Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
MAGNOLIA DWELLINGS - FDP210015 - SUBMITTAL DOCUMENTS - ROUND 2 - DRAINAGE REPORT
FINAL DRAINAGE REPORT FOR Magnolia Dwellings Prepared by: Highland Development Services 6355 Fairgrounds Ave, Suite 100 Windsor, Colorado 80550 Phone: 970.674.7550 Prepared for: Forge + Bow Dwellings 120 W. Olive Street, Suite 220 Fort Collins, CO 80524 Office: 970.797.2354 September 8, 2021 Job Number 20-1021-00 Highland Development Services, Inc. 6355 Fairgrounds Avenue, Suite 100 | Windsor, CO 80550 | 970.674.7550 September 8, 2021 Mr. Dan Mogen Fort Collins Utilities 700 Wood Street Fort Collins, CO 80522 RE: Final Drainage Report for Magnolia Dwellings Dear Dan, We are pleased to submit for your review, the Final Drainage Report for the Magnolia Dwellings multi-family redevelopment project. This report describes the drainage design intent to be in accordance with the City of Fort Collins Stormwater Criteria Manual. We appreciate your time and consideration in reviewing this submittal. Please call if you have any questions. Sincerely, Highland Development Services Andrew C. Bartel, EI Jason T. Claeys, P.E., LEED AP Page i TABLE OF CONTENTS Table of Contents ............................................................................................................................. i Engineer Certification ......................................................................................................................ii General Description and Location .................................................................................................. 1 Site Description and Location ...................................................................................................... 1 Site Soils ....................................................................................................................................... 1 Storm Drainage Criteria .................................................................................................................. 3 Hydrologic Criteria ....................................................................................................................... 3 Hydraulic Criteria ......................................................................................................................... 3 Drainage Basins ............................................................................................................................... 4 Drainage Facility Design .................................................................................................................. 5 Drainage Conveyance Design ...................................................................................................... 5 Low Impact Development ............................................................................................................... 7 Stormwater Pollution Prevention ................................................................................................... 9 Conclusions ................................................................................................................................... 10 References .................................................................................................................................... 11 Appendix ....................................................................................................................................... 12 Appendix A – Site Descriptions, Characteristics, & References .................................................. A Appendix B – Rational Calculations ............................................................................................. B Appendix C – Low Impact Development Calculations ................................................................. C Appendix D – Capacity Calculations ............................................................................................ D Page ii ENGINEER CERTIFICATION I hereby certify that this report (plan) for the final drainage design of Magnolia Dwellings was prepared by me (or under my direct supervision) in accordance with the provisions of the City of Fort Collins Stormwater Criteria Manual and Construction of Public and Private Improvements for the Responsible Parties thereof. I understand that the City of Fort Collins does not and shall not assume liability for drainage facilities designed by others. ________________________________________ Jason T. Claeys, PE Registered Professional Engineer State of Colorado No. 42122 Page 1 GENERAL DESCRIPTION AND LOCATION SITE DESCRIPTION AND LOCATION Magnolia Dwellings, 335 E. Magnolia Street, is located in the Southeast Quarter and Southwest Quarter of Section 12, Township 7 North, Range 69 West of the Sixth Principal Meridian, City of Fort Collins, County of Larimer, within the State of Colorado. The property is the west half of Lot 1, Block 144 of the original Fort Collins plat, dated January 16, 1873. The site is bounded by private residential lots to the west and east, the alleyway to the south, and Magnolia Street to the north. The project site totals approximately 0.22 acres and is currently a single-family residential lot. The existing structures include a single-family residential home and a garden shed. The site is located within the Old Town Drainage Basin, which provides standard water quality for the site. The site generally slopes from the southwest to the northeast. A 2 ft tall retaining wall lies approximately 50 ft north of the alley right-of-way and steps down from south to north. The site grade south of the wall is approximately 3.5% and is approximately 2.0% north of the wall. Storm runoff via overland flow is conveyed through the site to Magnolia Street. The existing site is approximately 24.1% impervious. No wetlands are located within the area of proposed development. Offsite drainage is also conveyed through the existing site. Approximately 0.58 acres of offsite drainage area is conveyed along the western property line. It is assumed that this offsite basin is 25.3% impervious. It is anticipated that the proposed improvements will adequately convey the offsite runoff to Magnolia Street as it has historically. The project site is located within FEMA Zone X, Area of minimal flood hazard, per FEMA Flood Insurance Rate Panel 08069C0979H, effective 5/2/2012. FEMA Firmette is included in Appendix A. The existing single-family building is proposed to be removed and the site redeveloped with a four-unit, multi-family residential building. The proposed redevelopment also includes alley improvements, a parking area with access from the alley, and associated pedestrian walkways. Low impact development techniques are proposed to provide the stormwater quality enhancement requirements. SITE SOILS The Magnolia Dwellings site consists primarily of Fort Collins loam and Satanta loam and are classified as Type C hydrologic group, respectively. According to USDA/Natural Resource Page 2 Conservation Group, Type C soils a have slow infiltration rate when thoroughly wet. These soils consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils also have a slow rate of water transmission. Per the “Geotechnical Subsurface Exploration, Proposed Multi-Family Residence”, prepared by Earth Engineering Company, Inc. dated May 19, 2020: “Brown to reddish brown sandy lean clay soils were encountered at the surface at the boring locations. The sandy lean clay soils encountered in the borings were medium stiff to very stiff in consistency and exhibited a low potential for swelling with variation in moisture content at current moisture/density conditions. The moderately plastic sandy lean clay soils were underlain by brown sand and gravel materials at a depth of approximately 12 and 16 feet below present site grades at borings B-1 and B-2, respectively. The essentially granular materials were very dense in consistency, contained cobbles and extended to the bottom of the borings at a depth of approximately 20 and 25½ feet below present site grades.” Groundwater was also observed during the subsurface soil exploration: “At the time of drilling, free water was observed at a depth of approximately 16 and 19 feet below present site grades in the borings completed on this property. Approximately 48 hours after drilling, free water was observed at a depth of approximately 14½ and 18 feet below present site grades at borings B-1 and B-2, respectively.” Page 3 STORM DRAINAGE CRITERIA This final drainage report was prepared to meet or exceed the City of Fort Collins Stormwater Criteria Manual. The Criteria Manual and amendments to the Urban Drainage Flood Control District’s (UDFCD) Drainage Criteria Manual (USDCM) Volumes 1, 2 and 3 were referenced as guidelines for this design. HYDROLOGIC CRITERIA The rational method was performed to calculate the peak runoff rates for each basin. Percent imperviousness and runoff coefficients were calculated for each basin using the surface characteristics of each basin. The time of concentration was calculated using City of Fort Collins initial time of concentration and the intensity was calculated using the corresponding storm rainfall depth and the City of Fort Collins’ Intensity-Duration-Frequency Curve. HYDRAULIC CRITERIA The final storm drainage system has been designed to convey the minor and major storm events through the combination of storm sewer pipes and drain pans/channels. The Autodesk Hydraflow Express program was used to analyze the proposed drainage system on the site. Page 4 DRAINAGE BASINS The Magnolia Dwellings developed drainage basins are delineated by areas draining through the site. The site is broken into 4 main drainage systems: Drainage Basin D1: Drainage Basin D1 pertains to the improvements on the site, which has an approximate area of 0.18 acres and is approximately 69.9% impervious. The improvements include the entire condominium building and the sidewalk on the east side of the building, as well as the parking lot and bike shed. Drainage Basin D2: Drainage Basin D2 pertains to the improvements on the site, which has an approximate area of 0.04 acres and is approximately 28.9% impervious. This area consists of the landscaping and sidewalk on the west side of the proposed building that drains to the proposed channel on the west property line. Drainage Basin OS1: Drainage Basin OS1 pertains to the existing drainage that flows through the site from the lot to the west and the lots to the south that currently drain across the alleyway and onto the site. This drainage system has an approximate area of 0.58 acres and is approximately 25.3% impervious. Drainage Basin OS2: Drainage Basin OS1 pertains to the existing drainage that flows north/east towards the alley from the lots directly south of the site, as well as the proposed alley improvements, which will convey water east along the alley curb & gutter towards Peterson Street. This drainage system has an approximate area of 0.13 acres and is approximately 72.7% impervious. Page 5 DRAINAGE FACILITY DESIGN DRAINAGE CONVEYANCE DESIGN Storm infrastructure to convey runoff will include drain pans/channels and storm sewer pipes. Stormwater detention is not required for the site because the increase to impervious area on the site is less than 5,000 square feet. Water quality treatment for 50% of the site is provided by the Udall Natural Area water treatment facility. The remaining treatment must be provided by Low Impact Development (LID) methods. Drainage Basin D1: Drainage Basin D1 pertains to the improvements on the site, which has an approximate area of 0.18 acres, and is 69.9% impervious. The proposed improvements will utilize a system of roof drains, area inlets, and storm drains to convey drainage to the proposed LID facility and then outlet to an existing 12” clay storm pipe in Magnolia Street. The flow from Basin D1 will be conveyed through a 12” PVC pipe at 1.75% slope towards the Stormtech Chambers. The 12” PVC at 1.75% slope has a full flow capacity of 4.71 cfs which adequate capacity for this basins 100-yr peak runoff of 1.73 cfs. The Hydraflow Express pipe model reports can be found attached in Appendix D. After the Stormtech Chambers, the runoff from Basin D1 will flow through a 15” ADS HP Storm pipe at 0.50% slope, where it will enter the existing 12” clay storm pipe in Magnolia St at the proposed 4’ manhole. The full flow capacity of a 15” ADS HP Storm pipe at 0.5% slope is 4.57 cfs, adequate for this basins 100-yr peak runoff rate of 1.73 cfs. In the event that the proposed storm drain system become clogged or overloaded, any runoff not able to be intercepted by the area inlets will flow north along the proposed sidewalk on the east side of the lot, where it will be discharged into Magnolia Street. The Stormtech chambers are designed to have grated covers at the manifold in the event that the existing storm pipe within Magnolia surcharges back into the proposed system, allowing these flows to surcharge out of the grated covers. Drainage Basin D2: Drainage Basin D2 pertains to the improvements on the site, which has an approximate area of 0.04 acres, a percent imperviousness of 28.9%, and a 100-yr peak runoff of 0.23 cfs. This system will intercept drainage from the western portion of the proposed lot. The area consists of landscaping and a sidewalk and is not able to be conveyed to the Stormtech chambers. Instead, drainage will sheet flow to the proposed concrete channel that runs the entire length of the western property line and drains into Magnolia Street. Page 6 Drainage Basin OS1: Drainage Basin OS1 pertains to the existing drainage that flows through the site. Basin OS1 has an area of 0.58 acres, is 25.3% impervious, and has a 100-yr peak runoff rate of 2.20 cfs. This system will intercept drainage from the lot to the west and the lots to the south that currently drain across the alleyway and onto the site. The proposed improvements will include a concrete channel that runs the entire length of the western property line and drains into Magnolia Street. Drainage Basin OS2: Drainage Basin OS2 pertains to the existing drainage that flows through the site. Basin OS2 has an area of 0.13 acres, is 72.7% impervious, and has a 100-yr peak runoff rate of 1.22 cfs. This system will intercept drainage from the lots to the south of the proposed improved alley that currently drain across the alleyway and onto the site. The proposed improvements will include a concrete alleyway including a catch gutter on the north, which extends from the western property line with the site to the existing sidewalk along Peterson Street. The runoff will flow north/east towards this catch gutter, be conveyed across the sidewalk, and discharge into the existing Peterson Street drainage facilities. Page 7 LOW IMPACT DEVELOPMENT The City of Fort Collins updated the Low Impact Development ordinance in 2016 (Ordinance No. 007, 2016) to require: · Treat at least 75% of any newly developed or redeveloped impervious area using one or a combination of LID techniques, or · Treat at least 50% of any newly developed or redeveloped impervious area using one or a combination of LID techniques when 25% of private driveable surfaces are permeable. To satisfy the required implementation of Low Impact Development (LID) techniques, below grade filtration chambers (ADS StormTech chamber system) are proposed to be utilized. The chambers will treat approximately 82.5% of the total site area. For the purposes of water quality, all chambers will be isolator rows with filter fabric placed along the bottom of all the chambers. Other LID techniques were explored, but due to the limited space available on-site filtration chambers were the most feasible means for additional water quality enhancement. Pavers within the parking area did not treat enough contributing area to justify their use. It is anticipated that the filtration chambers will include an impermeable liner due to the proximity to the proposed and neighboring structures. Sediment will be captured within the chambers prior to the runoff being released. The chambers will be accessible to remove sediments. Standard water quality is provided regionally off site by the Udall Natural Area water treatment facility, which provides enough treatment for 50% of the site. A Standard Operations Procedure will be provided at final design to assist in ensuring that these BMPs will adequately perform over time. Below is a description of the 4-step process for selecting structural BMPs: Urban Drainage and Flood Control District (UDFCD) recommends a Four Step Process for receiving water protection that focuses on reducing runoff volumes, treating the water quality capture volume (WQCV), stabilizing drainageways and implementing long-term source controls. The Four Step Process applies to the management of smaller, frequently occurring events. Step 1: Employ Runoff Reduction Practices To reduce runoff peaks, volumes, and pollutant loads from urbanizing areas, implement Low Impact Development (LID) strategies, including Minimizing Directly Connected Impervious Areas (MDCIA). Page 8 Captured runoff from strategic areas are routed through below grade filtration chambers. Filtration chambers will slow and filter runoff prior to being released into the adjacent storm drain system. Step 2: Implement BMPs that Provide a Water Quality Capture Volume with Slow Release The filtration chambers are designed to provide water quality capture volume per Urban Drainage’s recommendations and calculations. The captured runoff is designed for a 12-hr drain time. Step 3: Stabilize Drainageways Natural Drainageways are subject to bed and bank erosion due to increases in frequency, duration, rate and volume of runoff during and following development. Because the site will drain to an existing storm system, bank stabilization is unnecessary with this project. Step 4: Implement Site Specific and Other Source Control BMPs The proposed project will improve upon site specific source controls compared to historic conditions by providing localized trash enclosures within the development for disposal of solid waste; infiltration galleries for water treatment prior to flows entering storm systems; and additional water quality measures to protect and prolong the design life of BMPS delineated in Step 1. All calculations are attached for reference. Page 9 STORMWATER POLLUTION PREVENTION Erosion and sedimentation will be controlled on-site by use of sediment control logs, inlet protection, and a gravel construction entrance. The measures are designed to limit the overall sediment yield increase due to construction as required by the City of Fort Collins. During overlot and final grading the soil will be roughened and furrowed perpendicular to the prevailing winds. During the performance of the work required by these specifications or any operations appurtenant thereto, whether on right-of-way provided by the City or elsewhere, the contractor shall furnish all labor, equipment, materials, and means required. The Contractor shall carry out proper efficient measures wherever and as necessary to reduce dust nuisance, and to prevent dust nuisance that has originated from his operations from damaging crops, orchards, cultivated fields, and dwellings, or causing nuisance to persons. The Contractor will be held liable for any damage resulting from dust originating from his operations under these specifications on right-of-way or elsewhere. It is unlawful to track or cause to be tracked mud or other debris onto public streets or rights- of-way. Wherever construction vehicles access routes or intersect paved public roads, previsions must be made to minimize the transport of sediment by runoff or vehicles tracking onto the paved surface. Stabilized construction entrances are required with base material consisting of 6” coarse aggregate. The contractor will be responsible for clearing mud tracked onto public streets on a daily basis. All temporary and permanent erosion and sediment control practices must be maintained and repaired as needed to assure continued performance of their intended function. Maintenance is the responsibility of the contractor. All disturbed areas must be seeded and mulched within 30 days of project start. Vegetation shall not be considered established until a ground cover is achieved which is demonstrated to be mature enough to control soil erosion to the satisfaction of the Town Inspector and to survive severe weather condition. Page 10 CONCLUSIONS This Final Drainage Report for Magnolia Dwellings has been prepared to comply with the stormwater criteria set by the City of Fort Collins. The proposed drainage system is designed to convey the developed peak 100-yr storm water runoff through the site to the existing storm system. Drainage conveyance systems were designed to convey drainage to existing roadways and collect onsite drainage and treat it in accordance with LID before discharging it into the existing storm drain system. Additionally, the drainage system will improve existing offsite conditions and protect the proposed building and neighboring lots by establishing conveyance to Magnolia Street and Peterson Street. This final drainage report anticipates the implementation of best management practices for erosion control, temporary and permanent, and on-site construction facilities. It can therefore be concluded that development of Magnolia Dwellings will comply with the storm water jurisdictional criteria and the approved City of Fort Collins Stormwater Criteria Manual and will not adversely affect the adjacent properties, streets, storm drain system and/or detention/water quality facilities. Page 11 REFERENCES 1. Urban Storm Drainage Criteria Manual (Volumes 1, 2, and 3), Urban Drainage and Flood Control District, June 2001, Revised January 2016. 2. Fort Collins Stormwater Criteria Manual, Fort Collins Utilities, City of Fort Collins, Colorado, Dated December 2018, Adopted January 2019. 3. “Hydrologic Group Rating for Larimer County Area, Colorado”, USDA-Natural Resources Conservation Service, National Cooperative Soil Survey. Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov. [9/28/2020] 4. “Geotechnical Subsurface Exploration, Proposed Multi-Family Residence 335 East Magnolia Street”, prepared by Earth Engineering Consultants, LLC, Dated May 19, 2020 5. “Flood Insurance Rate Map, Larimer County, Colorado – Map Number 08069C0979H”, Federal Emergency Management Agency, Map Revised May 2, 2012. Page 12 APPENDIX Appendix A – Site Descriptions, Characteristics, & References Appendix B – Rational Calculations Appendix C – Low Impact Development Calculations Appendix D – Capacity Calculations Appendix A APPENDIX A – SITE DESCRIPTIONS, CHARACTERISTICS, & REFERENCES PROJECT SITE PETERSON STREETE. MAGNOLIA STREET E. MULBERRY STREET WHEDBEE STREETMATHEWS STREETREMINGTON STREETOLIVE STREET Vicinity Map Scale: 1" = 250' PROJECT DATUM: NAVD 88 CITY OF FORT COLLINS BENCHMARK NO. 29-97: NORTHEAST CORNER OF MULBERRY ST. AND WHEDBEE ST., ON A CONCRETE TRAFFIC SIGNAL BASE ELEV = 4978.01 CITY OF FORT COLLINS BENCHMARK NO. 6-00: ON A CATCH BASIN AT THE NORTHWEST CORNER OF MULBERRY ST. AND COLLEGE AVE. ELEV = 4993.85 PLEASE NOTE: THIS PLAN SET IS USING NAVD88 FOR A VERTICAL DATUM. SURROUNDING DEVELOPMENTS HAVE USED NGVD29 UNADJUSTED DATUM (PRIOR TO CITY OF FORT COLLINS DATUM) FOR THEIR VERTICAL DATUMS. IF NGVD 29 UNADJUSTED (PRIOR TO CITY OF FORT COLLINS DATUM) IS REQUIRED FOR ANY PURPOSE, THE FOLLOWING EQUATIONS SHOULD BE USED: NGVD29 UNADJUSTED (PRIOR TO CITY OF FORT COLLINS DATUM) = 4978.01 (NAVD88 DATUM) - 3.18 NGVD29 UNADJUSTED (PRIOR TO CITY OF FORT COLLINS DATUM) = 4993.85 (NAVD88 DATUM) - 3.17 N W E S Hydrologic Soil Group—Larimer County Area, Colorado Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 9/28/2020 Page 1 of 44492380449239044924004492410449242044924304492440449245044923804492390449240044924104492420449243044924404492450493850493860493870493880493890493900 493850 493860 493870 493880 493890 493900 40° 34' 58'' N 105° 4' 21'' W40° 34' 58'' N105° 4' 19'' W40° 34' 55'' N 105° 4' 21'' W40° 34' 55'' N 105° 4' 19'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 0 15 30 60 90 Feet 0 5 10 20 30 Meters Map Scale: 1:390 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Larimer County Area, Colorado Survey Area Data: Version 15, Jun 9, 2020 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Aug 11, 2018—Aug 12, 2018 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Hydrologic Soil Group—Larimer County Area, Colorado Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 9/28/2020 Page 2 of 4 Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 35 Fort Collins loam, 0 to 3 percent slopes C 0.2 74.9% 94 Satanta loam, 0 to 1 percent slopes C 0.1 25.1% Totals for Area of Interest 0.2 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Hydrologic Soil Group—Larimer County Area, Colorado Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 9/28/2020 Page 3 of 4 Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group—Larimer County Area, Colorado Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 9/28/2020 Page 4 of 4 USGS The National Map: Orthoimagery. Data refreshed April 2020 National Flood Hazard Layer FIRMette 0 500 1,000 1,500 2,000250 Feet Ü SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT SPECIAL FLOOD HAZARD AREAS Without Base Flood Elevation (BFE) Zone A, V, A99 With BFE or DepthZone AE, AO, AH, VE, AR Regulatory Floodway 0.2% Annual Chance Flood Hazard, Areas of 1% annual chance flood with average depth less than one foot or with drainage areas of less than one square mileZone X Future Conditions 1% Annual Chance Flood HazardZone X Area with Reduced Flood Risk due to Levee. See Notes.Zone X Area with Flood Risk due to LeveeZone D NO SCREEN Area of Minimal Flood Hazard Zone X Area of Undetermined Flood HazardZone D Channel, Culvert, or Storm Sewer Levee, Dike, or Floodwall Cross Sections with 1% Annual Chance 17.5 Water Surface Elevation Coastal Transect Coastal Transect Baseline Profile Baseline Hydrographic Feature Base Flood Elevation Line (BFE) Effective LOMRs Limit of Study Jurisdiction Boundary Digital Data Available No Digital Data Available Unmapped This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. The basemap shown complies with FEMA's basemap accuracy standards The flood hazard information is derived directly from the authoritative NFHL web services provided by FEMA. This map was exported on 10/14/2020 at 11:26 AM and does not reflect changes or amendments subsequent to this date and time. The NFHL and effective information may change or become superseded by new data over time. This map image is void if the one or more of the following map elements do not appear: basemap imagery, flood zone labels, legend, scale bar, map creation date, community identifiers, FIRM panel number, and FIRM effective date. Map images for unmapped and unmodernized areas cannot be used for regulatory purposes. Legend OTHER AREAS OF FLOOD HAZARD OTHER AREAS GENERAL STRUCTURES OTHER FEATURES MAP PANELS 8 B 20.2 The pin displayed on the map is an approximate point selected by the user and does not represent an authoritative property location. 1:6,000 105°4'39"W 40°35'11"N 105°4'2"W 40°34'44"N PROJECT SITE E. MULBERRY ST. E. MAGNOLIA ST.PETERSON ST. Appendix B APPENDIX B – RATIONAL CALCULATIONS EM GMPETERSON STREETPETERSON STREET(100' ROW)E. MAGNOLIA STREET (100' ROW) FFE=4988.10 TF=4986.92 FG=4986.25 FFE=4986.10 TF=4984.92 FG=4984.25 REVISIONNO.BYDATEHIGHLANDDEVELOPMENT SERVICES6355 FAIRGROUNDS AVENUE, SUITE 100 | WINDSOR, CO 80550PHONE: 970.674.7550 | EMAIL: Info@Highland-DS.com | www.Highland-DS.comPREPARED BY OR UNDER THE DIRECT SUPERVISION OF: FOR AND ON BEHALF OF HIGHLAND DEVELOPMENT SERVICES REVIEW SET NOT FOR CONSTRUCTION OFSHEET DRAWN BY CHECKED BY DATE SCALE (H) HDS PROJECT # SCALE (V)MAGNOLIA DWELLINGSDRAINAGE & EROSION CONTROL PLAN9/8/21 1" = 20' N/A DTE JTC 20-1021-00 DE 5 13 N W E S 0 SCALE: 1" = 20' 40201020 CALL UTILITY NOTIFICATION CENTER OF COLORADO CALL 2-BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. before you dig.Call Know what's below. R BASIN COEFFICIENT (100-YR) BASIN DESIGNATION BASIN AREA DESIGN POINT DRAINAGE FLOW ARROW DRAINAGE BASIN BOUNDARY LEGEND EX MAJOR CONTOUR EX MINOR CONTOUR PROPOSED MAJOR CONTOUR PROPOSED MINOR CONTOUR CONSTRUCTION ENTRANCE WITH VEHICLE TRACKING CONTROL INLET PROTECTION ROCK SOCK NOTES: 1.CONTRACTOR TO PROVIDE AND MAINTAIN ALL NECESSARY EROSION CONTROL MEASURES PRIOR TO AND THROUGHOUT CONSTRUCTION. PLACE EROSION CONTROL PROTECTION AT ALL EXISTING INLETS DOWNSTREAM FROM THE CONSTRUCTION AREA. EROSION CONTROL PROTECTION SHALL REMAIN IN PLACE UNTIL CONSTRUCTION IS COMPLETE AND ALL DISTURBED GROUND IS ADEQUATELY VEGETATED WITH OWNER'S APPROVAL FOR REMOVAL. 2.THE EXTENT OF EROSION CONTROL PROTECTION SHALL BE OBSERVED AND ADJUSTED AS NEEDED DURING CONSTRUCTION BASED ON SITE CONDITIONS AND THE PERFORMANCE OF THE EROSION CONTROL CONTROL MEASURES SHOWN, TO SUPPLY SUFFICIENT EROSION CONTROL AND MINIMIZE DOWNSTREAM WATERWAY POLLUTION. 3.LIMIT DISTURBANCE TO AREAS WITHIN EROSION CONTROL BOUNDARIES. ADJUST EROSION CONTROL BOUNDARIES AS NECESSARY TO ADEQUATELY COMPLETE PROPOSED WORK. ALL DISTURBED AREAS SHALL BE PREPARED (SEEDED & MULCHED, SURFACE ROUGHENING, ETC.) TO MINIMIZE EROSION POTENTIAL AND SOIL MIGRATION. 4.STORMWATER MANAGEMENT PLAN SHALL BE PREPARED AND SUBMITTED BY CONTRACTOR PRIOR TO CONSTRUCTION COMMENCEMENT. 5.SEE LANDSCAPE PLAN FOR REVEGETATION METHODS AND DETAILS. DURING CONSTRUCTION, ANY SOIL DISTURBED AND NOT UNDER ACTIVE CONSTRUCTION SHALL BE SEEDED AND MULCHED PER LCUASS STANDARDS. 6.ANY DISTURBED LAND MUST RECEIVE SURFACE ROUGHENING, INCLUDING BUT NOT LIMITED TO SLOPED AREAS. 7.AREAS THAT EXPERIENCE EROSION ISSUES FROM STEEP SLOPES OR WATER EROSION RESULTING IN SEED NOT BEING ABLE TO ESTABLISH DURING THE FIRST GROWING SEASON SHALL REQUIRE RESEEDING AND EROSION CONTROL BLANKETS TO STABILIZE THE SOIL. 8.ALL PROPOSED STORM PIPES AND STRUCTURES ARE PRIVATELY OWNED AND MAINTAINED, WITH THE EXCEPTION OF THE MANHOLE TO BE INSTALLED AT THE STORM TIE IN ON THE 12" STORM PIPE WITHIN MAGNOLIA STREET, WHICH SHALL BE PUBLICLY OWNED AND MAINTAINED. 9.UNDERGROUND STORMTECH CHAMBER DETENTION SYSTEM SHALL BE BUILT IN THE LAST PHASE OF SITE CONSTRUCTION IN ORDER TO MINIMIZE POTENTIAL OF SEDIMENTATION WITHIN CHAMBERS. 10.NO DEBRIS OR SEDIMENT SHALL BE TRACKED ONTO ALLEY OR PUBLIC STREET. IN CASE ANY TRACKING DOES OCCUR, CONTRACTOR SHALL SWEEP AND CLEAN IMMEDIATELY. 11.TOTAL DISTURBED AREA FOR PROJECT IS ROUGHLY 12,562 SQFT, OR 0.29 ACRES. DRAINAGE BASIN FLOW PATH SILT FENCE Design Engineer: Design Firm: Project Number: Date: % Impervious Runoff Coefficient C Return Period Frequency Adjustment Factor (Cf) 100% 0.95 2-year to 10-year 1.00 90% 0.95 100-year 1.25 90% 0.95 40% 0.50 0% 0.25 C2 to C10 C100 H1 9,492 0.218 0 1,376 321 1,911 5,884 24.1% 0.43 0.53 OS1 25,058 0.575 0 3,350 0 8,333 13,375 25.3% 0.43 0.53 OS2 5,464 0.125 1,491 2,266 0 1,111 596 72.7% 0.78 0.98 D1 7,827 0.180 2,035 3,113 703 0 1,976 69.9% 0.77 0.97 D2 1,668 0.038 0 535 0 0 1,133 28.9% 0.47 0.59 D total 9,495 0.218 0 3,648 703 0 5,144 41.2% 0.57 0.71 COMPOSITEApaved (sq feet) Aroof (sq feet) Awalk (sq feet) Agravel/pavers (sq feet) Alawn (sq feet) Lawns (Heavy, 2-7% Slope) Sub-basin Designation Atotal (sq feet) Atotal (acres) Weighted % Impervious Paved Roof Walks Runoff Coefficients and Frequency Adjustment Factors for City of Fort Collins - Storm Water Criteria Manual Gravel/Pavers % Impervious values from Table 3.2.2 in the Fort Collins Stormwater Criteria Manual A. Bartel 20-1021-00 September 1, 2021 Land Use 335 E. Magnolia Street DEVELOPED IMPERVIOUS AREA CALCULATION DESIGN CRITERIA: Fort Collins Stormwater Criteria Manual BASINS: Highland Development Services 20-1021-00 Rational Calcs.xlsx Page 1 of 4 Highland Development Services Design Engineer: Design Firm: Project Number: Date: EQUATIONS: -Equation 5-3 -Equation 5-4 -Urbanized Check Equation 3.3-5 - CoFC Overland Flow CONSTRAINTS: 300 ft - Overland flow shall not exceed for developed condition 500 ft - Overland flow shall not exceed for undeveloped condition Final t c = minimum of t i + t t and urbanized basin check recommended minimum t c = 5 min for urbanized basins Time of Concentration (2-yr to 10-yr) H1 H1 24.1% 0.43 0.218 74 0.0340 7.22 136 0.0200 0.14 0.025 2.27 1.00 8.21 210 11.17 8.21 OS1 OS1 25.3% 0.43 0.575 203 0.0250 13.22 189 0.0320 0.10 0.016 3.59 0.88 14.09 392 12.18 12.18 OS2 OS2 72.7% 0.78 0.125 61 0.0200 3.68 104 0.0417 0.10 0.016 4.10 0.42 5.00 165 10.92 5.00 D1 D1 69.9% 0.77 0.180 58 0.0500 2.72 176 0.0100 0.10 0.016 2.01 1.46 5.00 234 11.30 5.00 D2 D2 28.9% 0.47 0.038 5 0.1000 1.21 121 0.0100 0.10 0.016 2.01 1.01 5.00 126 10.70 5.00 OVERALL LENGTH (ft/ft) tc (min) SLOPE (ft/ft) ti (min) LENGTH (ft) SLOPE (ft/ft) VELOCITY (ft/s) ROUGHNESS COEFFICIENT HYDRAULIC RADIUS (ft) LENGTH (ft) DESIGN CRITERIA: City of Fort Collins Stormwater Criteria Manual Overland Flow Equations for City of Fort Collins Stormwater Criteria Manual SUB-BASIN DATA INITIAL/OVERLAND TIME (ti)TRAVEL TIME (tt) tc=ti+tt (min) Urban Check Final tc (min)DESIGN POINT Sub-basin % Impervious C2-10 AREA (acres) tt (min) August 30, 2021 335 E. Magnolia Street DEVELOPED TIME OF CONCENTRATION A. Bartel 20-1021-00 Highland Development Services ticttt+= V Ltt60 =1.871.1 10 180 +=LtcV.R2/3 S 1/2 20-1021-00 Rational Calcs.xlsx Page 2 of 4 Highland Development Services Design Engineer: Design Firm: Project Number: Date: EQUATIONS: -Equation 5-3 -Equation 5-4 -Urbanized Check Equation 3.3-5 - CoFC Overland Flow CONSTRAINTS: 300 ft - Overland flow shall not exceed for developed condition 500 ft - Overland flow shall not exceed for undeveloped condition Final t c = minimum of t i + t t and urbanized basin check recommended minimum t c = 5 min for urbanized basins Time of Concentration (100-yr) H1 H1 24.1% 0.53 0.218 74 0.0340 6.08 136 0.0200 0.14 0.025 2.27 1.00 7.08 210 11.17 7.08 OS1 OS1 25.3% 0.53 0.575 203 0.0250 11.12 189 0.0320 0.10 0.016 3.59 0.88 12.00 392 12.18 12.00 OS2 OS2 72.7% 0.98 0.125 61 0.0200 1.42 104 0.0417 0.10 0.016 4.10 0.42 5.00 165 10.92 5.00 D1 D1 69.9% 0.97 0.180 58 0.0500 1.11 176 0.0100 0.10 0.016 2.01 1.46 5.00 234 11.30 5.00 D2 D2 28.9% 0.59 0.038 5 0.1000 0.98 121 0.0100 0.10 0.016 2.01 1.01 5.00 126 10.70 5.00 OVERALL LENGTH (ft/ft) tc (min) SLOPE (ft/ft) ti (min) LENGTH (ft) SLOPE (ft/ft) VELOCITY (ft/s) HYDRAULIC RADIUS (ft) ROUGHNESS COEFFICIENT LENGTH (ft) DESIGN CRITERIA: City of Fort Collins Stormwater Criteria Manual Overland Flow Equations for City of Fort Collins Stormwater Criteria Manual SUB-BASIN DATA INITIAL/OVERLAND TIME (ti)TRAVEL TIME (tt) tc=ti+tt (min) Urban Check Final tc (min)DESIGN POINT Sub-basin % Impervious C100 AREA (acres) tt (min) August 30, 2021 335 E. Magnolia Street DEVELOPED TIME OF CONCENTRATION A. Bartel 20-1021-00 Highland Development Services ticttt+= V Ltt60 =1.871.1 10 180 +=LtcV.R2/3 S 1/2 20-1021-00 Rational Calcs.xlsx Page 3 of 4 Highland Development Services Design Engineer: Design Firm: Project Number: Date: EQUATIONS:I = rainfall intensity (in/hr) Q n = n -yr peak discharge (cfs)P 1 = one-hour point rainfall depth (in) C n = n -yr runoff coefficient t c = time of concentration (min) I n = n -yr rainfall intensity (in/hr) P 1-2yr =0.82 in A n = Basin drainage area (ac)P 1-10yr =1.40 in P 1-100yr =2.86 in BASIN SUMMARY: tc (min)Runoff Coeff (C2-10)C(A) (acres)Intensity (in/hr)Q (ft3/s)tc (min)Runoff Coeff (C2-10)C(A) (acres)Intensity (in/hr)Q (ft3/s)tc (min)Runoff Coeff. (C100)C(A) (acres)Intensity (in/hr)Q (ft3/s) H1 H1 0.218 24.1% 8.21 0.43 0.09 2.38 0.22 8.21 0.43 0.09 4.07 0.38 7.08 0.53 0.12 8.75 1.01 OS1 OS1 0.575 25.3% 12.18 0.43 0.25 2.04 0.50 12.18 0.43 0.25 3.49 0.86 12.00 0.53 0.31 7.16 2.20 OS2 OS2 0.125 72.7% 5.00 0.78 0.10 2.85 0.28 5.00 0.78 0.10 4.87 0.48 5.00 0.98 0.12 9.95 1.22 D1 D1 0.180 69.9% 5.00 0.77 0.14 2.85 0.40 5.00 0.77 0.14 4.87 0.68 5.00 0.97 0.17 9.95 1.73 D2 D2 0.038 28.9% 5.00 0.47 0.02 2.85 0.05 5.00 0.47 0.02 4.87 0.09 5.00 0.59 0.02 9.95 0.23 10-yr Peak Runoff 100-yr Peak Runoff 335 E. Magnolia Street DEVELOPED PEAK RUNOFF DESIGN CRITERIA: Design Point Sub-basin Area (acres) A. Bartel Highland Development Services 20-1021-00 August 30,2021 2-yr Peak Runoff City of Fort Collins Stormwater Criteria Manual % Impervious nnnnAICQ=(0.786651) 1 )10( 5.28 ct PI + = 20-1021-00 Rational Calcs.xlsx Page 4 of 4 Highland Development Services Appendix C APPENDIX C – LOW IMPACT DEVELOPMENT CALCULATIONS Design Engineer: Design Firm: Project Number: Date: DESIGN CRITERIA Low Impact Development Summary Sq-Ft Acres Impervious Area (sq-ft) % of Impervious Area Requiring Treatment Impervious Area Requiring Treatment 9,492 0.22 6,385 75% 4,789 LID Facility Contributing Basins Area Drainage to LID (sq-ft) % Impervious Impervious Area Treated (sq-ft) WQCV12-hr (watershed inches) WQCV12-hr (cu-ft) Treatment Method D1 D1 7,827 69.9% 5,851 0.22 143 Storm Chamber 4,789 5,851 122.2% Area (sq-ft) Area (acres) Treatment Ratio 7,827 0.18 82.5% 1,665 0.04 17.5% 9,492 0.22Total Improvement Area Water Quality Area Treatment Summary Description Total Area Treated by LID Total Area unable to be Treated 335 E. Magnolia Street Low Impact Development Total % Required Treatment Development Area Breakdown City of Fort Collins - Ordinance No. 007, 2016 - Treat at least 75% of any newly developed or redeveloped impervious area using one or a combination of LID techniques, or - Treat at least 50% of any newly developed or redeveloped impervious area using one or a combination of LID techniques when 25% of private driveable surfaces are permeable. Impervious Area Treated (sq-ft) Impervious Area Required for LID Treatment (sq-ft) LID Treatment Summary LID Treatment Areas A. Bartel Highland Development Services 20-1021-00 September 1, 2021 Urban Storm Drainage Criteria Manual by Urban Drainage and Flood Control District, June 2001 (Revised January 2016) Description Total Redeveloped Area Allowed FilterFabric Flow Ratea(cfs)0.35 gpm/sq-ftSC-106LP 14 10 6 6 85.4 25 12 14.8 0.012 6.9 15.0SC-310 18 8 6 6 85.4 34 16 20.2 0.016 14.7 31.0SC-740 18 8 6 6 85.4 51 30 30.2 0.024 45.9 74.9DC-780 18 12 6 9 85.4 51 30 30.2 0.024 46.2 78.4MC-3500 24 8 12 9 90 77 45 48.1 0.038 109.9 178.9 14.9 46MC-4500 24 7 12 9 52 100 60 36.1 0.028 106.5 162.6 35.7 108.7LIDFacilityChamberTypeTotalRelease Ratef(cfs) WQ Flowg(cfs)Req'd StorageVolumeh(cu-ft)Minimum No. of ChambersiChamberStoragej(cu-ft)No. ofEndcapskEndcapStoragel(cu-ft)Total ChamberVolumem(cu-ft)Total InstalledSystem Volumen(cu-ft)WQCV12-hr(cu-ft)D1 SC-310 0.06 0.2156 4 56 4 0 56 205 143Max Cover(ft)Min Cover(in)ChamberModelA. BartelHighland Development Services20-1021-00September 1, 2021Min InstalledChamber/AggregateVolumec(cu-ft)335 E. Magnolia StreetLow Impact DevelopmentStormTech Chamber Configuration SummaryStormTech Chamber DataDesign Engineer:Design Firm:Project Number:Date:Length(in)Width(in)Height(in)Floor Area(sq-ft)ChamberVolumeb(cu-ft)MinAggregate Base(in)Min Aggregate Cover(in)NegligibleEndcapVolumed(cu-ft)Min InstalledEndcap/AggregateVolumee(cu-ft)NegligibleNegligibleNegligibleNote:a. Release rate per chamber, limited by flow through geotextile with accumulated sediment. City acceptable flow rates determined to be approximately 1/2 of the Nov-07 Qmaxfrom Figure 17 of the "Final Report on Field Verification Testing of the StormTech Isoloator Row Treatement Unit", prepard by the University of New Hamphire Stormwater Center, dated Setpember 2010.b. Volume within chamber only, not accounting for void spaces in surrounding aggregate.c. Volume includes chamber and void spaces (40%) in surrounding aggregate, per chamber unit.d. Volume within endcap only, not accounting for void spaces in surrounding aggregate.e. Volume includes endcap and void spaces (40%) in surrounding aggregate, per chamber unit.f. Release rate per chamber times number of chambers. This is used as the allowed release rate for the FAA calculations.g. WQ flow, equal to 1/2 of the 2-yr peak runoff rate, referenced to size flow control structure.h. Required detention volume determined using the FAA Method based on the acceptable release rate of sediment accumulated filter fabric of the chambers and the 1/2 of the 2yr in flow rate.i. Number of chambers required to provide required FAA storage volume stored within the chamber and endcaps only (no aggregate storage).j. Total volume provided in chambers only (no aggregate storage).k. Number of endcaps based on desired chamber layout.l. Total volume provided in endcaps only (no aggregate storage).m. Total chamber and endcap storage (not aggregate storage). This number must meet or exceed the required FAA storage volume.n. System volume includes total chambervolumeplus surrounding aggregate volume,assumes a 40% void ratio for aggregate storage.This totalis provided from ADS Design Tool. DESIGN CRITERIA 0.73 1.00 0.73 ft3 acre-ft 0.18 acres 56 0.00 0.06 cfs Time (min) 1/2 2-yr Intensity (I , in/hr) Q100 (cfs) Accumulative Runoff Volume (ft3) Accumulative Release Volume (ft3) Detained Volume (ft3) Detained Volume (acre-ft) 0 0.000 0.00 0 0 0 0.00 5 1.425 0.19 56 18 38 0.00 10 1.105 0.14 87 36 51 0.00 15 0.935 0.12 110 54 56 0.00 20 0.805 0.11 127 72 55 0.00 25 0.715 0.09 141 90 50 0.00 30 0.650 0.09 153 108 45 0.00 35 0.585 0.08 161 126 35 0.00 40 0.535 0.07 168 144 24 0.00 45 0.495 0.06 175 162 13 0.00 50 0.460 0.06 181 180 1 0.00 55 0.435 0.06 188 199 -10 0.00 60 0.410 0.05 194 217 -23 0.00 Adjusted Runoff Coefficient (CC f ) Area (A ) Allowed Release Rate - City of Fort Collins - Storm Water Criteria Manual - City of Fort Collins accepts 1/2 of the 2-yr runoff as the WQ inflow rate WQ Treatment Volume Calculation - D1 Filtration Chamber Runoff Coefficient (C ) Frequency Factor (C f )Required Detention 335 E. Magnolia Street WQ Treatment Volume - FAA Method A. Bartel Highland Development Services 20-1021-00 September 1, 2021 Design Engineer: Design Firm: Project Number: Date: VANDNDNDNDNDNDNDNDNDNDNDNFIRE RISERHIGHLANDDEVELOPMENT SERVICES6355 FAIRGROUNDS AVENUE, SUITE 100 | WINDSOR, CO 80550PHONE: 970.674.7550 | EMAIL: Info@Highland-DS.com | www.Highland-DS.comOFSHEET DRAWN BY CHECKED BY DATE SCALE (H) HDS PROJ # SCALE (V)335 EAST MAGNOLIA STREETLID EXHIBIT02/19/21 1" = 20' N/A DTE JTC 20-1021-00 LID 1 1 N W E S DRAINAGE BASIN BOUNDARY AREA CONTRIBUTING TO LID TREATMENT 0 SCALE: 1" = 20' 2010 LEGEND BASIN COEFFICIENT (100-YR) BASIN DESIGNATION BASIN AREA DESIGN POINT DRAINAGE FLOW ARROW Project: Chamber Model - SC-310 Units -Imperial Number of chambers - 4 Voids in the stone (porosity) - 40 % Base of Stone Elevation - 4977.87 ft Amount of Stone Above Chambers - 6 in Amount of Stone Below Chambers - 6 in 9 Area of system -184 sf Min. Area - Height of System Incremental Single Chamber Incremental Total Chamber Incremental Stone Incremental Ch & St Cumulative Chamber Elevation 1 (inches) (cubic feet) (cubic feet) (cubic feet) (cubic feet)(cubic feet) (feet) 28 0.00 0.00 6.13 6.13 207.16 4980.20 27 0.00 0.00 6.13 6.13 201.02 4980.12 26 0.00 0.00 6.13 6.13 194.89 4980.04 0cf above elevation 25 0.00 0.00 6.13 6.13 188.76 4979.95 0cf below elevation 24 0.00 0.00 6.13 6.13 182.62 4979.87 0cf above elevation 23 0.00 0.00 6.13 6.13 176.49 4979.79 0cf below elevation 22 0.06 0.24 6.04 6.27 170.36 4979.70 207.16cf between elevations and 21 0.15 0.62 5.89 6.50 164.08 4979.62 20 0.27 1.06 5.71 6.77 157.58 4979.54 19 0.54 2.18 5.26 7.44 150.81 4979.45 WQ Volume: cf 18 0.70 2.82 5.01 7.82 143.37 4979.37 0cf below elevation 17 0.82 3.30 4.81 8.11 135.54 4979.29 16 0.92 3.70 4.65 8.35 127.43 4979.20 15 1.01 4.06 4.51 8.57 119.08 4979.12 WQv achieved at elevation: 14 1.09 4.38 4.38 8.76 110.51 4979.04 13 1.15 4.62 4.29 8.90 101.75 4978.95 12 1.21 4.86 4.19 9.05 92.85 4978.87 11 1.27 5.10 4.09 9.19 83.80 4978.79 10 1.32 5.30 4.01 9.31 74.60 4978.70 9 1.36 5.46 3.95 9.41 65.29 4978.62 8 1.40 5.62 3.89 9.51 55.88 4978.54 7 1.43 5.74 3.84 9.58 46.38 4978.45 6 0.00 0.00 6.13 6.13 36.80 4978.37 5 0.00 0.00 6.13 6.13 30.67 4978.29 4 0.00 0.00 6.13 6.13 24.53 4978.20 3 0.00 0.00 6.13 6.13 18.40 4978.12 2 0.00 0.00 6.13 6.13 12.27 4978.04 1 0.00 0.00 6.13 6.13 6.13 4977.95 StormTech SC-310 Cumulative Storage Volumes Magnolia Dwellings 95 sf min. area Include Perimeter Stone in Calculations Click Here for Metric ©2021 ADS, INC. PROJECT INFORMATION ADS SALES REP: ENGINEERED PRODUCT MANAGER: PROJECT NO: MAGNOLIA DWELLINGS FORT COLLINS, CO MARK KAELBERER 720-256-8225 MARK.KAELBERER@ADS-PIPE.COM S242320 Advanced Drainage Systems, Inc. IMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF THE SC-310 SYSTEM 1.STORMTECH SC-310 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETED A PRE-CONSTRUCTION MEETING WITH THE INSTALLERS. 2.STORMTECH SC-310 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH SC-310/SC-740/DC-780 CONSTRUCTION GUIDE". 3.CHAMBERS ARE NOT TO BE BACKFILLED WITH A DOZER OR AN EXCAVATOR SITUATED OVER THE CHAMBERS. STORMTECH RECOMMENDS 3 BACKFILL METHODS: ·STONESHOOTER LOCATED OFF THE CHAMBER BED. ·BACKFILL AS ROWS ARE BUILT USING AN EXCAVATOR ON THE FOUNDATION STONE OR SUBGRADE. ·BACKFILL FROM OUTSIDE THE EXCAVATION USING A LONG BOOM HOE OR EXCAVATOR. 4.THE FOUNDATION STONE SHALL BE LEVELED AND COMPACTED PRIOR TO PLACING CHAMBERS. 5.JOINTS BETWEEN CHAMBERS SHALL BE PROPERLY SEATED PRIOR TO PLACING STONE. 6.MAINTAIN MINIMUM - SPACING BETWEEN THE CHAMBER ROWS. 7.EMBEDMENT STONE SURROUNDING CHAMBERS MUST BE A CLEAN, CRUSHED, ANGULAR STONE 3/4-2" (20-50 mm). 8.THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIALS BEARING CAPACITIES TO THE SITE DESIGN ENGINEER. 9.ADS RECOMMENDS THE USE OF "FLEXSTORM CATCH IT" INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECT THE SUBSURFACE STORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF. NOTES FOR CONSTRUCTION EQUIPMENT 1.STORMTECH SC-310 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH SC-310/SC-740/DC-780 CONSTRUCTION GUIDE". 2.THE USE OF CONSTRUCTION EQUIPMENT OVER SC-310 & SC-740 CHAMBERS IS LIMITED: ·NO EQUIPMENT IS ALLOWED ON BARE CHAMBERS. ·NO RUBBER TIRED LOADERS, DUMP TRUCKS, OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL DEPTHS ARE REACHED IN ACCORDANCE WITH THE "STORMTECH SC-310/SC-740/DC-780 CONSTRUCTION GUIDE". ·WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE "STORMTECH SC-310/SC-740/DC-780 CONSTRUCTION GUIDE". 3.FULL 36" (900 mm) OF STABILIZED COVER MATERIALS OVER THE CHAMBERS IS REQUIRED FOR DUMP TRUCK TRAVEL OR DUMPING. USE OF A DOZER TO PUSH EMBEDMENT STONE BETWEEN THE ROWS OF CHAMBERS MAY CAUSE DAMAGE TO THE CHAMBERS AND IS NOT AN ACCEPTABLE BACKFILL METHOD. ANY CHAMBERS DAMAGED BY THE "DUMP AND PUSH" METHOD ARE NOT COVERED UNDER THE STORMTECH STANDARD WARRANTY. CONTACT STORMTECH AT 1-888-892-2694 WITH ANY QUESTIONS ON INSTALLATION REQUIREMENTS OR WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT. SC-310 STORMTECH CHAMBER SPECIFICATIONS 1.CHAMBERS SHALL BE STORMTECH SC-310. 2.CHAMBERS SHALL BE ARCH-SHAPED AND SHALL BE MANUFACTURED FROM VIRGIN, IMPACT-MODIFIED POLYPROPYLENE OR POLYETHYLENE COPOLYMERS. 3.CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2922 (POLETHYLENE) OR ASTM F2418-16a (POLYPROPYLENE), "STANDARD SPECIFICATION FOR CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 4.CHAMBER ROWS SHALL PROVIDE CONTINUOUS, UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORTS THAT WOULD IMPEDE FLOW OR LIMIT ACCESS FOR INSPECTION. 5.THE STRUCTURAL DESIGN OF THE CHAMBERS, THE STRUCTURAL BACKFILL, AND THE INSTALLATION REQUIREMENTS SHALL ENSURE THAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, SECTION 12.12, ARE MET FOR: 1) LONG-DURATION DEAD LOADS AND 2) SHORT-DURATION LIVE LOADS, BASED ON THE AASHTO DESIGN TRUCK WITH CONSIDERATION FOR IMPACT AND MULTIPLE VEHICLE PRESENCES. 6.CHAMBERS SHALL BE DESIGNED, TESTED AND ALLOWABLE LOAD CONFIGURATIONS DETERMINED IN ACCORDANCE WITH ASTM F2787, "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". LOAD CONFIGURATIONS SHALL INCLUDE: 1) INSTANTANEOUS (<1 MIN) AASHTO DESIGN TRUCK LIVE LOAD ON MINIMUM COVER 2) MAXIMUM PERMANENT (75-YR) COVER LOAD AND 3) ALLOWABLE COVER WITH PARKED (1-WEEK) AASHTO DESIGN TRUCK. 7.REQUIREMENTS FOR HANDLING AND INSTALLATION: ·TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. ·TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 2”. ·TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT SHALL BE GREATER THAN OR EQUAL TO 400 LBS/IN/IN. THE ASC IS DEFINED IN SECTION 6.2.8 OF ASTM F2418. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. 8.ONLY CHAMBERS THAT ARE APPROVED BY THE SITE DESIGN ENGINEER WILL BE ALLOWED. UPON REQUEST BY THE SITE DESIGN ENGINEER OR OWNER, THE CHAMBER MANUFACTURER SHALL SUBMIT A STRUCTURAL EVALUATION FOR APPROVAL BEFORE DELIVERING CHAMBERS TO THE PROJECT SITE AS FOLLOWS: ·THE STRUCTURAL EVALUATION SHALL BE SEALED BY A REGISTERED PROFESSIONAL ENGINEER. ·THE STRUCTURAL EVALUATION SHALL DEMONSTRATE THAT THE SAFETY FACTORS ARE GREATER THAN OR EQUAL TO 1.95 FOR DEAD LOAD AND 1.75 FOR LIVE LOAD, THE MINIMUM REQUIRED BY ASTM F2787 AND BY SECTIONS 3 AND 12.12 OF THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS FOR THERMOPLASTIC PIPE. ·THE TEST DERIVED CREEP MODULUS AS SPECIFIED IN ASTM F2922 SHALL BE USED FOR PERMANENT DEAD LOAD DESIGN EXCEPT THAT IT SHALL BE THE 75-YEAR MODULUS USED FOR DESIGN. 9.CHAMBERS AND END CAPS SHALL BE PRODUCED AT AN ISO 9001 CERTIFIED MANUFACTURING FACILITY. 6" (150 mm) FOR STORMTECH INSTRUCTIONS, DOWNLOAD THE INSTALLATION APP SiteASSISTJEROME MAGSINO 303-349-7555 JEROME.MAGSINO@ADS-PIPE.COM SHEET OFDATE:PROJECT #:DRAWN:CHECKED:THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.4640 TRUEMAN BLVDHILLIARD, OH 430262 708/12/21S242320CJMRWD MAGNOLIA DWELLINGSFORT COLLINS, CODATEDRWNCHKDDESCRIPTION005'10'StormTechChamber System888-892-2694 | WWW.STORMTECH.COM®PROPOSED LAYOUT 4 STORMTECH SC-310 CHAMBERS 4 STORMTECH SC-310 END CAPS 6 STONE ABOVE (in) 6 STONE BELOW (in) 40 % STONE VOID 207 INSTALLED SYSTEM VOLUME (CF) (PERIMETER STONE INCLUDED) 184 SYSTEM AREA (ft²) 60 SYSTEM PERIMETER (ft) PROPOSED ELEVATIONS 4987.70 MAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED) 4981.70 MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC) 4981.20 MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC) 4981.20 MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT) 4981.20 MINIMUM ALLOWABLE GRADE (TOP OF RIGID PAVEMENT) 4980.20 TOP OF STONE 4979.70 TOP OF SC-310 CHAMBER 4978.45 12" ISOLATOR ROW PLUS CONNECTION INVERT 4978.37 BOTTOM OF SC-310 CHAMBER 4977.87 UNDERDRAIN INVERT 4977.87 BOTTOM OF STONE SD INLET-01 PER PLAN SHOWN AS 30" NYLOPLAST BASIN W/WEIR (24" SUMP MIN) SD INLET-02 PER PLAN SHOWN AS 30" NYLOPLAST BASIN (24" SUMP MIN) 21.00' 15.43'8.77'6.17'4" ADS N-12 DUAL WALL PERFORATED HDPE UNDERDRAIN (SIZE TBD BY ENGINEER / SOLID OUTSIDE PERIMETER STONE) 12" PREFABRICATED END CAP, PART# SC310EPE12BR TYP OF ALL SC-310 12" ISOLATOR ROW PLUS CONNECTIONS ISOLATOR ROW PLUS (SEE DETAIL / TYP 2 PLACES) THERMOPLASTIC LINER (SEE TECHNICAL NOTE 6.50 / PROVIDED BY OTHERS / DESIGN BY OTHERS) NOTES ·MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER. SEE TECHNICAL NOTE 6.32 FOR MANIFOLD SIZING GUIDANCE. ·DUE TO THE ADAPTATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS, IT MAY BE NECESSARY TO CUT AND COUPLE ADDITIONAL PIPE TO STANDARD MANIFOLD COMPONENTS IN THE FIELD. ·THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBER COVER REQUIREMENTS ARE MET. ·THIS CHAMBER SYSTEM WAS DESIGNED WITHOUT SITE-SPECIFIC INFORMATION ON SOIL CONDITIONS OR BEARING CAPACITY. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR DETERMINING THE SUITABILITY OF THE SOIL AND PROVIDING THE BEARING CAPACITY OF THE INSITU SOILS. THE BASE STONE DEPTH MAY BE INCREASED OR DECREASED ONCE THIS INFORMATION IS PROVIDED. ·ADS DOES NOT DESIGN OR PROVIDE MEMBRANE LINER SYSTEMS. TO MINIMIZE THE LEAKAGE POTENTIAL OF LINER SYSTEMS, THE MEMBRANE LINER SYSTEM SHOULD BE DESIGNED BY A KNOWLEDGEABLE GEOTEXTILE PROFESSIONAL AND INSTALLED BY A QUALIFIED CONTRACTOR. ·STRUCTURES SHOWN ON THIS DESIGN ARE NOT INTENDED FOR MANWAY ACCESS. INSPECTION AND MAINTENANCE OF THE SYSTEM VIA THESE STRUCTURES IS RECOMMENDED TO BE COMPLETED WITH REMOTE CONTROLLED EQUIPMENT, OR ADHERE TO GUIDANCE BY PROFESSIONAL MAINTENANCE COMPANY. 12" INSERTA-TEE CONNECTION INVERT TBD BY ENGINEER SHEET OFDATE:PROJECT #:DRAWN:CHECKED:THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.4640 TRUEMAN BLVDHILLIARD, OH 430263 708/12/21S242320CJMRWD MAGNOLIA DWELLINGSFORT COLLINS, CODATEDRWNCHKDDESCRIPTIONACCEPTABLE FILL MATERIALS: STORMTECH SC-310 CHAMBER SYSTEMS PLEASE NOTE: 1.THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAN, CRUSHED, ANGULAR. FOR EXAMPLE, A SPECIFICATION FOR #4 STONE WOULD STATE: "CLEAN, CRUSHED, ANGULAR NO. 4 (AASHTO M43) STONE". 2.STORMTECH COMPACTION REQUIREMENTS ARE MET FOR 'A' LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 6" (150 mm) (MAX) LIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR. 3.WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION, FOR STANDARD DESIGN LOAD CONDITIONS, A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION EQUIPMENT. FOR SPECIAL LOAD DESIGNS, CONTACT STORMTECH FOR COMPACTION REQUIREMENTS. 4.ONCE LAYER 'C' IS PLACED, ANY SOIL/MATERIAL CAN BE PLACED IN LAYER 'D' UP TO THE FINISHED GRADE. MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF LAYER 'C' OR 'D' AT THE SITE DESIGN ENGINEER'S DISCRETION. NOTES: 1.CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2922 (POLETHYLENE) OR ASTM F2418-16a (POLYPROPYLENE), "STANDARD SPECIFICATION FOR CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 2.SC-310 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 3.THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE (ALLOWABLE BEARING CAPACITY) OF THE SUBGRADE SOILS AND THE DEPTH OF FOUNDATION STONE WITH CONSIDERATION FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS. 4.PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS. 5.REQUIREMENTS FOR HANDLING AND INSTALLATION: ·TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. ·TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 2”. ·TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT AS DEFINED IN SECTION 6.2.8 OF ASTM F2922 SHALL BE GREATER THAN OR EQUAL TO 400 LBS/IN/IN. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. MATERIAL LOCATION DESCRIPTION AASHTO MATERIAL CLASSIFICATIONS COMPACTION / DENSITY REQUIREMENT D FINAL FILL: FILL MATERIAL FOR LAYER 'D' STARTS FROM THE TOP OF THE 'C' LAYER TO THE BOTTOM OF FLEXIBLE PAVEMENT OR UNPAVED FINISHED GRADE ABOVE. NOTE THAT PAVEMENT SUBBASE MAY BE PART OF THE 'D' LAYER. ANY SOIL/ROCK MATERIALS, NATIVE SOILS, OR PER ENGINEER'S PLANS. CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS.N/A PREPARE PER SITE DESIGN ENGINEER'S PLANS. PAVED INSTALLATIONS MAY HAVE STRINGENT MATERIAL AND PREPARATION REQUIREMENTS. C INITIAL FILL: FILL MATERIAL FOR LAYER 'C' STARTS FROM THE TOP OF THE EMBEDMENT STONE ('B' LAYER) TO 18" (450 mm) ABOVE THE TOP OF THE CHAMBER. NOTE THAT PAVEMENT SUBBASE MAY BE A PART OF THE 'C' LAYER. GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES, <35% FINES OR PROCESSED AGGREGATE. MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF THIS LAYER. AASHTO M145¹ A-1, A-2-4, A-3 OR AASHTO M43¹ 3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9, 10 BEGIN COMPACTIONS AFTER 12" (300 mm) OF MATERIAL OVER THE CHAMBERS IS REACHED. COMPACT ADDITIONAL LAYERS IN 6" (150 mm) MAX LIFTS TO A MIN. 95% PROCTOR DENSITY FOR WELL GRADED MATERIAL AND 95% RELATIVE DENSITY FOR PROCESSED AGGREGATE MATERIALS. ROLLER GROSS VEHICLE WEIGHT NOT TO EXCEED 12,000 lbs (53 kN). DYNAMIC FORCE NOT TO EXCEED 20,000 lbs (89 kN). B EMBEDMENT STONE: FILL SURROUNDING THE CHAMBERS FROM THE FOUNDATION STONE ('A' LAYER) TO THE 'C' LAYER ABOVE.CLEAN, CRUSHED, ANGULAR STONE AASHTO M43¹ 3, 357, 4, 467, 5, 56, 57 NO COMPACTION REQUIRED. A FOUNDATION STONE: FILL BELOW CHAMBERS FROM THE SUBGRADE UP TO THE FOOT (BOTTOM) OF THE CHAMBER.CLEAN, CRUSHED, ANGULAR STONE AASHTO M43¹ 3, 357, 4, 467, 5, 56, 57 PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE.2,3 D C B A 18" (450 mm) MIN* 8' (2.4 m) MAX 6" (150 mm) MIN 12" (300 mm) MIN 12" (300 mm) MIN 34" (864 mm)6" (150 mm) MIN 1 LAYER OF ADS GEOSYNTHETICS NON-WOVEN GEOTEXTILE ON BOTH SIDES OF THERMOPLASTIC LINER ALL AROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS. SEE ADS TECHNICAL NOTE 6.50 FOR NON-WOVEN WEIGHT RECOMMENDATIONS. *TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR, INCREASE COVER TO 24" (600 mm). PERIMETER STONE (SEE NOTE 4) EXCAVATION WALL (CAN BE SLOPED OR VERTICAL) SC-310 END CAP SUBGRADE SOILS (SEE NOTE 3) PAVEMENT LAYER (DESIGNED BY SITE DESIGN ENGINEER) DEPTH OF STONE TO BE DETERMINED BY SITE DESIGN ENGINEER 6" (150 mm) MIN 16" (406 mm) 1 LAYER OF ADS GEOSYNTHETICS NON-WOVEN GEOTEXTILE BEWTEEN COVER STONE AND C LAYER. THERMOPLASTIC LINER DETAIL NON-WOVEN GEOTEXTILE EARTH THERMOPLASTIC LINER OVERLAP ON TOP SEVERAL INCHES TO ANCHOR (PER MANUFACTURER'S RECOMMENDATIONS) ANGULAR STONE NON-WOVEN GEOTEXTILE **THIS CROSS SECTION DETAIL REPRESENTS MINIMUM REQUIREMENTS FOR INSTALLATION. PLEASE SEE THE LAYOUT SHEET(S) FOR PROJECT SPECIFIC REQUIREMENTS.StormTechChamber System888-892-2694 | WWW.STORMTECH.COM® SHEET OFDATE:PROJECT #:DRAWN:CHECKED:THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.4640 TRUEMAN BLVDHILLIARD, OH 430264 708/12/21S242320CJMRWD MAGNOLIA DWELLINGSFORT COLLINS, CODATEDRWNCHKDDESCRIPTIONINSPECTION & MAINTENANCE STEP 1)INSPECT ISOLATOR ROW PLUS FOR SEDIMENT A.INSPECTION PORTS (IF PRESENT) A.1.REMOVE/OPEN LID ON NYLOPLAST INLINE DRAIN A.2.REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLED A.3.USING A FLASHLIGHT AND STADIA ROD, MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOG A.4.LOWER A CAMERA INTO ISOLATOR ROW PLUS FOR VISUAL INSPECTION OF SEDIMENT LEVELS (OPTIONAL) A.5.IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. B.ALL ISOLATOR PLUS ROWS B.1.REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW PLUS B.2.USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW PLUS THROUGH OUTLET PIPE i)MIRRORS ON POLES OR CAMERAS MAY BE USED TO AVOID A CONFINED SPACE ENTRY ii)FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLE B.3.IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. STEP 2)CLEAN OUT ISOLATOR ROW PLUS USING THE JETVAC PROCESS A.A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45" (1.1 m) OR MORE IS PREFERRED B.APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS CLEAN C.VACUUM STRUCTURE SUMP AS REQUIRED STEP 3)REPLACE ALL COVERS, GRATES, FILTERS, AND LIDS; RECORD OBSERVATIONS AND ACTIONS. STEP 4)INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM. NOTES 1.INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION. ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUS OBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS. 2.CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY. SC-310 ISOLATOR ROW PLUS DETAIL NTS OPTIONAL SC-310 END CAP COVER ENTIRE ISOLATOR ROW PLUS WITH ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE 5' (1.5 m) MIN WIDE SC-310 CHAMBERSTORMTECH HIGHLY RECOMMENDS FLEXSTORM INSERTS IN ANY UPSTREAM STRUCTURES WITH OPEN GRATES ONE LAYER OF ADSPLUS125 WOVEN GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS 4' (1.2 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS 12" (300 mm) HDPE ACCESS PIPE REQUIRED USE FACTORY PRE-FABRICATED END CAP WITH FLAMP PART #: SC310EPE12BR WEIR SUMP DEPTH TBD BY SITE DESIGN ENGINEER (24" [600 mm] MIN RECOMMENDED) NYLOPLAST WEIR HEIGHT TBD BY SITE DESIGN ENGINEER StormTechChamber System888-892-2694 | WWW.STORMTECH.COM® INSPECTION PORT SHEET OFDATE:PROJECT #:DRAWN:CHECKED:THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.4640 TRUEMAN BLVDHILLIARD, OH 430265 708/12/21S242320CJMRWD MAGNOLIA DWELLINGSFORT COLLINS, CODATEDRWNCHKDDESCRIPTIONStormTechChamber System888-892-2694 | WWW.STORMTECH.COM®PART #STUB A B C SC310EPE06T / SC310EPE06TPC 6" (150 mm)9.6" (244 mm)5.8" (147 mm)--- SC310EPE06B / SC310EPE06BPC ---0.5" (13 mm) SC310EPE08T / SC310EPE08TPC 8" (200 mm)11.9" (302 mm)3.5" (89 mm)--- SC310EPE08B / SC310EPE08BPC ---0.6" (15 mm) SC310EPE10T / SC310EPE10TPC 10" (250 mm)12.7" (323 mm)1.4" (36 mm)--- SC310EPE10B / SC310EPE10BPC ---0.7" (18 mm) SC310EPE12B 12" (300 mm)13.5" (343 mm)---0.9" (23 mm) SC310EPE12BR 12" (300 mm)13.5" (343 mm)---0.9" (23 mm) ALL STUBS, EXCEPT FOR THE SC310EPE12B ARE PLACED AT BOTTOM OF END CAP SUCH THAT THE OUTSIDE DIAMETER OF THE STUB IS FLUSH WITH THE BOTTOM OF THE END CAP. FOR ADDITIONAL INFORMATION CONTACT STORMTECH AT 1-888-892-2694. * FOR THE SC310EPE12B THE 12" (300 mm) STUB LIES BELOW THE BOTTOM OF THE END CAP APPROXIMATELY 0.25" (6 mm). BACKFILL MATERIAL SHOULD BE REMOVED FROM BELOW THE N-12 STUB SO THAT THE FITTING SITS LEVEL. NOTE: ALL DIMENSIONS ARE NOMINAL NOMINAL CHAMBER SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH)34.0" X 16.0" X 85.4" (864 mm X 406 mm X 2169 mm) CHAMBER STORAGE 14.7 CUBIC FEET (0.42 m³) MINIMUM INSTALLED STORAGE*31.0 CUBIC FEET (0.88 m³) WEIGHT 35.0 lbs.(16.8 kg) *ASSUMES 6" (152 mm) ABOVE, BELOW, AND BETWEEN CHAMBERS PRE-FAB STUB AT BOTTOM OF END CAP WITH FLAMP END WITH "BR" PRE-FAB STUBS AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B" PRE-FAB STUBS AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T" PRE CORED END CAPS END WITH "PC" 34.0" (864 mm) 16.0" (406 mm) 90.7" (2304 mm) ACTUAL LENGTH 85.4" (2169 mm) INSTALLED LENGTH BUILD ROW IN THIS DIRECTION A A B C SC-310 TECHNICAL SPECIFICATION NTS 9.9" (251 mm) 15.6" (396 mm) OVERLAP NEXT CHAMBER HERE (OVER SMALL CORRUGATION) START END UNDERDRAIN DETAIL NTS A A B B SECTION A-A SECTION B-B NUMBER AND SIZE OF UNDERDRAINS PER SITE DESIGN ENGINEER 4" (100 mm) TYP FOR SC-310 & SC-160LP SYSTEMS 6" (150 mm) TYP FOR SC-740, DC-780, MC-3500 & MC-4500 SYSTEMS OUTLET MANIFOLD STORMTECH END CAP STORMTECH CHAMBERS STORMTECH CHAMBER STORMTECH END CAP DUAL WALL PERFORATED HDPE UNDERDRAIN ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE FOUNDATION STONE BENEATH CHAMBERS FOUNDATION STONE BENEATH CHAMBERS SHEET OFDATE:PROJECT #:DRAWN:CHECKED:THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.4640 TRUEMAN BLVDHILLIARD, OH 430266 708/12/21S242320CJMRWD MAGNOLIA DWELLINGSFORT COLLINS, CODATEDRWNCHKDDESCRIPTIONTRAFFIC LOADS: CONCRETE DIMENSIONS ARE FOR GUIDELINE PUPOSES ONLY. ACTUAL CONCRETE SLAB MUST BE DESIGNED GIVING CONSIDERATION FOR LOCAL SOIL CONDITIONS, TRAFFIC LOADING & OTHER APPLICABLE DESIGN FACTORS ADAPTER ANGLES VARIABLE 0°- 360° ACCORDING TO PLANS A 18" (457 mm) MIN WIDTH AASHTO H-20 CONCRETE SLAB 8" (203 mm) MIN THICKNESS VARIABLE SUMP DEPTH ACCORDING TO PLANS [6" (152 mm) MIN ON 8-24" (200-600 mm), 10" (254 mm) MIN ON 30" (750 mm)] 4" (102 mm) MIN ON 8-24" (200-600 mm) 6" (152 mm) MIN ON 30" (750 mm) 12" (610 mm) MIN (FOR AASHTO H-20) INVERT ACCORDING TO PLANS/TAKE OFF BACKFILL MATERIAL BELOW AND TO SIDES OF STRUCTURE SHALL BE ASTM D2321 CLASS I OR II CRUSHED STONE OR GRAVEL AND BE PLACED UNIFORMLY IN 12" (305 mm) LIFTS AND COMPACTED TO MIN OF 90% INTEGRATED DUCTILE IRON FRAME & GRATE/SOLID TO MATCH BASIN O.D. NYLOPLAST DRAIN BASIN NTS NOTES 1.8-30" (200-750 mm) GRATES/SOLID COVERS SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05 2.12-30" (300-750 mm) FRAMES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05 3.DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN DETAILS 4.DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO ASTM D3212 FOR CORRUGATED HDPE (ADS & HANCOR DUAL WALL) & SDR 35 PVC 5.FOR COMPLETE DESIGN AND PRODUCT INFORMATION: WWW.NYLOPLAST-US.COM 6.TO ORDER CALL: 800-821-6710 A PART #GRATE/SOLID COVER OPTIONS 8" (200 mm)2808AG PEDESTRIAN LIGHT DUTY STANDARD LIGHT DUTY SOLID LIGHT DUTY 10" (250 mm)2810AG PEDESTRIAN LIGHT DUTY STANDARD LIGHT DUTY SOLID LIGHT DUTY 12" (300 mm)2812AG PEDESTRIAN AASHTO H-10 STANDARD AASHTO H-20 SOLID AASHTO H-20 15" (375 mm)2815AG PEDESTRIAN AASHTO H-10 STANDARD AASHTO H-20 SOLID AASHTO H-20 18" (450 mm)2818AG PEDESTRIAN AASHTO H-10 STANDARD AASHTO H-20 SOLID AASHTO H-20 24" (600 mm)2824AG PEDESTRIAN AASHTO H-10 STANDARD AASHTO H-20 SOLID AASHTO H-20 30" (750 mm)2830AG PEDESTRIAN AASHTO H-20 STANDARD AASHTO H-20 SOLID AASHTO H-20 VARIOUS TYPES OF INLET AND OUTLET ADAPTERS AVAILABLE: 4-30" (100-750 mm) FOR CORRUGATED HDPE WATERTIGHT JOINT (CORRUGATED HDPE SHOWN)Nyloplast770-932-2443 | WWW.NYLOPLAST-US.COM® Appendix D APPENDIX D – CAPACITY CALCULATIONS Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Thursday, Jul 1 2021 Magnolia Dwellings - West Drain Channel Rectangular Bottom Width (ft) = 2.00 Total Depth (ft) = 0.50 Invert Elev (ft) = 100.00 Slope (%) = 2.61 N-Value = 0.016 Calculations Compute by: Known Q Known Q (cfs) = 2.43 Highlighted Depth (ft) = 0.25 Q (cfs) = 2.430 Area (sqft) = 0.50 Velocity (ft/s) = 4.86 Wetted Perim (ft) = 2.50 Crit Depth, Yc (ft) = 0.36 Top Width (ft) = 2.00 EGL (ft) = 0.62 0 .5 1 1.5 2 2.5 3 Elev (ft)Depth (ft)Section 99.75 -0.25 100.00 0.00 100.25 0.25 100.50 0.50 100.75 0.75 101.00 1.00 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Wednesday, Sep 1 2021 12 in PVC Pipe Known Flow Circular Diameter (ft) = 1.00 Invert Elev (ft) = 100.00 Slope (%) = 1.75 N-Value = 0.013 Calculations Compute by: Known Q Known Q (cfs) = 1.73 Highlighted Depth (ft) = 0.42 Q (cfs) = 1.730 Area (sqft) = 0.32 Velocity (ft/s) = 5.48 Wetted Perim (ft) = 1.41 Crit Depth, Yc (ft) = 0.56 Top Width (ft) = 0.99 EGL (ft) = 0.89 0 1 2 3 Elev (ft)Depth (ft)Section 99.50 -0.50 100.00 0.00 100.50 0.50 101.00 1.00 101.50 1.50 102.00 2.00 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Wednesday, Sep 1 2021 12 in PVC Pipe Capacity Circular Diameter (ft) = 1.00 Invert Elev (ft) = 100.00 Slope (%) = 1.75 N-Value = 0.013 Calculations Compute by: Q vs Depth No. Increments = 10 Highlighted Depth (ft) = 1.00 Q (cfs) = 4.711 Area (sqft) = 0.79 Velocity (ft/s) = 6.00 Wetted Perim (ft) = 3.14 Crit Depth, Yc (ft) = 0.90 Top Width (ft) = 0.00 EGL (ft) = 1.56 0 1 2 3 Elev (ft)Depth (ft)Section 99.50 -0.50 100.00 0.00 100.50 0.50 101.00 1.00 101.50 1.50 102.00 2.00 Reach (ft) Hydraflow Express - 12 in PVC Pipe Capacity - 09/1/21 1 Depth Q Area Veloc Wp (ft)(cfs)(sqft)(ft/s)(ft) 0.10 0.099 0.041 2.41 0.64 0.20 0.417 0.113 3.70 0.93 0.30 0.924 0.198 4.66 1.16 0.40 1.589 0.294 5.41 1.37 0.50 2.372 0.395 6.01 1.57 0.60 3.176 0.493 6.44 1.77 0.70 3.953 0.588 6.72 1.98 0.80 4.607 0.674 6.84 2.22 0.90 5.023 0.745 6.74 2.50 1.00 4.711 0.785 6.00 3.14 Hydraflow Express - 12 in PVC Pipe Capacity - 09/1/21 2 Yc TopWidth Energy (ft)(ft)(ft) 0.13 0.60 0.19 0.27 0.80 0.41 0.41 0.92 0.64 0.54 0.98 0.86 0.66 1.00 1.06 0.77 0.98 1.24 0.85 0.92 1.40 0.90 0.80 1.53 0.92 0.60 1.61 0.90 0.00 1.56 Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Wednesday, Sep 1 2021 15 in PVC Pipe Capacity Circular Diameter (ft) = 1.25 Invert Elev (ft) = 100.00 Slope (%) = 0.50 N-Value = 0.013 Calculations Compute by: Known Q Known Q (cfs) = 1.73 Highlighted Depth (ft) = 0.54 Q (cfs) = 1.730 Area (sqft) = 0.51 Velocity (ft/s) = 3.40 Wetted Perim (ft) = 1.79 Crit Depth, Yc (ft) = 0.53 Top Width (ft) = 1.24 EGL (ft) = 0.72 0 1 2 3 Elev (ft)Section 99.50 100.00 100.50 101.00 101.50 102.00 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Wednesday, Sep 1 2021 15 in PVC Pipe Capacity Circular Diameter (ft) = 1.25 Invert Elev (ft) = 100.00 Slope (%) = 0.50 N-Value = 0.013 Calculations Compute by: Q vs Depth No. Increments = 10 Highlighted Depth (ft) = 1.25 Q (cfs) = 4.566 Area (sqft) = 1.23 Velocity (ft/s) = 3.72 Wetted Perim (ft) = 3.93 Crit Depth, Yc (ft) = 0.87 Top Width (ft) = 0.00 EGL (ft) = 1.47 0 1 2 3 Elev (ft)Section 99.50 100.00 100.50 101.00 101.50 102.00 Reach (ft) Hydraflow Express - 12-Inch PVC Storm Pipe - 09/1/21 1 Depth Q Area Veloc Wp (ft)(cfs)(sqft)(ft/s)(ft) 0.13 0.096 0.064 1.50 0.81 0.25 0.404 0.176 2.30 1.16 0.38 0.896 0.310 2.89 1.45 0.50 1.541 0.459 3.36 1.71 0.63 2.299 0.617 3.73 1.97 0.75 3.079 0.771 3.99 2.22 0.88 3.832 0.919 4.17 2.48 1.00 4.465 1.053 4.24 2.77 1.13 4.868 1.164 4.18 3.13 1.25 4.566 1.227 3.72 3.93 15-Inch Hydraflow Express - 12-Inch PVC Storm Pipe - 09/1/21 2 Yc TopWidth Energy (ft)(ft)(ft) 0.12 0.75 0.16 0.25 1.00 0.33 0.37 1.15 0.50 0.50 1.22 0.68 0.61 1.25 0.84 0.71 1.22 1.00 0.80 1.14 1.15 0.86 1.00 1.28 0.90 0.75 1.40 0.87 0.00 1.47 15-Inch