November 21, City of Thornton 9500 Civic Center Drive Thornton, CO (303) RE: Maverik Thornton, CO - Drainage Report

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2 November 21, 2016 City of Thornton 9500 Civic Center Drive Thornton, CO (303) RE: Maverik Thornton, CO - Drainage Report As per your request, we are submitting to you the drainage report and calculations of the drainage design for the Maverik located at 88 th Avenue and Pecos Street in Thornton, CO. The stormwater drainage report meets the criteria and specifications per Section 100 of the City of Thornton design manual. The Rational Method was used to calculate the runoff for historic and post-development per the UDFCD manual and imperviousness table. Using the UD-Detention spreadsheet, the detention pond/outlet structures were sized per COT and UDFCD details. The majority of storm water generated onsite will sheet flow to newly installed inlet boxes. The last inlet box prior to the detention basin is equipped with a sump and snout that will filter the storm water from hydrocarbons and other pollutants. After passing through the filtration process, the storm water will be directed to an above ground open detention basin that has been sized for the WQCV, EURV, and 100-year volume per USDCM and City of Thornton criteria. Once the storm water is in the detention system, it will be gravity fed towards a control box that is equipped with orifice plates and overflow structures that have been sized to control the outflow at rates for WQCV, EURV, and to below pre-historic flows for the 5-yr and 100-yr storms. The storm water hydraulic and hydrology calculations including the basin sizing and orifice plate are discussed in this report. If you have any questions, or we can be of further assistance, please let us know. Sincerely, Nate Reeve, P.E. Principal Engineer Reeve & Associates, Inc. nreeve@reeve-assoc.com Anna Newman, E.I.T. Civil Engineer Reeve & Associates, Inc. anewman@reeve-assoc.com Solutions You Can Build On Civil Engineering / Land Planning / Structural Engineering / Landscape Architecture / Land Surveying 5160 South 1500 West Riverdale, Utah Tel: Fax: ogden@reeve-assoc.com Website:

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4 Reeve & Associates, Inc. Table of Contents MAVERIK, INC. 88th Avenue and Pecos Street Thornton, CO Item Section Introduction 1 Drainage System and Description 2 Drainage Analysis and Design Criteria 3 Summary and Conclusion 4 Appendix 5

5 Stormwater Drainage Design Report Maverik, Inc. Thornton, CO 1.0 Introduction 1.1 Purpose The purpose of this drainage report is to reflect proposed changes to the current drainage patterns associated with the proposed Maverik and subdivision. Proposed changes to the property include construction of a 5,518 sq. ft. Maverik convenience store with fuel pumps and associated utility service connections. The detention basin and associated facilities have been designed for a full build-out scenario. 1.2 General Property Description At the request of Thornton City, Reeve & Associates has prepared the following Storm Drainage Design Report for the proposed Maverik located at 88 th Avenue and Pecos Street in Thornton, Colorado. The site is located in the southeast quarter of section 21, township 2 south, range 68 west. See Figure 1 for a general location map that shows the proposed location and surrounding properties. A private storm sewer system will collect stormwater runoff from the proposed development. The storm sewer system will discharge into a private detention pond located on the eastern side of the property. An outlet pipe from the detention pond will outlet to the public right of way located along the north side of W. 88 th Avenue. The proposed development includes an access road and vacant land for future development. The detention basin and outlet structures are sized for a full buildout scenario for all future developments. 1.3 Pre-developed Drainage Characteristics The existing site is currently undeveloped and consists mostly of dry weeds and sandy loam with the soil type being C/D. The existing runoff from this property is divided into two sub-basins (EX-1 and EX-2) but sheet flows primarily from the north to the south and into the curb and gutter on 88 th Avenue as outline in this section and depicted on the predevelopment drainage plan located in the Appendix; with design point Z being the outfall of these existing basins. There is a third drainage basin (EX-3) on the north east corner of the site that sheet flows to the north east and into the Orchard Hill Senior Apartment Complex with design point Y being the outfall of this basin. 3

6 Stormwater Drainage Design Report Maverik, Inc. Thornton, CO The property is bordered to the north by residential property to the west by Pecos Street and Water World Amusement Park, to the south by 88 th Ave, and to the east by Orchard Hill Senior Apartments. The pre-developed stormwater runoff leaves the site without the use of engineered quality or detention facilities. 1.4 Post-developed Drainage Characteristics The proposed site will operate as a Maverik Convenience Store with vehicle fueling stations. The entire parcel sits on 6.35 acres. The site will contain 197,154 s.f. of undeveloped area, 54,546 s.f. of hard surface area, 19,880 s.f. of landscaped area and 5,518 s.f. of building area. Note that the detention basin has been sized to accommodate future developments on the site to tie into the detention basin. The proposed grading will divide the site into twelve drainage basins and seven design points as outlined in this section and depicted on the developed drainage plan located in the Appendix. Basin R-1 encompasses 0.43 acres of sidewalk and landscape between the onsite curb and gutter and Pecos Street and W. 88 th Avenue right of way. Stormwater generated in this basin will sheet flow undetained into the curb and gutter within the right-of-way and into the southeast corner of the lot. Basin R-2 encompasses 0.23 acres of sidewalk and landscape between the onsite curb and gutter and W. 88 th Avenue right of way. Stormwater generated in this basin will sheet flow undetained into the curb and gutter within the right-of-way and into the southeast corner of the lot. Basin R-3 encompasses 0.02 acres of asphalt paving on the southeast corner of the lot. Stormwater generated in this basin will sheet flow undetained into the curb and gutter within the right-of-way in W. 88th. Basin R-4 encompasses 0.02 acres of asphalt paving on the northwest corner of the lot. Stormwater generated in this basin will sheet flow undetained into the curb and gutter within the right-of-way on Pecos and follow the curb and gutter to the southeast corner of the lot. Basin B-1 encompasses 0.63 acres of parking and drive aisles of the proposed convenience store. Stormwater generated in this basin will sheet flow to a low point on the curb with an inlet box titled A. The water will be conveyed by a private storm sewer system to the private detention pond. Basin B-2 encompasses 0.02 acres of parking and drive aisles of the proposed convenience store. Stormwater generated in this basin will sheet flow to a low 4

7 Stormwater Drainage Design Report Maverik, Inc. Thornton, CO point on the curb with an inlet box titled d B. The water will be conveyed by a private storm sewer system to the private detention pond. Basin B-3 encompasses 0.14 acres of parking and drive aisles of the proposed convenience store. Stormwater generated in this basin will sheet flow to a low point on curb with an inlet box titled C. The water will be conveyed by a private storm sewer system to the private detention pond. Basin B-4 encompasses 0.57 acres of parking and drive aisles, the building and canopy for the proposed convenience store. Stormwater generated in this basin will sheet flow to a low point on curb with an inlet box titled D. The water will be conveyed by a private storm sewer system to the private detention pond. Basin B-5 encompasses 0.40 acres of parking and drive aisles, the building and canopy for the proposed convenience store. Stormwater generated in this basin will sheet flow to a low point on curb with an inlet box titled E. The water will be conveyed by a private storm sewer system to the private detention pond. Basin B-6 encompasses 0.35 acres of parking and drive aisles, the building and canopy for the proposed convenience store. Stormwater generated in this basin will sheet flow to a low point on curb with an inlet box titled F and G. The water will be conveyed by a private storm sewer system to the private detention pond. Basin B-7 encompasses 0.82 acres of detention pond. This has been sized to detain the 100-year storm event per COT code with an outlet structure and orifice plates for the WQCV, EURV and 100-year storm event. It will be landscaped per COT code. Basin F-1 encompasses 2.73 acres and will be developed at a later date. However, the detention basin design has included this area in a full build-out scenario. Future developments will convey their storm water to the proposed private detention pond. Pipe P1 conveys the stormwater from Basin B-2 from the inlet box B. Pipe P2 conveys the stormwater from Basin B-1 from the inlet box A. This pipe also carries the water from Basin B-2. Pipe P3 conveys the stormwater from Basin B-3 from the inlet box C. Pipe P4 conveys the stormwater from Basin B-4 from the inlet box D. This pipe also carries the water from Basin B-2 and B-1. Pipe P5 conveys the stormwater from B-5 from the inlet box E. This pipe also carries the water from Basin B-4, B-3, B-2 and B-1. 5

8 Stormwater Drainage Design Report Maverik, Inc. Thornton, CO Pipe P6 conveys the stormwater from B-6 from the inlet box F. This pipe also carries the water from Basin B-5, B-4, B-3, B-2 and B-1. Pipe P7 also conveys the stormwater from B-6 from the inlet box G. This pipe also carries the water from Basin B-5, B-4, B-3, B-2 and B-1. Ultimately, all storm water runoff from this site is conveyed to the South Platte River. In a fully developed scenario, 1% or cfs and 0.17 cfs will exit the site at each access untreated during the 5-yr and 100-yr storms respectively. The remaining storm water from hard surface areas will be directed to a private detention pond that is sized for the WQCV, EURV and 100-yr volumes. It will release 0.5 cfs and 8.60 cfs into the 88 th Ave right-of-way during the 5-year and 100-year storm events respectively. 1.5 Water Quality A private water quality facility will be provided for the full build-out at this time. Post-development stormwater runoff will be collected via curb and gutter and private combination curb inlets throughout the property. A private storm sewer system will convey storm water flows to the private detention pond facility located along the northeast property line. The detention pond will provide storage for the water quality capture volume of acre-feet or 6,926 c.f. with a water surface elevation of and the EURV storage has also been provided with a volume of acre-feet or 13,765 c.f. with an elevation of An outlet structure within the detention pond will provide water quality and staged release of stored stormwater that meets the City of Thornton Storm Drainage Design requirements. Because the 5-yr, and 100-yr design storm event developed flows are larger than the pre-developed site runoff totals, the detention pond outlet structure also reduces the release rates of the post-developed flows to the pre-developed rates. The pond will provide storage for the 5-yr design storm event and the water quality volume of acre-feet or 21,867 c.f. with a water surface elevation of The pond will also provide storage for the 100-yr, design storm event and the water quality volume of acre-feet or 35,240 c.f. with a water surface elevation of During the 100-yr design storm event, the pond outlet structure will provide a release rate of 8.6 cfs which is less than the predeveloped outflow of 9.7 cfs provided the UD-Detention analysis of the detention pond volume. A private 24 RCP pipe will connect to the outlet structure and release into a sidewalk chase drain and into the curbline along the north side of W. 88 th Avenue. 6

9 Stormwater Drainage Design Report Maverik, Inc. Thornton, CO See Hydraulic Calculations located in the Appendix for more details regarding detention pond design. 1.6 Hydrology Calculations The City of Thornton Storm Drainage Design, Grading, and Water Quality Technical Criteria within the City of Thornton Standards and Specifications was used to perform hydrology calculations. The Rational Method has been used to compute storm water runoff, as preferred for drainage areas less than 100-acres. Design storms with the 5-yr, and 100-yr, occurrence intervals were used. Weighted or composite C values for the site were calculated using the following formula. 5-year, and 100-yr, flows for the proposed site are summarized in the Appendix. Table 1 shows a comparison between pre-development discharges and postdevelopment discharges from the project site. Tablie 1: Peak Discharge Comparison Pre-Development Discharge (cfs) Post-Development Discharge (cfs) Discharge Difference (cfs) Q5 Pecos Q100 Pecos Q5 88th Q100 88th NE Corner NE Corner Pipe and inlet capacity calculations were performed at each design point as shown on the drainage plan. Storm sewer for this project was designed to convey the required 100-yr storm even with a surcharge hydraulic grade line not less than one foot below finished grade. Hydrologic and hydraulic calculations are located in the Appendix. All assumptions shall be field verified by the contractor prior to commencing construction, and discrepancies shall be reported to the engineer immediately for review. 7

10 Stormwater Drainage Design Report Maverik, Inc. Thornton, CO 1.7 Floodplain Statement According to the Federal Emergency Management Agency (FEMA), as depictured on Flood Insurance Rate Map (FIRM) 08001C0582H with an effective date of March 5, 2007, the site lies within areas determined to be outside the 500- year floodplain. 1.8 Erosion Control It is respectfully requested that an erosion control plan be submitted in conjunction with the final grading plan and not be required to be submitted with this drainage report. 1.9 Summary Developed runoff generated from the project site during the 100-yr. design storm event are anticipated to be less than or equal to the pre-developed runoff rates. Prior to being released off-site, runoff will be treated via a private detention pond and water quality facility, while a small percentage of the site s runoff will discharge (un-detained) to the adjacent right-of-way or adjacent properties. Downstream of the detention pond, a private 24 RCP pipe and sidewalk chase drain will convey treated runoff into the W. 88 th Avenue right of way. A series of private combination inlets will collect runoff in multiple locations on site and convey the runoff to the proposed private detention pond east of the Maverik building. The storm sewer has been designed to handle developed flows in the required 100-yr. design storm event condition within minimal surcharge. Since the site s anticipated developed runoff rate is less than the allowed predevelopment runoff rate, development on this site as described in the enclosed drainage plan is not anticipated to adversely impact downstream stormwater infrastructure. Upon the completion of construction, if conditions or outfall locations differ from the assumptions stated within this drainage study, an amendment to this report must be completed. Maverik Inc. will be responsible for any maintenance on the drainage facilities. 8

11 Stormwater Drainage Design Report Maverik, Inc. Thornton, CO APPENDIX 9

12 Stormwater Drainage Design Report Maverik, Inc. Thornton, CO Figure 1 Vicinity Map 88 th Avenue and Pecos Street Project Site The project site is located at 88 th Avenue and Pecos Street in Thornton, CO. 10

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25 Hydraulic Grade Line - 5-yr Maverik, Inc 88th Ave & Pecos - Thornton, CO 8/29/2016 AHN Pipe Size (in) Slope (%) Length (ft) Flow (cfs) Invert Elev Invert Elev Up HGL Down (ft) (ft) Down HGL Up P P P P P P P P * All pipes analyzed with a Manning's roughness coefficient of Hydraulic Grade Line yr Maverik, Inc 88th Ave & Pecos - Thornton, CO 8/29/2016 AHN Pipe Size (in) Slope (%) Length (ft) Flow (cfs) Invert Elev Invert Elev Up HGL Down (ft) (ft) Down HGL Up P P P P P P P P * All pipes analyzed with a Manning's roughness coefficient of

26 Storm Runoff Calculations Maverik, Inc 88th Ave & Pecos - Thornton, CO 6/3/2016 TJH Basin Designation EX-1 EX-2 EX-3 Composite 'C' Factors - Pre & Post-Development GRASS ROOFS PAVEMENT GRAVEL COMPOSITE C FACTOR Grass Roofs Paved Gravel Total 5-YR 10-YR 100-YR 5-YR 10-YR 100-YR 5-YR 10-YR 100-YR 5-YR 10-YR 100-YR 5-YR 10-YR 100-YR % IMPERVIOUS R-1 R-2 R-3 R-4 B-1 B-2 B-3 B-4 B-5 B-6 B-7 F-1 * EX = existing * R = undetained * B = detained * F = future Basin Designation Time of Concentration C5 Acre Length (ft) Slope % Ti (min) Length (ft) Slope (ft/ft) Vel. (fps) Tt (min.) Total EX-1 EX-2 EX R-1 R-2 R-3 R-4 B-1 B-2 B-3 B-4 B-5 B-6 B-7 F-1 * EX = existing * R = undetained * B = detained * F = future Design Point Z Y * EX = existing * R = undetained * B = detained * F = future min. assumed min. assumed min. assumed min. assumed min. assumed min. assumed min. assumed min. assumed min. assumed assumed Design Storm: 5-Year Runoff Basin Area (ac) Coeff. (c) Tc C*A I (in./hr.) Q (cfs) Sum Area Max (Tc) Sum C*A Total Q (cfs) EX EX EX R-1 R-2 R-3 R-4 B-1 B-2 B-3 B-4 B-5 B-6 B-7 F

27 Design Storm: 10-Year Runoff Design Point Basin Area (ac) Coeff. (c) Tc C*A I (in./hr.) Q (cfs) Sum Area Max (Tc) Sum C*A Total Q (cfs) Z EX EX Y EX * EX = existing * R = undetained * B = detained * F = future R-1 R-2 R-3 R-4 B-1 B-2 B-3 B-4 B-5 B-6 B-7 F Design Point Z Y Basin EX-1 EX-2 EX-3 R-1 R-2 R-3 R-4 B-1 B-2 B-3 B-4 B-5 B-6 B-7 F-1 Design Storm: 100-Year Runoff Area (ac) Coeff. (c) Tc C*A I (in./hr.) Q (cfs) Sum Area Max (Tc) Sum C*A Total Q (cfs) Sum Area Max (Tc) Sum C*A Total Q (cfs) A B C D E F G FOR PIPE CAPACITY CALCULATIONS P1 P2 P3 P4 P5 P6 P7 Sum Area (Tc) Sum C*A I (in./hr) Total Q (cfs) P8 See UD-Detention Spreadsheet 8.90 Z post Y post See UD-Detention Spreadsheet

28 Inlet Management Worksheet Protected INLET NAME Inlet 1 Inlet 2 Inlet 3 Inlet 4 Inlet 5 Inlet 6 ed Site Type (Urban or Rural) URBAN URBAN URBAN URBAN URBAN URBAN Inlet Application (Street or Area) STREET STREET STREET STREET STREET STREET Hydraulic Condition In Sump On Grade On Grade In Sump In Sump On Grade Inlet Type Denver No. 16 Combination Denver No. 16 Combination Denver No. 16 Combination Denver No. 16 Combination Denver No. 16 Combination CDOT/Denver 13 Combination USER-DEFINED INPUT User-Defined Design Flows Minor Q Known (cfs) Major Q Known (cfs) Bypass (Carry-Over) Flow from Upstream Receive Bypass Flow from: Minor Bypass Flow Received, Q b (cfs) Major Bypass Flow Received, Q b (cfs) No Bypass Flow Received No Bypass Flow Received No Bypass Flow Received No Bypass Flow Received Inlet 3 No Bypass Flow Received Watershed Characteristics Subcatchment Area (acres) Percent Impervious NRCS Soil Type Watershed Profile Overland Slope (ft/ft) Overland Length (ft) Channel Slope (ft/ft) Channel Length (ft) Minor Storm Rainfall Input Design Storm Return Period, T r (years) One-Hour Precipitation, P 1 (inches) C 1 C 2 C 3 User-defined C User-defined 5-yr C 5 User-defined T c Major Storm Rainfall Input Design Storm Return Period, T r (years) One-Hour Precipitation, P 1 (inches) C 1 C 2 C 3 User-defined C User-defined 5-yr C 5 User-defined T c CALCULATED OUTPUT Minor Total Design Peak Flow, Q (cfs) Major Total Design Peak Flow, Q (cfs) Minor Flow Bypassed Downstream, Q b (cfs) Major Flow Bypassed Downstream, Q b (cfs) Minor Storm (Calculated) Analysis of Flow Time C C 5 Overland Flow Velocity, Vi Channel Flow Velocity, Vt Overland Flow Time, Ti Channel Travel Time, Tt Calculated Time of Concentration, T c T c (Equation 5-5 USDCM) Recommended T c T c selected by User Design Rainfall Intensity, I Calculated Local Peak Flow, Q p Major Storm (Calculated) Analysis of Flow Time C C 5 Overland Flow Velocity, Vi Channel Flow Velocity, Vt Overland Flow Time, Ti Channel Travel Time, Tt Calculated Time of Concentration, T c T c (Equation 5-5 USDCM) Recommended T c T c selected by User Design Rainfall Intensity, I Calculated Local Peak Flow, Q p N/A N/A N/A 0.0 N/A N/A N/A 0.0 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A

29 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) Project: Inlet ID: (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) 88th Ave & Pecos Street Basin 1 Inlets at Design Point A Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb T BACK = 0.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) S BACK = ft/ft Manning's Roughness Behind Curb (typically between and 0.020) n BACK = Height of Curb at Gutter Flow Line H CURB = 6.00 inches Distance from Curb Face to Street Crown T CROWN = 35.0 ft Warning 1 Gutter Width W = 1.50 ft Street Transverse Slope S X = ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or ft/ft) S W = ft/ft Street Longitudinal Slope - Enter 0 for sump condition S O = ft/ft Manning's Roughness for Street Section (typically between and 0.020) n STREET = Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm T MAX = ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm d MAX = inches Allow Flow Depth at Street Crown (leave blank for no) check = yes Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm Water Depth without Gutter Depression (Eq. ST-2) y = inches Vertical Depth between Gutter Lip and Gutter Flowline (usually 2") d C = inches Gutter Depression (d C - (W * S x * 12)) a = inches Water Depth at Gutter Flowline d = inches Allowable Spread for Discharge outside the Gutter Section W (T - W) T X = ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) E O = Discharge outside the Gutter Section W, carried in Section T X Q X = cfs Discharge within the Gutter Section W (Q T - Q X) Q W = cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) Q BACK = cfs Maximum Flow Based On Allowable Spread Q T = SUMP SUMP cfs Flow Velocity within the Gutter Section V = fps V*d Product: Flow Velocity times Gutter Flowline Depth V*d = Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread T TH = ft Theoretical Spread for Discharge outside the Gutter Section W (T - W) T X TH = ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) E O = Theoretical Discharge outside the Gutter Section W, carried in Section T X TH Q X TH = cfs Actual Discharge outside the Gutter Section W, (limited by distance T CROWN) Q X = cfs Discharge within the Gutter Section W (Q d - Q X) Q W = cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) Q BACK = cfs Total Discharge for Major & Minor Storm (Pre-Safety Factor) Q = cfs Average Flow Velocity Within the Gutter Section V = fps V*d Product: Flow Velocity Times Gutter Flowline Depth V*d = Slope-Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm R = SUMP SUMP Max Flow Based on Allowable Depth (Safety Factor Applied) Q d = SUMP SUMP cfs Resultant Flow Depth at Gutter Flowline (Safety Factor Applied) d = inches Resultant Flow Depth at Street Crown (Safety Factor Applied) d CROWN = inches MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Q allow = SUMP SUMP cfs Copy of UD-Inlet_v4.03.xlsm, Inlet 1 10/6/2016, 11:42 AM

30 INLET IN A SUMP OR SAG LOCATION H-Curb W W P H-Vert Lo (C) Wo Lo (G) Design Information (Input) MINOR MAJOR Denver No. 16 Combination Type of Inlet Type = Denver No. 16 Combination Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') a local = inches Number of Unit Inlets (Grate or Curb Opening) No = 2 2 Water Depth at Flowline (outside of local depression) Ponding Depth = inches Grate Information MINOR MAJOR Override Depths Length of a Unit Grate L o (G) = feet Warning 1 Width of a Unit Grate W o = feet Area Opening Ratio for a Grate (typical values ) A ratio = Clogging Factor for a Single Grate (typical value ) C f (G) = Grate Weir Coefficient (typical value ) C w (G) = Grate Orifice Coefficient (typical value ) C o (G) = Curb Opening Information MINOR MAJOR Warning 1 Length of a Unit Curb Opening L o (C) = feet Height of Vertical Curb Opening in Inches H vert = inches Height of Curb Orifice Throat in Inches H throat = inches Angle of Throat (see USDCM Figure ST-5) Theta = degrees Side Width for Depression Pan (typically the gutter width of 2 feet) W p = feet Clogging Factor for a Single Curb Opening (typical value 0.10) C f (C) = Curb Opening Weir Coefficient (typical value ) C w (C) = Curb Opening Orifice Coefficient (typical value ) C o (C) = Grate Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = Clogging Factor for Multiple Units Clog = Grate Capacity as a Weir (based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Q wi = cfs Interception with Clogging Q wa = cfs Grate Capacity as a Orifice (based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Q oi = cfs Interception with Clogging Q oa = cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Q mi = cfs Interception with Clogging Q ma = cfs Resulting Grate Capacity (assumes clogged condition) Q Grate = cfs Curb Opening Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = Clogging Factor for Multiple Units Clog = Curb Opening as a Weir (based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Q wi = cfs Interception with Clogging Q wa = cfs Curb Opening as an Orifice (based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Q oi = cfs Interception with Clogging Q oa = cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Q mi = cfs Interception with Clogging Q ma = cfs Resulting Curb Opening Capacity (assumes clogged condition) Q Curb = cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L = feet Resultant Street Flow Spread (based on sheet Q-Allow geometry) T = ft Resultant Flow Depth at Street Crown d CROWN = inches Low Head Performance Reduction (Calculated) MINOR MAJOR Depth for Grate Midwidth d Grate = ft Depth for Curb Opening Weir Equation d Curb = ft Combination Inlet Performance Reduction Factor for Long Inlets RF Combination = Curb Opening Performance Reduction Factor for Long Inlets RF Curb = Grated Inlet Performance Reduction Factor for Long Inlets RF Grate = MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Q a = cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK) Q PEAK REQUIRED = cfs Warning 1: Dimension entered is not a typical dimension for inlet type specified. Copy of UD-Inlet_v4.03.xlsm, Inlet 1 10/6/2016, 11:42 AM

31 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) Project: Inlet ID: (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) 88th Ave & Pecos Street Basin 2 Inlet at Design Point B Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb T BACK = 0.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) S BACK = ft/ft Manning's Roughness Behind Curb (typically between and 0.020) n BACK = Height of Curb at Gutter Flow Line H CURB = 6.00 inches Distance from Curb Face to Street Crown T CROWN = 1.5 ft Gutter Width W = 1.50 ft Street Transverse Slope S X = ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or ft/ft) S W = ft/ft Street Longitudinal Slope - Enter 0 for sump condition S O = ft/ft Manning's Roughness for Street Section (typically between and 0.020) n STREET = Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm T MAX = ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm d MAX = inches Allow Flow Depth at Street Crown (leave blank for no) check = yes Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm Water Depth without Gutter Depression (Eq. ST-2) y = inches Vertical Depth between Gutter Lip and Gutter Flowline (usually 2") d C = inches Gutter Depression (d C - (W * S x * 12)) a = inches Water Depth at Gutter Flowline d = inches Allowable Spread for Discharge outside the Gutter Section W (T - W) T X = ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) E O = Discharge outside the Gutter Section W, carried in Section T X Q X = cfs Discharge within the Gutter Section W (Q T - Q X) Q W = cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) Q BACK = cfs Maximum Flow Based On Allowable Spread Q T = cfs Flow Velocity within the Gutter Section V = fps V*d Product: Flow Velocity times Gutter Flowline Depth V*d = Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread T TH = ft Theoretical Spread for Discharge outside the Gutter Section W (T - W) T X TH = ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) E O = Theoretical Discharge outside the Gutter Section W, carried in Section T X TH Q X TH = cfs Actual Discharge outside the Gutter Section W, (limited by distance T CROWN) Q X = cfs Discharge within the Gutter Section W (Q d - Q X) Q W = cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) Q BACK = cfs Total Discharge for Major & Minor Storm (Pre-Safety Factor) Q = cfs Average Flow Velocity Within the Gutter Section V = fps V*d Product: Flow Velocity Times Gutter Flowline Depth V*d = Slope-Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm R = Max Flow Based on Allowable Depth (Safety Factor Applied) Q d = cfs Resultant Flow Depth at Gutter Flowline (Safety Factor Applied) d = inches Resultant Flow Depth at Street Crown (Safety Factor Applied) d CROWN = inches MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Spread Criterion Q allow = cfs Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Copy of UD-Inlet_v4.03.xlsm, Inlet 2 10/6/2016, 11:46 AM

32 INLET ON A CONTINUOUS GRADE Design Information (Input) MINOR MAJOR Denver No. 16 Combination Type of Inlet Type = Denver No. 16 Combination Local Depression (additional to continuous gutter depression 'a') a LOCAL = inches Total Number of Units in the Inlet (Grate or Curb Opening) No = 1 1 Warning 1 Length of a Single Unit Inlet (Grate or Curb Opening) L o = ft Warning 1 Width of a Unit Grate (cannot be greater than W, Gutter Width) W o = ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5) C f-g = Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1) C f-c = Street Hydraulics: OK - Q < Allowable Street Capacity' MINOR MAJOR Design Discharge for Half of Street (from Sheet Inlet Management ) Q o = cfs Water Spread Width T = ft Water Depth at Flowline (outside of local depression) d = inches Water Depth at Street Crown (or at T MAX) d CROWN = inches Ratio of Gutter Flow to Design Flow E o = Discharge outside the Gutter Section W, carried in Section T x Q x = cfs Discharge within the Gutter Section W Q w = cfs Discharge Behind the Curb Face Q BACK = cfs Flow Area within the Gutter Section W A W = sq ft Velocity within the Gutter Section W V W = fps Water Depth for Design Condition d LOCAL = inches Grate Analysis (Calculated) MINOR MAJOR Total Length of Inlet Grate Opening L = ft Ratio of Grate Flow to Design Flow E o-grate = Under No-Clogging Condition MINOR MAJOR Minimum Velocity Where Grate Splash-Over Begins V o = fps Interception Rate of Frontal Flow R f = Interception Rate of Side Flow R x = Interception Capacity Q i = cfs Under Clogging Condition MINOR MAJOR Clogging Coefficient for Multiple-unit Grate Inlet GrateCoef = Clogging Factor for Multiple-unit Grate Inlet GrateClog = Effective (unclogged) Length of Multiple-unit Grate Inlet L e = ft Minimum Velocity Where Grate Splash-Over Begins V o = fps Interception Rate of Frontal Flow R f = Interception Rate of Side Flow R x = Actual Interception Capacity Q a = cfs Carry-Over Flow = Q o-q a (to be applied to curb opening or next d/s inlet) Q b = cfs Curb or Slotted Inlet Opening Analysis (Calculated) MINOR MAJOR Equivalent Slope S e (based on grate carry-over) S e = ft/ft Required Length L T to Have 100% Interception L T = ft Under No-Clogging Condition MINOR MAJOR Effective Length of Curb Opening or Slotted Inlet (minimum of L, L T) L = ft Interception Capacity Q i = cfs Under Clogging Condition MINOR MAJOR Clogging Coefficient CurbCoef = Clogging Factor for Multiple-unit Curb Opening or Slotted Inlet CurbClog = Effective (Unclogged) Length L e = ft Actual Interception Capacity Q a = cfs Carry-Over Flow = Q b(grate)-q a Q b = cfs Summary MINOR MAJOR Total Inlet Interception Capacity Q = cfs Total Inlet Carry-Over Flow (flow bypassing inlet) Q b = cfs Capture Percentage = Q a/q o = C% = % Warning 1: Dimension entered is not a typical dimension for inlet type specified. Copy of UD-Inlet_v4.03.xlsm, Inlet 2 10/6/2016, 11:46 AM

33 Project: Inlet ID: ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) 88th Ave & Pecos Street Basin 3 Inlet at Design Point C Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb T BACK = 0.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) S BACK = ft/ft Manning's Roughness Behind Curb (typically between and 0.020) n BACK = Height of Curb at Gutter Flow Line H CURB = 6.00 inches Distance from Curb Face to Street Crown T CROWN = 20.0 ft Gutter Width W = 1.50 ft Street Transverse Slope S X = ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or ft/ft) S W = ft/ft Street Longitudinal Slope - Enter 0 for sump condition S O = ft/ft Manning's Roughness for Street Section (typically between and 0.020) n STREET = Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm T MAX = ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm d MAX = inches Allow Flow Depth at Street Crown (leave blank for no) check = yes Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm Water Depth without Gutter Depression (Eq. ST-2) y = inches Vertical Depth between Gutter Lip and Gutter Flowline (usually 2") d C = inches Gutter Depression (d C - (W * S x * 12)) a = inches Water Depth at Gutter Flowline d = inches Allowable Spread for Discharge outside the Gutter Section W (T - W) T X = ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) E O = Discharge outside the Gutter Section W, carried in Section T X Q X = cfs Discharge within the Gutter Section W (Q T - Q X ) Q W = cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) Q BACK = cfs Maximum Flow Based On Allowable Spread Q T = cfs Flow Velocity within the Gutter Section V = fps V*d Product: Flow Velocity times Gutter Flowline Depth V*d = Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread T TH = ft Theoretical Spread for Discharge outside the Gutter Section W (T - W) T X TH = ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) E O = Theoretical Discharge outside the Gutter Section W, carried in Section T X TH Q X TH = cfs Actual Discharge outside the Gutter Section W, (limited by distance T CROWN ) Q X = cfs Discharge within the Gutter Section W (Q d - Q X ) Q W = cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) Q BACK = cfs Total Discharge for Major & Minor Storm (Pre-Safety Factor) Q = cfs Average Flow Velocity Within the Gutter Section V = fps V*d Product: Flow Velocity Times Gutter Flowline Depth V*d = Slope-Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm R = Max Flow Based on Allowable Depth (Safety Factor Applied) Q d = cfs Resultant Flow Depth at Gutter Flowline (Safety Factor Applied) d = inches Resultant Flow Depth at Street Crown (Safety Factor Applied) d CROWN = inches MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Spread Criterion Q allow = cfs Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Copy of UD-Inlet_v4.03.xlsm, Inlet 3 10/6/2016, 1:14 PM

34 INLET ON A CONTINUOUS GRADE Design Information (Input) MINOR MAJOR Denver No. 16 Combination Type of Inlet Type = Denver No. 16 Combination Local Depression (additional to continuous gutter depression 'a') a LOCAL = inches Total Number of Units in the Inlet (Grate or Curb Opening) No = 1 1 Warning 1 Length of a Single Unit Inlet (Grate or Curb Opening) L o = ft Warning 1 Width of a Unit Grate (cannot be greater than W, Gutter Width) W o = ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5) C f -G = Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1) C f -C = Street Hydraulics: OK - Q < Allowable Street Capacity' MINOR MAJOR Design Discharge for Half of Street (from Sheet Inlet Management ) Q o = cfs Water Spread Width T = ft Water Depth at Flowline (outside of local depression) d = inches Water Depth at Street Crown (or at T MAX ) d CROWN = inches Ratio of Gutter Flow to Design Flow E o = Discharge outside the Gutter Section W, carried in Section T x Q x = cfs Discharge within the Gutter Section W Q w = cfs Discharge Behind the Curb Face Q BACK = cfs Flow Area within the Gutter Section W A W = sq ft Velocity within the Gutter Section W V W = fps Water Depth for Design Condition d LOCAL = inches Grate Analysis (Calculated) MINOR MAJOR Total Length of Inlet Grate Opening L = ft Ratio of Grate Flow to Design Flow E o-grate = Under No-Clogging Condition MINOR MAJOR Minimum Velocity Where Grate Splash-Over Begins V o = fps Interception Rate of Frontal Flow R f = Interception Rate of Side Flow R x = Interception Capacity Q i = cfs Under Clogging Condition MINOR MAJOR Clogging Coefficient for Multiple-unit Grate Inlet GrateCoef = Clogging Factor for Multiple-unit Grate Inlet GrateClog = Effective (unclogged) Length of Multiple-unit Grate Inlet L e = ft Minimum Velocity Where Grate Splash-Over Begins V o = fps Interception Rate of Frontal Flow R f = Interception Rate of Side Flow R x = Actual Interception Capacity Q a = cfs Carry-Over Flow = Q o -Q a (to be applied to curb opening or next d/s inlet) Q b = cfs Curb or Slotted Inlet Opening Analysis (Calculated) MINOR MAJOR Equivalent Slope S e (based on grate carry-over) S e = ft/ft Required Length L T to Have 100% Interception L T = ft Under No-Clogging Condition MINOR MAJOR Effective Length of Curb Opening or Slotted Inlet (minimum of L, L T ) L = ft Interception Capacity Q i = cfs Under Clogging Condition MINOR MAJOR Clogging Coefficient CurbCoef = Clogging Factor for Multiple-unit Curb Opening or Slotted Inlet CurbClog = Effective (Unclogged) Length L e = ft Actual Interception Capacity Q a = cfs Carry-Over Flow = Q b(grate) -Q a Q b = cfs Summary MINOR MAJOR Total Inlet Interception Capacity Q = cfs Total Inlet Carry-Over Flow (flow bypassing inlet) Q b = cfs Capture Percentage = Q a /Q o = C% = % Warning 1: Dimension entered is not a typical dimension for inlet type specified. Copy of UD-Inlet_v4.03.xlsm, Inlet 3 10/6/2016, 1:14 PM

35 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) Project: Inlet ID: (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) 88th Ave & Pecos Street Basin 4 Inlet at Design Point D Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb T BACK = 0.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) S BACK = ft/ft Manning's Roughness Behind Curb (typically between and 0.020) n BACK = Height of Curb at Gutter Flow Line H CURB = 6.00 inches Distance from Curb Face to Street Crown T CROWN = 25.0 ft Warning 1 Gutter Width W = 1.50 ft Street Transverse Slope S X = ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or ft/ft) S W = ft/ft Street Longitudinal Slope - Enter 0 for sump condition S O = ft/ft Manning's Roughness for Street Section (typically between and 0.020) n STREET = Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm T MAX = ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm d MAX = inches Allow Flow Depth at Street Crown (leave blank for no) check = yes Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm Water Depth without Gutter Depression (Eq. ST-2) y = inches Vertical Depth between Gutter Lip and Gutter Flowline (usually 2") d C = inches Gutter Depression (d C - (W * S x * 12)) a = inches Water Depth at Gutter Flowline d = inches Allowable Spread for Discharge outside the Gutter Section W (T - W) T X = ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) E O = Discharge outside the Gutter Section W, carried in Section T X Q X = cfs Discharge within the Gutter Section W (Q T - Q X ) Q W = cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) Q BACK = 0.0 #DIV/0! cfs Maximum Flow Based On Allowable Spread Q T = SUMP SUMP cfs Flow Velocity within the Gutter Section V = fps V*d Product: Flow Velocity times Gutter Flowline Depth V*d = Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread T TH = ft Theoretical Spread for Discharge outside the Gutter Section W (T - W) T X TH = ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) E O = Theoretical Discharge outside the Gutter Section W, carried in Section T X TH Q X TH = cfs Actual Discharge outside the Gutter Section W, (limited by distance T CROWN ) Q X = cfs Discharge within the Gutter Section W (Q d - Q X ) Q W = cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) Q BACK = cfs Total Discharge for Major & Minor Storm (Pre-Safety Factor) Q = cfs Average Flow Velocity Within the Gutter Section V = fps V*d Product: Flow Velocity Times Gutter Flowline Depth V*d = Slope-Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm R = SUMP SUMP Max Flow Based on Allowable Depth (Safety Factor Applied) Q d = SUMP SUMP cfs Resultant Flow Depth at Gutter Flowline (Safety Factor Applied) d = inches Resultant Flow Depth at Street Crown (Safety Factor Applied) d CROWN = inches MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Q allow = SUMP SUMP cfs Copy of UD-Inlet_v4.03.xlsm, Inlet 4 10/6/2016, 1:15 PM

36 INLET IN A SUMP OR SAG LOCATION H-Curb W W P H-Vert Lo (C) Wo Lo (G) Design Information (Input) MINOR MAJOR Denver No. 16 Combination Type of Inlet Type = Denver No. 16 Combination Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') a local = inches Number of Unit Inlets (Grate or Curb Opening) No = 1 1 Water Depth at Flowline (outside of local depression) Ponding Depth = inches Grate Information MINOR MAJOR Override Depths Length of a Unit Grate L o (G) = feet Warning 1 Width of a Unit Grate W o = feet Area Opening Ratio for a Grate (typical values ) A ratio = Clogging Factor for a Single Grate (typical value ) C f (G) = Grate Weir Coefficient (typical value ) C w (G) = Grate Orifice Coefficient (typical value ) C o (G) = Curb Opening Information MINOR MAJOR Warning 1 Length of a Unit Curb Opening L o (C) = feet Height of Vertical Curb Opening in Inches H vert = inches Height of Curb Orifice Throat in Inches H throat = inches Angle of Throat (see USDCM Figure ST-5) Theta = degrees Side Width for Depression Pan (typically the gutter width of 2 feet) W p = feet Clogging Factor for a Single Curb Opening (typical value 0.10) C f (C) = Curb Opening Weir Coefficient (typical value ) C w (C) = Curb Opening Orifice Coefficient (typical value ) C o (C) = Grate Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = Clogging Factor for Multiple Units Clog = Grate Capacity as a Weir (based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Q wi = cfs Interception with Clogging Q wa = cfs Grate Capacity as a Orifice (based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Q oi = cfs Interception with Clogging Q oa = cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Q mi = cfs Interception with Clogging Q ma = cfs Resulting Grate Capacity (assumes clogged condition) Q Grate = cfs Curb Opening Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = Clogging Factor for Multiple Units Clog = Curb Opening as a Weir (based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Q wi = cfs Interception with Clogging Q wa = cfs Curb Opening as an Orifice (based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Q oi = cfs Interception with Clogging Q oa = cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Q mi = cfs Interception with Clogging Q ma = cfs Resulting Curb Opening Capacity (assumes clogged condition) Q Curb = cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L = feet Resultant Street Flow Spread (based on sheet Q-Allow geometry) T = ft Resultant Flow Depth at Street Crown d CROWN = inches Low Head Performance Reduction (Calculated) MINOR MAJOR Depth for Grate Midwidth d Grate = ft Depth for Curb Opening Weir Equation d Curb = ft Combination Inlet Performance Reduction Factor for Long Inlets RF Combination = Curb Opening Performance Reduction Factor for Long Inlets RF Curb = Grated Inlet Performance Reduction Factor for Long Inlets RF Grate = MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Q a = cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK) Q PEAK REQUIRED = cfs Warning 1: Dimension entered is not a typical dimension for inlet type specified. Copy of UD-Inlet_v4.03.xlsm, Inlet 4 10/6/2016, 1:15 PM

37 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) Project: Inlet ID: (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) 88th Ave & Pecos Street Basin 5 Inlet at Design Point E Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb T BACK = 0.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) S BACK = ft/ft Manning's Roughness Behind Curb (typically between and 0.020) n BACK = Height of Curb at Gutter Flow Line H CURB = 6.00 inches Distance from Curb Face to Street Crown T CROWN = 25.0 ft Warning 1 Gutter Width W = 1.50 ft Street Transverse Slope S X = ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or ft/ft) S W = ft/ft Street Longitudinal Slope - Enter 0 for sump condition S O = ft/ft Manning's Roughness for Street Section (typically between and 0.020) n STREET = Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm T MAX = ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm d MAX = inches Allow Flow Depth at Street Crown (leave blank for no) check = yes Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm Water Depth without Gutter Depression (Eq. ST-2) y = inches Vertical Depth between Gutter Lip and Gutter Flowline (usually 2") d C = inches Gutter Depression (d C - (W * S x * 12)) a = inches Water Depth at Gutter Flowline d = inches Allowable Spread for Discharge outside the Gutter Section W (T - W) T X = ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) E O = Discharge outside the Gutter Section W, carried in Section T X Q X = cfs Discharge within the Gutter Section W (Q T - Q X ) Q W = cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) Q BACK = cfs Maximum Flow Based On Allowable Spread Q T = SUMP SUMP cfs Flow Velocity within the Gutter Section V = fps V*d Product: Flow Velocity times Gutter Flowline Depth V*d = Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread T TH = ft Theoretical Spread for Discharge outside the Gutter Section W (T - W) T X TH = ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) E O = Theoretical Discharge outside the Gutter Section W, carried in Section T X TH Q X TH = cfs Actual Discharge outside the Gutter Section W, (limited by distance T CROWN ) Q X = cfs Discharge within the Gutter Section W (Q d - Q X ) Q W = cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) Q BACK = cfs Total Discharge for Major & Minor Storm (Pre-Safety Factor) Q = cfs Average Flow Velocity Within the Gutter Section V = fps V*d Product: Flow Velocity Times Gutter Flowline Depth V*d = Slope-Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm R = SUMP SUMP Max Flow Based on Allowable Depth (Safety Factor Applied) Q d = SUMP SUMP cfs Resultant Flow Depth at Gutter Flowline (Safety Factor Applied) d = inches Resultant Flow Depth at Street Crown (Safety Factor Applied) d CROWN = inches MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Q allow = SUMP SUMP cfs Copy of UD-Inlet_v4.03.xlsm, Inlet 5 10/6/2016, 1:16 PM

38 INLET IN A SUMP OR SAG LOCATION H-Curb W W P H-Vert Lo (C) Wo Lo (G) Design Information (Input) MINOR MAJOR Denver No. 16 Combination Type of Inlet Type = Denver No. 16 Combination Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') a local = inches Number of Unit Inlets (Grate or Curb Opening) No = 1 1 Water Depth at Flowline (outside of local depression) Ponding Depth = inches Grate Information MINOR MAJOR Override Depths Length of a Unit Grate L o (G) = feet Warning 1 Width of a Unit Grate W o = feet Area Opening Ratio for a Grate (typical values ) A ratio = Clogging Factor for a Single Grate (typical value ) C f (G) = Grate Weir Coefficient (typical value ) C w (G) = Grate Orifice Coefficient (typical value ) C o (G) = Curb Opening Information MINOR MAJOR Warning 1 Length of a Unit Curb Opening L o (C) = feet Height of Vertical Curb Opening in Inches H vert = inches Height of Curb Orifice Throat in Inches H throat = inches Angle of Throat (see USDCM Figure ST-5) Theta = degrees Side Width for Depression Pan (typically the gutter width of 2 feet) W p = feet Clogging Factor for a Single Curb Opening (typical value 0.10) C f (C) = Curb Opening Weir Coefficient (typical value ) C w (C) = Curb Opening Orifice Coefficient (typical value ) C o (C) = Grate Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = Clogging Factor for Multiple Units Clog = Grate Capacity as a Weir (based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Q wi = cfs Interception with Clogging Q wa = cfs Grate Capacity as a Orifice (based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Q oi = cfs Interception with Clogging Q oa = cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Q mi = cfs Interception with Clogging Q ma = cfs Resulting Grate Capacity (assumes clogged condition) Q Grate = cfs Curb Opening Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = Clogging Factor for Multiple Units Clog = Curb Opening as a Weir (based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Q wi = cfs Interception with Clogging Q wa = cfs Curb Opening as an Orifice (based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Q oi = cfs Interception with Clogging Q oa = cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Q mi = cfs Interception with Clogging Q ma = cfs Resulting Curb Opening Capacity (assumes clogged condition) Q Curb = cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L = feet Resultant Street Flow Spread (based on sheet Q-Allow geometry) T = ft Resultant Flow Depth at Street Crown d CROWN = inches Low Head Performance Reduction (Calculated) MINOR MAJOR Depth for Grate Midwidth d Grate = ft Depth for Curb Opening Weir Equation d Curb = ft Combination Inlet Performance Reduction Factor for Long Inlets RF Combination = Curb Opening Performance Reduction Factor for Long Inlets RF Curb = Grated Inlet Performance Reduction Factor for Long Inlets RF Grate = MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Q a = cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK) Q PEAK REQUIRED = cfs Warning 1: Dimension entered is not a typical dimension for inlet type specified. Copy of UD-Inlet_v4.03.xlsm, Inlet 5 10/6/2016, 1:16 PM

39 Project: Inlet ID: ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) 88th Ave & Pecos Street Basin 6 Inlets at Design Point F and G Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb T BACK = 0.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) S BACK = ft/ft Manning's Roughness Behind Curb (typically between and 0.020) n BACK = Height of Curb at Gutter Flow Line H CURB = 6.00 inches Distance from Curb Face to Street Crown T CROWN = 20.0 ft Warning 1 Gutter Width W = 1.50 ft Street Transverse Slope S X = ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or ft/ft) S W = ft/ft Street Longitudinal Slope - Enter 0 for sump condition S O = ft/ft Manning's Roughness for Street Section (typically between and 0.020) n STREET = Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm T MAX = ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm d MAX = inches Allow Flow Depth at Street Crown (leave blank for no) check = yes Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm Water Depth without Gutter Depression (Eq. ST-2) y = inches Vertical Depth between Gutter Lip and Gutter Flowline (usually 2") d C = inches Gutter Depression (d C - (W * S x * 12)) a = inches Water Depth at Gutter Flowline d = inches Allowable Spread for Discharge outside the Gutter Section W (T - W) T X = ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) E O = Discharge outside the Gutter Section W, carried in Section T X Q X = cfs Discharge within the Gutter Section W (Q T - Q X ) Q W = cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) Q BACK = cfs Maximum Flow Based On Allowable Spread Q T = cfs Flow Velocity within the Gutter Section V = fps V*d Product: Flow Velocity times Gutter Flowline Depth V*d = Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread T TH = ft Theoretical Spread for Discharge outside the Gutter Section W (T - W) T X TH = ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) E O = Theoretical Discharge outside the Gutter Section W, carried in Section T X TH Q X TH = cfs Actual Discharge outside the Gutter Section W, (limited by distance T CROWN ) Q X = cfs Discharge within the Gutter Section W (Q d - Q X ) Q W = cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) Q BACK = cfs Total Discharge for Major & Minor Storm (Pre-Safety Factor) Q = cfs Average Flow Velocity Within the Gutter Section V = fps V*d Product: Flow Velocity Times Gutter Flowline Depth V*d = Slope-Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm R = Max Flow Based on Allowable Depth (Safety Factor Applied) Q d = cfs Resultant Flow Depth at Gutter Flowline (Safety Factor Applied) d = inches Resultant Flow Depth at Street Crown (Safety Factor Applied) d CROWN = inches MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Spread Criterion Q allow = cfs Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Copy of UD-Inlet_v4.03.xlsm, Inlet 6 10/6/2016, 1:21 PM

40 INLET ON A CONTINUOUS GRADE Design Information (Input) MINOR MAJOR CDOT/Denver 13 Combination Type of Inlet Type = CDOT/Denver 13 Combination Local Depression (additional to continuous gutter depression 'a') a LOCAL = inches Total Number of Units in the Inlet (Grate or Curb Opening) No = 3 3 Warning 1 Length of a Single Unit Inlet (Grate or Curb Opening) L o = ft Warning 1 Width of a Unit Grate (cannot be greater than W, Gutter Width) W o = ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5) C f -G = Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1) C f -C = Street Hydraulics: OK - Q < Allowable Street Capacity' MINOR MAJOR Design Discharge for Half of Street (from Sheet Inlet Management ) Q o = cfs Water Spread Width T = ft Water Depth at Flowline (outside of local depression) d = inches Water Depth at Street Crown (or at T MAX ) d CROWN = inches Ratio of Gutter Flow to Design Flow E o = Discharge outside the Gutter Section W, carried in Section T x Q x = cfs Discharge within the Gutter Section W Q w = cfs Discharge Behind the Curb Face Q BACK = cfs Flow Area within the Gutter Section W A W = sq ft Velocity within the Gutter Section W V W = fps Water Depth for Design Condition d LOCAL = inches Grate Analysis (Calculated) MINOR MAJOR Total Length of Inlet Grate Opening L = ft Ratio of Grate Flow to Design Flow E o-grate = Under No-Clogging Condition MINOR MAJOR Minimum Velocity Where Grate Splash-Over Begins V o = fps Interception Rate of Frontal Flow R f = Interception Rate of Side Flow R x = Interception Capacity Q i = cfs Under Clogging Condition MINOR MAJOR Clogging Coefficient for Multiple-unit Grate Inlet GrateCoef = Clogging Factor for Multiple-unit Grate Inlet GrateClog = Effective (unclogged) Length of Multiple-unit Grate Inlet L e = ft Minimum Velocity Where Grate Splash-Over Begins V o = fps Interception Rate of Frontal Flow R f = Interception Rate of Side Flow R x = Actual Interception Capacity Q a = cfs Carry-Over Flow = Q o -Q a (to be applied to curb opening or next d/s inlet) Q b = cfs Curb or Slotted Inlet Opening Analysis (Calculated) MINOR MAJOR Equivalent Slope S e (based on grate carry-over) S e = ft/ft Required Length L T to Have 100% Interception L T = ft Under No-Clogging Condition MINOR MAJOR Effective Length of Curb Opening or Slotted Inlet (minimum of L, L T ) L = ft Interception Capacity Q i = cfs Under Clogging Condition MINOR MAJOR Clogging Coefficient CurbCoef = Clogging Factor for Multiple-unit Curb Opening or Slotted Inlet CurbClog = Effective (Unclogged) Length L e = ft Actual Interception Capacity Q a = cfs Carry-Over Flow = Q b(grate) -Q a Q b = cfs Summary MINOR MAJOR Total Inlet Interception Capacity Q = cfs Total Inlet Carry-Over Flow (flow bypassing inlet) Q b = cfs Capture Percentage = Q a /Q o = C% = % Warning 1: Dimension entered is not a typical dimension for inlet type specified. Copy of UD-Inlet_v4.03.xlsm, Inlet 6 10/6/2016, 1:21 PM

41 DETENTION BASIN STAGE-STORAGE TABLE BUILDER Project: 88th & Pecos Maverik Fueling Station Basin ID: Full Build-Out Detention Basin Example Zone Configuration (Retention Pond) Depth Increment = Stage - Storage Description ft Optional Override Stage (ft) Required Volume Calculation Micropool Selected BMP Type = EDB , , Watershed Area = 6.35 acres , , Watershed Length = 762 ft , , Watershed Slope = ft/ft , , Watershed Imperviousness = 75.00% percent Percentage Hydrologic Soil Group A = 0.0% percent Percentage Hydrologic Soil Group B = 15.0% percent Percentage Hydrologic Soil Groups C/D = 85.0% percent Desired WQCV Drain Time = 40.0 hours Location for 1-hr Rainfall Depths = Thornton - Thornton City Office Water Quality Capture Volume (WQCV) = acre-feet Optional User Input Excess Urban Runoff Volume (EURV) = acre-feet 1-hr Precipitation yr Runoff Volume (P1 = 0.95 in.) = acre-feet inches yr Runoff Volume (P1 = 1.35 in.) = acre-feet inches yr Runoff Volume (P1 = 1.61 in.) = acre-feet inches yr Runoff Volume (P1 = 2.03 in.) = acre-feet inches yr Runoff Volume (P1 = 2.32 in.) = acre-feet inches yr Runoff Volume (P1 = 2.66 in.) = acre-feet inches yr Runoff Volume (P1 = 3.33 in.) = acre-feet inches Approximate 2-yr Detention Volume = acre-feet Approximate 5-yr Detention Volume = acre-feet Approximate 10-yr Detention Volume = acre-feet Approximate 25-yr Detention Volume = acre-feet Approximate 50-yr Detention Volume = acre-feet Approximate 100-yr Detention Volume = acre-feet Stage-Storage Calculation Zone 1 Volume (WQCV) = acre-feet Zone 2 Volume (EURV - Zone 1) = acre-feet Zone 3 Volume (100-year - Zones 1 & 2) = acre-feet Total Detention Basin Volume = acre-feet Initial Surcharge Volume (ISV) = user ft^ Initial Surcharge Depth (ISD) = user ft Total Available Detention Depth (H total) = user ft Depth of Trickle Channel (H TC) = user ft Slope of Trickle Channel (S TC) = user ft/ft Slopes of Main Basin Sides (S main) = user H:V Basin Length-to-Width Ratio (R L/W) = user Initial Surcharge Area (A ISV) = user ft^ Surcharge Volume Length (L ISV) = user ft Surcharge Volume Width (W ISV) = user ft Depth of Basin Floor (H FLOOR) = user ft Length of Basin Floor (L FLOOR) = user ft Width of Basin Floor (W FLOOR) = user ft Area of Basin Floor (A FLOOR) = user ft^ Volume of Basin Floor (V FLOOR) = user ft^ Depth of Main Basin (H MAIN) = user ft Length of Main Basin (L MAIN) = user ft Width of Main Basin (W MAIN) = user ft Area of Main Basin (A MAIN) = user ft^ Volume of Main Basin (V MAIN) = user ft^ Calculated Total Basin Volume (V total) = user acre-feet Stage (ft) Length (ft) Width (ft) Area (ft^2) Optional Override Area (ft^2) Area (acre) Volume (ft^3) Volume (ac-ft) UD-Detention_v3 05.xlsm, Basin 11/21/2016, 10:09 AM

42 Area (acres) Volume (ac-ft) Length, Width (ft.) Area (sq.ft.) DETENTION BASIN STAGE-STORAGE TABLE BUILDER 20 1 User Defined Stage-Area Boolean for Message 1 Equal Stage-Area Inputs Watershed L:W 1 CountA Calc_S_TC H_FLOOR 300 L_FLOOR_OTHER ISV 0.00 ISV 0.00 Floor 0.00 Floor 1.24 Zone 1 (WQCV) 1.24 Zone 1 (WQCV) 2.17 Zone 2 (EURV) 2.17 Zone 2 (EURV) 3.00 Zone 3 (100-yea 3.00 Zone 3 (100-year) Stage (ft) Length (ft) Width (ft) Area (sq.ft.) Stage (ft.) Area (acres) Volume (ac-ft) UD-Detention_v3 05.xlsm, Basin 11/21/2016, 10:09 AM

43 Detention Basin Outlet Structure Design Project: 88th & Pecos Maverik Fueling Station Basin ID: Full Build-Out Detention Basin Stage (ft) Zone Volume (ac-ft) Outlet Type Zone 1 (WQCV) Orifice Plate Zone 2 (EURV) Orifice Plate Zone 3 (100-year) Weir&Pipe (Restrict) Example Zone Configuration (Retention Pond) Total User Input: Orifice at Underdrain Outlet (typically used to drain WQCV in a Filtration BMP) Calculated Parameters for Underdrain Underdrain Orifice Invert Depth = N/A ft (distance below the filtration media surface) Underdrain Orifice Area = N/A ft 2 Underdrain Orifice Diameter = N/A inches Underdrain Orifice Centroid = N/A feet User Input: Orifice Plate with one or more orifices or Elliptical Slot Weir (typically used to drain WQCV and/or EURV in a sedimentation BMP) Calculated Parameters for Plate Invert of Lowest Orifice = 0.00 ft (relative to basin bottom at Stage = 0 ft) WQ Orifice Area per Row = 1.097E-02 ft 2 Depth at top of Zone using Orifice Plate = 2.26 ft (relative to basin bottom at Stage = 0 ft) Elliptical Half-Width = N/A feet Orifice Plate: Orifice Vertical Spacing = N/A inches Elliptical Slot Centroid = N/A feet Orifice Plate: Orifice Area per Row = 1.58 sq. inches (diameter = 1-3/8 inches) Elliptical Slot Area = N/A ft 2 User Input: Stage and Total Area of Each Orifice Row (numbered from lowest to highest) Row 1 (required) Row 2 (optional) Row 3 (optional) Row 4 (optional) Row 5 (optional) Row 6 (optional) Row 7 (optional) Row 8 (optional) Stage of Orifice Centroid (ft) Orifice Area (sq. inches) Stage of Orifice Centroid (ft) Orifice Area (sq. inches) Row 9 (optional) Row 10 (optional) Row 11 (optional) Row 12 (optional) Row 13 (optional) Row 14 (optional) Row 15 (optional) Row 16 (optional) User Input: Vertical Orifice (Circular or Rectangular) Calculated Parameters for Vertical Orifice Not Selected Not Selected Not Selected Not Selected Invert of Vertical Orifice = N/A N/A ft (relative to basin bottom at Stage = 0 ft) Vertical Orifice Area = N/A N/A ft 2 Depth at top of Zone using Vertical Orifice = N/A N/A ft (relative to basin bottom at Stage = 0 ft) Vertical Orifice Centroid = N/A N/A feet Vertical Orifice Diameter = N/A N/A inches User Input: Overflow Weir (Dropbox) and Grate (Flat or Sloped) Calculated Parameters for Overflow Weir Zone 3 Weir Not Selected Zone 3 Weir Not Selected Overflow Weir Front Edge Height, Ho = 2.17 N/A ft (relative to basin bottom at Stage = 0 ft) Height of Grate Upper Edge, H t = 2.59 N/A feet Overflow Weir Front Edge Length = 6.00 N/A feet Over Flow Weir Slope Length = 5.52 N/A feet Overflow Weir Slope = N/A H:V (enter zero for flat grate) Grate Open Area / 100-yr Orifice Area = N/A should be > 4 Horiz. Length of Weir Sides = 5.50 N/A feet Overflow Grate Open Area w/o Debris = N/A ft 2 Overflow Grate Open Area % = 70% N/A %, grate open area/total area Overflow Grate Open Area w/ Debris = N/A ft 2 Debris Clogging % = 50% N/A % User Input: Outlet Pipe w/ Flow Restriction Plate (Circular Orifice, Restrictor Plate, or Rectangular Orifice) Calculated Parameters for Outlet Pipe w/ Flow Restriction Plate Zone 3 Restrictor Not Selected Zone 3 Restrictor Not Selected Depth to Invert of Outlet Pipe = 0.00 N/A ft (distance below basin bottom at Stage = 0 ft) Outlet Orifice Area = 1.08 N/A ft 2 Outlet Pipe Diameter = N/A inches Outlet Orifice Centroid = 0.44 N/A feet Restrictor Plate Height Above Pipe Invert = 9.00 inches Half-Central Angle of Restrictor Plate on Pipe = 1.32 N/A radians User Input: Emergency Spillway (Rectangular or Trapezoidal) Calculated Parameters for Spillway Spillway Invert Stage= 3.39 ft (relative to basin bottom at Stage = 0 ft) Spillway Design Flow Depth= 0.82 feet Spillway Crest Length = feet Stage at Top of Freeboard = 5.21 feet Spillway End Slopes = 4.00 H:V Basin Area at Top of Freeboard = 0.47 acres Freeboard above Max Water Surface = 1.00 feet Routed Hydrograph Results Design Storm Return Period = WQCV EURV 2 Year 5 Year 10 Year 25 Year 50 Year 100 Year 500 Year One-Hour Rainfall Depth (in) = Calculated Runoff Volume (acre-ft) = OPTIONAL Override Runoff Volume (acre-ft) = Inflow Hydrograph Volume (acre-ft) = Predevelopment Unit Peak Flow, q (cfs/acre) = Predevelopment Peak Q (cfs) = Peak Inflow Q (cfs) = Peak Outflow Q (cfs) = Ratio Peak Outflow to Predevelopment Q = N/A N/A N/A Structure Controlling Flow = Plate Plate Plate Overflow Grate 1 Overflow Grate 1 Overflow Grate 1 Outlet Plate 1 Outlet Plate 1 N/A Max Velocity through Grate 1 (fps) = N/A N/A N/A Max Velocity through Grate 2 (fps) = N/A N/A N/A N/A N/A N/A N/A N/A N/A Time to Drain 97% of Inflow Volume (hours) = Time to Drain 99% of Inflow Volume (hours) = Maximum Ponding Depth (ft) = Area at Maximum Ponding Depth (acres) = Maximum Volume Stored (acre-ft) =

44 AREA [ft^2], VOLUME [ft^3] OUTFLOW [cfs] PONDING DEPTH [ft] FLOW [cfs] Detention Basin Outlet Structure Design COUNTA for Basin Tab = 1 Ao Dia WQ Plate Type Vert Orifice 1 Vert Orifice 2 500YR IN Count_Underdrain = 500YR OUT eter = 3/8 inch) YR IN Count_WQPlate = ter = 7/16 inch) 100YR OUT Count_VertOrifice1 = eter = 1/2 inch) Outlet Plate 1 Outlet Plate 2 Drain Time Message Boolean 50YR IN Count_VertOrifice2 = ter = 9/16 inch) 4 1 5yr, <72hr 0 50YR OUT 25YR IN Count_Weir1 = eter = 5/8 inch) >5yr, <120hr 0 25YR OUT Count_Weir2 = er = 11/16 inch) Max Depth Row 10YR IN Count_OutletPipe1 = eter = 3/4 inch) WQCV 119 Watershed Constraint Check 10YR OUT Count_OutletPipe2 = er = 13/16 inch) 2 Year 183 Slope YR IN COUNTA_2 (Standard FSD Setup)= eter = 7/8 inch) EURV 212 Shape YR OUT MaxPondDepth_Error? 2YR IN FALSE 0.67 er = 15/16 inch) 5 Year 228 Hidden Parameters & Calculations 2YR OUT 0.76 meter = 1 inch) 10 Year 244 Spillway Depth EURV IN /16 inches) 25 Year WQ Plate EURV Flow OUT at 100yr depth = = 1-1/8 inches) 50 Year 276 WQCV IN WQCV OUT CLOG #1= 35% /16 inches) 100 Year Z1_Boolean C dw #1 = = 1-1/4 inches) 500 Year Z2_Boolean C do #1 = /16 inches) Zone3_Pulldown Message 1 Z3_Boolean Overflow Weir #1 Angle = = 1-3/8 inches) 1 Opening Message CLOG #2= #VALUE! /16 inches) Draintime Running C dw #2 = #VALUE! 1.73 = 1-1/2 inches) Outlet Boolean Outlet Rank Total (1 to 4) C do #2 = #VALUE! /16 inches) Vertical Orifice Overflow Weir #2 Angle = #VALUE! 2.03 = 1-5/8 inches) Vertical Orifice Boolean Underdrain Q at 100yr depth = /16 inches) Overflow 1 Weir Max Depth 10 VertOrifice1 Q at 100yr depth = = 1-3/4 inches) TIME [hr] Overflow Weir yr Depth VertOrifice2 Q at 100yr depth = /16 inches) Outlet Pipe Freeboard 4 EURV_draintime_user = 2.72 = 1-7/8 inches) Outlet Pipe Spillway 500YR Count_User_Hydrographs /16 inches) 0 Spillway Length 100YR CountA_3 (EURV & 100yr) = eter = 2 inches) Button Visibility Boolean FALSE Time Interval YR CountA_4 (100yr Only) = 25YR 10YR gular openings) 1 Button_Trigger 0 Underdrain 3 5YR 2YR 1 WQCV Plate 0 EURV-WQCV Plate 2.5 EURV WQCV 0 EURV-WQCV VertOrifice 1 Outlet 90% Qpeak 0 Outlet Undetained DRAIN TIME [hr] 50,000 45,000 40,000 35,000 30,000 User Area [ft^2] Interpolated Area [ft^2] Summary Area [ft^2] Volume [ft^3] Summary Volume [ft^3] Outflow [cfs] Summary Outflow [cfs] , , , , , PONDING DEPTH [ft] S-A-V-D Chart Axis Override X-axis Left Y-Axis Right Y-Axis minimum bound maximum bound

45 BOX CONDUIT FLOW (Normal & Critical Depth Computation) Project: 88th Ave & Pecos St Box ID: Sidewalk Chase Design Information (Input) Box conduit invert slope So = ft/ft Box Manning's n-value n = Box Width W = 1.50 ft Box Height H = 0.46 ft Design discharge Q = 0.60 cfs Full-flow capacity (Calculated) Full-flow area Af = 0.69 sq ft Full-flow wetted perimeter Pf = 3.92 ft Full-flow capacity Qf = 1.89 cfs Calculations of Normal Flow Condition Normal flow depth (<H ) Yn = 0.17 ft Flow area An = 0.26 sq ft Wetted perimeter Pn = 1.84 ft Flow velocity Vn = 2.35 fps Discharge Qn = 0.60 cfs Percent Full Flow = 31.7% of full flow Normal Depth Froude Number Fr n = 1.00 critical Calculation of Critical Flow Condition Critical flow depth Yc = 0.17 ft Critical flow area Ac = 0.26 sq ft Critical flow velocity Vc = 2.34 fps Critical Depth Froude Number Fr c = 1.00 UD-Culvert_v3.04.xlsm, Box 11/11/2016, 9:39 AM

46 Cross Section for Outflow Channel Project Description Friction Method Solve For Manning Formula Normal Depth Input Data Roughness Coefficient Channel Slope ft/ft Normal Depth 0.17 ft Bottom Width 1.50 ft Discharge 0.60 ft³/s Cross Section Image 11/11/ :42:36 AM Bentley Systems, Inc. Bentley FlowMaster V8i (SELECTseries 1) [ ] 27 Siemons Company Drive Suite 200 W Watertown, CT USA Page 1 of 1

47 Overflow Spillway Channel Maverik, Inc 88th Ave & Pecos - Thornton, CO 11/11/2016 AHN The following calculations are based on UDFCD Criteria Manual Volume 1, Chapter 7 Section Top Width T = 11 ft (half of total top width) 100-yr Flow Q = 28.3 cfs Manning's n n = Longitudinal Slope S = 2.0% Side Slope Sx = max Flow Depth y = T*Sx Equation 7-2 y = 0.46 ft Flow Capacity Q = 2*(0.56/n)*Sx^5/3*S^1/2*T^8/3 Equation 7-1 Q = 29.7 cfs

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