (typical min. value = 0.5) 3ing Factor for a Single Unit Curb Opening (typical min. value = 0.1 et Hvdraulics: OK - Q<Allowable Street Capacitv' gn Discharge for Half of Street (from Sheet Inlef Management) �r Spread Width r Depth at Flowline (outside of local depression) �r Depth at Street Crown (or at TMqx) � of Gurier Flow to Design Flow iarge outside the Gutter Section W, carried in Section T„ iarge within the Gutter Section W iarge Behind the Curb Face Area within Ihe Gutter Section W ;iN within the Gutter Section W Type = Denver No. 16 Combinati� a�ocn� = 2A � No = 5 Lo = 3.00 Wo = 1.73 C�G = 0.50 0.50 C,-C = 0.10 0.10 Qo= 1.3 5.9 T = 42 10.0 d = 2.5 3.9 dcaowN = 0.0 0.0 Eo = 0.940 0.57; Q, = 0.1 2.5 Qw= 12 3.4 QBaCK - O.O O.O Aw = 025 0.49 uw = 4.8 7.0 Length of Iniet Grate Opening of Grate Flow to Design Flow �r No-Clogging Condition wm Vebcity Where Grete Splash-Over Begins eption Rate of Frontal Flow eption Rate of Side Flow eption Capacity r Clogging Condition �ing Coefficient for MWtiple-unit Grete Inlet iing Factor for Multipie-unit Grate Inlet :ive (unclogged) Length of MWtiple-unit Grate Inlet wm Velocity Where Grate Splash-Over Begins eption Rate of Frontal Flow eption Rate of Side Flow 31 Interception Capacity �-Over Flow = Q= O_ /to be aoolieA to r.urh ooenin lent Slope Se (based on grate carry-over) :d Length L� to Have 100 % Interception No-Clogging Condition �e Length of Curb Opening or Slotted Inlet (minimum of L, L7) ption Capacity Clogging Condition ig Coefficient ig Factor for MWtiple-unit Curb Opening or Slotted Inlet �e (Unclogged) Length Interception Capacity �..o. Flnw e ll..__.__._ll Inlet Interception Capacity Inlet Carry�Over Flow (flow bypassing inlet) ��o co��o�ra,.o = o �n = L = 15.00 15.00 ft Eo�canrE = 0.898 0.533 MINOR MAJOR Vo = 5.70 5.70 fps R�= 1.00 1.00 R, = 0.83 077 Q, = 7.3 5.3 cfs MINOR MAJOR GrateCoef = 1.94 1.94 GrateClog = 0.19 0.19 LQ = 12.09 12.09 ft Vo = 4.34 4.34 fps R� = 1.00 0.92 R, = 0.75 0.68 Q, = 1.3 4.8 cfs MINOR MAJOR SQ = 0.157 0.104 fUH L�� = 0.87 6.35 ft MINOR MAJOR L = 0.87 6.35 ft Q; = 02 1.0 cfs MINOR MAJOR CurbCoef = 1.31 1.31 CurbClog = 0.04 0.04 LQ = 14.61 14.61 R Q, = 02 0.9 cfs MINOR MAJOR Q = 1.5 5.6 Qy = 0.0 0.3 GNK1020 UD-Inlet v4.06.xlsm, DP 63 10/22/2020, 4:38 PM ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) Project: InIetID: Wamin9 T T T. T� ��" W T. m � STREEf � q, CROWN 5. � � _/ � mum Allowable Width for Spread Behind Curb Slope Behind Curb Qeave blank for no conveyance credit behind curb) iing's Roughness Behind Curb (typically between 0.012 and 0.020) of Curb at Gutter Flow Line ce from Curb Face to Street Crown Width Transverse Slope Cross Slope (typically 2 inches over 24 inches or 0.083 ftlft) Longitudinal Slope - Enter 0 for sump condition ig's Roughness for Street Section (typically between 0.012 and OA20) Allowabie Spread for Minor & Major Storm Allowable Depth at Gutter Flowline for Minor & Major Storm k boxes are not applicable in SUMP conditions er Depth without Gutter Depression (Eq. ST-2) ical Depth between Gutter Lip and Gutter Flowline (usually 2") er Depression (d� - (W ` S,' �2p er Depth at Gutter Flowline mable Spread for Discharge outside the Gutter Section W(T - W) er Flow to Design Flow Ratio by FHWA HEG22 method (Eq. ST-7) �.harge outside the Gutter Section W, carried in Section Tx ��harge within the Gutter Section W(Q7 - Qx) �,harge Behind the Curb (e.g., sidewalk, driveways, & lawns) �.imum Flow Based On Aliowable Spread i Velociry within the Gutter Section Product Flow Velocity times Gutter Flowline Depth �retical Water Spread �retical Spread for Discharge outside the Gutter Section W(T - W) er Flow to Design Flow Ratio by FHWA HEG22 method (Eq. ST-7) aretical Discharge outside the Gutter Section W, carried in Section Tx rH ial Discharge outside the Gutter Section W, (limited by distance TcRowN) ��harge within the Gutter Section W(Q� - Qx) �.harge Behind the Curb (e.g., sidewalk, driveways, & lawns) ii Discharge for Major & Minor Storm (Pre-Safety Factor) �age Flow Vebcity Within the Gutter Section Product: Flow Velocity Times Gutter Fiowline Depth �e-Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm �. Flow Based on Allowable Depth (Safety Factor Appiied) ultant Flow Depth at Gutter Flowline (Safety Factor Applied) ultant Flow Depth at S[reet Crown (Safety Factor Applied) STORM Allowable Capacity is based on Depth Criterion STORM Allowable Capacity is based on Depth Criterion � does not meet the USDCM recommended design range. Tancrc = 5.0 k SencK = 0.020 fVft �encrc = 0.025 Hcuae = 6.00 inches Tcaowry = 18.0 k W = 2.00 k Sx = 0.055 klft Sw = 0.083 ftlft So = 0.000 fUft �sraEEr = 0.016 Minor Storm Major Storm Tmae = 18.0 18A ft dMnx= 6.00 7.50 inches Y d� a d Tx Eo Qx Qw QBACK Qt V V'd TrH Tx rH Eo Qx rH Qx Qw QBACK Q V V`d R Qa d dcaowry 11.88 11.88 2.0 2.0 0.67 0.67 12.55 12.55 16.0 16.0 0279 0.279 0.0 0.0 0.0 0.0 SUMP SUMP 0.0 0.0 0.0 0.0 Minor Storm Major Storm 8.1 10.3 6.1 8.3 0.562 0.459 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Minor Storm Major Storm Q,no.= SUMP SUMP cfs GNK1020 UD-Inlet v4.06.xlsm, DP C3 10/26/2020, 10:56 AM � INLET IN A SUMP OR SAG LOCATION I Version 4.06 Released August 2078 �Lo (C)� H-Curb I H-Vert Wo Wp W � Lo (G) Design Information tlnoutl MINOR MAJOR Type of Inlet I Denver No. 16 Combination _� Type = Denver No. 16 Combination Local Depression (additional to continuous gutter depression'a' from above) aio�,i = 2.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 4 Water Depth at Flowline (outside of local depression) Ponding Depth = 6.00 7.50 inches Grate Information MINOR MAJOR � Override Depths Length of a Unit Grate Lo (G) = 3.00 feet Width of a Unit Grate Wo = 173 feet Area Opening Ratio for a Grate (typical values 0.15-0.90) A,a�;o = 0.31 � Clogging Factor for a Single Grate (typical value 0.50 - 070) Cf (G) = 0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = 3.60 �� Grate Orifice Coeff�cient (typical value 0.60 - 0.80) Co (G) = 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 3.00 feet Height of Vertical Curb Opening in Inches H�err = 6.50 � inches Height of Curb Orifice Throat in Inches H�n��� = 525 � 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) Wp = 2.00 � feet Clogging Factor for a Single Curb Opening (typical value 0.10) C� (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-37) Cw (C) = 370 Curb Opening Orifice Coeffcient (rypical value 0.60 - 070) Co (C) = 0.66 S+JeS�ELON'A_II31y.515._(C.3LCld13t¢.d� MINOR MAJOR Clogging Coefficient for MWtiple Units Coef = 1.88 1.88 Clogging Factor for MWtiple Units Clog = 024 024 Grete Capacity as a Weir (based on Modifed HEC22 Method) MINOR MAJOR Interception without Clogqing Qw; = 8.7 15.0 cfs Interception with Clogging Qwa = 6.7 11.5 cfs Grate Capacity as a Orifice (based on Modified HEC22 Method) MINOR MAJOR Interception without Ciogging Qo; = 22.4 24.9 cfs Interception with Clogging Qoa = 17.1 19.1 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Q,,,, = 12.6 17.4 cfs Interception with Clogging Qma = 9.6 13.3 cfs Resultin Grete Capacit assumes cio ed condition neaie = 6.7 11.5 cfs S�b Ooening Flow Analysis (Calculatedl MINOR MAJOR Clogging Coefficient for Multiple Units Coef = 125 125 Clogging Factor for Multiple Units Clog = 0.05 ODS Curb Opening as a Weir (based on Modified HEC22 Method) MINOR MAJOR Interception without Clogqing Qw; = 4.9 9.8 cfs Interception with Clogging Q„,a = 4.6 9.3 cfs Curb Opening as an Orifice (based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qo; = 227 24.7 cfs Interception with Clogging Qor = 21.5 23.5 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Q,,,; = 9.0 13.4 cfs Interception with Clogging �,,,a = 8.6 127 cfs Resuitin Curb Openin Capacity assumes do ed condition Qc�ro = 4.6 9.3 cfs Resultant Street Canditions MINOR MAJOR Totailnlet Length L= '12.00 12.00 feet Resultant Street Flow Spread (based on street geometry from above) T= 8.1 10.3 ft Resultant Flow Depth at S[reet Crown dcaawry = 0.0 0.0 inches Low Head Performance Reduction (Calculated) MINOR MAJOR Depth for Grate Midwidth d�,a�e = 0.523 0.648 ft Depth for Curb Opening Weir Equation dc,,,e = 0.33 0.46 ft Combination Inlet Performance Reduction Factor for Long Inlets RFcomo;�a�;o� = 0.57 0.71 Curb Opening PerFormance Reduction Factor for Long INets RFc,,,n = 0.87 0.95 Grated Inlet Performance Reduction Factor for Long Inlets RF�„�e = 0.57 0.71 MINOR MAJOR Total INet Interception Capacity (assumes clogged condition) Q, = io.i �a.� cfs Inle[ Ca acit IS GOOD for Minor and Mabr Storms(>Q PEAK Q PenK aEouiaeo = 3.7 17.1 cfs GNK1020 UD-Inlet v4.06.xlsm, DP C3 10/26/2020, 10:56 AM ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) Project: InIetID: Wamin9 T T T. T� ��" W T. m � STREEf � q, CROWN 5. � � _/ � mum Allowable Width for Spread Behind Curb Slope Behind Curb Qeave blank for no conveyance credit behind curb) iing's Roughness Behind Curb (typically between 0.012 and 0.020) of Curb at Gutter Flow Line ce from Curb Face to Street Crown Width Transverse Slope Cross Slope (typically 2 inches over 24 inches or 0.083 ftlft) Longitudinal Slope - Enter 0 for sump condition ig's Roughness for Street Section (typically between 0.012 and OA20) Allowabie Spread for Minor & Major Storm Allowable Depth at Gutter Flowline for Minor & Major Storm k boxes are not applicable in SUMP conditions er Depth without Gutter Depression (Eq. ST-2) ical Depth between Gutter Lip and Gutter Flowline (usually 2") er Depression (d� - (W ` S,' �2p er Depth at Gutter Flowline mable Spread for Discharge outside the Gutter Section W(T - W) er Flow to Design Flow Ratio by FHWA HEG22 method (Eq. ST-7) �.harge outside the Gutter Section W, carried in Section Tx ��harge within the Gutter Section W(Q7 - Qx) �,harge Behind the Curb (e.g., sidewalk, driveways, & lawns) �.imum Flow Based On Aliowable Spread i Velociry within the Gutter Section Product Flow Velocity times Gutter Flowline Depth �retical Water Spread �retical Spread for Discharge outside the Gutter Section W(T - W) er Flow to Design Flow Ratio by FHWA HEG22 method (Eq. ST-7) aretical Discharge outside the Gutter Section W, carried in Section Tx rH ial Discharge outside the Gutter Section W, (limited by distance TcRowN) ��harge within the Gutter Section W(Q� - Qx) �.harge Behind the Curb (e.g., sidewalk, driveways, & lawns) ii Discharge for Major & Minor Storm (Pre-Safety Factor) �age Flow Vebcity Within the Gutter Section Product: Flow Velocity Times Gutter Fiowline Depth �e-Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm �. Flow Based on Allowable Depth (Safety Factor Appiied) ultant Flow Depth at Gutter Flowline (Safety Factor Applied) ultant Flow Depth at S[reet Crown (Safety Factor Applied) STORM Allowable Capacity is based on Depth Criterion STORM Allowable Capacity is based on Depth Criterion � does not meet the USDCM recommended design range. Tancrc = 4.5 k SencK = 0.020 fVft �encrc = 0.025 Hcuae = 6.00 inches Tcaowry = 25.0 k W = 2.00 k Sx = 0.055 klft Sw = 0.083 ftlft So = 0.000 fUft �sraEEr = 0.016 Minor Storm Major Storm Tmae= 25.0 25A ft dMnx= 6.00 675 inches Minor Storm Major Storm y= 16.50 16.50 inches dc= 2.0 2.0 inches a = 0.67 0.67 inches d = 17.17 17.17 inches Tx = 23.0 23.0 ft Eo = 0205 0.205 Qx = 0.0 0.0 cfs �1w = 0.0 0.0 cfs QBACK - O.O Q.� CfS Qr= SUMP SUMP cfs � = 0.0 0.0 fps V'd = 0.0 0.0 Minor Storm Major Storm TrH = 8.1 92 ft Tx rH = 6.1 7.2 ft Eo = 0.562 0.505 Qx rH = 0.0 0.0 cfs Qx = 0.0 0.0 cfs Qw = 0.0 OA cfs QBACK - O.O �.� Ci5 Q = 0.0 0.0 cfs V = 0.0 0.0 fps V`d = 0.0 0.0 R= SUMP SUMP Qa = SUMP SUMP cfs d = inci dcaowry = incl Minor Storm Major Storm Q,no.= SUMP SUMP cfs GNK1020 UD-Inlet v4.06.xlsm, DP C4 10/22/2020, 4:41 PM � INLET IN A SUMP OR SAG LOCATION I Version 4.06 Released August 2078 �Lo (C)� H-Curb I H-Vert Wo Wp W � Lo (G) Design Information tlnoutl MINOR MAJOR Type of Inlet I Denver No. 16 Combination _� Type = Denver No. 16 Combination Local Depression (additional to continuous gutter depression'a' from above) aio�,i = 2.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 2 Water Depth at Flowline (outside of local depression) Ponding Depth = 6.00 6.75 inches Grate Information MINOR MAJOR � Override Depths Length of a Unit Grate Lo (G) = 3.00 feet Width of a Unit Grate Wo = 173 feet Area Opening Ratio for a Grate (typical values 0.15-0.90) A,a�;o = 0.31 � Clogging Factor for a Single Grate (typical value 0.50 - 070) Cf (G) = 0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = 3.60 �� Grate Orifice Coeff�cient (typical value 0.60 - 0.80) Co (G) = 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 3.00 feet Height of Vertical Curb Opening in Inches H�err = 6.50 � inches Height of Curb Orifice Throat in Inches H�n��� = 525 � 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) Wp = 2.00 � feet Clogging Factor for a Single Curb Opening (typical value 0.10) C� (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-37) Cw (C) = 370 Curb Opening Orifice Coeffcient (rypical value 0.60 - 070) Co (C) = 0.66 S+JeS�ELQN'A_II31y.515._(S..3LCld13t¢.d� MINOR MAJOR Clogging Coefficient for MWtiple Units Coef = L50 1.50 Clogging Factorfor MWtiple Units Clog = 0.38 0.38 Grete Capacity as a Weir (based on Modifed HEC22 Method) MINOR MAJOR Interception without Clogqing Qw; = 6.6 8.8 cfs Interception with Clogging Qwa = 4.1 5.5 cfs Grate Capacity as a Orifice (based on Modified HEC22 Method) MINOR MAJOR Interception without Ciogging Qo; = 11.2 1'1.9 cfs Interception with Clogging Qoa = 7.0 7.4 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Q,,,, = 7.8 92 cfs Interception with Clogging Qma = 4.8 5.8 cfs Resultin Grete Capacit assumes cio ed condition neaie = 4.1 5.5 cfs S�b Ooening Flow Analysis (Calculatedl MINOR MAJOR Clogging Coefficient for Multiple Units Coef = 1.00 1.00 Clogging Factor for Multiple Units Clog = D.OS 0.08 Curb Opening as a Weir (based on Modified HEC22 Method) MINOR MAJOR Interception without Clogqing Qw; = 3.0 4.4 cfs Interception with Clogging Q„,a = 2.8 4.0 cfs Curb Opening as an Orifice (based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qo; = 11.4 1'1.9 cfs Interception with Clogging Qor = 10.4 10.9 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Q,,,; = 5.0 62 cfs Interception with Clogging �,,,a = 4.6 57 cfs Resuitin Curb Openin Capacity assumes clo ed condition Qc�ro = 2.8 4.0 cfs Resultant Street Canditions MINOR MAJOR Totailnlet Length L= 6.00 6.00 feet Resultant Street Flow Spread (based on street geometry from above) T= 8.1 92 ft Resultant Flow Depth at S[reet Crown dcaawry = 0.0 0.0 inches Low Head Performance Reduction (Calculated) MINOR MAJOR Depth for Grate Midwidth d�,a�e = 0.523 0.585 ft Depth for Curb Opening Weir Equation dc,,,e = 0.33 0.40 ft Combination Inlet Performance Reduction Factor for Long Inlets RFcomo;�a�;o� = 0.71 079 Curb Opening PerFormance Reduction Factor for Long INets RFc,,,n = 1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RF�„�e = 071 0.79 MINOR MAJOR Total INet Interception Capacity (assumes clogged condition) Q, = s.z a.s cfs Inle[ Ca acit IS GOOD for Minor and Mabr Storms(>Q PEAK Q PenK aEouiaeo = 1.5 6.6 cfs GNK1020 UD-Inlet v4.06.xlsm, DP C4 10/22/2020, 4:41 PM ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) Project: InIetID: T T T. T� ��" W T. m � STREEf � q, CROWN 5. � � _/ � mum Allowable Width for Spread Behind Curb Slope Behind Curb Qeave blank for no conveyance credit behind curb) iing's Roughness Behind Curb (typically between 0.012 and 0.020) of Curb at Gutter Flow Line ce from Curb Face to Street Crown Width Transverse Slope Cross Slope (typically 2 inches over 24 inches or 0.083 ftlft) Longitudinal Slope - Enter 0 for sump condition ig's Roughness for Street Section (typically between 0.012 and OA20) Tancrc = 0.0 k SencK = fUft �eacK = Hcuae = 6.00 inches Tcaowry = 20.0 k W = 2.00 k Sx = 0.025 klft Sw = 0.083 ftlft So = 0.000 fUft �sraEEr = 0.016 Allowabie Spread for Minor & Major Storm Allowable Depth at Gutter Flowline for Minor & Major Storm k boxes are not applicable in SUMP conditions er Depth without Gutter Depression (Eq. ST-2) ical Depth between Gutter Lip and Gutter Flowline (usually 2") er Depression (d� - (W ` S,' �2p er Depth at Gutter Flowline mable Spread for Discharge outside the Gutter Section W(T - W) er Flow to Design Flow Ratio by FHWA HEG22 method (Eq. ST-7) �.harge outside the Gutter Section W, carried in Section Tx ��harge within the Gutter Section W(Q7 - Qx) �,harge Behind the Curb (e.g., sidewalk, driveways, & lawns) �.imum Flow Based On Aliowable Spread i Velociry within the Gutter Section Product Flow Velocity times Gutter Flowline Depth �retical Water Spread �retical Spread for Discharge outside the Gutter Section W(T - W) er Flow to Design Flow Ratio by FHWA HEG22 method (Eq. ST-7) aretical Discharge outside the Gutter Section W, carried in Section Tx rH ial Discharge outside the Gutter Section W, (limited by distance TcRowN) ��harge within the Gutter Section W(Q� - Qx) �.harge Behind the Curb (e.g., sidewalk, driveways, & lawns) ii Discharge for Major & Minor Storm (Pre-Safety Factor) �age Flow Vebcity Within the Gutter Section Product: Flow Velocity Times Gutter Fiowline Depth �e-Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm �. Flow Based on Allowable Depth (Safety Factor Appiied) ultant Flow Depth at Gutter Flowline (Safety Factor Applied) ultant Flow Depth at S[reet Crown (Safety Factor Applied) STORM Allowable Capacity is based on Depth Criterion STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm Tmae = 20.00 20.00 ft dMnx= 4.80 4.80 inches Y d� a d Tx Eo Qx Qw QBACK Qt V V'd TrH Tx rH Eo Qx rH Qx Qw QBACK Q V V`d R Qa d dcaowry 6.00 6.00 2.0 2.0 1.39 1.39 7.39 7.39 18.0 18.0 0283 0.283 0.0 0.0 0.0 0.0 SUMP SUMP 0.0 0.0 0.0 0.0 Minor Storm Major Storm 11.4 11.4 9.4 9.4 0.489 0.489 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Minor Storm Major Storm Q,no.= SUMP SUMP cfs GNK1020 UD-Inlet v4.06.xlsm, DP C5 10/26/2020, 12:35 PM � INLET IN A SUMP OR SAG LOCATION I Version 4.06 Released August 2078 �Lo (C)� H-Curb I H-Vert Wo Wp W � Lo (G) Design Information tlnoutl MINOR MAJOR Type of Inlet I Denver No. 16 Combination _� Type = Denver No. 16 Combination Local Depression (additional to continuous gutter depression'a' from above) aio�,i = 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 � Override Depths Length of a Unit Grate Lo (G) = 3.00 feet Width of a Unit Grate Wo = 173 feet Area Opening Ratio for a Grate (typical values 0.15-0.90) A,a�;o = 0.31 � Clogging Factor for a Single Grate (typical value 0.50 - 070) Cf (G) = 0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = 3.60 �� Grate Orifice Coeff�cient (typical value 0.60 - 0.80) Co (G) = 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 3.00 feet Height of Vertical Curb Opening in Inches H�err = 6.50 � inches Height of Curb Orifice Throat in Inches H�n��� = 525 � 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) Wp = 2.00 � feet Clogging Factor for a Single Curb Opening (typical value 0.10) C� (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-37) Cw (C) = 370 Curb Opening Orifice Coeffcient (rypical value 0.60 - 070) Co (C) = 0.66 S+JeS�ELON'A_II31y.515._(C.3LCld13t¢.d� MINOR MAJOR Clogging Coefficient for MWtiple Units Coef = 1.00 1.00 Clogging Factorfor MWtiple Units Clog = 0.50 0.50 Grete Capacity as a Weir (based on Modifed HEC22 Method) MINOR MAJOR Interception without Clogqing Qw; = 3.5 3.5 cfs Interception with Clogging Qwa = 1.8 1.8 cfs Grate Capacity as a Orifice (based on Modified HEC22 Method) MINOR MAJOR Interception without Ciogging Qo; = 5.0 5.0 cfs Interception with Clogging Qoa = 2.5 2.5 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Q,,,, = 3.8 3B cfs Interception with Clogging Qma = 1.9 1.9 cfs Resultin Grete Capacit assumes cio ed condition neaie = 1.6 1.8 cfs S�b Ooening Flow Analysis (Calculatedl 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 Clogqing Qw; = 0.9 0.9 cfs Interception with Clogging Q„,a = 0.8 0.8 cfs Curb Opening as an Orifice (based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qo; = 52 5.2 cfs Interception with Clogging Qor = 4.4 4.4 cfs Curb Opening Capacity as Mized Flow MINOR MAJOR Interception without Clogging Q,,,; = 1.9 1.9 cfs Interception with Clogging �,,,a = 1.6 1.6 cfs Resuitin Curb Openin Capacity assumes clo ed condition Qc�ro = 0.8 0.8 cfs Resultant Street Canditions MINOR MAJOR Totailnlet Length L= 3.00 3.00 feet ResWtant Street Flow Spread (based on street geometry from above) T= 11.4 1'I A ft Resultant Flow Depth at S[reet Crown dcaawry = 0.0 0.0 inches Low Head Performance Reduction (Calculated) MINOR MAJOR Depth for Grate Midwidth d�,a�e = 0.423 0.423 ft Depth for Curb Opening Weir Equation dc,,,e = 023 023 ft Combination Inlet Performance Reduction Factor for Long Inlets RFcomo;�a�;o� = 0.75 075 Curb Opening PerFormance Reduction Factor for Long INets RFc,,,n = 1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RF�„�e = 075 075 MINOR MAJOR Total INet Interception Capacity (assumes clogged condition) Q, = z•s z.s cfs Inle[ Ca acit IS GOOD for Minor and Mabr Storms(>Q PEAK Q PenK aEouiaeo = 0.4 1.9 cfs GNK1020 UD-Inlet v4.06.xlsm, DP C5 10/26/2020, 12:35 PM ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) Project: InIetID: Wamin9 T T T. T� ��" W T. m � STREEf � q, CROWN 5. � � _/ � mum Allowable Width for Spread Behind Curb Slope Behind Curb Qeave blank for no conveyance credit behind curb) iing's Roughness Behind Curb (typically between 0.012 and 0.020) of Curb at Gutter Flow Line ce from Curb Face to Street Crown Width Transverse Slope Cross Slope (typically 2 inches over 24 inches or 0.083 ftlft) Longitudinal Slope - Enter 0 for sump condition ig's Roughness for Street Section (typically between 0.012 and OA20) Allowabie Spread for Minor & Major Storm Allowable Depth at Gutter Flowline for Minor & Major Storm k boxes are not applicable in SUMP conditions er Depth without Gutter Depression (Eq. ST-2) ical Depth between Gutter Lip and Gutter Flowline (usually 2") er Depression (d� - (W ` S,' �2p er Depth at Gutter Flowline mable Spread for Discharge outside the Gutter Section W(T - W) er Flow to Design Flow Ratio by FHWA HEG22 method (Eq. ST-7) �.harge outside the Gutter Section W, carried in Section Tx ��harge within the Gutter Section W(Q7 - Qx) �,harge Behind the Curb (e.g., sidewalk, driveways, & lawns) �.imum Flow Based On Aliowable Spread i Velociry within the Gutter Section Product Flow Velocity times Gutter Flowline Depth �retical Water Spread �retical Spread for Discharge outside the Gutter Section W(T - W) er Flow to Design Flow Ratio by FHWA HEG22 method (Eq. ST-7) aretical Discharge outside the Gutter Section W, carried in Section Tx rH ial Discharge outside the Gutter Section W, (limited by distance TcRowN) ��harge within the Gutter Section W(Q� - Qx) �.harge Behind the Curb (e.g., sidewalk, driveways, & lawns) ii Discharge for Major & Minor Storm (Pre-Safety Factor) �age Flow Vebcity Within the Gutter Section Product: Flow Velocity Times Gutter Fiowline Depth �e-Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm �. Flow Based on Allowable Depth (Safety Factor Appiied) ultant Flow Depth at Gutter Flowline (Safety Factor Applied) ultant Flow Depth at S[reet Crown (Safety Factor Applied) OR STORM Allowable Capacity is based on Depth Criterion IOR STORM Allowable Capacity is based on Depth Criterion � does not meet the USDCM recommended design range. Tancrc = 6.0 k SencK = 0.020 fVft �encrc = 0.025 Hcuae = 6.00 inches Tcaowry = 25.0 k W = 2.00 k Sx = 0.035 klft Sw = 0.083 ftlft So = 0.000 fUft �sraEEr = 0.016 Minor Storm Major Storm Tmae= 25.0 25A ft dMnx= 6.00 7.32 inches y= 10.50 10.50 dc = 2.0 2.0 a= 1.15 1.15 d= 11.65 11.65 Tx = 23.0 23.0 Eo = 0215 0.215 Qx = 0.0 0.0 �1w = 0.0 0.0 QBACK - O.O O.O Qr= SUMP SUMP � = 0.0 0.0 V'd = 0.0 0.0 TrH Tx rH Eo Qx rH Qx Qw QBACK Q V V`d R Qa d dcaowry Minor Storm Major Storm 11.5 14.7 9.5 12.7 0.449 0.360 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Minor Storm Major Storm Q,no.= SUMP SUMP cfs GNK1020 UD-Inlet v4.06.xlsm, DP C6b 10/22/2020, 4:43 PM � INLET IN A SUMP OR SAG LOCATION I Version 4.06 Released August 2078 �Lo (C)� H-Curb I H-Vert Wo Wp W � Lo (G) Design Information tlnoutl MINOR MAJOR Type of Inlet I Denver No. 16 Combination _� Type = Denver No. 16 Combination Local Depression (additional to continuous gutter depression'a' from above) aio�,i = 2.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 3 � Water Depth at Flowline (outside of local depression) Ponding Depth = 6.00 725 inches Grate Information MINOR MAJOR ;� Override Depths Length of a Unit Grate Lo (G) = 3.00 feet Width of a Unit Grate Wo = 173 feet Area Opening Ratio for a Grate (typical values 0.15-0.90) A,a�;o = 0.31 � Clogging Factor for a Single Grate (typical value 0.50 - 070) Cf (G) = 0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = 3.60 �� Grate Orifice Coeff�cient (typical value 0.60 - 0.80) Co (G) = 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 3.00 feet Height of Vertical Curb Opening in Inches H�err = 6.50 � inches Height of Curb Orifice Throat in Inches H�n��� = 525 � 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) Wp = 2.00 � feet Clogging Factor for a Single Curb Opening (typical value 0.10) C� (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-37) Cw (C) = 370 Curb Opening Orifice Coeffcient (rypical value 0.60 - 070) Co (C) = 0.66 S+JeS�ELON'A_II31y.515._(C.3LCld13t¢.d� MINOR MAJOR Clogging Coefficient for MWtiple Units Coef = 175 175 Clogging Factor for MWtiple Units Clog = 029 029 Grete Capacity as a Weir (based on Modifed HEC22 Method) MINOR MAJOR Interception without Clogqing Qw; = 7.0 11.1 cfs Interception with Clogging Qwa = 5.0 7.9 cfs Grate Capacity as a Orifice (based on Modified HEC22 Method) MINOR MAJOR Interception without Ciogging Qo; = 16.8 18.4 cfs Interception with Clogging Qoa = 11.9 13.0 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Q,,,, = 9.8 12.9 cfs Interception with Clogging Qma = 6.9 9.1 cfs Resultin Grete Capacit assumes cio ed condition neaie = 5.0 7.9 cfs S�b Ooening Flow Analysis (Calculatedl 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 Clogqing Qw; = 3.6 6.6 cfs Interception with Clogging Q„,a = 3.4 62 cfs Curb Opening as an Orifice (based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qo; = 17.0 18.3 cfs Interception with Clogging Qor = 16.1 17.3 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Q,,,; = 6.8 9.5 cfs Interception with Clogging �,,,a = 6.4 8.9 cfs Resuitin Curb Openin Capacity assumes clo ed condition Qc�ro = 3.4 6.2 cfs Resultant Street Canditions MINOR MAJOR Totailnlet Length L= 9.00 9.00 feet ResWtant Street Flow Spread (based on street geometry from above) T= 11.5 14S ft Resultant Flow Depth at S[reet Crown dcaawry = 0.0 0.0 inches Low Head Performance Reduction (Calculated) MINOR MAJOR Depth for Grate Midwidth d�,a�e = 0.523 0.627 ft Depth for Curb Opening Weir Equation dc,,,e = 0.33 0.44 ft Combination Inlet Performance Reduction Factor for Long Inlets RFcomo;�a�;o� = 0.57 0.68 Curb Opening PerFormance Reduction Factor for Long INets RFc,,,n = 0.97 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RF�„�e = 0.57 0.68 MINOR MAJOR Total INet Interception Capacity (assumes clogged condition) Q, = zs �z.� cfs Inle[ Ca acit IS GOOD for Minor and Mabr Storms(>Q PEAK Q PenK aEouiaeo = 2.4 11.5 cfs GNK1020 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) Project: InIetID: i r�� r , r. TM.. � w r, m � STREEf � 0. CROWN 5. � '_ '� % �num Allowable Wid[h for Spread Behind Curb Slope Behind Cur6 (leave blank for no conveyance credit behind curb) iing's Roughness Behind Curb (typically between 0.012 and 0.020) of Curb at Gutter Flow Line �e from Curb Face to Street Crown Width Transverse Slope Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) Longitudinal Slope - Enter 0 for sump condi[ion ig's Roughness for Street Section (typically between 0.012 and 0.020) TeacK = 0.0 ft Sencx = ft/ft �encrc = HwRa = 6.00 inches TcaowN = 20.0 k W = 2.00 ft Sx = 0.033 ftlk Sw = 0.083 fUk So = 0.000 fVft �sTaEEr = 0.016 Allowable Spread for Minor & Major Storm Allowable Depth at Gutter Flowline for Minor & Major Storm k boxes are not applicable in SUMP conditions er Deplh without Gutter Depression (Eq. ST-2) ical Depth between Gutter Lip and Gutter Flowline (usually 2") er Depression (d� - (W " S„' 12)) er Depth at Gut[er Flowline mable Spread for Discharge outside the Gutter Section W(T - W) er Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) �.harge outside the Gutter Section W, carried in Section Tx �.harge within the Gutter Section W(Qr - Qx) �.harge Behind the Curb (e.g., sidewalk, driveways, & lawns) imum Flow Based On Allowable Spread i Velocity within the Gutter Section Product: Flow Velociry times Gutter Flowline Depth �retical Water Spread �retical Spread for Discharge outside the Gutter Section W(T - W) er Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) xetical Discharge outside the Gutter Section W, carried in Section Tx rH ial Discharge outside the Gutter Section W, Qimited by distance Tcaowr�) ��harge within the Gutter Section W(Qa - Qx) ��harge Behind the Curb (e.g., sidewalk, driveways, & lawns) tl Discharge for Major & Minor Storm (Pre-Safety Factor) �age Flow Velocity Within the Gutter Section Product: Flow Velocity Times Gutter Flowline Depth �e-Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm Flow Based on Allowable Depth (Safety Factor Applied) ultant Flow Depth at Gutter Flowline (Safety Factor Applied) ultant Flow Depth at Street Crown (Safery Factor Applied) STORM Allowable Capacity is based on Depth Criterion . STORM Allowable Capacity is based on Depth Criterion Minor Storm Major S[orm Tnnnx = 15.0 15.0 n dmAx = 6.00 6.00 inches r Minor Storm Major Storm y = 5.94 5.94 inches dc = 2.0 2.0 inches a= 720 1.20 inches d = 7.14 7.14 inches Tx = 73.0 13.0 ft Eo = 0.356 0.356 Qx = 0.0 0.0 cfs Qw = 0.0 0.0 cfs �lencrc = 0.0 0.0 cfs �r= SUMP SUMP cfs � = 0.0 0.0 fps V'd = 0.0 0.0 Minor Storm Major Storm TrH = 12.1 12.1 ft Tx rH = 10.1 10.1 ft Eo = 0.435 0.435 �1x rH = 0.0 0.0 cfs Qx = 0.0 0.0 cfs Qw = 0.0 0.0 cfs QencK = 0.0 0.0 cfs Q = 0.0 0.0 cfs V = 0.0 0.0 fps V`d = 0.0 0.0 R= SUMP SUMP Qa = SUMP SUMP cfs d = incf dcaowN = incf Minor Storm Major Storm �,no. = SUMP SUMP cfs GNK1020 UD-Inlet v4.06.xlsm, DP C9 10/22/2020, 4:44 PM I INLET IN A SUMP OR SAG LOCATION I Version 4.06 Released August 2018 Lo (C)� H-Curb H-Vert Wo WP W J Lo (G ) Desi n Information In ut MINOR MAJOR Type of Inlet Denver No. 16 Combination _� Type = Denver No. 16 Combination Local Depression (additional to con[inuous gutter depression'a' From above) aio�ai = 2.00 � inches Number of Unit Inlets (Grate or Curb Opening) No = 3.00 Water Depth at Flowline (outside of local depression) Ponding Depth = 6.00 6.00 inches Grate Information MINOR MAJOR r Override Depths Length of a Unit Grate Lo (G) = 3.00 � feet Width of a Unit Grete Wo = 1.73 � � feet Area Opening Ratio for a Grate (typical values 0.15-0.90) A,a,;o = 0.31 � Clogging Factor for a Single Grete (typical value 0.50 - 070) C� (G) = 0.50 0.50 Grete Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = 3.60 Grate Orifice Coefficient (typical value 0.60 - 0.80) Cp (G) = 0.60 �� Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (�) = 3.00 � feet Height of Vertical Curb Opening in Inches H�en = 6.50 � inches Height of Curb Orifce Throat in Inches H�n,o�� = 525 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) Wo = 2.00 �� feet Clogging Factor for a Single Curb Opening (typical value 0.10) C� (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 370 Curb Opening Orifice Coefficien[ (typical value 0.60 - 070) Co (C) = 0.66 Grate Flow Anai sis Calculated MINOR MAJOR CloggingCoefficienlforMWtipleUnits Coe�= i75 175 Clogging Factor for Multiple Units Clog = 029 029 Grate Capacity as a Weir (based on Modified HEC22 Method) MINOR MAJOR Interception without Clogqing Qw; = 7.0 7.0 cfs Interception with Clogging Qw, = 5.0 SA cfs Grete Capacity as a Orifice (based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qo; = 76.8 16.8 cfs Interception with Clogging Q,,, = 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 Capacit assumes clogged condition Qe�,�e = 5.0 5.0 cfs Curb O enin Flow Anal sis Ca�culated MINOR MAJOR Clogging Coefficient for MWtiple Units Coef = 7.00 1.00 Clogging Factor for Muitiple Units Clog = 0.06 0.06 Curb Opening as a Weir (based on ModiFied HEC22 Method) MINOR MAJOR Interception without Clogging Q�, = 3.6 3.6 cts Interception with Clogging �., = 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 Qoa = 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 4m, = 6.4 6.4 cfs Resultin Curb Openin Capacit assumes clo ed condition) �c�.o = 3.4 3.4 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L= 9.00 9.00 feet Resultant Street Flow Spread (6ased on sUeet geometry from above) T= 12.1 12.1 ft ResWtant Flow Depth at Street Crown dcaowN = 0.0 0.0 inches Low Head Performance Reduction Calculated MINOR MAJOR Depth for Grete Midwidth d�,��e = 0.523 0.523 R Depth for Curb Opening Weir Equation d�,,,� = 0.33 033 ft Combination Inlet Performance Reduction Factor for Long Inlets RFcpmo;�a,;o„ = 0.57 0.57 Curb Opening Pertormance Reduc[ion Factor for Long Inlets RF�,,,� = 0.97 0.97 Grated Inlet Pedormance Reduction Factor for Long Inlets RF�,a,a = 0.57 0.57 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Q, _ �.s �.s cfs Inlet Capacity IS GOOD for Minor and Major Storms >Q PEAK Q PearcaeowFeo = 1.3 5.5 cfs GNK1020 UD-Inlet v4.06.xlsm, DP C9 10/22/2020, 4:44 PM ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) Project: InIetID: T T T. T� ��" W T. m � STREEf � q, CROWN 5. � � _/ � mum Allowable Width for Spread Behind Curb Slope Behind Curb Qeave blank for no conveyance credit behind curb) iing's Roughness Behind Curb (typically between 0.012 and 0.020) of Curb at Gutter Flow Line ce from Curb Face to Street Crown Width Transverse Slope Cross Slope (typically 2 inches over 24 inches or 0.083 ftlft) Longitudinal Slope - Enter 0 for sump condition ig's Roughness for Street Section (typically between 0.012 and OA20) Tancrc = 0.0 k SencK = fUft �eacK = Hcuae = 6.00 inches Tcaowry = 25.0 k W = 2.00 k Sx = 0.048 klft Sw = 0.083 ftlft So = 0.000 fUft �sraEEr = 0.016 Allowabie Spread for Minor & Major Storm Allowable Depth at Gutter Flowline for Minor & Major Storm k boxes are not applicable in SUMP conditions er Depth without Gutter Depression (Eq. ST-2) ical Depth between Gutter Lip and Gutter Flowline (usually 2") er Depression (d� - (W ` S,' �2p er Depth at Gutter Flowline mable Spread for Discharge outside the Gutter Section W(T - W) er Flow to Design Flow Ratio by FHWA HEG22 method (Eq. ST-7) �.harge outside the Gutter Section W, carried in Section Tx ��harge within the Gutter Section W(Q7 - Qx) �,harge Behind the Curb (e.g., sidewalk, driveways, & lawns) �.imum Flow Based On Aliowable Spread i Velociry within the Gutter Section Product Flow Velocity times Gutter Flowline Depth �retical Water Spread �retical Spread for Discharge outside the Gutter Section W(T - W) er Flow to Design Flow Ratio by FHWA HEG22 method (Eq. ST-7) aretical Discharge outside the Gutter Section W, carried in Section Tx rH ial Discharge outside the Gutter Section W, (limited by distance TcRowN) ��harge within the Gutter Section W(Q� - Qx) �.harge Behind the Curb (e.g., sidewalk, driveways, & lawns) ii Discharge for Major & Minor Storm (Pre-Safety Factor) �age Flow Vebcity Within the Gutter Section Product: Flow Velocity Times Gutter Fiowline Depth �e-Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm �. Flow Based on Allowable Depth (Safety Factor Appiied) ultant Flow Depth at Gutter Flowline (Safety Factor Applied) ultant Flow Depth at S[reet Crown (Safety Factor Applied) STORM Allowable Capacity is based on Depth Criterion STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm Tmae= 25.0 25A ft dMnx= 5.04 5.04 inches Minor Storm Major Storm y= 14.40 14.40 inches dc= 2.0 2.0 inches a = 0.84 0.84 inches d = 1524 15.24 inches Tx = 23.0 23.0 ft Eo = 0208 0.208 Qx = 0.0 0.0 cfs �1w = 0.0 0.0 cfs QBACK - O.O Q.� CfS Qr= SUMP SUMP cfs � = 0.0 0.0 fps V'd = 0.0 0.0 TrH Tx rH Eo Qx rH Qx Qw QBACK Q V V`d R Qa d dcaowry Minor Storm Major Storm 7.3 7.3 5.3 5.3 0.620 0.620 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Minor Storm Major Storm Q,no.= SUMP SUMP cfs GNK1020 UD-Inlet v4.06.xlsm, DP C10 10/22/2020, 4:45 PM � INLET IN A SUMP OR SAG LOCATION I Version 4.06 Released August 2078 �Lo (C)� H-Curb I H-Vert Wo Wp W � Lo (G) Design Information tlnoutl MINOR MAJOR Type of Inlet I Denver No. 16 Combination _� Type = Denver No. 16 Combination Local Depression (additional to continuous gutter depression'a' from above) aio�,i = 2.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 3 � Water Depth at Flowline (outside of local depression) Ponding Depth = 5.04 5.04 inches Grate Information MINOR MAJOR � Override Depths Length of a Unit Grate Lo (G) = 3.00 feet Width of a Unit Grate Wo = 173 feet Area Opening Ratio for a Grate (typical values 0.15-0.90) A,a�;o = 0.31 � Clogging Factor for a Single Grate (typical value 0.50 - 070) Cf (G) = 0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = 3.60 �� Grate Orifice Coeff�cient (typical value 0.60 - 0.80) Co (G) = 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 3.00 feet Height of Vertical Curb Opening in Inches H�err = 6.50 � inches Height of Curb Orifice Throat in Inches H�n��� = 525 � 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) Wp = 2.00 � feet Clogging Factor for a Single Curb Opening (typical value 0.10) C� (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-37) Cw (C) = 370 Curb Opening Orifice Coeffcient (rypical value 0.60 - 070) Co (C) = 0.66 S+JeS�ELON'A_II31y.515._(C.3LCld13t¢.d� MINOR MAJOR Clogging Coefficient for MWtiple Units Coef = 175 175 Clogging Factor for MWtiple Units Clog = 029 029 Grete Capacity as a Weir (based on Modifed HEC22 Method) MINOR MAJOR Interception without Clogqing Qw; = 4.6 4.6 cfs Interception with Clogging Qwa = 32 32 cfs Grate Capacity as a Orifice (based on Modified HEC22 Method) MINOR MAJOR Interception without Ciogging Qo; = 15.5 15.5 cfs Interception with Clogging Qoa = 11.0 11.0 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Q,,,, = 7.6 7.6 cfs Interception with Clogging Qma = 5.4 5.4 cfs Resultin Grete Capacit assumes cio ed condition neaie = 3.2 3.2 cfs S�b Ooening Flow Analysis (Calculatedl 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 Clogqing Qw; = 2.0 2.0 cfs Interception with Clogging Q„,a = 1.9 1.9 cfs Curb Opening as an Orifice (based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qo; = 16.0 16.0 cfs Interception with Clogging Qor = 15.1 15.1 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Q,,,; = 4.9 4.9 cfs Interception with Clogging �,,,a = 4.6 4.6 cfs Resuitin Curb Openin Capacity assumes do ed condition Qc�ro = 1.9 1.9 cfs Resultant Street Canditions MINOR MAJOR Totailnlet Length L= 9.00 9.00 feet Resultant Street Flow Spread (based on street geometry from above) T= 7.3 7.3 ft Resultant Flow Depth at S[reet Crown dcaawry = 0.0 0.0 inches Low Head Performance Reduction (Calculated) MINOR MAJOR Depth for Grate Midwidth d�,a�e = 0.443 0.443 ft Depth for Curb Opening Weir Equation dc,,,e = 025 025 ft Combination Inlet Performance Reduction Factor for Long Inlets RFcomo;�a�;o� = 0.48 0.48 Curb Opening PerFormance Reduction Factor for Long INets RFc,,,n = 0.91 0.91 Grated Inlet Performance Reduction Factor for Long Inlets RF�„�e = 0.48 0.48 MINOR MAJOR Total INet Interception Capacity (assumes clogged condition) Q, = a.� a.� cfs Inle[ Ca acit IS GOOD for Minor and Mabr Storms(>Q PEAK Q PenK aEouiaeo = 1.1 4.5 cfs GNK1020 UD-Inlet v4.06.xlsm, DP C10 10/22/2020, 4:45 PM ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) Project: InIetID: T T T. T� ��" W T. m � STREEf � q, CROWN 5. � � _/ � mum Allowable Width for Spread Behind Curb Slope Behind Curb Qeave blank for no conveyance credit behind curb) iing's Roughness Behind Curb (typically between 0.012 and 0.020) of Curb at Gutter Flow Line ce from Curb Face to Street Crown Width Transverse Slope Cross Slope (typically 2 inches over 24 inches or 0.083 ftlft) Longitudinal Slope - Enter 0 for sump condition ig's Roughness for Street Section (typically between 0.012 and OA20) Tancrc = 0.0 k SencK = fUft �eacK = Hcuae = 6.00 inches Tcaowry = 18.0 k W = 2.00 k Sx = 0.044 klft Sw = 0.083 ftlft So = 0.000 fUft �sraEEr = 0.016 Allowabie Spread for Minor & Major Storm Allowable Depth at Gutter Flowline for Minor & Major Storm k boxes are not applicable in SUMP conditions er Depth without Gutter Depression (Eq. ST-2) ical Depth between Gutter Lip and Gutter Flowline (usually 2") er Depression (d� - (W ` S,' �2p er Depth at Gutter Flowline mable Spread for Discharge outside the Gutter Section W(T - W) er Flow to Design Flow Ratio by FHWA HEG22 method (Eq. ST-7) �.harge outside the Gutter Section W, carried in Section Tx ��harge within the Gutter Section W(Q7 - Qx) �,harge Behind the Curb (e.g., sidewalk, driveways, & lawns) �.imum Flow Based On Aliowable Spread i Velociry within the Gutter Section Product Flow Velocity times Gutter Flowline Depth �retical Water Spread �retical Spread for Discharge outside the Gutter Section W(T - W) er Flow to Design Flow Ratio by FHWA HEG22 method (Eq. ST-7) aretical Discharge outside the Gutter Section W, carried in Section Tx rH ial Discharge outside the Gutter Section W, (limited by distance TcRowN) ��harge within the Gutter Section W(Q� - Qx) �.harge Behind the Curb (e.g., sidewalk, driveways, & lawns) ii Discharge for Major & Minor Storm (Pre-Safety Factor) �age Flow Vebcity Within the Gutter Section Product: Flow Velocity Times Gutter Fiowline Depth �e-Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm �. Flow Based on Allowable Depth (Safety Factor Appiied) ultant Flow Depth at Gutter Flowline (Safety Factor Applied) ultant Flow Depth at S[reet Crown (Safety Factor Applied) STORM Allowable Capacity is based on Depth Criterion STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm Tmae = 18.0 18A ft dMnx= 5.16 5.16 inches Y d� a d Tx Eo Qx Qw QBACK Qt V V'd TrH Tx rH Eo Qx rH Qx Qw QBACK Q V V`d R Qa d dcaowry 9.50 9.50 2.0 2.0 0.94 0.94 10.44 10.44 16.0 16.0 0287 0.287 0.0 0.0 0.0 0.0 SUMP SUMP 0.0 0.0 0.0 0.0 Minor Storm Major Storm 8.0 8.0 6.0 6.0 0.586 0.586 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Minor Storm Major Storm Q,no.= SUMP SUMP cfs GNK1020 UD-Inlet v4.06.xlsm, DP C11 10/22/2020, 4:47 PM � INLET IN A SUMP OR SAG LOCATION I Version 4.06 Released August 2078 �Lo (C)� H-Curb I H-Vert Wo Wp W � Lo (G) Design Information tlnoutl MINOR MAJOR Type of Inlet I Denver No. 16 Combination _� Type = Denver No. 16 Combination Local Depression (additional to continuous gutter depression'a' from above) aio�,i = 2.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 1 Water Depth at Flowline (outside of local depression) Ponding Depth = 5.2 52 inches Grate Information MINOR MAJOR � Override Depths Length of a Unit Grate Lo (G) = 3.00 feet Width of a Unit Grate Wo = 173 feet Area Opening Ratio for a Grate (typical values 0.15-0.90) A,a�;o = 0.31 � Clogging Factor for a Single Grate (typical value 0.50 - 070) Cf (G) = 0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = 3.60 �� Grate Orifice Coeff�cient (typical value 0.60 - 0.80) Co (G) = 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 3.00 feet Height of Vertical Curb Opening in Inches H�err = 6.50 � inches Height of Curb Orifice Throat in Inches H�n��� = 525 � 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) Wp = 2.00 � feet Clogging Factor for a Single Curb Opening (typical value 0.10) C� (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-37) Cw (C) = 370 Curb Opening Orifice Coeffcient (rypical value 0.60 - 070) Co (C) = 0.66 S+JeS�ELON'A_II31y.515._(C.3LCld13t¢.d� MINOR MAJOR Clogging Coefficient for MWtiple Units Coef = 1.00 1.00 Clogging Factorfor MWtiple Units Clog = 0.50 0.50 Grete Capacity as a Weir (based on Modifed HEC22 Method) MINOR MAJOR Interception without Clogqing Qw; = 42 42 cfs Interception with Clogging Qwa = 2.1 2.1 cfs Grate Capacity as a Orifice (based on Modified HEC22 Method) MINOR MAJOR Interception without Ciogging Qo; = 5.2 52 cfs Interception with Clogging Qoa = 2.6 2.6 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Q,,,, = 42 42 cfs Interception with Clogging Qma = 2.1 2.1 cfs Resultin Grete Capacit assumes cio ed condition neaie = 2.1 2.1 cfs S�b Ooening Flow Analysis (Calculatedl 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 Clogqing Qw; = 12 12 cfs Interception with Clogging Q„,a = 1.0 1.0 cfs Curb Opening as an Orifice (based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qo; = 5.4 5.4 cfs Interception with Clogging Qor = 4.5 4.5 cfs Curb Opening Capacity as Mized Flow MINOR MAJOR Interception without Clogging Q,,,; = 22 22 cfs Interception with Clogging �,,,a = 1.8 1.8 cfs Resuitin Curb Openin Capacity assumes clo ed condition Qc�ro = 1.0 1.0 cfs Resultant Street Canditions MINOR MAJOR Totailnlet Length L= 3.00 3.00 feet Resultant Street Flow Spread (based on street geometry from above) T= 8.0 8A ft Resultant Flow Depth at S[reet Crown dcaawry = 0.0 0.0 inches Low Head Performance Reduction (Calculated) MINOR MAJOR Depth for Grate Midwidth d�,a�e = 0.453 0.453 ft Depth for Curb Opening Weir Equation dc,,,e = 026 026 ft Combination Inlet Performance Reduction Factor for Long Inlets RFcomo;�a�;o� = 0.81 0.81 Curb Opening PerFormance Reduction Factor for Long INets RFc,,,n = 1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RF�„�e = 0.81 0.81 MINOR MAJOR Total INet Interception Capacity (assumes clogged condition) Q, = z•s z.a cfs Inle[ Ca acit IS GOOD for Minor and Mabr Storms(>Q PEAK Q PenK aEouiaeo = 0.4 1.8 cfs GNK1020 UD-Inlet v4.06.xlsm, DP C11 10/22/2020, 4:47 PM ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) Project: InIetID: Wamin9 T T T. T� ��" W T. m � STREEf � q, CROWN 5. � � _/ � mum Allowable Width for Spread Behind Curb Slope Behind Curb Qeave blank for no conveyance credit behind curb) iing's Roughness Behind Curb (typically between 0.012 and 0.020) of Curb at Gutter Flow Line ce from Curb Face to Street Crown Width Transverse Slope Cross Slope (typically 2 inches over 24 inches or 0.083 ftlft) Longitudinal Slope - Enter 0 for sump condition ig's Roughness for Street Section (typically between 0.012 and OA20) Allowabie Spread for Minor & Major Storm Allowable Depth at Gutter Flowline for Minor & Major Storm k boxes are not applicable in SUMP conditions er Depth without Gutter Depression (Eq. ST-2) ical Depth between Gutter Lip and Gutter Flowline (usually 2") er Depression (d� - (W ` S,' �2p er Depth at Gutter Flowline mable Spread for Discharge outside the Gutter Section W(T - W) er Flow to Design Flow Ratio by FHWA HEG22 method (Eq. ST-7) �.harge outside the Gutter Section W, carried in Section Tx ��harge within the Gutter Section W(Q7 - Qx) �,harge Behind the Curb (e.g., sidewalk, driveways, & lawns) �.imum Flow Based On Aliowable Spread i Velociry within the Gutter Section Product Flow Velocity times Gutter Flowline Depth �retical Water Spread �retical Spread for Discharge outside the Gutter Section W(T - W) er Flow to Design Flow Ratio by FHWA HEG22 method (Eq. ST-7) aretical Discharge outside the Gutter Section W, carried in Section Tx rH ial Discharge outside the Gutter Section W, (limited by distance TcRowN) ��harge within the Gutter Section W(Q� - Qx) �.harge Behind the Curb (e.g., sidewalk, driveways, & lawns) ii Discharge for Major & Minor Storm (Pre-Safety Factor) �age Flow Vebcity Within the Gutter Section Product: Flow Velocity Times Gutter Fiowline Depth �e-Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm �. Flow Based on Allowable Depth (Safety Factor Appiied) ultant Flow Depth at Gutter Flowline (Safety Factor Applied) ultant Flow Depth at S[reet Crown (Safety Factor Applied) STORM Allowable Capacity is based on Depth Criterion STORM Allowable Capacity is based on Depth Criterion � does not meet the USDCM recommended design range. Tancrc = 10.5 k SencK = 0.020 fVft �encrc = 0.025 Hcuae = 6.00 inches Tcaowry = 18.0 k W = 2.00 k Sx = 0.020 klft Sw = 0.083 ftlft So = 0.000 fUft �sraEEr = 0.016 Minor Storm Major Storm Tmae = 18.0 18A ft dMnx= 5.84 8.40 inches Y d� a d Tx Eo Qx Qw QBACK Qt V V'd TrH Tx rH Eo Qx rH Qx Qw QBACK Q V V`d R Qa d dcaowry 4.32 4.32 2.0 2.0 1.52 1.52 5.84 5.84 16.0 16.0 0.331 0.331 0.0 0.0 0.0 0.0 SUMP SUMP 0.0 0.0 0.0 0.0 Minor Storm Major Storm 18.0 28.7 16.0 26.7 0.331 0204 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Minor Storm Major Storm Q,no.= SUMP SUMP cfs GNK1020 UD-Inlet v4.06.xlsm, DP C15 10/22/2020, 4:48 PM � INLET IN A SUMP OR SAG LOCATION I Version 4.06 Released August 2078 �Lo (C)� H-Curb I H-Vert Wo Wp W � Lo (G) Design Information tlnoutl MINOR MAJOR Type of Inlet I Denver No. 16 Combination _� Type = Denver No. 16 Combination Local Depression (additional to continuous gutter depression'a' from above) aio�,i = 2.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 5 Water Depth at Flowline (outside of local depression) Ponding Depth = 5.84 7.00 inches Grate Information MINOR MAJOR ;� Override Depths Length of a Unit Grate Lo (G) = 3.00 feet Width of a Unit Grate Wo = 173 feet Area Opening Ratio for a Grate (typical values 0.15-0.90) A,a�;o = 0.31 � Clogging Factor for a Single Grate (typical value 0.50 - 070) Cf (G) = 0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = 3.60 �� Grate Orifice Coeff�cient (typical value 0.60 - 0.80) Co (G) = 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 3.00 feet Height of Vertical Curb Opening in Inches H�err = 6.50 � inches Height of Curb Orifice Throat in Inches H�n��� = 525 � 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) Wp = 2.00 � feet Clogging Factor for a Single Curb Opening (typical value 0.10) C� (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-37) Cw (C) = 370 Curb Opening Orifice Coeffcient (rypical value 0.60 - 070) Co (C) = 0.66 S+JeS�ELON'A_II31y.515._(C.3LCld13t¢.d� MINOR MAJOR Clogging Coefficient for MWtiple Units Coef = 1.94 1.94 Clogging Factorfor MWtiple Units Clog = 0.19 0.19 Grete Capacity as a Weir (based on Modifed HEC22 Method) MINOR MAJOR Interception without Clogqing Qw; = 9.7 15.1 cfs Interception with Clogging Qwa = 7.8 122 cfs Grate Capacity as a Orifice (based on Modified HEC22 Method) MINOR MAJOR Interception without Ciogging Qo; = 27.6 30.1 cfs Interception with Clogging Qoa = 22.3 24.3 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Q,,,, = 14.7 192 cfs Interception with Clogging Qma = 11.9 15.5 cfs Resultin Grete Capacit assumes cio ed condition neaie = 7.6 12.2 cfs S�b Ooening Flow Analysis (Calculatedl 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 Clogqing Qw; = 5.5 9.9 cfs Interception with Clogging Q„,a = 5.3 9A cfs Curb Opening as an Orifice (based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qo; = 28.1 30.1 cfs Interception with Clogging Qor = 26.9 28.8 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Q,,,; = 10.7 14.8 cfs Interception with Clogging �,,,a = 10.3 142 cfs Resultin Curb Openin Capacity assumes dog ed condition Qc�ro = 5.3 9.4 cfs Resultant Street Canditions MINOR MAJOR Totailnlet Length L= 15.00 15.00 feet ResWtant Street Flow Spread (based on street geometry from above) T= 18.0 22B ft.>T-Crown Resultant Flow Depth at S[reet Crown dcaawry = 0.0 12 inches Low Head Performance Reduction (Calculated) MINOR MAJOR Depth for Grate Midwidth d�,a�e = 0.509 0.606 ft Depth for Curb Opening Weir Equation dc,,,e = 0.32 0.42 ft Combination Inlet Performance Reduction Factor for Long Inlets RFcomo;�a�;o� = 0.55 0.66 Curb Opening PerFormance Reduction Factor for Long INets RFc,,,n = 078 0.84 Grated Inlet Performance Reduction Factor for Long Inlets RF�„�e = 0.55 0.66 MINOR MAJOR Total INet Interception Capacity (assumes clogged condition) Q, = i�•a 19.5 cfs Inle[ Ca acit IS GOOD for Minor and Mabr Storms(>Q PEAK Q PenK aEouiaeo = 3.6 17.3 cfs GNK1020 UD-Inlet v4.06.xlsm, DP C15 10/22/2020, 4:48 PM ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) Project: InIetID: Wamin9 T T T. T� ��" W T. m � STREEf � q, CROWN 5. � � _/ � mum Allowable Width for Spread Behind Curb Slope Behind Curb Qeave blank for no conveyance credit behind curb) iing's Roughness Behind Curb (typically between 0.012 and 0.020) of Curb at Gutter Flow Line ce from Curb Face to Street Crown Width Transverse Slope Cross Slope (typically 2 inches over 24 inches or 0.083 ftlft) Longitudinal Slope - Enter 0 for sump condition ig's Roughness for Street Section (typically between 0.012 and OA20) Allowabie Spread for Minor & Major Storm Allowable Depth at Gutter Flowline for Minor & Major Storm k boxes are not applicable in SUMP conditions er Depth without Gutter Depression (Eq. ST-2) ical Depth between Gutter Lip and Gutter Flowline (usually 2") er Depression (d� - (W ` S,' �2p er Depth at Gutter Flowline mable Spread for Discharge outside the Gutter Section W(T - W) er Flow to Design Flow Ratio by FHWA HEG22 method (Eq. ST-7) �.harge outside the Gutter Section W, carried in Section Tx ��harge within the Gutter Section W(Q7 - Qx) �,harge Behind the Curb (e.g., sidewalk, driveways, & lawns) �.imum Flow Based On Aliowable Spread i Velociry within the Gutter Section Product Flow Velocity times Gutter Flowline Depth �retical Water Spread �retical Spread for Discharge outside the Gutter Section W(T - W) er Flow to Design Flow Ratio by FHWA HEG22 method (Eq. ST-7) aretical Discharge outside the Gutter Section W, carried in Section Tx rH ial Discharge outside the Gutter Section W, (limited by distance TcRowN) ��harge within the Gutter Section W(Q� - Qx) �.harge Behind the Curb (e.g., sidewalk, driveways, & lawns) ii Discharge for Major & Minor Storm (Pre-Safety Factor) �age Flow Vebcity Within the Gutter Section Product: Flow Velocity Times Gutter Fiowline Depth �e-Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm �. Flow Based on Allowable Depth (Safety Factor Appiied) ultant Flow Depth at Gutter Flowline (Safety Factor Applied) ultant Flow Depth at S[reet Crown (Safety Factor Applied) STORM Allowable Capacity is based on Depth Criterion STORM Allowable Capacity is based on Depth Criterion � does not meet the USDCM recommended design range. Tancrc = 10.5 k SencK = 0.020 fVft �encrc = 0.025 Hcuae = 6.00 inches Tcaowry = 18.0 k W = 2.00 k Sx = 0.020 klft Sw = 0.083 ftlft So = 0.000 fUft �sraEEr = 0.016 Minor Storm Major Storm Tmae = 18.0 18A ft dMnx= 5.84 8.40 inches Y d� a d Tx Eo Qx Qw QBACK Qt V V'd TrH Tx rH Eo Qx rH Qx Qw QBACK Q V V`d R Qa d dcaowry 4.32 4.32 2.0 2.0 1.52 1.52 5.84 5.84 16.0 16.0 0.331 0.331 0.0 0.0 0.0 0.0 SUMP SUMP 0.0 0.0 0.0 0.0 Minor Storm Major Storm 18.0 28.7 16.0 26.7 0.331 0204 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Minor Storm Major Storm Q,no.= SUMP SUMP cfs GNK1020 UD-Inlet v4.06.xlsm, DP C16 10/22/2020, 4:49 PM � INLET IN A SUMP OR SAG LOCATION I Version 4.06 Released August 2078 �Lo (C)� H-Curb I H-Vert Wo Wp W � Lo (G) Design Information tlnoutl MINOR MAJOR Type of Inlet I Denver No. 16 Combination _� Type = Denver No. 16 Combination Local Depression (additional to continuous gutter depression'a' from above) aio�,i = 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 7.00 inches Grate Information MINOR MAJOR ;� Override Depths Length of a Unit Grate Lo (G) = 3.00 feet Width of a Unit Grate Wo = 173 feet Area Opening Ratio for a Grate (typical values 0.15-0.90) A,a�;o = 0.31 � Clogging Factor for a Single Grate (typical value 0.50 - 070) Cf (G) = 0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = 3.60 �� Grate Orifice Coeff�cient (typical value 0.60 - 0.80) Co (G) = 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 3.00 feet Height of Vertical Curb Opening in Inches H�err = 6.50 � inches Height of Curb Orifice Throat in Inches H�n��� = 525 � 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) Wp = 2.00 � feet Clogging Factor for a Single Curb Opening (typical value 0.10) C� (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-37) Cw (C) = 370 Curb Opening Orifice Coeffcient (rypical value 0.60 - 070) Co (C) = 0.66 S+JeS�ELON'A_II31y.515._(C.3LCld13t¢.d� MINOR MAJOR Clogging Coefficient for MWtiple Units Coef = 1.88 1.88 Clogging Factor for MWtiple Units Clog = 024 024 Grete Capacity as a Weir (based on Modifed HEC22 Method) MINOR MAJOR Interception without Clogqing Qw; = 8.1 12.7 cfs Interception with Clogging Qwa = 62 9.7 cfs Grate Capacity as a Orifice (based on Modified HEC22 Method) MINOR MAJOR Interception without Ciogging Qo; = 22.1 24.1 cfs Interception with Clogging Qoa = 16.9 18.5 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Q,,,, = 12.1 15.7 cfs Interception with Clogging Qma = 92 12.0 cfs Resultin Grete Capacit assumes cio ed condition neaie = 6.2 9.7 cfs S�b Ooening Flow Analysis (Calculatedl MINOR MAJOR Clogging Coefficient for Multiple Units Coef = 125 125 Clogging Factor for Multiple Units Clog = 0.05 ODS Curb Opening as a Weir (based on Modified HEC22 Method) MINOR MAJOR Interception without Clogqing Qw; = 4.4 7.9 cfs Interception with Clogging Q„,a = 42 7.5 cfs Curb Opening as an Orifice (based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qo; = 22.5 24.1 cfs Interception with Clogging Qor = 21.3 22.8 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Q,,,; = 8.6 11.9 cfs Interception with Clogging �,,,a = 8.1 112 cfs Resuitin Curb Openin Capacity assumes clo ed condition Qc�ro = 4.2 7.5 cfs Resultant Street Canditions MINOR MAJOR Totailnlet Length L= 12.00 12.00 feet ResWtant Street Flow Spread (based on street geometry from above) T= 18.0 22B ft.>T-Crown Resultant Flow Depth at S[reet Crown dcaawry = 0.0 12 inches Low Head Performance Reduction (Calculated) MINOR MAJOR Depth for Grate Midwidth d�,a�e = 0.509 0.606 ft Depth for Curb Opening Weir Equation dc,,,e = 0.32 0.42 ft Combination Inlet Performance Reduction Factor for Long Inlets RFcomo;�a�;o� = 0.55 0.66 Curb Opening PerFormance Reduction Factor for Long INets RFc,,,n = 0.86 0.92 Grated Inlet Performance Reduction Factor for Long Inlets RF�„�e = 0.55 0.66 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Q, = e•a �s.s cfs Inle[ Ca acit IS GOOD for Minor and Mabr Storms(>Q PEAK Q PenK aEouiaeo = 3.1 142 cfs GNK1020 UD-Inlet v4.06.xlsm, DP C16 10/22/2020, 4:49 PM ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) Project: InIetID: T T T. T� ��" W T. m � STREEf � q, CROWN 5. � � _/ � mum Allowable Width for Spread Behind Curb Slope Behind Curb Qeave blank for no conveyance credit behind curb) iing's Roughness Behind Curb (typically between 0.012 and 0.020) of Curb at Gutter Flow Line ce from Curb Face to Street Crown Width Transverse Slope Cross Slope (typically 2 inches over 24 inches or 0.083 ftlft) Longitudinal Slope - Enter 0 for sump condition ig's Roughness for Street Section (typically between 0.012 and OA20) Tancrc = 0.0 k SencK = fUft �eacK = Hcuae = 6.00 inches Tcaowry = 25.0 k W = 2.00 k Sx = 0.020 klft Sw = 0.083 ftlft So = 0.000 fUft �sraEEr = 0.016 Allowabie Spread for Minor & Major Storm Allowable Depth at Gutter Flowline for Minor & Major Storm k boxes are not applicable in SUMP conditions er Depth without Gutter Depression (Eq. ST-2) ical Depth between Gutter Lip and Gutter Flowline (usually 2") er Depression (d� - (W ` S,' �2p er Depth at Gutter Flowline mable Spread for Discharge outside the Gutter Section W(T - W) er Flow to Design Flow Ratio by FHWA HEG22 method (Eq. ST-7) �.harge outside the Gutter Section W, carried in Section Tx ��harge within the Gutter Section W(Q7 - Qx) �,harge Behind the Curb (e.g., sidewalk, driveways, & lawns) �.imum Flow Based On Aliowable Spread i Velociry within the Gutter Section Product Flow Velocity times Gutter Flowline Depth �retical Water Spread �retical Spread for Discharge outside the Gutter Section W(T - W) er Flow to Design Flow Ratio by FHWA HEG22 method (Eq. ST-7) aretical Discharge outside the Gutter Section W, carried in Section Tx rH ial Discharge outside the Gutter Section W, (limited by distance TcRowN) ��harge within the Gutter Section W(Q� - Qx) �.harge Behind the Curb (e.g., sidewalk, driveways, & lawns) ii Discharge for Major & Minor Storm (Pre-Safety Factor) �age Flow Vebcity Within the Gutter Section Product: Flow Velocity Times Gutter Fiowline Depth �e-Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm �. Flow Based on Allowable Depth (Safety Factor Appiied) ultant Flow Depth at Gutter Flowline (Safety Factor Applied) ultant Flow Depth at S[reet Crown (Safety Factor Applied) STORM Allowable Capacity is based on Depth Criterion STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm Tmae= 25.0 25A ft dMnx= 6.00 6.00 inches Minor Storm Major Storm y= 6.00 6.00 inches dc= 2.0 2.0 inches a = 1.52 1.52 inches d = 7.52 7.52 inches Tx = 23.0 23.0 ft Eo = 0235 0.235 Qx = 0.0 0.0 cfs �1w = 0.0 0.0 cfs QBACK - O.O Q.� CfS Qr= SUMP SUMP cfs � = 0.0 0.0 fps V'd = 0.0 0.0 Minor Storm Major Storm TrH = 18.7 18.7 ft Tx rH = 16.7 16.7 ft Eo = 0.319 0.319 Qx rH = 0.0 0.0 cfs Qx = 0.0 0.0 cfs Qw = 0.0 OA cfs QBACK - O.O �.� Ci5 Q = 0.0 0.0 cfs V = 0.0 0.0 fps V`d = 0.0 0.0 R= SUMP SUMP Qa = SUMP SUMP cfs d = inci dcaowry = incl Minor Storm Major Storm Q,no.= SUMP SUMP cfs GNK1020 UD-Inlet v4.06.xlsm, DP C17 10/22/2020, 4:50 PM � INLET IN A SUMP OR SAG LOCATION I Version 4.06 Released August 2078 �Lo (C)� H-Curb I H-Vert Wo Wp W � Lo (G) Design Information tlnoutl MINOR MAJOR Type of Inlet I Denver No. 16 Combination _� Type = Denver No. 16 Combination Local Depression (additional to continuous gutter depression'a' from above) aio�,i = 2.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 1 Water Depth at Flowline (outside of local depression) Ponding Depth = 6.00 6.00 inches Grate Information MINOR MAJOR � Override Depths Length of a Unit Grate Lo (G) = 3.00 feet Width of a Unit Grate Wo = 173 feet Area Opening Ratio for a Grate (typical values 0.15-0.90) A,a�;o = 0.31 � Clogging Factor for a Single Grate (typical value 0.50 - 070) Cf (G) = 0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = 3.60 �� Grate Orifice Coeff�cient (typical value 0.60 - 0.80) Co (G) = 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 3.00 feet Height of Vertical Curb Opening in Inches H�err = 6.50 � inches Height of Curb Orifice Throat in Inches H�n��� = 525 � 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) Wp = 2.00 � feet Clogging Factor for a Single Curb Opening (typical value 0.10) C� (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-37) Cw (C) = 370 Curb Opening Orifice Coeffcient (rypical value 0.60 - 070) Co (C) = 0.66 S+JeS�ELON'A_II31y.515._(C.3LCld13t¢.d� MINOR MAJOR Clogging Coefficient for MWtiple Units Coef = 1.00 1.00 Clogging Factorfor MWtiple Units Clog = 0.50 0.50 Grete Capacity as a Weir (based on Modifed HEC22 Method) MINOR MAJOR Interception without Clogqing Qw; = 6.0 6.0 cfs Interception with Clogging Qwa = 3.0 3.0 cfs Grate Capacity as a Orifice (based on Modified HEC22 Method) MINOR MAJOR Interception without Ciogging Qo; = 5.6 5.6 cfs Interception with Clogging Qoa = 2.8 2.8 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Q,,,, = 52 52 cfs Interception with Clogging Qma = 2.6 2.6 cfs Resultin Grete Capacit assumes cio ed condition neaie = 2.6 2.6 cfs S�b Ooening Flow Analysis (Calculatedl 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 Clogqing Qw; = 2.0 2.0 cfs Interception with Clogging Q„,a = 1.7 17 cfs Curb Opening as an Orifice (based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qo; = 57 5.7 cfs Interception with Clogging Qor = 47 4.7 cfs Curb Opening Capacity as Mized Flow MINOR MAJOR Interception without Clogging Q,,,; = 2.9 2.9 cfs Interception with Clogging �,,,a = 2A 2.4 cfs Resuitin Curb Openin Capacity assumes do ed condition Qc�ro = 1.7 17 cfs Resultant Street Canditions MINOR MAJOR Totailnlet Length L= 3.00 3.00 feet ResWtant Street Flow Spread (based on street geometry from above) T= 187 187 ft Resultant Flow Depth at S[reet Crown dcaawry = 0.0 0.0 inches Low Head Performance Reduction (Calculated) MINOR MAJOR Depth for Grate Midwidth d�,a�e = 0.523 0.523 ft Depth for Curb Opening Weir Equation dc,,,e = 0.33 0.33 ft Combination Inlet Performance Reduction Factor for Long Inlets RFcomo;�a�;o� = 0.94 0.94 Curb Opening PerFormance Reduction Factor for Long INets RFc,,,n = 1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RF�„�e = 0.94 0.94 MINOR MAJOR Total INet Interception Capacity (assumes clogged condition) Qa' 3.9 3s cfs Inle[ Ca acit IS GOOD for Minor and Mabr Storms(>Q PEAK Q PenK aEouiaeo = 0.3 12 cfs GNK1020 UD-Inlet v4.06.xlsm, DP C17 10/22/2020, 4:50 PM ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) Project: InIetID: T T T. T� ��" W T. m � STREEf � q, CROWN 5. � � _/ � mum Allowable Width for Spread Behind Curb Slope Behind Curb Qeave blank for no conveyance credit behind curb) iing's Roughness Behind Curb (typically between 0.012 and 0.020) of Curb at Gutter Flow Line ce from Curb Face to Street Crown Width Transverse Slope Cross Slope (typically 2 inches over 24 inches or 0.083 ftlft) Longitudinal Slope - Enter 0 for sump condition ig's Roughness for Street Section (typically between 0.012 and OA20) Tancrc = 0.0 k SencK = fUft �eacK = Hcuae = 6.00 inches Tcaowry = 25.0 k W = 2.00 k Sx = 0.020 klft Sw = 0.083 ftlft So = 0.000 fUft �sraEEr = 0.016 Allowabie Spread for Minor & Major Storm Allowable Depth at Gutter Flowline for Minor & Major Storm k boxes are not applicable in SUMP conditions er Depth without Gutter Depression (Eq. ST-2) ical Depth between Gutter Lip and Gutter Flowline (usually 2") er Depression (d� - (W ` S,' �2p er Depth at Gutter Flowline mable Spread for Discharge outside the Gutter Section W(T - W) er Flow to Design Flow Ratio by FHWA HEG22 method (Eq. ST-7) �.harge outside the Gutter Section W, carried in Section Tx ��harge within the Gutter Section W(Q7 - Qx) �,harge Behind the Curb (e.g., sidewalk, driveways, & lawns) �.imum Flow Based On Aliowable Spread i Velociry within the Gutter Section Product Flow Velocity times Gutter Flowline Depth �retical Water Spread �retical Spread for Discharge outside the Gutter Section W(T - W) er Flow to Design Flow Ratio by FHWA HEG22 method (Eq. ST-7) aretical Discharge outside the Gutter Section W, carried in Section Tx rH ial Discharge outside the Gutter Section W, (limited by distance TcRowN) ��harge within the Gutter Section W(Q� - Qx) �.harge Behind the Curb (e.g., sidewalk, driveways, & lawns) ii Discharge for Major & Minor Storm (Pre-Safety Factor) �age Flow Vebcity Within the Gutter Section Product: Flow Velocity Times Gutter Fiowline Depth �e-Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm �. Flow Based on Allowable Depth (Safety Factor Appiied) ultant Flow Depth at Gutter Flowline (Safety Factor Applied) ultant Flow Depth at S[reet Crown (Safety Factor Applied) STORM Allowable Capacity is based on Depth Criterion STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm Tmae= 25.0 25A ft dMnx= 6.00 6.00 inches Minor Storm Major Storm y= 6.00 6.00 inches dc= 2.0 2.0 inches a = 1.52 1.52 inches d = 7.52 7.52 inches Tx = 23.0 23.0 ft Eo = 0235 0.235 Qx = 0.0 0.0 cfs �1w = 0.0 0.0 cfs QBACK - O.O Q.� CfS Qr= SUMP SUMP cfs � = 0.0 0.0 fps V'd = 0.0 0.0 Minor Storm Major Storm TrH = 18.7 18.7 ft Tx rH = 16.7 16.7 ft Eo = 0.319 0.319 Qx rH = 0.0 0.0 cfs Qx = 0.0 0.0 cfs Qw = 0.0 OA cfs QBACK - O.O �.� Ci5 Q = 0.0 0.0 cfs V = 0.0 0.0 fps V`d = 0.0 0.0 R= SUMP SUMP Qa = SUMP SUMP cfs d = inci dcaowry = incl Minor Storm Major Storm Q,no.= SUMP SUMP cfs GNK1020 UD-Inlet v4.06.xlsm, DP C18 10/22/2020, 4:52 PM � INLET IN A SUMP OR SAG LOCATION I Version 4.06 Released August 2078 �Lo (C)� H-Curb I H-Vert Wo Wp W � Lo (G) Design Information tlnoutl MINOR MAJOR Type of Inlet I Denver No. 16 Combination _� Type = Denver No. 16 Combination Local Depression (additional to continuous gutter depression'a' from above) aio�,i = 2.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 1 Water Depth at Flowline (outside of local depression) Ponding Depth = 6.00 6.00 inches Grate Information MINOR MAJOR � Override Depths Length of a Unit Grate Lo (G) = 3.00 feet Width of a Unit Grate Wo = 173 feet Area Opening Ratio for a Grate (typical values 0.15-0.90) A,a�;o = 0.31 � Clogging Factor for a Single Grate (typical value 0.50 - 070) Cf (G) = 0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = 3.60 �� Grate Orifice Coeff�cient (typical value 0.60 - 0.80) Co (G) = 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 3.00 feet Height of Vertical Curb Opening in Inches H�err = 6.50 � inches Height of Curb Orifice Throat in Inches H�n��� = 525 � 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) Wp = 2.00 � feet Clogging Factor for a Single Curb Opening (typical value 0.10) C� (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-37) Cw (C) = 370 Curb Opening Orifice Coeffcient (rypical value 0.60 - 070) Co (C) = 0.66 S+JeS�ELON'A_II31y.515._(C.3LCld13t¢.d� MINOR MAJOR Clogging Coefficient for MWtiple Units Coef = 1.00 1.00 Clogging Factorfor MWtiple Units Clog = 0.50 0.50 Grete Capacity as a Weir (based on Modifed HEC22 Method) MINOR MAJOR Interception without Clogqing Qw; = 6.0 6.0 cfs Interception with Clogging Qwa = 3.0 3.0 cfs Grate Capacity as a Orifice (based on Modified HEC22 Method) MINOR MAJOR Interception without Ciogging Qo; = 5.6 5.6 cfs Interception with Clogging Qoa = 2.8 2.8 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Q,,,, = 52 52 cfs Interception with Clogging Qma = 2.6 2.6 cfs Resultin Grete Capacit assumes cio ed condition neaie = 2.6 2.6 cfs S�b Ooening Flow Analysis (Calculatedl 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 Clogqing Qw; = 2.0 2.0 cfs Interception with Clogging Q„,a = 1.7 17 cfs Curb Opening as an Orifice (based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qo; = 57 5.7 cfs Interception with Clogging Qor = 47 4.7 cfs Curb Opening Capacity as Mized Flow MINOR MAJOR Interception without Clogging Q,,,; = 2.9 2.9 cfs Interception with Clogging �,,,a = 2A 2.4 cfs Resuitin Curb Openin Capacity assumes do ed condition Qc�ro = 1.7 17 cfs Resultant Street Canditions MINOR MAJOR Totailnlet Length L= 3.00 3.00 feet ResWtant Street Flow Spread (based on street geometry from above) T= 187 187 ft Resultant Flow Depth at S[reet Crown dcaawry = 0.0 0.0 inches Low Head Performance Reduction (Calculated) MINOR MAJOR Depth for Grate Midwidth d�,a�e = 0.523 0.523 ft Depth for Curb Opening Weir Equation dc,,,e = 0.33 0.33 ft Combination Inlet Performance Reduction Factor for Long Inlets RFcomo;�a�;o� = 0.94 0.94 Curb Opening PerFormance Reduction Factor for Long INets RFc,,,n = 1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RF�„�e = 0.94 0.94 MINOR MAJOR Total INet Interception Capacity (assumes clogged condition) Qa' 3.9 3s cfs Inle[ Ca acit IS GOOD for Minor and Mabr Storms(>Q PEAK Q PenK aEouiaeo = 0.6 2.8 cfs GNK1020 UD-Inlet v4.06.xlsm, DP C18 10/22/2020, 4:52 PM ii Ga;;owa y 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 • Galla�yUS.com Nyloplast Inlet Grate Capacity Calculations DP C8 � 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 3.50 3.00 � 2.50 w U A .0 N � 2.00 1.50 1.00 0.50 0.00 DP C8 DP A7 � DP I A14 � I DP B1 C C -�1 � � � �� � DP C2 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 DP B1 � INLET B-2.3 Q100 MAX: 1.0 cfs Max. Depth=0.30' w/ Qin= 2.Ocfs At max. depth, capacit is +/- 2x Q100 MAX DP C2 � INLET C-16 Q100 MAX: 0.4 cfs Max. Depth=0.15' w/ Qin= 0.7cfs At max. depth, capacity is +/- 2x Q100 MAX Head (ft) ��� Nyloplast� 3130 Verona Avenue • Buford, GA 30518 (866) 888-8479 / (770) 932-2443 • Fax: (770) 932-2490 0 Nyloplast Inlet Capacity Charts June 2012 0.75 0.80 0.85 0.90 0.95 1.00 1.05 1.10 DP A7 � INLET A-11.1.1 Q100 MAX: 1.2 cfs Max. Depth=1.0' w/ Qin=3.8 cfs At max. depth, capacity is over 2x Q100 MAX DP A14 � INLETS A-3.4, A-3.5, and A-3.6 Q100 MAX: 2.8 cfs combined Max. Depth=0.7' w/ Qin=3.2 cfs each At max. depth, capacity is over 2x Q100 MAX Nyloplast 18" Dome Grate Inlet Capacity Chart �.00 6.00 5.00 � 4.00 N C.l a .0 R d R � 3.00 2.00 1.00 0.00 k I � � I_ `._ / ^ �. �� � n I I-� �-� i � � -. � ��� i ,� �� 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 DP C1 � INLET C-20 Q100 MAX: 2.04 cfs Max. Depth=0.52' w/ Qin=4.1 cfs At max. depth, capacity is +/- 2x Q100 MAX 0.40 0.45 0.50 0.55 0.60 0.65 0.70 Head (ft) �� Nyloplast� 3130 Verona Avenue • Buford, GA 30518 (866) 888-8479 / (770) 932-2443 • Fax: (770) 932-2490 0 Nyloplast Inlet Capacity Charts June 2012 0.75 0.80 0.85 0.90 0.95 1.00 1.05 1.10 DP C12 � INLET C-3.4 Q100 MAX: 2.8 cfs Max. Depth=0.98' w/ Qin=5.6 cfs At max. depth, capacity is +/- 2x Q100 MAX Nyloplast 24" Dome Grate Inlet Capacity Chart 11.00 10.00 9.00 8.00 7,00 � 6.00 a .� R R 5.00 U 4.00 3.00 Z.00 1.00 r.� "'� � � �% 1�� `'���� �� � � 0.00 � ��, � � 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 C7 � INLET C-5.4 Head(tt) Q100 MAX: 2.8 cfs Max. Depth=0.50' w/ Qin= 6.2cfs At max. depth, capacity is over 2x Q100 MAX O �� Nyloplast 3130 Verona Avenue • Buford, GA 30518 (866) 888-8479 / (770) 932-2443 • Fax: (770) 932-2490 0 Nyloplast Inlet Capacity Charts June 2012 ii Ga;;owa y 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 • Galla�yUS.com 2' Wide Sidewalk Chase Capacity Calculations 2' Wide Sidewalk Chase Project Description Solve For Input Data Headwater Elevation Crest Elevation Tailwater Elevation Weir Coefficient CrestLength Number Of Contractions Results Discharge Headwater Height Above Crest Tailwater Height Above Crest Flow Area Velocity Wetted Perimeter Top W idth Discharge 2 5000.50 ft 5000.00 ft 5000.00 ft 2.80 US 2.00 ft 1.88 0.50 0.00 1.00 1.88 3.00 2.00 ft�/s ft ft ft2 fUs ft ft Bentley Systems, Inc. Haestad Methods SoBEi��il6avMaster 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 ii Ga;;owa y 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 • Galla�yUS.com Storm Drain Hydraulic Grade Line (HGL) Calculations Ridgewood Hills Fifth Filing I Storms Drain A, B. C, and Offsite Storm too-rear Seorm event oa[e: arzzizoz� Bentley StormCAD v8.1 Outpu[ Column Number� HGL and EGL Results�'' Notes' 1. Headloss Method: HEC-22 Energy (Third Etlitian) 2. Results show entrance and structure losses (e.g., entrance loss at SDMH A2 = column 2- column 5, structure loss = column 5- column 6. total loss = entrance loss + strucNre loss) Culvert Report Hydraflow Express Extension for Autodesk0 AutoCADO Civil 3D0 by Autodesk, Inc. StormTech External Bypass Invert Elev Dn (ft) = 5028.77 Pipe Length (ft) = 17.51 Slope (%) = 0.57 Invert Elev Up (ft) = 5028.87 Rise (in) = 42.0 Shape = Circular Span (in) = 42.0 No. Barrels = 1 n-Value = 0.013 Culvert Type = Circular Concrete Culvert Entrance = Groove end w/headwall (C) Coeff. K,M,c,Y,k = 0.0018, 2, 0.0292, 0.74, 0.2 Embankment Top Elevation (ft) = 5042.78 Top Width (ft) = 5.00 Crest Width (ft) = 10.00 E��: �R SG43 GG 503D.GG 5037.^u0 503a.00 5031.D0 5028.OG 5025.OG Calculations Qmin (cfs) Qmax (cfs) Tailwater Elev (ft) Highlighted Qtotal (cfs) Qpipe (cfs) Qovertop (cfs) Veloc Dn (ft/s) Veloc Up (ft/s) HGL Dn (ft) HGL Up (ft) Hw Elev (ft) Hw/D (ft) Flow Regime StormTech Erternal Bypass I Headwarer at CONNECTION A-0 (Downstream from Bypass Weir) Wednesday, Feb 172021 = 55.30 = 55.30 = 5034.41 = 55.30 = 55.30 = 0.00 = 5.75 = 5.75 = 5034.41 = 5034.46 = 5035.08 = 1.77 = Outlet Control H;, Cep.n �ft� 14 13 17 13 E 1? 5 L' 2.73 �.S? -3 &7 26 Reech (ft) 2 4 0 8 70 12 14 to' 78 20 22 Z4 CircularCulvert HGL Embank StormTech External Bypass Weir Project Description Solve For Input Data Discharge Crest Elevation Tailwater Elevation Weir Coefficient CrestLength Number Of Contractions Results Headwater Elevation Headwater Height Above Crest Tailwater Height Above Crest Flow Area Velocity Wetted Perimeter Top W idth Headwater Elevation 0 55.30 ft'/s 5034.86 ft 5035.08 ft 2.80 US 10.00 ft 5036.46 1.60 0.22 15.96 3.47 13.19 10.00 ft ft ft ft2 fUs ft ft Bentley Systems, Inc. Haestad Methods SolBgotle��ri�oMaster 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 _ .__._.. .__-.- .._ �\ N STATE HIGHWAY 287 � � � RIGHT OF WAY VARIES � � _na� - � �-_ - � ,. _� _ . _--�_ _ --- - � �� - = �\, ` -� -?�i�- - ��HO��/ � �- - � � � - - - STMH A-8 (PRIVATE) , _ -'-- -�- _ ,�� - - - �- - - - - _ - - - - - - - - - = - - - - - - - - - - _- _ - - - - =�-;-- - --- - - "-' .. _ - MH-ECCENIRIC (6' �) � ' SiMH A-9 (PRIVATE) STMH A-10 (PRIVATE) - � �- - - - - STMH A-11 (PRIVATE) -- ----- - - � J --- �� - � � _ �) J � - -_ I_ _ ; _ -�__ -- : _ STA: 15+09.12 '� _ MH-ECCENTRIC (6 0) � - MH-ECCENTRIC (6 �) - -- MH-ECCEN1i21C (6' 0) - - - _ , ' � �- - � 0� -� � l � '� N: 1419909.57 /� STA: 15+35.38 i STA: 16+54.27 N: 1419646.11 ' �� �� - ' ` i - / � N: 1419883.31 N: 1419764.42 ET 3117410 88 \ \ i� \ E: 3117410.80 , � _ - -� � � !, -- - - / E: 3117410.81 - ._,: � � �. _ -- E: 3117410.87 - _ ._.� - - � I� " -- - -� =_ - _ _r -- - - _ / , . - � '_ �;-� . T 36' RCP (PRIVATE)-45J5 LF � 0.50% - - -- _ - i i i - - �_ - - - -� � G G G � , � ' -- � �� � � STMH A-7 (PRIVATE) - - - i .------------- - --------- ------- -�-- ----------------- ' r - � -- -� -- � � MH-ECCENTRIC (5' 0) � l � `' 0 STA: 14+63.36 � , � \ � j � / ✓ N: 1419955.33 - - / i : - =i � - JI I ' � - / � � E: 3117410.79 i ,; , I �� �� � � @ , = �... _, _ = - _ " / / '� o�o -- _ � _ „ „ ; �I 1 � / � � 15 00 16 00- - 17 00- - 18 00 19 00 ' I- 20 00 ---- _ _ i' � V �. , \� ? ' B /%��� �O� � - -36 RCP (PRIVATE)-118.90 LF � 0.50%- 36 RCP (PRIVATE)-118.30 LF � 0.50% - _ - � 24 RCP (PRIVATE)-215.49 LF � 0.50%- - - � .. �_ - - � i � � � � � �- , -�- � _ � --- � ,�- � � - � - - � - - - - --, - - - - -- � - - - - -- / __ - - ------ -------- ----- ----- -- ------ - ------ - -- - �` �-�-.- '� G _ �f1 __ ` ` r i,. �n ': - _ _ _ `- � - O; �� 6' � -- - I IRIG D- '� i STMH A-12 PRIVATE c �� � � �' 1 II _ �- - � SEE SHEET C7.3 ( ) � STMH A-6 PRIVATE '� � _ �� � � 1� -- � �- � i � 1 � � I- - / / � ) p O P / � � - �� y- L � - � ' � MH-ECCENTRIC (6' 0) � ,�p� �� �� �i,> ' ; xl� ��� (� ; ,� � - ,��� � �,� � _.� � � �_� MH-ECCENTRIC (4' 0) � , _ � ,� / � STA: 13+95.88 � ��° �GQ ,i �� ,- , � � " 1 . / ���� �- - - ��---� 1 � �I ��� � I �� i STA: 19+88.05 � N: 1420007.62 � �� i N: 1419430.62 �'�, I a '�� , 36" RCP PRIVATE -26.28 LF � 0.50% - _' � � ' � � ' , �'�, � tii � � \, � '' � ) i - I i I i E: 3117410.82 � t E: 3117368.14 �� � � � ; i' I � � � ��� � �, �- ; �� _ �- i��� � I �� f� � I � � � ��'� � o � � � � i;� �� �.� i , , � �� i, � Ii � \ .� ��, � � � i ��� i � / I� �, � i i � ��_ i � ii � i I d ; " � � � ��� / � � i �/ '' � i ' � � I - i, � i '� ' � i � o � � � � �/ � I, �/ „�i � ' I, �� n �, � � , \ � � � � i � � i � i i �i i ; = i, 1 i � � i � I i r ; '. � i � i�� _ , , i, i � i i_ , _ I / I; ' � � , \ �„� ;.,`\ , I ' r � i I^ �I i� ,= � I i i , �-I I I, I i i \ i,i \ i , y�� I �' / � I I I r � l' ,\, , \ �l II ' ' i p. p a- �I f� li � I � I � i � I I I I � I / i� � s i� � �� � I_ � � I� I I -- I � , ,,- 34" X 53' HE-RCP PRIVATE -52.48 LF � 0.50q ' ' I �'�� � I W� � � � � �; � � II � I I 1 _ � � � A � �� �- - - / � � %\�j � � I i � � II� �--� - �� � � � / r / -, �. �� � �� \\\ / a � � �1 � � i d� �� � - � � � I" - - � , � � � � � �, � »� , / � � � � � � � _ � � I � oz _. � , ,�_ �� - - � I � -, i I � - �� � ��� � ; �I � � � �� � `� � � 34 X 53 HE RCP (PRIVATE) 18.06 LF � 0.50� � / '� � � i � �-' ! I� � � i � � � � � � � � ��"� i� i i t �� /� �f 0 �r- I �r I � � \ � � � � � / % � � CONNEC110N A-0 PRIVATE� �� � �� � � 1 � � I �� � � �- ' � i � � � - � � � � � I � I i � I ( ) � � ��, � i / �� � i I STMH A-5 (PRIVATE) I � � i � I- � � �� i �� '\ ' MH-RECT. FLAT TOP 10' X 10' �� � r I � � � �� � � e i MH-ECCENTRIC 6' 0 ��� � i � �- � � '� � - - , � � � � � � � ( ) � �� � ��i� o i � I ( ) � i - � ,, � � � i, i � � - - - � �, �/ i I i I I i � � � I, �- _r ti � W/ CONCRETE OVERFLOW WEIR � � � I �� � �o�,� � � STA: 12+54.09 � � � i� i � ,, i \ - I i I i � I �o, WEIR ELEVATION = 5036.43 -��p .�, °` � � � o• , !! ! I�I N: 1420007.64 I i �� i i I> ; � I i I i � `� � / STA: 10+00 � �� ,-� i i,� � i � � i �� �/� � E: 3117226.35 � j i i � i � II � � _ I i I i � �� I � � ` N: 1420201 J3 �' i � � � / � � � � � � i � i I �� ' � � i � �i A = � � / � � � �� i � � l � � ��� � D��` � ��� � i � � I �. : J I � �I I '�� � I�' � i i �� � = ,�� I � � .i � E: 3117220.12 � A , � j �o- � � �� I i I i � ' I , �.,�1, �, �; '\ '�� �i �., , _ = � , / , , , oo � r A � ; ����, � ,, I,-_ , , � � � �, , � � _ - � ��; . � ���, � , i i � . � I� ; ) i i � J i, i � �� �I i , / 34 X 53 HE-RCP (PR�VATE)-63.50 LF � 0.52% � ,� �F� / i� _ � / I , i i I � � ��,' � �� _ " � J - � - �\,� � � -�- � �� ��' � �� � I i ` � I � �� �� i - - � - i i' \ \ � � - � �yr_- \-----'I�-FOO- -� _...� GQ �� �i� STORM B � � i� �� i �. � ' I I � � �� � ��Y _ -� - � - � �%� T, � � � i � � � � � � �� �� ���� � ,� SEE SHEE 6.6 - _ , \ „ / �� ti � , , � i` % - ' -- �- � - �- - o�, � � � ' �.:f _.i _ � � � i,_ � � I i �- i�'�� � �� , � - � � � � KEYMAP � � i _ � � / - - - - - - - - - - - - - - - - �- � �/ - � - - - - - - - - - - - - - - - - - - � - - - - - - - - - - - - - - - - - , \ ASNITARYI -f----------------- ' SEE SHEET C8.0 � i 2 �.2� � - - 0+ r-- ------------- INLET A-13 (PRIVATE) r 2- N0. 16 COMBO INLETS �� I STA: 20+67.27 � � N: 1419351.46 � � i E: 3117415.34 � - I I - - - _ � ' ~- - I li i I ii' 24" RCP (PRIVATE)-79.29 LF � 0.63% \ � ° i � \' i �i I \ i `ill' LEGEND: � � � PROPOSED 8" WATER MAIN III I \ � � EXISTING WATER MAIN W I I�I�i �� PROPOSED SANITARY SEWER 8"SS I �- ' ~ � -r � EXISTING SANITARY SEWER - - SS j � ' � - - � ' EXISTING FIRE HYDRANT � � PROPOSED FIRE HYDRANT � I � � PROPOSED STORM SEWER I F � EXISTING STORM SEWER I � 0 10 20 50 EXISTING IRRIGATION -- IRR -- i� � EXISTING UNDERGROUND TELEPHONE UT \ SCALE: 1"=50' EXISTING UNDERGROUND ELECTRIC UE I � i� \ �� EXISTING FIBER OPTIC FO- � � � � � / EXISTING GAS G � I' I I' � i/ PROPOSED CURB AND GUTTER - - s � - � � � � � � � , I � � � � PROPERTY BOUNDARY � , � � �� ---- � � � - - -�� - � �- �, ' � �, --- -- ---- ---- , �. ' , \�' .�/.. a / -; , I � i ti; �� li, q _ � �. - = � L--- - - - ------- ----- - � \ -- \ \ � i � PROPOSEDRIGHT-OF-WAY ��, . ��� __ � „ I _ � \ \ � �� i�' � � ��� -� �/ �,��d _ � T I � I � � I . � , _- _ , i � ---' � - � � - 1 �� � � � \ � \ ' �� �y, � � � � ��� - == _ __ - - � - � � , T II _, � I � �I , � �� � � � �F � � � � � ./ PROPOSED LOTLWE _ _ „ _ _ � _ _ _ _ ,� , � -- STMH A-4 PRIVATE� � � � � ��j ' �� �� � ' i/ A � ; �� � � �` �_ � � �� �;,� i � � � I � � \ � , � \ / � /�_ � � _ - � � ) ` '� I � I � - L - -- - - , � __� --- � � � , - , „ � � � _ r � � _- I _ EASEMENTLINE _ __ � �. __ � . � �° � G� i� � - - STMH A-2 (PRIVATE) - � MH-ECCENTRIC (7' 0) \ � __ �- , � � \ � _ / UE U �� � � ��, � L. '� � STMH A-1 PRIVATE � � �� MH-ECCENTRIC (7' 0) � � NTA 420055.64 �„�� -� ���y�� � / / . � ___ __ t . � � � . / , �= � , " . _ _ PROPOSED STORM INLET � � / / � . � � � , � � � � � �� ,� � _, STA: 11+07.11 � E: 3117166.87 � '�" .-%'� � -� - - - - - STRASBUR6 DRIVE - - - - � - - - - � '� � � � � � �``�� � MN-ECCENTRIC 7 0 - � \ \ / EXISTING STORM INLET � � � / ; � N: 1420126.18 , � � �� - - � ' __ - - - ,, ,� - � � � �' � � " STA: 10+63.50 � ' � � _ . �' '� � � � N: 1420169J9 � � E: 3117165.86 �- / ��� � � PROPOSED MANHOLE , ,. ,�� � , . . .. - � 9,L , +. � � . � � _ _ / � O� O� .� � ,� _ '.� � �' �� ' � R E: 3117165.24 34" X 53" HE-RCP PRIVATE 43.61 LF � 0.50% � � � � / \ - _ -- " � :�� �p � � i . , ._� ,z � �- i � ='� � � =- - - --- ��, �� � �� � EXISTING MANHOLE �O :.� . / � (1 � (1 � (1 " _ �`�.. . ,.� � � , � � � <. " - - - � � �� ��� � � �� , � �� `� �� � i � _�� - � - -----� _--- ----- � � ��� �\ � � � � V / � �N � ,,- " ---- - --- ---- - - i ------- `. � , /� / � �� / � � SEE SHEET C7.2 _ - � - � ---- 1 �' I�r--- � IRtG C / _ �� �. �� � OfFSITE STORM �� � � �/ � � ,�� ��-T------- - ---- - � �_ � ,, �� � SEE SHEET C6.13 ; -- = . � � " � --� � - - >_- - _- -- - - -- -� - � � � � � . � � _� , �' .- _ A � � - F < o -� /� � / -_ � =� ��� .� \�� STORM A-3 (PRIVATE) �j " � � =�v �,�'�! � � ��i � � � , - - - -- __ e _ � _ , _� _ � i � , � �� � / > ` � - � - `� � � SEE SHEET C6.1 \ � { t�� �,.� ,- - �i ��%' �-- - - - � ��. � `�\ � i � � �� / / � .. �a � � � �iC�- � `� `�--� _ � o I \ �� �/ . _ � �� � � �. � � , �� ' i � �� s ' � � - � �- _ - A \ \ / ,,\ \ � , `, �� < � ..� ,/ %, ,�i '��/% ; , ' - ' . . � � ��.� \ �\ __ ', ci ,,,�., i \, ' \ � / / � \ � `\ \� ��i �� . / / ;�l` / ! �j � � � ' �i ��, % �,� - � - �1 / � � / i% / / / / `. \ ' %i �//' � -__ � _ \' \ \,4 ` V � �� ,�. � `� �. ��,\.. ��� �----� � \��\\ � ' �--------- � ��. \� � � \�� � �� � ` �� � `.\ �' � � � �,,� ,. i �\ \ li S � � � � \' � I 1 '1 I �'� i I�i I ji 1 � / / � � / �� 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 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 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. 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. 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. 7. CONFIRM EXISTING STORM SEWER INVERT IN THE FIELD. IF IT DOESN'T MATCH THE ASSUMED INVERT, CONTACT THE DESIGN ENGINEER. 8. CONFIRM HORIZONTAL LOCATION OF WATER TO EXISTING LOCATIONS PRIOR TO CONSTRUCTION. CONTACT DESIGN ENGINEER WITH ANY DISCREPANCIES. 9. MINIMUM SEWER SLOPE IS 1.04% (g' / 1') FOR 6" DIAMETER AND 2.08% (4' / 1') FOR 4" DIAMETER. 10. CONTRACTOR TO COORDINATE GAS, ELECTRIC AND TELEPHONE CABLE SERVICES. 11. THE PLUMBING CONTRACTOR SHALL TERMINATE UTILITY LATERALS 5' OUTSIDE OF BUILDWG UNLESS OTHERWISE NOTED. EXACT LOCATIONS (HORIZONTAL AND VERTICAL) OF ALL UTILITY CONNECTIONS INTO THE PROPOSED BUILDING SHALL BE COORDINATED WITH THE APPROVED ARCHITECTURAL DRAWINGS. 12. ROOF DRAIN CONNECTIONS TO BE COORDINATED WITH FINAL ARCHITECTURAL PLANS. ii a;;owa 5265 Ronald Reagan Blvtl., Suite 210 Johnstown, CO 80534 970.800.3300 GallowayUS.com y P� �� � O� � GO � � � ` �� � �C� Q� �O � -J� O� G COPYRIGHT THESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. V z � �..L _ � �..L �..L 1 Z � Q � � Z ` � � O J O � � � �..�..� J V Q � z I..L �..L 0 U � z J 0 U � � � � z � # Date Issue I Description Init. Project No: GNK000010 Drawn By: DBC Checked By: JEP Date: 08.16.2023 s � Y Z C7 V r O U Y 3 °o x STORM A PLAN AND PROFILE � z � 0 F Y Z C7 V r O U Y 3 °o x �� � � ! y, ,.-. � / / % � � / �- - !�/ � ' \ � �'� ,� � /�,;� / o \ / ,, � f c� 2 �� � �� , /,� j, ;;l - , �' � �� _ � � � /, � � ,�` , � "� � �� , r�, - ` �.� _ r ��� ��' � � � , � �-- � �m . i ! � � �_ \ \ � � . � �� � f_� ��� ,� � � , 2CP (PRIVATE) �� - � _ � LF � 2J6q / � �. - � � / _���s . i � � INLET A-2.1 (PRIVATE) �-- 4- N0. 16 COMBO INLETS STA: 20+09.94 _ N: 1420125.91 �� E: 3117175.79 i v / L"N � ` -�'� � � .� %<,- �� ; �� � �� - � � � ,� _� � � � � \ \ \ , � � \ � � 0 10 20 50 � SCALE: 1 "=50' STORM A-2 STA: 20+00.0o to 2o+1o.s5 SCALE: H: 1"= 50' V: 1"= 5' PROPOSED GRADE 100-1R "c� 504 � 18" RCP (PRIVATE) 9.94 LF � 2.76� EXISIING � GROUND A ' � G /� � � M � � � � � I � � 0 3 0 j7�o ^oa^o. > o c^o � U � � � �' d � M 5 °_� ��o o � �'" �o� M 5 O � N W+� ln t1") � ... c�j +�� Oi ¢ v N`nZ Z� II�-6 ��� 11 = w � �.� O � _ ��> > > w..� I ¢�j d.. v��cn�z zzo Z N�Zo. � � �'� � � o� 0 = �. � �_ 19+50 20+00 20+50 \ \ \ \ � \ �,;� /�/ \ /.f �A;:.;� ��' /� Fi' 1.� �p , � ����,� ,�P� , �,, /i '\ ; � / � � \� � \� � � - _�- __� � � � __ _ � �\ ____-------- -_: \ � - - - �' � ) �': �' �` � � � /��' ��� ��-��� � ,� �� � --_ � , - �, � , � ) y; � � ' � , � � �/;. � �r� „' �-� �� , , i � �,, �� � y < � ,- � �� �/� � - - _ � T � � �� / `� _ __ _--- - -� � � ` �_ � INLET A-3.6 (PRIVAIE) � � � \ '� � ��� ����� ` �� m NYLOPLAST DRAIN BASIN ! ' % , � � �� � � � ,' � � � � W� 15° DOME GRATE ' , ;9'�� � � �� � � �` � � � e, �� � ,' � - _ --------� -, „ ,`STA: 32+46.90 � � ----- ----------- ---- - � , , . � � , `, �� � ' � N: 1420182.00 � � ' � ` �, � ` � ' , � E: 3117010.37 � � ` � ���� �� � ���� � ' '' -=-- - �------- � _ � � � ���� � � � ��` �_ . ; � ���� 1 �� �' � �_ � �� `. ` ; ��� ,�'� �' --- --� -- --- -�- ��� � � � � � � � %� �/;, - 12" PVC (PRIVAlE)-45.83 I.F (� 3.92% � � _ � - -- �, ���� 12" PVC (PRIVA'1E)-32.87 LF (�D 3.92% �� � � � �,.�'_� � `=-- �" i ///., � I�� ii i���ii' i = � �� � � � � ��� ' INLET A-3.1 (PRIVATE) � _ ' � �.� ° , w s �: INLET A 3.5 (PRIVAlE) \ �: �/ � /-, \ NYLOPL W/ SOLID COVER ., \�\ �� ' I ; --- , � � / ��� % , \ i' - _�,l' _ -r-,-�, � �� / � , .� i � ,� : A \ .� ' � , �! I � �� ` � ' W� 15° DOME GRATE �",= ' � NA:1420107.46 �, , I � \ , � � �. ( ), �,, �� � 2J6% •�. _. S � !:j, NYLOPLAST DRAIN BASIN �� � � \ � � , � � \ \ 18" RCP PRIVATE -16 90 LF ,. � �� i , � `r� � ; � " � , � � �� .� � � � N A:1420154.68 � �' � ����. 12" PVC PRIVATE -32.10 LF � 3�92% 0.29 - ''���., i . � �i " ' .� .� `� _�� m-� � \ SANITARY 1 ,- E: 3116992.09 , � � i_ i. � I'i ` ` � � SEE SHEET C8.0 , , % ' �� � m _ . I I �:. ^ � i I i \ � INLET A 8 1(PRIVATE) .. � � ,� � ���✓'� � � +', , - - � 1 - N0. 16 VALIEY INLET -� I �,;,,�,'�` � '� � . i - � \ � __ �� � I . ' � STM TEE A-3 (PRIVATE) - STA: 80+17 '- , �::���� 12' PVC PRIVATE 37.22 LF � 3.92� �� j�� �f� ; ' I � N: 1419909.56 � . r � . � . . . � r , 1 A : i ��) � ' ; STA: 30+00 _ - - - ^, i I ,_; - � _ _ E: 3117393.90 j \ �, � � � �__ INSERTA lEE 80� - � INLET A-3.4 (PRIVATE) � 12' PVC (PRIVATE) �- ;,; L � i' � 1 I - � NYLOPLAST DRAIN BASW ' 19J4 LF � 4.12% '� ��' �� N: 1420108.12 _ I � � ' � � ��� � , �, � � ��' E: 3117166.12 � ' ,.,�, W 15" DOME GRA1E � � ,;� ; , ��'' I i � ,'; � _ � _ \ \ . � STA: 31+76.81 � � i - - � �� � � � � � � _ i �� , SANITARY 1 � • -- -- -- ---- - - -- � N: 1420128.68 __ i i, � � � U E i � �� �� � , � � 'SEE SHEET C8.0 � � � � � E: 3117018.72 � � , � � , - , , � � � � � j � � , , �, �. INLET A-3.3 PRIVATE , �,; � � � _ � � - - - - - - - � .��,. � � ,. _ I �/ ��> V `� � � i ��I � � � �! ��� � s � � � / � ` � `.,� ,� sB� � ��� � NYLOPLAST DRAIN BASIN , � _ . � i _ �� �_ � � � �o - _ - �� � \ �. �� I� / � .���� �� �Pc � W� SOLID COVER �, • � � � � -- - - � ` � �.p STA: 31+08.24 � INLET A-3.2 (PRIVATE) , �\ \ � , i � , ; � NYIOPLAST DRAIN BASIN � � �� � � � � � � \ i I � � \ � � N: 1420080.77 I W� SOLID COVER ��� � � � ��� I � , i ��� � � E: 3117067J9 , �!, STA: 30+77.93 ,� �� \ � � � � �i ` \ \`�� I ` � _ - � �I, ---- i�, � �� , - ----= �, -- L �� � . � � N: 1420084.50 ` � ' � � � � � i 12" PVC (PRIVATE)-30.31 LF � 4.12% ``� � ='c� `' .---- �------ , \ j � i � E: 3117097.87 � , , - - --- �� �� �� ��� � � �� � i �� � �a� � I � I I �I � `� � V �� �. ��--� ------ ---- _ _ I � I ` � � �` � � 0A � '� '� �� _ 1 - --- ---- ---- -� I � ��� ��'�� 0� i ��� � I �� - � ------ --���---- � --� -� � � I � V AJ � � �1 � - - I `( - -- � _ -. I ,r � �� I ���' � � � � < n� J � � I � t A �`. �AA �� � � � � �I � � � `ii� � � � �� � � � 7 ��- ��L ��� � a,� ���� �II -f � l� \ �' � ' � � � � I � � � � � � �'' � ,I y\ . � � i - d I \ � � � � � � � \ � � � 11 � �, II� ��a' � 1 � �. �� - � � 0 10 20 50 �� SCALE: 1 "=50' •�lL � ,� � \` � / I � J` �\ �\ i;;� i� -�� STA: 30+00.00 to 32+46.90 SCALE: H: 1"= 50' V: 1"= 5' ° _ - - - - - � � EXISIING �� ,�^ ��---� GROUND I ; , , � � � � 5 � � , 5 � PROPOSED � �- GRADE � � \ � � 1 _ � � � �� � 0 - 1 5 � � 12" PVC (PRIVATE) �� > 37.22 LF � 3.92% � - 12" PVC (PRIVATE)-17.85 LF � 4.12% !i � II II 11 5 � 12" PVC (PRIVATE)-30.99 LF � 4.12% � 5 ii y,ll 12" PVC (PRIVATE � 100-YR 12" PVC (PRIVATE)-19J4 LF � 4.12� - 32.87 LF � 3.92% _ ' HGL .• � 12" PVC (PRIVAiE) 30.31 LF � 4.12% .. . � : 12" PVC (PRIVATE) O Z ^ N V 32.10 LF � 3.92% 5 m N �., � � 12" PVC (PRIVATE) - �_ z o Z� \ �, 45.83 LF � 3.92% ¢ - � o � � �_ � tf� N . . H p^j�cV �.. Z �--.N . � � �r, �' �n v� � M d ��- � O � � � O] N 4! - 5 vro��Zo�Z o Zv � �Z`�¢�»�o � o� ; 5 � , � N � N�Z Z 0 N Q rnN,d. O�.. - I. M. _ � � � cn J J N.- in II o r' - � a o i- o ,- �oor,,�,Zo�. o z � - � i' �„ � � > > ° STA: 30+10 - �„���„�zzo 1NV=5032A 0 � an Pvc 5 - - - , - N II ��N .a N ��` ��N N N ���r'") ...Z 3 Z N W �U7 � l'-� (n N^ (n N Z N � W � �� Z ¢m�o � Qm�oo Zv ¢m�a z" '�-�m � z� �¢m o 3" ¢m o Nao � o��co � Z � � � � ? � � ^ � �' Z � � M � Z �' � � � � Z � o N Qi . � 4 � O al\O ^ . V O . tD � st 5 �..-¢�o � vQ� � v¢� - �� vQ�� ��_ �.-��� �__����o^� ����005 �. � �Y � M <F' � M K p O� N O� O O`�� O�t �"� M r7 ' � w O��O �, � w Od�� O' � W oOtf)�, O- � � NM O c0 O O �M O pM u') �'d'_ � lfJ t� �� c0� �2 cD � O �CJ ^� U� cD � ln t� N V 1� � lf') O � H U d�- a0 �� � Q O I� 0 l� CO � Q: ifJ �'2 � O � H ' I- 1� O) .-- M � �O � rri ~ O� o c� r•-j ~ O o u7 r'i cn O t� u�'� `� ii ��"� � ��`� il � M N o t d- `n II N O t�' I I � .}. M I I � No+�nll cno+�n II �'I Q�+o �- .. � Qo-}-o �'-' I oo �� � a oo �-- w oo �- QJo r.Nj�= IIQ¢e M� �� � II¢�inM`n�0 11..¢� 0�.,��nZ= II¢� D��nZ� IIH� pM�Z�=-�'-� '"��Z ZO� � d in O d�.c'7 ? O � p � �� � I- �� �� -� H~ O N �� � u-i � ¢ II d ¢�� a- a � u ��-o � u � ¢ � W Q ��J ¢�» ��r ��»,,,� ��»>,,� �-�' ��> ��y..-' ��» wz� ~�z z w�� �-�z z wzz 3 c~i��z z o?z 3 cn�Z ? ov� v��z z z o ZZ �i Cn2Z CZZ 3 t/7�Z z p-Z � Cn�_ - � zZ �i N�_ _ a- N N ��1f7 � M �,,�. d�- cD . . ^ � ^ .�'. � � � � � .� O� O� O� O��� O� 0 0 0 �o 0 � �' � � �,� � � �.� � � � 33+00 32+00 31+00 30+00 29+50 � � � � •i1/�: _ I _ ; o ���,� �� N w ,► ¢> , � � � a �, _ � � � _ �. 0 w � I ' Q� �� \I I STMH A-8 (PRIVATE) MH-ECCENTRIC (6' 0) STA: 80+00.10 N: 1419909.57 E: 3117410.80 IIII�I \f \+I EXISTING GROUND � �O _ Oi STA: 80+10.10 j � � NV= 5028.61 � 8" PVC J � v 5 >� O M � O v O M � 0 � ^ i1 r� (� ^�� � CD 00 � . ¢ p O � � 9 O � � �� ��n� �� � _ o 00 �F' I��� jcoo 0000 Z I�KZ p d V� ^� O M. � -; �oNoo�� 5 � � Z O^� � O � W t� r �- ¢��`nzZo II S W �� � � _ ��> > > w � � ��z z z o � � N � ^ O � 0 0 0. �.� o 81+00 80+00 79+50 LEGEND: PROPOSED 8" WATER MAIN III EXISTING WATER MAIN W PROPOSED SANITARY SEWER 8"SS EXISTING SANITARY SEWER - - SS EXISTING FIRE HYDRANT PROPOSED FIRE HYDRANT � PROPOSED STORM SEWER EXISTING STORM SEWER EXISTING IRRIGATION - - IRR - - EXISTING UNDERGROUND TELEPHONE UT EXISTING UNDERGROUND ELECTRIC UE EXISTING FIBER OPTIC FO- EXISTING GAS G PROPOSED CURB AND GUTTER - - PROPERTY BOUNDARY PROPOSED RIGHT-OF-WAY PROPOSED LOTLINE - - EASEMENT LINE - - PROPOSED STORM INLET � � EXISTING STORM INLET � PROPOSED MANHOLE OO 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 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 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. 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. 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. 7. CONFIRM EXISTING STORM SEWER INVERT IN THE FIELD. IF IT DOESN'T MATCH THE ASSUMED INVERT, CONTACT THE DESIGN ENGINEER. 8. CONFIRM HORIZONTAL LOCATION OF WATER TO EXISTING LOCATIONS PRIOR TO CONSTRUCTION. CONTACT DESIGN ENGINEER WITH ANY DISCREPANCIES. 9. MINIMUM SEWER SLOPE IS 1.04% (g' / 1') FOR 6" DIAMETER AND 2.08% (4' / 1') FOR 4" DIAMETER. 10. CONTRACTOR TO COORDINATE GAS, ELECTRIC AND TELEPHONE CABLE SERVICES. 11. THE PLUMBING CONTRACTOR SHALL TERMINATE UTILITY LATERALS 5' OUTSIDE OF BUILDWG UNLESS OTHERWISE NOTED. EXACT LOCATIONS (HORIZONTAL AND VERTICAL) OF ALL UTILITY CONNECTIONS INTO THE PROPOSED BUILDING SHALL BE COORDINATED WITH THE APPROVED ARCHITECTURAL DRAWINGS. 12. ROOF DRAIN CONNECTIONS TO BE COORDINATED WITH FINAL ARCHITECTURAL PLANS. � i� ��� � Il �i � I' STA: 80+00.00 to 80+17.00 SCALE: H: 1"= 50' V: 1"= 5' j PROPOSED I GRADE 18" RCP (PRIVATE) . 16.90 LF � 2J6% , 100-YR I HGL � � � 0 10 20 50 � SCALE: 1 "=50' I ,�, f / , � = l _ ;� � �l �� , Ii I � �� ii a;;owa 5265 Ronald Reagan Blvtl., Suite 210 Johnstown, CO 80534 970.800.3300 GallowayUS.com y P� �� � O� �� �� �� �� � �G �� �� � r'J� O� G COPYRIGHT THESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. V Z � �..L _ � �..L �..L 1 Z � Q J � Z ` � � O J O � � � w J V Q � z I..L �..L 0 U � z J 0 � � � # Date Issue I Description Init. Project No: Drawn By: Checked By: Date: GNK000010 DBC JEP 08.16.2023 STORM A-2, A-3, A-8 PLAN AND PROFILE � a � 0 F Y Z C7 V r O U Y 3 °o x �, _ � � � �_ �� � �. J �i � � � - / �- - --- j------------- _= � � ' 4' � � I � \ , i ,� ^ ��\� � \ � � � � � � � � � / \��� _ � � _ � � . i � < . � � � - � \ I /�-� � I � � �\ / 1 � � � 1- I --j --�--��--- ,-- \ � I �� i ! I0 III i � � � � � � � � /� �, �' � j / ,i / .. � i STMH A-9 (PRIVATE) ' MH-ECCENTRIC (6' �) STA: 90+00 � N: 1419883.31 ' E: 3117410.81 � � 0 10 20 50 ��� SCALE: 1 "=50' STORM A-9 STA: so+oo.00 to 92+80.13 SCALE: H: 1°= 50' V: 1"= 5' 12" PVC (PRIVATE)-37.09 LF � 1.98% � - .^ � s N Fi � I J w � Z 0 � z o � � m � � _ ,� � � v ¢ d- vo J ^f�0 � U , � V �M� d..�cD � + � �I �"� ¢ V ��� II QO o � z ' -i � �g7 W J � z ¢ ��z oz � � M �'O � � 00 � �� 93+50 93+00 � ^ d- . � � 00 �� 92+00 � � ��> > w � _ ¢�> > > w z ��z z a �����z z z o � :� O) � � �� ��, �^ O � O � O 'd' �� �� �� 91 +00 � STA: 90+10 aNV= 5028.46 8" PVC �� N � � 00 �� 90+00 � J 89+50 �I � I II I I �'' ' � �I � � �, � I II � � � � j I ��I � I I III , r I � \I ��� �, . , �. ` -� - _ �_.� , �, t •` - . ---- �-----------rt----- - �� - � �• `� - � _ ��. a o � � � � r ,, , - �_ - �. , f ;,� _\`\` ----- _ ---� --------- � �- \ \ � \�`�` �� ♦ �, _ ; � � , _ � r � , � � � ��'� � � � \ � _ � �_ Q � � � � y \ � � �\ � \ � \ � �� � �� � � i� � IV'��� i ' / I` \i I;, /i' i ; ;' / / � / /� I j � I) I 4\ i� I ,i, � �� ,� I �\j , �� � � � \ , � � � � � �� i� �� ` � � �� � � �� � � � ,,� � o \ , � �, �,, ,, � , , � � , _ - � � - ��� I-� . ' �� `� \ ; � i �� � - � _ i _, � � �� , _ � �'� - - � � � - � i � � U� � �� '��� � � � I� �� ' ' �� � � J i ���'� � �,�i, � � �i ��i � , -,��- UE ------- � --- ��-- -- ---- - - -- ��� .', (n � _ _ I T---- \ _ . � �, MV { ._, \ __ . I I ". _ � - ,, . --- __ , _ � � ��� p � _ �� ��„ �� � �--� �' � � INLET A-10.1 (PRIVATE) � - \ 2- N0. 16 COMBO INLETS �, �� ' STA: 100+51.93 I � r ���',�� ���� �.'�=--- �� __ s,� N: 1419764.39 ����,�I 'I � �� �� ��-------- ---� E: 311 �58.94 � ���. I i � �� � I I` I i �� W I � � i � 102+ �_____=====L=-� �_ ---- ----- --- -� , ,, � �� 48.85�102+00 � � 101 00 \ i'I 100+00 -� __ � ` 18" RCP (PRIVATE)-196.88 LF � 2.00% I� ` � �,=-'- , � r-�-, I SANITARY 1 I� I ' '- - -� _ - _ _ - - SEE SHEET C8A '' � � 24" RCP (PRIVATE)-51.93 LF � 1.96% � � � j INLET A-10.2 (PRIVATE) 0 , j� -s _ 1- N0. 16 COMBO INLET � \ ��� � ' STA: 102+48.83 \ _ � _- � � I I N: 1419760.46 � � � I E: 3117162.07 ` ` ,� - � � I � � i _ �r v �� q ��_G __ - - � ,� � I.- ._ � � I � , �, -- � � ---- --- --- - � �_- -- - � II �`' � --- ----- � I � I � �� = =� �� . J � ` �I -- _� ----- � _ -- --- - - - -' --- � � i �L�r ' � - - � I I � '- ---r � I � 11 I 1; �- I� I ]: , I� \ I j � I i � _ � � � � _ �I _ � _ _ - f I i � � � I / � i � �I � II 1�:--� 1�� ,, -i�� � �� ,,� I I I jdi I / I I � � � 0 10 20 50 � � - SCALE: 1 "=50' �I I k\ � � I� I �, I I � �; STMH A-10 (PRIVATE) I i \ MH-ECCENTRIC (6' 0) � . _ � STA: 100+00 N: 1419764.42 � E: 3117410.87 I . I � I� � , � � �- � � � ;I ' � � � � I �' ��� � �i ' � �; � ��� I I � ; i� , I I I � I I ` , I I � ' I i � � , � I; f I I � � �� �i � �' I I_.I STORM A-10 STA: �oo+oo.00 to 102+44.86 SCALE: H: 1"= 50' V: 1"= 5' EXISTiNG = � _ GROUND ��� PROPOSED � GRADE \ \ � > � \ - �� i , � __ � _ -- _ �� 100-YR ` ------.._ HGL � �-� ' _� - .-. . 24" RCP ipRIVq1E 51.93 (F � ) 18" RCP (PRIVATE)-196.88 LF � 2.00% 1969' « J I � � � N � � � a v � � IO N �O� O I N�� ¢ ��- �`nc ~ II t'J" � � � > W z ��z a N � � � � p�_ o� �5� �,, � o � � 103+00 102+00 i� rn S � ��N '`�. M � °O I � N I ' 0 3 �_ �,^� ,� � � � J� o o �� o 0 0� STA: 100+10.01 _ ����� v-�o��Mo� NV=5027.79 '- +�o� � �z+�oo�'� 8APVC _ �"'zp u ¢v�`nz zox � � -- _ �`' � - ~ J � ��> > w .. � _ ��> > > W z ��zzo ��N�z zzo �O .�..^ ��.^ N � (D� . M (D� �I'7 d- Oi 00 O� �I� � '� O� �� O -� IO� -� O �� �� ��� �� 101+00 100+00 � J 99+50 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. 2. ALL WATER AND SEWER CONSTRUCTION SHALL BE PER FORT COLLINS LOVELAND WATER DISTRICT AND 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. 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. 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. 7. CONFIRM EXISTING STORM SEWER INVERT IN THE FIELD. IF IT DOESN'T MATCH THE ASSUMED INVERT, CONTACT THE DESIGN ENGINEER. 8. CONFIRM HORIZONTAL LOCATION OF WATER TO EXISTING LOCATIONS PRIOR TO CONSTRUCTION. CONTACT DESIGN ENGINEER WITH ANY DISCREPANCIES. 9. MINIMUM SEWER SLOPE IS 1.04% (g' / 1') FOR 6" DIAMETER AND 2.08% (4' / 1') FOR 4" DIAMETER. 10. CONTRACTOR TO COORDINATE GAS, ELECTRIC AND TELEPHONE CABLE SERVICES. 11. THE PLUMBING CONTRACTOR SHALL TERMINATE UTILITY LATERALS 5' OUTSIDE OF BUILDWG UNLESS OTHERWISE NOTED. EXACT LOCATIONS (HORIZONTAL AND VERTICAL) OF ALL UTILITY CONNECTIONS INTO THE PROPOSED BUILDING SHALL BE COORDINATED WITH THE APPROVED ARCHITECTURAL DRAWINGS. 12. ROOF DRAIN CONNECTIONS TO BE COORDINATED WITH FINAL ARCHITECTURAL PLANS. KEYMAP � � i � LEGEND: I PROPOSED 8" WATER MAIN III I EXISTING WATER MAIN W PROPOSED SANITARY SEWER 8"SS EXISTING SANITARY SEWER - - SS EXISTING FIRE HYDRANT I PROPOSED FIRE HYDRANT � PROPOSED STORM SEWER I EXISTING STORM SEWER EXISTING IRRIGATION - - IRR - - EXISTING UNDERGROUND TELEPHONE UT EXISTING UNDERGROUND ELECTRIC UE EXISTING FIBER OPTIC FO- I EXISTING GAS G I PROPOSED CURB AND GUTTER - - PROPERTY BOUNDARY PROPOSED RIGHT-OF-WAY PROPOSED LOTLINE - - EASEMENT LINE - - I PROPOSED STORM INLET � � I EXISTING STORM INLET � PROPOSED MANHOLE OO OO I EXISTING MANHOLE ��O ii a;;owa 5265 Ronald Reagan Blvtl., Suite 210 Johnstown, CO 80534 970.800.3300 GallowayUS.com y Q'Q� �� Q` �� �� �� �� �� � �C� Q� �� � �� �� G COPYRIGHT THESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. V Z � �..L _ � �..L �..L 1 Z � Q J � Z ` � � O J O � � � �..�..� J V Q � z I..L �..L 0 U � z J 0 U � � � # Date Issue I Description Init. Project No: Drawn By: Checked By: Date: GNK000010 DBC JEP 08.16.2023 STORM A-9, A-10 PLAN AND PROFILE � a � s � Y Z C7 V r O U Y 3 °o x f � �►� � I I �� , � , - � f � � , ',''� � � '� ' � i � II �i � � �� 1 Il�i =f , I I I I �i � � � � � �► ► ��i ;l I �I + __� I ��� �I � �,� I '��� � , � 1��� � � � � %� � � ;�J 1 ` i I ; � �I � ;r�;� i 1` j� , i / ',';,, ri/ � -- ' �/ , INLET A-11.5 (PRIVATE) � � � I �I �'' �,� � �113+26.1 q �.,�, 4- N0. 16 COMBO INLETS rr ,� /,> STA: 113+26.14 fe-- �'i/ ; N: 1419661.30 � �� / � E: 3117085.36 � � ' � �J WATER 1 I I � � !� SEE SHEET C5.2 � I '�/ 18" RCP (PRIVATE)-37.00 LF � 1 J4q / v/ -_ � 1 1 � I / �I � �� ��� I I � I < � �\ ; i ,, i �\ I� 1 r � I � '' , , __ � i i � �� I � I I I � � ��� 38.23 LF � 0.40% ; I I, � I � I STMH A-11 (PRIVATE) I � MH-ECCENTRIC (6' �) � � STA: 110+00 � II N: 1419646.11 Ip E: 3117410.86 � �. �� IIIIIU � 9 � I I SANITARY 1 SEE SHEET C8.0 ��'. I � �1 �4 ► I , _ � II � I I , � � � � I �. I ` � ,:C I �:. .I �� I � I I � �-_� _ �----- � �:�: - = �-,- i i , � � II � Ii �_ I � I I � I � � � I �' � � � I � � � 0 10 20 50 ��� SCALE: 1 "=50' STORM A-11 STA: 110+00.00 to 113+26.70 SCALE: H: 1"= 50' V: 1"= 5' -------_ c , ,_ � I `_��,, II - 18" RCP (PRIVATE) . 37.00 LF � 1 J4q � �� � � � 0 STA: 113+17.62 INV= 5039.08- o 8" PVC _�_ _u. � a N � � o v �`' o i � � � > o � �.. � o d ^ � � � � � 0 � � s}� � NOMi� N d- pjp�j� � c0 +� II r � T }�� �� � ¢ ��� II Q N�Z � II � �� � � o � `--�` ���>w � �¢�»� z_ cn�? o, z ��n�z z a N o � `� � � � i� i I _ o 0 o Io 5� ��� � � ��� 1 4 00 113+00 � _ . � � EXISIING - � �- GROUND - \��� 5055 ',1 PROPOSED �' � GRADE � � , - i _ ! _ � � 5050 STA: 113+02.65 24" RCP (PRIVATE)-53.62 LF � 0.40q \'� �-INV= 5044.27 24" RCP (PRIVATE)-38.23 LF � 0.40� 18" RCP 100-1R HGL � - - - - . 30" RCP (PR�VATE)-17.00 LF (� 0.50; �-�-� I� -- -.-. _. _.i,. � 5045 24 IS0.28 LF � 0.40� - � - � 51 - � - _ ^� ^ � ^o ^^� � d N.. ¢. .-J �N in N N r� N�+oj ZI � `�a o ci v ].o I I v '�'� �v. � g. �3v . �s � 0 3 � � �. .� �. � O �� > p � � � � ,^ � � . n � M �' � � � � pj � N d= n� Oi �� � Oi � O cD N Oi � M � N �"� O M � U pj aj M ����o�� ; ��oo� � �Mo�� �o�oo�� 51 � Z +�`� II � ¢ +�"� `n II � +�� �� iri � W +��n �.n �� � ¢ W ��Z � II � o�z z p �� ��z p II = w��z z � I� �--- �= i ¢ �i � ¢ �» > _ J i Q �» � � _ � �» > � STA: 110t10.03 �N�zzo � c'-i��zzz z ��zzocn�cn�zzzo NV=5026.76 �� �� �d- m� �,�8°PVC �- o � - � _�;a; ��_ ��_ �� ��; _ 00 oio 00 00 00 51 �� �i� �� �� �� o 112+00 111+00 110+00 109 0 �� 0 10 20 50 � � - SCALE: 1 "=50' STORM A-11.1 STA: 100+00.0o to 102+44.86 SCALE: H: 1"= 50' V: 1"= 5' EXISiING � GROUND PROf 100-YR GRA[ HGL 15" PVC (PRIVATE) 5.52 LF � 5.00% 1 I,_ ) � � � � �- � ii- N Q J �N � I Q Z v� � 0 3 � " � ¢ � o �- O v�M d m � O M � N N � o M � Q p N 'd�' . ' � Qi O O � W �A � O O L ' �� � � � � tf) � N p � ifj N� G� �. ¢ +�`n in p a- � c~n p+��d- I I � ``'�,.i ��Z Z o u ¢¢ � ��o ii u � w o u � � ¢ � � N ��z z z o ?z 3 v~i�? o � � 0 � o � � ic � � o o ,. 9+50 10+00 11 +00 �, � I\ � � � � � J KEYMAP � � i LEGEND: PROPOSED 8" WATER MAIN III EXISTING WATER MAIN W PROPOSED SANITARY SEWER 8"SS EXISTING SANITARY SEWER - - SS EXISTING FIRE HYDRANT PROPOSED FIRE HYDRANT � PROPOSED STORM SEWER EXISTING STORM SEWER EXISTING IRRIGATION - - IRR - - EXISTING UNDERGROUND TELEPHONE UT EXISTING UNDERGROUND ELECTRIC UE EXISTING FIBER OPTIC FO- EXISTING GAS G PROPOSED CURB AND GUTTER - - PROPERTY BOUNDARY PROPOSED RIGHT-OF-WAY PROPOSED LOTLINE - - EASEMENT LINE - PROPOSED STORM INLET � � EXISTING STORM INLET � PROPOSED MANHOLE OO 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 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 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. 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. 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. 7. CONFIRM EXISTING STORM SEWER INVERT IN THE FIELD. IF IT DOESN'T MATCH THE ASSUMED INVERT, CONTACT THE DESIGN ENGINEER. 8. CONFIRM HORIZONTAL LOCATION OF WATER TO EXISTING LOCATIONS PRIOR TO CONSTRUCTION. CONTACT DESIGN ENGINEER WITH ANY DISCREPANCIES. 9. MINIMUM SEWER SLOPE IS 1.04% (g' / 1') FOR 6" DIAMETER AND 2.08% (4' / 1') FOR 4" DIAMETER. 10. CONTRACTOR TO COORDINATE GAS, ELECTRIC AND TELEPHONE CABLE SERVICES. 11. THE PLUMBING CONTRACTOR SHALL TERMINATE UTILITY LATERALS 5' OUTSIDE OF BUILDWG UNLESS OTHERWISE NOTED. EXACT LOCATIONS (HORIZONTAL AND VERTICAL) OF ALL UTILITY CONNECTIONS INTO THE PROPOSED BUILDING SHALL BE COORDINATED WITH THE APPROVED ARCHITECTURAL DRAWINGS. 12. ROOF DRAIN CONNECTIONS TO BE COORDINATED WITH FINAL ARCHITECTURAL PLANS. _ ___-----_- _�`_-- - __- , - - , ii a;;owa 5265 Ronald Reagan Blvtl., Suite 210 Johnstown, CO 80534 970.800.3300 GallowayUS.com y P� �� Q` �� �� �� �� �� � �G Q�' �� �' �`�� �`� G COPYRIGHT THESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. V Z � �..L _ � �..L �..L 1 Z � Q J � Z ` � � O J O � � � �..�..� J V Q � z I..L �..L 0 U � z J 0 U � � � # Date Issue I Description Init. Project No: Drawn By: Checked By: Date: GNK000010 DBC JEP 08.16.2023 STORM A-11, A-11.1 PLAN AND PROFILE � z � 0 � Y Z C7 V r O U Y 3 °o x �.. . �, � . / �` I �/ '�' � / , ,, � � / , /' / �/ / -� �� - /�/ , �� ��/ .� ;' � , i � ,��� i,- ' ;� �� � : /\ \ �, ) , � '� ; \ � � � � 0 10 20 50 SCALE: 1 "=50' . • �1L � : PROPOSED GRADE EXIS�ING GROUND STA: 180+00.00 to 181+80.28 SCALE: H: 1"= 50' V: 1"= 5' , \\\\� ��� , 100-YR HGL � � �, , 36" HDPE (PRIVATE)-17.51 LF � 0.60% � ` � �._..—. _ \—\— r 36" NDPE (PRIVATE)-61.43 LF (� 0.60% ,5 I�- � � i >� o � � , ,�^� x W� �M ^cn � � Qa� � �. .. .r7 I _. r� _— �`�� a3� ¢apzv ¢,soN� vO � Ov� �^ Ov� �^ op��.. � �'-' n ao � � c� '� � � a, � � p N � M I� oO v I� .. I F-- �.— a0 - U O N' U(�� N' I� 4 J � O M� M M� cMD O� N N F—Y ��� O O � � + � �� �'. � W -i- � II �. � W 1- � II � U v Z oo II � II ¢ v ao II � 11 ¢ V ao II = II z� � �Z��. ��j Z��. .� W Z�� �� 3 c~n??o cn�c�i�??o cn�v�i??o � N �j � j- �- o� o� i��I � �.� �,tt� � , , 182+50 182+00 181+00 N N � N cD O � �. � � � �� O j N � � � 3 � � o� v O O N � � O O � ¢1 3 0 0 + � w � a�o II � z �� �� (n M (n z O � ^ O N � O N 0 �� 180+00 � i� �� I _ �. 5i 179+50 J � �� , �� / j� �/ ,�� � ' �, �\ � � ' � �; .i .. � � ' � '% � � � � �- - � .\ �� ,/. 0 � �' ���,c,�`` �i " � � ,� , /� � : % i� �� � � i�" , �, � 4> ;� � ,� — � � � � � 0 10 20 50 �� SCALE: 1 "=50' I \ �18" HDPE (PRIVATE) � EXISTING 30.55 LF � 1.32% GROUND :� N OM� O rri +� II � ¢ ��o II �-- � `J` i��>w z N�z o I o 0 N CV � � � O � O� �:. ..�. 11'7 131 +00 130+00 _ �_�e �___- � � ��.� \ \�� � ' ,\ \ � � / \ \ � ! _ . _ < >. � � � � ` 4 __ � . � \ v.l�� me -� >> 3 � � °° 51M p'7 p. o � �• d, �. «� z � �> W � ? a. � �. 51 129 00 � '� I ,. ., / � � . .: � � /� � � ;;' � /� � / /, // ,��! - � � %/ ��c,`�°�� �i , � 1 � ��.� ;� �� � �- �� ' >'65���� / \ � , � \ � � 0 10 20 50 � � SCALE: 1 "=50' STORM A-14 STA: 140+00.00 to 140+30.92 SCALE: H: 1"= 50' V: 1"= 5' PROPOSED GRADE u I� V � p -- - 18" HDPE (PRIVATE) � 30.92 LF � 2.50� EXISTING GROUND w � I )� � Z 5 � N � � � � �¢� . , J spp Z � v � O O 3 o ¢ m o _ � � . a0 . . > � O t[7 cD ¢ OO� � ' � U ONi M O�M- •M- =5 � +M��: �WM��o5i w �oz � ¢ �,o� � Z �i-> �, .z ¢�j � — � F-- II o F---z W � � ¢�� � u U (n�Z � . Z U N�Z 0 �� U (l7 � _ � . � N ^o � � O I =0_ � �.� � 5 139+00 140+00 140+50 i� i � I KEYMAP � � � LEGEND: PROPOSED 8" WATER MAIN III EXISTING WATER MAIN W PROPOSED SANITARY SEWER 8"SS EXISTING SANITARY SEWER — — SS EXISTING FIRE HYDRANT PROPOSED FIRE HYDRANT � PROPOSED STORM SEWER EXISTING STORM SEWER EXISTING IRRIGATION — — IRR — — EXISTING UNDERGROUND TELEPHONE UT EXISTING UNDERGROUND ELECTRIC UE EXISTING FIBER OPTIC FO— EXISTING GAS G PROPOSED CURB AND GUTTER — — PROPERTY BOUNDARY PROPOSED RIGHT-OF-WAY PROPOSED LOTLINE — — EASEMENT LINE — — PROPOSED STORM INLET � � EXISTING STORM INLET � PROPOSED MANHOLE OO 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 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 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. 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. 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. 7. CONFIRM EXISTING STORM SEWER INVERT IN THE FIELD. IF IT DOESN'T MATCH THE ASSUMED INVERT, CONTACT THE DESIGN ENGINEER. 8. CONFIRM HORIZONTAL LOCATION OF WATER TO EXISTING LOCATIONS PRIOR TO CONSTRUCTION. CONTACT DESIGN ENGINEER WITH ANY DISCREPANCIES. 9. MINIMUM SEWER SLOPE IS 1.04% (g' / 1') FOR 6" DIAMETER AND 2.08% (4' / 1') FOR 4" DIAMETER. 10. CONTRACTOR TO COORDINATE GAS, ELECTRIC AND TELEPHONE CABLE SERVICES. 11. THE PLUMBING CONTRACTOR SHALL TERMINATE UTILITY LATERALS 5' OUTSIDE OF BUILDWG UNLESS OTHERWISE NOTED. EXACT LOCATIONS (HORIZONTAL AND VERTICAL) OF ALL UTILITY CONNECTIONS INTO THE PROPOSED BUILDING SHALL BE COORDINATED WITH THE APPROVED ARCHITECTURAL DRAWINGS. 12. ROOF DRAIN CONNECTIONS TO BE COORDINATED WITH FINAL ARCHITECTURAL PLANS. 36" HDPE (PRIV�4TE)-101.60 LF � 0.95% i.��; ii a;;owa 5265 Ronald Reagan Blvtl., Suite 210 Johnstown, CO 80534 970.800.3300 GallowayUS.com y �� �� � O`� �� �� �� �� � �� Q�' �o �' 5� o� G COPYRIGHT THESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. V Z � �..L _ � �..L �..L 1 Z � Q J � Z ` � � O J O � � � w J V Q � z I..L �..L 0 U C� z J 0 U � � � # Date Issue I Description Init. Project No: GNK000010 Drawn By: DBC Checked By: JEP Date: 08.16.2023 STORM A-18, A-13, A-14 PLAN AND PROFILE STORM A-13 STA: 130+00.00 to 130+13.41 SCALE: H: 1"= 50' V: 1"= 5' � a � 0 F Y Z C7 V r O U Y 3 °o x ,, , , - ; F - -, - . r- , , . ; -__ - � .. . < < �- � \ o � � � � i 1 ,.. �,� � ....• _ �i' :.;, `r;':.' I � ,. . � �• : ,:. f :: f.:"' . . . / � /��� - r. f / � � F-- L � /''. r_ _, / � r� /� V'� /r... / I _ . .PI��I / � ���� � - � ` � o ��E � - � - ` � ��P��F ��'� �� - - - - -�'t -� ,; �-'� �,�p /"�� � ��-- � I � R�� � � � ,�, _ � , ; �; � �.'� , / � � ��i �' o / � i - � I - _! � , / ,�%- � i I ,,, i � ;a,�,� , �� � / .� �� � � �°i ��� � ��- / ,� /�\ „ j \ . J � ; / / � { � ��-�-� � � i �> � ./ ,-. � Q\ � � /. � > ` � i��, �� � ,i � � � ='" STMH 1-15.1 (PRIVAlE) � I � �� `�� /� MH-ECCENTRIC (4' 0) \ � � /'/ � \ STA: 150+47.57 ` � �s ; �/ /'� � N: 1420303.95 FES A-15.2 (PRIVATE) j : / J� E: 3117289.45 � ,����.QO 18" FES W/ SCOUR STOP I i \ � � � � � �� \ 18" HDPE (PRIVATE)-53.37 LF (� -0.90% \ ;\ �; =� � �� � \ CONNECTION A-15 (PRIVATE) CONNECTION TO STORMTEC SYSIEM ��� ��� X�� c�j �� � STA: 151+00.95 �O°� � N: 1420265.57 � �X ���; E: 3117252.36 �h '� V A S � �� �� . �\ � � � \�. 1�� � �� / . � � � �� r � � r ,: ' � ;'� i _ i � ADS STORMTECH CHAMBER i SYSTEM �- \\ �� °' I V�, <� \ `� � � \ � �� �� � ��� �� � � � � � `�� /I `� � i'I� � \ � � i �" ll �I ' � I� " �, ; �� - e - e e = j``� _ � � �� ,-tiC � �_ � � � ' ; � �� �� �, \�^ � �` \e ���� I I �_ \ �- - _ _._ _ __ - - / � _ - � , � , � -- - -� � � � i _ - _ � - _ I � 6 I � � 0 10 20 50 � SCALE: 1 "=50' STORM A-15 STA: 150+00.00 to 151+00.95 SCALE: H: 1"= 50' V: 1"= 5' l I_ PROPOSED GRADE .�� - �� � � _ .. � � ` 18" HDPE (PRIVATE) 53.37 LF � -0.90% � 18" HDPE (PRIVATE) 47.57 LF � -0.90% I EXISTING GROUND � - � - � N � Q V 5 a j � oD > � a0 �T � � � p W ¢�B, O W N � Gn z ¢� o0 ,n o > <r o `� � > = o 0 ¢ � ao ��`��oi� �O �o O� N �� d^- O�� N\ O u") � + c�'v � ��,Zj o� �n II �'ri 3 p� w `n� IZI � V�z p 11 ¢� �O W � �.. � ¢�� �yd'j �� S� 7 � W� W a0 � Z c..� cn �? a cn � cn z z o i.,_ cn _ 15 +1 50 151+00 150+00 149 50 , i � � unu f��liNi _,�, � � , � � , � �� � � \ �� � \ \ :\ � \\ � ST £ � o R/ yT �F �/�rk,q y \ \. \\ \J� � q y vqR/ 28, \ �� � � � p� \ \�,\ \ FS � \ � � ���� � �� � \ � � � ���\G' �� ����. -, � � � � �.� \ OUiFALL A-16.2 (PRIVA7E) � \ �� �� POND A OUTFALL STRUCTURE ���� W� CONCRETE APRON � � � ����� � STA: 161+23J3 .� \\ � � � � ` � N: 1420183.14 y0�� � \ � � � E: 3117401.21 � � / �DEi�7J110N POND DEPTH GAUGE � � � � � � �� / _ N: 1420186.07 � � `�� � ' � \ i E: 3117405.37 � �: . , -- - , , - �� '�� �� � � � -__-- -;__ � � ; . ���`� \\, \ ��� � s��� V� � ��\\ \ .\ : ,-� � -��� __ _ � 'C��� �. � / �'� A � � �� � �� :,, �-. � ' FES A-16.1 (PRIVATE) \ \ ` � � 18" FES W/ � � \ � , � � SCOUR STOP TRANSI110N MAT -��� � STA: 160+00 � � N: 1420069.19 � � �� /�'� E: 3117449.42 � � CHAMBER , / / � i/ _ _ _ _ - \t� <' � � � �� �- - / � � � ��� /� , � � ,-- � / .> � � ;� � � �� �� � � ^ 1 � � � / � �/ � i I �' - � / / � �' ��'� _- i � . � c i _ / / � / i �� �� i�'� \ _ / - � � , � �� � , � �,�� � / / / % i / / � � � �� / � / � i ,; �' l / � � ' / � � � /' ' i � / / / i� i i i � / ' � ��� �� / / / i / i / � , / � � / �/ � /� � � /� / / � � � � ''� �i ;'� r ,✓" � �/ �� �� � / / � � � � � / � � �/ / / / /` / / � ` /\ ./ e�� � � � �� '� i � � � � l ��A � � �� � �� � �/ / /i� � d /� / - �� � s� / �'�� � � � � i � i / / � � 0�� ' � i � ;' � , , �, , , e ; , � � !��� � �� . , � � . =i �' ;' �� �� , D� 0 10 20 50 �� SCALE: 1 "=50' STORM A-16 18" HDPE (PRIVATE)-123J3 LF � OJO% � �O , ' W � � p Q U t� I- > � � � � � O °:cn � o � rn �... � c� � ¢ ,..� �ri 5 � � w N�� � . . ¢� v +� II � .. . J¢ Zo ��� I ¢oc� ii�� � � Z _ �O I¢-�� W o a 3 cn�? o � rn .. _ _ _ �� r'�"J N - O � 0 � � �� � � 162+00 161+00 � Z o � 0 0 0 � O O � + � N cD II � � z � � � � Z � �. N � 160+00 O J� 159 50 , � °-- / -y - _ _ --- �� ---- -� _ /j 4. C ^ i FES A-17.1 (PUBLIC) � I 48" FES W/ � _ SCOUR STOP TRANSITION MAT - - _ STA: 170+00 � J��� - _ _ N: 1420061.59 � i , --- -- E: 3117454.29 � � � � _� ms �@�������_\ __\ �� � � � �\ �\ � \ D � �/ : � � ': � � i; �i i i.l �I1I I �illil � W / �� � ¢ r> � I =¢ I G' 3 I = o �I � = II � �;r i Q co ,/ �� �� � ; - I���I I i' � ��� I I STMH A-17.2 (PUBUC) �i io�'I � II MH-ECCENTRIC (6 0) STA: 170+28.91 N: 1420051.65 E: 3117481.43 � � � 0 10 20 50 � � SCALE: 1 "=50' •:11 � I �,� \ EXISTING � GROUND ~�� � � � STA: 170+00.00 to 170+28.91 SCALE: H: 1"= 50' V: 1"= 5' 48" RCP (PUBLIC) J � - 28.91 LF � 14.45% 5 � 5� - � ; � � � v U O I --� o � m '� 0 3 m _ � N = � . tn �% � O �� �� NU�N�N 51 . t� + II � N'r? O . � � � � . ^ w +M� � ¢� �� Q��,�ii n U ���Z V7 � Qj = W � �� v? �=���W ����zo. 0 N .. O ►5_ � � � 5� 169+50 170+00 171 +00 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. 2. ALL WATER AND SEWER CONSTRUCTION SHALL BE PER FORT COLLINS LOVELAND WATER DISTRICT AND 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. 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. 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. 7. CONFIRM EXISTING STORM SEWER INVERT IN THE FIELD. IF IT DOESN'T MATCH THE ASSUMED INVERT, CONTACT THE DESIGN ENGINEER. 8. CONFIRM HORIZONTAL LOCATION OF WATER TO EXISTING LOCATIONS PRIOR TO CONSTRUCTION. CONTACT DESIGN ENGINEER WITH ANY DISCREPANCIES. 9. MINIMUM SEWER SLOPE IS 1.04% (g' / 1') FOR 6" DIAMETER AND 2.08% (4' / 1') FOR 4" DIAMETER. 10. CONTRACTOR TO COORDINATE GAS, ELECTRIC AND TELEPHONE CABLE SERVICES. 11. THE PLUMBING CONTRACTOR SHALL TERMINATE UTILITY LATERALS 5' OUTSIDE OF BUILDWG UNLESS OTHERWISE NOTED. EXACT LOCATIONS (HORIZONTAL AND VERTICAL) OF ALL UTILITY CONNECTIONS INTO THE PROPOSED BUILDING SHALL BE COORDINATED WITH THE APPROVED ARCHITECTURAL DRAWINGS. 12. ROOF DRAIN CONNECTIONS TO BE COORDINATED WITH FINAL ARCHITECTURAL PLANS. iRANSITtON MAT STA: 150+00 N: 1420316.99 \ E: 3117335.20 'dllllllll 18" HDPE (PRIVATE)-47.57 LF � -0.90% i �1 STA: 160+00.00 to 161+23.73 SCALE: H: 1"= 50' V: 1"= 5' �� `; EXISTING '� GROUND � 100-YR � HGL � - � � - _ � - -- - � _ �- � KEYMAP � � i LEGEND: PROPOSED 8" WATER MAIN III EXISTING WATER MAIN W PROPOSED SANITARY SEWER 8"SS EXISTING SANITARY SEWER - - SS EXISTING FIRE HYDRANT PROPOSED FIRE HYDRANT � PROPOSED STORM SEWER EXISTING STORM SEWER EXISTING IRRIGATION - - IRR - - EXISTING UNDERGROUND TELEPHONE UT EXISTING UNDERGROUND ELECTRIC UE EXISTING FIBER OPTIC FO- EXISTING GAS G PROPOSED CURB AND GUTTER - - PROPERTY BOUNDARY PROPOSED RIGHT-OF-WAY PROPOSED LOTLINE - - EASEMENT LINE - - PROPOSED STORM INLET � � EXISTING STORM INLET � PROPOSED MANHOLE OO EXISTING MANHOLE ��O ii a;;owa 5265 Ronald Reagan Blvtl., Suite 210 Johnstown, CO 80534 970.800.3300 GallowayUS.com y P� `� � O� �� �� �� �� � �C� Q� �O � r'J� O� G COPYRIGHT THESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERn OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. V Z � �..L _ � �..L �..L 1 Z J Q J � Z ` � � O J O � � � �..�..� J V Q � z � L.L 0 U � z J 0 U � � l.l_ # Date Issue I Description Init. Project No: GNK000010 Drawn By: DBC Checked By: JEP Date: 08.16.2023 STORM A-15, A-16, A-17 PLAN AND PROFILE PROPOSED GRADE .. {_ .. � � N� r� cV o� 0 �� � a � 0 F Y C7 V r O U Y 3 °o x �\ � � , � � OUTFALL B-5 (PRIVATE) X . DETEN110N POND B OUTFALL ,�'i,3' E: W/ CONCRETE APRON STA: 27+36.72 N: 1419425.68 E: 3117039.71 � - - � -` , �•" � I� I � � I , � \ I � � I � \ � � I � I � I � � �' I I I I Ti i i, i I I I �� ; �i I I I I I I I � I � � I� � � � li �i � 'I ' � I ' i � i � I i I I� I I I 1� I ' I �I I i I� i I � I' `'�`�'� I � � i � f j� i �� �,�A� �� �----.---- , � o \ � �`� � I � ' ����, � � � I / � � � `� � � � I i� _ I� � �� ������1�, � � I � � � \`' \ I � �---- J - � � � 1 �l � � �� � � �, � � V� � � , : i '. I j � c i� ` ��` I � � \ � , � I I OI � �� � �'. � � �� m � o , � � � _ � ��, � � � �,�� A �, � '� ► ------- ,' , I s , i � \_ �.,, �� �. A \ � � '�� I� , i I I LL, � \ � , � � � � �� o � � � � \� ���\ V ----� �,� �s � i -��_ i �' .� � � � � I ,� `� '� \� i1 �� �, ��� � . �.� � - EN110N � POND DEP1H GAUGE I '' � ` � �'` ���� � � � � � �' --'� � .'%' 6% ,,, 1419429.63 �„ � � �` \ V � ��� - - - - - � � - - - - - --- - _ 3117038.08 � -,-' �\\ \ �., � � - � , � �� �� ii i� i� r �� , _ �� ��, �� / "," ,. �. . � ir r4�� , � � i � � � � � , / / �. j /�r � �, �����,�--- , � //�� %� / , , , ;, , , � s�i , � �� � : � , ,�; � I � � �-_- ��_ _�-�.- �� - ' � _ � �� � � � � �� � � __ _ ,� ��,. J, � ,�°�;r �� � � _ � � / � �/r',' , �j ' 15" RCP I \ , _ �L ' � o % /. STMH B 2 PUBL C i � �'.: ; � (CLASS IV, MIN.) (PRIVATE)-86.05 LF � 0.50% \ � \ _`! � , � _ -� _�% � i MH-ECCENIRIC (4' 0) �� -X� �I � � � �oi � o ry- i ---- -------�-- - - - - - - --- ------n_ __ � - STA: 21+51.07 � - - �- � �s. M y � _ _. � � � SAN I TARY 2 � { _ � -_ - - -= - `---- -- - --- -- -, N: 1419976.58 i SEE SHEET C8.1 - - - � =`�� � � ��� ,,y "� �E: 3117108.92 - � � � � �� [ -�_- � UC UE UE - - -- - -=- � \ WATER 1 SEE SHEET C5.2 3 t- \- . _I �__ STMH B-4 (PUBLIC) _ MH-ECCENTRIC (4' 0) � STA: 26+50.67 � N: 1419476.98 E: 3117108.80 I � ��� D \ 1 I �\ �\ � -- - � � � � . . � -- ' ---� � ���� �� M � - �� . �� � � � STRASBURG DRIVE _ � ' % - r � > 15" RCP (PUBUC)-300.00 LF � 0.60% -- 24 00 - - - 23 C�5' RCP (PUBLIC)-199.60 LF � 0.52��� QD- ���-• s ' J� ;` � � � � � � < _ �, � � � � � � . WATER 1-9 = -- �� � - - �� - .., �_ ' � '/ _ ,' �syo �,\ ��;�� __ � ` -�? - �� - SEE SHEET C5.2 � \ \.� _ . �, , . ♦ ,O� � -j � � ;i � �� \ � i �� / ' �-. \ i� �' � � � /I / / � J� i � ' � �� \' , / r- _�� 7` �. � � � li' - ' 1� LEET C7.3.--1. ', -' -'-I --- STMH B-3 PUBLIC --- r l� ` L k\ �'°G� - k` -- �-�\ �i r i �� ;�;/i - � ' -� � , x � ��`�� �__SEE SH � _� ( )_ _- - � f �� � � � - � �i � �-- � � i i /�d II � �I I � I� I � �� i � i� I I �I � � �� � i �i i � �� I I �I I I �I \ I I �I i I �II �I I �I i� � ,� '� V � � � I �I I � �� �i I � I� I � II II I I �, ` �� I� I I'I I � I'I � �I � ' STORM A-11 � MH-ECCENTRIC (4 0) _ I - � r-, �' � -, I � �� STA: 23+50.67 � ��' i� �_-��-�- � �II _ _ SEE SNEET C6.3 i i � N: 1419776.98 -=1 � I E: 3117108.88 i � . I I �I / � / C ` - � � i r� �� � _ -- �� �i, - - �� I ,J �� � � I � -- �I � I I I I I � � I ��� � I I I \ . I � I I � � G � � i / I I I �I I � �I I I� � � �� I � � � I I I � � �- - \ �I �i - i - _ - - - , i I I � - � r- ; \ 1 � �� � I \��_ �J � � JI I � � I � I � I I � �; . �I �= I" � � �'' i j Im � � � L _J ' � � _ - � � � i � i i / � i � I I - � � � I I � / I I_ I � I I! �Ii � r � � � I I � /1� I III � � / I I � / r I` i i I � ! !�/ �' i � D 0 10 20 50 � � SCALE: 1 "=50' , Q `� �:, �n H i W � I ¢O zp � _� �p N� � m � � O U d. � M. 2Z ¢ N � � m ^ .� �. �� W ^�� � -�- �� ��� � � � mOZ U ^�� •- r- ? W +�� � � � ¢ZpNu"�� �� -I mUN�Z� If i v � = W � II II �> �> > � Q d � Q a 00 3v~i�?a v~i�v~i�??o �� �� �� O) � O Q O Q O Q � �� �� �� -00 27+00 26+00 - EXISIING � - GROUND i� � _--- '� r - PROPOSED. GRADE � , _ _ 15" RCP (CLASS IV, MIN.) (PRIVATE)-86.05 LF � 0.50% 5045 � CV 15 RCP (PUBLIC) 300.00 LF � 0.60% _._ �_ - . . � . . . � . , � . . . � _ . , _ ' - . _ . � . . � . .. . � . .._ p ,. .. - - ^ STA: 26+69.36 � - INV= 5042.5 'STA: 26+06.66 8° PVG . INV= 5038.1 II 8° PVC STA: 25+59.33 - �c - NV= 5042.23 - 10" RCP � STA: 24+66.35 NV= 5041.30 ,% �� J �',- � �- -� -=���--- ---_ �� � �f- �� _� 1 ' �� � " � `. �°�'1 - � f-� � � � � ` /� � � � � � �, _ _ � SANITARY 1 v C� � � SEE SHEET C8.0 � p s- - -- -- --- -- i :��� � , �� �� .y f- --_ --- -��' � STORM A �� �g -- l, � � SEE SHEET C6.0 � � � / � 1 �>' �i i � � i / � � � l � ' \ / �� � \ \ � 15" HDPE (PUBLIC)-30.56 LF � 2.00% % / ;� i � � , � �% � � / � �� � � �< � ._� ��. � � y o,�90 s ,.. ,. � � �� ' � , ( II f`. � ' ` ' a ` y,\ � i SSMH B-1.A (PUBLIC) ^' � � FES B-1 (PUBUC) ���� ,� � �i j MH-ECCENTRIC (4' 0) � 15p FES W/ / � i I STA: 20+20.56 � SCOUR STOP TRANSITION MAT ; � i i � N: 1420069.33 / STA: 19+90 / / I I� E: 3117200J4 � N: 1420091.05 �' I I'' Y E: 3117222.24 \ _i� � i'�� ° �� l l � 4 � I j N � � I ' / I ! r i I i o 1 1 � I; / I � I 0 / � � II ' ' I / � , I j 6 / � I �� I � ' � �/ � Ii II i -G � R r Q ///�� � � 100-1R HGL - � - _ . ,_15" RCP (PUBLIC)-19g.60 LF � 0.52% a � � I p I � 9 � ��� ��. = U � � d' � o�� � ;� M Z +�� � ^ mUN�Z� II w � I � S H�> > w .(n � N�Z Z � . V-� � � N � O O� � O � O �� �� 23+00 o� � M � M o� 0 �� 0 � � � � o� 0 �� 22+00 STORM B STA: 20+00.0o to 27+36.72 SCALE: H: 1"= 50' V: 1"= 5' �� � � �\ � � � � _, � _ � �� � � _ `�. - � . 15" HDPE (PUBLIC - ' i ) 130.51 LF � p.92q � - - � �' � 5040 N ` STA: 20+52.65 N � � INV= 5034.7 � 15" HDPE (PUBLIC)-30.56 LF 42" RCP i � 2.00% ` . � - srA:2o+sz.�o � � 5035 _ - INV= 5031.3 � - 8" PVC - in ._ . .. �;r� . Ui w._ .... . J � i . �s. o �. 3 � � - O � �� V 'a' � v � �� _'a� o 0o m� o o � m U^^N O� vU � � M v . �-��^o�N ¢�o�o�� _� o� 5030 N W+�� �,_ N I�j J . mwN�Z�,s m V N��~'II a\ ��O .. � - o x 3 �� �_��> > W � w¢�> >� � tn rn II J. �n�v��??o c�i��c�i��??a m� �Z �j � � �a0 � .� V�- Z � � N - lf) O M O � O � � O �'d" O �� �� �� � � 5025 21 +00 20+00 19+50 KEYMAP � � i LEGEND: PROPOSED 8" WATER MAIN III EXISTING WATER MAIN W PROPOSED SANITARY SEWER 8"SS EXISTING SANITARY SEWER - - SS EXISTING FIRE HYDRANT PROPOSED FIRE HYDRANT � PROPOSED STORM SEWER EXISTING STORM SEWER EXISTING IRRIGATION - - IRR - - EXISTING UNDERGROUND TELEPHONE UT EXISTING UNDERGROUND ELECTRIC UE EXISTING FIBER OPTIC FO- EXISTING GAS G PROPOSED CURB AND GUTTER - - PROPERTY BOUNDARY PROPOSED RIGHT-OF-WAY PROPOSED LOTLINE - - EASEMENT LINE - - PROPOSED STORM INLET � � EXISTING STORM INLET � PROPOSED MANHOLE OO 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 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 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. 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. 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. 7. CONFIRM EXISTING STORM SEWER INVERT IN THE FIELD. IF IT DOESN'T MATCH THE ASSUMED INVERT, CONTACT THE DESIGN ENGINEER. 8. CONFIRM HORIZONTAL LOCATION OF WATER TO EXISTING LOCATIONS PRIOR TO CONSTRUCTION. CONTACT DESIGN ENGINEER WITH ANY DISCREPANCIES. 9. MINIMUM SEWER SLOPE IS 1.04% (g' / 1') FOR 6" DIAMETER AND 2.08% (4' / 1') FOR 4" DIAMETER. 10. CONTRACTOR TO COORDINATE GAS, ELECTRIC AND TELEPHONE CABLE SERVICES. 11. THE PLUMBING CONTRACTOR SHALL TERMINATE UTILITY LATERALS 5' OUTSIDE OF BUILDWG UNLESS OTHERWISE NOTED. EXACT LOCATIONS (HORIZONTAL AND VERTICAL) OF ALL UTILITY CONNECTIONS INTO THE PROPOSED BUILDING SHALL BE COORDINATED WITH THE APPROVED ARCHITECTURAL DRAWINGS. 12. ROOF DRAIN CONNECTIONS TO BE COORDINATED WITH FINAL ARCHITECTURAL PLANS. ii a;;owa 5265 Ronald Reagan Blvtl., Suite 210 Johnstown, CO 80534 970.800.3300 GallowayUS.com y P� `� � O� �� �� �� �� � �C� Q� �O ` �� O� G COPYRIGHT THESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. V Z � �..L _ � �..L �..L 1 Z J Q J � Z ` � � O J O � � � V Q � z I..L �..L 0 U � z J 0 U I�I� � � # Date Issue I Description Init. Project No: GNK000010 Drawn By: DBC Checked By: JEP Date: 08.16.2023 STORM B PLAN AND PROFILE - -. � �p M � a0 rj O � M - � N - � O� � � O� � M O � O � O � O � �� �� �� �� 25+00 24+00 , KEYMAP � � ii a;;owa 5265 Ronald Reagan Blvtl., Suite 210 Johnstown, CO 80534 970.800.3300 GallowayUS.com FES B-1.1 (PRIVATE) 30° FES W/ SCOUR STOP TRANSITION MAT STA: 10+00 N: 1419409.23 E: 3116990.46 ` \ \ .� � D 0 10 20 50 � � SCALE: 1 "=50' STORM B-1 STA: 10+00.00 SCALE: H: 1 "= 50' � EXISTING = ---------- rGROUND � � PROPOSED GRADE — 1oo—YR . i i�rrr�� HGL � � a � � - STA: 11+40.24 ' INV= 5043.64 _ S° PVC 24" RCP (PUBLIC) � � ,-,. , . , _ � 37.00 LF 30" RCP (PUBLIC)-111.54 LF � � 0.44% N K; — I.� � — NV= 5039.23 � 8" PVC `�r o N �� � - I � � .U� O. . ..N � � � � �`� U 07 O . � � O . .. `� c0 � � m a � �� 5 .M ��� � .�i ��� � �.. _ � N O n - m ±�� I� ��� II � � ~ II � � �m ±`�z p II io I z I v~i�? o ��¢�> > W z N�zzo N � — �; � � N o� o� � �� 2+00 11 +00 0 F Y Z C7 V r O U Y 3 °o x ,��� \ , ,� ,�� INLET B-1 3 (PUBLIC) � 6— N0. 16 COMBO INLETS I STA: 11+48.54 ` \ N: 1419539.52 � � �1i-48.54— E: 3116929.33 \ '' I � I �f �II�� `\\ �� `� \� ,I 24° RCP (PUBLIC)-37.00 LF � 0.44% �� �� ��� � � �� O � �� � 0 O N7 � +�-� � � — � g� � O � � � � O� O � � 0 11 — m � z > � � v�i ? � � — ^� �� 00 �� 10+00 �- 9+50 � � 0 10 20 50 �� SCALE: 1 "=50' LEGEND: PROPOSED 8" WATER MAIN III EXISTING WATER MAIN W PROPOSED SANITARY SEWER 8"SS EXISTING SANITARY SEWER — — SS EXISTING FIRE HYDRANT PROPOSED FIRE HYDRANT � PROPOSED STORM SEWER EXISTING STORM SEWER EXISTING IRRIGATION — — IRR — — EXISTING UNDERGROUND TELEPHONE UT EXISTING UNDERGROUND ELECTRIC UE EXISTING FIBER OPTIC FO— EXISTING GAS G PROPOSED CURB AND GUTTER — — PROPERTY BOUNDARY PROPOSED RIGHT-OF-WAY PROPOSED LOTLINE — — EASEMENT LINE — — PROPOSED STORM INLET � � EXISTING STORM INLET � PROPOSED MANHOLE OO 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 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 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. 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. 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. 7. CONFIRM EXISTING STORM SEWER INVERT IN THE FIELD. IF IT DOESN'T MATCH THE ASSUMED INVERT, CONTACT THE DESIGN ENGINEER. 8. CONFIRM HORIZONTAL LOCATION OF WATER TO EXISTING LOCATIONS PRIOR TO CONSTRUCTION. CONTACT DESIGN ENGINEER WITH ANY DISCREPANCIES. 9. MINIMUM SEWER SLOPE IS 1.04% (g' / 1') FOR 6" DIAMETER AND 2.08% (4' / 1') FOR 4" DIAMETER. 10. CONTRACTOR TO COORDINATE GAS, ELECTRIC AND TELEPHONE CABLE SERVICES. 11. THE PLUMBING CONTRACTOR SHALL TERMINATE UTILITY LATERALS 5' OUTSIDE OF BUILDWG UNLESS OTHERWISE NOTED. EXACT LOCATIONS (HORIZONTAL AND VERTICAL) OF ALL UTILITY CONNECTIONS INTO THE PROPOSED BUILDING SHALL BE COORDINATED WITH THE APPROVED ARCHITECTURAL DRAWINGS. 12. ROOF DRAIN CONNECTIONS TO BE COORDINATED WITH FINAL ARCHITECTURAL PLANS. \ � ,\ � >.,�\�\ �� \�_ \ to 11+30.06 „ V: 1 = 5' y P� �� � �� �� �� �� �� � �� Q�' �o �' 5� o� � COPYRIGHT THESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. V Z � �..L _ � �..L �..L 1 Z J Q J � Z ` � � O J O � � � �..�..� J V Q � z I..L �..L 0 U � z J 0 U � � � # Date Issue I Description Init. Project No: Drawn By: Checked By: Date: GNK000010 DBC JEP 08.16.2023 STORM B-1, B-2 PLAN & PROFILE � a � 0 � Y Z C7 V r O U Y 3 °o x % . � � ���� \ �i � � � � � � ;x� �. � r ,� / > � ' �' � i �9��� ;� �� FES C (PRIVATE) 30 � � ° �, � 38° X 60° HERCP OUTFALL �' ` �� �/ TO FOREBAY ' '���j 6EE DETAIL POND C ������� � � �AIN GARDEN DETAILS SHEET � � ��� STA: 30+00 - � �� � � ~J� 38" X 60" HE-RCP (PUBLIC)-90.05 LF � 0.50% /- �!/.-' � � � t �'�' j �% / � - STMH C-1 (PUBLJC) �'' ' �%' MH-ECCENIRIC (8' �) ., ��- � ; �, � �� STA: 30+90.05 _ � � �` � � N: 1418573.02: `� � ,�� � ,' ,� �� ' � ` � E: 3116788.42 / f `�- � � a; � i _ i / , ,, ,��� �: 48" RCP (PUBLIC)-20.00 LF � 0.50%- i / ` ,;- - / � j � - V� i /, � ` � , ,/ / y� / -� / , - `%/ � � ��j i %; // ,, � j� �l \__ � � \� / � �'�� " / / `� \ � � / \ � 1 � \ � i � �" ; � � / � / � � / � � �� � I � � � Z / \ � � / / \ �� / / /�� � /'���f .�/ / � //� �r /� � � // � \ � I � l \ � \ � 1 � � \ � ��� � � \ . \ STORM C 0 " RCP PUBLIC)-128.17 LF � 0.50% 48 ( / � � u ` / � � ` / � � -, -` - �j � � f / � �-'� -�--_ ,� / � I �' / / � / / �� � /i�� 0 10 20 �50 / /� 1 y / _ � � i � 1 / i ' � � SCAtE: 1"=50' � / � / � �_----- ^------ __ � // / � / / � / 1 � � ____------ _ �' � ' _� - PROPOSED = GRADE � � 42" RCP (PRIVATE)-149.19 LF � 0.50% - ��:�mii�iiii..,i////////////G%//////O�� � - � EXISTING GROUND _ �� , �--- � I! 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Z f� � Z l.l.�. _ cn�- o U op �. 5 m � o _ � � N �, � � � - � ¢ OMO � ��^��00 N + O� cp N� N at U M�O � ?i �i W � � '� O � ���> w U_ O� ���d- Z ��Z � m ^ �.. .d�- � � cV �U OMt�f) � � � 00 C O � O�O O O� O �„ N W+� t!'7 � tC') F�j V U M� II II II � II w Z Z Z p = I u � �=¢�»»W ����zzzzo p�j M � I� � O � O � 0 � 5i �. � � � � ,, 19+50 20+00 21+00 KEYMAP � � i LEGEND: PROPOSED 8" WATER MAIN III EXISTING WATER MAIN W PROPOSED SANITARY SEWER 8"SS EXISTING SANITARY SEWER - - SS EXISTING FIRE HYDRANT PROPOSED FIRE HYDRANT � PROPOSED STORM SEWER EXISTING STORM SEWER EXISTING IRRIGATION - - IRR - - EXISTING UNDERGROUND TELEPHONE UT EXISTING UNDERGROUND ELECTRIC UE EXISTING FIBER OPTIC FO- EXISTING GAS G PROPOSED CURB AND GUTTER - - PROPERTY BOUNDARY PROPOSED RIGHT-OF-WAY PROPOSED LOTLINE - - EASEMENT LINE - - PROPOSED STORM INLET � � EXISTING STORM INLET � PROPOSED MANHOLE OO 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 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 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. 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. 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. 7. CONFIRM EXISTING STORM SEWER INVERT IN THE FIELD. IF IT DOESN'T MATCH THE ASSUMED INVERT, CONTACT THE DESIGN ENGINEER. 8. CONFIRM HORIZONTAL LOCATION OF WATER TO EXISTING LOCATIONS PRIOR TO CONSTRUCTION. CONTACT DESIGN ENGINEER WITH ANY DISCREPANCIES. 9. MINIMUM SEWER SLOPE IS 1.04% (g' / 1') FOR 6" DIAMETER AND 2.08% (4' / 1') FOR 4" DIAMETER. 10. CONTRACTOR TO COORDINATE GAS, ELECTRIC AND TELEPHONE CABLE SERVICES. 11. THE PLUMBING CONTRACTOR SHALL TERMINATE UTILITY LATERALS 5' OUTSIDE OF BUILDWG UNLESS OTHERWISE NOTED. EXACT LOCATIONS (HORIZONTAL AND VERTICAL) OF ALL UTILITY CONNECTIONS INTO THE PROPOSED BUILDING SHALL BE COORDINATED WITH THE APPROVED ARCHITECTURAL DRAWINGS. 12. ROOF DRAIN CONNECTIONS TO BE COORDINATED WITH FINAL ARCHITECTURAL PLANS. ii a;;owa 5265 Ronald Reagan Blvtl., Suite 210 Johnstown, CO 80534 970.800.3300 GallowayUS.com y P� �� � �� �� �� �� �� � �� Q� �� � �� O� G COPYRIGHT THESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. V z � �..L _ � �..L �..L 1 Z J Q J � Z ` � � O J O � � � �.�..� J � z I..L �..L 0 U � z J 0 U � � # Date Issue I Description Init. Pro'ect No: GNK000010 1 Drawn By: DBC Checked By: JEP Date: 08.16.2023 STORM C, C-2 PLAN AND PROFILE �- ii a;;owa 5265 Ronald Reagan Blvtl., Suite 210 Johnstown, CO 80534 970.800.3300 GallowayUS.com � z � 0 � Y C7 V 0 0 U Y 3 °o x � / � � �� � � � ` � � / � D 0 10 20 50 � SCALE: 1 "=50' _-' �� �c" unnr /n�iverr\ o cc i r r.� n cnor EXISTING GROUND �fic �� � - � . - m m __ _ � x �_ , m�` - -�- m�._. . - � � . _ . . _ --_ _.� � 24" RCP ' � ;,,. - � O(PRIVATE) 24" RCP (PRIVATE)-141.22 LF � 0 50% � 38.50 LF" � � � 0.50% _ - - -� , -- � • STA: 40+92.65 30" RCP (PRIVATE)-194.99 LF � 0.50% NV= 5058.34 - � . � . 8" PVC _ E : - . �- � �� � � O VJ N �O N N 1 - ,�, ,v � ,so 3 i � �o.o -z D a_ o ��N ��o �, � � l� O. N N N. . � ' t� N rn v V N.. M� O � U ^�t�77 c�0 � �cp �0�� � ^ W � ��O O � �h N � OI�� � � Z cD co �� t� � �j U rn� II II =^ V c.� d-�Z ~� c� � z z � ,_,., _ o 5 � �=Q�»�W-��N�zZo cn�cn�zzzp O ��� O� . 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V�- ,;I� �'�J �� � N _ �' ^ � � M � � 00 �o �o �� �� �� 44+00 ----- � INLET C-16 (PRIVATE) NYLOPLAST DRA�N BASIN W/ 15" DOME GRATE STA: 42+86.48 N: 1419551.45 E: 3116578.00 STORM C r STMH C-18 (PRIVATE) _ NYLOPLAST DRAIN BASIN _ _ _ W/ SOLID COVER STA: 46+66.96 N: 1419659.10 E: 3116241.95 STMH C-17 (PRIVATE) NYIOPI.AST DRAIN BASIN W/ SOLID COVER STA: 44+37.19 N: 1419658.29 E: 3116471.72 STA: 39+50 to 47+53.82 SCALE: H: 1"= 50' V: 1"= 5' ---__i_ � 15" HDPE (PRIVATE)-84.48 LF � 0.50% � 15" HDPE (PRIVATE)-229.77 LF � 0.50% - � - - " - - 5 15' HDPE (PRIVATE)-8.56 Lf � 0.50% �; 5 5 -r- _... ��R .. � . .. �� Z ; Z � 5 �m w� _�� � o �ao m �o . ¢ � 00 ^ , . > Z ¢ O O � �� ��Q W .� � _ .�Q C.7 ^ �� i�� d�>�OD�O- ..�� fD. � v �� ���� tfJ �. O � � 0 p� o � � I ���^ �^ NNo+�II � �0-�`n U� �dr-�nZo II tiJ= ��n� II r� �n = o N �� a. ao 0 ���o � o�� � N�z z o Zz 3 v~i�? � 5 o +� �. o�`�"zo� . � - Q�> > W i+c -I 3cn�Zzo O�j O p�j �� � lIJ O��I� ��00 C�O j� _. . c0 '�c0' O)� � �N � cD � ..I�. � .I�. � �Cj. � '� � '.Prj. . 00 00 00 00 00 0,0 5 �� �� �� �� �� �� � 45+00 46+00 47+00 48+00 � � 0 10 20 50 ��� SCALE: 1 "=50' STORM C-14 STA: 139+50 to 140+08.72 SCALE: H: 1"= 50' V: 1"= 5' - PROPOSED - GRADE 24" RCP (PRIVATE)_ 8.59 LF � 8.00% 100-1R HGL EXISTING _ GROUND �S � . N .in d N. � � ... � N � . '�-� O� . [3 w Q _ F- 'B' Z v� > O� O -.> � � O .a Oj � . O p^j C�V - �`--' t[') � CO - ,, d C� � . � QO ^� cp O�cp fp � O ,� O�� h �5 �Z+��� „;� ; o��� � 5i --V U�� II II � II �v ��� II =w� zzo� w �a�� � i �=Q�»>w Z ��Zo �,��,�ZZZo � � � �0� � � � 5� 139+50 140+00 140+50 KEYMAP � � i LEGEND: PROPOSED 8" WATER MAIN III EXISTING WATER MAIN W PROPOSED SANITARY SEWER 8"SS EXISTING SANITARY SEWER - - SS EXISTING FIRE HYDRANT PROPOSED FIRE HYDRANT � PROPOSED STORM SEWER EXISTING STORM SEWER EXISTING IRRIGATION - - IRR - - EXISTING UNDERGROUND TELEPHONE UT EXISTING UNDERGROUND ELECTRIC UE EXISTING FIBER OPTIC FO- EXISTING GAS G PROPOSED CURB AND GUTTER - - PROPERTY BOUNDARY PROPOSED RIGHT-OF-WAY 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 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 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. 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. 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. 7. CONFIRM EXISTING STORM SEWER INVERT IN THE FIELD. IF IT DOESN'T MATCH THE ASSUMED INVERT, CONTACT THE DESIGN ENGINEER. 8. CONFIRM HORIZONTAL LOCATION OF WATER TO EXISTING LOCATIONS PRIOR TO CONSTRUCTION. CONTACT DESIGN ENGINEER WITH ANY DISCREPANCIES. 9. MINIMUM SEWER SLOPE IS 1.04% (g' / 1') FOR 6" DIAMETER AND 2.08% (4' / 1') FOR 4" DIAMETER. 10. CONTRACTOR TO COORDINATE GAS, ELECTRIC AND TELEPHONE CABLE SERVICES. 11. THE PLUMBING CONTRACTOR SHALL TERMINATE UTILITY LATERALS 5' OUTSIDE OF BUILDWG UNLESS OTHERWISE NOTED. EXACT LOCATIONS (HORIZONTAL AND VERTICAL) OF ALL UTILITY CONNECTIONS INTO THE PROPOSED BUILDING SHALL BE COORDINATED WITH THE APPROVED ARCHITECTURAL DRAWINGS. 12. ROOF DRAIN CONNECTIONS TO BE COORDINATED WITH FINAL ARCHITECTURAL PLANS. y P� �� � �� �� �� �� �� � �� Q�' �o �' 5� o� � COPYRIGHT THESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. V Z � �..L _ � �..L �..L i z � Q � � Z ` � � O J 0 � � � �..�..� J V Q � z I..L �..L # Date Issue I Description 0 U � z J 0 � � � Init. Project No: Drawn By: Checked By: Date: GNK000010 DBC JEP 08.16.2023 STORM C, C-14 PLAN AND PROFILE � a � 0 F Y Z C7 V r O U Y 3 °o x // i � � � \ \ ,I� ,� � , � �' �' � -�, � ,� ��_ �� , , I 1 1 � � 1 I 0 � � � i' � .� � � 0 10 20 50 � � SCALE: 1 "=50' � \\ \ \ � \\ � � ,, ,, , , � _� ,\\ \\/��_� \ �j \\ . ,� � \\ �\ \\ � � �� � �� \ � `" � � �,,\ �� � � �� � �� �:' � _ . ._ STORM C-3 STA: 30+00.00 to 35+33.17 SCALE: H: 1"= 50' V: 1"= 5' PROPOSED GRADE - -- -__ --- ---_____----- _v - ' HDPE (PRIVATE) 24 � RCP (PRIVATE) 61.88 LF 28.50 LF 24" RCP � 0.50% � 0.50q 24" RCP (PRIVATE)-97.87 LF � 0.50q (PRIVATE) I 41.95 LF - , � 0.50� � � _._, , - -.-'�, __ =-- 24" RCP (PRIVATE) - - 36" RCP 38.34 LF 36" RCP (PUBLIC)-75.62 LF � (PUBLIC) 0 � 0.50� 0.50q 41.58 LF C� 0.50% EXISTING ' GROUND - �- ' � 100-1R ;' HGL � � � _ 42" RCP (PUBLIC)-145.34 LF � 0.50q � --� i I l � � � . - � _� � .. � . i� � .. � �� �p .. ^ ^ _�� N c N ^� �N � �N ° M �p M �N . I N I � N . N �. Z N��. . N I p.� � . M N N d Q��d- ¢��rn ¢�o Wv ¢��o vo Qm�o ?�v c>>so Z� c�aoo �" �so 3w�� �� O I� . .� O �„� N > � p. � � - � � O � N.. >Z � O � � n ,m � p. .�� mit'� O N O m cD O ���vM . 5 v Oj � v p ��- d O I� v pj d' � vQ U' � O� d- c0 � ��[J � v N N� � a0 M M� OCDO �„� NN� O O U��pp ��.. U aOO�� O� � w aO�cD t� 0_ � U� c0 � U��� O' �V � � c0 cD �. . . � N7c0� � r c�DaOl� � �� ��� u") O� i1'7 � CV�O � oOd- � O�O O�^,M � Np� �� N� cpa00 � p0 lfJ1�0 O O� d' O . � +��^ Nj +� ln � o`� W+�`n II �' M W t cn `n II ��"� tn o t cD �n �n �� �. r� Z�"� � � M W t ce � I I �. ,�.j Z a' � �n �n �n ��� II ..0 ,.��j�Z = II �j U�O II � II- U U r,Mj� I� = II U�, �„M7� II II � Il �cj U NO II ~ II U U r7� II � II � U±0 11 II II H n .�w O . �W- O w�"� � Z O W Z O� � ao z Z O�. C.� M�c"� Z 4J z O�.. V U M� Z Z Z � 11 . �J � ��i � J � ��27 7 � � = Q��l i �' � S 1¢-�Z Z WJO � �„¢,_�'l �l �l W = Q�i � � � S H�Z Z W = ��7 � � 7 � z U7�'Z 0 Z (n�Z Z �. V7 � N�Z Z p. tn �(n�_ _ �? Z�i ln�Z Z Z p.,� � Cn�Z ? � fn � CnK_ _ �. ��(n�Z Z Z Z � . � � � � � �. � �.cD � cD � i' � a0 G�- �P`) N O � � � �� �� N^ o� o� � I� 00 I� � tD� [V O� O� O� O,� O�� O� O� O� O� O-� -� �o �o �o �o �o �o �o �o �o �. �. �. �n �. �n �. �n � �n � �n � �n � �n � �n � �n 36+00 35+00 34+00 33+00 32+00 31+00 �o � �- CV � O � � �� � � �� � � � �' � w ,� w 3 � �� � � � p op pp � � m � � lfJ tfJ �"7 .. _" � 5 �- - ���o o`no M Z �M� � � I W +� � .0 W r`��nZ Z o II _ � ii � �_��»>�; .N � Cn�Z Z Z � � � � �; �� 5 � � � � 30+00 29+50 � _I _ ���t - �� � � � 0 10 20 50 ��� SCALE: 1 "=50' STORM C-3.1 24" RCP (PUBLIC)-8.50 LF � 1.00q � STA: 10+00.00 to 10+37.00 SCALE: H: 1"= 50' V: 1"= 5' 100-YR PROPOSED HGL GRADE ! 24" RCP (PUBLIC)-28.50 LF C� 1.00% i � EXISIING � GROUND : � _ N 5C V � -� STA: 10+28.50 NV= 5053.57 8" PVC - �!' STA: 10+18.50 �NV= 5052.20 8" PVC I .. d- ^ N . N . .. .N . .� � � � � -. � N I - cj v �I � j I�'-� U Z -� J � W �i Z J O] � U� O N N Z m O� _ ? � ' M m CO O . .�� � . .. � O � - � O . p . � . . 00 M M <1' � � p � � f - � N O �„-� � U� �„� � cD c0 p� N � O � - ` . � � � � r- � 00 � O O O �.[7 � 1� O� . . I� '��" `n � I I �ri M w+ co �n �ri in �� �. .�? +�� II v . c.� ��o u c�, ���z z z= u � ��=o u � u"i t� 11 �= jJ¢�»>o� i'''� I¢ �� pW.. ... ? �n�? o�� c~i��z z z z o ? c~i��? o � N . . o� O O � i= � � � o` o ,. 9+00 10+00 11 +00 \ I I � � i � I KEYMAP � � i LEGEND: PROPOSED 8" WATER MAIN III EXISTING WATER MAIN W PROPOSED SANITARY SEWER 8"SS EXISTING SANITARY SEWER - - SS EXISTING FIRE HYDRANT PROPOSED FIRE HYDRANT � PROPOSED STORM SEWER EXISTING STORM SEWER EXISTING IRRIGATION - - IRR - - EXISTING UNDERGROUND TELEPHONE UT EXISTING UNDERGROUND ELECTRIC UE EXISTING FIBER OPTIC FO- EXISTING GAS G PROPOSED CURB AND GUTTER - - PROPERTY BOUNDARY PROPOSED RIGHT-OF-WAY PROPOSED LOTLINE - - EASEMENT LINE - - PROPOSED STORM INLET � � EXISTING STORM INLET � PROPOSED MANHOLE OO 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 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 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. 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. 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. 7. CONFIRM EXISTING STORM SEWER INVERT IN THE FIELD. IF IT DOESN'T MATCH THE ASSUMED INVERT, CONTACT THE DESIGN ENGINEER. 8. CONFIRM HORIZONTAL LOCATION OF WATER TO EXISTING LOCATIONS PRIOR TO CONSTRUCTION. CONTACT DESIGN ENGINEER WITH ANY DISCREPANCIES. 9. MINIMUM SEWER SLOPE IS 1.04% (g' / 1') FOR 6" DIAMETER AND 2.08% (4' / 1') FOR 4" DIAMETER. 10. CONTRACTOR TO COORDINATE GAS, ELECTRIC AND TELEPHONE CABLE SERVICES. 11. THE PLUMBING CONTRACTOR SHALL TERMINATE UTILITY LATERALS 5' OUTSIDE OF BUILDWG UNLESS OTHERWISE NOTED. EXACT LOCATIONS (HORIZONTAL AND VERTICAL) OF ALL UTILITY CONNECTIONS INTO THE PROPOSED BUILDING SHALL BE COORDINATED WITH THE APPROVED ARCHITECTURAL DRAWINGS. 12. ROOF DRAIN CONNECTIONS TO BE COORDINATED WITH FINAL ARCHITECTURAL PLANS. ii a;;owa 5265 Ronald Reagan Blvtl., Suite 210 Johnstown, CO 80534 970.800.3300 GallowayUS.com y P� �� � �� �� �� �� �� � �� Q�' �o �' 5� o� � COPYRIGHT THESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. V Z � �..L _ � �..L �..L 1 Z � Q J � Z ` � � O J O � � � �..�..� J V Q � z I..L �..L 0 U � z J 0 U � � � # Date Issue I Description Init. Project No: Drawn By: Checked By: Date: GNK000010 DBC JEP 08.16.2023 STORM C-3, C-3.1 PLAN AND PROFILE � a � 0 F Y Z C7 V r O U Y 3 °o x / �I �I _, . . , , � � � j � !� _._.__ � � � � � � _ � I� . , � F k. � / � � � � , Y�� � � ��� ��� I , _ � � � � � � � �� ��, � � _ � � � � �� ��, � � �� � � � � � I� � � � � �, �. . �, � � - �; 'j � , ., �" �� � HW C-3.4.6 (PRIVATE) _ - - - -_ - _ ��, 1.%2 STMH C-3.4.5 (PRIVATE) _ �� _ ��'� V` CONNECT PIPE TO PROPOSED 44-F6 � I ��� � � � ' -' � � ' RETAINING WALL I I I MH-ECCENTRIC (4' �) �� �� .�, ,-X� STA: 44+61.72 � � STA: 44+51.45 ' � j ;� � - ����� N: 1418804.87 � N: 1418804.88 � �> , �I� E: 3116247.42 � � � ..__ � , E: 3116237.54 - � �� � �� �� _ � - �� �a � �,\ �. � � � II ' � �� j [ 1- _ � � _ i� I - 15 RCP PRNATE 9.87 LF � 3.09q II I �� F _�, . � ) ����� � �a. �� ' � � � , � , i � I ��� 'I o I� S�-I II i � o i � �� � � � � �'<: � � �� � � � � - � - ,� � , � � ,�. � � � s►-i � g _ � � ; � � . . � � ; CV � I J F __ _' � I � \ I � \ � � � � I i I � � J �r ` �i, �. � � � � � � I � ��� � N _ __ � \ � � - �l �°, � 11 � /' a' � � - � �, \ � "�, i r ` -, � - I \ � � � - �� � - � �� � - i /� ¢ _ I , - -- , > I� � I - �- � I � ��� :, � , ,: ; v � � � ;-7� � � �'l1�'= � ' �� - � �. � w i i � U _, i � � � � � � I � s � � � INLET C-3.4 �PRIVATE i- i' ( ) � �, _ F� o - I� �^ NYLOPLAST DRAIN BASIN � ;+�-' � � _ ` J��I W/ 18" DOME GRATE � �� - ` �� I� � - �- � STA: 40+00 � \�- - N: 1418580.46 STMH C-3.4.4 (PRIVATE) � � j„ �- E: 3116460.29 �.. MH-ECCENIRIC (4' �) � �� °�- I - ` �° � � STA: 42+53.23 � �I � � � ��I � � � � � N: 1418606.66 - fI , � ' � r� - E: 3116247.75 � � ' \ , �� I � il �-J _ ! � � � 18" HDPE (PRIVATE)-51.33 LF � 2.68q � , . i c. i - / 15" RCP (PRNATE) 44.86 LF � 2.68% � �� WATER 4 � I I�'� � � � ,, I _ � � �'��� SEE SHEET C5 4�f I�__ � � l�0 � , � STMH C-3.4.3 (PRIVATE) �'� �` � � . � - � �, �- �� NYLOPLAST DRAIN BASIN K��� \ ' I / � w/ souo cov�R 42 00, _ 41 00 -_ _� -' �� STA: 42+08.37 % � - � " � �� ' ' " � j _ CP (PRIVATE)-119.06 LF � 2.68% __ _ _ , � '18 R N: 1418562.42 . _ __ � - " i � �:" , � � � _ E: 3116255.17 � , I � \ �, / -- ,ilt-_ 15" RCP (PRIVATE)-37.98 LF � 2.68% � �, - - - STMH C-3.4.1 (PRIVATE) _� X - NYLOPLAST DRAIN BASIN � INLET C-3 �4.2 (PRIVATE) ' � � �� �� � - _ _ , - W� SOLID COVER , � , 3- N0. 16 COMBO INLETS ��, �� SANITARY 4 � STA: 40+51.33 �. ,�' ' STA: 41+70.38 / SEE SHEET C8.4 N: 1418562.50 E: 11629316 � ' � \ � S E SHEE -� � � �� �� ' , /. E: 3116412.21 T C5.4 � � � , _ , . �� �-��- , �, y � � _ - _ ' --, ' � _ � X � �_ i i �� � �� � n � �v ,. � � F � ' - -_ � ,_ ,T----�-i � ��" �� I ,A � � � �t --- � i � � � i -r ,, � , , �� � � _ -. -` � i : ./ . _,_ �-- - � � - , � I , � � - `f ,-,'�'�' � � 0 10 20 50 � � SCALE: 1 "=50' 15" RCP (PRIVATE) 44.86 LF � 2.68% STORM C-3.4 i� co _______ EXISIING � � GROUND ' � � � PROPOSED � � - ,' GRADE � � � _ ` � i � r . \ : .; � , ,.`- � �, - � - - -�' � - 15' RCP (PRfVATE) � -� 37.98 LF (� 2.68% � -_. 15" RCP . � -� (PRIVq��,19 - - � 8 22 �F � 2 68q =__ _ 15" RCP (PRIVATE) ' \ �� .\ 9.87 LF � 3.09� _ � _ �■ � 0 �` ^ N � w � � O ~ O W Q a p � j O o � � d O � 5 � ~ O � ('-' d� �D O � �'-� I� 00 p � N� � O � �� �ao�n �: � Z ��� � � +r II c" � � �v�i ''?w ��o II =wQ IIZ a � v Z fl � � � �> > z ¢ � _ �- w 30 ���w cn�cn�??o S U !/> �' z � � � � O N N � O � O ^ o� � �o �o � 45+50 45+00 44+00 �� � � ^O �o n. ' . � \ �� , , �� � ��. `� � � �� � � �� � �\ �� � _ � i ,: � � � i % � � I ` i �' ; " \ �. . j � / / ;c r {�`� � � \ c�,�_ ,��lS ,-'� � � ,� .�o�j� :-, � ��° � � � r� �<� �"/: , � �- � ' � ,�: �� � � ,� ,,� �' �' �. , � � �, . �� � � �� ��� � � ', i � ' , i � � � . a,�� .-'. . / 1 , ,. �. / � ' �i , ' / � y% � � %� � �/ / � '' , � STA: 40+00.00 to 44+65.74 SCALE: H: 1"= 50' V: 1"= 5' �� , , , . , � � -f- 100-1R ��,, - HGL RCP (pRlVq ��,�19. � - . o �6 �F � 2.68y CV � � M S A: 41+36.54 STA: 42+18.18 NV= 5058.41� INV= 5061.4 8" PVC 8" PVC _' --� Z �; �� � v � Q Q � m O � S � � -� � � Q � O n M ¢ J ..� W . � � � 3 v j,g OQ "v M � p I"") � cM0 O' � N � N � V�^p � N� � � � N �- � o � rn �"� c�---n o °� in I I �ri � .. � c�i . d= � �+ c� �. a0 N cD d- V NcO� O� U� ��OZ Q II � O�O � L�C] � ��o`�� =ON II �ri �o� _ �� � z 3 ��? ? o �--� �t�z o II =w �IZ�� - ... � � Q�»�- I � _ ��> > w z ��z z o .. N � (n�Z Z � . . � �N � � � ��� � � O ^ O �� O � O �� �o �,o �o �o �� �� �� �� 43+00 42+00 � STA: 41+18.72 �NV= 5056.38 SA PVC �� � N � � �o �� 41 +00 � �I � 18" HDPE (PRIVATE) 51.33 LF � 2.68% I I � N Z o0 � � Z N pp I �'>m p �iv Qm '�"� Z 3" cD rn �¢�� o00 �¢ �o rn �co _�ooMo�;o� o�.., �-,��o� 5 M� U�� O � cD� � O ��? i0 `O � I�. N o+ co I I ��"� cn o+ co �� �� �r' c��o��Zo ��c�����ZZo u _� N II �~a � II � � � � � > > ,_,�.,'J� -y.' � � > > > ,,�., N z 3 �n�z z oz Z 3 v��z z z o � � � � � � �� �� 5 �� �� � 40+00 39+50 � � VGRADE � 18" HDPE (PRIVATE)_ 27.32 LF � 0.50% �.»� i- � � � � - N r � , .vQ �U' cV 5 -��o�oo�� ���� _ . tA Z � ^ � � N � ~ p N � � W+� � - - �¢ o t ._= V �oz Z p � �U� � � .�w¢�»>� ���¢ �v~i�zzza ?z3v~i _ � � a � O � O � 0 0 _ �� �� 49+50 50+00 � � � ,N � ^ � � 00 �o � �� 51+00 STA: 50+00.00 to 53+41.58 SCALE: N: 1"= 50' V: 1"= 5' ' - - - - �_ _ !- ` I .,,..,.,..,, J �'� .,.,. .m � : N � � ,n � � 00 �� 52+00 � �, f� , �p � � 0 �� � �D � n � � o� �o � 53+00 i17 �i 0 o � d � ��O � M +�� � ��� �u ��� w cn�Z o � � 54+00 KEYMAP � � i LEGEND: PROPOSED 8" WATER MAIN III EXISTING WATER MAIN W PROPOSED SANITARY SEWER 8"SS EXISTING SANITARY SEWER - - SS EXISTING FIRE HYDRANT PROPOSED FIRE HYDRANT � PROPOSED STORM SEWER EXISTING STORM SEWER EXISTING IRRIGATION - - IRR - - EXISTING UNDERGROUND TELEPHONE UT EXISTING UNDERGROUND ELECTRIC UE EXISTING FIBER OPTIC FO- EXISTING GAS G PROPOSED CURB AND GUTTER - - PROPERTY BOUNDARY PROPOSED RIGHT-OF-WAY PROPOSED LOTLINE - - EASEMENT LINE - - PROPOSED STORM INLET � � EXISTING STORM INLET � PROPOSED MANHOLE OO 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 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 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. 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. 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. 7. CONFIRM EXISTING STORM SEWER INVERT IN THE FIELD. IF IT DOESN'T MATCH THE ASSUMED INVERT, CONTACT THE DESIGN ENGINEER. 8. CONFIRM HORIZONTAL LOCATION OF WATER TO EXISTING LOCATIONS PRIOR TO CONSTRUCTION. CONTACT DESIGN ENGINEER WITH ANY DISCREPANCIES. 9. MINIMUM SEWER SLOPE IS 1.04% (g' / 1') FOR 6" DIAMETER AND 2.08% (4' / 1') FOR 4" DIAMETER. 10. CONTRACTOR TO COORDINATE GAS, ELECTRIC AND TELEPHONE CABLE SERVICES. 11. THE PLUMBING CONTRACTOR SHALL TERMINATE UTILITY LATERALS 5' OUTSIDE OF BUILDWG UNLESS OTHERWISE NOTED. EXACT LOCATIONS (HORIZONTAL AND VERTICAL) OF ALL UTILITY CONNECTIONS INTO THE PROPOSED BUILDING SHALL BE COORDINATED WITH THE APPROVED ARCHITECTURAL DRAWINGS. 12. ROOF DRAIN CONNECTIONS TO BE COORDINATED WITH FINAL ARCHITECTURAL PLANS. � 18" HDPE (PRIVATE)-27.32 LF � 0.50� � �� v �� --� INLET C-5.1 (PRIVATE) NYLOPLAST DRAIN BASIN W/ 15" DOME GRATE _ // �- " HDPE (PRIVATE)-144.8o LF c� u.5u�o � ,/ /� � � %d/ 3 (PRIVATE) ) INLET C-5.4 (PRIVATE) DRAIN BASIN / NYLOPLAST DRAIN BASIN �COVER 'W� 24" DOME GRATE STA: 50+27.32 JIf1. JITJV.77 � N: 1418881.11 N: 1418923.72 STA: 53+41.58 E: 3116790.51 N: 1419044.90 � � N: 1419189.68 E: 3116770.44 E: 3116807.38 � � E: 3116804.98 , ' STORM C-5 / / SEE SHEET C6.11 � , � / / � ( / � / � � / I i � t � � / / / / / � � - � � � // / � � � i / / U// / � � � i � i / � � / � , ��� "-�-_ �i / / i -� ` - � � � � 0 10 20 50 SCALE: 1 "=50' STORM C-5 ii a;;owa 5265 Ronald Reagan Blvtl., Suite 210 Johnstown, CO 80534 970.800.3300 GallowayUS.com y P� `� � O� �� �� �� �� � �� Q� �O ` �� O� G COPYRIGHT THESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. V Z � �..L _ � �..L �..L 1 Z � Q J � Z ` � � O J 0 � � � �..�..� J V Q � z I..L �..L 0 U � z J 0 U � O � # Date Issue I Description Init. Project No: Drawn By: Checked By: Date: GNK000010 DBC JEP 08.16.2023 STORM C-3.4, C-5 PLAN AND PROFILE � a � 0 F Y Z C7 V r O U Y 3 °o x � � 0 10 20 50 �� SCALE: 1 "=50' STORM C-11 STA: 110+00.00 to 110+12.01 SCALE: H: 1"= 50' V: 1"= 5' PROPOSED GRADE 18" RCP (PRIVATE) 100—YR 12.01 LF � 8.00% HGL _ EXISTING — GROUND ' E5 5� R d- r� 0 � N � M � v � o �s ?v > o N O � j� O, N N N � � U O I� N O� �� �� �p �0 � ��;oo N��� 5� _ `'i � O Cp � t0 �J c0 � N i w o�� � �� �. . � o� II � V C� �� II II � u. .V ��� II O I- . S� j 11 Z Z � W I¢�� d Q�7 7 7 �.. .J ��� w _ �_ w z v7�z o v��v��z zzo. _ � � — �� � � o� i5� �� � � � � 5� 109+00 110+00 111 +00 � � 0 10 20 50 SCALE: 1 "=50' STORM C-7 STA: 70+00.00 to 70+12.50 SCALE: H: 1"= 50' V: 1"= 5' � EXISTING GROUND PROPOSED - GRADm� � 100-1R I HGL � L_ � 18" RCP (PRNATE)-13.01 LF � 8.00% I 00 _ .— �� ^ M . I . J .M °O I � � �. 3 3 � - +9. N Z v - > O O Q Co O u..� � N . �-' � Oi. � d O� c0 5 v ��� � �"��� � � � 5 M' d- �� O O� � � + � � ap � W + � u'� �n � .- c� �,�o u c� ���z z o n `O .H �� � = w — �. . I--_ J � ��� w � _ �`2� � � w . z N�z o N� N�z z z o N � � �� 00 �� � �. � � 5 71 +00 70+00 69+50 JLL JI ILL I 1iU.L .\� // \ �� �.� '.., . WATER 2 � SEE SHEET C5.3 , �_ -- � �. i i ���_ i i � �� � I- �� 11, �� 0 10 20 50 � � - SCALE: 1 "=50' � � �� �^ o^ 0 �� � � 2 H cn�v � a �� �� o^ 0 �. � 92+00 � �� �� o� 0 �� � � �� �� o^ 0 �. � 91+C �� �� �p CV o� 0 �� � ��� O � M 3 � W � `i J �Z Z d- C U O ^ � tf ' J �� � � �o`o�o �o�,� n z � o �n �n ^ I W +^ � � W ��z z O � � II � � _ ��> > > �y�j ��N�zzzo � � �o � ^ 00 �. � 90+00 � JU�tJ JVLVo 89+50 9+50 OUTFALL C PROPOSED GRADE STA: 10+00 to 11+11.44 SCALE: H: 1"= 50' V: 1"= 5' EXISTING ��o GROUND � , �� ��� k�� _ � /�.�'�. : ��\�P��. _ �.� ��e� - _ � w _ � � � �� � � � U � � ap N . � . _ � .. � w v3 Q � � o � U�� N n�Y� — �Q ¢o � v �'N0- m� O�O O� M. .� ���M� �. .. G d W+M� u'7 �� �h � JU Z-F�� � � v V ��z z = II �¢y o � ��� �. .. - 2 L''� � 0 �_ I- Z ¢�L � d. . - �i¢�»>W oa3[~i��?o - N � ��Z.Z Z a — _ � � � ^ O �� O � � � ��� � � � � 10+00 11+00 11+50 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. 2. ALL WATER AND SEWER CONSTRUCTION SHALL BE PER FORT COLLINS LOVELAND WATER DISTRICT AND 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. 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. 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. 7. CONFIRM EXISTING STORM SEWER INVERT IN THE FIELD. IF IT DOESN'T MATCH THE ASSUMED INVERT, CONTACT THE DESIGN ENGINEER. 8. CONFIRM HORIZONTAL LOCATION OF WATER TO EXISTING LOCATIONS PRIOR TO CONSTRUCTION. CONTACT DESIGN ENGINEER WITH ANY DISCREPANCIES. 9. MINIMUM SEWER SLOPE IS 1.04% (g' / 1') FOR 6" DIAMETER AND 2.08% (4' / 1') FOR 4" DIAMETER. 10. CONTRACTOR TO COORDINATE GAS, ELECTRIC AND TELEPHONE CABLE SERVICES. 11. THE PLUMBING CONTRACTOR SHALL TERMINATE UTILITY LATERALS 5' OUTSIDE OF BUILDWG UNLESS OTHERWISE NOTED. EXACT LOCATIONS (HORIZONTAL AND VERTICAL) OF ALL UTILITY CONNECTIONS INTO THE PROPOSED BUILDING SHALL BE COORDINATED WITH THE APPROVED ARCHITECTURAL DRAWINGS. 12. ROOF DRAIN CONNECTIONS TO BE COORDINATED WITH FINAL ARCHITECTURAL PLANS. STORM C-9 � � \ \ \O ��� � � \ \ --- \ --- / � ..� � / \ , � � , �\ �\ , , � , , ,� �, , , _ OUTFALL C (PRIVATE) � LEGEND: \ POND C OUTFALL STRUCTURE '— � \W/ CONCRETE APRON �� � � STA: 11-F11.44 � PROPOSED 8" WATER MAIN III N: 1418154.51 �..� E: 3116809.62 EXISTING WATER MAIN W � � f PROPOSED SANITARY SEWER 8"SS � /� � � ` EXISTING SANITARY SEWER — — SS `i` EXISTING FIRE HYDRANT � PROPOSED FIRE HYDRANT � � � PROPOSED STORM SEWER 18" NDPE (PRIVATE)-111.44 LF � 8.00% EXISTWG STORM SEWER — -_ � � .� �\ EXISTING IRRIGATION — — IRR — — - — — � , -- `'- , - —__G�'�� ' - / � " ' EXISTING UNDERGROUND TELEPHONE UT / EXISTING UNDERGROUND ELECTRIC UE � —SS � _ — —cS o -SS o EXISTING FIBER OPTIC FO— — � _+— — — —Sn- — — — — — — — — —"'= — — = — — — — _o— — — - — — — — — — — EXISTING GAS G ' � PROPOSED CURB AND GUTTER — — STMH C (PUBLIC� - ����+-.�� PROPERTYBOUNDARY MH-ECCENTRIC (5' �) � I ?4")=503�35'" STA: 10-F00 _ IIVV. (W) RCP (24"�=5032J6' � PROPOSED RIGHT-OF-WAY N: 1418043.09 � � PROPOSED LOTLINE — — E: 3116812.04 � \ � EASEMENT LINE � � PROPOSED STORM INLET � � � \ � EXISTING STORM INLET � � � PROPOSED MANHOLE OO OO ` \ EXISTING MANHOLE ��O ` , �, �< � � 0 10 20 50 SCALE: 1 "=50' STA: 90+00.00 to 92+77.13 SCALE: H: 1"= 50' V: 1"= 5' 1 ii a;;owa 5265 Ronald Reagan Blvtl., Suite 210 Johnstown, CO 80534 970.800.3300 GallowayUS.com y P� �� � �� �� �� �� �� � �� Q�' �o �' 5� o� � COPYRIGHT THESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. V Z � �..L 2 � �..L �..L 1 Z J Q J � Z ` � � O J O � � � w J V Q � z I..L �..L # Date Issue I Description 0 U � z J 0 U � � � Init. Project No: GNK000010 Drawn By: DBC Checked By: JEP Date: 08.16.2023 STORM C-11, C-7, C-9 & OUTFALL C PLAN AND PROFILE \ KEYMAP � � ii a;;owa 5265 Ronald Reagan Blvtl., Suite 210 Johnstown, CO 80534 970.800.3300 GallowayUS.com S11dH 0-4 (PUBUC) °" W %o MH-ECCENTRIC (6' 0) � STA: 12+67.86 N: 1420109.99 E: 3116937.88 % /' H 48" RCP (PUBLJC)-70.57 LF � 0.50% ��� �\� / / / / � / / / / / . / \ � �\ �\ � \ \ � � STMH 0-3 (PUBUC) � �\ MH-ECCENTRIC (6' 0) STA: 11+97.29 � N: 1420060.88 E: 3116988.56 i \ I i � � � � � � � � � � � � Y� �� � � � � � � � � � � � � I I\ [ — — — — — _ _ _ J � � 0 10 20 50 � SCALE: 1 "=50' OFFSITE STORM � _ ,�� �> / �— �� i;i 0 � 0 � � 0 � d � z � PROPOSED GRADE �� � �� � / 1 l , '� i ,i STA: 10+00.00 to 12+89.90 SCALE: H: 1"= 50' V: 1"= 5' � u �� � r--- — � — � — — � — EXISTING — ��� GROUND = � \\ _ � � � � � � � o � �r,�= � � �— � ��„ � a o 100-YR ' � � > � o HGL - `� v� ? rn '- � � \ \ — — \ — — —�� \ 48" RCP (PUBUC) 70.57 LF � 0.50% 48„ RCp (PUBLIC)-111.46 LF � 0.50% - T �s" Rc� (Puauc) 22.04 LF � 1.00% \ \ \ —,—_.._ � `�" RCP (PUBLIC)-g5.83 !t' � 1.00� � — � TI � N � 0 � Y � V r O U Y 3 °o x 13+50 -.. ��. R �. ! � i �i �� �'i i �ao � �o.o v� ao Zv 0 0 0 � ��O � =�0 N �=�0 pp� � � ��� N � � n�0 � ^ v� I��O � d' � � ��� �� F7 Z T LL") � U N�~ ^ ��.--�Z O� � U �IIOz O 01 �=��>W �=��»W �=��»a fn�fn�•Z� ln�fn�.ZZp tnSfn�ZZp � "� � � o� o� 0 0 o �� �� 1 1 13+00 12+00 �o �; � �� o� 0 �� I t v e � � v �s. o � � � 3 � °O m � oi � j 3 �' vV o�c��oo �o �� 3 ���o�n� o m NI W +d'� ��. .+o vl- ¢ � O C� U �S�Z � II .o inv � 3 �M oo� 0 W ¢�> > � .Q �� °' � � o o�`n � � � t~i��? ? � N?eo � � N ��Z II _\ - -\ � "' m �" „ — � �> � �M 0 � O � ¢�. N�Z � o � �� �� � 11 +00 10+00 U � � w x II x , >� . z ,� o : � 9+50 �� � � LEGEND: PROPOSED 8" WATER MAIN III EXISTING WATER MAIN W PROPOSED SANITARY SEWER 8"SS EXISTING SANITARY SEWER — — SS EXISTING FIRE HYDRANT PROPOSED FIRE HYDRANT � PROPOSED STORM SEWER EXISTING STORM SEWER EXISTING IRRIGATION — — IRR — — EXISTING UNDERGROUND TELEPHONE UT EXISTING UNDERGROUND ELECTRIC UE EXISTING FIBER OPTIC FO— EXISTING GAS G PROPOSED CURB AND GUTTER — — PROPERTY BOUNDARY PROPOSED RIGHT-OF-WAY PROPOSED LOTLINE — — EASEMENT LINE PROPOSED STORM INLET � � EXISTING STORM INLET � PROPOSED MANHOLE OO 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 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 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. 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. 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. 7. CONFIRM EXISTING STORM SEWER INVERT IN THE FIELD. IF IT DOESN'T MATCH THE ASSUMED INVERT, CONTACT THE DESIGN ENGINEER. 8. CONFIRM HORIZONTAL LOCATION OF WATER TO EXISTING LOCATIONS PRIOR TO CONSTRUCTION. CONTACT DESIGN ENGINEER WITH ANY DISCREPANCIES. 9. MINIMUM SEWER SLOPE IS 1.04% (g' / 1') FOR 6" DIAMETER AND 2.08% (4' / 1') FOR 4" DIAMETER. 10. CONTRACTOR TO COORDINATE GAS, ELECTRIC AND TELEPHONE CABLE SERVICES. 11. THE PLUMBING CONTRACTOR SHALL TERMINATE UTILITY LATERALS 5' OUTSIDE OF BUILDWG UNLESS OTHERWISE NOTED. EXACT LOCATIONS (HORIZONTAL AND VERTICAL) OF ALL UTILITY CONNECTIONS INTO THE PROPOSED BUILDING SHALL BE COORDINATED WITH THE APPROVED ARCHITECTURAL DRAWINGS. 12. ROOF DRAIN CONNECTIONS TO BE COORDINATED WITH FINAL ARCHITECTURAL PLANS. � � - OUIFALL 0-1 (PUBLIC) 48" STORM OUTFAIl AT BASE OF WALL W/ �SCOUR STOP TRANSITION MAT STA: 10+00 N: 1420100.04 E: 3117181.14 � ^ . -�. � � � iTORM A � ' iEE SHEET C6.0 / \ �- \\_\\e — y P� �� � �� �� �� �� �� � �� Q�' �o �' 5� o� � COPYRIGHT THESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. V Z � �..L _ � �..L �..L 1 Z � Q J � Z ` � � O J 0 � � � �..�..� J V Q � z I..L �..L � U � z J O U � � l.l_ # Date Issue I Description Init. Project No: Drawn By: Checked By: Date: GNK000010 DBC JEP 08.16.2023 STORM OFFSITE PLAN AND PROFILE � z � o` � Y z C7 V r d U Y 3 � _ �� -, �� ; " � i� � � \` - {- �� ✓ i� i s i�� �� � . � � /i , ; � � � H ," � �� /� � � �.. � � ��� . / � � % � l�� �, ;�\r, , \ � , f ' _� � � \�,, . , i� � % `� / � � � ; i �� � : � i- � � � � � � � _�; i � � � ' �� � �' i/� �� f� � � i � `� � f� � 1'� ' � � � � � i � i �,. �� �� � , =' � .�, � i � � \ � �� - � � � 'I i � �� . � � / � . , - � ;T� -� i_ , � _- i __ � ��� . .I �� ��:� ��r � � � � ' � � � � i' � ¢� � � , � � I � � - I � I � O� - I � � � � � �I I I I o i � � , _� ' i I ���� � � �. ,� �- i - � . - i - �� i � h i i � � ,,� �� � / � � � � , � ,, � � 555, - i �� � � � � +; , �� �� ,i � �' �' � a �� � , � � _. ��� ,! ��� � ° , �� ;, i � � �I , _ � � � _-• L� �� � /i� � i I � _ i� � � - �� � �f\ I � �� �� i ; , � , _ - � �� � .✓,r � / - � / - � _ ;,�° F � �5 � / - i � _ _. .� ..� , � ,, i . -------- -- - �_ i � , � I _ _ ,_ _� � /i A �� _��/ - / � I - _ � ,�Q . • , -� -� �: A � �� �� , � / F. , � �� � �� � �r �.� � � �� = - .; � � � - - � '� \ � i �_ - _ � � / � - - � _ ..{�j - '� ♦ ����-� �` -_ � �� / �' � � � � � �� � , i � �' �� � � �`-�� � � � � / � / � . , J � �\ 'T � � - i� - i' �\� -� - \\ %� /� / � � / y��"°`\ � I - � - - , - ir II ' � '�' � I \ \ \ \ i � / / \ _ _ ' ',� �� _� L ; I� � , � � \ �<' � � - � � ` �-- - -- --- �- -- - - -�-------------�- - ---- --- --- '- ' i � _ _ _ � i � , � � �il F � �, _ i � -� 1 � � � - � � - � 0 - - �- ; - - -� - r- � _ �� 4 i� x � , � i � _ i � \ \ � i , '.� � 1 ��� I � I il i � �A � � � � � �Co , �� . � � � �� �i � I f� I � I � I `, � ✓ / �� =� , � , � \ � � � � �� �� � � � ��_=i .- __� -�l� ���� ��� - �� �� �-- ���_ � � E � � � � . _ , l : ' I i . _ _ � i _ i � _ „ f � '� / _ �� \ / \ . ' � J l�� I '� r \ � , � --- � 1 � / V�1 � ,r , , �.�= �rs �_ --- - c% I I I � � / _ � _ a _� � - - - - - -- - - - - - - - - - , , ` " . , '� ' = 505 i . � ,. � , so o \ � � � . % � � .- _ � � V ' r / / �� �� % - � . _v / _ J - - - TRASB I � � � �� � , so �� S URG DR VE �� i � � � / / -- � � , ��� �_ � � �`SS, , - ° W i I W _ � �0 10 20 50 � / :, , f � ,, . , _ __ _ -� - - � , � �n n ��' ' � � � � == �-- - 103 SF TYPE L RIPRAP, DEPTN = 1.5 - - - � - � � � � / . ' - � -- � - �-- - - �� �� WATER 1 � ' � _ _ - I \ � SCALE.1 -50 / � SEE SHEET C5.1 -' � ; � . % ! _ - - _ - � - - - ----------- -- --- - ----_ _ _------- � / � . � � �,�� ; , : -' L�13"� 00 � _--' -- --.14 00_ �'� i �� /� � , � , � � ," � t= L _ � - � � � i- -_ _ - - - � � - � �=. - , - _ _ �#- _ _� \ `', � � �'� � s i ��= T-�//� '�1 �� � /- � � - - - �- � �1�� ��SS I M 0 I' � � � � ��/ / KEYMAP � � I �:� � - - - � � < � \ �. `, i .!� . �� �" ����,� ', ', �_ _ - _ � � � � � � � h0`° � � � �� / \ ��50 � , ��.� \, � ;� � ' LIMITS OF 52" STEEL SLEEVING '% � ' � �� � - - - - - - - � - - - - - - - - - - - � � � � � � / / � - � � `�,� � � �' �� V`�' AT RIGHT-OF-WAY CROSSING � , � � �� � � IRR A-7 (PRIVATE) 63 _ _ _ ' - - � � > \ j � rr� i M IRRIGATION D � � 0 � � / � ��, � ;k�. � i � �%� ��k� CONCRETE HEADWALL � �� �O � � ''� �`:��� a SEE SHEEi C7.3 �\ � ��� � � / � � / � � � � ' �. � ir � , °' i �� SEE DETAIL ON SHEET C7.4 � \O �> � ��� � � �,, �-� � �i I � � I � � / -� � / LEGEND: � , ' �i�°i � � �p � �' '� i �,�. ;�� ��� RIM�= 0584.23 � _ �� � � \ '� A � � � ,x� I � � � � � � � ,-: �, � V � 6� ' � � i 1 � � �/ � / / �`,`� ; ��� � {�� -�- -�t� -�',� � - � - �� �� �%��� ' INV. IN= 5054.40 (NW-36") IRRIGATION DITCH PROTECTIVE � � � _ �� � IN � � � � � � �� �� \ � `� I 4 I �� �� � PROPOSED 8" WATER MA III � �� �_ , ,. ` ��' - �- - - - - - -N: 1419870.30 FENCIN6 PER DITCH COMPANY �A V � �`� � i �i � I I I / / � 5055 ��� ��;� � - � � `�� ii / "s , i;�� �� � ��� �, � � � � � �� / � � EXISTING WATER MAIN W ��� 11t00 � E: 3117055.38 SPECIFICATIONS. � \ W i , , ; IRR A-10 (PRIVATE� �� O OO i � I � � ` � \ � �i � � � � I � j � / � ' / � PROPOSED SANITARY SEWER 8"SS IRRIGAl10N OUTFALL STRUCTURE :�'� ��.� � � � � �'� � � � � V �� �� ji j j-j � � / / / EXISTINGSANITARYSEWER - - SS ` �i / � 36" A-2000 STORM (PRIVATE)-94J0 LF � -0.07% \ � � SEE DETAIL ON SHEET C7.4 � �, , �' ; �, � I�� \ � �i IRR D-6 OPEN DITCH OVERFLOW PATH / � `� � ` � EXISTING FIRE HYDRANT STA: 10+00 � '� � �� - �� � � - - - - � �= - - - - - � IRR A_ 8 (PRIVATE) � EX. LOUDEN IRRIGATION DITCH � � � ' �' � � �. `� i ��, �i j HEADWALL WITH GATE � ' / " / / i �0 � RIM- 5058.47 � ; r HEAD GATE STRUCTURE TO REMAIN I � �' � � PROPOSED FIRE HYDRANT � \ � � , % ��� STA: 11+94.53 � �� � �i\ � � (VICTORIA ESTATES) � / / / � INV. IN= 5055.06 (S-36") ,`� � � � � � r-� I � �� � �. ��0�� , � i �- � SEE DETAILS ON SHEETS C7.4 & C7.5 � � � � / � PROPOSED STORM SEWER INV. OUT= 5055.06 (EX.) � �� �� � � �� � RIM= 5063.47 � � � A�i � 54 SF TYPE L RIPRAP, DEPTH = 1.5 � � � � . ' � � � � � � Rliu� 5058.50 � N: 1420138.29 ` / �� " i INV. IN= 5054.33 (SE-36") � � so � ' I INV. OUT= 5054J0 (E-10" 188 SF 1YPE L RIPRAP, DEPTH = 1.5' EXISTING STORM SEWER E: 3116971.07 �� � / � - ��� � � ��j � '��" WV. OUT= 5055.19 (NW-36") � L _ _ _ _ � 6'0 \V � TW 57.84 � ) % ± � - - _ J � N: 1419567.39 � IRR A-3 (PRIVATE) � � EXISTING IRRIGATION - - IRR - - / / ' , �,; INV. OUT= 5047J5 (NE-21") � � � �� BW 55 I � E: 3116897.98 MH-ECCENTRIC (5' 0) , i I�% N: 1419959.22 TIE PROPOSED DITCH TO EX. DITCH GRADES �� • o �� EX. LOUDEN IRRIGATION DITCH EXISTING UNDERGROUND TELEPHONE UT / , ( I SEE DETAIL ON SHEET C7.5 � �� � � E: 3117010.34 � � � Q �� 3 � � � TO REMAIN �` ��' -�� �\ V' � w i s � STA: 21+20.55 � � EXISTING UNDERGROUND ELECTRIC UE � �ti � � ,� � �,J � . � � � I � p `�- � \ � BW 58J5 � I s � � so � RIM= 5061.39 � �� �`.A TW 60J6 ' o�� � 1��w� �' I��' � INV. IN= 5054.84 (NW-36°) 50�� � EXISTINGFIBEROPTIC FO- IRRI�ATION SIRUCTURE � \ �� � a � INV. OUT= 5054.84 (5-36") / IRR A-1 (PRIVATE) EXISTING GAS G OFFSITE STORM � � " PROlEC11VE FENCING PER DITCH � 8W 58J8 I I I� � N: 1419344.91 ;�`` SEE SHEET C6.13 �� COMPANY SPECIFICATIONS. I TW 61.98 � � �il .� 50�� � � \� I E: 3116786.44 / / W NWIN WALLSDWALL PROPOSED CURB AND GUTTER - - ��� � � �_ � -+' �I ,� I,�� � l � \ / � PROPERTY BOUNDARY ^� � i� - ���' �' � / SEE DETAIL ON SHEET C7.5 �`�� , �\ � i ii � ,\ PROPOSED RETAINING WALL SOSS � ) / STA: 22+53.62 PROPOSED RIGHT-OF-WAY 36" A-2000 STORM (PRIVATE)-47.08 LF �-0.07q � � i I i' I\ I wI � 1 \ RIM= 5058J5 __ PROPOSED LOTLINE 36" A-2000 STORM (PRtVATE)-142.44 LF (� -0.07� IRR A-9 (PRIVATE) s i � TW 57.96 �� � �� �� ', j- � HAND RAIL SURROUNDING N�� INV. IN= 5055.04 (W-36") � o, � MH-ECCENTRIC (5 0) � � �6s �i � � BW 56.13 �I� ' I� �� �.��'�� STORM B-2 IXTENTS OF HEADWALL �o' � � N: 1419217.35 � � EASEMENTLINE - - W SEE DETAIL ON SNEET C7.5 � �� � i � ► � SEE SHEET C6J �'� E: 3116796.29 �� PROPOSED STORM INLET � ��� � , � � STA: 11+42.44 \ � i PROPOSED OPEN CHANNEL DITCH _ � i, ij ' I ��', ,, �, ��-� �, N � RIM- 5064.48 i i � 81 SF TYPE L RIPRAP DEPTH - 1.5' " ;,� �. EXISTING STORM INLET /= � INV. IN= 5055.16 N-36" � � � �i I I � i d 1 ; / ' ., A �. �: � ti � ,' _ _ _- �� � i� � � � fi � � �-22 OO--- � � ` PROPOSED MANHOLE OO � N: 1419995.87 ���/ I 2.0:1 � i� � ' , � CH `�� --� � � 6� i 36" A-2000 STORM (PRIVATE)-8.27 LF (� -0.12% ��"-� O � INV. OUT= 5055.16 SE-36" � IF � � , �', PROPOSED OPEN CHANNEL DIT � � � � ��-�- �` � � EXISTING MANHOLE I � � � ��O _��_ -- � - � D � E: 3116973.38 � i i � �` ' 1 ' _ _ s -v � � � - � PROPOSED RETAINWG WALL i , �� ��� ��� �� �- - �_ �- >- �,'�� � � f� ! � � i V �� ��� IRR A-2 (PRIVATE) � � ' � i i o '� i � ���� � WAIER 2 �� -- - � � _ _.� MH-ECCENTRIC (6' 0) NOTES: '� i o� � i � 1 � \ � � �, S'EE SHEET C5.3 � , � � ��' ; � � � I � SEE DETAIL ON SHEET C7.5 � � �i ;�: � -� �� � \ � SANITARY 2 / STA: 22+45.35 _I � �.,, +� _ 1. THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN t, \ I - 506 .6 i � S C8. i� RM 4 4 �, SEE SHEEI' 1 , li 0 � 36' A-2000 STORM (PRIVATE)-109.27 LF �-0.15q \' 6 �'., .� �� % i� SHOWN ON THESE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE °� 0 � / I INV. IN= 5055.03 (N-36") F �\ \ .��, � � '�-' EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW � II ��� o !� ' � `?� � INV. OUT= 5055.03 (E-36"� CONSTRUCTION THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND � � I � ',�, �`' \ / '/ I i k N: 1419220.07 ' UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN UNDERGROUND UTILITIES. � � BW 59.00 0 �� ��'� � �0,. i' 36" A-2000 STORM (PRIVATE)-124.85 LF �-0.15% E: 3116788.48 �� � I � �V � � p �, _ ' �{ �� � ' � � , 2. ALL WATER AND SEWER CONSTRUCTION SHALL BE PER FORT COLLWS LOVELAND WATER DISTRICT AND � IRR A-6 �PRIVATE� � 63.00 I o -\ ; � � 36 A-2000 STORM �PR�VATE�-63�64 LF �=0.14% -- , �, ,� , �o >, SOUTH FORT COLLINS SANITATION DISTRICT STANDARD CONSTRUCTION SPECIFICATIONS LATEST � _ „ °II � � � - - CONCRETE HEADWALL BW 59.10 , \ �' -' ---L-- - ,�_ , ' � - EDITION. SEE DETAIL ON SHEET C7.4 TW 61.10 W 19 OO � ,' �coo -- - - - -_o =_ _ � STA: 18i�86.O2 =«._ ; � � � �� � �' � "�� r � ` �1"�i � �� �I-71 �� T -�� � I C � i � �� � � " '�.�%� 3. ALL WATER FITTINGS AND VALVES ARE ONLY GRAPHICALLY REPRESENTED AND ARE NOT TO SCALE. S - � RIM= 5058.21 I ��, � �� ' ; L _ �� �' �I _, -� � i � /�� „ ;� INV. OUT= 5054.50 5-36° - �- - \ � � _ _ ' - - - - - - - �- - - - - L I �-�_, �� � ' 4. UTILITY SERVICES ARE SHOWN IN A SCHEMATIC FASHION ONLY. EXACT LOCATIONS SHALL BE PER THE 1 � � - �,, 93 SF TYPE L RIPRAP, f, � �� N: 1419540.55 � \ �� � Y � � � , �� � �i REQUIREMENTS OF THE RESPECTIVE UTILITY PROVIDERS, AND ARE SUBJECT TO CHANGE IN THE FIELD. � � � , . DEPTH = 1.5' � - - - � \ � \ i E: 3116683.61 � �� �, � - S � � � `��� � - � � � �� ,, � �� �,/ � S E DETAIL� ON� HEET C7.4 � � __ � ' /� 5. MAINTAIN 10' HORIZONTAL AND 18" VERTICAL MINIMUM SEPARATION BETWEEN ALL SANITARY SEWER _, 5065 LIMITS OF 52" STEEL SLEEVING � ������� �� CONCRETE HEADWALL �- � � � �' � I � � AT RIGHT-OF-WAY CROSSING �� IRR A-5 (PRIVATE� °� � _ �`'� MAINS, STORM SEWER MAINS, WATER MAINS & SERVICES. � A �. � S� SF TYPE L RIPRAP� DEPTH = �..5� � � �\` ,, ' � CONCRETE HEADWALL <� � j STA: 20+56.91 �< � / 6. CONFIRM EXISTWG SANITARY SEWER INVERT IN THE FIELD. IF IT DOESN'T MATCH THE ASSUMED / , 3' BENCH 3' BENCH \ \ � `� SEE DETAIL ON SHEET C7.4 =�' RIM= 5058.46 � �� � .� I �' � \ \ » - -� i �' � INVERT, CONTACT THE DESIGN ENGINEER. � - � �so � � � STA: 19+95.29 � INV. OUT= 5054J5 (5E-36 ) - i ;' � ELEV. = 5059' ELEV. = 5059' � � � `� �; RIM= 5058.37 - ---- i �� � � �s � � N: 1419389.18 -� � / � � ! , � � �� � INV. IN= 5054.66 �N-36°� E: 3116740.71 ���� i�' /� ,�� �� �'�� 7• CONFIRM EXISTING STORM SEWER WVERT IN THE FIELD. IF IT DOESN'T MATCH THE ASSUMED INVERT, 2:1 SIDE SLOPE � ' � ��� �C i ` � CONTACT THE DESIGN ENGINEER. �� � I �,- � �;� N: 1419432.04 � ��� , � � /`� � / � �. �� �5 � - , . , E: 3116696.45 �, /�� ���� i� , , ,., �, , r. ,,,%' ,' 8. CONFIRM HORIZONTAL LOCATION OF WATER TO EXISTING LOCATIONS PRIOR TO CONSTRUCTION. CONTACT DESIGN ENGINEER WITH ANY DISCREPANCIES. BENTONITE LINING DESIGN TO BE PROVIDED BY 9. MINIMUM SEWER SLOPE IS 1.04% (q" / 1') FOR 6" DIAMETER AND 2.08% (4" / 1') FOR 4" DIAMETER. GEOTECHNICAL ENGWEER 10. CONTRACTOR TO COORDINATE GAS, ELECTRIC AND TELEPHONE CABLE SERVICES. ELEV. = 5055' 4 ELEV. = 5055' 11. THE PLUMBING CONTRACTOR SHALL TERMINATE UTILITY LATERALS 5' OUTSIDE OF BUILDING UNLESS OTHERWISE NOTED. EXACT LOCATIONS (HORIZONTAL AND VERTICAL) OF ALL UTILITY CONNECTIONS INTO THE PROPOSED BUILDING SHALL BE COORDINATED WITH THE APPROVED ARCHITECTURAL TYPICAL D TCH SECT ON DRAWINGS. 12. ROOF DRAIN CONNECTIONS TO BE COORDINATED WITH FINAL ARCHITECTURAL PLANS. N.T.S. 13. NO CONSTRUCTION FROM APRIL 15 TO OCTOBER 15. I R I G A STA: 10+00.00 to 22+76.29 SCALE: H: 1"= 50' V: 1"= 5' , 36" A-2000 STORM (PRNAiE)-8.27 LF (� -0.12q PROPOSED ' I _. _ ....................... ............................;.... __... . . _ _... __. __ __. ......... __ _ ____. __. __ _. _. __.. _. _. _.... _. __... . _..__ __............. ._. _ . _ .. __... _. . . . ...;. . . . . ... . ..... . . ..... ..... . . ..<.. ..... . . ..... ..... . . ..... .... . . ..... ..... . . ..... ..... . . ..<.. ..... . . ..... ..... . . ..... .. . . . ..... ..... . . ..... ..... . . ..<.. ..... . . ..... ..... . . ..... .... . . ..... ..... . . ..... ..... . . ..<.. ..... . . ........._ _.... ... . . _ . . ' GRADE ... ; . . . _. . , , _.. _. . 36" A-2000 STORM (PRIVATE)-47.08 LF �-0.07% EXISTING ' ' : : : : .. ...... ...... ..... . . .. ...... ...... ....... ....... ...... ...... ...... ... . ...... ...... ...... ...... ....... ...... ...... ...... ...... ... . . ..... ....... ...... ...... ...... ...... ...... ...... ...... .. . ...... ...... ...... ...... ....... ....... ....... . ..... � GROUND _ - - - - - - - - - - - - � 36" A-2000 STORM (PRIVATE)-109.27 LF � -0.15% 36" A-2000 STORM (PRIVATE)-63.64 LF � -0.14% 5065 UM�TS OF 52' STEEL SLEEVING - �� \� - __ � _ - � - - - � __ __ _ __ ' ____ __ __ ____ ____ _ __ ___ _ ____ ___ _ _ _ ....................... ..... _ _ _: _ __ __ AT RIGH7-OF-WAY �ROSSIMG _ _ � _ _ _ , _ _ . ................ ............... .....:......... ............... ............ .. ............... ..... ... . ... ... . ... . . . . . . ... . . . . . . ... . . . ............... ............... .....;......... ........... . _ . . .. _ __ . ............... ... - 36" A-2000 STORM (PRIVATE)-94J0 LF � -0.07% ' � ` ................................ ... _ . . ___ ___ ,-' _ ;.._ _ _ _ _ _ _ _.....'-__�,�_ _ ___ _ _ _ _ '.. .......... ....................... _ __...� _ __ _.. .. _ _ _ _............._... . _ _ _ __ ___ _ __......................... . _ .............................:...................................... .............. . . . : ...................................;....................... . r� ._ 19+34.51 � � � , ' . . .. .. � _ ...:. - , : : � ' S.TA � HGL: =2.0 CFS � Q . _ ___ . _ ___ . ................. ... , ___ __ .............................................................................................. ......... ............... ......... ..... ... . ... �. . . . . . . . . ........... ............... ............ .. ................... _ _ ...................... .. _ . _ . . . . ... ____ __ _ _ ____ __ __ _ __ _ __ __ _ _ _ _ _ _ _ _ _ ___ __ _ _ ..y... .. . .: . ._.. i ' . . / . .- . ._...�\.. . i � / 8"0 WATER CROSSING � � _ ....................... _ � _ __ _ _ _ __ _ ............... : _ � _.................................................................................. ..... ___ _ __ _ _ _____ ___ _ _ _ _ _ _ _ �' ..................................:...................................... ............. . _ _ ............................:........... . _ � � _ _ PROPOSED , , , _ _� . . . .......................................:...................................... ..................... _ _ � i ; ; : i � TO BE REDESIGNED � DITCH CHANNEL ' / . . HGL• Q=0.5 CFS � : 5OF)O : � - - � : : : � ---: ------j�-- , _ _ � __ ___ _ _ _ _ _ _ : : _ ___ _ __ __ � ___ _ _ _ ____ ��--__ __�Tr ----, - --_ _ _ _ _ _ _ _ ........... ,_ _ � ..................................:.............................................................................:.................................................... ; .........................:........... . .............. ............................................. , , _ , ............. , : : , , , � ......... ____ _ __ ___ ___ ___�_ __ ..............:..................................................... __ _ _ __ ___ __ :_ ..........................................................:....................................... _: _ ___ ...........................................:............... ___ _: __ _ __ ....................... ,� , „ „ PROPOSED ' - _ _ _ _ i 4 .44 LF � 0.07% i T RM PRIVATE 1 2 6 2000 S 0 _ _ _ _ _ _ __ _ _ _ ___ __ .................. . 3 A _ _ . . . _ . . ................................................................ ............... . . . _ _ _ _ � � _ � � , �i : EXISiING __ ............................... ...........................................�..................... .......... ......_ _ DITCH CHANNEL ........ ....................................................... I_ i r _ _36 A 2000 STORM (PRIVATE)-124.85 LF � -0.15% _ _........ DITCH CHANNEL I i i � i ___ . .............. i ____ > _ _... _ _ __ _ . i _ _ __ _ _ . . . _ . . . . ___ _ . ....... _ __ _ . _ _ _ _ _ __ _ __ _ __ ____ ____ ___ __ ___ _ __ _ __ _ _ _ _ _ ____ _ ___ __ __ � i i` � i � i_ ; _, , , __ _ _ _ - _ - � �- -- -- - _ _ \ 5055 - -;_ � ,, _ >_ - _ - _ - . -. - - - ; _ _. _ _ � _ _ _ _ , ., ; _ _ _ __ - - ' ---J - ------� - ' J - �- -� '� �, --- ' � ,� -- � �.. ---- _-- �------ - --- � _ ........ . . . _ _ _ __ _ _ _.-.......... ____ ____ ____ ____ __ . ____ ___ __ _ :_._. __ _ ___ _ __ _ _ _ _ _ _ ___ ___ ___ _ _ _ _ _ �, _ _ ............. _ __ _ _ __ __ ___ ___ _ ___ _ _ ____ _ ____ __ __ _ __ _ _� ; ' _ ....:................................... _ ... � _............ _ ...... ... ..._ __ ...................:................... ......................... _ _ .. .. _ _. _ .................... _ . . ___ ......................... __ _ _ _ _ _ ___ _ ____ _ __ _ __ __ _ __ _ __ _ __ _____ Z � : : ' �� ........... .....;......... ............... ............ .. ............... ............... .....;......... ... . . _ .. � Z _ .. ... ....; .......... ............... ............... ............... ..... ... . . . . : . ._ .......... ............... .....:......... ............... ............ .. ..... ... ..... ... . ......... .....:......... ............... ............ .. ............... ............... .....:......... ............... ............ .. ............... ............... ... . ... . . . . . . ... . . . . . . ... . . . ____ ___ .....................................____ _ , ____ ___ _ . _ ___ _ ___ ___ � N 0 _ ..................... ...............................:................ o _ ....:...................... ............. _ ............................... ..............._. ,. _ __ _ __ __ _ _............................... __ __ _ _ _...... .................................. ........................... _ ___ ..........:.................._ ,_.....................................,...................................... .......................................,...................................... ) . � � � . . .................................. .................................. .................................. .................................. .................................. .................................. ... 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'� M c� o _ _ .................... ............................ ________.................._ _ ___............................... _ ..............:.................._ _ _..................................;.........................................................................:.........................................................................;.........................................................................:.........................................................................;.........................................................................:...............___ _ _. ..................................:. _ � ____ _ � � w z �n u I I ) : : : : ` ................... _,........................... _...... ................................ .................__ �0 3 �j � .. .:.... ... - : : : : : : : : : � � _ Z o 5045 w � .............. _ ....... _ _ _ ............... ..., _ __ _.................__ � _ ,......;...................___ __.. . ......................... .................................. .................................. .................................. .................................. .................................. .................................. .................................. .................................. .................................. .................................. .............. _ ___ .,..................___ _. ,.. .. ____ __ ___, . ......... _ .......... _ _ _. .. ............................ .............. _ _ _ _ . .. ............... � ...;.. .. .. ...;.. .. .. ..:.. .--. . . .. .. ...,.. .. .. ...,.. .. .. ...,.. ... .. . ., . ... .. � _ .--.__ . . . . . . _�_. .. t q r. _ � � � .-, R - R - CO ��R �. �. 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COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. V z � L.I_ � � �..L � z � Q � � _ � � � O J O � �� V Q � z � L.L � U � z � 0 U � � � # Date Issue I Description Init. Pro'ect No: GNK000010 1 Drawn B : ALS Y Checked By: JEP Date: 08.16.2023 IRRIGATION DITCH A PLAN AND PROFILE i �� �� �-. I � � � a � t �� � � �'�,1 ♦ . ,�� . � , A � .` ���11� � ���, � � � � / �/ ��`� ,\. ,- „ �� � � � � �� � / ����� �� ��"'�� � :�" ��� � ��� �� �.� � UE �'� � , �� , — -,- � 1 / � - — _ � , � �� �� �\ / � ��/ � / /. /i5• /�/� /\ �'�;� :�,, � - �- - — - � � � � � � IRR B-3 (PRIVATE) �� � � � / � - � � � � � MH-ECCENTRIC (5 0) � `' .� _ � ' �- � � �" STA: � 1+29.01 � � � � � � - " � � � � � N: 14 8450. 8 �. 5 . _ __ ��, - � ' `` -_= T � = � -� " � E: 3116600.13 . , ,_ � _ � , � _ T,_�' , , � � �" � - - w , . � � i � �� , � � � � � , �,, ; _ , � � - 1 . . � � � , �i —I � � � ��' / ;,k' �' r � ,��� —� --ri,rr---��i /,�1 ��� �. � _ ,� �. � , � �� / „- ��� i ' � ! _� � ,�� � � � —% , ,, ,- , __ - � __ I�. �, � � � ,, _ ,, I � ��% , _ _� _ _ __ ,, , �_ - ' =1 � � , ,,- � � / _ � '' � � . � � �� IRR B-2 PRIVATE) �� ����. , - / , ���, , � \ I, __ MH-ECCENTRIC 5' 0 / 0 p. , � � � , ? � STA: 23+18.51 � _ ,� ' ti�' So � � ' � � N: 1418365.51- � � � �\a°'' � � E: 3116430.59 � / � leR��P�'� % ' � �Q �''�� � / / � �J �� / �°� �S '� ti / / , / — — — /—� � Oc� � / � ^�°'� � � - / /� �,"�X 36" ADS HP STORM (PRIVAIE)-18.94 LF @ 0.25� � / ; � .� / / / / j / / IRR B-1 (PRIVATE) / / � �j� / IRRIGATION INTAKE SIRUCTURE / / j / �� / STA: 23+37.45 / / / N: 1418350.77 / / / / � � /- %/ / E: 3116418.71 � / � / / / � / / ����� / / / j�/� �/ � / EX. LOUDEN DITCH / � , �/ / / � / /�%' � � � � %, , � � � / � � / / � i ,� / / � � � � � s� � � � � � �� � ` �` � �� � \ _ � � � �� �� \ � ... ���� ��\ `� ,a� �•� , ��� O � i� ' %��� � � `���� � � � � � � �. ���,� �� � ���. � � � � �., � � i � � � � � \�, \ , , , �. . . ,, ;., . oo ,, � � � ��k ��� i, � � k , i � i ' '�� � i i � y�je , � � � � � �p� , � � /�' �! � � � i:.. �0� ,�'� �,�1��` � IRR 8-4 (PRIVATE) / o ��,``��� `'°6 � , s�a: 20+00 � O � g� ' N: 1418525.72 �S�e � � c�05`' E: 3116704.71 � \ , , , � �' � �5�� � � � a // / / �/ / i / .� � � 0 10 20 50 SCALE: 1 "=50' . . . PROPOSED GRADE 36" ADS HP STORM (PRIVATE)-18.94 LF 0 0.25X � i . HYDRAULIC GRADE ii a;;owa 5265 Ronald Reagan Blvtl., Suite 210 Johnstown, CO 80534 970.800.3300 GallowayUS.com y P� �� � O`� �� �� �� �� � �G �� �� � �� O� � COPYRIGHT THESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. V Z � �..L _ � �..L L.L i z � Q � � Z ` � � O J O � � � �..�..� J V Q � z I..L �..L N � � 3 0 � Y Z C7 V r O U Y 3 °o x —� . � _.�.—._._.—._.—._. —._._. ._. .—.— � r i 36'� ADS HP STORM (PRIVATE)-189.50 LF � 0.25% 36" ADS HP STORM (PRIVATE)-129.01 LF � 0.25% ��� , �, �� _ _ _ _ � ---- — — � EXISIING � �' � GROUND u. i LLA � W 1 �O � 'B. O N � W � O F- � N w� � O N. ¢ t!� � a . N f� O � ^sFt�N ��a0�0�0�0. {O v M� �"_' M N CW.� M O� F! � j c� �i � II I U c�'n Z p I�I � <�>� �_¢�>>�y . � N�Z �. � S N�? Z o — � rn � N �p cV o � 0 �O O� �� � � 1 24+00 23+00 � � � � �' � � � cV o � 0 �� 1 22+00 � "9 _ � M Pr� W _ — 3� - � O � O � sf — � � � � ^ Q _ � �d _�.. � V p�t0 `p � — a � ei �o � I —�. W +cp� II � _i mi W `��nZ o �. - � �_��>>� �SN�??o J � � � ,� � cV �j cV � O — � � �� ll") �� l!') 21 +00 v'� ao � M � 'CV O � � � �� �� STA: 20+00.00 to 23+37.45 SCALE: H: 1"= 50' V: 1"= 5' e � 3 N Q � � — 7 �i �QO ^ y � � � N�Z � m II �s N�?o � n-�j N � � � � O � � � �, l!7 �, v � 20+00 19+50 � KEYMAP � � i LEGEND: PROPOSED 8" WATER MAIN III EXISTING WATER MAIN W PROPOSED SANITARY SEWER 8"SS EXISTING SANITARY SEWER — — SS EXISTING FIRE HYDRANT PROPOSED FIRE HYDRANT � PROPOSED STORM SEWER EXISTING STORM SEWER EXISTING IRRIGATION — — IRR — — EXISTING UNDERGROUND TELEPHONE UT EXISTING UNDERGROUND ELECTRIC UE EXISTING FIBER OPTIC FO— EXISTING GAS G PROPOSED CURB AND GUTTER — — PROPERTY BOUNDARY PROPOSED RIGHT-OF-WAY PROPOSED LOTLINE — — EASEMENT LINE — — PROPOSED STORM INLET � � EXISTING STORM INLET � PROPOSED MANHOLE OO 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 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 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. 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. 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. 7. CONFIRM EXISTING STORM SEWER INVERT IN THE FIELD. IF IT DOESN'T MATCH THE ASSUMED INVERT, CONTACT THE DESIGN ENGINEER. 8. CONFIRM HORIZONTAL LOCATION OF WATER TO EXISTING LOCATIONS PRIOR TO CONSTRUCTION. CONTACT DESIGN ENGINEER WITH ANY DISCREPANCIES. 9. MINIMUM SEWER SLOPE IS 1.04% (g' / 1') FOR 6" DIAMETER AND 2.08% (4' / 1') FOR 4" DIAMETER. 10. CONTRACTOR TO COORDINATE GAS, ELECTRIC AND TELEPHONE CABLE SERVICES. 11. THE PLUMBING CONTRACTOR SHALL TERMINATE UTILITY LATERALS 5' OUTSIDE OF BUILDWG UNLESS OTHERWISE NOTED. EXACT LOCATIONS (HORIZONTAL AND VERTICAL) OF ALL UTILITY CONNECTIONS INTO THE PROPOSED BUILDING SHALL BE COORDINATED WITH THE APPROVED ARCHITECTURAL DRAWINGS. 12. ROOF DRAIN CONNECTIONS TO BE COORDINATED WITH FINAL ARCHITECTURAL PLANS. �\ \\ >\\\ �\��\ \, � �� \ � \� � �\ ,\ �� �� \ � � � �� � �� � , � �� ` � � ��� , �� � � � �� � � .� � ` ���- �� � � �� � ` �, '` � w � \ k, \\� , �,. SS � �. � � ��. t � Z \\ \ # Date Issue I Description 0 U � z J 0 U � � Init. Project No: Drawn By: Checked By: Date: GNK000010 DBC JEP 08.16.2023 IRRIGATION DITCH B PLAN AND PROFILE N � � � 0 F Y � V r O U Y 3 °o x i � i / I i y .� � � . \ \ �' � i �' / ;; i � \ � � � \\ � , I I\ ,, N: 1419388.21 i E: 3116856.00 � IRR MH E2 (PRIVAlE) � NYOPLAST DRAIN BASIN � I w/ sou� uo � �i STA: 190+81.25, 0.00' f j i N: 1419349.21 E: 3116796.37 � � _--' / - � � � � 18" N12-HOPE-121.84 LF 0 2.56� _ _-- I � - \ - � HAND RNL SURROUNDING � \ \ � EXTENTS OF HEADWALL � a � IRR HEADWALL E2 (PRIVAiE) \ � CONCREiE HEADWALL \ � W/ WINGWALLS � � STA: 192+03.09, 0.00' � � N: 1419227.39 � � � � _� E: 3116798.36 V � �. � \ \ \ � � � \ � \ � \ \ � � \ �` �`�-� \\ �� � \\ \ \ � � \ \ � \ \ \ � \ � � \ \ y \ � \ � � � , � � 0 10 20 50 ��� SCALE: 1 "=50' � �i / / � _^: ��� • M N �� _ �Zv �.�, ^ > M��' � ! o � � n � +o���� ¢ i "�zo�� � ..'�'»>,� � �zzzp. 32+50 N � � � �� 1 32+00 � - --. - - - R08ERT BENSON IRRIGAiION _ _ _ - - - DITCH LATERAL)-10.49 IF @ 2.00% 5-26 (PRIVAIE) ^�Ok � � � � 24" FES ' � , > � � � STA: 30+00 � � � � � � N: 1420095.89 ' ` E: 3117196.66 � - STORM A _ - � - _ SEE SHEEf C5.1 <\ � - � � � - � - S� S ��`� ¢ ` � m m \ e s� � STA: 30+00.00 to 31+38.89 SCALE: H: 1"= 50' V: 1"= 5' �fl�� \ ` � �_. = GRIOUND � �`\ � � , � � �� �� � � * 21" HDPE (PRIVATELY OWNED 21" HDPE (PRIVATELY OWNED �` ROBERT BENSON IRRIGATION ROBERT BENSON IRRIGATION �` DITCH LATERAL)-90.60 LF � 6.81� DITCH LATERAL) �` ` 135.01 LF � 2.93% �� -� . � : M� � - \ - \ ` PROPOSED .\ \ � GRADE . � _ � - � �� � � -�I'� Z - � ' S � � . - � � - HYDRAULIC � �, GRADE ( � � - � 21' HDPE (PRIVATELY OWNED _ � ROBERT BENSON IRRIGATION � �- DITCH LATERAL)-10.49 LF @ 2.00% 5 : � � STA: 30+33.26 - NV.= 5034.28 - = 0 34" X 53" HERC PIPE.c = _ '� _ 5 _ q � . . � i . _. -� N i^_ � �j �I . _ N Z �j - a o 3`''_ 's' o. 3" N - , � O. t�D .. � �. N .. � CV . o .'"� ^ o 0 ���;,,M� ���o�o. _� �� 5 < �rno �',.,�'� > � d�o'� ,� � o 0 �o � Z ��� II � � Z +�� 11 �►' -� �� � - �� M� II ~ II O "� M`�z � I� � r,�j Z �r� z � r� �n � w �. . � N W ��> > �] , � �� �j 2 ��> > W. -N ■ � j - -N�N�??�. . oo tn�N�??�.�tl� tn?- M�U O o0 � N � �> O`� V � ���. � � .�>� � . � o�- o�- N Z� o � 5 0 0 � � �,� � �, � 31 +00 30+00 29+00 � � ..� KEYMAP � � � LEGEND: PROPOSED 8" WATER MAIN III EXISTING WATER MAIN W PROPOSED SANITARY SEWER 8"SS EXISTING SANITARY SEWER - - SS EXISTING FIRE HYDRANT PROPOSED FIRE HYDRANT � PROPOSED STORM SEWER EXISTING STORM SEWER EXISTING IRRIGATION - - IRR - - EXISTING UNDERGROUND TELEPHONE UT EXISTING UNDERGROUND ELECTRIC UE EXISTING FIBER OPTIC FO- EXISTING GAS G PROPOSED CURB AND GUTTER - - PROPERTY BOUNDARY PROPOSED RIGHT-OF-WAY PROPOSED LOTLINE - - EASEMENT LINE - - PROPOSED STORM INLET � � EXISTING STORM INLET � PROPOSED MANHOLE OO 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 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 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. 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. 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. 7. CONFIRM EXISTING STORM SEWER INVERT IN THE FIELD. IF IT DOESN'T MATCH THE ASSUMED INVERT, CONTACT THE DESIGN ENGINEER. 8. CONFIRM HORIZONTAL LOCATION OF WATER TO EXISTING LOCATIONS PRIOR TO CONSTRUCTION. CONTACT DESIGN ENGINEER WITH ANY DISCREPANCIES. 9. MINIMUM SEWER SLOPE IS 1.04% (g' / 1') FOR 6" DIAMETER AND 2.08% (4' / 1') FOR 4" DIAMETER. 10. CONTRACTOR TO COORDINATE GAS, ELECTRIC AND TELEPHONE CABLE SERVICES. 11. THE PLUMBING CONTRACTOR SHALL TERMINATE UTILITY LATERALS 5' OUTSIDE OF BUILDWG UNLESS OTHERWISE NOTED. EXACT LOCATIONS (HORIZONTAL AND VERTICAL) OF ALL UTILITY CONNECTIONS INTO THE PROPOSED BUILDING SHALL BE COORDINATED WITH THE APPROVED ARCHITECTURAL DRAWINGS. 12. ROOF DRAIN CONNECTIONS TO BE COORDINATED WITH FINAL ARCHITECTURAL PLANS. SUtiU 1_.� �c, � � ^ �. N � 00 5055 0 � o � � �' � o�= �� - - o � w _�NZ U � c�j . � .,. ... ��0 5050 Z ' .L 5045 � _ 5040 s.zs' - 5035 -30-20-100 10 2030 IG C(30+82.09) - SCALE: H: 1"=50' V: 1"_ . � .� ���� � � � ^� \ �� � � � � �� �� � \�� �''� �`, � � � I �� 1 , % �� ��� � - -- � �� ., . = �s� , �/// 5�60 M � - � = �� / -/ � � , - '� _ _ �� , - - = � i� - - --- M ; �, M ---- --- -- -- - ---- - --- - „ _ ____ --�- __` -_ �--- --- i . _- , _ __ , - �� �; �, � ; , ___ --a __ � _ ; = ,,, o � o � !_ � - -- � ,- , �� - -- __ _ . ,, , y ; --- , .� � o // � � \ � � � � � � � � . � �'� � i� I`` �� M ) / / �/ {/� I I ' � � � e ; ,'� � i � � � � "� i � Jr/ � i 0 \ 18" N12-HDPE-71.25 LF � 0.50% ,�0�0 � � l� - � � °' IRR FES E1 (PRIVATE) i _ ,� �{i� �a � ` ° � ` STA• 190+10 0 00' � '� �, I 9 ,_ - i �p B I �� � ������� ��� ' n �■i/ � �� �\II� � �u�, �L �o � n �r- -. u�IIII�IN� I� %p � ,��� � ' �_� 1�� ��� . � . aMs!�I u _ I�� �� 3 � � , \ �\ -- � �.� � !'�. � ��;�:' . �� S�� c�`�'°� ) �'` �� ; , , � � .:; ' � � � ,,�� � � - .. ' � � >; .s %P,�� "� � - � \ \ ` \ �' � \\ \�\ � ` 21' HDPE (PRIVATELY OWNED '�� ROBERT BENSON IRRIGAiION- �i DITCH LAiERAL)-135.01 LF 0 2.93% � i \ � i �� �� ii �� �O � �� ��:�ti \\ IRRIGATION STRUCTURE � PROTECTIVE FENCING PER DITCH � � \�,� COMPANY SPECIFlCATIONS �� '� � , ,�� `� ,�o�� `��� � � ��� ,��. �� � \ I \ ��X \ � � m � � I � �a I \ \ � � \ � � \ � � � � � �_i �_ � � 0 10 20 50 � � SCALE: 1 "=50' IRIG C , � \ /�; / � , �:i�/��� ii a;;owa 5265 Ronald Reagan Blvtl., Suite 210 Johnstown, CO 80534 970.800.3300 GallowayUS.com y P� �� � �� �� �� �� �� � �G Q� �� � �� O� G COPYRIGHT THESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. V Z � �..L _ � �..L �..L 1 Z � Q J � Z ` � � O J O � � � �..�..� J V Q � z I..L �..L � U � z J 0 U � � � # Date Issue I Description Init. Project No: Drawn By: Checked By: Date: GNK000010 DBC JEP 08.16.2023 IRRIGATION DITCH C AND E PLAN AND PROFILE IRR D-5 MH-ECCENTRIC (4' 0) �- STA: 15+47.29, 0.00' INV. IN= 5049.79 (W-10") INV. OUT= 5049.59 (E-10") � N: 1419567.59 E: 3116952.94 � ► ► 10 ADS HP STORM (PRIVAiE)-55.07 IF I „ � 8.92% 1 � IRR D-6 (PRIVAIE) CONCRETE HEADWALL WITH GAiE STA: 16+02.36, 0.00' INV. OUT= 5054.70 (E-10") N: 1419567.33 E: 3116897.88 / � _. --- � �" HEADGATE FOR 0.50% - - 1 � � 0 10 20 50 SCALE: 1 "=50' � I, �I i' � � f. �I � � IRR D-1 (PRIVAIE) MH-ECCENTRIC (6' 0) STA: 10+47.27, 0.00' INV. IN= 5037.53 (W-10") INV. OUT= 5029.89 (E-10') N: 1419510.95 E: 3117425.04 '� /I ��i II I I I. � � IRR D (PRIVATE) CONTRACTOR TO 11E INTO EXISIING (10') STORM PIPE STA: 10+00, 0.00' INV. IN= 5029.65 (W-10') INV. OUT= 5029.65 (E-12') N: 1419512.41 E: 3117472.29 � � � STA: 10+00.00 to 15+87.89 SCALE: H: 1"= 50' V: 1"= 5' KEYMAP � � i LEGEND: PROPOSED 8" WATER MAIN III EXISTING WATER MAIN W PROPOSED SANITARY SEWER 8"SS EXISTING SANITARY SEWER - - SS EXISTING FIRE HYDRANT PROPOSED FIRE HYDRANT � PROPOSED STORM SEWER EXISTING STORM SEWER EXISTING IRRIGATION - - IRR - - EXISTING UNDERGROUND TELEPHONE UT EXISTING UNDERGROUND ELECTRIC UE EXISTING FIBER OPTIC FO- EXISTING GAS G PROPOSED CURB AND GUTTER - - PROPERTY BOUNDARY PROPOSED RIGHT-OF-WAY 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 CONTR,4CTOR 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 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. 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. 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. 7. CONFIRM EXISTING STORM SEWER INVERT IN THE FIELD. IF IT DOESN'T MATCH THE ASSUMED INVERT, CONTACT THE DESIGN ENGINEER. 8. CONFIRM HORIZONTAL LOCATION OF WATER TO EXISTING LOCATIONS PRIOR TO CONSTRUCTION. CONTACT DESIGN ENGINEER WITH ANY DISCREPANCIES. 9. MINIMUM SEWER SLOPE IS 1.04% (q' / 1') FOR 6" DIAMETER AND 2.08% (4' / 1') FOR 4" DIAMETER. 10. CONTRACTOR TO COORDINATE GAS, ELECTRIC AND TELEPHONE CABLE SERVICES. 11. THE PLUMBING CONTRACTOR SHALL TERMINATE UTILITY LATERALS 5' OUTSIDE OF BUILDING UNLESS OTHERWISE NOTED. EXACT LOCATIONS (HORIZONTAL AND VERTICAL) OF ALL UTILITY CONNECTIONS INTO THE PROPOSED BUILDING SHALL BE COORDINATED WITH THE APPROVED ARCHITECTURAL DRAWINGS. 12. ROOF DRAIN CONNECTIONS TO BE COORDINATED WITH FINAL ARCHITECTURAL PLANS. ii a;;owa 5265 Ronald Reagan Blvtl., Suite 210 Johnstown, CO 80534 970.800.3300 GallowayUS.com y P� �� � �� �� �� �� �� � �� Q�' �o �' 5� O� G COPYRIGHT THESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. V z � �..L 2 � �..L �..L 1 Z J Q � Z � � � O J O � � � �..�..� J C� Q � z I..L �..L � U � z J 0 U � � � N � � � iiiyiPi� ur i'u' �ir�.L 5i€E'viF1� AT RIGHT-OF-WAY CROSSING. � � � `�'I� - � m� �lo + o -.[f) _ M � � - -hlp� � �� � _ � Ifl.. Q>°u I II > N Z � aj� (nl=� - 10" ADS HP STORM (PRIVATE) 73.18 lF @ 0. 0% I I 10" ADS HP STORM (PRIVATE) 236.94 LF 0 1.169' 10" ADS HP STORM (PRIVATE) 47.27 LF � 0.50% # Date Issue I Description Init. 0 � Y C7 V r O U Y 3 °o x : 0 � I � v '� 0 3 �o �v�i � 01 � rN�'�o'� � �f) W `��� II M .Gl+-� ��z � � �_ ��> > W �� N�Z Z 0 G"'` J � O o � a� 3v +�-� �� �I+�j � >U^Nt[jGd v� � o u' ,.,� Z ��� 11 � � �L`i v� � II ~ II � W ^ Z � � � _' � �» ,a. ��Nd'ZZ�O 0 +��-I �O ^N d- O� >UN^p�o vZ +�� � M � o W ��z�� � _ ,'a_' �» � ��N�ZZO 0 `o � w 9. Oo 3 � ,�^� '<c o ,,� co tn Oi �UN��"���� �� +�� �� � Q�o�Zo� i Qu- � � � (��Z Z Q � z N � ; N � � I Z � W w 3 Fo ,nc�c � � O � N j�o�o� � � ��� �� �¢ o�z � �p~�» �UNa'ZZ � -. Project No: Drawn By: Checked By: Date: GNK000010 DBC JEP 08.16.2023 IRRIGATION DITCH D PLAN AND PROFILE N d � z � s � Y Z C7 V 0 0 U Y 3 °o x I �Ililllill�,l I� �I ��►._ .�� • ,� _ • � . . � � I� I: � : � � � I� � � � � TRASH R,4CK (SEE NOTES) 3l8"x6" BOLTS 12" O.C. TO HOLD HINGE IN PLACE, 2 1/4" FROM EDGE OF GRATE (TYP. OPP. SIDE) INV OUT: SEE PLAN & PROFILE 1. CONCRETE SHALL BE CLASS B. MAY BE CAST-IN-PLACE OR PRECAST. 2. REINFORCING BARS SHALL BE EPDXY COATED AND DEFORMED, AND SHALL HAVE A MINIMUM 2" CLEARANCE. 3. STEPS SHALL BE PROVIDED WHEN VERTICAL DIMENSION EXCEEDS 3'-6" AND SHALL BE IN ACCORDANCE WITH AASHTO M 199. 4. ALL TRASH RACKS SHALL BE MOUNTED USING STAINLESS STEEL HARDWARE AND PROVIDED WITH HINGED AND LOCKABLE OR BOLTABLE ACCESS PANELS. 5. TRASH RACKS SHALL BE STAINLESS STEEL, ALUMINUM, OR STEEL. STEEL TRASH RACKS SHALL BE HOT DIP GALVANIZED AND MAY BE HOT POWDER PAINTED AFTER GALVANIZING. F -- I F I �S�E ����FE , ��� tiASN�o i �� PLAN E na 2oe �or ac1�_�a� s��zEs STRUCTURE TOB INV IRR A-1 5058.75 5055.04 (IN) IRR A-4 5058.46 5054J5 (OUT) IRR A-5 5058.37 5054.66 (IN) IRR A-6 5058.21 5054.50 (OUT) IRR A-7 5058.11 5054.40 (IN) n TRASH RACK 51 "x51" GRATING (3/8" ROUND OR TWISTED CROSS BARS AT 3" O.C., WELDED TO 1"x3/8" BEARING BARS AT 2112" O.C.) IRR STRUCTURE A-1, A-4, A-5, A-6 & A-7 DETAIL � CDOT CLOSE MESH GRATE BOL� n�y:����� SECTION A-A INSTALL 20" SLIDE GATE lCDCCAI/1 \/AI \/CC !�D SECTION B-B .47' 47.75 (NE-21 SECTION GC i.19 (NW-36" A-2000) INV OUT: 5055.06 (EX. CULVERT) IRR A-8 STRUCTURE DETAIL CDOT CLOSE MESH GRATE BOLTED TO BOX (or approved equal) -I I I IN 5'-8" SECTION A-A IRR A-10 STRUCTURE DETAIL T.0.8.=4858.47' I� INV IN: 5055.06 (SE-36" A-2000 SKEWED ANGLE) DETAIL D-15 24 IN. RING AND COVER - 400 LB. � 16 IN. MAX FINISHED GRADE � X Q � � � � 1 FT.—� � CONCRETE ADJUSTMENT SHIM GROUTED INSIDE AND OUT 28 IN. MAX - � _ �� FLAT SLAB TOP SECTION IN LIEU OF CONICAL TOP ASTM C-478 �� OLE RUNGS 12 IN. O.C. AS NEEDED 0 SEE NOTE 0 �_ � 2 IN. 18 IN. MAX SLOPE i 1 IN./FT 1 �. —.\ `�� . . + , �°�. _.. aQ _. ;i a , � _ 4 8 IN. MIN. 2 IN. MIN. ASTM C-478 MANHOLE SECTIONS GROUT BASE TO CONE %—INSIDE AND OUT POURED CONCRETE BASE ' lN. FT POURED INVERT NOTE: MINIMUM INSIDE DIAMETER OF 6 IN. /+\ MANHOLE SHALL BE AS FOLLOWS: � RECAST MANHOLE PIPE SIZE MIN. MANHOLE - � BASE DIAMETER n � 8 IN. MIN. 24 IN. OR LESS 48 IN. 27 IN. TO 42 IN. (INCL.) 60 IN. ALTERNATE BASE OVER 42 IN. 72 IN. SHALLOW MANHOLE WITH FLAT TOP �� CITY OF APPROVED: DETAIL �.} . FORT COLLINS STORMWATER /�1 `���ns UTILITIES DATE: 1 1/8/00 D_/� � FORT COLIdNS, co. CONSTRUCTION DETAILS �r (970) 221-8700 DRAWN BY: NBJ CLASS A BEDDING CLASS B BEDDING � TRENCH WIDTH AS SPECIFIED � � TRENCH WIDTH AS SPECIFIED � LOWER LIMIT OF �� / /////�j% �2 �N� M�N LOWER LIMIT OF j j/j/�' / 12 �N' MIN. TRENCH WALL TRENCH WALL / SLOPE � SLOPE �� � DENSELY ��� ��� � COMPACTED / f DENSELY / MATERIAL + PIPE O.D. COMPACTED PIPE O.D. MATERIAL 1/4 PIPE O.D. � � COMPACTED � PIPE O.D. + 8 IN:---I 3000 P.S.I. GRANULAR CONCRETE MATERIAL 1/8 PIPE O.D. 1/8 PIPE O.D. OR 4 IN. MIN. OR 6 IN. MIN. CLASS C BEDDING ROCK EXCAVATION � TRENCH WIDTH AS SPECIFIED � I TRENCH WIDTH AS SPECIFIED I�_ —�I LOWER LIMIT OF j/ j//j 12 �N� MIN. LOWER LIMIT OF 12 IN� MIN. TRENCH WALL / / TRENCH WALL SLOPE , / SLOPE DENSELY j COMPACTED I UNIFORMLY PIPE O.D. MATERIAL + t PIPE O.D. GRADED ROCK OR 1/4 PIPE O.D. COMPACTED SELECTED GRADED } GRANULAR MATERIAL COMPACTED } � GRANULAR 1/8 PIPE O.D.J 6 IN. MIN. � MATERIAL OR 4 IN. MIN. UNSTABLE SUBGRADE SUBDRAIN DETAIL TRENCH WIDTH AS SPECIFIED TRENCH WIDTH AS SPECIFIED � � LOWER LIMIT OF � I� � TRENCH WAL� LOWER LIMIT OF 12 IN. MIN. SLOPE TRENCH WALL � SLOPE DENSELY COMPACTED _ : COMPACTED - � �GJ� � BACKFILL U00000 o� GRANULAR OR � o �o�C �n_r,- � UNIFORM GRADED GRAVEL ` MATERIAL FILTER � �o 4 IN. MIN. °o o�. PERFORATED OR '' n ,v o"�°o�'o�"�%�00"0 "'" ,,.; s IN. MIN. SLOTTED PIPE 1 1/2 IN. �; ��� y(, � FILTER ROCK MATERIAL NOTES: LARGE STONES, BROKEN CONCRETE, ETC. 1. TRENCH WIDTHS SHALL BE AS SPECIFIED ON PLANS. (IF REQUIRED) 2. REFER TO THE STORM SRAINAGE CONSTRUCTION STANDARDS, SECTION 6, "BEDDING MATERIALS" FOR GRADATIONS. STORMWATER BEDDING REQUIREMENTS �� CITY OF APPROVED: DETAIL . FORT COLLINS STORMWATER �� C�,l�ns UTILITIES DATE: 1/12/00 D_� /�� FOKr co�.uvs, co. CONSTRUCTION DETAILS (970) 221-6700 DRAWN BY: SKC CONCRETE IRRIGATION "T""^T"ZE BY OLDCASTLE INC. (OR APPROVED EQUAL) SE-36" A-2000) PLAN — — — E � � � � ; FT. � ��,i.t —, 3j"h Ifd. "CANOPY" 7Yi��E RGD LUG, OR AFPROVED, EO'J�L 5 IN� -- 2 FT. 5!N. —�I � 1 —�i � �N. � F L � ini. � 1 3/? IN. GALVANIZE� ANCHOR BOLTS, NUTS AND WASHERS, MILD STEEL, ASTM A 307. ROD LUG SHALL BE COA7EC WITN COAL-TAR EPDXY PAINT OR APPROVED EOl1AL. I~ ��� B E 60'Max 30' Min. DIAMETER F � � 18 IN. —',C If�i. 5 ifV. D1A• i I � 3� iN — a? iN. t� ir�. � A T / 48 IPJ. — 60 1�I.7 IN. , �2 �N. — 84 �N. � �N. ��,�AT��N o� , �N. � �_•IT �iA. H���S I o �E �� CONCRETE JOINT SECTION X—X END VIEW FASTENER. END SECTION FOR REINFORCED CONCRETE CIRCULAR PIPE - � 1 PLAN E � � _-- � ` I � �'—B � RISE A � � 1 RIS� � I D I� �SPA A L SECTION F—F END VIEW D I� �SPAN-- SECTION F—F END VIEW EQUIVALENT NOMINAL QN.) DIMENSIONS �t.!CHES` CIRCULAR DIAM. QN.) SPAN RISE A 6 C D E . �� .�.J 8 1 Z 39 _- x. 3G 3g ;i4 9 I/2 54 18 �� iiii �6 45 29 17 1 8 60 7_4 8° 72 a2 53 34 15 ��4 60 36 9�' 79 a8 00 38 21 6D 36 9� 84� 54 68 43 25 1 2 60 36 y� 90 60 76 ¢� q6 END SECTION FOR REINFORCED CONCRETE ELLIPTICAL PIPE GENERAL NOTES: i. REViStD CDOH M-6G3—i0 2 CONCRETE END SECTIONS r;?== TC �t FURNISHED WITH TOUGE OR GROOVE A� REQUIRED. 3. INSIDE CONFIGURATION AND JOINT OF CONCREIE END SECTION AND PIPE SHALL MATCH. 4. CONCRETE PIPE JOINT FASTENERS, WHERE SHOWN ON PLANS, SHALL BE INSTALLED SO THAT A MINIf��U?vi OF 15 LINEAR FEET OF THE OUTLET END OF THE ARE MECHANICALLY LOCKED TOGETHER. END SECTION LENGHTS, WHEN USED, WILL BE INCLUDED IN ?HL i s � -r. F��o�.�i�Ec�. CONCRETE END SECTIONS � CITY OF APPROVED: �Y �+w' . FOftT COLLINS STORMWATER �,.r'�O'irt�.V��InS Fo� o�ssco. CONSTRUCTION DETAILS DATE: 01/31/01 (970) 221-8700 DRAWN BY: NBJ INSTALL 12" WATERMAN ani iun ucenr_erc BOTTOM OF WALL PROPOSED DITCH BANK WINGWALL — T.O.B.=4864.47' iv nr� PiPE DIMENSIONS io g C D E IN_ IN. IN. IN. llv. iN. :? 5 1/2 23 49 72 24 i5 7 26 47 73 ?_9 �a ii i/2 26 ae %a - 24 12 43 54 97 48 30 17 53 q3 96 60 3b 18 60 37 97 71 42 24 61 36 97 78 48 28 ?0 28 98 84 5�+ 27 6°� 35 10C 90 6f> 36 58 40 98 96 34 1 G �=' 21 g6 lU� �ALL AND WINGWALL PROPOSED DITCH BANK — WINGWALL IRR D-6 STRUCTURE DETAIL ii a;;owa 5265 Ronald Reagan Blvtl., Suite 210 Johnstown, CO 80534 970.800.3300 GallowayUS.com y P� `� � O� �� �� �� �� � �G Q� �O � �� �� G COPYRIGHT THESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. V z � �..L 2 H LL L.L 1 Z J Q � � Z ` � � O J O � � � �..�..� J V � � z I..L �..L � U � z J 0 I�I� � � # Date Issue I Description Init. Project No: Drawn By: Checked By: Date: GNK000010 ALS JEP 08.16.2023 IRRIGATION DETAILS END SECTION FOR REINFORCED CONCRETE ARCH PIPE N d � z � o` � Y Z V 0 d U Y 3 °o x Y f -X�1 f�Xl� 20�� c X2 �o 02 y_ Ba X2 Ba •. Bc X; Bo + 56" o . G ' � A � � � 36�� D D - . D ' . ' • D � 1.5 Bo + 24" �- Bo + � .�s ea + i2„ � ° T 24" NOTCH, p� - r 404 OPTIONAL FOR i. i. o y 8 WINGWALL 401 403 - -401 402 -►{ � 402 402 �� A 12" CTRS. A A1 12" CTRS. A1 TYPICAL BAR LAYOUT FOR CONCRETE HEADWALLS ' HEADWALL 20�� HEADWALL FOR RIGID ROUND PIPE D .' � D ' � D � MIN. � e �2 ��2'� (TWO EACH TIE) �qp TYPICAL � TOP VIEW i o 402 � � � VAR. Y-4" x-4" VAR. ��p�� � � o , � 402 � � � � X � � r- X . 8 8 1 � � .� 0 401 � 402 I 403 404 601 16" � o -�- -�- -�---�- ' \ '• p' 24„ RIGID PIPE = Bc + 6" 24" Ba 24" Y- Ba 24 a 1 Bc 24" WINGWALL . � � „p„ _ FLEXIBLE PIPE = Ba + 8�� ga+52" • . �� FLEXIBLE ARCH = SPAN + 8" o T�o OPTIONAL NOTCH ' STRUCTURAL PLATE ARCH = RISE + g" > ., , • D D 36�� 0. � 0. � o. � o. � o. BAR BENDING . . . . . . . . � ' ' 0 � ' � � � � � p � , p � p � , p � � FRONT �/IEW � Ba + 48" � � 2 Ba + � + 48'�� TYPICAL WALL 12�� OPTI�NAL FILLET � p 403 � 20 DIMENSIONS QUANTITIES 0 403 12" , 601 16 Ba X q X1 A1 y B CONCRETE STE 403 SGL DBL SGL 1�-p�� IN. FT.-IN. IN. FT.-IN. IN. FT.-IN.IN. # 5 x�� 1 2" i � „„ � � � � � � CU. YD. CU. YD. LBS. CENTERS, EACH 1 BEVEL � �� 404 � � 54 8-6 7 15-3 11�/2 8-10 15 2.19 3.81 211 FACE PROJECTED � i � � 402 � � 60 9-0 10 16-6 7 9-4 18 2.38 4.25 217 INTO WINGWALL � /� � � �� 404 Ba � � 66 9-6 7 17-9 8�/z 9-10 12 2.58 4.70 252 , i i � i 72 10-0 10 19-0 10 10-4 15 2.78 5.17 255 2'_0" MIN. /, i i� � i i �� 78 10-6 7 20-0 10 10-10 18 2.98 5.56 276 �� i i�. .� 404 � � 84 11-0 10 21-0 10 11-4 12 3.19 5.95 297 �� REINFORCING BARS TOP OF � � � � � 90 11-6 7 22-0 10 11-10 15 3.40 6.36 317 , FROM WINGWALL 601 96 12-0 10 23-0 10 12-4 18 3.62 6.79 321 WINGWALL � FOOTING INTO 102 12-6 7 24-0 10 12-10 12 3.84 7.21 364 ' THE HEADWALL o• 403 36" • ' 108 13-0 10 25-0 10 13-4 15 4.06 7.63 362 ' � 403 : ° HEADWALL FOR FLEXIBLE ROUND PIPE i i a i TYPICAL BAR #4 x 2'-0" i INSTALLATION _ FLOW � 1'-6" PROJECT I'-0" INTO TOP VIEW INLET OUTLET INLET OUTLET . > CENTER OF APRON p . (SEE NOTE 6) WINGWALL ENDS OF ENDS OF APRON '� HEADWALL CONNECTION FLEXIBLE PIPE RIGID PIPE GENERAL NOTES 1. CONCRETE SHALL BE CLASS B. 2. HEADWALL SHALL BE PERPENDICULAR TO THE PIPE f� UNLESS OTHERWISE f SHOWN ON THE PLANS.TABULATED DIMENSIONS AND QUANTITIES MUST BE ADJUSTED FOR SKEWED INSTALLATIONS. 3. FOR WINGWALL DETAILS,SEE STANDARD PLAN M-601-20. 4. VOLUME OCCUPIED BY PIPE HAS BEEN DEDUCTED FROM STEEL AND CONCRETE QUANTITIES. 5. EXPOSED CONCRETE CORNERS SHALL BE CHAMFERED %4 IN. 6. ALL REINFORCING BARS SHALL HAVE A 2 IN.MINIMUM CLEARANCE. ♦ WHEN TWO OR MORE PIPES ARE LAID SIDE BY SIDE,THEY SHALL BE PLACED SO THAT THE ADJACENT PIPES WILL BE �/Z INSIDE DIAMETER APART, OR �/Z INSIDE SPAN APART, OR 3 FT. APART (INCLUDING WALL THICKNESS), WHICHEVER IS LESS. ■ ADD 0.89 x(X OR X 1) (LB.) WHEN APRDN IS REQUIRED. �- X-.i I6" �.~ X �--•I . p . p . . � . e . � . e . y - �� RISE 24" SPAN 24„ RISE +52 24�� t SPAN 36" SPAN 24" n n n 36 ' ' SPAN + 48° �- . 2 SPAN + 84" � � � DIMENSIONS QUANTITIES 1UIV.SPAN RISE X A X1 A1 y B CONCRETE STEEL ■ BO IN. IN. FT.-IN. IN. FT.-IN. IN. FT.-IN. IN. SGL DBL SGL DBL IN. CU. YD. CU. YD. LBS. LBS. 72 81 59 10-9 8�/z 20-6 7 9-3 l���z 2.72 5.10 250 467 78 87 63 11-3 11�/Z 21-6 7 9-7 10�/Z 2.85 5.34 275 531 84 95 67 11-9 8�/z 22-10 9 9-11 12�/z 3.08 5.79 290 547 90 103 71 12-7 7�/Z 24-2 11 10-3 15 3.30 6.21 321 591 96 112 75 13-4 12 25-8 8 10-7 16�/p 3.52 6.65 314 606 102 117 79 13-9 8�/z 26-6 7 10-11 9�/2 3.63 6.86 356 672 108 128 83 14-8 8 28-4 12 11-3 11 2 3.96 7.51 376 699 HEADWALL FOR FLEXIBLE PIPE ARCH DIMENSIONS QUANTITIES EQUIV CONCRETE STEEL■ Ba SPAN RISE X A X1 A1 Y B SGL DBL SGL DBL IN. FT.-IN. FT.-IN. FT.-IN. IN. FT.-IN. IN. FT.-IN. IN. CU. YD. CU. YD. LBS. LBS. 66 6-1 4-7 10-1 10�/2 19-2 11 8-11 15�/2 2.52 4.70 232 424 75 7-0 5-1 11-0 10 21-0 10 9-5 g�/ p 2.80 5.25 282 509 84 7-11 5-7 11-11 9�/2 22-10 9 9-11 12�/Z 3.08 5.79 291 540 i 93 8-10 6-1 12-10 24-8 8 10-5 3.36 6.33 309 622 9 15 /Z i i 102 9-9 6-7 13-9 8/2 26-6 7 10-11 9/z 3.63 6.86 379 673 111 10-11 7-1 14-11 9�/2 28-10 9 11-5 12�/p 4.05 7.67 377 711 120 11-10 7-7 15-10 9 30-8 8 11-11 15�/Z 4.36 8.28 395 731 132 12-10 8-4 16-10 9 32-8 8 12-8 11 4.75 9.03 441 839 141 14-1 8-9 18-1 10�/Z 35-2 11 13-1 13�/2 5.17 9.86 448 931 150 15-4 9-3 19-4 12 37-8 8 13-7 16�/z 5.69 10.88 490 953 159 15-10 9-10 19-10 9 38-8 8 14-2 11 5.89 11.25 534 1019 HEADWALL FOR STRUCTURAL PLATE ARCH SKEW 90 85 80 75 70 65 60 55 50 45 40 35 30 ANGLE A° FACTOR 1.000 1.004 1.015 1.035 1.064 1.103 1.155 1.221 1.305 1.414 1.556 1.743 2.000 (cosecA°) WHEN APRON IS REQUIRED SKEW FACTOR TABLE Com uter File Information Sheet Revisions Colorado Department of Transportation HEADWALL STANDARD PLAN NO. Creation Date: 07/31/19 Date: Comments 282g West Howard Place Designer Initials: JBK R-X � CDOT HQ, 3rd Floor M-601-10 Last Modification Date: 07/31/19 R-X `. Denver, CO 80204 Phone: 303-757-9021 FAX: 303-757-9868 FOR PIPES Standard Sheet No. 1 of 1 Detailer Initials: LTA R-X CAD Ver.: MicroStation V8 Scale: Not to Scale Units: English R-X Project Development Branch JBK Issued by the Project Development Branch: July 31, 2019 Project Sheet Number: IRR A-1 & IRR D-6 STRUCTURE DETAIL 24 IN. RING AND COVER - 400 LB. DENVER HEAVY BY MACLEAR !1D ADDDl1\/C1� Clll IAI o irv. mnv. �6 I N TC r 2 IN. MIN. SIOPE I � lN. FT � POURED INVERT �� \ � � �i i-PRECAST MANHOLE 8 IN. MIN. J ALTERNATE BASE ADJUSTMENT SHIM �SIDE AND OUT C-478 JTRIC CONE T SHIPLAP JOINT = AND OUT 4 C-478 -IOLE SECTIONS 3ASE TO CONE ND OUT URED CONCRETE SE NOTE: MINIMUM INSIDE DIAMETER OF MANHOLE SHALL BE AS FOLLOWS: PIPE SIZE MIN. MANHOLE DIAMETER 24 IN. OR LESS 48 IN. 27 IN. TO 42 IN. (INCL.) 60 IN. OVER 42 IN. 72 IN. REV. DATE:12/11 /13 STANDARD MANHOLE CITY OF APPROVED: /,.��'tY°�f►w . FORT COLLINS STORMWATER � �.V��II1S Fox�Ur co,.�rssco. CONSTRUCTION DETAILS DATE: 11/7/00 (970) 221-8700 DRAWN BY: NBJ DETAIL D-3 HEADWALL AND WINGWALLS OF WALL El. STRUCTURE TOW INV IRR A-1 5058.75 5055.04 (IN) IRR A-1 STRUCTURE DETAIL FINISHED SLOPE- '" I'_ _':_ io�� oQE #5 PLACE ALONG STEM F��.�- S Nl'•� TOP OF WALL (TOT. 2)� ti �M ,� CONCRETE APRDN,IF SPECIFIED ON PLANS � APRON TOE WALL m #4 � 12" HORIZONTAL BARS �� �/� � NOT SHOWN FOR CLARITY j- I I \ i� h, Ba - �.•, OR R[SE - CONCRETE SEALER AT �� � � 6 C�NSTRUCTIDN #5 PLACE ALONG � I I I I I I FRONT,(SEE SHEET 2 2 CLR. JOINT TOP �F WALL (TOT.2) j- I I I I I I I I I I �F 2 FOR LIMITS) �� - k ._ �- I I I I I I - � - �I���I���I���I�� � #a��z�� , � , �• TOE WALL; .;� .'• CULVERT � i- L- 1 - CHANNEL ' ' INVERT I I I I I I I I I I I I I I I (HORIZ.& VERT.) __ I"vERT �� BOX. ELEVATION � I I I I I I I I I I I I I I I I I 2" CLR. SKEWED HEADWALL,IF � 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 UNLESS OTHERWISE SHOWN ON PLANS -- - 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 ,SKEW ANGLE __ _� I I i I I I i I I I i I I I I I I I I I I I c-BARS �(VERT.) � J � DRAINAGE BEHIND � 1'-9" I I I I I I I I I I EQUAL SIZE & SPA. WINGWALL,SEE NOTE 6 � OF ROADWAY� _ _ /_ _ _ #4 x,�'�12" CENTERS -- - 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 #�S XE2SHSEET�212 F 2) STATIONING / EACH FACE: BARS PROJECT 1'-9" h 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 I I I I I I I I I I I I I I I I I I PROJECT 1'-10" �� SEE TABLE �� STATION WITH HORIZONTAL #4 BARS.FOR INTO STEM PIPES SEE M-601-10 d-BARS I I I I I I I I I I I I 6#4 LONGITUDINAL CBC � . (TYP.) I I I I I I I I I I I I I I I I I I I I I I 3%2" X 1�/z" � TOP MAT (SEE HEADWALL � I I I I I I I I I I CDNSTR. KEY DETAIL "A") / �� �1.�1�J.� .l� JJ .-r � � e , i 1'-0" 2�� CLR. � � h= 2' 3' 4' S' 6' 7' 8' 9' 10' il' � 12' � 13' � 14' � 5�� R � �• • . ° 3" CLR. x� � '� a= 1'-0" 1'-2" 1'-4" 1'-6" 1'-8" 1'-10" 2'-0" 2'-2" 2'-4" 2'-6" 2'-8" 2'-10" 3'-0" 2#4 LONGITUDINAL •�' FLOW SEE DETAIL "A" �'. b= 1'_g" 2'_�" 2'_q" 2'_g" 3'_�" 3'_q" 3'_g" 4'_�" 4'_q" 4'_g" 5'_�" 5'_q" 5'_g" BOTTOM MAT o b � LOCATION �F CBC °. • • • ' w= 2'-8" 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 T�E WALL , . " d-BARS #4 � 9" #4 � 9" #4 � 9" #4 � 9" #4 � 9" #4 � 9" �5 � il" #5 � 10" #5 � 10" �5 � 8" #6 � 8" #7 � 9° #7 � 7° __ - -- - ,' .� • � � 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 TYPICAL SECTION SIX LONGITUDINAL #4 FOOTING � BARS (TOP MAT), PROJECT 1'-9" MIN. � DOES NOT INCLUDE TOE WALI QUANTITIES ■ REQUIRED DRAINAGE BEHIND WINGWALLS INLET APRON IS REQUIRED IF CBC INTO CULVERT FLOOR. FOR PIPES �r IS USED AS AN ANIMAL PASS SEE SHEET 2 OF 2 FOR REINFORCING STEEL QUANTITY SEE NOTE 6 i i (SEE M-601-10) DESIGN FOOTING LINE ,___ � � TYPICAL CULVERT LAYOUT DETAIL "A" --- - ° -' • � ' DESIGN DATA: ------- • -�---- �. -------------� 2,_4„ �� '-.' 10" CONSTRUCTION FOOTING LINE. , b- 4'-0" #4 BARS " ,„ , 3 CLR. AASHTO LRFD EIGHTH EDITION,2017 3�_8�� �3�-2�� �� . � . • . � . � . • . • . • . � � w = 6�_2�� 3 � - - #4 rAT 1'-0" DESIGN METHOD: LOAD AND RESISTANCE FACTOR DESIGN, YIELD LINE METHOD 1,_4„ 1�_2�� - - - - - - - _ _ _ :• a=2'-2" REINFORCED CONCRETE: P L A N g�� � C�NCRETE CLASS D(BOX CULVERT): f� = 4,500 PSI REINFORCING STEEL: fy = 60,000 PSI � WITH TOE WALL USE DESIGN FOR _ , , , , , LOADING: h-4 h=5 h=6 h=7 h=8�-►� h-9 AT-REST EARTH (FLUID) PRESSURE FOR CONCRETE STEM DESIGN = 55 PCF FOR 2(MIN.) : 1 SLOPED BACKFILL � I #4 � 1'-0" ACTIVE EARTH (FLUID) PRESSURE FOR CONCRETE FOOTING DESIGN = 40 PCf F�R 2(MINJ :1 SLOPED BACKFILL • � � 1�_��� • '� '• � MIN. �� - LIVE LOAD SURCHARGE = 2' . . 6„ i MINIMUM RESISTANCE FOR SOIL BEARING = 5.5 KSF • m= 9'-6" � SOIL BEARING RESISTANCE FACT�R = 0.45 • i , MAX. - - - J � � GENERAL NOTES• , . , . . . ° '° . 3"CLR �---------------� . . . . . �•' 4'-6" 5'-6" 6'-6" 7'_6" S'_6" , 3'-�" #4 � 1'_p�� #4 x 2'-0" � 1'-0" 1. ALL EXP�SED CONCRETE CORNERS SHALL BE CHAMFERED �/q IN. k=4'_0" . ' 3" CLR 2. WINGWALL FOOTING AND FLOOR OF B�X CULVERT SHALL 8E PLACED MONOLITHICALLY. � MAX. MAX. MAX. MAX. MAX. °: � #4 . . . 3.DIMENSIONS "h","k","L","m" AND ANGLE "9" FOR WINGWALL SHALL BE AS SHOWN ON THE PLANS. . . WITH CONCRETE APRON 4. MINIMUM CLASS B LAP SPLICE LENGTH FOR BLACK REINFORCING BARS: � • • • • � 8" �- B�S REINFORCEMENT 1.34 LB./SQ. FT. BAR SIZE: #4 #5 #6 #7 TOP OF FOOTING ELEVATION QUANTITIES FOR TDE WALL ONLY SPLICE LENGTH: 1'- 6" 1'-11" 2'-3" 2'_7" APRON CONCRETE 0.049 CU. YDJLIN. FT. ELEVATION REINFORCEMENT 5.1 L8./LIN. FT. 5. DESIGN D�ES NOT CONSIDER ANY SCOUR EFFECTS. DESIGN EXAMPLE TOE WALL 6. WINGWALL DRAIN SHALL BE REQUIRED IF "h" > 12.0 FT., SEE SHEET 2 OF 2 FOR DETAILS. Com uter File Information Sheet Revisions Colorado Department of Transportation WINGWALLS FOR PIPE STANDARD PLAN NO. Creation Date: 07/04/12 Initials: HHB Date: Comments 2g2g West Howard Place Last Modification Date: 09/04/18 Initials: R-X 09/04/18 LRFD Design CDOT HQ, 3rd Floor 1 FuIlPath: www.codot.gov/business/designsupport R-X � �� Denver, CO 80204 OR BOX CULVERTS M-6�1-2� Phone:303-757-9021 FAX:303-757-9868 Drawing File Name: 6010200102.dgn R-X '" CAD Ver.: MicroStation VS Scale: Not to Scole Units: English �-X �IVISIOn of Pro ject Support HHB Issued By: Project Development Branch July 4, 2012 Sheet No. 1 of 2 IRR A-1 & IRR D-6 STRUCTURE DETAIL c-BARS AND REINFORCING STEEL QUANTITY (EXCLUDE TOE WALL) � REINFORCING STEEL OUANTITY INCLUDES STEM AND FOOTING QUANTITIES,BUT DOES NOT INCLUDE TOE WALL QUANTITIES. L(MULTIPLE OF m) 5(1.0 x m) <_ (1.25 x m) <_ (1.5 x m) 5(1.75 x m) <_ (2.0 x m) <_ (2.25 x m) <_ (2.5 x m) <_ (2.75 x m) <_ (3.0 x m) 5(3.25 x m) <_ (3.5 x m) � REINF. � REINF. � REINF. � REINF. � REINF. � REINF. � REINF. � REINF. � REINF. � REINF. � REINF. m(FT) k(FT) c-BARS LB./LF. c-BARS LB./LF. c-BARS LB./L.F. c-BARS LB./LF. c-BARS LB./L.F. c-BARS LB./LF. c-BARS LB./LF. c-BARS LB./L.F. c-BARS LB./LF. c-BARS LB./LF. c-BARS LB./LF. 4 #4 � 10" 53.60 #5 � 10" 57.95 #5 � 10" 57.10 #5 � 8" 60.22 #5 � 7" 62.43 #5 � 7" 62.09 #5 � 6" 65.38 #5 � 6" 65.15 #6 � 8" 67.10 #6 � 8" 66.94 #6 � 7" 70.66 5 #4 � 10" 55.86 #5 � 10" 60.46 #5 � 10" 59.60 #5 � 8" 62.89 #5 � 7" 65.23 #5 � 7" 64.88 #5 � 6" 68.34 #5 � 6" 68.11 #6 � 8" 70.17 #6 � 8" 70.00 #6 � 7" 73.90 14 6 #5 � 10" 64.43 #6 � 10" 70.60 #6 � 10" 69.69 #6 � 8" 74.93 #6 � 8" 74.45 #6 � 7" 78.30 #6 � 6" 83.64 #6 � 6" 83.40 #6 � 6" 83.22 #6 � 6" 83.05 #7 � 7" 89.64 7 #5 � 10" 67.29 #6 � 10" 73.76 #6 � 10" 72.83 #6 � 8" 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 8 #5 � 8" 74.71 #6 � 8" 83.46 #6 � 7" 87.09 #6 � 6" 92.54 #7 � 7" 99.47 #7 � 7" 99.08 #7 � 6" 107.11 #7 � 6" 106.86 #7 � 6" 106.66 #7 � 6" 106.49 #7 � 6" 106.35 9 #5 � 8" 7g,10 #6 � g" 87 23 #6 � 7" g1.03 #6 � 6" 96.72 #7 � 7" 103.93 #7 � 7" 103.54 #7 � 6" 111.90 #7 � 6" 111.65 #7 � 6" 111.45 #7 � 6" 111.28 #7 � 6" 111.13 4 #4 � 10" 50.51 #4 � 10" 49.25 #5 � 10" 53.71 #5 � 10" 53.09 #5 � 10" 52.36 #5 � 9" 53.85 #5 � 8" 55.54 #5 � 7" 57.85 #5 � 7" 57.67 #5 � 7" 57.51 #6 @ 9" 59.93 5 #4 � 10" 52.66 #4 � 10" 51.37 #5 � 10" 56.09 #5 � 10" 55.46 #5 � 10" 54.99 #5 � 9" 56.29 #5 � 8" 58.08 #5 � 7" 60.51 #5 � 7" 60.33 #5 � 7" 60.17 #6 � 9" 62.72 6 #4 � 10" 54.92 #5 � 10" 59.48 #5 � 9" 60.31 #6 � 9" 67.56 #6 � 9" 67.08 #6 � 9" 66.70 #6 � 8" 69.53 #6 � 8" 69.28 #6 � 7" 73.12 #6 � 7" 72.95 #6 � 7" 72.81 13 7 #4 � 10" 57.36 #5 � 10" 62.16 #5 � 9" 63.05 #6 � 9" 70.66 #6 � 9" 70.16 #6 � 9" 69J8 #6 � 8" 72J5 #6 � 8" 72.50 #6 � 7" 76.52 #6 � 7" 76.35 #6 � 7" 76.20 8 #5 � 10" 66.39 #6 � 10" 72.82 #6 � 8" 77.97 #6 � 7" 81.68 #6 � 7" 81.19 #6 � 6" 86.67 #6 � 6" 86.37 #7 � 7" 93.18 #7 � 7" 92.97 #7 � 7" 92.80 #7 � 7" 92.64 9 #5 � 10" 69.37 #6 � 10" 76.10 #6 � 8" 81.49 #6 � 7" 85.37 #6 � 7" 84.87 #6 � 6" 90.59 #6 � 6" 90.29 #7 � 7" 97.39 #7 � 7" 97.18 #7 � 7" 97.00 #7 � 7" 96.85 2 #4 � 10" 43.91 #4 � 10" 42.65 #4 � 10" 41.82 #4 � 10" 41.22 #4 � 10" 40.78 #4 � 9" 41.29 #5 � 10" 44.61 #5 � 10" 44.37 #5 (� 10" 44.18 #5 � 10" 44.01 #5 � 10" 43.87 3 #4 � 10" 45.82 #4 � 10" 44.55 #4 � 10" 43.71 #4 (� 10" 43.11 #4 � 10" 42.66 #4 � 9" 43.22 #5 � 10" 46.75 #5 � 10" 46.51 #5 � 10" 46.32 #5 (� 10" 46.15 #5 � 10" 46.01 4 #4 � 10" 47.80 #4 � 10" 46.51 #4 � 10" 45.65 #5 � 10" 50.06 #5 � 10" 49.59 #5 � 10" 49.23 #5 � 10" 48.94 #5 � 10" 48.69 #5 � 9" 50.00 #5 � 8" 51.72 #5 � 8" 51.57 12 5 #4 � 10" 49.84 #4 � 10" 48.53 #4 � 10" 47.66 #5 � 10" 52.33 #5 � 10" 51.85 #5 � 10" 51.48 #5 � 10" 51.19 #5 � 10" 50.94 #5 � 9" 52.33 #5 � 8" 54.14 #5 � 8" 54.00 6 #4 � 10" 51.99 #4 � 10" 50.65 #5 � 10" 55.34 #5 � 8" 58.41 #5 � 8" 57.93 #6 � 10" 60.60 #6 � 10" 60.29 #6 � 9" 62.42 #6 � 9" 62.22 #6 (� 9" 62.04 #6 @ 8" 64.89 7 #4 � 10" 54.30 #5 � 10" 58.80 #5 � 10" 57.87 #5 � 8" 61.10 #5 � 8" 60.61 #6 � 10" 63.43 #6 � 10" 63.11 #6 � 9" 65.35 #6 � 9" 65.15 #6 � 9" 64.97 #6 � 8" 67.96 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 9 #5 � 10" 65.64 #5 � 10" 64.15 #5 � 7" 70.44 #5 � 6" 73.82 #5 � 6" 73.33 #6 � 7" 79.86 #6 � 7" 79.54 #6 (� 7" 79.28 #6 � 6" 84.95 #6 � 6" 84.77 #6 C� 6" 84.62 2 #4 � 10" 41J0 #4 � 10" 40.42 #4 � 10" 39.57 #4 � 10" 38.96 #4 � 10" 38.50 #4 � 10" 38.15 #4 � 10" 37.87 #4 � 10" 37.63 #4 � 9" 38.25 #5 � 10" 41.46 #5 � 10" 41.31 3 #4 � 10" 43.57 #4 � 10" 42.27 #4 � 10" 41.40 #4 � 10" 40.79 #4 c� 10" 40.33 #4 � 10" 39.97 #4 � 10" 39.69 #4 � 10" 39.45 #4 � g" 40.12 #5 � 10" 43.54 #5 c� 10" 43.39 4 #4 � 10" 45.48 #4 � 10" 44.16 #4 � 10" 43.28 #4 � 10" 42.66 #4 � 9" 43.09 #5 @ 10" 46.57 #5 � 10" 46.27 #5 � 10" 46.02 #5 � 10" 45.82 #5 � 10" 45.65 #5 � 10" 45.50 5 #4 � 10" 47.46 #4 � 10" 46.10 #4 � 10" 45.21 #4 � 10" 44.58 #4 � 9" 45.06 #5 � 10" 48.74 #5 � 10" 48.44 #5 � 10" 48.19 #5 � 10" 47.99 #5 � 10" 47.81 #5 � 10" 47.67 11 6 #4 � 10" 49.52 #4 � 10" 48.14 #4 � 9" 48.23 #5 � 10" 51.88 #5 � 10" 51.38 #5 � 9" 52.57 #5 � 9" 52.27 #5 � 8" 53.99 #5 � 8" 53.79 #5 � 7" 56.16 #5 � 7" 56.01 7 #4 � 10" 51.73 #4 � 10" 50.31 #4 � g" 50.43 #5 � 10" 54.29 #5 � 10" 53.78 #5 � 9" 55.04 #5 � 9" 54.73 #5 � 8" 56.55 #5 � 8" 56.35 #5 � 7" 58.84 #5 � 7" 58.70 8 #4 � 10" 54.00 #5 � 10" 58.44 #5 � 10" 57.45 #5 � 8" 60.64 #5 � 7" 62.92 #5 � 6" 66.25 #5 � 6" 65.94 #5 � 6" 65.69 #6 � 8" 67J6 #6 � 8" 67.57 #6 � 7" 71.45 9 #4 � 10" 56.20 #5 � 10" 60.87 #5 � 10" 59.85 #5 � 8" 63.21 #5 � 7" 65.60 #5 � 6" 69.09 #5 � 6" 68.78 #S � 6" 68.52 #6 � 8" 70.69 #6 � 8" 70.51 #6 � 7" 74.57 2 #4 � 10" 39.84 #4 � 10" 38.53 #4 0 10" 37.65 #4 @ 10" 37.03 #4 � 10" 36.57 #4 � 10" 36.20 #4 C� 10" 35.91 #4 � 10" 35.67 #4 � 10" 35.48 #4 � g" 36.07 #4 � 9" 35.93 3 #4 � 10" 41.68 #4 � 10" 40.35 #4 � 10" 39.47 #4 � 10" 38.84 #4 � 10" 38.36 #4 � 10" 38.00 #4 � 10" 37.71 #4 � 10" 37.46 #4 � 10" 37.27 #4 � 9" 37.91 #4 � 9" 37.76 4 #4 � 10" 43.58 #4 (� 10" 42.22 #4 � 10" 41.31 #4 � 10" 40.67 #4 � 10" 40.19 #4 � 10" 39.82 #4 � 10" 39.53 #4 � 10" 39.28 #4 � 10" 39.08 #4 � 9" 39.77 #4 � 9" 39.63 10 5 #4 � 10" 45.53 #4 � 10" 44.14 #4 � 10" 43.21 #4 � 10" 42.56 #4 � 10" 42.07 #5 � 10" 46.44 #5 � 10" 46.13 #5 � 10" 45.87 #5 � 10" 45.67 #5 � 10" 45.49 #5 � 10" 45.34 6 #4 � 10" 47.58 #4 � 10" 46.14 #4 � 10" 45.20 #4 � 10" 44.53 #4 � 10" 44.03 #5 � 10" 48.67 #5 � 10" 48.35 #5 � 10" 48.08 #5 � 10" 47.88 #5 � 10" 47.69 #5 � 10" 47.54 7 #4 � 10" 49.79 #4 � 10" 48.31 #4 � 10" 47.34 #5 � 10" 51.97 #5 � 10" 51.45 #5 � 10" 51.04 #5 � 9" 52.29 #5 � 9" 52.03 #5 � 8" 53.79 #5 � g" 53.61 #5 � 7" 56.00 g #4 � 10" 52.06 #4 � 10" 50.54 #4 � 10" 49.54 #5 (� 10" 54.43 #5 � 10" 53.89 #5 @ 10" 53.47 #5 � 9" 54.80 #5 � 9" 54.53 #5 � 8" 56.39 #5 � 8" 56.20 #5 � 7" 58.72 2 #4 � 10" 38.01 #4 � 10" 36.75 #4 � 10" 35.85 #4 � 10" 35.21 #4 (� 10" 34.73 #4 � 10" 34.36 #4 � 10" 34.06 #4 � 10" 33.81 #4 � 10" 33.61 #4 � 10" 33.44 #4 � 10" 33.30 3 #4 � 10" 39.93 #4 � 10" 38.56 #4 � 10" 37.64 #4 � 10" 36.99 #4 (� 10" 36.51 #4 � 10" 36.13 #4 � 10" 35.83 #4 � 10" 35.58 #4 � 10" 35.38 #4 � 10" 35.21 #4 � 10" 35.06 4 #4 � 10" 41.81 #4 � 10" 40.40 #4 � 10" 39.47 #4 � 10" 38.81 #4 � 10" 38.31 #4 � 10" 37.93 #4 � 10" 37.63 #4 � 10" 37.37 #4 � 10" 37.17 #4 � 10" 36.99 #4 � 10" 36.84 9 5 #4 � 10" 43.75 #4 � 10" 42.30 #4 � 10" 41.35 #4 � 10" 40.67 #4 � 10" 40.17 #4 � 10" 39.78 #4 � 10" 39.47 #4 � 10" 39.20 #4 � 9" 39.86 #5 � 10" 43.28 #5 � 10" 43.12 6 #4 � 10" 45.79 #4 � 10" 44.30 #4 � 10" 43.31 #4 � 10" 42.62 #4 � 10" 42.10 #4 � 10" 41.71 #4 � 10" 41.39 #4 � 10" 41.12 #4 � 9" 41.82 #5 � 10" 45.46 #5 � 10" 45.30 EXAMPLE: SELECT THE c-BARS SIZE,SPACING AND STEEL QUANTITY FOR A 25.0 FEET LONG WINGWALL WITH m= 11.8 FT. AND k= 6.3 FT. SOLUTION: I.DETERMINE WINGWALL LENGTH IN MULTIPLE OF m: L/m =25.0/11.8=2.12 L=(2.12 x m), USE L 5(2.25 x m) 2.ROUND TO REAREST WHOLE NUMBER FOR m AND k: m= 11.8 FT., USE m= 12.0 FT. k= 6.3 FT., USE k= 6.0 FT. 3.DETERMINE c-BARS BY USING THE TABLE: L <_ (2.25 x m) m = 12 k=6 c-BARS: #6 � 10" REINF.STEEL = 60.60 LB / Lf 4.DETERMINE REINFORCING STEEL QUANTITY OF WHOLE WINGWALL: REINFORCING STEEL QUANTITY = 25.0 x 60.60 = 1,515 LB. APPLY CONCRETE SEALER t'-0" � i 3�_��� MAX. �-PLASTIC DRAINAGE CORE GEOTEXTILE (DRAINAGE) (CLASS 2) SHALL BE ON EMBANKMENT SIDE OR ON B�TH SIDE OF CORE 7 #4 � 10" 48.04 #4 � 10" 46.50 #4 � 10" 45.49 #4 � 10" 44.77 #5 � 10" 49.29 #5 � 10" 48.86 #5 � 10" 48.53 #5 � 10" 48.24 #5 � 10" 48.03 #5 � 10" 47.84 #5 � 10" 47.67 ` � 3" e DRAIN HOLE,20'-0" MAX. CENTER g 4� 10" 50.43 4� 10" 4g,g4 4� 10" 47.80 4� 10" 47.06 #5 � 10" 51.83 #5 � 10" 51.40 #5 � 10" 51.05 #5 � 10" 50.77 #5 � 10" 50.54 #5 � 10" 50.35 #5 � 10" 50.18 TO CENTER,LOCATE 0'-6" ABOVE FINISHED GRADE OR APRON. 2 #4 � 10" 36.41 #4 � 10" 35.01 #4 � 10" 34.08 #4 � 10" 33.42 #4 � 10" 32.92 #4 � 10" 32.54 #4 � 10" 32.23 #4 � 10" 31.97 #4 � 10" 31.77 #4 � 10" 31.59 #4 � 10" 31.44 . > > 3 #4 � 10" 38.23 #4 � ]0" 36.80 #4 � 10" 35.85 #4 � 10" 35.18 #4 � 10" 34.67 #4 � 10" 34.28 #4 � 10" 33.97 #4 � 10" 33.70 #4 � 10" 33.50 #4 � 10" 33.32 #4 � 10" 33.I� . ' D , : D . � D , $ 4 #4 � 10" 40.09 #4 � 10" 38.61 #4 � 10" 37.64 #4 � 10" 36.95 #4 � 10" 36.44 #4 � 10" 36.04 #4 � 10" 35.72 #4 � 10" 33.45 #4 � 10" 35.25 #4 � 10" 35.07 #4 � 10" 34.91 5 #4 � 10" 41.99 #4 � 10" 40.47 #4 � 10" 39.47 #4 � 10" 38.76 #4 � 10" 38.24 #4 � 10" 37.83 #4 � 10" 37.50 #4 � 10" 37.23 #4 � 10" 37.02 #4 � 10" 36.84 #4 � 10" 36.68 LIMITS OF CONCRETE SEALER 6 #4 � 10" 43.97 #4 � 10" 42.40 #4 � 10" 41.36 #4 � 10" 40.64 #4 � 10" 40.10 #4 � 10" 39.68 #4 � 10" 39.35 #4 � 10" 39.07 #4 � 9" 43.33 #5 � 10" 43.13 #5 � 10" 42.96 7 #4 � 10" 46.19 #4 � 10" 44.56 #4 � 10" 43.49 #4 � 10" 42.74 #4 � 10" 42.18 #4 � 10" 41.75 #4 � 10" 41.41 #4 � 10" 41.13 #4 � 9" 45.65 #5 � 10" 45.45 #5 � 10" 45.28 �� WINGWALL DRAIN DETAILS 2 #4 � 10" 34.90 #4 � 10" 33.44 #4 � 10" 32.47 #4 � 10" 31.78 #4 � 10" 31.27 #4 � 10" 30.86 #4 � 10" 30.54 #4 � 10" 30.27 #4 � 10" 30.06 #4 � 10" 29.88 #4 � 10" 29.72 NOTES: 1. THE GEOCOMPDSITE SHALL BE SECURED TO THE WALL �� �� �� �� 3 #4 � 10 36.73 #4 � 10" 35.23 #4 � 10 34.23 #4 � 10 33.53 #4 � 10" 33.00 #4 � 10" 32.59 #4 � 10" 32.26 #4 � 10" 31.99 #4 � 10" 31.78 #4 � 10" 31.59 #4 � 10 31.43 TO PREVENT MOVEMENT DURING BACKFILLING. 7 4 #4 � 10" 38.59 #4 � 10" 37.04 #4 � 10" 36.01 #4 � 10" 35.29 #4 � 10" 34.75 #4 � 10" 34.33 #4 � 10" 33.99 #4 � 10" 33.71 #4 � 10" 33.50 #4 � 10" 33.31 #4 � 10" 33.14 5 #4 � 10" 40.48 #4 � 10" 38.86 #4 � 10" 37.80 #4 � 10" 37.06 #4 � 10" 36.50 #4 � 10" 36.07 #4 � 10" 35.73 #4 � 10" 35.44 #4 � 10" 35.22 #4 � 10" 35.03 #4 (� 10" 34.86 2. COST OF GEOCOMPOSITE DRAIN AND CONCRETE SEALER 6 #4 � 10" 42.39 #4 � 10" 40.71 #4 � 10" 39.61 #4 � 10" 38.84 #4 � 10" 38.26 #4 � 10" 37.82 #4 � 10" 37.47 #4 C� 10" 37.17 #4 � 10" 36.95 #4 C� 10" 36J5 #4 � 10" 36.58 SHALL BE INCLUDED IN THE WORK. Com uter File Information Sheet Revisions Creation Date: 07/04/12 Initials: HHB Date: Comments Last Modification Dote: 09/04/18 Initiols: R-X 09/04/18 LRFD Design Full Path: www.codot.gov/business/designsupport R-X Drawing File Name: 6010200202.dgn �-X CAD Ver.: MicroStation V8 Scale: Not to Scale Units: Enolish CR-X) Colorado Department of Transportation 2829 West Howard Place ,� CDOT HQ, 3rd Floor � 1 Denver, CO 80204 „ Phone:303-757-9021 FAX:303-757-9868 Division of Pro ject Support HHB IRR A-1 & IRR D-6 STRUCTURE DETAIL WINGWALLS FOR PIPE STANDARD PLAN NO. OR BOX CULVERTS M-601-20 Issued By: Project Development Branch July 4, 2012 Sheet No. G �f 2 ii a;;owa 5265 Ronald Reagan Blvtl., Suite 210 Johnstown, CO 80534 970.800.3300 GallowayUS.com y P� `� � O� �� �� �� �� � �G Q� �O � �� O� G COPYRIGHT THESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. C� Z � L.I_ 2 � �..L �..L 1 Z � �� 2 � � � O J O � � � W J V � � z I..L �..L # Date Issue I Description 0 U � z � 0 I�I� � � Init. Project No: Drawn By: Checked By: Date: GNK000010 ALS JEP 08.16.2023 IRRIGATION DETAILS HEADWALL FOR SINGLE PIPE HEADWALL FOR DOUBLE PIPE � . ... � . . �� .. ��Y'� �L '. �r�� ,,,.xr,Y __.• ' . . . . . why use the S C 0 U RSTO P SYSTE M? ScourStop transition mats protect against erosion and scour at culvert outlets with a vegetated solution in areas traditionally protected with rock or other hard armor. ScourStop is part of a system that includes semi-rigid transition mats installed over sod or turf reinforcement mats. Each 4' x 4' x 1/z" mat is made of high-density polyethylene and secured tightly to the ground with anchors. ..; q +r �Y J Y k1.� i"�' � t�� �� 6 �,�i q •. t aY '�i 4- � ' �� �' ys � , y � �e' � � - �,- � 5 �`_�" ; � x. �3-��. ` �. �� � ,� ���.� ��� ' �.' - �, ` '. � � � .�> ?-� ti //+ � ��, r::,�.-�y ! : ..K". -�y.. 3t �.�...��nr�,.c ;tS'� x � s. �� e � � .:. . " �.�. .fi(� . ' _ . -e �. � �c. _- � ._ .r �Y� _� ",v >. ,�w_ �_ _-.. � r �. • � �. -:..<. _� � * � � � � � _� ... ... ,� ,.. � s. ..� .�. r � -a � � � �► � � t� .1� au►-.... ^ s�► � ,�► � � . +� ..�.� � -� �s •i � S w� �t• ��,�► ��,��_�"�_""�.�� �\ � +� i +� �A. Circular Culvert Outlet Protection VELOCITY <_ 10 FT/SEC 10 < VELOCITY < 16 FT/SEC PIPE DIAMETER TRANSITION QUANTITY TRANSITION QUANTITY MATWxL OFMATS MATWxL OFMATS 12" 4' x 4' 1 4' x 8' 2 24" 8' x 8' 4 8' x 12' 6 36" 8' x 12' 6 12' x 20' 15 48" 12' x 16' 12 12' x 24' 18 60" 12' x 20' 15 16' x 32' 32 72" 16' x 24' 24 20' x 36' 45 These are minimum recommendations. More ScourStop protection may be needed depending upon site and soil conditions, per project engineer. - If velocity is greater than 16 fps, contact manufacturer for design assistance. - ScourStop mats have been shown to at least double the effectiveness of turf - ScourStop fully vegetated channel (2:1 slope): velocity = 31 fps, shear stress = 16 psf. yy,+ �.r��r ` , � . r rl�'��C?t lr����\��� ... . . ���'�� . � " .. � ' � . � -� � 1 � l �_ I � . i ' ' ;. i � � , �r �_ � a � , I ���--� 1 l. J f �'. ,1 a�:' w' �-.__ 'f ` .e/. - . r �. � k: _ - '� � � � ,� n '* � k I � �.,: +7 . - � ' .1r..4j ' .� �.. c _ � l � _ �i ' \ R� � . '. � : ... S. � t �.. / ' �� i�i«�e, . �,.. ,,a��wr ai: �' . . ,.k.,�� ""a� � 1. ScourStop mats must be installed over a soil cover: sod, seeded turf reinforcement mat (TRM), geotextile, or a coml�ination thereot. 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 ar culvert apron. (No waterfall impacts onto ScourStop mats.) 5. Perforinance of protected area assumes stable downstream conditions. � � LENGTH OF PROTECTION TRAAICITI(1N �A4T ADR("lAI I C�I(]TFJ WIDTH OF PROTECTION* MAX. 1 "-2" DROP FROM CULVERT FLOWLINE _ CULVERT FLOWLINE ONTO SCOURSTOP MATS PROFILE VIEW • • DIRECTION � OF FLOW • � • • • • • • • � �. • •. ANCHOR PATTERN Abut transition mats to end of culvert or culvert apron. Adjacent mats abut together laterally and longitudinally. Minimum 8 anchors per mat. Extra anchors as needed for loose or wet soils. Extra anchors as needed for uneven soil surface. �� � HANESW�EO COMPONENTS A .�P��f�^ ��: COMPANV Transition mat apron protects culvert outlet. *Width of protection: Bottom width of channel and up both side slopes to a depth at least half the culvert diameter. Protect bare/disturbed downstream soils from erosion with appropriate soil cover. Use normal-depth calculator to compute for downstream protection. OUTLET AND CHANNEL SCOUR PROTECTION � (TRANSITION MATS) � � a i �-- SOIL COVER SECTION VIEW AA RECESSED �� LOCK �o� WASHER ��/ `TRANSITION MAT 36" ANCHOR STRAP —BULLETANCHOR �� ANCHOR ILLUSTRATION Install anchors per ScourStop Installation Guidelines. Minimum depth 24" in compacted, cohesive soil. Minimum depth 30" in loose, sandy, or wet soil. Extra anchors as needed to secure mat tightly over soil cover. the green solution to riprap A LEADER in the GEOSYNTHETIC and EROSION CONTROL industries sco u rsto p� Learn more about our products at: HanesGeo.com I 888.239.4539 � � � � � � OO 2014 Leggett & Platt, Incorporated I 16959_1114 CULVERT OUTLET PROTECTION - PLAN VIEW ii Ga;;owa y 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 • Galla�yUS.com LID and EDB Sizing Calculations 1 UDSCM WQCV 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 WQ RATE/ VOLUME/ CHAMBER+ NUMBER RATE WQCV STORAGE NUMBER OF (CHAMBERS RELEASE RATE NUMBER OF FLOW CHAMBER CHAMBER CHAMBER AGGREGATE OF METHOD VOLUME CHAMBERS ONLY) FAA METHOD CHAMBERS (CFS) TYPE (CFS) (CF) (CF) CHAMBERS (CFS) (CF) (FAA) (CF) (CFS) REQUIRED QZ 13 93 Approximated 2-year flow w/T� 10 min. C=0.79 i=2.21 in/hr A=7.98ac QZ=13.93cfs 12-hr Drain Time Coeffcient Factor = 0.8 WQCV=0.8'0.19=0.152ac-ft MC-4500 CHAMBER SPECIFICATIONS CHAMBER LENGTH IN 48.3 CHAMBER WIDTH IN 100.0 CHAMBER FOOTPRINT SQ IN 4830 CHAMBER FOOTPRINT SF 33.54 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) UD-BMP (Version 3.07, Maroh 2018) Sheet 1 of 3 Designer: H. Feissner Company: Galloway & Company, Inc. Date: October 27, 2020 Project: Ridgewood Hills Fifth Filing � A-Basins Location: Fort Collins, CO 1. Basin Storage Volume A) Effeclive Imperviousness of Tri6ulary Area, la IT = 73.0 % B) TributaryArea's Imperviousness Ra[io (i = Ir/ 100 ) i= 0.73 C) Contributing Watershed Area Area = 7.98 ac D) For Watersheds Outside of the Denver Region, Depth of Average db =� in Runoff Producing Storm Choase One E) Oesign Concept (Selec� EURV when also designing for flood control) � Water Quality Capture Volume (WQCV) Q Ex<ess Urban Runoff Volume (EURV) F) Design Volume (WQCV) Based on 40-hour Drain Time �oesicry 0.19 ac-fl (�oescr� _ (1.0 " (0.91 ` i' - 1.19' i�+ 0J8' i) / 12 " Area ) G) For Watersheds Ou[side otthe Denver Region, Voesicrvomea=� ao-ft Water Quality CapNre Volume (WQCV) Design Volume i�waw o-rHea = (ds`(�oesioN�0.43)) H) User Inputof WaterQualityCapture Volume (WoCV) Design Volume Voesicnusea-� acft (Onty rfa different W�CV Design Volume is desired) �.::rcentage of vVatershed ensistiny ot ro, � �:s Urban Runoff Vn, �, �+SG A� EURV;, = i ��.�� 0 iSG B: EURV� = I �.� .� ; �'Cl� �iIAV 0 2. Basin Shape: Length to W idth Ratio L: W=0: 1 (A basin length to width ra[io of a� least 2:1 will improve TSS reduction.) 3. Basin Side Slopes A) Basin Maximum Side Slopes Z=0 ft / f[ (Horizontal distance per unit vertical, 4:1 or flatter preferred) 4. Inlet A) Describe means of providing energy dissipation at concentra[ed inflow locations: 5. Forebay A) MinimumForebayVolume �FMw- 0.006 acft (VFMirv= 3% oftheWQCV) B) AcNal Forebay Volume VF =0 acft C) Forebay Oepih (DF= 18 inchmaximum) DF=Din D) Forebay Discharge i) Undetained 100-year Peak Discharge Q�oo =� cfs ii) Forebay Discharge Design Flow QF-� cfs (QF = 0.02' Qioa) E) Forebay Dlscharge Design Choose One Q Berm WI[h Pipe Flow too small !or berm w/ pipe � Wall wiN Rect. Notch Q Wall with V-Notch Weir F) Discharge Pipe Size (minimum 8-inches) Calcula[ed Dp -0in G) Rectangular No[ch Width Calculated WN =0 in GNK1020 UD-BMP v3.07.xlsm, EDB 10/27/2020, 1138 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 In uts Tributar Area Out ut Detention Volume Return Period for Detention Control: WCQV Catchment'C': 0.76 Catchment Drainage Area, ac: 7.98 Release Rate, cfs: 1.2 0.2 Required Storage, cubic feet: 4882 Required Storage, ac-ft: 0.11 FC WQCV Average Storage Storage Storm Duration Time Rainfall Inflow Volume Outflow Volume Volume I ntensity minutes seconds in/hr cubic feet cubic feet cubic feet acre-feet 5 300 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.� �O 8952 4428 4524 0.10 65 3900 0.3f�� 9106 4797 4309 0.10 70 4200 0.�6� 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 7200 0.245 10698 8856 1842 0.04 PROJECT INFORMATION ENGINEERED EVAN FISCHGRUND PRODUCT 720-250-8047 MANAGER: EVAN.FISCHGRUND@ADS-PIPE.COM MARK KAELBERER ADS SALES REP: 720-256-8225 MARK.KAELBERER@ADS-PIPE.COM PROJECT NO: S219199 �������� ADVANCED DRAINAGE SYSTEMS, INC. CR� ���� � � FOR STORMTECH INSTRUCTIONS, � � ■ � DOWNLOAD THE INSTALLATION APP � ■ RIDGEWOOD HILLS - FIFTH FILING FORT COLLINS, CO MC-450O STORMTECH CHAMBER SPECIFICATIONS IMPORTARIT - NOTES FOR THE �IDDiNG AND INSTALLATIOf� OF MC-4500 CHAMBER SYSTEM 1. CHAMBERS SHALL BE STORMTECH MC-4500. 2. CHAMBERS SHALL BE ARCH-SHAPED AND SHALL BE MANUFACTURED FROM VIRGIN, IMPACT-MODIFIED POLYPROPYLENE COPOLYMERS. 3. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418-16a, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS" CHAMBER CLASSIFICATION 60x101. 4. CHAMBER ROWS SHALL PROVIDE CONTINUOUS, UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORTS THAT WOULD IMPEDE FLOW OR LIMIT ACCESS FOR INSPECTION. 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) 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. CHAMBERS SHALL BE DESIGNED, TESTED AND ALLOWABLE LOAD CONFIGURATIONS DETERMINED IN ACCORDANCE WITH ASTM F2787, "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". LOAD CONFIGURATIONS SHALL INCLUDE: 1) INSTANTANEOUS (<1 MIN) AASHTO DESIGN TRUCK LIVE LOAD ON MINIMUM COVER 2) MAXIMUM PERMANENT (75-YR) COVER LOAD AND 3) ALLOWABLE COVER WITH PARKED (1-WEEK) AASHTO DESIGN TRUCK. 7. REQUIREMENTS FOR HANDLING AND INSTALLATION: • TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. • TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 3". • 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. 8. ONLY CHAMBERS THAT ARE APPROVED BY THE SITE DESIGN ENGINEER WILL BE ALLOWED. UPON REQUEST BY THE SITE DESIGN ENGINEER OR OWNER, THE CHAMBER MANUFACTURER SHALL SUBMIT A STRUCTURAL EVALUATION FOR APPROVAL BEFORE DELIVERING CHAMBERS TO THE PROJECT SITE AS FOLLOWS: • 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 DEAD LOAD AND 1.75 FOR LIVE LOAD, THE MINIMUM REQUIRED BY ASTM F2787 AND BY SECTIONS 3 AND 12.12 OF THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS FOR THERMOPLASTIC PIPE. • THE TEST DERIVED CREEP MODULUS AS SPECIFIED IN ASTM F2418 SHALL BE USED FOR PERMANENT DEAD LOAD DESIGN EXCEPT THAT IT SHALL BE THE 75-YEAR MODULUS USED FOR DESIGN. 9. CHAMBERS AND END CAPS SHALL BE PRODUCED AT AN ISO 9001 CERTIFIED MANUFACTURING FACILITY. IMPORTANT - THIS PROJECT REQUIRES COMPACTION OF EMBEDMENT STONE AND REQUIREMENTS FOR STONE HARDNESS AND SHAPE WHICH ARE NOT SPECIFIED IN OTHER STORMTECH DOCUMENTS. CONTRACTORS MUST FOLLOW THE SPECIAL PROVISIONS IN THIS PLAN SET. 1. STORMTECH MC-4500 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETED A PRE-CONSTRUCTION MEETING WITH THE INSTALLERS. 2. STORMTECH MC-4500 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE". 3. CHAMBERS ARE NOT TO BE BACKFILLED WITH A DOZER OR EXCAVATOR SITUATED OVER THE CHAMBERS. STORMTECH RECOMMENDS 3 BACKFILL METHODS: • STONESHOOTER LOCATED OFF THE CHAMBER BED. • BACKFILL AS ROWS ARE BUILT USING AN EXCAVATOR ON THE FOUNDAT�ON STONE OR SUBGRADE. • BACKFILL FROM OUTSIDE THE EXCAVATION USING A LONG BOOM HOE OR EXCAVATOR. 4. THE FOUNDATION STONE SHALL BE LEVELED AND COMPACTED PRIOR TO PLACING CHAMBERS. 5. JOINTS BETWEEN CHAMBERS SHALL BE PROPERLY SEATED PRIOR TO PLACING STONE. 6. MAINTAIN MINIMUM - 9" (230 mm) SPACING BETWEEN THE CHAMBER ROWS. 7. INLET AND OUTLET MANIFOLDS MUST BE INSERTED A MINIMUM OF 12" (300 mm) INTO CHAMBER END CAPS. 8. EMBEDMENT STONE SURROUNDING CHAMBERS MUST BE A CLEAN, CRUSHED, ANGULAR STONE MEETING THE AASHTO M43 DESIGNATION OF #3 OR #4. 9. STONE SHALL BE BROUGHT UP EVENLY AROUND CHAMBERS SO AS NOT TO DISTORT THE CHAMBER SHAPE. STONE DEPTHS SHOULD NEVER DIFFER BY MORE THAN 12" (300 mm) BETWEEN ADJACENT CHAMBER ROWS. 10. STONE MUST BE PLACED ON THE TOP CENTER OF THE CHAMBER TO ANCHOR THE CHAMBERS IN PLACE AND PRESERVE ROW SPACING. 11. THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIAL BEARING CAPACITIES TO THE SITE DESIGN ENGINEER. 12. ADS RECOMMENDS THE USE OF "FLEXSTORM CATCH IT" INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECT THE SUBSURFACE STORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF. NOTE� F04� CON�TF2�JCTION E�YJI�OVIEiVT STORMTECH MC-4500 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE". THE USE OF EQUIPMENT OVER MC-4500 CHAMBERS IS LIMITED: • NO EQUIPMENT IS ALLOWED ON BARE CHAMBERS. • NO RUBBER TIRED LOADER, DUMP TRUCK, OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL DEPTHS ARE REACHED IN ACCORDANCE WITH THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE". • WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE". 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 BACKFILL METHOD. ANY CHAMBERS DAMAGED BY USING THE "DUMP AND PUSH" METHOD ARE NOT COVERED UNDER THE STORMTECH STANDARD WARRANTY. CONTACT STORMTECH AT 1-888-892-2694 WITH ANY QUESTIONS ON INSTALLATION REQUIREMENTS OR WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT. 02013 ADS, INC. PROPOSEDLAYOUT 47 STORMTECH MC-4500 CHAMBERS 8 STORMTECH MC-4500 END CAPS 12 STONE ABOVE (in) 36 STONE BELOW (in) 40 % STONE VOID 2411 SYSTEM AREA (ft�) 214 SYSTEM PERIMETER (ft) PROPOSED ELEVATIONS 5044.00± MAXIMUM GRADE PER ENGINEER'S PLAN 5036.36 MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC) 5035.86 MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC) 5035.86 MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT) 5035.86 MINIMUM ALLOWABLE GRADE (TOP OF RIGID PAVEMENT) 5034.86 TOP OF STONE 5033.86 TOP OF MC-4500 CHAMBER 5029.05 24" ISOLATOR ROW PLUS CONNECTION INVERT 5029.05 24" BOTTOM MANIFOLD / CONNECTION INVERT 5029.02 18" BOTTOM MANIFOLD INVERT 5028.86 BOTTOM OF MC-4500 CHAMBER 5028.11 UNDERDRAIN INVERT 5025.86 BOTTOM OF STONE NOTES • MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER. SEE TECHNICAL NOTE 6.32 FOR MANIFOLD SIZING GUIDANCE. • 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 MANIFOLD COMPONENTS IN THE FIELD. • THIS CHAMBER SYSTEM WAS DESIGNED WITHOUT SITE-SPECIFIC INFORMATION ON SOIL CONDITIONS OR BEARING CAPACITY. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR 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 THIS INFORMATION IS PROVIDED. • THE SITE DESIGN ENGINEER MUST REVIEW THE PROXIMITY OF THE CHAMBERS TO THE BUILDING/STRUCTURE. NO FOUNDATION LOADS SHALL BE TRANSMITTED TO THE CHAMBERS. THE SITE DESIGN ENGINEER MUST CONSIDER EFFECTS OF POSSIBLE SATURATED SOILS ON BEARING CAPACITY OF SOILS AND SEEPAGE INTO BASEMENTS. OUTLET STRUCTURE PER PLAN [RELOCATED] (DESIGN BY ENGINEER / PROVIDED BY OTHERS) 6" FLAP GATE ON UNDERDRAIN AT STRUCTURE (DESIGN BY ENGINEER / PROVIDED BY OTHERS) 6" ADS N-12 DUAL WALL PERFORATED HDPE UNDERDRAIN (SIZE TBD BY ENGINEER / SOLID OUTSIDE PERIMETER STONE) ISOLATOR ROW PLUS (SEE DETAIL / TYP 4 PLACES) STRUCTURE PER PLAN W/WEIR (DESIGN BY ENGINEER / PROVIDED BY OTHERS) 24" ADS N-12 BOTTOM CONNECTION INVERT 2.26" ABOVE CHAMBER BASE (SEE NOTES) PROPOSED STRUCTURE (DESIGN BY ENGINEER / PROVIDED BY OTHERS) 24" PREFABRICATED END CAP, PART# MC45001EPP24BW TYP OF ALL MC-4500 24" BOTTOM CONNECTIONS AND ISOLATOR PLUS ROWS INSTALL FLAMP ON 24" ACCESS PIPE PART# MC450024RAMP (TYP 5 PLACES) 24" X 24" ADS N-12 BOTTOM MANIFOLD INVERT 2.26" ABOVE CHAMBER BASE (SEE NOTES) STRUCTURE PER PLAN (DESIGN BY ENGINEER / PROVIDED BY OTHERS) TIER 1 DEEP COVER SPECIAL PROVISIONS 1. INSTALLATION REQUIREMENTS SHALL BE AS SPECIFIED IN THE STORMTECH DESIGN MANUALS AND CONSTRUCTION GUIDES EXCEPT AS MODIFIED IN THESE SPECIAL PROVIS�ONS. 2. ATTENTION IS CALLED TO "TABLE 1- ACCEPTABLE FILL MATERIALS" IN THE STORMTECH CONSTRUCTION GUIDE AND ALL OTHER APPEARANCES OF THE "ACCEPTABLE FILL MATERIALS TABLE. FOR AREAS OF THE SYSTEM WITH COVER ABOVE 7 FEET (2.1 m) FOR THE MC-4500 AND ABOVE 8 FEET (2.4 m) FOR THE MC-3500, EMBEDMENT STONE SHALL BE COMPACTED WITH 1-3 PASSES OF A WALK BEHIND VIBRATORY PLATE COMPACTOR OR JUMPING JACK IN 12-18" (300-450 mm) LIFTS. 3. STONE SHALL BE CLEAN, CRUSHED, AND ANGULAR AND SHALL CONFORM TO THE SPECIFICATIONS DESIGNATED IN THE ACCEPTABLE FILL MATERIALS TABLE. 4. STONE SHALL BE HARD AND DURABLE. IT IS THE ENGINEER'S OR CONTRACTOR'S RESPONSIBILITY TO SELECT HARD AND DURABLE STONE. STORMTECH CONSIDERS AN LA ABRASION VALUE OF LESS THAN OR EQUAL TO 30 TO BE HARD STONE. 5. FOUNDATION STONE SHALL BE MECHANICALLY COMPACTED WITH A VIBRATORY ROLLER OR VIBRATORY PLATE IN 6" (152 mm) LIFTS. 6. EMBEDMENT STONE MUST BE DUMPED IN PLACE BY A STONE SHOOTER OR CONVEYOR OR EXCAVATOR. 7. INSPECTION DURING THE INSTALLATION BY THE ENGINEER, OWNER OR OTHER REPRESENTATIVE IS RECOMMENDED. THE INSPECTION SHALL INCLUDE OBSERVATIONS OF THE CHAMBER SYMMETRY DURING BACKFILLING TO ENSURE THE CONTRACTOR'S METHODS ARE NOT CAUSING UNACCEPTABLE DISTORTION OF THE CHAMBERS. 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. � /�� � � �/ti STRUCTURE PER PLAN [RELOCATED] (DESIGN BY ENGINEER / PROV�DED BY OTHERS) 18" X 18" ADS N-12 BOTTOM MANIFOLD INVERT 1.97" ABOVE CHAMBER BASE (SEE NOTES) 18" PREFABRICATED CAP, PART# MC45001EPP18BW TYP OF ALL MC-4500 18" BOTTOM CONNECTIONS 24" ADS N-12 BOTTOM CONNECTION INVERT 2.26" ABOVE CHAMBER BASE (SEE NOTES) INSPECTION PORT (TYP 4 PLACES) � C� z J L.L 2 � L.L � � � J J _ � � �> > W � � � O U � Z J J � U H � � LL 0 C7 r � 0 z '-u � U � _ ❑ U rn N � N Q� N O (n � F U W H O o a z 0 U 3 Z � w � a x V w 0 w � d � Y � � w a m w � x U W H 0 �o 3 0 � o� J N m� M Z � Q= �O w �� Q O J V 2 � �¢ �� �a � 0 � _ o U — w U � — � O _ � Y � � � � — _� W � N Z N > � a � w � � � � ° U O � in 0 SHEET 2 oF 6 ��-- — — — � ACCEPTABLE FILL MATERIALS: STORMTECH MC-4500 CHAMBER SYSTEMS MATERIAL LOCATION DESCRIPTION FINAL FILL: FILL MATERIAL FOR LAYER 'D' STARTS FROM THE p TOP OF THE 'C' LAYER TO THE BOTTOM OF FLEXIBLE ANY SOIL/ROCK MATERIALS, NATIVE SOILS, OR PER ENGINEER'S PLANS. PAVEMENT OR UNPAVED FINISHED GRADE ABOVE. NOTE THAT CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS. PAVEMENT SUBBASE MAY BE PART OF THE'D' LAYER INITIAL FILL: FILL MATERIAL FOR LAYER'C' STARTS FROM THE GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES, <35% FINES OR TOP OF THE EMBEDMENT STONE ('B' LAYER) TO 24" (600 mm) PROCESSED AGGREGATE. C ABOVE THE TOP OF THE CHAMBER. NOTE THAT PAVEMENT SUBBASE MAY BE A PART OF THE'C' LAYER. MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF THIS LAYER. B A iEMBEDMENT STONE: FILL SURROUNDING THE CHAMBERS FROM THE FOUNDATION STONE ('A' LAYER) TO THE 'C' LAYER ABOVE. FOUNDATION STONE: FILL BELOW CHAMBERS FROM THE SUBGRADE UP TO THE FOOT (BOTTOM) OF THE CHAMBER. CLEAN,CRUSHED,ANGULAR STONE CLEAN,CRUSHED,ANGULAR STONE AASHTO MATERIAL CLASSIFICATIONS N/A AASHTO M145' A-1, A-2-4, A-3 OR AASHTO M43' 3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9, 10 AASHTO M43' 3, 4 AASHTO M43' 3, 4 � COMPACTION / DENSITY REQUIREMENT PREPARE PER SITE DESIGN ENGINEER'S PLANS. PAVED i INSTALLATIONS MAY HAVE STRINGENT MATERIAL AND PREPARATION REQUIREMENTS. BEGIN COMPACTIONS AFTER 24" (600 mm) OF MATERIAL OVER THE CHAMBERS IS REACHED. COMPACT ADDITIONAL LAYERS IN 12" (300 mm) MAX LIFTS TO A MIN. 95% PROCTOR DENSITY FOR WELL GRADED MATERIAL AND 95% RELATIVE DENSITY FOR PROCESSED AGGREGATE MATERIALS. COMPACTION REQUIRED. SEE SPECIAL REQUIREMENTS ON LAYOUT PAGE. PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE.Z,3 PLEASE NOTE: 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". 2. STORMTECH COMPACTION REQUIREMENTS ARE MET FOR'A' LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 9" (230 mm) (MAX) LIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR. 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 COMPACTION REQUIREMENTS. 4. ONCE LAYER'C' �S 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. ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL AROUND CLEAN, CRUSHED, ANGULAR STONE IN A& B LAYERS PERIMETER STONE (SEE NOTE 4) EXCAVATION WALL (CAN BE SLOPED OR VERTICAL) �1i� ���I � I II �// s I I I ��� / / N III IIII I III %' � /� �� ii n �� � ���� ���� ��i�� �� Ir �, ��� � — U - � - - - -- I � T +I..�l 12° (300 mm) MIN — I�i I MC-4500 — END CAP SUBGRADE SOILS (SEE NOTE 3) PAVEMENT LAYER (DESIGNED BY SITE DESIGN ENGINEER) `TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED INSTALLATIONS WHERE RUTTING FROM VEHICLES MAV OCCUR, ��� INCREASE COVER TO 30" (750 mm). 9�� (230 mm) MIN — RIDGEWOOD HILLS SPECIFIC CROSS SECTION NOTES: � ' � 5044.00± 24 MAX ELEV (600 mm) MIN* THIS PROJECT � �— `*THIS CROSS SECTION DETAIL REPRESENTS MINIMUM REQUIREMENTS FOR INSTALLATION PLEASE SEE THE LAYOUT SHEET(S) FOR PROJECT SPECIFIC REQUIREMENTS. � DEPTH OF STONE TO BE DETERMINED BY SITE DESIGN ENGINEER 9" (230 mm) MIN -- 12" (300 mm) MIN 1. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418-16a, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS" CHAMBER CLASSIFICATION 60x101 2. MC-4500 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 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 FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS. 4. PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS. 5. REQUIREMENTS FOR HANDLING AND INSTALLATION: • TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. • TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 3". • 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. z J � � _ � � o � U u' � � ' Z � J J � J � 2 � N Q � N O o N O � o W � F � Q N � � ow �� �N � o z W � Y � U � w � x ~ � U n � rn � N � � F U W O � d � W z Z � o 0 � � a ZY K � N w � W � o m w � a a N x � V W � m o = � U W � � � Y Y Y 2 U W H 0 � � � o � � o U m = � � U — w 3 U � � � O c � F- `c = � p Y � � 0 0 3 , � — v — a � � N z N > m � 3 � � ° U � o� J N m M z� Q= �o W �� O J � J V 2 � �¢ �� �a SHEET 4 oF 6 COVER PIPE CONNECTION TO END CAP WITH ADS - GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE � , =� ,M . ,'I' � / \; STORMTECH HIGHLY RECOMMENDS — ` FLEXSTORM INSERTS IN ANY UPSTREAM STRUCTURES WITH OPEN GRATES �'�'� �If` ELEVATED BYPASS MANIFOLD 1,-� � i SUMP DEPTH TBD BY SITE DESIGN ENGINEER (24" [600 mm] MIN RECOMMENDED) 1 -� , O } i'^'� � ��L �- CATCH BASIN OR MANHOLE INSTALL FLAMP ON 24" (600 mm) ACCESS PIPE PART #: MC450024RAMP MC-4500 CHAMBER � � ' - - �,1 u��i�� �O� � � � �/ � �� ; s r�z � 24" (600 mm) HDPE ACCESS PIPE REQUIRED USE FACTORY PARTIAL CUT END CAP PART #: — MC45001EPP246C OR MC4500RIEPP24BW — - - 12" (300 mm) MIN WIDTH MC-4500 ISOLATOR ROW PLUS DETAIL NTS OPTIONAL INSPECTION PORT ""^ 4500 END CAP ONE LAYER OF ADSPLUS175 WOVEN GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS 10.3' (3.1 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS z J L.L 2 1-- L.L LL. i � J J 2 � �> > W � � c7 � r O U � � Z � J p O � N � N O N � o W a 0 � o w � � � N � � o w Y � U � W � x ~ � U n rn rn � N � � F U W � � � � W Z Z � o 0 � � a ZY K � N w � W � o m w � a a N x � �w m o = W U � � � Y Y Y 2 U W H O INSPECTION & MAINTENANCE STEP 1) INSPECT ISOLATOR ROW PLUS FOR SEDIMENT A. INSPECTION PORTS (IF PRESENT) A.1. REMOVE/OPEN LID ON NYLOPLAST INLINE DRAIN A.2. REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLED A.3. USING A FLASHLIGHT AND STADIA ROD, MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOG A.4. LOWER A CAMERA INTO ISOLATOR ROW PLUS FOR VISUAL INSPECTION OF SEDIMENT LEVELS (OPTIONAL) A.5. IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. 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 i) MIRRORS ON POLES OR CAMERAS MAY BE USED TO AVOID A CONFINED SPACE ENTRY ii) FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLE 8.3. IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. STEP 2) CLEAN OUT ISOLATOR ROW PLUS USING THE JETVAC PROCESS A. A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45" (1.1 m) OR MORE IS PREFERRED B. APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS CLEAN C. VACUUM STRUCTURE SUMP AS REQUIRED STEP 3) REPLACE ALL COVERS, GRATES, FILTERS, AND LIDS; RECORD OBSERVATIONS AND ACTIONS. STEP 4) INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM. NOTES 1. INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION. ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUS OBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS. 2. CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECT�ON SHOWS THAT MAINTENANCE IS NECESSARY. NOTE: INSPECTION PORTS MAY BE CONNECTED THROUGH ANY CHAMBER CORRUGATION VALLEY. 4" PVC INSPECTION PORT DETAIL (MC SERIES CHAMBER) NTS CONCRETE COLLAR NOT REQUIRED FOR UNPAVED APPLICATIONS CONCRETE COLLAR PAVEMENT — � ♦ � � �� CONCRETE SLAB � I 1 6" (150 mm) MIN THICKNESS I � i.= �_ STORMTECH CHAMBER — / — 8" NYLOPLAST INSPECTION PORT BODY (PART# 2708AG41PKIT) OR � � � � TRAFFIC RATED BOX W/SOLID � � , l�kn�,, ,�,,I LOCK�NG COVER � — 4" (100 mm) SDR 35 PIPE - — 4" (100 mm) INSERTA TEE < � � TO BE CENTERED ON �',1>.��� I CORRUGATION VALLEY I � w I I � ��� � I� �� j � �� �I � � �I �� `r i�I III I I I III II I li I II ill. �';�,�, �� � ���i �� � ���� �',�, � �I� ��I II� ��� II� � ilI I �i,I� � I 'I'! � � ��'p, � �� � � � �'',� P� � � 4'-,' � � �o � � o U m = � � U —w 3 U � - o _ � p Y � � � 0 3 � � — v —a � � N Z� > � � � 3 � � � ° U �� J N m� z� Q= �O w �� O J V 2 w �¢ �o �? SHEET 5 oF 6 UNDERDRAIN DETAIL NTS STORMTECH CHAMBERS STORMTECH END CAP MC-SERIES END CAP INSERTION DETAIL NTS - STORMTECH END CAP STORMTECH - CHAMBER 1 I � �� - �UTLET MANIFOLD �- �����; �� y - -jL7�,�J � � �7 ����G� I_ i "', ,fi L�` 1 ` i J ,i FOUNDATION STONE - � �'�, Y BENEATH CHAMBERS ���� ' �� _ � � _ ADS GEOSYNTHETICS 601T - NON-WOVEN GEOTEXTILE SECTION A-A DUAL WALL PERFORATED HDPE STORMTECH - + � � UNDERDRAIN % �' �,O��i. END CAP - �,�c-� 1� ;_ � i � � , ��; � ��-� "� �� FOUNDATION STONE ' /'� BENEATH CHAMBERS ` � ► �H ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE - '- NUMBER AND SIZE OF UNDERDRAINS PER SITE DESIGN ENGINEER 4" (100 mm) TYP FOR SC-310 & SC-160LP SYSTEMS SECTION B-B 6" (150 mm) TYP FOR SC-740, DC-780, MC-3500 & MC-4500 SYSTEMS 12" (300 mm) MIN INSERTION 0 MANIFOLD STUB MANIFOLD HEADER � � � � 12"(300 mm) MIN SEPARATION i' _J� i �I i g� !; % �+� I! � i � �, i ; �'� ,I �i� '' I� I 12" (300 mm) MIN INSERTION NOTE: MANIFOLD STUB MUST BE LAID HORIZONTAL FOR A PROPER FIT IN END CAP OPENING. ON )HEADER � ST�B MC-4500 TECHNICAL SPECIFICATION NTS VALLEY - STIFFENING RIB CREST - LOWER JOINT - WEB CORRUGATION _ UPPER JOINT � CORRUrAT10N CREST � � � R BIFFEI - FOOT CJ BUILD ROW IN THIS DIRECTION � 48.3" (1227 mm) INSTALLED ' mrr 90.0" (2286 mm) 1 52.0" (1321 mm) 0 NOMINAL CHAMBER SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH) 100.0" X 60.0" X 48.3" (2540 mm X 1524 mm X 1227 mm) CHAMBER STORAGE 106.5 CUBIC FEET (3.01 m') MINIMUM INSTALLED STORAGE` 162.6 CUBIC FEET (4.60 m') WEIGHT (NOMINAL) 125.0 Ibs. (56.7 kg) NOMINAL END CAP SPECIFICATIONS - - SIZE (W X H X INSTALLED LENGTH) 90.0" X 61.0" X 32.8" (2286 mm X 1549 mm X 833 mm) END CAP STORAGE 39.5 CUBIC FEET (1.12 m') MINIMUM INSTALLED STORAGE* 115.3 CUBIC FEET (3.26 m') WEIGHT (NOMINAL) 90 Ibs. (40.8 kg) �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. PARTIAL CUT HOLES AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B" PARTIAL CUT HOLES AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T" END CAPS WITH A PREFABRICATED WELDED STUB END WITH "W" PART # I STUB � B C MC45001EPP06T I 42.54" (1081 mm) --- — 6" (150 mm) MC45001EPP06B --- 0.86" (22 mm) MC45001EPP08T g^ �200 mm) � 40.50" (1029 mm) --- MC45001EPP08B --- 1.01" (26 mm) MC45001EPP10T I 10" (250 mm) I 38.37" (975 mm) --- MC45001EPP10B --- 1.33" 34 mm � � MC45001EPP12T 35.69" (907 mm) --- 12"(300 mm) MC45001EPP12B --- 1.55" (39 mm) MC45001EPP15T I 15" (375 mm) 3272" (831 mm) --- MC45001EPP15B --- 1.70" (43 mm) I MC45001EPP18T II MC45001EPP18TW �g�� �450 mm) MC45001EPP18B I MC45001EPP18BW I MC45001 EPP24T MC45001EPP24TW 24" (600 mm) MC45001EPP24B I I MC45001EPP24BW � MC45001EPP30BW I 30" (750 mm) MC45001EPP36BW 36" (900 mm) MC45001EPP42BW 42" (1050 mm) NOTE: ALL DIMENSIONS ARE NOMINAL 29.36" (746 mm) I --- 23.05" (585 mm) 1.97" (50 mm) 2.26" (57 mm) 2.95" (75 mm) 3.25" (83 mm) 3.55" (90 mm) � ��\ '���.< � `�\ \\\\ �\ �1� II,, ,�'I � i1 111„� :1 .� _f a 1 � 61I.0„ (1549 mm) I_ _j C I i I CUSTOM PREFABRICATED INVERTS ARE AVAILABLE UPON REQUEST. INVENTORIED MANIFOLDS INCLUDE 12-24" (300-600 mm) SIZE ON SIZE AND 15-48" (375-1200 mm) ECCENTRIC MANIFOLDS. CUSTOM INVERT LOCATIONS ON THE MC-4500 END CAP CUT IN THE FIELD ARE NOT RECOMMENDED FOR PIPE SIZES GREATER THAN 10" (250 mm). THE INVERT LOCATION IN COLUMN'B' ARE THE HIGHEST POSSIBLE FOR THE PIPE SIZE. z � J � � � � � F 2 � � �' O ~ � U � o LJ.. z Y � c� � c> > � z � _ � J J � U ° J Q o U � � � = c\ � o � ~ `� °, a � a N � O � o cn � � � � o F N W W � � � o � w � ¢ � W N � d � � W Z Z � o 0 � � a ZY K � N w � W � o m w � a a N x � �W m o= W U � -�o Y Y Y _ U � oo� � � � o � � o U � _ � � U -w 3 U � - � o � � _ � p Y � � � 0 3 � � - v - a o w � � N Z N > � w � � �� ° U � �� J N m � Z � Q= �O w �� O J v= � �¢ �� �a SHEET 6 oF 6 100.0" (2540 mm) - Design Procedure Form: Extended Detention Basin (EDB) UD-BMP (Version 3.07, March 2018) Sheet 1 of 3 Designer: H. Feissner Company: Galloway 8 Company, Inc. Date: October 23, 2020 Project: Ridgewood Hills Fifth Filing � B-Basins Location: Fort Collins, CO 1. 8asin Storage Volume A) Effective Imperviousness of Tributary Area, la la = 41.0 % B) Tributary Area's Imperviousness Ratio (i = la/ 100 ) i= 0.410 C) Contributing Watershed Area Area = 3.82 ac D) For Watersheds Outside of the Denver Reglon, Depth of Average ds =� in Runoff Producing Storm Choose One E) Design Concept (Select EURV when also designing for flood control) � Water Quality Capture Volume (WqCV) Q Excess Urban Runoff Volume (EURV) F) Design Volume (WQCV) Based on 40-hour Drain Time Voesicr�= 0.058 ao-ft iVoesicN = (1.0 " (0.91 ' i3 - 1.19 * i� + 078 " i) / 12 ' Area ) G) For Watersheds Outside of the Denver Region, �oesicN ornea=� ao-ft Wa[er Quality Capture Volume (WQCV) Design Volume (Vwacv orHea = (ds'I�oesicN�a�43)) H) User Input of Water Quality Capture Volume (WQCV) Design Volume VoesicN usea=� ac-tt (Only if a different WQCV Design Volume is desired) -- rt���e ��:rshe w�y �f � . � ercentage of Watershe�i - In� nr T � �.ss Urban Runoff Volur � HSG A EURVq = 1.6c: 0 HSG B: F_URV,3 = 1.3�� � HSG C/D: EURVGu = �� 0 2. Basin Shape: Lengih to Width Ratio L: W=0: 'I (A basin length to width retio of at least 2:1 will improve TSS reduction.) 3. Basin Side Siopes A) Basin Maximum Side Slopes Z=0 ft I ft (Horizontal distance per unit verticai, 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 ao-ft (VFMw = 1 % of the WQCV) B) Actual Forebay Volume VF =0 ac-ft C) Forebay Depth (DF = 12 inch maximum) DF =0 in D) Forebay Discharge i) Undetained 100-year Peak Discharge Q,00 =� cfs ii) Forebay Discharge Design Flow QF=� cfs (QF = 0.02 * Q�oo) E) Forebay Discharge Design Choose One Q Berm With Pipe Flow too small for uerin wl pi�e Q Wall with Rect. Notch Q Wall with V-Notch Weir F) Discharge Pipe Size (minimum 8-inches) Calculated Dp =�in G) Rectangular Notch Width Calculated WN =0 in GNK10.20 UD-BMP v3.07.xlsm, EDB 10/23/2020, 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 8 Company, Inc. Date: February 17,2021 Project: Ridgewood Hills Fifth Filing � B-Basins Location: Fort Collins, CO 1. 8asin Storage Volume A) Effective Imperviousness of Tributary Area, la la = 59.0 % B) Tributary Area's Imperviousness Ratio (i = la/ 100 ) i= 0.590 C) Contributing Watershed Area Area = 12.86 ac D) For Watersheds Outside of the Denver Reglon, Depth of Average ds =� in Runoff Producing Storm Choose One E) Design Concept (Select EURV when also designing for flood control) � Water Quality Capture Volume (WqCV) Q Excess Urban Runoff Volume (EURV) F) Design Volume (WQCV) Based on 40-hour Drain Time Voesicr�=� ao-ft iVoesicN = (1.0 " (0.91 ' i3 - 1.19 * i� + 078 " i) / 12 ' Area ) G) For Watersheds Outside of the Denver Region, �oesicN ornea=� ao-ft Wa[er Quality Capture Volume (WQCV) Design Volume (Vwacv orHea = (ds'I�oesicN�a�43)) H) User Input of Water Quality Capture Volume (WQCV) Design Volume VoesicN usea= 020 ac-ft (Only if a different WQCV Design Volume is desired) -- rt���e ��:rshe w�y �f � . � ercentage of Watershe�i - In� nr T � �.ss Urban Runoff Volur � HSG A EURVq = 1.6c: 0 HSG B: F_URV,3 = 1.3�� � HSG C/D: EURVGu = �� 0 2. Basin Shape: Lengih to Width Ratio L: W=0: 'I (A basin length to width retio of at least 2:1 will improve TSS reduction.) 3. Basin Side Siopes A) Basin Maximum Side Slopes Z=0 ft I ft (Horizontal distance per unit verticai, 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 acft (VFMw = 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 Q,00 = 7670 cfs ii) Forebay Discharge Design Flow QF= 1.53 cfs (QF = 0.02 * Q�oo) E) Forebay Discharge Design Choose One Q Berm With Pipe Flow too small for uerm wl pi�e Q Wall with Rect. Notch Q Wall with V-Notch Weir 0 G) Rectangular Notch Width Calculated WN = 6.6 in GNK1020_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 8 Company, Inc. Date: February 17,2021 Project: Ridgewood Hills Fifth Filing � C-Basins Location: Fort Collins, CO 1. 8asin Storage Volume A) Effective Imperviousness of Tributary Area, la la = 59.0 % B) Tributary Area's Imperviousness Ratio (i = la/ 100 ) i= 0.590 C) Contributing Watershed Area Area = 12.86 ac D) For Watersheds Outside of the Denver Reglon, Depth of Average ds =� in Runoff Producing Storm Choose One E) Design Concept (Select EURV when also designing for flood control) � Water Quality Capture Volume (WqCV) Q Excess Urban Runoff Volume (EURV) F) Design Volume (WQCV) Based on 40-hour Drain Time Voesicr�=� ao-ft iVoesicN = (1.0 " (0.91 ' i3 - 1.19 * i� + 078 " i) / 12 ' Area ) G) For Watersheds Outside of the Denver Region, �oesicN ornea=� ao-ft Wa[er Quality Capture Volume (WQCV) Design Volume (Vwacv orHea = (ds'I�oesicN�a�43)) H) User Input of Water Quality Capture Volume (WQCV) Design Volume VoesicN usea= 020 ac-ft (Only if a different WQCV Design Volume is desired) -- rt���e ��:rshe w�y �f � . � ercentage of Watershe�i - In� nr T � �.ss Urban Runoff Volur � HSG A EURVq = 1.6c: 0 HSG B: F_URV,3 = 1.3�� � HSG C/D: EURVGu = �� 0 2. Basin Shape: Lengih to Width Ratio L: W=0: 'I (A basin length to width retio of at least 2:1 will improve TSS reduction.) 3. Basin Side Siopes A) Basin Maximum Side Slopes Z=0 ft I ft (Horizontal distance per unit verticai, 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 acft (VFMw = 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 Q,00 = 7670 cfs ii) Forebay Discharge Design Flow QF= 1.53 cfs (QF = 0.02 * Q�oo) E) Forebay Discharge Design Choose One Q Berm With Pipe Flow too small for uerm wl pi�e Q Wall with Rect. Notch Q Wall with V-Notch Weir 0 G) Rectangular Notch Width Calculated WN = 6.6 in GNK1020_UD-BMP_v3.07_Forebay.xlsm, EDB 2/17/2021, 8:39 AM Rain Garden � Forebay Rectangular Notch Project Description Solve For Input Data Discharge Headwater Elevation Crest Elevation Tailwater Elevation Weir Coefficient Number Of Contractions Results Crest Length Headwater Height Above Crest Tailwater Height Above Crest Flow Area Velocity Wetted Perimeter Top W idth CrestLength 2 1.53 ft'/s 5052.99 ft 5051.49 ft 0.00 ft 3.33 US 0.55 1.50 -5051.49 0.83 1.85 3.55 0.55 ft ft ft ft2 fUs ft ft Bentley Systems, Inc. Haestad Methods SoBEi��il6avMaster 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 Input Data Discharge Crest Elevation Tailwater Elevation Weir Coefficient CrestLength Results Headwater Elevation Headwater Height Above Crest Tailwater Height Above Crest Equal Side Slopes Flow Area Velocity Wetted Perimeter Top W idth Headwater Elevation 76.70 ft'/s 5052.49 ft 5050.30 ft 2.80 US 44.00 ft 5053.22 0.73 -2.19 0.25 32.21 2.38 45.50 44.36 ft ft ft fUft (H:V) ft2 fUs ft ft Bentley Systems, Inc. Haestad Methods SoBEi��il6avMaster V8i (SELECTseries 1) [08.11.01.03] 2/17/2021 82327 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 2/15/2021 � NORTH AMERICAN GREEN ANALYSIS COMPUTATIONS > > > > View Computation Project Parameters Discharge: 76.7 Peak Flow Period: 2 Left Side Slope (ZL): 0 Right Side Stope (ZR): 0 Bottom Width: 44 Spil�way 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: Clay Loam (CL) Channel Lining Options Protection Type Permanent Basic Relationships A= Cross sectional area, ft2 (m2) _(B * D) +(Z�/ 2* D2) +(ZR/ 2* D2) Where: B= Base width of channel, ft (m) D = Flow depth, ft (m) Z�= Left side bank slope (H : 1 V) Za= Right side bank slope (H : 1 V) P= Wetted perimeter, ft(m) = B+ Z� * D+ Za * 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) = 6Z.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: = Manninq's n = a * Tauab n= 1.486 / Q* A* R(2/3)So° 5 ECMDS 7.0 North American Green 5401 St. Wendel-Cynthiana Rd. Poseyville, Indiana 47633 Tel. 800.772.2040 >Fax 812.867.0247 www.nagreen.com ECMDS v7.0 https://ecmds.com/project/147084/spillway-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 SFv = Product factor of safety = TauT/ Tauo Where: TauT = Permissible shear stress from testing, psf (Pa) auP= In piace permissible shear, psf (Pa) = Taur/ 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 SFa = Product factor of safety = Tau�v/ Tauo Where: Taurv= Permissible shear stress from testing, psf (Pa) auP= In place permissible shear, psf (Pa) = Taus/ (1 - CFTann) *(n / ns)2 Where: CFrann = Coefficient of TRM performance derived from testing Taus = Permissible shear stress of soil ns = Manning's of soil bed if left unprotected SF� = Factor of safety of installed liner = TauP/ Taua SC250 - Class C- Mix (Sod & Bunch) - Fair 50-64% Predicted flow Cross sectional Wetted Hydraulic Flow velocity Froude Calculated Shear Phase Mannings N , depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress SC250 Unvegetated Underlying Substrate SC250 Reinforced Vegetation Under�ying Substrate 0.031 0.031 0.037 0.037 0.27 ft 11.98 ft2 44.54 ft 0.27 ft 6.38 ft/s 2.16 1.7 Ibs/ft2 1. 0.27 ft 11.98 ft2 44.54 ft 0.27 ft 6.38 ft/5 2.16 1.68 Ibs/ft2 1. 0.3 ft 13.33 ft2 44.61 ft 0.3 ft 5.75 ft/s 1.85 1.89 Ibs/ft2 5. 0.3 ft 13.33 ft2 44.61 ft 0.3 ft 5.75 ft/s 1.85 1.86 Ibs/ft2 1, https://ecmds.com/project/147084/spillway-analysis/198924/calculations 2/2 ii Ga;;owa y 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 • Galla�yUS.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 Tributa Area Output Detention Volume Return Period for Detention Control: 100-year Catchment 'C': 0.83 Catchment Drainage Area, ac: 8.89 Release Rate, cfs: 1.8 Required Storage, cubic feet: 84951 Required Storage, ac-ft: 1.95 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 � Pond A Project Description Solve For Input Data Discharge Headwater Elevation Centroid Elevation Tailwater Elevation Discharge Coefficient Results Diameter Headwater Height Above Centroid Tailwater Height Above Centroid Flow Area Velocity Diameter 1.80 ft'/s 5033.00 ft 5026.14 ft 5025.94 ft 0.64 0.41 ft 6.86 ft -0.20 ft 0.13 ftz 13.45 fUs Bentley Systems, Inc. Haestad Methods SoBEi��il6avMaster 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: �lue Text Re uired 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 Avera4e End Area Method: Conic Volume Method: r J"=:f!(.i,+.1.) 1'= �,U�.t, +.1. +�.1,x.�, 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 5027.00 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 � POND A 000 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 Tributa Area Output Detention Volume Return Period for Detention Control: 100-year Catchment 'C': 0.62 Catchment Drainage Area, ac: 3.82 Release Rate, cfs: 0.8 Required Storage, cubic feet: 25876 Required Storage, ac-ft: 0.59 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 � Pond B Project Description Solve For Input Data Discharge Headwater Elevation Centroid Elevation Tailwater Elevation Discharge Coefficient Results Diameter Headwater Height Above Centroid Tailwater Height Above Centroid Flow Area Velocity Diameter 0.80 ft'/s 5050.70 ft 5046.33 ft 5046.18 ft 0.64 0.31 ft 4.37 ft -0.15 ft 0.07 ftz 10.73 fUs Bentley Systems, Inc. Haestad Methods SoBEi��il6avMaster 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 Re uired Volume Water Surface Elevation Design Point: N/A Design Storm: WQCV Required Volume: 2526 ft3 �� . ft Design Storm: N/A Required Volume: 0 ft3 � ft Design Storm: 100-year Required Volume: 28402 ft3 � � ft Averaqe End Area Method: Conic Volume Method: r�= � ft(.�, +_�.) t�= �.��(.i, +_�_ +�.t�.�. � Contour Contour Depth Incremental Cummulative Incremental Cummulative Cummulative Elevation Area Volume Volume Volume Volume Volume ft ft2 ft ft3 ft3 ft3 ft3 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 1,00 14536 47546 14517 47014 1.1 Stage - Storage � POND B �����3 5052 5051 � a SOSO �Y � � W 5049 L 3 � 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 Tributa Area Output Detention Volume Return Period for Detention Control: 100-year Catchment 'C': 0.74 Catchment Drainage Area, ac: 14.44 Release Rate, cfs: 2.9 Required Storage, cubic feet: 120769 Required Storage, ac-ft: 2.77 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 � Pond C Project Description Solve For Input Data Discharge Headwater Elevation Centroid Elevation Tailwater Elevation Discharge Coefficient Results Diameter Headwater Height Above Centroid Tailwater Height Above Centroid Flow Area Velocity Diameter 2.90 ft'/s 5050.30 ft 5043.35 ft 5043.10 ft 0.64 0.52 ft 6.95 ft -0.25 ft 0.21 ftz 13.53 fUs Bentley Systems, Inc. Haestad Methods SoBEi��il6avMaster 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 Re uired 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 Averaqe End Area Method: Conic Volume Method: r�=!1I(.a,+.�.1 t�=�;f�(.�,+_�.+ _-t,x.-�,� 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 5045.00 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 5051.00 45660 1.00 40563 149507 40456 148399 3.4 5052 5051 5050 � 5049 c ° 5048 �. � > W 5047 � 0 5046 c 0 � 5045 5044 5043 5042 0 20000 40000 60000 80000 100000 120000 140000 160000 Cummulative Volume, ft3 Stage - Storage � POND C ii Ga;;owa y 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 • Galla�yUS.com Appendix D - Supporting Documentation Shenandoah PUD Filing One Ridgewood Hills PUD 3rd Filing Ridgewood Hills Fourth Filing � � i ' iii �'� � 1 i i i t�� t ��� . i i� i i i i�: BASitJS' DETAINED: 1, 2, 1 1 ��� �+� ��� RIDGEWOOD HI�LS P.U.D. 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COLI.INS, C4LORADO 80521 (97�} 221-4158 Projec#: Pri nt Dote: g�41.aQ SCAl.E : 1 "=50' DESfGNER : MBW CHECKED BY: RAC DRAFTSMAN: CADD PREPARED: 07/�7/97_, unofficial copy was downloaded on Aug-27-2019 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.co idditional information or an official copy, please contact Engineering Office 281 North College Fort Collins, CO 80521 USA � \ � ��g ' � ; �.. � ---. / .�,r'�� . 10� TYPE— t.:l�B / 1NLEj � � � � � / , so � N4RTH � � �� � 6 !� 6;1 � r a �I 6z � � GRAPHIC SCALE 15' P - CURB � � / .�,.,_� INt � �y.. 56 0 50 i 00 150 Feet � -_._.._` ��-� � , .. --- � � - ---.._� / / SCALE: l ' _ �a' --__. � - - = ---... � `.� - `------�_�_____,� -___ - __ --- - - � � LEC3E1�: - .._._. - _ ...,,_ , -. _..�s-e '' --- - - �j�n/� -'" // �� y1 � EX#571NG STORM SEWER .� ,� �.--��. / �_ � ,.-�-' �'� `s 5� �, �--- Ex1STING STORM SEWER WITH tNLET ---_ .,,,,-��"' � �f^ �, '/ ` __ -- PROPOSED ST'ORl�A SEWER ,� $'1"O�ll l�3EW'� �- p�a�os�a sroR� s�R wrrH �Nc� L./�E 3 �„r � � � .,,_..----._..___ .__ 15' TYPE-R CURB I � -.._.. �� � RIPRI� OUTt.ET PRQ7ECTlQN (SEE DEf,UL. SHEET 33) iNLEf � ,r" _"'-r• � 1 I �` , "`�-�,.,,,�_ `--- __ ---- ~-- ----- _.__ � oa-� �aw�uuc cwac�� uH� (r�c�) ; - � _ ..� �. � ~ �` .�-� PROP05ED FlNISHED GRADE �~"� NOTE: ALL PIPE LENG'fHS ARE FROM CENTERLfNE TO CEN7ERUNE � � OF ADJACENT 5TRUCTURE5. DESlGN LENG7H QF 'fHE PIPE � iNCLUDES TFiE IFNGTH OF THE EPiD SEGTION. ! � DiSTRIGT SIC3NATURE BL4CK / � � � 1 � t ft?RT COLL.INS — LUYELJIND WATfR 0lSTRfCT � 5�UTN F�RT COLLtNS SANlTATtt1�t dISTRICT __... ---�-- ^"""" �^' � � � -- �'"" � UT'I�ITY PLAN APPI�C�VAL orrcH c�Rur�� Theae drov�inga oro inatruments af eerv�ce provided by Northern Enqineering Service�. Irtc., and oro not to be uaed for any type at eorratruction unlesa signed ond etomped by o Profeeaionat Enqineer in the employ at Northem Engineering Serv;cea. Inc.. cxrcH co�Annr :3KIC�NNATURE Nt3RTH LOUDEN DITCH COMPANY PLAN APPR�VAL SHENAND4AH P.U.D., FIRST FILING STC.�RM �EWER LINE 3 PLAN AND PRC�FlLES �.�..�..��, �,�,.�...„���, w�) ! � ' Sheet � � � � � Sheets PROFL.E�VNER L/� 3- 2 scu�s: �"-,�sa' ►+o�+z. w 1 �3' YERT. �,� � � � r � � � � �- � � � � � � � � � � . � Ni 1-+ ��� c� f �� � �� ���. , , .. ...... � , ...,- , c� ��...� � .. � � --ti.r—.. .--, ,. � � ..r — � � .� . . . , . �,�,,. — .._..r_._�......_____._.__.._......_ { � � �' r � �;- � � i► � i, � � � '� � � �'- � � � , , w -� a c a � - o o' � � � � �. o -°a � � w F C. m O �' � a O � � w � � o °' c��o n a. �' o � o D �a c � aa �p N � � A� N � O o �o � =n �, d r. � n � � n o : M `G � � -' � t� ° o � C� �' o [ �. -� c �' � � � � �. 0 7y o � �� 0 °o Q- a � � .Y � � � �. � �. 0 5 :-� .t C1 '� o � � 5' ,<' � a n� O� � � o� �' o N � � � � o Y � FILE tJRtdE: j:\edsc\drawings\she\drnq\she-drng.stm SUl3SE9' : 1 of { tdETWORK: 06 DESCRIPTI03d: .r1tOrRl Sewer Line 3� 1.��-Year td;DTll :] oC .^. DRTE: 07/23/97 TI14F.: i3:03 S T O R M 5 E W E R C U S T O M R F., p O R T Line Pipe Pipe Pipe Inv Crit ppth C?��Lh No. Tot Q Len Dia Type IF. Up IE Un Sl� Rim Up Rim Dn ttGL Up }tGL D[� Dpth Up lln cEs ft in in f.L- ft 'k ft ft ft f.t ft fe ft ------------------------------------------------------------------------------------------------------------------------------------- 1 131.71 184.1f3 92.00 Cicc 5038.84 5037.03 0.97 5058.80 504.1.00 5043.40 5040.35 3.32 3.50 3.3% 2 84.61 150.89 42.00 Circ 5041.29 5039.04 1.99 5Q59.90 505£3.a0 504A.3� 5043.55 7.87 3.09 3.5U 3 53.51 '79.25 42.00 Circ 509]..@3 5091.99 0.40 5060.40 5059.9U 5095.26 5045.07 2.29 3.45 3.50 d 53.51 98.17 92.00 Circ 5092.45 5042.03 0.41 5061.20 5060.AU 5045.52 SOA5.32 2.29 3.C>7 3.29 5 53.51 ?_G4.95 az.oa Circ 50A3.50 5092.65 O.4p 5060.62 5061.20 504b.02 5045.5G 2.29 2.52 2.9] 5 53.51 196.03 A2.Q� Circ 50�14.29 5043.']Q 0.39 5057.60 5060.6? 5096.79 5046.08 7.29 2.�15 ^.3(i 7 48.2B 298.SQ 36.G0 Circ 50d5.53 5094.49 0.90 5054.00 5057.G0 5048.41 5046.79 2,'6 2.BB .'..30 B 27.3i 39.00 2d.00 Circ 5050.00 5049.76 0.57 5054.00 5054.00 `�OS?..22 5051.57 1.81 2.00 1.f31 9 5.23 32.OQ 15.00 Circ 5054.28 5054.08 0.56 5057.28 5U57.60 5055.b8 5055.01 0.93 ].05 q.93 10 47.10 70.6q °1.a0 Circ 5052.15 SOA7.27 6.06 5058.q5 5058.80 5055.11 5049.01 1.79 1.75 1,7,� li 6.00 39.07 18.00 Circ 5055.50 5055.11 0.93 Sb59.0$ 5058.45 SOS7.08 5055."7B 0.95 3.3Et 1.50 12 4.81 68.68 18.00 Circ 5050.65 5050.20 0.58 5054.70 5U54.00 ��053.54 5053.Ar� O.fl4 1.`.i0 1.50 13 4.81 83.73 18.00 Circ 5051.36 5050.85 0.58 5�55.A0 5054.7Q 5053.87 5053.69 G.H4 l.a� 1.50 14 4.81 83.73 1�.00 Circ 5052.06 5051.55 0.58 5056.10 5055.40 505A.06 5053.8£3 0.84 1.50 I.SP ]5 9.81 18.57 3Q.00 Circ 5052.37 5052.26 0.43 5056.28 5056.1.0 5054.12 5054.0') O.B4 1.50 ].�C'� i6 31.10 48.2'7 24.00 Circ 5059.78 5054.25 1.01 5059.78 5059.90 5058.93 5056.13 ].8II ?..00 I.PR ]7 25.00 70.90 2].00 Circ 5054,30 5052.77 1.91 5061.60 5050.45 SU58.53 5055.7Q 1.6� 1.'15 1.':!; I8 25.00 111.53 �1.00 Circ 5056,91 5054.50 2.09 5064.20 506t.G0 5061.39 5058.62 2.68 1."1`.� 1.'7;S 19 25.00 102.04 21.00 Circ 5059.31 5057.11 2.08 5066.60 506A.7_0 5064.18 5061.6A 1.68 1.7`i ],'!Ei 20 25.00 178.75 2].Ob Circ 5063.37 SOS9.51 2.I1 5071.3G 5066.60 5069.05 5064.h0 1.68 1.75 }.7:; 21 25.00 96.95 2].00 Circ 5065.67 5063.57 7_.OS 5073.90 5071.30 5G7],89 5069.47 1.68 i.'i�; 1.7'., 22 25.00 11].26 21.00 C1rC 5068.32 5�65.87 2.13 5077.30 5073.90 ;i075.]6 50'71.9"/ 1.5R 1. 75 1.'!!S il 1 �f � � � e E T O N D E N G 1 N E E R 1 fi G 0 Final Drainage & Erosion Contro[ Study � Ridgewood Hills P. U.D., Filing No. 3 4.2 for basins 821, 925, OS-1 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 (far a combination of basins) via overland flow, grass lined side-lot swales, rear lot swales; and curb and gutter. Basin Descriptions Basins OS-1 (3.35 ac) and OS-2 (0.79 ac) are Iocated 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 approximateiy the same area as OS-1 and OS-2. This basin shoutd 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 (0.42 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 parcei 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:\FC0045.NEW�Drainage\WordlDmgRpt041 I OO.doc this 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 Colli��s, CO 80524 USA � \ .�J � 0 E Y O N D E N G 1 N E E R 1 N G Fina! Drainage & Erosion Control Study 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 flaws. In cases where the upstream inlets are blocked, carryover flow from D.P.'s 807, 808; 849 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 AppendiY 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 ihis area and release a O.I6 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. lb 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 Systern "E" has capacity for the 100-year developed flows (Q,Qo= 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 I 50.75.0). Refer to Storm Drain System "E" in Appendix C for calculations. The discharge capacity of the pipe was calculated with ihe tailwater elevation in Pond #2 set to the lOQ-year W.S.E.L. This candition is temporary until the proposed commercial property is fully developed. 9 N:\FC0045.NEW�DrainagelWord\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 addifional information or an ot�icial copy, please contact City of Fort Collins UfiliCies 700 Wood Street Fort Collins, CO 8052�4 USA � A � `�' Z o p oc � c� a U � � _ � c� � z � o a rn w � � oi a p Z � S O � O w � � N U i� co 0 �'or additional infonnation or au official copy, please contact Engineering Office 281 Nortl� College Fort Collins, CO 80521 USA I � NC�LTE 0 E�' p N O E N G� N E E R 1 N G Fina! Drainage c� Erosion Contro! Study Ridgewood Hills P. U.D., Filing No. 3 The tailwater downstream of our outlet structure was accounted for in•the design of Pond # i. The downstream system was originally designed to accept 25 cfs from our Site. We re-evaluated the downstream tailwater condition using ihe proposed Pond #1 release rate of 9.9 cfs. The autlet 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.I cfs (Q>H,5=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., Fiiing 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 Coiland 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 C}. Please refer to �Appendix F for an 11"x17" copy of the Colland Center Third Filing Plat. 14 N:1FC0045.NEVl�Drainage\ Word\DmgRpt0411 QO.doc his unofficial copy was downloaded on Aug-27-2019 froi�� 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 I � � �'"`—��.,�--. V _ h I I ..;�: . _ Lll r � � ��� . 1�, , � r..,,,{ ---'' � � . �' , ��'` ��'-� ! � � s } � �`� �? N i � ---`'"� � f �. ( � � � � , (�� ( � � � i ' J CALL UTILiTY NOTIFiCATION z '� o ^ ! ; - � ....�_ _ ... _. _ ..... t �` F , �o 'a� i CENTER F COLORADO � � � � 4 r� ( APPROX(MATE WETLANDS � � ♦ ����� Q 22� � �87 ,� � N U . �` '�3 � �4 ) BOUNDARY � � � , .. - .� ,� � � � � g � � � oR 53�-s7000��U�� ° �� D TENTI4N POND #2 ' . � { � OUTL,E � � �' ` CALL 2-BUSINESS DAYS W ADVANC� � � � � � . r EXISTING WETLAN�S ' ' � BEFORE YOU DIG, GRADE, OR EXCAVA7E � � � � O M � `{ ' FOR TNE MARKlNG OF UtJDERGR0�1N� 0 RlDGEW00 HtLLS ; � 4 MEMBER UTILITIES. � PROPERTY LINE f APPROXlMA7�'VYETLANDS � " FlUNG 3 ` } � � . .� ° � /�� o� C`"7 \ ! . , � � ,� � , BOUNDA&�"' j� t ' J O � 4 + • - � � � : � NOiE, � I -� �� C�J�.ORADO LAND SOURCE, LTD. . � Q ,r°� o � - DETE 10 POND � ; � � . � . . � � STOR � FaSSIL CREEK � �� M DRAIN MANHO�E RIMS SHA�L w `` 4 f > � CT F 1 NOTE. ;�� , + BE PLACED AT GRADE IN ASPHALi', �- . _ NO i�EAVY EQUfPMENT IS �TO C�ROSS 1"HE DITCH QR TO BE � #AETER STAT#ON s"`r � � p� AND Q.S' ABOVE GRADE AT ALL � �_ `- � � � RUN ON OR i�EAR THE �TCH �;4Nl�. DlTCH IS � REMAIN ( �TH�R LOCATIONS. �� _- I `- t � �� 1 . I � ` IN SERVI�E DURING Ai.,� PHASES OF CONSTRUCTION. '• � NORTN !.0l1DEN I m � � � ¢ D I'CH �„1 W � '. i • CONTRACTOR MAY U9E TEMPORARY PEDESTRIAN WALKWAYS �. p ANQ RESERVOIR COMPANY '�"" —I v� ` j � � _ • TO ALLOV�V WORKMEI�` TO CROSS D�TCH DURiNG CO�fSTRt1CTI0N. - �- ��, H � � ur L1- a w , . '.. � '°�;:° .._.. _-.- lL�TY PLAN APP iL NORTH LOUDEN DITCH ANI� � ' - � �OVAL j,f) � - �-� ' RESERVOfR COMPANY DIT�H ' ! � � W O 50' PUBUC SER�iCE ..-• � W - -�- 0 - - --j' f � - � ,' ` {SEE NOTE ABQVE} `. . w APPROVED �-'F � �I I � , COMPqNY EASEMENT --� , + z � PRESIDEN7 � � O� � - I I 'J � a r-i �� OATE ` � ` PROPO�ED SAl�Ff TARY SEW�R = ,: ,�_,_,RI ��. ' . ...-, _ - ! I � . 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A���A����� . ���i,i��f��i� � � vi � � � � � � � .� 0 o' N U � C� � � _ � 0 0 3 � � � Q � v � M � � o � o � M O � N � rn � , � � � m � 0 � a� � � 0 0 0 � U N .o � � DRAINAGE DATA SUMMARY TABLE DRAINAGE DATA SUMMARY TABLE SUB-BASIN DESIGN BASIN COMP. RUNOFF COEFF. CUMM.DES.RUNOFF (cfs I D POINT AREA (ac) C C Q Q • • 2 100 2 100 North System N 1 1 0. 353 0. 36 0. 57 0. 36 2. 01 N2 2 0.276 0.36 0.57 0.64 3.58 N3 3 0. 301 0.41 0.63 0. 99 5.47 N4 4 0. 211 0. 33 0. 54 1.15 6. 60 N5 5 1.872 0.55 0.78 2.62 14.53 CITY OF FORT COLLINS, COLORADO UTILITY PLAN APPROVAL APPROVED: CITY ENGINEER DATE CHECKED BY: EXISTING DETENTION POND \ EXIST. 24" RCP EXIST. 36" RCP . ,% % EXISTING INLET CORE ' SOUTH WALL OF INLET BOX F�O PRO OSED DEVELOPM OM �%�X p � � � O � ND � 7 � � � �.. . , �� � / � " STMH A2 W/NEENAH ` i � = '� , N6 6 0.830 0.71 0.95 1.67 7.84 R-2553 GRATE � ��� ,. � NOTES RIM EL. = 5080.33 ` i � d= " $ N7 7a 0.900 0.25 0.25 3.21 15.61 / INV. EL. (W) = 5075.30 � � � ��l 7b 4. 62 24.2g 1. SEE SHEETS 19 - 21 FOR STORM DRAIN INV. EL. (E) = 5075.10 � / �! �PQ\Q� - ��; ,�� PLAN & PROFILES. , � i �- � ; � � 8 5.58 30.21 � � S�° � � � �, OS-1 9 0.401 0.60 0.83 6.17 33.43 � - � ' 34.29 LF 12" � � \� � � HDPE @ 6.27% G� � l� 21.96 LF 12" � � � � S�utl I S stem HDPE @ 2.55% �� S 1 10 0.125 0.43 0.65 0.13 0. 74 ',2�� TEE �/ / 4 `I 1 m° S2 11 0.560 0.25 0.44 9.79 43.57 � 37.30 LF 1�2� INV: 5078.02 � � ��� HDPE @ 5.78 /o / 24" ADS AREA DRAIN o� I � S3 12 0.235 0.29 0.49 0.20 1.14 ,� � RIM:5079.91 24" ADS / , / INV: 5077.45 , � � � 13 9. 90 44. 34 , AREA DRAIN � � I I S4 14 0.121 0.31 0.51 0.10 0.61 , RNV: 5080.18 � N4 I I / � � 6-UNIT � � 0.211 0.33 , S5 15 0.125 0.29 0.49 0.10 0. 60 J , � �� HDPE @ 0 33% , 1 S 6 1 6 a 0. 1 5 4 0. 6 1 0. 8 5 1 0. 0 2 4 6. 1 7 � ` - s� S7 17 0.155 �.25 0.43 0.11 0.66 HDPE @ 1 20% \ \\ AR ADDRAIN , \ / , � � RIM:5080.25 � � L / �� � " �, \ INV: 5078.25 � S 8 34 0. 575 0. 55 0. 78 1. 50 7. 67 f , �. c o� �\ � S9 19 0.112 0.63 0.87 0.47 0.96 � � so '� \` � / ♦ , - , � \ � 20 9. 97 46. 31 �� � � � \ J I / ; c "' \ g S 10 21 0.119 0. 56 0. 79 11.40 51. 91 � � YARD INLET LATERALS �� � \ � HDPE N-12 (TYP) S 11 22 0.201 0.46 0.69 0.26 1.38 � ,// � � \ so, 64.60 LF 12" � � 23 11.40 51.25 , HDPE @ 3.67% AR ADDRAIN � � S�j9 78 S 12 24 0.436 0.50 0.73 0.56 3.18 , � i RIM: 5084.85 8-UNIT � So� ,39.91 LF 12 RIM: 5092.34 HDPE @ 4.96% 0.276 0.36 0.830 0.71 / � AS SHOWN I \ s \1 � 12" TEE � / �� \ � INV:5089.90 6-UNIT , `SO�s \ � 11 1 1 � 24" ADS / � AREA DRAW , Sp ��d'6 � ', � � � , RIM: 5094.20 C AREA DRAIN 89 5�8, � , 1 1 1' INj:5090.81 / RIM:5093.00 / S08 \ \ \ ' i INV: 5091.00 �� / 8 2� CURB CUT ' 1 76.60 LF12" , � G /� 5�90 / s�89 � 5 \ 1 1 1 , HDPE @ 3.64% s� $�9� � I N7 , � � 76.12 LF 12" S��q`9st / � , � , � // j HDPE @ 1.16% \ s `S / 5091 �/ \, I �I 0.900 0.25 I/ / \\SO G�9s / / � �, I � � / \ S 96, 18.42 LF 12" \ S , � -' , � SD �9j HDPE @ 1.16% �9 / �� , 9 \ ♦ , �� / � 24" ADS AREA DRAIN � 12" ELBOW / r 1.872 0.55 RIM: 5098.25 / / INV� 5090 79 / $ INV. 5081.13 p � f:,; � I 25 11.65 53.76 i ,2�� TEE N3 , �, � S � � 24" ADS INV: 5082.76 \ �Bj S 13 26 0.041 0.45 0.68 0.05 0.28 � � 0.301 0.41 � � AREA DRAIN � �� 27 11.58 54.04 2 , RIM: 5088.15 ` 5�82 \ HDPE @ 2.00% �C INV: 5083.50 24" ADS AREA DRAIN S 14 28 1. 866 0.49 0. 73 1. 97 12. 09 l�� � � � S RNV: 5083.25 � S°83 I � I 52.11 LF 12" � 2 S 15 29 1.153 0.66 0. 90 3.40 19.11 �� HDPE @ 5.95°ro °89 �' � �� I � i �509 71.42 LF 12" / � � S 16 30 0.204 0.68 0.93 3.62 31.03 Q.� i so9 � HDPE @ 0.51% SoBg � � I ,2�� HDPE S 17 31 0. 810 0.18 0. 33 0.42 2. 32 � So' � � � � INV: 5074.48 M �� � OS-� so� � � � � � � o � � i� 0.401 0.61 / 9�` S I� o,r, S , \ � I o � S 1 8 3 2 0. 9 9 0 0. 1 5 0. 2 8 4. 1 8 3 5. 1 9 , • 2a�� aos '� � � � o,� Q AREA DRAIN � � � I � d� o'I' 3 3 1 4. 7 6 C� 7. � � , 36.83 LF 12" RIM: 5092.76 \ �, � 23.78 LF 12" o\s / \ � 1 1 0`f' I S 19 0. 352 �.25 0. 31 �. 25 1.10 HDPE @ 6.05% / INV: 5086.60 12" ELBOW \t� HDPE @ 0.51 /o �86 / � o�0 1� , � � � INV: 5083.13 \ / , � `�p�, � �� \\ \\ � �' i/� � AR ADDRAIN N2 / N6 � / / I \� J \�\` \ \ RIPRAPTYPEVL LEGEND: DRAINAGE BASIN I.D. � 0.0000.00 MINOR STORM RUNOFF COEFFICIENT DRAINAGE BASIN AREA (AC) � � DESIGN POINT OVERLAND FLOW DIRECTION CALL UTILITY NOTIFICATION CENTER OF COLORADO 1-800-922-1987 IN METRO 534-6700 DENVER CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. � � 0 � ��� , INV: 8093.60 ' ' � �9�3 SEE SEPARATE 46.83 LF 12" / / , � L.I.D. PLAN SET , HDPE @ 3.64% / / SPORTS I FOR SUBDRAIN , / � N 1 / , COURT DETAILS / � 0.353 0.36 5094 / / ` , (110' X 50') POOL , / � � / /� � I�/ / 24" ADS AREA DRAIN / s�`9S � s��S I /�_�� RIM: 5098.25 8-UNIT � I I // ��\� � C INV: 5095.30 /� s � I � �./ ,�� �` � � 96 I TOT I LOT � I I � �� , �\ � 45.82 LF 12" � / I � I � �� __ HDPE @ 1.00% FSp9 � o I� , �� `+II 47.06 LF 12" G 24" ADS / � � o 0 \1 // HDPE @ 1.00% AREA DRAIN � � ' o � , , I � RIM:5098.25 � ,n �� �� \C INV:5096.25 509$ � / F � m O CLUB � ��� � // , � \ \ / � , � � _ � � /j� \ � 24" ADS � � \ HOUSE I I , � � AREA DRAIN � / I , � � RIM: 5098.25 � / 25.00 LF 12" � \ / � � / F` INV: 5095.79 � HDPE @ 4.07% �\/ , 11b / j/ \ � rn x\ I I I \ � ' SCALE: 1 ��= 30�-0�� NORTH , � - - � / / � � � � / / 5099 12" ELBOW F � AR ADDRAIN I i / INV: 5091.23 � /' RIM:5094.25 , � / �� 0 _I_I I , /i-�_-�-� „„ , vO �� / � / INV:5092.25 � _ ��_-_�� \ � � 24" ADS � 0 15' 30' 60' 9�' i �.� � � ��, _ � � ;� - � •�;� • � � .. �'1111`0 �► � � � I ♦ ��� � � � ' � �'�1'� 7 �_' � � � � - � : � . % � 'u;� � � M �� � � •< � � (� I. ` � �� \I � ; •• . ;: .11 , , , ,, � .'\• � �� rl ��'' .� � � � _�► \ �� ���. �� � , � G ,.� , ., � � r��, i / �� `� � • �� i� � � �� \� ���� �� � � `i � J ,r �� � ` ��� � _ , ' � ,\ �'� � , ` , I :. , / � � � / " �•' � � , - _* � `;. � .,� , .� � , �� � i►� �, , � ��y � : . , ; `I \ , � , ��� , - STORM A PIPE - (63) S CDOT TYPE D AREAINLET MATCHLINE (SEE SHEET 7 OF 9) ole�'Ly`c� 1269 N Cleveland Ave, Lovelantl CO 80537 (970) 669.3737 design@tfgdesign.com www.tfgdesign.com LANDSCAPE ARCHITECTS & SffE PLANNERS OWEN CONSULTING GROUP, INC. 3715 Shallow Pond Drive Phone: (970) 226-0264 Ft. Collins, CO 80528 larrycowen@comcast.net OWNER: M. TIMM DEVELOPMENT ATTN: BILL TIMM 233 CARILLO STREET SANTA BARBARA, CA 93101 (805) 963-0358 � J J � � � � � �� O O � � � � � � � � � � J O 0 z � QO � O � � z W J J � O 0 � Q O PROJECT INFORMAI ION: PROJECT NUMBER: 111-122FC DATE: AUG 07, 2014 PHASE: FP REvisioNs: SHEET TITLE: DRAINAGE PLAN NORTH SHEET NUMBER: 5 SHEET � OF �� � m 3 � vi c � � a� � � � .� � o� N U � C� � � � _ � 0 0 3 � °' � Q � v � M � � O M � o � N � � � � �m � 0 � � � N 0 0 0 � U a� .o a H I // - = ��'� \/ , \ �. � / , \ , � \� „ v / , ol I� � / � �� , � � � � o � / y/ \\ � F � � G � � I \\ \ , \ / o \ � \ I % / � � \ �0 � / � / �� � \ \ \ \ \ F h ,,Oo�°� �� F � � � , \ � �� �1 cv � � � � � , \\ �\�� \ �O O�� \ � � � � � � � � � � � � / � � � \� � �� �, \ �� � �� � � � � ! \ � /� � I � : : : , _ : : � : � ` � � � �� � �� �. � � � F � � � � ' � � \ � \� 50.00 LF 12" s � \ 66.15 LF 12" HDPE @ 4.07% , `� � , - _ - \.\� ` \ C\ HDPE @ 4.07% � \ \ O sp�� \ I � , S2 - - , � \ �\ \ STORM B PIPE - (21) 24" ADS � � / 0 0.125 0.25 � \ � AREA DRAIN � � � , � � „ \ RIM:5094.25 8-UNIT, , � , �/ Q100 depth at CL: 0.51 F \ INV: 5088.18 , � � I I , \� � I � � \� \�\ , , � / ! I I I , S � � 11 , E' c � a� 0.560 0.43 � , �°` � � ,�, o � I I � � � `� , ^� s�,g `Oo � a� o � � / / \ 1 O , C`' \ � � / , / / co o � � � \ � / � o � , / 95.45 , EXIST. FIRE HYDRANT � s'7 / C� � cf� , INV. IS TO BE RELOCATED � / / \ \ 13 , � G �\ � 0.155 0.25 ` 6-UNIT / � o � I , 7.00 LF 6" PVC � � / ` � s , / , @ 1.00% , F � 24" ADS , � 95.38 ` G� � AREA DRAIN � ` � � / � I / INV. \ �G , � RIM:5090.74 ,_ � � � �j, , / C> ( ' \� V S� 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 ' � a O � � Q100 bypass: 37.Ocfs 6' DENVER #16 � O�/Lje � F ('i 17 ~� , INV: 5085.09 / f 1 � STMH B2 � �� , � COMBOINLET g4.60 A � ` � �/ � �� � i iNv. Q100:1.17 cfs J ` q� � � � I � � �P , / � � O�O 35.45 LF 12" �� \ / � ��' , / 7 / \ 2' SIDEWAL ` /� HDPE @ 6.99% � � , / / � \ 7.00 LF 6" PVC 94.54 CHASE ` � �\ /4O � � I , @ 1.00% INV. ` / AO � � ` / , � � � C� / 6b 6a c� t 64.10 LF 12" \G �� 0 . � _ / � � \ � � / HDPE @ 6.99% � � � I / � ` � , / o� 5096 \ � 35.54 LF 12" <v F12" TEE SToRM `� � \STMH 61 \ I � / / 095 \ \ � � /� HDPE @ 5.97% � INV=5084.21 B �°lPF � , SEE SEPARATE , 24" ADS � \� 23 � , � q� � � � L.I.D. PLAN SET / AREA DRAIN � � �+ , / � VALLEY �,� \ � FOR SUBDRAIN � RIM: 5091.00 � 61.24 LF 12" J9 `` ci , � / PAN \ � DETAILS � INV: 5085.05 HDPE @ 5.97% 0.112 0.63 20 ` � / � / / � ` , ,, / / \ \ 93.86 YARD INLET LATERALS \ � � � 9 `STORM �� ` 34 , , / \ 5095 � (�' INV. HDPE N-12 (TYP) / O \ E p�p , / � �\ "� \ //!/ / 15 F.�2 ) 4 ` , \ \ � � 51 LF 12" 54 '� 091 f S � 0 2' SIDEWALK // \� g\ g�� HDPE @ 5.97% 0.121 0.31 24" ADS Q 100:0.88 cfs �� 0.119 0.56 CHASE AND , �/ E HDPE @ 2.05% 93.69 � AREA DRAIN / � , � / % 5 S 14 �� INV. RIM: 5090.44 � � \� �. 5090 CURB CUT / E � ' �v , INV: 5087.87 , 89.45 � � f , , / 1.866 0.49 \ / / \ / \ 24" ADS INV. � � / � 14 / / ` 5089 / \ AREA DRAIN . , g1 \ \ 2� � , 16-UNIT I /� \ RIM: 5091.50 , �/ 5� � 7.00 LF 6" PVC 89�38 Q100:0.83 cfs � / � , � \ �/ F INV: 5089 50 ' , , 55 � , @ 1.00% INV. gg,65 � � , �/ � 0.125 0.29 � S 11 INV. 22 / � , 0.201 0.46 � , // , % / � \� / � / / 88.57 �� I , 4�C � 2' SIDEWALK / , � � ' , �� / � CHASE / � � , � � � ` 7.00 LF 6" PVC INV. 23 � / n� . � @ 1.00% I � � � � � � � ��� � �� � � � � � / ' /� / � , S � ` � e � i .r � � r � � j / �� `'�9 � � /` � \ � W 24-UNIT `'' � , / � / / / 12.38 LF 6 90.60 � / °�� , ` � , , / � � � PVC @ 1.00% . INV. � / �� e / // o � /� /� � � � 24-UNIT � / i , � "' \ // / / � S 17 s2.as � i � \ � �, � ' � � , � 0.810 0.18 INV. / • / % �/ �O�'� 90.47 � // � � � � , ` � � wv. � �`\ S12 ,5oso� MATCHLINE (SEE SHEET 6 OF 9) 5' TYPE R INLET STORM C PIPE - (34) 20' TYPE R INLET _ , �, � „ _ , , - , . �_ ? ' � � � � �� � ,�� '' 1 _ , ... � - � ; � �� � .. .. � � , _ , .� , � � � .- . �•. - - �■ �� .- �I���� ,, �. ,�� / I ' ��• � \ ..., �i• � ' Ii • � �vi� � � ,'i , �� � %� _ `, � �� ` 1 � .: I � �� : , ��� ���„ � _ � ��1 .- . ��. �� � � ' ' � � ' � .,1 �YG� � • � � 1 • � • � p � ,y . ,.�, �; -���,��,� /� � � � �;�� . .- . ,•. -� i . �� a�i ���'�'� �� ___ _,_ � � , �� � - - � ` � �I (., :� s • - . r II �'`��' � � � 'I, ������,c7•y�,,vi � � � � � �� � � :: / . � ' � •11 � �� � � ��� �,� � � � � � � � � - �. . • � � � � r � , �� �,_ ,{. .�� �� /, ` ��i �� � ► _ ,. - - �,:�- ! =�. - , ��, I \�, . . - . i • � . '-`1 ' ���� � � �'II � ; :- .�: �' ♦ '� � .. i . `: � � `� ��r��� ��I �� .. ••. ♦ . � , � /.I.�Il -..- ..,� \ �� - �' - - - - -- • - . - ,���` - _�■,. - . � � � "'� i�■u�ll � CALL UTILITY NOTIFICATION CENTER OF COLORADO 1-800-922-1987 534- 6700 � o NVE° CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CITY OF FORT COLLINS, COLORADO UTILITY PLAN APPROVAL APPROVED: CITY ENGINEER DATE CHECKED BY: WATER & WASTEWATER UTILITY DATE CHECKED BY: STORMWATER UTILI7Y DATE CHECKED BY: PARKS AND RECREATION DATE CHECKED BY: TRAFFIC ENGINEER DATE � 5 6.65 LF 12" , � �� � -� - �p�$ � � \ � � 28.27 LF 12" HDPE @ 1.0% - RCP @ 7.50% \ / � , � , 5085 _ _ � , � � � � � ` 5p8� � �� i i i _ _ /� � � � 5086 � ! � � �� � 24" ADS 24" ADS S 13 __ � / AREA DRAIN _ AREA DRAIN R M 5083A40 0.041 0.45 _ � RIM:5083.40 RIM:5083.40 INV:5078.42 ' � _ _ _ � `� � \ � / INV: 5079.05 INV: 5078.83 16-UNIT _ � � � � � � � � � � � � � � � _ \\ \ \ \ AR ADDRAIN AREA DRAIN \� ' RIM:5083.32 ' _ _ � RIM:5083.22 INV:5075.00 / � � INV: 5081.22 _ ' \ / ' 16.4 LF 12"�HDPE @ 2.01 % � ' ' ` ` \ \ 5080 29 , 45.12 LF HDPE �5°/a MATCHLINE ��, � (SAME SHEET) � ` � � - � � i I � � I I STORM C PIPE - (59) � I ' � EXISTING MANHOLE STORM C PIPE - (60) �� �: \`� '';�-�. . � : � � ' � 1�� ��YYY� �� • �1��i t�� '-��..� ► , � � - � .: ; Y_ Y � I f•��``�''� `��� � - • • • :�:'�_�� �� l �'� `. �\ _ � - � � • �= .� � �� % *��,� � - . �`. �I.� ► � �'� . ��� ��' � � . � . � • � �%► , �1�! �� � �� ��� ' � ��� �. 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STM MANHOLE AND APPROX. 44 LF OF EX. 30" � D/S STORM DRAIN TO BE REMOVED AND REPLACED AT GRADE SHOWN. / / � I 12" HDPE � TEE � 12" HDPE / I� I STORM C PIPE - (59) � I � MATCHLINE � (SAME SHEET) ��r ���� � 1269 N Cleveland Ave, Lovelantl CO 80537 (970) 669.3737 design@tfgdesign.com www.tfgdesign.com LANDSCAPE ARCHITECTS & SfTE PLANNERS OWEN � CONSULTING GROUP, INC. 3715 Shallow Pond Drive Phone: (970) 226-0264 Ft. Collins, CO 80528 larrycowen@comcast.net OWNER: M. TIMM DEVELOPMENT ATTN: BILL TIMM 233 CARILLO STREET SANTA BARBARA, CA 93101 (805) 963-0358 � J J � � � � � O �� O � � � � � � � � � � J � z � Q Q J � O � � z W J QJ O � � Qo PROJECT INFORMAI ION: PROJECT NUMBER: 111-122FC DATE: AUG 07, 2014 PHASE: FP REVISIONS: SHEET TITLE: DRAINAGE PLAN SOUTH SHEET NUMBER: 6 SHEET � OF �� ,� � � �:`� � � � i j U . � � tl �� � � I I . ,,. 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I � t �` tt � I ~ �, � � /� � -� � � 1 � ' ' G1 u. � � , ���� � ��� I his unofficial copy was downloaded on Oct-19-2020 from fhe City ofFort Collins Public Records Website: http://citydocs.fcgov.com ; ` III or additional information or au ofticial copy, please contact Engineering Office 281 North College Fort Collins, CO 80521 USA � ____--- -- - _ _._ - -_- � .. --------- - - _ - - -- _ r_ -- J ii Ga;;owa y 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 • Galla�yUS.com Appendix E — Supporting Documentation Sheets C1.0 and C1.1 - Existing Conditions & Demo Plan Sheets C12.0 and C12.1 - Drainage Plan �ir���/ I , ,�_ �� � \� � ��� DEMOLISH DRIVE - i APRON AND INSTALL VERTICAL � � CURB AND GUTfER - MATCH � EXISIING � � �"� �'_��' , � �; .:t � — i 30 DRAINAGE, ACCESS � ,� � I � , _ �;; _ AND U11L1TY EASEMENT � � � ' � � �� ---- - � �.0 = 4-`i . - - _ I I �� � _ � � ,/ � � � —' � a � `�,� I r -' ° � f �=�� � c';i— � �� i �� II _ �_- � � � � L� _ ; -- --, /I / � j '''"� / 0- li � � I ' \I / . i �i � � I, � � i; � i ,� � � BEGIN DEMOUTION OF ,�a' � i � � � CONCRETE SIDEWALK � G ^� � � � � I Y I I ,��o � �' � 15' UTiUTY, PEDESiRIAN i � I I � � �� ���' � � ACCESS AND BICYCLE � i � ��,� ��i i ��° DEMOLISH CONCRETE % �.- `� / DRIVE APRON �; J�. —f ��� � �j,9�I' EASEMENT I ��°IV' �� I I EXISTING SANITARY SEWER / � � �� / / � � \` � o �i � i � � ' � � ' i �,�• � i � � � E` iJ' �LJ' � i �i i MANHOLE � �� ��' � G � `� �� ����,�o i i ii �� � i I � I �P / � � � � q � �i i� i �w i '� �/ � � �� �9�q�, EXISTING j � � � � I�� � ' � � / � � � �� �� �� - ��� GAS LINE i � �� � � Q /� > ��� � � EXISTING CITY OF FORT COLLINS , � �� i i �V � i o �, � � ,��/ � � WETLAND AREA (TYI') �� � i � �� I �, I� z o BEGIN DEMOLI110N OF � i' � \ �, � �""� ` � � I � � � � i I w �-- COORDINATE WITH UTILITY s / � �� � � � i � ._� � � . � _ CONCRETE SIDEWALK � '� � OWNER ON RELOCATION OF � � �� ��C > i � � � � � i- � � �° EXISIING GAS LINE �\ �� � EXISTIN6 SANITARY SEWER ,j � I� I �' I REMOVE CONCRETE IRRIGATION \ �/ ;`� ��o?, � � MANHOLE TO BE REMOVED I� �� � I � STRUCTURE / ' � EXISTING 8" SANITARY SEWER TO BE REMOVED � > `''� �� i � � —` �' � I � � � � I I METAL � ' � � ���j `� ���� � EXISIING FIRE HYDRANT TO REMAIN � ,� � \�� �� ��•�� , �� � � i I j "° �� j I GRATE � � ti. � � N � �, . � A � , � , �i t \\\ � i', � / �� �SALVAGE HYDRANT FOR REUSE \ �� �� ��� �'`� � �SOUiH FORT COLLJNS SANITATION I � � PROTECT STORM DRAIN MANHOLE ; / �� �� � � � � � � �� � �� DISTRICT EASEaIENT \, IN PLACE AND ADJUST TO FINISH � � � ,> ,��� —�� � (TO 8E VACATED, PER PLAT� I �� GRADE, IF NECESSARY ' 1( �� ������ ��EXISTING 8° SANITARY SEWER \ �_. �� o , �� �,� � �� � , � ��� � _ � , _ � � V �� � � � � � � / �� � EXISTING SANITARY SEWER ^ � ' � � ` � � '-� � ; �, I BEGIN REMOVAL OF 8" �� �y ` < � � ��� � \ � � �� � � � i �_ � \ ,� i MANHOLE TO BE REMOVED �� �,� �, � i � ; � V � �� � % � � / SANITARY SEWER (SE) � � �� �� � ��""' �' \ �� �� � � � � � � � `I I �� � o \ 1 \ / ' _ �^, � \ \\ ; �^\ � � S� �\ i V`�� I � � If ,I � 'f� �'9 \ � ' �� I 42" RCP � `� � � �� 1 �� , � � EXISIING SANITARY SEWER � i MANHOLE TO 8E REMOVED \ ��G� � � " / / � �.`� � FES TO BE � ` � �� • �„ fORT COLLINS/LOVEIAND \ i � � i � � ,I ', i �,(� `sS� a /� ;'� ;����/ .,��• � � REMOVED, , � `� _ � \ WATER DISTRICT EASEMENT i �i �i�� � � i � � i. � "/"� �, � : _�L..>___,.Q. ___�___'___�� � � � ..+ � - _ _ _ ,^r" � � � , _ � � _ . (TO BE VACATED, PER PLA� i i �� � i ! � � '�'X'� � � � � f � '�. � °�j° �,� � �' - � � i � � � ,; �� � \ �e_ o—'— S� = ��_ L`��� �°�;� � � � � ���� ��� � I � � , � ' /' / ' � �� � � I �� EXISIING OUTFALL SIRUCNRE _ — — — � i s�o i 1�' ��� � ��� / / � EXISIING STORM SEWER ' � � ��� �� � � I DEMOLISH CONCRETE DRIVE APRON � � ._ � TO BE REMOVED AND REPLACED �-`-- _—� � ��� � y'' / / �\ -� \ � \ --- \ TO BE REMOVED , ,`�,, �-__ - _—� J � � � _ � � ��-1-- � � � � � �� AND RELCOATED ;�—� � �° � , �� �'�, � � I � , � � y `� � � � .. � '� � �"' � R08ERT BENSON LATERAL ��- — � i i i BEGIN DEMOIJTION OF / � � �� _ � � � � ��� � � FROM NORTH LOUDEN DITCH �- - - � ; ! � ` _ � � � ���� ��+� - , � I CONCRETE SIDEWALK -�/� Q ��� �� ��� � � � 24° PVC � � � � � � `"' _PRIVATELY, OWNED IRRIGATION DITCH��� �' , ,., ' 0 �. � ` ..4��•� EXISIING � • \ . � � . TO BE REMOVED \ �_ � \ � � � — �_ _ _ _ '� �``"� � o� . ,'� �� , � I� I . � 48" RCP FES OS��� � CONCRETE WIER � -��� ��� s I TO BE REMOVED � 5r �1 � TO BE REMOVED \ � � EXISTING ROBERT BENSON INLET � � � � NN ' �\ ,' a`z- � Ir-- I � ;.�.� B 'OURiH FlIJN6 3LE UW1G TItUST � s � Y Z V 0 0 U Y 3 °o x , _ � � � � � � � � 5 � i i � I �°�� I` I I �`� �// � i � � I �\ /�i 1 � � � � � � �.��� �, � \ � STORM LATERAL TO BE REMOVED _ — — � � � � � � � `� \� _ SALVAGE HYDRANT FOR REUSE ��'�'�GJQ'�P PORTION OF EXISIING ��� 1 � �� AND REPLACED -� \ � � � � �\i �� � � ��` � 0�' IRRIGATION DITCH � � � �� � ' I '� FIARED END SECTION TO BE REMOVED � i � � '{I / �O '�``� TO BE REMOVED � � � \ � � � —� - � z �� I / �P AND RELOCATED �� ��� �J � ` � � � \ �� � _ � � � � � I� � i Ilil PORTION OF � � � � c, W � � EXISTING CURB /� GATE STRUCTURES TO BE REMOVED �� �> � �� \ \ EXISTING 8" SANITARY SEWER TO BE REMOVED� ��—� i � I AND GUTTER TO / AND REPLACED \ � � �' � � � � �� � I I BE REMOVED / `—� - EXISIING 1REE (TYP) \ \ \ i c�n � �— i� � / � (RE. LSCAPE FOR TREES TO BE PROTECTED � F � Its: ('�1 � I I / � / o � OR REMOVED) � � � � �`�"Y � _ � Ij i I � "r `� ` 20' SOUTH FORT COWNS i ^� i ' i i I � � � � � ` � � � SANITAl10N DISTRICT EASEMENT i � � I � � \ i I � � � \ r � ��A o \ \ � TO BE VACATED, PER PLAT � \ i � —� -�� \ � � i � \� EXISIING IRRIGAl10N CULVERT TO BE REMOVED I j�\�� � \� \� \` BEGIN RELOCAT�ON OF EXISTING DRY � i\ i � I � I I �� � � UT1L1T1ES INTO PROPOSED 15� i � � �� B � � � \ UiILITY EASEMENT � � � I � I Sf�NANDOAH PUD Fll1NG ONE � —N— -� � LIMITS OF EXISIING CITY OF FORT COLLINS � \ � � � ! I � � , \ owe�: s��,wooan rnm�rss FLARED END SECTION TO BE REMOVED � � NATURAL HABITAT BUFFER ZONE (TYP) � � ��!_ EXISIING SANITARY SEWER � �A¶� I�. � I=� i � � \� 30' SOUTH FORT COWNS � � i \' MANHOLE TO BE REMOVED �~ I � \ SANITATION DISTRICT EASEMENT i �\ j I � I�I \� I + i� i i � � TO BE VACATED, PER PIAT � i\� c� I� I Q i \ i� �� I � \ � � � \ � � i � i J �I�I � \ \ \i ! i I\ � � � � _ _ — — — — — — — — — — i i �J � � i � ' ` // \ � I1 5���� / � / t ' � I � I r � � � 1 � 1 � � � 1 �, � � � � � \ �\ \` 0 �� \\ \ � ■ ■ ■ i , � � _ EDGE OF 1REE CANOPY (TYP) �,,�p (RE: LANDSCAPE FOR TREES TO BE � � PROTECTED OR REMOVED) ��� � �� � � � � 5�6� V � �' � i � � / � � � r � � i , �v i � � ` II /i / � � � 5060 M ,,, I\ / / � / � � / i \ � \ � i \ , o � � ' � \ � � � � � � ��♦ \ o� '� \ �� \ o � s � � � � \ ��. � � \ � i � � so�o \ � \ � \ \ / � \ � �� \ �,'�1 , \ � \ \ \ � \ � �// �� \ � \ � � � �� r� ■ �� � ■� ■ � ■ y � ■ ■ � ■ ■ � i ■ �� i { ��_� i 1 \ � i i i I o � ��I i ' 1 � i � � � i i � :I,, I � �' � � EXISTING 8" SANITARY SEWER TO 8E REMOVED ��--\ ,-� � i � � ��' i � � i v i i� � � I��I� i i I , i \� i� I I � 1 I , I 1 i i� i i �' �� I � ---I ��I�; ; ► � � � �� � o I , � i \ i � i � �► HISTORIC SITE EASEMENT --� I �!' i , � i i i � I I / 'I� , � 1 � , � ,\ � � \I� � o�: � 1 �//���� ; 1 ` � �, � y, I Sf�NANDOAH OYRJERS ASSOpA710N INC. I / // � ` � I I ` � � I I / I � �,�� / � � �� � � � �'A S � I i�/ /� . I � � , �, I � L—__��, ,�. / % ' � %� ' \So I � i ; � ; I � ���r ,�� / \ 1 �� � ' � 1�I= �/ �� �' PORiION OF EXISTING STORM DRAIN � � i i I � ` o � �� ��� � TO BE REMOVED AND RELOCATED � � � � j� /; � , i �� � I I R � , / � � �, ' � ! ` I � � �/ � �� �„ l 15' US WEST, PEDESTRIAN i � i � V p � � � PORTION OF EXISIING IRRIGATION DITCH �� �' � ACCESS AND BICYCLE EASEMEN�� i i � �� � � �/ / �/" TO BE REMOVED AND RELOCATED �_ l / i � i � I � � / � / �j i � '—s i I ' � I� / �� // �� , �\ POR110N Of EXISTiNG STORM DRAIN i I I / � /r j / i , � �So� � _ TO BE PROlECTED IN PLACE � ' , � , � ' p� �i� /� / i� / �so � � I I �`"o'� � i � I. / � � �, � SUBJEC� OPERN / \\ � I ��, N I � � �PUDCFlLING ONE \�P� // . / �� /// � 1.51QZ745F / \ �50, \� � � � i ' I � � / / i � i� I I � � �/ / � \S° , ' � I I - o� �' / / � 1 � � �— —d—i-5o' �/ —__� �I -- I �°" �,� ��� / 7 ' ��� � � 5�50 � � i i -1' i � � � ;% / /// ,' , �`°� ) � � � � � � � � � � � � � i i � � �i � , �� �, �� / � � IXISTING SANITARY SEWER � i i i � I � /i /� ' �� , hh � MANHOIE TO BE REMOVED i i i i / � %�/ � /'� / / ! �� � � � � j � I {b � � � /� ��/,' �� / � ��'� i i � i � � / � / i / r/// ��/ / / �_ 50�5� i i j i / � / i � I � / '` / � � � / � � END RELOCATION OF EXISTiNG DRY i i I °° r � / �, / � / Ui1LITlES INTO PROPOSED 15 � ) � � ° i����� � � � � � � / / � UTILITY EASEMENT-TRANSITION TO i � � �� � �;' � � / / / EXISiING ALIGNMENT SOUTH � i �� /; � � � � END REMOVAL OF IXISTING i � I i i I / � � SANITARY SEWER i I i � � � � � � / / � � � � � � j � � I I � � � / / (:I / /� I i � / � / / � � O I ' � _� i I / � � ���� /� � / / / ���� � � � � � ���ii �'i' / � � -- � / '�'� J � � � / I I � I �, (' �� ��� � � � , � � / � � I � �' — _— / 1 � I' � � � � /��/ / _���� /� �\ \ � J � I I I � � 1' � ■ ■ ■ ■ � �' ■ � ■ ■ � ■ ■ � ■ ■ � ■ � � ■ ■ � �' � �'■ � � MATCHLINE-SEE SHEET C1.1 � � 0 10 30 60 � SCALE: 1 "=60' KEYMAP � � I � --r� 1 EXISTING WATER MAIN EXISiING SANITARY SEWER EXISTING FlRE HYDRANT EXISTING WATER VALVE EXIST1NG STORM SEWER EXISTING MANHOLE EXIS7ING FES EXISIING GAS EXISTING ELECTRIC EXISTING TELEPHONE EXISTING ELECTRIC METER EXISIING ElEC1RIC RISER EXISTiNG ELECIRIC TRANSFORMER EXISIING EDGE OF ASPHALT EXISTING CURB AND GUTTER EXISIING MAJOR CONTOUR EXISIING MINOR CONTOUR EXISIING RIGHT-OF-WAY EXISIING LOTLINE EASEMENT LINE EXISIING NATURAL HABITAT BUFFER ZONE EXISIING CITY OF FORT COLUNS WETLAND -W _� � STM � _� UE UT 0 ER TR ----4945---- NOlE� 1. ALL UTILITY LOCATIONS SHOWN ARE BASED ON MAPS PROVIDED BY THE APPROPRIATE UTILITY COMPANY AND F1ELD SURFACE EVIDENCE AT THE T1ME OF SURVEY AND IS TO BE CONSIDERED AN APPROXIMATE LOCAl10N ONLY. IT IS 1HE CONTRACTOR'S RESPONSIB�L�TY TO FIELD VERIFY THE LOCATION OF ALL UTILITIES, PUBLIC OR PRIVATE, WHETHER SHOWN ON THE PLANS OR NOT, PRIOR TO CONSiRUCTION. REPORT ANY DISCREPANCIES TO THE ENGINEER PRIOR TO CONSTRUCTION. THE CONTRACTOR SHALL BE RESPONSIBLE TO CALL ALL UTILITY COMPANIES (PUBLIC AND PRIVATE) PRIOR TO ANY CONSTRUCTION TO VERIFY EXACT UTIUTY LOCATION. 2. CONTRACTOR SHAIL BE RESPONSIBLE FOR COORDINAi1NG DEMOUTION, REMOVAL, REPLACEMENT, AND DISPOSAL OF ALL FACILITIES AND MATERIAL. 3. ALL SYMBOLS ARE GRAPHICAL IN NATURE AND ARE NOT TO SCALE. 4. CURB, GUTTER AND SIDEWALK SHALL BE REMOVED TO THE NEAREST JOINT. 5. THE CONTRACTOR SHAIL BE RESPONSIBIE FOR ANY DAMAGE THAT MAY OCCUR TO ANY ON-SITE, PUBLIC OR PRIVATE FACIUIY AS A RESULT OF THE CONSTRUCTION PROCESS. THE CONTRACTOR SHAIL PROTECT TO THE EXTENT POSSIBLE ALL EXISTING FEATURES THAT ARE NOT TO BE REMOVED ADJACENT TO OR WITHIN THE CONSTRUC110N 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 STANDARDS. 7. CONTRACTOR SHAIL COORDINATE ALL CONSTRUCTION ITEMS THAT IMPACT ADJACENT PROPERTIES WITH THE PROPERTY OWNERS PRIOR TO BEGINNING ANY CONSIRUCTION ACTIVITIES. 8. THE NATURAL HABITAT BUFFER ZONE IS INTENDED TO BE MAINTAINED IN A NATIVE LANDSCAPE. REFER TO LANDSCAPE AND SITE PLANS. 9. THE ROBERT BENSON LATERAL FROM THE NORTH LOUDEN DITCH IS OWNED BY THE CITY OF FORT COILINS WHO USES THE DITCH TO CONVEY IRRIGA710N WATER. APPROVAL FROM TNE IRRIGATION DITCH OWNER IS REQUIRED PRIOR TO ANY WORK ON THE DITCH OR IN ITS EASEMENT, AS WELL AS BEFORE ANY STORMWAlER CAN BE DISCHARGED, OR PIANNED TO BE DISCHARGED INTO THE DITCH. 10. REFER TO LANDSCAPE PLANS FOR TREES AND VEGETATION TO BE PROTECIED OR REMOVED. 11. HAZARD TREE #55 WHICH HOUSES THE AMERICAN KESTREL NEST IS TO BE RELOCATED ON THE GROUND VIA CONIROLLED REMOVAL METHODS AND RETAINED AT ITS CURRENT LOCATION. ENSURE THE CAVITY IS FACING SE AND PERCHED (IF POSSIBLE) LIKE A TRIPOD USING LAR6E BRANCHES TO SLIGHTLY PROP THE TRUNK. TREE TO BE CONTROLLABLY REMOVED IN FINAL STAGES OF CONSTRUCTION PHASING, WITH NEST BOXES INSTALLED AT THE BEGINNING TO ALLOW THE KESTREL AN OPPORTUNITY TO RELOCATE IF DESIRED. PLEASE COORDINATE WITH CITY ENVIRONMENTAL PLANNER AND CITY FORESTRY BEFORE PLACIN6 THE TREE. ENSURE THE TREE IS NOT ALTERED DURING THE NESTING SEASON (FEB 1 1NROUGH JULY 31). TREE WORK TO BE DONE BY A C�TY OF FORT COLLINS LICENSED ARBORIST. A LIST Of LICENSED COMPANIES CAN BE FOUND ON THE FORESTRY WEBSITE: FCGOV.COM/FORESTRY. DEVELOPER (OR GENERAL CONTRACTOR) SHALL PROVIDE SELECTED ARBORIST CONTRACTOR INFORMATION WITH CITY FORESTRY AND ENVIRONMENTAL PLANNING PRIOR TO ON_SITE COORDINAl10N. FIELD COORDINAiION MEETING TO OCCUR PRIOR TO TREE PLACEMENT TO ENSURE PROPER PRACTICES ARE USED TO PROTECT KESTREL NEST AND CAVITY. �\ a;;owa 5265 Ronald Reagan Blvtl., Suite 210 Johnstown, CO 80534 970.800.3300 GallowayUS.com y A`P� �`� � O`� �� �� �� �� � �C� �� �� � �� O� G COPYRIGHT THESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. V z � L.I_ � �..L L.L � Z J Q _ � � �, U � H � OO J Z � � 0 W J U � z � � � O # Date Issue I Description Init. 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(S) PVC (8")=5021.96' � � I 7 i � � � �( I �� � I � � I � �j� � /��� i i � � I � � j i � �— � � � I I � �� � \ ` / I I I I � I I( I I ��� ,,�, I � � y � I Nw � � ��� i i � l � I � �< \ / / � � � ! � Q> � � � _� \ s / / � / / / I I � � � � � °6s / � � / / i/ I � � = o \ � � _ _ � J � � \ � / // / / /� /� I � / � i � I � � �\ � v � � � / / / / / / � I � / � � cn �\ \ i — J / � � I � / ����� � i� � /� �� � /� �� � �� � �� I i I ��, \� i� � �� �� /� �� ����� I I � I � � i i i / � � I I� I ��� �/ /� �� �� / // � I I I� I � \ / // / / � � I � � I � \� / / / � / � 'I I I � � 1 � \ �/�i �� / / � / � I I � � � �,� i ,/ . i i l r I � i I /� \ \ \ �\ � � -- — _ - li"/s�. _ — - O�'�-: / I � _ _ � � � � � � �I � � 0 10 30 60 SCALE: 1 "=60' KEYMAP � � --r� i EXISTING WATER MAIN EXISiING SANITARY SEWER EXISTING FlRE HYDRANT EXISTING WATER VALVE EXISTING STORM SEWER EXISTING MANHOLE EXIS7ING FES EXISIING GAS EXISTING ELECTRIC EXISTING TELEPHONE EXISTING ELECTRIC METER EXISIING ElEC1RIC RISER EXISTiNG ELECIRIC TRANSFORMER EXISIING EDGE OF ASPHALT EXISTING CURB AND GUTTER EXIS11NG MAJOR CONTOUR EXISIING MINOR CONTOUR EXISIING RIGHT—OF—WAY EXISIING LOTLINE EASEMENT LINE EXIS11NG NATURAL HABITAT BUFFER ZONE EXISIING CITY OF FORT COLUNS WETLAND � � —W _� � STM � _� UE UT 0 ER TR ----4945---- 1. ALL UTILITY LOCATIONS SHOWN ARE BASED ON MAPS PROVIDED BY THE APPROPRIATE UTILITY COMPANY AND F1ELD SURFACE EVIDENCE AT THE T1ME OF SURVEY AND IS TO BE CONSIDERED AN APPROXIMATE LOCAl10N ONLY. IT IS 1HE CONTRACTOR'S RESPONSIB�L�TY TO FIELD VERIFY THE LOCATION OF ALL UTILITIES, PUBLIC OR PRIVATE, WHETHER SHOWN ON THE PLANS OR NOT, PRIOR TO CONSiRUCTION. REPORT ANY DISCREPANCIES TO THE ENGINEER PRIOR TO CONSTRUCTION. THE CONTRACTOR SHALL BE RESPONSIBLE TO CALL ALL UTILITY COMPANIES (PUBLIC AND PRIVATE) PRIOR TO ANY CONSTRUCTION TO VERIFY EXACT UTIUTY LOCATION. 2. CONTRACTOR SHAIL BE RESPONSIBLE FOR COORDINAi1NG DEMOUTION, REMOVAL, REPLACEMENT, AND DISPOSAL OF ALL FACILITIES AND MATERIAL. 3. ALL SYMBOLS ARE GRAPHICAL IN NATURE AND ARE NOT TO SCALE. 4. CURB, GUTTER AND SIDEWALK SHALL BE REMOVED TO THE NEAREST JOINT. 5. THE CONTRACTOR SHAIL BE RESPONSIBIE FOR ANY DAMAGE THAT MAY OCCUR TO ANY ON—SITE, PUBLIC OR PRIVATE FACIUIY AS A RESULT OF THE CONSTRUCTION PROCESS. THE CONTRACTOR SHAIL PROTECT TO THE EXTENT POSSIBLE ALL EXISTING FEATURES THAT ARE NOT TO BE REMOVED ADJACENT TO OR WITHIN THE CONSTRUC110N 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 STANDARDS. 7. CONTRACTOR SHAIL COORDINATE ALL CONSTRUCTION ITEMS THAT IMPACT ADJACENT PROPERTIES WITH THE PROPERTY OWNERS PRIOR TO BEGINNING ANY CONSIRUCTION ACTIVITIES. 8. THE NATURAL HABITAT BUFFER ZONE IS INTENDED TO BE MAINTAINED IN A NATIVE LANDSCAPE. REFER TO LANDSCAPE AND SITE PLANS. 9. THE ROBERT BENSON LATERAL FROM THE NORTH LOUDEN DITCH IS OWNED BY THE CITY OF FORT COILINS WHO USES THE DITCH TO CONVEY IRRIGA710N WATER. APPROVAL FROM TNE IRRIGATION DITCH OWNER IS REQUIRED PRIOR TO ANY WORK ON THE DITCH OR IN ITS EASEMENT, AS WELL AS BEFORE ANY STORMWAlER CAN BE DISCHARGED, OR PIANNED TO BE DISCHARGED INTO THE DITCH. ��;a���c�c���m►u���1n,o��c�x�J�Lxc���ri���►��:3�;�i�ix��l;�a�[�v�� 11. HAZARD TREE #55 WHICH HOUSES THE AMERICAN KESTREL NEST IS TO BE RELOCATED ON THE GROUND VIA CONIROLLED REMOVAL METHODS AND RETAINED AT ITS CURRENT LOCATION. ENSURE THE CAVITY IS FACING SE AND PERCHED (IF POSSIBLE) LIKE A TRIPOD USING LAR6E BRANCHES TO SLIGHTLY PROP THE TRUNK. TREE TO BE CONTROLLABLY REMOVED IN FINAL STAGES OF CONSTRUCTION PHASING, WITH NEST BOXES INSTALLED AT THE BEGINNING TO ALLOW THE KESTREL AN OPPORTUNITY TO RELOCATE IF DESIRED. PLEASE COORDINATE WITH CITY ENVIRONMENTAL PLANNER AND CITY FORESTRY BEFORE PLACIN6 THE TREE. ENSURE THE TREE IS NOT ALTERED DURING THE NESTING SEASON (FEB 1 1NROUGH JULY 31). TREE WORK TO BE DONE BY A C�TY OF FORT COLLINS LICENSED ARBORIST. A LIST Of LICENSED COMPANIES CAN BE FOUND ON THE FORESTRY WEBSITE: FCGOV.COM/FORESTRY. DEVELOPER (OR GENERAL CONTRACTOR) SHALL PROVIDE SELECTED ARBORIST CONTRACTOR INFORMATION WITH CITY FORESTRY AND ENVIRONMENTAL PLANNING PRIOR TO ON_SITE COORDINAl10N. FIELD COORDINAiION MEETING TO OCCUR PRIOR TO TREE PLACEMENT TO ENSURE PROPER PRACTICES ARE USED TO PROTECT KESTREL NEST AND CAVITY. ii a;;owa 5265 Ronald Reagan Blvtl., Suite 210 Johnstown, CO 80534 970.800.3300 GallowayUS.com y Q'Q` �� � O� �� �� �� �� � �� Q�' �O Q� 5� �� G COPYRIGHT THESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. C� z J � � �..L L.L � z J Q _ � � �, U � H � OO J Z � � 0 W J U � Z � � L.L � # Date Issue I Description Init. Project No: GNK000010 Drawn By: DBC Checked By: JEP Date: 06.28.2023 EXISTING CONDITIONS & DEMO PLAN . �■■ ■ EXISTING R GN �A�F R�AD EXISTING TRAIL PROTECT IN PLACE — i /� / / / oxr�: wocEwoou �eus �ns�x nssoaana� wc. I �` � � � � � � � � i � � EXISIING STORM DRAIN MANHOLE r — I--_ :-- - --� — I \ -_ � ` l i i � � /.� .� �� , ,_ // �/ % � / ii a;;owa 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 GallowayUS.com � P� �� � �� �� �0 �� t��. � �C� Q� �� � 5� O� � � °O w N _ � i� Q �Q = 3 � _�- 0 W� Q� F- � � COPYRIGHT THESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. � � �� � � � � LI D �� Added 100-Year � � WQCV 100-Year � � � — EDB or Im Area Percent 100-Year Release �� Detention Pond Volume LID Method p� Volume �� � LID a� � Treated of Total a� � WSEL Rate , �� ��\� acre(s) cis � � �� Pond A LID 0.19 ADS StormTech 5.83 39% 1.95 5033.0 1.8 `� �� Pond B EDB 0.06 n/a n/a n/a 0.65 5050.7 0.8 � `� �� � Pond C LID 0.20 Rain Garden (RG) 7.63 51% 2.77 5050.3 2.9 , `� t' I � � Total Treated w/LID: 91% � ` ��-� � � i � ,,� ��. I � _j�;',, I � � � �; "' '' I � I= �ti,�'� , '' , � I � I I ' - � ` OS1 I I �:TI ' _ _ _ _ _ _ _ _ _ _ _ ` 027 acres �I � � ���� , � II��� ♦ ` S �� ; OFF-SITE RUNOFF FROM I� ` ` � , I � OS4 \�� ±28% OF N-7 a2a � ` ' � ' 025 ac3es ` 052 ` ��I I � RIDGEWOOD HILLS ` ` ��� 069 ` ij ' 025 acres FOURTH FILING � �' i , � Qz=0.16 cfs � ` os3 ` � '� '' �� Q�oo=0.58 cfs � � _r� r� � � � � ozo ,ss �� � � T 025 acres ` // � � / � � � 2 � � � � �/� � � � � � �� �� � � � � � � // � i � � � � C2 �� � OFF-SITE RUNOFF FROM � - � �i ±31% OF N-7 �� � � � 035 °�s �_ �% RIDGEWOOD HILLS I �� � � � ` ; � � � � FOURTH FILING � — 037 030 � / i � 0.46 acres � / � � , ( � ;' � // � / � � � � � � � % � / � / ,�� A3 \\_ / Q2-0.18 cfs � ` / — ' - \ - ' \� / - S — / � � � 065 ec9es � � � � � �_ � �_ � � � � L _ Q�oo=0.64cfs �I■ c' \ � � \ � / -- -------- - -.. i j�� —,_, — —_ - _ == _ _ .= - - _= _= = 5 =f� /S �� _ � / / //���//— ., i OFF-SITE RUNOFF J,,,� �, FROM A PORTION OF � BASIN N7 - RIDGEWOOD � HILLS FOURTH FILING ` � _ � ■ 1 �I l N-7 � t 025 0.90 � 0,31 acres � 1 l � � � i � � \� OFF-SITE RUNOFF FROM � ±41 % OF N-7 RIDGEWOOD HILLS FOURTH FILING Q2=0.24 cfs Q� 00-0.85 cfs �\ � � � � � � 0 10 30 60 SCALE: 1 "=60' KEYMAP � � LEGEND: PROPOSED MAJOR CONTOUR PROPOSED MINOR CONTOUR EXISTING MAJOR CONTOUR EXISTING MINOR CONTOUR EXISTING STORM SEWER EXISTING MANHOLE PROPOSED STORM SEWER PROPOSED STORM INLET PROPERTY BOUNDARY _s�_ _ �� � l i, i � ��v v � � u I' � �- � � ---- ---- - - I � � i � I � � � 030 1.08 �� �� � i � � . 0,38 acres I�, � I ; ' � _ — � ��' �II / / A� , I; , I ----� --__� � --- , � � _� — � -- -- ' - - _ - __ -- ----��� � � � � o.ez 3 �I �,59 � .__ . � __ � � / � � _. _ _ _ __ ___ _ _ _ __ _ _ - —_ .— _ __ - . — __ � / � 1.00 acres � � �� — - � _ _� -__ � � __ — _ _ �� - . ,r�- � / �_ A1 � � � \ � ' � � � ' �' � � � � � / / / � / � � / � � /� /—�� I � �� I� �� , � J J � / � � � ,_ �' I�I',�� �-- �-�,—�� �� \ � � ��, �, _ _ _ — '� �� � \ � I i f � � - � � - � � � � � � � � � � � - � � - � � - � � - � � � MATCHLINE-SEE SHEET C12.1 O1 PROPOSED OUTLET STRUCTURE OZ PROPOSED STORM DRAIN PIPE OPROPOSED STORM DRAIN INLET (CDOT TYPE R CURB INLET, No. 16 COMBINATION INLET, AREA INLET, ETC.) O4 PROPOSED GRASS-LINED SWALE W/CONCRETE PAN O5 PROPOSED RE-ALIGNMENT OF EXISTING IRRIGATION DITCH O6 EXISTING IRRIGATION DITCH TO BE PROTECTED IN-PLACE O7 PROPOSED INTERIM OUTFALL O8 PROPOSED HEADWALL w/ORIFICE PLATE O9 PROPOSED SIDEWALK CHASE 10 PROPOSED BIORETENTION BASIN 11 PROPOSED ADS STORMTECH SYSTEM 12 EXISTING 48" OUTFALL TO ROBERT BENSON LAKE 13 RE-ROUTED OUTFALL FROM SHENANDOAH PUD FILING ONE 14 POND B OUTFALL 15 ESTIMATED 100-YEAR WATER SURFACE ELEVATION (WSEL) 16 EXISTING 24" OUTFALL CONSTRUCTED W/RIDGEWOOD HILLS PUD 3RD FILING PROPOSED LOTLINE EASEMENT LINE —�_`-��� ------- �1�35 ------- O � • � DRAINAGE SYMBOLS: BASIN ID MINOR (2vEAR) RUNOFF - COEFFICIENT MAJOR (100vEAR) RUNOFF COEFFICIENT A1 0.23 1.00 0.45 acres A1 BASIN AREA (ACRES) DESIGN POINT MAJOR BASIN BOUNDARY (i.e., C-STORE) � � � � � SUB-BASIN BOUNDARY (i.e., RATIONAL METHOD) � OVERLAND FLOW DIRECTION (I.E., LANDSCAPING) � DIRECT FLOW DIRECTION (I.E., PAVEMENT, CURB AND GUTTER) DRAINAGE NOTES � z J �..L � L.L L.L � Z J Q J J 2 � 0 � 0 J O � � � C� Q � z 1..� � O Z J J O I..L O # Date Issue / Description Init. Project Na: Drawn By: Checked By: Date: GNK000010 DBC JEP 06.28.2023 DRAINAGE PLAN �■■�■ � � � � � � � \f ' �� � � \ , � / � I I E� �pNpq�E �� 1 �i Q�oo BYPASS FLOW � � I� '� FROM DPB11 (OCG): ,� � ±17.8 CFS I i `/"� ��� - , � - ��- �i �� � � 1 �� _ � `� - �� �- � � � ��� � � 4� � � I- I - _� OFF-SITE RUNOFF FROM � � ' BASIN SB-14 OF �', RIDGEWOOD HILLS ' � FOURTH FILING � d� Q2=0.05 cfs ��� � I Q - 1.52 cfs �,, , r� 100 - ' � �' � - � B-1 � �� -- � � � .t - \ �' 1 i �i � �l �� I _ ' I C9 � �G SB-14 ' 0.06 � ���� 0.60 0298 � 0.93 acres . / 0.51 acres � � / ( ,, ' � � �- - \� � � ' � �� , / ;� �� � � � o.�o o.zz � \ 0.88 acres \ C5 \� \ � ��� � � �` � r ,�, � Ve � . \� �(�� � / � % ��� �: ,,, 1 \" � ��� 2 ��� C14 072 1.07 ��� l� � s, C18 0.63 �.03 o.7s acres 2 MATCHLINE-SEE SHEET C12.0 ■■�■■��■■�■■� �' �1 / \ � \ � 1 \ \� � \\ \ \ ° D1 � � � a.ss � \ '��., D1 � o.s2 acres � / � \ � � � �� \ \ � -� � A�-� �� 1 ■ \�. \� \� 1 � � \ �\ \ � \ \ \ \ �' \V� \ � \1 1 ' � �\ \� \ � \ \ �\ � � � i ' I �` �1 1 � ' � �' � � � �� 1 I Il � f� � f I 1�� � I � � / � ������ ; i i i � � �� � �� I I I i � � I � I � � I � � � \ � \ ' 1� \ � � � � ' l \ � �, � �, ��� � � � � � �� �� � � \ � � \ \ � � \) � � I �� � \ � � \ � � � � �� `. � � 1 '1 � 1 i� � � �� ` � � �� � \ � � \ � � ' � \ � � '� � � / �1 � � ■ ■ ■�� ■ ■ � ■,■ � ■ ■ ��■ ■' BASIN SUMMARY TABLE C+2 C+100 Tributary Area �c � 2-Year tc � 100-Year Qz Q�oo Sub-basin (acres) (min) (min) (cfs) (cfs) A1 0.59 0.82 1.00 5.0 5.0 1.4 5.8 A2 0.99 0.85 1.00 5.5 5.0 2.3 9.9 A3 0.98 0.52 0.65 6.9 5.7 1.3 6.1 A4 0.44 0.60 0.74 5.0 5.0 0.8 3.3 A3 & A4 1.42 0.54 0.68 6.9 5.7 2.0 9.3 A5 0.33 0.68 0.85 5.0 5.0 0.6 2.8 A6 0.43 0.77 0.96 5.0 5.0 0.9 4.1 A5 & A6 0.76 0.73 0.91 5.0 5.0 1.6 6.9 A7 0.23 0.42 0.52 5.0 5.0 0.3 1.2 A8 0.16 0.82 1.00 5.0 5.0 0.4 1.6 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 A11 0.16 0.84 1.00 5.0 5.0 0.4 1.6 Al2 0.28 0.87 1.00 5.0 5.0 0.7 2.8 A 13 0. 64 0.64 0. 81 5.1 5. 0 1. 2 5.1 A14 0.34 0.67 0.84 5.0 5.0 0.6 2.8 A15 0.20 0.72 0.91 5.0 5.0 0.4 1.8 A16 0.32 0.89 1.00 5.0 5.0 0.8 3.2 PND A 0.91 0.22 0.27 7.4 7.1 0.5 2.2 RBS 0.85 0.20 0.25 5.0 5.0 0.5 2.1 B 1 0.27 0.33 0.42 9.1 8.1 0.2 1. 0 B2 1.78 0.57 0.72 7.2 5.6 2.6 12.4 B3 0.69 0.68 0.85 5.8 5.0 1.3 5.9 PND B 1.08 0.30 0.38 9.6 8.8 0.7 3.4 C1 0.30 0.37 0.46 6.4 5.7 0.3 1.4 C2 0.13 0.28 0.35 7.6 7.0 0.1 0.4 C3 2.25 0.61 0.77 7.3 6.1 3.5 16.4 C4 0.72 0.74 0.92 5.2 5.0 1.5 6.6 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 C6b 0.99 0.73 0.92 7.1 5.0 1.9 9.1 C6a & C6b 1.25 0.74 0.93 7.1 5.0 2.4 11.5 C7 0.41 0.55 0.69 5.0 5.0 0.6 2.8 C8 0.42 0.46 0.57 10.0 8.4 0.4 2.0 C9 0.60 0.74 0.93 5.0 5.0 1.3 5.5 C10 0.46 0.81 1.00 5.0 5.0 1.1 4.5 C11 0.19 0.84 1.00 5.0 5.0 0.4 1.8 C12 0.41 0.55 0.69 5.0 5.0 0.6 2.8 C13 0.34 0.76 0.95 5.0 5.0 0.7 3.2 C14 1.07 0.72 0.90 6.9 5.0 2.0 9.6 C15 0.46 0.78 0.97 5.0 5.0 1.0 4.5 C13, C14 & C15 1.88 0.74 0.92 6.9 5.0 3.6 17.3 C16 1.60 0.73 0.92 6.5 5.6 3.1 14.2 C17 0.13 0.70 0.88 5.0 5.0 0.3 1.2 � ■ ■ � I I I _�� ! I I I I ��� � �� � r��■�wi � , .�- � �� � ', . . . . - . . I� � � ." �, 1117 �� � - �� � I � ��� � z!� ♦ � :. '� '� • ' �� �� " � ` ,���.i I 1 - ., - � % �;, �► � � � � � � � � � : � �_. . ;� � � � ---- -- ,� " � I � % � � � � . � • � � � � � - . , � �� �■ I � Q� +f� � _ �� � ���� � �� � �_ � � , .� ,��,� ;., , � ���� , �� �� ��. �� � � �i� � ��� , � `` � ���� �� �� . I�,� I�� � • � � � � � � � \� �� � � ''• � / � \ • I__ � � ��� �� � �''� �� � . � � � � � �� \�wr�ri _ �- .� � . � : � :; _ . � . � : � � � � �� - ,- -- �' ,.�� .� � ..� ..� � �� - ���- � � , .� _ I • - : � . � • � � � � � - . ,,�.-� �Q ' I ��� , I i � � / / ��� _ ` � ` \ � \\ � ^ _ - � J � � \ � / RF9 0.08 0.95 1.00 5.0 5.0 0.2 0.8 � � , � �\ '` �` i ��- r, � RF 10 0. 08 0.94 1.00 5. 0 5.0 0.2 0. 8 �I! , - �' ' � � � �' � � ' � \ ♦ �� / � _ � �� � � D1 0.10 0.65 0.82 5.0 5.0 0.2 0.8 �� � �; � � � � / , ' / �°� � \ � \ � , \ \ � , � / D2 0. 74 0. 33 0.42 5. 0 5. 0 0. 7 3.1 , ;j � , � �\ � � / �. � � � �\ \ � \ / D3 0.21 0.20 0.25 6.1 5.8 0.1 0.5 - 1 � .� . WT1 ' � �-- --- _ -- I � / . ' S / � `\ �, ` \\ � D4 0.29 0.20 0.25 6.3 6.0 0.2 0.7 o a� o �� , � -- � -- `� �s' � � � \ � \ ` ` � D5 0.42 0.23 0.28 5. 0 5.0 0. 3 1.2 0.52 acres \ � � / \ � ` � \\ � � - ,', , �' � � � \ � � � D6 0.93 0.20 0.25 11.8 11.8 0.4 1.7 � - , � � RG C r -�j- _-- �- ,-' � �'� � � \ � �� \ `� ` � � ---- _ `� � � ' ��'� -' � � 0:33 ac8es , � �� �� `, �\ ♦ `\ � ' WT1 0.17 0.41 0.52 5.0 5.0 0.2 0.9 � � � / ', ` � �- ' � //-'� ,- � ` � ,� `��\� ` \`,� j , WT2 2.21 0.25 0.31 5.0 5.0 1.6 6.8 � I ' / �-�---_---�-- ��� '� I io \ ` ��\ � � � /�C , � � � W� 1.70 0.20 0.25 5.0 5.0 1.0 4.2 � / � � - _�_�� � � ` ` ` � � �� i ' ` / � '//j/ 5 ;; / � �\ � \ ` / \ \ / OS1 0.90 0.21 0.27 11.3 11.3 0.4 1.8 I . � �� ,'� � �\ � �j ' � � � OS2 0.69 0.20 0.25 11.4 11.4 0.3 1.3 / / � � c�a �, � �\ �� � ♦ � � � / �� -' � _ �� /% f ( l, -::��„�.«� -_. �� `� �\ s� �� ���/ � OS3 1.69 0.20 0.25 11.7 11.7 0.7 3.1 � � � � ` ' � f- - � '� �1 �- � ���..�'`� � `� ` �`_-� � / OS4 0.38 0.20 0.25 11.2 11.2 0.2 0.7 � � � , � � ;:� � � , , �'� � , , �A\ � 1 - - , � , � _ � �,, . - �, , v , ; � � � � i � i -��" � � � � � � � - �i� � � �� � � � � � � �� � � �� ��' � - --���� �� � � � � � � � i � �/ � �, -�� � �� LID � t /� �� � � � ���� � �� � � �' � , � / / , � � / � �� � � �-�� � ♦ ��� � WQCV 100-Year Added 100-Year EDB or Imp. Area Percent 100-Year Release ` � / � / � � , � �__ =-_ _��\\ '�� ` ` \\ Detention Pond LID Val�u�me LID Method Treated ofTotal Va�� �e WSEL Rate X j / / � / WT2 � �� � � � j � acre(s) cfs � ' � � 025 � / ` °3, �Zes - �� ` /`� Pond A LID 0.19 ADS StormTech 5.83 39% 1.95 5033.0 1.8 � � / / \ � PND C � � � ' %� ~ \ � � / � I o.20 � � \ � Pond B EDB 0.06 n/a n/a n/a 0.65 5050.7 0.8 1.58 � / 025 2cras � �� � � � � ! / � / � � `� Pond C LID 0.20 Rain Garden (RG) 7.63 51% 2.77 5050.3 2.9 I I � � � / � / � � 15 �� ���� � Total Treated w/LID: 91% � � ; / �, �, ` �� � I � /� � �� ��, /���\ �- �'�, i� � `� �;,, __--; i' �� ` ��� ,` � i I � � / � � ` � ,`�. / -� � �� ,� � � I � I � \ / � � ,, ; � � �`. �� i I I r ) � ` ; \ \, �� \; ' � % , �\ \ \ i � I � � � � WT3 � � ��; �, ,, � c�s ,�� � � � � � �� �� � / � I X i � \ �. �� \ � / �i ' � � ��� � ozo \� � � ` � � 025 ac�e.�s � � � � � � �� ��� -__ _A� _ . , .. .- ��� � � � � �' � �� � � r �� � � � � � � � T � -��� - =-�_ �i� � � � � � _ ��AA � _ i .� � � �� � 1 � � � � � .� � � � ---�' �" ! = � � � � � � , � � -' ' ' - � x �� � � �� � � � � � � � � � � EXISTING � � V�� � j ��� � � - ' � � �� � �� � � -- 1 � �' % � � WETLAND AREA � � � �� � - �s� -��-5� � ��- -- - -�,;- - - -5�-f _ _ �,, � '� / � � � � � � ) - � � � _ � � _ � � .a'�"- �- � �` � �- -� - -� - � � ��� � � � � �s � ,,,,.� � - � .� �` �� ,' �' � ��� � .- � \ \ , � / � �''� a2o o.sa / ' � 6 � \�� ` 1 � \ � \\ \ , ' o25 acres I D6 � - - �� - - - - - /- � � ` -� � ` �' Q I ' - '-' S., __' '- -5J- -SD- - -SD- - -_D_ - -Si.- - Q �� - � � i 5� . . _ - S�. ' - __ . -.. - _ - � � � � � ' � - �r _ X_ _�T� - - - X - - � � � S�y_ � .\\,� .. sC. - �SU� - ' -� rp 5' _ y� 1- c[` �- �� � /� -� .c�/ � � �� i � � ��� �' � � � �' � � � � � �' - � � � � � � � � � A � � , - �, r \ � � \ ` / / � � � � - -- ` � � � � X � v� \ � . �� �_ \ 1--�-�\ -�� _ � � � � _ � - � � � �.i � � �� � _ =-=�1 � \ � \ � - - - - � � \ � � \ � � \ � �I � � 0 10 30 60 � SCALE: 1 "=60' KEYMAP � � LEGEND: PROPOSED MAJOR CONTOUR PROPOSED MINOR CONTOUR -G_`.��� EXISTWGMAJORCONTOUR ------ ��35 ------- EXISTING MINOR CONTOUR EXISTING STORM SEWER EXISTING MANHOLE O PROPOSED STORM SEWER PROPOSED STORM INLET � • PROPERTY BOUNDARY �I PROPOSED LOTLINE � � EASEMENT LINE - - DRAINAGE SYMBOLS: �1 � BASIN ID A1 0.23 1.00 MINOR (2vEAR) RUNOFF 0.45 acres BASIN AREA COEFFICIENT MAJOR 100 RUNOFF (ACRES) � YEAR� COEFFICIENT A1 DESIGN POINT MAJOR BASIN BOUNDARY (i.e., C-STORE) � � � � � SUB-BASIN BOUNDARY (i.e., RATIONAL METHOD) � OVERLAND FLOW DIRECTION (I.E., LANDSCAPING) � DIRECT FLOW DIRECTION (I.E., PAVEMENT, CURB AND GUTTER) DRAINAGE NOTES O1 PROPOSED OUTLET STRUCTURE OZ PROPOSED STORM DRAIN PIPE OPROPOSED STORM DRAIN INLET (CDOT TYPE R CURB INLET, No. 16 COMBINATION INLET, AREA INLET, ETC.) O4 PROPOSED GRASS-LINED SWALE W/CONCRETE PAN O5 PROPOSED RE-ALIGNMENT OF EXISTING IRRIGATION DITCH O6 EXISTING IRRIGATION DITCH TO BE PROTECTED IN-PLACE OPROPOSED INTERIM OUTFALL O8 PROPOSED HEADWALL w/ORIFICE PLATE O9 PROPOSED SIDEWALK CHASE 10 PROPOSED BIORETENTION BASIN 11 PROPOSED ADS STORMTECH SYSTEM 12 EXISTING 48" OUTFALL TO ROBERT BENSON LAKE 13 RE-ROUTED OUTFALL FROM SHENANDOAH PUD FILING ONE 14 POND B OUTFALL 15 ESTIMATED 100-YEAR WATER SURFACE ELEVATION (WSEL) 16 EXISTING 24" OUTFALL CONSTRUCTED W/RIDGEWOOD HILLS PUD 3RD FILING \ �\ � � ■■ ` � _�' ! � � - � � �, � � � � � �, , � � � �� i � � \ �� � 3 , � � � \ � ,� � \ ` \ � ��• � � •• .� � �, � ., � � %., � ` �� � � `�J_-` �I� ���I N �� - �� /% r� � � \ _� \ � � � � �0.5 � a 4, o.ss I a��e5 � �,- � � � � ���\ �' /,�;: � - �� i � � . � � � � '�� � � �� '� ♦ �° �,,.� �� �. �� ` � � - - ����� � � ii a;;owa 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 GallowayUS.com � P� �� � �� �� �O �� �� � - `� Q�L��p �v cJ� (''O�� V COPYRIGHT THESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. � z J �..L � L.L � � Z J J � � _ � 0 � J O � � � � Q � z � L.L 0 z J J 0 � 0 # Date Issue / Description Init. I Project Na: Drawn By: Checked By: Date: GNK000010 DBC JEP 06.28.2023 DRAINAGE PLAN ■