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Home My WebLink AboutReports - Drainage - 12/01/2013FINAL DRAINAGE REPORT Ridgewood Hills Fourth Filing Multi-Family Residential Development Triangle Drive & Avondale Road Fort Collins, Colorado Prepared For: M. Timm Development, Inc. 233 E. Carrillo St., Suite D Santa Barbara, CA 93101 (805) 963-0358 Prepared By: 3715 Shallow Pond Drive, Fort Collins, CO 80528 Phone: 970-226-0264 Fax: 970-226-3760 December 2013 Proj. No.: 12-390 RIDGEWOOD HILLS FOURTH FILING MULTI-FAMILY RESIDENTIAL DEVELOPMENT PRELIMINARY DRAINAGE REPORT Table of Contents ENGINEER’S CERTIFICATION ............................................................................................ 1 I. LOCATION AND DESCRIPTION OF PROPERTY AND PROPOSED DEVELOPMENT ....... 2 A. Location ........................................................................................................................... 2 B. Description of Property .................................................................................................... 2 C. Description of Proposed Development............................................................................. 2 II. DRAINAGE BASINS AND SUB-BASINS ............................................................................... 3 A. Major Basin Description ................................................................................................... 3 B. Sub-Basin Description ..................................................................................................... 3 III. DRAINAGE DESIGN CRITERIA ........................................................................................... 4 A. Regulations ..................................................................................................................... 4 B. Development Criteria Reference and Constraints ............................................................ 4 C. Hydrologic Criteria ........................................................................................................... 4 D. Hydraulic Criteria ............................................................................................................. 5 E. Floodplain Impacts .......................................................................................................... 6 F. Waiver / Variance from Criteria ........................................................................................ 6 IV. WETLAND PRESERVATION AND MITIGATION .................................................................. 6 V. DRAINAGE FACILITY DESIGN ............................................................................................ 6 A. General Concept ............................................................................................................. 6 B. Specific Details ................................................................................................................ 6 C. Detention Pond Analysis ............................................................................................... 10 D. Erosion Control and Storm Water Considerations ......................................................... 11 VI. CONCLUSIONS .................................................................................................................. 12 A. Compliance with Standards ........................................................................................... 12 B. Drainage Concept ......................................................................................................... 12 VII. REFERENCES .................................................................................................................... 13 VIII. APPENDICES A. GENERAL B. SWMM C. HYDRAULICS D. LID CALCULATIONS E. MAPS 1 RIDGEWOOD HILLS FOURTH FILING MULTI-FAMILY RESIDENTIAL DEVELOPMENT FINAL DRAINAGE REPORT ENGINEER’S CERTIFICATION I hereby certify that this Final Drainage Report for the design of stormwater management facilities for the Ridgewood Hills Fourth Filing multi-family residential development was prepared by me, or under my direct supervision, in accordance with the provisions of the City of Fort Collins Storm Drainage Design Criteria and Construction Standards for the owners thereof. Larry C. Owen, P.E. Registered Professional Engineer State of Colorado No. 29871 2 RIDGEWOOD HILLS FOURTH FILING MULTI-FAMILY RESIDENTIAL DEVELOPMENT FINAL DRAINAGE REPORT I. LOCATION AND DESCRIPTION OF PROPERTY AND PROPOSED DEVELOPMENT A. LOCATION The proposed development is located in the Southeast Quarter of Section 14, Township 6 North, Range 69 West of the 6th Principal Meridian, City of Fort Collins, County of Larimer, State of Colorado. The site is bounded on the west, south of Avondale Rd., by single-family residential lots fronting onto Triangle Dr., on the north and west, north of Avondale Rd., by Triangle Dr., on the east by vacant land, and on the south by single-family residential lots fronting onto Peyton Dr. Adjacent land use to the south, west and north of the project site is single-family residential, and to the east of the site, the vacant land immediately adjacent to the site is designated for medium-density mixed-use neighborhood development, and beyond that for neighborhood commercial development. The site is entirely within the bounds of the City of Fort Collins. B. DESCRIPTION OF PROPERTY The site comprises a total area of 10.4 acres. The property is currently vacant, but has been used for agriculture in past. The current ground cover is a mix of native grasses. The site slopes generally from west to east, at surface gradients ranging between 3.5% and 15%. There is a gentle ridge, however, that bisects the site along an axis aligned roughly from northwest to southeast and generally corresponding to the alignment of Avondale Road, which effectively subdivides the site into two natural drainage basins, both ultimately draining to the east, but in the context of the site alone, one drains to the northeast and the other to the southeast. The native soils underlying the site are predominantly silty loams (Wiley loam – 65.6% of site area; Fort Collins loam – 27.7% of site area; and Satanta loam – 6.7% of site area). All of these soils fall within NRCS Hydrologic Soil Group B. A geotechnical engineering investigation that was conducted at the site in 2004 characterized the subsurface soils as sandy, lean clays, extending to depths in excess of 15 feet, in most areas of the site. At one boring location in the northern portion of the site and at two locations in the southern portion of the site, weathered siltstone/claystone bedrock was encountered at depths of approximately 11 – 12 feet. No groundwater was encountered during initial boring or when the borings were reinspected several days later. Flood plain mapping for the vicinity of the development site indicates that no portion of the site lies within any mapped floodplain area (unprinted FEMA FIRM Panel #08069C1200F). C. DESCRIPTION OF PROPOSED DEVELOPMENT The proposed development of the site will consist of multi-family residential buildings, including 146 dwelling units in 11 buildings (2-story and 3-story); 33 enclosed garages in 3 three buildings; a clubhouse, with adjoining pool / spa, sports court, tot lot and recreation area; paved access driveways, sidewalks, and outdoor parking areas; and landscaped open space. Buildings will cover approximately 19.8% of the site; paved drive aisles, sidewalks and vehicle parking areas will cover approximately 29.2% of the site; and landscaped open space will account for 51.0% of the site area. Access to the development will be via the eastward extension of Avondale Road from Triangle Drive. The layout of the proposed development is shown as the base of the Drainage Plan, which is included as an attachment to this report. Municipal infrastructure for supply of potable water and collection of sanitary sewage is available adjacent to the site in Triangle Drive, as well as at the end of Peyton Dr., south of the site. Appropriate utility mains will be extended throughout the site to serve the development. Electric power, natural gas, telephone and cablevision services are also available to serve the development. Stormwater runoff from the development will be directed via overland flow to appropriately sized and located storm drain inlets and drainage piping, and conveyed to one of two existing off-site detention basins; one located across Triangle Dr. from the north tip of the site, and the other located south of Peyton Dr., approximately 250 feet south of the site. II. DRAINAGE BASINS AND SUB-BASINS A. MAJOR BASIN DESCRIPTION The proposed development lies within the Fossil Creek Master Drainage Basin, as delineated in the City of Fort Collins Drainage Basin Master Plan (City of Fort Collins, June 2004). B. SUB-BASIN DESCRIPTION The site is located in Basins OS-4, 821 and 918, as well as a portion of Basin 917, as delineated in the Ridgewood Hills PUD, Filing 3, Final Drainage & Erosion Control Study (Nolte Associates, June 2000). The northern portion of the site (Tract B) drains to the east and is Basin OS-4. According to the Nolte report, development of Basin OS-4 was anticipated to include multi-family residential dwellings, and runoff was to be routed through one of the two Ridgewood Hills 3rd Filing detention basins (labeled as Detention Ponds #1 and #2). Both of the detention ponds were reported to have sufficient capacity to accommodate developed runoff from Tract B. The southern portion of the site (Tract A) consists of Basin 821 and a portion of Basin 917. Tributary flows include those from on-site areas, as well as the rear portions of the developed single-family lots along the east side of Triangle Dr., between Avondale Rd., and Peyton Dr., and the rear portions of the developed single-family lots along the north side of Peyton Dr., east of Triangle Dr. This basin also includes the front halves of the first 3 ½ lots on the east side of Triangle Dr., south of Avondale Rd., and the east half of Triangle Dr., abutting those lots. The total off-site area that is tributary to the southern drainage system is approximately 1.59 ac. 4 A portion of the site along the east perimeter slopes away sharply from the remainder of the site. Runoff from this area cannot reasonably be captured and directed to the detention basins. Thus, runoff will flow overland from this area onto the adjacent undeveloped land, as it does currently. There are no improvements proposed in this area of the site, aside from grading and landscaping, so the rate of runoff from this area will be essentially the same as it is for the historic, undeveloped condition. The total area of the undetained portion of the site is approximately 1.25 ac (0.90 ac. north of Avondale Rd., and 0.35 ac. south of Avondale Rd.). For purposes of analyzing the drainage regime for the proposed development, the project site and off-site tributary areas have been subdivided into 27 drainage sub-basins, reflective of the anticipated final topography of the site. These drainage sub-basins range in size from 0.04 acres to 1.87 acres. These on-site and off-site sub-basins comprise the drainage regime for the project and are accounted for in the stormwater management analysis and the design of stormwater management improvements for the project. While final grading of the development site will result in localized ridges and depressions, the overall direction of storm flow will continue to be generally consistent with the existing predevelopment drainage patterns of the site. III. DRAINAGE DESIGN CRITERIA A. REGULATIONS The proposed stormwater management improvements for the Ridgewood Hills Fourth Filing development are designed in compliance with the requirements of the City of Fort Collins Stormwater Criteria Manual (City of Fort Collins, December 2011) which adopts and amends the Urban Storm Drainage Criteria Manual (Urban Drainage and Flood Control District, Revised December 2012). The design of stormwater management improvements for the project also takes into account the previously approved Ridgewood Hills PUD, Filing 3, Final Drainage & Erosion Control Study (Nolte Associates, June 2000). The recently approved amendment to the Fort Collins Stormwater Criteria Manual, requiring the incorporation of Low-Impact Development (LID) principles and criteria, applies to this development. B. DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS The criteria used as the basis for analysis and design of stormwater management improvements for this site are those found in the references cited in the section immediately above. To the knowledge of the author, there are no other capital drainage improvements planned for this portion of the Fossil Creek Master Drainage Basin, aside from those referred to above, that would constrain or otherwise influence the design of the stormwater improvements for this site. C. HYDROLOGIC CRITERIA Stormwater runoff from the respective sub-basins of the Ridgewood Hills Fourth Filing site is analyzed for storms with 2-year and 100-year return frequencies. Due to the relatively small aggregate area of the tributary drainage sub-basins (approximately 13.5 acres, including off-site tributary areas), the Rational Method was 5 chosen for use in the design of the stormwater management improvements. The Rational Method provides that: Q = CIA, where: Q = Design flow in cubic feet per second (cfs) C = Coefficient of runoff for the area under consideration I = Rainfall intensity for the design storm duration (in/hr) A = Area of the drainage sub-basin under consideration (ac) Composite coefficients of runoff were calculated for the two design storm events, based on the applicable percent imperviousness of the respective surfaces (roof, pavement, landscaped areas, etc.) within the various sub-basins. Rainfall intensities were determined using information presented in the City of Fort Collins Storm Drainage Design Criteria and Construction Standards. For this Final Drainage Report the adequacy of the two off-site detention basins is accepted, per the Nolte report. Tract B (the northern portion of the site) will, for the most part, drain to the northeast and into existing Detention Pond #1 and Tract A (the southern portion of the site), plus a small portion of Tract B, will drain to the southeast and into existing Detention Pond #2. The design worksheets included in the Attachments to this Final Drainage Report present documentation of the hydrologic calculations for the on-site storm drainage systems. EPA SWMM 5.0 was used to calculate pond volumes and orifice plates of the existing pond in relation to the development. D. HYDRAULIC CRITERIA Within the development, a significant portion of the runoff will be conveyed on the surface, initially as sheet flow and subsequently as concentrated flow in shallow pans and gutters, as well as in grassed swales. In order to minimize surface accumulations of runoff, the assessment of required capacity and the sizing of the respective components of the drainage system are based on the anticipated runoff from the 100-year storm event. No detention is planned within any of the traffic circulation or parking areas, and it is the intent of the design that there be minimal, if any, accumulation of runoff in paved parking or travel areas. Inevitably, however, some accumulation will occur under extreme storm events, due to the constriction presented by inlet openings. In all cases, it is the intent of the design that the maximum depth of accumulation be less than one foot and that the duration of localized impoundment be short. Where the site grading design in localized areas precludes continuous surface migration of runoff to the respective detention basins, appropriately sized inlets and storm drain piping are included to convey the accumulated runoff from these localized collection points to the detention basins. Inlet locations and sizing will be refined in the final design phase of the project. The calculation spreadsheets included in the Attachments to this Final Drainage Report reflect this design approach. 6 E. FLOODPLAIN IMPACTS As stated in Section I B (Description of Property) above, there are no mapped floodplains that impact this property. F. WAIVER / VARIANCE FROM CRITERIA There are currently no waivers or variances from the City of Fort Collins Storm Drainage Design Criteria and Construction Standards requested in connection with the design of the stormwater management facilities for the Ridgewood Hills Fourth Filing development. IV. WETLAND PRESERVATION AND MITIGATION There are no wetlands within the boundaries of the site. V. DRAINAGE FACILITY DESIGN A. GENERAL CONCEPT In general, developed flows will follow the intent of the Ridgewood Hills PUD, Filing 3 drainage report, with all tributary flows updated to reflect 1997 Rainfall. As stated above, Tract B will, for the most part, drain to existing Detention Pond #1 and Tract A, plus a small portion of Tract B, will drain to existing Detention Pond #2. Water quality requirements will be addressed through implementation of LID principles, on-site, as well as within the detention basins. Off-site migration of runoff will be minimized to the extent practical. The design of the stormwater management systems for the Ridgewood Hills development is based on the premise that runoff generated within the site should be managed within the site, to the greatest extent practicable, such that there is no adverse impact to either the development or to adjacent or downstream properties, drainage facilities and waterways. The grading plan for the site has been designed to promote positive drainage away from all building envelopes, and to direct collectable runoff flow to the collection system and then to the detention basins. The design worksheets included in the attachments to this Final Drainage Report present details of the hydrologic and hydraulic calculations pertinent to the design of the on-site storm drainage system. A Final Drainage Plan, showing the proposed development of the site and developed drainage patterns is included in the map pocket following the attachments. B. SPECIFIC DETAILS There are a number of collection and conveyance scenarios within the drainage regime associated with this development. The respective scenarios are described below. Runoff from all buildings and the immediately adjacent landscaped areas will migrate via overland flow to either an adjacent paver parking area and drive aisle or to an area inlet in a nearby landscaped collection area. Within Tract B, runoff from the buildings along the west side of this portion of the site adjacent to Triangle Drive will be, for the most part, directed to a series of connected area 7 inlets and a piping network beneath the landscaped area between the buildings an the street. Runoff from the adjacent drive aisle and parking area, including the west half of the garages, will flow overland to a low-point inlet at the north end of the drive aisle. Runoff from the clubhouse and amenities area in the central region of Tract B, as well as from the adjacent drive aisles to the south and east, and the north half of the two residential buildings fronting onto Avondale Road will migrate via overland flow to the drive aisles and to a low-point inlet toward the north end of the east drive aisle. The runoff accumulating at the inlet in the east drive aisle, along with that accumulating at the inlet at the north end of the west drive aisle, will be piped northward to the existing inlet in the east gutter of Triangle Drive, and from there to existing Detention Pond #1. At a point in this piped system just upstream of the existing Triangle Drive inlet, the accumulated runoff from the buildings and surrounding landscaping along the Triangle Drive frontage of Tract B will be comingled with the flows from the interior areas of the site. The total design flow entering the existing Triangle Drive inlet from the drainage systems serving Tract B is calculated to be 40.03 cfs. In addition to this collected runoff, there will be uncollected runoff from the landscaped area along the east perimeter of Tract B. That runoff is calculated to be 15.61 cfs, which will exit the site in a relatively uniform sheet flow across a property line measuring approximately 706 feet in length (0.022 cfs / ft). Within Tract A, there will also be a blend of overland flow and piped flow, but the areas tributary to the piped collection system are more broadly integrated than those in Tract B. Runoff from the southern portions and surrounding landscaping of the Tract B buildings fronting onto Avondale Road, as well as from a corner of the building and adjacent landscaping in the northwest corner of Tract A, and from the off-site single-family area draining to Triangle Drive and then to Avondale Road either migrates to the adjacent street gutter and flows to one of several street inlets, or is collected in a series of area inlets in the respective landscaped areas, from where it is piped to the storm main to be located within the Avondale Road right-of-way. Runoff from the buildings, adjacent landscaped areas and paved drive aisle and parking area in the northeast quadrant of Tract A will be collected in area inlets and a parking lot inlet at the east end of the drive aisle, and piped to the storm main that will be an extension of the storm main serving the Avondale Road sub-basins. Runoff from the buildings, driveways, parking areas and landscaped space within the three interior sub-basins in Tract A, comprising the majority of the area tributary to this drainage system, will migrate via overland sheet flow and shallow gutter flow, to an inlet near the southeast corner of the site, from where it will be piped to the a connection point with the storm drain serving the Avondale Road sub-basins and those in the eastern region of the site, and from there to existing Detention Pond #2. There is a drainage sub-basin along the southern perimeter of Tract A, which includes a landscaped buffer area along between this site and the adjacent single-family lots, the southern half of the most southwesterly building on this site, the southeast quarter of the most southeasterly building on this site, and the rear portions of the single-family lots. Runoff from this tributary area will migrate via overland sheet flow to a grassed swale running along the southern perimeter of the site, and eventually into an area inlet near the southeast corner of the site. Flows accumulated at the area inlet will be comingled with the 8 runoff piped from the central region of Tract A and piped to the connection with the main north-south storm drain along the eastern perimeter of the site. The drainage sub-basins, overland flow directions and the piped drainage systems serving the proposed development are shown on the drawings included with this report. The following table presents a summary of the tributary sub-basins and corresponding calculated hydrology for the proposed Ridgewood Hills Fourth Filing development. 9 DRAINAGE DATA SUMMARY TABLE SUB-BASIN DESIGN BASIN COMP. RUNOFF COEFF. CUMM.DES.RUNOFF (cfs) I.D. POINT AREA (ac) C2 C100 Q2 Q100 North System N1 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 N6 6 0.830 0.71 0.95 1.67 7.84 7b 4.62 24.29 8 5.58 30.21 OS-1 9 0.401 0.60 0.83 6.17 33.43 N7 0.900 0.25 0.25 3.21 15.61 N8 0.163 0.55 0.78 0.90 4.47 South System S1 10 0.125 0.43 0.65 0.13 0.74 S2 11 0.560 0.25 0.44 9.79 43.57 S3 12 0.235 0.29 0.49 0.20 1.14 13 9.90 44.34 S4 14 0.121 0.31 0.51 0.10 0.61 S5 15 0.125 0.29 0.49 0.10 0.60 S6 16a 0.154 0.61 0.85 10.02 46.17 S7 17 0.155 0.25 0.43 0.11 0.66 S8 18 0.412 0.55 0.78 0.60 3.20 S9 19 0.112 0.63 0.87 0.47 0.96 20 9.97 46.31 S10 21 0.119 0.56 0.79 11.40 51.91 S11 22 0.201 0.46 0.69 0.26 1.38 23 11.40 51.25 S12 24 0.436 0.50 0.73 0.56 3.18 25 11.65 53.76 S13 26 0.041 0.45 0.68 0.05 0.28 27 11.58 54.04 S14 28 1.866 0.49 0.73 1.97 11.35 S15 29 1.153 0.66 0.90 3.40 19.11 S16 30 0.204 0.68 0.93 3.62 31.03 S17 31 0.810 0.18 0.33 0.42 2.32 S18 32 0.990 0.15 0.28 4.18 35.19 33 14.76 87.10 S19 0.352 0.25 0.31 0.25 1.10 10 C. DETENTION POND ANALYSIS Existing Ponds #1 and #2 were originally designed in the Ridgewood Hills Filing 3 drainage report using the City of Fort Collins’ pre-1997 rainfall data. The ponds were originally modeled in MODSWMM, a modified version of EPA SWMM. In addition to outdated rainfall data, the original study excluded Filing 3 basin OS-4 (Tract B) and the study for Pond #2 used only historic runoff coefficients for Basin 821 and portions of Basin 917 to size the ponds. To better assess the capacity of the ponds, five models were run for each pond using EPA SWMM 5.0 software: 1) Baseline Model – Pre-1997 rainfall and original design pond volumes 2) Baseline Model with As-built Pond – Pre-1997 rainfall with as-built pond volumes 3) Corrected Model – New rainfall data with as-built pond volumes 4) Proposed Model – new rainfall data, as-built pond volumes, corrected impervious values, and adjusted orifice diameters 5) Clogged Orifice – new rainfall data, as-built pond volumes, corrected impervious values, and clogged orifice to calculate overflow weirs The following tables summarize the results of the detention pond analysis for Pond #1: 1 8.78 5075.93 6.56 0.75 1.72 5071.72 11.5 2 9.18 5075.99 6.49 0.75 2.27 5071.82 11.5 3 9.79 5076.94 8.11 0.75 2.27 5071.82 11.5 4 9.86 5077.52 9.15 0.74 2.25 5071.8 11.25 Pond #1 SWMM Model Summary Model 100-yr Release Rate (cfs) 100-yr WSEL WQCV (ac-ft) WQCV Depth (ft) WQCV EL Orifice Diameter (in) Detention Volume (ac-ft) 1 5078.00 5079.00 40 0.00 0.00 2 5078.00 5079.00 40 0.00 0.00 3 5078.00 5079.00 40 0.00 0.00 4 5078.00 5079.00 40 0.00 0.00 5 5078.00 5079.00 40 18.43 0.05 Pond #1 SWMM Model Weir Summary Model Weir Elevation Top of Bank Lspillway (ft) Max Flow (cfs) Flow Depth (ft) As seen from the tables above, the only modification to pond #1 will be to replace the orifice plate. Although the water surface elevation was raised, the lowest top of bank still provides at least one foot of freeboard in the pond. 11 1 9.81 5059.00 5066.28 13.66 1.4 2.08 5061.08 11.5 2 10.33 5058.39 5066.41 13.54 1.4 2.81 5061.20 11.5 3 11.30 5058.39 5067.74 17.66 1.4 2.81 5061.20 11.5 4 9.89 5058.39 5067.71 17.56 1.273 2.7 5061.09 10.75 Pond #2 SWMM Model Summar ModelInvert 100-yr Release Rate (cfs) 100-yr WSEL Detention Volume (ac-ft) WQCV (ac-ft) Orifice Diameter (in) WQCV Depth (ft) WQCV EL 1 5068.00 5069.00 150 0.00 0.00 2 5068.00 5069.00 150 0.00 0.00 3 5068.00 5069.00 150 0.00 0.00 4 5068.00 5069.00 150 0.00 0.00 5 5068.00 5069.00 150 29.36 0.04 Top of Bank Lspillway (ft) Max Flow (cfs) Flow Depth Pond #2 SWMM Model Weir Summary Model Weir Elevatio As seen from the tables above, the only modification to pond #2 will be to replace the orifice plate. Although the water surface elevation was raised, the lowest top of bank still provides at least one foot of freeboard in the pond. It should be noted that the SWMM models (and onsite basins) utilized reduced imperviousness areas as allowed by Urban Storm Drainage Volume III Figure 3-8, Effective Imperviousness Adjustments for Level 2 MDCIA due to the onsite LID uses. The basic tenant of the site design was that the onsite pavers and filter storage will detain an equivalent volume equal to or greater than volume required for WQCV for the site. Pond #1 originally neglected to include water quality for the site, therefore the WQCV elevation essentially stayed the same. Pond #2 WQCV was incorporated in the original design, therefore the WQCV elevation was reduced due to the onsite LID volumes. D. EROSION CONTOL AND STORM WATER QUALITY CONSIDERATIONS Permanent water quality enhancement will be provided through the design of on-site LID improvements, as necessary, as well as the outlet control structure components of the detention facilities, as addressed above. In addition, storm water quality and erosion control during construction will be addressed through the application of Best Management Practices (BMPs), as recommended in Volume III of the Urban Storm Drainage Criteria Manual (UDFCD, April 2008). Throughout the course of construction and until such time as permanent drainage surfaces and/or vegetation are established throughout the development, appropriate measures will be 12 Temporary drainage swales will be established throughout the site, as necessary, to collect and convey storm runoff from the work areas, and temporary sediment barriers will be installed at regular intervals along the lengths of these swales to slow the runoff flows and promote deposition of sediment and other suspended solids. The anticipated locations of the temporary swales, as well as details of erosion control Best Management Practices (BMP’s) will be shown on the Erosion Control Plan, submitted as part of the Final Compliance drawing set. All runoff from the disturbed portions of the site will be intercepted and directed to one of the temporary sediment traps within the site, and discharge from these facilities will be controlled. Accumulated sediments will be periodically removed from these facilities and properly disposed of. Permanent landscaping will be installed within the developed area, as soon as practical, and temporary revegetation or mulching will be implemented if there are any areas disturbed by construction activities, but not scheduled for immediate implementation of development improvements. VI. CONCLUSIONS A. COMPLIANCE WITH STANDARDS The design of the storm water management improvements to serve the Ridgewood Hills Fourth Filing development is in compliance with the City of Fort Collins Storm Drainage Design Criteria and Construction Standards. The criteria and recommendations of the Urban Storm Drainage Criteria Manual are also reflected in the design of the drainage systems. B. DRAINAGE CONCEPT The proposed drainage improvements for the Ridgewood Hills Fourth Filing development will effectively protect the proposed development, as well as downstream properties, drainage facilities and natural waterways, from the potential impacts of storm runoff, resulting in no adverse impacts from the improvements proposed for this site. Development of the site, as proposed, should have a beneficial impact on water quality in downstream drainage facilities and drainage ways by reducing of delaying the initial discharge of runoff from the site such that sediments and other potential pollutants typically carried by this first flush are removed from the flow. 13 VII. REFERENCES “City of Fort Collins Stormwater Criteria Manual” City of Fort Collins, Adopted December 2011 “City of Fort Collins Municipal Code”, Chapter 10 – Flood Protection and Prevention City of Fort Collins, 1987 “Urban Storm Drainage Criteria Manual”, Volumes 1 & 2, UDFCD, Revised December 2012 “Urban Storm Drainage Criteria Manual”, Volume 3, UDFCD, Revised December 2012 APPENDIX A - GENERAL DATA SUMMARY TABLE 100-YEAR STORM EVENT 2-YEAR STORM EVENT 100-YEAR TIME OF CONCENTRATION 2-YEAR TIME OF CONCENTRATION COMPONENT AREAS UNADJUSTED IMPERVIOUSNESS VALUES NRCS SOIL DATA SUB-BASIN DESIGN BASIN I.D. POINT AREA (ac) C2 C100 Q2 Q100 North System N1 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 N6 6 0.830 0.71 0.95 1.67 7.84 7b 4.62 24.29 8 5.58 30.21 OS-1 9 0.401 0.60 0.83 6.17 33.43 N7 0.900 0.25 0.25 3.21 15.61 N8 0.163 0.55 0.78 0.90 4.47 South System S1 10 0.125 0.43 0.65 0.13 0.74 S2 11 0.560 0.25 0.44 9.79 43.57 S3 12 0.235 0.29 0.49 0.20 1.14 13 9.90 44.34 S4 14 0.121 0.31 0.51 0.10 0.61 S5 15 0.125 0.29 0.49 0.10 0.60 S6 16a 0.154 0.61 0.85 10.02 46.17 S7 17 0.155 0.25 0.43 0.11 0.66 S8 18 0.412 0.55 0.78 0.60 3.20 S9 19 0.112 0.63 0.87 0.47 0.96 20 9.97 46.31 S10 21 0.119 0.56 0.79 11.40 51.91 S11 22 0.201 0.46 0.69 0.26 1.38 23 11.40 51.25 S12 24 0.436 0.50 0.73 0.56 3.18 25 11.65 53.76 S13 26 0.041 0.45 0.68 0.05 0.28 27 11.58 54.04 S14 28 1.866 0.49 0.73 1.97 11.35 S15 29 1.153 0.66 0.90 3.40 19.11 S16 30 0.204 0.68 0.93 3.62 31.03 S17 31 0.810 0.18 0.33 0.42 2.32 S18 32 0.990 0.15 0.28 4.18 35.19 33 14.76 87.10 S19 0.352 0.25 0.31 0.25 1.10 COMP. RUNOFF COEFF. CUMM.DES.RUNOFF (cfs) DRAINAGE DATA SUMMARY TABLE Prepared by: L.C.O. Date: 11/14/2013 Basin Design Sub-Basin Runoff Time of C * A Rainfall Design Total Time Cumm. Rainfall Cumm. Channel Flow Design Pipe Pipe Pipe Length Velocity Time I.D. Point Area Coeffic Concentr. Intensity Runoff of Conc. C*A Intensity Runoff Slope Depth Flow Slope Size Capacity (ac) (min) (ac) (in/hr) (cfs) (min) (ac) (in/hr) (cfs) (%) (ft) (cfs) (%) (in) (cfs) (ft) (fps) (min) North System N1 1 0.353 0.57 2.4 0.20 9.95 2.01 2.4 0.20 9.95 2.01 2.01 1.80 12 4.79 222 5.98 0.62 N2 2 0.276 0.57 2.0 0.16 9.95 1.57 3.0 0.36 9.95 3.58 3.58 4.44 12 7.52 135 9.77 0.23 N3 3 0.301 0.63 1.4 0.19 9.95 1.90 3.2 0.55 9.95 5.47 5.47 3.20 12 6.39 388 8.14 0.79 N4 4 0.211 0.54 2.1 0.11 9.95 1.13 4.0 0.66 9.95 6.60 6.60 4.50 12 7.57 103 9.65 0.18 N5 5 1.872 0.78 3.7 1.46 9.95 14.53 3.7 1.46 9.95 14.53 14.53 2.30 18 15.92 164 9.01 0.30 N6 6 0.830 0.95 1.6 0.79 9.95 7.84 1.6 0.79 9.95 7.84 7.84 0.70 18 8.78 14 5.67 0.04 7b 4.0 2.47 9.82 24.29 24.29 1.10 24 23.70 118 7.54 0.26 8 4.2 3.14 9.63 30.21 30.21 2.50 24 35.73 17 12.85 0.02 OS-1 9 0.401 0.83 3.4 0.33 9.95 3.33 4.2 3.47 9.63 33.43 33.43 1.57 30 28.32 80 36.07 0.04 N7 7a 0.900 0.25 6.1 0.22 9.26 2.08 6.1 1.69 9.26 15.61 15.61 1.10 24 23.70 23 7.54 0.05 N8 34 0.163 0.78 1.7 0.13 9.95 1.27 3.9 0.45 9.95 4.47 4.47 3.50 18 19.64 52 11.12 0.08 53.50 Total Design Runoff from the North Drainage System South System S1 10 0.125 0.65 4.6 0.08 9.16 0.74 4.6 0.08 9.16 0.74 0.74 8.70 12 10.53 23 9.00 0.04 S2 11 0.560 0.44 8.3 0.24 8.17 1.99 8.3 5.33 8.17 43.57 43.57 2.15 18 15.40 41 7.23 0.09 915 915 4.230 0.59 9.1 2.49 8.72 21.67 9.1 2.49 8.72 21.67 3.50% 0.49 98 7.02 0.23 916 916 3.670 0.69 9.4 2.52 8.39 21.17 9.4 2.52 8.39 21.17 2.80% 0.49 213 5.87 0.60 11b 42.84 S3 12 0.235 0.49 2.5 0.11 9.95 1.14 2.5 0.11 9.95 1.14 1.14 1.14 12 3.81 166 4.42 0.63 13 8.4 5.45 8.14 44.34 44.34 2.15 18 15.40 130 7.67 0.28 S4 14 0.121 0.51 4.3 0.06 9.95 0.61 4.3 0.06 9.95 0.61 0.61 1.47 12 4.33 101 4.85 0.35 S5 15 0.125 0.49 3.5 0.06 9.95 0.60 3.5 0.06 9.95 0.60 0.60 0.54 12 2.62 60 3.97 0.25 S6 16a 0.154 0.85 0.3 0.13 9.95 1.30 8.7 5.70 8.10 46.17 46.17 2.00 18 14.85 126 8.32 0.25 16b 0.154 0.85 0.3 0.13 9.95 1.30 0.3 0.13 9.95 1.30 S7 17 0.155 0.43 3.1 0.07 9.95 0.66 3.1 0.07 9.95 0.66 0.66 4.18 12 7.30 100 6.14 0.27 S8 18 0.412 0.78 3.4 0.32 9.95 3.20 3.4 0.32 9.95 3.20 2.50% 0.31 144 4.27 0.56 S9 19 0.112 0.87 0.9 0.10 9.95 0.96 0.9 0.10 9.95 0.96 2.86% 0.21 138 4.03 0.57 20 9.0 5.77 8.03 46.31 46.31 2.00 18 14.85 142 9.16 0.26 S10 21 0.119 0.79 1.6 0.09 9.95 0.94 9.2 6.54 7.94 51.91 51.91 1.76 18 13.93 13 8.91 0.02 S11 22 0.201 0.69 3.1 0.14 9.95 1.38 3.1 0.14 9.95 1.38 6.67% 0.32 30 5.51 0.09 23 9.2 6.54 7.84 51.25 51.25 1.76 18 13.93 151 8.99 0.28 S12 24 0.436 0.73 3.6 0.32 9.95 3.18 3.6 0.32 9.95 3.18 3.18 2.69 18 17.22 19 7.60 0.04 25 9.5 6.86 7.84 53.76 53.76 6.98 18 27.74 179 16.17 0.18 S13 26 0.041 0.68 3.3 0.03 9.95 0.28 3.3 0.03 9.95 0.28 0.28 25.00 8 6.05 8 9.19 0.01 27 9.7 6.89 7.78 54.04 54.04 7.80 18 29.32 8 16.76 0.01 S14 28 1.866 0.73 6.9 1.35 7.91 10.71 6.9 1.43 7.91 11.35 3.09% 0.36 236 6.53 0.60 S15 29 1.153 0.90 1.3 1.04 9.95 10.36 7.5 2.48 7.72 19.11 1.22% 0.48 130 5.18 0.42 S16 30 0.204 0.93 0.3 0.19 9.95 1.88 8.0 4.10 7.57 31.03 31.03 14.20 18 39.57 70 22.84 0.05 S17 31 0.810 0.33 7.3 0.27 8.63 2.32 7.3 0.27 8.63 2.32 3.45% 0.61 566 3.85 2.45 S18 32 0.990 0.28 5.7 0.28 9.50 2.66 8.0 4.65 7.57 35.19 35.19 1.40 24 26.74 30 15.44 0.03 33 8.0 11.51 7.57 87.10 87.10 1.04 30 41.81 74 8.52 0.14 S19 0.352 0.31 4.4 0.11 9.95 1.10 4.4 0.11 9.95 1.10 This runoff exits the site undetained, as is the current condition. 88.19 Total Design Runoff from the South Drainage System RIDGEWOOD HILLS APARTMENTS ON-SITE STORM DRAINAGE SYSTEM DESIGN (Rational Method Procedure) 100-YR STORM EVENT Direct Runoff Cummulative Runoff Channel / Gutter Flow Pipe Flow Travel Time Prepared by: L.C.O. Date: 11/14/2013 Basin Design Sub-Basin Runoff Time of C * A Rainfall Design Total Time Cumm. Rainfall Cumm. Channel Flow Design Pipe Pipe Pipe Length Velocity Time I.D. Point Area Coeffic Concentr. Intensity Runoff of Conc. C*A Intensity Runoff Slope Depth Flow Slope Size Capacity (ac) (min) (ac) (in/hr) (cfs) (min) (ac) (in/hr) (cfs) (%) (ft) (cfs) (%) (in) (cfs) (ft) (fps) (min) North System N1 1 0.353 0.36 4.5 0.13 2.85 0.36 4.5 0.13 2.85 0.36 0.36 1.80 12 4.79 222 4.33 0.85 N2 2 0.276 0.36 3.8 0.10 2.85 0.28 5.4 0.23 2.85 0.64 0.64 4.44 12 7.52 135 6.90 0.33 N3 3 0.301 0.41 3.1 0.12 2.85 0.35 5.7 0.35 2.85 0.99 0.99 3.20 12 6.39 388 7.00 0.92 N4 4 0.211 0.33 3.7 0.07 2.85 0.20 6.6 0.42 2.74 1.15 1.15 4.50 12 7.57 103 8.20 0.21 N5 5 1.872 0.55 8.0 1.02 2.57 2.62 8.0 1.02 2.57 2.62 2.62 2.30 18 15.92 164 7.57 0.36 N6 6 0.830 0.71 4.0 0.59 2.85 1.67 4.0 0.59 2.85 1.67 1.67 0.70 18 8.78 14 4.18 0.06 7b 8.4 1.83 2.52 4.62 4.62 1.10 24 23.70 118 6.26 0.31 8 8.7 2.25 2.48 5.58 5.58 2.50 24 35.73 17 8.98 0.03 OS-1 9 0.401 0.60 8.3 0.24 2.52 0.60 8.7 2.49 2.48 6.17 6.17 1.57 30 28.32 80 31.74 0.04 N7 7a 0.900 0.25 6.6 0.22 2.58 0.58 6.6 1.25 2.58 3.21 3.21 1.10 24 23.70 23 6.26 0.06 N8 34 0.163 0.55 4.7 0.09 2.85 0.25 7.9 0.31 2.85 0.90 0.90 3.50 18 19.64 52 9.34 0.09 10.28 Total Design Runoff from the North Drainage System South System S1 10 0.125 0.43 9.5 0.05 2.46 0.13 9.5 0.05 2.46 0.13 0.13 8.70 12 10.53 23 9.00 0.04 S2 11 0.560 0.25 11.6 0.14 2.23 0.32 11.6 4.39 2.23 9.79 9.79 2.15 18 15.40 41 4.97 0.14 915 4.230 0.51 13.7 2.16 1.94 4.19 13.7 2.16 1.94 4.19 3.50% 0.30 98 4.97 0.33 916 3.670 0.57 14.6 2.09 1.89 3.95 14.6 2.09 1.89 3.95 2.80% 0.30 213 4.48 0.79 11b 8.14 S3 12 0.235 0.29 4.1 0.07 2.85 0.20 4.1 0.07 2.85 0.20 0.20 1.14 12 3.81 166 3.11 0.89 13 11.7 4.46 2.22 9.90 9.90 2.15 18 15.40 130 5.31 0.41 S4 14 0.121 0.31 6.7 0.04 2.76 0.10 6.7 0.04 2.76 0.10 0.10 1.47 12 4.33 101 2.76 0.61 S5 15 0.125 0.29 5.8 0.04 2.85 0.10 5.8 0.04 2.85 0.10 0.10 0.54 12 2.62 60 3.97 0.25 S6 16a 0.154 0.61 4.0 0.09 2.85 0.27 12.1 4.53 2.21 10.02 10.02 2.00 18 14.85 126 5.88 0.36 16b 0.154 0.61 4.0 0.09 2.85 0.27 4.0 0.09 2.85 0.27 1.67% 0.14 133 2.35 0.94 S7 17 0.155 0.25 4.7 0.04 2.85 0.11 4.7 0.04 2.85 0.11 0.11 4.18 12 7.30 100 4.18 0.40 S8 18 0.412 0.55 7.2 0.23 2.67 0.60 7.2 0.23 2.67 0.60 2.50% 0.17 144 3.38 0.71 S9 19 0.112 0.63 3.7 0.07 2.85 0.20 7.7 0.16 2.85 0.47 2.86% 0.11 138 2.67 0.86 20 12.5 4.57 2.18 9.97 9.97 2.00 18 14.85 142 6.64 0.36 S10 21 0.119 0.56 4.9 0.07 2.85 0.19 12.9 5.30 2.15 11.40 11.40 1.76 18 13.93 13 6.46 0.03 S11 22 0.201 0.46 6.0 0.09 2.85 0.26 6.0 0.09 2.85 0.26 6.67% 0.16 30 3.43 0.15 23 12.9 5.30 2.12 11.40 11.40 1.76 18 13.93 151 6.62 0.38 S12 24 0.436 0.50 8.5 0.22 2.55 0.56 8.5 0.22 2.55 0.56 0.56 2.69 18 17.22 19 5.17 0.06 25 13.3 5.52 2.11 11.65 11.65 5.94 18 25.59 179 10.57 0.28 S13 26 0.041 0.45 8.6 0.02 2.60 0.05 8.6 0.02 2.60 0.05 0.05 25.00 8 6.05 8 4.33 0.03 27 13.5 5.54 2.09 11.58 11.58 7.80 18 29.32 8 11.95 0.01 S14 28 1.866 0.49 12.5 0.92 2.02 1.86 12.5 0.97 2.02 1.97 3.09% 0.24 236 4.90 0.80 S15 29 1.153 0.66 5.0 0.76 2.85 2.17 13.3 1.74 1.96 3.40 1.22% 0.32 130 3.77 0.57 S16 30 0.204 0.68 5.9 0.14 2.85 0.40 13.9 1.87 1.93 3.62 3.62 14.20 18 39.57 70 15.90 0.07 S17 31 0.810 0.18 4.9 0.15 2.85 0.42 4.9 0.15 2.85 0.42 3.45% 0.40 566 2.93 3.22 S18 32 0.990 0.15 6.3 0.15 2.67 0.39 13.9 2.17 1.93 4.18 4.18 1.40 24 26.74 30 12.56 0.04 33 14.0 7.69 1.92 14.76 14.76 1.04 30 41.81 74 7.15 0.17 S19 0.352 0.25 5.2 0.09 2.81 0.25 5.2 0.09 2.81 0.25 This runoff exits the site undetained, as is the current condition. 15.01 Total Design Runoff from the South Drainage System RIDGEWOOD HILLS APARTMENTS ON-SITE STORM DRAINAGE SYSTEM DESIGN (Rational Method Procedure) 2-YR STORM EVENT Direct Runoff Cummulative Runoff Channel / Gutter Flow Pipe Flow Travel Time Prepared by: L.C.O. Date: 11/8/2013 Frequency Adjustment Factor: 1.25 Final Tc Remarks Basin Area Runoff Coeff Length Slope Ti Length Slope Velocity Tt Comp Tc Tot. Length Tc =(L/180)+10 I.D. (ac) (ft) (%) (min) (ft) (%) (fps) (min) (min) (ft) (min) (min) North System N1 0.353 0.57 35 6.0% 2.35 200 Pipe Flow 2.35 235 11.3 2.4 N2 0.276 0.57 35 10.0% 2.00 200 Pipe Flow 2.00 235 11.3 2.0 N3 0.301 0.63 35 15.0% 1.40 220 Pipe Flow 1.40 255 11.4 1.4 N4 0.211 0.54 30 10.0% 2.05 120 Pipe Flow 2.05 150 10.8 2.1 N5 1.872 0.78 95 6.0% 1.26 460 2.65% 3.20 2.40 3.66 555 13.1 3.7 N6 0.830 0.95 20 5.0% -0.43 515 4.47% 4.20 2.04 1.61 535 13.0 1.6 N7 0.900 0.25 83 11.0% 6.08 368 Pipe Flow 6.08 451 12.5 6.1 N8 0.163 0.78 42 5.0% 0.89 135 2.20% 2.90 0.78 1.67 177 11.0 1.7 OS-1 0.401 0.83 54 2.0% 0.64 596 3.36% 3.60 2.76 3.40 650 13.6 3.4 South System S1 0.125 0.65 75 2.0% 3.72 81 1.23% 1.60 0.84 4.57 156 10.9 4.6 S2 0.560 0.44 57 2.0% 6.24 375 2.40% 3.00 2.08 8.33 432 12.4 8.3 S3 0.235 0.49 45 15.0% 2.52 165 Pipe Flow 2.52 210 11.2 2.5 S4 0.121 0.51 24 2.0% 3.39 167 2.40% 3.00 0.93 4.32 191 11.1 4.3 S5 0.125 0.49 23 2.0% 3.52 35 Pipe Flow 3.52 58 10.3 3.5 S6 0.154 0.85 30 2.0% 0.33 64 Pipe Flow 0.33 94 10.5 0.3 S7 0.155 0.43 25 5.0% 3.11 80 Pipe Flow 3.11 105 10.6 3.1 S8 0.412 0.78 35 2.0% 1.08 400 2.25% 2.90 2.30 3.38 435 12.4 3.4 S9 0.112 0.87 20 2.5% 0.11 120 1.70% 2.60 0.77 0.88 140 10.8 0.9 S10 0.119 0.79 33 3.0% 0.83 137 2.19% 2.80 0.82 1.64 170 10.9 1.6 S11 0.201 0.69 22 2.0% 1.65 150 1.33% 1.70 1.47 3.12 172 11.0 3.1 S12 0.436 0.73 63 2.0% 2.18 140 0.70% 1.70 1.37 3.55 203 11.1 3.6 S13 0.041 0.68 50 1.0% 3.27 0 0.00% 1.00 0.00 3.27 50 10.3 3.3 S14 1.866 0.73 156 1.0% 4.51 291 1.03% 2.00 2.43 6.94 447 12.5 6.9 S15 1.153 0.90 28 2.0% -0.22 306 2.55% 3.30 1.55 1.32 334 11.9 1.3 S16 0.204 0.93 40 1.0% -0.69 103 2.00% 1.80 0.95 0.27 143 10.8 0.3 S17 0.810 0.33 85 10.0% 5.52 215 1.86% 2.00 1.79 7.31 300 11.7 7.3 S18 0.990 0.28 18 20.0% 2.20 573 3.49% 2.70 3.54 5.74 591 13.3 5.7 S19 0.352 0.31 78 20.0% 4.36 0 0.00% 0.00 4.36 78 10.4 4.4 Total 13.48 915 4.23 0.64 120 2.0% 4.94 790 2.55% 3.19 4.13 9.07 910 15.1 9.1 916 3.67 0.71 115 2.0% 3.34 940 1.65% 2.57 6.10 9.44 1055 15.9 9.4 RIDGEWOOD HILLS APARTMENTS Times of Concentration 100-yr Storm Event Sub-Basin Data Initial / Overland Time Channel Travel Time Tc Check Prepared by: L.C.O. Date: 11/25/2013 Frequency Adjustment Factor: 1.00 Final Tc Remarks Basin Area Runoff Coeff Length Slope Ti Length Slope Velocity Tt Comp Tc Tot. Length Tc =(L/180)+10 I.D. (ac) (ft) (%) (min) (ft) (%) (fps) (min) (min) (ft) (min) (min) North System N1 0.353 0.36 35 6.0% 4.54 200 Pipe Flow 4.54 235 11.3 4.5 N2 0.276 0.36 35 10.0% 3.84 200 Pipe Flow 3.84 235 11.3 3.8 N3 0.301 0.41 35 15.0% 3.13 220 Pipe Flow 3.13 255 11.4 3.1 N4 0.211 0.33 30 10.0% 3.68 120 Pipe Flow 3.68 150 10.8 3.7 N5 1.872 0.55 95 6.0% 5.60 460 2.65% 3.20 2.40 7.99 555 13.1 8.0 N6 0.830 0.71 20 5.0% 1.94 515 4.47% 4.20 2.04 3.98 535 13.0 4.0 N7 0.900 0.25 83 11.0% 6.56 368 Pipe Flow 6.56 451 12.5 6.6 N8 0.163 0.55 42 5.0% 3.94 135 2.20% 2.90 0.78 4.72 177 11.0 4.7 OS-1 0.401 0.60 54 2.0% 5.50 596 3.36% 3.60 2.76 8.26 650 13.6 8.3 South System S1 0.125 0.43 75 2.0% 8.65 81 1.23% 1.60 0.84 9.50 156 10.9 9.5 S2 0.560 0.25 57 2.0% 9.51 375 2.40% 3.00 2.08 11.59 432 12.4 11.6 S3 0.235 0.29 45 15.0% 4.14 165 Pipe Flow 4.14 210 11.2 4.1 S4 0.121 0.31 24 2.0% 5.77 167 2.40% 3.00 0.93 6.70 191 11.1 6.7 S5 0.125 0.29 23 2.0% 5.77 35 Pipe Flow 5.77 58 10.3 5.8 S6 0.154 0.61 30 2.0% 3.99 64 Pipe Flow 3.99 94 10.5 4.0 S7 0.155 0.25 25 5.0% 4.69 80 Pipe Flow 4.69 105 10.6 4.7 S8 0.412 0.55 35 2.0% 4.86 400 2.25% 2.90 2.30 7.15 435 12.4 7.2 S9 0.112 0.63 20 2.5% 2.92 120 1.70% 2.60 0.77 3.69 140 10.8 3.7 S10 0.119 0.56 33 3.0% 4.06 137 2.19% 2.80 0.82 4.87 170 10.9 4.9 S11 0.201 0.46 22 2.0% 4.48 150 1.33% 1.70 1.47 5.95 172 11.0 6.0 S12 0.436 0.50 63 2.0% 7.08 140 0.70% 1.70 1.37 8.45 203 11.1 8.5 S13 0.041 0.45 50 1.0% 8.59 0 0.00% 1.00 0.00 8.59 50 10.3 8.6 S14 1.866 0.49 156 1.0% 14.16 291 1.03% 2.00 2.43 16.58 447 12.5 12.5 S15 1.153 0.66 28 2.0% 3.47 306 2.55% 3.30 1.55 5.02 334 11.9 5.0 S16 0.204 0.68 40 1.0% 4.95 103 2.00% 1.80 0.95 5.91 143 10.8 5.9 S17 0.810 0.18 28 25.0% 3.15 215 1.86% 2.00 1.79 4.94 243 11.4 4.9 S18 0.990 0.15 18 20.0% 2.81 573 3.49% 2.70 3.54 6.35 591 13.3 6.3 S19 0.352 0.25 78 20.0% 5.22 0 0.00% 0.00 5.22 78 10.4 5.2 Total 13.48 915 4.23 0.51 120 2.0% 9.61 790 2.55% 3.19 4.13 13.74 910 15.1 13.7 916 3.67 0.57 115 2.0% 8.46 940 1.65% 2.57 6.10 14.55 1055 15.9 14.6 RIDGEWOOD HILLS APARTMENTS Times of Concentration Sub-Basin Data Initial / Overland Time Channel Travel Time Tc Check 2-yr Storm Event Basin I.D. North System (s.f.) (ac) (s.f.) (ac) (s.f.) (ac) (s.f.) (ac) N1 15,358 0.353 0 0.000 6,058 0.139 9,300 0.213 N2 12,037 0.276 0 0.000 4,723 0.108 7,314 0.168 N3 13,116 0.301 0 0.000 6,058 0.139 7,058 0.162 N4 9,185 0.211 0 0.000 3,248 0.075 5,937 0.136 N5 81,554 1.872 42,000 0.964 7,875 0.181 31,679 0.727 N6 36,142 0.830 24,914 0.572 3,293 0.076 7,935 0.182 N7 39,187 0.900 0 0.000 0 0.000 39,187 0.900 N8 7,103 0.163 4,331 0.099 0 0.000 2,772 0.064 OS-1 17,473 0.401 11,603 0.266 0 0.000 5,870 0.135 North System Subtotal 231,155 5.307 82,848 1.902 31,255 0.718 117,052 2.687 South System S1 24,413 0.560 9,554 0.219 2,000 0.046 12,859 0.295 S2 5,428 0.125 0 0.000 1,269 0.029 4,159 0.095 S3 10,225 0.235 0 0.000 3,029 0.070 7,196 0.165 S4 5,270 0.121 0 0.000 1,683 0.039 3,587 0.082 S5 5,443 0.125 0 0.000 1,599 0.037 3,844 0.088 S6 6,714 0.154 4,556 0.105 0 0.000 2,158 0.050 S7 6,757 0.155 0 0.000 1,509 0.035 5,248 0.120 S8 17,943 0.412 10,972 0.252 0 0.000 6,971 0.160 S9 4,872 0.112 3,394 0.078 0 0.000 1,478 0.034 S10 5,191 0.119 3,226 0.074 0 0.000 1,965 0.045 S11 8,767 0.201 0 0.000 4,611 0.106 4,156 0.095 S12 18,992 0.436 7,457 0.171 3,245 0.074 8,290 0.190 S13 1,804 0.041 0 0.000 931 0.021 873 0.020 S14 81,287 1.866 29,061 0.667 16,184 0.372 36,042 0.827 S15 50,233 1.153 28,576 0.656 8,392 0.193 13,265 0.305 S16 8,874 0.204 4,865 0.112 1,881 0.043 2,128 0.049 S17 35,304 0.810 0 0.000 3,764 0.086 31,540 0.724 S18 43,113 0.990 0 0.000 1,878 0.043 41,235 0.947 S19 15,348 0.352 0 0.000 0 0.000 15,348 0.352 South System Subtotal 355,978 8.172 101,661 2.334 51,975 1.193 202,342 4.645 Tributary Area Total 587,133 13.479 184,509 4.236 83,230 1.911 319,394 7.332 RIDGEWOOD HILLS APARTMENTS DRAINAGE BASIN COMPONENT AREA DATA Total Area Pavement Buildings Landscaped 11/25/2013 Rational Method Runoff Coefficients & % Imperviousness Runoff Coeff % Imprerv. Roof 0.95 90 Pav ement 0.95 100 Landscaped 0.25 0 Basin I.D. Total Basin Bldg Footprint Pav ement Landscaped Composite Composite Area Area Area Area Runoff Coeff. % Imperv. (ac) (ac) (ac) (ac) North System N1 0.353 0.139 0.000 0.213 0.53 35.50 N2 0.276 0.108 0.000 0.168 0.52 35.31 N3 0.301 0.139 0.000 0.162 0.57 41.57 N4 0.211 0.075 0.000 0.136 0.50 31.83 N5 1.872 0.181 0.964 0.727 0.68 60.19 N6 0.830 0.076 0.572 0.182 0.80 77.13 N7 0.900 0.000 0.000 0.900 0.25 0.00 N8 0.163 0.000 0.099 0.064 0.68 60.97 OS-1 0.401 0.000 0.266 0.135 0.71 66.41 South System S1 0.560 0.046 0.219 0.295 0.58 46.51 S2 0.125 0.029 0.000 0.095 0.41 21.04 S3 0.235 0.070 0.000 0.165 0.46 26.66 S4 0.121 0.039 0.000 0.082 0.47 28.74 S5 0.125 0.037 0.000 0.088 0.46 26.44 S6 0.154 0.000 0.105 0.050 0.73 67.86 S7 0.155 0.035 0.000 0.120 0.41 20.10 S8 0.412 0.000 0.252 0.160 0.68 61.15 S9 0.112 0.000 0.078 0.034 0.74 69.66 S10 0.119 0.000 0.074 0.045 0.69 62.15 S11 0.201 0.106 0.000 0.095 0.62 47.34 S12 0.436 0.074 0.171 0.190 0.64 54.64 S13 0.041 0.021 0.000 0.020 0.61 46.45 S14 1.866 0.372 0.667 0.827 0.64 53.67 S15 1.153 0.193 0.656 0.305 0.77 71.92 S16 0.204 0.043 0.112 0.049 0.78 73.90 S17 0.810 0.086 0.000 0.724 0.32 9.60 S18 0.990 0.043 0.000 0.947 0.28 3.92 S19 0.352 0.000 0.000 0.352 0.25 0.00 North System Total 4.905 0.718 1.636 2.552 0.59 46.51 South System Total 8.172 1.193 2.334 4.645 0.55 41.70 Tributary Area Tot. 13.078 1.911 3.969 7.198 0.56 43.50 RIDGEWOOD HILLS APARTMENTS UNADJUSTED RUNOFF COEFFICIENTS & PERCENT IMPERVIOUSNESS (SEE SWMM APPENDIX FOR ADJUSTED VALUES PER UDFCD VOL III - FIGURE 3-8) Hydrologic Soil Group—Larimer County Area, Colorado (Ridgewood Hills Soil Survey) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 12/3/2013 Page 1 of 4 4481210 4481270 4481330 4481390 4481450 4481510 4481570 4481630 4481690 4481210 4481270 4481330 4481390 4481450 4481510 4481570 4481630 4481690 492730 492790 492850 492910 492970 493030 493090 492730 492790 492850 492910 492970 493030 493090 40° 29' 9'' N 105° 5' 9'' W 40° 29' 9'' N 105° 4' 52'' W 40° 28' 52'' N 105° 5' 9'' W 40° 28' 52'' N 105° 4' 52'' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 0 100 200 400 600 Feet 0 35 70 140 210 Meters Map Scale: 1:2,580 if printed on A portrait (8.5" x 11") sheet. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D 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 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: http://websoilsurvey.nrcs.usda.gov 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) listed below. Soil Survey Area: Larimer County Area, Colorado Hydrologic Soil Group Hydrologic Soil Group— Summary by Map Unit — Larimer County Area, Colorado (CO644) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 37 Fort Collins loam, 5 to 9 percent slopes B 5.2 16.8% 96 Satanta loam, 3 to 5 percent slopes B 1.6 5.1% 118 Wiley silt loam, 1 to 3 percent slopes B 1.5 4.9% 119 Wiley silt loam, 3 to 5 percent slopes B 22.5 73.2% Totals for Area of Interest 30.8 100.0% 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. Hydrologic Soil Group—Larimer County Area, Colorado Ridgewood Hills Soil Survey Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 12/3/2013 Page 3 of 4 Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group—Larimer County Area, Colorado Ridgewood Hills Soil Survey Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 12/3/2013 Page 4 of 4 SUB-BASIN DESIGN BASIN I.D. POINT AREA (ac) C2 C100 Q2 Q100 North System N1 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 N6 6 0.830 0.71 0.95 1.67 7.84 7b 4.62 24.29 8 5.58 30.21 OS-1 9 0.401 0.60 0.83 6.17 33.43 N7 0.900 0.25 0.25 3.21 15.61 N8 0.163 0.55 0.78 0.90 4.47 South System S1 10 0.125 0.43 0.65 0.13 0.74 S2 11 0.560 0.25 0.44 9.79 43.57 S3 12 0.235 0.29 0.49 0.20 1.14 13 9.90 44.34 S4 14 0.121 0.31 0.51 0.10 0.61 S5 15 0.125 0.29 0.49 0.10 0.60 S6 16a 0.154 0.61 0.85 10.02 46.17 S7 17 0.155 0.25 0.43 0.11 0.66 S8 18 0.412 0.55 0.78 0.60 3.20 S9 19 0.112 0.63 0.87 0.47 0.96 20 9.97 46.31 S10 21 0.119 0.56 0.79 11.40 51.91 S11 22 0.201 0.46 0.69 0.26 1.38 23 11.40 51.25 S12 24 0.436 0.50 0.73 0.56 3.18 25 11.65 53.76 S13 26 0.041 0.45 0.68 0.05 0.28 27 11.58 54.04 S14 28 1.866 0.49 0.73 1.97 11.35 S15 29 1.153 0.66 0.90 3.40 19.11 S16 30 0.204 0.68 0.93 3.62 31.03 S17 31 0.810 0.18 0.33 0.42 2.32 S18 32 0.990 0.15 0.28 4.18 35.19 33 14.76 87.10 S19 0.352 0.25 0.31 0.25 1.10 COMP. RUNOFF COEFF. CUMM.DES.RUNOFF (cfs) DRAINAGE DATA SUMMARY TABLE Prepared by: L.C.O. Date: 11/14/2013 Basin Design Sub-Basin Runoff Time of C * A Rainfall Design Total Time Cumm. Rainfall Cumm. Channel Flow Design Pipe Pipe Pipe Length Velocity Time I.D. Point Area Coeffic Concentr. Intensity Runoff of Conc. C*A Intensity Runoff Slope Depth Flow Slope Size Capacity (ac) (min) (ac) (in/hr) (cfs) (min) (ac) (in/hr) (cfs) (%) (ft) (cfs) (%) (in) (cfs) (ft) (fps) (min) North System N1 1 0.353 0.57 2.4 0.20 9.95 2.01 2.4 0.20 9.95 2.01 2.01 1.80 12 4.79 222 5.98 0.62 N2 2 0.276 0.57 2.0 0.16 9.95 1.57 3.0 0.36 9.95 3.58 3.58 4.44 12 7.52 135 9.77 0.23 N3 3 0.301 0.63 1.4 0.19 9.95 1.90 3.2 0.55 9.95 5.47 5.47 3.20 12 6.39 388 8.14 0.79 N4 4 0.211 0.54 2.1 0.11 9.95 1.13 4.0 0.66 9.95 6.60 6.60 4.50 12 7.57 103 9.65 0.18 N5 5 1.872 0.78 3.7 1.46 9.95 14.53 3.7 1.46 9.95 14.53 14.53 2.30 18 15.92 164 9.01 0.30 N6 6 0.830 0.95 1.6 0.79 9.95 7.84 1.6 0.79 9.95 7.84 7.84 0.70 18 8.78 14 5.67 0.04 7b 4.0 2.47 9.82 24.29 24.29 1.10 24 23.70 118 7.54 0.26 8 4.2 3.14 9.63 30.21 30.21 2.50 24 35.73 17 12.85 0.02 OS-1 9 0.401 0.83 3.4 0.33 9.95 3.33 4.2 3.47 9.63 33.43 33.43 1.57 30 28.32 80 36.07 0.04 N7 7a 0.900 0.25 6.1 0.22 9.26 2.08 6.1 1.69 9.26 15.61 15.61 1.10 24 23.70 23 7.54 0.05 N8 34 0.163 0.78 1.7 0.13 9.95 1.27 3.9 0.45 9.95 4.47 4.47 3.50 18 19.64 52 11.12 0.08 53.50 Total Design Runoff from the North Drainage System South System S1 10 0.125 0.65 4.6 0.08 9.16 0.74 4.6 0.08 9.16 0.74 0.74 8.70 12 10.53 23 9.00 0.04 S2 11 0.560 0.44 8.3 0.24 8.17 1.99 8.3 5.33 8.17 43.57 43.57 2.15 18 15.40 41 7.23 0.09 915 915 4.230 0.59 9.1 2.49 8.72 21.67 9.1 2.49 8.72 21.67 3.50% 0.49 98 7.02 0.23 916 916 3.670 0.69 9.4 2.52 8.39 21.17 9.4 2.52 8.39 21.17 2.80% 0.49 213 5.87 0.60 11b 42.84 S3 12 0.235 0.49 2.5 0.11 9.95 1.14 2.5 0.11 9.95 1.14 1.14 1.14 12 3.81 166 4.42 0.63 13 8.4 5.45 8.14 44.34 44.34 2.15 18 15.40 130 7.67 0.28 S4 14 0.121 0.51 4.3 0.06 9.95 0.61 4.3 0.06 9.95 0.61 0.61 1.47 12 4.33 101 4.85 0.35 S5 15 0.125 0.49 3.5 0.06 9.95 0.60 3.5 0.06 9.95 0.60 0.60 0.54 12 2.62 60 3.97 0.25 S6 16a 0.154 0.85 0.3 0.13 9.95 1.30 8.7 5.70 8.10 46.17 46.17 2.00 18 14.85 126 8.32 0.25 16b 0.154 0.85 0.3 0.13 9.95 1.30 0.3 0.13 9.95 1.30 S7 17 0.155 0.43 3.1 0.07 9.95 0.66 3.1 0.07 9.95 0.66 0.66 4.18 12 7.30 100 6.14 0.27 S8 18 0.412 0.78 3.4 0.32 9.95 3.20 3.4 0.32 9.95 3.20 2.50% 0.31 144 4.27 0.56 S9 19 0.112 0.87 0.9 0.10 9.95 0.96 0.9 0.10 9.95 0.96 2.86% 0.21 138 4.03 0.57 20 9.0 5.77 8.03 46.31 46.31 2.00 18 14.85 142 9.16 0.26 S10 21 0.119 0.79 1.6 0.09 9.95 0.94 9.2 6.54 7.94 51.91 51.91 1.76 18 13.93 13 8.91 0.02 S11 22 0.201 0.69 3.1 0.14 9.95 1.38 3.1 0.14 9.95 1.38 6.67% 0.32 30 5.51 0.09 23 9.2 6.54 7.84 51.25 51.25 1.76 18 13.93 151 8.99 0.28 S12 24 0.436 0.73 3.6 0.32 9.95 3.18 3.6 0.32 9.95 3.18 3.18 2.69 18 17.22 19 7.60 0.04 25 9.5 6.86 7.84 53.76 53.76 6.98 18 27.74 179 16.17 0.18 S13 26 0.041 0.68 3.3 0.03 9.95 0.28 3.3 0.03 9.95 0.28 0.28 25.00 8 6.05 8 9.19 0.01 27 9.7 6.89 7.78 54.04 54.04 7.80 18 29.32 8 16.76 0.01 S14 28 1.866 0.73 6.9 1.35 7.91 10.71 6.9 1.43 7.91 11.35 3.09% 0.36 236 6.53 0.60 S15 29 1.153 0.90 1.3 1.04 9.95 10.36 7.5 2.48 7.72 19.11 1.22% 0.48 130 5.18 0.42 S16 30 0.204 0.93 0.3 0.19 9.95 1.88 8.0 4.10 7.57 31.03 31.03 14.20 18 39.57 70 22.84 0.05 S17 31 0.810 0.33 7.3 0.27 8.63 2.32 7.3 0.27 8.63 2.32 3.45% 0.61 566 3.85 2.45 S18 32 0.990 0.28 5.7 0.28 9.50 2.66 8.0 4.65 7.57 35.19 35.19 1.40 24 26.74 30 15.44 0.03 33 8.0 11.51 7.57 87.10 87.10 1.04 30 41.81 74 8.52 0.14 S19 0.352 0.31 4.4 0.11 9.95 1.10 4.4 0.11 9.95 1.10 This runoff exits the site undetained, as is the current condition. 88.19 Total Design Runoff from the South Drainage System RIDGEWOOD HILLS APARTMENTS ON-SITE STORM DRAINAGE SYSTEM DESIGN (Rational Method Procedure) 100-YR STORM EVENT Direct Runoff Cummulative Runoff Channel / Gutter Flow Pipe Flow Travel Time Prepared by: L.C.O. Date: 11/14/2013 Basin Design Sub-Basin Runoff Time of C * A Rainfall Design Total Time Cumm. Rainfall Cumm. Channel Flow Design Pipe Pipe Pipe Length Velocity Time I.D. Point Area Coeffic Concentr. Intensity Runoff of Conc. C*A Intensity Runoff Slope Depth Flow Slope Size Capacity (ac) (min) (ac) (in/hr) (cfs) (min) (ac) (in/hr) (cfs) (%) (ft) (cfs) (%) (in) (cfs) (ft) (fps) (min) North System N1 1 0.353 0.36 4.5 0.13 2.85 0.36 4.5 0.13 2.85 0.36 0.36 1.80 12 4.79 222 4.33 0.85 N2 2 0.276 0.36 3.8 0.10 2.85 0.28 5.4 0.23 2.85 0.64 0.64 4.44 12 7.52 135 6.90 0.33 N3 3 0.301 0.41 3.1 0.12 2.85 0.35 5.7 0.35 2.85 0.99 0.99 3.20 12 6.39 388 7.00 0.92 N4 4 0.211 0.33 3.7 0.07 2.85 0.20 6.6 0.42 2.74 1.15 1.15 4.50 12 7.57 103 8.20 0.21 N5 5 1.872 0.55 8.0 1.02 2.57 2.62 8.0 1.02 2.57 2.62 2.62 2.30 18 15.92 164 7.57 0.36 N6 6 0.830 0.71 4.0 0.59 2.85 1.67 4.0 0.59 2.85 1.67 1.67 0.70 18 8.78 14 4.18 0.06 7b 8.4 1.83 2.52 4.62 4.62 1.10 24 23.70 118 6.26 0.31 8 8.7 2.25 2.48 5.58 5.58 2.50 24 35.73 17 8.98 0.03 OS-1 9 0.401 0.60 8.3 0.24 2.52 0.60 8.7 2.49 2.48 6.17 6.17 1.57 30 28.32 80 31.74 0.04 N7 7a 0.900 0.25 6.6 0.22 2.58 0.58 6.6 1.25 2.58 3.21 3.21 1.10 24 23.70 23 6.26 0.06 N8 34 0.163 0.55 4.7 0.09 2.85 0.25 7.9 0.31 2.85 0.90 0.90 3.50 18 19.64 52 9.34 0.09 10.28 Total Design Runoff from the North Drainage System South System S1 10 0.125 0.43 9.5 0.05 2.46 0.13 9.5 0.05 2.46 0.13 0.13 8.70 12 10.53 23 9.00 0.04 S2 11 0.560 0.25 11.6 0.14 2.23 0.32 11.6 4.39 2.23 9.79 9.79 2.15 18 15.40 41 4.97 0.14 915 4.230 0.51 13.7 2.16 1.94 4.19 13.7 2.16 1.94 4.19 3.50% 0.30 98 4.97 0.33 916 3.670 0.57 14.6 2.09 1.89 3.95 14.6 2.09 1.89 3.95 2.80% 0.30 213 4.48 0.79 11b 8.14 S3 12 0.235 0.29 4.1 0.07 2.85 0.20 4.1 0.07 2.85 0.20 0.20 1.14 12 3.81 166 3.11 0.89 13 11.7 4.46 2.22 9.90 9.90 2.15 18 15.40 130 5.31 0.41 S4 14 0.121 0.31 6.7 0.04 2.76 0.10 6.7 0.04 2.76 0.10 0.10 1.47 12 4.33 101 2.76 0.61 S5 15 0.125 0.29 5.8 0.04 2.85 0.10 5.8 0.04 2.85 0.10 0.10 0.54 12 2.62 60 3.97 0.25 S6 16a 0.154 0.61 4.0 0.09 2.85 0.27 12.1 4.53 2.21 10.02 10.02 2.00 18 14.85 126 5.88 0.36 16b 0.154 0.61 4.0 0.09 2.85 0.27 4.0 0.09 2.85 0.27 1.67% 0.14 133 2.35 0.94 S7 17 0.155 0.25 4.7 0.04 2.85 0.11 4.7 0.04 2.85 0.11 0.11 4.18 12 7.30 100 4.18 0.40 S8 18 0.412 0.55 7.2 0.23 2.67 0.60 7.2 0.23 2.67 0.60 2.50% 0.17 144 3.38 0.71 S9 19 0.112 0.63 3.7 0.07 2.85 0.20 7.7 0.16 2.85 0.47 2.86% 0.11 138 2.67 0.86 20 12.5 4.57 2.18 9.97 9.97 2.00 18 14.85 142 6.64 0.36 S10 21 0.119 0.56 4.9 0.07 2.85 0.19 12.9 5.30 2.15 11.40 11.40 1.76 18 13.93 13 6.46 0.03 S11 22 0.201 0.46 6.0 0.09 2.85 0.26 6.0 0.09 2.85 0.26 6.67% 0.16 30 3.43 0.15 23 12.9 5.30 2.12 11.40 11.40 1.76 18 13.93 151 6.62 0.38 S12 24 0.436 0.50 8.5 0.22 2.55 0.56 8.5 0.22 2.55 0.56 0.56 2.69 18 17.22 19 5.17 0.06 25 13.3 5.52 2.11 11.65 11.65 5.94 18 25.59 179 10.57 0.28 S13 26 0.041 0.45 8.6 0.02 2.60 0.05 8.6 0.02 2.60 0.05 0.05 25.00 8 6.05 8 4.33 0.03 27 13.5 5.54 2.09 11.58 11.58 7.80 18 29.32 8 11.95 0.01 S14 28 1.866 0.49 12.5 0.92 2.02 1.86 12.5 0.97 2.02 1.97 3.09% 0.24 236 4.90 0.80 S15 29 1.153 0.66 5.0 0.76 2.85 2.17 13.3 1.74 1.96 3.40 1.22% 0.32 130 3.77 0.57 S16 30 0.204 0.68 5.9 0.14 2.85 0.40 13.9 1.87 1.93 3.62 3.62 14.20 18 39.57 70 15.90 0.07 S17 31 0.810 0.18 4.9 0.15 2.85 0.42 4.9 0.15 2.85 0.42 3.45% 0.40 566 2.93 3.22 S18 32 0.990 0.15 6.3 0.15 2.67 0.39 13.9 2.17 1.93 4.18 4.18 1.40 24 26.74 30 12.56 0.04 33 14.0 7.69 1.92 14.76 14.76 1.04 30 41.81 74 7.15 0.17 S19 0.352 0.25 5.2 0.09 2.81 0.25 5.2 0.09 2.81 0.25 This runoff exits the site undetained, as is the current condition. 15.01 Total Design Runoff from the South Drainage System RIDGEWOOD HILLS APARTMENTS ON-SITE STORM DRAINAGE SYSTEM DESIGN (Rational Method Procedure) 2-YR STORM EVENT Direct Runoff Cummulative Runoff Channel / Gutter Flow Pipe Flow Travel Time Prepared by: L.C.O. Date: 11/8/2013 Frequency Adjustment Factor: 1.25 Final Tc Remarks Basin Area Runoff Coeff Length Slope Ti Length Slope Velocity Tt Comp Tc Tot. Length Tc =(L/180)+10 I.D. (ac) (ft) (%) (min) (ft) (%) (fps) (min) (min) (ft) (min) (min) North System N1 0.353 0.57 35 6.0% 2.35 200 Pipe Flow 2.35 235 11.3 2.4 N2 0.276 0.57 35 10.0% 2.00 200 Pipe Flow 2.00 235 11.3 2.0 N3 0.301 0.63 35 15.0% 1.40 220 Pipe Flow 1.40 255 11.4 1.4 N4 0.211 0.54 30 10.0% 2.05 120 Pipe Flow 2.05 150 10.8 2.1 N5 1.872 0.78 95 6.0% 1.26 460 2.65% 3.20 2.40 3.66 555 13.1 3.7 N6 0.830 0.95 20 5.0% -0.43 515 4.47% 4.20 2.04 1.61 535 13.0 1.6 N7 0.900 0.25 83 11.0% 6.08 368 Pipe Flow 6.08 451 12.5 6.1 N8 0.163 0.78 42 5.0% 0.89 135 2.20% 2.90 0.78 1.67 177 11.0 1.7 OS-1 0.401 0.83 54 2.0% 0.64 596 3.36% 3.60 2.76 3.40 650 13.6 3.4 South System S1 0.125 0.65 75 2.0% 3.72 81 1.23% 1.60 0.84 4.57 156 10.9 4.6 S2 0.560 0.44 57 2.0% 6.24 375 2.40% 3.00 2.08 8.33 432 12.4 8.3 S3 0.235 0.49 45 15.0% 2.52 165 Pipe Flow 2.52 210 11.2 2.5 S4 0.121 0.51 24 2.0% 3.39 167 2.40% 3.00 0.93 4.32 191 11.1 4.3 S5 0.125 0.49 23 2.0% 3.52 35 Pipe Flow 3.52 58 10.3 3.5 S6 0.154 0.85 30 2.0% 0.33 64 Pipe Flow 0.33 94 10.5 0.3 S7 0.155 0.43 25 5.0% 3.11 80 Pipe Flow 3.11 105 10.6 3.1 S8 0.412 0.78 35 2.0% 1.08 400 2.25% 2.90 2.30 3.38 435 12.4 3.4 S9 0.112 0.87 20 2.5% 0.11 120 1.70% 2.60 0.77 0.88 140 10.8 0.9 S10 0.119 0.79 33 3.0% 0.83 137 2.19% 2.80 0.82 1.64 170 10.9 1.6 S11 0.201 0.69 22 2.0% 1.65 150 1.33% 1.70 1.47 3.12 172 11.0 3.1 S12 0.436 0.73 63 2.0% 2.18 140 0.70% 1.70 1.37 3.55 203 11.1 3.6 S13 0.041 0.68 50 1.0% 3.27 0 0.00% 1.00 0.00 3.27 50 10.3 3.3 S14 1.866 0.73 156 1.0% 4.51 291 1.03% 2.00 2.43 6.94 447 12.5 6.9 S15 1.153 0.90 28 2.0% -0.22 306 2.55% 3.30 1.55 1.32 334 11.9 1.3 S16 0.204 0.93 40 1.0% -0.69 103 2.00% 1.80 0.95 0.27 143 10.8 0.3 S17 0.810 0.33 85 10.0% 5.52 215 1.86% 2.00 1.79 7.31 300 11.7 7.3 S18 0.990 0.28 18 20.0% 2.20 573 3.49% 2.70 3.54 5.74 591 13.3 5.7 S19 0.352 0.31 78 20.0% 4.36 0 0.00% 0.00 4.36 78 10.4 4.4 Total 13.48 915 4.23 0.64 120 2.0% 4.94 790 2.55% 3.19 4.13 9.07 910 15.1 9.1 916 3.67 0.71 115 2.0% 3.34 940 1.65% 2.57 6.10 9.44 1055 15.9 9.4 RIDGEWOOD HILLS APARTMENTS Times of Concentration 100-yr Storm Event Sub-Basin Data Initial / Overland Time Channel Travel Time Tc Check Prepared by: L.C.O. Date: 11/25/2013 Frequency Adjustment Factor: 1.00 Final Tc Remarks Basin Area Runoff Coeff Length Slope Ti Length Slope Velocity Tt Comp Tc Tot. Length Tc =(L/180)+10 I.D. (ac) (ft) (%) (min) (ft) (%) (fps) (min) (min) (ft) (min) (min) North System N1 0.353 0.36 35 6.0% 4.54 200 Pipe Flow 4.54 235 11.3 4.5 N2 0.276 0.36 35 10.0% 3.84 200 Pipe Flow 3.84 235 11.3 3.8 N3 0.301 0.41 35 15.0% 3.13 220 Pipe Flow 3.13 255 11.4 3.1 N4 0.211 0.33 30 10.0% 3.68 120 Pipe Flow 3.68 150 10.8 3.7 N5 1.872 0.55 95 6.0% 5.60 460 2.65% 3.20 2.40 7.99 555 13.1 8.0 N6 0.830 0.71 20 5.0% 1.94 515 4.47% 4.20 2.04 3.98 535 13.0 4.0 N7 0.900 0.25 83 11.0% 6.56 368 Pipe Flow 6.56 451 12.5 6.6 N8 0.163 0.55 42 5.0% 3.94 135 2.20% 2.90 0.78 4.72 177 11.0 4.7 OS-1 0.401 0.60 54 2.0% 5.50 596 3.36% 3.60 2.76 8.26 650 13.6 8.3 South System S1 0.125 0.43 75 2.0% 8.65 81 1.23% 1.60 0.84 9.50 156 10.9 9.5 S2 0.560 0.25 57 2.0% 9.51 375 2.40% 3.00 2.08 11.59 432 12.4 11.6 S3 0.235 0.29 45 15.0% 4.14 165 Pipe Flow 4.14 210 11.2 4.1 S4 0.121 0.31 24 2.0% 5.77 167 2.40% 3.00 0.93 6.70 191 11.1 6.7 S5 0.125 0.29 23 2.0% 5.77 35 Pipe Flow 5.77 58 10.3 5.8 S6 0.154 0.61 30 2.0% 3.99 64 Pipe Flow 3.99 94 10.5 4.0 S7 0.155 0.25 25 5.0% 4.69 80 Pipe Flow 4.69 105 10.6 4.7 S8 0.412 0.55 35 2.0% 4.86 400 2.25% 2.90 2.30 7.15 435 12.4 7.2 S9 0.112 0.63 20 2.5% 2.92 120 1.70% 2.60 0.77 3.69 140 10.8 3.7 S10 0.119 0.56 33 3.0% 4.06 137 2.19% 2.80 0.82 4.87 170 10.9 4.9 S11 0.201 0.46 22 2.0% 4.48 150 1.33% 1.70 1.47 5.95 172 11.0 6.0 S12 0.436 0.50 63 2.0% 7.08 140 0.70% 1.70 1.37 8.45 203 11.1 8.5 S13 0.041 0.45 50 1.0% 8.59 0 0.00% 1.00 0.00 8.59 50 10.3 8.6 S14 1.866 0.49 156 1.0% 14.16 291 1.03% 2.00 2.43 16.58 447 12.5 12.5 S15 1.153 0.66 28 2.0% 3.47 306 2.55% 3.30 1.55 5.02 334 11.9 5.0 S16 0.204 0.68 40 1.0% 4.95 103 2.00% 1.80 0.95 5.91 143 10.8 5.9 S17 0.810 0.18 28 25.0% 3.15 215 1.86% 2.00 1.79 4.94 243 11.4 4.9 S18 0.990 0.15 18 20.0% 2.81 573 3.49% 2.70 3.54 6.35 591 13.3 6.3 S19 0.352 0.25 78 20.0% 5.22 0 0.00% 0.00 5.22 78 10.4 5.2 Total 13.48 915 4.23 0.51 120 2.0% 9.61 790 2.55% 3.19 4.13 13.74 910 15.1 13.7 916 3.67 0.57 115 2.0% 8.46 940 1.65% 2.57 6.10 14.55 1055 15.9 14.6 RIDGEWOOD HILLS APARTMENTS Times of Concentration Sub-Basin Data Initial / Overland Time Channel Travel Time Tc Check 2-yr Storm Event Basin I.D. North System (s.f.) (ac) (s.f.) (ac) (s.f.) (ac) (s.f.) (ac) N1 15,358 0.353 0 0.000 6,058 0.139 9,300 0.213 N2 12,037 0.276 0 0.000 4,723 0.108 7,314 0.168 N3 13,116 0.301 0 0.000 6,058 0.139 7,058 0.162 N4 9,185 0.211 0 0.000 3,248 0.075 5,937 0.136 N5 81,554 1.872 42,000 0.964 7,875 0.181 31,679 0.727 N6 36,142 0.830 24,914 0.572 3,293 0.076 7,935 0.182 N7 39,187 0.900 0 0.000 0 0.000 39,187 0.900 N8 7,103 0.163 4,331 0.099 0 0.000 2,772 0.064 OS-1 17,473 0.401 11,603 0.266 0 0.000 5,870 0.135 North System Subtotal 231,155 5.307 82,848 1.902 31,255 0.718 117,052 2.687 South System S1 24,413 0.560 9,554 0.219 2,000 0.046 12,859 0.295 S2 5,428 0.125 0 0.000 1,269 0.029 4,159 0.095 S3 10,225 0.235 0 0.000 3,029 0.070 7,196 0.165 S4 5,270 0.121 0 0.000 1,683 0.039 3,587 0.082 S5 5,443 0.125 0 0.000 1,599 0.037 3,844 0.088 S6 6,714 0.154 4,556 0.105 0 0.000 2,158 0.050 S7 6,757 0.155 0 0.000 1,509 0.035 5,248 0.120 S8 17,943 0.412 10,972 0.252 0 0.000 6,971 0.160 S9 4,872 0.112 3,394 0.078 0 0.000 1,478 0.034 S10 5,191 0.119 3,226 0.074 0 0.000 1,965 0.045 S11 8,767 0.201 0 0.000 4,611 0.106 4,156 0.095 S12 18,992 0.436 7,457 0.171 3,245 0.074 8,290 0.190 S13 1,804 0.041 0 0.000 931 0.021 873 0.020 S14 81,287 1.866 29,061 0.667 16,184 0.372 36,042 0.827 S15 50,233 1.153 28,576 0.656 8,392 0.193 13,265 0.305 S16 8,874 0.204 4,865 0.112 1,881 0.043 2,128 0.049 S17 35,304 0.810 0 0.000 3,764 0.086 31,540 0.724 S18 43,113 0.990 0 0.000 1,878 0.043 41,235 0.947 S19 15,348 0.352 0 0.000 0 0.000 15,348 0.352 South System Subtotal 355,978 8.172 101,661 2.334 51,975 1.193 202,342 4.645 Tributary Area Total 587,133 13.479 184,509 4.236 83,230 1.911 319,394 7.332 RIDGEWOOD HILLS APARTMENTS DRAINAGE BASIN COMPONENT AREA DATA Total Area Pavement Buildings Landscaped 11/25/2013 Rational Method Runoff Coefficients & % Imperviousness Runoff Coeff % Imprerv. Roof 0.95 90 Pav ement 0.95 100 Landscaped 0.25 0 Basin I.D. Total Basin Bldg Footprint Pav ement Landscaped Composite Composite Area Area Area Area Runoff Coeff. % Imperv. (ac) (ac) (ac) (ac) North System N1 0.353 0.139 0.000 0.213 0.53 35.50 N2 0.276 0.108 0.000 0.168 0.52 35.31 N3 0.301 0.139 0.000 0.162 0.57 41.57 N4 0.211 0.075 0.000 0.136 0.50 31.83 N5 1.872 0.181 0.964 0.727 0.68 60.19 N6 0.830 0.076 0.572 0.182 0.80 77.13 N7 0.900 0.000 0.000 0.900 0.25 0.00 N8 0.163 0.000 0.099 0.064 0.68 60.97 OS-1 0.401 0.000 0.266 0.135 0.71 66.41 South System S1 0.560 0.046 0.219 0.295 0.58 46.51 S2 0.125 0.029 0.000 0.095 0.41 21.04 S3 0.235 0.070 0.000 0.165 0.46 26.66 S4 0.121 0.039 0.000 0.082 0.47 28.74 S5 0.125 0.037 0.000 0.088 0.46 26.44 S6 0.154 0.000 0.105 0.050 0.73 67.86 S7 0.155 0.035 0.000 0.120 0.41 20.10 S8 0.412 0.000 0.252 0.160 0.68 61.15 S9 0.112 0.000 0.078 0.034 0.74 69.66 S10 0.119 0.000 0.074 0.045 0.69 62.15 S11 0.201 0.106 0.000 0.095 0.62 47.34 S12 0.436 0.074 0.171 0.190 0.64 54.64 S13 0.041 0.021 0.000 0.020 0.61 46.45 S14 1.866 0.372 0.667 0.827 0.64 53.67 S15 1.153 0.193 0.656 0.305 0.77 71.92 S16 0.204 0.043 0.112 0.049 0.78 73.90 S17 0.810 0.086 0.000 0.724 0.32 9.60 S18 0.990 0.043 0.000 0.947 0.28 3.92 S19 0.352 0.000 0.000 0.352 0.25 0.00 North System Total 4.905 0.718 1.636 2.552 0.59 46.51 South System Total 8.172 1.193 2.334 4.645 0.55 41.70 Tributary Area Tot. 13.078 1.911 3.969 7.198 0.56 43.50 RIDGEWOOD HILLS APARTMENTS UNADJUSTED RUNOFF COEFFICIENTS & PERCENT IMPERVIOUSNESS (SEE SWMM APPENDIX FOR ADJUSTED VALUES PER UDFCD VOL III - FIGURE 3-8) Hydrologic Soil Group—Larimer County Area, Colorado (Ridgewood Hills Soil Survey) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 12/3/2013 Page 1 of 4 4481210 4481270 4481330 4481390 4481450 4481510 4481570 4481630 4481690 4481210 4481270 4481330 4481390 4481450 4481510 4481570 4481630 4481690 492730 492790 492850 492910 492970 493030 493090 492730 492790 492850 492910 492970 493030 493090 40° 29' 9'' N 105° 5' 9'' W 40° 29' 9'' N 105° 4' 52'' W 40° 28' 52'' N 105° 5' 9'' W 40° 28' 52'' N 105° 4' 52'' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 0 100 200 400 600 Feet 0 35 70 140 210 Meters Map Scale: 1:2,580 if printed on A portrait (8.5" x 11") sheet. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D 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 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: http://websoilsurvey.nrcs.usda.gov 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) listed below. Soil Survey Area: Larimer County Area, Colorado Hydrologic Soil Group Hydrologic Soil Group— Summary by Map Unit — Larimer County Area, Colorado (CO644) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 37 Fort Collins loam, 5 to 9 percent slopes B 5.2 16.8% 96 Satanta loam, 3 to 5 percent slopes B 1.6 5.1% 118 Wiley silt loam, 1 to 3 percent slopes B 1.5 4.9% 119 Wiley silt loam, 3 to 5 percent slopes B 22.5 73.2% Totals for Area of Interest 30.8 100.0% 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. Hydrologic Soil Group—Larimer County Area, Colorado Ridgewood Hills Soil Survey Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 12/3/2013 Page 3 of 4 Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group—Larimer County Area, Colorado Ridgewood Hills Soil Survey Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 12/3/2013 Page 4 of 4 APPENDIX B – SWMM POND 1 SUMMARY POND 2 SUMMARY POND REFERENCE DATA POND 1 CALCULATIONS POND 2 CALCULATIONS 1 8.78 5075.93 6.56 0.75 1.72 5071.72 11.5 2 9.18 5075.99 6.49 0.75 2.27 5071.82 11.5 3 9.79 5076.94 8.11 0.75 2.27 5071.82 11.5 4 9.86 5077.52 9.15 0.74 2.25 5071.8 11.25 1 5078.00 5079.00 40 0.00 0.00 2 5078.00 5079.00 40 0.00 0.00 3 5078.00 5079.00 40 0.00 0.00 4 5078.00 5079.00 40 0.00 0.00 5 5078.00 5079.00 40 18.43 0.05 Flow Depth (ft) Inflow (cfs) Detention Volume (ac-ft) Before After 280.36 Pond #1 SWMM Model Summary Model 100-yr Release Rate (cfs) 100-yr WSEL WQCV (ac- ft) WQCV Depth (ft) 8.11 306.00 9.15 WQCV EL Orifice Diameter (in) Detention Volume (ac- ft) Pond #1 SWMM Model Weir Summary % Filing 4 8% 11% Ridewood Development Effects Model Weir Elevation Top of Bank Lspillway (ft) Max Flow (cfs) 1 9.81 5059.00 5066.28 13.66 1.4 2.08 5061.08 11.5 2 10.33 5058.39 5066.41 13.54 1.4 2.81 5061.20 11.5 3 11.30 5058.39 5067.74 17.66 1.4 2.81 5061.20 11.5 4 9.89 5058.39 5067.71 17.56 1.273 2.7 5061.09 10.75 1 5068.00 5069.00 150 0.00 0.00 2 5068.00 5069.00 150 0.00 0.00 3 5068.00 5069.00 150 0.00 0.00 4 5068.00 5069.00 150 0.00 0.00 5 5068.00 5069.00 150 29.36 0.04 Pond #2 SWMM Model Summar % Filing 4 -3% -1% Ridewood Development Effects Invert Before After Inflow (cfs) 548.14 531.61 Model 100-yr Release Rate (cfs) 100-yr WSEL Detention Volume (ac- ft) WQCV (ac- ft) Orifice Diameter (in) Detention Volume (ac-ft) 17.66 17.56 Top of Bank Lspillway (ft) Max Flow (cfs) Flow Depth (ft) WQCV Depth (ft) Pond #2 SWMM Model Weir Summary Model Weir Elevation WQCV EL This unofficial copy was downloaded on Sep-26-2013 from the City of Fort Collins Public Records Website: http:/citydocs.fcgov.com For additional information or an official copy, please contact Engineering Office 281 North College Fort Collins, CO 80521 USA This unofficial copy was downloaded on Sep-26-2013 from the City of Fort Collins Public Records Website: http:/citydocs.fcgov.com For additional information or an official copy, please contact Engineering Office 281 North College Fort Collins, CO 80521 USA This unofficial copy was downloaded on Sep-26-2013 from the City of Fort Collins Public Records Website: http:/citydocs.fcgov.com For additional information or an official copy, please contact Engineering Office 281 North College Fort Collins, CO 80521 USA POND 1 N1 0.35257 0.53 35.50 24.24534 28.3332 30.91762 0.36 0.42 0.57 N2 0.27633 0.52 35.31 24.08518 28.16274 30.74146 0.36 0.42 0.57 N3 0.3011 0.57 41.57 29.6258 33.98359 36.70708 0.41 0.47 0.63 N4 0.21086 0.50 31.83 21.16245 25.02598 27.48322 0.33 0.39 0.54 N5 1.87222 0.68 60.19 48.38881 52.79332 55.39184 0.55 0.59 0.78 N6 0.82971 0.80 77.13 68.41426 71.83689 73.59858 0.71 0.74 0.95 N7 0.89961 0.25 0.00 0 0 0 0.25 0.25 0.25 N8 0.16306 0.68 60.97 49.25339 53.63401 56.20901 0.55 0.60 0.78 OS-1 0.40112 0.71 66.41 55.40766 59.56536 61.93694 0.60 0.64 0.83 5.307 Pond #1 Overall I100 Composite C 100 = 0.68 Area (ac) C2 C10 = Total Area Composite Effective I100 = 44% C100 Effective I100 Basin ID Composite C Composite %I Effective I2 Effective I10 Project: Basin ID: Design Information (Input): Width of Basin Bottom, W = ft Right Triangle OR… Length of Basin Bottom, L = ft Isosceles Triangle OR… Dam Side-slope (H:V), Zd = ft/ft Rectangle OR… Circle / Ellipse OR… Irregular (Use Overide values in cells G32:G52) MINOR MAJOR Storage Requirement from Sheet 'Modified FAA': acre-ft. Stage-Storage Relationship: Storage Requirement from Sheet 'Hydrograph': acre-ft. Storage Requirement from Sheet 'Full-Spectrum': acre-ft. Labels Water Side Basin Basin Surface Surface Volume Surface Volume Target Volumes for WQCV, Minor, Surface Slope Width at Length at Area at Area at Below Area at Below for WQCV, Minor, & Major Storage Elevation (H:V) Stage Stage Stage Stage Stage Stage Stage & Major Storage Stages ft ft/ft ft ft ft 2 ft 2 User ft 3 acres acre-ft Volumes (input) (input) Below El. (output) (output) (output) Overide (output) (output) (output) (for goal seek) 5069.55 (input) 0 0.000 0.000 5070.00 0.00 0.00 517 116 0.012 0.003 5071.00 0.00 0.00 19,497 10,123 0.448 0.232 5071.81 0.00 0.00 35,108 32,102 0.806 0.737 WQCV 5072.00 0.00 0.00 38,890 39,317 0.893 0.903 5073.00 0.00 0.00 57,352 87,438 1.317 2.007 5074.00 0.00 0.00 63,491 147,859 1.458 3.394 5075.00 0.00 0.00 67,875 213,542 1.558 4.902 5076.00 0.00 0.00 72,230 283,595 1.658 6.510 5077.00 0.00 0.00 76,698 358,059 1.761 8.220 5077.52 0.00 0.00 78,009 398,283 1.791 9.143 100-YR 5078.00 0.00 0.00 79,219 436,017 1.819 10.010 5078.51 0.00 0.00 81,282 476,945 1.866 10.949 5079.01 0.00 0.00 81,282 517,586 1.866 11.882 STAGE-STORAGE SIZING FOR DETENTION BASINS Ridgewood Hills Fourth Filing Check Basin Shape Pond #1 Proposed UD-Detention_v2.33 Pond#1.xls, Basin 12/4/2013, 12:22 PM Project: Basin ID: WQCV Design Volume (Input): Catchment Imperviousness, Ia = 39.0 percent Diameter of holes, D = 0.975 in. Time to Drain the Pond = 40 hours Catchment Area, A = 41.57 acres Number of holes per row, N = 2 Depth at WQCV outlet above lowest perforation, H = 2.26 feet OR Vertical distance between rows, h = 4.00 inches Number of rows, NL = 7 Height of slot, H = in. Orifice discharge coefficient, Co = 0.65 Width of slot, W = in. Slope of Basin Trickle Channel, S = 0.005 ft / ft Outlet Design Information (Output): Water Quality Capture Volume (1.0 * (0.91 * I^3 - 1.19 * I^2 + 0.78 * I)), WQCV = 0.177 watershed inches Water Quality Capture Volume (WQCV) = 0.614 acre-feet 2.26 Design Volume (WQCV / 12 * Area * 1.2) Vol = 0.737 acre-feet Outlet area per row, Ao = 1.49 square inches Total opening area at each row based on user-input above, Ao = 1.49 square inches Total opening area at each row based on user-input above, Ao = 0.010 square feet Calculation of Collection Capacity: Stage Row 1 Row 2 Row 3 Row 4 Row 5 Row 6 Row 7 Row 8 Row 9 Row 10 Row 11 Row 12 Row 13 Row 14 Row 15 Row 16 Row 17 Row 18 Row 19 Row 20 Row 21 Row 22 Row 23 Row 23 ΣΣΣΣ ft 5070.04 5070.37 5070.70 5071.04 5071.37 5071.70 5072.04 Flow (input) 5069.55 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 5070.00 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 5071.00 0.0531 0.0429 0.0296 0.0000 0.0000 0.0000 0.0000 0.13 5071.81 0.0719 0.0648 0.0569 0.0473 0.0357 0.0175 0.0000 0.29 5072.00 0.0758 0.0691 0.0617 0.0530 0.0429 0.0296 0.0000 0.33 5073.00 0.0931 0.0877 0.0820 0.0757 0.0691 0.0617 0.0530 0.52 5074.00 0.1077 0.1031 0.0983 0.0931 0.0877 0.0820 0.0757 0.65 5075.00 0.1205 0.1164 0.1122 0.1076 0.1031 0.0983 0.0931 0.75 5076.00 0.1321 0.1283 0.1245 0.1205 0.1164 0.1122 0.1076 0.84 5077.00 0.1427 0.1393 0.1358 0.1321 0.1283 0.1245 0.1205 0.92 5077.52 0.1480 0.1446 0.1413 0.1377 0.1341 0.1305 0.1266 0.96 5078.00 0.1526 0.1494 0.1461 0.1427 0.1393 0.1358 0.1321 1.00 5078.51 0.1574 0.1543 0.1512 0.1478 0.1445 0.1412 0.1376 1.03 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A Central Elevations of Rows of Holes in feet Collection Capacity for Each Row of Holes in cfs STAGE-DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET Ridgewood Hills Fourth Filing Pond #1 Proposed UD-Detention_v2.33 Pond#1.xls, WQCV 12/4/2013, 12:24 PM Project: Basin ID: Design Information (Input): Width of Basin Bottom, W = ft Right Triangle OR… Length of Basin Bottom, L = ft Isosceles Triangle OR… Dam Side-slope (H:V), Zd = ft/ft Rectangle OR… Circle / Ellipse OR… Irregular (Use Overide values in cells G32:G52) MINOR MAJOR Storage Requirement from Sheet 'Modified FAA': acre-ft. Stage-Storage Relationship: Storage Requirement from Sheet 'Hydrograph': acre-ft. Storage Requirement from Sheet 'Full-Spectrum': acre-ft. Labels Water Side Basin Basin Surface Surface Volume Surface Volume Target Volumes for WQCV, Minor, Surface Slope Width at Length at Area at Area at Below Area at Below for WQCV, Minor, & Major Storage Elevation (H:V) Stage Stage Stage Stage Stage Stage Stage & Major Storage Stages ft ft/ft ft ft ft2 ft2 User ft3 acres acre-ft Volumes (input) (input) Below El. (output) (output) (output) Overide (output) (output) (output) (for goal seek) 5069.55 (input) 0 0.000 0.000 5070.00 0.00 0.00 517 116 0.012 0.003 5071.00 0.00 0.00 19,497 10,123 0.448 0.232 5071.82 0.00 0.00 35,419 32,666 0.813 0.750 WQCV 5072.00 0.00 0.00 38,890 39,317 0.893 0.903 5073.00 0.00 0.00 57,352 87,438 1.317 2.007 5074.00 0.00 0.00 63,491 147,859 1.458 3.394 5075.00 0.00 0.00 67,875 213,542 1.558 4.902 5076.00 0.00 0.00 72,230 283,595 1.658 6.510 5077.00 0.00 0.00 76,698 358,059 1.761 8.220 5078.00 0.00 0.00 79,219 436,017 1.819 10.010 5078.50 0.00 0.00 81,282 476,143 1.866 10.931 5079.00 0.00 0.00 81,282 516,784 1.866 11.864 81,282 #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 Project: Basin ID: STAGE-STORAGE SIZING FOR DETENTION BASINS 5069.55 5070.55 5071.55 5072.55 5073.55 5074.55 5075.55 5076.55 5077.55 5078.55 5079.55 0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 Stage (ft. elev.) Storage (acre-feet) STAGE-STORAGE CURVE FOR THE POND UD Detention Existing 1.xls, Basin 12/4/2013, 12:10 PM 909 2.06 31% 0.47 910 1.43 40% 0.53 911 0.63 49% 0.59 912 1.24 34% 0.49 913 0.48 54% 0.63 5.84 37% 900 2.78 35% 0.5 901 2.36 46% 0.57 902 0.68 44% 0.56 903 0.55 56% 0.64 904 0.87 51% 0.61 905 0.88 51% 0.6 906 2.94 30% 0.46 907 2.78 33% 0.48 908 0.4 28% 0.44 14.24 38% 914 1.11 46% 0.57 922 0.61 65% 0.7 923 1.41 48% 0.58 925 7.86 50% 0.7 1005 1.63 29% 0.45 1006 0.52 47% 0.58 13.14 47% 919 0.48 83% 0.83 920 2.01 39% 0.52 921 1.96 31% 0.46 924 0.64 65% 0.71 926 3.26 8% 0.31 8.35 30% 10 30 365 1.5% 11 12 42 1055 1.2% 13 14 42 500 6.5% 15 16 * 21 100 1.0% 100 150 1696 2% Basin 0.57 0.31 0.42 0.26 % Imperv Total Impervious Area (ac) Composite "C" 0.63 Length (ft) Width (ft) Slope Subbasin Area (ac) % Imperv Composite "C" 0.98 909 2.06 31% 0.47 910 1.43 40% 0.53 911 0.63 49% 0.59 912 1.24 34% 0.49 913 0.48 54% 0.63 5.84 37% 900 2.78 35% 0.5 901 2.36 46% 0.57 902 0.68 44% 0.56 903 0.55 56% 0.64 904 0.87 51% 0.61 905 0.88 51% 0.6 906 2.94 30% 0.46 907 2.78 33% 0.48 908 0.4 28% 0.44 14.24 38% 914 1.11 46% 0.57 922 0.61 65% 0.7 923 1.41 48% 0.58 925 7.86 50% 0.7 1005 1.63 29% 0.45 1006 0.52 47% 0.58 13.14 47% 919 0.48 83% 0.83 920 2.01 39% 0.52 921 1.96 31% 0.46 924 0.64 65% 0.71 926 3.26 8% 0.31 927 4.91 43% 0.68 13.26 35% Total Area 46.48 Ac Weighted I 10 30 365 1.5% 39.43% 11 12 42 1055 1.2% 13 14 42 500 6.5% 15 16* 21 100 1.0% Composite "C" % Imperv SWMM Input Data - Pond #1 Models 4-5 Ridewood Hills P.U.D. Filing #4 Basin Length (ft) Width (ft) Slope Subbasin Area (ac) Total Impervious Area (ac) % Imperv Composite "C" [TITLE] Pond #1 Baseline Pond 1 Old Rainfall with Pond 1 Design SWMM Analysis Owen Consulting Group [OPTIONS] FLOW_UNITS CFS INFILTRATION HORTON FLOW_ROUTING DYNWAVE START_DATE 10/08/2013 START_TIME 00:00:00 REPORT_START_DATE 10/08/2013 REPORT_START_TIME 00:00:00 END_DATE 10/09/2013 END_TIME 00:00:00 SWEEP_START 01/01 SWEEP_END 12/31 DRY_DAYS 0 REPORT_STEP 00:05:00 WET_STEP 00:05:00 DRY_STEP 01:00:00 ROUTING_STEP 0:00:10 ALLOW_PONDING NO INERTIAL_DAMPING PARTIAL VARIABLE_STEP 0.50 LENGTHENING_STEP 0 MIN_SURFAREA 0 NORMAL_FLOW_LIMITED BOTH SKIP_STEADY_STATE NO FORCE_MAIN_EQUATION H-W LINK_OFFSETS DEPTH MIN_SLOPE 0 [EVAPORATION] ;;Type Parameters ;;---------- ---------- MONTHLY 0.0 0.0 2.0 3.62 4.34 5.06 5.54 4.86 3.79 2.46 1.18 0.0 DRY_ONLY NO [RAINGAGES] ;; Rain Time Snow Data ;;Name Type Intrvl Catch Source ;;-------------- --------- ------ ------ ---------- FTC-100YROLD INTENSITY 0:05 1.0 TIMESERIES OLDFTC-100YR [SUBCATCHMENTS] ;; Total Pcnt. Pcnt. Curb Snow ;;Name Raingage Outlet Area Imperv Width Slope Length Pack ;;-------------- ---------------- ---------------- -------- -------- -------- -------- -------- -------- 130 FTC-100YROLD 13 13.1 47 2863.0 2.0 0 110 FTC-100YROLD 11 14.2 38 4135.0 2.0 0 100 FTC-100YROLD 10 5.8 37 1696.0 2.0 0 150 FTC-100YROLD 15 8.30 30 2426.0 2.0 0 [SUBAREAS] ;;Subcatchment N-Imperv N-Perv S-Imperv S-Perv PctZero RouteTo PctRouted ;;-------------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- 130 0.016 0.25 0.1 0.3 25 OUTLET 110 0.016 0.25 0.1 0.3 25 OUTLET 100 0.016 0.25 0.1 0.3 25 OUTLET 150 0.016 0.25 0.1 0.3 25 OUTLET [INFILTRATION] ;;Subcatchment MaxRate MinRate Decay DryTime MaxInfil ;;-------------- ---------- ---------- ---------- ---------- ---------- 130 0.51 0.5 0.0018 7 0 Pond1design 7 78587 Pond1design 8 83228 STRUCTURE Storage 1 0 STRUCTURE 2 12 STRUCTURE 3 12 STRUCTURE 4 12 [TIMESERIES] ;;Name Date Time Value ;;-------------- ---------- ---------- ---------- ;City of Fort Collins 100-yr Rain Gage OLD OLDFTC-100YR 0:0 0.00 OLDFTC-100YR 0:5 0.60 OLDFTC-100YR 0:10 0.96 OLDFTC-100YR 0:15 1.44 OLDFTC-100YR 0:20 1.68 OLDFTC-100YR 0:25 3.00 OLDFTC-100YR 0:30 5.04 OLDFTC-100YR 0:35 9.00 OLDFTC-100YR 0:40 3.72 OLDFTC-100YR 0:45 2.16 OLDFTC-100YR 0:50 1.56 OLDFTC-100YR 0:55 1.20 OLDFTC-100YR 1:0 0.84 OLDFTC-100YR 1:5 0.60 OLDFTC-100YR 1:10 0.48 OLDFTC-100YR 1:15 0.36 OLDFTC-100YR 1:20 0.36 OLDFTC-100YR 1:25 0.24 OLDFTC-100YR 1:30 0.24 OLDFTC-100YR 1:35 0.24 OLDFTC-100YR 1:40 0.24 OLDFTC-100YR 1:45 0.24 OLDFTC-100YR 1:50 0.24 OLDFTC-100YR 1:55 0.12 OLDFTC-100YR 2:0 0.12 [REPORT] INPUT NO CONTROLS NO SUBCATCHMENTS ALL NODES ALL LINKS ALL [TAGS] [MAP] DIMENSIONS 0.000 0.000 10000.000 10000.000 Units None [COORDINATES] ;;Node X-Coord Y-Coord ;;-------------- ------------------ ------------------ 12 2843.450 5399.361 14 5388.711 5399.361 11 873.269 6666.667 13 5388.711 7806.177 10 958.466 4259.851 15 7880.724 3120.341 21INCHPIPE 12151.225 4771.033 SPILLWAY 12066.028 7092.652 POND 7880.724 5399.361 [VERTICES] ;;Link X-Coord Y-Coord ;;-------------- ------------------ ------------------ EPA STORM WATER MANAGEMENT MODEL - VERSION 5.0 (Build 5.0.022) -------------------------------------------------------------- Pond #1 Baseline Pond 1 Old Rainfall with Pond 1 Design SWMM Analysis Owen Consulting Group ********************************************************* NOTE: The summary statistics displayed in this report are based on results found at every computational time step, not just on results from each reporting time step. ********************************************************* **************** Analysis Options **************** Flow Units ............... CFS Process Models: Rainfall/Runoff ........ YES Snowmelt ............... NO Groundwater ............ NO Flow Routing ........... YES Ponding Allowed ........ NO Water Quality .......... NO Infiltration Method ...... HORTON Flow Routing Method ...... DYNWAVE Starting Date ............ OCT-08-2013 00:00:00 Ending Date .............. OCT-09-2013 00:00:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 00:05:00 Wet Time Step ............ 00:05:00 Dry Time Step ............ 01:00:00 Routing Time Step ........ 10.00 sec WARNING 04: minimum elevation drop used for Conduit 13 WARNING 04: minimum elevation drop used for Conduit 11 ************************** Volume Depth Runoff Quantity Continuity acre-feet inches ************************** --------- ------- Total Precipitation ...... 9.970 2.890 Evaporation Loss ......... 0.902 0.261 Infiltration Loss ........ 2.401 0.696 Surface Runoff ........... 6.821 1.977 Final Surface Storage .... 0.000 0.000 Continuity Error (%) ..... -1.541 ************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 6.821 2.223 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 0.000 0.000 External Outflow ......... 7.597 2.475 Internal Outflow ......... 0.000 0.000 Storage Losses ........... 0.000 0.000 Initial Stored Volume .... 0.771 0.251 Final Stored Volume ...... 0.001 0.000 Continuity Error (%) ..... -0.069 *************************** Time-Step Critical Elements *************************** None Pond #1 Baseline ********************** Node Surcharge Summary ********************** Surcharging occurs when water rises above the top of the highest conduit. --------------------------------------------------------------------- Max. Height Min. Depth Hours Above Crown Below Rim Node Type Surcharged Feet Feet --------------------------------------------------------------------- 12 JUNCTION 0.03 3.181 3.319 11 JUNCTION 24.00 0.000 10.000 13 JUNCTION 24.00 0.000 10.000 15 JUNCTION 24.00 0.000 10.000 ********************* Node Flooding Summary ********************* No nodes were flooded. ********************** Storage Volume Summary ********************** -------------------------------------------------------------------------------------------- Average Avg E&I Maximum Max Time of Max Maximum Volume Pcnt Pcnt Volume Pcnt Occurrence Outflow Storage Unit 1000 ft3 Full Loss 1000 ft3 Full days hr:min CFS -------------------------------------------------------------------------------------------- POND 77.887 21 0 285.605 76 0 01:26 8.78 *********************** Outfall Loading Summary *********************** ----------------------------------------------------------- Flow Avg. Max. Total Freq. Flow Flow Volume Outfall Node Pcnt. CFS CFS 10^6 gal ----------------------------------------------------------- 21INCHPIPE 100.00 3.83 8.78 2.475 SPILLWAY 0.00 0.00 0.00 0.000 ----------------------------------------------------------- System 50.00 3.83 8.78 2.475 ******************** Link Flow Summary ******************** ----------------------------------------------------------------------------- Maximum Time of Max Maximum Max/ Max/ |Flow| Occurrence |Veloc| Full Full Link Type CFS days hr:min ft/sec Flow Depth ----------------------------------------------------------------------------- 14 CONDUIT 196.95 0 00:40 23.25 0.77 0.83 12 CONDUIT 115.55 0 00:40 15.01 1.05 0.83 13 DUMMY 85.63 0 00:40 11 DUMMY 90.18 0 00:40 10 CONDUIT 35.72 0 00:40 8.27 0.71 0.86 15 DUMMY 48.11 0 00:40 ORIFICE ORIFICE 8.78 0 01:26 1.00 WEIR WEIR 0.00 0 00:00 0.00 *************************** Flow Classification Summary Pond #1 Baseline SWMM 5 Page 3 *************************** ----------------------------------------------------------------------------------------- [TITLE] Pond #1 Baseline w/ As-built Pond Pond 1 Old Rainfall with Pond 1 As-built (1/11/01) SWMM Analysis Owen Consulting Group [OPTIONS] FLOW_UNITS CFS INFILTRATION HORTON FLOW_ROUTING DYNWAVE START_DATE 10/08/2013 START_TIME 00:00:00 REPORT_START_DATE 10/08/2013 REPORT_START_TIME 00:00:00 END_DATE 10/09/2013 END_TIME 00:00:00 SWEEP_START 01/01 SWEEP_END 12/31 DRY_DAYS 0 REPORT_STEP 00:05:00 WET_STEP 00:05:00 DRY_STEP 01:00:00 ROUTING_STEP 0:00:10 ALLOW_PONDING NO INERTIAL_DAMPING PARTIAL VARIABLE_STEP 0.50 LENGTHENING_STEP 0 MIN_SURFAREA 0 NORMAL_FLOW_LIMITED BOTH SKIP_STEADY_STATE NO FORCE_MAIN_EQUATION H-W LINK_OFFSETS DEPTH MIN_SLOPE 0 [EVAPORATION] ;;Type Parameters ;;---------- ---------- MONTHLY 0.0 0.0 2.0 3.62 4.34 5.06 5.54 4.86 3.79 2.46 1.18 0.0 DRY_ONLY NO [RAINGAGES] ;; Rain Time Snow Data ;;Name Type Intrvl Catch Source ;;-------------- --------- ------ ------ ---------- FTC-100YROLD INTENSITY 0:05 1.0 TIMESERIES OLDFTC-100YR [SUBCATCHMENTS] ;; Total Pcnt. Pcnt. Curb Snow ;;Name Raingage Outlet Area Imperv Width Slope Length Pack ;;-------------- ---------------- ---------------- -------- -------- -------- -------- -------- -------- 130 FTC-100YROLD 13 13.1 47 2863.0 2.0 0 110 FTC-100YROLD 11 14.2 38 4135.0 2.0 0 100 FTC-100YROLD 10 5.8 37 1696.0 2.0 0 150 FTC-100YROLD 15 8.30 30 2426.0 2.0 0 [SUBAREAS] ;;Subcatchment N-Imperv N-Perv S-Imperv S-Perv PctZero RouteTo PctRouted ;;-------------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- 130 0.016 0.25 0.1 0.3 25 OUTLET 110 0.016 0.25 0.1 0.3 25 OUTLET 100 0.016 0.25 0.1 0.3 25 OUTLET 150 0.016 0.25 0.1 0.3 25 OUTLET [INFILTRATION] ;;Subcatchment MaxRate MinRate Decay DryTime MaxInfil ;;-------------- ---------- ---------- ---------- ---------- ---------- 130 0.51 0.5 0.0018 7 0 Pond1design 7 78587 Pond1design 8 83228 STRUCTURE Storage 1 0 STRUCTURE 2 12 STRUCTURE 3 12 STRUCTURE 4 12 Pond1Asbuilt Storage 0 0 Pond1Asbuilt 0.45 517 Pond1Asbuilt 1.45 19497 Pond1Asbuilt 2.45 38890 Pond1Asbuilt 3.45 57352 Pond1Asbuilt 4.45 63491 Pond1Asbuilt 5.45 67875 Pond1Asbuilt 6.45 72230 Pond1Asbuilt 7.45 76698 Pond1Asbuilt 8.45 81282 [TIMESERIES] ;;Name Date Time Value ;;-------------- ---------- ---------- ---------- ;City of Fort Collins 100-yr Rain Gage OLD OLDFTC-100YR 0:0 0.00 OLDFTC-100YR 0:5 0.60 OLDFTC-100YR 0:10 0.96 OLDFTC-100YR 0:15 1.44 OLDFTC-100YR 0:20 1.68 OLDFTC-100YR 0:25 3.00 OLDFTC-100YR 0:30 5.04 OLDFTC-100YR 0:35 9.00 OLDFTC-100YR 0:40 3.72 OLDFTC-100YR 0:45 2.16 OLDFTC-100YR 0:50 1.56 OLDFTC-100YR 0:55 1.20 OLDFTC-100YR 1:0 0.84 OLDFTC-100YR 1:5 0.60 OLDFTC-100YR 1:10 0.48 OLDFTC-100YR 1:15 0.36 OLDFTC-100YR 1:20 0.36 OLDFTC-100YR 1:25 0.24 OLDFTC-100YR 1:30 0.24 OLDFTC-100YR 1:35 0.24 OLDFTC-100YR 1:40 0.24 OLDFTC-100YR 1:45 0.24 OLDFTC-100YR 1:50 0.24 OLDFTC-100YR 1:55 0.12 OLDFTC-100YR 2:0 0.12 [REPORT] INPUT NO CONTROLS NO SUBCATCHMENTS ALL NODES ALL LINKS ALL [TAGS] [MAP] DIMENSIONS 0.000 0.000 10000.000 10000.000 Units None [COORDINATES] ;;Node X-Coord Y-Coord ;;-------------- ------------------ ------------------ 12 2843.450 5399.361 14 5388.711 5399.361 EPA STORM WATER MANAGEMENT MODEL - VERSION 5.0 (Build 5.0.022) -------------------------------------------------------------- Pond #1 Baseline w/ As-built Pond Pond 1 Old Rainfall with Pond 1 As-built (1/11/01) SWMM Analysis Owen Consulting Group ********************************************************* NOTE: The summary statistics displayed in this report are based on results found at every computational time step, not just on results from each reporting time step. ********************************************************* **************** Analysis Options **************** Flow Units ............... CFS Process Models: Rainfall/Runoff ........ YES Snowmelt ............... NO Groundwater ............ NO Flow Routing ........... YES Ponding Allowed ........ NO Water Quality .......... NO Infiltration Method ...... HORTON Flow Routing Method ...... DYNWAVE Starting Date ............ OCT-08-2013 00:00:00 Ending Date .............. OCT-09-2013 00:00:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 00:05:00 Wet Time Step ............ 00:05:00 Dry Time Step ............ 01:00:00 Routing Time Step ........ 10.00 sec WARNING 04: minimum elevation drop used for Conduit 13 WARNING 04: minimum elevation drop used for Conduit 11 ************************** Volume Depth Runoff Quantity Continuity acre-feet inches ************************** --------- ------- Total Precipitation ...... 9.970 2.890 Evaporation Loss ......... 0.902 0.261 Infiltration Loss ........ 2.401 0.696 Surface Runoff ........... 6.821 1.977 Final Surface Storage .... 0.000 0.000 Continuity Error (%) ..... -1.541 ************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 6.821 2.223 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 0.000 0.000 External Outflow ......... 7.609 2.480 Internal Outflow ......... 0.000 0.000 Storage Losses ........... 0.000 0.000 Initial Stored Volume .... 0.780 0.254 Final Stored Volume ...... 0.000 0.000 Continuity Error (%) ..... -0.099 *************************** Time-Step Critical Elements *************************** None Pond #1 Baseline w/ As-built Pond ********************** Node Surcharge Summary ********************** Surcharging occurs when water rises above the top of the highest conduit. --------------------------------------------------------------------- Max. Height Min. Depth Hours Above Crown Below Rim Node Type Surcharged Feet Feet --------------------------------------------------------------------- 12 JUNCTION 0.03 3.201 3.299 11 JUNCTION 24.00 0.000 10.000 13 JUNCTION 24.00 0.000 10.000 15 JUNCTION 24.00 0.000 10.000 ********************* Node Flooding Summary ********************* No nodes were flooded. ********************** Storage Volume Summary ********************** -------------------------------------------------------------------------------------------- Average Avg E&I Maximum Max Time of Max Maximum Volume Pcnt Pcnt Volume Pcnt Occurrence Outflow Storage Unit 1000 ft3 Full Loss 1000 ft3 Full days hr:min CFS -------------------------------------------------------------------------------------------- POND 71.708 16 0 282.783 65 0 01:26 9.18 *********************** Outfall Loading Summary *********************** ----------------------------------------------------------- Flow Avg. Max. Total Freq. Flow Flow Volume Outfall Node Pcnt. CFS CFS 10^6 gal ----------------------------------------------------------- 21INCHPIPE 59.46 6.46 9.18 2.479 SPILLWAY 0.00 0.00 0.00 0.000 ----------------------------------------------------------- System 29.73 6.46 9.18 2.479 ******************** Link Flow Summary ******************** ----------------------------------------------------------------------------- Maximum Time of Max Maximum Max/ Max/ |Flow| Occurrence |Veloc| Full Full Link Type CFS days hr:min ft/sec Flow Depth ----------------------------------------------------------------------------- 14 CONDUIT 196.92 0 00:40 23.15 0.76 0.83 12 CONDUIT 115.56 0 00:40 15.04 1.05 0.83 13 DUMMY 85.65 0 00:40 11 DUMMY 90.21 0 00:40 10 CONDUIT 35.72 0 00:40 8.26 0.71 0.86 15 DUMMY 48.13 0 00:40 ORIFICE ORIFICE 9.18 0 01:26 1.00 WEIR WEIR 0.00 0 00:00 0.00 *************************** Flow Classification Summary Pond #1 Baseline w/ As-built Pond SWMM 5 Page 3 *************************** ----------------------------------------------------------------------------------------- [TITLE] Pond #1 Corrected Model Pond 1 NEW Rainfall with Pond 1 As-built (1/11/01) SWMM Analysis Owen Consulting Group [OPTIONS] FLOW_UNITS CFS INFILTRATION HORTON FLOW_ROUTING DYNWAVE START_DATE 10/08/2013 START_TIME 00:00:00 REPORT_START_DATE 10/08/2013 REPORT_START_TIME 00:00:00 END_DATE 10/09/2013 END_TIME 00:00:00 SWEEP_START 01/01 SWEEP_END 12/31 DRY_DAYS 0 REPORT_STEP 00:05:00 WET_STEP 00:05:00 DRY_STEP 01:00:00 ROUTING_STEP 0:00:10 ALLOW_PONDING NO INERTIAL_DAMPING PARTIAL VARIABLE_STEP 0.50 LENGTHENING_STEP 0 MIN_SURFAREA 0 NORMAL_FLOW_LIMITED BOTH SKIP_STEADY_STATE NO FORCE_MAIN_EQUATION H-W LINK_OFFSETS DEPTH MIN_SLOPE 0 [EVAPORATION] ;;Type Parameters ;;---------- ---------- MONTHLY 0.0 0.0 2.0 3.62 4.34 5.06 5.54 4.86 3.79 2.46 1.18 0.0 DRY_ONLY NO [RAINGAGES] ;; Rain Time Snow Data ;;Name Type Intrvl Catch Source ;;-------------- --------- ------ ------ ---------- FTC-100YRNEW INTENSITY 0:05 1.0 TIMESERIES NEWFCT-100YR [SUBCATCHMENTS] ;; Total Pcnt. Pcnt. Curb Snow ;;Name Raingage Outlet Area Imperv Width Slope Length Pack ;;-------------- ---------------- ---------------- -------- -------- -------- -------- -------- -------- 130 FTC-100YRNEW 13 13.1 47 2863.0 2.0 0 110 FTC-100YRNEW 11 14.2 38 4135.0 2.0 0 100 FTC-100YRNEW 10 5.8 37 1696.0 2.0 0 150 FTC-100YRNEW 15 8.30 30 2426.0 2.0 0 [SUBAREAS] ;;Subcatchment N-Imperv N-Perv S-Imperv S-Perv PctZero RouteTo PctRouted ;;-------------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- 130 0.016 0.25 0.1 0.3 25 OUTLET 110 0.016 0.25 0.1 0.3 25 OUTLET 100 0.016 0.25 0.1 0.3 25 OUTLET 150 0.016 0.25 0.1 0.3 25 OUTLET [INFILTRATION] ;;Subcatchment MaxRate MinRate Decay DryTime MaxInfil ;;-------------- ---------- ---------- ---------- ---------- ---------- 130 0.51 0.5 0.0018 7 0 Pond1design 7 78587 Pond1design 8 83228 STRUCTURE Storage 1 0 STRUCTURE 2 12 STRUCTURE 3 12 STRUCTURE 4 12 Pond1Asbuilt Storage 0 0 Pond1Asbuilt 0.45 517 Pond1Asbuilt 1.45 19497 Pond1Asbuilt 2.45 38890 Pond1Asbuilt 3.45 57352 Pond1Asbuilt 4.45 63491 Pond1Asbuilt 5.45 67875 Pond1Asbuilt 6.45 72230 Pond1Asbuilt 7.45 76698 Pond1Asbuilt 8.45 81282 [TIMESERIES] ;;Name Date Time Value ;;-------------- ---------- ---------- ---------- ;City of Fort Collins 100-yr Rain Gage OLD OLDFTC-100YR 0:0 0.00 OLDFTC-100YR 0:5 0.60 OLDFTC-100YR 0:10 0.96 OLDFTC-100YR 0:15 1.44 OLDFTC-100YR 0:20 1.68 OLDFTC-100YR 0:25 3.00 OLDFTC-100YR 0:30 5.04 OLDFTC-100YR 0:35 9.00 OLDFTC-100YR 0:40 3.72 OLDFTC-100YR 0:45 2.16 OLDFTC-100YR 0:50 1.56 OLDFTC-100YR 0:55 1.20 OLDFTC-100YR 1:0 0.84 OLDFTC-100YR 1:5 0.60 OLDFTC-100YR 1:10 0.48 OLDFTC-100YR 1:15 0.36 OLDFTC-100YR 1:20 0.36 OLDFTC-100YR 1:25 0.24 OLDFTC-100YR 1:30 0.24 OLDFTC-100YR 1:35 0.24 OLDFTC-100YR 1:40 0.24 OLDFTC-100YR 1:45 0.24 OLDFTC-100YR 1:50 0.24 OLDFTC-100YR 1:55 0.12 OLDFTC-100YR 2:0 0.12 ;City of Fort Collins 100-yr Rain Gage NEW NEWFCT-100YR 0:0 0.00 NEWFCT-100YR 0:5 1.00 NEWFCT-100YR 0:10 1.14 NEWFCT-100YR 0:15 1.33 NEWFCT-100YR 0:20 2.23 NEWFCT-100YR 0:25 2.84 NEWFCT-100YR 0:30 5.49 NEWFCT-100YR 0:35 9.95 NEWFCT-100YR 0:40 4.12 NEWFCT-100YR 0:45 2.48 NEWFCT-100YR 0:50 1.46 NEWFCT-100YR 0:55 1.22 NEWFCT-100YR 1:0 1.06 NEWFCT-100YR 1:5 1.00 EPA STORM WATER MANAGEMENT MODEL - VERSION 5.0 (Build 5.0.022) -------------------------------------------------------------- Pond #1 Corrected Model Pond 1 NEW Rainfall with Pond 1 As-built (1/11/01) SWMM Analysis Owen Consulting Group ********************************************************* NOTE: The summary statistics displayed in this report are based on results found at every computational time step, not just on results from each reporting time step. ********************************************************* **************** Analysis Options **************** Flow Units ............... CFS Process Models: Rainfall/Runoff ........ YES Snowmelt ............... NO Groundwater ............ NO Flow Routing ........... YES Ponding Allowed ........ NO Water Quality .......... NO Infiltration Method ...... HORTON Flow Routing Method ...... DYNWAVE Starting Date ............ OCT-08-2013 00:00:00 Ending Date .............. OCT-09-2013 00:00:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 00:05:00 Wet Time Step ............ 00:05:00 Dry Time Step ............ 01:00:00 Routing Time Step ........ 10.00 sec WARNING 04: minimum elevation drop used for Conduit 13 WARNING 04: minimum elevation drop used for Conduit 11 ************************** Volume Depth Runoff Quantity Continuity acre-feet inches ************************** --------- ------- Total Precipitation ...... 12.659 3.669 Evaporation Loss ......... 1.072 0.311 Infiltration Loss ........ 2.947 0.854 Surface Runoff ........... 8.940 2.591 Final Surface Storage .... 0.000 0.000 Continuity Error (%) ..... -2.374 ************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 8.940 2.913 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 0.000 0.000 External Outflow ......... 9.710 3.164 Internal Outflow ......... 0.021 0.007 Storage Losses ........... 0.000 0.000 Initial Stored Volume .... 0.780 0.254 Final Stored Volume ...... 0.000 0.000 Continuity Error (%) ..... -0.114 *************************** Time-Step Critical Elements *************************** Link 14 (1.20%) Pond #1 Corrected Model ********************** Node Surcharge Summary ********************** Surcharging occurs when water rises above the top of the highest conduit. --------------------------------------------------------------------- Max. Height Min. Depth Hours Above Crown Below Rim Node Type Surcharged Feet Feet --------------------------------------------------------------------- 12 JUNCTION 0.07 6.500 0.000 11 JUNCTION 24.00 0.000 10.000 13 JUNCTION 24.00 0.000 10.000 10 JUNCTION 0.05 7.500 0.000 15 JUNCTION 24.00 0.000 10.000 ********************* Node Flooding Summary ********************* Flooding refers to all water that overflows a node, whether it ponds or not. -------------------------------------------------------------------------- Total Maximum Maximum Time of Max Flood Ponded Hours Rate Occurrence Volume Depth Node Flooded CFS days hr:min 10^6 gal Feet -------------------------------------------------------------------------- 12 0.03 13.80 0 00:39 0.006 10.00 10 0.01 11.99 0 00:39 0.001 10.00 ********************** Storage Volume Summary ********************** -------------------------------------------------------------------------------------------- Average Avg E&I Maximum Max Time of Max Maximum Volume Pcnt Pcnt Volume Pcnt Occurrence Outflow Storage Unit 1000 ft3 Full Loss 1000 ft3 Full days hr:min CFS -------------------------------------------------------------------------------------------- POND 108.546 25 0 353.385 81 0 02:07 9.89 *********************** Outfall Loading Summary *********************** ----------------------------------------------------------- Flow Avg. Max. Total Freq. Flow Flow Volume Outfall Node Pcnt. CFS CFS 10^6 gal ----------------------------------------------------------- 21INCHPIPE 70.28 6.98 9.89 3.164 SPILLWAY 0.00 0.00 0.00 0.000 ----------------------------------------------------------- System 35.14 6.98 9.89 3.164 ******************** Link Flow Summary ******************** ----------------------------------------------------------------------------- Maximum Time of Max Maximum Max/ Max/ |Flow| Occurrence |Veloc| Full Full Link Type CFS days hr:min ft/sec Flow Depth ----------------------------------------------------------------------------- 14 CONDUIT 226.59 0 00:40 25.67 0.88 0.86 12 CONDUIT 133.01 0 00:40 15.12 1.21 0.86 13 DUMMY 97.49 0 00:39 Pond #1 Corrected Model SWMM 5 Page 3 [TITLE] Pond #1 Proposed Model Pond 1 NEW Rainfall with Pond 1 As-built (1/11/01) and additional acres from site Owen Consulting Group [OPTIONS] FLOW_UNITS CFS INFILTRATION HORTON FLOW_ROUTING DYNWAVE START_DATE 10/08/2013 START_TIME 00:00:00 REPORT_START_DATE 10/08/2013 REPORT_START_TIME 00:00:00 END_DATE 10/09/2013 END_TIME 00:00:00 SWEEP_START 01/01 SWEEP_END 12/31 DRY_DAYS 0 REPORT_STEP 00:05:00 WET_STEP 00:05:00 DRY_STEP 01:00:00 ROUTING_STEP 0:00:10 ALLOW_PONDING NO INERTIAL_DAMPING FULL VARIABLE_STEP 0.50 LENGTHENING_STEP 0 MIN_SURFAREA 0 NORMAL_FLOW_LIMITED BOTH SKIP_STEADY_STATE NO FORCE_MAIN_EQUATION H-W LINK_OFFSETS DEPTH MIN_SLOPE 0 [EVAPORATION] ;;Type Parameters ;;---------- ---------- MONTHLY 0.0 0.0 2.0 3.62 4.34 5.06 5.54 4.86 3.79 2.46 1.18 0.0 DRY_ONLY NO [RAINGAGES] ;; Rain Time Snow Data ;;Name Type Intrvl Catch Source ;;-------------- --------- ------ ------ ---------- NEWFTC-100YR INTENSITY 0:05 1.0 TIMESERIES NEWFCT-100YR [SUBCATCHMENTS] ;; Total Pcnt. Pcnt. Curb Snow ;;Name Raingage Outlet Area Imperv Width Slope Length Pack ;;-------------- ---------------- ---------------- -------- -------- -------- -------- -------- -------- 130 NEWFTC-100YR 13 13.1 47 2863.0 2.0 0 110 NEWFTC-100YR 11 14.2 38 4135.0 2.0 0 100 NEWFTC-100YR 10 5.8 37 1696.0 2.0 0 150 NEWFTC-100YR 15 13.26 35 2426.0 2.0 0 [SUBAREAS] ;;Subcatchment N-Imperv N-Perv S-Imperv S-Perv PctZero RouteTo PctRouted ;;-------------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- 130 0.016 0.25 0.1 0.3 25 OUTLET 110 0.016 0.25 0.1 0.3 25 OUTLET 100 0.016 0.25 0.1 0.3 25 OUTLET 150 0.016 0.25 0.1 0.3 25 OUTLET [INFILTRATION] ;;Subcatchment MaxRate MinRate Decay DryTime MaxInfil ;;-------------- ---------- ---------- ---------- ---------- ---------- 130 0.51 0.5 0.0018 7 0 Pond1design 7 78587 Pond1design 8 83228 STRUCTURE Storage 1 0 STRUCTURE 2 12 STRUCTURE 3 12 STRUCTURE 4 12 Pond1Asbuilt Storage 0 0 Pond1Asbuilt 0.45 517 Pond1Asbuilt 1.45 19497 Pond1Asbuilt 2.45 38890 Pond1Asbuilt 3.45 57352 Pond1Asbuilt 4.45 63491 Pond1Asbuilt 5.45 67875 Pond1Asbuilt 6.45 72230 Pond1Asbuilt 7.45 76698 Pond1Asbuilt 8.45 81282 Pond1Asbuilt 9.45 81282 [TIMESERIES] ;;Name Date Time Value ;;-------------- ---------- ---------- ---------- ;City of Fort Collins 100-yr Rain Gage OLD OLDFTC-100YR 0:0 0.00 OLDFTC-100YR 0:5 0.60 OLDFTC-100YR 0:10 0.96 OLDFTC-100YR 0:15 1.44 OLDFTC-100YR 0:20 1.68 OLDFTC-100YR 0:25 3.00 OLDFTC-100YR 0:30 5.04 OLDFTC-100YR 0:35 9.00 OLDFTC-100YR 0:40 3.72 OLDFTC-100YR 0:45 2.16 OLDFTC-100YR 0:50 1.56 OLDFTC-100YR 0:55 1.20 OLDFTC-100YR 1:0 0.84 OLDFTC-100YR 1:5 0.60 OLDFTC-100YR 1:10 0.48 OLDFTC-100YR 1:15 0.36 OLDFTC-100YR 1:20 0.36 OLDFTC-100YR 1:25 0.24 OLDFTC-100YR 1:30 0.24 OLDFTC-100YR 1:35 0.24 OLDFTC-100YR 1:40 0.24 OLDFTC-100YR 1:45 0.24 OLDFTC-100YR 1:50 0.24 OLDFTC-100YR 1:55 0.12 OLDFTC-100YR 2:0 0.12 NEWFCT-100YR 0:0 0.0 NEWFCT-100YR 0:5 1.0 NEWFCT-100YR 0:10 1.14 NEWFCT-100YR 0:15 1.33 NEWFCT-100YR 0:20 2.23 NEWFCT-100YR 0:25 2.84 NEWFCT-100YR 0:30 5.49 NEWFCT-100YR 0:35 9.95 NEWFCT-100YR 0:40 4.12 NEWFCT-100YR 0:45 2.48 NEWFCT-100YR 0:50 1.46 NEWFCT-100YR 0:55 1.22 NEWFCT-100YR 1:0 1.06 NEWFCT-100YR 1:5 1.0 EPA STORM WATER MANAGEMENT MODEL - VERSION 5.0 (Build 5.0.022) -------------------------------------------------------------- Pond #1 Proposed Model Pond 1 NEW Rainfall with Pond 1 As-built (1/11/01) and additional acres from site Owen Consulting Group ********************************************************* NOTE: The summary statistics displayed in this report are based on results found at every computational time step, not just on results from each reporting time step. ********************************************************* **************** Analysis Options **************** Flow Units ............... CFS Process Models: Rainfall/Runoff ........ YES Snowmelt ............... NO Groundwater ............ NO Flow Routing ........... YES Ponding Allowed ........ NO Water Quality .......... NO Infiltration Method ...... HORTON Flow Routing Method ...... DYNWAVE Starting Date ............ OCT-08-2013 00:00:00 Ending Date .............. OCT-09-2013 00:00:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 00:05:00 Wet Time Step ............ 00:05:00 Dry Time Step ............ 01:00:00 Routing Time Step ........ 10.00 sec WARNING 04: minimum elevation drop used for Conduit 13 WARNING 04: minimum elevation drop used for Conduit 11 ************************** Volume Depth Runoff Quantity Continuity acre-feet inches ************************** --------- ------- Total Precipitation ...... 14.175 3.669 Evaporation Loss ......... 1.221 0.316 Infiltration Loss ........ 3.291 0.852 Surface Runoff ........... 9.994 2.587 Final Surface Storage .... 0.000 0.000 Continuity Error (%) ..... -2.332 ************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 9.994 3.257 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 0.000 0.000 External Outflow ......... 10.749 3.503 Internal Outflow ......... 0.021 0.007 Storage Losses ........... 0.000 0.000 Initial Stored Volume .... 0.764 0.249 Final Stored Volume ...... 0.000 0.000 Continuity Error (%) ..... -0.116 *************************** Time-Step Critical Elements *************************** Link 14 (1.20%) Pond #1 Proposed Model ********************** Node Surcharge Summary ********************** Surcharging occurs when water rises above the top of the highest conduit. --------------------------------------------------------------------- Max. Height Min. Depth Hours Above Crown Below Rim Node Type Surcharged Feet Feet --------------------------------------------------------------------- 12 JUNCTION 0.08 6.500 0.000 11 JUNCTION 24.00 0.000 10.000 13 JUNCTION 24.00 0.000 10.000 10 JUNCTION 0.05 7.500 0.000 15 JUNCTION 24.00 0.000 10.000 ********************* Node Flooding Summary ********************* Flooding refers to all water that overflows a node, whether it ponds or not. -------------------------------------------------------------------------- Total Maximum Maximum Time of Max Flood Ponded Hours Rate Occurrence Volume Depth Node Flooded CFS days hr:min 10^6 gal Feet -------------------------------------------------------------------------- 12 0.03 13.77 0 00:39 0.006 10.00 10 0.01 12.64 0 00:39 0.001 10.00 ********************** Storage Volume Summary ********************** -------------------------------------------------------------------------------------------- Average Avg E&I Maximum Max Time of Max Maximum Volume Pcnt Pcnt Volume Pcnt Occurrence Outflow Storage Unit 1000 ft3 Full Loss 1000 ft3 Full days hr:min CFS -------------------------------------------------------------------------------------------- POND 135.378 26 0 398.746 77 0 02:08 9.86 *********************** Outfall Loading Summary *********************** ----------------------------------------------------------- Flow Avg. Max. Total Freq. Flow Flow Volume Outfall Node Pcnt. CFS CFS 10^6 gal ----------------------------------------------------------- 21INCHPIPE 78.32 6.93 9.86 3.502 SPILLWAY 0.00 0.00 0.00 0.000 ----------------------------------------------------------- System 39.16 6.93 9.86 3.502 ******************** Link Flow Summary ******************** ----------------------------------------------------------------------------- Maximum Time of Max Maximum Max/ Max/ |Flow| Occurrence |Veloc| Full Full Link Type CFS days hr:min ft/sec Flow Depth ----------------------------------------------------------------------------- 14 CONDUIT 226.53 0 00:40 25.66 0.88 0.86 12 CONDUIT 133.01 0 00:40 15.13 1.21 0.86 13 DUMMY 97.42 0 00:39 Pond #1 Proposed Model SWMM 5 Page 3 [TITLE] Pond #1 Proposed Model with Clogged Orifice Pond 1 NEW Rainfall with Pond 1 As-built and Clogged Orifice Owen Consulting Group [OPTIONS] FLOW_UNITS CFS INFILTRATION HORTON FLOW_ROUTING DYNWAVE START_DATE 10/08/2013 START_TIME 00:00:00 REPORT_START_DATE 10/08/2013 REPORT_START_TIME 00:00:00 END_DATE 10/09/2013 END_TIME 00:00:00 SWEEP_START 01/01 SWEEP_END 12/31 DRY_DAYS 0 REPORT_STEP 00:05:00 WET_STEP 00:05:00 DRY_STEP 01:00:00 ROUTING_STEP 0:00:10 ALLOW_PONDING NO INERTIAL_DAMPING FULL VARIABLE_STEP 0.50 LENGTHENING_STEP 0 MIN_SURFAREA 0 NORMAL_FLOW_LIMITED BOTH SKIP_STEADY_STATE NO FORCE_MAIN_EQUATION H-W LINK_OFFSETS DEPTH MIN_SLOPE 0 [EVAPORATION] ;;Type Parameters ;;---------- ---------- MONTHLY 0.0 0.0 2.0 3.62 4.34 5.06 5.54 4.86 3.79 2.46 1.18 0.0 DRY_ONLY NO [RAINGAGES] ;; Rain Time Snow Data ;;Name Type Intrvl Catch Source ;;-------------- --------- ------ ------ ---------- FTC-100YR INTENSITY 0:05 1.0 TIMESERIES NEWFCT-100YR [SUBCATCHMENTS] ;; Total Pcnt. Pcnt. Curb Snow ;;Name Raingage Outlet Area Imperv Width Slope Length Pack ;;-------------- ---------------- ---------------- -------- -------- -------- -------- -------- -------- 130 FTC-100YR 13 13.1 47 2863.0 2.0 0 110 FTC-100YR 11 14.2 38 4135.0 2.0 0 100 FTC-100YR 10 5.8 37 1696.0 2.0 0 150 FTC-100YR 15 13.26 35 2426.0 2.0 0 [SUBAREAS] ;;Subcatchment N-Imperv N-Perv S-Imperv S-Perv PctZero RouteTo PctRouted ;;-------------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- 130 0.016 0.25 0.1 0.3 25 OUTLET 110 0.016 0.25 0.1 0.3 25 OUTLET 100 0.016 0.25 0.1 0.3 25 OUTLET 150 0.016 0.25 0.1 0.3 25 OUTLET [INFILTRATION] ;;Subcatchment MaxRate MinRate Decay DryTime MaxInfil ;;-------------- ---------- ---------- ---------- ---------- ---------- 130 0.51 0.5 0.0018 7 0 Pond1Asbuilt Storage 0 0 Pond1Asbuilt 0.45 517 Pond1Asbuilt 1.45 19497 Pond1Asbuilt 2.45 38890 Pond1Asbuilt 3.45 57352 Pond1Asbuilt 4.45 63491 Pond1Asbuilt 5.45 67875 Pond1Asbuilt 6.45 72230 Pond1Asbuilt 7.45 76698 Pond1Asbuilt 8.45 81282 Pond1Asbuilt 9.45 81282 [TIMESERIES] ;;Name Date Time Value ;;-------------- ---------- ---------- ---------- ;City of Fort Collins 100-yr Rain Gage OLD OLDFTC-100YR 0:0 0.00 OLDFTC-100YR 0:5 0.60 OLDFTC-100YR 0:10 0.96 OLDFTC-100YR 0:15 1.44 OLDFTC-100YR 0:20 1.68 OLDFTC-100YR 0:25 3.00 OLDFTC-100YR 0:30 5.04 OLDFTC-100YR 0:35 9.00 OLDFTC-100YR 0:40 3.72 OLDFTC-100YR 0:45 2.16 OLDFTC-100YR 0:50 1.56 OLDFTC-100YR 0:55 1.20 OLDFTC-100YR 1:0 0.84 OLDFTC-100YR 1:5 0.60 OLDFTC-100YR 1:10 0.48 OLDFTC-100YR 1:15 0.36 OLDFTC-100YR 1:20 0.36 OLDFTC-100YR 1:25 0.24 OLDFTC-100YR 1:30 0.24 OLDFTC-100YR 1:35 0.24 OLDFTC-100YR 1:40 0.24 OLDFTC-100YR 1:45 0.24 OLDFTC-100YR 1:50 0.24 OLDFTC-100YR 1:55 0.12 OLDFTC-100YR 2:0 0.12 NEWFCT-100YR 0:0 0.0 NEWFCT-100YR 0:5 1.0 NEWFCT-100YR 0:10 1.14 NEWFCT-100YR 0:15 1.33 NEWFCT-100YR 0:20 2.23 NEWFCT-100YR 0:25 2.84 NEWFCT-100YR 0:30 5.49 NEWFCT-100YR 0:35 9.95 NEWFCT-100YR 0:40 4.12 NEWFCT-100YR 0:45 2.48 NEWFCT-100YR 0:50 1.46 NEWFCT-100YR 0:55 1.22 NEWFCT-100YR 1:0 1.06 NEWFCT-100YR 1:5 1.0 NEWFCT-100YR 1:10 0.95 NEWFCT-100YR 1:15 0.91 NEWFCT-100YR 1:20 0.87 NEWFCT-100YR 1:25 0.84 NEWFCT-100YR 1:30 0.81 NEWFCT-100YR 1:35 0.78 EPA STORM WATER MANAGEMENT MODEL - VERSION 5.0 (Build 5.0.022) -------------------------------------------------------------- Pond #1 Proposed Model with Clogged Orifice Pond 1 NEW Rainfall with Pond 1 As-built and Clogged Orifice Owen Consulting Group ********************************************************* NOTE: The summary statistics displayed in this report are based on results found at every computational time step, not just on results from each reporting time step. ********************************************************* **************** Analysis Options **************** Flow Units ............... CFS Process Models: Rainfall/Runoff ........ YES Snowmelt ............... NO Groundwater ............ NO Flow Routing ........... YES Ponding Allowed ........ NO Water Quality .......... NO Infiltration Method ...... HORTON Flow Routing Method ...... DYNWAVE Starting Date ............ OCT-08-2013 00:00:00 Ending Date .............. OCT-09-2013 00:00:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 00:05:00 Wet Time Step ............ 00:05:00 Dry Time Step ............ 01:00:00 Routing Time Step ........ 10.00 sec WARNING 04: minimum elevation drop used for Conduit 13 WARNING 04: minimum elevation drop used for Conduit 11 ************************** Volume Depth Runoff Quantity Continuity acre-feet inches ************************** --------- ------- Total Precipitation ...... 14.175 3.669 Evaporation Loss ......... 1.221 0.316 Infiltration Loss ........ 3.291 0.852 Surface Runoff ........... 9.994 2.587 Final Surface Storage .... 0.000 0.000 Continuity Error (%) ..... -2.332 ************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 9.994 3.257 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 0.000 0.000 External Outflow ......... 0.526 0.171 Internal Outflow ......... 0.021 0.007 Storage Losses ........... 0.000 0.000 Initial Stored Volume .... 0.764 0.249 Final Stored Volume ...... 10.153 3.309 Continuity Error (%) ..... 0.530 *************************** Time-Step Critical Elements *************************** Link 14 (1.21%) Pond #1 Proposed Model with Clogged Orifice Node Surcharge Summary ********************** Surcharging occurs when water rises above the top of the highest conduit. --------------------------------------------------------------------- Max. Height Min. Depth Hours Above Crown Below Rim Node Type Surcharged Feet Feet --------------------------------------------------------------------- 12 JUNCTION 0.07 6.500 0.000 13 JUNCTION 24.00 0.000 10.000 11 JUNCTION 24.00 0.000 10.000 10 JUNCTION 0.05 7.500 0.000 15 JUNCTION 24.00 0.000 10.000 POND STORAGE 23.41 5.001 0.949 ********************* Node Flooding Summary ********************* Flooding refers to all water that overflows a node, whether it ponds or not. -------------------------------------------------------------------------- Total Maximum Maximum Time of Max Flood Ponded Hours Rate Occurrence Volume Depth Node Flooded CFS days hr:min 10^6 gal Feet -------------------------------------------------------------------------- 12 0.03 13.75 0 00:39 0.006 10.00 10 0.01 12.58 0 00:39 0.001 10.00 ********************** Storage Volume Summary ********************** -------------------------------------------------------------------------------------------- Average Avg E&I Maximum Max Time of Max Maximum Volume Pcnt Pcnt Volume Pcnt Occurrence Outflow Storage Unit 1000 ft3 Full Loss 1000 ft3 Full days hr:min CFS -------------------------------------------------------------------------------------------- POND 424.774 82 0 441.186 85 0 01:54 18.43 *********************** Outfall Loading Summary *********************** ----------------------------------------------------------- Flow Avg. Max. Total Freq. Flow Flow Volume Outfall Node Pcnt. CFS CFS 10^6 gal ----------------------------------------------------------- SPILLWAY 3.75 7.05 18.43 0.171 ----------------------------------------------------------- System 3.75 7.05 18.43 0.171 ******************** Link Flow Summary ******************** ----------------------------------------------------------------------------- Maximum Time of Max Maximum Max/ Max/ |Flow| Occurrence |Veloc| Full Full Link Type CFS days hr:min ft/sec Flow Depth ----------------------------------------------------------------------------- 14 CONDUIT 226.55 0 00:40 25.66 0.88 0.86 12 CONDUIT 133.01 0 00:40 15.12 1.21 0.86 13 DUMMY 97.36 0 00:39 11 DUMMY 103.10 0 00:39 10 CONDUIT 41.73 0 00:39 8.50 0.83 1.00 Pond #1 Proposed Model with Clogged Orifice POND 2 S1 0.56045 0.58 46.51 34.27125 38.75631 41.52775 0.43 0.48 0.65 S2 0.12461 0.41 21.04 12.87914 15.8192 17.71605 0.25 0.31 0.44 S3 0.23473 0.46 26.66 17.05351 20.52415 22.74786 0.29 0.35 0.49 S4 0.12098 0.47 28.74 18.67753 22.31737 24.64287 0.31 0.37 0.51 S5 0.12495 0.46 26.44 16.88301 20.33476 22.54702 0.29 0.35 0.49 S6 0.15413 0.73 67.86 57.10303 61.1841 63.48925 0.61 0.65 0.85 S7 0.15512 0.41 20.10 12.20995 15.0506 16.88527 0.25 0.30 0.43 S8 0.41191 0.68 61.15 49.44714 53.82214 56.39169 0.55 0.60 0.78 S9 0.11185 0.74 69.66 59.2383 63.21414 65.42971 0.63 0.67 0.87 S10 0.11917 0.69 62.15 50.55675 54.89776 57.43486 0.56 0.61 0.79 S11 0.20126 0.62 47.34 35.07292 39.57119 42.34493 0.46 0.52 0.69 S12 0.436 0.64 54.64 42.44235 46.95625 49.67905 0.50 0.55 0.73 S13 0.04141 0.61 46.45 34.2122 38.6962 41.46739 0.45 0.51 0.68 S14 1.86609 0.64 53.67 41.43216 45.95445 48.6914 0.49 0.55 0.73 S15 1.15319 0.77 71.92 61.95543 65.78399 67.87644 0.66 0.70 0.90 S16 0.20372 0.78 73.90 64.37522 68.0606 70.0352 0.68 0.72 0.93 S17 0.81047 0.32 9.60 5.335278 6.862765 7.859599 0.18 0.23 0.33 S18 0.98974 0.28 3.92 2.070792 2.732693 3.166663 0.15 0.20 0.28 S19 0.35234 0.25 0.00 0 0 0 0.25 0.25 0.31 8.172 Pond #2 Overall I100 Composite C 100 = 0.62 C2 C10 C100 = Total Area Composite Effective I100 = 38% Basin ID Area (ac) Composite C Composite %I Effective I2 Effective I10 Effective I100 Project: Basin ID: Design Information (Input): Width of Basin Bottom, W = ft Right Triangle OR… Length of Basin Bottom, L = ft Isosceles Triangle OR… Dam Side-slope (H:V), Zd = ft/ft Rectangle OR… Circle / Ellipse OR… Irregular (Use Overide values in cells G32:G52) MINOR MAJOR Storage Requirement from Sheet 'Modified FAA': acre-ft. Stage-Storage Relationship: Storage Requirement from Sheet 'Hydrograph': acre-ft. Storage Requirement from Sheet 'Full-Spectrum': acre-ft. Labels Water Side Basin Basin Surface Surface Volume Surface Volume Target Volumes for WQCV, Minor, Surface Slope Width at Length at Area at Area at Below Area at Below for WQCV, Minor, & Major Storage Elevation (H:V) Stage Stage Stage Stage Stage Stage Stage & Major Storage Stages ft ft/ft ft ft ft2 ft2 User ft3 acres acre-ft Volumes (input) (input) Below El. (output) (output) (output) Overide (output) (output) (output) (for goal seek) 5058.39 (input) 0 0.000 0.000 5059.00 0.00 0.00 4,836 1,475 0.111 0.034 5060.00 0.00 0.00 21,738 14,762 0.499 0.339 5061.00 0.00 0.00 50,358 50,810 1.156 1.166 5061.20 0.00 0.00 55,218 61,368 1.268 1.409 WQCV 5062.00 0.00 0.00 74,656 113,317 1.714 2.601 5063.00 0.00 0.00 94,389 197,839 2.167 4.542 5064.00 0.00 0.00 110,294 300,181 2.532 6.891 5065.00 0.00 0.00 119,116 414,886 2.735 9.524 5066.00 0.00 0.00 126,555 537,721 2.905 12.344 5067.00 0.00 0.00 134,031 668,014 3.077 15.336 5068.00 0.00 0.00 141,419 805,739 3.247 18.497 5068.50 0.00 0.00 141,419 876,449 3.247 20.121 5069.00 0.00 0.00 141,419 947,158 3.247 21.744 #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 Project: Basin ID: STAGE-STORAGE SIZING FOR DETENTION BASINS 5069.55 6069.55 7069.55 8069.55 9069.55 10069.55 11069.55 0.00 5.00 10.00 15.00 20.00 25.00 Stage (ft. elev.) Storage (acre-feet) STAGE-STORAGE CURVE FOR THE POND UD Detention Existing 2.xls, Basin 12/4/2013, 12:08 PM Project: Basin ID: Design Information (Input): Width of Basin Bottom, W = ft Right Triangle OR… Length of Basin Bottom, L = ft Isosceles Triangle OR… Dam Side-slope (H:V), Zd = ft/ft Rectangle OR… Circle / Ellipse OR… Irregular (Use Overide values in cells G32:G52) MINOR MAJOR Storage Requirement from Sheet 'Modified FAA': acre-ft. Stage-Storage Relationship: Storage Requirement from Sheet 'Hydrograph': acre-ft. Storage Requirement from Sheet 'Full-Spectrum': acre-ft. Labels Water Side Basin Basin Surface Surface Volume Surface Volume Target Volumes for WQCV, Minor, Surface Slope Width at Length at Area at Area at Below Area at Below for WQCV, Minor, & Major Storage Elevation (H:V) Stage Stage Stage Stage Stage Stage Stage & Major Storage Stages ft ft/ft ft ft ft 2 ft 2 User ft 3 acres acre-ft Volumes (input) (input) Below El. (output) (output) (output) Overide (output) (output) (output) (for goal seek) 5058.39 (input) 0 0.000 0.000 5059.00 0.00 0.00 4,836 1,475 0.111 0.034 5060.00 0.00 0.00 21,738 14,762 0.499 0.339 5061.00 0.00 0.00 50,358 50,810 1.156 1.166 5061.09 0.00 0.00 52,545 55,441 1.206 1.273 WQCV 5062.00 0.00 0.00 74,656 113,317 1.714 2.601 5063.00 0.00 0.00 94,389 197,839 2.167 4.542 5064.00 0.00 0.00 110,294 300,181 2.532 6.891 5065.00 0.00 0.00 119,116 414,886 2.735 9.524 5066.00 0.00 0.00 126,555 537,721 2.905 12.344 5067.00 0.00 0.00 134,031 668,014 3.077 15.336 5067.71 0.00 0.00 139,276 765,039 3.197 17.563 100-yr 5068.00 0.00 0.00 141,419 805,739 3.247 18.497 5068.50 0.00 0.00 141,419 876,449 3.247 20.121 5069.00 0.00 0.00 141,419 947,158 3.247 21.744 STAGE-STORAGE SIZING FOR DETENTION BASINS Ridgewood Hills Fourth Filing Check Basin Shape Pond #2 Proposed UD-Detention_v2.33 Pond#2.xls, Basin 12/4/2013, 12:31 PM Project: Basin ID: WQCV Design Volume (Input): 1 Catchment Imperviousness, Ia = 35.9 percent Diameter of holes, D = 0.957 in. Time to Drain the Pond = 40 hours Catchment Area, A = 75.41 acres Number of holes per row, N = 3 Depth at WQCV outlet above lowest perforation, H = 3 feet OR Vertical distance between rows, h = 4.00 inches Number of rows, NL = 8 Height of slot, H = in. Orifice discharge coefficient, Co = 0.65 Width of slot, W = in. Slope of Basin Trickle Channel, S = 0.005 ft / ft Outlet Design Information (Output): Water Quality Capture Volume (1.0 * (0.91 * I^3 - 1.19 * I^2 + 0.78 * I)), WQCV = 0.169 watershed inches Water Quality Capture Volume (WQCV) = 1.061 acre-feet 2.81 Design Volume (WQCV / 12 * Area * 1.2) Vol = 1.273 acre-feet Outlet area per row, Ao = 2.16 square inches Total opening area at each row based on user-input above, Ao = 2.16 square inches Total opening area at each row based on user-input above, Ao = 0.015 square feet Calculation of Collection Capacity: Stage Row 1 Row 2 Row 3 Row 4 Row 5 Row 6 Row 7 Row 8 Row 9 Row 10 Row 11 Row 12 Row 13 Row 14 Row 15 Row 16 Row 17 Row 18 Row 19 Row 20 Row 21 Row 22 Row 23 Row 23 ΣΣΣΣ ft 5058.87 5059.20 5059.54 5059.87 5060.20 5060.54 5060.87 5061.20 Flow (input) 5058.39 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 5059.00 0.0283 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.03 5060.00 0.0831 0.0699 0.0530 0.0282 0.0000 0.0000 0.0000 0.0000 0.23 5061.00 0.1141 0.1049 0.0945 0.0831 0.0699 0.0530 0.0282 0.0000 0.55 5061.09 0.1165 0.1075 0.0973 0.0863 0.0737 0.0580 0.0367 0.0000 0.58 5062.00 0.1383 0.1308 0.1226 0.1141 0.1049 0.0945 0.0831 0.0699 0.86 5063.00 0.1589 0.1524 0.1454 0.1383 0.1308 0.1226 0.1141 0.1049 1.07 5064.00 0.1771 0.1713 0.1651 0.1589 0.1524 0.1454 0.1383 0.1308 1.24 5065.00 0.1936 0.1883 0.1827 0.1770 0.1713 0.1651 0.1589 0.1524 1.39 5066.00 0.2087 0.2038 0.1987 0.1935 0.1883 0.1827 0.1770 0.1713 1.52 5067.00 0.2229 0.2183 0.2135 0.2087 0.2038 0.1987 0.1935 0.1883 1.65 5067.71 0.2324 0.2280 0.2234 0.2189 0.2142 0.2093 0.2044 0.1994 1.73 5068.00 0.2362 0.2319 0.2274 0.2229 0.2183 0.2135 0.2087 0.2038 1.76 5068.50 0.2426 0.2384 0.2340 0.2296 0.2252 0.2205 0.2159 0.2112 1.82 Central Elevations of Rows of Holes in feet Collection Capacity for Each Row of Holes in cfs STAGE-DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET Ridgewood Hills Fourth Filing Pond #2 Proposed UD-Detention_v2.33 Pond#2.xls, WQCV 12/4/2013, 12:31 PM 803 1.98 36% 0.5 804 2.79 42% 0.54 805 3.32 26% 0.43 806 1.19 46% 0.57 807 2.31 58% 0.66 808 4.09 48% 0.58 809 2.82 33% 0.48 809a 1.65 50% 0.6 810 1.99 47% 0.58 817 3.41 28% 0.45 25.55 41% 800 7.25 22% 0.4 801 2.55 39% 0.52 802 4.68 34% 0.49 811 3.05 46% 0.57 17.52 32% 814 0.66 61% 0.68 815 0.99 57% 0.65 816 0.64 64% 0.7 820 2.91 38% 0.51 5.2 48% 812 4.78 36% 0.5 813 0.61 81% 0.81 822 9.26 9% 0.31 14.65 21% 818 2.51 50% 0.6 819 1.51 52% 0.62 821 5.37 7% 0.3 915 4.23 32% 0.47 916 3.67 43% 0.55 917 1.95 44% 0.56 918 0.57 83% 0.83 19.81 34% 20 48 225 5.67% 21 24 565 4.30% 22 48 575 1.20% 23 25 24 65 1.00% 26 48 460 27* 24 100 1.00% 30 48 205 5.00% Direct Connection Element * Pond Outfall Weighed Average: Conveyance Elements Element Size (in) Length (ft) Slope 1.35 1.59 0.85 0.48 Sum: 5.37 803 1.98 36% 0.5 804 2.79 42% 0.54 805 3.32 26% 0.43 806 1.19 46% 0.57 807 2.31 58% 0.66 808 4.09 48% 0.58 809 2.82 33% 0.48 809a 1.65 50% 0.6 810 1.99 47% 0.58 817 3.41 28% 0.45 25.55 41% 800 7.25 22% 0.4 801 2.55 39% 0.52 802 4.68 34% 0.49 811 3.05 46% 0.57 17.52 32% 814 0.66 61% 0.68 815 0.99 57% 0.65 816 0.64 64% 0.7 820 2.91 38% 0.51 5.2 48% 812 4.78 36% 0.5 813 0.61 81% 0.81 822 9.26 9% 0.31 14.65 21% 818 2.51 50% 0.6 819 1.51 52% 0.62 821 8.172 38% 0.62 915 4.23 32% 0.47 916 3.67 43% 0.55 918 0.57 83% 0.83 20.662 41% Total Area 83.58 Ac Average I 20 48 225 5.67% 36.14% 21 24 565 4.30% 22 48 575 1.20% 23 25 24 65 1.00% 26 48 460 27* 24 100 1.00% 30 48 205 5.00% Direct Connection Element * Pond Outfall 250 125 5627 2% Sum: 3.04 Sum: 5.37 Weighed Average: 260 125 5627 2% 1.25 0.79 0.39 1.35 1.59 [TITLE] Pond #2 Baseline Model Pond 2 Old Rainfall with Pond 2 Design SWMM Analysis Owen Consulting Group [OPTIONS] FLOW_UNITS CFS INFILTRATION HORTON FLOW_ROUTING DYNWAVE START_DATE 10/08/2013 START_TIME 00:00:00 REPORT_START_DATE 10/08/2013 REPORT_START_TIME 00:00:00 END_DATE 10/09/2013 END_TIME 00:00:00 SWEEP_START 01/01 SWEEP_END 12/31 DRY_DAYS 0 REPORT_STEP 00:05:00 WET_STEP 00:05:00 DRY_STEP 01:00:00 ROUTING_STEP 0:00:10 ALLOW_PONDING NO INERTIAL_DAMPING PARTIAL VARIABLE_STEP 0.50 LENGTHENING_STEP 0 MIN_SURFAREA 0 NORMAL_FLOW_LIMITED BOTH SKIP_STEADY_STATE NO FORCE_MAIN_EQUATION H-W LINK_OFFSETS DEPTH MIN_SLOPE 0 [EVAPORATION] ;;Type Parameters ;;---------- ---------- MONTHLY 0.0 0.0 2.0 3.62 4.34 5.06 5.54 4.86 3.79 2.46 1.18 0.0 DRY_ONLY NO [RAINGAGES] ;; Rain Time Snow Data ;;Name Type Intrvl Catch Source ;;-------------- --------- ------ ------ ---------- FTC-100YROLD INTENSITY 0:05 1.0 TIMESERIES OLDFCT-100YR [SUBCATCHMENTS] ;; Total Pcnt. Pcnt. Curb Snow ;;Name Raingage Outlet Area Imperv Width Slope Length Pack ;;-------------- ---------------- ---------------- -------- -------- -------- -------- -------- -------- 260 FTC-100YROLD 26 19.80 34 5627.00 2.0 0 230 FTC-100YROLD 23 5.20 48 1511.00 2.0 0 220 FTC-100YROLD 22 28.60 41 7511.00 2.0 0 210 FTC-100YROLD 21 17.50 32 6107.00 2.0 0 250 FTC-100YROLD 25 14.70 21 5106.00 2.0 0 [SUBAREAS] ;;Subcatchment N-Imperv N-Perv S-Imperv S-Perv PctZero RouteTo PctRouted ;;-------------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- 260 0.016 0.25 0.1 0.3 25 OUTLET 230 0.016 0.25 0.1 0.3 25 OUTLET 220 0.016 0.25 0.1 0.3 25 OUTLET 210 0.016 0.25 0.1 0.3 25 OUTLET 250 0.016 0.25 0.1 0.3 25 OUTLET [INFILTRATION] ;;Subcatchment MaxRate MinRate Decay DryTime MaxInfil Pond2design 1 27944 Pond2design 2 55488 Pond2design 3 77408 Pond2design 4 100060 Pond2design 5 112731 Pond2design 6 120037 Pond2design 7 127200 Pond2design 8 134701 Pond2design 9 141947 STRUCTURE Storage 1 0 STRUCTURE 2 12 STRUCTURE 3 12 STRUCTURE 4 12 [TIMESERIES] ;;Name Date Time Value ;;-------------- ---------- ---------- ---------- ;City of Fort Collins 100-yr Rain Gage OLD OLDFCT-100YR 0:0 0.0 OLDFCT-100YR 0:5 0.60 OLDFCT-100YR 0:10 0.96 OLDFCT-100YR 0:15 1.44 OLDFCT-100YR 0:20 1.68 OLDFCT-100YR 0:25 3.00 OLDFCT-100YR 0:30 5.04 OLDFCT-100YR 0:35 9.00 OLDFCT-100YR 0:40 3.72 OLDFCT-100YR 0:45 2.16 OLDFCT-100YR 0:50 1.56 OLDFCT-100YR 0:55 1.20 OLDFCT-100YR 1:0 0.84 OLDFCT-100YR 1:5 0.60 OLDFCT-100YR 1:10 0.48 OLDFCT-100YR 1:15 0.36 OLDFCT-100YR 1:20 0.36 OLDFCT-100YR 1:25 0.24 OLDFCT-100YR 1:30 0.24 OLDFCT-100YR 1:35 0.24 OLDFCT-100YR 1:40 0.24 OLDFCT-100YR 1:45 0.24 OLDFCT-100YR 1:50 0.24 OLDFCT-100YR 1:55 0.12 OLDFCT-100YR 2:0 0.12 [REPORT] INPUT NO CONTROLS NO SUBCATCHMENTS ALL NODES ALL LINKS ALL [TAGS] [MAP] DIMENSIONS 0.000 0.000 10000.000 10000.000 Units None [COORDINATES] ;;Node X-Coord Y-Coord ;;-------------- ------------------ ------------------ 20 1980.831 6325.879 30 3695.421 7465.389 23 2055.378 8892.439 22 351.438 6325.879 21 1980.831 4494.143 EPA STORM WATER MANAGEMENT MODEL - VERSION 5.0 (Build 5.0.022) -------------------------------------------------------------- Pond #2 Baseline Model Pond 2 Old Rainfall with Pond 2 Design SWMM Analysis Owen Consulting Group ********************************************************* NOTE: The summary statistics displayed in this report are based on results found at every computational time step, not just on results from each reporting time step. ********************************************************* **************** Analysis Options **************** Flow Units ............... CFS Process Models: Rainfall/Runoff ........ YES Snowmelt ............... NO Groundwater ............ NO Flow Routing ........... YES Ponding Allowed ........ NO Water Quality .......... NO Infiltration Method ...... HORTON Flow Routing Method ...... DYNWAVE Starting Date ............ OCT-08-2013 00:00:00 Ending Date .............. OCT-09-2013 00:00:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 00:05:00 Wet Time Step ............ 00:05:00 Dry Time Step ............ 01:00:00 Routing Time Step ........ 10.00 sec WARNING 04: minimum elevation drop used for Conduit 23 ************************** Volume Depth Runoff Quantity Continuity acre-feet inches ************************** --------- ------- Total Precipitation ...... 20.664 2.890 Evaporation Loss ......... 2.031 0.284 Infiltration Loss ........ 5.363 0.750 Surface Runoff ........... 13.820 1.933 Final Surface Storage .... 0.000 0.000 Continuity Error (%) ..... -2.665 ************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 13.820 4.503 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 0.000 0.000 External Outflow ......... 14.305 4.662 Internal Outflow ......... 0.436 0.142 Storage Losses ........... 0.000 0.000 Initial Stored Volume .... 1.442 0.470 Final Stored Volume ...... 0.518 0.169 Continuity Error (%) ..... 0.017 *************************** Time-Step Critical Elements *************************** Link 25 (13.91%) Link 30 (3.31%) Pond #2 Baseline Model POND2 STORAGE 0.00 464.01 0 00:40 0.000 4.831 ********************** Node Surcharge Summary ********************** Surcharging occurs when water rises above the top of the highest conduit. --------------------------------------------------------------------- Max. Height Min. Depth Hours Above Crown Below Rim Node Type Surcharged Feet Feet --------------------------------------------------------------------- 23 JUNCTION 24.00 0.000 10.000 22 JUNCTION 0.03 6.000 0.000 21 JUNCTION 0.23 8.000 0.000 25 JUNCTION 0.37 7.705 0.295 ********************* Node Flooding Summary ********************* Flooding refers to all water that overflows a node, whether it ponds or not. -------------------------------------------------------------------------- Total Maximum Maximum Time of Max Flood Ponded Hours Rate Occurrence Volume Depth Node Flooded CFS days hr:min 10^6 gal Feet -------------------------------------------------------------------------- 22 0.01 11.92 0 00:39 0.000 10.00 21 0.20 55.54 0 00:40 0.142 10.00 ********************** Storage Volume Summary ********************** -------------------------------------------------------------------------------------------- Average Avg E&I Maximum Max Time of Max Maximum Volume Pcnt Pcnt Volume Pcnt Occurrence Outflow Storage Unit 1000 ft3 Full Loss 1000 ft3 Full days hr:min CFS -------------------------------------------------------------------------------------------- POND2 288.882 38 0 595.244 78 0 01:31 9.81 *********************** Outfall Loading Summary *********************** ----------------------------------------------------------- Flow Avg. Max. Total Freq. Flow Flow Volume Outfall Node Pcnt. CFS CFS 10^6 gal ----------------------------------------------------------- 21INCHPIPE 100.00 7.32 9.81 4.661 SPILLWAY 0.00 0.00 0.00 0.000 ----------------------------------------------------------- System 50.00 7.32 9.81 4.661 ******************** Link Flow Summary ******************** ----------------------------------------------------------------------------- Maximum Time of Max Maximum Max/ Max/ |Flow| Occurrence |Veloc| Full Full Link Type CFS days hr:min ft/sec Flow Depth ----------------------------------------------------------------------------- 30 CONDUIT 268.21 0 00:40 28.72 0.83 0.70 20 CONDUIT 231.98 0 00:40 26.82 0.68 0.65 Pond #2 Baseline Model SWMM 5 Page 3 23 DUMMY 36.41 0 00:40 [TITLE] Pond #2 Baseline w/ As-built Pond Pond 2 Old Rainfall with Pond 2 Asbuilt SWMM Analysis Owen Consulting Group [OPTIONS] FLOW_UNITS CFS INFILTRATION HORTON FLOW_ROUTING DYNWAVE START_DATE 10/08/2013 START_TIME 00:00:00 REPORT_START_DATE 10/08/2013 REPORT_START_TIME 00:00:00 END_DATE 10/09/2013 END_TIME 00:00:00 SWEEP_START 01/01 SWEEP_END 12/31 DRY_DAYS 0 REPORT_STEP 00:05:00 WET_STEP 00:05:00 DRY_STEP 01:00:00 ROUTING_STEP 0:00:10 ALLOW_PONDING NO INERTIAL_DAMPING PARTIAL VARIABLE_STEP 0.50 LENGTHENING_STEP 0 MIN_SURFAREA 0 NORMAL_FLOW_LIMITED BOTH SKIP_STEADY_STATE NO FORCE_MAIN_EQUATION H-W LINK_OFFSETS DEPTH MIN_SLOPE 0 [EVAPORATION] ;;Type Parameters ;;---------- ---------- MONTHLY 0.0 0.0 2.0 3.62 4.34 5.06 5.54 4.86 3.79 2.46 1.18 0.0 DRY_ONLY NO [RAINGAGES] ;; Rain Time Snow Data ;;Name Type Intrvl Catch Source ;;-------------- --------- ------ ------ ---------- FTC-100YROLD INTENSITY 0:05 1.0 TIMESERIES OLDFCT-100YR [SUBCATCHMENTS] ;; Total Pcnt. Pcnt. Curb Snow ;;Name Raingage Outlet Area Imperv Width Slope Length Pack ;;-------------- ---------------- ---------------- -------- -------- -------- -------- -------- -------- 260 FTC-100YROLD 26 19.80 34 5627.00 2.0 0 230 FTC-100YROLD 23 5.20 48 1511.00 2.0 0 220 FTC-100YROLD 22 28.60 41 7511.00 2.0 0 210 FTC-100YROLD 21 17.50 32 6107.00 2.0 0 250 FTC-100YROLD 25 14.70 21 5106.00 2.0 0 [SUBAREAS] ;;Subcatchment N-Imperv N-Perv S-Imperv S-Perv PctZero RouteTo PctRouted ;;-------------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- 260 0.016 0.25 0.1 0.3 25 OUTLET 230 0.016 0.25 0.1 0.3 25 OUTLET 220 0.016 0.25 0.1 0.3 25 OUTLET 210 0.016 0.25 0.1 0.3 25 OUTLET 250 0.016 0.25 0.1 0.3 25 OUTLET [INFILTRATION] ;;Subcatchment MaxRate MinRate Decay DryTime MaxInfil Pond2design 1 27944 Pond2design 2 55488 Pond2design 3 77408 Pond2design 4 100060 Pond2design 5 112731 Pond2design 6 120037 Pond2design 7 127200 Pond2design 8 134701 Pond2design 9 141947 STRUCTURE Storage 1 0 STRUCTURE 2 12 STRUCTURE 3 12 STRUCTURE 4 12 Pond2Asbuilt Storage 0.00 0 Pond2Asbuilt 0.61 4836 Pond2Asbuilt 1.61 21738 Pond2Asbuilt 2.61 50358 Pond2Asbuilt 3.61 74656 Pond2Asbuilt 4.61 94389 Pond2Asbuilt 5.61 110294 Pond2Asbuilt 6.61 119116 Pond2Asbuilt 7.61 126555 Pond2Asbuilt 8.61 134031 Pond2Asbuilt 9.61 141419 [TIMESERIES] ;;Name Date Time Value ;;-------------- ---------- ---------- ---------- ;City of Fort Collins 100-yr Rain Gage OLD OLDFCT-100YR 0:0 0.0 OLDFCT-100YR 0:5 0.60 OLDFCT-100YR 0:10 0.96 OLDFCT-100YR 0:15 1.44 OLDFCT-100YR 0:20 1.68 OLDFCT-100YR 0:25 3.00 OLDFCT-100YR 0:30 5.04 OLDFCT-100YR 0:35 9.00 OLDFCT-100YR 0:40 3.72 OLDFCT-100YR 0:45 2.16 OLDFCT-100YR 0:50 1.56 OLDFCT-100YR 0:55 1.20 OLDFCT-100YR 1:0 0.84 OLDFCT-100YR 1:5 0.60 OLDFCT-100YR 1:10 0.48 OLDFCT-100YR 1:15 0.36 OLDFCT-100YR 1:20 0.36 OLDFCT-100YR 1:25 0.24 OLDFCT-100YR 1:30 0.24 OLDFCT-100YR 1:35 0.24 OLDFCT-100YR 1:40 0.24 OLDFCT-100YR 1:45 0.24 OLDFCT-100YR 1:50 0.24 OLDFCT-100YR 1:55 0.12 OLDFCT-100YR 2:0 0.12 [REPORT] INPUT NO CONTROLS NO SUBCATCHMENTS ALL NODES ALL LINKS ALL [TAGS] EPA STORM WATER MANAGEMENT MODEL - VERSION 5.0 (Build 5.0.022) -------------------------------------------------------------- Pond #2 Baseline w/ As-built Pond Pond 2 Old Rainfall with Pond 2 Asbuilt SWMM Analysis Owen Consulting Group ********************************************************* NOTE: The summary statistics displayed in this report are based on results found at every computational time step, not just on results from each reporting time step. ********************************************************* **************** Analysis Options **************** Flow Units ............... CFS Process Models: Rainfall/Runoff ........ YES Snowmelt ............... NO Groundwater ............ NO Flow Routing ........... YES Ponding Allowed ........ NO Water Quality .......... NO Infiltration Method ...... HORTON Flow Routing Method ...... DYNWAVE Starting Date ............ OCT-08-2013 00:00:00 Ending Date .............. OCT-09-2013 00:00:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 00:05:00 Wet Time Step ............ 00:05:00 Dry Time Step ............ 01:00:00 Routing Time Step ........ 10.00 sec WARNING 04: minimum elevation drop used for Conduit 23 ************************** Volume Depth Runoff Quantity Continuity acre-feet inches ************************** --------- ------- Total Precipitation ...... 20.664 2.890 Evaporation Loss ......... 2.031 0.284 Infiltration Loss ........ 5.363 0.750 Surface Runoff ........... 13.820 1.933 Final Surface Storage .... 0.000 0.000 Continuity Error (%) ..... -2.665 ************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 13.820 4.503 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 0.000 0.000 External Outflow ......... 14.789 4.819 Internal Outflow ......... 0.436 0.142 Storage Losses ........... 0.000 0.000 Initial Stored Volume .... 1.409 0.459 Final Stored Volume ...... 0.001 0.000 Continuity Error (%) ..... 0.019 *************************** Time-Step Critical Elements *************************** Link 25 (13.91%) Link 30 (3.31%) Pond #2 Baseline w/ As-built Pond POND2 STORAGE 0.00 464.01 0 00:40 0.000 4.821 ********************** Node Surcharge Summary ********************** Surcharging occurs when water rises above the top of the highest conduit. --------------------------------------------------------------------- Max. Height Min. Depth Hours Above Crown Below Rim Node Type Surcharged Feet Feet --------------------------------------------------------------------- 23 JUNCTION 24.00 0.000 10.000 22 JUNCTION 0.03 6.000 0.000 21 JUNCTION 0.23 8.000 0.000 25 JUNCTION 0.37 7.705 0.295 ********************* Node Flooding Summary ********************* Flooding refers to all water that overflows a node, whether it ponds or not. -------------------------------------------------------------------------- Total Maximum Maximum Time of Max Flood Ponded Hours Rate Occurrence Volume Depth Node Flooded CFS days hr:min 10^6 gal Feet -------------------------------------------------------------------------- 22 0.01 11.92 0 00:39 0.000 10.00 21 0.20 55.54 0 00:40 0.142 10.00 ********************** Storage Volume Summary ********************** -------------------------------------------------------------------------------------------- Average Avg E&I Maximum Max Time of Max Maximum Volume Pcnt Pcnt Volume Pcnt Occurrence Outflow Storage Unit 1000 ft3 Full Loss 1000 ft3 Full days hr:min CFS -------------------------------------------------------------------------------------------- POND2 268.421 33 0 589.908 73 0 01:30 10.33 *********************** Outfall Loading Summary *********************** ----------------------------------------------------------- Flow Avg. Max. Total Freq. Flow Flow Volume Outfall Node Pcnt. CFS CFS 10^6 gal ----------------------------------------------------------- 21INCHPIPE 100.00 7.62 10.33 4.819 SPILLWAY 0.00 0.00 0.00 0.000 ----------------------------------------------------------- System 50.00 7.62 10.33 4.819 ******************** Link Flow Summary ******************** ----------------------------------------------------------------------------- Maximum Time of Max Maximum Max/ Max/ |Flow| Occurrence |Veloc| Full Full Link Type CFS days hr:min ft/sec Flow Depth ----------------------------------------------------------------------------- 30 CONDUIT 268.21 0 00:40 28.72 0.83 0.70 20 CONDUIT 231.98 0 00:40 26.82 0.68 0.65 Pond #2 Baseline w/ As-built Pond SWMM 5 Page 3 23 DUMMY 36.41 0 00:40 [TITLE] Pond #2 Corrected Model Pond 2 NEW Rainfall with Pond 2 Asbuilt Add %I to Basin 260 SWMM Analysis Owen Consulting Group [OPTIONS] FLOW_UNITS CFS INFILTRATION HORTON FLOW_ROUTING DYNWAVE START_DATE 10/08/2013 START_TIME 00:00:00 REPORT_START_DATE 10/08/2013 REPORT_START_TIME 00:00:00 END_DATE 10/09/2013 END_TIME 00:00:00 SWEEP_START 01/01 SWEEP_END 12/31 DRY_DAYS 0 REPORT_STEP 00:05:00 WET_STEP 00:05:00 DRY_STEP 01:00:00 ROUTING_STEP 0:00:10 ALLOW_PONDING NO INERTIAL_DAMPING PARTIAL VARIABLE_STEP 0.50 LENGTHENING_STEP 0 MIN_SURFAREA 0 NORMAL_FLOW_LIMITED BOTH SKIP_STEADY_STATE NO FORCE_MAIN_EQUATION H-W LINK_OFFSETS DEPTH MIN_SLOPE 0 [EVAPORATION] ;;Type Parameters ;;---------- ---------- MONTHLY 0.0 0.0 2.0 3.62 4.34 5.06 5.54 4.86 3.79 2.46 1.18 0.0 DRY_ONLY NO [RAINGAGES] ;; Rain Time Snow Data ;;Name Type Intrvl Catch Source ;;-------------- --------- ------ ------ ---------- FTC-100YR INTENSITY 0:05 1.0 TIMESERIES FCT-100YR [SUBCATCHMENTS] ;; Total Pcnt. Pcnt. Curb Snow ;;Name Raingage Outlet Area Imperv Width Slope Length Pack ;;-------------- ---------------- ---------------- -------- -------- -------- -------- -------- -------- 260 FTC-100YR 26 19.8 57 5627.00 2.0 0 230 FTC-100YR 23 5.20 48 1511.00 2.0 0 220 FTC-100YR 22 28.60 41 7511.00 2.0 0 210 FTC-100YR 21 17.50 32 6107.00 2.0 0 250 FTC-100YR 25 14.70 21 5106.00 2.0 0 [SUBAREAS] ;;Subcatchment N-Imperv N-Perv S-Imperv S-Perv PctZero RouteTo PctRouted ;;-------------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- 260 0.016 0.25 0.1 0.3 25 OUTLET 230 0.016 0.25 0.1 0.3 25 OUTLET 220 0.016 0.25 0.1 0.3 25 OUTLET 210 0.016 0.25 0.1 0.3 25 OUTLET 250 0.016 0.25 0.1 0.3 25 OUTLET [INFILTRATION] ;;Subcatchment MaxRate MinRate Decay DryTime MaxInfil Pond2design 1 27944 Pond2design 2 55488 Pond2design 3 77408 Pond2design 4 100060 Pond2design 5 112731 Pond2design 6 120037 Pond2design 7 127200 Pond2design 8 134701 Pond2design 9 141947 STRUCTURE Storage 1 0 STRUCTURE 2 12 STRUCTURE 3 12 STRUCTURE 4 12 Pond2Asbuilt Storage 0.00 0 Pond2Asbuilt 0.61 4836 Pond2Asbuilt 1.61 21738 Pond2Asbuilt 2.61 50358 Pond2Asbuilt 3.61 74656 Pond2Asbuilt 4.61 94389 Pond2Asbuilt 5.61 110294 Pond2Asbuilt 6.61 119116 Pond2Asbuilt 7.61 126555 Pond2Asbuilt 8.61 134031 Pond2Asbuilt 9.61 141419 [TIMESERIES] ;;Name Date Time Value ;;-------------- ---------- ---------- ---------- ;City of Fort Collins 100-yr Rain Gage OLD OLDFCT-100YR 0:0 0.0 OLDFCT-100YR 0:5 0.60 OLDFCT-100YR 0:10 0.96 OLDFCT-100YR 0:15 1.44 OLDFCT-100YR 0:20 1.68 OLDFCT-100YR 0:25 3.00 OLDFCT-100YR 0:30 5.04 OLDFCT-100YR 0:35 9.00 OLDFCT-100YR 0:40 3.72 OLDFCT-100YR 0:45 2.16 OLDFCT-100YR 0:50 1.56 OLDFCT-100YR 0:55 1.20 OLDFCT-100YR 1:0 0.84 OLDFCT-100YR 1:5 0.60 OLDFCT-100YR 1:10 0.48 OLDFCT-100YR 1:15 0.36 OLDFCT-100YR 1:20 0.36 OLDFCT-100YR 1:25 0.24 OLDFCT-100YR 1:30 0.24 OLDFCT-100YR 1:35 0.24 OLDFCT-100YR 1:40 0.24 OLDFCT-100YR 1:45 0.24 OLDFCT-100YR 1:50 0.24 OLDFCT-100YR 1:55 0.12 OLDFCT-100YR 2:0 0.12 ;City of Fort Collins 100-yr RainGage NEW FCT-100YR 0:0 0.00 FCT-100YR 0:5 1.00 FCT-100YR 0:10 1.14 FCT-100YR 0:15 1.33 FCT-100YR 0:20 2.23 FCT-100YR 0:25 2.84 Pond #2 Corrected Model SWMM 5 Page 5 EPA STORM WATER MANAGEMENT MODEL - VERSION 5.0 (Build 5.0.022) -------------------------------------------------------------- Pond #2 Corrected Model Pond 2 NEW Rainfall with Pond 2 Asbuilt Add %I to Basin 260 SWMM Analysis Owen Consulting Group ********************************************************* NOTE: The summary statistics displayed in this report are based on results found at every computational time step, not just on results from each reporting time step. ********************************************************* **************** Analysis Options **************** Flow Units ............... CFS Process Models: Rainfall/Runoff ........ YES Snowmelt ............... NO Groundwater ............ NO Flow Routing ........... YES Ponding Allowed ........ NO Water Quality .......... NO Infiltration Method ...... HORTON Flow Routing Method ...... DYNWAVE Starting Date ............ OCT-08-2013 00:00:00 Ending Date .............. OCT-09-2013 00:00:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 00:05:00 Wet Time Step ............ 00:05:00 Dry Time Step ............ 01:00:00 Routing Time Step ........ 10.00 sec WARNING 04: minimum elevation drop used for Conduit 23 ************************** Volume Depth Runoff Quantity Continuity acre-feet inches ************************** --------- ------- Total Precipitation ...... 26.235 3.669 Evaporation Loss ......... 2.217 0.310 Infiltration Loss ........ 5.992 0.838 Surface Runoff ........... 18.650 2.608 Final Surface Storage .... 0.000 0.000 Continuity Error (%) ..... -2.378 ************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 18.650 6.077 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 0.000 0.000 External Outflow ......... 17.746 5.783 Internal Outflow ......... 0.674 0.220 Storage Losses ........... 0.000 0.000 Initial Stored Volume .... 1.409 0.459 Final Stored Volume ...... 1.638 0.534 Continuity Error (%) ..... 0.003 *************************** Time-Step Critical Elements *************************** Link 25 (19.51%) Link 30 (3.66%) Pond #2 Corrected Model POND2 STORAGE 0.00 548.14 0 00:40 0.000 6.313 ********************** Node Surcharge Summary ********************** Surcharging occurs when water rises above the top of the highest conduit. --------------------------------------------------------------------- Max. Height Min. Depth Hours Above Crown Below Rim Node Type Surcharged Feet Feet --------------------------------------------------------------------- 23 JUNCTION 24.00 0.000 10.000 22 JUNCTION 0.07 6.000 0.000 21 JUNCTION 0.27 8.000 0.000 25 JUNCTION 0.40 8.000 0.000 26 JUNCTION 0.02 6.000 0.000 ********************* Node Flooding Summary ********************* Flooding refers to all water that overflows a node, whether it ponds or not. -------------------------------------------------------------------------- Total Maximum Maximum Time of Max Flood Ponded Hours Rate Occurrence Volume Depth Node Flooded CFS days hr:min 10^6 gal Feet -------------------------------------------------------------------------- 22 0.01 13.13 0 00:38 0.000 10.00 21 0.24 72.21 0 00:40 0.211 10.00 25 0.05 11.51 0 00:40 0.008 10.00 26 0.01 8.90 0 00:40 0.000 10.00 ********************** Storage Volume Summary ********************** -------------------------------------------------------------------------------------------- Average Avg E&I Maximum Max Time of Max Maximum Volume Pcnt Pcnt Volume Pcnt Occurrence Outflow Storage Unit 1000 ft3 Full Loss 1000 ft3 Full days hr:min CFS -------------------------------------------------------------------------------------------- POND2 415.936 52 0 769.282 95 0 02:09 11.30 *********************** Outfall Loading Summary *********************** ----------------------------------------------------------- Flow Avg. Max. Total Freq. Flow Flow Volume Outfall Node Pcnt. CFS CFS 10^6 gal ----------------------------------------------------------- 21INCHPIPE 100.00 9.05 11.21 5.782 SPILLWAY 0.00 0.00 0.00 0.000 ----------------------------------------------------------- System 50.00 9.05 11.21 5.782 ******************** Link Flow Summary ******************** ----------------------------------------------------------------------------- Maximum Time of Max Maximum Max/ Max/ |Flow| Occurrence |Veloc| Full Full Link Type CFS days hr:min ft/sec Flow Depth Pond #2 Corrected Model SWMM 5 Page 3 ----------------------------------------------------------------------------- [TITLE] Pond Proposed Model Pond 2 NEW Rainfall with Pond 2 Asbuilt Determine 100yr wsel and Orifice Include New %I to Basin 260 Owen Consulting Group [OPTIONS] FLOW_UNITS CFS INFILTRATION HORTON FLOW_ROUTING DYNWAVE START_DATE 10/08/2013 START_TIME 00:00:00 REPORT_START_DATE 10/08/2013 REPORT_START_TIME 00:00:00 END_DATE 10/09/2013 END_TIME 00:00:00 SWEEP_START 01/01 SWEEP_END 12/31 DRY_DAYS 0 REPORT_STEP 00:05:00 WET_STEP 00:05:00 DRY_STEP 01:00:00 ROUTING_STEP 0:00:10 ALLOW_PONDING NO INERTIAL_DAMPING PARTIAL VARIABLE_STEP 0.50 LENGTHENING_STEP 0 MIN_SURFAREA 0 NORMAL_FLOW_LIMITED BOTH SKIP_STEADY_STATE NO FORCE_MAIN_EQUATION H-W LINK_OFFSETS DEPTH MIN_SLOPE 0 [EVAPORATION] ;;Type Parameters ;;---------- ---------- MONTHLY 0.0 0.0 2.0 3.62 4.34 5.06 5.54 4.86 3.79 2.46 1.18 0.0 DRY_ONLY NO [RAINGAGES] ;; Rain Time Snow Data ;;Name Type Intrvl Catch Source ;;-------------- --------- ------ ------ ---------- FTC-100YR INTENSITY 0:05 1.0 TIMESERIES FCT-100YR [SUBCATCHMENTS] ;; Total Pcnt. Pcnt. Curb Snow ;;Name Raingage Outlet Area Imperv Width Slope Length Pack ;;-------------- ---------------- ---------------- -------- -------- -------- -------- -------- -------- 260 FTC-100YR 26 20.662 41 5627.00 2.0 0 230 FTC-100YR 23 5.20 48 1511.00 2.0 0 220 FTC-100YR 22 28.60 41 7511.00 2.0 0 210 FTC-100YR 21 17.50 32 6107.00 2.0 0 250 FTC-100YR 25 14.70 21 5106.00 2.0 0 [SUBAREAS] ;;Subcatchment N-Imperv N-Perv S-Imperv S-Perv PctZero RouteTo PctRouted ;;-------------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- 260 0.016 0.25 0.1 0.3 25 OUTLET 230 0.016 0.25 0.1 0.3 25 OUTLET 220 0.016 0.25 0.1 0.3 25 OUTLET 210 0.016 0.25 0.1 0.3 25 OUTLET 250 0.016 0.25 0.1 0.3 25 OUTLET [INFILTRATION] ;;Subcatchment MaxRate MinRate Decay DryTime MaxInfil Pond2design 1 27944 Pond2design 2 55488 Pond2design 3 77408 Pond2design 4 100060 Pond2design 5 112731 Pond2design 6 120037 Pond2design 7 127200 Pond2design 8 134701 Pond2design 9 141947 STRUCTURE Storage 1 0 STRUCTURE 2 12 STRUCTURE 3 12 STRUCTURE 4 12 Pond2Asbuilt Storage 0.00 0 Pond2Asbuilt 0.61 4836 Pond2Asbuilt 1.61 21738 Pond2Asbuilt 2.61 50358 Pond2Asbuilt 3.61 74656 Pond2Asbuilt 4.61 94389 Pond2Asbuilt 5.61 110294 Pond2Asbuilt 6.61 119116 Pond2Asbuilt 7.61 126555 Pond2Asbuilt 8.61 134031 Pond2Asbuilt 9.61 141419 [TIMESERIES] ;;Name Date Time Value ;;-------------- ---------- ---------- ---------- ;City of Fort Collins 100-yr Rain Gage OLD OLDFCT-100YR 0:0 0.0 OLDFCT-100YR 0:5 0.60 OLDFCT-100YR 0:10 0.96 OLDFCT-100YR 0:15 1.44 OLDFCT-100YR 0:20 1.68 OLDFCT-100YR 0:25 3.00 OLDFCT-100YR 0:30 5.04 OLDFCT-100YR 0:35 9.00 OLDFCT-100YR 0:40 3.72 OLDFCT-100YR 0:45 2.16 OLDFCT-100YR 0:50 1.56 OLDFCT-100YR 0:55 1.20 OLDFCT-100YR 1:0 0.84 OLDFCT-100YR 1:5 0.60 OLDFCT-100YR 1:10 0.48 OLDFCT-100YR 1:15 0.36 OLDFCT-100YR 1:20 0.36 OLDFCT-100YR 1:25 0.24 OLDFCT-100YR 1:30 0.24 OLDFCT-100YR 1:35 0.24 OLDFCT-100YR 1:40 0.24 OLDFCT-100YR 1:45 0.24 OLDFCT-100YR 1:50 0.24 OLDFCT-100YR 1:55 0.12 OLDFCT-100YR 2:0 0.12 ;City of Fort Collins 100-yr RainGage NEW FCT-100YR 0:0 0.00 FCT-100YR 0:5 1.00 FCT-100YR 0:10 1.14 FCT-100YR 0:15 1.33 FCT-100YR 0:20 2.23 FCT-100YR 0:25 2.84 Pond Proposed Model SWMM 5 Page 5 EPA STORM WATER MANAGEMENT MODEL - VERSION 5.0 (Build 5.0.022) -------------------------------------------------------------- Pond Proposed Model Pond 2 NEW Rainfall with Pond 2 Asbuilt Determine 100yr wsel and Orifice Include New %I to Basin 260 Owen Consulting Group ********************************************************* NOTE: The summary statistics displayed in this report are based on results found at every computational time step, not just on results from each reporting time step. ********************************************************* **************** Analysis Options **************** Flow Units ............... CFS Process Models: Rainfall/Runoff ........ YES Snowmelt ............... NO Groundwater ............ NO Flow Routing ........... YES Ponding Allowed ........ NO Water Quality .......... NO Infiltration Method ...... HORTON Flow Routing Method ...... DYNWAVE Starting Date ............ OCT-08-2013 00:00:00 Ending Date .............. OCT-09-2013 00:00:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 00:05:00 Wet Time Step ............ 00:05:00 Dry Time Step ............ 01:00:00 Routing Time Step ........ 10.00 sec WARNING 04: minimum elevation drop used for Conduit 23 ************************** Volume Depth Runoff Quantity Continuity acre-feet inches ************************** --------- ------- Total Precipitation ...... 26.498 3.669 Evaporation Loss ......... 2.246 0.311 Infiltration Loss ........ 6.439 0.892 Surface Runoff ........... 18.467 2.557 Final Surface Storage .... 0.000 0.000 Continuity Error (%) ..... -2.468 ************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 18.467 6.018 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 0.000 0.000 External Outflow ......... 16.045 5.229 Internal Outflow ......... 0.673 0.219 Storage Losses ........... 0.000 0.000 Initial Stored Volume .... 1.273 0.415 Final Stored Volume ...... 3.019 0.984 Continuity Error (%) ..... 0.008 *************************** Time-Step Critical Elements *************************** Link 25 (19.52%) Link 30 (3.66%) Pond Proposed Model POND2 STORAGE 0.00 531.61 0 00:40 0.000 6.209 ********************** Node Surcharge Summary ********************** Surcharging occurs when water rises above the top of the highest conduit. --------------------------------------------------------------------- Max. Height Min. Depth Hours Above Crown Below Rim Node Type Surcharged Feet Feet --------------------------------------------------------------------- 23 JUNCTION 24.00 0.000 10.000 22 JUNCTION 0.07 6.000 0.000 21 JUNCTION 0.27 8.000 0.000 25 JUNCTION 0.40 8.000 0.000 ********************* Node Flooding Summary ********************* Flooding refers to all water that overflows a node, whether it ponds or not. -------------------------------------------------------------------------- Total Maximum Maximum Time of Max Flood Ponded Hours Rate Occurrence Volume Depth Node Flooded CFS days hr:min 10^6 gal Feet -------------------------------------------------------------------------- 22 0.01 13.13 0 00:38 0.000 10.00 21 0.24 72.21 0 00:40 0.211 10.00 25 0.05 11.51 0 00:40 0.008 10.00 ********************** Storage Volume Summary ********************** -------------------------------------------------------------------------------------------- Average Avg E&I Maximum Max Time of Max Maximum Volume Pcnt Pcnt Volume Pcnt Occurrence Outflow Storage Unit 1000 ft3 Full Loss 1000 ft3 Full days hr:min CFS -------------------------------------------------------------------------------------------- POND2 441.991 46 0 764.891 80 0 02:09 9.89 *********************** Outfall Loading Summary *********************** ----------------------------------------------------------- Flow Avg. Max. Total Freq. Flow Flow Volume Outfall Node Pcnt. CFS CFS 10^6 gal ----------------------------------------------------------- 21INCHPIPE 100.00 8.13 9.79 5.228 SPILLWAY 0.00 0.00 0.00 0.000 ----------------------------------------------------------- System 50.00 8.13 9.79 5.228 ******************** Link Flow Summary ******************** ----------------------------------------------------------------------------- Maximum Time of Max Maximum Max/ Max/ |Flow| Occurrence |Veloc| Full Full Link Type CFS days hr:min ft/sec Flow Depth ----------------------------------------------------------------------------- 30 CONDUIT 301.86 0 00:40 29.20 0.94 0.77 Pond Proposed Model SWMM 5 Page 3 20 CONDUIT 260.42 0 00:40 27.21 0.76 0.71 [TITLE] Pond #2 Proposed Model with Clogged Orifice Pond 2 NEW Rainfall with Pond 2 Asbuilt and Clogged Orifice Owen Consulting Group [OPTIONS] FLOW_UNITS CFS INFILTRATION HORTON FLOW_ROUTING DYNWAVE START_DATE 10/08/2013 START_TIME 00:00:00 REPORT_START_DATE 10/08/2013 REPORT_START_TIME 00:00:00 END_DATE 10/09/2013 END_TIME 00:00:00 SWEEP_START 01/01 SWEEP_END 12/31 DRY_DAYS 0 REPORT_STEP 00:05:00 WET_STEP 00:05:00 DRY_STEP 01:00:00 ROUTING_STEP 0:00:10 ALLOW_PONDING NO INERTIAL_DAMPING PARTIAL VARIABLE_STEP 0.50 LENGTHENING_STEP 0 MIN_SURFAREA 0 NORMAL_FLOW_LIMITED BOTH SKIP_STEADY_STATE NO FORCE_MAIN_EQUATION H-W LINK_OFFSETS DEPTH MIN_SLOPE 0 [EVAPORATION] ;;Type Parameters ;;---------- ---------- MONTHLY 0.0 0.0 2.0 3.62 4.34 5.06 5.54 4.86 3.79 2.46 1.18 0.0 DRY_ONLY NO [RAINGAGES] ;; Rain Time Snow Data ;;Name Type Intrvl Catch Source ;;-------------- --------- ------ ------ ---------- FTC-100YR INTENSITY 0:05 1.0 TIMESERIES FCT-100YR [SUBCATCHMENTS] ;; Total Pcnt. Pcnt. Curb Snow ;;Name Raingage Outlet Area Imperv Width Slope Length Pack ;;-------------- ---------------- ---------------- -------- -------- -------- -------- -------- -------- 260 FTC-100YR 26 20.662 41 5627.00 2.0 0 230 FTC-100YR 23 5.20 48 1511.00 2.0 0 220 FTC-100YR 22 28.60 41 7511.00 2.0 0 210 FTC-100YR 21 17.50 32 6107.00 2.0 0 250 FTC-100YR 25 14.70 21 5106.00 2.0 0 [SUBAREAS] ;;Subcatchment N-Imperv N-Perv S-Imperv S-Perv PctZero RouteTo PctRouted ;;-------------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- 260 0.016 0.25 0.1 0.3 25 OUTLET 230 0.016 0.25 0.1 0.3 25 OUTLET 220 0.016 0.25 0.1 0.3 25 OUTLET 210 0.016 0.25 0.1 0.3 25 OUTLET 250 0.016 0.25 0.1 0.3 25 OUTLET [INFILTRATION] ;;Subcatchment MaxRate MinRate Decay DryTime MaxInfil Pond2design 9 141947 STRUCTURE Storage 1 0 STRUCTURE 2 12 STRUCTURE 3 12 STRUCTURE 4 12 Pond2Asbuilt Storage 0.00 0 Pond2Asbuilt 0.61 4836 Pond2Asbuilt 1.61 21738 Pond2Asbuilt 2.61 50358 Pond2Asbuilt 3.61 74656 Pond2Asbuilt 4.61 94389 Pond2Asbuilt 5.61 110294 Pond2Asbuilt 6.61 119116 Pond2Asbuilt 7.61 126555 Pond2Asbuilt 8.61 134031 Pond2Asbuilt 9.61 141419 [TIMESERIES] ;;Name Date Time Value ;;-------------- ---------- ---------- ---------- ;City of Fort Collins 100-yr Rain Gage OLD OLDFCT-100YR 0:0 0.0 OLDFCT-100YR 0:5 0.60 OLDFCT-100YR 0:10 0.96 OLDFCT-100YR 0:15 1.44 OLDFCT-100YR 0:20 1.68 OLDFCT-100YR 0:25 3.00 OLDFCT-100YR 0:30 5.04 OLDFCT-100YR 0:35 9.00 OLDFCT-100YR 0:40 3.72 OLDFCT-100YR 0:45 2.16 OLDFCT-100YR 0:50 1.56 OLDFCT-100YR 0:55 1.20 OLDFCT-100YR 1:0 0.84 OLDFCT-100YR 1:5 0.60 OLDFCT-100YR 1:10 0.48 OLDFCT-100YR 1:15 0.36 OLDFCT-100YR 1:20 0.36 OLDFCT-100YR 1:25 0.24 OLDFCT-100YR 1:30 0.24 OLDFCT-100YR 1:35 0.24 OLDFCT-100YR 1:40 0.24 OLDFCT-100YR 1:45 0.24 OLDFCT-100YR 1:50 0.24 OLDFCT-100YR 1:55 0.12 OLDFCT-100YR 2:0 0.12 ;City of Fort Collins 100-yr RainGage NEW FCT-100YR 0:0 0.00 FCT-100YR 0:5 1.00 FCT-100YR 0:10 1.14 FCT-100YR 0:15 1.33 FCT-100YR 0:20 2.23 FCT-100YR 0:25 2.84 FCT-100YR 0:30 5.49 FCT-100YR 0:35 9.95 FCT-100YR 0:40 4.12 FCT-100YR 0:45 2.48 FCT-100YR 0:50 1.46 FCT-100YR 0:55 1.22 FCT-100YR 1:0 1.06 FCT-100YR 1:5 1.00 EPA STORM WATER MANAGEMENT MODEL - VERSION 5.0 (Build 5.0.022) -------------------------------------------------------------- Pond #2 Proposed Model with Clogged Orifice Pond 2 NEW Rainfall with Pond 2 Asbuilt and Clogged Orifice Owen Consulting Group ********************************************************* NOTE: The summary statistics displayed in this report are based on results found at every computational time step, not just on results from each reporting time step. ********************************************************* **************** Analysis Options **************** Flow Units ............... CFS Process Models: Rainfall/Runoff ........ YES Snowmelt ............... NO Groundwater ............ NO Flow Routing ........... YES Ponding Allowed ........ NO Water Quality .......... NO Infiltration Method ...... HORTON Flow Routing Method ...... DYNWAVE Starting Date ............ OCT-08-2013 00:00:00 Ending Date .............. OCT-09-2013 00:00:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 00:05:00 Wet Time Step ............ 00:05:00 Dry Time Step ............ 01:00:00 Routing Time Step ........ 10.00 sec WARNING 04: minimum elevation drop used for Conduit 23 ************************** Volume Depth Runoff Quantity Continuity acre-feet inches ************************** --------- ------- Total Precipitation ...... 26.498 3.669 Evaporation Loss ......... 2.246 0.311 Infiltration Loss ........ 6.439 0.892 Surface Runoff ........... 18.467 2.557 Final Surface Storage .... 0.000 0.000 Continuity Error (%) ..... -2.468 ************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 18.467 6.018 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 0.000 0.000 External Outflow ......... 0.435 0.142 Internal Outflow ......... 0.673 0.219 Storage Losses ........... 0.000 0.000 Initial Stored Volume .... 1.285 0.419 Final Stored Volume ...... 18.647 6.076 Continuity Error (%) ..... -0.022 *************************** Time-Step Critical Elements *************************** Link 25 (19.38%) Link 30 (3.67%) Pond #2 Proposed Model with Clogged Orifice ********************** Node Surcharge Summary ********************** Surcharging occurs when water rises above the top of the highest conduit. --------------------------------------------------------------------- Max. Height Min. Depth Hours Above Crown Below Rim Node Type Surcharged Feet Feet --------------------------------------------------------------------- 23 JUNCTION 24.00 0.000 10.000 22 JUNCTION 0.07 6.000 0.000 21 JUNCTION 0.27 8.000 0.000 25 JUNCTION 0.40 8.000 0.000 ********************* Node Flooding Summary ********************* Flooding refers to all water that overflows a node, whether it ponds or not. -------------------------------------------------------------------------- Total Maximum Maximum Time of Max Flood Ponded Hours Rate Occurrence Volume Depth Node Flooded CFS days hr:min 10^6 gal Feet -------------------------------------------------------------------------- 22 0.01 13.13 0 00:38 0.000 10.00 21 0.24 72.21 0 00:40 0.211 10.00 25 0.05 11.51 0 00:40 0.008 10.00 ********************** Storage Volume Summary ********************** -------------------------------------------------------------------------------------------- Average Avg E&I Maximum Max Time of Max Maximum Volume Pcnt Pcnt Volume Pcnt Occurrence Outflow Storage Unit 1000 ft3 Full Loss 1000 ft3 Full days hr:min CFS -------------------------------------------------------------------------------------------- POND2 741.646 78 0 811.158 85 0 02:00 29.36 *********************** Outfall Loading Summary *********************** ----------------------------------------------------------- Flow Avg. Max. Total Freq. Flow Flow Volume Outfall Node Pcnt. CFS CFS 10^6 gal ----------------------------------------------------------- SPILLWAY 2.37 16.94 29.36 0.142 ----------------------------------------------------------- System 2.37 16.94 29.36 0.142 ******************** Link Flow Summary ******************** ----------------------------------------------------------------------------- Maximum Time of Max Maximum Max/ Max/ |Flow| Occurrence |Veloc| Full Full Link Type CFS days hr:min ft/sec Flow Depth ----------------------------------------------------------------------------- 30 CONDUIT 301.86 0 00:40 29.20 0.94 0.77 20 CONDUIT 260.42 0 00:40 27.21 0.76 0.71 23 DUMMY 41.40 0 00:40 22 CONDUIT 209.13 0 00:40 18.85 1.33 0.83 Pond #2 Proposed Model with Clogged Orifice SWMM 5 Page 3 Project: Basin ID: WQCV Design Volume (Input): Catchment Imperviousness, Ia = 44.0 percent Diameter of holes, D = 1.335 in. Time to Drain the Pond = 40 hours Catchment Area, A = 5.31 acres Number of holes per row, N = 1 Depth at WQCV outlet above lowest perforation, H = 1.00 feet OR Vertical distance between rows, h = 4.00 inches Number of rows, NL = 3 Height of slot, H = in. Orifice discharge coefficient, Co = 0.65 Width of slot, W = in. Slope of Basin Trickle Channel, S = 0.005 ft / ft Outlet Design Information (Output): Water Quality Capture Volume (1.0 * (0.91 * I^3 - 1.19 * I^2 + 0.78 * I)), WQCV = 0.190 watershed inches Water Quality Capture Volume (WQCV) = 0.084 acre-feet 1.00 Design Volume (WQCV / 12 * Area * 1.2) Vol = 0.101 acre-feet Outlet area per row, Ao = 0.34 square inches Total opening area at each row based on user-input above, Ao = 1.40 square inches Total opening area at each row based on user-input above, Ao = 0.010 square feet Calculation of Collection Capacity: Stage Row 1 Row 2 Row 3 Row 4 Row 5 Row 6 Row 7 Row 8 Row 9 Row 10 Row 11 Row 12 Row 13 Row 14 Row 15 Row 16 Row 17 Row 18 Row 19 Row 20 Row 21 Row 22 Row 23 Row 23 ΣΣΣΣ ft 0.67 1.00 1.33 Flow (input) #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 #N/A #N/A #N/A #N/A Project: Basin ID: WQCV Design Volume (Input): Catchment Imperviousness, Ia = 38.0 percent Diameter of holes, D = 1.335 in. Time to Drain the Pond = 40 hours Catchment Area, A = 8.17 acres Number of holes per row, N = 1 Depth at WQCV outlet above lowest perforation, H = 1.00 feet OR Vertical distance between rows, h = 4.00 inches Number of rows, NL = 3 Height of slot, H = in. Orifice discharge coefficient, Co = 0.65 Width of slot, W = in. Slope of Basin Trickle Channel, S = 0.005 ft / ft Outlet Design Information (Output): Water Quality Capture Volume (1.0 * (0.91 * I^3 - 1.19 * I^2 + 0.78 * I)), WQCV = 0.174 watershed inches Water Quality Capture Volume (WQCV) = 0.119 acre-feet 1.00 Design Volume (WQCV / 12 * Area * 1.2) Vol = 0.143 acre-feet Outlet area per row, Ao = 0.47 square inches Total opening area at each row based on user-input above, Ao = 1.40 square inches Total opening area at each row based on user-input above, Ao = 0.010 square feet Calculation of Collection Capacity: Stage Row 1 Row 2 Row 3 Row 4 Row 5 Row 6 Row 7 Row 8 Row 9 Row 10 Row 11 Row 12 Row 13 Row 14 Row 15 Row 16 Row 17 Row 18 Row 19 Row 20 Row 21 Row 22 Row 23 Row 23 ΣΣΣΣ ft 0.67 1.00 1.33 Flow (input) #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 #N/A #N/A #N/A #N/A Worksheet Protected Project: Basin ID: STAGE-DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET Ridgewood Hills Fourth Filing South Swale 0.00 500.00 1000.00 1500.00 2000.00 2500.00 3000.00 3500.00 4000.00 4500.00 5000.00 5500.00 6000.00 6500.00 7000.00 7500.00 8000.00 8500.00 9000.00 9500.00 10000.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 Stage (feet, elev.) Discharge (cfs) STAGE-DISCHARGE CURVE FOR THE WQCV OUTLET STRUCTURE UD Detention_v2.33 South Swale.xls, WQCV 12/13/2013, 12:02 PM 1 8.78 5075.93 6.56 0.75 1.72 5071.72 11.5 2 9.18 5075.99 6.49 0.75 2.27 5071.82 11.5 3 9.79 5076.94 8.11 0.75 2.27 5071.82 11.5 4 9.86 5077.52 9.15 0.74 2.25 5071.8 11.25 1 5078.00 5079.00 40 0.00 0.00 2 5078.00 5079.00 40 0.00 0.00 3 5078.00 5079.00 40 0.00 0.00 4 5078.00 5079.00 40 0.00 0.00 5 5078.00 5079.00 40 18.43 0.05 Flow Depth (ft) Inflow (cfs) Detention Volume (ac-ft) Before After 280.36 Pond #1 SWMM Model Summary Model 100-yr Release Rate (cfs) 100-yr WSEL WQCV (ac- ft) WQCV Depth (ft) 8.11 306.00 9.15 WQCV EL Orifice Diameter (in) Detention Volume (ac- ft) Pond #1 SWMM Model Weir Summary % Filing 4 8% 11% Ridewood Development Effects Model Weir Elevation Top of Bank Lspillway (ft) Max Flow (cfs) 1 9.81 5059.00 5066.28 13.66 1.4 2.08 5061.08 11.5 2 10.33 5058.39 5066.41 13.54 1.4 2.81 5061.20 11.5 3 11.30 5058.39 5067.74 17.66 1.4 2.81 5061.20 11.5 4 9.89 5058.39 5067.71 17.56 1.273 2.7 5061.09 10.75 1 5068.00 5069.00 150 0.00 0.00 2 5068.00 5069.00 150 0.00 0.00 3 5068.00 5069.00 150 0.00 0.00 4 5068.00 5069.00 150 0.00 0.00 5 5068.00 5069.00 150 29.36 0.04 Pond #2 SWMM Model Summar % Filing 4 -3% -1% Ridewood Development Effects Invert Before After Inflow (cfs) 548.14 531.61 Model 100-yr Release Rate (cfs) 100-yr WSEL Detention Volume (ac- ft) WQCV (ac- ft) Orifice Diameter (in) Detention Volume (ac-ft) 17.66 17.56 Top of Bank Lspillway (ft) Max Flow (cfs) Flow Depth (ft) WQCV Depth (ft) Pond #2 SWMM Model Weir Summary Model Weir Elevation WQCV EL This unofficial copy was downloaded on Sep-26-2013 from the City of Fort Collins Public Records Website: http:/citydocs.fcgov.com For additional information or an official copy, please contact Engineering Office 281 North College Fort Collins, CO 80521 USA This unofficial copy was downloaded on Sep-26-2013 from the City of Fort Collins Public Records Website: http:/citydocs.fcgov.com For additional information or an official copy, please contact Engineering Office 281 North College Fort Collins, CO 80521 USA This unofficial copy was downloaded on Sep-26-2013 from the City of Fort Collins Public Records Website: http:/citydocs.fcgov.com For additional information or an official copy, please contact Engineering Office 281 North College Fort Collins, CO 80521 USA POND 1 N1 0.35257 0.53 35.50 24.24534 28.3332 30.91762 0.36 0.42 0.57 N2 0.27633 0.52 35.31 24.08518 28.16274 30.74146 0.36 0.42 0.57 N3 0.3011 0.57 41.57 29.6258 33.98359 36.70708 0.41 0.47 0.63 N4 0.21086 0.50 31.83 21.16245 25.02598 27.48322 0.33 0.39 0.54 N5 1.87222 0.68 60.19 48.38881 52.79332 55.39184 0.55 0.59 0.78 N6 0.82971 0.80 77.13 68.41426 71.83689 73.59858 0.71 0.74 0.95 N7 0.89961 0.25 0.00 0 0 0 0.25 0.25 0.25 N8 0.16306 0.68 60.97 49.25339 53.63401 56.20901 0.55 0.60 0.78 OS-1 0.40112 0.71 66.41 55.40766 59.56536 61.93694 0.60 0.64 0.83 5.307 Pond #1 Overall I100 Composite C 100 = 0.68 Area (ac) C2 C10 = Total Area Composite Effective I100 = 44% C100 Effective I100 Basin ID Composite C Composite %I Effective I2 Effective I10 Project: Basin ID: Design Information (Input): Width of Basin Bottom, W = ft Right Triangle OR… Length of Basin Bottom, L = ft Isosceles Triangle OR… Dam Side-slope (H:V), Zd = ft/ft Rectangle OR… Circle / Ellipse OR… Irregular (Use Overide values in cells G32:G52) MINOR MAJOR Storage Requirement from Sheet 'Modified FAA': acre-ft. Stage-Storage Relationship: Storage Requirement from Sheet 'Hydrograph': acre-ft. Storage Requirement from Sheet 'Full-Spectrum': acre-ft. Labels Water Side Basin Basin Surface Surface Volume Surface Volume Target Volumes for WQCV, Minor, Surface Slope Width at Length at Area at Area at Below Area at Below for WQCV, Minor, & Major Storage Elevation (H:V) Stage Stage Stage Stage Stage Stage Stage & Major Storage Stages ft ft/ft ft ft ft 2 ft 2 User ft 3 acres acre-ft Volumes (input) (input) Below El. (output) (output) (output) Overide (output) (output) (output) (for goal seek) 5069.55 (input) 0 0.000 0.000 5070.00 0.00 0.00 517 116 0.012 0.003 5071.00 0.00 0.00 19,497 10,123 0.448 0.232 5071.81 0.00 0.00 35,108 32,102 0.806 0.737 WQCV 5072.00 0.00 0.00 38,890 39,317 0.893 0.903 5073.00 0.00 0.00 57,352 87,438 1.317 2.007 5074.00 0.00 0.00 63,491 147,859 1.458 3.394 5075.00 0.00 0.00 67,875 213,542 1.558 4.902 5076.00 0.00 0.00 72,230 283,595 1.658 6.510 5077.00 0.00 0.00 76,698 358,059 1.761 8.220 5077.52 0.00 0.00 78,009 398,283 1.791 9.143 100-YR 5078.00 0.00 0.00 79,219 436,017 1.819 10.010 5078.51 0.00 0.00 81,282 476,945 1.866 10.949 5079.01 0.00 0.00 81,282 517,586 1.866 11.882 STAGE-STORAGE SIZING FOR DETENTION BASINS Ridgewood Hills Fourth Filing Check Basin Shape Pond #1 Proposed UD-Detention_v2.33 Pond#1.xls, Basin 12/4/2013, 12:22 PM Project: Basin ID: WQCV Design Volume (Input): Catchment Imperviousness, Ia = 39.0 percent Diameter of holes, D = 0.975 in. Time to Drain the Pond = 40 hours Catchment Area, A = 41.57 acres Number of holes per row, N = 2 Depth at WQCV outlet above lowest perforation, H = 2.26 feet OR Vertical distance between rows, h = 4.00 inches Number of rows, NL = 7 Height of slot, H = in. Orifice discharge coefficient, Co = 0.65 Width of slot, W = in. Slope of Basin Trickle Channel, S = 0.005 ft / ft Outlet Design Information (Output): Water Quality Capture Volume (1.0 * (0.91 * I^3 - 1.19 * I^2 + 0.78 * I)), WQCV = 0.177 watershed inches Water Quality Capture Volume (WQCV) = 0.614 acre-feet 2.26 Design Volume (WQCV / 12 * Area * 1.2) Vol = 0.737 acre-feet Outlet area per row, Ao = 1.49 square inches Total opening area at each row based on user-input above, Ao = 1.49 square inches Total opening area at each row based on user-input above, Ao = 0.010 square feet Calculation of Collection Capacity: Stage Row 1 Row 2 Row 3 Row 4 Row 5 Row 6 Row 7 Row 8 Row 9 Row 10 Row 11 Row 12 Row 13 Row 14 Row 15 Row 16 Row 17 Row 18 Row 19 Row 20 Row 21 Row 22 Row 23 Row 23 ΣΣΣΣ ft 5070.04 5070.37 5070.70 5071.04 5071.37 5071.70 5072.04 Flow (input) 5069.55 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 5070.00 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 5071.00 0.0531 0.0429 0.0296 0.0000 0.0000 0.0000 0.0000 0.13 5071.81 0.0719 0.0648 0.0569 0.0473 0.0357 0.0175 0.0000 0.29 5072.00 0.0758 0.0691 0.0617 0.0530 0.0429 0.0296 0.0000 0.33 5073.00 0.0931 0.0877 0.0820 0.0757 0.0691 0.0617 0.0530 0.52 5074.00 0.1077 0.1031 0.0983 0.0931 0.0877 0.0820 0.0757 0.65 5075.00 0.1205 0.1164 0.1122 0.1076 0.1031 0.0983 0.0931 0.75 5076.00 0.1321 0.1283 0.1245 0.1205 0.1164 0.1122 0.1076 0.84 5077.00 0.1427 0.1393 0.1358 0.1321 0.1283 0.1245 0.1205 0.92 5077.52 0.1480 0.1446 0.1413 0.1377 0.1341 0.1305 0.1266 0.96 5078.00 0.1526 0.1494 0.1461 0.1427 0.1393 0.1358 0.1321 1.00 5078.51 0.1574 0.1543 0.1512 0.1478 0.1445 0.1412 0.1376 1.03 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A Central Elevations of Rows of Holes in feet Collection Capacity for Each Row of Holes in cfs STAGE-DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET Ridgewood Hills Fourth Filing Pond #1 Proposed UD-Detention_v2.33 Pond#1.xls, WQCV 12/4/2013, 12:24 PM Project: Basin ID: Design Information (Input): Width of Basin Bottom, W = ft Right Triangle OR… Length of Basin Bottom, L = ft Isosceles Triangle OR… Dam Side-slope (H:V), Zd = ft/ft Rectangle OR… Circle / Ellipse OR… Irregular (Use Overide values in cells G32:G52) MINOR MAJOR Storage Requirement from Sheet 'Modified FAA': acre-ft. Stage-Storage Relationship: Storage Requirement from Sheet 'Hydrograph': acre-ft. Storage Requirement from Sheet 'Full-Spectrum': acre-ft. Labels Water Side Basin Basin Surface Surface Volume Surface Volume Target Volumes for WQCV, Minor, Surface Slope Width at Length at Area at Area at Below Area at Below for WQCV, Minor, & Major Storage Elevation (H:V) Stage Stage Stage Stage Stage Stage Stage & Major Storage Stages ft ft/ft ft ft ft2 ft2 User ft3 acres acre-ft Volumes (input) (input) Below El. (output) (output) (output) Overide (output) (output) (output) (for goal seek) 5069.55 (input) 0 0.000 0.000 5070.00 0.00 0.00 517 116 0.012 0.003 5071.00 0.00 0.00 19,497 10,123 0.448 0.232 5071.82 0.00 0.00 35,419 32,666 0.813 0.750 WQCV 5072.00 0.00 0.00 38,890 39,317 0.893 0.903 5073.00 0.00 0.00 57,352 87,438 1.317 2.007 5074.00 0.00 0.00 63,491 147,859 1.458 3.394 5075.00 0.00 0.00 67,875 213,542 1.558 4.902 5076.00 0.00 0.00 72,230 283,595 1.658 6.510 5077.00 0.00 0.00 76,698 358,059 1.761 8.220 5078.00 0.00 0.00 79,219 436,017 1.819 10.010 5078.50 0.00 0.00 81,282 476,143 1.866 10.931 5079.00 0.00 0.00 81,282 516,784 1.866 11.864 81,282 #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 Project: Basin ID: STAGE-STORAGE SIZING FOR DETENTION BASINS 5069.55 5070.55 5071.55 5072.55 5073.55 5074.55 5075.55 5076.55 5077.55 5078.55 5079.55 0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 Stage (ft. elev.) Storage (acre-feet) STAGE-STORAGE CURVE FOR THE POND UD Detention Existing 1.xls, Basin 12/4/2013, 12:10 PM 909 2.06 31% 0.47 910 1.43 40% 0.53 911 0.63 49% 0.59 912 1.24 34% 0.49 913 0.48 54% 0.63 5.84 37% 900 2.78 35% 0.5 901 2.36 46% 0.57 902 0.68 44% 0.56 903 0.55 56% 0.64 904 0.87 51% 0.61 905 0.88 51% 0.6 906 2.94 30% 0.46 907 2.78 33% 0.48 908 0.4 28% 0.44 14.24 38% 914 1.11 46% 0.57 922 0.61 65% 0.7 923 1.41 48% 0.58 925 7.86 50% 0.7 1005 1.63 29% 0.45 1006 0.52 47% 0.58 13.14 47% 919 0.48 83% 0.83 920 2.01 39% 0.52 921 1.96 31% 0.46 924 0.64 65% 0.71 926 3.26 8% 0.31 8.35 30% 10 30 365 1.5% 11 12 42 1055 1.2% 13 14 42 500 6.5% 15 16 * 21 100 1.0% 100 150 1696 2% Basin 0.57 0.31 0.42 0.26 % Imperv Total Impervious Area (ac) Composite "C" 0.63 Length (ft) Width (ft) Slope Subbasin Area (ac) % Imperv Composite "C" 0.98 909 2.06 31% 0.47 910 1.43 40% 0.53 911 0.63 49% 0.59 912 1.24 34% 0.49 913 0.48 54% 0.63 5.84 37% 900 2.78 35% 0.5 901 2.36 46% 0.57 902 0.68 44% 0.56 903 0.55 56% 0.64 904 0.87 51% 0.61 905 0.88 51% 0.6 906 2.94 30% 0.46 907 2.78 33% 0.48 908 0.4 28% 0.44 14.24 38% 914 1.11 46% 0.57 922 0.61 65% 0.7 923 1.41 48% 0.58 925 7.86 50% 0.7 1005 1.63 29% 0.45 1006 0.52 47% 0.58 13.14 47% 919 0.48 83% 0.83 920 2.01 39% 0.52 921 1.96 31% 0.46 924 0.64 65% 0.71 926 3.26 8% 0.31 927 4.91 43% 0.68 13.26 35% Total Area 46.48 Ac Weighted I 10 30 365 1.5% 39.43% 11 12 42 1055 1.2% 13 14 42 500 6.5% 15 16* 21 100 1.0% Composite "C" % Imperv SWMM Input Data - Pond #1 Models 4-5 Ridewood Hills P.U.D. Filing #4 Basin Length (ft) Width (ft) Slope Subbasin Area (ac) Total Impervious Area (ac) % Imperv Composite "C" [TITLE] Pond #1 Baseline Pond 1 Old Rainfall with Pond 1 Design SWMM Analysis Owen Consulting Group [OPTIONS] FLOW_UNITS CFS INFILTRATION HORTON FLOW_ROUTING DYNWAVE START_DATE 10/08/2013 START_TIME 00:00:00 REPORT_START_DATE 10/08/2013 REPORT_START_TIME 00:00:00 END_DATE 10/09/2013 END_TIME 00:00:00 SWEEP_START 01/01 SWEEP_END 12/31 DRY_DAYS 0 REPORT_STEP 00:05:00 WET_STEP 00:05:00 DRY_STEP 01:00:00 ROUTING_STEP 0:00:10 ALLOW_PONDING NO INERTIAL_DAMPING PARTIAL VARIABLE_STEP 0.50 LENGTHENING_STEP 0 MIN_SURFAREA 0 NORMAL_FLOW_LIMITED BOTH SKIP_STEADY_STATE NO FORCE_MAIN_EQUATION H-W LINK_OFFSETS DEPTH MIN_SLOPE 0 [EVAPORATION] ;;Type Parameters ;;---------- ---------- MONTHLY 0.0 0.0 2.0 3.62 4.34 5.06 5.54 4.86 3.79 2.46 1.18 0.0 DRY_ONLY NO [RAINGAGES] ;; Rain Time Snow Data ;;Name Type Intrvl Catch Source ;;-------------- --------- ------ ------ ---------- FTC-100YROLD INTENSITY 0:05 1.0 TIMESERIES OLDFTC-100YR [SUBCATCHMENTS] ;; Total Pcnt. Pcnt. Curb Snow ;;Name Raingage Outlet Area Imperv Width Slope Length Pack ;;-------------- ---------------- ---------------- -------- -------- -------- -------- -------- -------- 130 FTC-100YROLD 13 13.1 47 2863.0 2.0 0 110 FTC-100YROLD 11 14.2 38 4135.0 2.0 0 100 FTC-100YROLD 10 5.8 37 1696.0 2.0 0 150 FTC-100YROLD 15 8.30 30 2426.0 2.0 0 [SUBAREAS] ;;Subcatchment N-Imperv N-Perv S-Imperv S-Perv PctZero RouteTo PctRouted ;;-------------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- 130 0.016 0.25 0.1 0.3 25 OUTLET 110 0.016 0.25 0.1 0.3 25 OUTLET 100 0.016 0.25 0.1 0.3 25 OUTLET 150 0.016 0.25 0.1 0.3 25 OUTLET [INFILTRATION] ;;Subcatchment MaxRate MinRate Decay DryTime MaxInfil ;;-------------- ---------- ---------- ---------- ---------- ---------- 130 0.51 0.5 0.0018 7 0 Pond1design 7 78587 Pond1design 8 83228 STRUCTURE Storage 1 0 STRUCTURE 2 12 STRUCTURE 3 12 STRUCTURE 4 12 [TIMESERIES] ;;Name Date Time Value ;;-------------- ---------- ---------- ---------- ;City of Fort Collins 100-yr Rain Gage OLD OLDFTC-100YR 0:0 0.00 OLDFTC-100YR 0:5 0.60 OLDFTC-100YR 0:10 0.96 OLDFTC-100YR 0:15 1.44 OLDFTC-100YR 0:20 1.68 OLDFTC-100YR 0:25 3.00 OLDFTC-100YR 0:30 5.04 OLDFTC-100YR 0:35 9.00 OLDFTC-100YR 0:40 3.72 OLDFTC-100YR 0:45 2.16 OLDFTC-100YR 0:50 1.56 OLDFTC-100YR 0:55 1.20 OLDFTC-100YR 1:0 0.84 OLDFTC-100YR 1:5 0.60 OLDFTC-100YR 1:10 0.48 OLDFTC-100YR 1:15 0.36 OLDFTC-100YR 1:20 0.36 OLDFTC-100YR 1:25 0.24 OLDFTC-100YR 1:30 0.24 OLDFTC-100YR 1:35 0.24 OLDFTC-100YR 1:40 0.24 OLDFTC-100YR 1:45 0.24 OLDFTC-100YR 1:50 0.24 OLDFTC-100YR 1:55 0.12 OLDFTC-100YR 2:0 0.12 [REPORT] INPUT NO CONTROLS NO SUBCATCHMENTS ALL NODES ALL LINKS ALL [TAGS] [MAP] DIMENSIONS 0.000 0.000 10000.000 10000.000 Units None [COORDINATES] ;;Node X-Coord Y-Coord ;;-------------- ------------------ ------------------ 12 2843.450 5399.361 14 5388.711 5399.361 11 873.269 6666.667 13 5388.711 7806.177 10 958.466 4259.851 15 7880.724 3120.341 21INCHPIPE 12151.225 4771.033 SPILLWAY 12066.028 7092.652 POND 7880.724 5399.361 [VERTICES] ;;Link X-Coord Y-Coord ;;-------------- ------------------ ------------------ EPA STORM WATER MANAGEMENT MODEL - VERSION 5.0 (Build 5.0.022) -------------------------------------------------------------- Pond #1 Baseline Pond 1 Old Rainfall with Pond 1 Design SWMM Analysis Owen Consulting Group ********************************************************* NOTE: The summary statistics displayed in this report are based on results found at every computational time step, not just on results from each reporting time step. ********************************************************* **************** Analysis Options **************** Flow Units ............... CFS Process Models: Rainfall/Runoff ........ YES Snowmelt ............... NO Groundwater ............ NO Flow Routing ........... YES Ponding Allowed ........ NO Water Quality .......... NO Infiltration Method ...... HORTON Flow Routing Method ...... DYNWAVE Starting Date ............ OCT-08-2013 00:00:00 Ending Date .............. OCT-09-2013 00:00:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 00:05:00 Wet Time Step ............ 00:05:00 Dry Time Step ............ 01:00:00 Routing Time Step ........ 10.00 sec WARNING 04: minimum elevation drop used for Conduit 13 WARNING 04: minimum elevation drop used for Conduit 11 ************************** Volume Depth Runoff Quantity Continuity acre-feet inches ************************** --------- ------- Total Precipitation ...... 9.970 2.890 Evaporation Loss ......... 0.902 0.261 Infiltration Loss ........ 2.401 0.696 Surface Runoff ........... 6.821 1.977 Final Surface Storage .... 0.000 0.000 Continuity Error (%) ..... -1.541 ************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 6.821 2.223 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 0.000 0.000 External Outflow ......... 7.597 2.475 Internal Outflow ......... 0.000 0.000 Storage Losses ........... 0.000 0.000 Initial Stored Volume .... 0.771 0.251 Final Stored Volume ...... 0.001 0.000 Continuity Error (%) ..... -0.069 *************************** Time-Step Critical Elements *************************** None Pond #1 Baseline ********************** Node Surcharge Summary ********************** Surcharging occurs when water rises above the top of the highest conduit. --------------------------------------------------------------------- Max. Height Min. Depth Hours Above Crown Below Rim Node Type Surcharged Feet Feet --------------------------------------------------------------------- 12 JUNCTION 0.03 3.181 3.319 11 JUNCTION 24.00 0.000 10.000 13 JUNCTION 24.00 0.000 10.000 15 JUNCTION 24.00 0.000 10.000 ********************* Node Flooding Summary ********************* No nodes were flooded. ********************** Storage Volume Summary ********************** -------------------------------------------------------------------------------------------- Average Avg E&I Maximum Max Time of Max Maximum Volume Pcnt Pcnt Volume Pcnt Occurrence Outflow Storage Unit 1000 ft3 Full Loss 1000 ft3 Full days hr:min CFS -------------------------------------------------------------------------------------------- POND 77.887 21 0 285.605 76 0 01:26 8.78 *********************** Outfall Loading Summary *********************** ----------------------------------------------------------- Flow Avg. Max. Total Freq. Flow Flow Volume Outfall Node Pcnt. CFS CFS 10^6 gal ----------------------------------------------------------- 21INCHPIPE 100.00 3.83 8.78 2.475 SPILLWAY 0.00 0.00 0.00 0.000 ----------------------------------------------------------- System 50.00 3.83 8.78 2.475 ******************** Link Flow Summary ******************** ----------------------------------------------------------------------------- Maximum Time of Max Maximum Max/ Max/ |Flow| Occurrence |Veloc| Full Full Link Type CFS days hr:min ft/sec Flow Depth ----------------------------------------------------------------------------- 14 CONDUIT 196.95 0 00:40 23.25 0.77 0.83 12 CONDUIT 115.55 0 00:40 15.01 1.05 0.83 13 DUMMY 85.63 0 00:40 11 DUMMY 90.18 0 00:40 10 CONDUIT 35.72 0 00:40 8.27 0.71 0.86 15 DUMMY 48.11 0 00:40 ORIFICE ORIFICE 8.78 0 01:26 1.00 WEIR WEIR 0.00 0 00:00 0.00 *************************** Flow Classification Summary Pond #1 Baseline SWMM 5 Page 3 *************************** ----------------------------------------------------------------------------------------- [TITLE] Pond #1 Baseline w/ As-built Pond Pond 1 Old Rainfall with Pond 1 As-built (1/11/01) SWMM Analysis Owen Consulting Group [OPTIONS] FLOW_UNITS CFS INFILTRATION HORTON FLOW_ROUTING DYNWAVE START_DATE 10/08/2013 START_TIME 00:00:00 REPORT_START_DATE 10/08/2013 REPORT_START_TIME 00:00:00 END_DATE 10/09/2013 END_TIME 00:00:00 SWEEP_START 01/01 SWEEP_END 12/31 DRY_DAYS 0 REPORT_STEP 00:05:00 WET_STEP 00:05:00 DRY_STEP 01:00:00 ROUTING_STEP 0:00:10 ALLOW_PONDING NO INERTIAL_DAMPING PARTIAL VARIABLE_STEP 0.50 LENGTHENING_STEP 0 MIN_SURFAREA 0 NORMAL_FLOW_LIMITED BOTH SKIP_STEADY_STATE NO FORCE_MAIN_EQUATION H-W LINK_OFFSETS DEPTH MIN_SLOPE 0 [EVAPORATION] ;;Type Parameters ;;---------- ---------- MONTHLY 0.0 0.0 2.0 3.62 4.34 5.06 5.54 4.86 3.79 2.46 1.18 0.0 DRY_ONLY NO [RAINGAGES] ;; Rain Time Snow Data ;;Name Type Intrvl Catch Source ;;-------------- --------- ------ ------ ---------- FTC-100YROLD INTENSITY 0:05 1.0 TIMESERIES OLDFTC-100YR [SUBCATCHMENTS] ;; Total Pcnt. Pcnt. Curb Snow ;;Name Raingage Outlet Area Imperv Width Slope Length Pack ;;-------------- ---------------- ---------------- -------- -------- -------- -------- -------- -------- 130 FTC-100YROLD 13 13.1 47 2863.0 2.0 0 110 FTC-100YROLD 11 14.2 38 4135.0 2.0 0 100 FTC-100YROLD 10 5.8 37 1696.0 2.0 0 150 FTC-100YROLD 15 8.30 30 2426.0 2.0 0 [SUBAREAS] ;;Subcatchment N-Imperv N-Perv S-Imperv S-Perv PctZero RouteTo PctRouted ;;-------------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- 130 0.016 0.25 0.1 0.3 25 OUTLET 110 0.016 0.25 0.1 0.3 25 OUTLET 100 0.016 0.25 0.1 0.3 25 OUTLET 150 0.016 0.25 0.1 0.3 25 OUTLET [INFILTRATION] ;;Subcatchment MaxRate MinRate Decay DryTime MaxInfil ;;-------------- ---------- ---------- ---------- ---------- ---------- 130 0.51 0.5 0.0018 7 0 Pond1design 7 78587 Pond1design 8 83228 STRUCTURE Storage 1 0 STRUCTURE 2 12 STRUCTURE 3 12 STRUCTURE 4 12 Pond1Asbuilt Storage 0 0 Pond1Asbuilt 0.45 517 Pond1Asbuilt 1.45 19497 Pond1Asbuilt 2.45 38890 Pond1Asbuilt 3.45 57352 Pond1Asbuilt 4.45 63491 Pond1Asbuilt 5.45 67875 Pond1Asbuilt 6.45 72230 Pond1Asbuilt 7.45 76698 Pond1Asbuilt 8.45 81282 [TIMESERIES] ;;Name Date Time Value ;;-------------- ---------- ---------- ---------- ;City of Fort Collins 100-yr Rain Gage OLD OLDFTC-100YR 0:0 0.00 OLDFTC-100YR 0:5 0.60 OLDFTC-100YR 0:10 0.96 OLDFTC-100YR 0:15 1.44 OLDFTC-100YR 0:20 1.68 OLDFTC-100YR 0:25 3.00 OLDFTC-100YR 0:30 5.04 OLDFTC-100YR 0:35 9.00 OLDFTC-100YR 0:40 3.72 OLDFTC-100YR 0:45 2.16 OLDFTC-100YR 0:50 1.56 OLDFTC-100YR 0:55 1.20 OLDFTC-100YR 1:0 0.84 OLDFTC-100YR 1:5 0.60 OLDFTC-100YR 1:10 0.48 OLDFTC-100YR 1:15 0.36 OLDFTC-100YR 1:20 0.36 OLDFTC-100YR 1:25 0.24 OLDFTC-100YR 1:30 0.24 OLDFTC-100YR 1:35 0.24 OLDFTC-100YR 1:40 0.24 OLDFTC-100YR 1:45 0.24 OLDFTC-100YR 1:50 0.24 OLDFTC-100YR 1:55 0.12 OLDFTC-100YR 2:0 0.12 [REPORT] INPUT NO CONTROLS NO SUBCATCHMENTS ALL NODES ALL LINKS ALL [TAGS] [MAP] DIMENSIONS 0.000 0.000 10000.000 10000.000 Units None [COORDINATES] ;;Node X-Coord Y-Coord ;;-------------- ------------------ ------------------ 12 2843.450 5399.361 14 5388.711 5399.361 EPA STORM WATER MANAGEMENT MODEL - VERSION 5.0 (Build 5.0.022) -------------------------------------------------------------- Pond #1 Baseline w/ As-built Pond Pond 1 Old Rainfall with Pond 1 As-built (1/11/01) SWMM Analysis Owen Consulting Group ********************************************************* NOTE: The summary statistics displayed in this report are based on results found at every computational time step, not just on results from each reporting time step. ********************************************************* **************** Analysis Options **************** Flow Units ............... CFS Process Models: Rainfall/Runoff ........ YES Snowmelt ............... NO Groundwater ............ NO Flow Routing ........... YES Ponding Allowed ........ NO Water Quality .......... NO Infiltration Method ...... HORTON Flow Routing Method ...... DYNWAVE Starting Date ............ OCT-08-2013 00:00:00 Ending Date .............. OCT-09-2013 00:00:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 00:05:00 Wet Time Step ............ 00:05:00 Dry Time Step ............ 01:00:00 Routing Time Step ........ 10.00 sec WARNING 04: minimum elevation drop used for Conduit 13 WARNING 04: minimum elevation drop used for Conduit 11 ************************** Volume Depth Runoff Quantity Continuity acre-feet inches ************************** --------- ------- Total Precipitation ...... 9.970 2.890 Evaporation Loss ......... 0.902 0.261 Infiltration Loss ........ 2.401 0.696 Surface Runoff ........... 6.821 1.977 Final Surface Storage .... 0.000 0.000 Continuity Error (%) ..... -1.541 ************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 6.821 2.223 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 0.000 0.000 External Outflow ......... 7.609 2.480 Internal Outflow ......... 0.000 0.000 Storage Losses ........... 0.000 0.000 Initial Stored Volume .... 0.780 0.254 Final Stored Volume ...... 0.000 0.000 Continuity Error (%) ..... -0.099 *************************** Time-Step Critical Elements *************************** None Pond #1 Baseline w/ As-built Pond ********************** Node Surcharge Summary ********************** Surcharging occurs when water rises above the top of the highest conduit. --------------------------------------------------------------------- Max. Height Min. Depth Hours Above Crown Below Rim Node Type Surcharged Feet Feet --------------------------------------------------------------------- 12 JUNCTION 0.03 3.201 3.299 11 JUNCTION 24.00 0.000 10.000 13 JUNCTION 24.00 0.000 10.000 15 JUNCTION 24.00 0.000 10.000 ********************* Node Flooding Summary ********************* No nodes were flooded. ********************** Storage Volume Summary ********************** -------------------------------------------------------------------------------------------- Average Avg E&I Maximum Max Time of Max Maximum Volume Pcnt Pcnt Volume Pcnt Occurrence Outflow Storage Unit 1000 ft3 Full Loss 1000 ft3 Full days hr:min CFS -------------------------------------------------------------------------------------------- POND 71.708 16 0 282.783 65 0 01:26 9.18 *********************** Outfall Loading Summary *********************** ----------------------------------------------------------- Flow Avg. Max. Total Freq. Flow Flow Volume Outfall Node Pcnt. CFS CFS 10^6 gal ----------------------------------------------------------- 21INCHPIPE 59.46 6.46 9.18 2.479 SPILLWAY 0.00 0.00 0.00 0.000 ----------------------------------------------------------- System 29.73 6.46 9.18 2.479 ******************** Link Flow Summary ******************** ----------------------------------------------------------------------------- Maximum Time of Max Maximum Max/ Max/ |Flow| Occurrence |Veloc| Full Full Link Type CFS days hr:min ft/sec Flow Depth ----------------------------------------------------------------------------- 14 CONDUIT 196.92 0 00:40 23.15 0.76 0.83 12 CONDUIT 115.56 0 00:40 15.04 1.05 0.83 13 DUMMY 85.65 0 00:40 11 DUMMY 90.21 0 00:40 10 CONDUIT 35.72 0 00:40 8.26 0.71 0.86 15 DUMMY 48.13 0 00:40 ORIFICE ORIFICE 9.18 0 01:26 1.00 WEIR WEIR 0.00 0 00:00 0.00 *************************** Flow Classification Summary Pond #1 Baseline w/ As-built Pond SWMM 5 Page 3 *************************** ----------------------------------------------------------------------------------------- [TITLE] Pond #1 Corrected Model Pond 1 NEW Rainfall with Pond 1 As-built (1/11/01) SWMM Analysis Owen Consulting Group [OPTIONS] FLOW_UNITS CFS INFILTRATION HORTON FLOW_ROUTING DYNWAVE START_DATE 10/08/2013 START_TIME 00:00:00 REPORT_START_DATE 10/08/2013 REPORT_START_TIME 00:00:00 END_DATE 10/09/2013 END_TIME 00:00:00 SWEEP_START 01/01 SWEEP_END 12/31 DRY_DAYS 0 REPORT_STEP 00:05:00 WET_STEP 00:05:00 DRY_STEP 01:00:00 ROUTING_STEP 0:00:10 ALLOW_PONDING NO INERTIAL_DAMPING PARTIAL VARIABLE_STEP 0.50 LENGTHENING_STEP 0 MIN_SURFAREA 0 NORMAL_FLOW_LIMITED BOTH SKIP_STEADY_STATE NO FORCE_MAIN_EQUATION H-W LINK_OFFSETS DEPTH MIN_SLOPE 0 [EVAPORATION] ;;Type Parameters ;;---------- ---------- MONTHLY 0.0 0.0 2.0 3.62 4.34 5.06 5.54 4.86 3.79 2.46 1.18 0.0 DRY_ONLY NO [RAINGAGES] ;; Rain Time Snow Data ;;Name Type Intrvl Catch Source ;;-------------- --------- ------ ------ ---------- FTC-100YRNEW INTENSITY 0:05 1.0 TIMESERIES NEWFCT-100YR [SUBCATCHMENTS] ;; Total Pcnt. Pcnt. Curb Snow ;;Name Raingage Outlet Area Imperv Width Slope Length Pack ;;-------------- ---------------- ---------------- -------- -------- -------- -------- -------- -------- 130 FTC-100YRNEW 13 13.1 47 2863.0 2.0 0 110 FTC-100YRNEW 11 14.2 38 4135.0 2.0 0 100 FTC-100YRNEW 10 5.8 37 1696.0 2.0 0 150 FTC-100YRNEW 15 8.30 30 2426.0 2.0 0 [SUBAREAS] ;;Subcatchment N-Imperv N-Perv S-Imperv S-Perv PctZero RouteTo PctRouted ;;-------------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- 130 0.016 0.25 0.1 0.3 25 OUTLET 110 0.016 0.25 0.1 0.3 25 OUTLET 100 0.016 0.25 0.1 0.3 25 OUTLET 150 0.016 0.25 0.1 0.3 25 OUTLET [INFILTRATION] ;;Subcatchment MaxRate MinRate Decay DryTime MaxInfil ;;-------------- ---------- ---------- ---------- ---------- ---------- 130 0.51 0.5 0.0018 7 0 Pond1design 7 78587 Pond1design 8 83228 STRUCTURE Storage 1 0 STRUCTURE 2 12 STRUCTURE 3 12 STRUCTURE 4 12 Pond1Asbuilt Storage 0 0 Pond1Asbuilt 0.45 517 Pond1Asbuilt 1.45 19497 Pond1Asbuilt 2.45 38890 Pond1Asbuilt 3.45 57352 Pond1Asbuilt 4.45 63491 Pond1Asbuilt 5.45 67875 Pond1Asbuilt 6.45 72230 Pond1Asbuilt 7.45 76698 Pond1Asbuilt 8.45 81282 [TIMESERIES] ;;Name Date Time Value ;;-------------- ---------- ---------- ---------- ;City of Fort Collins 100-yr Rain Gage OLD OLDFTC-100YR 0:0 0.00 OLDFTC-100YR 0:5 0.60 OLDFTC-100YR 0:10 0.96 OLDFTC-100YR 0:15 1.44 OLDFTC-100YR 0:20 1.68 OLDFTC-100YR 0:25 3.00 OLDFTC-100YR 0:30 5.04 OLDFTC-100YR 0:35 9.00 OLDFTC-100YR 0:40 3.72 OLDFTC-100YR 0:45 2.16 OLDFTC-100YR 0:50 1.56 OLDFTC-100YR 0:55 1.20 OLDFTC-100YR 1:0 0.84 OLDFTC-100YR 1:5 0.60 OLDFTC-100YR 1:10 0.48 OLDFTC-100YR 1:15 0.36 OLDFTC-100YR 1:20 0.36 OLDFTC-100YR 1:25 0.24 OLDFTC-100YR 1:30 0.24 OLDFTC-100YR 1:35 0.24 OLDFTC-100YR 1:40 0.24 OLDFTC-100YR 1:45 0.24 OLDFTC-100YR 1:50 0.24 OLDFTC-100YR 1:55 0.12 OLDFTC-100YR 2:0 0.12 ;City of Fort Collins 100-yr Rain Gage NEW NEWFCT-100YR 0:0 0.00 NEWFCT-100YR 0:5 1.00 NEWFCT-100YR 0:10 1.14 NEWFCT-100YR 0:15 1.33 NEWFCT-100YR 0:20 2.23 NEWFCT-100YR 0:25 2.84 NEWFCT-100YR 0:30 5.49 NEWFCT-100YR 0:35 9.95 NEWFCT-100YR 0:40 4.12 NEWFCT-100YR 0:45 2.48 NEWFCT-100YR 0:50 1.46 NEWFCT-100YR 0:55 1.22 NEWFCT-100YR 1:0 1.06 NEWFCT-100YR 1:5 1.00 EPA STORM WATER MANAGEMENT MODEL - VERSION 5.0 (Build 5.0.022) -------------------------------------------------------------- Pond #1 Corrected Model Pond 1 NEW Rainfall with Pond 1 As-built (1/11/01) SWMM Analysis Owen Consulting Group ********************************************************* NOTE: The summary statistics displayed in this report are based on results found at every computational time step, not just on results from each reporting time step. ********************************************************* **************** Analysis Options **************** Flow Units ............... CFS Process Models: Rainfall/Runoff ........ YES Snowmelt ............... NO Groundwater ............ NO Flow Routing ........... YES Ponding Allowed ........ NO Water Quality .......... NO Infiltration Method ...... HORTON Flow Routing Method ...... DYNWAVE Starting Date ............ OCT-08-2013 00:00:00 Ending Date .............. OCT-09-2013 00:00:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 00:05:00 Wet Time Step ............ 00:05:00 Dry Time Step ............ 01:00:00 Routing Time Step ........ 10.00 sec WARNING 04: minimum elevation drop used for Conduit 13 WARNING 04: minimum elevation drop used for Conduit 11 ************************** Volume Depth Runoff Quantity Continuity acre-feet inches ************************** --------- ------- Total Precipitation ...... 12.659 3.669 Evaporation Loss ......... 1.072 0.311 Infiltration Loss ........ 2.947 0.854 Surface Runoff ........... 8.940 2.591 Final Surface Storage .... 0.000 0.000 Continuity Error (%) ..... -2.374 ************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 8.940 2.913 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 0.000 0.000 External Outflow ......... 9.710 3.164 Internal Outflow ......... 0.021 0.007 Storage Losses ........... 0.000 0.000 Initial Stored Volume .... 0.780 0.254 Final Stored Volume ...... 0.000 0.000 Continuity Error (%) ..... -0.114 *************************** Time-Step Critical Elements *************************** Link 14 (1.20%) Pond #1 Corrected Model ********************** Node Surcharge Summary ********************** Surcharging occurs when water rises above the top of the highest conduit. --------------------------------------------------------------------- Max. Height Min. Depth Hours Above Crown Below Rim Node Type Surcharged Feet Feet --------------------------------------------------------------------- 12 JUNCTION 0.07 6.500 0.000 11 JUNCTION 24.00 0.000 10.000 13 JUNCTION 24.00 0.000 10.000 10 JUNCTION 0.05 7.500 0.000 15 JUNCTION 24.00 0.000 10.000 ********************* Node Flooding Summary ********************* Flooding refers to all water that overflows a node, whether it ponds or not. -------------------------------------------------------------------------- Total Maximum Maximum Time of Max Flood Ponded Hours Rate Occurrence Volume Depth Node Flooded CFS days hr:min 10^6 gal Feet -------------------------------------------------------------------------- 12 0.03 13.80 0 00:39 0.006 10.00 10 0.01 11.99 0 00:39 0.001 10.00 ********************** Storage Volume Summary ********************** -------------------------------------------------------------------------------------------- Average Avg E&I Maximum Max Time of Max Maximum Volume Pcnt Pcnt Volume Pcnt Occurrence Outflow Storage Unit 1000 ft3 Full Loss 1000 ft3 Full days hr:min CFS -------------------------------------------------------------------------------------------- POND 108.546 25 0 353.385 81 0 02:07 9.89 *********************** Outfall Loading Summary *********************** ----------------------------------------------------------- Flow Avg. Max. Total Freq. Flow Flow Volume Outfall Node Pcnt. CFS CFS 10^6 gal ----------------------------------------------------------- 21INCHPIPE 70.28 6.98 9.89 3.164 SPILLWAY 0.00 0.00 0.00 0.000 ----------------------------------------------------------- System 35.14 6.98 9.89 3.164 ******************** Link Flow Summary ******************** ----------------------------------------------------------------------------- Maximum Time of Max Maximum Max/ Max/ |Flow| Occurrence |Veloc| Full Full Link Type CFS days hr:min ft/sec Flow Depth ----------------------------------------------------------------------------- 14 CONDUIT 226.59 0 00:40 25.67 0.88 0.86 12 CONDUIT 133.01 0 00:40 15.12 1.21 0.86 13 DUMMY 97.49 0 00:39 Pond #1 Corrected Model SWMM 5 Page 3 [TITLE] Pond #1 Proposed Model Pond 1 NEW Rainfall with Pond 1 As-built (1/11/01) and additional acres from site Owen Consulting Group [OPTIONS] FLOW_UNITS CFS INFILTRATION HORTON FLOW_ROUTING DYNWAVE START_DATE 10/08/2013 START_TIME 00:00:00 REPORT_START_DATE 10/08/2013 REPORT_START_TIME 00:00:00 END_DATE 10/09/2013 END_TIME 00:00:00 SWEEP_START 01/01 SWEEP_END 12/31 DRY_DAYS 0 REPORT_STEP 00:05:00 WET_STEP 00:05:00 DRY_STEP 01:00:00 ROUTING_STEP 0:00:10 ALLOW_PONDING NO INERTIAL_DAMPING FULL VARIABLE_STEP 0.50 LENGTHENING_STEP 0 MIN_SURFAREA 0 NORMAL_FLOW_LIMITED BOTH SKIP_STEADY_STATE NO FORCE_MAIN_EQUATION H-W LINK_OFFSETS DEPTH MIN_SLOPE 0 [EVAPORATION] ;;Type Parameters ;;---------- ---------- MONTHLY 0.0 0.0 2.0 3.62 4.34 5.06 5.54 4.86 3.79 2.46 1.18 0.0 DRY_ONLY NO [RAINGAGES] ;; Rain Time Snow Data ;;Name Type Intrvl Catch Source ;;-------------- --------- ------ ------ ---------- NEWFTC-100YR INTENSITY 0:05 1.0 TIMESERIES NEWFCT-100YR [SUBCATCHMENTS] ;; Total Pcnt. Pcnt. Curb Snow ;;Name Raingage Outlet Area Imperv Width Slope Length Pack ;;-------------- ---------------- ---------------- -------- -------- -------- -------- -------- -------- 130 NEWFTC-100YR 13 13.1 47 2863.0 2.0 0 110 NEWFTC-100YR 11 14.2 38 4135.0 2.0 0 100 NEWFTC-100YR 10 5.8 37 1696.0 2.0 0 150 NEWFTC-100YR 15 13.26 35 2426.0 2.0 0 [SUBAREAS] ;;Subcatchment N-Imperv N-Perv S-Imperv S-Perv PctZero RouteTo PctRouted ;;-------------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- 130 0.016 0.25 0.1 0.3 25 OUTLET 110 0.016 0.25 0.1 0.3 25 OUTLET 100 0.016 0.25 0.1 0.3 25 OUTLET 150 0.016 0.25 0.1 0.3 25 OUTLET [INFILTRATION] ;;Subcatchment MaxRate MinRate Decay DryTime MaxInfil ;;-------------- ---------- ---------- ---------- ---------- ---------- 130 0.51 0.5 0.0018 7 0 Pond1design 7 78587 Pond1design 8 83228 STRUCTURE Storage 1 0 STRUCTURE 2 12 STRUCTURE 3 12 STRUCTURE 4 12 Pond1Asbuilt Storage 0 0 Pond1Asbuilt 0.45 517 Pond1Asbuilt 1.45 19497 Pond1Asbuilt 2.45 38890 Pond1Asbuilt 3.45 57352 Pond1Asbuilt 4.45 63491 Pond1Asbuilt 5.45 67875 Pond1Asbuilt 6.45 72230 Pond1Asbuilt 7.45 76698 Pond1Asbuilt 8.45 81282 Pond1Asbuilt 9.45 81282 [TIMESERIES] ;;Name Date Time Value ;;-------------- ---------- ---------- ---------- ;City of Fort Collins 100-yr Rain Gage OLD OLDFTC-100YR 0:0 0.00 OLDFTC-100YR 0:5 0.60 OLDFTC-100YR 0:10 0.96 OLDFTC-100YR 0:15 1.44 OLDFTC-100YR 0:20 1.68 OLDFTC-100YR 0:25 3.00 OLDFTC-100YR 0:30 5.04 OLDFTC-100YR 0:35 9.00 OLDFTC-100YR 0:40 3.72 OLDFTC-100YR 0:45 2.16 OLDFTC-100YR 0:50 1.56 OLDFTC-100YR 0:55 1.20 OLDFTC-100YR 1:0 0.84 OLDFTC-100YR 1:5 0.60 OLDFTC-100YR 1:10 0.48 OLDFTC-100YR 1:15 0.36 OLDFTC-100YR 1:20 0.36 OLDFTC-100YR 1:25 0.24 OLDFTC-100YR 1:30 0.24 OLDFTC-100YR 1:35 0.24 OLDFTC-100YR 1:40 0.24 OLDFTC-100YR 1:45 0.24 OLDFTC-100YR 1:50 0.24 OLDFTC-100YR 1:55 0.12 OLDFTC-100YR 2:0 0.12 NEWFCT-100YR 0:0 0.0 NEWFCT-100YR 0:5 1.0 NEWFCT-100YR 0:10 1.14 NEWFCT-100YR 0:15 1.33 NEWFCT-100YR 0:20 2.23 NEWFCT-100YR 0:25 2.84 NEWFCT-100YR 0:30 5.49 NEWFCT-100YR 0:35 9.95 NEWFCT-100YR 0:40 4.12 NEWFCT-100YR 0:45 2.48 NEWFCT-100YR 0:50 1.46 NEWFCT-100YR 0:55 1.22 NEWFCT-100YR 1:0 1.06 NEWFCT-100YR 1:5 1.0 EPA STORM WATER MANAGEMENT MODEL - VERSION 5.0 (Build 5.0.022) -------------------------------------------------------------- Pond #1 Proposed Model Pond 1 NEW Rainfall with Pond 1 As-built (1/11/01) and additional acres from site Owen Consulting Group ********************************************************* NOTE: The summary statistics displayed in this report are based on results found at every computational time step, not just on results from each reporting time step. ********************************************************* **************** Analysis Options **************** Flow Units ............... CFS Process Models: Rainfall/Runoff ........ YES Snowmelt ............... NO Groundwater ............ NO Flow Routing ........... YES Ponding Allowed ........ NO Water Quality .......... NO Infiltration Method ...... HORTON Flow Routing Method ...... DYNWAVE Starting Date ............ OCT-08-2013 00:00:00 Ending Date .............. OCT-09-2013 00:00:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 00:05:00 Wet Time Step ............ 00:05:00 Dry Time Step ............ 01:00:00 Routing Time Step ........ 10.00 sec WARNING 04: minimum elevation drop used for Conduit 13 WARNING 04: minimum elevation drop used for Conduit 11 ************************** Volume Depth Runoff Quantity Continuity acre-feet inches ************************** --------- ------- Total Precipitation ...... 14.175 3.669 Evaporation Loss ......... 1.221 0.316 Infiltration Loss ........ 3.291 0.852 Surface Runoff ........... 9.994 2.587 Final Surface Storage .... 0.000 0.000 Continuity Error (%) ..... -2.332 ************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 9.994 3.257 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 0.000 0.000 External Outflow ......... 10.749 3.503 Internal Outflow ......... 0.021 0.007 Storage Losses ........... 0.000 0.000 Initial Stored Volume .... 0.764 0.249 Final Stored Volume ...... 0.000 0.000 Continuity Error (%) ..... -0.116 *************************** Time-Step Critical Elements *************************** Link 14 (1.20%) Pond #1 Proposed Model ********************** Node Surcharge Summary ********************** Surcharging occurs when water rises above the top of the highest conduit. --------------------------------------------------------------------- Max. Height Min. Depth Hours Above Crown Below Rim Node Type Surcharged Feet Feet --------------------------------------------------------------------- 12 JUNCTION 0.08 6.500 0.000 11 JUNCTION 24.00 0.000 10.000 13 JUNCTION 24.00 0.000 10.000 10 JUNCTION 0.05 7.500 0.000 15 JUNCTION 24.00 0.000 10.000 ********************* Node Flooding Summary ********************* Flooding refers to all water that overflows a node, whether it ponds or not. -------------------------------------------------------------------------- Total Maximum Maximum Time of Max Flood Ponded Hours Rate Occurrence Volume Depth Node Flooded CFS days hr:min 10^6 gal Feet -------------------------------------------------------------------------- 12 0.03 13.77 0 00:39 0.006 10.00 10 0.01 12.64 0 00:39 0.001 10.00 ********************** Storage Volume Summary ********************** -------------------------------------------------------------------------------------------- Average Avg E&I Maximum Max Time of Max Maximum Volume Pcnt Pcnt Volume Pcnt Occurrence Outflow Storage Unit 1000 ft3 Full Loss 1000 ft3 Full days hr:min CFS -------------------------------------------------------------------------------------------- POND 135.378 26 0 398.746 77 0 02:08 9.86 *********************** Outfall Loading Summary *********************** ----------------------------------------------------------- Flow Avg. Max. Total Freq. Flow Flow Volume Outfall Node Pcnt. CFS CFS 10^6 gal ----------------------------------------------------------- 21INCHPIPE 78.32 6.93 9.86 3.502 SPILLWAY 0.00 0.00 0.00 0.000 ----------------------------------------------------------- System 39.16 6.93 9.86 3.502 ******************** Link Flow Summary ******************** ----------------------------------------------------------------------------- Maximum Time of Max Maximum Max/ Max/ |Flow| Occurrence |Veloc| Full Full Link Type CFS days hr:min ft/sec Flow Depth ----------------------------------------------------------------------------- 14 CONDUIT 226.53 0 00:40 25.66 0.88 0.86 12 CONDUIT 133.01 0 00:40 15.13 1.21 0.86 13 DUMMY 97.42 0 00:39 Pond #1 Proposed Model SWMM 5 Page 3 [TITLE] Pond #1 Proposed Model with Clogged Orifice Pond 1 NEW Rainfall with Pond 1 As-built and Clogged Orifice Owen Consulting Group [OPTIONS] FLOW_UNITS CFS INFILTRATION HORTON FLOW_ROUTING DYNWAVE START_DATE 10/08/2013 START_TIME 00:00:00 REPORT_START_DATE 10/08/2013 REPORT_START_TIME 00:00:00 END_DATE 10/09/2013 END_TIME 00:00:00 SWEEP_START 01/01 SWEEP_END 12/31 DRY_DAYS 0 REPORT_STEP 00:05:00 WET_STEP 00:05:00 DRY_STEP 01:00:00 ROUTING_STEP 0:00:10 ALLOW_PONDING NO INERTIAL_DAMPING FULL VARIABLE_STEP 0.50 LENGTHENING_STEP 0 MIN_SURFAREA 0 NORMAL_FLOW_LIMITED BOTH SKIP_STEADY_STATE NO FORCE_MAIN_EQUATION H-W LINK_OFFSETS DEPTH MIN_SLOPE 0 [EVAPORATION] ;;Type Parameters ;;---------- ---------- MONTHLY 0.0 0.0 2.0 3.62 4.34 5.06 5.54 4.86 3.79 2.46 1.18 0.0 DRY_ONLY NO [RAINGAGES] ;; Rain Time Snow Data ;;Name Type Intrvl Catch Source ;;-------------- --------- ------ ------ ---------- FTC-100YR INTENSITY 0:05 1.0 TIMESERIES NEWFCT-100YR [SUBCATCHMENTS] ;; Total Pcnt. Pcnt. Curb Snow ;;Name Raingage Outlet Area Imperv Width Slope Length Pack ;;-------------- ---------------- ---------------- -------- -------- -------- -------- -------- -------- 130 FTC-100YR 13 13.1 47 2863.0 2.0 0 110 FTC-100YR 11 14.2 38 4135.0 2.0 0 100 FTC-100YR 10 5.8 37 1696.0 2.0 0 150 FTC-100YR 15 13.26 35 2426.0 2.0 0 [SUBAREAS] ;;Subcatchment N-Imperv N-Perv S-Imperv S-Perv PctZero RouteTo PctRouted ;;-------------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- 130 0.016 0.25 0.1 0.3 25 OUTLET 110 0.016 0.25 0.1 0.3 25 OUTLET 100 0.016 0.25 0.1 0.3 25 OUTLET 150 0.016 0.25 0.1 0.3 25 OUTLET [INFILTRATION] ;;Subcatchment MaxRate MinRate Decay DryTime MaxInfil ;;-------------- ---------- ---------- ---------- ---------- ---------- 130 0.51 0.5 0.0018 7 0 Pond1Asbuilt Storage 0 0 Pond1Asbuilt 0.45 517 Pond1Asbuilt 1.45 19497 Pond1Asbuilt 2.45 38890 Pond1Asbuilt 3.45 57352 Pond1Asbuilt 4.45 63491 Pond1Asbuilt 5.45 67875 Pond1Asbuilt 6.45 72230 Pond1Asbuilt 7.45 76698 Pond1Asbuilt 8.45 81282 Pond1Asbuilt 9.45 81282 [TIMESERIES] ;;Name Date Time Value ;;-------------- ---------- ---------- ---------- ;City of Fort Collins 100-yr Rain Gage OLD OLDFTC-100YR 0:0 0.00 OLDFTC-100YR 0:5 0.60 OLDFTC-100YR 0:10 0.96 OLDFTC-100YR 0:15 1.44 OLDFTC-100YR 0:20 1.68 OLDFTC-100YR 0:25 3.00 OLDFTC-100YR 0:30 5.04 OLDFTC-100YR 0:35 9.00 OLDFTC-100YR 0:40 3.72 OLDFTC-100YR 0:45 2.16 OLDFTC-100YR 0:50 1.56 OLDFTC-100YR 0:55 1.20 OLDFTC-100YR 1:0 0.84 OLDFTC-100YR 1:5 0.60 OLDFTC-100YR 1:10 0.48 OLDFTC-100YR 1:15 0.36 OLDFTC-100YR 1:20 0.36 OLDFTC-100YR 1:25 0.24 OLDFTC-100YR 1:30 0.24 OLDFTC-100YR 1:35 0.24 OLDFTC-100YR 1:40 0.24 OLDFTC-100YR 1:45 0.24 OLDFTC-100YR 1:50 0.24 OLDFTC-100YR 1:55 0.12 OLDFTC-100YR 2:0 0.12 NEWFCT-100YR 0:0 0.0 NEWFCT-100YR 0:5 1.0 NEWFCT-100YR 0:10 1.14 NEWFCT-100YR 0:15 1.33 NEWFCT-100YR 0:20 2.23 NEWFCT-100YR 0:25 2.84 NEWFCT-100YR 0:30 5.49 NEWFCT-100YR 0:35 9.95 NEWFCT-100YR 0:40 4.12 NEWFCT-100YR 0:45 2.48 NEWFCT-100YR 0:50 1.46 NEWFCT-100YR 0:55 1.22 NEWFCT-100YR 1:0 1.06 NEWFCT-100YR 1:5 1.0 NEWFCT-100YR 1:10 0.95 NEWFCT-100YR 1:15 0.91 NEWFCT-100YR 1:20 0.87 NEWFCT-100YR 1:25 0.84 NEWFCT-100YR 1:30 0.81 NEWFCT-100YR 1:35 0.78 EPA STORM WATER MANAGEMENT MODEL - VERSION 5.0 (Build 5.0.022) -------------------------------------------------------------- Pond #1 Proposed Model with Clogged Orifice Pond 1 NEW Rainfall with Pond 1 As-built and Clogged Orifice Owen Consulting Group ********************************************************* NOTE: The summary statistics displayed in this report are based on results found at every computational time step, not just on results from each reporting time step. ********************************************************* **************** Analysis Options **************** Flow Units ............... CFS Process Models: Rainfall/Runoff ........ YES Snowmelt ............... NO Groundwater ............ NO Flow Routing ........... YES Ponding Allowed ........ NO Water Quality .......... NO Infiltration Method ...... HORTON Flow Routing Method ...... DYNWAVE Starting Date ............ OCT-08-2013 00:00:00 Ending Date .............. OCT-09-2013 00:00:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 00:05:00 Wet Time Step ............ 00:05:00 Dry Time Step ............ 01:00:00 Routing Time Step ........ 10.00 sec WARNING 04: minimum elevation drop used for Conduit 13 WARNING 04: minimum elevation drop used for Conduit 11 ************************** Volume Depth Runoff Quantity Continuity acre-feet inches ************************** --------- ------- Total Precipitation ...... 14.175 3.669 Evaporation Loss ......... 1.221 0.316 Infiltration Loss ........ 3.291 0.852 Surface Runoff ........... 9.994 2.587 Final Surface Storage .... 0.000 0.000 Continuity Error (%) ..... -2.332 ************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 9.994 3.257 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 0.000 0.000 External Outflow ......... 0.526 0.171 Internal Outflow ......... 0.021 0.007 Storage Losses ........... 0.000 0.000 Initial Stored Volume .... 0.764 0.249 Final Stored Volume ...... 10.153 3.309 Continuity Error (%) ..... 0.530 *************************** Time-Step Critical Elements *************************** Link 14 (1.21%) Pond #1 Proposed Model with Clogged Orifice Node Surcharge Summary ********************** Surcharging occurs when water rises above the top of the highest conduit. --------------------------------------------------------------------- Max. Height Min. Depth Hours Above Crown Below Rim Node Type Surcharged Feet Feet --------------------------------------------------------------------- 12 JUNCTION 0.07 6.500 0.000 13 JUNCTION 24.00 0.000 10.000 11 JUNCTION 24.00 0.000 10.000 10 JUNCTION 0.05 7.500 0.000 15 JUNCTION 24.00 0.000 10.000 POND STORAGE 23.41 5.001 0.949 ********************* Node Flooding Summary ********************* Flooding refers to all water that overflows a node, whether it ponds or not. -------------------------------------------------------------------------- Total Maximum Maximum Time of Max Flood Ponded Hours Rate Occurrence Volume Depth Node Flooded CFS days hr:min 10^6 gal Feet -------------------------------------------------------------------------- 12 0.03 13.75 0 00:39 0.006 10.00 10 0.01 12.58 0 00:39 0.001 10.00 ********************** Storage Volume Summary ********************** -------------------------------------------------------------------------------------------- Average Avg E&I Maximum Max Time of Max Maximum Volume Pcnt Pcnt Volume Pcnt Occurrence Outflow Storage Unit 1000 ft3 Full Loss 1000 ft3 Full days hr:min CFS -------------------------------------------------------------------------------------------- POND 424.774 82 0 441.186 85 0 01:54 18.43 *********************** Outfall Loading Summary *********************** ----------------------------------------------------------- Flow Avg. Max. Total Freq. Flow Flow Volume Outfall Node Pcnt. CFS CFS 10^6 gal ----------------------------------------------------------- SPILLWAY 3.75 7.05 18.43 0.171 ----------------------------------------------------------- System 3.75 7.05 18.43 0.171 ******************** Link Flow Summary ******************** ----------------------------------------------------------------------------- Maximum Time of Max Maximum Max/ Max/ |Flow| Occurrence |Veloc| Full Full Link Type CFS days hr:min ft/sec Flow Depth ----------------------------------------------------------------------------- 14 CONDUIT 226.55 0 00:40 25.66 0.88 0.86 12 CONDUIT 133.01 0 00:40 15.12 1.21 0.86 13 DUMMY 97.36 0 00:39 11 DUMMY 103.10 0 00:39 10 CONDUIT 41.73 0 00:39 8.50 0.83 1.00 Pond #1 Proposed Model with Clogged Orifice POND 2 S1 0.56045 0.58 46.51 34.27125 38.75631 41.52775 0.43 0.48 0.65 S2 0.12461 0.41 21.04 12.87914 15.8192 17.71605 0.25 0.31 0.44 S3 0.23473 0.46 26.66 17.05351 20.52415 22.74786 0.29 0.35 0.49 S4 0.12098 0.47 28.74 18.67753 22.31737 24.64287 0.31 0.37 0.51 S5 0.12495 0.46 26.44 16.88301 20.33476 22.54702 0.29 0.35 0.49 S6 0.15413 0.73 67.86 57.10303 61.1841 63.48925 0.61 0.65 0.85 S7 0.15512 0.41 20.10 12.20995 15.0506 16.88527 0.25 0.30 0.43 S8 0.41191 0.68 61.15 49.44714 53.82214 56.39169 0.55 0.60 0.78 S9 0.11185 0.74 69.66 59.2383 63.21414 65.42971 0.63 0.67 0.87 S10 0.11917 0.69 62.15 50.55675 54.89776 57.43486 0.56 0.61 0.79 S11 0.20126 0.62 47.34 35.07292 39.57119 42.34493 0.46 0.52 0.69 S12 0.436 0.64 54.64 42.44235 46.95625 49.67905 0.50 0.55 0.73 S13 0.04141 0.61 46.45 34.2122 38.6962 41.46739 0.45 0.51 0.68 S14 1.86609 0.64 53.67 41.43216 45.95445 48.6914 0.49 0.55 0.73 S15 1.15319 0.77 71.92 61.95543 65.78399 67.87644 0.66 0.70 0.90 S16 0.20372 0.78 73.90 64.37522 68.0606 70.0352 0.68 0.72 0.93 S17 0.81047 0.32 9.60 5.335278 6.862765 7.859599 0.18 0.23 0.33 S18 0.98974 0.28 3.92 2.070792 2.732693 3.166663 0.15 0.20 0.28 S19 0.35234 0.25 0.00 0 0 0 0.25 0.25 0.31 8.172 Pond #2 Overall I100 Composite C 100 = 0.62 C2 C10 C100 = Total Area Composite Effective I100 = 38% Basin ID Area (ac) Composite C Composite %I Effective I2 Effective I10 Effective I100 Project: Basin ID: Design Information (Input): Width of Basin Bottom, W = ft Right Triangle OR… Length of Basin Bottom, L = ft Isosceles Triangle OR… Dam Side-slope (H:V), Zd = ft/ft Rectangle OR… Circle / Ellipse OR… Irregular (Use Overide values in cells G32:G52) MINOR MAJOR Storage Requirement from Sheet 'Modified FAA': acre-ft. Stage-Storage Relationship: Storage Requirement from Sheet 'Hydrograph': acre-ft. Storage Requirement from Sheet 'Full-Spectrum': acre-ft. Labels Water Side Basin Basin Surface Surface Volume Surface Volume Target Volumes for WQCV, Minor, Surface Slope Width at Length at Area at Area at Below Area at Below for WQCV, Minor, & Major Storage Elevation (H:V) Stage Stage Stage Stage Stage Stage Stage & Major Storage Stages ft ft/ft ft ft ft2 ft2 User ft3 acres acre-ft Volumes (input) (input) Below El. (output) (output) (output) Overide (output) (output) (output) (for goal seek) 5058.39 (input) 0 0.000 0.000 5059.00 0.00 0.00 4,836 1,475 0.111 0.034 5060.00 0.00 0.00 21,738 14,762 0.499 0.339 5061.00 0.00 0.00 50,358 50,810 1.156 1.166 5061.20 0.00 0.00 55,218 61,368 1.268 1.409 WQCV 5062.00 0.00 0.00 74,656 113,317 1.714 2.601 5063.00 0.00 0.00 94,389 197,839 2.167 4.542 5064.00 0.00 0.00 110,294 300,181 2.532 6.891 5065.00 0.00 0.00 119,116 414,886 2.735 9.524 5066.00 0.00 0.00 126,555 537,721 2.905 12.344 5067.00 0.00 0.00 134,031 668,014 3.077 15.336 5068.00 0.00 0.00 141,419 805,739 3.247 18.497 5068.50 0.00 0.00 141,419 876,449 3.247 20.121 5069.00 0.00 0.00 141,419 947,158 3.247 21.744 #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 Project: Basin ID: STAGE-STORAGE SIZING FOR DETENTION BASINS 5069.55 6069.55 7069.55 8069.55 9069.55 10069.55 11069.55 0.00 5.00 10.00 15.00 20.00 25.00 Stage (ft. elev.) Storage (acre-feet) STAGE-STORAGE CURVE FOR THE POND UD Detention Existing 2.xls, Basin 12/4/2013, 12:08 PM Project: Basin ID: Design Information (Input): Width of Basin Bottom, W = ft Right Triangle OR… Length of Basin Bottom, L = ft Isosceles Triangle OR… Dam Side-slope (H:V), Zd = ft/ft Rectangle OR… Circle / Ellipse OR… Irregular (Use Overide values in cells G32:G52) MINOR MAJOR Storage Requirement from Sheet 'Modified FAA': acre-ft. Stage-Storage Relationship: Storage Requirement from Sheet 'Hydrograph': acre-ft. Storage Requirement from Sheet 'Full-Spectrum': acre-ft. Labels Water Side Basin Basin Surface Surface Volume Surface Volume Target Volumes for WQCV, Minor, Surface Slope Width at Length at Area at Area at Below Area at Below for WQCV, Minor, & Major Storage Elevation (H:V) Stage Stage Stage Stage Stage Stage Stage & Major Storage Stages ft ft/ft ft ft ft 2 ft 2 User ft 3 acres acre-ft Volumes (input) (input) Below El. (output) (output) (output) Overide (output) (output) (output) (for goal seek) 5058.39 (input) 0 0.000 0.000 5059.00 0.00 0.00 4,836 1,475 0.111 0.034 5060.00 0.00 0.00 21,738 14,762 0.499 0.339 5061.00 0.00 0.00 50,358 50,810 1.156 1.166 5061.09 0.00 0.00 52,545 55,441 1.206 1.273 WQCV 5062.00 0.00 0.00 74,656 113,317 1.714 2.601 5063.00 0.00 0.00 94,389 197,839 2.167 4.542 5064.00 0.00 0.00 110,294 300,181 2.532 6.891 5065.00 0.00 0.00 119,116 414,886 2.735 9.524 5066.00 0.00 0.00 126,555 537,721 2.905 12.344 5067.00 0.00 0.00 134,031 668,014 3.077 15.336 5067.71 0.00 0.00 139,276 765,039 3.197 17.563 100-yr 5068.00 0.00 0.00 141,419 805,739 3.247 18.497 5068.50 0.00 0.00 141,419 876,449 3.247 20.121 5069.00 0.00 0.00 141,419 947,158 3.247 21.744 STAGE-STORAGE SIZING FOR DETENTION BASINS Ridgewood Hills Fourth Filing Check Basin Shape Pond #2 Proposed UD-Detention_v2.33 Pond#2.xls, Basin 12/4/2013, 12:31 PM Project: Basin ID: WQCV Design Volume (Input): 1 Catchment Imperviousness, Ia = 35.9 percent Diameter of holes, D = 0.957 in. Time to Drain the Pond = 40 hours Catchment Area, A = 75.41 acres Number of holes per row, N = 3 Depth at WQCV outlet above lowest perforation, H = 3 feet OR Vertical distance between rows, h = 4.00 inches Number of rows, NL = 8 Height of slot, H = in. Orifice discharge coefficient, Co = 0.65 Width of slot, W = in. Slope of Basin Trickle Channel, S = 0.005 ft / ft Outlet Design Information (Output): Water Quality Capture Volume (1.0 * (0.91 * I^3 - 1.19 * I^2 + 0.78 * I)), WQCV = 0.169 watershed inches Water Quality Capture Volume (WQCV) = 1.061 acre-feet 2.81 Design Volume (WQCV / 12 * Area * 1.2) Vol = 1.273 acre-feet Outlet area per row, Ao = 2.16 square inches Total opening area at each row based on user-input above, Ao = 2.16 square inches Total opening area at each row based on user-input above, Ao = 0.015 square feet Calculation of Collection Capacity: Stage Row 1 Row 2 Row 3 Row 4 Row 5 Row 6 Row 7 Row 8 Row 9 Row 10 Row 11 Row 12 Row 13 Row 14 Row 15 Row 16 Row 17 Row 18 Row 19 Row 20 Row 21 Row 22 Row 23 Row 23 ΣΣΣΣ ft 5058.87 5059.20 5059.54 5059.87 5060.20 5060.54 5060.87 5061.20 Flow (input) 5058.39 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 5059.00 0.0283 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.03 5060.00 0.0831 0.0699 0.0530 0.0282 0.0000 0.0000 0.0000 0.0000 0.23 5061.00 0.1141 0.1049 0.0945 0.0831 0.0699 0.0530 0.0282 0.0000 0.55 5061.09 0.1165 0.1075 0.0973 0.0863 0.0737 0.0580 0.0367 0.0000 0.58 5062.00 0.1383 0.1308 0.1226 0.1141 0.1049 0.0945 0.0831 0.0699 0.86 5063.00 0.1589 0.1524 0.1454 0.1383 0.1308 0.1226 0.1141 0.1049 1.07 5064.00 0.1771 0.1713 0.1651 0.1589 0.1524 0.1454 0.1383 0.1308 1.24 5065.00 0.1936 0.1883 0.1827 0.1770 0.1713 0.1651 0.1589 0.1524 1.39 5066.00 0.2087 0.2038 0.1987 0.1935 0.1883 0.1827 0.1770 0.1713 1.52 5067.00 0.2229 0.2183 0.2135 0.2087 0.2038 0.1987 0.1935 0.1883 1.65 5067.71 0.2324 0.2280 0.2234 0.2189 0.2142 0.2093 0.2044 0.1994 1.73 5068.00 0.2362 0.2319 0.2274 0.2229 0.2183 0.2135 0.2087 0.2038 1.76 5068.50 0.2426 0.2384 0.2340 0.2296 0.2252 0.2205 0.2159 0.2112 1.82 Central Elevations of Rows of Holes in feet Collection Capacity for Each Row of Holes in cfs STAGE-DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET Ridgewood Hills Fourth Filing Pond #2 Proposed UD-Detention_v2.33 Pond#2.xls, WQCV 12/4/2013, 12:31 PM 803 1.98 36% 0.5 804 2.79 42% 0.54 805 3.32 26% 0.43 806 1.19 46% 0.57 807 2.31 58% 0.66 808 4.09 48% 0.58 809 2.82 33% 0.48 809a 1.65 50% 0.6 810 1.99 47% 0.58 817 3.41 28% 0.45 25.55 41% 800 7.25 22% 0.4 801 2.55 39% 0.52 802 4.68 34% 0.49 811 3.05 46% 0.57 17.52 32% 814 0.66 61% 0.68 815 0.99 57% 0.65 816 0.64 64% 0.7 820 2.91 38% 0.51 5.2 48% 812 4.78 36% 0.5 813 0.61 81% 0.81 822 9.26 9% 0.31 14.65 21% 818 2.51 50% 0.6 819 1.51 52% 0.62 821 5.37 7% 0.3 915 4.23 32% 0.47 916 3.67 43% 0.55 917 1.95 44% 0.56 918 0.57 83% 0.83 19.81 34% 20 48 225 5.67% 21 24 565 4.30% 22 48 575 1.20% 23 25 24 65 1.00% 26 48 460 27* 24 100 1.00% 30 48 205 5.00% Direct Connection Element * Pond Outfall Weighed Average: Conveyance Elements Element Size (in) Length (ft) Slope 1.35 1.59 0.85 0.48 Sum: 5.37 803 1.98 36% 0.5 804 2.79 42% 0.54 805 3.32 26% 0.43 806 1.19 46% 0.57 807 2.31 58% 0.66 808 4.09 48% 0.58 809 2.82 33% 0.48 809a 1.65 50% 0.6 810 1.99 47% 0.58 817 3.41 28% 0.45 25.55 41% 800 7.25 22% 0.4 801 2.55 39% 0.52 802 4.68 34% 0.49 811 3.05 46% 0.57 17.52 32% 814 0.66 61% 0.68 815 0.99 57% 0.65 816 0.64 64% 0.7 820 2.91 38% 0.51 5.2 48% 812 4.78 36% 0.5 813 0.61 81% 0.81 822 9.26 9% 0.31 14.65 21% 818 2.51 50% 0.6 819 1.51 52% 0.62 821 8.172 38% 0.62 915 4.23 32% 0.47 916 3.67 43% 0.55 918 0.57 83% 0.83 20.662 41% Total Area 83.58 Ac Average I 20 48 225 5.67% 36.14% 21 24 565 4.30% 22 48 575 1.20% 23 25 24 65 1.00% 26 48 460 27* 24 100 1.00% 30 48 205 5.00% Direct Connection Element * Pond Outfall 250 125 5627 2% Sum: 3.04 Sum: 5.37 Weighed Average: 260 125 5627 2% 1.25 0.79 0.39 1.35 1.59 [TITLE] Pond #2 Baseline Model Pond 2 Old Rainfall with Pond 2 Design SWMM Analysis Owen Consulting Group [OPTIONS] FLOW_UNITS CFS INFILTRATION HORTON FLOW_ROUTING DYNWAVE START_DATE 10/08/2013 START_TIME 00:00:00 REPORT_START_DATE 10/08/2013 REPORT_START_TIME 00:00:00 END_DATE 10/09/2013 END_TIME 00:00:00 SWEEP_START 01/01 SWEEP_END 12/31 DRY_DAYS 0 REPORT_STEP 00:05:00 WET_STEP 00:05:00 DRY_STEP 01:00:00 ROUTING_STEP 0:00:10 ALLOW_PONDING NO INERTIAL_DAMPING PARTIAL VARIABLE_STEP 0.50 LENGTHENING_STEP 0 MIN_SURFAREA 0 NORMAL_FLOW_LIMITED BOTH SKIP_STEADY_STATE NO FORCE_MAIN_EQUATION H-W LINK_OFFSETS DEPTH MIN_SLOPE 0 [EVAPORATION] ;;Type Parameters ;;---------- ---------- MONTHLY 0.0 0.0 2.0 3.62 4.34 5.06 5.54 4.86 3.79 2.46 1.18 0.0 DRY_ONLY NO [RAINGAGES] ;; Rain Time Snow Data ;;Name Type Intrvl Catch Source ;;-------------- --------- ------ ------ ---------- FTC-100YROLD INTENSITY 0:05 1.0 TIMESERIES OLDFCT-100YR [SUBCATCHMENTS] ;; Total Pcnt. Pcnt. Curb Snow ;;Name Raingage Outlet Area Imperv Width Slope Length Pack ;;-------------- ---------------- ---------------- -------- -------- -------- -------- -------- -------- 260 FTC-100YROLD 26 19.80 34 5627.00 2.0 0 230 FTC-100YROLD 23 5.20 48 1511.00 2.0 0 220 FTC-100YROLD 22 28.60 41 7511.00 2.0 0 210 FTC-100YROLD 21 17.50 32 6107.00 2.0 0 250 FTC-100YROLD 25 14.70 21 5106.00 2.0 0 [SUBAREAS] ;;Subcatchment N-Imperv N-Perv S-Imperv S-Perv PctZero RouteTo PctRouted ;;-------------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- 260 0.016 0.25 0.1 0.3 25 OUTLET 230 0.016 0.25 0.1 0.3 25 OUTLET 220 0.016 0.25 0.1 0.3 25 OUTLET 210 0.016 0.25 0.1 0.3 25 OUTLET 250 0.016 0.25 0.1 0.3 25 OUTLET [INFILTRATION] ;;Subcatchment MaxRate MinRate Decay DryTime MaxInfil Pond2design 1 27944 Pond2design 2 55488 Pond2design 3 77408 Pond2design 4 100060 Pond2design 5 112731 Pond2design 6 120037 Pond2design 7 127200 Pond2design 8 134701 Pond2design 9 141947 STRUCTURE Storage 1 0 STRUCTURE 2 12 STRUCTURE 3 12 STRUCTURE 4 12 [TIMESERIES] ;;Name Date Time Value ;;-------------- ---------- ---------- ---------- ;City of Fort Collins 100-yr Rain Gage OLD OLDFCT-100YR 0:0 0.0 OLDFCT-100YR 0:5 0.60 OLDFCT-100YR 0:10 0.96 OLDFCT-100YR 0:15 1.44 OLDFCT-100YR 0:20 1.68 OLDFCT-100YR 0:25 3.00 OLDFCT-100YR 0:30 5.04 OLDFCT-100YR 0:35 9.00 OLDFCT-100YR 0:40 3.72 OLDFCT-100YR 0:45 2.16 OLDFCT-100YR 0:50 1.56 OLDFCT-100YR 0:55 1.20 OLDFCT-100YR 1:0 0.84 OLDFCT-100YR 1:5 0.60 OLDFCT-100YR 1:10 0.48 OLDFCT-100YR 1:15 0.36 OLDFCT-100YR 1:20 0.36 OLDFCT-100YR 1:25 0.24 OLDFCT-100YR 1:30 0.24 OLDFCT-100YR 1:35 0.24 OLDFCT-100YR 1:40 0.24 OLDFCT-100YR 1:45 0.24 OLDFCT-100YR 1:50 0.24 OLDFCT-100YR 1:55 0.12 OLDFCT-100YR 2:0 0.12 [REPORT] INPUT NO CONTROLS NO SUBCATCHMENTS ALL NODES ALL LINKS ALL [TAGS] [MAP] DIMENSIONS 0.000 0.000 10000.000 10000.000 Units None [COORDINATES] ;;Node X-Coord Y-Coord ;;-------------- ------------------ ------------------ 20 1980.831 6325.879 30 3695.421 7465.389 23 2055.378 8892.439 22 351.438 6325.879 21 1980.831 4494.143 EPA STORM WATER MANAGEMENT MODEL - VERSION 5.0 (Build 5.0.022) -------------------------------------------------------------- Pond #2 Baseline Model Pond 2 Old Rainfall with Pond 2 Design SWMM Analysis Owen Consulting Group ********************************************************* NOTE: The summary statistics displayed in this report are based on results found at every computational time step, not just on results from each reporting time step. ********************************************************* **************** Analysis Options **************** Flow Units ............... CFS Process Models: Rainfall/Runoff ........ YES Snowmelt ............... NO Groundwater ............ NO Flow Routing ........... YES Ponding Allowed ........ NO Water Quality .......... NO Infiltration Method ...... HORTON Flow Routing Method ...... DYNWAVE Starting Date ............ OCT-08-2013 00:00:00 Ending Date .............. OCT-09-2013 00:00:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 00:05:00 Wet Time Step ............ 00:05:00 Dry Time Step ............ 01:00:00 Routing Time Step ........ 10.00 sec WARNING 04: minimum elevation drop used for Conduit 23 ************************** Volume Depth Runoff Quantity Continuity acre-feet inches ************************** --------- ------- Total Precipitation ...... 20.664 2.890 Evaporation Loss ......... 2.031 0.284 Infiltration Loss ........ 5.363 0.750 Surface Runoff ........... 13.820 1.933 Final Surface Storage .... 0.000 0.000 Continuity Error (%) ..... -2.665 ************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 13.820 4.503 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 0.000 0.000 External Outflow ......... 14.305 4.662 Internal Outflow ......... 0.436 0.142 Storage Losses ........... 0.000 0.000 Initial Stored Volume .... 1.442 0.470 Final Stored Volume ...... 0.518 0.169 Continuity Error (%) ..... 0.017 *************************** Time-Step Critical Elements *************************** Link 25 (13.91%) Link 30 (3.31%) Pond #2 Baseline Model POND2 STORAGE 0.00 464.01 0 00:40 0.000 4.831 ********************** Node Surcharge Summary ********************** Surcharging occurs when water rises above the top of the highest conduit. --------------------------------------------------------------------- Max. Height Min. Depth Hours Above Crown Below Rim Node Type Surcharged Feet Feet --------------------------------------------------------------------- 23 JUNCTION 24.00 0.000 10.000 22 JUNCTION 0.03 6.000 0.000 21 JUNCTION 0.23 8.000 0.000 25 JUNCTION 0.37 7.705 0.295 ********************* Node Flooding Summary ********************* Flooding refers to all water that overflows a node, whether it ponds or not. -------------------------------------------------------------------------- Total Maximum Maximum Time of Max Flood Ponded Hours Rate Occurrence Volume Depth Node Flooded CFS days hr:min 10^6 gal Feet -------------------------------------------------------------------------- 22 0.01 11.92 0 00:39 0.000 10.00 21 0.20 55.54 0 00:40 0.142 10.00 ********************** Storage Volume Summary ********************** -------------------------------------------------------------------------------------------- Average Avg E&I Maximum Max Time of Max Maximum Volume Pcnt Pcnt Volume Pcnt Occurrence Outflow Storage Unit 1000 ft3 Full Loss 1000 ft3 Full days hr:min CFS -------------------------------------------------------------------------------------------- POND2 288.882 38 0 595.244 78 0 01:31 9.81 *********************** Outfall Loading Summary *********************** ----------------------------------------------------------- Flow Avg. Max. Total Freq. Flow Flow Volume Outfall Node Pcnt. CFS CFS 10^6 gal ----------------------------------------------------------- 21INCHPIPE 100.00 7.32 9.81 4.661 SPILLWAY 0.00 0.00 0.00 0.000 ----------------------------------------------------------- System 50.00 7.32 9.81 4.661 ******************** Link Flow Summary ******************** ----------------------------------------------------------------------------- Maximum Time of Max Maximum Max/ Max/ |Flow| Occurrence |Veloc| Full Full Link Type CFS days hr:min ft/sec Flow Depth ----------------------------------------------------------------------------- 30 CONDUIT 268.21 0 00:40 28.72 0.83 0.70 20 CONDUIT 231.98 0 00:40 26.82 0.68 0.65 Pond #2 Baseline Model SWMM 5 Page 3 23 DUMMY 36.41 0 00:40 [TITLE] Pond #2 Baseline w/ As-built Pond Pond 2 Old Rainfall with Pond 2 Asbuilt SWMM Analysis Owen Consulting Group [OPTIONS] FLOW_UNITS CFS INFILTRATION HORTON FLOW_ROUTING DYNWAVE START_DATE 10/08/2013 START_TIME 00:00:00 REPORT_START_DATE 10/08/2013 REPORT_START_TIME 00:00:00 END_DATE 10/09/2013 END_TIME 00:00:00 SWEEP_START 01/01 SWEEP_END 12/31 DRY_DAYS 0 REPORT_STEP 00:05:00 WET_STEP 00:05:00 DRY_STEP 01:00:00 ROUTING_STEP 0:00:10 ALLOW_PONDING NO INERTIAL_DAMPING PARTIAL VARIABLE_STEP 0.50 LENGTHENING_STEP 0 MIN_SURFAREA 0 NORMAL_FLOW_LIMITED BOTH SKIP_STEADY_STATE NO FORCE_MAIN_EQUATION H-W LINK_OFFSETS DEPTH MIN_SLOPE 0 [EVAPORATION] ;;Type Parameters ;;---------- ---------- MONTHLY 0.0 0.0 2.0 3.62 4.34 5.06 5.54 4.86 3.79 2.46 1.18 0.0 DRY_ONLY NO [RAINGAGES] ;; Rain Time Snow Data ;;Name Type Intrvl Catch Source ;;-------------- --------- ------ ------ ---------- FTC-100YROLD INTENSITY 0:05 1.0 TIMESERIES OLDFCT-100YR [SUBCATCHMENTS] ;; Total Pcnt. Pcnt. Curb Snow ;;Name Raingage Outlet Area Imperv Width Slope Length Pack ;;-------------- ---------------- ---------------- -------- -------- -------- -------- -------- -------- 260 FTC-100YROLD 26 19.80 34 5627.00 2.0 0 230 FTC-100YROLD 23 5.20 48 1511.00 2.0 0 220 FTC-100YROLD 22 28.60 41 7511.00 2.0 0 210 FTC-100YROLD 21 17.50 32 6107.00 2.0 0 250 FTC-100YROLD 25 14.70 21 5106.00 2.0 0 [SUBAREAS] ;;Subcatchment N-Imperv N-Perv S-Imperv S-Perv PctZero RouteTo PctRouted ;;-------------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- 260 0.016 0.25 0.1 0.3 25 OUTLET 230 0.016 0.25 0.1 0.3 25 OUTLET 220 0.016 0.25 0.1 0.3 25 OUTLET 210 0.016 0.25 0.1 0.3 25 OUTLET 250 0.016 0.25 0.1 0.3 25 OUTLET [INFILTRATION] ;;Subcatchment MaxRate MinRate Decay DryTime MaxInfil Pond2design 1 27944 Pond2design 2 55488 Pond2design 3 77408 Pond2design 4 100060 Pond2design 5 112731 Pond2design 6 120037 Pond2design 7 127200 Pond2design 8 134701 Pond2design 9 141947 STRUCTURE Storage 1 0 STRUCTURE 2 12 STRUCTURE 3 12 STRUCTURE 4 12 Pond2Asbuilt Storage 0.00 0 Pond2Asbuilt 0.61 4836 Pond2Asbuilt 1.61 21738 Pond2Asbuilt 2.61 50358 Pond2Asbuilt 3.61 74656 Pond2Asbuilt 4.61 94389 Pond2Asbuilt 5.61 110294 Pond2Asbuilt 6.61 119116 Pond2Asbuilt 7.61 126555 Pond2Asbuilt 8.61 134031 Pond2Asbuilt 9.61 141419 [TIMESERIES] ;;Name Date Time Value ;;-------------- ---------- ---------- ---------- ;City of Fort Collins 100-yr Rain Gage OLD OLDFCT-100YR 0:0 0.0 OLDFCT-100YR 0:5 0.60 OLDFCT-100YR 0:10 0.96 OLDFCT-100YR 0:15 1.44 OLDFCT-100YR 0:20 1.68 OLDFCT-100YR 0:25 3.00 OLDFCT-100YR 0:30 5.04 OLDFCT-100YR 0:35 9.00 OLDFCT-100YR 0:40 3.72 OLDFCT-100YR 0:45 2.16 OLDFCT-100YR 0:50 1.56 OLDFCT-100YR 0:55 1.20 OLDFCT-100YR 1:0 0.84 OLDFCT-100YR 1:5 0.60 OLDFCT-100YR 1:10 0.48 OLDFCT-100YR 1:15 0.36 OLDFCT-100YR 1:20 0.36 OLDFCT-100YR 1:25 0.24 OLDFCT-100YR 1:30 0.24 OLDFCT-100YR 1:35 0.24 OLDFCT-100YR 1:40 0.24 OLDFCT-100YR 1:45 0.24 OLDFCT-100YR 1:50 0.24 OLDFCT-100YR 1:55 0.12 OLDFCT-100YR 2:0 0.12 [REPORT] INPUT NO CONTROLS NO SUBCATCHMENTS ALL NODES ALL LINKS ALL [TAGS] EPA STORM WATER MANAGEMENT MODEL - VERSION 5.0 (Build 5.0.022) -------------------------------------------------------------- Pond #2 Baseline w/ As-built Pond Pond 2 Old Rainfall with Pond 2 Asbuilt SWMM Analysis Owen Consulting Group ********************************************************* NOTE: The summary statistics displayed in this report are based on results found at every computational time step, not just on results from each reporting time step. ********************************************************* **************** Analysis Options **************** Flow Units ............... CFS Process Models: Rainfall/Runoff ........ YES Snowmelt ............... NO Groundwater ............ NO Flow Routing ........... YES Ponding Allowed ........ NO Water Quality .......... NO Infiltration Method ...... HORTON Flow Routing Method ...... DYNWAVE Starting Date ............ OCT-08-2013 00:00:00 Ending Date .............. OCT-09-2013 00:00:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 00:05:00 Wet Time Step ............ 00:05:00 Dry Time Step ............ 01:00:00 Routing Time Step ........ 10.00 sec WARNING 04: minimum elevation drop used for Conduit 23 ************************** Volume Depth Runoff Quantity Continuity acre-feet inches ************************** --------- ------- Total Precipitation ...... 20.664 2.890 Evaporation Loss ......... 2.031 0.284 Infiltration Loss ........ 5.363 0.750 Surface Runoff ........... 13.820 1.933 Final Surface Storage .... 0.000 0.000 Continuity Error (%) ..... -2.665 ************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 13.820 4.503 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 0.000 0.000 External Outflow ......... 14.789 4.819 Internal Outflow ......... 0.436 0.142 Storage Losses ........... 0.000 0.000 Initial Stored Volume .... 1.409 0.459 Final Stored Volume ...... 0.001 0.000 Continuity Error (%) ..... 0.019 *************************** Time-Step Critical Elements *************************** Link 25 (13.91%) Link 30 (3.31%) Pond #2 Baseline w/ As-built Pond POND2 STORAGE 0.00 464.01 0 00:40 0.000 4.821 ********************** Node Surcharge Summary ********************** Surcharging occurs when water rises above the top of the highest conduit. --------------------------------------------------------------------- Max. Height Min. Depth Hours Above Crown Below Rim Node Type Surcharged Feet Feet --------------------------------------------------------------------- 23 JUNCTION 24.00 0.000 10.000 22 JUNCTION 0.03 6.000 0.000 21 JUNCTION 0.23 8.000 0.000 25 JUNCTION 0.37 7.705 0.295 ********************* Node Flooding Summary ********************* Flooding refers to all water that overflows a node, whether it ponds or not. -------------------------------------------------------------------------- Total Maximum Maximum Time of Max Flood Ponded Hours Rate Occurrence Volume Depth Node Flooded CFS days hr:min 10^6 gal Feet -------------------------------------------------------------------------- 22 0.01 11.92 0 00:39 0.000 10.00 21 0.20 55.54 0 00:40 0.142 10.00 ********************** Storage Volume Summary ********************** -------------------------------------------------------------------------------------------- Average Avg E&I Maximum Max Time of Max Maximum Volume Pcnt Pcnt Volume Pcnt Occurrence Outflow Storage Unit 1000 ft3 Full Loss 1000 ft3 Full days hr:min CFS -------------------------------------------------------------------------------------------- POND2 268.421 33 0 589.908 73 0 01:30 10.33 *********************** Outfall Loading Summary *********************** ----------------------------------------------------------- Flow Avg. Max. Total Freq. Flow Flow Volume Outfall Node Pcnt. CFS CFS 10^6 gal ----------------------------------------------------------- 21INCHPIPE 100.00 7.62 10.33 4.819 SPILLWAY 0.00 0.00 0.00 0.000 ----------------------------------------------------------- System 50.00 7.62 10.33 4.819 ******************** Link Flow Summary ******************** ----------------------------------------------------------------------------- Maximum Time of Max Maximum Max/ Max/ |Flow| Occurrence |Veloc| Full Full Link Type CFS days hr:min ft/sec Flow Depth ----------------------------------------------------------------------------- 30 CONDUIT 268.21 0 00:40 28.72 0.83 0.70 20 CONDUIT 231.98 0 00:40 26.82 0.68 0.65 Pond #2 Baseline w/ As-built Pond SWMM 5 Page 3 23 DUMMY 36.41 0 00:40 [TITLE] Pond #2 Corrected Model Pond 2 NEW Rainfall with Pond 2 Asbuilt Add %I to Basin 260 SWMM Analysis Owen Consulting Group [OPTIONS] FLOW_UNITS CFS INFILTRATION HORTON FLOW_ROUTING DYNWAVE START_DATE 10/08/2013 START_TIME 00:00:00 REPORT_START_DATE 10/08/2013 REPORT_START_TIME 00:00:00 END_DATE 10/09/2013 END_TIME 00:00:00 SWEEP_START 01/01 SWEEP_END 12/31 DRY_DAYS 0 REPORT_STEP 00:05:00 WET_STEP 00:05:00 DRY_STEP 01:00:00 ROUTING_STEP 0:00:10 ALLOW_PONDING NO INERTIAL_DAMPING PARTIAL VARIABLE_STEP 0.50 LENGTHENING_STEP 0 MIN_SURFAREA 0 NORMAL_FLOW_LIMITED BOTH SKIP_STEADY_STATE NO FORCE_MAIN_EQUATION H-W LINK_OFFSETS DEPTH MIN_SLOPE 0 [EVAPORATION] ;;Type Parameters ;;---------- ---------- MONTHLY 0.0 0.0 2.0 3.62 4.34 5.06 5.54 4.86 3.79 2.46 1.18 0.0 DRY_ONLY NO [RAINGAGES] ;; Rain Time Snow Data ;;Name Type Intrvl Catch Source ;;-------------- --------- ------ ------ ---------- FTC-100YR INTENSITY 0:05 1.0 TIMESERIES FCT-100YR [SUBCATCHMENTS] ;; Total Pcnt. Pcnt. Curb Snow ;;Name Raingage Outlet Area Imperv Width Slope Length Pack ;;-------------- ---------------- ---------------- -------- -------- -------- -------- -------- -------- 260 FTC-100YR 26 19.8 57 5627.00 2.0 0 230 FTC-100YR 23 5.20 48 1511.00 2.0 0 220 FTC-100YR 22 28.60 41 7511.00 2.0 0 210 FTC-100YR 21 17.50 32 6107.00 2.0 0 250 FTC-100YR 25 14.70 21 5106.00 2.0 0 [SUBAREAS] ;;Subcatchment N-Imperv N-Perv S-Imperv S-Perv PctZero RouteTo PctRouted ;;-------------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- 260 0.016 0.25 0.1 0.3 25 OUTLET 230 0.016 0.25 0.1 0.3 25 OUTLET 220 0.016 0.25 0.1 0.3 25 OUTLET 210 0.016 0.25 0.1 0.3 25 OUTLET 250 0.016 0.25 0.1 0.3 25 OUTLET [INFILTRATION] ;;Subcatchment MaxRate MinRate Decay DryTime MaxInfil Pond2design 1 27944 Pond2design 2 55488 Pond2design 3 77408 Pond2design 4 100060 Pond2design 5 112731 Pond2design 6 120037 Pond2design 7 127200 Pond2design 8 134701 Pond2design 9 141947 STRUCTURE Storage 1 0 STRUCTURE 2 12 STRUCTURE 3 12 STRUCTURE 4 12 Pond2Asbuilt Storage 0.00 0 Pond2Asbuilt 0.61 4836 Pond2Asbuilt 1.61 21738 Pond2Asbuilt 2.61 50358 Pond2Asbuilt 3.61 74656 Pond2Asbuilt 4.61 94389 Pond2Asbuilt 5.61 110294 Pond2Asbuilt 6.61 119116 Pond2Asbuilt 7.61 126555 Pond2Asbuilt 8.61 134031 Pond2Asbuilt 9.61 141419 [TIMESERIES] ;;Name Date Time Value ;;-------------- ---------- ---------- ---------- ;City of Fort Collins 100-yr Rain Gage OLD OLDFCT-100YR 0:0 0.0 OLDFCT-100YR 0:5 0.60 OLDFCT-100YR 0:10 0.96 OLDFCT-100YR 0:15 1.44 OLDFCT-100YR 0:20 1.68 OLDFCT-100YR 0:25 3.00 OLDFCT-100YR 0:30 5.04 OLDFCT-100YR 0:35 9.00 OLDFCT-100YR 0:40 3.72 OLDFCT-100YR 0:45 2.16 OLDFCT-100YR 0:50 1.56 OLDFCT-100YR 0:55 1.20 OLDFCT-100YR 1:0 0.84 OLDFCT-100YR 1:5 0.60 OLDFCT-100YR 1:10 0.48 OLDFCT-100YR 1:15 0.36 OLDFCT-100YR 1:20 0.36 OLDFCT-100YR 1:25 0.24 OLDFCT-100YR 1:30 0.24 OLDFCT-100YR 1:35 0.24 OLDFCT-100YR 1:40 0.24 OLDFCT-100YR 1:45 0.24 OLDFCT-100YR 1:50 0.24 OLDFCT-100YR 1:55 0.12 OLDFCT-100YR 2:0 0.12 ;City of Fort Collins 100-yr RainGage NEW FCT-100YR 0:0 0.00 FCT-100YR 0:5 1.00 FCT-100YR 0:10 1.14 FCT-100YR 0:15 1.33 FCT-100YR 0:20 2.23 FCT-100YR 0:25 2.84 Pond #2 Corrected Model SWMM 5 Page 5 EPA STORM WATER MANAGEMENT MODEL - VERSION 5.0 (Build 5.0.022) -------------------------------------------------------------- Pond #2 Corrected Model Pond 2 NEW Rainfall with Pond 2 Asbuilt Add %I to Basin 260 SWMM Analysis Owen Consulting Group ********************************************************* NOTE: The summary statistics displayed in this report are based on results found at every computational time step, not just on results from each reporting time step. ********************************************************* **************** Analysis Options **************** Flow Units ............... CFS Process Models: Rainfall/Runoff ........ YES Snowmelt ............... NO Groundwater ............ NO Flow Routing ........... YES Ponding Allowed ........ NO Water Quality .......... NO Infiltration Method ...... HORTON Flow Routing Method ...... DYNWAVE Starting Date ............ OCT-08-2013 00:00:00 Ending Date .............. OCT-09-2013 00:00:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 00:05:00 Wet Time Step ............ 00:05:00 Dry Time Step ............ 01:00:00 Routing Time Step ........ 10.00 sec WARNING 04: minimum elevation drop used for Conduit 23 ************************** Volume Depth Runoff Quantity Continuity acre-feet inches ************************** --------- ------- Total Precipitation ...... 26.235 3.669 Evaporation Loss ......... 2.217 0.310 Infiltration Loss ........ 5.992 0.838 Surface Runoff ........... 18.650 2.608 Final Surface Storage .... 0.000 0.000 Continuity Error (%) ..... -2.378 ************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 18.650 6.077 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 0.000 0.000 External Outflow ......... 17.746 5.783 Internal Outflow ......... 0.674 0.220 Storage Losses ........... 0.000 0.000 Initial Stored Volume .... 1.409 0.459 Final Stored Volume ...... 1.638 0.534 Continuity Error (%) ..... 0.003 *************************** Time-Step Critical Elements *************************** Link 25 (19.51%) Link 30 (3.66%) Pond #2 Corrected Model POND2 STORAGE 0.00 548.14 0 00:40 0.000 6.313 ********************** Node Surcharge Summary ********************** Surcharging occurs when water rises above the top of the highest conduit. --------------------------------------------------------------------- Max. Height Min. Depth Hours Above Crown Below Rim Node Type Surcharged Feet Feet --------------------------------------------------------------------- 23 JUNCTION 24.00 0.000 10.000 22 JUNCTION 0.07 6.000 0.000 21 JUNCTION 0.27 8.000 0.000 25 JUNCTION 0.40 8.000 0.000 26 JUNCTION 0.02 6.000 0.000 ********************* Node Flooding Summary ********************* Flooding refers to all water that overflows a node, whether it ponds or not. -------------------------------------------------------------------------- Total Maximum Maximum Time of Max Flood Ponded Hours Rate Occurrence Volume Depth Node Flooded CFS days hr:min 10^6 gal Feet -------------------------------------------------------------------------- 22 0.01 13.13 0 00:38 0.000 10.00 21 0.24 72.21 0 00:40 0.211 10.00 25 0.05 11.51 0 00:40 0.008 10.00 26 0.01 8.90 0 00:40 0.000 10.00 ********************** Storage Volume Summary ********************** -------------------------------------------------------------------------------------------- Average Avg E&I Maximum Max Time of Max Maximum Volume Pcnt Pcnt Volume Pcnt Occurrence Outflow Storage Unit 1000 ft3 Full Loss 1000 ft3 Full days hr:min CFS -------------------------------------------------------------------------------------------- POND2 415.936 52 0 769.282 95 0 02:09 11.30 *********************** Outfall Loading Summary *********************** ----------------------------------------------------------- Flow Avg. Max. Total Freq. Flow Flow Volume Outfall Node Pcnt. CFS CFS 10^6 gal ----------------------------------------------------------- 21INCHPIPE 100.00 9.05 11.21 5.782 SPILLWAY 0.00 0.00 0.00 0.000 ----------------------------------------------------------- System 50.00 9.05 11.21 5.782 ******************** Link Flow Summary ******************** ----------------------------------------------------------------------------- Maximum Time of Max Maximum Max/ Max/ |Flow| Occurrence |Veloc| Full Full Link Type CFS days hr:min ft/sec Flow Depth Pond #2 Corrected Model SWMM 5 Page 3 ----------------------------------------------------------------------------- [TITLE] Pond Proposed Model Pond 2 NEW Rainfall with Pond 2 Asbuilt Determine 100yr wsel and Orifice Include New %I to Basin 260 Owen Consulting Group [OPTIONS] FLOW_UNITS CFS INFILTRATION HORTON FLOW_ROUTING DYNWAVE START_DATE 10/08/2013 START_TIME 00:00:00 REPORT_START_DATE 10/08/2013 REPORT_START_TIME 00:00:00 END_DATE 10/09/2013 END_TIME 00:00:00 SWEEP_START 01/01 SWEEP_END 12/31 DRY_DAYS 0 REPORT_STEP 00:05:00 WET_STEP 00:05:00 DRY_STEP 01:00:00 ROUTING_STEP 0:00:10 ALLOW_PONDING NO INERTIAL_DAMPING PARTIAL VARIABLE_STEP 0.50 LENGTHENING_STEP 0 MIN_SURFAREA 0 NORMAL_FLOW_LIMITED BOTH SKIP_STEADY_STATE NO FORCE_MAIN_EQUATION H-W LINK_OFFSETS DEPTH MIN_SLOPE 0 [EVAPORATION] ;;Type Parameters ;;---------- ---------- MONTHLY 0.0 0.0 2.0 3.62 4.34 5.06 5.54 4.86 3.79 2.46 1.18 0.0 DRY_ONLY NO [RAINGAGES] ;; Rain Time Snow Data ;;Name Type Intrvl Catch Source ;;-------------- --------- ------ ------ ---------- FTC-100YR INTENSITY 0:05 1.0 TIMESERIES FCT-100YR [SUBCATCHMENTS] ;; Total Pcnt. Pcnt. Curb Snow ;;Name Raingage Outlet Area Imperv Width Slope Length Pack ;;-------------- ---------------- ---------------- -------- -------- -------- -------- -------- -------- 260 FTC-100YR 26 20.662 41 5627.00 2.0 0 230 FTC-100YR 23 5.20 48 1511.00 2.0 0 220 FTC-100YR 22 28.60 41 7511.00 2.0 0 210 FTC-100YR 21 17.50 32 6107.00 2.0 0 250 FTC-100YR 25 14.70 21 5106.00 2.0 0 [SUBAREAS] ;;Subcatchment N-Imperv N-Perv S-Imperv S-Perv PctZero RouteTo PctRouted ;;-------------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- 260 0.016 0.25 0.1 0.3 25 OUTLET 230 0.016 0.25 0.1 0.3 25 OUTLET 220 0.016 0.25 0.1 0.3 25 OUTLET 210 0.016 0.25 0.1 0.3 25 OUTLET 250 0.016 0.25 0.1 0.3 25 OUTLET [INFILTRATION] ;;Subcatchment MaxRate MinRate Decay DryTime MaxInfil Pond2design 1 27944 Pond2design 2 55488 Pond2design 3 77408 Pond2design 4 100060 Pond2design 5 112731 Pond2design 6 120037 Pond2design 7 127200 Pond2design 8 134701 Pond2design 9 141947 STRUCTURE Storage 1 0 STRUCTURE 2 12 STRUCTURE 3 12 STRUCTURE 4 12 Pond2Asbuilt Storage 0.00 0 Pond2Asbuilt 0.61 4836 Pond2Asbuilt 1.61 21738 Pond2Asbuilt 2.61 50358 Pond2Asbuilt 3.61 74656 Pond2Asbuilt 4.61 94389 Pond2Asbuilt 5.61 110294 Pond2Asbuilt 6.61 119116 Pond2Asbuilt 7.61 126555 Pond2Asbuilt 8.61 134031 Pond2Asbuilt 9.61 141419 [TIMESERIES] ;;Name Date Time Value ;;-------------- ---------- ---------- ---------- ;City of Fort Collins 100-yr Rain Gage OLD OLDFCT-100YR 0:0 0.0 OLDFCT-100YR 0:5 0.60 OLDFCT-100YR 0:10 0.96 OLDFCT-100YR 0:15 1.44 OLDFCT-100YR 0:20 1.68 OLDFCT-100YR 0:25 3.00 OLDFCT-100YR 0:30 5.04 OLDFCT-100YR 0:35 9.00 OLDFCT-100YR 0:40 3.72 OLDFCT-100YR 0:45 2.16 OLDFCT-100YR 0:50 1.56 OLDFCT-100YR 0:55 1.20 OLDFCT-100YR 1:0 0.84 OLDFCT-100YR 1:5 0.60 OLDFCT-100YR 1:10 0.48 OLDFCT-100YR 1:15 0.36 OLDFCT-100YR 1:20 0.36 OLDFCT-100YR 1:25 0.24 OLDFCT-100YR 1:30 0.24 OLDFCT-100YR 1:35 0.24 OLDFCT-100YR 1:40 0.24 OLDFCT-100YR 1:45 0.24 OLDFCT-100YR 1:50 0.24 OLDFCT-100YR 1:55 0.12 OLDFCT-100YR 2:0 0.12 ;City of Fort Collins 100-yr RainGage NEW FCT-100YR 0:0 0.00 FCT-100YR 0:5 1.00 FCT-100YR 0:10 1.14 FCT-100YR 0:15 1.33 FCT-100YR 0:20 2.23 FCT-100YR 0:25 2.84 Pond Proposed Model SWMM 5 Page 5 EPA STORM WATER MANAGEMENT MODEL - VERSION 5.0 (Build 5.0.022) -------------------------------------------------------------- Pond Proposed Model Pond 2 NEW Rainfall with Pond 2 Asbuilt Determine 100yr wsel and Orifice Include New %I to Basin 260 Owen Consulting Group ********************************************************* NOTE: The summary statistics displayed in this report are based on results found at every computational time step, not just on results from each reporting time step. ********************************************************* **************** Analysis Options **************** Flow Units ............... CFS Process Models: Rainfall/Runoff ........ YES Snowmelt ............... NO Groundwater ............ NO Flow Routing ........... YES Ponding Allowed ........ NO Water Quality .......... NO Infiltration Method ...... HORTON Flow Routing Method ...... DYNWAVE Starting Date ............ OCT-08-2013 00:00:00 Ending Date .............. OCT-09-2013 00:00:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 00:05:00 Wet Time Step ............ 00:05:00 Dry Time Step ............ 01:00:00 Routing Time Step ........ 10.00 sec WARNING 04: minimum elevation drop used for Conduit 23 ************************** Volume Depth Runoff Quantity Continuity acre-feet inches ************************** --------- ------- Total Precipitation ...... 26.498 3.669 Evaporation Loss ......... 2.246 0.311 Infiltration Loss ........ 6.439 0.892 Surface Runoff ........... 18.467 2.557 Final Surface Storage .... 0.000 0.000 Continuity Error (%) ..... -2.468 ************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 18.467 6.018 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 0.000 0.000 External Outflow ......... 16.045 5.229 Internal Outflow ......... 0.673 0.219 Storage Losses ........... 0.000 0.000 Initial Stored Volume .... 1.273 0.415 Final Stored Volume ...... 3.019 0.984 Continuity Error (%) ..... 0.008 *************************** Time-Step Critical Elements *************************** Link 25 (19.52%) Link 30 (3.66%) Pond Proposed Model POND2 STORAGE 0.00 531.61 0 00:40 0.000 6.209 ********************** Node Surcharge Summary ********************** Surcharging occurs when water rises above the top of the highest conduit. --------------------------------------------------------------------- Max. Height Min. Depth Hours Above Crown Below Rim Node Type Surcharged Feet Feet --------------------------------------------------------------------- 23 JUNCTION 24.00 0.000 10.000 22 JUNCTION 0.07 6.000 0.000 21 JUNCTION 0.27 8.000 0.000 25 JUNCTION 0.40 8.000 0.000 ********************* Node Flooding Summary ********************* Flooding refers to all water that overflows a node, whether it ponds or not. -------------------------------------------------------------------------- Total Maximum Maximum Time of Max Flood Ponded Hours Rate Occurrence Volume Depth Node Flooded CFS days hr:min 10^6 gal Feet -------------------------------------------------------------------------- 22 0.01 13.13 0 00:38 0.000 10.00 21 0.24 72.21 0 00:40 0.211 10.00 25 0.05 11.51 0 00:40 0.008 10.00 ********************** Storage Volume Summary ********************** -------------------------------------------------------------------------------------------- Average Avg E&I Maximum Max Time of Max Maximum Volume Pcnt Pcnt Volume Pcnt Occurrence Outflow Storage Unit 1000 ft3 Full Loss 1000 ft3 Full days hr:min CFS -------------------------------------------------------------------------------------------- POND2 441.991 46 0 764.891 80 0 02:09 9.89 *********************** Outfall Loading Summary *********************** ----------------------------------------------------------- Flow Avg. Max. Total Freq. Flow Flow Volume Outfall Node Pcnt. CFS CFS 10^6 gal ----------------------------------------------------------- 21INCHPIPE 100.00 8.13 9.79 5.228 SPILLWAY 0.00 0.00 0.00 0.000 ----------------------------------------------------------- System 50.00 8.13 9.79 5.228 ******************** Link Flow Summary ******************** ----------------------------------------------------------------------------- Maximum Time of Max Maximum Max/ Max/ |Flow| Occurrence |Veloc| Full Full Link Type CFS days hr:min ft/sec Flow Depth ----------------------------------------------------------------------------- 30 CONDUIT 301.86 0 00:40 29.20 0.94 0.77 Pond Proposed Model SWMM 5 Page 3 20 CONDUIT 260.42 0 00:40 27.21 0.76 0.71 [TITLE] Pond #2 Proposed Model with Clogged Orifice Pond 2 NEW Rainfall with Pond 2 Asbuilt and Clogged Orifice Owen Consulting Group [OPTIONS] FLOW_UNITS CFS INFILTRATION HORTON FLOW_ROUTING DYNWAVE START_DATE 10/08/2013 START_TIME 00:00:00 REPORT_START_DATE 10/08/2013 REPORT_START_TIME 00:00:00 END_DATE 10/09/2013 END_TIME 00:00:00 SWEEP_START 01/01 SWEEP_END 12/31 DRY_DAYS 0 REPORT_STEP 00:05:00 WET_STEP 00:05:00 DRY_STEP 01:00:00 ROUTING_STEP 0:00:10 ALLOW_PONDING NO INERTIAL_DAMPING PARTIAL VARIABLE_STEP 0.50 LENGTHENING_STEP 0 MIN_SURFAREA 0 NORMAL_FLOW_LIMITED BOTH SKIP_STEADY_STATE NO FORCE_MAIN_EQUATION H-W LINK_OFFSETS DEPTH MIN_SLOPE 0 [EVAPORATION] ;;Type Parameters ;;---------- ---------- MONTHLY 0.0 0.0 2.0 3.62 4.34 5.06 5.54 4.86 3.79 2.46 1.18 0.0 DRY_ONLY NO [RAINGAGES] ;; Rain Time Snow Data ;;Name Type Intrvl Catch Source ;;-------------- --------- ------ ------ ---------- FTC-100YR INTENSITY 0:05 1.0 TIMESERIES FCT-100YR [SUBCATCHMENTS] ;; Total Pcnt. Pcnt. Curb Snow ;;Name Raingage Outlet Area Imperv Width Slope Length Pack ;;-------------- ---------------- ---------------- -------- -------- -------- -------- -------- -------- 260 FTC-100YR 26 20.662 41 5627.00 2.0 0 230 FTC-100YR 23 5.20 48 1511.00 2.0 0 220 FTC-100YR 22 28.60 41 7511.00 2.0 0 210 FTC-100YR 21 17.50 32 6107.00 2.0 0 250 FTC-100YR 25 14.70 21 5106.00 2.0 0 [SUBAREAS] ;;Subcatchment N-Imperv N-Perv S-Imperv S-Perv PctZero RouteTo PctRouted ;;-------------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- 260 0.016 0.25 0.1 0.3 25 OUTLET 230 0.016 0.25 0.1 0.3 25 OUTLET 220 0.016 0.25 0.1 0.3 25 OUTLET 210 0.016 0.25 0.1 0.3 25 OUTLET 250 0.016 0.25 0.1 0.3 25 OUTLET [INFILTRATION] ;;Subcatchment MaxRate MinRate Decay DryTime MaxInfil Pond2design 9 141947 STRUCTURE Storage 1 0 STRUCTURE 2 12 STRUCTURE 3 12 STRUCTURE 4 12 Pond2Asbuilt Storage 0.00 0 Pond2Asbuilt 0.61 4836 Pond2Asbuilt 1.61 21738 Pond2Asbuilt 2.61 50358 Pond2Asbuilt 3.61 74656 Pond2Asbuilt 4.61 94389 Pond2Asbuilt 5.61 110294 Pond2Asbuilt 6.61 119116 Pond2Asbuilt 7.61 126555 Pond2Asbuilt 8.61 134031 Pond2Asbuilt 9.61 141419 [TIMESERIES] ;;Name Date Time Value ;;-------------- ---------- ---------- ---------- ;City of Fort Collins 100-yr Rain Gage OLD OLDFCT-100YR 0:0 0.0 OLDFCT-100YR 0:5 0.60 OLDFCT-100YR 0:10 0.96 OLDFCT-100YR 0:15 1.44 OLDFCT-100YR 0:20 1.68 OLDFCT-100YR 0:25 3.00 OLDFCT-100YR 0:30 5.04 OLDFCT-100YR 0:35 9.00 OLDFCT-100YR 0:40 3.72 OLDFCT-100YR 0:45 2.16 OLDFCT-100YR 0:50 1.56 OLDFCT-100YR 0:55 1.20 OLDFCT-100YR 1:0 0.84 OLDFCT-100YR 1:5 0.60 OLDFCT-100YR 1:10 0.48 OLDFCT-100YR 1:15 0.36 OLDFCT-100YR 1:20 0.36 OLDFCT-100YR 1:25 0.24 OLDFCT-100YR 1:30 0.24 OLDFCT-100YR 1:35 0.24 OLDFCT-100YR 1:40 0.24 OLDFCT-100YR 1:45 0.24 OLDFCT-100YR 1:50 0.24 OLDFCT-100YR 1:55 0.12 OLDFCT-100YR 2:0 0.12 ;City of Fort Collins 100-yr RainGage NEW FCT-100YR 0:0 0.00 FCT-100YR 0:5 1.00 FCT-100YR 0:10 1.14 FCT-100YR 0:15 1.33 FCT-100YR 0:20 2.23 FCT-100YR 0:25 2.84 FCT-100YR 0:30 5.49 FCT-100YR 0:35 9.95 FCT-100YR 0:40 4.12 FCT-100YR 0:45 2.48 FCT-100YR 0:50 1.46 FCT-100YR 0:55 1.22 FCT-100YR 1:0 1.06 FCT-100YR 1:5 1.00 EPA STORM WATER MANAGEMENT MODEL - VERSION 5.0 (Build 5.0.022) -------------------------------------------------------------- Pond #2 Proposed Model with Clogged Orifice Pond 2 NEW Rainfall with Pond 2 Asbuilt and Clogged Orifice Owen Consulting Group ********************************************************* NOTE: The summary statistics displayed in this report are based on results found at every computational time step, not just on results from each reporting time step. ********************************************************* **************** Analysis Options **************** Flow Units ............... CFS Process Models: Rainfall/Runoff ........ YES Snowmelt ............... NO Groundwater ............ NO Flow Routing ........... YES Ponding Allowed ........ NO Water Quality .......... NO Infiltration Method ...... HORTON Flow Routing Method ...... DYNWAVE Starting Date ............ OCT-08-2013 00:00:00 Ending Date .............. OCT-09-2013 00:00:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 00:05:00 Wet Time Step ............ 00:05:00 Dry Time Step ............ 01:00:00 Routing Time Step ........ 10.00 sec WARNING 04: minimum elevation drop used for Conduit 23 ************************** Volume Depth Runoff Quantity Continuity acre-feet inches ************************** --------- ------- Total Precipitation ...... 26.498 3.669 Evaporation Loss ......... 2.246 0.311 Infiltration Loss ........ 6.439 0.892 Surface Runoff ........... 18.467 2.557 Final Surface Storage .... 0.000 0.000 Continuity Error (%) ..... -2.468 ************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 18.467 6.018 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 0.000 0.000 External Outflow ......... 0.435 0.142 Internal Outflow ......... 0.673 0.219 Storage Losses ........... 0.000 0.000 Initial Stored Volume .... 1.285 0.419 Final Stored Volume ...... 18.647 6.076 Continuity Error (%) ..... -0.022 *************************** Time-Step Critical Elements *************************** Link 25 (19.38%) Link 30 (3.67%) Pond #2 Proposed Model with Clogged Orifice ********************** Node Surcharge Summary ********************** Surcharging occurs when water rises above the top of the highest conduit. --------------------------------------------------------------------- Max. Height Min. Depth Hours Above Crown Below Rim Node Type Surcharged Feet Feet --------------------------------------------------------------------- 23 JUNCTION 24.00 0.000 10.000 22 JUNCTION 0.07 6.000 0.000 21 JUNCTION 0.27 8.000 0.000 25 JUNCTION 0.40 8.000 0.000 ********************* Node Flooding Summary ********************* Flooding refers to all water that overflows a node, whether it ponds or not. -------------------------------------------------------------------------- Total Maximum Maximum Time of Max Flood Ponded Hours Rate Occurrence Volume Depth Node Flooded CFS days hr:min 10^6 gal Feet -------------------------------------------------------------------------- 22 0.01 13.13 0 00:38 0.000 10.00 21 0.24 72.21 0 00:40 0.211 10.00 25 0.05 11.51 0 00:40 0.008 10.00 ********************** Storage Volume Summary ********************** -------------------------------------------------------------------------------------------- Average Avg E&I Maximum Max Time of Max Maximum Volume Pcnt Pcnt Volume Pcnt Occurrence Outflow Storage Unit 1000 ft3 Full Loss 1000 ft3 Full days hr:min CFS -------------------------------------------------------------------------------------------- POND2 741.646 78 0 811.158 85 0 02:00 29.36 *********************** Outfall Loading Summary *********************** ----------------------------------------------------------- Flow Avg. Max. Total Freq. Flow Flow Volume Outfall Node Pcnt. CFS CFS 10^6 gal ----------------------------------------------------------- SPILLWAY 2.37 16.94 29.36 0.142 ----------------------------------------------------------- System 2.37 16.94 29.36 0.142 ******************** Link Flow Summary ******************** ----------------------------------------------------------------------------- Maximum Time of Max Maximum Max/ Max/ |Flow| Occurrence |Veloc| Full Full Link Type CFS days hr:min ft/sec Flow Depth ----------------------------------------------------------------------------- 30 CONDUIT 301.86 0 00:40 29.20 0.94 0.77 20 CONDUIT 260.42 0 00:40 27.21 0.76 0.71 23 DUMMY 41.40 0 00:40 22 CONDUIT 209.13 0 00:40 18.85 1.33 0.83 Pond #2 Proposed Model with Clogged Orifice SWMM 5 Page 3 Project: Basin ID: WQCV Design Volume (Input): Catchment Imperviousness, Ia = 44.0 percent Diameter of holes, D = 1.335 in. Time to Drain the Pond = 40 hours Catchment Area, A = 5.31 acres Number of holes per row, N = 1 Depth at WQCV outlet above lowest perforation, H = 1.00 feet OR Vertical distance between rows, h = 4.00 inches Number of rows, NL = 3 Height of slot, H = in. Orifice discharge coefficient, Co = 0.65 Width of slot, W = in. Slope of Basin Trickle Channel, S = 0.005 ft / ft Outlet Design Information (Output): Water Quality Capture Volume (1.0 * (0.91 * I^3 - 1.19 * I^2 + 0.78 * I)), WQCV = 0.190 watershed inches Water Quality Capture Volume (WQCV) = 0.084 acre-feet 1.00 Design Volume (WQCV / 12 * Area * 1.2) Vol = 0.101 acre-feet Outlet area per row, Ao = 0.34 square inches Total opening area at each row based on user-input above, Ao = 1.40 square inches Total opening area at each row based on user-input above, Ao = 0.010 square feet Calculation of Collection Capacity: Stage Row 1 Row 2 Row 3 Row 4 Row 5 Row 6 Row 7 Row 8 Row 9 Row 10 Row 11 Row 12 Row 13 Row 14 Row 15 Row 16 Row 17 Row 18 Row 19 Row 20 Row 21 Row 22 Row 23 Row 23 ΣΣΣΣ ft 0.67 1.00 1.33 Flow (input) #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 #N/A #N/A #N/A #N/A Project: Basin ID: WQCV Design Volume (Input): Catchment Imperviousness, Ia = 38.0 percent Diameter of holes, D = 1.335 in. Time to Drain the Pond = 40 hours Catchment Area, A = 8.17 acres Number of holes per row, N = 1 Depth at WQCV outlet above lowest perforation, H = 1.00 feet OR Vertical distance between rows, h = 4.00 inches Number of rows, NL = 3 Height of slot, H = in. Orifice discharge coefficient, Co = 0.65 Width of slot, W = in. Slope of Basin Trickle Channel, S = 0.005 ft / ft Outlet Design Information (Output): Water Quality Capture Volume (1.0 * (0.91 * I^3 - 1.19 * I^2 + 0.78 * I)), WQCV = 0.174 watershed inches Water Quality Capture Volume (WQCV) = 0.119 acre-feet 1.00 Design Volume (WQCV / 12 * Area * 1.2) Vol = 0.143 acre-feet Outlet area per row, Ao = 0.47 square inches Total opening area at each row based on user-input above, Ao = 1.40 square inches Total opening area at each row based on user-input above, Ao = 0.010 square feet Calculation of Collection Capacity: Stage Row 1 Row 2 Row 3 Row 4 Row 5 Row 6 Row 7 Row 8 Row 9 Row 10 Row 11 Row 12 Row 13 Row 14 Row 15 Row 16 Row 17 Row 18 Row 19 Row 20 Row 21 Row 22 Row 23 Row 23 ΣΣΣΣ ft 0.67 1.00 1.33 Flow (input) #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 #N/A #N/A #N/A #N/A Worksheet Protected Project: Basin ID: STAGE-DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET Ridgewood Hills Fourth Filing South Swale 0.00 500.00 1000.00 1500.00 2000.00 2500.00 3000.00 3500.00 4000.00 4500.00 5000.00 5500.00 6000.00 6500.00 7000.00 7500.00 8000.00 8500.00 9000.00 9500.00 10000.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 Stage (feet, elev.) Discharge (cfs) STAGE-DISCHARGE CURVE FOR THE WQCV OUTLET STRUCTURE UD Detention_v2.33 South Swale.xls, WQCV 12/13/2013, 12:02 PM APPENDIX C – HYDRAULICS STREET CAPACITY CALCULATIONS INLET CALCULATIONS STORM SEWER/HGL CALCULATIONS Worksheet Protected Project: Inlet ID: Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm (local peak flow for 1/2 of street OR grass-lined channel): *QKnown = 1.7 7.8 cfs * If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet. Geographic Information: (Enter data in the blue cells): Subcatchment Area = Acres You cannot enter values for Q and use the Q calculator at the same time Percent Imperviousness = % NRCS Soil Type = A, B, C, or D Slope (ft/ft) Length (ft) Overland Flow = Gutter Flow = Rainfall Information: Intensity I (inch/hr) = C1 * P1 / ( C2 + Tc ) ^ C3 Minor Storm Major Storm Design Storm Return Period, Tr = years Return Period One-Hour Precipitation, P1 = inches C1 = C2 = C3 = User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 = Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.0 0.0 cfs Total Design Peak Flow, Q = 1.7 7.8 cfs <--- FILL IN THIS SECTION OR… FILL IN THE SECTIONS BELOW. <--- DESIGN PEAK FLOW FOR ONE-HALF OF STREET OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD Ridgewood Hills Fourth Filing Design Point 6 Inlet Site is Urban Site is Non-Urban Show Details Site Type: Street Inlets Area Inlets in a Median Flows Developed For: Design Point 6 Inlet Sump.xlsm, Q-Peak 12/4/2013, 1:38 PM Project = Inlet ID = Design Information (Input) MINOR MAJOR Type of Inlet Inlet Type = Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 1 1 Water Depth at Flowline (outside of local depression) Ponding Depth = 6.0 7.5 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = N/A N/A feet Width of a Unit Grate Wo = N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert = 6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat = 6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.6) Cw (C) = 3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.67 0.67 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Q a = 5.4 8.6 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q PEAK REQUIRED = 1.7 7.8 cfs INLET IN A SUMP OR SAG LOCATION Ridgewood Hills Fourth Filing Design Point 6 Inlet CDOT Type R Curb Opening H-Vert H-Curb W Lo (C) Lo (G) Wo WP Override Depths Design Point 6 Inlet Sump.xlsm, Inlet In Sump 12/4/2013, 1:39 PM Project: Inlet ID: Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm (local peak flow for 1/2 of street OR grass-lined channel): *QKnown = 8.5 45.5 cfs * If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet. Geographic Information: (Enter data in the blue cells): Subcatchment Area = Acres You cannot enter values for Q and use the Q calculator at the same time Percent Imperviousness = % NRCS Soil Type = A, B, C, or D Slope (ft/ft) Length (ft) Overland Flow = Gutter Flow = Rainfall Information: Intensity I (inch/hr) = C1 * P1 / ( C2 + Tc ) ^ C3 Minor Storm Major Storm Design Storm Return Period, Tr = years Return Period One-Hour Precipitation, P1 = inches C1 = C2 = C3 = User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 = Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.0 0.0 cfs Total Design Peak Flow, Q = 8.5 45.5 cfs DESIGN PEAK FLOW FOR ONE-HALF OF STREET OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD Ridgewood Hills Fourth Filing Design Point 11 Inlet Site is Urban Site is Non-Urban Show Details Site Type: Street Inlets Area Inlets in a Median Flows Developed For: Design Point 11 Inlet Grade Street.xlsm, Q-Peak 12/4/2013, 1:35 PM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 13.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.020 Height of Curb at Gutter Flow Line HCURB = 6.00 inches Distance from Curb Face to Street Crown TCROWN = 25.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.027 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.015 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 19.5 25.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 9.1 inches Allow Flow Depth at Street Crown (leave blank for no) check = yes MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Spread Criterion Qallow = 19.6 51.5 cfs Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak' ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) Ridgewood Hills Fourth Filing Design Point 11 Inlet (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak' Design Point 11 Inlet Grade Street.xlsm, Q-Allow 12/4/2013, 1:36 PM Project: Inlet ID: Design Information (Input) MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') aLOCAL = 2.0 2.0 inches Total Number of Units in the Inlet (Grate or Curb Opening) No = 2 2 Length of a Single Unit Inlet (Grate or Curb Opening) Lo = 3.00 3.00 ft Width of a Unit Grate (cannot be greater than W from Q-Allow) Wo = 1.73 1.73 ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5) Cf -G = 0.50 0.50 Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1) Cf -C = 0.10 0.10 Street Hydraulics: OK - Q < maximum allowable from sheet 'Q-Allow' MINOR MAJOR Total Inlet Interception Capacity Q = 3.87 8.46 cfs Total Inlet Carry-Over Flow (flow bypassing inlet) Qb = 4.6 37.0 cfs Capture Percentage = Qa /Qo = C% = 46 19 % INLET ON A CONTINUOUS GRADE Ridgewood Hills Fourth Filing Design Point 11 Inlet Denver No. 16 Combination Design Point 11 Inlet Grade Street.xlsm, Inlet On Grade 12/4/2013, 1:37 PM Project: Inlet ID: Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm (local peak flow for 1/2 of street OR grass-lined channel): *QKnown = 4.6 37.0 cfs * If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet. Geographic Information: (Enter data in the blue cells): Subcatchment Area = Acres You cannot enter values for Q and use the Q calculator at the same time Percent Imperviousness = % NRCS Soil Type = A, B, C, or D Slope (ft/ft) Length (ft) Overland Flow = Gutter Flow = Rainfall Information: Intensity I (inch/hr) = C1 * P1 / ( C2 + Tc ) ^ C3 Minor Storm Major Storm Design Storm Return Period, Tr = years Return Period One-Hour Precipitation, P1 = inches C1 = C2 = C3 = User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 = Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.0 0.0 cfs Total Design Peak Flow, Q = 4.6 37.0 cfs DESIGN PEAK FLOW FOR ONE-HALF OF STREET OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD Ridgewood Hills Fourth Filing Design Point 21 Inlet Site is Urban Site is Non-Urban Show Details Site Type: Street Inlets Area Inlets in a Median Flows Developed For: Design Point 21 Inlet Sump.xlsm, Q-Peak 12/4/2013, 1:40 PM Project = Inlet ID = Design Information (Input) MINOR MAJOR Type of Inlet Inlet Type = Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 4 4 Water Depth at Flowline (outside of local depression) Ponding Depth = 6.0 7.5 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = N/A N/A feet Width of a Unit Grate Wo = N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert = 6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat = 6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.6) Cw (C) = 3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.67 0.67 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 18.2 32.5 cfs WARNING: Inlet Capacity less than Q Peak for MAJOR Storm Q PEAK REQUIRED = 4.6 37.0 cfs INLET IN A SUMP OR SAG LOCATION Ridgewood Hills Fourth Filing Design Point 21 Inlet CDOT Type R Curb Opening H-Vert H-Curb W Lo (C) Lo (G) Wo WP Override Depths Design Point 21 Inlet Sump.xlsm, Inlet In Sump 12/4/2013, 1:42 PM Project: Inlet ID: Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm (local peak flow for 1/2 of street OR grass-lined channel): *QKnown = 0.6 3.2 cfs * If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet. Geographic Information: (Enter data in the blue cells): Subcatchment Area = Acres You cannot enter values for Q and use the Q calculator at the same time Percent Imperviousness = % NRCS Soil Type = A, B, C, or D Slope (ft/ft) Length (ft) Overland Flow = Gutter Flow = Rainfall Information: Intensity I (inch/hr) = C1 * P1 / ( C2 + Tc ) ^ C3 Minor Storm Major Storm Design Storm Return Period, Tr = years Return Period One-Hour Precipitation, P1 = inches C1 = C2 = C3 = User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 = Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.0 0.0 cfs Total Design Peak Flow, Q = 0.6 3.2 cfs DESIGN PEAK FLOW FOR ONE-HALF OF STREET OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD Ridgewood Hills Fourth Filing Design Point 24 Inlet Site is Urban Site is Non-Urban Show Details Site Type: Street Inlets Area Inlets in a Median Flows Developed For: Design Point 24 Inlet Sump Street.xlsm, Q-Peak 12/4/2013, 1:43 PM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 0.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.000 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.020 Height of Curb at Gutter Flow Line HCURB = 6.00 inches Distance from Curb Face to Street Crown TCROWN = 25.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.012 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.015 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 19.5 25.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 6.0 inches Allow Flow Depth at Street Crown (leave blank for no) check = yes MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = 16.2 16.2 cfs Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak' ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) Ridgewood Hills Fourth Filing Design Point 24 Inlet (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak' Design Point 24 Inlet Sump Street.xlsm, Q-Allow 12/4/2013, 1:43 PM Project = Inlet ID = Design Information (Input) MINOR MAJOR Type of Inlet Inlet Type = Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 1 1 Water Depth at Flowline (outside of local depression) Ponding Depth = 6.0 7.5 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = N/A N/A feet Width of a Unit Grate Wo = N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert = 6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat = 6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.6) Cw (C) = 3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.67 0.67 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 5.4 8.6 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q PEAK REQUIRED = 0.6 3.2 cfs INLET IN A SUMP OR SAG LOCATION Ridgewood Hills Fourth Filing Design Point 24 Inlet CDOT Type R Curb Opening H-Vert H-Curb W Lo (C) Lo (G) Wo WP Override Depths Design Point 24 Inlet Sump Street.xlsm, Inlet In Sump 12/4/2013, 1:44 PM Project: Inlet ID: Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm (local peak flow for 1/2 of street OR grass-lined channel): *QKnown = 0.9 9.0 cfs * If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet. Geographic Information: (Enter data in the blue cells): Subcatchment Area = Acres You cannot enter values for Q and use the Q calculator at the same time Percent Imperviousness = % NRCS Soil Type = A, B, C, or D Slope (ft/ft) Length (ft) Overland Flow = Gutter Flow = Rainfall Information: Intensity I (inch/hr) = C1 * P1 / ( C2 + Tc ) ^ C3 Minor Storm Major Storm Design Storm Return Period, Tr = years Return Period One-Hour Precipitation, P1 = inches C1 = C2 = C3 = User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 = Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.0 0.0 cfs Total Design Peak Flow, Q = 0.9 9.0 cfs DESIGN PEAK FLOW FOR ONE-HALF OF STREET OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD Ridgewood Hills Fourth Filing Design Point 34 Inlet Site is Urban Site is Non-Urban Show Details Site Type: Street Inlets Area Inlets in a Median Flows Developed For: Design Point 34 Inlet Sump Street.xlsm, Q-Peak 12/4/2013, 1:45 PM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 13.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.020 Height of Curb at Gutter Flow Line HCURB = 6.00 inches Distance from Curb Face to Street Crown TCROWN = 25.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.017 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.015 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 19.5 25.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 9.1 inches Allow Flow Depth at Street Crown (leave blank for no) check = yes MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Spread Criterion Qallow = 19.0 40.5 cfs Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak' ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) Ridgewood Hills Fourth Filing Design Point 34 Inlet (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak' Design Point 34 Inlet Sump Street.xlsm, Q-Allow 12/4/2013, 1:46 PM Project = Inlet ID = Design Information (Input) MINOR MAJOR Type of Inlet Inlet Type = Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 1 1 Water Depth at Flowline (outside of local depression) Ponding Depth = 6.0 7.8 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = N/A N/A feet Width of a Unit Grate Wo = N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert = 6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat = 6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.6) Cw (C) = 3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.67 0.67 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 5.4 9.0 cfs WARNING: Inlet Capacity less than Q Peak for MAJOR Storm Q PEAK REQUIRED = 0.9 9.0 cfs INLET IN A SUMP OR SAG LOCATION Ridgewood Hills Fourth Filing Design Point 34 Inlet CDOT Type R Curb Opening H-Vert H-Curb W Lo (C) Lo (G) Wo WP Override Depths Design Point 34 Inlet Sump Street.xlsm, Inlet In Sump 12/4/2013, 1:46 PM Inlet Flow Calculations for Area Inlets Inlet ID: Grate Dimensions and Information: Input = Output = Grate Type: 2.625 ft 3.35 ft 6.6944 ft2 50% Grate Flow: Use the orifice equation Qi = C*A*(2*g*H)1/2 0.67 32.2 ft/s2 1 15.61 cfs 1 ft A = Number of Inlets * A 6.6944 ft2 Qi = 35.99 cfs Qg = 18.00 cfs Results: QALLOW = 18.00 cfs QACTUAL = 15.61 cfs Calculations: Flow Q = H = Qi = Ideal Capacity Inlet capacity is not exceeded, INLET IS GOOD Area Inlet, Type D M-604-11 Length (L): Open Area (A): Reduction Factor (F): Number of Inlets: C = Orifice discharge Coefficient = A = Orifice area (ft2) - open area of grate g = Graviational constant = H = Head on grate centroid, ponding depth (ft) QG = Reduced Inlet Capacity = Qi*(1-F) Width (W): Ridgewood Hills Fourth Filing 12-390 MAP 11/21/2013 Area Inlet 7a Project: Number: Calculations By: Date: Inlet Flow Calculations for Area Inlets Inlet ID: Grate Dimensions and Information: Input = Output = Grate Type: 2.625 ft 3.35 ft 6.6944 ft2 50% Grate Flow: Use the orifice equation Qi = C*A*(2*g*H)1/2 0.67 32.2 ft/s2 1 24.33 cfs 3 ft A = Number of Inlets * A 6.6944 ft2 Qi = 62.34 cfs Qg = 31.17 cfs Results: QALLOW = 31.17 cfs QACTUAL = 24.33 cfs Open Area (A): Reduction Factor (F): Qi = Ideal Capacity C = Orifice discharge Coefficient = A = Orifice area (ft2) - open area of grate g = Graviational constant = Length (L): Project: Ridgewood Hills Fourth Filing Number: 12-390 Calculations By: MAP Date: 11/21/2013 Area Inlet 32 Area Inlet, Type D M-604-11 Width (W): Inlet capacity is not exceeded, INLET IS GOOD H = Head on grate centroid, ponding depth (ft) QG = Reduced Inlet Capacity = Qi*(1-F) Number of Inlets: Flow Q = H = Calculations: Inlet Flow Calculations for Area Inlets Inlet ID: Grate Dimensions and Information: Input = Output = Grate Type: 2 ft 2 ft 1.2986 ft2 50% Grate Flow: Use the orifice equation Qi = C*A*(2*g*H)1/2 0.67 32.2 ft/s2 1 2.01 cfs 0.75 ft A = Number of Inlets * A 1.2986 ft2 Qi = 6.05 cfs Qg = 3.02 cfs Results: QALLOW = 3.02 cfs QACTUAL = 2.01 cfs Flow Q = H = Calculations: 12-390 Calculations By: MAP Date: 11/21/2013 Area Inlets, Basin N1 Inlet capacity is not exceeded, INLET IS GOOD C = Orifice discharge Coefficient = A = Orifice area (ft2) - open area of grate g = Graviational constant = H = Head on grate centroid, ponding depth (ft) QG = Reduced Inlet Capacity = Qi*(1-F) Number of Inlets: 24" NDS Width (W): Length (L): Open Area (A): Reduction Factor (F): Qi = Ideal Capacity Project: Ridgewood Hills Fourth Filing Number: Inlet Flow Calculations for Area Inlets Inlet ID: Grate Dimensions and Information: Input = Output = Grate Type: 2 ft 2 ft 1.2986 ft2 50% Grate Flow: Use the orifice equation Qi = C*A*(2*g*H)1/2 0.67 32.2 ft/s2 1 1.57 cfs 0.5 ft A = Number of Inlets * A 1.2986 ft2 Qi = 4.94 cfs Qg = 2.47 cfs Results: QALLOW = 2.47 cfs QACTUAL = 1.57 cfs Inlet capacity is not exceeded, INLET IS GOOD A = Orifice area (ft2) - open area of grate g = Graviational constant = H = Head on grate centroid, ponding depth (ft) QG = Reduced Inlet Capacity = Qi*(1-F) Number of Inlets: Length (L): Open Area (A): Reduction Factor (F): Qi = Ideal Capacity C = Orifice discharge Coefficient = Date: 11/21/2013 Area Inlets, Basin N2 24" NDS Width (W): Project: Ridgewood Hills Fourth Filing Number: 12-390 Calculations By: MAP Flow Q = H = Calculations: Inlet Flow Calculations for Area Inlets Inlet ID: Grate Dimensions and Information: Input = Output = Grate Type: 2 ft 2 ft 1.2986 ft2 50% Grate Flow: Use the orifice equation Qi = C*A*(2*g*H)1/2 0.67 32.2 ft/s2 1 1.9 cfs 0.75 ft A = Number of Inlets * A 1.2986 ft2 Qi = 6.05 cfs Qg = 3.02 cfs Results: QALLOW = 3.02 cfs QACTUAL = 1.9 cfs QG = Reduced Inlet Capacity = Qi*(1-F) Number of Inlets: Flow Q = Ridgewood Hills Fourth Filing Number: 12-390 Calculations By: MAP C = Orifice discharge Coefficient = A = Orifice area (ft2) - open area of grate g = Graviational constant = H = Head on grate centroid, ponding depth (ft) 11/21/2013 Area Inlets, Basin N3 24" NDS Width (W): Length (L): Project: Date: Open Area (A): Reduction Factor (F): Inlet capacity is not exceeded, INLET IS GOOD H = Calculations: Qi = Ideal Capacity Inlet Flow Calculations for Area Inlets Inlet ID: Grate Dimensions and Information: Input = Output = Grate Type: 2 ft 2 ft 1.2986 ft2 50% Grate Flow: Use the orifice equation Qi = C*A*(2*g*H)1/2 0.67 32.2 ft/s2 1 1.13 cfs 0.5 ft A = Number of Inlets * A 1.2986 ft2 Qi = 4.94 cfs Qg = 2.47 cfs Results: QALLOW = 2.47 cfs QACTUAL = 1.13 cfs H = Calculations: Inlet capacity is not exceeded, INLET IS GOOD A = Orifice area (ft2) - open area of grate g = Graviational constant = H = Head on grate centroid, ponding depth (ft) QG = Reduced Inlet Capacity = Qi*(1-F) Number of Inlets: Length (L): Open Area (A): Reduction Factor (F): Qi = Ideal Capacity C = Orifice discharge Coefficient = Date: 11/21/2013 Area Inlets, Basin N4 24" NDS Width (W): Project: Ridgewood Hills Fourth Filing Number: 12-390 Calculations By: MAP Flow Q = Inlet Flow Calculations for Area Inlets Inlet ID: Grate Dimensions and Information: Input = Output = Grate Type: pg. 115, Neenah Catalog 2 ft 1.1 ft2 50% Grate Flow: Use the orifice equation Qi = C*A*(2*g*H)1/2 0.67 32.2 ft/s2 1 1.13 cfs 0.75 ft A = Number of Inlets * A 1.1 ft2 Qi = 5.12 cfs Qg = 2.56 cfs Results: QALLOW = 2.56 cfs QACTUAL = 1.13 cfs QG = Reduced Inlet Capacity = Qi*(1-F) Number of Inlets: Flow Q = Ridgewood Hills Fourth Filing Number: 12-390 Calculations By: MAP Calculations: Qi = Ideal Capacity C = Orifice discharge Coefficient = A = Orifice area (ft2) - open area of grate g = Graviational constant = H = Head on grate centroid, ponding depth (ft) 11/21/2013 STMH N2 Grated Lid, Basin N4 24" Neenah MH Grate, R-1553 Diameter (D): Project: Date: Open Area (A): Reduction Factor (F): Inlet capacity is not exceeded, INLET IS GOOD H = Inlet Flow Calculations for Area Inlets Inlet ID: Grate Dimensions and Information: Input = Output = Grate Type: 2 ft 2 ft 1.2986 ft2 50% Grate Flow: Use the orifice equation Qi = C*A*(2*g*H)1/2 0.67 32.2 ft/s2 1 0.61 cfs 0.31 ft A = Number of Inlets * A 1.2986 ft2 Qi = 3.89 cfs Qg = 1.94 cfs Results: QALLOW = 1.94 cfs QACTUAL = 0.61 cfs H = Calculations: Inlet capacity is not exceeded, INLET IS GOOD A = Orifice area (ft2) - open area of grate g = Graviational constant = H = Head on grate centroid, ponding depth (ft) QG = Reduced Inlet Capacity = Qi*(1-F) Number of Inlets: Length (L): Open Area (A): Reduction Factor (F): Qi = Ideal Capacity C = Orifice discharge Coefficient = Date: 11/21/2013 Area Inlets, Basin S4 24" NDS Width (W): Project: Ridgewood Hills Fourth Filing Number: 12-390 Calculations By: MAP Flow Q = Inlet Flow Calculations for Area Inlets Inlet ID: Grate Dimensions and Information: Input = Output = Grate Type: 2 ft 2 ft 1.2986 ft2 50% Grate Flow: Use the orifice equation Qi = C*A*(2*g*H)1/2 0.67 32.2 ft/s2 1 0.6 cfs 1.81 ft A = Number of Inlets * A 1.2986 ft2 Qi = 9.39 cfs Qg = 4.70 cfs Results: QALLOW = 4.70 cfs QACTUAL = 0.6 cfs QG = Reduced Inlet Capacity = Qi*(1-F) Number of Inlets: Flow Q = H = Calculations: Qi = Ideal Capacity C = Orifice discharge Coefficient = A = Orifice area (ft2) - open area of grate g = Graviational constant = H = Head on grate centroid, ponding depth (ft) Area Inlets, Basin S5 24" NDS Width (W): Length (L): Ridgewood Hills Fourth Filing Number: 12-390 Calculations By: MAP Project: Date: Open Area (A): Reduction Factor (F): Inlet capacity is not exceeded, INLET IS GOOD 11/21/2013 Inlet Flow Calculations for Area Inlets Inlet ID: Grate Dimensions and Information: Input = Output = Grate Type: 2 ft 2 ft 1.2986 ft2 50% Grate Flow: Use the orifice equation Qi = C*A*(2*g*H)1/2 0.67 32.2 ft/s2 1 0.795 cfs 1/4 of Total Basin 3.18 0.5 ft A = Number of Inlets * A 1.2986 ft2 Qi = 4.94 cfs Qg = 2.47 cfs Results: QALLOW = 2.47 cfs QACTUAL = 0.795 cfs Project: Ridgewood Hills Fourth Filing Number: 12-390 Calculations By: MAP Date: 11/21/2013 Area Inlets, Basin S12 24" NDS Width (W): Length (L): Open Area (A): Reduction Factor (F): Qi = Ideal Capacity C = Orifice discharge Coefficient = A = Orifice area (ft2) - open area of grate g = Graviational constant = H = Head on grate centroid, ponding depth (ft) QG = Reduced Inlet Capacity = Qi*(1-F) Number of Inlets: Flow Q = H = Calculations: Inlet capacity is not exceeded, INLET IS GOOD Inlet Flow Calculations for Area Inlets Inlet ID: Grate Dimensions and Information: Input = Output = Grate Type: 2 ft 2 ft 1.2986 ft2 50% Grate Flow: Use the orifice equation Qi = C*A*(2*g*H)1/2 0.67 32.2 ft/s2 1 0.28 cfs 0.58 ft A = Number of Inlets * A 1.2986 ft2 Qi = 5.32 cfs Qg = 2.66 cfs Results: QALLOW = 2.66 cfs QACTUAL = 0.28 cfs Project: Ridgewood Hills Fourth Filing Number: 12-390 Calculations By: MAP Date: 11/21/2013 Area Inlets, Basin S13 24" NDS Width (W): Length (L): Open Area (A): Reduction Factor (F): Qi = Ideal Capacity C = Orifice discharge Coefficient = A = Orifice area (ft2) - open area of grate g = Graviational constant = H = Head on grate centroid, ponding depth (ft) QG = Reduced Inlet Capacity = Qi*(1-F) Number of Inlets: Flow Q = H = Calculations: Inlet capacity is not exceeded, INLET IS GOOD Inlet Flow Calculations for Area Inlets Inlet ID: Grate Dimensions and Information: Input = Output = Grate Type: 2 ft 2 ft 1.2986 ft2 50% Grate Flow: Use the orifice equation Qi = C*A*(2*g*H)1/2 0.67 32.2 ft/s2 1 0.61 cfs 0.75 ft A = Number of Inlets * A 1.2986 ft2 Qi = 6.05 cfs Qg = 3.02 cfs Results: QALLOW = 3.02 cfs QACTUAL = 0.61 cfs Project: Width (W): Length (L): Open Area (A): Reduction Factor (F): Calculations: Inlet capacity is not exceeded, INLET IS GOOD Ridgewood Hills Fourth Filing Number: 12-390 Calculations By: MAP Date: 11/21/2013 Area Inlets, Basin S4 24" NDS Qi = Ideal Capacity C = Orifice discharge Coefficient = A = Orifice area (ft2) - open area of grate g = Graviational constant = H = Head on grate centroid, ponding depth (ft) QG = Reduced Inlet Capacity = Qi*(1-F) Number of Inlets: Flow Q = H = Worksheet Protected Project: Inlet ID: Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm (local peak flow for 1/2 of street OR grass-lined channel): *QKnown = 1.7 7.8 cfs * If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet. Geographic Information: (Enter data in the blue cells): Subcatchment Area = Acres You cannot enter values for Q and use the Q calculator at the same time Percent Imperviousness = % NRCS Soil Type = A, B, C, or D Slope (ft/ft) Length (ft) Overland Flow = Gutter Flow = Rainfall Information: Intensity I (inch/hr) = C1 * P1 / ( C2 + Tc ) ^ C3 Minor Storm Major Storm Design Storm Return Period, Tr = years Return Period One-Hour Precipitation, P1 = inches C1 = C2 = C3 = User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 = Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.0 0.0 cfs Total Design Peak Flow, Q = 1.7 7.8 cfs <--- FILL IN THIS SECTION OR… FILL IN THE SECTIONS BELOW. <--- DESIGN PEAK FLOW FOR ONE-HALF OF STREET OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD Ridgewood Hills Fourth Filing Design Point 6 Inlet Site is Urban Site is Non-Urban Show Details Site Type: Street Inlets Area Inlets in a Median Flows Developed For: Design Point 6 Inlet Sump.xlsm, Q-Peak 12/4/2013, 1:38 PM Project = Inlet ID = Design Information (Input) MINOR MAJOR Type of Inlet Inlet Type = Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 1 1 Water Depth at Flowline (outside of local depression) Ponding Depth = 6.0 7.5 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = N/A N/A feet Width of a Unit Grate Wo = N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert = 6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat = 6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.6) Cw (C) = 3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.67 0.67 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Q a = 5.4 8.6 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q PEAK REQUIRED = 1.7 7.8 cfs INLET IN A SUMP OR SAG LOCATION Ridgewood Hills Fourth Filing Design Point 6 Inlet CDOT Type R Curb Opening H-Vert H-Curb W Lo (C) Lo (G) Wo WP Override Depths Design Point 6 Inlet Sump.xlsm, Inlet In Sump 12/4/2013, 1:39 PM Project: Inlet ID: Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm (local peak flow for 1/2 of street OR grass-lined channel): *QKnown = 8.5 45.5 cfs * If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet. Geographic Information: (Enter data in the blue cells): Subcatchment Area = Acres You cannot enter values for Q and use the Q calculator at the same time Percent Imperviousness = % NRCS Soil Type = A, B, C, or D Slope (ft/ft) Length (ft) Overland Flow = Gutter Flow = Rainfall Information: Intensity I (inch/hr) = C1 * P1 / ( C2 + Tc ) ^ C3 Minor Storm Major Storm Design Storm Return Period, Tr = years Return Period One-Hour Precipitation, P1 = inches C1 = C2 = C3 = User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 = Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.0 0.0 cfs Total Design Peak Flow, Q = 8.5 45.5 cfs DESIGN PEAK FLOW FOR ONE-HALF OF STREET OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD Ridgewood Hills Fourth Filing Design Point 11 Inlet Site is Urban Site is Non-Urban Show Details Site Type: Street Inlets Area Inlets in a Median Flows Developed For: Design Point 11 Inlet Grade Street.xlsm, Q-Peak 12/4/2013, 1:35 PM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 13.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.020 Height of Curb at Gutter Flow Line HCURB = 6.00 inches Distance from Curb Face to Street Crown TCROWN = 25.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.027 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.015 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 19.5 25.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 9.1 inches Allow Flow Depth at Street Crown (leave blank for no) check = yes MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Spread Criterion Qallow = 19.6 51.5 cfs Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak' ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) Ridgewood Hills Fourth Filing Design Point 11 Inlet (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak' Design Point 11 Inlet Grade Street.xlsm, Q-Allow 12/4/2013, 1:36 PM Project: Inlet ID: Design Information (Input) MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') aLOCAL = 2.0 2.0 inches Total Number of Units in the Inlet (Grate or Curb Opening) No = 2 2 Length of a Single Unit Inlet (Grate or Curb Opening) Lo = 3.00 3.00 ft Width of a Unit Grate (cannot be greater than W from Q-Allow) Wo = 1.73 1.73 ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5) Cf -G = 0.50 0.50 Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1) Cf -C = 0.10 0.10 Street Hydraulics: OK - Q < maximum allowable from sheet 'Q-Allow' MINOR MAJOR Total Inlet Interception Capacity Q = 3.87 8.46 cfs Total Inlet Carry-Over Flow (flow bypassing inlet) Qb = 4.6 37.0 cfs Capture Percentage = Qa /Qo = C% = 46 19 % INLET ON A CONTINUOUS GRADE Ridgewood Hills Fourth Filing Design Point 11 Inlet Denver No. 16 Combination Design Point 11 Inlet Grade Street.xlsm, Inlet On Grade 12/4/2013, 1:37 PM Project: Inlet ID: Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm (local peak flow for 1/2 of street OR grass-lined channel): *QKnown = 4.6 37.0 cfs * If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet. Geographic Information: (Enter data in the blue cells): Subcatchment Area = Acres You cannot enter values for Q and use the Q calculator at the same time Percent Imperviousness = % NRCS Soil Type = A, B, C, or D Slope (ft/ft) Length (ft) Overland Flow = Gutter Flow = Rainfall Information: Intensity I (inch/hr) = C1 * P1 / ( C2 + Tc ) ^ C3 Minor Storm Major Storm Design Storm Return Period, Tr = years Return Period One-Hour Precipitation, P1 = inches C1 = C2 = C3 = User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 = Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.0 0.0 cfs Total Design Peak Flow, Q = 4.6 37.0 cfs DESIGN PEAK FLOW FOR ONE-HALF OF STREET OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD Ridgewood Hills Fourth Filing Design Point 21 Inlet Site is Urban Site is Non-Urban Show Details Site Type: Street Inlets Area Inlets in a Median Flows Developed For: Design Point 21 Inlet Sump.xlsm, Q-Peak 12/4/2013, 1:40 PM Project = Inlet ID = Design Information (Input) MINOR MAJOR Type of Inlet Inlet Type = Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 4 4 Water Depth at Flowline (outside of local depression) Ponding Depth = 6.0 7.5 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = N/A N/A feet Width of a Unit Grate Wo = N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert = 6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat = 6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.6) Cw (C) = 3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.67 0.67 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 18.2 32.5 cfs WARNING: Inlet Capacity less than Q Peak for MAJOR Storm Q PEAK REQUIRED = 4.6 37.0 cfs INLET IN A SUMP OR SAG LOCATION Ridgewood Hills Fourth Filing Design Point 21 Inlet CDOT Type R Curb Opening H-Vert H-Curb W Lo (C) Lo (G) Wo WP Override Depths Design Point 21 Inlet Sump.xlsm, Inlet In Sump 12/4/2013, 1:42 PM Project: Inlet ID: Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm (local peak flow for 1/2 of street OR grass-lined channel): *QKnown = 0.6 3.2 cfs * If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet. Geographic Information: (Enter data in the blue cells): Subcatchment Area = Acres You cannot enter values for Q and use the Q calculator at the same time Percent Imperviousness = % NRCS Soil Type = A, B, C, or D Slope (ft/ft) Length (ft) Overland Flow = Gutter Flow = Rainfall Information: Intensity I (inch/hr) = C1 * P1 / ( C2 + Tc ) ^ C3 Minor Storm Major Storm Design Storm Return Period, Tr = years Return Period One-Hour Precipitation, P1 = inches C1 = C2 = C3 = User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 = Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.0 0.0 cfs Total Design Peak Flow, Q = 0.6 3.2 cfs DESIGN PEAK FLOW FOR ONE-HALF OF STREET OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD Ridgewood Hills Fourth Filing Design Point 24 Inlet Site is Urban Site is Non-Urban Show Details Site Type: Street Inlets Area Inlets in a Median Flows Developed For: Design Point 24 Inlet Sump Street.xlsm, Q-Peak 12/4/2013, 1:43 PM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 0.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.000 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.020 Height of Curb at Gutter Flow Line HCURB = 6.00 inches Distance from Curb Face to Street Crown TCROWN = 25.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.012 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.015 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 19.5 25.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 6.0 inches Allow Flow Depth at Street Crown (leave blank for no) check = yes MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = 16.2 16.2 cfs Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak' ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) Ridgewood Hills Fourth Filing Design Point 24 Inlet (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak' Design Point 24 Inlet Sump Street.xlsm, Q-Allow 12/4/2013, 1:43 PM Project = Inlet ID = Design Information (Input) MINOR MAJOR Type of Inlet Inlet Type = Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 1 1 Water Depth at Flowline (outside of local depression) Ponding Depth = 6.0 7.5 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = N/A N/A feet Width of a Unit Grate Wo = N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert = 6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat = 6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.6) Cw (C) = 3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.67 0.67 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 5.4 8.6 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q PEAK REQUIRED = 0.6 3.2 cfs INLET IN A SUMP OR SAG LOCATION Ridgewood Hills Fourth Filing Design Point 24 Inlet CDOT Type R Curb Opening H-Vert H-Curb W Lo (C) Lo (G) Wo WP Override Depths Design Point 24 Inlet Sump Street.xlsm, Inlet In Sump 12/4/2013, 1:44 PM Project: Inlet ID: Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm (local peak flow for 1/2 of street OR grass-lined channel): *QKnown = 0.9 9.0 cfs * If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet. Geographic Information: (Enter data in the blue cells): Subcatchment Area = Acres You cannot enter values for Q and use the Q calculator at the same time Percent Imperviousness = % NRCS Soil Type = A, B, C, or D Slope (ft/ft) Length (ft) Overland Flow = Gutter Flow = Rainfall Information: Intensity I (inch/hr) = C1 * P1 / ( C2 + Tc ) ^ C3 Minor Storm Major Storm Design Storm Return Period, Tr = years Return Period One-Hour Precipitation, P1 = inches C1 = C2 = C3 = User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 = Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.0 0.0 cfs Total Design Peak Flow, Q = 0.9 9.0 cfs DESIGN PEAK FLOW FOR ONE-HALF OF STREET OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD Ridgewood Hills Fourth Filing Design Point 34 Inlet Site is Urban Site is Non-Urban Show Details Site Type: Street Inlets Area Inlets in a Median Flows Developed For: Design Point 34 Inlet Sump Street.xlsm, Q-Peak 12/4/2013, 1:45 PM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 13.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.020 Height of Curb at Gutter Flow Line HCURB = 6.00 inches Distance from Curb Face to Street Crown TCROWN = 25.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.017 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.015 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 19.5 25.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 9.1 inches Allow Flow Depth at Street Crown (leave blank for no) check = yes MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Spread Criterion Qallow = 19.0 40.5 cfs Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak' ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) Ridgewood Hills Fourth Filing Design Point 34 Inlet (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak' Design Point 34 Inlet Sump Street.xlsm, Q-Allow 12/4/2013, 1:46 PM Project = Inlet ID = Design Information (Input) MINOR MAJOR Type of Inlet Inlet Type = Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 1 1 Water Depth at Flowline (outside of local depression) Ponding Depth = 6.0 7.8 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = N/A N/A feet Width of a Unit Grate Wo = N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert = 6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat = 6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.6) Cw (C) = 3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.67 0.67 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 5.4 9.0 cfs WARNING: Inlet Capacity less than Q Peak for MAJOR Storm Q PEAK REQUIRED = 0.9 9.0 cfs INLET IN A SUMP OR SAG LOCATION Ridgewood Hills Fourth Filing Design Point 34 Inlet CDOT Type R Curb Opening H-Vert H-Curb W Lo (C) Lo (G) Wo WP Override Depths Design Point 34 Inlet Sump Street.xlsm, Inlet In Sump 12/4/2013, 1:46 PM Inlet Flow Calculations for Area Inlets Inlet ID: Grate Dimensions and Information: Input = Output = Grate Type: 2.625 ft 3.35 ft 6.6944 ft2 50% Grate Flow: Use the orifice equation Qi = C*A*(2*g*H)1/2 0.67 32.2 ft/s2 1 15.61 cfs 1 ft A = Number of Inlets * A 6.6944 ft2 Qi = 35.99 cfs Qg = 18.00 cfs Results: QALLOW = 18.00 cfs QACTUAL = 15.61 cfs Calculations: Flow Q = H = Qi = Ideal Capacity Inlet capacity is not exceeded, INLET IS GOOD Area Inlet, Type D M-604-11 Length (L): Open Area (A): Reduction Factor (F): Number of Inlets: C = Orifice discharge Coefficient = A = Orifice area (ft2) - open area of grate g = Graviational constant = H = Head on grate centroid, ponding depth (ft) QG = Reduced Inlet Capacity = Qi*(1-F) Width (W): Ridgewood Hills Fourth Filing 12-390 MAP 11/21/2013 Area Inlet 7a Project: Number: Calculations By: Date: Inlet Flow Calculations for Area Inlets Inlet ID: Grate Dimensions and Information: Input = Output = Grate Type: 2.625 ft 3.35 ft 6.6944 ft2 50% Grate Flow: Use the orifice equation Qi = C*A*(2*g*H)1/2 0.67 32.2 ft/s2 1 24.33 cfs 3 ft A = Number of Inlets * A 6.6944 ft2 Qi = 62.34 cfs Qg = 31.17 cfs Results: QALLOW = 31.17 cfs QACTUAL = 24.33 cfs Open Area (A): Reduction Factor (F): Qi = Ideal Capacity C = Orifice discharge Coefficient = A = Orifice area (ft2) - open area of grate g = Graviational constant = Length (L): Project: Ridgewood Hills Fourth Filing Number: 12-390 Calculations By: MAP Date: 11/21/2013 Area Inlet 32 Area Inlet, Type D M-604-11 Width (W): Inlet capacity is not exceeded, INLET IS GOOD H = Head on grate centroid, ponding depth (ft) QG = Reduced Inlet Capacity = Qi*(1-F) Number of Inlets: Flow Q = H = Calculations: Inlet Flow Calculations for Area Inlets Inlet ID: Grate Dimensions and Information: Input = Output = Grate Type: 2 ft 2 ft 1.2986 ft2 50% Grate Flow: Use the orifice equation Qi = C*A*(2*g*H)1/2 0.67 32.2 ft/s2 1 2.01 cfs 0.75 ft A = Number of Inlets * A 1.2986 ft2 Qi = 6.05 cfs Qg = 3.02 cfs Results: QALLOW = 3.02 cfs QACTUAL = 2.01 cfs Flow Q = H = Calculations: 12-390 Calculations By: MAP Date: 11/21/2013 Area Inlets, Basin N1 Inlet capacity is not exceeded, INLET IS GOOD C = Orifice discharge Coefficient = A = Orifice area (ft2) - open area of grate g = Graviational constant = H = Head on grate centroid, ponding depth (ft) QG = Reduced Inlet Capacity = Qi*(1-F) Number of Inlets: 24" NDS Width (W): Length (L): Open Area (A): Reduction Factor (F): Qi = Ideal Capacity Project: Ridgewood Hills Fourth Filing Number: Inlet Flow Calculations for Area Inlets Inlet ID: Grate Dimensions and Information: Input = Output = Grate Type: 2 ft 2 ft 1.2986 ft2 50% Grate Flow: Use the orifice equation Qi = C*A*(2*g*H)1/2 0.67 32.2 ft/s2 1 1.57 cfs 0.5 ft A = Number of Inlets * A 1.2986 ft2 Qi = 4.94 cfs Qg = 2.47 cfs Results: QALLOW = 2.47 cfs QACTUAL = 1.57 cfs Inlet capacity is not exceeded, INLET IS GOOD A = Orifice area (ft2) - open area of grate g = Graviational constant = H = Head on grate centroid, ponding depth (ft) QG = Reduced Inlet Capacity = Qi*(1-F) Number of Inlets: Length (L): Open Area (A): Reduction Factor (F): Qi = Ideal Capacity C = Orifice discharge Coefficient = Date: 11/21/2013 Area Inlets, Basin N2 24" NDS Width (W): Project: Ridgewood Hills Fourth Filing Number: 12-390 Calculations By: MAP Flow Q = H = Calculations: Inlet Flow Calculations for Area Inlets Inlet ID: Grate Dimensions and Information: Input = Output = Grate Type: 2 ft 2 ft 1.2986 ft2 50% Grate Flow: Use the orifice equation Qi = C*A*(2*g*H)1/2 0.67 32.2 ft/s2 1 1.9 cfs 0.75 ft A = Number of Inlets * A 1.2986 ft2 Qi = 6.05 cfs Qg = 3.02 cfs Results: QALLOW = 3.02 cfs QACTUAL = 1.9 cfs QG = Reduced Inlet Capacity = Qi*(1-F) Number of Inlets: Flow Q = Ridgewood Hills Fourth Filing Number: 12-390 Calculations By: MAP C = Orifice discharge Coefficient = A = Orifice area (ft2) - open area of grate g = Graviational constant = H = Head on grate centroid, ponding depth (ft) 11/21/2013 Area Inlets, Basin N3 24" NDS Width (W): Length (L): Project: Date: Open Area (A): Reduction Factor (F): Inlet capacity is not exceeded, INLET IS GOOD H = Calculations: Qi = Ideal Capacity Inlet Flow Calculations for Area Inlets Inlet ID: Grate Dimensions and Information: Input = Output = Grate Type: 2 ft 2 ft 1.2986 ft2 50% Grate Flow: Use the orifice equation Qi = C*A*(2*g*H)1/2 0.67 32.2 ft/s2 1 1.13 cfs 0.5 ft A = Number of Inlets * A 1.2986 ft2 Qi = 4.94 cfs Qg = 2.47 cfs Results: QALLOW = 2.47 cfs QACTUAL = 1.13 cfs H = Calculations: Inlet capacity is not exceeded, INLET IS GOOD A = Orifice area (ft2) - open area of grate g = Graviational constant = H = Head on grate centroid, ponding depth (ft) QG = Reduced Inlet Capacity = Qi*(1-F) Number of Inlets: Length (L): Open Area (A): Reduction Factor (F): Qi = Ideal Capacity C = Orifice discharge Coefficient = Date: 11/21/2013 Area Inlets, Basin N4 24" NDS Width (W): Project: Ridgewood Hills Fourth Filing Number: 12-390 Calculations By: MAP Flow Q = Inlet Flow Calculations for Area Inlets Inlet ID: Grate Dimensions and Information: Input = Output = Grate Type: pg. 115, Neenah Catalog 2 ft 1.1 ft2 50% Grate Flow: Use the orifice equation Qi = C*A*(2*g*H)1/2 0.67 32.2 ft/s2 1 1.13 cfs 0.75 ft A = Number of Inlets * A 1.1 ft2 Qi = 5.12 cfs Qg = 2.56 cfs Results: QALLOW = 2.56 cfs QACTUAL = 1.13 cfs QG = Reduced Inlet Capacity = Qi*(1-F) Number of Inlets: Flow Q = Ridgewood Hills Fourth Filing Number: 12-390 Calculations By: MAP Calculations: Qi = Ideal Capacity C = Orifice discharge Coefficient = A = Orifice area (ft2) - open area of grate g = Graviational constant = H = Head on grate centroid, ponding depth (ft) 11/21/2013 STMH N2 Grated Lid, Basin N4 24" Neenah MH Grate, R-1553 Diameter (D): Project: Date: Open Area (A): Reduction Factor (F): Inlet capacity is not exceeded, INLET IS GOOD H = Inlet Flow Calculations for Area Inlets Inlet ID: Grate Dimensions and Information: Input = Output = Grate Type: 2 ft 2 ft 1.2986 ft2 50% Grate Flow: Use the orifice equation Qi = C*A*(2*g*H)1/2 0.67 32.2 ft/s2 1 0.61 cfs 0.31 ft A = Number of Inlets * A 1.2986 ft2 Qi = 3.89 cfs Qg = 1.94 cfs Results: QALLOW = 1.94 cfs QACTUAL = 0.61 cfs H = Calculations: Inlet capacity is not exceeded, INLET IS GOOD A = Orifice area (ft2) - open area of grate g = Graviational constant = H = Head on grate centroid, ponding depth (ft) QG = Reduced Inlet Capacity = Qi*(1-F) Number of Inlets: Length (L): Open Area (A): Reduction Factor (F): Qi = Ideal Capacity C = Orifice discharge Coefficient = Date: 11/21/2013 Area Inlets, Basin S4 24" NDS Width (W): Project: Ridgewood Hills Fourth Filing Number: 12-390 Calculations By: MAP Flow Q = Inlet Flow Calculations for Area Inlets Inlet ID: Grate Dimensions and Information: Input = Output = Grate Type: 2 ft 2 ft 1.2986 ft2 50% Grate Flow: Use the orifice equation Qi = C*A*(2*g*H)1/2 0.67 32.2 ft/s2 1 0.6 cfs 1.81 ft A = Number of Inlets * A 1.2986 ft2 Qi = 9.39 cfs Qg = 4.70 cfs Results: QALLOW = 4.70 cfs QACTUAL = 0.6 cfs QG = Reduced Inlet Capacity = Qi*(1-F) Number of Inlets: Flow Q = H = Calculations: Qi = Ideal Capacity C = Orifice discharge Coefficient = A = Orifice area (ft2) - open area of grate g = Graviational constant = H = Head on grate centroid, ponding depth (ft) Area Inlets, Basin S5 24" NDS Width (W): Length (L): Ridgewood Hills Fourth Filing Number: 12-390 Calculations By: MAP Project: Date: Open Area (A): Reduction Factor (F): Inlet capacity is not exceeded, INLET IS GOOD 11/21/2013 Inlet Flow Calculations for Area Inlets Inlet ID: Grate Dimensions and Information: Input = Output = Grate Type: 2 ft 2 ft 1.2986 ft2 50% Grate Flow: Use the orifice equation Qi = C*A*(2*g*H)1/2 0.67 32.2 ft/s2 1 0.795 cfs 1/4 of Total Basin 3.18 0.5 ft A = Number of Inlets * A 1.2986 ft2 Qi = 4.94 cfs Qg = 2.47 cfs Results: QALLOW = 2.47 cfs QACTUAL = 0.795 cfs Project: Ridgewood Hills Fourth Filing Number: 12-390 Calculations By: MAP Date: 11/21/2013 Area Inlets, Basin S12 24" NDS Width (W): Length (L): Open Area (A): Reduction Factor (F): Qi = Ideal Capacity C = Orifice discharge Coefficient = A = Orifice area (ft2) - open area of grate g = Graviational constant = H = Head on grate centroid, ponding depth (ft) QG = Reduced Inlet Capacity = Qi*(1-F) Number of Inlets: Flow Q = H = Calculations: Inlet capacity is not exceeded, INLET IS GOOD Inlet Flow Calculations for Area Inlets Inlet ID: Grate Dimensions and Information: Input = Output = Grate Type: 2 ft 2 ft 1.2986 ft2 50% Grate Flow: Use the orifice equation Qi = C*A*(2*g*H)1/2 0.67 32.2 ft/s2 1 0.28 cfs 0.58 ft A = Number of Inlets * A 1.2986 ft2 Qi = 5.32 cfs Qg = 2.66 cfs Results: QALLOW = 2.66 cfs QACTUAL = 0.28 cfs Project: Ridgewood Hills Fourth Filing Number: 12-390 Calculations By: MAP Date: 11/21/2013 Area Inlets, Basin S13 24" NDS Width (W): Length (L): Open Area (A): Reduction Factor (F): Qi = Ideal Capacity C = Orifice discharge Coefficient = A = Orifice area (ft2) - open area of grate g = Graviational constant = H = Head on grate centroid, ponding depth (ft) QG = Reduced Inlet Capacity = Qi*(1-F) Number of Inlets: Flow Q = H = Calculations: Inlet capacity is not exceeded, INLET IS GOOD Inlet Flow Calculations for Area Inlets Inlet ID: Grate Dimensions and Information: Input = Output = Grate Type: 2 ft 2 ft 1.2986 ft2 50% Grate Flow: Use the orifice equation Qi = C*A*(2*g*H)1/2 0.67 32.2 ft/s2 1 0.61 cfs 0.75 ft A = Number of Inlets * A 1.2986 ft2 Qi = 6.05 cfs Qg = 3.02 cfs Results: QALLOW = 3.02 cfs QACTUAL = 0.61 cfs Project: Width (W): Length (L): Open Area (A): Reduction Factor (F): Calculations: Inlet capacity is not exceeded, INLET IS GOOD Ridgewood Hills Fourth Filing Number: 12-390 Calculations By: MAP Date: 11/21/2013 Area Inlets, Basin S4 24" NDS Qi = Ideal Capacity C = Orifice discharge Coefficient = A = Orifice area (ft2) - open area of grate g = Graviational constant = H = Head on grate centroid, ponding depth (ft) QG = Reduced Inlet Capacity = Qi*(1-F) Number of Inlets: Flow Q = H = APPENDIX D – LID CALCULATIONS SUMMARY TABLE PAVER CALCULATIONS BIOSWALE CALCULATIONS BIOSWALE DETAILS N1 1702 3.31 120.7 46 60 0.375 N2 1598 4.8 114.6 41 41 0.375 N3 1432 4.16 103.3 38 47 0.375 N4 1234 4.78 87.8 33 41 0.375 N5 927 1.67 60.0 25 118 0.375 N6 2267 3.23 154.7 61 61 0.375 N7 1060 3.52 78.0 28 56 0.375 N8 1888 3.4 132.5 51 58 0.375 N9 856 3.32 60.2 23 59 0.375 N10 1835 2.03 123.2 49 97 0.375 N Total 14799 395 638 S1 953 2.17 69.0 26 91 0.375 S2 1950 0.70 141.0 52 282 0.375 S3 1032 2.17 69.0 28 91 0.375 S4 859 2.24 58.0 23 88 0.375 S5 1670 0.70 121.0 45 282 0.375 S6 1830 2.98 127.4 49 66 0.375 S7 1936 2.92 130.0 52 68 0.375 S8 3189 3.92 89.2 50 50 0.375 S9 1282 3.97 88.1 34 50 0.375 S10 1069 1.43 69.7 29 138 0.375 S11 1723 0.43 115.2 46 458 0.375 S12 626 0.00 48.1 17 626 0.375 S13 1773 1.19 126.8 47 166 0.375 S Total 19892 498 2456 893 3264 4686 Total WQCV Requirements 8843 11838 Profile Length (ft) WQCV (ft3) Volume Provided (ft3) Orifice Size (in) 3094 Area I.D. Volume Provided (ft3) Ridgewood Hills Fourth Filing L.I.D. Design Summary 12/13/2013 WQCV (ft3) L.I.D. Pavers L.I.D. Systems Total Site Avg. Profile Slope % 34691 Area I.D. Area (ft2) L.I.D. Pavers (North & South) L.I.D. Bioswale North L.I.D. Bioswale South 893 3094 3506 5238 Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Type of Permeable Pavement Section A) What type of section of permeable pavement is used? (Based on the land use and activities, proximity to adjacent structures and soil characteristics.) B) What type of wearing course? 2. Required Storage Volume A) Effective Imperviousness of Area Tributary to Permeable Pavement, Ia Ia = 90.0 % B) Tributary Area's Imperviousness Ratio (I = Ia / 100) i = 0.900 C) Tributary Watershed Area ATotal = 1,702 sq ft (including area of permeable pavement system) D) Area of Permeable Pavement System APPS = 1,702 sq ft (Minimum recommended permeable pavement area = 528 sq ft) E) Impervious Tributary Ratio RT = 0.0 (Contributing Imperviuos Area / Permeable Pavement Ratio) F) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV = 46 cu ft (WQCV = (0.8 * (0.91 * i3 - 1.19 * i2 + 0.78 * i) / 12) * Area) G) Is flood control volume being added? H) Total Volume Needed VTotal = cu ft 3. Depth of Reservoir A) Minimum Depth of Reservoir Dmin = 12.0 inches (Minimum recommended depth is 6 inches) B) Is the slope of the reservoir/subgrade interface equal to 0%? C) Porosity (Porous Gravel Pavement < 0.3, Others < 0.40) P = 0.40 D) Slope of the Base Course/Subgrade Interface S = 0.033 ft / ft E) Length Between Lateral Flow Barriers (max = 4.04 ft.) L = 30.2 ft F) Volume Provided Based on Depth of Base Course V = 60 cu ft Flat or Stepped: V = P * ((Dmin-1)/12) * Area Sloped: V = P * [((Dmin/12) - (w*0.02))/2) ] * w*L Volume assumes uniform slope & lateral flow barrier spacing. Calculate the volume of each cell individually when this varies. 4. Lateral Flow Barriers A) Type of Lateral Flow Barriers B) Number of Permeable Pavement Cells Cells = 1 5. Perimeter Barrier A) Is a perimeter barrier provided on all sides of the pavement system? (Recommeded for PICP, concrete grid pavement, or for any no-infiltration section.) Fort Collins, CO Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area N1 Choose One No Infiltration Partial Infiltration Section Full Infiltration Section Choose One YES NO Choose One YES- Flat or Stepped Installation NO- Sloped Installation Choose One Sheet 2 of 2 Designer: Company: Date: Project: Location: 6. Filter Material and Underdrain System A) Is the underdrain placed below a 6-inch thick layer of CDOT Class C filter material? B) Diameter of Slotted Pipe (slot dimensions per Table PPs-2) C) Distance from the Lowest Elevation of the Storage Volume y = 0.2 ft (i.e. the bottom of the base course to the center of the orifice) 7. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is there a minimum 30 mil thick impermeable PVC geomembrane liner on the bottom and sides of the basin, extending up to the top of the base course? B) CDOT Class B Separator Fabric 8. Outlet (Assumes each cell has similar area, subgrade slope, and length between lateral barriers (unless subgrade is flat). Calculate cells individually where this varies.) A) Depth of WQCV in the Reservoir DWQCV = 6.80 inches (Elevation of the Flood Control Outlet) B) Diameter of Orifice for 12-hour Drain Time DOrifice = 0.26 inches MINIMUM ORIFICE SIZE IS 3/8-INCHES (Use a minimum orifice diameter of 3/8-inches) Notes: Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area N1 Fort Collins, CO Choose One YES NO Choose One 4-inch 6-inch Choose One Choose One YES NO Placed above the liner Placed above and below the liner N/A Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Type of Permeable Pavement Section A) What type of section of permeable pavement is used? (Based on the land use and activities, proximity to adjacent structures and soil characteristics.) B) What type of wearing course? 2. Required Storage Volume A) Effective Imperviousness of Area Tributary to Permeable Pavement, Ia Ia = 90.0 % B) Tributary Area's Imperviousness Ratio (I = Ia / 100) i = 0.900 C) Tributary Watershed Area ATotal = 1,835 sq ft (including area of permeable pavement system) D) Area of Permeable Pavement System APPS = 1,835 sq ft (Minimum recommended permeable pavement area = 569 sq ft) E) Impervious Tributary Ratio RT = 0.0 (Contributing Imperviuos Area / Permeable Pavement Ratio) F) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV = 49 cu ft (WQCV = (0.8 * (0.91 * i3 - 1.19 * i2 + 0.78 * i) / 12) * Area) G) Is flood control volume being added? H) Total Volume Needed VTotal = cu ft 3. Depth of Reservoir A) Minimum Depth of Reservoir Dmin = 12.0 inches (Minimum recommended depth is 6 inches) B) Is the slope of the reservoir/subgrade interface equal to 0%? C) Porosity (Porous Gravel Pavement < 0.3, Others < 0.40) P = 0.40 D) Slope of the Base Course/Subgrade Interface S = 0.020 ft / ft E) Length Between Lateral Flow Barriers (max = 6.59 ft.) L = 49.3 ft F) Volume Provided Based on Depth of Base Course V = 97 cu ft Flat or Stepped: V = P * ((Dmin-1)/12) * Area Sloped: V = P * [((Dmin/12) - (w*0.02))/2) ] * w*L Volume assumes uniform slope & lateral flow barrier spacing. Calculate the volume of each cell individually when this varies. 4. Lateral Flow Barriers A) Type of Lateral Flow Barriers B) Number of Permeable Pavement Cells Cells = 1 5. Perimeter Barrier A) Is a perimeter barrier provided on all sides of the pavement system? (Recommeded for PICP, concrete grid pavement, or for any no-infiltration section.) Fort Collins, CO Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area N10 Choose One No Infiltration Partial Infiltration Section Full Infiltration Section Choose One YES NO Choose One YES- Flat or Stepped Installation NO- Sloped Installation Choose One Sheet 2 of 2 Designer: Company: Date: Project: Location: 6. Filter Material and Underdrain System A) Is the underdrain placed below a 6-inch thick layer of CDOT Class C filter material? B) Diameter of Slotted Pipe (slot dimensions per Table PPs-2) C) Distance from the Lowest Elevation of the Storage Volume y = 0.2 ft (i.e. the bottom of the base course to the center of the orifice) 7. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is there a minimum 30 mil thick impermeable PVC geomembrane liner on the bottom and sides of the basin, extending up to the top of the base course? B) CDOT Class B Separator Fabric 8. Outlet (Assumes each cell has similar area, subgrade slope, and length between lateral barriers (unless subgrade is flat). Calculate cells individually where this varies.) A) Depth of WQCV in the Reservoir DWQCV = 6.80 inches (Elevation of the Flood Control Outlet) B) Diameter of Orifice for 12-hour Drain Time DOrifice = 0.27 inches MINIMUM ORIFICE SIZE IS 3/8-INCHES (Use a minimum orifice diameter of 3/8-inches) Notes: Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area N10 Fort Collins, CO Choose One YES NO Choose One 4-inch 6-inch Choose One Choose One YES NO Placed above the liner Placed above and below the liner N/A Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Type of Permeable Pavement Section A) What type of section of permeable pavement is used? (Based on the land use and activities, proximity to adjacent structures and soil characteristics.) B) What type of wearing course? 2. Required Storage Volume A) Effective Imperviousness of Area Tributary to Permeable Pavement, Ia Ia = 88.0 % B) Tributary Area's Imperviousness Ratio (I = Ia / 100) i = 0.880 C) Tributary Watershed Area ATotal = 1,598 sq ft (including area of permeable pavement system) D) Area of Permeable Pavement System APPS = 1,598 sq ft (Minimum recommended permeable pavement area = 488 sq ft) E) Impervious Tributary Ratio RT = 0.0 (Contributing Imperviuos Area / Permeable Pavement Ratio) F) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV = 41 cu ft (WQCV = (0.8 * (0.91 * i3 - 1.19 * i2 + 0.78 * i) / 12) * Area) G) Is flood control volume being added? H) Total Volume Needed VTotal = cu ft 3. Depth of Reservoir A) Minimum Depth of Reservoir Dmin = 12.0 inches (Minimum recommended depth is 6 inches) B) Is the slope of the reservoir/subgrade interface equal to 0%? C) Porosity (Porous Gravel Pavement < 0.3, Others < 0.40) P = 0.40 D) Slope of the Base Course/Subgrade Interface S = 0.048 ft / ft E) Length Between Lateral Flow Barriers (max = 2.67 ft.) L = 20.8 ft F) Volume Provided Based on Depth of Base Course V = 41 cu ft Flat or Stepped: V = P * ((Dmin-1)/12) * Area Sloped: V = P * [((Dmin/12) - (w*0.02))/2) ] * w*L Volume assumes uniform slope & lateral flow barrier spacing. Calculate the volume of each cell individually when this varies. 4. Lateral Flow Barriers A) Type of Lateral Flow Barriers B) Number of Permeable Pavement Cells Cells = 1 5. Perimeter Barrier A) Is a perimeter barrier provided on all sides of the pavement system? (Recommeded for PICP, concrete grid pavement, or for any no-infiltration section.) Fort Collins, CO Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area N2 Choose One No Infiltration Partial Infiltration Section Full Infiltration Section Choose One YES NO Choose One YES- Flat or Stepped Installation NO- Sloped Installation Choose One Sheet 2 of 2 Designer: Company: Date: Project: Location: 6. Filter Material and Underdrain System A) Is the underdrain placed below a 6-inch thick layer of CDOT Class C filter material? B) Diameter of Slotted Pipe (slot dimensions per Table PPs-2) C) Distance from the Lowest Elevation of the Storage Volume y = 0.2 ft (i.e. the bottom of the base course to the center of the orifice) 7. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is there a minimum 30 mil thick impermeable PVC geomembrane liner on the bottom and sides of the basin, extending up to the top of the base course? B) CDOT Class B Separator Fabric 8. Outlet (Assumes each cell has similar area, subgrade slope, and length between lateral barriers (unless subgrade is flat). Calculate cells individually where this varies.) A) Depth of WQCV in the Reservoir DWQCV = 6.77 inches (Elevation of the Flood Control Outlet) B) Diameter of Orifice for 12-hour Drain Time DOrifice = 0.25 inches MINIMUM ORIFICE SIZE IS 3/8-INCHES (Use a minimum orifice diameter of 3/8-inches) Notes: Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area N2 Fort Collins, CO Choose One YES NO Choose One 4-inch 6-inch Choose One Choose One YES NO Placed above the liner Placed above and below the liner N/A Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Type of Permeable Pavement Section A) What type of section of permeable pavement is used? (Based on the land use and activities, proximity to adjacent structures and soil characteristics.) B) What type of wearing course? 2. Required Storage Volume A) Effective Imperviousness of Area Tributary to Permeable Pavement, Ia Ia = 90.0 % B) Tributary Area's Imperviousness Ratio (I = Ia / 100) i = 0.900 C) Tributary Watershed Area ATotal = 1,432 sq ft (including area of permeable pavement system) D) Area of Permeable Pavement System APPS = 1,432 sq ft (Minimum recommended permeable pavement area = 444 sq ft) E) Impervious Tributary Ratio RT = 0.0 (Contributing Imperviuos Area / Permeable Pavement Ratio) F) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV = 38 cu ft (WQCV = (0.8 * (0.91 * i3 - 1.19 * i2 + 0.78 * i) / 12) * Area) G) Is flood control volume being added? H) Total Volume Needed VTotal = cu ft 3. Depth of Reservoir A) Minimum Depth of Reservoir Dmin = 12.0 inches (Minimum recommended depth is 6 inches) B) Is the slope of the reservoir/subgrade interface equal to 0%? C) Porosity (Porous Gravel Pavement < 0.3, Others < 0.40) P = 0.40 D) Slope of the Base Course/Subgrade Interface S = 0.042 ft / ft E) Length Between Lateral Flow Barriers (max = 3.22 ft.) L = 24.0 ft F) Volume Provided Based on Depth of Base Course V = 47 cu ft Flat or Stepped: V = P * ((Dmin-1)/12) * Area Sloped: V = P * [((Dmin/12) - (w*0.02))/2) ] * w*L Volume assumes uniform slope & lateral flow barrier spacing. Calculate the volume of each cell individually when this varies. 4. Lateral Flow Barriers A) Type of Lateral Flow Barriers B) Number of Permeable Pavement Cells Cells = 1 5. Perimeter Barrier A) Is a perimeter barrier provided on all sides of the pavement system? (Recommeded for PICP, concrete grid pavement, or for any no-infiltration section.) Fort Collins, CO Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area N3 Choose One No Infiltration Partial Infiltration Section Full Infiltration Section Choose One YES NO Choose One YES- Flat or Stepped Installation NO- Sloped Installation Choose One Sheet 2 of 2 Designer: Company: Date: Project: Location: 6. Filter Material and Underdrain System A) Is the underdrain placed below a 6-inch thick layer of CDOT Class C filter material? B) Diameter of Slotted Pipe (slot dimensions per Table PPs-2) C) Distance from the Lowest Elevation of the Storage Volume y = 0.2 ft (i.e. the bottom of the base course to the center of the orifice) 7. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is there a minimum 30 mil thick impermeable PVC geomembrane liner on the bottom and sides of the basin, extending up to the top of the base course? B) CDOT Class B Separator Fabric 8. Outlet (Assumes each cell has similar area, subgrade slope, and length between lateral barriers (unless subgrade is flat). Calculate cells individually where this varies.) A) Depth of WQCV in the Reservoir DWQCV = 6.80 inches (Elevation of the Flood Control Outlet) B) Diameter of Orifice for 12-hour Drain Time DOrifice = 0.24 inches MINIMUM ORIFICE SIZE IS 3/8-INCHES (Use a minimum orifice diameter of 3/8-inches) Notes: Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area N3 Fort Collins, CO Choose One YES NO Choose One 4-inch 6-inch Choose One Choose One YES NO Placed above the liner Placed above and below the liner N/A Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Type of Permeable Pavement Section A) What type of section of permeable pavement is used? (Based on the land use and activities, proximity to adjacent structures and soil characteristics.) B) What type of wearing course? 2. Required Storage Volume A) Effective Imperviousness of Area Tributary to Permeable Pavement, Ia Ia = 90.0 % B) Tributary Area's Imperviousness Ratio (I = Ia / 100) i = 0.900 C) Tributary Watershed Area ATotal = 1,234 sq ft (including area of permeable pavement system) D) Area of Permeable Pavement System APPS = 1,234 sq ft (Minimum recommended permeable pavement area = 383 sq ft) E) Impervious Tributary Ratio RT = 0.0 (Contributing Imperviuos Area / Permeable Pavement Ratio) F) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV = 33 cu ft (WQCV = (0.8 * (0.91 * i3 - 1.19 * i2 + 0.78 * i) / 12) * Area) G) Is flood control volume being added? H) Total Volume Needed VTotal = cu ft 3. Depth of Reservoir A) Minimum Depth of Reservoir Dmin = 12.0 inches (Minimum recommended depth is 6 inches) B) Is the slope of the reservoir/subgrade interface equal to 0%? C) Porosity (Porous Gravel Pavement < 0.3, Others < 0.40) P = 0.40 D) Slope of the Base Course/Subgrade Interface S = 0.048 ft / ft E) Length Between Lateral Flow Barriers (max = 2.8 ft.) L = 20.9 ft F) Volume Provided Based on Depth of Base Course V = 41 cu ft Flat or Stepped: V = P * ((Dmin-1)/12) * Area Sloped: V = P * [((Dmin/12) - (w*0.02))/2) ] * w*L Volume assumes uniform slope & lateral flow barrier spacing. Calculate the volume of each cell individually when this varies. 4. Lateral Flow Barriers A) Type of Lateral Flow Barriers B) Number of Permeable Pavement Cells Cells = 1 5. Perimeter Barrier A) Is a perimeter barrier provided on all sides of the pavement system? (Recommeded for PICP, concrete grid pavement, or for any no-infiltration section.) Fort Collins, CO Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area N4 Choose One No Infiltration Partial Infiltration Section Full Infiltration Section Choose One YES NO Choose One YES- Flat or Stepped Installation NO- Sloped Installation Choose One Sheet 2 of 2 Designer: Company: Date: Project: Location: 6. Filter Material and Underdrain System A) Is the underdrain placed below a 6-inch thick layer of CDOT Class C filter material? B) Diameter of Slotted Pipe (slot dimensions per Table PPs-2) C) Distance from the Lowest Elevation of the Storage Volume y = 0.2 ft (i.e. the bottom of the base course to the center of the orifice) 7. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is there a minimum 30 mil thick impermeable PVC geomembrane liner on the bottom and sides of the basin, extending up to the top of the base course? B) CDOT Class B Separator Fabric 8. Outlet (Assumes each cell has similar area, subgrade slope, and length between lateral barriers (unless subgrade is flat). Calculate cells individually where this varies.) A) Depth of WQCV in the Reservoir DWQCV = 6.80 inches (Elevation of the Flood Control Outlet) B) Diameter of Orifice for 12-hour Drain Time DOrifice = 0.22 inches MINIMUM ORIFICE SIZE IS 3/8-INCHES (Use a minimum orifice diameter of 3/8-inches) Notes: Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area N4 Fort Collins, CO Choose One YES NO Choose One 4-inch 6-inch Choose One Choose One YES NO Placed above the liner Placed above and below the liner N/A Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Type of Permeable Pavement Section A) What type of section of permeable pavement is used? (Based on the land use and activities, proximity to adjacent structures and soil characteristics.) B) What type of wearing course? 2. Required Storage Volume A) Effective Imperviousness of Area Tributary to Permeable Pavement, Ia Ia = 90.0 % B) Tributary Area's Imperviousness Ratio (I = Ia / 100) i = 0.900 C) Tributary Watershed Area ATotal = 927 sq ft (including area of permeable pavement system) D) Area of Permeable Pavement System APPS = 927 sq ft (Minimum recommended permeable pavement area = 288 sq ft) E) Impervious Tributary Ratio RT = 0.0 (Contributing Imperviuos Area / Permeable Pavement Ratio) F) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV = 25 cu ft (WQCV = (0.8 * (0.91 * i3 - 1.19 * i2 + 0.78 * i) / 12) * Area) G) Is flood control volume being added? H) Total Volume Needed VTotal = cu ft 3. Depth of Reservoir A) Minimum Depth of Reservoir Dmin = 12.0 inches (Minimum recommended depth is 6 inches) B) Is the slope of the reservoir/subgrade interface equal to 0%? C) Porosity (Porous Gravel Pavement < 0.3, Others < 0.40) P = 0.40 D) Slope of the Base Course/Subgrade Interface S = 0.017 ft / ft E) Length Between Lateral Flow Barriers (max = 8.01 ft.) L = 59.9 ft F) Volume Provided Based on Depth of Base Course V = 118 cu ft Flat or Stepped: V = P * ((Dmin-1)/12) * Area Sloped: V = P * [((Dmin/12) - (w*0.02))/2) ] * w*L Volume assumes uniform slope & lateral flow barrier spacing. Calculate the volume of each cell individually when this varies. 4. Lateral Flow Barriers A) Type of Lateral Flow Barriers B) Number of Permeable Pavement Cells Cells = 1 5. Perimeter Barrier A) Is a perimeter barrier provided on all sides of the pavement system? (Recommeded for PICP, concrete grid pavement, or for any no-infiltration section.) Fort Collins, CO Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area N5 Choose One No Infiltration Partial Infiltration Section Full Infiltration Section Choose One YES NO Choose One YES- Flat or Stepped Installation NO- Sloped Installation Choose One Sheet 2 of 2 Designer: Company: Date: Project: Location: 6. Filter Material and Underdrain System A) Is the underdrain placed below a 6-inch thick layer of CDOT Class C filter material? B) Diameter of Slotted Pipe (slot dimensions per Table PPs-2) C) Distance from the Lowest Elevation of the Storage Volume y = 0.2 ft (i.e. the bottom of the base course to the center of the orifice) 7. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is there a minimum 30 mil thick impermeable PVC geomembrane liner on the bottom and sides of the basin, extending up to the top of the base course? B) CDOT Class B Separator Fabric 8. Outlet (Assumes each cell has similar area, subgrade slope, and length between lateral barriers (unless subgrade is flat). Calculate cells individually where this varies.) A) Depth of WQCV in the Reservoir DWQCV = 6.80 inches (Elevation of the Flood Control Outlet) B) Diameter of Orifice for 12-hour Drain Time DOrifice = 0.19 inches MINIMUM ORIFICE SIZE IS 3/8-INCHES (Use a minimum orifice diameter of 3/8-inches) Notes: Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area N5 Fort Collins, CO Choose One YES NO Choose One 4-inch 6-inch Choose One Choose One YES NO Placed above the liner Placed above and below the liner N/A Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Type of Permeable Pavement Section A) What type of section of permeable pavement is used? (Based on the land use and activities, proximity to adjacent structures and soil characteristics.) B) What type of wearing course? 2. Required Storage Volume A) Effective Imperviousness of Area Tributary to Permeable Pavement, Ia Ia = 90.0 % B) Tributary Area's Imperviousness Ratio (I = Ia / 100) i = 0.900 C) Tributary Watershed Area ATotal = 2,267 sq ft (including area of permeable pavement system) D) Area of Permeable Pavement System APPS = 2,267 sq ft (Minimum recommended permeable pavement area = 704 sq ft) E) Impervious Tributary Ratio RT = 0.0 (Contributing Imperviuos Area / Permeable Pavement Ratio) F) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV = 61 cu ft (WQCV = (0.8 * (0.91 * i3 - 1.19 * i2 + 0.78 * i) / 12) * Area) G) Is flood control volume being added? H) Total Volume Needed VTotal = cu ft 3. Depth of Reservoir A) Minimum Depth of Reservoir Dmin = 12.0 inches (Minimum recommended depth is 6 inches) B) Is the slope of the reservoir/subgrade interface equal to 0%? C) Porosity (Porous Gravel Pavement < 0.3, Others < 0.40) P = 0.40 D) Slope of the Base Course/Subgrade Interface S = 0.032 ft / ft E) Length Between Lateral Flow Barriers (max = 4.14 ft.) L = 31.0 ft F) Volume Provided Based on Depth of Base Course V = 61 cu ft Flat or Stepped: V = P * ((Dmin-1)/12) * Area Sloped: V = P * [((Dmin/12) - (w*0.02))/2) ] * w*L Volume assumes uniform slope & lateral flow barrier spacing. Calculate the volume of each cell individually when this varies. 4. Lateral Flow Barriers A) Type of Lateral Flow Barriers B) Number of Permeable Pavement Cells Cells = 1 5. Perimeter Barrier A) Is a perimeter barrier provided on all sides of the pavement system? (Recommeded for PICP, concrete grid pavement, or for any no-infiltration section.) Fort Collins, CO Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area N6 Choose One No Infiltration Partial Infiltration Section Full Infiltration Section Choose One YES NO Choose One YES- Flat or Stepped Installation NO- Sloped Installation Choose One Sheet 2 of 2 Designer: Company: Date: Project: Location: 6. Filter Material and Underdrain System A) Is the underdrain placed below a 6-inch thick layer of CDOT Class C filter material? B) Diameter of Slotted Pipe (slot dimensions per Table PPs-2) C) Distance from the Lowest Elevation of the Storage Volume y = 0.2 ft (i.e. the bottom of the base course to the center of the orifice) 7. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is there a minimum 30 mil thick impermeable PVC geomembrane liner on the bottom and sides of the basin, extending up to the top of the base course? B) CDOT Class B Separator Fabric 8. Outlet (Assumes each cell has similar area, subgrade slope, and length between lateral barriers (unless subgrade is flat). Calculate cells individually where this varies.) A) Depth of WQCV in the Reservoir DWQCV = 6.803 inches (Elevation of the Flood Control Outlet) B) Diameter of Orifice for 12-hour Drain Time DOrifice = 0.30 inches MINIMUM ORIFICE SIZE IS 3/8-INCHES (Use a minimum orifice diameter of 3/8-inches) Notes: Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area N6 Fort Collins, CO Choose One YES NO Choose One 4-inch 6-inch Choose One Choose One YES NO Placed above the liner Placed above and below the liner N/A Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Type of Permeable Pavement Section A) What type of section of permeable pavement is used? (Based on the land use and activities, proximity to adjacent structures and soil characteristics.) B) What type of wearing course? 2. Required Storage Volume A) Effective Imperviousness of Area Tributary to Permeable Pavement, Ia Ia = 90.0 % B) Tributary Area's Imperviousness Ratio (I = Ia / 100) i = 0.900 C) Tributary Watershed Area ATotal = 1,060 sq ft (including area of permeable pavement system) D) Area of Permeable Pavement System APPS = 1,060 sq ft (Minimum recommended permeable pavement area = 329 sq ft) E) Impervious Tributary Ratio RT = 0.0 (Contributing Imperviuos Area / Permeable Pavement Ratio) F) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV = 28 cu ft (WQCV = (0.8 * (0.91 * i3 - 1.19 * i2 + 0.78 * i) / 12) * Area) G) Is flood control volume being added? H) Total Volume Needed VTotal = cu ft 3. Depth of Reservoir A) Minimum Depth of Reservoir Dmin = 12.0 inches (Minimum recommended depth is 6 inches) B) Is the slope of the reservoir/subgrade interface equal to 0%? C) Porosity (Porous Gravel Pavement < 0.3, Others < 0.40) P = 0.40 D) Slope of the Base Course/Subgrade Interface S = 0.035 ft / ft E) Length Between Lateral Flow Barriers (max = 3.8 ft.) L = 28.4 ft F) Volume Provided Based on Depth of Base Course V = 56 cu ft Flat or Stepped: V = P * ((Dmin-1)/12) * Area Sloped: V = P * [((Dmin/12) - (w*0.02))/2) ] * w*L Volume assumes uniform slope & lateral flow barrier spacing. Calculate the volume of each cell individually when this varies. 4. Lateral Flow Barriers A) Type of Lateral Flow Barriers B) Number of Permeable Pavement Cells Cells = 1 5. Perimeter Barrier A) Is a perimeter barrier provided on all sides of the pavement system? (Recommeded for PICP, concrete grid pavement, or for any no-infiltration section.) Fort Collins, CO Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area N7 Choose One No Infiltration Partial Infiltration Section Full Infiltration Section Choose One YES NO Choose One YES- Flat or Stepped Installation NO- Sloped Installation Choose One Sheet 2 of 2 Designer: Company: Date: Project: Location: 6. Filter Material and Underdrain System A) Is the underdrain placed below a 6-inch thick layer of CDOT Class C filter material? B) Diameter of Slotted Pipe (slot dimensions per Table PPs-2) C) Distance from the Lowest Elevation of the Storage Volume y = 0.2 ft (i.e. the bottom of the base course to the center of the orifice) 7. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is there a minimum 30 mil thick impermeable PVC geomembrane liner on the bottom and sides of the basin, extending up to the top of the base course? B) CDOT Class B Separator Fabric 8. Outlet (Assumes each cell has similar area, subgrade slope, and length between lateral barriers (unless subgrade is flat). Calculate cells individually where this varies.) A) Depth of WQCV in the Reservoir DWQCV = 6.80 inches (Elevation of the Flood Control Outlet) B) Diameter of Orifice for 12-hour Drain Time DOrifice = 0.20 inches MINIMUM ORIFICE SIZE IS 3/8-INCHES (Use a minimum orifice diameter of 3/8-inches) Notes: Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area N7 Fort Collins, CO Choose One YES NO Choose One 4-inch 6-inch Choose One Choose One YES NO Placed above the liner Placed above and below the liner N/A Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Type of Permeable Pavement Section A) What type of section of permeable pavement is used? (Based on the land use and activities, proximity to adjacent structures and soil characteristics.) B) What type of wearing course? 2. Required Storage Volume A) Effective Imperviousness of Area Tributary to Permeable Pavement, Ia Ia = 90.0 % B) Tributary Area's Imperviousness Ratio (I = Ia / 100) i = 0.900 C) Tributary Watershed Area ATotal = 1,888 sq ft (including area of permeable pavement system) D) Area of Permeable Pavement System APPS = 1,888 sq ft (Minimum recommended permeable pavement area = 586 sq ft) E) Impervious Tributary Ratio RT = 0.0 (Contributing Imperviuos Area / Permeable Pavement Ratio) F) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV = 51 cu ft (WQCV = (0.8 * (0.91 * i3 - 1.19 * i2 + 0.78 * i) / 12) * Area) G) Is flood control volume being added? H) Total Volume Needed VTotal = cu ft 3. Depth of Reservoir A) Minimum Depth of Reservoir Dmin = 12.0 inches (Minimum recommended depth is 6 inches) B) Is the slope of the reservoir/subgrade interface equal to 0%? C) Porosity (Porous Gravel Pavement < 0.3, Others < 0.40) P = 0.40 D) Slope of the Base Course/Subgrade Interface S = 0.034 ft / ft E) Length Between Lateral Flow Barriers (max = 3.94 ft.) L = 29.4 ft F) Volume Provided Based on Depth of Base Course V = 58 cu ft Flat or Stepped: V = P * ((Dmin-1)/12) * Area Sloped: V = P * [((Dmin/12) - (w*0.02))/2) ] * w*L Volume assumes uniform slope & lateral flow barrier spacing. Calculate the volume of each cell individually when this varies. 4. Lateral Flow Barriers A) Type of Lateral Flow Barriers B) Number of Permeable Pavement Cells Cells = 1 5. Perimeter Barrier A) Is a perimeter barrier provided on all sides of the pavement system? (Recommeded for PICP, concrete grid pavement, or for any no-infiltration section.) Fort Collins, CO Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area N8 Choose One No Infiltration Partial Infiltration Section Full Infiltration Section Choose One YES NO Choose One YES- Flat or Stepped Installation NO- Sloped Installation Choose One Sheet 2 of 2 Designer: Company: Date: Project: Location: 6. Filter Material and Underdrain System A) Is the underdrain placed below a 6-inch thick layer of CDOT Class C filter material? B) Diameter of Slotted Pipe (slot dimensions per Table PPs-2) C) Distance from the Lowest Elevation of the Storage Volume y = 0.2 ft (i.e. the bottom of the base course to the center of the orifice) 7. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is there a minimum 30 mil thick impermeable PVC geomembrane liner on the bottom and sides of the basin, extending up to the top of the base course? B) CDOT Class B Separator Fabric 8. Outlet (Assumes each cell has similar area, subgrade slope, and length between lateral barriers (unless subgrade is flat). Calculate cells individually where this varies.) A) Depth of WQCV in the Reservoir DWQCV = 6.80 inches (Elevation of the Flood Control Outlet) B) Diameter of Orifice for 12-hour Drain Time DOrifice = 0.27 inches MINIMUM ORIFICE SIZE IS 3/8-INCHES (Use a minimum orifice diameter of 3/8-inches) Notes: Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area N8 Fort Collins, CO Choose One YES NO Choose One 4-inch 6-inch Choose One Choose One YES NO Placed above the liner Placed above and below the liner N/A Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Type of Permeable Pavement Section A) What type of section of permeable pavement is used? (Based on the land use and activities, proximity to adjacent structures and soil characteristics.) B) What type of wearing course? 2. Required Storage Volume A) Effective Imperviousness of Area Tributary to Permeable Pavement, Ia Ia = 90.0 % B) Tributary Area's Imperviousness Ratio (I = Ia / 100) i = 0.900 C) Tributary Watershed Area ATotal = 856 sq ft (including area of permeable pavement system) D) Area of Permeable Pavement System APPS = 856 sq ft (Minimum recommended permeable pavement area = 266 sq ft) E) Impervious Tributary Ratio RT = 0.0 (Contributing Imperviuos Area / Permeable Pavement Ratio) F) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV = 23 cu ft (WQCV = (0.8 * (0.91 * i3 - 1.19 * i2 + 0.78 * i) / 12) * Area) G) Is flood control volume being added? H) Total Volume Needed VTotal = cu ft 3. Depth of Reservoir A) Minimum Depth of Reservoir Dmin = 12.0 inches (Minimum recommended depth is 6 inches) B) Is the slope of the reservoir/subgrade interface equal to 0%? C) Porosity (Porous Gravel Pavement < 0.3, Others < 0.40) P = 0.40 D) Slope of the Base Course/Subgrade Interface S = 0.033 ft / ft E) Length Between Lateral Flow Barriers (max = 4.03 ft.) L = 30.1 ft F) Volume Provided Based on Depth of Base Course V = 59 cu ft Flat or Stepped: V = P * ((Dmin-1)/12) * Area Sloped: V = P * [((Dmin/12) - (w*0.02))/2) ] * w*L Volume assumes uniform slope & lateral flow barrier spacing. Calculate the volume of each cell individually when this varies. 4. Lateral Flow Barriers A) Type of Lateral Flow Barriers B) Number of Permeable Pavement Cells Cells = 1 5. Perimeter Barrier A) Is a perimeter barrier provided on all sides of the pavement system? (Recommeded for PICP, concrete grid pavement, or for any no-infiltration section.) Fort Collins, CO Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area N9 Choose One No Infiltration Partial Infiltration Section Full Infiltration Section Choose One YES NO Choose One YES- Flat or Stepped Installation NO- Sloped Installation Choose One Sheet 2 of 2 Designer: Company: Date: Project: Location: 6. Filter Material and Underdrain System A) Is the underdrain placed below a 6-inch thick layer of CDOT Class C filter material? B) Diameter of Slotted Pipe (slot dimensions per Table PPs-2) C) Distance from the Lowest Elevation of the Storage Volume y = 0.2 ft (i.e. the bottom of the base course to the center of the orifice) 7. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is there a minimum 30 mil thick impermeable PVC geomembrane liner on the bottom and sides of the basin, extending up to the top of the base course? B) CDOT Class B Separator Fabric 8. Outlet (Assumes each cell has similar area, subgrade slope, and length between lateral barriers (unless subgrade is flat). Calculate cells individually where this varies.) A) Depth of WQCV in the Reservoir DWQCV = 6.80 inches (Elevation of the Flood Control Outlet) B) Diameter of Orifice for 12-hour Drain Time DOrifice = 0.18 inches MINIMUM ORIFICE SIZE IS 3/8-INCHES (Use a minimum orifice diameter of 3/8-inches) Notes: Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area N9 Fort Collins, CO Choose One YES NO Choose One 4-inch 6-inch Choose One Choose One YES NO Placed above the liner Placed above and below the liner N/A Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Type of Permeable Pavement Section A) What type of section of permeable pavement is used? (Based on the land use and activities, proximity to adjacent structures and soil characteristics.) B) What type of wearing course? 2. Required Storage Volume A) Effective Imperviousness of Area Tributary to Permeable Pavement, Ia Ia = 90.0 % B) Tributary Area's Imperviousness Ratio (I = Ia / 100) i = 0.900 C) Tributary Watershed Area ATotal = 953 sq ft (including area of permeable pavement system) D) Area of Permeable Pavement System APPS = 953 sq ft (Minimum recommended permeable pavement area = 296 sq ft) E) Impervious Tributary Ratio RT = 0.0 (Contributing Imperviuos Area / Permeable Pavement Ratio) F) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV = 26 cu ft (WQCV = (0.8 * (0.91 * i3 - 1.19 * i2 + 0.78 * i) / 12) * Area) G) Is flood control volume being added? H) Total Volume Needed VTotal = cu ft 3. Depth of Reservoir A) Minimum Depth of Reservoir Dmin = 12.0 inches (Minimum recommended depth is 6 inches) B) Is the slope of the reservoir/subgrade interface equal to 0%? C) Porosity (Porous Gravel Pavement < 0.3, Others < 0.40) P = 0.40 D) Slope of the Base Course/Subgrade Interface S = 0.022 ft / ft E) Length Between Lateral Flow Barriers (max = 6.17 ft.) L = 46.1 ft F) Volume Provided Based on Depth of Base Course V = 91 cu ft Flat or Stepped: V = P * ((Dmin-1)/12) * Area Sloped: V = P * [((Dmin/12) - (w*0.02))/2) ] * w*L Volume assumes uniform slope & lateral flow barrier spacing. Calculate the volume of each cell individually when this varies. 4. Lateral Flow Barriers A) Type of Lateral Flow Barriers B) Number of Permeable Pavement Cells Cells = 1 5. Perimeter Barrier A) Is a perimeter barrier provided on all sides of the pavement system? (Recommeded for PICP, concrete grid pavement, or for any no-infiltration section.) Fort Collins, CO Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area S1 Choose One No Infiltration Partial Infiltration Section Full Infiltration Section Choose One YES NO Choose One YES- Flat or Stepped Installation NO- Sloped Installation Choose One Sheet 2 of 2 Designer: Company: Date: Project: Location: 6. Filter Material and Underdrain System A) Is the underdrain placed below a 6-inch thick layer of CDOT Class C filter material? B) Diameter of Slotted Pipe (slot dimensions per Table PPs-2) C) Distance from the Lowest Elevation of the Storage Volume y = 0.2 ft (i.e. the bottom of the base course to the center of the orifice) 7. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is there a minimum 30 mil thick impermeable PVC geomembrane liner on the bottom and sides of the basin, extending up to the top of the base course? B) CDOT Class B Separator Fabric 8. Outlet (Assumes each cell has similar area, subgrade slope, and length between lateral barriers (unless subgrade is flat). Calculate cells individually where this varies.) A) Depth of WQCV in the Reservoir DWQCV = 6.80 inches (Elevation of the Flood Control Outlet) B) Diameter of Orifice for 12-hour Drain Time DOrifice = 0.19 inches MINIMUM ORIFICE SIZE IS 3/8-INCHES (Use a minimum orifice diameter of 3/8-inches) Notes: Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area S1 Fort Collins, CO Choose One YES NO Choose One 4-inch 6-inch Choose One Choose One YES NO Placed above the liner Placed above and below the liner N/A Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Type of Permeable Pavement Section A) What type of section of permeable pavement is used? (Based on the land use and activities, proximity to adjacent structures and soil characteristics.) B) What type of wearing course? 2. Required Storage Volume A) Effective Imperviousness of Area Tributary to Permeable Pavement, Ia Ia = 90.0 % B) Tributary Area's Imperviousness Ratio (I = Ia / 100) i = 0.900 C) Tributary Watershed Area ATotal = 1,069 sq ft (including area of permeable pavement system) D) Area of Permeable Pavement System APPS = 1,069 sq ft (Minimum recommended permeable pavement area = 332 sq ft) E) Impervious Tributary Ratio RT = 0.0 (Contributing Imperviuos Area / Permeable Pavement Ratio) F) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV = 29 cu ft (WQCV = (0.8 * (0.91 * i3 - 1.19 * i2 + 0.78 * i) / 12) * Area) G) Is flood control volume being added? H) Total Volume Needed VTotal = cu ft 3. Depth of Reservoir A) Minimum Depth of Reservoir Dmin = 12.0 inches (Minimum recommended depth is 6 inches) B) Is the slope of the reservoir/subgrade interface equal to 0%? C) Porosity (Porous Gravel Pavement < 0.3, Others < 0.40) P = 0.40 D) Slope of the Base Course/Subgrade Interface S = 0.014 ft / ft E) Length Between Lateral Flow Barriers (max = 9.36 ft.) L = 69.9 ft F) Volume Provided Based on Depth of Base Course V = 138 cu ft Flat or Stepped: V = P * ((Dmin-1)/12) * Area Sloped: V = P * [((Dmin/12) - (w*0.02))/2) ] * w*L Volume assumes uniform slope & lateral flow barrier spacing. Calculate the volume of each cell individually when this varies. 4. Lateral Flow Barriers A) Type of Lateral Flow Barriers B) Number of Permeable Pavement Cells Cells = 1 5. Perimeter Barrier A) Is a perimeter barrier provided on all sides of the pavement system? (Recommeded for PICP, concrete grid pavement, or for any no-infiltration section.) Fort Collins, CO Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area S10 Choose One No Infiltration Partial Infiltration Section Full Infiltration Section Choose One YES NO Choose One YES- Flat or Stepped Installation NO- Sloped Installation Choose One Sheet 2 of 2 Designer: Company: Date: Project: Location: 6. Filter Material and Underdrain System A) Is the underdrain placed below a 6-inch thick layer of CDOT Class C filter material? B) Diameter of Slotted Pipe (slot dimensions per Table PPs-2) C) Distance from the Lowest Elevation of the Storage Volume y = 0.2 ft (i.e. the bottom of the base course to the center of the orifice) 7. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is there a minimum 30 mil thick impermeable PVC geomembrane liner on the bottom and sides of the basin, extending up to the top of the base course? B) CDOT Class B Separator Fabric 8. Outlet (Assumes each cell has similar area, subgrade slope, and length between lateral barriers (unless subgrade is flat). Calculate cells individually where this varies.) A) Depth of WQCV in the Reservoir DWQCV = 6.80 inches (Elevation of the Flood Control Outlet) B) Diameter of Orifice for 12-hour Drain Time DOrifice = 0.21 inches MINIMUM ORIFICE SIZE IS 3/8-INCHES (Use a minimum orifice diameter of 3/8-inches) Notes: Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area S10 Fort Collins, CO Choose One YES NO Choose One 4-inch 6-inch Choose One Choose One YES NO Placed above the liner Placed above and below the liner N/A Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Type of Permeable Pavement Section A) What type of section of permeable pavement is used? (Based on the land use and activities, proximity to adjacent structures and soil characteristics.) B) What type of wearing course? 2. Required Storage Volume A) Effective Imperviousness of Area Tributary to Permeable Pavement, Ia Ia = 90.0 % B) Tributary Area's Imperviousness Ratio (I = Ia / 100) i = 0.900 C) Tributary Watershed Area ATotal = 1,723 sq ft (including area of permeable pavement system) D) Area of Permeable Pavement System APPS = 1,723 sq ft (Minimum recommended permeable pavement area = 535 sq ft) E) Impervious Tributary Ratio RT = 0.0 (Contributing Imperviuos Area / Permeable Pavement Ratio) F) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV = 46 cu ft (WQCV = (0.8 * (0.91 * i3 - 1.19 * i2 + 0.78 * i) / 12) * Area) G) Is flood control volume being added? H) Total Volume Needed VTotal = cu ft 3. Depth of Reservoir A) Minimum Depth of Reservoir Dmin = 12.0 inches (Minimum recommended depth is 6 inches) B) Is the slope of the reservoir/subgrade interface equal to 0%? C) Porosity (Porous Gravel Pavement < 0.3, Others < 0.40) P = 0.40 D) Slope of the Base Course/Subgrade Interface S = 0.004 ft / ft E) Length Between Lateral Flow Barriers (max = 31.12 ft.) L = 232.6 ft F) Volume Provided Based on Depth of Base Course V = 458 cu ft Flat or Stepped: V = P * ((Dmin-1)/12) * Area Sloped: V = P * [((Dmin/12) - (w*0.02))/2) ] * w*L Volume assumes uniform slope & lateral flow barrier spacing. Calculate the volume of each cell individually when this varies. 4. Lateral Flow Barriers A) Type of Lateral Flow Barriers B) Number of Permeable Pavement Cells Cells = 1 5. Perimeter Barrier A) Is a perimeter barrier provided on all sides of the pavement system? (Recommeded for PICP, concrete grid pavement, or for any no-infiltration section.) Fort Collins, CO Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area S11 Choose One No Infiltration Partial Infiltration Section Full Infiltration Section Choose One YES NO Choose One YES- Flat or Stepped Installation NO- Sloped Installation Choose One Sheet 2 of 2 Designer: Company: Date: Project: Location: 6. Filter Material and Underdrain System A) Is the underdrain placed below a 6-inch thick layer of CDOT Class C filter material? B) Diameter of Slotted Pipe (slot dimensions per Table PPs-2) C) Distance from the Lowest Elevation of the Storage Volume y = 0.2 ft (i.e. the bottom of the base course to the center of the orifice) 7. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is there a minimum 30 mil thick impermeable PVC geomembrane liner on the bottom and sides of the basin, extending up to the top of the base course? B) CDOT Class B Separator Fabric 8. Outlet (Assumes each cell has similar area, subgrade slope, and length between lateral barriers (unless subgrade is flat). Calculate cells individually where this varies.) A) Depth of WQCV in the Reservoir DWQCV = 6.80 inches (Elevation of the Flood Control Outlet) B) Diameter of Orifice for 12-hour Drain Time DOrifice = 0.26 inches MINIMUM ORIFICE SIZE IS 3/8-INCHES (Use a minimum orifice diameter of 3/8-inches) Notes: Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area S11 Fort Collins, CO Choose One YES NO Choose One 4-inch 6-inch Choose One Choose One YES NO Placed above the liner Placed above and below the liner N/A Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Type of Permeable Pavement Section A) What type of section of permeable pavement is used? (Based on the land use and activities, proximity to adjacent structures and soil characteristics.) B) What type of wearing course? 2. Required Storage Volume A) Effective Imperviousness of Area Tributary to Permeable Pavement, Ia Ia = 90.0 % B) Tributary Area's Imperviousness Ratio (I = Ia / 100) i = 0.900 C) Tributary Watershed Area ATotal = 626 sq ft (including area of permeable pavement system) D) Area of Permeable Pavement System APPS = 626 sq ft (Minimum recommended permeable pavement area = 194 sq ft) E) Impervious Tributary Ratio RT = 0.0 (Contributing Imperviuos Area / Permeable Pavement Ratio) F) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV = 17 cu ft (WQCV = (0.8 * (0.91 * i3 - 1.19 * i2 + 0.78 * i) / 12) * Area) G) Is flood control volume being added? H) Total Volume Needed VTotal = cu ft 3. Depth of Reservoir A) Minimum Depth of Reservoir Dmin = 12.0 inches (Minimum recommended depth is 6 inches) B) Is the slope of the reservoir/subgrade interface equal to 0%? C) Porosity (Porous Gravel Pavement < 0.3, Others < 0.40) P = 0.40 D) Slope of the Base Course/Subgrade Interface S = 0.003 ft / ft E) Length Between Lateral Flow Barriers (max = 53.53 ft.) L = 400.0 ft F) Volume Provided Based on Depth of Base Course V = 626 cu ft Flat or Stepped: V = P * ((Dmin-1)/12) * Area Sloped: V = P * [((Dmin/12) - (w*0.02))/2) ] * w*L Volume assumes uniform slope & lateral flow barrier spacing. Calculate the volume of each cell individually when this varies. 4. Lateral Flow Barriers A) Type of Lateral Flow Barriers B) Number of Permeable Pavement Cells Cells = 1 5. Perimeter Barrier A) Is a perimeter barrier provided on all sides of the pavement system? (Recommeded for PICP, concrete grid pavement, or for any no-infiltration section.) Fort Collins, CO Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area S12 Choose One No Infiltration Partial Infiltration Section Full Infiltration Section Choose One YES NO Choose One YES- Flat or Stepped Installation NO- Sloped Installation Choose One Sheet 2 of 2 Designer: Company: Date: Project: Location: 6. Filter Material and Underdrain System A) Is the underdrain placed below a 6-inch thick layer of CDOT Class C filter material? B) Diameter of Slotted Pipe (slot dimensions per Table PPs-2) C) Distance from the Lowest Elevation of the Storage Volume y = 0.2 ft (i.e. the bottom of the base course to the center of the orifice) 7. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is there a minimum 30 mil thick impermeable PVC geomembrane liner on the bottom and sides of the basin, extending up to the top of the base course? B) CDOT Class B Separator Fabric 8. Outlet (Assumes each cell has similar area, subgrade slope, and length between lateral barriers (unless subgrade is flat). Calculate cells individually where this varies.) A) Depth of WQCV in the Reservoir DWQCV = 6.80 inches (Elevation of the Flood Control Outlet) B) Diameter of Orifice for 12-hour Drain Time DOrifice = 0.16 inches MINIMUM ORIFICE SIZE IS 3/8-INCHES (Use a minimum orifice diameter of 3/8-inches) Notes: Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area S12 Fort Collins, CO Choose One YES NO Choose One 4-inch 6-inch Choose One Choose One YES NO Placed above the liner Placed above and below the liner N/A Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Type of Permeable Pavement Section A) What type of section of permeable pavement is used? (Based on the land use and activities, proximity to adjacent structures and soil characteristics.) B) What type of wearing course? 2. Required Storage Volume A) Effective Imperviousness of Area Tributary to Permeable Pavement, Ia Ia = 90.0 % B) Tributary Area's Imperviousness Ratio (I = Ia / 100) i = 0.900 C) Tributary Watershed Area ATotal = 1,773 sq ft (including area of permeable pavement system) D) Area of Permeable Pavement System APPS = 1,773 sq ft (Minimum recommended permeable pavement area = 550 sq ft) E) Impervious Tributary Ratio RT = 0.0 (Contributing Imperviuos Area / Permeable Pavement Ratio) F) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV = 47 cu ft (WQCV = (0.8 * (0.91 * i3 - 1.19 * i2 + 0.78 * i) / 12) * Area) G) Is flood control volume being added? H) Total Volume Needed VTotal = cu ft 3. Depth of Reservoir A) Minimum Depth of Reservoir Dmin = 12.0 inches (Minimum recommended depth is 6 inches) B) Is the slope of the reservoir/subgrade interface equal to 0%? C) Porosity (Porous Gravel Pavement < 0.3, Others < 0.40) P = 0.40 D) Slope of the Base Course/Subgrade Interface S = 0.012 ft / ft E) Length Between Lateral Flow Barriers (max = 11.25 ft.) L = 84.0 ft F) Volume Provided Based on Depth of Base Course V = 166 cu ft Flat or Stepped: V = P * ((Dmin-1)/12) * Area Sloped: V = P * [((Dmin/12) - (w*0.02))/2) ] * w*L Volume assumes uniform slope & lateral flow barrier spacing. Calculate the volume of each cell individually when this varies. 4. Lateral Flow Barriers A) Type of Lateral Flow Barriers B) Number of Permeable Pavement Cells Cells = 1 5. Perimeter Barrier A) Is a perimeter barrier provided on all sides of the pavement system? (Recommeded for PICP, concrete grid pavement, or for any no-infiltration section.) Fort Collins, CO Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area S13 Choose One No Infiltration Partial Infiltration Section Full Infiltration Section Choose One YES NO Choose One YES- Flat or Stepped Installation NO- Sloped Installation Choose One Sheet 2 of 2 Designer: Company: Date: Project: Location: 6. Filter Material and Underdrain System A) Is the underdrain placed below a 6-inch thick layer of CDOT Class C filter material? B) Diameter of Slotted Pipe (slot dimensions per Table PPs-2) C) Distance from the Lowest Elevation of the Storage Volume y = 0.2 ft (i.e. the bottom of the base course to the center of the orifice) 7. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is there a minimum 30 mil thick impermeable PVC geomembrane liner on the bottom and sides of the basin, extending up to the top of the base course? B) CDOT Class B Separator Fabric 8. Outlet (Assumes each cell has similar area, subgrade slope, and length between lateral barriers (unless subgrade is flat). Calculate cells individually where this varies.) A) Depth of WQCV in the Reservoir DWQCV = 6.80 inches (Elevation of the Flood Control Outlet) B) Diameter of Orifice for 12-hour Drain Time DOrifice = 0.26 inches MINIMUM ORIFICE SIZE IS 3/8-INCHES (Use a minimum orifice diameter of 3/8-inches) Notes: Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area S13 Fort Collins, CO Choose One YES NO Choose One 4-inch 6-inch Choose One Choose One YES NO Placed above the liner Placed above and below the liner N/A Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Type of Permeable Pavement Section A) What type of section of permeable pavement is used? (Based on the land use and activities, proximity to adjacent structures and soil characteristics.) B) What type of wearing course? 2. Required Storage Volume A) Effective Imperviousness of Area Tributary to Permeable Pavement, Ia Ia = 90.0 % B) Tributary Area's Imperviousness Ratio (I = Ia / 100) i = 0.900 C) Tributary Watershed Area ATotal = 1,950 sq ft (including area of permeable pavement system) D) Area of Permeable Pavement System APPS = 1,950 sq ft (Minimum recommended permeable pavement area = 605 sq ft) E) Impervious Tributary Ratio RT = 0.0 (Contributing Imperviuos Area / Permeable Pavement Ratio) F) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV = 52 cu ft (WQCV = (0.8 * (0.91 * i3 - 1.19 * i2 + 0.78 * i) / 12) * Area) G) Is flood control volume being added? H) Total Volume Needed VTotal = cu ft 3. Depth of Reservoir A) Minimum Depth of Reservoir Dmin = 12.0 inches (Minimum recommended depth is 6 inches) B) Is the slope of the reservoir/subgrade interface equal to 0%? C) Porosity (Porous Gravel Pavement < 0.3, Others < 0.40) P = 0.40 D) Slope of the Base Course/Subgrade Interface S = 0.007 ft / ft E) Length Between Lateral Flow Barriers (max = 19.12 ft.) L = 142.9 ft F) Volume Provided Based on Depth of Base Course V = 282 cu ft Flat or Stepped: V = P * ((Dmin-1)/12) * Area Sloped: V = P * [((Dmin/12) - (w*0.02))/2) ] * w*L Volume assumes uniform slope & lateral flow barrier spacing. Calculate the volume of each cell individually when this varies. 4. Lateral Flow Barriers A) Type of Lateral Flow Barriers B) Number of Permeable Pavement Cells Cells = 1 5. Perimeter Barrier A) Is a perimeter barrier provided on all sides of the pavement system? (Recommeded for PICP, concrete grid pavement, or for any no-infiltration section.) Fort Collins, CO Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area S2 Choose One No Infiltration Partial Infiltration Section Full Infiltration Section Choose One YES NO Choose One YES- Flat or Stepped Installation NO- Sloped Installation Choose One Sheet 2 of 2 Designer: Company: Date: Project: Location: 6. Filter Material and Underdrain System A) Is the underdrain placed below a 6-inch thick layer of CDOT Class C filter material? B) Diameter of Slotted Pipe (slot dimensions per Table PPs-2) C) Distance from the Lowest Elevation of the Storage Volume y = 0.2 ft (i.e. the bottom of the base course to the center of the orifice) 7. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is there a minimum 30 mil thick impermeable PVC geomembrane liner on the bottom and sides of the basin, extending up to the top of the base course? B) CDOT Class B Separator Fabric 8. Outlet (Assumes each cell has similar area, subgrade slope, and length between lateral barriers (unless subgrade is flat). Calculate cells individually where this varies.) A) Depth of WQCV in the Reservoir DWQCV = 6.80 inches (Elevation of the Flood Control Outlet) B) Diameter of Orifice for 12-hour Drain Time DOrifice = 0.28 inches MINIMUM ORIFICE SIZE IS 3/8-INCHES (Use a minimum orifice diameter of 3/8-inches) Notes: Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area S2 Fort Collins, CO Choose One YES NO Choose One 4-inch 6-inch Choose One Choose One YES NO Placed above the liner Placed above and below the liner N/A Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Type of Permeable Pavement Section A) What type of section of permeable pavement is used? (Based on the land use and activities, proximity to adjacent structures and soil characteristics.) B) What type of wearing course? 2. Required Storage Volume A) Effective Imperviousness of Area Tributary to Permeable Pavement, Ia Ia = 90.0 % B) Tributary Area's Imperviousness Ratio (I = Ia / 100) i = 0.900 C) Tributary Watershed Area ATotal = 1,032 sq ft (including area of permeable pavement system) D) Area of Permeable Pavement System APPS = 1,032 sq ft (Minimum recommended permeable pavement area = 320 sq ft) E) Impervious Tributary Ratio RT = 0.0 (Contributing Imperviuos Area / Permeable Pavement Ratio) F) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV = 28 cu ft (WQCV = (0.8 * (0.91 * i3 - 1.19 * i2 + 0.78 * i) / 12) * Area) G) Is flood control volume being added? H) Total Volume Needed VTotal = cu ft 3. Depth of Reservoir A) Minimum Depth of Reservoir Dmin = 12.0 inches (Minimum recommended depth is 6 inches) B) Is the slope of the reservoir/subgrade interface equal to 0%? C) Porosity (Porous Gravel Pavement < 0.3, Others < 0.40) P = 0.40 D) Slope of the Base Course/Subgrade Interface S = 0.022 ft / ft E) Length Between Lateral Flow Barriers (max = 6.17 ft.) L = 46.1 ft F) Volume Provided Based on Depth of Base Course V = 91 cu ft Flat or Stepped: V = P * ((Dmin-1)/12) * Area Sloped: V = P * [((Dmin/12) - (w*0.02))/2) ] * w*L Volume assumes uniform slope & lateral flow barrier spacing. Calculate the volume of each cell individually when this varies. 4. Lateral Flow Barriers A) Type of Lateral Flow Barriers B) Number of Permeable Pavement Cells Cells = 1 5. Perimeter Barrier A) Is a perimeter barrier provided on all sides of the pavement system? (Recommeded for PICP, concrete grid pavement, or for any no-infiltration section.) Fort Collins, CO Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area S3 Choose One No Infiltration Partial Infiltration Section Full Infiltration Section Choose One YES NO Choose One YES- Flat or Stepped Installation NO- Sloped Installation Choose One Sheet 2 of 2 Designer: Company: Date: Project: Location: 6. Filter Material and Underdrain System A) Is the underdrain placed below a 6-inch thick layer of CDOT Class C filter material? B) Diameter of Slotted Pipe (slot dimensions per Table PPs-2) C) Distance from the Lowest Elevation of the Storage Volume y = 0.2 ft (i.e. the bottom of the base course to the center of the orifice) 7. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is there a minimum 30 mil thick impermeable PVC geomembrane liner on the bottom and sides of the basin, extending up to the top of the base course? B) CDOT Class B Separator Fabric 8. Outlet (Assumes each cell has similar area, subgrade slope, and length between lateral barriers (unless subgrade is flat). Calculate cells individually where this varies.) A) Depth of WQCV in the Reservoir DWQCV = 6.80 inches (Elevation of the Flood Control Outlet) B) Diameter of Orifice for 12-hour Drain Time DOrifice = 0.20 inches MINIMUM ORIFICE SIZE IS 3/8-INCHES (Use a minimum orifice diameter of 3/8-inches) Notes: Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area S3 Fort Collins, CO Choose One YES NO Choose One 4-inch 6-inch Choose One Choose One YES NO Placed above the liner Placed above and below the liner N/A Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Type of Permeable Pavement Section A) What type of section of permeable pavement is used? (Based on the land use and activities, proximity to adjacent structures and soil characteristics.) B) What type of wearing course? 2. Required Storage Volume A) Effective Imperviousness of Area Tributary to Permeable Pavement, Ia Ia = 90.0 % B) Tributary Area's Imperviousness Ratio (I = Ia / 100) i = 0.900 C) Tributary Watershed Area ATotal = 859 sq ft (including area of permeable pavement system) D) Area of Permeable Pavement System APPS = 859 sq ft (Minimum recommended permeable pavement area = 267 sq ft) E) Impervious Tributary Ratio RT = 0.0 (Contributing Imperviuos Area / Permeable Pavement Ratio) F) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV = 23 cu ft (WQCV = (0.8 * (0.91 * i3 - 1.19 * i2 + 0.78 * i) / 12) * Area) G) Is flood control volume being added? H) Total Volume Needed VTotal = cu ft 3. Depth of Reservoir A) Minimum Depth of Reservoir Dmin = 12.0 inches (Minimum recommended depth is 6 inches) B) Is the slope of the reservoir/subgrade interface equal to 0%? C) Porosity (Porous Gravel Pavement < 0.3, Others < 0.40) P = 0.40 D) Slope of the Base Course/Subgrade Interface S = 0.022 ft / ft E) Length Between Lateral Flow Barriers (max = 5.97 ft.) L = 44.6 ft F) Volume Provided Based on Depth of Base Course V = 88 cu ft Flat or Stepped: V = P * ((Dmin-1)/12) * Area Sloped: V = P * [((Dmin/12) - (w*0.02))/2) ] * w*L Volume assumes uniform slope & lateral flow barrier spacing. Calculate the volume of each cell individually when this varies. 4. Lateral Flow Barriers A) Type of Lateral Flow Barriers B) Number of Permeable Pavement Cells Cells = 1 5. Perimeter Barrier A) Is a perimeter barrier provided on all sides of the pavement system? (Recommeded for PICP, concrete grid pavement, or for any no-infiltration section.) Fort Collins, CO Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area S4 Choose One No Infiltration Partial Infiltration Section Full Infiltration Section Choose One YES NO Choose One YES- Flat or Stepped Installation NO- Sloped Installation Choose One Sheet 2 of 2 Designer: Company: Date: Project: Location: 6. Filter Material and Underdrain System A) Is the underdrain placed below a 6-inch thick layer of CDOT Class C filter material? B) Diameter of Slotted Pipe (slot dimensions per Table PPs-2) C) Distance from the Lowest Elevation of the Storage Volume y = 0.2 ft (i.e. the bottom of the base course to the center of the orifice) 7. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is there a minimum 30 mil thick impermeable PVC geomembrane liner on the bottom and sides of the basin, extending up to the top of the base course? B) CDOT Class B Separator Fabric 8. Outlet (Assumes each cell has similar area, subgrade slope, and length between lateral barriers (unless subgrade is flat). Calculate cells individually where this varies.) A) Depth of WQCV in the Reservoir DWQCV = 6.80 inches (Elevation of the Flood Control Outlet) B) Diameter of Orifice for 12-hour Drain Time DOrifice = 0.18 inches MINIMUM ORIFICE SIZE IS 3/8-INCHES (Use a minimum orifice diameter of 3/8-inches) Notes: Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area S4 Fort Collins, CO Choose One YES NO Choose One 4-inch 6-inch Choose One Choose One YES NO Placed above the liner Placed above and below the liner N/A Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Type of Permeable Pavement Section A) What type of section of permeable pavement is used? (Based on the land use and activities, proximity to adjacent structures and soil characteristics.) B) What type of wearing course? 2. Required Storage Volume A) Effective Imperviousness of Area Tributary to Permeable Pavement, Ia Ia = 90.0 % B) Tributary Area's Imperviousness Ratio (I = Ia / 100) i = 0.900 C) Tributary Watershed Area ATotal = 1,670 sq ft (including area of permeable pavement system) D) Area of Permeable Pavement System APPS = 1,670 sq ft (Minimum recommended permeable pavement area = 518 sq ft) E) Impervious Tributary Ratio RT = 0.0 (Contributing Imperviuos Area / Permeable Pavement Ratio) F) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV = 45 cu ft (WQCV = (0.8 * (0.91 * i3 - 1.19 * i2 + 0.78 * i) / 12) * Area) G) Is flood control volume being added? H) Total Volume Needed VTotal = cu ft 3. Depth of Reservoir A) Minimum Depth of Reservoir Dmin = 12.0 inches (Minimum recommended depth is 6 inches) B) Is the slope of the reservoir/subgrade interface equal to 0%? C) Porosity (Porous Gravel Pavement < 0.3, Others < 0.40) P = 0.40 D) Slope of the Base Course/Subgrade Interface S = 0.007 ft / ft E) Length Between Lateral Flow Barriers (max = 19.12 ft.) L = 142.9 ft F) Volume Provided Based on Depth of Base Course V = 282 cu ft Flat or Stepped: V = P * ((Dmin-1)/12) * Area Sloped: V = P * [((Dmin/12) - (w*0.02))/2) ] * w*L Volume assumes uniform slope & lateral flow barrier spacing. Calculate the volume of each cell individually when this varies. 4. Lateral Flow Barriers A) Type of Lateral Flow Barriers B) Number of Permeable Pavement Cells Cells = 1 5. Perimeter Barrier A) Is a perimeter barrier provided on all sides of the pavement system? (Recommeded for PICP, concrete grid pavement, or for any no-infiltration section.) Fort Collins, CO Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area S5 Choose One No Infiltration Partial Infiltration Section Full Infiltration Section Choose One YES NO Choose One YES- Flat or Stepped Installation NO- Sloped Installation Choose One Sheet 2 of 2 Designer: Company: Date: Project: Location: 6. Filter Material and Underdrain System A) Is the underdrain placed below a 6-inch thick layer of CDOT Class C filter material? B) Diameter of Slotted Pipe (slot dimensions per Table PPs-2) C) Distance from the Lowest Elevation of the Storage Volume y = 0.2 ft (i.e. the bottom of the base course to the center of the orifice) 7. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is there a minimum 30 mil thick impermeable PVC geomembrane liner on the bottom and sides of the basin, extending up to the top of the base course? B) CDOT Class B Separator Fabric 8. Outlet (Assumes each cell has similar area, subgrade slope, and length between lateral barriers (unless subgrade is flat). Calculate cells individually where this varies.) A) Depth of WQCV in the Reservoir DWQCV = 6.80 inches (Elevation of the Flood Control Outlet) B) Diameter of Orifice for 12-hour Drain Time DOrifice = 0.26 inches MINIMUM ORIFICE SIZE IS 3/8-INCHES (Use a minimum orifice diameter of 3/8-inches) Notes: Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area S5 Fort Collins, CO Choose One YES NO Choose One 4-inch 6-inch Choose One Choose One YES NO Placed above the liner Placed above and below the liner N/A Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Type of Permeable Pavement Section A) What type of section of permeable pavement is used? (Based on the land use and activities, proximity to adjacent structures and soil characteristics.) B) What type of wearing course? 2. Required Storage Volume A) Effective Imperviousness of Area Tributary to Permeable Pavement, Ia Ia = 90.0 % B) Tributary Area's Imperviousness Ratio (I = Ia / 100) i = 0.900 C) Tributary Watershed Area ATotal = 1,830 sq ft (including area of permeable pavement system) D) Area of Permeable Pavement System APPS = 1,830 sq ft (Minimum recommended permeable pavement area = 568 sq ft) E) Impervious Tributary Ratio RT = 0.0 (Contributing Imperviuos Area / Permeable Pavement Ratio) F) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV = 49 cu ft (WQCV = (0.8 * (0.91 * i3 - 1.19 * i2 + 0.78 * i) / 12) * Area) G) Is flood control volume being added? H) Total Volume Needed VTotal = cu ft 3. Depth of Reservoir A) Minimum Depth of Reservoir Dmin = 12.0 inches (Minimum recommended depth is 6 inches) B) Is the slope of the reservoir/subgrade interface equal to 0%? C) Porosity (Porous Gravel Pavement < 0.3, Others < 0.40) P = 0.40 D) Slope of the Base Course/Subgrade Interface S = 0.030 ft / ft E) Length Between Lateral Flow Barriers (max = 4.49 ft.) L = 33.6 ft F) Volume Provided Based on Depth of Base Course V = 66 cu ft Flat or Stepped: V = P * ((Dmin-1)/12) * Area Sloped: V = P * [((Dmin/12) - (w*0.02))/2) ] * w*L Volume assumes uniform slope & lateral flow barrier spacing. Calculate the volume of each cell individually when this varies. 4. Lateral Flow Barriers A) Type of Lateral Flow Barriers B) Number of Permeable Pavement Cells Cells = 1 5. Perimeter Barrier A) Is a perimeter barrier provided on all sides of the pavement system? (Recommeded for PICP, concrete grid pavement, or for any no-infiltration section.) Fort Collins, CO Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area S6 Choose One No Infiltration Partial Infiltration Section Full Infiltration Section Choose One YES NO Choose One YES- Flat or Stepped Installation NO- Sloped Installation Choose One Sheet 2 of 2 Designer: Company: Date: Project: Location: 6. Filter Material and Underdrain System A) Is the underdrain placed below a 6-inch thick layer of CDOT Class C filter material? B) Diameter of Slotted Pipe (slot dimensions per Table PPs-2) C) Distance from the Lowest Elevation of the Storage Volume y = 0.2 ft (i.e. the bottom of the base course to the center of the orifice) 7. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is there a minimum 30 mil thick impermeable PVC geomembrane liner on the bottom and sides of the basin, extending up to the top of the base course? B) CDOT Class B Separator Fabric 8. Outlet (Assumes each cell has similar area, subgrade slope, and length between lateral barriers (unless subgrade is flat). Calculate cells individually where this varies.) A) Depth of WQCV in the Reservoir DWQCV = 6.80 inches (Elevation of the Flood Control Outlet) B) Diameter of Orifice for 12-hour Drain Time DOrifice = 0.27 inches MINIMUM ORIFICE SIZE IS 3/8-INCHES (Use a minimum orifice diameter of 3/8-inches) Notes: Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area S6 Fort Collins, CO Choose One YES NO Choose One 4-inch 6-inch Choose One Choose One YES NO Placed above the liner Placed above and below the liner N/A Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Type of Permeable Pavement Section A) What type of section of permeable pavement is used? (Based on the land use and activities, proximity to adjacent structures and soil characteristics.) B) What type of wearing course? 2. Required Storage Volume A) Effective Imperviousness of Area Tributary to Permeable Pavement, Ia Ia = 90.0 % B) Tributary Area's Imperviousness Ratio (I = Ia / 100) i = 0.900 C) Tributary Watershed Area ATotal = 1,936 sq ft (including area of permeable pavement system) D) Area of Permeable Pavement System APPS = 1,936 sq ft (Minimum recommended permeable pavement area = 601 sq ft) E) Impervious Tributary Ratio RT = 0.0 (Contributing Imperviuos Area / Permeable Pavement Ratio) F) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV = 52 cu ft (WQCV = (0.8 * (0.91 * i3 - 1.19 * i2 + 0.78 * i) / 12) * Area) G) Is flood control volume being added? H) Total Volume Needed VTotal = cu ft 3. Depth of Reservoir A) Minimum Depth of Reservoir Dmin = 12.0 inches (Minimum recommended depth is 6 inches) B) Is the slope of the reservoir/subgrade interface equal to 0%? C) Porosity (Porous Gravel Pavement < 0.3, Others < 0.40) P = 0.40 D) Slope of the Base Course/Subgrade Interface S = 0.029 ft / ft E) Length Between Lateral Flow Barriers (max = 4.58 ft.) L = 34.2 ft F) Volume Provided Based on Depth of Base Course V = 68 cu ft Flat or Stepped: V = P * ((Dmin-1)/12) * Area Sloped: V = P * [((Dmin/12) - (w*0.02))/2) ] * w*L Volume assumes uniform slope & lateral flow barrier spacing. Calculate the volume of each cell individually when this varies. 4. Lateral Flow Barriers A) Type of Lateral Flow Barriers B) Number of Permeable Pavement Cells Cells = 1 5. Perimeter Barrier A) Is a perimeter barrier provided on all sides of the pavement system? (Recommeded for PICP, concrete grid pavement, or for any no-infiltration section.) Fort Collins, CO Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area S7 Choose One No Infiltration Partial Infiltration Section Full Infiltration Section Choose One YES NO Choose One YES- Flat or Stepped Installation NO- Sloped Installation Choose One Sheet 2 of 2 Designer: Company: Date: Project: Location: 6. Filter Material and Underdrain System A) Is the underdrain placed below a 6-inch thick layer of CDOT Class C filter material? B) Diameter of Slotted Pipe (slot dimensions per Table PPs-2) C) Distance from the Lowest Elevation of the Storage Volume y = 0.2 ft (i.e. the bottom of the base course to the center of the orifice) 7. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is there a minimum 30 mil thick impermeable PVC geomembrane liner on the bottom and sides of the basin, extending up to the top of the base course? B) CDOT Class B Separator Fabric 8. Outlet (Assumes each cell has similar area, subgrade slope, and length between lateral barriers (unless subgrade is flat). Calculate cells individually where this varies.) A) Depth of WQCV in the Reservoir DWQCV = 6.80 inches (Elevation of the Flood Control Outlet) B) Diameter of Orifice for 12-hour Drain Time DOrifice = 0.28 inches MINIMUM ORIFICE SIZE IS 3/8-INCHES (Use a minimum orifice diameter of 3/8-inches) Notes: Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area S7 Fort Collins, CO Choose One YES NO Choose One 4-inch 6-inch Choose One Choose One YES NO Placed above the liner Placed above and below the liner N/A Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Type of Permeable Pavement Section A) What type of section of permeable pavement is used? (Based on the land use and activities, proximity to adjacent structures and soil characteristics.) B) What type of wearing course? 2. Required Storage Volume A) Effective Imperviousness of Area Tributary to Permeable Pavement, Ia Ia = 60.0 % B) Tributary Area's Imperviousness Ratio (I = Ia / 100) i = 0.600 C) Tributary Watershed Area ATotal = 3,189 sq ft (including area of permeable pavement system) D) Area of Permeable Pavement System APPS = 3,189 sq ft (Minimum recommended permeable pavement area = 736 sq ft) E) Impervious Tributary Ratio RT = 0.0 (Contributing Imperviuos Area / Permeable Pavement Ratio) F) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV = 50 cu ft (WQCV = (0.8 * (0.91 * i3 - 1.19 * i2 + 0.78 * i) / 12) * Area) G) Is flood control volume being added? H) Total Volume Needed VTotal = cu ft 3. Depth of Reservoir A) Minimum Depth of Reservoir Dmin = 12.0 inches (Minimum recommended depth is 6 inches) B) Is the slope of the reservoir/subgrade interface equal to 0%? C) Porosity (Porous Gravel Pavement < 0.3, Others < 0.40) P = 0.40 D) Slope of the Base Course/Subgrade Interface S = 0.039 ft / ft E) Length Between Lateral Flow Barriers (max = 2.01 ft.) L = 25.5 ft F) Volume Provided Based on Depth of Base Course V = 50 cu ft Flat or Stepped: V = P * ((Dmin-1)/12) * Area Sloped: V = P * [((Dmin/12) - (w*0.02))/2) ] * w*L Volume assumes uniform slope & lateral flow barrier spacing. Calculate the volume of each cell individually when this varies. 4. Lateral Flow Barriers A) Type of Lateral Flow Barriers B) Number of Permeable Pavement Cells Cells = 1 5. Perimeter Barrier A) Is a perimeter barrier provided on all sides of the pavement system? (Recommeded for PICP, concrete grid pavement, or for any no-infiltration section.) Fort Collins, CO Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area S8 Choose One No Infiltration Partial Infiltration Section Full Infiltration Section Choose One YES NO Choose One YES- Flat or Stepped Installation NO- Sloped Installation Choose One Sheet 2 of 2 Designer: Company: Date: Project: Location: 6. Filter Material and Underdrain System A) Is the underdrain placed below a 6-inch thick layer of CDOT Class C filter material? B) Diameter of Slotted Pipe (slot dimensions per Table PPs-2) C) Distance from the Lowest Elevation of the Storage Volume y = 0.2 ft (i.e. the bottom of the base course to the center of the orifice) 7. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is there a minimum 30 mil thick impermeable PVC geomembrane liner on the bottom and sides of the basin, extending up to the top of the base course? B) CDOT Class B Separator Fabric 8. Outlet (Assumes each cell has similar area, subgrade slope, and length between lateral barriers (unless subgrade is flat). Calculate cells individually where this varies.) A) Depth of WQCV in the Reservoir DWQCV = 6.47 inches (Elevation of the Flood Control Outlet) B) Diameter of Orifice for 12-hour Drain Time DOrifice = 0.27 inches MINIMUM ORIFICE SIZE IS 3/8-INCHES (Use a minimum orifice diameter of 3/8-inches) Notes: Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area S8 Fort Collins, CO Choose One YES NO Choose One 4-inch 6-inch Choose One Choose One YES NO Placed above the liner Placed above and below the liner N/A Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Type of Permeable Pavement Section A) What type of section of permeable pavement is used? (Based on the land use and activities, proximity to adjacent structures and soil characteristics.) B) What type of wearing course? 2. Required Storage Volume A) Effective Imperviousness of Area Tributary to Permeable Pavement, Ia Ia = 90.0 % B) Tributary Area's Imperviousness Ratio (I = Ia / 100) i = 0.900 C) Tributary Watershed Area ATotal = 1,282 sq ft (including area of permeable pavement system) D) Area of Permeable Pavement System APPS = 1,282 sq ft (Minimum recommended permeable pavement area = 398 sq ft) E) Impervious Tributary Ratio RT = 0.0 (Contributing Imperviuos Area / Permeable Pavement Ratio) F) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV = 34 cu ft (WQCV = (0.8 * (0.91 * i3 - 1.19 * i2 + 0.78 * i) / 12) * Area) G) Is flood control volume being added? H) Total Volume Needed VTotal = cu ft 3. Depth of Reservoir A) Minimum Depth of Reservoir Dmin = 12.0 inches (Minimum recommended depth is 6 inches) B) Is the slope of the reservoir/subgrade interface equal to 0%? C) Porosity (Porous Gravel Pavement < 0.3, Others < 0.40) P = 0.40 D) Slope of the Base Course/Subgrade Interface S = 0.040 ft / ft E) Length Between Lateral Flow Barriers (max = 3.37 ft.) L = 25.2 ft F) Volume Provided Based on Depth of Base Course V = 50 cu ft Flat or Stepped: V = P * ((Dmin-1)/12) * Area Sloped: V = P * [((Dmin/12) - (w*0.02))/2) ] * w*L Volume assumes uniform slope & lateral flow barrier spacing. Calculate the volume of each cell individually when this varies. 4. Lateral Flow Barriers A) Type of Lateral Flow Barriers B) Number of Permeable Pavement Cells Cells = 1 5. Perimeter Barrier A) Is a perimeter barrier provided on all sides of the pavement system? (Recommeded for PICP, concrete grid pavement, or for any no-infiltration section.) Fort Collins, CO Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area S9 Choose One No Infiltration Partial Infiltration Section Full Infiltration Section Choose One YES NO Choose One YES- Flat or Stepped Installation NO- Sloped Installation Choose One Sheet 2 of 2 Designer: Company: Date: Project: Location: 6. Filter Material and Underdrain System A) Is the underdrain placed below a 6-inch thick layer of CDOT Class C filter material? B) Diameter of Slotted Pipe (slot dimensions per Table PPs-2) C) Distance from the Lowest Elevation of the Storage Volume y = 0.2 ft (i.e. the bottom of the base course to the center of the orifice) 7. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is there a minimum 30 mil thick impermeable PVC geomembrane liner on the bottom and sides of the basin, extending up to the top of the base course? B) CDOT Class B Separator Fabric 8. Outlet (Assumes each cell has similar area, subgrade slope, and length between lateral barriers (unless subgrade is flat). Calculate cells individually where this varies.) A) Depth of WQCV in the Reservoir DWQCV = 6.80 inches (Elevation of the Flood Control Outlet) B) Diameter of Orifice for 12-hour Drain Time DOrifice = 0.22 inches MINIMUM ORIFICE SIZE IS 3/8-INCHES (Use a minimum orifice diameter of 3/8-inches) Notes: Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area S9 Fort Collins, CO Choose One YES NO Choose One 4-inch 6-inch Choose One Choose One YES NO Placed above the liner Placed above and below the liner N/A Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia = 90.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 0.900 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.32 watershed inches (WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area) Area = 93,240 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV = cu ft Vol = (WQCV / 12) * Area F) For Watersheds Outside of the Denver Region, Depth of d6 = 0.43 in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQCV OTHER = cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER = 3,264.0 cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum) DWQCV = 12 in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 4.00 ft / ft (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area AMin = 2176 sq ft D) Actual Flat Surface Area AActual = 510 sq ft ACTUAL FLAT AREA < MINIMUM FLAT AREA E) Area at Design Depth (Top Surface Area) ATop = 1625 sq ft F) Rain Garden Total Volume VT= 1,068 cu ft (VT= ((ATop + AActual) / 2) * Depth) 3. Growing Media 4. Underdrain System A) Are underdrains provided? B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y = 0.3 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 = 3,264 cu ft iii) Orifice Diameter, 3/8" Minimum DO = 2.02 in Ridgewood Hills 4th Filing - North Bioswale Fort Collins, CO Design Procedure Form: Rain Garden (RG) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Choose One Choose One 18" Rain Garden Growing Media Other (Explain): YES NO L.I.D. North Swale.xls, RG 12/13/2013, 12:44 PM Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? 6. Inlet / Outlet Control A) Inlet Control 7. Vegetation 8. Irrigation A) Will the rain garden be irrigated? Notes: See Detail Design Procedure Form: Rain Garden (RG) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - North Bioswale Fort Collins, CO Choose One Choose One Choose One Sheet Flow- No Energy Dissipation Required Concentrated Flow- Energy Dissipation Provided Plantings Seed (Plan for frequent weed control) Sand Grown or Other High Infiltration Sod Choose One YES NO YES NO L.I.D. North Swale.xls, RG 12/13/2013, 12:44 PM Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia = 90.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 0.900 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.32 watershed inches (WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area) Area = 203,527 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV = cu ft Vol = (WQCV / 12) * Area F) For Watersheds Outside of the Denver Region, Depth of d6 = 0.43 in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQCV OTHER = cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER = 4,685.6 cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum) DWQCV = 12 in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 4.00 ft / ft (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area AMin = 3124 sq ft D) Actual Flat Surface Area AActual = 374 sq ft ACTUAL FLAT AREA < MINIMUM FLAT AREA E) Area at Design Depth (Top Surface Area) ATop = 1123 sq ft F) Rain Garden Total Volume VT= 748 cu ft (VT= ((ATop + AActual) / 2) * Depth) 3. Growing Media 4. Underdrain System A) Are underdrains provided? B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y = 0.3 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 = 4,686 cu ft iii) Orifice Diameter, 3/8" Minimum DO = 2.42 in Ridgewood Hills 4th Filing - South Bioswale Fort Collins, CO Design Procedure Form: Rain Garden (RG) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Choose One Choose One 18" Rain Garden Growing Media Other (Explain): YES NO L.I.D. South Swale.xls, RG 12/13/2013, 12:40 PM Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? 6. Inlet / Outlet Control A) Inlet Control 7. Vegetation 8. Irrigation A) Will the rain garden be irrigated? Notes: See Detail Design Procedure Form: Rain Garden (RG) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - South Bioswale Fort Collins, CO Choose One Choose One Choose One Sheet Flow- No Energy Dissipation Required Concentrated Flow- Energy Dissipation Provided Plantings Seed (Plan for frequent weed control) Sand Grown or Other High Infiltration Sod Choose One YES NO YES NO L.I.D. South Swale.xls, RG 12/13/2013, 12:40 PM N1 1702 3.31 120.7 46 60 0.375 N2 1598 4.8 114.6 41 41 0.375 N3 1432 4.16 103.3 38 47 0.375 N4 1234 4.78 87.8 33 41 0.375 N5 927 1.67 60.0 25 118 0.375 N6 2267 3.23 154.7 61 61 0.375 N7 1060 3.52 78.0 28 56 0.375 N8 1888 3.4 132.5 51 58 0.375 N9 856 3.32 60.2 23 59 0.375 N10 1835 2.03 123.2 49 97 0.375 N Total 14799 395 638 S1 953 2.17 69.0 26 91 0.375 S2 1950 0.70 141.0 52 282 0.375 S3 1032 2.17 69.0 28 91 0.375 S4 859 2.24 58.0 23 88 0.375 S5 1670 0.70 121.0 45 282 0.375 S6 1830 2.98 127.4 49 66 0.375 S7 1936 2.92 130.0 52 68 0.375 S8 3189 3.92 89.2 50 50 0.375 S9 1282 3.97 88.1 34 50 0.375 S10 1069 1.43 69.7 29 138 0.375 S11 1723 0.43 115.2 46 458 0.375 S12 626 0.00 48.1 17 626 0.375 S13 1773 1.19 126.8 47 166 0.375 S Total 19892 498 2456 893 3264 4686 Total WQCV Requirements 8843 11838 Profile Length (ft) WQCV (ft3) Volume Provided (ft3) Orifice Size (in) 3094 Area I.D. Volume Provided (ft3) Ridgewood Hills Fourth Filing L.I.D. Design Summary 12/13/2013 WQCV (ft3) L.I.D. Pavers L.I.D. Systems Total Site Avg. Profile Slope % 34691 Area I.D. Area (ft2) L.I.D. Pavers (North & South) L.I.D. Bioswale North L.I.D. Bioswale South 893 3094 3506 5238 Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Type of Permeable Pavement Section A) What type of section of permeable pavement is used? (Based on the land use and activities, proximity to adjacent structures and soil characteristics.) B) What type of wearing course? 2. Required Storage Volume A) Effective Imperviousness of Area Tributary to Permeable Pavement, Ia Ia = 90.0 % B) Tributary Area's Imperviousness Ratio (I = Ia / 100) i = 0.900 C) Tributary Watershed Area ATotal = 1,702 sq ft (including area of permeable pavement system) D) Area of Permeable Pavement System APPS = 1,702 sq ft (Minimum recommended permeable pavement area = 528 sq ft) E) Impervious Tributary Ratio RT = 0.0 (Contributing Imperviuos Area / Permeable Pavement Ratio) F) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV = 46 cu ft (WQCV = (0.8 * (0.91 * i3 - 1.19 * i2 + 0.78 * i) / 12) * Area) G) Is flood control volume being added? H) Total Volume Needed VTotal = cu ft 3. Depth of Reservoir A) Minimum Depth of Reservoir Dmin = 12.0 inches (Minimum recommended depth is 6 inches) B) Is the slope of the reservoir/subgrade interface equal to 0%? C) Porosity (Porous Gravel Pavement < 0.3, Others < 0.40) P = 0.40 D) Slope of the Base Course/Subgrade Interface S = 0.033 ft / ft E) Length Between Lateral Flow Barriers (max = 4.04 ft.) L = 30.2 ft F) Volume Provided Based on Depth of Base Course V = 60 cu ft Flat or Stepped: V = P * ((Dmin-1)/12) * Area Sloped: V = P * [((Dmin/12) - (w*0.02))/2) ] * w*L Volume assumes uniform slope & lateral flow barrier spacing. Calculate the volume of each cell individually when this varies. 4. Lateral Flow Barriers A) Type of Lateral Flow Barriers B) Number of Permeable Pavement Cells Cells = 1 5. Perimeter Barrier A) Is a perimeter barrier provided on all sides of the pavement system? (Recommeded for PICP, concrete grid pavement, or for any no-infiltration section.) Fort Collins, CO Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area N1 Choose One No Infiltration Partial Infiltration Section Full Infiltration Section Choose One YES NO Choose One YES- Flat or Stepped Installation NO- Sloped Installation Choose One Sheet 2 of 2 Designer: Company: Date: Project: Location: 6. Filter Material and Underdrain System A) Is the underdrain placed below a 6-inch thick layer of CDOT Class C filter material? B) Diameter of Slotted Pipe (slot dimensions per Table PPs-2) C) Distance from the Lowest Elevation of the Storage Volume y = 0.2 ft (i.e. the bottom of the base course to the center of the orifice) 7. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is there a minimum 30 mil thick impermeable PVC geomembrane liner on the bottom and sides of the basin, extending up to the top of the base course? B) CDOT Class B Separator Fabric 8. Outlet (Assumes each cell has similar area, subgrade slope, and length between lateral barriers (unless subgrade is flat). Calculate cells individually where this varies.) A) Depth of WQCV in the Reservoir DWQCV = 6.80 inches (Elevation of the Flood Control Outlet) B) Diameter of Orifice for 12-hour Drain Time DOrifice = 0.26 inches MINIMUM ORIFICE SIZE IS 3/8-INCHES (Use a minimum orifice diameter of 3/8-inches) Notes: Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area N1 Fort Collins, CO Choose One YES NO Choose One 4-inch 6-inch Choose One Choose One YES NO Placed above the liner Placed above and below the liner N/A Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Type of Permeable Pavement Section A) What type of section of permeable pavement is used? (Based on the land use and activities, proximity to adjacent structures and soil characteristics.) B) What type of wearing course? 2. Required Storage Volume A) Effective Imperviousness of Area Tributary to Permeable Pavement, Ia Ia = 90.0 % B) Tributary Area's Imperviousness Ratio (I = Ia / 100) i = 0.900 C) Tributary Watershed Area ATotal = 1,835 sq ft (including area of permeable pavement system) D) Area of Permeable Pavement System APPS = 1,835 sq ft (Minimum recommended permeable pavement area = 569 sq ft) E) Impervious Tributary Ratio RT = 0.0 (Contributing Imperviuos Area / Permeable Pavement Ratio) F) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV = 49 cu ft (WQCV = (0.8 * (0.91 * i3 - 1.19 * i2 + 0.78 * i) / 12) * Area) G) Is flood control volume being added? H) Total Volume Needed VTotal = cu ft 3. Depth of Reservoir A) Minimum Depth of Reservoir Dmin = 12.0 inches (Minimum recommended depth is 6 inches) B) Is the slope of the reservoir/subgrade interface equal to 0%? C) Porosity (Porous Gravel Pavement < 0.3, Others < 0.40) P = 0.40 D) Slope of the Base Course/Subgrade Interface S = 0.020 ft / ft E) Length Between Lateral Flow Barriers (max = 6.59 ft.) L = 49.3 ft F) Volume Provided Based on Depth of Base Course V = 97 cu ft Flat or Stepped: V = P * ((Dmin-1)/12) * Area Sloped: V = P * [((Dmin/12) - (w*0.02))/2) ] * w*L Volume assumes uniform slope & lateral flow barrier spacing. Calculate the volume of each cell individually when this varies. 4. Lateral Flow Barriers A) Type of Lateral Flow Barriers B) Number of Permeable Pavement Cells Cells = 1 5. Perimeter Barrier A) Is a perimeter barrier provided on all sides of the pavement system? (Recommeded for PICP, concrete grid pavement, or for any no-infiltration section.) Fort Collins, CO Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area N10 Choose One No Infiltration Partial Infiltration Section Full Infiltration Section Choose One YES NO Choose One YES- Flat or Stepped Installation NO- Sloped Installation Choose One Sheet 2 of 2 Designer: Company: Date: Project: Location: 6. Filter Material and Underdrain System A) Is the underdrain placed below a 6-inch thick layer of CDOT Class C filter material? B) Diameter of Slotted Pipe (slot dimensions per Table PPs-2) C) Distance from the Lowest Elevation of the Storage Volume y = 0.2 ft (i.e. the bottom of the base course to the center of the orifice) 7. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is there a minimum 30 mil thick impermeable PVC geomembrane liner on the bottom and sides of the basin, extending up to the top of the base course? B) CDOT Class B Separator Fabric 8. Outlet (Assumes each cell has similar area, subgrade slope, and length between lateral barriers (unless subgrade is flat). Calculate cells individually where this varies.) A) Depth of WQCV in the Reservoir DWQCV = 6.80 inches (Elevation of the Flood Control Outlet) B) Diameter of Orifice for 12-hour Drain Time DOrifice = 0.27 inches MINIMUM ORIFICE SIZE IS 3/8-INCHES (Use a minimum orifice diameter of 3/8-inches) Notes: Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area N10 Fort Collins, CO Choose One YES NO Choose One 4-inch 6-inch Choose One Choose One YES NO Placed above the liner Placed above and below the liner N/A Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Type of Permeable Pavement Section A) What type of section of permeable pavement is used? (Based on the land use and activities, proximity to adjacent structures and soil characteristics.) B) What type of wearing course? 2. Required Storage Volume A) Effective Imperviousness of Area Tributary to Permeable Pavement, Ia Ia = 88.0 % B) Tributary Area's Imperviousness Ratio (I = Ia / 100) i = 0.880 C) Tributary Watershed Area ATotal = 1,598 sq ft (including area of permeable pavement system) D) Area of Permeable Pavement System APPS = 1,598 sq ft (Minimum recommended permeable pavement area = 488 sq ft) E) Impervious Tributary Ratio RT = 0.0 (Contributing Imperviuos Area / Permeable Pavement Ratio) F) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV = 41 cu ft (WQCV = (0.8 * (0.91 * i3 - 1.19 * i2 + 0.78 * i) / 12) * Area) G) Is flood control volume being added? H) Total Volume Needed VTotal = cu ft 3. Depth of Reservoir A) Minimum Depth of Reservoir Dmin = 12.0 inches (Minimum recommended depth is 6 inches) B) Is the slope of the reservoir/subgrade interface equal to 0%? C) Porosity (Porous Gravel Pavement < 0.3, Others < 0.40) P = 0.40 D) Slope of the Base Course/Subgrade Interface S = 0.048 ft / ft E) Length Between Lateral Flow Barriers (max = 2.67 ft.) L = 20.8 ft F) Volume Provided Based on Depth of Base Course V = 41 cu ft Flat or Stepped: V = P * ((Dmin-1)/12) * Area Sloped: V = P * [((Dmin/12) - (w*0.02))/2) ] * w*L Volume assumes uniform slope & lateral flow barrier spacing. Calculate the volume of each cell individually when this varies. 4. Lateral Flow Barriers A) Type of Lateral Flow Barriers B) Number of Permeable Pavement Cells Cells = 1 5. Perimeter Barrier A) Is a perimeter barrier provided on all sides of the pavement system? (Recommeded for PICP, concrete grid pavement, or for any no-infiltration section.) Fort Collins, CO Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area N2 Choose One No Infiltration Partial Infiltration Section Full Infiltration Section Choose One YES NO Choose One YES- Flat or Stepped Installation NO- Sloped Installation Choose One Sheet 2 of 2 Designer: Company: Date: Project: Location: 6. Filter Material and Underdrain System A) Is the underdrain placed below a 6-inch thick layer of CDOT Class C filter material? B) Diameter of Slotted Pipe (slot dimensions per Table PPs-2) C) Distance from the Lowest Elevation of the Storage Volume y = 0.2 ft (i.e. the bottom of the base course to the center of the orifice) 7. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is there a minimum 30 mil thick impermeable PVC geomembrane liner on the bottom and sides of the basin, extending up to the top of the base course? B) CDOT Class B Separator Fabric 8. Outlet (Assumes each cell has similar area, subgrade slope, and length between lateral barriers (unless subgrade is flat). Calculate cells individually where this varies.) A) Depth of WQCV in the Reservoir DWQCV = 6.77 inches (Elevation of the Flood Control Outlet) B) Diameter of Orifice for 12-hour Drain Time DOrifice = 0.25 inches MINIMUM ORIFICE SIZE IS 3/8-INCHES (Use a minimum orifice diameter of 3/8-inches) Notes: Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area N2 Fort Collins, CO Choose One YES NO Choose One 4-inch 6-inch Choose One Choose One YES NO Placed above the liner Placed above and below the liner N/A Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Type of Permeable Pavement Section A) What type of section of permeable pavement is used? (Based on the land use and activities, proximity to adjacent structures and soil characteristics.) B) What type of wearing course? 2. Required Storage Volume A) Effective Imperviousness of Area Tributary to Permeable Pavement, Ia Ia = 90.0 % B) Tributary Area's Imperviousness Ratio (I = Ia / 100) i = 0.900 C) Tributary Watershed Area ATotal = 1,432 sq ft (including area of permeable pavement system) D) Area of Permeable Pavement System APPS = 1,432 sq ft (Minimum recommended permeable pavement area = 444 sq ft) E) Impervious Tributary Ratio RT = 0.0 (Contributing Imperviuos Area / Permeable Pavement Ratio) F) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV = 38 cu ft (WQCV = (0.8 * (0.91 * i3 - 1.19 * i2 + 0.78 * i) / 12) * Area) G) Is flood control volume being added? H) Total Volume Needed VTotal = cu ft 3. Depth of Reservoir A) Minimum Depth of Reservoir Dmin = 12.0 inches (Minimum recommended depth is 6 inches) B) Is the slope of the reservoir/subgrade interface equal to 0%? C) Porosity (Porous Gravel Pavement < 0.3, Others < 0.40) P = 0.40 D) Slope of the Base Course/Subgrade Interface S = 0.042 ft / ft E) Length Between Lateral Flow Barriers (max = 3.22 ft.) L = 24.0 ft F) Volume Provided Based on Depth of Base Course V = 47 cu ft Flat or Stepped: V = P * ((Dmin-1)/12) * Area Sloped: V = P * [((Dmin/12) - (w*0.02))/2) ] * w*L Volume assumes uniform slope & lateral flow barrier spacing. Calculate the volume of each cell individually when this varies. 4. Lateral Flow Barriers A) Type of Lateral Flow Barriers B) Number of Permeable Pavement Cells Cells = 1 5. Perimeter Barrier A) Is a perimeter barrier provided on all sides of the pavement system? (Recommeded for PICP, concrete grid pavement, or for any no-infiltration section.) Fort Collins, CO Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area N3 Choose One No Infiltration Partial Infiltration Section Full Infiltration Section Choose One YES NO Choose One YES- Flat or Stepped Installation NO- Sloped Installation Choose One Sheet 2 of 2 Designer: Company: Date: Project: Location: 6. Filter Material and Underdrain System A) Is the underdrain placed below a 6-inch thick layer of CDOT Class C filter material? B) Diameter of Slotted Pipe (slot dimensions per Table PPs-2) C) Distance from the Lowest Elevation of the Storage Volume y = 0.2 ft (i.e. the bottom of the base course to the center of the orifice) 7. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is there a minimum 30 mil thick impermeable PVC geomembrane liner on the bottom and sides of the basin, extending up to the top of the base course? B) CDOT Class B Separator Fabric 8. Outlet (Assumes each cell has similar area, subgrade slope, and length between lateral barriers (unless subgrade is flat). Calculate cells individually where this varies.) A) Depth of WQCV in the Reservoir DWQCV = 6.80 inches (Elevation of the Flood Control Outlet) B) Diameter of Orifice for 12-hour Drain Time DOrifice = 0.24 inches MINIMUM ORIFICE SIZE IS 3/8-INCHES (Use a minimum orifice diameter of 3/8-inches) Notes: Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area N3 Fort Collins, CO Choose One YES NO Choose One 4-inch 6-inch Choose One Choose One YES NO Placed above the liner Placed above and below the liner N/A Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Type of Permeable Pavement Section A) What type of section of permeable pavement is used? (Based on the land use and activities, proximity to adjacent structures and soil characteristics.) B) What type of wearing course? 2. Required Storage Volume A) Effective Imperviousness of Area Tributary to Permeable Pavement, Ia Ia = 90.0 % B) Tributary Area's Imperviousness Ratio (I = Ia / 100) i = 0.900 C) Tributary Watershed Area ATotal = 1,234 sq ft (including area of permeable pavement system) D) Area of Permeable Pavement System APPS = 1,234 sq ft (Minimum recommended permeable pavement area = 383 sq ft) E) Impervious Tributary Ratio RT = 0.0 (Contributing Imperviuos Area / Permeable Pavement Ratio) F) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV = 33 cu ft (WQCV = (0.8 * (0.91 * i3 - 1.19 * i2 + 0.78 * i) / 12) * Area) G) Is flood control volume being added? H) Total Volume Needed VTotal = cu ft 3. Depth of Reservoir A) Minimum Depth of Reservoir Dmin = 12.0 inches (Minimum recommended depth is 6 inches) B) Is the slope of the reservoir/subgrade interface equal to 0%? C) Porosity (Porous Gravel Pavement < 0.3, Others < 0.40) P = 0.40 D) Slope of the Base Course/Subgrade Interface S = 0.048 ft / ft E) Length Between Lateral Flow Barriers (max = 2.8 ft.) L = 20.9 ft F) Volume Provided Based on Depth of Base Course V = 41 cu ft Flat or Stepped: V = P * ((Dmin-1)/12) * Area Sloped: V = P * [((Dmin/12) - (w*0.02))/2) ] * w*L Volume assumes uniform slope & lateral flow barrier spacing. Calculate the volume of each cell individually when this varies. 4. Lateral Flow Barriers A) Type of Lateral Flow Barriers B) Number of Permeable Pavement Cells Cells = 1 5. Perimeter Barrier A) Is a perimeter barrier provided on all sides of the pavement system? (Recommeded for PICP, concrete grid pavement, or for any no-infiltration section.) Fort Collins, CO Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area N4 Choose One No Infiltration Partial Infiltration Section Full Infiltration Section Choose One YES NO Choose One YES- Flat or Stepped Installation NO- Sloped Installation Choose One Sheet 2 of 2 Designer: Company: Date: Project: Location: 6. Filter Material and Underdrain System A) Is the underdrain placed below a 6-inch thick layer of CDOT Class C filter material? B) Diameter of Slotted Pipe (slot dimensions per Table PPs-2) C) Distance from the Lowest Elevation of the Storage Volume y = 0.2 ft (i.e. the bottom of the base course to the center of the orifice) 7. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is there a minimum 30 mil thick impermeable PVC geomembrane liner on the bottom and sides of the basin, extending up to the top of the base course? B) CDOT Class B Separator Fabric 8. Outlet (Assumes each cell has similar area, subgrade slope, and length between lateral barriers (unless subgrade is flat). Calculate cells individually where this varies.) A) Depth of WQCV in the Reservoir DWQCV = 6.80 inches (Elevation of the Flood Control Outlet) B) Diameter of Orifice for 12-hour Drain Time DOrifice = 0.22 inches MINIMUM ORIFICE SIZE IS 3/8-INCHES (Use a minimum orifice diameter of 3/8-inches) Notes: Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area N4 Fort Collins, CO Choose One YES NO Choose One 4-inch 6-inch Choose One Choose One YES NO Placed above the liner Placed above and below the liner N/A Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Type of Permeable Pavement Section A) What type of section of permeable pavement is used? (Based on the land use and activities, proximity to adjacent structures and soil characteristics.) B) What type of wearing course? 2. Required Storage Volume A) Effective Imperviousness of Area Tributary to Permeable Pavement, Ia Ia = 90.0 % B) Tributary Area's Imperviousness Ratio (I = Ia / 100) i = 0.900 C) Tributary Watershed Area ATotal = 927 sq ft (including area of permeable pavement system) D) Area of Permeable Pavement System APPS = 927 sq ft (Minimum recommended permeable pavement area = 288 sq ft) E) Impervious Tributary Ratio RT = 0.0 (Contributing Imperviuos Area / Permeable Pavement Ratio) F) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV = 25 cu ft (WQCV = (0.8 * (0.91 * i3 - 1.19 * i2 + 0.78 * i) / 12) * Area) G) Is flood control volume being added? H) Total Volume Needed VTotal = cu ft 3. Depth of Reservoir A) Minimum Depth of Reservoir Dmin = 12.0 inches (Minimum recommended depth is 6 inches) B) Is the slope of the reservoir/subgrade interface equal to 0%? C) Porosity (Porous Gravel Pavement < 0.3, Others < 0.40) P = 0.40 D) Slope of the Base Course/Subgrade Interface S = 0.017 ft / ft E) Length Between Lateral Flow Barriers (max = 8.01 ft.) L = 59.9 ft F) Volume Provided Based on Depth of Base Course V = 118 cu ft Flat or Stepped: V = P * ((Dmin-1)/12) * Area Sloped: V = P * [((Dmin/12) - (w*0.02))/2) ] * w*L Volume assumes uniform slope & lateral flow barrier spacing. Calculate the volume of each cell individually when this varies. 4. Lateral Flow Barriers A) Type of Lateral Flow Barriers B) Number of Permeable Pavement Cells Cells = 1 5. Perimeter Barrier A) Is a perimeter barrier provided on all sides of the pavement system? (Recommeded for PICP, concrete grid pavement, or for any no-infiltration section.) Fort Collins, CO Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area N5 Choose One No Infiltration Partial Infiltration Section Full Infiltration Section Choose One YES NO Choose One YES- Flat or Stepped Installation NO- Sloped Installation Choose One Sheet 2 of 2 Designer: Company: Date: Project: Location: 6. Filter Material and Underdrain System A) Is the underdrain placed below a 6-inch thick layer of CDOT Class C filter material? B) Diameter of Slotted Pipe (slot dimensions per Table PPs-2) C) Distance from the Lowest Elevation of the Storage Volume y = 0.2 ft (i.e. the bottom of the base course to the center of the orifice) 7. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is there a minimum 30 mil thick impermeable PVC geomembrane liner on the bottom and sides of the basin, extending up to the top of the base course? B) CDOT Class B Separator Fabric 8. Outlet (Assumes each cell has similar area, subgrade slope, and length between lateral barriers (unless subgrade is flat). Calculate cells individually where this varies.) A) Depth of WQCV in the Reservoir DWQCV = 6.80 inches (Elevation of the Flood Control Outlet) B) Diameter of Orifice for 12-hour Drain Time DOrifice = 0.19 inches MINIMUM ORIFICE SIZE IS 3/8-INCHES (Use a minimum orifice diameter of 3/8-inches) Notes: Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area N5 Fort Collins, CO Choose One YES NO Choose One 4-inch 6-inch Choose One Choose One YES NO Placed above the liner Placed above and below the liner N/A Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Type of Permeable Pavement Section A) What type of section of permeable pavement is used? (Based on the land use and activities, proximity to adjacent structures and soil characteristics.) B) What type of wearing course? 2. Required Storage Volume A) Effective Imperviousness of Area Tributary to Permeable Pavement, Ia Ia = 90.0 % B) Tributary Area's Imperviousness Ratio (I = Ia / 100) i = 0.900 C) Tributary Watershed Area ATotal = 2,267 sq ft (including area of permeable pavement system) D) Area of Permeable Pavement System APPS = 2,267 sq ft (Minimum recommended permeable pavement area = 704 sq ft) E) Impervious Tributary Ratio RT = 0.0 (Contributing Imperviuos Area / Permeable Pavement Ratio) F) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV = 61 cu ft (WQCV = (0.8 * (0.91 * i3 - 1.19 * i2 + 0.78 * i) / 12) * Area) G) Is flood control volume being added? H) Total Volume Needed VTotal = cu ft 3. Depth of Reservoir A) Minimum Depth of Reservoir Dmin = 12.0 inches (Minimum recommended depth is 6 inches) B) Is the slope of the reservoir/subgrade interface equal to 0%? C) Porosity (Porous Gravel Pavement < 0.3, Others < 0.40) P = 0.40 D) Slope of the Base Course/Subgrade Interface S = 0.032 ft / ft E) Length Between Lateral Flow Barriers (max = 4.14 ft.) L = 31.0 ft F) Volume Provided Based on Depth of Base Course V = 61 cu ft Flat or Stepped: V = P * ((Dmin-1)/12) * Area Sloped: V = P * [((Dmin/12) - (w*0.02))/2) ] * w*L Volume assumes uniform slope & lateral flow barrier spacing. Calculate the volume of each cell individually when this varies. 4. Lateral Flow Barriers A) Type of Lateral Flow Barriers B) Number of Permeable Pavement Cells Cells = 1 5. Perimeter Barrier A) Is a perimeter barrier provided on all sides of the pavement system? (Recommeded for PICP, concrete grid pavement, or for any no-infiltration section.) Fort Collins, CO Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area N6 Choose One No Infiltration Partial Infiltration Section Full Infiltration Section Choose One YES NO Choose One YES- Flat or Stepped Installation NO- Sloped Installation Choose One Sheet 2 of 2 Designer: Company: Date: Project: Location: 6. Filter Material and Underdrain System A) Is the underdrain placed below a 6-inch thick layer of CDOT Class C filter material? B) Diameter of Slotted Pipe (slot dimensions per Table PPs-2) C) Distance from the Lowest Elevation of the Storage Volume y = 0.2 ft (i.e. the bottom of the base course to the center of the orifice) 7. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is there a minimum 30 mil thick impermeable PVC geomembrane liner on the bottom and sides of the basin, extending up to the top of the base course? B) CDOT Class B Separator Fabric 8. Outlet (Assumes each cell has similar area, subgrade slope, and length between lateral barriers (unless subgrade is flat). Calculate cells individually where this varies.) A) Depth of WQCV in the Reservoir DWQCV = 6.803 inches (Elevation of the Flood Control Outlet) B) Diameter of Orifice for 12-hour Drain Time DOrifice = 0.30 inches MINIMUM ORIFICE SIZE IS 3/8-INCHES (Use a minimum orifice diameter of 3/8-inches) Notes: Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area N6 Fort Collins, CO Choose One YES NO Choose One 4-inch 6-inch Choose One Choose One YES NO Placed above the liner Placed above and below the liner N/A Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Type of Permeable Pavement Section A) What type of section of permeable pavement is used? (Based on the land use and activities, proximity to adjacent structures and soil characteristics.) B) What type of wearing course? 2. Required Storage Volume A) Effective Imperviousness of Area Tributary to Permeable Pavement, Ia Ia = 90.0 % B) Tributary Area's Imperviousness Ratio (I = Ia / 100) i = 0.900 C) Tributary Watershed Area ATotal = 1,060 sq ft (including area of permeable pavement system) D) Area of Permeable Pavement System APPS = 1,060 sq ft (Minimum recommended permeable pavement area = 329 sq ft) E) Impervious Tributary Ratio RT = 0.0 (Contributing Imperviuos Area / Permeable Pavement Ratio) F) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV = 28 cu ft (WQCV = (0.8 * (0.91 * i3 - 1.19 * i2 + 0.78 * i) / 12) * Area) G) Is flood control volume being added? H) Total Volume Needed VTotal = cu ft 3. Depth of Reservoir A) Minimum Depth of Reservoir Dmin = 12.0 inches (Minimum recommended depth is 6 inches) B) Is the slope of the reservoir/subgrade interface equal to 0%? C) Porosity (Porous Gravel Pavement < 0.3, Others < 0.40) P = 0.40 D) Slope of the Base Course/Subgrade Interface S = 0.035 ft / ft E) Length Between Lateral Flow Barriers (max = 3.8 ft.) L = 28.4 ft F) Volume Provided Based on Depth of Base Course V = 56 cu ft Flat or Stepped: V = P * ((Dmin-1)/12) * Area Sloped: V = P * [((Dmin/12) - (w*0.02))/2) ] * w*L Volume assumes uniform slope & lateral flow barrier spacing. Calculate the volume of each cell individually when this varies. 4. Lateral Flow Barriers A) Type of Lateral Flow Barriers B) Number of Permeable Pavement Cells Cells = 1 5. Perimeter Barrier A) Is a perimeter barrier provided on all sides of the pavement system? (Recommeded for PICP, concrete grid pavement, or for any no-infiltration section.) Fort Collins, CO Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area N7 Choose One No Infiltration Partial Infiltration Section Full Infiltration Section Choose One YES NO Choose One YES- Flat or Stepped Installation NO- Sloped Installation Choose One Sheet 2 of 2 Designer: Company: Date: Project: Location: 6. Filter Material and Underdrain System A) Is the underdrain placed below a 6-inch thick layer of CDOT Class C filter material? B) Diameter of Slotted Pipe (slot dimensions per Table PPs-2) C) Distance from the Lowest Elevation of the Storage Volume y = 0.2 ft (i.e. the bottom of the base course to the center of the orifice) 7. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is there a minimum 30 mil thick impermeable PVC geomembrane liner on the bottom and sides of the basin, extending up to the top of the base course? B) CDOT Class B Separator Fabric 8. Outlet (Assumes each cell has similar area, subgrade slope, and length between lateral barriers (unless subgrade is flat). Calculate cells individually where this varies.) A) Depth of WQCV in the Reservoir DWQCV = 6.80 inches (Elevation of the Flood Control Outlet) B) Diameter of Orifice for 12-hour Drain Time DOrifice = 0.20 inches MINIMUM ORIFICE SIZE IS 3/8-INCHES (Use a minimum orifice diameter of 3/8-inches) Notes: Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area N7 Fort Collins, CO Choose One YES NO Choose One 4-inch 6-inch Choose One Choose One YES NO Placed above the liner Placed above and below the liner N/A Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Type of Permeable Pavement Section A) What type of section of permeable pavement is used? (Based on the land use and activities, proximity to adjacent structures and soil characteristics.) B) What type of wearing course? 2. Required Storage Volume A) Effective Imperviousness of Area Tributary to Permeable Pavement, Ia Ia = 90.0 % B) Tributary Area's Imperviousness Ratio (I = Ia / 100) i = 0.900 C) Tributary Watershed Area ATotal = 1,888 sq ft (including area of permeable pavement system) D) Area of Permeable Pavement System APPS = 1,888 sq ft (Minimum recommended permeable pavement area = 586 sq ft) E) Impervious Tributary Ratio RT = 0.0 (Contributing Imperviuos Area / Permeable Pavement Ratio) F) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV = 51 cu ft (WQCV = (0.8 * (0.91 * i3 - 1.19 * i2 + 0.78 * i) / 12) * Area) G) Is flood control volume being added? H) Total Volume Needed VTotal = cu ft 3. Depth of Reservoir A) Minimum Depth of Reservoir Dmin = 12.0 inches (Minimum recommended depth is 6 inches) B) Is the slope of the reservoir/subgrade interface equal to 0%? C) Porosity (Porous Gravel Pavement < 0.3, Others < 0.40) P = 0.40 D) Slope of the Base Course/Subgrade Interface S = 0.034 ft / ft E) Length Between Lateral Flow Barriers (max = 3.94 ft.) L = 29.4 ft F) Volume Provided Based on Depth of Base Course V = 58 cu ft Flat or Stepped: V = P * ((Dmin-1)/12) * Area Sloped: V = P * [((Dmin/12) - (w*0.02))/2) ] * w*L Volume assumes uniform slope & lateral flow barrier spacing. Calculate the volume of each cell individually when this varies. 4. Lateral Flow Barriers A) Type of Lateral Flow Barriers B) Number of Permeable Pavement Cells Cells = 1 5. Perimeter Barrier A) Is a perimeter barrier provided on all sides of the pavement system? (Recommeded for PICP, concrete grid pavement, or for any no-infiltration section.) Fort Collins, CO Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area N8 Choose One No Infiltration Partial Infiltration Section Full Infiltration Section Choose One YES NO Choose One YES- Flat or Stepped Installation NO- Sloped Installation Choose One Sheet 2 of 2 Designer: Company: Date: Project: Location: 6. Filter Material and Underdrain System A) Is the underdrain placed below a 6-inch thick layer of CDOT Class C filter material? B) Diameter of Slotted Pipe (slot dimensions per Table PPs-2) C) Distance from the Lowest Elevation of the Storage Volume y = 0.2 ft (i.e. the bottom of the base course to the center of the orifice) 7. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is there a minimum 30 mil thick impermeable PVC geomembrane liner on the bottom and sides of the basin, extending up to the top of the base course? B) CDOT Class B Separator Fabric 8. Outlet (Assumes each cell has similar area, subgrade slope, and length between lateral barriers (unless subgrade is flat). Calculate cells individually where this varies.) A) Depth of WQCV in the Reservoir DWQCV = 6.80 inches (Elevation of the Flood Control Outlet) B) Diameter of Orifice for 12-hour Drain Time DOrifice = 0.27 inches MINIMUM ORIFICE SIZE IS 3/8-INCHES (Use a minimum orifice diameter of 3/8-inches) Notes: Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area N8 Fort Collins, CO Choose One YES NO Choose One 4-inch 6-inch Choose One Choose One YES NO Placed above the liner Placed above and below the liner N/A Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Type of Permeable Pavement Section A) What type of section of permeable pavement is used? (Based on the land use and activities, proximity to adjacent structures and soil characteristics.) B) What type of wearing course? 2. Required Storage Volume A) Effective Imperviousness of Area Tributary to Permeable Pavement, Ia Ia = 90.0 % B) Tributary Area's Imperviousness Ratio (I = Ia / 100) i = 0.900 C) Tributary Watershed Area ATotal = 856 sq ft (including area of permeable pavement system) D) Area of Permeable Pavement System APPS = 856 sq ft (Minimum recommended permeable pavement area = 266 sq ft) E) Impervious Tributary Ratio RT = 0.0 (Contributing Imperviuos Area / Permeable Pavement Ratio) F) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV = 23 cu ft (WQCV = (0.8 * (0.91 * i3 - 1.19 * i2 + 0.78 * i) / 12) * Area) G) Is flood control volume being added? H) Total Volume Needed VTotal = cu ft 3. Depth of Reservoir A) Minimum Depth of Reservoir Dmin = 12.0 inches (Minimum recommended depth is 6 inches) B) Is the slope of the reservoir/subgrade interface equal to 0%? C) Porosity (Porous Gravel Pavement < 0.3, Others < 0.40) P = 0.40 D) Slope of the Base Course/Subgrade Interface S = 0.033 ft / ft E) Length Between Lateral Flow Barriers (max = 4.03 ft.) L = 30.1 ft F) Volume Provided Based on Depth of Base Course V = 59 cu ft Flat or Stepped: V = P * ((Dmin-1)/12) * Area Sloped: V = P * [((Dmin/12) - (w*0.02))/2) ] * w*L Volume assumes uniform slope & lateral flow barrier spacing. Calculate the volume of each cell individually when this varies. 4. Lateral Flow Barriers A) Type of Lateral Flow Barriers B) Number of Permeable Pavement Cells Cells = 1 5. Perimeter Barrier A) Is a perimeter barrier provided on all sides of the pavement system? (Recommeded for PICP, concrete grid pavement, or for any no-infiltration section.) Fort Collins, CO Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area N9 Choose One No Infiltration Partial Infiltration Section Full Infiltration Section Choose One YES NO Choose One YES- Flat or Stepped Installation NO- Sloped Installation Choose One Sheet 2 of 2 Designer: Company: Date: Project: Location: 6. Filter Material and Underdrain System A) Is the underdrain placed below a 6-inch thick layer of CDOT Class C filter material? B) Diameter of Slotted Pipe (slot dimensions per Table PPs-2) C) Distance from the Lowest Elevation of the Storage Volume y = 0.2 ft (i.e. the bottom of the base course to the center of the orifice) 7. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is there a minimum 30 mil thick impermeable PVC geomembrane liner on the bottom and sides of the basin, extending up to the top of the base course? B) CDOT Class B Separator Fabric 8. Outlet (Assumes each cell has similar area, subgrade slope, and length between lateral barriers (unless subgrade is flat). Calculate cells individually where this varies.) A) Depth of WQCV in the Reservoir DWQCV = 6.80 inches (Elevation of the Flood Control Outlet) B) Diameter of Orifice for 12-hour Drain Time DOrifice = 0.18 inches MINIMUM ORIFICE SIZE IS 3/8-INCHES (Use a minimum orifice diameter of 3/8-inches) Notes: Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area N9 Fort Collins, CO Choose One YES NO Choose One 4-inch 6-inch Choose One Choose One YES NO Placed above the liner Placed above and below the liner N/A Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Type of Permeable Pavement Section A) What type of section of permeable pavement is used? (Based on the land use and activities, proximity to adjacent structures and soil characteristics.) B) What type of wearing course? 2. Required Storage Volume A) Effective Imperviousness of Area Tributary to Permeable Pavement, Ia Ia = 90.0 % B) Tributary Area's Imperviousness Ratio (I = Ia / 100) i = 0.900 C) Tributary Watershed Area ATotal = 953 sq ft (including area of permeable pavement system) D) Area of Permeable Pavement System APPS = 953 sq ft (Minimum recommended permeable pavement area = 296 sq ft) E) Impervious Tributary Ratio RT = 0.0 (Contributing Imperviuos Area / Permeable Pavement Ratio) F) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV = 26 cu ft (WQCV = (0.8 * (0.91 * i3 - 1.19 * i2 + 0.78 * i) / 12) * Area) G) Is flood control volume being added? H) Total Volume Needed VTotal = cu ft 3. Depth of Reservoir A) Minimum Depth of Reservoir Dmin = 12.0 inches (Minimum recommended depth is 6 inches) B) Is the slope of the reservoir/subgrade interface equal to 0%? C) Porosity (Porous Gravel Pavement < 0.3, Others < 0.40) P = 0.40 D) Slope of the Base Course/Subgrade Interface S = 0.022 ft / ft E) Length Between Lateral Flow Barriers (max = 6.17 ft.) L = 46.1 ft F) Volume Provided Based on Depth of Base Course V = 91 cu ft Flat or Stepped: V = P * ((Dmin-1)/12) * Area Sloped: V = P * [((Dmin/12) - (w*0.02))/2) ] * w*L Volume assumes uniform slope & lateral flow barrier spacing. Calculate the volume of each cell individually when this varies. 4. Lateral Flow Barriers A) Type of Lateral Flow Barriers B) Number of Permeable Pavement Cells Cells = 1 5. Perimeter Barrier A) Is a perimeter barrier provided on all sides of the pavement system? (Recommeded for PICP, concrete grid pavement, or for any no-infiltration section.) Fort Collins, CO Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area S1 Choose One No Infiltration Partial Infiltration Section Full Infiltration Section Choose One YES NO Choose One YES- Flat or Stepped Installation NO- Sloped Installation Choose One Sheet 2 of 2 Designer: Company: Date: Project: Location: 6. Filter Material and Underdrain System A) Is the underdrain placed below a 6-inch thick layer of CDOT Class C filter material? B) Diameter of Slotted Pipe (slot dimensions per Table PPs-2) C) Distance from the Lowest Elevation of the Storage Volume y = 0.2 ft (i.e. the bottom of the base course to the center of the orifice) 7. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is there a minimum 30 mil thick impermeable PVC geomembrane liner on the bottom and sides of the basin, extending up to the top of the base course? B) CDOT Class B Separator Fabric 8. Outlet (Assumes each cell has similar area, subgrade slope, and length between lateral barriers (unless subgrade is flat). Calculate cells individually where this varies.) A) Depth of WQCV in the Reservoir DWQCV = 6.80 inches (Elevation of the Flood Control Outlet) B) Diameter of Orifice for 12-hour Drain Time DOrifice = 0.19 inches MINIMUM ORIFICE SIZE IS 3/8-INCHES (Use a minimum orifice diameter of 3/8-inches) Notes: Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area S1 Fort Collins, CO Choose One YES NO Choose One 4-inch 6-inch Choose One Choose One YES NO Placed above the liner Placed above and below the liner N/A Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Type of Permeable Pavement Section A) What type of section of permeable pavement is used? (Based on the land use and activities, proximity to adjacent structures and soil characteristics.) B) What type of wearing course? 2. Required Storage Volume A) Effective Imperviousness of Area Tributary to Permeable Pavement, Ia Ia = 90.0 % B) Tributary Area's Imperviousness Ratio (I = Ia / 100) i = 0.900 C) Tributary Watershed Area ATotal = 1,069 sq ft (including area of permeable pavement system) D) Area of Permeable Pavement System APPS = 1,069 sq ft (Minimum recommended permeable pavement area = 332 sq ft) E) Impervious Tributary Ratio RT = 0.0 (Contributing Imperviuos Area / Permeable Pavement Ratio) F) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV = 29 cu ft (WQCV = (0.8 * (0.91 * i3 - 1.19 * i2 + 0.78 * i) / 12) * Area) G) Is flood control volume being added? H) Total Volume Needed VTotal = cu ft 3. Depth of Reservoir A) Minimum Depth of Reservoir Dmin = 12.0 inches (Minimum recommended depth is 6 inches) B) Is the slope of the reservoir/subgrade interface equal to 0%? C) Porosity (Porous Gravel Pavement < 0.3, Others < 0.40) P = 0.40 D) Slope of the Base Course/Subgrade Interface S = 0.014 ft / ft E) Length Between Lateral Flow Barriers (max = 9.36 ft.) L = 69.9 ft F) Volume Provided Based on Depth of Base Course V = 138 cu ft Flat or Stepped: V = P * ((Dmin-1)/12) * Area Sloped: V = P * [((Dmin/12) - (w*0.02))/2) ] * w*L Volume assumes uniform slope & lateral flow barrier spacing. Calculate the volume of each cell individually when this varies. 4. Lateral Flow Barriers A) Type of Lateral Flow Barriers B) Number of Permeable Pavement Cells Cells = 1 5. Perimeter Barrier A) Is a perimeter barrier provided on all sides of the pavement system? (Recommeded for PICP, concrete grid pavement, or for any no-infiltration section.) Fort Collins, CO Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area S10 Choose One No Infiltration Partial Infiltration Section Full Infiltration Section Choose One YES NO Choose One YES- Flat or Stepped Installation NO- Sloped Installation Choose One Sheet 2 of 2 Designer: Company: Date: Project: Location: 6. Filter Material and Underdrain System A) Is the underdrain placed below a 6-inch thick layer of CDOT Class C filter material? B) Diameter of Slotted Pipe (slot dimensions per Table PPs-2) C) Distance from the Lowest Elevation of the Storage Volume y = 0.2 ft (i.e. the bottom of the base course to the center of the orifice) 7. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is there a minimum 30 mil thick impermeable PVC geomembrane liner on the bottom and sides of the basin, extending up to the top of the base course? B) CDOT Class B Separator Fabric 8. Outlet (Assumes each cell has similar area, subgrade slope, and length between lateral barriers (unless subgrade is flat). Calculate cells individually where this varies.) A) Depth of WQCV in the Reservoir DWQCV = 6.80 inches (Elevation of the Flood Control Outlet) B) Diameter of Orifice for 12-hour Drain Time DOrifice = 0.21 inches MINIMUM ORIFICE SIZE IS 3/8-INCHES (Use a minimum orifice diameter of 3/8-inches) Notes: Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area S10 Fort Collins, CO Choose One YES NO Choose One 4-inch 6-inch Choose One Choose One YES NO Placed above the liner Placed above and below the liner N/A Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Type of Permeable Pavement Section A) What type of section of permeable pavement is used? (Based on the land use and activities, proximity to adjacent structures and soil characteristics.) B) What type of wearing course? 2. Required Storage Volume A) Effective Imperviousness of Area Tributary to Permeable Pavement, Ia Ia = 90.0 % B) Tributary Area's Imperviousness Ratio (I = Ia / 100) i = 0.900 C) Tributary Watershed Area ATotal = 1,723 sq ft (including area of permeable pavement system) D) Area of Permeable Pavement System APPS = 1,723 sq ft (Minimum recommended permeable pavement area = 535 sq ft) E) Impervious Tributary Ratio RT = 0.0 (Contributing Imperviuos Area / Permeable Pavement Ratio) F) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV = 46 cu ft (WQCV = (0.8 * (0.91 * i3 - 1.19 * i2 + 0.78 * i) / 12) * Area) G) Is flood control volume being added? H) Total Volume Needed VTotal = cu ft 3. Depth of Reservoir A) Minimum Depth of Reservoir Dmin = 12.0 inches (Minimum recommended depth is 6 inches) B) Is the slope of the reservoir/subgrade interface equal to 0%? C) Porosity (Porous Gravel Pavement < 0.3, Others < 0.40) P = 0.40 D) Slope of the Base Course/Subgrade Interface S = 0.004 ft / ft E) Length Between Lateral Flow Barriers (max = 31.12 ft.) L = 232.6 ft F) Volume Provided Based on Depth of Base Course V = 458 cu ft Flat or Stepped: V = P * ((Dmin-1)/12) * Area Sloped: V = P * [((Dmin/12) - (w*0.02))/2) ] * w*L Volume assumes uniform slope & lateral flow barrier spacing. Calculate the volume of each cell individually when this varies. 4. Lateral Flow Barriers A) Type of Lateral Flow Barriers B) Number of Permeable Pavement Cells Cells = 1 5. Perimeter Barrier A) Is a perimeter barrier provided on all sides of the pavement system? (Recommeded for PICP, concrete grid pavement, or for any no-infiltration section.) Fort Collins, CO Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area S11 Choose One No Infiltration Partial Infiltration Section Full Infiltration Section Choose One YES NO Choose One YES- Flat or Stepped Installation NO- Sloped Installation Choose One Sheet 2 of 2 Designer: Company: Date: Project: Location: 6. Filter Material and Underdrain System A) Is the underdrain placed below a 6-inch thick layer of CDOT Class C filter material? B) Diameter of Slotted Pipe (slot dimensions per Table PPs-2) C) Distance from the Lowest Elevation of the Storage Volume y = 0.2 ft (i.e. the bottom of the base course to the center of the orifice) 7. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is there a minimum 30 mil thick impermeable PVC geomembrane liner on the bottom and sides of the basin, extending up to the top of the base course? B) CDOT Class B Separator Fabric 8. Outlet (Assumes each cell has similar area, subgrade slope, and length between lateral barriers (unless subgrade is flat). Calculate cells individually where this varies.) A) Depth of WQCV in the Reservoir DWQCV = 6.80 inches (Elevation of the Flood Control Outlet) B) Diameter of Orifice for 12-hour Drain Time DOrifice = 0.26 inches MINIMUM ORIFICE SIZE IS 3/8-INCHES (Use a minimum orifice diameter of 3/8-inches) Notes: Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area S11 Fort Collins, CO Choose One YES NO Choose One 4-inch 6-inch Choose One Choose One YES NO Placed above the liner Placed above and below the liner N/A Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Type of Permeable Pavement Section A) What type of section of permeable pavement is used? (Based on the land use and activities, proximity to adjacent structures and soil characteristics.) B) What type of wearing course? 2. Required Storage Volume A) Effective Imperviousness of Area Tributary to Permeable Pavement, Ia Ia = 90.0 % B) Tributary Area's Imperviousness Ratio (I = Ia / 100) i = 0.900 C) Tributary Watershed Area ATotal = 626 sq ft (including area of permeable pavement system) D) Area of Permeable Pavement System APPS = 626 sq ft (Minimum recommended permeable pavement area = 194 sq ft) E) Impervious Tributary Ratio RT = 0.0 (Contributing Imperviuos Area / Permeable Pavement Ratio) F) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV = 17 cu ft (WQCV = (0.8 * (0.91 * i3 - 1.19 * i2 + 0.78 * i) / 12) * Area) G) Is flood control volume being added? H) Total Volume Needed VTotal = cu ft 3. Depth of Reservoir A) Minimum Depth of Reservoir Dmin = 12.0 inches (Minimum recommended depth is 6 inches) B) Is the slope of the reservoir/subgrade interface equal to 0%? C) Porosity (Porous Gravel Pavement < 0.3, Others < 0.40) P = 0.40 D) Slope of the Base Course/Subgrade Interface S = 0.003 ft / ft E) Length Between Lateral Flow Barriers (max = 53.53 ft.) L = 400.0 ft F) Volume Provided Based on Depth of Base Course V = 626 cu ft Flat or Stepped: V = P * ((Dmin-1)/12) * Area Sloped: V = P * [((Dmin/12) - (w*0.02))/2) ] * w*L Volume assumes uniform slope & lateral flow barrier spacing. Calculate the volume of each cell individually when this varies. 4. Lateral Flow Barriers A) Type of Lateral Flow Barriers B) Number of Permeable Pavement Cells Cells = 1 5. Perimeter Barrier A) Is a perimeter barrier provided on all sides of the pavement system? (Recommeded for PICP, concrete grid pavement, or for any no-infiltration section.) Fort Collins, CO Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area S12 Choose One No Infiltration Partial Infiltration Section Full Infiltration Section Choose One YES NO Choose One YES- Flat or Stepped Installation NO- Sloped Installation Choose One Sheet 2 of 2 Designer: Company: Date: Project: Location: 6. Filter Material and Underdrain System A) Is the underdrain placed below a 6-inch thick layer of CDOT Class C filter material? B) Diameter of Slotted Pipe (slot dimensions per Table PPs-2) C) Distance from the Lowest Elevation of the Storage Volume y = 0.2 ft (i.e. the bottom of the base course to the center of the orifice) 7. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is there a minimum 30 mil thick impermeable PVC geomembrane liner on the bottom and sides of the basin, extending up to the top of the base course? B) CDOT Class B Separator Fabric 8. Outlet (Assumes each cell has similar area, subgrade slope, and length between lateral barriers (unless subgrade is flat). Calculate cells individually where this varies.) A) Depth of WQCV in the Reservoir DWQCV = 6.80 inches (Elevation of the Flood Control Outlet) B) Diameter of Orifice for 12-hour Drain Time DOrifice = 0.16 inches MINIMUM ORIFICE SIZE IS 3/8-INCHES (Use a minimum orifice diameter of 3/8-inches) Notes: Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area S12 Fort Collins, CO Choose One YES NO Choose One 4-inch 6-inch Choose One Choose One YES NO Placed above the liner Placed above and below the liner N/A Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Type of Permeable Pavement Section A) What type of section of permeable pavement is used? (Based on the land use and activities, proximity to adjacent structures and soil characteristics.) B) What type of wearing course? 2. Required Storage Volume A) Effective Imperviousness of Area Tributary to Permeable Pavement, Ia Ia = 90.0 % B) Tributary Area's Imperviousness Ratio (I = Ia / 100) i = 0.900 C) Tributary Watershed Area ATotal = 1,773 sq ft (including area of permeable pavement system) D) Area of Permeable Pavement System APPS = 1,773 sq ft (Minimum recommended permeable pavement area = 550 sq ft) E) Impervious Tributary Ratio RT = 0.0 (Contributing Imperviuos Area / Permeable Pavement Ratio) F) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV = 47 cu ft (WQCV = (0.8 * (0.91 * i3 - 1.19 * i2 + 0.78 * i) / 12) * Area) G) Is flood control volume being added? H) Total Volume Needed VTotal = cu ft 3. Depth of Reservoir A) Minimum Depth of Reservoir Dmin = 12.0 inches (Minimum recommended depth is 6 inches) B) Is the slope of the reservoir/subgrade interface equal to 0%? C) Porosity (Porous Gravel Pavement < 0.3, Others < 0.40) P = 0.40 D) Slope of the Base Course/Subgrade Interface S = 0.012 ft / ft E) Length Between Lateral Flow Barriers (max = 11.25 ft.) L = 84.0 ft F) Volume Provided Based on Depth of Base Course V = 166 cu ft Flat or Stepped: V = P * ((Dmin-1)/12) * Area Sloped: V = P * [((Dmin/12) - (w*0.02))/2) ] * w*L Volume assumes uniform slope & lateral flow barrier spacing. Calculate the volume of each cell individually when this varies. 4. Lateral Flow Barriers A) Type of Lateral Flow Barriers B) Number of Permeable Pavement Cells Cells = 1 5. Perimeter Barrier A) Is a perimeter barrier provided on all sides of the pavement system? (Recommeded for PICP, concrete grid pavement, or for any no-infiltration section.) Fort Collins, CO Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area S13 Choose One No Infiltration Partial Infiltration Section Full Infiltration Section Choose One YES NO Choose One YES- Flat or Stepped Installation NO- Sloped Installation Choose One Sheet 2 of 2 Designer: Company: Date: Project: Location: 6. Filter Material and Underdrain System A) Is the underdrain placed below a 6-inch thick layer of CDOT Class C filter material? B) Diameter of Slotted Pipe (slot dimensions per Table PPs-2) C) Distance from the Lowest Elevation of the Storage Volume y = 0.2 ft (i.e. the bottom of the base course to the center of the orifice) 7. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is there a minimum 30 mil thick impermeable PVC geomembrane liner on the bottom and sides of the basin, extending up to the top of the base course? B) CDOT Class B Separator Fabric 8. Outlet (Assumes each cell has similar area, subgrade slope, and length between lateral barriers (unless subgrade is flat). Calculate cells individually where this varies.) A) Depth of WQCV in the Reservoir DWQCV = 6.80 inches (Elevation of the Flood Control Outlet) B) Diameter of Orifice for 12-hour Drain Time DOrifice = 0.26 inches MINIMUM ORIFICE SIZE IS 3/8-INCHES (Use a minimum orifice diameter of 3/8-inches) Notes: Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area S13 Fort Collins, CO Choose One YES NO Choose One 4-inch 6-inch Choose One Choose One YES NO Placed above the liner Placed above and below the liner N/A Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Type of Permeable Pavement Section A) What type of section of permeable pavement is used? (Based on the land use and activities, proximity to adjacent structures and soil characteristics.) B) What type of wearing course? 2. Required Storage Volume A) Effective Imperviousness of Area Tributary to Permeable Pavement, Ia Ia = 90.0 % B) Tributary Area's Imperviousness Ratio (I = Ia / 100) i = 0.900 C) Tributary Watershed Area ATotal = 1,950 sq ft (including area of permeable pavement system) D) Area of Permeable Pavement System APPS = 1,950 sq ft (Minimum recommended permeable pavement area = 605 sq ft) E) Impervious Tributary Ratio RT = 0.0 (Contributing Imperviuos Area / Permeable Pavement Ratio) F) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV = 52 cu ft (WQCV = (0.8 * (0.91 * i3 - 1.19 * i2 + 0.78 * i) / 12) * Area) G) Is flood control volume being added? H) Total Volume Needed VTotal = cu ft 3. Depth of Reservoir A) Minimum Depth of Reservoir Dmin = 12.0 inches (Minimum recommended depth is 6 inches) B) Is the slope of the reservoir/subgrade interface equal to 0%? C) Porosity (Porous Gravel Pavement < 0.3, Others < 0.40) P = 0.40 D) Slope of the Base Course/Subgrade Interface S = 0.007 ft / ft E) Length Between Lateral Flow Barriers (max = 19.12 ft.) L = 142.9 ft F) Volume Provided Based on Depth of Base Course V = 282 cu ft Flat or Stepped: V = P * ((Dmin-1)/12) * Area Sloped: V = P * [((Dmin/12) - (w*0.02))/2) ] * w*L Volume assumes uniform slope & lateral flow barrier spacing. Calculate the volume of each cell individually when this varies. 4. Lateral Flow Barriers A) Type of Lateral Flow Barriers B) Number of Permeable Pavement Cells Cells = 1 5. Perimeter Barrier A) Is a perimeter barrier provided on all sides of the pavement system? (Recommeded for PICP, concrete grid pavement, or for any no-infiltration section.) Fort Collins, CO Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area S2 Choose One No Infiltration Partial Infiltration Section Full Infiltration Section Choose One YES NO Choose One YES- Flat or Stepped Installation NO- Sloped Installation Choose One Sheet 2 of 2 Designer: Company: Date: Project: Location: 6. Filter Material and Underdrain System A) Is the underdrain placed below a 6-inch thick layer of CDOT Class C filter material? B) Diameter of Slotted Pipe (slot dimensions per Table PPs-2) C) Distance from the Lowest Elevation of the Storage Volume y = 0.2 ft (i.e. the bottom of the base course to the center of the orifice) 7. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is there a minimum 30 mil thick impermeable PVC geomembrane liner on the bottom and sides of the basin, extending up to the top of the base course? B) CDOT Class B Separator Fabric 8. Outlet (Assumes each cell has similar area, subgrade slope, and length between lateral barriers (unless subgrade is flat). Calculate cells individually where this varies.) A) Depth of WQCV in the Reservoir DWQCV = 6.80 inches (Elevation of the Flood Control Outlet) B) Diameter of Orifice for 12-hour Drain Time DOrifice = 0.28 inches MINIMUM ORIFICE SIZE IS 3/8-INCHES (Use a minimum orifice diameter of 3/8-inches) Notes: Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area S2 Fort Collins, CO Choose One YES NO Choose One 4-inch 6-inch Choose One Choose One YES NO Placed above the liner Placed above and below the liner N/A Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Type of Permeable Pavement Section A) What type of section of permeable pavement is used? (Based on the land use and activities, proximity to adjacent structures and soil characteristics.) B) What type of wearing course? 2. Required Storage Volume A) Effective Imperviousness of Area Tributary to Permeable Pavement, Ia Ia = 90.0 % B) Tributary Area's Imperviousness Ratio (I = Ia / 100) i = 0.900 C) Tributary Watershed Area ATotal = 1,032 sq ft (including area of permeable pavement system) D) Area of Permeable Pavement System APPS = 1,032 sq ft (Minimum recommended permeable pavement area = 320 sq ft) E) Impervious Tributary Ratio RT = 0.0 (Contributing Imperviuos Area / Permeable Pavement Ratio) F) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV = 28 cu ft (WQCV = (0.8 * (0.91 * i3 - 1.19 * i2 + 0.78 * i) / 12) * Area) G) Is flood control volume being added? H) Total Volume Needed VTotal = cu ft 3. Depth of Reservoir A) Minimum Depth of Reservoir Dmin = 12.0 inches (Minimum recommended depth is 6 inches) B) Is the slope of the reservoir/subgrade interface equal to 0%? C) Porosity (Porous Gravel Pavement < 0.3, Others < 0.40) P = 0.40 D) Slope of the Base Course/Subgrade Interface S = 0.022 ft / ft E) Length Between Lateral Flow Barriers (max = 6.17 ft.) L = 46.1 ft F) Volume Provided Based on Depth of Base Course V = 91 cu ft Flat or Stepped: V = P * ((Dmin-1)/12) * Area Sloped: V = P * [((Dmin/12) - (w*0.02))/2) ] * w*L Volume assumes uniform slope & lateral flow barrier spacing. Calculate the volume of each cell individually when this varies. 4. Lateral Flow Barriers A) Type of Lateral Flow Barriers B) Number of Permeable Pavement Cells Cells = 1 5. Perimeter Barrier A) Is a perimeter barrier provided on all sides of the pavement system? (Recommeded for PICP, concrete grid pavement, or for any no-infiltration section.) Fort Collins, CO Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area S3 Choose One No Infiltration Partial Infiltration Section Full Infiltration Section Choose One YES NO Choose One YES- Flat or Stepped Installation NO- Sloped Installation Choose One Sheet 2 of 2 Designer: Company: Date: Project: Location: 6. Filter Material and Underdrain System A) Is the underdrain placed below a 6-inch thick layer of CDOT Class C filter material? B) Diameter of Slotted Pipe (slot dimensions per Table PPs-2) C) Distance from the Lowest Elevation of the Storage Volume y = 0.2 ft (i.e. the bottom of the base course to the center of the orifice) 7. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is there a minimum 30 mil thick impermeable PVC geomembrane liner on the bottom and sides of the basin, extending up to the top of the base course? B) CDOT Class B Separator Fabric 8. Outlet (Assumes each cell has similar area, subgrade slope, and length between lateral barriers (unless subgrade is flat). Calculate cells individually where this varies.) A) Depth of WQCV in the Reservoir DWQCV = 6.80 inches (Elevation of the Flood Control Outlet) B) Diameter of Orifice for 12-hour Drain Time DOrifice = 0.20 inches MINIMUM ORIFICE SIZE IS 3/8-INCHES (Use a minimum orifice diameter of 3/8-inches) Notes: Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area S3 Fort Collins, CO Choose One YES NO Choose One 4-inch 6-inch Choose One Choose One YES NO Placed above the liner Placed above and below the liner N/A Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Type of Permeable Pavement Section A) What type of section of permeable pavement is used? (Based on the land use and activities, proximity to adjacent structures and soil characteristics.) B) What type of wearing course? 2. Required Storage Volume A) Effective Imperviousness of Area Tributary to Permeable Pavement, Ia Ia = 90.0 % B) Tributary Area's Imperviousness Ratio (I = Ia / 100) i = 0.900 C) Tributary Watershed Area ATotal = 859 sq ft (including area of permeable pavement system) D) Area of Permeable Pavement System APPS = 859 sq ft (Minimum recommended permeable pavement area = 267 sq ft) E) Impervious Tributary Ratio RT = 0.0 (Contributing Imperviuos Area / Permeable Pavement Ratio) F) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV = 23 cu ft (WQCV = (0.8 * (0.91 * i3 - 1.19 * i2 + 0.78 * i) / 12) * Area) G) Is flood control volume being added? H) Total Volume Needed VTotal = cu ft 3. Depth of Reservoir A) Minimum Depth of Reservoir Dmin = 12.0 inches (Minimum recommended depth is 6 inches) B) Is the slope of the reservoir/subgrade interface equal to 0%? C) Porosity (Porous Gravel Pavement < 0.3, Others < 0.40) P = 0.40 D) Slope of the Base Course/Subgrade Interface S = 0.022 ft / ft E) Length Between Lateral Flow Barriers (max = 5.97 ft.) L = 44.6 ft F) Volume Provided Based on Depth of Base Course V = 88 cu ft Flat or Stepped: V = P * ((Dmin-1)/12) * Area Sloped: V = P * [((Dmin/12) - (w*0.02))/2) ] * w*L Volume assumes uniform slope & lateral flow barrier spacing. Calculate the volume of each cell individually when this varies. 4. Lateral Flow Barriers A) Type of Lateral Flow Barriers B) Number of Permeable Pavement Cells Cells = 1 5. Perimeter Barrier A) Is a perimeter barrier provided on all sides of the pavement system? (Recommeded for PICP, concrete grid pavement, or for any no-infiltration section.) Fort Collins, CO Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area S4 Choose One No Infiltration Partial Infiltration Section Full Infiltration Section Choose One YES NO Choose One YES- Flat or Stepped Installation NO- Sloped Installation Choose One Sheet 2 of 2 Designer: Company: Date: Project: Location: 6. Filter Material and Underdrain System A) Is the underdrain placed below a 6-inch thick layer of CDOT Class C filter material? B) Diameter of Slotted Pipe (slot dimensions per Table PPs-2) C) Distance from the Lowest Elevation of the Storage Volume y = 0.2 ft (i.e. the bottom of the base course to the center of the orifice) 7. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is there a minimum 30 mil thick impermeable PVC geomembrane liner on the bottom and sides of the basin, extending up to the top of the base course? B) CDOT Class B Separator Fabric 8. Outlet (Assumes each cell has similar area, subgrade slope, and length between lateral barriers (unless subgrade is flat). Calculate cells individually where this varies.) A) Depth of WQCV in the Reservoir DWQCV = 6.80 inches (Elevation of the Flood Control Outlet) B) Diameter of Orifice for 12-hour Drain Time DOrifice = 0.18 inches MINIMUM ORIFICE SIZE IS 3/8-INCHES (Use a minimum orifice diameter of 3/8-inches) Notes: Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area S4 Fort Collins, CO Choose One YES NO Choose One 4-inch 6-inch Choose One Choose One YES NO Placed above the liner Placed above and below the liner N/A Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Type of Permeable Pavement Section A) What type of section of permeable pavement is used? (Based on the land use and activities, proximity to adjacent structures and soil characteristics.) B) What type of wearing course? 2. Required Storage Volume A) Effective Imperviousness of Area Tributary to Permeable Pavement, Ia Ia = 90.0 % B) Tributary Area's Imperviousness Ratio (I = Ia / 100) i = 0.900 C) Tributary Watershed Area ATotal = 1,670 sq ft (including area of permeable pavement system) D) Area of Permeable Pavement System APPS = 1,670 sq ft (Minimum recommended permeable pavement area = 518 sq ft) E) Impervious Tributary Ratio RT = 0.0 (Contributing Imperviuos Area / Permeable Pavement Ratio) F) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV = 45 cu ft (WQCV = (0.8 * (0.91 * i3 - 1.19 * i2 + 0.78 * i) / 12) * Area) G) Is flood control volume being added? H) Total Volume Needed VTotal = cu ft 3. Depth of Reservoir A) Minimum Depth of Reservoir Dmin = 12.0 inches (Minimum recommended depth is 6 inches) B) Is the slope of the reservoir/subgrade interface equal to 0%? C) Porosity (Porous Gravel Pavement < 0.3, Others < 0.40) P = 0.40 D) Slope of the Base Course/Subgrade Interface S = 0.007 ft / ft E) Length Between Lateral Flow Barriers (max = 19.12 ft.) L = 142.9 ft F) Volume Provided Based on Depth of Base Course V = 282 cu ft Flat or Stepped: V = P * ((Dmin-1)/12) * Area Sloped: V = P * [((Dmin/12) - (w*0.02))/2) ] * w*L Volume assumes uniform slope & lateral flow barrier spacing. Calculate the volume of each cell individually when this varies. 4. Lateral Flow Barriers A) Type of Lateral Flow Barriers B) Number of Permeable Pavement Cells Cells = 1 5. Perimeter Barrier A) Is a perimeter barrier provided on all sides of the pavement system? (Recommeded for PICP, concrete grid pavement, or for any no-infiltration section.) Fort Collins, CO Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area S5 Choose One No Infiltration Partial Infiltration Section Full Infiltration Section Choose One YES NO Choose One YES- Flat or Stepped Installation NO- Sloped Installation Choose One Sheet 2 of 2 Designer: Company: Date: Project: Location: 6. Filter Material and Underdrain System A) Is the underdrain placed below a 6-inch thick layer of CDOT Class C filter material? B) Diameter of Slotted Pipe (slot dimensions per Table PPs-2) C) Distance from the Lowest Elevation of the Storage Volume y = 0.2 ft (i.e. the bottom of the base course to the center of the orifice) 7. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is there a minimum 30 mil thick impermeable PVC geomembrane liner on the bottom and sides of the basin, extending up to the top of the base course? B) CDOT Class B Separator Fabric 8. Outlet (Assumes each cell has similar area, subgrade slope, and length between lateral barriers (unless subgrade is flat). Calculate cells individually where this varies.) A) Depth of WQCV in the Reservoir DWQCV = 6.80 inches (Elevation of the Flood Control Outlet) B) Diameter of Orifice for 12-hour Drain Time DOrifice = 0.26 inches MINIMUM ORIFICE SIZE IS 3/8-INCHES (Use a minimum orifice diameter of 3/8-inches) Notes: Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area S5 Fort Collins, CO Choose One YES NO Choose One 4-inch 6-inch Choose One Choose One YES NO Placed above the liner Placed above and below the liner N/A Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Type of Permeable Pavement Section A) What type of section of permeable pavement is used? (Based on the land use and activities, proximity to adjacent structures and soil characteristics.) B) What type of wearing course? 2. Required Storage Volume A) Effective Imperviousness of Area Tributary to Permeable Pavement, Ia Ia = 90.0 % B) Tributary Area's Imperviousness Ratio (I = Ia / 100) i = 0.900 C) Tributary Watershed Area ATotal = 1,830 sq ft (including area of permeable pavement system) D) Area of Permeable Pavement System APPS = 1,830 sq ft (Minimum recommended permeable pavement area = 568 sq ft) E) Impervious Tributary Ratio RT = 0.0 (Contributing Imperviuos Area / Permeable Pavement Ratio) F) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV = 49 cu ft (WQCV = (0.8 * (0.91 * i3 - 1.19 * i2 + 0.78 * i) / 12) * Area) G) Is flood control volume being added? H) Total Volume Needed VTotal = cu ft 3. Depth of Reservoir A) Minimum Depth of Reservoir Dmin = 12.0 inches (Minimum recommended depth is 6 inches) B) Is the slope of the reservoir/subgrade interface equal to 0%? C) Porosity (Porous Gravel Pavement < 0.3, Others < 0.40) P = 0.40 D) Slope of the Base Course/Subgrade Interface S = 0.030 ft / ft E) Length Between Lateral Flow Barriers (max = 4.49 ft.) L = 33.6 ft F) Volume Provided Based on Depth of Base Course V = 66 cu ft Flat or Stepped: V = P * ((Dmin-1)/12) * Area Sloped: V = P * [((Dmin/12) - (w*0.02))/2) ] * w*L Volume assumes uniform slope & lateral flow barrier spacing. Calculate the volume of each cell individually when this varies. 4. Lateral Flow Barriers A) Type of Lateral Flow Barriers B) Number of Permeable Pavement Cells Cells = 1 5. Perimeter Barrier A) Is a perimeter barrier provided on all sides of the pavement system? (Recommeded for PICP, concrete grid pavement, or for any no-infiltration section.) Fort Collins, CO Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area S6 Choose One No Infiltration Partial Infiltration Section Full Infiltration Section Choose One YES NO Choose One YES- Flat or Stepped Installation NO- Sloped Installation Choose One Sheet 2 of 2 Designer: Company: Date: Project: Location: 6. Filter Material and Underdrain System A) Is the underdrain placed below a 6-inch thick layer of CDOT Class C filter material? B) Diameter of Slotted Pipe (slot dimensions per Table PPs-2) C) Distance from the Lowest Elevation of the Storage Volume y = 0.2 ft (i.e. the bottom of the base course to the center of the orifice) 7. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is there a minimum 30 mil thick impermeable PVC geomembrane liner on the bottom and sides of the basin, extending up to the top of the base course? B) CDOT Class B Separator Fabric 8. Outlet (Assumes each cell has similar area, subgrade slope, and length between lateral barriers (unless subgrade is flat). Calculate cells individually where this varies.) A) Depth of WQCV in the Reservoir DWQCV = 6.80 inches (Elevation of the Flood Control Outlet) B) Diameter of Orifice for 12-hour Drain Time DOrifice = 0.27 inches MINIMUM ORIFICE SIZE IS 3/8-INCHES (Use a minimum orifice diameter of 3/8-inches) Notes: Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area S6 Fort Collins, CO Choose One YES NO Choose One 4-inch 6-inch Choose One Choose One YES NO Placed above the liner Placed above and below the liner N/A Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Type of Permeable Pavement Section A) What type of section of permeable pavement is used? (Based on the land use and activities, proximity to adjacent structures and soil characteristics.) B) What type of wearing course? 2. Required Storage Volume A) Effective Imperviousness of Area Tributary to Permeable Pavement, Ia Ia = 90.0 % B) Tributary Area's Imperviousness Ratio (I = Ia / 100) i = 0.900 C) Tributary Watershed Area ATotal = 1,936 sq ft (including area of permeable pavement system) D) Area of Permeable Pavement System APPS = 1,936 sq ft (Minimum recommended permeable pavement area = 601 sq ft) E) Impervious Tributary Ratio RT = 0.0 (Contributing Imperviuos Area / Permeable Pavement Ratio) F) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV = 52 cu ft (WQCV = (0.8 * (0.91 * i3 - 1.19 * i2 + 0.78 * i) / 12) * Area) G) Is flood control volume being added? H) Total Volume Needed VTotal = cu ft 3. Depth of Reservoir A) Minimum Depth of Reservoir Dmin = 12.0 inches (Minimum recommended depth is 6 inches) B) Is the slope of the reservoir/subgrade interface equal to 0%? C) Porosity (Porous Gravel Pavement < 0.3, Others < 0.40) P = 0.40 D) Slope of the Base Course/Subgrade Interface S = 0.029 ft / ft E) Length Between Lateral Flow Barriers (max = 4.58 ft.) L = 34.2 ft F) Volume Provided Based on Depth of Base Course V = 68 cu ft Flat or Stepped: V = P * ((Dmin-1)/12) * Area Sloped: V = P * [((Dmin/12) - (w*0.02))/2) ] * w*L Volume assumes uniform slope & lateral flow barrier spacing. Calculate the volume of each cell individually when this varies. 4. Lateral Flow Barriers A) Type of Lateral Flow Barriers B) Number of Permeable Pavement Cells Cells = 1 5. Perimeter Barrier A) Is a perimeter barrier provided on all sides of the pavement system? (Recommeded for PICP, concrete grid pavement, or for any no-infiltration section.) Fort Collins, CO Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area S7 Choose One No Infiltration Partial Infiltration Section Full Infiltration Section Choose One YES NO Choose One YES- Flat or Stepped Installation NO- Sloped Installation Choose One Sheet 2 of 2 Designer: Company: Date: Project: Location: 6. Filter Material and Underdrain System A) Is the underdrain placed below a 6-inch thick layer of CDOT Class C filter material? B) Diameter of Slotted Pipe (slot dimensions per Table PPs-2) C) Distance from the Lowest Elevation of the Storage Volume y = 0.2 ft (i.e. the bottom of the base course to the center of the orifice) 7. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is there a minimum 30 mil thick impermeable PVC geomembrane liner on the bottom and sides of the basin, extending up to the top of the base course? B) CDOT Class B Separator Fabric 8. Outlet (Assumes each cell has similar area, subgrade slope, and length between lateral barriers (unless subgrade is flat). Calculate cells individually where this varies.) A) Depth of WQCV in the Reservoir DWQCV = 6.80 inches (Elevation of the Flood Control Outlet) B) Diameter of Orifice for 12-hour Drain Time DOrifice = 0.28 inches MINIMUM ORIFICE SIZE IS 3/8-INCHES (Use a minimum orifice diameter of 3/8-inches) Notes: Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area S7 Fort Collins, CO Choose One YES NO Choose One 4-inch 6-inch Choose One Choose One YES NO Placed above the liner Placed above and below the liner N/A Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Type of Permeable Pavement Section A) What type of section of permeable pavement is used? (Based on the land use and activities, proximity to adjacent structures and soil characteristics.) B) What type of wearing course? 2. Required Storage Volume A) Effective Imperviousness of Area Tributary to Permeable Pavement, Ia Ia = 60.0 % B) Tributary Area's Imperviousness Ratio (I = Ia / 100) i = 0.600 C) Tributary Watershed Area ATotal = 3,189 sq ft (including area of permeable pavement system) D) Area of Permeable Pavement System APPS = 3,189 sq ft (Minimum recommended permeable pavement area = 736 sq ft) E) Impervious Tributary Ratio RT = 0.0 (Contributing Imperviuos Area / Permeable Pavement Ratio) F) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV = 50 cu ft (WQCV = (0.8 * (0.91 * i3 - 1.19 * i2 + 0.78 * i) / 12) * Area) G) Is flood control volume being added? H) Total Volume Needed VTotal = cu ft 3. Depth of Reservoir A) Minimum Depth of Reservoir Dmin = 12.0 inches (Minimum recommended depth is 6 inches) B) Is the slope of the reservoir/subgrade interface equal to 0%? C) Porosity (Porous Gravel Pavement < 0.3, Others < 0.40) P = 0.40 D) Slope of the Base Course/Subgrade Interface S = 0.039 ft / ft E) Length Between Lateral Flow Barriers (max = 2.01 ft.) L = 25.5 ft F) Volume Provided Based on Depth of Base Course V = 50 cu ft Flat or Stepped: V = P * ((Dmin-1)/12) * Area Sloped: V = P * [((Dmin/12) - (w*0.02))/2) ] * w*L Volume assumes uniform slope & lateral flow barrier spacing. Calculate the volume of each cell individually when this varies. 4. Lateral Flow Barriers A) Type of Lateral Flow Barriers B) Number of Permeable Pavement Cells Cells = 1 5. Perimeter Barrier A) Is a perimeter barrier provided on all sides of the pavement system? (Recommeded for PICP, concrete grid pavement, or for any no-infiltration section.) Fort Collins, CO Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area S8 Choose One No Infiltration Partial Infiltration Section Full Infiltration Section Choose One YES NO Choose One YES- Flat or Stepped Installation NO- Sloped Installation Choose One Sheet 2 of 2 Designer: Company: Date: Project: Location: 6. Filter Material and Underdrain System A) Is the underdrain placed below a 6-inch thick layer of CDOT Class C filter material? B) Diameter of Slotted Pipe (slot dimensions per Table PPs-2) C) Distance from the Lowest Elevation of the Storage Volume y = 0.2 ft (i.e. the bottom of the base course to the center of the orifice) 7. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is there a minimum 30 mil thick impermeable PVC geomembrane liner on the bottom and sides of the basin, extending up to the top of the base course? B) CDOT Class B Separator Fabric 8. Outlet (Assumes each cell has similar area, subgrade slope, and length between lateral barriers (unless subgrade is flat). Calculate cells individually where this varies.) A) Depth of WQCV in the Reservoir DWQCV = 6.47 inches (Elevation of the Flood Control Outlet) B) Diameter of Orifice for 12-hour Drain Time DOrifice = 0.27 inches MINIMUM ORIFICE SIZE IS 3/8-INCHES (Use a minimum orifice diameter of 3/8-inches) Notes: Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area S8 Fort Collins, CO Choose One YES NO Choose One 4-inch 6-inch Choose One Choose One YES NO Placed above the liner Placed above and below the liner N/A Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Type of Permeable Pavement Section A) What type of section of permeable pavement is used? (Based on the land use and activities, proximity to adjacent structures and soil characteristics.) B) What type of wearing course? 2. Required Storage Volume A) Effective Imperviousness of Area Tributary to Permeable Pavement, Ia Ia = 90.0 % B) Tributary Area's Imperviousness Ratio (I = Ia / 100) i = 0.900 C) Tributary Watershed Area ATotal = 1,282 sq ft (including area of permeable pavement system) D) Area of Permeable Pavement System APPS = 1,282 sq ft (Minimum recommended permeable pavement area = 398 sq ft) E) Impervious Tributary Ratio RT = 0.0 (Contributing Imperviuos Area / Permeable Pavement Ratio) F) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV = 34 cu ft (WQCV = (0.8 * (0.91 * i3 - 1.19 * i2 + 0.78 * i) / 12) * Area) G) Is flood control volume being added? H) Total Volume Needed VTotal = cu ft 3. Depth of Reservoir A) Minimum Depth of Reservoir Dmin = 12.0 inches (Minimum recommended depth is 6 inches) B) Is the slope of the reservoir/subgrade interface equal to 0%? C) Porosity (Porous Gravel Pavement < 0.3, Others < 0.40) P = 0.40 D) Slope of the Base Course/Subgrade Interface S = 0.040 ft / ft E) Length Between Lateral Flow Barriers (max = 3.37 ft.) L = 25.2 ft F) Volume Provided Based on Depth of Base Course V = 50 cu ft Flat or Stepped: V = P * ((Dmin-1)/12) * Area Sloped: V = P * [((Dmin/12) - (w*0.02))/2) ] * w*L Volume assumes uniform slope & lateral flow barrier spacing. Calculate the volume of each cell individually when this varies. 4. Lateral Flow Barriers A) Type of Lateral Flow Barriers B) Number of Permeable Pavement Cells Cells = 1 5. Perimeter Barrier A) Is a perimeter barrier provided on all sides of the pavement system? (Recommeded for PICP, concrete grid pavement, or for any no-infiltration section.) Fort Collins, CO Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area S9 Choose One No Infiltration Partial Infiltration Section Full Infiltration Section Choose One YES NO Choose One YES- Flat or Stepped Installation NO- Sloped Installation Choose One Sheet 2 of 2 Designer: Company: Date: Project: Location: 6. Filter Material and Underdrain System A) Is the underdrain placed below a 6-inch thick layer of CDOT Class C filter material? B) Diameter of Slotted Pipe (slot dimensions per Table PPs-2) C) Distance from the Lowest Elevation of the Storage Volume y = 0.2 ft (i.e. the bottom of the base course to the center of the orifice) 7. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is there a minimum 30 mil thick impermeable PVC geomembrane liner on the bottom and sides of the basin, extending up to the top of the base course? B) CDOT Class B Separator Fabric 8. Outlet (Assumes each cell has similar area, subgrade slope, and length between lateral barriers (unless subgrade is flat). Calculate cells individually where this varies.) A) Depth of WQCV in the Reservoir DWQCV = 6.80 inches (Elevation of the Flood Control Outlet) B) Diameter of Orifice for 12-hour Drain Time DOrifice = 0.22 inches MINIMUM ORIFICE SIZE IS 3/8-INCHES (Use a minimum orifice diameter of 3/8-inches) Notes: Design Procedure Form: Permeable Pavement Systems (PPS) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - Area S9 Fort Collins, CO Choose One YES NO Choose One 4-inch 6-inch Choose One Choose One YES NO Placed above the liner Placed above and below the liner N/A Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia = 90.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 0.900 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.32 watershed inches (WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area) Area = 93,240 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV = cu ft Vol = (WQCV / 12) * Area F) For Watersheds Outside of the Denver Region, Depth of d6 = 0.43 in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQCV OTHER = cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER = 3,264.0 cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum) DWQCV = 12 in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 4.00 ft / ft (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area AMin = 2176 sq ft D) Actual Flat Surface Area AActual = 510 sq ft ACTUAL FLAT AREA < MINIMUM FLAT AREA E) Area at Design Depth (Top Surface Area) ATop = 1625 sq ft F) Rain Garden Total Volume VT= 1,068 cu ft (VT= ((ATop + AActual) / 2) * Depth) 3. Growing Media 4. Underdrain System A) Are underdrains provided? B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y = 0.3 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 = 3,264 cu ft iii) Orifice Diameter, 3/8" Minimum DO = 2.02 in Ridgewood Hills 4th Filing - North Bioswale Fort Collins, CO Design Procedure Form: Rain Garden (RG) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Choose One Choose One 18" Rain Garden Growing Media Other (Explain): YES NO L.I.D. North Swale.xls, RG 12/13/2013, 12:44 PM Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? 6. Inlet / Outlet Control A) Inlet Control 7. Vegetation 8. Irrigation A) Will the rain garden be irrigated? Notes: See Detail Design Procedure Form: Rain Garden (RG) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - North Bioswale Fort Collins, CO Choose One Choose One Choose One Sheet Flow- No Energy Dissipation Required Concentrated Flow- Energy Dissipation Provided Plantings Seed (Plan for frequent weed control) Sand Grown or Other High Infiltration Sod Choose One YES NO YES NO L.I.D. North Swale.xls, RG 12/13/2013, 12:44 PM Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia = 90.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 0.900 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.32 watershed inches (WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area) Area = 203,527 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV = cu ft Vol = (WQCV / 12) * Area F) For Watersheds Outside of the Denver Region, Depth of d6 = 0.43 in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQCV OTHER = cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER = 4,685.6 cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum) DWQCV = 12 in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 4.00 ft / ft (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area AMin = 3124 sq ft D) Actual Flat Surface Area AActual = 374 sq ft ACTUAL FLAT AREA < MINIMUM FLAT AREA E) Area at Design Depth (Top Surface Area) ATop = 1123 sq ft F) Rain Garden Total Volume VT= 748 cu ft (VT= ((ATop + AActual) / 2) * Depth) 3. Growing Media 4. Underdrain System A) Are underdrains provided? B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y = 0.3 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 = 4,686 cu ft iii) Orifice Diameter, 3/8" Minimum DO = 2.42 in Ridgewood Hills 4th Filing - South Bioswale Fort Collins, CO Design Procedure Form: Rain Garden (RG) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Choose One Choose One 18" Rain Garden Growing Media Other (Explain): YES NO L.I.D. South Swale.xls, RG 12/13/2013, 12:40 PM Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? 6. Inlet / Outlet Control A) Inlet Control 7. Vegetation 8. Irrigation A) Will the rain garden be irrigated? Notes: See Detail Design Procedure Form: Rain Garden (RG) MAP Quality Engineering/Owen Consulting Group December 13, 2013 Ridgewood Hills 4th Filing - South Bioswale Fort Collins, CO Choose One Choose One Choose One Sheet Flow- No Energy Dissipation Required Concentrated Flow- Energy Dissipation Provided Plantings Seed (Plan for frequent weed control) Sand Grown or Other High Infiltration Sod Choose One YES NO YES NO L.I.D. South Swale.xls, RG 12/13/2013, 12:40 PM APPENDIX E – MAPS DRAINAGE PLAN STORMWATER DETAILS LID EXHIBITS LID DETAILS 8-UNIT 8-UNIT 6-UNIT 6-UNIT TOT LOT SPORTS COURT (110' X 50') CLUB HOUSE POOL AVONDALE ROAD TRIANGLE DRIVE 8-UNIT NORTH 0 15' 30' 60' 90' SCALE: 1"= 30'-0" MATCHLINE (SEE SHEET X OF X) MATCHLINE (SEE SHEET 2 OF 2) PERMEABLE PAVERS THIS DRAWING, AS AN INSTRUMENT OF SERVICE, IS AND SHALL REMAIN THE PROPERTY OF TFG DESIGN, LLC. AND SHALL NOT BE REPRODUCED, PUBLISHED OR USED IN ANY WAY WITHOUT THE PERMISSION OF THE LANDSCAPE ARCHITECT. 1269 N Cleveland Ave, Loveland CO 80537 (970) 669.3737 design@tfgdesign.com www.tfgdesign.com ATTN: SHEET OF SHEET NUMBER: SHEET TITLE: REVISIONS: PROJECT INFORMATION: OWNER: DRAWN BY: FILE LOCATION: C:\TFG_David\Working Temp\Ridgewood\Ridgwood Hills - FP.dwg PLOT DATE: 11/19/2013 7:34 AM PROJECT NUMBER: DATE: PHASE: M. Timm Development ATTN: Bill Timm 233 Carillo Street Santa Barbara, CA 93101 (805) 963-0358 Email RIDGEWOOD HILLS - FOURTH FILING PROJECT SUBNAME AVONDALE RD & TRIANGLE DR FORT COLLINS, COLORADO 111-122FC DEC 11, 2013 FP 3 IMPERVIOUS CAPTURE INDEX TO DRAWINGS AREA UNIT PERCENTAGE PERMEABLE PAVERS (PARKING STALLS): 32,920 SF TOTAL IMPERVIOUS: 231,167 SF 8-UNIT 6-UNIT 24-UNIT 16-UNIT 16-UNIT 24-UNIT 24-UNIT PEYTON DRIVE AVONDALE ROAD TRIANGLE DRIVE GARAGE AVONDALE ROAD Ridgwood Hills - FP.dwg Tuesday, March 12, 2013 11:21:29 AM NORTH 0 15' 30' 60' 90' SCALE: 1"= 30'-0" LEGEND: MATCHLINE (SEE SHEET 1 OF 2) PERMEABLE PAVERS THIS DRAWING, AS AN INSTRUMENT OF SERVICE, IS AND SHALL REMAIN THE PROPERTY OF TFG DESIGN, LLC. AND SHALL NOT BE REPRODUCED, PUBLISHED OR USED IN ANY WAY WITHOUT THE PERMISSION OF THE LANDSCAPE ARCHITECT. 1269 N Cleveland Ave, Loveland CO 80537 (970) 669.3737 design@tfgdesign.com www.tfgdesign.com ATTN: SHEET OF SHEET NUMBER: SHEET TITLE: REVISIONS: PROJECT INFORMATION: OWNER: DRAWN BY: FILE LOCATION: C:\TFG_David\Working Temp\Ridgewood\Ridgwood Hills - FP.dwg PLOT DATE: 11/19/2013 7:34 AM PROJECT NUMBER: DATE: PHASE: M. Timm Development ATTN: Bill Timm 233 Carillo Street Santa Barbara, CA 93101 (805) 963-0358 Email RIDGEWOOD HILLS - FOURTH FILING PROJECT SUBNAME AVONDALE RD & TRIANGLE DR FORT COLLINS, COLORADO 111-122FC DEC 11, 2013 FP 3 IMPERVIOUS CAPTURE SLOTTED CURB SEDIMENT TRAP, 3" DEPTH PERFORATED STEEL EDGER BIOSWALE WITH NATIVE WETLAND SEED MIX SLOPED TO DRAIN INLET, SEE LANDSCAPE PLAN NATIVE SEED, SEE LANDSCAPE PLAN SEE BIOSWALE DETAIL 4:1 MAX. UNDISTURBED SOIL PARKING/BUILDING PRECAST OVERFLOW STRUCTURE 12" PONDING DEPTH MIN. 30-MIL HDPE IMPERVIOUS MEMBRANE MIN. 12" THICK LAYER OF BIORETENTION SAND MEDIA (SEE BIORETENTION SAND MEDIA SPECIFICATION FROM CITY OF FORT COLLINS) MIN. 6" THICK LAYER OF PEA GRAVEL DIAPHRAGM (DEPTH VARIES, SEE PLAN) LAYER OF CDOT NO. 4 AGGREGATE MIN. 4" PERFORATED PVC PIPE 6" PERFORATED PVC SUBDRAIN PIPE SEE BIOSWALE DETAIL FOR BEDDING/STORAGE REQUIREMENTS STORM DRAIN MANHOLE WITH SLOTTED LID THIS DRAWING, AS AN INSTRUMENT OF SERVICE, IS AND SHALL REMAIN THE PROPERTY OF TFG DESIGN, LLC. AND SHALL NOT BE REPRODUCED, PUBLISHED OR USED IN ANY WAY WITHOUT THE PERMISSION OF THE LANDSCAPE ARCHITECT. 1269 N Cleveland Ave, Loveland CO 80537 (970) 669.3737 design@tfgdesign.com www.tfgdesign.com ATTN: SHEET OF SHEET NUMBER: SHEET TITLE: REVISIONS: PROJECT INFORMATION: OWNER: DRAWN BY: FILE LOCATION: C:\TFG_David\Working Temp\Ridgewood\Ridgwood Hills - FP.dwg PLOT DATE: 11/19/2013 7:34 AM PROJECT NUMBER: DATE: 8-UNIT 8-UNIT 6-UNIT 6-UNIT TOT LOT SPORTS COURT (110' X 50') CLUB HOUSE POOL AVONDALE ROAD YARD INLET LATERALS 12" HDPE N-12 (TYP) YARD INLET LATERALS 12" HDPE N-12 (TYP) 16.5 LF 24" RCP @ 2.50% TYPE D M-604-11 AREA INLET RIM EL. = 5074.62 INV. EL. (N) = 5072.9 5' TYPE R INLET RIM EL. = 5076.6 INV. EL. = 5073.0 STMH N1 RIM EL. = 5078.6 INV. EL. (N) = 5071.1 INV. EL. (W) = 5071.3 INV. EL. (S) = 5071.3 EXISTING INLET CORE SOUTH WALL OF INLET BOX TO ACCEPT PIPING FROM PROPOSED DEVELOPMENT STMH N2 W/ NEENAH R-2553 GRATE RIM EL. = 5080.3 INV. EL. (E) = 5075.1 TRIANGLE DRIVE 24" ADS AREA DRAIN RIM: 5098.25 INV: 5096.25 24" ADS AREA DRAIN RIM: 5080.25 INV: 5078.25 12" HDPE RIM: 5092.57 INV: 5089.90 12" HDPE RIM: 5085.31 INV: 5082.76 24" ADS AREA DRAIN RIM: 5079.91 INV: 5077.45 24" ADS AREA DRAIN RIM: 5098.25 INV: 5093.60 24" ADS AREA DRAIN AVONDALE ROAD 8-UNIT 6-UNIT 24-UNIT 16-UNIT 16-UNIT 24-UNIT 24-UNIT PEYTON DRIVE AVONDALE ROAD TRIANGLE DRIVE EX. STM MANHOLE AND APPROX. 44 LF OF EX. 30" D/S STORM DRAIN TO BE REMOVED AND REPLACED AT GRADE SHOWN. 36.5 LF 24" RCP @ 2.00% 43.6 LF 18" RCP @ 1.83% YARD INLET LATERALS 12" HDPE N-12 (TYP) TYPE R INLET RIM EL. = 5087.6 INV. EL. (E) = 5077.48 INV. EL (W) = 5077.68 STMH B1 RIM EL. = 5090.7 INV. EL. (N) = 5086.57 INV. EL. (NW) = 5086.57 INV. EL. (SE) = 5086.37 20' TYPE R INLET RIM EL. = 5086.8 INV. EL. (W) = 5083.3 INV. EL. (S) = 5083.1 INV EL. (N) = 5083.3 TYPE R INLET RIM EL. = 5086.8 INV. EL. = 5083.82 STMH B2 RIM EL. = 5092.7 INV. EL. (NW) = 5088.22 INV. EL. (E) = 5088.02 INV. EL. (S) = 5088.22 TYPE R INLET RIM EL. = 5096.1 INV. EL. = 5092.6 STMH C1 RIM EL. = 5070.87 INV. EL. (N) = 5066.37 INV. EL. (W) = 5066.37 INV. EL. (S) = 5066.17 TYPE D M-604-11 AREA INLET RIM EL. = 5070.0 INV EL. (E) = 5067.09 STMH B3 RIM EL. = 5095.72 INV. EL. (NW) = 5091.41 INV. EL. (NE) = 5091.41 INV. EL. (SE) = 5091.21 51.6 LF 18" RCP @ 1.00% STMH C4 RIM EL. = 5071.0 8-UNIT 8-UNIT 6-UNIT 6-UNIT TOT LOT SPORTS COURT (110' X 50') CLUB HOUSE POOL AVONDALE ROAD TRIANGLE DRIVE 8-UNIT NORTH 0 15' 30' 60' 90' SCALE: 1"= 30'-0" MATCHLINE (SEE SHEET X OF X) MATCHLINE (SEE SHEET 2 OF 2) PERMEABLE PAVERS THIS DRAWING, AS AN INSTRUMENT OF SERVICE, IS AND SHALL REMAIN THE PROPERTY OF TFG DESIGN, LLC. AND SHALL NOT BE REPRODUCED, PUBLISHED OR USED IN ANY WAY WITHOUT THE PERMISSION OF THE LANDSCAPE ARCHITECT. 1269 N Cleveland Ave, Loveland CO 80537 (970) 669.3737 design@tfgdesign.com www.tfgdesign.com ATTN: SHEET OF SHEET NUMBER: SHEET TITLE: REVISIONS: PROJECT INFORMATION: OWNER: DRAWN BY: FILE LOCATION: C:\TFG_David\Working Temp\Ridgewood\Ridgwood Hills - FP.dwg PLOT DATE: 11/19/2013 7:34 AM PROJECT NUMBER: DATE: PHASE: M. Timm Development ATTN: Bill Timm 233 Carillo Street Santa Barbara, CA 93101 (805) 963-0358 Email RIDGEWOOD HILLS - FOURTH FILING PROJECT SUBNAME AVONDALE RD & TRIANGLE DR FORT COLLINS, COLORADO 111-122FC DEC 11, 2013 FP 3 IMPERVIOUS CAPTURE INDEX TO DRAWINGS AREA UNIT PERCENTAGE PERMEABLE PAVERS (PARKING STALLS): 32,920 SF TOTAL IMPERVIOUS: 231,167 SF 8-UNIT 6-UNIT 24-UNIT 16-UNIT 16-UNIT 24-UNIT 24-UNIT PEYTON DRIVE AVONDALE ROAD TRIANGLE DRIVE GARAGE AVONDALE ROAD Ridgwood Hills - FP.dwg Tuesday, March 12, 2013 11:21:29 AM NORTH 0 15' 30' 60' 90' SCALE: 1"= 30'-0" LEGEND: MATCHLINE (SEE SHEET 1 OF 2) PERMEABLE PAVERS THIS DRAWING, AS AN INSTRUMENT OF SERVICE, IS AND SHALL REMAIN THE PROPERTY OF TFG DESIGN, LLC. AND SHALL NOT BE REPRODUCED, PUBLISHED OR USED IN ANY WAY WITHOUT THE PERMISSION OF THE LANDSCAPE ARCHITECT. 1269 N Cleveland Ave, Loveland CO 80537 (970) 669.3737 design@tfgdesign.com www.tfgdesign.com ATTN: SHEET OF SHEET NUMBER: SHEET TITLE: REVISIONS: PROJECT INFORMATION: OWNER: DRAWN BY: FILE LOCATION: C:\TFG_David\Working Temp\Ridgewood\Ridgwood Hills - FP.dwg PLOT DATE: 11/19/2013 7:34 AM PROJECT NUMBER: DATE: PHASE: M. Timm Development ATTN: Bill Timm 233 Carillo Street Santa Barbara, CA 93101 (805) 963-0358 Email RIDGEWOOD HILLS - FOURTH FILING PROJECT SUBNAME AVONDALE RD & TRIANGLE DR FORT COLLINS, COLORADO 111-122FC DEC 11, 2013 FP 3 IMPERVIOUS CAPTURE SLOTTED CURB SEDIMENT TRAP, 3" DEPTH PERFORATED STEEL EDGER BIOSWALE WITH NATIVE WETLAND SEED MIX SLOPED TO DRAIN INLET, SEE LANDSCAPE PLAN NATIVE SEED, SEE LANDSCAPE PLAN SEE BIOSWALE DETAIL 4:1 MAX. UNDISTURBED SOIL PARKING/BUILDING PRECAST OVERFLOW STRUCTURE 12" PONDING DEPTH MIN. 30-MIL HDPE IMPERVIOUS MEMBRANE MIN. 12" THICK LAYER OF BIORETENTION SAND MEDIA (SEE BIORETENTION SAND MEDIA SPECIFICATION FROM CITY OF FORT COLLINS) MIN. 6" THICK LAYER OF PEA GRAVEL DIAPHRAGM (DEPTH VARIES, SEE PLAN) LAYER OF CDOT NO. 4 AGGREGATE MIN. 4" PERFORATED PVC PIPE 6" PERFORATED PVC SUBDRAIN PIPE SEE BIOSWALE DETAIL FOR BEDDING/STORAGE REQUIREMENTS STORM DRAIN MANHOLE WITH SLOTTED LID THIS DRAWING, AS AN INSTRUMENT OF SERVICE, IS AND SHALL REMAIN THE PROPERTY OF TFG DESIGN, LLC. AND SHALL NOT BE REPRODUCED, PUBLISHED OR USED IN ANY WAY WITHOUT THE PERMISSION OF THE LANDSCAPE ARCHITECT. 1269 N Cleveland Ave, Loveland CO 80537 (970) 669.3737 design@tfgdesign.com www.tfgdesign.com ATTN: SHEET OF SHEET NUMBER: SHEET TITLE: REVISIONS: PROJECT INFORMATION: OWNER: DRAWN BY: FILE LOCATION: C:\TFG_David\Working Temp\Ridgewood\Ridgwood Hills - FP.dwg PLOT DATE: 11/19/2013 7:34 AM PROJECT NUMBER: DATE: PHASE: M. Timm Development ATTN: Bill Timm 233 Carillo Street Santa Barbara, CA 93101 (805) 963-0358 Email RIDGEWOOD HILLS - FOURTH FILING PROJECT SUBNAME AVONDALE RD & TRIANGLE DR FORT COLLINS, COLORADO 111-122FC DEC 11, 2013 FP 3 BUILDING 81,986 SF SIDEWALKS 43,826 SF SPORT COURT 5,500 SF POOL DECK 4,789 SF DRIVES & PARKING 95,066 SF TOTAL DRIVES & PARKING: 127,986 SF PERMEABLE/TOTAL DRIVES & PARKING 32,920/127,986 SF 25.7% TOTAL CAPTURE OF PERVIOUS AREA: 116,103 SF 50.22% SOUTH CAPTURE 29,481 SF 12.75% NORTH CAPTURE 86,622 SF 37.47% INV. EL. (N) = 5076.73 INV. EL. (W) = 5076.73 INV. EL. (S) = 5076.53 44.53 LF 30" RCP @ 2.11% 152.16 LF 42" RCP @ 0.90% 24" ADS AREA DRAIN RIM: 5090.44 INV: 5088.44 24" ADS AREA DRAIN RIM: 5091.00 INV: 5089.00 24" ADS AREA DRAIN RIM: 5083.40 INV: 5078.43 24" ADS AREA DRAIN RIM: 5083.40 INV: 5078.84 24" ADS AREA DRAIN RIM: 5083.40 INV: 5079.05 53.65 LF 12" HDPE @ 1.0% 54.47 LF 12" HDPE @ 1.0% 24" ADS AREA DRAIN RIM: 5083.22 INV: 5081.22 6" PVC SIDEWALK DRAIN 6" PVC SIDEWALK DRAIN 2' SIDEWALK CHASE AND CURB CUT 6" PVC SIDEWALK DRAIN 6" PVC SIDEWALK DRAIN 31 10 11 13 N8 0.163 0.55 S1 0.560 0.43 S2 0.125 0.25 S4 0.121 0.31 S5 0.125 0.29 S6 0.154 0.61 S7 0.155 0.25 S8 0.412 0.55 S9 0.112 0.63 S10 0.119 0.56 S11 0.201 0.46 S12 0.436 0.50 S13 0.041 0.45 S14 1.866 0.49 S15 1.153 0.66 S18 0.990 0.28 S17 0.810 0.18 S16 0.204 0.68 S19 0.352 0.25 14 15 16b 17 18 19 20 21 22 23 24 25 26 27 29 32 33 30 141.1 LF 30" RCP @ 2.25% 126.0 LF 30" RCP @ 1.52% 130.49 LF 30" RCP @ 2.12% pl c u-esmt c w w w-cl w c c c-lp bldg 34 28 16a 140.46 LF 30" RCP @ 4.46% 34.54 LF 12" HDPE @ 0.32% CORE DRILL 12" HDPE RIM: 5091.99 INV: 5087.88 CORE DRILL 12" HDPE RIM: 5074.41 INV: 5069.30 89.46 LF 42" RCP @ 6.77% STMH C3 RIM EL. = 5083.07 INV. EL. (N) = 5074.67 INV. EL. (W) = 5074.67 INV. EL. (S) = 5074.47 44.98 LF 30" RCP @ 4.46% 39.89 LF 12" HDPE @ 1.40% 13.8 LF 12" RCP @ 5.43% 16.4 LF 12" HDPE @ 2.01% 24" ADS AREA DRAIN RIM: 5083.32 INV: 5075.00 EXISTING MANHOLE RIM EL. = 5074.00 INV. EL. (N) = 5062.88 152.16 LF 42" RCP @ 0.90% NORTH 0 15' 30' 60' 90' SCALE: 1"= 30'-0" DRAINAGE PLAN - SOUTH MATCHLINE (SEE SHEET 6 OF 9) 1-800-922-1987 NOTES 1. SEE SHEET 6 OF 9 FOR DRAINAGE DATA SUMMARY TABLE MATCHLINE (SAME SHEET) MATCHLINE (SAME SHEET) LEGEND: DRAINAGE BASIN I.D. DESIGN POINT OVERLAND FLOW DIRECTION # # 0.000 0.00 MINOR STORM RUNOFF COEFFICIENT DRAINAGE BASIN AREA CITY OF FORT COLLINS, COLORADO UTILITY PLAN APPROVAL THIS DRAWING, AS AN INSTRUMENT OF SERVICE, IS AND SHALL REMAIN THE PROPERTY OF TFG DESIGN, LLC. AND SHALL NOT BE REPRODUCED, PUBLISHED OR USED IN ANY WAY WITHOUT THE PERMISSION OF THE LANDSCAPE ARCHITECT. 1269 N Cleveland Ave, Loveland CO 80537 (970) 669.3737 design@tfgdesign.com www.tfgdesign.com ATTN: SHEET OF SHEET NUMBER: SHEET TITLE: REVISIONS: PROJECT INFORMATION: OWNER: DRAWN BY: FILE LOCATION: C:\Users\Jason\Dropbox\Ridgewood Hills\DWGS\C2.0_Drainage Plans.dwg PLOT DATE: 11/19/2013 7:34 AM PROJECT NUMBER: DATE: PHASE: M. TIMM DEVELOPMENT BILL TIMM 233 CARILLO STREET SANTA BARBARA, CA 93101 (805) 963-0358 RIDGEWOOD HILLS - FOURTH FILING AVONDALE RD & TRIANGLE FORT COLLINS, COLORADO 111-122FC DEC 04,2013 FP MM.DD.YY X MM.DD.YY X MM.DD.YY X MM.DD.YY X 6 36 RIM: 5094.20 INV: 5090.81 24" ADS AREA DRAIN RIM: 5092.34 INV: 5088.83 24" ADS AREA DRAIN RIM: 5088.15 INV: 5083.50 24" ADS AREA DRAIN RIM: 5084.50 INV: 5079.06 1 2 3 5 6 8 N3 0.301 0.41 12 OS-1 0.401 0.61 N2 0.276 0.36 N4 0.211 0.33 N6 0.830 0.71 N5 1.872 0.55 N7 0.900 0.25 140.6 LF 24" RCP @ 1.10% 83.5 LF 12" RCP @ 4.50% FLOW TO EX. POND 1 EXISTING DETENTION POND 7b 7a 11b 9 4 N1 0.353 0.36 46.83 LF 12" HDPE @ 3.64% 76.60 LF 12" HDPE @ 3.64% 39.91 LF 12" HDPE @ 4.96% 36.83 LF 12" HDPE @ 6.05% 64.60 LF 12" HDPE @ 3.67% 71.42 LF 12" HDPE @ 0.51% 79.12 LF 12" HDPE @ 2.62% 61.26 LF 12" HDPE @ 2.62% 36.06 LF 12" HDPE @ 6.52% 8-UNIT DRAINAGE PLAN - NORTH NORTH 0 15' 30' 60' 90' SCALE: 1"= 30'-0" MATCHLINE (SEE SHEET 7 OF 9) DRAINAGE DATA SUMMARY TABLE 1-800-922-1987 LEGEND: DRAINAGE BASIN I.D. DESIGN POINT OVERLAND FLOW DIRECTION # # 0.000 0.00 MINOR STORM RUNOFF COEFFICIENT DRAINAGE BASIN AREA CITY OF FORT COLLINS, COLORADO UTILITY PLAN APPROVAL THIS DRAWING, AS AN INSTRUMENT OF SERVICE, IS AND SHALL REMAIN THE PROPERTY OF TFG DESIGN, LLC. AND SHALL NOT BE REPRODUCED, PUBLISHED OR USED IN ANY WAY WITHOUT THE PERMISSION OF THE LANDSCAPE ARCHITECT. 1269 N Cleveland Ave, Loveland CO 80537 (970) 669.3737 design@tfgdesign.com www.tfgdesign.com ATTN: SHEET OF SHEET NUMBER: SHEET TITLE: REVISIONS: PROJECT INFORMATION: OWNER: DRAWN BY: FILE LOCATION: C:\Users\Jason\Dropbox\Ridgewood Hills\DWGS\C2.0_Drainage Plans.dwg PLOT DATE: 11/19/2013 7:34 AM PROJECT NUMBER: DATE: PHASE: M. TIMM DEVELOPMENT BILL TIMM 233 CARILLO STREET SANTA BARBARA, CA 93101 (805) 963-0358 RIDGEWOOD HILLS - FOURTH FILING AVONDALE RD & TRIANGLE FORT COLLINS, COLORADO 111-122FC DEC 04,2013 FP MM.DD.YY X MM.DD.YY X MM.DD.YY X MM.DD.YY X 5 36 PHASE: M. Timm Development ATTN: Bill Timm 233 Carillo Street Santa Barbara, CA 93101 (805) 963-0358 Email RIDGEWOOD HILLS - FOURTH FILING PROJECT SUBNAME AVONDALE RD & TRIANGLE DR FORT COLLINS, COLORADO 111-122FC DEC 11, 2013 FP 3 BUILDING 81,986 SF SIDEWALKS 43,826 SF SPORT COURT 5,500 SF POOL DECK 4,789 SF DRIVES & PARKING 95,066 SF TOTAL DRIVES & PARKING: 127,986 SF PERMEABLE/TOTAL DRIVES & PARKING 32,920/127,986 SF 25.7% TOTAL CAPTURE OF PERVIOUS AREA: 116,103 SF 50.22% SOUTH CAPTURE 29,481 SF 12.75% NORTH CAPTURE 86,622 SF 37.47% Concrete Walls PVC geomembrane installed normal to flow N/A- Flat installation Other (Describe): Choose One YES NO Choose One PICP Concrete Grid Pavement Pervious Concrete Porous Gravel Concrete Walls PVC geomembrane installed normal to flow N/A- Flat installation Other (Describe): Choose One YES NO Choose One PICP Concrete Grid Pavement Pervious Concrete Porous Gravel Concrete Walls PVC geomembrane installed normal to flow N/A- Flat installation Other (Describe): Choose One YES NO Choose One PICP Concrete Grid Pavement Pervious Concrete Porous Gravel Concrete Walls PVC geomembrane installed normal to flow N/A- Flat installation Other (Describe): Choose One YES NO Choose One PICP Concrete Grid Pavement Pervious Concrete Porous Gravel Concrete Walls PVC geomembrane installed normal to flow N/A- Flat installation Other (Describe): Choose One YES NO Choose One PICP Concrete Grid Pavement Pervious Concrete Porous Gravel Concrete Walls PVC geomembrane installed normal to flow N/A- Flat installation Other (Describe): Choose One YES NO Choose One PICP Concrete Grid Pavement Pervious Concrete Porous Gravel Concrete Walls PVC geomembrane installed normal to flow N/A- Flat installation Other (Describe): Choose One YES NO Choose One PICP Concrete Grid Pavement Pervious Concrete Porous Gravel Concrete Walls PVC geomembrane installed normal to flow N/A- Flat installation Other (Describe): Choose One YES NO Choose One PICP Concrete Grid Pavement Pervious Concrete Porous Gravel Concrete Walls PVC geomembrane installed normal to flow N/A- Flat installation Other (Describe): Choose One YES NO Choose One PICP Concrete Grid Pavement Pervious Concrete Porous Gravel Concrete Walls PVC geomembrane installed normal to flow N/A- Flat installation Other (Describe): Choose One YES NO Choose One PICP Concrete Grid Pavement Pervious Concrete Porous Gravel Concrete Walls PVC geomembrane installed normal to flow N/A- Flat installation Other (Describe): Choose One YES NO Choose One PICP Concrete Grid Pavement Pervious Concrete Porous Gravel Concrete Walls PVC geomembrane installed normal to flow N/A- Flat installation Other (Describe): Choose One YES NO Choose One PICP Concrete Grid Pavement Pervious Concrete Porous Gravel Concrete Walls PVC geomembrane installed normal to flow N/A- Flat installation Other (Describe): Choose One YES NO Choose One PICP Concrete Grid Pavement Pervious Concrete Porous Gravel Concrete Walls PVC geomembrane installed normal to flow N/A- Flat installation Other (Describe): Choose One YES NO Choose One PICP Concrete Grid Pavement Pervious Concrete Porous Gravel Concrete Walls PVC geomembrane installed normal to flow N/A- Flat installation Other (Describe): Choose One YES NO Choose One PICP Concrete Grid Pavement Pervious Concrete Porous Gravel Concrete Walls PVC geomembrane installed normal to flow N/A- Flat installation Other (Describe): Choose One YES NO Choose One PICP Concrete Grid Pavement Pervious Concrete Porous Gravel Concrete Walls PVC geomembrane installed normal to flow N/A- Flat installation Other (Describe): Choose One YES NO Choose One PICP Concrete Grid Pavement Pervious Concrete Porous Gravel Concrete Walls PVC geomembrane installed normal to flow N/A- Flat installation Other (Describe): Choose One YES NO Choose One PICP Concrete Grid Pavement Pervious Concrete Porous Gravel Concrete Walls PVC geomembrane installed normal to flow N/A- Flat installation Other (Describe): Choose One YES NO Choose One PICP Concrete Grid Pavement Pervious Concrete Porous Gravel Concrete Walls PVC geomembrane installed normal to flow N/A- Flat installation Other (Describe): Choose One YES NO Choose One PICP Concrete Grid Pavement Pervious Concrete Porous Gravel Concrete Walls PVC geomembrane installed normal to flow N/A- Flat installation Other (Describe): Choose One YES NO Choose One PICP Concrete Grid Pavement Pervious Concrete Porous Gravel Concrete Walls PVC geomembrane installed normal to flow N/A- Flat installation Other (Describe): Choose One YES NO Choose One PICP Concrete Grid Pavement Pervious Concrete Porous Gravel Concrete Walls PVC geomembrane installed normal to flow N/A- Flat installation Other (Describe): Choose One YES NO Choose One PICP Concrete Grid Pavement Pervious Concrete Porous Gravel Concrete Walls PVC geomembrane installed normal to flow N/A- Flat installation Other (Describe): Choose One YES NO Choose One PICP Concrete Grid Pavement Pervious Concrete Porous Gravel Concrete Walls PVC geomembrane installed normal to flow N/A- Flat installation Other (Describe): Choose One YES NO Choose One PICP Concrete Grid Pavement Pervious Concrete Porous Gravel Concrete Walls PVC geomembrane installed normal to flow N/A- Flat installation Other (Describe): Choose One YES NO Choose One PICP Concrete Grid Pavement Pervious Concrete Porous Gravel Concrete Walls PVC geomembrane installed normal to flow N/A- Flat installation Other (Describe): Choose One YES NO Choose One PICP Concrete Grid Pavement Pervious Concrete Porous Gravel Concrete Walls PVC geomembrane installed normal to flow N/A- Flat installation Other (Describe): Choose One YES NO Choose One PICP Concrete Grid Pavement Pervious Concrete Porous Gravel Concrete Walls PVC geomembrane installed normal to flow N/A- Flat installation Other (Describe): Choose One YES NO Choose One PICP Concrete Grid Pavement Pervious Concrete Porous Gravel Concrete Walls PVC geomembrane installed normal to flow N/A- Flat installation Other (Describe): Choose One YES NO Choose One PICP Concrete Grid Pavement Pervious Concrete Porous Gravel Concrete Walls PVC geomembrane installed normal to flow N/A- Flat installation Other (Describe): Choose One YES NO Choose One PICP Concrete Grid Pavement Pervious Concrete Porous Gravel Concrete Walls PVC geomembrane installed normal to flow N/A- Flat installation Other (Describe): Choose One YES NO Choose One PICP Concrete Grid Pavement Pervious Concrete Porous Gravel Concrete Walls PVC geomembrane installed normal to flow N/A- Flat installation Other (Describe): Choose One YES NO Choose One PICP Concrete Grid Pavement Pervious Concrete Porous Gravel Concrete Walls PVC geomembrane installed normal to flow N/A- Flat installation Other (Describe): Choose One YES NO Choose One PICP Concrete Grid Pavement Pervious Concrete Porous Gravel Concrete Walls PVC geomembrane installed normal to flow N/A- Flat installation Other (Describe): Choose One YES NO Choose One PICP Concrete Grid Pavement Pervious Concrete Porous Gravel Concrete Walls PVC geomembrane installed normal to flow N/A- Flat installation Other (Describe): Choose One YES NO Choose One PICP Concrete Grid Pavement Pervious Concrete Porous Gravel Concrete Walls PVC geomembrane installed normal to flow N/A- Flat installation Other (Describe): Choose One YES NO Choose One PICP Concrete Grid Pavement Pervious Concrete Porous Gravel Concrete Walls PVC geomembrane installed normal to flow N/A- Flat installation Other (Describe): Choose One YES NO Choose One PICP Concrete Grid Pavement Pervious Concrete Porous Gravel Concrete Walls PVC geomembrane installed normal to flow N/A- Flat installation Other (Describe): Choose One YES NO Choose One PICP Concrete Grid Pavement Pervious Concrete Porous Gravel Concrete Walls PVC geomembrane installed normal to flow N/A- Flat installation Other (Describe): Choose One YES NO Choose One PICP Concrete Grid Pavement Pervious Concrete Porous Gravel Concrete Walls PVC geomembrane installed normal to flow N/A- Flat installation Other (Describe): Choose One YES NO Choose One PICP Concrete Grid Pavement Pervious Concrete Porous Gravel Concrete Walls PVC geomembrane installed normal to flow N/A- Flat installation Other (Describe): Choose One YES NO Choose One PICP Concrete Grid Pavement Pervious Concrete Porous Gravel Concrete Walls PVC geomembrane installed normal to flow N/A- Flat installation Other (Describe): Choose One YES NO Choose One PICP Concrete Grid Pavement Pervious Concrete Porous Gravel Concrete Walls PVC geomembrane installed normal to flow N/A- Flat installation Other (Describe): Choose One YES NO Choose One PICP Concrete Grid Pavement Pervious Concrete Porous Gravel Concrete Walls PVC geomembrane installed normal to flow N/A- Flat installation Other (Describe): Choose One YES NO Choose One PICP Concrete Grid Pavement Pervious Concrete Porous Gravel Concrete Walls PVC geomembrane installed normal to flow N/A- Flat installation Other (Describe): Choose One YES NO Choose One PICP Concrete Grid Pavement Pervious Concrete Porous Gravel #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 Central Elevations of Rows of Holes in feet Collection Capacity for Each Row of Holes in cfs STAGE-DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET Ridgewood Hills Fourth Filing South Swale UD Detention_v2.33 South Swale.xls, WQCV 12/13/2013, 12:02 PM #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 Central Elevations of Rows of Holes in feet Collection Capacity for Each Row of Holes in cfs STAGE-DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET Ridgewood Hills Fourth Filing North Swale UD Detention_v2.33 North Swale.xls, WQCV 12/13/2013, 11:59 AM 21 CONDUIT 54.60 0 00:46 17.42 1.16 1.00 25 CONDUIT 82.53 0 00:40 26.27 3.65 1.00 26 CONDUIT 148.28 0 00:40 13.22 1.03 0.88 WEIR WEIR 29.36 0 02:00 1.00 *************************** Flow Classification Summary *************************** ----------------------------------------------------------------------------------------- Adjusted --- Fraction of Time in Flow Class ---- Avg. Avg. /Actual Up Down Sub Sup Up Down Froude Flow Conduit Length Dry Dry Dry Crit Crit Crit Crit Number Change ----------------------------------------------------------------------------------------- 30 1.00 0.00 0.73 0.00 0.03 0.07 0.00 0.16 0.73 0.0002 20 1.00 0.74 0.01 0.00 0.00 0.25 0.00 0.00 0.86 0.0001 22 1.00 0.75 0.00 0.00 0.01 0.24 0.00 0.00 0.49 0.0003 21 1.00 0.00 0.00 0.00 0.78 0.21 0.00 0.00 0.53 0.0002 25 1.00 0.00 0.00 0.00 0.82 0.02 0.00 0.16 0.21 0.0007 26 1.00 0.00 0.67 0.00 0.14 0.03 0.00 0.16 0.32 0.0002 ************************* Conduit Surcharge Summary ************************* ---------------------------------------------------------------------------- Hours Hours --------- Hours Full -------- Above Full Capacity Conduit Both Ends Upstream Dnstream Normal Flow Limited ---------------------------------------------------------------------------- 23 24.00 24.00 24.00 24.00 0.01 22 0.01 0.01 0.01 0.09 0.01 21 0.16 0.16 0.16 0.29 0.16 25 0.31 0.31 0.31 0.45 0.31 26 0.01 0.01 0.01 0.02 0.01 Analysis begun on: Wed Dec 04 13:10:33 2013 Analysis ended on: Wed Dec 04 13:10:33 2013 Total elapsed time: < 1 sec Pond #2 Proposed Model with Clogged Orifice SWMM 5 Page 4 SWMM 5 Page 1 ******************************** Highest Flow Instability Indexes ******************************** Link 25 (36) ************************* Routing Time Step Summary ************************* Minimum Time Step : 1.32 sec Average Time Step : 8.38 sec Maximum Time Step : 10.00 sec Percent in Steady State : 0.00 Average Iterations per Step : 2.12 *************************** Subcatchment Runoff Summary *************************** -------------------------------------------------------------------------------------------------------- Total Total Total Total Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Coeff Subcatchment in in in in in 10^6 gal CFS -------------------------------------------------------------------------------------------------------- 260 3.67 0.00 0.31 0.83 2.62 1.47 152.53 0.714 230 3.67 0.00 0.31 0.72 2.72 0.38 41.44 0.742 220 3.67 0.00 0.31 0.83 2.62 2.03 209.33 0.713 210 3.67 0.00 0.31 0.95 2.51 1.19 126.11 0.684 250 3.67 0.00 0.32 1.11 2.35 0.94 94.23 0.641 ****************** Node Depth Summary ****************** --------------------------------------------------------------------- Average Maximum Maximum Time of Max Depth Depth HGL Occurrence Node Type Feet Feet Feet days hr:min --------------------------------------------------------------------- 20 JUNCTION 0.25 2.61 5092.12 0 00:40 30 JUNCTION 0.28 3.09 5079.84 0 00:40 23 JUNCTION 0.00 0.00 5076.75 0 00:00 22 JUNCTION 0.35 10.00 5106.41 0 00:38 21 JUNCTION 0.46 10.00 5123.81 0 00:35 25 JUNCTION 1.13 10.00 5077.15 0 00:38 26 JUNCTION 0.27 3.48 5074.58 0 00:40 SPILLWAY OUTFALL 0.00 0.00 5068.00 0 00:00 POND2 STORAGE 9.07 9.65 5068.04 0 02:00 ******************* Node Inflow Summary ******************* ------------------------------------------------------------------------------------- Maximum Maximum Lateral Total Lateral Total Time of Max Inflow Inflow Inflow Inflow Occurrence Volume Volume Node Type CFS CFS days hr:min 10^6 gal 10^6 gal ------------------------------------------------------------------------------------- 20 JUNCTION 0.00 262.72 0 00:40 0.000 3.013 30 JUNCTION 0.00 301.31 0 00:40 0.000 3.397 23 JUNCTION 41.40 41.40 0 00:40 0.384 0.384 22 JUNCTION 209.13 209.13 0 00:40 2.032 2.032 21 JUNCTION 125.99 125.99 0 00:40 1.192 1.192 25 JUNCTION 94.16 94.16 0 00:40 0.939 0.939 26 JUNCTION 152.39 152.39 0 00:40 1.470 1.470 SPILLWAY OUTFALL 0.00 29.36 0 02:00 0.000 0.142 POND2 STORAGE 0.00 531.61 0 00:40 0.000 6.212 Pond #2 Proposed Model with Clogged Orifice SWMM 5 Page 2 FCT-100YR 1:10 0.95 FCT-100YR 1:15 0.91 FCT-100YR 1:20 0.87 FCT-100YR 1:25 0.84 FCT-100YR 1:30 0.81 FCT-100YR 1:35 0.78 FCT-100YR 1:40 0.75 FCT-100YR 1:45 0.73 Pond #2 Proposed Model with Clogged Orifice SWMM 5 Page 3 FCT-100YR 1:50 0.71 FCT-100YR 1:55 0.69 FCT-100YR 2:0 0.67 [REPORT] INPUT NO CONTROLS NO SUBCATCHMENTS ALL NODES ALL LINKS ALL [TAGS] [MAP] DIMENSIONS 0.000 0.000 10000.000 10000.000 Units None [COORDINATES] ;;Node X-Coord Y-Coord ;;-------------- ------------------ ------------------ 20 1980.831 6325.879 30 3695.421 7465.389 23 2055.378 8892.439 22 351.438 6325.879 21 1980.831 4494.143 25 6112.886 5165.069 26 6112.886 9882.854 SPILLWAY 9712.460 6837.061 POND2 6112.886 7465.389 [VERTICES] ;;Link X-Coord Y-Coord ;;-------------- ------------------ ------------------ [Polygons] ;;Subcatchment X-Coord Y-Coord ;;-------------- ------------------ ------------------ 260 5961.461 10777.576 260 6264.311 10777.576 260 6264.311 10521.679 260 5961.461 10521.679 230 1369.844 9451.561 230 1569.453 9451.561 230 1569.453 9313.082 230 1369.844 9313.082 220 -1084.646 6175.678 220 -699.728 6175.678 220 -699.728 6474.242 220 -1084.646 6474.242 210 1803.377 3846.670 210 2156.901 3846.670 210 2159.668 4119.251 210 1803.377 4119.251 250 5910.900 4213.578 250 6314.838 4213.578 250 6315.246 4497.817 250 5910.560 4497.817 [SYMBOLS] ;;Gage X-Coord Y-Coord ;;-------------- ------------------ ------------------ FTC-100YR -244.941 8572.950 Pond #2 Proposed Model with Clogged Orifice SWMM 5 Page 4 ;;-------------- ---------- ---------- ---------- ---------- ---------- 260 0.51 0.5 0.0018 7 0 230 0.51 0.5 0.0018 7 0 220 0.51 0.5 0.0018 7 0 210 0.51 0.5 0.0018 7 0 250 0.51 0.5 0.0018 7 0 Pond #2 Proposed Model with Clogged Orifice SWMM 5 Page 1 [JUNCTIONS] ;; Invert Max. Init. Surcharge Ponded ;;Name Elev. Depth Depth Depth Area ;;-------------- ---------- ---------- ---------- ---------- ---------- 20 5089.51 10.00 0 0 0 30 5076.75 10.00 0 0 0 23 5076.75 10.00 0 0 0 22 5096.41 10.00 0 0 0 21 5113.81 10.00 0 0 0 25 5067.15 10.00 0 0 0 26 5071.10 10.00 0 0 0 [OUTFALLS] ;; Invert Outfall Stage/Table Tide ;;Name Elev. Type Time Series Gate ;;-------------- ---------- ---------- ---------------- ---- SPILLWAY 5068.00 FREE NO [STORAGE] ;; Invert Max. Init. Storage Curve Ponded Evap. ;;Name Elev. Depth Depth Curve Params Area Frac. Infiltration Pa ;;-------------- -------- -------- -------- ---------- -------- -------- -------- -------- -------- --------------- POND2 5058.39 10.61 2.71 TABULAR Pond2Asbuilt 0 0 [CONDUITS] ;; Inlet Outlet Manning Inlet Outlet Init. Max. ;;Name Node Node Length N Offset Offset Flow Flow ;;-------------- ---------------- ---------------- ---------- ---------- ---------- ---------- ---------- --------- 30 30 POND2 205 0.013 0 8.11 0 0 20 20 30 225 0.013 0 0 0 0 23 23 30 10 0.001 0 0 0 0 22 22 20 575 0.013 0 0 0 0 21 21 20 565 0.013 0 0 0 0 25 25 POND2 65 0.013 0 8.11 0 0 26 26 POND2 460 0.013 0 8.11 0 0 [WEIRS] ;; Inlet Outlet Weir Crest Disch. Flap End End ;;Name Node Node Type Height Coeff. Gate Con. Coeff. ;;-------------- ---------------- ---------------- ------------ ---------- ---------- ---- -------- ---------- WEIR POND2 SPILLWAY TRANSVERSE 0 3.33 YES 0 0 [XSECTIONS] ;;Link Shape Geom1 Geom2 Geom3 Geom4 Barrels ;;-------------- ------------ ---------------- ---------- ---------- ---------- ---------- 30 CIRCULAR 4.0 0 0 0 1 20 CIRCULAR 4.0 0 0 0 1 23 DUMMY 0 0 0 0 1 22 CIRCULAR 4.0 0 0 0 1 21 CIRCULAR 2.0 0 0 0 1 25 CIRCULAR 2.0 0 0 0 1 26 CIRCULAR 4.0 0 0 0 1 WEIR RECT_OPEN 1.0 150 0.25 0.25 [LOSSES] ;;Link Inlet Outlet Average Flap Gate ;;-------------- ---------- ---------- ---------- ---------- [CURVES] ;;Name Type X-Value Y-Value ;;-------------- ---------- ---------- ---------- ;Design Pond Volumes Pond2design Storage 0 5203 Pond2design 1 27944 Pond2design 2 55488 Pond2design 3 77408 Pond2design 4 100060 Pond2design 5 112731 Pond2design 6 120037 Pond2design 7 127200 Pond2design 8 134701 Pond #2 Proposed Model with Clogged Orifice SWMM 5 Page 2 23 DUMMY 41.40 0 00:40 22 CONDUIT 209.13 0 00:40 18.85 1.33 0.83 21 CONDUIT 54.60 0 00:46 17.42 1.16 1.00 25 CONDUIT 82.53 0 00:40 26.27 3.65 1.00 26 CONDUIT 148.28 0 00:40 13.22 1.03 0.88 ORIFICE ORIFICE 9.79 0 02:09 1.00 WEIR WEIR 0.00 0 00:00 0.00 *************************** Flow Classification Summary *************************** ----------------------------------------------------------------------------------------- Adjusted --- Fraction of Time in Flow Class ---- Avg. Avg. /Actual Up Down Sub Sup Up Down Froude Flow Conduit Length Dry Dry Dry Crit Crit Crit Crit Number Change ----------------------------------------------------------------------------------------- 30 1.00 0.59 0.14 0.00 0.03 0.06 0.00 0.18 0.79 0.0002 20 1.00 0.74 0.01 0.00 0.00 0.25 0.00 0.00 0.86 0.0001 22 1.00 0.75 0.00 0.00 0.01 0.24 0.00 0.00 0.49 0.0003 21 1.00 0.00 0.00 0.00 0.78 0.22 0.00 0.00 0.53 0.0002 25 1.00 0.59 0.07 0.00 0.14 0.02 0.00 0.18 0.23 0.0007 26 1.00 0.59 0.10 0.00 0.10 0.03 0.00 0.17 0.35 0.0002 ************************* Conduit Surcharge Summary ************************* ---------------------------------------------------------------------------- Hours Hours --------- Hours Full -------- Above Full Capacity Conduit Both Ends Upstream Dnstream Normal Flow Limited ---------------------------------------------------------------------------- 23 24.00 24.00 24.00 24.00 0.01 22 0.01 0.01 0.01 0.09 0.01 21 0.16 0.16 0.16 0.29 0.16 25 0.31 0.31 0.31 0.45 0.31 26 0.01 0.01 0.01 0.02 0.01 Analysis begun on: Wed Dec 04 13:08:59 2013 Analysis ended on: Wed Dec 04 13:08:59 2013 Total elapsed time: < 1 sec Pond Proposed Model SWMM 5 Page 4 SWMM 5 Page 1 ******************************** Highest Flow Instability Indexes ******************************** All links are stable. ************************* Routing Time Step Summary ************************* Minimum Time Step : 1.32 sec Average Time Step : 8.36 sec Maximum Time Step : 10.00 sec Percent in Steady State : 0.00 Average Iterations per Step : 2.12 *************************** Subcatchment Runoff Summary *************************** -------------------------------------------------------------------------------------------------------- Total Total Total Total Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Coeff Subcatchment in in in in in 10^6 gal CFS -------------------------------------------------------------------------------------------------------- 260 3.67 0.00 0.31 0.83 2.62 1.47 152.53 0.714 230 3.67 0.00 0.31 0.72 2.72 0.38 41.44 0.742 220 3.67 0.00 0.31 0.83 2.62 2.03 209.33 0.713 210 3.67 0.00 0.31 0.95 2.51 1.19 126.11 0.684 250 3.67 0.00 0.32 1.11 2.35 0.94 94.23 0.641 ****************** Node Depth Summary ****************** --------------------------------------------------------------------- Average Maximum Maximum Time of Max Depth Depth HGL Occurrence Node Type Feet Feet Feet days hr:min --------------------------------------------------------------------- 20 JUNCTION 0.25 2.61 5092.12 0 00:40 30 JUNCTION 0.28 3.09 5079.84 0 00:40 23 JUNCTION 0.00 0.00 5076.75 0 00:00 22 JUNCTION 0.35 10.00 5106.41 0 00:38 21 JUNCTION 0.46 10.00 5123.81 0 00:35 25 JUNCTION 0.47 10.00 5077.15 0 00:38 26 JUNCTION 0.27 3.48 5074.58 0 00:40 21INCHPIPE OUTFALL 0.00 0.00 5058.39 0 00:00 SPILLWAY OUTFALL 0.00 0.00 5068.00 0 00:00 POND2 STORAGE 6.71 9.32 5067.71 0 02:09 ******************* Node Inflow Summary ******************* ------------------------------------------------------------------------------------- Maximum Maximum Lateral Total Lateral Total Time of Max Inflow Inflow Inflow Inflow Occurrence Volume Volume Node Type CFS CFS days hr:min 10^6 gal 10^6 gal ------------------------------------------------------------------------------------- 20 JUNCTION 0.00 262.72 0 00:40 0.000 3.013 30 JUNCTION 0.00 301.31 0 00:40 0.000 3.397 23 JUNCTION 41.40 41.40 0 00:40 0.384 0.384 22 JUNCTION 209.13 209.13 0 00:40 2.032 2.032 21 JUNCTION 125.99 125.99 0 00:40 1.192 1.192 25 JUNCTION 94.16 94.16 0 00:40 0.939 0.939 26 JUNCTION 152.39 152.39 0 00:40 1.470 1.470 21INCHPIPE OUTFALL 0.00 9.79 0 02:09 0.000 5.228 SPILLWAY OUTFALL 0.00 0.00 0 00:00 0.000 0.000 Pond Proposed Model SWMM 5 Page 2 FCT-100YR 0:30 5.49 FCT-100YR 0:35 9.95 FCT-100YR 0:40 4.12 FCT-100YR 0:45 2.48 FCT-100YR 0:50 1.46 FCT-100YR 0:55 1.22 FCT-100YR 1:0 1.06 FCT-100YR 1:5 1.00 Pond Proposed Model SWMM 5 Page 3 FCT-100YR 1:10 0.95 FCT-100YR 1:15 0.91 FCT-100YR 1:20 0.87 FCT-100YR 1:25 0.84 FCT-100YR 1:30 0.81 FCT-100YR 1:35 0.78 FCT-100YR 1:40 0.75 FCT-100YR 1:45 0.73 FCT-100YR 1:50 0.71 FCT-100YR 1:55 0.69 FCT-100YR 2:0 0.67 [REPORT] INPUT NO CONTROLS NO SUBCATCHMENTS ALL NODES ALL LINKS ALL [TAGS] [MAP] DIMENSIONS 0.000 0.000 10000.000 10000.000 Units None [COORDINATES] ;;Node X-Coord Y-Coord ;;-------------- ------------------ ------------------ 20 1980.831 6325.879 30 3695.421 7465.389 23 2055.378 8892.439 22 351.438 6325.879 21 1980.831 4494.143 25 6112.886 5165.069 26 6112.886 9882.854 21INCHPIPE 9723.110 6017.039 SPILLWAY 9712.460 6837.061 POND2 6112.886 7465.389 [VERTICES] ;;Link X-Coord Y-Coord ;;-------------- ------------------ ------------------ [Polygons] ;;Subcatchment X-Coord Y-Coord ;;-------------- ------------------ ------------------ 260 5961.461 10777.576 260 6264.311 10777.576 260 6264.311 10521.679 260 5961.461 10521.679 230 1369.844 9451.561 230 1569.453 9451.561 230 1569.453 9313.082 230 1369.844 9313.082 220 -1084.646 6175.678 220 -699.728 6175.678 220 -699.728 6474.242 220 -1084.646 6474.242 210 1803.377 3846.670 210 2156.901 3846.670 210 2159.668 4119.251 210 1803.377 4119.251 250 5910.900 4213.578 250 6314.838 4213.578 250 6315.246 4497.817 250 5910.560 4497.817 [SYMBOLS] ;;Gage X-Coord Y-Coord ;;-------------- ------------------ ------------------ FTC-100YR -244.941 8572.950 Pond Proposed Model SWMM 5 Page 4 ;;-------------- ---------- ---------- ---------- ---------- ---------- 260 0.51 0.5 0.0018 7 0 230 0.51 0.5 0.0018 7 0 220 0.51 0.5 0.0018 7 0 210 0.51 0.5 0.0018 7 0 250 0.51 0.5 0.0018 7 0 Pond Proposed Model SWMM 5 Page 1 [JUNCTIONS] ;; Invert Max. Init. Surcharge Ponded ;;Name Elev. Depth Depth Depth Area ;;-------------- ---------- ---------- ---------- ---------- ---------- 20 5089.51 10.00 0 0 0 30 5076.75 10.00 0 0 0 23 5076.75 10.00 0 0 0 22 5096.41 10.00 0 0 0 21 5113.81 10.00 0 0 0 25 5067.15 10.00 0 0 0 26 5071.10 10.00 0 0 0 [OUTFALLS] ;; Invert Outfall Stage/Table Tide ;;Name Elev. Type Time Series Gate ;;-------------- ---------- ---------- ---------------- ---- 21INCHPIPE 5058.39 FREE NO SPILLWAY 5068.00 FREE NO [STORAGE] ;; Invert Max. Init. Storage Curve Ponded Evap. ;;Name Elev. Depth Depth Curve Params Area Frac. Infiltration Pa ;;-------------- -------- -------- -------- ---------- -------- -------- -------- -------- -------- --------------- POND2 5058.39 10.61 2.7 TABULAR Pond2Asbuilt 0 0 [CONDUITS] ;; Inlet Outlet Manning Inlet Outlet Init. Max. ;;Name Node Node Length N Offset Offset Flow Flow ;;-------------- ---------------- ---------------- ---------- ---------- ---------- ---------- ---------- --------- 30 30 POND2 205 0.013 0 8.11 0 0 20 20 30 225 0.013 0 0 0 0 23 23 30 10 0.001 0 0 0 0 22 22 20 575 0.013 0 0 0 0 21 21 20 565 0.013 0 0 0 0 25 25 POND2 65 0.013 0 8.11 0 0 26 26 POND2 460 0.013 0 8.11 0 0 [ORIFICES] ;; Inlet Outlet Orifice Crest Disch. Flap Open/Close ;;Name Node Node Type Height Coeff. Gate Time ;;-------------- ---------------- ---------------- ------------ ---------- ---------- ---- ---------- ORIFICE 21INCHPIPE POND2 SIDE 0 0.65 NO 0 [WEIRS] ;; Inlet Outlet Weir Crest Disch. Flap End End ;;Name Node Node Type Height Coeff. Gate Con. Coeff. ;;-------------- ---------------- ---------------- ------------ ---------- ---------- ---- -------- ---------- WEIR SPILLWAY POND2 TRANSVERSE 9.61 3.33 YES 0 0 [XSECTIONS] ;;Link Shape Geom1 Geom2 Geom3 Geom4 Barrels ;;-------------- ------------ ---------------- ---------- ---------- ---------- ---------- 30 CIRCULAR 4.0 0 0 0 1 20 CIRCULAR 4.0 0 0 0 1 23 DUMMY 0 0 0 0 1 22 CIRCULAR 4.0 0 0 0 1 21 CIRCULAR 2.0 0 0 0 1 25 CIRCULAR 2.0 0 0 0 1 26 CIRCULAR 4.0 0 0 0 1 ORIFICE CIRCULAR 0.895833333 0 0 0 WEIR RECT_OPEN 1.0 150 0.25 0.25 [LOSSES] ;;Link Inlet Outlet Average Flap Gate ;;-------------- ---------- ---------- ---------- ---------- [CURVES] ;;Name Type X-Value Y-Value ;;-------------- ---------- ---------- ---------- ;Design Pond Volumes Pond2design Storage 0 5203 Pond Proposed Model SWMM 5 Page 2 30 CONDUIT 301.86 0 00:40 29.20 0.94 0.77 20 CONDUIT 260.41 0 00:40 27.21 0.76 0.71 23 DUMMY 41.40 0 00:40 22 CONDUIT 209.13 0 00:40 18.85 1.33 0.83 21 CONDUIT 54.60 0 00:46 17.42 1.16 1.00 25 CONDUIT 82.53 0 00:40 26.27 3.65 1.00 26 CONDUIT 166.21 0 00:40 13.39 1.16 0.96 ORIFICE ORIFICE 11.21 0 02:09 1.00 WEIR WEIR 0.00 0 00:00 0.00 *************************** Flow Classification Summary *************************** ----------------------------------------------------------------------------------------- Adjusted --- Fraction of Time in Flow Class ---- Avg. Avg. /Actual Up Down Sub Sup Up Down Froude Flow Conduit Length Dry Dry Dry Crit Crit Crit Crit Number Change ----------------------------------------------------------------------------------------- 30 1.00 0.61 0.13 0.00 0.03 0.06 0.00 0.17 0.78 0.0002 20 1.00 0.74 0.01 0.00 0.00 0.25 0.00 0.00 0.86 0.0001 22 1.00 0.75 0.00 0.00 0.01 0.24 0.00 0.00 0.49 0.0003 21 1.00 0.00 0.00 0.00 0.78 0.22 0.00 0.00 0.53 0.0002 25 1.00 0.61 0.06 0.00 0.13 0.02 0.00 0.17 0.23 0.0007 26 1.00 0.61 0.08 0.00 0.10 0.04 0.00 0.17 0.34 0.0002 ************************* Conduit Surcharge Summary ************************* ---------------------------------------------------------------------------- Hours Hours --------- Hours Full -------- Above Full Capacity Conduit Both Ends Upstream Dnstream Normal Flow Limited ---------------------------------------------------------------------------- 23 24.00 24.00 24.00 24.00 0.01 22 0.01 0.01 0.01 0.09 0.01 21 0.16 0.16 0.16 0.29 0.16 25 0.31 0.31 0.31 0.45 0.31 26 0.01 0.01 0.01 0.05 0.01 Analysis begun on: Wed Dec 04 13:08:03 2013 Analysis ended on: Wed Dec 04 13:08:03 2013 Total elapsed time: < 1 sec Pond #2 Corrected Model SWMM 5 Page 4 SWMM 5 Page 1 ******************************** Highest Flow Instability Indexes ******************************** Link 25 (1) ************************* Routing Time Step Summary ************************* Minimum Time Step : 1.32 sec Average Time Step : 8.37 sec Maximum Time Step : 10.00 sec Percent in Steady State : 0.00 Average Iterations per Step : 2.12 *************************** Subcatchment Runoff Summary *************************** -------------------------------------------------------------------------------------------------------- Total Total Total Total Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Coeff Subcatchment in in in in in 10^6 gal CFS -------------------------------------------------------------------------------------------------------- 260 3.67 0.00 0.31 0.59 2.84 1.53 168.33 0.775 230 3.67 0.00 0.31 0.72 2.72 0.38 41.44 0.742 220 3.67 0.00 0.31 0.83 2.62 2.03 209.33 0.713 210 3.67 0.00 0.31 0.95 2.51 1.19 126.11 0.684 250 3.67 0.00 0.32 1.11 2.35 0.94 94.23 0.641 ****************** Node Depth Summary ****************** --------------------------------------------------------------------- Average Maximum Maximum Time of Max Depth Depth HGL Occurrence Node Type Feet Feet Feet days hr:min --------------------------------------------------------------------- 20 JUNCTION 0.25 2.61 5092.12 0 00:40 30 JUNCTION 0.28 3.09 5079.84 0 00:40 23 JUNCTION 0.00 0.00 5076.75 0 00:00 22 JUNCTION 0.35 10.00 5106.41 0 00:38 21 JUNCTION 0.46 10.00 5123.81 0 00:35 25 JUNCTION 0.47 10.00 5077.15 0 00:38 26 JUNCTION 0.28 10.00 5081.10 0 00:40 21INCHPIPE OUTFALL 0.00 0.00 5058.39 0 00:00 SPILLWAY OUTFALL 0.00 0.00 5068.00 0 00:00 POND2 STORAGE 6.45 9.35 5067.74 0 02:09 ******************* Node Inflow Summary ******************* ------------------------------------------------------------------------------------- Maximum Maximum Lateral Total Lateral Total Time of Max Inflow Inflow Inflow Inflow Occurrence Volume Volume Node Type CFS CFS days hr:min 10^6 gal 10^6 gal ------------------------------------------------------------------------------------- 20 JUNCTION 0.00 262.72 0 00:40 0.000 3.013 30 JUNCTION 0.00 301.29 0 00:40 0.000 3.397 23 JUNCTION 41.40 41.40 0 00:40 0.384 0.384 22 JUNCTION 209.13 209.13 0 00:40 2.032 2.032 21 JUNCTION 125.99 125.99 0 00:40 1.192 1.192 25 JUNCTION 94.16 94.16 0 00:40 0.939 0.939 26 JUNCTION 168.15 168.15 0 00:40 1.529 1.529 21INCHPIPE OUTFALL 0.00 11.21 0 02:09 0.000 5.782 SPILLWAY OUTFALL 0.00 0.00 0 00:00 0.000 0.000 Pond #2 Corrected Model SWMM 5 Page 2 FCT-100YR 0:30 5.49 FCT-100YR 0:35 9.95 FCT-100YR 0:40 4.12 FCT-100YR 0:45 2.48 FCT-100YR 0:50 1.46 FCT-100YR 0:55 1.22 FCT-100YR 1:0 1.06 FCT-100YR 1:5 1.00 Pond #2 Corrected Model SWMM 5 Page 3 FCT-100YR 1:10 0.95 FCT-100YR 1:15 0.91 FCT-100YR 1:20 0.87 FCT-100YR 1:25 0.84 FCT-100YR 1:30 0.81 FCT-100YR 1:35 0.78 FCT-100YR 1:40 0.75 FCT-100YR 1:45 0.73 FCT-100YR 1:50 0.71 FCT-100YR 1:55 0.69 FCT-100YR 2:0 0.67 [REPORT] INPUT NO CONTROLS NO SUBCATCHMENTS ALL NODES ALL LINKS ALL [TAGS] [MAP] DIMENSIONS 0.000 0.000 10000.000 10000.000 Units None [COORDINATES] ;;Node X-Coord Y-Coord ;;-------------- ------------------ ------------------ 20 1980.831 6325.879 30 3695.421 7465.389 23 2055.378 8892.439 22 351.438 6325.879 21 1980.831 4494.143 25 6112.886 5165.069 26 6112.886 9882.854 21INCHPIPE 9723.110 6017.039 SPILLWAY 9712.460 6837.061 POND2 6112.886 7465.389 [VERTICES] ;;Link X-Coord Y-Coord ;;-------------- ------------------ ------------------ [Polygons] ;;Subcatchment X-Coord Y-Coord ;;-------------- ------------------ ------------------ 260 5961.461 10777.576 260 6264.311 10777.576 260 6264.311 10521.679 260 5961.461 10521.679 230 1369.844 9451.561 230 1569.453 9451.561 230 1569.453 9313.082 230 1369.844 9313.082 220 -1084.646 6175.678 220 -699.728 6175.678 220 -699.728 6474.242 220 -1084.646 6474.242 210 1803.377 3846.670 210 2156.901 3846.670 210 2159.668 4119.251 210 1803.377 4119.251 250 5910.900 4213.578 250 6314.838 4213.578 250 6315.246 4497.817 250 5910.560 4497.817 [SYMBOLS] ;;Gage X-Coord Y-Coord ;;-------------- ------------------ ------------------ FTC-100YR -244.941 8572.950 Pond #2 Corrected Model SWMM 5 Page 4 ;;-------------- ---------- ---------- ---------- ---------- ---------- 260 0.51 0.5 0.0018 7 0 230 0.51 0.5 0.0018 7 0 220 0.51 0.5 0.0018 7 0 210 0.51 0.5 0.0018 7 0 250 0.51 0.5 0.0018 7 0 Pond #2 Corrected Model SWMM 5 Page 1 [JUNCTIONS] ;; Invert Max. Init. Surcharge Ponded ;;Name Elev. Depth Depth Depth Area ;;-------------- ---------- ---------- ---------- ---------- ---------- 20 5089.51 10.00 0 0 0 30 5076.75 10.00 0 0 0 23 5076.75 10.00 0 0 0 22 5096.41 10.00 0 0 0 21 5113.81 10.00 0 0 0 25 5067.15 10.00 0 0 0 26 5071.10 10.00 0 0 0 [OUTFALLS] ;; Invert Outfall Stage/Table Tide ;;Name Elev. Type Time Series Gate ;;-------------- ---------- ---------- ---------------- ---- 21INCHPIPE 5058.39 FREE NO SPILLWAY 5068.00 FREE NO [STORAGE] ;; Invert Max. Init. Storage Curve Ponded Evap. ;;Name Elev. Depth Depth Curve Params Area Frac. Infiltration Pa ;;-------------- -------- -------- -------- ---------- -------- -------- -------- -------- -------- --------------- POND2 5058.39 9.61 2.81 TABULAR Pond2Asbuilt 0 0 [CONDUITS] ;; Inlet Outlet Manning Inlet Outlet Init. Max. ;;Name Node Node Length N Offset Offset Flow Flow ;;-------------- ---------------- ---------------- ---------- ---------- ---------- ---------- ---------- --------- 30 30 POND2 205 0.013 0 8.11 0 0 20 20 30 225 0.013 0 0 0 0 23 23 30 10 0.001 0 0 0 0 22 22 20 575 0.013 0 0 0 0 21 21 20 565 0.013 0 0 0 0 25 25 POND2 65 0.013 0 8.11 0 0 26 26 POND2 460 0.013 0 8.11 0 0 [ORIFICES] ;; Inlet Outlet Orifice Crest Disch. Flap Open/Close ;;Name Node Node Type Height Coeff. Gate Time ;;-------------- ---------------- ---------------- ------------ ---------- ---------- ---- ---------- ORIFICE 21INCHPIPE POND2 SIDE 0 0.65 NO 0 [WEIRS] ;; Inlet Outlet Weir Crest Disch. Flap End End ;;Name Node Node Type Height Coeff. Gate Con. Coeff. ;;-------------- ---------------- ---------------- ------------ ---------- ---------- ---- -------- ---------- WEIR SPILLWAY POND2 TRANSVERSE 9.61 3.33 YES 0 0 [XSECTIONS] ;;Link Shape Geom1 Geom2 Geom3 Geom4 Barrels ;;-------------- ------------ ---------------- ---------- ---------- ---------- ---------- 30 CIRCULAR 4.0 0 0 0 1 20 CIRCULAR 4.0 0 0 0 1 23 DUMMY 0 0 0 0 1 22 CIRCULAR 4.0 0 0 0 1 21 CIRCULAR 2.0 0 0 0 1 25 CIRCULAR 2.0 0 0 0 1 26 CIRCULAR 4.0 0 0 0 1 ORIFICE CIRCULAR 0.9583 0 0 0 WEIR RECT_OPEN 1.0 150 0.25 0.25 [LOSSES] ;;Link Inlet Outlet Average Flap Gate ;;-------------- ---------- ---------- ---------- ---------- [CURVES] ;;Name Type X-Value Y-Value ;;-------------- ---------- ---------- ---------- ;Design Pond Volumes Pond2design Storage 0 5203 Pond #2 Corrected Model SWMM 5 Page 2 22 CONDUIT 181.66 0 00:40 16.92 1.15 0.80 21 CONDUIT 54.55 0 00:45 17.43 1.16 1.00 25 CONDUIT 80.76 0 00:40 25.71 3.57 1.00 26 CONDUIT 117.91 0 00:40 12.84 0.82 0.69 ORIFICE ORIFICE 10.33 0 01:30 1.00 WEIR WEIR 0.00 0 00:00 0.00 *************************** Flow Classification Summary *************************** ----------------------------------------------------------------------------------------- Adjusted --- Fraction of Time in Flow Class ---- Avg. Avg. /Actual Up Down Sub Sup Up Down Froude Flow Conduit Length Dry Dry Dry Crit Crit Crit Crit Number Change ----------------------------------------------------------------------------------------- 30 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.74 0.0002 20 1.00 0.00 0.79 0.00 0.00 0.21 0.00 0.00 0.71 0.0001 22 1.00 0.79 0.00 0.00 0.01 0.20 0.00 0.00 0.40 0.0002 21 1.00 0.00 0.00 0.00 0.82 0.18 0.00 0.00 0.43 0.0003 25 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.22 0.0007 26 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.34 0.0002 ************************* Conduit Surcharge Summary ************************* ---------------------------------------------------------------------------- Hours Hours --------- Hours Full -------- Above Full Capacity Conduit Both Ends Upstream Dnstream Normal Flow Limited ---------------------------------------------------------------------------- 23 24.00 24.00 24.00 24.00 0.01 22 0.01 0.01 0.01 0.06 0.01 21 0.13 0.13 0.13 0.24 0.13 25 0.27 0.27 0.27 0.42 0.27 Analysis begun on: Wed Dec 04 13:06:43 2013 Analysis ended on: Wed Dec 04 13:06:43 2013 Total elapsed time: < 1 sec Pond #2 Baseline w/ As-built Pond SWMM 5 Page 4 SWMM 5 Page 1 ******************************** Highest Flow Instability Indexes ******************************** All links are stable. ************************* Routing Time Step Summary ************************* Minimum Time Step : 1.31 sec Average Time Step : 8.76 sec Maximum Time Step : 10.00 sec Percent in Steady State : 0.00 Average Iterations per Step : 2.10 *************************** Subcatchment Runoff Summary *************************** -------------------------------------------------------------------------------------------------------- Total Total Total Total Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Coeff Subcatchment in in in in in 10^6 gal CFS -------------------------------------------------------------------------------------------------------- 260 2.89 0.00 0.29 0.76 1.92 1.03 119.47 0.665 230 2.89 0.00 0.27 0.58 2.09 0.29 36.46 0.723 220 2.89 0.00 0.29 0.68 2.00 1.55 182.88 0.691 210 2.89 0.00 0.27 0.77 1.92 0.91 109.60 0.663 250 2.89 0.00 0.29 0.91 1.79 0.71 80.85 0.618 ****************** Node Depth Summary ****************** --------------------------------------------------------------------- Average Maximum Maximum Time of Max Depth Depth HGL Occurrence Node Type Feet Feet Feet days hr:min --------------------------------------------------------------------- 20 JUNCTION 0.20 2.41 5091.92 0 00:40 30 JUNCTION 0.22 2.81 5079.56 0 00:40 23 JUNCTION 0.00 0.00 5076.75 0 00:00 22 JUNCTION 0.26 10.00 5106.41 0 00:39 21 JUNCTION 0.39 10.00 5123.81 0 00:35 25 JUNCTION 0.35 9.70 5076.85 0 00:39 26 JUNCTION 0.21 2.79 5073.89 0 00:40 21INCHPIPE OUTFALL 0.00 0.00 5058.39 0 00:00 SPILLWAY OUTFALL 0.00 0.00 5067.55 0 00:00 POND2 STORAGE 4.95 8.02 5066.41 0 01:30 ******************* Node Inflow Summary ******************* ------------------------------------------------------------------------------------- Maximum Maximum Lateral Total Lateral Total Time of Max Inflow Inflow Inflow Inflow Occurrence Volume Volume Node Type CFS CFS days hr:min 10^6 gal 10^6 gal ------------------------------------------------------------------------------------- 20 JUNCTION 0.00 235.45 0 00:40 0.000 2.321 30 JUNCTION 0.00 267.38 0 00:40 0.000 2.616 23 JUNCTION 36.41 36.41 0 00:40 0.295 0.295 22 JUNCTION 182.63 182.63 0 00:40 1.552 1.552 21 JUNCTION 109.46 109.46 0 00:40 0.911 0.911 25 JUNCTION 80.77 80.77 0 00:40 0.713 0.713 26 JUNCTION 119.32 119.32 0 00:40 1.033 1.033 21INCHPIPE OUTFALL 0.00 10.33 0 01:30 0.000 4.819 SPILLWAY OUTFALL 0.00 0.00 0 00:00 0.000 0.000 Pond #2 Baseline w/ As-built Pond SWMM 5 Page 2 [MAP] DIMENSIONS 0.000 0.000 10000.000 10000.000 Units None [COORDINATES] ;;Node X-Coord Y-Coord Pond #2 Baseline w/ As-built Pond SWMM 5 Page 3 ;;-------------- ------------------ ------------------ 20 1980.831 6325.879 30 3695.421 7465.389 23 2055.378 8892.439 22 351.438 6325.879 21 1980.831 4494.143 25 6112.886 5165.069 26 6112.886 9882.854 21INCHPIPE 9723.110 6017.039 SPILLWAY 9712.460 6837.061 POND2 6112.886 7465.389 [VERTICES] ;;Link X-Coord Y-Coord ;;-------------- ------------------ ------------------ [Polygons] ;;Subcatchment X-Coord Y-Coord ;;-------------- ------------------ ------------------ 260 5961.461 10777.576 260 6264.311 10777.576 260 6264.311 10521.679 260 5961.461 10521.679 230 1369.844 9451.561 230 1569.453 9451.561 230 1569.453 9313.082 230 1369.844 9313.082 220 -1084.646 6175.678 220 -699.728 6175.678 220 -699.728 6474.242 220 -1084.646 6474.242 210 1803.377 3846.670 210 2156.901 3846.670 210 2159.668 4119.251 210 1803.377 4119.251 250 5910.900 4213.578 250 6314.838 4213.578 250 6315.246 4497.817 250 5910.560 4497.817 [SYMBOLS] ;;Gage X-Coord Y-Coord ;;-------------- ------------------ ------------------ FTC-100YROLD -244.941 8572.950 Pond #2 Baseline w/ As-built Pond SWMM 5 Page 4 ;;-------------- ---------- ---------- ---------- ---------- ---------- 260 0.51 0.5 0.0018 7 0 230 0.51 0.5 0.0018 7 0 220 0.51 0.5 0.0018 7 0 210 0.51 0.5 0.0018 7 0 250 0.51 0.5 0.0018 7 0 Pond #2 Baseline w/ As-built Pond SWMM 5 Page 1 [JUNCTIONS] ;; Invert Max. Init. Surcharge Ponded ;;Name Elev. Depth Depth Depth Area ;;-------------- ---------- ---------- ---------- ---------- ---------- 20 5089.51 10.00 0 0 0 30 5076.75 10.00 0 0 0 23 5076.75 10.00 0 0 0 22 5096.41 10.00 0 0 0 21 5113.81 10.00 0 0 0 25 5067.15 10.00 0 0 0 26 5071.10 10.00 0 0 0 [OUTFALLS] ;; Invert Outfall Stage/Table Tide ;;Name Elev. Type Time Series Gate ;;-------------- ---------- ---------- ---------------- ---- 21INCHPIPE 5058.39 FREE NO SPILLWAY 5067.55 FREE NO [STORAGE] ;; Invert Max. Init. Storage Curve Ponded Evap. ;;Name Elev. Depth Depth Curve Params Area Frac. Infiltration Pa ;;-------------- -------- -------- -------- ---------- -------- -------- -------- -------- -------- --------------- POND2 5058.39 9.61 2.81 TABULAR Pond2Asbuilt 0 0 [CONDUITS] ;; Inlet Outlet Manning Inlet Outlet Init. Max. ;;Name Node Node Length N Offset Offset Flow Flow ;;-------------- ---------------- ---------------- ---------- ---------- ---------- ---------- ---------- --------- 30 30 POND2 205 0.013 0 8.11 0 0 20 20 30 225 0.013 0 0 0 0 23 23 30 10 0.001 0 0 0 0 22 22 20 575 0.013 0 0 0 0 21 21 20 565 0.013 0 0 0 0 25 25 POND2 65 0.013 0 8.11 0 0 26 26 POND2 460 0.013 0 8.11 0 0 [ORIFICES] ;; Inlet Outlet Orifice Crest Disch. Flap Open/Close ;;Name Node Node Type Height Coeff. Gate Time ;;-------------- ---------------- ---------------- ------------ ---------- ---------- ---- ---------- ORIFICE 21INCHPIPE POND2 SIDE 0 0.65 NO 0 [WEIRS] ;; Inlet Outlet Weir Crest Disch. Flap End End ;;Name Node Node Type Height Coeff. Gate Con. Coeff. ;;-------------- ---------------- ---------------- ------------ ---------- ---------- ---- -------- ---------- WEIR SPILLWAY POND2 TRANSVERSE 8.55 3.33 YES 0 0 [XSECTIONS] ;;Link Shape Geom1 Geom2 Geom3 Geom4 Barrels ;;-------------- ------------ ---------------- ---------- ---------- ---------- ---------- 30 CIRCULAR 4.0 0 0 0 1 20 CIRCULAR 4.0 0 0 0 1 23 DUMMY 0 0 0 0 1 22 CIRCULAR 4.0 0 0 0 1 21 CIRCULAR 2.0 0 0 0 1 25 CIRCULAR 2.0 0 0 0 1 26 CIRCULAR 4.0 0 0 0 1 ORIFICE CIRCULAR 0.9583 0 0 0 WEIR RECT_OPEN 1.0 150 0.25 0.25 [LOSSES] ;;Link Inlet Outlet Average Flap Gate ;;-------------- ---------- ---------- ---------- ---------- [CURVES] ;;Name Type X-Value Y-Value ;;-------------- ---------- ---------- ---------- ;Design Pond Volumes Pond2design Storage 0 5203 Pond #2 Baseline w/ As-built Pond SWMM 5 Page 2 22 CONDUIT 181.66 0 00:40 16.92 1.15 0.80 21 CONDUIT 54.55 0 00:45 17.43 1.16 1.00 25 CONDUIT 80.76 0 00:40 25.71 3.57 1.00 26 CONDUIT 117.91 0 00:40 12.84 0.82 0.69 ORIFICE ORIFICE 9.81 0 01:31 1.00 WEIR WEIR 0.00 0 00:00 0.00 *************************** Flow Classification Summary *************************** ----------------------------------------------------------------------------------------- Adjusted --- Fraction of Time in Flow Class ---- Avg. Avg. /Actual Up Down Sub Sup Up Down Froude Flow Conduit Length Dry Dry Dry Crit Crit Crit Crit Number Change ----------------------------------------------------------------------------------------- 30 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.74 0.0002 20 1.00 0.00 0.79 0.00 0.00 0.21 0.00 0.00 0.71 0.0001 22 1.00 0.79 0.00 0.00 0.01 0.20 0.00 0.00 0.40 0.0002 21 1.00 0.00 0.00 0.00 0.82 0.18 0.00 0.00 0.43 0.0003 25 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.22 0.0007 26 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.34 0.0002 ************************* Conduit Surcharge Summary ************************* ---------------------------------------------------------------------------- Hours Hours --------- Hours Full -------- Above Full Capacity Conduit Both Ends Upstream Dnstream Normal Flow Limited ---------------------------------------------------------------------------- 23 24.00 24.00 24.00 24.00 0.01 22 0.01 0.01 0.01 0.06 0.01 21 0.13 0.13 0.13 0.24 0.13 25 0.27 0.27 0.27 0.42 0.27 Analysis begun on: Wed Dec 04 13:05:17 2013 Analysis ended on: Wed Dec 04 13:05:17 2013 Total elapsed time: < 1 sec Pond #2 Baseline Model SWMM 5 Page 4 SWMM 5 Page 1 ******************************** Highest Flow Instability Indexes ******************************** All links are stable. ************************* Routing Time Step Summary ************************* Minimum Time Step : 1.31 sec Average Time Step : 8.76 sec Maximum Time Step : 10.00 sec Percent in Steady State : 0.00 Average Iterations per Step : 2.10 *************************** Subcatchment Runoff Summary *************************** -------------------------------------------------------------------------------------------------------- Total Total Total Total Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Coeff Subcatchment in in in in in 10^6 gal CFS -------------------------------------------------------------------------------------------------------- 260 2.89 0.00 0.29 0.76 1.92 1.03 119.47 0.665 230 2.89 0.00 0.27 0.58 2.09 0.29 36.46 0.723 220 2.89 0.00 0.29 0.68 2.00 1.55 182.88 0.691 210 2.89 0.00 0.27 0.77 1.92 0.91 109.60 0.663 250 2.89 0.00 0.29 0.91 1.79 0.71 80.85 0.618 ****************** Node Depth Summary ****************** --------------------------------------------------------------------- Average Maximum Maximum Time of Max Depth Depth HGL Occurrence Node Type Feet Feet Feet days hr:min --------------------------------------------------------------------- 20 JUNCTION 0.20 2.41 5091.92 0 00:40 30 JUNCTION 0.22 2.81 5079.56 0 00:40 23 JUNCTION 0.00 0.00 5076.75 0 00:00 22 JUNCTION 0.26 10.00 5106.41 0 00:39 21 JUNCTION 0.39 10.00 5123.81 0 00:35 25 JUNCTION 0.35 9.70 5076.85 0 00:39 26 JUNCTION 0.21 2.79 5073.89 0 00:40 21INCHPIPE OUTFALL 0.00 0.00 5059.00 0 00:00 SPILLWAY OUTFALL 0.00 0.00 5067.50 0 00:00 POND2 STORAGE 4.50 7.28 5066.28 0 01:31 ******************* Node Inflow Summary ******************* ------------------------------------------------------------------------------------- Maximum Maximum Lateral Total Lateral Total Time of Max Inflow Inflow Inflow Inflow Occurrence Volume Volume Node Type CFS CFS days hr:min 10^6 gal 10^6 gal ------------------------------------------------------------------------------------- 20 JUNCTION 0.00 235.45 0 00:40 0.000 2.321 30 JUNCTION 0.00 267.38 0 00:40 0.000 2.616 23 JUNCTION 36.41 36.41 0 00:40 0.295 0.295 22 JUNCTION 182.63 182.63 0 00:40 1.552 1.552 21 JUNCTION 109.46 109.46 0 00:40 0.911 0.911 25 JUNCTION 80.77 80.77 0 00:40 0.713 0.713 26 JUNCTION 119.32 119.32 0 00:40 1.033 1.033 21INCHPIPE OUTFALL 0.00 9.81 0 01:31 0.000 4.661 SPILLWAY OUTFALL 0.00 0.00 0 00:00 0.000 0.000 Pond #2 Baseline Model SWMM 5 Page 2 25 6112.886 5165.069 26 6112.886 9882.854 21INCHPIPE 9723.110 6017.039 SPILLWAY 9712.460 6837.061 POND2 6112.886 7465.389 Pond #2 Baseline Model SWMM 5 Page 3 [VERTICES] ;;Link X-Coord Y-Coord ;;-------------- ------------------ ------------------ [Polygons] ;;Subcatchment X-Coord Y-Coord ;;-------------- ------------------ ------------------ 260 5961.461 10777.576 260 6264.311 10777.576 260 6264.311 10521.679 260 5961.461 10521.679 230 1369.844 9451.561 230 1569.453 9451.561 230 1569.453 9313.082 230 1369.844 9313.082 220 -1084.646 6175.678 220 -699.728 6175.678 220 -699.728 6474.242 220 -1084.646 6474.242 210 1803.377 3846.670 210 2156.901 3846.670 210 2159.668 4119.251 210 1803.377 4119.251 250 5910.900 4213.578 250 6314.838 4213.578 250 6315.246 4497.817 250 5910.560 4497.817 [SYMBOLS] ;;Gage X-Coord Y-Coord ;;-------------- ------------------ ------------------ FTC-100YROLD -244.941 8572.950 Pond #2 Baseline Model SWMM 5 Page 4 ;;-------------- ---------- ---------- ---------- ---------- ---------- 260 0.51 0.5 0.0018 7 0 230 0.51 0.5 0.0018 7 0 220 0.51 0.5 0.0018 7 0 210 0.51 0.5 0.0018 7 0 250 0.51 0.5 0.0018 7 0 Pond #2 Baseline Model SWMM 5 Page 1 [JUNCTIONS] ;; Invert Max. Init. Surcharge Ponded ;;Name Elev. Depth Depth Depth Area ;;-------------- ---------- ---------- ---------- ---------- ---------- 20 5089.51 10.00 0 0 0 30 5076.75 10.00 0 0 0 23 5076.75 10.00 0 0 0 22 5096.41 10.00 0 0 0 21 5113.81 10.00 0 0 0 25 5067.15 10.00 0 0 0 26 5071.10 10.00 0 0 0 [OUTFALLS] ;; Invert Outfall Stage/Table Tide ;;Name Elev. Type Time Series Gate ;;-------------- ---------- ---------- ---------------- ---- 21INCHPIPE 5059.00 FREE NO SPILLWAY 5067.50 FREE NO [STORAGE] ;; Invert Max. Init. Storage Curve Ponded Evap. ;;Name Elev. Depth Depth Curve Params Area Frac. Infiltration Pa ;;-------------- -------- -------- -------- ---------- -------- -------- -------- -------- -------- --------------- POND2 5059.00 8.5 2.08 TABULAR Pond2design 0 0 [CONDUITS] ;; Inlet Outlet Manning Inlet Outlet Init. Max. ;;Name Node Node Length N Offset Offset Flow Flow ;;-------------- ---------------- ---------------- ---------- ---------- ---------- ---------- ---------- --------- 30 30 POND2 205 0.013 0 7.5 0 0 20 20 30 225 0.013 0 0 0 0 23 23 30 10 0.001 0 0 0 0 22 22 20 575 0.013 0 0 0 0 21 21 20 565 0.013 0 0 0 0 25 25 POND2 65 0.013 0 7.5 0 0 26 26 POND2 460 0.013 0 7.5 0 0 [ORIFICES] ;; Inlet Outlet Orifice Crest Disch. Flap Open/Close ;;Name Node Node Type Height Coeff. Gate Time ;;-------------- ---------------- ---------------- ------------ ---------- ---------- ---- ---------- ORIFICE 21INCHPIPE POND2 SIDE 0 0.65 NO 0 [WEIRS] ;; Inlet Outlet Weir Crest Disch. Flap End End ;;Name Node Node Type Height Coeff. Gate Con. Coeff. ;;-------------- ---------------- ---------------- ------------ ---------- ---------- ---- -------- ---------- WEIR SPILLWAY POND2 TRANSVERSE 8.5 3.33 NO 0 0 [XSECTIONS] ;;Link Shape Geom1 Geom2 Geom3 Geom4 Barrels ;;-------------- ------------ ---------------- ---------- ---------- ---------- ---------- 30 CIRCULAR 4.0 0 0 0 1 20 CIRCULAR 4.0 0 0 0 1 23 DUMMY 0 0 0 0 1 22 CIRCULAR 4.0 0 0 0 1 21 CIRCULAR 2.0 0 0 0 1 25 CIRCULAR 2.0 0 0 0 1 26 CIRCULAR 4.0 0 0 0 1 ORIFICE CIRCULAR 0.9583 0 0 0 WEIR RECT_OPEN 1.0 150 0.25 0.25 [LOSSES] ;;Link Inlet Outlet Average Flap Gate ;;-------------- ---------- ---------- ---------- ---------- [CURVES] ;;Name Type X-Value Y-Value ;;-------------- ---------- ---------- ---------- ;Design Pond Volumes Pond2design Storage 0 5203 Pond #2 Baseline Model SWMM 5 Page 2 0.48 Basin Length (ft) Width (ft) Weighted Average: Conveyance Elements Element Size (in) Length (ft) Slope Composite "C" 1.72 0.49 0.83 Slope Subbasin Area (ac) Total Impervious Area (ac) % Imperv Composite "C" Sum: 2.48 Area (ac) Total Impervious Area (ac) % Imperv Weighed Average: Basin Length (ft) Width (ft) Slope Subbasin Area (ac) Total Impervious Area (ac) % Imperv Composite "C" 230 150 1511 2% 0.4 0.57 0.41 1.1 Sum: 5.57 Weighed Average: Basin Length (ft) Width (ft) Slope Subbasin 210 125 6107 2% 1.59 0.99 1.34 Sum: 4.6 Weighed Average: Basin Length (ft) Width (ft) Slope Subbasin 1.59 1.4 Area (ac) Total Impervious Area (ac) 2% 0.7 1.16 0.86 0.54 Composite "C" % Imperv 220 125 7511 1.95 0.93 0.83 0.93 0.97 SWMM Input Data - Pond #2 Models 4-5 Ridewood Hills P.U.D. Filing #4 Basin Length (ft) Width (ft) Slope Subbasin Area (ac) Total Impervious Area (ac) % Imperv Composite "C" Total Impervious Area (ac) % Imperv Composite "C" 260 125 5627 2% 1.25 0.79 0.39 Sum: 3.04 Weighted Average: Basin Length (ft) Width (ft) Slope Subbasin Area (ac) Total Impervious Area (ac) % Imperv Composite "C" 250 125 5627 2% 1.72 0.49 0.83 Basin Length (ft) Width (ft) Slope Subbasin Area (ac) Sum: 2.48 Weighed Average: Area (ac) Total Impervious Area (ac) % Imperv Composite "C" 230 150 1511 2% 0.4 0.57 Weighed Average: Basin Length (ft) Width (ft) Slope Subbasin 0.41 1.1 210 125 6107 2% 1.59 0.99 1.59 1.4 Sum: 5.57 Sum: 4.6 Weighed Average: Basin Length (ft) Width (ft) Slope Subbasin Area (ac) Total Impervious Area (ac) % Imperv Composite "C" 1.34 1.95 0.93 0.83 0.93 0.97 % Imperv Composite "C" 220 125 7511 2% 0.7 1.16 0.86 0.54 SWMM Input Data - Pond #2 Proposed Models Ridewood Hills P.U.D. Filing #4 Basin Length (ft) Width (ft) Slope Subbasin Area (ac) Total Impervious Area (ac) #N/A #N/A STAGE-STORAGE SIZING FOR DETENTION BASINS Ridgewood Hills Fourth Filing Check Basin Shape Pond #2 As-built UD Detention Existing 2.xls, Basin 12/4/2013, 12:08 PM SWMM 5 Page 3 15 DUMMY 81.87 0 00:39 WEIR WEIR 18.43 0 01:54 1.00 *************************** Flow Classification Summary *************************** ----------------------------------------------------------------------------------------- Adjusted --- Fraction of Time in Flow Class ---- Avg. Avg. /Actual Up Down Sub Sup Up Down Froude Flow Conduit Length Dry Dry Dry Crit Crit Crit Crit Number Change ----------------------------------------------------------------------------------------- 14 1.00 0.00 0.83 0.00 0.14 0.02 0.00 0.00 0.07 0.0002 12 1.00 0.83 0.04 0.00 0.02 0.10 0.00 0.00 0.20 0.0003 10 1.00 0.88 0.01 0.00 0.11 0.01 0.00 0.00 0.09 0.0003 ************************* Conduit Surcharge Summary ************************* ---------------------------------------------------------------------------- Hours Hours --------- Hours Full -------- Above Full Capacity Conduit Both Ends Upstream Dnstream Normal Flow Limited ---------------------------------------------------------------------------- 12 0.01 0.01 0.01 0.09 0.01 13 24.00 24.00 24.00 24.00 0.01 11 24.00 24.00 24.00 24.00 0.01 10 0.05 0.05 0.05 0.01 0.01 15 24.00 24.00 24.00 24.00 0.01 Analysis begun on: Wed Dec 04 13:01:06 2013 Analysis ended on: Wed Dec 04 13:01:06 2013 Total elapsed time: < 1 sec Pond #1 Proposed Model with Clogged Orifice SWMM 5 Page 4 SWMM 5 Page 1 ******************************** Highest Flow Instability Indexes ******************************** Link WEIR (2) ************************* Routing Time Step Summary ************************* Minimum Time Step : 4.99 sec Average Time Step : 9.97 sec Maximum Time Step : 10.00 sec Percent in Steady State : 0.00 Average Iterations per Step : 2.02 *************************** Subcatchment Runoff Summary *************************** -------------------------------------------------------------------------------------------------------- Total Total Total Total Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Coeff Subcatchment in in in in in 10^6 gal CFS -------------------------------------------------------------------------------------------------------- 130 3.67 0.00 0.31 0.74 2.69 0.96 97.69 0.733 110 3.67 0.00 0.32 0.86 2.58 1.00 103.46 0.704 100 3.67 0.00 0.32 0.88 2.57 0.40 41.89 0.700 150 3.67 0.00 0.32 0.94 2.50 0.90 82.15 0.681 ****************** Node Depth Summary ****************** --------------------------------------------------------------------- Average Maximum Maximum Time of Max Depth Depth HGL Occurrence Node Type Feet Feet Feet days hr:min --------------------------------------------------------------------- 12 JUNCTION 0.12 10.00 5125.16 0 00:39 14 JUNCTION 0.08 2.54 5105.04 0 00:40 13 JUNCTION 0.00 0.00 5102.50 0 00:00 11 JUNCTION 0.00 0.00 5115.16 0 00:00 10 JUNCTION 0.07 10.00 5130.64 0 00:39 15 JUNCTION 0.00 0.00 5077.09 0 00:00 SPILLWAY OUTFALL 0.00 0.00 5078.00 0 00:00 POND STORAGE 8.27 8.50 5078.05 0 01:54 ******************* Node Inflow Summary ******************* ------------------------------------------------------------------------------------- Maximum Maximum Lateral Total Lateral Total Time of Max Inflow Inflow Inflow Inflow Occurrence Volume Volume Node Type CFS CFS days hr:min 10^6 gal 10^6 gal ------------------------------------------------------------------------------------- 12 JUNCTION 0.00 144.84 0 00:39 0.000 1.400 14 JUNCTION 0.00 228.64 0 00:40 0.000 2.351 13 JUNCTION 97.36 97.36 0 00:39 0.958 0.957 11 JUNCTION 103.10 103.10 0 00:39 0.996 0.995 10 JUNCTION 41.74 41.74 0 00:39 0.404 0.404 15 JUNCTION 81.87 81.87 0 00:39 0.899 0.899 SPILLWAY OUTFALL 0.00 18.43 0 01:54 0.000 0.171 POND STORAGE 0.00 306.03 0 00:40 0.000 3.490 ********************** Pond #1 Proposed Model with Clogged Orifice SWMM 5 Page 2 NEWFCT-100YR 1:40 0.75 NEWFCT-100YR 1:45 0.73 NEWFCT-100YR 1:50 0.71 NEWFCT-100YR 1:55 0.69 NEWFCT-100YR 2:0 0.67 [REPORT] INPUT NO CONTROLS NO SUBCATCHMENTS ALL Pond #1 Proposed Model with Clogged Orifice SWMM 5 Page 3 NODES ALL LINKS ALL [TAGS] [MAP] DIMENSIONS 0.000 0.000 10000.000 10000.000 Units None [COORDINATES] ;;Node X-Coord Y-Coord ;;-------------- ------------------ ------------------ 12 2843.450 5399.361 14 5388.711 5399.361 13 5388.711 7806.177 11 873.269 6666.667 10 958.466 4259.851 15 7880.724 3120.341 SPILLWAY 12066.028 7092.652 POND 7880.724 5399.361 [VERTICES] ;;Link X-Coord Y-Coord ;;-------------- ------------------ ------------------ [Polygons] ;;Subcatchment X-Coord Y-Coord ;;-------------- ------------------ ------------------ 130 5607.042 9387.812 130 5607.025 9078.752 130 5170.390 9078.752 130 5170.390 9387.591 110 -1139.510 7848.775 110 -1128.860 8189.563 110 -1544.196 8189.563 110 -1544.196 7848.775 100 -841.321 3067.093 100 -841.321 3450.479 100 -1267.306 3450.479 100 -1267.306 3067.093 150 8037.293 1399.700 150 8037.293 1645.469 150 7724.155 1645.469 150 7724.155 1400.948 [SYMBOLS] ;;Gage X-Coord Y-Coord ;;-------------- ------------------ ------------------ FTC-100YR 3759.318 7018.104 [LABELS] ;;X-Coord Y-Coord Label 4674.466 3916.582 "NEWFTC-100YR" "" "Arial" 10 0 0 6783.813 1256.656 "Add Basin 927 Developed Condition" "" "Arial" 10 0 0 Pond #1 Proposed Model with Clogged Orifice SWMM 5 Page 4 110 0.51 0.5 0.0018 7 0 100 0.51 0.5 0.0018 7 0 150 0.51 0.5 0.0018 7 0 [JUNCTIONS] ;; Invert Max. Init. Surcharge Ponded Pond #1 Proposed Model with Clogged Orifice SWMM 5 Page 1 ;;Name Elev. Depth Depth Depth Area ;;-------------- ---------- ---------- ---------- ---------- ---------- 12 5115.16 10 0 0 0 14 5102.5 10 0 0 0 13 5102.5 10 0 0 0 11 5115.16 10 0 0 0 10 5120.64 10 0 0 0 15 5077.09 10 0 0 0 [OUTFALLS] ;; Invert Outfall Stage/Table Tide ;;Name Elev. Type Time Series Gate ;;-------------- ---------- ---------- ---------------- ---- SPILLWAY 5078.00 FREE NO [STORAGE] ;; Invert Max. Init. Storage Curve Ponded Evap. ;;Name Elev. Depth Depth Curve Params Area Frac. Infiltration Pa ;;-------------- -------- -------- -------- ---------- -------- -------- -------- -------- -------- --------------- POND 5069.55 9.45 2.25 TABULAR Pond1Asbuilt 0 0 [CONDUITS] ;; Inlet Outlet Manning Inlet Outlet Init. Max. ;;Name Node Node Length N Offset Offset Flow Flow ;;-------------- ---------------- ---------------- ---------- ---------- ---------- ---------- ---------- --------- 14 14 POND 500 0.013 0 0 0 0 12 12 14 1055 0.013 0 0 0 0 13 13 14 10 0.001 0 0 0 0 11 11 12 10 0.001 0 0 0 0 10 10 12 365 0.013 0 0 0 0 15 15 POND 10 0.001 0 0 0 0 [WEIRS] ;; Inlet Outlet Weir Crest Disch. Flap End End ;;Name Node Node Type Height Coeff. Gate Con. Coeff. ;;-------------- ---------------- ---------------- ------------ ---------- ---------- ---- -------- ---------- WEIR POND SPILLWAY TRANSVERSE 0 3.33 YES 0 0 [XSECTIONS] ;;Link Shape Geom1 Geom2 Geom3 Geom4 Barrels ;;-------------- ------------ ---------------- ---------- ---------- ---------- ---------- 14 CIRCULAR 3.5 0 0 0 1 12 CIRCULAR 3.5 0 0 0 1 13 DUMMY 0 0 0 0 1 11 DUMMY 0 0 0 0 1 10 CIRCULAR 2.5 0 0 0 1 15 DUMMY 0 0 0 0 1 WEIR RECT_OPEN 1 40 0.25 0.25 [LOSSES] ;;Link Inlet Outlet Average Flap Gate ;;-------------- ---------- ---------- ---------- ---------- [CURVES] ;;Name Type X-Value Y-Value ;;-------------- ---------- ---------- ---------- ;Design Pond Volumes Pond1design Storage 0 4155 Pond1design 1 20867 Pond1design 2 40136 Pond1design 3 56043 Pond1design 4 65178 Pond1design 5 69558 Pond1design 6 74015 Pond1design 7 78587 Pond1design 8 83228 STRUCTURE Storage 1 0 STRUCTURE 2 12 STRUCTURE 3 12 STRUCTURE 4 12 Pond #1 Proposed Model with Clogged Orifice SWMM 5 Page 2 11 DUMMY 103.17 0 00:39 10 CONDUIT 41.75 0 00:39 8.50 0.83 1.00 15 DUMMY 81.92 0 00:39 ORIFICE ORIFICE 9.86 0 02:08 1.00 WEIR WEIR 0.00 0 00:00 0.00 *************************** Flow Classification Summary *************************** ----------------------------------------------------------------------------------------- Adjusted --- Fraction of Time in Flow Class ---- Avg. Avg. /Actual Up Down Sub Sup Up Down Froude Flow Conduit Length Dry Dry Dry Crit Crit Crit Crit Number Change ----------------------------------------------------------------------------------------- 14 1.00 0.21 0.63 0.00 0.14 0.02 0.00 0.00 0.07 0.0002 12 1.00 0.83 0.04 0.00 0.02 0.10 0.00 0.00 0.20 0.0003 10 1.00 0.88 0.01 0.00 0.11 0.01 0.00 0.00 0.09 0.0003 ************************* Conduit Surcharge Summary ************************* ---------------------------------------------------------------------------- Hours Hours --------- Hours Full -------- Above Full Capacity Conduit Both Ends Upstream Dnstream Normal Flow Limited ---------------------------------------------------------------------------- 12 0.01 0.01 0.01 0.09 0.01 13 24.00 24.00 24.00 24.00 0.01 11 24.00 24.00 24.00 24.00 0.01 10 0.05 0.05 0.05 0.01 0.01 15 24.00 24.00 24.00 24.00 0.01 Analysis begun on: Wed Dec 04 13:00:03 2013 Analysis ended on: Wed Dec 04 13:00:03 2013 Total elapsed time: < 1 sec Pond #1 Proposed Model SWMM 5 Page 4 SWMM 5 Page 1 ******************************** Highest Flow Instability Indexes ******************************** All links are stable. ************************* Routing Time Step Summary ************************* Minimum Time Step : 5.42 sec Average Time Step : 9.97 sec Maximum Time Step : 10.00 sec Percent in Steady State : 0.00 Average Iterations per Step : 2.02 *************************** Subcatchment Runoff Summary *************************** -------------------------------------------------------------------------------------------------------- Total Total Total Total Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Coeff Subcatchment in in in in in 10^6 gal CFS -------------------------------------------------------------------------------------------------------- 130 3.67 0.00 0.31 0.74 2.69 0.96 97.69 0.733 110 3.67 0.00 0.32 0.86 2.58 1.00 103.46 0.704 100 3.67 0.00 0.32 0.88 2.57 0.40 41.89 0.700 150 3.67 0.00 0.32 0.94 2.50 0.90 82.15 0.681 ****************** Node Depth Summary ****************** --------------------------------------------------------------------- Average Maximum Maximum Time of Max Depth Depth HGL Occurrence Node Type Feet Feet Feet days hr:min --------------------------------------------------------------------- 12 JUNCTION 0.12 10.00 5125.16 0 00:39 14 JUNCTION 0.08 2.54 5105.04 0 00:40 11 JUNCTION 0.00 0.00 5115.16 0 00:00 13 JUNCTION 0.00 0.00 5102.50 0 00:00 10 JUNCTION 0.07 10.00 5130.64 0 00:39 15 JUNCTION 0.00 0.00 5077.09 0 00:00 21INCHPIPE OUTFALL 0.00 0.00 5069.55 0 00:00 SPILLWAY OUTFALL 0.00 0.00 5078.00 0 00:00 POND STORAGE 3.57 7.97 5077.52 0 02:08 ******************* Node Inflow Summary ******************* ------------------------------------------------------------------------------------- Maximum Maximum Lateral Total Lateral Total Time of Max Inflow Inflow Inflow Inflow Occurrence Volume Volume Node Type CFS CFS days hr:min 10^6 gal 10^6 gal ------------------------------------------------------------------------------------- 12 JUNCTION 0.00 144.91 0 00:39 0.000 1.400 14 JUNCTION 0.00 228.60 0 00:40 0.000 2.352 11 JUNCTION 103.17 103.17 0 00:39 0.996 0.995 13 JUNCTION 97.42 97.42 0 00:39 0.958 0.957 10 JUNCTION 41.77 41.77 0 00:39 0.404 0.404 15 JUNCTION 81.92 81.92 0 00:39 0.899 0.899 21INCHPIPE OUTFALL 0.00 9.86 0 02:08 0.000 3.502 SPILLWAY OUTFALL 0.00 0.00 0 00:00 0.000 0.000 POND STORAGE 0.00 306.00 0 00:40 0.000 3.490 Pond #1 Proposed Model SWMM 5 Page 2 NEWFCT-100YR 1:10 0.95 NEWFCT-100YR 1:15 0.91 NEWFCT-100YR 1:20 0.87 NEWFCT-100YR 1:25 0.84 NEWFCT-100YR 1:30 0.81 NEWFCT-100YR 1:35 0.78 NEWFCT-100YR 1:40 0.75 NEWFCT-100YR 1:45 0.73 Pond #1 Proposed Model SWMM 5 Page 3 NEWFCT-100YR 1:50 0.71 NEWFCT-100YR 1:55 0.69 NEWFCT-100YR 2:0 0.67 [REPORT] INPUT NO CONTROLS NO SUBCATCHMENTS ALL NODES ALL LINKS ALL [TAGS] [MAP] DIMENSIONS 0.000 0.000 10000.000 10000.000 Units None [COORDINATES] ;;Node X-Coord Y-Coord ;;-------------- ------------------ ------------------ 12 2843.450 5399.361 14 5388.711 5399.361 11 873.269 6666.667 13 5388.711 7806.177 10 958.466 4259.851 15 7880.724 3120.341 21INCHPIPE 12151.225 4771.033 SPILLWAY 12066.028 7092.652 POND 7880.724 5399.361 [VERTICES] ;;Link X-Coord Y-Coord ;;-------------- ------------------ ------------------ [Polygons] ;;Subcatchment X-Coord Y-Coord ;;-------------- ------------------ ------------------ 130 5607.042 9387.812 130 5607.025 9078.752 130 5170.390 9078.752 130 5170.390 9387.591 110 -1139.510 7848.775 110 -1128.860 8189.563 110 -1544.196 8189.563 110 -1544.196 7848.775 100 -841.321 3067.093 100 -841.321 3450.479 100 -1267.306 3450.479 100 -1267.306 3067.093 150 8037.293 1399.700 150 8037.293 1645.469 150 7724.155 1645.469 150 7724.155 1400.948 [SYMBOLS] ;;Gage X-Coord Y-Coord ;;-------------- ------------------ ------------------ NEWFTC-100YR 3759.318 7018.104 [LABELS] ;;X-Coord Y-Coord Label 4674.466 3916.582 "NEWFTC-100YR" "" "Arial" 10 0 0 6783.813 1256.656 "Add Basin 927 Developed Condition" "" "Arial" 10 0 0 Pond #1 Proposed Model SWMM 5 Page 4 110 0.51 0.5 0.0018 7 0 100 0.51 0.5 0.0018 7 0 150 0.51 0.5 0.0018 7 0 [JUNCTIONS] ;; Invert Max. Init. Surcharge Ponded Pond #1 Proposed Model SWMM 5 Page 1 ;;Name Elev. Depth Depth Depth Area ;;-------------- ---------- ---------- ---------- ---------- ---------- 12 5115.16 10 0 0 0 14 5102.5 10 0 0 0 11 5115.16 10 0 0 0 13 5102.5 10 0 0 0 10 5120.64 10 0 0 0 15 5077.09 10 0 0 0 [OUTFALLS] ;; Invert Outfall Stage/Table Tide ;;Name Elev. Type Time Series Gate ;;-------------- ---------- ---------- ---------------- ---- 21INCHPIPE 5069.55 FREE NO SPILLWAY 5078.00 FREE NO [STORAGE] ;; Invert Max. Init. Storage Curve Ponded Evap. ;;Name Elev. Depth Depth Curve Params Area Frac. Infiltration Pa ;;-------------- -------- -------- -------- ---------- -------- -------- -------- -------- -------- --------------- POND 5069.55 9.45 2.25 TABULAR Pond1Asbuilt 0 0 [CONDUITS] ;; Inlet Outlet Manning Inlet Outlet Init. Max. ;;Name Node Node Length N Offset Offset Flow Flow ;;-------------- ---------------- ---------------- ---------- ---------- ---------- ---------- ---------- --------- 14 14 POND 500 0.013 0 0 0 0 12 12 14 1055 0.013 0 0 0 0 13 13 14 10 0.001 0 0 0 0 11 11 12 10 0.001 0 0 0 0 10 10 12 365 0.013 0 0 0 0 15 15 POND 10 0.001 0 0 0 0 [ORIFICES] ;; Inlet Outlet Orifice Crest Disch. Flap Open/Close ;;Name Node Node Type Height Coeff. Gate Time ;;-------------- ---------------- ---------------- ------------ ---------- ---------- ---- ---------- ORIFICE POND 21INCHPIPE SIDE 0 0.65 NO 0 [WEIRS] ;; Inlet Outlet Weir Crest Disch. Flap End End ;;Name Node Node Type Height Coeff. Gate Con. Coeff. ;;-------------- ---------------- ---------------- ------------ ---------- ---------- ---- -------- ---------- WEIR POND SPILLWAY TRANSVERSE 8.45 3.33 YES 0 0 [XSECTIONS] ;;Link Shape Geom1 Geom2 Geom3 Geom4 Barrels ;;-------------- ------------ ---------------- ---------- ---------- ---------- ---------- 14 CIRCULAR 3.5 0 0 0 1 12 CIRCULAR 3.5 0 0 0 1 13 DUMMY 0 0 0 0 1 11 DUMMY 0 0 0 0 1 10 CIRCULAR 2.5 0 0 0 1 15 DUMMY 0 0 0 0 1 ORIFICE CIRCULAR 0.9375 0 0 0 WEIR RECT_OPEN 1 40 0.25 0.25 [LOSSES] ;;Link Inlet Outlet Average Flap Gate ;;-------------- ---------- ---------- ---------- ---------- [CURVES] ;;Name Type X-Value Y-Value ;;-------------- ---------- ---------- ---------- ;Design Pond Volumes Pond1design Storage 0 4155 Pond1design 1 20867 Pond1design 2 40136 Pond1design 3 56043 Pond1design 4 65178 Pond1design 5 69558 Pond1design 6 74015 Pond #1 Proposed Model SWMM 5 Page 2 11 DUMMY 103.24 0 00:39 10 CONDUIT 41.78 0 00:39 8.51 0.83 1.00 15 DUMMY 55.53 0 00:39 ORIFICE ORIFICE 9.89 0 02:08 1.00 WEIR WEIR 0.00 0 00:00 0.00 *************************** Flow Classification Summary *************************** ----------------------------------------------------------------------------------------- Adjusted --- Fraction of Time in Flow Class ---- Avg. Avg. /Actual Up Down Sub Sup Up Down Froude Flow Conduit Length Dry Dry Dry Crit Crit Crit Crit Number Change ----------------------------------------------------------------------------------------- 14 1.00 0.29 0.55 0.00 0.14 0.03 0.00 0.00 0.07 0.0002 12 1.00 0.83 0.04 0.00 0.02 0.10 0.00 0.00 0.20 0.0003 10 1.00 0.88 0.01 0.00 0.11 0.01 0.00 0.00 0.09 0.0003 ************************* Conduit Surcharge Summary ************************* ---------------------------------------------------------------------------- Hours Hours --------- Hours Full -------- Above Full Capacity Conduit Both Ends Upstream Dnstream Normal Flow Limited ---------------------------------------------------------------------------- 12 0.01 0.01 0.01 0.09 0.01 13 24.00 24.00 24.00 24.00 0.01 11 24.00 24.00 24.00 24.00 0.01 10 0.05 0.05 0.05 0.01 0.01 15 24.00 24.00 24.00 24.00 0.01 Analysis begun on: Wed Dec 04 12:58:20 2013 Analysis ended on: Wed Dec 04 12:58:20 2013 Total elapsed time: < 1 sec Pond #1 Corrected Model SWMM 5 Page 4 SWMM 5 Page 1 ******************************** Highest Flow Instability Indexes ******************************** All links are stable. ************************* Routing Time Step Summary ************************* Minimum Time Step : 4.82 sec Average Time Step : 9.97 sec Maximum Time Step : 10.00 sec Percent in Steady State : 0.00 Average Iterations per Step : 2.02 *************************** Subcatchment Runoff Summary *************************** -------------------------------------------------------------------------------------------------------- Total Total Total Total Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Coeff Subcatchment in in in in in 10^6 gal CFS -------------------------------------------------------------------------------------------------------- 130 3.67 0.00 0.31 0.75 2.69 0.96 97.69 0.733 110 3.67 0.00 0.31 0.87 2.58 1.00 103.46 0.704 100 3.67 0.00 0.31 0.88 2.57 0.40 41.89 0.700 150 3.67 0.00 0.31 0.99 2.47 0.56 55.65 0.672 ****************** Node Depth Summary ****************** --------------------------------------------------------------------- Average Maximum Maximum Time of Max Depth Depth HGL Occurrence Node Type Feet Feet Feet days hr:min --------------------------------------------------------------------- 12 JUNCTION 0.12 10.00 5125.16 0 00:39 14 JUNCTION 0.08 2.54 5105.04 0 00:40 11 JUNCTION 0.00 0.00 5115.16 0 00:00 13 JUNCTION 0.00 0.00 5102.50 0 00:00 10 JUNCTION 0.07 10.00 5130.64 0 00:39 15 JUNCTION 0.00 0.00 5077.09 0 00:00 21INCHPIPE OUTFALL 0.00 0.00 5069.55 0 00:00 SPILLWAY OUTFALL 0.00 0.00 5078.00 0 00:00 POND STORAGE 3.01 7.39 5076.94 0 02:07 ******************* Node Inflow Summary ******************* ------------------------------------------------------------------------------------- Maximum Maximum Lateral Total Lateral Total Time of Max Inflow Inflow Inflow Inflow Occurrence Volume Volume Node Type CFS CFS days hr:min 10^6 gal 10^6 gal ------------------------------------------------------------------------------------- 12 JUNCTION 0.00 145.02 0 00:39 0.000 1.400 14 JUNCTION 0.00 228.62 0 00:40 0.000 2.352 11 JUNCTION 103.24 103.24 0 00:39 0.996 0.995 13 JUNCTION 97.49 97.49 0 00:39 0.958 0.957 10 JUNCTION 41.80 41.80 0 00:39 0.404 0.404 15 JUNCTION 55.53 55.53 0 00:39 0.556 0.556 21INCHPIPE OUTFALL 0.00 9.89 0 02:08 0.000 3.164 SPILLWAY OUTFALL 0.00 0.00 0 00:00 0.000 0.000 POND STORAGE 0.00 280.36 0 00:40 0.000 3.152 Pond #1 Corrected Model SWMM 5 Page 2 NEWFCT-100YR 1:10 0.95 NEWFCT-100YR 1:15 0.91 NEWFCT-100YR 1:20 0.87 NEWFCT-100YR 1:25 0.84 NEWFCT-100YR 1:30 0.81 NEWFCT-100YR 1:35 0.78 NEWFCT-100YR 1:40 0.75 NEWFCT-100YR 1:45 0.73 Pond #1 Corrected Model SWMM 5 Page 3 NEWFCT-100YR 1:50 0.71 NEWFCT-100YR 1:55 0.69 NEWFCT-100YR 2:0 0.67 [REPORT] INPUT NO CONTROLS NO SUBCATCHMENTS ALL NODES ALL LINKS ALL [TAGS] [MAP] DIMENSIONS 0.000 0.000 10000.000 10000.000 Units None [COORDINATES] ;;Node X-Coord Y-Coord ;;-------------- ------------------ ------------------ 12 2843.450 5399.361 14 5388.711 5399.361 11 873.269 6666.667 13 5388.711 7806.177 10 958.466 4259.851 15 7880.724 3120.341 21INCHPIPE 12151.225 4771.033 SPILLWAY 12066.028 7092.652 POND 7880.724 5399.361 [VERTICES] ;;Link X-Coord Y-Coord ;;-------------- ------------------ ------------------ [Polygons] ;;Subcatchment X-Coord Y-Coord ;;-------------- ------------------ ------------------ 130 5607.042 9387.812 130 5607.025 9078.752 130 5170.390 9078.752 130 5170.390 9387.591 110 -1139.510 7848.775 110 -1128.860 8189.563 110 -1544.196 8189.563 110 -1544.196 7848.775 100 -841.321 3067.093 100 -841.321 3450.479 100 -1267.306 3450.479 100 -1267.306 3067.093 150 8037.293 1399.700 150 8037.293 1645.469 150 7724.155 1645.469 150 7724.155 1400.948 [SYMBOLS] ;;Gage X-Coord Y-Coord ;;-------------- ------------------ ------------------ FTC-100YRNEW 3759.318 7018.104 [LABELS] ;;X-Coord Y-Coord Label 4675.186 3919.063 "FTC-100YROLD" "" "Arial" 10 0 0 Pond #1 Corrected Model SWMM 5 Page 4 110 0.51 0.5 0.0018 7 0 100 0.51 0.5 0.0018 7 0 150 0.51 0.5 0.0018 7 0 [JUNCTIONS] ;; Invert Max. Init. Surcharge Ponded Pond #1 Corrected Model SWMM 5 Page 1 ;;Name Elev. Depth Depth Depth Area ;;-------------- ---------- ---------- ---------- ---------- ---------- 12 5115.16 10 0 0 0 14 5102.5 10 0 0 0 11 5115.16 10 0 0 0 13 5102.5 10 0 0 0 10 5120.64 10 0 0 0 15 5077.09 10 0 0 0 [OUTFALLS] ;; Invert Outfall Stage/Table Tide ;;Name Elev. Type Time Series Gate ;;-------------- ---------- ---------- ---------------- ---- 21INCHPIPE 5069.55 FREE NO SPILLWAY 5078.00 FREE NO [STORAGE] ;; Invert Max. Init. Storage Curve Ponded Evap. ;;Name Elev. Depth Depth Curve Params Area Frac. Infiltration Pa ;;-------------- -------- -------- -------- ---------- -------- -------- -------- -------- -------- --------------- POND 5069.55 8.45 2.27 TABULAR Pond1Asbuilt 0 0 [CONDUITS] ;; Inlet Outlet Manning Inlet Outlet Init. Max. ;;Name Node Node Length N Offset Offset Flow Flow ;;-------------- ---------------- ---------------- ---------- ---------- ---------- ---------- ---------- --------- 14 14 POND 500 0.013 0 0 0 0 12 12 14 1055 0.013 0 0 0 0 13 13 14 10 0.001 0 0 0 0 11 11 12 10 0.001 0 0 0 0 10 10 12 365 0.013 0 0 0 0 15 15 POND 10 0.001 0 0 0 0 [ORIFICES] ;; Inlet Outlet Orifice Crest Disch. Flap Open/Close ;;Name Node Node Type Height Coeff. Gate Time ;;-------------- ---------------- ---------------- ------------ ---------- ---------- ---- ---------- ORIFICE 21INCHPIPE POND SIDE 0 0.65 NO 0 [WEIRS] ;; Inlet Outlet Weir Crest Disch. Flap End End ;;Name Node Node Type Height Coeff. Gate Con. Coeff. ;;-------------- ---------------- ---------------- ------------ ---------- ---------- ---- -------- ---------- WEIR SPILLWAY POND TRANSVERSE 8 3.33 YES 0 0 [XSECTIONS] ;;Link Shape Geom1 Geom2 Geom3 Geom4 Barrels ;;-------------- ------------ ---------------- ---------- ---------- ---------- ---------- 14 CIRCULAR 3.5 0 0 0 1 12 CIRCULAR 3.5 0 0 0 1 13 DUMMY 0 0 0 0 1 11 DUMMY 0 0 0 0 1 10 CIRCULAR 2.5 0 0 0 1 15 DUMMY 0 0 0 0 1 ORIFICE CIRCULAR 0.9583 0 0 0 WEIR RECT_OPEN 1 40 0.25 0.25 [LOSSES] ;;Link Inlet Outlet Average Flap Gate ;;-------------- ---------- ---------- ---------- ---------- [CURVES] ;;Name Type X-Value Y-Value ;;-------------- ---------- ---------- ---------- ;Design Pond Volumes Pond1design Storage 0 4155 Pond1design 1 20867 Pond1design 2 40136 Pond1design 3 56043 Pond1design 4 65178 Pond1design 5 69558 Pond1design 6 74015 Pond #1 Corrected Model SWMM 5 Page 2 Adjusted --- Fraction of Time in Flow Class ---- Avg. Avg. /Actual Up Down Sub Sup Up Down Froude Flow Conduit Length Dry Dry Dry Crit Crit Crit Crit Number Change ----------------------------------------------------------------------------------------- 14 1.00 0.40 0.44 0.00 0.14 0.02 0.00 0.00 0.06 0.0002 12 1.00 0.84 0.04 0.00 0.02 0.10 0.00 0.00 0.18 0.0003 10 1.00 0.88 0.01 0.00 0.10 0.01 0.00 0.00 0.08 0.0002 ************************* Conduit Surcharge Summary ************************* ---------------------------------------------------------------------------- Hours Hours --------- Hours Full -------- Above Full Capacity Conduit Both Ends Upstream Dnstream Normal Flow Limited ---------------------------------------------------------------------------- 12 0.01 0.01 0.01 0.05 0.01 13 24.00 24.00 24.00 24.00 0.01 11 24.00 24.00 24.00 24.00 0.01 15 24.00 24.00 24.00 24.00 0.01 Analysis begun on: Wed Dec 04 12:45:02 2013 Analysis ended on: Wed Dec 04 12:45:02 2013 Total elapsed time: < 1 sec Pond #1 Baseline w/ As-built Pond SWMM 5 Page 4 SWMM 5 Page 1 ******************************** Highest Flow Instability Indexes ******************************** All links are stable. ************************* Routing Time Step Summary ************************* Minimum Time Step : 7.18 sec Average Time Step : 9.98 sec Maximum Time Step : 10.00 sec Percent in Steady State : 0.00 Average Iterations per Step : 2.01 *************************** Subcatchment Runoff Summary *************************** -------------------------------------------------------------------------------------------------------- Total Total Total Total Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Coeff Subcatchment in in in in in 10^6 gal CFS -------------------------------------------------------------------------------------------------------- 130 2.89 0.00 0.27 0.61 2.06 0.73 85.67 0.711 110 2.89 0.00 0.26 0.70 1.97 0.76 90.23 0.682 100 2.89 0.00 0.26 0.72 1.96 0.31 36.50 0.678 150 2.89 0.00 0.26 0.81 1.87 0.42 48.14 0.649 ****************** Node Depth Summary ****************** --------------------------------------------------------------------- Average Maximum Maximum Time of Max Depth Depth HGL Occurrence Node Type Feet Feet Feet days hr:min --------------------------------------------------------------------- 12 JUNCTION 0.08 6.70 5121.86 0 00:40 14 JUNCTION 0.06 2.29 5104.79 0 00:40 11 JUNCTION 0.00 0.00 5115.16 0 00:00 13 JUNCTION 0.00 0.00 5102.50 0 00:00 10 JUNCTION 0.04 1.81 5122.45 0 00:41 15 JUNCTION 0.00 0.00 5077.09 0 00:00 21INCHPIPE OUTFALL 0.00 0.00 5069.55 0 00:00 SPILLWAY OUTFALL 0.00 0.00 5078.00 0 00:00 POND STORAGE 2.23 6.44 5075.99 0 01:26 ******************* Node Inflow Summary ******************* ------------------------------------------------------------------------------------- Maximum Maximum Lateral Total Lateral Total Time of Max Inflow Inflow Inflow Inflow Occurrence Volume Volume Node Type CFS CFS days hr:min 10^6 gal 10^6 gal ------------------------------------------------------------------------------------- 12 JUNCTION 0.00 125.28 0 00:40 0.000 1.069 14 JUNCTION 0.00 198.17 0 00:40 0.000 1.801 11 JUNCTION 90.21 90.21 0 00:40 0.760 0.760 13 JUNCTION 85.65 85.65 0 00:40 0.732 0.731 10 JUNCTION 36.49 36.49 0 00:40 0.309 0.309 15 JUNCTION 48.13 48.13 0 00:40 0.423 0.423 21INCHPIPE OUTFALL 0.00 9.18 0 01:26 0.000 2.479 SPILLWAY OUTFALL 0.00 0.00 0 00:00 0.000 0.000 POND STORAGE 0.00 243.59 0 00:40 0.000 2.467 Pond #1 Baseline w/ As-built Pond SWMM 5 Page 2 11 873.269 6666.667 13 5388.711 7806.177 10 958.466 4259.851 15 7880.724 3120.341 21INCHPIPE 12151.225 4771.033 Pond #1 Baseline w/ As-built Pond SWMM 5 Page 3 SPILLWAY 12066.028 7092.652 POND 7880.724 5399.361 [VERTICES] ;;Link X-Coord Y-Coord ;;-------------- ------------------ ------------------ [Polygons] ;;Subcatchment X-Coord Y-Coord ;;-------------- ------------------ ------------------ 130 5607.042 9387.812 130 5607.025 9078.752 130 5170.390 9078.752 130 5170.390 9387.591 110 -1139.510 7848.775 110 -1128.860 8189.563 110 -1544.196 8189.563 110 -1544.196 7848.775 100 -841.321 3067.093 100 -841.321 3450.479 100 -1267.306 3450.479 100 -1267.306 3067.093 150 8037.293 1399.700 150 8037.293 1645.469 150 7724.155 1645.469 150 7724.155 1400.948 [SYMBOLS] ;;Gage X-Coord Y-Coord ;;-------------- ------------------ ------------------ FTC-100YROLD 3759.318 7018.104 [LABELS] ;;X-Coord Y-Coord Label 4675.186 3919.063 "FTC-100YROLD" "" "Arial" 10 0 0 Pond #1 Baseline w/ As-built Pond SWMM 5 Page 4 110 0.51 0.5 0.0018 7 0 100 0.51 0.5 0.0018 7 0 150 0.51 0.5 0.0018 7 0 [JUNCTIONS] ;; Invert Max. Init. Surcharge Ponded Pond #1 Baseline w/ As-built Pond SWMM 5 Page 1 ;;Name Elev. Depth Depth Depth Area ;;-------------- ---------- ---------- ---------- ---------- ---------- 12 5115.16 10 0 0 0 14 5102.5 10 0 0 0 11 5115.16 10 0 0 0 13 5102.5 10 0 0 0 10 5120.64 10 0 0 0 15 5077.09 10 0 0 0 [OUTFALLS] ;; Invert Outfall Stage/Table Tide ;;Name Elev. Type Time Series Gate ;;-------------- ---------- ---------- ---------------- ---- 21INCHPIPE 5069.55 FREE NO SPILLWAY 5078.00 FREE NO [STORAGE] ;; Invert Max. Init. Storage Curve Ponded Evap. ;;Name Elev. Depth Depth Curve Params Area Frac. Infiltration Pa ;;-------------- -------- -------- -------- ---------- -------- -------- -------- -------- -------- --------------- POND 5069.55 8.45 2.27 TABULAR Pond1Asbuilt 0 0 [CONDUITS] ;; Inlet Outlet Manning Inlet Outlet Init. Max. ;;Name Node Node Length N Offset Offset Flow Flow ;;-------------- ---------------- ---------------- ---------- ---------- ---------- ---------- ---------- --------- 14 14 POND 500 0.013 0 0 0 0 12 12 14 1055 0.013 0 0 0 0 13 13 14 10 0.001 0 0 0 0 11 11 12 10 0.001 0 0 0 0 10 10 12 365 0.013 0 0 0 0 15 15 POND 10 0.001 0 0 0 0 [ORIFICES] ;; Inlet Outlet Orifice Crest Disch. Flap Open/Close ;;Name Node Node Type Height Coeff. Gate Time ;;-------------- ---------------- ---------------- ------------ ---------- ---------- ---- ---------- ORIFICE 21INCHPIPE POND SIDE 0 0.65 NO 0 [WEIRS] ;; Inlet Outlet Weir Crest Disch. Flap End End ;;Name Node Node Type Height Coeff. Gate Con. Coeff. ;;-------------- ---------------- ---------------- ------------ ---------- ---------- ---- -------- ---------- WEIR SPILLWAY POND TRANSVERSE 8 3.33 YES 0 0 [XSECTIONS] ;;Link Shape Geom1 Geom2 Geom3 Geom4 Barrels ;;-------------- ------------ ---------------- ---------- ---------- ---------- ---------- 14 CIRCULAR 3.5 0 0 0 1 12 CIRCULAR 3.5 0 0 0 1 13 DUMMY 0 0 0 0 1 11 DUMMY 0 0 0 0 1 10 CIRCULAR 2.5 0 0 0 1 15 DUMMY 0 0 0 0 1 ORIFICE CIRCULAR 0.9583 0 0 0 WEIR RECT_OPEN 1 40 0.25 0.25 [LOSSES] ;;Link Inlet Outlet Average Flap Gate ;;-------------- ---------- ---------- ---------- ---------- [CURVES] ;;Name Type X-Value Y-Value ;;-------------- ---------- ---------- ---------- ;Design Pond Volumes Pond1design Storage 0 4155 Pond1design 1 20867 Pond1design 2 40136 Pond1design 3 56043 Pond1design 4 65178 Pond1design 5 69558 Pond1design 6 74015 Pond #1 Baseline w/ As-built Pond SWMM 5 Page 2 Adjusted --- Fraction of Time in Flow Class ---- Avg. Avg. /Actual Up Down Sub Sup Up Down Froude Flow Conduit Length Dry Dry Dry Crit Crit Crit Crit Number Change ----------------------------------------------------------------------------------------- 14 1.00 0.00 0.84 0.00 0.13 0.03 0.00 0.00 0.06 0.0002 12 1.00 0.84 0.04 0.00 0.02 0.10 0.00 0.00 0.18 0.0003 10 1.00 0.88 0.01 0.00 0.10 0.01 0.00 0.00 0.08 0.0002 ************************* Conduit Surcharge Summary ************************* ---------------------------------------------------------------------------- Hours Hours --------- Hours Full -------- Above Full Capacity Conduit Both Ends Upstream Dnstream Normal Flow Limited ---------------------------------------------------------------------------- 12 0.01 0.01 0.01 0.05 0.01 13 24.00 24.00 24.00 24.00 0.01 11 24.00 24.00 24.00 24.00 0.01 15 24.00 24.00 24.00 24.00 0.01 Analysis begun on: Wed Dec 04 12:39:42 2013 Analysis ended on: Wed Dec 04 12:39:42 2013 Total elapsed time: < 1 sec Pond #1 Baseline SWMM 5 Page 4 SWMM 5 Page 1 ******************************** Highest Flow Instability Indexes ******************************** All links are stable. ************************* Routing Time Step Summary ************************* Minimum Time Step : 7.20 sec Average Time Step : 9.98 sec Maximum Time Step : 10.00 sec Percent in Steady State : 0.00 Average Iterations per Step : 2.01 *************************** Subcatchment Runoff Summary *************************** -------------------------------------------------------------------------------------------------------- Total Total Total Total Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Coeff Subcatchment in in in in in 10^6 gal CFS -------------------------------------------------------------------------------------------------------- 130 2.89 0.00 0.27 0.61 2.06 0.73 85.67 0.711 110 2.89 0.00 0.26 0.70 1.97 0.76 90.23 0.682 100 2.89 0.00 0.26 0.72 1.96 0.31 36.50 0.678 150 2.89 0.00 0.26 0.81 1.87 0.42 48.14 0.649 ****************** Node Depth Summary ****************** --------------------------------------------------------------------- Average Maximum Maximum Time of Max Depth Depth HGL Occurrence Node Type Feet Feet Feet days hr:min --------------------------------------------------------------------- 12 JUNCTION 0.08 6.68 5121.84 0 00:40 14 JUNCTION 0.06 2.30 5104.80 0 00:40 11 JUNCTION 0.00 0.00 5115.16 0 00:00 13 JUNCTION 0.00 0.00 5102.50 0 00:00 10 JUNCTION 0.04 1.81 5122.45 0 00:41 15 JUNCTION 0.00 0.00 5077.09 0 00:00 21INCHPIPE OUTFALL 0.00 0.00 5070.00 0 00:00 SPILLWAY OUTFALL 0.00 0.00 5078.00 0 00:00 POND STORAGE 2.13 5.93 5075.93 0 01:26 ******************* Node Inflow Summary ******************* ------------------------------------------------------------------------------------- Maximum Maximum Lateral Total Lateral Total Time of Max Inflow Inflow Inflow Inflow Occurrence Volume Volume Node Type CFS CFS days hr:min 10^6 gal 10^6 gal ------------------------------------------------------------------------------------- 12 JUNCTION 0.00 125.23 0 00:40 0.000 1.069 14 JUNCTION 0.00 198.21 0 00:40 0.000 1.800 11 JUNCTION 90.18 90.18 0 00:40 0.760 0.760 13 JUNCTION 85.63 85.63 0 00:40 0.732 0.731 10 JUNCTION 36.48 36.48 0 00:40 0.309 0.309 15 JUNCTION 48.11 48.11 0 00:40 0.423 0.423 21INCHPIPE OUTFALL 0.00 8.78 0 01:26 0.000 2.475 SPILLWAY OUTFALL 0.00 0.00 0 00:00 0.000 0.000 POND STORAGE 0.00 243.59 0 00:40 0.000 2.467 Pond #1 Baseline SWMM 5 Page 2 [Polygons] ;;Subcatchment X-Coord Y-Coord ;;-------------- ------------------ ------------------ 130 5607.042 9387.812 Pond #1 Baseline SWMM 5 Page 3 130 5607.025 9078.752 130 5170.390 9078.752 130 5170.390 9387.591 110 -1139.510 7848.775 110 -1128.860 8189.563 110 -1544.196 8189.563 110 -1544.196 7848.775 100 -841.321 3067.093 100 -841.321 3450.479 100 -1267.306 3450.479 100 -1267.306 3067.093 150 8037.293 1399.700 150 8037.293 1645.469 150 7724.155 1645.469 150 7724.155 1400.948 [SYMBOLS] ;;Gage X-Coord Y-Coord ;;-------------- ------------------ ------------------ FTC-100YROLD 3759.318 7018.104 [LABELS] ;;X-Coord Y-Coord Label 4675.186 3919.063 "FTC-100YROLD" "" "Arial" 10 0 0 Pond #1 Baseline SWMM 5 Page 4 110 0.51 0.5 0.0018 7 0 100 0.51 0.5 0.0018 7 0 150 0.51 0.5 0.0018 7 0 [JUNCTIONS] ;; Invert Max. Init. Surcharge Ponded Pond #1 Baseline SWMM 5 Page 1 ;;Name Elev. Depth Depth Depth Area ;;-------------- ---------- ---------- ---------- ---------- ---------- 12 5115.16 10 0 0 0 14 5102.5 10 0 0 0 11 5115.16 10 0 0 0 13 5102.5 10 0 0 0 10 5120.64 10 0 0 0 15 5077.09 10 0 0 0 [OUTFALLS] ;; Invert Outfall Stage/Table Tide ;;Name Elev. Type Time Series Gate ;;-------------- ---------- ---------- ---------------- ---- 21INCHPIPE 5070.00 FREE NO SPILLWAY 5078.00 FREE NO [STORAGE] ;; Invert Max. Init. Storage Curve Ponded Evap. ;;Name Elev. Depth Depth Curve Params Area Frac. Infiltration Pa ;;-------------- -------- -------- -------- ---------- -------- -------- -------- -------- -------- --------------- POND 5070.00 7.09 1.724 TABULAR Pond1design 0 0 [CONDUITS] ;; Inlet Outlet Manning Inlet Outlet Init. Max. ;;Name Node Node Length N Offset Offset Flow Flow ;;-------------- ---------------- ---------------- ---------- ---------- ---------- ---------- ---------- --------- 14 14 POND 500 0.013 0 0 0 0 12 12 14 1055 0.013 0 0 0 0 13 13 14 10 0.001 0 0 0 0 11 11 12 10 0.001 0 0 0 0 10 10 12 365 0.013 0 0 0 0 15 15 POND 10 0.001 0 0 0 0 [ORIFICES] ;; Inlet Outlet Orifice Crest Disch. Flap Open/Close ;;Name Node Node Type Height Coeff. Gate Time ;;-------------- ---------------- ---------------- ------------ ---------- ---------- ---- ---------- ORIFICE 21INCHPIPE POND SIDE 0 0.65 NO 0 [WEIRS] ;; Inlet Outlet Weir Crest Disch. Flap End End ;;Name Node Node Type Height Coeff. Gate Con. Coeff. ;;-------------- ---------------- ---------------- ------------ ---------- ---------- ---- -------- ---------- WEIR SPILLWAY POND TRANSVERSE 8 3.33 YES 0 0 [XSECTIONS] ;;Link Shape Geom1 Geom2 Geom3 Geom4 Barrels ;;-------------- ------------ ---------------- ---------- ---------- ---------- ---------- 14 CIRCULAR 3.5 0 0 0 1 12 CIRCULAR 3.5 0 0 0 1 13 DUMMY 0 0 0 0 1 11 DUMMY 0 0 0 0 1 10 CIRCULAR 2.5 0 0 0 1 15 DUMMY 0 0 0 0 1 ORIFICE CIRCULAR 0.9583 0 0 0 WEIR RECT_OPEN 1 40 0.25 0.25 [LOSSES] ;;Link Inlet Outlet Average Flap Gate ;;-------------- ---------- ---------- ---------- ---------- [CURVES] ;;Name Type X-Value Y-Value ;;-------------- ---------- ---------- ---------- ;Design Pond Volumes Pond1design Storage 0 4155 Pond1design 1 20867 Pond1design 2 40136 Pond1design 3 56043 Pond1design 4 65178 Pond1design 5 69558 Pond1design 6 74015 Pond #1 Baseline SWMM 5 Page 2 Total Impervious Area (ac) 100 150 1696 2% 0.63 0.57 0.31 0.42 0.47 0.25 110 150 4135 2% 0.98 1.09 0.26 Sum: 2.19 Weighed Average: Basin Length (ft) Width (ft) Slope Subbasin 0.3 0.3 0.45 0.45 0.88 0.92 Area (ac) 0.11 Sum: 5.48 Weighed Average: Basin Length (ft) Width (ft) Slope Subbasin Sum: 6.23 Area (ac) Total Impervious Area (ac) % Imperv Weighed Average: Basin Length (ft) Width (ft) Slope Subbasin Area (ac) Total Impervious Area (ac) % Imperv Composite "C" 130 200 2863 2% 0.51 0.4 0.67 3.93 Weighted Average: Conveyance Elements Element Size (in) Length (ft) Slope Composite "C" 0.4 0.79 0.6 0.42 0.28 Direct Connection Element Direct Connection Element Direct Connection Element *Pond Outfall to existing 21" RCP in Shenandoah P.U.D. Filing No. 1 150 150 2426 2% 2.10915 Sum: 4.59915 1.09 0.3 0.3 Weighed Average: Basin Length (ft) Width (ft) Slope Subbasin Area (ac) Total Impervious Area (ac) Sum: 2.19 Basin Length (ft) Width (ft) Slope Subbasin Area (ac) Total Impervious Area (ac) 0.88 Sum: 5.48 Weighed Average: 110 150 4135 2% 0.45 % Imperv Composite "C" 0.51 0.4 0.67 3.93 0.45 0.92 0.11 Weighed Average: 130 200 2863 2% 0.47 0.25 Sum: 6.23 0.4 0.79 0.6 Basin Length (ft) Width (ft) Slope Subbasin Area (ac) Direct Connection Element Direct Connection Element * Pond Outfall to existing 21" RCP in Shenandoah P.U.D. Filing No. 1 SWMM Input Data - Pond #1 Models 1-3 Ridewood Hills P.U.D. Filing #4 Conveyance Elements Element Size (in) Length (ft) Slope Direct Connection Element 0.42 0.28 Sum: 2.49 Weighed Average: Total Impervious Area (ac) % Imperv Composite "C" 150 150 2426 2% #N/A #N/A STAGE-STORAGE SIZING FOR DETENTION BASINS Ridgewood Hills Fourth Filing Check Basin Shape Pond #1 As-built UD Detention Existing 1.xls, Basin 12/4/2013, 12:10 PM #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 Central Elevations of Rows of Holes in feet Collection Capacity for Each Row of Holes in cfs STAGE-DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET Ridgewood Hills Fourth Filing South Swale UD Detention_v2.33 South Swale.xls, WQCV 12/13/2013, 12:02 PM #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 Central Elevations of Rows of Holes in feet Collection Capacity for Each Row of Holes in cfs STAGE-DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET Ridgewood Hills Fourth Filing North Swale UD Detention_v2.33 North Swale.xls, WQCV 12/13/2013, 11:59 AM 21 CONDUIT 54.60 0 00:46 17.42 1.16 1.00 25 CONDUIT 82.53 0 00:40 26.27 3.65 1.00 26 CONDUIT 148.28 0 00:40 13.22 1.03 0.88 WEIR WEIR 29.36 0 02:00 1.00 *************************** Flow Classification Summary *************************** ----------------------------------------------------------------------------------------- Adjusted --- Fraction of Time in Flow Class ---- Avg. Avg. /Actual Up Down Sub Sup Up Down Froude Flow Conduit Length Dry Dry Dry Crit Crit Crit Crit Number Change ----------------------------------------------------------------------------------------- 30 1.00 0.00 0.73 0.00 0.03 0.07 0.00 0.16 0.73 0.0002 20 1.00 0.74 0.01 0.00 0.00 0.25 0.00 0.00 0.86 0.0001 22 1.00 0.75 0.00 0.00 0.01 0.24 0.00 0.00 0.49 0.0003 21 1.00 0.00 0.00 0.00 0.78 0.21 0.00 0.00 0.53 0.0002 25 1.00 0.00 0.00 0.00 0.82 0.02 0.00 0.16 0.21 0.0007 26 1.00 0.00 0.67 0.00 0.14 0.03 0.00 0.16 0.32 0.0002 ************************* Conduit Surcharge Summary ************************* ---------------------------------------------------------------------------- Hours Hours --------- Hours Full -------- Above Full Capacity Conduit Both Ends Upstream Dnstream Normal Flow Limited ---------------------------------------------------------------------------- 23 24.00 24.00 24.00 24.00 0.01 22 0.01 0.01 0.01 0.09 0.01 21 0.16 0.16 0.16 0.29 0.16 25 0.31 0.31 0.31 0.45 0.31 26 0.01 0.01 0.01 0.02 0.01 Analysis begun on: Wed Dec 04 13:10:33 2013 Analysis ended on: Wed Dec 04 13:10:33 2013 Total elapsed time: < 1 sec Pond #2 Proposed Model with Clogged Orifice SWMM 5 Page 4 SWMM 5 Page 1 ******************************** Highest Flow Instability Indexes ******************************** Link 25 (36) ************************* Routing Time Step Summary ************************* Minimum Time Step : 1.32 sec Average Time Step : 8.38 sec Maximum Time Step : 10.00 sec Percent in Steady State : 0.00 Average Iterations per Step : 2.12 *************************** Subcatchment Runoff Summary *************************** -------------------------------------------------------------------------------------------------------- Total Total Total Total Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Coeff Subcatchment in in in in in 10^6 gal CFS -------------------------------------------------------------------------------------------------------- 260 3.67 0.00 0.31 0.83 2.62 1.47 152.53 0.714 230 3.67 0.00 0.31 0.72 2.72 0.38 41.44 0.742 220 3.67 0.00 0.31 0.83 2.62 2.03 209.33 0.713 210 3.67 0.00 0.31 0.95 2.51 1.19 126.11 0.684 250 3.67 0.00 0.32 1.11 2.35 0.94 94.23 0.641 ****************** Node Depth Summary ****************** --------------------------------------------------------------------- Average Maximum Maximum Time of Max Depth Depth HGL Occurrence Node Type Feet Feet Feet days hr:min --------------------------------------------------------------------- 20 JUNCTION 0.25 2.61 5092.12 0 00:40 30 JUNCTION 0.28 3.09 5079.84 0 00:40 23 JUNCTION 0.00 0.00 5076.75 0 00:00 22 JUNCTION 0.35 10.00 5106.41 0 00:38 21 JUNCTION 0.46 10.00 5123.81 0 00:35 25 JUNCTION 1.13 10.00 5077.15 0 00:38 26 JUNCTION 0.27 3.48 5074.58 0 00:40 SPILLWAY OUTFALL 0.00 0.00 5068.00 0 00:00 POND2 STORAGE 9.07 9.65 5068.04 0 02:00 ******************* Node Inflow Summary ******************* ------------------------------------------------------------------------------------- Maximum Maximum Lateral Total Lateral Total Time of Max Inflow Inflow Inflow Inflow Occurrence Volume Volume Node Type CFS CFS days hr:min 10^6 gal 10^6 gal ------------------------------------------------------------------------------------- 20 JUNCTION 0.00 262.72 0 00:40 0.000 3.013 30 JUNCTION 0.00 301.31 0 00:40 0.000 3.397 23 JUNCTION 41.40 41.40 0 00:40 0.384 0.384 22 JUNCTION 209.13 209.13 0 00:40 2.032 2.032 21 JUNCTION 125.99 125.99 0 00:40 1.192 1.192 25 JUNCTION 94.16 94.16 0 00:40 0.939 0.939 26 JUNCTION 152.39 152.39 0 00:40 1.470 1.470 SPILLWAY OUTFALL 0.00 29.36 0 02:00 0.000 0.142 POND2 STORAGE 0.00 531.61 0 00:40 0.000 6.212 Pond #2 Proposed Model with Clogged Orifice SWMM 5 Page 2 FCT-100YR 1:10 0.95 FCT-100YR 1:15 0.91 FCT-100YR 1:20 0.87 FCT-100YR 1:25 0.84 FCT-100YR 1:30 0.81 FCT-100YR 1:35 0.78 FCT-100YR 1:40 0.75 FCT-100YR 1:45 0.73 Pond #2 Proposed Model with Clogged Orifice SWMM 5 Page 3 FCT-100YR 1:50 0.71 FCT-100YR 1:55 0.69 FCT-100YR 2:0 0.67 [REPORT] INPUT NO CONTROLS NO SUBCATCHMENTS ALL NODES ALL LINKS ALL [TAGS] [MAP] DIMENSIONS 0.000 0.000 10000.000 10000.000 Units None [COORDINATES] ;;Node X-Coord Y-Coord ;;-------------- ------------------ ------------------ 20 1980.831 6325.879 30 3695.421 7465.389 23 2055.378 8892.439 22 351.438 6325.879 21 1980.831 4494.143 25 6112.886 5165.069 26 6112.886 9882.854 SPILLWAY 9712.460 6837.061 POND2 6112.886 7465.389 [VERTICES] ;;Link X-Coord Y-Coord ;;-------------- ------------------ ------------------ [Polygons] ;;Subcatchment X-Coord Y-Coord ;;-------------- ------------------ ------------------ 260 5961.461 10777.576 260 6264.311 10777.576 260 6264.311 10521.679 260 5961.461 10521.679 230 1369.844 9451.561 230 1569.453 9451.561 230 1569.453 9313.082 230 1369.844 9313.082 220 -1084.646 6175.678 220 -699.728 6175.678 220 -699.728 6474.242 220 -1084.646 6474.242 210 1803.377 3846.670 210 2156.901 3846.670 210 2159.668 4119.251 210 1803.377 4119.251 250 5910.900 4213.578 250 6314.838 4213.578 250 6315.246 4497.817 250 5910.560 4497.817 [SYMBOLS] ;;Gage X-Coord Y-Coord ;;-------------- ------------------ ------------------ FTC-100YR -244.941 8572.950 Pond #2 Proposed Model with Clogged Orifice SWMM 5 Page 4 ;;-------------- ---------- ---------- ---------- ---------- ---------- 260 0.51 0.5 0.0018 7 0 230 0.51 0.5 0.0018 7 0 220 0.51 0.5 0.0018 7 0 210 0.51 0.5 0.0018 7 0 250 0.51 0.5 0.0018 7 0 Pond #2 Proposed Model with Clogged Orifice SWMM 5 Page 1 [JUNCTIONS] ;; Invert Max. Init. Surcharge Ponded ;;Name Elev. Depth Depth Depth Area ;;-------------- ---------- ---------- ---------- ---------- ---------- 20 5089.51 10.00 0 0 0 30 5076.75 10.00 0 0 0 23 5076.75 10.00 0 0 0 22 5096.41 10.00 0 0 0 21 5113.81 10.00 0 0 0 25 5067.15 10.00 0 0 0 26 5071.10 10.00 0 0 0 [OUTFALLS] ;; Invert Outfall Stage/Table Tide ;;Name Elev. Type Time Series Gate ;;-------------- ---------- ---------- ---------------- ---- SPILLWAY 5068.00 FREE NO [STORAGE] ;; Invert Max. Init. Storage Curve Ponded Evap. ;;Name Elev. Depth Depth Curve Params Area Frac. Infiltration Pa ;;-------------- -------- -------- -------- ---------- -------- -------- -------- -------- -------- --------------- POND2 5058.39 10.61 2.71 TABULAR Pond2Asbuilt 0 0 [CONDUITS] ;; Inlet Outlet Manning Inlet Outlet Init. Max. ;;Name Node Node Length N Offset Offset Flow Flow ;;-------------- ---------------- ---------------- ---------- ---------- ---------- ---------- ---------- --------- 30 30 POND2 205 0.013 0 8.11 0 0 20 20 30 225 0.013 0 0 0 0 23 23 30 10 0.001 0 0 0 0 22 22 20 575 0.013 0 0 0 0 21 21 20 565 0.013 0 0 0 0 25 25 POND2 65 0.013 0 8.11 0 0 26 26 POND2 460 0.013 0 8.11 0 0 [WEIRS] ;; Inlet Outlet Weir Crest Disch. Flap End End ;;Name Node Node Type Height Coeff. Gate Con. Coeff. ;;-------------- ---------------- ---------------- ------------ ---------- ---------- ---- -------- ---------- WEIR POND2 SPILLWAY TRANSVERSE 0 3.33 YES 0 0 [XSECTIONS] ;;Link Shape Geom1 Geom2 Geom3 Geom4 Barrels ;;-------------- ------------ ---------------- ---------- ---------- ---------- ---------- 30 CIRCULAR 4.0 0 0 0 1 20 CIRCULAR 4.0 0 0 0 1 23 DUMMY 0 0 0 0 1 22 CIRCULAR 4.0 0 0 0 1 21 CIRCULAR 2.0 0 0 0 1 25 CIRCULAR 2.0 0 0 0 1 26 CIRCULAR 4.0 0 0 0 1 WEIR RECT_OPEN 1.0 150 0.25 0.25 [LOSSES] ;;Link Inlet Outlet Average Flap Gate ;;-------------- ---------- ---------- ---------- ---------- [CURVES] ;;Name Type X-Value Y-Value ;;-------------- ---------- ---------- ---------- ;Design Pond Volumes Pond2design Storage 0 5203 Pond2design 1 27944 Pond2design 2 55488 Pond2design 3 77408 Pond2design 4 100060 Pond2design 5 112731 Pond2design 6 120037 Pond2design 7 127200 Pond2design 8 134701 Pond #2 Proposed Model with Clogged Orifice SWMM 5 Page 2 23 DUMMY 41.40 0 00:40 22 CONDUIT 209.13 0 00:40 18.85 1.33 0.83 21 CONDUIT 54.60 0 00:46 17.42 1.16 1.00 25 CONDUIT 82.53 0 00:40 26.27 3.65 1.00 26 CONDUIT 148.28 0 00:40 13.22 1.03 0.88 ORIFICE ORIFICE 9.79 0 02:09 1.00 WEIR WEIR 0.00 0 00:00 0.00 *************************** Flow Classification Summary *************************** ----------------------------------------------------------------------------------------- Adjusted --- Fraction of Time in Flow Class ---- Avg. Avg. /Actual Up Down Sub Sup Up Down Froude Flow Conduit Length Dry Dry Dry Crit Crit Crit Crit Number Change ----------------------------------------------------------------------------------------- 30 1.00 0.59 0.14 0.00 0.03 0.06 0.00 0.18 0.79 0.0002 20 1.00 0.74 0.01 0.00 0.00 0.25 0.00 0.00 0.86 0.0001 22 1.00 0.75 0.00 0.00 0.01 0.24 0.00 0.00 0.49 0.0003 21 1.00 0.00 0.00 0.00 0.78 0.22 0.00 0.00 0.53 0.0002 25 1.00 0.59 0.07 0.00 0.14 0.02 0.00 0.18 0.23 0.0007 26 1.00 0.59 0.10 0.00 0.10 0.03 0.00 0.17 0.35 0.0002 ************************* Conduit Surcharge Summary ************************* ---------------------------------------------------------------------------- Hours Hours --------- Hours Full -------- Above Full Capacity Conduit Both Ends Upstream Dnstream Normal Flow Limited ---------------------------------------------------------------------------- 23 24.00 24.00 24.00 24.00 0.01 22 0.01 0.01 0.01 0.09 0.01 21 0.16 0.16 0.16 0.29 0.16 25 0.31 0.31 0.31 0.45 0.31 26 0.01 0.01 0.01 0.02 0.01 Analysis begun on: Wed Dec 04 13:08:59 2013 Analysis ended on: Wed Dec 04 13:08:59 2013 Total elapsed time: < 1 sec Pond Proposed Model SWMM 5 Page 4 SWMM 5 Page 1 ******************************** Highest Flow Instability Indexes ******************************** All links are stable. ************************* Routing Time Step Summary ************************* Minimum Time Step : 1.32 sec Average Time Step : 8.36 sec Maximum Time Step : 10.00 sec Percent in Steady State : 0.00 Average Iterations per Step : 2.12 *************************** Subcatchment Runoff Summary *************************** -------------------------------------------------------------------------------------------------------- Total Total Total Total Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Coeff Subcatchment in in in in in 10^6 gal CFS -------------------------------------------------------------------------------------------------------- 260 3.67 0.00 0.31 0.83 2.62 1.47 152.53 0.714 230 3.67 0.00 0.31 0.72 2.72 0.38 41.44 0.742 220 3.67 0.00 0.31 0.83 2.62 2.03 209.33 0.713 210 3.67 0.00 0.31 0.95 2.51 1.19 126.11 0.684 250 3.67 0.00 0.32 1.11 2.35 0.94 94.23 0.641 ****************** Node Depth Summary ****************** --------------------------------------------------------------------- Average Maximum Maximum Time of Max Depth Depth HGL Occurrence Node Type Feet Feet Feet days hr:min --------------------------------------------------------------------- 20 JUNCTION 0.25 2.61 5092.12 0 00:40 30 JUNCTION 0.28 3.09 5079.84 0 00:40 23 JUNCTION 0.00 0.00 5076.75 0 00:00 22 JUNCTION 0.35 10.00 5106.41 0 00:38 21 JUNCTION 0.46 10.00 5123.81 0 00:35 25 JUNCTION 0.47 10.00 5077.15 0 00:38 26 JUNCTION 0.27 3.48 5074.58 0 00:40 21INCHPIPE OUTFALL 0.00 0.00 5058.39 0 00:00 SPILLWAY OUTFALL 0.00 0.00 5068.00 0 00:00 POND2 STORAGE 6.71 9.32 5067.71 0 02:09 ******************* Node Inflow Summary ******************* ------------------------------------------------------------------------------------- Maximum Maximum Lateral Total Lateral Total Time of Max Inflow Inflow Inflow Inflow Occurrence Volume Volume Node Type CFS CFS days hr:min 10^6 gal 10^6 gal ------------------------------------------------------------------------------------- 20 JUNCTION 0.00 262.72 0 00:40 0.000 3.013 30 JUNCTION 0.00 301.31 0 00:40 0.000 3.397 23 JUNCTION 41.40 41.40 0 00:40 0.384 0.384 22 JUNCTION 209.13 209.13 0 00:40 2.032 2.032 21 JUNCTION 125.99 125.99 0 00:40 1.192 1.192 25 JUNCTION 94.16 94.16 0 00:40 0.939 0.939 26 JUNCTION 152.39 152.39 0 00:40 1.470 1.470 21INCHPIPE OUTFALL 0.00 9.79 0 02:09 0.000 5.228 SPILLWAY OUTFALL 0.00 0.00 0 00:00 0.000 0.000 Pond Proposed Model SWMM 5 Page 2 FCT-100YR 0:30 5.49 FCT-100YR 0:35 9.95 FCT-100YR 0:40 4.12 FCT-100YR 0:45 2.48 FCT-100YR 0:50 1.46 FCT-100YR 0:55 1.22 FCT-100YR 1:0 1.06 FCT-100YR 1:5 1.00 Pond Proposed Model SWMM 5 Page 3 FCT-100YR 1:10 0.95 FCT-100YR 1:15 0.91 FCT-100YR 1:20 0.87 FCT-100YR 1:25 0.84 FCT-100YR 1:30 0.81 FCT-100YR 1:35 0.78 FCT-100YR 1:40 0.75 FCT-100YR 1:45 0.73 FCT-100YR 1:50 0.71 FCT-100YR 1:55 0.69 FCT-100YR 2:0 0.67 [REPORT] INPUT NO CONTROLS NO SUBCATCHMENTS ALL NODES ALL LINKS ALL [TAGS] [MAP] DIMENSIONS 0.000 0.000 10000.000 10000.000 Units None [COORDINATES] ;;Node X-Coord Y-Coord ;;-------------- ------------------ ------------------ 20 1980.831 6325.879 30 3695.421 7465.389 23 2055.378 8892.439 22 351.438 6325.879 21 1980.831 4494.143 25 6112.886 5165.069 26 6112.886 9882.854 21INCHPIPE 9723.110 6017.039 SPILLWAY 9712.460 6837.061 POND2 6112.886 7465.389 [VERTICES] ;;Link X-Coord Y-Coord ;;-------------- ------------------ ------------------ [Polygons] ;;Subcatchment X-Coord Y-Coord ;;-------------- ------------------ ------------------ 260 5961.461 10777.576 260 6264.311 10777.576 260 6264.311 10521.679 260 5961.461 10521.679 230 1369.844 9451.561 230 1569.453 9451.561 230 1569.453 9313.082 230 1369.844 9313.082 220 -1084.646 6175.678 220 -699.728 6175.678 220 -699.728 6474.242 220 -1084.646 6474.242 210 1803.377 3846.670 210 2156.901 3846.670 210 2159.668 4119.251 210 1803.377 4119.251 250 5910.900 4213.578 250 6314.838 4213.578 250 6315.246 4497.817 250 5910.560 4497.817 [SYMBOLS] ;;Gage X-Coord Y-Coord ;;-------------- ------------------ ------------------ FTC-100YR -244.941 8572.950 Pond Proposed Model SWMM 5 Page 4 ;;-------------- ---------- ---------- ---------- ---------- ---------- 260 0.51 0.5 0.0018 7 0 230 0.51 0.5 0.0018 7 0 220 0.51 0.5 0.0018 7 0 210 0.51 0.5 0.0018 7 0 250 0.51 0.5 0.0018 7 0 Pond Proposed Model SWMM 5 Page 1 [JUNCTIONS] ;; Invert Max. Init. Surcharge Ponded ;;Name Elev. Depth Depth Depth Area ;;-------------- ---------- ---------- ---------- ---------- ---------- 20 5089.51 10.00 0 0 0 30 5076.75 10.00 0 0 0 23 5076.75 10.00 0 0 0 22 5096.41 10.00 0 0 0 21 5113.81 10.00 0 0 0 25 5067.15 10.00 0 0 0 26 5071.10 10.00 0 0 0 [OUTFALLS] ;; Invert Outfall Stage/Table Tide ;;Name Elev. Type Time Series Gate ;;-------------- ---------- ---------- ---------------- ---- 21INCHPIPE 5058.39 FREE NO SPILLWAY 5068.00 FREE NO [STORAGE] ;; Invert Max. Init. Storage Curve Ponded Evap. ;;Name Elev. Depth Depth Curve Params Area Frac. Infiltration Pa ;;-------------- -------- -------- -------- ---------- -------- -------- -------- -------- -------- --------------- POND2 5058.39 10.61 2.7 TABULAR Pond2Asbuilt 0 0 [CONDUITS] ;; Inlet Outlet Manning Inlet Outlet Init. Max. ;;Name Node Node Length N Offset Offset Flow Flow ;;-------------- ---------------- ---------------- ---------- ---------- ---------- ---------- ---------- --------- 30 30 POND2 205 0.013 0 8.11 0 0 20 20 30 225 0.013 0 0 0 0 23 23 30 10 0.001 0 0 0 0 22 22 20 575 0.013 0 0 0 0 21 21 20 565 0.013 0 0 0 0 25 25 POND2 65 0.013 0 8.11 0 0 26 26 POND2 460 0.013 0 8.11 0 0 [ORIFICES] ;; Inlet Outlet Orifice Crest Disch. Flap Open/Close ;;Name Node Node Type Height Coeff. Gate Time ;;-------------- ---------------- ---------------- ------------ ---------- ---------- ---- ---------- ORIFICE 21INCHPIPE POND2 SIDE 0 0.65 NO 0 [WEIRS] ;; Inlet Outlet Weir Crest Disch. Flap End End ;;Name Node Node Type Height Coeff. Gate Con. Coeff. ;;-------------- ---------------- ---------------- ------------ ---------- ---------- ---- -------- ---------- WEIR SPILLWAY POND2 TRANSVERSE 9.61 3.33 YES 0 0 [XSECTIONS] ;;Link Shape Geom1 Geom2 Geom3 Geom4 Barrels ;;-------------- ------------ ---------------- ---------- ---------- ---------- ---------- 30 CIRCULAR 4.0 0 0 0 1 20 CIRCULAR 4.0 0 0 0 1 23 DUMMY 0 0 0 0 1 22 CIRCULAR 4.0 0 0 0 1 21 CIRCULAR 2.0 0 0 0 1 25 CIRCULAR 2.0 0 0 0 1 26 CIRCULAR 4.0 0 0 0 1 ORIFICE CIRCULAR 0.895833333 0 0 0 WEIR RECT_OPEN 1.0 150 0.25 0.25 [LOSSES] ;;Link Inlet Outlet Average Flap Gate ;;-------------- ---------- ---------- ---------- ---------- [CURVES] ;;Name Type X-Value Y-Value ;;-------------- ---------- ---------- ---------- ;Design Pond Volumes Pond2design Storage 0 5203 Pond Proposed Model SWMM 5 Page 2 30 CONDUIT 301.86 0 00:40 29.20 0.94 0.77 20 CONDUIT 260.41 0 00:40 27.21 0.76 0.71 23 DUMMY 41.40 0 00:40 22 CONDUIT 209.13 0 00:40 18.85 1.33 0.83 21 CONDUIT 54.60 0 00:46 17.42 1.16 1.00 25 CONDUIT 82.53 0 00:40 26.27 3.65 1.00 26 CONDUIT 166.21 0 00:40 13.39 1.16 0.96 ORIFICE ORIFICE 11.21 0 02:09 1.00 WEIR WEIR 0.00 0 00:00 0.00 *************************** Flow Classification Summary *************************** ----------------------------------------------------------------------------------------- Adjusted --- Fraction of Time in Flow Class ---- Avg. Avg. /Actual Up Down Sub Sup Up Down Froude Flow Conduit Length Dry Dry Dry Crit Crit Crit Crit Number Change ----------------------------------------------------------------------------------------- 30 1.00 0.61 0.13 0.00 0.03 0.06 0.00 0.17 0.78 0.0002 20 1.00 0.74 0.01 0.00 0.00 0.25 0.00 0.00 0.86 0.0001 22 1.00 0.75 0.00 0.00 0.01 0.24 0.00 0.00 0.49 0.0003 21 1.00 0.00 0.00 0.00 0.78 0.22 0.00 0.00 0.53 0.0002 25 1.00 0.61 0.06 0.00 0.13 0.02 0.00 0.17 0.23 0.0007 26 1.00 0.61 0.08 0.00 0.10 0.04 0.00 0.17 0.34 0.0002 ************************* Conduit Surcharge Summary ************************* ---------------------------------------------------------------------------- Hours Hours --------- Hours Full -------- Above Full Capacity Conduit Both Ends Upstream Dnstream Normal Flow Limited ---------------------------------------------------------------------------- 23 24.00 24.00 24.00 24.00 0.01 22 0.01 0.01 0.01 0.09 0.01 21 0.16 0.16 0.16 0.29 0.16 25 0.31 0.31 0.31 0.45 0.31 26 0.01 0.01 0.01 0.05 0.01 Analysis begun on: Wed Dec 04 13:08:03 2013 Analysis ended on: Wed Dec 04 13:08:03 2013 Total elapsed time: < 1 sec Pond #2 Corrected Model SWMM 5 Page 4 SWMM 5 Page 1 ******************************** Highest Flow Instability Indexes ******************************** Link 25 (1) ************************* Routing Time Step Summary ************************* Minimum Time Step : 1.32 sec Average Time Step : 8.37 sec Maximum Time Step : 10.00 sec Percent in Steady State : 0.00 Average Iterations per Step : 2.12 *************************** Subcatchment Runoff Summary *************************** -------------------------------------------------------------------------------------------------------- Total Total Total Total Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Coeff Subcatchment in in in in in 10^6 gal CFS -------------------------------------------------------------------------------------------------------- 260 3.67 0.00 0.31 0.59 2.84 1.53 168.33 0.775 230 3.67 0.00 0.31 0.72 2.72 0.38 41.44 0.742 220 3.67 0.00 0.31 0.83 2.62 2.03 209.33 0.713 210 3.67 0.00 0.31 0.95 2.51 1.19 126.11 0.684 250 3.67 0.00 0.32 1.11 2.35 0.94 94.23 0.641 ****************** Node Depth Summary ****************** --------------------------------------------------------------------- Average Maximum Maximum Time of Max Depth Depth HGL Occurrence Node Type Feet Feet Feet days hr:min --------------------------------------------------------------------- 20 JUNCTION 0.25 2.61 5092.12 0 00:40 30 JUNCTION 0.28 3.09 5079.84 0 00:40 23 JUNCTION 0.00 0.00 5076.75 0 00:00 22 JUNCTION 0.35 10.00 5106.41 0 00:38 21 JUNCTION 0.46 10.00 5123.81 0 00:35 25 JUNCTION 0.47 10.00 5077.15 0 00:38 26 JUNCTION 0.28 10.00 5081.10 0 00:40 21INCHPIPE OUTFALL 0.00 0.00 5058.39 0 00:00 SPILLWAY OUTFALL 0.00 0.00 5068.00 0 00:00 POND2 STORAGE 6.45 9.35 5067.74 0 02:09 ******************* Node Inflow Summary ******************* ------------------------------------------------------------------------------------- Maximum Maximum Lateral Total Lateral Total Time of Max Inflow Inflow Inflow Inflow Occurrence Volume Volume Node Type CFS CFS days hr:min 10^6 gal 10^6 gal ------------------------------------------------------------------------------------- 20 JUNCTION 0.00 262.72 0 00:40 0.000 3.013 30 JUNCTION 0.00 301.29 0 00:40 0.000 3.397 23 JUNCTION 41.40 41.40 0 00:40 0.384 0.384 22 JUNCTION 209.13 209.13 0 00:40 2.032 2.032 21 JUNCTION 125.99 125.99 0 00:40 1.192 1.192 25 JUNCTION 94.16 94.16 0 00:40 0.939 0.939 26 JUNCTION 168.15 168.15 0 00:40 1.529 1.529 21INCHPIPE OUTFALL 0.00 11.21 0 02:09 0.000 5.782 SPILLWAY OUTFALL 0.00 0.00 0 00:00 0.000 0.000 Pond #2 Corrected Model SWMM 5 Page 2 FCT-100YR 0:30 5.49 FCT-100YR 0:35 9.95 FCT-100YR 0:40 4.12 FCT-100YR 0:45 2.48 FCT-100YR 0:50 1.46 FCT-100YR 0:55 1.22 FCT-100YR 1:0 1.06 FCT-100YR 1:5 1.00 Pond #2 Corrected Model SWMM 5 Page 3 FCT-100YR 1:10 0.95 FCT-100YR 1:15 0.91 FCT-100YR 1:20 0.87 FCT-100YR 1:25 0.84 FCT-100YR 1:30 0.81 FCT-100YR 1:35 0.78 FCT-100YR 1:40 0.75 FCT-100YR 1:45 0.73 FCT-100YR 1:50 0.71 FCT-100YR 1:55 0.69 FCT-100YR 2:0 0.67 [REPORT] INPUT NO CONTROLS NO SUBCATCHMENTS ALL NODES ALL LINKS ALL [TAGS] [MAP] DIMENSIONS 0.000 0.000 10000.000 10000.000 Units None [COORDINATES] ;;Node X-Coord Y-Coord ;;-------------- ------------------ ------------------ 20 1980.831 6325.879 30 3695.421 7465.389 23 2055.378 8892.439 22 351.438 6325.879 21 1980.831 4494.143 25 6112.886 5165.069 26 6112.886 9882.854 21INCHPIPE 9723.110 6017.039 SPILLWAY 9712.460 6837.061 POND2 6112.886 7465.389 [VERTICES] ;;Link X-Coord Y-Coord ;;-------------- ------------------ ------------------ [Polygons] ;;Subcatchment X-Coord Y-Coord ;;-------------- ------------------ ------------------ 260 5961.461 10777.576 260 6264.311 10777.576 260 6264.311 10521.679 260 5961.461 10521.679 230 1369.844 9451.561 230 1569.453 9451.561 230 1569.453 9313.082 230 1369.844 9313.082 220 -1084.646 6175.678 220 -699.728 6175.678 220 -699.728 6474.242 220 -1084.646 6474.242 210 1803.377 3846.670 210 2156.901 3846.670 210 2159.668 4119.251 210 1803.377 4119.251 250 5910.900 4213.578 250 6314.838 4213.578 250 6315.246 4497.817 250 5910.560 4497.817 [SYMBOLS] ;;Gage X-Coord Y-Coord ;;-------------- ------------------ ------------------ FTC-100YR -244.941 8572.950 Pond #2 Corrected Model SWMM 5 Page 4 ;;-------------- ---------- ---------- ---------- ---------- ---------- 260 0.51 0.5 0.0018 7 0 230 0.51 0.5 0.0018 7 0 220 0.51 0.5 0.0018 7 0 210 0.51 0.5 0.0018 7 0 250 0.51 0.5 0.0018 7 0 Pond #2 Corrected Model SWMM 5 Page 1 [JUNCTIONS] ;; Invert Max. Init. Surcharge Ponded ;;Name Elev. Depth Depth Depth Area ;;-------------- ---------- ---------- ---------- ---------- ---------- 20 5089.51 10.00 0 0 0 30 5076.75 10.00 0 0 0 23 5076.75 10.00 0 0 0 22 5096.41 10.00 0 0 0 21 5113.81 10.00 0 0 0 25 5067.15 10.00 0 0 0 26 5071.10 10.00 0 0 0 [OUTFALLS] ;; Invert Outfall Stage/Table Tide ;;Name Elev. Type Time Series Gate ;;-------------- ---------- ---------- ---------------- ---- 21INCHPIPE 5058.39 FREE NO SPILLWAY 5068.00 FREE NO [STORAGE] ;; Invert Max. Init. Storage Curve Ponded Evap. ;;Name Elev. Depth Depth Curve Params Area Frac. Infiltration Pa ;;-------------- -------- -------- -------- ---------- -------- -------- -------- -------- -------- --------------- POND2 5058.39 9.61 2.81 TABULAR Pond2Asbuilt 0 0 [CONDUITS] ;; Inlet Outlet Manning Inlet Outlet Init. Max. ;;Name Node Node Length N Offset Offset Flow Flow ;;-------------- ---------------- ---------------- ---------- ---------- ---------- ---------- ---------- --------- 30 30 POND2 205 0.013 0 8.11 0 0 20 20 30 225 0.013 0 0 0 0 23 23 30 10 0.001 0 0 0 0 22 22 20 575 0.013 0 0 0 0 21 21 20 565 0.013 0 0 0 0 25 25 POND2 65 0.013 0 8.11 0 0 26 26 POND2 460 0.013 0 8.11 0 0 [ORIFICES] ;; Inlet Outlet Orifice Crest Disch. Flap Open/Close ;;Name Node Node Type Height Coeff. Gate Time ;;-------------- ---------------- ---------------- ------------ ---------- ---------- ---- ---------- ORIFICE 21INCHPIPE POND2 SIDE 0 0.65 NO 0 [WEIRS] ;; Inlet Outlet Weir Crest Disch. Flap End End ;;Name Node Node Type Height Coeff. Gate Con. Coeff. ;;-------------- ---------------- ---------------- ------------ ---------- ---------- ---- -------- ---------- WEIR SPILLWAY POND2 TRANSVERSE 9.61 3.33 YES 0 0 [XSECTIONS] ;;Link Shape Geom1 Geom2 Geom3 Geom4 Barrels ;;-------------- ------------ ---------------- ---------- ---------- ---------- ---------- 30 CIRCULAR 4.0 0 0 0 1 20 CIRCULAR 4.0 0 0 0 1 23 DUMMY 0 0 0 0 1 22 CIRCULAR 4.0 0 0 0 1 21 CIRCULAR 2.0 0 0 0 1 25 CIRCULAR 2.0 0 0 0 1 26 CIRCULAR 4.0 0 0 0 1 ORIFICE CIRCULAR 0.9583 0 0 0 WEIR RECT_OPEN 1.0 150 0.25 0.25 [LOSSES] ;;Link Inlet Outlet Average Flap Gate ;;-------------- ---------- ---------- ---------- ---------- [CURVES] ;;Name Type X-Value Y-Value ;;-------------- ---------- ---------- ---------- ;Design Pond Volumes Pond2design Storage 0 5203 Pond #2 Corrected Model SWMM 5 Page 2 22 CONDUIT 181.66 0 00:40 16.92 1.15 0.80 21 CONDUIT 54.55 0 00:45 17.43 1.16 1.00 25 CONDUIT 80.76 0 00:40 25.71 3.57 1.00 26 CONDUIT 117.91 0 00:40 12.84 0.82 0.69 ORIFICE ORIFICE 10.33 0 01:30 1.00 WEIR WEIR 0.00 0 00:00 0.00 *************************** Flow Classification Summary *************************** ----------------------------------------------------------------------------------------- Adjusted --- Fraction of Time in Flow Class ---- Avg. Avg. /Actual Up Down Sub Sup Up Down Froude Flow Conduit Length Dry Dry Dry Crit Crit Crit Crit Number Change ----------------------------------------------------------------------------------------- 30 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.74 0.0002 20 1.00 0.00 0.79 0.00 0.00 0.21 0.00 0.00 0.71 0.0001 22 1.00 0.79 0.00 0.00 0.01 0.20 0.00 0.00 0.40 0.0002 21 1.00 0.00 0.00 0.00 0.82 0.18 0.00 0.00 0.43 0.0003 25 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.22 0.0007 26 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.34 0.0002 ************************* Conduit Surcharge Summary ************************* ---------------------------------------------------------------------------- Hours Hours --------- Hours Full -------- Above Full Capacity Conduit Both Ends Upstream Dnstream Normal Flow Limited ---------------------------------------------------------------------------- 23 24.00 24.00 24.00 24.00 0.01 22 0.01 0.01 0.01 0.06 0.01 21 0.13 0.13 0.13 0.24 0.13 25 0.27 0.27 0.27 0.42 0.27 Analysis begun on: Wed Dec 04 13:06:43 2013 Analysis ended on: Wed Dec 04 13:06:43 2013 Total elapsed time: < 1 sec Pond #2 Baseline w/ As-built Pond SWMM 5 Page 4 SWMM 5 Page 1 ******************************** Highest Flow Instability Indexes ******************************** All links are stable. ************************* Routing Time Step Summary ************************* Minimum Time Step : 1.31 sec Average Time Step : 8.76 sec Maximum Time Step : 10.00 sec Percent in Steady State : 0.00 Average Iterations per Step : 2.10 *************************** Subcatchment Runoff Summary *************************** -------------------------------------------------------------------------------------------------------- Total Total Total Total Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Coeff Subcatchment in in in in in 10^6 gal CFS -------------------------------------------------------------------------------------------------------- 260 2.89 0.00 0.29 0.76 1.92 1.03 119.47 0.665 230 2.89 0.00 0.27 0.58 2.09 0.29 36.46 0.723 220 2.89 0.00 0.29 0.68 2.00 1.55 182.88 0.691 210 2.89 0.00 0.27 0.77 1.92 0.91 109.60 0.663 250 2.89 0.00 0.29 0.91 1.79 0.71 80.85 0.618 ****************** Node Depth Summary ****************** --------------------------------------------------------------------- Average Maximum Maximum Time of Max Depth Depth HGL Occurrence Node Type Feet Feet Feet days hr:min --------------------------------------------------------------------- 20 JUNCTION 0.20 2.41 5091.92 0 00:40 30 JUNCTION 0.22 2.81 5079.56 0 00:40 23 JUNCTION 0.00 0.00 5076.75 0 00:00 22 JUNCTION 0.26 10.00 5106.41 0 00:39 21 JUNCTION 0.39 10.00 5123.81 0 00:35 25 JUNCTION 0.35 9.70 5076.85 0 00:39 26 JUNCTION 0.21 2.79 5073.89 0 00:40 21INCHPIPE OUTFALL 0.00 0.00 5058.39 0 00:00 SPILLWAY OUTFALL 0.00 0.00 5067.55 0 00:00 POND2 STORAGE 4.95 8.02 5066.41 0 01:30 ******************* Node Inflow Summary ******************* ------------------------------------------------------------------------------------- Maximum Maximum Lateral Total Lateral Total Time of Max Inflow Inflow Inflow Inflow Occurrence Volume Volume Node Type CFS CFS days hr:min 10^6 gal 10^6 gal ------------------------------------------------------------------------------------- 20 JUNCTION 0.00 235.45 0 00:40 0.000 2.321 30 JUNCTION 0.00 267.38 0 00:40 0.000 2.616 23 JUNCTION 36.41 36.41 0 00:40 0.295 0.295 22 JUNCTION 182.63 182.63 0 00:40 1.552 1.552 21 JUNCTION 109.46 109.46 0 00:40 0.911 0.911 25 JUNCTION 80.77 80.77 0 00:40 0.713 0.713 26 JUNCTION 119.32 119.32 0 00:40 1.033 1.033 21INCHPIPE OUTFALL 0.00 10.33 0 01:30 0.000 4.819 SPILLWAY OUTFALL 0.00 0.00 0 00:00 0.000 0.000 Pond #2 Baseline w/ As-built Pond SWMM 5 Page 2 [MAP] DIMENSIONS 0.000 0.000 10000.000 10000.000 Units None [COORDINATES] ;;Node X-Coord Y-Coord Pond #2 Baseline w/ As-built Pond SWMM 5 Page 3 ;;-------------- ------------------ ------------------ 20 1980.831 6325.879 30 3695.421 7465.389 23 2055.378 8892.439 22 351.438 6325.879 21 1980.831 4494.143 25 6112.886 5165.069 26 6112.886 9882.854 21INCHPIPE 9723.110 6017.039 SPILLWAY 9712.460 6837.061 POND2 6112.886 7465.389 [VERTICES] ;;Link X-Coord Y-Coord ;;-------------- ------------------ ------------------ [Polygons] ;;Subcatchment X-Coord Y-Coord ;;-------------- ------------------ ------------------ 260 5961.461 10777.576 260 6264.311 10777.576 260 6264.311 10521.679 260 5961.461 10521.679 230 1369.844 9451.561 230 1569.453 9451.561 230 1569.453 9313.082 230 1369.844 9313.082 220 -1084.646 6175.678 220 -699.728 6175.678 220 -699.728 6474.242 220 -1084.646 6474.242 210 1803.377 3846.670 210 2156.901 3846.670 210 2159.668 4119.251 210 1803.377 4119.251 250 5910.900 4213.578 250 6314.838 4213.578 250 6315.246 4497.817 250 5910.560 4497.817 [SYMBOLS] ;;Gage X-Coord Y-Coord ;;-------------- ------------------ ------------------ FTC-100YROLD -244.941 8572.950 Pond #2 Baseline w/ As-built Pond SWMM 5 Page 4 ;;-------------- ---------- ---------- ---------- ---------- ---------- 260 0.51 0.5 0.0018 7 0 230 0.51 0.5 0.0018 7 0 220 0.51 0.5 0.0018 7 0 210 0.51 0.5 0.0018 7 0 250 0.51 0.5 0.0018 7 0 Pond #2 Baseline w/ As-built Pond SWMM 5 Page 1 [JUNCTIONS] ;; Invert Max. Init. Surcharge Ponded ;;Name Elev. Depth Depth Depth Area ;;-------------- ---------- ---------- ---------- ---------- ---------- 20 5089.51 10.00 0 0 0 30 5076.75 10.00 0 0 0 23 5076.75 10.00 0 0 0 22 5096.41 10.00 0 0 0 21 5113.81 10.00 0 0 0 25 5067.15 10.00 0 0 0 26 5071.10 10.00 0 0 0 [OUTFALLS] ;; Invert Outfall Stage/Table Tide ;;Name Elev. Type Time Series Gate ;;-------------- ---------- ---------- ---------------- ---- 21INCHPIPE 5058.39 FREE NO SPILLWAY 5067.55 FREE NO [STORAGE] ;; Invert Max. Init. Storage Curve Ponded Evap. ;;Name Elev. Depth Depth Curve Params Area Frac. Infiltration Pa ;;-------------- -------- -------- -------- ---------- -------- -------- -------- -------- -------- --------------- POND2 5058.39 9.61 2.81 TABULAR Pond2Asbuilt 0 0 [CONDUITS] ;; Inlet Outlet Manning Inlet Outlet Init. Max. ;;Name Node Node Length N Offset Offset Flow Flow ;;-------------- ---------------- ---------------- ---------- ---------- ---------- ---------- ---------- --------- 30 30 POND2 205 0.013 0 8.11 0 0 20 20 30 225 0.013 0 0 0 0 23 23 30 10 0.001 0 0 0 0 22 22 20 575 0.013 0 0 0 0 21 21 20 565 0.013 0 0 0 0 25 25 POND2 65 0.013 0 8.11 0 0 26 26 POND2 460 0.013 0 8.11 0 0 [ORIFICES] ;; Inlet Outlet Orifice Crest Disch. Flap Open/Close ;;Name Node Node Type Height Coeff. Gate Time ;;-------------- ---------------- ---------------- ------------ ---------- ---------- ---- ---------- ORIFICE 21INCHPIPE POND2 SIDE 0 0.65 NO 0 [WEIRS] ;; Inlet Outlet Weir Crest Disch. Flap End End ;;Name Node Node Type Height Coeff. Gate Con. Coeff. ;;-------------- ---------------- ---------------- ------------ ---------- ---------- ---- -------- ---------- WEIR SPILLWAY POND2 TRANSVERSE 8.55 3.33 YES 0 0 [XSECTIONS] ;;Link Shape Geom1 Geom2 Geom3 Geom4 Barrels ;;-------------- ------------ ---------------- ---------- ---------- ---------- ---------- 30 CIRCULAR 4.0 0 0 0 1 20 CIRCULAR 4.0 0 0 0 1 23 DUMMY 0 0 0 0 1 22 CIRCULAR 4.0 0 0 0 1 21 CIRCULAR 2.0 0 0 0 1 25 CIRCULAR 2.0 0 0 0 1 26 CIRCULAR 4.0 0 0 0 1 ORIFICE CIRCULAR 0.9583 0 0 0 WEIR RECT_OPEN 1.0 150 0.25 0.25 [LOSSES] ;;Link Inlet Outlet Average Flap Gate ;;-------------- ---------- ---------- ---------- ---------- [CURVES] ;;Name Type X-Value Y-Value ;;-------------- ---------- ---------- ---------- ;Design Pond Volumes Pond2design Storage 0 5203 Pond #2 Baseline w/ As-built Pond SWMM 5 Page 2 22 CONDUIT 181.66 0 00:40 16.92 1.15 0.80 21 CONDUIT 54.55 0 00:45 17.43 1.16 1.00 25 CONDUIT 80.76 0 00:40 25.71 3.57 1.00 26 CONDUIT 117.91 0 00:40 12.84 0.82 0.69 ORIFICE ORIFICE 9.81 0 01:31 1.00 WEIR WEIR 0.00 0 00:00 0.00 *************************** Flow Classification Summary *************************** ----------------------------------------------------------------------------------------- Adjusted --- Fraction of Time in Flow Class ---- Avg. Avg. /Actual Up Down Sub Sup Up Down Froude Flow Conduit Length Dry Dry Dry Crit Crit Crit Crit Number Change ----------------------------------------------------------------------------------------- 30 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.74 0.0002 20 1.00 0.00 0.79 0.00 0.00 0.21 0.00 0.00 0.71 0.0001 22 1.00 0.79 0.00 0.00 0.01 0.20 0.00 0.00 0.40 0.0002 21 1.00 0.00 0.00 0.00 0.82 0.18 0.00 0.00 0.43 0.0003 25 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.22 0.0007 26 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.34 0.0002 ************************* Conduit Surcharge Summary ************************* ---------------------------------------------------------------------------- Hours Hours --------- Hours Full -------- Above Full Capacity Conduit Both Ends Upstream Dnstream Normal Flow Limited ---------------------------------------------------------------------------- 23 24.00 24.00 24.00 24.00 0.01 22 0.01 0.01 0.01 0.06 0.01 21 0.13 0.13 0.13 0.24 0.13 25 0.27 0.27 0.27 0.42 0.27 Analysis begun on: Wed Dec 04 13:05:17 2013 Analysis ended on: Wed Dec 04 13:05:17 2013 Total elapsed time: < 1 sec Pond #2 Baseline Model SWMM 5 Page 4 SWMM 5 Page 1 ******************************** Highest Flow Instability Indexes ******************************** All links are stable. ************************* Routing Time Step Summary ************************* Minimum Time Step : 1.31 sec Average Time Step : 8.76 sec Maximum Time Step : 10.00 sec Percent in Steady State : 0.00 Average Iterations per Step : 2.10 *************************** Subcatchment Runoff Summary *************************** -------------------------------------------------------------------------------------------------------- Total Total Total Total Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Coeff Subcatchment in in in in in 10^6 gal CFS -------------------------------------------------------------------------------------------------------- 260 2.89 0.00 0.29 0.76 1.92 1.03 119.47 0.665 230 2.89 0.00 0.27 0.58 2.09 0.29 36.46 0.723 220 2.89 0.00 0.29 0.68 2.00 1.55 182.88 0.691 210 2.89 0.00 0.27 0.77 1.92 0.91 109.60 0.663 250 2.89 0.00 0.29 0.91 1.79 0.71 80.85 0.618 ****************** Node Depth Summary ****************** --------------------------------------------------------------------- Average Maximum Maximum Time of Max Depth Depth HGL Occurrence Node Type Feet Feet Feet days hr:min --------------------------------------------------------------------- 20 JUNCTION 0.20 2.41 5091.92 0 00:40 30 JUNCTION 0.22 2.81 5079.56 0 00:40 23 JUNCTION 0.00 0.00 5076.75 0 00:00 22 JUNCTION 0.26 10.00 5106.41 0 00:39 21 JUNCTION 0.39 10.00 5123.81 0 00:35 25 JUNCTION 0.35 9.70 5076.85 0 00:39 26 JUNCTION 0.21 2.79 5073.89 0 00:40 21INCHPIPE OUTFALL 0.00 0.00 5059.00 0 00:00 SPILLWAY OUTFALL 0.00 0.00 5067.50 0 00:00 POND2 STORAGE 4.50 7.28 5066.28 0 01:31 ******************* Node Inflow Summary ******************* ------------------------------------------------------------------------------------- Maximum Maximum Lateral Total Lateral Total Time of Max Inflow Inflow Inflow Inflow Occurrence Volume Volume Node Type CFS CFS days hr:min 10^6 gal 10^6 gal ------------------------------------------------------------------------------------- 20 JUNCTION 0.00 235.45 0 00:40 0.000 2.321 30 JUNCTION 0.00 267.38 0 00:40 0.000 2.616 23 JUNCTION 36.41 36.41 0 00:40 0.295 0.295 22 JUNCTION 182.63 182.63 0 00:40 1.552 1.552 21 JUNCTION 109.46 109.46 0 00:40 0.911 0.911 25 JUNCTION 80.77 80.77 0 00:40 0.713 0.713 26 JUNCTION 119.32 119.32 0 00:40 1.033 1.033 21INCHPIPE OUTFALL 0.00 9.81 0 01:31 0.000 4.661 SPILLWAY OUTFALL 0.00 0.00 0 00:00 0.000 0.000 Pond #2 Baseline Model SWMM 5 Page 2 25 6112.886 5165.069 26 6112.886 9882.854 21INCHPIPE 9723.110 6017.039 SPILLWAY 9712.460 6837.061 POND2 6112.886 7465.389 Pond #2 Baseline Model SWMM 5 Page 3 [VERTICES] ;;Link X-Coord Y-Coord ;;-------------- ------------------ ------------------ [Polygons] ;;Subcatchment X-Coord Y-Coord ;;-------------- ------------------ ------------------ 260 5961.461 10777.576 260 6264.311 10777.576 260 6264.311 10521.679 260 5961.461 10521.679 230 1369.844 9451.561 230 1569.453 9451.561 230 1569.453 9313.082 230 1369.844 9313.082 220 -1084.646 6175.678 220 -699.728 6175.678 220 -699.728 6474.242 220 -1084.646 6474.242 210 1803.377 3846.670 210 2156.901 3846.670 210 2159.668 4119.251 210 1803.377 4119.251 250 5910.900 4213.578 250 6314.838 4213.578 250 6315.246 4497.817 250 5910.560 4497.817 [SYMBOLS] ;;Gage X-Coord Y-Coord ;;-------------- ------------------ ------------------ FTC-100YROLD -244.941 8572.950 Pond #2 Baseline Model SWMM 5 Page 4 ;;-------------- ---------- ---------- ---------- ---------- ---------- 260 0.51 0.5 0.0018 7 0 230 0.51 0.5 0.0018 7 0 220 0.51 0.5 0.0018 7 0 210 0.51 0.5 0.0018 7 0 250 0.51 0.5 0.0018 7 0 Pond #2 Baseline Model SWMM 5 Page 1 [JUNCTIONS] ;; Invert Max. Init. Surcharge Ponded ;;Name Elev. Depth Depth Depth Area ;;-------------- ---------- ---------- ---------- ---------- ---------- 20 5089.51 10.00 0 0 0 30 5076.75 10.00 0 0 0 23 5076.75 10.00 0 0 0 22 5096.41 10.00 0 0 0 21 5113.81 10.00 0 0 0 25 5067.15 10.00 0 0 0 26 5071.10 10.00 0 0 0 [OUTFALLS] ;; Invert Outfall Stage/Table Tide ;;Name Elev. Type Time Series Gate ;;-------------- ---------- ---------- ---------------- ---- 21INCHPIPE 5059.00 FREE NO SPILLWAY 5067.50 FREE NO [STORAGE] ;; Invert Max. Init. Storage Curve Ponded Evap. ;;Name Elev. Depth Depth Curve Params Area Frac. Infiltration Pa ;;-------------- -------- -------- -------- ---------- -------- -------- -------- -------- -------- --------------- POND2 5059.00 8.5 2.08 TABULAR Pond2design 0 0 [CONDUITS] ;; Inlet Outlet Manning Inlet Outlet Init. Max. ;;Name Node Node Length N Offset Offset Flow Flow ;;-------------- ---------------- ---------------- ---------- ---------- ---------- ---------- ---------- --------- 30 30 POND2 205 0.013 0 7.5 0 0 20 20 30 225 0.013 0 0 0 0 23 23 30 10 0.001 0 0 0 0 22 22 20 575 0.013 0 0 0 0 21 21 20 565 0.013 0 0 0 0 25 25 POND2 65 0.013 0 7.5 0 0 26 26 POND2 460 0.013 0 7.5 0 0 [ORIFICES] ;; Inlet Outlet Orifice Crest Disch. Flap Open/Close ;;Name Node Node Type Height Coeff. Gate Time ;;-------------- ---------------- ---------------- ------------ ---------- ---------- ---- ---------- ORIFICE 21INCHPIPE POND2 SIDE 0 0.65 NO 0 [WEIRS] ;; Inlet Outlet Weir Crest Disch. Flap End End ;;Name Node Node Type Height Coeff. Gate Con. Coeff. ;;-------------- ---------------- ---------------- ------------ ---------- ---------- ---- -------- ---------- WEIR SPILLWAY POND2 TRANSVERSE 8.5 3.33 NO 0 0 [XSECTIONS] ;;Link Shape Geom1 Geom2 Geom3 Geom4 Barrels ;;-------------- ------------ ---------------- ---------- ---------- ---------- ---------- 30 CIRCULAR 4.0 0 0 0 1 20 CIRCULAR 4.0 0 0 0 1 23 DUMMY 0 0 0 0 1 22 CIRCULAR 4.0 0 0 0 1 21 CIRCULAR 2.0 0 0 0 1 25 CIRCULAR 2.0 0 0 0 1 26 CIRCULAR 4.0 0 0 0 1 ORIFICE CIRCULAR 0.9583 0 0 0 WEIR RECT_OPEN 1.0 150 0.25 0.25 [LOSSES] ;;Link Inlet Outlet Average Flap Gate ;;-------------- ---------- ---------- ---------- ---------- [CURVES] ;;Name Type X-Value Y-Value ;;-------------- ---------- ---------- ---------- ;Design Pond Volumes Pond2design Storage 0 5203 Pond #2 Baseline Model SWMM 5 Page 2 0.48 Basin Length (ft) Width (ft) Weighted Average: Conveyance Elements Element Size (in) Length (ft) Slope Composite "C" 1.72 0.49 0.83 Slope Subbasin Area (ac) Total Impervious Area (ac) % Imperv Composite "C" Sum: 2.48 Area (ac) Total Impervious Area (ac) % Imperv Weighed Average: Basin Length (ft) Width (ft) Slope Subbasin Area (ac) Total Impervious Area (ac) % Imperv Composite "C" 230 150 1511 2% 0.4 0.57 0.41 1.1 Sum: 5.57 Weighed Average: Basin Length (ft) Width (ft) Slope Subbasin 210 125 6107 2% 1.59 0.99 1.34 Sum: 4.6 Weighed Average: Basin Length (ft) Width (ft) Slope Subbasin 1.59 1.4 Area (ac) Total Impervious Area (ac) 2% 0.7 1.16 0.86 0.54 Composite "C" % Imperv 220 125 7511 1.95 0.93 0.83 0.93 0.97 SWMM Input Data - Pond #2 Models 4-5 Ridewood Hills P.U.D. Filing #4 Basin Length (ft) Width (ft) Slope Subbasin Area (ac) Total Impervious Area (ac) % Imperv Composite "C" Total Impervious Area (ac) % Imperv Composite "C" 260 125 5627 2% 1.25 0.79 0.39 Sum: 3.04 Weighted Average: Basin Length (ft) Width (ft) Slope Subbasin Area (ac) Total Impervious Area (ac) % Imperv Composite "C" 250 125 5627 2% 1.72 0.49 0.83 Basin Length (ft) Width (ft) Slope Subbasin Area (ac) Sum: 2.48 Weighed Average: Area (ac) Total Impervious Area (ac) % Imperv Composite "C" 230 150 1511 2% 0.4 0.57 Weighed Average: Basin Length (ft) Width (ft) Slope Subbasin 0.41 1.1 210 125 6107 2% 1.59 0.99 1.59 1.4 Sum: 5.57 Sum: 4.6 Weighed Average: Basin Length (ft) Width (ft) Slope Subbasin Area (ac) Total Impervious Area (ac) % Imperv Composite "C" 1.34 1.95 0.93 0.83 0.93 0.97 % Imperv Composite "C" 220 125 7511 2% 0.7 1.16 0.86 0.54 SWMM Input Data - Pond #2 Proposed Models Ridewood Hills P.U.D. Filing #4 Basin Length (ft) Width (ft) Slope Subbasin Area (ac) Total Impervious Area (ac) #N/A #N/A STAGE-STORAGE SIZING FOR DETENTION BASINS Ridgewood Hills Fourth Filing Check Basin Shape Pond #2 As-built UD Detention Existing 2.xls, Basin 12/4/2013, 12:08 PM SWMM 5 Page 3 15 DUMMY 81.87 0 00:39 WEIR WEIR 18.43 0 01:54 1.00 *************************** Flow Classification Summary *************************** ----------------------------------------------------------------------------------------- Adjusted --- Fraction of Time in Flow Class ---- Avg. Avg. /Actual Up Down Sub Sup Up Down Froude Flow Conduit Length Dry Dry Dry Crit Crit Crit Crit Number Change ----------------------------------------------------------------------------------------- 14 1.00 0.00 0.83 0.00 0.14 0.02 0.00 0.00 0.07 0.0002 12 1.00 0.83 0.04 0.00 0.02 0.10 0.00 0.00 0.20 0.0003 10 1.00 0.88 0.01 0.00 0.11 0.01 0.00 0.00 0.09 0.0003 ************************* Conduit Surcharge Summary ************************* ---------------------------------------------------------------------------- Hours Hours --------- Hours Full -------- Above Full Capacity Conduit Both Ends Upstream Dnstream Normal Flow Limited ---------------------------------------------------------------------------- 12 0.01 0.01 0.01 0.09 0.01 13 24.00 24.00 24.00 24.00 0.01 11 24.00 24.00 24.00 24.00 0.01 10 0.05 0.05 0.05 0.01 0.01 15 24.00 24.00 24.00 24.00 0.01 Analysis begun on: Wed Dec 04 13:01:06 2013 Analysis ended on: Wed Dec 04 13:01:06 2013 Total elapsed time: < 1 sec Pond #1 Proposed Model with Clogged Orifice SWMM 5 Page 4 SWMM 5 Page 1 ******************************** Highest Flow Instability Indexes ******************************** Link WEIR (2) ************************* Routing Time Step Summary ************************* Minimum Time Step : 4.99 sec Average Time Step : 9.97 sec Maximum Time Step : 10.00 sec Percent in Steady State : 0.00 Average Iterations per Step : 2.02 *************************** Subcatchment Runoff Summary *************************** -------------------------------------------------------------------------------------------------------- Total Total Total Total Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Coeff Subcatchment in in in in in 10^6 gal CFS -------------------------------------------------------------------------------------------------------- 130 3.67 0.00 0.31 0.74 2.69 0.96 97.69 0.733 110 3.67 0.00 0.32 0.86 2.58 1.00 103.46 0.704 100 3.67 0.00 0.32 0.88 2.57 0.40 41.89 0.700 150 3.67 0.00 0.32 0.94 2.50 0.90 82.15 0.681 ****************** Node Depth Summary ****************** --------------------------------------------------------------------- Average Maximum Maximum Time of Max Depth Depth HGL Occurrence Node Type Feet Feet Feet days hr:min --------------------------------------------------------------------- 12 JUNCTION 0.12 10.00 5125.16 0 00:39 14 JUNCTION 0.08 2.54 5105.04 0 00:40 13 JUNCTION 0.00 0.00 5102.50 0 00:00 11 JUNCTION 0.00 0.00 5115.16 0 00:00 10 JUNCTION 0.07 10.00 5130.64 0 00:39 15 JUNCTION 0.00 0.00 5077.09 0 00:00 SPILLWAY OUTFALL 0.00 0.00 5078.00 0 00:00 POND STORAGE 8.27 8.50 5078.05 0 01:54 ******************* Node Inflow Summary ******************* ------------------------------------------------------------------------------------- Maximum Maximum Lateral Total Lateral Total Time of Max Inflow Inflow Inflow Inflow Occurrence Volume Volume Node Type CFS CFS days hr:min 10^6 gal 10^6 gal ------------------------------------------------------------------------------------- 12 JUNCTION 0.00 144.84 0 00:39 0.000 1.400 14 JUNCTION 0.00 228.64 0 00:40 0.000 2.351 13 JUNCTION 97.36 97.36 0 00:39 0.958 0.957 11 JUNCTION 103.10 103.10 0 00:39 0.996 0.995 10 JUNCTION 41.74 41.74 0 00:39 0.404 0.404 15 JUNCTION 81.87 81.87 0 00:39 0.899 0.899 SPILLWAY OUTFALL 0.00 18.43 0 01:54 0.000 0.171 POND STORAGE 0.00 306.03 0 00:40 0.000 3.490 ********************** Pond #1 Proposed Model with Clogged Orifice SWMM 5 Page 2 NEWFCT-100YR 1:40 0.75 NEWFCT-100YR 1:45 0.73 NEWFCT-100YR 1:50 0.71 NEWFCT-100YR 1:55 0.69 NEWFCT-100YR 2:0 0.67 [REPORT] INPUT NO CONTROLS NO SUBCATCHMENTS ALL Pond #1 Proposed Model with Clogged Orifice SWMM 5 Page 3 NODES ALL LINKS ALL [TAGS] [MAP] DIMENSIONS 0.000 0.000 10000.000 10000.000 Units None [COORDINATES] ;;Node X-Coord Y-Coord ;;-------------- ------------------ ------------------ 12 2843.450 5399.361 14 5388.711 5399.361 13 5388.711 7806.177 11 873.269 6666.667 10 958.466 4259.851 15 7880.724 3120.341 SPILLWAY 12066.028 7092.652 POND 7880.724 5399.361 [VERTICES] ;;Link X-Coord Y-Coord ;;-------------- ------------------ ------------------ [Polygons] ;;Subcatchment X-Coord Y-Coord ;;-------------- ------------------ ------------------ 130 5607.042 9387.812 130 5607.025 9078.752 130 5170.390 9078.752 130 5170.390 9387.591 110 -1139.510 7848.775 110 -1128.860 8189.563 110 -1544.196 8189.563 110 -1544.196 7848.775 100 -841.321 3067.093 100 -841.321 3450.479 100 -1267.306 3450.479 100 -1267.306 3067.093 150 8037.293 1399.700 150 8037.293 1645.469 150 7724.155 1645.469 150 7724.155 1400.948 [SYMBOLS] ;;Gage X-Coord Y-Coord ;;-------------- ------------------ ------------------ FTC-100YR 3759.318 7018.104 [LABELS] ;;X-Coord Y-Coord Label 4674.466 3916.582 "NEWFTC-100YR" "" "Arial" 10 0 0 6783.813 1256.656 "Add Basin 927 Developed Condition" "" "Arial" 10 0 0 Pond #1 Proposed Model with Clogged Orifice SWMM 5 Page 4 110 0.51 0.5 0.0018 7 0 100 0.51 0.5 0.0018 7 0 150 0.51 0.5 0.0018 7 0 [JUNCTIONS] ;; Invert Max. Init. Surcharge Ponded Pond #1 Proposed Model with Clogged Orifice SWMM 5 Page 1 ;;Name Elev. Depth Depth Depth Area ;;-------------- ---------- ---------- ---------- ---------- ---------- 12 5115.16 10 0 0 0 14 5102.5 10 0 0 0 13 5102.5 10 0 0 0 11 5115.16 10 0 0 0 10 5120.64 10 0 0 0 15 5077.09 10 0 0 0 [OUTFALLS] ;; Invert Outfall Stage/Table Tide ;;Name Elev. Type Time Series Gate ;;-------------- ---------- ---------- ---------------- ---- SPILLWAY 5078.00 FREE NO [STORAGE] ;; Invert Max. Init. Storage Curve Ponded Evap. ;;Name Elev. Depth Depth Curve Params Area Frac. Infiltration Pa ;;-------------- -------- -------- -------- ---------- -------- -------- -------- -------- -------- --------------- POND 5069.55 9.45 2.25 TABULAR Pond1Asbuilt 0 0 [CONDUITS] ;; Inlet Outlet Manning Inlet Outlet Init. Max. ;;Name Node Node Length N Offset Offset Flow Flow ;;-------------- ---------------- ---------------- ---------- ---------- ---------- ---------- ---------- --------- 14 14 POND 500 0.013 0 0 0 0 12 12 14 1055 0.013 0 0 0 0 13 13 14 10 0.001 0 0 0 0 11 11 12 10 0.001 0 0 0 0 10 10 12 365 0.013 0 0 0 0 15 15 POND 10 0.001 0 0 0 0 [WEIRS] ;; Inlet Outlet Weir Crest Disch. Flap End End ;;Name Node Node Type Height Coeff. Gate Con. Coeff. ;;-------------- ---------------- ---------------- ------------ ---------- ---------- ---- -------- ---------- WEIR POND SPILLWAY TRANSVERSE 0 3.33 YES 0 0 [XSECTIONS] ;;Link Shape Geom1 Geom2 Geom3 Geom4 Barrels ;;-------------- ------------ ---------------- ---------- ---------- ---------- ---------- 14 CIRCULAR 3.5 0 0 0 1 12 CIRCULAR 3.5 0 0 0 1 13 DUMMY 0 0 0 0 1 11 DUMMY 0 0 0 0 1 10 CIRCULAR 2.5 0 0 0 1 15 DUMMY 0 0 0 0 1 WEIR RECT_OPEN 1 40 0.25 0.25 [LOSSES] ;;Link Inlet Outlet Average Flap Gate ;;-------------- ---------- ---------- ---------- ---------- [CURVES] ;;Name Type X-Value Y-Value ;;-------------- ---------- ---------- ---------- ;Design Pond Volumes Pond1design Storage 0 4155 Pond1design 1 20867 Pond1design 2 40136 Pond1design 3 56043 Pond1design 4 65178 Pond1design 5 69558 Pond1design 6 74015 Pond1design 7 78587 Pond1design 8 83228 STRUCTURE Storage 1 0 STRUCTURE 2 12 STRUCTURE 3 12 STRUCTURE 4 12 Pond #1 Proposed Model with Clogged Orifice SWMM 5 Page 2 11 DUMMY 103.17 0 00:39 10 CONDUIT 41.75 0 00:39 8.50 0.83 1.00 15 DUMMY 81.92 0 00:39 ORIFICE ORIFICE 9.86 0 02:08 1.00 WEIR WEIR 0.00 0 00:00 0.00 *************************** Flow Classification Summary *************************** ----------------------------------------------------------------------------------------- Adjusted --- Fraction of Time in Flow Class ---- Avg. Avg. /Actual Up Down Sub Sup Up Down Froude Flow Conduit Length Dry Dry Dry Crit Crit Crit Crit Number Change ----------------------------------------------------------------------------------------- 14 1.00 0.21 0.63 0.00 0.14 0.02 0.00 0.00 0.07 0.0002 12 1.00 0.83 0.04 0.00 0.02 0.10 0.00 0.00 0.20 0.0003 10 1.00 0.88 0.01 0.00 0.11 0.01 0.00 0.00 0.09 0.0003 ************************* Conduit Surcharge Summary ************************* ---------------------------------------------------------------------------- Hours Hours --------- Hours Full -------- Above Full Capacity Conduit Both Ends Upstream Dnstream Normal Flow Limited ---------------------------------------------------------------------------- 12 0.01 0.01 0.01 0.09 0.01 13 24.00 24.00 24.00 24.00 0.01 11 24.00 24.00 24.00 24.00 0.01 10 0.05 0.05 0.05 0.01 0.01 15 24.00 24.00 24.00 24.00 0.01 Analysis begun on: Wed Dec 04 13:00:03 2013 Analysis ended on: Wed Dec 04 13:00:03 2013 Total elapsed time: < 1 sec Pond #1 Proposed Model SWMM 5 Page 4 SWMM 5 Page 1 ******************************** Highest Flow Instability Indexes ******************************** All links are stable. ************************* Routing Time Step Summary ************************* Minimum Time Step : 5.42 sec Average Time Step : 9.97 sec Maximum Time Step : 10.00 sec Percent in Steady State : 0.00 Average Iterations per Step : 2.02 *************************** Subcatchment Runoff Summary *************************** -------------------------------------------------------------------------------------------------------- Total Total Total Total Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Coeff Subcatchment in in in in in 10^6 gal CFS -------------------------------------------------------------------------------------------------------- 130 3.67 0.00 0.31 0.74 2.69 0.96 97.69 0.733 110 3.67 0.00 0.32 0.86 2.58 1.00 103.46 0.704 100 3.67 0.00 0.32 0.88 2.57 0.40 41.89 0.700 150 3.67 0.00 0.32 0.94 2.50 0.90 82.15 0.681 ****************** Node Depth Summary ****************** --------------------------------------------------------------------- Average Maximum Maximum Time of Max Depth Depth HGL Occurrence Node Type Feet Feet Feet days hr:min --------------------------------------------------------------------- 12 JUNCTION 0.12 10.00 5125.16 0 00:39 14 JUNCTION 0.08 2.54 5105.04 0 00:40 11 JUNCTION 0.00 0.00 5115.16 0 00:00 13 JUNCTION 0.00 0.00 5102.50 0 00:00 10 JUNCTION 0.07 10.00 5130.64 0 00:39 15 JUNCTION 0.00 0.00 5077.09 0 00:00 21INCHPIPE OUTFALL 0.00 0.00 5069.55 0 00:00 SPILLWAY OUTFALL 0.00 0.00 5078.00 0 00:00 POND STORAGE 3.57 7.97 5077.52 0 02:08 ******************* Node Inflow Summary ******************* ------------------------------------------------------------------------------------- Maximum Maximum Lateral Total Lateral Total Time of Max Inflow Inflow Inflow Inflow Occurrence Volume Volume Node Type CFS CFS days hr:min 10^6 gal 10^6 gal ------------------------------------------------------------------------------------- 12 JUNCTION 0.00 144.91 0 00:39 0.000 1.400 14 JUNCTION 0.00 228.60 0 00:40 0.000 2.352 11 JUNCTION 103.17 103.17 0 00:39 0.996 0.995 13 JUNCTION 97.42 97.42 0 00:39 0.958 0.957 10 JUNCTION 41.77 41.77 0 00:39 0.404 0.404 15 JUNCTION 81.92 81.92 0 00:39 0.899 0.899 21INCHPIPE OUTFALL 0.00 9.86 0 02:08 0.000 3.502 SPILLWAY OUTFALL 0.00 0.00 0 00:00 0.000 0.000 POND STORAGE 0.00 306.00 0 00:40 0.000 3.490 Pond #1 Proposed Model SWMM 5 Page 2 NEWFCT-100YR 1:10 0.95 NEWFCT-100YR 1:15 0.91 NEWFCT-100YR 1:20 0.87 NEWFCT-100YR 1:25 0.84 NEWFCT-100YR 1:30 0.81 NEWFCT-100YR 1:35 0.78 NEWFCT-100YR 1:40 0.75 NEWFCT-100YR 1:45 0.73 Pond #1 Proposed Model SWMM 5 Page 3 NEWFCT-100YR 1:50 0.71 NEWFCT-100YR 1:55 0.69 NEWFCT-100YR 2:0 0.67 [REPORT] INPUT NO CONTROLS NO SUBCATCHMENTS ALL NODES ALL LINKS ALL [TAGS] [MAP] DIMENSIONS 0.000 0.000 10000.000 10000.000 Units None [COORDINATES] ;;Node X-Coord Y-Coord ;;-------------- ------------------ ------------------ 12 2843.450 5399.361 14 5388.711 5399.361 11 873.269 6666.667 13 5388.711 7806.177 10 958.466 4259.851 15 7880.724 3120.341 21INCHPIPE 12151.225 4771.033 SPILLWAY 12066.028 7092.652 POND 7880.724 5399.361 [VERTICES] ;;Link X-Coord Y-Coord ;;-------------- ------------------ ------------------ [Polygons] ;;Subcatchment X-Coord Y-Coord ;;-------------- ------------------ ------------------ 130 5607.042 9387.812 130 5607.025 9078.752 130 5170.390 9078.752 130 5170.390 9387.591 110 -1139.510 7848.775 110 -1128.860 8189.563 110 -1544.196 8189.563 110 -1544.196 7848.775 100 -841.321 3067.093 100 -841.321 3450.479 100 -1267.306 3450.479 100 -1267.306 3067.093 150 8037.293 1399.700 150 8037.293 1645.469 150 7724.155 1645.469 150 7724.155 1400.948 [SYMBOLS] ;;Gage X-Coord Y-Coord ;;-------------- ------------------ ------------------ NEWFTC-100YR 3759.318 7018.104 [LABELS] ;;X-Coord Y-Coord Label 4674.466 3916.582 "NEWFTC-100YR" "" "Arial" 10 0 0 6783.813 1256.656 "Add Basin 927 Developed Condition" "" "Arial" 10 0 0 Pond #1 Proposed Model SWMM 5 Page 4 110 0.51 0.5 0.0018 7 0 100 0.51 0.5 0.0018 7 0 150 0.51 0.5 0.0018 7 0 [JUNCTIONS] ;; Invert Max. Init. Surcharge Ponded Pond #1 Proposed Model SWMM 5 Page 1 ;;Name Elev. Depth Depth Depth Area ;;-------------- ---------- ---------- ---------- ---------- ---------- 12 5115.16 10 0 0 0 14 5102.5 10 0 0 0 11 5115.16 10 0 0 0 13 5102.5 10 0 0 0 10 5120.64 10 0 0 0 15 5077.09 10 0 0 0 [OUTFALLS] ;; Invert Outfall Stage/Table Tide ;;Name Elev. Type Time Series Gate ;;-------------- ---------- ---------- ---------------- ---- 21INCHPIPE 5069.55 FREE NO SPILLWAY 5078.00 FREE NO [STORAGE] ;; Invert Max. Init. Storage Curve Ponded Evap. ;;Name Elev. Depth Depth Curve Params Area Frac. Infiltration Pa ;;-------------- -------- -------- -------- ---------- -------- -------- -------- -------- -------- --------------- POND 5069.55 9.45 2.25 TABULAR Pond1Asbuilt 0 0 [CONDUITS] ;; Inlet Outlet Manning Inlet Outlet Init. Max. ;;Name Node Node Length N Offset Offset Flow Flow ;;-------------- ---------------- ---------------- ---------- ---------- ---------- ---------- ---------- --------- 14 14 POND 500 0.013 0 0 0 0 12 12 14 1055 0.013 0 0 0 0 13 13 14 10 0.001 0 0 0 0 11 11 12 10 0.001 0 0 0 0 10 10 12 365 0.013 0 0 0 0 15 15 POND 10 0.001 0 0 0 0 [ORIFICES] ;; Inlet Outlet Orifice Crest Disch. Flap Open/Close ;;Name Node Node Type Height Coeff. Gate Time ;;-------------- ---------------- ---------------- ------------ ---------- ---------- ---- ---------- ORIFICE POND 21INCHPIPE SIDE 0 0.65 NO 0 [WEIRS] ;; Inlet Outlet Weir Crest Disch. Flap End End ;;Name Node Node Type Height Coeff. Gate Con. Coeff. ;;-------------- ---------------- ---------------- ------------ ---------- ---------- ---- -------- ---------- WEIR POND SPILLWAY TRANSVERSE 8.45 3.33 YES 0 0 [XSECTIONS] ;;Link Shape Geom1 Geom2 Geom3 Geom4 Barrels ;;-------------- ------------ ---------------- ---------- ---------- ---------- ---------- 14 CIRCULAR 3.5 0 0 0 1 12 CIRCULAR 3.5 0 0 0 1 13 DUMMY 0 0 0 0 1 11 DUMMY 0 0 0 0 1 10 CIRCULAR 2.5 0 0 0 1 15 DUMMY 0 0 0 0 1 ORIFICE CIRCULAR 0.9375 0 0 0 WEIR RECT_OPEN 1 40 0.25 0.25 [LOSSES] ;;Link Inlet Outlet Average Flap Gate ;;-------------- ---------- ---------- ---------- ---------- [CURVES] ;;Name Type X-Value Y-Value ;;-------------- ---------- ---------- ---------- ;Design Pond Volumes Pond1design Storage 0 4155 Pond1design 1 20867 Pond1design 2 40136 Pond1design 3 56043 Pond1design 4 65178 Pond1design 5 69558 Pond1design 6 74015 Pond #1 Proposed Model SWMM 5 Page 2 11 DUMMY 103.24 0 00:39 10 CONDUIT 41.78 0 00:39 8.51 0.83 1.00 15 DUMMY 55.53 0 00:39 ORIFICE ORIFICE 9.89 0 02:08 1.00 WEIR WEIR 0.00 0 00:00 0.00 *************************** Flow Classification Summary *************************** ----------------------------------------------------------------------------------------- Adjusted --- Fraction of Time in Flow Class ---- Avg. Avg. /Actual Up Down Sub Sup Up Down Froude Flow Conduit Length Dry Dry Dry Crit Crit Crit Crit Number Change ----------------------------------------------------------------------------------------- 14 1.00 0.29 0.55 0.00 0.14 0.03 0.00 0.00 0.07 0.0002 12 1.00 0.83 0.04 0.00 0.02 0.10 0.00 0.00 0.20 0.0003 10 1.00 0.88 0.01 0.00 0.11 0.01 0.00 0.00 0.09 0.0003 ************************* Conduit Surcharge Summary ************************* ---------------------------------------------------------------------------- Hours Hours --------- Hours Full -------- Above Full Capacity Conduit Both Ends Upstream Dnstream Normal Flow Limited ---------------------------------------------------------------------------- 12 0.01 0.01 0.01 0.09 0.01 13 24.00 24.00 24.00 24.00 0.01 11 24.00 24.00 24.00 24.00 0.01 10 0.05 0.05 0.05 0.01 0.01 15 24.00 24.00 24.00 24.00 0.01 Analysis begun on: Wed Dec 04 12:58:20 2013 Analysis ended on: Wed Dec 04 12:58:20 2013 Total elapsed time: < 1 sec Pond #1 Corrected Model SWMM 5 Page 4 SWMM 5 Page 1 ******************************** Highest Flow Instability Indexes ******************************** All links are stable. ************************* Routing Time Step Summary ************************* Minimum Time Step : 4.82 sec Average Time Step : 9.97 sec Maximum Time Step : 10.00 sec Percent in Steady State : 0.00 Average Iterations per Step : 2.02 *************************** Subcatchment Runoff Summary *************************** -------------------------------------------------------------------------------------------------------- Total Total Total Total Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Coeff Subcatchment in in in in in 10^6 gal CFS -------------------------------------------------------------------------------------------------------- 130 3.67 0.00 0.31 0.75 2.69 0.96 97.69 0.733 110 3.67 0.00 0.31 0.87 2.58 1.00 103.46 0.704 100 3.67 0.00 0.31 0.88 2.57 0.40 41.89 0.700 150 3.67 0.00 0.31 0.99 2.47 0.56 55.65 0.672 ****************** Node Depth Summary ****************** --------------------------------------------------------------------- Average Maximum Maximum Time of Max Depth Depth HGL Occurrence Node Type Feet Feet Feet days hr:min --------------------------------------------------------------------- 12 JUNCTION 0.12 10.00 5125.16 0 00:39 14 JUNCTION 0.08 2.54 5105.04 0 00:40 11 JUNCTION 0.00 0.00 5115.16 0 00:00 13 JUNCTION 0.00 0.00 5102.50 0 00:00 10 JUNCTION 0.07 10.00 5130.64 0 00:39 15 JUNCTION 0.00 0.00 5077.09 0 00:00 21INCHPIPE OUTFALL 0.00 0.00 5069.55 0 00:00 SPILLWAY OUTFALL 0.00 0.00 5078.00 0 00:00 POND STORAGE 3.01 7.39 5076.94 0 02:07 ******************* Node Inflow Summary ******************* ------------------------------------------------------------------------------------- Maximum Maximum Lateral Total Lateral Total Time of Max Inflow Inflow Inflow Inflow Occurrence Volume Volume Node Type CFS CFS days hr:min 10^6 gal 10^6 gal ------------------------------------------------------------------------------------- 12 JUNCTION 0.00 145.02 0 00:39 0.000 1.400 14 JUNCTION 0.00 228.62 0 00:40 0.000 2.352 11 JUNCTION 103.24 103.24 0 00:39 0.996 0.995 13 JUNCTION 97.49 97.49 0 00:39 0.958 0.957 10 JUNCTION 41.80 41.80 0 00:39 0.404 0.404 15 JUNCTION 55.53 55.53 0 00:39 0.556 0.556 21INCHPIPE OUTFALL 0.00 9.89 0 02:08 0.000 3.164 SPILLWAY OUTFALL 0.00 0.00 0 00:00 0.000 0.000 POND STORAGE 0.00 280.36 0 00:40 0.000 3.152 Pond #1 Corrected Model SWMM 5 Page 2 NEWFCT-100YR 1:10 0.95 NEWFCT-100YR 1:15 0.91 NEWFCT-100YR 1:20 0.87 NEWFCT-100YR 1:25 0.84 NEWFCT-100YR 1:30 0.81 NEWFCT-100YR 1:35 0.78 NEWFCT-100YR 1:40 0.75 NEWFCT-100YR 1:45 0.73 Pond #1 Corrected Model SWMM 5 Page 3 NEWFCT-100YR 1:50 0.71 NEWFCT-100YR 1:55 0.69 NEWFCT-100YR 2:0 0.67 [REPORT] INPUT NO CONTROLS NO SUBCATCHMENTS ALL NODES ALL LINKS ALL [TAGS] [MAP] DIMENSIONS 0.000 0.000 10000.000 10000.000 Units None [COORDINATES] ;;Node X-Coord Y-Coord ;;-------------- ------------------ ------------------ 12 2843.450 5399.361 14 5388.711 5399.361 11 873.269 6666.667 13 5388.711 7806.177 10 958.466 4259.851 15 7880.724 3120.341 21INCHPIPE 12151.225 4771.033 SPILLWAY 12066.028 7092.652 POND 7880.724 5399.361 [VERTICES] ;;Link X-Coord Y-Coord ;;-------------- ------------------ ------------------ [Polygons] ;;Subcatchment X-Coord Y-Coord ;;-------------- ------------------ ------------------ 130 5607.042 9387.812 130 5607.025 9078.752 130 5170.390 9078.752 130 5170.390 9387.591 110 -1139.510 7848.775 110 -1128.860 8189.563 110 -1544.196 8189.563 110 -1544.196 7848.775 100 -841.321 3067.093 100 -841.321 3450.479 100 -1267.306 3450.479 100 -1267.306 3067.093 150 8037.293 1399.700 150 8037.293 1645.469 150 7724.155 1645.469 150 7724.155 1400.948 [SYMBOLS] ;;Gage X-Coord Y-Coord ;;-------------- ------------------ ------------------ FTC-100YRNEW 3759.318 7018.104 [LABELS] ;;X-Coord Y-Coord Label 4675.186 3919.063 "FTC-100YROLD" "" "Arial" 10 0 0 Pond #1 Corrected Model SWMM 5 Page 4 110 0.51 0.5 0.0018 7 0 100 0.51 0.5 0.0018 7 0 150 0.51 0.5 0.0018 7 0 [JUNCTIONS] ;; Invert Max. Init. Surcharge Ponded Pond #1 Corrected Model SWMM 5 Page 1 ;;Name Elev. Depth Depth Depth Area ;;-------------- ---------- ---------- ---------- ---------- ---------- 12 5115.16 10 0 0 0 14 5102.5 10 0 0 0 11 5115.16 10 0 0 0 13 5102.5 10 0 0 0 10 5120.64 10 0 0 0 15 5077.09 10 0 0 0 [OUTFALLS] ;; Invert Outfall Stage/Table Tide ;;Name Elev. Type Time Series Gate ;;-------------- ---------- ---------- ---------------- ---- 21INCHPIPE 5069.55 FREE NO SPILLWAY 5078.00 FREE NO [STORAGE] ;; Invert Max. Init. Storage Curve Ponded Evap. ;;Name Elev. Depth Depth Curve Params Area Frac. Infiltration Pa ;;-------------- -------- -------- -------- ---------- -------- -------- -------- -------- -------- --------------- POND 5069.55 8.45 2.27 TABULAR Pond1Asbuilt 0 0 [CONDUITS] ;; Inlet Outlet Manning Inlet Outlet Init. Max. ;;Name Node Node Length N Offset Offset Flow Flow ;;-------------- ---------------- ---------------- ---------- ---------- ---------- ---------- ---------- --------- 14 14 POND 500 0.013 0 0 0 0 12 12 14 1055 0.013 0 0 0 0 13 13 14 10 0.001 0 0 0 0 11 11 12 10 0.001 0 0 0 0 10 10 12 365 0.013 0 0 0 0 15 15 POND 10 0.001 0 0 0 0 [ORIFICES] ;; Inlet Outlet Orifice Crest Disch. Flap Open/Close ;;Name Node Node Type Height Coeff. Gate Time ;;-------------- ---------------- ---------------- ------------ ---------- ---------- ---- ---------- ORIFICE 21INCHPIPE POND SIDE 0 0.65 NO 0 [WEIRS] ;; Inlet Outlet Weir Crest Disch. Flap End End ;;Name Node Node Type Height Coeff. Gate Con. Coeff. ;;-------------- ---------------- ---------------- ------------ ---------- ---------- ---- -------- ---------- WEIR SPILLWAY POND TRANSVERSE 8 3.33 YES 0 0 [XSECTIONS] ;;Link Shape Geom1 Geom2 Geom3 Geom4 Barrels ;;-------------- ------------ ---------------- ---------- ---------- ---------- ---------- 14 CIRCULAR 3.5 0 0 0 1 12 CIRCULAR 3.5 0 0 0 1 13 DUMMY 0 0 0 0 1 11 DUMMY 0 0 0 0 1 10 CIRCULAR 2.5 0 0 0 1 15 DUMMY 0 0 0 0 1 ORIFICE CIRCULAR 0.9583 0 0 0 WEIR RECT_OPEN 1 40 0.25 0.25 [LOSSES] ;;Link Inlet Outlet Average Flap Gate ;;-------------- ---------- ---------- ---------- ---------- [CURVES] ;;Name Type X-Value Y-Value ;;-------------- ---------- ---------- ---------- ;Design Pond Volumes Pond1design Storage 0 4155 Pond1design 1 20867 Pond1design 2 40136 Pond1design 3 56043 Pond1design 4 65178 Pond1design 5 69558 Pond1design 6 74015 Pond #1 Corrected Model SWMM 5 Page 2 Adjusted --- Fraction of Time in Flow Class ---- Avg. Avg. /Actual Up Down Sub Sup Up Down Froude Flow Conduit Length Dry Dry Dry Crit Crit Crit Crit Number Change ----------------------------------------------------------------------------------------- 14 1.00 0.40 0.44 0.00 0.14 0.02 0.00 0.00 0.06 0.0002 12 1.00 0.84 0.04 0.00 0.02 0.10 0.00 0.00 0.18 0.0003 10 1.00 0.88 0.01 0.00 0.10 0.01 0.00 0.00 0.08 0.0002 ************************* Conduit Surcharge Summary ************************* ---------------------------------------------------------------------------- Hours Hours --------- Hours Full -------- Above Full Capacity Conduit Both Ends Upstream Dnstream Normal Flow Limited ---------------------------------------------------------------------------- 12 0.01 0.01 0.01 0.05 0.01 13 24.00 24.00 24.00 24.00 0.01 11 24.00 24.00 24.00 24.00 0.01 15 24.00 24.00 24.00 24.00 0.01 Analysis begun on: Wed Dec 04 12:45:02 2013 Analysis ended on: Wed Dec 04 12:45:02 2013 Total elapsed time: < 1 sec Pond #1 Baseline w/ As-built Pond SWMM 5 Page 4 SWMM 5 Page 1 ******************************** Highest Flow Instability Indexes ******************************** All links are stable. ************************* Routing Time Step Summary ************************* Minimum Time Step : 7.18 sec Average Time Step : 9.98 sec Maximum Time Step : 10.00 sec Percent in Steady State : 0.00 Average Iterations per Step : 2.01 *************************** Subcatchment Runoff Summary *************************** -------------------------------------------------------------------------------------------------------- Total Total Total Total Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Coeff Subcatchment in in in in in 10^6 gal CFS -------------------------------------------------------------------------------------------------------- 130 2.89 0.00 0.27 0.61 2.06 0.73 85.67 0.711 110 2.89 0.00 0.26 0.70 1.97 0.76 90.23 0.682 100 2.89 0.00 0.26 0.72 1.96 0.31 36.50 0.678 150 2.89 0.00 0.26 0.81 1.87 0.42 48.14 0.649 ****************** Node Depth Summary ****************** --------------------------------------------------------------------- Average Maximum Maximum Time of Max Depth Depth HGL Occurrence Node Type Feet Feet Feet days hr:min --------------------------------------------------------------------- 12 JUNCTION 0.08 6.70 5121.86 0 00:40 14 JUNCTION 0.06 2.29 5104.79 0 00:40 11 JUNCTION 0.00 0.00 5115.16 0 00:00 13 JUNCTION 0.00 0.00 5102.50 0 00:00 10 JUNCTION 0.04 1.81 5122.45 0 00:41 15 JUNCTION 0.00 0.00 5077.09 0 00:00 21INCHPIPE OUTFALL 0.00 0.00 5069.55 0 00:00 SPILLWAY OUTFALL 0.00 0.00 5078.00 0 00:00 POND STORAGE 2.23 6.44 5075.99 0 01:26 ******************* Node Inflow Summary ******************* ------------------------------------------------------------------------------------- Maximum Maximum Lateral Total Lateral Total Time of Max Inflow Inflow Inflow Inflow Occurrence Volume Volume Node Type CFS CFS days hr:min 10^6 gal 10^6 gal ------------------------------------------------------------------------------------- 12 JUNCTION 0.00 125.28 0 00:40 0.000 1.069 14 JUNCTION 0.00 198.17 0 00:40 0.000 1.801 11 JUNCTION 90.21 90.21 0 00:40 0.760 0.760 13 JUNCTION 85.65 85.65 0 00:40 0.732 0.731 10 JUNCTION 36.49 36.49 0 00:40 0.309 0.309 15 JUNCTION 48.13 48.13 0 00:40 0.423 0.423 21INCHPIPE OUTFALL 0.00 9.18 0 01:26 0.000 2.479 SPILLWAY OUTFALL 0.00 0.00 0 00:00 0.000 0.000 POND STORAGE 0.00 243.59 0 00:40 0.000 2.467 Pond #1 Baseline w/ As-built Pond SWMM 5 Page 2 11 873.269 6666.667 13 5388.711 7806.177 10 958.466 4259.851 15 7880.724 3120.341 21INCHPIPE 12151.225 4771.033 Pond #1 Baseline w/ As-built Pond SWMM 5 Page 3 SPILLWAY 12066.028 7092.652 POND 7880.724 5399.361 [VERTICES] ;;Link X-Coord Y-Coord ;;-------------- ------------------ ------------------ [Polygons] ;;Subcatchment X-Coord Y-Coord ;;-------------- ------------------ ------------------ 130 5607.042 9387.812 130 5607.025 9078.752 130 5170.390 9078.752 130 5170.390 9387.591 110 -1139.510 7848.775 110 -1128.860 8189.563 110 -1544.196 8189.563 110 -1544.196 7848.775 100 -841.321 3067.093 100 -841.321 3450.479 100 -1267.306 3450.479 100 -1267.306 3067.093 150 8037.293 1399.700 150 8037.293 1645.469 150 7724.155 1645.469 150 7724.155 1400.948 [SYMBOLS] ;;Gage X-Coord Y-Coord ;;-------------- ------------------ ------------------ FTC-100YROLD 3759.318 7018.104 [LABELS] ;;X-Coord Y-Coord Label 4675.186 3919.063 "FTC-100YROLD" "" "Arial" 10 0 0 Pond #1 Baseline w/ As-built Pond SWMM 5 Page 4 110 0.51 0.5 0.0018 7 0 100 0.51 0.5 0.0018 7 0 150 0.51 0.5 0.0018 7 0 [JUNCTIONS] ;; Invert Max. Init. Surcharge Ponded Pond #1 Baseline w/ As-built Pond SWMM 5 Page 1 ;;Name Elev. Depth Depth Depth Area ;;-------------- ---------- ---------- ---------- ---------- ---------- 12 5115.16 10 0 0 0 14 5102.5 10 0 0 0 11 5115.16 10 0 0 0 13 5102.5 10 0 0 0 10 5120.64 10 0 0 0 15 5077.09 10 0 0 0 [OUTFALLS] ;; Invert Outfall Stage/Table Tide ;;Name Elev. Type Time Series Gate ;;-------------- ---------- ---------- ---------------- ---- 21INCHPIPE 5069.55 FREE NO SPILLWAY 5078.00 FREE NO [STORAGE] ;; Invert Max. Init. Storage Curve Ponded Evap. ;;Name Elev. Depth Depth Curve Params Area Frac. Infiltration Pa ;;-------------- -------- -------- -------- ---------- -------- -------- -------- -------- -------- --------------- POND 5069.55 8.45 2.27 TABULAR Pond1Asbuilt 0 0 [CONDUITS] ;; Inlet Outlet Manning Inlet Outlet Init. Max. ;;Name Node Node Length N Offset Offset Flow Flow ;;-------------- ---------------- ---------------- ---------- ---------- ---------- ---------- ---------- --------- 14 14 POND 500 0.013 0 0 0 0 12 12 14 1055 0.013 0 0 0 0 13 13 14 10 0.001 0 0 0 0 11 11 12 10 0.001 0 0 0 0 10 10 12 365 0.013 0 0 0 0 15 15 POND 10 0.001 0 0 0 0 [ORIFICES] ;; Inlet Outlet Orifice Crest Disch. Flap Open/Close ;;Name Node Node Type Height Coeff. Gate Time ;;-------------- ---------------- ---------------- ------------ ---------- ---------- ---- ---------- ORIFICE 21INCHPIPE POND SIDE 0 0.65 NO 0 [WEIRS] ;; Inlet Outlet Weir Crest Disch. Flap End End ;;Name Node Node Type Height Coeff. Gate Con. Coeff. ;;-------------- ---------------- ---------------- ------------ ---------- ---------- ---- -------- ---------- WEIR SPILLWAY POND TRANSVERSE 8 3.33 YES 0 0 [XSECTIONS] ;;Link Shape Geom1 Geom2 Geom3 Geom4 Barrels ;;-------------- ------------ ---------------- ---------- ---------- ---------- ---------- 14 CIRCULAR 3.5 0 0 0 1 12 CIRCULAR 3.5 0 0 0 1 13 DUMMY 0 0 0 0 1 11 DUMMY 0 0 0 0 1 10 CIRCULAR 2.5 0 0 0 1 15 DUMMY 0 0 0 0 1 ORIFICE CIRCULAR 0.9583 0 0 0 WEIR RECT_OPEN 1 40 0.25 0.25 [LOSSES] ;;Link Inlet Outlet Average Flap Gate ;;-------------- ---------- ---------- ---------- ---------- [CURVES] ;;Name Type X-Value Y-Value ;;-------------- ---------- ---------- ---------- ;Design Pond Volumes Pond1design Storage 0 4155 Pond1design 1 20867 Pond1design 2 40136 Pond1design 3 56043 Pond1design 4 65178 Pond1design 5 69558 Pond1design 6 74015 Pond #1 Baseline w/ As-built Pond SWMM 5 Page 2 Adjusted --- Fraction of Time in Flow Class ---- Avg. Avg. /Actual Up Down Sub Sup Up Down Froude Flow Conduit Length Dry Dry Dry Crit Crit Crit Crit Number Change ----------------------------------------------------------------------------------------- 14 1.00 0.00 0.84 0.00 0.13 0.03 0.00 0.00 0.06 0.0002 12 1.00 0.84 0.04 0.00 0.02 0.10 0.00 0.00 0.18 0.0003 10 1.00 0.88 0.01 0.00 0.10 0.01 0.00 0.00 0.08 0.0002 ************************* Conduit Surcharge Summary ************************* ---------------------------------------------------------------------------- Hours Hours --------- Hours Full -------- Above Full Capacity Conduit Both Ends Upstream Dnstream Normal Flow Limited ---------------------------------------------------------------------------- 12 0.01 0.01 0.01 0.05 0.01 13 24.00 24.00 24.00 24.00 0.01 11 24.00 24.00 24.00 24.00 0.01 15 24.00 24.00 24.00 24.00 0.01 Analysis begun on: Wed Dec 04 12:39:42 2013 Analysis ended on: Wed Dec 04 12:39:42 2013 Total elapsed time: < 1 sec Pond #1 Baseline SWMM 5 Page 4 SWMM 5 Page 1 ******************************** Highest Flow Instability Indexes ******************************** All links are stable. ************************* Routing Time Step Summary ************************* Minimum Time Step : 7.20 sec Average Time Step : 9.98 sec Maximum Time Step : 10.00 sec Percent in Steady State : 0.00 Average Iterations per Step : 2.01 *************************** Subcatchment Runoff Summary *************************** -------------------------------------------------------------------------------------------------------- Total Total Total Total Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Coeff Subcatchment in in in in in 10^6 gal CFS -------------------------------------------------------------------------------------------------------- 130 2.89 0.00 0.27 0.61 2.06 0.73 85.67 0.711 110 2.89 0.00 0.26 0.70 1.97 0.76 90.23 0.682 100 2.89 0.00 0.26 0.72 1.96 0.31 36.50 0.678 150 2.89 0.00 0.26 0.81 1.87 0.42 48.14 0.649 ****************** Node Depth Summary ****************** --------------------------------------------------------------------- Average Maximum Maximum Time of Max Depth Depth HGL Occurrence Node Type Feet Feet Feet days hr:min --------------------------------------------------------------------- 12 JUNCTION 0.08 6.68 5121.84 0 00:40 14 JUNCTION 0.06 2.30 5104.80 0 00:40 11 JUNCTION 0.00 0.00 5115.16 0 00:00 13 JUNCTION 0.00 0.00 5102.50 0 00:00 10 JUNCTION 0.04 1.81 5122.45 0 00:41 15 JUNCTION 0.00 0.00 5077.09 0 00:00 21INCHPIPE OUTFALL 0.00 0.00 5070.00 0 00:00 SPILLWAY OUTFALL 0.00 0.00 5078.00 0 00:00 POND STORAGE 2.13 5.93 5075.93 0 01:26 ******************* Node Inflow Summary ******************* ------------------------------------------------------------------------------------- Maximum Maximum Lateral Total Lateral Total Time of Max Inflow Inflow Inflow Inflow Occurrence Volume Volume Node Type CFS CFS days hr:min 10^6 gal 10^6 gal ------------------------------------------------------------------------------------- 12 JUNCTION 0.00 125.23 0 00:40 0.000 1.069 14 JUNCTION 0.00 198.21 0 00:40 0.000 1.800 11 JUNCTION 90.18 90.18 0 00:40 0.760 0.760 13 JUNCTION 85.63 85.63 0 00:40 0.732 0.731 10 JUNCTION 36.48 36.48 0 00:40 0.309 0.309 15 JUNCTION 48.11 48.11 0 00:40 0.423 0.423 21INCHPIPE OUTFALL 0.00 8.78 0 01:26 0.000 2.475 SPILLWAY OUTFALL 0.00 0.00 0 00:00 0.000 0.000 POND STORAGE 0.00 243.59 0 00:40 0.000 2.467 Pond #1 Baseline SWMM 5 Page 2 [Polygons] ;;Subcatchment X-Coord Y-Coord ;;-------------- ------------------ ------------------ 130 5607.042 9387.812 Pond #1 Baseline SWMM 5 Page 3 130 5607.025 9078.752 130 5170.390 9078.752 130 5170.390 9387.591 110 -1139.510 7848.775 110 -1128.860 8189.563 110 -1544.196 8189.563 110 -1544.196 7848.775 100 -841.321 3067.093 100 -841.321 3450.479 100 -1267.306 3450.479 100 -1267.306 3067.093 150 8037.293 1399.700 150 8037.293 1645.469 150 7724.155 1645.469 150 7724.155 1400.948 [SYMBOLS] ;;Gage X-Coord Y-Coord ;;-------------- ------------------ ------------------ FTC-100YROLD 3759.318 7018.104 [LABELS] ;;X-Coord Y-Coord Label 4675.186 3919.063 "FTC-100YROLD" "" "Arial" 10 0 0 Pond #1 Baseline SWMM 5 Page 4 110 0.51 0.5 0.0018 7 0 100 0.51 0.5 0.0018 7 0 150 0.51 0.5 0.0018 7 0 [JUNCTIONS] ;; Invert Max. Init. Surcharge Ponded Pond #1 Baseline SWMM 5 Page 1 ;;Name Elev. Depth Depth Depth Area ;;-------------- ---------- ---------- ---------- ---------- ---------- 12 5115.16 10 0 0 0 14 5102.5 10 0 0 0 11 5115.16 10 0 0 0 13 5102.5 10 0 0 0 10 5120.64 10 0 0 0 15 5077.09 10 0 0 0 [OUTFALLS] ;; Invert Outfall Stage/Table Tide ;;Name Elev. Type Time Series Gate ;;-------------- ---------- ---------- ---------------- ---- 21INCHPIPE 5070.00 FREE NO SPILLWAY 5078.00 FREE NO [STORAGE] ;; Invert Max. Init. Storage Curve Ponded Evap. ;;Name Elev. Depth Depth Curve Params Area Frac. Infiltration Pa ;;-------------- -------- -------- -------- ---------- -------- -------- -------- -------- -------- --------------- POND 5070.00 7.09 1.724 TABULAR Pond1design 0 0 [CONDUITS] ;; Inlet Outlet Manning Inlet Outlet Init. Max. ;;Name Node Node Length N Offset Offset Flow Flow ;;-------------- ---------------- ---------------- ---------- ---------- ---------- ---------- ---------- --------- 14 14 POND 500 0.013 0 0 0 0 12 12 14 1055 0.013 0 0 0 0 13 13 14 10 0.001 0 0 0 0 11 11 12 10 0.001 0 0 0 0 10 10 12 365 0.013 0 0 0 0 15 15 POND 10 0.001 0 0 0 0 [ORIFICES] ;; Inlet Outlet Orifice Crest Disch. Flap Open/Close ;;Name Node Node Type Height Coeff. Gate Time ;;-------------- ---------------- ---------------- ------------ ---------- ---------- ---- ---------- ORIFICE 21INCHPIPE POND SIDE 0 0.65 NO 0 [WEIRS] ;; Inlet Outlet Weir Crest Disch. Flap End End ;;Name Node Node Type Height Coeff. Gate Con. Coeff. ;;-------------- ---------------- ---------------- ------------ ---------- ---------- ---- -------- ---------- WEIR SPILLWAY POND TRANSVERSE 8 3.33 YES 0 0 [XSECTIONS] ;;Link Shape Geom1 Geom2 Geom3 Geom4 Barrels ;;-------------- ------------ ---------------- ---------- ---------- ---------- ---------- 14 CIRCULAR 3.5 0 0 0 1 12 CIRCULAR 3.5 0 0 0 1 13 DUMMY 0 0 0 0 1 11 DUMMY 0 0 0 0 1 10 CIRCULAR 2.5 0 0 0 1 15 DUMMY 0 0 0 0 1 ORIFICE CIRCULAR 0.9583 0 0 0 WEIR RECT_OPEN 1 40 0.25 0.25 [LOSSES] ;;Link Inlet Outlet Average Flap Gate ;;-------------- ---------- ---------- ---------- ---------- [CURVES] ;;Name Type X-Value Y-Value ;;-------------- ---------- ---------- ---------- ;Design Pond Volumes Pond1design Storage 0 4155 Pond1design 1 20867 Pond1design 2 40136 Pond1design 3 56043 Pond1design 4 65178 Pond1design 5 69558 Pond1design 6 74015 Pond #1 Baseline SWMM 5 Page 2 Total Impervious Area (ac) 100 150 1696 2% 0.63 0.57 0.31 0.42 0.47 0.25 110 150 4135 2% 0.98 1.09 0.26 Sum: 2.19 Weighed Average: Basin Length (ft) Width (ft) Slope Subbasin 0.3 0.3 0.45 0.45 0.88 0.92 Area (ac) 0.11 Sum: 5.48 Weighed Average: Basin Length (ft) Width (ft) Slope Subbasin Sum: 6.23 Area (ac) Total Impervious Area (ac) % Imperv Weighed Average: Basin Length (ft) Width (ft) Slope Subbasin Area (ac) Total Impervious Area (ac) % Imperv Composite "C" 130 200 2863 2% 0.51 0.4 0.67 3.93 Weighted Average: Conveyance Elements Element Size (in) Length (ft) Slope Composite "C" 0.4 0.79 0.6 0.42 0.28 Direct Connection Element Direct Connection Element Direct Connection Element *Pond Outfall to existing 21" RCP in Shenandoah P.U.D. Filing No. 1 150 150 2426 2% 2.10915 Sum: 4.59915 1.09 0.3 0.3 Weighed Average: Basin Length (ft) Width (ft) Slope Subbasin Area (ac) Total Impervious Area (ac) Sum: 2.19 Basin Length (ft) Width (ft) Slope Subbasin Area (ac) Total Impervious Area (ac) 0.88 Sum: 5.48 Weighed Average: 110 150 4135 2% 0.45 % Imperv Composite "C" 0.51 0.4 0.67 3.93 0.45 0.92 0.11 Weighed Average: 130 200 2863 2% 0.47 0.25 Sum: 6.23 0.4 0.79 0.6 Basin Length (ft) Width (ft) Slope Subbasin Area (ac) Direct Connection Element Direct Connection Element * Pond Outfall to existing 21" RCP in Shenandoah P.U.D. Filing No. 1 SWMM Input Data - Pond #1 Models 1-3 Ridewood Hills P.U.D. Filing #4 Conveyance Elements Element Size (in) Length (ft) Slope Direct Connection Element 0.42 0.28 Sum: 2.49 Weighed Average: Total Impervious Area (ac) % Imperv Composite "C" 150 150 2426 2% #N/A #N/A STAGE-STORAGE SIZING FOR DETENTION BASINS Ridgewood Hills Fourth Filing Check Basin Shape Pond #1 As-built UD Detention Existing 1.xls, Basin 12/4/2013, 12:10 PM Survey Area Data: Version 7, May 1, 2009 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Apr 22, 2011—Nov 18, 2011 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. Hydrologic Soil Group—Larimer County Area, Colorado (Ridgewood Hills Soil Survey) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 12/3/2013 Page 2 of 4 Survey Area Data: Version 7, May 1, 2009 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Apr 22, 2011—Nov 18, 2011 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. Hydrologic Soil Group—Larimer County Area, Colorado (Ridgewood Hills Soil Survey) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 12/3/2013 Page 2 of 4 implemented and maintained to minimize erosion and limit the transport and migration of sediment. Silt fencing will be installed along the downstream perimeters of the site (south and east), as well as around sub-sites or work areas within the site, as appropriate. The following tables summarize the results of the detention pond analysis for Pond #2: