Loading...
HomeMy WebLinkAboutWOODSPRING SUITES - PDP190006 - SUBMITTAL DOCUMENTS - ROUND 3 - DRAINAGE REPORTCity of Fort Collins Wood Spring Suites (847 South East Frontage Road) Preliminary Drainage Report SEPTEMBER 2019 | VERSION 1 Prepared By: 4582 South Ulster Street, Suite 1500 Denver, CO 80237 Erin L. Griffin Registered Professional Engineer State of Colorado No. 42694 2 INTRODUCTION The proposed 847 SE Frontage Road Project is located within the Northwest Quarter of Section 15, Township 7 North, Range 68 West of the Sixth Principal Meridian, City of Fort Collins, County of Larimer, Colorado. The site is bound by an existing Vehicle Emissions Testing Station to the northeast, I-25 to the northwest, and the frontage road to the south. • North: Interstate 25 (“I-25”) • East: Vehicle Emissions Testing Facility • South: Frontage Road • West: Interstate 25 (“I-25”) A vicinity map is provided below. PROPOSED DEVELOPMENT This project will be developed on a platted tract located in Lot 1 of the northeast quarter of Section 15, Township 7 North, Range 69 West of the 6th PM. The site is approximately 2.79 acres and is an existing vacant site. The proposed site includes one building with four stories and associated parking, landscape, and sidewalk improvements. The soil on the site is 100% Nunn loam (73), which is classified as Hydrologic Soil Group C The soil Classification Map can be found in Appendix A. The site is currently zoned C-G (General Commercial). The proposed land uses for this site will consist of a four-story hotel and surrounding site and utility improvements. Preliminary Drainage Report 847 South East Frontage Road – Fort Collins, Colorado 3 HISTORIC DRAINAGE The existing Site is relativity flat with slopes ranging from 0.5% to 3%. There are currently no existing on- site water quality or detention improvements. The majority of the site currently slopes to the southwest, conveying water into the frontage road. The site and surrounding area currently drain to a swale south of the Frontage Road conveyed into Boxelder Creek south of the swale. Once the Project takes over control of the Site, the existing topography is anticipated to be fairly flat and consist of the following: The majority of existing flows for this site are conveyed into an existing inlet at the northwest corner of the site which flows into a vegetated swale until it is intercepted by Spring Creek. Once the Project takes over control of the Site, the existing topography is anticipated to be fairly flat and consist of the following: • Highest Elevation: 4931 • Lowest Elevation: 4926 • Average Slopes: ±3% The site is located within City of Fort Collins Federal Emergency Management Agency (FEMA) Flood Insurance Rate Map Number 08069C1003, and a LOMR/CLOMR was revised and effective February 21, 2019 and is designated as an area outside of the 100-year floodplain. The updated LOMR/CLOMR study is included in Appendix B. DESIGN CRITERIA The City of Fort Collins “Stormwater Criteria Manual, December 2018 Edition,” (Criteria Manual) and the “Urban Drainage and Flood Control District Urban Storm Drainage Criteria Manual” Volumes 1, 2, and 3 (Drainage Manual), with latest revisions, were used to prepare the storm calculations. Weighted impervious values were calculated and used for the site area in accordance with the Criteria Manual and Drainage Manual. Hydrologic Criteria The proposed imperviousness of the site was determined in order to evaluate the Project’s potential impacts on stormwater runoff. This was compared to the existing drainage master plan that exists for the area. No storm sewer adjacent to the site is available to service the site because of existing depths of service lines. A topographic survey and knowledge of the Site was utilized for this analysis. The existing report used the C values to determine the site’s allowable runoff. Additional analysis was needed to compare the existing report to the proposed condition due to a change in rainfall, impervious values, and area assumed. This analysis is and site-specific calculations are Appendix C. A drainage area map representing the proposed conditions has been included in Appendix D. The existing drainage report has been included within Appendix E. The 2-year, 10-year and 100-year storm events were used in determining rainfall and runoff for the proposed site. The existing report uses the minor storm as 10 year, which is why both the 2-year and the 10-year calculations were included Table RA-7 of the Criteria Manual was used to determine rainfall data for the storm events and has been included in Appendix C. 4 The C value of the site was originally planned for 0.78, and this is decreasing with the site C value proposed at 0.76. This site is designed to flow through onsite storm system entering the system at inlets A, B, and through roof and area drains into a proposed water quality system and eventually outfall offsite through an underground storm sewer system and into Boxelder Creek. The outfall flow of 18.48 cfs was utilized based on the 100-year storm event and resulting in an outflow storm sewer sized at 30”. The master drainage report has this site (basin 2) flowing offsite to the Frontage Road and into Inlets 2A and 2B and being conveyed through a swale into Boxelder Creek. The proposed design has the same outfall but a different location into Boxelder Creek. The overall drainage report could not be followed due to the requirement of The City of Fort Collins to have water quality to treat this site. With the existing report and the site’s ultimate outfall into Boxelder creek, no detention is required on site. This is due to the master plan allowing for outfall directly in to Boxelder Creek. Hydraulic Criteria Hydraulic design criteria utilized in the analysis of proposed drainage systems consists of provisions as outlined within the Criteria and the Manual. Majority runoff for the Site will be conveyed via the surface pavement, curb and gutter, and concrete curb cuts to the proposed inlets and underground storm sewer system. Hydraulic design criteria is as follows: Inlet Hydraulics Applicable design methods were utilized to size proposed storm sewer inlets, which includes the use of the Manual’s UD-Inlet, Version 4.05 Spreadsheets. Inlet Hydraulic Calculations are provided in Appendix F for reference. Storm Pipe Hydraulics Applicable storm sewer hydraulic analysis design methods were utilized, which includes FlowMaster modeling software based upon direct runoff and with assumed slopes of one half of a percent and full pipe flow. Flowmaster modeling software allows the designer to conservatively analyze the system with respect to system capacity calculations. Calculations are provided in Appendix G for reference. Storm sewer design and modeling will consist of design intervals as outlined by the following design storm event: o Major Storm: 100-year Storm Event Water Quality Treatment Criteria Applicable design methods have been utilized to size the proposed water quality facility, which includes the use of the provided Chamber Configuration Summary spreadsheet and using the following design storm events: o ½ the 2-year Storm Event Water Quality Calculations are provided in Appendix H. Impervious areas of the site including drive/parking pavement, sidewalk pavement, and the roof total 71,932 SF. Of this impervious area, 90% is encompassed in basins A, B, C, D, E, F, OS1 and R1 and drains into the underground LID system. The remaining 10% is encompassed in basins ES1, ES2, ES3, ES4, and ES5 and isn’t getting direct treatment from the LID system. Further calculations are shown in Appendix H. Preliminary Drainage Report 847 South East Frontage Road – Fort Collins, Colorado 5 DRAINAGE PLAN GENERAL CONCEPT The site was divided into ten onsite sub-basins which are described in greater detail in the following section. BMPs were selected utilizing the four step process outlined in Volume 3, Chapter 1, Section 4 of the Drainage Manual: 1. Employ runoff reduction practices - The redevelopment on an urban site provides limited opportunities to employ runoff reduction practices. Site has been developed to install landscaping wherever pavement (or building) is not required. 2. Implement BMPs that provide a water quality capture volume with a slow release – the site will be treated with a StormTech MC-3500 system. 3. Stabilize streams – Not applicable. 4. Implement site specific and other source control BMPs –The site will be surrounded by silt fence to reduce potential for contamination discharges at the perimeter. Site access will be provided through an area of vehicle tracking control to reduce tracking of contamination offsite which will be further controlled with street sweeping and rock socks along the Frontage Road gutter. Proposed storm sewer will have inlet protection to guard Boxelder Creek from any contamination. Runoff generated by the majority of these drainage basins will be conveyed into the proposed storm sewer and conveyed to the proposed water quality system before being released into Elderbox Creek. No detention was previously provided due to the site’s proximity to Boxelder Creek. A proposed drainage area map which shows the limits of these sub-basins has been provided in Appendix D. Calculations related to the preliminary sizing of the basin runoff have been included in Appendix C. SPECIFIC DETAILS Sub-basin A Sub-basin A is 1.08 acres and consists of parking, sidewalk, and landscape areas that drains into an inlet. Runoff within this sub-basin will enter Boxelder Creek via underground storm sewer. The runoff coefficients for this sub-basin are 0.77 and 1.00 for the 2-year and 100-year storm, respectively. Sub-basin B Sub-basin B is 0.46 acres and consists of parking, sidewalk and landscaped areas. Runoff within this sub- basin will enter Boxelder Creek via underground storm sewer. This sub-basin receives flows from Sub- Basin OS1, which is offsite and detailed below. The runoff coefficients for this sub-basin are 0.82 and 1.00 for the 2-year and 100-year storm, respectively. Sub-basin C Sub-basin C is 0.02 acres and consists of landscaped areas. Runoff within this sub-basin will enter design Point C, which is an area drain. Runoff within this sub-basin will enter Boxelder Creek via underground storm sewer. The runoff coefficients for this sub-basin are 0.20 and 0.25 for the 2-year and 100-year storm, respectively. 6 Sub-basin D Sub-basin D is 0.03 acres and consists of landscaped areas. Runoff within this sub-basin will enter design Point C, which is a sidewalk chase. Runoff within this sub-basin will enter Boxelder Creek via underground storm sewer. The runoff coefficients for this sub-basin are 0.20 and 0.25 for the 2-year and 100-year storm, respectively. Sub-basin E Sub-basin D is 0.03 acres and consists of landscaped areas. Runoff within this sub-basin will enter Boxelder Creek via underground storm sewer The runoff coefficients for this sub-basin are 0.20 and 0.25 for the 2- year and 100-year storm, respectively. Sub-basin F Sub-basin F is 0.02 acres and consists of landscaped areas. Runoff within this sub-basin will enter Boxelder Creek via underground storm sewer. The runoff coefficients for this sub-basin are 0.20 and 0.25 for the 2- year and 100-year storm, respectively. Sub-basin ES1 Sub-basin ES1 is 0.72 acres and consists of the mostly landscape area that runs offsite. Runoff within this sub-basin will flow to the west and will enter into existing drainage systems. The runoff coefficients for this sub-basin are 0.20 and 0.25 for the 2-year and 100-year storm, respectively. Sub-basin ES2 Sub-basin ES2 is 0.01 acres and consists of mostly pavement area that runs offsite. Runoff within this sub- basin will flow to the east and the north of the site and will enter into existing drainage systems. The runoff coefficients for this sub-basin are 0.95 and 1.00 for the 2-year and 100-year storm, respectively. Sub-basin ES3 Sub-basin ES3 is 0.09 acres and consists of mostly driveway, sidewalk, and landscape area that runs offsite. This sub-basin receives flows from Sub-Basins ES2 and ES5 which are detailed above and below respectively. Runoff within this sub-basin will flow to the east and the north of the site and will enter into existing drainage systems. The runoff coefficients for this sub-basin are 0.75 and 0.93 for the 2-year and 100-year storm, respectively. Sub-basin ES4 Sub-basin ES4 is 0.04 acres and consists of the mostly landscape area that runs offsite. Runoff within this sub-basin will flow to the east and the north of the site and will enter into existing drainage systems. The runoff coefficients for this sub-basin are 0.45 and 0.56 for the 2-year and 100-year storm, respectively. Sub-basin ES5 Sub-basin ES5 is 0.12 acres and consists of the mostly driveway, sidewalk, and landscape area that runs offsite. Runoff within this sub-basin will flow into Sub-Basin ES3 and flow to the east and the north of the site and will enter into existing drainage systems. The runoff coefficients for this sub-basin are 0.70 and 0.87 for the 2-year and 100-year storm, respectively. Preliminary Drainage Report 847 South East Frontage Road – Fort Collins, Colorado 7 Sub-basin OS1 Sub-basin OS1 is 0.05 acres of offsite landscape area that flows onsite from the northeast. Runoff within this sub-basin will flow into Sub-Basin B, be collected via inlet, and routed offsite through proposed storm sewer to Boxelder Creek . The runoff coefficients for this sub-basin are 0.20 and 0.25 for the 2-year and 100-year storm, respectively. Sub-basin R1 Sub-basin R is 0.29 acres and consists of the roof area. Runoff within this sub-basin will be detailed at a later date through roof drains and is anticipated to connect to the proposed underground storm sewer and run offsite to Boxelder Creek. The runoff coefficients for this sub-basin are 0.95 and 1.00 for the 2-year and 100-year storm, respectively. IMPLEMENTATION AND PHASING The Project will disturb over 10,000 square feet of stabilized ground; therefore, a Stormwater Management Plan is required. Construction will be implemented in one phase due to the size of the project and types of improvements required for the Project. The Stormwater Management Plans and Details will be provided in the Project Construction Documents, and a separate StormWater Management Plan and Report have been included with this submittal. CONCLUSIONS COMPLIANCE WITH STANDARDS The 847 South East Frontage Road project is in compliance with City of Fort Collins criteria for storm drainage design as it is in compliance with the Master Drainage Plan for the Area developed by Northern Engineering Services, Inc dated April 13, 2001. The “Fort Collins Stormwater Criteria Manual, December 2018 Edition,” and the Urban Drainage Flood Control District “Urban Storm Drainage Criteria Manual Volumes 1, 2, and 3 have been utilized for reference. SUMMARY OF CONCEPT The onsite drainage basins are collected into two inlets along with four area drains to collect and convey runoff from the site through underground storm sewer to a proposed underground water quality structure. Once treated, the water is conveyed via underground storm sewer to Boxelder Creek. This design differs from the master drainage report referenced above due to the requirement of The City of Fort Collins to have water quality to treat this site. REFERENCES Fort Collins Stormwater Criteria Manual, December 2018 Edition, City of Fort Collins. Urban Storm Drainage Criteria Manual, Volume 1-3, Urban Drainage and Flood Control District, Denver, CO; January 2016, with latest revisions. 8 APPENDICES A. NRCS Data B. FEMA Firmette Map C. CIA Calculations D. Proposed Drainage Map E. Existing Drainage Report F. Inlet Calculations G. FlowMaster Calculations H. Water Quality Calculations 9 APPENDIX A 6 Custom Soil Resource Report Soil Map 4491860 4491890 4491920 4491950 4491980 4492010 4492040 4492070 4492100 4491860 4491890 4491920 4491950 4491980 4492010 4492040 4492070 4492100 499900 499930 499960 499990 500020 500050 500080 499900 499930 499960 499990 500020 500050 500080 40° 34' 47'' N 105° 0' 4'' W 40° 34' 47'' N 104° 59' 56'' W 40° 34' 38'' N 105° 0' 4'' W 40° 34' 38'' N 104° 59' 56'' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 0 50 100 200 300 Feet 0 15 30 60 90 Meters Map Scale: 1:1,320 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil 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 73 Nunn clay loam, 0 to 1 percent slopes 3.2 93.6% 74 Nunn clay loam, 1 to 3 percent slopes 0.2 6.4% Totals for Area of Interest 3.4 100.0% 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, Custom Soil Resource Report 8 onsite investigation is needed to define and locate the soils and miscellaneous areas. 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 9 Larimer County Area, Colorado 73—Nunn clay loam, 0 to 1 percent slopes Map Unit Setting National map unit symbol: 2tlng Elevation: 4,100 to 5,700 feet Mean annual precipitation: 14 to 15 inches Mean annual air temperature: 48 to 52 degrees F Frost-free period: 135 to 152 days Farmland classification: Prime farmland if irrigated Map Unit Composition Nunn and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Nunn Setting Landform: Terraces Landform position (three-dimensional): Tread Down-slope shape: Linear Across-slope shape: Linear Parent material: Pleistocene aged alluvium and/or eolian deposits Typical profile Ap - 0 to 6 inches: clay loam Bt1 - 6 to 10 inches: clay loam Bt2 - 10 to 26 inches: clay loam Btk - 26 to 31 inches: clay loam Bk1 - 31 to 47 inches: loam Bk2 - 47 to 80 inches: loam Properties and qualities Slope: 0 to 1 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat): Moderately low to moderately high (0.06 to 0.20 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 7 percent Salinity, maximum in profile: Nonsaline (0.1 to 1.0 mmhos/cm) Sodium adsorption ratio, maximum in profile: 0.5 Available water storage in profile: High (about 9.1 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability classification (nonirrigated): 4e Hydrologic Soil Group: C Ecological site: Clayey Plains (R067BY042CO) Hydric soil rating: No Custom Soil Resource Report 10 Minor Components Heldt Percent of map unit: 10 percent Landform: Terraces Landform position (three-dimensional): Tread Down-slope shape: Linear Across-slope shape: Linear Ecological site: Clayey Plains (R067BY042CO) Hydric soil rating: No Wages Percent of map unit: 5 percent Landform: Terraces Landform position (three-dimensional): Tread Down-slope shape: Linear Across-slope shape: Linear Ecological site: Loamy Plains (R067BY002CO) Hydric soil rating: No 74—Nunn clay loam, 1 to 3 percent slopes Map Unit Setting National map unit symbol: 2tlpl Elevation: 3,900 to 5,840 feet Mean annual precipitation: 13 to 17 inches Mean annual air temperature: 50 to 54 degrees F Frost-free period: 135 to 160 days Farmland classification: Prime farmland if irrigated Map Unit Composition Nunn and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Nunn Setting Landform: Terraces Landform position (three-dimensional): Tread Down-slope shape: Linear Across-slope shape: Linear Parent material: Pleistocene aged alluvium and/or eolian deposits Typical profile Ap - 0 to 9 inches: clay loam Bt - 9 to 13 inches: clay loam Btk - 13 to 25 inches: clay loam Bk1 - 25 to 38 inches: clay loam Bk2 - 38 to 80 inches: clay loam Custom Soil Resource Report 11 Properties and qualities Slope: 1 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat): Moderately low to moderately high (0.06 to 0.20 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 7 percent Salinity, maximum in profile: Nonsaline to very slightly saline (0.1 to 2.0 mmhos/cm) Sodium adsorption ratio, maximum in profile: 0.5 Available water storage in profile: High (about 9.9 inches) Interpretive groups Land capability classification (irrigated): 2e Land capability classification (nonirrigated): 3e Hydrologic Soil Group: C Ecological site: Clayey Plains (R067BY042CO) Hydric soil rating: No Minor Components Heldt Percent of map unit: 10 percent Landform: Terraces Landform position (three-dimensional): Tread Down-slope shape: Linear Across-slope shape: Linear Ecological site: Clayey Plains (R067BY042CO) Hydric soil rating: No Satanta Percent of map unit: 5 percent Landform: Terraces Landform position (three-dimensional): Tread Down-slope shape: Linear Across-slope shape: Linear Ecological site: Loamy Plains (R067BY002CO) Hydric soil rating: No Custom Soil Resource Report 12 Soil Information for All Uses Soil Reports The Soil Reports section includes various formatted tabular and narrative reports (tables) containing data for each selected soil map unit and each component of each unit. No aggregation of data has occurred as is done in reports in the Soil Properties and Qualities and Suitabilities and Limitations sections. The reports contain soil interpretive information as well as basic soil properties and qualities. A description of each report (table) is included. Soil Chemical Properties This folder contains a collection of tabular reports that present soil chemical properties. The reports (tables) include all selected map units and components for each map unit. Soil chemical properties are measured or inferred from direct observations in the field or laboratory. Examples of soil chemical properties include pH, cation exchange capacity, calcium carbonate, gypsum, and electrical conductivity. Chemical Soil Properties (WoodSpring Suites) This table shows estimates of some chemical characteristics and features that affect soil behavior. These estimates are given for the layers of each soil in the survey area. The estimates are based on field observations and on test data for these and similar soils. Depth to the upper and lower boundaries of each layer is indicated. Cation-exchange capacity is the total amount of extractable cations that can be held by the soil, expressed in terms of milliequivalents per 100 grams of soil at neutrality (pH 7.0) or at some other stated pH value. Soils having a low cation-exchange capacity hold fewer cations and may require more frequent applications of fertilizer than soils having a high cation-exchange capacity. The ability to retain cations reduces the hazard of ground-water pollution. Effective cation-exchange capacity refers to the sum of extractable cations plus aluminum expressed in terms of milliequivalents per 100 grams of soil. It is determined for soils that have pH of less than 5.5. 13 Soil reaction is a measure of acidity or alkalinity. It is important in selecting crops and other plants, in evaluating soil amendments for fertility and stabilization, and in determining the risk of corrosion. Calcium carbonate equivalent is the percent of carbonates, by weight, in the fraction of the soil less than 2 millimeters in size. The availability of plant nutrients is influenced by the amount of carbonates in the soil. Gypsum is expressed as a percent, by weight, of hydrated calcium sulfates in the fraction of the soil less than 20 millimeters in size. Gypsum is partially soluble in water. Soils that have a high content of gypsum may collapse if the gypsum is removed by percolating water. Salinity is a measure of soluble salts in the soil at saturation. It is expressed as the electrical conductivity of the saturation extract, in millimhos per centimeter at 25 degrees C. Estimates are based on field and laboratory measurements at representative sites of nonirrigated soils. The salinity of irrigated soils is affected by the quality of the irrigation water and by the frequency of water application. Hence, the salinity of soils in individual fields can differ greatly from the value given in the table. Salinity affects the suitability of a soil for crop production, the stability of soil if used as construction material, and the potential of the soil to corrode metal and concrete. Sodium adsorption ratio (SAR) is a measure of the amount of sodium (Na) relative to calcium (Ca) and magnesium (Mg) in the water extract from saturated soil paste. It is the ratio of the Na concentration divided by the square root of one-half of the Ca + Mg concentration. Soils that have SAR values of 13 or more may be characterized by an increased dispersion of organic matter and clay particles, reduced saturated hydraulic conductivity and aeration, and a general degradation of soil structure. Custom Soil Resource Report 14 Chemical Soil Properties–Larimer County Area, Colorado Map symbol and soil name Depth Cation- exchange capacity Effective cation- exchange capacity Soil reaction Calcium carbonate Gypsum Salinity Sodium adsorption ratio In meq/100g meq/100g pH Pct Pct mmhos/cm 73—Nunn clay loam, 0 to 1 percent slopes Nunn 0-6 21-29 — 6.6-7.8 0-1 0 0.0-1.0 0 6-10 27-33 — 6.6-7.8 0-1 0 0.0-1.0 0 10-26 27-33 — 6.6-7.8 0-1 0 0.0-1.0 0 26-31 16-25 — 7.4-8.5 1-5 0 0.1-1.0 0 31-47 14-20 — 7.9-8.6 2-5 0 0.1-1.0 0-1 47-80 11-18 — 7.4-8.6 2-7 0 0.0-1.0 0-1 74—Nunn clay loam, 1 to 3 percent slopes Nunn 0-9 22-29 — 6.6-7.8 0-1 0 0.1-2.0 0 9-13 27-33 — 6.6-7.8 0-1 0 0.1-2.0 0 13-25 26-31 — 7.4-8.5 0-5 0 0.1-2.0 0 25-38 14-24 — 7.9-8.6 2-5 0 0.1-2.0 0-1 38-80 11-24 — 7.4-8.6 2-7 0 0.1-2.0 0-1 Custom Soil Resource Report 15 Soil Physical Properties This folder contains a collection of tabular reports that present soil physical properties. The reports (tables) include all selected map units and components for each map unit. Soil physical properties are measured or inferred from direct observations in the field or laboratory. Examples of soil physical properties include percent clay, organic matter, saturated hydraulic conductivity, available water capacity, and bulk density. Engineering Properties (WoodSpring Suites) This table gives the engineering classifications and the range of engineering properties for the layers of each soil in the survey area. Hydrologic soil group is a group of soils having similar runoff potential under similar storm and cover conditions. The criteria for determining Hydrologic soil group is found in the National Engineering Handbook, Chapter 7 issued May 2007(http:// directives.sc.egov.usda.gov/OpenNonWebContent.aspx?content=17757.wba). Listing HSGs by soil map unit component and not by soil series is a new concept for the engineers. Past engineering references contained lists of HSGs by soil series. Soil series are continually being defined and redefined, and the list of soil series names changes so frequently as to make the task of maintaining a single national list virtually impossible. Therefore, the criteria is now used to calculate the HSG using the component soil properties and no such national series lists will be maintained. All such references are obsolete and their use should be discontinued. Soil properties that influence runoff potential are those that influence the minimum rate of infiltration for a bare soil after prolonged wetting and when not frozen. These properties are depth to a seasonal high water table, saturated hydraulic conductivity after prolonged wetting, and depth to a layer with a very slow water transmission rate. Changes in soil properties caused by land management or climate changes also cause the hydrologic soil group to change. The influence of ground cover is treated independently. There are four hydrologic soil groups, A, B, C, and D, and three dual groups, A/D, B/D, and C/D. In the dual groups, the first letter is for drained areas and the second letter is for undrained areas. The four hydrologic soil groups are described in the following paragraphs: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell Custom Soil Resource Report 16 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. Depth to the upper and lower boundaries of each layer is indicated. Texture is given in the standard terms used by the U.S. Department of Agriculture. These terms are defined according to percentages of sand, silt, and clay in the fraction of the soil that is less than 2 millimeters in diameter. "Loam," for example, is soil that is 7 to 27 percent clay, 28 to 50 percent silt, and less than 52 percent sand. If the content of particles coarser than sand is 15 percent or more, an appropriate modifier is added, for example, "gravelly." Classification of the soils is determined according to the Unified soil classification system (ASTM, 2005) and the system adopted by the American Association of State Highway and Transportation Officials (AASHTO, 2004). The Unified system classifies soils according to properties that affect their use as construction material. Soils are classified according to particle-size distribution of the fraction less than 3 inches in diameter and according to plasticity index, liquid limit, and organic matter content. Sandy and gravelly soils are identified as GW, GP, GM, GC, SW, SP, SM, and SC; silty and clayey soils as ML, CL, OL, MH, CH, and OH; and highly organic soils as PT. Soils exhibiting engineering properties of two groups can have a dual classification, for example, CL-ML. The AASHTO system classifies soils according to those properties that affect roadway construction and maintenance. In this system, the fraction of a mineral soil that is less than 3 inches in diameter is classified in one of seven groups from A-1 through A-7 on the basis of particle-size distribution, liquid limit, and plasticity index. Soils in group A-1 are coarse grained and low in content of fines (silt and clay). At the other extreme, soils in group A-7 are fine grained. Highly organic soils are classified in group A-8 on the basis of visual inspection. If laboratory data are available, the A-1, A-2, and A-7 groups are further classified as A-1-a, A-1-b, A-2-4, A-2-5, A-2-6, A-2-7, A-7-5, or A-7-6. As an additional refinement, the suitability of a soil as subgrade material can be indicated by a group index number. Group index numbers range from 0 for the best subgrade material to 20 or higher for the poorest. Percentage of rock fragments larger than 10 inches in diameter and 3 to 10 inches in diameter are indicated as a percentage of the total soil on a dry-weight basis. The percentages are estimates determined mainly by converting volume percentage in the field to weight percentage. Three values are provided to identify the expected Low (L), Representative Value (R), and High (H). Percentage (of soil particles) passing designated sieves is the percentage of the soil fraction less than 3 inches in diameter based on an ovendry weight. The sieves, numbers 4, 10, 40, and 200 (USA Standard Series), have openings of 4.76, 2.00, 0.420, and 0.074 millimeters, respectively. Estimates are based on laboratory tests of soils sampled in the survey area and in nearby areas and on estimates made in the field. Three values are provided to identify the expected Low (L), Representative Value (R), and High (H). Liquid limit and plasticity index (Atterberg limits) indicate the plasticity characteristics of a soil. The estimates are based on test data from the survey area or from nearby areas and on field examination. Three values are provided to identify the expected Low (L), Representative Value (R), and High (H). References: Custom Soil Resource Report 17 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. Custom Soil Resource Report 18 Absence of an entry indicates that the data were not estimated. The asterisk '*' denotes the representative texture; other possible textures follow the dash. The criteria for determining the hydrologic soil group for individual soil components is found in the National Engineering Handbook, Chapter 7 issued May 2007(http://directives.sc.egov.usda.gov/ OpenNonWebContent.aspx?content=17757.wba). Three values are provided to identify the expected Low (L), Representative Value (R), and High (H). Engineering Properties–Larimer County Area, Colorado Map unit symbol and soil name Pct. of map unit Hydrolo gic group Depth USDA texture Classification Pct Fragments Percentage passing sieve number— Liquid limit Plasticit y index Unified AASHTO >10 inches 3-10 inches 4 10 40 200 In L-R-H L-R-H L-R-H L-R-H L-R-H L-R-H L-R-H L-R-H 73—Nunn clay loam, 0 to 1 percent slopes Nunn 85 C 0-6 Clay loam CL A-7-6 0- 0- 0 0- 0- 0 100-100 -100 100-100 -100 93-96-1 00 62-68- 74 39-44 -52 19-22-2 7 6-10 Clay loam, clay CH A-7-6 0- 0- 0 0- 0- 0 100-100 -100 100-100 -100 90-95-1 00 69-76- 83 47-51 -59 24-27-3 3 10-26 Clay loam, clay CH A-7-6 0- 0- 0 0- 0- 0 100-100 -100 100-100 -100 90-95-1 00 69-76- 83 47-51 -59 Engineering Properties–Larimer County Area, Colorado Map unit symbol and soil name Pct. of map unit Hydrolo gic group Depth USDA texture Classification Pct Fragments Percentage passing sieve number— Liquid limit Plasticit y index Unified AASHTO >10 inches 3-10 inches 4 10 40 200 In L-R-H L-R-H L-R-H L-R-H L-R-H L-R-H L-R-H L-R-H 74—Nunn clay loam, 1 to 3 percent slopes Nunn 85 C 0-9 Clay loam CL A-7-6 0- 0- 0 0- 0- 0 100-100 -100 100-100 -100 91-94- 98 62-68- 74 39-44 -52 18-21-2 7 9-13 Clay loam, clay CH A-7-6 0- 0- 0 0- 0- 0 100-100 -100 100-100 -100 90-95-1 00 69-76- 82 47-51 -59 24-27-3 3 13-25 Clay loam, clay CL A-7-6 0- 0- 0 0- 0- 0 100-100 -100 100-100 -100 90-95-1 00 69-76- 82 45-49 -57 24-27-3 3 25-38 Sandy clay loam, loam, clay loam CL A-6 0- 0- 0 0- 0- 0 100-100 Physical Soil Properties (WoodSpring Suites) This table shows estimates of some physical characteristics and features that affect soil behavior. These estimates are given for the layers of each soil in the survey area. The estimates are based on field observations and on test data for these and similar soils. Depth to the upper and lower boundaries of each layer is indicated. Particle size is the effective diameter of a soil particle as measured by sedimentation, sieving, or micrometric methods. Particle sizes are expressed as classes with specific effective diameter class limits. The broad classes are sand, silt, and clay, ranging from the larger to the smaller. Sand as a soil separate consists of mineral soil particles that are 0.05 millimeter to 2 millimeters in diameter. In this table, the estimated sand content of each soil layer is given as a percentage, by weight, of the soil material that is less than 2 millimeters in diameter. Silt as a soil separate consists of mineral soil particles that are 0.002 to 0.05 millimeter in diameter. In this table, the estimated silt content of each soil layer is given as a percentage, by weight, of the soil material that is less than 2 millimeters in diameter. Clay as a soil separate consists of mineral soil particles that are less than 0.002 millimeter in diameter. In this table, the estimated clay content of each soil layer is given as a percentage, by weight, of the soil material that is less than 2 millimeters in diameter. The content of sand, silt, and clay affects the physical behavior of a soil. Particle size is important for engineering and agronomic interpretations, for determination of soil hydrologic qualities, and for soil classification. The amount and kind of clay affect the fertility and physical condition of the soil and the ability of the soil to adsorb cations and to retain moisture. They influence shrink- swell potential, saturated hydraulic conductivity (Ksat), plasticity, the ease of soil dispersion, and other soil properties. The amount and kind of clay in a soil also affect tillage and earthmoving operations. Moist bulk density is the weight of soil (ovendry) per unit volume. Volume is measured when the soil is at field moisture capacity, that is, the moisture content at 1/3- or 1/10-bar (33kPa or 10kPa) moisture tension. Weight is determined after the soil is dried at 105 degrees C. In the table, the estimated moist bulk density of each soil horizon is expressed in grams per cubic centimeter of soil material that is less than 2 millimeters in diameter. Bulk density data are used to compute linear extensibility, shrink-swell potential, available water capacity, total pore space, and other soil properties. The moist bulk density of a soil indicates the pore space available for water and roots. Depending on soil texture, a bulk density of more than 1.4 can restrict water storage and root penetration. Moist bulk density is influenced by texture, kind of clay, content of organic matter, and soil structure. Saturated hydraulic conductivity (Ksat) refers to the ease with which pores in a saturated soil transmit water. The estimates in the table are expressed in terms of micrometers per second. They are based on soil characteristics observed in the field, particularly structure, porosity, and texture. Saturated hydraulic conductivity (Ksat) is considered in the design of soil drainage systems and septic tank absorption fields. Custom Soil Resource Report 21 Available water capacity refers to the quantity of water that the soil is capable of storing for use by plants. The capacity for water storage is given in inches of water per inch of soil for each soil layer. The capacity varies, depending on soil properties that affect retention of water. The most important properties are the content of organic matter, soil texture, bulk density, and soil structure. Available water capacity is an important factor in the choice of plants or crops to be grown and in the design and management of irrigation systems. Available water capacity is not an estimate of the quantity of water actually available to plants at any given time. Linear extensibility refers to the change in length of an unconfined clod as moisture content is decreased from a moist to a dry state. It is an expression of the volume change between the water content of the clod at 1/3- or 1/10-bar tension (33kPa or 10kPa tension) and oven dryness. The volume change is reported in the table as percent change for the whole soil. The amount and type of clay minerals in the soil influence volume change. Linear extensibility is used to determine the shrink-swell potential of soils. The shrink-swell potential is low if the soil has a linear extensibility of less than 3 percent; moderate if 3 to 6 percent; high if 6 to 9 percent; and very high if more than 9 percent. If the linear extensibility is more than 3, shrinking and swelling can cause damage to buildings, roads, and other structures and to plant roots. Special design commonly is needed. Organic matter is the plant and animal residue in the soil at various stages of decomposition. In this table, the estimated content of organic matter is expressed as a percentage, by weight, of the soil material that is less than 2 millimeters in diameter. The content of organic matter in a soil can be maintained by returning crop residue to the soil. Organic matter has a positive effect on available water capacity, water infiltration, soil organism activity, and tilth. It is a source of nitrogen and other nutrients for crops and soil organisms. Erosion factors are shown in the table as the K factor (Kw and Kf) and the T factor. Erosion factor K indicates the susceptibility of a soil to sheet and rill erosion by water. Factor K is one of six factors used in the Universal Soil Loss Equation (USLE) and the Revised Universal Soil Loss Equation (RUSLE) to predict the average annual rate of soil loss by sheet and rill erosion in tons per acre per year. The estimates are based primarily on percentage of silt, sand, and organic matter and on soil structure and Ksat. Values of K range from 0.02 to 0.69. Other factors being equal, the higher the value, the more susceptible the soil is to sheet and rill erosion by water. Erosion factor Kw indicates the erodibility of the whole soil. The estimates are modified by the presence of rock fragments. Erosion factor Kf indicates the erodibility of the fine-earth fraction, or the material less than 2 millimeters in size. Erosion factor T is an estimate of the maximum average annual rate of soil erosion by wind and/or water that can occur without affecting crop productivity over a sustained period. The rate is in tons per acre per year. Wind erodibility groups are made up 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. The groups are described in the "National Soil Survey Handbook." Custom Soil Resource Report 22 Wind erodibility index is a numerical value indicating the susceptibility of soil to wind erosion, or the tons per acre per year that can be expected to be lost to wind erosion. There is a close correlation between wind erosion and the texture of the surface layer, the size and durability of surface clods, rock fragments, organic matter, and a calcareous reaction. Soil moisture and frozen soil layers also influence wind erosion. Reference: United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. (http://soils.usda.gov) Custom Soil Resource Report 23 Three values are provided to identify the expected Low (L), Representative Value (R), and High (H). Physical Soil Properties–Larimer County Area, Colorado Map symbol and soil name Depth Sand Silt Clay Moist bulk density Saturated hydraulic conductivity Available water capacity Linear extensibility Organic matter Erosion factors Wind erodibility group Wind erodibility index Kw Kf T In Pct Pct Pct g/cc micro m/sec In/In Pct Pct 73—Nunn clay loam, 0 to 1 percent slopes Nunn 0-6 36-43- 45 17-26- 37 27-31- 38 1.39-1.41- 1.43 1.00-1.41-4.23 0.16-0.16-0.1 7 3.4- 4.2- 6.8 1.0- 1.5- 2.0 .32 .32 5 6 48 6-10 25-32- 39 16-30- 40 35-38- 45 1.32-1.37- 1.42 0.42-0.92-1.41 0.14-0.15-0.1 6 5.8- 6.8- 8.4 1.0- 1.5- 2.0 .28 .28 10-26 25-32- 39 16-30- 40 35-38- 45 1.32-1.37- 1.42 0.42-0.92-1.41 0.14-0.15-0.1 6 5.8- 6.8- 8.4 1.0- 1.5- 2.0 .28 .28 26-31 41-42- 64 15-26- 39 20-32- 35 1.40-1.46- 1.52 1.41-2.82-14.11 0.12-0.15-0.1 6 1.7- 4.0- 5.7 0.5- 0.8- 1.0 .32 .32 31-47 35-47- 65 5-32- 45 20-21- 30 1.42-1.52- 10 APPENDIX B USGS The National Map: Orthoimagery. Data refreshed April, 2019. National Flood Hazard Layer FIRMette 0 250 500 1,000 1,500 2,000 Feet Ü 105°0'17.56"W 40°34'55.43"N 104°59'40.11"W 40°34'28.11"N SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT HAZARD SPECIAL FLOOD AREAS Without Zone A, V, Base A99 Flood Elevation (BFE) With BFE or Depth Zone AE, AO, AH, VE, AR Regulatory Floodway 0.of 2% 1% Annual annual Chance chance Flood flood with Hazard, average Areas depth areasdrainage of less less than than one one foot square or with mile Zone X Future ChanceAnnual Conditions Flood Hazard 1% Zone X Area Levee.to with See Reduced Notes. Flood Risk due Zone X Area with Flood Risk due to LeveeZone D NO SCREEN Area of Minimal Flood Hazard Zone X Area of Undetermined Flood Hazard Zone D Channel, Culvert, or Storm Sewer Levee, Dike, or Floodwall Cross Sections with 1% Annual Chance 17.5 Water Surface Elevation Coastal Transect Coastal Transect Baseline Profile Baseline Hydrographic Feature Base Flood Elevation Line (BFE) Effective LOMRs Limit of Study Jurisdiction Boundary Digital Data Available No Digital Data Available Unmapped This digital map flood complies maps if with it is FEMA's not void standards as described for the below. use of The accuracy basemap standards shown complies with FEMA's basemap The authoritative flood hazard NFHL information web services is derived provided directly by FEMA. from This the map was reflectnot exported changes on or 7/amendments 11/2019 at 5:subsequent 34:53 PM to and this does date and time. becomeor The superseded NFHL and effective by new data information over time. may change This elementsmap map image do not is appear: void if basemap the one or imagery, more of flood the following zone labels, legend, FIRM panel scale number, bar, map and creation FIRM effective date, community date. Map identifiers,images for unmapped regulatoryfor purposes. and unmodernized areas cannot be used Legend OTHER FLOOD AREAS HAZARD OF OTHER AREAS STRGUECNTUERREASL FEATURES OTHER MAP PANELS 8 1:6,000 B 20.2 The point pin selected displayed by the on the user map and is does an approximate not represent an authoritative property location. 11 APPENDIX C 096813000 Woodsprings Suites Fort Collins, CO 9/20/2019 Prepared By: MTH Checked By: EPF Rainfall Intensity TIME 2 YR 10 YR 100 YR 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 20 1.61 2.74 5.60 25 1.43 2.44 4.98 30 1.30 2.21 4.52 40 1.07 1.83 3.74 50 0.92 1.58 3.23 60 0.82 1.40 2.86 120 0.49 0.86 1.84 Note: Time Intensity Frequency Tabulation Intensity values from the City of Fort Collins Intensity-Duration-Frequency Tables; Chapter 5, Section 3.4 of the Fort Collins Stormwater Criteria Manual, 2018 Edition. K:\DEN_Civil\096813000_WoodSprings FoCo\_Project Files\Eng\Drainage\Calcs\CIA Calculations.xls 096813000 Woodsprings Suites Fort Collins, CO 9/20/2019 Prepared By: MTH Checked By: EPF Proposed Imperviousness and Runoff Coefficient Calculations Basin A Area (sf) Basin % I C2 C 10 C100 Lawns, Clayey Soil 11,129 24% 2% 0.20 0.20 0.25 Rooftop 0 0% 90% 0.95 0.95 1.19 Asphalt, Concrete 35,776 76% 100% 0.95 0.95 1.19 46,905 100% 77% 0.77 0.77 1.00 Basin B Area (sf) Basin % I C2 C 10 C100 Lawns, Clayey Soil 3,520 18% 2% 0.20 0.20 0.25 Rooftop 0 0% 90% 0.95 0.95 1.19 Asphalt, Concrete 16,418 82% 100% 0.95 0.95 1.19 19,938 100% 83% 0.82 0.82 1.00 Basin C Area (sf) Basin % I C2 C 10 C100 Lawns, Clayey Soil 943 100% 2% 0.20 0.20 0.25 Rooftop 0 0% 90% 0.95 0.95 1.19 Asphalt, Concrete 0 0% 100% 0.95 0.95 1.19 943 100% 2% 0.20 0.20 0.25 Basin D Area (sf) Basin % I C2 C 10 C100 Lawns, Clayey Soil 1,519 100% 2% 0.20 0.20 0.25 Rooftop 0 0% 90% 0.95 0.95 1.19 Asphalt, Concrete 0 0% 100% 0.95 0.95 1.19 1,519 100% 2% 0.20 0.20 0.25 Basin E Area (sf) Basin % I C2 C 10 C100 Lawns, Clayey Soil 1,239 100% 2% 0.20 0.20 0.25 Rooftop 0 0% 90% 0.95 0.95 1.19 Asphalt, Concrete 0 0% 100% 0.95 0.95 1.19 1,239 100% 2% 0.20 0.20 0.25 Basin F Area (sf) Basin % I C2 C 10 C100 Lawns, Clayey Soil 1,025 100% 2% 0.20 0.20 0.25 Rooftop 0 0% 90% 0.95 0.95 1.19 Asphalt, Concrete 0 0% 100% 0.95 0.95 1.19 1,025 100% 2% 0.20 0.20 0.25 Basin ES1 Area (sf) Basin % I C2 C 10 C100 Lawns, Clayey Soil 31,500 100% 2% 0.20 0.20 0.25 Rooftop 0 0% 90% 0.95 0.95 1.19 Asphalt, Concrete 0 0% 100% 0.95 0.95 1.19 31,500 100% 2% 0.20 0.20 0.25 Basin ES2 Area (sf) Basin % I C2 C 10 C100 Lawns, Clayey Soil 0 0% 2% 0.20 0.20 0.25 Rooftop 0 0% 90% 0.95 0.95 1.19 Asphalt, Concrete 428 100% 100% 0.95 0.95 1.19 428 100% 100% 0.95 0.95 1.00 Basin ES3 Area (sf) Basin % I C2 C 10 C100 Lawns, Clayey Soil 1,016 27% 2% 0.20 0.20 0.25 Rooftop 0 0% 90% 0.95 0.95 1.19 Asphalt, Concrete 2,722 73% 100% 0.95 0.95 1.19 3,738 100% 73% 0.75 0.75 0.93 096813000 Woodsprings Suites Fort Collins, CO 9/20/2019 Prepared By: MTH Checked By: EPF Lawns, Clayey Soil 1,802 34% 2% 0.20 0.20 0.25 Rooftop 0 0% 90% 0.95 0.95 1.19 Asphalt, Concrete 3,501 66% 100% 0.95 0.95 1.19 5,303 100% 67% 0.70 0.70 0.87 Basin OS1 Area (sf) Basin % I C2 C 10 C100 Lawns, Clayey Soil 2,182 100% 2% 0.20 0.20 0.25 Rooftop 0 0% 90% 0.95 0.95 1.19 Asphalt, Concrete 0 0% 100% 0.95 0.95 1.19 2,182 100% 2% 0.20 0.20 0.25 Basin R1 Area (sf) Basin % I C2 C 10 C100 Lawns, Clayey Soil 0 0% 2% 0.20 0.20 0.25 Rooftop 12,536 100% 90% 0.95 0.95 1.19 Asphalt, Concrete 0 0% 100% 0.95 0.95 1.19 12,536 100% 90% 0.95 0.95 1.00 Notes: 1. Imperviousness, I, values per UDFCD Criteria Manual Volume 1, Table 6-3 2. Runoff Coefficient values are from the City of Fort Collins Runoff Coefficient Tables 3.2-2 and 3.2-3; Chapter 5, Section 3.2 of the Fort Collins Stormwater Criteria Manual, 2018 Edition. K:\DEN_Civil\096813000_WoodSprings FoCo\_Project Files\Eng\Drainage\Calcs\CIA Calculations.xls 096813000 Woodsprings Suites Fort Collins, CO 9/20/2019 Prepared By: MTH Checked By: EPF Proposed Time of Concentration (2-Year and 10-Year Design Storms) A A 46,905 1.08 77% 0.77 85 2.0% 4.5 129 2.0% 0.195 5.4 0.4 5.0 214 11.2 5.0 B B 19,938 0.46 83% 0.82 104 2.1% 4.2 143 1.0% 0.195 3.9 0.6 5.0 247 11.4 5.0 C C 943 0.02 2% 0.20 24 2.4% 6.2 0 0.0% 0.195 0.0 0.0 6.2 24 10.1 6.2 D D 1,519 0.03 2% 0.20 53 1.0% 12.4 0 0.0% 0.195 0.0 0.0 12.4 53 10.3 10.3 E E 1,239 0.03 2% 0.20 40 1.8% 8.8 0 0.0% 0.195 0.0 0.0 8.8 40 10.2 8.8 F F 1,025 0.02 2% 0.20 28 6.0% 4.9 0 0.0% 0.195 0.0 0.0 5.0 28 10.2 5.0 ES1 ES1 31,500 0.72 2% 0.20 93 3.6% 10.6 0 0.0% 0.195 0.0 0.0 10.6 93 10.5 10.5 ES2 ES2 428 0.01 100% 0.95 34 3.8% 1.1 0 0.0% 0.195 0.0 0.0 5.0 34 10.2 5.0 ES3 ES3 3,738 0.09 73% 0.75 15 2.1% 2.0 0 0.0% 0.195 0.0 0.0 5.0 15 10.1 5.0 ES4 ES4 1,654 0.04 35% 0.45 25 2.4% 4.5 0 0.0% 0.195 0.0 0.0 5.0 25 10.1 5.0 ES5 ES5 5,303 0.12 67% 0.70 38 2.2% 3.6 0 0.0% 0.195 0.0 0.0 5.0 38 10.2 5.0 OS1 OS1 2,182 0.05 2% 0.20 28 2.9% 6.3 0 0.0% 0.195 0.0 0.0 6.3 28 10.2 6.3 R1 R1 12,536 0.29 90% 0.95 0 0.0% 0.0 0 0.0% 0.195 0.0 0.0 5.0 0 10.0 5.0 TOTAL 128,910 2.96 DESIGN TC (2-YR) INITIAL / OVERLAND TIME TI Velocity (FPS) TT T C LENGTH (FT) L/180+10 TRAVEL TIME TT URBANIZED BASIN CHECK TC LENGTH (FT) Slope (%) TI LENGTH (FT) Slope (%) R C2/10 SUB-BASIN DATA DESIGN POINT DRAIN BASIN AREA (SF) AREA (AC) RUNOFF COEFFICIENT I (%) 096813000 Woodsprings Suites Fort Collins, CO 9/20/2019 Prepared By: MTH Checked By: EPF Proposed Time of Concentration (100-Year Design Storms) A A 46,905 1.08 77% 1.00 85 2.0% 1.4 129 2.0% 0.195 5.4 0.4 5.0 214 11.2 5.0 B B 19,938 0.46 83% 1.00 104 2.1% 1.5 143 1.0% 0.195 3.9 0.6 5.0 247 11.4 5.0 C C 943 0.02 2% 0.25 24 2.4% 5.8 0 0.0% 0.195 0.0 0.0 5.8 24 10.1 5.8 D D 1,519 0.03 2% 0.25 53 1.0% 11.7 0 0.0% 0.195 0.0 0.0 11.7 53 10.3 10.3 E E 1,239 0.03 2% 0.25 40 1.8% 8.3 0 0.0% 0.195 0.0 0.0 8.3 40 10.2 8.3 F F 1,025 0.02 2% 0.25 28 6.0% 4.6 0 0.0% 0.195 0.0 0.0 5.0 28 10.2 5.0 ES1 ES1 31,500 0.72 2% 0.25 93 3.6% 10.0 0 0.0% 0.195 0.0 0.0 10.0 93 10.5 10.0 ES2 ES2 428 0.01 100% 1.00 34 3.8% 0.7 0 0.0% 0.195 0.0 0.0 5.0 34 10.2 5.0 ES3 ES3 3,738 0.09 73% 0.93 15 2.1% 1.0 0 0.0% 0.195 0.0 0.0 5.0 15 10.1 5.0 ES4 ES4 1,654 0.04 35% 0.56 25 2.4% 3.8 0 0.0% 0.195 0.0 0.0 5.0 25 10.1 5.0 ES5 ES5 5,303 0.12 67% 0.87 38 2.2% 2.1 0 0.0% 0.195 0.0 0.0 5.0 38 10.2 5.0 OS1 OS1 2,182 0.05 2% 0.25 28 2.9% 5.9 0 0.0% 0.195 0.0 0.0 5.9 28 10.2 5.9 R1 R1 12,536 0.29 90% 1.00 0 0.0% 0.0 0 0.0% 0.195 0.0 0.0 5.0 0 10.0 5.0 TOTAL 128,910 2.96 Slope L/180+10 (%) R Velocity (FPS) TT T C LENGTH (FT) I (%) C100 LENGTH (FT) Slope (%) TI LENGTH (FT) SUB-BASIN DATA RUNOFF COEFFICIENT INITIAL / OVERLAND TIME TI TRAVEL TIME TT URBANIZED BASIN CHECK TC DESIGN DESIGN TC (2-YR) POINT DRAIN BASIN AREA (SF) AREA (AC) 096813000 Woodsprings Suites Fort Collins, CO 9/20/2019 Prepared By: MTH Checked By: EPF Proposed Runoff Calculations 2-Year Design Storm Runoff Calculations (Rational Method Procedure) A A 1.08 0.77 5.0 0.83 2.85 2.37 B B 0.46 0.82 5.0 0.37 2.85 1.07 6.3 0.38 9.16 3.52 BASIN B, B & OS1 C C 0.02 0.20 6.2 0.00 2.64 0.01 D D 0.03 0.20 10.3 0.01 2.19 0.02 E E 0.03 0.20 8.8 0.01 2.32 0.01 F F 0.02 0.20 5.0 0.00 2.85 0.01 ES1 ES1 0.72 0.20 10.5 0.14 2.17 0.31 ES2 ES2 0.01 0.95 5.0 0.01 2.85 0.03 ES3 ES3 0.09 0.75 5.0 0.06 2.85 0.18 5.0 0.16 9.95 1.57 BASIN ES3, ES3, ES2, ES5 ES4 ES4 0.04 0.45 5.0 0.02 2.85 0.05 ES5 ES5 0.12 0.70 5.0 0.08 2.85 0.24 OS1 OS1 0.05 0.20 6.3 0.01 2.63 0.03 R1 R1 0.29 0.95 5.0 0.27 2.85 0.78 TOTAL 2.96 5.11 REMARKS BASIN INFORMATON TOTAL RUNOFF DESIGN POINT DIRECT RUNOFF I (IN/HR) ∑ C*A C2 TC DRAIN BASIN Q (CFS) I (IN/HR) ∑ C*A TC Q (CFS) AREA (AC) K:\DEN_Civil\096813000_WoodSprings FoCo\_Project Files\Eng\Drainage\Calcs\CIA Calculations.xls 096813000 Woodsprings Suites Fort Collins, CO 9/20/2019 Prepared By: MTH Checked By: EPF Proposed Runoff Calculations 10-Year Design Storm Runoff Calculations (Rational Method Procedure) A A 1.08 0.77 5.0 0.83 4.87 4.05 B B 0.46 0.82 5.0 0.37 4.87 1.82 6.3 0.38 9.16 3.52 BASIN B, B & OS1 C C 0.02 0.20 6.2 0.00 4.51 0.02 D D 0.03 0.20 10.3 0.01 3.74 0.03 E E 0.03 0.20 8.8 0.01 3.96 0.02 F F 0.02 0.20 5.0 0.00 4.87 0.02 ES1 ES1 0.72 0.20 10.5 0.14 3.71 0.54 ES2 ES2 0.01 0.95 5.0 0.01 4.87 0.05 ES3 ES3 0.09 0.75 5.0 0.06 4.87 0.31 5.0 0.16 9.95 1.57 BASIN ES3, ES3, ES2, ES5 ES4 ES4 0.04 0.45 5.0 0.02 4.87 0.08 ES5 ES5 0.12 0.70 5.0 0.08 4.87 0.41 OS1 OS1 0.05 0.20 6.3 0.01 4.49 0.04 R1 R1 0.29 0.95 5.0 0.27 4.87 1.33 TOTAL 2.96 8.72 I (IN/HR) ∑ C*A I (IN/HR) Q (CFS) TC ∑ C*A DIRECT RUNOFF Q (CFS) BASIN INFORMATON TOTAL RUNOFF DESIGN REMARKS POINT DRAIN BASIN AREA (AC) C10 TC K:\DEN_Civil\096813000_WoodSprings FoCo\_Project Files\Eng\Drainage\Calcs\CIA Calculations.xls 096813000 Woodsprings Suites Fort Collins, CO 9/20/2019 Prepared By: MTH Checked By: EPF Proposed Runoff Calculations 100-Year Design Storm Runoff Calculations (Rational Method Procedure) A A 1.08 1.00 5.0 1.08 9.95 10.71 B B 0.46 1.00 5.0 0.46 9.95 4.55 5.9 0.47 9.37 4.41 BASIN B, B & OS1 C C 0.02 0.25 5.8 0.01 9.44 0.05 D D 0.03 0.25 10.3 0.01 7.63 0.07 E E 0.03 0.25 8.3 0.01 8.28 0.06 F F 0.02 0.25 5.0 0.01 9.95 0.06 ES1 ES1 0.72 0.25 10.0 0.18 7.72 1.40 ES2 ES2 0.01 1.00 5.0 0.01 9.95 0.10 ES3 ES3 0.09 0.93 5.0 0.08 9.95 0.80 5.0 0.20 9.95 1.95 BASIN ES3, ES3, ES2, ES5 ES4 ES4 0.04 0.56 5.0 0.02 9.95 0.21 ES5 ES5 0.12 0.87 5.0 0.11 9.95 1.05 OS1 OS1 0.05 0.25 5.9 0.01 9.37 0.12 R1 R1 0.29 1.00 5.0 0.29 9.95 2.86 TOTAL 2.96 0.76 22.04 I (IN/HR) ∑ C*A I (IN/HR) Q (CFS) TC ∑ C*A DIRECT RUNOFF Q (CFS) BASIN INFORMATON TOTAL RUNOFF DESIGN REMARKS POINT DRAIN BASIN AREA (AC) C100 TC K:\DEN_Civil\096813000_WoodSprings FoCo\_Project Files\Eng\Drainage\Calcs\CIA Calculations.xls 0969813000 Woodsprings Suites Fort Collins, CO 9/20/2019 Prepared By: MTH Checked By: EPF Proposed Imperviousness and Runoff Coefficient Summary A A 1.08 36% 77% 27.9% 0.83 0.77 0.77 1.00 B B 0.46 15% 83% 12.8% 0.38 0.82 0.82 1.00 C C 0.02 1% 2% 0.0% 0.00 0.20 0.20 0.25 D D 0.03 1% 2% 0.0% 0.00 0.20 0.20 0.25 E E 0.03 1% 2% 0.0% 0.00 0.20 0.20 0.25 F F 0.02 1% 2% 0.0% 0.00 0.20 0.20 0.25 ES1 ES1 0.72 24% 2% 0.5% 0.01 0.20 0.20 0.25 ES2 ES2 0.01 0% 100% 0.3% 0.01 0.95 0.95 1.00 ES3 ES3 0.09 3% 73% 2.1% 0.06 0.75 0.75 0.93 ES4 ES4 0.04 1% 35% 0.4% 0.01 0.45 0.45 0.56 ES5 ES5 0.12 4% 67% 2.7% 0.08 0.70 0.70 0.87 OS1 OS1 0.05 2% 2% 0.0% 0.00 0.20 0.20 0.25 R1 R1 0.29 10% 90% 8.8% 0.26 0.95 0.95 1.00 TOTAL 2.96 100% 55.7% 1.65 Impervious Area (Ac) C2 C 10 C100 DESIGN POINT DRAIN BASIN AREA (AC) % of Site (%) I (%) WEIGHTED (%) K:\DEN_Civil\096813000_WoodSprings FoCo\_Project Files\Eng\Drainage\Calcs\CIA Calculations.xls 096813000 Woodsprings Suites Fort Collins, CO 9/20/2019 Prepared By: MTH Checked By: EPF Proposed Direct Runoff Summary A A 1.08 2.37 4.05 10.71 B B 0.46 1.07 1.82 4.55 C C 0.02 0.01 0.02 0.05 D D 0.03 0.02 0.03 0.07 E E 0.03 0.01 0.02 0.06 F F 0.02 0.01 0.02 0.06 ES1 ES1 0.72 0.31 0.54 1.40 ES2 ES2 0.01 0.03 0.05 0.10 ES3 ES3 0.09 0.18 0.31 0.80 ES4 ES4 0.04 0.05 0.08 0.21 ES5 ES5 0.12 0.24 0.41 1.05 OS1 OS1 0.05 0.03 0.04 0.12 R1 R1 0.29 0.78 1.33 2.86 2.96 5.11 8.72 22.04 Standard Rational Method Q100 (CFS) Q2 (CFS) DESIGN POINT DRAIN BASIN AREA (AC) Q10 (CFS) K:\DEN_Civil\096813000_WoodSprings FoCo\_Project Files\Eng\Drainage\Calcs\CIA Calculations.xls 12 APPENDIX D FORT COLLINS, COLORADO 847 SE FRONTAGE ROAD WOODSPRING SUITES FOR REVIEW ONLY NOT FOR Kimley-Horn and Associates, Inc. CONSTRUCTION OF 14 LEGEND PROPOSED DIRECT RUNOFF SUMMARY 6 DRAINAGE PLAN NORTH SOUTHEAST FRONTAGE ROAD (PRIVATE) INTERSTATE 1-25 13 APPENDIX E 14 APPENDIX F Worksheet for Curb Cut A Project Description Manning Friction Method Formula Solve For Discharge Input Data Roughness Coefficient 0.013 Channel Slope 0.015 ft/ft Normal Depth 6.0 in Bottom Width 2.00 ft Results Discharge 6.73 cfs Flow Area 1.0 ft² Wetted Perimeter 3.0 ft Hydraulic Radius 4.0 in Top Width 2.00 ft Critical Depth 8.5 in Critical Slope 0.006 ft/ft Velocity 6.73 ft/s Velocity Head 0.70 ft Specific Energy 1.20 ft Froude Number 1.678 Flow Type Supercritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 6.0 in Critical Depth 8.5 in Channel Slope 0.015 ft/ft Critical Slope 0.006 ft/ft 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA +1-203-755-1666 9/20/2019 FlowMaster [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution Curb Cut Calculations.fm8 Center Worksheet for Curb Cut A2 Project Description Manning Friction Method Formula Solve For Discharge Input Data Roughness Coefficient 0.013 Channel Slope 0.020 ft/ft Normal Depth 6.0 in Bottom Width 2.00 ft Results Discharge 7.77 cfs Flow Area 1.0 ft² Wetted Perimeter 3.0 ft Hydraulic Radius 4.0 in Top Width 2.00 ft Critical Depth 9.3 in Critical Slope 0.006 ft/ft Velocity 7.77 ft/s Velocity Head 0.94 ft Specific Energy 1.44 ft Froude Number 1.938 Flow Type Supercritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 6.0 in Critical Depth 9.3 in Channel Slope 0.020 ft/ft Critical Slope 0.006 ft/ft 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA +1-203-755-1666 9/20/2019 FlowMaster [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution Curb Cut Calculations.fm8 Center Worksheet for Curb Cut B Project Description Manning Friction Method Formula Solve For Discharge Input Data Roughness Coefficient 0.013 Channel Slope 0.008 ft/ft Normal Depth 6.0 in Bottom Width 2.00 ft Results Discharge 4.91 cfs Flow Area 1.0 ft² Wetted Perimeter 3.0 ft Hydraulic Radius 4.0 in Top Width 2.00 ft Critical Depth 6.9 in Critical Slope 0.005 ft/ft Velocity 4.91 ft/s Velocity Head 0.38 ft Specific Energy 0.88 ft Froude Number 1.225 Flow Type Supercritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 6.0 in Critical Depth 6.9 in Channel Slope 0.008 ft/ft Critical Slope 0.005 ft/ft 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA +1-203-755-1666 9/20/2019 FlowMaster [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution Curb Cut Calculations.fm8 Center Version 4.05 Released March 2017 Worksheet Protected INLET NAME No Bypass Flow Received A B User-Defined URBAN URBAN STREET STREET In Sump In Sump CDOT Type R Curb Opening CDOT/Denver 13 Combination USER-DEFINED INPUT User-Defined Design Flows 2.4 1.1 10.7 4.7 No Bypass Flow Received No Bypass Flow Received 0.0 0.0 0.0 0.0 Watershed Characteristics Watershed Profile Minor Storm Rainfall Input Major Storm Rainfall Input CALCULATED OUTPUT 2.4 1.1 10.7 4.7 N/A N/A N/A N/A Minor Storm (Calculated) Analysis of Flow Time N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Major Storm (Calculated) Analysis of Flow Time N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Site Type (Urban or Rural) Calculated Local Peak Flow, Qp Overland Flow Velocity, Vi Channel Flow Velocity, Vt Overland Flow Time, Ti Channel Travel Time, Tt Calculated Time of Concentration, Tc Regional Tc Calculated Local Peak Flow, Qp C Recommended Tc Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 10.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.050 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.013 Height of Curb at Gutter Flow Line HCURB = 6.00 inches Distance from Curb Face to Street Crown TCROWN = 33.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 0.030 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.013 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 33.0 33.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 12.0 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = SUMP SUMP cfs Version 4.05 Released March 2017 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Woodspring Fort Collins A UD-Inlet_v4.05.xlsm, A 9/20/2019, 8:52 AM Design Information (Input) MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above) alocal = 3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 1 1 Water Depth at Flowline (outside of local depression) Ponding Depth = 6.0 12.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = N/A N/A feet Width of a Unit Grate Wo = N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert = 6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat = 6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.67 0.67 Low Head Performance Reduction (Calculated) MINOR MAJOR Depth for Grate Midwidth dGrate = N/A N/A ft Depth for Curb Opening Weir Equation dCurb = 0.33 0.83 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination = 0.77 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb = 1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate = N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 5.4 12.3 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK) Q PEAK REQUIRED = 2.4 10.7 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION Version 4.05 Released March 2017 H-Vert H-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths UD-Inlet_v4.05.xlsm, A 9/20/2019, 8:52 AM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 5.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.050 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.013 Height of Curb at Gutter Flow Line HCURB = 6.00 inches Distance from Curb Face to Street Crown TCROWN = 34.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 0.025 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.013 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 34.0 34.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 12.0 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = SUMP SUMP cfs Version 4.05 Released March 2017 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Woodspring Fort Collins B UD-Inlet_v4.05.xlsm, B 9/20/2019, 8:52 AM Design Information (Input) MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above) alocal = 2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 1 1 Water Depth at Flowline (outside of local depression) Ponding Depth = 6.0 11.6 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = 3.00 3.00 feet Width of a Unit Grate Wo = 1.73 1.73 feet Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = 0.43 0.43 Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = 0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = 3.30 3.30 Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = 0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert = 6.50 6.50 inches Height of Curb Orifice Throat in Inches Hthroat = 5.25 5.25 inches Angle of Throat (see USDCM Figure ST-5) Theta = 0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.66 0.66 Low Head Performance Reduction (Calculated) MINOR MAJOR Depth for Grate Midwidth dGrate = 0.523 0.989 ft Depth for Curb Opening Weir Equation dCurb = 0.33 0.80 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination = 0.94 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb = 1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate = 0.94 1.00 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 3.6 8.9 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK) Q PEAK REQUIRED = 1.1 4.7 cfs CDOT/Denver 13 Combination INLET IN A SUMP OR SAG LOCATION Version 4.05 Released March 2017 H-Vert H-Curb W Lo (C) Lo (G) Wo WP CDOT/Denver 13 Combination Override Depths UD-Inlet_v4.05.xlsm, B 9/20/2019, 8:52 AM 15 APPENDIX G Worksheet for Inlet A Pipe Project Description Manning Friction Method Formula Full Flow Solve For Diameter Input Data Roughness Coefficient 0.013 Channel Slope 0.005 ft/ft Normal Depth 24.4 in Diameter 24.4 in Discharge 16.71 cfs Results Diameter 24.4 in Normal Depth 24.4 in Flow Area 3.2 ft² Wetted Perimeter 6.4 ft Hydraulic Radius 6.1 in Top Width 0.00 ft Critical Depth 17.6 in Percent Full 100.0 % Critical Slope 0.007 ft/ft Velocity 5.15 ft/s Velocity Head 0.41 ft Specific Energy 2.44 ft Froude Number (N/A) Maximum Discharge 17.98 cfs Discharge Full 16.71 cfs Slope Full 0.005 ft/ft Flow Type Undefined GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Average End Depth Over Rise 0.0 % Normal Depth Over Rise 0.0 % Downstream Velocity 0.00 ft/s Upstream Velocity 0.00 ft/s Normal Depth 24.4 in Critical Depth 17.6 in Channel Slope 0.005 ft/ft Critical Slope 0.007 ft/ft 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA +1-203-755-1666 9/20/2019 FlowMaster [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution Pipe Sizing Calculations.fm8 Center Worksheet for Inlet B Pipe Project Description Manning Friction Method Formula Full Flow Solve For Diameter Input Data Roughness Coefficient 0.013 Channel Slope 0.005 ft/ft Normal Depth 16.6 in Diameter 16.6 in Discharge 6.00 cfs Results Diameter 16.6 in Normal Depth 16.6 in Flow Area 1.5 ft² Wetted Perimeter 4.3 ft Hydraulic Radius 4.2 in Top Width 0.00 ft Critical Depth 11.6 in Percent Full 100.0 % Critical Slope 0.007 ft/ft Velocity 3.99 ft/s Velocity Head 0.25 ft Specific Energy 1.63 ft Froude Number (N/A) Maximum Discharge 6.45 cfs Discharge Full 6.00 cfs Slope Full 0.005 ft/ft Flow Type Undefined GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Average End Depth Over Rise 0.0 % Normal Depth Over Rise 100.0 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 16.6 in Critical Depth 11.6 in Channel Slope 0.005 ft/ft Critical Slope 0.007 ft/ft 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA +1-203-755-1666 9/20/2019 FlowMaster [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution Pipe Sizing Calculations.fm8 Center Worksheet for After WQ Pipe Project Description Manning Friction Method Formula Full Flow Solve For Diameter Input Data Roughness Coefficient 0.013 Channel Slope 0.005 ft/ft Normal Depth 25.3 in Diameter 25.3 in Discharge 18.48 cfs Results Diameter 25.3 in Normal Depth 25.3 in Flow Area 3.5 ft² Wetted Perimeter 6.6 ft Hydraulic Radius 6.3 in Top Width 0.00 ft Critical Depth 18.4 in Percent Full 100.0 % Critical Slope 0.007 ft/ft Velocity 5.28 ft/s Velocity Head 0.43 ft Specific Energy 2.54 ft Froude Number (N/A) Maximum Discharge 19.88 cfs Discharge Full 18.48 cfs Slope Full 0.005 ft/ft Flow Type Undefined GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Average End Depth Over Rise 0.0 % Normal Depth Over Rise 0.0 % Downstream Velocity 0.00 ft/s Upstream Velocity 0.00 ft/s Normal Depth 25.3 in Critical Depth 18.4 in Channel Slope 0.005 ft/ft Critical Slope 0.007 ft/ft 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA +1-203-755-1666 9/20/2019 FlowMaster [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution Pipe Sizing Calculations.fm8 Center Worksheet for Roof/Area Drain Pipe Project Description Manning Friction Method Formula Full Flow Solve For Diameter Input Data Roughness Coefficient 0.013 Channel Slope 0.005 ft/ft Normal Depth 10.5 in Diameter 10.5 in Discharge 1.77 cfs Results Diameter 10.5 in Normal Depth 10.5 in Flow Area 0.6 ft² Wetted Perimeter 2.8 ft Hydraulic Radius 2.6 in Top Width 0.00 ft Critical Depth 7.1 in Percent Full 100.0 % Critical Slope 0.008 ft/ft Velocity 2.94 ft/s Velocity Head 0.13 ft Specific Energy 1.01 ft Froude Number (N/A) Maximum Discharge 1.90 cfs Discharge Full 1.77 cfs Slope Full 0.005 ft/ft Flow Type Undefined GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Average End Depth Over Rise 0.0 % Normal Depth Over Rise 0.0 % Downstream Velocity 0.00 ft/s Upstream Velocity 0.00 ft/s Normal Depth 10.5 in Critical Depth 7.1 in Channel Slope 0.005 ft/ft Critical Slope 0.008 ft/ft 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA +1-203-755-1666 9/20/2019 FlowMaster [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution Pipe Sizing Calculations.fm8 Center 16 APPENDIX H Vault ID Total Required WQ Volume (cf) Flow, WQ (cfs) i Chamber Type Chamber Release Rate a (cfs) Chamber Volume b (cf) Installed Chamber w/ Aggregate c (cf) Minimum No. of Chambers d Total Release Rate e (cfs) Required Storage Volume by FAA Method (cf) j Minimum No. of Chambers f Storage Provided within the Chambers g (cf) Total Installed System Volume h (cf) 1 2051 2.23 MC-3500 0.033688 109.9 178.9 11.46 0.386 636 5.79 1318.80 2146.80 a. Release rate per chamber, limited by flow through geotextile with accumulated sediment. b. Volume within chamber only, not accounting for void spaces in surrounding aggregate. c. Volume includes chamber and void spaces (40%) in surrounding aggregate, per chamber unit. d. Number of chambers required to provide full WQCV within total installed system, including aggregate. e. Release rate per chamber times number of chambers. f. Number of chambers required to provide required FAA storage volume stored within the chamber only (no aggregate storage). g. Volume provided in chambers only (no aggregate storage). This number must meet or exceed the required FAA storage volume. h. System volume includes total number of chambers, plus surrounding aggregate. This number must meet or exceed the required WQCV. i. Assumed 1/2 of the 2-year storm event to calculate water quality flow. j. Assumed the 2-year storm event for intesity values in calculating storage volume by FAA method. Chamber Configuration Summary PROJECT NAME: Woodspring Fort Collins PROJECT NUMBER: 096813000 CALCULATED BY: MTH CHECKED BY: EPF DATE: 9/20/2019 1.93 3.16 0.96 Duration, Td Rainfall Intensity, I Inflow Volume, Vi Outflow Volume, Vo Storage Volume, Vs (min) (in/hr) 2 Year (CF) (CF) (CF) 5 2.85 1584.14 948.00 636.14 10 2.21 2456.81 1896.00 560.81 15 1.87 3118.26 2844.00 274.26 20 1.61 3579.61 3792.00 -212.39 25 1.43 3974.26 4740.00 -765.74 30 1.30 4335.55 5688.00 -1352.45 35 1.17 4552.33 6636.00 -2083.67 40 1.07 4757.99 7584.00 -2826.01 45 0.99 4952.53 8532.00 -3579.47 50 0.92 5113.73 9480.00 -4366.27 55 0.87 5319.39 10428.00 -5108.61 60 0.82 5469.47 11376.00 -5906.53 65 0.78 5636.22 12324.00 -6687.78 70 0.73 5680.68 13272.00 -7591.32 75 0.70 5836.32 14220.00 -8383.68 80 0.66 5869.67 15168.00 -9298.33 85 0.64 6047.54 16116.00 -10068.46 90 0.61 6103.12 17064.00 -10960.88 95 0.58 6125.36 18012.00 -11886.64 100 0.56 6225.41 18960.00 -12734.59 105 0.54 6303.23 19908.00 -13604.77 110 0.52 6358.81 20856.00 -14497.19 115 0.51 6520.00 21804.00 -15284.00 120 0.49 6536.68 22752.00 -16215.32 Release Rate (R)' cfs (Historic 2-yr flow) 100-Year Runoff Coefficient (C)' Composite of entire proposed area CALCULATIONS MODIFIED FAA DETENTION SIZING 100-YEAR DETENTION VOLUME BY RATIONAL VOLUME METHOD - 2 YEAR Area (A) acres 4582 S. Ulster Street - Suite 1500 Denver, Colorado 80237 Project: Woodspring Suites Fort Collins Prepared By: MTH Project Number: 096813000 Checked By: EPF Date: 30-Aug-19 Water Quality Capture Volume - On-Site Basins Contributing Basin Characteristics Contributing Site Area = 1.93 76.0% - - Impervious Area (SF) % Draining to Underground LID system1 = 64,730 90.0% Draining offsite untreated2 = 7,202 10.0% Total = 71,932 1. Includes area from basins A, B, C, D, E, F, OS1 and R1 2. Includes area from basins ES1, ES2, ES3, ES4, & ES5 Water Quality Capture Volume FCSCM Equation 7-1 WQ Watershed Inches = a*(0.91i3-1.19i2+.078i) a12 = 0.8 (12-Hr Drain Time) a24 = 0.9 (24-Hr Drain Time) a40 = 1.0 (40-Hr Drain Time) FCSCM Equation 7-2 WQCV = (WQCV/12)*(Area)*1.2 WQCV Impervious (Site) = 76.0% a = 0.8 WQ Watershed Inches (Site) = 0.244 WQCV Area (Site) = 1.93 WQ Capture Volume (Site) = 0.047 AC-FT 100% WQ Design Volume (Site)= 0.047 AC-FT 2,051 Cu Ft 2,051 Cu Ft 0.05 AC-FT Area (AC) Impervious (%) Watershed Flow Length (ft) Watershed Flow Slope (ft/ft) Site WQ Volume WQCV On-site - 9/20/2019 ‹2013 ADS, INC. FOR STORMTECH INSTRUCTIONS, DOWNLOAD THE INSTALLATION APP MC-3500 STORMTECH CHAMBER SPECIFICATIONS 1. CHAMBERS SHALL BE STORMTECH MC-3500. 2. CHAMBERS SHALL BE ARCH-SHAPED AND SHALL BE MANUFACTURED FROM VIRGIN, IMPACT-MODIFIED POLYPROPYLENE COPOLYMERS. 3. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418-16a, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS" CHAMBER CLASSIFICATION 45x76 DESIGNATION SS. 4. CHAMBER ROWS SHALL PROVIDE CONTINUOUS, UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORTS THAT WOULD IMPEDE FLOW OR LIMIT ACCESS FOR INSPECTION. 5. THE STRUCTURAL DESIGN OF THE CHAMBERS, THE STRUCTURAL BACKFILL, AND THE INSTALLATION REQUIREMENTS SHALL ENSURE THAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, SECTION 12.12, ARE MET FOR: 1) LONG-DURATION DEAD LOADS AND 2) SHORT-DURATION LIVE LOADS, BASED ON THE AASHTO DESIGN TRUCK WITH CONSIDERATION FOR IMPACT AND MULTIPLE VEHICLE PRESENCES. 6. CHAMBERS SHALL BE DESIGNED, TESTED AND ALLOWABLE LOAD CONFIGURATIONS DETERMINED IN ACCORDANCE WITH ASTM F2787, "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". LOAD CONFIGURATIONS SHALL INCLUDE: 1) INSTANTANEOUS (<1 MIN) AASHTO DESIGN TRUCK LIVE LOAD ON MINIMUM COVER 2) MAXIMUM PERMANENT (75-YR) COVER LOAD AND 3) ALLOWABLE COVER WITH PARKED (1-WEEK) AASHTO DESIGN TRUCK. 7. REQUIREMENTS FOR HANDLING AND INSTALLATION: x TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. x TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 3´. x TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT AS DEFINED IN SECTION 6.2.8 OF ASTM F2418 SHALL BE GREATER THAN OR EQUAL TO 500 LBS/IN/IN. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73ƒ F / 23ƒ 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: x THE STRUCTURAL EVALUATION SHALL BE SEALED BY A REGISTERED PROFESSIONAL ENGINEER. x 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. x THE TEST DERIVED CREEP MODULUS AS SPECIFIED IN ASTM F2418 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. IMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF MC-3500 CHAMBER SYSTEM 1. STORMTECH MC-3500 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETED A PRE-CONSTRUCTION MEETING WITH THE INSTALLERS. 2. STORMTECH MC-3500 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE". 3. CHAMBERS ARE NOT TO BE BACKFILLED WITH A DOZER OR AN EXCAVATOR SITUATED OVER THE CHAMBERS. STORMTECH RECOMMENDS 3 BACKFILL METHODS: x STONESHOOTER LOCATED OFF THE CHAMBER BED. x BACKFILL AS ROWS ARE BUILT USING AN EXCAVATOR ON THE FOUNDATION STONE OR SUBGRADE. x 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. INLET AND OUTLET MANIFOLDS MUST BE INSERTED A MINIMUM OF 12" (300 mm) INTO CHAMBER END CAPS. 8. EMBEDMENT STONE SURROUNDING CHAMBERS MUST BE A CLEAN, CRUSHED, ANGULAR STONE MEETING THE AASHTO M43 DESIGNATION OF #3 OR #4. 9. STONE MUST BE PLACED ON THE TOP CENTER OF THE CHAMBER TO ANCHOR THE CHAMBERS IN PLACE AND PRESERVE ROW SPACING. 10. THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIALS BEARING CAPACITIES TO THE SITE DESIGN ENGINEER. 11. 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. 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. 1-800-733-7473 R REV DRW CHK DESCRIPTION WOODSPRING SUITES FORT COLLINS, CO 9-19-19 SMAC S150740 SMAC 2 6 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. ‡ THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBER COVER REQUIREMENTS ARE MET. ‡ THIS CHAMBER SYSTEM WAS DESIGNED WITHOUT SITE-SPECIFIC INFORMATION ON SOIL CONDITIONS OR BEARING CAPACITY. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR DETERMINING THE SUITABILITY OF THE SOIL AND PROVIDING THE BEARING CAPACITY OF THE INSITU SOILS. THE BASE STONE DEPTH MAY BE INCREASED OR DECREASED ONCE THIS INFORMATION IS PROVIDED. CONCEPTUAL LAYOUT 12 STORMTECH MC-3500 CHAMBERS 6 STORMTECH MC-3500 END CAPS 12 STONE ABOVE (in) 9 STONE BELOW (in) 40 % STONE VOID 2849 INSTALLED SYSTEM VOLUME (CF) (PERIMETER STONE INCLUDED) (COVER STONE INCLUDED) (BASE STONE INCLUDED) 911 SYSTEM AREA (SF) 129.06 SYSTEM PERIMETER (ft) 42.28' 32.42' 22.25' 20.25' *INVERT ABOVE BASE OF CHAMBER ITEMDESCRIPTION ON PART TYPE LAYOUT 24" BOTTOM CORED END CAP/TYP OF ALL 24" BOTTOM CONNECTIONS AND ISOLATOR PREFABRICATED END CAP A ROWS MANIFOLD B BOTTOM, ADS N-12 NYLOPLAST (INLET W/ ISO ROW) C 30" DIAMETER (24" SUMP MIN) NYLOPLAST (INLET W/ ISO ROW) D 30" DIAMETER (24" SUMP MIN) NYLOPLAST (INLET W/ ISO ROW) E 36" DIAMETER (24" SUMP MIN) ISOLATOR ROW (SEE DETAIL/TYP 3 PLACES) 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. 1-800-733-7473 R REV DRW CHK DESCRIPTION WOODSPRING SUITES FORT COLLINS, CO 9-19-19 SMAC S150740 SMAC 3 6 ACCEPTABLE FILL MATERIALS: STORMTECH MC-3500 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 9" (230 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 F2418-16a, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS" CHAMBER CLASSIFICATION 45x76 DESIGNATION SS. 2. MC-3500 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: x TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. x TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 3´. x TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT AS DEFINED IN SECTION 6.2.8 OF ASTM F2418 SHALL BE GREATER THAN OR EQUAL TO 500 LBS/IN/IN. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73ƒ F / 23ƒ C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. MATERIAL LOCATION DESCRIPTION AASHTO MATERIAL CLASSIFICATIONS COMPACTION / DENSITY REQUIREMENT D FINAL FILL: FILL MATERIAL FOR LAYER 'D' STARTS FROM THE TOP OF THE 'C' LAYER TO THE BOTTOM OF FLEXIBLE PAVEMENT OR UNPAVED FINISHED GRADE ABOVE. NOTE THAT PAVEMENT SUBBASE MAY BE PART OF THE 'D' LAYER ANY SOIL/ROCK MATERIALS, NATIVE SOILS, OR PER ENGINEER'S PLANS. CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS. N/A PREPARE PER SITE DESIGN ENGINEER'S PLANS. PAVED INSTALLATIONS MAY HAVE STRINGENT MATERIAL AND PREPARATION REQUIREMENTS. C INITIAL FILL: FILL MATERIAL FOR LAYER 'C' STARTS FROM THE TOP OF THE EMBEDMENT STONE ('B' LAYER) TO 24" (600 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. 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. 1-800-733-7473 R REV DRW CHK DESCRIPTION WOODSPRING SUITES FORT COLLINS, CO 9-19-19 SMAC S150740 SMAC 4 6 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 MC-3500 ISOLATOR ROW DETAIL NTS 24" (600 mm) HDPE ACCESS PIPE REQUIRED USE FACTORY PRE-CORED END CAP PART #: MC3500IEPP24BC OR MC3500IEPP24BW STORMTECH HIGHLY RECOMMENDS FLEXSTORM PURE INSERTS IN ANY UPSTREAM STRUCTURES WITH OPEN GRATES COVER PIPE CONNECTION TO END CAP WITH ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE MC-3500 CHAMBER OPTIONAL INSPECTION PORT 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. 1-800-733-7473 R REV DRW CHK DESCRIPTION WOODSPRING SUITES FORT COLLINS, CO 9-19-19 SMAC S150740 SMAC 5 6 MC-SERIES END CAP INSERTION DETAIL NTS NOTE: MANIFOLD STUB MUST BE LAID HORIZONTAL FOR A PROPER FIT IN END CAP OPENING. 12" (300 mm) MIN SEPARATION 12" (300 mm) MIN INSERTION 12" (300 mm) MIN SEPARATION 12" (300 mm) MIN INSERTION MANIFOLD HEADER MANIFOLD STUB STORMTECH END CAP MANIFOLD HEADER MANIFOLD STUB PART # STUB B C MC3500IEPP06T 6" (150 mm) 33.21" (844 mm) --- MC3500IEPP06B --- 0.66" (17 mm) MC3500IEPP08T 8" (200 mm) 31.16" (791 mm) --- MC3500IEPP08B --- 0.81" (21 mm) MC3500IEPP10T 10" (250 mm) 29.04" (738 mm) --- MC3500IEPP10B --- 0.93" (24 mm) MC3500IEPP12T 12" (300 mm) 26.36" (670 mm) --- MC3500IEPP12B --- 1.35" (34 mm) MC3500IEPP15T 15" (375 mm) 23.39" (594 mm) --- MC3500IEPP15B --- 1.50" (38 mm) MC3500IEPP18TC 18" (450 mm) 20.03" (509 mm) --- MC3500IEPP18TW MC3500IEPP18BC --- 1.77" (45 mm) MC3500IEPP18BW MC3500IEPP24TC 24" (600 mm) 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. 1-800-733-7473 R REV DRW CHK DESCRIPTION WOODSPRING SUITES FORT COLLINS, CO 9-19-19 SMAC S150740 SMAC 6 6 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 NYLOPLAST DRAIN BASIN NTS NOTES 1. 8-30" (200-750 mm) GRATES/SOLID COVERS SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05 2. 12-30" (300-750 mm) FRAMES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05 3. DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN DETAILS 4. DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO ASTM D3212 FOR CORRUGATED HDPE (ADS & HANCOR DUAL WALL) & SDR 35 PVC 5. FOR COMPLETE DESIGN AND PRODUCT INFORMATION: WWW.NYLOPLAST-US.COM 6. TO ORDER CALL: 800-821-6710 A PART # GRATE/SOLID COVER OPTIONS 8" (200 mm) 2808AG PEDESTRIAN LIGHT DUTY STANDARD LIGHT DUTY SOLID LIGHT DUTY 10" (250 mm) 2810AG PEDESTRIAN LIGHT DUTY STANDARD LIGHT DUTY SOLID LIGHT DUTY 12" (300 mm) 2812AG Project: Chamber Model - MC-3500 Units - Imperial Number of Chambers - 12 Number of End Caps - 6 Voids in the stone (porosity) - 40 % Base of Stone Elevation - 0.00 ft Amount of Stone Above Chambers - 12 in Amount of Stone Below Chambers - 9 in Amount of Stone Between Chambers - 6 in Area of system - 911 sf Min. Area - Height of System Incremental Single Chamber Incremental Single End Cap Incremental Chambers Incremental End Cap Incremental Stone Incremental Ch, EC and Stone Cumulative System Elevation (inches) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (feet) 66 0.00 0.00 0.00 0.00 30.37 30.37 2849.66 5.50 65 0.00 0.00 0.00 0.00 30.37 30.37 2819.29 5.42 64 0.00 0.00 0.00 0.00 30.37 30.37 2788.93 5.33 63 0.00 0.00 0.00 0.00 30.37 30.37 2758.56 5.25 62 0.00 0.00 0.00 0.00 30.37 30.37 2728.19 5.17 61 0.00 0.00 0.00 0.00 30.37 30.37 2697.83 5.08 60 0.00 0.00 0.00 0.00 30.37 30.37 2667.46 5.00 59 0.00 0.00 0.00 0.00 30.37 30.37 2637.09 4.92 58 0.00 0.00 0.00 0.00 30.37 30.37 2606.73 4.83 57 0.00 0.00 0.00 0.00 30.37 30.37 2576.36 4.75 56 0.00 0.00 0.00 0.00 30.37 30.37 2545.99 4.67 55 0.00 0.00 0.00 0.00 30.37 30.37 2515.63 4.58 54 0.06 0.00 0.70 0.00 30.09 30.78 2485.26 4.50 53 0.19 0.02 2.33 0.14 29.38 31.85 2454.48 4.42 52 0.29 0.04 3.53 0.23 28.87 32.62 2422.63 4.33 51 0.40 0.05 4.84 0.31 28.31 33.46 2390.01 4.25 50 0.69 0.07 8.25 0.41 26.91 35.56 2356.55 4.17 49 1.03 0.09 12.34 0.53 25.22 38.09 2320.99 4.08 48 1.25 0.11 14.99 0.64 24.11 39.75 2282.90 4.00 47 1.42 0.13 17.07 0.76 23.24 41.06 2243.15 3.92 46 1.57 0.14 18.88 0.87 22.47 42.21 2202.09 3.83 45 1.71 0.16 20.49 0.98 21.78 43.24 2159.88 3.75 44 1.83 0.18 21.94 1.09 21.15 44.19 2116.64 3.67 43 1.94 0.20 23.25 1.20 20.58 45.04 2072.45 3.58 42 2.04 0.22 24.49 1.31 20.05 45.85 2027.41 3.50 41 2.13 0.23 25.62 1.41 19.56 46.58 1981.56 3.42 40 2.22 0.25 26.69 1.50 19.09 47.28 1934.98 3.33 39 2.31 0.27 27.68 1.59 18.66 47.93 1887.70 3.25 38 2.38 0.28 28.62 1.68 18.25 48.54 1839.77 3.17 37 2.46 0.29 29.51 1.76 17.86 49.13 1791.22 3.08 36 2.53 0.31 30.34 1.85 17.49 49.68 1742.09 3.00 35 2.59 0.32 31.12 1.93 17.15 50.20 1692.41 2.92 34 2.66 0.33 31.87 2.01 16.81 50.69 1642.22 2.83 33 2.72 0.35 32.58 2.08 16.50 51.16 1591.52 2.75 32 2.77 0.36 33.26 2.16 16.20 51.62 1540.36 2.67 31 2.82 0.37 33.90 2.23 15.91 52.04 1488.74 2.58 30 2.88 0.38 34.51 2.31 15.64 52.45 1436.70 2.50 29 2.92 0.40 35.09 2.38 15.38 52.85 1384.24 2.42 28 2.97 0.41 35.64 2.45 15.13 53.22 1331.40 2.33 27 3.01 0.42 36.15 2.51 14.90 53.56 1278.18 2.25 26 3.05 0.43 36.64 2.58 14.68 53.90 1224.62 2.17 25 3.09 0.44 37.13 2.64 14.46 54.23 1170.72 2.08 24 3.13 0.45 37.57 2.70 14.26 54.53 1116.49 2.00 23 3.17 0.46 37.99 2.77 14.07 54.82 1061.96 1.92 22 3.20 0.47 38.39 2.82 13.88 55.10 1007.14 1.83 21 3.23 0.48 38.77 2.88 13.71 55.36 952.04 1.75 20 3.26 0.49 39.14 2.94 13.54 55.61 896.68 1.67 19 3.29 0.50 39.48 2.99 13.38 55.85 841.07 1.58 18 3.32 0.51 39.82 3.04 13.23 56.08 785.22 1.50 17 3.34 0.51 40.13 3.09 13.08 56.30 729.15 1.42 16 3.37 0.52 40.42 3.13 12.94 56.50 672.85 1.33 15 3.39 0.53 40.71 3.18 12.81 56.70 616.35 1.25 14 3.41 0.54 40.97 3.22 12.69 56.88 559.65 1.17 13 3.44 0.54 41.24 3.26 12.57 57.07 502.77 1.08 12 3.46 0.55 41.49 3.30 12.45 57.24 445.70 1.00 11 3.48 0.56 41.74 3.33 12.34 57.41 388.46 0.92 10 3.51 0.59 42.06 3.57 12.11 57.75 331.05 0.83 9 0.00 0.00 0.00 0.00 30.37 30.37 273.30 0.75 8 0.00 0.00 0.00 0.00 30.37 30.37 242.93 0.67 7 0.00 0.00 0.00 0.00 30.37 30.37 212.57 0.58 6 0.00 0.00 0.00 0.00 30.37 30.37 182.20 0.50 5 0.00 0.00 0.00 0.00 30.37 30.37 151.83 0.42 4 0.00 0.00 0.00 0.00 30.37 30.37 121.47 0.33 3 0.00 0.00 0.00 0.00 30.37 30.37 91.10 0.25 2 0.00 0.00 0.00 0.00 30.37 30.37 60.73 0.17 1 0.00 0.00 0.00 0.00 30.37 30.37 30.37 0.08 StormTech MC-3500 Cumulative Storage Volumes WOODSPRING SUITES 692 sf min. area Include Perimeter Stone in Calculations Click Here for Metric 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 INTEGRATED DUCTILE IRON FRAME & GRATE/SOLID TO MATCH BASIN O.D. VARIOUS TYPES OF INLET AND OUTLET ADAPTERS AVAILABLE: 4-30" (100-750 mm) FOR CORRUGATED HDPE WATERTIGHT JOINT (CORRUGATED HDPE SHOWN) 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% 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 0ƒ- 360ƒ ACCORDING TO PLANS 3130 VERONA AVE BUFORD, GA 30518 PHN (770) 932-2443 FAX (770) 932-2490 www.nyloplast-us.com Š 18" (450 mm) MIN WIDTH GUIDELINE GRATE OPTION LOAD RATING PART # DWG # PEDESTRIAN MEETS H-20 3099CGP 7001-110-220 STANDARD MEETS H-20 3099CGS 7001-110-221 SOLID COVER MEETS H-20 3099CGC 7001-110-222 DOME N/A 3099CGD 7001-110-223 36" (900 mm) NYLOPLAST DRAIN BASIN NTS NOTES 1. GRATES/SOLID COVER SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05. 2. FRAMES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05. 3. DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN DETAILS. RISERS ARE NEEDED FOR BASINS OVER 84" (2.13 m) DUE TO SHIPPING RESTRICTIONS. SEE DRAWING NO. 7001-110-065. 4. DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO ASTM D3212 FOR CORRUGATED HDPE (ADS N-12/HANCOR DUAL WALL), N-12 HP, & PVC SEWER. 5. ADAPTERS CAN BE MOUNTED ON ANY ANGLE 0ƒ TO 360ƒ. TO DETERMINE MINIMUM ANGLE BETWEEN ADAPTERS SEE DRAWING NO. 7001-110-012. 8" (200 mm) MIN THICKNESS GUIDELINE VARIABLE SUMP DEPTH ACCORDING TO PLANS (10" (250 mm) MIN. BASED ON MANUFACTURING REQ.) (SEE NOTE 3) 6" (150 mm) MIN VARIABLE INVERT HEIGHTS AVAILABLE (ACCORDING TO PLANS/TAKE OFF) (SEE NOTE 3) 24" (600 mm) MIN. MANUFACTURING REQUIREMENT FROM TOP OF GRATE TO TOP OF PIPE. WATERTIGHT JOINT (CORRUGATED HDPE SHOWN) INTEGRATED DUCTILE IRON FRAME & GRATE/SOLID COVER TO MATCH BASIN O.D. (SEE NOTES 1 & 2) TRAFFIC LOADS: CONCRETE SLAB DIMENSIONS ARE FOR GUIDELINE PURPOSES ONLY. ACTUAL CONCRETE SLAB MUST BE DESIGNED TAKING INTO CONSIDERATION LOCAL SOIL CONDITIONS, TRAFFIC LOADING, AND OTHER APPLICABLE DESIGN FACTORS. SEE DRAWING NO. 7001-110-111 FOR NON TRAFFIC INSTALLATION. 36" X 30" (900 X 750 mm) CONE STYLE REDUCER THE BACKFILL MATERIAL SHALL BE CRUSHED STONE OR OTHER GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS I, CLASS II, OR CLASS III MATERIAL AS DEFINED IN ASTM D2321. BEDDING & BACKFILL FOR SURFACE DRAINAGE INLETS SHALL BE PLACED & COMPACTED UNIFORMLY IN ACCORDANCE WITH ASTM D2321. VARIOUS TYPES OF INLET & OUTLET ADAPTERS AVAILABLE: 4" - 30" (100 - 750 mm) FOR CORRUGATED HDPE (ADS N-12/HANCOR DUAL WALL, ADS/HANCOR SINGLE WALL), N-12 HP, PVC SEWER (EX: SDR 35), PVC DWV (EX: SCH 40), PVC C900/C905, CORRUGATED & RIBBED PVC (SEE NOTE 4) 14.48" (368 mm) --- MC3500IEPP24TW MC3500IEPP24BC --- 2.06" (52 mm) MC3500IEPP24BW MC3500IEPP30BC 30" (750 mm) --- 2.75" (70 mm) NOMINAL CHAMBER SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH) 77.0" X 45.0" X 86.0" (1956 mm X 1143 mm X 2184 mm) CHAMBER STORAGE 109.9 CUBIC FEET (3.11 mñ) MINIMUM INSTALLED STORAGE* 175.0 CUBIC FEET (4.96 mñ) WEIGHT 134 lbs. (60.8 kg) NOMINAL END CAP SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH) 75.0" X 45.0" X 22.2" (1905 mm X 1143 mm X 564 mm) END CAP STORAGE 14.9 CUBIC FEET (0.42 mñ) MINIMUM INSTALLED STORAGE* 45.1 CUBIC FEET (1.28 mñ) WEIGHT 49 lbs. (22.2 kg) *ASSUMES 12" (305 mm) STONE ABOVE, 9" (229 mm) STONE FOUNDATION, 6" SPACING BETWEEN CHAMBERS, 6" (152 mm) STONE PERIMETER IN FRONT OF END CAPS AND 40% STONE POROSITY MC-3500 TECHNICAL SPECIFICATION NTS BUILD ROW IN THIS DIRECTION NOTE: ALL DIMENSIONS ARE NOMINAL LOWER JOINT CORRUGATION WEB CREST CREST STIFFENING RIB VALLEY STIFFENING RIB FOOT STUBS AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B" STUBS AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T" END CAPS WITH A WELDED CROWN PLATE END WITH "C" END CAPS WITH A PREFABRICATED WELDED STUB END WITH "W" UPPER JOINT CORRUGATION CUSTOM PRECORED INVERTS ARE AVAILABLE UPON REQUEST. INVENTORIED MANIFOLDS INCLUDE 12-24" (300-600 mm) SIZE ON SIZE AND 15-48" (375-1200 mm) ECCENTRIC MANIFOLDS. CUSTOM INVERT LOCATIONS ON THE MC-3500 END CAP CUT IN THE FIELD ARE NOT RECOMMENDED FOR PIPE SIZES GREATER THAN 10" (250 mm). THE INVERT LOCATION IN COLUMN 'B' ARE THE HIGHEST POSSIBLE FOR THE PIPE SIZE. PART # STUB B C MC3500IEPP06T 6" (150 mm) 33.21" (844 mm) --- MC3500IEPP06B --- 0.66" (17 mm) MC3500IEPP08T 8" (200 mm) 31.16" (791 mm) --- MC3500IEPP08B --- 0.81" (21 mm) MC3500IEPP10T 10" (250 mm) 29.04" (738 mm) --- MC3500IEPP10B --- 0.93" (24 mm) MC3500IEPP12T 12" (300 mm) 26.36" (670 mm) --- MC3500IEPP12B --- 1.35" (34 mm) MC3500IEPP15T 15" (375 mm) 23.39" (594 mm) --- MC3500IEPP15B --- 1.50" (38 mm) MC3500IEPP18TC 18" (450 mm) 20.03" (509 mm) --- MC3500IEPP18TW MC3500IEPP18BC --- 1.77" (45 mm) MC3500IEPP18BW MC3500IEPP24TC 24" (600 mm) 14.48" (368 mm) --- MC3500IEPP24TW MC3500IEPP24BC --- 2.06" (52 mm) MC3500IEPP24BW MC3500IEPP30BC 30" (750 mm) --- 2.75" (70 mm) NOMINAL CHAMBER SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH) 77.0" X 45.0" X 86.0" (1956 mm X 1143 mm X 2184 mm) CHAMBER STORAGE 109.9 CUBIC FEET (3.11 mñ) MINIMUM INSTALLED STORAGE* 175.0 CUBIC FEET (4.96 mñ) WEIGHT 134 lbs. (60.8 kg) NOMINAL END CAP SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH) 75.0" X 45.0" X 22.2" (1905 mm X 1143 mm X 564 mm) END CAP STORAGE 14.9 CUBIC FEET (0.42 mñ) MINIMUM INSTALLED STORAGE* 45.1 CUBIC FEET (1.28 mñ) WEIGHT 49 lbs. (22.2 kg) *ASSUMES 12" (305 mm) STONE ABOVE, 9" (229 mm) STONE FOUNDATION, 6" SPACING BETWEEN CHAMBERS, 6" (152 mm) STONE PERIMETER IN FRONT OF END CAPS AND 40% STONE POROSITY MC-3500 TECHNICAL SPECIFICATION NTS BUILD ROW IN THIS DIRECTION NOTE: ALL DIMENSIONS ARE NOMINAL LOWER JOINT CORRUGATION WEB CREST CREST STIFFENING RIB VALLEY STIFFENING RIB FOOT STUBS AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B" STUBS AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T" END CAPS WITH A WELDED CROWN PLATE END WITH "C" END CAPS WITH A PREFABRICATED WELDED STUB END WITH "W" UPPER JOINT CORRUGATION CUSTOM PRECORED INVERTS ARE AVAILABLE UPON REQUEST. INVENTORIED MANIFOLDS INCLUDE 12-24" (300-600 mm) SIZE ON SIZE AND 15-48" (375-1200 mm) ECCENTRIC MANIFOLDS. CUSTOM INVERT LOCATIONS ON THE MC-3500 END CAP CUT IN THE FIELD ARE NOT RECOMMENDED FOR PIPE SIZES GREATER THAN 10" (250 mm). THE INVERT LOCATION IN COLUMN 'B' ARE THE HIGHEST POSSIBLE FOR THE PIPE SIZE. 70 INWOOD ROAD, SUITE 3 | ROCKY HILL | CT | 06067 860-529-8188 |888-892-2694 | WWW.STORMTECH.COM Detention Retention Water Quality MC-3500 END CAP TWO LAYERS OF ADS GEOSYNTHETICS 315WTM WOVEN GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS 8.25' (2.51 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS 70 INWOOD ROAD, SUITE 3 | ROCKY HILL | CT | 06067 860-529-8188 |888-892-2694 | WWW.STORMTECH.COM Detention Retention Water Quality MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF THIS LAYER. AASHTO M145ï A-1, A-2-4, A-3 OR AASHTO M43ï 3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9, 10 BEGIN COMPACTIONS AFTER 24" (600 mm) OF MATERIAL OVER THE CHAMBERS IS REACHED. COMPACT ADDITIONAL LAYERS IN 12" (300 mm) MAX LIFTS TO A MIN. 95% PROCTOR DENSITY FOR WELL GRADED MATERIAL AND 95% RELATIVE DENSITY FOR PROCESSED AGGREGATE MATERIALS. B EMBEDMENT STONE: FILL SURROUNDING THE CHAMBERS FROM THE FOUNDATION STONE ('A' LAYER) TO THE 'C' LAYER ABOVE. CLEAN, CRUSHED, ANGULAR STONE AASHTO M43ï 3, 4 A FOUNDATION STONE: FILL BELOW CHAMBERS FROM THE SUBGRADE UP TO THE FOOT (BOTTOM) OF THE CHAMBER. CLEAN, CRUSHED, ANGULAR STONE AASHTO M43ï 3, 4 PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE. 2,3 45" (1140 mm) 18" (450 mm) MIN* 8' (2.4 m) MAX 77" (1950 mm) 12" (300 mm) MIN 12" (300 mm) MIN 6" (150 mm) MIN DEPTH OF STONE TO BE DETERMINED BY SITE DESIGN ENGINEER 9" (230 mm) MIN D C B A *TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR, INCREASE COVER TO 30" (750 mm). 6" (150 mm) MIN PERIMETER STONE (SEE NOTE 6) EXCAVATION WALL (CAN BE SLOPED OR VERTICAL) MC-3500 END CAP SUBGRADE SOILS (SEE NOTE 4) PAVEMENT LAYER (DESIGNED BY SITE DESIGN ENGINEER) NO COMPACTION REQUIRED. ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL AROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS 70 INWOOD ROAD, SUITE 3 | ROCKY HILL | CT | 06067 860-529-8188 |888-892-2694 | WWW.STORMTECH.COM Detention Retention Water Quality NO WOVEN GEOTEXTILE BED LIMITS B E A C D 010'20' B THIS LAYOUT IS FOR CONCEPTUAL PURPOSES ONLY AND IS NOT INTENDED FOR BIDDING, ESTIMATING OR CONSTRUCTION. IT DOES NOT INCLUDE ELEVATIONS, FLOW RATES OR SURROUNDING TOPOGRAPHY, NOR BEEN REVIEWED BY ADS ENGINEERING. NOTES FOR CONSTRUCTION EQUIPMENT 1. STORMTECH MC-3500 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE". 2. THE USE OF EQUIPMENT OVER MC-3500 CHAMBERS IS LIMITED: x NO EQUIPMENT IS ALLOWED ON BARE CHAMBERS. x NO RUBBER TIRED LOADER, DUMP TRUCK, OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL DEPTHS ARE REACHED IN ACCORDANCE WITH THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE". x WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE "STORMTECH MC-3500/MC-4500 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 CHAMBERS AND IS NOT AN ACCEPTABLE BACKFILL METHOD. ANY CHAMBERS DAMAGED BY USING 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. FOR STORMTECH INSTRUCTIONS, DOWNLOAD THE INSTALLATION APP PROJECT INFORMATION ADS SALES REP PROJECT NO. MARK KAELBERER 720-256-8225 MARK.KAELBERER@ADS-PIPE.COM S150740 ENGINEERED PRODUCT MANAGER EVAN FISCHGRUND 720-250-8047 EVAN.FISCHGRUND@ADS-PIPE.COM WOODSPRING SUITES FORT COLLINS, CO ADVANCED DRAINAGE SYSTEMS, INC. R THIS LAYOUT IS FOR CONCEPTUAL PURPOSES ONLY AND IS NOT INTENDED FOR BIDDING, ESTIMATING OR CONSTRUCTION. IT DOES NOT INCLUDE ELEVATIONS, FLOW RATES OR SURROUNDING TOPOGRAPHY, NOR BEEN REVIEWED BY ADS ENGINEERING. Tc selected by User Design Rainfall Intensity, I C5 Minor Total Design Peak Flow, Q (cfs) Major Total Design Peak Flow, Q (cfs) C C5 Overland Flow Velocity, Vi Recommended Tc Tc selected by User Design Rainfall Intensity, I Minor Flow Bypassed Downstream, Qb (cfs) Major Flow Bypassed Downstream, Qb (cfs) Channel Flow Velocity, Vt Overland Flow Time, Ti Channel Travel Time, Tt Calculated Time of Concentration, Tc Regional Tc Channel Slope (ft/ft) Channel Length (ft) Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) Overland Length (ft) INLET MANAGEMENT Inlet Application (Street or Area) Hydraulic Condition Minor QKnown (cfs) Major QKnown (cfs) Receive Bypass Flow from: Minor Bypass Flow Received, Qb (cfs) Major Bypass Flow Received, Qb (cfs) Subcatchment Area (acres) Percent Impervious NRCS Soil Type Overland Slope (ft/ft) Inlet Type Bypass (Carry-Over) Flow from Upstream Basin ES4 Area (sf) Basin % I C2 C 10 C100 Lawns, Clayey Soil 1,103 67% 2% 0.20 0.20 0.25 Rooftop 0 0% 90% 0.95 0.95 1.19 Asphalt, Concrete 551 33% 100% 0.95 0.95 1.19 1,654 100% 35% 0.45 0.45 0.56 Basin ES5 Area (sf) Basin % I C2 C 10 C100 K:\DEN_Civil\096813000_WoodSprings FoCo\_Project Files\Eng\Drainage\Calcs\CIA Calculations.xls 1.61 1.41-9.17-14.11 0.12-0.14-0.1 5 1.5- 2.1- 3.5 0.0- 0.3- 0.9 .37 .37 47-80 37-48- 72 2-28- 48 15-24- 26 1.44-1.54- 1.65 4.23-9.17-42.34 0.11-0.17-0.1 7 0.9- 2.6- 2.9 0.0- 0.3- 0.9 .37 .37 74—Nunn clay loam, 1 to 3 percent slopes Nunn 0-9 36-43- 45 17-26- 37 27-31- 38 1.39-1.41- 1.43 0.42-2.82-4.23 0.16-0.16-0.1 7 3.3- 4.3- 6.8 1.0- 1.5- 2.0 .28 .28 5 6 48 9-13 25-32- 39 16-30- 40 35-38- 45 1.32-1.37- 1.42 0.42-0.92-1.41 0.14-0.16-0.1 6 5.8- 6.6- 8.4 1.0- 1.5- 2.0 .28 .28 13-25 25-32- 39 16-30- 40 35-38- 45 1.43-1.46- 1.48 0.42-0.92-1.41 0.14-0.16-0.1 6 5.6- 6.2- 8.2 0.5- 0.8- 1.0 .32 .32 25-38 35-41- 65 2-30- 45 20-29- 33 1.42-1.49- 1.56 1.41-2.82-14.11 0.12-0.17-0.1 7 1.8- 3.5- 4.4 0.0- 0.3- 0.9 .37 .37 38-80 37-41- 65 2-29- 48 15-30- 33 1.44-1.50- 1.56 1.41-2.82-42.34 0.10-0.17-0.1 7 1.1- 3.7- 4.5 0.0- 0.3- 0.9 .32 .32 Custom Soil Resource Report 24 -100 100-100 -100 86-94-1 00 57-69- 85 29-39 -44 12-19-2 3 38-80 Sandy clay loam, sandy loam, loam, clay loam CL A-6 0- 0- 0 0- 0- 0 100-100 -100 100-100 -100 84-94-1 00 53-69- 77 25-40 -44 9-20-23 Custom Soil Resource Report 20 24-27-3 3 26-31 Clay loam, loam, sandy clay loam CL A-7-6, A-6 0- 0- 0 0- 0- 0 100-100 -100 100-100 -100 87-94-1 00 58-68- 74 30-42 -47 12-22-2 5 31-47 Loam, clay loam, sandy clay loam CL A-6 0- 0- 0 0- 0- 0 100-100 -100 100-100 -100 88-96-1 00 55-65- 80 29-31 -41 12-14-2 0 47-80 Sandy clay loam, sandy loam, loam CL A-6 0- 0- 0 0- 0- 0 100-100 -100 100-100 -100 86-96-1 00 49-64- 75 24-34 -38 7-16-18 Custom Soil Resource Report 19 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: Sep 20, 2015—Oct 21, 2017 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 7