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HomeMy WebLinkAboutReports - Drainage - 09/03/2025 FINAL DRAINAGE REPORT Toyota Pedersen Fort Collins, Colorado Prepared for: Pedersen Properties 4455 S Mason Street Fort Collins, CO 80525 Prepared by: Kimley-Horn and Associates, Inc. 3325 South Timberline Road - Suite 130 Fort Collins, Colorado 80525 (970) 822-7911 Project #: 296073000 Prepared: September 3, 2025 kimley-horn.com 3325 S Timberline Rd, Suite 130, Fort Collins, CO 80525 970-822-7911 September 3, 2025 City of Fort Collins Stormwater Engineering 281 N. College Ave. Fort Collins, CO 80524 RE: Toyota Pedersen Final Drainage Report Dear Reviewer: Kimley-Horn and Associates, Inc. is pleased to submit this Final Drainage Report for your review as part of the Project Development Plan (PDP) Major Amendment (MJA) submittal for the above referenced project. This report and attached drainage plans have been prepared in accordance with the Fort Collins Stormwater Criteria Manual (“FCSCM”) and the latest Mile High Flood District Urban Storm Drainage Criteria Manual (“USDCM”). These documents serve to document stormwater impacts associated with the proposed Toyota Pedersen Project. We understand the review by the City of Fort Collins is to ensure general compliance with standardized criteria contained in the FCSCM and USDCM. Please contact us with any questions or concerns. Thank You, KIMLEY-HORN AND ASSOCIATES, INC. Ramsey Pickard, P.E. Final Drainage and Erosion Control Report Toyota Pedersen – Fort Collins, Colorado TABLE OF CONTENTS I. GENERAL LOCATION AND EXISITING SITE INFORMATION ............................... 1 II. MASTER DRAINAGE BASIN DESCRIPTION ...................................................... 2 IV. FLOODPLAIN INFORMATION ............................................................................. 3 V. PROJECT DESCRIPTION .................................................................................... 3 VII. PROPOSED DRAINAGE FACILITIES .................................................................. 5 VIII. DRAINAGE DESIGN CRITERIA ........................................................................ 7 IX. VARIANCE REQUESTS ....................................................................................... 8 X. EROSION CONTROL ........................................................................................... 8 XI. CONCLUSION ...................................................................................................... 8 X. REFERENCES ........................................................................................................... 9 APPENDIX A – REFERENCED CRITERIA .............................................................................. APPENDIX B – HYDROLOGIC CALCULATIONS AND EXHIBITS ................................................ APPENDIX C – HYDRAULIC CALCULATIONS ........................................................................ Final Drainage Report Toyota Pedersen – Fort Collins, Colorado 1 | P a g e I. GENERAL LOCATION AND EXISTING SITE INFORMATION Toyota Pedersen (the “Project”) is in the southeast quarter of Section 35, Township 07 North, Range 69 West, of the Sixth Principal Meridian, City of Fort Collins, Larimer County, State of Colorado. The property is bounded by South Mason Street to the West, Kensington Drive to the South, a Target department store to the North, and South College Avenue to the East. A Vicinity Map is shown below in Figure 1. Figure 1: Vicinity Map Surrounding properties include an existing department store to the east and north, car dealership to the west, and commercial retail developments to the south. The property currently consists of an existing car dealership and a paved parking lot. The Project site is located within the General Commercial (CG) Zone District. The Project is located within the Mail Creek Basin, see copy of the City of Fort Collins Drainage Basins image included in Appendix A. The master basin is discussed in more detail below. The existing site is split into two on-site basins. The east basin drains from the south to the northeast to storm inlets located on-site, ultimately draining to the storm sewer system along S College Ave. The western basin drains from south to north to storm inlets located on-site, ultimately draining to a storm sewer system located along S College Ave via the Target parcel within an existing drainage easement . While they are split into two basins on site, both storm lines ultimately drain to the storm system along S College Ave. The Final Drainage Report Toyota Pedersen – Fort Collins, Colorado 2 | P a g e existing parking lot generally slopes from south to north with slopes ranging from 0 to 4 percent. There are no known existing irrigation facilities within the site. A Natural Resource Conservation Service (NRCS) Web Soil Survey for the project area was obtained to determine the soil characteristics of the site. The results of this study show that much of the site consists of hydrologic soil group (HSG ) Type B with soil that includes Altvan-Santana Loam. The northeast corner of the site consists of hydrologic soil group (HSG) Type C with soils that include Nunn Clay soil. Therefore, HSG Type C soils were assumed for the entirety of the site for hydrologic calculations. A copy of the Custom Soil Resource Report is provided in Appendix A. A Geotechnical Engineering Report dated August 25, 2025, was prepared by Cole Garner Geotechnical. There are no known significant geologic features on this site. Groundwater was encountered at depths ranging from about 18 to 20 feet below the existing ground surface in the boring test holes, and at about 14 feet below existing site grade at Boring No. 6. Groundwater levels will not likely affect planned development at this site. Additional information for the Geotechnical report can be found within Appendix A. II. MASTER DRAINAGE BASIN DESCRIPTION As noted above, the project is in the City of Fort Collins Mail Creek Master Drainage Basin. This basin has a maximum allowable release rate of the 2-yr historic discharge rate. A map of the Mail Creek Basin is included in Appendix A. When improvements are proposed to an existing developed site and there is an increase in impervious area greater than 1,000 square feet, additional onsite detention is required for runoff from new impervious surfaces. The area of imperviousness is decreasing; therefore, no detention is required. The Water Quality and low impact development (LID) requirements for the Mail Creek Basin follows FCSCM, which are outlined in the Drainage Design Criteria section of the report. To our knowledge, no master drainage reports exist for the Project site. The Project proposes the removal of a portion of the existing building and paved parking lot. There are no known irrigation facilities that are influenced by the local drainage. The project is designed to provide LID and water quality treatment for the proposed improvements. The drainage is planned to follow historic drainage patterns, where it will connect to a storm sewer located within S. College Avenue through two sub-basins onsite. III. EXISTING SITE DRAINAGE Historically, the site drains from south to north, towards existing private storm inlets onsite, ultimately draining to storm sewer along S. College Avenue. The existing sub-basin descriptions are included below. The rational calculations within Appendix B include areas, imperviousness, and other applicable information. There are two existing detention ponds located onsite east of South Mason Street. Both ponds will be re-graded to drain to the proposed site. Sub-basin EX-A: The eastern portion of the site, Sub-basin EX-A, slopes east from 1% to 5% and drains north. The drainage follows the curb and gutter and valley pans within the site as it enters private storm inlets. Flows ultimately drain to the public storm sewer located along S. College Avenue. Basin EX-A is comprised of Type C soils as classified by the NRCS. Final Drainage Report Toyota Pedersen – Fort Collins, Colorado 3 | P a g e There are two existing ponds in this basin. They currently only take drainage from their area, and there is no master drainage report to know the design intent. There is no observed outlet in the northern pond, so storm sewer will be added in the ultimate condition. The southern pond outfalls to an existing 12” pipe in a headwall. The flow out of the ponds currently is not restricted, and these ponds are not observed to be used as detention. Sub-basin EX-B: The western portion of the site, Sub-basin EX-B, slopes east from 1% to 5% and drains north. The drainage follows the curb and gutter and valley pans within the site as it enters private storm inlets. Flows ultimately drain to a private storm system north of the site which then flows in the public storm sewer located along S. College Avenue . Basin EX-B is comprised of Type B and Type C soils as classified by the NRCS. Sub-basin OS1: The perimeter of the site, consisting of landscaped areas, Sub-basin OS1, slopes towards the curb and gutter along S. College Avenue, located to the east of the Project. Basin OS1 is comprised of Type B soils as classified by the NRCS. IV. FLOODPLAIN INFORMATION The Toyota Pedersen site is located on the Federal Emergency Management Agency (FEMA) Flood Insurance Rate Map (FIRM) number 08069C1000F dated December 19, 2006, and lies within Zone X. Zone X is defined as areas of minimal flood hazard and determined to be outside the 0.2% annual chance floodplain. A copy of the FEMA FIRMette is included in Appendix A. Additionally; the Project is not located within any City of Fort Collins floodplains. A copy of the City of Fort Collins Flood Map is included in Appendix A. V. PROJECT DESCRIPTION The Project is proposing to develop the +/- 5.02-acre site to include a building addition, parking lot improvements, and stormwater improvements. Note that the existing site consists almost entirely of impervious areas. The project will provide LID and water quality treatment for the proposed improvements. VI. PROPOSED DRAINAGE BASINS The proposed sub-basin descriptions are included below. The rational calculations within Appendix B include areas, imperviousness, and other applicable information. Sub-basin 1A: Sub-basin 1A is in the northeastern corner of the site and consists of concrete sidewalks, asphalt parking lot, and landscaping improvements . The drainage is anticipated to flow north where it will be collected and routed to a Type R storm inlet located at design point 1A. The drainage will be conveyed into an underground LID system before discharging into the existing public storm sewer within S. College Avenue. Final Drainage Report Toyota Pedersen – Fort Collins, Colorado 4 | P a g e Sub-basin 2A: Sub-basin 2A is in the central part of the site and consists of an existing building and building additions, the drainage is anticipated to flow into roof drains and into the private storm sewer system. The drainage will be conveyed into an underground LID system before discharging into the existing public storm sewer within S. College Avenue. Sub-basin 3A: Sub-basin 3A is in the southeastern corner of the site and consists of concrete sidewalks, asphalt parking lot, and landscaping improvements . The drainage is anticipated to flow south where it will be collected and routed to a Type R storm inlet located at design point 3A. The drainage will be conveyed into an underground LID system before discharging into the existing public storm sewer within S. College Avenue. Sub-basin 1B: Sub-basin 1B is in the northwestern corner of the site and consists of asphalt parking lot and landscaping improvements. The drainage is anticipated to flow north where it will be collected and routed to a Type R storm inlet located at design point 1B. The drainage will be conveyed into an underground LID system before discharging into the existing public storm sewer north of the site. Sub-basin 2B: Sub-basin 2B is in the southwestern corner of the site and consists of asphalt parking lot and landscaping improvements. The drainage is anticipated to flow to a low point in the center of the basin where it will be collected in a Type R storm inlet located at design point 2B. The drainage will be conveyed into an underground LID system before discharging into the existing public storm sewer north of the site. Sub-basin 3B: Sub-basin 3B is in the southern portion of the site and consists of concrete sidewalks, asphalt parking lot, and landscaping improvements. The drainage is anticipated to flow to a low point in the center of the basin where it will be collected in a Type R storm inlet located at design point 3B. The drainage will be conveyed into an underground LID system before discharging into the existing public storm sewer north of the site. Sub-basin OS-1: Sub-basin OS-1 is located around the perimeter of the site and consists of landscaping improvements. The site is also proposing sidewalk improvements along College Avenue and Kensington Drive. The drainage is conveyed to the curb and gutter of College Avenue and Kensington Road. There are no public storm inlets in Kensington Road. The drainage is collected within existing public storm inlets along S. College Ave. Final Drainage Report Toyota Pedersen – Fort Collins, Colorado 5 | P a g e VII. PROPOSED DRAINAGE FACILITIES Proposed Site Description Site grading is designed to convey the proposed parking lot drainage to proposed storm inlets that discharge into the underground storm chamber system (“underground system”) via private storm sewer. The Project proposes using ADS MC-3500 Stormtech chambers, and the proposed configuration is included in Appendix B. Proposed Detention Facilities As noted above, the Mail Creek Basin limits the allowable release rate to the 2-yr historic discharge rate. The City of Fort Collins policy also allows for existing impervious areas to be grandfathered into the allowable release rate when determining the required detention for a project. In the case of this project, the existing site is 85% impervious, and the final development will see a reduction in overall imperviousness to 82% impervious. As a result, no detention is required. Existing and proposed impervious exhibits were used to calculate the impervious areas for each condition. The drainage plans showing existing and proposed conditions are included within Appendix B. This reduction is summarized in Table 1 below. Area Summary Project Area 5.02 AC Existing Impervious Area 4.31 AC Proposed Impervious Area 4.10 AC Change in Impervious Area 0.21 AC Reduction Table 1: Impervious Area Summary Proposed LID and Water Quality Treatment This LID system for the eastern Basin A will also provide water quality treatment for the basin. The underground systems outflow discharges to a public storm line along S College Avenue to the east of the Site. This LID system for the western Basin B will also provide water quality treatment for the basin. The underground systems outflow discharges to a private storm line to the north of the site, ultimately draining to the storm sewer along S College Avenue to the east of the Site. The hydraulic calculations for the storm sewer, inlet, and the overflow inlet structure weir calculation are included Appendix C. Minor flows and major flows within the proposed site will be conveyed via overland flow and concentrated flow via curb and gutter prior to entering storm inlets located throughout the site. Final Drainage Report Toyota Pedersen – Fort Collins, Colorado 6 | P a g e LID is required to treat 75% of all newly added or modified impervious area based on FCSCM Section 2.3.7. As shown below, these minimums are being exceeded, and the basins are treating 100% of the site in total. These impervious areas are depicted within the Proposed Impervious Exhibit as a part of Appendix B. Note that the eastern and western basins will route to separate underground systems that will serve as LID treatment and provide water quality treatment. The Water Quality Capture Volume (WQCV) for the developed site was calculated using equation 7-1 in the FCSCM. A 12-hour drain time based on Equation 7-1 and Table 5.1-1 was used to determine the minimum required WQCV for the area draining to the underground system. Table 2 shows the required and provided water quality and LID volumes for the proposed site. See calculations included in Appendix B. Water Quality and LID Values (Eastern Basin A) Impervious Area for Proposed Improvements 103,673 SF Required LID Impervious Area 77,755 SF Provided LID Impervious Area 103,673 SF Required Water Quality Volume 3,496 CF Provided Water Quality Volume 3,906 CF Water Quality and LID Values (Western Basin B) Impervious Area for Proposed Improvements 73,923 SF Required LID Impervious Area 56,192 SF Provided LID Impervious Area 73,923 SF Required Water Quality Volume 2,390 CF Provided Water Quality Volume 2,836 CF Table 2: Water Quality and LID Summary The existing site consisted of predominately impervious surfaces that received no detention or water quality prior to leaving the site and entering the existing storm inlets within S. College Avenue. As a result, the drainage runoff for the proposed perimeter sidewalk outside of the proposed right-of-way will not be attenuated but will receive water quality treatment through the vegetative buffer along the parkway before entering the existing storm inlets within S. College Avenue. There are two existing detention ponds west of the existing parking lot. The existing impervious area doesn’t appear to drain to the existing ponds before leaving the site. Final Drainage Report Toyota Pedersen – Fort Collins, Colorado 7 | P a g e The underground system and isolator rows were sized according to the FCSTM and the associated calculations are included within Appendix B. Additionally, isolator rows will be installed where the private storm enters the underground system. A drainage easement encompassing the entire footprint of the underground system and private storm lines will be dedicated to the City of Fort Collins and is shown on the Plat. The proposed underground system is placed in a location that is accessible for inspections and maintenance. VIII. DRAINAGE DESIGN CRITERIA The Project was designed to conform to the requirements outlined in the Fort Collins Stormwater Criteria Manual (FCSCM) and the latest Mile High Flood District (MHFD) Urban Storm Drainage Criteria Manual (USDCM). A Four Step Process was implemented for the drainage design and protection of receiving water bodies: Step 1 - Runoff Reduction Practices Runoff is routed through vegetated buffers via sheet flow wherever reasonably possible to increase time of concentration and promote infiltration. By Minimizing Directly Connected Impervious Areas (MDCIA), peak runoff volumes and pollutant loads are reduced. Infiltration is promoted in the existing ponds to the west and underground LID systems. Step 2 – Implement Best Management Practices (BMPs) to treat the WQCV A LID underground system is proposed that will provide treatment for the WQCV with slow release and/or infiltration. Step 3 – Stabilizing Streams Stream stabilization was considered but not implemented due to open channels being minimized for site accessibility. Step 4 – Implementing Site Specific and Other Source Control BMPs Site specific controls that will be implemented include locating material storage away from storm drainage facilities. The Rational Method was used for all subbasins with areas less than 90 acres. Per the FCSCM, the storm frequencies used to analyze the drainage design were the 2 -year and the 100-year storms. The FCSCM Tables 3.2-1, 3.2-2, and 3.2-3 were utilized to determine the stormwater runoff coefficients. Rainfall intensities used for the rational calculations were obtained from Table 3.4 -1 in the FCSCM. Rainfall depths are shown in Table 3 below. Final Drainage Report Toyota Pedersen – Fort Collins, Colorado 8 | P a g e One-Hour Rainfall Depths 2 YR 0.82 inches 100 YR 2.86 inches Table 3: One-hour Rainfall Depths Summary Hydraulic calculations have been included within Appendix C. These calculations include analysis of the storm sewer analysis, street capacity, inlet sizing, and the overflow inlet structure. IX. VARIANCE REQUESTS No variances are requested currently. X. EROSION CONTROL During construction, temporary erosion and sediment control practices will be used to limit soil erosion and migration of sediment off site. An erosion control report has been included with the Final Drainage Report. XI. CONCLUSION The Toyota Pedersen site is designed to conform to the criteria in the FCSCM and the USDCM. The proposed underground system provides LID and is designed to treat the water quality for the proposed improvements within the Project. Final Drainage Report Toyota Pedersen – Fort Collins, Colorado 9 | P a g e X. REFERENCES City of Fort Collins Flood Maps, City of Fort Collins GIS, Accessed November 5, 2024, at <https://gisweb.fcgov.com/HTML5Viewer/Index.html?viewer=FCMaps&LayerTheme=flo odplains> Custom Soil Resource Report, Natural Resources Conservation Service, United States Department of Agriculture. Web Soil Survey. November 5, 2024. Fort Collins Stormwater Criteria Manual, City of Fort Collins, December 2018. National Flood Hazard Layer Firmette , Federal Emergency Management Agency; Accessed November 5, 2024. Urban Storm Drainage Criteria Manual, Volumes 1 -3, Mile High Flood District, Updated March 2024. Final Drainage and Erosion Control Report Toyota Pedersen – Fort Collins, Colorado Appendix A – Referenced Criteria Final Drainage and Erosion Control Report Toyota Pedersen – Fort Collins, Colorado Appendix B – Hydrologic Calculations and Exhibits Final Drainage and Erosion Control Report Toyota Pedersen – Fort Collins, Colorado Appendix C – Hydraulic Calculations #* #* #* #* W D R A K E R D W HA RM O NY RD W H O R S E TO O T H R D S TA FT H I L L RD S S H I E L D S S T S C O LLE G E AVE S L E MAY AVE S T I M B E R L I N E R D W a r r e nLake N e l s o nReservo i r W i l l i a m sLake L a r i m e r County Ca n al No.2 N e w Mercer DitchPleasantValleyandLake Canal FossilCreek McClelland'sChannal H a r m o n yRes. Larimer County CanalNo.2 We b b e rMS J o h n s o nElem. L o p e zElem. MailCreek W e r n e rElementa r y Wa r r e n Tr o u t m a n Ste w a r tCase We st fi e l d Mail Cr eekMaster PlanWater Quality Conceptual Plan Proposed Stream Restoration Improvement Fairway Pond● Retrofit Existing Pond to accommodate Water Quality Volume Larkborough Pond● Retrofit Existing Pond to accommodate Water Quality Volume Troutman Pond● Retrofit Existing Pond to accommodate Water Quality Volume Woodridge Pond● Retrofit Existing Pond to accommodate Water Quality Volume [0 1,000 2,000500 Feet NAIP Image - 2009 Proposed BMP Basin Type Mail Creek Basin Boundary Flood Control Only Water Quality Only Flood Control and Water Quality Proposed Improvements None Proposed Proposed ConceptualWater Quality Alter natives Undeveloped Area Water Stream - Canal Parks Proposed Stream Restorationand Habitat Improvements #*Proposed Water Quality Pond Natural Area United States Department of Agriculture A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Larimer County Area, ColoradoNatural Resources Conservation Service February 17, 2025 Contents Preface....................................................................................................................2 How Soil Surveys Are Made..................................................................................5 Soil Map..................................................................................................................8 Soil Map................................................................................................................9 Legend................................................................................................................10 Map Unit Legend................................................................................................11 Map Unit Descriptions.........................................................................................11 Larimer County Area, Colorado......................................................................13 3—Altvan-Satanta loams, 0 to 3 percent slopes.........................................13 4—Altvan-Satanta loams, 3 to 9 percent slopes.........................................15 74—Nunn clay loam, 1 to 3 percent slopes.................................................17 References............................................................................................................19 4 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 8 9 Custom Soil Resource Report Soil Map 44 8 6 0 4 0 44 8 6 0 7 0 44 8 6 1 0 0 44 8 6 1 3 0 44 8 6 1 6 0 44 8 6 1 9 0 44 8 6 0 4 0 44 8 6 0 7 0 44 8 6 1 0 0 44 8 6 1 3 0 44 8 6 1 6 0 44 8 6 1 9 0 493230 493260 493290 493320 493350 493380 493410 493440 493470 493500 493230 493260 493290 493320 493350 493380 493410 493440 493470 493500 40° 31' 35'' N 10 5 ° 4 ' 4 7 ' ' W 40° 31' 35'' N 10 5 ° 4 ' 3 6 ' ' W 40° 31' 29'' N 10 5 ° 4 ' 4 7 ' ' W 40° 31' 29'' N 10 5 ° 4 ' 3 6 ' ' 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: 1:1,270 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more 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 19, Aug 29, 2024 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jul 2, 2021—Aug 25, 2021 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 10 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 3 Altvan-Satanta loams, 0 to 3 percent slopes 1.1 17.9% 4 Altvan-Satanta loams, 3 to 9 percent slopes 3.9 61.9% 74 Nunn clay loam, 1 to 3 percent slopes 1.3 20.2% Totals for Area of Interest 6.3 100.0% 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 Custom Soil Resource Report 11 landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. Custom Soil Resource Report 12 Larimer County Area, Colorado 3—Altvan-Satanta loams, 0 to 3 percent slopes Map Unit Setting National map unit symbol: jpw2 Elevation: 5,200 to 6,200 feet Mean annual precipitation: 13 to 15 inches Mean annual air temperature: 48 to 50 degrees F Frost-free period: 135 to 150 days Farmland classification: Prime farmland if irrigated Map Unit Composition Altvan and similar soils:45 percent Satanta and similar soils:30 percent Minor components:25 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Altvan Setting Landform:Terraces, benches Landform position (three-dimensional):Side slope, tread Down-slope shape:Linear Across-slope shape:Linear Parent material:Mixed alluvium Typical profile H1 - 0 to 10 inches: loam H2 - 10 to 18 inches: clay loam H3 - 18 to 30 inches: loam H4 - 30 to 60 inches: gravelly sand Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high (0.60 to 2.00 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:10 percent Available water supply, 0 to 60 inches: Low (about 5.4 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability classification (nonirrigated): 3e Hydrologic Soil Group: B Ecological site: R067BY002CO - Loamy Plains Hydric soil rating: No Custom Soil Resource Report 13 Description of Satanta Setting Landform:Structural benches, terraces Landform position (three-dimensional):Side slope, tread Down-slope shape:Linear Across-slope shape:Linear Parent material:Mixed alluvium and/or eolian deposits Typical profile H1 - 0 to 9 inches: loam H2 - 9 to 18 inches: loam H3 - 18 to 60 inches: loam Properties and qualities Slope:0 to 1 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high (0.60 to 2.00 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:10 percent Available water supply, 0 to 60 inches: High (about 10.1 inches) Interpretive groups Land capability classification (irrigated): 1 Land capability classification (nonirrigated): 3c Hydrologic Soil Group: B Ecological site: R067BY002CO - Loamy Plains Hydric soil rating: No Minor Components Nunn Percent of map unit:10 percent Ecological site:R067BY002CO - Loamy Plains Hydric soil rating: No Larim Percent of map unit:10 percent Ecological site:R067BY063CO - Gravel Breaks Hydric soil rating: No Stoneham Percent of map unit:5 percent Ecological site:R067BY002CO - Loamy Plains Hydric soil rating: No Custom Soil Resource Report 14 4—Altvan-Satanta loams, 3 to 9 percent slopes Map Unit Setting National map unit symbol: jpwf Elevation: 5,200 to 6,200 feet Mean annual precipitation: 13 to 15 inches Mean annual air temperature: 48 to 50 degrees F Frost-free period: 135 to 150 days Farmland classification: Farmland of statewide importance Map Unit Composition Altvan and similar soils:55 percent Satanta and similar soils:35 percent Minor components:10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Altvan Setting Landform:Terraces, benches, fans Landform position (three-dimensional):Side slope, base slope, tread Down-slope shape:Linear Across-slope shape:Linear Parent material:Mixed alluvium Typical profile H1 - 0 to 9 inches: loam H2 - 9 to 16 inches: clay loam H3 - 16 to 31 inches: loam H4 - 31 to 60 inches: gravelly sand Properties and qualities Slope:6 to 9 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high (0.60 to 2.00 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:10 percent Available water supply, 0 to 60 inches: Low (about 5.5 inches) Interpretive groups Land capability classification (irrigated): 4e Land capability classification (nonirrigated): 4e Hydrologic Soil Group: B Ecological site: R067BY008CO - Loamy Slopes Custom Soil Resource Report 15 Hydric soil rating: No Description of Satanta Setting Landform:Terraces, structural benches Landform position (three-dimensional):Side slope, tread Down-slope shape:Linear Across-slope shape:Linear Parent material:Mixed alluvium and/or eolian deposits Typical profile H1 - 0 to 9 inches: loam H2 - 9 to 14 inches: loam H3 - 14 to 60 inches: loam Properties and qualities Slope:3 to 6 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high (0.60 to 2.00 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:10 percent Available water supply, 0 to 60 inches: High (about 10.1 inches) Interpretive groups Land capability classification (irrigated): 2e Land capability classification (nonirrigated): 3e Hydrologic Soil Group: B Ecological site: R067BY002CO - Loamy Plains Hydric soil rating: No Minor Components Nunn Percent of map unit:6 percent Ecological site:R067BY002CO - Loamy Plains Hydric soil rating: No Larimer Percent of map unit:4 percent Ecological site:R067BY002CO - Loamy Plains Hydric soil rating: No Custom Soil Resource Report 16 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 Properties and qualities Slope:1 to 3 percent Depth to restrictive feature:More than 80 inches 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 content:7 percent Maximum salinity:Nonsaline to very slightly saline (0.1 to 2.0 mmhos/cm) Sodium adsorption ratio, maximum:0.5 Available water supply, 0 to 60 inches: High (about 9.9 inches) Interpretive groups Land capability classification (irrigated): 2e Land capability classification (nonirrigated): 3e Custom Soil Resource Report 17 Hydrologic Soil Group: C Ecological site: R067BY042CO - Clayey Plains 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:R067BY042CO - Clayey Plains 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:R067BY002CO - Loamy Plains Hydric soil rating: No Custom Soil Resource Report 18 National Flood Hazard Layer FIRMette 0 500 1,000 1,500 2,000250 Feet Ü SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT SPECIAL FLOOD HAZARD AREAS Without Base Flood Elevation (BFE) Zone A, V, A99 With BFE or Depth Zone AE, AO, AH, VE, AR Regulatory Floodway 0.2% Annual Chance Flood Hazard, Areas of 1% annual chance flood with average depth less than one foot or with drainage areas of less than one square mile Zone X Future Conditions 1% Annual Chance Flood Hazard Zone X Area with Reduced Flood Risk due to Levee. See Notes.Zone X Area with Flood Risk due to Levee Zone 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 map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. The basemap shown complies with FEMA's basemap accuracy standards The flood hazard information is derived directly from the authoritative NFHL web services provided by FEMA. This map was exported on 7/10/2025 at 1:04 AM and does not reflect changes or amendments subsequent to this date and time. The NFHL and effective information may change or become superseded by new data over time. This map image is void if the one or more of the following map elements do not appear: basemap imagery, flood zone labels, legend, scale bar, map creation date, community identifiers, FIRM panel number, and FIRM effective date. Map images for unmapped and unmodernized areas cannot be used for regulatory purposes. Legend OTHER AREAS OF FLOOD HAZARD OTHER AREAS GENERAL STRUCTURES OTHER FEATURES MAP PANELS 8 B 20.2 The pin displayed on the map is an approximate point selected by the user and does not represent an authoritative property location. 1:6,000 105°4'59"W 40°31'46"N 105°4'22"W 40°31'19"N Basemap Imagery Source: USGS National Map 2023 9,028 1,504.7 Toyota Pedersen FCMaps -Floodplain This map is a user generated static output from the City of Fort Collins FCMaps Internet mapping site and is for reference only. Data layers that appear on this map may or may not be accurate, current, or otherwise reliable. City of Fort Collins - GIS 1,143.0 1: WGS_1984_Web_Mercator_Auxiliary_Sphere Feet1,143.00571.50 Notes Legend 6,859 FEMA Floodplain FEMA High Risk - Floodway FEMA High Risk - 100 Year FEMA Moderate Risk - 100 / 500 Year City Floodplains City High Risk - Floodway City High Risk - 100 Year City Moderate Risk - 100 Year World Hillshade Geotechnical Engineering and Materials Testing GEOTECHNICAL ENGINEERING REPORT Pedersen Toyota Dealership Expansion 4455 South College Avenue Fort Collins, Colorado Prepared For: Pedersen Toyota 4455 South College Avenue Fort Collins, CO 80525 Prepared By: Cole Garner Geotechnical CGG Project No.: 25.22.116 August 25, 2025 Geotechnical Engineering and Materials Testing Cole Garner Geotechnical 1070 W. 124th Ave, Ste. 300 Westminster, CO 80234 303.996.2999 August 25, 2025 Pedersen Toyota 4455 South College Avenue Fort Collins, CO 80525 Attn: Anne Breck, TallyCM Re: Geotechnical Engineering Report Pedersen Toyota Dealership Expansion 4455 South College Avenue Fort Collins, Colorado CGG Project No. 25.22.116 Cole Garner Geotechnical (CGG) has completed a geotechnical engineering investigation for the proposed expansion of the subject automotive dealership located in Fort Collins, Colorado. This geotechnical summary should be used in conjunction with the entire report for design and/or construction purposes. It should be recognized that specific details were not included or fully developed in this section, and the report must be read in its entirety for a comprehensive understanding of the items contained herein. The section titled General Comments should be read for an understanding of the report limitations. • Subsurface Conditions: Approximately 7 to 9 feet of apparent man-made fill was encountered in our borings across the site. The fill was variable but was primarily comprised of clayey sand and sandy lean clay. We assume that the fill is related to original development of the property and existing improvements. Native soils encountered below the fill were similar and consisted of varying layers of clayey to silty sands and lean clays that extended to the full depth of exploration in some borings. Sedimentary sandstone and claystone bedrock was encountered at depths ranging from about 17 to 23 feet below existing site grade in three of the four deeper borings and extended to the full depth of exploration. Groundwater was encountered at depths ranging from about 18 to 20 feet below existing site grade in the proposed building expansion area and at a depth of about 14 feet below existing site grade in Boring No. 6. Other specific information regarding the subsurface conditions is shown on the attached Boring Logs. • Existing Fills: The man-made fill materials encountered in our borings appear to be relatively firm but did contain varying amounts of asphalt debris fragments. The client must understand that undocumented fills present an inherent risk that the fill contains or conceals areas or layers of poorly compacted soils or unsuitable materials (such as organics or construction debris). Unsuitable soils or excessive debris was not encountered in our borings; therefore, we believe there is low risk of encountering large areas of unsuitable materials. At a minimum, we believe at least portions of the fill should be removed and recompacted below new building foundations as discussed in the report. It may be feasible to leave the fill soils in place below new floor slabs; however, further evaluation is recommended. Geotechnical Engineering Report Pedersen Toyota Dealership Expansion – Fort Collins, CO CGG Project No. 25.22.116 Cole Garner Geotechnical Page ii Geotechnical Engineering and Materials Testing • Expansive Soils: The clayey fill soils at or near foundation bearing elevations are defined as Expansive Soils but exhibited low-expansive potential. Post-construction wetting of these highly expansive materials can result in excessive or uneven movement of shallow foundations, floor slabs, exterior flatwork, pavements, et cetera. We have provided recommendations to reduce the risk of movement and distress; however, eliminating the risk of movement and cosmetic distress is generally not considered feasible. It may be possible to further reduce the risk of movement if significantly more expensive measures are used during construction. • Structural Considerations: It is our opinion that the undocumented fill soils pose a moderate to high risk of movement of spread footings foundations. To mitigate this risk, we recommend that site preparation include overexcavation and recompaction of the fill soils below new foundations; provided site grades will remain relatively unchanged, we believe this zone will extend about 4 to 5 feet below new foundation bearing elevation. The base of this zone should also extend at least 3 feet laterally beyond foundation edges. Recompacted on-site soils (provided they are substantially free of debris) may be used to raise the site back up to footing bearing elevation. We believe that the fill materials can likely remain in place for support of interior floor slabs, however, we recommend further evaluation of the fill materials in each building footprint to confirm the fill is suitable. This can be conducted vie test pits excavated during footing subgrade preparation. Additional details are presented in the report. We appreciate being of service to you in the geotechnical engineering phase of this project and are prepared to assist you during the construction phases as well. Please do not hesitate to contact us if you have any questions concerning this report or any of our testing, inspection, design and consulting services. Sincerely, Cole Garner Geotechnical Andrew J. Garner, P.E. Principal, COO 8/25/25 Geotechnical Engineering Report Pedersen Toyota Dealership Expansion – Fort Collins, CO CGG Project No. 25.22.116 Cole Garner Geotechnical Page iii Geotechnical Engineering and Materials Testing TABLE OF CONTENTS Page No. Letter of Transmittal .............................................................................................................................. ii INTRODUCTION ..................................................................................................................................... 1 PROJECT INFORMATION ....................................................................................................................... 1 SITE EXPLORATION PROCEDURES ........................................................................................................ 2 Field Exploration ............................................................................................................................. 2 Laboratory Testing .......................................................................................................................... 3 SITE CONDITIONS .................................................................................................................................. 3 SUBSURFACE CONDITIONS ................................................................................................................... 3 Geology ........................................................................................................................................... 3 Soil and Bedrock Conditions ........................................................................................................... 4 Field and Laboratory Test Results ................................................................................................... 4 Groundwater Conditions ................................................................................................................ 4 ENGINEERING RECOMMENDATIONS ................................................................................................... 5 Geotechnical Considerations .......................................................................................................... 5 Earthwork ....................................................................................................................................... 6 General Considerations ............................................................................................................ 6 Site Preparation ........................................................................................................................ 6 Mitigation of Existing Fill .......................................................................................................... 6 Subgrade Preparation .............................................................................................................. 7 Fill Materials ............................................................................................................................. 7 Fill Placement and Compaction ................................................................................................ 8 Excavation and Trench Construction ........................................................................................ 8 Foundation Recommendations ....................................................................................................... 9 Lateral Earth Pressures ................................................................................................................. 10 Seismic Considerations ................................................................................................................. 11 Interior Slab-on-Grade Floors ....................................................................................................... 11 Below-Grade Construction ........................................................................................................... 13 Private Pavement Thickness Design and Construction ................................................................. 13 Final Grading, Landscaping, and Surface Drainage ....................................................................... 17 Additional Design and Construction Considerations .................................................................... 18 Exterior Slab Design and Construction ................................................................................... 18 Underground Utility Systems ................................................................................................. 19 Concrete Corrosion Protection ............................................................................................... 19 GENERAL COMMENTS ........................................................................................................................ 20 APPENDIX A: BORING LOCATION DIAGRAM, BORING LOGS APPENDIX B: LABORATORY TEST RESULTS APPENDIX C: GENERAL NOTES Geotechnical Engineering and Materials Testing Cole Garner Geotechnical 1070 W. 124th Ave, Ste. 300 Westminster, CO 80234 303.996.2999 GEOTECHNICAL ENGINEERING REPORT PEDERSEN TOYOTA DEALERSHIP EXPANSION 4455 SOUTH COLLEGE AVENUE FORT COLLINS, COLORADO CGG Project No. 25.22.116 August 25, 2025 INTRODUCTION This report contains the results of our geotechnical engineering exploration for the proposed expansion of the subject automotive dealership in Fort Collins, Colorado. This study was performed in general accordance with our proposal number P25.22.126 executed July 14, 2025. The purpose of these services is to provide information and geotechnical engineering recommendations relative to: • Geologic conditions • Subsurface soil and bedrock conditions • Groundwater conditions • Foundation design and construction • Lateral earth pressures • Floor slab design and construction • Below-grade construction • Retaining wall design and construction • Pavement thickness design and construction • Earthwork • Drainage The recommendations contained in this report are based upon the results of field and laboratory testing, engineering analyses, our experience with similar subsurface conditions and structures, and our understanding of the proposed project. In addition, we have reviewed a February 13, 2014 Subsurface Exploration Report prepared by Earth Engineering Consultants, LLC (EEC) that included borings on the site. PROJECT INFORMATION The project will include an expansion of the existing Pedersen Toyota dealership in Fort Collins Colorado. The expansion will include expanding the footprint of the dealership building with additions to both the east and west sides of the building. The eastern addition to the front of the building will encompass approximately 20,500 square feet, while the addition on the west side (back) of the building will be about Geotechnical Engineering Report Pedersen Toyota Dealership Expansion – Fort Collins, CO CGG Project No. 25.22.116 Cole Garner Geotechnical Page 2 Geotechnical Engineering and Materials Testing 11,400 square feet in size. We assume that the building additions will include one to two stories of load- bearing CMU and/or steel-framed superstructure supported on reinforced concrete foundations. We assume concrete slab-on-grade construction is planned for interior floors. Wall and column loads are anticipated to be on the order of about 2 to 5 kips per lineal foot and 50 to 250 kips, respectively; however, we should be provided with this information once available. Site work to support the expansion will include installation of new underground utilities, installation of underground stormwater facilities within the northern parking lot, construction of a new tire/trash enclosure, and reconstruction of private site pavements and fire lanes, new concrete flatwork, and limited landscaping. The current site plan does not indicate the project will require any public right-of-way improvements. If our understanding of the project, or assumptions above, is not accurate, or if you have additional useful information, please inform us as soon as possible so that we may update this proposal as applicable. SITE EXPLORATION PROCEDURES The scope of the services performed for this project included site reconnaissance by the project engineer, a subsurface exploration program, laboratory testing and engineering analysis. Field Exploration: Based on the proposed construction and in accordance with your request, we investigated the subsurface conditions at the site with a total of eleven test borings as shown on the attached Boring Location Diagram and summarized below: Boring Designations Purpose Planned Boring Depths 1 through 4 Building addition foundation design 25 to 35 feet 5 through 7 Trash Enclosure foundation design, private pavement thickness design, and underground stormwater system information 15 feet 8 through 11 Private pavement design 5 feet A lithologic log of each boring was recorded by our field personnel during the drilling operations. At selected intervals, samples of the subsurface materials were obtained by driving modified California barrel samplers. Penetration resistance measurements were obtained by driving the sample barrel into the subsurface materials with a 140-pound automatic hammer falling 30 inches. The penetration resistance value is a useful index to the consistency, relative density or hardness of the materials encountered. Groundwater measurements were made in each boring at the time of site exploration and the borings were backfilled with the drilling spoils following these measurements. Surface conditions were restored by sweeping any remaining loose spoils and patching the pavement surface. Geotechnical Engineering Report Pedersen Toyota Dealership Expansion – Fort Collins, CO CGG Project No. 25.22.116 Cole Garner Geotechnical Page 3 Geotechnical Engineering and Materials Testing Laboratory Testing: Samples retrieved during the field exploration were returned to the laboratory for observation by the project geotechnical engineer and were classified in general accordance with the Unified Soil Classification System described in Appendix C. Bedrock was identified using the Rock Classification notes in Appendix C. At that time, an applicable laboratory-testing program was formulated to determine engineering properties of the subsurface materials. Following the completion of the laboratory testing, the field descriptions were confirmed or modified as necessary, and Boring Logs were prepared. These logs are presented in Appendix A. Laboratory test results are presented in Appendix B. These results were used for the geotechnical engineering analyses and the development of foundation and earthwork recommendations. Laboratory tests were performed in general accordance with the applicable local or other accepted standards. Selected soil and bedrock samples were tested for the following engineering properties: • Water content • Dry density • Swell/Consolidation • Grain size • Plasticity Index • Water-soluble sulfates SITE CONDITIONS The project site is an active automotive dealership; the main showroom and service building is located in the eastern half of the site. The remainder of the site is paved in asphalt and concrete with limited landscape improvements. The western half of the site appears to have been used as a self-storage facility; however, storage buildings were removed between summer 2014 and autumn 2016. The site is bound by South College Avenue to the east, Kensington Drive to the south, South Mason Street to the west, and an existing retail development to the north. Overall, the site appears to slope downward to the east with an estimated 10 feet or less of relief. At each of our boring locations, we measured the thickness of the asphalt and concrete pavements to range from about 6 to 10 inches. SUBSURFACE CONDITIONS Geology: Surficial geologic conditions on the site, as mapped by the U.S. Geological Survey (USGS) (1Workman, et al, 2018), are variable but mainly include Slocum Alluvium of Pleistocene Age. These formations are reported to reddish-brown clays, silts, sands, and gravel and are generally less than 10 feet thick. Bedrock underlying the surface units consists of the Pierre Shale formations of Upper Cretaceous Age. The formation includes various shale and sandstone members within this area. 1 Workman, J.B., Cole, J.C., Shroba, R.R., Kellogg, K.S., and Premo, W.R., 2018, Geologic map of the Fort Collins 30'×60' quadrangle, Larimer and Jackson Counties, Colorado, and Albany and Laramie Counties, Wyoming, United States Geological Survey, Scientific Investigations Map SIM-3399. Geotechnical Engineering Report Pedersen Toyota Dealership Expansion – Fort Collins, CO CGG Project No. 25.22.116 Cole Garner Geotechnical Page 4 Geotechnical Engineering and Materials Testing Mapping completed by the Colorado Geological Survey (2Hart, 1972) indicates the site is located in an area of "Moderate Swell Potential” associated with East Plum Creek; however, the overall area is mapped as having “Moderate Swell Potential” and the fill placed at the site is considered low to highly expansive. Expansive Soils generally includes the on-site clays and the underlying bedrock formation. No other geologic hazards were identified. Seismic activity in the region is anticipated to be low. With proper site grading around proposed structures, erosional problems at the site should be reduced. Soil and Bedrock Conditions: Approximately 7 to 9 feet of apparent man-made fill was encountered in our borings across the site. The fill was variable but was primarily comprised of clayey sand and sandy lean clay. We assume that the fill is related to original development of the property and existing improvements. Native soils encountered below the fill were similar and consisted of varying layers of clayey to silty sands and lean clays that extended to the full depth of exploration in some borings. Sedimentary sandstone and claystone bedrock was encountered at depths ranging from about 17 to 23 feet below existing site grade in three of the four deeper borings and extended to the full depth of exploration. Other specific information regarding the subsurface conditions is shown on the attached Boring Logs. Field and Laboratory Test Results: Field test results indicate that the clayey fill soils are typically medium stiff to very stiff in consistency, while the sandier fill soils are generally loose to medium dense in relative density. Some very loose sand fill soils were also encountered. Native clay soils are predominantly medium stiff to stiff; some deeper clay lenses (below groundwater) are soft. The native sand soils are generally medium dense in relative density, though some loose lenses were encountered below groundwater. The fill and native soils encountered in our borings exhibited low to moderate plasticity and non- to low expansive potential Testing of select samples for the presence of water-soluble sulfates indicated concentrations of nil parts per million (ppm). Groundwater Conditions: Groundwater was encountered at depths ranging from about 18 to 20 feet below existing site grade in the proposed building expansion area and at a depth of about 14 feet below existing site grade in Boring No. 6. Based upon review of U.S. Geological Survey Maps (3Hillier, et al, 1983), the site is located in an area where groundwater predominates in unconsolidated alluvial deposits at depths ranging from about 10 to 20 feet below existing ground surface. 2 Hart, Stephen S., 1972, Potentially Swelling Soil and Rock in the Boulder-Fort Collins-Greeley Area, Colorado, Colorado Geological Survey, Sheet 1 of 4. 3 Hillier, Donald E.; Schneider, Paul A., Jr., 1979, Depth to Water Table (1976-1977) in the Boulder-Fort Collins-Greeley Area, Front Range Urban Corridor, Colorado, United States Geological Survey, Miscellaneous Investigations Series Map I-855-I. Geotechnical Engineering Report Pedersen Toyota Dealership Expansion – Fort Collins, CO CGG Project No. 25.22.116 Cole Garner Geotechnical Page 5 Geotechnical Engineering and Materials Testing Zones of perched and/or trapped groundwater may also occur at times in the subsurface soils overlying bedrock, on top of the bedrock surface or within permeable fractures in the bedrock materials. The location and amount of perched water is dependent upon several factors including hydrologic conditions, type of site development, irrigation demands on or adjacent to the site, fluctuations in water features, seasonal and weather conditions. ENGINEERING RECOMMENDATIONS Geotechnical Considerations: The site appears suitable for the proposed construction as long as the recommendations included herein are incorporated into the design and construction aspects of the project. In our opinion, the primary geotechnical concerns with respect to the proposed development include the presence of existing fill soils and expansive bedrock at the site. • Existing Fills: The man-made fill materials encountered in our borings appear to be relatively firm but did contain varying amounts of asphalt debris fragments. The client must understand that undocumented fills present an inherent risk that the fill contains or conceals areas or layers of poorly compacted soils or unsuitable materials (such as organics or construction debris). Unsuitable soils or excessive debris was not encountered in our borings; therefore, we believe there is low risk of encountering large areas of unsuitable materials. At a minimum, we believe at least portions of the fill should be removed and recompacted below new building foundations as discussed in the report. It may be feasible to leave the fill soils in place below new floor slabs; however, further evaluation is recommended. • Expansive Soils: The clayey fill soils at or near foundation bearing elevations are defined as Expansive Soils but exhibited low-expansive potential. Post-construction wetting of these highly expansive materials can result in excessive or uneven movement of shallow foundations, floor slabs, exterior flatwork, pavements, et cetera. We have provided recommendations to reduce the risk of movement and distress; however, eliminating the risk of movement and cosmetic distress is generally not considered feasible. It may be possible to further reduce the risk of movement if significantly more expensive measures are used during construction. • Structural Considerations: It is our opinion that the undocumented fill soils pose a moderate to high risk of movement of spread footings foundations. To mitigate this risk, we recommend that site preparation include overexcavation and recompaction of the fill soils below new foundations; provided site grades will remain relatively unchanged, we believe this zone will extend about 4 to 5 feet below new foundation bearing elevation. The base of this zone should also extend at least 3 feet laterally beyond foundation edges. Recompacted on-site soils (provided they are substantially free of debris) may be used to raise the site back up to footing bearing elevation. We believe that the fill materials can likely remain in place for support of interior floor slabs, however, we recommend further evaluation of the fill materials in each building footprint to confirm the fill is Geotechnical Engineering Report Pedersen Toyota Dealership Expansion – Fort Collins, CO CGG Project No. 25.22.116 Cole Garner Geotechnical Page 6 Geotechnical Engineering and Materials Testing suitable. This can be conducted vie test pits excavated during footing subgrade preparation. Additional details are presented in the report. Design and construction recommendations for the foundation system and other earth-connected phases of the project are outlined below. Earthwork: • General Considerations: The following presents recommendations for site preparation, excavation, subgrade preparation and placement of engineered fills on the project. All earthwork on the project should be observed and evaluated by CGG. The evaluation of earthwork should include observation and testing of engineered fills, subgrade preparation, foundation bearing soils and other geotechnical conditions exposed during construction of the project. • Site Preparation: Strip and remove existing pavements, flatwork, vegetation and other deleterious materials from proposed building and pavement areas. All exposed surfaces should be free of mounds and depressions that could prevent uniform compaction. Stripped materials consisting of vegetation and organic materials should be wasted from the site or used to revegetate landscaped areas or exposed slopes after completion of grading operations. The on-site soils were relatively firm at the time of our exploration, however, in our experience, the subgrade soils directly beneath site pavements and flatwork could be very moist and unstable. Stability could also be affected by precipitation, repetitive construction traffic, or other factors. Where unstable conditions, if any, are encountered or develop during construction, workability may be improved by scarifying and aeration during warmer periods. In some areas, removal and recompaction (or replacement with other on-site soils) may be suitable to build a stable base for placement of new fills. If more unstable conditions are encountered or develop during construction, stabilization can generally be economically performed by placing and compacting or “crowding” larger- sized crushed aggregate (recycled concrete and asphalt, 3 to 6 inches in diameter) into the high moisture content, weak soils until a stable base is achieved. The geotechnical engineer should be contacted to provide for further guidance where unstable conditions are encountered. • Mitigation of Existing Fill: The field and laboratory data from our boring locations and sampling intervals suggest that the existing fill is relatively compact, but contains minor asphalt debris. In our opinion, there is inherent uncertainty associated with man-made fill, therefore, we recommend removal and recompaction of fill soils below all new building foundations. It should be feasible to leave the fill in place below floor slabs, site pavements, etc. provided that additional evaluation is performed during construction. Geotechnical Engineering Report Pedersen Toyota Dealership Expansion – Fort Collins, CO CGG Project No. 25.22.116 Cole Garner Geotechnical Page 7 Geotechnical Engineering and Materials Testing To mitigate the risk associated with the fill and allow for the use of conventional shallow foundations, we recommend that the full depth of the fill soils below building foundation elements be overexcavated and recompacted. Provided site grades are not modified as part of the project, we estimate this process will need to extend to a depth of 4 to 5 feet below foundation bearing elevation at most locations; however, we recommend this process extend at least 3 feet below all new building foundations. In addition, we recommend the base of the overexcavation extend at least 3 feet laterally beyond all foundation edges. This recommendation applies to building footing foundation elements only; we believe that the fill is generally suitable for support of lightly-loaded floor slabs and other infrastructure. Clean, on-site fill soils are suitable for re-use as fill below foundations provided they are processed, moisture conditioned and properly compacted. In our opinion, this process will limit foundation movement to levels that are normal for this region. We believe that the fill poses relatively low risk of excessive movement of other exterior and ancillary structures, where more movement can typically be tolerated (trash enclosures, retaining walls, etc.). At a minimum, we recommend further evaluation of the fill (with test pit observations, proof rolls, etc.) prior to construction of these elements to confirm the fill may remain in place. Where unsuitable materials (soft/loose, expansive) are present, deeper removal, screening, and recompaction may be required. We recommend the project budget and schedule include contingencies to account for some limited mitigation across the site. • Subgrade Preparation: All subgrade soils prior to placement new fill, at the base of overexcavations, below slab-on-grade floors, exterior PCC flatwork, and pavements should be scarified to a minimum depth of 12 inches, moisture conditioned and compacted as discussed below just prior to construction of these elements. • Fill Materials: Clean on-site soils or approved imported materials may be used as fill material. Other imported soils used for general fill (if required) should conform to the following: Percent finer by weight Gradation (ASTM C136) 6” ................................................................................................................................... 100 3" ............................................................................................................................... 70-100 No. 4 Sieve ................................................................................................................ 50-100 No. 200 Sieve ............................................................................................................ 65 max • Liquid Limit ........................................................................................................ 35 (max) • Plasticity Index .................................................................................................. 20 (max) • Maximum expansive potential (%)* .......................................................................... 0.5 *Measured on a sample compacted to approximately 95 percent of the ASTM D698 maximum dry density at about optimum water content. The sample is confined under a 500 psf surcharge and submerged. Geotechnical Engineering Report Pedersen Toyota Dealership Expansion – Fort Collins, CO CGG Project No. 25.22.116 Cole Garner Geotechnical Page 8 Geotechnical Engineering and Materials Testing • Fill Placement and Compaction: The on-site soils are suitable for use as fill on the site. These materials should be processed with a maximum particle size of about 3 to 4 inches. Engineered fill for site development, grading, and below foundations and floor slabs should be placed and compacted in horizontal lifts, using equipment and procedures that will produce recommended moisture contents and densities throughout the lift. Fill soils should be placed and compacted according to the following criteria: Criteria Recommendations Fill soil types On-site materials or imported soils Maximum Particle Size 3 to 4 inches Lift Thickness 8 to 12 inches or less in loose thickness Moisture Content Range • Clayey soils: +1% to +4% above optimum moisture content • Non-plastic granular soils: -2% below to +3% above optimum • Pavement areas: Optimum to +2% above optimum Compaction Clayey soils: ASTM D698 standard Proctor dry density • 95% minimum Non-plastic granular soils: ASTM D1557 modified Proctor dry density • 95% minimum Earthwork contractors should use equipment and methods that ensure the soils are properly processed with a relatively uniform distribution of added moisture and adequate compaction throughout each lift. We recommend that fill placement and compaction beneath foundations, floor slabs, deep underground utilities, and retaining wall backfill be observed and tested by CGG on a full-time basis, unless modified by the geotechnical engineer. At a minimum, fill soils placed for site grading, utility trench backfill, foundation backfill or sub- excavation fill, and floor slab and PCC flatwork subgrade soils should be tested to confirm that earthwork is being performed according to our recommendations and project specifications. Subsequent lifts of fill should not be placed on previous lifts if the moisture content or dry density is determined to be less than specified. Fill should not be allowed to dry significantly prior to construction. Areas allowed to dry may require additional preparation prior to construction of roadways, flatwork, foundations, et cetera. • Excavation and Trench Construction: It is anticipated that excavations for the proposed construction can be accomplished with conventional, heavy-duty earthmoving equipment that is common in the region. Excavations into the clayey fill will likely stand on relatively steep temporary slopes; however, caving sands are also present at the site. The individual contractor(s) should be made responsible for designing and constructing stable, temporary excavations as needed to maintain stability of both the excavation sides and bottom. All excavations should be sloped or shored in the interest of safety following local and federal regulations, including current OSHA excavation and trench safety standards. Geotechnical Engineering Report Pedersen Toyota Dealership Expansion – Fort Collins, CO CGG Project No. 25.22.116 Cole Garner Geotechnical Page 9 Geotechnical Engineering and Materials Testing Contractors should use additional care to not undermine the foundation of the existing structure. Shoring or underpinning of existing foundations could be required as excavations approach the existing building or other elements.. The soils to be penetrated by the proposed excavations may vary significantly across the site. The contractor should verify that similar conditions exist throughout the proposed area of excavation. If different subsurface conditions are encountered at the time of construction, the actual conditions should be evaluated to determine any excavation modifications necessary to maintain safe conditions. As a safety measure, it is recommended that all vehicles and soil piles be kept to a minimum lateral distance from the crest of the slope equal to no less than the slope height. The exposed slope face should be protected against the elements. Foundation Recommendations: The subsurface conditions include historic, undocumented fill. It is our opinion that these conditions pose a moderate risk of movement of spread footing foundations. Mitigation will be required below foundation bearing elements as described above. Provided these soils conditions are mitigated as described above, the following shallow foundation design criteria may be used for the structural design of foundations: Criteria Design Value Bearing Strata1 Recompacted on-site fill soils, unless otherwise required by the Geotechnical Engineer Maximum net allowable bearing pressure2 2,500 psf Min. depth below grade, exterior wall footings3 36 inches Min. depth below grade, interior footings3 12 inches Estimated maximum total foundation movement4 1 inch Estimated maximum differential foundation movement4 ½ to ¾ of total 1. This will require the removal and recompaction of the full-depth of existing fill soils; We estimate this zone will need to extend to at least 4 to 5 feet below building foundations and laterally 3 feet beyond footing edges. 2. The design bearing pressure above applies to dead loads plus design live load conditions. The design bearing pressure may also be increased by 1/3 when considering total loads that include wind or seismic conditions. 3. Finished grade is the lowest adjacent grade for perimeter footings and floor level for interior footings. 4. Based on assumed structural loads. Footings should be proportioned to apply relative constant dead load pressure in order to reduce differential movement between adjacent footings. The movement estimates above are contingent upon providing and maintaining good surface drainage away from structures for the life of the project. Excessive foundation movements could occur if water from any source infiltrates the foundation soils; therefore, proper drainage should be provided in the final Geotechnical Engineering Report Pedersen Toyota Dealership Expansion – Fort Collins, CO CGG Project No. 25.22.116 Cole Garner Geotechnical Page 10 Geotechnical Engineering and Materials Testing design and during construction. Failure to maintain proper surface drainage could result in soil-related foundation movement exceeding the above estimation. Foundation excavations and subexcavation and earthwork operations should be observed by the geotechnical engineer during construction. If the soil conditions encountered differ significantly from those presented in this report, supplemental recommendations may be required. Lateral Earth Pressures: Earth pressures will be influenced by structural design of the walls, conditions of wall restraint, methods of construction, wetting of backfill materials, and/or compaction and the strength of the materials being restrained. Loads that should be considered by the structural engineer on walls are shown below. Active earth pressure is commonly used for design of freestanding cantilever retaining walls and assumes wall movement. The "at-rest" condition assumes no wall rotation. Walls with unbalanced backfill levels on opposite sides (i.e. crawlspace, basement, site retaining walls) should be designed for earth pressures at least equal to those indicated in the following table. The recommended design lateral earth pressures do not include a factor of safety and do not provide for possible hydrostatic pressure on the walls. EARTH PRESSURE COEFFICIENTS Earth Pressure Conditions Coefficient For Backfill Type Equivalent Fluid Pressure (pcf) Surcharge Pressure, P1 (psf) Earth Pressure, P2 (psf) Active (Ka) On-site clay soils - 0.38 45 (0.38)S (45)H At-Rest (Ko) On-site clay soils - 0.54 65 (0.54)S (65)H Passive (Kp) On-site clay soils - 2.3 275 --- --- Conditions applicable to the above conditions include: • for active earth pressure, wall must rotate about base, with top lateral movements 0.01 Z to 0.02 Z, where Z is wall height • for passive earth pressure, wall must move horizontally to mobilize resistance Geotechnical Engineering Report Pedersen Toyota Dealership Expansion – Fort Collins, CO CGG Project No. 25.22.116 Cole Garner Geotechnical Page 11 Geotechnical Engineering and Materials Testing • uniform surcharge, where S is surcharge pressure • in-situ soil backfill weight a maximum of 120 pcf • horizontal backfill, compacted to at least 95 percent of standard Proctor maximum dry density • loading from heavy compaction equipment not included • no groundwater acting on wall • no safety factor included • ignore passive pressure in frost zone Backfill placed against structures may consist of the on-site soils processed with maximum particle sizes on the order of 4 to 6 inches. To calculate the resistance to sliding, a value of 0.35 may be used as the coefficient of friction between the footing and the underlying soil. If the project contains any foundation walls that will retain unbalanced soil loads (i.e. crawlspace, basement foundations), we recommend installation of a drainage system at the base of the retained soil mass to control the water level behind the wall. If this is not possible, then combined hydrostatic and lateral earth pressures should be calculated for lean clay backfill using an equivalent fluid weighing 90 and 100 pcf for active and at-rest conditions, respectively. These pressures do not include the influence of surcharge, equipment or floor loading, which should be added. Heavy equipment should not operate within a distance closer than the exposed height of retaining walls to prevent lateral pressures more than those provided. Seismic Considerations: Based on the subsurface conditions encountered in the test holes drilled on the site, we estimate that a Site Class D is appropriate for the site according to the 2021 International Building Code (Section 1613 referencing ASCE 7, Chapter 20). This parameter was estimated based on extrapolation of data beyond the deepest depth explored, using methods allowed by the code. Actual shear wave velocity testing/analysis and/or exploration to 100 feet was not performed. Interior Slab-on-Grade Floors: Based on the properties of the existing fill soils encountered in our borings, we believe there is low risk of excessive floor slab movement on this site. We have recommended additional evaluation of the fill soils be performed as part of site preparation. Provided that any unsuitable materials (if any) are mitigated, we estimate that floor slab movement will be limited to amounts normally tolerable in this region. When bearing on approved, low-expansive on-site fill soils, we estimate that floor slab movement will be limited to about 1 inch on this site. If this degree of movement cannot be tolerated, movement could be further reduced by replacing the upper three feet of on-site soils with imported CDOT Class 1 structural fill. Suspended, structural floors could also be considered, but in our opinion, the cost of such systems does not justify the incremental reduction in movement risk. The movement estimates outlined above assume that the other recommendations in this report are followed. As discussed, additional movement could occur should the subsurface soils become wetted to significant depths, which could result in potential excessive movement causing uneven floor slabs and Geotechnical Engineering Report Pedersen Toyota Dealership Expansion – Fort Collins, CO CGG Project No. 25.22.116 Cole Garner Geotechnical Page 12 Geotechnical Engineering and Materials Testing severe cracking. We typically recommend minimal landscaping be installed and downspouts be hard- piped to storm sewer systems as described in subsequent sections of this report. Additional floor slab design and construction recommendations are as follows: • Moisture condition and recompact the upper 12 inches of the slab subgrade soils just prior to concrete placement • Positive separations and/or isolation joints should be provided between slabs and all foundations, columns or utility lines to allow independent movement. Where the design requires that the floor slab be structurally connected (tied in) to foundation walls, we recommend that control joints be used to allow for floor slab movement while limiting the stress imparted to the foundation by the floor slab. Similar details should be considered where the design will include tied exterior flatwork. • Control joints should be provided in slabs to control the location and extent of cracking in accordance with current ACI design standards. • A minimum 2-inch void space should be constructed above or below non-bearing partition walls placed on the floor slab. This typically involves suspending drywall 3 to 4 inches above the slab and utilizing a “bottom plate” in the framing to which baseboards can be connected (no connection from baseboards to drywall). Corner beads and other elements must also be isolated from the slab. If this void space is constructed as a slip joint at the top of the wall, some minor drywall cracking could occur due to slab movement, prior to mobilization of this joint. Partition walls should be isolated from suspended ceilings. • Doorjambs and frames within partition walls should be trimmed to allow for floor slab movement and avoid potential distortion (we understand that about ½-inch is typical). • The thickness of the partition void and gap at the base of door frames should be checked periodically and adjusted as needed to maintain a void space and avoid transferring slab movement to upper-level framing. • Interior trench backfill placed beneath slabs should be compacted in accordance with recommended specifications outlined below. • The use of a vapor retarder/barrier should be considered beneath concrete slabs on grade that will be covered with wood, tile, carpet or other moisture sensitive or impervious coverings, or when the slab will support equipment sensitive to moisture. When conditions warrant the use of a vapor retarder/barrier, the slab designer and slab contractor should refer to ACI 302 for procedures and cautions regarding the use and placement of a vapor retarder/barrier. Geotechnical Engineering Report Pedersen Toyota Dealership Expansion – Fort Collins, CO CGG Project No. 25.22.116 Cole Garner Geotechnical Page 13 Geotechnical Engineering and Materials Testing • Floor slabs should not be constructed on frozen subgrade. • Other design and construction considerations, as outlined in Section 302.1R of the ACI Design Manual, are recommended. Below-Grade Construction: Below-grade construction (basement or crawlspace areas) is not anticipated as a part of this development. If basement or crawlspace construction (or other below-grade interior building spaces) are planned, additional recommendations and subsurface drainage plans will need to be developed. All walls which retain earth will need to include provisions for drainage as discussed below. Private Pavement Thickness Design and Construction: Design of private pavements for the project is based on the procedures outlined in the 1993 Guideline for Design of Pavement Structures by the American Association of State Highway and Transportation Officials (AASHTO). The AASHTO design method takes into account several variables, including subgrade soil and traffic conditions. If public roadway construction is to be included in the project, additional geotechnical investigation and a formal pavement design may be required for those improvements in accordance with Town of Fort Collins Standards. • Subgrade Soils: As discussed, undocumented fill soils are present at the site. These materials can present a greater than normal risk of post-construction movement of pavements and flatwork supported on these materials. In our experience, it is common for project owners to forego the costs associated with mitigation (extensive removal and recompaction) and instead reserve those funds to perform pavement maintenance in areas where excessive distress occurs. Since pavements associated with the project are privately maintained, the owner may choose to only perform typical subgrade preparation. At a minimum, we recommend a thorough proofroll of the subgrade soils to help identify soft, loose or otherwise unsuitable soil conditions. • Subgrade Soil: The near-surface materials at the site are variable and include clayey sands and sandy lean clays; these soil types are considered to provide for fair to poor pavement support. Based on the properties of the poorer clay materials, we estimated a design R-value of 5 for use in flexible pavement (asphalt) thickness design. Likewise, modulus of subgrade reaction (K-value) of 100 pounds per cubic inch (pci) was used for design of rigid concrete pavements. • Assumed Design Traffic Conditions: We assume that pavements associated with the project will include private heavy-duty drive lanes, main access driveways, fire lanes, and light-duty surface parking for automobiles and light trucks. Private pavements will be surfaced with either asphalt concrete or Portland cement concrete. As discussed, any improvements to adjacent public roadways will need to be designed and constructed according to the governing standards. Geotechnical Engineering Report Pedersen Toyota Dealership Expansion – Fort Collins, CO CGG Project No. 25.22.116 Cole Garner Geotechnical Page 14 Geotechnical Engineering and Materials Testing Based on our experience with similar projects, the following traffic criteria were used for determining pavement thicknesses using a design life of 20 years: • Driveways and parking stalls - maximum daily traffic of 1,000 cars per day (equivalent single-axle loads, ESAL's of 22,000) • Main on-site access drives and fire lanes – up to 10 trips by single-axle delivery trucks (box trucks) per day, a maximum of 1 trash truck per day, occasional fire truck traffic (85,000 pounds maximum) plus maximum daily traffic of 1,000 cars per day (73,000 ESAL’s) • Heavy-duty delivery truck access – traffic above plus up to up to three vehicle-transport or semi- trucks per day (109,500 ESAL’s) The owner should review these assumptions, and we should be contacted to confirm or modify these resulting pavement sections, if needed. • Pavement Sections: For flexible pavement design a drainage coefficient of 1.0, a terminal serviceability index of 2.0 (2.5 for truck access), and an inherent reliability of 80 percent (90 percent for truck access) were used. Using, the appropriate ESAL values, environmental criteria and other factors, the design structural numbers (SN) of the pavement sections were determined using the 1993 AASHTO design equation. In addition to the flexible pavement design analyses, a rigid pavement design analysis was completed based upon AASHTO design procedures. Along with soil and traffic conditions, rigid pavement design is based on the Modulus of Rupture of the concrete, and other factors previously outlined. A modulus of rupture of 650 psi (working stress 488 psi) was used for pavement concrete. The rigid pavement thickness for each traffic category was determined using the AASHTO design equation. We have considered full depth-asphalt paving, a composite section with asphalt concrete over aggregate base course, and full depth rigid concrete sections. Alternatives for flexible and rigid pavements are summarized for each traffic area as follows: Private Pavement Traffic Area Alternative Recommended Pavement Thickness (Inches) Hot-Mix Asphalt (HMA) Aggregate Base Course (ABC) Portland Cement Concrete (PCC) Automobile Parking and Standard-Duty Automobile and Light Truck Parking Only A 4 6 -- B 3-½ 8 -- C -- -- 5 Main Access Drives, and Fire lanes Private On-site Drives, Fire Lanes, box-truck access A 5 6 -- B 4 10 -- C -- -- 6 Geotechnical Engineering Report Pedersen Toyota Dealership Expansion – Fort Collins, CO CGG Project No. 25.22.116 Cole Garner Geotechnical Page 15 Geotechnical Engineering and Materials Testing Private Pavement Traffic Area Alternative Recommended Pavement Thickness (Inches) Hot-Mix Asphalt (HMA) Aggregate Base Course (ABC) Portland Cement Concrete (PCC) Heavy-Duty Vehicle Delivery and Semi-Truck Access A 6 6 -- B 5 10 -- C -- -- 7 A minimum 6-inch thickness of Portland cement concrete pavement (PCC) is recommended at the location of dumpsters where trash trucks park and load and should be considered in other areas supporting heavy truck traffic. Each alternative should be investigated with respect to current material availability and economic conditions. • Temporary Unpaved Access Drives: In our opinion, the use of aggregate base course or crushed stone may be considered for use in constructing temporary access roads for construction traffic and/or all- weather fire truck access. To provide an all-weather surface, we recommend that the section include a minimum of 12 inches of aggregate base course (CDOT Class 5 or 6) or a minimum of 8 inches of 3- inch minus crushed aggregate (or recycled concrete). In our opinion, these sections would be suitable for the support of delivery and concrete trucks and occasional fire truck access (85,000 pounds maximum) for the anticipated duration of a typical project of this magnitude. The contractor should be responsible for monitoring the condition of unpaved drive lanes, including the repair and maintenance of the drive lanes throughout its use to provide the required access. We believe it is likely that these aggregate materials will be “contaminated” with soil and other constituents over the course of construction; therefore, the aggregate materials should not be considered part of the final pavement section unless otherwise evaluated and approved by the Geotechnical Engineer. • Subgrade Preparation: We recommend the pavement areas be rough graded and then thoroughly proof rolled with a loaded tandem axle dump truck, water truck, or other heavy equipment approved by the observing engineer prior to final grading and paving. Particular attention should be paid to high traffic areas that were rutted and disturbed earlier and to areas where backfilled trenches are located. Areas where unsuitable conditions are located should be repaired by removing and replacing the materials with properly compacted engineered fills. At a minimum, to provide a more uniform subgrade for site pavements, we recommend that all pavements be constructed on a minimum of 12 inches of properly moisture conditioned and recompacted on-site soils. Confirmation of the moisture content and compaction level of the subgrade soils should be confirmed within 24 hours prior to paving. • Pavement Materials: Aggregate base course (if used on the site) should consist of a blend of sand and gravel which meets strict specifications for quality and gradation. Use of materials meeting Colorado Department of Transportation (CDOT) Class 5 or 6 specifications is recommended for base course. Geotechnical Engineering Report Pedersen Toyota Dealership Expansion – Fort Collins, CO CGG Project No. 25.22.116 Cole Garner Geotechnical Page 16 Geotechnical Engineering and Materials Testing Aggregate base course (ABC) should be placed in lifts not exceeding 6 inches and compacted to a minimum of 95 percent of the standard Proctor density (ASTM D698). Hot-mix asphalt (HMA) should be composed of a mixture of aggregate, filler and additives (if required) and approved bituminous material. The HMA should conform to approved mix designs stating the Hveem properties, optimum asphalt content, and job mix formula and recommended mixing and placing temperatures. Aggregate used in HMA should meet particular gradations. Material meeting CDOT Grading S, SG (bottom-lift only) or SX (top-lift only) specifications or equivalent is recommended for HMA. Mix designs should be submitted prior to construction to verify their adequacy. HMA should be placed in appropriate lifts (CDOT specs per table below) and compacted within a range of 92 to 96 percent of the theoretical maximum (Rice) density (ASTM D2041). CDOT specifications for asphalt pavement lift thickness are summarized below based on mix aggregate size: CDOT HMA Grade Nominal Maximum Aggregate Size Structural Layer Lift Thickness (Inches) Minimum Maximum SX 1/2“ 2.00 3.00 S 3/4” 2.25 3.50 SG 1” 3.00 4.00 * Alternative lift thicknesses can be considered provided the contractor uses equipment and procedures to obtain the required compaction. Where rigid pavements are used, the concrete should meet CDOT Class P requirements and be obtained from an approved mix design with the following minimum properties: • Modulus of Rupture @ 28 days ....................................................................... 650 psi minimum • Strength Requirements .............................................................................................. ASTM C94 • Cement Type ..................................................................................................... Type II Portland • Entrained Air Content ..................................................................................................... 6 to 8% • Concrete Aggregate ............................................................... ASTM C33 and CDOT Section 703 Concrete should be deposited by truck mixers or agitators and placed a maximum of 90 minutes from the time the water is added to the mix. Other specifications outlined by CDOT should be followed. Longitudinal and transverse joints should be provided as needed in concrete pavements for expansion/contraction and isolation. The location and extent of joints should be based upon the final pavement geometry. Sawed joints should be cut within 24 hours of concrete placement and should be a minimum of 25 percent of slab thickness plus 1/4 inch. All joints should be sealed to prevent entry of foreign material and doweled where necessary for load transfer. Geotechnical Engineering Report Pedersen Toyota Dealership Expansion – Fort Collins, CO CGG Project No. 25.22.116 Cole Garner Geotechnical Page 17 Geotechnical Engineering and Materials Testing • Compliance: Recommendations for pavement design and construction presented depend upon compliance with recommended material specifications. To assess compliance, observation and testing should be performed under the observation of the geotechnical engineer. • Pavement Performance: Future performance of pavements constructed on the subgrade at this site will be dependent upon several factors, including: • Maintaining stable moisture content of the subgrade soils. • Providing for a planned program of preventative maintenance. The performance of all pavements can be enhanced by minimizing excess moisture, which can reach the subgrade soils. The following recommendations should be considered at minimum: • Site grading at a minimum 2 percent grade onto or away from pavements. • Water should not be allowed to pond behind curbs. • Compaction of any utility trenches for landscaped areas to the same criteria as the pavement subgrade. • Sealing all landscaped areas in or adjacent to pavements to minimize or prevent moisture migration to subgrade soils. • Placing compacted backfill against the exterior side of curb and gutter. • Placing curb, gutter and/or sidewalk directly on subgrade soils without the use of base course materials. Preventative maintenance should be planned and provided for an ongoing pavement management program in order to enhance future pavement performance. Preventative maintenance activities are intended to slow the rate of pavement deterioration and to preserve the pavement investment. Preventative maintenance consists of both localized maintenance (e.g. crack sealing and patching) and global maintenance (e.g. surface sealing). Preventative maintenance is usually the first priority when implementing a planned pavement maintenance program and provides the highest return on investment for pavements. Final Grading, Landscaping, and Surface Drainage: All grades must be adjusted to provide positive drainage away from structures during construction and maintained throughout the life of the proposed project. Water permitted to pond near or adjacent to the perimeter of the structures (either during or post-construction) can result in significantly higher soil movements than those discussed in this report. As a result, any estimations of potential movement described in this report cannot be relied upon if positive drainage is not obtained and maintained, and water is allowed to infiltrate the fill and/or subgrade. Infiltration of water into utility or foundation excavations must be prevented during construction. Geotechnical Engineering Report Pedersen Toyota Dealership Expansion – Fort Collins, CO CGG Project No. 25.22.116 Cole Garner Geotechnical Page 18 Geotechnical Engineering and Materials Testing We recommend that exposed ground be sloped at a minimum of 10 percent grade for at least 10 feet beyond the perimeter of the buildings, where possible. We understand that this may not be feasible in all unpaved areas due to ADA access requirements and other required design features. In these areas, exterior grades should be sloped as much as possible down to area drain systems, swales, and/or sidewalk chases to facilitate drainage. In all cases, the grade should slope a minimum of 5 percent away from structures in accordance with the applicable building code. Downspouts should also be connected to area drain systems to help reduce wetting, if possible. If this is not possible, roof drain flows should be directed onto pavements or discharge a minimum of 5 feet away from the structure a through the use of splash blocks or downspout extensions. Backfill against foundations, exterior walls and in utility and sprinkler line trenches should be well compacted and free of all construction debris to reduce the possibility of moisture infiltration. After building construction and prior to project completion, we recommend that verification of final grading be performed to document that positive drainage, as described above, has been achieved. This is especially important in areas where heating and cooling units are placed in close proximity to the buildings. Landscaped irrigation adjacent to foundations should be eliminated where possible or minimized to only limited drip irrigation. Sprinkler mains and spray heads should be located a minimum of 5 feet away from the buildings. We recommend the use of Xeric landscaping, requiring little or no irrigation, be used within 5 feet of foundations. If drip irrigation is required in this zone, systems should be timed to provide only the amount of water needed to sustain growth. Irrigation systems should be frequently checked for proper performance and any breakages fixed as soon as possible. Planters located adjacent to the structure should preferably be self-contained (planter boxes, potted landscaping, etc.), if possible. Additional Design and Construction Considerations: • Exterior Slab Design and Construction: Flatwork and pavements will be subject to post construction movement due to backfill settlement and/or soil/frost heave. In our experience, it is not feasible to eliminate the potential for movement of exterior flatwork. The amount of movement will be related to the compactive effort used when the fill soils are placed and future wetting of the subgrade soils. The potential for damage would be greatest where exterior slabs are constructed adjacent to the building or other structural elements. To reduce the potential for damage, we recommend: • exterior slabs in critical areas be supported on a zone of recompacted soils as recommended for pavement areas. Geotechnical Engineering Report Pedersen Toyota Dealership Expansion – Fort Collins, CO CGG Project No. 25.22.116 Cole Garner Geotechnical Page 19 Geotechnical Engineering and Materials Testing • supporting of flatwork at building entrances and other critical areas on haunches attached by the building foundations. • placement of effective control joints on relatively close centers and isolation joints between slabs and other structural elements. • provision for adequate drainage in areas adjoining the slabs. • use of designs which allow vertical movement between the exterior slabs and adjoining structural elements. • Underground Utility Systems: Details regarding the underground stormwater detention systems were not available at the time of this study; however, these systems commonly include some type of chambered system installed up to 8 to 10 feet below new pavements. Boring Nos. 6 and 7 were advance in areas designated for these systems. Subsurface conditions at Boring No. 6 included fill and native clayey sands and lean clays extending to a depth of about 12 feet. Soft lean clay soils were encountered at this depth and groundwater was measured at a depth of about 14 feet below existing site grade. Conditions at Boring No. 7 appeared to be more conducive to supporting underground detention along with the potential for infiltration-type systems. We are available to provide additional consultation in the design of such systems, upon request. All underground utility lines penetrating below foundations should be installed deep enough to avoid direct contact with foundations or be designed with flexible couplings (if available), so minor deviations in alignment do not result in breakage or distress. Utility knockouts in foundation walls should be oversized to accommodate differential movements. It is strongly recommended that a representative of the geotechnical engineer provide full-time observation and compaction testing of trench backfill within building and pavement areas. • Concrete Corrosion Protection: Select samples of soils likely to be in contact with project concrete were tested for the presence of water-soluble sulfates in order to determine corrosion characteristics and the appropriate concrete mixture. Results of testing indicate these materials are categorized as American Concrete Institute (ACI) Sulfate Exposure Class S0. However, for increased protection from concrete sulfate attack, we recommend project concrete be designed for ACI Sulfate Exposure Class S1 in accordance with Chapter 19 of the ACI design manual, Building Code Requirements for Structural Concrete (ACI 318-14), as summarized in the table below. ACI Sulfate Exposure Class Portland Cement Type (ASTM C150) Maximum Water/Cement Ratio Minimum Concrete Compressive Strength (psi) S1 II (or equivalent) 0.50 4,000 Geotechnical Engineering Report Pedersen Toyota Dealership Expansion – Fort Collins, CO CGG Project No. 25.22.116 Cole Garner Geotechnical Page 20 Geotechnical Engineering and Materials Testing GENERAL COMMENTS CGG should be retained to review the final design plans and specifications so comments can be made regarding interpretation and implementation of our geotechnical recommendations in the design and specifications. CGG should also be retained to provide testing and observation during the excavation, grading, foundation and construction phases of the project. The analysis and recommendations presented in this report are based upon the data obtained from the borings performed at the indicated locations and from other information discussed in this report. This report does not reflect variations that may occur between borings, across the site, or due to the modifying effects of weather. The nature and extent of such variations may not become evident until during or after construction. If variations appear, we should be immediately notified so that further evaluation and supplemental recommendations can be provided. The scope of services for this project does not include, either specifically or by implication, any environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the potential for such contamination or pollution, other studies should be undertaken. This report has been prepared for the exclusive use of our client for specific application to the project discussed and has been prepared in accordance with generally accepted geotechnical engineering practices. No warranties, either express or implied, are intended or made. Site safety, excavation support, and dewatering requirements are the responsibility of others. In the event that changes are planned in the nature, design, or location of the project as outlined in this report, the conclusions and recommendations contained in this report shall not be considered valid unless CGG reviews the changes, and either verifies or modifies the conclusions of this report in writing. Geotechnical Engineering Report Pedersen Toyota Dealership Expansion – Fort Collins, CO CGG Project No. 25.22.116 APPENDIX A BORING LOCATION DIAGRAM BORING LOGS PROPOSED BORING LOCATIONS Cole Garner Geotechnical 1070 W. 124th Ave., Suite 300 Westminster, CO 80234 (303) 996-2999 1 BORING LOCATION DIAGRAM PEDERSEN TOYOTA EXPANSION 4455 SOUTH COLLEGE AVENUE FORT COLLIINS, COLORADO CGG PROJECT NO. 25.22.116 1 2 3 4 5 6 7 8 9 10 11 CB CB CB CB CB SC SC SC CL - 6 / 12 23 / 12 21 / 12 10 / 12 50 / 10 120 133 121 109 114 8.8 4.2 5.2 22.9 17.9 100 100 100 100 100 CONCRETE, 6 inches concrete pavement FILL - CLAYEY SAND, fine- to coarse-grained, with fine gravel, reddish-brown, moist, loose CLAYEY SAND, fine- to coarse-grained, with gravel, red, dry to moist, medium dense LEAN CLAY with SAND, red to reddish-brown, grey, moist, medium stiff INTERBEDDED CLAYSTONE and SANDSTONE BEDROCK, brown, olive, grey, pink, moist, medium hard Approximate bottom of borehole at 25.0 feet. 0.5 7 16 22 25 DRILLING METHOD CME-55 / Solid Stem Auger DATE STARTED 7/29/25 GROUND WATER LEVELS: SURFACE CONDITIONS ConcreteDRILLING CONTRACTOR Vine Laboratories COMPLETED 7/29/25 LOGGED BY AL CHECKED BY AG HAMMER TYPE Automatic PROPOSED ELEV.Not Provided DURING DRILLING 20.00 ft AFTER DRILLING Backfilled and Patched - 7/29/25 GROUND SURFACE ELEV.Not Provided SA M P L E T Y P E US C S S Y M B O L GR A P H I C LO G DE P T H (f t ) 0 5 10 15 20 25 PE N E T R A T I O N bl o w s / i n DR Y U N I T W T . (p c f ) SW E L L - C O N S O L /S U R C H A R G E LO A D , % p s f MO I S T U R E CO N T E N T ( % ) RE C O V E R Y % MATERIAL DESCRIPTION PAGE 1 OF 1 BORING NUMBER 1 CLIENT Pederson Toyota PROJECT NUMBER 25.22.116 PROJECT NAME Pedersen Toyota Dealership Expansion PROJECT LOCATION Fort Collins, CO GE O T E C H B H C O L U M N S - G I N T S T D U S L A B . G D T - 8 / 2 5 / 2 5 1 1 : 5 4 - Y : \ G I N T B A C K U P S \ M A I N T R A N S F E R 1 0 . 2 8 \ P R O J E C T S G E O 2 0 2 5 \ 2 5 . 2 2 . 1 1 6 P E D E R S O N T O Y O T A . G P J Cole Garner Geotechnical1070 W 124th Ave, Suite 300Westminster, CO 80234 CB CB CB CB CB SC SC SC - - 7 / 12 27 / 12 10 / 12 50 / 5 50 / 1 128 123 116 108 -0.3/1000 7.8 2.9 8.3 14.6 18.0 100 100 100 100 100 ASPHALT, 7 inch pavement FILL - CLAYEY SAND, fine- to coarse-grained, with fine gravel, brown to dark brown, reddish brown, dry to moist, loose CLAYEY SAND, fine- to coarse-grained, with fine gravel, fine- to coarse-grained, red, dry to moist, loose to medium dense INTERBEDDED CLAYSTONE and SANDSTONE BEDROCK, brown, olive, grey, iron stained, moist, very hard Refusal at 25.0 feet. Approximate bottom of borehole at 25.0 feet. 0.5 7 17 25 DRILLING METHOD CME-55 / Solid Stem Auger DATE STARTED 7/29/25 GROUND WATER LEVELS: SURFACE CONDITIONS AsphaltDRILLING CONTRACTOR Vine Laboratories COMPLETED 7/29/25 LOGGED BY AL CHECKED BY AG HAMMER TYPE Automatic PROPOSED ELEV.Not Provided DURING DRILLING 19.00 ft AFTER DRILLING Backfilled and Patched - 7/29/25 GROUND SURFACE ELEV.Not Provided SA M P L E T Y P E US C S S Y M B O L GR A P H I C LO G DE P T H (f t ) 0 5 10 15 20 25 PE N E T R A T I O N bl o w s / i n DR Y U N I T W T . (p c f ) SW E L L - C O N S O L /S U R C H A R G E LO A D , % p s f MO I S T U R E CO N T E N T ( % ) RE C O V E R Y % MATERIAL DESCRIPTION PAGE 1 OF 1 BORING NUMBER 2 CLIENT Pederson Toyota PROJECT NUMBER 25.22.116 PROJECT NAME Pedersen Toyota Dealership Expansion PROJECT LOCATION Fort Collins, CO GE O T E C H B H C O L U M N S - G I N T S T D U S L A B . G D T - 8 / 2 5 / 2 5 1 1 : 5 4 - Y : \ G I N T B A C K U P S \ M A I N T R A N S F E R 1 0 . 2 8 \ P R O J E C T S G E O 2 0 2 5 \ 2 5 . 2 2 . 1 1 6 P E D E R S O N T O Y O T A . G P J Cole Garner Geotechnical1070 W 124th Ave, Suite 300Westminster, CO 80234 CB CB CB CB CB CB CB SC SC SC SC - - - 14 / 12 28 / 12 45 / 12 9 / 12 29 / 12 50 / 6 50 / 2 133 138 142 136 8.0 4.3 3.5 8.9 20.0 15.1 100 100 100 0 100 100 100 ASPHALT, 7 inch pavement FILL - CLAYEY SAND, fine- to coarse-grained, with asphalt fragments and gravel, red, brown, dry to moist, loose CLAYEY SAND, fine- to coarse-grained, with gravel, red, light pink, tan, moist to dry, loose to medium dense INTERBEDDED CLAYSTONE and SANDSTONE BEDROCK, fine-grained, olive, dark grey, iron stained, firm to very hard Approximate bottom of borehole at 35.0 feet. 0.5 9 24 35 DRILLING METHOD CME-55 / Solid Stem Auger DATE STARTED 7/29/25 GROUND WATER LEVELS: SURFACE CONDITIONS AsphaltDRILLING CONTRACTOR Vine Laboratories COMPLETED 7/29/25 LOGGED BY AL CHECKED BY AG HAMMER TYPE Automatic PROPOSED ELEV.Not Provided DURING DRILLING 18.00 ft AFTER DRILLING Backfilled and Patched - 7/29/25 GROUND SURFACE ELEV.Not Provided SA M P L E T Y P E US C S S Y M B O L GR A P H I C LO G DE P T H (f t ) 0 5 10 15 20 25 30 35 PE N E T R A T I O N bl o w s / i n DR Y U N I T W T . (p c f ) SW E L L - C O N S O L /S U R C H A R G E LO A D , % p s f MO I S T U R E CO N T E N T ( % ) RE C O V E R Y % MATERIAL DESCRIPTION PAGE 1 OF 1 BORING NUMBER 3 CLIENT Pederson Toyota PROJECT NUMBER 25.22.116 PROJECT NAME Pedersen Toyota Dealership Expansion PROJECT LOCATION Fort Collins, CO GE O T E C H B H C O L U M N S - G I N T S T D U S L A B . G D T - 8 / 2 5 / 2 5 1 1 : 5 4 - Y : \ G I N T B A C K U P S \ M A I N T R A N S F E R 1 0 . 2 8 \ P R O J E C T S G E O 2 0 2 5 \ 2 5 . 2 2 . 1 1 6 P E D E R S O N T O Y O T A . G P J Cole Garner Geotechnical1070 W 124th Ave, Suite 300Westminster, CO 80234 CB CB CB CB CB SC SC CL CL CL 8 / 12 33 / 12 11 / 12 7 / 12 8 / 12 121 127 109 100 108 +0.2/500 -0.1/500 -0.8/1000 8.9 3.2 17.6 26.8 22.9 100 100 100 100 100 ASPHALT, 8 inches of pavement FILL - CLAYEY SAND, fine- to coarse-grained, with asphalt graments and gravel, red, brown, dry to moist, loose CLAYEY SAND, fine- to coarse-grained, red, pink, dry to moist, medium dense SANDY LEAN CLAY, light brown, grey, reddish-brown, red, iron stained, moist, medium stiff to stiff Approximate bottom of borehole at 25.0 feet. 0.5 9 11 25 DRILLING METHOD CME-55 / Solid Stem Auger DATE STARTED 7/29/25 GROUND WATER LEVELS: SURFACE CONDITIONS AsphaltDRILLING CONTRACTOR Vine Laboratories COMPLETED 7/29/25 LOGGED BY AL CHECKED BY AG HAMMER TYPE Automatic PROPOSED ELEV.Not Provided DURING DRILLING 18.00 ft AFTER DRILLING Backfilled and Patched - 7/29/25 GROUND SURFACE ELEV.Not Provided SA M P L E T Y P E US C S S Y M B O L GR A P H I C LO G DE P T H (f t ) 0 5 10 15 20 25 PE N E T R A T I O N bl o w s / i n DR Y U N I T W T . (p c f ) SW E L L - C O N S O L /S U R C H A R G E LO A D , % p s f MO I S T U R E CO N T E N T ( % ) RE C O V E R Y % MATERIAL DESCRIPTION PAGE 1 OF 1 BORING NUMBER 4 CLIENT Pederson Toyota PROJECT NUMBER 25.22.116 PROJECT NAME Pedersen Toyota Dealership Expansion PROJECT LOCATION Fort Collins, CO GE O T E C H B H C O L U M N S - G I N T S T D U S L A B . G D T - 8 / 2 5 / 2 5 1 1 : 5 4 - Y : \ G I N T B A C K U P S \ M A I N T R A N S F E R 1 0 . 2 8 \ P R O J E C T S G E O 2 0 2 5 \ 2 5 . 2 2 . 1 1 6 P E D E R S O N T O Y O T A . G P J Cole Garner Geotechnical1070 W 124th Ave, Suite 300Westminster, CO 80234 CB CB CB CB SC/CL CL SC/SM SC/SM 11 / 12 10 / 12 18 / 12 16 / 12 107 115 117 +0.4/200 -0.1/500 18.9 11.1 2.9 14.2 100 100 100 100 ASPHALT, 8 inches of pavement FILL - CLAYEY SAND to SANDY LEAN CLAY, dark brown, red, moist, medium stiff to stiff CLAYEY to SILTY CLAY, fine- to coarse-grained, with gravel, red, pink, moist, medium dense Approximate bottom of borehole at 15.0 feet. 0.5 7 15 DRILLING METHOD CME-55 / Solid Stem Auger DATE STARTED 7/29/25 GROUND WATER LEVELS: SURFACE CONDITIONS AsphaltDRILLING CONTRACTOR Vine Laboratories COMPLETED 7/29/25 LOGGED BY AL CHECKED BY AG HAMMER TYPE Automatic PROPOSED ELEV.Not Provided DURING DRILLING None AFTER DRILLING Backfilled and Patched - 7/29/25 GROUND SURFACE ELEV.Not Provided SA M P L E T Y P E US C S S Y M B O L GR A P H I C LO G DE P T H (f t ) 0 5 10 15 PE N E T R A T I O N bl o w s / i n DR Y U N I T W T . (p c f ) SW E L L - C O N S O L /S U R C H A R G E LO A D , % p s f MO I S T U R E CO N T E N T ( % ) RE C O V E R Y % MATERIAL DESCRIPTION PAGE 1 OF 1 BORING NUMBER 5 CLIENT Pederson Toyota PROJECT NUMBER 25.22.116 PROJECT NAME Pedersen Toyota Dealership Expansion PROJECT LOCATION Fort Collins, CO GE O T E C H B H C O L U M N S - G I N T S T D U S L A B . G D T - 8 / 2 5 / 2 5 1 1 : 5 4 - Y : \ G I N T B A C K U P S \ M A I N T R A N S F E R 1 0 . 2 8 \ P R O J E C T S G E O 2 0 2 5 \ 2 5 . 2 2 . 1 1 6 P E D E R S O N T O Y O T A . G P J Cole Garner Geotechnical1070 W 124th Ave, Suite 300Westminster, CO 80234 CB CB CB CB SC CL SC CL 8 / 12 13 / 12 18 / 12 5 / 12 109 106 125 95 +0.7/500 15.4 19.5 9.4 29.8 100 100 100 100 ASPHALT, 10 inches of pavement FILL - CLAYEY SAND, fine- to coarse-grained, with gravel and asphalt fragments, reddish-brown, dry to moist, loose FILL - LEAN CLAY with SAND, dark brown, moist, stiff CLAYEY SAND, fine-grained, red, moist, medium dense LEAN CLAY, trace sand, pink, moist to wet, soft Approximate bottom of borehole at 15.0 feet. 0.83 3 8 12 15 DRILLING METHOD CME-55 / Solid Stem Auger DATE STARTED 7/29/25 GROUND WATER LEVELS: SURFACE CONDITIONS AsphaltDRILLING CONTRACTOR Vine Laboratories COMPLETED 7/29/25 LOGGED BY AL CHECKED BY AG HAMMER TYPE Automatic PROPOSED ELEV.Not Provided DURING DRILLING 14.00 ft AFTER DRILLING Backfilled and Patched - 7/29/25 GROUND SURFACE ELEV.Not Provided SA M P L E T Y P E US C S S Y M B O L GR A P H I C LO G DE P T H (f t ) 0 5 10 15 PE N E T R A T I O N bl o w s / i n DR Y U N I T W T . (p c f ) SW E L L - C O N S O L /S U R C H A R G E LO A D , % p s f MO I S T U R E CO N T E N T ( % ) RE C O V E R Y % MATERIAL DESCRIPTION PAGE 1 OF 1 BORING NUMBER 6 CLIENT Pederson Toyota PROJECT NUMBER 25.22.116 PROJECT NAME Pedersen Toyota Dealership Expansion PROJECT LOCATION Fort Collins, CO GE O T E C H B H C O L U M N S - G I N T S T D U S L A B . G D T - 8 / 2 5 / 2 5 1 1 : 5 4 - Y : \ G I N T B A C K U P S \ M A I N T R A N S F E R 1 0 . 2 8 \ P R O J E C T S G E O 2 0 2 5 \ 2 5 . 2 2 . 1 1 6 P E D E R S O N T O Y O T A . G P J Cole Garner Geotechnical1070 W 124th Ave, Suite 300Westminster, CO 80234 CB CB CB CB SC SC SM SM 5 / 12 5 / 12 15 / 12 8 / 12 122 120 127 -0.4/1000 8.2 11.2 4.9 7.5 100 100 100 100 ASPHALT, 7 inches of pavement FILL - CLAYEY SAND, fine- to coarse-grained, with gravel and asphalt fragments, varies to SANDY LEAN CLAY, red, dry to moist, very loose SILTY SAND, fine- to medium-grained, with gravel, red, dry to moist, loose to medium dense Approximate bottom of borehole at 15.0 feet. 0.5 9 15 DRILLING METHOD CME-55 / Solid Stem Auger DATE STARTED 7/29/25 GROUND WATER LEVELS: SURFACE CONDITIONS AsphaltDRILLING CONTRACTOR Vine Laboratories COMPLETED 7/29/25 LOGGED BY AL CHECKED BY AG HAMMER TYPE Automatic PROPOSED ELEV.Not Provided DURING DRILLING None AFTER DRILLING Backfilled and Patched - 7/29/25 GROUND SURFACE ELEV.Not Provided SA M P L E T Y P E US C S S Y M B O L GR A P H I C LO G DE P T H (f t ) 0 5 10 15 PE N E T R A T I O N bl o w s / i n DR Y U N I T W T . (p c f ) SW E L L - C O N S O L /S U R C H A R G E LO A D , % p s f MO I S T U R E CO N T E N T ( % ) RE C O V E R Y % MATERIAL DESCRIPTION PAGE 1 OF 1 BORING NUMBER 7 CLIENT Pederson Toyota PROJECT NUMBER 25.22.116 PROJECT NAME Pedersen Toyota Dealership Expansion PROJECT LOCATION Fort Collins, CO GE O T E C H B H C O L U M N S - G I N T S T D U S L A B . G D T - 8 / 2 5 / 2 5 1 1 : 5 4 - Y : \ G I N T B A C K U P S \ M A I N T R A N S F E R 1 0 . 2 8 \ P R O J E C T S G E O 2 0 2 5 \ 2 5 . 2 2 . 1 1 6 P E D E R S O N T O Y O T A . G P J Cole Garner Geotechnical1070 W 124th Ave, Suite 300Westminster, CO 80234 CB CB SC SC 5 / 12 6 / 12 12511.7 5.1 100 100 ASPHALT, 7 inches of pavement FILL - CLAYEY SAND, fine- to coarse-grained, with asphalt fragments and gravel, red, dry to moist, very loose to loose Approximate bottom of borehole at 5.0 feet. 0.5 5 DRILLING METHOD CME-55 / Solid Stem Auger DATE STARTED 7/29/25 GROUND WATER LEVELS: SURFACE CONDITIONS AsphaltDRILLING CONTRACTOR Vine Laboratories COMPLETED 7/29/25 LOGGED BY AL CHECKED BY AG HAMMER TYPE Automatic PROPOSED ELEV.Not Provided DURING DRILLING None AFTER DRILLING Backfilled and Patched - 7/29/25 GROUND SURFACE ELEV.Not Provided SA M P L E T Y P E US C S S Y M B O L GR A P H I C LO G DE P T H (f t ) 0 5 PE N E T R A T I O N bl o w s / i n DR Y U N I T W T . (p c f ) SW E L L - C O N S O L /S U R C H A R G E LO A D , % p s f MO I S T U R E CO N T E N T ( % ) RE C O V E R Y % MATERIAL DESCRIPTION PAGE 1 OF 1 BORING NUMBER 8 CLIENT Pederson Toyota PROJECT NUMBER 25.22.116 PROJECT NAME Pedersen Toyota Dealership Expansion PROJECT LOCATION Fort Collins, CO GE O T E C H B H C O L U M N S - G I N T S T D U S L A B . G D T - 8 / 2 5 / 2 5 1 1 : 5 4 - Y : \ G I N T B A C K U P S \ M A I N T R A N S F E R 1 0 . 2 8 \ P R O J E C T S G E O 2 0 2 5 \ 2 5 . 2 2 . 1 1 6 P E D E R S O N T O Y O T A . G P J Cole Garner Geotechnical1070 W 124th Ave, Suite 300Westminster, CO 80234 CB CB SC-SM SC-SM 17 / 12 15 / 12 127 120 10.0 13.2 100 100 ASPHALT, 7 inches of pavement FILL - CLAYEY to SILTY SAND, fine- to coarse-grained, with asphalt fragments and gravel, red, dry to moist, medium dense Approximate bottom of borehole at 5.0 feet. 0.5 5 DRILLING METHOD CME-55 / Solid Stem Auger DATE STARTED 7/29/25 GROUND WATER LEVELS: SURFACE CONDITIONS AsphaltDRILLING CONTRACTOR Vine Laboratories COMPLETED 7/29/25 LOGGED BY AL CHECKED BY AG HAMMER TYPE Automatic PROPOSED ELEV.Not Provided DURING DRILLING None AFTER DRILLING Backfilled and Patched - 7/29/25 GROUND SURFACE ELEV.Not Provided SA M P L E T Y P E US C S S Y M B O L GR A P H I C LO G DE P T H (f t ) 0 5 PE N E T R A T I O N bl o w s / i n DR Y U N I T W T . (p c f ) SW E L L - C O N S O L /S U R C H A R G E LO A D , % p s f MO I S T U R E CO N T E N T ( % ) RE C O V E R Y % MATERIAL DESCRIPTION PAGE 1 OF 1 BORING NUMBER 9 CLIENT Pederson Toyota PROJECT NUMBER 25.22.116 PROJECT NAME Pedersen Toyota Dealership Expansion PROJECT LOCATION Fort Collins, CO GE O T E C H B H C O L U M N S - G I N T S T D U S L A B . G D T - 8 / 2 5 / 2 5 1 1 : 5 4 - Y : \ G I N T B A C K U P S \ M A I N T R A N S F E R 1 0 . 2 8 \ P R O J E C T S G E O 2 0 2 5 \ 2 5 . 2 2 . 1 1 6 P E D E R S O N T O Y O T A . G P J Cole Garner Geotechnical1070 W 124th Ave, Suite 300Westminster, CO 80234 CB CB SC SC 14 / 12 15 / 12 125 124 +0.4/2009.6 8.3 100 100 ASPHALT, 8 inches of pavement FILL - CLAYEY SAND, fine- to coarse-grained, with gravel, brown, red, moist, loose to medium dense Approximate bottom of borehole at 5.0 feet. 0.67 5 DRILLING METHOD CME-55 / Solid Stem Auger DATE STARTED 7/29/25 GROUND WATER LEVELS: SURFACE CONDITIONS AsphaltDRILLING CONTRACTOR Vine Laboratories COMPLETED 7/29/25 LOGGED BY AL CHECKED BY AG HAMMER TYPE Automatic PROPOSED ELEV.Not Provided DURING DRILLING None AFTER DRILLING Backfilled and Patched - 7/29/25 GROUND SURFACE ELEV.Not Provided SA M P L E T Y P E US C S S Y M B O L GR A P H I C LO G DE P T H (f t ) 0 5 PE N E T R A T I O N bl o w s / i n DR Y U N I T W T . (p c f ) SW E L L - C O N S O L /S U R C H A R G E LO A D , % p s f MO I S T U R E CO N T E N T ( % ) RE C O V E R Y % MATERIAL DESCRIPTION PAGE 1 OF 1 BORING NUMBER 10 CLIENT Pederson Toyota PROJECT NUMBER 25.22.116 PROJECT NAME Pedersen Toyota Dealership Expansion PROJECT LOCATION Fort Collins, CO GE O T E C H B H C O L U M N S - G I N T S T D U S L A B . G D T - 8 / 2 5 / 2 5 1 1 : 5 4 - Y : \ G I N T B A C K U P S \ M A I N T R A N S F E R 1 0 . 2 8 \ P R O J E C T S G E O 2 0 2 5 \ 2 5 . 2 2 . 1 1 6 P E D E R S O N T O Y O T A . G P J Cole Garner Geotechnical1070 W 124th Ave, Suite 300Westminster, CO 80234 CB CB CL CL 19 / 12 18 / 12 117 126 +1.1/20014.7 9.2 100 100 CONCRETE, 8 inches concrete pavement FILL - SANDY LEAN CLAY, with gravel, reddish-brown, moist, stiff to very stiff Approximate bottom of borehole at 5.0 feet. 0.67 5 DRILLING METHOD CME-55 / Solid Stem Auger DATE STARTED 7/29/25 GROUND WATER LEVELS: SURFACE CONDITIONS AsphaltDRILLING CONTRACTOR Vine Laboratories COMPLETED 7/29/25 LOGGED BY AL CHECKED BY AG HAMMER TYPE Automatic PROPOSED ELEV.Not Provided DURING DRILLING None AFTER DRILLING Backfilled and Patched - 7/29/25 GROUND SURFACE ELEV.Not Provided SA M P L E T Y P E US C S S Y M B O L GR A P H I C LO G DE P T H (f t ) 0 5 PE N E T R A T I O N bl o w s / i n DR Y U N I T W T . (p c f ) SW E L L - C O N S O L /S U R C H A R G E LO A D , % p s f MO I S T U R E CO N T E N T ( % ) RE C O V E R Y % MATERIAL DESCRIPTION PAGE 1 OF 1 BORING NUMBER 11 CLIENT Pederson Toyota PROJECT NUMBER 25.22.116 PROJECT NAME Pedersen Toyota Dealership Expansion PROJECT LOCATION Fort Collins, CO GE O T E C H B H C O L U M N S - G I N T S T D U S L A B . G D T - 8 / 2 5 / 2 5 1 1 : 5 4 - Y : \ G I N T B A C K U P S \ M A I N T R A N S F E R 1 0 . 2 8 \ P R O J E C T S G E O 2 0 2 5 \ 2 5 . 2 2 . 1 1 6 P E D E R S O N T O Y O T A . G P J Cole Garner Geotechnical1070 W 124th Ave, Suite 300Westminster, CO 80234 Geotechnical Engineering Report Pedersen Toyota Dealership Expansion – Fort Collins, CO CGG Project No. 25.22.116 APPENDIX B LABORATORY TEST RESULTS -10 -8 -6 -4 -2 0 2 4 6 8 10 0.1 1 10 100 CO N S O L I D A T I O N ( - ) % S W E L L ( + ) APPLIED PRESSURE, ksf SWELL/CONSOLIDATION TEST 123 3 Date: 8/7/25Date: 8/7/25Note: Water Added to Sample at 1000 psf. CLIENT Pederson Toyota PROJECT NUMBER 25.22.116 PROJECT NAME Pedersen Toyota Dealership Expansion PROJECT LOCATION Fort Collins, CO BOREHOLE DEPTH 2 9.0 CLAYEY SAND Classification MC% CO N S O L S T R A I N S I N G L E - G I N T S T D U S L A B . G D T - 8 / 2 5 / 2 5 1 3 : 3 3 - Y : \ G I N T B A C K U P S \ M A I N T R A N S F E R 1 0 . 2 8 \ P R O J E C T S G E O 2 0 2 5 \ 2 5 . 2 2 . 1 1 6 P E D E R S O N T O Y O T A . G P J Cole Garner Geotechnical1070 W 124th Ave, Suite 300Westminster, CO 80234 -10 -8 -6 -4 -2 0 2 4 6 8 10 0.1 1 10 100 CO N S O L I D A T I O N ( - ) % S W E L L ( + ) APPLIED PRESSURE, ksf SWELL/CONSOLIDATION TEST 121 9 Date: 8/7/25Date: 8/7/25Note: Water Added to Sample at 500 psf. CLIENT Pederson Toyota PROJECT NUMBER 25.22.116 PROJECT NAME Pedersen Toyota Dealership Expansion PROJECT LOCATION Fort Collins, CO BOREHOLE DEPTH 4 4.0 FILL-CLAYEY SAND Classification MC% CO N S O L S T R A I N S I N G L E - G I N T S T D U S L A B . G D T - 8 / 2 5 / 2 5 1 3 : 3 3 - Y : \ G I N T B A C K U P S \ M A I N T R A N S F E R 1 0 . 2 8 \ P R O J E C T S G E O 2 0 2 5 \ 2 5 . 2 2 . 1 1 6 P E D E R S O N T O Y O T A . G P J Cole Garner Geotechnical1070 W 124th Ave, Suite 300Westminster, CO 80234 -10 -8 -6 -4 -2 0 2 4 6 8 10 0.1 1 10 100 CO N S O L I D A T I O N ( - ) % S W E L L ( + ) APPLIED PRESSURE, ksf SWELL/CONSOLIDATION TEST 127 3 Date: 8/7/25Date: 8/7/25Note: Water Added to Sample at 500 psf. CLIENT Pederson Toyota PROJECT NUMBER 25.22.116 PROJECT NAME Pedersen Toyota Dealership Expansion PROJECT LOCATION Fort Collins, CO BOREHOLE DEPTH 4 9.0 CLAYEY SAND Classification MC% CO N S O L S T R A I N S I N G L E - G I N T S T D U S L A B . G D T - 8 / 2 5 / 2 5 1 3 : 3 3 - Y : \ G I N T B A C K U P S \ M A I N T R A N S F E R 1 0 . 2 8 \ P R O J E C T S G E O 2 0 2 5 \ 2 5 . 2 2 . 1 1 6 P E D E R S O N T O Y O T A . G P J Cole Garner Geotechnical1070 W 124th Ave, Suite 300Westminster, CO 80234 -10 -8 -6 -4 -2 0 2 4 6 8 10 0.1 1 10 100 CO N S O L I D A T I O N ( - ) % S W E L L ( + ) APPLIED PRESSURE, ksf SWELL/CONSOLIDATION TEST 109 18 Date: 8/7/25Date: 8/7/25Note: Water Added to Sample at 1000 psf. CLIENT Pederson Toyota PROJECT NUMBER 25.22.116 PROJECT NAME Pedersen Toyota Dealership Expansion PROJECT LOCATION Fort Collins, CO BOREHOLE DEPTH 4 14.0 SANDY LEAN CLAY Classification MC% CO N S O L S T R A I N S I N G L E - G I N T S T D U S L A B . G D T - 8 / 2 5 / 2 5 1 3 : 3 3 - Y : \ G I N T B A C K U P S \ M A I N T R A N S F E R 1 0 . 2 8 \ P R O J E C T S G E O 2 0 2 5 \ 2 5 . 2 2 . 1 1 6 P E D E R S O N T O Y O T A . G P J Cole Garner Geotechnical1070 W 124th Ave, Suite 300Westminster, CO 80234 -10 -8 -6 -4 -2 0 2 4 6 8 10 0.1 1 10 100 CO N S O L I D A T I O N ( - ) % S W E L L ( + ) APPLIED PRESSURE, ksf SWELL/CONSOLIDATION TEST 107 19 Date: 8/7/25Date: 8/7/25Note: Water Added to Sample at 200 psf. CLIENT Pederson Toyota PROJECT NUMBER 25.22.116 PROJECT NAME Pedersen Toyota Dealership Expansion PROJECT LOCATION Fort Collins, CO BOREHOLE DEPTH 5 2.0 FILL-CLAYEY SAND to SANDY LEAN CLAY Classification MC% CO N S O L S T R A I N S I N G L E - G I N T S T D U S L A B . G D T - 8 / 2 5 / 2 5 1 3 : 3 3 - Y : \ G I N T B A C K U P S \ M A I N T R A N S F E R 1 0 . 2 8 \ P R O J E C T S G E O 2 0 2 5 \ 2 5 . 2 2 . 1 1 6 P E D E R S O N T O Y O T A . G P J Cole Garner Geotechnical1070 W 124th Ave, Suite 300Westminster, CO 80234 -10 -8 -6 -4 -2 0 2 4 6 8 10 0.1 1 10 100 CO N S O L I D A T I O N ( - ) % S W E L L ( + ) APPLIED PRESSURE, ksf SWELL/CONSOLIDATION TEST 115 11 Date: 8/7/25Date: 8/7/25Note: Water Added to Sample at 500 psf. CLIENT Pederson Toyota PROJECT NUMBER 25.22.116 PROJECT NAME Pedersen Toyota Dealership Expansion PROJECT LOCATION Fort Collins, CO BOREHOLE DEPTH 5 4.0 FILL-CLAYEY SAND to SANDY LEAN CLAY Classification MC% CO N S O L S T R A I N S I N G L E - G I N T S T D U S L A B . G D T - 8 / 2 5 / 2 5 1 3 : 3 3 - Y : \ G I N T B A C K U P S \ M A I N T R A N S F E R 1 0 . 2 8 \ P R O J E C T S G E O 2 0 2 5 \ 2 5 . 2 2 . 1 1 6 P E D E R S O N T O Y O T A . G P J Cole Garner Geotechnical1070 W 124th Ave, Suite 300Westminster, CO 80234 -10 -8 -6 -4 -2 0 2 4 6 8 10 0.1 1 10 100 CO N S O L I D A T I O N ( - ) % S W E L L ( + ) APPLIED PRESSURE, ksf SWELL/CONSOLIDATION TEST 106 20 Date: 8/7/25Date: 8/7/25Note: Water Added to Sample at 500 psf. CLIENT Pederson Toyota PROJECT NUMBER 25.22.116 PROJECT NAME Pedersen Toyota Dealership Expansion PROJECT LOCATION Fort Collins, CO BOREHOLE DEPTH 6 4.0 FILL-LEAN CLAY with SAND Classification MC% CO N S O L S T R A I N S I N G L E - G I N T S T D U S L A B . G D T - 8 / 2 5 / 2 5 1 3 : 3 3 - Y : \ G I N T B A C K U P S \ M A I N T R A N S F E R 1 0 . 2 8 \ P R O J E C T S G E O 2 0 2 5 \ 2 5 . 2 2 . 1 1 6 P E D E R S O N T O Y O T A . G P J Cole Garner Geotechnical1070 W 124th Ave, Suite 300Westminster, CO 80234 -10 -8 -6 -4 -2 0 2 4 6 8 10 0.1 1 10 100 CO N S O L I D A T I O N ( - ) % S W E L L ( + ) APPLIED PRESSURE, ksf SWELL/CONSOLIDATION TEST 127 7 Date: 8/7/25Date: 8/7/25Note: Water Added to Sample at 1000 psf. CLIENT Pederson Toyota PROJECT NUMBER 25.22.116 PROJECT NAME Pedersen Toyota Dealership Expansion PROJECT LOCATION Fort Collins, CO BOREHOLE DEPTH 7 14.0 SILTY SAND Classification MC% CO N S O L S T R A I N S I N G L E - G I N T S T D U S L A B . G D T - 8 / 2 5 / 2 5 1 3 : 3 3 - Y : \ G I N T B A C K U P S \ M A I N T R A N S F E R 1 0 . 2 8 \ P R O J E C T S G E O 2 0 2 5 \ 2 5 . 2 2 . 1 1 6 P E D E R S O N T O Y O T A . G P J Cole Garner Geotechnical1070 W 124th Ave, Suite 300Westminster, CO 80234 -10 -8 -6 -4 -2 0 2 4 6 8 10 0.1 1 10 100 CO N S O L I D A T I O N ( - ) % S W E L L ( + ) APPLIED PRESSURE, ksf SWELL/CONSOLIDATION TEST 125 10 Date: 8/7/25Date: 8/7/25Note: Water Added to Sample at 200 psf. CLIENT Pederson Toyota PROJECT NUMBER 25.22.116 PROJECT NAME Pedersen Toyota Dealership Expansion PROJECT LOCATION Fort Collins, CO BOREHOLE DEPTH 10 2.0 FILL-CLAYEY SAND Classification MC% CO N S O L S T R A I N S I N G L E - G I N T S T D U S L A B . G D T - 8 / 2 5 / 2 5 1 3 : 3 3 - Y : \ G I N T B A C K U P S \ M A I N T R A N S F E R 1 0 . 2 8 \ P R O J E C T S G E O 2 0 2 5 \ 2 5 . 2 2 . 1 1 6 P E D E R S O N T O Y O T A . G P J Cole Garner Geotechnical1070 W 124th Ave, Suite 300Westminster, CO 80234 -10 -8 -6 -4 -2 0 2 4 6 8 10 0.1 1 10 100 CO N S O L I D A T I O N ( - ) % S W E L L ( + ) APPLIED PRESSURE, ksf SWELL/CONSOLIDATION TEST 117 15 Date: 8/7/25Date: 8/7/25Note: Water Added to Sample at 200 psf. CLIENT Pederson Toyota PROJECT NUMBER 25.22.116 PROJECT NAME Pedersen Toyota Dealership Expansion PROJECT LOCATION Fort Collins, CO BOREHOLE DEPTH 11 2.0 FILL-SANDY LEAN CLAY Classification MC% CO N S O L S T R A I N S I N G L E - G I N T S T D U S L A B . G D T - 8 / 2 5 / 2 5 1 3 : 3 3 - Y : \ G I N T B A C K U P S \ M A I N T R A N S F E R 1 0 . 2 8 \ P R O J E C T S G E O 2 0 2 5 \ 2 5 . 2 2 . 1 1 6 P E D E R S O N T O Y O T A . G P J Cole Garner Geotechnical1070 W 124th Ave, Suite 300Westminster, CO 80234 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 0.0010.010.1110100 PI Cc 18 11 13 14 12 29 19 29 23 20 CuLL PL 11 8 16 9 8 GRAIN SIZE DISTRIBUTION COBBLES GRAVEL 29.0 27.3 31.6 32.5 35.8 SAND GRAIN SIZE IN MILLIMETERS coarse fine Classification D100 D60 D30 D10 %Gravel 0.611 0.732 0.828 0.278 1 1 2 3 3 coarse SILT OR CLAYfinemedium 4.0 9.0 4.0 4.0 14.0 %Sand %Silt %Clay 0.082 0.103 4.4 8.1 16.5 2.0 66.6 64.6 51.9 65.4 BOREHOLE DEPTH BOREHOLE DEPTH 3 100 1 1 2 3 3 24 16 30 1 2006 10 501/2 HYDROMETERU.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS 1403420 406 601.5 8 143/4 3/8 4.0 9.0 4.0 4.0 14.0 PE R C E N T F I N E R B Y W E I G H T CLAYEY SAND(SC) CLAYEY SAND(SC) CLAYEY SAND with GRAVEL(SC) CLAYEY SAND(SC) CLAYEY SAND(SC) 9.5 9.5 9.5 9.5 0.075 CLIENT Jarred Black PROJECT NUMBER 25.22.116 PROJECT NAME Pedersen Toyota Dealership Expansion PROJECT LOCATION Fort Collins, CO GR A I N S I Z E - G I N T S T D U S L A B . G D T - 8 / 1 9 / 2 5 1 1 : 3 0 - Y : \ G I N T B A C K U P S \ M A I N T R A N S F E R 1 0 . 2 8 \ P R O J E C T S G E O 2 0 2 5 \ 2 5 . 2 2 . 1 1 6 P E D E R S O N T O Y O T A . G P J Cole Garner Geotechnical1070 W 124th Ave, Suite 300Westminster, CO 80234 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 0.0010.010.1110100 PI Cc 13 15 16 15 17 40 34 49 24 43 CuLL PL 27 19 33 9 26 GRAIN SIZE DISTRIBUTION COBBLES GRAVEL 66.1 41.2 72.4 46.5 85.9 SAND GRAIN SIZE IN MILLIMETERS coarse fine Classification D100 D60 D30 D10 %Gravel 4 6 6 6 6 coarse SILT OR CLAYfinemedium 19.0 2.0 4.0 9.0 14.0 %Sand %Silt %Clay BOREHOLE DEPTH BOREHOLE DEPTH 3 100 4 6 6 6 6 24 16 30 1 2006 10 501/2 HYDROMETERU.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS 1403420 406 601.5 8 143/4 3/8 19.0 2.0 4.0 9.0 14.0 PE R C E N T F I N E R B Y W E I G H T SANDY LEAN CLAY(CL) CLAYEY SAND(SC) LEAN CLAY with SAND(CL) CLAYEY SAND(SC) LEAN CLAY(CL) 0.075 0.075 0.075 0.075 0.075 CLIENT Jarred Black PROJECT NUMBER 25.22.116 PROJECT NAME Pedersen Toyota Dealership Expansion PROJECT LOCATION Fort Collins, CO GR A I N S I Z E - G I N T S T D U S L A B . G D T - 8 / 1 9 / 2 5 1 1 : 3 0 - Y : \ G I N T B A C K U P S \ M A I N T R A N S F E R 1 0 . 2 8 \ P R O J E C T S G E O 2 0 2 5 \ 2 5 . 2 2 . 1 1 6 P E D E R S O N T O Y O T A . G P J Cole Garner Geotechnical1070 W 124th Ave, Suite 300Westminster, CO 80234 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 0.0010.010.1110100 PI Cc 15 NP 14 16 14 27 NP 27 22 26 CuLL PL 12 NP 13 6 12 GRAIN SIZE DISTRIBUTION COBBLES GRAVEL 34.3 15.5 40.1 43.5 43.5 SAND GRAIN SIZE IN MILLIMETERS coarse fine Classification D100 D60 D30 D10 %Gravel 0.298 0.811 7 7 8 9 10 coarse SILT OR CLAYfinemedium 4.0 9.0 2.0 2.0 2.0 %Sand %Silt %Clay 0.317 2.7 9.8 63.0 74.7 BOREHOLE DEPTH BOREHOLE DEPTH 3 100 7 7 8 9 10 24 16 30 1 2006 10 501/2 HYDROMETERU.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS 1403420 406 601.5 8 143/4 3/8 4.0 9.0 2.0 2.0 2.0 PE R C E N T F I N E R B Y W E I G H T CLAYEY SAND(SC) SILTY SAND(SM) CLAYEY SAND(SC) SILTY, CLAYEY SAND(SC-SM) CLAYEY SAND(SC) 9.5 9.5 0.075 0.075 0.075 CLIENT Jarred Black PROJECT NUMBER 25.22.116 PROJECT NAME Pedersen Toyota Dealership Expansion PROJECT LOCATION Fort Collins, CO GR A I N S I Z E - G I N T S T D U S L A B . G D T - 8 / 1 9 / 2 5 1 1 : 3 0 - Y : \ G I N T B A C K U P S \ M A I N T R A N S F E R 1 0 . 2 8 \ P R O J E C T S G E O 2 0 2 5 \ 2 5 . 2 2 . 1 1 6 P E D E R S O N T O Y O T A . G P J Cole Garner Geotechnical1070 W 124th Ave, Suite 300Westminster, CO 80234 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 0.0010.010.1110100 PI Cc 1631 CuLL PL 15 GRAIN SIZE DISTRIBUTION COBBLES GRAVEL 63.9 SAND GRAIN SIZE IN MILLIMETERS coarse fine Classification D100 D60 D30 D10 %Gravel 11 coarse SILT OR CLAYfinemedium 2.0 %Sand %Silt %Clay BOREHOLE DEPTH BOREHOLE DEPTH 3 100 11 24 16 30 1 2006 10 501/2 HYDROMETERU.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS 1403420 406 601.5 8 143/4 3/8 2.0 PE R C E N T F I N E R B Y W E I G H T SANDY LEAN CLAY(CL) 0.075 CLIENT Jarred Black PROJECT NUMBER 25.22.116 PROJECT NAME Pedersen Toyota Dealership Expansion PROJECT LOCATION Fort Collins, CO GR A I N S I Z E - G I N T S T D U S L A B . G D T - 8 / 1 9 / 2 5 1 1 : 3 1 - Y : \ G I N T B A C K U P S \ M A I N T R A N S F E R 1 0 . 2 8 \ P R O J E C T S G E O 2 0 2 5 \ 2 5 . 2 2 . 1 1 6 P E D E R S O N T O Y O T A . G P J Cole Garner Geotechnical1070 W 124th Ave, Suite 300Westminster, CO 80234 1 4 FILL-CLAYEY SAND 8.8 120.4 29 29 18 11 1 9 CLAYEY SAND(SC)4.2 133.0 27 19 11 8 1 14 CLAYEY SAND 5.2 121.2 1 19 LEAN CLAY with SAND 22.9 108.7 1 24 INTERBEDDED CLAYSTONE/SANDSTONE BEDROCK 17.9 113.7 2 4 FILL-CLAYEY SAND with GRAVEL 7.8 127.6 0 32 29 13 16 2 9 CLAYEY SAND 2.9 122.6 -0.3/1000 2 14 CLAYEY SAND 8.3 2 19 INTERBEDDED CLAYSTONE/SANDSTONE BEDROCK 14.6 115.8 2 24 INTERBEDDED CLAYSTONE/SANDSTONE BEDROCK 18.0 107.6 3 4 FILL-CLAYEY SAND 8.0 132.7 33 23 14 9 3 9 CLAYEY SAND 4.3 138.4 3 14 CLAYEY SAND(SC)3.5 141.9 36 20 12 8 3 24 INTERBEDDED CLAYSTONE/SANDSTONE BEDROCK 8.9 136.5 3 29 INTERBEDDED CLAYSTONE/SANDSTONE BEDROCK 20.0 3 34 INTERBEDDED CLAYSTONE/SANDSTONE BEDROCK 15.1 4 4 FILL-CLAYEY SAND 8.9 120.7 +0.2/500 4 9 CLAYEY SAND 3.2 126.5 -0.1/500 4 14 SANDY LEAN CLAY 17.6 109.4 -0.8/1000 4 19 SANDY LEAN CLAY(CL)26.8 100.3 66 40 13 27 4 24 SANDY LEAN CLAY 22.9 107.6 5 2 FILL-CLAYEY SAND to SANDY LEAN CLAY 18.9 106.9 +0.4/200 5 4 FILL-CLAYEY SAND to SANDY LEAN CLAY 11.1 114.7 -0.1/500 5 9 CLAYEY to SILTY SAND 2.9 5 14 CLAYEY to SILTY SAND 14.2 116.8 6 2 FILL-CLAYEY SAND 15.4 109.4 41 34 15 19 6 4 FILL-LEAN CLAY with SAND 19.5 106.3 +0.7/500 0 72 49 16 33 6 9 CLAYEY SAND(SC)9.4 125.4 47 24 15 9 6 14 LEAN CLAY(CL)29.8 94.8 86 43 17 26 7 2 FILL-CLAYEY SAND 8.2 122.2 0 Water Content (%) PAGE 1 OF 2 Liquid Limit Atterberg LimitsDry Density (pcf) Passing #200 Sieve (%) Water Soluble Sulfates (ppm) SUMMARY OF LABORATORY RESULTS Soil Description Plastic Limit Plasticity Index Borehole Depth Swell (+) or Consolidation (-)/ Surcharge (%/psf) CLIENT Pederson Toyota PROJECT NUMBER 25.22.116 PROJECT NAME Pedersen Toyota Dealership Expansion PROJECT LOCATION Fort Collins, CO LA B S U M M A R Y - G I N T S T D U S L A B . G D T - 8 / 2 5 / 2 5 1 3 : 3 2 - Y : \ G I N T B A C K U P S \ M A I N T R A N S F E R 1 0 . 2 8 \ P R O J E C T S G E O 2 0 2 5 \ 2 5 . 2 2 . 1 1 6 P E D E R S O N T O Y O T A . G P J Cole Garner Geotechnical1070 W 124th Ave, Suite 300Westminster, CO 80234 7 4 FILL-CLAYEY SAND 11.2 120.3 34 27 15 12 7 9 SILTY SAND(SM)4.9 15 NP NP NP 7 14 SILTY SAND 7.5 127.3 -0.4/1000 8 2 FILL-CLAYEY SAND 11.7 125.2 40 27 14 13 8 4 CLAYEY SAND 5.1 9 2 FILL-SILTY, CLAYEY SAND 10.0 127.1 43 22 16 6 9 4 CLAYEY to SILTY SAND 13.2 119.8 10 2 FILL-CLAYEY SAND 9.6 124.8 +0.4/200 0 44 26 14 12 10 4 CLAYEY SAND 8.3 123.6 11 2 FILL-SANDY LEAN CLAY 14.7 116.8 +1.1/200 64 31 16 15 11 4 SANDY LEAN CLAY 9.2 125.9 Water Content (%) PAGE 2 OF 2 Liquid Limit Atterberg LimitsDry Density (pcf) Passing #200 Sieve (%) Water Soluble Sulfates (ppm) SUMMARY OF LABORATORY RESULTS Soil Description Plastic Limit Plasticity Index Borehole Depth Swell (+) or Consolidation (-)/ Surcharge (%/psf) CLIENT Pederson Toyota PROJECT NUMBER 25.22.116 PROJECT NAME Pedersen Toyota Dealership Expansion PROJECT LOCATION Fort Collins, CO LA B S U M M A R Y - G I N T S T D U S L A B . G D T - 8 / 2 5 / 2 5 1 3 : 3 2 - Y : \ G I N T B A C K U P S \ M A I N T R A N S F E R 1 0 . 2 8 \ P R O J E C T S G E O 2 0 2 5 \ 2 5 . 2 2 . 1 1 6 P E D E R S O N T O Y O T A . G P J Cole Garner Geotechnical1070 W 124th Ave, Suite 300Westminster, CO 80234 Geotechnical Engineering Report Pedersen Toyota Dealership Expansion – Fort Collins, CO CGG Project No. 25.22.116 APPENDIX C GENERAL NOTES GENERAL NOTES DRILLING & SAMPLING SYMBOLS: SS: Split Spoon - 1!" I.D., 2" O.D., unless otherwise noted HS: Hollow Stem Auger ST: Thin-Walled Tube – 2.5" O.D., unless otherwise noted PA: Power Auger RS: Ring Sampler - 2.42" I.D., 3" O.D., unless otherwise noted HA: Hand Auger CB: California Barrel - 1.92" I.D., 2.5" O.D., unless otherwise noted RB: Rock Bit BS: Bulk Sample or Auger Sample WB: Wash Boring or Mud Rotary The number of blows required to advance a standard 2-inch O.D. split-spoon sampler (SS) the last 12 inches of the total 18-inch penetration with a 140-pound hammer falling 30 inches is considered the “Standard Penetration” or “N-value”. For 2.5” O.D. California Barrel samplers (CB) the penetration value is reported as the number of blows required to advance the sampler 12 inches using a 140-pound hammer falling 30 inches, reported as “blows per inch,” and is not considered equivalent to the “Standard Penetration” or “N-value”. WATER LEVEL MEASUREMENT SYMBOLS: WL: Water Level WS: While Sampling WCI: Wet Cave in WD: While Drilling DCI: Dry Cave in BCR: Before Casing Removal AB: After Boring ACR: After Casing Removal Water levels indicated on the boring logs are the levels measured in the borings at the times indicated. Groundwater levels at other times and other locations across the site could vary. In pervious soils, the indicated levels may reflect the location of groundwater. In low permeability soils, the accurate determination of groundwater levels may not be possible with only short-term observations. DESCRIPTIVE SOIL CLASSIFICATION: Soil classification is based on the Unified Classification System. Coarse Grained Soils have more than 50% of their dry weight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils have less than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are plastic, and silts if they are slightly plastic or non-plastic. Major constituents may be added as modifiers and minor constituents may be added according to the relative proportions based on grain size. In addition to gradation, coarse-grained soils are defined on the basis of their in-place relative density and fine-grained soils on the basis of their consistency. FINE-GRAINED SOILS COARSE-GRAINED SOILS BEDROCK (CB) Blows/Ft. (SS) Blows/Ft. Consistency (CB) Blows/Ft. (SS) Blows/Ft. Relative Density (CB) Blows/Ft. (SS) Blows/Ft. Consistency < 3 0-2 Very Soft 0-5 < 3 Very Loose < 24 < 20 Weathered 3-5 3-4 Soft 6-14 4-9 Loose 24-35 20-29 Firm 6-10 5-8 Medium Stiff 15-46 10-29 Medium Dense 36-60 30-49 Medium Hard 11-18 9-15 Stiff 47-79 30-50 Dense 61-96 50-79 Hard 19-36 16-30 Very Stiff > 79 > 50 Very Dense > 96 > 79 Very Hard > 36 > 30 Hard RELATIVE PROPORTIONS OF SAND AND GRAVEL GRAIN SIZE TERMINOLOGY Descriptive Terms of Other Constituents Percent of Dry Weight Major Component of Sample Particle Size Trace < 15 Boulders Over 12 in. (300mm) With 15 – 29 Cobbles 12 in. to 3 in. (300mm to 75 mm) Modifier > 30 Gravel 3 in. to #4 sieve (75mm to 4.75 mm) Sand Silt or Clay #4 to #200 sieve (4.75mm to 0.075mm) Passing #200 Sieve (0.075mm) RELATIVE PROPORTIONS OF FINES PLASTICITY DESCRIPTION Descriptive Terms of Other Constituents Percent of Dry Weight Term Plasticity Index Trace With Modifiers < 5 5 – 12 > 12 Non-plastic Low Medium High 0 1-10 11-30 30+ UNIFIED SOIL CLASSIFICATION SYSTEM Criteria for Assigning Group Symbols and Group Names Using Laboratory TestsA Soil Classification Group Symbol Group NameB Cu ! 4 and 1 " Cc " 3E GW Well graded gravelF Clean Gravels Less than 5% finesC Cu < 4 and/or 1 > Cc > 3E GP Poorly graded gravelF Fines classify as ML or MH GM Silty gravelF,G, H Coarse Grained Soils More than 50% retained on No. 200 sieve Gravels More than 50% of coarse fraction retained on No. 4 sieve Gravels with Fines More than 12% finesC Fines classify as CL or CH GC Clayey gravelF,G,H Cu ! 6 and 1 " Cc " 3E SW Well graded sandI Clean Sands Less than 5% finesD Cu < 6 and/or 1 > Cc > 3E SP Poorly graded sandI Fines classify as ML or MH SM Silty sandG,H,I Sands 50% or more of coarse fraction passes No. 4 sieve Sands with Fines More than 12% finesD Fines classify as CL or CH SC Clayey sandG,H,I PI > 7 and plots on or above “A” lineJ CL Lean clayK,L,M Silts and Clays Liquid limit less than 50 Inorganic PI < 4 or plots below “A” lineJ ML SiltK,L,M Liquid limit - oven dried Organic clayK,L,M,N Fine-Grained Soils 50% or more passes the No. 200 sieve Organic Liquid limit - not dried < 0.75 OL Organic siltK,L,M,O Inorganic PI plots on or above “A” line CH Fat clayK,L,M Silts and Clays Liquid limit 50 or more PI plots below “A” line MH Elastic siltK,L,M Liquid limit - oven dried Organic clayK,L,M,P Organic Liquid limit - not dried < 0.75 OH Organic siltK,L,M,Q Highly organic soils Primarily organic matter, dark in color, and organic odor PT Peat A Based on the material passing the 3-in. (75-mm) sieve B If field sample contained cobbles or boulders, or both, add “with cobbles or boulders, or both” to group name. C Gravels with 5 to 12% fines require dual symbols: GW-GM well graded gravel with silt, GW-GC well graded gravel with clay, GP-GM poorly graded gravel with silt, GP-GC poorly graded gravel with clay. D Sands with 5 to 12% fines require dual symbols: SW-SM well graded sand with silt, SW-SC well graded sand with clay, SP-SM poorly graded sand with silt, SP-SC poorly graded sand with clay E Cu = D60/D10 Cc = F If soil contains ! 15% sand, add “with sand” to group name. G If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM. HIf fines are organic, add “with organic fines” to group name. I If soil contains ! 15% gravel, add “with gravel” to group name. J If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay. K If soil contains 15 to 29% plus No. 200, add “with sand” or “with gravel,” whichever is predominant. L If soil contains ! 30% plus No. 200 predominantly sand, add “sandy” to group name. M If soil contains ! 30% plus No. 200, predominantly gravel, add “gravelly” to group name. N PI ! 4 and plots on or above “A” line. O PI < 4 or plots below “A” line. P PI plots on or above “A” line. Q PI plots below “A” line. ROCK CLASSIFICATION (Based on ASTM C-294) Sedimentary Rocks Sedimentary rocks are stratified materials laid down by water or wind. The sediments may be composed of particles or pre-existing rocks derived by mechanical weathering, evaporation or by chemical or organic origin. The sediments are usually indurated by cementation or compaction. Chert Very fine-grained siliceous rock composed of micro-crystalline or cyrptocrystalline quartz, chalcedony or opal. Chert is various colored, porous to dense, hard and has a conchoidal to splintery fracture. Claystone Fine-grained rock composed of or derived by erosion of silts and clays or any rock containing clay. Soft massive and may contain carbonate minerals. Conglomerate Rock consisting of a considerable amount of rounded gravel, sand and cobbles with or without interstitial or cementing material. The cementing or interstitial material may be quartz, opal, calcite, dolomite, clay, iron oxides or other materials. Dolomite A fine-grained carbonate rock consisting of the mineral dolomite [CaMg(CO3)2]. May contain noncarbonate impurities such as quartz, chert, clay minerals, organic matter, gypsum and sulfides. Reacts with hydrochloric acid (HCL). Limestone A fine-grained carbonate rock consisting of the mineral calcite (CaCO3). May contain noncarbonate impurities such as quartz, chert, clay minerals, organic matter, gypsum and sulfides. Reacts with hydrochloric acid (HCL). Sandstone Rock consisting of particles of sand with or without interstitial and cementing materials. The cementing or interstitial material may be quartz, opal, calcite, dolomite, clay, iron oxides or other material. Shale Fine-grained rock composed of or derived by erosion of silts and clays or any rock containing clay. Shale is hard, platy, of fissile may be gray, black, reddish or green and may contain some carbonate minerals (calcareous shale). Siltstone Fine grained rock composed of or derived by erosion of silts or rock containing silt. Siltstones consist predominantly of silt sized particles (0.0625 to 0.002 mm in diameter) and are intermediate rocks between claystones and sandstones and may contain carbonate minerals. LABORATORY TEST SIGNIFICANCE AND PURPOSE TEST SIGNIFICANCE PURPOSE California Bearing Ratio Used to evaluate the potential strength of subgrade soil, subbase, and base course material, including recycled materials for use in road and airfield pavements. Pavement Thickness Design Consolidation Used to develop an estimate of both the rate and amount of both differential and total settlement of a structure. Foundation Design Direct Shear Used to determine the consolidated drained shear strength of soil or rock. Bearing Capacity, Foundation Design, and Slope Stability Dry Density Used to determine the in-place density of natural, inorganic, fine-grained soils. Index Property Soil Behavior Expansion Used to measure the expansive potential of fine-grained soil and to provide a basis for swell potential classification. Foundation and Slab Design Gradation Used for the quantitative determination of the distribution of particle sizes in soil. Soil Classification Liquid & Plastic Limit, Plasticity Index Used as an integral part of engineering classification systems to characterize the fine-grained fraction of soils, and to specify the fine-grained fraction of construction materials. Soil Classification Permeability Used to determine the capacity of soil or rock to conduct a liquid or gas. Groundwater Flow Analysis pH Used to determine the degree of acidity or alkalinity of a soil. Corrosion Potential Resistivity Used to indicate the relative ability of a soil medium to carry electrical currents. Corrosion Potential R-Value Used to evaluate the potential strength of subgrade soil, subbase, and base course material, including recycled materials for use in road and airfield pavements. Pavement Thickness Design Soluble Sulfate Used to determine the quantitative amount of soluble sulfates within a soil mass. Corrosion Potential Unconfined Compression To obtain the approximate compressive strength of soils that possess sufficient cohesion to permit testing in the unconfined state. Bearing Capacity Analysis for Foundations Water Content Used to determine the quantitative amount of water in a soil mass. Index Property Soil Behavior REPORT TERMINOLOGY (Based on ASTM D653) Allowable Soil Bearing Capacity The recommended maximum contact stress developed at the interface of the foundation element and the supporting material. Alluvium Soil, the constituents of which have been transported in suspension by flowing water and subsequently deposited by sedimentation. Aggregate Base Course A layer of specified material placed on a subgrade or subbase usually beneath slabs or pavements. Backfill A specified material placed and compacted in a confined area. Bedrock A natural aggregate of mineral grains connected by strong and permanent cohesive forces. Usually requires drilling, wedging, blasting or other methods of extraordinary force for excavation. Bench A horizontal surface in a sloped deposit. Caisson (Drilled Pier or Shaft) A concrete foundation element cast in a circular excavation which may have an enlarged base. Sometimes referred to as a cast-in-place pier or drilled shaft. Coefficient of Friction A constant proportionality factor relating normal stress and the corresponding shear stress at which sliding starts between the two surfaces. Colluvium Soil, the constituents of which have been deposited chiefly by gravity such as at the foot of a slope or cliff. Compaction The densification of a soil by means of mechanical manipulation Concrete Slab-on- Grade A concrete surface layer cast directly upon a base, subbase or subgrade, and typically used as a floor system. Differential Movement Unequal settlement or heave between, or within foundation elements of structure. Earth Pressure The pressure exerted by soil on any boundary such as a foundation wall. ESAL Equivalent Single Axle Load, a criteria used to convert traffic to a uniform standard, (18,000 pound axle loads). Engineered Fill Specified material placed and compacted to specified density and/or moisture conditions under observations of a representative of a geotechnical engineer. Equivalent Fluid A hypothetical fluid having a unit weight such that it will produce a pressure against a lateral support presumed to be equivalent to that produced by the actual soil. This simplified approach is valid only when deformation conditions are such that the pressure increases linearly with depth and the wall friction is neglected. Existing Fill (or Man-Made Fill) Materials deposited throughout the action of man prior to exploration of the site. Existing Grade The ground surface at the time of field exploration. REPORT TERMINOLOGY (Based on ASTM D653) Expansive Potential The potential of a soil to expand (increase in volume) due to absorption of moisture. Finished Grade The final grade created as a part of the project. Footing A portion of the foundation of a structure that transmits loads directly to the soil. Foundation The lower part of a structure that transmits the loads to the soil or bedrock. Frost Depth The depth at which the ground becomes frozen during the winter season. Grade Beam A foundation element or wall, typically constructed of reinforced concrete, used to span between other foundation elements such as drilled piers. Groundwater Subsurface water found in the zone of saturation of soils or within fractures in bedrock. Heave Upward movement. Lithologic The characteristics which describe the composition and texture of soil and rock by observation. Native Grade The naturally occurring ground surface. Native Soil Naturally occurring on-site soil, sometimes referred to as natural soil. Optimum Moisture Content The water content at which a soil can be compacted to a maximum dry unit weight by a given compactive effort. Perched Water Groundwater, usually of limited area maintained above a normal water elevation by the presence of an intervening relatively impervious continuous stratum. Scarify To mechanically loosen soil or break down existing soil structure. Settlement Downward movement. Skin Friction (Side Shear) The frictional resistance developed between soil and an element of the structure such as a drilled pier. Soil (Earth) Sediments or other unconsolidated accumulations of solid particles produced by the physical and chemical disintegration of rocks, and which may or may not contain organic matter. Strain The change in length per unit of length in a given direction. Stress The force per unit area acting within a soil mass. Strip To remove from present location. Subbase A layer of specified material in a pavement system between the subgrade and base course. Subgrade The soil prepared and compacted to support a structure, slab or pavement system. 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. RAINFALL INTENSITY K:\NCO_Civil\296073000_Pedersen Toyota\_Project Files\Eng\Drainage\Rational Method\EX CIA Calcs.xlsx PROJECT NAME: Toyota Pedersen 7/15/2025 PROJECT NUMBER: 296073000 CALCULATED BY: RJP CHECKED BY:EPF SOIL: GROUP C Lawns, Clayey Soil Rooftop Asphalt, Concrete Gravel/Pavers LAND USE:AREA AREA AREA AREA 2-YEAR COEFF.0.20 0.95 0.95 0.50 100-YEAR COEFF.0.25 1.00 1.00 0.63 IMPERVIOUS %2%90%100%40% Lawns, Clayey Soil Rooftop Asphalt, Concrete Gravel/Pavers TOTAL DESIGN DESIGN AREA AREA AREA AREA AREA BASIN POINT (AC)(AC)(AC)(AC)(AC)C(2)C(100)Imp % EX-A EX-A 0.18 0.45 2.08 0.00 2.71 0.90 0.95 92% EX-B EX-B 0.29 0.00 1.78 0.00 2.07 0.84 0.89 86% 0.47 0.45 3.86 0.00 4.78 0.88 0.93 89% 10%9%81%0%BASIN SUBTOTAL On-Site Basins Flowing On-site RUNOFF COEFFICIENTS - EX. IMPERVIOUS CALCULATION K:\NCO_Civil\296073000_Pedersen Toyota\_Project Files\Eng\Drainage\Rational Method\EX CIA Calcs.xlsx Toyota Pedersen DATE: 7/15/2025 296073000 RJP EPF FINAL Tc DESIGN AREA C2 LENGTH SLOPE Ti LENGTH SLOPE R VEL Tt COMP.TOTAL TOTAL TOTAL Tc BASIN Ac Ft %Min.Ft.%fps Min.tc LENGTH SLOPE IMP.Min.Min. EX-A 2.71 0.90 175 2.5%3.6 85 4.0%0.195 2.9 0.5 4.1 260 3.0%92%11.4 5.0 EX-B 2.07 0.84 190 1.0%6.6 350 2.0%0.195 2.0 2.9 9.5 540 1.6%86%13.0 9.5 Tc CHECK (URBANIZED BASINS) PROJECT NAME: PROJECT NUMBER: DATA INITIAL TIME (Ti) TRAVEL TIME (Tt) SUB-BASIN CALCULATED BY: CHECKED BY: On-Site Basins 2-Year Time of Concentration K:\NCO_Civil\296073000_Pedersen Toyota\_Project Files\Eng\Drainage\Rational Method\EX CIA Calcs.xlsx Toyota Pedersen DATE: 7/15/2025 296073000 RJP EPF FINAL Tc DESIGN AREA C100 LENGTH SLOPE Ti LENGTH SLOPE R VEL Tt COMP.TOTAL TOTAL TOTAL Tc BASIN Ac Ft %Min.Ft.%fps Min.tc LENGTH SLOPE IMP.Min.Min. EX-A 2.71 0.95 175 2.5%2.7 85 4.0%0.195 2.9 0.5 3.2 260 3.0%92%11.4 5.0 EX-B 2.07 0.89 190 1.0%5.3 350 2.0%0.195 2.0 2.9 8.2 540 1.6%86%13.0 8.2 On-Site Basins SUB-BASIN INITIAL TRAVEL TIME Tc CHECK DATA TIME (Ti)(Tt)(URBANIZED BASINS) CHECKED BY: 100-Year Time of Concentration PROJECT NAME: PROJECT NUMBER: CALCULATED BY: K:\NCO_Civil\296073000_Pedersen Toyota\_Project Files\Eng\Drainage\Rational Method\EX CIA Calcs.xlsx DATE: 7/15/2025 Toyota Pedersen 296073000 RJP P1 (1-Hour Rainfall) =0.82 EPF REMARKS DESIGN POINT AREA (AC) RUNOFF COEFF tc (min) C*A(ac) I (in/hr) Q (cfs) EX-A 2.71 0.90 5.00 2.44 2.78 6.79 Existing Drainage Flows EX-B 2.07 0.84 9.45 1.75 2.27 3.97 Existing Drainage Flows DESGIN BASIN STORM DRAINAGE DESIGN - RATIONAL METHOD 2 YEAR EVENT PROJECT NAME: PROJECT NUMBER: CALCULATED BY: CHECKED BY: On-Site Basins EX-A EX-B K:\NCO_Civil\296073000_Pedersen Toyota\_Project Files\Eng\Drainage\Rational Method\EX CIA Calcs.xlsx DATE: 7/15/2025 Toyota Pedersen 296073000 RJP P1 (1-Hour Rainfall) =2.86 EPF REMARKS DESIGN POINT AREA (AC) RUNOFF COEFF tc (min) C*A(ac) I (in/hr) Q (cfs) EX-A 2.71 0.95 5.00 2.58 9.70 24.98 Existing Drainage Flows EX-B 2.07 0.89 9.45 1.85 7.91 14.65 Existing Drainage Flows DESIGN BASIN On-Site Basins EX-A EX-B CALCULATED BY: STORM DRAINAGE DESIGN - RATIONAL METHOD 100 YEAR EVENT PROJECT NAME: PROJECT NUMBER: CHECKED BY: K:\NCO_Civil\296073000_Pedersen Toyota\_Project Files\Eng\Drainage\Rational Method\EX CIA Calcs.xlsx PROJECT NAME:Toyota Pedersen DATE: 7/15/2025 PROJECT NUMBER: 296073000 CALCULATED BY:RJP CHECKED BY: EPF IMPERVIOUSNESS %Q2 Q100 EX-A EX-A 2.71 92%6.79 24.98 EX-B EX-B 2.07 86%3.97 14.65 4.78 89%10.75 39.63 On-Site Basins Flowing On-Site DESIGN POINT RATIONAL CALCULATIONS SUMMARY TRIBUTARY BASINS TRIBUTARY AREA (AC) PEAK FLOWS (CFS) TOTAL K:\NCO_Civil\296073000_Pedersen Toyota\_Project Files\Eng\Drainage\Rational Method\EX CIA Calcs.xlsx 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. RAINFALL INTENSITY K:\NCO_Civil\296073000_Pedersen Toyota\_Project Files\Eng\Drainage\Rational Method\PR CIA Calcs.xlsx PROJECT NAME: Toyota Pedersen 7/15/2025 PROJECT NUMBER: 96315014 CALCULATED BY: RJP CHECKED BY: EPF SOIL: GROUP C Lawns, Clayey Soil Rooftop Asphalt, Concrete Gravel/Pavers Commercial LAND USE:AREA AREA AREA AREA AREA 2-YEAR COEFF.0.20 0.95 0.95 0.50 0.85 100-YEAR COEFF.0.25 1.00 1.00 0.63 1.00 IMPERVIOUS %2%90%100%40%80% Lawns, Clayey Soil Rooftop Asphalt, Concrete Gravel/Pavers Commercial TOTAL DESIGN DESIGN AREA AREA AREA AREA AREA AREA BASIN POINT (AC)(AC)(AC)(AC)(AC)(AC)C(2)C(100)Imp % 1A 1A 0.12 0.00 1.04 0.00 0.00 1.16 0.87 0.92 90% 2A 2A 0.00 1.03 0.00 0.00 0.00 1.03 0.95 1.00 90% 3A 3A 0.05 0.00 0.31 0.00 0.00 0.36 0.85 0.90 86% 1B 1B 0.22 0.00 0.69 0.00 0.00 0.91 0.77 0.82 76% 2B 2B 0.31 0.00 0.65 0.00 0.00 0.96 0.71 0.76 68% 3B 3B 0.08 0.00 0.38 0.00 0.00 0.46 0.82 0.87 83% SUB BASIN A TOTAL A 0.17 1.03 1.35 0.00 0.00 2.55 0.90 0.95 89% SUB BASIN B TOTAL B 0.61 0.00 1.72 0.00 0.00 2.33 0.75 0.80 74% 0.78 1.03 3.07 0.00 0.00 4.88 0.83 0.88 82% 16%21%63%0%0% OS1 OS1 0.14 0.00 0.00 0.00 0.00 0.14 0.20 0.31 2% 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. Frequency adjustment factor has been applied to composite C values per Table 3.2-3. SITE TOTAL On-Site Basins Flowing On-site RUNOFF COEFFICIENTS - IMPERVIOUS CALCULATION On-Site Basins Flowing Off-site K:\NCO_Civil\296073000_Pedersen Toyota\_Project Files\Eng\Drainage\Rational Method\PR CIA Calcs.xlsx Toyota Pedersen DATE: 7/15/2025 96315014 RJP EPF FINAL Tc DESIGN AREA C2 LENGTH SLOPE Ti LENGTH SLOPE R VEL Tt COMP.TOTAL TOTAL TOTAL Tc BASIN Ac Ft %Min.Ft.%fps Min.tc LENGTH SLOPE IMP.Min.Min. 1A 1.16 0.87 180 1.8%4.7 120 1.5%0.195 4.7 0.4 5.1 300 1.7%90%11.7 5.1 2A 1.03 0.95 150 5.0%2.0 0 1.0%0.195 3.9 0.0 2.0 150 5.0%90%10.8 5.0 3A 0.36 0.85 115 1.5%4.5 75 1.0%0.195 3.9 0.3 4.8 190 1.3%86%11.1 5.0 1B 0.91 0.77 150 2.0%6.0 165 0.5%0.195 2.7 1.0 7.0 315 1.2%76%11.8 7.0 2B 0.96 0.71 175 3.0%6.7 25 1.0%0.195 3.9 0.1 6.8 200 2.8%68%11.1 6.8 3B 0.46 0.82 80 3.5%3.1 80 1.0%0.195 3.9 0.3 3.4 160 2.3%83%10.9 5.0 SUB BASIN A TOTAL 2.55 0.90 180 1.8%4.1 120 1.5%0.195 4.7 0.4 4.5 300 1.7%89%11.7 5.0 SUB BASIN B TOTAL 2.33 0.75 175 3.0%5.9 25 1.0%0.195 3.9 0.1 6.0 200 2.8%74%11.1 6.0 OS1 0.14 0.20 35 2.5%7.3 0 1.0%0.195 3.9 0.0 7.3 35 2.5%2%10.2 7.3 On-Site Basins Flowing Off-Site CHECKED BY: On-Site Basins 2-Year Time of Concentration Tc CHECK (URBANIZED BASINS) PROJECT NAME: PROJECT NUMBER: DATA INITIAL TIME (Ti) TRAVEL TIME (Tt) SUB-BASIN CALCULATED BY: K:\NCO_Civil\296073000_Pedersen Toyota\_Project Files\Eng\Drainage\Rational Method\PR CIA Calcs.xlsx Toyota Pedersen DATE: 7/15/2025 96315014 RJP EPF FINAL Tc DESIGN AREA C100 LENGTH SLOPE Ti LENGTH SLOPE R VEL Tt COMP.TOTAL TOTAL TOTAL Tc BASIN Ac Ft %Min.Ft.%fps Min.tc LENGTH SLOPE IMP.Min.Min. 1A 1.16 0.92 180 0 3.7 120 0 0.195 4.7 0.4 4.1 300 1.7%90%11.7 5.0 2A 1.03 1.00 150 0 1.3 0 0 0.195 3.9 0.0 1.3 150 5.0%90%10.8 5.0 3A 0.36 0.90 115 0 3.6 75 0 0.195 3.9 0.3 3.9 190 1.3%86%11.1 5.0 1B 0.91 0.82 150 0 5.1 165 0 0.195 2.7 1.0 6.1 315 1.2%76%11.8 6.1 2B 0.96 0.76 175 0 5.9 25 0 0.195 3.9 0.1 6.0 200 2.8%68%11.1 6.0 3B 0.46 0.87 80 0 2.5 80 0 0.195 3.9 0.3 2.9 160 2.3%83%10.9 5.0 SUB BASIN A TOTAL 2.55 0.95 180 0 3.1 120 0 0.195 4.7 0.4 3.5 300 1.7%89%11.7 5.0 SUB BASIN B TOTAL 2.33 0.80 175 0 5.1 25 0 0.195 3.9 0.1 5.2 200 2.8%74%11.1 5.2 OS1 0.14 0.31 35 2.5%6.4 0 1.0%0.195 3.9 0.0 6.4 35 2.5%2%10.2 6.4 On-Site Basins Flowing Off-Site On-Site Basins CHECKED BY: SUB-BASIN INITIAL TRAVEL TIME Tc CHECK DATA TIME (Ti)(Tt)(URBANIZED BASINS) 100-Year Time of Concentration PROJECT NAME: PROJECT NUMBER: CALCULATED BY: K:\NCO_Civil\296073000_Pedersen Toyota\_Project Files\Eng\Drainage\Rational Method\PR CIA Calcs.xlsx DATE: 7/15/2025 Toyota Pedersen 96315014 RJP P1 (1-Hour Rainfall) =0.82 EPF REMARKS DESIGN POINT AREA (AC) RUNOFF COEFF tc (min) C*A(ac) I (in/hr) Q (cfs) 1A 1.16 0.87 5.12 1.01 2.76 2.80 Northeastern portion of the site. Runoff drains north to a Type R Inlet. 2A 1.03 0.95 5.00 0.98 2.78 2.72 Existing building and building addition. Runoff drain to downspouts and directly into private storm system 3A 0.36 0.85 5.00 0.30 2.78 0.85 Southeastern portion of the site.Runoff drains south east to a Type R Inlet. 1B 0.91 0.77 7.03 0.70 2.52 1.76 Northwestern portion of the site. Runoff drains northwest to a Type R Inlet. 2B 0.96 0.71 6.83 0.68 2.54 1.73 West central portion of the site. Runoff drains east to a Type R Inlet. 3B 0.46 0.82 5.00 0.38 2.78 1.05 Southwestern portion of the site. Runoff drains east to a Type R Inlet. A 2.55 0.90 5.00 2.30 2.78 6.38 Eastern basin. Runoff drains to an underground storage LID facility. B 2.33 0.75 6.05 1.76 2.64 4.63 Western basin. Runoff drains to an underground storage LID facility. OS1 0.14 0.20 7.34 0.03 2.48 0.07 Flows North to College Ave and Kensington Dr 1A 2A 3A SUB BASIN B TOTAL 1B 2B 3B SUB BASIN A TOTAL On-Site Basins Flowing Off-Site OS1 STORM DRAINAGE DESIGN - RATIONAL METHOD 2 YEAR EVENT PROJECT NAME: PROJECT NUMBER: CALCULATED BY: CHECKED BY: DESGIN BASIN On-Site Basins K:\NCO_Civil\296073000_Pedersen Toyota\_Project Files\Eng\Drainage\Rational Method\PR CIA Calcs.xlsx DATE: 7/15/2025 Toyota Pedersen 96315014 RJP P1 (1-Hour Rainfall) =2.86 EPF REMARKS DESIGN POINT AREA (AC) RUNOFF COEFF tc (min) C*A(ac) I (in/hr) Q (cfs) 1A 1.16 0.92 5.12 1.07 9.64 10.32 Northeastern portion of the site. Runoff drains north to a Type R Inlet. 2A 1.03 1.00 5.00 1.03 9.70 9.99 Existing building and building addition. Runoff drain to downspouts and directly into private storm system 3A 0.36 0.90 5.00 0.32 9.70 3.13 Southeastern portion of the site.Runoff drains south east to a Type R Inlet. 1B 0.91 0.82 7.03 0.75 8.78 6.54 Northwestern portion of the site. Runoff drains northwest to a Type R Inlet. 2B 0.96 0.76 6.83 0.73 8.86 6.45 West central portion of the site. Runoff drains east to a Type R Inlet. 3B 0.46 0.87 5.00 0.40 9.70 3.88 Southwestern portion of the site. Runoff drains east to a Type R Inlet. A 2.55 0.95 5.00 2.42 9.70 23.50 Eastern basin. Runoff drains to an underground storage LID facility. B 2.33 0.80 6.05 1.87 9.20 17.22 Western basin. Runoff drains to an underground storage LID facility. OS1 0.14 0.31 7.34 0.04 8.66 0.38 Flows North to College Ave and Kensington Dr STORM DRAINAGE DESIGN - RATIONAL METHOD 100 YEAR EVENT PROJECT NAME: PROJECT NUMBER: On-Site Basins Flowing Off-Site 2A 1A CALCULATED BY: 2B 3B SUB BASIN A TOTAL SUB BASIN B TOTAL CHECKED BY: OS1 DESIGN BASIN On-Site Basins 3A 1B K:\NCO_Civil\296073000_Pedersen Toyota\_Project Files\Eng\Drainage\Rational Method\PR CIA Calcs.xlsx PROJECT NAME:Toyota Pedersen DATE: 7/15/2025 PROJECT NUMBER: 96315014 CALCULATED BY:RJP CHECKED BY: EPF IMPERVIOUSNESS %Q2 Q100 1A 1A 1.16 90%2.80 10.32 2A 2A 1.03 90%2.72 9.99 3A 3A 0.36 86%0.85 3.13 1B 1B 0.91 76%1.76 6.54 2B 2B 0.96 68%1.73 6.45 3B 3B 0.46 83%1.05 3.88 A SUB BASIN A TOTAL 2.55 89%6.38 23.50 B SUB BASIN B TOTAL 2.33 74%4.63 17.22 9.76 82%21.92 81.03 OS1 OS1 0.14 2%0.07 0.38 RATIONAL CALCULATIONS SUMMARY TRIBUTARY BASINS TRIBUTARY AREA (AC) PEAK FLOWS (CFS) TOTAL DESIGN POINT On-Site Basins Flowing On-Site On-Site Basins Flowing Off-Site K:\NCO_Civil\296073000_Pedersen Toyota\_Project Files\Eng\Drainage\Rational Method\PR CIA Calcs.xlsx PROJECT NAME:Toyota Pedersen DATE: 7/15/2025 PROJECT NUMBER: 96315014 CALCULATED BY:RJP CHECKED BY: EPF Imperviousness:89% a:0.8 WQCV:0.314 in Drain Time:12 hours WQCV:3493.38 ft3 Area:2.55 acres Total Site Area:2.55 acres Req'd Imp Area for LID Treatment:1.79 acres Total Site Impervious Area:2.38 acres Total Site Area to LID:2.5 acres Added/Modified Impervious Area:2.38 acres Provided Impervious Area to LID:2.4 acres Inputs Results Low Impact Development Area Calculation WQCV Calculation Basin A Inputs Results K:\NCO_Civil\296073000_Pedersen Toyota\_Project Files\Eng\Drainage\Rational Method\PR CIA Calcs.xlsx PROJECT NAME:Toyota Pedersen DATE: 7/15/2025 PROJECT NUMBER: 96315014 CALCULATED BY:RJP CHECKED BY: EPF Imperviousness:74% a:0.8 WQCV:0.235 in Drain Time:12 hours WQCV:2389.67 ft3 Area:2.33 acres Total Site Area:2.33 acres Req'd Imp Area for LID Treatment:1.29 acres Total Site Impervious Area:1.72 acres Total Site Area to LID:2.3 acres Added/Modified Impervious Area:1.72 acres Provided Impervious Area to LID:1.7 acres Inputs Results Low Impact Development Area Calculation WQCV Calculation Basin B Inputs Results K:\NCO_Civil\296073000_Pedersen Toyota\_Project Files\Eng\Drainage\Rational Method\PR CIA Calcs.xlsx PROJECT NAME:Toyota Pedersen DATE: ##### PROJECT NUMBER: 96315014 CALCULATED BY:RJP CHECKED BY: EPF SF SF SF SF SF SF SF SFTotal Treatment Area Percent Total Project Area Treated 2390 #REF! #REF! #REF! #REF! #REF! TOTAL TREATMENT VALUES Overall Run-on Ratio for Rain Garden (50:1 Max) Total Rain Garden Treatment Area Run-on area for Rain Garden Rain Garden Area LID TREATMENT MEASURES Rain Garden Target Treatment Percentatge Minimum Area of LID Treatment: 75% #REF! LID TREATMENT SUMMARY TABLE Project Summary Imperviousness: Total Impervious Area: Total Area:#REF! 80% #REF! K:\NCO_Civil\296073000_Pedersen Toyota\_Project Files\Eng\Drainage\Rational Method\PR CIA Calcs.xlsx PROJECT NAME:Toyota Pedersen DATE: 7/15/2025 PROJECT NUMBER: 96315014 CALCULATED BY:RJP CHECKED BY: EPF Design Point:1 WQCV:3493 ft3 Design Storm:100-yr Det. Vol.:0 ft3 Developed "C":0.96 Total Vol.3493 ft3 Area (A):2.50 acres 0.08 ac-ft Max. Release (QOUT):6.79 cfs Time Time 100-yr Intensity Q100 Inflow (Runoff) Volume Outflow (Release) Volume Storage Detention Volume (Minutes)(Seconds)(in/hr)(cfs)(ft3)(ft3)(ft3) 5 300 9.95 23.88 7164 2037 5127 10 600 7.72 18.53 11117 4074 7043 15 900 6.52 15.65 14083 6111 7972 20 1200 5.60 13.44 16128 8148 7980 25 1500 4.98 11.95 17928 10185 7743 30 1800 4.52 10.85 19526 12222 7304 35 2100 4.08 9.79 20563 14259 6304 40 2400 3.74 8.98 21542 16296 5246 45 2700 3.46 8.30 22421 18333 4088 50 3000 3.23 7.75 23256 20370 2886 55 3300 3.06 7.34 24235 22407 1828 60 3600 2.86 6.86 24710 24444 266 65 3900 2.71 6.50 25366 26481 -1115 70 4200 2.59 6.22 26107 28518 -2411 75 4500 2.47 5.93 26676 30555 -3879 80 4800 2.38 5.71 27418 32592 -5174 85 5100 2.29 5.50 28030 34629 -6599 90 5400 2.21 5.30 28642 36666 -8024 95 5700 2.13 5.11 29138 38703 -9565 100 6000 2.06 4.94 29664 40740 -11076 105 6300 2.00 4.80 30240 42777 -12537 110 6600 1.94 4.66 30730 44814 -14084 115 6900 1.88 4.51 31133 46851 -15718 120 7200 1.84 4.42 31795 48888 -17093 FAA Detention Pond Volume Calculation Water Quality Volume Capacity Basin A Inputs Results K:\NCO_Civil\296073000_Pedersen Toyota\_Project Files\Eng\Drainage\Rational Method\PR CIA Calcs.xlsx PROJECT NAME:Toyota Pedersen DATE: 7/15/2025 PROJECT NUMBER: 96315014 CALCULATED BY:RJP CHECKED BY: EPF Design Point:1 WQCV:2390 ft3 Design Storm:100-yr Det. Vol.:0 ft3 Developed "C":0.81 Total Vol.2390 ft3 Area (A):2.25 acres 0.05 ac-ft Max. Release (QOUT):3.97 cfs Time Time 100-yr Intensity Q100 Inflow (Runoff) Volume Outflow (Release) Volume Storage Detention Volume (Minutes)(Seconds)(in/hr)(cfs)(ft3)(ft3)(ft3) 5 300 9.95 18.13 5440 1191 4249 10 600 7.72 14.07 8442 2382 6060 15 900 6.52 11.88 10694 3573 7121 20 1200 5.60 10.21 12247 4764 7483 25 1500 4.98 9.08 13614 5955 7659 30 1800 4.52 8.24 14828 7146 7682 35 2100 4.08 7.44 15615 8337 7278 40 2400 3.74 6.82 16359 9528 6831 45 2700 3.46 6.31 17026 10719 6307 50 3000 3.23 5.89 17660 11910 5750 55 3300 3.06 5.58 18404 13101 5303 60 3600 2.86 5.21 18764 14292 4472 65 3900 2.71 4.94 19262 15483 3779 70 4200 2.59 4.72 19825 16674 3151 75 4500 2.47 4.50 20257 17865 2392 80 4800 2.38 4.34 20820 19056 1764 85 5100 2.29 4.17 21285 20247 1038 90 5400 2.21 4.03 21750 21438 312 95 5700 2.13 3.88 22127 22629 -502 100 6000 2.06 3.75 22526 23820 -1294 105 6300 2.00 3.65 22964 25011 -2048 110 6600 1.94 3.54 23335 26202 -2867 115 6900 1.88 3.43 23641 27393 -3752 120 7200 1.84 3.35 24144 28584 -4440 Inputs Results FAA Detention Pond Volume Calculation Water Quality Volume Capacity Basin B K:\NCO_Civil\296073000_Pedersen Toyota\_Project Files\Eng\Drainage\Rational Method\PR CIA Calcs.xlsx Advanced Drainage Systems, Inc. FOR STORMTECH INSTALLATION INSTRUCTIONS VISIT OUR APP SiteAssist 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, "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: ·TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. ·TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 3”. ·TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT SHALL BE GREATER THAN OR EQUAL TO 500 LBS/FT/%. THE ASC IS DEFINED IN SECTION 6.2.8 OF ASTM F2418. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. 8.ONLY CHAMBERS THAT ARE APPROVED BY THE SITE DESIGN ENGINEER WILL BE ALLOWED. UPON REQUEST BY THE SITE DESIGN ENGINEER OR OWNER, THE CHAMBER MANUFACTURER SHALL SUBMIT A STRUCTURAL EVALUATION FOR APPROVAL BEFORE DELIVERING CHAMBERS TO THE PROJECT SITE AS FOLLOWS: ·THE STRUCTURAL EVALUATION SHALL BE SEALED BY A REGISTERED PROFESSIONAL ENGINEER. ·THE STRUCTURAL EVALUATION SHALL DEMONSTRATE THAT THE SAFETY FACTORS ARE GREATER THAN OR EQUAL TO 1.95 FOR DEAD LOAD AND 1.75 FOR LIVE LOAD, THE MINIMUM REQUIRED BY ASTM F2787 AND BY SECTIONS 3 AND 12.12 OF THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS FOR THERMOPLASTIC PIPE. ·THE TEST DERIVED CREEP MODULUS AS SPECIFIED IN ASTM 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. 10.MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER. SEE TECH NOTE #6.32 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. 11.ADS DOES NOT DESIGN OR PROVIDE MEMBRANE LINER SYSTEMS. TO MINIMIZE THE LEAKAGE POTENTIAL OF LINER SYSTEMS, THE MEMBRANE LINER SYSTEM SHOULD BE DESIGNED BY A KNOWLEDGEABLE GEOTEXTILE PROFESSIONAL AND INSTALLED BY A QUALIFIED CONTRACTOR. 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: ·STONESHOOTER LOCATED OFF THE CHAMBER BED. ·BACKFILL AS ROWS ARE BUILT USING AN EXCAVATOR ON THE FOUNDATION STONE OR SUBGRADE. ·BACKFILL FROM OUTSIDE THE EXCAVATION USING A LONG BOOM HOE OR EXCAVATOR. 4.THE FOUNDATION STONE SHALL BE LEVELED AND COMPACTED PRIOR TO PLACING CHAMBERS. 5.JOINTS BETWEEN CHAMBERS SHALL BE PROPERLY SEATED PRIOR TO PLACING STONE. 6.MAINTAIN MINIMUM - 6" (150 mm) SPACING BETWEEN THE CHAMBER ROWS. 7.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 OR RECYCLED CONCRETE; AASHTO M43 #3, 357, 4, 467, 5, 56, OR 57. 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. 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: ·NO EQUIPMENT IS ALLOWED ON BARE CHAMBERS. ·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". ·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 1-800-821-6710 WITH ANY QUESTIONS ON INSTALLATION REQUIREMENTS OR WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT. ©2025 ADS, INC. PROJECT INFORMATION ADS SALES REP PROJECT NO. ENGINEERED PRODUCT MANAGER PEDERSON TOYOTA FORT COLLINS, CO, USA MARK KAELBERER 720-256-8225 MARK.KAELBERER@ADSPIPE.COM S478901 JEROME MAGSINO 303-349-7555 JEROME.MAGSINO@ADSPIPE.COM St o r m T e c h ® Ch a m b e r S y s t e m 46 4 0 T R U E M A N B L V D HI L L I A R D , O H 4 3 0 2 6 1- 8 0 0 - 7 3 3 - 7 4 7 3 DA T E : 0 7 / 0 8 / 2 0 2 5 DR A W N : P M E PR O J E C T # : CH E C K E D : N / A S4 7 8 9 0 1 XX X 2 OF 7 DATE DWN CHK 10/13/2025 DHH RWD TH I S D R A W I N G H A S B E E N P R E P A R E D B A S E D O N I N F O R M A T I O N P R O V I D E D T O A D S / S T O R M T E C H U N D E R T H E D I R E C T I O N O F T H E P R O J E C T ’ S E N G I N E E R O F R E C O R D ( “ E O R ” ) O R O T H E R P R O J E C T R E P R E S E N T A T I V E . T H I S D R A W I N G I S N O T I N T E N D E D F O R U S E I N B I D D I N G O R C O N S T R U C T I O N WI T H O U T T H E E O R ’ S P R I O R A P P R O V A L . E O R S H A L L R E V I E W T H I S D R A W I N G P R I O R T O B I D D I N G A N D / O R C O N S T R U C T I O N . I T I S T H E U L T I M A T E R E S P O N S I B I L I T Y O F T H E E O R T O E N S U R E T H A T T H E P R O D U C T ( S ) D E P I C T E D A N D A L L A S S O C I A T E D D E T A I L S M E E T A L L A P P L I C A B L E LA W S , R E G U L A T I O N S , A N D P R O J E C T R E Q U I R E M E N T S . PE D E R S O N T O Y O T A FO R T C O L L I N S , C O , U S A SHEET ISOLATOR ROW PLUS (SEE DETAIL) NO WOVEN GEOTEXTILE BED LIMITS *INVERT ABOVE BASE OF CHAMBER D G H B A F E MAX FLOWINVERT*DESCRIPTIONITEM ON LAYOUTPART TYPE 2.06"24" BOTTOM PRE-CORED END CAP, PART#: MC3500IEPP24BC / TYP OF ALL 24" BOTTOM CONNECTIONS AND ISOLATOR PLUS ROWSAPREFABRICATED END CAP B INSTALL FLAMP ON 24" ACCESS PIPE / PART#: MCFLAMP (TYP 4 PLACES) C FLAMP 20.03"18" TOP CONNECTION, ADS N-12 (TYP 2 PLACES) D CONNECTION 30" DIAMETER (24.00" SUMP MIN) E NYLOPLAST (INLET W/ ISO PLUS ROW) 30" DIAMETER (24.00" SUMP MIN) F NYLOPLAST W/WEIR (INLET W/ ISO PLUS ROW) 30" DIAMETER (24.00" SUMP MIN) G NYLOPLAST (INLET W/ ISO PLUS ROW) 30" DIAMETER (24.00" SUMP MIN) H NYLOPLAST (INLET W/ ISO PLUS ROW) 6" SEE DETAIL (TYP 3 PLACES)INSPECTION PORT PROPOSED ELEVATIONS : EASTERN BASIN A 5038.25 MAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED) 5032.25 MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC) 5031.75 MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC) 5031.75 MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT) 5031.75 MINIMUM ALLOWABLE GRADE (TOP OF RIGID PAVEMENT) 5031.25 TOP OF STONE 5030.25 TOP OF MC-3500 CHAMBER 5028.17 18" TOP CONNECTION INVERT 5026.67 24" ISOLATOR ROW PLUS CONNECTION INVERT 5026.50 BOTTOM OF MC-3500 CHAMBER 5025.75 UNDERDRAIN INVERT 5025.75 BOTTOM OF STONE PROPOSED LAYOUT : EASTERN BASIN A 18 STORMTECH MC-3500 CHAMBERS 6 STORMTECH MC-3500 END CAPS 12 STONE ABOVE (in) 9 STONE BELOW (in) 40 % STONE VOID 3,906 INSTALLED SYSTEM VOLUME (CF) (PERIMETER STONE INCLUDED) 1,211 SYSTEM AREA (ft²) 152 SYSTEM PERIMETER (ft) 00 10 ' 20 ' 53.00' 46.70' 22 . 8 5 ' 20 . 2 5 ' C UNDERDRAIN ADS N-12 DUAL WALL PERFORATED UNDERDRAINI6" I St o r m T e c h ® Ch a m b e r S y s t e m 46 4 0 T R U E M A N B L V D HI L L I A R D , O H 4 3 0 2 6 1- 8 0 0 - 7 3 3 - 7 4 7 3 DA T E : 0 7 / 0 8 / 2 0 2 5 DR A W N : P M E PR O J E C T # : CH E C K E D : N / A S4 7 8 9 0 1 XX X 3 OF 7 DATE DWN CHK 10/13/2025 DHH RWD TH I S D R A W I N G H A S B E E N P R E P A R E D B A S E D O N I N F O R M A T I O N P R O V I D E D T O A D S / S T O R M T E C H U N D E R T H E D I R E C T I O N O F T H E P R O J E C T ’ S E N G I N E E R O F R E C O R D ( “ E O R ” ) O R O T H E R P R O J E C T R E P R E S E N T A T I V E . T H I S D R A W I N G I S N O T I N T E N D E D F O R U S E I N B I D D I N G O R C O N S T R U C T I O N WI T H O U T T H E E O R ’ S P R I O R A P P R O V A L . E O R S H A L L R E V I E W T H I S D R A W I N G P R I O R T O B I D D I N G A N D / O R C O N S T R U C T I O N . I T I S T H E U L T I M A T E R E S P O N S I B I L I T Y O F T H E E O R T O E N S U R E T H A T T H E P R O D U C T ( S ) D E P I C T E D A N D A L L A S S O C I A T E D D E T A I L S M E E T A L L A P P L I C A B L E LA W S , R E G U L A T I O N S , A N D P R O J E C T R E Q U I R E M E N T S . PE D E R S O N T O Y O T A FO R T C O L L I N S , C O , U S A SHEET ISOLATOR ROW PLUS (SEE DETAIL) NO WOVEN GEOTEXTILE BED LIMITS NOTES •THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBER COVER REQUIREMENTS ARE MET. •NOT FOR CONSTRUCTION: THIS LAYOUT IS FOR DIMENSIONAL PURPOSES ONLY TO PROVE CONCEPT & THE REQUIRED STORAGE VOLUME CAN BE ACHIEVED ON SITE. *INVERT ABOVE BASE OF CHAMBER B I C A E D H F G MAX FLOWINVERT*DESCRIPTIONITEM ON LAYOUTPART TYPE 20.03"18" TOP PRE-CORED END CAP, PART#: MC3500IEPP18TC / TYP OF ALL 18" TOP CONNECTIONSAPREFABRICATED END CAP 2.06"24" BOTTOM PRE-CORED END CAP, PART#: MC3500IEPP24BC / TYP OF ALL 24" BOTTOM CONNECTIONS AND ISOLATOR PLUS ROWSBPREFABRICATED END CAP INSTALL FLAMP ON 24" ACCESS PIPE / PART#: MCFLAMP (TYP 3 PLACES)CFLAMP 1.77"18" x 18" BOTTOM MANIFOLD, ADS N-12DMANIFOLD 20.03"18" TOP CONNECTION, ADS N-12ECONNECTION 30" DIAMETER (24.00" SUMP MIN)F 30" DIAMETER (24.00" SUMP MIN)GNYLOPLAST (INLET W/ ISO PLUS ROW) 30" DIAMETER (24.00" SUMP MIN)HNYLOPLAST (INLET W/ ISO PLUS ROW) 6" SEE DETAIL (TYP 2 PLACES)IINSPECTION PORT PROPOSED ELEVATIONS : WESTERN BASIN B 5042.75 MAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED) 5036.75 MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC) 5036.25 MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC) 5036.25 MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT) 5036.25 MINIMUM ALLOWABLE GRADE (TOP OF RIGID PAVEMENT) 5035.75 TOP OF STONE 5034.75 TOP OF MC-3500 CHAMBER 5032.67 18" TOP CONNECTION INVERT 5031.17 24" ISOLATOR ROW PLUS CONNECTION INVERT 5031.15 18" BOTTOM MANIFOLD INVERT 5031.00 BOTTOM OF MC-3500 CHAMBER 5030.25 UNDERDRAIN INVERT 5030.25 BOTTOM OF STONE PROPOSED LAYOUT : WESTERN BASIN B 12 STORMTECH MC-3500 CHAMBERS 4 STORMTECH MC-3500 END CAPS 12 STONE ABOVE (in) 9 STONE BELOW (in) 40 % STONE VOID 2,836 INSTALLED SYSTEM VOLUME (CF) (PERIMETER STONE INCLUDED) 913 SYSTEM AREA (ft²) 146 SYSTEM PERIMETER (ft) 00 10 ' 20 ' 57.30' 46.70' 15 . 9 3 ' 13 . 3 3 ' UNDERDRAIN ADS N-12 DUAL WALL PERFORATED UNDERDRAINJ6" J NYLOPLAST W/WEIR (INLET W/ ISO PLUS ROW) St o r m T e c h ® Ch a m b e r S y s t e m 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. 5.WHERE RECYCLED CONCRETE AGGREGATE IS USED IN LAYERS 'A' OR 'B' THE MATERIAL SHOULD ALSO MEET THE ACCEPTABILITY CRITERIA OUTLINED IN TECHNICAL NOTE 6.20 "RECYCLED CONCRETE STRUCTURAL BACKFILL". NOTES: 1.CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418, "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. REFERENCE STORMTECH DESIGN MANUAL FOR BEARING CAPACITY GUIDANCE. 4.PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS. 5.REQUIREMENTS FOR HANDLING AND INSTALLATION: ·TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. ·TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 3”. ·TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT SHALL BE GREATER THAN OR EQUAL TO 500 LBS/FT/%. THE ASC IS DEFINED IN SECTION 6.2.8 OF ASTM F2418. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. MATERIAL LOCATION DESCRIPTION AASHTO MATERIAL CLASSIFICATIONS COMPACTION / DENSITY REQUIREMENT D FINAL FILL: FILL MATERIAL FOR LAYER 'D' STARTS FROM THE TOP OF THE 'C' LAYER TO THE BOTTOM OF FLEXIBLE PAVEMENT OR UNPAVED FINISHED GRADE ABOVE. NOTE THAT PAVEMENT SUBBASE MAY BE PART OF THE 'D' LAYER ANY SOIL/ROCK MATERIALS, NATIVE SOILS, OR PER ENGINEER'S PLANS. CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS.N/A PREPARE PER SITE DESIGN ENGINEER'S PLANS. PAVED INSTALLATIONS MAY HAVE STRINGENT MATERIAL AND PREPARATION REQUIREMENTS. 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. MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF THIS LAYER. AASHTO M145¹ A-1, A-2-4, A-3 OR AASHTO M43¹ 3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9, 10 BEGIN COMPACTIONS AFTER 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 OR RECYCLED CONCRETE5 AASHTO M43¹ 3, 357, 4, 467, 5, 56, 57 A FOUNDATION STONE: FILL BELOW CHAMBERS FROM THE SUBGRADE UP TO THE FOOT (BOTTOM) OF THE CHAMBER. CLEAN, CRUSHED, ANGULAR STONE OR RECYCLED CONCRETE5 AASHTO M43¹ 3, 357, 4, 467, 5, 56, 57 PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE.2,3 45" (1140 mm) 18" (450 mm) MIN* 8' (2.4 m) MAX 12" (300 mm) MIN77" (1950 mm) 12" (300 mm) MIN 6" (150 mm) MIN 9" (230 mm) MIN (SEE NOTE 3) D C B A *TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR, INCREASE COVER TO 24" (600 mm). 6" (150 mm) MIN PERIMETER STONE (SEE NOTE 4) EXCAVATION WALL (CAN BE SLOPED OR VERTICAL) MC-3500 END CAP SUBGRADE SOILS (SEE NOTE 3) PAVEMENT LAYER (DESIGNED BY SITE DESIGN ENGINEER) **THIS CROSS SECTION DETAIL REPRESENTS MINIMUM REQUIREMENTS FOR INSTALLATION. PLEASE SEE THE LAYOUT SHEET(S) FOR PROJECT SPECIFIC REQUIREMENTS. NO COMPACTION REQUIRED. ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL AROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS 46 4 0 T R U E M A N B L V D HI L L I A R D , O H 4 3 0 2 6 1- 8 0 0 - 7 3 3 - 7 4 7 3 DA T E : 0 7 / 0 8 / 2 0 2 5 DR A W N : P M E PR O J E C T # : CH E C K E D : N / A S4 7 8 9 0 1 XX X 4 OF 7 DATE DWN CHK 10/13/2025 DHH RWD TH I S D R A W I N G H A S B E E N P R E P A R E D B A S E D O N I N F O R M A T I O N P R O V I D E D T O A D S / S T O R M T E C H U N D E R T H E D I R E C T I O N O F T H E P R O J E C T ’ S E N G I N E E R O F R E C O R D ( “ E O R ” ) O R O T H E R P R O J E C T R E P R E S E N T A T I V E . T H I S D R A W I N G I S N O T I N T E N D E D F O R U S E I N B I D D I N G O R C O N S T R U C T I O N WI T H O U T T H E E O R ’ S P R I O R A P P R O V A L . E O R S H A L L R E V I E W T H I S D R A W I N G P R I O R T O B I D D I N G A N D / O R C O N S T R U C T I O N . I T I S T H E U L T I M A T E R E S P O N S I B I L I T Y O F T H E E O R T O E N S U R E T H A T T H E P R O D U C T ( S ) D E P I C T E D A N D A L L A S S O C I A T E D D E T A I L S M E E T A L L A P P L I C A B L E LA W S , R E G U L A T I O N S , A N D P R O J E C T R E Q U I R E M E N T S . PE D E R S O N T O Y O T A FO R T C O L L I N S , C O , U S A SHEET St o r m T e c h ® Ch a m b e r S y s t e m INSPECTION & MAINTENANCE STEP 1)INSPECT ISOLATOR ROW PLUS 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 PLUS 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 PLUS ROWS B.1.REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW PLUS B.2.USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW PLUS 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 PLUS 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. 24" (600 mm) HDPE ACCESS PIPE REQUIRED USE FACTORY PARTIAL CUT END CAP PART #: MC3500IEPP24BC OR MC3500IEPP24BW ONE LAYER OF ADSPLUS125 WOVEN GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS 8.25' (2.51 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS COVER PIPE CONNECTION TO END CAP WITH ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE MC-3500 CHAMBER MC-3500 END CAP MC-3500 ISOLATOR ROW PLUS DETAIL NTS OPTIONAL INSPECTION PORT STORMTECH HIGHLY RECOMMENDS FLEXSTORM INSERTS IN ANY UPSTREAM STRUCTURES WITH OPEN GRATES ELEVATED BYPASS MANIFOLD SUMP DEPTH TBD BY SITE DESIGN ENGINEER (24" [600 mm] MIN RECOMMENDED) NYLOPLAST INSTALL FLAMP ON 24" (600 mm) ACCESS PIPE PART #: MCFLAMP 18" (450 mm) MIN WIDTH MC-3500 6" (150 mm) INSPECTION PORT DETAIL NTS * THE PART# 2712AG6IPKIT CAN BE USED TO ORDER ALL NECESSARY COMPONENTS FOR A SOLID LID INSPECTION PORT INSTALLATION MC-3500 CHAMBER 6" (150 mm) SDR35 PIPE 12" (300 mm) NYLOPLAST UNIVERSAL INLINE DRAIN BODY W/SOLID HINGED COVER PART# 2712AGSB* SOLID COVER: 1299CGC* CONCRETE COLLAR NOT REQUIRED FOR UNPAVED APPLICATIONS 6" (150 mm) INSERTA TEE PART# 6P26FBSTIP* INSERTA TEE TO BE CENTERED IN VALLEY OF CORRUGATIONS PAVEMENT CONCRETE COLLAR CONCRETE SLAB 8" (200 mm) MIN THICKNESS 46 4 0 T R U E M A N B L V D HI L L I A R D , O H 4 3 0 2 6 1- 8 0 0 - 7 3 3 - 7 4 7 3 DA T E : 0 7 / 0 8 / 2 0 2 5 DR A W N : P M E PR O J E C T # : CH E C K E D : N / A S4 7 8 9 0 1 XX X 5 OF 7 DATE DWN CHK 10/13/2025 DHH RWD TH I S D R A W I N G H A S B E E N P R E P A R E D B A S E D O N I N F O R M A T I O N P R O V I D E D T O A D S / S T O R M T E C H U N D E R T H E D I R E C T I O N O F T H E P R O J E C T ’ S E N G I N E E R O F R E C O R D ( “ E O R ” ) O R O T H E R P R O J E C T R E P R E S E N T A T I V E . T H I S D R A W I N G I S N O T I N T E N D E D F O R U S E I N B I D D I N G O R C O N S T R U C T I O N WI T H O U T T H E E O R ’ S P R I O R A P P R O V A L . E O R S H A L L R E V I E W T H I S D R A W I N G P R I O R T O B I D D I N G A N D / O R C O N S T R U C T I O N . I T I S T H E U L T I M A T E R E S P O N S I B I L I T Y O F T H E E O R T O E N S U R E T H A T T H E P R O D U C T ( S ) D E P I C T E D A N D A L L A S S O C I A T E D D E T A I L S M E E T A L L A P P L I C A B L E LA W S , R E G U L A T I O N S , A N D P R O J E C T R E Q U I R E M E N T S . PE D E R S O N T O Y O T A FO R T C O L L I N S , C O , U S A SHEET St o r m T e c h ® Ch a m b e r S y s t e m MC-SERIES END CAP INSERTION DETAIL NTS NOTE: MANIFOLD STUB MUST BE LAID HORIZONTAL FOR A PROPER FIT IN END CAP OPENING. MANIFOLD HEADER MANIFOLD STUB STORMTECH END CAP MANIFOLD HEADER MANIFOLD STUB 12" (300 mm) MIN SEPARATION 12" (300 mm) MIN INSERTION 12" (300 mm) MIN SEPARATION 12" (300 mm) MIN INSERTION 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 m³) MINIMUM INSTALLED STORAGE*175.0 CUBIC FEET (4.96 m³) 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 m³) MINIMUM INSTALLED STORAGE*45.1 CUBIC FEET (1.28 m³) 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 90.0" (2286 mm) ACTUAL LENGTH 86.0" (2184 mm) INSTALLED BUILD ROW IN THIS DIRECTION NOTE: ALL DIMENSIONS ARE NOMINAL LOWER JOINT CORRUGATION WEB CREST CREST STIFFENING RIB VALLEY STIFFENING RIB B C 75.0" (1905 mm) 45.0" (1143 mm) 25.7" (653 mm) FOOT 77.0" (1956 mm) 45.0" (1143 mm) 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 22.2" (564 mm) INSTALLED 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 m³) MINIMUM INSTALLED STORAGE*175.0 CUBIC FEET (4.96 m³) 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 m³) MINIMUM INSTALLED STORAGE*45.1 CUBIC FEET (1.28 m³) 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 90.0" (2286 mm) ACTUAL LENGTH 86.0" (2184 mm) INSTALLED BUILD ROW IN THIS DIRECTION NOTE: ALL DIMENSIONS ARE NOMINAL LOWER JOINT CORRUGATION WEB CREST CREST STIFFENING RIB VALLEY STIFFENING RIB B C 75.0" (1905 mm) 45.0" (1143 mm) 25.7" (653 mm) FOOT 77.0" (1956 mm) 45.0" (1143 mm) 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 22.2" (564 mm) INSTALLED 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. 46 4 0 T R U E M A N B L V D HI L L I A R D , O H 4 3 0 2 6 1- 8 0 0 - 7 3 3 - 7 4 7 3 DA T E : 0 7 / 0 8 / 2 0 2 5 DR A W N : P M E PR O J E C T # : CH E C K E D : N / A S4 7 8 9 0 1 XX X 6 OF 7 DATE DWN CHK 10/13/2025 DHH RWD TH I S D R A W I N G H A S B E E N P R E P A R E D B A S E D O N I N F O R M A T I O N P R O V I D E D T O A D S / S T O R M T E C H U N D E R T H E D I R E C T I O N O F T H E P R O J E C T ’ S E N G I N E E R O F R E C O R D ( “ E O R ” ) O R O T H E R P R O J E C T R E P R E S E N T A T I V E . T H I S D R A W I N G I S N O T I N T E N D E D F O R U S E I N B I D D I N G O R C O N S T R U C T I O N WI T H O U T T H E E O R ’ S P R I O R A P P R O V A L . E O R S H A L L R E V I E W T H I S D R A W I N G P R I O R T O B I D D I N G A N D / O R C O N S T R U C T I O N . I T I S T H E U L T I M A T E R E S P O N S I B I L I T Y O F T H E E O R T O E N S U R E T H A T T H E P R O D U C T ( S ) D E P I C T E D A N D A L L A S S O C I A T E D D E T A I L S M E E T A L L A P P L I C A B L E LA W S , R E G U L A T I O N S , A N D P R O J E C T R E Q U I R E M E N T S . PE D E R S O N T O Y O T A FO R T C O L L I N S , C O , U S A SHEET UNDERDRAIN DETAIL NTS A A B B SECTION A-A SECTION B-B NUMBER AND SIZE OF UNDERDRAINS PER SITE DESIGN ENGINEER 4" (100 mm) TYP FOR SC-310 & SC-160LP SYSTEMS 6" (150 mm) TYP FOR SC-740, SC-800, DC-780, MC-3500, MC-4500 & MC-7200 SYSTEMS OUTLET MANIFOLD STORMTECH END CAP STORMTECH CHAMBERS STORMTECH CHAMBER STORMTECH END CAP DUAL WALL PERFORATED HDPE UNDERDRAIN ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE FOUNDATION STONE BENEATH CHAMBERS FOUNDATION STONE BENEATH CHAMBERS 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 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 0°- 360° ACCORDING TO PLANS 18" (457 mm) MIN WIDTH A 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 Ny l o p l a s t ® 46 4 0 T R U E M A N B L V D HI L L I A R D , O H 4 3 0 2 6 1- 8 0 0 - 7 3 3 - 7 4 7 3 DA T E : 0 7 / 0 8 / 2 0 2 5 DR A W N : P M E PR O J E C T # : CH E C K E D : N / A S4 7 8 9 0 1 XX X 7 OF 7 DATE DWN CHK 10/13/2025 DHH RWD TH I S D R A W I N G H A S B E E N P R E P A R E D B A S E D O N I N F O R M A T I O N P R O V I D E D T O A D S / S T O R M T E C H U N D E R T H E D I R E C T I O N O F T H E P R O J E C T ’ S E N G I N E E R O F R E C O R D ( “ E O R ” ) O R O T H E R P R O J E C T R E P R E S E N T A T I V E . T H I S D R A W I N G I S N O T I N T E N D E D F O R U S E I N B I D D I N G O R C O N S T R U C T I O N WI T H O U T T H E E O R ’ S P R I O R A P P R O V A L . E O R S H A L L R E V I E W T H I S D R A W I N G P R I O R T O B I D D I N G A N D / O R C O N S T R U C T I O N . I T I S T H E U L T I M A T E R E S P O N S I B I L I T Y O F T H E E O R T O E N S U R E T H A T T H E P R O D U C T ( S ) D E P I C T E D A N D A L L A S S O C I A T E D D E T A I L S M E E T A L L A P P L I C A B L E LA W S , R E G U L A T I O N S , A N D P R O J E C T R E Q U I R E M E N T S . PE D E R S O N T O Y O T A FO R T C O L L I N S , C O , U S A SHEET WESTERN BASIN B EASTERN BASIN A Project: Chamber Model - MC-3500 Units -Imperial Number of Chambers -12 Number of End Caps - 4 Voids in the stone (porosity) - 40 % Base of Stone Elevation - 5030.25 ft Amount of Stone Above Chambers - 12 in Amount of Stone Below Chambers - 9 in Area of system - 913 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 30.43 30.43 2836.11 5035.75 65 0.00 0.00 0.00 0.00 30.43 30.43 2805.68 5035.67 64 0.00 0.00 0.00 0.00 30.43 30.43 2775.25 5035.58 63 0.00 0.00 0.00 0.00 30.43 30.43 2744.81 5035.50 62 0.00 0.00 0.00 0.00 30.43 30.43 2714.38 5035.42 61 0.00 0.00 0.00 0.00 30.43 30.43 2683.95 5035.33 60 0.00 0.00 0.00 0.00 30.43 30.43 2653.51 5035.25 #VALUE! 59 0.00 0.00 0.00 0.00 30.43 30.43 2623.08 5035.17 #VALUE! 58 0.00 0.00 0.00 0.00 30.43 30.43 2592.65 5035.08 Volume between elevations and = 57 0.00 0.00 0.00 0.00 30.43 30.43 2562.21 5035.00 #VALUE! 56 0.00 0.00 0.00 0.00 30.43 30.43 2531.78 5034.92 #VALUE! 55 0.00 0.00 0.00 0.00 30.43 30.43 2501.35 5034.83 WQ Volume achieved at elevation 54 0.06 0.00 0.70 0.00 30.15 30.85 2470.91 5034.75 53 0.19 0.02 2.33 0.10 29.46 31.89 2440.06 5034.67 52 0.29 0.04 3.53 0.15 28.96 32.64 2408.17 5034.58 51 0.40 0.05 4.84 0.21 28.41 33.46 2375.53 5034.50 50 0.69 0.07 8.25 0.27 27.03 35.54 2342.07 5034.42 49 1.03 0.09 12.34 0.35 25.36 38.05 2306.53 5034.33 48 1.25 0.11 14.99 0.43 24.26 39.69 2268.48 5034.25 47 1.42 0.13 17.07 0.51 23.40 40.98 2228.79 5034.17 46 1.57 0.14 18.88 0.58 22.65 42.11 2187.82 5034.08 45 1.71 0.16 20.49 0.65 21.98 43.12 2145.71 5034.00 44 1.83 0.18 21.94 0.73 21.37 44.03 2102.59 5033.92 43 1.94 0.20 23.25 0.80 20.81 44.87 2058.56 5033.83 42 2.04 0.22 24.49 0.87 20.29 45.65 2013.69 5033.75 41 2.13 0.23 25.62 0.94 19.81 46.37 1968.04 5033.67 40 2.22 0.25 26.69 1.00 19.36 47.05 1921.67 5033.58 39 2.31 0.27 27.68 1.06 18.94 47.68 1874.62 5033.50 38 2.38 0.28 28.62 1.12 18.54 48.28 1826.95 5033.42 37 2.46 0.29 29.51 1.18 18.16 48.84 1778.67 5033.33 36 2.53 0.31 30.34 1.23 17.81 49.38 1729.83 5033.25 35 2.59 0.32 31.12 1.28 17.47 49.88 1680.45 5033.17 34 2.66 0.33 31.87 1.34 17.15 50.36 1630.57 5033.08 33 2.72 0.35 32.58 1.39 16.85 50.81 1580.21 5033.00 32 2.77 0.36 33.26 1.44 16.56 51.25 1529.40 5032.92 31 2.82 0.37 33.90 1.49 16.28 51.66 1478.15 5032.83 30 2.88 0.38 34.51 1.54 16.02 52.06 1426.48 5032.75 29 2.92 0.40 35.09 1.58 15.76 52.44 1374.42 5032.67 28 2.97 0.41 35.64 1.63 15.53 52.79 1321.99 5032.58 27 3.01 0.42 36.15 1.67 15.30 53.13 1269.19 5032.50 26 3.05 0.43 36.64 1.72 15.09 53.45 1216.06 5032.42 25 3.09 0.44 37.13 1.76 14.88 53.77 1162.61 5032.33 24 3.13 0.45 37.57 1.80 14.69 54.06 1108.85 5032.25 23 3.17 0.46 37.99 1.84 14.50 54.33 1054.79 5032.17 22 3.20 0.47 38.39 1.88 14.32 54.60 1000.46 5032.08 21 3.23 0.48 38.77 1.92 14.16 54.85 945.86 5032.00 20 3.26 0.49 39.14 1.96 14.00 55.09 891.01 5031.92 19 3.29 0.50 39.48 1.99 13.84 55.32 835.92 5031.83 18 3.32 0.51 39.82 2.03 13.70 55.54 780.60 5031.75 17 3.34 0.51 40.13 2.06 13.56 55.75 725.06 5031.67 16 3.37 0.52 40.42 2.09 13.43 55.94 669.32 5031.58 15 3.39 0.53 40.71 2.12 13.30 56.13 613.38 5031.50 14 3.41 0.54 40.97 2.15 13.19 56.31 557.25 5031.42 13 3.44 0.54 41.24 2.17 13.07 56.48 500.94 5031.33 12 3.46 0.55 41.49 2.20 12.96 56.65 444.46 5031.25 11 3.48 0.56 41.74 2.22 12.85 56.81 387.81 5031.17 10 3.51 0.59 42.06 2.38 12.66 57.10 331.00 5031.08 9 0.00 0.00 0.00 0.00 30.43 30.43 273.90 5031.00 8 0.00 0.00 0.00 0.00 30.43 30.43 243.47 5030.92 7 0.00 0.00 0.00 0.00 30.43 30.43 213.03 5030.83 6 0.00 0.00 0.00 0.00 30.43 30.43 182.60 5030.75 5 0.00 0.00 0.00 0.00 30.43 30.43 152.17 5030.67 4 0.00 0.00 0.00 0.00 30.43 30.43 121.73 5030.58 3 0.00 0.00 0.00 0.00 30.43 30.43 91.30 5030.50 2 0.00 0.00 0.00 0.00 30.43 30.43 60.87 5030.42 1 0.00 0.00 0.00 0.00 30.43 30.43 30.43 5030.33 Pederson Toyota Western Basin B 660 sf min. area StormTech MC-3500 Cumulative Storage Volumes Include Perimeter Stone in Calculations Click Here for Metric Click for Stage Area Data Click to Invert Stage Area Data Project: Chamber Model - MC-3500 Units -Imperial Number of Chambers -18 Number of End Caps - 6 Voids in the stone (porosity) - 40 % Base of Stone Elevation - 5025.75 ft Amount of Stone Above Chambers - 12 in Amount of Stone Below Chambers - 9 in Area of system - 1211 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 40.37 40.37 3905.47 5031.25 65 0.00 0.00 0.00 0.00 40.37 40.37 3865.10 5031.17 64 0.00 0.00 0.00 0.00 40.37 40.37 3824.74 5031.08 63 0.00 0.00 0.00 0.00 40.37 40.37 3784.37 5031.00 62 0.00 0.00 0.00 0.00 40.37 40.37 3744.00 5030.92 61 0.00 0.00 0.00 0.00 40.37 40.37 3703.64 5030.83 60 0.00 0.00 0.00 0.00 40.37 40.37 3663.27 5030.75 #VALUE! 59 0.00 0.00 0.00 0.00 40.37 40.37 3622.90 5030.67 #VALUE! 58 0.00 0.00 0.00 0.00 40.37 40.37 3582.54 5030.58 Volume between elevations and = 57 0.00 0.00 0.00 0.00 40.37 40.37 3542.17 5030.50 #VALUE! 56 0.00 0.00 0.00 0.00 40.37 40.37 3501.80 5030.42 #VALUE! 55 0.00 0.00 0.00 0.00 40.37 40.37 3461.44 5030.33 WQ Volume achieved at elevation 54 0.06 0.00 1.05 0.00 39.95 40.99 3421.07 5030.25 53 0.19 0.02 3.49 0.14 38.91 42.55 3380.08 5030.17 52 0.29 0.04 5.29 0.23 38.16 43.68 3337.53 5030.08 51 0.40 0.05 7.27 0.31 37.34 44.91 3293.85 5030.00 50 0.69 0.07 12.37 0.41 35.26 48.03 3248.94 5029.92 49 1.03 0.09 18.51 0.53 32.75 51.79 3200.91 5029.83 48 1.25 0.11 22.49 0.64 31.11 54.25 3149.12 5029.75 47 1.42 0.13 25.60 0.76 29.82 56.18 3094.87 5029.67 46 1.57 0.14 28.32 0.87 28.69 57.88 3038.69 5029.58 45 1.71 0.16 30.73 0.98 27.68 59.39 2980.81 5029.50 44 1.83 0.18 32.91 1.09 26.77 60.77 2921.42 5029.42 43 1.94 0.20 34.88 1.20 25.93 62.02 2860.65 5029.33 42 2.04 0.22 36.73 1.31 25.15 63.19 2798.64 5029.25 41 2.13 0.23 38.42 1.41 24.43 64.27 2735.44 5029.17 40 2.22 0.25 40.04 1.50 23.75 65.29 2671.18 5029.08 39 2.31 0.27 41.52 1.59 23.12 66.24 2605.89 5029.00 38 2.38 0.28 42.93 1.68 22.52 67.13 2539.65 5028.92 37 2.46 0.29 44.26 1.76 21.96 67.98 2472.52 5028.83 36 2.53 0.31 45.51 1.85 21.42 68.78 2404.54 5028.75 35 2.59 0.32 46.69 1.93 20.92 69.54 2335.76 5028.67 34 2.66 0.33 47.81 2.01 20.44 70.26 2266.22 5028.58 33 2.72 0.35 48.87 2.08 19.99 70.94 2195.97 5028.50 32 2.77 0.36 49.88 2.16 19.55 71.59 2125.03 5028.42 31 2.82 0.37 50.84 2.23 19.14 72.21 2053.44 5028.33 30 2.88 0.38 51.76 2.31 18.74 72.81 1981.22 5028.25 29 2.92 0.40 52.63 2.38 18.36 73.37 1908.42 5028.17 28 2.97 0.41 53.46 2.45 18.01 73.91 1835.04 5028.08 27 3.01 0.42 54.22 2.51 17.67 74.41 1761.14 5028.00 26 3.05 0.43 54.96 2.58 17.35 74.89 1686.73 5027.92 25 3.09 0.44 55.70 2.64 17.03 75.37 1611.84 5027.83 24 3.13 0.45 56.35 2.70 16.74 75.80 1536.47 5027.75 23 3.17 0.46 56.98 2.77 16.47 76.21 1460.67 5027.67 22 3.20 0.47 57.59 2.82 16.20 76.62 1384.45 5027.58 21 3.23 0.48 58.16 2.88 15.95 76.99 1307.84 5027.50 20 3.26 0.49 58.71 2.94 15.71 77.35 1230.85 5027.42 19 3.29 0.50 59.22 2.99 15.48 77.69 1153.50 5027.33 18 3.32 0.51 59.72 3.04 15.26 78.02 1075.80 5027.25 17 3.34 0.51 60.19 3.09 15.05 78.34 997.78 5027.17 16 3.37 0.52 60.64 3.13 14.86 78.63 919.44 5027.08 15 3.39 0.53 61.07 3.18 14.67 78.91 840.82 5027.00 14 3.41 0.54 61.46 3.22 14.49 79.18 761.90 5026.92 13 3.44 0.54 61.87 3.26 14.32 79.44 682.73 5026.83 12 3.46 0.55 62.24 3.30 14.15 79.69 603.29 5026.75 11 3.48 0.56 62.62 3.33 13.99 79.94 523.60 5026.67 10 3.51 0.59 63.09 3.57 13.70 80.36 443.66 5026.58 9 0.00 0.00 0.00 0.00 40.37 40.37 363.30 5026.50 8 0.00 0.00 0.00 0.00 40.37 40.37 322.93 5026.42 7 0.00 0.00 0.00 0.00 40.37 40.37 282.57 5026.33 6 0.00 0.00 0.00 0.00 40.37 40.37 242.20 5026.25 5 0.00 0.00 0.00 0.00 40.37 40.37 201.83 5026.17 4 0.00 0.00 0.00 0.00 40.37 40.37 161.47 5026.08 3 0.00 0.00 0.00 0.00 40.37 40.37 121.10 5026.00 2 0.00 0.00 0.00 0.00 40.37 40.37 80.73 5025.92 1 0.00 0.00 0.00 0.00 40.37 40.37 40.37 5025.83 Pederson Toyota Eastern Basin A 990 sf min. area StormTech MC-3500 Cumulative Storage Volumes Include Perimeter Stone in Calculations Click Here for Metric Click for Stage Area Data Click to Invert Stage Area Data COM G G G G G COM COM COM COM CO MCO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M E E E E E E E E E EEE TTT TTTTTT TTT TTT TTT SSS TTT SSS III SSS WWW EEE EEE TTT TTT TTT EEE EEE WWW WWW WWW III III WWW WWW WWW WWW WWW TTT TTT EEE TTT TTT TTT EEE III TTT EEEEEE EEE TTTTTT EEE TRTRTR EEE WWW SSS TTT EEETTT TTT TTT SSS SSS SSS SSS SSS W W W W W W W W W W W W W W E E E E S S S S S S DDD DDD DDD DDD DDD SSS SSS DDD S S S S SS S S S E E T CO L L E G E A V E N U E KENSINGTON DRIVE MA S O N S T R E E T UNDERGROUND SYSTEM A TREATMENT AREA: 2.55 AC REQUIRED VOLUME: 3,496 CF PROVIDED VOLUME: 3,906 CF UNDERGROUND SYSTEM B TREATMENT AREA: 2.33 AC REQUIRED VOLUME: 2,390 CF PROVIDED VOLUME: 2,836 CF © 2024 KIMLEY-HORN AND ASSOCIATES, INC. 3325 S. TIMBERLINE RD, SUITE 130, FORT COLLINS, CO, 80525 PHONE: (970) 822-7911 K:\NCO_CIVIL\296073000_PEDERSEN TOYOTA\CADD\EXHIBITS\TOYOTA PEDERSEN_LID EXHIBIT.DWG PROJECT NUMBER:DATE: LID EXHIBIT TOYOTA PEDERSEN 296073000AUGUST 21, 2025 NORTH LEGEND PROPERTY LINE RIGHT-OF-WAY LINE EASEMENT LINE EXISTING MAJOR CONTOUR EXISTING MINOR CONTOUR CENTERLINE UNDERGROUND CHAMBER TREATMENT AREA UNDERGROUND CHAMBER SYSTEM UNTREATED AREA PROPOSED MAJOR CONTOUR PROPOSED MINOR CONTOUR PROJECT LID SUMMARY BASIN B TOTAL DISTURBED IMPERVIOUS AREA FOR ROADWAY IMPROVEMENTS MINIMUM AREA TO BE TREATED BY LID MEASURES TOTAL REQUIRED TREATED IMPERVIOUS AREAS BY UNDERGROUND SYSTEM TOTAL PROPOSED TREATED IMPERVIOUS AREAS BY UNDERGROUND SYSTEM PROJECT LID SUMMARY BASIN A MINIMUM AREA TO BE TREATED BY LID MEASURES TOTAL REQUIRED TREATED IMPERVIOUS AREAS BY UNDERGROUND SYSTEM TOTAL PROPOSED TREATED IMPERVIOUS AREAS BY UNDERGROUND SYSTEM COM COM COM G G G G G G G G G G G G G G G G G COM COM COM COM COM COM COM COM COM COM COM COM COM CO M CO M CO M CO M CO M CO M CO M CO M CO M COM COM COM CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E EEE TTT TTTTTT TTT TTT TTT SSS EEE TTT SSS TTT III SSS WWW EEE EEE TTT TTT TTT EEE EEE WWW WWW WWW III III WWW WWW WWW WWW WWW TTT TTT EEE TTT TTT TTT EEE III TTT EEEEEE EEE TTTTTT EEE TRTRTR EEE WWW SSS TTT EEE TTT TTT TTT SSS SSS TTT GGG SSS SSS SSS W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W E E E E E E E E E E E E E E E E E E S S S S S S S S S S S S S S S S S S XXXXXXX X X X X E E E S DDD DDD DDD DDD DDD SSS SSS DDD S 50 3 5 50 3 5 50 3 5 50 4 0 50 4 0 50 4 0 50 3 4 5034 50 3 4 503 6 50 3 6 503 6 50 3 7 50 3 8 50 3 9 50 3 9 50 3 9 503 5504050365037503850395041 50 4 2 50 4 2 50 4 2 50 4 0 50 3 7 50 3 6 50 3 8 5039 50 3 9 503 9 50 3 9 50 3 9 50 4 1 504 1 50 4 1 504 1 50 4 2 50 3 9 50 3 9 50 3 9 50 3 9 50 3 9 50 3 9 50 3 9 50 3 8 50 3 7 503 7 50 3 6 50 3 9 50 3 9 50 3 9 50 3 4 503 5 5034 50 3 4 5037 5036 50 3 6 50 3 9 50 3 8 50 3 9 50 3 9 503 7 503 9 WESTERN BASIN OUTFALL EASTERN BASIN OUTFALL EXISTING BASIN BOUNDARY 4455 S. COLLEGE AVE. PEDERSEN TOYOTA BUILDING 44,075 SF TOTAL SO U T H M A S O N S T R E E T (6 0 ' R . O . W . RE C . N O . 2 7 8 7 3 7 ) 4301 S. COLLEGE AVE. LOT 2, FOSSIL CREEK COMMERCIAL PLAZA 1ST REPLAT KENSINGTON DRIVE (PUBLIC R.O.W. VARIES) 4512 S. MASON ST. LOT 1, THE GATEWAY AT HARMONT ROAD P.U.D. 3RD FILING 103 KENSINGTON DR. LOT 1, KENSINGTON COMMONS SO U T H C O L L E G E A V E N U E A. K . A . S T A T E H I G H W A Y 2 8 7 (P U B L I C R . O . W . V A R I E S ) 224 W. HARMONY RD. LOT 1, FORT COLLINS JEEP 4455 S. MASON ST. LOT 1, PEDERSEN AUTO PLAZA SUBDIVISION 2ND FILING 8' UTILIT Y E A S E M E N T REC. NO . 5 6 5 8 6 4 DRAINAGE EASEMENT (WIDTH VARIES) REC. NO. 565864 10 ' U T I L I T Y E A S E M E N T RE C . N O . 5 6 5 8 6 4 6' UTILITY EASEMENT REC. NO. 278737 55 ' U T I L I T Y E A S E M E N T RE C . N O . 2 7 8 7 3 7 20' ACCESS EASEMENT REC. NO. 297855 30 ' R . O . W . D E D I C A T I O N RE C . N O . 2 7 8 7 3 7 24 ' R . O . W . D E D I C A T I O N RE C . N O . 2 7 9 7 3 7 VARIABLE WIDTH R.O.W. STATE HIGHWAY 287 16' RIGHT-OF-WAY REC. NO. 88032686 5039 30 ' U T I L I T Y E A S E M E N T BO O K 1 9 1 9 P A G E 9 6 7 18" RCP STORM PIPE 36" RCP STORM PIPE 36" RCP STORM PIPE 18" RCP STORM PIPE EXISTING STORM INLET EXISTING STORM INLET EXISTING STORM INLET EXISTING STORM INLET EXISTING STORM INLET EXISTING STORM INLET EXISTING STORM INLET EXISTING STORM INLET TH I S D O C U M E N T , T O G E T H E R W I T H T H E C O N C E P T S A N D D E S I G N S P R E S E N T E D H E R E I N , A S A N I N S T R U M E N T O F S E R V I C E , I S I N T E N D E D O N L Y F O R T H E S P E C I F I C P U R P O S E A N D C L I E N T F O R W H I C H I T W A S P R E P A R E D . R E U S E O F A N D I M P R O P E R R E L I A N C E O N T H I S D O C U M E N T W I T H O U T W R I T T E N A U T H O R I Z A T I O N A N D A D A P T A T I O N B Y K I M L E Y - H O R N A N D A S S O C I A T E S , I N C . S H A L L B E W I T H O U T L I A B I L I T Y T O K I M L E Y - H O R N A N D A S S O C I A T E S , I N C . R Know what's below. Call before you dig. DESIGNED BY: DRAWN BY: CHECKED BY: DATE: NO . RE V I S I O N BY DA T E © 2 0 2 5 K I M L E Y - H O R N A N D A S S O C I A T E S , I N C . 33 2 5 S O U T H T I M B E R L I N E R O A D , S U I T E 1 3 0 FO R T C O L L I N S , C O L O R A D O 8 0 5 2 5 ( 9 7 0 ) 8 2 2 - 7 9 1 1 FOR REVIEW ONLY NOT FOR Kimley-Horn and Associates, Inc. CONSTRUCTION K: \ N C O _ C i v i l \ 2 9 6 0 7 3 0 0 0 _ P e d e r s e n T o y o t a \ C A D D \ E x h i b i t s \ T o y o t a P e d e r s e n _ X - D R A I N . d w g PROJECT NO. SHEET 2/19/2025 RJP ANP EPF 296073000 PE D E R S E N T O Y O T A 44 5 5 S C O L L E G E A V E , F O R T C O L L I N S , C O CITY OF FORT COLLINS, COLORADO UTILITY PLAN APPROVAL APPROVED:_________________________________________________ CITY ENGINEER,_____________ APPROVED SHEETS DATE APPROVED:_________________________________________________ WATER & WASTEWATER UTILITY,_____________ APPROVED SHEETS DATE APPROVED:_________________________________________________ STORMWATER UTILITY,_____________ APPROVED SHEETS DATE APPROVED:_________________________________________________ PARK PLANNING AND DEVELOPMENT,_____________ APPROVED SHEETS DATE APPROVED:_________________________________________________ TRAFFIC OPERATIONS,_____________ APPROVED SHEETS DATE APPROVED:_________________________________________________ ENVIRONMENTAL PLANNER,_____________ APPROVED SHEETS DATE FI N A L D R A I N A G E E X H I B I T C8.0 LEGEND COM E E G S S W PROPERTY LINE EXISTING EASEMENT EXISTING COMMUNICATIONS LINE EXISTING ELECTRICAL LINE PROPOSED ELECTRICAL LINE EXISTING NATURAL GAS LINE EXISTING SANITARY SEWER LINE EXISTING SANITARY SEWER LINE EXISTING WATER LINE EXISTING STORM LINE PROPOSED STORM LINE NOTES: 1.ALL EXISTING CONDITIONS ARE BASED ON THE SURVEY PREPARED BY KIMLEY-HORN AND ASSOCIATES, INC., DATED 10/29/2024. CONTRACTOR SHALL OBTAIN AS-BUILTS AND VERIFY EXISTING CONDITIONS PRIOR TO CONSTRUCTION. 2.PIPE LENGTHS PROVIDED REPRESENT HORIZONTAL DISTANCES FROM FITTING TO FITTING AND DOES NOT ACCOUNT FOR VERTICAL ELEVATION CHANGES, BENDS, ETC. NORTH SCALE: 1" = 30' CI V I L C O N S T R U C T I O N P L A N S # = BASIN DESIGNATION AC = AREA IN ACRES I = % IMPERVIOUSNESS # = DESIGN POINT EXISTING BASIN BOUNDARY EXISTING FLOW ARROW COM COM COM G G G G G G G G G G G G G G G G G COM COM COM COM COM COM COM COM COM COM COM COM COM CO M CO M CO M CO M CO M CO M CO M CO M CO M COM COM COM CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M CO M E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E EEE TTT TTTTTT TTT TTT TTT SSS EEE TTT SSS III SSS WWW EEE EEE TTT TTT TTT EEE EEE WWW WWW WWW III III WWW WWW WWW WWW WWW TTT TTT EEE TTT TTT TTT EEE III TTT EEEEEE EEE TTTTTT EEE TRTRTR EEE WWW SSS TTT EEE TTT TTT TTT SSS SSS SSS SSS SSS W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W E E E E E E E E E E E E E E E E E S S S S S S S S S S S S S S S S S S S DDD DDD DDD DDD DDD DDD S SSSS S S S S S S S S S S S S FI R E E E E E E E E T X 50 3 5 503 5 503 5 50 4 0 503 4 50 3 4 50 3 6 50 3 7 50 3 8 50 3 9 50 3 5 503 5 50 3 5 50 4 0 5036 50 3 6 50 3 6 50 3 7 50 3 7 50 3 7 50 3 8 50 3 9 504 0 504 0 5037 5037 5038 5039 50 3 5 50 3 5 503 5 50 4 0 50 4 0 50 4 0 50 3 4 5034 50 3 4 503 6 50 3 6 503 6 50 3 7 50 3 8 50 3 9 50 3 9 50 3 9 503 5504050365037503850395041 50 4 2 50 4 2 50 4 2 50 4 0 50 3 7 50 3 6 50 3 8 5039 50 3 9 503 9 50 3 9 50 3 9 50 4 1 504 1 50 4 1 504 1 50 4 2 50 3 9 50 3 9 50 3 9 50 3 9 50 3 9 50 3 9 50 3 9 50 3 8 50 3 7 503 7 50 3 6 50 3 9 50 3 9 50 3 9 50 3 4 503 5 5034 50 3 4 5037 5036 50 3 6 50 3 9 50 3 8 50 3 9 50 3 9 503 7 503 9 WESTERN BASIN UNDERGROUND LID ADS CHAMBERS EASTERN BASIN UNDERGROUND LID ADS CHAMBERS WESTERN BASIN OUTFALL EASTERN BASIN OUTFALL 5035 5034 5036 5037 5035 5036 5036 5037 5038 503 9 5036 5037 PROPOSED BASIN BOUNDARY PROPOSED SUB-BASIN BOUNDARY 4455 S. COLLEGE AVE. PEDERSEN TOYOTA BUILDING 44,075 SF TOTAL BUILDING EXPANSION 11,347 SF BUILDING EXPANSION 20,485 SF SO U T H M A S O N S T R E E T (6 0 ' R . O . W . RE C . N O . 2 7 8 7 3 7 ) 4301 S. COLLEGE AVE. LOT 2, FOSSIL CREEK COMMERCIAL PLAZA 1ST REPLAT KENSINGTON DRIVE (PUBLIC R.O.W. VARIES) 4512 S. MASON ST. LOT 1, THE GATEWAY AT HARMONT ROAD P.U.D. 3RD FILING 103 KENSINGTON DR. LOT 1, KENSINGTON COMMONS SO U T H C O L L E G E A V E N U E A. K . A . S T A T E H I G H W A Y 2 8 7 (P U B L I C R . O . W . V A R I E S ) 224 W. HARMONY RD. LOT 1, FORT COLLINS JEEP 4455 S. MASON ST. LOT 1, PEDERSEN AUTO PLAZA SUBDIVISION 2ND FILING 8' UTILIT Y E A S E M E N T REC. NO . 5 6 5 8 6 4 DRAINAGE EASEMENT (WIDTH VARIES) REC. NO. 565864 10 ' U T I L I T Y E A S E M E N T RE C . N O . 5 6 5 8 6 4 6' UTILITY EASEMENT REC. NO. 278737 55 ' U T I L I T Y E A S E M E N T RE C . N O . 2 7 8 7 3 7 20' ACCESS EASEMENT REC. NO. 297855 30 ' R . O . W . D E D I C A T I O N RE C . N O . 2 7 8 7 3 7 24 ' R . O . W . D E D I C A T I O N RE C . N O . 2 7 9 7 3 7 VARIABLE WIDTH R.O.W. STATE HIGHWAY 287 16' RIGHT-OF-WAY REC. NO. 88032686 5039 30 ' U T I L I T Y E A S E M E N T BO O K 1 9 1 9 P A G E 9 6 7 18" RCP STORM PIPE 36" RCP STORM PIPE 36" RCP STORM PIPE 18" RCP STORM PIPE TH I S D O C U M E N T , T O G E T H E R W I T H T H E C O N C E P T S A N D D E S I G N S P R E S E N T E D H E R E I N , A S A N I N S T R U M E N T O F S E R V I C E , I S I N T E N D E D O N L Y F O R T H E S P E C I F I C P U R P O S E A N D C L I E N T F O R W H I C H I T W A S P R E P A R E D . R E U S E O F A N D I M P R O P E R R E L I A N C E O N T H I S D O C U M E N T W I T H O U T W R I T T E N A U T H O R I Z A T I O N A N D A D A P T A T I O N B Y K I M L E Y - H O R N A N D A S S O C I A T E S , I N C . S H A L L B E W I T H O U T L I A B I L I T Y T O K I M L E Y - H O R N A N D A S S O C I A T E S , I N C . R Know what's below. Call before you dig. DESIGNED BY: DRAWN BY: CHECKED BY: DATE: NO . RE V I S I O N BY DA T E © 2 0 2 5 K I M L E Y - H O R N A N D A S S O C I A T E S , I N C . 33 2 5 S O U T H T I M B E R L I N E R O A D , S U I T E 1 3 0 FO R T C O L L I N S , C O L O R A D O 8 0 5 2 5 ( 9 7 0 ) 8 2 2 - 7 9 1 1 FOR REVIEW ONLY NOT FOR Kimley-Horn and Associates, Inc. CONSTRUCTION k: \ n c o _ c i v i l \ 2 9 6 0 7 3 0 0 0 _ p e d e r s e n t o y o t a \ C A D D \ p l a n s h e e t s \ C - D R A I N . d w g PROJECT NO. SHEET 11/12/2025 RJP ANP EPF 296073000 PE D E R S E N T O Y O T A 44 5 5 S C O L L E G E A V E , F O R T C O L L I N S , C O FI N A L D R A I N A G E P L A N C8.0 LEGEND COM E E G S S W PROPERTY LINE EXISTING EASEMENT EXISTING COMMUNICATIONS LINE EXISTING ELECTRICAL LINE PROPOSED ELECTRICAL LINE EXISTING NATURAL GAS LINE EXISTING SANITARY SEWER LINE EXISTING SANITARY SEWER LINE EXISTING WATER LINE EXISTING STORM LINE PROPOSED STORM LINE NOTES: 1.ALL EXISTING CONDITIONS ARE BASED ON THE SURVEY PREPARED BY KIMLEY-HORN AND ASSOCIATES, INC., DATED 10/29/2024. CONTRACTOR SHALL OBTAIN AS-BUILTS AND VERIFY EXISTING CONDITIONS PRIOR TO CONSTRUCTION. 2.PIPE LENGTHS PROVIDED REPRESENT HORIZONTAL DISTANCES FROM FITTING TO FITTING AND DOES NOT ACCOUNT FOR VERTICAL ELEVATION CHANGES, BENDS, ETC. 3.THE TOP OF FOUNDATION ELEMENTS SHOWN ARE THE MINIMUM ELEVATIONS REQUIRED FOR PROTECTION FROM THE 100-YEAR STORM. NORTH SCALE: 1" = 30' CI V I L C O N S T R U C T I O N P L A N S # = BASIN DESIGNATION AC = AREA IN ACRES I = % IMPERVIOUSNESS # = DESIGN POINT PROPOSED BASIN BOUNDARY PROPOSED FLOW ARROW EXISTING FLOW ARROW PROPOSED SUB-BASIN BOUNDARY RATIONAL CALCULATIONS SUMMARY DESIGN POINT TRIBUTARY BASINS TRIBUTARY AREA (AC) IMPERVIOUSNESS PEAK FLOWS (CFS) %Q2 Q100 On-Site Basins Flowing On-Site 1A 1A 1.16 90%2.80 10.32 2A 2A 1.03 90%2.72 9.99 3A 3A 0.36 86%0.85 3.13 1B 1B 0.91 76%1.76 6.54 2B 2B 0.96 68%1.73 6.45 3B 3B 0.46 83%1.05 3.88 A SUB BASIN A TOTAL 2.55 89%6.38 23.50 B SUB BASIN B TOTAL 2.33 74%4.63 17.22 TOTAL 9.76 82%21.92 81.03 On-Site Basins Flowing Off-Site OS1 OS1 0.14 2%0.07 0.38 WATER QUALITY AND LID VALUES EASTERN BASIN A IMPERVIOUS AREA FOR PROPOSED IMPROVEMENTS 103,673 SF REQUIRED LID IMPERVIOUS AREA 77,755 SF PROVIDED LID IMPERVIOUS AREA 103,673 SF REQUIRED WATER QUALITY VOLUME 3,496 CF PROVIDED WATER QUALITY VOLUME 3,906 CF WESTERN BASIN B IMPERVIOUS AREA FOR PROPOSED IMPROVEMENTS 73,923 SF REQUIRED LID IMPERVIOUS AREA 56,192 SF PROVIDED LID IMPERVIOUS AREA 73,923 SF REQUIRED WATER QUALITY VOLUME 2,390 CF PROVIDED WATER QUALITY VOLUME 2,836 CF Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =8.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.070 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.012 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =19.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =10.0 10.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 8.0 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Pedersen Toyota Inlet 1A MHFD-Inlet_v5.03.xlsm, Inlet 1A 4/8/2025, 3:29 PM 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 =2 2 Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 8.0 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 Open Area 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 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 0.50 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.93 1.00 Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =8.3 16.3 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =2.8 10.3 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.03 (August 2023) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths MHFD-Inlet_v5.03.xlsm, Inlet 1A 4/8/2025, 3:29 PM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =20.0 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 =0.012 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =19.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.040 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 =0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =10.0 10.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 8.0 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Pedersen Toyota Inlet 3A MHFD-Inlet_v5.03.xlsm, Inlet 3A 4/8/2025, 3:29 PM 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 8.0 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 Open Area 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 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 0.50 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00 Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =5.4 9.3 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =0.9 3.1 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.03 (August 2023) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths MHFD-Inlet_v5.03.xlsm, Inlet 3A 4/8/2025, 3:29 PM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =8.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.200 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.012 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =19.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.035 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 =0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =10.0 10.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 8.0 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Pedersen Toyota Inlet 1B MHFD-Inlet_v5.03.xlsm, Inlet 1B 4/8/2025, 3:29 PM 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 8.0 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 Open Area 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 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 0.50 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00 Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =5.4 9.3 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =1.8 6.5 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.03 (August 2023) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths MHFD-Inlet_v5.03.xlsm, Inlet 1B 4/8/2025, 3:29 PM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =8.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.070 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.012 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =19.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =10.0 10.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 8.0 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Pedersen Toyota Inlet 2B MHFD-Inlet_v5.03.xlsm, Inlet 2B 4/8/2025, 3:29 PM 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 8.0 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 Open Area 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 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 0.50 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00 Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =5.4 9.3 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =1.7 6.5 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.03 (August 2023) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths MHFD-Inlet_v5.03.xlsm, Inlet 2B 4/8/2025, 3:29 PM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =8.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.002 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.012 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =19.0 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 =0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =10.0 10.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 8.0 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Pedersen Toyota Inlet 3B MHFD-Inlet_v5.03.xlsm, Inlet 3B 4/8/2025, 3:29 PM 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 8.0 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 Open Area 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 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 0.50 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00 Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =5.4 9.3 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =1.1 3.9 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.03 (August 2023) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths MHFD-Inlet_v5.03.xlsm, Inlet 3B 4/8/2025, 3:29 PM Pedersen Toyota Overall P-06 P-19 P-47 P-21 P-23 P-25 P-27 P-10 P-28 P-12 P-29 P-14 P-30 P-39 P-38 P-37 P-41 P-40 P-16 P-01 P-32 P-35 P-45 P-18 P-08 T-07 T-02 T-17 T-11 T-01 T-12 T-08 T-04 T-13 T-14 T-05 T-15 T-06 T-18 T-16 T-19 T-03 T-09 T-10 EX MH-01 EX MH-02 RD-11 RD-10 CB-02 RD-09 RD-08 RD-07 RD-06 CB-01 RD-01RD-02RD-03 RD-04 RD-05 CB-03 CB-04 CB-05 MH-13 MH-03 MH-05 MH-07 MH-08 MH-10 MH-09 MH-01 MH-06 MH-02 MH-12 MH-11 MH-04 Page 1 of 1576 Watertown Road, Suite 2D Thomaston, CT 06787 USA +1-203- 755-1666 4/9/2025 StormCAD [10.04.00.158]Bentley Systems, Inc. Haestad Methods Solution CenterPedersen Toyota.stsw Pedersen Toyota 2-Year Event Conduit Table - Time: 0.00 hours Energy Grade Line (Out) (ft) Energy Grade Line (In) (ft) Hydraulic Grade Line (Out) (ft) Hydraulic Grade Line (In) (ft) Capacity (Full Flow) (cfs) Velocity (ft/s) Flow (cfs) Manning's n Invert (Stop) (ft) Invert (Start) (ft) Slope (Calculated) (ft/ft) Length (Unified) (ft) Diameter (in) Label 5,025.495,026.515,024.495,026.0914.858.086.370.0135,025.115,023.80-0.02065.518.0P-01 5,026.885,026.965,026.065,026.5419.319.806.370.0105,025.565,025.31-0.02012.618.0P-02 5,027.225,027.235,026.605,026.8119.319.806.370.0105,025.835,025.76-0.0203.418.0P-03 5,026.945,026.985,026.815,026.871.310.666.370.0105,025.835,025.830.00052.042.0P-04 5,027.245,027.395,026.875,026.9719.319.806.370.0105,025.995,025.83-0.0208.118.0P-05 5,027.765,028.215,026.795,027.8611.878.754.030.0105,027.045,026.24-0.02040.015.0P-06 5,028.635,030.655,027.665,030.3811.877.922.800.0105,029.715,027.24-0.020123.415.0P-07 5,028.905,030.845,028.285,030.231.036.291.240.0105,029.145,027.79-0.02067.66.0P-08 5,030.255,030.285,030.235,030.251.031.260.250.0105,028.315,028.810.02025.16.0P-09 5,030.625,031.865,030.235,031.471.035.030.990.0105,030.505,029.14-0.02067.96.0P-10 5,031.505,031.525,031.475,031.501.031.260.250.0105,028.995,029.490.02025.16.0P-11 5,031.695,033.095,031.475,032.831.035.710.740.0105,032.405,030.50-0.02094.86.0P-12 5,033.215,033.805,032.715,033.541.035.710.740.0105,033.105,032.40-0.02035.36.0P-13 5,033.565,033.575,033.545,033.551.031.260.250.0105,030.295,030.530.02012.06.0P-14 5,033.655,034.475,033.545,034.301.035.200.490.0105,033.945,033.10-0.02042.06.0P-15 5,034.335,034.345,034.305,034.311.031.260.250.0105,030.715,030.950.02012.06.0P-16 5,034.345,035.215,034.305,035.111.034.320.250.0105,034.865,033.94-0.02045.76.0P-17 5,035.295,035.455,035.035,035.351.034.320.250.0105,035.105,034.86-0.02012.06.0P-18 5,027.125,027.615,026.975,027.3710.286.772.330.0105,026.765,026.24-0.01534.215.0P-19 5,027.935,028.125,027.415,027.889.396.352.330.0105,027.275,026.96-0.01225.215.0P-20 5,028.465,028.645,028.195,028.541.034.320.250.0105,028.295,028.02-0.02013.56.0P-21 5,028.075,028.725,027.885,028.509.396.152.090.0105,027.925,027.27-0.01252.015.0P-22 5,029.115,029.285,028.845,029.191.034.320.250.0105,028.945,028.67-0.02013.26.0P-23 5,029.145,029.645,028.595,029.405.186.031.840.0105,028.825,028.17-0.01252.012.0P-24 5,029.765,029.935,029.495,029.831.034.320.250.0105,029.585,029.32-0.02012.86.0P-25 5,029.585,030.225,029.405,030.015.185.801.590.0105,029.475,028.82-0.01252.012.0P-26 5,030.165,030.635,030.015,030.445.185.541.340.0105,029.945,029.47-0.01237.812.0P-27 Page 2 of 1576 Watertown Road, Suite 2D Thomaston, CT 06787 USA +1-203- 755-1666 4/9/2025 StormCAD [10.04.00.158]Bentley Systems, Inc. Haestad Methods Solution CenterPedersen Toyota.stsw Pedersen Toyota 2-Year Event Conduit Table - Time: 0.00 hours Energy Grade Line (Out) (ft) Energy Grade Line (In) (ft) Hydraulic Grade Line (Out) (ft) Hydraulic Grade Line (In) (ft) Capacity (Full Flow) (cfs) Velocity (ft/s) Flow (cfs) Manning's n Invert (Stop) (ft) Invert (Start) (ft) Slope (Calculated) (ft/ft) Length (Unified) (ft) Diameter (in) Label 5,030.405,030.525,030.155,030.421.034.320.250.0105,030.175,029.97-0.0209.86.0P-27 5,031.115,032.915,030.695,032.741.035.200.490.0105,032.395,030.45-0.02097.06.0P-28 5,033.035,033.365,032.635,033.191.035.200.490.0105,032.835,032.39-0.02022.56.0P-29 5,033.495,033.915,033.085,033.751.035.200.490.0105,033.395,032.83-0.02027.66.0P-30 5,033.775,033.785,033.755,033.761.031.260.250.0105,032.305,032.10-0.02010.06.0P-31 5,033.795,034.575,033.755,034.471.034.320.250.0105,034.225,033.39-0.02041.96.0P-32 5,034.655,034.785,034.405,034.681.034.320.250.0105,034.435,034.22-0.02010.26.0P-33 5,030.515,031.405,030.445,031.265.184.870.850.0105,030.875,029.94-0.01274.312.0P-34 5,031.655,031.695,031.385,031.555.184.870.850.0105,031.165,031.07-0.0127.212.0P-35 5,030.585,030.925,030.135,030.599.665.384.540.0105,029.775,029.41-0.00572.618.0P-36 5,031.145,031.215,030.725,030.889.665.384.540.0105,030.065,029.97-0.00518.318.0P-37 5,031.425,031.455,031.025,031.129.665.384.540.0105,030.315,030.26-0.0058.418.0P-38 5,031.235,031.285,031.125,031.191.310.474.540.0105,030.315,030.310.00061.042.0P-39 5,031.465,031.475,031.195,031.169.665.384.540.0105,030.325,030.31-0.0053.618.0P-40 5,031.695,031.815,031.265,031.489.665.384.540.0105,030.665,030.52-0.00527.118.0P-41 5,031.965,032.105,031.685,031.863.274.251.760.0105,031.165,031.300.00528.112.0P-42 5,031.755,031.875,031.425,031.639.664.722.780.0105,031.005,030.86-0.00528.518.0P-43 5,032.105,033.075,031.755,032.839.664.722.780.0105,032.195,031.20-0.005198.218.0P-44 5,033.185,033.265,032.915,033.075.944.191.730.0105,032.445,032.540.00520.215.0P-45 5,033.015,033.395,032.805,033.245.943.651.050.0105,032.845,032.44-0.00579.715.0P-46 5,033.695,034.685,033.485,034.513.273.711.050.0105,034.085,033.09-0.005198.112.0P-47 Page 3 of 1576 Watertown Road, Suite 2D Thomaston, CT 06787 USA +1-203- 755-1666 4/9/2025 StormCAD [10.04.00.158]Bentley Systems, Inc. Haestad Methods Solution CenterPedersen Toyota.stsw Pedersen Toyota 2-Year Event Catch Basin Table - Time: 0.00 hours Energy Grade Line (Out) (ft) Energy Grade Line (In) (ft) Hydraulic Grade Line (Out) (ft) Hydraulic Grade Line (In) (ft) Flow (Total Out) (cfs) Flow (Additional Subsurface) (cfs) Headloss Method Inlet Location Inlet TypeElevation (Invert) (ft) Elevation (Rim) (ft) Label 5,030.655,030.655,030.385,030.382.802.80StandardIn SagFull Capture5,029.715,033.16CB-01 5,031.695,031.695,031.555,031.550.850.85StandardIn SagFull Capture5,031.165,034.18CB-02 5,032.105,032.105,031.865,031.861.761.76StandardIn SagFull Capture5,031.305,033.82CB-03 5,033.265,033.265,033.075,033.071.731.73StandardIn SagFull Capture5,032.545,035.32CB-04 5,034.685,034.685,034.515,034.511.051.05StandardIn SagFull Capture5,034.085,036.60CB-05 5,029.385,029.385,029.355,029.350.250.25StandardIn SagFull Capture5,028.815,029.35RD-01 5,030.065,030.065,030.035,030.030.250.25StandardIn SagFull Capture5,029.495,030.03RD-02 5,031.095,031.095,031.075,031.070.250.25StandardIn SagFull Capture5,030.535,031.07RD-03 5,031.515,031.515,031.495,031.490.250.25StandardIn SagFull Capture5,030.955,031.49RD-04 5,035.455,035.455,035.355,035.350.250.25StandardIn SagFull Capture5,035.105,035.64RD-05 5,028.645,028.645,028.545,028.540.250.25StandardIn SagFull Capture5,028.295,028.84RD-06 5,029.285,029.285,029.195,029.190.250.25StandardIn SagFull Capture5,028.945,029.48RD-07 5,029.935,029.935,029.835,029.830.250.25StandardIn SagFull Capture5,029.585,030.12RD-08 5,030.525,030.525,030.425,030.420.250.25StandardIn SagFull Capture5,030.175,030.71RD-09 5,032.865,032.865,032.845,032.840.250.25StandardIn SagFull Capture5,032.305,032.84RD-10 5,034.785,034.785,034.685,034.680.250.25StandardIn SagFull Capture5,034.435,034.97RD-11 Page 4 of 1576 Watertown Road, Suite 2D Thomaston, CT 06787 USA +1-203- 755-1666 4/9/2025 StormCAD [10.04.00.158]Bentley Systems, Inc. Haestad Methods Solution CenterPedersen Toyota.stsw Pedersen Toyota 2-Year Event Manhole Table - Time: 0.00 hours Hydraulic Grade Line (Out) (ft) Hydraulic Grade Line (In) (ft) Depth (Out) (ft) Flow (Total Out) (cfs) Headloss (ft) Headloss Coefficient (Standard) Elevation (Invert Out) (ft) Elevation (Invert in 1) (ft) Elevation (Rim) (ft) Label 5,026.095,026.090.986.370.000.0005,025.115,025.315,034.71MH-01 5,026.545,026.540.986.370.000.0005,025.565,025.765,034.96MH-02 5,026.975,026.970.986.370.000.0005,025.995,026.245,036.49MH-03 5,027.865,027.860.814.030.000.0005,027.045,027.245,036.05MH-04 5,027.375,027.370.612.330.000.0005,026.765,026.965,036.58MH-05 5,031.265,031.260.390.850.000.0005,030.875,031.075,034.79MH-06 5,030.595,030.590.824.540.000.0005,029.775,029.975,034.28MH-07 5,030.885,030.880.824.540.000.0005,030.065,030.265,034.29MH-08 5,031.165,031.160.844.540.000.0005,030.325,030.525,034.35MH-09 5,031.485,031.480.824.540.000.0005,030.665,031.165,034.32MH-10 5,031.635,031.630.632.780.000.0005,031.005,031.205,035.55MH-11 5,032.835,032.830.632.780.000.0005,032.195,032.445,035.08MH-12 5,033.245,033.240.401.050.000.0005,032.845,033.095,036.14MH-13 Page 5 of 1576 Watertown Road, Suite 2D Thomaston, CT 06787 USA +1-203- 755-1666 4/9/2025 StormCAD [10.04.00.158]Bentley Systems, Inc. Haestad Methods Solution CenterPedersen Toyota.stsw Pedersen Toyota 2-Year Event 5,020.00 5,025.00 5,030.00 5,035.00 5,040.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 Station (ft) Elev at ion (f t) MH-03 Rim: 5,036.49 ft Invert: 5,025.99 ft MH-01 Rim: 5,034.71 ft Invert: 5,025.11 ft MH-02 Rim: 5,034.96 ft Invert: 5,025.56 ft MH-04 Rim: 5,036.05 ft Invert: 5,027.04 ft CB-01 Rim: 5,033.16 ft Invert: 5,029.71 ft T-02 Invert: 5,025.83 ft T-01 Invert: 5,025.83 ft EX MH-01 Rim: 5,034.34 ft Invert: 5,023.80 ft P-06: 40.0 ft @ -0.020 ft/ft 15.0 in PVC P-05: 8.1 ft @ -0.020 ft/ft 18.0 in PVC P-04: 52.0 ft @ 0.000 ft/ft 42.0 in PVC P-01: 65.5 ft @ -0.020 ft/ft 18.0 in Concrete P-03: 3.4 ft @ -0.020 ft/ft 18.0 in PVC P-02: 12.6 ft @ -0.020 ft/ft 18.0 in PVC P-07: 123.4 ft @ -0.020 ft/ft 15.0 in PVC Page 6 of 1576 Watertown Road, Suite 2D Thomaston, CT 06787 USA +1-203- 755-1666 4/9/2025 StormCAD [10.04.00.158]Bentley Systems, Inc. Haestad Methods Solution CenterPedersen Toyota.stsw Pedersen Toyota 2-Year Event 5,025.00 5,030.00 5,035.00 5,040.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 Station (ft) Elev ation (f t ) MH-03 Rim: 5,036.49 ft Invert: 5,025.99 ft MH-05 Rim: 5,036.58 ft Invert: 5,026.76 ft MH-06 Rim: 5,034.79 ft Invert: 5,030.87 ft CB-02 Rim: 5,034.18 ft Invert: 5,031.16 ftT-11 Invert: 5,028.82 ft T-12 Invert: 5,029.47 ft T-13 Invert: 5,029.94 ft T-09 Invert: 5,027.27 ft T-10 Invert: 5,027.92 ft P-20: 25.2 ft @ -0.012 ft/ft 15.0 inPVC P-19: 34.2 ft @ -0.015 ft/ft 15.0 inPVC P-22: 52.0 ft @ -0.012 ft/ft 15.0 inPVC P-24: 52.0 ft @ -0.012 ft/ft 12.0 inPVC P-26: 52.0 ft @ -0.012 ft/ft 12.0 inPVC P-27: 37.8 ft @ -0.012 ft/ft 12.0 inPVC P-35: 7.2 ft @ -0.012 ft/ft 12.0 inPVCP-34: 74.3 ft @ -0.012 ft/ft 12.0 inPVC Page 7 of 1576 Watertown Road, Suite 2D Thomaston, CT 06787 USA +1-203- 755-1666 4/9/2025 StormCAD [10.04.00.158]Bentley Systems, Inc. Haestad Methods Solution CenterPedersen Toyota.stsw Pedersen Toyota 2-Year Event 5,025.00 5,030.00 5,035.00 5,040.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 Station (ft) E levation (ft ) MH-13 Rim: 5,036.14 ft Invert: 5,032.84 ft MH-07 Rim: 5,034.28 ft Invert: 5,029.77 ftMH-08 Rim: 5,034.29 ft Invert: 5,030.06 ft MH-10 Rim: 5,034.32 ft Invert: 5,030.66 ft MH-09 Rim: 5,034.35 ft Invert: 5,030.32 ft MH-12 Rim: 5,035.08 ft Invert: 5,032.19 ft MH-11 Rim: 5,035.55 ft Invert: 5,031.00 ft CB-05 Rim: 5,036.60 ft Invert: 5,034.08 ft T-18 Invert: 5,030.31 ft T-19 Invert: 5,030.31 ft EX MH-02 Rim: 5,032.78 ft Invert: 5,029.41 ft P-46: 79.7 ft @ -0.005 ft/ft 15.0 inPVC P-47: 198.1 ft @ -0.005 ft/ft 12.0 inPVC P-39: 61.0 ft @ 0.000 ft/ft 42.0 inPVC P-36: 72.6 ft @ -0.005 ft/ft 18.0 inPVC P-38: 8.4 ft @ -0.005 ft/ft 18.0 inPVC P-37: 18.3 ft @ -0.005 ft/ft 18.0 inPVC P-41: 27.1 ft @ -0.005 ft/ft 18.0 inPVC P-40: 3.6 ft @ -0.005 ft/ft 18.0 inPVC P-44: 198.2 ft @ -0.005 ft/ft 18.0 inPVC P-43: 28.5 ft @ -0.005 ft/ft 18.0 inPVC Page 8 of 1576 Watertown Road, Suite 2D Thomaston, CT 06787 USA +1-203- 755-1666 4/9/2025 StormCAD [10.04.00.158]Bentley Systems, Inc. Haestad Methods Solution CenterPedersen Toyota.stsw Pedersen Toyota 100-Year Event Conduit Table - Time: 0.00 hours Energy Grade Line (Out) (ft) Energy Grade Line (In) (ft) Hydraulic Grade Line (Out) (ft) Hydraulic Grade Line (In) (ft) Capacity (Full Flow) (cfs) Velocity (ft/s) Flow (cfs) Manning's n Invert (Stop) (ft) Invert (Start) (ft) Slope (Calculated) (ft/ft) Length (Unified) (ft) Diameter (in) Label 5,028.035,031.295,025.285,028.5614.8513.2623.440.0135,025.115,023.80-0.02065.518.0P-01 5,031.295,031.665,028.565,028.9319.3113.2623.440.0105,025.565,025.31-0.02012.618.0P-02 5,031.665,031.765,028.935,029.0319.3113.2623.440.0105,025.835,025.76-0.0203.418.0P-03 5,029.135,029.155,029.035,029.051.312.4423.440.0105,025.835,025.830.00052.042.0P-04 5,031.785,032.025,029.055,029.2819.3113.2623.440.0105,025.995,025.83-0.0208.118.0P-05 5,031.565,032.825,029.285,030.5411.8712.1114.860.0105,027.045,026.24-0.02040.015.0P-06 5,031.645,033.505,030.545,032.4011.878.4110.320.0105,029.715,027.24-0.020123.415.0P-07 5,038.845,065.025,030.545,056.711.0323.124.540.0105,029.145,027.79-0.02067.66.0P-08 5,057.045,057.435,056.715,057.101.034.620.910.0105,028.315,028.810.02025.16.0P-09 5,062.025,078.865,056.715,073.551.0318.503.630.0105,030.505,029.14-0.02067.96.0P-10 5,073.885,074.275,073.555,073.931.034.620.910.0105,028.995,029.490.02025.16.0P-11 5,076.545,089.755,073.555,086.761.0313.872.720.0105,032.405,030.50-0.02094.86.0P-12 5,089.755,094.685,086.765,091.691.0313.872.720.0105,033.105,032.40-0.02035.36.0P-13 5,092.025,092.215,091.695,091.871.034.620.910.0105,030.295,030.530.02012.06.0P-14 5,093.025,095.625,091.695,094.291.039.251.820.0105,033.945,033.10-0.02042.06.0P-15 5,094.625,094.815,094.295,094.471.034.620.910.0105,030.715,030.950.02012.06.0P-16 5,094.625,095.335,094.295,095.001.034.620.910.0105,034.865,033.94-0.02045.76.0P-17 5,095.335,095.525,095.005,095.181.034.620.910.0105,035.105,034.86-0.02012.06.0P-18 5,030.045,030.405,029.285,029.6410.286.998.580.0105,026.765,026.24-0.01534.215.0P-19 5,030.405,030.665,029.645,029.909.396.998.580.0105,027.275,026.96-0.01225.215.0P-20 5,030.245,030.455,029.905,030.111.034.620.910.0105,028.295,028.02-0.02013.56.0P-21 5,030.515,030.945,029.905,030.349.396.257.670.0105,027.925,027.27-0.01252.015.0P-22 5,030.675,030.875,030.345,030.541.034.620.910.0105,028.945,028.67-0.02013.26.0P-23 5,031.495,032.605,030.345,031.455.188.616.760.0105,028.825,028.17-0.01252.012.0P-24 5,031.785,031.985,031.455,031.641.034.620.910.0105,029.585,029.32-0.02012.86.0P-25 5,032.315,033.145,031.455,032.285.187.455.850.0105,029.475,028.82-0.01252.012.0P-26 5,032.895,033.325,032.285,032.715.186.304.950.0105,029.945,029.47-0.01237.812.0P-27 Page 9 of 1576 Watertown Road, Suite 2D Thomaston, CT 06787 USA +1-203- 755-1666 4/9/2025 StormCAD [10.04.00.158]Bentley Systems, Inc. Haestad Methods Solution CenterPedersen Toyota.stsw Pedersen Toyota 100-Year Event Conduit Table - Time: 0.00 hours Energy Grade Line (Out) (ft) Energy Grade Line (In) (ft) Hydraulic Grade Line (Out) (ft) Hydraulic Grade Line (In) (ft) Capacity (Full Flow) (cfs) Velocity (ft/s) Flow (cfs) Manning's n Invert (Stop) (ft) Invert (Start) (ft) Slope (Calculated) (ft/ft) Length (Unified) (ft) Diameter (in) Label 5,032.615,032.765,032.285,032.431.034.620.910.0105,030.175,029.97-0.0209.86.0P-27 5,034.045,040.055,032.715,038.721.039.251.820.0105,032.395,030.45-0.02097.06.0P-28 5,040.055,041.455,038.725,040.121.039.251.820.0105,032.835,032.39-0.02022.56.0P-29 5,041.455,043.165,040.125,041.831.039.251.820.0105,033.395,032.83-0.02027.66.0P-30 5,042.165,042.325,041.835,041.981.034.620.910.0105,032.305,032.10-0.02010.06.0P-31 5,042.165,042.815,041.835,042.481.034.620.910.0105,034.225,033.39-0.02041.96.0P-32 5,042.815,042.975,042.485,042.641.034.620.910.0105,034.435,034.22-0.02010.26.0P-33 5,032.965,033.295,032.715,033.055.183.993.130.0105,030.875,029.94-0.01274.312.0P-34 5,033.295,033.335,033.055,033.085.183.993.130.0105,031.165,031.07-0.0127.212.0P-35 5,032.315,033.415,030.855,031.999.669.5516.870.0105,029.775,029.41-0.00572.618.0P-36 5,033.415,033.695,031.995,032.279.669.5516.870.0105,030.065,029.97-0.00518.318.0P-37 5,033.695,033.825,032.275,032.409.669.5516.870.0105,030.315,030.26-0.0058.418.0P-38 5,032.525,032.555,032.405,032.431.311.7516.870.0105,030.315,030.310.00061.042.0P-39 5,033.845,033.905,032.435,032.489.669.5516.870.0105,030.325,030.31-0.0053.618.0P-40 5,033.905,034.315,032.485,032.909.669.5516.870.0105,030.665,030.52-0.00527.118.0P-41 5,033.975,034.535,032.905,033.463.278.336.540.0105,031.165,031.300.00528.112.0P-42 5,033.435,033.595,032.905,033.069.665.8510.330.0105,031.005,030.86-0.00528.518.0P-43 5,033.595,034.725,033.065,034.199.665.8510.330.0105,032.195,031.20-0.005198.218.0P-44 5,034.625,034.745,034.195,034.315.945.266.450.0105,032.445,032.540.00520.215.0P-45 5,034.355,034.525,034.195,034.365.943.163.880.0105,032.845,032.44-0.00579.715.0P-46 5,034.745,036.135,034.365,035.753.274.943.880.0105,034.085,033.09-0.005198.112.0P-47 Page 10 of 1576 Watertown Road, Suite 2D Thomaston, CT 06787 USA +1-203- 755-1666 4/9/2025 StormCAD [10.04.00.158]Bentley Systems, Inc. Haestad Methods Solution CenterPedersen Toyota.stsw Pedersen Toyota 100-Year Event Catch Basin Table - Time: 0.00 hours Energy Grade Line (Out) (ft) Energy Grade Line (In) (ft) Hydraulic Grade Line (Out) (ft) Hydraulic Grade Line (In) (ft) Flow (Total Out) (cfs) Flow (Additional Subsurface) (cfs) Headloss Method Inlet Location Inlet TypeElevation (Invert) (ft) Elevation (Rim) (ft) Label 5,033.505,033.505,032.405,032.4010.3210.32StandardIn SagFull Capture5,029.715,033.16CB-01 5,033.335,033.335,033.085,033.083.133.13StandardIn SagFull Capture5,031.165,034.18CB-02 5,034.535,034.535,033.465,033.466.546.54StandardIn SagFull Capture5,031.305,033.82CB-03 5,034.745,034.745,034.315,034.316.456.45StandardIn SagFull Capture5,032.545,035.32CB-04 5,036.135,036.135,035.755,035.753.883.88StandardIn SagFull Capture5,034.085,036.60CB-05 5,029.685,029.685,029.355,029.350.910.91StandardIn SagFull Capture5,028.815,029.35RD-01 5,030.365,030.365,030.035,030.030.910.91StandardIn SagFull Capture5,029.495,030.03RD-02 5,031.405,031.405,031.075,031.070.910.91StandardIn SagFull Capture5,030.535,031.07RD-03 5,031.825,031.825,031.495,031.490.910.91StandardIn SagFull Capture5,030.955,031.49RD-04 5,035.975,035.975,035.645,035.640.910.91StandardIn SagFull Capture5,035.105,035.64RD-05 5,029.175,029.175,028.835,028.830.910.91StandardIn SagFull Capture5,028.295,028.84RD-06 5,029.815,029.815,029.485,029.480.910.91StandardIn SagFull Capture5,028.945,029.48RD-07 5,030.455,030.455,030.125,030.120.910.91StandardIn SagFull Capture5,029.585,030.12RD-08 5,031.045,031.045,030.715,030.710.910.91StandardIn SagFull Capture5,030.175,030.71RD-09 5,033.175,033.175,032.845,032.840.910.91StandardIn SagFull Capture5,032.305,032.84RD-10 5,035.305,035.305,034.975,034.970.910.91StandardIn SagFull Capture5,034.435,034.97RD-11 Page 11 of 1576 Watertown Road, Suite 2D Thomaston, CT 06787 USA +1-203- 755-1666 4/9/2025 StormCAD [10.04.00.158]Bentley Systems, Inc. Haestad Methods Solution CenterPedersen Toyota.stsw Pedersen Toyota 100-Year Event Manhole Table - Time: 0.00 hours Hydraulic Grade Line (Out) (ft) Hydraulic Grade Line (In) (ft) Depth (Out) (ft) Flow (Total Out) (cfs) Headloss (ft) Headloss Coefficient (Standard) Elevation (Invert Out) (ft) Elevation (Invert in 1) (ft) Elevation (Rim) (ft) Label 5,028.565,028.563.4523.440.000.0005,025.115,025.315,034.71MH-01 5,028.935,028.933.3723.440.000.0005,025.565,025.765,034.96MH-02 5,029.285,029.283.2923.440.000.0005,025.995,026.245,036.49MH-03 5,030.545,030.543.4914.860.000.0005,027.045,027.245,036.05MH-04 5,029.645,029.642.888.580.000.0005,026.765,026.965,036.58MH-05 5,033.055,033.052.173.130.000.0005,030.875,031.075,034.79MH-06 5,031.995,031.992.2216.870.000.0005,029.775,029.975,034.28MH-07 5,032.275,032.272.2116.870.000.0005,030.065,030.265,034.29MH-08 5,032.485,032.482.1616.870.000.0005,030.325,030.525,034.35MH-09 5,032.905,032.902.2416.870.000.0005,030.665,031.165,034.32MH-10 5,033.065,033.062.0610.330.000.0005,031.005,031.205,035.55MH-11 5,034.195,034.192.0010.330.000.0005,032.195,032.445,035.08MH-12 5,034.365,034.361.523.880.000.0005,032.845,033.095,036.14MH-13 Page 12 of 1576 Watertown Road, Suite 2D Thomaston, CT 06787 USA +1-203- 755-1666 4/9/2025 StormCAD [10.04.00.158]Bentley Systems, Inc. Haestad Methods Solution CenterPedersen Toyota.stsw Pedersen Toyota 100-Year Event 5,020.00 5,025.00 5,030.00 5,035.00 5,040.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 Station (ft) Elev at ion (f t) MH-03 Rim: 5,036.49 ft Invert: 5,025.99 ft MH-01 Rim: 5,034.71 ft Invert: 5,025.11 ft MH-02 Rim: 5,034.96 ft Invert: 5,025.56 ft MH-04 Rim: 5,036.05 ft Invert: 5,027.04 ft CB-01 Rim: 5,033.16 ft Invert: 5,029.71 ft T-02 Invert: 5,025.83 ft T-01 Invert: 5,025.83 ft EX MH-01 Rim: 5,034.34 ft Invert: 5,023.80 ft P-06: 40.0 ft @ -0.020 ft/ft 15.0 in PVC P-05: 8.1 ft @ -0.020 ft/ft 18.0 in PVC P-04: 52.0 ft @ 0.000 ft/ft 42.0 in PVC P-01: 65.5 ft @ -0.020 ft/ft 18.0 in Concrete P-03: 3.4 ft @ -0.020 ft/ft 18.0 in PVC P-02: 12.6 ft @ -0.020 ft/ft 18.0 in PVC P-07: 123.4 ft @ -0.020 ft/ft 15.0 in PVC Page 13 of 1576 Watertown Road, Suite 2D Thomaston, CT 06787 USA +1-203- 755-1666 4/9/2025 StormCAD [10.04.00.158]Bentley Systems, Inc. Haestad Methods Solution CenterPedersen Toyota.stsw Pedersen Toyota 100-Year Event 5,025.00 5,030.00 5,035.00 5,040.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 Station (ft) Elev ation (f t ) MH-03 Rim: 5,036.49 ft Invert: 5,025.99 ft MH-05 Rim: 5,036.58 ft Invert: 5,026.76 ft MH-06 Rim: 5,034.79 ft Invert: 5,030.87 ft CB-02 Rim: 5,034.18 ft Invert: 5,031.16 ftT-11 Invert: 5,028.82 ft T-12 Invert: 5,029.47 ft T-13 Invert: 5,029.94 ft T-09 Invert: 5,027.27 ft T-10 Invert: 5,027.92 ft P-20: 25.2 ft @ -0.012 ft/ft 15.0 inPVC P-19: 34.2 ft @ -0.015 ft/ft 15.0 inPVC P-22: 52.0 ft @ -0.012 ft/ft 15.0 inPVC P-24: 52.0 ft @ -0.012 ft/ft 12.0 inPVC P-26: 52.0 ft @ -0.012 ft/ft 12.0 inPVC P-27: 37.8 ft @ -0.012 ft/ft 12.0 inPVC P-35: 7.2 ft @ -0.012 ft/ft 12.0 inPVCP-34: 74.3 ft @ -0.012 ft/ft 12.0 inPVC Page 14 of 1576 Watertown Road, Suite 2D Thomaston, CT 06787 USA +1-203- 755-1666 4/9/2025 StormCAD [10.04.00.158]Bentley Systems, Inc. Haestad Methods Solution CenterPedersen Toyota.stsw Pedersen Toyota 100-Year Event 5,025.00 5,030.00 5,035.00 5,040.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 Station (ft) E levation (ft ) MH-13 Rim: 5,036.14 ft Invert: 5,032.84 ft MH-07 Rim: 5,034.28 ft Invert: 5,029.77 ftMH-08 Rim: 5,034.29 ft Invert: 5,030.06 ft MH-10 Rim: 5,034.32 ft Invert: 5,030.66 ft MH-09 Rim: 5,034.35 ft Invert: 5,030.32 ft MH-12 Rim: 5,035.08 ft Invert: 5,032.19 ft MH-11 Rim: 5,035.55 ft Invert: 5,031.00 ft CB-05 Rim: 5,036.60 ft Invert: 5,034.08 ft T-18 Invert: 5,030.31 ft T-19 Invert: 5,030.31 ft EX MH-02 Rim: 5,032.78 ft Invert: 5,029.41 ft P-46: 79.7 ft @ -0.005 ft/ft 15.0 inPVC P-47: 198.1 ft @ -0.005 ft/ft 12.0 inPVC P-39: 61.0 ft @ 0.000 ft/ft 42.0 inPVC P-36: 72.6 ft @ -0.005 ft/ft 18.0 inPVC P-38: 8.4 ft @ -0.005 ft/ft 18.0 inPVC P-37: 18.3 ft @ -0.005 ft/ft 18.0 inPVC P-41: 27.1 ft @ -0.005 ft/ft 18.0 inPVC P-40: 3.6 ft @ -0.005 ft/ft 18.0 inPVC P-44: 198.2 ft @ -0.005 ft/ft 18.0 inPVC P-43: 28.5 ft @ -0.005 ft/ft 18.0 inPVC Page 15 of 1576 Watertown Road, Suite 2D Thomaston, CT 06787 USA +1-203- 755-1666 4/9/2025 StormCAD [10.04.00.158]Bentley Systems, Inc. Haestad Methods Solution CenterPedersen Toyota.stsw