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Home My WebLink AboutFOOTHILLS MALL REDEVELOPMENT - PDP - PDP120036 - SUBMITTAL DOCUMENTS - ROUND 1 - DRAINAGE REPORTStorm Water Management Plan for Foothills Redevelopment Fort Collins, Colorado RASN Project No. 3120115 Date: October 29, 2012 Revised: Page 2 Storm Water Management Plan for Foothills Redevelopment Fort Collins, Colorado Prepared by N. Clif Poynter, P.E. Project Manager R.A. Smith National, Inc. 16745 W. Bluemound Road, Suite 200 Brookfield, WI 53005-5938 Prepared for Walton Foothills Holdings, VI, LLC 5750 DTC Parkway, Suite 210 Greenwood Village, Colorado 80111 October 29, 2012 Revised: Page 3 TABLE OF CONTENTS CHAPTER I – GENERAL LOCATION AND DESCRIPTION.............................................................. 1 CHAPTER II – DRAINAGE BASINS AND SUBBASINS ....................................................................... 5 CHAPTER III – DRAINAGE DESIGN CRITIERIA ............................................................................... 7 CHAPTER IV – DRAINAGE FACILITY DESIGN ............................................................................... 11 CHAPTER V – CONCLUSIONS ............................................................................................................. 22 CHAPTER VI – REFERENCES .............................................................................................................. 23 CHAPTER VII – APPENDICES SUMMARY ........................................................................................ 24 APPENDICES APPENDICE 1 – CULVERT CALCULATIONS APPENDICE 2 – SWMMM CALCULATIONS APPENDICE 3 – STORM SEWER CALCULATIONS APPENDICE 4 – WATER QUALITY CALCULATIONS Page 1 I. GENERAL LOCATION AND DESCRIPTION A. Location The property is located in the City of Fort Collins, Larimer County Colorado. 1. Vicinity Map at 1:1200 Page 2 2. Township, range, section, ¼ section LOCATED IN THE SOUTHWEST QUARTER OF SECTION 25, TOWNSHIP 7 NORTH, RANGE 69 WEST OF THE 6TH PRINCIPAL MERIDIAN, CITY OF FORT COLLINS, COUNTY OF LARIMER, STATE OF COLORADO B. Description of Property 1. Area in acres = 76.44 2. Ground cover (type of trees, shrubs, vegetation, general soil conditions, topography, and slope): a. In the existing condition the site is a commercial retail mall with outlots. The groundcover is mostly impervious parking, walks and buildings. Trees and other formal vegetation are present in landscape areas onsite. The site falls roughly 32 feet from SW to NE and drains to the NE corner into a unnamed stream. Existing slopes vary from 1 to 10% in the paved areas onsite and up to 3:1 in the landscape areas. A full soils report is underway for the site and is not completed as of the publish time of this report. However here is the USDA mapping for the site. Page 3 3. Major drainage ways: a. The Larimer County Ditch No. 2 passes thru the SW corner of the site and a portion of it will need to be relocated for this project. The Project Developer is coordinating with the Ditch Owners to facilitate this relocation. b. There is a Large (60”) storm sewer which cuts thru the north end of the project site and conveys offsite drainage from the west thru our site. This system will be protected in place. 4. General project description: a. Redevelopment of an existing retail mall and outlots. Portions of the existing mall will remain, however roughly 70% of the site will be fully redeveloped. 5. Irrigation facilities: a. The majority of the existing landscaped areas onsite are irrigated. Along with the redevelopment of these areas, new irrigation facilities will be installed. 6. Proposed land use a. Commercial, Entertainment and retail Page 4 C. Floodplain Submittal Requirements No floodplains exist onsite – below is a copy of the FIRM for the area: Page 5 II. DRAINAGE BASINS AND SUB-BASINS A. Major Basin Description: a. Project Site is located fully within the Foothills Basin as designated in the City’s overall master storm water planning. 1. Major basin drainage characteristics, existing and planned land uses a. Based on the City’s February 2011 Storm water Report – the area within the foothills basin contains area designated as; redevelopment, pre WW11 residential development and commercial areas (mostly located along College Avenue). The majority of the basin is pre WW11 residential development and the project site is located in an area designated as redevelopment. 2. Identification of all irrigation facilities within the basin, which will influence or be influenced by the local drainage design: a. Larimer County Number 1 and 2 ditches cross the Foothills basin. Locally the No. 2 ditch crosses the site receives a runoff from a portion of the SW corner of this site and conveys it south. Per the requirements of the City and the Ditch Company, runoff from this area will be redirected out of the irrigation ditch and to the NE corner of the property. This basin diversion is included in the SWMM model prepared for this project and is discussed in more detail below. Page 6 B. Sub-Basin Descriptions a. Discussion of historic and proposed drainage patterns of the property in question i. In the existing condition the site has 3 drainage sub-basins. 1. There is the roughly 3.1 acre sized subbasin located between the Existing No. 2 Ditch and College Ave in the SW corner of the site that drains to the No. 2 Ditch. 2. A the SE corner of the site there is roughly 1.7 acres of the site which drains to the south along Stanford Avenue to Warren Lake. 3. Lastly there is the remainder of the site which drains to the NE corner. Below is a map of these 3 areas. The shaded area is the site, the red is the subbasin limits (from the City’s Foothills Basin Model) and the purple numbers in circles correspond to the numbered areas above: b. Discussion of offsite drainage flow patterns and impact on development under existing and fully developed basin conditions: i. In the developed condition sub-basins 1 and 2 will be added to basin 3 and will discharge at the current location of the discharge for basin 3 at the NE corner of the site. Page 7 III. DRAINAGE DESIGN CRITERIA A. Regulations: Discussion of the optional provisions selected or the deviation from the criteria, if any, and its justification. a. This project will comply with applicable city requirements for storm water drainage, storm water management and water quality excepting the following: i. We request that we be able to extend walls to wrap around more than just 2 sides for the Sand Filters. In no case will the filters be fully enclosed in walls. ii. Also we request deviation from the max wall height of 30” (the proposed max height is 5’)around these filters on the condition that there are railings or other obstacles present along the top edge. B. Discussion on how the Directly Connected Impervious Area (DCIA) is being minimized and or disconnected and discussion on how compliance with the "Four Step Process" is being implemented. a. The following features are included in the site’s redevelopment to meet these goals: i. Impervious area is reduced in the redeveloped condition (by roughly 6%) ii. Where feasible to work with the existing infrastructure to remain, parking areas drain to BMP’s designed to slow the time of concentration and remove pollutants. Page 8 C. Development Criteria Reference and Constraints a. Discussion of previous drainage studies (i.e., project master plans) for the site in question that influence or are influenced by the drainage design and how the plan will affect drainage design for the site. i. A previous study prepared in 1987 by Stewart & Associates has been provided by the City of Fort Collins. It details Two detention ponds which were constructed as a part of the expansion of the Mall in the late 1980’s. One pond of 9700cf and another of 15,782 cf for a total of 25,482 cf. This storage will be replaced in the Sand Filters and bioswales onsite as modeled in the SWMM model for the project and as summarized in the below table. Water Quality BMP ID Volume Req (cf) Volume Provided (cf) Depth (in) Rain Garden 1 1,566 2,325 6 Rain Garden 5 3,263 4,250 12 Rain Garden 6 4,015 5,150 12 Rain Garden 8 1,071 1,275 12 Rain Garden 9 455 1,139 12 Rain Garden 11 4,068 7,258 12 Rain Garden 14 3,480 4,388 12 Rain Garden 16 1,204 1,391 12 Rain Garden 23 1,472 1,944 12 Rain Garden 27 1,124 1,800 12 Rain Garden 28 1,258 2,700 12 Rain Garden 29 5,996 7,928 12 Rain Garden 30 1,419 2,800 12 Rain Garden 31 937 1,296 12 Rain Garden 32 509 2,350 12 Rain Garden 33 2,711 3,900 12 Sand Filter 1 24,842 31,080 36 Sand Filter 2 15,056 22,800 36 Sand Filter 4 5,751 5,920 19.2 Total 80,195 111,691 A total of 111,691 cf of storage is proposed on the project in the on-surface BMP’s. Page 9 a. Discussion of the effects of adjacent drainage studies. i. To our knowledge and inquires to the City there are no other previous drainage studies that would affect this site D. Discussion of the drainage impact of site constraints such as streets, utilities, rapid transit, existing structures, and development or site plan. a. The redevelopment plan is to keep the mall operating during redevelopment of the site. To facilitate this, existing infrastructure that can be reused shall be. This includes portions of the site’s parking lots, road infrastructure and utilities. Page 10 Hydrological Criteria 1. Identify design rainfall a. The rainfall used in the SWMM modeling was provided by the City of fort Collins and matches the values present in the city’s Drainage Policy Vol.1. b. The rainfall used in the Storm System Modeling matches the values present in the city’s Drainage Policy Vol.1 chapter 4 section 4. 2. Identify runoff calculation method a. SWMM for the Stormwater management modeling and Rational method for the Storm sewer design. 3. Identify detention discharge and storage calculation method a. SWMM 4. Identify design storm recurrence intervals a. SWMM for the 100year event for the Stormwater Management. The storm sewer design is the 2 year with the major flood routing above that being the 100 year event. 5. Discussion and justification of other assumptions or calculation methods used that are not referenced by the criteria. a. N/A E. Hydraulic Criteria 1. Identify various capacity references a. The minor drainage system and WQ devices have been designed to convey the 2 year storm 2. Discussion of other drainage facility design criteria used that are not referenced in the criteria a. None known 3. If there are proposed modifications to areas within the 100-year floodplain or floodway, a "Floodplain Modeling Report" must be submitted a. No impacts to mapped flood areas are proposed 4. If there are proposed modifications to a natural drainage way where a 100-year floodplain has not been designated, a "Floodplain Modeling Study" must be submitted a. There are no impacts to any natural drainage ways proposed F. Floodplain Regulations Compliance a. Complete a "City of Fort Collins Floodplain Review Checklist for 50% Submittals" that clearly states the intent to comply with all applicable City of Fort Collins floodplain regulations as specified in Chapter 10 of the City Code. i. No Floodplain impacts are proposed G. Modifications of Criteria a. N/A. 1. Identify provisions by section number for which a modification is requested 2. Provide justification for each modification requested Page 11 IV. DRAINAGE FACILITY DESIGN A. General Concept a. Discussion of concept and typical drainage patterns i. For Storm water management - As described above in Section II, there are 3 sub-basins on the site in the existing condition which will be combined into a single basin in the developed condition. ii. For local Storm System Design – The underground system is designed to convey and treat the 2 year event. For precipitation above this event the 2 year system will perform “under head conditions” and the major storm routing overland system will be used. The overland system is designed so that the maximum depth at any low spot will be less than 1’ deep and more often less than 9”. b. Discussion of compliance with off-site runoff considerations i. The Storm water management model (SWMM) prepared for this project indicate that the discharge leaving the site in the developed condition is significantly reduced from the existing condition. These results are discussed in depth below. c. Discussion of the content of tables, charts, figures, plates, or drawings presented in the report i. The modeling concept is fairly simplistic. We followed a stepped procedure as outlined below. The details for each step follow this section on following page in the order they are listed below: 1. History of the City’s Foothills Basin SWMM Model 2. Calculation of the existing and proposed “C” values. 3. Modification of the Existing condition SWMM model to more closely mimic the existing site conditions. 4. Calculation of the Existing Runoff and result. 5. Modification of the Proposed Condition Model a. Sand filter ponds – i. Stage Storage/Discharge Curves ii. Outlet Design concept – normal pool elevation iii. Overflow design concept - freeboard 6. Calculation of the Proposed Condition Runoff 7. Comparison of Existing Vs. Proposed runoff. 8. Discussion of Maintenance Access and easements 9. Discussion of easements and tracts for drainage purposes, including the conditions and limitations for use Page 12 1. History of the City’s Foothills Basin SWMM Model a. The model was previously prepared the by City and consultants to mimic the storm water flows in major drainage basins around the City. While somewhat general in nature, the model has been calibrated to closely model storm water flows being seen during rain events. This “real world” calibration is essential to creating a model that accurately depicts the flows from basins during actual rain events. This type of model is less theoretical and more real than most other types of modeling which are localized in nature., therefore the use of this model is preferred to more accurately predict the flows seen from development. 2. Calculation of the existing and proposed “C” values. a. Using the existing survey and the proposed development plan impervious areas were marked and added up. Below are the maps, the green areas are the areas counted as pervious. Page 13 Existing Condition Impervious Areas: Page 14 Proposed Condition Impervious Areas: Summary of Impervious Coverages: Total Site = 76.60 acres Existing Pervious Coverage = 10.09 Ac. – 13.2% Proposed Pervious Coverage = 14.85 Ac. – 19.4% Using Pervious “C”=0.4 and Non-Pervious “C”=0.9 Existing Runoff Coefficient=83.4 Proposed Runoff Coefficient=80.3 Cad files are available by emailing request to clif.poynter@rasmithnational.com Page 15 3. Modification of the Existing condition SWMM model to more closely mimic the existing site conditions. a. The existing model received from The City by Email on 10/16/2012 entitled” As-built 5-25-06.in” was revised in the following manner. i. The runoff coefficient for the basin number #25 was decreased from a 90 to a 84 to be more in line with the actual calculated coefficient from the impervious calculation. This was done so that the 3% decrease in the site’s impervious coverage could be accurately modeled. ii. The model was then renamed ” As-built 5-25-06-ex cond.in” iii. A digital copy of all models used are available by emailing a request to clif.poynter@rasmithnational.com Below is the Existing Condition Schematic Basin Map – The Site is shaded for Reference Page 16 4. Calculation of the Existing Runoff and result. a. The model was then run and the peak runoff at the reach downstream (reach #34) was 875.9 cfs. Page 17 5. Modification of the Proposed Condition Model a. The existing model created above was then further modified as follows: i. 3.1 Acres of Basin 17 were added to basin 25 ii. 1.5 Acres of Basin 36 were added to Basin 25 iii. Basins 98 and 99 were created out of basin 25 iv. Ponds 224 & 225 were added v. Reaches 221 and 222 were added vi. Basin 98 was directed to pond 224 (sand filter South) and then to reach 221 vii. Basin 99 was directed to pond 225 (sand filter North) and then to reach 222 viii. Reach 221 was directed to reach 222 and then to existing reach 34. ix. The model was renamed to “2012-10-25-FHM- MOD.in” Below is the Proposed Condition Schematic Basin Map – The changes are in Red for clarity Page 18 b. Sand filter ponds – i. There two sand filters onsite offer significant storm water detention along with their water quality benefit. Therefore they were included in the storm water design model. ii. Outlet Design concept – normal pool elevation 1. The outlets will consist of a vertical concrete riser with a grated top. The diameter of the riser will be sized to accommodate the 2 year storm overflow within the allowable freeboard. 2. The risers will be set to provide a maximum of 3’ depth of storage until the risers begin to overflow. iii. Overflow design concept – freeboard 1. The sand filters and risers will be designed with 1’ of Freeboard prior to their emergency overflow elevations. 2. Overflow spillways will be incorporated in the final design of the Sand filters to accommodate flows in excess of the 100 year event. These overflows will be 1’ deep, armored and set at locations so as to prevent damage during any overflows. iv. Stage Storage/Discharge Curves Page 19 For the Southern Sand Filter modeled with a Riser overflow, 3’ infiltration depth and Emergency Spillway. Page 20 For the Northern Sand Filter modeled with a Riser overflow, 3’ infiltration depth and Emergency Spillway. Page 21 6. Calculation of the Proposed Condition Runoff a. The Proposed condition Model was then run and the results check at Reach #34. 7. Comparison of Existing Vs. Proposed runoff. a. Existing condition at Reach 34 = 875.9 cfs b. Proposed condition at Reach 34 = 726.1 cfs c. A reduction of 149.8 cfs in the developed condition 8. Discussion of Maintenance Access and easements a. The sand filters are located such that there is a adequate access ways for maintenance vehicles and machines. 9. Discussion of easements and tracts for drainage purposes, including the conditions and limitations for use a. The Filters are located in easements which will allow the properties that use the filters and the City of Fort Collins adequate access when maintenance is required. See plat for more info. Page 22 V. CONCLUSIONS A. Compliance with Standards a. Compliance with Fort Collins Stormwater Criteria Manual i. This stormwater design complies with applicable components of the City of Fort Collins Stormwater Criteria Manual b. Compliance with the City’s Master Drainage Plan(s) i. This stormwater design complies with City of Fort Collins Master Drainage Plan c. Compliance with the City’s floodplain regulations i. There are no floodplain impacts from this project d. Compliance with all State and Federal regulations i. This stormwater design complies with State of Colorado and Federal requirements. B. Drainage Concept a. Effectiveness of drainage design to control damage from storm runoff i. As detailed in the attached calculations, this site in the proposed condition will be highly effective at significantly reducing runoff rates currently being seen downstream. b. Influence of proposed development on the Master Drainage Plan recommendation(s) i. It is recommended that the basins modeled for this project be included in the City’s overall basin model. ii. As the site’s use is not significantly changing (commercial use to commercial use) basin impacts are anticipated to be negligible. Page 23 VI. REFERENCES Reference all criteria and technical information used 1. Urban Drainage Storm Water Management Model – UDSWMM – Modified (MODSWMM) 2. AutoCad civil 3d 2012 hydroflow storm sewers (Storm Cad) 3. Hydroflow Hydrographs 2007 for Windows. Page 24 VII. APPENDICES SUMMARY A. Culvert Calculations – see app 1 B. Hydrologic Computations - See – app 2 a. Land use assumptions regarding adjacent properties i. Assumptions used are taken from the City provided SWMM model. b. Initial and major storm runoff at specific design points i. Reach 34 was determined by the City to be the critical design point. c. Historic and fully developed runoff computations at specific design points i. Provided in the above Calculations d. Hydrographs at critical design points i. Flood routing at critical points will be provided once the layout is finalized in future submittal. e. Time of concentration and runoff coefficients for each basin i. N/A for SWMM model C. Hydraulic Computations – see app 3 1. Storm sewer capacity. a. The capacity calculations are attached. 2. Street flow calculations for the 2-year and 100-year events regarding street encroachment, theoretical capacity, and allowable gutter flow a. Positive stormwater routing has been provided and the depths minimized. These calculations will be submitted once the site layout is finalized. 3. Storm inlet capacity including inlet control rating at connection(s) to storm sewer system a. Inlet capacity calculations will be provided once the site layout is finalized. 4. Open channel design a. N/A for this project 5. Check dam and/or channel drop design a. N/A for this project 6. Detention facility design including area/volume capacity, outlet capacity, soil analysis, and ground water table elevations a. N/A for this project 7. Downstream/outfall system capacity to the major drainageway system a. Connections to the existing storm system are being reused and rates are reduced. 8. Design of erosion protection measures for culverts, and storm sewer outlets. a. Please see submitted details. D. Letters of intent to acquire all necessary off-site easements a. N/A E. Water quality design calculations - see app 4 a. These Calculations are attached. F. Printed copies of input and output files for all computer models used in the analysis and design a. See app 2 G. Digital Copies of the existing and proposed condition SWMM files available by emailing clif.poynter@rasmithnational.com Page 25 APPENDIX 1 Page 26 Culvert capacities For the No. 2 Ditch - The 100 year flow rate was taken from the City Provided SWMM model at the downstream end of the culvert and it was determined to be 105.5 cfs. From John Andrews from Andtek Consulting (review engineer from the Ditch Company) the peak irrigation flow in the ditch is 155 cfs. So the total required 100 year flow is 255.5 cfs. Below are the calculations: Page 27 Page 28 APPENDIX 2 Page 29 Existing Condition 2 1 1 2 3 4 WATERSHED 1/0 FOOTHILLS BASIN - FULLY DEVELOPED CONDITION WITH REVISED RAINFALL 100-YEAR EVENT NELSON FARM POND MODIFICATIONS BY ICON ENGINEERING MARCH 2004 FILE:ALT2.IN 480 0 0 1.0 1 1.0 1 24 5.0 1.00 1.14 1.33 2.23 2.84 5.49 9.95 4.12 2.48 1.46 1.22 1.06 1.00 0.95 0.91 0.87 0.84 0.81 0.78 0.75 0.73 0.71 0.69 0.67 1 -2 .016 .25 .10 .30 .51 .50 .0018 70 400 3100 20.0 18..011 71 401 6300 47.8 19..012 2 102 4000 29.0 38..010 3 410 1600 14.5 40..013 75 413 2584 8.9 40..012 4 152 2500 37.4 17..009 78 104 1710 5.5 53..007 105 7 1500 7.5 40..021 5 201 1700 7.8 90..010 6 8 4000 32.1 70..007 7 9 1300 10.0 40..010 8 11 3000 28.3 40..005 10 14 6400 73.8 40..011 11 16 5850 61.8 46..010 12 18 7000 64.9 28..003 14 26 1103 3.8 33..013 15 501 2600 12.3 10..040 16 98 1400 11.8 90..010 17 24 1050 4.6 80..015 18 25 2000 20.1 80..005 19 27 2000 16.3 90..008 22 129 3200 26.0 90..009 24 33 3900 40.5 40..010 25 34 6700 87.5 84..015 26 35 3000 35.5 50..010 27 36 1100 11.6 50..010 28 37 725 5.0 50..040 29 43 5800 64.5 50..009 30 41 3200 69.1 21..010 31 38 5200 56.5 40..010 32 42 1400 26.9 27..008 33 48 365 2.7 90..007 34 45 1700 16.5 90..020 35 46 3250 28.9 80..015 36 45 2390 21.5 90..030 37 5070500269.0 72..030 38 51 5200 41.7 40..010 39 53 2200 35.9 17..010 40 5513400218.6 45..007 Page 30 142 172 4300 44.5 50..010 43 172 585 23.5 7..010 44 58 5000 42.3 40..005 144 159 1400 18.7 30..019 45 6211000117.6 60..008 46 60 3900 26.6 40..007 47 63 7200 88.0 40..008 48 65 7200 96.5 40..006 49 67 5000 42.4 40..010 50 57 2400 19.5 65..022 150 157 2700 20.4 65..008 51 70 7400 68.0 40..007 52 79 2200 14.7 70..005 53 75 2200 14.7 70..005 54 81 5500 50.9 60..003 55 208 6000 55.2 40..006 56 209 3500 31.7 40..003 57 8513000208.1 40..020 58 600 6000 41.1 90..010 581 184 3450 22.4 90..008 582 212 1700 11.5 80..020 583 217 400 2.5 70..020 584 218 2900 19.7 90..015 59 211 1500 20.7 40..006 60 78 1500 24.6 47..005 61 210 1050 12.2 64..009 62 77 1800 3.3 99..007 621 306 865 5.9 66..009 622 303 1400 10.5 18..010 623 313 2200 3.4 33..010 624 213 6200 70.7 43..013 63 193 9964 91.5 40..005 64 361 7200 66.0 40..013 650 88 2100 19.6 40..010 651 251 700 6.6 9..023 65 88 1200 4.0 10..030 66 94 4900 15.1 12..020 67 8610400 99.2 45..020 68 94 2400 25.2 45..020 69 269 5800 53.5 45..019 671 87 2300 8.3 19..100 681 288 640 6.0 45..015 682 288 500 3.5 45..015 691 95 1700 3.9 31..100 0 0 0 400 156 0 4 0.0 800. .007 50. 50. .016 0.4 40.0 800. .007 10. 10. .035 2.0 0 156 102 0 5 1.5 780. .010 0. 0. .013 1.5 36.0 780. .010 50. 50. .016 2.0 0 163 102 0 4 0.0 1800. .011 0. 50. .035 0.7 35.0 1800. .011 0. 10. .035 2.0 0 401 163 0 4 0.0 1200. .004 50. 50. .016 0.4 Page 31 40.0 1200. .004 10. 10. .035 2.0 0 410 102 2 2 0.1 1000. .001 0. 0. .013 0.1 0.0 0.0 2.9 2.8 0 102 154 9 2 0.1 1. .001 0. 0. .013 0.1 0.0 0.0 1.50 1.6 3.70 1.8 6.61 2.1 10.26 2.3 14.40 2.5 17.52 2.6 19.79 2.7 22.91 21.1 0 154 153 0 5 1.25 418. .004 0. 0. .013 1.25 0.0 418. .004 50. 50. .016 5.00 0 413 153 2 2 0.1 1000. .001 0. 0. .013 0.1 0.0 0.0 1.9 1.5 0 153 152 0 5 1.25 1270. .004 0. 0. .013 1.25 0.0 1270. .004 50. 50. .016 5.0 0 104 150 6 2 0.1 1000. .025 0. 0. .013 .1 0.0 0.0 0.02 0.4 0.13 0.7 0.34 0.9 0.83 1.2 1.08 12.3 0 150 152 0 2 1.5 738. .004 0. 0. .013 8.0 0 152 5 0 5 3.0 600. .004 0. 0. .013 3.0 40.0 600. .004 50. 50. .016 4.00 0 201 6 3 2 0.1 1. .001 .0 .0 0.100 0.10 0.0 0.0 0.93 2.70 1.21 28.6 0 5 6 0 5 2.5 500. .003 .0 .0 0.013 2.50 80.0 500. .003 30.0 30.0 0.016 3.00 0 6 7 0 5 2.5 800. .003 .0 .0 0.013 2.50 80.0 800. .003 30.0 30.0 0.016 3.00 -1 273 7 14 3 1. 0.0 0.0 0.6667 0.0 0.7500 60.3 0.8333 91.8 0.9167 61.7 1.0833 47.5 1.3333 35.1 1.5000 27.7 1.7500 18.9 1.9167 15.0 2.0000 12.5 2.0833 8.2 2.2500 0.9 2.3333 0.0 0 7 10 0 1 4.0 1300. .008 3.0 3.0 0.040 5.00 0 8 109 0 1 4.0 700. .007 30.0 30.0 0.016 10.00 0 9 10 9 2 0.1 1000. .010 .0 .0 0.100 0.10 .0 0. 0.06 1.0 0.27 1.5 0.59 1.8 0.97 2.1 1.42 2.3 1.75 2.5 2.03 35.4 2.77 218.0 0 109 10 10 2 0.1 1000. .010 .0 .0 0.100 0.10 .0 0. 0.66 6.0 1.29 12.0 2.29 20.0 2.42 24.0 2.54 36.0 2.64 57.0 2.74 80.0 2.87 120.0 3.01 140.0 0 10 115 0 1 4.0 1200. .008 3.0 3.0 0.040 5.00 0 550 15 0 3 0 11 15 0 5 1.75 750. .010 0.0 0.0 0.013 1.75 0.0 750. .010 50.0 50.0 0.016 100.00 0 116 12 0 1 9.0 1200. .006 1.0 1.0 0.035 6.0 0 14 115 0 5 2.5 1200. .007 0.0 0.0 0.013 2.50 0.0 1200. .007 30.0 30.0 0.016 100.00 * REVISED DETENTION POND 15 * ICON CORRECTED 0 115 15 0 3 1. 0 15 116 8 2 0.1 1000. .025 .0 .0 0.013 0.1 .0 0. 0.001 2.52 0.160 12.06 1.370 26.50 3.820 34.90 6.660 39.40 9.810 258.50 11.45 423.6 0 16 12 0 1 2.0 800. .004 30.0 30.0 0.016 100.00 Page 32 0 18 501 0 1 2.0 800. .012 30.0 30.0 0.016 100.00 0 12 501 0 3 0.1 0 501 29 10 2 0.1 1000. .010 .0 .0 0.100 1.50 .0 .0 0.05 0.03 1.16 4.06 4.48 9.47 9.14 11.09 14.64 12.99 21.12 15.24 28.74 17.34 37.18 357.30 45.92 1283.2 0 98 129 0 4 0.0 800. .015 50.0 50.0 0.016 0.40 40.0 800. .015 10.0 10.0 0.035 100.00 0 24 25 0 1 10.0 700. .0004 2.0 2.0 0.030 6.00 0 26 27 0 5 2.0 750. .005 .0 .0 0.013 2.00 0.0 750. .005 0.0 50.0 0.016 10.00 0 25 27 0 1 10.0 900. .0004 2.0 2.0 0.030 6.00 0 27 47 0 3 0.1 0 29 129 0 5 3.5 800. .005 .0 .0 0.013 3.50 10.0 800. .005 25.0 25.0 0.016 10.00 0 33 133 0 4 0.0 1300. .010 50.0 0.0 0.016 0.50 25.0 1300. .010 10.0 0.0 0.016 100.00 -1 849 133 17 3 1. 0.0 0.0 0.0833 0.0 0.1667 1.2 0.2500 14.2 2.1667 14.2 2.2500 12.6 2.3333 9.1 2.4167 6.8 2.5000 5.3 2.5833 4.2 2.7500 2.9 3.0000 1.8 3.2500 1.2 4.0000 0.4 4.5000 0.2 5.0000 0.1 5.5000 0.0 0 133 40 0 5 2.5 700. .015 0.0 0.0 0.013 2.50 0.0 700. .015 50.0 50.0 0.016 100.00 0 129 34 0 5 4.5 1200. .010 .0 .0 0.013 4.50 5.0 1200. .010 30.0 30.0 0.016 10.00 0 34 134 0 5 4.5 1200. .010 .0 .0 0.013 4.50 5.0 1200. .010 30.0 30.0 0.016 10.00 0 134 35 0 1 15.0 450. .010 4.0 4.0 0.040 5.00 0 35 40 0 1 15.0 900. .010 4.0 4.0 0.040 5.00 0 36 338 0 4 0.0 2800. .007 50.0 50.0 0.016 0.50 50.0 2800. .007 10.0 10.0 0.035 100.00 0 37 49 0 1 3.0 400. .013 3.0 3.0 0.040 100.00 0 38 39 0 1 2.0 1200. .005 30.0 30.0 0.016 100.00 0 39 142 11 2 .1 1000. .010 .0 .0 0.100 .01 0.00 0.0 0.89 5.0 1.55 10.0 2.29 15.0 2.96 20.0 4.43 25.0 6.72 30.0 12.64 33.4 13.28 35.0 13.83 40.0 14.38 50.0 0 40 41 0 4 10.0 1000. .002 4.0 4.0 0.040 4.00 47.0 1000. .002 100.0 100.0 0.060 10.00 * ICON CORRECTED 0 41 42 9 2 .1 1000. .010 .0 .0 0.100 .01 0.001 0.0 0.016 101.5 0.099 290.8 0.300 298.3 0.871 378.3 1.444 378.3 2.016 458.9 3.968 1213.6 7.135 2731.4 0 42 142 18 2 .1 150. .010 .0 .0 0.013 .01 0.0 0.0 1.25 10.0 2.88 20.0 4.88 30.0 7.11 40.0 9.53 50.0 11.12 60.0 14.53 80.0 19.57 100.0 35.79 150.0 40.55 160.0 43.41 200.0 44.63 250.0 45.46 300.0 46.14 350.0 46.82 400.0 47.40 450.0 48.80 550.0 0 43 44 0 4 0.0 1100. .006 50.0 50.0 0.016 0.50 50.0 1100. .006 10.0 10.0 0.035 100.00 Page 33 0 44 444 11 2 0.1 1700. .002 .0 .0 0.100 0.10 .0 .0 0.05 1.0 0.15 2.0 0.38 3.0 0.54 4.0 0.72 5.0 1.53 6.0 1.83 6.0 3.81 21.0 4.48 36.0 6.26 141.0 644 444 544 3 3 1. 0.0 0.0 6.0 0.0 141.0 135.0 0 544 244 0 3 1. 0 644 144 0 3 1. 0 45 49 0 5 3.0 900. .015 .0 .0 0.013 3.00 5.0 900. .015 100.0 100.0 0.016 100.00 0 46 49 0 5 1.5 500. .020 .0 .0 0.013 1.50 2.0 500. .020 30.0 30.0 0.016 100.00 0 47 46 0 5 2.0 1300. .017 .0 .0 0.013 2.00 2.0 1300. .017 30.0 30.0 0.016 100.00 0 48 47 0 1 1.0 500. .002 30.0 1.0 0.016 100.00 0 49 50 0 1 10.0 500. .016 5.0 5.0 0.040 100.00 0 50 53 5 2 .1 1. .016 .0 .0 1.000 .01 0.0 0.0 150.0 100.0 350. 380.0 600.0 800.0 700.0 980.0 0 51 338 0 5 1.0 800. .007 .0 .0 0.011 1.00 0.0 800. .008 20.0 28.0 0.060 100.00 0 338 52 7 2 .1 1. .001 .0 .0 0.100 0.10 0.0 0.0 0.1 6.4 0.4 6.4 1.5 6.4 2.0 6.4 5.4 61.0 5.7 65.0 0 52 200 0 5 2.5 1800. .005 .0 .0 0.013 2.50 3.0 1800. .005 4.0 4.0 0.040 100.00 0 200 53 0 3 0.1 0 53 54 0 1 3.0 900. .004 4.0 4.0 0.040 100.00 0 54 55 0 1 3.0 1500. .006 13.0 13.0 0.040 3.00 0 142 55 0 5 3.5 1400. .007 0.0 0.0 0.013 3.50 10.0 1400. .007 5.0 5.0 0.040 10.00 0 55 56 0 1 10.0 1900. .007 5.0 5.0 0.040 10.00 * REVISED NELSON FARM POND W/ BERM REMOVAL & MODIFIED SPILL WEIR 0 56 57 13 2 0.1 1.0 .005 .0 .0 0.013 0.10 0.0 0.0 0.01 68.0 0.06 96.0 0.39 124.0 1.72 152.0 4.80 180.0 9.60 210.0 12.40 225.0 16.04 281.0 23.78 436.0 32.54 685.0 41.93 1125.0 52.50 2200.0 * POND 57 0 57 157 6 2 0.1 130. .0059 .0 .0 0.013 0.1 0.0 .0 0.17 76 0.87 220 1.33 528 1.82 562 9.39 1160 * POND 157 * ICON CORRECTED 0 157 257 6 2 0.1 157. .0046 .0 .0 0.023 0.1 0.000 0.00 0.001 62.0 0.14 166. 0.93 328. 2.940 1083. 6.610 2356.0 0 244 42 0 2 2.0 1150. .005 0.0 0.0 0.013 2.00 0 144 58 0 1 2.0 1500. .006 30.0 30.0 0.016 100.00 0 58 59 0 1 2.0 900. .006 30.0 30.0 0.016 100.00 0 159 59 6 2 0.1 1. 0.0 0.0 0.82 5.0 3.60 10.0 4.93 11.2 5.10 15.0 5.51 35.0 0 59 62 11 2 0.1 1. Page 34 0.0 0.0 0.79 5.0 1.09 10.0 1.32 15.0 2.05 20.0 3.03 23.9 3.12 45.0 3.22 100.0 3.30 150.0 3.36 200.0 3.42 250.0 0 60 61 0 1 5.0 1200. .002 3.0 3.0 0.040 100.00 0 61 62 0 1 3.0 1100. .004 4.0 4.0 0.040 100.00 0 62 162 9 2 .1 800. .010 .0 .0 0.010 .01 0.0 0.0 32.9 0.0 39.9 20.0 43.3 40.0 46.0 60.0 51.1 100.0 54.2 125.0 56.5 150.0 61.2 200.0 562 162 662 4 3 1. 0 0 24 0 54 30 3000 30 0 562 257 0 3 1. 0 662 66 0 3 1. 0 63 64 0 1 2.0 1300. .005 30.0 30.0 0.016 100.00 0 64 466 0 5 3.0 1400. .008 .0 .0 0.013 3.00 2.0 1400. .008 30.0 30.0 0.016 100.00 0 65 466 0 1 2.0 1300. .003 30.0 30.0 0.016 100.00 0 466 66 0 3 1. 0 66 69 13 2 .1 1000. .0012 .0 .0 0.100 .10 0.00 0.0 0.04 3.5 0.41 15.2 1.38 29.2 2.89 37.0 7.88 42.6 16.51 43.6 21.32 44.0 27.05 44.4 34.25 44.9 39.09 45.5 39.48 45.8 42.34 48.0 0 67 162 0 1 2.0 1200. .006 30.0 30.0 0.016 100.00 0 69 82 0 5 2.5 1220. .0117 .0 .0 0.013 2.50 2.5 1220. .0117 2.5 2.5 0.040 100.00 0 70 471 0 1 2.0 1600. .004 30.0 30.0 0.016 100.00 0 471 71 0 3 1. 0 71 82 19 2 0.1 1000. .004 .0 .0 0.100 0.1 0.0 0.0 0.07 1.0 0.14 5.7 0.24 10.1 0.64 10.7 1.80 11.2 2.90 12.3 4.19 13.0 4.53 13.5 6.36 13.8 7.13 14.2 7.85 14.4 8.68 14.6 9.28 14.8 9.81 14.9 10.23 15.0 11.67 15.2 12.27 15.3 12.35 15.4 0 172 173 6 2 .1 1000. .008 .0 .0 0.100 1.50 .0 0.0 0.32 10. 1.25 20. 2.34 30. 6.48 38.2 6.71 70. 0 173 56 0 5 2.3 1500. .0022 .0 .0 0.013 2.3 4.0 1500. .0022 4.0 4.0 0.040 100.00 0 75 76 8 2 .1 1000. .001 1.0 1.0 0.100 .01 .0 .0 0.020 0.5 0.159 1.3 0.393 2.1 0.738 3.0 0.971 3.0 1.260 18.4 1.782 74.6 0 79 76 3 2 .1 1000. .001 0.0 0.0 0.100 0.1 .0 .0 0.580 10.0 0.600 125.0 0 76 77 0 5 1.0 700. .003 .0 .0 0.013 1.00 1.0 700. .003 30.0 30.0 0.016 100.00 0 77 257 0 5 2.0 1100. .002 .0 .0 0.013 2.00 2.0 1100. .002 30.0 30.0 0.016 100.00 0 257 78 0 1 5.0 700. .0084 4.0 4.0 0.036 8.00 0 78 178 0 1 5.0 800. .0084 4.0 4.0 0.036 8.00 0 211 178 2 2 0.1 1000. .010 .0 .0 0.100 0.10 .0 .0 3.1 10. 0 600 88 0 4 0.0 1400. .007 50.0 0.0 0.016 0.50 25.0 1400. .007 10.0 0.0 0.016 100.00 Page 35 * ICON CORRECTED 0 212 217 7 2 0.1 1000. .008 .0 .0 0.100 0.10 0.0 0.0 0.001 1.71 0.04 13.61 0.23 28.28 0.56 37.53 0.87 40.60 1.67 107. 0 217 218 9 2 0.1 1000. .010 .0 .0 0.100 0.10 .0 .0 0.02 1.38 0.20 6.01 0.65 8.47 0.98 9.71 1.49 11.09 1.88 12.04 2.07 12.40 2.81 58.1 0 218 288 7 2 0.1 1000. .010 .0 .0 0.100 0.10 .0 .0 0.08 1.17 0.42 22.55 0.72 46.91 1.15 87.94 1.46 102.31 4.94 362. 0 210 78 9 2 0.1 80. .005 .0 .0 0.013 0.10 0.0 0.0 0.50 6.59 0.62 13.08 0.78 17.30 0.93 20.65 1.11 23.54 1.29 26.11 1.50 28.46 1.71 30.62 0 81 207 0 1 2.5 1850. .005 30.0 30.0 0.016 100.00 0 207 82 2 2 0.1 1000. .010 .0 .0 0.100 0.10 .0 .0 9.7 20. 0 82 83 0 5 4.0 1350. .004 .0 .0 0.013 4.00 4.0 1350. .004 30.0 30.0 0.013 100.00 0 208 83 2 2 0.1 1000. .010 .0 .0 0.100 0.10 .0 .0 9.5 20. 0 83 184 0 5 4.5 1300. .004 .0 .0 0.016 4.50 4.5 1300. .004 30.0 30.0 0.016 100.00 0 209 184 2 2 0.1 1000. .010 .0 .0 0.100 0.10 .0 .0 5.5 9. 0 184 916 0 5 4.5 2400. .0056 .0 .0 0.013 4.50 4.5 2400. .0056 30.0 30.0 0.016 100.00 0 86 916 0 1 2.0 1600. .004 30.0 30.0 0.040 100.00 0 216 97 10 2 0.1 1.0 .01 .0 .0 0.1 .10 .0 .0 3.95 10.0 8.09 20.0 14.80 50.00 15.14 52.0 20.32 80.0 23.66 100.0 25.16 110.00 26.66 120.0 31.14 150.0 0 916 216 0 3 0 269 95 9 2 0.1 1.0 .01 .0 .0 0.1 .10 .0 .0 1.95 40.0 3.13 80.0 4.14 120.0 5.05 160.0 5.90 200.0 6.72 240.0 8.00 280.0 10.57 311.6 0 97 0 1 1.0 3000. .01 20. 20.0 0.040 100.0 0 85 215 0 1 2.0 3500. .003 4.0 4.0 0.040 100.00 0 215 185 2 2 0.1 1.0 .01 .0 .0 0.1 .10 .0 .0 33.2 85. 0 185 87 0 1 25.0 1200. .0004 3.0 3.0 0.030 100.00 0 87 194 0 1 25.0 1200. .0004 3.0 3.0 0.030 100.00 0 251 178 7 2 0.1 1000. .010 .0 .0 0.100 0.10 0.00 0.0 0.06 1.0 0.11 2.9 0.17 4.9 0.22 5.0 0.28 5.1 0.56 5.4 0 178 88 0 4 3.0 700. .012 4.0 4.0 0.040 4.00 35.0 700. .012 30.0 30.0 0.060 100.00 0 88 288 0 4 3.0 700. .012 4.0 4.0 0.040 4.00 35.0 700. .012 30.0 30.0 0.060 100.00 0 288 188 0 3 1. 0 188 94 0 1 1.0 1400. .010 20.0 20.0 0.040 100.00 0 94 194 0 1 1.0 1600. .010 20.0 20.0 0.040 100.00 Page 36 0 194 95 0 1 25.0 900. .0004 3.0 3.0 0.030 100.00 0 95 96 0 1 25.0 700. .0004 3.0 3.0 0.030 100.00 0 303 213 4 2 0.1 1 .010 0. 0. .016 8.00 0.00 0.00 0.60 1.70 1.25 4.80 1.97 8.80 0 306 307 4 2 0.1 1 .010 0. 0. .016 8.00 0.00 0.00 0.11 16.40 0.17 17.60 0.40 82.00 0 307 213 0 5 2.5 1240. .006 0.0 0.0 0.013 2.50 0.0 1240. .006 50.0 50.0 0.016 100.00 0 313 213 3 2 0.1 1 .010 0. 0. .016 8.00 0.00 0.00 0.80 2.30 1.70 6.90 * ICON CORRECTED 0 213 90 17 2 0.1 0.1 .001 .0 .0 0.100 0.10 .0 .0 0.001 9.9 0.2 19.2 0.5 25.2 1.15 32.4 2.1 35.8 3.45 39.0 4.6 41.3 5.45 42.5 6.3 43.3 6.85 43.8 7.25 44.0 7.55 44.2 11.77 44.2 12.44 49.2 12.71 54.2 13.12 69.2 0 361 351 0 4 0.0 1000. .0070 50. 50. .016 .4 40.0 1000. .0070 10. 10. .020 10. 0 351 214 0 3 1. 0 214 91 13 2 0.1 1. .1000 0. 0. .024 0.1 0.0 0. 1.13 5.63 1.77 8.93 2.62 11.30 3.47 13.25 4.40 14.95 5.33 16.48 6.34 17.88 7.35 19.17 8.44 20.39 9.53 21.53 11.91 23.7 14.63 25.6 0 90 91 0 5 3.0 2700. .007 .0 .0 0.013 3.00 2.0 2700. .007 30.0 30.0 0.016 100.00 0 91 96 0 5 3.0 1300. .030 .0 .0 0.013 3.00 2.0 1300. .030 1.0 1.0 0.016 3.00 0 193 96 16 2 0.1 1. .010 .0 .0 0.100 0.10 0.0 0.0 2.19 21.0 4.50 22.5 6.95 24.0 9.56 25.1 10.95 26.0 11.22 29.4 11.50 35.2 11.77 42.5 12.05 51.3 12.33 61.3 12.61 72.4 12.90 84.7 13.19 98.1 13.47 112.3 13.76 127.5 0 96 500 0 1 25.0 100. .0004 3.0 3.0 0.030 100.00 0 0 ENDPROGRAM Page 37 Proposed condition 2 1 1 2 3 4 WATERSHED 1/0 FOOTHILLS BASIN - FULLY DEVELOPED CONDITION WITH REVISED RAINFALL 100-YEAR EVENT FOOTHILLS MODIFICATIONS BY RA SMITH NATIONAL OCT 2012 480 0 0 1.0 1 1.0 1 24 5.0 1.00 1.14 1.33 2.23 2.84 5.49 9.95 4.12 2.48 1.46 1.22 1.06 1.00 0.95 0.91 0.87 0.84 0.81 0.78 0.75 0.73 0.71 0.69 0.67 1 -2 .016 .25 .10 .30 .51 .50 .0018 70 400 3100 20.0 18..011 71 401 6300 47.8 19..012 2 102 4000 29.0 38..010 3 410 1600 14.5 40..013 75 413 2584 8.9 40..012 4 152 2500 37.4 17..009 78 104 1710 5.5 53..007 105 7 1500 7.5 40..021 5 201 1700 7.8 90..010 6 8 4000 32.1 70..007 7 9 1300 10.0 40..010 8 11 3000 28.3 40..005 10 14 6400 73.8 40..011 11 16 5850 61.8 46..010 12 18 7000 64.9 28..003 14 26 1103 3.8 33..013 15 501 2600 12.3 10..040 16 98 1400 11.8 90..010 17 24 1050 1.5 80..015 18 25 2000 20.1 80..005 19 27 2000 16.3 90..008 22 129 3200 26.0 90..009 24 33 3900 40.5 40..010 25 34 6700 61.3 81..015 26 35 3000 35.5 50..010 27 36 1100 11.6 50..010 28 37 725 5.0 50..040 29 43 5800 64.5 50..009 30 41 3200 69.1 21..010 31 38 5200 56.5 40..010 32 42 1400 26.9 27..008 33 48 365 2.7 90..007 34 45 1700 16.5 90..020 35 46 3250 28.9 80..015 36 45 2390 20.0 90..030 37 5070500269.0 72..030 38 51 5200 41.7 40..010 39 53 2200 35.9 17..010 40 5513400218.6 45..007 142 172 4300 44.5 50..010 Page 38 43 172 585 23.5 7..010 44 58 5000 42.3 40..005 144 159 1400 18.7 30..019 45 6211000117.6 60..008 46 60 3900 26.6 40..007 47 63 7200 88.0 40..008 48 65 7200 96.5 40..006 49 67 5000 42.4 40..010 50 57 2400 19.5 65..022 150 157 2700 20.4 65..008 51 70 7400 68.0 40..007 52 79 2200 14.7 70..005 53 75 2200 14.7 70..005 54 81 5500 50.9 60..003 55 208 6000 55.2 40..006 56 209 3500 31.7 40..003 57 8513000208.1 40..020 58 600 6000 41.1 90..010 581 184 3450 22.4 90..008 582 212 1700 11.5 80..020 583 217 400 2.5 70..020 584 218 2900 19.7 90..015 59 211 1500 20.7 40..006 60 78 1500 24.6 47..005 61 210 1050 12.2 64..009 62 77 1800 3.3 99..007 621 306 865 5.9 66..009 622 303 1400 10.5 18..010 623 313 2200 3.4 33..010 624 213 6200 70.7 43..013 63 193 9964 91.5 40..005 64 361 7200 66.0 40..013 650 88 2100 19.6 40..010 651 251 700 6.6 9..023 65 88 1200 4.0 10..030 66 94 4900 15.1 12..020 67 8610400 99.2 45..020 68 94 2400 25.2 45..020 69 269 5800 53.5 45..019 671 87 2300 8.3 19..100 681 288 640 6.0 45..015 682 288 500 3.5 45..015 691 95 1700 3.9 31..100 98 224 1800 19.9 81..015 99 225 1200 11.1 81..015 0 0 0 400 156 0 4 0.0 800. .007 50. 50. .016 0.4 40.0 800. .007 10. 10. .035 2.0 0 156 102 0 5 1.5 780. .010 0. 0. .013 1.5 36.0 780. .010 50. 50. .016 2.0 0 163 102 0 4 0.0 1800. .011 0. 50. .035 0.7 35.0 1800. .011 0. 10. .035 2.0 Page 39 0 401 163 0 4 0.0 1200. .004 50. 50. .016 0.4 40.0 1200. .004 10. 10. .035 2.0 0 410 102 2 2 0.1 1000. .001 0. 0. .013 0.1 0.0 0.0 2.9 2.8 0 102 154 9 2 0.1 1. .001 0. 0. .013 0.1 0.0 0.0 1.50 1.6 3.70 1.8 6.61 2.1 10.26 2.3 14.40 2.5 17.52 2.6 19.79 2.7 22.91 21.1 0 154 153 0 5 1.25 418. .004 0. 0. .013 1.25 0.0 418. .004 50. 50. .016 5.00 0 413 153 2 2 0.1 1000. .001 0. 0. .013 0.1 0.0 0.0 1.9 1.5 0 153 152 0 5 1.25 1270. .004 0. 0. .013 1.25 0.0 1270. .004 50. 50. .016 5.0 0 104 150 6 2 0.1 1000. .025 0. 0. .013 .1 0.0 0.0 0.02 0.4 0.13 0.7 0.34 0.9 0.83 1.2 1.08 12.3 0 150 152 0 2 1.5 738. .004 0. 0. .013 8.0 0 152 5 0 5 3.0 600. .004 0. 0. .013 3.0 40.0 600. .004 50. 50. .016 4.00 0 201 6 3 2 0.1 1. .001 .0 .0 0.100 0.10 0.0 0.0 0.93 2.70 1.21 28.6 0 5 6 0 5 2.5 500. .003 .0 .0 0.013 2.50 80.0 500. .003 30.0 30.0 0.016 3.00 0 6 7 0 5 2.5 800. .003 .0 .0 0.013 2.50 80.0 800. .003 30.0 30.0 0.016 3.00 -1 273 7 14 3 1. 0.0 0.0 0.6667 0.0 0.7500 60.3 0.8333 91.8 0.9167 61.7 1.0833 47.5 1.3333 35.1 1.5000 27.7 1.7500 18.9 1.9167 15.0 2.0000 12.5 2.0833 8.2 2.2500 0.9 2.3333 0.0 0 7 10 0 1 4.0 1300. .008 3.0 3.0 0.040 5.00 0 8 109 0 1 4.0 700. .007 30.0 30.0 0.016 10.00 0 9 10 9 2 0.1 1000. .010 .0 .0 0.100 0.10 .0 0. 0.06 1.0 0.27 1.5 0.59 1.8 0.97 2.1 1.42 2.3 1.75 2.5 2.03 35.4 2.77 218.0 0 109 10 10 2 0.1 1000. .010 .0 .0 0.100 0.10 .0 0. 0.66 6.0 1.29 12.0 2.29 20.0 2.42 24.0 2.54 36.0 2.64 57.0 2.74 80.0 2.87 120.0 3.01 140.0 0 10 115 0 1 4.0 1200. .008 3.0 3.0 0.040 5.00 0 550 15 0 3 0 11 15 0 5 1.75 750. .010 0.0 0.0 0.013 1.75 0.0 750. .010 50.0 50.0 0.016 100.00 0 116 12 0 1 9.0 1200. .006 1.0 1.0 0.035 6.0 0 14 115 0 5 2.5 1200. .007 0.0 0.0 0.013 2.50 0.0 1200. .007 30.0 30.0 0.016 100.00 * REVISED DETENTION POND 15 * ICON CORRECTED 0 115 15 0 3 1. 0 15 116 8 2 0.1 1000. .025 .0 .0 0.013 0.1 .0 0. 0.001 2.52 0.160 12.06 1.370 26.50 3.820 34.90 6.660 39.40 9.810 258.50 11.45 423.6 Page 40 0 16 12 0 1 2.0 800. .004 30.0 30.0 0.016 100.00 0 18 501 0 1 2.0 800. .012 30.0 30.0 0.016 100.00 0 12 501 0 3 0.1 0 501 29 10 2 0.1 1000. .010 .0 .0 0.100 1.50 .0 .0 0.05 0.03 1.16 4.06 4.48 9.47 9.14 11.09 14.64 12.99 21.12 15.24 28.74 17.34 37.18 357.30 45.92 1283.2 0 98 129 0 4 0.0 800. .015 50.0 50.0 0.016 0.40 40.0 800. .015 10.0 10.0 0.035 100.00 0 24 25 0 1 10.0 700. .0004 2.0 2.0 0.030 6.00 0 26 27 0 5 2.0 750. .005 .0 .0 0.013 2.00 0.0 750. .005 0.0 50.0 0.016 10.00 0 25 27 0 1 10.0 900. .0004 2.0 2.0 0.030 6.00 0 27 47 0 3 0.1 0 29 129 0 5 3.5 800. .005 .0 .0 0.013 3.50 10.0 800. .005 25.0 25.0 0.016 10.00 0 33 133 0 4 0.0 1300. .010 50.0 0.0 0.016 0.50 25.0 1300. .010 10.0 0.0 0.016 100.00 -1 849 133 17 3 1. 0.0 0.0 0.0833 0.0 0.1667 1.2 0.2500 14.2 2.1667 14.2 2.2500 12.6 2.3333 9.1 2.4167 6.8 2.5000 5.3 2.5833 4.2 2.7500 2.9 3.0000 1.8 3.2500 1.2 4.0000 0.4 4.5000 0.2 5.0000 0.1 5.5000 0.0 0 133 40 0 5 2.5 700. .015 0.0 0.0 0.013 2.50 0.0 700. .015 50.0 50.0 0.016 100.00 0 129 34 0 5 4.5 1200. .010 .0 .0 0.013 4.50 5.0 1200. .010 30.0 30.0 0.016 10.00 0 34 134 0 5 4.5 1200. .010 .0 .0 0.013 4.50 5.0 1200. .010 30.0 30.0 0.016 10.00 0 134 35 0 1 15.0 450. .010 4.0 4.0 0.040 5.00 * RASN MODIFICATIONS FOR FHM 0 222 34 0 5 2.5 1050. .010 .0 .0 0.013 2.50 3.0 1050. .010 50.0 3.0 0.016 10.00 0 225 222 4 2 0.1 1000. .010 .0 .0 0.100 0.10 0.0 0.0 0.64 0.01 0.88 13.30 1.12 80.00 0 221 222 0 5 2.5 760. .010 .0 .0 0.013 2.50 3.0 760. .010 50.0 3.0 0.016 10.00 0 224 221 4 2 0.1 1000. .010 .0 .0 0.100 0.10 0.0 0.0 0.91 0.02 1.26 13.30 1.63 80.00 * RASN END MODIFICATIONS FOR FHM 0 35 40 0 1 15.0 900. .010 4.0 4.0 0.040 5.00 0 36 338 0 4 0.0 2800. .007 50.0 50.0 0.016 0.50 50.0 2800. .007 10.0 10.0 0.035 100.00 0 37 49 0 1 3.0 400. .013 3.0 3.0 0.040 100.00 0 38 39 0 1 2.0 1200. .005 30.0 30.0 0.016 100.00 0 39 142 11 2 .1 1000. .010 .0 .0 0.100 .01 0.00 0.0 0.89 5.0 1.55 10.0 2.29 15.0 2.96 20.0 4.43 25.0 6.72 30.0 12.64 33.4 13.28 35.0 13.83 40.0 14.38 50.0 0 40 41 0 4 10.0 1000. .002 4.0 4.0 0.040 4.00 47.0 1000. .002 100.0 100.0 0.060 10.00 * ICON CORRECTED 0 41 42 9 2 .1 1000. .010 .0 .0 0.100 .01 Page 41 0.001 0.0 0.016 101.5 0.099 290.8 0.300 298.3 0.871 378.3 1.444 378.3 2.016 458.9 3.968 1213.6 7.135 2731.4 0 42 142 18 2 .1 150. .010 .0 .0 0.013 .01 0.0 0.0 1.25 10.0 2.88 20.0 4.88 30.0 7.11 40.0 9.53 50.0 11.12 60.0 14.53 80.0 19.57 100.0 35.79 150.0 40.55 160.0 43.41 200.0 44.63 250.0 45.46 300.0 46.14 350.0 46.82 400.0 47.40 450.0 48.80 550.0 0 43 44 0 4 0.0 1100. .006 50.0 50.0 0.016 0.50 50.0 1100. .006 10.0 10.0 0.035 100.00 0 44 444 11 2 0.1 1700. .002 .0 .0 0.100 0.10 .0 .0 0.05 1.0 0.15 2.0 0.38 3.0 0.54 4.0 0.72 5.0 1.53 6.0 1.83 6.0 3.81 21.0 4.48 36.0 6.26 141.0 644 444 544 3 3 1. 0.0 0.0 6.0 0.0 141.0 135.0 0 544 244 0 3 1. 0 644 144 0 3 1. 0 45 49 0 5 3.0 900. .015 .0 .0 0.013 3.00 5.0 900. .015 100.0 100.0 0.016 100.00 0 46 49 0 5 1.5 500. .020 .0 .0 0.013 1.50 2.0 500. .020 30.0 30.0 0.016 100.00 0 47 46 0 5 2.0 1300. .017 .0 .0 0.013 2.00 2.0 1300. .017 30.0 30.0 0.016 100.00 0 48 47 0 1 1.0 500. .002 30.0 1.0 0.016 100.00 0 49 50 0 1 10.0 500. .016 5.0 5.0 0.040 100.00 0 50 53 5 2 .1 1. .016 .0 .0 1.000 .01 0.0 0.0 150.0 100.0 350. 380.0 600.0 800.0 700.0 980.0 0 51 338 0 5 1.0 800. .007 .0 .0 0.011 1.00 0.0 800. .008 20.0 28.0 0.060 100.00 0 338 52 7 2 .1 1. .001 .0 .0 0.100 0.10 0.0 0.0 0.1 6.4 0.4 6.4 1.5 6.4 2.0 6.4 5.4 61.0 5.7 65.0 0 52 200 0 5 2.5 1800. .005 .0 .0 0.013 2.50 3.0 1800. .005 4.0 4.0 0.040 100.00 0 200 53 0 3 0.1 0 53 54 0 1 3.0 900. .004 4.0 4.0 0.040 100.00 0 54 55 0 1 3.0 1500. .006 13.0 13.0 0.040 3.00 0 142 55 0 5 3.5 1400. .007 0.0 0.0 0.013 3.50 10.0 1400. .007 5.0 5.0 0.040 10.00 0 55 56 0 1 10.0 1900. .007 5.0 5.0 0.040 10.00 * REVISED NELSON FARM POND W/ BERM REMOVAL & MODIFIED SPILL WEIR 0 56 57 13 2 0.1 1.0 .005 .0 .0 0.013 0.10 0.0 0.0 0.01 68.0 0.06 96.0 0.39 124.0 1.72 152.0 4.80 180.0 9.60 210.0 12.40 225.0 16.04 281.0 23.78 436.0 32.54 685.0 41.93 1125.0 52.50 2200.0 * POND 57 0 57 157 6 2 0.1 130. .0059 .0 .0 0.013 0.1 0.0 .0 0.17 76 0.87 220 1.33 528 1.82 562 9.39 1160 * POND 157 Page 42 * ICON CORRECTED 0 157 257 6 2 0.1 157. .0046 .0 .0 0.023 0.1 0.000 0.00 0.001 62.0 0.14 166. 0.93 328. 2.940 1083. 6.610 2356.0 0 244 42 0 2 2.0 1150. .005 0.0 0.0 0.013 2.00 0 144 58 0 1 2.0 1500. .006 30.0 30.0 0.016 100.00 0 58 59 0 1 2.0 900. .006 30.0 30.0 0.016 100.00 0 159 59 6 2 0.1 1. 0.0 0.0 0.82 5.0 3.60 10.0 4.93 11.2 5.10 15.0 5.51 35.0 0 59 62 11 2 0.1 1. 0.0 0.0 0.79 5.0 1.09 10.0 1.32 15.0 2.05 20.0 3.03 23.9 3.12 45.0 3.22 100.0 3.30 150.0 3.36 200.0 3.42 250.0 0 60 61 0 1 5.0 1200. .002 3.0 3.0 0.040 100.00 0 61 62 0 1 3.0 1100. .004 4.0 4.0 0.040 100.00 0 62 162 9 2 .1 800. .010 .0 .0 0.010 .01 0.0 0.0 32.9 0.0 39.9 20.0 43.3 40.0 46.0 60.0 51.1 100.0 54.2 125.0 56.5 150.0 61.2 200.0 562 162 662 4 3 1. 0 0 24 0 54 30 3000 30 0 562 257 0 3 1. 0 662 66 0 3 1. 0 63 64 0 1 2.0 1300. .005 30.0 30.0 0.016 100.00 0 64 466 0 5 3.0 1400. .008 .0 .0 0.013 3.00 2.0 1400. .008 30.0 30.0 0.016 100.00 0 65 466 0 1 2.0 1300. .003 30.0 30.0 0.016 100.00 0 466 66 0 3 1. 0 66 69 13 2 .1 1000. .0012 .0 .0 0.100 .10 0.00 0.0 0.04 3.5 0.41 15.2 1.38 29.2 2.89 37.0 7.88 42.6 16.51 43.6 21.32 44.0 27.05 44.4 34.25 44.9 39.09 45.5 39.48 45.8 42.34 48.0 0 67 162 0 1 2.0 1200. .006 30.0 30.0 0.016 100.00 0 69 82 0 5 2.5 1220. .0117 .0 .0 0.013 2.50 2.5 1220. .0117 2.5 2.5 0.040 100.00 0 70 471 0 1 2.0 1600. .004 30.0 30.0 0.016 100.00 0 471 71 0 3 1. 0 71 82 19 2 0.1 1000. .004 .0 .0 0.100 0.1 0.0 0.0 0.07 1.0 0.14 5.7 0.24 10.1 0.64 10.7 1.80 11.2 2.90 12.3 4.19 13.0 4.53 13.5 6.36 13.8 7.13 14.2 7.85 14.4 8.68 14.6 9.28 14.8 9.81 14.9 10.23 15.0 11.67 15.2 12.27 15.3 12.35 15.4 0 172 173 6 2 .1 1000. .008 .0 .0 0.100 1.50 .0 0.0 0.32 10. 1.25 20. 2.34 30. 6.48 38.2 6.71 70. 0 173 56 0 5 2.3 1500. .0022 .0 .0 0.013 2.3 4.0 1500. .0022 4.0 4.0 0.040 100.00 0 75 76 8 2 .1 1000. .001 1.0 1.0 0.100 .01 .0 .0 0.020 0.5 0.159 1.3 0.393 2.1 0.738 3.0 0.971 3.0 1.260 18.4 1.782 74.6 0 79 76 3 2 .1 1000. .001 0.0 0.0 0.100 0.1 Page 43 .0 .0 0.580 10.0 0.600 125.0 0 76 77 0 5 1.0 700. .003 .0 .0 0.013 1.00 1.0 700. .003 30.0 30.0 0.016 100.00 0 77 257 0 5 2.0 1100. .002 .0 .0 0.013 2.00 2.0 1100. .002 30.0 30.0 0.016 100.00 0 257 78 0 1 5.0 700. .0084 4.0 4.0 0.036 8.00 0 78 178 0 1 5.0 800. .0084 4.0 4.0 0.036 8.00 0 211 178 2 2 0.1 1000. .010 .0 .0 0.100 0.10 .0 .0 3.1 10. 0 600 88 0 4 0.0 1400. .007 50.0 0.0 0.016 0.50 25.0 1400. .007 10.0 0.0 0.016 100.00 * ICON CORRECTED 0 212 217 7 2 0.1 1000. .008 .0 .0 0.100 0.10 0.0 0.0 0.001 1.71 0.04 13.61 0.23 28.28 0.56 37.53 0.87 40.60 1.67 107. 0 217 218 9 2 0.1 1000. .010 .0 .0 0.100 0.10 .0 .0 0.02 1.38 0.20 6.01 0.65 8.47 0.98 9.71 1.49 11.09 1.88 12.04 2.07 12.40 2.81 58.1 0 218 288 7 2 0.1 1000. .010 .0 .0 0.100 0.10 .0 .0 0.08 1.17 0.42 22.55 0.72 46.91 1.15 87.94 1.46 102.31 4.94 362. 0 210 78 9 2 0.1 80. .005 .0 .0 0.013 0.10 0.0 0.0 0.50 6.59 0.62 13.08 0.78 17.30 0.93 20.65 1.11 23.54 1.29 26.11 1.50 28.46 1.71 30.62 0 81 207 0 1 2.5 1850. .005 30.0 30.0 0.016 100.00 0 207 82 2 2 0.1 1000. .010 .0 .0 0.100 0.10 .0 .0 9.7 20. 0 82 83 0 5 4.0 1350. .004 .0 .0 0.013 4.00 4.0 1350. .004 30.0 30.0 0.013 100.00 0 208 83 2 2 0.1 1000. .010 .0 .0 0.100 0.10 .0 .0 9.5 20. 0 83 184 0 5 4.5 1300. .004 .0 .0 0.016 4.50 4.5 1300. .004 30.0 30.0 0.016 100.00 0 209 184 2 2 0.1 1000. .010 .0 .0 0.100 0.10 .0 .0 5.5 9. 0 184 916 0 5 4.5 2400. .0056 .0 .0 0.013 4.50 4.5 2400. .0056 30.0 30.0 0.016 100.00 0 86 916 0 1 2.0 1600. .004 30.0 30.0 0.040 100.00 0 216 97 10 2 0.1 1.0 .01 .0 .0 0.1 .10 .0 .0 3.95 10.0 8.09 20.0 14.80 50.00 15.14 52.0 20.32 80.0 23.66 100.0 25.16 110.00 26.66 120.0 31.14 150.0 0 916 216 0 3 0 269 95 9 2 0.1 1.0 .01 .0 .0 0.1 .10 .0 .0 1.95 40.0 3.13 80.0 4.14 120.0 5.05 160.0 5.90 200.0 6.72 240.0 8.00 280.0 10.57 311.6 0 97 0 1 1.0 3000. .01 20. 20.0 0.040 100.0 0 85 215 0 1 2.0 3500. .003 4.0 4.0 0.040 100.00 0 215 185 2 2 0.1 1.0 .01 .0 .0 0.1 .10 .0 .0 33.2 85. 0 185 87 0 1 25.0 1200. .0004 3.0 3.0 0.030 100.00 Page 44 0 87 194 0 1 25.0 1200. .0004 3.0 3.0 0.030 100.00 0 251 178 7 2 0.1 1000. .010 .0 .0 0.100 0.10 0.00 0.0 0.06 1.0 0.11 2.9 0.17 4.9 0.22 5.0 0.28 5.1 0.56 5.4 0 178 88 0 4 3.0 700. .012 4.0 4.0 0.040 4.00 35.0 700. .012 30.0 30.0 0.060 100.00 0 88 288 0 4 3.0 700. .012 4.0 4.0 0.040 4.00 35.0 700. .012 30.0 30.0 0.060 100.00 0 288 188 0 3 1. 0 188 94 0 1 1.0 1400. .010 20.0 20.0 0.040 100.00 0 94 194 0 1 1.0 1600. .010 20.0 20.0 0.040 100.00 0 194 95 0 1 25.0 900. .0004 3.0 3.0 0.030 100.00 0 95 96 0 1 25.0 700. .0004 3.0 3.0 0.030 100.00 0 303 213 4 2 0.1 1 .010 0. 0. .016 8.00 0.00 0.00 0.60 1.70 1.25 4.80 1.97 8.80 0 306 307 4 2 0.1 1 .010 0. 0. .016 8.00 0.00 0.00 0.11 16.40 0.17 17.60 0.40 82.00 0 307 213 0 5 2.5 1240. .006 0.0 0.0 0.013 2.50 0.0 1240. .006 50.0 50.0 0.016 100.00 0 313 213 3 2 0.1 1 .010 0. 0. .016 8.00 0.00 0.00 0.80 2.30 1.70 6.90 * ICON CORRECTED 0 213 90 17 2 0.1 0.1 .001 .0 .0 0.100 0.10 .0 .0 0.001 9.9 0.2 19.2 0.5 25.2 1.15 32.4 2.1 35.8 3.45 39.0 4.6 41.3 5.45 42.5 6.3 43.3 6.85 43.8 7.25 44.0 7.55 44.2 11.77 44.2 12.44 49.2 12.71 54.2 13.12 69.2 0 361 351 0 4 0.0 1000. .0070 50. 50. .016 .4 40.0 1000. .0070 10. 10. .020 10. 0 351 214 0 3 1. 0 214 91 13 2 0.1 1. .1000 0. 0. .024 0.1 0.0 0. 1.13 5.63 1.77 8.93 2.62 11.30 3.47 13.25 4.40 14.95 5.33 16.48 6.34 17.88 7.35 19.17 8.44 20.39 9.53 21.53 11.91 23.7 14.63 25.6 0 90 91 0 5 3.0 2700. .007 .0 .0 0.013 3.00 2.0 2700. .007 30.0 30.0 0.016 100.00 0 91 96 0 5 3.0 1300. .030 .0 .0 0.013 3.00 2.0 1300. .030 1.0 1.0 0.016 3.00 0 193 96 16 2 0.1 1. .010 .0 .0 0.100 0.10 0.0 0.0 2.19 21.0 4.50 22.5 6.95 24.0 9.56 25.1 10.95 26.0 11.22 29.4 11.50 35.2 11.77 42.5 12.05 51.3 12.33 61.3 12.61 72.4 12.90 84.7 13.19 98.1 13.47 112.3 13.76 127.5 0 96 500 0 1 25.0 100. .0004 3.0 3.0 0.030 100.00 0 0 ENDPROGRAM APPENDIX 3 1 OF 1 STORM SEWER TRIBUTARY AREAS EXHIBIT 1730 FOOTHILLS MALL REDEVELOPMENT FORT COLLINS, COLORADO Appleton, WI Orange County, CA Pittsburgh, PA 16745 W. Bluemound Road, Brookfield, WI 53005-5938 262-781-1000 Fax 262-781-8466, www.rasmithnational.com R.A. Smith National Beyond Surveying and Engineering FOOTHILLS MALL REDEVELOPMENT LOCATED IN THE SOUTHWEST QUARTER OF SECTION 25, TOWNSHIP 7 NORTH, RANGE 69 WEST OF THE 6TH PRINCIPAL MERIDIAN, CITY OF FORT COLLINS, COUNTY OF LARIMER, STATE OF COLORADO APPENDIX 4 Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia I a = 90.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 0.900 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.32 watershed inches (WQCV= 0.8 * (0.91* i 3 - 1.19 * i 2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area) Area = 58,500 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV = 1,566 cu ft Vol = (WQCV / 12) * Area F) For Watersheds Outside of the Denver Region, Depth of d6 = in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQCV OTHER = cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER = cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum) DWQCV = 6 in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 4.00 ft / ft (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area AMin = 1044 sq ft D) Actual Flat Surface Area AActual = 4300 sq ft E) Area at Design Depth (Top Surface Area) ATop = 5000 sq ft F) Rain Garden Total Volume VT = 2,325 cu ft (VT= ((A Top + AActual ) / 2) * Depth) 3. Growing Media 4. Underdrain System A) Are underdrains provided? B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y = 2.0 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 = 1,566 cu ft iii) Orifice Diameter, 3/8" Minimum DO = 0.91 in Foothills Redevelopment raingarden 1 Design Procedure Form: Rain Garden (RG) Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? PROVIDE A 30 MIL (MIN) PVC LINER WITH CDOT CLASS B GEOTEXTILE ABOVE IT. USE THE SAME GEOTEXTILE BELOW THE LINER IF THE SUBGRADE IS ANGULAR 6. Inlet / Outlet Control A) Inlet Control 7. Vegetation 8. Irrigation A) Will the rain garden be irrigated? Notes: Design Procedure Form: Rain Garden (RG) Paul McIlheran R.A. Smith National October 30, 2012 Foothills Redevelopment raingarden 1 Choose One Choose One Choose One Sheet Flow- No Energy Dissipation Required Concentrated Flow- Energy Dissipation Provided Plantings Seed (Plan for frequent weed control) Sand Grown or Other High Infiltration Sod Choose One YES NO YES NO RG 01.xls, RG 10/30/2012, 7:42 AM You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia I a = 90.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 0.900 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.32 watershed inches (WQCV= 0.8 * (0.91* i 3 - 1.19 * i 2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area) Area = 121,900 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV = 3,263 cu ft Vol = (WQCV / 12) * Area F) For Watersheds Outside of the Denver Region, Depth of d6 = in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQCV OTHER = cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER = cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum) DWQCV = 12 in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 4.00 ft / ft (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area AMin = 2175 sq ft D) Actual Flat Surface Area AActual = 3600 sq ft E) Area at Design Depth (Top Surface Area) ATop = 4900 sq ft F) Rain Garden Total Volume VT = 4,250 cu ft (VT= ((A Top + AActual ) / 2) * Depth) 3. Growing Media 4. Underdrain System A) Are underdrains provided? B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y = 2.0 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 = 3,263 cu ft iii) Orifice Diameter, 3/8" Minimum DO = 1.32 in Design Procedure Form: Rain Garden (RG) Paul McIlheran R.A. Smith National Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? PROVIDE A 30 MIL (MIN) PVC LINER WITH CDOT CLASS B GEOTEXTILE ABOVE IT. USE THE SAME GEOTEXTILE BELOW THE LINER IF THE SUBGRADE IS ANGULAR 6. Inlet / Outlet Control A) Inlet Control 7. Vegetation 8. Irrigation A) Will the rain garden be irrigated? Notes: Design Procedure Form: Rain Garden (RG) Paul McIlheran R.A. Smith National October 30, 2012 Foothills Redevelopment raingarden 5 Choose One Choose One Choose One Sheet Flow- No Energy Dissipation Required Concentrated Flow- Energy Dissipation Provided Plantings Seed (Plan for frequent weed control) Sand Grown or Other High Infiltration Sod Choose One YES NO YES NO RG 05.xls, RG 10/30/2012, 7:53 AM You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia I a = 90.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 0.900 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.32 watershed inches (WQCV= 0.8 * (0.91* i 3 - 1.19 * i 2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area) Area = 150,000 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV = 4,015 cu ft Vol = (WQCV / 12) * Area F) For Watersheds Outside of the Denver Region, Depth of d6 = in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQCV OTHER = cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER = cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum) DWQCV = 12 in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 4.00 ft / ft (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area AMin = 2677 sq ft D) Actual Flat Surface Area AActual = 3000 sq ft E) Area at Design Depth (Top Surface Area) ATop = 6000 sq ft F) Rain Garden Total Volume VT = 4,500 cu ft (VT= ((A Top + AActual ) / 2) * Depth) 3. Growing Media 4. Underdrain System A) Are underdrains provided? B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y = 2.0 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 = 4,015 cu ft iii) Orifice Diameter, 3/8" Minimum DO = 1.46 in Foothills Redevelopment raingarden 6 Design Procedure Form: Rain Garden (RG) Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? PROVIDE A 30 MIL (MIN) PVC LINER WITH CDOT CLASS B GEOTEXTILE ABOVE IT. USE THE SAME GEOTEXTILE BELOW THE LINER IF THE SUBGRADE IS ANGULAR 6. Inlet / Outlet Control A) Inlet Control 7. Vegetation 8. Irrigation A) Will the rain garden be irrigated? Notes: Design Procedure Form: Rain Garden (RG) Paul McIlheran R.A. Smith National October 30, 2012 Foothills Redevelopment raingarden 6 Choose One Choose One Choose One Sheet Flow- No Energy Dissipation Required Concentrated Flow- Energy Dissipation Provided Plantings Seed (Plan for frequent weed control) Sand Grown or Other High Infiltration Sod Choose One YES NO YES NO RG 06.xls, RG 10/30/2012, 7:54 AM You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia I a = 90.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 0.900 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.32 watershed inches (WQCV= 0.8 * (0.91* i 3 - 1.19 * i 2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area) Area = 40,000 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV = 1,071 cu ft Vol = (WQCV / 12) * Area F) For Watersheds Outside of the Denver Region, Depth of d6 = in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQCV OTHER = cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER = cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum) DWQCV = 12 in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 3.00 ft / ft Z < 4:1 (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area AMin = 714 sq ft D) Actual Flat Surface Area AActual = 850 sq ft E) Area at Design Depth (Top Surface Area) ATop = 1700 sq ft F) Rain Garden Total Volume VT = 1,275 cu ft (VT= ((A Top + AActual ) / 2) * Depth) 3. Growing Media 4. Underdrain System A) Are underdrains provided? B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y = 2.0 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 = 1,071 cu ft iii) Orifice Diameter, 3/8" Minimum DO = 0.75 in Foothills Redevelopment raingarden 8 Design Procedure Form: Rain Garden (RG) Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? PROVIDE A 30 MIL (MIN) PVC LINER WITH CDOT CLASS B GEOTEXTILE ABOVE IT. USE THE SAME GEOTEXTILE BELOW THE LINER IF THE SUBGRADE IS ANGULAR 6. Inlet / Outlet Control A) Inlet Control 7. Vegetation 8. Irrigation A) Will the rain garden be irrigated? Notes: Design Procedure Form: Rain Garden (RG) Paul McIlheran R.A. Smith National October 30, 2012 Foothills Redevelopment raingarden 8 Choose One Choose One Choose One Sheet Flow- No Energy Dissipation Required Concentrated Flow- Energy Dissipation Provided Plantings Seed (Plan for frequent weed control) Sand Grown or Other High Infiltration Sod Choose One YES NO YES NO RG 08.xls, RG 10/30/2012, 7:54 AM You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia I a = 90.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 0.900 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.32 watershed inches (WQCV= 0.8 * (0.91* i 3 - 1.19 * i 2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area) Area = 17,000 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV = 455 cu ft Vol = (WQCV / 12) * Area F) For Watersheds Outside of the Denver Region, Depth of d6 = in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQCV OTHER = cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER = cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum) DWQCV = 12 in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 3.00 ft / ft Z < 4:1 (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area AMin = 303 sq ft D) Actual Flat Surface Area AActual = 677 sq ft E) Area at Design Depth (Top Surface Area) ATop = 1600 sq ft F) Rain Garden Total Volume VT = 1,139 cu ft (VT= ((A Top + AActual ) / 2) * Depth) 3. Growing Media 4. Underdrain System A) Are underdrains provided? B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y = 2.0 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 = 455 cu ft iii) Orifice Diameter, 3/8" Minimum DO = 0.49 in Foothills Redevelopment raingarden 9 Design Procedure Form: Rain Garden (RG) Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? PROVIDE A 30 MIL (MIN) PVC LINER WITH CDOT CLASS B GEOTEXTILE ABOVE IT. USE THE SAME GEOTEXTILE BELOW THE LINER IF THE SUBGRADE IS ANGULAR 6. Inlet / Outlet Control A) Inlet Control 7. Vegetation 8. Irrigation A) Will the rain garden be irrigated? Notes: Design Procedure Form: Rain Garden (RG) Paul McIlheran R.A. Smith National October 30, 2012 Foothills Redevelopment raingarden 9 Choose One Choose One Choose One Sheet Flow- No Energy Dissipation Required Concentrated Flow- Energy Dissipation Provided Plantings Seed (Plan for frequent weed control) Sand Grown or Other High Infiltration Sod Choose One YES NO YES NO RG 09.xls, RG 10/30/2012, 7:55 AM You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia I a = 90.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 0.900 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.32 watershed inches (WQCV= 0.8 * (0.91* i 3 - 1.19 * i 2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area) Area = 152,000 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV = 4,068 cu ft Vol = (WQCV / 12) * Area F) For Watersheds Outside of the Denver Region, Depth of d6 = in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQCV OTHER = cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER = cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum) DWQCV = 12 in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 4.00 ft / ft (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area AMin = 2712 sq ft D) Actual Flat Surface Area AActual = 6215 sq ft E) Area at Design Depth (Top Surface Area) ATop = 8300 sq ft F) Rain Garden Total Volume VT = 7,258 cu ft (VT= ((A Top + AActual ) / 2) * Depth) 3. Growing Media 4. Underdrain System A) Are underdrains provided? B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y = 2.0 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 = 4,068 cu ft iii) Orifice Diameter, 3/8" Minimum DO = 1.47 in Foothills Redevelopment raingarden 11 Design Procedure Form: Rain Garden (RG) Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? PROVIDE A 30 MIL (MIN) PVC LINER WITH CDOT CLASS B GEOTEXTILE ABOVE IT. USE THE SAME GEOTEXTILE BELOW THE LINER IF THE SUBGRADE IS ANGULAR 6. Inlet / Outlet Control A) Inlet Control 7. Vegetation 8. Irrigation A) Will the rain garden be irrigated? Notes: Design Procedure Form: Rain Garden (RG) Paul McIlheran R.A. Smith National October 30, 2012 Foothills Redevelopment raingarden 11 Choose One Choose One Choose One Sheet Flow- No Energy Dissipation Required Concentrated Flow- Energy Dissipation Provided Plantings Seed (Plan for frequent weed control) Sand Grown or Other High Infiltration Sod Choose One YES NO YES NO RG 11.xls, RG 10/30/2012, 7:56 AM You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia I a = 90.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 0.900 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.32 watershed inches (WQCV= 0.8 * (0.91* i 3 - 1.19 * i 2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area) Area = 130,000 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV = 3,480 cu ft Vol = (WQCV / 12) * Area F) For Watersheds Outside of the Denver Region, Depth of d6 = in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQCV OTHER = cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER = cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum) DWQCV = 12 in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 4.00 ft / ft (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area AMin = 2320 sq ft D) Actual Flat Surface Area AActual = 3775 sq ft E) Area at Design Depth (Top Surface Area) ATop = 5000 sq ft F) Rain Garden Total Volume VT = 4,388 cu ft (VT= ((A Top + AActual ) / 2) * Depth) 3. Growing Media 4. Underdrain System A) Are underdrains provided? B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y = 2.0 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 = 3,480 cu ft iii) Orifice Diameter, 3/8" Minimum DO = 1.36 in Foothills Redevelopment raingarden 14 Design Procedure Form: Rain Garden (RG) Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? PROVIDE A 30 MIL (MIN) PVC LINER WITH CDOT CLASS B GEOTEXTILE ABOVE IT. USE THE SAME GEOTEXTILE BELOW THE LINER IF THE SUBGRADE IS ANGULAR 6. Inlet / Outlet Control A) Inlet Control 7. Vegetation 8. Irrigation A) Will the rain garden be irrigated? Notes: Design Procedure Form: Rain Garden (RG) Paul McIlheran R.A. Smith National October 30, 2012 Foothills Redevelopment raingarden 14 Choose One Choose One Choose One Sheet Flow- No Energy Dissipation Required Concentrated Flow- Energy Dissipation Provided Plantings Seed (Plan for frequent weed control) Sand Grown or Other High Infiltration Sod Choose One YES NO YES NO RG 14.xls, RG 10/30/2012, 7:56 AM You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia I a = 90.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 0.900 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.32 watershed inches (WQCV= 0.8 * (0.91* i 3 - 1.19 * i 2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area) Area = 45,000 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV = 1,204 cu ft Vol = (WQCV / 12) * Area F) For Watersheds Outside of the Denver Region, Depth of d6 = in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQCV OTHER = cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER = cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum) DWQCV = 12 in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 4.00 ft / ft (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area AMin = 803 sq ft D) Actual Flat Surface Area AActual = 981 sq ft E) Area at Design Depth (Top Surface Area) ATop = 1800 sq ft F) Rain Garden Total Volume VT = 1,391 cu ft (VT= ((A Top + AActual ) / 2) * Depth) 3. Growing Media 4. Underdrain System A) Are underdrains provided? B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y = 2.0 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 = 1,204 cu ft iii) Orifice Diameter, 3/8" Minimum DO = 0.80 in Foothills Redevelopment raingarden 16 Design Procedure Form: Rain Garden (RG) Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? PROVIDE A 30 MIL (MIN) PVC LINER WITH CDOT CLASS B GEOTEXTILE ABOVE IT. USE THE SAME GEOTEXTILE BELOW THE LINER IF THE SUBGRADE IS ANGULAR 6. Inlet / Outlet Control A) Inlet Control 7. Vegetation 8. Irrigation A) Will the rain garden be irrigated? Notes: Design Procedure Form: Rain Garden (RG) Paul McIlheran R.A. Smith National October 30, 2012 Foothills Redevelopment raingarden 16 Choose One Choose One Choose One Sheet Flow- No Energy Dissipation Required Concentrated Flow- Energy Dissipation Provided Plantings Seed (Plan for frequent weed control) Sand Grown or Other High Infiltration Sod Choose One YES NO YES NO RG 16.xls, RG 10/30/2012, 7:57 AM You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia I a = 90.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 0.900 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.32 watershed inches (WQCV= 0.8 * (0.91* i 3 - 1.19 * i 2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area) Area = 55,000 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV = 1,472 cu ft Vol = (WQCV / 12) * Area F) For Watersheds Outside of the Denver Region, Depth of d6 = in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQCV OTHER = cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER = cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum) DWQCV = 12 in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 3.00 ft / ft Z < 4:1 (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area AMin = 981 sq ft D) Actual Flat Surface Area AActual = 1317 sq ft E) Area at Design Depth (Top Surface Area) ATop = 2570 sq ft F) Rain Garden Total Volume VT = 1,944 cu ft (VT= ((A Top + AActual ) / 2) * Depth) 3. Growing Media 4. Underdrain System A) Are underdrains provided? B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y = 2.0 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 = 1,472 cu ft iii) Orifice Diameter, 3/8" Minimum DO = 0.89 in Foothills Redevelopment raingarden 23 Design Procedure Form: Rain Garden (RG) Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? PROVIDE A 30 MIL (MIN) PVC LINER WITH CDOT CLASS B GEOTEXTILE ABOVE IT. USE THE SAME GEOTEXTILE BELOW THE LINER IF THE SUBGRADE IS ANGULAR 6. Inlet / Outlet Control A) Inlet Control 7. Vegetation 8. Irrigation A) Will the rain garden be irrigated? Notes: Design Procedure Form: Rain Garden (RG) Paul McIlheran R.A. Smith National October 30, 2012 Foothills Redevelopment raingarden 23 Choose One Choose One Choose One Sheet Flow- No Energy Dissipation Required Concentrated Flow- Energy Dissipation Provided Plantings Seed (Plan for frequent weed control) Sand Grown or Other High Infiltration Sod Choose One YES NO YES NO RG 23.xls, RG 10/30/2012, 7:57 AM You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia I a = 90.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 0.900 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.32 watershed inches (WQCV= 0.8 * (0.91* i 3 - 1.19 * i 2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area) Area = 42,000 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV = 1,124 cu ft Vol = (WQCV / 12) * Area F) For Watersheds Outside of the Denver Region, Depth of d6 = in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQCV OTHER = cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER = cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum) DWQCV = 12 in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 4.00 ft / ft (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area AMin = 749 sq ft D) Actual Flat Surface Area AActual = 1400 sq ft E) Area at Design Depth (Top Surface Area) ATop = 2200 sq ft F) Rain Garden Total Volume VT = 1,800 cu ft (VT= ((A Top + AActual ) / 2) * Depth) 3. Growing Media 4. Underdrain System A) Are underdrains provided? B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y = 2.0 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 = 1,124 cu ft iii) Orifice Diameter, 3/8" Minimum DO = 0.77 in Foothills Redevelopment raingarden 27 Design Procedure Form: Rain Garden (RG) Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? PROVIDE A 30 MIL (MIN) PVC LINER WITH CDOT CLASS B GEOTEXTILE ABOVE IT. USE THE SAME GEOTEXTILE BELOW THE LINER IF THE SUBGRADE IS ANGULAR 6. Inlet / Outlet Control A) Inlet Control 7. Vegetation 8. Irrigation A) Will the rain garden be irrigated? Notes: Design Procedure Form: Rain Garden (RG) Paul McIlheran R.A. Smith National October 30, 2012 Foothills Redevelopment raingarden 27 Choose One Choose One Choose One Sheet Flow- No Energy Dissipation Required Concentrated Flow- Energy Dissipation Provided Plantings Seed (Plan for frequent weed control) Sand Grown or Other High Infiltration Sod Choose One YES NO YES NO RG 27.xls, RG 10/30/2012, 7:57 AM You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia I a = 90.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 0.900 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.32 watershed inches (WQCV= 0.8 * (0.91* i 3 - 1.19 * i 2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area) Area = 47,000 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV = 1,258 cu ft Vol = (WQCV / 12) * Area F) For Watersheds Outside of the Denver Region, Depth of d6 = in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQCV OTHER = cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER = cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum) DWQCV = 12 in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 4.00 ft / ft (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area AMin = 839 sq ft D) Actual Flat Surface Area AActual = 2200 sq ft E) Area at Design Depth (Top Surface Area) ATop = 3200 sq ft F) Rain Garden Total Volume VT = 2,700 cu ft (VT= ((A Top + AActual ) / 2) * Depth) 3. Growing Media 4. Underdrain System A) Are underdrains provided? B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y = 2.0 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 = 1,258 cu ft iii) Orifice Diameter, 3/8" Minimum DO = 0.82 in Foothills Redevelopment raingarden 28 Design Procedure Form: Rain Garden (RG) Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? PROVIDE A 30 MIL (MIN) PVC LINER WITH CDOT CLASS B GEOTEXTILE ABOVE IT. USE THE SAME GEOTEXTILE BELOW THE LINER IF THE SUBGRADE IS ANGULAR 6. Inlet / Outlet Control A) Inlet Control 7. Vegetation 8. Irrigation A) Will the rain garden be irrigated? Notes: Design Procedure Form: Rain Garden (RG) Paul McIlheran R.A. Smith National October 30, 2012 Foothills Redevelopment raingarden 28 Choose One Choose One Choose One Sheet Flow- No Energy Dissipation Required Concentrated Flow- Energy Dissipation Provided Plantings Seed (Plan for frequent weed control) Sand Grown or Other High Infiltration Sod Choose One YES NO YES NO RG 28.xls, RG 10/30/2012, 7:58 AM You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia I a = 90.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 0.900 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.32 watershed inches (WQCV= 0.8 * (0.91* i 3 - 1.19 * i 2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area) Area = 224,000 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV = 5,996 cu ft Vol = (WQCV / 12) * Area F) For Watersheds Outside of the Denver Region, Depth of d6 = in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQCV OTHER = cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER = cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum) DWQCV = 12 in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 4.00 ft / ft (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area AMin = 3997 sq ft D) Actual Flat Surface Area AActual = 7450 sq ft E) Area at Design Depth (Top Surface Area) ATop = 9200 sq ft F) Rain Garden Total Volume VT = 8,325 cu ft (VT= ((A Top + AActual ) / 2) * Depth) 3. Growing Media 4. Underdrain System A) Are underdrains provided? B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y = 2.0 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 = 5,996 cu ft iii) Orifice Diameter, 3/8" Minimum DO = 1.79 in Foothills Redevelopment raingarden 29 Design Procedure Form: Rain Garden (RG) Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? PROVIDE A 30 MIL (MIN) PVC LINER WITH CDOT CLASS B GEOTEXTILE ABOVE IT. USE THE SAME GEOTEXTILE BELOW THE LINER IF THE SUBGRADE IS ANGULAR 6. Inlet / Outlet Control A) Inlet Control 7. Vegetation 8. Irrigation A) Will the rain garden be irrigated? Notes: Design Procedure Form: Rain Garden (RG) Paul McIlheran R.A. Smith National October 30, 2012 Foothills Redevelopment raingarden 29 Choose One Choose One Choose One Sheet Flow- No Energy Dissipation Required Concentrated Flow- Energy Dissipation Provided Plantings Seed (Plan for frequent weed control) Sand Grown or Other High Infiltration Sod Choose One YES NO YES NO RG 29.xls, RG 10/30/2012, 7:58 AM You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia I a = 90.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 0.900 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.32 watershed inches (WQCV= 0.8 * (0.91* i 3 - 1.19 * i 2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area) Area = 53,000 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV = 1,419 cu ft Vol = (WQCV / 12) * Area F) For Watersheds Outside of the Denver Region, Depth of d6 = in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQCV OTHER = cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER = cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum) DWQCV = 12 in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 4.00 ft / ft (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area AMin = 946 sq ft D) Actual Flat Surface Area AActual = 2200 sq ft E) Area at Design Depth (Top Surface Area) ATop = 3400 sq ft F) Rain Garden Total Volume VT = 2,800 cu ft (VT= ((A Top + AActual ) / 2) * Depth) 3. Growing Media 4. Underdrain System A) Are underdrains provided? B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y = 2.0 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 = 1,419 cu ft iii) Orifice Diameter, 3/8" Minimum DO = 0.87 in Foothills Redevelopment raingarden 30 Design Procedure Form: Rain Garden (RG) Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? PROVIDE A 30 MIL (MIN) PVC LINER WITH CDOT CLASS B GEOTEXTILE ABOVE IT. USE THE SAME GEOTEXTILE BELOW THE LINER IF THE SUBGRADE IS ANGULAR 6. Inlet / Outlet Control A) Inlet Control 7. Vegetation 8. Irrigation A) Will the rain garden be irrigated? Notes: Design Procedure Form: Rain Garden (RG) Paul McIlheran R.A. Smith National October 30, 2012 Foothills Redevelopment raingarden 30 Choose One Choose One Choose One Sheet Flow- No Energy Dissipation Required Concentrated Flow- Energy Dissipation Provided Plantings Seed (Plan for frequent weed control) Sand Grown or Other High Infiltration Sod Choose One YES NO YES NO RG 30.xls, RG 10/30/2012, 7:58 AM You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia I a = 90.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 0.900 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.32 watershed inches (WQCV= 0.8 * (0.91* i 3 - 1.19 * i 2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area) Area = 35,000 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV = 937 cu ft Vol = (WQCV / 12) * Area F) For Watersheds Outside of the Denver Region, Depth of d6 = in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQCV OTHER = cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER = cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum) DWQCV = 12 in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 4.00 ft / ft (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area AMin = 625 sq ft D) Actual Flat Surface Area AActual = 810 sq ft E) Area at Design Depth (Top Surface Area) ATop = 1781 sq ft F) Rain Garden Total Volume VT = 1,296 cu ft (VT= ((A Top + AActual ) / 2) * Depth) 3. Growing Media 4. Underdrain System A) Are underdrains provided? B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y = 2.0 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 = 937 cu ft iii) Orifice Diameter, 3/8" Minimum DO = 0.71 in Foothills Redevelopment raingarden 31 Design Procedure Form: Rain Garden (RG) Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? PROVIDE A 30 MIL (MIN) PVC LINER WITH CDOT CLASS B GEOTEXTILE ABOVE IT. USE THE SAME GEOTEXTILE BELOW THE LINER IF THE SUBGRADE IS ANGULAR 6. Inlet / Outlet Control A) Inlet Control 7. Vegetation 8. Irrigation A) Will the rain garden be irrigated? Notes: Design Procedure Form: Rain Garden (RG) Paul McIlheran R.A. Smith National October 30, 2012 Foothills Redevelopment raingarden 31 Choose One Choose One Choose One Sheet Flow- No Energy Dissipation Required Concentrated Flow- Energy Dissipation Provided Plantings Seed (Plan for frequent weed control) Sand Grown or Other High Infiltration Sod Choose One YES NO YES NO RG 31.xls, RG 10/30/2012, 7:59 AM You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia I a = 90.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 0.900 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.32 watershed inches (WQCV= 0.8 * (0.91* i 3 - 1.19 * i 2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area) Area = 19,000 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV = 509 cu ft Vol = (WQCV / 12) * Area F) For Watersheds Outside of the Denver Region, Depth of d6 = in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQCV OTHER = cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER = cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum) DWQCV = 12 in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 4.00 ft / ft (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area AMin = 339 sq ft D) Actual Flat Surface Area AActual = 1800 sq ft E) Area at Design Depth (Top Surface Area) ATop = 2900 sq ft F) Rain Garden Total Volume VT = 2,350 cu ft (VT= ((A Top + AActual ) / 2) * Depth) 3. Growing Media 4. Underdrain System A) Are underdrains provided? B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y = 2.0 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 = 509 cu ft iii) Orifice Diameter, 3/8" Minimum DO = 0.52 in Foothills Redevelopment raingarden 32 Design Procedure Form: Rain Garden (RG) Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? PROVIDE A 30 MIL (MIN) PVC LINER WITH CDOT CLASS B GEOTEXTILE ABOVE IT. USE THE SAME GEOTEXTILE BELOW THE LINER IF THE SUBGRADE IS ANGULAR 6. Inlet / Outlet Control A) Inlet Control 7. Vegetation 8. Irrigation A) Will the rain garden be irrigated? Notes: Design Procedure Form: Rain Garden (RG) Paul McIlheran R.A. Smith National October 30, 2012 Foothills Redevelopment raingarden 32 Choose One Choose One Choose One Sheet Flow- No Energy Dissipation Required Concentrated Flow- Energy Dissipation Provided Plantings Seed (Plan for frequent weed control) Sand Grown or Other High Infiltration Sod Choose One YES NO YES NO RG 32.xls, RG 10/30/2012, 7:59 AM You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia I a = 90.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 0.900 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.32 watershed inches (WQCV= 0.8 * (0.91* i 3 - 1.19 * i 2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area) Area = 84,000 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV = 2,248 cu ft Vol = (WQCV / 12) * Area F) For Watersheds Outside of the Denver Region, Depth of d6 = in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQCV OTHER = cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER = cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum) DWQCV = 12 in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 4.00 ft / ft (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area AMin = 1499 sq ft D) Actual Flat Surface Area AActual = 3000 sq ft E) Area at Design Depth (Top Surface Area) ATop = 4800 sq ft F) Rain Garden Total Volume VT = 3,900 cu ft (VT= ((A Top + AActual ) / 2) * Depth) 3. Growing Media 4. Underdrain System A) Are underdrains provided? B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y = 2.0 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 = 2,248 cu ft iii) Orifice Diameter, 3/8" Minimum DO = 1.09 in Design Procedure Form: Rain Garden (RG) Paul McIlheran R.A. Smith National Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? PROVIDE A 30 MIL (MIN) PVC LINER WITH CDOT CLASS B GEOTEXTILE ABOVE IT. USE THE SAME GEOTEXTILE BELOW THE LINER IF THE SUBGRADE IS ANGULAR 6. Inlet / Outlet Control A) Inlet Control 7. Vegetation 8. Irrigation A) Will the rain garden be irrigated? Notes: October 30, 2012 Foothills Redevelopment raingarden 33 Design Procedure Form: Rain Garden (RG) Paul McIlheran R.A. Smith National Choose One Choose One Choose One Sheet Flow- No Energy Dissipation Required Concentrated Flow- Energy Dissipation Provided Plantings Seed (Plan for frequent weed control) Sand Grown or Other High Infiltration Sod Choose One YES NO YES NO RG 33.xls, RG 10/30/2012, 8:00 AM You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia I a = 90.0 % (100% if all paved and roofed areas upstream of sand filter) B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 0.900 C) Water Quality Capture Volume (WQCV) Based on 24-hour Drain Time WQCV = 0.36 watershed inches WQCV= 0.9 * (0.91* i 3 - 1.19 * i 2 + 0.78 * i) D) Contributing Watershed Area (including sand filter area) Area = 825,000 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV = 24,842 cu ft VWQCV = WQCV / 12 * Area F) For Watersheds Outside of the Denver Region, Depth of d6 = in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQCV OTHER = cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER = cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth DWQCV = 3.0 ft B) Sand Filter Side Slopes (Horizontal distance per unit vertical, Z = 4.00 ft / ft 4:1 or flatter preferred). Use "0" if sand filter has vertical walls. C) Mimimum Filter Area (Flat Surface Area) AMin = 5520 sq ft D) Actual Filter Area AActual = 10360 sq ft E) Volume Provided VT = 31080 cu ft 3. Filter Material 4. Underdrain System A) Are underdrains provided? B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y = 2.5 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 = 24,842 cu ft iii) Orifice Diameter, 3/8" Minimum DO = 3.47 in Design Procedure Form: Sand Filter (SF) Paul McIlheran R.A.Smith National October 30, 2012 Foothills Redevelopment sand filter 1 (south) Choose One Choose One Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? PROVIDE A 30 MIL (MIN) PVC GEOMEMBRANE PER TABLE SF-4 WITH SEPARATOR FABRIC (PER TABLE SF-3) ABOVE IT. PROVIDE SEPARATOR FABRIC BELOW THE GEOMEMBRANE AS WELL IF SUBGRADE IS ANGULAR OR COULD OTHERWISE PUNCTURE THE GEOMEMBRANE. 6-7. Inlet / Outlet Works A) Describe the type of energy dissipation at inlet points and means of conveying flows in excess of the WQCV through the outlet Notes: riprap to be used at outfall of inlet pipe standpipe is provided to drain excess flows Design Procedure Form: Sand Filter (SF) Paul McIlheran R.A.Smith National October 30, 2012 Foothills Redevelopment sand filter 1 (south) Choose One YES NO design calcs - sand filter 1 (south).xls, SF 10/30/2012, 9:06 AM You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia I a = 90.0 % (100% if all paved and roofed areas upstream of sand filter) B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 0.900 C) Water Quality Capture Volume (WQCV) Based on 24-hour Drain Time WQCV = 0.36 watershed inches WQCV= 0.9 * (0.91* i 3 - 1.19 * i 2 + 0.78 * i) D) Contributing Watershed Area (including sand filter area) Area = 500,000 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV = 15,056 cu ft VWQCV = WQCV / 12 * Area F) For Watersheds Outside of the Denver Region, Depth of d6 = in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQCV OTHER = cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER = cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth DWQCV = 3.0 ft B) Sand Filter Side Slopes (Horizontal distance per unit vertical, Z = 4.00 ft / ft 4:1 or flatter preferred). Use "0" if sand filter has vertical walls. C) Mimimum Filter Area (Flat Surface Area) AMin = 3346 sq ft D) Actual Filter Area AActual = 7600 sq ft E) Volume Provided VT = 22800 cu ft 3. Filter Material 4. Underdrain System A) Are underdrains provided? B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y = 2.5 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 = 15,056 cu ft iii) Orifice Diameter, 3/8" Minimum DO = 2.70 in Design Procedure Form: Sand Filter (SF) Paul McIlheran R.A.Smith National October 30, 2012 Foothills Redevelopment sand filter 2 (center) Choose One Choose One Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? PROVIDE A 30 MIL (MIN) PVC GEOMEMBRANE PER TABLE SF-4 WITH SEPARATOR FABRIC (PER TABLE SF-3) ABOVE IT. PROVIDE SEPARATOR FABRIC BELOW THE GEOMEMBRANE AS WELL IF SUBGRADE IS ANGULAR OR COULD OTHERWISE PUNCTURE THE GEOMEMBRANE. 6-7. Inlet / Outlet Works A) Describe the type of energy dissipation at inlet points and means of conveying flows in excess of the WQCV through the outlet Notes: riprap to be used at outfall of inlet pipe standpipe is provided to drain excess flows Design Procedure Form: Sand Filter (SF) Paul McIlheran R.A.Smith National October 30, 2012 Foothills Redevelopment sand filter 2 (center) Choose One YES NO design calcs sand filter 2.xls, SF 10/30/2012, 9:06 AM You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia I a = 90.0 % (100% if all paved and roofed areas upstream of sand filter) B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 0.900 C) Water Quality Capture Volume (WQCV) Based on 24-hour Drain Time WQCV = 0.36 watershed inches WQCV= 0.9 * (0.91* i 3 - 1.19 * i 2 + 0.78 * i) D) Contributing Watershed Area (including sand filter area) Area = 191,000 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV = 5,751 cu ft VWQCV = WQCV / 12 * Area F) For Watersheds Outside of the Denver Region, Depth of d6 = in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQCV OTHER = cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER = cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth DWQCV = 1.6 ft B) Sand Filter Side Slopes (Horizontal distance per unit vertical, Z = 4.00 ft / ft 4:1 or flatter preferred). Use "0" if sand filter has vertical walls. C) Mimimum Filter Area (Flat Surface Area) AMin = 1278 sq ft D) Actual Filter Area AActual = 3700 sq ft E) Volume Provided VT = 5920 cu ft 3. Filter Material 4. Underdrain System A) Are underdrains provided? B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y = 2.5 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 = 5,751 cu ft iii) Orifice Diameter, 3/8" Minimum DO = 1.67 in Design Procedure Form: Sand Filter (SF) Paul McIlheran R.A. Smith National October 30, 2012 Foothills Redevelopment sand filter 4 (north) Choose One Choose One Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? PROVIDE A 30 MIL (MIN) PVC GEOMEMBRANE PER TABLE SF-4 WITH SEPARATOR FABRIC (PER TABLE SF-3) ABOVE IT. PROVIDE SEPARATOR FABRIC BELOW THE GEOMEMBRANE AS WELL IF SUBGRADE IS ANGULAR OR COULD OTHERWISE PUNCTURE THE GEOMEMBRANE. 6-7. Inlet / Outlet Works A) Describe the type of energy dissipation at inlet points and means of conveying flows in excess of the WQCV through the outlet Notes: sand filter 4 (north) riprap to be used at outfall of inlet pipe standpipe is provided to drain excess flows Design Procedure Form: Sand Filter (SF) Paul McIlheran R.A. Smith National October 30, 2012 Foothills Redevelopment Choose One YES NO design calcs - sand filter 4 NORTH.xls, SF 10/30/2012, 9:06 AM You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) 20 CY 20 CY 20 CY 20 CY 20 CY 20 CY 20 CY 40 CY 20 CY 40 CY 40 CY 20 CY 20 CY 20 CY 20 CY 20 CY 20 CY 20 CY 40 CY 20 CY 40 CY 40 CY WQ-001 WATER QUALITY EXHIBIT Total Site Area: 76.6 acres Total Area Tributary To Water Quality BMPs: 77.2 acres 1730 FOOTHILLS MALL REDEVELOPMENT FORT COLLINS, COLORADO Appleton, WI Orange County, CA Pittsburgh, PA 16745 W. Bluemound Road, Brookfield, WI 53005-5938 262-781-1000 Fax 262-781-8466, www.rasmithnational.com R.A. Smith National Beyond Surveying and Engineering Water Quality BMP ID Volume Req (cf) Volume Provided (cf) Depth (in) Rain Garden 1 1,566 2,325 6 Rain Garden 5 3,263 4,250 12 Rain Garden 6 4,015 5,150 12 Rain Garden 8 1,071 1,275 12 Rain Garden 9 455 1,139 12 Rain Garden 11 4,068 7,258 12 Rain Garden 14 3,480 4,388 12 Rain Garden 16 1,204 1,391 12 Rain Garden 23 1,472 1,944 12 Rain Garden 27 1,124 1,800 12 Rain Garden 28 1,258 2,700 12 Rain Garden 29 5,996 7,928 12 Rain Garden 30 1,419 2,800 12 Rain Garden 31 937 1,296 12 Rain Garden 32 509 2,350 12 Rain Garden 33 2,711 3,900 12 Sand Filter 1 24,842 31,080 36 Sand Filter 2 15,056 22,800 36 WQ-002 WATER QUALITY DETAILS 1730 FOOTHILLS MALL REDEVELOPMENT FORT COLLINS, COLORADO Appleton, WI Orange County, CA Pittsburgh, PA 16745 W. Bluemound Road, Brookfield, WI 53005-5938 262-781-1000 Fax 262-781-8466, www.rasmithnational.com R.A. Smith National Beyond Surveying and Engineering USE 'NO INFILTRATION' OPTION P:\3120115\Dwg\Construction\WQ001D80.dwg, WQ-DETAILS, 11/2/2012 6:54:35 AM, ncp WQ-003 WATER QUALITY DETAILS 1730 FOOTHILLS MALL REDEVELOPMENT FORT COLLINS, COLORADO Appleton, WI Orange County, CA Pittsburgh, PA 16745 W. Bluemound Road, Brookfield, WI 53005-5938 262-781-1000 Fax 262-781-8466, www.rasmithnational.com R.A. Smith National Beyond Surveying and Engineering NTS NTS NTS P:\3120115\Dwg\Construction\WQ001D80.dwg, WQ-DETAILS (2), 11/2/2012 6:54:55 AM, ncp Sand Filter 4 5,751 5,920 19.2 Total 80,195 111,691 P:\3120115\Dwg\Construction\WQ001D80.dwg, Overall WQ, 11/2/2012 6:53:32 AM, ncp 18" CDOT Class C Filter Material Other (Explain): YES NO design calcs - sand filter 4 NORTH.xls, SF 10/30/2012, 9:06 AM You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) 18" CDOT Class C Filter Material Other (Explain): YES NO design calcs sand filter 2.xls, SF 10/30/2012, 9:06 AM You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) 18" CDOT Class C Filter Material Other (Explain): YES NO design calcs - sand filter 1 (south).xls, SF 10/30/2012, 9:06 AM You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) October 30, 2012 Foothills Redevelopment raingarden 33 Choose One Choose One 18" Rain Garden Growing Media Other (Explain): YES NO RG 33.xls, RG 10/30/2012, 8:00 AM You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Paul McIlheran R.A. Smith National October 30, 2012 Choose One Choose One 18" Rain Garden Growing Media Other (Explain): YES NO RG 32.xls, RG 10/30/2012, 7:59 AM You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Paul McIlheran R.A. Smith National October 30, 2012 Choose One Choose One 18" Rain Garden Growing Media Other (Explain): YES NO RG 31.xls, RG 10/30/2012, 7:59 AM You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Paul McIlheran R.A. Smith National October 30, 2012 Choose One Choose One 18" Rain Garden Growing Media Other (Explain): YES NO RG 30.xls, RG 10/30/2012, 7:58 AM You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Paul McIlheran R.A. Smith National October 30, 2012 Choose One Choose One 18" Rain Garden Growing Media Other (Explain): YES NO RG 29.xls, RG 10/30/2012, 7:58 AM You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Paul McIlheran R.A. Smith National October 30, 2012 Choose One Choose One 18" Rain Garden Growing Media Other (Explain): YES NO RG 28.xls, RG 10/30/2012, 7:58 AM You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Paul McIlheran R.A. Smith National October 30, 2012 Choose One Choose One 18" Rain Garden Growing Media Other (Explain): YES NO RG 27.xls, RG 10/30/2012, 7:57 AM You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Paul McIlheran R.A. Smith National October 30, 2012 Choose One Choose One 18" Rain Garden Growing Media Other (Explain): YES NO RG 23.xls, RG 10/30/2012, 7:57 AM You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Paul McIlheran R.A. Smith National October 30, 2012 Choose One Choose One 18" Rain Garden Growing Media Other (Explain): YES NO RG 16.xls, RG 10/30/2012, 7:57 AM You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Paul McIlheran R.A. Smith National October 30, 2012 Choose One Choose One 18" Rain Garden Growing Media Other (Explain): YES NO RG 14.xls, RG 10/30/2012, 7:56 AM You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Paul McIlheran R.A. Smith National October 30, 2012 Choose One Choose One 18" Rain Garden Growing Media Other (Explain): YES NO RG 11.xls, RG 10/30/2012, 7:56 AM You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Paul McIlheran R.A. Smith National October 30, 2012 Choose One Choose One 18" Rain Garden Growing Media Other (Explain): YES NO RG 09.xls, RG 10/30/2012, 7:55 AM You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Paul McIlheran R.A. Smith National October 30, 2012 Choose One Choose One 18" Rain Garden Growing Media Other (Explain): YES NO RG 08.xls, RG 10/30/2012, 7:54 AM You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Paul McIlheran R.A. Smith National October 30, 2012 Choose One Choose One 18" Rain Garden Growing Media Other (Explain): YES NO RG 06.xls, RG 10/30/2012, 7:54 AM You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) October 30, 2012 Foothills Redevelopment raingarden 5 Choose One Choose One 18" Rain Garden Growing Media Other (Explain): YES NO RG 05.xls, RG 10/30/2012, 7:53 AM You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Paul McIlheran R.A. Smith National October 30, 2012 Choose One Choose One 18" Rain Garden Growing Media Other (Explain): YES NO RG 01.xls, RG 10/30/2012, 7:42 AM You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com)