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HomeMy WebLinkAboutTRAIL HEAD FILING TWO (FORMERLY TRAIL HEAD TRACTS F & G TOWNHOMES) - FDP - FDP180005 - SUBMITTAL DOCUMENTS - ROUND 2 - DRAINAGE REPORTFINAL DRAINAGE AND EROSION CONTROL REPORT FOR TRAIL HEAD FILING TWO Prepared For: Trail Head LLC 5013 Bluestem Court Fort Collins, CO 80525 April, 2018 Project No. 39145.51 Prepared By: JR Engineering, LLC 2900 South College Avenue, Suite 3D Fort Collins, CO 80525 Page i TABLE OF CONTENTS Table of Contents ............................................................................................................................................... i General Description and Location .................................................................................................................. 1 Location And Existing Site Characteristics ................................................................................................. 1 Site Soils ........................................................................................................................................................... 1 Floodplain ........................................................................................................................................................ 1 Drainage Facility Design .................................................................................................................................... 2 Master Drainage Plan ..................................................................................................................................... 2 General Concept ............................................................................................................................................ 2 Water Quality/ Existing Detention Facilities.............................................................................................. 3 Drainage Basins and Sub-Basins ....................................................................................................................... 4 Major Basin ...................................................................................................................................................... 4 Existing Sub-Basins ......................................................................................................................................... 4 Developed Sub-Basins.................................................................................................................................... 5 Drainage Design Criteria ................................................................................................................................11 Regulations ....................................................................................................................................................11 Low-Impact Development ..........................................................................................................................11 Hydrologic Criteria ......................................................................................................................................11 Hydraulic Criteria.........................................................................................................................................11 Stormwater Pollution Prevention ..................................................................................................................12 Temporary Erosion Control ......................................................................................................................12 Permanent Erosion Control .......................................................................................................................12 Summary & Conclusions .................................................................................................................................13 References .........................................................................................................................................................14 APPENDIX Appendix A – Site & Soil Descriptions and Characteristics Appendix B – Hydrologic Calculations Appendix C – Hydraulic Calculations Appendix D – Previous Report Appendix E – Existing & Proposed Drainage Plans Appendix F – LID Exhibit Page ii Engineer’s Certification Block I hereby certify that this Project Development Plan Drainage Report for Trail Head Filing Two was prepared by me (or under my direct supervision) for JR Engineering, LLC and the owners thereof and meets or exceeds the criteria of the City of Fort Collins Stormwater Design Standards. ________________________________________ Joseph M. Frank, PE Registered Professional Engineer State of Colorado No. 53399 Page 1 GENERAL DESCRIPTION AND LOCATION LOCATION AND EXISTING SITE CHARACTERISTICS Trail Head Cottage Neighborhood is located in the Southwest quarter of Section 4, Township 7 North, Range 68 West of the 6th Principal Meridian in the City of Fort Collins, Larimer County, Colorado within Tracts F & G of the Trail Head Subdivision. The site is bounded on the south by East Vine Drive and is surrounded on every other side by developed portions of the Trail Head Subdivision. A vicinity map is provided in Appendix A. More specifically, the Trail Head Cottage Neighborhood site is composed of approximately 5.19 and 5.54 acres of land within the existing Tracts F and G respectively. Both tracts of land are currently undeveloped, zoned LMN, and will support the proposed attached single family townhomes. Tract G generally slopes from the northeast to southwest with slopes ranging from 0.60% to 2.50%. The property is generally covered with sparse native grasses. Tract F generally slopes from the northwest to southeast with slopes ranging from 0.60% to 4.60%. The property is generally covered with sparse native grasses which have taken over the undeveloped site. When the Trail Head Subdivision was developed two large detention ponds with water quality measures were installed to handle the majority of the developments storm water runoff. Tract G utilizes an existing drainage system to convey storm water to the detention pond (Pond A) located on the southwest portion of the Trail Head Subdivision. Tract F utilizes an existing drainage system to convey storm water to the detention pond (Pond B) located on the southeast portion of the Trail Head Subdivision. Both of the existing storm sewer systems were designed to convey runoff from Tracts F & G in the ultimate developed condition. SITE SOILS The Trail Head Cottage Neighborhood soils primarily consist of loamy soil, predominately Fort Collins loam. Fort Collins clay loam belongs to hydrologic soils Group C. Group C soils have 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. Runoff is moderately high, and the hazards of wind erosion are moderately low. Supporting figures can be found in the Appendix, page A-1. FLOODPLAIN The site is shown on FEMA FIRM panel 08069C0982F, dated December 19, 2006. The site lies within an area determined to be outside the 500yr floodplain. The “City of Fort Collins Floodplain Review Checklist for 50% Submittals” checklist is not applicable for this Drainage and Erosion Control Report. An annotated FIRM exhibit is included in Appendix A. Page 2 DRAINAGE FACILITY DESIGN MASTER DRAINAGE PLAN The master study for this area is the “Drainage and Erosion Control report for the Trail Head Property” by JR Engineering, dated October 13, 2004, excerpts from the previous report are explained in the next section and can be found in Appendix D. As previously stated the master drainage plan and design for the greater Trail Head Subdivision accounted for the ultimate developed condition for both Tracts F & G. Water quality and detention has already been provided for both tracts. The greater Trail Head development was designed over a decade ago and additional storm water requirements will need to be met for the proposed development. The proposed development will be required to treat at least 50% of the new impervious areas with Low Impact Development (LID) measures. LID emphasizes conservation of natural features and use of engineered, on-site, small-scale hydrologic controls that infiltrate, filter, store, evaporate, and detain runoff close to its source. By implementing these development techniques the minor storm runoff within Tract G will be treated on site instead of being sent to pond A with the surrounding development runoff. The master drainage report provided runoff calculations which have been used to establish allowable runoff values for the proposed on-site basins. The 100-year storm water runoff flow rates are provided in the existing basin descriptions for each of the existing basins outlined in the master drainage plan. GENERAL CONCEPT The overall goal for this development and the proposed improvements to Tracts F & G of the Trail Head Subdivision is to safely convey storm water through the development condition using swales, storm pipe, streets and LID basins to the existing ponds while providing enhanced water quality treatment on site. These LID best management practices are proposed to improve the quality of runoff and aid in reducing peak flows. Specifically, water quality isolator rows will be used to treat roof and driveway drainage, and cobble lined swales (rain gardens) are proposed to improve water quality. About 52% of the proposed impervious area runoff from the site is captured in LID isolator rows and rain gardens located within Tract G in open areas adjacent to the homes. The park sidewalks, gazebo area and adjacent roofs drain to a series of rain gardens located adjacent to the sidewalk surrounding the open area. The majority of Tract G runoff is conveyed via sheet flow, curb & gutter and storm pipe in a southerly direction to the proposed isolator row at the southwest corner of the site. The existing drainage outfall from the site is located in two separate locations on the property. There is an outfall located near the southwest portion of Tract G within sub-basin H. There is another outfall located near the southeast portion of Tract F within sub-basin V. As mentioned Page 3 before the proposed development storm water detention and water quality was accounted for with the master drainage plan. The proposed drainage system is not intended to detain runoff but designed to implement LID infiltration areas while conveying runoff as designed in the master drainage report. WATER QUALITY/ EXISTING DETENTION FACILITIES Water quality and detention will be provided for the site within the existing detention ponds A & B located to the west and east. The existing detention ponds were previously designed to handle developed flows from the Trail Head Cottage Neighborhood site. As shown in the master drainage plan drainage summary tables pond A was previously sized to handle a developed 100-year runoff from existing basins 221.3, 352.1, 352.2 and 352.3 of 36.5 cfs. These existing sub-basins share the same collection point as our proposed Tract G development at design point 10.1 which has a 100- year runoff of 36.5 cfs under the current storm water criteria as shown in the SF-3 major storm calculations. The LID isolator row is housed within Tract G and is assumed to be full for the purpose of these calculations. However, this LID isolator row will play an important role in reducing runoff. As shown in the master drainage plan drainage summary tables pond B was previously sized to handle a developed 100-year runoff from existing basins 221.1, 221.4 and 221.5 of 36.4 cfs. These existing sub-basins share the same collection point as our proposed Tract F development at design point 20.1 which has a 100-year runoff of 34.0 cfs under the current storm water criteria as shown in the SF-3 major storm calculations. In accordance with the criteria this site has implemented the four step process to minimize adverse impacts of urbanization. The four step process includes reducing runoff volumes, treating the water quality capture volume (WQCV), stabilizing drainage ways, and implementing long-term source controls. In order to reduce runoff, volumes and pollutant loads from impervious areas, Different LID measures were implemented within Tract G and all areas were evaluated to Minimize Directly Connected Impervious Area (MDCIA). All roof runoff is routed through landscape areas before flowing back onto paved areas. Driveway areas were minimized to help reduce the total impervious area. Both private alleys and adjacent roofs south of Green Lake Drive within Tract F drain south through vegetated areas before being intercepted by area inlets. The WQCV is treated through the existing detention ponds A & B as well as proposed on-site LID facilities. This site does not contain any known natural or artificial streams that would require stabilization. Page 4 DRAINAGE BASINS AND SUB-BASINS MAJOR BASIN Trail Head Cottage Neighborhood lies within the Boxelder Creek/Cooper Slough Basin. As previously stated the master study for this area is the “Drainage and Erosion Control report for the Trail Head Property” by JR Engineering, dated October 13, 2004. EXISTING SUB-BASINS Trail Head Cottage Neighborhood is an infill development piece of property. The ultimate design of Tracts F & G was accounted for in the master drainage report. The following basin descriptions reflect both the existing condition and ultimate condition laid out in the master drainage plan. Existing Onsite Sub-Basins: The site has seven existing onsite drainage basins which were all analyzed in the master drainage plan. Sub-basin 221.1 totals about 4.6 acres located in the mid-east portion of the property, was designed to contain multi-family development. Runoff sheet flows south to a double type c area inlet at design point 21.1 and is piped to Pond B. According to the master drainage plan the fully developed 100-year release rate for this sub-basin is 23.1 cfs. Sub-basin 221.2 totals about 1.5 acres located in the mid-east portion of the property, was designed to contain multi-family development. The runoff from these basins is conveyed via overland flow and gutter flow north along Camp Fire Drive where a quadruple type 16 combination sump inlet will collect and convey runoff to Pond B. According to the master drainage plan the fully developed 100-year release rate for this sub-basin is 11.1 cfs. Sub-basins 221.4 totals about 0.25 acres and is located in the southeastern portion of the property. Runoff from this basin is collected in the gutters of Camp Fire Drive and conveyed south to the quadruple type 16 combination on-grade inlet (design point 21.4). These flows will then be conveyed via storm pipe to Pond B. According to the master drainage plan the fully developed 100-year release rate for this sub-basin is 2.1 cfs. Sub-basin 345 totals about 2.3 acres located in the Northwest portion of the property. Flows are conveyed via overland flow to Wagon Trail Road, and gutter flow to a quadruple type 16 combination on-grade inlet located on Wagon Trail Road at design point 45. Sub- basin 345 is planned for multi-family and a future park. These flows will be conveyed via storm pipe to Pond A for detention and water quality. According to the master drainage plan the fully developed 100-year release rate for this sub-basin is 6.1 cfs. Page 5 Sub-basin 352.1 and 352.2 total about 6.6 acres and is located in the west-central portion of the property. Flows are conveyed via overland flow to two type C area inlets. These two sub-basins are planned for multi-family development. These flows will be conveyed storm pipe to Pond A for detention and water quality. According to the master drainage plan the fully developed 100-year release rate for sub-basin 352.1 is 9.8 cfs and 18.4 cfs for sub-basin 352.2. Sub-basin 352.4 totals about 0.5 acres and is located in the west portion of the property. Flows are conveyed via overland flow to Wagon Trail Road where it then travels south and north via curb and gutter to two triple type 16 combination on-grade inlets located on Green Lake Drive at design points 52.4A and 52.4B. These flows will be conveyed via storm pipe to Pond A for detention and water quality. According to the master drainage plan the fully developed 100-year release rate for this sub-basin is 4.6 cfs. Existing Offsite Sub-Basins: The site has four existing onsite drainage basins which were all analyzed in the master drainage plan. Sub-basins 221.3 and 352.3 total about 0.8 acres and are located in the central portion of the property. Flows are conveyed via overland flow to Greenfields Drive where it then travels south via curb and gutter to two quadruple type 16 combination on-grade inlets located on Greenfields Drive at design points 21.3 and 52.3. These flows will be conveyed via storm pipe to Pond A for detention and water quality. According to the master drainage plan the fully developed 100-year release rate for sub-basin 221.3 is 3.8 cfs and 4.5 cfs for sub-basin 352.3. Sub-basins 221.5 totals about 1.2 acres and is located south of the property in the ultimate condition. Runoff from this basin is collected in the gutters of East Vine Drive and conveyed east to a type 16 combination on-grade inlet (design points 21.5). These flows will then be conveyed via storm pipe to Pond B. According to the master drainage plan the fully developed 100-year release rate for this sub-basin is 11.2 cfs. Sub-basin 359, totaling about 2.5 acres, is located in the southwestern portion of the site. The runoff from sub-basin 359 is conveyed via overland flow to East Vine Drive where it then flows west to design point 59 and is collected by a quadruple type 16 on-grade combination inlet. These flows will then be conveyed via storm pipe to Pond A for detention and water quality. According to the master drainage plan the fully developed 100- year release rate for this sub-basin is 11.2 cfs. DEVELOPED SUB-BASINS The proposed developed condition sub-basins have been designed to mimic the existing basins’ runoff patterns. The following describes the proposed conditions on-site drainage basins. The Page 6 proposed concept for the development of the Trail Head Cottage Neighborhood site involves routing developed condition flows to the existing offsite detention ponds which were originally sized to handle the developed runoff from Tracts F & G. LID site enhancements within Tract G will treat the site runoff from Tract G at the source before allowing the runoff to be conveyed to the existing detention pond A. Refer to the “Proposed Drainage Plan” in the appendix for review. Proposed Onsite Sub-Basins: This site has twenty four proposed onsite drainage sub-basins. Sub-basin A consists of 0.23 acres on the northern portion of the subject property west of Greenfields Drive. Runoff from this basin is minimal due to an impervious percentage of 18%. This basin will flow onto the property to the north where it will continue to sheet flow west ultimately to the quadruple type 16 combination on-grade inlet on Wagon Trail Road. Sub-basin B consists of 0.25 acres on the west portion of the subject property west of Greenfields Drive. This basin consists of roofs and tree lawn running along the east side of Wagon Trail Road. Flows are conveyed via overland flow to Wagon Trail Road where it then travels south and north via curb and gutter to two triple type 16 combination on-grade inlets located on Green Lake Drive at design point 3. These flows will be conveyed via storm pipe to Pond A for detention and water quality. Sub-basin C consists of 0.79 acres on the north portion of the subject property west of Greenfields Drive. Runoff from the proposed homes and driveways travels west along the private drive before entering a chase drain which conveys runoff on to Green Lake Drive where runoff is combined with sub-basin E runoff. These flows will be conveyed via storm pipe to Pond A for detention and water quality. Sub-basin D consists of 0.45 acres on the east portion of the subject property west of Greenfields Drive. This basin consists of roofs and tree lawn running along the west side of Greenfields Drive. Flows are conveyed via overland flow to Greenfields Drive where it then travels south via curb and gutter to a type 16 combination on-grade inlet located on Greenfields Drive at design point 7. These flows will be conveyed via storm pipe to Pond A for detention and water quality. Sub-basin E1 consists of 0.73 acres running north of the crown along Green Lake Drive west of Greenfields Drive. Runoff from the proposed homes and surface of Green Lake flows west along curb and gutter on the north side of the street before being intercepted by a curb inlet located at design point 2. These flows will be combined with runoff from Sub- basin C and conveyed via storm pipe south to design point 2.1 and continue to the LID isolator rows for water quality. Following LID treatment these flows will be conveyed via storm pipe to design point 10.1 and Pond A for detention and additional water quality. Page 7 Sub-basin E2 consists of 0.44 acres running south of the crown along Green Lake Drive west of Greenfields Drive. Runoff from the proposed homes and surface of Green Lake flows west along curb and gutter on the south of the street before being intercepted by a curb inlet located at design point 2.1. These flows will be conveyed via storm pipe south to design point 10 and continue to the LID isolator rows for water quality. Following LID treatment these flows will be conveyed via storm pipe to design point 10.1 and Pond A for detention and additional water quality. Sub-basin F consists of 1.01 acres in the central portion of the subject property west of Greenfields Drive. Runoff from the proposed homes and open area travels southwest along an LID rain garden to design point 4. These flows will be conveyed via storm pipe to design point 10.1 and ultimately to Pond A for detention and additional water quality. Sub-basin G consists of 1.06 acres on the southern portion of the subject property west of Greenfields Drive. Runoff from the proposed homes and driveways travels south and west along the private drive before entering a inlet at design point 5 which conveys runoff to the LID isolator row. Following LID treatment these flows will be conveyed via storm pipe to design point 10.1 and Pond A for detention and additional water quality. Sub-basin H consists of 0.26 acres in the southwest portion of the subject property west of Greenfields Drive. Runoff from the proposed basin sheet flows north towards design point 10 before being collected at the proposed inlet at design point 5. The inlet at design point 5 conveys runoff to the LID isolator row. Following LID treatment these flows will be conveyed via storm pipe to design point 10.1 and ultimately to Pond A for detention and additional water quality. Sub-basin I is comprised of 0.12 acres along the southern portion of the subject property west of Greenfields Drive. Runoff from the proposed basin sheet flows north towards design point 9 before being collected at the proposed inlet at design point 5. The inlet at design point 5 conveys runoff to the LID isolator row. Following LID treatment these flows will be conveyed via storm pipe to design point 10.1 and ultimately to Pond A for detention and additional water quality. Sub-basin J is comprised of 0.20 acres along the southeast portion of the subject property west of Greenfields Drive. Runoff from the proposed basin sheet flows north towards design point 8 before being collected at the proposed inlet at design point 5. The inlet at design point 5 conveys runoff to the LID isolator row. Following LID treatment these flows will be conveyed via storm pipe to design point 10.1 and ultimately to Pond A for detention and additional water quality. Page 8 Sub-basin K consists of 0.05 acres on the northwest portion of the subject property east of Greenfields Drive. Runoff from this basin is minimal due to an impervious percentage of 39%. Runoff from this sub-basin will drain on to Greenfields Drive and to the north. Sub-basin L is comprised of 1.30 acres on the north portion of the subject property east of Greenfields Drive. Runoff from the proposed homes and driveways travels east and then south along the private drive before entering a chase drain at design point 18 which conveys runoff on to Green Lake Drive where runoff is combined with sub-basin Q runoff. These flows will be collected at the proposed inlets at design point 19 and piped to Pond B for detention and water quality. Sub-basin M consists of 0.26 acres on the northeast portion of the subject property east of Greenfields Drive. Runoff from this basin is minimal due to an impervious percentage of 40%. The runoff from these basins is conveyed via overland flow and gutter flow north along Camp Fire Drive to design point 20 where a quadruple type 16 combination sump inlet will collect and convey runoff to Pond B. Sub-basin N consists of 0.45 acres on the west portion of the subject property east of Greenfields Drive. This basin consists of roofs and tree lawn running along the east side of Greenfields Drive. Flows are conveyed via overland flow to Greenfields Drive where it then travels south via curb and gutter to a type 16 combination on-grade inlet located on Greenfields Drive at design point 6. These flows will be conveyed via storm pipe to Pond A for detention and water quality. Sub-basin O consists of 0.62 acres in the central portion of the subject property east of Greenfields Drive. Runoff from the proposed homes and open area travels southeast along an swale at design point 11 where flows will be collected at an area inlet and piped south ultimately towards Pond B for detention and water quality. Sub-basin P consists of 0.23 acres on the east portion of the subject property east of Greenfields Drive. This basin consists of roofs and tree lawn running along the west side of Campfire Drive. These flows will be conveyed via Campfire Drive curb and gutter to design point 20 and continue to Pond B for detention and water quality. Sub-basin Q1 consists of 0.39 acres running north of the crown along Green Lake Drive east of Greenfields Drive. Runoff from the proposed homes and surface of Green Lake flows east along curb and gutter on the north side of the street before being combined with runoff from sub-basin L at design point 19. These flows will be collected at the proposed curb inlet at design point 19 and piped to Pond B for detention and water quality. Page 9 Sub-basin Q2 consists of 0.39 acres running south of the crown along Green Lake Drive east of Greenfields Drive. Runoff from the proposed homes and surface of Green Lake flows east along curb and gutter on the south side of the street before being collected at the proposed curb inlet at design point 19.1 and piped to Pond B for detention and water quality. Sub-basin R is comprised of 0.26 acres on the southwest portion of the subject property east of Greenfields Drive. Runoff from the proposed homes and driveways travels south along the private drive before entering a curb opening at design point 13 which conveys runoff to a swale located within sub-basin U and to an area inlet at design point 14. These flows will ultimately be conveyed to Pond B for detention and additional water quality. Sub-basin S consists of 0.48 acres in the central portion of the subject property east of Greenfields Drive. Runoff from the proposed homes and open area travels southeast along a swale and be conveyed to an area inlet at design point 12. These flows will be conveyed via storm pipe to Pond B for detention and additional water quality. Sub-basin T is comprised of 0.23 acres on the southeast portion of the subject property east of Greenfields Drive. Runoff from the proposed homes and driveways travels south along the private drive before entering a curb opening at design point 15 which conveys runoff to the area inlet located at design point 16 within sub-basin V. These flows will ultimately be conveyed to Pond B for detention and additional water quality. Sub-basin U consists of 0.30 acres in the southwest portion of the subject property west of Greenfields Drive. Runoff from the surrounding sub-basins is combined with runoff from the landscaped areas within sub-basin U to be collected are the area inlet at design point 14. These flows will be conveyed east via storm pipe to design point 17.1 and ultimately to Pond B for detention and additional water quality. Sub-basin V consists of 0.23 acres in the southeast portion of the subject property west of Greenfields Drive. Runoff from the surrounding sub-basins is combined with runoff from the landscaped areas within sub-basin V to be treated in the area inlet at design point 16. These flows will be conveyed east via storm pipe to design point 17.1 and ultimately to Pond B for detention and additional water quality. Existing Offsite Sub-Basins: This site has five existing basins which have runoff that impacts the onsite drainage system. All five of these basins have runoff which is conveyed through the proposed storm system via storm inlets. Sub-basin EX1 consists of 0.44 acres and is described in the existing basin section under sub-basin 352.3. Runoff from this basin will be captured at design point 7 by a sump curb Page 10 inlet and piped west through the site and ultimately to Pond A for detention and additional water quality. Sub-basin EX2 consists of 0.38 acres and is described in the existing basin section under sub-basin 221.3. Runoff from this basin will be captured at design point 6 by a sump curb inlet and piped west through the site and ultimately to Pond A for detention and additional water quality. Sub-basin EX3 consists of 0.19 acres and is described in the existing basin section under sub-basin 221.4. Runoff from this basin will be captured at design point 20 by a sump curb inlet and piped east through the site and ultimately to Pond B for detention and additional water quality. Sub-basin EX4 consists of 1.10 acres and is described in the existing basin section under sub-basin 221.5. Runoff from this basin will be captured at design point 17 by a flow by curb inlet which will be installed with the east vine drive ultimate roadway installation. Runoff collected and piped east through the site and ultimately to Pond B for detention and additional water quality. Sub-basin EX5 consists of 0.43 acres and is described in the existing basin section under sub-basin 352.4. Page 11 DRAINAGE DESIGN CRITERIA REGULATIONS This report was prepared to meet or exceed the City of Fort Collins stormwater criteria. The City of Fort Collins Storm Drainage Design Criteria and Construction Manual (with all current 2016 Revisions)(FCSDDCCM) and the Urban Drainage Flood Control District’s (UDFCD) Drainage Criteria Manual (USDCM) Volumes 1, 2 and 3 were referenced as guidelines for this design. LOW-IMPACT DEVELOPMENT Volume reduction is an important part of the Four Step Process and is fundamental to effective stormwater management. Per City criteria, a minimum of 50 percent of new impervious surface area must be treated by a Low-Impact Development (LID) best management practice (BMP). The proposed LID BMPs will have the effect of slowing runoff through the site lot and increasing infiltration and rainfall interception by encouraging infiltration and careful selection of vegetative cover. The improvements will decrease the runoff coefficient from the site and are expected to have no adverse impact on the timing, quantity, or quality of stormwater runoff. Site-specific LID BMPs are discussed in the following sections of this report and an illustrative LID/Surface map is provided in Appendix E. HYDROLOGIC CRITERIA All hydrologic data was obtained from the City of Fort Collins Stormwater Criteria Manual (FCSCM) or the Urban Storm Drainage Criteria Manual (USDCM). Onsite drainage improvements were designed using the 2-year storm event (minor) and the 100-year storm event (major). Runoff was calculated using the Rational Method, and rainfall intensities for the 2-year and 100-year storm return frequencies were obtained from Table RA-7 and RA-8 of the FCSCM. Runoff coefficients were determined based on data presented in Tables RO-11 from the FCSCM. Basin percent impervious values were calculated based on proposed future land use and from data on Table RO-3 from the USDCM. Time of concentrations were developed using equations from the FCSCM. All runoff calculations, and applicable charts and graphs are included in the Appendix B of this report. HYDRAULIC CRITERIA The rational method and the USDCM’s SF-2 and SF-3 forms were used to determine the runoff from the minor and major storms on this site. In order to size the infrastructure onsite, the runoff quantities and street grades flowmaster was used to size the storm sewer. Inlets were sized using the Urban Drainage UD-Inlet v4.05 spreadsheet. All storm sewers were sized to fully convey the 100-year storm event, while maintaining the 100-year HGL below the ground surface. All runoff calculations, and applicable charts and graphs are included in Appendix C of this report. Page 12 STORMWATER POLLUTION PREVENTION TEMPORARY EROSION CONTROL A temporary erosion control plan is to be implemented for the site during construction. Temporary erosion control measures include, but are not limited to, slope and swale protection, silt fence placed around downstream areas of disturbance, construction vehicle tracking pad at entrances, a designated concrete truck washout basin, designated vehicle fueling areas, inlet protection, and others. All temporary erosion control measures are to be removed after they are deemed unnecessary. Some site specific source control BMPs that will be implemented include, but are not limited to, silt fence placed around downstream areas of disturbance, construction vehicle tracking pad at the entrances, designated concrete truck washout basin, designated vehicle fueling areas, covered storage areas, spill containment and control, a full infiltration sand filter, etc. PERMANENT EROSION CONTROL Permanent erosion control measures include, but are not limited to, the constructed riprap pads, seeding and mulch placed to enable and established vegetative growth, etc. Long-term maintenance of these erosion control measures shall be the responsibility of the owner of the property. Page 13 SUMMARY & CONCLUSIONS The existing conditions drainage has eleven onsite sub-basins with separate outfall points. The proposed drainage condition was designed to mimic the existing basins’ runoff patterns. The existing conditions drainage patterns are maintained in the design of the project. The proposed improvements will have positive impacts on the timing, flow rate, and quality of runoff leaving the site; and will reduce potential impacts for flooding downstream of this site. The hydrologic calculations were performed using the required methods as outlined in the City of Fort Collins Amendments to the Urban Drainage and Flood Control District Criteria Manual. The proposed drainage improvements meet or exceed the City’s requirements. This PDP Drainage Report and the complimenting drainage plans and LID plans propose appropriate grading, permanent landscaping, LID BMPs, and onsite facilities (e.g. storm sewer, inlets, detention facilities) that are shown in their preliminary configuration and will be designed for construction in the Final Drainage Report along with supporting calculations. The proposed concept for the development of the Trail Head Cottage Neighborhood site involves routing developed condition flows to the existing offsite detention ponds. LID site enhancements will treat the site runoff at the source before allowing the runoff to be conveyed to the existing detention ponds. The site’s storm water facilities are designed to meet the City of Fort Collins “Storm Drainage Criteria Manual and Construction Standards” for both LID treatment and conveyance. Page 14 REFERENCES 1. Urban Storm Drainage Criteria Manual (Volumes 1 and 2), Urban Drainage and Flood Control District, 2001. 2. Urban Storm Drainage Criteria Manual (Volumes 3), Urban Drainage and Flood Control District, 2015. 3. City of Fort Collins Landscape Design Guidelines for Stormwater and Detention Facilities, November 5, 2009, BHA Design, Inc. with City of Fort Collins Utility Services. 4. Fort Collins Stormwater Criteria Manual, City of Fort Collins, Colorado, as adopted by Ordinance No. 174, 2011, and referenced in Section 26-500 (c) of the City of Fort Collins Municipal Code. 5. Larimer County Urban Area Street Standards, Adopted January 2, 2001, Repealed and Reenacted, Effective October 1, 2002, Repealed and Reenacted, Effective April 1, 2007. 6. “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. [July 21, 2010] 7. “Drainage and Erosion Control report for the Trail Head Property”, JR Engineering, October 13, 2004. APPENDIX A SITE & SOIL DESCRIPTIONS AND CHARACTERISTICS TRAIL HEAD COTTAGE NEIGHBORHOOD DRAINAGE AND EROSION CONTROL REPORT Project No. 39145.51 FIGURE 1- VICINITY MAP Hydrologic Soil Group—Larimer County Area, Colorado Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/22/2017 Page 1 of 4 4493900 4493920 4493940 4493960 4493980 4494000 4494020 4494040 4494060 4494080 4494100 4493900 4493920 4493940 4493960 4493980 4494000 4494020 4494040 4494060 4494080 4494100 498850 498870 498890 498910 498930 498950 498970 498990 498850 498870 498890 498910 498930 498950 498970 498990 40° 35' 52'' N 105° 0' 49'' W 40° 35' 52'' N 105° 0' 42'' W 40° 35' 44'' N 105° 0' 49'' W 40° 35' 44'' N 105° 0' 42'' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 0 50 100 200 300 Feet 0 15 30 60 90 Meters Map Scale: 1:1,070 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 Hydrologic Soil Group Hydrologic Soil Group— Summary by Map Unit — Larimer County Area, Colorado (CO644) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 35 Fort Collins loam, 0 to 3 percent slopes C 4.9 95.0% 73 Nunn clay loam, 0 to 1 percent slopes C 0.1 1.7% 95 Satanta loam, 1 to 3 percent slopes B 0.1 2.3% 103 Stoneham loam, 5 to 9 percent slopes B 0.1 1.1% Totals for Area of Interest 5.1 100.0% Hydrologic Soil Group—Larimer County Area, Colorado Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/22/2017 Page 3 of 4 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 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 8/22/2017 Page 4 of 4 Hydrologic Soil Group—Larimer County Area, Colorado Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/22/2017 Page 1 of 4 4493900 4493920 4493940 4493960 4493980 4494000 4494020 4494040 4494060 4493900 4493920 4493940 4493960 4493980 4494000 4494020 4494040 4494060 498610 498630 498650 498670 498690 498710 498730 498750 498770 498790 498810 498830 498850 498610 498630 498650 498670 498690 498710 498730 498750 498770 498790 498810 498830 498850 40° 35' 50'' N 105° 0' 59'' W 40° 35' 50'' N 105° 0' 48'' W 40° 35' 45'' N 105° 0' 59'' W 40° 35' 45'' N 105° 0' 48'' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 0 50 100 200 300 Feet 0 15 30 60 90 Meters Map Scale: 1:1,190 if printed on A landscape (11" x 8.5") 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 Hydrologic Soil Group Hydrologic Soil Group— Summary by Map Unit — Larimer County Area, Colorado (CO644) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 35 Fort Collins loam, 0 to 3 percent slopes C 5.1 99.2% 73 Nunn clay loam, 0 to 1 percent slopes C 0.0 0.8% Totals for Area of Interest 5.2 100.0% 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. Hydrologic Soil Group—Larimer County Area, Colorado Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/22/2017 Page 3 of 4 Larimer County Area, Colorado 35—Fort Collins loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2tlnc Elevation: 4,020 to 6,730 feet Mean annual precipitation: 14 to 16 inches Mean annual air temperature: 46 to 48 degrees F Frost-free period: 143 to 154 days Farmland classification: Prime farmland if irrigated Map Unit Composition Fort collins and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Fort Collins Setting Landform: Interfluves Down-slope shape: Linear Across-slope shape: Linear Parent material: Pleistocene or older alluvium derived from igneous, metamorphic and sedimentary rock and/or eolian deposits Typical profile Ap - 0 to 4 inches: loam Bt1 - 4 to 9 inches: clay loam Bt2 - 9 to 16 inches: clay loam Bk1 - 16 to 29 inches: loam Bk2 - 29 to 80 inches: loam Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.20 to 2.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 12 percent Salinity, maximum in profile: Nonsaline (0.1 to 1.0 mmhos/cm) Sodium adsorption ratio, maximum in profile: 0.5 Available water storage in profile: High (about 9.1 inches) Interpretive groups Land capability classification (irrigated): 2e Land capability classification (nonirrigated): 4c Hydrologic Soil Group: C Ecological site: Loamy Plains (R067BY002CO) Hydric soil rating: No Custom Soil Resource Report 13 Minor Components Nunn Percent of map unit: 10 percent Landform: Terraces Landform position (three-dimensional): Tread Down-slope shape: Linear Across-slope shape: Linear Ecological site: Loamy Plains (R067BY002CO) Hydric soil rating: No Vona Percent of map unit: 5 percent Landform: Interfluves Landform position (two-dimensional): Backslope, footslope Landform position (three-dimensional): Side slope, base slope Down-slope shape: Linear Across-slope shape: Linear Ecological site: Sandy Plains (R067BY024CO) Hydric soil rating: No 103—Stoneham loam, 5 to 9 percent slopes Map Unit Setting National map unit symbol: jptw Elevation: 4,800 to 5,600 feet Mean annual precipitation: 13 to 15 inches Mean annual air temperature: 48 to 50 degrees F Frost-free period: 135 to 150 days Farmland classification: Farmland of local importance Map Unit Composition Stoneham and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Stoneham Setting Landform: Benches, terraces Landform position (three-dimensional): Side slope, tread Down-slope shape: Linear Across-slope shape: Linear Parent material: Mixed alluvium and/or eolian deposits Typical profile H1 - 0 to 3 inches: loam H2 - 3 to 9 inches: clay loam, sandy clay loam, loam H2 - 3 to 9 inches: loam, clay loam, sandy clay loam H2 - 3 to 9 inches: Custom Soil Resource Report 14 H3 - 9 to 60 inches: H3 - 9 to 60 inches: H3 - 9 to 60 inches: Properties and qualities Slope: 5 to 9 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.60 to 2.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 15 percent Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water storage in profile: Very high (about 27.7 inches) Interpretive groups Land capability classification (irrigated): 6e Land capability classification (nonirrigated): 6e Hydrologic Soil Group: B Ecological site: Loamy Plains (R067XY002CO) Hydric soil rating: No Minor Components Kim Percent of map unit: 8 percent Hydric soil rating: No Larimer Percent of map unit: 5 percent Hydric soil rating: No Fort collins Percent of map unit: 2 percent Hydric soil rating: No Custom Soil Resource Report 15 APPENDIX B HYDROLOGIC CALCULATIONS Subdivision: Trail Head Filing 2 Project Name: Trail Head Cottage Neighborhood Location: Fort Collins Project No.: Calculated By: JMF Checked By: 0 Date: 2/12/18 A 0.23 0.95 0.00 0.01 0.95 0.04 0.18 0.20 0.19 0.16 0.35 0.43 B 0.25 0.95 0.03 0.11 0.95 0.12 0.46 0.20 0.10 0.08 0.65 0.81 C 0.79 0.95 0.34 0.41 0.95 0.31 0.38 0.20 0.14 0.03 0.82 1.02 D 0.45 0.95 0.10 0.22 0.95 0.12 0.26 0.20 0.22 0.10 0.58 0.73 E1 0.73 0.95 0.28 0.37 0.95 0.22 0.29 0.20 0.23 0.06 0.72 0.90 E2 0.44 0.95 0.28 0.61 0.95 0.04 0.10 0.20 0.11 0.05 0.76 0.95 F 1.01 0.95 0.11 0.10 0.95 0.32 0.30 0.20 0.58 0.11 0.52 0.65 G 1.06 0.95 0.42 0.38 0.95 0.47 0.42 0.20 0.17 0.03 0.83 1.04 H 0.26 0.95 0.00 0.01 0.95 0.02 0.08 0.20 0.24 0.18 0.27 0.34 I 0.12 0.95 0.00 0.03 0.95 0.00 0.00 0.20 0.12 0.19 0.22 0.28 J 0.20 0.95 0.00 0.00 0.95 0.02 0.10 0.20 0.18 0.18 0.28 0.35 K 0.05 0.95 0.00 0.08 0.95 0.02 0.33 0.20 0.03 0.12 0.52 0.65 L 1.30 0.95 0.43 0.31 0.95 0.44 0.33 0.20 0.42 0.07 0.71 0.88 M 0.26 0.95 0.02 0.08 0.95 0.09 0.33 0.20 0.15 0.11 0.53 0.66 N 0.45 0.95 0.10 0.21 0.95 0.17 0.37 0.20 0.18 0.08 0.66 0.82 O 0.62 0.95 0.09 0.14 0.95 0.19 0.29 0.20 0.34 0.11 0.53 0.67 P 0.23 0.95 0.03 0.12 0.95 0.12 0.51 0.20 0.08 0.07 0.70 0.87 Q1 0.39 0.95 0.20 0.50 0.95 0.07 0.16 0.20 0.12 0.06 0.72 0.91 Q2 0.39 0.95 0.22 0.54 0.95 0.05 0.13 0.20 0.11 0.06 0.73 0.91 R 0.26 0.95 0.09 0.32 0.95 0.15 0.55 0.20 0.02 0.02 0.89 1.11 S 0.48 0.95 0.07 0.14 0.95 0.16 0.31 0.20 0.26 0.11 0.55 0.69 T 0.23 0.95 0.07 0.31 0.95 0.14 0.60 0.20 0.01 0.01 0.92 1.15 U 0.30 0.95 0.00 0.00 0.95 0.04 0.13 0.20 0.26 0.17 0.30 0.38 V 0.23 0.95 0.00 0.01 0.95 0.05 0.19 0.20 0.18 0.16 0.36 0.45 EX1 0.44 0.95 0.36 0.76 0.95 0.00 0.00 0.20 0.09 0.04 0.80 1.00 EX2 0.43 0.95 0.35 0.77 0.95 0.00 0.00 0.20 0.08 0.04 0.80 1.01 EX3 0.19 0.95 0.15 0.75 0.95 0.00 0.00 0.20 0.04 0.04 0.80 0.99 EX4 1.10 0.95 0.94 0.81 0.95 0.00 0.00 0.20 0.16 0.03 0.84 1.05 EX5 0.43 0.95 0.27 0.60 0.95 0.00 0.00 0.20 0.16 0.07 0.68 0.84 Total to Rain-Garden #1 1.01 0.52 0.65 Total to Isolator Row 3.60 0.71 0.88 TOTAL TO PONDS 10.73 0.64 0.80 Runoff Coefficient Basins Total Weighted Runoff Area (ac) Coefficient C100 39145.51 COMPOSITE RUNOFF COEFFICIENT CALCULATIONS Weighted Runoff Coefficient Basins Total Weighted Runoff Basin ID Total Area (ac) Coefficient C2 Runoff Coefficient Area (ac) Lawns & Landscaping Runoff Coefficient Area (ac) Weighted Runoff Coefficient Asphalt/ Concrete Roofs Weighted Runoff Subdivision: Trail Head Filing 2 Project Name: Trail Head Cottage Neighborhood Location: Fort Collins Project No.: Calculated By: JMF Checked By: 0 Date: 2/12/18 FINAL BASIN D.A. Hydrologic % Imp. C2 C100 L S o t i L t S o K VEL. t t COMP. t c TOTAL Urbanized t c t c ID (ac) Soils Group (%) (ft) (%) (min) (ft) (%) (ft/s) (min) (min) LENGTH (ft) (min) (min) A 0.23 C 18% 0.35 0.43 60 20.0% 3.9 550 1.0% 7.0 0.7 13.1 17.0 610.0 21.0 17.0 B 0.25 C 55% 0.65 0.81 50 3.0% 4.0 123 1.0% 20.0 2.0 1.0 5.0 173.0 10.5 5.0 C 0.79 C 79% 0.82 1.02 80 2.0% 3.6 550 0.8% 20.0 1.8 5.1 8.7 630.0 9.5 8.7 D 0.45 C 48% 0.58 0.73 55 3.0% 4.8 365 1.0% 20.0 1.9 3.1 8.0 420.0 13.4 8.0 E1 0.73 C 66% 0.72 0.90 65 2.0% 4.4 550 1.1% 20.0 2.1 4.4 8.8 615.0 11.2 8.8 E2 0.44 C 73% 0.76 0.95 65 2.0% 4.0 550 1.1% 20.0 2.1 4.4 8.3 615.0 9.9 8.3 F 1.01 C 39% 0.52 0.65 120 2.0% 9.2 160 1.5% 7.0 0.8 3.2 12.4 280.0 13.1 12.4 G 1.06 C 80% 0.83 1.04 60 2.0% 3.0 610 1.0% 20.0 2.0 5.1 8.1 670.0 9.3 8.1 H 0.26 C 9% 0.27 0.34 110 5.0% 9.2 10 1.0% 7.0 0.7 0.2 9.5 120.0 16.8 9.5 I 0.12 C 3% 0.22 0.28 20 5.0% 4.2 210 1.0% 7.0 0.7 5.0 9.2 230.0 20.3 9.2 J 0.20 C 9% 0.28 0.35 75 5.0% 7.6 110 1.0% 7.0 0.7 2.6 10.2 185.0 17.9 10.2 K 0.05 C 39% 0.52 0.65 50 3.0% 5.2 20 0.8% 20.0 1.7 0.2 5.4 70.0 12.3 5.4 L 1.30 C 64% 0.71 0.88 165 2.0% 7.3 390 0.8% 20.0 1.8 3.6 10.9 555.0 11.1 10.9 M 0.26 C 40% 0.53 0.66 100 2.0% 8.3 20 0.6% 20.0 1.5 0.2 8.5 120.0 12.2 8.5 N 0.45 C 57% 0.66 0.82 50 3.0% 3.9 385 1.0% 20.0 2.0 3.2 7.2 435.0 12.0 7.2 O 0.62 C 41% 0.53 0.67 80 2.0% 7.3 103 0.6% 7.0 0.5 3.3 10.6 183.0 12.8 10.6 P 0.23 C 61% 0.70 0.87 60 2.0% 4.5 290 4.0% 20.0 4.0 1.2 5.7 350.0 9.7 5.7 Q1 0.39 C 68% 0.72 0.91 50 3.0% 3.3 400 1.3% 20.0 2.3 2.9 6.3 450.0 9.8 6.3 Q2 0.39 C 69% 0.73 0.91 50 3.0% 3.3 400 1.3% 20.0 2.3 2.9 6.2 450.0 9.7 6.2 R 0.26 C 86% 0.89 1.11 35 5.0% 1.3 125 2.0% 20.0 2.8 0.7 2.1 160.0 5.5 5.0 S 0.48 C 43% 0.55 0.69 100 5.0% 5.9 125 3.0% 7.0 1.2 1.7 7.6 225.0 12.1 7.6 T 0.23 C 89% 0.92 1.15 45 5.0% 1.3 100 2.0% 20.0 2.8 0.6 1.9 145.0 5.0 5.0 U 0.30 C 12% 0.30 0.38 106 2.0% 11.8 85 2.0% 7.0 1.0 1.4 13.2 191.0 16.8 13.2 V 0.23 C 20% 0.36 0.45 120 2.0% 11.6 85 2.0% 7.0 1.0 1.4 13.0 205.0 15.6 13.0 EX1 0.44 C 80% 0.80 1.00 15 2.0% 1.7 425 1.0% 20.0 1.9 3.6 5.3 440.0 8.3 5.3 EX2 0.43 C 81% 0.80 1.01 15 2.0% 1.6 425 1.0% 20.0 1.9 3.6 5.3 440.0 8.2 5.3 EX3 0.19 C 79% 0.80 0.99 15 2.0% 1.7 300 2.0% 20.0 2.8 1.8 3.5 315.0 7.2 5.0 EX4 1.10 C 85% 0.84 1.05 15 2.0% 1.4 740 1.5% 20.0 2.4 5.0 6.5 755.0 8.3 6.5 EX5 0.43 C 63% 0.68 0.84 15 2.0% 2.4 200 1.0% 20.0 2.0 1.7 4.0 215.0 9.7 5.0 STANDARD FORM SF-2 TIME OF CONCENTRATION SUB-BASIN tc CHECK 39145.51 DATA (URBANIZED BASINS) INITIAL/OVERLAND (Ti) TRAVEL TIME (Tt) X:\3910000.all\3914551\Excel\Drainage\3914551 Drainage_Calcs_v2.05.xlsm Page 1 of 2 2/13/2018 Subdivision: Trail Head Filing 2 Project Name: Trail Head Cottage Neighborhood Location: Fort Collins Project No.: Calculated By: JMF Checked By: 0 Date: 2/12/18 FINAL BASIN D.A. Hydrologic % Imp. C2 C100 L S o t i L t S o K VEL. t t COMP. t c TOTAL Urbanized t c t c ID (ac) Soils Group (%) (ft) (%) (min) (ft) (%) (ft/s) (min) (min) LENGTH (ft) (min) (min) STANDARD FORM SF-2 TIME OF CONCENTRATION SUB-BASIN tc CHECK 39145.51 DATA (URBANIZED BASINS) INITIAL/OVERLAND (Ti) TRAVEL TIME (Tt) NOTES: t c =t i +t t (Equation 6-2) t i = (0.395*(1.1 - C5)*(L)^0.5)/((So)^0.33) (Equation 6-3) t i = overland (initial) flow time (minutes) K S = Average Slope along the overland flow path, ft/ft 2.5 t t =L/(60K*(So)^0.5 (Equation 6-4) 5 t t = channelized flow time (minutes) 7 S = waterway slope, ft/ft 10 V t = travel time velocity (ft/sec) = K*So^0.5 15 20 First Design Point Time of Concentration: t c =(18-15*i )+Lt/(60*(24*i +12)*(So)^0.5) (Equation 6-5) i = imperviousness (expressed as a decimal) t c is lesser of Equation 6-2 and Equation 6-5. For Urbanized basins a minimum t c of 5.0 minutes is required. For non-urbanized basins a minimum t c of 10.0 minutes is required. Table 6-2. NRCS Conveyance Factors, K Nearly bare ground Grassed waterway Paved areas and shallow paved swales Type of Land Surface Heavy Meadow Tillage/field Short pasture and lawns X:\3910000.all\3914551\Excel\Drainage\3914551 Drainage_Calcs_v2.05.xlsm Page 2 of 2 2/13/2018 Project Name: Trail Head Cottage Neighborhood Subdivision: Trail Head Filing 2 Project No.: Location: Fort Collins Calculated By: JMF Design Storm: Checked By: 0 Date: TRAVEL TIME STREET Design Point Basin ID Area (Ac) Runoff Coeff. tc (min) C*A (Ac) I (in/hr) Q (cfs) tc (min) C*A (Ac) I (in/hr) Q (cfs) QCO, Street Flow (cfs) Slope (%) C*A (Ac) QCAP, Pipe Flow (cfs) Slope (%) Pipe Size (inches) C*A (Ac) Length (ft) Velocity (fps) tt (min) REMARKS 2-Year A 0.23 0.35 17.0 0.08 1.75 0.1 Runoff flows to north than west along north PL B 0.25 0.65 5.0 0.17 2.85 0.5 Runoff conveyed via Wagon Trail C&G to DP3 Chase Drain 1 C 0.79 0.82 8.7 0.64 2.33 1.5 Runoff conveyed along the private drive to DP1 Quadruple Type 16 Inlet D 0.45 0.58 8.0 0.26 2.41 0.6 Runoff conveyed south via Greenfields C&G to DP9 Type 16 Inlets 2 E1 0.73 0.72 8.8 0.53 2.32 1.2 8.8 1.17 2.32 2.7 Runoff conveyed west via Green Lake C&G to DP2 Type 16 Inlets 2.1 E2 0.44 0.76 8.3 0.33 2.37 0.8 8.8 1.50 2.32 3.5 Runoff conveyed west via Green Lake C&G to DP2 Under Drain w/ overflow Area Inlet 4 F 1.01 0.52 12.4 0.52 2.02 1.1 Runoff conveyed via bio-swale to DP4 Inlet G 1.06 0.83 8.1 0.88 2.39 2.1 Runoff conveyed along the private drive to DP5 5 H 0.26 0.27 9.5 0.07 2.26 0.2 10.2 1.04 2.20 2.3 piped to LID and DP10.1 10 10.2 2.54 2.20 5.6 Runoff conveyed along the private drive to DP5 10.1 12.4 4.32 2.02 8.7 Pipe conveyance following DP10.1 9 I 0.12 0.22 9.2 0.03 2.28 0.1 Runoff conveyed along the private drive to DP5 8 J 0.20 0.28 10.2 0.06 2.20 0.1 Runoff conveyed along the private drive to DP5 K 0.05 0.52 5.4 0.03 2.55 0.1 Runoff conveyed via Greenfields C&G to North Chase Drain 18 L 1.30 0.71 10.9 0.91 2.14 1.9 Runoff conveyed along the private drive to DP18 M 0.26 0.53 8.5 0.14 2.35 0.3 Runoff conveyed via Campfire C&G to North DP20 N 0.45 0.66 7.2 0.29 2.50 0.7 Runoff conveyed south via Greenfields C&G to DP6 DIRECT RUNOFF TOTAL RUNOFF STREET PIPE 2/12/18 STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) Project Name: Trail Head Cottage Neighborhood Subdivision: Trail Head Filing 2 Project No.: Location: Fort Collins Calculated By: JMF Design Storm: Checked By: 0 Date: TRAVEL TIME STREET Design Point Basin ID Area (Ac) Runoff Coeff. tc (min) C*A (Ac) I (in/hr) Q (cfs) tc (min) C*A (Ac) I (in/hr) Q (cfs) QCO, Street Flow (cfs) Slope (%) C*A (Ac) QCAP, Pipe Flow (cfs) Slope (%) Pipe Size (inches) C*A (Ac) Length (ft) Velocity (fps) tt (min) REMARKS DIRECT RUNOFF TOTAL RUNOFF STREET PIPE 2/12/18 STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) 2-Year 39145.51 Area inlet 11 O 0.62 0.53 10.6 0.33 2.16 0.7 Runoff conveyed via swale to DP11 piped to DP19.1 P 0.23 0.70 5.7 0.16 2.73 0.4 Runoff conveyed south via Campfire C&G to DP20 Type 16 Inlets 19 Q1 0.39 0.72 6.3 0.28 2.63 0.7 10.9 1.19 2.14 2.5 Runoff conveyed east via Green Lake C&G to DP19 Type 16 Inlets 19.1 Q2 0.39 0.73 6.2 0.28 2.64 0.7 10.9 1.47 2.14 3.1 Runoff conveyed east via Green Lake C&G to DP19 MH 19.2 10.9 1.80 2.14 3.8 piped to DP12 13 R 0.26 0.89 5.0 0.23 2.85 0.7 Runoff conveyed south along the private drive to DP13 bio-swale w/ overflow weir 12 S 0.48 0.55 7.6 0.27 2.45 0.7 13.2 2.39 1.97 4.7 Runoff conveyed to DP12, piped to Dp16 15 T 0.23 0.92 5.0 0.21 2.85 0.6 Runoff conveyed south along the private drive to DP15 Area inlet 14 U 0.30 0.30 13.2 0.09 1.97 0.2 13.2 0.32 1.97 0.6 Runoff flows to inlet at DP14 piped to DP12 Area inlet 16 V 0.23 0.36 13.0 0.08 1.98 0.2 13.0 0.29 1.98 0.6 16 13.2 2.68 1.97 5.3 Runoff flows to inlet at DP16, piped to DP17.1 Curb Inlet 7 EX1 0.44 0.80 5.3 0.36 2.80 1.0 8.0 0.62 2.41 1.5 7 8.0 1.26 2.41 3.0 Piped to DP7.1 MH 7.1 12.4 1.78 2.02 3.6 Piped to DP10.1 Project Name: Trail Head Cottage Neighborhood Subdivision: Trail Head Filing 2 Project No.: Location: Fort Collins Calculated By: JMF Design Storm: Checked By: 0 Date: TRAVEL TIME STREET Design Point Basin ID Area (Ac) Runoff Coeff. tc (min) C*A (Ac) I (in/hr) Q (cfs) tc (min) C*A (Ac) I (in/hr) Q (cfs) QCO, Street Flow (cfs) Slope (%) C*A (Ac) QCAP, Pipe Flow (cfs) Slope (%) Pipe Size (inches) C*A (Ac) Length (ft) Velocity (fps) tt (min) REMARKS DIRECT RUNOFF TOTAL RUNOFF STREET PIPE 2/12/18 STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) 2-Year 39145.51 17 EX4 1.10 0.84 6.5 0.92 2.55 2.4 17.1 13.2 3.60 1.97 7.1 Pipe conveyance following DP17.1 3 EX5 0.43 0.68 5.0 0.29 2.85 0.8 5.0 0.46 2.85 1.3 Notes: Carryover (Street) and Captured (Pipe) C*A values are determined by QCO/i or Q CAP/I using the catchment's intensity value. X:\3910000.all\3914551\Excel\Drainage\3914551 Drainage_Calcs_v2.05.xlsm Page 3 of 3 2/13/2018 Project Name: Trail Head Cottage Neighborhood Subdivision: Trail Head Filing 2 Project No.: Location: Fort Collins Calculated By: JMF Design Storm: Checked By: 0 Date: TRAVEL TIME STREET Design Point Basin ID Area (Ac) Runoff Coeff. tc (min) C*A (Ac) I (in/hr) Q (cfs) tc (min) C*A (Ac) I (in/hr) Q (cfs) QCO, Street Flow (cfs) Slope (%) C*A (Ac) QCAP, Pipe Flow (cfs) Slope (%) Pipe Size (inches) C*A (Ac) Length (ft) Velocity (fps) tt (min) REMARKS 2-Year A 0.23 0.43 17.0 0.10 6.10 0.6 Runoff flows to north than west along north PL B 0.25 0.81 5.0 0.21 9.94 2.1 Runoff conveyed via Wagon Trail C&G to DP3 Chase Drain 1 C 0.79 1.02 8.7 0.80 8.12 6.5 Runoff conveyed along the private drive to DP1 Quadruple Type 16 Inlet D 0.45 0.73 8.0 0.32 8.40 2.7 Runoff conveyed south via Greenfields C&G to DP9 Type 16 Inlets 2 E1 0.73 0.90 8.8 0.66 8.11 5.4 8.8 1.46 8.11 11.8 11.8 0.5 24.0 1.46 35 5.6 0.1 Runoff conveyed west via Green Lake C&G to DP2 Type 16 Inlets 2.1 E2 0.44 0.95 8.3 0.42 8.27 3.5 8.9 1.88 8.07 15.2 15.2 0.5 24.0 1.88 240 5.8 0.7 Runoff conveyed west via Green Lake C&G to DP2 Under Drain w/ overflow Area Inlet 4 F 1.01 0.65 12.4 0.65 7.07 4.6 4.6 0.5 18.0 0.65 160 4.2 0.6 Runoff conveyed via bio-swale to DP4 Inlet G 1.06 1.04 8.1 1.10 8.36 9.2 Runoff conveyed along the private drive to DP5 5 H 0.26 0.34 9.5 0.09 7.89 0.7 10.2 1.29 7.67 9.9 piped to LID and DP10.1 10 10.2 3.17 7.67 24.3 Runoff conveyed along the private drive to DP5 10.1 13.7 5.39 6.77 36.5 Pipe conveyance following DP10.1 9 I 0.12 0.28 9.2 0.03 7.98 0.2 Runoff conveyed along the private drive to DP5 8 J 0.20 0.35 10.2 0.07 7.67 0.5 Runoff conveyed along the private drive to DP5 K 0.05 0.65 5.4 0.03 9.72 0.3 Runoff conveyed via Greenfields C&G to North Chase Drain 18 L 1.30 0.88 10.9 1.14 7.44 8.5 Runoff conveyed along the private drive to DP18 M 0.26 0.66 8.5 0.17 8.22 1.4 Runoff conveyed via Campfire C&G to North DP20 N 0.45 0.82 7.2 0.37 8.73 3.2 Runoff conveyed south via Greenfields C&G to DP6 DIRECT RUNOFF TOTAL RUNOFF STREET PIPE 2/12/18 STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) Project Name: Trail Head Cottage Neighborhood Subdivision: Trail Head Filing 2 Project No.: Location: Fort Collins Calculated By: JMF Design Storm: Checked By: 0 Date: TRAVEL TIME STREET Design Point Basin ID Area (Ac) Runoff Coeff. tc (min) C*A (Ac) I (in/hr) Q (cfs) tc (min) C*A (Ac) I (in/hr) Q (cfs) QCO, Street Flow (cfs) Slope (%) C*A (Ac) QCAP, Pipe Flow (cfs) Slope (%) Pipe Size (inches) C*A (Ac) Length (ft) Velocity (fps) tt (min) REMARKS DIRECT RUNOFF TOTAL RUNOFF STREET PIPE 2/12/18 STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) 39145.51 100-Year Area inlet 11 O 0.62 0.67 10.6 0.41 7.54 3.1 3.1 0.5 18.0 0.41 105 4.0 0.4 Runoff conveyed via swale to DP11 piped to DP19.1 P 0.23 0.87 5.7 0.20 9.51 1.9 Runoff conveyed south via Campfire C&G to DP20 Type 16 Inlets 19 Q1 0.39 0.91 6.3 0.35 9.18 3.2 10.9 1.49 7.44 11.1 11.1 0.5 24.0 1.49 185 5.5 0.6 Runoff conveyed east via Green Lake C&G to DP19 Type 16 Inlets 19.1 Q2 0.39 0.91 6.2 0.35 9.20 3.2 10.9 1.84 7.44 13.7 13.7 0.5 24.0 1.84 185 5.7 0.5 Runoff conveyed east via Green Lake C&G to DP19 MH 19.2 11.5 2.25 7.30 16.4 16.4 0.5 24.0 2.25 165 5.8 0.5 piped to DP12 13 R 0.26 1.11 5.0 0.29 9.95 2.9 Runoff conveyed south along the private drive to DP13 bio-swale w/ overflow weir 12 S 0.48 0.69 7.6 0.33 8.56 2.8 13.5 2.98 6.81 20.3 20.3 0.5 24.0 2.98 96 6.5 0.2 Runoff conveyed to DP12, piped to Dp16 15 T 0.23 1.15 5.0 0.26 9.95 2.6 Runoff conveyed south along the private drive to DP15 Area inlet 14 U 0.30 0.38 13.2 0.11 6.88 0.8 13.2 0.40 6.88 2.8 2.8 0.5 18.0 0.40 70 3.8 0.3 Runoff flows to inlet at DP14 piped to DP12 Area inlet 16 V 0.23 0.45 13.0 0.11 6.92 0.8 13.0 0.37 6.92 2.6 16 13.8 3.35 6.76 22.6 22.6 0.5 24.0 3.35 96 7.2 0.2 Runoff flows to inlet at DP16, piped to DP17.1 Inlet 7 EX1 0.44 1.00 5.3 0.45 9.77 4.4 8.0 0.77 8.40 6.5 7 8.0 1.57 8.40 13.2 13.2 0.4 36.0 1.57 480 4.6 1.7 Piped to DP7.1 MH 7.1 13.0 2.22 6.92 15.4 15.4 0.4 36.0 2.22 200 4.8 0.7 Piped to DP10.1 Project Name: Trail Head Cottage Neighborhood Subdivision: Trail Head Filing 2 Project No.: Location: Fort Collins Calculated By: JMF Design Storm: Checked By: 0 Date: TRAVEL TIME STREET Design Point Basin ID Area (Ac) Runoff Coeff. tc (min) C*A (Ac) I (in/hr) Q (cfs) tc (min) C*A (Ac) I (in/hr) Q (cfs) QCO, Street Flow (cfs) Slope (%) C*A (Ac) QCAP, Pipe Flow (cfs) Slope (%) Pipe Size (inches) C*A (Ac) Length (ft) Velocity (fps) tt (min) REMARKS DIRECT RUNOFF TOTAL RUNOFF STREET PIPE 2/12/18 STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) 39145.51 100-Year 17 EX4 1.10 1.05 6.5 1.15 9.07 10.4 17.1 14.0 4.50 6.71 30.2 Pipe conveyance following DP17.1 3 EX5 0.43 0.84 5.0 0.36 9.95 3.6 5.0 0.57 9.94 5.7 Notes: Carryover (Street) and Captured (Pipe) C*A values are determined by QCO/i or QCAP/I using the catchment's intensity value. X:\3910000.all\3914551\Excel\Drainage\3914551 Drainage_Calcs_v2.05.xlsm Page 3 of 3 2/13/2018 Tributary Area Percent tc Q2 Q 100 Sub-basin (acres) Impervious C2 C100 (min) (cfs) (cfs) A 0.23 18% 0.35 0.43 17.0 0.1 0.6 B 0.25 55% 0.65 0.81 5.0 0.5 2.1 C 0.79 79% 0.82 1.02 8.7 1.5 6.5 D 0.45 48% 0.58 0.73 8.0 0.6 2.7 E1 0.73 66% 0.72 0.90 8.8 1.2 5.4 E2 0.44 73% 0.76 0.95 8.3 0.8 3.5 F 1.01 39% 0.52 0.65 12.4 1.1 4.6 G 1.06 80% 0.83 1.04 8.1 2.1 9.2 H 0.26 9% 0.27 0.34 9.5 0.2 0.7 I 0.12 3% 0.22 0.28 9.2 0.1 0.2 J 0.20 9% 0.28 0.35 10.2 0.1 0.5 K 0.05 39% 0.52 0.65 5.4 0.1 0.3 L 1.30 64% 0.71 0.88 10.9 1.9 8.5 M 0.26 40% 0.53 0.66 8.5 0.3 1.4 N 0.45 57% 0.66 0.82 7.2 0.7 3.2 O 0.62 41% 0.53 0.67 10.6 0.7 3.1 P 0.23 61% 0.70 0.87 5.7 0.4 1.9 Q1 0.39 68% 0.72 0.91 6.3 0.7 3.2 Q2 0.39 69% 0.73 0.91 6.2 0.7 3.2 R 0.26 86% 0.89 1.11 5.0 0.7 2.9 S 0.48 43% 0.55 0.69 7.6 0.7 2.8 T 0.23 89% 0.92 1.15 5.0 0.6 2.6 U 0.30 12% 0.30 0.38 13.2 0.2 0.8 V 0.23 20% 0.36 0.45 13.0 0.2 0.8 EX1 0.44 80% 0.80 1.00 5.3 1.0 4.4 EX2 0.43 81% 0.80 1.01 5.3 1.0 4.2 EX3 0.19 79% 0.80 0.99 5.0 0.4 1.9 EX4 1.10 85% 0.84 1.05 6.5 2.4 10.4 EX5 0.43 63% 0.68 0.84 5.0 0.8 3.6 BASIN SUMMARY TABLE X:\3910000.all\3914551\Excel\Drainage\3914551 Drainage_Calcs_v2.05.xlsm Page 2 of 4 2/13/2018 APPENDIX C HYDRAULIC CALCULATIONS STORMCAD MODEL & RESULTS STREET CAPACITY & INLET CALCULATIONS Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 5.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.020 Height of Curb at Gutter Flow Line HCURB = 4.75 inches Distance from Curb Face to Street Crown TCROWN = 18.6 ft Gutter Width W = 1.17 ft Street Transverse Slope SX = 0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.098 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.008 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.013 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 18.6 18.6 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 4.8 4.9 inches Allow Flow Depth at Street Crown (leave blank for no) check = yes MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = 8.6 9.3 cfs Version 4.05 Released March 2017 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Trail Head Filing 2 Sidewalk Chase Drain C1 Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' 3914551 UD-Inlet_v4.05.xlsm, Sidewalk Chase Drain C1 2/13/2018, 9:12 AM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 5.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.020 Height of Curb at Gutter Flow Line HCURB = 4.75 inches Distance from Curb Face to Street Crown TCROWN = 18.6 ft Gutter Width W = 1.17 ft Street Transverse Slope SX = 0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.098 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.008 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.013 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 18.6 18.6 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 4.8 4.9 inches Allow Flow Depth at Street Crown (leave blank for no) check = yes MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = 8.6 9.3 cfs Version 4.05 Released March 2017 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Trail Head Filing 2 Sidewalk Chase Drain L1 Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' 3914551 UD-Inlet_v4.05.xlsm, Sidewalk Chase Drain L1 2/13/2018, 9:12 AM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 10.5 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.020 Height of Curb at Gutter Flow Line HCURB = 6.00 inches Distance from Curb Face to Street Crown TCROWN = 18.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.014 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.013 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 18.0 18.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 8.5 inches Allow Flow Depth at Street Crown (leave blank for no) check = yes MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Spread Criterion Qallow = 18.2 18.2 cfs Version 4.05 Released March 2017 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Trail Head Filing 2 DP-2 Curb Inlet Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' 3914551 UD-Inlet_v4.05.xlsm, DP-2 Curb Inlet 2/13/2018, 9:12 AM Design Information (Input) MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a') aLOCAL = 2.0 2.0 inches Total Number of Units in the Inlet (Grate or Curb Opening) No = 5 5 Length of a Single Unit Inlet (Grate or Curb Opening) Lo = 3.00 3.00 ft Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo = 2.00 2.00 ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5) Cf -G = 0.50 0.50 Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1) Cf -C = 0.10 0.10 Street Hydraulics: OK - Q < Allowable Street Capacity' MINOR MAJOR Total Inlet Interception Capacity Q = 3.0 11.4 cfs Total Inlet Carry-Over Flow (flow bypassing inlet) Qb = 0.0 0.4 cfs Capture Percentage = Qa/Q o = C% = 100 97 % INLET ON A CONTINUOUS GRADE Version 4.05 Released March 2017 User-Defined Combination User-Defined Combination 3914551 UD-Inlet_v4.05.xlsm, DP-2 Curb Inlet 2/13/2018, 9:12 AM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 10.5 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.020 Height of Curb at Gutter Flow Line HCURB = 6.00 inches Distance from Curb Face to Street Crown TCROWN = 18.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.018 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.013 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 18.0 18.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 8.5 inches Allow Flow Depth at Street Crown (leave blank for no) check = yes MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Spread Criterion Qallow = 20.7 20.7 cfs Version 4.05 Released March 2017 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Trail Head Filing 2 DP-2.1 Curb Inlet Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' 3914551 UD-Inlet_v4.05.xlsm, DP-2.1 Curb Inlet 2/13/2018, 9:12 AM Design Information (Input) MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a') aLOCAL = 2.0 2.0 inches Total Number of Units in the Inlet (Grate or Curb Opening) No = 3 3 Length of a Single Unit Inlet (Grate or Curb Opening) Lo = 3.00 3.00 ft Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo = 2.00 2.00 ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5) Cf -G = 0.50 0.50 Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1) Cf -C = 0.10 0.10 Street Hydraulics: OK - Q < Allowable Street Capacity' MINOR MAJOR Total Inlet Interception Capacity Q = 0.8 3.3 cfs Total Inlet Carry-Over Flow (flow bypassing inlet) Qb = 0.0 0.2 cfs Capture Percentage = Qa/Q o = C% = 100 95 % INLET ON A CONTINUOUS GRADE Version 4.05 Released March 2017 User-Defined Combination User-Defined Combin 3914551 UD-Inlet_v4.05.xlsm, DP-2.1 Curb Inlet 2/13/2018, 9:12 AM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 10.5 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.020 Height of Curb at Gutter Flow Line HCURB = 6.00 inches Distance from Curb Face to Street Crown TCROWN = 18.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 1.100 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.013 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 18.0 18.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 8.5 inches Allow Flow Depth at Street Crown (leave blank for no) check = yes MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = 7.4 18.2 cfs Version 4.05 Released March 2017 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Trail Head Filing 2 DP-19 Curb Inlet Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' 3914551 UD-Inlet_v4.05.xlsm, DP-19 Curb Inlet 2/13/2018, 9:12 AM Design Information (Input) MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a') aLOCAL = 2.0 2.0 inches Total Number of Units in the Inlet (Grate or Curb Opening) No = 5 5 Length of a Single Unit Inlet (Grate or Curb Opening) Lo = 3.00 3.00 ft Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo = 2.00 2.00 ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5) Cf -G = 0.50 0.50 Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1) Cf -C = 0.10 0.10 Street Hydraulics: OK - Q < Allowable Street Capacity' MINOR MAJOR Total Inlet Interception Capacity Q = 2.5 11.8 cfs Total Inlet Carry-Over Flow (flow bypassing inlet) Qb = 0.0 0.0 cfs Capture Percentage = Qa/Q o = C% = 100 100 % INLET ON A CONTINUOUS GRADE Version 4.05 Released March 2017 User-Defined Combination User-Defined Combination 3914551 UD-Inlet_v4.05.xlsm, DP-19 Curb Inlet 2/13/2018, 9:12 AM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 10.5 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.020 Height of Curb at Gutter Flow Line HCURB = 6.00 inches Distance from Curb Face to Street Crown TCROWN = 18.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.027 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.013 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 18.0 18.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 8.5 inches Allow Flow Depth at Street Crown (leave blank for no) check = yes MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Spread Criterion Qallow = 22.6 25.3 cfs Version 4.05 Released March 2017 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Trail Head Filing 2 DP-19.1 Curb Inlet Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' 3914551 UD-Inlet_v4.05.xlsm, DP-19.1 Curb Inlet 2/13/2018, 9:12 AM Design Information (Input) MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a') aLOCAL = 2.0 2.0 inches Total Number of Units in the Inlet (Grate or Curb Opening) No = 3 3 Length of a Single Unit Inlet (Grate or Curb Opening) Lo = 3.00 3.00 ft Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo = 2.00 2.00 ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5) Cf -G = 0.50 0.50 Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1) Cf -C = 0.10 0.10 Street Hydraulics: OK - Q < Allowable Street Capacity' MINOR MAJOR Total Inlet Interception Capacity Q = 0.7 3.1 cfs Total Inlet Carry-Over Flow (flow bypassing inlet) Qb = 0.0 0.1 cfs Capture Percentage = Qa/Q o = C% = 100 98 % INLET ON A CONTINUOUS GRADE Version 4.05 Released March 2017 User-Defined Combination User-Defined Combination 3914551 UD-Inlet_v4.05.xlsm, DP-19.1 Curb Inlet 2/13/2018, 9:12 AM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 10.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.020 Height of Curb at Gutter Flow Line HCURB = 4.75 inches Distance from Curb Face to Street Crown TCROWN = 15.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 2.000 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.013 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 15.0 15.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 4.8 6.0 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = SUMP SUMP cfs Version 4.05 Released March 2017 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Trail Head Filing 2 DP-20 Curb Inlet 3914551 UD-Inlet_v4.05.xlsm, DP-20 Curb Inlet 3/27/2018, 9:10 AM Design Information (Input) MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above) alocal = 2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 2 2 Water Depth at Flowline (outside of local depression) Ponding Depth = 4.8 6.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = 3.00 3.00 feet Width of a Unit Grate Wo = 2.00 2.00 feet Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = 0.90 0.90 Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = 0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = 3.00 3.00 Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = 0.67 0.67 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert = 6.50 6.50 inches Height of Curb Orifice Throat in Inches Hthroat = 5.25 5.25 inches Angle of Throat (see USDCM Figure ST-5) Theta = 0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.10 2.10 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.66 0.66 Low Head Performance Reduction (Calculated) MINOR MAJOR Depth for Grate Midwidth dGrate = 0.396 0.500 ft Depth for Curb Opening Weir Equation dCurb = 0.23 0.33 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination = 0.56 0.71 Curb Opening Performance Reduction Factor for Long Inlets RFCurb = 1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate = 0.56 0.71 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 2.8 5.5 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK) Q PEAK REQUIRED = 1.1 4.6 cfs User-Defined Combination INLET IN A SUMP OR SAG LOCATION Version 4.05 Released March 2017 H-Vert H-Curb W Lo (C) Lo (G) Wo WP User-Defined Combination Override Depths 3914551 UD-Inlet_v4.05.xlsm, DP-20 Curb Inlet 3/27/2018, 9:10 AM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 15.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.020 Height of Curb at Gutter Flow Line HCURB = 6.00 inches Distance from Curb Face to Street Crown TCROWN = 25.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.013 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 25.0 25.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 9.6 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = SUMP SUMP cfs Version 4.05 Released March 2017 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Trail Head Filing 2 DP-7 Curb Inlet 3914551 UD-Inlet_v4.05.xlsm, DP-7 Curb Inlet 2/13/2018, 9:12 AM Design Information (Input) MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above) alocal = 2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 2 2 Water Depth at Flowline (outside of local depression) Ponding Depth = 6.0 7.5 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = 3.00 3.00 feet Width of a Unit Grate Wo = 2.00 2.00 feet Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = 0.90 0.90 Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = 0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = 3.00 3.00 Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = 0.67 0.67 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert = 6.50 6.50 inches Height of Curb Orifice Throat in Inches Hthroat = 5.25 5.25 inches Angle of Throat (see USDCM Figure ST-5) Theta = 0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.10 2.10 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.66 0.66 Low Head Performance Reduction (Calculated) MINOR MAJOR Depth for Grate Midwidth dGrate = 0.500 0.626 ft Depth for Curb Opening Weir Equation dCurb = 0.33 0.46 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination = 0.71 0.88 Curb Opening Performance Reduction Factor for Long Inlets RFCurb = 1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate = 0.71 0.88 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 5.2 9.7 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK) Q PEAK REQUIRED = 1.5 6.5 cfs User-Defined Combination INLET IN A SUMP OR SAG LOCATION Version 4.05 Released March 2017 H-Vert H-Curb W Lo (C) Lo (G) Wo WP User-Defined Combination Override Depths 3914551 UD-Inlet_v4.05.xlsm, DP-7 Curb Inlet 2/13/2018, 9:12 AM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 15.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.020 Height of Curb at Gutter Flow Line HCURB = 6.00 inches Distance from Curb Face to Street Crown TCROWN = 25.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.013 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 25.0 25.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 9.6 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = SUMP SUMP cfs Version 4.05 Released March 2017 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Trail Head Filing 2 DP-6 Curb Inlet 3914551 UD-Inlet_v4.05.xlsm, DP-6 Curb Inlet 2/13/2018, 9:12 AM Design Information (Input) MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above) alocal = 2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 2 2 Water Depth at Flowline (outside of local depression) Ponding Depth = 6.0 7.5 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = 3.00 3.00 feet Width of a Unit Grate Wo = 2.00 2.00 feet Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = 0.90 0.90 Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = 0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = 3.00 3.00 Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = 0.67 0.67 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert = 6.50 6.50 inches Height of Curb Orifice Throat in Inches Hthroat = 5.25 5.25 inches Angle of Throat (see USDCM Figure ST-5) Theta = 0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.10 2.10 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.66 0.66 Low Head Performance Reduction (Calculated) MINOR MAJOR Depth for Grate Midwidth dGrate = 0.500 0.626 ft Depth for Curb Opening Weir Equation dCurb = 0.33 0.46 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination = 0.71 0.88 Curb Opening Performance Reduction Factor for Long Inlets RFCurb = 1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate = 0.71 0.88 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 5.2 9.7 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK) Q PEAK REQUIRED = 1.6 7.0 cfs User-Defined Combination INLET IN A SUMP OR SAG LOCATION Version 4.05 Released March 2017 H-Vert H-Curb W Lo (C) Lo (G) Wo WP User-Defined Combination Override Depths 3914551 UD-Inlet_v4.05.xlsm, DP-6 Curb Inlet 2/13/2018, 9:12 AM   APPENDIX D PREVIOUS DRAINAGE REPORT APPENDIX E EXISTING & PROPOSED DRAINAGE PLANS Know what's Tributary Area Percent tc Q2 Q100 Sub-basin (acres) Impervious C2 C100 (min) (cfs) (cfs) 221.1 4.57 45% 0.55 0.69 11.4 5.0 23.1 221.2 1.52 49% 0.58 0.72 12.8 2.5 11.1 221.3 0.38 87% 0.86 1.00 5.0 0.9 3.8 221.4 0.25 61% 0.68 0.84 5.0 0.5 2.1 221.5 1.24 85% 0.83 1.00 6.5 2.5 11.2 345 2.26 10% 0.32 0.40 13.4 1.4 6.1 352.1 2.52 26% 0.43 0.53 11.7 2.2 9.8 352.2 4.07 43% 0.54 0.67 13.8 4.2 18.4 352.3 0.45 77% 0.79 0.79 5.0 1.0 4.5 352.4 0.54 61% 0.68 0.68 5.0 1.0 4.6 359 2.51 44% 0.56 0.70 15.5 2.6 11.2 BASIN SUMMARY TABLE Know what's City of Fort Collins, Colorado UTILITY PLAN APPROVAL CityDate Engineer WaterDate & Wastewater Utility StormwaterDate Utility ParksDate & Recreation TrafficDate Engineer Date EnvironmentalDate Planner Date Tributary Area Percent tc Q2 Q100 Sub-basin (acres) Impervious C2 C100 (min) (cfs) (cfs) A 0.23 18% 0.35 0.43 17.0 0.1 0.6 B 0.25 55% 0.65 0.81 5.0 0.5 2.1 C 0.79 79% 0.82 1.02 8.7 1.5 6.5 D 0.45 48% 0.58 0.73 8.0 0.6 2.7 E1 0.73 66% 0.72 0.90 8.8 1.2 5.4 E2 0.44 73% 0.76 0.95 8.3 0.8 3.5 F 1.01 39% 0.52 0.65 12.4 1.1 4.6 G 1.06 80% 0.83 1.04 8.1 2.1 9.2 H 0.26 9% 0.27 0.34 9.5 0.2 0.7 I 0.12 3% 0.22 0.28 9.2 0.1 0.2 J 0.20 9% 0.28 0.35 10.2 0.1 0.5 EX1 0.44 80% 0.80 1.00 5.3 1.0 4.4 EX2 0.43 81% 0.80 1.01 5.3 1.0 4.2 EX5 0.43 63% 0.68 0.84 5.0 0.8 3.6 BASIN SUMMARY TABLE WAGON TRAIL RD. GREEN LAKE DR. GREENFIELDS DR. EAST VINE DR. Know what's City of Fort Collins, Colorado UTILITY PLAN APPROVAL CityDate Engineer WaterDate & Wastewater Utility StormwaterDate Utility ParksDate & Recreation TrafficDate Engineer Date EnvironmentalDate Planner Date Tributary Area Percent tc Q2 Q100 Sub-basin (acres) Impervious C2 C100 (min) (cfs) (cfs) K 0.05 39% 0.52 0.65 5.4 0.1 0.3 L 1.30 64% 0.71 0.88 10.9 1.9 8.5 M 0.26 40% 0.53 0.66 8.5 0.3 1.4 N 0.45 57% 0.66 0.82 7.2 0.7 3.2 O 0.62 41% 0.53 0.67 10.6 0.7 3.1 P 0.23 61% 0.70 0.87 5.7 0.4 1.9 Q1 0.39 68% 0.72 0.91 6.3 0.7 3.2 Q2 0.39 69% 0.73 0.91 6.2 0.7 3.2 R 0.26 86% 0.89 1.11 5.0 0.7 2.9 S 0.48 43% 0.55 0.69 7.6 0.7 2.8 T 0.23 89% 0.92 1.15 5.0 0.6 2.6 U 0.30 12% 0.30 0.38 13.2 0.2 0.8 V 0.23 20% 0.36 0.45 13.0 0.2 0.8 EX3 0.19 79% 0.80 0.99 5.0 0.4 1.9 EX4 1.10 85% 0.84 1.05 6.5 2.4 10.4 BASIN SUMMARY TABLE GREENFIELDS DR. GREEN LAKE DR. EAST VINE DR. CAMPFIRE DR. X:\3910000.all\3914551\Drawings\Sheet Dwgs\Drainage\3914551DR01.dwg, Proposed Drainage (2), 4/10/2018 12:45:35 PM, FC APPENDIX F LID EXHIBITS Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia I a = 39.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 0.390 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.14 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 = 43,933 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV = cu ft Vol = (WQCV / 12) * Area F) For Watersheds Outside of the Denver Region, Depth of d6 = 0.43 in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQCV OTHER = 518.9 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 = 343 sq ft D) Actual Flat Surface Area AActual = 460 sq ft E) Area at Design Depth (Top Surface Area) ATop = 1615 sq ft F) Rain Garden Total Volume VT= 519 cu ft (VT= ((A Top + AActual ) / 2) * Depth) 3. Growing Media City of Fort Collins Bioretention Cross Section calls for 12" Thick Layer 4. Underdrain System A) Are underdrains provided? B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y = 0.0 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 = N/A cu ft iii) Orifice Diameter, 3/8" Minimum DO = N/A in Design Procedure Form: Rain Garden (RG) JMF JR Engineering April 3, 2018 Trail Head Rain Garden UD-BMP (Version 3.06, November 2016) Choose One Choose One 18" Rain Garden Growing Media Other (Explain): YES NO UD-BMP_v3.06 (Rain Garden).xlsm, RG 3/27/2018, 10:01 AM Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? 6. Inlet / Outlet Control A) Inlet Control 7. Vegetation 8. Irrigation A) Will the rain garden be irrigated? Notes: Design Procedure Form: Rain Garden (RG) JMF JR Engineering April 3, 2018 Trail Head Rain Garden 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 UD-BMP_v3.06 (Rain Garden).xlsm, RG 3/27/2018, 10:01 AM Subdivision: Trail Head Filing 2 Project Name: Trail Head Cottage Neighborhood Location: Fort Collins Project No.: 39145.51 Calculated By: JMF Checked By: JMF Date: 4/3/18 Basin Area (ac) % Imp. C 0.79 79.0% E1 0.73 66.0% E2 0.44 73.0% G 1.06 80.0% H 0.26 9.0% I 0.12 3.0% J 0.20 9.0% Total 3.60 60.0% WQCV Drain Time (hr): 12 Coefficient, a (Table 3-2): 0.8 WQCV (in): 0.19 WQCV (ac-ft): 0.01 WQCV (cf): 411.5 StormTech Chamber Sizing for Water Quality LID Isolator Row #1 Subdivision: Trail Head filing 2 Project Name: Trail Head Cottage Neighborhood Location: Fort Collins Project No.: 39145.51 Calculated By: JMF Checked By: JMF Date: 4/3/18 Area (acres) 3.60 Area of Catchment tributary to storage facility (Acres) 2yr Runoff Coefficient 'C' 0.70 the runoff coefficient Release Rate (cfs) 0.95 the allowable maximum release rate from the detention facility Time of Concentration (min) 10.2 ft3 acre-ft. 1807.6 0.041 Time (min) C * A WQ Intensity (in/hr) Inflow Rate (cfs) Inflow Volume (ft 3 ) Outflow Adjustmen t factor (m) Average Outflow Rate (cfs) Outflow Volume (ft 3 ) Detention Volume (ft 3 ) Detention Volume (acre-ft) 5 2.52 1.43 3.59 1077.30 1.00 0.95 285.00 792.30 0.0182 10 2.52 1.11 2.78 1670.76 1.00 0.95 570.00 1100.76 0.0253 15 2.52 0.94 2.36 2120.58 0.84 0.80 718.20 1402.38 0.0322 20 2.52 0.81 2.03 2434.32 0.76 0.72 860.70 1573.62 0.0361 25 2.52 0.72 1.80 2702.70 0.70 0.67 1003.20 1699.50 0.0390 30 2.52 0.65 1.64 2948.40 0.67 0.64 1145.70 1802.70 0.0414 35 2.52 0.59 1.47 3095.82 0.65 0.61 1288.20 1807.62 0.0415 40 2.52 0.54 1.35 3235.68 0.63 0.60 1430.70 1804.98 0.0414 45 2.52 0.50 1.25 3367.98 0.61 0.58 1573.20 1794.78 0.0412 50 2.52 0.46 1.16 3477.60 0.60 0.57 1715.70 1761.90 0.0404 55 2.52 0.44 1.10 3617.46 0.59 0.56 1858.20 1759.26 0.0404 60 2.52 0.41 1.03 3719.52 0.59 0.56 2000.70 1718.82 0.0395 65 2.52 0.39 0.97 3783.78 0.58 0.55 2143.20 1640.58 0.0377 70 2.52 0.37 0.92 3863.16 0.57 0.54 2285.70 1577.46 0.0362 75 2.52 0.35 0.87 3912.30 0.57 0.54 2428.20 1484.10 0.0341 80 2.52 0.33 0.83 3991.68 0.56 0.54 2570.70 1420.98 0.0326 85 2.52 0.32 0.79 4048.38 0.56 0.53 2713.20 1335.18 0.0307 Subdivision: Trail Head Filing 2 Project Name: Trail Head Cottage Neighborhood Location: Fort Collins Project No.: Calculated By: JMF Checked By: JMF Date: 4/3/18 Pond ID Required WQCV (cf)* Required Storage Volume by FAA methoud (cf) StormTech Chamber Type Chamber Volume (cf) Chamber Volume with Aggregate (cf) Chamber Release Rate (cfs) Number of Chambers Required for WQCV** Number of Chambers Required for Storage by FAA method*** Minimum Number of Chambers Required Number of Chambers Provided Release Rate (cfs) Storage Provided within Chambers only (cf) Total System Volume (cf) Isolator Row #1 411.5 1807.6 SC-740 45.9 74 0.024 6 39 39 39 0.95 1808 2916 * based on 12hr drain time ** based on required WQCVstorage volume and storage provided within chambers and surrounding aggregate *** based on required storage volume per FAA method and storage provided within chambers only StormTech Chamber Sizing for Water Quality 39145.51 SC-160 25 84.4 12 14.65 6.9 15 0.35 0.0007798 0.011 SC-310 34 85.4 16 20.16 14.7 31 0.35 0.0007798 0.016 SC-740 51 85.4 30 30.25 45.9 74 0.35 0.0007798 0.024 DC-780 51 85.4 30 30.25 46.2 78.4 0.35 0.0007798 0.024 MC-3500 77 90 45 48.13 109.9 46.9 0.35 0.0007798 0.038 MC-4500 100 48.3 60 33.54 106.5 162.6 0.35 0.0007798 0.026 * Flow Rate given by City of Fort Collins based on UNH Testing Report Chamber & Aggregate Volume (cf) Flow Rate* (gpm/sf) Flow Rate (cfs/sf) Flow Rate per Chamber Chamber Type (cfs) Width (in) Length (in) Height (in) Floor Area (sf) Chamber Volume (cf) ©2013 ADS, INC. PROJECT INFORMATION ADS SALES REP: ENGINEERED PRODUCT MANAGER: PROJECT NO: ADVANCED DRAINAGE SYSTEMS, INC. R TRAILHEAD COTTAGES FORT COLLINS, CO MARK KAELBERER 720-256-8225 MARK.KAELBERER@ADS-PIPE.COM S069856 EVAN FISCHGRUND 720-250-8047 EVAN.FISCHGRUND@ADS-PIPE.COM STORMTECH CHAMBER SPECIFICATIONS 1. CHAMBERS SHALL BE STORMTECH SC-740 OR SC-310. 2. CHAMBERS SHALL BE MANUFACTURED FROM VIRGIN POLYPROPYLENE OR POLYETHYLENE RESINS. 3. CHAMBER ROWS SHALL PROVIDE CONTINUOUS, UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORT PANELS THAT WOULD IMPEDE FLOW OR LIMIT ACCESS FOR INSPECTION. 4. 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. 5. CHAMBERS SHALL MEET ASTM F2922 (POLYETHYLENE) OR ASTM F2418-16 (POLYPROPYLENE), "STANDARD SPECIFICATION FOR THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 6. CHAMBERS SHALL BE DESIGNED AND ALLOWABLE LOADS DETERMINED IN ACCORDANCE WITH ASTM F2787, "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 7. ONLY CHAMBERS THAT ARE APPROVED BY THE SITE DESIGN ENGINEER WILL BE ALLOWED. THE CHAMBER MANUFACTURER SHALL SUBMIT THE FOLLOWING UPON REQUEST TO THE SITE DESIGN ENGINEER FOR APPROVAL BEFORE DELIVERING CHAMBERS TO THE PROJECT SITE: a. A STRUCTURAL EVALUATION SEALED BY A REGISTERED PROFESSIONAL ENGINEER THAT DEMONSTRATES 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 AASHTO FOR THERMOPLASTIC PIPE. b. A STRUCTURAL EVALUATION SEALED BY A REGISTERED PROFESSIONAL ENGINEER THAT DEMONSTRATES THAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, SECTION 12.12, ARE MET. THE 50 YEAR CREEP MODULUS DATA SPECIFIED IN ASTM F2418 OR ASTM F2922 MUST BE USED AS PART OF THE AASHTO STRUCTURAL EVALUATION TO VERIFY LONG-TERM PERFORMANCE. c. STRUCTURAL CROSS SECTION DETAIL ON WHICH THE STRUCTURAL EVALUATION IS BASED. 8. CHAMBERS AND END CAPS SHALL BE PRODUCED AT AN ISO 9001 CERTIFIED MANUFACTURING FACILITY. IMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF THE SC-310/SC-740 SYSTEM 1. STORMTECH SC-310 & SC-740 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETED A PRE-CONSTRUCTION MEETING WITH THE INSTALLERS. 2. STORMTECH SC-310 & SC-740 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH SC-310/SC-740/SC-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 - 6" (150 mm) 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 SHEET OF DATE: 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 ULTIMATE RESPONSIBILITY 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 BLVD HILLIARD, OH 43026 ADVANCED DRAINAGE SYSTEMS, INC. R 2 6 3-27-18 S069856 SDM DAF FORT COLLINS, CO REV DWN CKD DESCRIPTION 4-5-18 CTS RELOCATE STRUCTURES TRAILHEAD COTTAGES 00 10' 20' PROPOSED LAYOUT 39 STORMTECH SC-740 CHAMBERS 14 STORMTECH SC-740 END CAPS 6 STONE ABOVE (in) 6 STONE BELOW (in) 40 % STONE VOID 3,539 INSTALLED SYSTEM VOLUME (CF) (PERIMETER STONE INCLUDED) 1,760 SYSTEM AREA (ft²) 190 SYSTEM PERIMETER (ft) PROPOSED ELEVATIONS MAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED): 4983.93 MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC): 4977.93 MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC): 4977.43 MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT): 4977.43 MINIMUM ALLOWABLE GRADE (TOP OF RIGID PAVEMENT): 4977.43 TOP OF STONE: 4976.43 TOP OF SC-740 CHAMBER: 4975.93 12" BOTTOM CONNECTION INVERT: 4973.53 24" ISOLATOR ROW INVERT: 4973.44 BOTTOM OF SC-740 CHAMBER: 4973.43 UNDERDRAIN INVERT: 4973.43 BOTTOM OF STONE: 4972.93 24" PREFABRICATED END CAP, PART# SC740EPE24B TYP OF ALL SC-740 24" CONNECTIONS AND ISOLATOR ROWS NOTES · MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER. SEE TECH SHEET #7 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 PLAN REFLECTS THE CHAMBER SYSTEM DESIGN BY THE SITE DESIGN ENGINEER USING STORMTECH COMPONENTS. THE SUITABILITY OF THE CHAMBER SYSTEM TO MEET ANY FUNCTIONAL REQUIREMENTS ARE THE RESPONSIBILITY OF THE SITE DESIGN ENGINEER. STORMTECH'S SCOPE OF WORK IS LIMITED TO THE ASSEMBLED PRODUCT DIMENSIONS AND SPECIFICATIONS FOR INSTALLATION. · 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 SHEET OF DATE: 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 ULTIMATE RESPONSIBILITY 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 BLVD HILLIARD, OH 43026 ADVANCED DRAINAGE SYSTEMS, INC. R 3 6 3-27-18 S069856 SDM DAF FORT COLLINS, CO REV DWN CKD DESCRIPTION 4-5-18 CTS RELOCATE STRUCTURES TRAILHEAD COTTAGES ACCEPTABLE FILL MATERIALS: STORMTECH SC-740 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. NOTES: 1. SC-740 CHAMBERS SHALL CONFORM TO THE REQUIREMENTS OF ASTM F2418 "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS", OR ASTM F2922 "STANDARD SPECIFICATION FOR POLYETHYLENE (PE) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 2. SC-740 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 3. "ACCEPTABLE FILL MATERIALS" TABLE ABOVE PROVIDES MATERIAL LOCATIONS, DESCRIPTIONS, GRADATIONS, AND COMPACTION REQUIREMENTS FOR FOUNDATION, EMBEDMENT, AND FILL MATERIALS. 4. 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. 5. PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS. 6. 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. 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 SHEET OF DATE: 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 ULTIMATE RESPONSIBILITY 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 BLVD HILLIARD, OH 43026 ADVANCED DRAINAGE SYSTEMS, INC. R 4 6 3-27-18 S069856 SDM DAF FORT COLLINS, CO REV DWN CKD DESCRIPTION 4-5-18 CTS RELOCATE STRUCTURES TRAILHEAD COTTAGES INSPECTION & MAINTENANCE STEP 1) INSPECT ISOLATOR ROW 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 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 ROWS B.1. REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW B.2. USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW 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 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. SUMP DEPTH TBD BY SITE DESIGN ENGINEER (24" [600 mm] MIN RECOMMENDED) CATCH BASIN OR MANHOLE SC-740 ISOLATOR ROW DETAIL NTS SC-740 END CAP OPTIONAL INSPECTION PORT SC-740 CHAMBER COVER ENTIRE ISOLATOR ROW WITH ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE 8' (2.4 m) MIN WIDE STORMTECH HIGHLY RECOMMENDS SHEET OF DATE: 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 ULTIMATE RESPONSIBILITY 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 BLVD HILLIARD, OH 43026 ADVANCED DRAINAGE SYSTEMS, INC. R 5 6 3-27-18 S069856 SDM DAF FORT COLLINS, CO REV DWN CKD DESCRIPTION 4-5-18 CTS RELOCATE STRUCTURES TRAILHEAD COTTAGES 70 NIWOOD ROAD, SUTIE 3 | ROCKY HLIL | CT | 06067 860-529-8188 |888-892-2694 | WWW.STORMTECH.COM Detention Retention Water Quality PART # STUB A B C SC740EPE06T / SC740EPE06TPC 6" (150 mm) 10.9" (277 mm) 18.5" (470 mm) --- SC740EPE06B / SC740EPE06BPC --- 0.5" (13 mm) SC740EPE08T /SC740EPE08TPC 8" (200 mm) 12.2" (310 mm) 16.5" (419 mm) --- SC740EPE08B / SC740EPE08BPC --- 0.6" (15 mm) SC740EPE10T / SC740EPE10TPC 10" (250 mm) 13.4" (340 mm) 14.5" (368 mm) --- SC740EPE10B / SC740EPE10BPC --- 0.7" (18 mm) SC740EPE12T / SC740EPE12TPC 12" (300 mm) 14.7" (373 mm) 12.5" (318 mm) --- SC740EPE12B / SC740EPE12BPC --- 1.2" (30 mm) SC740EPE15T / SC740EPE15TPC 15" (375 mm) 18.4" (467 mm) 9.0" (229 mm) --- SC740EPE15B / SC740EPE15BPC --- 1.3" (33 mm) SC740EPE18T / SC740EPE18TPC 18" (450 mm) 19.7" (500 mm) 5.0" (127 mm) --- SC740EPE18B / SC740EPE18BPC --- 1.6" (41 mm) SC740EPE24B* 24" (600 mm) 18.5" (470 mm) --- 0.1" (3 mm) ALL STUBS, EXCEPT FOR THE SC740EPE24B 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 SC740EPE24B THE 24" (600 mm) STUB LIES BELOW THE BOTTOM OF THE END CAP APPROXIMATELY 1.75" (44 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) 51.0" X 30.0" X 85.4" (1295 mm X 762 mm X 2169 mm) CHAMBER STORAGE 45.9 CUBIC FEET (1.30 m³) MINIMUM INSTALLED STORAGE* 74.9 CUBIC FEET (2.12 m³) WEIGHT 75.0 lbs. (33.6 kg) *ASSUMES 6" (152 mm) STONE ABOVE, BELOW, AND BETWEEN CHAMBERS 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" SC-740 TECHNICAL SPECIFICATION SHEET OF DATE: 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 ULTIMATE RESPONSIBILITY 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 BLVD HILLIARD, OH 43026 ADVANCED DRAINAGE SYSTEMS, INC. R 6 6 3-27-18 S069856 SDM DAF FORT COLLINS, CO REV DWN CKD DESCRIPTION 4-5-18 CTS RELOCATE STRUCTURES TRAILHEAD COTTAGES TRAFFIC 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 Know what's City of Fort Collins, Colorado UTILITY PLAN APPROVAL CityDate Engineer WaterDate & Wastewater Utility StormwaterDate Utility ParksDate & Recreation TrafficDate Engineer Date EnvironmentalDate Planner Date Larimer County, Colorado UTILITY PLAN APPROVAL LarimerDate County Engineer New Impervious Area 274,635 sq. ft. Required Minimum Impervious Area to be Treated (=50% of new impervious area) 137,318 sq. ft. Impervious Area Directly Treated by LID Treatment Method #1- Rain Garden #1 18,682 sq. ft. Impervious Area Directly Treated by LID Treatment Method #2- Isolator Row #1 124,236 sq. ft. Total Impervious Area Treated 142,918 sq. ft. Actual % of Impervious Area Treated 52.0 % 50% On-Site Treatment by LID Requirement WAGON TRAIL RD. GREEN LAKE DR. GREENFIELDS DR. EAST VINE DR. Know what's City of Fort Collins, Colorado UTILITY PLAN APPROVAL CityDate Engineer WaterDate & Wastewater Utility StormwaterDate Utility ParksDate & Recreation TrafficDate Engineer Date EnvironmentalDate Planner Date Larimer County, Colorado UTILITY PLAN APPROVAL LarimerDate County Engineer New Impervious Area 274,635 sq. ft. Required Minimum Impervious Area to be Treated (=50% of new impervious area) 137,318 sq. ft. Impervious Area Directly Treated by LID Treatment Method #1- Rain Garden #1 18,682 sq. ft. Impervious Area Directly Treated by LID Treatment Method #2- Isolator Row #1 124,236 sq. ft. Total Impervious Area Treated 142,918 sq. ft. Actual % of Impervious Area Treated 52.0 % 50% On-Site Treatment by LID Requirement GREENFIELDS DR. GREEN LAKE DR. EAST VINE DR. CAMPFIRE DR. 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) 3130 VERONA AVE BUFORD, GA 30518 PHN (770) 932-2443 FAX (770) 932-2490 www.nyloplast-us.com ® NTS 90.7" (2304 mm) ACTUAL LENGTH 85.4" (2169 mm) INSTALLED LENGTH BUILD ROW IN THIS DIRECTION A A C B 51.0" (1295 mm) 30.0" (762 mm) 12.2" 45.9" (1166 mm) (310 mm) 29.3" (744 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 FLEXSTORM PURE INSERTS IN ANY UPSTREAM STRUCTURES WITH OPEN GRATES 24" (600 mm) HDPE ACCESS PIPE REQUIRED USE FACTORY PRE-FABRICATED END CAP PART #: SC740EPE24B TWO LAYERS OF ADS GEOSYNTHETICS 315WTK WOVEN GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS 5' (1.5 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS SC-740 6" INSPECTION PORT DETAIL NTS 18" (450 mm) MIN WIDTH CONCRETE SLAB 8" (200 mm) MIN THICKNESS * THE PART# 2712AG6IPKIT CAN BE USED TO ORDER ALL NECESSARY COMPONENTS FOR A SOLID LID INSPECTION PORT INSTALLATION 6" (150 mm) INSERTA TEE PART# 6P26FBSTIP* INSERTA TEE TO BE CENTERED ON CORRUGATION CREST FLEXSTORM CATCH IT PART# 6212NYFX WITH USE OF OPEN GRATE PAVEMENT CONCRETE COLLAR CONCRETE COLLAR NOT REQUIRED FOR UNPAVED APPLICATIONS 12" (300 mm) NYLOPLAST INLINE DRAIN BODY W/SOLID HINGED COVER OR GRATE PART# 2712AG6IP* SOLID COVER: 1299CGC* GRATE: 1299CGS 6" (150 mm) SDR35 PIPE SC-740 CHAMBER 70 NIWOOD ROAD, SUTIE 3 | ROCKY HLIL | CT | 06067 860-529-8188 |888-892-2694 | WWW.STORMTECH.COM Detention Retention Water Quality 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 18" (450 mm) MIN* 8' (2.4 m) MAX SUBGRADE SOILS (SEE NOTE 4) PAVEMENT LAYER (DESIGNED BY SITE DESIGN ENGINEER) SC-740 END CAP 6" (150 mm) MIN D C B A PERIMETER STONE (SEE NOTE 6) EXCAVATION WALL (CAN BE SLOPED OR VERTICAL) 12" (300 mm) MIN ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL AROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS 6" 51" (1295 mm) 12" (300 mm) MIN (150 mm) MIN 30" (760 mm) DEPTH OF STONE TO BE DETERMINED BY SITE DESIGN ENGINEER 6" (150 mm) MIN *TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR, INCREASE COVER TO 24" (600 mm). 70 NIWOOD ROAD, SUTIE 3 | ROCKY HLIL | CT | 06067 860-529-8188 |888-892-2694 | WWW.STORMTECH.COM Detention Retention Water Quality ONCE THIS INFORMATION IS PROVIDED. 12" ADS N-12 DUAL WALL PERFORATED HDPE UNDERDRAIN PER ENGINEER'S PLAN "STORM PLAN AND PROFILE", SHEET 19 OF 38 (SIZE TBD BY ENGINEER) INSPECTION PORT (TYP 7 PLACES) PROPOSED 30" NYLOPLAST (24" SUMP MIN) (TYP 7 PLACES) ISOLATOR ROW (SEE DETAIL / TYP 7 PLACES) 70 NIWOOD ROAD, SUTIE 3 | ROCKY HLIL | CT | 06067 860-529-8188 |888-892-2694 | WWW.STORMTECH.COM Detention Retention Water Quality 39.01' 46.13' 53.25' 60.36' 51.43' 32.75' 11.00' 20.50' 25.25' 34.75' 12" ADS N-12 BOTTOM CONNECTION INVERT 1.2" ABOVE CHAMBER BASE (TYP 6 PLACES) STORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF. NOTES FOR CONSTRUCTION EQUIPMENT 1. STORMTECH SC-310 & SC-740 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. 90 2.52 0.31 0.77 4150.44 0.56 0.53 2855.70 1294.74 0.0297 95 2.52 0.29 0.73 4165.56 0.55 0.53 2998.20 1167.36 0.0268 100 2.52 0.28 0.71 4233.60 0.55 0.52 3140.70 1092.90 0.0251 105 2.52 0.27 0.68 4286.52 0.55 0.52 3283.20 1003.32 0.0230 110 2.52 0.26 0.66 4324.32 0.55 0.52 3425.70 898.62 0.0206 115 2.52 0.26 0.64 4433.94 0.54 0.52 3568.20 865.74 0.0199 120 2.52 0.25 0.62 4445.28 0.54 0.52 3710.70 734.58 0.0169 Required detention Detention Pond Sizing FAA Methoud  "!  $ # & #!"            & %    0 /&()&+, '&", ) %,/ $*,+ -'"                                    %2%'-59 '*4 )%( *5 !9.12.%45  8  #1%(  -+,7%9 3%5) 0.)5 %2%'-59 ,%35  "!  $ # & #!"            & %    0 /&()&+, '&", ) %,/ $*,+ -'"                                  %2%'-59 '*4 )%( *5 !9.12.%45  1/) 3%5) 0.)5 %2%'-59 ,%35 Inlet 6 EX2 0.43 1.01 5.3 0.43 9.77 4.2 7.2 0.80 8.73 7.0 Piped to DP7 20 EX3 0.19 0.99 5.0 0.19 9.95 1.9 8.5 0.56 8.22 4.6 20.1 14.0 5.06 6.71 34.0 Pipe conveyance following DP20.1 X:\3910000.all\3914551\Excel\Drainage\3914551 Drainage_Calcs_v2.05.xlsm Page 2 of 3 2/13/2018 39145.51 100-Year X:\3910000.all\3914551\Excel\Drainage\3914551 Drainage_Calcs_v2.05.xlsm Page 1 of 3 2/13/2018 Inlet 6 EX2 0.43 0.80 5.3 0.35 2.80 1.0 7.2 0.64 2.50 1.6 Piped to DP7 20 EX3 0.19 0.80 5.0 0.15 2.85 0.4 8.5 0.45 2.35 1.1 20.1 13.2 4.05 1.97 8.0 Pipe conveyance following DP20.1 X:\3910000.all\3914551\Excel\Drainage\3914551 Drainage_Calcs_v2.05.xlsm Page 2 of 3 2/13/2018 2-Year 39145.51 X:\3910000.all\3914551\Excel\Drainage\3914551 Drainage_Calcs_v2.05.xlsm Page 1 of 3 2/13/2018 Coefficient X:\3910000.all\3914551\Excel\Drainage\3914551 Drainage_Calcs_v2.05.xlsm Page 1 of 1 2/13/2018 of the version date(s) listed below. Soil Survey Area: Larimer County Area, Colorado Survey Area Data: Version 11, Sep 23, 2016 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Mar 20, 2015—Oct 15, 2016 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 8/22/2017 Page 2 of 4 of the version date(s) listed below. Soil Survey Area: Larimer County Area, Colorado Survey Area Data: Version 11, Sep 23, 2016 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Mar 20, 2015—Oct 15, 2016 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 8/22/2017 Page 2 of 4