The URL can be used to link to this page

Home My WebLink AboutGATEWAY AT PROSPECT - BDR200010 - SUBMITTAL DOCUMENTS - ROUND 1 - DRAINAGE REPORTPRELIMINARY DRAINAGE REPORT GATEWAY AT PROSPECT Fort Collins, Colorado June 8th, 2020 Prepared for: Fort Collins / I-25 Interchange, LLC 2 North Cascade Avenue, Suite 1490 Colorado Springs, CO 80903 Prepared by: 301 North Howes Street, Suite 100 Fort Collins, Colorado 80521 Phone: 970.221.4158 Fax: 970.221.4159 www.northernengineering.com Project Number: 892-002  This Drainage Report is consciously provided as a PDF. Please consider the environment before printing this document in its entirety. When a hard copy is absolutely necessary, we recommend double-sided printing. June 8th, 2020 City of Fort Collins Stormwater Utility 700 Wood Street Fort Collins, Colorado 80521 RE: Preliminary Drainage Report for Gateway at Prospect Dear Staff: Northern Engineering is pleased to submit this Preliminary Drainage and Erosion Control Report for your review. This report accompanies the Preliminary Development Review submittal for the proposed Gateway at Prospect project. This report has been prepared in accordance to the Fort Collins Stormwater Criteria Manual (FCSCM) in conjunction with Mile High Flood Control District Stormwater Criteria and serves to document the stormwater impacts associated with the proposed Gateway at Prospect project. We understand that review by the City is to assure general compliance with standardized criteria contained in the FCSCM and Mile High Flood Control District Stormwater Criteria Manual. If you should have any questions as you review this report, please feel free to contact us. Sincerely, NORTHERN ENGINEERING SERVICES, INC. Blaine Mathisen, EI Stephanie Thomas, PE Project Engineer Project Manager Gateway at Prospect Final Drainage Report TABLE OF CONTENTS I. GENERAL LOCATION AND DESCRIPTION ................................................................... 1 A. Location ............................................................................................................................................. 1 B. Description of Property ..................................................................................................................... 2 C. Floodplain.......................................................................................................................................... 2 II. DRAINAGE BASINS AND SUB-BASINS ....................................................................... 4 A. Major Basin Description .................................................................................................................... 4 B. Sub-Basin Description ....................................................................................................................... 4 III. DRAINAGE DESIGN CRITERIA ................................................................................... 6 A. Regulations........................................................................................................................................ 6 B. Four Step Process .............................................................................................................................. 6 C. Development Criteria Reference and Constraints ............................................................................ 7 D. Hydrological Criteria ......................................................................................................................... 7 E. Hydraulic Criteria .............................................................................................................................. 8 F. Floodplain Regulations Compliance .................................................................................................. 8 G. Modifications of Criteria ................................................................................................................... 8 IV. DRAINAGE FACILITY DESIGN .................................................................................... 8 A. General Concept ............................................................................................................................... 8 B. Specific Details ................................................................................................................................ 12 V. CONCLUSIONS ...................................................................................................... 17 A. Compliance with Standards ............................................................................................................ 17 B. Drainage Concept ............................................................................................................................ 18 References ....................................................................................................................... 19 APPENDICES: APPENDIX A – Hydrologic Computations APPENDIX B – Hydraulic Computations B.1 – Storm Sewers (For Future Use) B.2 – Inlets (For Future Use) B.3 – Detention Facilities (WQCV, EURV, and Total Volume) APPENDIX C – Water Quality Design Computations APPENDIX D – Erosion Control Report Gateway at Prospect Final Drainage Report LIST OF FIGURES: Figure 1 - Vicinity Map ........................................................................................................ 1 Figure 2 - Existing FEMA Floodplains ..................................................................................... 3 Figure 3 - Existing City Floodplains ........................................................................................ 3 Figure 4 - Snapshot of Existing Ayers Associates SWMM Model ................................................. 5 Figure 5 - Snapshot of Ultimate Pond SWMM Model ............................................................. 16 LIST OF TABLES: Table 1 - Land Use - Percent Impervious (Per Table 4.1.2 FCSCM) ........................................... 2 Table 2 - Flowrates for Project Specific Nodes via SWMM ........................................................ 5 Table 3 - Interim Pond Summary ........................................................................................ 14 Table 4 - Ultimate Pond Summary ...................................................................................... 14 Table 5 - SWMM Existing v. Interim Conditions Summary ...................................................... 17 Table 6 - SWMM Existing v. Ultimate Conditions Summary .................................................... 17 MAP POCKET: DR1 - Drainage Exhibit Gateway at Prospect Drainage Report 1 I. GENERAL LOCATION AND DESCRIPTION A. Location 1. Vicinity Map Figure 1 - Vicinity Map 2. Gateway at Prospect is in Section 16, Township 7 North, Range 68 West of the 6th Principal Meridian, City of Fort Collins, County of Larimer, State of Colorado. 3. The project site is located near the northwest corner of the Prospect Road and I-25 interchange. The site is situated along the existing I-25 west frontage road, just south of the existing Crossroads East Business Center and just east of the existing Boxelder Estates 1st Replat. 4. Zoning across the site includes Low-Density Mixed Use (LMN), Medium-Density Mixed Use (MMN), Employment District (E), Commercial District (C), Urban Estate (UE). Currently the existing lot does not have any stormwater or water quality facilities. 5. The Boxelder Creek runs north to south through the middle of Gateway at Prospect project. Near the northern property line the Cache La Poudre Inlet Canal runs west to east; the canal siphons under the Boxelder Creek and continues east of I-25. Gateway at Prospect Drainage Report 2 Table 1 - Land Use - Percent Impervious (Per Table 4.1.2 FCSCM) B. Description of Property 1. Gateway at Prospect is approximately 182.30 net acres including the existing frontage road. 2. Gateway at Prospect is proposing to realign the I-25 West Frontage Road and installing two collector streets with utilities using master planning concepts. A span bridge or culvert (to be decided at final) will also be installed with Gateway at Prospect which will cross the Boxelder Creek. In the future this area will consist of low-density and medium-density mixed use districts, as well as a small urban estate district, commercial districts, and an employment district. 3. The proposed development site is in the City of Fort Collins Boxelder Creek/Cooper Slough Basin. Detention and water quality requirements for each future development will be laid out within this report. Future developments will still be responsible for calculating and implementing LID requirements set forth in the City of Fort Collins Stormwater Criteria Manual. 4. Currently Gateway at Prospect is proposing to detain and treat interim conditions. Therefore, the proposed collector roads will get detained and water quality will also be provided via extended detention. However, there will be no LID treatment for the interim condition. Additionally, Gateway at Prospect will install storm lines sized for future developments to utilize. 5. According to the United States Department of Agriculture (USDA) Natural Resources Conservation Service (NRCS) Soil Survey, a majority of the project site consists of Nunn clay loam and Satanta Variant clay loam which fall into Hydrologic Soil Groups C-D. C. Floodplain 1. The subject property is located in a FEMA floodplain but not a City regulatory floodplain. 2. The Gateway at Prospect project will be pursuing a CLOMR/LOMR with this project. Gateway at Prospect Drainage Report 3 This CLOMR/LOMR will revise the floodplain and floodway along the Boxelder Creek within the limits of this project. This CLOMR/LOMR will effectively limit the extents of the floodplain and allow for the installation of a bridge over the Boxelder Creek. The CLOMR/LOMR will not be detailed in this report but will rather be a separate report and model. The CLOMR/LOMR will be pursued concurrently with this proposal. More grading and bridge details will be provided at final design. Figure 2 - Existing FEMA Floodplains Figure 3 - Existing City Floodplains Gateway at Prospect Drainage Report 4 II. DRAINAGE BASINS AND SUB-BASINS A. Major Basin Description 1. Gateway at Prospect is located within the Boxelder Creek/Cooper Slough Basin. Boxelder Creek/Cooper Slough Basin encompasses 265 square miles beginning north of the Colorado/Wyoming border and extending southward into east Fort Collins, where it ends at the Cache La Poudre River. 2. Improvements along the Boxelder Creek were recently constructed and detailed in the LOMR case number 17-08-1354P. A 100-year overflow channel and box culverts under Prospect Road were constructed as a part of that project B. Sub-Basin Description 1. Historically the property generally drains south and towards the center of the property where the Boxelder Creek sits. The 100-year overflow channel situated within the Gateway at Prospect site. In normal flowing conditions the Boxelder Creek flows within its typical channel and heads south through an newly constructed box culvert under Prospect Road. Boxelder Creek continues south until it discharges into the Poudre River. During the 100-year event an emergency overflow weir will reroute runoff to the west of the typical creek and into the overflow channel. Once runoff is routed to the overflow channel it is conveyed south through a separate box culvert under Prospect Road. From there the runoff will remain in the overflow channel until it enters the Poudre River. In 2018 Ayers Associates, as a part of the previous LOMR effort, created a SWMM model that modeled existing flows for the 2-year, 5-year, 10-year, 25-year, 50-year, and 100-year of the Boxelder Creek/Cooper Slough Basin with the proposed Boxelder Creek improvements. Gateway at Prospect property falls within this model. This model was used to verify that downstream infrastructure will not be impacted by future developments within the Gateway at Prospect property. Gateway at Prospect Drainage Report 5 Figure 4 - Snapshot of Existing Ayers Associates SWMM Model 2. There are some important nodes to take note of within this model. Node 884 which is the closest upstream node prior to Gateway at Prospect discharging into the Boxelder Creek. Divider 885 represents the previously described emergency overflow weir. Nodes 886 and 887 are the downstream nodes in both the normal conveyance path as well as the emergency overflow channel. A more in-depth explanation can be found later in the report. Table 2 - Flowrates for Project Specific Nodes via SWMM 3. Gateway at Prospect is located towards the end of the Boxelder Creek/Cooper Slough Basin. Traditionally new developments within Fort Collins must detain the difference between the 100-year developed inflow rate and the historic 2-year release rate. However, this location is optimal for the use of full spectrum detention. The City of Fort Collins has approved the use of full spectrum detention with the caveat that it can be shown there are no “substantial” increases in flow to Boxelder Creek. 4. During the interim condition - when only collector streets, utilities, and the span bridge or culvert is installed, there will be interim ponds with interim release rates. As stated previously, future developments must adhere to the recommendation made in this report when it comes to pond sizing and more importantly total full spectrum SWMM ID Ayers Associate Boxelder Basin Model 100-YR Flow Rates (cfs) Node 884 3377.99 Divider 885 3377.89 Node 886 950.98 Node 887 2426.9 Gateway at Prospect Drainage Report 6 release rates. However, the ultimate storm line sizing will be installed with Gateway at Prospect to minimize future demolition and disturbance within the Boxelder Creek and 100-year overflow channel. 5. All future developments must follow Fort Collins Stormwater Criteria Manual for LID sizing and implementation. 6. A full-size copy of the Proposed Drainage Exhibit can be found in the Map Pocket at the end of this report. This Proposed Drainage Exhibit represents the interim condition. III. DRAINAGE DESIGN CRITERIA A. Regulations Gateway at Prospect is proposing to utilize full spectrum for detention and traditional 40- hour water quality treatment for this site. By utilizing full spectrum Gateway at Prospect will be able to “beat the peak” of the existing condition within the Boxelder Creek/Cooper Slough Basin. Therefore, it is expected that the Gateway at Prospect project will not cause damage to downstream infrastructure and/or cause more maintenance than historic conditions. Full spectrum guidelines laid out by Mile High Flood Control District were followed. B. Four Step Process The overall stormwater management strategy employed with Gateway at Prospect project utilizes the “Four Step Process” to minimize adverse impacts of urbanization on receiving waters. The following is a description of how the proposed development has incorporated each step. Step 1 – Employ Runoff Reduction Practices Gateway at Prospect will be reducing runoff by 10% of the historic value via full spectrum. Full spectrum detention is designed to address two limitations of traditional detention. First, it is focused on controlling peak discharges over the full spectrum of runoff events from small, frequent storms up to the 100-year storm event. Second, full spectrum detention facilities produces outflow hydrographs that, other than a small release rate of the excess urban runoff volume (EURV), replicates the shape of pre-development hydrographs. Full spectrum detention modeling shows reduction of urban runoff peaks to levels similar to pre-development conditions over an entire watershed, even with multiple independent detention facilities. For a thorough in-depth explanation on full spectrum please refer to Volume 2 Chapter 12 of the Urban Drainage Stormwater Criteria Manual published by the Mile High Flood Control District. At the time of development of the future development tracts within the Gateway at Prospect. Each development will be responsible to implement Low Impact Development (LID) measures. These measures can include rain gardens, grass buffers, underground infiltration and detention basins, permeable pavers, etc. These measures effectively work to reduce runoff from developed areas. Gateway at Prospect Drainage Report 7 Step 2 – Implement BMPs That Provide a Water Quality Capture Volume (WQCV) with Slow Release Water quality will be provided via extended detention per Mile High Flood Control District standards for full spectrum detention. Full spectrum water quality capture volume (WQCV) utilizes the same criteria that the Fort Collins Stormwater Criteria Manual uses. Additionally, the lower portion of volume in a full spectrum detention facility is designed to capture and slowly release the excess urban runoff volume (EURV). The EURV is the difference between the developed condition runoff volume and the pre-development volume. The EURV is typically two to three times the WQCV. However, no LID measures will be installed with Gateway at Prospect. Future developments will be responsible for sizing and implementing their own LID measures per the Fort Collins Stormwater Criteria Manual. However, during the interim condition there will be large swaths of greenspace which will still absorb a large amount of interim runoff. Step 3 – Stabilize Drainageways The Gateway at Prospect proposes to limit the amount of disturbance to the Boxelder Creek. By limiting disturbance to the creek banks, the project will effectively maintain the existing vegetation. In areas of disturbance, the banks will be stabilized via methods which include riprap pads, erosion control blankets, scour pads. The Gateway at Prospect project aims to protect the existing Boxelder Creek by limiting any increases beyond the historic flow rates within the creek to a negligible amount. By utilizing a combination of full spectrum detention and the resulting “beat the peak” model, the peak discharge from the Gateway at Prospect project will be passed prior to the peak of the creek. As such, the peak discharge from the Gateway at Prospect project will not be compounded with peak flow in the creek. Furthermore, this project will pay a one-time stormwater development fee, as well as ongoing monthly stormwater utility fees, both of which help achieve citywide drainageway stability. Step 4 – Implement Site Specific and Other Source Control BMPs. This step typically applies to industrial and commercial developments and is not applicable for this project. Future developments must implement site specific BMPs. C. Development Criteria Reference and Constraints 1. There are no known drainage studies for this specific property. However, it has been mentioned that Ayers Associates produced a SWMM model showing the 2-year, 5- year, 10-year, 25-year, 50-year, and 100-year events for the Boxelder Creek/Cooper Slough Basin. Gateway at Prospect is only analyzing the 100-year event for the both the interim condition and future condition. 2. Gateway at Prospect is proposing to only install interim ponds via full spectrum criteria. Because full spectrum detention is based off pre-development conditions both the interim and future developments will have approximately the same release rates. Therefore, future developments will not be hindered by the size storm lines that are installed by Gateway at Prospect. 3. Future developments are responsible for their own LID calculations and implementation. D. Hydrological Criteria 1. The City of Fort Collins Rainfall Intensity-Duration-Frequency Curves, as depicted in Figure RA-16 of the FCSCM, serve as the source for all hydrologic computations Gateway at Prospect Drainage Report 8 associated with this development. Tabulated data contained in Table RA-7 has been utilized for Rational Method runoff calculations. 2. The Rational Method has been employed to compute stormwater runoff utilizing coefficients contained in Tables 4.1-2 and 4.1-3 of the FCSCM. 3. Full spectrum detention has been utilized for detention storage calculations. 4. Three separate design storms have been utilized to address distinct drainage scenarios. The first event analyzed is the “Minor,” or “Initial” Storm, which has a 2- year recurrence interval. The second event considered is the “Major Storm,” which has a 100-year recurrence interval. The third storm computed, for comparison purposes only, is the 10-year event. 5. No other assumptions or calculation methods have been used with this development that are not referenced by current City of Fort Collins criteria. E. Hydraulic Criteria 1. As previously noted, the subject property historically drains towards its center where the Boxelder Creek runs north to south through the site. Currently, a majority of the site drains stormwater via overland flow. It will continue to be mostly overland flow during the interim condition but as the ultimate conditions come online this will most likely change to concentrated flows within curb and gutter as well as storm line conveyance. 2. All drainage facilities proposed with Gateway at Prospect project are designed in accordance with criteria outlined in the Mile High Flood Control District’s, “Urban Storm Drainage Criteria Manual”. 3. As stated in Section I.C.1, above, the subject property is subject to regulatory floodplain restrictions and development code. 4. Gateway at Prospect intends to maintain downstream integrity of the Boxelder Creek to fullest extent possible. F. Floodplain Regulations Compliance 1. No occupied structures are being proposed with the Gateway Prospect project. A bridge structure is proposed with this project. This structure will be subject to floodplain regulations. However, future developments within this project area me be subject to all floodplain regulations. G. Modifications of Criteria Gateway at Prospect is requesting that full spectrum detention as laid out by the Mile High Flood Control District be substituted for the Fort Collins Stormwater Criteria detention requirements. IV. DRAINAGE FACILITY DESIGN A. General Concept 1. The main objectives of Gateway at Prospect is to provide detention and water quality for the interim conditions as well as layout a comprehensive master plan for future developments to utilize. Additionally, maintaining Boxelder Creek stabilization is of the utmost importance. 2. Excluding the Boxelder Creek and Cache La Poudre River Inlet there are no off-site Gateway at Prospect Drainage Report 9 flows draining onto the existing property. 3. A list of tables and figures used within this report can be found in the Table of Contents at the front of the document. The tables and figures are located within the sections to which the content best applies. 4. Gateway at Prospect project is composed of nine major drainage basins, designated as Basins A, B, C, D, E, F, G, BOX, and PUD. The drainage patterns for each major basin are described below. Basin A Basin A is encumbered by multiple easements and is challenged for access. As such, future development of this basin will be limited. If, in the future, this basin develops, it will need to be studied for full spectrum detention and water quality. If this basin is maintained as an undeveloped greenbelt or open space, it will not be subject to detention or water quality treatment. Basin B During the interim condition Basin B will be undeveloped except for a small portion of the new collector street discharging onto it. During the ultimate condition Basin B is zoned to have low-density residential and urban estate districts. Basin B will discharge into the Boxelder Creek via an RCP pipe that is sized to the ultimate release rate of Pond B. Basin C Basin C is composed of two sub basins, Basin C1 and Basin C2. Basin C1 During the interim condition Basin C1 will overland flow from northeast to the southwest to Interim Pond C. During the ultimate condition Basin C1 is zoned to have an employment district. Basin C1 will be detained and treated within Basin C1 and will discharge via HDPE pipe to Boxelder Creek. Basin C1 is adjacent to Boxelder Creek so it might be advantageous for the future developments to stagger their ponds adjacent to the creek and therefore might have several stubs to the Boxelder Creek. However, the sum of those release rates must be less than or equal to the 100-year release rate specified for Pond C below and in the Appendix. Basin C2 Basin C2 encompasses half the right of way for the new collector road and half the span bridge or culvert section. Basin C2 has the same condition in the interim and ultimate conditions. Basin C2 will convey runoff to Pond C via sidewalk culvert into a swale. Basin C2 must be detained and treated during the interim and ultimate conditions within Basin C. Gateway at Prospect Drainage Report 10 Basin D Basin D is composed of two sub basins, Basin D1 and Basin D2. Basin D is the only major drainage basin that does not have an interim condition. Basin D1 Basin D1 is composed of open space and Pond D. Basin D1 sheet flows towards Pond D which discharges to the Boxelder Creek via HDPE pipe. Basin D2 Basin D2 encompasses a portion of the entire R.O.W associated with the I-25 frontage road re-alignment. Runoff generated in Basin D2 is conveyed to inlets within the R.O.W which will route the runoff to Pond D found within Basin D1. Basin E Basin E is composed of three sub basins, Basin E1, E2, and E3. Basin E1 During the interim condition Basin E1 will remain undeveloped with the exception for a swale and Interim Pond E. In the ultimate condition Basin E1 will be built out per its zoning designation of medium density mixed-use. In the ultimate condition Basin E1 might choose to have several ponds instead of just one in the southern section of the basin because it is adjacent to the Boxelder Creek. However, the sum of those release rates must be less than or equal to the 100-year release rate specified for Pond E below and in the Appendix. Basin E2 Basin E2 is comprised of the collector road as well as a small portion of open space adjacent to the southwest corner of the project site. Basin E2 has the same condition in the interim and ultimate condition except for a small portion near the northwest corner of the basin which during the ultimate condition will be built as low-density mixed use. Runoff from Basin E2 is conveyed to Interim Pond E via storm pipe. This storm pipe is sized for the ultimate condition. If in the future Interim Pond E is relocated Basin E2 will need to be routed to a new pond within Basin E. Basin E3 Basin E3 is comprised of half the right of way for the new collector roads internal to the project site as well has half the span bridge or culvert section. Runoff is conveyed to a sidewalk culvert and then to a temporary swale during the interim condition which conveys runoff to Interim Pond E. Basin E3 will remain unchanged in the ultimate condition. In the ultimate condition Basin E3 must be detained and treated within Basin E. Future developments can reroute Basin E3 to a separate pond within Basin E and get rid of the swale. However, the sum of the release rates within in Basin E must be less than or equal to the 100-year release rate specified for Pond E below and in the Appendix. Gateway at Prospect Drainage Report 11 Basin F Basin F will remain undeveloped and green space during the interim condition and therefore will not require an interim pond. In the ultimate condition Basin F is zoned as commercial use and will be required to detain and treat runoff. In the ultimate condition Basin F can discharge directly to Boxelder Creek or tie into a proposed storm line running adjacent to the Prospect Road. A manhole will be installed with Gateway at Prospect to provide a connection to this storm line. Additionally, this storm line will be designed to convey the ultimate release rate. Basin G Basin G is comprised of two sub basins, Basin G1 and Basin G2. Basin G1 Basin G1 will remain undeveloped and green space during the interim condition with the exception for Interim Pond G and a small portion of the roundabout. In the ultimate condition Basin G will be used for a commercial district. Basin G1 will be routed to Interim Pond G which will discharge to Boxelder Creek via storm line. This storm line will be sized to convey the future 100-year max release rate for all of Basin G. Basin G2 Basin G2 encompasses a portion of the entire R.O.W associated with the I-25 frontage road realignment. Basin G2 does not have an interim condition and will be routed to Interim Pond G via storm line. If in the ultimate design of the commercial district Interim Pond G is relocated Basin G2 must be detained and treated within Basin G Basin BOX Basin BOX is associated with the Boxelder Creek and is comprised of two sub basins, Basin BOX1 and Basin BOX2. As mentioned earlier it is very important to Gateway at Prospect to maintain stabilization within this drainageway. Ayers Associates put together a comprehensive SWMM model showing historic flows through the Boxelder Creek/Cooper Slough Basin. Fortunately, there are some exact nodes within this model that will allow Northern Engineering to see the exact impacts Gateway at Prospect will have on the Boxelder Creek during the interim and ultimate conditions. Basin BOX1 Basin BOX1 is associated with the Boxelder Creek that is downstream of the proposed span bridge or culvert that will be installed with Gateway at Prospect Mentioned earlier there is an emergency overflow weir within the Boxelder Creek on this site. This overflow weir is denoted as Divider 885 in Ayers Associates SWMM model and this is found within Basin BOX1. Gateway at Prospect Drainage Report 12 Basin BOX2 Basin BOX2 is associated with the Boxelder Creek that is upstream of the proposed span bridge or culvert that will be installed with Gateway at Prospect. Node 884 in the Ayers Associates SWMM model represents the start of this basin. Basin PUD1 Basin PUD1 is associated with the Cache La Poudre Inlet Canal. Basin PUD1 runs west to east and conveys offsite flows through the Gateway at Prospect site. These flows are siphoned under the Boxelder Creek and continue east of I-25. Gateway at Prospect does not propose to alter this drainageway during the interim or ultimate condition. A full-size copy of the Drainage Exhibit can be found in the Map Pocket at the end of this report. B. Specific Details 1. Gateway at Prospect is located near the end of the Boxelder Creek/Cooper Slough Basin and will be discharging into the Boxelder Creek. In order to maintain stabilization full spectrum detention was utilized to size interim ponds and future release rates. The rationale behind this is to “beat the peak” and have the site drained prior to when the peak flowrates within Boxelder Creek occur. In beating the peak Gateway at Prospect can guarantee that it will not be adversely impacting downstream infrastructure. 2. Gateway at Prospect is proposing to provide 100-year detention, detaining the EURV, and utilizing extended detention for water quality. However, storm lines have been sized for ultimate conditions unless otherwise stated. In the ultimate condition all future parcels will be held to the ultimate release rates, WQCV, and EURV as stated below. Additionally, future developments are responsible for sizing and implementing LID measures per the Fort Collins Stormwater Criteria Manual. 3. There will be four interim ponds (Interim Pond B, Interim Pond C, Interim Pond E, and Interim Pond G) and one final pond (Pond D) installed with Gateway at Prospect. 4. Information regarding future ponds for ultimate condition for Pond B, Pond C, Pond E, Pond F, and Pond G are detailed below and in Appendix B. 5. Detention Pond Calculations Detention pond calculations were done via full spectrum method as described in Volume 2, Chapter 12 Section 3 in the Urban Strom Drainage Criteria Manual. Several ponds (Pond B, Pond C, Pond E, Pond G) will have interim ponds. Pond D will be built out to its ultimate condition per the Gateway at Prospect plans. Lastly Pond F will not have an interim pond condition because Basin F during the interim condition remains unchanged from the existing condition. For ponds that will be constructed in the future, and not with Gateway at Prospect (i.e. Pond B, Pond C, Pond E, Pond F, and Pond G), the release rates stated in the proceeding paragraphs are the ultimate release rates. The corresponding ultimate detention volumes are only for conceptual purposes. Future developments might find it advantageous to have several ponds per each basin instead of one large pond. Gateway at Prospect Drainage Report 13 However, the summation of these pond volumes should be very close to the overall volumes as described below. Future Developments must provide for the WQCV and EURV as well. Please refer to Appendix B for additional information not captured in this narrative. Pond B Pond B is associated with Basin B. During the interim condition Pond B will have a total volume of 1.429 ac-ft with a max release rate of 95.9 cfs. Interim Pond B will also be providing 0.098 ac-ft of water quality capture volume (WQCV) and excess urban runoff volume (EURV) via extended detention. In the ultimate condition Pond B will have a total volume of 6.614 ac-ft with 2.897 ac-ft of WQCV and EURV via extended detention and have a max release rate of 91.1 cfs. As previously stated, the final volume is not the controlling factor but rather the 91.1 cfs release rate from Basin B. Therefore, in the future Basin B can have a total release rate of 91.1 cfs. Additionally, Basin B must also provide a minimum of 2.897 ac-ft of WQCV and EURV via extended detention along with LID measures as laid forth in the Fort Collins Stormwater Criteria Manual. Pond C Pond C is associated with Basin C. During the interim condition Pond C will have a total volume of 0.613 ac-ft with a max release rate of 30.9 cfs. Interim Pond C will also be providing 0.055 ac-ft of water quality capture volume (WQCV) and excess urban runoff volume (EURV) via extended detention. In the ultimate condition Pond C will have a total volume of 3.530 ac-ft with 1.914 ac-ft of WQCV and EURV via extended detention and have a max release rate of 29.6 cfs. As previously stated, the final volume is not the controlling factor but rather the 29.6 cfs release rate from Basin C. Therefore, in the future Basin C can have a total release rate of 29.6 cfs. Additionally, Basin C must also provide a minimum of 1.914 ac-ft of WQCV and EURV via extended detention along with LID measures as laid forth in the Fort Collins Stormwater Criteria Manual. Pond D Pond D is associated with Basin D. Pond D will not have an interim condition because Basin D is being built out to its ultimate condition. Therefore, Pond D will have a total volume of 3.530 ac-ft while providing 0.118 ac-ft of WQCV and EURV via extended detention. Pond D will have a max release rate of 5.8 cfs. Pond E Pond E is associated with Basin E. During the interim condition Pond E will have a total volume of 0.943 ac-ft with a max release rate of 31.0 cfs. Interim Pond E will also be providing 0.225 ac-ft of water quality capture volume (WQCV) and excess urban runoff volume (EURV) via extended detention. In the ultimate condition Pond E will have a total volume of 2.375 ac-ft with 1.184 ac-ft of WQCV and EURV via extended detention and have a max release rate of 31.9 cfs. As previously stated, the final volume is not the controlling factor but rather the 31.9 cfs release rate from Basin E. Therefore, in the future Basin E can have a total release rate of 31.9 cfs. Additionally, Basin E must also provide a minimum of 1.184 ac-ft of WQCV and EURV via extended detention along with LID measures as laid forth in the Fort Collins Stormwater Criteria Manual. Pond F Pond F is associated with Basin F. There is no interim Pond F because Basin F Gateway at Prospect Drainage Report 14 remains unchanged with the Gateway at Prospect development. However, in the future Pond F must have a total volume of 0.854 ac-ft, with 0.454 ac-ft of WQCV and EURV via extended detention. Pond F will have a max release rate of 10.1 cfs. Therefore, in the future Basin F can have a total release rate of 10.1 cfs and must also provide LID measures as laid forth in the Fort Collins Stormwater Criteria Manual. Pond G Pond G is associated with Basin G. During the interim condition Pond G will have a total volume of 0.896 ac-ft with a max release rate of 30.9 cfs. Interim Pond B will also be providing 0.140 ac-ft of water quality capture volume (WQCV) and excess urban runoff volume (EURV) via extended detention. In the ultimate condition Pond G will have a total volume of 3.625 ac-ft with 1.920 ac-ft of WQCV and EURV via extended detention and have a max release rate of 33.1 cfs. As previously stated, the final volume is not the controlling factor but rather the 33.1 cfs release rate from Basin G. Therefore, in the future Basin G can have a total release rate of 33.1 cfs. Additionally, Basin G must also provide a minimum of 1.920 ac-ft of WQCV and EURV via extended detention along with LID measures as laid forth in the Fort Collins Stormwater Criteria Manual. Pond Summary Pond sizing and associated release rates were calculated via full spectrum detention methods. All interim and final ponds will be releasing to Boxelder Creek. By utilizing full spectrum detention, it allows Gateway at Prospect and future developments to maintain downstream infrastructure within the Boxelder Creek by beating the peak. By utilizing the hydrographs produced by full spectrum in conjunction with Ayers Associates Boxelder Creek/Cooper Slough Basin SWMM models allows for verification that downstream integrity within the Boxelder Creek will be maintained. Further explanation on this can be found in the following section. Table 3 - Interim Pond Summary Table 4 - Ultimate Pond Summary Pond ID Storage (ac-ft) WQCV + EURV (ac-ft) Release Rate (cfs) Interim Pond B 1.429 0.098 95.9 Interim Pond C 0.613 0.055 30.9 Pond D N/A N/A N/A Interim Pond E 0.943 0.225 31.0 Pond F N/A N/A N/A Interim Pond G 0.896 0.140 30.9 Pond ID Final Storage (ac-ft)* WQCCV + EURV (ac-ft) Final Release Rate (cfs) Pond B 6.614 2.897 91.1 Pond C 3.530 1.914 29.6 Pond D 0.305 0.118 5.8 Pond E 2.375 1.184 31.9 Pond F 0.854 0.454 10.1 Pond G 3.625 1.920 33.1 Gateway at Prospect Drainage Report 15 *Future Developments can choose to do several ponds instead of one large pond. It is evident that the final release rates between the interim condition and ultimate condition are slightly different. Due to how the full spectrum spreadsheet by Mile High Flood Control district is put together it iterates the 100-year release rate to 0.90 of the pre-development flows. The pre-development flows are the same between the interim and final ponds on a per basin comparison. However, the WQCV, EURV, and total volume are different between interim and ultimate conditions. These difference in volumes have an impact on the head pressure generated at the outfall structure. Because of this difference in head pressure the outlet structures are constructed differently and thus the ultimate release rate is slightly adjusted. It is also important to note that the full spectrum spreadsheet rounds the ratio peak outflow to predevelopment to 0.90 for the 100-year event. However, in most situations the ratio peak outflow to predevelopment is rarely exactly 0.90 but somewhere within the range of 0.86 to 0.94. 6. Full Spectrum and SWMM Analysis As previously stated, one of Gateway at Prospects main goals is to maintain downstream integrity of the Boxelder Creek and emergency overflow channel. The main way this is achievable is by utilizing full spectrum detention to “beat the peak”. The “beat the peak” concept is when you discharge the sites runoff at a certain rate to guarantee that you are not increasing the peak flowrate in the drainageway by the compounding peak discharge from the site concurrently with the peak flow in the drainageway. In general, the Boxelder Creek has a peaking time within the Gateway at Prospect project is roughly 14.20 hours after the initial storm. This can be seen in Appendix C. Ayers and Associates put together a SWMM model in 2018 that modeled the Boxelder Creek/Cooper Slough Basin in its entirety. By utilizing this SWMM model in conjunction with the hydrographs produced by full spectrum, the impacts of the Gateway at Prospect and the future associated developments on the Boxelder Creek were modeled. There are four main junctions with the Ayers and Associates SWMM model that are directly applicable to the Gateway at Prospect project. Gateway at Prospect utilized these four junctions to compare the existing, interim, and ultimate 100-year flow rates at these known locations. Gateway at Prospect Drainage Report 16 Figure 5 - Snapshot of Ultimate Pond SWMM Model Node 884 Node 884 represents the junction upstream of the Gateway at Prospect project. Therefore, this node is a control point and the flow rate will remain unchanged from existing condition to the ultimate condition. The flowrate leaving Node 884 in all three scenarios is 3377.99 cfs. Divider 885 Divider 885 represents the location in Boxelder Creek where the emergency overflow is located, which has previously been described. This is the first junction that you can see the negligible impact that Gateway at Prospect will have on Boxelder Creek in the interim and ultimate condition. Pond B, Pond C, and Pond D discharge into Boxelder Creek Upstream of Divider 885. At the existing condition Divider 885 has a flowrate of 3377.89 cfs. In the interim condition Divider 885 max flow rate is raised to 3378.02 cfs and up to 3378.79 cfs during the ultimate condition. The slight increase to peak flow rate in the Boxelder Creek is due to the required 40-hour release of the WQCV and EURV of Ponds B, C, and D. The peak flow rate within Divider 885 occurs roughly around 14.17 hours after the storm event. Therefore, there will be a slight increase in runoff that is driven by the release of the WQCV and EURV. However, this change is extremely negligible in the grand scheme of the entire basin and therefore it can be said that the integrity of Boxelder Creek at Divider 885 will be maintained. Node 886 Node 886 is the next downstream node within the typical Boxelder Creek flow path. Node 886 will be the closest downstream nodes for Pond F and Pond G where impacts can be analyzed. In the existing condition Node 886 had a flow rate of 950.98 cfs, in the interim condition 951.12, and in the ultimate condition 951.41 cfs. Again, this increase is driven by the 40-hr drain time of the WQCV and EURV from upstream ponds. However, once again the impact is negligible, and it can be concluded that the integrity of Boxelder Creek will be maintained at Node 886. Gateway at Prospect Drainage Report 17 Node 887 Node 887 is associated with the first node down stream of the emergency overflow path within Boxelder Creek. Node 887 sees most of the 100-year event generated within the Boxelder Creek/Cooper Slough Basin with an existing flowrate of 2426.9 cfs. In the interim condition the flow rate at Node 887 is 2427.17 cfs and 2428.22 cfs in the ultimate condition. These increases in flowrates can once again be associated with the 40-hr release time for the WQCV and EURV. Pond E in the interim condition discharges directly into this overflow spillway. All these junctions are depicted on the Drainage Exhibit found in the map packet for additional comprehension ease. SWMM Summary By utilizing full spectrum detention Gateway at Prospect, it is expected that the Boxelder Creek downstream integrity will not be impacted during the interim and ultimate conditions. The slight increases in the peak flowrates are a result of the 40- hr drain times for the WQCV and EURV. Table 5 - SWMM Existing v. Interim Conditions Summary Table 6 - SWMM Existing v. Ultimate Conditions Summary Additionally, by utilizing full spectrum Gateway at Prospect has shown that it is in fact beating the peak within the Boxelder Creek, which was stated to be roughly 14.20 hours after the initial storm. During both the interim and ultimate conditions all the ponds are peaking at roughly 1 hour after the initial storm. This is illustrated in the profiles found with in Appendix C. Please refer to the Appendix for a more comprehensive breakdown in calculations and locations. Additionally, the SWMM model can be provided to whomever requests access to it but for the sake of comprehension and reducing the overall sheet count of this report the SWMM results have been stripped down to include only information that is relevant to the Gateway and Prospect project. V. CONCLUSIONS A. Compliance with Standards 1. The drainage design proposed with Gateway at Prospect project does not comply with the City of Fort Collins’ Stormwater Criteria Manual but does meet the Mile High Flood Control District Criteria Manual. However, the City of Fort Collins has approved SWMM ID Ayers Associate Boxelder Basin Model 100-YR Flow Rates (cfs) Interim 100-YR Flow Rates (cfs) Increase in Flow Rates (cfs) Node 884 3377.99 3377.99 0.00 Divider 885 3377.89 3378.02 0.13 Node 886 950.98 951.12 0.14 Node 887 2426.9 2427.17 0.27 SWMM ID Ayers Associate Boxelder Basin Model 100-YR Flow Rates (cfs) Ultimate 100-YR Flow Rates (cfs) Increase in Flow Rates (cfs) Node 884 3377.99 3377.99 0.00 Divider 885 3377.89 3378.79 0.90 Node 886 950.98 951.41 0.43 Node 887 2426.9 2428.22 1.32 Gateway at Prospect Drainage Report 18 this divergence from the detention standards set in the FCSCM 2. The drainage design proposed with Gateway at Prospect project complies with the City of Fort Collins’ Master Drainage Plan for the Boxelder and Cooper Slough Basin. 3. There are regulatory floodplains associated with Gateway at Prospect development. 4. The drainage plan and stormwater management measures proposed with Gateway at Prospect development are compliant with all applicable State and Federal regulations governing stormwater discharge. B. Drainage Concept 1. The drainage design proposed with this project will effectively limit potential damage associated with its stormwater runoff. Gateway at Prospect will install interim ponds and one final pond. Additionally, it has set out the guidelines for future development to follow in order to ensure downstream integrity of Boxelder Creek. Gateway at Prospect utilized full spectrum detention as a mechanism to “beat the peak” of the Boxelder Creek. 2. The proposed Gateway at Prospect development will not impact the Master Drainage Plan recommendations for the Boxelder and Cooper Slough major drainage basin. Gateway at Prospect Drainage Report 19 References 1. City of Fort Collins Landscape Design Guidelines for Stormwater and Detention Facilities, November 5, 2009, BHA Design, Inc. with City of Fort Collins Utility Services. 2. Fort Collins Stormwater Criteria Manual, City of Fort Collins, Colorado, as adopted by Ordinance No. 174, 2011, and referenced in Section 26-500 (c) of the City of Fort Collins Municipal Code. 3. Larimer County Urban Area Street Standards, Adopted January 2, 2001, Repealed and Reenacted, Effective October 1, 2002, Repealed and Reenacted, Effective April 1, 2007. 4. Soils Resource Report for Larimer County Area, Colorado, Natural Resources Conservation Service, United States Department of Agriculture. 5. Urban Storm Drainage Criteria Manual, Volumes 1-3, Mile High Flood District, Wright- McLaughlin Engineers, Denver, Colorado, Revised September 2017. 6. SWMM Analysis for the Boxelder and Cooper Slough Major Basin, Ayers Associates, Fort Collins, Colorado, 2018 7. Overall Drainage Report for Gateway at Prospect Overall Development Plan, by Stephanie Thomas at Northern Engineering, May 3rd 2016 APPENDIX A HYDROLOGIC COMPUTATIONS Gateway at Prospect Project: Gateway at Prospect Calculations By: B. Mathisen Date: April 21, 2020 CHARACTER OF SURFACE 1 : Percentage Impervious Streets, Parking Lots, Roofs, Alleys, and Drives: Asphalt ……....……………...……….....…...……………….………………………………………………………….. 100% Concrete …….......……………….….……….………………..….…………………………………………………….. 90% Gravel ……….…………………….….…………………………..……………………………………………………… 40% Roofs …….…….………………..……………….……………………………………………………………………… 90% Lawns and Landscaping Sandy Soil 2% Clayey Soil 2% ROW ROW Width Asphalt Concrete Area Landscaped Area Percent Impervious LF LF LF SF % ROW (Collector 66' ROW) 66 38 15 13 78% ROW (Collector 84' ROW) 84 50 15 19 76% UPDATED TO FCSCM RUNOFF COEFFICENTS SITE SPECIFIC % IMPERVIOUSNESS 4/21/20203:38 PM P:\892-002\Drainage\Hydrology\889-002_Proposed Rational Calcs (Interim).xlsx Gateway at Prospect CHARACTER OF SURFACE 1 : Percentage Impervious Developed Project: Gateway at Prospect ROW (Collector 84' ROW) 76% Calculations By: Blaine Mathisen ROW (Collector 66' ROW) 78% Date: April 21, 2020 Urban Estate 30% Low Density Residential 50% Medium Density Residential 70% Commercial 80% Park 25% Unimproved Areas Undeveloped, Greenbelts, agricultural 2% Lawns Sandy Soil 2% Notes: Basin ID Basin Area (ac) Area of Collector 66' R.O.W (ac) Area of Collector 84' R.O.W (ac) Area of Urban Estate (ac) Area of Low Density Residential (ac) Area of Medium Density Residential (ac) Area of Commercial (ac) Area of Park (ac) Area of Undeveloped, Greenbelts, Agricultural (ac) Composite % Imperv. 2-year Composite Runoff Coefficient 5-year Composite Runoff Gateway at Prospect Overland Flow, Time of Concentration: Project: Gateway at Prospect Calculations By: Blaine Mathisen Date: April 21, 2020 Gutter/Swale Flow, Time of Concentration: Tt = L / 60V (UDFCD USDCM, Volume 1, Chapter 6, Equation 6-4) Tc = Ti + Tt (UDFCD USDCM, Volume 1, Chapter 6, Equation 6-2) Velocity (Gutter Flow), V = 20·S½ (UDFCD USDCM, Volume 1, Chapter 6, Table 6-2) Velocity (Swale Flow), V = 15·S½ (UDFCD USDCM, Volume 1, Chapter 6, Table 6-2) Time of Concentration Is Length >500' ? C5 Slope, S (%) Ti Slope, S (%) Velocity, V (ft/s) Tt (min) Slope, S (%) Velocity, V (ft/s) Tt (min) Urban Tc Check Tc (min) A1 Yes 0.05 0.52% 65.6 N/A N/A N/A N/A N/A N/A n/a 65.6 Interim Pond B B1 No 0.05 4.00% 21.0 0.75% 1.73 5.8 N/A N/A N/A 15.0 15.0 C1 No 0.05 3.75% 17.5 1.20% 2.19 3.8 N/A N/A N/A 13.9 13.9 c2 C2 No 0.65 N/A N/A 1.10% 2.10 3.9 N/A N/A N/A 12.7 5.0 D1 No 0.05 23.33% 3.7 N/A N/A N/A N/A N/A N/A 10.2 5.0 d2 D2 No 0.65 N/A N/A 0.49% 1.41 5.9 N/A N/A N/A 12.8 5.9 E1 No 0.05 5.00% 11.3 N/A N/A N/A N/A N/A N/A 10.6 10.6 e2 E2 No 0.40 N/A N/A 0.76% 1.75 9.4 N/A N/A N/A 15.5 9.4 e3 E3 No 0.65 N/A N/A 1.10% 2.10 3.9 N/A N/A N/A 12.7 5.0 F1 No 0.05 4.00% 10.5 2.67% 3.27 0.4 N/A N/A N/A 10.8 10.8 G1 No 0.05 3.00% 18.9 0.80% 1.79 2.3 N/A N/A N/A 12.5 12.5 g2 G2 No 0.56 N/A N/A 1.72% 2.63 3.7 N/A N/A N/A 13.2 5.0 BOX1 No 0.05 N/A N/A N/A N/A N/A 0.71% 1.27 9.2 13.9 9.2 BOX2 No 0.05 N/A N/A N/A N/A N/A 0.13% 0.53 29.7 15.3 15.3 PUD1 No 0.05 N/A N/A N/A N/A N/A 0.09% 0.45 99.6 25.0 25.0 Interim Pond C Basin C (C1 and C2) No 0.05 N/A N/A 1.10% 2.10 3.9 N/A N/A N/A 12.7 5.0 Final Pond D Basin D (D1 and D2) No 0.32 23.33% 2.7 N/A N/A N/A N/A N/A N/A 10.2 5.0 Interim Pond E Basin E (E1, E2, and E3) No 0.12 N/A N/A 1.10% 2.10 3.9 N/A N/A N/A 12.7 5.0 Interim Pond G Basin G (G1 and G2) No 0.08 N/A N/A 1.72% 2.63 3.7 N/A N/A N/A 13.2 5.0 INTERIM DEVELOPED DIRECT TIME OF CONCENTRATION FOR INDIVIDUAL BASINS Gutter Flow 1 Swale Flow Design Gateway at Prospect Rational Method Equation: Project: Calculations By: Date: Rainfall Intensity: A1 29.57 65.6 0.01 0.15 0.49 1.32 2.25 4.60 0.39 9.98 66.66 Interim Pond B B1 67.01 15.0 0.01 0.15 0.49 1.87 3.19 6.52 1.25 32.06 214.08 C1 23.88 13.9 0.01 0.15 0.49 1.95 3.34 6.82 0.47 11.96 79.74 c2 C2 0.48 5.0 0.60 0.68 0.79 2.85 4.87 9.95 0.82 1.59 3.78 D1 2.11 5.0 0.01 0.15 0.49 2.85 4.87 9.95 0.06 1.54 10.29 d2 D2 1.57 5.9 0.60 0.68 0.79 2.76 4.72 9.63 2.60 5.04 11.95 E1 14.43 10.6 0.01 0.15 0.49 2.17 3.71 7.57 0.31 8.02 53.53 e2 E2 3.45 9.4 0.34 0.46 0.67 2.30 3.93 8.03 2.70 6.24 18.56 e3 E3 0.97 5.0 0.60 0.68 0.79 2.85 4.87 9.95 1.65 3.20 7.60 F1 5.78 10.8 0.01 0.15 0.49 2.17 3.71 7.57 0.13 3.21 21.45 G1 23.26 12.5 0.01 0.15 0.49 2.02 3.45 7.04 0.47 12.02 80.22 g2 G2 1.51 5.0 0.51 0.61 0.75 2.85 4.87 9.95 2.20 4.50 11.30 BOX1 3.58 9.2 0.01 0.15 0.49 2.30 3.93 8.03 0.08 2.11 14.07 BOX2 1.57 15.3 0.01 0.15 0.49 1.87 3.19 6.52 0.03 0.75 5.00 PUD1 3.13 25.0 0.01 0.15 0.49 1.43 2.44 4.98 0.04 1.14 7.63 Interim Pond C Basin C (C1 and C2) 24.36 5.0 0.01 0.15 0.49 2.85 4.87 9.95 0.69 17.80 118.77 Final Pond D Basin D (D1 and D2) 3.68 5.0 0.26 0.39 0.63 2.85 4.87 9.95 2.73 6.99 23.08 Interim Pond E Basin E (E1, E2, and E3) 18.85 5.0 0.06 0.21 0.52 2.85 4.87 9.95 3.22 19.28 97.52 Interim Pond G Basin G (G1 and G2) 24.77 5.0 0.03 0.17 0.50 2.85 4.87 9.95 2.12 20.51 123.23 Combined Basins Intensity, i2 (in/hr) Intensity, i100 (in/hr) Notes INTERIM DEVELOPED RUNOFF COMPUTATIONS FOR INDIVIDUAL BASINS Design Point Basin(s) Area, A (acres) Tc (min) Flow, Q2 (cfs) Flow, Q100 (cfs) C2 C100 Rainfall Intensity taken from the Larimer County Stormwater Design Standards, Adopted June 20, 2005, Figure RA-3. C10 Intensity, i10 (in/hr) Flow, Q10 (cfs) Gateway at Prospect Blaine Mathisen April 21, 2020 Q = C f ( C )( i )( A ) Gateway at Prospect BASIN TOTAL AREA (acres) Tc (min) C2 C100 Q2 (cfs) Q100 (cfs) A1 29.57 65.6 0.01 0.49 0.39 66.66 B1 67.01 15.0 0.01 0.49 1.25 214.08 C1 23.88 13.9 0.01 0.49 0.47 79.74 C2 0.48 5.0 0.60 0.79 0.82 3.78 D1 2.11 5.0 0.01 0.49 0.06 10.29 D2 1.57 5.9 0.60 0.79 2.60 11.95 E1 14.43 10.6 0.01 0.49 0.31 53.53 E2 3.45 9.4 0.34 0.67 2.70 18.56 E3 0.97 5.0 0.60 0.79 1.65 7.60 F1 5.78 10.8 0.01 0.49 0.13 21.45 G1 23.26 12.5 0.01 0.49 0.47 80.22 G2 1.51 5.0 0.51 0.75 2.20 11.30 BOX1 3.58 9.2 0.01 0.49 0.08 14.07 BOX2 1.57 15.3 0.01 0.49 0.03 5.00 PUD1 3.13 25.0 0.01 0.49 0.04 7.63 Basin C (C1 and C2) 24.36 5.0 0.01 0.49 0.69 118.77 Basin D (D1 and D2) 3.68 5.0 0.26 0.63 2.73 23.08 Basin E (E1, E2, and E3) 18.85 5.0 0.06 0.52 3.22 97.52 Basin G (G1 and G2) 24.77 5.0 0.03 0.50 2.12 123.23 Rational Flow Summary | Developed Basin Flow Rates 4/21/20203:38 PM P:\892-002\Drainage\Hydrology\889-002_Proposed Rational Calcs (Interim).xlsx\Summary Tables Gateway at Prospect CHARACTER OF SURFACE 1 : Percentage Impervious Developed Project: Gateway at Prospect ROW (Collector 84' ROW) 76% Calculations By: Blaine Mathisen ROW (Collector 66' ROW) 78% Date: April 21, 2020 Urban Estate 30% Low Density Residential 50% Medium Density Residential 70% Commercial 80% Park 25% Unimproved Areas Undeveloped, Greenbelts, agricultural 2% Lawns Sandy Soil 2% Notes: Basin ID Basin Area (ac) Area of Collector 66' R.O.W (ac) Area of Collector 84' R.O.W (ac) Area of Urban Estate (ac) Area of Low Density Residential (ac) Area of Medium Density Residential (ac) Area of Commercial (ac) Area of Park (ac) Area of Undeveloped, Greenbelts, Agricultural (ac) Composite % Imperv. 2-year Composite Runoff Coefficient 5-year Composite Runoff Gateway at Prospect Overland Flow, Time of Concentration: Project: Gateway at Prospect Calculations By: Blaine Mathisen Date: April 21, 2020 Gutter/Swale Flow, Time of Concentration: Tt = L / 60V (UDFCD USDCM, Volume 1, Chapter 6, Equation 6-4) Tc = Ti + Tt (UDFCD USDCM, Volume 1, Chapter 6, Equation 6-2) Velocity (Gutter Flow), V = 20·S½ (UDFCD USDCM, Volume 1, Chapter 6, Table 6-2) Velocity (Swale Flow), V = 15·S½ (UDFCD USDCM, Volume 1, Chapter 6, Table 6-2) Time of Concentration Is Length >500' ? C5 Slope, S (%) Ti Slope, S (%) Velocity, V (ft/s) Tt (min) Slope, S (%) Velocity, V (ft/s) Tt (min) Urban Tc Check Tc (min) A1 Yes 0.05 0.52% 65.6 N/A N/A N/A N/A N/A N/A n/a 65.6 Pond B B1 No 0.40 4.00% 14.0 0.75% 1.73 5.8 N/A N/A N/A 15.0 15.0 C1 No 0.69 3.75% 6.8 1.20% 2.19 3.8 N/A N/A N/A 13.9 10.6 c2 C2 No 0.65 N/A N/A 1.10% 2.10 3.9 N/A N/A N/A 12.7 5.0 D1 No 0.05 23.33% 3.7 N/A N/A N/A N/A N/A N/A 10.2 5.0 d2 D2 No 0.65 N/A N/A 0.49% 1.41 5.9 N/A N/A N/A 12.8 5.9 E1 No 0.56 5.00% 5.8 N/A N/A N/A N/A N/A N/A 10.6 5.8 e2 E2 No 0.40 N/A N/A 0.76% 1.75 9.4 N/A N/A N/A 15.5 9.4 e3 E3 No 0.65 N/A N/A 1.10% 2.10 3.9 N/A N/A N/A 12.7 5.0 Pond F F1 No 0.69 4.00% 4.1 2.67% 3.27 0.4 N/A N/A N/A 10.8 5.0 G1 No 0.69 3.00% 7.4 0.80% 1.79 2.3 N/A N/A N/A 12.5 9.7 g2 G2 No 0.56 N/A N/A 1.72% 2.63 3.7 N/A N/A N/A 13.2 5.0 BOX1 No 0.05 N/A N/A N/A N/A N/A 0.71% 1.27 9.2 13.9 9.2 BOX2 No 0.05 N/A N/A N/A N/A N/A 0.13% 0.53 29.7 15.3 15.3 PUD1 No 0.05 N/A N/A N/A N/A N/A 0.09% 0.45 99.6 25.0 25.0 Pond C Basin C (C1 and C2) No 0.69 N/A N/A 1.10% 2.10 3.9 N/A N/A N/A 12.7 5.0 Pond D Basin D (D1 and D2) No 0.32 23.33% 2.7 N/A N/A N/A N/A N/A N/A 10.2 5.0 Pond E Basin E (E1, E2, and E3) No 0.56 N/A N/A 1.10% 2.10 3.9 N/A N/A N/A 12.7 5.0 Pond G Basin G (G1 and G2) No 0.65 N/A N/A 1.72% 2.63 3.7 N/A N/A N/A 13.2 5.0 DEVELOPED DIRECT TIME OF CONCENTRATION FOR INDIVIDUAL BASINS Gutter Flow 1 Swale Flow Design Gateway at Prospect Rational Method Equation: Project: Calculations By: Date: Rainfall Intensity: A1 29.57 65.6 0.01 0.15 0.49 1.32 2.25 4.60 0.39 9.98 66.66 Pond B B1 67.01 15.0 0.34 0.46 0.67 1.87 3.19 6.52 42.60 98.33 292.72 C1 23.88 10.6 0.65 0.72 0.81 2.17 3.71 7.57 33.68 63.70 146.42 c2 C2 0.48 5.0 0.60 0.68 0.79 2.85 4.87 9.95 0.82 1.59 3.78 D1 2.11 5.0 0.01 0.15 0.49 2.85 4.87 9.95 0.06 1.54 10.29 d2 D2 1.57 5.9 0.60 0.68 0.79 2.76 4.72 9.63 2.60 5.04 11.95 E1 14.43 5.8 0.51 0.61 0.75 2.76 4.72 9.63 20.31 41.51 104.23 e2 E2 3.45 9.4 0.34 0.46 0.67 2.30 3.93 8.03 2.70 6.24 18.56 e3 E3 0.97 5.0 0.60 0.68 0.79 2.85 4.87 9.95 1.65 3.20 7.60 Pond F F1 5.78 5.0 0.65 0.72 0.81 2.85 4.87 9.95 10.71 20.28 46.61 G1 23.26 9.7 0.65 0.72 0.81 2.26 3.86 7.88 34.09 64.55 148.34 g2 G2 1.51 5.0 0.51 0.61 0.75 2.85 4.87 9.95 2.20 4.50 11.30 BOX1 3.58 9.2 0.01 0.15 0.49 2.30 3.93 8.03 0.08 2.11 14.07 BOX2 1.57 15.3 0.01 0.15 0.49 1.87 3.19 6.52 0.03 0.75 5.00 PUD1 3.13 25.0 0.01 0.15 0.49 1.43 2.44 4.98 0.04 1.14 7.63 Pond C Basin C (C1 and C2) 24.36 5.0 0.65 0.72 0.81 2.85 4.87 9.95 45.13 85.42 196.34 Pond D Basin D (D1 and D2) 3.68 5.0 0.26 0.39 0.63 2.85 4.87 9.95 2.73 6.99 23.08 Pond E Basin E (E1, E2, and E3) 18.85 5.0 0.51 0.61 0.75 2.85 4.87 9.95 27.40 55.99 140.65 Pond G Basin G (G1 and G2) 24.77 5.0 0.60 0.68 0.79 2.85 4.87 9.95 42.36 82.03 194.70 Combined Basins Intensity, i2 (in/hr) Intensity, i100 (in/hr) Notes DEVELOPED RUNOFF COMPUTATIONS FOR INDIVIDUAL BASINS Design Point Basin(s) Area, A (acres) Tc (min) Flow, Q2 (cfs) Flow, Q100 (cfs) C2 C100 Rainfall Intensity taken from the Larimer County Stormwater Design Standards, Adopted June 20, 2005, Figure RA-3. C10 Intensity, i10 (in/hr) Flow, Q10 (cfs) Gateway at Prospect Blaine Mathisen April 21, 2020 Q = C f ( C )( i )( A ) Gateway at Prospect BASIN TOTAL AREA (acres) Tc (min) C2 C100 Q2 (cfs) Q100 (cfs) A1 29.57 65.6 0.01 0.49 0.39 66.66 B1 67.01 15.0 0.34 0.67 42.60 292.72 C1 23.88 10.6 0.65 0.81 33.68 146.42 C2 0.48 5.0 0.60 0.79 0.82 3.78 D1 2.11 5.0 0.01 0.49 0.06 10.29 D2 1.57 5.9 0.60 0.79 2.60 11.95 E1 14.43 5.8 0.51 0.75 20.31 104.23 E2 3.45 9.4 0.34 0.67 2.70 18.56 E3 0.97 5.0 0.60 0.79 1.65 7.60 F1 5.78 5.0 0.65 0.81 10.71 46.61 G1 23.26 9.7 0.65 0.81 34.09 148.34 G2 1.51 5.0 0.51 0.75 2.20 11.30 BOX1 3.58 9.2 0.01 0.49 0.08 14.07 BOX2 1.57 15.3 0.01 0.49 0.03 5.00 PUD1 3.13 25.0 0.01 0.49 0.04 7.63 Basin C (C1 and C2) 24.36 5.0 0.65 0.81 45.13 196.34 Basin D (D1 and D2) 3.68 5.0 0.26 0.63 2.73 23.08 Basin E (E1, E2, and E3) 18.85 5.0 0.51 0.75 27.40 140.65 Basin G (G1 and G2) 24.77 5.0 0.60 0.79 42.36 194.70 Rational Flow Summary | Developed Basin Flow Rates 4/21/20203:39 PM P:\892-002\Drainage\Hydrology\889-002_Proposed Rational Calcs (Final Master Planning).xlsx\Summary Tables 1-hr point (in) 1.04 1.73 2.71 Duration (min) 2-Year Intensity (in/hr) 10-Year Intensity (in/hr) 100-Year Intensity (in/hr) 2.00 3 4 5 2.85 4.87 9.95 5.5 2.76 4.72 9.63 6 2.67 4.56 9.31 6.5 2.60 4.44 9.06 7 2.52 4.31 8.80 7.5 2.46 4.21 8.59 8 2.40 4.10 8.38 8.5 2.35 4.02 8.21 9 2.30 3.93 8.03 9.5 2.26 3.86 7.88 10 2.21 3.78 7.72 10.5 2.17 3.71 7.57 11 2.13 3.63 7.42 12 2.09 3.57 7.29 12 2.05 3.50 7.16 12.5 2.02 3.45 7.04 13 1.98 3.39 6.92 13.5 1.95 3.34 6.82 14 1.92 3.29 6.71 14.5 1.90 3.24 6.62 15 1.87 3.19 6.52 15.5 1.84 3.14 6.41 16 1.81 3.08 6.30 16.5 1.78 3.04 6.20 17 1.75 2.99 6.10 17.5 1.73 2.95 6.01 18 1.70 2.90 5.92 18.5 1.68 2.86 5.84 19 1.65 2.82 5.75 19.5 1.63 2.78 5.68 20 1.61 2.74 5.60 20.5 1.59 2.71 5.53 21 1.56 2.67 5.46 21.5 1.55 2.64 5.39 22 1.53 2.61 5.32 22.5 1.51 2.58 5.26 23 1.49 2.55 5.20 23.5 1.48 2.52 5.15 24 1.46 2.49 5.09 24.5 1.45 2.47 5.04 25 1.43 2.44 4.98 25.5 1.42 2.42 4.93 26 1.40 2.39 4.87 26.5 1.39 2.37 4.83 27 1.37 2.34 4.78 27.5 1.36 2.32 4.74 28 1.34 2.29 4.69 28.5 1.33 2.27 4.65 29 1.32 2.25 4.60 29.5 1.31 2.23 4.56 30 1.30 2.21 4.52 Fort Collins Rainfall Intensity - Duration - Frequency Table 30.5 1.29 2.19 4.47 31 1.27 2.16 4.42 31.5 1.26 2.14 4.38 32 1.24 2.12 4.33 32.5 1.23 2.10 4.29 33 1.22 2.08 4.24 33.5 1.21 2.06 4.20 34 1.19 2.04 4.16 34.5 1.18 2.02 4.12 35 1.17 2 4.08 35.5 1.16 1.98 4.045 36 1.15 1.96 4.01 36.5 1.14 1.945 3.97 37 1.13 1.93 3.93 37.5 1.12 1.91 3.9 38 1.11 1.89 3.87 38.5 1.1 1.875 3.835 39 1.09 1.86 3.8 39.5 1.08 1.845 3.77 40 1.07 1.83 3.74 40.5 1.06 1.815 3.71 41 1.05 1.8 3.68 41.5 1.045 1.785 3.65 42 1.04 1.77 3.62 42.5 1.03 1.755 3.59 43 1.02 1.74 3.56 43.5 1.015 1.73 3.535 44 1.01 1.72 3.51 44.5 1 1.705 3.485 45 0.99 1.69 3.46 45.5 0.985 1.68 3.435 46 0.98 1.67 3.41 46.5 0.97 1.655 3.385 47 0.96 1.64 3.36 47.5 0.955 1.63 3.335 48 0.95 1.62 3.31 48.5 0.945 1.61 3.29 49 0.94 1.6 3.27 49.5 0.93 1.59 3.25 50 0.92 1.58 3.23 50.5 0.915 1.57 3.205 51 0.91 1.56 3.18 51.5 0.905 1.55 3.16 52 0.9 1.54 3.14 52.5 0.895 1.53 3.12 53 0.89 1.52 3.1 53.5 0.885 1.51 3.085 54 0.88 1.5 3.07 54.5 0.875 1.49 3.05 55 0.87 1.48 3.03 55.5 0.865 1.475 3.01 56 0.86 1.47 2.99 56.5 0.855 1.46 2.975 57 0.85 1.45 2.96 57.5 0.845 1.44 2.94 58 0.84 1.43 2.92 58.5 0.835 1.425 2.905 59 0.83 1.42 2.89 59.5 0.825 1.41 2.875 60 0.82 1.4 2.86 60.5 0.815 1.392 2.846 61 0.81 1.384 2.832 61.5 0.805 1.376 2.818 62 0.8 1.368 2.804 62.5 0.795 1.36 2.79 63 0.79 1.352 2.776 63.5 0.785 1.344 2.762 64 0.78 1.336 2.748 64.5 0.775 1.328 2.734 65 0.77 1.32 2.72 65.5 0.766 1.313 2.707 66 0.762 1.306 2.694 66.5 0.758 1.299 2.681 67 0.754 1.292 2.668 67.5 0.75 1.285 2.655 68 0.746 1.278 2.642 68.5 0.742 1.271 2.629 69 0.738 1.264 2.616 69.5 0.734 1.257 2.603 70 0.73 1.25 2.59 70.5 0.726 1.244 2.579 71 0.722 1.238 2.568 71.5 0.718 1.232 2.557 72 0.714 1.226 2.546 72.5 0.71 1.22 2.535 73 0.706 1.214 2.524 73.5 0.702 1.208 2.513 74 0.698 1.202 2.502 74.5 0.694 1.196 2.491 75 0.69 1.19 2.48 75.5 0.687 1.185 2.47 76 0.684 1.18 2.46 76.5 0.681 1.175 2.45 77 0.678 1.17 2.44 77.5 0.675 1.165 2.43 78 0.672 1.16 2.42 78.5 0.669 1.155 2.41 79 0.666 1.15 2.4 79.5 0.663 1.145 2.39 80 0.66 1.14 2.38 80.5 0.657 1.135 2.371 81 0.654 1.13 2.362 81.5 0.651 1.125 2.353 82 0.648 1.12 2.344 82.5 0.645 1.115 2.335 83 0.642 1.11 2.326 83.5 0.639 1.105 2.317 84 0.636 1.1 2.308 84.5 0.633 1.095 2.299 85 0.63 1.09 2.29 85.5 0.628 1.086 2.282 86 0.626 1.082 2.274 86.5 0.624 1.078 2.266 87 0.622 1.074 2.258 87.5 0.62 1.07 2.25 88 0.618 1.066 2.242 88.5 0.616 1.062 2.234 89 0.614 1.058 2.226 89.5 0.612 1.054 2.218 90 0.61 1.05 2.21 90.5 0.613 1.054 2.218 91 0.616 1.058 2.226 91.5 0.619 1.062 2.234 92 0.622 1.066 2.242 92.5 0.625 1.07 2.25 93 0.628 1.074 2.258 93.5 0.631 1.078 2.266 94 0.634 1.082 2.274 94.5 0.637 1.086 2.282 95 0.58 1.01 2.13 95.5 0.578 1.006 2.123 96 0.576 1.002 2.116 96.5 0.574 0.998 2.109 97 0.572 0.994 2.102 97.5 0.57 0.99 2.095 98 0.568 0.986 2.088 98.5 0.566 0.982 2.081 99 0.564 0.978 2.074 99.5 0.562 0.974 2.067 100 0.56 0.97 2.06 100.5 0.558 0.967 2.054 101 0.556 0.964 2.048 101.5 0.554 0.961 2.042 102 0.552 0.958 2.036 102.5 0.55 0.955 2.03 103 0.548 0.952 2.024 103.5 0.546 0.949 2.018 104 0.544 0.946 2.012 104.5 0.542 0.943 2.006 105 0.54 0.94 2 105.5 0.538 0.937 1.994 106 0.536 0.934 1.988 106.5 0.534 0.931 1.982 107 0.532 0.928 1.976 107.5 0.53 0.925 1.97 108 0.528 0.922 1.964 108.5 0.526 0.919 1.958 109 0.524 0.916 1.952 109.5 0.522 0.913 1.946 110 0.52 0.91 1.94 110.5 0.519 0.907 1.935 111 0.518 0.904 1.93 111.5 0.517 0.901 1.925 112 0.516 0.898 1.92 112.5 0.515 0.895 1.915 113 0.514 0.892 1.91 113.5 0.513 0.889 1.905 114 0.512 0.886 1.9 114.5 0.511 0.883 1.895 115 0.51 0.88 1.89 115.5 0.508 0.878 1.885 116 0.506 0.876 1.88 116.5 0.504 0.874 1.875 117 0.502 0.872 1.87 117.5 0.5 0.87 1.865 118 0.498 0.868 1.86 118.5 0.496 0.866 1.855 119 0.494 0.864 1.85 119.5 0.492 0.862 1.845 120 0.49 0.86 1.84 APPENDIX B HYDRAULIC COMPUTATIONS B.1 – Storm Sewers (Future Use) B.2 – Inlets (Future Use) B.3 – Detention Facilities APPENDIX B.1 STORM SEWERS (FOR FUTURE USE) APPENDIX B.2 INLETS (FOR FUTURE USE) APPENDIX B.3 DETENTION FACILITIES (WQCV, EURV, AND TOTAL VOLUMES) Purpose: This workbook aids in the estimation of stormwater detention basin sizing and outlet routing based on the modified puls routing method for urban watersheds. Several different BMP types and various outlet configurations can be sized. Function: 1. Approximates the stage-area-volume relationship for a detention basin based on watershed parameters and basin geometry parameters. Also evaluates existing user-defined basin stage-area relationships. 2. Sizes filtration media orifice, outlet orifices, elliptical slots, weirs, trash racks, and develops stage-discharge relationships. Uses the Modified Puls method to route a series of hydrographs (i.e., 2-, 5-, 10-, 25-, 50-, 100- and 500-year) and calibrates the peak discharge out of the basin to match the pre-development peak discharges for the watershed. Content: This workbook consists of the following sheets: Basin Tabulates stage-area-volume relationship estimates based on watershed parameters Outlet Structure Tabulates a stage-discharge relationship for the user-defined outlet structure (inlet control). Reference Provides reference equations and figures. User Tips and Tools Provides instructions and video links to assist in using this workbook. Includes a stage-area calculator. BMP Zone Images Provides images of typical BMP zone confirgurations corresponding with Zone pulldown selections. Acknowledgements: Spreadsheet Development Team: Ken MacKenzie, P.E., Holly Piza, P.E. Mile High Flood District Derek N. Rapp, P.E. Peak Stormwater Engineering, LLC Dr. James C.Y. Guo, Ph.D., P.E. Professor, Department of Civil Engineering, University of Colorado at Denver Comments? Direct all comments regarding this spreadsheet workbook to: MHFD E-Mail Revisions? Check for revised versions of this or any other workbook at: Downloads DETENTION BASIN DESIGN WORKBOOK MHFD-Detention, Version 4.02 (February 2020) Mile High Flood District Denver, Colorado www.mhfd.org Pond B (Interim) - Full Spectrum Detention.xlsm, Intro 4/20/2020, 3:01 PM Project: Basin ID: Depth Increment = 0.20 ft Watershed Information Top of Micropool -- 0.00 -- -- -- 175 0.004 Selected BMP Type = EDB -- 0.20 -- -- -- 839 0.019 101 0.002 Watershed Area = 67.01 acres -- 0.40 -- -- -- 1,241 0.028 309 0.007 Watershed Length = 2,370 ft -- 0.60 -- -- -- 1,396 0.032 573 0.013 Watershed Length to Centroid = 1,150 ft -- 0.80 -- -- -- 1,556 0.036 868 0.020 Watershed Slope = 0.010 ft/ft -- 1.00 -- -- -- 1,720 0.039 1,196 0.027 Watershed Imperviousness = 2.00% percent -- 1.20 -- -- -- 1,888 0.043 1,557 0.036 Percentage Hydrologic Soil Group A = 0.0% percent -- 1.40 -- -- -- 2,123 0.049 1,958 0.045 Percentage Hydrologic Soil Group B = 0.0% percent -- 1.60 -- -- -- 2,414 0.055 2,387 0.055 Percentage Hydrologic Soil Groups C/D = 100.0% percent -- 1.80 -- -- -- 2,774 0.064 2,903 0.067 Target WQCV Drain Time = 40.0 hours -- 2.00 -- -- -- 3,204 0.074 3,496 0.080 Location for 1-hr Rainfall Depths = Thornton - Civic Center -- 2.20 -- -- -- 3,692 0.085 4,181 0.096 -- 2.40 -- -- -- 4,226 0.097 5,009 0.115 -- 2.60 -- -- -- 4,791 0.110 5,911 0.136 Optional User Overrides -- 2.80 -- -- -- 5,378 0.123 6,928 0.159 Water Quality Capture Volume (WQCV) = 0.084 acre-feet acre-feet -- 3.00 -- -- -- 5,989 0.137 8,065 0.185 Excess Urban Runoff Volume (EURV) = 0.098 acre-feet acre-feet -- 3.20 -- -- -- 6,618 0.152 9,325 0.214 2-yr Runoff Volume (P1 = 0.86 in.) = 0.059 acre-feet 0.86 inches -- 3.40 -- -- -- 7,230 0.166 10,710 0.246 5-yr Runoff Volume (P1 = 1.14 in.) = 0.623 acre-feet 1.14 inches -- 3.60 -- -- -- 7,810 0.179 12,214 0.280 10-yr Runoff Volume (P1 = 1.43 in.) = 1.823 acre-feet 1.43 inches -- 3.80 -- -- -- 8,378 0.192 13,833 0.318 25-yr Runoff Volume (P1 = 1.93 in.) = 4.893 acre-feet 1.93 inches -- 4.00 -- -- -- 8,937 0.205 15,564 0.357 50-yr Runoff Volume (P1 = 2.39 in.) = 7.414 acre-feet 2.39 inches -- 4.20 -- -- -- 9,498 0.218 17,408 0.400 100-yr Runoff Volume (P1 = 2.91 in.) = 10.776 acre-feet 2.91 inches -- 4.40 -- -- -- 10,097 0.232 19,367 0.445 500-yr Runoff Volume (P1 = 4.39 in.) = 19.670 acre-feet 4.39 inches -- 4.60 -- -- -- 10,734 0.246 21,451 0.492 Approximate 2-yr Detention Volume = 0.053 acre-feet -- 4.80 -- -- -- 11,410 0.262 23,665 0.543 Approximate 5-yr Detention Volume = 0.345 acre-feet -- 5.00 -- -- -- 12,124 0.278 26,018 0.597 Approximate 10-yr Detention Volume = 0.617 acre-feet -- 5.20 -- -- -- 12,879 0.296 28,519 0.655 Approximate 25-yr Detention Volume = 0.782 acre-feet -- 5.40 -- -- -- 13,674 0.314 31,174 0.716 Approximate 50-yr Detention Volume = 0.824 acre-feet -- 5.60 -- -- -- 14,511 0.333 33,993 0.780 Approximate 100-yr Detention Volume = 1.429 acre-feet -- 5.80 -- -- -- 15,390 0.353 36,983 0.849 -- 6.00 -- -- -- 16,313 0.374 40,153 0.922 Define Zones and Basin Geometry -- 6.20 -- -- -- 17,279 0.397 43,512 0.999 Zone 1 Volume (WQCV) = 0.084 acre-feet -- 6.40 -- -- -- 18,291 0.420 47,069 1.081 Zone 2 Volume (EURV - Zone 1) = 0.014 acre-feet -- 6.60 -- -- -- 19,351 0.444 50,833 1.167 Zone 3 Volume (100-year - Zones 1 & 2) = 1.331 acre-feet -- 6.80 -- -- -- 20,493 0.470 54,818 1.258 Total Detention Basin Volume = 1.429 acre-feet -- 7.00 -- -- -- 21,728 0.499 59,040 1.355 Initial Surcharge Volume (ISV) = user ft 3 -- 7.20 -- -- -- 23,064 0.529 63,519 1.458 Initial Surcharge Depth (ISD) = user ft -- 7.40 -- -- -- 24,476 0.562 68,273 1.567 Total Available Detention Depth (Htotal) = user ft -- 7.60 -- -- -- 25,918 0.595 73,313 1.683 Depth of Trickle Channel (HTC) = user ft -- 7.80 -- -- -- 28,412 0.652 78,746 1.808 Slope of Trickle Channel (STC) = user ft/ft -- -- -- -- Slopes of Main Basin Sides (Smain) = user H:V -- -- -- -- Basin Length-to-Width Ratio (RL/W) = user -- -- -- -- -- -- -- -- Initial Surcharge Area (AISV) = user ft 2 -- -- -- -- Surcharge Volume Length (LISV) = user ft -- -- -- -- Surcharge Volume Width (WISV) = user ft -- -- -- -- Depth of Basin Floor (HFLOOR) = user ft -- -- -- -- Length of Basin Floor (LFLOOR) = user ft -- -- -- -- Width of Basin Floor (WFLOOR) = user ft -- -- -- -- Area of Basin Floor (AFLOOR) = user ft 2 -- -- -- -- Volume of Basin Floor (VFLOOR) = user ft 3 -- -- -- -- Depth of Main Basin (HMAIN) = user ft -- -- -- -- Length of Main Basin (LMAIN) = user ft -- -- -- -- Width of Main Basin (WMAIN) = user ft -- -- -- -- Area of Main Basin (AMAIN) = user ft 2 -- -- -- -- Volume of Main Basin (VMAIN) = user ft 3 -- -- -- -- Project: Basin ID: Estimated Estimated Stage (ft) Volume (ac-ft) Outlet Type Zone 1 (WQCV) 2.05 0.084 Orifice Plate Zone 2 (EURV) 2.22 0.014 Orifice Plate Zone 3 (100-year) 7.15 1.331 Weir&Pipe (Rect.) Total (all zones) 1.429 User Input: Orifice at Underdrain Outlet (typically used to drain WQCV in a Filtration BMP) Calculated Parameters for Underdrain Underdrain Orifice Invert Depth = ft (distance below the filtration media surface) Underdrain Orifice Area = ft 2 Underdrain Orifice Diameter = inches Underdrain Orifice Centroid = feet User Input: Orifice Plate with one or more orifices or Elliptical Slot Weir (typically used to drain WQCV and/or EURV in a sedimentation BMP) Calculated Parameters for Plate Invert of Lowest Orifice = 0.00 ft (relative to basin bottom at Stage = 0 ft) WQ Orifice Area per Row = 3.681E-03 ft 2 Depth at top of Zone using Orifice Plate = 2.22 ft (relative to basin bottom at Stage = 0 ft) Elliptical Half-Width = N/A feet Orifice Plate: Orifice Vertical Spacing = 8.90 inches Elliptical Slot Centroid = N/A feet Orifice Plate: Orifice Area per Row = 0.53 sq. inches (diameter = 13/16 inch) Elliptical Slot Area = N/A ft 2 User Input: Stage and Total Area of Each Orifice Row (numbered from lowest to highest) Row 1 (required) Row 2 (optional) Row 3 (optional) Row 4 (optional) Row 5 (optional) Row 6 (optional) Row 7 (optional) Row 8 (optional) Stage of Orifice Centroid (ft) 0.00 0.74 1.48 Orifice Area (sq. inches) 0.53 0.53 0.53 Row 9 (optional) Row 10 (optional) Row 11 (optional) Row 12 (optional) Row 13 (optional) Row 14 (optional) Row 15 (optional) Row 16 (optional) Stage of Orifice Centroid (ft) Orifice Area (sq. inches) User Input: Vertical Orifice (Circular or Rectangular) Calculated Parameters for Vertical Orifice Not Selected Not Selected Not Selected Not Selected Invert of Vertical Orifice = N/A N/A ft (relative to basin bottom at Stage = 0 ft) Vertical Orifice Area = N/A N/A ft 2 Depth at top of Zone using Vertical Orifice = N/A N/A ft (relative to basin bottom at Stage = 0 ft) Vertical Orifice Centroid = N/A N/A feet Vertical Orifice Diameter = N/A N/A inches User Input: Overflow Weir (Dropbox with Flat or Sloped Grate and Outlet Pipe OR Rectangular/Trapezoidal Weir (and No Outlet Pipe) Calculated Parameters for Overflow Weir grate Zone 3 Weir Not Selected Zone 3 Weir Not Selected Overflow Weir Front Edge Height, Ho = 2.22 N/A ft (relative to basin bottom at Stage = 0 ft) Height of Grate Upper Edge, Ht = 3.47 N/A feet Overflow Weir Front Edge Length = 13.00 N/A feet Overflow Weir Slope Length = 5.15 N/A feet Overflow Weir Grate Slope = 4.00 N/A H:V Grate Open Area / 100-yr Orifice Area = 4.85 N/A Horiz. Length of Weir Sides = 5.00 N/A feet Overflow Grate Open Area w/o Debris = 46.90 N/A ft 2 Overflow Grate Open Area % = 70% N/A %, grate open area/total area Overflow Grate Open Area w/ Debris = 23.45 N/A ft 2 Debris Clogging % = 50% N/A % User Input: Outlet Pipe w/ Flow Restriction Plate (Circular Orifice, Restrictor Plate, or Rectangular Orifice) Calculated Parameters for Outlet Pipe w/ Flow Restriction Plate Zone 3 Rectangular Not Selected Zone 3 Rectangular Not Selected Depth to Invert of Outlet Pipe = 0.00 N/A ft (distance below basin bottom at Stage = 0 ft) Outlet Orifice Area = 9.67 N/A ft 2 Rectangular Orifice Width = 42.70 N/A inches Outlet Orifice Centroid = 1.36 N/A feet Rectangular Orifice Height = 32.60 inches Half-Central Angle of Restrictor Plate on Pipe = N/A N/A radians User Input: Emergency Spillway (Rectangular or Trapezoidal) Calculated Parameters for Spillway Spillway Invert Stage= 5.70 ft (relative to basin bottom at Stage = 0 ft) Spillway Design Flow Depth= 0.95 feet Spillway Crest Length = 35.00 feet Stage at Top of Freeboard = 7.65 feet Spillway End Slopes = 4.00 H:V Basin Area at Top of Freeboard = 0.61 acres Freeboard above Max Water Surface = 1.00 feet Basin Volume at Top of Freeboard = 1.71 acre-ft Max Ponding Depth of Target Storage Volume = 5.60 feet Discharge at Top of Freeboard = 453.64 cfs Routed Hydrograph Results Design Storm Return Period = WQCV EURV 2 Year 5 Year 10 Year 25 Year 50 Year 100 Year 500 Year One-Hour Rainfall Depth (in) = N/A N/A 0.86 1.14 1.43 1.93 2.39 2.91 4.39 CUHP Runoff Volume (acre-ft) = 0.084 0.098 0.059 0.623 1.823 4.893 7.414 10.776 19.670 Inflow Hydrograph Volume (acre-ft) = N/A N/A 0.059 0.623 1.823 4.893 7.414 10.776 19.670 COUNTA for Basin Tab = 1 Ao Dia WQ Plate Type Vert Orifice 1Vert Orifice 2 Count_Underdrain = 0 0.11(diameter = 3/8 inch) 2 1 1 Count_WQPlate = 1 0.14 (diameter = 7/16 inch) Count_VertOrifice1 = 0 0.18(diameter = 1/2 inch) Outlet Plate 1 Outlet Plate 2 Drain Time Message Boolean Count_VertOrifice2 = 0 0.24 (diameter = 9/16 inch) 3 1 5yr, <72hr 0 Count_Weir1 = 1 0.29(diameter = 5/8 inch) >5yr, <120hr 0 Count_Weir2 = 0 0.(36 diameter = 11/16 inch) Max Depth Row Count_OutletPipe1 = 1 0.42(diameter = 3/4 inch) WQCV 206 Watershed Constraint Check Count_OutletPipe2 = 0 0.(50 diameter = 13/16 inch) 2 Year 155 Slope 0.010 COUNTA_2 (Standard FSD Setup)= 1 0.58(diameter = 7/8 inch) EURV 223 Shape 1.92 Hidden Parameters & Calculations 0.(67 diameter = 15/16 inch) 5 Year 266 MaxPondDepth_Error? FALSE 0.76 (diameter = 1 inch) 10 Year 306 Spillway Depth Cd_Broad-Crested Weir 3.00 (diameter 0.86 = 1-1/16 inches) 25 Year 369 0.95 WQ Plate Flow at 100yr depth = 0.12 (0.diameter 97 = 1-1/8 inches) 50 Year 405 CLOG #1= 35% (diameter 1.08 = 1-3/16 inches) 100 Year 561 1 Z1_Boolean Cdw #1 = 0.89 (1.diameter 20 = 1-1/4 inches) 500 Year 649 1 Z2_Boolean Cdo #1 = 0.69 (diameter 1.32 = 1-5/16 inches) Zone3_Pulldown Message 1 Z3_Boolean Overflow Weir #1 Angle = 0.245 (1.diameter 45 = 1-3/8 inches) 1 Opening Message CLOG #2= 0% (diameter 1.59 = 1-7/16 inches) Draintime Running Cdw #2 = #VALUE! (1.diameter 73 = 1-1/2 inches) Outlet Boolean Outlet Rank Total (1 to 4) Cdo #2 = #VALUE! (diameter 1.88 = 1-9/16 inches) Vertical Orifice 1 0 0 1 Overflow Weir #2 Angle = #VALUE! (2.diameter 03 = 1-5/8 inches) Vertical Orifice 2 0 0 Boolean Underdrain Q at 100yr depth = 0.00 (diameter 2.20 = 1-11/16 inches) Overflow Weir 1 1 1 0 Max Depth VertOrifice1 Q at 100yr depth = 0.00 (2.diameter 36 = 1-3/4 inches) Overflow Weir 2 0 0 0 500yr Depth VertOrifice2 Q at 100yr depth = 0.00 (diameter 2.54 = 1-13/16 inches) Outlet Pipe 1 1 1 0 Freeboard (2.diameter 72 = 1-7/8 inches) Outlet Pipe 2 0 0 1 Spillway Count_User_Hydrographs 0 (diameter 2.90 = 1-15/16 inches) 0 Spillway Length CountA_3 (EURV & 100yr) = 1 3.09(diameter = 2 inches) FALSE Time Interval CountA_4 (100yr Only) = 1 (use 3.29 rectangular openings) Button Visibility Boolean COUNTA_5 (FSD Weir Only)= 0 0 WQCV Underdrain COUNTA_6 (EURV Weir Only)= 1 1 WQCV Plate 0 EURV-WQCV Plate Outlet1_Pulldown_Boolean 0 EURV-WQCV VertOriice Outlet2_Pulldown_Boolean 1 Outlet 90% Qpeak Outlet3_Pulldown_Boolean 0 Outlet Undetained 0 Weir Only 90% Qpeak 0 Five Year Ratio Plate 0 Five Year Ratio VertOrifice EURV_draintime_user Spillway Options Offset Overlapping S-A-V-D Chart Axis Default X-axis Left Y-Axis Right Y-Axis minimum bound 0.00 0 0 maximum bound 8.00 80,000 460 S-A-V-D Chart Axis Override X-axis Left Y-Axis Right Y-Axis minimum bound maximum bound MHFD-Detention, Version 4.00 (December 2019) DETENTION BASIN OUTLET STRUCTURE DESIGN 0 20 40 60 80 100 120 140 160 180 Outflow Hydrograph Workbook Filename: Inflow Hydrographs The user can override the calculated inflow hydrographs from this workbook with inflow hydrographs developed in a separate program. SOURCE CUHP CUHP CUHP CUHP CUHP CUHP CUHP CUHP CUHP Time Interval TIME WQCV [cfs] EURV [cfs] 2 Year [cfs] 5 Year [cfs] 10 Year [cfs] 25 Year [cfs] 50 Year [cfs] 100 Year [cfs] 500 Year [cfs] 5.00 min 0:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:05:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:10:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:15:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.02 0:20:00 0.00 0.00 0.01 0.01 0.09 0.01 0.07 0.16 1.70 0:25:00 0.00 0.00 0.17 0.38 4.71 0.37 3.93 8.16 25.07 0:30:00 0.00 0.00 0.43 3.57 13.06 16.15 28.57 41.20 84.09 0:35:00 0.00 0.00 0.60 6.64 18.33 35.75 55.35 77.01 140.17 0:40:00 0.00 0.00 0.66 7.55 19.82 46.53 69.26 96.18 169.61 0:45:00 0.00 0.00 0.65 7.47 19.66 50.98 74.73 104.41 181.52 0:50:00 0.00 0.00 0.60 6.90 18.29 51.69 75.16 105.68 182.39 0:55:00 0.00 0.00 0.55 6.13 16.71 49.30 71.86 102.31 176.93 1:00:00 0.00 0.00 0.51 5.55 15.41 46.36 68.01 98.65 170.93 1:05:00 0.00 0.00 0.47 5.03 14.17 43.46 64.16 95.09 165.01 1:10:00 0.00 0.00 0.43 4.53 13.07 40.03 59.68 89.27 155.87 1:15:00 0.00 0.00 0.39 4.10 12.23 36.48 55.17 82.34 145.25 1:20:00 0.00 0.00 0.36 3.76 11.36 33.35 50.86 75.46 134.27 1:25:00 0.00 0.00 0.32 3.44 10.38 30.31 46.39 68.46 122.73 1:30:00 0.00 0.00 0.29 3.12 9.37 27.43 42.02 61.78 111.61 1:35:00 0.00 0.00 0.26 2.80 8.38 24.69 37.79 55.53 101.12 1:40:00 0.00 0.00 0.23 2.48 7.40 22.04 33.69 49.49 90.96 1:45:00 0.00 0.00 0.20 2.16 6.44 19.44 29.71 43.68 81.21 1:50:00 0.00 0.00 0.18 1.85 5.68 16.91 25.96 38.34 72.60 1:55:00 0.00 0.00 0.16 1.66 5.16 15.04 23.19 34.26 66.00 2:00:00 0.00 0.00 0.15 1.53 4.72 13.59 21.00 31.00 60.66 2:05:00 0.00 0.00 0.14 1.41 4.33 12.37 19.12 28.13 55.51 2:10:00 0.00 0.00 0.13 1.30 3.95 11.27 17.39 25.53 50.41 2:15:00 0.00 0.00 0.11 1.18 3.58 10.26 15.80 23.13 45.62 2:20:00 0.00 0.00 0.10 1.07 3.23 9.31 14.30 20.89 41.11 2:25:00 0.00 0.00 0.09 0.96 2.88 8.39 12.86 18.78 36.89 2:30:00 0.00 0.00 0.08 0.85 2.54 7.52 11.50 16.83 33.00 2:35:00 0.00 0.00 0.07 0.74 2.21 6.66 10.17 14.93 29.25 2:40:00 0.00 0.00 0.06 0.63 1.89 5.81 8.87 13.06 25.62 2:45:00 0.00 0.00 0.05 0.52 1.58 4.96 7.59 11.20 22.04 2:50:00 0.00 0.00 0.04 0.42 1.26 4.12 6.30 9.34 18.49 2:55:00 0.00 0.00 0.03 0.31 0.95 3.28 5.02 7.48 14.97 3:00:00 0.00 0.00 0.02 0.20 0.63 2.43 3.74 5.62 11.49 3:05:00 0.00 0.00 0.01 0.10 0.38 1.59 2.52 3.87 8.36 3:10:00 0.00 0.00 0.01 0.04 0.24 0.97 1.63 2.58 6.04 3:15:00 0.00 0.00 0.00 0.02 0.17 0.61 1.10 1.76 4.49 3:20:00 0.00 0.00 0.00 0.02 0.13 0.39 0.75 1.19 3.37 3:25:00 0.00 0.00 0.00 0.01 0.10 0.24 0.50 0.78 2.52 3:30:00 0.00 0.00 0.00 0.01 0.07 0.15 0.33 0.48 1.87 3:35:00 0.00 0.00 0.00 0.01 0.05 0.09 0.21 0.27 1.36 3:40:00 0.00 0.00 0.00 0.01 0.03 0.05 0.12 0.13 0.99 3:45:00 0.00 0.00 0.00 0.00 0.02 0.02 0.07 0.06 0.74 3:50:00 0.00 0.00 0.00 0.00 0.01 0.01 0.04 0.03 0.57 3:55:00 0.00 0.00 0.00 0.00 0.01 0.01 0.02 0.02 0.45 4:00:00 0.00 0.00 0.00 0.00 0.00 0.01 0.02 0.02 0.36 4:05:00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.27 4:10:00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.20 4:15:00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.14 4:20:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.09 4:25:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.05 4:30:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.02 Project: Basin ID: Depth Increment = 0.50 ft Watershed Information Top of Micropool -- 0.00 -- -- -- 262 0.006 Selected BMP Type = EDB -- 0.20 -- -- -- 1,664 0.038 193 0.004 Watershed Area = 24.36 acres -- 0.40 -- -- -- 3,459 0.079 705 0.016 Watershed Length = 1,750 ft -- 0.60 -- -- -- 4,449 0.102 1,496 0.034 Watershed Length to Centroid = 850 ft -- 0.80 -- -- -- 4,781 0.110 2,419 0.056 Watershed Slope = 0.010 ft/ft -- 1.00 -- -- -- 5,095 0.117 3,406 0.078 Watershed Imperviousness = 3.00% percent -- 1.20 -- -- -- 5,414 0.124 4,457 0.102 Percentage Hydrologic Soil Group A = 0.0% percent -- 1.40 -- -- -- 5,740 0.132 5,572 0.128 Percentage Hydrologic Soil Group B = 0.0% percent -- 1.60 -- -- -- 6,075 0.139 6,693 0.154 Percentage Hydrologic Soil Groups C/D = 100.0% percent -- 1.80 -- -- -- 6,418 0.147 7,939 0.182 Target WQCV Drain Time = 40.0 hours -- 2.00 -- -- -- 6,769 0.155 9,254 0.212 Location for 1-hr Rainfall Depths = Thornton - Civic Center -- 2.20 -- -- -- 7,127 0.164 10,640 0.244 -- 2.40 -- -- -- 7,494 0.172 12,174 0.279 -- 2.60 -- -- -- 7,869 0.181 13,710 0.315 Optional User Overrides -- 2.80 -- -- -- 8,251 0.189 15,322 0.352 Water Quality Capture Volume (WQCV) = 0.045 acre-feet acre-feet -- 3.00 -- -- -- 8,640 0.198 17,011 0.391 Excess Urban Runoff Volume (EURV) = 0.055 acre-feet acre-feet -- 3.20 -- -- -- 9,038 0.207 18,779 0.431 2-yr Runoff Volume (P1 = 0.86 in.) = 0.033 acre-feet 0.86 inches -- 3.40 -- -- -- 9,461 0.217 20,629 0.474 5-yr Runoff Volume (P1 = 1.14 in.) = 0.244 acre-feet 1.14 inches -- 3.60 -- -- -- 9,954 0.229 22,570 0.518 10-yr Runoff Volume (P1 = 1.43 in.) = 0.684 acre-feet 1.43 inches -- 3.80 -- -- -- 10,525 0.242 24,618 0.565 25-yr Runoff Volume (P1 = 1.93 in.) = 1.799 acre-feet 1.93 inches -- 4.00 -- -- -- 11,186 0.257 26,789 0.615 50-yr Runoff Volume (P1 = 2.39 in.) = 2.717 acre-feet 2.39 inches -- 4.20 -- -- -- 11,856 0.272 29,093 0.668 100-yr Runoff Volume (P1 = 2.91 in.) = 3.937 acre-feet 2.91 inches -- 4.40 -- -- -- 12,527 0.288 31,532 0.724 500-yr Runoff Volume (P1 = 4.39 in.) = 7.170 acre-feet 4.39 inches -- 4.60 -- -- -- 13,201 0.303 34,104 0.783 Approximate 2-yr Detention Volume = 0.030 acre-feet -- 4.80 -- -- -- 13,878 0.319 36,812 0.845 Approximate 5-yr Detention Volume = 0.147 acre-feet -- 5.00 -- -- -- 14,558 0.334 39,656 0.910 Approximate 10-yr Detention Volume = 0.253 acre-feet -- -- -- -- Approximate 25-yr Detention Volume = 0.338 acre-feet -- -- -- -- Approximate 50-yr Detention Volume = 0.365 acre-feet -- -- -- -- Approximate 100-yr Detention Volume = 0.613 acre-feet -- -- -- -- -- -- -- -- Define Zones and Basin Geometry -- -- -- -- Zone 1 Volume (WQCV) = 0.045 acre-feet -- -- -- -- Zone 2 Volume (EURV - Zone 1) = 0.010 acre-feet -- -- -- -- Zone 3 Volume (100-year - Zones 1 & 2) = 0.558 acre-feet -- -- -- -- Total Detention Basin Volume = 0.613 acre-feet -- -- -- -- Initial Surcharge Volume (ISV) = user ft 3 -- -- -- -- Initial Surcharge Depth (ISD) = user ft -- -- -- -- Total Available Detention Depth (Htotal) = user ft -- -- -- -- Depth of Trickle Channel (HTC) = user ft -- -- -- -- Slope of Trickle Channel (STC) = user ft/ft -- -- -- -- Slopes of Main Basin Sides (Smain) = user H:V -- -- -- -- Basin Length-to-Width Ratio (RL/W) = user -- -- -- -- -- -- -- -- Initial Surcharge Area (AISV) = user ft 2 -- -- -- -- Surcharge Volume Length (LISV) = user ft -- -- -- -- Surcharge Volume Width (WISV) = user ft -- -- -- -- Depth of Basin Floor (HFLOOR) = user ft -- -- -- -- Length of Basin Floor (LFLOOR) = user ft -- -- -- -- Width of Basin Floor (WFLOOR) = user ft -- -- -- -- Area of Basin Floor (AFLOOR) = user ft 2 -- -- -- -- Volume of Basin Floor (VFLOOR) = user ft 3 -- -- -- -- Depth of Main Basin (HMAIN) = user ft -- -- -- -- Length of Main Basin (LMAIN) = user ft -- -- -- -- Width of Main Basin (WMAIN) = user ft -- -- -- -- Area of Main Basin (AMAIN) = user ft 2 -- -- -- -- Volume of Main Basin (VMAIN) = user ft 3 -- -- -- -- Project: Basin ID: Estimated Estimated Stage (ft) Volume (ac-ft) Outlet Type Zone 1 (WQCV) 0.71 0.045 Orifice Plate Zone 2 (EURV) 0.80 0.010 Orifice Plate Zone 3 (100-year) 4.00 0.558 Weir&Pipe (Restrict) Total (all zones) 0.613 User Input: Orifice at Underdrain Outlet (typically used to drain WQCV in a Filtration BMP) Calculated Parameters for Underdrain Underdrain Orifice Invert Depth = N/A ft (distance below the filtration media surface) Underdrain Orifice Area = N/A ft 2 Underdrain Orifice Diameter = N/A inches Underdrain Orifice Centroid = N/A feet User Input: Orifice Plate with one or more orifices or Elliptical Slot Weir (typically used to drain WQCV and/or EURV in a sedimentation BMP) Calculated Parameters for Plate Invert of Lowest Orifice = 0.00 ft (relative to basin bottom at Stage = 0 ft) WQ Orifice Area per Row = 3.056E-03 ft 2 Depth at top of Zone using Orifice Plate = 0.80 ft (relative to basin bottom at Stage = 0 ft) Elliptical Half-Width = N/A feet Orifice Plate: Orifice Vertical Spacing = 3.20 inches Elliptical Slot Centroid = N/A feet Orifice Plate: Orifice Area per Row = 0.44 sq. inches (diameter = 3/4 inch) Elliptical Slot Area = N/A ft 2 User Input: Stage and Total Area of Each Orifice Row (numbered from lowest to highest) Row 1 (required) Row 2 (optional) Row 3 (optional) Row 4 (optional) Row 5 (optional) Row 6 (optional) Row 7 (optional) Row 8 (optional) Stage of Orifice Centroid (ft) 0.00 0.27 0.53 Orifice Area (sq. inches) 0.44 0.44 0.44 Row 9 (optional) Row 10 (optional) Row 11 (optional) Row 12 (optional) Row 13 (optional) Row 14 (optional) Row 15 (optional) Row 16 (optional) Stage of Orifice Centroid (ft) Orifice Area (sq. inches) User Input: Vertical Orifice (Circular or Rectangular) Calculated Parameters for Vertical Orifice Not Selected Not Selected Not Selected Not Selected Invert of Vertical Orifice = N/A N/A ft (relative to basin bottom at Stage = 0 ft) Vertical Orifice Area = N/A N/A ft 2 Depth at top of Zone using Vertical Orifice = N/A N/A ft (relative to basin bottom at Stage = 0 ft) Vertical Orifice Centroid = N/A N/A feet Vertical Orifice Diameter = N/A N/A inches User Input: Overflow Weir (Dropbox with Flat or Sloped Grate and Outlet Pipe OR Rectangular/Trapezoidal Weir (and No Outlet Pipe) Calculated Parameters for Overflow Weir grate Zone 3 Weir Not Selected Zone 3 Weir Not Selected Overflow Weir Front Edge Height, Ho = 3.29 N/A ft (relative to basin bottom at Stage = 0 ft) Height of Grate Upper Edge, Ht = 3.29 N/A feet Overflow Weir Front Edge Length = 5.00 N/A feet Overflow Weir Slope Length = 5.00 N/A feet Overflow Weir Grate Slope = 0.00 N/A H:V Grate Open Area / 100-yr Orifice Area = 4.95 N/A Horiz. Length of Weir Sides = 5.00 N/A feet Overflow Grate Open Area w/o Debris = 17.50 N/A ft 2 Overflow Grate Open Area % = 70% N/A %, grate open area/total area Overflow Grate Open Area w/ Debris = 8.75 N/A ft 2 Debris Clogging % = 50% N/A % User Input: Outlet Pipe w/ Flow Restriction Plate (Circular Orifice, Restrictor Plate, or Rectangular Orifice) Calculated Parameters for Outlet Pipe w/ Flow Restriction Plate Zone 3 Restrictor Not Selected Zone 3 Restrictor Not Selected Depth to Invert of Outlet Pipe = 0.00 N/A ft (distance below basin bottom at Stage = 0 ft) Outlet Orifice Area = 3.54 N/A ft 2 Outlet Pipe Diameter = 30.00 N/A inches Outlet Orifice Centroid = 0.95 N/A feet Restrictor Plate Height Above Pipe Invert = 20.30 inches Half-Central Angle of Restrictor Plate on Pipe = 1.93 N/A radians User Input: Emergency Spillway (Rectangular or Trapezoidal) Calculated Parameters for Spillway Spillway Invert Stage= 4.30 ft (relative to basin bottom at Stage = 0 ft) Spillway Design Flow Depth= 0.87 feet Spillway Crest Length = 11.00 feet Stage at Top of Freeboard = 6.17 feet Spillway End Slopes = 4.00 H:V Basin Area at Top of Freeboard = 0.33 acres Freeboard above Max Water Surface = 1.00 feet Basin Volume at Top of Freeboard = 0.91 acre-ft Max Ponding Depth of Target Storage Volume = 4.25 feet Discharge at Top of Freeboard = 57.52 cfs Routed Hydrograph Results Design Storm Return Period = WQCV EURV 2 Year 5 Year 10 Year 25 Year 50 Year 100 Year 500 Year One-Hour Rainfall Depth (in) = N/A N/A 0.86 1.14 1.43 1.93 2.39 2.91 4.39 CUHP Runoff Volume (acre-ft) = 0.045 0.055 0.033 0.244 0.684 1.799 2.717 3.937 7.170 Inflow Hydrograph Volume (acre-ft) = N/A N/A 0.033 0.244 0.684 1.799 2.717 3.937 7.170 COUNTA for Basin Tab = 1 Ao Dia WQ Plate Type Vert Orifice 1Vert Orifice 2 Count_Underdrain = 0 0.11(diameter = 3/8 inch) 2 1 1 Count_WQPlate = 1 0.14 (diameter = 7/16 inch) Count_VertOrifice1 = 0 0.18(diameter = 1/2 inch) Outlet Plate 1 Outlet Plate 2 Drain Time Message Boolean Count_VertOrifice2 = 0 0.24 (diameter = 9/16 inch) 4 1 5yr, <72hr 1 1 Count_Weir1 = 1 0.29(diameter = 5/8 inch) >5yr, <120hr 0 Count_Weir2 = 0 0.(36 diameter = 11/16 inch) Max Depth Row Count_OutletPipe1 = 1 0.42(diameter = 3/4 inch) WQCV 72 Watershed Constraint Check Count_OutletPipe2 = 0 0.(50 diameter = 13/16 inch) 2 Year 55 Slope 0.010 COUNTA_2 (Standard FSD Setup)= 1 0.58(diameter = 7/8 inch) EURV 81 Shape 2.89 Hidden Parameters & Calculations 0.(67 diameter = 15/16 inch) 5 Year 212 MaxPondDepth_Error? FALSE 0.76 (diameter = 1 inch) 10 Year 345 Spillway Depth Cd_Broad-Crested Weir 3.00 (diameter 0.86 = 1-1/16 inches) 25 Year 378 0.87 WQ Plate Flow at 100yr depth = 0.09 (0.diameter 97 = 1-1/8 inches) 50 Year 395 CLOG #1= 35% (diameter 1.08 = 1-3/16 inches) 100 Year 426 1 Z1_Boolean Cdw #1 = 1.15 (1.diameter 20 = 1-1/4 inches) 500 Year 499 1 Z2_Boolean Cdo #1 = 1.07 (diameter 1.32 = 1-5/16 inches) Zone3_Pulldown Message 1 Z3_Boolean Overflow Weir #1 Angle = 0.000 (1.diameter 45 = 1-3/8 inches) 1 Opening Message CLOG #2= 0% (diameter 1.59 = 1-7/16 inches) Draintime Running Cdw #2 = #VALUE! (1.diameter 73 = 1-1/2 inches) Outlet Boolean Outlet Rank Total (1 to 4) Cdo #2 = #VALUE! (diameter 1.88 = 1-9/16 inches) Vertical Orifice 1 0 0 1 Overflow Weir #2 Angle = #VALUE! (2.diameter 03 = 1-5/8 inches) Vertical Orifice 2 0 0 Boolean Underdrain Q at 100yr depth = 0.00 (diameter 2.20 = 1-11/16 inches) Overflow Weir 1 1 1 0 Max Depth VertOrifice1 Q at 100yr depth = 0.00 (2.diameter 36 = 1-3/4 inches) Overflow Weir 2 0 0 0 500yr Depth VertOrifice2 Q at 100yr depth = 0.00 (diameter 2.54 = 1-13/16 inches) Outlet Pipe 1 1 1 1 Freeboard (2.diameter 72 = 1-7/8 inches) Outlet Pipe 2 0 0 1 Spillway Count_User_Hydrographs 0 (diameter 2.90 = 1-15/16 inches) 0 Spillway Length CountA_3 (EURV & 100yr) = 1 3.09(diameter = 2 inches) FALSE Time Interval CountA_4 (100yr Only) = 1 (use 3.29 rectangular openings) Button Visibility Boolean COUNTA_5 (FSD Weir Only)= 0 0 WQCV Underdrain COUNTA_6 (EURV Weir Only)= 1 1 WQCV Plate 0 EURV-WQCV Plate Outlet1_Pulldown_Boolean 0 EURV-WQCV VertOriice Outlet2_Pulldown_Boolean 1 Outlet 90% Qpeak Outlet3_Pulldown_Boolean 0 Outlet Undetained 0 Weir Only 90% Qpeak 0 Five Year Ratio Plate 0 Five Year Ratio VertOrifice EURV_draintime_user Spillway Options Offset Overlapping S-A-V-D Chart Axis Default X-axis Left Y-Axis Right Y-Axis minimum bound 0.00 0 0 maximum bound 8.00 40,000 60 S-A-V-D Chart Axis Override X-axis Left Y-Axis Right Y-Axis minimum bound maximum bound DETENTION BASIN OUTLET STRUCTURE DESIGN MHFD-Detention, Version 4.00 (December 2019) 0 10 20 30 40 50 60 70 0.1 1 10 FLOW [cfs] Outflow Hydrograph Workbook Filename: .\Hydrographs\Pond C (Interim) Outflow Hydrographs.xlsx Inflow Hydrographs The user can override the calculated inflow hydrographs from this workbook with inflow hydrographs developed in a separate program. SOURCE CUHP CUHP CUHP CUHP CUHP CUHP CUHP CUHP CUHP Time Interval TIME WQCV [cfs] EURV [cfs] 2 Year [cfs] 5 Year [cfs] 10 Year [cfs] 25 Year [cfs] 50 Year [cfs] 100 Year [cfs] 500 Year [cfs] 5.00 min 0:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:05:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:10:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:15:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0:20:00 0.00 0.00 0.00 0.01 0.06 0.01 0.05 0.10 0.78 0:25:00 0.00 0.00 0.10 0.23 1.98 0.23 1.67 3.37 10.00 0:30:00 0.00 0.00 0.23 1.50 4.69 6.59 11.08 15.54 30.43 0:35:00 0.00 0.00 0.29 2.31 5.98 12.15 18.49 25.70 46.18 0:40:00 0.00 0.00 0.31 2.49 6.32 14.98 22.14 30.66 53.86 0:45:00 0.00 0.00 0.31 2.45 6.31 16.12 23.59 33.03 57.44 0:50:00 0.00 0.00 0.29 2.31 5.98 16.52 24.02 33.75 58.34 0:55:00 0.00 0.00 0.27 2.12 5.56 15.97 23.27 33.12 57.30 1:00:00 0.00 0.00 0.25 1.95 5.21 15.16 22.24 32.27 55.96 1:05:00 0.00 0.00 0.24 1.81 4.91 14.46 21.33 31.56 54.82 1:10:00 0.00 0.00 0.22 1.67 4.61 13.54 20.16 29.93 52.26 1:15:00 0.00 0.00 0.20 1.54 4.33 12.53 18.86 27.90 49.12 1:20:00 0.00 0.00 0.19 1.41 4.04 11.50 17.43 25.71 45.66 1:25:00 0.00 0.00 0.17 1.31 3.76 10.61 16.14 23.70 42.39 1:30:00 0.00 0.00 0.16 1.22 3.49 9.80 14.92 21.85 39.36 1:35:00 0.00 0.00 0.15 1.13 3.22 9.04 13.77 20.14 36.53 1:40:00 0.00 0.00 0.14 1.04 2.96 8.32 12.67 18.52 33.84 1:45:00 0.00 0.00 0.13 0.95 2.70 7.63 11.61 16.96 31.25 1:50:00 0.00 0.00 0.11 0.86 2.45 6.96 10.58 15.44 28.72 1:55:00 0.00 0.00 0.10 0.77 2.19 6.29 9.56 13.97 26.25 2:00:00 0.00 0.00 0.09 0.68 1.94 5.63 8.57 12.53 23.86 2:05:00 0.00 0.00 0.08 0.60 1.75 4.98 7.62 11.20 21.57 2:10:00 0.00 0.00 0.08 0.55 1.62 4.53 6.95 10.20 19.71 2:15:00 0.00 0.00 0.07 0.52 1.50 4.16 6.39 9.37 18.12 2:20:00 0.00 0.00 0.07 0.48 1.40 3.85 5.91 8.63 16.69 2:25:00 0.00 0.00 0.06 0.45 1.30 3.56 5.46 7.97 15.38 2:30:00 0.00 0.00 0.06 0.42 1.20 3.30 5.05 7.35 14.17 2:35:00 0.00 0.00 0.05 0.39 1.10 3.05 4.66 6.77 13.03 2:40:00 0.00 0.00 0.05 0.35 1.01 2.82 4.29 6.23 11.98 2:45:00 0.00 0.00 0.04 0.32 0.92 2.59 3.94 5.73 10.99 2:50:00 0.00 0.00 0.04 0.29 0.83 2.36 3.59 5.24 10.03 2:55:00 0.00 0.00 0.04 0.26 0.75 2.14 3.25 4.75 9.10 3:00:00 0.00 0.00 0.03 0.23 0.66 1.92 2.92 4.27 8.17 3:05:00 0.00 0.00 0.03 0.20 0.58 1.70 2.58 3.79 7.26 3:10:00 0.00 0.00 0.02 0.17 0.49 1.48 2.25 3.30 6.34 3:15:00 0.00 0.00 0.02 0.14 0.41 1.26 1.92 2.82 5.44 3:20:00 0.00 0.00 0.01 0.11 0.32 1.04 1.58 2.34 4.54 3:25:00 0.00 0.00 0.01 0.08 0.24 0.82 1.25 1.85 3.64 3:30:00 0.00 0.00 0.01 0.05 0.16 0.60 0.92 1.37 2.76 3:35:00 0.00 0.00 0.00 0.03 0.10 0.38 0.60 0.93 2.00 3:40:00 0.00 0.00 0.00 0.01 0.07 0.24 0.40 0.63 1.47 3:45:00 0.00 0.00 0.00 0.01 0.05 0.15 0.27 0.43 1.10 3:50:00 0.00 0.00 0.00 0.01 0.04 0.10 0.19 0.29 0.83 3:55:00 0.00 0.00 0.00 0.00 0.03 0.06 0.13 0.19 0.62 4:00:00 0.00 0.00 0.00 0.00 0.02 0.04 0.08 0.12 0.46 4:05:00 0.00 0.00 0.00 0.00 0.01 0.02 0.05 0.07 0.34 4:10:00 0.00 0.00 0.00 0.00 0.01 0.01 0.03 0.03 0.25 4:15:00 0.00 0.00 0.00 0.00 0.01 0.01 0.02 0.02 0.19 4:20:00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.15 4:25:00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.12 Project: Basin ID: Depth Increment = 0.50 ft Watershed Information Top of Micropool -- 0.00 -- -- -- 53 0.001 Selected BMP Type = EDB -- 0.20 -- -- -- 648 0.015 70 0.002 Watershed Area = 18.85 acres -- 0.40 -- -- -- 1,660 0.038 301 0.007 Watershed Length = 1,060 ft -- 0.60 -- -- -- 2,385 0.055 705 0.016 Watershed Length to Centroid = 450 ft -- 0.80 -- -- -- 3,200 0.073 1,264 0.029 Watershed Slope = 0.010 ft/ft -- 1.00 -- -- -- 4,232 0.097 2,007 0.046 Watershed Imperviousness = 14.00% percent -- 1.20 -- -- -- 4,894 0.112 2,920 0.067 Percentage Hydrologic Soil Group A = 0.0% percent -- 1.40 -- -- -- 5,366 0.123 3,946 0.091 Percentage Hydrologic Soil Group B = 0.0% percent -- 1.60 -- -- -- 5,845 0.134 5,067 0.116 Percentage Hydrologic Soil Groups C/D = 100.0% percent -- 1.80 -- -- -- 6,330 0.145 6,284 0.144 Target WQCV Drain Time = 40.0 hours -- 2.00 -- -- -- 6,821 0.157 7,599 0.174 Location for 1-hr Rainfall Depths = Thornton - Civic Center -- 2.20 -- -- -- 7,318 0.168 9,013 0.207 -- 2.40 -- -- -- 7,822 0.180 10,527 0.242 -- 2.60 -- -- -- 8,332 0.191 12,142 0.279 Optional User Overrides -- 2.80 -- -- -- 8,848 0.203 13,860 0.318 Water Quality Capture Volume (WQCV) = 0.139 acre-feet acre-feet -- 3.00 -- -- -- 9,371 0.215 15,682 0.360 Excess Urban Runoff Volume (EURV) = 0.225 acre-feet acre-feet -- 3.20 -- -- -- 9,899 0.227 17,609 0.404 2-yr Runoff Volume (P1 = 0.86 in.) = 0.135 acre-feet 0.86 inches -- 3.40 -- -- -- 10,435 0.240 19,643 0.451 5-yr Runoff Volume (P1 = 1.14 in.) = 0.350 acre-feet 1.14 inches -- 3.60 -- -- -- 10,982 0.252 21,784 0.500 10-yr Runoff Volume (P1 = 1.43 in.) = 0.714 acre-feet 1.43 inches -- 3.80 -- -- -- 11,541 0.265 24,036 0.552 25-yr Runoff Volume (P1 = 1.93 in.) = 1.573 acre-feet 1.93 inches -- 4.00 -- -- -- 12,121 0.278 26,403 0.606 50-yr Runoff Volume (P1 = 2.39 in.) = 2.294 acre-feet 2.39 inches -- 4.20 -- -- -- 12,758 0.293 28,891 0.663 100-yr Runoff Volume (P1 = 2.91 in.) = 3.228 acre-feet 2.91 inches -- 4.40 -- -- -- 13,412 0.308 31,508 0.723 500-yr Runoff Volume (P1 = 4.39 in.) = 5.730 acre-feet 4.39 inches -- 4.60 -- -- -- 14,073 0.323 34,256 0.786 Approximate 2-yr Detention Volume = 0.135 acre-feet -- 4.80 -- -- -- 14,740 0.338 37,137 0.853 Approximate 5-yr Detention Volume = 0.296 acre-feet -- 5.00 -- -- -- 15,414 0.354 40,153 0.922 Approximate 10-yr Detention Volume = 0.401 acre-feet -- 5.20 -- -- -- 16,095 0.369 43,304 0.994 Approximate 25-yr Detention Volume = 0.562 acre-feet -- 5.40 -- -- -- 17,125 0.393 46,626 1.070 Approximate 50-yr Detention Volume = 0.645 acre-feet -- 5.60 -- -- -- 17,897 0.411 50,128 1.151 Approximate 100-yr Detention Volume = 0.943 acre-feet -- -- -- -- -- -- -- -- Define Zones and Basin Geometry -- -- -- -- Zone 1 Volume (WQCV) = 0.139 acre-feet -- -- -- -- Zone 2 Volume (EURV - Zone 1) = 0.087 acre-feet -- -- -- -- Zone 3 Volume (100-year - Zones 1 & 2) = 0.717 acre-feet -- -- -- -- Total Detention Basin Volume = 0.943 acre-feet -- -- -- -- Initial Surcharge Volume (ISV) = user ft 3 -- -- -- -- Initial Surcharge Depth (ISD) = user ft -- -- -- -- Total Available Detention Depth (Htotal ) = user ft -- -- -- -- Depth of Trickle Channel (HTC ) = user ft -- -- -- -- Slope of Trickle Channel (STC ) = user ft/ft -- -- -- -- Slopes of Main Basin Sides (Smain ) = user H:V -- -- -- -- Basin Length-to-Width Ratio (RL/W ) = user -- -- -- -- -- -- -- -- Initial Surcharge Area (AISV) = user ft 2 -- -- -- -- Surcharge Volume Length (LISV) = user ft -- -- -- -- Surcharge Volume Width (WISV) = user ft -- -- -- -- Depth of Basin Floor (HFLOOR) = user ft -- -- -- -- Project: Basin ID: Estimated Estimated Stage (ft) Volume (ac-ft) Outlet Type Zone 1 (WQCV) 1.77 0.139 Orifice Plate Zone 2 (EURV) 2.31 0.087 Orifice Plate Zone 3 (100-year) 5.06 0.717 Weir&Pipe (Restrict) Total (all zones) 0.943 User Input: Orifice at Underdrain Outlet (typically used to drain WQCV in a Filtration BMP) Calculated Parameters for Underdrain Underdrain Orifice Invert Depth = N/A ft (distance below the filtration media surface) Underdrain Orifice Area = N/A ft 2 Underdrain Orifice Diameter = N/A inches Underdrain Orifice Centroid = N/A feet User Input: Orifice Plate with one or more orifices or Elliptical Slot Weir (typically used to drain WQCV and/or EURV in a sedimentation BMP) Calculated Parameters for Plate Invert of Lowest Orifice = 0.00 ft (relative to basin bottom at Stage = 0 ft) WQ Orifice Area per Row = 6.111E-03 ft 2 Depth at top of Zone using Orifice Plate = 2.31 ft (relative to basin bottom at Stage = 0 ft) Elliptical Half-Width = N/A feet Orifice Plate: Orifice Vertical Spacing = 9.20 inches Elliptical Slot Centroid = N/A feet Orifice Plate: Orifice Area per Row = 0.88 sq. inches (diameter = 1-1/16 inches) Elliptical Slot Area = N/A ft 2 User Input: Stage and Total Area of Each Orifice Row (numbered from lowest to highest) Row 1 (required) Row 2 (optional) Row 3 (optional) Row 4 (optional) Row 5 (optional) Row 6 (optional) Row 7 (optional) Row 8 (optional) Stage of Orifice Centroid (ft) 0.00 0.77 1.54 Orifice Area (sq. inches) 0.88 0.88 0.88 Row 9 (optional) Row 10 (optional) Row 11 (optional) Row 12 (optional) Row 13 (optional) Row 14 (optional) Row 15 (optional) Row 16 (optional) Stage of Orifice Centroid (ft) Orifice Area (sq. inches) User Input: Vertical Orifice (Circular or Rectangular) Calculated Parameters for Vertical Orifice Not Selected Not Selected Not Selected Not Selected Invert of Vertical Orifice = N/A N/A ft (relative to basin bottom at Stage = 0 ft) Vertical Orifice Area = N/A N/A ft 2 Depth at top of Zone using Vertical Orifice = N/A N/A ft (relative to basin bottom at Stage = 0 ft) Vertical Orifice Centroid = N/A N/A feet Vertical Orifice Diameter = N/A N/A inches User Input: Overflow Weir (Dropbox with Flat or Sloped Grate and Outlet Pipe OR Rectangular/Trapezoidal Weir (and No Outlet Pipe) Calculated Parameters for Overflow Weir grate Zone 3 Weir Not Selected Zone 3 Weir Not Selected Overflow Weir Front Edge Height, Ho = 4.20 N/A ft (relative to basin bottom at Stage = 0 ft) Height of Grate Upper Edge, Ht = 5.45 N/A feet Overflow Weir Front Edge Length = 7.00 N/A feet Overflow Weir Slope Length = 5.15 N/A feet Overflow Weir Grate Slope = 4.00 N/A H:V Grate Open Area / 100-yr Orifice Area = 7.51 N/A Horiz. Length of Weir Sides = 5.00 N/A feet Overflow Grate Open Area w/o Debris = 25.25 N/A ft 2 Overflow Grate Open Area % = 70% N/A %, grate open area/total area Overflow Grate Open Area w/ Debris = 12.63 N/A ft 2 Debris Clogging % = 50% N/A % User Input: Outlet Pipe w/ Flow Restriction Plate (Circular Orifice, Restrictor Plate, or Rectangular Orifice) Calculated Parameters for Outlet Pipe w/ Flow Restriction Plate Zone 3 Restrictor Not Selected Zone 3 Restrictor Not Selected Depth to Invert of Outlet Pipe = 0.00 N/A ft (distance below basin bottom at Stage = 0 ft) Outlet Orifice Area = 3.36 N/A ft 2 Outlet Pipe Diameter = 27.00 N/A inches Outlet Orifice Centroid = 0.97 N/A feet Restrictor Plate Height Above Pipe Invert = 21.30 inches Half-Central Angle of Restrictor Plate on Pipe = 2.19 N/A radians User Input: Emergency Spillway (Rectangular or Trapezoidal) Calculated Parameters for Spillway Spillway Invert Stage= 5.40 ft (relative to basin bottom at Stage = 0 ft) Spillway Design Flow Depth= 0.68 feet Spillway Crest Length = 20.00 feet Stage at Top of Freeboard = 6.28 feet Spillway End Slopes = 4.00 H:V Basin Area at Top of Freeboard = 0.41 acres Freeboard above Max Water Surface = 0.20 feet Basin Volume at Top of Freeboard = 1.15 acre-ft Max Ponding Depth of Target Storage Volume = 5.53 feet Discharge at Top of Freeboard = 36.87 cfs Routed Hydrograph Results Design Storm Return Period = WQCV EURV 2 Year 5 Year 10 Year 25 Year 50 Year 100 Year 500 Year One-Hour Rainfall Depth (in) = N/A N/A 0.86 1.14 1.43 1.93 2.39 2.91 4.39 CUHP Runoff Volume (acre-ft) = 0.139 0.225 0.135 0.350 0.714 1.573 2.294 3.228 5.730 Inflow Hydrograph Volume (acre-ft) = N/A N/A 0.135 0.350 0.714 1.573 2.294 3.228 5.730 Outflow Hydrograph Workbook Filename: Inflow Hydrographs The user can override the calculated inflow hydrographs from this workbook with inflow hydrographs developed in a separate program. SOURCE CUHP CUHP CUHP CUHP CUHP CUHP CUHP CUHP CUHP Time Interval TIME WQCV [cfs] EURV [cfs] 2 Year [cfs] 5 Year [cfs] 10 Year [cfs] 25 Year [cfs] 50 Year [cfs] 100 Year [cfs] 500 Year [cfs] 5.00 min 0:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:05:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:10:00 0.00 0.00 0.00 0.00 0.00 0.00 0.02 0.02 0.08 0:15:00 0.00 0.00 0.02 0.07 0.10 0.09 0.14 0.15 0.35 0:20:00 0.00 0.00 0.16 0.24 0.64 0.25 0.59 0.95 3.04 0:25:00 0.00 0.00 0.96 1.84 4.96 1.83 4.51 7.40 18.47 0:30:00 0.00 0.00 1.55 4.09 8.30 12.89 19.56 25.98 47.01 0:35:00 0.00 0.00 1.67 4.57 8.85 17.83 25.72 35.15 60.69 0:40:00 0.00 0.00 1.64 4.40 8.45 19.69 27.84 37.66 63.96 0:45:00 0.00 0.00 1.49 3.98 7.85 19.01 26.81 37.21 62.98 0:50:00 0.00 0.00 1.35 3.63 7.13 18.42 25.93 35.85 60.60 0:55:00 0.00 0.00 1.23 3.27 6.46 16.87 23.87 33.71 57.09 1:00:00 0.00 0.00 1.13 2.97 5.93 15.44 21.99 31.76 53.98 1:05:00 0.00 0.00 1.05 2.73 5.50 14.29 20.48 30.27 51.53 1:10:00 0.00 0.00 0.94 2.50 5.09 12.89 18.65 27.36 46.90 1:15:00 0.00 0.00 0.83 2.25 4.68 11.53 16.85 24.44 42.25 1:20:00 0.00 0.00 0.73 1.97 4.12 10.04 14.71 21.13 36.78 1:25:00 0.00 0.00 0.64 1.71 3.58 8.63 12.70 18.10 31.87 1:30:00 0.00 0.00 0.57 1.53 3.17 7.43 10.98 15.62 27.89 1:35:00 0.00 0.00 0.52 1.40 2.86 6.53 9.69 13.73 24.83 1:40:00 0.00 0.00 0.48 1.26 2.59 5.80 8.61 12.16 22.25 1:45:00 0.00 0.00 0.44 1.13 2.34 5.16 7.66 10.76 19.95 1:50:00 0.00 0.00 0.40 1.00 2.10 4.57 6.79 9.49 17.85 1:55:00 0.00 0.00 0.36 0.88 1.85 4.03 5.99 8.30 15.87 2:00:00 0.00 0.00 0.31 0.76 1.58 3.51 5.21 7.19 14.01 2:05:00 0.00 0.00 0.26 0.63 1.31 2.95 4.38 6.03 11.81 2:10:00 0.00 0.00 0.21 0.50 1.04 2.41 3.56 4.93 9.67 2:15:00 0.00 0.00 0.16 0.38 0.79 1.88 2.78 3.84 7.61 2:20:00 0.00 0.00 0.12 0.27 0.56 1.36 2.03 2.82 5.72 2:25:00 0.00 0.00 0.09 0.18 0.41 0.90 1.38 1.94 4.19 2:30:00 0.00 0.00 0.07 0.14 0.32 0.62 1.00 1.39 3.16 2:35:00 0.00 0.00 0.05 0.11 0.26 0.45 0.73 1.00 2.42 2:40:00 0.00 0.00 0.04 0.09 0.20 0.32 0.54 0.72 1.83 2:45:00 0.00 0.00 0.03 0.07 0.16 0.23 0.40 0.50 1.38 2:50:00 0.00 0.00 0.03 0.06 0.13 0.17 0.29 0.34 1.02 2:55:00 0.00 0.00 0.02 0.04 0.10 0.12 0.21 0.23 0.75 3:00:00 0.00 0.00 0.02 0.03 0.07 0.09 0.15 0.15 0.57 3:05:00 0.00 0.00 0.01 0.03 0.05 0.07 0.11 0.11 0.45 3:10:00 0.00 0.00 0.01 0.02 0.04 0.05 0.08 0.09 0.35 3:15:00 0.00 0.00 0.01 0.01 0.03 0.04 0.06 0.07 0.28 3:20:00 0.00 0.00 0.01 0.01 0.02 0.03 0.05 0.05 0.22 3:25:00 0.00 0.00 0.01 0.01 0.02 0.02 0.04 0.04 0.16 3:30:00 0.00 0.00 0.00 0.00 0.01 0.02 0.03 0.03 0.11 3:35:00 0.00 0.00 0.00 0.00 0.01 0.01 0.02 0.02 0.08 3:40:00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.04 3:45:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.02 3:50:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 3:55:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:05:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:10:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:15:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:20:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:25:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 COUNTA for Basin Tab = 1 Ao Dia WQ Plate Type Vert Orifice 1Vert Orifice 2 Count_Underdrain = 0 0.11(diameter = 3/8 inch) 2 1 1 Count_WQPlate = 1 0.1(4diameter = 7/16 inch) Count_VertOrifice1 = 0 0.18(diameter = 1/2 inch) Outlet Plate 1 Outlet Plate 2 Drain Time Message Boolean Count_VertOrifice2 = 0 0.2(4diameter = 9/16 inch) 4 1 5yr, <72hr 0 Count_Weir1 = 1 0.29(diameter = 5/8 inch) >5yr, <120hr 0 Count_Weir2 = 0 0.(36 diameter = 11/16 inch) Max Depth Row Count_OutletPipe1 = 1 0.42(diameter = 3/4 inch) WQCV 178 Watershed Constraint Check Count_OutletPipe2 = 0 0.(50 diameter = 13/16 inch) 2 Year 166 Slope 0.010 COUNTA_2 (Standard FSD Setup)= 1 0.58(diameter = 7/8 inch) EURV 232 Shape 1.37 Hidden Parameters & Calculations 0.(67 diameter = 15/16 inch) 5 Year 286 MaxPondDepth_Error? FALSE 0.76 (diameter = 1 inch) 10 Year 426 Spillway Depth Cd_Broad-Crested Weir 3.00 (diameter 0.86 = 1-1/16 inches) 25 Year 496 0.68 WQ Plate Flow at 100yr depth = 0.19 (0.diameter 97 = 1-1/8 inches) 50 Year 527 CLOG #1= 35% (diameter 1.08 = 1-3/16 inches) 100 Year 554 1 Z1_Boolean Cdw #1 = 0.89 (1.diameter 20 = 1-1/4 inches) 500 Year 561 1 Z2_Boolean Cdo #1 = 0.69 (diameter 1.32 = 1-5/16 inches) Zone3_Pulldown Message 1 Z3_Boolean Overflow Weir #1 Angle = 0.245 (1.diameter 45 = 1-3/8 inches) 1 Opening Message CLOG #2= 0% (diameter 1.59 = 1-7/16 inches) Draintime Running Cdw #2 = #VALUE! (1.diameter 73 = 1-1/2 inches) Outlet Boolean Outlet Rank Total (1 to 4) Cdo #2 = #VALUE! (diameter 1.88 = 1-9/16 inches) Vertical Orifice 1 0 0 1 Overflow Weir #2 Angle = #VALUE! (2.diameter 03 = 1-5/8 inches) Vertical Orifice 2 0 0 Boolean Underdrain Q at 100yr depth = 0.00 (diameter 2.20 = 1-11/16 inches) Overflow Weir 1 1 1 0 Max Depth VertOrifice1 Q at 100yr depth = 0.00 (2.diameter 36 = 1-3/4 inches) Overflow Weir 2 0 0 0 500yr Depth VertOrifice2 Q at 100yr depth = 0.00 (diameter 2.54 = 1-13/16 inches) Outlet Pipe 1 1 1 1 Freeboard (2.diameter 72 = 1-7/8 inches) Outlet Pipe 2 0 0 1 Spillway Count_User_Hydrographs 0 (diameter 2.90 = 1-15/16 inches) 0 Spillway Length CountA_3 (EURV & 100yr) = 1 3.09(diameter = 2 inches) FALSE Time Interval CountA_4 (100yr Only) = 1 (use 3.29 rectangular openings) Button Visibility Boolean COUNTA_5 (FSD Weir Only)= 0 0 WQCV Underdrain COUNTA_6 (EURV Weir Only)= 1 1 WQCV Plate 0 EURV-WQCV Plate Outlet1_Pulldown_Boolean 0 EURV-WQCV VertOriice Outlet2_Pulldown_Boolean 1 Outlet 90% Qpeak Outlet3_Pulldown_Boolean 0 Outlet Undetained 0 Weir Only 90% Qpeak 0 Five Year Ratio Plate 0 Five Year Ratio VertOrifice EURV_draintime_user Spillway Options Offset Overlapping S-A-V-D Chart Axis Default X-axis Left Y-Axis Right Y-Axis minimum bound 0.00 0 0 maximum bound 8.00 60,000 40 S-A-V-D Chart Axis Override X-axis Left Y-Axis Right Y-Axis minimum bound maximum bound MHFD-Detention, Version 4.00 (December 2019) DETENTION BASIN OUTLET STRUCTURE DESIGN 0 10 20 30 40 50 Project: Basin ID: Depth Increment = 0.20 ft Watershed Information Top of Micropool -- 0.00 -- -- -- 121 0.003 Selected BMP Type = EDB -- 0.20 -- -- -- 1,035 0.024 116 0.003 Watershed Area = 24.77 acres -- 0.40 -- -- -- 2,665 0.061 486 0.011 Watershed Length = 1,500 ft -- 0.60 -- -- -- 5,011 0.115 1,253 0.029 Watershed Length to Centroid = 850 ft -- 0.80 -- -- -- 7,230 0.166 2,477 0.057 Watershed Slope = 0.010 ft/ft -- 1.00 -- -- -- 9,088 0.209 4,109 0.094 Watershed Imperviousness = 7.00% percent -- 1.20 -- -- -- 10,562 0.242 6,074 0.139 Percentage Hydrologic Soil Group A = 0.0% percent -- 1.40 -- -- -- 11,770 0.270 8,307 0.191 Percentage Hydrologic Soil Group B = 0.0% percent -- 1.60 -- -- -- 12,746 0.293 10,759 0.247 Percentage Hydrologic Soil Groups C/D = 100.0% percent -- 1.80 -- -- -- 13,524 0.310 13,386 0.307 Target WQCV Drain Time = 40.0 hours -- 2.00 -- -- -- 13,985 0.321 16,137 0.370 Location for 1-hr Rainfall Depths = Thornton - Civic Center -- 2.20 -- -- -- 14,417 0.331 18,977 0.436 -- 2.40 -- -- -- 14,853 0.341 21,904 0.503 -- 2.60 -- -- -- 15,292 0.351 24,918 0.572 Optional User Overrides -- 2.80 -- -- -- 15,735 0.361 28,021 0.643 Water Quality Capture Volume (WQCV) = 0.101 acre-feet acre-feet -- 3.00 -- -- -- 16,182 0.371 31,213 0.717 Excess Urban Runoff Volume (EURV) = 0.140 acre-feet acre-feet -- 3.20 -- -- -- 16,632 0.382 34,494 0.792 2-yr Runoff Volume (P1 = 0.86 in.) = 0.081 acre-feet 0.86 inches -- 3.40 -- -- -- 17,087 0.392 37,866 0.869 5-yr Runoff Volume (P1 = 1.14 in.) = 0.322 acre-feet 1.14 inches -- 3.60 -- -- -- 17,538 0.403 41,329 0.949 10-yr Runoff Volume (P1 = 1.43 in.) = 0.782 acre-feet 1.43 inches -- -- -- -- 25-yr Runoff Volume (P1 = 1.93 in.) = 1.915 acre-feet 1.93 inches -- -- -- -- 50-yr Runoff Volume (P1 = 2.39 in.) = 2.855 acre-feet 2.39 inches -- -- -- -- 100-yr Runoff Volume (P1 = 2.91 in.) = 4.092 acre-feet 2.91 inches -- -- -- -- 500-yr Runoff Volume (P1 = 4.39 in.) = 7.384 acre-feet 4.39 inches -- -- -- -- Approximate 2-yr Detention Volume = 0.081 acre-feet -- -- -- -- Approximate 5-yr Detention Volume = 0.236 acre-feet -- -- -- -- Approximate 10-yr Detention Volume = 0.360 acre-feet -- -- -- -- Approximate 25-yr Detention Volume = 0.508 acre-feet -- -- -- -- Approximate 50-yr Detention Volume = 0.572 acre-feet -- -- -- -- Approximate 100-yr Detention Volume = 0.896 acre-feet -- -- -- -- -- -- -- -- Define Zones and Basin Geometry -- -- -- -- Zone 1 Volume (WQCV) = 0.101 acre-feet -- -- -- -- Zone 2 Volume (EURV - Zone 1) = 0.039 acre-feet -- -- -- -- Zone 3 Volume (100-year - Zones 1 & 2) = 0.755 acre-feet -- -- -- -- Total Detention Basin Volume = 0.896 acre-feet -- -- -- -- Initial Surcharge Volume (ISV) = user ft 3 -- -- -- -- Initial Surcharge Depth (ISD) = user ft -- -- -- -- Total Available Detention Depth (Htotal) = user ft -- -- -- -- Depth of Trickle Channel (HTC) = user ft -- -- -- -- Slope of Trickle Channel (STC) = user ft/ft -- -- -- -- Slopes of Main Basin Sides (Smain) = user H:V -- -- -- -- Basin Length-to-Width Ratio (RL/W) = user -- -- -- -- -- -- -- -- Initial Surcharge Area (AISV) = user ft 2 -- -- -- -- Surcharge Volume Length (LISV) = user ft -- -- -- -- Surcharge Volume Width (WISV) = user ft -- -- -- -- Depth of Basin Floor (HFLOOR) = user ft -- -- -- -- Length of Basin Floor (LFLOOR) = user ft -- -- -- -- Width of Basin Floor (WFLOOR) = user ft -- -- -- -- Area of Basin Floor (AFLOOR) = user ft 2 -- -- -- -- Volume of Basin Floor (VFLOOR) = user ft 3 -- -- -- -- Depth of Main Basin (HMAIN) = user ft -- -- -- -- Length of Main Basin (LMAIN) = user ft -- -- -- -- Width of Main Basin (WMAIN) = user ft -- -- -- -- Area of Main Basin (AMAIN) = user ft 2 -- -- -- -- Volume of Main Basin (VMAIN) = user ft 3 -- -- -- -- Project: Basin ID: Estimated Estimated Stage (ft) Volume (ac-ft) Outlet Type Zone 1 (WQCV) 1.04 0.101 Orifice Plate Zone 2 (EURV) 1.21 0.039 Orifice Plate Zone 3 (100-year) 3.47 0.755 Weir&Pipe (Restrict) Total (all zones) 0.896 User Input: Orifice at Underdrain Outlet (typically used to drain WQCV in a Filtration BMP) Calculated Parameters for Underdrain Underdrain Orifice Invert Depth = N/A ft (distance below the filtration media surface) Underdrain Orifice Area = N/A ft 2 Underdrain Orifice Diameter = N/A inches Underdrain Orifice Centroid = N/A feet User Input: Orifice Plate with one or more orifices or Elliptical Slot Weir (typically used to drain WQCV and/or EURV in a sedimentation BMP) Calculated Parameters for Plate Invert of Lowest Orifice = 0.00 ft (relative to basin bottom at Stage = 0 ft) WQ Orifice Area per Row = 5.000E-03 ft 2 Depth at top of Zone using Orifice Plate = 1.21 ft (relative to basin bottom at Stage = 0 ft) Elliptical Half-Width = N/A feet Orifice Plate: Orifice Vertical Spacing = 4.80 inches Elliptical Slot Centroid = N/A feet Orifice Plate: Orifice Area per Row = 0.72 sq. inches (diameter = 15/16 inch) Elliptical Slot Area = N/A ft 2 User Input: Stage and Total Area of Each Orifice Row (numbered from lowest to highest) Row 1 (required) Row 2 (optional) Row 3 (optional) Row 4 (optional) Row 5 (optional) Row 6 (optional) Row 7 (optional) Row 8 (optional) Stage of Orifice Centroid (ft) 0.00 0.40 0.81 Orifice Area (sq. inches) 0.72 0.72 0.72 Row 9 (optional) Row 10 (optional) Row 11 (optional) Row 12 (optional) Row 13 (optional) Row 14 (optional) Row 15 (optional) Row 16 (optional) Stage of Orifice Centroid (ft) Orifice Area (sq. inches) User Input: Vertical Orifice (Circular or Rectangular) Calculated Parameters for Vertical Orifice Not Selected Not Selected Not Selected Not Selected Invert of Vertical Orifice = N/A N/A ft (relative to basin bottom at Stage = 0 ft) Vertical Orifice Area = N/A N/A ft 2 Depth at top of Zone using Vertical Orifice = N/A N/A ft (relative to basin bottom at Stage = 0 ft) Vertical Orifice Centroid = N/A N/A feet Vertical Orifice Diameter = N/A N/A inches User Input: Overflow Weir (Dropbox with Flat or Sloped Grate and Outlet Pipe OR Rectangular/Trapezoidal Weir (and No Outlet Pipe) Calculated Parameters for Overflow Weir grate Zone 3 Weir Not Selected Zone 3 Weir Not Selected Overflow Weir Front Edge Height, Ho = 3.34 N/A ft (relative to basin bottom at Stage = 0 ft) Height of Grate Upper Edge, Ht = 4.59 N/A feet Overflow Weir Front Edge Length = 139.00 N/A feet Overflow Weir Slope Length = 5.15 N/A feet Overflow Weir Grate Slope = 4.00 N/A H:V Grate Open Area / 100-yr Orifice Area = 119.21 N/A Horiz. Length of Weir Sides = 5.00 N/A feet Overflow Grate Open Area w/o Debris = 501.47 N/A ft 2 Overflow Grate Open Area % = 70% N/A %, grate open area/total area Overflow Grate Open Area w/ Debris = 250.74 N/A ft 2 Debris Clogging % = 50% N/A % User Input: Outlet Pipe w/ Flow Restriction Plate (Circular Orifice, Restrictor Plate, or Rectangular Orifice) Calculated Parameters for Outlet Pipe w/ Flow Restriction Plate Zone 3 Restrictor Not Selected Zone 3 Restrictor Not Selected Depth to Invert of Outlet Pipe = 0.00 N/A ft (distance below basin bottom at Stage = 0 ft) Outlet Orifice Area = 4.21 N/A ft 2 Outlet Pipe Diameter = 33.00 N/A inches Outlet Orifice Centroid = 1.03 N/A feet Restrictor Plate Height Above Pipe Invert = 22.00 inches Half-Central Angle of Restrictor Plate on Pipe = 1.91 N/A radians User Input: Emergency Spillway (Rectangular or Trapezoidal) Calculated Parameters for Spillway Spillway Invert Stage= 4.00 ft (relative to basin bottom at Stage = 0 ft) Spillway Design Flow Depth= 0.88 feet Spillway Crest Length = 12.00 feet Stage at Top of Freeboard = 5.88 feet Spillway End Slopes = 4.00 H:V Basin Area at Top of Freeboard = 0.40 acres Freeboard above Max Water Surface = 1.00 feet Basin Volume at Top of Freeboard = 0.95 acre-ft Max Ponding Depth of Target Storage Volume = 3.60 feet Discharge at Top of Freeboard = 30.88 cfs Routed Hydrograph Results Design Storm Return Period = WQCV EURV 2 Year 5 Year 10 Year 25 Year 50 Year 100 Year 500 Year One-Hour Rainfall Depth (in) = N/A N/A 0.86 1.14 1.43 1.93 2.39 2.91 4.39 CUHP Runoff Volume (acre-ft) = 0.101 0.140 0.081 0.322 0.782 1.915 2.855 4.092 7.384 Inflow Hydrograph Volume (acre-ft) = N/A N/A 0.081 0.322 0.782 1.915 2.855 4.092 7.384 COUNTA for Basin Tab = 1 Ao Dia WQ Plate Type Vert Orifice 1Vert Orifice 2 Count_Underdrain = 0 0.11(diameter = 3/8 inch) 2 1 1 Count_WQPlate = 1 0.14 (diameter = 7/16 inch) Count_VertOrifice1 = 0 0.18(diameter = 1/2 inch) Outlet Plate 1 Outlet Plate 2 Drain Time Message Boolean Count_VertOrifice2 = 0 0.24 (diameter = 9/16 inch) 4 1 5yr, <72hr 0 Count_Weir1 = 1 0.29(diameter = 5/8 inch) >5yr, <120hr 1 1 Count_Weir2 = 0 0.(36 diameter = 11/16 inch) Max Depth Row Count_OutletPipe1 = 1 0.42(diameter = 3/4 inch) WQCV 105 Watershed Constraint Check Count_OutletPipe2 = 0 0.(50 diameter = 13/16 inch) 2 Year 89 Slope 0.010 COUNTA_2 (Standard FSD Setup)= 1 0.58(diameter = 7/8 inch) EURV 122 Shape 2.09 Hidden Parameters & Calculations 0.(67 diameter = 15/16 inch) 5 Year 180 MaxPondDepth_Error? FALSE 0.76 (diameter = 1 inch) 10 Year 311 Spillway Depth Cd_Broad-Crested Weir 3.00 (diameter 0.86 = 1-1/16 inches) 25 Year 351 0.88 WQ Plate Flow at 100yr depth = 0.13 (0.diameter 97 = 1-1/8 inches) 50 Year 358 CLOG #1= 35% (diameter 1.08 = 1-3/16 inches) 100 Year 361 1 Z1_Boolean Cdw #1 = 0.89 (1.diameter 20 = 1-1/4 inches) 500 Year 361 1 Z2_Boolean Cdo #1 = 0.69 (diameter 1.32 = 1-5/16 inches) Zone3_Pulldown Message 1 Z3_Boolean Overflow Weir #1 Angle = 0.245 (1.diameter 45 = 1-3/8 inches) 1 Opening Message CLOG #2= 0% (diameter 1.59 = 1-7/16 inches) Draintime Running Cdw #2 = #VALUE! (1.diameter 73 = 1-1/2 inches) Outlet Boolean Outlet Rank Total (1 to 4) Cdo #2 = #VALUE! (diameter 1.88 = 1-9/16 inches) Vertical Orifice 1 0 0 1 Overflow Weir #2 Angle = #VALUE! (2.diameter 03 = 1-5/8 inches) Vertical Orifice 2 0 0 Boolean Underdrain Q at 100yr depth = 0.00 (diameter 2.20 = 1-11/16 inches) Overflow Weir 1 1 1 0 Max Depth VertOrifice1 Q at 100yr depth = 0.00 (2.diameter 36 = 1-3/4 inches) Overflow Weir 2 0 0 0 500yr Depth VertOrifice2 Q at 100yr depth = 0.00 (diameter 2.54 = 1-13/16 inches) Outlet Pipe 1 1 1 1 Freeboard (2.diameter 72 = 1-7/8 inches) Outlet Pipe 2 0 0 1 Spillway Count_User_Hydrographs 0 (diameter 2.90 = 1-15/16 inches) 0 Spillway Length CountA_3 (EURV & 100yr) = 1 3.09(diameter = 2 inches) FALSE Time Interval CountA_4 (100yr Only) = 1 (use 3.29 rectangular openings) Button Visibility Boolean COUNTA_5 (FSD Weir Only)= 0 0 WQCV Underdrain COUNTA_6 (EURV Weir Only)= 1 1 WQCV Plate 0 EURV-WQCV Plate Outlet1_Pulldown_Boolean 0 EURV-WQCV VertOriice Outlet2_Pulldown_Boolean 1 Outlet 90% Qpeak Outlet3_Pulldown_Boolean 0 Outlet Undetained 0 Weir Only 90% Qpeak 0 Five Year Ratio Plate 0 Five Year Ratio VertOrifice EURV_draintime_user Spillway Options Offset Overlapping S-A-V-D Chart Axis Default X-axis Left Y-Axis Right Y-Axis minimum bound 0.00 0 0 maximum bound 6.00 50,000 40 S-A-V-D Chart Axis Override X-axis Left Y-Axis Right Y-Axis minimum bound maximum bound MHFD-Detention, Version 4.00 (December 2019) DETENTION BASIN OUTLET STRUCTURE DESIGN 0 10 20 30 40 50 60 70 0.1 1 10 FLOW [cfs] Purpose: This workbook aids in the estimation of stormwater detention basin sizing and outlet routing based on the modified puls routing method for urban watersheds. Several different BMP types and various outlet configurations can be sized. Function: 1. Approximates the stage-area-volume relationship for a detention basin based on watershed parameters and basin geometry parameters. Also evaluates existing user-defined basin stage-area relationships. 2. Sizes filtration media orifice, outlet orifices, elliptical slots, weirs, trash racks, and develops stage-discharge relationships. Uses the Modified Puls method to route a series of hydrographs (i.e., 2-, 5-, 10-, 25-, 50-, 100- and 500-year) and calibrates the peak discharge out of the basin to match the pre-development peak discharges for the watershed. Content: This workbook consists of the following sheets: Basin Tabulates stage-area-volume relationship estimates based on watershed parameters Outlet Structure Tabulates a stage-discharge relationship for the user-defined outlet structure (inlet control). Reference Provides reference equations and figures. User Tips and Tools Provides instructions and video links to assist in using this workbook. Includes a stage-area calculator. BMP Zone Images Provides images of typical BMP zone confirgurations corresponding with Zone pulldown selections. Acknowledgements: Spreadsheet Development Team: Ken MacKenzie, P.E., Holly Piza, P.E. Mile High Flood District Derek N. Rapp, P.E. Peak Stormwater Engineering, LLC Dr. James C.Y. Guo, Ph.D., P.E. Professor, Department of Civil Engineering, University of Colorado at Denver Comments? Direct all comments regarding this spreadsheet workbook to: MHFD E-Mail Revisions? Check for revised versions of this or any other workbook at: Downloads DETENTION BASIN DESIGN WORKBOOK MHFD-Detention, Version 4.02 (February 2020) Mile High Flood District Denver, Colorado www.mhfd.org Pond G (Future) - Full Spectrum Detention.xlsm, Intro 4/16/2020, 3:34 PM Project: Basin ID: Depth Increment = 0.50 ft Watershed Information Top of Micropool 0.00 16.9 16.9 285 0.007 Selected BMP Type = EDB ISV 0.50 16.9 16.9 285 0.007 143 0.003 Watershed Area = 67.01 acres 1.00 16.9 16.9 285 0.007 285 0.007 Watershed Length = 2,370 ft 1.50 143.9 58.6 8,427 0.193 2,022 0.046 Watershed Length to Centroid = 1,150 ft 2.00 270.9 100.2 27,151 0.623 10,476 0.240 Watershed Slope = 0.010 ft/ft 2.50 397.9 141.9 56,459 1.296 30,938 0.710 Watershed Imperviousness = 46.00% percent Zone 1 (WQCV) 2.76 463.9 163.6 75,882 1.742 48,080 1.104 Percentage Hydrologic Soil Group A = 0.0% percent 3.00 524.9 183.6 96,350 2.212 68,699 1.577 Percentage Hydrologic Soil Group B = 0.0% percent Zone 2 (EURV) 3.49 649.4 224.4 145,712 3.345 127,589 2.929 Percentage Hydrologic Soil Groups C/D = 100.0% percent 3.50 651.9 225.2 146,825 3.371 129,052 2.963 Target WQCV Drain Time = 40.0 hours Floor 3.59 674.8 232.7 157,034 3.605 142,723 3.276 Location for 1-hr Rainfall Depths = Thornton - Civic Center 4.00 678.0 236.0 160,022 3.674 207,719 4.769 Zone 3 (100-year) 4.50 682.0 240.0 163,694 3.758 288,646 6.626 5.00 686.0 244.0 167,398 3.843 371,418 8.527 Optional User Overrides 5.50 690.0 248.0 171,134 3.929 456,050 10.469 Water Quality Capture Volume (WQCV) = 1.092 acre-feet acre-feet 6.00 694.0 252.0 174,902 4.015 542,558 12.455 Excess Urban Runoff Volume (EURV) = 2.897 acre-feet acre-feet 6.50 698.0 256.0 178,703 4.102 630,957 14.485 2-yr Runoff Volume (P1 = 0.86 in.) = 2.010 acre-feet 0.86 inches 7.00 702.0 260.0 182,535 4.190 721,265 16.558 5-yr Runoff Volume (P1 = 1.14 in.) = 3.140 acre-feet 1.14 inches 7.50 706.0 264.0 186,399 4.279 813,497 18.675 10-yr Runoff Volume (P1 = 1.43 in.) = 4.619 acre-feet 1.43 inches 8.00 710.0 268.0 190,295 4.369 907,670 20.837 25-yr Runoff Volume (P1 = 1.93 in.) = 7.669 acre-feet 1.93 inches 8.50 714.0 272.0 194,223 4.459 1,003,798 23.044 50-yr Runoff Volume (P1 = 2.39 in.) = 10.340 acre-feet 2.39 inches 9.00 718.0 276.0 198,183 4.550 1,101,898 25.296 100-yr Runoff Volume (P1 = 2.91 in.) = 13.604 acre-feet 2.91 inches 9.50 722.0 280.0 202,176 4.641 1,201,987 27.594 500-yr Runoff Volume (P1 = 4.39 in.) = 22.571 acre-feet 4.39 inches 10.00 726.0 284.0 206,200 4.734 1,304,079 29.938 Approximate 2-yr Detention Volume = 1.844 acre-feet 10.50 730.0 288.0 210,256 4.827 1,408,192 32.328 Approximate 5-yr Detention Volume = 2.933 acre-feet 11.00 734.0 292.0 214,344 4.921 1,514,340 34.764 Approximate 10-yr Detention Volume = 3.597 acre-feet 11.50 738.0 296.0 218,464 5.015 1,622,541 37.248 Approximate 25-yr Detention Volume = 4.622 acre-feet 12.00 742.0 300.0 222,616 5.111 1,732,810 39.780 Approximate 50-yr Detention Volume = 5.281 acre-feet 12.50 746.0 304.0 226,801 5.207 1,845,163 42.359 Approximate 100-yr Detention Volume = 6.614 acre-feet 13.00 750.0 308.0 231,017 5.303 1,959,616 44.987 13.50 754.0 312.0 235,265 5.401 2,076,185 47.663 Define Zones and Basin Geometry 14.00 758.0 316.0 239,545 5.499 2,194,886 50.388 Zone 1 Volume (WQCV) = 1.092 acre-feet 14.50 762.0 320.0 243,857 5.598 2,315,735 53.162 Zone 2 Volume (EURV - Zone 1) = 1.805 acre-feet 15.00 766.0 324.0 248,201 5.698 2,438,749 55.986 Zone 3 Volume (100-year - Zones 1 & 2) = 3.717 acre-feet 15.50 770.0 328.0 252,578 5.798 2,563,942 58.860 Total Detention Basin Volume = 6.614 acre-feet 16.00 774.0 332.0 256,986 5.900 2,691,332 61.784 Initial Surcharge Volume (ISV) = 143 ft 3 16.50 778.0 336.0 261,426 6.002 2,820,933 64.760 Initial Surcharge Depth (ISD) = 0.50 ft 17.00 782.0 340.0 265,898 6.104 2,952,763 67.786 Total Available Detention Depth (Htotal) = 4.50 ft 17.50 786.0 344.0 270,402 6.208 3,086,837 70.864 Depth of Trickle Channel (HTC) = 0.50 ft 18.00 790.0 348.0 274,938 6.312 3,223,171 73.994 Slope of Trickle Channel (STC) = 0.004 ft/ft 18.50 794.0 352.0 279,507 6.417 3,361,781 77.176 Slopes of Main Basin Sides (Smain) = 4 H:V 19.00 798.0 356.0 284,107 6.522 3,502,683 80.411 Basin Length-to-Width Ratio (RL/W) = 3 19.50 802.0 360.0 288,739 6.629 3,645,893 83.698 20.00 806.0 364.0 293,403 6.736 3,791,427 87.039 Initial Surcharge Area (AISV) = 285 ft 2 20.50 810.0 368.0 298,099 6.843 3,939,301 90.434 Surcharge Volume Length (LISV) = 16.9 ft 21.00 814.0 372.0 302,828 6.952 4,089,532 93.883 Surcharge Volume Width (WISV) = 16.9 ft 21.50 818.0 376.0 307,588 7.061 4,242,134 97.386 Depth of Basin Floor (HFLOOR) = 2.59 ft 22.00 822.0 380.0 312,380 7.171 4,397,125 100.944 Length of Basin Floor (LFLOOR) = 674.8 ft 22.50 826.0 384.0 317,204 7.282 4,554,519 104.557 Width of Basin Floor (WFLOOR) = 232.7 ft 23.00 830.0 388.0 322,060 7.393 4,714,334 108.226 Area of Basin Floor (AFLOOR) = 157,034 ft 2 23.50 834.0 392.0 326,948 7.506 4,876,585 111.951 Volume of Basin Floor (VFLOOR) = 141,599 ft 3 24.00 838.0 396.0 331,869 7.619 5,041,288 115.732 Depth of Main Basin (HMAIN) = 0.91 ft 24.50 842.0 400.0 336,821 7.732 5,208,459 119.570 Length of Main Basin (LMAIN) = 682.0 ft 25.00 846.0 404.0 341,805 7.847 5,378,114 123.465 Width of Main Basin (WMAIN) = 240.0 ft 25.50 850.0 408.0 346,821 7.962 5,550,269 127.417 Area of Main Basin (AMAIN) = 163,694 ft 2 26.00 854.0 412.0 351,869 8.078 5,724,940 131.427 Volume of Main Basin (VMAIN) = 145,921 ft 3 26.50 858.0 416.0 356,949 8.194 5,902,143 135.495 Project: Basin ID: Estimated Estimated Stage (ft) Volume (ac-ft) Outlet Type Zone 1 (WQCV) 2.76 1.092 Orifice Plate Zone 2 (EURV) 3.49 1.805 Orifice Plate Zone 3 (100-year) 4.50 3.717 Weir&Pipe (Rect.) Total (all zones) 6.614 User Input: Orifice at Underdrain Outlet (typically used to drain WQCV in a Filtration BMP) Calculated Parameters for Underdrain Underdrain Orifice Invert Depth = N/A ft (distance below the filtration media surface) Underdrain Orifice Area = N/A ft 2 Underdrain Orifice Diameter = N/A inches Underdrain Orifice Centroid = N/A feet User Input: Orifice Plate with one or more orifices or Elliptical Slot Weir (typically used to drain WQCV and/or EURV in a sedimentation BMP) Calculated Parameters for Plate Invert of Lowest Orifice = 0.00 ft (relative to basin bottom at Stage = 0 ft) WQ Orifice Area per Row = 2.535E-02 ft 2 Depth at top of Zone using Orifice Plate = 3.49 ft (relative to basin bottom at Stage = 0 ft) Elliptical Half-Width = N/A feet Orifice Plate: Orifice Vertical Spacing = 14.00 inches Elliptical Slot Centroid = N/A feet Orifice Plate: Orifice Area per Row = 3.65 sq. inches (use rectangular openings) Elliptical Slot Area = N/A ft 2 User Input: Stage and Total Area of Each Orifice Row (numbered from lowest to highest) Row 1 (required) Row 2 (optional) Row 3 (optional) Row 4 (optional) Row 5 (optional) Row 6 (optional) Row 7 (optional) Row 8 (optional) Stage of Orifice Centroid (ft) 0.00 1.16 2.33 Orifice Area (sq. inches) 3.65 3.65 3.65 Row 9 (optional) Row 10 (optional) Row 11 (optional) Row 12 (optional) Row 13 (optional) Row 14 (optional) Row 15 (optional) Row 16 (optional) Stage of Orifice Centroid (ft) Orifice Area (sq. inches) User Input: Vertical Orifice (Circular or Rectangular) Calculated Parameters for Vertical Orifice Not Selected Not Selected Not Selected Not Selected Invert of Vertical Orifice = N/A N/A ft (relative to basin bottom at Stage = 0 ft) Vertical Orifice Area = N/A N/A ft 2 Depth at top of Zone using Vertical Orifice = N/A N/A ft (relative to basin bottom at Stage = 0 ft) Vertical Orifice Centroid = N/A N/A feet Vertical Orifice Diameter = N/A N/A inches User Input: Overflow Weir (Dropbox with Flat or Sloped Grate and Outlet Pipe OR Rectangular/Trapezoidal Weir (and No Outlet Pipe) Calculated Parameters for Overflow Weir grate Zone 3 Weir Not Selected Zone 3 Weir Not Selected Overflow Weir Front Edge Height, Ho = 3.49 N/A ft (relative to basin bottom at Stage = 0 ft) Height of Grate Upper Edge, Ht = 4.74 N/A feet Overflow Weir Front Edge Length = 15.00 N/A feet Overflow Weir Slope Length = 5.15 N/A feet Overflow Weir Grate Slope = 4.00 N/A H:V Grate Open Area / 100-yr Orifice Area = 5.85 N/A Horiz. Length of Weir Sides = 5.00 N/A feet Overflow Grate Open Area w/o Debris = 69.58 N/A ft 2 Overflow Grate Open Area % = 90% N/A %, grate open area/total area Overflow Grate Open Area w/ Debris = 55.66 N/A ft 2 Debris Clogging % = 20% N/A % User Input: Outlet Pipe w/ Flow Restriction Plate (Circular Orifice, Restrictor Plate, or Rectangular Orifice) Calculated Parameters for Outlet Pipe w/ Flow Restriction Plate Zone 3 Rectangular Not Selected Zone 3 Rectangular Not Selected Depth to Invert of Outlet Pipe = 0.00 N/A ft (distance below basin bottom at Stage = 0 ft) Outlet Orifice Area = 11.90 N/A ft 2 Rectangular Orifice Width = 46.80 N/A inches Outlet Orifice Centroid = 1.53 N/A feet Rectangular Orifice Height = 36.60 inches Half-Central Angle of Restrictor Plate on Pipe = N/A N/A radians User Input: Emergency Spillway (Rectangular or Trapezoidal) Calculated Parameters for Spillway Spillway Invert Stage= 4.80 ft (relative to basin bottom at Stage = 0 ft) Spillway Design Flow Depth= 0.97 feet Spillway Crest Length = 63.00 feet Stage at Top of Freeboard = 6.77 feet Spillway End Slopes = 4.00 H:V Basin Area at Top of Freeboard = 4.15 acres Freeboard above Max Water Surface = 1.00 feet Basin Volume at Top of Freeboard = 15.60 acre-ft Max Ponding Depth of Target Storage Volume = 4.74 feet Discharge at Top of Freeboard = 706.05 cfs Routed Hydrograph Results Design Storm Return Period = WQCV EURV 2 Year 5 Year 10 Year 25 Year 50 Year 100 Year 500 Year One-Hour Rainfall Depth (in) = N/A N/A 0.86 1.14 1.43 1.93 2.39 2.91 4.39 CUHP Runoff Volume (acre-ft) = 1.092 2.897 2.010 3.140 4.619 7.669 10.340 13.604 22.571 Inflow Hydrograph Volume (acre-ft) = N/A N/A 2.010 3.140 4.619 7.669 10.340 13.604 22.571 COUNTA for Basin Tab = 1 Ao Dia WQ Plate Type Vert Orifice 1Vert Orifice 2 Count_Underdrain = 0 0.11(diameter = 3/8 inch) 2 1 1 Count_WQPlate = 1 0.14 (diameter = 7/16 inch) Count_VertOrifice1 = 0 0.18(diameter = 1/2 inch) Outlet Plate 1 Outlet Plate 2 Drain Time Message Boolean Count_VertOrifice2 = 0 0.24 (diameter = 9/16 inch) 3 1 5yr, <72hr 1 1 Count_Weir1 = 1 0.29(diameter = 5/8 inch) >5yr, <120hr 0 Count_Weir2 = 0 0.(36 diameter = 11/16 inch) Max Depth Row Count_OutletPipe1 = 1 0.42(diameter = 3/4 inch) WQCV 277 Watershed Constraint Check Count_OutletPipe2 = 0 0.(50 diameter = 13/16 inch) 2 Year 315 Slope 0.010 COUNTA_2 (Standard FSD Setup)= 1 0.58(diameter = 7/8 inch) EURV 350 Shape 1.92 Hidden Parameters & Calculations 0.(67 diameter = 15/16 inch) 5 Year 353 MaxPondDepth_Error? FALSE 0.76 (diameter = 1 inch) 10 Year 378 Spillway Depth Cd_Broad-Crested Weir 3.00 (diameter 0.86 = 1-1/16 inches) 25 Year 417 0.97 WQ Plate Flow at 100yr depth = 0.69 (0.diameter 97 = 1-1/8 inches) 50 Year 443 CLOG #1= 72% (diameter 1.08 = 1-3/16 inches) 100 Year 475 1 Z1_Boolean Cdw #1 = 0.89 (1.diameter 20 = 1-1/4 inches) 500 Year 536 1 Z2_Boolean Cdo #1 = 0.69 (diameter 1.32 = 1-5/16 inches) Zone3_Pulldown Message 1 Z3_Boolean Overflow Weir #1 Angle = 0.245 (1.diameter 45 = 1-3/8 inches) 1 Opening Message CLOG #2= 0% (diameter 1.59 = 1-7/16 inches) Draintime Running Cdw #2 = #VALUE! (1.diameter 73 = 1-1/2 inches) Outlet Boolean Outlet Rank Total (1 to 4) Cdo #2 = #VALUE! (diameter 1.88 = 1-9/16 inches) Vertical Orifice 1 0 0 1 Overflow Weir #2 Angle = #VALUE! (2.diameter 03 = 1-5/8 inches) Vertical Orifice 2 0 0 Boolean Underdrain Q at 100yr depth = 0.00 (diameter 2.20 = 1-11/16 inches) Overflow Weir 1 1 1 0 Max Depth VertOrifice1 Q at 100yr depth = 0.00 (2.diameter 36 = 1-3/4 inches) Overflow Weir 2 0 0 0 500yr Depth VertOrifice2 Q at 100yr depth = 0.00 (diameter 2.54 = 1-13/16 inches) Outlet Pipe 1 1 1 0 Freeboard (2.diameter 72 = 1-7/8 inches) Outlet Pipe 2 0 0 1 Spillway Count_User_Hydrographs 0 (diameter 2.90 = 1-15/16 inches) 0 Spillway Length CountA_3 (EURV & 100yr) = 1 3.09(diameter = 2 inches) FALSE Time Interval CountA_4 (100yr Only) = 1 (use 3.29 rectangular openings) Button Visibility Boolean COUNTA_5 (FSD Weir Only)= 0 0 WQCV Underdrain COUNTA_6 (EURV Weir Only)= 1 1 WQCV Plate 0 EURV-WQCV Plate Outlet1_Pulldown_Boolean 0 EURV-WQCV VertOriice Outlet2_Pulldown_Boolean 1 Outlet 90% Qpeak Outlet3_Pulldown_Boolean 0 Outlet Undetained 0 Weir Only 90% Qpeak 0 Five Year Ratio Plate 0 Five Year Ratio VertOrifice EURV_draintime_user Spillway Options Offset Overlapping S-A-V-D Chart Axis Default X-axis Left Y-Axis Right Y-Axis minimum bound 0.00 0 0 maximum bound 8.00 680,000 710 S-A-V-D Chart Axis Override X-axis Left Y-Axis Right Y-Axis minimum bound maximum bound MHFD-Detention, Version 4.00 (December 2019) DETENTION BASIN OUTLET STRUCTURE DESIGN 0 50 100 150 200 250 300 350 0.1 1 10 FLOW [cfs] Outflow Hydrograph Workbook Filename: .\Pond B - Outflow Hydrographs.xlsx Inflow Hydrographs The user can override the calculated inflow hydrographs from this workbook with inflow hydrographs developed in a separate program. SOURCE CUHP CUHP CUHP CUHP CUHP CUHP CUHP CUHP CUHP Time Interval TIME WQCV [cfs] EURV [cfs] 2 Year [cfs] 5 Year [cfs] 10 Year [cfs] 25 Year [cfs] 50 Year [cfs] 100 Year [cfs] 500 Year [cfs] 5.00 min 0:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:05:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:10:00 0.00 0.00 0.00 0.00 0.00 0.00 0.61 0.68 3.15 0:15:00 0.00 0.00 0.97 2.60 4.03 3.67 5.67 6.37 12.22 0:20:00 0.00 0.00 6.71 10.23 13.74 10.79 14.48 18.06 35.16 0:25:00 0.00 0.00 17.55 26.82 41.41 27.21 40.79 53.25 102.52 0:30:00 0.00 0.00 25.14 40.08 60.10 76.76 106.69 134.89 229.13 0:35:00 0.00 0.00 26.10 41.98 61.51 104.47 141.05 183.36 300.07 0:40:00 0.00 0.00 24.39 38.64 56.24 109.10 145.46 189.88 307.12 0:45:00 0.00 0.00 21.69 34.37 50.36 101.93 135.39 180.02 290.08 0:50:00 0.00 0.00 19.27 30.89 44.98 93.65 124.28 165.87 267.21 0:55:00 0.00 0.00 17.26 27.66 40.23 83.95 111.64 151.13 243.62 1:00:00 0.00 0.00 15.43 24.58 35.91 74.48 99.25 137.53 221.57 1:05:00 0.00 0.00 13.84 21.85 32.05 65.95 87.97 124.96 201.31 1:10:00 0.00 0.00 12.34 19.88 29.48 56.72 76.12 107.66 174.64 1:15:00 0.00 0.00 11.14 18.21 27.77 49.76 67.35 92.99 152.16 1:20:00 0.00 0.00 10.15 16.49 25.47 43.42 58.87 79.21 130.39 1:25:00 0.00 0.00 9.27 14.85 22.50 37.78 51.15 66.83 110.54 1:30:00 0.00 0.00 8.43 13.30 19.56 32.27 43.58 56.12 93.30 1:35:00 0.00 0.00 7.60 11.83 16.82 27.13 36.54 46.45 77.74 1:40:00 0.00 0.00 6.79 10.13 14.35 22.39 30.09 37.62 63.53 1:45:00 0.00 0.00 6.08 8.53 12.21 18.07 24.19 29.66 50.95 1:50:00 0.00 0.00 5.61 7.41 10.86 14.41 19.35 23.32 41.38 1:55:00 0.00 0.00 5.03 6.75 9.93 12.25 16.58 19.47 35.49 2:00:00 0.00 0.00 4.49 6.23 9.03 10.89 14.81 17.01 31.70 2:05:00 0.00 0.00 3.72 5.19 7.48 8.85 12.06 13.55 25.58 2:10:00 0.00 0.00 2.97 4.11 5.93 6.83 9.30 10.25 19.52 2:15:00 0.00 0.00 2.35 3.23 4.65 5.25 7.15 7.65 14.72 2:20:00 0.00 0.00 1.86 2.54 3.62 4.02 5.46 5.66 11.03 2:25:00 0.00 0.00 1.46 1.98 2.79 3.07 4.15 4.21 8.31 2:30:00 0.00 0.00 1.14 1.52 2.12 2.33 3.14 3.20 6.33 2:35:00 0.00 0.00 0.88 1.16 1.59 1.75 2.35 2.41 4.77 2:40:00 0.00 0.00 0.68 0.87 1.20 1.32 1.77 1.84 3.64 2:45:00 0.00 0.00 0.52 0.66 0.92 1.01 1.35 1.42 2.82 2:50:00 0.00 0.00 0.38 0.48 0.69 0.76 1.01 1.07 2.11 2:55:00 0.00 0.00 0.27 0.34 0.48 0.54 0.73 0.76 1.49 3:00:00 0.00 0.00 0.17 0.23 0.32 0.37 0.48 0.51 0.99 3:05:00 0.00 0.00 0.10 0.14 0.19 0.22 0.29 0.30 0.59 3:10:00 0.00 0.00 0.05 0.07 0.09 0.11 0.15 0.15 0.29 3:15:00 0.00 0.00 0.02 0.03 0.03 0.04 0.05 0.05 0.09 3:20:00 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 3:25:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:30:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:35:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:40:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:45:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:50:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:55:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:05:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:10:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:15:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:20:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:25:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:30:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Project: Basin ID: Depth Increment = 0.50 ft Watershed Information Top of Micropool 0.00 16.2 16.2 264 0.006 Selected BMP Type = EDB ISV 0.33 16.2 16.2 264 0.006 87 0.002 Watershed Area = 24.36 acres 0.50 16.2 16.2 264 0.006 132 0.003 Watershed Length = 1,750 ft 1.00 45.3 30.4 1,376 0.032 347 0.008 Watershed Length to Centroid = 850 ft 1.50 130.6 72.1 9,413 0.216 2,748 0.063 Watershed Slope = 0.010 ft/ft 2.00 215.9 113.7 24,561 0.564 10,945 0.251 Watershed Imperviousness = 80.00% percent 2.50 301.3 155.4 46,819 1.075 28,494 0.654 Percentage Hydrologic Soil Group A = 0.0% percent Zone 1 (WQCV) 2.52 304.7 157.1 47,858 1.099 29,441 0.676 Percentage Hydrologic Soil Group B = 0.0% percent 3.00 386.6 197.1 76,189 1.749 58,950 1.353 Percentage Hydrologic Soil Groups C/D = 100.0% percent Zone 2 (EURV) 3.29 436.1 221.2 96,482 2.215 83,929 1.927 Target WQCV Drain Time = 40.0 hours Floor 3.36 448.0 227.1 101,739 2.336 90,866 2.086 Location for 1-hr Rainfall Depths = Thornton - Civic Center 3.50 449.2 228.2 102,496 2.353 105,163 2.414 Zone 3 (100-year) 4.00 453.2 232.2 105,222 2.416 157,091 3.606 4.50 457.2 236.2 107,979 2.479 210,390 4.830 Optional User Overrides 5.00 461.2 240.2 110,769 2.543 265,075 6.085 Water Quality Capture Volume (WQCV) = 0.666 acre-feet acre-feet 5.50 465.2 244.2 113,590 2.608 321,164 7.373 Excess Urban Runoff Volume (EURV) = 1.914 acre-feet acre-feet 6.00 469.2 248.2 116,443 2.673 378,670 8.693 2-yr Runoff Volume (P1 = 0.86 in.) = 1.338 acre-feet 0.86 inches 6.50 473.2 252.2 119,329 2.739 437,612 10.046 5-yr Runoff Volume (P1 = 1.14 in.) = 1.883 acre-feet 1.14 inches 7.00 477.2 256.2 122,246 2.806 498,005 11.433 10-yr Runoff Volume (P1 = 1.43 in.) = 2.489 acre-feet 1.43 inches 7.50 481.2 260.2 125,196 2.874 559,864 12.853 25-yr Runoff Volume (P1 = 1.93 in.) = 3.595 acre-feet 1.93 inches 8.00 485.2 264.2 128,177 2.943 623,205 14.307 50-yr Runoff Volume (P1 = 2.39 in.) = 4.597 acre-feet 2.39 inches 8.50 489.2 268.2 131,190 3.012 688,046 15.795 100-yr Runoff Volume (P1 = 2.91 in.) = 5.761 acre-feet 2.91 inches 9.00 493.2 272.2 134,236 3.082 754,401 17.319 500-yr Runoff Volume (P1 = 4.39 in.) = 9.032 acre-feet 4.39 inches 9.50 497.2 276.2 137,313 3.152 822,287 18.877 Approximate 2-yr Detention Volume = 1.255 acre-feet 10.00 501.2 280.2 140,423 3.224 891,720 20.471 Approximate 5-yr Detention Volume = 1.794 acre-feet 10.50 505.2 284.2 143,564 3.296 962,715 22.101 Approximate 10-yr Detention Volume = 2.222 acre-feet 11.00 509.2 288.2 146,737 3.369 1,035,289 23.767 Approximate 25-yr Detention Volume = 2.780 acre-feet 11.50 513.2 292.2 149,943 3.442 1,109,458 25.470 Approximate 50-yr Detention Volume = 3.134 acre-feet 12.00 517.2 296.2 153,180 3.517 1,185,237 27.209 Approximate 100-yr Detention Volume = 3.601 acre-feet 12.50 521.2 300.2 156,450 3.592 1,262,643 28.986 13.00 525.2 304.2 159,751 3.667 1,341,692 30.801 Define Zones and Basin Geometry 13.50 529.2 308.2 163,084 3.744 1,422,400 32.654 Zone 1 Volume (WQCV) = 0.666 acre-feet 14.00 533.2 312.2 166,450 3.821 1,504,782 34.545 Zone 2 Volume (EURV - Zone 1) = 1.248 acre-feet 14.50 537.2 316.2 169,847 3.899 1,588,855 36.475 Zone 3 Volume (100-year - Zones 1 & 2) = 1.686 acre-feet 15.00 541.2 320.2 173,277 3.978 1,674,634 38.444 Total Detention Basin Volume = 3.601 acre-feet 15.50 545.2 324.2 176,738 4.057 1,762,137 40.453 Initial Surcharge Volume (ISV) = 87 ft 3 16.00 549.2 328.2 180,231 4.138 1,851,378 42.502 Initial Surcharge Depth (ISD) = 0.33 ft 16.50 553.2 332.2 183,757 4.218 1,942,374 44.591 Total Available Detention Depth (Htotal) = 4.00 ft 17.00 557.2 336.2 187,314 4.300 2,035,140 46.720 Depth of Trickle Channel (HTC) = 0.50 ft 17.50 561.2 340.2 190,904 4.383 2,129,693 48.891 Slope of Trickle Channel (STC) = 0.006 ft/ft 18.00 565.2 344.2 194,525 4.466 2,226,049 51.103 Slopes of Main Basin Sides (Smain) = 4 H:V 18.50 569.2 348.2 198,179 4.550 2,324,224 53.357 Basin Length-to-Width Ratio (RL/W) = 2 19.00 573.2 352.2 201,864 4.634 2,424,233 55.653 19.50 577.2 356.2 205,581 4.719 2,526,093 57.991 Initial Surcharge Area (AISV) = 264 ft 2 20.00 581.2 360.2 209,331 4.806 2,629,819 60.372 Surcharge Volume Length (LISV) = 16.2 ft 20.50 585.2 364.2 213,112 4.892 2,735,429 62.797 Surcharge Volume Width (WISV) = 16.2 ft 21.00 589.2 368.2 216,926 4.980 2,842,937 65.265 Depth of Basin Floor (HFLOOR) = 2.53 ft 21.50 593.2 372.2 220,771 5.068 2,952,360 67.777 Length of Basin Floor (LFLOOR) = 448.0 ft 22.00 597.2 376.2 224,648 5.157 3,063,713 70.333 Width of Basin Floor (WFLOOR) = 227.1 ft 22.50 601.2 380.2 228,558 5.247 3,177,013 72.934 Area of Basin Floor (AFLOOR) = 101,739 ft 2 23.00 605.2 384.2 232,499 5.337 3,292,276 75.580 Volume of Basin Floor (VFLOOR) = 90,392 ft 3 23.50 609.2 388.2 236,473 5.429 3,409,518 78.272 Depth of Main Basin (HMAIN) = 0.64 ft 24.00 613.2 392.2 240,478 5.521 3,528,754 81.009 Length of Main Basin (LMAIN) = 453.2 ft 24.50 617.2 396.2 244,515 5.613 3,650,001 83.792 Width of Main Basin (WMAIN) = 232.2 ft 25.00 621.2 400.2 248,585 5.707 3,773,275 86.622 Area of Main Basin (AMAIN) = 105,222 ft 2 25.50 625.2 404.2 252,686 5.801 3,898,591 89.499 Volume of Main Basin (VMAIN) = 66,224 ft 3 26.00 629.2 408.2 256,820 5.896 4,025,967 92.423 Project: Basin ID: Estimated Estimated Stage (ft) Volume (ac-ft) Outlet Type Zone 1 (WQCV) 2.52 0.666 Orifice Plate Zone 2 (EURV) 3.29 1.248 Orifice Plate Zone 3 (100-year) 4.00 1.686 Weir&Pipe (Restrict) Total (all zones) 3.601 User Input: Orifice at Underdrain Outlet (typically used to drain WQCV in a Filtration BMP) Calculated Parameters for Underdrain Underdrain Orifice Invert Depth = N/A ft (distance below the filtration media surface) Underdrain Orifice Area = N/A ft 2 Underdrain Orifice Diameter = N/A inches Underdrain Orifice Centroid = N/A feet User Input: Orifice Plate with one or more orifices or Elliptical Slot Weir (typically used to drain WQCV and/or EURV in a sedimentation BMP) Calculated Parameters for Plate Invert of Lowest Orifice = 0.00 ft (relative to basin bottom at Stage = 0 ft) WQ Orifice Area per Row = 1.681E-02 ft 2 Depth at top of Zone using Orifice Plate = 3.29 ft (relative to basin bottom at Stage = 0 ft) Elliptical Half-Width = N/A feet Orifice Plate: Orifice Vertical Spacing = 13.16 inches Elliptical Slot Centroid = N/A feet Orifice Plate: Orifice Area per Row = 2.42 sq. inches (diameter = 1-3/4 inches) Elliptical Slot Area = N/A ft 2 User Input: Stage and Total Area of Each Orifice Row (numbered from lowest to highest) Row 1 (required) Row 2 (optional) Row 3 (optional) Row 4 (optional) Row 5 (optional) Row 6 (optional) Row 7 (optional) Row 8 (optional) Stage of Orifice Centroid (ft) 0.00 1.10 2.20 Orifice Area (sq. inches) 2.42 2.42 2.42 Row 9 (optional) Row 10 (optional) Row 11 (optional) Row 12 (optional) Row 13 (optional) Row 14 (optional) Row 15 (optional) Row 16 (optional) Stage of Orifice Centroid (ft) Orifice Area (sq. inches) User Input: Vertical Orifice (Circular or Rectangular) Calculated Parameters for Vertical Orifice Not Selected Not Selected Not Selected Not Selected Invert of Vertical Orifice = N/A N/A ft (relative to basin bottom at Stage = 0 ft) Vertical Orifice Area = N/A N/A ft 2 Depth at top of Zone using Vertical Orifice = N/A N/A ft (relative to basin bottom at Stage = 0 ft) Vertical Orifice Centroid = N/A N/A feet Vertical Orifice Diameter = N/A N/A inches User Input: Overflow Weir (Dropbox with Flat or Sloped Grate and Outlet Pipe OR Rectangular/Trapezoidal Weir (and No Outlet Pipe) Calculated Parameters for Overflow Weir grate Zone 3 Weir Not Selected Zone 3 Weir Not Selected Overflow Weir Front Edge Height, Ho = 3.29 N/A ft (relative to basin bottom at Stage = 0 ft) Height of Grate Upper Edge, Ht = 3.29 N/A feet Overflow Weir Front Edge Length = 5.00 N/A feet Overflow Weir Slope Length = 5.00 N/A feet Overflow Weir Grate Slope = 0.00 N/A H:V Grate Open Area / 100-yr Orifice Area = 4.74 N/A Horiz. Length of Weir Sides = 5.00 N/A feet Overflow Grate Open Area w/o Debris = 17.50 N/A ft 2 Overflow Grate Open Area % = 70% N/A %, grate open area/total area Overflow Grate Open Area w/ Debris = 8.75 N/A ft 2 Debris Clogging % = 50% N/A % User Input: Outlet Pipe w/ Flow Restriction Plate (Circular Orifice, Restrictor Plate, or Rectangular Orifice) Calculated Parameters for Outlet Pipe w/ Flow Restriction Plate Zone 3 Restrictor Not Selected Zone 3 Restrictor Not Selected Depth to Invert of Outlet Pipe = 0.00 N/A ft (distance below basin bottom at Stage = 0 ft) Outlet Orifice Area = 3.69 N/A ft 2 Outlet Pipe Diameter = 30.00 N/A inches Outlet Orifice Centroid = 0.98 N/A feet Restrictor Plate Height Above Pipe Invert = 21.10 inches Half-Central Angle of Restrictor Plate on Pipe = 1.99 N/A radians User Input: Emergency Spillway (Rectangular or Trapezoidal) Calculated Parameters for Spillway Spillway Invert Stage= 4.10 ft (relative to basin bottom at Stage = 0 ft) Spillway Design Flow Depth= 0.93 feet Spillway Crest Length = 29.00 feet Stage at Top of Freeboard = 6.03 feet Spillway End Slopes = 4.00 H:V Basin Area at Top of Freeboard = 2.68 acres Freeboard above Max Water Surface = 1.00 feet Basin Volume at Top of Freeboard = 8.75 acre-ft Max Ponding Depth of Target Storage Volume = 4.07 feet Discharge at Top of Freeboard = 320.37 cfs Routed Hydrograph Results Design Storm Return Period = WQCV EURV 2 Year 5 Year 10 Year 25 Year 50 Year 100 Year 500 Year One-Hour Rainfall Depth (in) = N/A N/A 0.86 1.14 1.43 1.93 2.39 2.91 4.39 CUHP Runoff Volume (acre-ft) = 0.666 1.914 1.338 1.883 2.489 3.595 4.597 5.761 9.032 Inflow Hydrograph Volume (acre-ft) = N/A N/A 1.338 1.883 2.489 3.595 4.597 5.761 9.032 COUNTA for Basin Tab = 1 Ao Dia WQ Plate Type Vert Orifice 1Vert Orifice 2 Count_Underdrain = 0 0.11(diameter = 3/8 inch) 2 1 1 Count_WQPlate = 1 0.14 (diameter = 7/16 inch) Count_VertOrifice1 = 0 0.18(diameter = 1/2 inch) Outlet Plate 1 Outlet Plate 2 Drain Time Message Boolean Count_VertOrifice2 = 0 0.24 (diameter = 9/16 inch) 4 1 5yr, <72hr 1 1 Count_Weir1 = 1 0.29(diameter = 5/8 inch) >5yr, <120hr 0 Count_Weir2 = 0 0.(36 diameter = 11/16 inch) Max Depth Row Count_OutletPipe1 = 1 0.42(diameter = 3/4 inch) WQCV 253 Watershed Constraint Check Count_OutletPipe2 = 0 0.(50 diameter = 13/16 inch) 2 Year 297 Slope 0.010 COUNTA_2 (Standard FSD Setup)= 1 0.58(diameter = 7/8 inch) EURV 330 Shape 2.89 Hidden Parameters & Calculations 0.(67 diameter = 15/16 inch) 5 Year 325 MaxPondDepth_Error? FALSE 0.76 (diameter = 1 inch) 10 Year 345 Spillway Depth Cd_Broad-Crested Weir 3.00 (diameter 0.86 = 1-1/16 inches) 25 Year 367 0.93 WQ Plate Flow at 100yr depth = 0.41 (0.diameter 97 = 1-1/8 inches) 50 Year 386 CLOG #1= 35% (diameter 1.08 = 1-3/16 inches) 100 Year 408 1 Z1_Boolean Cdw #1 = 1.15 (1.diameter 20 = 1-1/4 inches) 500 Year 456 1 Z2_Boolean Cdo #1 = 1.07 (diameter 1.32 = 1-5/16 inches) Zone3_Pulldown Message 1 Z3_Boolean Overflow Weir #1 Angle = 0.000 (1.diameter 45 = 1-3/8 inches) 1 Opening Message CLOG #2= 0% (diameter 1.59 = 1-7/16 inches) Draintime Running Cdw #2 = #VALUE! (1.diameter 73 = 1-1/2 inches) Outlet Boolean Outlet Rank Total (1 to 4) Cdo #2 = #VALUE! (diameter 1.88 = 1-9/16 inches) Vertical Orifice 1 0 0 1 Overflow Weir #2 Angle = #VALUE! (2.diameter 03 = 1-5/8 inches) Vertical Orifice 2 0 0 Boolean Underdrain Q at 100yr depth = 0.00 (diameter 2.20 = 1-11/16 inches) Overflow Weir 1 1 1 0 Max Depth VertOrifice1 Q at 100yr depth = 0.00 (2.diameter 36 = 1-3/4 inches) Overflow Weir 2 0 0 0 500yr Depth VertOrifice2 Q at 100yr depth = 0.00 (diameter 2.54 = 1-13/16 inches) Outlet Pipe 1 1 1 0 Freeboard (2.diameter 72 = 1-7/8 inches) Outlet Pipe 2 0 0 1 Spillway Count_User_Hydrographs 0 (diameter 2.90 = 1-15/16 inches) 0 Spillway Length CountA_3 (EURV & 100yr) = 1 3.09(diameter = 2 inches) FALSE Time Interval CountA_4 (100yr Only) = 1 (use 3.29 rectangular openings) Button Visibility Boolean COUNTA_5 (FSD Weir Only)= 0 0 WQCV Underdrain COUNTA_6 (EURV Weir Only)= 1 1 WQCV Plate 0 EURV-WQCV Plate Outlet1_Pulldown_Boolean 0 EURV-WQCV VertOriice Outlet2_Pulldown_Boolean 1 Outlet 90% Qpeak Outlet3_Pulldown_Boolean 0 Outlet Undetained 0 Weir Only 90% Qpeak 0 Five Year Ratio Plate 0 Five Year Ratio VertOrifice EURV_draintime_user Spillway Options Offset Overlapping S-A-V-D Chart Axis Default X-axis Left Y-Axis Right Y-Axis minimum bound 0.00 0 0 maximum bound 8.00 390,000 330 DETENTION BASIN OUTLET STRUCTURE DESIGN MHFD-Detention, Version 4.00 (December 2019) 0 20 40 60 80 100 120 140 160 Outflow Hydrograph Workbook Filename: .\Outflow Hydrographs\Pond C - Outflow Hydrographs.xlsx Inflow Hydrographs The user can override the calculated inflow hydrographs from this workbook with inflow hydrographs developed in a separate program. SOURCE CUHP CUHP CUHP CUHP CUHP CUHP CUHP CUHP CUHP Time Interval TIME WQCV [cfs] EURV [cfs] 2 Year [cfs] 5 Year [cfs] 10 Year [cfs] 25 Year [cfs] 50 Year [cfs] 100 Year [cfs] 500 Year [cfs] 5.00 min 0:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:05:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:10:00 0.00 0.00 0.00 0.00 0.00 0.00 0.64 0.71 3.28 0:15:00 0.00 0.00 1.04 2.77 4.26 3.85 5.77 6.47 11.86 0:20:00 0.00 0.00 6.92 10.14 13.40 10.32 13.63 16.46 27.91 0:25:00 0.00 0.00 16.08 22.71 30.35 22.86 30.23 36.09 59.38 0:30:00 0.00 0.00 19.77 27.48 35.72 46.93 60.42 73.04 114.78 0:35:00 0.00 0.00 18.54 25.49 32.82 53.50 68.25 86.25 133.96 0:40:00 0.00 0.00 16.63 22.47 28.89 51.32 65.21 82.56 127.80 0:45:00 0.00 0.00 14.38 19.72 25.57 45.84 58.20 75.37 116.54 0:50:00 0.00 0.00 12.38 17.39 22.27 41.45 52.59 67.96 105.02 0:55:00 0.00 0.00 10.73 15.08 19.42 35.85 45.49 59.91 92.55 1:00:00 0.00 0.00 9.56 13.38 17.44 30.88 39.20 52.93 81.81 1:05:00 0.00 0.00 8.76 12.23 16.11 27.36 34.77 48.01 74.24 1:10:00 0.00 0.00 7.72 11.26 14.95 23.95 30.47 41.12 63.67 1:15:00 0.00 0.00 6.73 10.04 13.81 20.94 26.67 34.88 54.10 1:20:00 0.00 0.00 5.82 8.66 12.13 17.66 22.47 28.32 44.01 1:25:00 0.00 0.00 4.98 7.44 10.15 14.73 18.73 22.57 35.15 1:30:00 0.00 0.00 4.36 6.54 8.60 11.86 15.07 17.74 27.74 1:35:00 0.00 0.00 4.03 6.05 7.72 9.63 12.26 14.08 22.19 1:40:00 0.00 0.00 3.87 5.44 7.17 8.32 10.60 11.89 18.86 1:45:00 0.00 0.00 3.78 4.94 6.77 7.47 9.52 10.48 16.71 1:50:00 0.00 0.00 3.72 4.59 6.48 6.91 8.80 9.50 15.21 1:55:00 0.00 0.00 3.30 4.31 6.14 6.50 8.28 8.80 14.15 2:00:00 0.00 0.00 2.92 4.00 5.60 6.23 7.93 8.30 13.38 2:05:00 0.00 0.00 2.26 3.11 4.33 4.85 6.17 6.37 10.28 2:10:00 0.00 0.00 1.70 2.32 3.22 3.59 4.56 4.67 7.54 2:15:00 0.00 0.00 1.27 1.73 2.39 2.67 3.39 3.48 5.62 2:20:00 0.00 0.00 0.95 1.28 1.76 1.98 2.52 2.60 4.20 2:25:00 0.00 0.00 0.70 0.93 1.29 1.45 1.84 1.91 3.09 2:30:00 0.00 0.00 0.50 0.66 0.93 1.04 1.32 1.38 2.23 2:35:00 0.00 0.00 0.35 0.46 0.67 0.75 0.96 1.00 1.62 2:40:00 0.00 0.00 0.24 0.32 0.46 0.53 0.68 0.71 1.14 2:45:00 0.00 0.00 0.15 0.21 0.29 0.35 0.44 0.47 0.75 2:50:00 0.00 0.00 0.08 0.12 0.17 0.21 0.26 0.27 0.44 2:55:00 0.00 0.00 0.03 0.06 0.07 0.10 0.13 0.13 0.21 3:00:00 0.00 0.00 0.01 0.02 0.02 0.03 0.04 0.04 0.06 3:05:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:10:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:15:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:20:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:25:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:30:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:35:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:40:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:45:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:50:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:55:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:05:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:10:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:15:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:20:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:25:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Project: Basin ID: Depth Increment = 0.20 ft Watershed Information Top of Micropool -- 0.00 -- -- -- 299 0.007 Selected BMP Type = EDB -- 0.20 -- -- -- 1,151 0.026 145 0.003 Watershed Area = 3.68 acres -- 0.40 -- -- -- 2,354 0.054 495 0.011 Watershed Length = 560 ft -- 0.60 -- -- -- 3,862 0.089 1,117 0.026 Watershed Length to Centroid = 200 ft -- 0.80 -- -- -- 5,748 0.132 2,078 0.048 Watershed Slope = 0.010 ft/ft -- 1.00 -- -- -- 8,008 0.184 3,453 0.079 Watershed Imperviousness = 35.00% percent -- 1.20 -- -- -- 10,305 0.237 5,285 0.121 Percentage Hydrologic Soil Group A = 0.0% percent -- 1.40 -- -- -- 11,769 0.270 7,492 0.172 Percentage Hydrologic Soil Group B = 0.0% percent -- 1.60 -- -- -- 12,291 0.282 9,775 0.224 Percentage Hydrologic Soil Groups C/D = 100.0% percent -- 1.80 -- -- -- 12,817 0.294 12,281 0.282 Target WQCV Drain Time = 40.0 hours -- 2.00 -- -- -- 13,347 0.306 14,892 0.342 Location for 1-hr Rainfall Depths = Thornton - Civic Center -- 2.20 -- -- -- 13,880 0.319 17,609 0.404 -- 2.40 -- -- -- 14,417 0.331 20,578 0.472 -- 2.60 -- -- -- 14,957 0.343 23,515 0.540 Optional User Overrides -- 2.80 -- -- -- 15,500 0.356 26,561 0.610 Water Quality Capture Volume (WQCV) = 0.051 acre-feet acre-feet -- 3.00 -- -- -- 16,048 0.368 29,716 0.682 Excess Urban Runoff Volume (EURV) = 0.118 acre-feet acre-feet -- 3.20 -- -- -- 16,976 0.390 33,018 0.758 2-yr Runoff Volume (P1 = 0.86 in.) = 0.078 acre-feet 0.86 inches -- -- -- -- 5-yr Runoff Volume (P1 = 1.14 in.) = 0.132 acre-feet 1.14 inches -- -- -- -- 10-yr Runoff Volume (P1 = 1.43 in.) = 0.208 acre-feet 1.43 inches -- -- -- -- 25-yr Runoff Volume (P1 = 1.93 in.) = 0.371 acre-feet 1.93 inches -- -- -- -- 50-yr Runoff Volume (P1 = 2.39 in.) = 0.512 acre-feet 2.39 inches -- -- -- -- 100-yr Runoff Volume (P1 = 2.91 in.) = 0.687 acre-feet 2.91 inches -- -- -- -- 500-yr Runoff Volume (P1 = 4.39 in.) = 1.166 acre-feet 4.39 inches -- -- -- -- Approximate 2-yr Detention Volume = 0.074 acre-feet -- -- -- -- Approximate 5-yr Detention Volume = 0.126 acre-feet -- -- -- -- Approximate 10-yr Detention Volume = 0.155 acre-feet -- -- -- -- Approximate 25-yr Detention Volume = 0.204 acre-feet -- -- -- -- Approximate 50-yr Detention Volume = 0.234 acre-feet -- -- -- -- Approximate 100-yr Detention Volume = 0.305 acre-feet -- -- -- -- -- -- -- -- Define Zones and Basin Geometry -- -- -- -- Zone 1 Volume (WQCV) = 0.051 acre-feet -- -- -- -- Zone 2 Volume (EURV - Zone 1) = 0.067 acre-feet -- -- -- -- Zone 3 Volume (100-year - Zones 1 & 2) = 0.186 acre-feet -- -- -- -- Total Detention Basin Volume = 0.305 acre-feet -- -- -- -- Initial Surcharge Volume (ISV) = user ft 3 -- -- -- -- Initial Surcharge Depth (ISD) = user ft -- -- -- -- Total Available Detention Depth (Htotal) = user ft -- -- -- -- Depth of Trickle Channel (HTC) = user ft -- -- -- -- Slope of Trickle Channel (STC) = user ft/ft -- -- -- -- Slopes of Main Basin Sides (Smain) = user H:V -- -- -- -- Basin Length-to-Width Ratio (RL/W) = user -- -- -- -- -- -- -- -- Initial Surcharge Area (AISV) = user ft 2 -- -- -- -- Surcharge Volume Length (LISV) = user ft -- -- -- -- Surcharge Volume Width (WISV) = user ft -- -- -- -- Depth of Basin Floor (HFLOOR) = user ft -- -- -- -- Length of Basin Floor (LFLOOR) = user ft -- -- -- -- Width of Basin Floor (WFLOOR) = user ft -- -- -- -- Area of Basin Floor (AFLOOR) = user ft 2 -- -- -- -- Volume of Basin Floor (VFLOOR) = user ft 3 -- -- -- -- Depth of Main Basin (HMAIN) = user ft -- -- -- -- Length of Main Basin (LMAIN) = user ft -- -- -- -- Width of Main Basin (WMAIN) = user ft -- -- -- -- Area of Main Basin (AMAIN) = user ft 2 -- -- -- -- Volume of Main Basin (VMAIN) = user ft 3 -- -- -- -- Project: Basin ID: Estimated Estimated Stage (ft) Volume (ac-ft) Outlet Type Zone 1 (WQCV) 0.83 0.051 Orifice Plate Zone 2 (EURV) 1.19 0.067 Orifice Plate Zone 3 (100-year) 1.87 0.186 Weir&Pipe (Restrict) Total (all zones) 0.305 User Input: Orifice at Underdrain Outlet (typically used to drain WQCV in a Filtration BMP) Calculated Parameters for Underdrain Underdrain Orifice Invert Depth = N/A ft (distance below the filtration media surface) Underdrain Orifice Area = N/A ft 2 Underdrain Orifice Diameter = N/A inches Underdrain Orifice Centroid = N/A feet User Input: Orifice Plate with one or more orifices or Elliptical Slot Weir (typically used to drain WQCV and/or EURV in a sedimentation BMP) Calculated Parameters for Plate Invert of Lowest Orifice = 0.00 ft (relative to basin bottom at Stage = 0 ft) WQ Orifice Area per Row = 3.403E-03 ft 2 Depth at top of Zone using Orifice Plate = 1.19 ft (relative to basin bottom at Stage = 0 ft) Elliptical Half-Width = N/A feet Orifice Plate: Orifice Vertical Spacing = 4.80 inches Elliptical Slot Centroid = N/A feet Orifice Plate: Orifice Area per Row = 0.49 sq. inches (diameter = 3/4 inch) Elliptical Slot Area = N/A ft 2 User Input: Stage and Total Area of Each Orifice Row (numbered from lowest to highest) Row 1 (required) Row 2 (optional) Row 3 (optional) Row 4 (optional) Row 5 (optional) Row 6 (optional) Row 7 (optional) Row 8 (optional) Stage of Orifice Centroid (ft) 0.00 0.40 0.79 Orifice Area (sq. inches) 0.49 0.49 0.49 Row 9 (optional) Row 10 (optional) Row 11 (optional) Row 12 (optional) Row 13 (optional) Row 14 (optional) Row 15 (optional) Row 16 (optional) Stage of Orifice Centroid (ft) Orifice Area (sq. inches) User Input: Vertical Orifice (Circular or Rectangular) Calculated Parameters for Vertical Orifice Not Selected Not Selected Not Selected Not Selected Invert of Vertical Orifice = N/A N/A ft (relative to basin bottom at Stage = 0 ft) Vertical Orifice Area = N/A N/A ft 2 Depth at top of Zone using Vertical Orifice = N/A N/A ft (relative to basin bottom at Stage = 0 ft) Vertical Orifice Centroid = N/A N/A feet Vertical Orifice Diameter = N/A N/A inches User Input: Overflow Weir (Dropbox with Flat or Sloped Grate and Outlet Pipe OR Rectangular/Trapezoidal Weir (and No Outlet Pipe) Calculated Parameters for Overflow Weir grate Zone 3 Weir Not Selected Zone 3 Weir Not Selected Overflow Weir Front Edge Height, Ho = 1.19 N/A ft (relative to basin bottom at Stage = 0 ft) Height of Grate Upper Edge, Ht = 2.44 N/A feet Overflow Weir Front Edge Length = 3.00 N/A feet Overflow Weir Slope Length = 5.15 N/A feet Overflow Weir Grate Slope = 4.00 N/A H:V Grate Open Area / 100-yr Orifice Area = 9.46 N/A Horiz. Length of Weir Sides = 5.00 N/A feet Overflow Grate Open Area w/o Debris = 10.82 N/A ft 2 Overflow Grate Open Area % = 70% N/A %, grate open area/total area Overflow Grate Open Area w/ Debris = 5.41 N/A ft 2 Debris Clogging % = 50% N/A % User Input: Outlet Pipe w/ Flow Restriction Plate (Circular Orifice, Restrictor Plate, or Rectangular Orifice) Calculated Parameters for Outlet Pipe w/ Flow Restriction Plate Zone 3 Restrictor Not Selected Zone 3 Restrictor Not Selected Depth to Invert of Outlet Pipe = 0.00 N/A ft (distance below basin bottom at Stage = 0 ft) Outlet Orifice Area = 1.14 N/A ft 2 Outlet Pipe Diameter = 18.00 N/A inches Outlet Orifice Centroid = 0.52 N/A feet Restrictor Plate Height Above Pipe Invert = 11.10 inches Half-Central Angle of Restrictor Plate on Pipe = 1.81 N/A radians User Input: Emergency Spillway (Rectangular or Trapezoidal) Calculated Parameters for Spillway Spillway Invert Stage= 1.94 ft (relative to basin bottom at Stage = 0 ft) Spillway Design Flow Depth= 0.28 feet Spillway Crest Length = 20.00 feet Stage at Top of Freeboard = 3.22 feet Spillway End Slopes = 4.00 H:V Basin Area at Top of Freeboard = 0.39 acres Freeboard above Max Water Surface = 1.00 feet Basin Volume at Top of Freeboard = 0.76 acre-ft Max Ponding Depth of Target Storage Volume = 1.93 feet Discharge at Top of Freeboard = 110.98 cfs Routed Hydrograph Results Design Storm Return Period = WQCV EURV 2 Year 5 Year 10 Year 25 Year 50 Year 100 Year 500 Year One-Hour Rainfall Depth (in) = N/A N/A 0.86 1.14 1.43 1.93 2.39 2.91 4.39 CUHP Runoff Volume (acre-ft) = 0.051 0.118 0.078 0.132 0.208 0.371 0.512 0.687 1.166 Inflow Hydrograph Volume (acre-ft) = N/A N/A 0.078 0.132 0.208 0.371 0.512 0.687 1.166 COUNTA for Basin Tab = 1 Ao Dia WQ Plate Type Vert Orifice 1Vert Orifice 2 Count_Underdrain = 0 0.11(diameter = 3/8 inch) 2 1 1 Count_WQPlate = 1 0.14 (diameter = 7/16 inch) Count_VertOrifice1 = 0 0.18(diameter = 1/2 inch) Outlet Plate 1 Outlet Plate 2 Drain Time Message Boolean Count_VertOrifice2 = 0 0.24 (diameter = 9/16 inch) 4 1 5yr, <72hr 0 Count_Weir1 = 1 0.29(diameter = 5/8 inch) >5yr, <120hr 0 Count_Weir2 = 0 0.(36 diameter = 11/16 inch) Max Depth Row Count_OutletPipe1 = 1 0.42(diameter = 3/4 inch) WQCV 84 Watershed Constraint Check Count_OutletPipe2 = 0 0.(50 diameter = 13/16 inch) 2 Year 97 Slope 0.010 COUNTA_2 (Standard FSD Setup)= 1 0.58(diameter = 7/8 inch) EURV 120 Shape 1.96 Hidden Parameters & Calculations 0.(67 diameter = 15/16 inch) 5 Year 122 MaxPondDepth_Error? FALSE 0.76 (diameter = 1 inch) 10 Year 139 Spillway Depth Cd_Broad-Crested Weir 3.00 (diameter 0.86 = 1-1/16 inches) 25 Year 163 0.28 WQ Plate Flow at 100yr depth = 0.06 (0.diameter 97 = 1-1/8 inches) 50 Year 177 CLOG #1= 35% (diameter 1.08 = 1-3/16 inches) 100 Year 194 1 Z1_Boolean Cdw #1 = 0.89 (1.diameter 20 = 1-1/4 inches) 500 Year 215 1 Z2_Boolean Cdo #1 = 0.69 (diameter 1.32 = 1-5/16 inches) Zone3_Pulldown Message 1 Z3_Boolean Overflow Weir #1 Angle = 0.245 (1.diameter 45 = 1-3/8 inches) 1 Opening Message CLOG #2= 0% (diameter 1.59 = 1-7/16 inches) Draintime Running Cdw #2 = #VALUE! (1.diameter 73 = 1-1/2 inches) Outlet Boolean Outlet Rank Total (1 to 4) Cdo #2 = #VALUE! (diameter 1.88 = 1-9/16 inches) Vertical Orifice 1 0 0 1 Overflow Weir #2 Angle = #VALUE! (2.diameter 03 = 1-5/8 inches) Vertical Orifice 2 0 0 Boolean Underdrain Q at 100yr depth = 0.00 (diameter 2.20 = 1-11/16 inches) Overflow Weir 1 1 1 0 Max Depth VertOrifice1 Q at 100yr depth = 0.00 (2.diameter 36 = 1-3/4 inches) Overflow Weir 2 0 0 0 500yr Depth VertOrifice2 Q at 100yr depth = 0.00 (diameter 2.54 = 1-13/16 inches) Outlet Pipe 1 1 1 1 Freeboard (2.diameter 72 = 1-7/8 inches) Outlet Pipe 2 0 0 1 Spillway Count_User_Hydrographs 0 (diameter 2.90 = 1-15/16 inches) 0 Spillway Length CountA_3 (EURV & 100yr) = 1 3.09(diameter = 2 inches) FALSE Time Interval CountA_4 (100yr Only) = 1 (use 3.29 rectangular openings) Button Visibility Boolean COUNTA_5 (FSD Weir Only)= 0 0 WQCV Underdrain COUNTA_6 (EURV Weir Only)= 1 1 WQCV Plate 0 EURV-WQCV Plate Outlet1_Pulldown_Boolean 0 EURV-WQCV VertOriice Outlet2_Pulldown_Boolean 1 Outlet 90% Qpeak Outlet3_Pulldown_Boolean 0 Outlet Undetained 0 Weir Only 90% Qpeak 0 Five Year Ratio Plate 0 Five Year Ratio VertOrifice EURV_draintime_user Spillway Options Offset Overlapping S-A-V-D Chart Axis Default X-axis Left Y-Axis Right Y-Axis minimum bound 0.00 0 0 maximum bound 4.00 40,000 120 S-A-V-D Chart Axis Override X-axis Left Y-Axis Right Y-Axis minimum bound maximum bound MHFD-Detention, Version 4.00 (December 2019) DETENTION BASIN OUTLET STRUCTURE DESIGN 0 2 4 6 8 10 12 14 16 18 Outflow Hydrograph Workbook Filename: P:\892-002\Drainage\Detention\Final Ponds\Outflow Hydrographs\Pond D - Outflow Hydrographs.xlsx Inflow Hydrographs The user can override the calculated inflow hydrographs from this workbook with inflow hydrographs developed in a separate program. SOURCE CUHP CUHP CUHP CUHP CUHP CUHP CUHP CUHP CUHP Time Interval TIME WQCV [cfs] EURV [cfs] 2 Year [cfs] 5 Year [cfs] 10 Year [cfs] 25 Year [cfs] 50 Year [cfs] 100 Year [cfs] 500 Year [cfs] 5.00 min 0:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:05:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:10:00 0.00 0.00 0.00 0.00 0.00 0.00 0.03 0.03 0.14 0:15:00 0.00 0.00 0.04 0.11 0.17 0.16 0.24 0.27 0.49 0:20:00 0.00 0.00 0.27 0.40 0.59 0.41 0.59 0.79 1.69 0:25:00 0.00 0.00 0.75 1.21 2.10 1.24 2.05 2.82 5.85 0:30:00 0.00 0.00 1.01 1.80 2.87 4.25 6.02 7.70 13.20 0:35:00 0.00 0.00 1.00 1.78 2.78 5.24 7.19 9.55 15.85 0:40:00 0.00 0.00 0.94 1.63 2.54 5.30 7.20 9.51 15.65 0:45:00 0.00 0.00 0.83 1.46 2.29 4.93 6.68 9.04 14.82 0:50:00 0.00 0.00 0.75 1.32 2.05 4.59 6.20 8.38 13.73 0:55:00 0.00 0.00 0.67 1.18 1.83 4.09 5.55 7.65 12.53 1:00:00 0.00 0.00 0.60 1.05 1.63 3.64 4.94 6.98 11.42 1:05:00 0.00 0.00 0.54 0.93 1.45 3.22 4.39 6.36 10.41 1:10:00 0.00 0.00 0.48 0.84 1.33 2.73 3.76 5.39 8.93 1:15:00 0.00 0.00 0.43 0.76 1.25 2.40 3.34 4.67 7.81 1:20:00 0.00 0.00 0.39 0.69 1.13 2.08 2.89 3.96 6.66 1:25:00 0.00 0.00 0.36 0.62 0.99 1.80 2.51 3.34 5.65 1:30:00 0.00 0.00 0.32 0.55 0.86 1.53 2.12 2.80 4.77 1:35:00 0.00 0.00 0.29 0.49 0.74 1.29 1.77 2.31 3.96 1:40:00 0.00 0.00 0.26 0.41 0.63 1.06 1.45 1.85 3.21 1:45:00 0.00 0.00 0.23 0.34 0.52 0.84 1.15 1.44 2.55 1:50:00 0.00 0.00 0.20 0.29 0.45 0.65 0.89 1.10 2.03 1:55:00 0.00 0.00 0.18 0.25 0.40 0.53 0.74 0.89 1.72 2:00:00 0.00 0.00 0.16 0.23 0.35 0.46 0.64 0.76 1.51 2:05:00 0.00 0.00 0.13 0.18 0.28 0.35 0.50 0.58 1.17 2:10:00 0.00 0.00 0.10 0.15 0.23 0.27 0.38 0.43 0.89 2:15:00 0.00 0.00 0.08 0.12 0.18 0.21 0.29 0.32 0.67 2:20:00 0.00 0.00 0.06 0.09 0.14 0.16 0.22 0.23 0.50 2:25:00 0.00 0.00 0.05 0.07 0.11 0.12 0.17 0.17 0.38 2:30:00 0.00 0.00 0.04 0.06 0.08 0.09 0.13 0.13 0.29 2:35:00 0.00 0.00 0.03 0.04 0.06 0.07 0.09 0.10 0.22 2:40:00 0.00 0.00 0.02 0.03 0.05 0.05 0.07 0.07 0.17 2:45:00 0.00 0.00 0.02 0.02 0.04 0.04 0.05 0.06 0.13 2:50:00 0.00 0.00 0.01 0.02 0.03 0.03 0.04 0.04 0.10 2:55:00 0.00 0.00 0.01 0.01 0.02 0.02 0.03 0.03 0.07 3:00:00 0.00 0.00 0.01 0.01 0.01 0.01 0.02 0.02 0.05 3:05:00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.03 3:10:00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 3:15:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:20:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:25:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:30:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:35:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:40:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:45:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:50:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:55:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:05:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:10:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:15:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:20:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:25:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Project: Basin ID: Depth Increment = 0.50 ft Watershed Information Top of Micropool 0.00 12.6 12.6 158 0.004 Selected BMP Type = EDB ISV 0.33 12.6 12.6 158 0.004 52 0.001 Watershed Area = 18.85 acres 0.50 12.6 12.6 158 0.004 79 0.002 Watershed Length = 1,060 ft 1.00 30.3 21.1 638 0.015 195 0.004 Watershed Length to Centroid = 450 ft 1.50 82.3 46.1 3,790 0.087 1,193 0.027 Watershed Slope = 0.010 ft/ft 2.00 134.3 71.1 9,542 0.219 4,418 0.101 Watershed Imperviousness = 65.00% percent 2.50 186.3 96.1 17,894 0.411 11,168 0.256 Percentage Hydrologic Soil Group A = 0.0% percent Floor 2.72 209.1 107.1 22,393 0.514 15,590 0.358 Percentage Hydrologic Soil Group B = 0.0% percent Zone 1 (WQCV) 2.80 209.8 107.7 22,595 0.519 17,390 0.399 Percentage Hydrologic Soil Groups C/D = 100.0% percent 3.00 211.4 109.3 23,106 0.530 21,960 0.504 Target WQCV Drain Time = 40.0 hours 3.50 215.4 113.3 24,405 0.560 33,836 0.777 Location for 1-hr Rainfall Depths = Thornton - Civic Center 4.00 219.4 117.3 25,735 0.591 46,370 1.065 Zone 2 (EURV) 4.20 221.0 118.9 26,277 0.603 51,571 1.184 4.50 223.4 121.3 27,098 0.622 59,577 1.368 Optional User Overrides 5.00 227.4 125.3 28,493 0.654 73,473 1.687 Water Quality Capture Volume (WQCV) = 0.399 acre-feet acre-feet 5.50 231.4 129.3 29,920 0.687 88,075 2.022 Excess Urban Runoff Volume (EURV) = 1.184 acre-feet acre-feet 6.00 235.4 133.3 31,378 0.720 103,398 2.374 2-yr Runoff Volume (P1 = 0.86 in.) = 0.802 acre-feet 0.86 inches Zone 3 (100-year) 6.01 235.5 133.4 31,408 0.721 103,712 2.381 5-yr Runoff Volume (P1 = 1.14 in.) = 1.166 acre-feet 1.14 inches 6.50 239.4 137.3 32,869 0.755 119,459 2.742 10-yr Runoff Volume (P1 = 1.43 in.) = 1.596 acre-feet 1.43 inches 7.00 243.4 141.3 34,392 0.790 136,273 3.128 25-yr Runoff Volume (P1 = 1.93 in.) = 2.425 acre-feet 1.93 inches 7.50 247.4 145.3 35,947 0.825 153,856 3.532 50-yr Runoff Volume (P1 = 2.39 in.) = 3.166 acre-feet 2.39 inches 8.00 251.4 149.3 37,533 0.862 172,225 3.954 100-yr Runoff Volume (P1 = 2.91 in.) = 4.045 acre-feet 2.91 inches 8.50 255.4 153.3 39,152 0.899 191,395 4.394 500-yr Runoff Volume (P1 = 4.39 in.) = 6.491 acre-feet 4.39 inches 9.00 259.4 157.3 40,803 0.937 211,382 4.853 Approximate 2-yr Detention Volume = 0.768 acre-feet 9.50 263.4 161.3 42,486 0.975 232,203 5.331 Approximate 5-yr Detention Volume = 1.140 acre-feet 10.00 267.4 165.3 44,200 1.015 253,873 5.828 Approximate 10-yr Detention Volume = 1.401 acre-feet 10.50 271.4 169.3 45,947 1.055 276,408 6.345 Approximate 25-yr Detention Volume = 1.765 acre-feet 11.00 275.4 173.3 47,726 1.096 299,825 6.883 Approximate 50-yr Detention Volume = 2.000 acre-feet 11.50 279.4 177.3 49,537 1.137 324,139 7.441 Approximate 100-yr Detention Volume = 2.375 acre-feet 12.00 283.4 181.3 51,379 1.180 349,367 8.020 12.50 287.4 185.3 53,254 1.223 375,524 8.621 Define Zones and Basin Geometry 13.00 291.4 189.3 55,161 1.266 402,626 9.243 Zone 1 Volume (WQCV) = 0.399 acre-feet 13.50 295.4 193.3 57,100 1.311 430,690 9.887 Zone 2 Volume (EURV - Zone 1) = 0.785 acre-feet 14.00 299.4 197.3 59,070 1.356 459,731 10.554 Zone 3 Volume (100-year - Zones 1 & 2) = 1.191 acre-feet 14.50 303.4 201.3 61,073 1.402 489,766 11.243 Total Detention Basin Volume = 2.375 acre-feet 15.00 307.4 205.3 63,108 1.449 520,810 11.956 Initial Surcharge Volume (ISV) = 52 ft 3 15.50 311.4 209.3 65,174 1.496 552,879 12.692 Initial Surcharge Depth (ISD) = 0.33 ft 16.00 315.4 213.3 67,273 1.544 585,989 13.452 Total Available Detention Depth (Htotal ) = 6.00 ft 16.50 319.4 217.3 69,404 1.593 620,157 14.237 Depth of Trickle Channel (HTC ) = 0.50 ft 17.00 323.4 221.3 71,567 1.643 655,399 15.046 Slope of Trickle Channel (STC ) = 0.010 ft/ft 17.50 327.4 225.3 73,761 1.693 691,729 15.880 Slopes of Main Basin Sides (Smain ) = 4 H:V 18.00 331.4 229.3 75,988 1.744 729,166 16.739 Basin Length-to-Width Ratio (RL/W ) = 2 18.50 335.4 233.3 78,247 1.796 767,723 17.624 19.00 339.4 237.3 80,538 1.849 807,418 18.536 Initial Surcharge Area (AISV) = 158 ft 2 19.50 343.4 241.3 82,860 1.902 848,266 19.474 Surcharge Volume Length (LISV) = 12.6 ft 20.00 347.4 245.3 85,215 1.956 890,284 20.438 Surcharge Volume Width (WISV) = 12.6 ft 20.50 351.4 249.3 87,602 2.011 933,487 21.430 Depth of Basin Floor (HFLOOR) = 1.89 ft 21.00 355.4 253.3 90,021 2.067 977,891 22.449 Project: Basin ID: Estimated Estimated Stage (ft) Volume (ac-ft) Outlet Type Zone 1 (WQCV) 2.80 0.399 Orifice Plate Zone 2 (EURV) 4.20 0.785 Orifice Plate Zone 3 (100-year) 6.01 1.191 Weir&Pipe (Restrict) Total (all zones) 2.375 User Input: Orifice at Underdrain Outlet (typically used to drain WQCV in a Filtration BMP) Calculated Parameters for Underdrain Underdrain Orifice Invert Depth = N/A ft (distance below the filtration media surface) Underdrain Orifice Area = N/A ft 2 Underdrain Orifice Diameter = N/A inches Underdrain Orifice Centroid = N/A feet User Input: Orifice Plate with one or more orifices or Elliptical Slot Weir (typically used to drain WQCV and/or EURV in a sedimentation BMP) Calculated Parameters for Plate Invert of Lowest Orifice = 0.00 ft (relative to basin bottom at Stage = 0 ft) WQ Orifice Area per Row = 1.090E-02 ft 2 Depth at top of Zone using Orifice Plate = 4.20 ft (relative to basin bottom at Stage = 0 ft) Elliptical Half-Width = N/A feet Orifice Plate: Orifice Vertical Spacing = 16.80 inches Elliptical Slot Centroid = N/A feet Orifice Plate: Orifice Area per Row = 1.57 sq. inches (diameter = 1-3/8 inches) Elliptical Slot Area = N/A ft 2 User Input: Stage and Total Area of Each Orifice Row (numbered from lowest to highest) Row 1 (required) Row 2 (optional) Row 3 (optional) Row 4 (optional) Row 5 (optional) Row 6 (optional) Row 7 (optional) Row 8 (optional) Stage of Orifice Centroid (ft) 0.00 1.40 2.80 4.20 Orifice Area (sq. inches) 1.57 1.57 1.57 1.57 Row 9 (optional) Row 10 (optional) Row 11 (optional) Row 12 (optional) Row 13 (optional) Row 14 (optional) Row 15 (optional) Row 16 (optional) Stage of Orifice Centroid (ft) Orifice Area (sq. inches) User Input: Vertical Orifice (Circular or Rectangular) Calculated Parameters for Vertical Orifice Not Selected Not Selected Not Selected Not Selected Invert of Vertical Orifice = N/A N/A ft (relative to basin bottom at Stage = 0 ft) Vertical Orifice Area = N/A N/A ft 2 Depth at top of Zone using Vertical Orifice = N/A N/A ft (relative to basin bottom at Stage = 0 ft) Vertical Orifice Centroid = N/A N/A feet Vertical Orifice Diameter = N/A N/A inches User Input: Overflow Weir (Dropbox with Flat or Sloped Grate and Outlet Pipe OR Rectangular/Trapezoidal Weir (and No Outlet Pipe) Calculated Parameters for Overflow Weir grate Zone 3 Weir Not Selected Zone 3 Weir Not Selected Overflow Weir Front Edge Height, Ho = 4.20 N/A ft (relative to basin bottom at Stage = 0 ft) Height of Grate Upper Edge, Ht = 4.20 N/A feet Overflow Weir Front Edge Length = 5.00 N/A feet Overflow Weir Slope Length = 5.00 N/A feet Overflow Weir Grate Slope = 0.00 N/A H:V Grate Open Area / 100-yr Orifice Area = 5.72 N/A Horiz. Length of Weir Sides = 5.00 N/A feet Overflow Grate Open Area w/o Debris = 17.50 N/A ft 2 Overflow Grate Open Area % = 70% N/A %, grate open area/total area Overflow Grate Open Area w/ Debris = 8.75 N/A ft 2 Debris Clogging % = 50% N/A % User Input: Outlet Pipe w/ Flow Restriction Plate (Circular Orifice, Restrictor Plate, or Rectangular Orifice) Calculated Parameters for Outlet Pipe w/ Flow Restriction Plate Zone 3 Restrictor Not Selected Zone 3 Restrictor Not Selected Depth to Invert of Outlet Pipe = 0.00 N/A ft (distance below basin bottom at Stage = 0 ft) Outlet Orifice Area = 3.06 N/A ft 2 Outlet Pipe Diameter = 27.00 N/A inches Outlet Orifice Centroid = 0.90 N/A feet Restrictor Plate Height Above Pipe Invert = 19.40 inches Half-Central Angle of Restrictor Plate on Pipe = 2.02 N/A radians User Input: Emergency Spillway (Rectangular or Trapezoidal) Calculated Parameters for Spillway Spillway Invert Stage= 5.60 ft (relative to basin bottom at Stage = 0 ft) Spillway Design Flow Depth= 0.92 feet Spillway Crest Length = 25.00 feet Stage at Top of Freeboard = 7.52 feet Spillway End Slopes = 4.00 H:V Basin Area at Top of Freeboard = 0.83 acres Freeboard above Max Water Surface = 1.00 feet Basin Volume at Top of Freeboard = 3.55 acre-ft Max Ponding Depth of Target Storage Volume = 5.59 feet Discharge at Top of Freeboard = 286.46 cfs Routed Hydrograph Results Design Storm Return Period = WQCV EURV 2 Year 5 Year 10 Year 25 Year 50 Year 100 Year 500 Year One-Hour Rainfall Depth (in) = N/A N/A 0.86 1.14 1.43 1.93 2.39 2.91 4.39 CUHP Runoff Volume (acre-ft) = 0.399 1.184 0.802 1.166 1.596 2.425 3.166 4.045 6.491 Inflow Hydrograph Volume (acre-ft) = N/A N/A 0.802 1.166 1.596 2.425 3.166 4.045 6.491 COUNTA for Basin Tab = 1 Ao Dia WQ Plate Type Vert Orifice 1Vert Orifice 2 Count_Underdrain = 0 0.11(diameter = 3/8 inch) 2 1 1 Count_WQPlate = 1 0.14 (diameter = 7/16 inch) Count_VertOrifice1 = 0 0.18(diameter = 1/2 inch) Outlet Plate 1 Outlet Plate 2 Drain Time Message Boolean Count_VertOrifice2 = 0 0.24 (diameter = 9/16 inch) 4 1 5yr, <72hr 1 1 Count_Weir1 = 1 0.29(diameter = 5/8 inch) >5yr, <120hr 0 Count_Weir2 = 0 0.(36 diameter = 11/16 inch) Max Depth Row Count_OutletPipe1 = 1 0.42(diameter = 3/4 inch) WQCV 281 Watershed Constraint Check Count_OutletPipe2 = 0 0.(50 diameter = 13/16 inch) 2 Year 349 Slope 0.010 COUNTA_2 (Standard FSD Setup)= 1 0.58(diameter = 7/8 inch) EURV 422 Shape 1.37 Hidden Parameters & Calculations 0.(67 diameter = 15/16 inch) 5 Year 411 MaxPondDepth_Error? FALSE 0.76 (diameter = 1 inch) 10 Year 441 Spillway Depth Cd_Broad-Crested Weir 3.00 (diameter 0.86 = 1-1/16 inches) 25 Year 476 0.92 WQ Plate Flow at 100yr depth = 0.38 (0.diameter 97 = 1-1/8 inches) 50 Year 499 CLOG #1= 35% (diameter 1.08 = 1-3/16 inches) 100 Year 560 1 Z1_Boolean Cdw #1 = 1.15 (1.diameter 20 = 1-1/4 inches) 500 Year 628 1 Z2_Boolean Cdo #1 = 1.07 (diameter 1.32 = 1-5/16 inches) Zone3_Pulldown Message 1 Z3_Boolean Overflow Weir #1 Angle = 0.000 (1.diameter 45 = 1-3/8 inches) 1 Opening Message CLOG #2= 0% (diameter 1.59 = 1-7/16 inches) Draintime Running Cdw #2 = #VALUE! (1.diameter 73 = 1-1/2 inches) Outlet Boolean Outlet Rank Total (1 to 4) Cdo #2 = #VALUE! (diameter 1.88 = 1-9/16 inches) Vertical Orifice 1 0 0 1 Overflow Weir #2 Angle = #VALUE! (2.diameter 03 = 1-5/8 inches) Vertical Orifice 2 0 0 Boolean Underdrain Q at 100yr depth = 0.00 (diameter 2.20 = 1-11/16 inches) Overflow Weir 1 1 1 0 Max Depth VertOrifice1 Q at 100yr depth = 0.00 (2.diameter 36 = 1-3/4 inches) Overflow Weir 2 0 0 0 500yr Depth VertOrifice2 Q at 100yr depth = 0.00 (diameter 2.54 = 1-13/16 inches) Outlet Pipe 1 1 1 0 Freeboard (2.diameter 72 = 1-7/8 inches) Outlet Pipe 2 0 0 1 Spillway Count_User_Hydrographs 0 (diameter 2.90 = 1-15/16 inches) 0 Spillway Length CountA_3 (EURV & 100yr) = 1 3.09(diameter = 2 inches) FALSE Time Interval CountA_4 (100yr Only) = 1 (use 3.29 rectangular openings) Button Visibility Boolean COUNTA_5 (FSD Weir Only)= 0 0 WQCV Underdrain COUNTA_6 (EURV Weir Only)= 1 1 WQCV Plate 0 EURV-WQCV Plate Outlet1_Pulldown_Boolean 0 EURV-WQCV VertOriice Outlet2_Pulldown_Boolean 1 Outlet 90% Qpeak Outlet3_Pulldown_Boolean 0 Outlet Undetained 0 Weir Only 90% Qpeak 0 Five Year Ratio Plate 0 Five Year Ratio VertOrifice EURV_draintime_user Spillway Options Offset Overlapping S-A-V-D Chart Axis Default X-axis Left Y-Axis Right Y-Axis minimum bound 0.00 0 0 maximum bound 8.00 160,000 290 S-A-V-D Chart Axis Override X-axis Left Y-Axis Right Y-Axis minimum bound maximum bound DETENTION BASIN OUTLET STRUCTURE DESIGN MHFD-Detention, Version 4.00 (December 2019) 0 20 40 60 80 100 120 140 0.1 1 10 FLOW [cfs] Outflow Hydrograph Workbook Filename: Inflow Hydrographs The user can override the calculated inflow hydrographs from this workbook with inflow hydrographs developed in a separate program. SOURCE CUHP CUHP CUHP CUHP CUHP CUHP CUHP CUHP CUHP Time Interval TIME WQCV [cfs] EURV [cfs] 2 Year [cfs] 5 Year [cfs] 10 Year [cfs] 25 Year [cfs] 50 Year [cfs] 100 Year [cfs] 500 Year [cfs] 5.00 min 0:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:05:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:10:00 0.00 0.00 0.00 0.00 0.00 0.00 0.55 0.61 2.81 0:15:00 0.00 0.00 0.88 2.36 3.65 3.30 4.83 5.41 9.57 0:20:00 0.00 0.00 5.71 8.16 10.60 8.14 10.62 12.92 22.99 0:25:00 0.00 0.00 12.51 18.18 25.79 18.27 25.41 31.40 54.59 0:30:00 0.00 0.00 14.40 21.01 28.45 42.12 55.37 68.05 108.56 0:35:00 0.00 0.00 12.62 18.18 24.34 44.18 57.24 74.12 116.56 0:40:00 0.00 0.00 10.77 15.17 20.32 40.30 51.98 66.73 104.59 0:45:00 0.00 0.00 8.58 12.37 16.78 34.11 43.92 58.32 91.17 0:50:00 0.00 0.00 7.02 10.38 13.76 29.15 37.48 49.39 77.22 0:55:00 0.00 0.00 5.97 8.74 11.75 23.56 30.39 41.29 64.67 1:00:00 0.00 0.00 5.12 7.41 10.09 19.62 25.36 35.68 55.92 1:05:00 0.00 0.00 4.34 6.24 8.60 16.54 21.42 31.17 48.83 1:10:00 0.00 0.00 3.41 5.30 7.40 12.91 16.78 23.50 37.03 1:15:00 0.00 0.00 2.83 4.52 6.81 10.08 13.22 17.64 28.16 1:20:00 0.00 0.00 2.53 3.99 6.07 7.91 10.40 12.83 20.77 1:25:00 0.00 0.00 2.37 3.67 5.20 6.58 8.66 9.76 16.03 1:30:00 0.00 0.00 2.28 3.46 4.60 5.43 7.14 7.84 13.06 1:35:00 0.00 0.00 2.22 3.33 4.19 4.65 6.10 6.58 11.08 1:40:00 0.00 0.00 2.18 2.95 3.90 4.16 5.46 5.73 9.77 1:45:00 0.00 0.00 2.15 2.67 3.70 3.83 5.01 5.16 8.88 1:50:00 0.00 0.00 2.13 2.47 3.56 3.60 4.71 4.80 8.32 1:55:00 0.00 0.00 1.81 2.33 3.35 3.48 4.54 4.66 8.10 2:00:00 0.00 0.00 1.58 2.16 2.99 3.40 4.43 4.59 7.99 2:05:00 0.00 0.00 1.10 1.50 2.07 2.36 3.07 3.20 5.57 2:10:00 0.00 0.00 0.75 1.02 1.41 1.61 2.09 2.19 3.81 2:15:00 0.00 0.00 0.50 0.68 0.95 1.09 1.42 1.49 2.59 2:20:00 0.00 0.00 0.32 0.43 0.62 0.71 0.92 0.97 1.68 2:25:00 0.00 0.00 0.20 0.28 0.39 0.46 0.59 0.62 1.07 2:30:00 0.00 0.00 0.11 0.17 0.23 0.28 0.36 0.38 0.65 2:35:00 0.00 0.00 0.05 0.09 0.12 0.15 0.19 0.20 0.34 2:40:00 0.00 0.00 0.02 0.03 0.04 0.06 0.07 0.07 0.12 2:45:00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 2:50:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2:55:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:05:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:10:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:15:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:20:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:25:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:30:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:35:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:40:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:45:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:50:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:55:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:05:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:10:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:15:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:20:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:25:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:30:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Project: Basin ID: Depth Increment = 0.50 ft Watershed Information Top of Micropool 0.00 6.4 6.4 41 0.001 Selected BMP Type = EDB ISV 0.50 6.4 6.4 41 0.001 21 0.000 Watershed Area = 5.78 acres 1.00 6.4 6.4 41 0.001 41 0.001 Watershed Length = 800 ft 1.50 64.0 24.9 1,596 0.037 362 0.008 Watershed Length to Centroid = 175 ft 2.00 121.5 43.5 5,283 0.121 1,993 0.046 Watershed Slope = 0.010 ft/ft 2.50 179.1 62.0 11,101 0.255 6,000 0.138 Watershed Imperviousness = 80.00% percent Zone 1 (WQCV) 2.58 188.3 64.9 12,230 0.281 6,933 0.159 Percentage Hydrologic Soil Group A = 0.0% percent 3.00 236.7 80.5 19,051 0.437 13,449 0.309 Percentage Hydrologic Soil Group B = 0.0% percent Floor 3.24 264.3 89.4 23,624 0.542 18,561 0.426 Percentage Hydrologic Soil Groups C/D = 100.0% percent Zone 2 (EURV) 3.30 264.8 89.9 23,794 0.546 19,983 0.459 Target WQCV Drain Time = 40.0 hours 3.50 266.4 91.5 24,364 0.559 24,799 0.569 Location for 1-hr Rainfall Depths = Thornton - Civic Center Zone 3 (100-year) 4.00 270.4 95.5 25,812 0.593 37,341 0.857 4.50 274.4 99.5 27,291 0.627 50,616 1.162 5.00 278.4 103.5 28,802 0.661 64,638 1.484 Optional User Overrides 5.50 282.4 107.5 30,346 0.697 79,423 1.823 Water Quality Capture Volume (WQCV) = 0.158 acre-feet acre-feet 6.00 286.4 111.5 31,921 0.733 94,989 2.181 Excess Urban Runoff Volume (EURV) = 0.454 acre-feet acre-feet 6.50 290.4 115.5 33,528 0.770 111,350 2.556 2-yr Runoff Volume (P1 = 0.86 in.) = 0.301 acre-feet 0.86 inches 7.00 294.4 119.5 35,168 0.807 128,522 2.950 5-yr Runoff Volume (P1 = 1.14 in.) = 0.423 acre-feet 1.14 inches 7.50 298.4 123.5 36,839 0.846 146,522 3.364 10-yr Runoff Volume (P1 = 1.43 in.) = 0.559 acre-feet 1.43 inches 8.00 302.4 127.5 38,542 0.885 165,366 3.796 25-yr Runoff Volume (P1 = 1.93 in.) = 0.808 acre-feet 1.93 inches 8.50 306.4 131.5 40,277 0.925 185,070 4.249 50-yr Runoff Volume (P1 = 2.39 in.) = 1.033 acre-feet 2.39 inches 9.00 310.4 135.5 42,045 0.965 205,649 4.721 100-yr Runoff Volume (P1 = 2.91 in.) = 1.295 acre-feet 2.91 inches 9.50 314.4 139.5 43,844 1.007 227,120 5.214 500-yr Runoff Volume (P1 = 4.39 in.) = 2.030 acre-feet 4.39 inches 10.00 318.4 143.5 45,675 1.049 249,499 5.728 Approximate 2-yr Detention Volume = 0.298 acre-feet 10.50 322.4 147.5 47,539 1.091 272,801 6.263 Approximate 5-yr Detention Volume = 0.426 acre-feet 11.00 326.4 151.5 49,434 1.135 297,043 6.819 Approximate 10-yr Detention Volume = 0.527 acre-feet 11.50 330.4 155.5 51,361 1.179 322,240 7.398 Approximate 25-yr Detention Volume = 0.660 acre-feet 12.00 334.4 159.5 53,321 1.224 348,409 7.998 Approximate 50-yr Detention Volume = 0.744 acre-feet 12.50 338.4 163.5 55,312 1.270 375,566 8.622 Approximate 100-yr Detention Volume = 0.854 acre-feet 13.00 342.4 167.5 57,335 1.316 403,727 9.268 13.50 346.4 171.5 59,391 1.363 432,907 9.938 Define Zones and Basin Geometry 14.00 350.4 175.5 61,478 1.411 463,123 10.632 Zone 1 Volume (WQCV) = 0.158 acre-feet 14.50 354.4 179.5 63,597 1.460 494,390 11.350 Zone 2 Volume (EURV - Zone 1) = 0.296 acre-feet 15.00 358.4 183.5 65,749 1.509 526,725 12.092 Zone 3 Volume (100-year - Zones 1 & 2) = 0.400 acre-feet 15.50 362.4 187.5 67,932 1.560 560,144 12.859 Total Detention Basin Volume = 0.854 acre-feet 16.00 366.4 191.5 70,147 1.610 594,663 13.652 Initial Surcharge Volume (ISV) = 21 ft 3 16.50 370.4 195.5 72,395 1.662 630,297 14.470 Initial Surcharge Depth (ISD) = 0.50 ft 17.00 374.4 199.5 74,674 1.714 667,062 15.314 Total Available Detention Depth (Htotal) = 4.00 ft 17.50 378.4 203.5 76,985 1.767 704,976 16.184 Depth of Trickle Channel (HTC) = 0.50 ft 18.00 382.4 207.5 79,329 1.821 744,053 17.081 Slope of Trickle Channel (STC) = 0.009 ft/ft 18.50 386.4 211.5 81,704 1.876 784,310 18.005 Slopes of Main Basin Sides (Smain) = 4 H:V 19.00 390.4 215.5 84,111 1.931 825,762 18.957 Basin Length-to-Width Ratio (RL/W) = 3 19.50 394.4 219.5 86,550 1.987 868,426 19.936 20.00 398.4 223.5 89,022 2.044 912,318 20.944 Initial Surcharge Area (AISV) = 41 ft 2 20.50 402.4 227.5 91,525 2.101 957,453 21.980 Surcharge Volume Length (LISV) = 6.4 ft 21.00 406.4 231.5 94,060 2.159 1,003,848 23.045 Surcharge Volume Width (WISV) = 6.4 ft 21.50 410.4 235.5 96,628 2.218 1,051,519 24.140 Depth of Basin Floor (HFLOOR) = 2.24 ft 22.00 414.4 239.5 99,227 2.278 1,100,481 25.264 Length of Basin Floor (LFLOOR) = 264.3 ft 22.50 418.4 243.5 101,858 2.338 1,150,752 26.418 Width of Basin Floor (WFLOOR) = 89.4 ft 23.00 422.4 247.5 104,522 2.399 1,202,345 27.602 Area of Basin Floor (AFLOOR) = 23,624 ft 2 23.50 426.4 251.5 107,217 2.461 1,255,279 28.817 Volume of Basin Floor (VFLOOR) = 18,408 ft 3 24.00 430.4 255.5 109,944 2.524 1,309,568 30.064 Depth of Main Basin (HMAIN) = 0.76 ft 24.50 434.4 259.5 112,704 2.587 1,365,228 31.341 Length of Main Basin (LMAIN) = 270.4 ft 25.00 438.4 263.5 115,495 2.651 1,422,277 32.651 Width of Main Basin (WMAIN) = 95.5 ft 25.50 442.4 267.5 118,318 2.716 1,480,729 33.993 Area of Main Basin (AMAIN) = 25,812 ft 2 26.00 446.4 271.5 121,174 2.782 1,540,600 35.367 Volume of Main Basin (VMAIN) = 18,780 ft 3 26.50 450.4 275.5 124,061 2.848 1,601,908 36.775 Project: Basin ID: Estimated Estimated Stage (ft) Volume (ac-ft) Outlet Type Zone 1 (WQCV) 2.58 0.158 Orifice Plate Zone 2 (EURV) 3.30 0.296 Orifice Plate Zone 3 (100-year) 4.00 0.400 Weir&Pipe (Restrict) Total (all zones) 0.854 User Input: Orifice at Underdrain Outlet (typically used to drain WQCV in a Filtration BMP) Calculated Parameters for Underdrain Underdrain Orifice Invert Depth = N/A ft (distance below the filtration media surface) Underdrain Orifice Area = N/A ft 2 Underdrain Orifice Diameter = N/A inches Underdrain Orifice Centroid = N/A feet User Input: Orifice Plate with one or more orifices or Elliptical Slot Weir (typically used to drain WQCV and/or EURV in a sedimentation BMP) Calculated Parameters for Plate Invert of Lowest Orifice = 0.00 ft (relative to basin bottom at Stage = 0 ft) WQ Orifice Area per Row = 3.750E-03 ft 2 Depth at top of Zone using Orifice Plate = 3.30 ft (relative to basin bottom at Stage = 0 ft) Elliptical Half-Width = N/A feet Orifice Plate: Orifice Vertical Spacing = 13.20 inches Elliptical Slot Centroid = N/A feet Orifice Plate: Orifice Area per Row = 0.54 sq. inches (diameter = 13/16 inch) Elliptical Slot Area = N/A ft 2 User Input: Stage and Total Area of Each Orifice Row (numbered from lowest to highest) Row 1 (required) Row 2 (optional) Row 3 (optional) Row 4 (optional) Row 5 (optional) Row 6 (optional) Row 7 (optional) Row 8 (optional) Stage of Orifice Centroid (ft) 0.00 1.10 2.20 Orifice Area (sq. inches) 0.54 0.54 0.54 Row 9 (optional) Row 10 (optional) Row 11 (optional) Row 12 (optional) Row 13 (optional) Row 14 (optional) Row 15 (optional) Row 16 (optional) Stage of Orifice Centroid (ft) Orifice Area (sq. inches) User Input: Vertical Orifice (Circular or Rectangular) Calculated Parameters for Vertical Orifice Not Selected Not Selected Not Selected Not Selected Invert of Vertical Orifice = N/A N/A ft (relative to basin bottom at Stage = 0 ft) Vertical Orifice Area = N/A N/A ft 2 Depth at top of Zone using Vertical Orifice = N/A N/A ft (relative to basin bottom at Stage = 0 ft) Vertical Orifice Centroid = N/A N/A feet Vertical Orifice Diameter = N/A N/A inches User Input: Overflow Weir (Dropbox with Flat or Sloped Grate and Outlet Pipe OR Rectangular/Trapezoidal Weir (and No Outlet Pipe) Calculated Parameters for Overflow Weir grate Zone 3 Weir Not Selected Zone 3 Weir Not Selected Overflow Weir Front Edge Height, Ho = 3.30 N/A ft (relative to basin bottom at Stage = 0 ft) Height of Grate Upper Edge, Ht = 3.30 N/A feet Overflow Weir Front Edge Length = 3.00 N/A feet Overflow Weir Slope Length = 3.00 N/A feet Overflow Weir Grate Slope = 0.00 N/A H:V Grate Open Area / 100-yr Orifice Area = 5.39 N/A Horiz. Length of Weir Sides = 3.00 N/A feet Overflow Grate Open Area w/o Debris = 6.30 N/A ft 2 Overflow Grate Open Area % = 70% N/A %, grate open area/total area Overflow Grate Open Area w/ Debris = 3.15 N/A ft 2 Debris Clogging % = 50% N/A % User Input: Outlet Pipe w/ Flow Restriction Plate (Circular Orifice, Restrictor Plate, or Rectangular Orifice) Calculated Parameters for Outlet Pipe w/ Flow Restriction Plate Zone 3 Restrictor Not Selected Zone 3 Restrictor Not Selected Depth to Invert of Outlet Pipe = 0.00 N/A ft (distance below basin bottom at Stage = 0 ft) Outlet Orifice Area = 1.17 N/A ft 2 Outlet Pipe Diameter = 18.00 N/A inches Outlet Orifice Centroid = 0.53 N/A feet Restrictor Plate Height Above Pipe Invert = 11.30 inches Half-Central Angle of Restrictor Plate on Pipe = 1.83 N/A radians User Input: Emergency Spillway (Rectangular or Trapezoidal) Calculated Parameters for Spillway Spillway Invert Stage= 3.90 ft (relative to basin bottom at Stage = 0 ft) Spillway Design Flow Depth= 0.84 feet Spillway Crest Length = 8.00 feet Stage at Top of Freeboard = 5.74 feet Spillway End Slopes = 4.00 H:V Basin Area at Top of Freeboard = 0.71 acres Freeboard above Max Water Surface = 1.00 feet Basin Volume at Top of Freeboard = 1.99 acre-ft Max Ponding Depth of Target Storage Volume = 3.83 feet Discharge at Top of Freeboard = 116.82 cfs Routed Hydrograph Results Design Storm Return Period = WQCV EURV 2 Year 5 Year 10 Year 25 Year 50 Year 100 Year 500 Year One-Hour Rainfall Depth (in) = N/A N/A 0.86 1.14 1.43 1.93 2.39 2.91 4.39 CUHP Runoff Volume (acre-ft) = 0.158 0.454 0.301 0.423 0.559 0.808 1.033 1.295 2.030 Inflow Hydrograph Volume (acre-ft) = N/A N/A 0.301 0.423 0.559 0.808 1.033 1.295 2.030 COUNTA for Basin Tab = 1 Ao Dia WQ Plate Type Vert Orifice 1Vert Orifice 2 Count_Underdrain = 0 0.11(diameter = 3/8 inch) 2 1 1 Count_WQPlate = 1 0.14 (diameter = 7/16 inch) Count_VertOrifice1 = 0 0.18(diameter = 1/2 inch) Outlet Plate 1 Outlet Plate 2 Drain Time Message Boolean Count_VertOrifice2 = 0 0.24 (diameter = 9/16 inch) 4 1 5yr, <72hr 1 1 Count_Weir1 = 1 0.29(diameter = 5/8 inch) >5yr, <120hr 0 Count_Weir2 = 0 0.(36 diameter = 11/16 inch) Max Depth Row Count_OutletPipe1 = 1 0.42(diameter = 3/4 inch) WQCV 259 Watershed Constraint Check Count_OutletPipe2 = 0 0.(50 diameter = 13/16 inch) 2 Year 296 Slope 0.010 COUNTA_2 (Standard FSD Setup)= 1 0.58(diameter = 7/8 inch) EURV 331 Shape 2.54 Hidden Parameters & Calculations 0.(67 diameter = 15/16 inch) 5 Year 322 MaxPondDepth_Error? FALSE 0.76 (diameter = 1 inch) 10 Year 341 Spillway Depth Cd_Broad-Crested Weir 3.00 (diameter 0.86 = 1-1/16 inches) 25 Year 355 0.84 WQ Plate Flow at 100yr depth = 0.09 (0.diameter 97 = 1-1/8 inches) 50 Year 369 CLOG #1= 35% (diameter 1.08 = 1-3/16 inches) 100 Year 384 1 Z1_Boolean Cdw #1 = 1.15 (1.diameter 20 = 1-1/4 inches) 500 Year 430 1 Z2_Boolean Cdo #1 = 1.07 (diameter 1.32 = 1-5/16 inches) Zone3_Pulldown Message 1 Z3_Boolean Overflow Weir #1 Angle = 0.000 (1.diameter 45 = 1-3/8 inches) 1 Opening Message CLOG #2= 0% (diameter 1.59 = 1-7/16 inches) Draintime Running Cdw #2 = #VALUE! (1.diameter 73 = 1-1/2 inches) Outlet Boolean Outlet Rank Total (1 to 4) Cdo #2 = #VALUE! (diameter 1.88 = 1-9/16 inches) Vertical Orifice 1 0 0 1 Overflow Weir #2 Angle = #VALUE! (2.diameter 03 = 1-5/8 inches) Vertical Orifice 2 0 0 Boolean Underdrain Q at 100yr depth = 0.00 (diameter 2.20 = 1-11/16 inches) Overflow Weir 1 1 1 0 Max Depth VertOrifice1 Q at 100yr depth = 0.00 (2.diameter 36 = 1-3/4 inches) Overflow Weir 2 0 0 0 500yr Depth VertOrifice2 Q at 100yr depth = 0.00 (diameter 2.54 = 1-13/16 inches) Outlet Pipe 1 1 1 0 Freeboard (2.diameter 72 = 1-7/8 inches) Outlet Pipe 2 0 0 1 Spillway Count_User_Hydrographs 0 (diameter 2.90 = 1-15/16 inches) 0 Spillway Length CountA_3 (EURV & 100yr) = 1 3.09(diameter = 2 inches) FALSE Time Interval CountA_4 (100yr Only) = 1 (use 3.29 rectangular openings) Button Visibility Boolean COUNTA_5 (FSD Weir Only)= 0 0 WQCV Underdrain COUNTA_6 (EURV Weir Only)= 1 1 WQCV Plate 0 EURV-WQCV Plate Outlet1_Pulldown_Boolean 0 EURV-WQCV VertOriice Outlet2_Pulldown_Boolean 1 Outlet 90% Qpeak Outlet3_Pulldown_Boolean 0 Outlet Undetained 0 Weir Only 90% Qpeak 0 Five Year Ratio Plate 0 Five Year Ratio VertOrifice EURV_draintime_user Spillway Options Offset Overlapping S-A-V-D Chart Axis Default X-axis Left Y-Axis Right Y-Axis minimum bound 0.00 0 0 maximum bound 6.00 90,000 120 S-A-V-D Chart Axis Override X-axis Left Y-Axis Right Y-Axis minimum bound maximum bound DETENTION BASIN OUTLET STRUCTURE DESIGN MHFD-Detention, Version 4.00 (December 2019) 0 5 10 15 20 25 30 35 40 45 Outflow Hydrograph Workbook Filename: Inflow Hydrographs The user can override the calculated inflow hydrographs from this workbook with inflow hydrographs developed in a separate program. SOURCE CUHP CUHP CUHP CUHP CUHP CUHP CUHP CUHP CUHP Time Interval TIME WQCV [cfs] EURV [cfs] 2 Year [cfs] 5 Year [cfs] 10 Year [cfs] 25 Year [cfs] 50 Year [cfs] 100 Year [cfs] 500 Year [cfs] 5.00 min 0:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:05:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:10:00 0.00 0.00 0.00 0.00 0.00 0.00 0.25 0.28 1.28 0:15:00 0.00 0.00 0.40 1.08 1.66 1.50 2.17 2.44 4.24 0:20:00 0.00 0.00 2.58 3.64 4.74 3.58 4.65 5.68 9.53 0:25:00 0.00 0.00 5.49 7.71 10.32 7.74 10.23 12.19 19.92 0:30:00 0.00 0.00 5.89 8.11 10.43 15.63 20.01 24.25 37.72 0:35:00 0.00 0.00 4.88 6.63 8.48 15.30 19.44 24.95 38.53 0:40:00 0.00 0.00 3.97 5.27 6.74 13.40 16.96 21.54 33.16 0:45:00 0.00 0.00 3.04 4.18 5.43 10.76 13.59 17.99 27.65 0:50:00 0.00 0.00 2.43 3.47 4.38 8.98 11.34 14.79 22.73 0:55:00 0.00 0.00 1.96 2.77 3.57 7.04 8.90 12.05 18.53 1:00:00 0.00 0.00 1.59 2.23 2.92 5.60 7.09 10.01 15.39 1:05:00 0.00 0.00 1.36 1.89 2.54 4.51 5.71 8.42 12.97 1:10:00 0.00 0.00 1.12 1.76 2.41 3.50 4.46 6.14 9.54 1:15:00 0.00 0.00 0.99 1.60 2.36 2.98 3.82 4.88 7.63 1:20:00 0.00 0.00 0.91 1.44 2.14 2.46 3.15 3.62 5.70 1:25:00 0.00 0.00 0.87 1.34 1.83 2.14 2.74 2.84 4.51 1:30:00 0.00 0.00 0.85 1.27 1.63 1.80 2.30 2.37 3.78 1:35:00 0.00 0.00 0.83 1.24 1.50 1.59 2.03 2.06 3.30 1:40:00 0.00 0.00 0.81 1.07 1.41 1.46 1.85 1.86 3.01 1:45:00 0.00 0.00 0.81 0.97 1.36 1.37 1.75 1.77 2.86 1:50:00 0.00 0.00 0.81 0.90 1.32 1.33 1.69 1.73 2.80 1:55:00 0.00 0.00 0.67 0.86 1.25 1.30 1.66 1.72 2.78 2:00:00 0.00 0.00 0.57 0.80 1.11 1.29 1.64 1.72 2.78 2:05:00 0.00 0.00 0.36 0.51 0.71 0.83 1.05 1.10 1.78 2:10:00 0.00 0.00 0.23 0.31 0.45 0.52 0.67 0.70 1.13 2:15:00 0.00 0.00 0.14 0.19 0.27 0.32 0.41 0.43 0.69 2:20:00 0.00 0.00 0.08 0.11 0.16 0.19 0.24 0.25 0.41 2:25:00 0.00 0.00 0.04 0.06 0.08 0.11 0.13 0.14 0.23 2:30:00 0.00 0.00 0.02 0.03 0.03 0.05 0.06 0.06 0.10 2:35:00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.02 0.02 2:40:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2:45:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2:50:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2:55:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:05:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:10:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:15:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:20:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:25:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:30:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:35:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:40:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:45:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:50:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:55:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:05:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:10:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:15:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:20:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:25:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:30:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Project: Basin ID: Depth Increment = 0.50 ft Watershed Information Top of Micropool 0.00 16.2 16.2 263 0.006 Selected BMP Type = EDB ISV 0.33 16.2 16.2 263 0.006 87 0.002 Watershed Area = 24.77 acres 0.50 16.2 16.2 263 0.006 132 0.003 Watershed Length = 1,500 ft 1.00 45.2 30.4 1,375 0.032 346 0.008 Watershed Length to Centroid = 850 ft 1.50 130.6 72.1 9,409 0.216 2,746 0.063 Watershed Slope = 0.010 ft/ft 2.00 215.9 113.7 24,555 0.564 10,941 0.251 Watershed Imperviousness = 79.00% percent 2.50 301.2 155.4 46,811 1.075 28,486 0.654 Percentage Hydrologic Soil Group A = 0.0% percent Zone 1 (WQCV) 2.52 304.7 157.1 47,850 1.098 29,433 0.676 Percentage Hydrologic Soil Group B = 0.0% percent Floor 2.94 376.3 192.1 72,280 1.659 54,484 1.251 Percentage Hydrologic Soil Groups C/D = 100.0% percent 3.00 376.8 192.5 72,553 1.666 58,829 1.351 Target WQCV Drain Time = 40.0 hours Zone 2 (EURV) 3.34 379.5 195.3 74,109 1.701 83,761 1.923 Location for 1-hr Rainfall Depths = Thornton - Civic Center 3.50 380.8 196.5 74,846 1.718 95,678 2.196 Zone 3 (100-year) 4.00 384.8 200.5 77,171 1.772 133,681 3.069 4.50 388.8 204.5 79,529 1.826 172,854 3.968 Optional User Overrides 5.00 392.8 208.5 81,918 1.881 213,215 4.895 Water Quality Capture Volume (WQCV) = 0.665 acre-feet acre-feet 5.50 396.8 212.5 84,340 1.936 254,778 5.849 Excess Urban Runoff Volume (EURV) = 1.920 acre-feet acre-feet 6.00 400.8 216.5 86,793 1.992 297,560 6.831 2-yr Runoff Volume (P1 = 0.86 in.) = 1.339 acre-feet 0.86 inches 6.50 404.8 220.5 89,279 2.050 341,576 7.842 5-yr Runoff Volume (P1 = 1.14 in.) = 1.888 acre-feet 1.14 inches 7.00 408.8 224.5 91,796 2.107 386,844 8.881 10-yr Runoff Volume (P1 = 1.43 in.) = 2.501 acre-feet 1.43 inches 7.50 412.8 228.5 94,345 2.166 433,378 9.949 25-yr Runoff Volume (P1 = 1.93 in.) = 3.624 acre-feet 1.93 inches 8.00 416.8 232.5 96,927 2.225 481,194 11.047 50-yr Runoff Volume (P1 = 2.39 in.) = 4.641 acre-feet 2.39 inches 8.50 420.8 236.5 99,540 2.285 530,310 12.174 100-yr Runoff Volume (P1 = 2.91 in.) = 5.823 acre-feet 2.91 inches 9.00 424.8 240.5 102,186 2.346 580,740 13.332 500-yr Runoff Volume (P1 = 4.39 in.) = 9.144 acre-feet 4.39 inches 9.50 428.8 244.5 104,863 2.407 632,501 14.520 Approximate 2-yr Detention Volume = 1.258 acre-feet 10.00 432.8 248.5 107,573 2.470 685,608 15.739 Approximate 5-yr Detention Volume = 1.802 acre-feet 10.50 436.8 252.5 110,314 2.532 740,079 16.990 Approximate 10-yr Detention Volume = 2.231 acre-feet 11.00 440.8 256.5 113,087 2.596 795,928 18.272 Approximate 25-yr Detention Volume = 2.793 acre-feet 11.50 444.8 260.5 115,893 2.661 853,172 19.586 Approximate 50-yr Detention Volume = 3.148 acre-feet 12.00 448.8 264.5 118,730 2.726 911,826 20.933 Approximate 100-yr Detention Volume = 3.625 acre-feet 12.50 452.8 268.5 121,600 2.792 971,907 22.312 13.00 456.8 272.5 124,501 2.858 1,033,431 23.724 Define Zones and Basin Geometry 13.50 460.8 276.5 127,435 2.925 1,096,414 25.170 Zone 1 Volume (WQCV) = 0.665 acre-feet 14.00 464.8 280.5 130,400 2.994 1,160,871 26.650 Zone 2 Volume (EURV - Zone 1) = 1.255 acre-feet 14.50 468.8 284.5 133,397 3.062 1,226,819 28.164 Zone 3 Volume (100-year - Zones 1 & 2) = 1.705 acre-feet 15.00 472.8 288.5 136,427 3.132 1,294,274 29.712 Total Detention Basin Volume = 3.625 acre-feet 15.50 476.8 292.5 139,488 3.202 1,363,251 31.296 Initial Surcharge Volume (ISV) = 87 ft 3 16.00 480.8 296.5 142,582 3.273 1,433,767 32.915 Initial Surcharge Depth (ISD) = 0.33 ft 16.50 484.8 300.5 145,707 3.345 1,505,838 34.569 Total Available Detention Depth (Htotal) = 4.00 ft 17.00 488.8 304.5 148,865 3.417 1,579,480 36.260 Depth of Trickle Channel (HTC) = 0.50 ft 17.50 492.8 308.5 152,054 3.491 1,654,708 37.987 Slope of Trickle Channel (STC) = 0.006 ft/ft 18.00 496.8 312.5 155,275 3.565 1,731,539 39.751 Slopes of Main Basin Sides (Smain) = 4 H:V 18.50 500.8 316.5 158,529 3.639 1,809,989 41.552 Basin Length-to-Width Ratio (RL/W) = 2 19.00 504.8 320.5 161,814 3.715 1,890,073 43.390 19.50 508.8 324.5 165,132 3.791 1,971,808 45.266 Initial Surcharge Area (AISV) = 263 ft 2 20.00 512.8 328.5 168,481 3.868 2,055,210 47.181 Surcharge Volume Length (LISV) = 16.2 ft 20.50 516.8 332.5 171,863 3.945 2,140,295 49.134 Surcharge Volume Width (WISV) = 16.2 ft 21.00 520.8 336.5 175,276 4.024 2,227,078 51.127 Depth of Basin Floor (HFLOOR) = 2.11 ft 21.50 524.8 340.5 178,721 4.103 2,315,576 53.158 Length of Basin Floor (LFLOOR) = 376.3 ft 22.00 528.8 344.5 182,199 4.183 2,405,805 55.230 Width of Basin Floor (WFLOOR) = 192.1 ft 22.50 532.8 348.5 185,708 4.263 2,497,780 57.341 Area of Basin Floor (AFLOOR) = 72,280 ft 2 23.00 536.8 352.5 189,250 4.345 2,591,518 59.493 Volume of Basin Floor (VFLOOR) = 54,090 ft 3 23.50 540.8 356.5 192,823 4.427 2,687,035 61.686 Depth of Main Basin (HMAIN) = 1.06 ft 24.00 544.8 360.5 196,428 4.509 2,784,347 63.920 Length of Main Basin (LMAIN) = 384.8 ft 24.50 548.8 364.5 200,066 4.593 2,883,469 66.195 Width of Main Basin (WMAIN) = 200.5 ft 25.00 552.8 368.5 203,735 4.677 2,984,418 68.513 Area of Main Basin (AMAIN) = 77,171 ft 2 25.50 556.8 372.5 207,437 4.762 3,087,209 70.873 Volume of Main Basin (VMAIN) = 79,195 ft 3 26.00 560.8 376.5 211,170 4.848 3,191,860 73.275 Project: Basin ID: Estimated Estimated Stage (ft) Volume (ac-ft) Outlet Type Zone 1 (WQCV) 2.52 0.665 Orifice Plate Zone 2 (EURV) 3.34 1.255 Orifice Plate Zone 3 (100-year) 4.32 1.705 Weir&Pipe (Restrict) Total (all zones) 3.625 User Input: Orifice at Underdrain Outlet (typically used to drain WQCV in a Filtration BMP) Calculated Parameters for Underdrain Underdrain Orifice Invert Depth = N/A ft (distance below the filtration media surface) Underdrain Orifice Area = N/A ft 2 Underdrain Orifice Diameter = N/A inches Underdrain Orifice Centroid = N/A feet User Input: Orifice Plate with one or more orifices or Elliptical Slot Weir (typically used to drain WQCV and/or EURV in a sedimentation BMP) Calculated Parameters for Plate Invert of Lowest Orifice = 0.00 ft (relative to basin bottom at Stage = 0 ft) WQ Orifice Area per Row = 1.708E-02 ft 2 Depth at top of Zone using Orifice Plate = 3.34 ft (relative to basin bottom at Stage = 0 ft) Elliptical Half-Width = N/A feet Orifice Plate: Orifice Vertical Spacing = 13.36 inches Elliptical Slot Centroid = N/A feet Orifice Plate: Orifice Area per Row = 2.46 sq. inches (diameter = 1-3/4 inches) Elliptical Slot Area = N/A ft 2 User Input: Stage and Total Area of Each Orifice Row (numbered from lowest to highest) Row 1 (required) Row 2 (optional) Row 3 (optional) Row 4 (optional) Row 5 (optional) Row 6 (optional) Row 7 (optional) Row 8 (optional) Stage of Orifice Centroid (ft) 0.00 1.10 2.20 3.30 Orifice Area (sq. inches) 2.46 2.46 2.46 2.46 Row 9 (optional) Row 10 (optional) Row 11 (optional) Row 12 (optional) Row 13 (optional) Row 14 (optional) Row 15 (optional) Row 16 (optional) Stage of Orifice Centroid (ft) Orifice Area (sq. inches) User Input: Vertical Orifice (Circular or Rectangular) Calculated Parameters for Vertical Orifice Not Selected Not Selected Not Selected Not Selected Invert of Vertical Orifice = N/A N/A ft (relative to basin bottom at Stage = 0 ft) Vertical Orifice Area = N/A N/A ft 2 Depth at top of Zone using Vertical Orifice = N/A N/A ft (relative to basin bottom at Stage = 0 ft) Vertical Orifice Centroid = N/A N/A feet Vertical Orifice Diameter = N/A N/A inches User Input: Overflow Weir (Dropbox with Flat or Sloped Grate and Outlet Pipe OR Rectangular/Trapezoidal Weir (and No Outlet Pipe) Calculated Parameters for Overflow Weir grate Zone 3 Weir Not Selected Zone 3 Weir Not Selected Overflow Weir Front Edge Height, Ho = 3.34 N/A ft (relative to basin bottom at Stage = 0 ft) Height of Grate Upper Edge, Ht = 3.34 N/A feet Overflow Weir Front Edge Length = 5.00 N/A feet Overflow Weir Slope Length = 5.00 N/A feet Overflow Weir Grate Slope = 0.00 N/A H:V Grate Open Area / 100-yr Orifice Area = 4.60 N/A Horiz. Length of Weir Sides = 5.00 N/A feet Overflow Grate Open Area w/o Debris = 17.50 N/A ft 2 Overflow Grate Open Area % = 70% N/A %, grate open area/total area Overflow Grate Open Area w/ Debris = 8.75 N/A ft 2 Debris Clogging % = 50% N/A % User Input: Outlet Pipe w/ Flow Restriction Plate (Circular Orifice, Restrictor Plate, or Rectangular Orifice) Calculated Parameters for Outlet Pipe w/ Flow Restriction Plate Zone 3 Restrictor Not Selected Zone 3 Restrictor Not Selected Depth to Invert of Outlet Pipe = 0.00 N/A ft (distance below basin bottom at Stage = 0 ft) Outlet Orifice Area = 3.80 N/A ft 2 Outlet Pipe Diameter = 30.00 N/A inches Outlet Orifice Centroid = 1.00 N/A feet Restrictor Plate Height Above Pipe Invert = 21.70 inches Half-Central Angle of Restrictor Plate on Pipe = 2.03 N/A radians User Input: Emergency Spillway (Rectangular or Trapezoidal) Calculated Parameters for Spillway Spillway Invert Stage= 4.30 ft (relative to basin bottom at Stage = 0 ft) Spillway Design Flow Depth= 0.93 feet Spillway Crest Length = 31.00 feet Stage at Top of Freeboard = 6.23 feet Spillway End Slopes = 4.00 H:V Basin Area at Top of Freeboard = 2.02 acres Freeboard above Max Water Surface = 1.00 feet Basin Volume at Top of Freeboard = 7.27 acre-ft Max Ponding Depth of Target Storage Volume = 4.28 feet Discharge at Top of Freeboard = 338.27 cfs Routed Hydrograph Results Design Storm Return Period = WQCV EURV 2 Year 5 Year 10 Year 25 Year 50 Year 100 Year 500 Year One-Hour Rainfall Depth (in) = N/A N/A 0.86 1.14 1.43 1.93 2.39 2.91 4.39 CUHP Runoff Volume (acre-ft) = 0.665 1.920 1.339 1.888 2.501 3.624 4.641 5.823 9.144 Inflow Hydrograph Volume (acre-ft) = N/A N/A 1.339 1.888 2.501 3.624 4.641 5.823 9.144 COUNTA for Basin Tab = 1 Ao Dia WQ Plate Type Vert Orifice 1Vert Orifice 2 Count_Underdrain = 0 0.11(diameter = 3/8 inch) 2 1 1 Count_WQPlate = 1 0.14 (diameter = 7/16 inch) Count_VertOrifice1 = 0 0.18(diameter = 1/2 inch) Outlet Plate 1 Outlet Plate 2 Drain Time Message Boolean Count_VertOrifice2 = 0 0.24 (diameter = 9/16 inch) 4 1 5yr, <72hr 1 1 Count_Weir1 = 1 0.29(diameter = 5/8 inch) >5yr, <120hr 0 Count_Weir2 = 0 0.(36 diameter = 11/16 inch) Max Depth Row Count_OutletPipe1 = 1 0.42(diameter = 3/4 inch) WQCV 253 Watershed Constraint Check Count_OutletPipe2 = 0 0.(50 diameter = 13/16 inch) 2 Year 297 Slope 0.010 COUNTA_2 (Standard FSD Setup)= 1 0.58(diameter = 7/8 inch) EURV 335 Shape 2.09 Hidden Parameters & Calculations 0.(67 diameter = 15/16 inch) 5 Year 329 MaxPondDepth_Error? FALSE 0.76 (diameter = 1 inch) 10 Year 353 Spillway Depth Cd_Broad-Crested Weir 3.00 (diameter 0.86 = 1-1/16 inches) 25 Year 380 0.93 WQ Plate Flow at 100yr depth = 0.52 (0.diameter 97 = 1-1/8 inches) 50 Year 400 CLOG #1= 35% (diameter 1.08 = 1-3/16 inches) 100 Year 429 1 Z1_Boolean Cdw #1 = 1.15 (1.diameter 20 = 1-1/4 inches) 500 Year 485 1 Z2_Boolean Cdo #1 = 1.07 (diameter 1.32 = 1-5/16 inches) Zone3_Pulldown Message 1 Z3_Boolean Overflow Weir #1 Angle = 0.000 (1.diameter 45 = 1-3/8 inches) 1 Opening Message CLOG #2= 0% (diameter 1.59 = 1-7/16 inches) Draintime Running Cdw #2 = #VALUE! (1.diameter 73 = 1-1/2 inches) Outlet Boolean Outlet Rank Total (1 to 4) Cdo #2 = #VALUE! (diameter 1.88 = 1-9/16 inches) Vertical Orifice 1 0 0 1 Overflow Weir #2 Angle = #VALUE! (2.diameter 03 = 1-5/8 inches) Vertical Orifice 2 0 0 Boolean Underdrain Q at 100yr depth = 0.00 (diameter 2.20 = 1-11/16 inches) Overflow Weir 1 1 1 0 Max Depth VertOrifice1 Q at 100yr depth = 0.00 (2.diameter 36 = 1-3/4 inches) Overflow Weir 2 0 0 0 500yr Depth VertOrifice2 Q at 100yr depth = 0.00 (diameter 2.54 = 1-13/16 inches) Outlet Pipe 1 1 1 0 Freeboard (2.diameter 72 = 1-7/8 inches) Outlet Pipe 2 0 0 1 Spillway Count_User_Hydrographs 0 (diameter 2.90 = 1-15/16 inches) 0 Spillway Length CountA_3 (EURV & 100yr) = 1 3.09(diameter = 2 inches) FALSE Time Interval CountA_4 (100yr Only) = 1 (use 3.29 rectangular openings) Button Visibility Boolean COUNTA_5 (FSD Weir Only)= 0 0 WQCV Underdrain COUNTA_6 (EURV Weir Only)= 1 1 WQCV Plate 0 EURV-WQCV Plate Outlet1_Pulldown_Boolean 0 EURV-WQCV VertOriice Outlet2_Pulldown_Boolean 1 Outlet 90% Qpeak Outlet3_Pulldown_Boolean 0 Outlet Undetained 0 Weir Only 90% Qpeak 0 Five Year Ratio Plate 0 Five Year Ratio VertOrifice EURV_draintime_user Spillway Options Offset Overlapping S-A-V-D Chart Axis Default X-axis Left Y-Axis Right Y-Axis minimum bound 0.00 0 0 maximum bound 8.00 320,000 340 S-A-V-D Chart Axis Override X-axis Left Y-Axis Right Y-Axis minimum bound maximum bound DETENTION BASIN OUTLET STRUCTURE DESIGN MHFD-Detention, Version 4.00 (December 2019) 0 20 40 60 80 100 120 140 160 0.1 1 10 Outflow Hydrograph Workbook Filename: Inflow Hydrographs The user can override the calculated inflow hydrographs from this workbook with inflow hydrographs developed in a separate program. SOURCE CUHP CUHP CUHP CUHP CUHP CUHP CUHP CUHP CUHP Time Interval TIME WQCV [cfs] EURV [cfs] 2 Year [cfs] 5 Year [cfs] 10 Year [cfs] 25 Year [cfs] 50 Year [cfs] 100 Year [cfs] 500 Year [cfs] 5.00 min 0:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:05:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:10:00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.78 3.59 0:15:00 0.00 0.00 1.14 3.03 4.67 4.22 6.29 7.05 12.83 0:20:00 0.00 0.00 7.52 10.97 14.47 11.13 14.64 17.72 30.09 0:25:00 0.00 0.00 17.28 24.43 32.75 24.58 32.58 38.96 64.26 0:30:00 0.00 0.00 20.89 29.09 37.87 50.67 65.30 79.04 124.23 0:35:00 0.00 0.00 19.26 26.53 34.22 56.74 72.42 91.77 142.54 0:40:00 0.00 0.00 17.05 23.04 29.67 53.67 68.23 86.52 133.95 0:45:00 0.00 0.00 14.47 19.90 25.87 47.22 59.99 77.96 120.61 0:50:00 0.00 0.00 12.22 17.27 22.14 42.21 53.59 69.41 107.28 0:55:00 0.00 0.00 10.50 14.82 19.13 35.83 45.49 60.21 93.07 1:00:00 0.00 0.00 9.40 13.20 17.27 30.54 38.82 52.75 81.61 1:05:00 0.00 0.00 8.57 11.98 15.84 27.09 34.45 47.89 74.09 1:10:00 0.00 0.00 7.39 10.85 14.47 23.35 29.73 40.30 62.43 1:15:00 0.00 0.00 6.26 9.43 13.10 19.98 25.48 33.37 51.84 1:20:00 0.00 0.00 5.25 7.94 11.28 16.37 20.87 26.19 40.77 1:25:00 0.00 0.00 4.51 6.82 9.37 13.30 16.94 20.12 31.46 1:30:00 0.00 0.00 4.11 6.22 8.21 10.57 13.48 15.54 24.49 1:35:00 0.00 0.00 3.92 5.90 7.50 8.91 11.37 12.77 20.28 1:40:00 0.00 0.00 3.81 5.30 6.99 7.85 10.02 11.06 17.66 1:45:00 0.00 0.00 3.74 4.82 6.62 7.14 9.12 9.85 15.81 1:50:00 0.00 0.00 3.68 4.47 6.37 6.65 8.49 9.03 14.55 1:55:00 0.00 0.00 3.24 4.21 6.02 6.32 8.06 8.43 13.64 2:00:00 0.00 0.00 2.84 3.90 5.46 6.08 7.76 8.02 13.00 2:05:00 0.00 0.00 2.16 2.96 4.12 4.63 5.89 6.04 9.81 2:10:00 0.00 0.00 1.59 2.16 2.98 3.36 4.27 4.39 7.12 2:15:00 0.00 0.00 1.16 1.57 2.16 2.44 3.10 3.20 5.20 2:20:00 0.00 0.00 0.84 1.13 1.57 1.77 2.26 2.35 3.81 2:25:00 0.00 0.00 0.60 0.79 1.11 1.25 1.59 1.67 2.71 2:30:00 0.00 0.00 0.41 0.54 0.78 0.88 1.12 1.17 1.90 2:35:00 0.00 0.00 0.28 0.37 0.54 0.62 0.79 0.83 1.34 2:40:00 0.00 0.00 0.17 0.24 0.34 0.41 0.52 0.54 0.88 2:45:00 0.00 0.00 0.09 0.14 0.19 0.24 0.30 0.32 0.52 2:50:00 0.00 0.00 0.04 0.07 0.09 0.12 0.15 0.15 0.25 2:55:00 0.00 0.00 0.01 0.02 0.02 0.04 0.05 0.05 0.08 3:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:05:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:10:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:15:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:20:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:25:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:30:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:35:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:40:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:45:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:50:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:55:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:05:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:10:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:15:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:20:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:25:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:30:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Pond ID Storage (ac-ft) WQCV + EURV (ac-ft) Release Rate (cfs) Pond ID Final Storage (ac-ft)* WQCCV + EURV (ac-ft) Final Release Rate (cfs) Interim Pond B 1.429 0.098 95.9 Pond B 6.614 2.897 91.1 Interim Pond C 0.613 0.055 30.9 Pond C 3.53 1.914 29.6 Pond D N/A N/A N/A Pond D 0.305 0.118 5.8 Interim Pond E 0.943 0.225 31 Pond E 2.375 1.184 31.9 Pond F N/A N/A N/A Pond F 0.854 0.454 10.1 Interim Pond G 0.896 0.14 30.9 Pond G 3.625 1.92 33.1 Pond Summaries APPENDIX C SWMM ANALYSIS OF BOXELDER CREEK EPA STORM WATER MANAGEMENT MODEL - VERSION 5.1 (Build 5.1.013) -------------------------------------------------------------- INP file created on 12/26/2013 2:17:35 PM by tmartin with inpPINS version 0.0.2.0 Title/Notes: WARNING 04: minimum elevation drop used for Conduit 8 WARNING 04: minimum elevation drop used for Conduit 215 WARNING 04: minimum elevation drop used for Conduit 602L WARNING 04: minimum elevation drop used for Conduit 828D WARNING 04: minimum elevation drop used for Conduit 855D WARNING 04: minimum elevation drop used for Conduit 998 WARNING 04: minimum elevation drop used for Conduit P475 WARNING 04: minimum elevation drop used for Conduit 562_DUMMY ************* Element Count ************* Number of rain gages ...... 3 Number of subcatchments ... 214 Number of nodes ........... 426 Number of links ........... 432 Number of pollutants ...... 0 Number of land uses ....... 0 **************** Raingage Summary **************** Data Recording Name Data Source Type Interval ------------------------------------------------------------------------ 1 1-100yr INTENSITY 5 min. 2 2 INTENSITY 5 min. 3 3 INTENSITY 5 min. ******************* Node Inflow Summary ******************* ------------------------------------------------------------------------------------------------- Maximum Maximum Lateral Total Flow Lateral Total Time of Max Inflow Inflow Balance Inflow Inflow Occurrence Volume Volume Error Node Type CFS CFS days hr:min 10^6 gal 10^6 gal Percent ------------------------------------------------------------------------------------------------- 1 JUNCTION 0.00 128.76 0 07:32 0 12.2 0.000 2 JUNCTION 488.16 488.16 0 06:40 9.34 9.34 0.000 3 JUNCTION 908.83 908.83 0 06:40 11.2 11.2 0.000 10 JUNCTION 128.53 128.53 0 06:40 4.18 4.18 0.000 12 JUNCTION 274.18 274.18 0 06:40 2.58 2.58 0.000 15.2 JUNCTION 61.77 61.77 0 06:40 1 1 0.000 18 JUNCTION 149.14 149.14 0 06:40 5.45 5.45 -0.000 20 JUNCTION 602.14 602.14 0 06:40 10.1 10.1 0.000 28 JUNCTION 259.54 259.54 0 06:40 6.6 6.6 0.000 31 JUNCTION 309.06 309.06 0 06:40 9.07 9.07 0.000 32 JUNCTION 300.29 300.29 0 06:40 9.85 9.85 0.000 36 JUNCTION 409.70 1571.95 0 08:13 14 457 0.000 37 JUNCTION 147.82 147.82 0 06:40 2.25 2.25 0.000 38 JUNCTION 469.06 469.06 0 06:40 14.4 14.4 0.000 42 JUNCTION 69.13 69.13 0 06:40 2.43 2.43 0.000 43 JUNCTION 185.32 185.32 0 06:40 2.65 2.65 0.000 45 JUNCTION 64.69 64.69 0 06:40 2.36 2.36 0.000 46 JUNCTION 410.22 410.22 0 06:40 7.93 7.93 0.000 49 JUNCTION 274.73 274.73 0 06:40 8.64 8.64 0.000 50 JUNCTION 180.57 180.57 0 06:40 6.15 6.15 0.000 51 JUNCTION 376.43 376.43 0 06:45 10.9 10.9 0.000 54 JUNCTION 358.02 358.02 0 06:40 11 11 0.000 61 JUNCTION 128.52 128.52 0 06:40 1.55 1.55 0.000 62 JUNCTION 64.43 64.43 0 06:40 0.806 0.806 -0.000 64 JUNCTION 46.00 46.00 0 06:40 0.467 0.467 0.000 65 JUNCTION 43.12 43.12 0 06:40 0.408 0.408 0.000 66 JUNCTION 53.45 53.45 0 06:40 0.583 0.583 0.000 874 JUNCTION 0.00 6.61 0 06:41 0 0.0471 0.000 875 JUNCTION 0.00 36.11 0 06:41 0 0.371 0.000 877 JUNCTION 0.00 39.20 0 06:40 0 0.53 0.000 878 JUNCTION 0.00 18.34 0 06:41 0 0.0933 0.000 879 JUNCTION 0.00 22.64 0 06:41 0 0.271 -0.000 884 JUNCTION 0.00 3377.99 0 14:08 0 2.02e+03 0.000 886 JUNCTION 0.00 950.98 0 14:20 0 726 0.000 887 JUNCTION 0.00 2426.90 0 14:18 0 1.31e+03 0.000 889 JUNCTION 0.00 90.00 0 06:45 0 85.3 0.000 890 JUNCTION 0.00 40.15 1 12:00 0 32.8 0.000 891 JUNCTION 0.00 1408.42 0 09:23 0 439 0.000 905 JUNCTION 108.38 108.38 0 07:43 3.78 3.78 0.000 906 JUNCTION 36.89 36.89 0 07:59 6.1 6.1 0.000 909 JUNCTION 739.61 739.61 0 11:07 249 249 0.000 912 JUNCTION 0.00 0.00 0 00:00 0 0 0.000 gal 915 JUNCTION 2.04 2.04 0 07:43 0.0321 0.0321 0.000 918 JUNCTION 2513.13 2513.13 0 15:05 1.46e+03 1.46e+03 -0.000 921 JUNCTION 104.68 104.68 0 15:10 59.8 59.8 0.000 924 JUNCTION 165.65 165.65 0 15:11 117 117 0.000 926 JUNCTION 0.00 2790.26 0 16:03 0 1.69e+03 0.000 929 JUNCTION 0.00 179.97 0 12:48 0 148 0.000 930 JUNCTION 1253.64 1267.20 0 06:40 12.5 159 0.000 932 JUNCTION 0.00 2617.17 0 15:33 0 1.53e+03 -0.000 933 JUNCTION 1213.98 2781.95 0 15:46 13.2 1.66e+03 0.000 934 JUNCTION 138.46 950.97 0 14:30 5.42 732 0.000 935 JUNCTION 0.00 775.27 0 11:31 0 272 0.000 936 JUNCTION 0.00 960.53 0 06:41 0 295 0.000 938 JUNCTION 0.00 960.44 0 10:59 0 446 0.000 939 JUNCTION 0.00 5578.41 0 10:44 0 1.03e+03 0.000 941 JUNCTION 0.00 459.04 0 08:48 0 63 0.000 942 JUNCTION 0.00 1334.54 0 08:48 0 415 -0.000 943 JUNCTION 31.16 950.98 0 14:21 1.23 727 0.000 998 JUNCTION 125.00 125.00 0 00:00 182 182 0.000 7101 JUNCTION 155.34 6660.11 0 10:58 6.07 1.56e+03 0.000 7102 JUNCTION 308.89 308.89 0 06:40 11.7 11.7 -0.000 7111 JUNCTION 386.86 829.21 0 06:57 12 25.9 0.000 7121 JUNCTION 428.25 953.91 0 08:00 10.6 56.3 0.000 7122 JUNCTION 616.12 616.12 0 06:40 6.46 50.4 0.000 419 OUTFALL 127.68 127.68 0 06:40 4.01 4.01 0.000 421 OUTFALL 62.49 62.49 0 06:40 1.28 1.28 0.000 443 OUTFALL 0.00 146.76 0 06:43 0 2.66 0.000 901 OUTFALL 0.00 278.01 0 08:18 0 54.5 0.000 902 OUTFALL 0.00 332.83 0 07:21 0 204 0.000 903 OUTFALL 0.00 315.23 0 07:06 0 12 0.000 904 OUTFALL 0.00 661.59 0 11:37 0 398 0.000 907 OUTFALL 0.00 565.01 0 10:01 0 118 0.000 908 OUTFALL 0.00 108.38 0 07:43 0 3.78 0.000 913 OUTFALL 0.00 47.97 0 07:35 0 2.61 0.000 914 OUTFALL 0.00 274.21 0 07:27 0 14.7 0.000 916 OUTFALL 0.00 2621.77 0 15:13 0 1.57e+03 0.000 917 OUTFALL 0.00 49.17 0 06:45 0 1.34 0.000 919 OUTFALL 0.00 130.12 0 06:50 0 3.59 0.000 922 OUTFALL 0.00 150.61 0 06:46 0 4.32 0.000 895 OUTFALL 0.00 2426.90 0 14:21 0 1.31e+03 0.000 562_OUT OUTFALL 0.00 950.92 0 14:40 0 732 0.000 601 DIVIDER 0.00 6593.29 0 10:32 0 1.46e+03 0.000 608 DIVIDER 0.00 234.21 0 07:26 0 12.5 0.000 610 DIVIDER 0.00 1.50 0 08:09 0 0.0417 0.000 613 DIVIDER 0.00 250.12 0 07:21 0 11.4 0.000 615 DIVIDER 0.00 376.14 0 06:57 0 17.3 0.000 616 DIVIDER 0.00 0.01 0 08:27 0 3.35e-05 0.000 617 DIVIDER 365.46 442.32 0 06:47 4.01 19.6 0.000 618 DIVIDER 0.00 329.11 0 06:57 0 15.8 0.000 630 DIVIDER 0.00 44.05 0 06:41 0 0.469 0.000 631 DIVIDER 0.00 42.47 0 06:41 0 0.41 0.000 632 DIVIDER 0.00 57.54 0 06:41 0 0.623 0.000 633 DIVIDER 24.13 32.53 0 06:41 0.251 0.345 0.000 634 DIVIDER 0.00 27.73 0 06:41 0 0.351 0.000 804 DIVIDER 0.00 412.14 0 07:22 0 162 0.000 812 DIVIDER 0.00 767.05 0 11:50 0 280 0.000 828 DIVIDER 0.00 521.88 0 08:12 0 255 0.000 835 DIVIDER 0.00 778.05 0 06:42 0 11.2 0.000 842 DIVIDER 0.00 999.95 0 07:38 0 249 0.000 855 DIVIDER 0.00 511.88 0 08:15 0 254 0.000 885 DIVIDER 0.00 3377.89 0 14:17 0 2.04e+03 0.000 888 DIVIDER 0.00 130.15 1 12:00 0 118 0.000 Elapsed Time (hours) 0 10 20 30 40 50 60 Total Inflow (CFS) 3500.0 3000.0 2500.0 2000.0 1500.0 1000.0 500.0 0.0 Node 884 Total Inflow (CFS) Node 885 Total Inflow (CFS) Node 886 Total Inflow (CFS) Node 887 Total Inflow (CFS) INP file created on 12/26/2013 2:17:35 PM by tmartin with inpPINS version 0.0.2.0 SWMM 5 Page 1 EPA STORM WATER MANAGEMENT MODEL - VERSION 5.1 (Build 5.1.013) -------------------------------------------------------------- INP file created on 12/26/2013 2:17:35 PM by tmartin with inpPINS version 0.0.2.0 Title/Notes: WARNING 04: minimum elevation drop used for Conduit 8 WARNING 04: minimum elevation drop used for Conduit 215 WARNING 04: minimum elevation drop used for Conduit 602L WARNING 04: minimum elevation drop used for Conduit 828D WARNING 04: minimum elevation drop used for Conduit 855D WARNING 04: minimum elevation drop used for Conduit 998 WARNING 04: minimum elevation drop used for Conduit P475 WARNING 04: minimum elevation drop used for Conduit 562_DUMMY WARNING 08: elevation drop exceeds length for Conduit PondB(Interim) WARNING 08: elevation drop exceeds length for Conduit PondC(Interim) WARNING 08: elevation drop exceeds length for Conduit PondD WARNING 08: elevation drop exceeds length for Conduit PondE(Interim) WARNING 08: elevation drop exceeds length for Conduit PondG(Interim) ************* Element Count ************* Number of rain gages ...... 3 Number of subcatchments ... 213 Number of nodes ........... 430 Number of links ........... 436 Number of pollutants ...... 0 Number of land uses ....... 0 **************** Raingage Summary **************** Data Recording Name Data Source Type Interval ------------------------------------------------------------------------ 1 1-100yr INTENSITY 5 min. 2 2 INTENSITY 5 min. 3 3 INTENSITY 5 min. ******************** Subcatchment Summary ******************** Name Area Width %Imperv %Slope Rain Gage Outlet ----------------------------------------------------------------------------------------------------------- ESDF-Dam 155.00 6854.00 5.00 0.5000 1 7101 SB10 87.30 4480.00 5.00 1.5000 1 10 SB100 26.60 4983.00 25.00 1.8000 1 100 SB101 56.10 3052.00 5.00 0.8000 1 7295 SB102 285.30 13436.00 5.00 0.6000 1 7102 SB103 693.20 30200.00 16.00 1.5000 1 103 SB104 290.80 12600.00 14.00 3.6000 1 104 SB105 553.90 24130.00 5.00 3.1000 1 105 SB106 344.90 15000.00 5.00 0.6000 1 560 SB107 463.90 20210.00 5.00 0.9000 3 505 SB108 191.50 8340.00 5.00 3.9000 3 108 SB109 205.40 8940.00 11.00 5.0000 3 109 SB11 147.30 6420.00 6.00 1.1000 1 811 SB110 1241.00 54100.00 5.00 0.7000 3 568 SB111 499.10 21740.00 5.00 2.8000 3 7111 SB112 207.30 11300.00 5.00 5.3000 3 572 SB113 476.60 34600.00 5.00 4.1000 3 113 SB114 120.10 6550.00 5.00 2.5000 3 114 SB115 405.10 17650.00 5.00 3.5000 3 561 SB116 359.10 15650.00 5.00 0.7000 3 116 SB119 1094.00 47660.00 5.00 2.8000 3 119 SB12 27.50 23960.00 90.00 0.9000 1 12 SB120 224.70 12200.00 7.00 2.1000 3 575 SB121.1 201.20 8760.00 5.00 0.8000 3 7121 SB121.21 147.30 21500.00 52.00 0.8000 3 4121.21 SB121.22 148.10 6451.00 5.00 0.8000 3 7121 SB121.3 121.00 10540.00 19.00 0.8000 3 7121 SB67 17.00 2990.00 37.00 2.0000 1 67 SB68 10.00 1760.00 31.00 2.0000 1 68 SB69 3.30 720.00 43.00 2.0000 1 633 SB7 136.70 6270.00 10.00 0.6000 1 707 SB70 50.00 6730.00 30.00 2.0000 1 70 SB71 5.50 1600.00 10.00 2.2000 1 71 SB72 16.00 2850.00 5.00 0.7000 1 861 SB75 1422.00 61940.00 38.00 6.4000 2 476 SB76 2163.00 94220.00 24.00 3.0000 2 477 SB77 1180.00 51400.00 25.00 6.0000 2 475 SB78 1470.00 64030.00 5.00 1.9000 2 768 SB79 1401.50 61051.00 5.00 1.3000 2 79 SB8 36.90 8040.00 53.00 9.1000 1 808 SB80 34.90 4350.00 5.00 0.3000 1 80 SB81 139.20 6060.00 5.00 0.5000 1 934 SB84 26.00 1130.00 5.00 0.5000 1 563 SB86.1 90.30 3930.00 8.00 0.6000 1 564 SB86.2 36.00 10450.00 80.00 0.6000 1 486.2 SB86.3 120.20 17440.00 45.00 0.6000 1 486.3 SB87 46.18 6710.00 73.00 0.5000 1 617 SB88 133.30 29000.00 90.00 0.6000 1 930 SB89 171.32 38158.00 46.00 1.1000 1 933 SB9 22.10 1930.00 23.00 0.7000 1 809 SB90 174.62 15180.00 32.00 0.7000 1 790 SB91 43.50 1900.00 5.00 0.1000 1 943 SB92 68.50 3300.00 5.00 4.0000 1 92 SB93 104.90 5100.00 5.00 0.9000 1 565 SB94 149.62 6500.00 5.00 0.8000 1 539 SB95 372.40 16220.00 5.00 2.5000 1 795 SB96 63.07 2750.00 5.00 2.1000 1 918 SB97 109.79 4780.00 5.00 1.4000 1 544 SB98 25.70 1870.00 5.00 1.7000 1 98 SB99 108.10 4700.00 5.00 1.1000 1 799 BasinF 5.78 800.00 2.00 1.0000 1 885 ************ Node Summary 477 STORAGE 0.18 0.79 5182.39 0 10:34 0.79 486.2 STORAGE 2.17 4.75 4927.25 0 07:17 4.75 486.3 STORAGE 0.54 4.55 4925.65 0 07:32 4.55 490 STORAGE 0.02 0.36 5343.86 0 08:12 0.36 491 STORAGE 2.82 3.53 5303.63 1 21:41 3.53 492 STORAGE 0.24 0.89 5294.82 0 11:57 0.89 493 STORAGE 0.20 0.25 5226.22 0 08:42 0.25 495 STORAGE 0.56 2.52 5344.52 0 09:30 2.52 496 STORAGE 0.24 1.22 5440.01 0 08:39 1.22 4121.21 STORAGE 5.60 9.00 5170.74 0 07:04 9.00 4122.2 STORAGE 10.17 13.28 5164.10 0 07:18 13.28 4123.21 STORAGE 0.37 4.33 5209.13 0 08:05 4.33 4123.22 STORAGE 5.64 8.42 5202.42 0 08:15 8.42 4123.4 STORAGE 0.96 5.23 5173.89 0 08:05 5.23 4123.5 STORAGE 4.96 6.15 5156.97 0 07:39 6.15 4141.2 STORAGE 1.28 8.29 5218.89 0 08:07 8.29 ESDF-AB STORAGE 9.54 26.01 5012.81 0 14:54 26.01 ******************* Node Inflow Summary ******************* ------------------------------------------------------------------------------------------------- Maximum Maximum Lateral Total Flow Lateral Total Time of Max Inflow Inflow Balance Inflow Inflow Occurrence Volume Volume Error Node Type CFS CFS days hr:min 10^6 gal 10^6 gal Percent ------------------------------------------------------------------------------------------------- 1 JUNCTION 0.00 128.76 0 07:32 0 12.2 0.000 2 JUNCTION 488.16 488.16 0 06:40 9.34 9.34 0.000 3 JUNCTION 908.83 908.83 0 06:40 11.2 11.2 0.000 10 JUNCTION 128.53 128.53 0 06:40 4.18 4.18 0.000 12 JUNCTION 274.18 274.18 0 06:40 2.58 2.58 0.000 15.2 JUNCTION 61.77 61.77 0 06:40 1 1 0.000 18 JUNCTION 149.14 149.14 0 06:40 5.45 5.45 -0.000 20 JUNCTION 602.14 602.14 0 06:40 10.1 10.1 0.000 28 JUNCTION 259.54 259.54 0 06:40 6.6 6.6 0.000 837 JUNCTION 0.00 260.00 0 06:40 0 1.09 0.000 839 JUNCTION 115.30 409.49 0 06:52 1.08 227 0.000 841 JUNCTION 0.00 407.99 0 07:06 0 233 0.000 843 JUNCTION 0.00 616.93 0 07:38 0 22.3 0.000 844 JUNCTION 0.00 383.80 0 08:44 0 227 0.000 845 JUNCTION 0.00 957.88 0 07:35 0 247 0.000 848 JUNCTION 0.00 1466.81 0 07:58 0 443 0.000 850 JUNCTION 0.00 502.75 0 07:17 0 225 -0.000 856 JUNCTION 0.00 278.03 0 08:15 0 54.6 -0.000 857 JUNCTION 0.00 233.85 0 08:15 0 200 0.000 860 JUNCTION 0.00 88.20 0 06:41 0 3.55 0.000 861 JUNCTION 41.46 742.22 0 11:10 0.897 251 0.000 862 JUNCTION 0.00 743.95 0 11:11 0 252 0.000 863 JUNCTION 0.00 745.34 0 11:13 0 253 0.000 866 JUNCTION 0.00 776.57 0 11:14 0 264 0.000 869 JUNCTION 0.00 266.01 0 06:41 0 3.73 0.000 873 JUNCTION 0.00 37.43 0 06:41 0 0.422 0.000 874 JUNCTION 0.00 6.61 0 06:41 0 0.0471 0.000 875 JUNCTION 0.00 36.11 0 06:41 0 0.371 0.000 877 JUNCTION 0.00 39.20 0 06:40 0 0.53 0.000 878 JUNCTION 0.00 18.34 0 06:41 0 0.0933 0.000 879 JUNCTION 0.00 22.64 0 06:41 0 0.271 -0.000 884 JUNCTION 0.00 3377.99 0 14:08 0 2.02e+03 0.000 886 JUNCTION 0.00 951.12 0 14:20 0 728 0.000 887 JUNCTION 0.00 2427.17 0 14:18 0 1.31e+03 0.000 889 JUNCTION 0.00 90.00 0 06:45 0 85.3 0.000 890 JUNCTION 0.00 40.15 1 12:00 0 32.8 0.000 891 JUNCTION 0.00 1408.42 0 09:23 0 439 0.000 905 JUNCTION 108.38 108.38 0 07:43 3.78 3.78 0.000 906 JUNCTION 36.89 36.89 0 07:59 6.1 6.1 0.000 909 JUNCTION 739.61 739.61 0 11:07 249 249 0.000 912 JUNCTION 0.00 0.00 0 00:00 0 0 0.000 gal 915 JUNCTION 2.04 2.04 0 07:43 0.0321 0.0321 0.000 918 JUNCTION 2513.13 2513.13 0 15:05 1.46e+03 1.46e+03 -0.000 921 JUNCTION 104.68 104.68 0 15:10 59.8 59.8 0.000 924 JUNCTION 165.65 165.65 0 15:11 117 117 0.000 926 JUNCTION 0.00 2790.26 0 16:03 0 1.69e+03 0.000 929 JUNCTION 0.00 179.97 0 12:48 0 148 0.000 562_OUT OUTFALL 0.00 951.06 0 14:41 0 734 0.000 601 DIVIDER 0.00 6593.29 0 10:32 0 1.46e+03 0.000 608 DIVIDER 0.00 234.21 0 07:26 0 12.5 0.000 610 DIVIDER 0.00 1.50 0 08:09 0 0.0417 0.000 613 DIVIDER 0.00 250.12 0 07:21 0 11.4 0.000 615 DIVIDER 0.00 376.14 0 06:57 0 17.3 0.000 616 DIVIDER 0.00 0.01 0 08:27 0 3.35e-05 0.000 617 DIVIDER 365.46 442.32 0 06:47 4.01 19.6 0.000 618 DIVIDER 0.00 329.11 0 06:57 0 15.8 0.000 630 DIVIDER 0.00 44.05 0 06:41 0 0.469 0.000 631 DIVIDER 0.00 42.47 0 06:41 0 0.41 0.000 632 DIVIDER 0.00 57.54 0 06:41 0 0.623 0.000 633 DIVIDER 24.13 32.53 0 06:41 0.251 0.345 0.000 634 DIVIDER 0.00 27.73 0 06:41 0 0.351 0.000 804 DIVIDER 0.00 412.14 0 07:22 0 162 0.000 812 DIVIDER 0.00 767.05 0 11:50 0 280 0.000 828 DIVIDER 0.00 521.88 0 08:12 0 255 0.000 835 DIVIDER 0.00 778.05 0 06:42 0 11.2 0.000 842 DIVIDER 0.00 999.95 0 07:38 0 249 0.000 855 DIVIDER 0.00 511.88 0 08:15 0 254 0.000 885 DIVIDER 20.14 3378.02 0 14:17 0.298 2.04e+03 0.000 888 DIVIDER 0.00 130.15 1 12:00 0 118 0.000 928 DIVIDER 0.00 707.61 0 12:48 0 295 0.000 937 DIVIDER 0.00 1733.96 0 10:59 0 514 0.000 940 DIVIDER 0.00 1793.58 0 08:48 0 478 0.000 7424 DIVIDER 0.00 25.91 0 07:17 0 2.62 0.000 7446 DIVIDER 0.00 421.03 0 07:33 0 19.3 0.000 401 STORAGE 0.00 635.07 0 06:42 0 16.3 -0.000 402 STORAGE 0.00 1114.77 0 06:52 0 37 -0.000 403 STORAGE 11285.13 11285.13 0 06:40 157 157 -0.001 406 STORAGE 0.00 960.53 0 06:41 0 295 0.001 413 STORAGE 0.00 818.82 0 08:07 0 282 -0.000 415 STORAGE 190.69 217.28 0 06:40 2.12 3.37 0.001 415.4 STORAGE 325.81 325.81 0 06:40 4.39 4.72 0.002 416 STORAGE 17.91 51.89 0 08:05 0.548 11.1 -0.000 424 STORAGE 280.13 280.13 0 06:40 2.62 2.62 0.005 425 STORAGE 0.00 920.10 0 08:56 0 118 0.001 426 STORAGE 0.00 1408.42 0 09:23 0 439 -0.000 4123.5 STORAGE 385.65 385.65 0 06:40 5.12 8.39 0.001 4141.2 STORAGE 590.43 590.43 0 06:40 7.01 7.01 0.004 ESDF-AB STORAGE 0.00 6646.46 0 11:08 0 1.55e+03 0.001 ********************* Node Flooding Summary ********************* No nodes were flooded. ********************** Storage Volume Summary ********************** -------------------------------------------------------------------------------------------------- Average Avg Evap Exfil Maximum Max Time of Max Maximum Volume Pcnt Pcnt Pcnt Volume Pcnt Occurrence Outflow Storage Unit 1000 ft3 Full Loss Loss 1000 ft3 Full days hr:min CFS -------------------------------------------------------------------------------------------------- 401 341.111 7 0 0 1831.966 39 0 08:25 64.32 402 624.060 7 0 0 3535.129 41 0 08:27 278.81 403 10048.072 6 0 0 20045.968 12 0 08:28 158.93 406 1817.388 9 0 0 4822.967 24 0 12:48 707.61 413 1375.445 36 0 0 2365.835 61 0 11:46 767.17 415 113.422 18 0 0 402.448 62 0 08:22 6.10 415.4 136.883 18 0 0 561.525 72 0 08:16 10.37 416 388.316 75 0 0 471.279 91 0 11:56 39.18 424 25.028 9 0 0 247.371 88 0 07:17 25.91 425 513.599 9 0 0 3720.281 63 0 10:00 565.01 426 7325.640 62 0 0 10456.963 89 0 11:37 661.59 427 79.728 5 0 0 456.019 28 0 08:44 9.43 428 538.795 31 0 0 837.000 47 0 08:13 117.48 430 83.689 31 0 0 239.718 89 0 07:22 28.77 431 415.278 8 0 0 951.034 18 0 08:56 1386.59 432 1335.674 19 0 0 1572.703 23 0 20:57 0.00 433 1109.772 52 0 0 2031.781 95 0 08:29 10.00 SPILL_TO_DRY_CREEK DUMMY 108.38 0 07:43 562_DUMMY DUMMY 951.06 0 14:41 PondB(Interim) DUMMY 28.74 0 01:10 PondC(Interim) DUMMY 30.93 0 01:00 PondD DUMMY 5.76 0 01:04 PondE(Interim) DUMMY 31.05 0 00:55 PondG(Interim) DUMMY 30.88 0 00:49 401_OUT DUMMY 64.32 0 08:25 402_OUT DUMMY 278.81 0 08:27 403_OUT DUMMY 158.93 0 08:29 406_OUT DUMMY 707.61 0 12:48 4121.21_OUT DUMMY 135.13 0 07:04 4122.2_OUT DUMMY 24.67 0 07:18 4123.21_OUT DUMMY 13.93 0 08:05 4123.22_OUT DUMMY 12.40 0 08:15 4123.4_OUT DUMMY 46.16 0 08:05 4123.5_OUT DUMMY 55.97 0 07:39 413_OUT DUMMY 767.17 0 11:46 4141.2_OUT DUMMY 33.25 0 08:07 415.4_OUT DUMMY 10.37 0 08:16 415_OUT DUMMY 6.10 0 08:22 416_OUT DUMMY 39.18 0 11:56 424_OUT DUMMY 25.91 0 07:17 425_OUT DUMMY 565.01 0 10:01 426_OUT DUMMY 661.59 0 11:37 427_OUT DUMMY 9.43 0 08:44 428_OUT DUMMY 117.48 0 08:13 430_OUT DUMMY 28.77 0 07:22 431_OUT DUMMY 1386.59 0 08:56 432_OUT DUMMY 0.00 0 00:00 433_OUT DUMMY 10.00 0 06:16 435_OUT DUMMY 415.12 0 08:38 436_OUT DUMMY 1546.86 0 08:32 437_OUT DUMMY 346.74 0 07:33 438_OUT DUMMY 0.00 0 00:00 440_OUT DUMMY 3.00 0 06:21 441_OUT DUMMY 5.29 0 08:16 446_OUT DUMMY 421.03 0 07:33 Elapsed Time (hours) 0 10 20 30 40 50 60 3500.0 3000.0 2500.0 2000.0 1500.0 1000.0 500.0 0.0 Node PondC(Interim) Total Inflow (CFS) Node PondD Total Inflow (CFS) Node 885 Total Inflow (CFS) Subcatchment BasinF Runoff (CFS) INP file created on 12/26/2013 2:17:35 PM by tmartin with inpPINS version 0.0.2.0 SWMM 5 Page 1 Elapsed Time (hours) 0 10 20 30 40 50 60 1000.0 900.0 800.0 700.0 600.0 500.0 400.0 300.0 200.0 100.0 0.0 Node PondG(Interim) Lateral Inflow (CFS) Node 886 Total Inflow (CFS) INP file created on 12/26/2013 2:17:35 PM by tmartin with inpPINS version 0.0.2.0 SWMM 5 Page 1 Elapsed Time (hours) 0 10 20 30 40 50 60 Total Inflow (CFS) 2500.0 2000.0 1500.0 1000.0 500.0 0.0 Node PondE(Interim) Total Inflow (CFS) Node 887 Total Inflow (CFS) INP file created on 12/26/2013 2:17:35 PM by tmartin with inpPINS version 0.0.2.0 SWMM 5 Page 1 EPA STORM WATER MANAGEMENT MODEL - VERSION 5.1 (Build 5.1.013) -------------------------------------------------------------- INP file created on 12/26/2013 2:17:35 PM by tmartin with inpPINS version 0.0.2.0 Title/Notes: WARNING 04: minimum elevation drop used for Conduit 8 WARNING 04: minimum elevation drop used for Conduit 215 WARNING 04: minimum elevation drop used for Conduit 602L WARNING 04: minimum elevation drop used for Conduit 828D WARNING 04: minimum elevation drop used for Conduit 855D WARNING 04: minimum elevation drop used for Conduit 998 WARNING 04: minimum elevation drop used for Conduit P475 WARNING 04: minimum elevation drop used for Conduit 562_DUMMY WARNING 08: elevation drop exceeds length for Conduit PondB WARNING 08: elevation drop exceeds length for Conduit PondC WARNING 08: elevation drop exceeds length for Conduit PondD WARNING 08: elevation drop exceeds length for Conduit PondE WARNING 08: elevation drop exceeds length for Conduit PondF WARNING 08: elevation drop exceeds length for Conduit PondG ************* Element Count ************* Number of rain gages ...... 3 Number of subcatchments ... 212 Number of nodes ........... 431 Number of links ........... 437 Number of pollutants ...... 0 Number of land uses ....... 0 **************** Raingage Summary **************** Data Recording Name Data Source Type Interval 475 STORAGE 0.14 1.12 5232.12 0 09:13 1.12 476 STORAGE 0.25 0.72 5162.72 0 14:11 0.72 477 STORAGE 0.18 0.79 5182.39 0 10:34 0.79 486.2 STORAGE 2.17 4.75 4927.25 0 07:17 4.75 486.3 STORAGE 0.54 4.55 4925.65 0 07:32 4.55 490 STORAGE 0.02 0.36 5343.86 0 08:12 0.36 491 STORAGE 2.82 3.53 5303.63 1 21:41 3.53 492 STORAGE 0.24 0.89 5294.82 0 11:57 0.89 493 STORAGE 0.20 0.25 5226.22 0 08:42 0.25 495 STORAGE 0.56 2.52 5344.52 0 09:30 2.52 496 STORAGE 0.24 1.22 5440.01 0 08:39 1.22 4121.21 STORAGE 5.60 9.00 5170.74 0 07:04 9.00 4122.2 STORAGE 10.17 13.28 5164.10 0 07:18 13.28 4123.21 STORAGE 0.37 4.33 5209.13 0 08:05 4.33 4123.22 STORAGE 5.64 8.42 5202.42 0 08:15 8.42 4123.4 STORAGE 0.96 5.23 5173.89 0 08:05 5.23 4123.5 STORAGE 4.96 6.15 5156.97 0 07:39 6.15 4141.2 STORAGE 1.28 8.29 5218.89 0 08:07 8.29 ESDF-AB STORAGE 9.54 26.01 5012.81 0 14:54 26.01 ******************* Node Inflow Summary ******************* ------------------------------------------------------------------------------------------------- Maximum Maximum Lateral Total Flow Lateral Total Time of Max Inflow Inflow Balance Inflow Inflow Occurrence Volume Volume Error Node Type CFS CFS days hr:min 10^6 gal 10^6 gal Percent ------------------------------------------------------------------------------------------------- 1 JUNCTION 0.00 128.76 0 07:32 0 12.2 0.000 2 JUNCTION 482.18 482.18 0 06:40 9.19 9.19 0.000 3 JUNCTION 908.83 908.83 0 06:40 11.2 11.2 0.000 10 JUNCTION 128.53 128.53 0 06:40 4.18 4.18 0.000 12 JUNCTION 274.18 274.18 0 06:40 2.58 2.58 0.000 15.2 JUNCTION 61.77 61.77 0 06:40 1 1 0.000 18 JUNCTION 149.14 149.14 0 06:40 5.45 5.45 -0.000 834 JUNCTION 213.00 1813.69 0 08:31 6.1 477 0.000 836 JUNCTION 0.00 518.05 0 06:42 0 10.1 0.000 837 JUNCTION 0.00 260.00 0 06:40 0 1.09 0.000 839 JUNCTION 115.30 409.49 0 06:52 1.08 227 0.000 841 JUNCTION 0.00 407.99 0 07:06 0 233 0.000 843 JUNCTION 0.00 616.93 0 07:38 0 22.3 0.000 844 JUNCTION 0.00 383.80 0 08:44 0 227 0.000 845 JUNCTION 0.00 957.88 0 07:35 0 247 0.000 848 JUNCTION 0.00 1466.81 0 07:58 0 443 0.000 850 JUNCTION 0.00 502.75 0 07:17 0 225 -0.000 856 JUNCTION 0.00 278.03 0 08:15 0 54.6 -0.000 857 JUNCTION 0.00 233.85 0 08:15 0 200 0.000 860 JUNCTION 0.00 88.20 0 06:41 0 3.55 0.000 861 JUNCTION 41.46 742.22 0 11:10 0.897 251 0.000 862 JUNCTION 0.00 743.95 0 11:11 0 252 0.000 863 JUNCTION 0.00 745.34 0 11:13 0 253 0.000 866 JUNCTION 0.00 776.57 0 11:14 0 264 0.000 869 JUNCTION 0.00 266.01 0 06:41 0 3.73 0.000 873 JUNCTION 0.00 37.43 0 06:41 0 0.422 0.000 874 JUNCTION 0.00 6.61 0 06:41 0 0.0471 0.000 875 JUNCTION 0.00 36.11 0 06:41 0 0.371 0.000 877 JUNCTION 0.00 39.20 0 06:40 0 0.53 0.000 878 JUNCTION 0.00 18.34 0 06:41 0 0.0933 0.000 879 JUNCTION 0.00 22.64 0 06:41 0 0.271 -0.000 884 JUNCTION 0.00 3377.99 0 14:08 0 2.02e+03 0.000 886 JUNCTION 0.00 951.41 0 14:29 0 730 0.000 887 JUNCTION 0.00 2428.22 0 14:18 0 1.31e+03 0.000 889 JUNCTION 0.00 90.00 0 06:45 0 85.3 0.000 890 JUNCTION 0.00 40.15 1 12:00 0 32.8 0.000 891 JUNCTION 0.00 1408.42 0 09:23 0 439 0.000 905 JUNCTION 108.38 108.38 0 07:43 3.78 3.78 0.000 906 JUNCTION 36.89 36.89 0 07:59 6.1 6.1 0.000 909 JUNCTION 739.61 739.61 0 11:07 249 249 0.000 912 JUNCTION 0.00 0.00 0 00:00 0 0 0.000 gal 915 JUNCTION 2.04 2.04 0 07:43 0.0321 0.0321 0.000 918 JUNCTION 2513.13 2513.13 0 15:05 1.46e+03 1.46e+03 -0.000 921 JUNCTION 104.68 104.68 0 15:10 59.8 59.8 0.000 924 JUNCTION 165.65 165.65 0 15:11 117 117 0.000 919 OUTFALL 0.00 130.12 0 06:50 0 3.59 0.000 922 OUTFALL 0.00 150.61 0 06:46 0 4.32 0.000 895 OUTFALL 0.00 2428.21 0 14:21 0 1.31e+03 0.000 562_OUT OUTFALL 0.00 951.35 0 14:45 0 736 0.000 601 DIVIDER 0.00 6593.29 0 10:32 0 1.46e+03 0.000 608 DIVIDER 0.00 234.21 0 07:26 0 12.5 0.000 610 DIVIDER 0.00 1.50 0 08:09 0 0.0417 0.000 613 DIVIDER 0.00 250.12 0 07:21 0 11.4 0.000 615 DIVIDER 0.00 376.14 0 06:57 0 17.3 0.000 616 DIVIDER 0.00 0.01 0 08:27 0 3.35e-05 0.000 617 DIVIDER 365.46 442.32 0 06:47 4.01 19.6 0.000 618 DIVIDER 0.00 329.11 0 06:57 0 15.8 0.000 630 DIVIDER 0.00 44.05 0 06:41 0 0.469 0.000 631 DIVIDER 0.00 42.47 0 06:41 0 0.41 0.000 632 DIVIDER 0.00 57.54 0 06:41 0 0.623 0.000 633 DIVIDER 24.13 32.53 0 06:41 0.251 0.345 0.000 634 DIVIDER 0.00 27.73 0 06:41 0 0.351 0.000 804 DIVIDER 0.00 412.14 0 07:22 0 162 0.000 812 DIVIDER 0.00 767.05 0 11:50 0 280 0.000 828 DIVIDER 0.00 521.88 0 08:12 0 255 0.000 835 DIVIDER 0.00 778.05 0 06:42 0 11.2 0.000 842 DIVIDER 0.00 999.95 0 07:38 0 249 0.000 855 DIVIDER 0.00 511.88 0 08:15 0 254 0.000 885 DIVIDER 0.00 3378.79 0 14:17 0 2.04e+03 0.000 888 DIVIDER 0.00 130.15 1 12:00 0 118 0.000 928 DIVIDER 0.00 707.61 0 12:48 0 295 0.000 937 DIVIDER 0.00 1733.96 0 10:59 0 514 0.000 940 DIVIDER 0.00 1793.58 0 08:48 0 478 0.000 7424 DIVIDER 0.00 25.91 0 07:17 0 2.62 0.000 7446 DIVIDER 0.00 421.03 0 07:33 0 19.3 0.000 401 STORAGE 0.00 635.07 0 06:42 0 16.3 -0.000 402 STORAGE 0.00 1114.77 0 06:52 0 37 -0.000 403 STORAGE 11285.13 11285.13 0 06:40 157 157 -0.001 406 STORAGE 0.00 960.53 0 06:41 0 295 0.001 413 STORAGE 0.00 818.82 0 08:07 0 282 -0.000 415 STORAGE 190.69 217.28 0 06:40 2.12 3.37 0.001 415.4 STORAGE 325.81 325.81 0 06:40 4.39 4.72 0.002 416 STORAGE 17.91 51.89 0 08:05 0.548 11.1 -0.000 *********************** Outfall Loading Summary *********************** ----------------------------------------------------------- Flow Avg Max Total Freq Flow Flow Volume Outfall Node Pcnt CFS CFS 10^6 gal ----------------------------------------------------------- 408 9.95 20.59 331.69 2.979 411 69.56 14.16 194.67 14.317 417 5.26 38.59 139.52 2.950 419 6.78 40.67 127.68 4.008 421 5.02 17.58 62.49 1.284 443 11.16 16.38 146.76 2.658 901 98.27 38.16 278.01 54.529 902 98.22 143.14 332.83 204.428 903 30.38 27.10 315.23 11.974 904 88.30 310.16 661.59 398.236 907 88.34 92.12 565.01 118.326 908 4.75 54.77 108.38 3.779 913 17.46 10.27 47.97 2.607 914 11.97 84.72 274.21 14.746 916 92.63 1162.70 2621.77 1566.145 917 5.66 16.30 49.17 1.341 919 8.73 28.27 130.12 3.588 922 7.36 40.38 150.61 4.322 895 99.30 908.20 2428.21 1311.376 562_OUT 98.31 514.67 951.35 735.730 ----------------------------------------------------------- System 42.87 3578.90 951.35 4459.322 ******************** 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 ----------------------------------------------------------------------------- 2 CHANNEL 355.65 0 06:46 3.79 0.17 0.59 3 CHANNEL 778.05 0 06:42 3.72 0.09 0.37 4 CHANNEL 279.54 0 06:41 4.29 0.01 0.27 5 CHANNEL 925.11 0 06:41 5.95 0.03 0.45 6 CHANNEL 765.49 0 12:03 3.54 0.03 0.37 7 CHANNEL 223.21 0 07:21 3.38 0.02 0.42 8 DUMMY 331.69 0 06:40 10 CHANNEL 118.70 0 06:56 3.39 0.01 0.37 11 DUMMY 128.76 0 07:32 12 CONDUIT 227.72 0 06:42 2.53 0.04 0.28 13 CHANNEL 775.27 0 11:31 3.05 0.02 0.33 15.2 CONDUIT 47.18 0 06:46 4.36 0.17 0.43 16 CONDUIT 36.55 0 08:23 1.64 0.00 0.10 18 CONDUIT 136.17 0 06:51 2.06 0.01 0.16 20 CONDUIT 315.23 0 07:06 4.21 0.03 0.25 23 CONDUIT 51.25 0 06:51 2.31 0.00 0.10 24 CONDUIT 10.16 0 08:26 4.69 1.08 1.00 25 CHANNEL 920.10 0 08:56 4.06 0.92 0.96 26 CHANNEL 169.44 0 07:32 1.22 0.05 0.49 27 CHANNEL 128.13 0 06:56 3.69 0.02 0.40 28 CHANNEL 200.88 0 06:57 5.27 0.03 0.44 29 CHANNEL 682.09 0 06:47 4.89 0.04 0.36 30 CHANNEL 467.15 0 08:56 3.92 0.05 0.47 31 CHANNEL 221.45 0 07:16 4.97 0.04 0.46 32 CHANNEL 203.25 0 07:34 5.96 0.09 0.55 34 CHANNEL 1793.58 0 08:48 2.09 0.33 0.74 35 CHANNEL 467.59 0 08:10 8.64 0.06 0.51 36 CHANNEL 1561.49 0 08:24 3.74 0.25 0.69 37 CONDUIT 107.40 0 06:47 1.88 0.01 0.15 38 CHANNEL 458.90 0 06:51 5.22 0.03 0.46 41 CONDUIT 5.29 0 08:23 6.17 0.22 0.32 42 CONDUIT 62.72 0 06:56 2.48 0.01 0.14 P456 DUMMY 16.90 0 11:07 P475 DUMMY 1802.86 0 08:15 P477 DUMMY 1142.40 0 09:20 SPILL_TO_DRY_CREEK DUMMY 108.38 0 07:43 562_DUMMY DUMMY 951.35 0 14:45 PondB DUMMY 91.07 0 01:10 PondC DUMMY 29.61 0 01:15 PondD DUMMY 5.89 0 01:00 PondE DUMMY 31.88 0 01:00 PondF DUMMY 10.12 0 00:55 PondG DUMMY 33.14 0 01:10 401_OUT DUMMY 64.32 0 08:25 402_OUT DUMMY 278.81 0 08:27 403_OUT DUMMY 158.93 0 08:29 406_OUT DUMMY 707.61 0 12:48 4121.21_OUT DUMMY 135.13 0 07:04 4122.2_OUT DUMMY 24.67 0 07:18 4123.21_OUT DUMMY 13.93 0 08:05 4123.22_OUT DUMMY 12.40 0 08:15 4123.4_OUT DUMMY 46.16 0 08:05 4123.5_OUT DUMMY 55.97 0 07:39 413_OUT DUMMY 767.17 0 11:46 4141.2_OUT DUMMY 33.25 0 08:07 415.4_OUT DUMMY 10.37 0 08:16 415_OUT DUMMY 6.10 0 08:22 416_OUT DUMMY 39.18 0 11:56 424_OUT DUMMY 25.91 0 07:17 425_OUT DUMMY 565.01 0 10:01 426_OUT DUMMY 661.59 0 11:37 427_OUT DUMMY 9.43 0 08:44 428_OUT DUMMY 117.48 0 08:13 430_OUT DUMMY 28.77 0 07:22 431_OUT DUMMY 1386.59 0 08:56 432_OUT DUMMY 0.00 0 00:00 433_OUT DUMMY 10.00 0 06:16 435_OUT DUMMY 415.12 0 08:38 436_OUT DUMMY 1546.86 0 08:32 437_OUT DUMMY 346.74 0 07:33 Elapsed Time (hours) 0 10 20 30 40 50 60 Total Inflow (CFS) 3500.0 3000.0 2500.0 2000.0 1500.0 1000.0 500.0 0.0 Node PondB Total Inflow (CFS) Node 885 Total Inflow (CFS) Node PondC Total Inflow (CFS) Node PondD Total Inflow (CFS) INP file created on 12/26/2013 2:17:35 PM by tmartin with inpPINS version 0.0.2.0 SWMM 5 Page 1 Elapsed Time (hours) 0 10 20 30 40 50 60 Total Inflow (CFS) 1000.0 900.0 800.0 700.0 600.0 500.0 400.0 300.0 200.0 100.0 0.0 Node PondG Total Inflow (CFS) Node PondF Total Inflow (CFS) Node 886 Total Inflow (CFS) INP file created on 12/26/2013 2:17:35 PM by tmartin with inpPINS version 0.0.2.0 SWMM 5 Page 1 Elapsed Time (hours) 0 10 20 30 40 50 60 Total Inflow (CFS) 2500.0 2000.0 1500.0 1000.0 500.0 0.0 Node PondE Total Inflow (CFS) Node 887 Total Inflow (CFS) INP file created on 12/26/2013 2:17:35 PM by tmartin with inpPINS version 0.0.2.0 SWMM 5 Page 1 SWMM ID Ayers Associate Boxelder Basin Model 100-YR Flow Rates (cfs) Ultimate 100-YR Flow Rates (cfs) Increase in Flow Rates (cfs) % Change Node 884 3377.99 3377.99 0.00 0.00% Divider 885 3377.89 3378.79 0.90 0.03% Node 886 950.98 951.41 0.43 0.05% Node 887 2426.9 2428.22 1.32 0.05% SWMM ID Ayers Associate Boxelder Basin Model 100-YR Flow Rates (cfs) Interim 100-YR Flow Rates (cfs) Increase in Flow Rates (cfs) % Change Node 884 3377.99 3377.99 0.00 0.00% Divider 885 3377.89 3378.02 0.13 0.00% Node 886 950.98 951.12 0.14 0.01% Node 887 2426.9 2427.17 0.27 0.01% Existing v. Ultimate Flow Rates in Boxelder Cooper Slough Basin Existing v. Interim Flow Rates in Boxelder Cooper Slough Basin APPENDIX D EROSION CONTROL REPORT Gateway at Prospect Final Erosion Control Report A comprehensive Erosion and Sediment Control Plan (along with associated details) will be included with the final construction drawings. It should be noted, however, that any such Erosion and Sediment Control Plan serves only as a general guide to the Contractor. Staging and/or phasing of the BMPs depicted, and additional or different BMPs from those included may be necessary during construction, or as required by the authorities having jurisdiction. It shall be the responsibility of the Contractor to ensure erosion control measures are properly maintained and followed. The Erosion and Sediment Control Plan is intended to be a living document, constantly adapting to site conditions and needs. The Contractor shall update the location of BMPs as they are installed, removed or modified in conjunction with construction activities. It is imperative to appropriately reflect the current site conditions at all times. The Erosion and Sediment Control Plan shall address both temporary measures to be implemented during construction, as well as permanent erosion control protection. Best Management Practices from the Volume 3, Chapter 7 – Construction BMPs will be utilized. Measures may include, but are not limited to, silt fencing along the disturbed perimeter, gutter protection in the adjacent roadways and inlet protection at proposed storm inlets. Vehicle tracking control pads, spill containment and clean-up procedures, designated concrete washout areas, dumpsters, and job site restrooms shall also be provided by the Contractor. Grading and Erosion Control Notes can be found on Sheet EC1 and EC2 of the Utility Plans. The Utility Plans at final design will also contain a full-size Erosion Control Plan as well as a separate sheet dedicated to Erosion Control Details. In addition to this report and the referenced plan sheets, the Contractor shall be aware of, and adhere to, the applicable requirements outlined in any existing Development Agreement(s) of record, as well as the Development Agreement, to be recorded prior to issuance of the Development Construction Permit. Also, the Site Contractor for this project will be required to secure a Stormwater Construction General Permit from the Colorado Department of Public Health and Environment (CDPHE), Water Quality Control Division – Stormwater Program, before commencing any earth disturbing activities. Prior to securing said permit, the Site Contractor shall develop a comprehensive StormWater Management Plan (SWMP) pursuant to CDPHE requirements and guidelines. The SWMP will further describe and document the ongoing activities, inspections, and maintenance of construction BMPs. MAP POCKET DR1 – DRAINAGE EXHIBIT X X X X X X X X X X X X X X X / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / FO FO X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X OHE / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / X X X X X G G G T T OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE X E E T T / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / T T W S W FO W S W S W W W W W W W W W W S FO W W W I FO W W W W S W W W W W S W FO W T W W T S VAULT T ELEC CONTROL IRR VAULT ELEC T S V.P. GAS TEST STA VAULT ELEC T S TEST STA MH X X X / / / / / / / / X / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / X GAS GAS GAS CONTROL IRR CONTROL IRR F.O. F.O. F.O. ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC VAULT ELEC VAULT ELEC VAULT ELEC VAULT ELEC AC SS A1 B1 C1 E1 F1 G1 D1 D2 E3 C2 E2 BOX1 ZONING: LMN USE BOX2 G2 PUD1 ZONING: E USE ZONING: C USE ZONING: C USE ZONING: MMN USE e2 e3 c2 g2 b1 INTERIM POND B INTERIM POND C INTERIM POND G INTERIM POND E POND D OWNER: ANDERSON KENNTH E & JULIE ANN OWNER: DEADMOND LARRY L & NANCY K OWNER: CULBERT SON DAVID M OWNER: SEA STAR LIMITED PARTNERSHIP OWNER: DESELMS ROBERT A & K DENISE OWNER: 1303 FRONTAGE HOLDINGS LLC OWNER: GLANZ THOMAS J/LAURA P BOXELDER ESTATES 2ND OWNER: MOODY MARILYN JOANNE OWNER: WHITE WESLEY R ANGELA M OWNER: BADE CARLA M OWNER: K AND M COMPANY OWNER: BOARD OF GOVERNORS CSU SYSTEM OWNER: GLANZ THOMAS J LAURA P OWNER: NORMANDIN KIM W OWNER: JORDAN DAVID W OWNER: SILVERTIP REALTY LLC OWNER: HIXON TIMOTHY R OWNER: 913 SMITHFIELD LLC OWNER: R W PROPERTIES OWNER: AMERIGAS PROPANE LP OWNER: SCHNORR GARY L TRUST OWNER: CT ENTERPRISES LLC OWNER: 901 HOLDING COMPANY LLP OWNER: DAKA PROPERTIES LLC OWNER: FORNEY INDUSTRIES INC OWNER: 3824 CANAL LLC OWNER: 3800 CANAL DR LLC OWNER: AMERICAN BUILDERS AND CONTRACTORS OWNER: CANAL HOLDINGS LLC OWNER: BALLA INVESTMENTS LLC OWNER: RASS HOLDINGS LLC OWNER: RASS HOLDINGS LLC OWNER:DEAN ANDREW G OWNER: BALDWIN THOMAS R/JANELLE R OWNER: CROISSANT PETER A OWNER: SLATE ROBERT STEPHEN OWNER: SHEAFOR SHERYL OWNER: BEITZ MAYNARD L/CALISTA K OWNER: SLATE ROBERT STEPHEN OWNER: MARTINEZ RONALD A/LINDA M/SHANE M M/CAROLINA G OWNER: US MOBILE MODULAR OWNER: US MODULAR SALES CO OWNER: AMERIGAS PROPANE LP OWNER: SOUKUP REED M/CATHARINE K OWNER: COOPERSLEW OPENSPACE ASSN OWNER: 3445 KENWOOD DR LLC OWNER: SMITH MACKENZIE R OWNER: SULLIVAN SHERI SUE OWNER: BACA DAVID/LUCIE I OWNER: GRIEGO PATRICIA J TRUST OWNER: SECOR RAYMOND D/ANN D OWNER: RAINSBERGER NICHOLAS J OWNER: ROGERS ROY D/SHARON S OWNER: OAKES FAMILY TRUST OWNER: NEWTON GERRITT B OWNER: MCNEAL STEPHEN W OWNER: GEILENKIRCHEN GLEN J OWNER: WERTH GAIL R OWNER: LUNDE ERIK/LUCILE OWNER: PIOTROWSKI PETER MARK OWNER: DAVIDSON REED OWNER: MOWERY DEVELOPMENT LLC OWNER: 1303 FRONTAGE HOLDINGS LLC OWNER: 1303 FRONTAGE HOLDINGS LLC PROSPECT ROAD STREET B STREET E FRONTAGE ROAD SW FRONTAGE RD TEMPORARY SWALE EXISTING BOX CULVERTS EXISTING BOX CULVERTS FRONTAGE ROAD BOXELDER CREEK BOXELDER CREEK NATURAL HABITAT BUFFER ZONE BOXELDER CREEK NATURAL HABITAT BUFFER ZONE TRACT B TRACT D TRACT E TRACT G TRACT A TRACT F TRACT C UNDEVELOPED AND GREENBELT PROPOSED BRIDGE OR BOX CULVERT NODE 884 (PER AYERS ASSOCIATES SWMM MODEL) DIVIDER 885 (PER AYERS ASSOCIATES SWMM MODEL) NODE 887 (PER AYERS ASSOCIATES SWMM MODEL) NODE 886 (PER AYERS ASSOCIATES SWMM MODEL) BOXELDER CREEK 100-YR OVERFLOW CHANNEL CACHE LA POUDRE RIVER INLET ZONING: UE USE ZONING: UE USE ZONING LINE EXISTING 100-YR FLOODWAY PROPOSED 100-YR FLOODWAY KEYMAP / / / / / / / / / / / / / / / / / / / / / / / / PROSPECT RD INTERSTATE - 25 DR1 DRAINAGE EXHIBIT 22 CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. Call before you dig. R LEGEND: PROPOSED STORM SEWER PROPOSED CURB & GUTTER PROPERTY BOUNDARY PROPOSED STORM INLET EXISTING CURB & GUTTER PROPOSED OVERLAND FLOW EXISTING MAJOR CONTOUR PROPOSED MAJOR CONTOUR RUNOFF SUMMARY: A2 a3 DRAINAGE BASIN AREA DRAINAGE BASIN ID DRAINAGE BASIN MINOR/MAJOR COEFF. EXISTING STORM SEWER PROPOSED DIRECT FLOW BASIN DELINEATION 1. REFER TO "DRAINAGE REPORT FOR GATEWAY AT PROSPECT DATED" PREPARED BY NORTHERN ENGINEERING ON 06/08/2020 FOR ADDITIONAL INFORMATION. NOTES: ( IN FEET ) 0 1 INCH = 200 FEET 200 200 400 600 BASIN TOTAL AREA (acres) Tc (min) C2 C100 Q2 (cfs) Q100 (cfs) A1 29.57 65.6 0.01 0.49 0.39 66.66 B1 67.01 15.0 0.01 0.49 1.25 214.08 C1 23.88 13.9 0.01 0.49 0.47 79.74 C2 0.48 5.0 0.60 0.79 0.82 3.78 D1 2.11 5.0 0.01 0.49 0.06 10.29 D2 1.57 5.9 0.60 0.79 2.60 11.95 E1 14.43 10.6 0.01 0.49 0.31 53.53 E2 3.45 9.4 0.34 0.67 2.70 18.56 E3 0.97 5.0 0.60 0.79 1.65 7.60 F1 5.78 10.8 0.01 0.49 0.13 21.45 G1 23.26 12.5 0.01 0.49 0.47 80.22 G2 1.51 5.0 0.51 0.75 2.20 11.30 BOX1 3.58 9.2 0.01 0.49 0.08 14.07 BOX2 1.57 15.3 0.01 0.49 0.03 5.00 PUD1 3.13 25.0 0.01 0.49 0.04 7.63 Basin C (C1 and C2) 24.36 5.0 0.01 0.49 0.69 118.77 Basin D (D1 and D2) 3.68 5.0 0.26 0.63 2.73 23.08 Basin E (E1, E2, and E3) 18.85 5.0 0.06 0.52 3.22 97.52 Basin G (G1 and G2) 24.77 5.0 0.03 0.50 2.12 123.23 DR1 Sheet GATEWAY AT PROSPECT These drawings are instruments of service provided by Northern Engineering Services, Inc. and are not to be used for any type of construction unless signed and sealed by a Professional Engineer in the employ of Northern Engineering Services, Inc. NOT FOR CONSTRUCTION REVIEW SET E NGINEER ING N O R T H E RN FORT COLLINS: 301 North Howes Street, Suite 100, 80521 GREELEY: 820 8th Street, 80631 970.221.4158 northernengineering.com of 44 4:35:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:40:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:45:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:50:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:55:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:05:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:10:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:15:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:20:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:25:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:30:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:35:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:40:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:45:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:50:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:55:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DETENTION BASIN OUTLET STRUCTURE DESIGN FLOW [cfs] TIME [hr] 500YR IN 500YR OUT 100YR IN 100YR OUT 50YR IN 50YR OUT 25YR IN 25YR OUT 10YR IN 10YR OUT 5YR IN 5YR OUT 2YR IN 2YR OUT EURV IN EURV OUT WQCV IN WQCV OUT 0 1 2 3 4 5 6 0.1 1 10 100 PONDING DEPTH [ft] DRAIN TIME [hr] 500YR 100YR 50YR 25YR 10YR 5YR 2YR EURV WQCV 0 50 100 150 200 250 300 0 50,000 100,000 150,000 200,000 250,000 300,000 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 OUTFLOW [cfs] AREA [ft^2], VOLUME [ft^3] PONDING DEPTH [ft] User Area [ft^2] Interpolated Area [ft^2] Summary Area [ft^2] Volume [ft^3] Summary Volume [ft^3] Outflow [cfs] Summary Outflow [cfs] CUHP Predevelopment Peak Q (cfs) = N/A N/A 0.2 2.6 6.8 17.7 25.7 36.2 62.6 OPTIONAL Override Predevelopment Peak Q (cfs) = N/A N/A Predevelopment Unit Peak Flow, q (cfs/acre) = N/A N/A 0.01 0.10 0.27 0.71 1.04 1.46 2.53 Peak Inflow Q (cfs) = N/A N/A 20.9 29.1 37.9 56.7 72.4 91.8 142.5 Peak Outflow Q (cfs) = 0.3 0.4 0.3 0.4 3.8 13.3 23.3 33.1 74.7 Ratio Peak Outflow to Predevelopment Q = N/A N/A N/A 0.1 0.6 0.8 0.9 0.9 1.2 Structure Controlling Flow = Plate Overflow Weir 1 Plate Plate Overflow Weir 1 Overflow Weir 1 Overflow Weir 1 Outlet Plate 1 Spillway Max Velocity through Grate 1 (fps) = N/A N/A N/A N/A 0.2 0.7 1.3 1.9 2.0 Max Velocity through Grate 2 (fps) = N/A N/A N/A N/A N/A N/A N/A N/A N/A Time to Drain 97% of Inflow Volume (hours) = 38 82 64 82 87 84 82 80 74 Time to Drain 99% of Inflow Volume (hours) = 40 85 66 85 91 90 89 88 86 Maximum Ponding Depth (ft) = 2.52 3.34 2.96 3.28 3.52 3.79 3.99 4.28 4.84 Area at Maximum Ponding Depth (acres) = 1.10 1.70 1.66 1.69 1.72 1.75 1.77 1.80 1.86 Maximum Volume Stored (acre-ft) = 0.676 1.923 1.267 1.821 2.231 2.682 3.051 3.569 4.577 DETENTION BASIN OUTLET STRUCTURE DESIGN MHFD-Detention, Version 4.02 (February 2020) Gateway at Prospect Pond G - Future The user can override the default CUHP hydrographs and runoff volumes by entering new values in the Inflow Hydrographs table (Columns W through AF). Example Zone Configuration (Retention Pond) Calculated Total Basin Volume (Vtotal) = 3.065 acre-feet 26.50 564.8 380.5 214,936 4.934 3,298,385 75.721 27.00 568.8 384.5 218,733 5.021 3,406,801 78.209 27.50 572.8 388.5 222,562 5.109 3,517,123 80.742 28.00 576.8 392.5 226,424 5.198 3,629,369 83.319 28.50 580.8 396.5 230,317 5.287 3,743,553 85.940 29.00 584.8 400.5 234,243 5.377 3,859,691 88.606 29.50 588.8 404.5 238,200 5.468 3,977,801 91.318 30.00 592.8 408.5 242,190 5.560 4,097,897 94.075 After providing required inputs above including 1-hour rainfall depths, click 'Run CUHP' to generate runoff hydrographs using the embedded Colorado Urban Hydrograph Procedure. Volume (ft 3) Volume (ac-ft) Area (acre) DETENTION BASIN STAGE-STORAGE TABLE BUILDER Optional Override Area (ft 2) Length (ft) Optional Override Stage (ft) Stage (ft) Stage - Storage Description Area (ft 2) Width (ft) Gateway at Prospect Pond G - Future MHFD-Detention, Version 4.02 (February 2020) ExampleZone Configuration (Retention Pond) Pond G (Future) - Full Spectrum Detention.xlsm, Basin 4/16/2020, 3:34 PM 4:35:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:40:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:45:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:50:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:55:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:05:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:10:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:15:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:20:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:25:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:30:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:35:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:40:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:45:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:50:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:55:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DETENTION BASIN OUTLET STRUCTURE DESIGN 0.1 1 10 FLOW [cfs] TIME [hr] 500YR IN 500YR OUT 100YR IN 100YR OUT 50YR IN 50YR OUT 25YR IN 25YR OUT 10YR IN 10YR OUT 5YR IN 5YR OUT 2YR IN 2YR OUT EURV IN EURV OUT WQCV IN WQCV OUT 0 0.5 1 1.5 2 2.5 3 3.5 4 4.5 5 0.1 1 10 100 PONDING DEPTH [ft] DRAIN TIME [hr] 500YR 100YR 50YR 25YR 10YR 5YR 2YR EURV WQCV 0 20 40 60 80 100 120 0 10,000 20,000 30,000 40,000 50,000 60,000 70,000 80,000 90,000 0.00 1.00 2.00 3.00 4.00 5.00 6.00 OUTFLOW [cfs] AREA [ft^2], VOLUME [ft^3] PONDING DEPTH [ft] User Area [ft^2] Interpolated Area [ft^2] Summary Area [ft^2] Volume [ft^3] Summary Volume [ft^3] Outflow [cfs] Summary Outflow [cfs] CUHP Predevelopment Peak Q (cfs) = N/A N/A 0.1 0.9 2.2 5.5 8.1 11.1 19.2 OPTIONAL Override Predevelopment Peak Q (cfs) = N/A N/A Predevelopment Unit Peak Flow, q (cfs/acre) = N/A N/A 0.01 0.15 0.38 0.96 1.39 1.92 3.31 Peak Inflow Q (cfs) = N/A N/A 5.9 8.1 10.4 15.6 20.0 25.0 38.5 Peak Outflow Q (cfs) = 0.1 0.1 0.1 0.1 0.8 3.2 6.1 10.1 17.7 Ratio Peak Outflow to Predevelopment Q = N/A N/A N/A 0.1 0.4 0.6 0.8 0.9 0.9 Structure Controlling Flow = Plate Overflow Weir 1 Plate Plate Overflow Weir 1 Overflow Weir 1 Overflow Weir 1 Outlet Plate 1 Spillway Max Velocity through Grate 1 (fps) = N/A N/A N/A N/A 0.1 0.5 1.0 1.6 1.7 Max Velocity through Grate 2 (fps) = N/A N/A N/A N/A N/A N/A N/A N/A N/A Time to Drain 97% of Inflow Volume (hours) = 39 86 63 82 90 88 86 84 78 Time to Drain 99% of Inflow Volume (hours) = 40 89 66 85 94 94 93 92 90 Maximum Ponding Depth (ft) = 2.58 3.30 2.95 3.21 3.40 3.54 3.68 3.83 4.29 Area at Maximum Ponding Depth (acres) = 0.28 0.55 0.42 0.53 0.55 0.56 0.57 0.58 0.61 Maximum Volume Stored (acre-ft) = 0.159 0.459 0.287 0.410 0.508 0.592 0.665 0.757 1.032 DETENTION BASIN OUTLET STRUCTURE DESIGN MHFD-Detention, Version 4.02 (February 2020) Gateway at Prospect Pond F - Future The user can override the default CUHP hydrographs and runoff volumes by entering new values in the Inflow Hydrographs table (Columns W through AF). Example Zone Configuration (Retention Pond) Calculated Total Basin Volume (Vtotal) = 0.855 acre-feet 27.00 454.4 279.5 126,980 2.915 1,664,667 38.215 27.50 458.4 283.5 129,932 2.983 1,728,893 39.690 28.00 462.4 287.5 132,915 3.051 1,794,603 41.198 28.50 466.4 291.5 135,930 3.121 1,861,813 42.741 29.00 470.4 295.5 138,978 3.190 1,930,539 44.319 29.50 474.4 299.5 142,057 3.261 2,000,796 45.932 30.00 478.4 303.5 145,168 3.333 2,072,601 47.580 After providing required inputs above including 1-hour rainfall depths, click 'Run CUHP' to generate runoff hydrographs using the embedded Colorado Urban Hydrograph Procedure. Volume (ft 3) Volume (ac-ft) Area (acre) DETENTION BASIN STAGE-STORAGE TABLE BUILDER Optional Override Area (ft 2) Length (ft) Optional Override Stage (ft) Stage (ft) Stage - Storage Description Area (ft 2) Width (ft) Gateway at Prospect Pond F - Future MHFD-Detention, Version 4.02 (February 2020) ExampleZone Configuration (Retention Pond) Pond F (Future) - Full Spectrum Detention.xlsm, Basin 4/16/2020, 3:15 PM 4:35:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:40:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:45:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:50:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:55:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:05:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:10:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:15:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:20:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:25:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:30:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:35:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:40:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:45:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:50:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:55:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DETENTION BASIN OUTLET STRUCTURE DESIGN TIME [hr] 500YR IN 500YR OUT 100YR IN 100YR OUT 50YR IN 50YR OUT 25YR IN 25YR OUT 10YR IN 10YR OUT 5YR IN 5YR OUT 2YR IN 2YR OUT EURV IN EURV OUT WQCV IN WQCV OUT 0 1 2 3 4 5 6 7 0.1 1 10 100 PONDING DEPTH [ft] DRAIN TIME [hr] 500YR 100YR 50YR 25YR 10YR 5YR 2YR EURV WQCV 0 50 100 150 200 250 0 20,000 40,000 60,000 80,000 100,000 120,000 140,000 160,000 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 OUTFLOW [cfs] AREA [ft^2], VOLUME [ft^3] PONDING DEPTH [ft] User Area [ft^2] Interpolated Area [ft^2] Summary Area [ft^2] Volume [ft^3] Summary Volume [ft^3] Outflow [cfs] Summary Outflow [cfs] CUHP Predevelopment Peak Q (cfs) = N/A N/A 0.2 2.6 6.9 17.4 25.4 35.1 60.7 OPTIONAL Override Predevelopment Peak Q (cfs) = N/A N/A Predevelopment Unit Peak Flow, q (cfs/acre) = N/A N/A 0.01 0.14 0.36 0.92 1.35 1.86 3.22 Peak Inflow Q (cfs) = N/A N/A 14.4 21.0 28.4 44.2 57.2 74.1 116.6 Peak Outflow Q (cfs) = 0.1 0.3 0.2 0.3 4.1 17.7 29.7 31.9 79.1 Ratio Peak Outflow to Predevelopment Q = N/A N/A N/A 0.1 0.6 1.0 1.2 0.9 1.3 Structure Controlling Flow = Plate Overflow Weir 1 Plate Plate Overflow Weir 1 Overflow Weir 1 Outlet Plate 1 Outlet Plate 1 Spillway Max Velocity through Grate 1 (fps) = N/A 0.00 N/A N/A 0.2 1.0 1.7 1.8 1.9 Max Velocity through Grate 2 (fps) = N/A N/A N/A N/A N/A N/A N/A N/A N/A Time to Drain 97% of Inflow Volume (hours) = 38 79 62 79 81 78 76 73 66 Time to Drain 99% of Inflow Volume (hours) = 40 83 65 83 86 84 83 82 79 Maximum Ponding Depth (ft) = 2.80 4.21 3.48 4.10 4.40 4.75 4.98 5.59 6.27 Area at Maximum Ponding Depth (acres) = 0.52 0.60 0.56 0.60 0.62 0.64 0.65 0.69 0.74 Maximum Volume Stored (acre-ft) = 0.399 1.190 0.766 1.124 1.300 1.519 1.674 2.077 2.571 DETENTION BASIN OUTLET STRUCTURE DESIGN MHFD-Detention, Version 4.02 (February 2020) Gateway at Prospect Pond E - Future The user can override the default CUHP hydrographs and runoff volumes by entering new values in the Inflow Hydrographs table (Columns W through AF). Example Zone Configuration (Retention Pond) Length of Basin Floor (LFLOOR) = 209.1 ft 21.50 359.4 257.3 92,471 2.123 1,023,513 23.497 Width of Basin Floor (WFLOOR) = 107.1 ft 22.00 363.4 261.3 94,954 2.180 1,070,368 24.572 Area of Basin Floor (AFLOOR) = 22,393 ft 2 22.50 367.4 265.3 97,469 2.238 1,118,472 25.677 Volume of Basin Floor (VFLOOR) = 15,392 ft 3 23.00 371.4 269.3 100,016 2.296 1,167,842 26.810 Depth of Main Basin (HMAIN) = 3.28 ft 23.50 375.4 273.3 102,594 2.355 1,218,493 27.973 Length of Main Basin (LMAIN) = 235.4 ft 24.00 379.4 277.3 105,205 2.415 1,270,442 29.165 Width of Main Basin (WMAIN) = 133.3 ft 24.50 383.4 281.3 107,848 2.476 1,323,704 30.388 Area of Main Basin (AMAIN) = 31,378 ft 2 25.00 387.4 285.3 110,523 2.537 1,378,295 31.641 Volume of Main Basin (VMAIN) = 87,771 ft 3 25.50 391.4 289.3 113,229 2.599 1,434,232 32.925 Calculated Total Basin Volume (Vtotal) = 2.371 acre-feet 26.00 395.4 293.3 115,968 2.662 1,491,530 34.241 26.50 399.4 297.3 118,739 2.726 1,550,205 35.588 27.00 403.4 301.3 121,542 2.790 1,610,274 36.967 27.50 407.4 305.3 124,376 2.855 1,671,752 38.378 28.00 411.4 309.3 127,243 2.921 1,734,656 39.822 28.50 415.4 313.3 130,142 2.988 1,799,001 41.299 29.00 419.4 317.3 133,073 3.055 1,864,803 42.810 29.50 423.4 321.3 136,035 3.123 1,932,078 44.354 30.00 427.4 325.3 139,030 3.192 2,000,843 45.933 After providing required inputs above including 1-hour rainfall depths, click 'Run CUHP' to generate runoff hydrographs using the embedded Colorado Urban Hydrograph Procedure. Volume (ft 3 ) Volume (ac-ft) Area (acre) DETENTION BASIN STAGE-STORAGE TABLE BUILDER Optional Override Area (ft 2 ) Length (ft) Optional Override Stage (ft) Stage (ft) Stage - Storage Description Area (ft 2 ) Width (ft) Gateway at Prospect Pond E - Future MHFD-Detention, Version 4.02 (February 2020) Example Zone Configuration (Retention Pond) Pond E (Future) - Full Spectrum Detention.xlsm, Basin 4/16/2020, 2:57 PM 4:30:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:35:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:40:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:45:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:50:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:55:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:05:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:10:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:15:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:20:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:25:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:30:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:35:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:40:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:45:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:50:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:55:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DETENTION BASIN OUTLET STRUCTURE DESIGN 0.1 1 10 FLOW [cfs] TIME [hr] 500YR IN 500YR OUT 100YR IN 100YR OUT 50YR IN 50YR OUT 25YR IN 25YR OUT 10YR IN 10YR OUT 5YR IN 5YR OUT 2YR IN 2YR OUT EURV IN EURV OUT WQCV IN WQCV OUT 0 0.5 1 1.5 2 2.5 0.1 1 10 100 PONDING DEPTH [ft] DRAIN TIME [hr] 500YR 100YR 50YR 25YR 10YR 5YR 2YR EURV WQCV 0 20 40 60 80 100 120 0 5,000 10,000 15,000 20,000 25,000 30,000 35,000 40,000 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 OUTFLOW [cfs] AREA [ft^2], VOLUME [ft^3] PONDING DEPTH [ft] User Area [ft^2] Interpolated Area [ft^2] Summary Area [ft^2] Volume [ft^3] Summary Volume [ft^3] Outflow [cfs] Summary Outflow [cfs] CUHP Predevelopment Peak Q (cfs) = N/A N/A 0.0 0.5 1.3 3.3 4.7 6.5 11.3 OPTIONAL Override Predevelopment Peak Q (cfs) = N/A N/A Predevelopment Unit Peak Flow, q (cfs/acre) = N/A N/A 0.01 0.14 0.35 0.88 1.29 1.77 3.07 Peak Inflow Q (cfs) = N/A N/A 1.0 1.8 2.9 5.3 7.2 9.6 15.8 Peak Outflow Q (cfs) = 0.0 0.0 0.0 0.1 0.5 2.1 3.5 5.8 12.6 Ratio Peak Outflow to Predevelopment Q = N/A N/A N/A 0.1 0.4 0.6 0.7 0.9 1.1 Structure Controlling Flow = Plate Overflow Weir 1 Plate Overflow Weir 1 Overflow Weir 1 Overflow Weir 1 Overflow Weir 1 Overflow Weir 1 Spillway Max Velocity through Grate 1 (fps) = N/A N/A N/A 0.0 0.0 0.2 0.3 0.5 0.6 Max Velocity through Grate 2 (fps) = N/A N/A N/A N/A N/A N/A N/A N/A N/A Time to Drain 97% of Inflow Volume (hours) = 38 56 47 60 59 53 50 46 38 Time to Drain 99% of Inflow Volume (hours) = 40 61 50 65 65 63 61 59 53 Maximum Ponding Depth (ft) = 0.83 1.19 0.96 1.21 1.38 1.62 1.76 1.93 2.14 Area at Maximum Ponding Depth (acres) = 0.14 0.23 0.17 0.24 0.27 0.28 0.29 0.30 0.31 Maximum Volume Stored (acre-ft) = 0.052 0.119 0.070 0.124 0.164 0.230 0.273 0.324 0.388 The user can override the default CUHP hydrographs and runoff volumes by entering new values in the Inflow Hydrographs table (Columns W through AF). DETENTION BASIN OUTLET STRUCTURE DESIGN MHFD-Detention, Version 4.02 (February 2020) Gateway at Prospect Pond D Example Zone Configuration (Retention Pond) Calculated Total Basin Volume (Vtotal) = user acre-feet -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- DETENTION BASIN STAGE-STORAGE TABLE BUILDER Optional Override Area (ft 2) Length (ft) Optional Override Stage (ft) Stage (ft) Stage - Storage Description Area (ft 2) Width (ft) Gateway at Prospect Pond D MHFD-Detention, Version 4.02 (February 2020) Volume (ft 3) Volume (ac-ft) Area (acre) After providing required inputs above including 1-hour rainfall depths, click 'Run CUHP' to generate runoff hydrographs using the embedded Colorado Urban Hydrograph Procedure. ExampleZone Configuration (Retention Pond) Pond D - Full Spectrum Detention.xlsm, Basin 4/20/2020, 4:32 PM 4:30:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:35:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:40:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:45:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:50:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:55:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:05:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:10:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:15:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:20:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:25:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:30:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:35:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:40:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:45:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:50:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:55:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DETENTION BASIN OUTLET STRUCTURE DESIGN 0.1 1 10 FLOW [cfs] TIME [hr] 500YR IN 500YR OUT 100YR IN 100YR OUT 50YR IN 50YR OUT 25YR IN 25YR OUT 10YR IN 10YR OUT 5YR IN 5YR OUT 2YR IN 2YR OUT EURV IN EURV OUT WQCV IN WQCV OUT 0 0.5 1 1.5 2 2.5 3 3.5 4 4.5 5 0.1 1 10 100 PONDING DEPTH [ft] DRAIN TIME [hr] 500YR 100YR 50YR 25YR 10YR 5YR 2YR EURV WQCV 0 50 100 150 200 250 300 0 50,000 100,000 150,000 200,000 250,000 300,000 350,000 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 OUTFLOW [cfs] AREA [ft^2], VOLUME [ft^3] PONDING DEPTH [ft] User Area [ft^2] Interpolated Area [ft^2] Summary Area [ft^2] Volume [ft^3] Summary Volume [ft^3] Outflow [cfs] Summary Outflow [cfs] CUHP Predevelopment Peak Q (cfs) = N/A N/A 0.2 2.4 6.2 16.4 23.9 33.6 58.2 OPTIONAL Override Predevelopment Peak Q (cfs) = N/A N/A Predevelopment Unit Peak Flow, q (cfs/acre) = N/A N/A 0.01 0.10 0.25 0.67 0.98 1.38 2.39 Peak Inflow Q (cfs) = N/A N/A 19.8 27.5 35.7 53.5 68.3 86.2 134.0 Peak Outflow Q (cfs) = 0.3 0.4 0.3 0.3 2.9 10.2 18.3 29.9 61.6 Ratio Peak Outflow to Predevelopment Q = N/A N/A N/A 0.1 0.5 0.6 0.8 0.9 1.1 Structure Controlling Flow = Plate Overflow Weir 1 Plate Plate Overflow Weir 1 Overflow Weir 1 Overflow Weir 1 Overflow Weir 1 Spillway Max Velocity through Grate 1 (fps) = N/A N/A N/A N/A 0.1 0.6 1.0 1.7 1.9 Max Velocity through Grate 2 (fps) = N/A N/A N/A N/A N/A N/A N/A N/A N/A Time to Drain 97% of Inflow Volume (hours) = 39 83 65 83 89 88 86 84 77 Time to Drain 99% of Inflow Volume (hours) = 41 87 67 86 94 93 93 92 90 Maximum Ponding Depth (ft) = 2.52 3.29 2.96 3.24 3.44 3.66 3.85 4.07 4.55 Area at Maximum Ponding Depth (acres) = 1.10 2.21 1.67 2.11 2.35 2.37 2.40 2.42 2.49 Maximum Volume Stored (acre-ft) = 0.676 1.927 1.268 1.797 2.273 2.792 3.221 3.751 4.954 DETENTION BASIN OUTLET STRUCTURE DESIGN MHFD-Detention, Version 4.02 (February 2020) Gateway at Prospect Pond C - Future The user can override the default CUHP hydrographs and runoff volumes by entering new values in the Inflow Hydrographs table (Columns W through AF). Example Zone Configuration (Retention Pond) Calculated Total Basin Volume (Vtotal) = 3.600 acre-feet 26.50 633.2 412.2 260,985 5.991 4,155,416 95.395 27.00 637.2 416.2 265,182 6.088 4,286,957 98.415 27.50 641.2 420.2 269,412 6.185 4,420,604 101.483 28.00 645.2 424.2 273,673 6.283 4,556,374 104.600 28.50 649.2 428.2 277,967 6.381 4,694,283 107.766 29.00 653.2 432.2 282,292 6.481 4,834,346 110.981 29.50 657.2 436.2 286,649 6.581 4,976,580 114.247 30.00 661.2 440.2 291,039 6.681 5,121,001 117.562 After providing required inputs above including 1-hour rainfall depths, click 'Run CUHP' to generate runoff hydrographs using the embedded Colorado Urban Hydrograph Procedure. Volume (ft 3) Volume (ac-ft) Area (acre) DETENTION BASIN STAGE-STORAGE TABLE BUILDER Optional Override Area (ft 2) Length (ft) Optional Override Stage (ft) Stage (ft) Stage - Storage Description Area (ft 2) Width (ft) Gateway at Prospect Pond C - Future MHFD-Detention, Version 4.02 (February 2020) ExampleZone Configuration (Retention Pond) Pond C (Future) - Full Spectrum Detention.xlsm, Basin 4/20/2020, 3:44 PM 4:35:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:40:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:45:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:50:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:55:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:05:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:10:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:15:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:20:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:25:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:30:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:35:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:40:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:45:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:50:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:55:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DETENTION BASIN OUTLET STRUCTURE DESIGN TIME [hr] 500YR IN 500YR OUT 100YR IN 100YR OUT 50YR IN 50YR OUT 25YR IN 25YR OUT 10YR IN 10YR OUT 5YR IN 5YR OUT 2YR IN 2YR OUT EURV IN EURV OUT WQCV IN WQCV OUT 0 1 2 3 4 5 6 0.1 1 10 100 PONDING DEPTH [ft] DRAIN TIME [hr] 500YR 100YR 50YR 25YR 10YR 5YR 2YR EURV WQCV 0 100 200 300 400 500 600 700 0 100,000 200,000 300,000 400,000 500,000 600,000 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 OUTFLOW [cfs] AREA [ft^2], VOLUME [ft^3] PONDING DEPTH [ft] User Area [ft^2] Interpolated Area [ft^2] Summary Area [ft^2] Volume [ft^3] Summary Volume [ft^3] Outflow [cfs] Summary Outflow [cfs] CUHP Predevelopment Peak Q (cfs) = N/A N/A 0.7 7.6 19.8 51.7 75.2 105.7 182.4 OPTIONAL Override Predevelopment Peak Q (cfs) = N/A N/A Predevelopment Unit Peak Flow, q (cfs/acre) = N/A N/A 0.01 0.11 0.30 0.77 1.12 1.58 2.72 Peak Inflow Q (cfs) = N/A N/A 26.1 42.0 61.5 109.1 145.5 189.9 307.1 Peak Outflow Q (cfs) = 0.4 0.5 0.5 0.8 8.5 32.5 56.1 91.1 190.8 Ratio Peak Outflow to Predevelopment Q = N/A N/A N/A 0.1 0.4 0.6 0.7 0.9 1.0 Structure Controlling Flow = Plate Overflow Weir 1 Plate Overflow Weir 1 Overflow Weir 1 Overflow Weir 1 Overflow Weir 1 Overflow Weir 1 Spillway Max Velocity through Grate 1 (fps) = N/A N/A N/A 0.0 0.1 0.5 0.8 1.3 1.6 Max Velocity through Grate 2 (fps) = N/A N/A N/A N/A N/A N/A N/A N/A N/A Time to Drain 97% of Inflow Volume (hours) = 39 80 61 85 86 83 80 76 66 Time to Drain 99% of Inflow Volume (hours) = 40 83 63 88 91 90 89 87 84 Maximum Ponding Depth (ft) = 2.76 3.49 3.14 3.52 3.77 4.16 4.42 4.74 5.35 Area at Maximum Ponding Depth (acres) = 1.74 3.35 2.51 3.40 3.63 3.70 3.74 3.80 3.90 Maximum Volume Stored (acre-ft) = 1.104 2.929 1.908 2.996 3.892 5.321 6.326 7.533 9.843 The user can override the default CUHP hydrographs and runoff volumes by entering new values in the Inflow Hydrographs table (Columns W through AF). DETENTION BASIN OUTLET STRUCTURE DESIGN MHFD-Detention, Version 4.02 (February 2020) Gateway at Prospect Pond B (Future) Example Zone Configuration (Retention Pond) Calculated Total Basin Volume (Vtotal) = 6.607 acre-feet 27.00 862.0 420.0 362,062 8.312 6,081,895 139.621 27.50 866.0 424.0 367,206 8.430 6,264,210 143.806 28.00 870.0 428.0 372,382 8.549 6,449,106 148.051 28.50 874.0 432.0 377,590 8.668 6,636,598 152.355 29.00 878.0 436.0 382,830 8.789 6,826,701 156.719 29.50 882.0 440.0 388,102 8.910 7,019,433 161.144 30.00 886.0 444.0 393,407 9.031 7,214,809 165.629 After providing required inputs above including 1-hour rainfall depths, click 'Run CUHP' to generate runoff hydrographs using the embedded Colorado Urban Hydrograph Procedure. Volume (ft 3) Volume (ac-ft) Area (acre) DETENTION BASIN STAGE-STORAGE TABLE BUILDER Optional Override Area (ft 2) Length (ft) Optional Override Stage (ft) Stage (ft) Stage - Storage Description Area (ft 2) Width (ft) Gateway at Prospect Pond B - Future MHFD-Detention, Version 4.02 (February 2020) ExampleZone Configuration (Retention Pond) Pond B (Future) - Full Spectrum Detention.xlsm, Basin 4/16/2020, 2:37 PM TIME [hr] 500YR IN 500YR OUT 100YR IN 100YR OUT 50YR IN 50YR OUT 25YR IN 25YR OUT 10YR IN 10YR OUT 5YR IN 5YR OUT 2YR IN 2YR OUT EURV IN EURV OUT WQCV IN WQCV OUT 0 0.5 1 1.5 2 2.5 3 3.5 4 0.1 1 10 100 PONDING DEPTH [ft] DRAIN TIME [hr] 500YR 100YR 50YR 25YR 10YR 5YR 2YR EURV WQCV 0 5 10 15 20 25 30 35 40 0 5,000 10,000 15,000 20,000 25,000 30,000 35,000 40,000 45,000 50,000 0.00 1.00 2.00 3.00 4.00 5.00 6.00 OUTFLOW [cfs] AREA [ft^2], VOLUME [ft^3] PONDING DEPTH [ft] User Area [ft^2] Interpolated Area [ft^2] Summary Area [ft^2] Volume [ft^3] Summary Volume [ft^3] Outflow [cfs] Summary Outflow [cfs] CUHP Predevelopment Peak Q (cfs) = N/A N/A 0.2 2.6 6.8 17.7 25.7 36.2 62.6 OPTIONAL Override Predevelopment Peak Q (cfs) = N/A N/A Predevelopment Unit Peak Flow, q (cfs/acre) = N/A N/A 0.01 0.10 0.27 0.71 1.04 1.46 2.53 Peak Inflow Q (cfs) = N/A N/A 0.8 3.4 7.5 18.5 26.5 37.0 63.5 Peak Outflow Q (cfs) = 0.1 0.1 0.0 0.1 0.1 14.3 26.2 30.9 30.9 Ratio Peak Outflow to Predevelopment Q = N/A N/A N/A 0.0 0.0 0.8 1.0 0.9 0.5 Structure Controlling Flow = Plate Plate Plate Plate Plate Overflow Weir 1 Overflow Weir 1 N/A N/A Max Velocity through Grate 1 (fps) = N/A N/A N/A N/A N/A 0.0 0.1 0.1 0.1 Max Velocity through Grate 2 (fps) = N/A N/A N/A N/A N/A N/A N/A N/A N/A Time to Drain 97% of Inflow Volume (hours) = 38 44 35 70 116 112 105 97 80 Time to Drain 99% of Inflow Volume (hours) = 40 48 37 76 >120 >120 >120 118 108 Maximum Ponding Depth (ft) = 1.04 1.21 0.88 1.79 3.10 3.50 3.57 3.60 3.60 Area at Maximum Ponding Depth (acres) = 0.22 0.24 0.18 0.31 0.38 0.40 0.40 0.40 0.40 Maximum Volume Stored (acre-ft) = 0.103 0.142 0.071 0.301 0.750 0.905 0.937 0.949 0.949 The user can override the default CUHP hydrographs and runoff volumes by entering new values in the Inflow Hydrographs table (Columns W through AF). DETENTION BASIN OUTLET STRUCTURE DESIGN MHFD-Detention, Version 4.02 (February 2020) Gateway at Prospect Pond G - Interim Example Zone Configuration (Retention Pond) Calculated Total Basin Volume (Vtotal) = user acre-feet -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- DETENTION BASIN STAGE-STORAGE TABLE BUILDER Optional Override Area (ft 2) Length (ft) Optional Override Stage (ft) Stage (ft) Stage - Storage Description Area (ft 2) Width (ft) Gateway at Prospect Pond G - Interim MHFD-Detention, Version 4.02 (February 2020) Volume (ft 3) Volume (ac-ft) Area (acre) After providing required inputs above including 1-hour rainfall depths, click 'Run CUHP' to generate runoff hydrographs using the embedded Colorado Urban Hydrograph Procedure. ExampleZone Configuration (Retention Pond) Pond G (Interim) - Full Spectrum Detention.xlsm, Basin 4/21/2020, 9:37 AM 60 70 0.1 1 10 FLOW [cfs] TIME [hr] 500YR IN 500YR OUT 100YR IN 100YR OUT 50YR IN 50YR OUT 25YR IN 25YR OUT 10YR IN 10YR OUT 5YR IN 5YR OUT 2YR IN 2YR OUT EURV IN EURV OUT WQCV IN WQCV OUT 0 1 2 3 4 5 6 0.1 1 10 100 PONDING DEPTH [ft] DRAIN TIME [hr] 500YR 100YR 50YR 25YR 10YR 5YR 2YR EURV WQCV 0 5 10 15 20 25 30 35 40 0 10,000 20,000 30,000 40,000 50,000 60,000 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 OUTFLOW [cfs] AREA [ft^2], VOLUME [ft^3] PONDING DEPTH [ft] User Area [ft^2] Interpolated Area [ft^2] Summary Area [ft^2] Volume [ft^3] Summary Volume [ft^3] Outflow [cfs] Summary Outflow [cfs] 4:30:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:35:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:40:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:45:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:50:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:55:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:05:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:10:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:15:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:20:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:25:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:30:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:35:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:40:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:45:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:50:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:55:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DETENTION BASIN OUTLET STRUCTURE DESIGN CUHP Predevelopment Peak Q (cfs) = N/A N/A 0.2 2.6 6.9 17.4 25.4 35.1 60.7 OPTIONAL Override Predevelopment Peak Q (cfs) = N/A N/A Predevelopment Unit Peak Flow, q (cfs/acre) = N/A N/A 0.01 0.14 0.36 0.92 1.35 1.86 3.22 Peak Inflow Q (cfs) = N/A N/A 1.7 4.6 8.9 19.7 27.8 37.7 64.0 Peak Outflow Q (cfs) = 0.1 0.1 0.1 0.1 0.3 10.4 18.9 31.0 36.9 Ratio Peak Outflow to Predevelopment Q = N/A N/A N/A 0.0 0.0 0.6 0.7 0.9 0.6 Structure Controlling Flow = Plate Plate Plate Plate Overflow Weir 1 Overflow Weir 1 Overflow Weir 1 Spillway N/A Max Velocity through Grate 1 (fps) = N/A N/A N/A N/A 0.0 0.4 0.7 1.1 1.2 Max Velocity through Grate 2 (fps) = N/A N/A N/A N/A N/A N/A N/A N/A N/A Time to Drain 97% of Inflow Volume (hours) = 38 47 38 58 81 73 68 62 50 Time to Drain 99% of Inflow Volume (hours) = 40 50 41 63 89 85 81 78 71 Maximum Ponding Depth (ft) = 1.77 2.31 1.65 2.85 4.25 4.95 5.26 5.53 5.60 Area at Maximum Ponding Depth (acres) = 0.14 0.17 0.14 0.21 0.30 0.35 0.38 0.40 0.41 Maximum Volume Stored (acre-ft) = 0.140 0.226 0.123 0.326 0.678 0.904 1.013 1.118 1.151 The user can override the default CUHP hydrographs and runoff volumes by entering new values in the Inflow Hydrographs table (Columns W through AF). DETENTION BASIN OUTLET STRUCTURE DESIGN MHFD-Detention, Version 4.02 (February 2020) Gateway at Prospect Pond E - Interim Example Zone Configuration (Retention Pond) Length of Basin Floor (LFLOOR) = user ft -- -- -- -- Width of Basin Floor (WFLOOR) = user ft -- -- -- -- Area of Basin Floor (AFLOOR) = user ft 2 -- -- -- -- Volume of Basin Floor (VFLOOR) = user ft 3 -- -- -- -- Depth of Main Basin (HMAIN) = user ft -- -- -- -- Length of Main Basin (LMAIN) = user ft -- -- -- -- Width of Main Basin (WMAIN) = user ft -- -- -- -- Area of Main Basin (AMAIN) = user ft 2 -- -- -- -- Volume of Main Basin (VMAIN) = user ft 3 -- -- -- -- Calculated Total Basin Volume (Vtotal) = user acre-feet -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- DETENTION BASIN STAGE-STORAGE TABLE BUILDER Optional Override Area (ft 2 ) Length (ft) Optional Override Stage (ft) Stage (ft) Stage - Storage Description Area (ft 2 ) Width (ft) Gateway at Prospect Pond E - Interim MHFD-Detention, Version 4.02 (February 2020) Volume (ft 3 ) Volume (ac-ft) Area (acre) After providing required inputs above including 1-hour rainfall depths, click 'Run CUHP' to generate runoff hydrographs using the embedded Colorado Urban Hydrograph Procedure. Example Zone Configuration (Retention Pond) Pond E (Interim) - Full Spectrum Detention.xlsm, Basin 4/21/2020, 9:02 AM 4:30:00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.09 4:35:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.07 4:40:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.05 4:45:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.03 4:50:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.02 4:55:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 5:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:05:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:10:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:15:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:20:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:25:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:30:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:35:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:40:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:45:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:50:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:55:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DETENTION BASIN OUTLET STRUCTURE DESIGN TIME [hr] 500YR IN 500YR OUT 100YR IN 100YR OUT 50YR IN 50YR OUT 25YR IN 25YR OUT 10YR IN 10YR OUT 5YR IN 5YR OUT 2YR IN 2YR OUT EURV IN EURV OUT WQCV IN WQCV OUT 0 1 2 3 4 5 6 0.1 1 10 100 PONDING DEPTH [ft] DRAIN TIME [hr] 500YR 100YR 50YR 25YR 10YR 5YR 2YR EURV WQCV 0 10 20 30 40 50 60 0 5,000 10,000 15,000 20,000 25,000 30,000 35,000 40,000 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 OUTFLOW [cfs] AREA [ft^2], VOLUME [ft^3] PONDING DEPTH [ft] User Area [ft^2] Interpolated Area [ft^2] Summary Area [ft^2] Volume [ft^3] Summary Volume [ft^3] Outflow [cfs] Summary Outflow [cfs] CUHP Predevelopment Peak Q (cfs) = N/A N/A 0.2 2.4 6.2 16.4 23.9 33.6 58.2 OPTIONAL Override Predevelopment Peak Q (cfs) = N/A N/A Predevelopment Unit Peak Flow, q (cfs/acre) = N/A N/A 0.01 0.10 0.25 0.67 0.98 1.38 2.39 Peak Inflow Q (cfs) = N/A N/A 0.3 2.5 6.3 16.5 24.0 33.7 58.3 Peak Outflow Q (cfs) = 0.0 0.0 0.0 0.1 2.5 14.2 22.6 30.9 56.6 Ratio Peak Outflow to Predevelopment Q = N/A N/A N/A 0.0 0.4 0.9 0.9 0.9 1.0 Structure Controlling Flow = Plate Plate Plate Plate Overflow Weir 1 Overflow Weir 1 Overflow Weir 1 Outlet Plate 1 Spillway Max Velocity through Grate 1 (fps) = N/A N/A N/A N/A 0.1 0.8 1.3 1.8 1.9 Max Velocity through Grate 2 (fps) = N/A N/A N/A N/A N/A N/A N/A N/A N/A Time to Drain 97% of Inflow Volume (hours) = 38 41 34 80 106 89 80 69 47 Time to Drain 99% of Inflow Volume (hours) = 41 44 36 89 120 109 102 96 83 Maximum Ponding Depth (ft) = 0.71 0.80 0.54 2.11 3.44 3.77 3.94 4.25 4.98 Area at Maximum Ponding Depth (acres) = 0.11 0.11 0.10 0.16 0.22 0.24 0.25 0.28 0.33 Maximum Volume Stored (acre-ft) = 0.046 0.056 0.028 0.230 0.480 0.556 0.597 0.679 0.904 DETENTION BASIN OUTLET STRUCTURE DESIGN MHFD-Detention, Version 4.02 (February 2020) Gateway at Prospect Pond C - Interim The user can override the default CUHP hydrographs and runoff volumes by entering new values in the Inflow Hydrographs table (Columns W through AF). Example Zone Configuration (Retention Pond) Calculated Total Basin Volume (Vtotal) = user acre-feet -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- After providing required inputs above including 1-hour rainfall depths, click 'Run CUHP' to generate runoff hydrographs using the embedded Colorado Urban Hydrograph Procedure. Volume (ft 3) Volume (ac-ft) Area (acre) DETENTION BASIN STAGE-STORAGE TABLE BUILDER Optional Override Area (ft 2) Length (ft) Optional Override Stage (ft) Stage (ft) Stage - Storage Description Area (ft 2) Width (ft) Gateway at Prospect Pond C - Interim MHFD-Detention, Version 4.02 (February 2020) ExampleZone Configuration (Retention Pond) Pond C (Interim) - Full Spectrum Detention.xlsm, Basin 4/20/2020, 4:15 PM 4:35:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:40:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:45:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:50:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:55:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:05:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:10:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:15:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:20:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:25:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:30:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:35:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:40:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:45:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:50:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:55:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DETENTION BASIN OUTLET STRUCTURE DESIGN 200 0.1 1 10 FLOW [cfs] TIME [hr] 500YR IN 500YR OUT 100YR IN 100YR OUT 50YR IN 50YR OUT 25YR IN 25YR OUT 10YR IN 10YR OUT 5YR IN 5YR OUT 2YR IN 2YR OUT EURV IN EURV OUT WQCV IN WQCV OUT 0 1 2 3 4 5 6 7 0.1 1 10 100 PONDING DEPTH [ft] DRAIN TIME [hr] 500YR 100YR 50YR 25YR 10YR 5YR 2YR EURV WQCV 0 50 100 150 200 250 300 350 400 450 0 10,000 20,000 30,000 40,000 50,000 60,000 70,000 80,000 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 OUTFLOW [cfs] AREA [ft^2], VOLUME [ft^3] PONDING DEPTH [ft] User Area [ft^2] Interpolated Area [ft^2] Summary Area [ft^2] Volume [ft^3] Summary Volume [ft^3] Outflow [cfs] Summary Outflow [cfs] CUHP Predevelopment Peak Q (cfs) = N/A N/A 0.7 7.6 19.8 51.7 75.2 105.7 182.4 OPTIONAL Override Predevelopment Peak Q (cfs) = N/A N/A Predevelopment Unit Peak Flow, q (cfs/acre) = N/A N/A 0.01 0.11 0.30 0.77 1.12 1.58 2.72 Peak Inflow Q (cfs) = N/A N/A 0.7 7.6 19.8 51.7 75.2 105.7 182.4 Peak Outflow Q (cfs) = 0.1 0.1 0.0 6.8 19.7 51.5 75.1 95.9 182.3 Ratio Peak Outflow to Predevelopment Q = N/A N/A N/A 0.9 1.0 1.0 1.0 0.9 1.0 Structure Controlling Flow = Plate Overflow Weir 1 Plate Overflow Weir 1 Overflow Weir 1 Overflow Weir 1 Overflow Weir 1 Outlet Plate 1 Spillway Max Velocity through Grate 1 (fps) = N/A N/A N/A 0.1 0.4 1.1 1.6 2.0 2.2 Max Velocity through Grate 2 (fps) = N/A N/A N/A N/A N/A N/A N/A N/A N/A Time to Drain 97% of Inflow Volume (hours) = 37 39 34 28 14 3 2 2 2 Time to Drain 99% of Inflow Volume (hours) = 40 43 36 39 28 15 9 4 3 Maximum Ponding Depth (ft) = 2.05 2.22 1.54 2.65 3.05 3.68 4.04 5.60 6.48 Area at Maximum Ponding Depth (acres) = 0.08 0.09 0.05 0.11 0.14 0.18 0.21 0.33 0.43 Maximum Volume Stored (acre-ft) = 0.085 0.099 0.052 0.141 0.191 0.295 0.366 0.780 1.110 The user can override the default CUHP hydrographs and runoff volumes by entering new values in the Inflow Hydrographs table (Columns W through AF). DETENTION BASIN OUTLET STRUCTURE DESIGN MHFD-Detention, Version 4.02 (February 2020) Gateway at Prospect Pond B -Interim Example Zone Configuration (Retention Pond) Calculated Total Basin Volume (Vtotal) = user acre-feet -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- DETENTION BASIN STAGE-STORAGE TABLE BUILDER Optional Override Area (ft 2) Length (ft) Optional Override Stage (ft) Stage (ft) Stage - Storage Description Area (ft 2) Width (ft) Gateway at Prospect Pond B -Interim MHFD-Detention, Version 4.02 (February 2020) Volume (ft 3) Volume (ac-ft) Area (acre) After providing required inputs above including 1-hour rainfall depths, click 'Run CUHP' to generate runoff hydrographs using the embedded Colorado Urban Hydrograph Procedure. ExampleZone Configuration (Retention Pond) Pond B (Interim) - Full Spectrum Detention.xlsm, Basin 4/20/2020, 3:01 PM Point Basin Overland Flow ( ) (UDFCD USDCM, Volume 1, 3 1 5 0 . 395 1 . 1 S C L Ti − = Coefficient 10-year Composite Runoff Coefficient 100-year Composite Runoff Coefficient A1 29.57 0.00 0.00 0.00 0.00 0.00 0.00 0.00 29.57 2% 0.01 0.05 0.15 0.49 B1 67.01 0.40 0.00 13.56 52.96 0.00 0.00 0.00 0.09 46% 0.34 0.40 0.46 0.67 C1 23.88 0.00 0.00 0.00 0.00 0.00 23.88 0.00 0.00 80% 0.65 0.69 0.72 0.81 C2 0.48 0.48 0.00 0.00 0.00 0.00 0.00 0.00 0.00 76% 0.60 0.65 0.68 0.79 D1 2.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.11 2% 0.01 0.05 0.15 0.49 D2 1.57 0.00 1.57 0.00 0.00 0.00 0.00 0.00 0.00 78% 0.60 0.65 0.68 0.79 E1 14.43 0.00 0.00 0.00 0.00 14.04 0.00 0.00 0.39 68% 0.51 0.56 0.61 0.75 E2 3.45 2.04 0.00 0.00 0.18 0.00 0.00 0.00 1.22 48% 0.34 0.40 0.46 0.67 E3 0.97 0.97 0.00 0.00 0.00 0.00 0.00 0.00 0.00 76% 0.60 0.65 0.68 0.79 F1 5.78 0.00 0.31 0.00 0.00 0.00 5.47 0.00 0.00 80% 0.65 0.69 0.72 0.81 G1 23.26 0.00 0.42 0.00 0.00 0.00 22.83 0.00 0.00 80% 0.65 0.69 0.72 0.81 G2 1.51 0.00 1.31 0.00 0.00 0.00 0.00 0.00 0.20 68% 0.51 0.56 0.61 0.75 BOX1 3.58 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.58 2% 0.01 0.05 0.15 0.49 BOX2 1.57 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.57 2% 0.01 0.05 0.15 0.49 PUD1 3.13 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.13 2% 0.01 0.05 0.15 0.49 Total 182.30 3.89 3.62 13.56 53.15 14.04 52.19 0.00 41.86 49% 0.34 0.40 0.46 0.67 Combined Basins Basin C (C1 and C2) 24.36 0.48 0.00 0.00 0.00 0.00 23.88 0.00 0.00 80% 0.65 0.69 0.72 0.81 Basin D (D1 and D2) 3.68 0.00 1.57 0.00 0.00 0.00 0.00 0.00 2.11 35% 0.26 0.32 0.39 0.63 Basin E (E1, E2, and E3) 18.85 3.01 0.00 0.00 0.18 14.04 0.00 0.00 1.62 65% 0.51 0.56 0.61 0.75 Basin G (G1 and G2) 24.77 0.00 1.74 0.00 0.00 0.00 22.83 0.00 0.20 79% 0.60 0.65 0.68 0.79 BASIN % IMPERVIOUSNESS AND RUNOFF COEFFICIENT CALCULATIONS 2) Runoff Coefficients are taken from the Mile High Flood Control District, Chapter 6, Table 6-5, Soil Group C. 1) Percentage impervious taken from the Fort Collins Stormwater Criteria Manual, Chapter 5, Table 4.1-2 and Table 4.1-3 Point Basin Overland Flow ( ) (UDFCD USDCM, Volume 1, 3 1 5 0 . 395 1 . 1 S C L Ti − = Coefficient 10-year Composite Runoff Coefficient 100-year Composite Runoff Coefficient A1 29.57 0.00 0.00 0.00 0.00 0.00 0.00 0.00 29.57 2% 0.01 0.05 0.15 0.49 B1 67.01 0.40 0.00 0.00 0.00 0.00 0.00 0.00 66.61 2% 0.01 0.05 0.15 0.49 C1 23.88 0.00 0.00 0.00 0.00 0.00 0.00 0.00 23.88 2% 0.01 0.05 0.15 0.49 C2 0.48 0.48 0.00 0.00 0.00 0.00 0.00 0.00 0.00 76% 0.60 0.65 0.68 0.79 D1 2.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.11 2% 0.01 0.05 0.15 0.49 D2 1.57 0.00 1.57 0.00 0.00 0.00 0.00 0.00 0.00 78% 0.60 0.65 0.68 0.79 E1 14.43 0.00 0.00 0.00 0.00 0.00 0.00 0.00 14.43 2% 0.01 0.05 0.15 0.49 E2 3.45 2.04 0.00 0.00 0.00 0.00 0.00 0.00 1.41 46% 0.34 0.40 0.46 0.67 E3 0.97 0.97 0.00 0.00 0.00 0.00 0.00 0.00 0.00 76% 0.60 0.65 0.68 0.79 F1 5.78 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5.78 2% 0.01 0.05 0.15 0.49 G1 23.26 0.00 0.42 0.00 0.00 0.00 0.00 0.00 22.83 3% 0.01 0.05 0.15 0.49 G2 1.51 0.00 1.31 0.00 0.00 0.00 0.00 0.00 0.20 68% 0.51 0.56 0.61 0.75 BOX1 3.58 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.58 2% 0.01 0.05 0.15 0.49 BOX2 1.57 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.57 2% 0.01 0.05 0.15 0.49 PUD1 3.13 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.13 2% 0.01 0.05 0.15 0.49 Total 182.30 3.89 3.31 0.00 0.00 0.00 0.00 0.00 175.10 5% 0.03 0.08 0.17 0.50 Combined Basins Basin C (C1 and C2) 24.36 0.48 0.00 0.00 0.00 0.00 0.00 0.00 23.88 3% 0.01 0.05 0.15 0.49 Basin D (D1 and D2) 3.68 0.00 1.57 0.00 0.00 0.00 0.00 0.00 2.11 35% 0.26 0.32 0.39 0.63 Basin E (E1, E2, and E3) 18.85 3.01 0.00 0.00 0.00 0.00 0.00 0.00 15.84 14% 0.06 0.12 0.21 0.52 Basin G (G1 and G2) 24.77 0.00 1.74 0.00 0.00 0.00 0.00 0.00 23.03 7% 0.03 0.08 0.17 0.50 INTERIM BASIN % IMPERVIOUSNESS AND RUNOFF COEFFICIENT CALCULATIONS 2) Runoff Coefficients are taken from the Mile High Flood Control District, Chapter 6, Table 6-5, Soil Group C. 1) Percentage impervious taken from Fort Collins Stormwater Criteria Manual, Chapter 5, Table 4.1-2 and Table 4.1-3