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HomeMy WebLinkAboutDrainage Reports - 07/16/2018City of F rt Collins Ap ro ed Plans Approved by: Date: Ig FINAL DRAINAGE AND EROSION CONTROL REPORT FOR TRAIL HEAD FILING TWO Prepared For: Trail Head LLC 5013 Bluestem Court Fort Collins, CO 80525 April, 2018 Project No. 39145.51 Prepared By: jR Engineering, LLC 2900 South College Avenue, Suite 3D Fort Collins, CO 80525 ' TABLE OF CONTENTS t Tableof Contents............................................................................................................................................... i GeneralDescription and Location.................................................................................................................. I ' Location And Existing Site Characteristics................................................................................................. I SiteSoils........................................................................................................................................................... I ' Floodplain....................................................................................................................................................... I DrainageFacility Design....................................................................................................................................2 ' Master Drainage Plan.....................................................................:...............................................................2 GeneralConcept.......................................................................................:....................................................2 Water Quality/ Existing Detention Facilities .............................. ..................................... :. .�.......................3 1 Drainage Basins and Sub-Basins.........:.:.:........:.::..:......................................................................:.....................4 MajorBasin......................................................................................................................................................4 ExistingSub-Basins..............................................................................................................:..........................4 ' Developed Sub-Basins....................................................................................................................................5 DrainageDesign Criteria................................................................................................................................I ' Regulations.....................................................................................................................................................II Low -Impact Development..........................................................................................................................I ' Hydrologic Criteria...................................................................................................................................... I I HydraulicCriteria.........................................................................................................................................I I StormwaterPollution Prevention..................................................................................................................12 TemporaryErosion Control......................................................................................................................12 PermanentErosion 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 J•R ENGINEERING Page i Engineer's Certification Block I hereby certify that this Project Development Plan Drainage Report for Trail Head Filing Two was prepared by me (or under my direct supervision) for JR Engineering, LLC and the owners thereof and meets or exceeds the criteria of the City of Fort Collins Stormwater Design Standards. O�PD 0 i:l�F2 J� (�Co p y 0 PE53399 Joseph ran PE J Registe a Prof ssional Engi�ss�ONAL'�NG\ State o olorado No. 5339 J•R ENGINEERING Page ii 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 1 ' J•R ENGINEERING DRAINAGE FACILITY DESIGN MASTER DRAINAGE PLAN The master study for this area is the "Drainage and Erosion Control report for the Trail Head Property" by JR Engineering, dated October 13, 2004, excerpts from the previous report are explained in the next section and can be found in Appendix D. As previously stated the master drainage plan and design for the greater Trail Head Subdivision accounted for the ultimate developed condition for both Tracts F & G. Water quality and detention has already been provided for both tracts. The greater Trail Head development was designed over a decade ago and additional storm water requirements will need to be met for the proposed development. The proposed development will be required to treat at least 50% of the new impervious areas with Low Impact Development (LID) measures. LID emphasizes conservation of natural features and use of engineered, on -site, small-scale hydrologic controls that infiltrate, filter, store, evaporate, and detain runoff close to its source. By implementing these development techniques the minor storm runoff within Tract G will be treated on site instead of being sent to pond A with the surrounding development runoff. The master drainage report provided runoff calculations which have been used to establish allowable runoff values for the proposed on -site basins. The 100-year storm water runoff flow rates are provided in the existing basin descriptions for each of the existing basins outlined in the master drainage plan. GENERAL CONCEPT The overall goal for this development and the proposed improvements to Tracts F & G of the Trail Head Subdivision is to safely convey storm water through the development condition using swales, storm pipe, streets and LID basins to the existing ponds while providing enhanced water quality treatment on site. These LID best management practices are proposed to improve the quality of runoff and aid in reducing peak flows. Specifically; water quality isolator rows will be used to treat roof and driveway drainage, and cobble lined swales (rain gardens) are proposed to improve water quality. About 52% of the proposed impervious area runoff from the site is captured in LID isolator rows and rain gardens located within Tract G in open areas adjacent to the homes. The park sidewalks, gazebo area and adjacent roofs drain to a series of rain gardens located adjacent to the sidewalk surrounding the open area. The majority of Tract G runoff is conveyed via sheet flow, curb & gutter and storm pipe in a southerly direction to the proposed isolator row at the southwest corner of the site: The existing drainage outfall from the site is located in two separate locations on the property. There is an outfall located near the southwest portion of Tract G within sub -basin H. There is another outfall located near the southeast portion of Tract F within sub -basin V. As mentioned J•R ENGINEERING Page 2 before the proposed development storm water detention and water quality was accounted for with ' the master drainage plan. The proposed drainage system is not intended to detain runoff but designed to implement LID infiltration areas while conveying runoff as designed in the master ' drainage report. WATER QUALITY/ EXISTING DETENTION FACILITIES ' Water quality and detention will be provided for the site within the existing detention ponds A & B located to the west and east. The existing detention ponds were previously designed to handle ' developed flows from the Trail Head Cottage Neighborhood site. As shown in the master drainage plan drainage summary tables pond A was previously sized to handle a developed 100-year runoff from existing basins 221.3, 352.1, 352.2 and 352.3 of 36.5 cfs. These existing sub -basins share the ' same collection point as our proposed Tract G development at design point 10.1 which has a 100- year runoff of 36.5 cfs under the current storm water criteria as shown in the SF-3 major storm ' calculations. The LID isolator row is housed within Tract G and is assumed to be full for the purpose of these calculations. However, this LID isolator row will play an important role in reducing runoff. As shown in the master drainage plan drainage summary tables pond B was ' previously sized to handle a developed 100-year runoff from existing basins 221.1, 221.4 and 221.5 of 36.4 cfs. These existing sub -basins share the same collection point as our proposed Tract F ' development at design point 20.1 which has a 100-year runoff of 34.0 cfs under the current storm water criteria as shown in the SF-3 major storm calculations. ' In accordance with the criteria this site has implemented the four step process to minimize adverse impacts of urbanization. The four step process includes reducing runoff volumes, treating the water ' quality capture volume (WQCV), stabilizing drainage ways, and implementing long-term source controls. In order to reduce runoff, volumes and pollutant loads from impervious areas, Different LID measures were implemented within Tract G and all areas were evaluated to Minimize Directly Connected Impervious Area (MDCIA). All roof runoff is routed through landscape areas before flowing back onto paved areas. Driveway areas were minimized to help reduce the total impervious ' area. Both private alleys and adjacent roofs south of Green Lake Drive within Tract F drain south through vegetated areas before being intercepted by area inlets. The WQCV is treated through the existing detention ponds A & B as well as proposed on -site LID facilities. This site does not contain ' any known natural or artificial streams that would require stabilization. J-R ENGINEERING Page 3 DRAINAGE BASINS AND SUB -BASINS MAJOR BASIN Trail Head Cottage Neighborhood lies within the Boxelder Creek/Cooper Slough Basin. As previously stated the master study for this area is the "Drainage and Erosion Control report for the Trail Head Property" by JR Engineering, dated October 13, 2004. EXISTING SUB -BASINS Trail Head Cottage Neighborhood is an infill development piece of property. The ultimate design of Tracts F. & G was accounted for in the master drainage report. The following basin descriptions reflect both the existing condition and ultimate condition laid out in the master drainage plan. Existing Onsite Sub -Basins: The site has seven existing onsite drainage basins which were all analyzed in the master drainage plan. Sub -basin 221.1 totals about 4.6 acres located in the mid -east portion of the property, was designed to contain multi -family development. Runoff sheet flows south to a double type c area inlet at design point 21.1 and is piped to Pond B. According to the master drainage plan the fully developed 100-year release rate for this sub -basin is 23.1 cfs. Sub -basin 221.2 totals about 1.5 acres located in the mid -east portion of the property, was designed to contain multi -family development. The runoff from these basins is conveyed via overland flow and gutter flow north along Camp Fire Drive where a quadruple type 16 combination sump inlet will collect and convey runoff to Pond B. According to the master drainage plan the fully developed 100-year release rate for this sub -basin is 1 1.1 cfs. Sub -basins 221.4 totals about 0.25 acres and is located in the southeastern portion of the property. Runoff from this basin is collected in the gutters of Camp Fire Drive and conveyed south to the quadruple type 16 combination on -grade inlet (design point 21.4). These flows will then be conveyed via storm pipe to Pond B. According to the master drainage plan the fully developed 100-year release rate for this sub -basin is 2.1 cfs. Sub -basin 345 totals about 2.3 acres located in the Northwest portion of the property. Flows are conveyed via overland flow to Wagon Trail Road, and gutter flow to a quadruple type 16 combination on -grade inlet located on Wagon Trail Road at design point 45. Sub - basin 345 is planned for multi -family and a future park. These flows will be conveyed via storm pipe to Pond A for detention and water quality. According to the master drainage plan the fully developed 100-year release rate for this sub -basin is 6.1 cfs. J-R ENGINEERING Page 4 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 1 conveyed storm pipe to Pond A for detention and water quality. According to the master drainage plan the fully developed 100-year release rate for sub -basin 352.1 is 9.8 cfs and 18.4 cfs for sub -basin 352.2. ' Sub -basin MA 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 52.413. These flows will be conveyed via ' storm pipe to Pond A for detention and water quality. According to the master drainage plan the fully developed 100-year release rate for this sub -basin is 4.6 cfs. Existing Offsite Sub -Basins: The site has four existing onsite drainage basins which were all analyzed in the master drainage plan. ' Sub -basins 221.3 and 352.3 total about 0.8 acres and are located in the central portion of the property. Flows are conveyed via overland flow to Greenfields Drive where it then travels south via curb and gutter to two quadruple type 16 combination on -grade inlets located on Greenfields Drive at design points 21.3 and 52.3. These flows will be conveyed ' via storm pipe to Pond A for detention and water quality. According to the master drainage plan the fully developed 100-year release rate for sub -basin 221.3 is 3.8 cfs and 4.5 cfs for sub -basin 352.3. Sub -basins 221.5 totals about 1.2 acres and is located south of the property in the ' ultimate condition. Runoff from this basin is collected in the gutters of East Vine Drive and conveyed east to a type 16 combination on -grade inlet (design points 21.5). These flows will then be conveyed via storm pipe to Pond B. According to the master drainage plan the ' fully developed 100-year release rate for this sub -basin is 11.2 cfs. ' Sub -basin 359, totaling about 2.5 acres, is located in the southwestern portion of the site. The runoff from sub -basin 359 is conveyed via overland flow to East Vine Drive where it then flows west to design point 59 and is collected by a quadruple type 16 on -grade ' combination inlet. These flows will then be conveyed via storm pipe to Pond A for detention and water quality. According to the master drainage plan the fully developed 100- year release rate for this sub -basin is 11.2 cfs. DEVELOPED SUB -BASINS ' The proposed developed condition sub -basins have been designed to mimic the existing basins' runoff patterns. The .following describes the proposed conditions on -site drainage basins. The ' J-R ENGINEERING Page 5 proposed concept for the development of the Trail Head Cottage Neighborhood site involves routing developed condition flows to the existing offsite detention ponds which were originally sized to handle the developed runoff from Tracts F & G. LID site enhancements within Tract G will treat the site runoff from Tract G at the source before allowing the runoff to be conveyed to the existing detention pond A. Refer to the "Proposed Drainage Plan" in the appendix for review. Proposed Onsite Sub -Basins: This site has twenty four proposed onsite drainage sub -basins. Sub -basin A consists of 0.23 acres on the northern portion of the subject property west of Greenfields Drive. Runoff from this basin is minimal due to an impervious percentage of 18%. This basin will flow onto the property to the north where it will continue to sheet flow west ultimately to the quadruple type 16 combination on -grade inlet on Wagon Trail Road. Sub -basin B consists of 0.25 acres on the west portion of the subject property west of Greenfields Drive. This basin consists of roofs and tree lawn running along the east side of Wagon Trail Road. Flows are conveyed via overland flow to Wagon Trail Road where it then travels south and north via curb and gutter to two triple type 16 combination on -grade inlets located on Green Lake Drive at design point 3. These flows will be conveyed via storm pipe to Pond A for detention and water quality. Sub -basin C consists of 0.79 acres on the north portion of the subject property west of Greenfields Drive. Runoff from the proposed homes and driveways travels west along the private drive before entering a chase drain which conveys runoff on to Green Lake Drive where runoff is combined with sub -basin E runoff. These flows will be conveyed via storm pipe to Pond A for detention and water quality. Sub -basin D consists of 0.45 acres on the east portion of the subject property west of Greenfields Drive. This basin consists of roofs and tree lawn running along the west side of Greenfields Drive. Flows are conveyed via overland flow to Greenfields Drive where it then travels south via curb and gutter to a type 16 combination on -grade inlet located on Greenfields Drive at design point 7. These flows will be conveyed via storm pipe to Pond A for detention and water quality. Sub -basin E I 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. M) J-R ENGINEERING Page 6 ' Sub -basin E2 consists of 0.44 acres running south of the crown along Green Lake Drive west of Greenfields Drive. Runoff from the proposed homes and surface of Green Lake ' flows west along curb and gutter on the south of the street before being intercepted by a curb inlet located at design point 2.1. These flows will be conveyed via storm pipe south to design point 10 and continue to the LID isolator rows for water quality. Following LID ' treatment these flows will be conveyed via storm pipe to design point 10.1 and Pond A for detention and additional water quality. Sub -basin F consists of 1.01 acres in the central portion of the subject property west of Greenfields Drive. Runoff from the proposed homes and open area travels southwest along ' an LID rain garden to design point 4. These flows will be conveyed via storm pipe to design point 10.1 and ultimately to Pond A for detention and additional water quality. ' Sub -basin G consists of 1.06 acres on the southern portion of the subject property west of Greenfields Drive. Runoff from the proposed homes and driveways travels south and ' west along the private drive before entering a inlet at design point 5 which conveys runoff to the LID isolator row. Following LID treatment these flows will be conveyed via storm tpipe 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. ' J•R ENGINEERING Page 7 Sub -basin K consists of 0.05 acres on the northwest portion of the subject property east of Greenfields Drive. Runoff from this basin is minimal due to an impervious percentage of 39%. Runoff from this sub -basin will drain on to Greenfields Drive and to the north. Sub -basin L is comprised of 1.30 acres on the north portion of the subject property east of Greenfields Drive. Runoff from the proposed homes and driveways travels east and then south along the private drive before entering a chase drain at design point 18 which conveys runoff on to Green Lake Drive where runoff is combined with sub -basin Q runoff. These flows will be collected at the proposed inlets at design point 19 and piped to Pond B for detention and water quality. Sub -basin M consists of 0.26 acres on the northeast portion of the subject property east of Greenfields Drive. Runoff from this basin is minimal due to an impervious percentage of 40%. The runoff from these basins is conveyed via overland flow and gutter flow north along Camp Fire Drive to design point 20 where a quadruple type 16 combination sump inlet will collect and convey runoff to Pond B. Sub -basin N consists of 0.45 acres on the west portion of the subject property east of Greenfields Drive. This basin consists of roofs and tree lawn running along the east side of Greenfields Drive. Flows are conveyed via overland flow to Greenfields Drive where it then travels south via curb and gutter to a type 16 combination on -grade inlet located on Greenfields Drive at design point 6. These flows will be conveyed via storm pipe to Pond A for detention and water quality. Sub -basin O consists of 0.62 acres in the central portion of the subject property east of Greenfields Drive. Runoff from the proposed homes and open area travels southeast along an Swale at design point I I 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 Q I 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. J-R ENGINEERING Page 8 Sub -basin Q2 consists of 0.39 acres running south of the crown along Green Lake Drive ' east of Greenfields Drive. Runoff from the proposed homes and surface of Green Lake flows east along curb and gutter on the south side of the street before being collected at ' the proposed curb inlet at design point 19.1 and piped to Pond B for detention and water quality. ' Sub -basin R is comprised of 0.26 acres on the southwest portion of the subject property east of Greenfields Drive. Runoff from the proposed homes and driveways travels south ' along the private drive before entering a curb opening at design point 13 which conveys runoff to a Swale located within sub -basin U and to an area inlet at design point 14. These flows will ultimately be conveyed to Pond B for detention and additional water quality. Sub -basin S consists of 0.48 acres in the central portion of the subject property east of Greenfields Drive. Runoff from the proposed homes and open area travels southeast along a swale and be conveyed to an area inlet at design point 12. These flows will be conveyed via storm pipe to Pond B for detention and additional water quality. Sub -basin T is comprised of 0.23 acres on the southeast portion of the subject property east of Greenfields Drive. Runoff from the proposed homes and driveways travels south along the private drive before entering a curb opening at design point 15 which conveys runoff to the area inlet located at design point 16 within sub -basin V. These flows will ultimately be conveyed to Pond B for detention and additional water quality. Sub -basin U consists of 0.30 acres in the southwest portion of the subject property west of Greenfields Drive. Runoff from the surrounding sub -basins is combined with runoff from the landscaped areas within sub -basin U to be collected are the area inlet at design point 14. These flows will be conveyed east via storm pipe to design point 17.1 and ultimately to Pond B for detention and additional water quality. ' Sub -basin V consists of 0.23 acres in the southeast portion of the subject property west of Greenfields Drive. Runoff from the surrounding sub -basins is combined with runoff from ' the landscaped areas within sub -basin V to be treated in the area inlet at design point 16. These flows will be conveyed east via storm pipe to design point 17.1 and ultimately to Pond B for detention and additional water quality. ' Existing Offsite Sub -Basins: This site has five existing basins which have runoff that impacts the onsite drainage system. All five of these basins have runoff which is conveyed through the proposed storm system via storm inlets. ' Sub -basin EX I consists of 0.44 acres and is described in the existing basin section under sub -basin 352.3. Runoff from this basin will be captured at design point 7 by a sump curb ' J-R ENGINEERING Page 9 inlet and piped west through the site and ultimately to Pond A for detention and additional water quality. Sub -basin EX2 consists of 0.38 acres and is described in the existing basin section under sub -basin 221.3. Runoff from this basin will be captured at design point 6 by a sump curb inlet and piped west through the site and ultimately to Pond A for detention and additional water quality. Sub -basin EX3 consists of 0.19 acres and is described in the existing basin section under sub -basin 221.4. Runoff from this basin will be captured at design point 20 by a sump curb inlet and piped east through the site and ultimately to Pond B for detention and additional water quality. Sub -basin EX4 consists of 1.10 acres and is described in the existing basin section under sub -basin 221.5. Runoff from this basin will be captured at design point 17 by a flow by curb inlet which will be installed with the east vine drive ultimate roadway installation. Runoff collected and piped east through the site and ultimately to Pond B for detention and additional water quality. Sub -basin EX5 consists of 0.43 acres and is described in the existing basin section under sub -basin 352.4. J•R ENGINEERING Page 10 ' 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) (FCSDDCC M) and the Urban Drainage Flood Control District's (UDFCD) Drainage Criteria Manual (USDCM) Volumes I, 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-I I 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. ' J•R ENGINEERING Page II 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. J•R ENGINEERING ' Page 12 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. J•R ENGINEERING Page 13 REFERENCES I. Urban Storm Drainage Criteria Manual (Volumes I and 2), Urban Drainage and Flood Control District, 2001. 2. Urban Storm Drainage Criteria Manual (Volumes 3), Urban Drainage and Flood Control District, 2015. 3. City of Fort Collins Landscape Design Guidelines for Stormwater and Detention Facilities, November 5, 2009, BHA Design, Inc. with City of Fort Collins Utility Services. 4. Fort Collins Stormwater Criteria Manual, City of Fort Collins, Colorado, as adopted by Ordinance No. 174, 2011, and referenced in Section 26-500 (c) of the City of Fort Collins Municipal Code. S. Larimer. County Urban Area Street Standards, Adopted January 2, 2001, Repealed and Reenacted, Effective October I, 2002, Repealed and Reenacted, Effective April I, 2007. 6. "Hydrologic Group Rating for Larimer County Area, Colorado", USDA -Natural Resources Conservation Service, National Cooperative Soil Survey. Web Soil Survey URL: http://websoilsurvey.nres.usda.gov. [July 21, 2010] 7. "Drainage and Erosion Control report for the Trail Head Property", JR Engineering, October 13, 2004. Page 14 J•R ENGINEERING ' APPENDIX A SITE & SOIL DESCRIPTIONS AND CHARACTERISTICS J•R ENGINEERING 0 TRAIL HEAD COTTAGE NEIGHBORHOOD DRAINAGE AND EROSION CONTROL REPORT 1 O O O C� E VINE DRl VZ- VICINITY MAP SCALE : 1"=300` i h I /�,- i�, i E VINL UK/ I/t-- ' Project No. 39145.51 FIGURE 1- VICINITY MAP Collins 5 Lgr�mer qnd �H'eld Cgnq! Larimer County Unincorporated Areas 080101 8 City of Fort Collins 080102 CITY OF FORT COLLINS LARIMER COUNTY VINE DRIVE 2 LIMIT OF DETAILED STUDY 4970 COUR�A96,0 GLENLYON COURT GLENBARR COUR T BURLINGTON NORTHERN RAILROAD v + 9 City of Fort Collins 080102 O� Cooper, Cooper ELGI 4 City of Fort Collin 080102 Larimer CELTIC WATERGLEN 4976 GARDENWALL COURT 73 O FENW9STREET �J = p GLEN M v p,966 0 m RAN ZONE X SCODRS EOORE AD' G) 4963 z LOCHSIDE m DRIVE GLENLOCH COURT__ JOINS PANEL 0984 498000m E Larimer County 499000m E Unincorporated Areas 080101 NOTE: MAP AREA SHOWN ON THIS PANEL IS LOCATED WITHIN TOWNSHIP 7 NORTH, RANGE 68 WEST, AND TOWNSHIP 8 NORTH, RANGE 68 WEST MAP SCALE 1" = 500' 0 500 1000 FEET METE 0 150 300 PANEL 0982F IRM )OD INSURANCE RATE MAP PRIMER COUNTY, )LORADO 'D INCORPORATED AREAS EL 982 OF 1420 MAP INDEX FOR FIRM PANEL LAYOUT) MUNITY NUMBER PANEL SUFFIX COLLINS, CITY OF 080102 0982 F IER COUNTY 080101 0982 F to User: The Map Number shown below I be used when placing map orders; the iunity Number shown above should be on insurance applications for the subject MAP NUMBER ° 08069CO982F EFFECTIVE DATE DECEMBER 19, 2006 Emergency Management Agency This is an official copy of a portion of the above referenced flood map. it was extracted using F-MIT On -Line. This map does not reflect changes or amendments which may have been made subsequent to the date on the title block. For the latest product information about National Flood Insurance Program flood maps check the FEMA Flood Map Store at w ms 9 a gov s Hydrologic Soil Group—Larimer County Area, Colorado s $ g b 1 VO° 355T N 1 1 1 1 1 1 ' 40° 3544'N memo mea+o msm neano. memo 3 Map Smle: 1:1,070 if pdnled on A poNad (8.5' x 11") sheeL ' N Metes 0 15 30 W 90 Fed 0 50 100 200 300 Map projection; Web Meloaror CIX cooidinates: WCv84 Edge Um: lRM Zone 13N WCv584 ' usDA Natural Resources Web Soil Survey 2111111111111 Conservation Service National Cooperative Soil Survey memo 3 8/22/2017 Page 1 of 4 90° 35'4i'N ■■■.(|��tlt!lLOCEEEEO§� \ ,Ize§;e,K,fz,l,,,§,! -- 0 ■& �I0 ■ _ : { (!/ e ! \ \ \ � »!0 22 a2 ;7lm! 0 0 !N \B!!¥ w j ` §s \i)\ }\ `; \0 acn C'a' @ :!, ` r 0 a `| �} \i ! ;a- /tk|} . o �( ;«!# -n 0C �o �(0} 0 -} 3 !! [w I,o 75 3 \ y||0; J' '- ) }§«;& )%! } \;»! }\� ( ƒ\ }E \, Fr _}I)k /`k - / }� ) (3a! \ } (( (k(&| 0 _ /} ;/ |i)i; | \' (\\/ (� ) ]f\\ f ) om °� § )�}�0 m o ��M 6 k|]« ` _ { ; ;\§%(§ § /}\\ ��/\ ~0 m , 0 ; } `� \ k }\ \� k\\@ { `°° �ai3 ® ' 0@0= ! \ � 2 0 � , � 0 ' ' Hydrologic Soil Group—Larimer County Area, Colorado ' 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% ' USDA Natural Resources Web Soil Survey 8/22/2017 Conservation Service National Cooperative Soil Survey Page 3 of 4 Hydrologic Soil Group—Larimer County Area, Colorado 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 usoA Natural Resources Web Soil Survey 8/22/2017 Conservation Service National Cooperative Soil Survey Page 4 of 4 > AWN MUM MM4 wl i M ■■■■§|fit|ZZ1�)EEELEEEE _ \_,,e,�§,/ B`§>k!`a°ewe 3 �\ �\ 0 \� ■{ \nnnn :!I} T�7fa ;¥|E`a° �0�} \ } \ »!E« 4| �« , �, ,>,e� °®0 §! °' 7 awl. G& :! ;! ®!!}! _0 ` E®}r/ , ¥ J}!; 0. !:] §me 0 - E }4!# °§ \\ �� _}\}} /({ )\ \/} cn 0 �} �_[(/ § |(} I,. 2 -j}}fl _ _ ,. ;ee ƒ , [ ! /m0 ! \ | \ /\ )k _\§§� ®�In ( § - ( 0wZ3 \ f} -- 5= ® W. �`\! ° ) )$ ¥I �§ !, § / }\}ƒ ( \\ \ ! \§W M } ; f!$m \ k}\{\ \ \ /\k\ \ \ § (( ( } {f4[; » { ; \;0 ° 3�0 ° m �0oc6 ƒ ) 4\0 { ! \ ;wo \,{� e � � z 3 � � a z ' Hydrologic Soil Group—Larimer County Area, Colorado 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. USDA Natural Resources Web Soil Survey 8/22/2011 i Conservation Service National Cooperative Soil Survey Page 3 of 4 Custom Soil Resource Report 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 Btl - 4 to 9 inches: clay loam Bt2 - 9 to 16 inches: clay loam Bkl - 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 1 1 13 iCustom Soil Resource Report 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 t 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: 14 Custom Soil Resource Report 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 (noninigated): 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 15 APPENDIX B HYDROLOGIC CALCULATIONS ' J•R ENGINEERING 1 4 n"-s O p � a z ' n o e N E 4 � u � O O O O O O OY O O O O O O O Y O O O O r r O O O O O O � r P S w O u T b O O b u fn 0 0 0 0 0 0 0� o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O v x ^D a O p p . 0 0 0 a ... 0p 0 0 o O o o O � Vi y. P O p.. 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N n WT l0 m VI r 1. N N VI n VI b Y1 r r V m M m W W W CO 0000000o0o00000000 0 00 0 0 0 o 0 e aR ZR ae 9 d ZQ= FO 0 0 O l7 u u u u u u u u u u u u u u u u u u u u u u u u u u u u u o = = o N ¢ m 0 m m M d N b b N O 0 O b 0 V N m 0 0b N W d M O InN M a V m d m O m It m 0= N 0 N 0 n 0 V 0 n 0 Q 0 O .4 O .y N 0 'i 0 N 0 O 0 In 0 0 IQ 0 N 0 m 0 m 0 0 0 N o 0 0 0 0 0 .i O ¢ m u O wLL7 z O a� �r> m >N w N w m x Q x V x m a � an W vLfi N H m N 61 p > > W E Z m m Z C 2 � A u LL d u L f^ a Z LA.O v G Z oC O v G LL ZO HWWC H L H N m C Y Y N N ^ O rl N rl O N m 10 3 N -O 11 C > > � o a a o 3 o c � o m— m a a G N O > !- ° 0 L N Z U m N � ry a O! a 21 c O O O C O G O O O O O i L L � N O N C � N N m J [ C vE� w > c m N .E E o E a o .o N o o . o ui ° m E is nm ° m m o 11 w• x `. w E U1 0« .r E I O C o o V ♦ H rV � 1 C N y N T 0 0 °O 1D E I C Uo } U > > N L n N H t°D 2? 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(SP) Moi j l8adls'010 LL (SID) 0 ry m m e o 0 vi rri ri rd O 'L 1 (4/UI N N N N N N N N m N o m N m m ry b m a in �n G (oy) yip e m m m 0 IN10 o ni b 0 rry N b 0 a 0 o 6 F O ~ OI 01 OI N N O N O O O N 1l1 N (UIW) JJ O O O M T M M m m N N m m (SIO)o ry 0 O 0 I� 0 n 0 n 0 h 0 b 0 N 0 N 0 O O e 0 NMI) N m N T b N a Io N u+ m N T a !V in m r m m m o m o m N ui m N W (Ov) v.:)O M M O ry C N O N O N O N C O O O O In O M O ti O O n O b O O m O w (UIW)'1 O N b tD V1 n vl M M vt V� Vf G W M O N M 01 Vl N O b O O O m C '�ao� Jjouny Ln 0 n 0 n 0 n 0 m 0 �n 0 m 0 M 0 m 0 m 0 m 0 m 0 G M N e N N e O (,v) eajv 0 0 0 0 c o 0 0 pI ulseg O d p > > x w x luiod u8is80 N w C N en LL N 0 LL 0 K C z H H N C Q w � ^ a ° c 3 0 0 a c a 0 w n a g w a_ (sa4ou!) az!5 ad!d n (%)ado! (sp) mold ad!d'ar�O Pv) vo r W � (%)ado! r N (sp) Mo!d laaJls'p o (sp) o ^ m z I14N!) 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(Sp) mo!j 1aal1s'0 LL (SM 70m N N LL O z (j4/u!I '1 Q a rc J N N r Pv) v Q 0 ~ O O (ulw) .1 ti (Sp) 13 Q G N b ri n O h O� LL N b O Z w (ulw) � e vi G c -j4ao:) goun-d o (°V) eai o mQ d! u!seg w w lu!od u8!Sad '1 w BASIN SUMMARY TABLE Tributary Sub -basin Area (acres) Percent Impervious C2 Cio0 t� (min) Q2 (cfs) Q100 (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 0 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 0.6Im U 0.30 12% 0.30 0.38 13.2 0.2 v 0.23 20% 0.36 0.45 13.0 0.2 EX1 0.44 80% 0.80 1.00 5.3 1.0 EX2 0.43 81% 0.80 1.01 5.3 1.0 EX3 0.19 79% 0.80 0.99 5.0 0.4 EX4 1.10 85% 0.84 1.05 6.5 2.4 EX5 0.43 63% 0.68 0.84 5.0 0.8 X:\3910000.all\3914551\Excel\Drainage\3914551 Drainage_ Calcs_v2.05.xlsm Page 2 of 4 2/13/2018 APPENDIX C HYDRAULIC CALCULATIONS J•R ENGINEERING STORMCAD MODEL & RESULTS ' J•R ENGINEERING II m U II II II I 1 I 1 t V r U U I A O N T b rn v •D W lD m _ W VJ O N W M? 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P' a v v" T" P" v' � P" P' v" P" P' T" c' cl T" m .hp M V O M N N lN(. N P O .D .D g^ m rr s a rn o. o. m o• o. m m rn o• m o• w �- L m -J O -+ N M P ID M1 O + N M P lD 0M1 a. • •pp-qq• m 6 m to m m 0� 00 m N� qqo� (•O+ �•ppp• (•pOrp m V V V V l l V I1 V V V l,J V� V V V UCD V8®8 5855555 N faV' v V V V m 0i U) N N� in ID u°i UPI W WpO o oop O p p p o 0 0 0 0 o p o O O P N ID N 0 N N I Q U O O p O O O O O O O O O L� Z O 'ui P7 P P P P DOS P Y Y7 Y P Y Y Y O V C C� W B. IQ IQ N v M ID O I O r P s C n-1�P-h h h h n n n n n c w J ^YP h N O P P P P N D P n n h h n Q� C P P P P P P 9 Vq Ov YP P P P Y O Y'�f Y'Y O P O W N M P iD p Pn CC n n n n n n n n P' P P PY P P Pc P P <' a -a s � O.O 6 0 0 0 O O O O O O Vv ^ J o0— LL Ou h h h h h h h h P P P P P P P P P P� W " I SIG No Text (L) uoMngl No Text 0 :R88S9RSSSSR88S SR888SR88SSR88S S.'.888� P8 €............... ........._...........:., (a) � W. I I eiw.uon (rt) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . & 8 m R 9 8 U 0 a 0 env 3 0- 3 R S$ R 8 8 81. o.R 8$$ R 8$ R 8$ 8$ . .. ,. Q s 0 a�a ..v... m�mo;�aCa: aP N: �......, ................. 9 STREET CAPACITY & INLET CALCULATIONS ' J•R ENGINEERING Praiser Idlat ID: ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) I Gadfirs, Maximum Allowable 01d0 tar Samoa Bemnd Curb T—.= 50 SAP Slow aehnd CUM(ia blank 101 no Cenveydntt Geed behind di Srui= B02B S, en 0012 and 0020) MannmBa Roughness tleMnd CUM ltyp✓women sav 0020 tlmpht of CUM at Cutler Flow Line h1r na = a ]5 motes Didande M1em CUM Fete to Street Crown Tonaw 18 6 R tiller Ali W= 117 R Street Tdn.. Slow S+' 0020 RM -'tiler Crowe Slope (typ¢BIh 2 mot�s.12a mares m 0083 RM) Sow= o me Rill Saeel Longitudinal Slope- Enter 0 for Bump mndll.a So= Owe Rill Memmmp'a Roughness im States Seeped (Mpmelly damaged 0.012 and 0 020) ns•rd.*' 0.013 Minor Storm Me storm Max Allowable Spread let Minor S Mean Star. T— hi 18S R Max Allowable Depth at Sugar Fbwlmm e tar Minor S Major Smm d. 48 49 Id. Ilw, Flow Death of Seael Crown (IeeVe blank for no) tlmck • yes MINOR STORM Allowable Capaolty is based an Depth Criterion Minor Slmm Major Slorm MAJOR STORM Allowable Capi cRy Is based on Order Criterion Oxanx • B.B RA Cts Minor .,arm mea. albwabb tap rmy GOOD -greeter rhan the deal, Row given on beer Intel Mmagement' Maor stand maxallowable ca act GOOD greater than the design flow Ivan on she., Mena a ant' 3914551 LID -Inlet v4.05.xli SuMvialk Chase Drain C1 2/13/20118, 912'AM Project. Inlet ID: ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storrn) rR...d.. R..rrLr.a [at.n. 1— M..rmnm Almwr.nt. Ft.w 171w.1h a.d S. dl Splewalk Chase Of i L aro6^ Me blim.,11.1 ManmumallowaMe=1 for Spread Behind Curb Tam•= 50 fl Side slope aehmd Cut loan, blank for no Wnveyanee aeon)) gene.curb) Sale= a,o2D nun Manning 5 Roughossr Sprint Cum typically between 0012 and 0.020) am 0 020 Helpht at Curb al Gullet Flow Line Mcwre` L)S Inc)ree Dislane from Curb fare to Street Cmein Twovm` 10.8 fl Gutter W.Ih W= 14 fl Street Tmnev. Sbpe %= D020 file Gutter Cross Sbpshno.1ly gunpoint wet 24 in[hae or o 003 bill Sw= ODg0 Street Lingltudinsl Slope- Enter 0 for sump condition So = 0.000 m Manning' a Roughness for Street Season (typeally bemen 0012 and 0020) sr 0.013 Minor Storm MW, Storm Max Allowable Spread for Minor A Ma)a Storm T. = 1e 0 1s 0 It Allmamle Depth al Guitar Flbxllne for Minor S Maim Storm a.` 48 4 g in[bes lbw Flow Depth al Saturn Crain leave blank for n01 .— - blank yes MINOR STORM AlloweMe Cpndity le Weed on Depth Criterion Minor Storm Malor Storm MAJOR STORM Allovuble Capacity ie bned on DapN Cdledim O.m. is B.8 gA aM M.I 0r etorni men allpwahltr cnpaclfyGOOD- preabrthan the art flow I-n air shear Into, M.... maanl' Ma m storm inax allowable ca nclly GOOD ..far than the deal n finw Ivnn an sham 'War Management 3914551 UO-Inlet v4D5,xIsm . Sidewalk Chase Drain LI 21112018. 9'. 12 AM Project: Inlet IM ALLOWABLE CAPACITY FOR ONE 1ALF OF STREET (Minor & Major Storm) renma nv e.n.n.w eMrom rnr mamum eH—baxi elm-nnnfh ana snmam DP-2 Curb In1e1 1 GutterGames" Enter data In Me blue Coast Masimun, Allowable Width he Spread Behind CUM TI-cx• t05 X Stle Slope Behintl CUM therm blank for no mrneyance creditbehintl curUl gNLX• 0020 raft Manning's Roughness Behind Curb lypiwlly beWean 0 012 and 0.020) noon ` 0.020 Heal of Curb at Goner Flow Llne Hcuns•Inches Dieters Iron, Curb Face to Street Cie. Tom. uder Wdln W- 200 R Street Trappers, Slope Sir 0.020 b/X Gutter Cr0ss Slope(typically 2 inches man24 inches or 0083"1 $w• 0.083 Rdt Street Longlludlnal Slope- Enter O for sump condNon so • 0014. flM Manning's Roughness for SlreedSecrmn typically between 0012 and 0.020) irsund, 0.013 Minor Srolm Mepr Storm ex Allowable Spread for Minor S Major Sloan T— • 180 led a sr Anderable Depth at Cutler Flpwkne for Minor B Mapr Senn d-w • 60 85 mMes Ipv Flow Depth et Slreel Crewn Ikave blank Mr.1 f GreLX • yea INOR STORM Allowam Caprcky he based on Spread CMsmM Minor Storm Mepr Storm JOR STORM Allowable Capacity le based 4n Spread CrXerlon 0.... a 18R 1r.3 cars Mlnor su mi max. allewace capacity G000 - greats Man the design now given on abM'Inlet Management' Na ar.Mrm mds. allowable capil GOOD - grant Man Me deM n flow Mrst. on Mandt'in]. Mma a am' 3914551 UDPlntel bal rdem. DP-2 Curb Intel 211312018, 9.12 AM INLET ON A CONTINUOUS GRADE Version 4.05 Released March 2017 —Lo (C)q H-Curb H-Vert Wo W Lip (G) in al Inlet�enon nnsmn I Ueer-Defined Combmeaon Type Depraeelan latltlltlonel la continuous Butler tlepreaslon'a7 erwju Numbel of Units in the Inlet (Grate or Curb Opening, No In of a Single Unit Inlet (Grate or Curb Opening) L, of a Unll Grate laannot be greater than W, Guher Widlh) % prig Factor for a Single Unit Grate (typical min value = 0 5) GG Inlet Interception Capacity 0 Inlet Ce,ry Pvar Flow 10ow bypeadrg InIe9 0, 3914551 UD-Intel va.05 xtlem, DP-2 Curb Intel 211 W2018. 9. 12 AM ' Project: ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) IR... d nn F.mn.r.A rrlr.a, rer Mnrlmnm sunwehlo Rnw Di and snmwm Maipmum Allowable Wore for Spread Relimd CUM Tina' 12 & IJe Slope Behind Gut (leave Wilk for he comeyanw c refil behind curb) saax • 0 oz. MI Manning'8 Roughness Behind Curb Ilypmery reenter 0012 and 0.020) wv 0020 Anighl of DUN at Gunder Flow Line doer, • 8 00 Inches )imanw from Cut Face to Street Crown Tree. 180 R alter Wglh w• 2W e Mhou TMMMMNa Slope S•' 0020 .M afterC.Slope pyprally 2nwhea over 24mtlresor 0003 bar Sw• 0083 m 3bael Lwgdudinel Slope Enter OfolwmpwlMton So• 00t8 8/8 anning'e Roughnessfor Share Sachem (typiwlty between 0012 and 0 020) nn 0. 113 Minor Slams Me rstrm Max Allowable Spread for Minor &Major Storm T. 18.0 Igo d Max Arranaole Depth at Order FMwlme for Minor &Major Slorm dean • 80 88 Inohee Allow Flow Depth al Slnel Crown (leave blank for he) r" I check M. MINOR STORM Allowable Capacity le based oa Spread Criterion Mlnw SNrm Major Slmm MAJOR STOR M Allowable Capri la based on Spread Criterion ow..• 20A 20.i eh Minos storm mar allnwanlC capacity GOOD - 'retire, In— Ihn Eeeipn Ilow plven On ah.'InIM M......ml' 3914551 13Ddn181 A D5.ART. DIP-2 1 Curb Inlet 2I135!018. 9 12 AM INLET ON A CONTINUOUS GRADE Version 4.05 Releaaetl March 2017 r—LO (C)—rt H-Curb H-Vert Wo W L0(G) Dollish t ype of Inlet T,, Local Deposition la00itlonel to conllnuove putter repression' a niu;el• slat Number of Units in the lnlel(Grate or Curb Opening) No• Lenglh of a Smgle Unit Inlet lGnle or CurbOpemng) L„• Mefih of a Um Grate (cannot be greater than W. Gutter Wa id W. • C1..gre, Facer for a Snob Unu Grate (hall ram value • 0 51 CrG • 11c,ern. Fatter for a S,able,Ural CmbChinese thi ram va1ue•01) C.C• MINOR MAJOR Ihi If 0 ueanpene m CneNallon m 2.0 3 3.00 2110 0.50 050 0.10 010 Street N Eraulic :OH- Q • Alto w da5 C MINOR MAJOR Total Inlet lnumapbon Capacity O• 0.6 3.3 01a oullnlet Carry -Over Flow lge-bypaaabp inI.0 Oa• 0.0 0.2 tfa Capture Percenuge•OfQ• C%• 100 95 % 3914551 UD-Inlet wf 05.albm. DP-2.1 Curb Inlet 2MM018, 9.12 AM Project: Inlet 1O: 11 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) 11 'mrten Geomnry (Enlar d,di in Me Mw calls) taxwum Allowable W alh IM S,.d Gerund Cut Ida SION award Cut leave blank Mr no mnveyence went tal OIt) lammdga Roughness Santa Cut pypdally between 0 012 and 0.020) lelght of Curb at Gutter Flow Lb. InanW torn Curb Face Io Slmwt Crown lunar Wmin meet Tranwerse Slope Wowr Craw Slope pypmMlp 2.,ches Or 24 1. Or 0.083 AM) Greet Loo,11 W ISA Slope - Enter 0 for sump condalon lannet. Roughness for Sbeet Secllon ogns elty between 0012 antl 0.020) lav Allowable Sp aed 0, Mnwr 8 Map Slone lax AlbNeble Depth el Gutter I'lcwbne ter War 8 Melnr Storm Ilow Flow Depth at Street Crown (leave blank for not IINOR STORM Allowable C.... it, Ic loaned on Depth Criterion IAJOR STORM Allowable Capacity is based on Depth CtlMrion Fm Inn Md.wabla ca".dy GOOD -.realer than In. dea.pn It.. bear storm max allowable capacity GOOD . greener Man Are dilw9n flow smin p FOM. Tucx• 05 e Sucx• 0.020 flM nun.• 0.020 Ncunn'Inures Tbud—• 18.0 fl W• 200 fl Gx • 0 020 AM Sw• LOBO ftM So • 1 100 fl!b .R oOt3 Minor Storm Manor Storm Tau• 180 160 A Ow.' 80 1 85 Inches Minor Storm Manor Stand Ox.R.• T.1 162 ch .h.,Inlet Men... Inert' added 1.1.1 Man.gemunl 3914551 UNI-Ast "05. alsm, DP-19 Curb Inlet 2113I2018:. 9',12 AM INLET ON A CONTINUOUS GRADE Version 4.05 Released Mal c1, 201" �Lo (C)� H-Curb H-Vert W. W o (G) n Information flig uu of lnlel UcarvDefineo Combinatlon T Pe CBpre691on IMEIUpIIBI Ie Con1111Y0W QY11el CBpreaelYn'9n -L., Number of Units m the (mat (Grate or Cut Opening) No h of Single Unit Inlet (Grate or Curb Claiming) L„ of a Unll GRfe Iwnnot he greater than W, 6eHer Wtllnl W. nng FaUm Ipr a Single Unit Grate (typical min value = 0.5) GG Inlet Interception Capacity 0 Inlet Carry-0ver Flow mow bypassung Inlet) C6 n percame, - QUQU = C!4 3914551 UD-Inlet v4.05.xlsm, OP-19 Curb Inlet D10201 B. 9-.12 AM Project: Inlet 10: V ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) leased on Ra..ated Crltada for Maslmum Allowable Flow Doom and Sort Maximum Allowable Worn for Spread Behind Curb Twca• t05 11 Side Slope Behind Cab Ikeve blank for no wnveyanpe credit behind curb) Barra • 0 ago XM Mannmc B ps RoupM1nesenmd Curs lNprpally between O.Ot2and00201 Mu 0020 Margret tr CuN 0 Gui Flow Lme 14wn• 600 InUan Distance from Curs Frei to Slow Crown Tcaovx' 18.o X Guitar Wage W • Lon X Street TRneVe9e Slope Sa • 0 020 Nfl Gullet Cords Slope Irani2 models over 2e Inohes or 0.083"1 So. 0 093 NX Street Longdudlnel Slope- Enter 0 for sump pOnasall Sn. 0027 MI Mannmp's Roughness for Street Setlron loan IN between 0012 and 0.020) hamaere 0.013 Mirror Starr Ma or Storm Max allowabM SpreM for Minor S Motor Smrm Twa • H 101 m. Allpwa . Depth at Guter Fnwhrle for Mmm A Mel, Storm gw. • so 85 Inched flow Flow Geplh at Street Com n peave blank Im not r r <M1ers - y.a MINOR STORM Allowable Capacity is bnatl on Deals Coleman MNor. Storm Melor Storm OR STORM Allowable Capadly Ia beeetl on Spread Criems. O,rw. • 22:fl 26d o1s Minor storm max allowable capacity GOOD -greater than the matter flow given on sheet'Inlet PalmeriMalor storm maxallowable ca ai GOOD - onater than the carries flow alven on flown inlet Manamanni ' 3114551 UDAnMI M 05.xlsm, 119.1 Curb Intel Vl MC18. 9:12 AM INLET ON A CONTINUOUS GRADE Version 4.05 Released March 2017 r—Lot ICI HCurb H-Vey Wit W Lo (G) in of lnlel�allon lleoub Useo-Deflned Cpmbina(Ion TYDe DepR%Nn (additional w BenflnYeY. BUIIef depreaelon P) Biucu Nmvher of Unite In The Inlet IGode or Curb Openm9) No it of Slin,le Unit Intel (Grate or Curb Opening) to of a Unit Gels Icannol W greater then W, Guest "in) W= unit Facmr In, s S.n,le Und Grate (Np,cs only, value = 0.51 C.G Inlet Interception Capacity 0 Inlet Carr,-0var Flow (flow, bypassed Inlet) 0e re Parcenta, = 0J0o' C% 3914551 UO-Inlet v4.05sW... DP-191 Curb Inlet 2n 3f2018. 9. 12 AM Protect Inlet lD 11 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) ,.no, Solingen Enur Eeu In this, blue collet fanmum Allowable Wage for SpreaO Bil Curb ,de St., Ra lnO Curb beve blank Im no ommo nce Rain benn0 whl femmug's Roughness, Behind Curb typically between 0 012 and 0 0201 ielen o1 Curb al Sutler Flow Line namoce from Curb Fete Ib Sharp Crown miter Wain .real Ramvemse Slope miter Cross Slope IToimlly 2 Inches over 24 moles or 0 063 Xmf lrerl Longi udmal Store - Enter 0 for sump condition IannmO a RHHow rs fer State, Secmwn Ilypimpy between 0 012 form 0 020) AIIpWeOlg Speed for Minor $ Major Storm Allowable Depth al Geller Flowers for Minor 3 Mapr Sturm • boxes am not apphoapto Ia SUMP mmotion. iR STORM Allowable Capacity is Wild on Depth Criterion )R STORM Allowable Wpaclry m based on Dorm Crltarlon lieW leel TeK.e 100 fl SMc.' 0.020 flIX oeeg.' 0.020 4)5 homey HHcvne' T,..— 150 X W= 200 X S.' nW Xm S.- " . 0M nm s..r 0013 Minor Storm Mafor Stom Tw.' 150 150 X d.= 46 60 Inchae Minor Stom Mfopm Storm S.s' 9UMP SUMP pst 3914551 UD-Inlel v4 05 aim. OP-20 Curb Intel 31272018. 9 10 AM INLET IN A SUMP OR SAG LOCATION Version 4.05 Released March 2017 — Lo(C) — + H -Curo H.Vad + W. WP IoiC, �anon flood Use, Denied Combmeson J of lniel yw T w• ocal Oapresewn (etldlLonel b Pont...Buner depesei0n'a' Irom shovel aav ` lumbar M Unit Infele (Gmle or Cut Donning) No = Jaler Depth al FkwIIM (auleXb pl ocal tlelNe6elo01 Pending Down = Inb IMametlon .'in of a Unit Gala 4lGl = Also of a Unit Gone M. .red Opening Relit for a Goes fryplca values 0 15 0 90) 0.a. (logging Factor for a Singh Grace(lypnxl value 050 070) Ci(G) oela Wen Ccetgpenl (Mp¢al value 215. 3 601 C. (G) led, Orifice Coelficiem(typical value 060 000) C.(G) curb Owning IMounnown origin of a Unit Curb Owning L. (C1 (night of Voccal Cut Owning in Inches H— leghl of Curb Onfic, Throal , Inches How .role of Those pee USDCM Figure ST5) Twle ode Wtlp for OeWesson Pen (Wiscoly the guner width of 2 (act, We longing Factor for a Single Cut Opening Mpical value 0101 Ci (C) ut Owning Mir OwR ntItypsal value 23-3.7) C. (C) :ut Owning OMice Condiment 11yonal vaiu90fi0 070) C. (C) ow Head Performance Reduction 1Celculatell reptn for Grace Midwidth do_ spun for Cut Opening Weir Epualion d,,,, .ombinabon Inlet Performance Reduction Factor for Lang Inlets RFia .i_ :ut Owning Performance Real Factor Im Long male RF,_ sled Inlet Pisformence Reduction Factor la Long Inlets RFuw• 'Gull Inlet Interception Capacity (assumes clogged condition) Q. ° ,Im G,Paclly IS GOOD for Mine, and Malin slrnmsr-O PEnm O.�.0 sp.io User -Defined Combination z o0 2 48 1 60 00 3 00 0W ow o50 000 067 MIWR al 3.00 e.5o 5.25 0.0o 2.10 o m 010 3.70 065 MINOR MAJOR 0.390 0.5M 0.23 1 0,33 0% 091 1 00 100 0.59 0 ]1 chas Mies - Ossnow OepNs as set fact inches Inches degrees ast 3914551 UO-Inlet A 05 Asm. OP-20 Curb Inlet 3Yd)2019, 910 AM ITH111.3 I ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) II if Owmew IEnter deo In the moe Cenel um Avowable whom for spread Behind Curb T.r, = 1s o n Siow Behind Cum pease bum m to' no coayance cooed behind cold) s„c, = 0 0z0 tun nng's Rougmew Behind Curb llyPreby bobmen 0012am 00201 corr, Ono it of Curb at Gutter Flow Line Rcsen= 8.00 inches nce from Curb Face to Street Chown Tics.- 25.0 n r"th w= 200 n I Trenewrse slow S.' 0.020 nm rC.Smw j"noilly 21nches cee, 24 mchoa or 0.083 inn) Sw= 00&0 am I Longitmmel Slope Enter obreumpconi So. 0.000 nm ing's Roughness for Street Section (tyPlrnlly between 0012 and 0020) "11 DOt3 Minor Storm Meld Storm Allowable Spread fer Minor & Major Storm Two • 25 0 25 0 n Allowable Depth el Gutter Foretold for Minor&Major Storm de- 1 60 1 9.6 inches k bOrm am not applicable In SUMP conditions I r IR STORM Admissible Cawciry le Weetl on Depth Criterion Minor Storm Mae Storm OR STORM eliminated Capacity is beam on Oapm Chad.. 0.w.. 9UMP 9UMP ., 3914551 UO-Inbt WO5. xlsm. DP-7 Curb lnbt 2AX2018. 912,': INLET IN A SUMP OR SAG LOCATION Versed 4.05 Released March 2017 r— Le (C) H-Corp H-VeT Wo WP w —� rn Information Ilnoutl User Gained Combination of also Gepresean poodwill to conlmu... 9utier papbseeian'a' Iran aboval ter of Unit Inlets (Grate or Cup, Opening) r Depth at Retie a (outsole of kcal depreasmont i lnformallpn In of a Unit Graft of Unit Grate Opening Ratio for a G.I. (Typical IU.. 015.0,90) ling Factor far a Single Grate (typical value 0.50 - 0 70) Weir Coefficient trywal value 2 15- 3 00) Orlfcs Coefficient (typical value 080 0801 Opening Information h of a UnH CUT Opening nil of Vertical Cure Opening in Inches it of CurbOdOcs TbrOeun Inches of Throe) (see USOCM Figure ST 5) Aidlh for Depression Pan (typically the gutter width of 2fast) ,In, Factor Iw a Single Curb Coming(Npicai clue 010) Opening Mir Coefficient (typical value 2.3.3 y) opening OnOca eoeMcienl lrypicel value 0 60 - 0701 Head Performance Reduction (Calculated r it Grate Midwidm e for Curb Opening Wee Ecummon rmetion Inlet performance Reduction Factor lot Long Inlets Opening Performance Reduction Factor for Long Inlets it Intel Performance Reduction Faclm for Long Inlets Inlet Interception Capacity (assumes clogged condition) apacity IS GOOD for Minor ind Mel., Storm.p0 PEAK) Type' N.• Pending De L. (G) We` A' C, (G) C. (G) C, (G) L�(C)• 1.' Hinrr Theta• Wn' C. (C) C. P Ce(C)• dc:.. ` a— RF=w.sw' RF— RF­ ueenoelmenUmnevoli- 2 Oa 2 60 T5 go g 0gg005 oft) 300 0.81 Rd MINOR MAJOR 050D 0.626 0.33 046 071 065 100 100 071 088 "Ous one. Override Depth. I. feet eeI heres nomas tegreee 3914551 UO-Idle( v405.open, DP4 Curb lot 21132018.912 AM Prolact: Inlet 10: R ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor 8r Major Storm) 11 Gutter G met, (Enter date In the bids ci Maximum Allowable VAi for Spread Behind Curb Tal I S 0 tl Safe Slope period Curb(leave blank Inv no conveyance aeall brand uttl Sam.= uW0 8/8 Mon.,, e Roughness Rehmd Curb unusually panel 0 012 And 0 0201 d.xa 0 020 Hurl or Curb at Ginter Flow Une H-se' 600 made. Delanw from Cut Fain to Street Crown Trimue' 250 b Gutter Width W' 2.00 0 Street Trunevnse Slope Sx= 0,020 flla Gutter CmM Slope (typically 2 Inches over 24 Inches or 0.00 NII) Sw' 0.083 Na Street Longitudinal Slaps- Enter 0 for sump obtained Sd= 0.0pp I5fl Morning's Rougher ee for Street Sexual resume, answer, a 012 and 0.020) na = 0.013 Minor Slam Motor Storm Max Allowable Spread for Minor A Mai Storm Tax' 250 250 II Max. Allowable Caere at Curer Flowime for Minor A Malor Storm amx = B 0 96 mares Check boxes ere not applicable in SUMP conditions r MINOR STORM Allowable Capacity Is based on Depth Cathode Minor Storm Mapr Slone MAJOR STORM Allowable Causally is based an Sears Criterion Ol 9UMP 9UMP she 1 3914511 UDdnkt_".15 ART, Dl Cut Intel 2113=18, 9'.12 At.! INLET IN A SUMP OR SAG LOCATION V,,on 405 Released March 2017 —Ld (C)— H CVrb M-Ven e \ WP A n lnfQ,oIIon nnoan uearoannea comooneine of Intel T,W Caprease.(seasonal 1...a... guner dapreworn Imm eWvel cv' lar of Und Inlels Cone, or Curb Opening) No = Cash al Flwllne (..Me.11.1 dePressorl Parallel; Des, lMdrmaeon h of a Und Coal of. UnllGrele We' Opening Rallo for a God. 0ypcal values 0 15-0.90) A• , - IpIB Factor for a SinBk Grate IMOIcaI value 0 50 0701 G (G) _ WMr Coedbent a, plml value 2.15 3 W) C. IG) _ Ounce, Coef mnl overall value 0600501 Ce tG)_ Opening Wastes. in of a Unit Cut Openng L. (C) II of Vedlcal Curb OpemnB In Inches H_,,' It of Curb One. Threats, Inches H,,_ I of Tnroal lase USOOM Figure ST51 Theta = Wear for Conversion Pen (typlredy Itle guner andlh of 2 feel Wo' png Fxtor for a Singla Cure Openng (Nplml .1. 010) C. (C) _ Opening Warr CueRaant IgPlml value 2 33 T) C. (C) _ CpenlnB Onflee Cue l Krell (typical value 0.60 - 0 70) Ce (C) ` Head Pedormmce Reduction MillcUlatedl i for Call MIdwMIh dour = I for Curb Case., Was Epu non dr„a. _ Marlon InW PedWnurrR Retluthon FeGor for Long Inlets RF— Opening Perlormarne Radewlean Facor for Long Inlets RF, in all Padomlanm Reeuchon Feder IOr Long Inlets R Inlet Interception Capacity (assumes clogged condition) C, ` Capacity IS GOOD far Minor and Malor 5lormel+0 PEap 0,�.. ,+eoo„eo = user -Defined Centered.. 200 1 50 )5 3 00 2 00 090 0 50 0.50 3 00 067 3 00 8.50 5 25 ON o0 2 10 010 010 3 TO 0 55 0.500 0.525 033 048 011 055 00 00 071 1 a." E32^ nches Override Decline bet eel eel nches noses 5egreas eel 3R14551 UD-Inbt W.05.1dsm. OP6 Cut Intel 21132018. 9 12 AM O a o 0 0 0 0 (eh) Appedeo Capacity(cfs) N P m m O O O O O O O O APPENDIX D PREVIOUS DRAINAGE REPORT ' J•R ENGINEERING DRAINAGE AND EROSION CONTROL REPORT Trail Head Property Prepared for: Trail Head Partners, LLC Mr. Ken Crumb, Manager P.O. Box 337600 Greeley, Colorado 80633 (970)304-1392 Prepared by: JR Engineering 2620 E. Prospect Road, Suite 190 Fort Collins, Colorado 80525 (970) 491-9888 October 13, 2004 J•R ENGINEERING A Westrian Company 2620 Fast Prospect Road, Suite 190, Fort Collins, CO 80525 970491-9888 • Fax: 970491-9984 • ww jrengineering.com CERTIFICATION I hereby certify that this report for the final drainage design of Trail Head Subdivision was prepared under my direct supervision in accordance with the provisions of the City of Fort Collins Stormwater Uti lity STORM DRAINAGE DESIGN CRITERIA AND CONSTRUCTION STANDARDS for the owners thereof. 0 �G/STF9 VO',�y�pMESyq! .FO ti O,o = o_ Respectfully Submitted, it 37953 ; ; o�ss�ONALG\�� Timothy J. Halopo Colorado Professional Engineer No. 37953 For and On Behalf of JR Engineering CONTENTS 1-Introduction 1 1.1 Project Description, 1.2 Existing Site Characteristics 1.3 Purpose and Scope of Report 1.4 Design Criteria 1.5 Master Drainage Basin 2-Historic Drainage 2 3-Developed Drainage 3 3.1 Method 3.2 General Flow Routing 3.3 Proposed Drainage Plan 3.4 Hydrol. Anal. of Prop. Drainage Conditions 4-Hydraulic Analysis 4 4.1 Allowable Street Capacity 4.2 Inlet Sizing 4.3 Stormwater System 4.4 Pond Description 5-ModSWMM 5 6-Erosion Control 6 6.1 Erosion and Sediment Control Measures 6.2 Dust Abatement 6.3 Tracking Mud on City Streets 6.4 Maintenance 6.5 Permanent Stabilization 7-References % Appendices lei Map and Figures 0 Storm Pipe and Swale Calculations E Pond Sizing Calcs with ModSWMM , Riprap & Erosion Control Calculations &OST EST. Reference Reports H K ■ N i Q ■ T ■ W Z �j o step- K 1 1. INTRODUCTION 1.1 Project Description Trail Head Property is located in the Southeast One -Quarter and the Northeast One -Quarter of Section 4, Township 7 North, Range 68 West of the Sixth Principal Meridian, in the City of Fort Collins, Larimer County, Colorado. The Trail Head Property is bounded on the south by East Vine Drive, on the east by Waterglen, P.U.D. and on the northwest by the Colorado and Southern (C & S) Railroad. A location map is provided in Appendix A. 1.2 Existing Site Characteristics The project site includes approximately 88.8 acres of land. The majority of the Trail Head Property is covered with native grasses. The southwest side of the property is currently being farmed with alfalfa. The soils in the area are reported in the Soil Survey of Larimer County Area, Colorado and are identified as being predominately Fort Collins Loams (soil number 35), Nunn Clay Loams (soil number 73) and Santana Loams (soil number 95). These soils belong to the hydrologic groups B and C and are known to have slight to moderate erosive characteristics and slow to moderate runoff characteristics. Please refer to Appendix A for specifics on each soil. East Vine Drive is an existing two-lane road and is anticipated to be improved to a four -lane arterial street in the near future. JR Engineering is currently designing an ultimate layout for the portion of East Vine Drive directly south of the site from Elgin Court to about 1000 feet west of the Trail Head Property boundary. This ultimate design is considered in the design of Trai I Head Property. 1.3 Purpose and Scope of Report This report defines the proposed drainage and erosion control plan for Trail Head Property. The plan includes consideration of all on -site and if applicable, tributary off -site runoff. The plan addresses the hydrologic ramifications associated with the development of the Trail Head Property and identifies the proposed storm facilities that will allow this project to develop without impacting downstream properties. Drainage and Erosion Control Report Page 1 Trail Head Property October 13, 2004 I 1.4 Design Criteria This report was prepared to meet or exceed the submittal requirements established in the City of Fort Collins' "Storm Drainage Design Criteria and Construction Standards" (SDDCCS), dated May 1984 and revised in January 1997. Where applicable, the criteria established in the "Urban Storm Drainage Criteria Manual" (UDFCD) dated 1984, developed by the Denver Regional Council of Governments has been utilized. The rainfall criteria used was the April 1999 amended criteria. ' 1.5 Due to the grading constraints of this site, we are requesting a variance to the City of Fort Collins standard of minimum 4:1 side slopes. We are proposing 3:1 side slopes in Swales A and B located on the northeast side of the property. This slope is on private property, is not in any ROW and will not pose any safety hazards. According to the Ground Engineering Consultants "Preliminary Geotechnical Recommendations and Preliminary Pavement Design Proposed Trail Head Development" dated December 8, 2003, slopes of 3:1 are stable and acceptable. Please refer to Appendix G for an excerpt from this report. It is important to note that all proposed detention pond side slopes are at a minimum of 4:1. By using a 3:1 side slope, we are able to maximize the space being used without posing a safety hazard. Master Drainage Basin Trail Head Property lies in the Boxelder Creek/Cooper Slough Basin. The master study for this area is the "Technical Documentation for the Hydrologic Modeling of the Boxelder Creek/Cooper Slough Basin, Volume I" by Anderson Consulting Engineers, Inc., 2002, henceforth referred to as the master drainage plan in this report. Another applicable report is the "Final Drainage and Erosion Control Report Waterglen, P.U.D." by JR Engineering, dated August 11, 1997. Trail Head Property is located in the master plan basin number 15, and in portions.of_14 and 16. The existing drainage patterns for this site, as identified in the master drainage plan, are incorrect (refer to Figure B.2 in Appendix H). Two discrepancies were noted. Basin 16 does not drain southwest to Basin I 1 but drains south to Basin 10. Basin 15 drains north via the Larimer and Weld Canal to Basin 14. Therefore, in order to determine the correct 2-yr historic storm event, the historic flows for this site were reanalyzed in this report. ' Drainage and Erosion Control Report Page 2 Trail Head Property October 13, 2004 ' 2. HISTORIC (EXISTING) DRAINAGE For this analysis, based on existing topography, the Trail Head Property was divided into three historic drainage, basins, H-14, H-15 and H-16 (refer to Figure 1). The Rational Method was then used to determine the 2-year and 100-year historic flows for each basin. Basin H-14 consists of 17.5 acres and is located in the southeast portion of the site. This basin corresponds with the southwestern portion of master drainage basin 14. Flows in this basin consist of on -site flows via overland flow in a southeasterly direction to design point 14 located in the southeastern corner of the basin at slopes that range from 0.5 to 5.8 percent. Once these flows leave the Trail Head Property, they are conveyed easterly via gutter flow along the north side of East Vine Drive into a natural grass swale that flows into a sump inlet which discharges into a detention pond on the Waterglen, P.U.D. The Rational Method determined the 2-yi- and 100-yr historic flows to be 5.9 cfs and 26.5 cfs, respectively. Basin H-15 consists of 47.9 acres and is located in the northeastern portion of the site. This basin corresponds to master drainage basin 15. However, flows in this basin first drain southwest at slopes ranging from 0.2 to 1.9 percent to the Larimer and Weld Canal, where they then drain east and north to design point 15 located in the upper northeast comer of the basin. The Rational Method determined the 2-yr and 100-yr flows for this basin to be 10.7 cfs and 47.5 cfs, respectively. The Waterglen P.U.D. combined these two basins as offsite basin OS-2 and sized the detention pond in the Waterglen P.U.D. to include the flow from this combined basin as offsite flows of 7.41 cfs. Therefore, when releasing from our pond to the Waterglen P.U.D., we will maintain a release rate of 7.41 cfs or less. Basin H-16, located in the southwestem portion of the site, consists of 27.4 acres and corresponds with basin 16 in the master drainage plan. Flows from this basin travel southwest at slopes of 0.3 to 2.9 percent to an old wooden culvert and RCP. These flows travel under East Vine Drive and the railroad tracks to historic master basin 10located on the Whitham Property. The Rational Method determined the 2-yr and 100-yr flows for this basin to be 9.5 cfs and 41.3 cfs, respectively. Drainage and Erosion Control Report Page 3 Trail Head Property October 13, 2004 r 02=10.7 CFS �0100=47.5 CF 'Iry NZ 7.4 .20 �- 1 f l 02=9.5 cS .. 0100=41.3 CFS ® ® ® ® ® ® ® ® ®® ® r 47.9 .20 49 o / / t<l �// (Q2=5.9 CFS ( 17.5 .20 4A�� 100=26.5 CFS 14 LEGEND DRAINAGE BASIN BOUNDARY 101 BASIN IDENTIFICATION MAJOR EXISTING CONTOUR 1.0 .80 RUNOFF COEFFICIENT MINOR EXISTING CONTOUR AREA IN ACRES PROPERTY BOUNDARY 10 DESIGN POINT — — — — — — — OVERLAND FLOW Q2= Q100= 400 200 0 CHANNELIZED FLOW 2-YR HISTORIC STORM 100-YR HISTORIC STORM FLOW DIRECTION 400 SCALE: 1 " = 400' HISTORIC BASINS TRAIL HEAD PROPERTY JOB NO. 39145.11 OCTOBER, 2003 SHEET 1 OF 1 J•R ENGINEERING 800 A subsidiary ofWaWn 262D East Rasped Prod Siffi 19D• Fort Oft OD wo 97D-O-M•Fax 9M-4%-M•xwmjagwiq= 3. LOCAL DEVELOPED DRAINAGE DESIGN 3.1 Method The Rational Method was used to determine the 2-year and 100-year flows forthe sub -basins indicated in this drainage report. Drainage facilities were designed to convey the 100-year peak flows. In most instances the flows were routed according to their time of concentration so that the calculations in Appendix E will not just be adding maximum flows to each inlet. They will be shown as the peak flow through that pipe with the routed flows. The hydrologic calculations are found in Appendix B of this report. 3.2 General Flow Routing The Boxelder Creek/Cooper Slough Master Plan basin delineation has been maintained as much as possible such that flows are directed to the northeast, southeast and southwest corners of Trail Head Property. 3.3 Proposed Drainage Plan A qualitative summary of the drainage patterns within each sub -basin and at each design point is provided in the following paragraphs. Certain sub -basins are combined for discussion purposes where practicable, and discussed relative to the design point to which the sub -basins drain. Discussions of the detailed design methodologies for the drainage facilities identified in this section are included in the following sections. Please refer to the drainage plan included with this report for basin locations. Sub -basins 101-106, totaling about 7.5 acres, are located in the northern portion of the Trail Head property. Planning for this area predicts single-family development. The runoff from Sub -basins 101 and 102 will be conveyed via overland flow to Greenfields Street and gutter flow to design points 1 and 2, respectively. The runoff from Sub -basins 104 and 105 will be conveyed via overland flow to Camp Fire Drive and gutter flow to design points 4 and 5, respectively. The runoff from Sub -basins 103 and 106 will be conveyed via overland flow to Greenfields Street and gutter flow to design points 3 and 6, respectively. Sump inlets located at design points 1 and 6 will intercept runoff from Sub -basins 101, 102, 103, 104, 105 and 106. These flows will be conveyed into a swale (design point 7), which will also collect and convey flows from Sub -basin 107 towards Pond B. Drainage and Erosion Control Report Page 4 Trail Head Property October 13.2004 Runoff from Sub -basins 208-209, located in the eastern most portion of the site, will be conveyed via overland and Swale flow to a flared end section located at design point 9. Runoff from sub -basin 210 will sheet and flow via trickle pan to a single type c area inlet. These flows will then be piped to detention Pond B (design point 26). Sub -basins 2d8-210 are planned to contain single-family development and total about 5.7 acres. Sub -basins 211-213, totaling about 5.0 acres, are planned to be single family and are located in the northeastern portion of the property. The runoff from these basins is conveyed via overland flow and gutter flow along Ridge Runner Drive, Camp Fire Drive and Wagon Trail Road to design point 13 where it will be captured by an on -grade, quadruple type 16 inlet. Runoff from Sub -basins 214 is conveyed via overland flow to Wagon Trail Road and gutter flow along Camp Fire Drive to design points 14 where a quadruple type 16 combination on - grade inlet will collect and convey flows to Pond B. This sub -basin totals about 1.0 acres and is planned for single-family development. Runoff from Sub -basins 215-217, located in the mid -east portion of the property, is conveyed via overland flow to Greenfields Street, Ridge Runner Road and Yule Trail Drive and gutter flow south and east to design points 15, 16 and 17, respectively. These basins are planned for single-family development and total about 3.3 acres Runoff from Sub -basins 218-219, located in the mid -east portion of the property, combines with flows from sub -basins 215-217 and is conveyed via overland flow to Ridge Runner Drive and gutter flow south and east on Yule Trail Drive to design point 19 where an on - grade, quadruple type 16 combination inlet will collect and convey flows to Pond B. These basins are planned for single-family development and total about 1.2 acres. Sub -basin 220, totaling about 0.7 acres and located in the mid-eastem portion of the site is planned to contain multi -family development. The runoff from this basin sheet flows to the gutters of Yule Trail Drive where it travels east to design point 20 where a quadruple type 16 combination on -grade inlet will collect and convey flows to Pond B. I Drainage and Erosion Control Report Page 5 Trail Head Property I October 13, 2004 ' Sub -basin 221.1, totaling about 4.6 acres and located in the mid -east portion of the property, is planned 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. Sub -basins 221.2 and 226, totaling about 2.1 acres and located in the mid -east portion of the property, are planned to contain multi -family development. The runoff from these basins is conveyed via overland flow and gutter flow north along Camp Fire Drive to design points 21.2 and 26 where two quadruple type 16 combination sump inlets will collect and convey flows to Pond B. This sump will also collect carry over flows from design points 13, 19,20 and 23 inlets. Runoff from Sub -basins 222- 223, located in the southeastern portion of the site and totaling about 1.4 acres, is conveyed via overland flow to Camp Fire Drive and gutter flow south to design point 23 where a quadruple type 16 combination on -grade inlet will collect and convey flows to Pond B. These basins are planned for single-family development. Sub -basin 224 totals about 0.4 acres and is located at the Bear River Court cul-de-sac. Runoff from this basin is collected in the gutters of Bear River Court and is conveyed to a single type 16 sump inlet and then by storm pipe to Pond B. Sub -basins 221.4 and 225 totals about 0.7 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 quadruple type 16 combination on -grade inlets (design points 21.4 and 25). These flows will then be conveyed via storm pipe to Pond B, which encompasses sub - basin 227 and contains about 3.5 acres. Please refer to Section 4.4 for a description of Pond B. Runoff from Sub -basins 328-330, located in the mid -west portion of the property and totaling about 3.6 acres, is conveyed via overland flows to Wagon Trail Road and gutter flow west and south to a triple type 16 combination on -grade inlet at design point 30. These flows will then be conveyed via storm pipe to Pond A for detention and water quality. These sub - basins are planned to contain single-family development. Drainage and Erosion Control Report Page 6 Trail Head Property October 13, 2004 Flows from Sub -basins 358 and 331 are conveyed to design point 31 via overland and gutter flow south along Wagon Trail Road to a quadruple type 16 combination on -grade inlet. These flows will then be conveyed via storm pipe to Pond A for detention and water quality. Sub -basins 358 and 331 are planned for single-family development and total about 2.8 acres. This inlet will also collect carry-over flow from design point 30's inlet. Runoff from Sub -basins 332 and 333 are conveyed via overland flow to Glacier Creek Drive and gutter flow west to design point 33. These flows will then be conveyed via gutter flow south along Three Forks Drive to a sump inlet (design point 36). Sub -basins 332 and 333 total about 2.5 acres, are located in the southwestern portion of the site and are planned for single-family development. Sub -basin 334 is located in the southwestern portion of the site and contains about 1.4 acres. Flows are conveyed via a swale to Glacier Creek Drive where gutter then carries flow to design point 34. These flows will then be conveyed via gutter flow south along Three Forks Drive to a sump inlet (design point 36). This basin is planned for single-family development. Sub -basins 335-336 totals about 1.1 acres, is located in the southwestem most portion of the property and is planned for single-family development. Flows are conveyed via overland flow to Lower Loop Drive and gutter flow to a sump inlet located on Three Forks Drive at design point 36. The inlet located at design point 36 will also collect carry over flows from inlets 31,45 and 51.2. These flows will be conveyed via storm pipe to Pond A for detention and water quality. Sub -basins 337-339 and 344.1total about 3.8 acres and are located in the mid -west portion of the site and are planned for single-family (337-338) and multi -family (339 and 344.1) development. Flows are conveyed via overland flow to Greenfields Street, Trading Post Road and Yule Trail Drive and gutter flow south and west to triple type 16 combination on - grade inlets (design point 44.1A and 44.1B) located on Roaring Creek Drive. These flows will then be conveyed via storm pipe to Pond A for detention and water quality. Runoff from Sub -basins 340-341 located in the northern portion of the property and totaling about 2.7 acres, is conveyed via overland flows to Wagon Trail Road and gutter flow west Drainage and Erosion Control Report Page 7 Trail Head Property October 13. 2004 and south to a triple type 16 combination on -grade inlet at design point 41 on Wagon Trail Road. These flows will then be conveyed via storm pipe to Pond A for detention and water quality. These sub -basins are planned to contain mostly multi -family development. Sub -basins 342, 343, 344.2 and 345 total about 6.5 acres and are located in the center of the property. Flows are conveyed via overland flow to Yule Trail Drive, Roaring Creek Drive and Wagon Trail Road, and gutter flow to a quadruple type 16 combination on -grade inlet located on Wagon Trail Road at design point 45. This inlet will collect cant' -over flows from inlets located at design points 41, 44.1A and 44AB. Sub -basins 342 and 343 are _ planned for single-family development. Sub -basins 344.2 and 345 are planned for multi- family and commercial development. These flows will be conveyed via storm pipe to Pond A for detention and water quality. Runoff from Sub -basins 346 and 347 are conveyed via overland flow to Glacier Creek Drive and gutter flow west to a quadruple type 16 sump inlet at design point 47 on Three Forks Drive. Sub -basins 346 and 347 total about 1.5 acres, are located in the southwestern portion of the site and are planned for single-family development. The inlet located at design point 47 will also collect carry over flows from inlets 45 and 51.1. Runoff from Sub -basins 348 and 349 are also conveyed via overland flow to an alley and gutter flow to a quadruple type 16 combination sump inlet (design point 47) on Lower Loop Drive. These flows will then be conveyed via storm pipe to Pond A for detention and water quality. Sub -basins 345 and 346 total about 1.2 acres, are located in the southwestern portion of the site and are planned for single-family development. Sub -basins 350, 351.1 and 351.2 total about 2.6 acres and are located in the southwestern portion of the property. Flows are conveyed via overland flow to Green Lake Drive and gutter flow to triple type 16 combination inlets located on Three Forks Drive at design point 51.1 and 51.2. These sub -basins are planned for single-family development. These flows will be conveyed via storm pipe to Pond A for detention and water quality. Sub -basin 352.1 and 352.2 total about 6.6 acres and is located in the south-central portion of the property. Flows are conveyed via overland flow to two type C area inlets. These two Drainage and Erosion Control Report Page 8 Trail Head Property October 13, 2004 sub -basins are planned for multi -family development. These flows will be conveyed storm pipe to Pond A for detention and water quality. Sub -basins 221.3 and 352.3 total about 0.8 acres and are located in the south-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. Sub -basin 352.4 totals about 0.5 acres and is located in the south-central 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 52AA and 52.4B. These flows will be conveyed via storm pipe to Pond A for detention and water quality. Sub -basins 353 and 354 total about 5.6 acres and are located in the southwestern portion of the property. Flows are conveyed via overland flow to Green Lake Drive and Three Forks Drive where it then flows south via gutter flow to a quadruple type 16 combination on -grade inlet at design point 54. These sub -basins are planned for single-family development. Sub -basin 355, totaling about 1.5 acres, is located in the northwestern portion of the site that sheet flows to Swale B and C and then flows into a single type C grated inlet at design point 55. These flows are then conveyed via stone pipe to Pond A for water quality and detention. Sub -basins 356 and 357, totaling about 2.6 acres, are located in the westernmost portion of the site that sheet flows to Swale D and then flows into a 42-inch pipe with headwall (design point 57). These flows are then conveyed to Pond A for water quality and detention. 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. ' Drainage and Erosion Control Report Page 9 Trail Head Property October 13.2004 Sub -basin 360, totaling about 2.6 acres, contains Pond A. Please refer to Section 4.4 for a description of Pond A. 3.4 Hydrologic Analysis of the Proposed Drainage Conditions The Rational Method was used to determine the 2-year and 100-year peak runoff values for each sub -basin. Runoff coefficients were assigned using Table 3-2 of the SDDCCS Manual. The Rational Method is given by: Q = CrCIA (1) where Q is the maximum rate of runoff in cfs, A is the total area of the basin in, acres, Ct is the storm frequency adjustment factor, C is the runoff coefficient, and I is the rainfall intensity in inches per hour for a storm duration equal to the time of concentration. The frequency adjustment factor, Ct, is 1.0 for the initial 2-year storm and 1.25 for the major 100- year storm. The runoff coefficient is dependent on land use or surface characteristics. The rainfall intensity is selected from Rainfall Intensity Duration Curves for the City of Fort Collins (Figure 3.1 of SDDCCS). In order to utilize the Rainfall Intensity Duration Curves, the time of concentration is required. The following equation is used to determine the time of concentration t, = Ill + It, (2) where t, is the time of concentration in minutes, ti is the initial or overland flow time in minutes, and 4 is the conveyance travel time in minutes. The initial or overland flow time is calculated with the SDDCCS Manual equation: ti = [ 1.87.(1.1 - CCr)Lo.5ws)0.33 (3) where L is the length of overland flow in feet (limited to a maximum of 500 feet), S is the average slope of the basin in percent, and C and Cr are as defined previously. In order to compute the peak Q at a junction where a confluence occurs, let QA, TA, IA correspond to the tributary area with the longer time of concentration, and QB, TB, 1B Drainage and Erosion Control Report Page 10 Trail Head Property October 13.2004 correspond to the tributary area with the shorter time of concentration and Qp, Tp, Ip correspond to the peak Q and time of concentration. If the tributary areas have the same time of concentration, the tributary Q's are added directly to obtain the combined peak Q. QP=QA+QB TP=TA=TB If the tributary areas have different times of concentration, the smaller of the tributary Q's must be corrected as follows: (1) The usual case is where the tributary area with the longer time of concentration has the larger Q. In this case, the smaller Q is corrected by a ratio of the intensities and added to the larger Q to obtain the combined peak Q. The tabling is then continued downstream using the longer time of concentration. QP = QA + QB * IA/IB TP = TA (2) In some cases, the tributary area with the shorter time of concentration has the larger Q. In this case, the smaller Q is corrected by a ratio of the times of concentration and added to the larger Q to obtain the combined peak Q. The tabling is then continued downstream using the shorter time of concentration. QP = QB + QA * TB/TA TP = TB All hydrologic calculations associated with the sub -basins shown on the attached drainage plan are included in Appendix B of this report. 4. HYDRAULIC ANALYSIS 4.1 Allowable Street Capacity The theoretical street and gutter capacity was calculated using Manning's equation for open I channel flow. Allowable gutter flows and maximum street capacities for both the initial and major storms were estimated and evaluated based on the specifications set forth in the I Drainage and Erosion Control Report Page 1 I Trail Head Property October 13, 2004 ' SDDCCS Manual. During the initial storm, runoff was not allowed to overtop either the curb or the street crown for local streets. During the major storm, the depth of water is restricted to the minimum of either the depth at the limits of the right-of-way or the maximum depth at the crown equal to six inches. The 2-year storm was used as the minor storm event and the 100-year storm was used as the major storm event for street capacity calculations. See the street capacity calculations in Appendix C and street capacity schematic 1-4 in the back pockets for more detailed information. 4.2 Inlet Sizing Most inlets were sized using the computer program UDINLET that was developed by James C. Y. Guo of the University of Colorado at Denver. However, UDINLET is used for inlets in streets. There were a couple of area inlets designed for this development that are not located in paved sections. These inlets were sized assuming the inlets act as orifices. The open area of the Type 13 grated inlet was calculated and a maximum head on the grate was found in order to determine the flows through the inlet. Computer output files for the inlet sizing are provided in Appendix D of this report. All inlets were designed to intercept the 100-year peak flows. All inlet locations are shown on the utility plans for the construction of this project. Inlet sizing calculations are located in Appendix D. 4.3 Storm Sewer System For the storm pipe design, the computer program StormCAD, developed by Haestad Methods, Inc. was used. The software uses the rational method to route flows through the pipe such that we do not assume that all inlets are peaking at the same time. The user inputs the area of the tributary basin and its respective coefficient of runoff as well as the time of concentration for the basin. The software is then given an IDF table to calculate flows and route the flows through the pipe network. StormCAD considers whether a storm pipe is under inlet or outlet control and if the flow is uniform, varied, or pressurized and applies the appropriate equations (Manning's, Kutter's, Hazen -Williams, etc). StormCAD also takes into account tailwater effects and hydraulic losses that are encountered in the storm structures. Drainage and Erosion Control Report Page 12 Trail Head Property October 13, 2004 StormCAD calculates the losses through an inlet or manhole by allowing the user to assign a coefficient for the equation, ht,= K*(V2/2g) Where hL = headloss K = headloss coefficient V = average velocity (ft/s) g = gravitational constant (32.2 ft/S2) The storm pipe design was performed for the complete construction of the Trail Head development and all calculations are provided in Appendix E of this report. 4.4 Pond Description There are two (2) ponds that are being proposed for Trail Head Property. All pond design was completed utilizing ModSwmm. Pond A is located in the southwestern portion of the development at the intersection of Three Forks Drive and Vine Drive. This pond is designed for water quality and detention. Pond A requires about 0.85 ac-ft of water quality capture volume and 9.80 ac-ft of detention for a total required volume of about 10.65 ac-ft. The outlet structure of Pond A is a water quality structure per UDFCD criteria. It is designed to ' release the 100-year event at or below 9.5 cfs for the 100-year event creating a 100-year water surface elevation of approximately 4969.90 feet. An 11-3/8" orifice plate on the 24- ' inch outlet pipe regulates the release rate. The flows will be released to an existing swale located on the Whitham Property directly to the south of the Trail Head Property. Pond B is located in the southeastern portion of the development and is also designed for water quality and detention. Pond B requires about 0.64 ac-ft of water quality capture volume and 7.70 ac-ft of detention for a total required volume of about 8.34 ac-ft. The flow released from this area is being reduced in the 2-year historic storm creating a 100-year water surface elevation of approximately 4964.90 feet and a discharge of 5.9 cfs during the major storm event. The outlet structure of Pond A is a water quality structure per UDFCD criteria. A 9-1/2" orifice plate on the 18-inch outlet pipe regulates the release rate. The flows will be released to an existing swale located on the Waterglenn Property directly to the east of the Trail Head Property. Drainage and Erosion Control Report Page 13 ' Trail Head Property Octobcr 13, 2004 Please refer to Appendix F for all pond calculations and the Drainage Acceptance Letter signed by the owner of the Whitham property. 5. ModSWMM The detention ponds at Trailhead have been designed for the 100-year storm event utilizing the ModSwmm program. The ModSwmm parameters generated for this site are based on the Rational Method basins that can be found in Appendix B. A correlation between the rational method_basins and the ModSwmm basins can be found in Appendix F. A schematic detailing the ModSwmm basins and conveyance elements can also be found in Appendix F. The results of this modeling determined the required detention volumes, the maximum release rates, and the orifice sizing for the outlets. It was determined that Pond A required a detention volume of about 9.80 ac-ft at a 100-yr water surface elevation of about 4969.90 feet. Pond A has a discharge rate of about 9.4 cfs through an orifice plate with an 11-3/8- inch diameter into the Whitham Property's existing swale. Pond B required about 7.70 ac-ft at a 100-yr water surface elevation of about 4964.90 feet. The maximum release rate for the 100-year event into the Waterglenn Swale is 5.8 cfs through an orifice plate with a diameter of 9-1/2 inches. All modeling and results can be found in Appendix F. Drainage and Erosion Control Report Page 14 Trail Head Property October 13, 2004 6. EROSION CONTROL 6.1 Erosion and Sediment Control Measures Erosion and sedimentation will be controlled on -site by use of silt fences, straw bale barriers, inlet protection, sediment traps, gravel construction entrances, and seeding and mulch. The measures are designed to limit the overall sediment yield increase due to construction as required by the City of Fort Collins. During overlot and final grading the soil will be roughened and furrowed perpendicular to the prevailing winds. Straw bale dikes will be placed along proposed swales. Erosion control effectiveness, rainfall performance calculations and a construction sequence (Standard Form C) are provided in Appendix G. All erosion control measures shall be installed per the construction sequence and shall remain until all construction is completed for each phase. The construction of the Trail Head development is scheduled to be broken into two phases. However, the grading operation will be accomplished in one mass grading effort. This will occur at the beginning of the project following demolition completion. The demolition portion of the project will take place in month one as denoted in the construction sequence bar graph located in Appendix G. Initially, before the grading operation takes place, clear and grub of the property shall take place. During this time, silt fencing, soil roughing, vehicle tracking control and water trucks shall be utilized. During the grading operation, once swales begin to take form, straw bales shall be placed as noted on the overall erosion control plan. Upon commencement of rough grading, approved seeding/mulching shall be planted in accordance with the approved landscape plan. This may occur as soon as the second month, as contractor sees fit, once certain areas are completely rough graded. As curb and gutter is built and inlets and storm structures are constructed, inlet protection and riprap pads shall be constructed as shown on the overall erosion control plan. Inlet protection may be removed once all improvements planned for that watershed are complete. Silt fence barriers and vehicle tracking devices may only be removed in and around the individual tracts that the developer has begun to sell. Drainage and Erosion Control Report Page 15 Trail Head Property October 13, 2W4 , 6.2 Dust Abatement During the performance of the work required by these specifications or any operations appurtenant thereto, whether on right-of-way provided by the City or elsewhere, the contractor shall furnish all labor, equipment, materials, and means required. The Contractor shall carry out proper efficient measures wherever and as necessary to reduce dust nuisance, and to prevent dust nuisance that has originated from his operations from damaging crops, orchards, cultivated fields, and dwellings, or causing nuisance to persons. The Contractor will be held liable for any damage resulting from dust originating from his operations under these specifications on right-of-way or elsewhere. Erosion control effectiveness, rainfall performance calculations and a construction schedule will be provided during final submittal. 6.3 Tracking Mud on City Streets It is unlawful to track or cause to be tracked mud or other debris onto city streets or rights -of - way unless so approved by the Director of Engineering in writing. Wherever construction vehicles access routes or intersect paved public roads, provisions must be made to minimize the transport of sediment (mud) by runoff or vehicles tracking onto the paved surface. Stabilized construction entrances are required per the detail shown on the Erosion Control Plan, with base material consisting of 6" coarse aggregate. The contractor will be responsible for clearing mud tracked onto city streets on a daily basis. 6.4 Maintenance All temporary and permanent erosion and sediment control practices must be maintained and repaired as needed to assure continued performance of their intended function. Straw bale dikes or silt fences will require periodic replacement. Sediment traps (behind straw bale barriers) shall be cleaned when accumulated sediments equal approximately one-half of trap storage capacity. Maintenance is the responsibility of the developer. 6.5 Permanent Stabilization A vegetative cover shall be established within one and one-half years on disturbed areas and soil stockpiles not otherwise permanently stabilized. Vegetation. shall not be considered established until a ground cover is achieved which is demonstrated to be mature enough to control soil erosion to the satisfaction of the City Inspector and to survive severe weather conditions. Drainage and Erosion Control Report Page 16 Trail Head Property October B, 2004 7. REFERENCES 1. City of Fort Collins, "Storm Drainage Design Criteria and Construction Standards" (SDDCCS), May 1984. 2. "Fechnical Documentation for the Hydrologic Modeling of the Boxelder Creek/Cooper Slough Basin, Volume 1", January 25, 2002, Anderson Consulting Engineers, Inc. 3. "Final Drainage and Erosion Control Report Waterglen, P.U.D.", August 11, 1997, JR Engineering. 4. Soil Survey of Larimer County Area, Colorado. United States Department of Agriculture Soil Conservation Service and Forest Service, 1980. 5. Urban Drainage and Flood Control District, "Urban Storm Drainage Criteria Manual', Volumes 1 and 2, dated June 2001, and Volume 3, dated September 1999. 6. "Preliminary Geotechnical Recommendations and Preliminary Pavement Design Proposed Trail Head Development", December 8, 2003, Ground Engineering Consultants Drainage and Erosion Control Report Page 17 Trail Head Property October 13, 2004 ' APPENDIX A MAPS AND FIGURES Drainage and Erosion Control Report October 13, 2004 Trail Head Property Appendices MOUNTAIN VISTA DRIVE VICINITY MAP N.T.S VICINITY MAP TRAIL HEAD PROPERTY JOB NO. 39145.11 OCTOBER 03, 2003 SHEET 1 OF 1 J•R ENGINEERING As dw..am 2620 EW Raped R304 &ft 19D•Fcl G&A CO U6 gm-4 --W. Far sx> dm aoae. Y.w.� DEVELOPED FLOWS Drainage and Erosion Control Report October 13, 2004 Trail Head Property Appendices DRAINAGE SUMMARY TABLE onion Pew Tr101Aar7 StA-Dastn Ana (80 C(2) C(10) C(100) W(2) On" tc 110) Wro W(IOD) (min) OTg10t (ds) O(ID)tot Ids) GOOD" (cb) DRAINAGE STRUCTURE ATEMARITS 1 101 0.58 029 0.29 0.37 10.8 10.8 10.3 0.36 0.61 1.59 2 102 1.42 0.50 0.50 0.52 9.1 9.1 7.6 1.63 2.79 7.52 1 101.102 1.99 WA WA WA 9A 9.1 7.8 1.93 3.30 8.73 CONFLUENCE W/ SUMP INLET 3 103 1.50 0.50 0.50 0.63 10.7 10.7 9.3 1.72 2.94 7.95 4 101 1 1.48 0.54 0.54 0.65 &7 1 8.7 7.3 1.89 3.22 1 8.78 4 1034104 3.06 WA WA WA 8.7 1 8.7 7.3 3.20 5.51 1 15.00 1 CONFLUENCE 5 105 0.91 0.61 0.61 an &S &S 6.5 1.31 2.23 625 0 103.104.ID5 3.97 WA I WA WA 8.7 8.7 7.3 4.50 7.83 21.03 CONFLUENCE 6 IDS 0,43 0.31 1 0.34 0.39 13.1 13.1 13.1 0,26 0.45 1.15 8 103....106 4.40 WA WA WA 0.7 6.7 7.3 4.76 8.13 21.67 CONFLUENCE WI SUMP INLET 7 107 I.IB 0.29 0.29 OX 9.5 9.5 9.0 0.77 1.32 344 8 206 1.36 0.32 0.32 0A0 12.9 129 12.9 0.88 1.51), 3.82 9 209 2.00 0.37 0:31- 0.47' 13.9 13.9 13.9 1.&1 1 2.48 828 9 208-M 3.36 WA WA WA 26.8 26.8 26,8 2.32 3.96 IGt0 CONTINUED STREAM0 10 210 2.16 0.42 0.42 M52 0.3 8.3 7.5 2.15 3.68 9.74 1 AREAINLET 11 211 1.82 0.64 0.64 0.80 7.7 7.7 6.3 2.86 4.88 13.3s 12 212 1.61 0.59 0.59 0.73 9.9 9.9 7.9 2.10 3.55 916 12 211-212 3.43 WA WA WA 17.7 17.7 142 4.95 5.48 23,32 CONTINUED STREAM 13 213 t.s7 062 0.62 0.78 9.0 90 7.4 2.26 3.87 10.59 13 211.213 4.99 WA WA WA 2&T 28.7 21.6 7.22 1233 33.91 CONTINUED STREAM O W/ OWGRADE INLET 14 214 1-02 059 059 0.74 7.0 7.0 6.2 1.63 2.01 9.61 16 216 1-31) 0.53 0.53 0.67 6.9 69 6.0 1.77 3.02 &D3 17 217 1.26 0.49 0,49 0.61 9.1 9.1 7.0 1.41 2,A4 6.62 17 21&217 2.56 WA WA WA 15.9 15.9 13.7 3.19 646 /465 CONTINUED STREAM Is 215 0.72 0-86 O.B6 I.OD 5.0 so 5.0 1.76 3.01 7.69 1s 215,J24217) 3.28 WA WA WA 15,9 15.9 13.7 All 7.37 19.09 CONFLUENCE 10 218 0.52 Des 0.65 0.95 BA 6.4 7.5 0.63 1.42 3.77 19 219 0.63 0.67 0.67 0.84 9.3 9,3 8.5 0.97 1.65 4.76 19 21"19 1.15 WA WA WA 17.7 17.7 14.0 LBO 3.07 8.56 CONTINUED STREAM O 19 215._.219 1.76 WA WA WA 15.9 15.9 13.7 6.93 10.13 28.25 CONFLUENCE 20 220 068 0.74 0.74 1.00 &4 &A 8.8 1.20 2.04 5.62 CONFLUENCE W/ ON -GRADE INLET 21.1 221.1 4.57 0.55 0.55 0.69 12.0 12.8 11.4 5.04 860 23.14 OWGRIIOE INLET 14 214,0 1.02 0.59 0,59 0.74 7.0 7.0 8.2 1.63 2.61 10.81 21.2 2212 1.S2 0.58 0.58 0.72 12.6 12.8 12.8 2.46 3.01 11.08 21.2 (214.221.2) 539 WA WA WA 7.0 7.0 62 3.75 5,07 19.33 CONFLUENCE WI SUMP INLET 21.3 221.3 0.38 0.06 0.86 1.00 50 5.0 50 0.93 1 1.59 3.76 ON -GRADE INLET 21.4 221.4 0.25 0.68 0.68 0.64 5.0 50 5.0 0.48 0.82 2.10 CN-GRADE INLET 27.5 221.5 1.24 0-83 0.83 1.00 6.3 8,3 9.5 2.46 4.21 11.23 ON -GRADE INLET NINE DRIVE) 22 222 0.82 0.63 0.63 0.79 7.8 7.8 5.7 1.26 2.15 6-70 23 223 0.58 0.54 0.64 0.79 7.9 7.9 6.3 0.89 1.62 4.10 23 222.223 1.39 WA WA WA 15.0 Is's 11.9 2.15 3.67 t0.29 CONTINUED STREAM O W/ON-GRADE INLET 24 224 0.40 D.71 0.71 088 5,0 6.0 5.0 0.80 1.36 3.40 SUMP 98.ET 25 225 OA2 0.62 0.62 0.78 5.3 5.3 5.0 0.72 1.23 3.25 ON-ORADE INLET 28 228. 0.58 0.63 0.63 0.78 so 5.0 5.0 1.13 1.78 5.70 SUMP INLET 27 227 3.51 029 D.29 0.34 13.1 13.1 13.1 1 1.92 1 3.20 &38 POND e n 728 2.36 0.56 0.58 0.70 i24 12A 104 2.70 4.62 12.69 29 329 0.40 0.67 0.67 0.83 16 5.6 5.0 0.72 1.24 3.32 29 328-329 2.76 WA WA WA 18.0 18.0 15.4 343 $As 16.01 CONTINUED STREAM 3D 330 0.07 0.64 0.64 0.60 10.5 10.5 8.6 1.20 208 SAS 30 32&210 3.63 WA WA WA 28.5. 46.4 39.4 4.63 7.9t 21.69 CONTINUED STREAM O W/ONGRADE INLET s0 355 1.94 029 0.29 037 7.6 7.6 7.3 1.40 2.39 6.18 31 ml 0,88 0.66 0.66 0.82 11.8 71.0 10.3 IA1 2.06 8.77 31 358.731 293 WA WA WA 5.0 5.0 5.0 2.71 4.45 t2.95 ON -GRADE VAST I39145111bw.xls DRAINAGE SUMMARY TABLE o4Ne1 Point TllWtary SW4la11 AR (at) C1A C(10) C(100) IC (a1b1) IC(1U) Warr) IC1100 (min) 0(2)IW (da) GOO)to1 (do) O(I00)t0t (do) DRAINAGE STRUCTURE /REMARKS 32 332 1.67 O.Sf 0.51 G W 13.7 13.7 13.7 1.75 2.81 B.20 33 333 0,07 0.42 042 0,53 14.5 14.5 14.5 0.70 1.19 3.03 33 332333 2.54 WA WA WA 20.1 28.1 28.1 244 4.00 11.31 CONTINUED STREAM 34 334 1.38 0.38 0.3B 0.48 14.4 144 14.4 1.00 1.71 4.36 34 (332-3331.334 3.92 WA WA WA 28.1 28.1 28.1 3.14 5.20 14.37 CONFLUENCE 35 1T5 0.97 0.69 068 0,85 1 13.2 13.2 t32 1 1.31 2.23 5.70 35 332...,335 4.90 WA WA WA 28.1 28,1 20.1 4.02 870 18.21 CONFLUENCE 36 336 0.16 0.88 0.88 1.W 10.0 108 7.6 0.30 0.51 2.18 36 332+...336 5,05 WA WA WA 28,1 20.1 28.1 4.21 701 19.35 CONFLUENCE W/ SUMP INLET 37 337 1,42 1 0.66 1 0.56 a69 12.9 12.9 11.3 1.58 2,89 7.25 30 338 2.17 0.62 0-62 0.77 157 15.7 14.9 244 4.17 10,94 38 337.338 3.58 WA WA WA 28,5 29.5 26.2 4,02 6.05 1820 CONTINUED STREAM 39 339 1.61 0.58 a.58 0.73 13.5 138 13.8 1.82 3.10 7.92 39 (337.339).339 5.20 WA WA WA 28.6 285 26.2 5.25 9.97 23.85 CONFLUENCE 40 340 0.63 0.65 0.65 0,91 1 92 92 74 0.93 1,59 44D 41 341' 2,08 0,43 0.54 13.6 13.6 13,6 174 2,97 7.58 41 340341 2.70 WA WA 22.8 22.8 21.0 2.67 4,56 11.96 CONTINUED STREAM 0 W/ON•GRADE INLET 42 342 0.00 0.64 0.80 7.6 T6 5.9 1.37 2.16 7.20 43 343 1.62 0.56 0.70 84 &A 7.2 2.17 4.51 11.29 43 342.343 2.43 M0,67 WA WA 64 04 72 349 659 10.14 CONFLUENCE M./ 344.1 0.6 0,67 0.84 9.5 9.5 85 1.05 1.ffi 4.7039 (337338).339 3.i1 WA WA 94 84 7.2 443 6.19 22.20 CONFLUENCE 44.1 337+...3M.1 780 WA WA 84 84 7.2 5.35 9.79 26.25 CONFLUENCE W/OWGRADE INLETS 442 3442 1.80 0.53 0.53 0.65 14.5 14.6 14.5 200 3-00 9.16 43 342+343 2.43 WA WA WA 8.4 84 7.2 3.49 6.59 1 ISA4 CONFLUENCE M.2 342+...34.2 4.23 WA WA WA 84 84 7.2 1 4.65 839 22.71 CONFLUENCE 45 345 2.26 0.32 0.32 0.40 13.4 13.4 134 1.41 2.40 6.13 45 (342....344.2)-345 6.49 WA WA WA 21.8 21.8 206 6.06 10.79 28.84 COWTNUED STREAM O W/ONGMDE INLET 46 346 0.66 0.69 0.69 0.57 12.7 12.7 11.2 0.92 1.57 5.35 47 347 0.54 0,65 0.65 0.81 14.3 14.3 13,4 1.03 1,77 4.64 47 346.347 1.60 WA WA WA 27.0 27.0 24,6 1.95 3,34 9.99 CONTINUED STREAM 48 348 0.51 0.70 0.7D 0.88 8.3 8.3 6.5 0.86 147 4.099 49 349 0.70 1 0.69 OW 0.86 11,8 11,8 9.2 1.10 1.70 6.51 49 348-349 1.21 1 WA WA WA 20.1 20.1 15.7 1.86 3.17 0.69 CONTINUED STREAM 47 346-347 1.50 1 WA WA WA 27.0 27.0 1 24.6 1 1.95 3.34 919 CONTINUED STREAM 49 (346347)+(348.349) 2,71 WA WA WA 27.0 27.0 24.6 3.53 6.03 17.01 CONFLUENCE W/ SUMP INLET 80 350 1.ID 0.65 0.65 0.01 73 7.3 67 1.78 103 8.44 51.1 351.1 1.36 0.64 0.64 0.80 8.6 Be 6.7 2.05 3.50 9.72 51A 350-351.1 2.46 WA WA WA 15.9 15.9 13.0 3.93 6.54 18.16 CONTINUED STREAM O W/ON-GRADE INLET 51.2 351.2 0.12 0.88 0.88 1.0D 5.0 5.0 5.0 0.30 0.51 1.18 ON -GRADE INLET 52.1 3521 2.52 043 0.43 0.53 12.7 12.7 11.7 2AS 3.65 SYS AREAINLET 522 352.2 4.07 0,54 D.SI 0.67 13.9 13.9 17.8 4.21 720 1&40 AREA INLET 52.3 352.3 0.45 0.72 0,79 0.79E505.0 5.0 1.02 1.74 445 ON -GRADE INLET S24 3524 0.54 068 06B 0,68S.0 5.0 0.97 1.79 4.57 OWGRADE INLETS 53 353 1.38 D.55 0.55 0.6913.1 13.1 1.52 2.59 7.21 54 354 4.22 0.37 0,37 0.46130 130 3.09 5.28 1347 353-354 560 WA WA WA6.1 26.1 4,61 7.67 2069 CONTINUED STREAM 0 W/ ONGRADE IILET 35 355 1.47 0.35 0.35 0.4412.6 12.6 1.04 1.78 4.54 AREAINLET 56 358 1.11 0.40 0,40 0,5014.2 14.2 o.BS 1." 3.69 57 357 1.47 0.33 0.33 04112.2 11.2. 0.99 1.69 445 57 3W357 2.59 WA WA WA0.4 254 1.83 3.13 SAS CONTINUED STREAM O W/ HEADWALL 59 359 2.51 0.56 0.56 0.7D15.5 15.5 2.56 438 11.18 ONGRADE INLET (NNE DRIVE) 60 36D 2.58 027 027 0,7412.5 12,5 1.44 2,46 627 POND ' 3914511fbw.xl9 W O ° 34., 7�7-B• TYPEL BM♦.IC TYPE L MINEDMNtA. I,w MPRI➢ (TYP) : mNA[II3 GR106 3 Cdtl4TE ADI PAN TRO11E PAN TWIXIL I'm M SWALE A —A TYP CROSS SECTION SWALE B—B TYP CROSS SECTION SWALE C—C TYP CROSS SEC110 SWALE —D YP F NTS PITS PITS NTS U I o I IL- • N vI • v v • 1WCQJEP N MIN IE VAN WN 1Mf PA ANDOUTTEN SWALE E—E TYP CROSS SECTION SWALE F—F TYP CROSS SECTION SWALE G—G TYP CROSS SECTIQ Al LEY H— NTS NTS NTS NTS � O �WINE MW SEE SHEET 54 �I, /Y NOTLS t ENOAd! CdTNOL NOBS CAN BE FOUND ON 2 ALL NCB TO BE NAWFACNNED BY CAROM Rµ NOTES SHEET 2 OR EwV SWALE SUMMARY TABLE SWAtE 0100. (CIS) FLOW XPPW ) , 4 Aw VELOCITY A 342 123 1 41 FT/S B 405 134 lox 43 FT/S C 65 035 LOX 16 FT/S 0 33 022 1In 12 FT/S E 30 028 1= 15 FT/S F 15 021 103 12 FT/S G 62 043 1 OS 19 FT/S N ALLEY 89 033 30% 40 Fl/S 5 ALLEY 74 034 172 31 FT/S SEE SHEET 54 L.� li I Ir II `\ II If_ it w OltBlw Was Win 10-... I ,I 1 jI 1 II 22 37 �1I1 54 I 4_4t.:. J 14'i /�' ' // :�� S� SPLLWAT p V 1 i c���T 2 5B Z) ] 0 POND A WAT WRET STRIN BETAl ON I LIE LIME LI M WYM%tl We/ Y On Y// ULINI A 3M1 A BIT, LF�4 A+Ill -KERN E �wwOR <6y� zwJ m 8iE � 6 FimL"W.€wo woo8�og`S IT rczw>O ,IT,& %Z < KEYMAP his 60 2D D 50 1W ?4 SCALE 15D 8 z LEGEND r 8 �� O P09M CONTROL BALES Z _S F_ U E% Y SILT FENCE W aw IP INLET PROTECnON /o Y $T SEDIMENT TRAP/BASIN / fq ©O CCNSTNI ION ENTRANCE WITH VEHICLL TRACKING CONTR PROPOSE) RIPRAP 0 DE �L 1�0/ SIGN POINT m �BA9N IDENTIFICATIONN10 W RUNOFF COEFFICIENT QtAREA IN AMES ROW DIRECTION MIT MINE WIN MIT DRAINAOE WB BASIN r^'E DRAINAGE VA" BASIN 100-YR INUNDATION AREA MFOI IMCCA TE PENCE 9ASNNSON OF �]r 5 4Vp0 PfCit/ z `o Ws'Wy`�'N o 3>Rf ^ � M w w 1 0 ISSrONA��C y TL a TIMOTHYMORA PC N CVfF. o.TL CCURA m xo 3iA 1 w o I TTW NA a BBIAI: a i OHNLEWIM BO+N°er SOnitatlm DWtrMt UTILITY PLAN APPROVAL PPR° D O a» N East L r C ntY Water I)MCbmt Z Of UTBLIIY PLAN APPROVAL 0: W J LL3 o 0. APPROKD 2 wit Q O My DT Fart Colllns. CWaro6D Q �r_ I `lP cNE xTO WY _a/A _ I AyL�Im . f O,ENN or 4 N=A1� 01K TYPO L 1 N sNU (") I CNFIX[O BY �• Y ma.�nm �» pl SHEET 94) CHECKED By N/A SHEET 52 Of 104 [ oH. NEMD By _ LI- -•f_ ,pg No ]914511 C=� 2C37 Q 0 Z U Q O BOLLS ZLITZ LIT 1 EAOSIW ONBRI NOTES CAN BE FWND M THE GENE AL NOTES SHEET 2 2 ALL RCN TO BE MAWFACNRED BY CANCER COIOLETE OR EOAV «w SZKe ww 3(J€¢ww _ �go8"is POOL &o UJIT N r SEE SHEET 53 _ SEE SHEET 53 KE_Y_MAP \ �. � w w w a _ ` ■'p _ : `` �_- -li �� A / 69 87 I S1 66 \\lBf• AIR = xUT� o / YN Of ED LL ---- 32/1 ry H 167 51 1 _ I ROW _ BTM-29 „ 13 ' W MF 16 H� / I / 'L/�./^� ' s if 1 CWI%xAMBI INIEE /Ns ` + _ % ; / �/11 \ so zs o 50 HOLD uTia n� r• , , ,`/ `, �.�. SCALE , SO � Uq) m ON NFL /---00•:_R,IoNINLET 6F L _ zs Dz _ 1 ' W LEGEND No, w �. w� w CREEK Dasm,R w w 11 1 ` ' w I r W LLI 8 W -�-• IL _ _ to ' I I� I T % _ �'� 9 EROSION CONTROL 84ES _ -_ 346 _-___ __-`• 1 _ to ON — NI I1 I --__ �1W —4O SILT MICE {Z ` _ W W w'1w w w _ _ _ I ��`` HI 1 1 11 1 ____� —" Bei i I 1 I --- - 1 I 1 . 1 IP NUT PROTECTION m 48i I I ,' i O51 )0 SIEDMENT TR /B SIN /� 1 � AP A /Yq lip -?_ - -T- T I' `��, , 1 H 1 i ©OO CDNSTRUCTIM ENTRANCE at _ .' 1 I WITH 1ENICLE TRACKING CCNTR 1 ` w PROPOSED MMVAP wI• I w i'NB• Nj � _ 50 I RAI 1 ' _ 1 i o DESIGN PONT `ATM NUT #52 � � I -sf ' m I 1 u 2a/ —_ _ i 1 s2'Ys I 01 BASIN IDENTIFICATION TOP_____________________ oU54. • •• BlN w w w�. FHB N•F w w N�r� � I ' !I � AREA IN ACRES _ 21 I I a �GREEH LAKE OR \ �4 41 - - _ ---- jjj I CI II I ---_- 1 III I I ``21 w w w NO DRAINAGE SU8 BASIN THiIPiEZrPC 1d ' / v C. 52 1 I 1 Sz 55 /COMBMAIEN MHLi ry22A Itx-u jIIai I I 1 52 4D 1I I + 11 ORAINADE � DDLe1E TYPE IB CORONATION BASIN mIET pz z 1 Je 55 I I 100-M INUNDATION AREA BRBEP TE (III BamMRM a a �1: _ I I II •ry I BE TYPENi6OECMM BATM �E IB CCMBINATON 0 REC/f i I _ - S1NN- � S Er ► 11� }' / MET hz 1 I MLT 13 pP O.�p' A! 16, 1F b TAPE C MET /22 R , C T /521 , tp+ 9! 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SHEET 54 OL 104 MEIXm BY /TLEv 1L ow—.' _ " NO 3914511 r:2 I Z7 N M V SEE SHEET 51 o a � W L7 -. bti N\li R(1- lneB R.r mPYW15�'NH=9 A/C IS IU A)A• J MYN.O _ I \I I �II L `36 RV�_ 210 L0 V LLI v 22 ,yA{I� \ 22 ` V w Ago CUD ` �CauRINA�IM``IxltT /23 'i, 152 624 `16 ��` .Cp9xARM xLEi /IJ Lilly IS 411110 41111, Ally / ' t ,4� 21644111 I30 53 y� 83 69 r \ •9M I6 I ` � ' � \ W; \ A U)�\ etaui ` � 126 K !1 � SEE SHEET 53 P 9 FMO SPILLMAY (REFER TO 49 W 38' FICIPE) ON wMt S Y 9Nf1F LEPC n MN _ t NSA NET 9 0496 I — N 52' 3512 �� PONDB IN-M WSFL -x W I FLOWN l_ •WOr TYPE L r FD RSR•s E (SC 1 µCN WE 0) NOTLS 1 EROSOR CONTRCC NOTES CAN BE FpMO CN M GENERAL NOTES SNEET 2 2 ALL AM TO 6E MANORFACNMD BY CARDER CW(RETE'N EWIV I F q I I' L /I of uil 'M (SEE DFTAt RI OFF 1 - - to CDMRINATCN INLET 5 JJv/ b 1 _ 11Uf1F WA PLE I. 1 _ ! w w CNMN�IICN LIT 5AD 1 1FU76K pMAPM M VMS 22 LE W RCP SMAH-u IP 36 tf 2f nvI `f iV I �E 21I RW BI LE; M"P I I \IV/IILI7 \`'IAVI/ 2 1 � t 2• SEE SHEET - _ - -.. _ _ Ad O i<w5It'ir- Z_V€Kwp O<O<NN < "�o$aogiS 'cwnuwu"-'� KEYMAP o o§m,h NTS Q� -M or = NU$p rti 1� W 25 0 53 IW 81 8 LEGEND Agoommitio, O EROSION CONTROL BALES z j OSILT 17ENCE W E`ppp G gg�M�� OINLET PROTECTION A:, No @ OSEDIMENT TRAP/RASIN Bd+ ©®CONSTRUCT N ENTRANCE WITH VEHICLE TRAMNG CCNTR PROPOSED RPRAP 10 OESION POINT m 101 BASIN IDENTIf1C411E1IN 10 BD RUNOFF COEMCIENT AREA IN ACRES �•► ROW DIRECTION M got Wool MANAGE AIB BASIN i1 DRAINAGE MAJOR BASIN 100-YR INUMATICN AREA PMPAREB IMYR M DIRFtt SI TRRRCR OF 0 rc 'E0 Af Voa...9N16 '•Fya b o X M w w • P95] � u G NL TIMOTHY ORA JANEF O 379 uAN CIX NIIaO PF NO J195J M MA M (MAI: 6 J plMl[AM W BoxNdw Sanitation District U11UW PLAN APPROVAL WMM4D O East Lwmw County War District Z UITUW PUN APPROVAL Df Q W Q w 0 1L AIroRGNED _ J Q O City of Fat Coiling. ColoraEa o a w r �Un• ,TY P OVAL 0 Z N�'xvRu � Z OIECISD B. ,�EE//��- ��AI//A/Aa // ,,'' {{;; y — Q OSCNED BY-RJp.•4" NL m CISENEB BY 04 ONEOSO BY N"A �• SHEET 55 a 104 CWo By p T ,LOB NO 3914511 ' APPENDIX E EXISTING & PROPOSED DRAINAGE PLANS ' J•R ENGINEERING fill ; ;. en fit y 71 ''j �`♦ 11 /f ii i �/ /hill / I 1 CUAE TPE 16 %wMBINnTBFNATwN IIET \ 6► / � s� �G { i E` if' l Ini ♦�aza\` �� Z 4� �i / In t2ii r RW ` // yyyr as MR � .3z ��• ��♦ ,ll ,I'''ll i')'/ I ♦ i \\\\,> �s , doo We It c__ `� /,I i /11 lie; !r \ \ tsz sR TRIPLE TYPE '5 'Il /I l a_` CCMBINAl1aN Il£T � _ 31s�I1'J I�IIIIi III 'I I �__ 'n I. / ip I13M811 �,��/Ili l fl;----- kit OAlllld &Y: ,__� \Iliil , 1/ / %/`�_____���-- 1 Iq dui hit �� v i �I I j/ti I 19 I i `--V ♦ IN! r r it 52. t \`\ \ \ 1 jml� r Il Ir / \\ ,� :in ( 1 Ili sA ke _ ili I IYI --__- _ \ \ 111 l `lb� It NNIi I'msMHI firl 1' \52. -TLi p Ili _ \ W �i _ OJ .51 _ __ _ 7� / f � - w___ _w_____ _ ; ll� 38 .ea { ��� J I If I IIII' 1 tIL-s- s_____s-__s_____ wtT -�~ -� \ / �I �I /�1^'' L� `s \ \\\ \i ley rw , // ------ s�-11--��s �\.Sz?w� \ \\\\\ /\\ I fill, \. o.�i �/l/ �� \/ a.5T 1. --w �` rlr� Ilixj �VR ii \ / \ 1 \ \ \ iII I ` I / / / is s- S� _ s__\ 21. 8 .25 .88 I ;at �IIpI /I yell W II � � I � / i � i __- - II IR► 11 I \\ \ I / \ , \\ \\ \I\I All •! / i / /•� _---_-- _ 0 .w TILL ; SPAN ' `� l / \ ` \ II\ ` ' / /� - I 1 PE 11, - `�- / /"1 \ ` �N 16 COMINARM INLET \ 1 I B COMB NATWI -' / DOU&.E TPE C INLET ,i' /\I \ \ , 9NgE TYPE C IMET Y 27 is w'W 1 E I �R �lll ;II sw ql 1 \ \I ? \ 51 UF la• RW i lei _\ \© /,may,1I I 1 I 82 LR 30• R H 30' NOR 6) UP 1a• RC - �\ +sp 0 '�81iNRE a] lF / I OWBI£ TYPE L INLET \ _ F-------- J L` -tp Yl 411'C � ___ =i_t�--��iII S1MHg -S1YH -..____�111 \ +- � -- __- _'_-�---- -- -' _ II11111 �_-�^� 59 -- - ___________> Bjagl lm wnlE�__ I\ \ -- U 251 .56 ___= _ _ G 'z' y \.za1�e3 ■i - - j - \ `� - - _ _ _ \ NNRE WIDRUP E IB \ �-� ♦♦��-�'�IIIIIF'S.J�� __ J �Mi� `\ \ - \ Ii IN CCMBIRAP tH-Y(�1.5 --------------------- _J 'jl 1Ri I I I 'I 1 / W- -w 111sii M' I I III TYPE C NEA INLET /59 l a L It 1 i ---------------------------------------- IF_ `I111111 �--= -- EAST NNE DRIVE • i R • «€p=¢" Ou F'Smr�Oum� U<O- �6 I{IqW 31IMl"�b•IDw. aaoowog`o {/oll wzfMZ �llf FWu b'nJ = H N =0 0 0 o �00o o Z U 0 4a1 0 z 1/1 < Z 2 u J JH ¢ HOC UU a IY M r Mai o LEGEND U' 4 METING MA" CONTOUR zjjj - - - - - - - - - E%ISTNC INTERMEDIATE CONTOUR Eb511NC STORM SEM6R/RCP •'GGc� 5 Ill ID ON BAC AREA C MI NQ2STORM OWfF1CIEHi 0qp+ Q DDISCHARGE DESIGNESIM PUNT S' b Eb5➢NC ROW OIRECTON .R . ... EMSTINO BASIN DRAINAGE AREA BASIN SUMMARY TABLE MButary Sub-IMA Arcs IRmN PomW R1MI1J9U c, a,,, 1. Well 0. INb 4y (nal nL1 457 45% 0.55 0.0 11A x0 23.1 2211 153 ANN DO on 12.8 15 11.1 EL3 an 87% am 1.W SD LL9 38 1110 an 62% DFB PM SO 0.5 2.1 2115 L24 Ill Oki 1.00 65 15 11.2 345 2.N I" 0.3i am 13A LC 61 i5L1 2.52 26% am as 11.2 12 9.8 3512 0.01 CM DU 0.62 as 0.2 M4 3523 0.I5 ]M an an So 1.0 0.5 3514 1 151 1 61% 0..0 OUR so 1.0 4,6 359 1 2.51 1 4694 1 0.% 0.10 19S 2.6 U2 N N Q z m 0 Ym i y � 8< G Z W J a a o w 00 < U 2 Z_ 20 10 0 20 00 C) 0 < < m Of ORIGINAL SCALE: 1' = 20' 2 0 J W Z ¢Z F ENGINEER'S STATEMENT PREPARED UNDER MY DIRECT SUPERVISION o4',{jjNES W 32953 tpl; •. y p 2 TIMOTHY HQCPOFF, P.E. RF.,,,•.: OR NO. N0. A53 9 SIGMA\ fN JOB N0. 39145.51 FAND FOR AND ON BMW OF JR ENgNEERING, LLC. ot orQ I/ it i i III Rpm Ill I I I _ / x_ 'III `^iP'I `� 1\ — __ _ �{ A _ ___ ___ _1�e i 1 let I iii I n�ii 1 it .]9 .oz ~ \� to i I i Ir It Ito t �-- iii�i I I i `� ��_ 1■ E I � � i I i . v i i i It — ��-� -a �� ] � F /--�— - � � F 73 _ P t ea Win W7 -in 2n�eliiift Iiiin min GREEN E DR. f i� 9 Ii11ka PROPOSED RCP STORM PIPE I 1 I I \ I t vR —RAIN SEE SKEET It FI PLAN, ELEVATORS it I I 1 \ / I \ ! z0 se 4llplt — IH ' I .\ \ �-vRovosiD Alis smRu SIPS I EWrnxG 3D'ncv� ___;wen I I t I I I I1 Ae/ -- Zw�s� / mp � I)I�o�up� ao IY Know what& belOW. ;� C811belay. d=w you Pi �t. $ BASIN SUMMARY TABLE r N I(:w I Tributary Area Percent 6 W O M_ Of tr 1�1 ; suo-bmin lane,) ImPenil 6, C,m (mint Intl (I ¢ p U M00 A an 18% (1 as 17.0 0.1 U < Z W i Z B 0.]5 55% as am 0.5 21 (, C 4A M 0.82 LO! &] 1.5 as w J � J F ;z GO OU D as M01 0.58 an &0 0.6 3.7 a In � E1 an film 0.]] am &B 1.3 SA E; rr iIt 0.M MQ]6 Gas &3 0.8 3.5 b p As). F I'm 39m 452 as VA Ll 4.6 G 1.06 SNi 683 LOi 81 ].1 9.] H am 9% Ott am 'yA r I 0.12 3% 0]3 QID 1 4M1 438 Q35 10.2 0.1 0.5 1 IXl 4M 0% 8A4 O.W LD] IX3 as 91% am 1.01 IXS Gi M 0.69 am � LEGEND pzJl b pp jj■ — �100— — EXISTING MAJOR CIXITWR ]" - - -- - - - - - EXISTING INTERMEDIATE CONTOUR ­41100­ PROPOSED MAJOR CONTOURp 40L1 PROPOSED INTERMEDIATEECONTOUR ENIS➢NG STORM SEWER/ALP S PROPOSED STORM SEWER/RCP PROPOSED SWALE BASIN m A'. BASIN DESIGNATION B C : AREA (AL) D C C: MINOR STONA LOEFCOEFFICIENTS70R 0: MAJOR STORM COEFFICIENT i Q DRAINAGE DISCHARGE DESIGN POINT y PROPOSED FLOW DIRECTION — •— MEW BASIN DRAINAGE AREA /M I I 1 I I I 30 13 0 30 80 ORIGINAL SCALE: 1• = 30' n \ MI x z \ GO � - o \r < u k E m ' R [ ENGINEER'S STATISM T < PREPAREp UNDER MT UIKECf SUPERNSIONto ca0••�WR/A/•••.O / :RMPE699W JOSEPH MARTIN FRANK, P.E. TF....... ... , Ci CCLORADO N0. S3399 tl Fqt qNp ON BEHALF OF JR ENgNEERINQ LLC. �'AL � Q Z J - 4 71 a ILL.W o a a Z W Of J p Q SHEET 14 OF 41 I / lI l% .05 .52 ♦ ., T \`�__ �� % lIl l`� l Ir Ill pl'I I I III II ®II I I 1 ; 11 , 1�'' I lil i it NI lit Ti i f it I Ilan i III I i I It .� �I �, 1 i ' i ij I ' - � L i` 1 ♦I ;; I � III ul 1 I I � / ♦ / I__ � I ♦ I m I III i I / I �1 I � / ♦ } d _ I I 10 III i I� I 111i 1 11 I Ii �I I I I III III I R soFT PAN 1 I j \\ 1 III III D O ___ - - I ' III III L ti I,. -____ __I LL III f1L itaffs III I III III II®i 1 / A / I; ♦ II 10 III I 1 A 1 - P III I'� Ol i .To dpl� INLEIII PROPOSE T 1 -' •23 .6 i/III IL III III ; \ j / 1A«i 4 '/ �. A .g2 C ---- �� - _-'_ �� ` I IVF .• U Iq I �I q / ♦ � I If \s PROPOSED Close INLET 9 MINOR MINOR` +G- ddd ///��I iIj / ­ff.'-- -�' 496 1 / / .26 .691 I /ikd I I _ - I ♦ 0.19 .ao III I I I $ III IN a WZ Elm wreO� w �Wzwa ZN 610<vwrff `S KDD.vwhat sbelow. ao Call before you dig. j�<666006 F- N BASIN SUMMARY TABLE rmwtay SubWsln Area laves) Pe�rent I ions G Cu 1, (min) Ot (di CIA, (M) K am 39% as (1 5.4 al 0.3 L 1.30 6a% an am lag L9 B5 M 0.36 W% an 0.66 8.5 0.3 1.4 N 0.45 5]% a66 am 7.2 0.7 31 0 0.0 41% as a61 too a) 31 . 9 0.33 61% am On 5.7 414 1.9 Ol On 634 on 0.91 6.3 ay 31 0.39 69A 1.11 0.91 63 ay 32 R 0.36 CM O.N 1.11 S.0 0.) 29 5 0.49 43% 055 0.69 7.6 0.T 29 T an m 0.N 1.15 So 0.6 z6 U 0.30 1H6 0.30 0.36 13.E 0.T 0.B V O.13 2fM 0.36 OAS no III as EX3 0.19 ]9% DID 0.%9 .... 0.0 L9 EM 1.10 61% D.G LM 6s l4 10.4 a �om U O r � U p U OfFN N < Z W z 2 OT J Jh a0 ON a .3 �LL z z M �4 LEGEND - -dIO,r- - EXISTING MAJOR CONTWR ----------- EXISTNG INTERMEDIATE C0NTOLR ADD- PROPOSED MAJOR CIXVTWR PROPOSED INTERMEDIATE CONTWR O EXISTNG STORM SEWER/RCP PROPOSED STORM SEWER/RCP m "'- PROPOSED SCALE A BASIN ID A: BASIN OESIGNATCN B G B: AREA (AC) D C: MINOR STORM COE710ENT D: MAJaR STORM COEFFICIENT DRANAGE DESIGN ONl}CXMCE y PROPOSED FLOW DIRECTION BASIN DRAINAGE AREA as miffJR11111 lit flil loll Ill All v_1 ' . :I: small PPEPAREO UNDER MY DIRECT SUPERIASION - �L�� _- 30gi0PO5E0 NBI A A05 STORM PIP 0 .23.36 � � I }• I _ � I FACPOSFO MEA IHL£T PROPOSED AREA INLET a �- < - \ _ PRDDO$EO AREA INLET �� _ -�� PROP D --- -RCP STORM PIPE \ _____ p_ _ __ -t i X4� \ - PROPOSED RCP STORM PII£ ZA- Z _ _ _ 1.10 84 EAST VINE DR.: _- ROW- . aNR NUT ME DE INSTALLEDNEDRIVE NyJ C'- - = - _ `� �. - - U M D IGN a uLTMAT: NNE DESIcxOEM - � a* � - smmt m, a J H MARTIN FRANK. P.E. COLORADO NO. M399 SIGNAL C FOR ANO ON BEHALF OF JR ENpNEERINC. LLG Z -BE u' a CLIMB INLET Z I INSTALLED AT TIME OF -1 I ULTIMATE NNE ORIYE Di E%IISTXG .M- RCP fio ORIGINAL SCALE: - = 30' J_ d w 0 0 a Q Z_ LLJ -L Q J p a SHEET 15 OF 41 JOB NO. 3914551 APPENDIX F LID EXHIBITS I, ' J R ENGINEERING 1 Designer: JMF Company: JRE Data APdi Project: Trall Local Rain Design Procedure Form: Rain Garden (RG) Sheet I of 2 1 Basin Storage Volume AI Effective Imperviousness of Tdbulary Area. I, I, = 39.0 % (100% If all paved and roofed areas upstream of rain garden) B) Tributary Area's Im"rho asness Ratio (I = 1,11 00) 0.390 CI Water Quality Capture Volume (WCCV) for a 12-hour Drmn Time WQCV = 0,14 watershed Inches tWOCV=0.8-(0.91'i°-119-12+078.1) 0) Contributing Watershed Area (including rain garden area) Area - 43.933 sq ft E) Water Quality Capture Volume (WQCV) Design Volume Vwacv = cu it Vol =(WOCV 112)-Area F) For Watersheds Outside of the Denver Region. Depth of ds. 0.43 in Average Runoff Producing Sldnll G) For Watersheds Outside of the Denver Region, Vwacv omen - 5189 Cu ft Water Quality Capture Volume WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume Vwacv, use.- cult (Only 4 a different WQCV Design Volume a deaired) Z. Brim Decimally A) WQCV Depth (12-inch maximum) Dwoov = 6 B) Ram Garden Sae Slopes (Z = 4 in he. due per he vertical) Z = 4.00 ff I5 (Use "0' if rain garden has verfimi vwlle) C) Mlmimum Flat Surface Ares Aa - 343 sq ft O) Acluel Flat Surface Area Anmw ` 460 sq If E) Area at Design Depth (Top Surface Awe) ATw = 1615 eq ft F) Ram Garden Total Volume VT. 519 au ff (VT• ((AT. + Asmm)12)- Depth) 3. Growing Made Choose One �0 IT Rain Garden Growing Media ® Othar(Explalm: Ay of Fort Collins Bloretention Cross Section calls for 12" Thick Layer 4. Underdraln System f- On. One ® YES A) Are underdwins provided? O NO B) Underdrain system orifice diernal for 12 hour drain time 1) Distance From Lowest El ... hon of the Storage y= Do ff Volume to the Center of the Off. it) Volume to Dram in 12 Hours Vot,; = WA ou h III) Orifice Diameter. 18" Minimum Dc = WA In UD-8MP0.06 (Rain Garden). x1sm. RG 32712018, 10', 01 AM Design Procedure Fom: Rain Garden (RG) Sheet 2 of 2 Designer: JMF Company: JR Engineering Date: April 7, 2018 pnNecL Trail Head Location: Rain Garden 5. Impermeable Geamembmne Liner and Geotextile Separator Fabric Clwow Onr Q YES A) Is an impermeable Inter provided due to proximity (9 NO of etructurea or groundwater contamination? 6. Inlet 1 Cutlet Control r Ch. on` Q Sheet Fiow- NO ErgrW Obsipaol Reyulred A) Inlet Control Q Concentrated Flow Energy Dlaalpatlon Previded Cr. nn 7. Vegetation rO Seed (plan for freeuera weed con WI) Q pUnvr Q Sand! Grown or Miner High Innioaeon Sod 8. Irrigation clam, one — Q YES A) Will the rain garden be irigated? Ap NO Nola6'. UD-BMP_v3.06 (Ram Garden).xlsm, RG 312712018. 10:01 AM StormTech Chamber Sizing for Water Quality Subdivision: Trail Head Filing 2 Project Name: Trail Head Cottage Neighborhood Location: Fort Collins Project No.: 39145.51 Calculated By: JMF Checked By: JMF Date: 4/3/ 18 LID Isolator Row #1 Basin Area (ac) %Imp. C 0.79 79.0% El 0.73 66.0% E2 0.44 73.0% G 1.06 80.0% H 0.26 9.0% 1 0.12 3.0% J 0.20 9.0% Total E3.6O WQCV = a(0.9113 — 1.1912 + 0.781) Drain 1 ime l hn1 Coefficient, 2 I-' hilur, 0.8 24 h,p,u, 0.9 40 hifur, 1.0 WQCV D ra in Time (h r): 12 Coefficient, a (Table 3-2): 0.8 WQCV (i n): 0.19 WQCV (ac-ft): 0.01 WQCV (c�: 411.5 Detention Pond Sizing FAA Methoud Subdivision: Trail Head filing 2 Project Name: Trail Head Cottage Neighborhood Location: Fort Collins Project No.: 39145.51 Calculated Bv: JNIF Checked Br; IMF Date: 4 3,18 Area (acres) 3.60 Area of Catchment tributary to storage facility (Acres) 2yr Runoff Coefficient'C' 0.70 the runoff coefficient Release Rate (cfs) 0.95 the allowable mammum release rate from the detention facility Time of Concentration (min) 10.2 Required detention W acre-ft. 1807.E 1 0.041 Time (min) C ` A WQ Intensity (in/hr) Inflow Rate (cfs) Inflow Volume (fis) Adjustmen t factor (m) Average Outflow Rate (cfs) Outflow Volume (ft3) Detention Volume (ft3) Detention Volume (acre-ft) 5 2.52 1.43 3.59 1077.30 100 0.95 285.00 792.30 0.0182 10 2.52 1.11 2.78 1670.76 1.00 0.95 570.00 1100.76 0.0253 15 2.52 0.94 2.36 2120.58 0,84 0.80 718.20 1402.38 0.0322 20 2.52 0.81 2.03 2434.32 0.76 0.72 860.70 1573.62 0.0361 25 2.52 0.72 1.80 2702.70 0.70 0.67 1003.20 1699.50 0.0390 30 2.52 0.65 1.64 2948.40 0.67 0.64 1145.70 1802.70 0.0414 35 2.52 0.59 1.47 3095.82 0.65 0.61 1288.20 1807.62 0.0415 40 2.52 0.54 1.35 3235.68 0.63 0.60 1430.70 1804.98 0.0414 45 1 2.52 1 0.50 1.25 1 3367.98 M11 0.58 1573.201 1794.78 0.0412 50 2.52 0.46 1.16 3477.60 0.60 0.57 1715.70 1761.90 0.0404 55 2.52 0.44 1.10 3617.46 0.59 0.56 1858.20 1759.26 0.0404 60 2.52 0.41 1.03 3719.52 0.59 0.56 2000.70 1718.82 0.0395 65 2.52 0.39 0.97 3783.78 0.58 0.55 2143.20 1640.58 0.0377 70 2.52 0.37 0.92 3863.16 0.57 0.54 2285.70 1577.46 0.0362 75 2.52 0.35 0.87 3912.30 0..57 0.54 2428.20 1484.10 0.0341 80 2.52 0.33 0.83 3991,68 0.56 0.54 2570.70 1420.98 0.0326 85 2.52 0.32 0.79 4048.38 0.56 0.53 2713.20 1335.18 0.0307 90 2.52 0.31 0.77 4150.44 0.5E 0.53 2855.70 1294.74 0.0297 95 2.52 0.29 0.73 4165.56 0.55 0.53 2998.20 1167.36 0.0268 100 2.52 0.28 0.71 4233.60 0.55 0.52 3140.70 1092.90 0.0251 105 2.52 0.27 0.68 4286.52 0 55 0.52 3283.20 1003,32 0.0230 110 2.52 0.26 0.66 4324.32 0.55 0.52 3,425.70 898.62 0.0206 115 2.52 0.26 0.64 4433.94 0.54 0.52 3568.20 865.74 0.0199 120 2.52 0.25 0.62 4445.28 0.54 0.52 3710.70 734.58 0.0169 / k {\))} § )/i ^ \\j !!& \\{/ ` )\\ ^ \�� � � i z oc 9 m a S r x 0 T +1 ++ Y+ C O O A R d d 7 L L � C 7 .:J n G IA- F' S q d R O 3 n T � n .n c c c o c c J J J J y J J J J J J J x x x x x x m Ti c 5 m_ PROJECT INFORMATION ENGINEERED EVAN FISCHGRUND PRODUCT 720-250-8047 MANAGER: EVAN.FISCHGRUND@ADS-PIPE.COM MARK KAELBERER ADS SALES REP: 720-256-8225 MARK. KAELBERER@ADS-PIPE. COM PROJECTNo rP S069856 ILLULL'A"'" ADVANCED DRAINAGE SYSTEMS, INC. TRAIL HEAD FILING TWO FORT COLLINS, CO STORMTECH CHAMBER SPECIFICATIONS 1. CHAMBERS SHALL BE STORMTECH SC-740 OR SC-310, 2. CHAMBERS SHALL BE MANUFACTURED FROM VIRGIN POLYPROPYLENE OR POLYETHYLENE RESINS. 3. CHAMBER ROWS SHALL PROVIDE CONTINUOUS, UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORT PANELS THAT WOULD IMPEDE FLOW OR LIMIT ACCESS FOR INSPECTION. 4. THE STRUCTURAL DESIGN OF THE CHAMBERS, THE STRUCTURAL BACKFILL, AND THE INSTALLATION REQUIREMENTS SHALL ENSURE THAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, SECTION 12.12, ARE MET FOR: 1) LONG -DURATION DEAD LOADS AND 2) SHORT -DURATION LIVE LOADS, BASED ON THE AASHTO DESIGN TRUCK WITH CONSIDERATION FOR IMPACT AND MULTIPLE VEHICLE PRESENCES. 5. CHAMBERS SHALL MEET ASTM F2922 (POLYETHYLENE) OR ASTM F2418-16 (POLYPROPYLENE), "STANDARD SPECIFICATION FOR THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 6. CHAMBERS SHALL BE DESIGNED AND ALLOWABLE LOADS DETERMINED IN ACCORDANCE WITH ASTM F2787, "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 7. ONLY CHAMBERS THAT ARE APPROVED BY THE SITE DESIGN ENGINEER WILL BE ALLOWED. THE CHAMBER MANUFACTURER SHALL SUBMIT THE FOLLOWING UPON REQUEST TO THE SITE DESIGN ENGINEER FOR APPROVAL BEFORE DELIVERING CHAMBERS TO THE PROJECT SITE: & A STRUCTURAL EVALUATION SEALED BY A REGISTERED PROFESSIONAL ENGINEER THAT DEMONSTRATES THAT THE SAFETY FACTORS ARE GREATER THAN OR EQUAL TO 1.95 FOR DEAD LOAD AND 1.75 FOR LIVE LOAD, THE MINIMUM REQUIRED BY ASTM F2787 AND BY AASHTO FOR THERMOPLASTIC PIPE. A STRUCTURAL EVALUATION SEALED BY A REGISTERED PROFESSIONAL ENGINEER THAT DEMONSTRATES THAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, SECTION 12.12, ARE MET. THE 50 YEAR CREEP MODULUS DATA SPECIFIED IN ASTM F2418 OR ASTM F2922 MUST BE USED AS PART OF THE AASHTO STRUCTURAL EVALUATION TO VERIFY LONG-TERM PERFORMANCE. STRUCTURAL CROSS SECTION DETAIL ON WHICH THE STRUCTURAL EVALUATION IS BASED. CHAMBERS AND END CAPS SHALL BE PRODUCED AT AN ISO 9001 CERTIFIED MANUFACTURING FACILITY. IMPORTANT - NOTES FOR THE BIDDI AND INSTALLATION OF THE SC-310/SC-740 SYSTEM 1. STORMTECH SC-310 & SC-740 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETED A PRE -CONSTRUCTION MEETING WITH THE INSTALLERS. 2. STORMTECH SC-310 & SC-740 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH SC-310/SC-740/SC-780 CONSTRUCTION GUIDE". 3. CHAMBERS ARE NOT TO BE BACKFILLED WITH A DOZER OR AN EXCAVATOR SITUATED OVER THE CHAMBERS. STORMTECH RECOMMENDS 3 BACKFILL METHODS: • STONESHOOTER LOCATED OFF THE CHAMBER BED. • BACKFILL AS ROWS ARE BUILT USING AN EXCAVATOR ON THE FOUNDATION STONE OR SUBGRADE. • BACKFILL FROM OUTSIDE THE EXCAVATION USING A LONG BOOM HOE OR EXCAVATOR. 4. THE FOUNDATION STONE SHALL BE LEVELED AND COMPACTED PRIOR TO PLACING CHAMBERS. 5. JOINTS BETWEEN CHAMBERS SHALL BE PROPERLY SEATED PRIOR TO PLACING STONE. 6. MAINTAIN MINIMUM - 6" (150 mm) SPACING BETWEEN THE CHAMBER ROWS. 7. EMBEDMENT STONE SURROUNDING CHAMBERS MUST BE A CLEAN, CRUSHED, ANGULAR STONE 3/4-2" (20-50 mm). S. THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIALS BEARING CAPACITIES TO THE SITE DESIGN ENGINEER. 9. ADS RECOMMENDS THE USE OF "FLEXSTORM CATCH IT" INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECT THE SUBSURFACE STORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF. NOTES FOR CONSTRUCTION EQUIPMENT STORMTECH SC-310 & SC-740 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH SC-310/SC-740/DC-780 CONSTRUCTION GUIDE". THE USE OF CONSTRUCTION EQUIPMENT OVER SC-310 & SC-740 CHAMBERS IS LIMITED: • NO EQUIPMENT IS ALLOWED ON BARE CHAMBERS. • NO RUBBER TIRED LOADERS, DUMP TRUCKS, OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL DEPTHS ARE REACHED IN ACCORDANCE WITH THE "STORMTECH SC-310/SC-740/DC-780 CONSTRUCTION GUIDE". • WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE "STORMTECH SC-310/SC-740/DC-780 CONSTRUCTION GUIDE". FULL 36" (900 mm) OF STABILIZED COVER MATERIALS OVER THE CHAMBERS IS REQUIRED FOR DUMP TRUCK TRAVEL OR DUMPING. USE OF A DOZER TO PUSH EMBEDMENT STONE BETWEEN THE ROWS OF CHAMBERS MAY CAUSE DAMAGE TO THE CHAMBERS AND IS NOT AN ACCEPTABLE BACKFILL METHOD. ANY CHAMBERS DAMAGED BY THE "DUMP AND PUSH" METHOD ARE NOT COVERED UNDER THE STORMTECH STANDARD WARRANTY. CONTACT STORMTECH AT 1-888-892.2694 WITH ANY QUESTIONS ON INSTALLATION REQUIREMENTS OR WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT. ':'ADS INC PROPOSEDLAYOUT 39 STORMTECH SC-740 CHAMBERS 14 STORMTECH SC-740 END CAPS 6 STONE ABOVE (in) 6 STONE BELOW (in) 40 %STONE VOID 3,539 INSTALLED SYSTEM VOLUME (CF) (PERIMETER STONE INCLUDED) 1.760 SYSTEM AREA (W) 190 SYSTEM PERIMETER (ft) PROPOSED ELEVATIONS MAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED): 4983,93 MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC): 4977.93 MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC): 4977A3 MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT): 4977A3 MINIMUM ALLOWABLE GRADE (TOP OF RIGID PAVEMENT): 4977.43 TOP OF STONE: 4976.43 TOP OF SC-740 CHAMBER: 4975.93 12" BOTTOM CONNECTION INVERT: 4973.53 24" ISOLATOR ROW INVERT: 4973.44 BOTTOM OF SC-740 CHAMBER: 4973.43 UNDERDRAIN INVERT: 4973.43 BOTTOM OF STONE. 4972.93 NOTES • MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER. SEE TECH SHEET #7 FOR MANIFOLD SIZING GUIDANCE. • DUE TO THE ADAPTATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS, IT MAY BE NECESSARY TO CUT AND COUPLE ADDITIONAL PIPE TO STANDARD MANIFOLD COMPONENTS IN THE FIELD. • THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBER COVER REQUIREMENTS ARE MET. • THIS PLAN REFLECTS THE CHAMBER SYSTEM DESIGN BY THE SITE DESIGN ENGINEER USING STORMTECH COMPONENTS. THE SUITABILITY OF THE CHAMBER SYSTEM TO MEET ANY FUNCTIONAL REQUIREMENTS ARE THE RESPONSIBILITY OF THE SITE DESIGN ENGINEER. STORMTECH'S SCOPE OF WORK IS LIMITED TO THE ASSEMBLED PRODUCT DIMENSIONS AND SPECIFICATIONS FOR INSTALLATION. • THIS CHAMBER SYSTEM WAS DESIGNED WITHOUT SITE -SPECIFIC INFORMATION ON SOIL CONDITIONS OR BEARING CAPACITY. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR DETERMINING THE SUITABILITY OF THE SOIL AND PROVIDING THE BEARING CAPACITY OF THE INSITU SOILS. THE BASE STONE DEPTH MAY BE INCREASED OR DECREASED ONCE THIS INFORMATION IS PROVIDED. i 20.50' 11, 00, J • fn o UJI N Q O y v � O U (n Z � 0 z w o U $ 0 Z U J O ❑ _ U o o Q LLI J U F W O ^� N m o m a O 2 y U H a F O w a w ❑ a p — ISOLATOR ROW (SEE DETAIL / TYP 7 PLACES) INSPECTION PORT (TYP 7 PLACES) r. V O M I 7-32.75' — 12" ADS N-12 BOTTOM CONNECTION INVERT 1.2" ABOVE CHAMBER BASE (TYP 6 PLACES) — PROPOSED 30" NYLOPLAST (24" SUMP MIN) (TYP 7 PLACES) — 24" PREFABRICATED END CAP, PART# SC740EPE24B TYP OF ALL SC-740 24" CONNECTIONS AND ISOLATOR ROWS % ry O m N Z W 0 12" ADS N-12 DUAL WALL PERFORATED HOPE UNDERDRAIN PER ENGINEER'S PLAN "STORM PLAN AND PROFILE", SHEET 19 OF 38 ~ O J (SIZE TBD BY ENGINEER) a � v = 0 PLs �z J c SHEET 2 OF 6 ACCEPTABLE FILL MATERIALS: STORMTECH SC-740 CHAMBER SYSTEMS MATERIAL LOCATION DESCRIPTION AASHTO MATERIAL COMPACTION / DENSITY CLASSIFICATIONS REQUIREMENT FINAL FILL: FILL MATERIAL FOR LAYER'D' STARTS FROM THE TOP OF THE'C' LAYER TO THE BOTTOM ANY SOIL/ROCK MATERIALS, NATIVE SOILS, OR PER PREPARE PER SITE DESIGN ENGINEER'S PLANS. D OF FLEXIBLE PAVEMENT OR UNPAVED FINISHED ENGINEER'S PLANS. CHECK PLANS FOR PAVEMENT NIA PAVED INSTALLATIONS MAY HAVE STRINGENT GRADE ABOVE. NOTE THAT PAVEMENT SUBBASE SUBGRADE REQUIREMENTS. MATERIAL AND PREPARATION REQUIREMENTS. MAY BE PART OF THE'D' LAYER INITIAL FILL: FILL MATERIAL FOR LAYER'C' STARTS FROM THE TOP OF THE EMBEDMENT C STONE ('S' LAYER) TO 18" (450 mm) ABOVE THE TOP OF THE CHAMBER. NOTE THAT PAVEMENT SUBBASE MAY BE A PART OF THE'C' LAYER. B A EMBEDMENT STONE: FILL SURROUNDING THE CHAMBERS FROM THE FOUNDATION STONE (W LAYER) TO THE'C' LAYER ABOVE. FOUNDATION STONE: FILL BELOW CHAMBERS FROM THE SUBGRADE UP TO THE FOOT (BOTTOM) AASHTO M145' GRANULAR WELL -GRADED SOIL/AGGREGATE MIXTURES, <35% A-1, A-2-4, A-3 FINES OR PROCESSED AGGREGATE. OR MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU AASHTO M43' OF THIS LAYER, 3,357 4, 467, 5, 56. 57, 6, 67, 68, 7. 78, 8, 89 9, 10 CLEAN, CRUSHED, ANGULAR STONE CLEAN, CRUSHED, ANGULAR STONE AASHTO M43' 3. 357, 4, 467, 5, 56, 57 BEGIN COMPACTIONS AFTER 12" (300 mm) OF MATERIAL OVER THE CHAMBERS IS REACHED. COMPACT ADDITIONAL LAYERS IN 6" 050 mm) MAX LIFTS TO A MIN. 95% PROCTOR DENSITY FOR WELL GRADED MATERIAL AND 95% RELATIVE DENSITY FOR PROCESSED AGGREGATE MATERIALS. ROLLER GROSS VEHICLE WEIGHT NOT TO EXCEED 12,000 IDS (53 kN). DYNAMIC FORCE NOT TO EXCEED 20,000 Ibs (89 kN). NO COMPACTION REQUIRED, AASHTO M43' PLATE COMPACT OR ROLL TO ACHIEVE A FLAT 3 357 4 467 5 56 57 F " L_ OF THE CHAMBER. SUM ACE PLEASE NOTE: 1. THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAN, CRUSHED, ANGULAR. FOR EXAMPLE, A SPECIFICATION FOR #4 STONE WOULD STATE: "CLEAN. CRUSHED. ANGULAR NO. 4 (AASHTO M43) STONE". 2. STORMTECH COMPACTION REQUIREMENTS ARE MET FORA' LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 6" (150 mm) (MAX) LIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR. 3. WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION, FOR STANDARD DESIGN LOAD CONDITIONS, A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION EQUIPMENT. FOR SPECIAL LOAD DESIGNS, CONTACT STORMTECH FOR COMPACTION REQUIREMENTS. ADS GEOSYNTHETICS 601T NON -WOVEN GEOTEXTILE ALL AROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS PERIMETER STONE (SEE NOTE 6) EXCAVATION WALL (CAN BE SLOPED OR VERTICAL) PAVEMENT LAYER (DESIGNED BY SITE DESIGN ENGINEER) 'TO BOTTOM OF FLEXIBLE PAVEMENT FOR UNPAVED STALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR. INCREASE COVER TO 24' (000 M.) 12" (300 mm) MIN — SC-740 SUBGRADE SOILS / 6 END CAP (150 mm) MIN (SEE NOTE 4) T 8' 18" (2.4 m) (450 mm) MIN' MAX 6" (150 mm) MIN 30" (760 mm) DEPTH OF STONE TO BE DETERMINED BY SITE DESIGN ENGINEER 6" (150 mm) MIN 51" (1295 mm) 12" (300 mm) MIN NOTES: 1. SC-740 CHAMBERS SHALL CONFORM TO THE REQUIREMENTS OF ASTM F2418 "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS", OR ASTM F2922 "STANDARD SPECIFICATION FOR POLYETHYLENE (PE) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 2. SC-740 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 3. "ACCEPTABLE FILL MATERIALS" TABLE ABOVE PROVIDES MATERIAL LOCATIONS, DESCRIPTIONS, GRADATIONS, AND COMPACTION REQUIREMENTS FOR FOUNDATION, EMBEDMENT, AND FILL MATERIALS. 4. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE (ALLOWABLE BEARING CAPACITY) OF THE SUBGRADE SOILS AND THE DEPTH OF FOUNDATION STONE WITH CONSIDERATION FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS. 5. PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS. 6. ONCE LAYER'C' IS PLACED, ANY SOILIMATERIAL CAN BE PLACED IN LAYER'D' UP TO THE FINISHED GRADE. MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF LAYER'C' OR'D' AT THE SITE DESIGN ENGINEER'S DISCRETION. U) M u- LU Cl) 0 Q 0U LU O ? cc m U J o U O LLI O O Q LL U LU LU 00 ¢ a o a o� J � DO Z a ¢x 20 LU O J Q J vx SHEET 3 OF 6 COVER ENTIRE ISOLATOR ROW WITH ADS - GEOSYNTHETICS 601T NON -WOVEN GEOTEXTILE 8' (2.4 m) MIN WIDE STORMTECH HIGHLY RECOMMENDS - FLEXSTORM PURE INSERTS IN ANY UPSTREAM STRUCTURES WITH OPEN GRATES _L SUMP DEPTH TBD BY SITE DESIGN ENGINEER (24" [600 mm] MIN RECOMMENDED) INSPECTION & MAINTENANCE STEP 1) INSPECT ISOLATOR ROW FOR SEDIMENT CATCH BASIN OR MANHOLE SC-740 CHAMBER - 24" (600 mm) HDPE ACCESS PIPE REQUIRED USE FACTORY PRE -FABRICATED END CAP PART #:SC740EPE24B SC-740 ISOLATOR ROW DETAIL NTS A. INSPECTION PORTS (IF PRESENT) A. 1. REMOVE/OPEN LID ON NYLOPLAST INLINE DRAIN A.2. REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLED A.3. USING A FLASHLIGHT AND STADIA ROD, MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOG A.A. LOWER A CAMERA INTO ISOLATOR ROW FOR VISUAL INSPECTION OF SEDIMENT LEVELS (OPTIONAL) A.5. IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. B. ALL ISOLATOR ROWS B.1. REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW B.2. USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW THROUGH OUTLET PIPE i) MIRRORS ON POLES OR CAMERAS MAYBE USED TO AVOID A CONFINED SPACE ENTRY ii) FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLE 8.3, IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. STEP 2) CLEAN OUT ISOLATOR ROW USING THE JETVAC PROCESS A. A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45" (1.1 m) OR MORE IS PREFERRED B. APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS CLEAN C VACUUM STRUCTURE SUMP AS REQUIRED STEP 3) REPLACE ALL COVERS, GRATES, FILTERS, AND LIDS, RECORD OBSERVATIONS AND ACTIONS. STEP 4) INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM, NOTES 1 INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION. ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUS OBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS. CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY. CONCRETE COLLAR - PAVEMENT - CONCRETE SLAB 8" (200 mm) MIN THICKNESS FLEXSTORM CATCHI1 PART#6212NYFY WITH USE OF OPEN GRATE 6" (150 mm) INSERTA TEE PART# 6P26FBSTIP' INSERTA TEE TO BE CENTERED ON CORRUGATION CREST OPTIONAL INSPECTION PORT SC-740 END CAP - TWO LAYERS OF ADS GEOSYNTHETICS 315WTK WOVEN GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS 5' (1.5 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS 18" (450 mm) MIN WIDTH - CONCRETE COLLAR NOT REQUIRED FOR UNPAVED APPLICATIONS 12" (300 mm) NYLOPLAST INLINE DRAIN BODY W/SOLID HINGED COVER OR GRATE PART# 2712AG61P' SOLID COVER: 1299CGC` GRATE:1299CGS 6" (150 mm) SDR35 PIPE SC-740 CHAMBER SC-740 6" INSPECTION PORT DETAIL NTS THE PART# 2712AG61PKIT CAN BE USED TO ORDER ALL NECESSARY COMPONENTS FOR A SOLID LID INSPECTION PORT INSTALLATION SHEET 4 of 6 STORMTECH UNDERDRAIN DETAIL NTS STORMTECH CHAMBER �- UTLET MANIFOLD I IFOUNDATION STONE I' BENEATH CHAMBERS ADS GEOSYNTHETICS 601T NON -WOVEN GEOTEXTILE STORMTECH END CAP - I_ FOUNDATION STONE BENEATH CHAMBERS ADS GEOSYNTHETIC 6S 01T NON -WOVEN GEOTEXTILE - v�r��rv�uva ran of � JESIGN ENGINEER 4" (100 mm) TYP FOR SC-310 & SC-16OLP SYSTEMS 6" (150 mm) TYP FOR SC-740, DC-780, MC-3500 & MC-4500 SYSTEMS SECTION A -A DUAL WALL - PERFORATED HDPE UNDERDRAIN r' SECTION B-B SC-740 TECHNICAL SPECIFICATION NTS L. - 90.7" (2304 mm) ACTUAL LENGTH -I 12.2" (310 mm) 29.3" (744 mm) 45.9" (1166 mm) --- NOMINAL CHAMBER SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH) CHAMBER STORAGE MINIMUM INSTALLED STORAGE' WEIGHT 85.4" (2169 mm) INSTALLED LENGTH •BUILD ROW IN THIS DIRECTION OVERLAP NEXT CHAMBER HERE (OVER SMALL CORRUGATION) 30.0" fA762 mm) -1_ 5 (1295 mm) 51.0" X 30.0" X 85.4" (1295 mm X 762 mm X 2169 mm) 45.9 CUBIC FEET (1.30 m3) 74.9 CUBIC FEET (2.12 m3) 75.0 lbs. (33.6 kg) 'ASSUMES 6" (152 mm) STONE ABOVE, BELOW, AND BETWEEN CHAMBERS PRE-FAB STUBS AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B" PRE-FAB STUBS AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T" PRE -CORED END CAPS END WITH "PC" (n o LL¢ F L o Q OU o 0 I- Z Y O J cr U z 0 O o Q 4¢ 0 N 0 u J O M y LL a START END U F w O g o a a ZN �5. z Z -w W 7 w O U c - A r A -- A B 1 C - PART # STUB A B C SC740EPE06T / SC740EPE06TPC 6" (150 mm) 10.9" (277 mm) 18.5" (470 mm) --- SC740EPE06B / SC740EPE06BPC - 0.5" (13 mm) SC740EPE08T /SC740EPE08TPC 8" (200 mm) 12.2" (310 mm) 16.5" (419 mm) --- SC740EPE088 / SC740EPE08BPC -- 0.6" (15 mm) SC740EPE10T / SC740EPElOTPC 10" (250 mm) 13.4" (340 mm) 14.5" (368 mm) SC740EPE10B / SC740EPE10BPC - 0.7" (18 mm) SC740EPE12T / SC740EPE12TPC 12" (300 mm) 14.7" (373 mm) 12.5" (318 mm) SC740EPE12B / SC740EPE12BPC -- 1.2" (30 mm) SC740EPEI5T / SC740EPE15TPC 15" (375 mm) 18.4" (467 mm) 9.0" (229 mm) SC740EPE15B / SC740EPE15BPC 1.3" (33 mm) SC740EPE18T / SC740EPE18TPC 18" (450 mm) 19.7" (500 mm) 5.0" (127 mm) SC740EPE18B / SC740EPE18BPC - 1.6" (41 mm) SC740EPE24B` 24" (600 mm) 18.5" (470 mm) -- 0.1" (3 mm) ALL STUBS, EXCEPT FOR THE SC740EPE24B ARE PLACED AT BOTTOM OF END CAP SUCH THAT THE OUTSIDE DIAMETER OF THE STUB IS FLUSH WITH THE BOTTOM OF THE END CAP, FOR ADDITIONAL INFORMATION CONTACT STORMTECH AT 1-888-892-2694, ` FOR THE SC740EPE24B THE 24" (600 mm) STUB LIES BELOW THE BOTTOM OF THE END CAP APPROXIMATELY 1.75" (44 mm). BACKFILL MATERIAL SHOULD BE REMOVED FROM BELOW THE N-12 STUB SO THAT THE FITTING SITS LEVEL, z SHEET 5 of 6 NOTE: ALL DIMENSIONS ARE NOMINAL NYLOPLAST DRAIN BASIN NTS INTEGRATED DUCTILE IRON FRAME & GRATE/SOLID TO — MATCH BASIN O.D. 12' (61U MM) MIN (FOR AASHTO H-20) I INVERT ACCORDING TO LL PLANS/TAKE OFF I 1 I 11 VARIOUS TYPES OF INLET AND OUTLET ADAPTERS AVAILABLE: 4-30" (100-750 mm) FOR CORRUGATED HDPE — WATERTIGHT JOINT (CORRUGATED HDPE SHOWN) NnTFS G 18" (457 mm) MIN WIDTH AASHTO H-20 CONCRETE SLAB 8" (203 mm) MIN THICKNESS TRAFFIC LOADS, CONCRETE DIMENSIONS ARE FOR GUIDELINE PUPOSES ONLY ACTUAL CONCRETE SLAB MUST BE DESIGNED GIVING CONSIDERATION FOR LOCAL SOIL CONDITIONS, TRAFFIC LOADING & OTHER APPLICABLE DESIGN FACTORS — ADAPTER ANGLES VARIABLE 0°- 360' ACCORDING TO PLANS VARIABLE SUMP DEPTH ACCORDING TO PLANS [6" (152 mm) MIN ON 8-24" (200-600 mm), 10" (254 mm) MIN ON 30" (750 mm)] 4" (102 mm) MIN ON 8-24" (200-600 mm) 6" (152 mm) MIN ON 30" (750 mm) A BACKFILL MATERIAL BELOW AND TO SIDES OF STRUCTURE SHALL BE ASTM 02321 CLASS IORIICRUSHED STONE OR GRAVEL AND BE PLACED UNIFORMLY IN 12" (305 mm) LIFTS AND COMPACTED TO MIN OF 90% 1. 8-30" (200-750 mm) GRATES/SOLID COVERS SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05 2. 12-30" (300-750 mm) FRAMES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05 3. DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN DETAILS 4. DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO ASTM D3212 FOR CORRUGATED HDPE (ADS & HANCOR DUAL WALL) & SDR 35 PVC 5. FOR COMPLETE DESIGN AND PRODUCT INFORMATION: WWW.NYLOPLAST-US.COM 6. TO ORDER CALL: 800-821-6710 A PART # GRATE/SOLID COVER OPTIONS 8., 2808AG PEDESTRIAN LIGHT STANDARD LIGHT SOLID LIGHT DUTY (200 mm) DUTY DUTY 101, PEDESTRIAN LIGHT STANDARD LIGHT (250 mm) 2810AG DUTY DUTY SOLID LIGHT DUTY 12 PEDESTRIAN STANDARD AASHTO SOLID (300 mm) 2812AG AASHTO H-10 H-20 AASHTO H-20 15" PEDESTRIAN STANDARD AASHTO SOLID (375 mm) 2815AG AASHTO H-10 H-20 AASHTO H-20 181, PEDESTRIAN STANDARD AASHTO SOLID (450 mm) 2818AG AASHTO H-10 H-20 AASHTO H-20 24" PEDESTRIAN STANDARD AASHTO SOLID (600 mm) 2824AG AASHTO H-10 H-20 AASHTO H-20 30" PEDESTRIAN STANDARD AASHTO SOLID (750 mm) 2830AG AASHTO H-20 H-20 AASHTO H-20 ShiEET 6 of 6 II III I ul I� I � III III i I I Iq NI III III I I I II I d i I I � III I I III I __ 101, 1 III, I ;III I Itl Dl Iui I Ill' 4 m I III � Ip I III .• I � � �� � •� �� /� IIII II I_ ♦♦•N•K - •i.♦••il �!l♦ • �� N i♦��w� �►♦w N� i♦ice I � �h it 3 � � ��♦ t rt rl` G Ow•i ♦ L •♦♦ ✓�'CD♦ ate N'N- lr ♦ •♦ �►�. �I�♦•11I� A•♦•wNV T 1 SOIIOn-slte Trealmemb uD ulremem Nw GnPaINNM AiY ]]4.835 w. 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WEDGED B sto mvv¢r I I MIY 1I CHEWED By Pass k Ra vvn 0.e CHEW D BY Tn&e Eatiuw Em, cHEWm BY: Emkm,wmi P6wv AG: ucCGm or. D.M U 0M HZ �W WG aawWZ WOF b ZMaw 20 'n Wooac 0Z F M'6¢�6�yVl� ��aaaaoo'a n WO U O— i_W U t� LOM WFVIN�1— �mjW rn o o Ll z m m < < j i w rt J IATImU C.nWlyt Colorado RENEXFD Bx. UTILI TY PLAN APPROVAL SHEET 1 OF 1 D.M JOU NO. 39145.51 pG 7 W E z W If ♦ vvvvv I I1TI I 1 *114 I I{ ♦♦ ♦�,� 1 1' it A It If it I 10 I,© 11s II it 1 , 11 o aI ♦ t I �� ! I y I to PifI ��'—A �� ♦♦ I LEJ Iw I'Z a. u 1 I I*40 ♦ I I L, NIIK I all` — \ \ \ftl Ail ©' All ���� LAKE ; DTt. Not _ � —� I 1 I I Itit ( (((((( ((( � '� r �� � ♦ � � ,III I of lor ♦400j ♦ --,qa ,rl �� ♦ I ♦ ' I iiiii, pay de Wolf I I I I i9 I� I -saw —_fill PROPOSED PF P CLU — I 16l III _ _ _ _ _ _ _ _ _ _ _—PRCPUSrp PCP SigiM flPE - EAST VINE DR. —MEN MEN — NEW —__---------------------- I 11 1111111No O .I 11� RCP 30' RCP ___ d kill SOli0m5Xe Tnahnenl MBRe WRrrynl ki HlpuMaN Am 274635 aR-9. Failm Wool holm ® Am to Ca TYPIC:3D%0 nw'mlf"i em) 137318 ey. R. 8mprum Am pnclh Tl If LID TYmNl MNIW 91 Ran GarCenn 18883 nP. R. Imprnue Am GrslN imteE by LID TMmem MMMk AR- MW1w hw M1 IN IMS aP. 8. Total ampoule Am Tkal 1K918 q.R. AtluY%d EnptoraO Dalai I 520% LEGEN6 �100— MA" CONTOUR INTERMEDIATE CONTOUR PROPOSED RETENTION POND PROPOSED STORM SENER BIORETENTION BA5N IIIQ(I l if IIi I NERVOUS AREA ® IMPERNWS AREA NOT TREATED A PERNWS AREA TREATED By L.LD. BMP'S y +RDPOSED Row171ReenR — — — BASIN DRAINAGE AREA ENGINEER'S STATEMENT L. "JROSION o4'}�'VARIy„•::yr 99 €;All JOSEPH MARTIN FRANK P.E �••• $•• GW COLORADO NO 53399 FOR AND ON BDIALF OF A ENGINEERING. LEG. 30 15 D 30 BD ORIGINAL SCALE: = 30' Up NZ� p ZTj 6wi�6L 0 fir � t<zi mw¢�€F6 0030 Z FW6aw R�F jE �6Q<6006 \ f 'I z "I.• o T m m uy i � o o � ILIpW Ydlefe ��W. > P rc Lid 0 C811 before you dig. Z Q City of Fort Collim, Colorado J d UTILITY PLAN APPROVAL EL 41 .wvRODEe-. ah BvPRe 0.0 CHECXEB By Z J Z Q W tW IevmR Uullry 0.1e CHECKED BY. IL ai Bt ¢•Utiry Do,0 Q CHECKED BY, Ed IXED BY: Ed a TMra Engiom Dial,lL CHECKED J_Cr RmkmmemEv6nnv Due Q Cr CHECKED BY. V) DR Q J Latimer County, Colorado UTILITY PLAN APPROVAL RENENED BY SHEET 2 OF 2 oni Cwnry Enalnn 0.n .TDB No. 39145.51