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HomeMy WebLinkAboutTRAIL HEAD TRACTS F & G TOWNHOMES - FDP - FDP180005 - SUBMITTAL DOCUMENTS - ROUND 1 - DRAINAGE REPORTDRAINAGE AND EROSION CONTROL REPORT FOR TRAIL HEAD COTTAGE NEIGHBORHOOD Prepared For: Trail Head LLC 5013 Bluestem Court Fort Collins, CO 80525 February 12, 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 Cottage Neighborhood 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. ________________________________________ Timothy J. Halopoff, PE Registered Professional Engineer State of Colorado No. 37953 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 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 before the proposed development storm water detention and water quality was accounted for with Page 3 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. 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 volume the new impervious area for the site was minimized including minimizing the driveway and impervious surface areas. The WQCV is treated through the existing detention ponds A & B as well as proposed on-site LID facilities. 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. 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 eleven 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-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 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 Page 5 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. 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-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-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. 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 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 Page 6 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 22 proposed onsite drainage sub-basins and 5 existing 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. 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 Page 7 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 bio-swale 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. 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. Page 8 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. 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 Page 9 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. Sub-basin EX1 consists of 0.44 acres and is described in the existing basin section under sub-basin 352.3. Sub-basin EX2 consists of 0.38 acres and is described in the existing basin section under sub-basin 221.3. Sub-basin EX3 consists of 0.19 acres and is described in the existing basin section under sub-basin 221.4. Page 10 Sub-basin EX4 consists of 1.10 acres and is described in the existing basin section under sub-basin 221.5. 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. JR will provide a detailed Storm Water Management and Erosion Control Plan at the time of the FDP submittal that will meet all requirements of the City of Fort Collins. 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, 2, and 3), Urban Drainage and Flood Control District, Latest Revision. 2. 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. 3. 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. 4. Larimer County Urban Area Street Standards, Adopted January 2, 2001, Repealed and Reenacted, Effective October 1, 2002, Repealed and Reenacted, Effective April 1, 2007. 5. “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] 6. “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 = 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 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 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 = 4.8 6.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = 3.00 3.00 feet Warning 5 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 = 2.7 5.2 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK) Q PEAK REQUIRED = 1.1 4.6 cfs Warning 5: The width of unit is greater than the gutter width. 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 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) 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. 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. 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 4. Underdrain System A) Are underdrains provided? B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y = 2.0 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 = 519 cu ft iii) Orifice Diameter, 3/8" Minimum DO = 1/2 in Design Procedure Form: Rain Garden (RG) JMF JR Engineering February 12, 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 2/13/2018, 8:46 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 February 12, 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 2/13/2018, 8:46 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: 11/17/17 Basin Area (ac) % Imp. C 0.79 79.0% E 1.29 71.0% G 1.09 79.0% H 0.26 9.0% I 0.12 3.0% J 0.20 9.0% Total 3.75 70.0% WQCV Drain Time (hr): 12 Coefficient, a (Table 3-2): 0.8 WQCV (in): 0.22 WQCV (ac-ft): 0.01 WQCV (cf): 559.1 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: 11/17/17 Area (acres) 3.75 Area of Catchment tributary to storage facility (Acres) 2yr Runoff Coefficient 'C' 0.71 the runoff coefficient Release Rate (cfs) 0.65 the allowable maximum release rate from the detention facility Time of Concentration (min) 10.2 ft3 acre-ft. 2561.0 0.059 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 2.66 1.43 3.79 1138.22 1.00 0.65 195.00 943.22 0.0217 10 2.66 1.11 2.94 1765.24 1.00 0.65 390.00 1375.24 0.0316 15 2.66 0.94 2.49 2240.49 0.84 0.55 491.40 1749.09 0.0402 20 2.66 0.81 2.14 2571.98 0.76 0.49 588.90 1983.08 0.0455 25 2.66 0.72 1.90 2855.53 0.70 0.46 686.40 2169.13 0.0498 30 2.66 0.65 1.73 3115.13 0.67 0.44 783.90 2331.23 0.0535 35 2.66 0.59 1.56 3270.88 0.65 0.42 881.40 2389.48 0.0549 40 2.66 0.54 1.42 3418.65 0.63 0.41 978.90 2439.75 0.0560 45 2.66 0.50 1.32 3558.43 0.61 0.40 1076.40 2482.03 0.0570 50 2.66 0.46 1.22 3674.25 0.60 0.39 1173.90 2500.35 0.0574 55 2.66 0.44 1.16 3822.02 0.59 0.39 1271.40 2550.62 0.0586 60 2.66 0.41 1.09 3929.85 0.59 0.38 1368.90 2560.95 0.0588 65 2.66 0.39 1.03 3997.74 0.58 0.38 1466.40 2531.34 0.0581 70 2.66 0.37 0.97 4081.61 0.57 0.37 1563.90 2517.71 0.0578 75 2.66 0.35 0.92 4133.53 0.57 0.37 1661.40 2472.13 0.0568 80 2.66 0.33 0.88 4217.40 0.56 0.37 1758.90 2458.50 0.0564 85 2.66 0.32 0.84 4277.31 0.56 0.36 1856.40 2420.91 0.0556 Subdivision: Trail Head Filing 2 Project Name: Trail Head Cottage Neighborhood Location: Fort Collins Project No.: Calculated By: JMF Checked By: JMF Date: 11/17/17 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 #1 559.1 2561 MC-4500 106.5 162.6 0.026 3 24 24 25 0.65 2663 4065 * 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) 24" (600 mm) MIN* 7.0' (2.1 m) MAX 100" (2540 mm) 12" (300 mm) TYP 12" (300 mm) MIN 12" (300 mm) MIN 9" (230 mm) MIN 60" (1525 mm) DEPTH OF STONE TO BE DETERMINED BY SITE DESIGN ENGINEER 9" (230 mm) MIN *MINIMUM COVER TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR, INCREASE COVER TO 30" (750 mm). SITE DESIGN ENGINEER IS RESPONSIBLE FOR ENSURING THE REQUIRED BEARING CAPACITY OF SOILS PAVEMENT LAYER (DESIGNED BY SITE DESIGN ENGINEER) MC-4500 END CAP PERIMETER STONE EXCAVATION WALL (CAN BE SLOPED OR VERTICAL) CHAMBERS SHALL BE BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC ADS GEOSYTHETICS 601T NON-WOVEN CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". GEOTEXTILE ALL AROUND CLEAN, CRUSHED, ANGULAR EMBEDMENT STONE CHAMBERS SHALL MEET ASTM F2418 "STANDARD SPECIFICATION FOR POLYPROPELENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". EMBEDMENT STONE SHALL BE A CLEAN, CRUSHED AND ANGULAR STONE WITH AN AASHTO M43 DESIGNATION BETWEEN #3 AND #4 GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES, <35% FINES, COMPACT IN 12" (300 mm) MAX LIFTS TO 95% PROCTOR DENSITY. SEE THE TABLE OF ACCEPTABLE FILL MATERIALS. MC-4500 CHAMBER Designed to meet the most stringent industry performance standards for superior structural integrity while providing designers with a cost-effective method to save valuable land and protect water resources. The StormTech system is designed primarily to be used under parking lots, thus maximizing land usage for private (commercial) and public applications. StormTech chambers can also be used in conjunction with Green Infrastructure, thus enhancing the performance and extending the service life of these practices. STORMTECH MC-4500 CHAMBER (not to scale) Nominal Chamber Specifications Size (L x W x H) 52” x 100” x 60” 1,321 mm x 2,540 mm x 1,524 mm Chamber Storage 106.5 ft3 (3.01 m3) Min. Installed Storage* 162.6 ft3 (4.60 m3) Weight 120 lbs (54.4 kg) Shipping 7 chambers/pallet THE MOST ADVANCED NAME IN WATER MANAGEMENT SOLUTIONS TM Advanced Drainage Systems, Inc. 4640 Trueman Blvd., Hilliard, OH 43026 1-800-821-6710 www.ads-pipe.com ADS “Terms and Conditions of Sale” are available on the ADS website, www.ads-pipe.com The ADS logo and the Green Stripe are registered trademarks of Advanced Drainage Systems, Inc. StormTech® is a registered trademark of StormTech, Inc. © 2017 Advanced Drainage Systems, Inc. #S26B1110 09/17 CS For more information on the StormTech MC-4500 Chamber and other ADS products, please contact our Customer Service Representatives at 1-800-821-6710 TOOL DESIGN MC-4500 CHAMBER SPECIFICATIONS STORAGE VOLUME PER CHAMBER FT3 (M3) Note: Assumes 9” (230 mm) of separation between chamber rows, 12” (300 mm) of perimeter in front of the end caps, and 24” (600 mm) of cover. The volume of excavation will varyas depth of cover increases. Note: Assumes 9” (230 mm) row spacing, 40% stone porosity, 12” (300 mm) stone above and includes the bare chamber/end cap volume. End cap volume assumes 12” (300 mm) stone perimeter. Working on a project? Visit us at www.stormtech.com and utilize the StormTech Design Tool ENGLISH TONS (yds3) Stone Foundation Depth 9” 12” 15” 18” MC-4500 Chamber 7.4 (5.2) 7.8 (5.5) 8.3 (5.9) 8.8 (6.2) MC-4500 End Cap 9.6 (6.8) 10.0 (7.1) 10.4 (7.4) 10.9 (7.7) METRIC KILOGRAMS (m3) 230 mm 300 mm 375 mm 450 mm MC-4500 Chamber 6,681 (4.0) 7,117 (4.2) 7,552 (4.5) 7,987 (4.7) MC-4500 End Cap 8,691 (5.2) 9,075 (5.4) 9,460 (5.6) 9,845 (5.9) Note: Assumes 12” (300 mm) of stone above and 9” (230 mm) row spacing and 12” (300 mm) of perimeter stone in front of end caps. AMOUNT OF STONE PER CHAMBER Stone Foundation Depth 9” (230 mm) 12” (300 mm) 15” (375mm) 18” (450 mm) MC-4500 Chamber 10.5 (8.0) 10.8 (8.3) 11.2 (8.5) 11.5 (8.8) MC-4500 End Cap 9.3 (7.1) 9.6 (7.3) 9.9 (7.6) 10.2 (7.8) VOLUME EXCAVATION PER CHAMBER YD3 (M3) Bare Chamber Storage ft3 (m3) Chamber and Stone Foundation Depth in. (mm) 9” (230 mm) 12” (300 mm) 15” (375 mm) 18” (450 mm) MC-4500 Chamber 106.5 (3.02) 162.6 (4.60) 166.3 (4.71) 169.6 (4.81) 173.6 (4.91) MC-4500 End Cap 35.7 (1.0) 108.7 (3.08) 111.9 (3.17) 115.2 (3.26) 118.4 (3.35) 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- Bio-Swale #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- Bio-Swale #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. 11 pallets/truck *Assumes a minimum of 12” (300 mm) of stone above, 9” (230 mm) of stone below chambers, 9” (230 mm) of stone between chambers/end caps and 40% stone porosity. STORMTECH MC-4500 END CAP (not to scale) Nominal End Cap Specifications Size (L x W x H) 35.1” x 90.2” x 59.4” 891 mm x 2,291 mm x 1,509 mm End Cap Storage 35.7 ft3 (1.01 m3) Min. Installed Storage* 108.7 ft3 (3.08 m3) Weight 120 lbs (54.4 kg) Shipping 7 end caps/pallet 11 pallets/truck *Assumes a minimum of 12” (300 mm) of stone above, 9” (230 mm) of stone below, 6” (150 mm) of stone perimeter, 9” (230 mm) of stone between chambers/end caps and 40% stone porosity. 90 2.66 0.31 0.81 4385.14 0.56 0.36 1953.90 2431.24 0.0558 95 2.66 0.29 0.77 4401.11 0.55 0.36 2051.40 2349.71 0.0539 100 2.66 0.28 0.75 4473.00 0.55 0.36 2148.90 2324.10 0.0534 105 2.66 0.27 0.72 4528.91 0.55 0.36 2246.40 2282.51 0.0524 110 2.66 0.26 0.69 4568.85 0.55 0.36 2343.90 2224.95 0.0511 115 2.66 0.26 0.68 4684.67 0.54 0.35 2441.40 2243.27 0.0515 120 2.66 0.25 0.65 4696.65 0.54 0.35 2538.90 2157.75 0.0495 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