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CIRCLE C ADULT RESIDENTIAL SERVICES - PDP190009 - SUBMITTAL DOCUMENTS - ROUND 2 - DRAINAGE REPORT
COLORADO CIVIL GROUP, INC. PRELIMINARY DRAINAGE REPORT FOR THE GARCIA HOUSE: A CIRCLE PROGRAM BY SUMMITSTONE FORT COLLINS, CO JULY 2019 REVISED AUGUST 2019 July 3, 2019 Rev. August 14, 2019 Mr. Shane Boyle, Civil Engineer Water Utilities Engineering City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80521 Re: Garcia House: A Circle Program by SummitStone Project No. 0060.0002.00 Dear Mr. Boyle, We are pleased to submit this revised Preliminary Drainage Report for the Garcia House: A Circle Program by SummitStone located at the corner of Patton, East Elizabeth, and McHugh Streets. This report was prepared based on the City of Fort Collins Stormwater Criteria Manual adopted in December 2018. Please let me know if you have any questions or comments. Sincerely, COLORADO CIVIL GROUP, INC. Edward J. Jansury Jr., PE Garcia House A Circle Program by SummitStone Preliminary Drainage Report August 2019 COLORADO CIVIL GROUP, INC. • 2204 Hoffman Drive • Loveland, Colorado 80538 • 970-278-0029 COMPLIANCE STATEMENT I hereby attest that this report for the preliminary drainage design for Garcia House: A Circle Program by SummitStone was prepared by me or under my direct supervision, in accordance with the provisions of the Fort Collins Stormwater Criteria Manual. I understand that the City of Fort Collins does not and will not assume liability for drainage facilities designed by others. ___________________________ Edward J. Jansury Jr., PE Registered Professional Engineer State of Colorado No. 50799 Garcia House A Circle Program by SummitStone Preliminary Drainage Report August 2019 i Table of Contents 1 Project Summary ...................................................................................................................................................... 1 1.1 Site Location ..................................................................................................................................................... 1 1.2 Existing Site Conditions .................................................................................................................................... 2 1.3 Master Drainage Plan Description .................................................................................................................... 2 1.4 Floodplain Information ..................................................................................................................................... 3 1.5 Project Description ........................................................................................................................................... 3 2 Proposed Drainage Facilities .................................................................................................................................... 4 2.1 General Flow Patterns ...................................................................................................................................... 4 2.2 On-Site Basin Description ................................................................................................................................. 4 2.3 Off-Site Basin Description ................................................................................................................................. 5 2.4 Water Quantity Detention ................................................................................................................................ 6 2.5 Water Quality Capture Volume ...................................................................................................................... 10 2.6 LID Treatment ................................................................................................................................................. 11 2.7 Maintenance Access ....................................................................................................................................... 12 2.8 Easements ...................................................................................................................................................... 12 3 Proposed Drainage Design Criteria ......................................................................................................................... 12 3.1 Drainage Studies ............................................................................................................................................. 12 3.2 Four-Step Process ........................................................................................................................................... 12 3.2.1 Step 1: Runoff Reduction ........................................................................................................................ 13 3.2.2 Step 2: Treat and Slowly Release Runoff ................................................................................................ 13 3.2.3 Step 3: Stabilize Drainageways ............................................................................................................... 13 3.2.4 Step 4: Implementation of Source Controls ........................................................................................... 14 3.3 BMP Selection Considerations ........................................................................................................................ 14 3.3.1 Soils ......................................................................................................................................................... 14 3.3.2 Watershed Size ....................................................................................................................................... 14 3.3.3 Base Flows .............................................................................................................................................. 14 3.4 BMP Design ..................................................................................................................................................... 15 3.5 Hydrologic Criteria .......................................................................................................................................... 15 4 Variance Requests .................................................................................................................................................. 15 5 Erosion Control ....................................................................................................................................................... 15 6 Conclusions ............................................................................................................................................................. 15 7 References .............................................................................................................................................................. 15 8 Appendices ............................................................................................................................................................. 16 Appendix A: Existing Soil Properties ................................................................................................................................. A Garcia House A Circle Program by SummitStone Preliminary Drainage Report August 2019 ii Appendix B: BMP Sizing and Hydrology Calculations ...................................................................................................... B Appendix C: StormTech System Plans and Details .......................................................................................................... C Appendix D: Erosion Control Plan and Drainage Plan ..................................................................................................... D Appendix E: SDI Data Sheet .............................................................................................................................................. E Index of Figures and Tables Figure 1-1: Vicinity Map.................................................................................................................................................... 1 Figure 1-2: Spring Creek Drainage Basin .......................................................................................................................... 3 Figure 2-1: Off-Site Basins ................................................................................................................................................ 6 Table 2-1: FCSCM Runoff Coefficients .............................................................................................................................. 7 Table 2-2: FCSCM Frequency Adjustment Factors ........................................................................................................... 8 Table 2-3: Existing Condition Basin Summary .................................................................................................................. 8 Table 2-4: Proposed Condition Basin Summary ............................................................................................................... 8 Table 2-5: Detention Pond Summary Table ..................................................................................................................... 9 Table 2-6: LID Treatment ................................................................................................................................................ 11 Figure 2-2: LID Exhibit ..................................................................................................................................................... 12 Garcia House A Circle Program by SummitStone Preliminary Drainage Report August 2019 1 1 Project Summary 1.1 Site Location Garcia House: A Circle Program by SummitStone site is Lot 2 of the East Elizabeth Subdivision and is in the Southwest Quarter of Section 18, Township 7 North, Range 68 West of the 6th Principal Meridian, City of Fort Collins, County of Larimer, Colorado. The site is bounded on the north by East Elizabeth Street, on the west by Patton Street, on the northeast by McHugh Street and on the south by property owned by Hanlon Bush Investments, LLC. A vicinity map is presented in Figure 1-1. The project area is generally located at 40° 34’26” North Latitude and 105° 3’14” West Longitude. Figure 1-1: Vicinity Map E ELIZABETH ST PATTON ST PROJECT AREA S LEMAY AVE E PITKIN ST RIVERSIDE AVE UCHEALTH POUDRE VALLEY HOSPITAL MCHUGH ST Garcia House A Circle Program by SummitStone Preliminary Drainage Report August 2019 2 1.2 Existing Site Conditions The parcel contains 0.635 acres in area as in currently undeveloped with a natural grass groundcover. The parcel in located in the Spring Creek Drainage Basin. The soils on site are listed as Kim Loam with 1-3% slopes on the National Resources Conservation Service Web Soil Survey website. Kim Loam soils are considered well drained and in Hydrologic Soil Group B. This soils on this site are in wind erodibility group 4L on a scale of 1 to 8 with group 1 being the most susceptible to wind erosion. Groundwater depths were found to be 16 feet deep per the geotechnical report prepared by Earth Engineering Company, Inc. 1.3 Master Drainage Plan Description As previously mentioned, this site is located within the Spring Creek Drainage Basin and is part of the Spring Creek Master Drainage Plan. The Spring Creek drainage basins encompasses approximately 9 square miles. Spring Creek flows from the Spring Canyon Dam at Horsetooth Reservoir to the Poudre River. This site is in the northeast corner of the basin in an area where the water quality was not evaluated as the runoff drains into an existing irrigation system. See Figure 1-2 below and Appendix A. The area surrounding this site is fully developed with no known master planning improvements at or near this site. Garcia House A Circle Program by SummitStone Preliminary Drainage Report August 2019 3 Figure 1-2: Spring Creek Drainage Basin 1.4 Floodplain Information The project site is located within Zone‘X’ of Community-Panel Number 08069C0983H, revised May 2, 2012. Zone‘X’is defined as “Areas determined to be outside the 0.2% annual chance floodplain.” A portion of the referenced map can be found in Appendix A of this report. 1.5 Project Description Garcia House: A Circle Program by SummitStone project includes the complete development of one parcel (8718312002). This parcel contains 0.635 acres. A building, parking, and walkways will be built on the currently undeveloped lot. The construction on this site include an entrance from McHugh Street, an exit onto Patton Street for emergency and service vehicles, walkways, and an underground detention pond. PROJECT AREA Garcia House A Circle Program by SummitStone Preliminary Drainage Report August 2019 4 2 Proposed Drainage Facilities 2.1 General Flow Patterns The site and surrounding properties were reviewed to determine existing drainage patterns. Runoff generally flows from a high point near the center of the southern edge of the property westerly and northerly to Patton, E. Elizabeth and McHugh Streets. Runoff travels northerly along the flow line of Patton Street to its’ intersection with E. Elizabeth Street and then easterly and southeasterly along the flow line of E. Elizabeth and McHugh Streets. Off-site flow from a portion of the property south of this site developed as a rehabilitation and nursing center enters in two locations near the southeast corner of the site and flows undetained overland northerly to McHugh Street. No drainage report is available for this adjacent property. Based on the aerial photo, off-site basins have been delineated and assumptions have been made about slope based on the slope on Garcia House property. Developed drainage basins were delineated based on existing and proposed improvements. The Final Drainage Plan is in Appendix C. Three on-site basins and two off-site basins were delineated. Descriptions of the delineated basins are listed below. The physical parameters and hydraulic calculations for the basins can be found in Appendix B. 2.2 On-Site Basin Description Basin A consists of sidewalks and landscape areas between the north and west sides of the building and the rights-of-way of Patton, E. Elizabeth, and McHugh Streets. The basin boundary runs along the street right-of-way, per City of Fort Collins direction. Basin A flows via sheet flow to Patton, East Elizabeth, and McHugh Streets without detention. Basin B consists of the proposed commercial building, courtyard area, the majority of the parking lot pavement, concrete walks, and landscaped area. From the existing condition to the proposed condition, the imperviousness for the basin is increased by replacing the natural grass area with parking lot pavement, buildings, and concrete walks. The basin drains to the StormTech system which then releases flow to a proposed storm drain prior to outflowing on McHugh Street through the sidewalk chase. Garcia House A Circle Program by SummitStone Preliminary Drainage Report August 2019 5 Basin C includes a portion of an existing commercial parking lot which will provide access to the site and a portion of landscaped area. Runoff from Basin C flows via sheet flow to McHugh Street without detention. 2.3 Off-Site Basin Description Basin OS-1 includes a portion of the nursing center property drains to on-site Basin B. The flows from this basin are accounted for in the storm drain sizing and are conveyed through the property to McHugh Street undetained. Basin OS-2 includes the remaining portion of the nursing center property that drains to the Garcia House property drains to on-site Basin C. As no drainage facilities are proposed for Basin C, runoff from this basin passes through the site and enters McHugh Street undetained, which is consistent with the existing drainage pattern. Figure 2-1 presents the delineation of the off-site basins and Appendix B presents the hydrologic calculations for the basins. Garcia House A Circle Program by SummitStone Preliminary Drainage Report August 2019 6 Figure 2-1: Off-Site Basins 2.4 Water Quantity Detention In order to determine the quantity of stormwater detention and treatment necessary for the project site, the existing and proposed conditions were calculated and compared. Surface Type Runoff Coefficients (Cx) found in Table 3.2.2 of the Fort Collins Stormwater Criteria Manual (FCSCM) adopted in December 2018 were utilized to determine the composite runoff coefficients of each basin. Values from this table are presented in Table 2-1 below. E ELIZABETH ST PATTON ST MCHUGH ST PROJECT AREA BASIN OS-1 BASIN OS-2 Garcia House A Circle Program by SummitStone Preliminary Drainage Report August 2019 7 Table 2-1: FCSCM Runoff Coefficients Source: Table 3.2.2 Fort Collins Stormwater Criteria Manual, December 2018 Composite coefficients were determined utilizing Equation 5-2 found in the Fort Collins Stormwater Criteria Manual (FCSCM) adopted in December 2018. Where: C = Composite Runoff Coefficient Ci = Runoff Coefficient for Specific Area (Ai), dimensionless Ai = Area of Surface with Runoff Coefficient of Ci, acres or square feet n = Number of different surfaces to be considered At = Total Area over which C is applicable, acres or square feet The composite runoff coefficients were adjusted by applying frequency adjustment factors (Cf) for the appropriate design storm event. Composite coefficients Frequency Adjust Factors found in Table 3.2-3 of the Fort Collins Stormwater Criteria Manual (FCSCM) adopted in December 2018 utilized are presented in Table 2-2 below. Hardscape or Hard Surface Asphalt, Concrete 0.95 Rooftop 0.95 Recycled Asphalt 0.80 Gravel 0.50 Pavers 0.50 Landscape or Pervious Surface Lawns, Sandy Soil, Flat Slope <2% 0.10 Lawns, Sandy Soil, Avg Slope 2%-7% 0.15 Lawns, Sandy Soil, Steep Slope >7% 0.20 Lawns, Clayey Soil, Flat Slope <2% 0.20 Lawns, Clayey Soil, Avg Slope 2%-7% 0.25 Lawns, Clayey Soil, Steep Slope >7% 0.35 Surface Type Runoff Coefficient (Cx) Garcia House A Circle Program by SummitStone Preliminary Drainage Report August 2019 8 Table 2-2: FCSCM Frequency Adjustment Factors Source: Table 3.2-3 Fort Collins Stormwater Criteria Manual, December 2018 The adjusted composite runoff coefficient value was determined utilizing the following equation. C=Cx*Cf Maximum adjusted composite runoff coefficient value is limited to 1.00. The existing condition represents the current project site with no improvements or changes. The proposed condition represents the project site with the proposed improvements. Basin categories and area computations can be found in Appendix B. Tables 2-3 and 2-4 below provide a summary of the existing and proposed basin characteristics. Table 2-3: Existing Condition Basin Summary Table 2-4: Proposed Condition Basin Summary 2, 5, 10 1.00 25 1.10 50 1.20 100 1.25 Storm Return Period (years) Frequency Adjustment Factor (Cf) Design Point 100-Year 2-Year 100-Year I100 Q2 Q100 (acres) (minutes) (in./hour) (in./hour) (ft3/s) (ft3/s) A 1 0.54 11.9 0.10 0.13 2.1 7.4 0.12 0.50 B 2 0.05 5.0 0.95 1.00 2.9 10.0 0.12 0.45 2-Year C2 Basin Area Rainfall Intensity Runoff 2-Year I2 Runoff Coefficients 100-Year C100 Basin I.D. Time of Concentration 100-Year 2-Year 100-Year I100 Q 2 Q100 (acres) (minutes) (in./hour) (in./hour) (ft 3 /s) (ft 3 /s) A 1 0.12 8.6 0.34 0.43 2.4 8.4 0.10 0.44 B 2 0.41 5.0 0.86 1.00 2.9 10.0 1.00 4.08 C 3 0.06 5.0 0.74 0.92 2.9 10.0 0.12 0.51 Runoff Coefficients Rainfall Intensity Runoff 2-Year C2 100-Year C100 2-Year I2 Basin I.D. Basin Area Garcia House A Circle Program by SummitStone Preliminary Drainage Report August 2019 9 Water quantity detention is required for Garcia House: A Circle Program by SummitStone. During a meeting about the project, the City of Fort Collins staff indicated that due to existing conditions on site flows from Basins A and C could be released from the site without detention. Basin A is primarily a landscaped area. Basin C contains the existing parking lot, which currently drains to the street without detention. Runoff from Basin B enters the StormTech system before being released to the street. The StormTech system detention pond has been sized using the Modified FAA Method equations found in Chapter 6 of the FCSCM. The water quantity detention required was determined to be 4594 cubic feet or 0.105 acre-feet. Adding the water quantity detention required to the Water Quality Volume, as required by the FCSCM, results in a detention pond total volume of 5140 cubic feet or 0.118 acre-feet. The IDF data and detention pond calculations can be found in Appendix B. A small area, approximately 900 square feet, located south of the proposed parking lot to the southerly boundary was included in Basin B calculations. This landscaped area, due to grades, will combine with the off-site flow from OS1 prior to entering the storm drain which will convey it to the outfall on McHugh Street. The StormTech system will utilize SC-310 chambers, has a proposed volume of 5265 cubic feet, and release at the 2-yr Historic rate of 0.12 cfs. This will be accomplished using an orifice plate in the StormTech system outlet structure. Table 2-5: Detention Pond Summary Table Detention Pond Water Quantity Volume Water Quality Capture Volume Total Required Volume Proposed System Volume Release Rate CF CF CF CF CFS B 4594 546 5140 5265 0.12 Garcia House A Circle Program by SummitStone Preliminary Drainage Report August 2019 10 2.5 Water Quality Capture Volume Equations in Chapter 7 of the FCSCM were used for the calculation of Water Quality Capture Volume (WQCV) required for Garcia House: A Circle Program by SummitStone project and are presented below. The Water Quality Capture Volume is calculated based on the imperviousness of the project site and the drain time. Most of the new impervious area on Garcia House: A Circle Program by SummitStone project site will drain to the StormTech system. The most conservative drain time presented in the FCSCM, 12 hours, has been used in the sizing calculations for Garcia House: A Circle Program by SummitStone. The WQCV is calculated based on the imperviousness of the project site and the drain time. Most of the new impervious area on Garcia House: A Circle Program by SummitStone project site will drain to the StormTech system. The most conservative drain time presented in the FCSCM, 40 hours, has been used in the sizing calculations for Garcia House: A Circle Program by SummitStone. WQCV = a(0.91I 3-1.19I 2+0.78I) Equation 7-1 FCSCM Where: WQCV = Water Quality Capture Volume (watershed inches) a = Drain Time Coefficient (0.8 for a drain time of 12 hours) I = Imperviousness, %/100 (0.88 for Basin B) For Garcia House: A Circle Program by SummitStone, the resulting WQCV is 0.306 watershed inches. The FCSCM uses the WQCV above to find the basin storage volume based on the following equation: V = (WQCV/12)*A*1.2 Equation 7-2 FCSCM Where: V = Basin Design Volume (cubic feet) WQCV = Water Quality Capture Volume (watershed inches) Garcia House A Circle Program by SummitStone Preliminary Drainage Report August 2019 11 A = Area of Watershed Tributary to the Basin (square feet) With a total tributary area of 17,844 square feet, the Basin Design Volume required is 546 cubic feet or 0.013 acre-feet. 2.6 LID Treatment The City of Fort Collins LID ordinance requires that for 75% of all newly added or modified impervious areas be treated by LID techniques. Runoff from a small portion of the new or modified impervious area on the project site flows directly to McHugh Street and is therefore not treated by the StormTech system. Table 2-6 shows how the LID requirements have been met for this project. Table 2-6: LID Treatment The isolation chamber rows in the StormTech system have been designed to meet the City of Fort Collins criteria. Table 2-7 indicates the minimum number of isolation chambers required is 19. Isolation chambers proposed for this StormTech system is 30. StormTech chamber plans and details can be found in Appendix C. Table 2-7: Water Quality Chambers Figure 2-2 shows the location of the StormTech system. PROJECT AREA TOTAL NET NEW IMPERVIOUS AREA 16,438 SF REQUIRED MINIMUM AREA TO BE TREATED BY LID (75% OF NEW IMPERVIOUS AREA) 12,328 SF NET NEW IMPERVIOUS AREA TREATED BY LID 15,643 SF PERCENT OF NEW IMPERVIOUS AREA TREATED BY LID 95% 75% ON-SITE TREATMENT BY LID (cf) (cfs) (sf) (cfs) (cf) (cf) (units) (cfs) (cf) (units) (units) (cf) (cf) B 546 0.50 SC-310 20 0.016 14.70 29.30 19 0.30 61 5 30 441 879 Total WQCV Volume10 Chamber Volume per unit with Aggregate4 Minimum Number of Chambers5 Total Release Rate6 Modified FAA Storage Volume Required Minimum FAA Number of Chambers8 Storage Provided in Chambers9 Chamber Volume per Unit3 Isolation Chamber Units Provided Basin I.D. WQCV Volume WQ Flow1 Chamber Type Chamber Release Rate2 Garcia House A Circle Program by SummitStone Preliminary Drainage Report August 2019 12 Figure 2-2: LID Exhibit 2.7 Maintenance Access The drainage facilities on this site will be privately maintained. 2.8 Easements A 10-foot-wide drainage easement will be granted to the property owner to the south to allow for off-site conveyance through the property. A drainage easement around the Stormtech System will be granted to the City of Fort Collins. 3 Proposed Drainage Design Criteria 3.1 Drainage Studies There are no available previous drainage studies for this site or the site to the south. Storm runoff from the property to the south has been analyzed and accounted for as part of the design for this site. 3.2 Four-Step Process This section of the report presents the design of drainage facilities related to Garcia House: A Circle Program by SummitStone project. The drainage design has been explained as it pertains to the “Four-Step Process for Stormwater Quality Management” as outlined in the FCSCM. STORMTECH SYSTEM LID TREATMENT Garcia House A Circle Program by SummitStone Preliminary Drainage Report August 2019 13 3.2.1 Step 1: Runoff Reduction The first step in stormwater quality management is to reduce runoff peaks, volumes, and pollutant loads from urbanizing areas by implementing Low Impact Development (LID) strategies. LID practices include reducing unnecessary impervious areas and routing runoff from impervious surfaces over permeable areas to slow runoff and promote infiltration. Garcia House: A Circle Program by SummitStone project includes an increase in impervious area with the construction of the building, concrete walks and asphalt drives. Runoff from most of the new impervious areas will be routed through a StormTech detention system. The Isolator Row in the StormTech system acts as a LID practice by allowing sediment to collect as stormwater infiltrates through the cloth barrier into the StormTech detention system. 3.2.2 Step 2: Treat and Slowly Release Runoff After reducing the runoff from a site, the second step in stormwater quality management is to capture and slowly release a Water Quality Capture Volume (WQCV). WQCV facilities may include bioretention, extended detention basins, sand filters, constructed wetland ponds, and retention ponds. The StormTech detention system is designed to capture and release the WQCV for Garcia House: A Circle Program by SummitStone site. The WQCV drain time for the site is 12 hours. 3.2.3 Step 3: Stabilize Drainageways Although steps 1 and 2 help to minimize the effects of runoff on downstream drainageways, natural drainageways are often subject to bed and bank erosion due to increases in the frequency, rate, duration, and volume of runoff. Step 3 includes measures to prevent drainageway erosion. There are no drainageways on Garcia House: A Circle Program by SummitStone site. By implementing steps 1 and 2, the project site does its part to reduce drainageway erosion downstream. Garcia House A Circle Program by SummitStone Preliminary Drainage Report August 2019 14 3.2.4 Step 4: Implementation of Source Controls The final step in stormwater quality management is source control. Site specific needs such as material storage or other site operations require consideration of targeted source control Best Management Practices (BMPs). These BMPs are shown on the Erosion Control Plan (Appendix C) and explained in the Erosion Control Report (ECR) for the project site. 3.3 BMP Selection Considerations The following sections discuss the considerations for determining the best BMP or LID solution to implement for the project. 3.3.1 Soils The existing soil condition on the project site must be considered when designing BMPs. Soils with good permeability provide opportunities for infiltration of runoff and are well-suited for infiltration based BMPs such as dry wells, permeable pavement, and grass swales. The soils on Garcia House: A Circle Program by SummitStone site are in Hydrologic Soil Group B, which is defined as soils having a moderate infiltration when thoroughly wet. For this reason, infiltration based BMPs were considered a good option for the project site. Soil information for the site may be found in Appendix A. 3.3.2 Watershed Size The contributing drainage area is an important consideration for the design of BMPs. For a small site, such as Garcia House: A Circle Program by SummitStone, it is not feasible to design a detention pond that releases the WQCV over a 12-hour drain time due to the small orifices that would be required. Instead, it is recommended that small watersheds use filtering BMPs, such as the StormTech system designed for the project site. 3.3.3 Base Flows BMPs such as constructed wetlands ponds, retention ponds, and wetland channels require a base flow to prevent the BMPs from becoming dry and unable to support wetland vegetation. No base flow exists for Garcia House: A Garcia House A Circle Program by SummitStone Preliminary Drainage Report August 2019 15 Circle Program by SummitStone site, so no BMPs that require a base flow were considered for the site. 3.4 BMP Design The StormTech chamber system utilizes infiltration to reduce the transportation of pollutants to downstream receiving waters. The system is equipped with an “isolator row” which consists of wrapping the row of chambers that filters the first flush of storm runoff with fabric. This row captures the sediment which can be removed and disposed of as part of the maintenance process. 3.5 Hydrologic Criteria Per City of Fort Collins criteria, the Rational Formula Method was used for the hydrologic analysis of Garcia House: A Circle Program by SummitStone project site. The rainfall intensities (IDF Data) from the FCSCM were used for the calculation of runoff for the 2-year and 100-year storm events. The IDF Data can be found in Appendix B. Detention Volumes were determined utilizing the Modified FAA procedure as described in Chapter 6 of the FCSCM. 4 Variance Requests No variance requests are anticipated with this project. 5 Erosion Control This project complies with the City of Fort Collins Erosion Control Criteria. All Erosion Control Materials will be provided with the Final Drainage Report. 6 Conclusions The final drainage design for Garcia House: A Circle Program by SummitStone project, as outlined in this Drainage Report, is in compliance with City of Fort Collins Stormwater Criteria Manual, Master Drainage Plans, Floodplain Regulations, and/or State and Federal Regulations. The design safely and effectively collects and conveys runoff per the applicable criteria and mimics existing drainage patterns where possible. 7 References • City of Fort Collins Stormwater Criteria Manual adopted December 2018 Garcia House A Circle Program by SummitStone Preliminary Drainage Report August 2019 16 • City of Fort Collins Isolation Chamber calculation criteria • Advanced Drainage Systems Inc. design criteria for StormTech Chamber Systems 8 Appendices Appendix A contains the Soil Survey Information, Floodplain Map, and Spring Creek Basin Management Proposed Condition BMP Map. Appendix B contains the hydrologic calculations, detention basin – volume calculations, water quality capture volume calculations, IDF Data, StormTech isolation chamber calculations, LID Calculations, and LID Exhibit. Appendix C contains the StormTech System Plans and Details Appendix D contains the Historic and Proposed Drainage Basin Plans Appendix E contains the SDI Data Sheet. Garcia House A Circle Program by SummitStone Preliminary Drainage Report August 2019 A Appendix A: Existing Soil Properties United States Department of Agriculture A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Larimer County Area, Colorado Circle C - Adult Residential Treatment Services Natural Resources Conservation Service June 27, 2019 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/ portal/nrcs/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/? cid=nrcs142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2 alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Contents Preface.................................................................................................................... 2 How Soil Surveys Are Made..................................................................................5 Soil Map.................................................................................................................. 8 Soil Map................................................................................................................9 Legend................................................................................................................10 Map Unit Legend................................................................................................ 11 Map Unit Descriptions.........................................................................................11 Larimer County Area, Colorado...................................................................... 13 53—Kim loam, 1 to 3 percent slopes.......................................................... 13 Soil Information for All Uses...............................................................................15 Soil Properties and Qualities.............................................................................. 15 Soil Erosion Factors........................................................................................15 Wind Erodibility Group.................................................................................15 Soil Qualities and Features.............................................................................18 Hydrologic Soil Group................................................................................. 18 Drainage Class............................................................................................22 References............................................................................................................26 4 How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil-vegetation-landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil 5 scientists classified and named the soils in the survey area, they compared the individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil-landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil-landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field-observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and Custom Soil Resource Report 6 identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. Custom Soil Resource Report 7 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 8 9 Custom Soil Resource Report Soil Map 4491437 4491446 4491455 4491464 4491473 4491482 4491491 4491437 4491446 4491455 4491464 4491473 4491482 4491491 495394 495403 495412 495421 495430 495439 495448 495457 495466 495475 495484 495394 495403 495412 495421 495430 495439 495448 495457 495466 495475 495484 40° 34' 27'' N 105° 3' 15'' W 40° 34' 27'' N 105° 3' 12'' W 40° 34' 25'' N 105° 3' 15'' W 40° 34' 25'' N 105° 3' 12'' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 0 20 40 80 120 Feet 0 5 10 20 30 Meters Map Scale: 1:417 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 53 Kim loam, 1 to 3 percent slopes 0.7 100.0% Totals for Area of Interest 0.7 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. Custom Soil Resource Report 11 An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. Custom Soil Resource Report 12 Larimer County Area, Colorado 53—Kim loam, 1 to 3 percent slopes Map Unit Setting National map unit symbol: jpwx 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: Prime farmland if irrigated Map Unit Composition Kim and similar soils: 90 percent Minor components: 10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Kim Setting Landform: Fans Landform position (three-dimensional): Base slope Down-slope shape: Linear Across-slope shape: Linear Parent material: Mixed alluvium Typical profile H1 - 0 to 7 inches: loam H2 - 7 to 60 inches: loam, clay loam, sandy clay loam H2 - 7 to 60 inches: H2 - 7 to 60 inches: Properties and qualities Slope: 1 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 (0.60 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 slightly saline (0.0 to 4.0 mmhos/cm) Available water storage in profile: Very high (about 26.5 inches) Interpretive groups Land capability classification (irrigated): 2e Land capability classification (nonirrigated): 4e Hydrologic Soil Group: B Ecological site: Loamy Plains (R067XY002CO) Hydric soil rating: No Custom Soil Resource Report 13 Minor Components Fort collins Percent of map unit: 6 percent Hydric soil rating: No Stoneham Percent of map unit: 3 percent Hydric soil rating: No Aquic haplustolls Percent of map unit: 1 percent Landform: Swales Hydric soil rating: Yes Custom Soil Resource Report 14 Soil Information for All Uses Soil Properties and Qualities The Soil Properties and Qualities section includes various soil properties and qualities displayed as thematic maps with a summary table for the soil map units in the selected area of interest. A single value or rating for each map unit is generated by aggregating the interpretive ratings of individual map unit components. This aggregation process is defined for each property or quality. Soil Erosion Factors Soil Erosion Factors are soil properties and interpretations used in evaluating the soil for potential erosion. Example soil erosion factors can include K factor for the whole soil or on a rock free basis, T factor, wind erodibility group and wind erodibility index. Wind Erodibility Group A wind erodibility group (WEG) consists of soils that have similar properties affecting their susceptibility to wind erosion in cultivated areas. The soils assigned to group 1 are the most susceptible to wind erosion, and those assigned to group 8 are the least susceptible. 15 16 Custom Soil Resource Report Map—Wind Erodibility Group 4491437 4491446 4491455 4491464 4491473 4491482 4491491 4491437 4491446 4491455 4491464 4491473 4491482 4491491 495394 495403 495412 495421 495430 495439 495448 495457 495466 495475 495484 495394 495403 495412 495421 495430 495439 495448 495457 495466 495475 495484 40° 34' 27'' N 105° 3' 15'' W 40° 34' 27'' N 105° 3' 12'' W 40° 34' 25'' N 105° 3' 15'' W 40° 34' 25'' N 105° 3' 12'' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 0 20 40 80 120 Feet 0 5 10 20 30 Meters Map Scale: 1:417 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons 1 2 3 4 4L 5 6 7 8 Not rated or not available Soil Rating Lines 1 2 3 4 4L 5 6 7 8 Not rated or not available Soil Rating Points 1 2 3 4 4L 5 6 7 8 Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Table—Wind Erodibility Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 53 Kim loam, 1 to 3 percent slopes 4L 0.7 100.0% Totals for Area of Interest 0.7 100.0% Rating Options—Wind Erodibility Group Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Lower Soil Qualities and Features Soil qualities are behavior and performance attributes that are not directly measured, but are inferred from observations of dynamic conditions and from soil properties. Example soil qualities include natural drainage, and frost action. Soil features are attributes that are not directly part of the soil. Example soil features include slope and depth to restrictive layer. These features can greatly impact the use and management of the soil. Hydrologic Soil Group 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 Custom Soil Resource Report 18 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. Custom Soil Resource Report 19 20 Custom Soil Resource Report Map—Hydrologic Soil Group 4491437 4491446 4491455 4491464 4491473 4491482 4491491 4491437 4491446 4491455 4491464 4491473 4491482 4491491 495394 495403 495412 495421 495430 495439 495448 495457 495466 495475 495484 495394 495403 495412 495421 495430 495439 495448 495457 495466 495475 495484 40° 34' 27'' N 105° 3' 15'' W 40° 34' 27'' N 105° 3' 12'' W 40° 34' 25'' N 105° 3' 15'' W 40° 34' 25'' N 105° 3' 12'' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 0 20 40 80 120 Feet 0 5 10 20 30 Meters Map Scale: 1:417 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as Table—Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 53 Kim loam, 1 to 3 percent slopes B 0.7 100.0% Totals for Area of Interest 0.7 100.0% Rating Options—Hydrologic Soil Group Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Drainage Class "Drainage class (natural)" refers to the frequency and duration of wet periods under conditions similar to those under which the soil formed. Alterations of the water regime by human activities, either through drainage or irrigation, are not a consideration unless they have significantly changed the morphology of the soil. Seven classes of natural soil drainage are recognized-excessively drained, somewhat excessively drained, well drained, moderately well drained, somewhat poorly drained, poorly drained, and very poorly drained. These classes are defined in the "Soil Survey Manual." Custom Soil Resource Report 22 23 Custom Soil Resource Report Map—Drainage Class 4491437 4491446 4491455 4491464 4491473 4491482 4491491 4491437 4491446 4491455 4491464 4491473 4491482 4491491 495394 495403 495412 495421 495430 495439 495448 495457 495466 495475 495484 495394 495403 495412 495421 495430 495439 495448 495457 495466 495475 495484 40° 34' 27'' N 105° 3' 15'' W 40° 34' 27'' N 105° 3' 12'' W 40° 34' 25'' N 105° 3' 15'' W 40° 34' 25'' N 105° 3' 12'' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 0 20 40 80 120 Feet 0 5 10 20 30 Meters Map Scale: 1:417 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons Excessively drained Somewhat excessively drained Well drained Moderately well drained Somewhat poorly drained Poorly drained Very poorly drained Subaqueous Not rated or not available Soil Rating Lines Excessively drained Somewhat excessively drained Well drained Moderately well drained Somewhat poorly drained Poorly drained Very poorly drained Subaqueous Not rated or not available Soil Rating Points Excessively drained Somewhat excessively drained Well drained Moderately well drained Somewhat poorly drained Poorly drained Very poorly drained Subaqueous Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Table—Drainage Class Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 53 Kim loam, 1 to 3 percent slopes Well drained 0.7 100.0% Totals for Area of Interest 0.7 100.0% Rating Options—Drainage Class Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Custom Soil Resource Report 25 References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/national/soils/?cid=nrcs142p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/ home/?cid=nrcs142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/ detail/national/landuse/rangepasture/?cid=stelprdb1043084 26 United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/soils/scientists/?cid=nrcs142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/? cid=nrcs142p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf Custom Soil Resource Report 27 Garcia House A Circle Program by SummitStone Preliminary Drainage Report August 2019 B Appendix B: BMP Sizing and Hydrology Calculations GARCIA HOUSE: A CIRCLE PROGRAM BY SUMMITSTONE TABLE B‐1: BASIN PARAMETERS Existing Condition 0.95 0.95 0.80 0.50 0.50 0.10 0.15 0.20 0.20 0.25 0.35 (acres) A 00000 23,657 00000 0.54 B 1,961 0000000000 0.05 TOTAL (acres) 0.05 0.00 0.00 0.00 0.00 0.54 0.00 0.00 0.00 0.00 0.00 0.59 Proposed Condition 0.95 0.95 0.80 0.50 0.50 0.10 0.15 0.20 0.20 0.25 0.35 (acres) A 1,006 00000 4,339 0 0 0 0.12 B 8,404 7,239 00000 2,201 0 0 0 0.41 C 1,750 000000681000 0.06 TOTAL (acres) 0.26 0.17 0.00 0.00 0.00 0.00 0.00 0.17 0.00 0.00 0.00 0.59 Off‐site Basins 0.95 0.95 0.80 0.50 0.50 0.10 0.15 0.20 0.20 0.25 0.35 (acres) OS1 0 6,870 0000 10,688 0000 0.40 OS2 1,589 0000000000 0.04 TOTAL (acres) 0.04 0.16 0.00 0.00 0.00 0.00 0.25 0.00 0.00 0.00 0.00 0.44 Basin I.D. Basin Categories and Areas (SF) Hardscape or Hard Surface Landscape or Pervious Surface Basin Area Asphalt, Concrete Rooftop Recycled Asphalt Gravel Pavers Lawns, Sandy, Slope <2% Lawns, Sandy, Slope 2‐7% Lawns, Sandy, Slope >7% Lawns, Clayey, Slope <2% Lawns, Clayey, Slope 2‐7% Lawns, Clayey, Slope >7% Basin I.D. Basin Categories and Areas (SF) Asphalt, Concrete Rooftop Recycled Asphalt Gravel Pavers Lawns, Sandy, Slope <2% Lawns, Sandy, Slope 2‐7% Lawns, Sandy, Slope >7% Lawns, Clayey, Slope <2% Lawns, Clayey, Slope 2‐7% Lawns, Clayey, Slope >7% Hardscape or Hard Surface Landscape or Pervious Surface Basin Categories and Areas (SF) Hardscape or Hard Surface Landscape or Pervious Surface Basin I.D. Basin Area Lawns, Sandy, GARCIA HOUSE: A CIRCLE PROGRAM BY SUMMITSTONE TABLE B‐2 ‐ TIME OF CONCENTRATION Existing Condition 100 yr Velocity tt tc tc Check (acres) (feet) (%) (min) (min) feet (ft/ft) (feet) (feet/sec) (min) (min) (min) (min) A 0.10 0.13 0.54 100 1.68 15.7 15.3 338 0.008 0.100 Asphalt w/ concrete gutter 1.8 3.1 18.5 11.9 NO 11.9 B 0.95 1.00 0.05 52 5.52 1.1 0.8 0 0.000 0.000 0.0 0.0 5.0 YES 5.0 Proposed Condition 100 yr Velocity tt tt tc Check (acres) (feet) (%) (min) (min) feet (ft/ft) (feet) (feet/sec) (min) (min) (min) (min) A 0.34 0.43 0.12 33 3.90 5.2 4.6 399 0.008 0.090 Asphalt w/ concrete gutter 1.7 4.0 8.6 12.2 YES 8.6 B 0.86 1.00 0.41 52 2.00 2.6 1.1 81 0.005 0.130 Asphalt w/ concrete gutter 1.7 0.8 5.0 10.5 YES 5.0 C 0.74 0.92 0.06 38 11.20 1.9 0.9 27 0.008 0.100 Asphalt w/ concrete gutter 1.8 0.3 5.0 10.2 YES 5.0 Off‐site Basins 100 yr Velocity tt tt tc Check (acres) (feet) (%) (min) (min) feet (ft/ft) (feet) (feet/sec) (min) (min) (min) (min) OS1 0.46 0.58 0.40 25 25.00 2.0 1.7 125 0.010 0.010 grass swale 0.2 10.5 12.2 10.7 NO 10.7 OS2 0.95 1.00 0.04 57 6.14 1.2 0.8 27 0.008 0.090 Asphalt w/ concrete gutter 1.7 0.3 5.0 10.2 YES 5.0 100 yr ‐ ti Slope Overland Flow Concentrated Flow Hydraulic Slope Radius Concentrated Flow Type of Land Surface Type of Land Surface Basin I.D. Runoff Coefficient Basin Parameters C2 Final tc tc Check C100 Area Overland Flow Length Slope 2yr ‐ ti 100 yr ‐ ti Length Basin I.D. Runoff Coefficient Basin Parameters C2, C5 C100 Area tc Check 100 yr ‐ ti Slope Hydraulic Final tc Length Slope Radius 2yr ‐ ti Length Basin I.D. Runoff Coefficient Basin Parameters C2 C100 Area Overland Flow tc Check Length Hydraulic Final tc Length Radius Concentrated Flow Slope Type of Land Surface 2yr ‐ ti 8/12/2019 GARCIA HOUSE: A CIRCLE PROGRAM BY SUMMITSTONE TABLE B‐3: BASIN HYDROLOGY Existing Condition Design Point 100‐Year 2‐Year 100‐Year I100 Q2 Q100 (acres) (minutes) (in./hour) (in./hour) (ft3/s) (ft3/s) A 1 0.54 11.9 0.10 0.13 2.1 7.4 0.12 0.50 B 2 0.05 5.0 0.95 1.00 2.9 10.0 0.12 0.45 Proposed Condition 100‐Year 2‐Year 100‐Year I100 Q2 Q100 (acres) (minutes) (in./hour) (in./hour) (ft3/s) (ft3/s) A 1 0.12 8.6 0.34 0.43 2.4 8.4 0.10 0.44 B 2 0.41 5.0 0.86 1.00 2.9 10.0 1.00 4.08 C 3 0.06 5.0 0.74 0.92 2.9 10.0 0.12 0.51 Off‐site Basins 100‐Year 2‐Year 100‐Year I100 Q2 Q100 (acres) (minutes) (in./hour) (in./hour) (ft3/s) (ft3/s) OS1 0.40 10.7 0.46 0.58 2.2 7.7 0.41 1.80 OS2 0.04 5.0 0.95 1.00 2.9 10.0 0.10 0.36 Basin I.D. Basin Area Time of Design Point Concentration Basin I.D. Time of Basin Area Concentration 2‐Year I2 100‐Year C100 2‐Year C2 100‐Year C100 2‐Year I2 Basin I.D. Basin Area Time of Concentration Runoff Runoff Coefficients Rainfall Intensity Runoff Runoff Coefficients Rainfall Intensity Runoff 2‐Year C2 Runoff Coefficients Rainfall Intensity 2‐Year C2 100‐Year C100 2‐Year I2 8/12/2019 CIRCLE C ‐ ADULT GARCIA HOUSE: A CIRCLE PROGRAM BY SUMMITSTONE TABLE B‐4: WQCV (acres) (hours) (in) (ac‐ft) (cu‐ft) B 0.41 88% 12 0.306 0.013 546 1 WQCV=a (0.91I 3‐1.19I 2+0.78I ) Equation 7‐1 2 V=(WQCV/12)A*1.2 Equation 7‐2 WQCV Volume2 WQCV Basin I.D. Basin Area Volume Percent Impervious Drain Time WQCV1 8/12/2019 GARCIA HOUSE: A CIRCLE PROGRAM BY SUMMITSTONE TABLE B‐5: IDF DATA 2‐YEAR 10‐YEAR 100‐YEAR (minutes) (inches/hour) (inches/hour) (inches/hour) 5 2.85 4.87 9.95 6 2.67 4.56 9.31 7 2.52 4.31 8.80 8 2.40 4.10 8.38 9 2.30 3.93 8.03 10 2.21 3.78 7.72 11 2.13 3.63 7.42 12 2.05 3.50 7.16 13 1.98 3.39 6.92 14 1.92 3.29 6.71 15 1.87 3.19 6.52 16 1.81 3.08 6.30 17 1.75 2.99 6.10 18 1.70 2.90 5.92 19 1.65 2.82 5.75 20 1.61 2.74 5.60 21 1.56 2.67 5.46 22 1.53 2.61 5.32 23 1.49 2.55 5.20 24 1.46 2.49 5.09 25 1.43 2.44 4.98 26 1.40 2.39 4.87 27 1.37 2.34 4.78 28 1.34 2.29 4.69 29 1.32 2.25 4.60 30 1.30 2.21 4.52 31 1.27 2.16 4.42 32 1.24 2.12 4.33 33 1.22 2.08 4.24 34 1.19 2.04 4.16 35 1.17 2.00 4.08 36 1.15 1.96 4.01 37 1.16 1.93 3.93 38 1.11 1.89 3.87 39 1.09 1.86 3.80 40 1.07 1.83 3.74 41 1.05 1.80 3.68 42 1.04 1.77 3.62 43 1.02 1.74 3.56 44 1.01 1.72 3.51 45 0.99 1.69 3.46 46 0.98 1.67 3.41 47 0.96 1.64 3.36 48 0.95 1.62 3.31 49 0.94 1.60 3.27 50 0.92 1.58 3.23 51 0.91 1.56 3.18 52 0.90 1.54 3.14 53 0.89 1.52 3.10 54 0.88 1.50 3.07 55 0.87 1.48 3.03 56 0.86 1.47 2.99 57 0.85 1.45 2.96 58 0.84 1.43 2.92 59 0.83 1.42 2.89 60 0.82 1.40 2.86 CIRCLE C ‐ ADULT RESIDENTIAL TREATMENT SERVICES TABLE B‐6: DETENTION VOLUME DETENTION VOLUME BY THE MODIFIED FAA METHOD (FORT COLLINS) Project: Design Point: 0.41 Acres 1.00 0.12 CFS 5 Minutes 5 9.95 1222.77 34.70 1188 6 9.31 1372.94 41.64 1331 7 8.80 1514.02 48.58 1465 8 8.38 1647.73 55.53 1592 9 8.03 1776.27 62.47 1714 10 7.72 1897.45 69.41 1828 11 7.42 2006.08 76.35 1930 12 7.16 2111.77 83.29 2028 13 6.92 2211.06 90.23 2121 14 6.71 2308.89 97.17 2212 15 6.52 2403.76 104.11 2300 16 6.30 2477.49 111.05 2366 17 6.10 2548.77 117.99 2431 18 5.92 2619.06 124.93 2494 19 5.75 2685.18 131.87 2553 20 5.60 2752.77 138.81 2614 21 5.46 2818.15 145.75 2672 22 5.32 2876.64 152.70 2724 23 5.20 2939.57 159.64 2780 24 5.09 3002.49 166.58 2836 25 4.98 3060.00 173.52 2886 26 4.87 3112.11 180.46 2932 27 4.78 3172.08 187.40 2985 28 4.69 3227.62 194.34 3033 29 4.60 3278.75 201.28 3077 30 4.52 3332.82 208.22 3125 31 4.42 3367.72 215.16 3153 32 4.33 3405.57 222.10 3183 33 4.24 3439.00 229.04 3210 34 4.16 3476.36 235.98 3240 35 4.08 3509.78 242.92 3267 36 4.01 3548.12 249.86 3298 37 3.93 3573.93 256.81 3317 38 3.87 3614.49 263.75 3351 39 3.80 3642.50 270.69 3372 40 3.74 3676.91 277.63 3399 41 3.68 3708.37 284.57 3424 42 3.62 3736.89 291.51 3445 43 3.56 3762.45 298.45 3464 44 3.51 3795.87 305.39 3490 45 3.46 3826.84 312.33 3515 46 3.41 3855.35 319.27 3536 47 3.36 3881.41 326.21 3555 48 3.31 3905.00 333.15 3572 49 3.27 3938.18 340.09 3598 50 3.23 3969.40 347.03 3622 51 3.18 3986.11 353.98 3632 52 3.14 4013.15 360.92 3652 53 3.10 4038.22 367.86 3670 54 3.07 4074.59 374.80 3700 55 3.03 4095.97 381.74 3714 GARCIA HOUSE: A CIRCLE PROGRAM BY SUMMITSTONE TABLE B‐7: LID REQUIREMENTS PROJECT AREA TOTAL NET NEW IMPERVIOUS AREA 16,438 SF REQUIRED MINIMUM AREA TO BE TREATED BY LID (75% OF NEW IMPERVIOUS AREA) 12,328 SF NET NEW IMPERVIOUS AREA TREATED BY LID 15,643 SF PERCENT OF NEW IMPERVIOUS AREA TREATED BY LID 95% 75% ON‐SITE TREATMENT BY LID 8/12/2019 GARCIA HOUSE: A CIRCLE PROGRAM BY SUMMITSTONE TABLE B‐8: ISOLATION CHAMBER CALCULATIONS (cf) (cfs) (sf) (cfs) (cf) (cf) (units) (cfs) (cf) (units) (cf) (cf) (units) (cfs) (cf) (cf) B 546 0.50 SC‐310 20.2 0.016 14.70 29.30 19 0.30 61 5 279 557 30 0.47 441 879 1 WQ Flow: Q=C(i/2 )A C: 2‐yr storm, i: 2‐yr storm 2 Chamber Release Rate per chamber, limited by flow through geotextile fabric. Fort Collins allows 0.35GPM/SF of fabric Conversion Factor for gpm/sf to cfs/sf is 0.00078 3 Chamber Volume only per unit 4 Chamber Volume includes chamber and void space (40%) around chambers per unit 5 Number of Chambers required for WQCV including aggregate 6 Release Rate = Minimum Number of Chambers * Chamber Release Rate 7 Modified FAA calc based on Flow, WQ and Total Release Rate 8 Number of Chambers required based on Modified FAA Volume 9 Greater of Minimum Number of Chambers or Minimum FAA Number of Chambers * Chamber Volume3 10 Greater of Minimum Number of Chambers or Minimum FAA Number of Chambers * Chamber Volume with Aggregate4 11 Proposed Release Rate = Isolation Chamber Units Proposed * Chamber Release Rate 12Chamber Units Proposed * Chamber Volume per Unit3 13Chamber Units Proposed * Chamber Volume with Aggregate4 Proposed Storage in Chambers12 Proposed Total WQCV Volume13 Minimum WQCV Volume10 Chamber Volume per unit with Aggregate4 Minimum Number of Chambers5 Minimum Release Rate6 Modified FAA Storage Volume Required Minimum FAA Number of Chambers8 Minimum Storage Required in Chambers9 Proposed Release Rate11 Chamber Volume per Unit3 Isolation Chamber Basin I.D. Units Proposed Required WQCV Volume WQ Flow1 Chamber Type Chamber Release Rate2 Chamber Bottom Area 8/12/2019 GARCIA HOUSE: A CIRCLE PROGRAM BY SUMMITSTONE TABLE B‐9: ISOLATION CHAMBER VOLUME Project: Design Point: 0.41 Acres 0.86 0.30 CFS 5 Minutes 5 1.43 150.17 89.81 60 6 1.34 168.82 107.77 61 7 1.26 185.89 125.73 60 8 1.20 202.33 143.69 59 9 1.15 218.14 161.66 56 10 1.11 232.89 179.62 53 11 1.07 246.90 197.58 49 12 1.03 259.23 215.54 44 13 0.99 271.25 233.50 38 14 0.96 283.26 251.47 32 15 0.94 295.59 269.43 26 16 0.91 305.18 287.39 18 17 0.88 313.50 305.35 8 18 0.85 322.46 323.31 ‐1 19 0.83 330.36 341.27 ‐11 20 0.81 339.32 359.24 ‐20 21 0.78 345.22 377.20 ‐32 22 0.77 354.71 395.16 ‐40 23 0.75 361.13 413.12 ‐52 24 0.73 369.25 431.08 ‐62 25 0.72 376.73 449.05 ‐72 26 0.70 383.58 467.01 ‐83 27 0.69 389.80 484.97 ‐95 28 0.67 395.38 502.93 ‐108 29 0.66 403.39 520.89 ‐118 30 0.65 410.98 538.86 ‐128 31 0.64 414.88 556.82 ‐142 32 0.62 418.14 574.78 ‐157 33 0.61 424.26 592.74 ‐168 34 0.60 426.36 610.70 ‐184 35 0.59 431.53 628.66 ‐197 36 0.58 436.27 646.63 ‐210 37 0.58 452.29 664.59 ‐212 38 0.56 444.49 682.55 ‐238 39 0.55 447.97 700.51 ‐253 40 0.54 451.02 718.47 ‐267 41 0.53 453.66 736.44 ‐283 42 0.52 460.30 754.40 ‐294 43 0.51 462.19 772.36 ‐310 44 0.51 468.31 790.32 ‐322 45 0.50 469.46 808.28 ‐339 46 0.49 475.05 826.24 ‐351 47 0.48 475.47 844.21 ‐369 48 0.48 480.53 862.17 ‐382 49 0.47 485.38 880.13 ‐395 50 0.46 484.74 898.09 ‐413 51 0.46 489.07 916.05 ‐427 52 0.45 493.17 934.02 ‐441 53 0.45 497.07 951.98 ‐455 54 0.44 500.76 969.94 ‐469 55 0.44 504.24 987.90 ‐484 56 0.43 507.51 1005.86 ‐498 Garcia House A Circle Program by SummitStone Preliminary Drainage Report August 2019 C Appendix C: StormTech System Plans and Details ©2013 ADS, INC. PROJECT INFORMATION ADS SALES REP: ENGINEERED PRODUCT MANAGER: PROJECT NO: ADVANCED DRAINAGE SYSTEMS, INC. R GARCIA HOUSE FORT COLLINS, CO MARK KAELBERER 720-256-8225 MARK.KAELBERER@ADS-PIPE.COM S145549 EVAN FISCHGRUND 720-250-8047 EVAN.FISCHGRUND@ADS-PIPE.COM IMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF THE SC-310 SYSTEM 1. STORMTECH SC-310 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETED A PRE-CONSTRUCTION MEETING WITH THE INSTALLERS. 2. STORMTECH SC-310 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH SC-310/SC-740/DC-780 CONSTRUCTION GUIDE". 3. CHAMBERS ARE NOT TO BE BACKFILLED WITH A DOZER OR AN EXCAVATOR SITUATED OVER THE CHAMBERS. STORMTECH RECOMMENDS 3 BACKFILL METHODS: · STONESHOOTER LOCATED OFF THE CHAMBER BED. · BACKFILL AS ROWS ARE BUILT USING AN EXCAVATOR ON THE FOUNDATION STONE OR SUBGRADE. · BACKFILL FROM OUTSIDE THE EXCAVATION USING A LONG BOOM HOE OR EXCAVATOR. 4. THE FOUNDATION STONE SHALL BE LEVELED AND COMPACTED PRIOR TO PLACING CHAMBERS. 5. JOINTS BETWEEN CHAMBERS SHALL BE PROPERLY SEATED PRIOR TO PLACING STONE. 6. MAINTAIN MINIMUM - 6" (150 mm) SPACING BETWEEN THE CHAMBER ROWS. 7. EMBEDMENT STONE SURROUNDING CHAMBERS MUST BE A CLEAN, CRUSHED, ANGULAR STONE 3/4-2" (20-50 mm). 8. THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIALS BEARING CAPACITIES TO THE SITE DESIGN ENGINEER. 9. ADS RECOMMENDS THE USE OF "FLEXSTORM CATCH IT" INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECT THE SUBSURFACE STORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF. NOTES FOR CONSTRUCTION EQUIPMENT 1. STORMTECH SC-310 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH SC-310/SC-740/DC-780 CONSTRUCTION GUIDE". 2. THE USE OF CONSTRUCTION EQUIPMENT OVER SC-310 & SC-740 CHAMBERS IS LIMITED: · NO EQUIPMENT IS ALLOWED ON BARE CHAMBERS. · NO RUBBER TIRED LOADERS, DUMP TRUCKS, OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL DEPTHS ARE REACHED IN ACCORDANCE WITH THE "STORMTECH SC-310/SC-740/DC-780 CONSTRUCTION GUIDE". · WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE "STORMTECH SC-310/SC-740/DC-780 CONSTRUCTION GUIDE". 3. FULL 36" (900 mm) OF STABILIZED COVER MATERIALS OVER THE CHAMBERS IS REQUIRED FOR DUMP TRUCK TRAVEL OR DUMPING. USE OF A DOZER TO PUSH EMBEDMENT STONE BETWEEN THE ROWS OF CHAMBERS MAY CAUSE DAMAGE TO THE CHAMBERS AND IS NOT AN ACCEPTABLE BACKFILL METHOD. ANY CHAMBERS DAMAGED BY THE "DUMP AND PUSH" METHOD ARE NOT COVERED UNDER THE STORMTECH STANDARD WARRANTY. CONTACT STORMTECH AT 1-888-892-2694 WITH ANY QUESTIONS ON INSTALLATION REQUIREMENTS OR WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT. SC-310 STORMTECH CHAMBER SPECIFICATIONS 1. CHAMBERS SHALL BE STORMTECH SC-310. 2. CHAMBERS SHALL BE ARCH-SHAPED AND SHALL BE MANUFACTURED FROM VIRGIN, IMPACT-MODIFIED POLYPROPYLENE OR POLYETHYLENE COPOLYMERS. 3. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2922 (POLETHYLENE) OR ASTM F2418-16a (POLYPROPYLENE), "STANDARD SPECIFICATION FOR CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 4. CHAMBER ROWS SHALL PROVIDE CONTINUOUS, UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORTS THAT WOULD IMPEDE FLOW OR LIMIT ACCESS FOR INSPECTION. 5. THE STRUCTURAL DESIGN OF THE CHAMBERS, THE STRUCTURAL BACKFILL, AND THE INSTALLATION REQUIREMENTS SHALL ENSURE THAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, SECTION 12.12, ARE MET FOR: 1) LONG-DURATION DEAD LOADS AND 2) SHORT-DURATION LIVE LOADS, BASED ON THE AASHTO DESIGN TRUCK WITH CONSIDERATION FOR IMPACT AND MULTIPLE VEHICLE PRESENCES. 6. CHAMBERS SHALL BE DESIGNED, TESTED AND ALLOWABLE LOAD CONFIGURATIONS DETERMINED IN ACCORDANCE WITH ASTM F2787, 00 15' 30' SHEET OF DATE: PROJECT #: DRAWN: CHECKED: THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATE RESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS. 4640 TRUEMAN BLVD HILLIARD, OH 43026 ADVANCED DRAINAGE SYSTEMS, INC. R 2 6 08/13/19 S145549 SLV AMD FORT COLLINS, CO GARCIA HOUSE DATE DRWN CHKD DESCRIPTION 70 INWOOD ROAD, SUITE 3 | ROCKY HILL | CT | 06067 860-529-8188 |888-892-2694 | WWW.STORMTECH.COM Detention Retention Water Quality 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. · 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. · BOTTOM OF STONE IS SET TO LOWEST ELEVATION ON THE SUBGRADE PLAN. PLEASE REFER TO CIVIL ENGINEERING SET FOR SUBGRADE PLAN. · ASSOCIATED ELEVATIONS THROUGHOUT THE SYSTEM ARE SET PER THE LOWEST ELEVATION ON THE SUBGRADE PLAN AND MAY VARY THROUGHOUT THE THE SYSTEM DUE TO THE PROPOSED SLOPE IN THE SUBGRADE. HOWEVER, THE SAME SECTION OF STONE ABOVE AND BELOW THE CHAMBER WILL REMAIN CONSTANT THROUGHOUT THE SYSTEM. INSPECTION PORT (TYP 2 PLACES) ISOLATOR ROW (SEE DETAIL / TYP 2 PLACES) OUTLET CONTROL STRUCTURE PER PLAN MAXIMUM OUTLET FLOW 2.0 CFS (DESIGN BY ENGINEER / PROVIDED BY OTHERS) PLACE MINIMUM 12.5' OF ADS GEOSYNTHETICS 315WTK WOVEN GEOTEXTILE OVER BEDDING STONE AND UNDERNEATH CHAMBER FEET FOR SCOUR PROTECTION AT ALL CHAMBER INLET ROWS PROPOSED LAYOUT 150 STORMTECH SC-310 CHAMBERS 20 STORMTECH SC-310 END CAPS 6 STONE ABOVE (in) 6 STONE BELOW (in) 40 % STONE VOID 5265 INSTALLED SYSTEM VOLUME (CF) (PERIMETER STONE INCLUDED) 4218 SYSTEM AREA (ft²) 325 SYSTEM PERIMETER (ft) PROPOSED ELEVATIONS 4967.98 MAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED) 4961.98 MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC) SHEET OF DATE: PROJECT #: DRAWN: CHECKED: THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATE RESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS. 4640 TRUEMAN BLVD HILLIARD, OH 43026 ADVANCED DRAINAGE SYSTEMS, INC. R 3 6 08/13/19 S145549 SLV AMD FORT COLLINS, CO GARCIA HOUSE DATE DRWN CHKD DESCRIPTION 70 INWOOD ROAD, SUITE 3 | ROCKY HILL | CT | 06067 860-529-8188 |888-892-2694 | WWW.STORMTECH.COM Detention Retention Water Quality ACCEPTABLE FILL MATERIALS: STORMTECH SC-310 CHAMBER SYSTEMS PLEASE NOTE: 1. THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAN, CRUSHED, ANGULAR. FOR EXAMPLE, A SPECIFICATION FOR #4 STONE WOULD STATE: "CLEAN, CRUSHED, ANGULAR NO. 4 (AASHTO M43) STONE". 2. STORMTECH COMPACTION REQUIREMENTS ARE MET FOR 'A' LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 6" (150 mm) (MAX) LIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR. 3. WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION, FOR STANDARD DESIGN LOAD CONDITIONS, A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION EQUIPMENT. FOR SPECIAL LOAD DESIGNS, CONTACT STORMTECH FOR COMPACTION REQUIREMENTS. 4. ONCE LAYER 'C' IS PLACED, ANY SOIL/MATERIAL CAN BE PLACED IN LAYER 'D' UP TO THE FINISHED GRADE. MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF LAYER 'C' OR 'D' AT THE SITE DESIGN ENGINEER'S DISCRETION. NOTES: 1. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2922 (POLETHYLENE) OR ASTM F2418-16a (POLYPROPYLENE), "STANDARD SPECIFICATION FOR CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 2. SC-310 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 3. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE (ALLOWABLE BEARING CAPACITY) OF THE SUBGRADE SOILS AND THE DEPTH OF FOUNDATION STONE WITH CONSIDERATION FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS. 4. PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS. 5. REQUIREMENTS FOR HANDLING AND INSTALLATION: · TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. · TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 2”. · TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT AS DEFINED IN SECTION 6.2.8 OF ASTM F2922 SHALL BE GREATER THAN OR EQUAL TO 400 LBS/IN/IN. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. MATERIAL LOCATION DESCRIPTION AASHTO MATERIAL CLASSIFICATIONS COMPACTION / DENSITY REQUIREMENT D FINAL FILL: FILL MATERIAL FOR LAYER 'D' STARTS FROM THE TOP OF THE 'C' LAYER TO THE BOTTOM OF FLEXIBLE PAVEMENT OR UNPAVED FINISHED GRADE ABOVE. NOTE THAT PAVEMENT SUBBASE MAY BE PART OF THE 'D' LAYER. ANY SOIL/ROCK MATERIALS, NATIVE SOILS, OR PER ENGINEER'S PLANS. CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS. N/A PREPARE PER SITE DESIGN ENGINEER'S PLANS. PAVED INSTALLATIONS MAY HAVE STRINGENT MATERIAL AND PREPARATION REQUIREMENTS. SHEET OF DATE: PROJECT #: DRAWN: CHECKED: THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATE RESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS. 4640 TRUEMAN BLVD HILLIARD, OH 43026 ADVANCED DRAINAGE SYSTEMS, INC. R 4 6 08/13/19 S145549 SLV AMD FORT COLLINS, CO GARCIA HOUSE DATE DRWN CHKD DESCRIPTION 70 INWOOD ROAD, SUITE 3 | ROCKY HILL | CT | 06067 860-529-8188 |888-892-2694 | WWW.STORMTECH.COM Detention Retention Water Quality INSPECTION & MAINTENANCE STEP 1) INSPECT ISOLATOR ROW FOR SEDIMENT A. INSPECTION PORTS (IF PRESENT) A.1. REMOVE/OPEN LID ON NYLOPLAST INLINE DRAIN A.2. REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLED A.3. USING A FLASHLIGHT AND STADIA ROD, MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOG A.4. LOWER A CAMERA INTO ISOLATOR ROW FOR VISUAL INSPECTION OF SEDIMENT LEVELS (OPTIONAL) A.5. IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. B. ALL ISOLATOR ROWS B.1. REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW B.2. USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW THROUGH OUTLET PIPE i) MIRRORS ON POLES OR CAMERAS MAY BE USED TO AVOID A CONFINED SPACE ENTRY ii) FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLE B.3. IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. STEP 2) CLEAN OUT ISOLATOR ROW USING THE JETVAC PROCESS A. A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45" (1.1 m) OR MORE IS PREFERRED B. APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS CLEAN C. VACUUM STRUCTURE SUMP AS REQUIRED STEP 3) REPLACE ALL COVERS, GRATES, FILTERS, AND LIDS; RECORD OBSERVATIONS AND ACTIONS. STEP 4) INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM. NOTES 1. INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION. ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUS OBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS. 2. CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY. SUMP DEPTH TBD BY SITE DESIGN ENGINEER (24" [600 mm] MIN RECOMMENDED) CATCH BASIN OR MANHOLE SC-310 ISOLATOR ROW DETAIL NTS OPTIONAL INSPECTION PORT SC-310 END CAP COVER ENTIRE ISOLATOR ROW WITH ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE 5' (1.5 m) MIN WIDE SHEET OF DATE: PROJECT #: DRAWN: CHECKED: THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATE RESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS. 4640 TRUEMAN BLVD HILLIARD, OH 43026 ADVANCED DRAINAGE SYSTEMS, INC. R 5 6 08/13/19 S145549 SLV AMD FORT COLLINS, CO GARCIA HOUSE DATE DRWN CHKD DESCRIPTION 70 INWOOD ROAD, SUITE 3 | ROCKY HILL | CT | 06067 860-529-8188 |888-892-2694 | WWW.STORMTECH.COM Detention Retention Water Quality PART # STUB A B C SC310EPE06T / SC310EPE06TPC 6" (150 mm) 9.6" (244 mm) 5.8" (147 mm) --- SC310EPE06B / SC310EPE06BPC --- 0.5" (13 mm) SC310EPE08T / SC310EPE08TPC 8" (200 mm) 11.9" (302 mm) 3.5" (89 mm) --- SC310EPE08B / SC310EPE08BPC --- 0.6" (15 mm) SC310EPE10T / SC310EPE10TPC 10" (250 mm) 12.7" (323 mm) 1.4" (36 mm) --- SC310EPE10B / SC310EPE10BPC --- 0.7" (18 mm) SC310EPE12B 12" (300 mm) 13.5" (343 mm) --- 0.9" (23 mm) ALL STUBS, EXCEPT FOR THE SC310EPE12B ARE PLACED AT BOTTOM OF END CAP SUCH THAT THE OUTSIDE DIAMETER OF THE STUB IS FLUSH WITH THE BOTTOM OF THE END CAP. FOR ADDITIONAL INFORMATION CONTACT STORMTECH AT 1-888-892-2694. * FOR THE SC310EPE12B THE 12" (300 mm) STUB LIES BELOW THE BOTTOM OF THE END CAP APPROXIMATELY 0.25" (6 mm). BACKFILL MATERIAL SHOULD BE REMOVED FROM BELOW THE N-12 STUB SO THAT THE FITTING SITS LEVEL. NOTE: ALL DIMENSIONS ARE NOMINAL NOMINAL CHAMBER SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH) 34.0" X 16.0" X 85.4" (864 mm X 406 mm X 2169 mm) CHAMBER STORAGE 14.7 CUBIC FEET (0.42 m³) MINIMUM INSTALLED STORAGE* 31.0 CUBIC FEET (0.88 m³) WEIGHT 35.0 lbs. (16.8 kg) *ASSUMES 6" (152 mm) ABOVE, BELOW, AND BETWEEN CHAMBERS PRE-FAB STUBS AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B" PRE-FAB STUBS AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T" PRE CORED END CAPS END WITH "PC" 34.0" (864 mm) 16.0" (406 mm) 90.7" (2304 mm) ACTUAL LENGTH 85.4" (2169 mm) INSTALLED LENGTH BUILD ROW IN THIS DIRECTION A A B C SC-310 TECHNICAL SPECIFICATION NTS SHEET OF DATE: PROJECT #: DRAWN: CHECKED: THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATE RESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS. 4640 TRUEMAN BLVD HILLIARD, OH 43026 ADVANCED DRAINAGE SYSTEMS, INC. R 6 6 08/13/19 S145549 SLV AMD FORT COLLINS, CO GARCIA HOUSE DATE DRWN CHKD DESCRIPTION 3130 VERONA AVE BUFORD, GA 30518 PHN (770) 932-2443 FAX (770) 932-2490 www.nyloplast-us.com ® TRAFFIC LOADS: CONCRETE DIMENSIONS ARE FOR GUIDELINE PUPOSES ONLY. ACTUAL CONCRETE SLAB MUST BE DESIGNED GIVING CONSIDERATION FOR LOCAL SOIL CONDITIONS, TRAFFIC LOADING & OTHER APPLICABLE DESIGN FACTORS ADAPTER ANGLES VARIABLE 0°- 360° ACCORDING TO PLANS A 18" (457 mm) MIN WIDTH AASHTO H-20 CONCRETE SLAB 8" (203 mm) MIN THICKNESS VARIABLE SUMP DEPTH ACCORDING TO PLANS [6" (152 mm) MIN ON 8-24" (200-600 mm), 10" (254 mm) MIN ON 30" (750 mm)] 4" (102 mm) MIN ON 8-24" (200-600 mm) 6" (152 mm) MIN ON 30" (750 mm) 12" (610 mm) MIN (FOR AASHTO H-20) INVERT ACCORDING TO PLANS/TAKE OFF BACKFILL MATERIAL BELOW AND TO SIDES OF STRUCTURE SHALL BE ASTM D2321 CLASS I OR II CRUSHED STONE OR GRAVEL AND BE PLACED UNIFORMLY IN 12" (305 mm) LIFTS AND COMPACTED TO MIN OF 90% INTEGRATED DUCTILE IRON FRAME & GRATE/SOLID TO MATCH BASIN O.D. NYLOPLAST DRAIN BASIN Project: Chamber Model - SC-310 Units - Imperial Number of chambers - 150 Voids in the stone (porosity) - 40 % Base of STONE Elevation - 4958.15 ft Amount of Stone Above Chambers - 6 in Amount of Stone Below Chambers - 6 in Area of system - 4218 sf Min. Area - Height of System Incremental Single Chamber Incremental Total Chamber Incremental Stone Incremental Ch & St Cumulative Chamber Elevation (inches) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (feet) 28 0.00 0.00 140.60 140.60 5265.21 4960.48 27 0.00 0.00 140.60 140.60 5124.61 4960.40 26 0.00 0.00 140.60 140.60 4984.01 4960.32 25 0.00 0.00 140.60 140.60 4843.41 4960.23 24 0.00 0.00 140.60 140.60 4702.81 4960.15 23 0.00 0.00 140.60 140.60 4562.21 4960.07 22 0.06 8.82 137.07 145.89 4421.61 4959.98 21 0.15 23.21 131.32 154.52 4275.72 4959.90 20 0.27 39.88 124.65 164.53 4121.19 4959.82 19 0.54 81.72 107.91 189.63 3956.67 4959.73 18 0.70 105.61 98.36 203.96 3767.04 4959.65 17 0.82 123.68 91.13 214.81 3563.07 4959.57 16 0.92 138.68 85.13 223.81 3348.26 4959.48 15 1.01 152.25 79.70 231.95 3124.45 4959.40 14 1.09 164.18 74.93 239.11 2892.50 4959.32 13 1.15 173.14 71.34 244.49 2653.39 4959.23 12 1.21 182.24 67.70 249.94 2408.91 4959.15 11 1.27 191.23 64.11 255.34 2158.96 4959.07 10 1.32 198.68 61.13 259.81 1903.62 4958.98 9 1.36 204.75 58.70 263.45 1643.81 4958.90 8 1.40 210.75 56.30 267.05 1380.37 4958.82 7 1.43 215.19 54.52 269.72 1113.32 4958.73 6 0.00 0.00 140.60 140.60 843.60 4958.65 5 0.00 0.00 140.60 140.60 703.00 4958.57 4 0.00 0.00 140.60 140.60 562.40 4958.48 3 0.00 0.00 140.60 140.60 421.80 4958.40 2 0.00 0.00 140.60 140.60 281.20 4958.32 1 0.00 0.00 140.60 140.60 140.60 4958.23 Garcia House (145549) 3558 sf min. area StormTech SC-310 Cumulative Storage Volumes Include Perimeter Stone in Calculations Click Here for Metric Project: Chamber Model - SC-310 Units - Imperial Number of chambers - 30 Voids in the stone (porosity) - 40 % Base of STONE Elevation - 100.00 ft Amount of Stone Above Chambers - 6 in Amount of Stone Below Chambers - 6 in AREA MUST BE ENTERED TO INCLUDE PERIMETER S Area must be at least value listed to right - 657 sf Min. Area - Height of System Incremental Single Chamber Incremental Total Chamber Incremental Stone Incremental Ch & St Cumulative Chamber Elevation (inches) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (feet) 28 0.00 0.00 21.90 21.90 878.88 102.33 27 0.00 0.00 21.90 21.90 856.98 102.25 26 0.00 0.00 21.90 21.90 835.08 102.17 25 0.00 0.00 21.90 21.90 813.18 102.08 24 0.00 0.00 21.90 21.90 791.28 102.00 23 0.00 0.00 21.90 21.90 769.38 101.92 22 0.06 1.76 21.19 22.96 747.48 101.83 21 0.15 4.64 20.04 24.68 724.52 101.75 20 0.27 7.98 18.71 26.69 699.84 101.67 19 0.54 16.34 15.36 31.71 673.15 101.58 18 0.70 21.12 13.45 34.57 641.45 101.50 17 0.82 24.74 12.01 36.74 606.87 101.42 16 0.92 27.74 10.81 38.54 570.13 101.33 15 1.01 30.45 9.72 40.17 531.59 101.25 14 1.09 32.84 8.77 41.60 491.42 101.17 13 1.15 34.63 8.05 42.68 449.82 101.08 12 1.21 36.45 7.32 43.77 407.14 101.00 11 1.27 38.25 6.60 44.85 363.37 100.92 10 1.32 39.74 6.01 45.74 318.52 100.83 9 1.36 40.95 5.52 46.47 272.78 100.75 8 1.40 42.15 5.04 47.19 226.31 100.67 7 1.43 43.04 4.68 47.72 179.12 100.58 6 0.00 0.00 21.90 21.90 131.40 100.50 5 0.00 0.00 21.90 21.90 109.50 100.42 4 0.00 0.00 21.90 21.90 87.60 100.33 3 0.00 0.00 21.90 21.90 65.70 100.25 2 0.00 0.00 21.90 21.90 43.80 100.17 1 0.00 0.00 21.90 21.90 21.90 100.08 StormTech SC-310 Cumulative Storage Volumes Garcia House 712 sf min. area Include Perimeter Stone in Calculations Click Here for Metric Garcia House A Circle Program by SummitStone Preliminary Drainage Report August 2019 D Appendix D: Erosion Control Plan and Drainage Plan van 32'-0" 6'-0" 5 1/2" 12'-2 7/8" 1'-3 5/8" 5'-0" 3 5/8" 9'-7 5/8" 3 5/8" 5'-0" 3 5/8" 11'-0" 5 1/2" 6'-0" 12'-0" 3 5/8" 10'-4" 3 5/8" 10'-4" 3 5/8" 12'-4" 3 5/8" 8'-0" 16'-0" 135.00° 45.00° 45.00° 135.00° UP DN UP MECHANICAL/STORAGE ELEC. WATER ENTRY/FIRE RISER A 0.12 ac 19% B 0.41 ac 88% C 0.06 ac 72% OS2 0.04 ac 100% OS1 0.40 ac 39% 4962.000 MCHUGH STREET EAST ELIZABETH STREET PATTON STREET 3 1 2 B 0.05 ac 100% A 0.54 ac 2% OS1 0.40 ac 39% OS2 0.04 ac 100% 1 2 B 0.05 ac 100% A Garcia House A Circle Program by SummitStone Preliminary Drainage Report August 2019 E Appendix E: SDI Data Sheet Stormwater Facility Name: Facility Location & Jurisdiction: User (Input) Watershed Characteristics User Defined User Defined User Defined User Defined Watershed Slope = 0.011 ft/ft Stage [ft] Area [ft^2] Stage [ft] Discharge [cfs] Watershed Length‐to‐Width Ratio = 1.00 L:W 0.00 2,206 0.00 0.00 Watershed Area = 0.41 acres 2.33 2,206 0.01 0.01 Watershed Imperviousness = 88.0% percent 0.40 0.01 Percentage Hydrologic Soil Group A = percent 0.50 0.12 Percentage Hydrologic Soil Group B = percent 2.33 0.12 Percentage Hydrologic Soil Groups C/D = 100.0% percent User Input: Detention Basin Characteristics WQCV Design Drain Time = 12.00 hours After completing and printing this worksheet to a pdf, go to: https://maperture.digitaldataservices.com/gvh/?viewer=cswdif, create a new stormwater facility, and attach the pdf of this worksheet to that record. Routed Hydrograph Results Design Storm Return Period = WQCV 2 Year 5 Year 10 Year 25 Year 50 Year 100 Year Two‐Hour Rainfall Depth = 0.53 0.98 1.36 1.71 2.31 2.91 3.67 in Calculated Runoff Volume = 0.010 0.029 0.042 0.054 0.076 0.098 0.126 acre‐ft OPTIONAL Override Runoff Volume = acre‐ft Inflow Hydrograph Volume = 0.010 0.029 0.042 0.054 0.075 0.097 0.125 acre‐ft Time to Drain 97% of Inflow Volume = 12 26 27 27 29 30 32 hours Time to Drain 99% of Inflow Volume = 12 27 28 29 31 32 35 hours Maximum Ponding Depth = 0.16 0.48 0.65 0.87 1.24 1.65 2.17 ft Maximum Ponded Area = 0.051 0.051 0.051 0.051 0.051 0.051 0.051 acres Maximum Volume Stored = 0.008 0.024 0.033 0.044 0.063 0.083 0.110 acre‐ft Stormwater Detention and Infiltration Design Data Sheet Garcia House: A Circle Program by SummitStone Fort Collins, CO Workbook Protected Worksheet Protected sdi_state portal.xlsm, Design Data 8/12/2019, 12:45 PM Doing_Clear_FoYes CountA= 1 0123 #N/A #N/A 0123 #N/A #N/A Check Data Set 1 Check Data Set 1 Stormwater Detention and Infiltration Design Data Sheet Area Discharge 0 0.5 1 1.5 2 2.5 3 3.5 0.1 1 10 FLOW [cfs] TIME [hr] 100YR IN 100YR OUT 50YR IN 50YR OUT 25YR IN 25YR OUT 10YR IN 10YR OUT 5YR IN 5YR OUT 2YR IN 2YR OUT WQCV IN WQCV OUT 0 0.5 1 1.5 2 2.5 0.1 1 10 100 PONDING DEPTH [ft] DRAIN TIME [hr] 100YR 50YR 25YR 10YR 5YR 2YR WQCV sdi_state portal.xlsm, Design Data 8/12/2019, 12:45 PM COLORADO CIVIL GROUP, INC. 0.54 ac 2% OS1 0.40 ac 39% MCHUGH STREET EAST ELIZABETH STREET PATTON STREET OS2 0.04 ac 100% 1 2 X #.## ac #.## X #.## ac #.## # DATE DESCRIPTION REVISIONS OF DATE: 2204 HOFFMAN DRIVE LOVELAND, COLORADO 80538 (970) 278-0029 CCGCOLORADO CIVIL GROUP, INC. ENGINEERING CONSULTANTS PDP SUBMITTAL #2 SHEET: SCALE: JOB NO: CHECKED: DESIGNED: FILE NAME: CALL THE UTILITY NOTIFICATION CENTER OF COLORADO 3 DAYS BEFORE YOU DIG 811 OR 1-800-922-1987 www.UNCC.org 08/14/19 AUGUST 14, 2019 0060.0002.00 CEM XX CEM/EJJ/HAH 0" 1" BAR IS ONE INCH ON ORIGINAL DRAWING GARCIA HOUSE: A CIRCLE PROGRAM BY SUMMITSTONE 1" = 20' 1" = 20' 0 20 40 scale feet DRAINAGE PLAN 8 LEGEND EXISTING CONDITION OFF-SITE BASIN INSET PROPOSED CONDITION 1" = 50' 0 50 100 scale feet 0060.0002.00_DRAINAGE EXISTING BASINS PROPOSED BASINS OFF-SITE BASINS NTS NOTES 1. 8-30" (200-750 mm) GRATES/SOLID COVERS SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05 2. 12-30" (300-750 mm) FRAMES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05 3. DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN DETAILS 4. DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO ASTM D3212 FOR CORRUGATED HDPE (ADS & HANCOR DUAL WALL) & SDR 35 PVC 5. FOR COMPLETE DESIGN AND PRODUCT INFORMATION: WWW.NYLOPLAST-US.COM 6. TO ORDER CALL: 800-821-6710 A PART # GRATE/SOLID COVER OPTIONS 8" (200 mm) 2808AG PEDESTRIAN LIGHT DUTY STANDARD LIGHT DUTY SOLID LIGHT DUTY 10" (250 mm) 2810AG PEDESTRIAN LIGHT DUTY STANDARD LIGHT DUTY SOLID LIGHT DUTY 12" (300 mm) 2812AG PEDESTRIAN AASHTO H-10 STANDARD AASHTO H-20 SOLID AASHTO H-20 15" (375 mm) 2815AG PEDESTRIAN AASHTO H-10 STANDARD AASHTO H-20 SOLID AASHTO H-20 18" (450 mm) 2818AG PEDESTRIAN AASHTO H-10 STANDARD AASHTO H-20 SOLID AASHTO H-20 24" (600 mm) 2824AG PEDESTRIAN AASHTO H-10 STANDARD AASHTO H-20 SOLID AASHTO H-20 30" (750 mm) 2830AG PEDESTRIAN AASHTO H-20 STANDARD AASHTO H-20 SOLID AASHTO H-20 VARIOUS TYPES OF INLET AND OUTLET ADAPTERS AVAILABLE: 4-30" (100-750 mm) FOR CORRUGATED HDPE WATERTIGHT JOINT (CORRUGATED HDPE SHOWN) 9.9" (251 mm) 15.6" (396 mm) OVERLAP NEXT CHAMBER HERE (OVER SMALL CORRUGATION) START END UNDERDRAIN DETAIL NTS A A B B SECTION A-A SECTION B-B NUMBER AND SIZE OF UNDERDRAINS PER SITE DESIGN ENGINEER 4" (100 mm) TYP FOR SC-310 & SC-160LP SYSTEMS 6" (150 mm) TYP FOR SC-740, DC-780, MC-3500 & MC-4500 SYSTEMS OUTLET MANIFOLD STORMTECH END CAP STORMTECH CHAMBERS STORMTECH CHAMBER STORMTECH END CAP DUAL WALL PERFORATED HDPE UNDERDRAIN ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE FOUNDATION STONE BENEATH CHAMBERS FOUNDATION STONE BENEATH CHAMBERS STORMTECH HIGHLY RECOMMENDS SC-310 CHAMBER FLEXSTORM PURE INSERTS IN ANY UPSTREAM STRUCTURES WITH OPEN GRATES 12" (300 mm) HDPE ACCESS PIPE REQUIRED USE FACTORY PRE-FABRICATED END CAP PART #: SC310EPE12B TWO LAYERS OF ADS GEOSYNTHETICS 315WTK WOVEN GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS 4' (1.2 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS ELEVATED BYPASS MANIFOLD NOTES: 1. INSPECTION PORTS MAY BE CONNECTED THROUGH ANY CHAMBER CORRUGATION VALLEY. 2. ALL SCHEDULE 40 FITTINGS TO BE SOLVENT CEMENTED (4" PVC NOT PROVIDED BY ADS). CONNECTION DETAIL NTS 8" (200 mm) 4" (100 mm) SCHED 40 PVC COUPLING 4" (100 mm) SCHED 40 PVC 4" (100 mm) SCHED 40 PVC CORE 4.5" (114 mm) Ø HOLE IN CHAMBER (4.5" HOLE SAW REQ'D) ANY VALLEY LOCATION STORMTECH CHAMBER CONCRETE COLLAR PAVEMENT 12" (300 mm) MIN WIDTH CONCRETE SLAB 6" (150 mm) MIN THICKNESS 4" PVC INSPECTION PORT DETAIL NTS 8" NYLOPLAST INSPECTION PORT BODY (PART# 2708AG4IPKIT) OR TRAFFIC RATED BOX W/SOLID LOCKING COVER CONCRETE COLLAR NOT REQUIRED FOR UNPAVED APPLICATIONS 4" (100 mm) SCHED 40 PVC C INITIAL FILL: FILL MATERIAL FOR LAYER 'C' STARTS FROM THE TOP OF THE EMBEDMENT STONE ('B' LAYER) TO 18" (450 mm) ABOVE THE TOP OF THE CHAMBER. NOTE THAT PAVEMENT SUBBASE MAY BE A PART OF THE 'C' LAYER. GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES, <35% FINES OR PROCESSED AGGREGATE. MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF THIS LAYER. AASHTO M145¹ A-1, A-2-4, A-3 OR AASHTO M43¹ 3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9, 10 BEGIN COMPACTIONS AFTER 12" (300 mm) OF MATERIAL OVER THE CHAMBERS IS REACHED. COMPACT ADDITIONAL LAYERS IN 6" (150 mm) MAX LIFTS TO A MIN. 95% PROCTOR DENSITY FOR WELL GRADED MATERIAL AND 95% RELATIVE DENSITY FOR PROCESSED AGGREGATE MATERIALS. ROLLER GROSS VEHICLE WEIGHT NOT TO EXCEED 12,000 lbs (53 kN). DYNAMIC FORCE NOT TO EXCEED 20,000 lbs (89 kN). B EMBEDMENT STONE: FILL SURROUNDING THE CHAMBERS FROM THE FOUNDATION STONE ('A' LAYER) TO THE 'C' LAYER ABOVE. CLEAN, CRUSHED, ANGULAR STONE AASHTO M43¹ 3, 357, 4, 467, 5, 56, 57 NO COMPACTION REQUIRED. A FOUNDATION STONE: FILL BELOW CHAMBERS FROM THE SUBGRADE UP TO THE FOOT (BOTTOM) OF THE CHAMBER. CLEAN, CRUSHED, ANGULAR STONE AASHTO M43¹ 3, 357, 4, 467, 5, 56, 57 PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE. 2,3 D C B A 18" (450 mm) MIN* 8' (2.4 m) MAX 6" (150 mm) MIN 12" (300 mm) MIN 6" 34" (864 mm) 12" (300 mm) MIN (150 mm) MIN ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL AROUND CLEAN CRUSHED, ANGULAR STONE IN A & B LAYERS *TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR, INCREASE COVER TO 24" (600 mm). PERIMETER STONE (SEE NOTE 4) EXCAVATION WALL (CAN BE SLOPED OR VERTICAL) SC-310 END CAP SUBGRADE SOILS (SEE NOTE 3) PAVEMENT LAYER (DESIGNED BY SITE DESIGN ENGINEER) DEPTH OF STONE TO BE DETERMINED BY SITE DESIGN ENGINEER 6" (150 mm) MIN 16" (406 mm) 4961.48 MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC) 4961.48 MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT) 4961.48 MINIMUM ALLOWABLE GRADE (TOP OF RIGID PAVEMENT) 4960.48 TOP OF STONE 4959.98 TOP OF SC-310 CHAMBER 4958.94 8" TOP MANIFOLD INVERT 4958.73 12" ISOLATOR ROW CONNECTION INVERT 4958.73 12" BOTTOM MANIFOLD INVERT 4958.65 BOTTOM OF SC-310 CHAMBER 4958.15 UNDERDRAIN INVERT 4958.15 BOTTOM OF STONE 14.62' 20.82' 113.71' 107.95' STRUCTURE PER PLAN W/ELEVATED BYPASS MANIFOLD SHOWN AS 30" NYLOPLAST MAXIMUM INLET FLOW 2.3 CFS (24" SUMP MIN) STRUCTURE PER PLAN W/ELEVATED BYPASS MANIFOLD SHOWN AS 30" NYLOPLAST MAXIMUM INLET FLOW 0.8 CFS (24" SUMP MIN) 6" ADS N-12 DUAL WALL PERFORATED HDPE UNDERDRAIN (SIZE TBD BY ENGINEER) 12" PREFABRICATED END CAP, PART# SC310EPE12B TYP OF ALL SC-310 12" BOTTOM CONNECTIONS AND ISOLATOR ROWS 8" X 8" ADS N-12 TOP MANIFOLD INVERT 3.5" ABOVE CHAMBER BASE (SEE NOTES / TYP 2 PLACES) 45° ADS N-12 BEND 12" X 12" ADS N-12 BOTTOM MANIFOLD INVERT 0.9" ABOVE CHAMBER BASE (SEE NOTES) 32.83' 13.55' "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". LOAD CONFIGURATIONS SHALL INCLUDE: 1) INSTANTANEOUS (<1 MIN) AASHTO DESIGN TRUCK LIVE LOAD ON MINIMUM COVER 2) MAXIMUM PERMANENT (75-YR) COVER LOAD AND 3) ALLOWABLE COVER WITH PARKED (1-WEEK) AASHTO DESIGN TRUCK. 7. REQUIREMENTS FOR HANDLING AND INSTALLATION: · TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. · TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 2”. · TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT AS DEFINED IN SECTION 6.2.8 OF ASTM F2922 SHALL BE GREATER THAN OR EQUAL TO 400 LBS/IN/IN. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. 8. ONLY CHAMBERS THAT ARE APPROVED BY THE SITE DESIGN ENGINEER WILL BE ALLOWED. UPON REQUEST BY THE SITE DESIGN ENGINEER OR OWNER, THE CHAMBER MANUFACTURER SHALL SUBMIT A STRUCTURAL EVALUATION FOR APPROVAL BEFORE DELIVERING CHAMBERS TO THE PROJECT SITE AS FOLLOWS: · THE STRUCTURAL EVALUATION SHALL BE SEALED BY A REGISTERED PROFESSIONAL ENGINEER. · THE STRUCTURAL EVALUATION SHALL DEMONSTRATE THAT THE SAFETY FACTORS ARE GREATER THAN OR EQUAL TO 1.95 FOR DEAD LOAD AND 1.75 FOR LIVE LOAD, THE MINIMUM REQUIRED BY ASTM F2787 AND BY SECTIONS 3 AND 12.12 OF THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS FOR THERMOPLASTIC PIPE. · THE TEST DERIVED CREEP MODULUS AS SPECIFIED IN ASTM F2922 SHALL BE USED FOR PERMANENT DEAD LOAD DESIGN EXCEPT THAT IT SHALL BE THE 75-YEAR MODULUS USED FOR DESIGN. 9. CHAMBERS AND END CAPS SHALL BE PRODUCED AT AN ISO 9001 CERTIFIED MANUFACTURING FACILITY. FOR STORMTECH INSTRUCTIONS, DOWNLOAD THE INSTALLATION APP 57 0.43 510.56 1023.82 ‐513 58 0.42 513.41 1041.79 ‐528 59 0.42 516.04 1059.75 ‐544 60 0.41 518.47 1077.71 ‐559 65 0.39 534.27 1167.52 ‐633 70 0.37 538.49 1257.33 ‐719 75 0.35 553.24 1347.14 ‐794 80 0.33 556.40 1436.95 ‐881 85 0.32 573.26 1526.76 ‐953 90 0.31 578.53 1616.57 ‐1038 95 0.29 580.64 1706.37 ‐1126 100 0.28 590.12 1796.18 ‐1206 105 0.27 597.50 1885.99 ‐1288 110 0.26 602.77 1975.80 ‐1373 115 0.26 618.05 2065.61 ‐1448 120 0.25 619.63 2155.42 ‐1536 ISOLATION CHAMBER VOLUME BY THE MODIFIED FAA METHOD (FORT COLLINS) Time of Concentration: Storm Duration T (minutes) Rainfall Intensity I (inches/hour) Inflow Volume Vi (Cubic Feet) Outflow Volume Vo (Cubic Feet) Required Detention Volume Vs (Cubic Feet) GARCIA HOUSE: A CIRCLE PROGRAM BY SUMMITSTONE BASIN B Design Information (Input) Catchment Area: Runoff Coefficent: Release Rate: 8/12/2019 56 2.99 4115.39 388.68 3727 57 2.96 4146.85 395.62 3751 58 2.92 4162.58 402.56 3760 59 2.89 4190.85 409.50 3781 60 2.86 4217.64 416.44 3801 65 2.71 4329.47 451.14 3878 70 2.59 4456.05 485.85 3970 75 2.48 4571.56 520.55 4051 80 2.38 4679.71 555.26 4124 85 2.29 4784.17 589.96 4194 90 2.21 4888.63 624.66 4264 95 2.13 4973.42 659.37 4314 100 2.06 5063.13 694.07 4369 105 2.00 5161.44 728.77 4433 110 1.94 5245.01 763.48 4482 115 1.88 5313.83 798.18 4516 120 1.84 5426.89 832.88 4594 CIRCLE C ‐ RESIDENTIAL TREAMENT SERVICES BASIN B Design Information (Input) Rainfall Intensity I (inches/hour) Outflow Volume Vo (Cubic Feet) Required Detention Volume Vs (Cubic Feet) Catchment Area: Runoff Coefficent: Allowable Maximum Release Rate: Time of Concentration: Storm Duration T (minutes) Inflow Volume Vi (Cubic Feet) 65 0.78 1.32 2.71 70 0.73 1.25 2.59 75 0.70 1.19 2.48 80 0.66 1.14 2.38 85 0.64 1.09 2.29 90 0.61 1.05 2.21 95 0.58 1.01 2.13 100 0.56 0.97 2.06 105 0.54 0.94 2.00 110 0.52 0.91 1.94 115 0.51 0.88 1.88 120 0.49 0.86 1.84 s Stormwater Criteria Manual ‐ Table 3.4‐1 STORM RAINFALL INTENSITY DURATION 8/12/2019 Slope 2‐7% Basin Area Asphalt, Concrete Rooftop Recycled Asphalt Gravel Pavers Lawns, Sandy, Slope <2% Lawns, Clayey, Slope >7% Lawns, Sandy, Slope >7% Lawns, Clayey, Slope <2% Lawns, Clayey, Slope 2‐7% 8/12/2019 Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Larimer County Area, Colorado Survey Area Data: Version 13, Sep 10, 2018 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Aug 11, 2018—Aug 12, 2018 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 24 of the version date(s) listed below. Soil Survey Area: Larimer County Area, Colorado Survey Area Data: Version 13, Sep 10, 2018 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Aug 11, 2018—Aug 12, 2018 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 21 Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Larimer County Area, Colorado Survey Area Data: Version 13, Sep 10, 2018 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Aug 11, 2018—Aug 12, 2018 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 17 accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Larimer County Area, Colorado Survey Area Data: Version 13, Sep 10, 2018 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Aug 11, 2018—Aug 12, 2018 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 10 Chamber Bottom Area Time of DesignConcentration Point