The URL can be used to link to this page

Browse Search

Home My WebLink About20252283.tiffFORT ST. VRAIN GENERATING STATION COMBUSTION TURBINE UNIT 7AND 8 ATTACHMENT V: GEOTECHNICAL REPORT Weld County Site Selection and Construction of Major Facilities of a Public Utility Application Kiewit FORT ST. VRAIN UNITS 7 & 8 GEOTECHNICAL ENGINEERING REPORT DD AJ SB 0 23 January 2025 ISSUED FOR INFORMATION REV DATE DESCRIPTION ORIG CHK APPR PROJECT DOCUMENT NUMBER REVISION FORT ST. VRAIN UNITS 7 & 8 20055387-RPT-001 0 KIEWIT ENGINEERING GROUP INC. Kiewit FORT ST. VRAIN UNITS 7 & 8 GEOTECHNICAL ENGINEERING REPORT REV DATE : 23 JANUARY 2025 DOCUMENT NO.: 20055387-RPT-001 REV.: 0 PAGE: 2 OF 36 TABLE OF CONTENTS 1.0 INTRODUCTION 3 2.0 PROJECT BACKGROUND 3 3.0 FIELD AND LABORATORY EXPLORATION 4 4.0 SITE CONDITIONS 5 5.0 EARTHWORK RECOMMENDATIONS 12 6.0 STORMWATER DETENTION BASIN 18 7.0 FOUNDATION RECOMMENDATIONS 19 8.0 UNDERGROUND UTILITIES 29 9.0 PAVEMENT 29 10.0 CONSTRUCTION ENGINEERING 31 11.0 QUALITY ASSURANCE 32 12.0 REPORT LIMITATIONS 33 13.0 REFERENCES 34 List of Attachments Attachment 1 Figures 1 through 11 Attachment 2 Kumar & Associates Geotechnical Final Data Report (2024) Attachment 3 Woodward-Clyde-Sherard & Associates Geotechnical Reports (1966) Attachment 4 Kumar & Associates Geotechnical Report — Units 5 & 6 (2008) KIEWIT ENGINEERING GROUP INC. Kiewit FORT ST. VRAIN UNITS 7 & 8 GEOTECHNICAL ENGINEERING REPORT REV DATE : 23 JANUARY 2025 DOCUMENT NO.: 20055387-RPT-001 REV.: 0 PAGE: 3 OF 36 1.0 INTRODUCTION This report represents Kiewit Engineering's geotechnical recommendations for the proposed Xcel Fort St. Vrain Units 7 & 8 located at 16805 County Road 19 1/2 in Platteville, Colorado as shown on Figure 1 presented in Attachment 1. Several geotechnical studies have been conducted at the general site of the Xcel Fort St. Vrain Generation Station. 2.0 PROJECT BACKGROUND 2.1 PROJECT DESCRIPTION Xcel Energy Services Inc. is expanding the electrical generating capacity at their Fort St. Vrain Generation Station with the addition of two GE 7FA.05 natural gas -fired combustion turbines that will generate a nominal 384 MW of electricity. The facility will also consist of two air-cooled heat exchangers and one air compressor enclosure. The existing control room for Units 5 and 6 will be expanded to accommodate the control interface for the new units. The present General Arrangement (GA) for the plant power block is included in Attachment 1 and is the basis for this report. 2.2 SITE DESCRIPTION The new turbine units will be located on an approximately 5 -acre site east of the existing Fort St. Vrain Generation Station as shown in Figure 2 of Attachment 1. The site of the new turbine units is on generally flat land with one turbine unit being on the adjacent yard of the existing generating station and the other turbine unit being on fallow farmland to the east of the existing yard fence. A drainage ditch exists to the east of the pavement adjacent to the existing Turbine Unit 6, and a rainwater infiltration basin is located at the north end of the drainage ditch at the northeast corner of Turbine Unit 6. The Xcel fenced property is bordered on the north by farmland and a Spent Fuel Rod Storage Facility, on the south and east by farmland, and on the west by County Road 19'/2. Vegetation at the turbines site consists of grass and weeds on the west side of the fence and occasional weeds and grasses on the east side of the fence. More detailed figures showing the proposed construction, and approximate locations of explorations are shown in Attachment 1. 2.3 PREVIOUS STUDIES Subsurface explorations were previously completed by Woodward-Clyde-Sherard and Associates and Kumar & Associates for the existing facilities adjacent to the proposed turbine additions. The following geotechnical information and documentation was available for our review. • Soil and Foundation Investigation Fort St. Vrain Nuclear Generating Station, Near Platteville, Colorado, prepared by Woodward-Clyde-Sherard and Associates and dated May 31, 1966. • Soil and Foundation Investigation Fort St. Vrain Nuclear Generating Station, Near Platteville, Colorado, prepared by Woodward-Clyde-Sherard and Associates and dated July 8, 1966. • Geotechnical Engineering Study — Combustion Turbine Units 5 and 6 Installation Fort KIEWIT ENGINEERING GROUP INC. Kiewit FORT ST. VRAIN UNITS 7 & 8 GEOTECHNICAL ENGINEERING REPORT REV DATE : 23 JANUARY 2025 DOCUMENT NO.: 20055387-RPT-001 REV.: 0 PAGE: 4 OF 36 Saint Vrain Power Generation Plant, Weld County, Colorado, prepared by Kumar & Associates, Inc. and dated February 18, 2008. The Woodward-Clyde-Sherard (WCS) 1966 preliminary and final reports included exploratory borings and laboratory testing. WCS drilled approximately 18 borings to depths ranging from approximately 50 to 100 feet below ground surface (bgs) at the reactor location with additional borings in the general area. The laboratory testing included gradation, plasticity index, unconfined compressive strength, hydraulic conductivity, moisture, unit weight, and corrosion series tests. The WCS report of geotechnical exploration is included as Attachment 3. The Kumar & Associates (Kumar) 2008 report included exploratory borings and laboratory testing. Kumar drilled three borings ranging in depth from 25 to 55 feet bgs. The laboratory testing included gradation, plasticity index, consolidation, moisture, and unit weight tests. The Kumar 2008 report of geotechnical exploration is included in Attachment 4. 2.4 PURPOSE AND SCOPE The Kiewit geotechnical scope of work included developing geotechnical recommendations for project design and construction. Our scope of services included the following: • Review of previous geotechnical studies. • Site reconnaissance to observe surface and geologic conditions. • Subsurface exploration and laboratory testing. • Engineering analyses of the field and laboratory data. • Preparation of this report, which includes the following: o Summary of site geotechnical conditions, o Earthwork recommendations, o Foundation recommendations, o Construction engineering recommendations, and o Quality assurance recommendations. 3.0 FIELD AND LABORATORY EXPLORATION 3.1 FIELD EXPLORATION Kiewit Engineering conducted a subsurface exploration program as shown on Figure 3 contained in Attachment 1. Field activities for the subsurface exploration were performed by Kumar and Associates under the direction of Kiewit Engineering. The field program was conducted from September 16, 2024 to October 3, 2024. The following field explorations were performed: • Six (6) exploratory borings to depths ranging from 80.0 to 90.5 feet bgs within the proposed gas turbines, stack, and transformers footprints; five (5) exploratory borings to depths ranging from 59.4 to 69.4 feet bgs under adjacent structures and equipment; four (4) exploratory borings to depths of 15 to 15.5 feet bgs in road areas; 13 exploratory borings to depths of 15 to 15.5 feet bgs in construction laydown areas; and, two (2) shallow holes KIEWIT ENGINEERING GROUP INC. Kiewit FORT ST. VRAIN UNITS 7 & 8 GEOTECHNICAL ENGINEERING REPORT REV DATE : 23 JANUARY 2025 DOCUMENT NO.: 20055387-RPT-001 REV.: 0 PAGE: 5 OF 36 for infiltration testing. • Six (6) test pits were excavated to depths of 10.5 to 13 feet bgs. • Three (3) geophysical surveys for Multi -Channel Analysis of Surface Waves (MASW) to evaluate seismic site class and dynamic soil properties at the project site. • Electrical resistivity testing including Wenner four -pin method along two (2) lines across the site and a Schlumberger sounding which was oriented north and south through the main turbine area of the site. Completed field test results from Kumar are also included in Attachment 2 for reference. 3.2 LABORATORY TESTING Laboratory tests were performed by Kumar at the direction of Kiewit Engineering. The tests performed are indicated in Table 1. Test results and locations are provided in the data report in Attachment 2. Table 1: Laboratory Tests Test Type Test Standard Sieve Analysis with Hydrometer ASTM D6913, ASTM D7928 Sieve Analysis with Wash #200 ASTM D6913, ASTM D1140 Unit Weight ASTM D7263 Organic Content AASHTO T267 Consolidated Undrained Triaxial Test with Pore Pressure Measurements (CUpp) ASTM D4767 Direct Shear ASTM D3080 Unconfined Compression Strength - Rock ASTM D7012 Swell - Consolidation ASTM D2435 Atterberg Limits ASTM D4318 Water Content ASTM D2216 Soil Box Resistivity ASTM G1887 Soluble Chlorides AASHTO T291 Soluble Sulfates AASHTO T290 pH AASHTO T289 Thermal Resistivity ASTM D5334 4.0 SITE CONDITIONS 4.1 REGIONAL GEOLOGY The project area is located on the western edge of the Great Plains situated on the North KIEWIT ENGINEERING GROUP INC. Kiewit FORT ST. VRAIN UNITS 7 & 8 GEOTECHNICAL ENGINEERING REPORT REV DATE : 23 JANUARY 2025 DOCUMENT NO.: 20055387-RPT-001 REV.: 0 PAGE: 6 OF 36 American Craton as it abuts up against the Front Range of the Rocky Mountains. The site lies within the Denver Basin geologic province, an asymmetric syncline of sedimentary rocks formed from steep uplifting movement from the creation of the mountains of the Front Range. The basin is filled with multiple layers of sedimentary rock deposited over geologic time from multiple iterations of erosion and deposition. Younger alluvial granular deposits from the Holocene and Pleistocene have been deposited on the gentle slopes of the high plains overlying older sedimentary rock from the Cretaceous Period. 4.2 LOCAL GEOLOGY Based on the 1965 Platteville Quadrangle and the 2019 Gowanda Quadrangle geologic maps, the project area is in the St. Vrain Creek Valley between the St. Vrain Creek and Platte River as shown in Figures 4 and 5 in Attachment 1. The uppermost geologic unit covering the site is a widespread alluvial cut -in -fill terrace. This unit consists of river gravel and alluvial sand and silt, and can range from 1 to 30 feet thick, but is generally about 10 feet thick. It is underlain by additional alluvial sand deposits. Bedrock mapped on the Quadrangles were from the lower Dakota or upper Laramie formations consisting of gray sandstone, dark gray shale, or grayish black claystone with the potential for coal beds. 4.3 CURRENT SITE DEVELOPMENT Based on the available topographic information collected from soil borings, the existing ground surface elevations vary from approximately EL.+4783 feet to approximately EL.+4789 feet. The proposed finished grade elevation at the power generation area is EL. +4790 feet. Undocumented fill from previous construction efforts at the facility exists across the proposed project site. Undocumented fill ranges in depth from 1 to 5 feet below grade and is not suitable for use below any structure or road due to increased risk of settlement as well as swelling. The undocumented fill should be removed down to a minimum elevation of 4783 feet to ensure all undocumented and non-structural fill of significant thickness is removed beneath proposed structures. Undocumented fill extending below this elevation should be chased and removed, where encountered. An updated stormwater infiltration basin will be constructed to the north of the new power generation area. Drainage ditches and storm water piping will be used to convey surface runoff to this basin. 4.4 SUBSURFACE SOIL CONDITIONS The subsurface conditions at the project site consist of 1 to 5 feet of undocumented fill consisting of clayey sand or silty sand. Undocumented fill is underlain by approximately 21 to 24 feet of native loose to medium dense silty sand, poorly graded sand with silt, or poorly graded sand. Sand layer is underlain by an approximately 3 -foot -thick discontinuous layer of firm to stiff lean clay to sandy lean clay, followed by 20 feet of medium dense to dense silty sand to poorly graded sand. The sand is then underlain by weathered bedrock, followed by competent bedrock consisting of alternating layers of claystone and sandstone. Further information obtained from the subsurface exploration about the soil profile are listed below. KIEWIT ENGINEERING GROUP INC. Kiewit FORT ST. VRAIN UNITS 7 & 8 GEOTECHNICAL ENGINEERING REPORT REV DATE : 23 JANUARY 2025 DOCUMENT NO.: 20055387-RPT-001 REV.: 0 PAGE: 7 OF 36 Stratum 1: Undocumented Fill and Agriculturally Disturbed Soil (SM and SC) Undocumented fills were encountered within the fenced area in the western part of the project site and disturbed soils from farming were encountered in the eastern part of the site. Undocumented fill in the east ranged in depth from 1 to 5 feet below grade and consisted of silty sand, silty clayey sand, and clayey sand. Laboratory testing indicated some of the undocumented fill contains expansive clay. The undocumented fill material was generally characterized as loose to medium dense, varying in color from brown to dark brown, and generally dry to slightly moist. The undocumented fill generally had a higher percentage of fines than native soils consisting of both clay and silty fines. Weeds and grass were growing in the undocumented fill. In the western area, the site was previously used for agriculture and disturbed soil extended down approximately 2 to 3 feet below grade. These disturbed soils were also described as loose to medium dense silty sand or clayey sand, brown, and dry to slightly moist. There were sparse weeds growing in the field at the time of drilling, but past use of the field for farming indicates the that at least the upper 2 feet of the soil should be considered as topsoil. Stratum 2: Sand (SM, SP-SM, and SP) Native soils encountered beneath the topsoil and undocumented fill consisted of light brown to brown sand with minor amounts of silt and trace gravel. The thickness of the sand generally ranged from to 19 to 24 feet thick. Blow counts (N values) in this sand layer generally ranged from 5 to 24 blows per foot, which corresponds to a density of loose to medium dense. Dry densities generally ranged from 90.9 to 116.2 pcf, while moisture contents generally ranged from 1.3 to 14.8 percent. Stratum 3: Clay Soils (CL and SC) A 2- to 4 -foot -thick discontinuous layer of lean clay with sand was encountered in some borings beneath the sand at a depth ranging from 23 to 29 feet below grade. The consistency of the lean clay with sand ranged from soft to stiff. The color of the clay ranged from brown to gray and moisture was described as moist to wet. Blow counts in this layer ranged from 3 to 9 blows per foot. Liquid limits (LL) ranged from 24 to 37 percent and plasticity indices (PI) ranged from 9 to 20. Dry densities generally ranged from 95.1 to 110.2 pcf, and moisture contents generally ranged from 19 to 27.8 percent. Stratum 4: Sand (SM, SP-SM, SP) Medium dense to dense sand soils were encountered beneath the clay layer. The thickness of this layer ranged from 16 to 21 feet. The sand was identified as brown to dark brown and moisture was described as wet. Silt, sand and gravel were identified as minor constituents in this material. Uncorrected blow counts (N values) generally ranged from 11 to 82+ blows per foot. Dry densities generally ranged from 90.3 to 126.6 pcf, while moisture contents generally ranged from 6.9 to 25.6 percent. Stratum 5: Bedrock (Interbedded Claystone and Sandstone) The sand was underlain by bedrock consisting of interbedded layers of claystone and sandstone with occasional siltstone layers. The bedrock was brown, orange -brown, gray, and blue gray. Unconfined compressive strength of the claystone and sandstone ranged between 154.4 and 529.8 psi, indicating the bedrock is relatively soft. The dry density of the rock ranged from 108.0 to 125.7 pcf. Moisture contents ranged from 12.2 of 20.1 percent. The bedrock surface in the power generation area is typically encountered from EL.+4734 to KIEWIT ENGINEERING GROUP INC. Kiewit FORT ST. VRAIN UNITS 7 & 8 GEOTECHNICAL ENGINEERING REPORT REV DATE : 23 JANUARY 2025 DOCUMENT NO.: 20055387-RPT-001 REV.: 0 PAGE: 8 OF 36 EL.+4738 feet in the power generation area. The preceding is a general description of the subsurface conditions at the boring locations. For a specific record of the subsurface conditions encountered at each boring location, refer to the logs in Attachment 2 of this report. 4.5 GROUNDWATER CONDITIONS Groundwater was encountered in the recent (2024) geotechnical borings drilled by Kumar and was measured during drilling, and 8 to 17 days after drilling. Where encountered, groundwater elevation varies from EL. 4758.5 feet to EL. 4763.5 feet. Groundwater measured depths and elevations are listed in Table 2. The recommended groundwater elevation for design is EL +4761.5 feet. Table 2. Summary of Groundwater Measurements Boring ID Date Drilled Date Measured Groundwater Depth Below Existing Ground Surface (feet) Groundwater Elevation (feet) PBR-1 9/16/2024 10/3/2024 25.0 4761.8 PBR-2 9/23/2024 10/3/2024 27.0 4759.9 PBR-3 9/17/2024 10/3/2024 25.0 4761.5 PBR-4 9/24/2024 10/3/2024 26.0 4760.6 PBR-5 9/18/2024 9/18/2024 27.5 4758.9 PBR-6 10/2/2024 10/2/2024 28 4758.5 PB-1 Not Measured Due to Rock Coring Procedure PB-2 9/25/2024 10/3/2024 27.0 4759.6 PB-3 10/2/2024 10/3/2024 26.0 4760.6 PB-4 Not Measured Due to Rock Coring Procedure PB-5 9/24/2024 10/3/2024 24.0 4762.9 PB-6 9/26/2024 10/3/2024 23.0 4763.5 4.6 SOIL CORROSION POTENTIAL Laboratory testing was conducted on selected soil samples from the turbine area for corrosivity evaluation. Corrosion test results for the sandy site soils show that the minimum laboratory electrical resistivity results ranged from 7,990 ohm -cm to 21,200 ohm -cm and soluble sulfates and chlorides ranged from 0.0 to 0.04 percent mass and 0.005 to 0.007 percent mass, respectively. Additional corrosion tests performed for sulfide content and redox potential ranged from 0 to 1 mg/L and from 148 to 302 mV, respectively. Generally, site soils have a low potential to be corrosive to concrete and steel. The results of the laboratory electrical resistivity, chloride, sulfate, sulfide, and redox potential KIEWIT ENGINEERING GROUP INC. Kiewit FORT ST. VRAIN UNITS 7 & 8 GEOTECHNICAL ENGINEERING REPORT REV DATE : 23 JANUARY 2025 DOCUMENT NO.: 20055387-RPT-001 REV.: 0 PAGE: 9 OF 36 tests are presented in Attachment 2 and summarized in Table 3 through Table 5. Based on the corrosivity test results, site soils have negligible to low potential for corrosion to steel and concrete. Sulfate contents are 0.04% or less and Chlorides are 0.005% or less. Degradation of concrete is generally negligible at less than 0.1% sulfates and severe above 2% sulfates. The site soils are considered Exposure Class SO according to ACI 318. Corrosion potential of steel is considered to be low. Table 3. Measured Lab Soil Electrical Resistivity and pH Values Sample Location PBR-2 (2.0'-10.0') PBR-4 (4.0'-10.0') TP-1 (5'-6.5') TP-5 (0.5'-1.0') Minimum Resistivity (Ohm -cm) 8,890 8,340 21,200 7,990 pH 7.1 7.3 7.0 6.7 Table 4. Measured Lab Soil Chloride and Sulfate Values Sample Description PBR-2 (2.0'-10.0') PBR-4 (4.0'-10.0') TP-1 (5'-6.5') TP-5 (0.5'-1.0') Chlorides (%) 0.007 (-70 ppm) 0.005 (-50 ppm) 0.005 (-50 ppm) 0.005 (-50 ppm) Sulfates (0/0) 0.01 (-100 ppm) 0.00 (-0 ppm) 0.04 (-400 ppm) 0.00 (-0 ppm) KIEWIT ENGINEERING GROUP INC. Kiewit FORT ST. VRAIN UNITS 7 & 8 GEOTECHNICAL ENGINEERING REPORT REV DATE : 23 JANUARY 2025 DOCUMENT NO.: 20055387-RPT-001 REV.: 0 PAGE: 10 OF 36 Table 5. Measured Lab Sulfide and Redox Potential Values Sample Description PBR-2 (2.0'-10.0') PBR-4 (4.0'-10.0') TP-1 (5'-6.5') TP-5 (0.5'-1.0') Sulfides (mg/L) 0.1 0.1 0.0 Redox Potential (mV) 100 0 400 1.0 0 4.7 IN -SITU RESISTIVITY The electrical resistivity of in -situ soils was measured using both the Schlumberger Sounding and Four -Pin Wenner Method by Kumar on September 26, 2024 and October 1, 2024. Testing was performed in general accordance with ASTM G57-20 and ASTM D6431-18. Details of testing and resistivity results are contained in the results of the Kumar Geotechnical Data Report (2024) in Attachment 2. 4.8 THERMAL RESISTIVITY Soil thermal resistivity values were measured in accordance with ASTM D5334 for four (4) bulk samples within the top 10 feet of the soil profile. The thermal dry out curves are contained in the Exploration Results of the Kumar Geotechnical Data Report (2024) in Attachment 2. 4.9 FROST CONDITIONS The recommended frost depth at the project site is 36 inches below finished grade. 4.10 SHRINKING AND SWELLING SOIL AND BEDROCK In the Denver region of the Front Range, there are also large swathes of land that are underlain by claystone bedrock that is prone to shrinking and swelling. These swelling rocks which contain layers of bentonite and montmorillonite can experience significant volume expansion when exposed to water and volume contraction (shrinking) when dried from a wet state. Claystone bedrock presents swelling issues when the bedrock lies above the water table and experiences varying moisture contents due to changed conditions in runoff and infiltration. These swelling bedrocks can cause significant damage to floor slabs and shallow foundations when structural design does not properly account for this potential swell. Additionally, steeply dipping claystone bedrock can also cause significant differential swelling issues along pavements and within structures due to the alternating layers of low and high swelling bedrock. The bedrock at this project site is sufficiently deep and does not pose a hazard for shrinking and swelling. KIEWIT ENGINEERING GROUP INC. Kiewit FORT ST. VRAIN UNITS 7 & 8 GEOTECHNICAL ENGINEERING REPORT REV DATE : 23 JANUARY 2025 DOCUMENT NO.: 20055387-RPT-001 REV.: 0 PAGE: 11 OF 36 The native soils at the project site are generally sandy and have a low potential for shrinking and swelling. However, the undocumented fill soils contain some expansive clays that do have a potential for shrinking and swelling. These clay fill soils are not suitable for re -use as structural fill beneath foundations or pavements. 4.11 SOIL LIQUEFACTION POTENTIAL Soil liquefaction is a phenomenon in which saturated cohesionless soils undergo a temporary loss of strength during severe ground shaking and acquire a degree of mobility sufficient to permit ground deformation. In extreme cases, the soil particles can become suspended in groundwater, resulting in the soil deposit becoming mobile and fluid -like. Liquefaction is generally considered to occur primarily in loose to medium dense deposits of saturated cohesionless soils. The following three conditions are required for liquefaction to occur: 1. Cohesionless soil of loose to medium density. 2. Saturated condition, and 3. Rapid, large -strain cyclic loading, normally caused by earthquake motions. The native soil profile at the project site does contain saturated loose to medium dense cohesionless soils within the upper 60 feet of the profile, above bedrock. However, our analyses indicate that the design earthquake is not anticipated to produce seismic accelerations great enough to cause liquefaction. 4.12 FLOODING The project site is situated on relatively flat ground between the South Platte River and the St. Vrain Creek. The site is approximately 0.7 miles east of the St. Vrain Creek and 0.4 miles from the South Platte River. Based on FEMA flood maps of Platteville, CO, the project site is within an "Area of Minimal Flood Hazard" and is marked as Zone X noting it to be outside of the 500 - year flood zone. Therefore, flooding risk at the site location is considered low. Figure 6 in Attachment 1 shows the FEMA flood map for the project site. 4.13 SEISMICITY The FEMA Earthquake Hazard Maps show that the site is located within an area with generally low seismic hazard. The International Building Code (IBC) 2018 requires that a site class be determined for the calculation of earthquake design forces in structures. The project site is classified as Seismic Site Class D based on the information from three MASW geophysical surveys conducted by Olson Engineering on September 30, 2024. The shear wave velocities measured to a depth of 100 feet (Vs100) were 1134 ft/s, 1097 ft/s, and 1112 ft/s, with an average Vs100 = 1114 ft/s. The modified site peak ground acceleration is PGAM = 0.141. The intermediate values from the 2018 IBC section 1615 used to obtain the design parameters are shown in Table 6 and Table 7. KIEWIT ENGINEERING GROUP INC. Kiewit FORT ST. VRAIN UNITS 7 & 8 GEOTECHNICAL ENGINEERING REPORT REV DATE : 23 JANUARY 2025 DOCUMENT NO.: 20055387-RPT-001 REV.: 0 PAGE: 12 OF 36 Table 6. Design Acceleration for Short Period (ASCE 7-16 Hazard Tool) SS 0.17 Notes: Fa 1.6 Sms (SMS = FASS) 0.27 Ss = MCER ground motion (period=0.2s) Fa = Site amplification factor at 0.2s SMS = Site -modified spectral acceleration value SDS = Numeric seismic design value at 0.2s SA SDS (SDS = 2/3 SMS) 0.18 Table 7. Design Acceleration for 1 -Second Period (ASCE 7-16 Hazard Tool) SI 0.053 Notes: Fv 2.4 SM1 (SMI = Fvsi) 0.053 Si = MCER ground motion (period=ls) F„ = Site amplification factor at is SM1 = Site -modified spectral acceleration value SD1 = Numeric seismic design value at 1s SA SD1 (SDI = 2/3 SM1) 0.085 Shear wave velocities measures from geophysical methods are summarized in the Kumar geotechnical data report (Attachment 2). 5.0 EARTHWORK RECOMMENDATIONS 5.1 SITE DEVELOPMENT AND GRADING The site is suitable for development of the proposed facility. Site grading philosophy for the power generation area of the project consists of mass excavation of the undocumented fill to EL. +4783 feet. The resulting exposed subgrade should be moisture conditioned to a depth of 12 inches and re -compacted before placing structural fill to raise grades back to the elevation of foundations. After construction of the foundations, final grades should then be raised to the final grade at El. +4790 feet. The site grading philosophy for rest of the site including permanent roadways and parking areas is to remove fill down to +4783 feet and raise grades to final planned elevations. For laydown areas and temporary roadways and parking, existing ground should be moisture - conditioned to a depth of 12 inches and re -compacted before placing a separation fabric and aggregate surfacing. 5.2 FILL MATERIALS The site topography and earthwork phasing will require cuts and fills of up to approximately 6 feet KIEWIT ENGINEERING GROUP INC. Kiewit FORT ST. VRAIN UNITS 7 & 8 GEOTECHNICAL ENGINEERING REPORT REV DATE : 23 JANUARY 2025 DOCUMENT NO.: 20055387-RPT-001 REV.: 0 PAGE: 13 OF 36 to reach final site grades. Requirements for fill materials are discussed below and can also be found in the Kiewit Earthwork specification. Materials not meeting these requirements should be submitted to the Geotechnical Engineer for approval. Fill materials should be free of sod, organics, miscellaneous debris and have a particle size of 3 inches or less. If water is added, it should be uniformly applied and thoroughly mixed into the soil by discing or scarifying. Care should be taken to apply compactive effort throughout the fill areas. The moisture content and degree of compaction of the fill should be maintained until the construction of structures and pavements. Each lift of select fill should be tested by an approved testing agency prior to placement of subsequent lifts. The types of fill that can be used is presented in the following sections of this report. Structural Granular Fill is defined as all fill that will ultimately be subjected to structural loads, such as those imposed by foundations, roadways, etc. All structural granular fill must be free of sod, rubbish, topsoil, other deleterious materials, and frost. Structural granular fill should be well graded with non -plastic fines crushed stone and should meet the requirements of Colorado Department of Transportation (CDOT) Aggregate for Base Course, Class 4 or Class 6 Aggregate, as shown in Table 703-2 in CDOT's Standard Specifications for Road and Bridge Construction (2019). Aggregate Base Fill is defined as fill that is placed beneath pavement sections, on temporary access roads, beneath foundations, and working surfaces. Aggregate Base shall meet the requirements and gradation of Table 703-2 of CDOT Construction Specifications Section 703 with the exception of Class 3. Rounded gravel is not permitted. General Fill is defined as fill placed over relatively large open areas to raise the overall grade and will not support structures or pavement. General fill should be free of sod, rubbish, topsoil, other deleterious materials, and frost or frozen material. The material should not contain particle sizes greater than three inches. Native soils with excessive fines are not suitable for use as structural fill but may be utilized as general fill. These soils may require additional moisture control during placement and compaction. Imported fine grained soils used as General Fill should have a plasticity index less than or equal to 40. Pipe Zone Fill is defined as fill placed under, around, and over piping. Structural fill or general fill may be placed above the pipe zone fill depending on whether the pipe is in a structural fill or general fill area. Pipe zone fill should generally be a sand fill with a maximum particle size of 3/4 inch with less than 6 percent passing the No. 200 sieve. Suitable sand fill generally meets the requirements of AASHTO M145 Classifications A-1 or A-3 and coarse aggregate conforming to ASTM D448 Size No. 10. The onsite sands are suitable for re -use as pipe zone fill, provided it meets the gradation requirements noted above. Screening of the onsite sands may be required to meet gradation requirements. Non -Frost Susceptible (NFS) Fill is defined as granular material that has pore sizes between particles that do not promote capillary action that facilitates the formation of ice lenses that lead to frost heave. Non -frost susceptible fill should have no more than six (6) percent by weight passing the No. 200 sieve. 5.3 SUBGRADE PREPARATION The foundation areas to be developed should be stripped of vegetation, topsoil, excessively loose KIEWIT ENGINEERING GROUP INC. Kiewit FORT ST. VRAIN UNITS 7 & 8 GEOTECHNICAL ENGINEERING REPORT REV DATE : 23 JANUARY 2025 DOCUMENT NO.: 20055387-RPT-001 REV.: 0 PAGE: 14 OF 36 or disturbed soil, and any deleterious material to a minimum depth of 18 inches and to at least five feet beyond the outside edge of any foundation or pavement. Topsoil removed in this process may be stockpiled for future use in final site grading. All non -engineered fills, undocumented fills, and highly disturbed soils including test pit spoils, should also be excavated and removed from beneath areas that will receive structural loads. Removal should include all undocumented fill encountered below the foundation within a 45 -degree angle from the foundation edge extending down to native grade. For roadways, we recommend that excessively loose fill or fill laden with deleterious or organic material also be removed down to native grade. However, for clean undocumented fill under roadways that is relatively stiff or dense and can pass proof rolling tests, we recommend that undocumented fill be removed down to a maximum depth of 2 feet below final grade. Native grade consisting of cohesionless soils should be proof rolled to identify any soft or yielding areas. Soft or yielding areas should be scarified to a minimum depth of 12 inches, moisture conditioned and re -compacted to 95% of the modified Proctor dry density per ASTM D1557 before the placement of structural fill. This process will improve the base layer and provide better distribution of load and a better contact with the overlying structural fill. Preparation of all subgrades that will be structurally loaded by pavement or foundations shall include a proof roll test of the compacted subgrade soils. The proof roll of existing cohesionless soils shall include a minimum of two passes with a self-propelled vibratory compactor weighing a minimum 12 tons and may be done simultaneously with compaction after scarification. The surface of native fine-grained subgrade soils should be proof rolled with a fully loaded dump truck, scraper, or similar rubber -tired equipment weighing at least 25 tons and having a tire pressure of at least 80 psi. Areas beneath foundations or pavements that pump, rut or deflect more than one inch during this process should be undercut to stiff material or as directed by the Geotechnical Engineer and recompacted or replaced with compacted structural fill. Due to the presence of loose dry sands in the upper soils at the site, it is anticipated construction activities could disturb the subgrade soils, if left unprotected. Therefore, we recommend that a minimum 2 -inch mud mat or 6 inches of compacted crushed aggregate be used on the exposed grade to provide a good working surface and to protect the subgrade from disturbance. Alternatively, the surface can be re -graded and recompacted prior to the placement of fill or the construction of foundations or pavements. Water should not be allowed to pond over an exposed subgrade. If foundation subgrades become wet, soft or loose, they will need to be recompacted before new fill or building loads are placed over them. If fill is required above the prepared subgrade elevation for foundations or pavements, the soil and placement should meet the requirements of structural fill. 5.4 FILL PLACEMENT AND COMPACTION Prior to the placement of fill beneath foundations the subgrade should be prepared as discussed in the Subgrade Preparation Section. All fill should be placed in horizontal lifts and compacted to the densities listed in Table 8 and 9. Lift thicknesses are provided in Table 10 and Table 11 and will depend on the material type (coarse or fine-grained) and KIEWIT ENGINEERING GROUP INC. Kiewit FORT ST. VRAIN UNITS 7 & 8 GEOTECHNICAL ENGINEERING REPORT REV DATE : 23 JANUARY 2025 DOCUMENT NO.: 20055387-RPT-001 REV.: 0 PAGE: 15 OF 36 compaction equipment used. Structural fill should extend out from the edge of footings a distance equal to the depth of the fill. All surfaces should be graded to drain and avoid ponding. Table 8. Fill Material and Compaction Requirements Location of Material Minimum Dry Density (2) Minimum Field Density Testing Frequency (3) General site fill 90% (ASTM D1557) 1 test every 5,000 ft2; or fraction thereof Fill / backfill below structures and pads (1) 95% ASTM D1557 ( ) 1 test every 2,500 ft2; minimum 1 test per lift Subgrades beneath structures and pads (1) 90% ASTM D1557 ( ) 1 test every 2,500 ft2; or fraction thereof Subgrades less than 2 feet beneath top of pavements 95% (ASTM D1557) 1 test every 2,500 ft2; or fraction thereof Subgrades more than 4 feet beneath top of pavements 90% (ASTM D1557) 1 test every 5,000 ft2; or fraction thereof Fill/backfill in landscaped or yard areas outside the limits of pavement, pads, or structures ° 85% (ASTM D1557) 1 test every 5,000 ft2; or fraction thereof Aggregate base course 95% (ASTM D1557) 1 test every 2,500lifft2;t Aggregate surfacing material No requirement. Compact to a firm, dense mass. Not Required Notes: reinforcing steel, any localized areas that have been loosened by excavation operations shall Subgrade soils should be protected from disturbance until foundation is poured. is a percentage of the maximum laboratory dry density determined by ASTM D1557. shall be in accordance with ASTM D1556, ASTM D2167, ASTM D6938, or ASTM D2937. All Agency in accordance with the Field Quality Control Section below. 1. Immediately prior to placement of the be adequately recompacted and tested. 2. The minimum density requirement shown 3. Testing for in -place density of soils testing shall be performed by the Testing KIEWIT ENGINEERING GROUP INC. Kiewit FORT ST. VRAIN UNITS 7 & 8 GEOTECHNICAL ENGINEERING REPORT REV DATE : 23 JANUARY 2025 DOCUMENT NO.: 20055387-RPT-001 REV.: 0 PAGE: 16 OF 36 Table 9. Fill Material and Compaction Requirements for Utility Trenches Location of Utility Trench Backfill Minimum Dry Density (2) Minimum Field Density Testing Frequency (3)(4) Trench Bottoms: • Where Structural Fill is used to replace unsuitable material 90% (ASTM D1557) 1 test every 100 feet of trench; minimum 1 test per lift Bedding and initial backfill (5) 90% (ASTM D1557) 1 test every 100 feet of trench; minimum 1 test per lift Under structures and pads: • From the top of the initial backfill to the finished subgrade 95% (ASTM D1557) 1 test every 100 feet of trench; minimum 1 test per lift Under pavement subgrade: • From the top of the initial backfill to 2 feet below the finished subgrade 90% (ASTM D1557) 1 test every 100 feet of trench; minimum 1 test per lift Under pavement subgrade: • From 2 feet below the finished subgrade to the top of the finished subgrade 95% (ASTM D1557) 1 test every 100 feet of trench; minimum 1 test per lift The portion of trench backfill within the loading influence of a foundation, excluding bedding and initial backfill 95% (ASTM D1557) 1 test every 100 feet of trench; minimum 1 test per lift In landscaped or yard areas, from the top of the initial backfill to the top of the finished subgrade 85% (ASTM D1557) 1 test every 100 feet of trench; minimum 1 test per lift Notes: backfill shall be compacted as specified above for the normally applicable trench percentage of the maximum laboratory dry density determined by ASTM D1557. accordance with ASTM D1556, ASTM D2167, ASTM D6938, or ASTM D2937. All in accordance with the Field Quality Control Section below. the next lift is placed. applies in all areas, whether inside or outside the loading influence of 1. Once out of the loading influence zone the trench location. 2. The minimum density requirement shown is a 3. Testing for in -place density of soils shall be in testing shall be performed by the Testing Agency 4. Density tests shall be performed in each lift before 5. The bedding and initial backfill compaction shown foundations. KIEWIT ENGINEERING GROUP INC. Kiewit FORT ST. VRAIN UNITS 7 & 8 GEOTECHNICAL ENGINEERING REPORT REV DATE : 23 JANUARY 2025 DOCUMENT NO.: 20055387-RPT-001 REV.: 0 PAGE: 17 OF 36 Table 10. Maximum Loose Lift Thickness for Coarse -Grained Soils Compaction Equipment Hand/Small Plate Compactor Small Rollers (5 -ton) / Large Plate Compactors Heavy Vibratory Smooth Drum Roller Force Exerted (kips) Less than 5.5 5.5 to 16 More than 16 Maximum Loose Lift Thickness (inches) 4 6 12 Table 11. Maximum Loose Lift Thickness for Fine -Grained Soils Compaction Equipment Small Compactor / Trench Compactor Small Rollers (5 -ton) / Large Plate Compactors CAT 815 or Similar Heavy Compactor (Structural Fill Area) Force Exerted (kips) CAT 815 or Similar Heavy Compactor (General Fill Area) Minimum 8, Centrifugal Force Minimum 24, Operating Weight Minimum 45, Operating Weight Minimum 40, Operating Weight Maximum Loose Lift Thickness (inches) 4 6 8 10 Material test reports for onsite and offsite fill materials planned for use on the project should be completed for every 2,500 cubic yards of excavated material or every 30 days. Material test requirements including the following: • Classification of borrow materials (ASTM D2487), • Maximum dry density curve (ASTM D1557), • Atterberg limits (ASTM D4318), and • Particle -size distribution (ASTM D6913). Test results shall be submitted to the Geotechnical Engineer a minimum of 5 calendar days prior to starting placement onsite. Testing frequency may be revised by the Geotechnical Engineer depending on material variability. Fill materials imported prior to acceptance may be rejected if not suitable. Thermal resistivity testing, in accordance with IEEE 442-2017, may be needed for off -site materials planned for use as backfill around high -voltage duct banks or direct -buried cable. Corrosion testing suite including soil box resistivity (ASTM G187), pH (AASHTO T289 or ASTM G51), soluble sulfates (AASHTO T290 or ASTM C1580), and soluble chlorides (AASHTO T291 or ASTM D512B) are only needed once for each new imported material. KIEWIT ENGINEERING GROUP INC. Kiewit FORT ST. VRAIN UNITS 7 & 8 GEOTECHNICAL ENGINEERING REPORT REV DATE : 23 JANUARY 2025 DOCUMENT NO.: 20055387-RPT-001 REV.: 0 PAGE: 18 OF 36 Quality control including observation of material placement and field tests should be conducted in accordance with this report and the Earthwork Specification to document and confirm that recommended compaction criteria are achieved. Native Sand can be compacted with a vibratory smooth drum roller. In backfill areas where mechanical compaction of soil backfill is not feasible due to space constraints, a Controlled Low -Strength Material (CLSM or flow -fill) may be substituted for compacted backfill. CLSM in frost susceptible areas should have a minimum 28 -day unconfined compressive strength of 500 psi. The CLSM is to contain one sack of cement per cubic yard and have sufficient sand to achieve a minimum 5 -inch slump. The mix is to have a consistency of compacted soil when properly placed. Jetting or flooding of trench wall backfill material not permitted without approval by the Geotechnical Engineer. 5.5 PERMANENT SLOPES Permanent cut and fill slopes should be sloped at 2.5H:1V or flatter. Slopes in the presence of water should be sloped at 3H:1V or flatter. Where fill is placed on existing slopes steeper than 5H:1 V, the existing slope shall be benched with minimum 8 foot wide by 2 -foot -tall benches prior to placing fill. 5.6 CONSTRUCTION CONSIDERATIONS Attention to drainage conditions during construction is critical to long-term structure performance. During construction, grade the site so that surface water can drain readily away from/around construction areas and access roads. Ponding of water in or near excavations should be avoided. Promptly pump out or otherwise remove water that accumulates in excavations or on subgrades and allow these areas to dry before resuming construction. Use berms, ditches, and similar means to prevent stormwater from entering work areas and to convey it away from work areas. 5.7 COLD WEATHER CONSIDERATIONS Fine-grained soils are susceptible to expansion due to pore water in the soil turning into ice when exposed to freezing temperatures. Incorporation of frozen soil into a fill or under the fill can result in poor compaction of soil and eventual settlement of the fill when soils thaw. Placement of clay, silt, or granular materials with significant fines (>30%) is not permitted when the air or ground temperature is below 32 degrees Fahrenheit unless approved by the Geotechnical Engineer. Above frost depth, non -frost susceptible fill should be used beneath foundations. Fill should not be placed on saturated or frozen ground. When frost is expected, remove any frozen or frost impacted material prior to placing new fill. 6.0 STORMWATER INFILRATION BASIN A stormwater infiltration basin is planned in the northeast area of the project site. The bottom of the basin is planned at EL 4780.5 feet. Existing grades in the basin area range from EL 4787 feet to EL 4783 feet. Cuts of up to approximately 8 feet will be required to establish the bottom of the basin. No liner is planned for the basin. The soil stratigraphy encountered in the borings drilled in the general area of the proposed basin consists of 3 to 5% feet of undocumented fill (silty sand to clayey sand) underlain by native sand KIEWIT ENGINEERING GROUP INC. Kiewit FORT ST. VRAIN UNITS 7 & 8 GEOTECHNICAL ENGINEERING REPORT REV DATE : 23 JANUARY 2025 DOCUMENT NO.: 20055387-RPT-001 REV.: 0 PAGE: 19 OF 36 with variable amounts of fines. Infiltration testing was performed at two (2) locations, PPT1 and PPT2, following the methods of the Modified Philip Dunne (MPD) procedure (ASTM D8152) to measure the saturated hydraulic conductivity (Ksat). The infiltration tests were performed at the ground surface. The Ksat measured at PPT1 and PPT2 are 2.62 inches/hour and 3.76 inches/hour, with an average of 3.19 inches/hour. The results of the MPD infiltration tests is provided in Attachment 2. 7.0 FOUNDATION RECOMMENDATIONS Based on current site conditions, estimated structural loads, and foundation performance requirements, plant equipment and structures may be supported on shallow foundations. We anticipate that structural loads can be supported by shallow spread and mat foundations overlying structural fill extending down to native soils. Placing foundations directly upon native soils is not recommended. Drilled shaft foundations are suitable for support of structures with high overturning loads (such as H -frames) that cannot be supported on shallow foundations. 7.1 SHALLOW FOUNDATIONS Shallow foundations including square footings, rectangular footings, strip footings, mat foundations, and slabs -on -grade are considered appropriate for use at the project site. Square footings generally have a length -to -width ratio of one, strip footings generally have a length -to - width ratio greater than ten, rectangular footings have a ratio between one and ten, and mat foundations generally have a width greater than 10 feet. Shallow foundations should have a minimum width of 2 feet and a minimum embedment depth of 18 inches. Shallow foundations embedded less than 36 inches shall be underlain by non -frost susceptible fill that extends to a minimum depth of 36 inches below finished grade. Structural fill thickness below foundations is dependent on the foundation thickness and the amount of fill at that location. In most cases, structural fill will be at least 3 feet thick below the bottom of foundations. However, mat foundations equal to or smaller than 20 feet in width should have a structural fill thickness of 2 feet and mat foundations greater than 20 feet should have a minimum structural fill thickness of 3 feet. Considering the flat nature of the project site, shallow foundations supported on slopes have not been evaluated. For resistance of lateral loads on shallow foundations, an ultimate coefficient of friction of 0.40 is recommend at the interface of soils and cast -in -place concrete and 0.45 at the interface of structural fill or mud mat and cast -in -place concrete. 7.1.1 Power Generation Area Major Foundations Expected foundation maximum and sustained bearing pressures for major structures in the power generation area provided by the Structural Engineer are shown in Table 12. The foundation bearing pressures are overlain on the general arrangement drawing for the Power Generation Area in Figure 7 of Attachment 1. The maximum settlement criteria for the project provided by the Structural Engineer indicates that total settlement shall be less than 1.5 inches, post -construction settlement should be less than 1 inch and differential settlement shall be less than 0.5 inches between points unless there are more stringent requirements for equipment or at the interface between foundations. KIEWIT ENGINEERING GROUP INC. Kiewit FORT ST. VRAIN UNITS 7 & 8 GEOTECHNICAL ENGINEERING REPORT REV DATE : 23 JANUARY 2025 DOCUMENT NO.: 20055387-RPT-001 REV.: 0 PAGE: 20 OF 36 Table 12. Power Generation Major Foundation Estimated Bearing Pressures Foundation UNIT AUX TRANSFORMER GENERATOR STEP-UP TRANSFORMER STACK CTG ENCLOSURE Max Bearing Pressure (psf) 1,650 1,650 2,960 Sustained Bearing Pressure sf 1,350 1,350 1,240 1,760 1,520 Foundation Width (feet) 30 40 40 Foundation Length (feet) 40 50 40 50 125 Based on settlement criteria, the estimated maximum total settlement of the structures shown in Figure 7 of Attachment 1 is less than 1 inch, and differential settlement being less than 1/2 inches. Foundation settlements were analyzed using Settle3 with the foundation bearing pressures and depths shown in Figure 7 and Figure 8, respectively, in Attachment 1. 7.1.2 Shallow Foundation Allowable Bearing Pressures Power Generation Area The allowable gross bearing pressures for square and strip foundations in the Power Generation Area are included in Attachment 1 as Figure 9 and Figure 10, respectively. Allowable bearing pressures may be increased by one-third for short-term, transient loading (e.g., wind and seismic). The allowable bearing pressures in Figure 9 and Figure 10 are based on a factor of safety against bearing capacity failure of 3 and a total settlement of 1 inch. The allowable bearing pressures do not account for the overlap of stress that may occur from nearby foundations, which may increase the total settlement. To mitigate the impact on overlapping stresses of foundations near one another, the foundations should be offset at least a horizontal distance equal the width of the foundation. The Geotechnical Engineer can evaluate shallow foundation overlapping stresses on a case -by -case situation and provide appropriate recommendations. 7.1.3 Floor Slabs Grade supported slabs may be used to support lightly loaded areas where the applied pressure is less than 300 psf or is supporting transient equipment loads. Grade supported slabs should be underlain by a minimum of 6 inches of aggregate base underlain by non -frost susceptible fill to frost depth at 36 inches below grade unless the slab is used under a consistently heated building. Grade supported slabs should be designed with a modulus of subgrade reaction for a one square foot plate (ks) of 150 lb/in3. Slabs should be independent of all walls, columns, and grade beams except where the Structural Engineer has determined reinforcement requirements and construction joints. A moisture barrier should be placed between the slab and subgrade. KIEWIT ENGINEERING GROUP INC. Kiewit FORT ST. VRAIN UNITS 7 & 8 GEOTECHNICAL ENGINEERING REPORT REV DATE : 23 JANUARY 2025 DOCUMENT NO.: 20055387-RPT-001 REV.: 0 PAGE: 21 OF 36 7.1.4 Frost Considerations The frost depth for the project site is 36 inches below finished grade. Shallow foundations not extending below the frost depth should have non -frost susceptible fill between the bottom of foundation to a minimum of 36 inches below grade. Alternatively, insulation installed following the recommendations in SEI/ASCE 32-01 Design and Construction of Frost -Protected Shallow Foundations (2001) may be used. Strength of the rigid foam insulation shall be sufficient to support the foundation loads. Rigid foam insulation should not be installed beneath rotating equipment foundations. 7.1.5 Modulus of Subgrade Reaction Modulus of subgrade reaction (Ks) values are provided in Table 13 for foundations in the Power Generation Area. Modulus of subgrade reaction values are based on the foundation dimensions, provided bearing pressure, and estimated settlement. Foundations smaller than those shown in Table 13 should be treated as rigid foundations. The modulus of subgrade reaction for foundations in close proximity (i.e., clear span between foundations less than the least foundation width) to surrounding foundations may be lower than an isolated foundation. The Geotechnical Engineer is available to review the modulus of subgrade reaction on a case -by -case basis. Table 13. Static Modulus of Subgrade Reaction for Foundations on Sand in the Power Generation Area Foundation Type Width / Size (ft) Sustained Modulus of Bearing Subgrade Reaction, Pressure, • sf Ks • ci 1 Mat/Square 10 1,000 77 20 1,000 77 30 1,350 85 40 1,350 63 50 1,520 22 Notes: 1. For foundation dimensions between those listed, the modulus of subgrade reaction may be linearly interpolated between foundation dimensions. Due to variations in settlement across footings and the inherent variability in the KS values, we recommend completing a sensitivity analysis by halving and doubling the KS values provided for finite element modeling (FEM) of structures during design. Modulus of subgrade reaction analysis is for structural design and the estimated structural deformation of the foundation yielded by the modeling may not be representative of the estimated geotechnical settlement of the foundation. Although soil is a non-linear material (stress vs. strain), the modulus of subgrade reaction idealizes soil as linear. This simplification can lead to unexpected results in the FEM analysis. The Geotechnical Engineer is available to review FEM results if necessary. KIEWIT ENGINEERING GROUP INC. Kiewit FORT ST. VRAIN UNITS 7 & 8 GEOTECHNICAL ENGINEERING REPORT REV DATE : 23 JANUARY 2025 DOCUMENT NO.: 20055387-RPT-001 REV.: 0 PAGE: 22 OF 36 7.1.6 Machine Foundations A single profile for the power generation area was developed for evaluating the dynamic soil properties based on the uniformity of depth to bedrock from the final grade. Dynamic soil properties for design of foundations are provided in Table 14. A sensitivity analysis is recommended to evaluate the range of Poisson's ratio, dynamic shear modulus and dynamic Young's modulus provided in Table 14. The Structural Engineer should evaluate if increased soil stiffness negatively impacts resonance. The damping ratio is dependent on soil type and saturation conditions. Table 14. Machine Foundation Design Properties for Foundations in Power Generation Area Properties Structural Fill Sand Clay Sand Bedrock Elevation (feet) 4790 to 4783 4783 to 4761 4761 to 4758 4758-4739 4739-4686 Unit Weight, y (pcf) 125 110 125 125 135 VS (feet/s) 800 575 750 1,200 1,665 Poisson's Ratio 0.3-0.4 0.25-0.35 0.4-0.5 0.3-0.4 0.2-0.3 Shear Modulus, Gmax (ksi) 2.6 0.5 0.7 1.7 3.3 Young's Modulus, Emax (ksi) 8.1-22.6 1.5-3.9 2.2-6.6 8.2-14.4 9.4-24.4 Damping Ratio, Dmin 0.01-0.03 0.01-0.03 0.02-0.04 0.01-0.03 0.001-0.01 7.2 DRILLED SHAFT FOUNDATIONS 7.2.1 Axial Resistance Recommended ultimate design values for the side resistance and base resistance of drilled shafts in power generation area are presented in Table 15. Side resistance over the top 5 feet of the drilled shaft should be neglected to account for the potential loss of side resistance due to seasonal moisture changes, disturbance during construction and cyclic lateral loading. It is recommended that a factor of safety of 2.5 for compression loads and 3.0 for tension loads be applied to the ultimate design values. It is recommended that the shafts penetrate at least one -shaft diameter or at least 5 feet into sandstone or claystone bedrock, whichever is greater, in order to develop the design axial capacity. Based on the final grade at the foundation locations, the length of the shaft and the penetration into the bearing stratum should be determined using the recommended allowable side KIEWIT ENGINEERING GROUP INC. Kiewit FORT ST. VRAIN UNITS 7 & 8 GEOTECHNICAL ENGINEERING REPORT REV DATE : 23 JANUARY 2025 DOCUMENT NO.: 20055387-RPT-001 REV.: 0 PAGE: 23 OF 36 friction and end bearing values estimated by applying the recommended factor of safety values. Table 15. Drilled Shaft Axial Resistance Values in Power Generation Area Soil Type Depth (feet) (1) Elevation (feet) Ultimate Side Resistance (psf) Ultim.t- • En - - . rin • ( • sf) Structural Fill 0 to 4 4786 to 4782 0 0 Native Loose Sand 4 to 25 4782 to 4761 1,000 (2) 8,000 (3) Native Firm Clay (Below Water Table) 25 to 28 4761 to 4758 770 12,500 Native Medium Dense Sand 28 to 48 4758 to 4738 1,850 40,000 Bedrock 48+ Below 4738 7,800 72,500 Notes: surface. finished grade of the drilled shaft should be neglected for side resistance. be neglected if embedded less than 10 feet below finished grade. 1. Feet below ground 2. Top 5 feet below 3. End bearing shall 7.2.2 Lateral Resistance Drilled shaft lateral resistance is typically governed by service limit states for deflection and rotation tolerances under load. The appropriate deflection and rotation tolerance should be confirmed by the Structural Engineer. L -Pile parameters are provided in Table 16 for the power generation area, and MFAD parameters are provided in Table 17 for power generation area. Lateral analysis should be completed including axial compression and tension load conditions (if applicable). The L -Pile and MFAD parameters provided are for sustained lateral loads or transient lateral loads. Cyclic lateral loads from machine foundations or other conditions require additional analysis depending on the proposed foundation condition and estimated number of cycles. Drilled shaft lateral capacities can be affected by utility excavations and backfill operations. Utility excavations near drilled shaft foundations should be minimized to prevent soil disturbance around the drilled shafts. Sand backfill should not be used when within six diameters of a shaft without approval of the Geotechnical Engineer. Sand backfill can reduce pile lateral capacities depending on site conditions. The recommendations provided do not consider drilled shafts located near permanent excavations or retaining walls. KIEWIT ENGINEERING GROUP INC. Kiewit FORT ST. VRAIN UNITS 7 & 8 GEOTECHNICAL ENGINEERING REPORT REV DATE : 23 JANUARY 2025 DOCUMENT NO.: 20055387-RPT-001 REV.: 0 PAGE: 24 OF 36 Table 16. L -Pile Parameters for Power Generation Area Soil Type LPILE Soil Model Bottom of Layer (feet) 7' (pcf) (deg) (psi) k (pci) £50 Structural Fill Sand (Reese) 8 130 36 - 225 - Native Sand 1 Sand (Reese) 24 115 32 - 90 - i Native Clay Stiff Clay w/o Free water 28 62.6 - 6.25 - 0.01 Native Sand 2 Sand (Reese) 48 57.6 34 60 Bedrock Weak Rock Varies 67.4 42 210 - Rock Quality Designation, RQD = 44%, Rock Strain Factor, Krm = 0.0001 , Initial Modulus of Rock Mass, Eirm = 145,000 psi Notes: 1. Top 5 feet below finished grade of the drilled shaft should be neglected for lateral resistance. Term(s): Y: Effective Soil Unit Weight qu: Uniaxial Compression Strength for Rock d): Friction Angle for Sand k: Sand Modulus of Subgrade Reaction (LPILE Manual Table 3-6 and 3-7) Table 17. MFAD Parameters for Power Generation Area Layer Bottom of Layer (feet) Total Unit Weight (pcf) Design Groundwater EL, ft Friction Angle Cohesion (ksf) Deformation Modulus (ksi) Structural Fill 8 130 4761.5 36 - 4.0 Sand — Layer 1 24 115 4761.5 40 - 2.5 Clay 27 125 4761.5 - 0.9 3 Sand — Layer 2 48 120 4761.5 34 - 3.3 Bedrock Varies 150 4761.5 - 210 145 7.2.3 Group Effects Individual axial capacities of drilled shafts should be reduced when shafts are spaced closer than three diameters (3D) center to center for axial capacity and six diameters (6D) center to center for lateral capacity. We do not recommend installing drilled shafts spaced closer than three diameters center to center. Lateral group reduction factors are provided in the diagram below. KIEWIT ENGINEERING GROUP INC. Kiewit FORT ST. VRAIN UNITS 7 & 8 GEOTECHNICAL ENGINEERING REPORT REV DATE : 23 JANUARY 2025 DOCUMENT NO.: 20055387-RPT-001 REV.: 0 PAGE: 25 OF 36 Laterally loaded shafts located within six diameters of a below grade wall or utility will transmit lateral load to the buried structures and underground utilities. Lateral loads should be distributed at a 45 -degree angle from the shaft to the below grade structure and underground utilities. ROW ROW R.O143CIR IG4117.14. ooJ it ROW 2 ROW 34DR I I1GI LER r-5P.AC1Nte-1 II ID Row I APPLIEC? 1.11Ay PILE CFNTERTO.CE.T£I 1.PAt i'cC fh+ DIRECTION or I.4.)A.C11NC, F-hll'', FIN IEISR R4 It4' I Row' Rf 1W 3'k ID 9G i7? d?.5 0. Is 41] II.Y5 III. O., 511 I .1 II i ti ..•• n-0 I U I C Ill 7.2.4 Drilled Shaft Installation and Construction Considerations Drilled shafts shall be installed per the Kiewit Engineering Drilled Shaft Installation Specification. Rock augers should be sufficient to remove bedrock. Temporary casing (dry method) and/or drilling fluid (wet method) will be required during shaft installation when drilling through the granular soils. However, it is generally recommended to construct the drilled shafts using the dry method, if possible, to facilitate observation of shaft sockets and bottoms. KIEWIT ENGINEERING GROUP INC. Kiewit FORT ST. VRAIN UNITS 7 & 8 GEOTECHNICAL ENGINEERING REPORT REV DATE : 23 JANUARY 2025 DOCUMENT NO.: 20055387-RPT-001 REV.: 0 PAGE: 26 OF 36 In power generation area, difficult drilling conditions may be encountered when drilling through loose fill or into bedrock; therefore, the successful completion of drilled shaft excavations will depend, to a large extent, on the suitability of the drilling equipment together with the skill of the operator. The Geotechnical Engineer or their representative shall be on site to observe the installation methods and confirm adequate embedment is achieved. The construction quality requirements will be evaluated by the Geotechnical Engineer after the drilled shaft design is finalized. 7.3 BELOW GRADE WALLS 7.3.1 Lateral Earth Pressure Below grade walls are planned for the project. Below grade walls may be backfilled with native soils or structural fill. See Figure 11 for below grade wall construction recommendations. Yielding walls should be designed using the active earth pressure coefficient while non -yielding walls should be designed using the at -rest earth pressure coefficient. Table 18 shows the lateral deflection to wall height ratio required to mobilize active and passive earth pressures. Walls that are expected to deflect less than the deflection threshold for active earth pressure should be considered non -yielding and designed for the at -rest earth pressure. Table 18. Deflections Required to Mobilize Wall Movements Type of Backfill Value of L\/H Active Passive Medium Dense Sand and Compacted Gravel 0.002 0.02 Loose Sand 0.004 0.04 Compacted Cohesive Soil 0.01 0.05 Table 19 provides static earth pressure coefficients and unsaturated and saturated equivalent fluid pressures for structural fill and native soils. Saturated values include combined earth and hydrostatic (water) pressure. The Geotechnical Engineer can assist identifying locations where undrained parameters should be used. The values in the table are unfactored and do not include surcharge or seismic loading. The movement required to achieve full passive pressure should be considered when applying passive resistance. Sliding resistance for below grade structures should be evaluated using an ultimate coefficient of friction of 0.4 for cast -in -place concrete bearing on native soils and 0.45 for cast -in -place concrete bearing on compacted aggregate base or mud mat. KIEWIT ENGINEERING GROUP INC. Kiewit FORT ST. VRAIN UNITS 7 & 8 GEOTECHNICAL ENGINEERING REPORT REV DATE : 23 JANUARY 2025 DOCUMENT NO.: 20055387-RPT-001 REV.: 0 PAGE: 27 OF 36 Table 19. Static Lateral Earth Pressure Design Parameters Earth Pressure Condition (1) Soil / Backfill Type (2) Earth Pressure Coefficient Equivalent Fluid Pressures (psf) (3,4,5,6,7) Unsaturated Saturated Active (Ka) At -Rest (Ko) Passive (Kp) Structural Fill Native Sand Structural Fill Native Sand 0.26 0.31 0.41 0.47 34 (H) 36 (H) 54 (H) 55 (H) 82 (H) 81 (H) 93 (H) 90 (H) Structural Fill 3.85 501 (H) 343 (H) Native Sand 3.26 375 (H) 250 (H) Notes: 1. For active earth pressure wall must rotate about base with top lateral movements of 0.002 H to 0.004 H, where H is wall height. 2. Uniform, horizontal backfill, compacted to at least 98% of the ASTM D698 maximum dry density. 3. Structural fill unit weight = 130 pcf, Native unit weight = 115 pcf 4. Saturated Structural Fill Unit Weight = 135 pcf, Saturated Native Unit Weight = 120 pcf 5. Loading from equipment is not included. 6. No factor of safety is included. 7. Unsaturated fluid pressures should be used when above the design groundwater elevation and when adequate drainage is provided to prevent hydrostatic pressure buildup. Saturated fluid pressures include hydrostatic pressures. 7.3.2 Seismic Lateral Earth Pressure Dynamic loads from earthquakes should be applied to below grade walls in accordance with the 2018 International Building Code. Where applicable, the resultant dynamic earth loads for yielding walls and non -yielding walls should be added to the equivalent fluid pressures. Table 20 and Table 21 provides seismic earth pressure design parameters for yielding and non -yielding walls, respectively. The dynamic earth load per foot of wall for yielding walls can be estimated using the following equations: P = z * LK2. aE * y * H2; Dynamic active earth pressure for yielding walls. P = z * OKPE * y * H2; Dynamic passive earth pressure for yielding walls. Where: H is the height of the wall. y is the unit weight of soil taken as 130 pcf. The dynamic load for yielding walls is distributed as an inverted triangle over the height of the wall, with the resultant at 2/3 H from the base of the wall. KIEWIT ENGINEERING GROUP INC. Kiewit FORT ST. VRAIN UNITS 7 & 8 GEOTECHNICAL ENGINEERING REPORT REV DATE : 23 JANUARY 2025 DOCUMENT NO.: 20055387-RPT-001 REV.: 0 PAGE: 28 OF 36 Table 20. Seismic Earth Pressure Design Parameters for Yielding Walls Soil Type Seismic Active Earth Pressure Coefficient for Yielding Walls, AKAE Seismic Passive Earth Pressure Coefficient for Yielding Walls, AKPE Peak Ground Acceleration, an Structural Fill 0.016 2.90 Native 0.014 2.00 0.141 0.141 Whereas the dynamic earth load per foot of wall for non -yielding walls can be estimated using the following equation: P = ah * y * H2; Dynamic earth pressure for non -yielding walls The dynamic load is distributed uniformly over the height of the wall, with the resultant at 1/2 H from the base of the wall. Table 21. Seismic Earth Pressure Design Parameters for Non -yielding Walls Soil Type Seismic Active Earth Pressure Coefficient for Non -Yielding Walls, AKAE Seismic Passive Earth Pressure Coefficient for Non -Yielding Walls, AKPE Peak Ground Acceleration, an Structural Fill Native 0.060 2.90 0.141 0.063 2.00 0.141 7.3.3 Surcharge Loading Below grade structures should be designed for a minimum lateral surcharge pressure of 100 psf to account for AASHTO HS -20 loads. Mat foundation surcharge loads located within a horizontal distance equal to the wall depth should be applied as an area load equal to the mat foundation pressure multiplied by the active or at -rest earth pressure coefficient depending on wall deflection. Strip and spread footings located within a horizontal distance equal to the wall depth should be applied as Boussinesq strip loads or area loads respectively. Structures that will be exposed to crane loading should be designed considering track surcharges using Boussinesq strip loads, or area loads depending on engaged track width and length. 7.3.4 Water Proofing and Drainage Water may accumulate behind below grade structures and basement walls. A water stop installed at all cold joints where foundations and floor slabs intersect will help control moisture. The Geotechnical Engineer can assist identify locations where a water stop should be included. Grades adjacent to below grade structures should be graded to drain away from the structure. KIEWIT ENGINEERING GROUP INC. Kiewit FORT ST. VRAIN UNITS 7 & 8 GEOTECHNICAL ENGINEERING REPORT REV DATE : 23 JANUARY 2025 DOCUMENT NO.: 20055387-RPT-001 REV.: 0 PAGE: 29 OF 36 7.3.5 Wall Backfill Construction Compaction used within 5 feet of the back of below grade walls should be done with a vibratory plate or tamper weighing less than 1,000 pounds. A roller compactor weighing up to 10 tons may be used at an offset distance greater than 5 feet from the back of the below grade walls. 8.0 UNDERGROUND UTILITIES 8.1.1 Equipment Surcharge Recommendations Underground utilities should be designed for construction equipment loads, foundation loads, and traffic surcharges where applicable. AASHTO HS20 and HS25 are generally not suitable surcharge loads for designing underground utilities when compared to construction equipment and crane loading. Mechanical, Electrical, and Structural Engineers should evaluate underground utilities for proposed construction loads. The Geotechnical Engineer can provide guidance on applying equipment and crane surcharge loads to buried utilities. 8.1.2 Frost Considerations The bottom of concrete encased ductbanks should be buried a minimum 36 inches beneath finished grade for frost protection. Fire suppression water lines should be installed to a minimum depth of 48 inches below finished grade. 8.1.3 Electrical Ductbank Ductbank should be constructed on a prepared and compacted subgrade. Dense graded aggregate (DGA) fill can be used as bedding material below ductbank. 8.1.4 Pipe Backfill Pipe bedding consisting of pipe zone fill should be a minimum 6 inches thick beneath the bottom of pipe and be placed and compacted around and to a point 12 inches above the top of pipe. Piping located in a common trench should have the bottom of all pipe founded at the same elevation to promote uniform bedding and backfill. Sandbags used to support utilities should not be left in place and should not be allowed to impede the backfill compaction process. 9.0 PAVEMENT 9.1 DESIGN PARAMETERS The pavement design was performed based on the methodology outlined in the AASHTO Guide for Design of Pavement Structures, 1993. Based on this method, pavement thickness design is influenced by multiple variables including anticipated traffic volume, vehicle weights, road type, subgrade soil type, pavement and base material quality, subgrade drainage conditions, desired ride quality, and required design life. The design parameters used in our pavement analyses are provided below in Table 22 for both existing silty sand and structural fill. KIEWIT ENGINEERING GROUP INC. Kiewit FORT ST. VRAIN UNITS 7 & 8 GEOTECHNICAL ENGINEERING REPORT REV DATE : 23 JANUARY 2025 DOCUMENT NO.: 20055387-RPT-001 REV.: 0 PAGE: 30 OF 36 Table 22. Permanent Pavement Design Parameters Pavement Desi • n Parameters In -situ Silty Sand • Design CBR: 9.0 • Roadway Classification: Local • Reliability Level: 80% • Std Deviation — Flexible: 0.44 • Serviceability Index Change: 2.5 • Design Life: 20 years Structural Fill • Design CBR: 15.0 • Roadway Classification: Local • Reliability Level: 80% • Std Deviation — Flexible: 0.44 • Serviceability Index Change: 2.5 • Design Life: 20 years Based on field observations and laboratory data, existing site surface soils should exhibit good support characteristics for pavements. Site surface soils are generally dry, loose to medium dense, sand or silty sand. California Bearing Ratio (CBR) tests indicated the silty sand at 1 to 2 feet below grade had a CBR value of 9, while the well -graded sand at 4 to 10 feet below grade had a CBR value of 52. Based on these CBR results and other soil classifications from the site, it is our recommendation that existing subgrade should use a CBR value of 9 for design. Structural fill should use a CBR value of 15 for design. 9.2 PAVEMENT DESIGN SECTIONS Pavement options were developed from target asphalt thicknesses of 4 and 6 inches using the parameters in Table 23. Resulting aggregate base thicknesses and 18 -kip Equivalent Single Axle Load (ESAL) capacities were developed from the design procedure for both target asphalt thicknesses and for both in -situ and structural fill options. Engineering judgement based on experience with typical pavement sections was also used to help determine minimum aggregate base thicknesses for potential vehicle and soil types. The results of our analysis are presented in Table 24 as options for design of facility roadways. Table 23. Permanent Pavement Design Results Pavement Options Subgrade Type Asphalt Wear Course, inches Asphalt Binder Course, inches Compacted Aggregate Base, inches ESAL Capacity Provided' 1 In -situ Silty Sand 2 2 8 500,000 2 In situ Silty 2 Sand 4 8 7,500,000 3 Structural Fill 2 2 4 500,000 4 Structural Fill 2 4 4 7,500,000 Notes 1. ESAL capacities were calculated based on AASHTO Guide for Design of Pavement Structures, 1993 KIEWIT ENGINEERING GROUP INC. Kiewit FORT ST. VRAIN UNITS 7 & 8 GEOTECHNICAL ENGINEERING REPORT REV DATE : 23 JANUARY 2025 DOCUMENT NO.: 20055387-RPT-001 REV.: 0 PAGE: 31 OF 36 Design ESALs and traffic counts were not provided for a pavement design. A suitable pavement section, resulting in good pavement performance, is highly dependent on actual traffic loading. Loading used to determine pavement design is typically expressed as ESALs (18 -kip equivalent single axle loads). Typically, light trucks impart 0.25 to 0.5 ESALs per vehicle pass; medium sized trucks and school buses impart 1.0 to 1.5 ESALs per vehicle pass, and heavy large trucks impart 2.0 to 2.5 ESALs per vehicle pass. It takes approximately 1,200 passenger cars to impart 1 ESAL. The owner or designer should assess anticipated traffic and verify the pavement section meets the needs of the project facility. 9.3 PAVEMENT LONGEVITY Serviceable pavement life will be shortened without completing regular maintenance in a timely manner or if actual traffic conditions exceed the assumptions stated in this report. The pavement design assumes the subgrade soils are prepared in accordance with the recommendations in this Geotechnical Report and that drainage is provided to prevent subgrade soils from becoming saturated. Good drainage is vital to the long-term performance of the pavement surface. Pavement should be properly crowned and shaped to prevent ponding water. 10.0 CONSTRUCTION ENGINEERING 10.1 TEMPORARY EXCAVATIONS All temporary excavations should meet the requirements of the Occupational Safety and Health Administration (OSHA). Native soils at the project site are expected to be designated as Type C based on the classification of site soils as cohesionless per OSHA Part 1926. Imported granular soils and aggregates are also generally classified as OSHA Type C soils. Temporary excavations in these soils not exceeding 4 feet in depth can generally be constructed with near -vertical side slopes. Temporary excavation slopes up to 20 feet in height and above the water table can generally be constructed no steeper than one and a half horizontal to one vertical (1.5H:1V). Excavations that are deeper than 20 feet, require steeper slopes, or are supporting a surcharge such as a foundation, require an engineering design prepared by a Professional Engineer registered in the State of Colorado. If excessive sloughing or raveling occurs, the excavation slope should be flattened to maintain safe worker conditions. Excavations encountering the groundwater table or perched groundwater will likely require much flatter slopes, shoring and bracing, and/or dewatering. Excavation safety and dewatering are the responsibility of the contractor. All excavations should be constructed in conformance with Federal, State and local regulations. Final slope or shoring configurations may be more conservative than these recommendations or OSHA guidelines based on the observations and assessment of the competent persons in the field. All excavations must be inspected per OSHA by a competent person. If any signs of instability are noted, immediate remedial action must be initiated. 10.2 DEWATERING Groundwater is anticipated to be significantly deeper than planned excavation limits. As such, groundwater dewatering is not anticipated to be needed at the site. However, incidental dewatering of excavations with sumps and pumps may be needed to remove accumulated KIEWIT ENGINEERING GROUP INC. Kiewit FORT ST. VRAIN UNITS 7 & 8 GEOTECHNICAL ENGINEERING REPORT REV DATE : 23 JANUARY 2025 DOCUMENT NO.: 20055387-RPT-001 REV.: 0 PAGE: 32 OF 36 surface water runoff. 10.3 CRANE PADS AND EQUIPMENT ACCESS ROADS Access roads and crane pads should be designed to support the cranes, modular trailers, and other equipment used during construction. The Geotechnical Engineer can provide final crane pad and access road design recommendations. 11.0 QUALITY ASSURANCE 11.1 SUMMARY The Geotechnical Engineer of Record or their representative should inspect the subgrade for all foundations for the project. Inspections should occur during excavation to subgrade elevation and immediately prior to placing fill, mud mat, or rebar on subgrade soils. Site grading activities including undercutting and replacement, subgrade preparation, proof rolling, installation of deep foundations, etc. should also be observed. Fill placement records should be provided to the Geotechnical Engineer of Record daily for their review. 11.2 BUILDING CODE SPECIAL INSPECTIONS AND TESTS The following special inspections and tests presented in Table 24 and Table 25 are required by Section 1705.6 of the International Building Code (2018). The project specifications, this Geotechnical Report, and the design drawings shall be used to determine compliance. Table 24. Required Building Code Special Inspections and Tests of Soils Type Continuous Periodic Special Special Inspection Inspection Performed By: 1 Verify materials below shallow foundations are adequate to achieve the design bearing capacity. (1) 2. Verify excavations are extended to proper depth and have reached proper material. (2) X X Geotechnical Engineer Geotechnical Engineer 3. Perform classification and testing of compacted fill materials. (3) X Testing Agency 4. During fill placement, verify use of proper materials and procedures in accordance with the provisions of the approved geotechnical report. Verify densities and lift thicknesses during placement and compaction of compacted fill. X Testing Agency KIEWIT ENGINEERING GROUP INC. Kiewit FORT ST. VRAIN UNITS 7 & 8 GEOTECHNICAL ENGINEERING REPORT REV DATE : 23 JANUARY 2025 DOCUMENT NO.: 20055387-RPT-001 REV.: 0 PAGE: 33 OF 36 Type 5. Prior to placement of compacted fill, inspect subgrade and verify that site has been prepared properly. Continuous Special Inspection Periodic Special Inspection X Performed By: Geotechnical Engineer Notes: 1. Immediately prior to placement of mud mat or reinforcing steel. 2. Inspection to be performed immediately upon completion of excavation. 3. Perform material testing at the beginning of the project, at the interval required in the Material Test Reports Section above, when the fill material source is changed, when changes in material properties and characteristics are observed, and when requested by the Geotechnical Engineer or their designee. Perform compaction testing whenever earthwork operations are in progress. Table 25. Required Verification and Inspection of Cast -In -Place Deep Foundation Elements Type Continuous Special Ins • ection Periodic Special Inspection Performed By: 1. Observe drilling operations and maintain complete and accurate records for each element X _ Geotechnical Engineer or Designee 2. Verify placement locations and plumbness, confirm element diameter, lengths, embedment into bedrock (if applicable), and adequate end -bearing strata capacity. Record concrete or grout volumes. X — Geotechnical Engineer or Designee 3. For concrete elements, perform additional special inspections in accordance with 2015 Michigan Building Code — — Geotechnical Engineer or Designee and Testing Agency 12.0 REPORT LIMITATIONS This report has been prepared for the exclusive use of Kiewit Engineering Group Inc. and Xcel Energy Services Inc. and should not be relied on by others. The report shall only be transmitted and used in its entirety. The recommendations included in this report were developed using generally accepted standards of geotechnical engineering practice in the State of Colorado at the time the report was prepared. No warranty is expressed or implied. Kiewit Engineering Group Inc. is not responsible for the conclusions, opinions, or recommendations of others based on the data presented herein. Our conclusions and recommendations are based on information furnished to us and obtained by us, the assumptions stated in this report, and our past engineering experience. If the conditions found during construction differ from those described in this report, notify the KIEWIT ENGINEERING GROUP INC. Kiewit FORT ST. VRAIN UNITS 7 & 8 GEOTECHNICAL ENGINEERING REPORT REV DATE : 23 JANUARY 2025 DOCUMENT NO.: 20055387-RPT-001 REV.: 0 PAGE: 34 OF 36 Geotechnical Engineer immediately so that we can review our report considering those conditions and provide supplemental recommendations as necessary. Final design plans, anticipated loads, and settlement criteria are subject to changes. The Geotechnical Engineer should be notified of such changes. The recommendations in this report assume that Kiewit Engineering Group Inc. will participate in an adequate program of construction testing and observation to evaluate compliance with our recommendations. The exploratory logs contain Kiewit Engineering Group's established interpretation of the subsurface conditions at specific locations at the time of the exploration. It is possible that subsurface conditions can vary between or beyond the points explored. The stratification lines represent the approximate boundary between soil types. The actual transitions may vary from those implied. 13.0 REFERENCES American Association of State Highway and Transportation Officials (AASHTO). (1993). AASHTO Guide for Design of Pavement Structures. American Association of State Highway and Transportation Officials (AASHTO). (2020). LRFD Bridge Design Specifications. American Concrete Institute (ACI). (2020). Building code Requirements for Structural Concrete (ACI 318-19), Commentary on Building Code Requirements for Structural Concrete (ACI 318R- 19), Reported by ACI Committee 318, September 2020. American Concrete Institute (ACI). (2015). Guide to Concrete Floor Slab Construction (ACI 302.1R-15), Reported by ACI Committee 302, June 2015. American Society of Civil Engineers (ASCE). (2001). Design and Construction of Frost -Protected Shallow Foundations, ASCE Standard, SEI/ASCE 32-01. ASCE 7 Hazard Tool. https://asce7hazardtool.online/. Accessed September 26, 2023. ATC Hazards by Location. https://hazards.atcouncil.org/#/seismic?Iat=39.509710&Ing=- 112.583299&address=. Accessed August 7, 2023. Brown, D., Turner, J., Castelli, R. (2010). Drilled Shafts: Construction Procedures and LRFD Design Methods NHI Course No. 132014 Geotechnical Engineering Circular No. 10, National Highway Institute, May 2010. Federal Emergency Management Agency (FEMA). https://msc.fema.gov/portal/search, National Flood Hazard Maps. Accessed August 21, 2023. Floyd, R. (1978). Geodetic Bench Marks, NOAA Manual NOS NGS 1, U.S. Department of Commerce, National Oceanic and Atmospheric Administration, National Ocean Survey, Rockville, Md., September 1978. International Code Council, Inc. (2018). 2018 International Building Code (IBC), August 2017. Konstantinidis, B., Van Riessen, G., Schneider, J. (1986). Structural Settlements at a Major Power Plant, American Society of Civil Engineers. KIEWIT ENGINEERING GROUP INC. Kiewit FORT ST. VRAIN UNITS 7 & 8 GEOTECHNICAL ENGINEERING REPORT REV DATE : 23 JANUARY 2025 DOCUMENT NO.: 20055387-RPT-001 REV.: 0 PAGE: 35 OF 36 ATTACHMENTS KIEWIT ENGINEERING GROUP INC. Kiewit FORT ST. VRAIN UNITS 7 & 8 GEOTECHNICAL ENGINEERING REPORT REV DATE : 23 JANUARY 2025 DOCUMENT NO.: 20055387-RPT-001 REV.: 0 ATTACHMENT 1 FIGURES KIEWIT ENGINEERING GROUP INC. p Kiewit General Project Location Figure 1 A B C D E F G H I J K LEGEND: 0013 AIR COMPRESSOR ENCLOSURE 0036 MEDIUM VOLTAGE ELECTRICAL ENCLOSURE 0062 ROADWAY 0112 OIL WATER SEPERATOR 0146 HYDROGEN BOTTLE RACK AND MANIFOLD 0149 EQUIPMENT FIREWALL 0163 PLANT DEADEND STRUCTURE 0173 AIR COMPRESSORS 0174 DESICCANT AIR DRYERS 0175 DRY AIR RECEIVER 0200 SUS TRANSFORMER 1180) 0319 WET AIR RECEIVER 1030 AIR COOLED HEAT EXCHANGER 2 1501-011 214'-0" 150'-0" 1031 CLOSED COOLING WATER PUMPS 1033 CLOSED COOLING WATER EXPANSION TANKS 1100 COMBUSTION TURBINE 1101 COMBUSTION TURBINE GENERATOR 1102 CT MAINTENANCE 1103 GENERATOR ROTOR REMOVAL AREA 1104 CO2 BOTTLE RACK AND MANIFOLD 1105 AIR INLET FILTER 1113 LUBE OIL/GAS VALVE MODULE (ACCESSORY MODULE) 1114 PACKAGED ELECTRICAL ELECTRONIC CONTROL CENTER (PEECC) 1115 WATER MIST SKID 11...11 1118 FUEL GAS METER 1119 FUEL GAS COELESCING FILTER/ELECTRIC DEWPOINT HEATER SKID 0062 1122 CTG LCI AND EXCITATION COMPARTMENT 1123 DC LINK REACTOR 1125 CTG ISOLATION TRANSFORMER 1126 CTG EXCITATION TRANSFORMER TP-03 0 1033) 1127 CTG GENERATOR BREAKER TP-04 z �I 1128 CTG ISO PHASE BUS DUCT 1129 CTGAUXILIARYTRANSFORMER I TP-05 'I O EXISTING .. /ED 1130 CTG STEP-UP TRANSFORMER NEW ROAD (1031-- __ -O i .:l.k� 1030 1132 NON SEG BUS DUCT IMMI• 3 CD r 000 1133 WATER WASH DRAINS TANK 0173 0175 r 1135 WATER WASH SKID 1138 FUEL GAS ABSOLUTE SEPARATOR ' EXISTING EXIST] 0319 1140 CABLE UNIT #5 UNIT 0174) ( ) BUS .163 1141 AC LINK REACTOR 0013 1115 1151 E / \- V - 1143 CTG H2 GAS DRYER (-- _ 0 0 0 V ° ° 1151 STACK f`` V 0112 1163 CONTINUOUS EMISSIONS MONITORING SYSTEMS BUILDING CEMS) ( / O O O O ' 1167 FUEL GAS DRAINS TANK O \ cl 1138 1100 `1� - 1170 LIQUID CO2 SKID ' H qyi 1167 1180 HYDROGEN TRAILERS (BY OWNER) . y �,U� dit IIO1, C7 1119) II�A■II� 1118 EP 11026 �I IWV cs ' YYL . ull �L w .: II .. 1113 :I _y— �- _I t— _ r @ 4 h �° " ) ' 111111 ®IlfI i ' j 1133 1114 (1143 O � _ x _. I (1170 I�' 1_I .�� 1_I /- �� = == l 1135 _ , 1125 . ,. 1 .Il.e.:_ � . 9 : . ��!�� I r�►� jell ■IIJ;� ►�►� �i..11. \ X11-, II 1126 H rllI' i\' O ilr . �I a 7.7 1111 !� �:� °_ 7 71 �il' ! _ ��IISLU II - 111111 0�IA�lii 1 ,1111 OI�IA��i 1■ -. 1141 a _ I � ..�1 1� i011 .1 1 1111111 1.11 � ..1011 1 ' (0146 v�� '" �� .. ' o ��I ��Illllr� � � 11. . • 1123 a 1140 IhTP09 II III III _ 4104 I� IIII I�� 1122 II�.f _ < TIE-IN LOCATIONS 01101 B nmm�� - TP-01 NATURAL GAS ■m, m■ _ �I111111 a TP 02 POTABLE WATER C �I �I (1105 II" o7::::::�EEEI r41��=� f �� .��'.ERIE z !°"""�� I ' 1128 ' -1 i. 1 O. 103 nu a TP-04 WASTEWATER 5 TP-0% LiOO,! "-"° ,1127 �ir� -I[ . , r�i TP 05 FIRE WATER SUPPLY TP-08 O III F ]I TP 06 FIRE WATER RETURN II III :' 1 (1129 \ . c _ 1�� TP-07 CO2 SUPPLY ❑ ,<,,,,, 1132 () 1130 TP-08 H2 SUPPLY 0 4. _ 0200) ICI �;I� 0036 � 0149) I � 0163 EXISTING TP-02 TP-06 NEW ROAD / / 6 i/ 7 \\ li ;ii i/ I i / �� / 8 - PRELIMINARY NOT FOR CONSTRUCTION - z H- \ TP-01 50 0 50 100 a \\\ SCALE IN FEET SCALE: 1" = 50'-0" NO REVISION ZONE DATE BY CHK ENG NO REVISION ZONE DATE BY CHK ENG REFERENCE DRAWINGS & Xce1 Energy® PUBLIC SERVICE COMPANY OF COLORADO Figure 2. Fort St. Vrain Turbine Units 7 & 8 Plan DWG NO 7STU-M1000 SHEET NO 1 REV A A ISSUED FOR REVIEW 10-11-24 SKS SJR SJR DWG NO. MANUFACTURER DESCRIPTION DWN: SKS DATE: 10-11-24 CHK: SJR DATE: 10-11-24 ENG: SJR DATE: 10-11-24 CHK: DATE: pK �NCE,80 EWrr • • j Kievvnit PM: TDB DATE: 10-11-24 PROJ. NO: 20055387 APVD: TDB DATE: 10-11-24 SCALE:1" = 50'-0" NOTE 1. COORDINATE SYSTEM: NAD83 COLORADO STATE PLANES, NORTH ZONE, US FOOT LEGEND , 16" RCP ° ■ °° ° X 40, PB-11 O N: 1333410.50 E: 3175272.83 PB-10 N: 1333410.91 E: 3175614.45 PB-9 N: 1333232.48 E: 3175557.11 Ii 1iii iii iii-iiii t=i ii i iiiiIII II II I iiii iii iii=iii�iii1-1111 iiiiiii iiiiiiiiiiiiiiiiiI iiI- I�.' �KP' iiiii -=i I �_ ° � � �-iii iii -I I I II III III III III III II III I II III 111..111. III III III III III -113933355.67 II III II III I iii=�-E 3175819.22-iiiii III iii iiiiiiiiii iiiiiiiiiii- ii iii-HII HIIIIiiiHIiiiHI II III I I N: 1333354.86 E: 3176109.94 III III III III ►JJJJJJJt�JJJJJJJJ�--�-�-� JJJJJJJJJ♦OJJJ� �►JJJJJJJJ��JJI�JJJJJJ� JJJI�JJJJJJ� ♦J��JJJJ�r�JJJJ��JJ�!-�-��JJJJJJJJJJJ��JJ♦♦•JJJJJJJJJ�JJ�JJJJ�JJ��JJ�JJJJJJ♦ �i, ' =i. i:=•.►=:ii:►=•�iii►iiiiiiiiiiiiiiii``�iii��i`��i��ii�i�i�i�i�i�i�i k ®®� �=*T i4 �i,��e�� t;�`�il mi �i-��O N: 1332963.41 ��,1�♦�♦�♦ P B-17 •1 �♦�♦�♦�♦�♦�♦�• �%•��?♦'♦`►�•♦��-�-�•_♦�♦♦♦♦� E: 3175559.51,♦i►7'/��♦�•v♦'��' N: 1332947.75 �� *2.:14.' > i ''‘k _ i' �1►JJJJJiJJJ ►.J_s-!- ►JJJJJJJ_ _ _ _ �_ �_ J_ J_ J_ J �JJJJJJJJJJJJJ�1# �1► S��1 ��lr��11��-..... ��v♦��4. E. 3175908.12 ��_��v♦� HEAVY HAUL PB-20 N: 1332780.01 E: 3175335.70 STAFF PARKING *2 m41 t rk:;A;4 &A_ ,r- _-_- A L Arz 1' PVC 24" RCP PB-21 N: 1332871.28 E: 3175487.81 EXISTING INFILTRATION BASIN PB-4 -� N: 1332608.56 ° E: 3175586.21 TP-2 N: 1332493.89 E: 3175597.35 PBR-1 N: 1332493.85 E: 3175663.46 TP-3 N: 1332326.31 E: 3175732.65 TP-1 N: 1332305.68 E: 3175645.46 PB-7 N: 1332751.70 E: 3175643.39 W4, ,40,ty, 0Wil o►q�1 [iii OVOI \ tildAjOill�.. k Amid i irrvillrit 71 4'iLik ,6: 411 PBR-5 N: 1332313.24 E: 3175704.22 PB-22 N: 1332862.68 E: 3175731.72 PB-2 N: 1332449.38 E: 3175721.29 TN: 1332393.40 E: 3175656.66 47 N: 1332305.32 A • ,-#- -eve 4.-��-919 �-�!� E: 3175783.45 u I L LJ�-- - _ PROPOSED INFILTRATION BASIN PB-16 o N: 1332780.89 E: 3175909.61 PB-5 N: 1332570.28 E: 3175699.06 TP-4 N: 1332522.12 E: 3175774.09 PBR-4 N: 1332388.04 E: 3175835.14 PB-1 N: 1332565.51 E: 3175858.89 PBR-2 N: 1332507.47 E: 3175824.67 PB-13 N: 1333155.42 E: 3176110.76 PB-14 N: 1332948.06 E: 3176106.86 PB-15 o N: 1332780.21 E: 3176101.85 TP-6 N: 1332505.49 E: 3175895.86 PB-3 N: 1332454.50 E: 3175882.14 PBR-6 N: 1332308.25 E: 3175868.30 TP-5 N: 1332299.65 E: 3175900.80 PBR-X PROPOSED BORING AND ROCK CORING LOCATION TP-X PROPOSED TEST PIT LOCATION e PB-X PROPOSED BORING LOCATION NO 60 0 N 60 120 SCALE IN FEET SCALE: 1" = 60'-0" h OR CONS CONFIDENT HOC AL ON THESE DRAWINGS ARE CONFIDENTIAL IN NATURE. ANY MISUSE OR UNAUTHORIZED DISTRIBUTION OF THE DRAWINGS CONTAINED HEREIN WILL BE A VIOLATION OF THIS CONFIDENTIALITY REQUIREMENT AND SUBJECT THE VIOLATOR TO LIABILITY. REVIEW OF THESE MATERIALS BY RECIPIENT SHALL CONSTITUTE AN ACCEPTANCE OF THESE TERMS AND THE TERMS OF ANY UNDERLYING CONFIDENTIALITY AGREEMENT WE MAY HAVE EXECUTED IN OBTAINING THIS INFORMATION FROM A THIRD PARTY. IF THE RECIPIENT IS NOT IN AGREEMENT WITH THE OBLIGATION OF CONFIDENTIALITY THEN THE DRAWINGS SHALL BE RETURNED TO THE ORIGINATOR. PREPARED FOR GEOTECHNICAL REPORT A E. FESSLER A. VICUNA 12-12-24 REV DESIGN BY CHECKED BY DATE XCEL ENERGY FORT ST. VRAIN UNITS ?&8 Kiewit Figure 3. Boring Location Plan ENGINEER/DESIGN ORIGINATOR E. FESSLER LEAD ENG ENG MGR PROJ MGR D. DEDEN S. RUZZE T. BEST DRAWING NUMBER EXHIBIT 001 Approximate Project Location 'a ft IMAM • 41111 01IMIE=Mill OMB Figure 4. USGS Platteville Quadrangle Geologic Map J5) Kiewit Fort Saint Vrain Combustion Turbines Addition Project Project No. 20055387 .OtOnnOn GEOLOGICAL A ton .entrant wooer" IY aa.C. GOLDEN COLOR olty r •i Approximate Project Location —f4t �. • . } {/ ..cis• 11I�-11I _ I I • � L — fir~ •1• y, f ` k 't ..I..�—_-- h �♦ -- • d- 1 1 I r f'` ' �. •tin ti ^ a. GIs w. ♦ -. `.. r/ -Y • ali e �.. in , s i y ` p.t j _ - S • �� ii. iv 1 t >/ f -;k 1 k 1 _.a' S.•-ao-.. i S • an _ -AVN +• -- sass • ?t'i f" / rte_- . Ni, /• • talv3iOsi. ti� x;_ • ., - } t.•ysa.f.f- Y ( r— a _:- 1 t + ♦ 1 eI� v if r. _rte .' tr ( T''< t � . \c CI'- _ -y " -1 4 1 ♦ f a C• n Ma .1 .wow nr t w Qat Alluvium line 117gmr Holocene) — trail Qa, Jetwmts ,nsups .ulna Unwinds of S( Vram ( reel mot 'lure n ,na,nel iuihwaries two of these a nhware. dram the northern gunnel of Ile .p.adtanyk and ion) the crick ,n the twnh a t .plalta. ow gums the crock in the southwest quann IY the lone. reaches of the rust two ult. intiee, unit Qui etwtacle ate bounded by cYl-al-till terrace, ttl altin lint, or InhUtanrs lii SI Vta.. ('reel Wain. Ines. Nell. and Iot Ihlb Bandeaus IKlhl In the St Vrain t rein valley aYl In the II hutan 0, the sonlhnws-J quintet. Ihr will Os, alive channel Is Minted es'euwiee awirun:d 01 both sides to, we hanks of the Qa col -tit -till lenrte, the sin face Of abut, IN 15 In I S rn above the active dream level tin the north side of St Vram C reek and (t ll kin West ill I-'-5 the clerk chancel is bounded le the tippet baustt,ro inetd.et of the Pens Shine (Km) In I t V_ It f.' sec If. Inc neck channel is bounded by colhrvtum nod she twaab lepsos tuna Vest In St Vertu, ( reek he fine-grained liaenam ill win Qui is present mostly no die channel bottom and consols el a duck loon u. aloe I0YR. miaiwe of clay aalt and ‘Cr. lion lo line mind Tie c.aux-siecne l iramm� toxic, in point hart in the clurnel he furs arc as high a. it 6 m shove die incline simian level stud we composed of it loose. piss suited, cL t-scpputlel mixture of nnrd,un until to ri.hhtes I he .mud e. ptsnly sorted tad niutuliu in snhang.,kn, it sedums of -65", guar] With siµ,olicau lelJ.yal and titian linen .ut,t 'loathe •uncials I lie grave is suin,undcd to tuundc,J and is dnwnaied In gtumin' claws with subordinate vent point .parvnc goes, and wnttsnmc I he its MI l alit, of the hues is pwliJl it, of hue 5N thickness of Its into is inn known .scume as lna.unnen ...utast u,th wukdving null U'.., souls' not Ise obscus l Within die npsdranµle unit Vi, Is likely not a potential curie of sand and gravel because of the ration.,md small .ocal else( or.e.avelly point bas. 14th Qa o Inoue to Ilooduig as. Alluo Jam thew tipper Pletduceaol Ihnn Qs. untkdm win Oa. at the St Vrse, .'reek s -alloy. AS choose on Crass .ecmnln II -II' nod l -l' Ili: nit. Rant. a prnmment wide.ptca fill ill fill ia'inee Itcupytp tW.t n) the valley's southeast sink and ■ paint VI Its northwest side he w'nae has Ise swfaes tisceuntblc un Itaat imagery the higher sutmce o nhc predominant pan of thr femme and the Iowa surface occurs reds an the ,n llnast side nit the valley to the nlnbeVd Ctaler nit do'' QYadlanglo 'MI 1N. R 67 W re. 4. 10, god IS, and T I N R toy 1V' sec 16. NT 1'di Ve meal evpnmen eel amt Qa arc it i ,o I i m thick along SI Vram Creek sod are op On I0 m thick rn gravel pits Ahoy the cantina itu,iauyfa IsninJwt the utgtst swWee et the Qn i betray is a broad Ilia uplwul dividing St Vnan (reek to the wed hoot the Sowth Platte Riser b, the caul Ike .gryset rancwe t - antinanu with Ilse liruxlway tarna'c in Ile Somh PIatie Rico is pw'ecul•J in tunas se-Suoo J -t of Limbic), wad ..the. 1215151. and tins won Qa muv cominr with Ilmalwav Alluvium tn. moue of height above stream level ton tidal naagely ifa' up1ss snirlaee of min (Ja, n iracable wauhwed,eun wises Ow southeast side of the Valle% to as lm as the untrained billows gem 1-25 firs wtkee alai ohm hand atom, pan nt the northeast talky wall from I IN K 67 W not 2') In a5 la southwest as 125 tic upycr swl)ac of end 00. is - 1 ti in ahnt the lower surface inn) -6 I m oham the Qa, terrace The Qs, enact lone, ortntac lie•., spec minutely 15 int 10 m aMnr the Qa: Ie+ruee the lows unlace is at the base nil several ',continent meander cats into amt Qa, the can p.snn.ably were made M lateral erosion operating during a tetunl -Hewn nelsiuu l iii Vu, m otibey the Rule Slide agry,ei nwsuna menhei ihpti at VLrra Companies Poi tls lie pt, r+l nb.eived Qa, ihic'bess was 10 a In. at the cast bee of this pit I nu bin Ii continuous with and equivalent to, unit Qa, of the Itnptumu iludianµlc adiaacnt to the west iManlole :0161 and Johnstown quadrangle aijac-.e no the mirth tPallovie and Morgan. .10171 Unit Qa; s also cnumu.ws w ti not. gravel Wig) and udlmtal .amt strut ell 10.51 n the Platteville gin di anghe adlnc n I as lie cast Hex Platteville map woo rung be gaols eguts aleni in flt,wdwav o I nuvias Alluviums (Sotao._ 14..51 Seiea0.cn htiuitprs, lops of wale. arts in the St. Vt,uu Creel valley. w the tarn southwest off 1 N K 67 W see SI indicate than depth to hell.nak min Vs , phl. unto Qtr. din:kit:s.) tangos limn 111 t0 41 in IC nlotadn lrspauwtcm d \alwal Ks -soma -es Divisor's d' Wane, Reoowces IDWRI 201nl me aeutechowal logs in din soul, way hate hedrn.k depth values that mope Will 46 Io 711 m I der nanlira., and IIVIHL Ileaia, hc7ween I. 1 N It 67 W., see. ±1 and the place nonw f irowawks sin Mutt, cell logs than penetrate the upper solos of the Qu. Irvine aJewr tiedr,wl tl'p its he,wcen ' a and 141 to Vet ire en.tem rpuahanglc boundary the depth it. bedrock satu, an duce wawa wills than penetrate the upper surface oh lie terrace tangs lout I t 7 in I ? I in the water well data generally indicate that die bedrock floor of the SI Mules fleck sidles .Luca. , m chaser, on lilt' Jawusbcam dua:not tn.-Mardi Ile Iowa peat nil anti chi, cipuvet loins alone SI Main Iced. nnasn chiefly ill pants .on:d gmvelh ..ms' and sands urvel. stub the gravel.we Imrtnm nicking Up 6, 511"s of 0e -nLn,en(. Ube nscrall sales reddish or inn►set-mass the mold noetum Figure 5. USGS Gowanda Quadrangle Geologic Map pKs� Kiewit Fort Saint Vrain Combustion Turbines Addition Project Project No. 20055387 1 Powered by Esri Wel a Coun LIMP • orated 0:0266 08123C1885F 11/30/203pielF DA, USGS The National Map: Orthoimagery. Data refreshed June. 2C=- @ounty 0:0266 . . 40 244337. -104.877693 08123C1715F 4764.6 4765 2 4766 3 4766 6 PI'1 MAP PA'iELS OTHER AREAS sarstvl lipApprovnate location based on user input and does not represent an suthontathe property location Selected ►tood..lap Bounder( Digital Data A &table No M ttal Data available unmapped Area of Minimal Rood Ha=rd Effective LOMPs Area of undetermined Flood maned zone= Othere' a Protected Area Coastal Barrier Pesourde System Ares SPECIAL FLOOD HAZARD AREAS Without Base Flood Elevation *BF() «a v ass With BFE or Depth Regulatory Floodwey :sn. at. Ad. an. K M OTHER AREAS 01 FLOOD HAZARD 101.1 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 : - • Future Conditions 1% Annual Chance Flood Hazard Area with Reduced Flood Raw due to Levee See Notes. = ' Area with Flood Risk due to Levee : PKS Kiewit OTHER FEATURES GENERAL STRUCTURES Cross Sections with 1% Annual Chance Water Surface Elevation Coastal transect Base Flood Elevation Line BFEI Lwmrt of Study lunadlcbon Bounder!, Coastal Yrsnsect Baseline Profile Baseline Hydrographic Feature Channel Culvert or Storm Sewer Levee. Dike or Floodwall FEMA Flood Map Figure 6 4.x47 TPA es Power Area Planned Over -excavation Tub Limits FOUNDATION LEGEND Embedment into Thickness (FT) Reveal (FT) Ground (FT) 4' 0.5' 3.5' 2.5 0.5' 2' 0.5' 1' 0.5' 2.5' Slab - 3.5' Wall 17.5' 0.5' 2' 1.5' 0.5 2 17 LEGEND: 0013 AIR COMPRESSOR ENCLOSURE 0036 MEDIUM VOLTAGE ELECTRICAL ENCLOSURE 0062 ROADWAY 0112 OIL WATER SEPERATOR 0146 HYDROGEN BOTTLE RACK AND MANIFOLD 0149 EQUIPMENT FIREWALL 0163 PLANT DEADEND STRUCTURE 0173 AIR COMPRESSORS 0174 DESICCANT AIR DRYERS 0175 DRY AIR RECEIVER 0200 SUS TRANSFORMER 0319 WET AIR RECEIVER 1030 AIR COOLED HEAT EXCHANGER 1031 CLOSED COOLING WATER PUMPS 1033 CLOSED COOLING WATER EXPANSION TANKS 1100 COMBUSTION TURBINE 1101 COMBUSTION TURBINE GENERATOR 1102 CT MAINTENANCE AREA 1103 GENERATOR ROTOR REMOVAL AREA 1104 CO2 BOTTLE RACK AND MANIFOLD 1105 AIR INLET FILTER 1113 LUBE OIL/GAS VALVE MODULE (ACCESSORY MODULE) 1114 PACKAGED ELECTRICAL ELECTRONIC CONTROL CENTER (PEECCI 1115 WATER MIST SKID 1118 FUEL GAS METER 1119 FUEL GAS COELESCING FILTER/ELECTRIC DEWPOINT HEATER SKID 1122 CTG LCI AND EXCITATION COMPARTMENT 1123 DC LINK REACTOR 1125 CTG ISOLATION TRANSFORMER 1126 CTG EXCITATION TRANSFORMER 1127 CTG GENERATOR BREAKER 1128 CTG ISO PHASE BUS DUCT 1129 CTG AUXILIARY TRANSFORMER 1130 CTG STEP-UP TRANSFORMER 1132 NON SEG BUS DUCT 1133 WATER WASH DRAINS TANK 1135 WATER WASH SKID 1138 FUEL GAS ABSOLUTE SEPARATOR 1140 CABLE BUS 1141 AC LINK REACTOR 1143 CTG H2 GAS DRYER 1151 STACK 1163 CONTINUOUS EMISSIONS MONITORING SYSTEMS BUILDING (CEMS) 1167 FUEL GAS DRAINS TANK 1170 LIQUID CO2 SKID 1180 HYDROGEN TRAILERS (BY OWNER) Figure 8. Foundation Depth Plan 1.(1)Kiewit Fort Saint Vrain Combustion Turbines Addition Project Project No. 20055387 Allowable Bearing Capacity for Square Footings - Foundation depth from 1.5 ft to 4.5 ft - Footings underlain by at least 2 feet of Structural Fill 300_ - Final grades assumed to be El. 4,790 ft 7000 6000 Bearing Pressure, psi 20 30 0 50 foundation Width, ft Albwatte Bearing Capacity 60 70 eo 4^ Shear Faiure Controlled (F 5 =3) — — — Settlement Controlled (1 rich) p Kiewit Allowable Bearing Pressures for Shallow Square Foundations Figure 9 Allowable Bearing Capacity for Strip Footings 100CC 9000 8000 6000 tl r 3 IC 5000 to 4000 3000 2000 :000 - Foundation depth from 1 ft to 4.5 ft - Footings underlain by at least 2 feet of Structural Fill - Final grades assumed to be El. 4790 ft 20 3C 10 50 Bear mg • - Foundation Width. ft r - 3) 60 '0 50 90 10r - - lenient C ontrol led t: - p Kiewit Allowable Bearing Pressures for Shallow Strip Foundations Figure 10 Kiewit FORT ST. VRAIN UNITS 7 & 8 GEOTECHNICAL ENGINEERING REPORT REV DATE : 23 JANUARY 2025 DOCUMENT NO.: 20055387-RPT-001 REV.: 0 Figure 11. Below Grade Wall Backfill Recommendations KIEWIT ENGINEERING GROUP INC. Kiewit FORT ST. VRAIN UNITS 7 & 8 GEOTECHNICAL ENGINEERING REPORT REV DATE : 23 JANUARY 2025 DOCUMENT NO.: 20055387-RPT-001 REV.: 0 ATTACHMENT 2 Kumar & Associates Geotechnical Data Report (2024) KIEWIT ENGINEERING GROUP INC. Kumar & Associates, Inc. Geotechnical and Materials Engineers and Environmental Scientists An Employee Owned Company 2390 South Lipan Street Denver, CO 80223 phone: (303) 742-9700 fax: (303) 742-9666 email: kadenver@kumarusa.com www.kumarusa.com Office Locations: Denver (HQ), Parker, Colorado Springs, Fort Collins, Glenwood Springs, and Summit County, Colorado GEOTECHNICAL ENGINEERING SERVICES PROPOSED ST. VRAIN COMBUSTION TURBINES ADDITION PROJECT 16805 COUNTY ROAD 191/2 PLATEVILLE, COLORADO Prepared By: Revi ed B . Justin Cupich, P.E. Prepared For: Kiewit 8900 Renner Boulevard Lenexa, Kansas 66219 Attention: Mr. Daniel DeDen, P.E. Email: Daniel.DeDentKiewit.com oshua L. Barker, P.E. Project No. 24-1-607 December 16, 2024 TABLE OF CONTENTS SUMMARY 2 PURPOSE AND SCOPE OF STUDY 2 PROJECT UNDERSTANDING 2 SITE CONDITIONS 2 GEOLOGIC SETTING 3 FIELD EXPLORATION 3 SUBSURFACE CONDITIONS 4 SURVEY RESULTS 7 FIELD ELECTRICAL RESISTIVITY TESTING 8 FIELD INFILTRATION RATES 10 LABORATORY TEST RESULTS 11 LIMITATIONS 14 FIG. 1 — VICINITY MAP FIG. 1A and 1B - LOCATION OF EXPLORATORY BORINGS FIGS. 2 through 8 — LOGS OF EXPLORATORY BORINGS FIG. 9 - LOGS OF EXPLORATORY TEST PITS FIG. 10 - LEGEND AND EXPLANATORY NOTES FIGS. 11 through 14 — SWELL -CONSOLIDATION TEST RESULTS FIGS. 15 through 29 — GRADATION TEST RESULTS FIGS. 30 through 35 — MOISTURE -DENSITY RELATIONSHIPS FIGS. 36 through 42 — DIRECT SHEAR TEST RESULTS FIGS. 43 through 52 — UNCONFINED COMPRESSIVE STRENGTH TEST RESULTS FIGS. 53 through 55 — LABORATORY RESISTIVITY RESULTS FIGS. 56 through 59 — THERMAL DRYOUT CURVES FIGS. 60 through 63 — CALIFORNIA BEARING RATIO TEST RESULTS TABLE I - SUMMARY OF LABORATORY TEST RESULTS APPENDIX A - BEDROCK CORING LOGS APPENDIX B - FIELD BEDROCK CORING LOGS APPENDIX C - BEDROCK CORE PHOTOGRAPHS APPENDIX D - TEST PIT PHOTOGRAPHS APPENDIX E - GEOPHYSICAL TESTING REPORT APPENDIX F - INFILTRATION TESTING REPORTS APPENDIX G - KNIGHT PIESOLD TEST RESULTS APPENDIX H - OPENGROUND LOGS Kumar & Associates, Inc.® SUMMARY 1. Borings PBR-1 through PBR-6 encountered about 1 to 2.5 feet of existing fill in four of the borings (PBR-1, PBR-3, PBR-5, and PBR-6). Existing fill was not encountered in Borings PBR-2 and PBR-4. The fill and/or ground surface was underlain by naturally deposited (native) granular overburden soils extending to bedrock at depths ranging from about 49 to 52 feet (elevations 4734.6 to 4737.80 feet). A 2- to 4 -foot thick zone of native cohesive soil was encountered in Borings PBR-1, PBR-4, PBR-5 and PBR-6 at depths ranging from about 23.5 to 28 feet (elevations 4758.8 to 4763 feet). These borings were terminated in the bedrock at depths ranging from about 80 to 90.5 feet (elevations 4696.0 to 4706.8 feet). Photographs of the bedrock core runs are presented in Appendix C. Logs of the coring are presented in Appendices A and B. Borings PB-1 through PB-6 encountered about 1 to 5 feet of existing fill soils underlain by native granular soils. The native granular soils extended to the maximum explored depth of about 15 feet in Boring PB-4 and to bedrock at depths ranging from about 49 to 52 feet (elevations 4734.9 to 4737.60 feet) in the remaining five borings. A 1.5- to 2 -foot thick zone of native cohesive soil was encountered in Borings PB-5 and PB-6 at depths of about 24 and 29 feet, respectively. (elevations 4757.6 and 4762.9 feet, respectively). Additionally, a 1.5 -foot thick zone of clayey sand was encountered in Borings PB-2 and PB-3 at depths of about 24 feet in both borings (elevations 4762.6 feet). The borings were terminated in the bedrock at depths of about 60 to 70 feet (elevations 4716.6 to 4726.9 feet). The remaining borings (Borings PB-7 through PB-22), encountered about 2.5 to 6.5 feet of existing fill. The existing fill soils were underlain by native granular soils extending to the maximum explored depths of about 14 to 15 feet below the ground surface. 2. Six (6) test pits were excavated using a mini excavator. The test pits were excavated to depths ranging from about 10.5 to 13 feet below existing grades. The test pits generally encountered a relatively thin layer of topsoil underlain by existing fill soils extending to depths ranging from about 1.5 to 3 feet. The fill soils were underlain by native granular soils extending to the maximum explored depths. 3. Groundwater was encountered in ten (10) of the borings during drilling at depths ranging from about 23 feet to 28 feet below existing grades (Elevations 4758.5 to 4763.6). Groundwater was not encountered within the explored depths of the test pits. Eleven (11) of the borings were left open to allow for follow-up, stabilized ground water level measurements. Borings PBR-4, PB-7 though PB-22, and the test pits were backfilled subsequent to drilling/excavation. Stabilized groundwater was encountered in 8 of the open borings at depths ranging from 25 to 27 feet when measurements were made on October 3, 2024 (1 to 17 days subsequent to drilling). 4. Various field testing consisting of Wenner Four -Pin electrical resistivity, Schlumberger Sounding, and geophysical testing were performed at the site. The results of the testing are presented herein. 5. Various laboratory testing was performed on samples obtained from the borings and test pits. The results of the testing are presented herein. Kumar & Associates, Inc.® 2 PURPOSE AND SCOPE OF STUDY This report presents the results of a geotechnical engineering services performed in support of the proposed Xcel St. Vrain Combustion Turbines Addition Project located at 16805 County Road 191/2 in Platteville, Colorado. The project site is shown on Fig. 1. Our services were conducted to characterize the general site subsurface conditions and provide the results of various field and laboratory testing. The exploration and testing were performed in general accordance with the scope of work outlined in the professional services agreement with Kiewit Power Constructors Co. (Kiewit) dated August 2, 2024. A field exploration program consisting of exploratory borings and test pits, bedrock coring, and infiltration and electrical resistivity was conducted to obtain information on general subsurface conditions and soil engineering characteristics. Representative samples of the on -site soils and bedrock materials obtained during the field exploration program were tested in the laboratory to determine their classification and engineering characteristics. The results of the field exploration and laboratory testing programs are provided herein. PROJECT UNDERSTANDING Based on the information provided, we understand the proposed construction will generally include construction of two gas -fired combustion turbines, holding tanks, and air intake systems. Additionally, piping, instrumentation, equipment pads, and other appurtenant structures will also be constructed. Kumar & Associates, Inc. (K+A) was contracted to perform the field and laboratory exploration and testing programs. We understand the results of these programs will be utilized by Kiewit to provide geotechnical engineering recommendations for the proposed construction. SITE CONDITIONS The Xcel Fort St. Vrain Generating Station is located at the subject address in Platteville, Colorado. The site is located between the St. Vrain Creek and the South Platte River. The station includes several buildings, structures, detention/retention ponds, and various equipment. The proposed additional turbine will be constructed on the east side of the station, adjacent to the existing turbines. The proposed construction area is segmented near the center of the site by an existing chain -link fence that traverses north -south. The eastern half of the project site currently consists of agricultural property with the western half consisting of relatively undeveloped land that is currently being utilized in areas as equipment storage. A depression in the ground surface Kumar & Associates, Inc.e 3 it located on the western half of the project site and appears to be a dry or abandoned detention/retention pond. Based on historical imagery, the adjacent turbines were constructed between 2008 and 2010 with the remaining portions of the project site relatively undeveloped with the exception of various site grading activities. GEOLOGIC SETTING Public geologic maps (U.S. Geological Survey, Soister, P.E., Geologic map of the Platteville quadrangle, Weld County, Colorado) depict the project site area as underlain by river gravel (Qrg) and alluvium (Q,,) deposits. A portion of the refenced geologic map is presented below. The project site is indicated by a black rectangle near the top left corner of the map. FIELD EXPLORATION The field exploration program consisted of drilling 28 exploratory borings and excavating 6 test pits at the approximate locations shown on Figs. 1A and 1 B. Borings PBR-1 through PBR-6, PB- 1 through PB-3, and PB-5 and PB-6 were drilled through the overburden soils and into the underlying bedrock using 7.75 -inch -diameter, hollow -stem augers. Bedrock coring was completed in Borings PBR-1 through PBR-6 using NQ -size, wireline coring equipment to obtain continuous samples of the bedrock materials. The remaining borings (Borings PB-7 through PB-22) were Kumar & Associates, Inc.® 4 drilled to using 7.75 -inch -diameter, hollow -stem augers, and were terminated in the overburden soils. Borings PB-4 and PB-7 through PB-22 encountered about 2.5 to 6.5 feet of existing fill. The existing fill soils were underlain by native granular soils extending to the maximum explored depths. Drive samples of the overburden soils and portions of the bedrock materials were obtained with either a 1 -3/8 -inch, inside -diameter, split -spoon sampler or a 2 -inch, inside -diameter California - liner sampler driven with blows from a 140 -pound hammer falling 30 inches. Sampling with the split -spoon sampler is the standard penetration test (SPT) described by the ASTM International (ASTM) D1586 procedure. Sampling with the California -liner sampler is similar to the SPT procedure and is used locally to obtain relatively undisturbed samples of cohesive soils and bedrock. Penetration resistance values (blow counts), when properly evaluated, indicate the relative density or consistency of the soils and of the relative hardness of the bedrock in accordance with the Denver scale for intermediate sedimentary bedrock. Depths at which the samples were obtained, and the penetration resistance values, are shown adjacent to the boring logs on Figs. 2 through 8. As stated, six (6) test pits were excavated using a mini excavator. The test pits were excavated to depths ranging from about 10.5 to 13 feet below existing grades. The test pits generally encountered a relatively thin layer of topsoil underlain by existing fill soils extending to depths ranging from about 1.5 to 3 feet. The fill soils were underlain by native granular soils extending to the maximum explored depths. Logs of the test pits are plotted on Fig. 9. Various disturbed bulk samples were obtained from the test pits. Photographs of the subsurface conditions encountered in the test pits are provided in Appendix D. As previously mentioned, logs of the exploratory borings are presented on Figs. 2 through 8, and logs of the exploratory test pits are presented in Fig. 9. A legend and explanatory notes related to the boring and test pit logs are presented on Fig. 10. SUBSURFACE CONDITIONS Borings PBR-1 through PBR-6 encountered about 1 to 2.5 feet of existing fill in four of the borings (PBR-1, PBR-3, PBR-5, and PBR-6). Existing fill was not encountered in Borings PBR-2 and PBR-4. The fill and/or ground surface was underlain by naturally deposited (native) granular overburden soils extending to bedrock at depths ranging from about 49 to 52 feet (elevations Kumar & Associates, Inc.e 5 4734.6 to 4737.80 feet). A 2- to 4 -foot thick zone of native cohesive soil was encountered in Borings PBR-1, PBR-4, PBR-5 and PBR-6 at depths ranging from about 23.5 to 28 feet (elevations 4758.8 to 4763 feet). These borings were terminated in the bedrock at depths ranging from about 80 to 90.5 feet (elevations 4696.0 to 4706.8 feet). Photographs of the bedrock core runs are presented in Appendix C. Logs of the coring are presented in Appendices A and B. Borings PB-1 through PB-6 encountered about 1 to 5 feet of existing fill soils underlain by native granular soils. The native granular soils extended to the maximum explored depth of about 15 feet in Boring PB-4 and to bedrock at depths ranging from about 49 to 52 feet (elevations 4734.9 to 4737.60 feet) in the remaining five borings. A 1.5- to 2 -foot thick zone of native cohesive soil was encountered in Borings PB-5 and PB-6 at depths of about 24 and 29 feet, respectively. (elevations 4757.6 and 4762.9 feet, respectively). Additionally, a 1.5 -foot thick zone of clayey sand was encountered in Borings PB-2 and PB-3 at depths of about 24 feet in both borings (elevations 4762.6 feet). The borings were terminated in the bedrock at depths of about 60 to 70 feet (elevations 4716.6 to 4726.9 feet). The remaining borings (Borings PB-7 through PB-22), encountered about 2.5 to 6.5 feet of existing fill. The existing fill soils were underlain by native granular soils extending to the maximum explored depths of about 14 to 15 feet below the ground surface. Two types of man -placed fill were encountered at the site. The majority of the fill varied between silty sand, clayey sand, silty clayey sand, poorly -graded sand with silt and gravel, and poorly - graded sand with silt. The granular fill was generally fine- to coarse -grained with trace gravel content, slightly moist to occasionally moist, and brown to dark brown. Clay fill soils were also encountered in Borings PBR-1, PB-1, PB-3, PB-10, PB-13, PB-14, PB-17, and Test Pit 4. The clay fills consisted of lean clay with a variable fine- to coarse -grained sand fraction and trace gravels, and were generally slightly moist to moist, and brown to dark brown. The lateral extent and degree of compaction of the fill were not determined as part of this study. The native granular soils varied between silty sand, clayey sand, silty clayey sand, poorly- to well - graded sand with variable silt content, and isolated lenses of poorly -graded gravel with sand (GP). The native granular soils were generally fine- to coarse -grained with trace to some gravel content and isolated cobbles, slightly moist to wet (below groundwater), and tan to brown to dark brown to gray to gray -brown with occasional iron oxidation staining. Lenses of native clay soils were also encountered. The native clay consisted of lean clay to fat clay that was generally moist to very moist, silty in places, tan to brown, and contained a fine-grained sand fraction. Based on blow Kumar & Associates, Inc.® 6 counts, the granular soils ranged from loose to dense with isolated very loose zones, and the native clay soils were soft to stiff in consistency. The bedrock encountered in the borings varied between siltstone, sandstone, claystone, and interbedded claystone and sandstone. The siltstone bedrock contained a fine-grained sand fraction and was moist to very moist, and tan to gray. The sandstone bedrock was fine- to medium - grained, silty in places, moist, and brown to dark brown to orange -brown. The claystone bedrock contained a fine-grained sand fraction and was moist, and gray to blue -gray to dark gray. The interbedded claystone and sandstone bedrock was silty in places, fine-grained, slightly moist to moist, brown to orange -brown to gray to blue -gray and contained low to high plasticity. Based on blow counts obtained in the bedrock, the bedrock ranged from hard to very hard based on the Denver scale for soft sedimentary bedrock and slightly weathered and very soft (R1 hardness) based on the Oregon DOT Rock Classification Manual. Groundwater was encountered in ten (10) of the borings during drilling at depths ranging from about 23 feet to 28 feet below existing grades (Elevations 4758.5 to 4763.6). Groundwater was not encountered within the explored depths of the test pits. Eleven (11) of the borings were left open to allow for follow-up, stabilized ground water level measurements. Borings PBR-4, PB-7 though PB-22, and the test pits were backfilled subsequent to drilling/excavation. Stabilized groundwater was encountered in 8 of the open borings at depths ranging from 25 to 27 feet when measurements were made on October 3, 2024 (1 to 17 days subsequent to drilling). The open borings were backfilled subsequent to the follow-up measurements. The results of the groundwater measurements are presented in the table below: Depth (ft) / Elevation (ft) of Groundwater Boring No. During Drilling 8 to 10 Days subsequent to Drilling PBR-1 25 / 4761.8 25 / 4761.8 PBR-2 27 / 4759.9 27 /4759.9 PBR-3 27/ 4759.5 25 / 4761.5 PBR-4 25.5 / 4761.1 26 / 4760.6 PBR-5 27.5 / 4758.9 Cave at 25.5 PBR-6 28 / 4758.5 Cave at 13 PB-1 N/A Cave at 25.5 PB-2 27 / 4759.6 26 / 4760.6 PB-3 26 / 4760.6 26 / 4760.6 PB-5 24 / 4762.9 26 / 4760.9 PB-6 23 / 4763.6 25 / 4761.6 It should be noted, caving of the bore holes was encountered during the follow-up measurements in Borings PBR-5 and PB1 at a depth of about 25.5 feet and a depth of about 13 feet in Boring Kumar & Associates, Inc.® 7 PBR-6. Caving of the bore hole may indicate groundwater is present at the depth of cave. However, we do not believe the encountered caving in Boring PBR-6 is indicative of the presence of groundwater based on the groundwater depths encountered across the site for this study as well as a previous study that K+A performed at the site. SURVEY RESULTS Upon completion of the drilling and excavation, R&R Engineers -Surveyors, Inc. was subcontracted to K+A to obtain the locations and elevations of the ground surface at the borings and test pit locations. The locations are presented in Colorado State Plane North coordinates. The results of the survey are summarized in the table below: Boring / Test Pit No. Northing Easting Elevation (ft) PBR-1 1332493.85 31175663.46 4786.79 PBR-2 1332507.47 3175824.67 4786.94 PBR-3 1332393.40 3175656.66 4786.47 PBR-4 1332388.04 3175835.14 4786.64 PBR-5 1332313.24 3175704.22 4786.35 PBR-6 1332308.25 3175868.30 4786.52 PB-1 1332565.51 3175858.89 4786.92 PB-2 1332449.38 3175721.29 4786.56 PB-3 1332454.50 3175882.14 4786.60 PB-4 1332608.56 3175586.21 4785.74 PB-5 1332570.28 3175699.06 4786.91 PB-6 1332307.04 3175783.06 4786.56 PB-7 1332751.70 3175643.39 4786.44 PB-8 1332963.41 3175559.51 4785.34 PB-9 1333232.48 3175557.11 4785.68 PB-10 1333410.91 3175614.56 4785.49 PB-11 1333410.50 3175272.83 4783.47 PB-12 1333354.86 3176109.94 4783.41 PB-13 1333155.42 3176110.76 4783.98 PB-14 1332948.06 3176106.86 4784.49 PB-15 1332780.21 3176101.85 4785.43 PB-16 1332780.89 3175909.61 4787.56 PB-17 1332947.75 3175908.12 4786.42 PB-18 1333150.84 3175817.67 4786.91 PB-19 1333355.67 3175819.22 4786.52 PB-20 1332780.01 3175335.70 4785.02 PB-21 1332871.28 3175487.81 4785.60 PB-22 1332862.68 3175731.72 4787.34 TP-1 1332305.68 3175645.46 4786.23 TP-2 1332493.89 3175597.35 4787.89 TP-3 1332326.31 3175732.65 4786.45 TP-4 1332522.12 3175774.09 4786.55 TP-5 1332299.65 3175900.80 4786.68 TP-6 1332505.49 3175895.86 4786.89 Kumar & Associates, Inc.® 8 FIELD ELECTRICAL RESISTIVITY TESTING Wenner Four -Pin Method: The electrical resistivity of the near -surface soils was measured in the field using the Wenner Four -Electrode method on September 26, 2024 and again on October 1, 2024 for verification. The testing was completed at spacing intervals of about 0.5, 2.5, 5, 10, 20, 40, and 60 feet along two lines. The testing included one line oriented in the north -south direction and the other line oriented in the east -west direction. The approximate locations of the testing alignments are shown on the attached Fig. 1 B. The calculated results of the field electrical resistivity testing are summarized in the following table and plotted graphically below: Field Resistivity Testing Results Probe Spacing (ft.) Calculated Electrical Resistivity (ohm -cm) Line 1 (North -South) Line 2 (East-West) 0.5 9,671 2,260 2.5 14,794 13,214 5 17,523 24,035 10 29,301 38,494 20 44,047 57,453 40 33,553 49,869 60 24,245 29,071 Electrical Resistivity - Line 1 70,000 60,000 E 50,000 E 0 40,000 30,000 •- 20,000 a) 10,000 0 10 20 30 40 Probe Spacing (a) (ft) 50 60 70 Kumar & Associates, Inc.® 9 Electrical Resistivity - Line 2 50,000 45,000 40,000 y 35,000 t 30,000 O 25,000 ≥ 20,000 • , 15,000 v 10,000 5,000 0 0 10 20 30 40 50 60 70 Probe Spacing (a) (ft) Schlumberger Sounding: In addition to the Wenner Four -Electrode testing, Schlumberger Sounding testing was performed along one testing alignment oriented in the north -south direction. The approximate alignment of the testing is shown on Fig. 1B. The testing was performed in accordance with ASTM D6431. The end probe spacing (AB spacing) was varied from about 40 feet to 450 feet and the internal probe spacing (MN) was set at 10 feet. The calculated results of the field electrical resistivity testing are summarized in the following table: End Probe Spacing (AB) Internal Probe Spacing (MN) Calculated Electrical Resistivity (ohm - (ft.) (ft.) cm) 40 10 13,632 80 10 10,905 120 10 5,357 160 10 2,712 200 10 1,026 240 10 933 320 10 610 360 10 772 450 10 954 Kumar & Associates, Inc.e 10 Schlumberger Resistivity Tetsing Results E E L O v cc 16,000 14,000 12,000 10,000 8,000 6,000 4,000 2,000 0 20 40 60 80 120 140 160 180 200 225 AB Spacing (ft) FIELD INFILTRATION RATES The field infiltration testing was performed in accordance with the Standard Practice for Measuring Field Infiltration Rate and Calculating Field Hydraulic Conductivity Using the Modified Philip Dunne Infiltrometer Test (ASTM D8152). The method generally consists of adding a known amount of water to the Modified Philip Dunne Infiltrometer, a falling head device, and measuring the water level within the device at specified time intervals as the water infiltrates into the soil below the device. The data obtained from the field infiltration testing, as well as initial and final soil moisture contents at the test locations, is used to calculate mean hydraulic conductivity and capillary pressure. Testing was performed at two locations specified by Kiewit. The approximate testing locations are shown on Fig. 1A. The hydraulic conductivity and capillary pressure calculated for the data obtained from the testing are summarized below. Calculated Saturated Calculated Hydraulic Calculated Capillary Test No. Hydraulic Conductivity Conductivity Pressure (mm /hr.) (in /hr.) (mm) PPT-1 67.0 2.62 -130.0 PPT-2 95.0 3.76 -132.9 The results of the infiltration test are presented in Appendix F. Kumar & Associates, Inc.® 11 LABORATORY TEST RESULTS Laboratory testing was performed on representative soil and bedrock samples obtained from the borings and test pits to determine in situ soil moisture content and dry density, Atterberg limits, gradation characteristics, specific gravity, swell -consolidation behavior, moisture -density relationships (modified Proctors), percent organic content, and unconfined compressive strength of bedrock core samples. Direct shear, unconsolidated-undrained triaxial testing, and consolidated undrained triaxial testing were also performed on selected samples. Corrosion testing consisting of pH, electrical and thermal resistivity, concentrations of chlorides, water- soluble sulfates, and sulfides was also performed on selected samples. Finally, California bearing ratio testing (CBR) was performed on two composited bulk samples. The results of the laboratory tests are presented on Figs. 11 through 63. The testing was conducted in general accordance with recognized test procedures, primarily those of ASTM and the Colorado Department of Transportation (CDOT). Swell -Consolidation: Swell -consolidation (Methods B and C) tests were conducted on representative samples of the clay fill, clayey sand fill, native clay soils, and a sample of the interbedded claystone/sandstone bedrock materials to evaluate the swell and/or compressibility under loading and when submerged in water. The samples were prepared and placed in a confining ring between porous discs, subjected to surcharge pressures ranging from of 500 to 6,000 psf, and allowed to consolidate before being submerged. The samples were then loaded to a maximum surcharge pressure of 5,000 to 10,000 psf and the sample height was monitored until deformation practically ceased under each load increment. Results of the swell -consolidation testing is presented on Figs. 11 through 14 as plots of the curve of the final strain at each increment of pressure against the log of the pressure. Based on the results of the swell -consolidation testing, the samples of clay fill exhibited additional compression (0.8%) to very high (8.6%) swell potential when wetted. The sample of clayey sand fill exhibited low (0.4%) swell potential when wetted. One-dimensional consolidation testing (ASTM D2435) was performed on native clay samples obtained from Borings PBR-4 and PB-6 obtained at depths of about 24 feet. The one-dimensional testing results are presented in Appendix G. It should be noted, the triaxial testing was performed by a qualified laboratory subcontracted to K+A. Index Properties: Samples were classified into categories of similar engineering properties in general accordance with the Unified Soil Classification System. This system is based on index Kumar & Associates, Inc.e 12 properties, including liquid limit, plasticity index, and grain size distribution. Values for moisture content, dry density, liquid limit and plasticity index, and the percent of soil retained on the U.S. No. 4 sieve and passing the U.S. No. 200 sieve are presented adjacent to the corresponding sample on Figs. 2 through 4 and summarized in Table I. Graphical plots of the grain size distribution, including hydrometer analysis for samples obtained from Borings PBR-1, PBR-4, and PB-3 at depth of about 29, 24, and 24 feet, respectively, are presented on Figs. 15 through 29. Moisture -Density Relationship: Modified Proctor testing (ASTM D1557) was performed on six composited bulk samples of the granular fill soils and native granular soils in order to determine the maximum dry density and optimum moisture content of the soil. The results of the modified Proctor testing are presented on Figs. 30 through 35. Some of the Proctor test results were used to remold the samples used in the laboratory thermal resistivity testing. Direct Shear and Triaxial Testing: Direct shear testing was performed on seven samples. Unconsolidated-undrained triaxial testing was performed on a sample obtained from Boring PB- 5 at 29 feet and consolidated-undrained triaxial testing was performed on a sample obtained from Boring PBR-6 at 5 to 6 feet. The results of the direct shear testing are presented on Figs. 36 through 42. The triaxial testing results are presented in Appendix G. It should be noted, the triaxial testing was performed by a qualified laboratory subcontracted to K+A. Unconfined Compressive Strength: Unconfined compressive strength tests were performed on ten (10) samples of the bedrock obtained from the coring operations. The testing resulted in unconfined compressive strengths ranging from 151 psi to 529 psi. Graphical representations of the tests results are presented on Figs. 43 through 52. It should be noted, our testing was only performed on samples indicated on Table I and may not fully represent the entire bedrock formation. Corrosivity Testing: The potential corrosive environment for buried metal was evaluated based on data collected during our field exploration and laboratory testing programs. The data included pH values, minimum electrical resistivity, and concentrations of water-soluble sulfates, sulfides, and chlorides. Oxidation-reduction potential was also evaluated. The laboratory test results are shown on the boring and test pit logs on Figs. 2 through 9 and summarized in Table I. The acidity of the granular fill and native granular soils was assessed by conducting pH tests, which resulted in a pH values ranging from 6.72 to 7.25. These pH values indicate the soils range Kumar & Associates, Inc.e 13 from slightly acidic to slightly basic (assuming a neutral pH value of 7.0) and should not accelerate corrosion. The measured concentration of chlorides ranged from 0.005% to 0.007% (50 ppm to 70 ppm) for the granular fill and native granular soils. Similarly, the concentration of sulfides measured in these materials ranged from 0.0 to 1.0 mg/L and the oxidation-reduction potential ranged from 148 to 302 mV. The testing results indicated a minimum laboratory electrical resistivity value of 7,990 ohm -cm for a sample of the clayey sand fill and minimum laboratory electrical resistivity values ranging between 8,340 ohm -cm and 21,200 ohm -cm for samples of the native granular soils. Based on the resistivity testing results, the granular fill soils and native granular soils would generally be classified as having the potential to create mildly to slightly corrosive conditions. The corrosion classification is based on a range of slightly, mildly, moderately, to very corrosive as presented by the U.S. Bureau of Reclamation. The potential corrosive conditions due to the electrical resistivity of the soil is largely dependent on stray electrical currents traveling through the soil. The results of the electrical resistivity testing are presented on Figs. 53 through 55. Thermal Resistivity Testing: Laboratory remolded thermal resistivity testing was performed on four composite bulk samples obtained from Boring PBR-2 at depths ranging from about 2 to 10 feet, Boring PBR-4 at depths ranging from about 4 to 10 feet, Test Pit 1 at depths ranging from about 5 to 6 feet, and Test Pit 5 from depths ranging from about 0.5 to 1 foot. Thermal dryout curves along with measured gravimetric water content and measured resistivity (Rho) used to generate the curves are presented on Figs. 56 through 59. California Bearing Ratio: CBR testing was performed on two composited bulk samples of the anticipated pavement subgrade soils obtained from Boring PBR-4 at depths ranging from about 4 to 10 feet and from Test Pit 3 at depths ranging from about 1.0 to 1.5 feet. The testing indicated CBR values of 9 and 52 for the samples obtained from Test Pit 3 and PBR-4. The results of the CBR testing are presented on Figs. 60 through 63. Water -Soluble Sulfates: The concentrations of water-soluble sulfates measured in samples of the existing fill and native granular overburden soils ranged from 0.00% to 0.04%. These concentrations of water-soluble sulfates represent a Class SO (0.00% to 0.10%) severity exposure of sulfate attack on concrete exposed to these materials. These degrees of attack are based on Kumar & Associates, Inc.e 14 a range of Class SO (not applicable), Class S1 (moderate), Class S2 (severe), and Class S3 (very severe) severity of exposure as presented in ACI 201.2R. Based on the laboratory data and our experience, special sulfate resistant cement should not be required for concrete exposed to the existing granular fills and/or native granular soils. Organic Content: A samples of the clay fill and native granular soils was tested for organic content (AASHTO T267). The testing indicated organic contents of 1.9% and 3.2% for the tested materials, respectively. LIMITATIONS This study has been conducted in accordance with generally accepted geotechnical engineering practice in this area for exclusive use of the client for design purposes. The conclusions and recommendations submitted in this report are based upon the data obtained from the exploratory borings and test pits at the locations indicated on Figs. 1A and 1 B, and the results of our various field testing. This report does not reflect subsurface variations that may occur between the exploratory borings and test pits, and the nature and extent of variations across the site may not become evident until site grading and excavations are performed. K+A is not responsible for liability associated with interpretation of subsurface data by others. J LB/J DC/as Enclosures cc: File Kumar & Associates, Inc.® rosH Lovelz-nd Campion Derthouc Lu ngion t LI\ INTERSTATE 25 Mc d 4 435 Johnstown *!ri l l i k E!rl SITE Gi:crest QtiattevMe Garden City Evans La Sa l le 24-1-607 Kumar & Associates FORT ST. VRAIN COMBUSTION TURBINES ADDITION, 16805 COUNTY ROAD 19.5, PLATTEVILLE, COLORADO VICINITY MAP Fig. 1 LEGEND: • BORINGS DRILLED FOR THIS STUDY. A INFILTRATION TEST LOCATIONS.. SCHLUMBERGER SOUNDING TESTING ALIGNMENT. - ELECTRICAL RESISTIVITY TESTING ALIGNMENT. GEOPHYSICAL TESTING ALIGNMENTS. 100 0 100 200 SCALE -FEET FORT ST. VRAIN COMBUSTION TURBINES ADDITION, 16805 COUNTY ROAD 19.5, PLATTEVILLE, COLORADO 24-1-607 Kumar & Associates LOCATION OF EXPLORATORY BORINGS Fig. 1A • PB-4 ■ TP-2 • PBR-1 • PBR-3 II • TP-1 i • PB-5 • PB-1 • PBR-2 • PB-3 • TP-6 LEGEND: • BORINGS DRILLED FOR THIS STUDY. • TEST PITS DRILLED FOR THIS STUDY. SCHLUMBERGER SOUNDING TESTING ALIGNMENT. ELECTRICAL RESISTIVITY TESTING ALIGNMENT. GEOPHYSICAL TESTING ALIGNMENTS. 25 0 25 50 APPROXIMATE SCALE -FEET FORT ST. VRAIN COMBUSTION TURBINES ADDITION, 16805 COUNTY ROAD 19.5, PLATTEVILLE, COLORADO 24-1-607 Kumar & Associates LOCATION OF EXPLORATORY BORINGS Fig. 1B Nov 21, 24Y — 9:38am V:\Projects\2024\24-1-607 St. Vrain Combusion Turbines Addition Project\Drafting\241607-02 to 10.dwg L09 —L -17Z saWeloossy ,g JeWnN rn1 Co O 0 0 U1 --I C-) 0 z 0 D D D n D O r D O •-1 O > z 0 NIV2!A '1S S3N18elf11 NOIISl81NOO SONId08 AdO1dd03dX3 30 S001 ELEVATION -FEET 4790 4785 4780 4775 4770 4765 4760 4755 4750 4745 4740 4735 4730 4725 4720 PBR-1 EL. 4786.8' 17 12/12 WC=5.0 DD=105.7 13/12 WC=10.6 DD=111.9 +4=0 — 200=54 LL=29 P1=12 Org=1.9 A-6 (4) 13/12 WC=2.2 DD=111.8 17/12 12/12 13/12 / 9/12 WC=20.2 / +4=4 — 200=73 / / LL=37 P1=20 44/12 WC=7.9 +4=35 - 200=10 18/12 WC=10.8 45/12 Tr 50/12 WC=21.0 r: DD=103.5 50/5 WC=14.9 DD=116.3 50/4 REC=100 RQD=93 REC=93 RQD=100 8/12 WC=1.3 DD=106.1 NV NP 13/12 WC=2.1 DD=105.9 +4=11 -200=2 NV NP A -1-b (0) REC=100 RQD=0 WC=14.5 DD=1 17.5 UC=247.2 REC=93 RQD=90 REC=92 RQD=100 4720 4715 4710 I w w U- 0 I- > U.! J w PBR-2 EL. 4786.9' 0,10 16/12 WC=7.3 DD=98.1 +4=4 - 200=33 LL=21 P1=6 A-2-4 (0) 5/12 OMC=8.0 MDD=130.9 WSS=0.01 RES=8,890 pH=7.12 CL=0.007 RE-DOX=263 SUL=0.1 12/12 8/12 WC=1.4 DD=97.7 15/12 13/12 WC=7.5 DD=1 03.4 6/12 21/12 WC=6.9 DD=126.6 12/12 20/12 21/12 6/12 WC=10.0 +4=0 - 200=17 67/15 ] 50/4 8/12 WC=2.5 DD=106.8 +4=20 -200=3 SG=2.622 50/3 REC=93.3 RQD=47.5 REC=89.2 RQD=69.2 REC=97.5 RQD=52.9 WC=13.1 DD=117.7 UC=258.9 REC=70.4 RQD=10 4720 4715 4710 I w w U- 0 I- > w J w 4705 4705 Nov 21, 24Y — 9:38am V:\Projects\2024\24-1-607 St. Vrain Combusion Turbines Addition Project\Drafting\241607-02 to 10.dwg L09 —L -17Z saWeloossy ,g JeWnN T1 O C-) 0 Z 0 0 —I n > O r 0 •O —1 > O > Z 0 NIV2!A '1S S3N18elf11 NOIISf181NOO SONId08 AdO1dd03dX3 30 S001 W ELEVATION -FEET 4790 4785 4780 4775 4770 4765 4760 4755 4750 4745 4740 4735 4730 4725 4720 PBR-3 EL. 4786.5' 16 0 12/12 WC=1.3 12/12 WC=2.7 DD=1O1.9 17/12 WC=5.7 14/12 WC=10.8 +4=0 -200=21 NV NP 16/12 11/12 WC=8.5 DD=112.4 25/12 WC=16.1 19/12 WC=12.7 +4=27 -200=4 NV NP 37/12 WC=12.6 74/10 50/4 50/3 REC=95 RQD=95 REC=95 RQD=95 REC=100 RQD=90 REC=90 RQD=96 4720 4715 4710 4705 ELEVATION -FEET PBR-4 EL. 4786.6' 0 11/12 WC=5.8 DD=106.6 +4=12 - 200=47 LL=31 P1=13 0rg=3.2 A-6 (3) 6/12 WC=2.3 7/12 WC=4.5 DD=112.9 OMC=6.6 MDD=133.6 WSS=0.00 RES=8,340 CL=0.005 pH=7.25 RE-DOX=302 SUL=0.1 CBR=52.1 5/12 WC=2.4 +4=25 - 200=2 9/12 WC=2.9 18/12 16/12 WC=7.6 DD=109.7 / 6/12 +4=0 / -200=68 LL=36 P1=20 14/12 31/12 WC=9.1 DD=90.3 - 200=5 20/12 SG=2.649 21/12 WC=13.3 70/11 50/4 50/3 REC=87.5 RQD=57.5 REC=84.2 RQD=64.2 REC=97.9 RQD=26.7 70 75 80 I w w U- I z 0 I- > w J W 4700 85 Nov 21, 24Y — 9:38am V:\Projects\2024\24-1-607 St. Vrain Combusion Turbines Addition Project\Drafting\241607-02 to 10.dwg L09 —L -17Z saWeloossy ,g JeWnN CD—11 Co O 0 0 CP —I C-) 0 Z 0 D D D n D O• r D O -1 O > Z 0 NIV2!A '1S S3N18elf11 NOIISf181NOO SONId08 Ad01dd03dX3 30 S001 c0 DEPTH -FEET 4790 4785 4780 4775 4770 4765 4760 4755 4750 4745 4740 4735 4730 4725 4720 PBR-5 EL. 4786.4' 5/12 11/12 WC=1.4 14/12 14/12 WC=1.6 +4=15 - 200=2 NV NP 16/12 WC=4.5 DD=1O5.9 18/12 WC=6.1 - 200=8 NV NP 6/12 WC=19.0 DD=110.2 F'J• 18/12 33/12 WC=1 1.0 +4=38 - 200=5 NV NP 16/12 WC=1.5 DD=112.0 +4=13 -200=4 NV NP A-1 -b (0) 16/12 WC=10.6 (SAND) WC=26.4 (CLAY) 13/12 WC=25.6 70/10 50/3 50/4 REC=95 RQD=50 REC=90 RQD=80 REC=85 RQD=97 4720 4715 4710 I- w w U- D UJ 0 PBR-6 EL. 4786.5' 15/12 WC=5.2 12/12 WC=2.9 DD=111.0 6/12 WC=2.8 DD=116.2 10/12 19/12 / //I 7/12 WC=27.8 DD=95.1 11/12 WC=14.5 36/12 46/12 +4=37 -200=7 NV NP 38/12 50/9 WC=21.8 DD=102.2 50/4 WC=17.6 50/4 REC=70 RQD=37 REC=88 RQD=68 REC=90 RQD=72 REC=90 RQD=93 REC=83 RQD=83 REC=100 RQD=53 4720 4715 4710 4705 4700 DEPTH -FEET 4705 4695 Nov 21, 24Y — 9:38am V:\Projects\2024\24-1-607 St. Vrain Combusion Turbines Addition Project\Drafting\241607-02 to 10.dwg L09 -1.-17Z sele!Oossy ig JeWnyi Q TI 03 0 0 xi 0 C/) O� z < - D_ 73 z O C7 0O D - of c) C • N "Ii 0 D O 0 ro O -1 70 O D 0„ 0 SONId08 AdOlddO1dX3 JO S901 m (0 PB-1 EL. 4786.9' PB-2 EL. 4786.6' PB-3 EL. 4786.6' PB-4 EL. 4785.7' 4790 4790 4785 4780 4775 4770 4765 �: 4760 4755 w w U- z- 0 a w — w 4750 4745 4740 4735 4730 4725 4720 10/12 7/12 6/12 15/12 10/12 +4=27 -200=2 12/12 9/12 10/12 32/12 36/12 34/12 18/12 43/12 50/6 50/3 50/3 50/4 28/12 12/12 10/12 WC=2.6 DD=102.9 6/12 WC=2.2 DD=96.9 20/12 WC=5.2 33/12 6/12 +4=13 - 200=43 LL=27 P1=15 26/12 WC=12.5 36/12 36/12 +4=13 - 200=8 NV NP 82/12 WC=24.5 DD=94.4 50/3 50/3 50/2.5 15/12 WC=10.3 DD=1 08.4 - 200=52 LL=45 P1=24 A-7-6 (9) 7/12 15/12 WC=2.1 15/12 WC=2.2 +4=21 - 200=5 10/12 17/12 WC=6.9 4/12 +4=3 - 200=43 LL=24 P1=12 29/12 WC=11.0 12/12 12/12 43/8 50/5 50/3 WC=20.1 DD=108.0 50/2 50/4 (2) 19/12 24/12 WC=13.5 12/12 +4=11 -200=4 4/12 19/12 WC=4.6 22/12 4785 4780 4775 4770 4765 4760 4755 4750 4745 4740 4735 4730 4725 4720 ELEVATION -FEET cj1 4715 4715 Nov 21, 24Y — 9:38am V:\Projects\2024\24-1-607 St. Vrain Combusion Turbines Addition Project\Drafting\241607-02 to 10.dwg 24-1-607 PB-5 PB-6 PB-7 PB-8 EL. 4786.9' EL. 4786.6' EL. 4786.4' EL. 4785.3' 4790 4790 Kumar & Associates FORT ST. VRAIN COMBUSTION TURBINES ADDITION, 16805 COUNTY ROAD 19.5, PLATTEVILLE, COLORADO 41/12 17/12 WC=2.9 4785 _ WC=3.4 DD=113.8 15/12 50 12 / DD01111 .4 -200=24 4785 7/12 - LL=15 - - X- WC=11.0 1 8/12 0 WC-2. 9/12 P1=3 - - X 5/12 DD=106.3 +4=3 13/12 : . WC=3.8 20/12 - WC=2.5 -200=40 1 WC=1.8 13/12 - 4780 DD=110.6 LL=35 PI=18 +4=17 -200=3 .- WC -2,3 DD -1 10.6 13/12 / 4780 - 1 10/12 A-6 (3) 1 1 WC=3.8 :: 15/12 WC=2.0 WC=1.7 14/12 - 10/12 WC=2.7 WC=2.4 14/12 10/12 DD=113.6 - 4775 !'::, 12/12 4775 WC=1.5 18/12 4770 WC=4.2 +4=0 N�00=11 :f WC=312 3 8 /I 15/12 f 24/12 / 4770 - NP - 18/12 7/12 WC=7.1 - WC=5.5 +4=12- 200=20 LL=1 9 4765 : PI=5 4765 :.. 3/12 - _ i / 3/12 10 . WC=15.6 /- WC=28.9 - / DD=95.0 - 4760 / 4760 w 5 200=83 /12 46/12 w - LL=26 - 0 4755 P1-9 4755 zI 0 w w `'— 37/12 `' WC=7.9 51/12 — / — WC -11.7 l:: 4750 4750 — 31/12 — WC=13.5 —1 +4=23 - - 4745•NV : .:. ` —200=7 NP 4745 — 7 36/1- WC -1 C=16.5 - 4740 7 4740 LOGS OF EXPLORATORY BORINGS — 10/12 — 4735 4735 4730 50/6 50/3 4730 50/5 :::.: 50/3 4725 R_»Y 4725 50/3 — 4720 4720 7 cQ O1 0 0 N 0 N 0 1p N N 0)0) 0 O O 0 v m ti .0 E U 0 > N N O E� 24 MN T � Ip 4 N „ N �O Z> ELEVATION -FEET PB-9 EL. 4785.7' PB-10 EL. 4785.5' PB-11 EL. 4783.5' PB-12 EL. 4783.4' PB-13 EL. 4784' PB-14 EL. 4784.5' PB-15 EL. 4785.4' 4790 4790 4785 4780 4775 4770 30/12 7/12 WC=0.6 11/12 WC=2.1 DD=105.0 15/12 18/12 A 22/12 20/12 WC=7.7 DD=106.6 +4=1 -200=58 LL=28 P1=14 A-6 (5) 9/12 WC=2.4 17/12 WC=2.6 9/12 24/12 10/12 WC=3.2 DD=106.9 +4=14 -200=3 NV NP 31/12 WC=7.2 DD=115.1 -200=32 15/12 WC=4.2 7/12 WC= WC2.7 DD=105.2 6/12 W C=2.6 10/12 WC=4.9 DD=105.0 -200=11 A 15/12 A 20/12 6/12 13/12 4/12 WC=2.7 A 24/12 9/12 WC=3.3 +4=6 -200=20 LL=19 P1=4 A -1-b (0) 20/12 9/12 WC=1 .2 12/12 16/12 WC=0.5 14/12 17/12 WC=0.9 19/12 9/12 4/12 WC=1.3 DD=102.7 9/12 16/12 WC=1.2 21/12 WC=5.3 DD=102.2 9/12 f WC=1 .0 12/12 4785 4780 8/12 4775 WC=2.1 21/12 18/12 4770 4765 4765 ELEVATION -FEET 24-1-607 Kumar & Associates FORT ST. VRAIN COMBUSTION TURBINES ADDITION, 16805 COUNTY ROAD 19.5, PLATTEVILLE, COLORADO LOGS OF EXPLORATORY BORINGS Fig. 7 ELEVATION -FEET PB-16 EL. 4787.6' PB-17 EL. 4786.4' PB-18 EL. 4786.9' PB-19 EL. 4786.5' PB-20 EL. 4785' PB-21 EL. 4785.6' PB-22 EL. 4787.3' 4790 4790 4785 4780 4775 4770 9/12 4/12 WC=6.2 8/12 5/12 WC=2.1 15/12 16/12 12/12 8/12 WC=1.2 14/12 WC=1.6 DD=112.1 21/12 WC=1.7 15/12 WC=1.6 19/12 WC=1.9 9/12 7/12 WC=2.5 DD=113.8 5/12 9/12 12/12 WC=2.0 10/12 24/12 WC=4.7 DD=111.3 1 .3 7/12 WC=4.6 7/12 19/12 WC=1.4 12/12 8/12 WC=1.4 24/12 WC=9.0 DD=1 24.8 5/12 WC=6.2 14/12 WC=3.8 DD=102.4 8/12 WC=5.5 25/12 9/12 WC=9.5 +4=5 -200=25 LL=15 P1=2 A-2-4 (0) 32/12 17/12 WC=6.9 10/12 12/12 WC=1.9 15/12 WC=5.7 DD=105.2 19/12 A 9/12 3/12 WC=1 4.8 DD=96.8 7/12 11/12 WC=1.6 WC=1.9 15/12 WC=3.8 4785 - 4780 4775 4770 ELEVATION -FEET 24-1-607 Kumar & Associates FORT ST. VRAIN COMBUSTION TURBINES ADDITION, 16805 COUNTY ROAD 19.5, PLATTEVILLE, COLORADO LOGS OF EXPLORATORY BORINGS Fig. 8 0 cn N O N O 1p N N O) O O O O -o v m ti a E O O > N N O E� I n0 M N N T � Ip 4 N „ O Z> ELEVATION -FEET 4790 4785 4780 4775 TP-1 EL. 4786.2' +4=15 -200=1 NV NP WSS=0.04 RES=21 ,200 CL=0.005 pH=6.99 RE-DOX=148 OMC=10.6 MDD=125.0 A -1-b (0) WC=3.3 TP-2 EL. 4787.9' _; WC=5.5 +4=29 -200=14 _; WC=3.0 TP-3 EL. 4786.4' _; WC=3.2 OMC=8.3 MDD=128.4 CBR=9.1 _; WC=1.8 TP-4 EL. 4786.6' _; WC=3.9 OMC=7.4 MDD=1 29.8 TP-5 EL. 4786.7' WC=5.2 +4=6 -200=32 LL=22 P1=9 WSS=0.00 RES=7,990 CL=0.005 pH=6.72 RE—DOX=262 OMC=7.2 MDD=131.0 A-2-4 (0) _; WC=2.5 TP-6 EL. 4786.9' WC=2.0 +4=15 —200=1 NV NP -; A-1— b (0) 4790 4785 4780 4775 4770 4770 ELEVATION -FEET 24-1-607 Kumar & Associates FORT ST. VRAIN COMBUSTION TURBINES ADDITION, 16805 COUNTY ROAD 19.5, PLATTEVILLE, COLORADO LOGS OF EXPLORATORY TEST PITS Fig. 9 LEGEND / TOPSOIL. FILL: SILTY SAND (SM) TO CLAYEY SAND (SC) TO SILTY CLAYEY SAND (SC-SM) TO OCCASIONALLY, POORLY -GRADED SAND (SP), FINE- TO COARSE -GRAINED WITH TRACE GRAVELS, SLIGHTLY MOIST TO OCCASIONALLY MOIST, BROWN TO DARK BROWN WITH ISOLATED GRAY ZONES. FILL: LEAN CLAY (CL) WITH VARIABLE FINE- TO COARSE -GRAINED SAND CONTENT AND TRACE GRAVELS, SLIGHTLY MOIST TO MOIST, BROWN TO DARK BROWN. LEAN CLAY (CL) TO FAT CLAY (CH) WITH VARIABLE SILT AND FINE-GRAINED SAND CONTENT, SOFT TO STIFF, MOIST TO VERY MOIST, TAN TO BROWN. CLAYEY SAND (SC), FINE- TO COARSE -GRAINED WITH TRACE TO FEW GRAVELS, LOOSE TO MEDIUM DENSE, SLIGHTLY MOIST, TAN TO BROWN. SILTY SAND (SM), FINE- TO COARSE -GRAINED WITH TRACE TO LITTLE GRAVEL AND ISOLATED COBBLES, LOOSE TO VERY DENSE WITH ISOLATED VERY LOOSE ZONES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO DARK BROWN. POORLY- TO WELL -GRADED SAND WITH SILT (SP-SM/SW-SM) WITH ISOLATED LENSES OF POORLY -GRADED GRAVEL WITH SAND (GP), FINE- TO COARSE -GRAINED WITH TRACE TO SOME GRAVEL AND ISOLATED COBBLES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO GRAY -BROWN WITH OCCASIONAL IRON OXIDATION STAINING. SILTSTONE BEDROCK, FINE-GRAINED SAND FRACTION, VERY HARD, POORLY- TO NON -CEMENTED, MOIST TO VERY MOIST, TAN TO GRAY. SANDSTONE BEDROCK, FINE- TO MEDIUM -GRAINED, SILTY IN PLACES, HARD TO VERY HARD, MOIST, BROWN TO DARK BROWN TO ORANGE -BROWN TO GRAY TO BLUE GRAY. ICLAYSTONE BEDROCK, FINE-GRAINED SAND FRACTION, HARD TO VERY HARD, MOIST, GRAY TO BLUE -GRAY TO DARK GRAY. INTERBEDDED CLAYSTONE/SANDSTONE BEDROCK, SILTY IN PLACES, FINE-GRAINED SAND FRACTION, HARD TO VERY HARD, LOW TO HIGH PLASTICITY, SLIGHTLY MOIST TO MOIST, BROWN TO ORANGE -BROWN TO GRAY TO BLUE -GRAY. DRIVE SAMPLE, 2 -INCH I.D. CALIFORNIA -LINER SAMPLE. DDRIVE SAMPLE, 1 -3/8 -INCH I.D. SPLIT -SPOON STANDARD PENETRATION TEST. DISTURBED BULK SAMPLE. CORE RUN LEGEND (CONTINUED) 9$ DEPTH TO WATER LEVEL AND NUMBER OF DAYS AFTER DRILLING MEASUREMENT WAS MADE. REC= RQD= 13/12 RECOVERY. PERCENT OF CORE RECOVERED FROM CORING INTERVAL OR RUN. ROCK QUALITY DESIGNATION. PERCENTAGE OF INTACT ROCK CORE GREATER THAN 4 INCHES IN NOMINAL LENGTH IN EACH CORE INTERVAL OR RUN, CALCULATED AS THE SUM OF THE LENGTHS OF INTACT CORE DIVIDED BY THE LENGTH OF THE CORE RUN. DRIVE SAMPLE BLOW COUNT. INDICATES THAT 10 BLOWS OF A 140 -POUND HAMMER FALLING 30 INCHES WERE REQUIRED TO DRIVE THE SAMPLER 12 INCHES. PRACTICAL AUGER REFUSAL. -► DEPTH AT WHICH BORING CAVED. NOTES 1. THE EXPLORATORY BORINGS WERE DRILLED BETWEEN SEPTEMBER 16 AND OCTOBER 3, 2024 WITH A 7 -INCH -DIAMETER CONTINUOUS -FLIGHT HOLLOW STEM POWER AUGER. BEDROCK CORING, WHERE PERFORMED WAS COMPLETED USING NQ-WIRELINE EQUIPMENT. 2. THE LOCATIONS OF THE EXPLORATORY BORINGS WERE MEASURED APPROXIMATELY BY HANDHELD GPS DEVICE. 3. THE ELEVATIONS OF THE EXPLORATORY BORINGS WERE MEASURED BY R&R ENGINEERING & SURVEYORS AND WERE PROVIDED TO KUMAR & ASSOCIATES. 4. THE EXPLORATORY BORING LOCATIONS AND ELEVATIONS SHOULD BE CONSIDERED ACCURATE ONLY TO THE DEGREE IMPLIED BY THE METHOD USED. 5. THE LINES BETWEEN MATERIALS SHOWN ON THE EXPLORATORY BORING LOGS REPRESENT THE APPROXIMATE BOUNDARIES BETWEEN MATERIAL TYPES AND THE TRANSITIONS MAY BE GRADUAL. 6. GROUNDWATER LEVELS SHOWN ON THE LOGS WERE MEASURED AT THE TIME AND UNDER CONDITIONS INDICATED. FLUCTUATIONS IN THE WATER LEVEL MAY OCCUR WITH TIME. 7. LABORATORY TEST RESULTS: WC = WATER CONTENT (%) (ASTM D2216); DD = DRY DENSITY (pcf) (ASTM D2216); +4 = PERCENTAGE RETAINED ON NO. 4 SIEVE (ASTM D6913); -200= PERCENTAGE PASSING NO. 200 SIEVE (ASTM D1140); LL = LIQUID LIMIT (ASTM D4318); PI = PLASTICITY INDEX (ASTM D4318); NV = NO LIQUID LIMIT VALUE (ASTM D4318); NP = NON -PLASTIC (ASTM D4318); WSS = WATER SOLUBLE SULFATES (%) (CP-L 2103); RES = MINIMUM LABORATORY RESISTIVITY (ohm —cm.) (ASTM G 57); CL = CHLORIDE CONTENT (%) (AASHTO T291): pH = HYDROGEN ION CONCENTRATION (ASTM E 70); Org = ORGANIC CONTENT (%) (AASHTO T267); UC = UNCONFINED COMPRESSIVE STRENGTH (psi) (ASTM D 2166); Sg = SPECIFIC GRAVITY (SOIL = ASTM D854); OMC = OPTIMUM MOISTURE CONTENT (%) (ASTM D698); MDD = MAXIMUM DRY DENSITY (pcf) (ASTM D698); SUL = SULFIDES (POSITIVE, TRACE, NEGATIVE); RE—DOX = OXYGEN REDUCTION POTENTIAL (mV); CBR = CALIFORNIA BEARING RATIO (AT 95% OF MDD) (ASTM D1883); A-2-6 (0) = AASHTO CLASSIFICATION (GROUP INDEX) (AASHTO M 145). 24-1-607 Kumar & Associates FORT ST. VRAIN COMBUSTION TURBINES ADDITION, 16805 COUNTY ROAD 19.5, PLATTEVILLE, COLORADO LEGEND AND EXPLANATORY NOTES Fig. 10 i CONSOLIDATION - SWELL (%) I I I W N 0 SAMPLE OF: Fill: Sandy Lean Clay (CL) FROM: PBR-1 © 1' WC = 10.6 %, DD = 111.9 pcf —200 = 54 %, LL = 29, PI = 12 ADDITIONAL UNDER CONSTANT TO COMPRESSION WETTING PRESSURE TDUE I• 1.0 APPLIED PRESSURE - KSF 10 100 )ATION - SWELL (%) I N) O SAMPLE OF: Interbedded Bedrock Sandstone/Claystone FROM: PBR-1 WC = 14.9 © 54' %, DD = 116.3 pcf 6 2 7 3/10 5 8 9 CONSOLIE W POINT VALUE(%) SURCHARGE LOAD (ksf) 1 —0.5 1 2 —1.1 3 3 —1.5 6 4 —1.5 3 5 —1.4 1 6 —0.9 0.1 7 —1.3 1 8 —1.8 3 These test results apply only to the samples tested. The testing report shall not be reproduced, except in 9 VALUE(%) 6 full, without the written approval of Kumar and Associates, Inc. Swell INUNDATED WITH WATER Consolidation testing perforrned in accordance with ASTM D-4546. 1O -1.5 6 . 1.0 APPLIED PRESSURE - KSF 10 100 24-1-607 Kumar & Associates SWELL -CONSOLIDATION TEST RESULTS Fig. 11 2. CONSOLIDATION - SWELL (%) n P W N o SAMPLE OF: Sandy Lean Clay (CL) FROM: PBR-6 ® 24' WC = 27.8 %, DD = 95.1 pcf 1 2 6 5/7 4 3 9 J 8 10 —6 POINT VALUE(%) SURCHARGE LOAD (ksf) 1 —0.8 0.5 — 7 2 —2 1 3 —4.6 2.5 4 —4.4 1 5 —4.3 0.5 6 —4.3 0.1 7 —4.3 0.5 8 —5.0 1 These test results apply only to the samples tested. The testing report shall not be reproduced, except in 9 VALUE(%) 2.5 full, without the written approval of Kumar and Associates, Inc. Swell INUNDATED WITH WATER Consolidation testing performed in accordance with ASTM D-4546. 10 -5.1 2.5 1.0 APPLIED PRESSURE - KSF 10 100 24-1-607 Kumar & Associates SWELL -CONSOLIDATION TEST RESULTS Fig. 12 CONSOLIDATION - SWELL (%) wi W N O SAMPLE OF: Fill: Clayey Sand (SC) FROM: PB-5 © 2.5' WC = 11.0 %, DD = 106.3 pcf —200 = 40 %, LL = 35, PI = 18 EXPANSION UNDER CONSTANT PRESSURE UPON WETTING • These test results apply only to the samples tested. The testing report shall not be reproduced, except in full, without the written approval of Kumar and Associates, Inc. Swell Consolidation testing performed in accordance with ASTM D-4546. . 1,0 APPLIED PRESSURE - KSF 10 100 24-1-607 Kumar & Associates SWELL -CONSOLIDATION TEST RESULTS Fig. 13 CONSOLIDATION - SWELL (%) I I 41. N O N 0) 00 O SAMPLE OF: Fill: Sandy Lean Clay (CL) FROM: PB-10 © 1' WC = 7.7 %, DD = 106.6 pcf —200 = 58 %, LL = 28, PI = 14 EXPANSION UNDER CONSTANT PRESSURE UPON WETTING • • These test results apply only to the samples tested. The testing report shall not be reproduced, except in full, without the written approval of Kumar and Associates, Inc. Swell Consolidation testing performed in accordance with ASTM D-4546. . 1.0 APPLIED PRESSURE - KSF 10 100 24-1-607 Kumar & Associates SWELL -CONSOLIDATION TEST RESULTS Fig. 14 HYDROMETER ANALYSIS SIEVE ANALYSIS ,nn TIME READINGS 24 HRS 7 HRS 45 MIN 15 MIN 6OMIN 19MIN 4MIN 1MIN #200 U.S. STANDARD SERIES /1100 #50 #40 #30 #116 X110 #8 CLEAR SQUARE OPENINGS 4 3/8" 3/4" 1 1/2" 3" 576" 8"0 PERCENT PASSING 0 0 0 0 0 0 0 0 0 10 I I I 20 I I I I C I I I 30 I I I I 40 I I _ 50 I I I I 60 I I I I I I 70 I I 80 I I I I 90 I I 1 L I II I I I I LLI - ITI 1 II I I III _ I -1-1-1-1-1-TT I I -r LI I ITI-T 100 .001 .002 .005 .009 .019 .037 .075 DIAMETER .150 .300 I .600 1.18 12.36 4.75 .425 2.0 OF PARTICLES IN MILLIMETERS 9 5 19 38.1 76.2 127 152 200 CLAY TO SILT SAND GRAVEL COBBLES FINE MEDIUM ICOARSE FINE COARSE GRAVEL 0 % LIQUID LIMIT 29 SAMPLE OF: Fill: Sandy Lean Clay SAND 46 % SILT PLASTICITY INDEX 12 (CL) FROM: AND CLAY 54 % PBR-1 ® 1' HYDROMETER ANALYSIS SIEVE ANALYSIS 24 HRS 45 MIN TIME READINGS 7 HRS 15 MIN 6GMIN 19MIN 4MIN 1MIN#200 U.S. STANDARD SERIES #10(11#50 X140_#30 #16_#J0 /18 #4 CLEAR SQUARE OPENINGS 3/8" 3 4" 1I/2" 3" 5"6" 8"0 100 PERCENT PASSING 0 0 0 ii 0 0 g0 0 0 I I 0 0 0 0 0 0 0 0 0 PERCENT RETAINED I- I I I I I I I I I I I I I 1 1 I - I I- I -I -T 0 .001 .002 I I .005 LI 1 .009 1 .019 I L .037 l IL I I J L11 T .075 .150 .300 .600 .425 DIAMETER OF PARTICLES LLI I 1.18 IN MILLIMETERS I 12.36 2.0 1 4.75 1 1 1 1 1 9.5 1 19 I I 1 1 1 38.1 76.2 1 1 1 127 152 200 J 100 SAND GRAVEL CLAY TO SILT FINE MEDIUM ICOARSE FINE COARSE COBBLES GRAVEL 11 % SAND 87 % SILT AND CLAY 2 % LIQUID LIMIT NV PLASTICITY INDEX NP These test results apply only to the SAMPLE OF: Poorly —Graded Sand (SP) FROM: PBR-1 ® 10' samples which were tested. The testing report shall not be reproduced, except in full, without the written approval of Kumar & Associates, Inc. Sieve analysis testing is performed in accordance with ASTM D6913, ASTM D7928, ASTM C136 and/or ASTM D1140. 24-1-607 Kumar & Associates GRADATION TEST RESULTS Fig. 15 HYDROMETER ANALYSIS SIEVE ANALYSIS ,nn TIME READINGS 24 HRS 7 HRS 45 MIN 15 MIN 6OMIN 19MIN 4MIN 1MIN #200 U.S. STANDARD SERIES #100 #50 #40 #30 #16 X110 #8 #4 CLEAR SQUARE OPENINGS 3/8::•,...,,.!A4" 1 1/2" 3' 5"6" 8"0 PERCENT PASSING 0 0 0 0 0 0 0 0 0 I 10 20 30 40 50 60 ° 70 80 90 L -L I I I I I I I L LI ITI I I I I IIII 1 IT1LITI I I- r LI I ITLT 100 .001 .002 .005 .009 .019 .037 .075 DIAMETER .150 .300 I .600 1.18 .425 2.0 OF PARTICLES IN MILLIMETERS 2.36 4.75 9 5 19 38.1 76.2 127 152 200 CLAY TO SILT SAND GRAVEL COBBLES FINE MEDIUM (COARSE FINE COARSE GRAVEL 4 % LIQUID LIMIT 37 SAMPLE OF: Lean Clay with Sand SAND 23 % SILT PLASTICITY INDEX 20 (CL) FROM: AND CLAY 73 % PBR-1 ® 29' HYDROMETER ANALYSIS SIEVE ANALYSIS ,"n 24 HRS 45 MIN TIME READINGS 7 HRS 15 MIN 60MIN 19MIN 4MIN 1MIN____________#200 U.S. STANDARD SERIES .1100 N50 .140___30 #16_#j 0 #8 #4 CLEAR SQUARE OPENINGS 3/8" 3/4" 1 1 2" 3" 5"6" 8"„ PERCENT PASSING . 0 o 0 0 'S o o g 0 8i 0 b o O O O O o o O 0 0 PERCENT RETAINED I I I I I I 1 - I I � I I 1 —"T—li—f —I .002 I I .005 LI I .009 I .019 I L .037 I LJ I .075 DIAMETER I I 1 .150 .300 I .600 .425 OF PARTICLES LLI L 1.18 IN MILLIMETERS I 12.36 2.0 1111111 4.75 9.5 19 I I. 11 1 38.1 76.2 1 I 1 127 152 200 J SAND GRAVEL CLAY TO SILT FINE MEDIUM (COARSE FINE COARSE COBBLES GRAVEL 35 % SAND 55 % SILT AND CLAY 10 % LIQUID LIMIT — PLASTICITY INDEX — These test results apply only to the SAMPLE OF: Poorly —Graded Sand with Silt FROM: PBR-1 ® 34' samples which were tested. The testing report shall not be reproduced, Sc Gravel (SP-SM) except in full, without the written approval of Kumar & Associates, Inc. Sieve analysis testing is performed in accordance with ASTM D6913, ASTM D7928, ASTM C136 and/or ASTM D1140. 24-1-607 Kumar & Associates GRADATION TEST RESULTS Fig. 16 HYDROMETER ANALYSIS SIEVE ANALYSIS TIME READINGS 24 HRS 7 HRS 45 MIN 15 MIN 60MIN 19MIN 4MIN 1MIN #200 U.S. STANDARD SERIES #100 #50 #40 #30 #16 #10 #8 #4 CLEAR SQUARE OPENINGS 3/8" 3/4" 1 1/2" 3" 5"6" 8"0 100 PERCENT PASSING 0 o t o 0 0 0 0 10 20 30 40 50 60 a 70 1 I 80 I I I I 90 I I .002 1 L .005 I I I .009 I .019 I I .037 I L L1 .075 DIAMETER J 1d .150 I .300 OF PARTICLES I I I .600 .425 IIII 1.18 IN MILLIMETERS 12.36 2.0 —1 4.75 1 1T1fl 9 5 19 I I -r LI I 38.1 76.2 ITI-- 127 152 200 100 CLAY TO SILT SAND GRAVEL COBBLES FINE MEDIUM (COARSE FINE COARSE GRAVEL 20 % LIQUID LIMIT - SAMPLE OF: Well —Graded Sand SAND 77 % SILT PLASTICITY INDEX — with Silt (SW—SM) FROM: AND CLAY 3 % PBR-2 ® 5' HYDROMETER ANALYSIS SIEVE ANALYSIS ,"n 24 HRS 45 MIN TIME READINGS 7 HRS 15 MIN 60MIN 19MIN 4MIN 1MIN#200 U.S. STANDARD SERIES #10(11#50 140_00 #16j0#18 44 CLEAR SQUARE OPENINGS 3/8" 3/4" 1'/2" 3" 5"6" 8"„ PERCENT PASSING . 0 0 0 o ii o o g0 0 0 < 0 O_ b o O O O O o o O 00 PERCENT RETAINED I I I I— I —I -T .002 I I .005 LI I .009 I .019 I I— .037 1!_J .075 DIAMETER I Ili .150 J .300 OF PARTICLES _Ill .600 .425 LLI L 1.18 IN MILLIMETERS I 12.36 2.0 1111111 4.75 9.5 19 I I I I III I 38.1 76.2 127 152 200 J SAND GRAVEL CLAY TO SILT FINE MEDIUM (COARSE FINE COARSE COBBLES GRAVEL 0 % SAND 83 % SILT AND CLAY 17 % LIQUID LIMIT — PLASTICITY INDEX — These test results apply only to the SAMPLE OF: Silty Sand (SM) FROM: PBR-2 ® 49' samples which were tested. The testing report shall not be reproduced, except in full, without the written approval of Kumar & Associates, Inc. Sieve analysis testing is performed in accordance with ASTM D6913, ASTM D7928, ASTM C136 and/or ASTM D1140. 24-1-607 Kumar & Associates GRADATION TEST RESULTS Fig. 17 HYDROMETER ANALYSIS SIEVE ANALYSIS TIME READINGS 24 HRS 7 HRS 45 MIN 15 MIN 60MIN 19MIN 4MIN 1MIN #200 U.S. STANDARD SERIES #100 #50 #40 #30 #16 #10 #8 #4 CLEAR SQUARE OPENINGS 3/8" 3 4" 1 1/2" 3" 5"6" 8"0 100 PERCENT PASSING 0 o t o 0 0 0 0 i I 10 I I I 20 I 4 I I I I I 30 I I I I I 40 I I _ I 50 I I I I 60 I I I 1 I I I 70 I I I I 80 I I 90 .002 1 L .005 I II .009 I .019 I I .037 I LLI .075 DIAMETER lTl .150 I .300 OF PARTICLES II I I .600 .425 IIII 1.18 IN MILLIMETERS 12.36 2.0 1 IT1TLTl 4.75 9 5 19 I I -r LI I 38.1 76.2 ITI-- 127 152 200 100 CLAY TO SILT SAND GRAVEL COBBLES FINE MEDIUM ICOARSE FINE COARSE GRAVEL 11 % LIQUID LIMIT NV SAMPLE OF: Poorly —Graded Sand SAND 82 % SILT PLASTICITY INDEX NP with Silt (SP—SM) FROM: AND CLAY 7 % PBR-3 ® 2.5' HYDROMETER ANALYSIS SIEVE ANALYSIS ,"n 24 HRS 45 MIN TIME READINGS 7 HRS 15 MIN 60MIN 19MIN 4MIN 1MIN_#200 U.S. STANDARD SERIES #10(11#50 #40_#30 J1 L@ X10 aM8 #4 CLEAR SQUARE OPENINGS 3/8" 3/4" 1�2" 3" 51 6" 8"„ PERCENT PASSING . 0 0 0 o ii o o g0 0 0 < 0 0 O O O O o o O 0 0 PERCENT RETAINED I I I I —I —T .002 I I .005 LI I .009 I .019 I I— .037 1LLJJ .075 DIAMETER I Ili .150 J .300 OF PARTICLES _Ill .600 .425 LLI L 1.18 IN MILLIMETERS I 12.36 2.0 1111111 4.75 9.5 19 I I I I III I 38.1 76.2 127 152 200 SAND GRAVEL CLAY TO SILT FINE MEDIUM ICOARSE FINE COARSE COBBLES GRAVEL 0 % SAND 79 % SILT AND CLAY 21 % LIQUID LIMIT NV PLASTICITY INDEX NP These test results apply only to the SAMPLE OF: Silty Sand (SM) FROM: PBR-3 ® 19' samples which were tested. The testing report shall not be reproduced, except in full, without the written approval of Kumar & Associates, Inc. Sieve analysis testing is performed in accordance with ASTM D6913, ASTM D7928, ASTM C136 and/or ASTM D1140. 24-1-607 Kumar & Associates GRADATION TEST RESULTS Fig. 18 HYDROMETER ANALYSIS SIEVE ANALYSIS ,nn TIME READINGS 24 HRS 7 HRS 45 MIN 15 MIN 6OMIN 19MIN 4MIN 1MIN #200 U.S. STANDARD SERIES #100 #50 #40 #30 #16 #10 #e #4 CLEAR SQUARE OPENINGS 3/8" 3/4" 1 1 2" 3" 576" 8"0 pPERCENT PASSING O O O O +o S S O S S I I I I I 10 I I I I I I I 20 I C I I f 30 I I I I 40 I I _ 50 I I 60 I I I I I I 70 I I I I 80 I I 90 .002 1 L .005 I II .009 I .019 I I .037 I L L .075 DIAMETER LIA .150 I .300 OF PARTICLES I I I I .600 .425 I I II 1.18 IN MILLIMETERS I-L1T7TfTl 12.36 4.75 2.0 9 5 19 I I -r LI 11TI-- 38.1 76.2 127 152 200 100 CLAY TO SILT SAND GRAVEL COBBLES FINE MEDIUM (COARSE FINE COARSE GRAVEL 27 % LIQUID LIMIT NV SAMPLE OF: Well —Graded Sand SAND 69 % SILT PLASTICITY INDEX NP with Gravel (SW) FROM: AND CLAY 4 % PBR-3 ® 39' HYDROMETER ANALYSIS SIEVE ANALYSIS ,"n 24 HRS 45 MIN TIME READINGS 7 HRS 15 MIN 6OMIN 19MIN 4MIN 1MIN_#200 U.S. STANDARD SERIES #10(11#50 X140_#30 #16_#j 0 #8 #4 CLEAR SQUARE OPENINGS 3/8" 3/4" l_112" 3" 5"6" 8"„ PERCENT PASSING O o 0 0 'S o o g 0 0 < 0 O O O O o o O 0 0 PERCENT RETAINED I I I I —I .002 I I .005 LI I .009 I .019 I I— .037 1LLJJ .075 DIAMETER I Ili .150 J .300 OF PARTICLES J11 .600 .425 LLI l. 1.18 IN MILLIMETERS I 12.36 2.0 1 4.75 1 1 1 1 1 9.5 1 19 I 1 38.1 T 1 1 1 76.2 1 11 127 152 200 SAND GRAVEL CLAY TO SILT FINE MEDIUM (COARSE FINE COARSE COBBLES GRAVEL 12 % SAND 41 % SILT AND CLAY 47 % LIQUID LIMIT 31 PLASTICITY INDEX 13 These test results apply only to the SAMPLE OF: Clayey Sand (SC) FROM: PBR-4 ® 1' samples which were tested. The testing report shall not be reproduced, except in full, without the written approval of Kumar & Associates, Inc. Sieve analysis testing is performed in accordance with ASTM D6913, ASTM D7928, ASTM C136 and/or ASTM D1140. 24-1-607 Kumar & Associates GRADATION TEST RESULTS Fig. 19 HYDROMETER ANALYSIS SIEVE ANALYSIS TIME READINGS 24 HRS 7 HRS 45 MIN 15 MIN 6OMIN 19MIN 4MIN 1MIN #200 U.S. STANDARD SERIES #100 #50 #40 #30 #16 #10 #8 CLEAR SQUARE OPENINGS 4 3/8" 3/4" 1 1/2" 3" 5"6" 8"0 100 ~ 90 - 10 PERCENT PASSING 0 0 0 0 0 0 0 0 20 30 40 50 60 a I 70 I I 80 I I 90 1 L I [I I I I I LLI 111 I II I I III —I—I 1—EITl I 1 -T LI 11TI-- 100 .001 .002 .005 .009 .019 .037 .075 DIAMETER .150 .300 I .600 1.18 .425 2.0 OF PARTICLES IN MILLIMETERS 2.36 4.75 9 5 19 38.1 76.2 127 152 200 CLAY TO SILT SAND GRAVEL COBBLES FINE MEDIUM (COARSE FINE COARSE GRAVEL 0 % LIQUID LIMIT 36 SAMPLE OF: Sandy Lean Clay (CL) SAND 32 % SILT PLASTICITY INDEX 20 FROM: AND CLAY 68 % PBR-4 ® 24' HYDROMETER ANALYSIS SIEVE ANALYSIS ,"n 24 HRS 45 MIN TIME READINGS 7 HRS 15 MIN 60MIN 19MIN 4MIN 1MIN 200 U.S. STANDARD SERIES #10(11#50 #40_#30 .116j0 #8 #4 CLEAR SQUARE OPENINGS 3/8" 3 4" 1'/2" 3" 5"6" 8"„ PERCENT PASSING . 0 o 0 0 'S o o g 0 8i 0 04 V C4 N 0 O O O O o o O 0 0 PERCENT RETAINED I � � I I I I I I I I 1 I I - T I —fl—f —I -T .002 I I .005 LI I .009 I .019 .I LJ I .037 .075 DIAMETER I Ili .150 J .300 OF PARTICLES I .600 .425 L I L 1.18 IN MILLIMETERS I 12.36 2.0 4.75 111111 9.5 19 I I I I III 38.1 76.2 I 127 152 200 SAND GRAVEL CLAY TO SILT FINE MEDIUM (COARSE FINE COARSE COBBLES GRAVEL 13 % SAND 83 % SILT AND CLAY 4 % LIQUID LIMIT NV PLASTICITY INDEX NP These test results apply only to the SAMPLE OF: Fill: Poorly —Graded Sand (SP) FROM: PBR-5 ® 1' samples which were tested. The testing report shall not be reproduced, except in full, without the written approval of Kumar & Associates, Inc. Sieve analysis testing is performed in accordance with ASTM D6913, ASTM D7928, ASTM C136 and/or ASTM D1140. 24-1-607 Kumar & Associates GRADATION TEST RESULTS Fig. 20 HYDROMETER ANALYSIS SIEVE ANALYSIS ,nn TIME READINGS 24 HRS 7 HRS 45 MIN 15 MIN 6OMIN 19MIN 4MIN 1MIN #200 U.S. STANDARD SERIES #100 #50 #40 #30 #16 #10 #8 #4 CLEAR SQUARE OPENINGS 3/8" 3 4" 1 1/2" 3" 5-6" 8"o pPERCENT PASSING 0 O O O +o S S O S S I I 10 20 30 40 50 60 a 70 80 90 1 L I I I I I I I LL1 A - I II I IIII T1 r Tl I I -r LI I ITI-- 100 .001 .002 .005 .009 .019 .037 .075 DIAMETER .150 .300 I .425 OF PARTICLES .600 1.18 2.0 IN MILLIMETERS 2.36 4.75 9 5 19 38.1 76.2 127 152 200 CLAY TO SILT SAND GRAVEL COBBLES FINE MEDIUM (COARSE FINE COARSE GRAVEL 15 % LIQUID LIMIT NV SAMPLE OF: Well —Graded Sand SAND 83 % PLASTICITY with Gravel (SW) SILT INDEX NP FROM: AND CLAY 2 % PBR-5 ® 10' HYDROMETER ANALYSIS SIEVE ANALYSIS ,"n 24 HRS 45 MIN TIME READINGS 7 HRS 15 MIN 6OMIN 19MIN 4MIN 1MIN 200 U.S. STANDARD #10(11#50 #40_#30 SERIES .116j0 #8 #4 CLEAR SQUARE OPENINGS 3/8" 3/4" 1 1 2" 3" 5"6" 8"„ PERCENT PASSING . 0 o 0 0 'S o o g 0 0 < 0 0 O O O O o o O 0 0 PERCENT RETAINED I I— I I I I I I I I —I -T .002 I I .005 LI I .009 I .019 I L .037 I LJ I .075 DIAMETER I Ili .150 J .300 OF PARTICLES _Ill .600 .425 LLI L 1.18 IN MILLIMETERS I 12.36 2.0 1111111 4.75 9.5 19 I I I I III I 38.1 76.2 127 152 200 SAND GRAVEL CLAY TO SILT FINE MEDIUM (COARSE FINE COARSE COBBLES GRAVEL 38 % SAND 57 % SILT AND CLAY 5 % LIQUID LIMIT NV PLASTICITY INDEX NP These test results apply only to the SAMPLE OF: Poorly —Graded Sand with Silt FROM: PBR-5 ® 34' samples which were tested. The testing report shall not be reproduced, Sc Gravel (SP-SM) except in full, without the written approval of Kumar & Associates, Inc. Sieve analysis testing is performed in accordance with ASTM D6913, ASTM D7928, ASTM C136 and/or ASTM D1140. 24-1-607 Kumar & Associates GRADATION TEST RESULTS Fig. 21 HYDROMETER ANALYSIS SIEVE ANALYSIS ,nn TIME READINGS 24 HRS 7 HRS 45 MIN 15 MIN 6OMIN 19MIN 4MIN 1MIN #200 U.S. STANDARD SERIES #100 #50 #40 #30 #16 #10 #8 #4 CLEAR SQUARE OPENINGS 3/8" 3 4" 1 1/2" 3" 576" 8'o pPERCENT PASSING 0 O O O +o S S O S S I I I I I 10 I I I I I I I 20 I [ I I f f 30 I I I 40 I _ I 50 I I I I 60 I I I I I I I 70 I I I 80 I I i I 90 1 L I I I I I I I LL111 I L L I III -L1T7TfTl I I -r LI I ITI-- 100 .001 .002 .005 .009 .019 .037 .075 DIAMETER .150 .300 .600 1.18 12.36 4.75 .425 2.0 OF PARTICLES IN MILLIMETERS 9 5 19 38.1 76.2 127 152 200 CLAY TO SILT SAND GRAVEL COBBLES FINE MEDIUM (COARSE FINE COARSE GRAVEL 16 % LIQUID LIMIT NV SAMPLE OF: Poorly —Graded Sand SAND 82 % SILT PLASTICITY INDEX NP with Gravel (SP) FROM: AND CLAY 2 % PBR-6 ® 7.5' HYDROMETER ANALYSIS SIEVE ANALYSIS ,"n 24 HRS 45 MIN TIME READINGS 7 HRS 15 MIN 60MIN 19MIN 4MIN 1MIN____________#200 U.S. STANDARD SERIES #10(11#50 #40_#30 .116j0 /18 #4 CLEAR SQUARE OPENINGS 3/8" 3/4" 1 1 2" 3" 5"6" 8"„ PERCENT PASSING . 0 o 0 0 'S o o g 0 0 < 0 0 O O O O o o O 0 0 PERCENT RETAINED I --I -f1 -f -I -T .002 I I .005 LI I .009 I .019 I L .037 I L I .075 DIAMETER Ill I .150 .300 I .600 .425 OF PARTICLES L1_I L 1.18 IN MILLIMETERS I 12.36 2.0 1 4.75 1 1 1 1 1 9.5 1 19 I I I I III I 38.1 76.2 127 152 200 SAND GRAVEL CLAY TO SILT FINE MEDIUM (COARSE FINE COARSE COBBLES GRAVEL 37 % SAND 56 % SILT AND CLAY 7 % LIQUID LIMIT NV PLASTICITY INDEX NP These test results apply only to the SAMPLE OF: Poorly —Graded Sand with FROM: PBR-6 ® 39' samples which were tested. The testing report shall not be reproduced, Silt & Gravel (SP—SM) except in full, without the written approval of Kumar & Associates, Inc. Sieve analysis testing is performed in accordance with ASTM D6913, ASTM D7928, ASTM C136 and/or ASTM D1140. 24-1-607 Kumar & Associates GRADATION TEST RESULTS Fig. 22 HYDROMETER ANALYSIS SIEVE ANALYSIS ,nn TIME READINGS 24 HRS 7 HRS 45 MIN 15 MIN 6OMIN 19MIN 4MIN 1MIN #200 U.S. STANDARD SERIES #100 #50 #40 #30 #16 #10 #8 #4 CLEAR SQUARE OPENINGS 3/8" 3/4" 1 1/2" 3" 5-6" 8"0 pPERCENT PASSING 0 O O O +o S S O S S I 10 20 30 40 50 60 a 70 80 90 1 L I I I I I I I LL - I II I IIII -1--I-1-1-1-TT I 1 -r LI 11TI-- 100 .001 .002 .005 .009 .019 .037 .075 DIAMETER .150 .300 I .600 1.18 .425 2.0 OF PARTICLES IN MILLIMETERS 2.36 4.75 9 5 19 38.1 76.2 127 152 200 CLAY TO SILT SAND GRAVEL COBBLES FINE MEDIUM (COARSE FINE COARSE GRAVEL 27 % LIQUID LIMIT — SAMPLE OF: Poorly —Graded Sand SAND 71 % SILT PLASTICITY INDEX — with Gravel (SP) FROM: AND CLAY 2 % PB-1 ® 10' HYDROMETER ANALYSIS SIEVE ANALYSIS ,"n 24 HRS 45 MIN TIME READINGS 7 HRS 15 MIN 6OMIN 19MIN 4MIN 1MIN_____________t1200 U.S. STANDARD SERIES #10(11#50 140_#30 #16_#j 0 #8 #4 CLEAR SQUARE OPENINGS 3/8" 3/4" 1I/2" 3" 5"6" 8"„ PERCENT PASSING . 0 o 0 0 'S o o g 0 0 < 0 0 O O O O o o O 0 0 PERCENT RETAINED I I I I —I -T .002 I I .005 LI I .009 I .019 I L .037 1_LJJ .075 DIAMETER I Ili .150 J .300 OF PARTICLES _Ill .600 .425 LLI L 1.18 IN MILLIMETERS I 12.36 2.0 1 4.75 1 1 1 1 9.5 1 19 I I I I III I 38.1 76.2 127 152 200 SAND GRAVEL CLAY TO SILT FINE MEDIUM (COARSE FINE COARSE COBBLES GRAVEL 13 % SAND 44 % SILT AND CLAY 43 % LIQUID LIMIT 27 PLASTICITY INDEX 15 These test results apply only to the SAMPLE OF: Clayey Sand (SC) FROM: PB-2 © 24' samples which were tested. The testing report shall not be reproduced, except in full, without the written approval of Kumar & Associates, Inc. Sieve analysis testing is performed in accordance with ASTM D6913, ASTM D7928, ASTM C136 and/or ASTM D1140. 24-1-607 Kumar & Associates GRADATION TEST RESULTS Fig. 23 HYDROMETER ANALYSIS SIEVE ANALYSIS ,nn TIME READINGS 24 HRS 7 HRS 45 MIN 15 MIN 6OMIN 19MIN 4MIN 1MIN #200 U.S. STANDARD SERIES #100 #50 #40 #30 #16 #10 #8 #4 CLEAR SQUARE OPENINGS 3/8" 3/4" 1 1 2" 3" 5"6" 8"o pPERCENT PASSING 0 O O O +o S S O S S I 10 20 30 40 50 60 a 70 80 I 90 I 1 L I II I I I I L LI 1TI T rLr- IIII -L1 i iTfTl I I -T LI I ITI-- 100 .001 .002 .005 .009 .019 .037 .075 DIAMETER .150 .300 I .600 1.18 .425 2.0 OF PARTICLES IN MILLIMETERS 2.36 4.75 9 5 19 38.1 76.2 127 152 200 CLAY TO SILT SAND GRAVEL COBBLES FINE MEDIUM (COARSE FINE COARSE GRAVEL 13 % LIQUID LIMIT NV SAMPLE OF: Poorly —Graded Sand SAND 79 % PLASTICITY INDEX with Silt (SP—SM) SILT NP FROM: AND CLAY 8 % PB-2 ® 39' HYDROMETER ANALYSIS SIEVE ANALYSIS ,"n 24 HRS 45 MIN TIME READINGS 7 HRS 15 MIN 60MIN 19MIN 4MIN 1MIN #1200 U.S. STANDARD SERIES #10(11#50 .14030 #16_#j 0 #8 #4 CLEAR SQUARE OPENINGS 3 8" 3/4" 1I/2" 3" 5"6" 8"„ PERCENT PASSING . 0 o 0 0 'S o o g 0 0 < 0 0 O O O O o o O 0 0 PERCENT RETAINED I I -I -T .002 I I .005 LI I .009 I .019 I L .037 1LLJJ .075 DIAMETER I Ili .150 J .300 OF PARTICLES _Ill .600 .425 LLI L 1.18 IN MILLIMETERS I 12.36 2.0 1111111 4.75 9.5 19 I I I I III I 38.1 76.2 127 152 200 SAND GRAVEL CLAY TO SILT FINE MEDIUM (COARSE FINE COARSE COBBLES GRAVEL 3 % SAND 54 % SILT AND CLAY 43 % LIQUID LIMIT 24 PLASTICITY INDEX 12 These test results apply only to the SAMPLE OF: Clayey Sand FROM: PB-3 © 24' samples which were tested. The testing report shall not be reproduced, except in full, without the written approval of Kumar & Associates, Inc. Sieve analysis testing is performed in accordance with ASTM D6913, ASTM D7928, ASTM C136 and/or ASTM D1140. 24-1-607 Kumar & Associates GRADATION TEST RESULTS Fig. 24 HYDROMETER ANALYSIS SIEVE ANALYSIS TIME READINGS 24 HRS 7 HRS 45 MIN 15 MIN 6OMIN 19MIN 4MIN 1MIN #200 U.S. STANDARD SERIES #100 #50 #40 #30 #16 #10 #8 #4 CLEAR SQUARE OPENINGS 3/8" 3 4" 1 1/2" 3' 5.6" 8'o 100 PERCENT PASSING 0 0 0 o s 0 0 0 0 0 I y 10 20 30 40 50 60 a 70 80 90 1 L I II I I I I L LL LJd I I I I IIII —I—I 1-EITl I I -r LI I Ill -7— 100 .001 .002 .005 .009 .019 .037 .075 DIAMETER .150 .300 I .600 1.18 .425 2.0 OF PARTICLES IN MILLIMETERS 2.36 4.75 9 5 19 38.1 76.2 127 152 200 CLAY TO SILT SAND GRAVEL COBBLES FINE MEDIUM ICOARSE FINE COARSE GRAVEL 11 % LIQUID LIMIT - SAMPLE OF: Poorly —Graded Sand SAND 85 % SILT PLASTICITY INDEX — (SP) FROM: AND CLAY 4 % PB-4 ® 5' HYDROMETER ANALYSIS SIEVE ANALYSIS 24 HRS 45 MIN TIME READINGS 7 HRS 15 MIN 60MIN 19MIN 4MIN 1MIN 200 U.S. STANDARD SERIES #10(11#50 #40_#30 #16_#j 0 #8 #4 CLEAR SQUARE OPENINGS 3 8" 3/4" 1I/2' 3" 5"6" 8"0 100 PERCENT PASSING . 0 0 0 o ii o o g0 0 0 0 1 O8 0o O O O O o o O 0 0 PERCENT RETAINED -I -T .002 I I .005 LI I .009 I .019 I I- .037 1LLJJ .075 DIAMETER I Ili .150 J .300 OF PARTICLES _Ill .600 .425 LLI L 1.18 IN MILLIMETERS I 12.36 2.0 1111111 4.75 9.5 19 I I I I III I 38.1 76.2 127 152 200 SAND GRAVEL CLAY TO SILT FINE MEDIUM ICOARSE FINE COARSE COBBLES GRAVEL 3 % SAND 57 % SILT AND CLAY 40 % LIQUID LIMIT 35 PLASTICITY INDEX 18 These test results apply only to the SAMPLE OF: Fill: Clayey Sand (SC) FROM: PB-5 © 2.5' samples which were tested. The testing report shall not be reproduced, except in full, without the written approval of Kumar & Associates, Inc. Sieve analysis testing is performed in accordance with ASTM D6913, ASTM D7928, ASTM C136 and/or ASTM D1140. 24-1-607 Kumar & Associates GRADATION TEST RESULTS Fig. 25 HYDROMETER ANALYSIS SIEVE ANALYSIS TIME READINGS 24 HRS 7 HRS 45 MIN 15 MIN 6OMIN 19MIN 4MIN 1MIN #200 U.S. STANDARD SERIES #100 #50 #40 #30 #16 #10 8 44 CLEAR SQUARE OPENINGS 3/8" 3/4" 1 1/2" 3" 5"6" 8"o 100 PERCENT PASSING 0 o t o 0 0 0 0 10 20 I 30 40 50 60 a 70 80 90 .002 1 L .005 I [I .009 I .019 I I .037 I LLI .075 DIAMETER I n .150 I .300 OF PARTICLES II .425 I I .600 I III 1.18 IN MILLIMETERS 2.0 -L1-L1TfTl 2.36 4.75 9 5 19 I I -r LI I 38.1 76.2 ITI-- 127 152 200 100 CLAY TO SILT SAND GRAVEL COBBLES FINE MEDIUM (COARSE FINE COARSE GRAVEL 0 % LIQUID LIMIT NV SAMPLE OF: Poorly —Graded Sand SAND 89 % PLASTICITY with Silt (SP—SM) SILT INDEX NP FROM: AND CLAY PB-5 11 % ® 14' HYDROMETER ANALYSIS SIEVE ANALYSIS 24 HRS 45 MIN TIME READINGS 7 HRS 15 MIN 6OMIN 19MIN 4MIN 1MIN_#200 U.S. STANDARD #10(11#50 #40_#30 SERIES #16_#j 0 48 X14 3/8" CLEAR SQUARE OPENINGS 3/4" 1'/2" 3" 5768 0 100 1 90 I 10 PERCENT PASSING . O 0 0 o ii o o g0 0 0 o_ 0 0 0 0 0 0 0 0 PERCENT RETAINED 1- I I 1 I I I I I I I I --II-11-f -I -T .002 I I .005 LI I .009 I .019 I L .037 I LJ I .075 DIAMETER III .150 .300 I .600 .425 OF PARTICLES LLI L 1.18 IN MILLIMETERS I 12.36 2.0 1 4.75 I 1 I 1 I 9.5 1 19 I I I I III I 38.1 76.2 127 152 200 SAND GRAVEL CLAY TO SILT FINE MEDIUM (COARSE FINE COARSE COBBLES GRAVEL 23 % SAND 70 % SILT AND CLAY 7 % LIQUID LIMIT NV PLASTICITY INDEX NP These test results apply only to the SAMPLE OF: Poorly —Graded Sand with FROM: PB-6 © 39' samples which were tested. The testing report shall not be reproduced, Silt & Gravel (SP—SM) except in full, without the written approval of Kumar & Associates, Inc. Sieve analysis testing is performed in accordance with ASTM D6913, ASTM D7928, ASTM C136 and/or ASTM D1140. 24-1-607 Kumar & Associates GRADATION TEST RESULTS Fig. 26 HYDROMETER ANALYSIS SIEVE ANALYSIS TIME READINGS 24 HRS 7 HRS 45 MIN 15 MIN 6OMIN 19MIN 4MIN 1MIN #200 U.S. STANDARD SERIES /1100 #50 #40 #30 #116 X110 #8 X14 CLEAR SQUARE OPENINGS 3 8" 3/4" 1 1/2" 3" 5"6" 8"0 100 I PERCENT PASSING 0 0 0 o s 0 0 0 0 0 I- 10 20 �— 30 40 50 60 a 70 80 90 1 L I [I I I I I LLI 1 -TI— I II I I III —L1 7TfTl I I -r LI I ITI-- 100 .001 .002 .005 .009 .019 .037 .075 DIAMETER .150 .300 I .600 1.18 .425 2.0 OF PARTICLES IN MILLIMETERS 2.36 4.75 9 5 19 38.1 76.2 127 152 200 CLAY TO SILT SAND GRAVEL COBBLES FINE MEDIUM (COARSE FINE COARSE GRAVEL 1 % LIQUID LIMIT 28 SAMPLE OF: Fill: Sandy Lean Clay SAND 41 % PLASTICITY INDEX (CL) SILT 14 FROM: AND CLAY 58 % PB-10 © 1' HYDROMETER ANALYSIS SIEVE ANALYSIS 24 HRS 45 MIN TIME READINGS 7 HRS 15 MIN 6GMIN 19MIN 4MIN 1MIN#200 U.S. STANDARD SERIES X110#50 X140#30 #16j0118 #4 CLEAR SQUARE OPENINGS 3/8" 3 4" 1'/2" 3" 5768 0 100 1 PERCENT PASSING . 0 0 0 o ii o o g0 0 0 0 O8 b m V P N < W N 0o O O O O o o O 0 0 PERCENT RETAINED I I -I -T .002 I I .005 LI I .009 I .019 I L .037 1!_J .075 DIAMETER I Ili .150 J .300 OF PARTICLES J11 .600 .425 LLI I 1.18 IN MILLIMETERS I 12.36 2.0 4.75 1 1 11 9.5 19 I I I I III I 38.1 76.2 127 152 200 SAND GRAVEL CLAY TO SILT FINE MEDIUM (COARSE FINE COARSE COBBLES GRAVEL 5 % SAND 70 % SILT AND CLAY 25 % LIQUID LIMIT 15 PLASTICITY INDEX 2 These test results apply only to the SAMPLE OF: Fill: Silty Sand (SM) FROM: PB-20 ® 2.5' samples which were tested. The testing report shall not be reproduced, except in full, without the written approval of Kumar & Associates, Inc. Sieve analysis testing is performed in accordance with ASTM D6913, ASTM D7928, ASTM C136 and/or ASTM D1140. 24-1-607 Kumar & Associates GRADATION TEST RESULTS Fig. 27 HYDROMETER ANALYSIS SIEVE ANALYSIS ,nn TIME READINGS 24 HRS 7 HRS 45 MIN 15 MIN 6OMIN 19MIN 4MIN 1MIN #200 U.S. STANDARD SERIES #100 #50 #40 #30 #16 #10 #8 #4 CLEAR SQUARE OPENINGS 3/8" 3/4" 1 1/2" 3" 5I 6" 8'0 PERCENT PASSING 0 0 0 0 0 0 0 0 I I I--- 10 20 30 40 50 60 a 70 80 I I I 10 90 0 .001 .002 1 L .005 I I I .009 I .019 I I .037 I L L1 .075 DIAMETER .150 1 .300 OF PARTICLES L L. .600 .425 IIII 1.18 IN MILLIMETERS 12.36 2.0 -L1Ti-rrr 4.75 9 5 19 I I -T LI I 38.1 76.2 ITI-i 127 152 200 100 CLAY TO SILT SAND GRAVEL COBBLES FINE MEDIUM (COARSE FINE COARSE GRAVEL 15 % LIQUID LIMIT NV SAMPLE OF: Poorly —Graded Sand SAND 84 % SILT PLASTICITY INDEX NP with Gravel (SP) FROM: AND CLAY TP-1 1 % © 5' HYDROMETER ANALYSIS SIEVE ANALYSIS ,"n 24 HRS 45 MIN TIME READINGS 7 HRS 15 MIN 60MIN 19MIN 4MIN 1MIN____________#200 U.S. STANDARD SERIES #10(11#50 #40_ 30 #16_#j 0 #8 #4 3/8" CLEAR SQUARE OPENINGS 3/4" Il/2" 3" 576_" 8 n PERCENT PASSING O o 0 0 'S o o 0 0 < 0 O O O O o o O 0 0 PERCENT RETAINED I I— I I I-- I I I I I I I I I--- I I I —I —T .002 I I .005 LI I .009 I .019 I L .037 1_LJJ .075 DIAMETER I Ili .150 J .300 OF PARTICLES _Ill .600 .425 LLI L 1.18 IN MILLIMETERS I 12.36 2.0 1111111 4.75 9.5 19 I I I I III I 38.1 76.2 127 152 200 SAND GRAVEL CLAY TO SILT FINE MEDIUM (COARSE FINE COARSE COBBLES GRAVEL 29 % SAND 57 % SILT AND CLAY 14 % LIQUID LIMIT — PLASTICITY INDEX — These test results apply only to the SAMPLE OF: Fill: Silty Sand with Gravel (SM) FROM: TP-2 ® 1.5' samples which were tested. The testing report shall not be reproduced, except in full, without the written approval of Kumar & Associates, Inc. Sieve analysis testing is performed in accordance with ASTM D6913, ASTM D7928, ASTM C136 and/or ASTM D1140. 24-1-607 Kumar & Associates GRADATION TEST RESULTS Fig. 28 HYDROMETER ANALYSIS SIEVE ANALYSIS TIME READINGS 24 HRS 7 HRS 45 MIN 15 MIN 6OMIN 19MIN 4MIN 1MIN #200 U.S. STANDARD SERIES #100 #50 #40 #30 #16 #10 #8 #4 CLEAR SQUARE OPENINGS 3/8" 344" 1 1/2" 3" 5"6" 8'0 100 I 90 10 80 20 PERCENT PASSING 0 0 0 0 0 0 0 0 30 40 50 60 a 70 80 90 1 L I [I I I I I LLI I n 1 II I I III -1-I 1 -ITT l I I -r LI I lTl-- 100 .001 .002 .005 .009 .019 .037 .075 DIAMETER .150 .300 I .600 1.18 12.36 4.75 .425 2.0 OF PARTICLES IN MILLIMETERS 9 5 19 38.1 76.2 127 152 200 CLAY TO SILT SAND GRAVEL COBBLES FINE MEDIUM (COARSE FINE COARSE GRAVEL 6 % LIQUID LIMIT 22 SAMPLE OF: Fill: Clayey Sand (SC) SAND 62 % SILT PLASTICITY INDEX 9 FROM: AND CLAY 32 % TP-5 © 0.5' HYDROMETER ANALYSIS SIEVE ANALYSIS 24 HRS 45 MIN TIME READINGS 7 HRS 15 MIN 60MIN 19MIN 4MIN 1MIN____________#200 U.S. STANDARD SERIES #10(11#50 30 #16_#j 0 #8 #4 CLEAR SQUARE OPENINGS 3/8"/' 34" 1I 3" 5768 100 _#40_ 0 PERCENT PASSING . 0 0 0 o ii o o g0 0 0 0 I O8 m V P N 0o O O O O o o O 0 0 PERCENT RETAINED 4, I I I I I I I I 1 I I I I I I � yy -f1-f -I -T .002 I I .005 LI 11 .009 .019 I L .037 IUIfT� J .075 .150 .300 DIAMETER OF PARTICLES I .600 .425 W L 1.18 IN MILLIMETERS I 12.36 2.0 1 4.75 1 1 1 1 9.5 1 19 I I I l l 38.1 76.2 l i l 127 152 200 SAND GRAVEL CLAY TO SILT FINE MEDIUM (COARSE FINE COARSE COBBLES GRAVEL 15 % SAND 84 % SILT AND CLAY 1 % LIQUID LIMIT NV PLASTICITY INDEX NP These test results apply only to the SAMPLE OF: Poorly —Graded Sand with FROM: TP-6 ® 4' samples which were tested. The testing report shall not be reproduced, Gravel (SP) except in full, without the written approval of Kumar & Associates, Inc. Sieve analysis testing is performed in accordance with ASTM D6913, ASTM D7928, ASTM C136 and/or ASTM D1140. 24-1-607 Kumar & Associates GRADATION TEST RESULTS Fig. 29 a a Q Q E Fri eg COMPACTION TEST REPORT Curve No. 3657 135 ZAV SpG Preparation Method 2.60 Rammer: Wt. 10 lb. Drop 18 in. 132.5 Type Manual J 8.0%, 130.9 pcf Layers: No. five Blows per 25 Mold Size 0.03333 cu. ft. n 130 Test Performed on Material Passing #4 Sieve N c v %>#4 %<No.200 127.5 o Atterberg (D 4318): LL PI NM (D 2216) Sp.G. (D 854) 2.6 USCS (D 2487) 125 AASHTO (M 145) Date: Sampled 10/2/24 Received 10/2/24 122.5 2 4 6 8 10 12 14 Tested 10/9/24 Tested By AS ASTM Water content, % COMPACTION TESTING DATA D 1557-12 Method A Modified SIEVE TEST RESULTS 1 2 3 4 5 6 Opening Size % Passing Specs. WM + WS 6375.0 6456.0 6505.0 6442.0 WM 4359.0 4359.0 4359.0 4359.0 WW+T#1 491.4 451.0 461.3 479.0 WD + T #1 483.1 436.5 438.0 447.1 TARE #1 298.0 220.4 155.7 153.5 WW + T #2 WD + T #2 TARE #2 MOIST. 4.5 6.7 8.3 10.9 DRY DENS. 127.4 129.7 130.9 124.0 TEST RESULTS Material Description Maximum dry density = 130.9 pcf Optimum moisture = 8.0 % Silty Sand (SM) Remarks: These test results apply only to the samples which were tested. the testing report shall not be reproduced, except in full, without the written approval of Kumar and Associates, Inc. Moisture/density relationships performed in accordance with ASTM D698, D1557. Atterberg limits performed in accordance with ASTM D4318 sieve analysis performed in accordance with ASTM D422, D1140. Project No. 24-1-607 Client: Project: St. Vrain Combustion Turbines Addition Project OLocation: Boring PBR-2 Depth: 2'-10' Sample Number: 3657 Checked by: JJM Title: Lab Manager 24-1-607 Kumar & Associates MOISTURE -DENSITY RELATIONSHIPS Fig. 30 a a Q Q E Fri eg COMPACTION TEST REPORT Curve No. 3664 137 IMIE En ZAV SpG Preparation Method 2.60 Rammer: Wt. 10 lb. Drop 18 in. 135 6.6%, 133.6 YP Manual Type pcf Layers: No. five Blows per 25 1 Mold Size 0.03333 cu. ft. . 133 Test Performed on Material Passing #4 Sieve v %>#4 %<No.200 o 131 Atterberg 4318): LL (D PI NM (D 2216) Sp.G. (D 854) 2.6 II USCS 2487) (D 129 AASHTO (M 145) Date: Sampled 10/9/24 Received 10/9/24 127 10/11/24 Tested 1.5 3 4.5 6 7.5 9 10.5 Tested By AS Water content, % COMPACTION TESTING DATA ASTM D 1557-12 Method A Modified SIEVE TEST RESULTS 1 2 3 4 5 6 Opening Size % Passing Specs. WM + WS 6356.0 6472.0 6525.0 6488.0 WM 4359.0 4359.0 4359.0 4359.0 WW+T#1 421.8 381.4 404.2 425.1 WD+T#1 415.4 369.9 386.8 401.7 TARE #1 220.3 153.5 155.7 153.6 WW + T #2 WD + T #2 TARE #2 MOIST. 3.3 5.3 7.5 9.4 DRY DENS. 127.6 132.4 133.0 128.4 TEST RESULTS Material Description Maximum dry density = 133.6 pcf Optimum moisture = 6.6 % Well -Graded Sand with Silt (SW-SM) Remarks: These test results apply only to the samples which were tested. the testing report shall not be reproduced, except in full, without the written approval of Kumar and Associates, Inc. Moisture/density relationships performed in accordance with ASTM D698, D1557. Atterberg limits performed in accordance with ASTM D4318 sieve analysis performed in accordance with ASTM D422, D1140. Project No. 24-1-607 Client: Project: St. Vrain Combustion Turbines Addition Project OLocation: Boring PBR-4 Depth: 4'-10' Sample Number: 3664 Checked by: JJM Title: Lab Manager 24-1-607 Kumar & Associates MOISTURE -DENSITY RELATIONSHIPS Fig. 31 COMPACTION TEST REPORT Curve No. 3637 127.5 ZAV SpG Preparation Method 2.60 Rammer: Wt. 10 lb. Drop 18 in. 126 Type Manual 110.6%, 125.0 pcf Layers: No. five Blows per 25 1 Mold Size 0.03333 cu. ft. 4- n 124.5 Test Performed on Material >: Passing #4 Sieve N a) %>#4 15 %<N0.200 1.5 123 O / Atterberg (D 4318): LL NV PI NP NM (D 2216) Sp.G. (D 854) 2.6 USCS (D 2487) SP 121.5 AASHTO (M 145) A -1-b Date: Sampled 9/24/24 Received 9/24/24 120 8 9 10 11 12 13 14 Tested 10/2/24 Tested By AS ASTM ASTM D4718-15 Water content, % COMPACTION TESTING DATA D 1557-12 Method A Modified Oversize Corr. Applied to Each Test Point SIEVE TEST RESULTS 1 2 3 4 5 6 Opening Size % Passing Specs. WM + WS 6296.0 6382.0 6412.0 6412.0 1-1/2" 100 WM 4359.0 4359.0 4359.0 4359.0 3/4" 3/8" 99 95 WW+T#1 411.8 628.4 738.6 639.8 #4 85 WD+T#1 387.8 594.1 688.5 586.7 #8 70 TARE #1 152.3 298.0 307.5 220.7 #16 #30 52 35 WW+T#2 #50 15 WD+T#2 #100 4 TARE #2 #200 1.5 MOIST. 8.8 10.0 11.3 12.5 DRY DENS. 121.2 124.6 124.7 123.4 ROCK CORRECTED TEST RESULTS UNCORRECTED Material Description Maximum dry density = 125.0 pcf Optimum moisture = 10.6 % 120.2 pcf 12.3 % Poorly -Graded Sand with Gravel (SP) Remarks: These test results apply only to the samples which were tested. the testing report shall not be reproduced, except in full, without the written approval of Kumar and Associates, Inc. Moisture/density relationships performed in accordance ormwith ASTM a D698,with ASTM D4318 8esi limits performed in accordance ASTM sieve analysis performed in accordance with ASTM D422, D1140. Project No. 24-1-607 Client: Project: St. Vrain Combustion Turbines Addition Project O Location: Boring TP-1 Depth: 5'-6' Sample Number: 3637 Checked by: JJM Title: Lab Manager 24-1-607 Kumar & Associates MOISTURE -DENSITY RELATIONSHIPS Fig. 32 COMPACTION TEST REPORT Curve No. 3641 130 I I 8.3%, 128.4 pcf ZAV SpG Preparation Method 2.60 Rammer: Wt. 10 lb. Drop 18 in. 127.5 Type Manual Layers: No. five Blows per 25 Mold Size 0.03333 cu. ft. 4- n 125 Test Performed on Material Passing #4 Sieve .4 c a, v %>#4 %<No.200 122.5 0 Atterberg (D 4318): LL PI NM (D 2216) Sp.G. (D 854) 2.6 USCS (D 2487) 120 AASHTO (M 145) Date: Sampled 9/24/24 Received 9/24/24 117.5 4 5.5 7 8.5 10 11.5 13 Tested 10/1/24 Tested By AS Water content, % COMPACTION TESTING DATA ASTM D 1557-12 Method A Modified SIEVE TEST RESULTS 1 2 3 4 5 6 Opening Size % Passing Specs. WM + WS 6296.0 6440.0 6468.0 6403.0 WM 4359.0 4359.0 4359.0 4359.0 WW+T#1 354.6 390.8 405.0 527.6 WD+T#1 344.3 374.3 383.2 497.5 TARE #1 153.4 153.6 152.6 235.6 WW + T #2 WD+T#2 TARE #2 MOIST. 5.4 7.5 9.5 11.5 DRY DENS. 121.3 127.8 127.2 121.0 TEST RESULTS Material Description Maximum dry density = 128.4 pcf Optimum moisture = 8.3 % Fill: Silty Sand (SM) Remarks: These test results apply only to the samples which were tested. the testing report shall not be reproduced, except in full, without the written approval of Kumar and Associates, Inc. Moisture/density relationships performed in accordance rformwith ASTM a D698,with ASIM D4318 8esi limits performed in accordance ASTM sieve analysis performed in accordance with ASTM D422, D1140. Project No. 24-1-607 Client: Project: St. Vrain Combustion Turbines Addition Project OLocation: Boring TP-3 Depth: 1'-1.5' Sample Number: 3641 Checked by: JJM Title: Lab Manager 24-1-607 Kumar & Associates MOISTURE -DENSITY RELATIONSHIPS Fig. 33 COMPACTION TEST REPORT Curve No. 3640 133 ZAV SpG Preparation Method 2.60 Rammer: Wt. 10 lb. Drop 18 in. 131 Type 7.4°/0, 129.8 pcf Layers: No. five Blows 25 Dry density, pcf N N N N N NJ N NJ W U7 V l) per Mold Size 0.03333 cu. ft. Test Performed on Material Passing #4 Sieve %>#4 %<No.200 Atterberg 4318): LL (D PI NM (D 2216) Sp.G. (D 854) 2.6 USCS 2487) (D AASHTO (M 145) Date: Sampled 9/24/24 Received 9/24/24 10/3/24 Tested 3 4.5 6 7.5 9 10.5 12 Tested By AS Water content, % COMPACTION TESTING DATA ASTM D 1557-12 Method A Modified SIEVE TEST RESULTS 1 2 3 4 5 6 Opening Size % Passing Specs. WM + WS 6384.0 6458.0 6478.0 6432.0 WM 4359.0 4359.0 4359.0 4359.0 WW + T #1 377.3 380.3 377.1 498.2 WD + T #1 367.1 365.7 358.5 465.4 TARE #1 153.5 153.5 152.5 156.0 WW + T #2 WD+T#2 TARE #2 MOIST. 4.8 6.9 9.0 10.6 DRY DENS. 127.6 129.6 128.3 123.7 TEST RESULTS Material Description Maximum dry density = 129.8 pcf Optimum moisture = 7.4 % Silty Sand (SM) Remarks: These test results apply only to the samples which were tested. the testing report shall not be reproduced, except in full, without the written approval of Kumar and Associates, Inc. Moisture/density relationships performed in accordance with ASTM D698, D1557. Atterberg limits performed in accordance with ASTM D4318 sieve analysis performed in accordance with ASTM D422, D1140. Project No. 24-1-607 Client: Project: St. Vrain Combustion Turbines Addition Project ()Location: Boring TP-4 Depth: 2.5'-3' Sample Number: 3640 Checked by: JJM Title: Lab Manager 24-1-607 Kumar & Associates MOISTURE -DENSITY RELATIONSHIPS Fig. 34 COMPACTION TEST REPORT Curve No. 3638 150 \ ZAV SpG Preparation Method 2.60 Rammer: Wt. 10 lb. Drop 18 in. 140 Type Manual Layers: No. five Blows 25 per 17.2%, 131.0 pcf Mold Size 0.03333 cu. ft. 4 130 .\ a \` \ \\ Test Performed on Material Passing #4 Sieve C Si -a , 120 %>#4 6 °r°<No.o 32 Atterberg 4318): LL 22 9 (D I NM (D 2216) Sp.G. (2-10;854) 2.6 USCS 2487) S (D 110 AASHTO (M 145) A-2(0) Date: Sampled 9/244 Received 9/24/24 100 10/2/24 Tested 1 3 5 7 9 11 13 Tested By AS Water content, % COMPACTION TESTING DATA ASTM D 1557-12 Method A Modified ASTM D4718-15 Oversize Corr. Applied to Each Test Point SIEVE TEST RESULTS 1 2 3 4 5 6 Opening Size % Passing Specs. WM+WS 6106.0 6358.0 6476.0 6458.0 3/4" 100 WM 4359.0 4359.0 4359.0 4359.0 3/8" #4 99 94 WW+T#1 343.5 353.0 405.3 457.6 #8 85 WD + T#1 337.4 342.7 386.3 435.6 #16 75 TARE #1 152.6 153.6 156.0 223.0 #30 #50 65 51 WW+T#2 #100 38 WD + T #2 #200 32 TARE #2 MOIST. 3.2 5.2 7.8 9.8 DRY DENS. 113.8 126.9 130.7 127.3 ROCK CORRECTED TEST RESULTS UNCORRECTED Material Description Maximum dry density = 131.0 pcf Optimum moisture = 7.2 % 129.4 pcf 7.6 % Fill: Clayey Sand (SC) Remarks: These test results apply only to the samples which were tested. the testing report shall not be reproduced, except in full, without the written approval of Kumar and Associates, Inc. Moisture/density relationships performed in accordance with ASTM D698, D1557. Atterberg limits performed in accordance with ASTM D4318 sieve analysis performed in accordance with ASTM D422, D1140. Project No. 24-1-607 Client: Project: St. Vrain Combustion Turbines Addition Project OLocation: Boring TP-5 Depth: 0.5'-1' Sample Number: 3638 Checked by: JJM Title: Lab Manager 24-1-607 Kumar & Associates MOISTURE -DENSITY RELATIONSHIPS Fig. 35 Addition ProJeol\Drofting\211607-36 -0.006 Fail. Ult. C, psf 396 492 -0.004 (I), Ssy 19.8 3.9 Tan(f) 0.36 0.07 -0.002 O Dilation V N W Ult. Stress, psf - Fail. Stress, psf - 0 0 D 0 E 0 0 Consol. TCS U � O a)0.002 / 0.004 0 1000 2000 3000 0.006 0 4 8 12 16 Normal Stress, psf Strain, % 1500 Sample No. 1 2 3 Water Content, % 2.2 7.6 10.4 1250 Dry Density, pcf 111.1 108.8 104.5 co Saturation, % 11.8 38.9 47.2 3 .� Void Ratio 0.4889 0.5198 0.5834 1000 co a Diameter, in. 1.94 1.94 1.94 cii Height, in. 1.00 1.00 1.00 2 At Test 750 Water Content, % 19.1 22.8 24.2 'c5 `ALI Dry Density, pcf 109.8 103.1 100.9 Saturation, % 100.0 100.0 100.0 500 1 Void Ratio 0.5067 0.6046 0.6404 Diameter, in. 1.94 1.94 1.94 250 Height, in. 1.01 1.06 1.04 Normal Stress, psf 500 1000 2000 0 Fail. Stress, psf 456 936 1056 0 5 10 15 20 Strain, °/0 Strain, % 13.4 4.4 15.5 Ult. Stress, psf 420 720 576 Strain, % 15.5 13.9 12.9 Strain rate, in./min. 0.003 0.003 0.003 Sample Type: Disturbed Description: Clayey Sand Assumed Specific Gravity= 2.65 Remarks: these test results apply only to the samples which were tested. the testing report shall not be reproduced, except in full, without the written approval of K & A, Inc. Client: Project: St. Vrain Combustion Turbines Addition Project Location: Boring PBR-1 Depth: 2.5' Proj. No.: 24-1-607 Date Sampled: 9/24/24 24-1-607 Kumar & Associates DIRECT SHEAR TEST RESULTS Fig. 36 Addition ProJeol\Drofting\211607-36 -0.015 Fail. Ult. C, psf 426 306 -0.01 887 30.6 26.7 T Tan(f) 0.59 0.50 C -0.005 // c / N Dilation r Ult. Stress, psf - Fail. Stress, psf - 0 0 D 0 yam/ 0 0 0 ''//'/-:---- Consol. --.. 0 A� ai 0.005 ✓ X 0.01 0 1000 2000 3000 0.015 0 4 8 12 16 Normal Stress, psf Strain, % 3000 Sample No. 1 2 3 Water Content, % 1.4 2.6 2.2 2500 Dry Density, pcf 97.7 95.6 96.9 co Saturation, % 5.4 9.5 8.1 Void Ratio 0.6927 0.7308 0.7074 0) 2000 a Diameter, in. 1.94 1.94 1.94 ui Height, in. 1.00 1.00 1.00 At Test 1500 vti Water Content, % 17.9 18.7 21.5 J 3 Dry Density, pcf 112.1 110.7 105.4 a) f Saturation, % 100.0 100.0 100.0 1000 /r 2 Void Ratio 0.4754 0.4947 0.5701 in. 1.94 1.94 1.94 500 Height, in. 0.87 0.86 0.92 y„scr..."_.„.Diameter, Normal Stress, psf 500 1000 2000 0 Fail. Stress, psf 624 1164 1560 0 5 10 15 20 Strain, % Strain, % 8.2 8.0 4.4 Ult. Stress, psf 456 960 1260 Strain, % 10.8 14.9 14.9 Strain rate, in./min. 0.003 0.003 0.003 Sample Type: Disturbed Description: Sand with Gravel Assumed Specific Gravity= 2.65 Remarks: these test results apply only to the samples which were tested. the testing report shall not be reproduced, except in full, without the written approval of K & A, Inc. Client: Project: St. Vrain Combustion Turbines Addition Project Location: Boring PBR-2 Depth: 10'-11' Proj. No.: 24-1-607 Date Sampled: 10/3/24 24-1-607 Kumar & Associates DIRECT SHEAR TEST RESULTS Fig. 37 -0.06 -0.04 c 0.02 ` /,... o /t Dilation Ult. Stress, psf - Fail. Stress, psf - N O O D O '7/ 0 a ' Consol. / Ct .. U % 0.02 ,, / O Fail. Ult. 2 psf 372 -66 0.04 A, Scy 45.2 39.2 ' Tan(f) 1.01 0.82 0 2000 4000 6000 0.06 0 4 8 12 16 Normal Stress, psf Strain, % 6000 Sample No. 1 2 3 Water Content, % 6.9 7.5 6.9 5000 Dry Density, pcf 126.6 120.7 124.8 -\\\_ co Saturation, % 59.6 53.2 56.0 7 Void Ratio 0.3068 0.3711 0.3255 4000 to a Diameter, in. 1.94 1.94 1.94 oi "A.,,, 3 Height, in. 1.00 1.00 1.00 92 3000 Water Content, % 17.0 16.7 17.5 L Dry Density, pcf 114.0 114.8 113.1 CD % Saturation, % 100.0 100.0 100.0 2000 'w 2 Q Void Ratio 0.4506 0.4416 0.4633 --\, Diameter, Diameter, in. 1.94 1.94 1.94 1000 Height, in. 1.11 1.05 1.10 vim` Normal Stress, psf 1000 2000 4000 o Fail. Stress, psf 1404 2352 4417 0 5 10 15 20 Strain, °/0 Strain, `)/0 3.4 2.8 4.9 Ult. Stress, psf 672 1680 3156 Strain, % 15.5 14.7 14.7 Strain rate, in./min. 0.003 0.003 0.003 Sample Type: Disturbed Description: Sand Assumed Specific Gravity= 2.65 Remarks: these test results apply only to the samples which were tested. the testing report shall not be reproduced, except in full, without the written approval of K & A, Inc. Client: Project: St. Vrain Combustion Turbines Addition Project Location: Boring PBR-2 Depth: 29' Proj. No.: 24-1-607 Date Sampled: 10/3/24 24-1-607 Kumar & Associates DIRECT SHEAR TEST RESULTS Fig. 38 Addition ProJeol\Drofting\211607-36 -0.03 Fail. Ult. C, psf 360 240 -0.02 (I), Ssy 26.9 27.4 Tan(f) 0.51 0.52 c c -0.01 - ------� o Dilation N Ult. Stress, psf - Fail. Stress, psf - 0 0 D 0 L 8 0 o Cansol. ,/ f U 0.01 %- 0.02 0 1000 2000 3000 0.03 0 4 8 12 16 Normal Stress, psf Strain, % 1500 Sample No. 1 2 3 Water Content, % 1.8 2.6 2.6 3 1250 Dry Density, pcf 90.9 93.5 95.6 co Saturation, % 5.9 8.8 9.6 Void Ratio 0.8207 0.7695 0.7314 u) loon a Diameter, in. 1.94 1.94 1.94 ui - 2 Height, in. 1.00 1.00 1.00 At Test 750 Water Content, % 23.5 26.1 23.2 L Dry Density, pcf 101.9 97.8 102.5 Saturation, % 100.0 100.0 100.0 500 I Void Ratio 0.6238 0.6912 0.6136 Diameter, in. 1.94 1.94 1.94 250 Height, in. 0.89 0.96 0.93 Normal Stress, psf 500 1000 2000 0 Fail. Stress, psf 552 960 1344 0 5 10 15 20 Strain, % Strain, % 9.0 14.9 3.1 Ult. Stress, psf 444 840 1248 Strain, % 15.5 15.5 14.9 Strain rate, in./min. 0.003 0.003 0.003 Sample Type: Disturbed Description: Sand with Gravel Assumed Specific Gravity= 2.65 Remarks: these test results apply only to the samples which were tested, the testing report shall not be reproduced, except in full, without the written approval of K & A, Inc. Client: Project: St. Vrain Combustion Turbines Addition Project Location: Boring PBR-3 Depth: 5' Proj. No.: 24-1-607 Date Sampled: 9/24/24 24-1-607 Kumar & Associates DIRECT SHEAR TEST RESULTS Fig. 39 ProJM\Draftng\211607-36 -0.03 l o -0.02 /' 0.01 r, O { co Dilation Ult. Stress, psf - Fail. Stress, psf - 0 0 D 0 C /' 0 Q a Consol. �r (0 � i U .8 0.01 /' X > ' i Fail. Ult. C, psf 114 66 0.02 // / (I), SEy 50.6 46.4 Tan(f) 1.22 1.05 0 1000 2000 3000 0.03 0 4 8 12 16 Normal Stress, psf Strain, % 3000 Sample No. 1 2 3 Water Content, % 4.5 7.7 3.8 2500 Dry Density, pcf 112.9 109.4 108.6 3 co Saturation, % 25.9 39.8 19.5 Void Ratio 0.4650 0.5124 0.5234 2000 a Diameter, in. 1.94 1.94 1.94 oi Height, in. 1.00 1.00 1.00 92 Test 1500 Water Content, % 18.2 17.6 18.0 Dry Density, pcf 111.6 112.7 111.9 Saturation, % 100.0 100.0 100.0 1000 2 At Void Ratio 0.4826 0.4677 0.4782 Diameter, in. 1.94 1.94 1.94 500 Height, in. 1.01 0.97 0.97 Normal Stress, psf 500 1000 2000 0 Fail. Stress, psf 912 1044 2640 0 5 10 15 20 Strain, °/0 Strain, % 7.0 6.4 5.9 Ult. Stress, psf 744 888 2244 Strain, % 12.4 11.6 15.5 Strain rate, in./min. 0.003 0.003 0.003 Sample Type: Disturbed Description: Sand with Gravel Assumed Specific Gravity= 2.65 Remarks: these test results apply only to the samples which were tested. the testing report shall not be reproduced, except in full, without the written approval of K & A, Inc. Client: Project: St. Vrain Combustion Turbines Addition Project Location: Boring PBR-4 Depth: 5'-6' Proj. No.: 24-1-607 Date Sampled: 10/3/24 24-1-607 Kumar & Associates DIRECT SHEAR TEST RESULTS Fig. 40 E S e 1 -0.03 Fail. Ult. C, psf 1068 294 -0.02 4), SEY 28.4 31.6 "-N_-__ Tan(f) 0.54 0.62 -0.01 .O a -.a5 E Dilation N W Ult. Stress, psf - Fail. Stress, psf - w 0 0 D a ,.>' L / 0 0 f a) 0To ,� Consol. '.."--"----/—''' f 0.01 x, J� 0.02 0 3000 6000 9000 0.03 0 4 8 12 16 Normal Stress, psf Strain, % 6000 No. Sample 1 2 3 3 Water Content, % 9.1 4.0 8.0 5000 Dry Density, pcf 90.3 95.2 91.9 Ws Saturation, % 28.9 14.2 26.6 Void Ratio 0.8329 0.7376 0.8010 4000 co / Diameter, in. 1.94 1.94 1.94 U' Height, in. 1.00 1.00 1.00 At Test i� 3000 Water Content, % 25.4 19.1 18.6 L 2 Dry Density, pcf 98.9 109.8 110.9 c `n Saturation, % 100.0 100.0 100.0 2000 Void Ratio 0.6723 0.5072 0.4920 Diameter, in. 1.94 1.94 1.94 1000 Height, in. 0.91 0.87 0.83 Normal Stress, psf 2000 4000 8000 0 Fail. Stress, psf 2508 2700 5581 0 5 10 15 20 Strain, % Strain, % 4.1 5.7 6.7 Ult. Stress, psf 1788 2364 5353 Strain, % 12.9 13.9 15.5 Sample Type: Disturbed Strain rate, in./min. 0.003 0.003 0.003 Description: poorly graded sand with silt LL= NV P1= NP Assumed Specific Gravity= 2.65 Remarks: these test results apply only to the samples which were tested. the testing report shall not be reproduced, except in full, without the written approval of K & A, Inc. Client: Project: St. Vrain Combustion Turbines Addition Project Location: Boring PBR-4 Depth: 34'-35' Proj. No.: 24-1-607 Date Sampled: 10/3/24 24-1-607 Kumar & Associates DIRECT SHEAR TEST RESULTS Fig. 41 Project\0'ofling\241607-36 to 4Ldwg -0.03 Fail. Ult. C, psf 366 252 -0.02 4), SEY 27.1 25.1 Tan(f) 0.51 0.47 c -0.01 O Dilation W N Ult. Stress, psf - Fail. Stress, psf - N � O E L 0 / Consol. - 0.01 i --- -- 0.02 0 2000 4000 6000 0.03 0 4 8 12 16 Normal Stress, psf Strain, % 3000 No. Sample 1 2 3 Water Content, % 4.5 5.6 6.9 2500 Dry Density, pcf 105.9 113.3 101.6 Ws Saturation, % 21.3 32.1 29.2 3 Void Ratio 0.5619 0.4604 0.6281 2000 a Diameter, in. 1.94 1.94 1.94 w Height, in. 1.00 1.00 1.00 At Test i7) 1500 Water Content, % 20.4 19.7 24.4 2 ki Dry Density, pcf 107.4 108.7 100.4 a) `n Saturation, % 100.0 100.0 100.0 1000 Void Ratio 0.5409 0.5218 0.6477 I Diameter, in. 1.94 1.94 1.94 500 Height, in. 0.99 1.04 1.01 Normal Stress, psf 1000 2000 4000 o Fail. Stress, psf 876 1392 2412 0 5 10 15 20 Strain, % Strain, % 4.9 9.3 9.0 Ult. Stress, psf 648 1296 2088 Strain, % 15.2 14.7 15.5 Strain rate, in./min. 0.003 0.003 0.003 Sample Type: Disturbed Description: Sand Assumed Specific Gravity= 2.65 Remarks: these test results apply only to the samples which were tested. the testing report shall not be reproduced, except in full, without the written approval of K & A, Inc. Client: Project: St. Vrain Combustion Turbines Addition Project Location: Boring PBR-5 Depth: 14' Proj. No.: 24-1-607 Date Sampled: 9/24/24 24-1-607 Kumar & Associates DIRECT SHEAR TEST RESULTS Fig. 42 es Addition Project \ Drafting \241607-43 to 52.dwg NEW Unconfined Comp (200001bs ) Stress (-Lbs / Inches 2) vs Extension (-%) Specimen ID PBR1-60-65 Test Number 10825 Report Number 4357 Test Date 9/26/2024 1:12:49 PM Test Results Sample Dia.-inches 1.88 Sample Area.-inches^2 2.78 Stress (PSI) 247.2 Peak Load (lbs.) 687 Comp. Str. (Ibs./sf) 35,602 Strain at Failure 0.04 Testing Machine STM-20K 1105588 Load Cell S/N (TVI123194), Units (LBS ) 20000 Crosshead Speed ( Inches / min ) or Rate 0.03 Extension or Position Measured by XHD_100 ( XHD100 ) 300.0 - 250.0 - 200.0 - 150.0 - 100.0 - 50.0 - 0.0 By : Date : 0.01 0.02 0.03 0.04 0.05 0.06 f; it f1 / Job Name Hole Number _oad Rate= 0.5-2.0%/min St. Vrain PBR-1 Template No 29 26 -Sep -24 Kumar & Associates Job Number 24-1-607 Operator Depth 60-65 Descr: Claystone Bedrock Part Number Length 3.6 Min/Max Load Rate 0.25 Len/Dia Ratio 1.914 Kumar & Associates 2390 South Lipan Street Denver, CO 80223 Tel 303-742-9700 FAX 303-742-9666 24-1-607 Kumar & Associates UNCONFINED COMPRESSIVE STRENGTH TEST RESULTS Fig. 43 n Project\Drafting \241607-43 to 52.dwg E NEW Unconfined Comp (200001bs ) Stress (-Lbs / Inches 2) vs Extension (-`)/0) Specimen ID PBR2-65.5-70.5 Test Number 10837 Report Number 4367 Test Date 10/7/2024 2:13:52 PM Test Results Sample Dia.-inches 1.87 Sample Area.-inches^2 2.75 Stress (PSI) 154.4 Peak Load (lbs.) 424 Comp. Str. (Ibs./sf) 22,228 cyo Strain at Failure 0.07 Testing Machine STM-20K 1105588 Load Cell S/N (TVI123194), Units (LBS ) 20000 Crosshead Speed ( Inches / min ) or Rate 0.03 Extension or Position Measured by XHD 100 ( XHD100 ) By : Date : 180.0 160.0 - 140.0 120.0 100.0 80.0 - 60.0 - 40.0 - 20.0 0.0 0.01 0.02 0.03 0.04 0.05 0.06 0.07 0.08 0.09 Job Name St. Vrain Combustion Hole Number PBR-2 _oad Rate= 0.5-2.0%/min Template No 29 16 -Oct -24 Kumar & Associates Job Number 24-1-607 Operator TC Depth 65.5-70.5 Descr: Siltstone/Claystone Part Number Length 3.58 Min/Max Load Rate 0.25 Len/Dia Ratio 1.91 Kumar & Associates 2390 South Lipan Street Denver, CO 80223 Tel 303-742-9700 FAX 303-742-9666 24-1-607 Kumar & Associates UNCONFINED COMPRESSIVE STRENGTH TEST RESULTS Fig. 44 n Project\Drafting \241607-43 to 52.dwg E NEW Unconfined Comp (200001bs ) Stress (-Lbs / Inches 2) vs Extension (-`)/0) Specimen ID PBR2-75.5-80.5 Test Number 10836 Report Number 4366 Test Date 10/7/2024 1:46:12 PM Test Results Sample Dia.-inches 1.86 Sample Area.-inches^2 2.72 Stress (PSI) 258.9 Peak Load (lbs.) 704 Comp. Str. (Ibs./sf) 37,281 Strain at Failure 0.05 Testing Machine STM-20K 1105588 Load Cell S/N (TVI123194), Units (LBS ) 20000 Crosshead Speed ( Inches / min ) or Rate 0.03 Extension or Position Measured by XHD 100 ( XHD100 ) 300.0 - 250.0 - 200.0 - 150.0 - 100.0 - 50.0 - 0.0 By : Date : 0.01 0.02 0.03 0.04 0.05 0.06 / / I / Job Name St. Vrain Combustion Hole Number PBR-2 _oad Rate= 0.5-2.0°/°/min Template No 29 16 -Oct -24 Kumar & Associates Job Number 24-1-607 Operator TC Depth 75.5-80.5 Descr: SiltstoneBedrock Part Number Length 3.37 Min/Max Load Rate 0.000025 Len/Dia Ratio 1.811 Kumar & Associates 2390 South Lipan Street Denver, CO 80223 Tel 303-742-9700 FAX 303-742-9666 24-1-607 Kumar & Associates UNCONFINED COMPRESSIVE STRENGTH TEST RESULTS Fig. 45 NEW Unconfined Comp (200001bs ) Stress (-Lbs / Inches 2) vs Extension (-%) Specimen ID PBR3-64.5-65.0 Test Number 10826 Report Number 4358 Test Date 9/26/2024 1:24:50 PM Test Results Sample Dia.-inches 1.88 Sample Area.-inches^2 2.78 Stress (PSI) 529.0 Peak Load (lbs.) 1,469 Comp. Str. (Ibs./sf) 76,177 Strain at Failure 0.04 Testing Machine STM-20K 1105588 Load Cell S/N (TVI123194), Units (LBS ) 20000 Crosshead Speed ( Inches / min ) or Rate 0.03 Extension or Position Measured by XHD_100 ( XHD100 ) 600.0 500.0 400.0 300.0 200.0 100.0 0.0 f fr l By : Date : 0.01 0.02 0.03 0.04 0.05 0.06 Job Name St. Vrain Hole Number PBR-3 _oad Rate= 0.5-2.0%/min Template No 29 26 -Sep -24 Kumar & Associates Job Number 24-1-607 Operator TC Depth 64.5-65.0 Descr: Claystone Bedrock Part Number Length 3.54 Min/Max Load Rate 0.25 Len/Dia Ratio 1.883 Kumar & Associates 2390 South Lipan Street Denver, CO 80223 Tel 303-742-9700 FAX 303-742-9666 24-1-607 Kumar & Associates UNCONFINED COMPRESSIVE STRENGTH TEST RESULTS Fig. 46 Combusion Turbines Addition Project\Drafting\241607 NEW Unconfined Comp (200001bs ) Specimen ID PBR4-60.5-65.5 Test Number 10838 Report Number 4368 Test Date 10/7/2024 2:47:59 PM Test Results Sample Dia.-inches 1.94 Sample Area.-inches^2 2.96 Stress (PSI) 278.1 Peak Load (lbs.) 822 Comp. Str. (Ibs./sf) 40,053 cyo Strain at Failure 0.03 Testing Machine STM-20K 1105588 Load Cell S/N (TVI123194), Units (LBS ) 20000 Crosshead Speed ( Inches / min ) or Rate 0.03 Extension or Position Measured by XHD 100 ( XHD100 ) By : Date : 300.0 - 250.0 - 200.0 - 150.0 - 100.0 - 50.0 - 0.0 Stress (-Lbs / Inches 2) vs Extension (-%) / / 0.01 0.02 0.03 0.04 0.05 Job Name St. Vrain Combustion Hole Number PBR-4 Load Rate= 0.5-2.0°/0/min Template No 29 16 -Oct -24 Kumar & Associates Job Number 24-1-607 Operator TC Depth 60.5-65.5 Descr: Siltstone Bedrock Part Number Length 3.82 Min/Max Load Rate 0.25 Len/Dia Ratio 2.05 Kumar & Associates 2390 South Lipan Street Denver, CO 80223 Tel 303-742-9700 FAX 303-742-9666 24-1-607 Kumar & Associates UNCONFINED COMPRESSIVE STRENGTH TEST RESULTS Fig. 47 Combusion Turbines Addition Project\Drafting\241607 NEW Unconfined Comp (200001bs ) Specimen ID PBR4-75.5-80.5 Test Number 10839 Report Number 4369 Test Date 10/7/2024 3:35:20 PM Test Results Sample Dia.-inches 1.84 Sample Area.-inches^2 2.66 Stress (PSI) 519.3 Peak Load (lbs.) 1,381 Comp. Str. (Ibs./sf) 74,777 Strain at Failure 0.03 Testing Machine STM-20K 1105588 Load Cell S/N (TVI123194), Units (LBS ) 20000 Crosshead Speed ( Inches / min ) or Rate 0.03 Extension or Position Measured by XHD 100 ( XHD100 ) 600.0 500.0 - 400.0 - 300.0 - 200.0 - 100.0 - 0.0 Stress (-Lbs / Inches 2) vs Extension (-%) 1.1 By : Date : 0.01 0.01 0.02 0.02 0.03 0.03 0.04 0.04 Job Name St. Vrain Combustion Hole Number PBR-4 Load Rate= 0.5-2.0°/0/min Template No 29 16 -Oct -24 Kumar & Associates Job Number 24-1-607 Operator TC Depth 75.5-80.5 Descr: Siltstone Bedrock Part Number Length 3.81 Min/Max Load Rate 0.25 Len/Dia Ratio 2.05 Kumar & Associates 2390 South Lipan Street Denver, CO 80223 Tel 303-742-9700 FAX 303-742-9666 24-1-607 Kumar & Associates UNCONFINED COMPRESSIVE STRENGTH TEST RESULTS Fig. 48 Addition Project \ Drafting \241607-43 to 52.dwg NEW Unconfined Comp (200001bs ) Stress (-Lbs / Inches 2) vs Extension (-%) Specimen ID PBR5-60.5-65.5 Test Number 10827 Report Number 4359 Test Date 9/26/2024 1:46:06 PM Test Results Sample Dia.-inches 1.88 Sample Area.-inches^2 2.78 Stress (PSI) 441.3 Peak Load (lbs.) 1,226 Comp. Str. (lbs./sf) 63,549 cyo Strain at Failure 0.04 Testing Machine STM-20K 1105588 Load Cell S/N (TVI123194), Units (LBS ) 20000 Crosshead Speed ( Inches / min ) or Rate 0.03 Extension or Position Measured by XHD_100 ( XHD100 ) By : Date : 500.0 - 450.0 - 400.0 - 350.0 - 300.0 - 250.0 - 200.0 - 150.0 - 100.0 - 50.0 - 0.0 0.01 0.02 0.03 0.04 0.05 Job Name Hole Number _oad Rate= 0.5-2.0%/min St. Vrain PBR-5 Job Number 24-1-607 Operator TC Depth 60.5-65.5 Template No 29 26 -Sep -24 Kumar & Associates Descr: Claystone Bedrock Part Number Length 3.87 Min/Max Load Rate 1.20801 Len/Dia Ratio 2.058 Kumar & Associates 2390 South Lipan Street Denver, CO 80223 Tel 303-742-9700 FAX 303-742-9666 24-1-607 Kumar & Associates UNCONFINED COMPRESSIVE STRENGTH TEST RESULTS Fig. 49 rbinos Addition Project \ Drafting \241607-43 to 52.dwg NEW Unconfined Comp (200001bs ) Stress (-Lbs / Inches 2) vs Extension (-%) Specimen ID PBR5-70.5-75.5 Test Number 10828 Report Number 4360 Test Date 9/26/2024 3:27:58 PM Test Results Sample Dia.-inches 1.88 Sample Area.-inches^2 2.78 Stress (PSI) 164.7 Peak Load (lbs.) 458 Comp. Str. (Ibs./sf) 23,721 Strain at Failure 0.06 Testing Machine STM-20K 1105588 Load Cell S/N (TVI123194), Units (LBS ) 20000 Crosshead Speed ( Inches / min ) or Rate 0.03 Extension or Position Measured by XHD_100 ( XHD100 ) 180.0 - 160.0 - 140.0 - 120.0 - 100.0 - 80.0 - 60.0 - 40.0 - 20.0 - / 0.0 By : Date : 0.01 0.02 0.03 0.04 0.05 0.06 0.07 0.08 Job Name Hole Number _oad Rate= 0.5-2.0%/min St. Vrain PBR-5 Template No 29 26 -Sep -24 Kumar & Associates Job Number 24-1-607 Operator TC Depth 70.5-75.5 Descr: Sandstone Bedrock Part Number Length 3.27 Min/Max Load Rate 0.25 Len/Dia Ratio 1.739 Kumar & Associates 2390 South Lipan Street Denver, CO 80223 Tel 303-742-9700 FAX 303-742-9666 24-1-607 Kumar & Associates UNCONFINED COMPRESSIVE STRENGTH TEST RESULTS Fig. 50 n Project\Drafting \241607-43 to 52.dwg NEW Unconfined Comp (200001bs ) Stress (-Lbs / Inches 2) vs Extension (-°/0) Specimen ID PBR6-75.5-80.5 Test Number 10843 Report Number 4372 Test Date 10/17/2024 10:53:31 AM Test Results Sample Dia.-inches 1.88 Sample Area.-inches^2 2.78 Stress (PSI) 151.0 Peak Load (lbs.) 419 Comp. Str. (lbs./sf) 21,745 Strain at Failure 0.07 Testing Machine STM-20K 1105588 Load Cell S/N (TVI123194), Units (LBS ) 20000 Crosshead Speed ( Inches / min ) or Rate 0.03 Extension or Position Measured by XHD 100 ( XHD100 ) 160.0 140.0 120.0 100.0 80.0 60.0 40.0 20.0 0.0 By : Date : 0.01 0.02 0.03 0.04 0.05 0.06 0.07 0.08 0.09 Job Name Hole Number _oad Rate= 0.5-2.0%/min St. Vrain PBR-6 Template No 29 21 -Oct -24 Kumar & Associates Job Number 24-1-607 Operator TC Depth 75.5-80.5 Descr: Sandstone Bedrock Part Number Length 3.36 Min/Max Load Rate 0.25 Len/Dia Ratio 1.79 Kumar & Associates 2390 South Lipan Street Denver, CO 80223 Tel 303-742-9700 FAX 303-742-9666 24-1-607 Kumar & Associates UNCONFINED COMPRESSIVE STRENGTH TEST RESULTS Fig. 51 Addition Project \ Drafting \241607 NEW Unconfined Comp (200001bs ) Specimen ID PBR6-85.590.5 Test Number 10842 Report Number 4371 Test Date 10/17/2024 10:25:44 AM Test Results Sample Dia.-inches 1.88 Sample Area.-inches"2 2.78 Stress (PSI) 334.7 Peak Load (lbs.) 929 Comp. Str. (Ibs./sf) 48,196 Strain at Failure 0.04 Testing Machine STM-20K 1105588 Load Cell S/N (TVI123194), Units (LBS ) 20000 Crosshead Speed ( Inches / min ) or Rate 0.03 Extension or Position Measured by XHD_100 ( XHD100 ) 400.0 - 350.0 - Stress (-Lbs / Inches 2) vs Extension (-`)/0) 0.0 By : Date : 0.01 0.02 0.03 0.04 0.05 0.06 0.07 0.08 Job Name St. Vrain Hole Number PBR-6 _oad Rate= 0.5-2.0%/min Template No 29 17 -Oct -24 Kumar & Associates Job Number 24-1-607 Operator TC Depth 85.5-90.5 Descr: Sandstone/Claystone Part Number Length 3.55 Min/Max Load Rate 0.25 Len/Dia Ratio 1.89 Kumar & Associates 2390 South Lipan Street Denver, CO 80223 Tel 303-742-9700 FAX 303-742-9666 24-1-607 Kumar & Associates UNCONFINED COMPRESSIVE STRENGTH TEST RESULTS Fig. 52 0 10 20 30 40 50 60 24000 I I 0 20000 ; i % 1 1 16000 i \i >- I- 00 ......... 120alk v ...'... :---•---••-•-•-• .ik"• ,...e.'_ 8000 JJII i. il4000 I ll 0 10 20 30 40 50 60 MOISTURE (%) CURVE SYMBOL SAMPLE IDENTIFICATION SOIL OR BEDROCK TYPE MINIMUM RESISTIVITY (ohm —cm) • PBR-2 ® 2'-10' Silty Sand (SM) 8,890 O PBR-4 ® 4'-10' Well —Graded Sand with Silt (SW-SM) 8,340 24-1-607 Kumar & Associates LABORATORY RESISTIVITY RESULTS Fig. 53 0 10 20 30 40 50 60 120000 ■■■■ ■■■■■■■W■■■■■■■■■■■■■■■■■■■■■■■■W■■■■■■ 111'11'1111'111'111'111'11'1111'111'111'111'1 ■■11111■■■ MEMEMMEMME 1MEMMEMMEMM 111111111 I'I'I'III'IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII 100000 111111111. ■■■■■■■■■ ■■■■■■■■■ ■■■■■■■■■ ■■■■■■■■■■■■■■■ ■■■■■■■■■■■■■■■■■■■■■■■■■■■■ 80000 1111111 111111111111111 111111111111111111111111111 ■■■■■■■ ■■■■■■■■■■■■■■■ ■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■■■■■■■ ■■■■■■■■■■■■■■■ ■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■■■■■■■ ■■■■■■■■■■■■■■■ ■■■■■■■■■■■■■■■■■■■■■■■■■■■■ >- 1111111 .. MIME > ■■■■■■■ MUM 11111111 ll E L60000 a_' : MUM=O v ■■■■■■■■■ o IIIIIIIII IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII ■■■■■■■■■IIII 111111111111' 40000 M■MEM■E■� ■■■■■■■■■IIIIIIIIIIIIIIIIII ' 1111111111 .III • 1111111111■■■■■■■■■■■■■■ ■■■■■■■■■■■■■■ ■■■■ ME 1I■■■■■■■■■■■■■■■■ • 20000111111111 .III ■■■■■■■■■ ■■■■■■■■■ IIIII III' 111111111 ■■■■■■■■■■ ■IIIIII11111111IIIII■■ ■■■■■■■■■1 IIIIIIIIIIIIIIIIIIIIIIIIIIIII 11'11'1111'111'1' ■■■■■■■■■ ■■■■■■■■■■■■■■■ ■■■■■■■■■■■■■■■■■■■■111■■11111 0 0 10 20 30 40 50 60 MOISTURE (%) CURVE SYMBOL SAMPLE IDENTIFICATION SOIL OR BEDROCK TYPE MINIMUM RESISTIVITY (ohm —cm) RESISTIVITY AT IN SITU MOISTURE CONTENT (ohm —cm) • TP-1 © 5' Poorly —Graded Sand with Gravel (SP) 21,200 >80,000 24-1-607 Kumar & Associates LABORATORY RESISTIVITY RESULTS Fig. 54 0 12000 10000 8000 4000 2000 0 10 20 30 40 50 60 I I I NM 0 10 20 30 MOISTURE (%) 40 50 60 CURVE SYMBOL SAMPLE IDENTIFICATION SOIL OR BEDROCK TYPE MINIMUM RESISTIVITY (ohm —cm) RESISTIVITY AT IN SITU MOISTURE CONTENT (ohm —cm) • TP-5 © 0.5'-1' Fill: Clayey Sand (SC) 7,990 >10,000 24-1-607 Kumar & Associates LABORATORY RESISTIVITY RESULTS Fig. 55 THERMAL DRYOUT CURVE Turbines Addition Project\Drafting \241607-56 to 59.dwg E U L.) 0 300 250 200 150 100 50 0 0% 5% 10% 15% Gravimetric Water Content (percent) 20% Sample of: Silty Sand (SM) From: Boring PBR-2 @ 2'-10' Gravel: % Sand: % Silt/Clay: % LL: PI: OMC 8 % DD 130.9 pcf GWC (percent) Measured Rno (C cm/W) 0.0 10.1 8.7 Average Density as Tested 142.2 35.4 36.3 122.7 pcf 93.8 % compaction 24-1-607 Kumar & Associates THERMAL DRYOUT CURVE Fig. 56 THERMAL DRYOUT CURVE Turbines Addition Project\Drafting \241607-56 to 59.dwg E U L.) 0 300 250 200 150 100 50 0 0% 5% 10% 15% Gravimetric Water Content (percent) 20% Sample of: Well -Graded Sand with Silt (SW-SM) From: Boring PBR-4 @ 4'-10' Gravel: % Sand: % Silt/Clay: % LL: PI: OMC C 6.6 % DD 133.6 pcf GWC (percent) Measured Rno (C cm/W) 0.0 9.6 7.1 Average Density as Tested 199.2 38.8 50.3 126.0 pcf 94.3 % compaction 24-1-607 Kumar & Associates THERMAL DRYOUT CURVE Fig. 57 THERMAL DRYOUT CURVE 300 —O—Interpolated Rho (C cm/W) E U L.) 0 t 250 200 150 100 50 0 • Measured Rho (C cm/W) 0% 5% 10% 15% Gravimetric Water Content (percent) 20% Sample of: Poorly -Graded Sand with Gravel (SP) From: Boring TP-1 @ 5'-6' Gravel: 15 % Sand: 84 % Silt/Clay: 1 % LL: NV PI: NP 0MC 12.3 % DD 120.2 pcf GWC (Percent) Measured Rho (C cm/VV) 0.0 12.9 12.6 Average Density as Tested 216.5 43.8 37.1 113.8 pcf 94.7 % compaction 24-1-607 Kumar & Associates THERMAL DRYOUT CURVE Fig. 58 THERMAL DRYOUT CURVE 7.7 e 2 E e 7,174 E E g r E U u 0 t CC 300 250 200 150 100 50 0 0% 5% 10% 15% Gravimetric Water Content (percent) 20% Sample of: Fill: Clayey Sand (SC) From: Boring TP-5 @ 0.5'-1' Gravel: Sand: Silt/Clay: LL: PI: OMC DD 6% 62 % 32 % 22 9 7.6 % 129.4 pcf GWC (percent) Measured Rno (C cm/W) 0.0 10.7 7.2 Average Density as Tested 109.2 42.8 53.3 123.7 pcf 95.6 % compaction 24-1-607 Kumar & Associates THERMAL DRYOUT CURVE Fig. 59 PISTON PENETRATION (psi) IV n 01 0 cn 0 C. 0 0 0 0 C 0 0 0 0 C / L \ � /!J , 0 0.1 0.2 0.3 0.4 0.5 PISTON PENETRATION (inch) SURCHARGE PRESSURE (psf) 200 TEST No. AS —MOLDED DRY DENSITY (pcf) AS —MOLDED PERCENT COMPACTION AS —MOLDED MOISTURE (%) MOISTURE AFTER SOAKING IN TOP INCH (%) CONSOLIDATION OR SWELL (%) 1 120.2 90 6.6 8.9 —0.04 2 126.4 95 6.9 8.5 0.02 3 CORRECTED PISTON PRESSURE -PENETRATION DATA TEST PRESSURE (psi) PENETRATION (inch) CBR (%) N O . .025 .050 .075 .100 .125 .150 .175 .200 .300 .400 .500 - - - - O 1 50.4 98.2 143.4 186.1 226.4 264.2 299.7 332.8 442.3 516.3 556.0 22.2 • 2 99.7 199.3 299.0 398.6 498.2 597.9 694.4 782.0 1055.9 1229.4 1318.3 52.1 3 LOCATION: PBR-4 SAMPLE NO. : DEPTH: 4'-10' PERCENT PASSING NO. 200 SIEVE: LIQUID LIMIT: PLASTICITY INDEX: MAXIMUM DRY DENSITY: 133.6 PCF OPTIMUM MOISTURE CONTENT: 6.6 SOIL DESCRIPTION: Well —Graded Sand with Silt (SW—SM) 24-1-607 Kumar & Associates CALIFORNIA BEARING RATIO TEST RESULTS Fig. 60 60 50 40 0 t- < CC 0 z E a m 30 a z c 0 u_ a o 20 10 0 J 89 91 93 95 97 99 101 PERCENT MAXIMUM DRY DENSITY (ASTM D 698) SAMPLE IDENTIFICATION CBR VALUE @ 95% MAXIMUM DRY DENSITY PBR-4 @ 4'-10' 52.1 24-1-607 Kumar & Associates CALIFORNIA BEARING RATIO TEST RESULTS Fig. 61 PISTON PENETRATION (psi) N W G O O O 0 C 0 O O 0 C ®--e-o-----Q-----1,-----o ..O • 0 0.1 0.2 0.3 0.4 0.5 PISTON PENETRATION (inch) SURCHARGE PRESSURE (psf) 200 TEST No. AS -MOLDED DRY DENSITY (pcf) AS -MOLDED PERCENT COMPACTION AS -MOLDED MOISTURE (%) MOISTURE AFTER SOAKING IN TOP INCH (%) CONSOLIDATION OR SWELL (%) 1 115.8 90.2 8.0 12.3 0.080 2 122.0 95.0 8.1 9.1 0.011 3 129.0 100 7.6 8.4 0.011 CORRECTED PISTON PRESSURE -PENETRATION DATA TEST PRESSURE (psi) PENETRATION (inch) CBR (%) N O . .025 .050 .075 .100 .125 .150 .175 .200 .300 .400 .500 — — — — 0 1 14.8 19.2 19.4 19.4 19.6 19.9 20.5 20.9 23.3 26.2 29.7 1 .9 2 • 27.4 50.6 70.3 87.2 101.6 113.8 125.4 136.9 181.9 225.3 267.1 9.1 ❑ 3 37.6 63.7 76.5 88.7 105.3 125.0 140.5 158.6 225.2 326.3 431.2 10.6 LOCATION: TP-3 SAMPLE NO. : DEPTH: 1'-1.5' PERCENT PASSING NO. 200 SIEVE: LIQUID LIMIT: PLASTICITY INDEX: MAXIMUM DRY DENSITY: 128.4 PCF OPTIMUM MOISTURE CONTENT: 8.3 SOIL DESCRIPTION: Fill: Silty Sand (SM) 24-1-607 Kumar & Associates CALIFORNIA BEARING RATIO TEST RESULTS Fig. 62 an CALIFORNIA BEARING RATIO N W N C 0 0 0 0 0 C 0 89 91 93 95 97 99 101 PERCENT MAXIMUM DRY DENSITY (ASTM D 698) SAMPLE IDENTIFICATION CBR VALUE @ 95% MAXIMUM DRY DENSITY TP-3 © 1'-1.5' 9.1 24-1-607 Kumar & Associates CALIFORNIA BEARING RATIO TEST RESULTS Fig. 63 Table I Summary of Laboratory Test Results Project No.: 24-1-607 Project Name: St. Vrain Combustion Turbines Addition Project Date Sampled: 9/16/2024 through 10/9/2024 Date Received: 9/24/2024 Samp e Location Date Tested Moisture Content (%) Dry Density (pcf) Gradation Natural Natural Percent ° Sand ( /°) Passing No. 200 Sieve Atterberg Limits Optimum Moisture Content (%) Maximum Dry Density (pcf) Unconfined Compressive Strength (psi) Specific Gravity Water Soluble Sulfates (°/0) Minimum Electrical Resistivity (ohm -cm) Chloride Content In Soil (%) pH Redox (my) Sulfide (mg/L) Organic Content in Soil (%) CBR ° (%) AASHTO Classification (Group Index) Soil or Bedrock Type Boring Depth (Feet) Gravel ° ( /°) Liquid Limit (%) Plasticity Index (%) PBR-1 1.0-2.0 9/25/24 10.6 111.9 0 46 54 29 12 1.9 A-6 (4) Fill: Sandy Lean Clay (CL) PBR-1 2.5-3.5 9/25/24 2.2 111.8 Fill: Silty Sand (SM)"" PBR-1 5.0-6.0 9/25/24 1.3 106.1 NV NP Silty Sand (SM)"" PBR-1 10.0-10.5 9/25/24 2.1 105.9 11 87 2 NV NP Poorly -Graded Sand (SP) PBR-1 19.0-20.0 9/25/24 5.0 105.7 Silty Sand (SM)"" PBR-1 29.0-30.5 9/25/24 20.2 4 23 73 37 20 Lean Clay with Sand (CL) PBR-1 34.0-35.5 9/25/24 7.9 35 55 10 Poorly -Graded Sand with Silt & Gravel (SP-SM) PBR-1 39.0-40.5 9/25/24 10.8 Poorly -Graded Sand with Silt & Gravel (SP-SM)"" PBR-1 49.0-50.0 9/25/24 21.0 103.5 Silty Sandstone Bedrock PBR-1 54.0-54.4 9/25/24 14.9 116.3 Interbedded Sandstone/Claystone Bedrock PBR-1 60-65 (60.5-61) 9/26/24 14.5 117.5 247.2 Clayey Sandstone Bedrock PBR-2 1.0-2.0 10/4/24 7.3 98.1 4 63 33 21 6 A-2-4 (0) Silty Clayey Sand (SC-SM) PBR-2 2.0-10.0 10/9/24 8.0 130.9 0.01 8,890 0.007 7.12 263 0.1 Silty Sand (SM)** PBR-2 5.0-6.0 10/4/24 2.5 106.8 20 77 3 2.622 Well -Graded Sand with Silt (SW-SM)"" PBR-2 10.0-11.0 10/4/24 1.4 97.7 Well -Graded Sand with Silt (SW-SM)"" PBR-2 19.0-20.0 10/4/24 7.5 103.4 Poorly -Graded Sand with Silt & Gravel (SP-SM)"" PBR-2 29.0-30.0 10/31/24 6.9 126.6 Silty Sand (SM)"" PBR-2 49.0-50.0 10/4/24 10.0 0 83 17 Silty Sand (SM) PBR-2 65.5-70.5 10/4/24 14.3 118.4 154.4 Siltstone/Claystone Bedrock PBR-2 75.5-80.5 10/4/24 13.1 117.7 258.9 Siltstone Bedrock PBR-3 1.0-2.5 9/25/24 1.3 Poorly -Graded Sand with Silt (SP-SM)"" PBR-3 2.5-4.0 9/25/24 11 82 7 NV NP A -1-b (0) Poorly -Graded Sand with Silt (SP-SM) PBR-3 5.0-6.0 9/25/24 1.8 90.9 Poorly -Graded Sand with Silt (SP-SM)"" PBR-3 7.5-9.0 9/25/24 2.5 14 85 1 NV NP Poorly -Graded Sand (SP) PBR-3 10.0-11.0 9/25/24 2.7 101.9 Poorly -Graded Sand with Silt (SP-SM)"" PBR-3 14.0-15.5 9/25/24 5.7 Poorly -Graded Sand with Silt (SP-SM)"" PBR-3 19.0-20.0 9/25/24 10.8 0 79 21 NV NP Silty Sand (SM) PBR-3 29.0-30.0 9/25/24 8.5 112.4 Silty Sand (SM)"" PBR-3 34.0-35.5 9/25/24 16.1 Silty Sand (SM)"" PBR-3 39.0-40.5 9/25/24 12.7 27 69 4 NV NP Well -Graded Sand with Gravel (SW) PBR-3 44.0-45.5 9/25/24 12.6 Silty Sand (SM)"" PBR-3 64.5-65 (65-65.5) 9/25/24 12.2 124.5 529.8 Claystone Bedrock PBR-4 1.0-2.0 10/4/24 5.8 106.6 12 41 47 31 13 3.2 A-6 (3) Clayey Sand (SC) PBR-4 2.5-4.0 10/4/24 2.3 Clayey Sand (SC)"" PBR-4 4.0-10.0 10/11/24 6.6 133.6 0.00 8,340 0.005 7.25 302 0.1 52.1 Well -Graded Sand with Silt (SW-SM)"" PBR-4 5.0-6.0 10/4/24 4.5 112.9 Well -Graded Sand with Silt (SW-SM)"" PBR-4 7.5-9 10/4/24 2.4 25 73 2 Poorly -Graded Sand with Gravel (SP) PBR-4 10.0-11.0 10/4/24 2.9 Well -Graded Sand with Silt and Gravel (SW-SM)"" PBR-4 19.0-20.0 10/4/24 7.6 109.7 Poorly -Graded Sand with Silt (SP-SM)"" PBR-4 24.0-25.0 11/4/24 0 32 68 36 20 Sandy Lean Clay (CL) PBR-4 34.0-35.0 10/4/24 9.1 90.3 5 Poorly -Graded Sand with Silt (SP-SM)"" PBR-4 39.0-40.5 10/10/24 2.649 Well -Graded Sand (SW)"" PBR-4 44.0-45.5 10/4/24 13.3 Well -Graded Sand (SW)"" PBR-4 60.5-65.5 10/4/24 12.7 123.8 278.1 Siltstone Bedrock PBR-4 75.5-80.5 10/4/24 16.3 114.3 519.3 Siltstone Bedrock PBR-5 1.0-2.0 9/25/24 1.5 112.0 13 83 4 NV NP A -1-b (0) Fill: Poorly -Graded Sand (SP) PBR-5 2.5-4.0 9/25/24 1.4 Poorly -Graded Sand with Silt (SP-SM)"" PBR-5 10.0-11.5 9/25/24 1.6 15 83 2 NV NP Well -Graded Sand with Gravel (SW) PBR-5 14.0-15.0 9/25/24 4.5 105.9 Silty Sand (SM)"" PBR-5 19.0-20.5 9/25/24 6.1 8 NV NP Poorly -Graded Sand with Silt (SP-SM) PBR-5 24.0-25.0 9/25/24 19.0 110.2 Sandy Lean Clay (CL)"" PBR-5 34.0-35.5 9/25/24 11.0 38 57 5 NV NP Poorly -Graded Sand with Silt & Gravel (SP-SM) PBR-5 39.0-40.5 (Sand) 9/25/24 10.6 Silty Sand (SM)"" PBR-5 39.0-40.5 (Clay) 9/25/24 26.4 Sandy Lean Clay (CL)"" PBR-5 44.0-45.5 9/25/24 25.6 Silty Sand (SM)"" PBR-5 60.5-65.5 (63-63.5) 9/26/24 14.9 117.5 441.3 Claystone Bedrock PBR-5 70.5-75.5 9/25/24 18.1 110.0 458.0 Sandstone Bedrock PBR-6 1.0-2.0 10/10/24 2.9 111.0 Fill: Poorly -Graded Sand with Silt (SP-SM)"" PBR-6 2.5-4 10/10/24 2.2 15 83 2 Poorly -Graded Sand with Gravel (SP) Table I Summary of Laboratory Test Results Project No.: 24-1-607 Project Name: St. Vrain Combustion Turbines Addition Project Date Sampled: 9/16/2024 through 10/9/2024 Date Received: 9/24/2024 Sample Location Date Tested Moisture Content (%) Dry. Density (pcf) Gradation Natural Natural Percent ° Sand ( /°) Passing No. 200 Sieve Atterberg Limits Optimum Moisture Content (%) Maximum Dry Density (pcf) Unconfined Compressive Strength (psi) Specific Gravity Water Soluble Sulfates (%) Minimum Electrical Resistivity (ohm -cm) Chloride Content In Soil (`)/0) pH Redox (mV) Sulfide (mg/L) Organic Content in Soil (°/0) CBR ° (%) AASHTO Classification (Group Index) Soil or Bedrock Type Boring Depth (Feet) Gravel ° ( /°) Liquid Limit (%) Plasticity Index (%) PBR-6 5.0-6.0 10/10/24 2.8 116.2 Poorly -Graded Sand with Silt (SP-SM)"" PBR-6 7.5-9.0 10/10/24 16 82 2 NV NP Poorly -Graded Sand with Gravel (SP) PBR-6 14.0-15.5 10/10/24 5.2 Silty Sand (SM)"" PBR-6 24.0-25.0 10/10/24 27.8 95.1 Sandy Lean Clay (CL)** PBR-6 29.0-30.5 10/10/24 14.5 Poorly -Graded Sand with Silt (SP-SM)"" PBR-6 39.0-40.5 10/10/24 37 56 7 NV NP Poorly -Graded Sand with Silt & Gravel (SP-SM) PBR-6 49.0-49.7 10/10/24 21.8 102.2 Sandstone Bedrock PBR-6 54.0-54.3 10/10/24 17.6 Sandstone Bedrock PBR-6 65.5-70.5 10/10/24 16.6 115.4 Sanstone/Claystone Bedrock PBR-6 75.5-80.5 10/10/24 11.9 123.9 151.0 Sandstone Bedrock PBR-6 85.5-90.5 10/10/24 11.2 125.7 334.7 Sanstone/Claystone Bedrock PB-1 10.0-11.5 10/10/24 27 71 2 Poorly -Graded Sand with Gravel (SP) PB-2 5.0-6.0 10/10/24 2.6 102.9 Poorly -Graded Sand with Silt (SP-SM)"" PB-2 10.0-11.0 10/10/24 2.2 96.9 Poorly -Graded Sand with Silt (SP-SM)"" PB-2 14.0-15.5 10/10/24 5.2 Silty Sand (SM)"" PB-2 24.0-25.5 10/10/24 13 44 43 27 15 Clayey Sand (SC) PB-2 29.0-30.5 10/10/24 12.5 Silty Sand (SM)"" PB-2 39.0-40.5 10/10/24 13 79 8 NV NP Poorly -Graded Sand with Silt (SP-SM) PB-2 49.0-50.0 10/10/24 24.5 94.4 Claystone Bedrock PB-3 1.0-2.0 10/10/24 10.3 108.4 52 45 24 A-7-6 (9) Fill: Sandy Lean Clay (CL) PB-3 5.0-6.0 10/10/24 2.622 Poorly -Graded Sand with Silt (SP-SM)"" PB-3 7.5-9.0 10/10/24 2.1 Poorly -Graded Sand with Silt (SP-SM)"" PB-3 10.0-11.5 10/10/24 2.2 21 74 5 Poorly -Graded Sand with Silt & Gravel (SP-SM) PB-3 19.0-20.5 10/10/24 6.9 Silty Sand (SM)" PB-3 24.0-25.5 10/10/24 3 54 43 24 12 Clayey Sand (SC) PB-3 34.0-35.5 10/10/24 11.0 Silty Sand (SM)"" PB-3 59.0-59.3 10/10/24 20.1 108.0 Claystone Bedrock PB-4 2.5-4.0 10/4/24 13.5 Fill: Poorly -Graded Sand with Silt (SP-SM)"" PB-4 5.0-6.5 10/4/24 11 85 4 Poorly -Graded Sand (SP) PB-4 10.0-11.5 10/4/24 4.6 Poorly -Graded Sand with Silt (SP-SM)" PB-5 1.0-2.0 10/4/24 3.4 113.8 Fill: Silty Sand (SM)"" PB-5 2.5-3.5 10/4/24 11.0 106.3 3 57 40 35 18 A-6 (3) Fill: Clayey Sand (SC) PB-5 5.0-6.0 10/4/24 2.5 110.6 Poorly -Graded Sand with Silt (SP-SM)" PB-5 10.0-11.5 10/4/24 2.4 Poorly -Graded Sand with Silt (SP-SM)" PB-5 14.0-15.5 10/4/24 4.2 0 89 11 NV NP Poorly -Graded Sand with Silt (SP-SM) PB-5 19.0-20.5 10/4/24 5.5 Silty Sand (SM)"" PB-5 24.0-25.5 10/4/24 15.6 Silty Sand (SM)** PB-5 29.0-30.5 10/4/24 83 26 9 Lean Clay with Sand (CL) PB-5 34.0-35.5 10/4/24 7.9 Silty Sand (SM)"" PB-6 2.5-4.0 10/4/24 2.0 Poorly -Graded Sand with Silt (SP-SM)"" PB-6 5.0-6.5 10/4/24 1.8 17 80 3 Poorly -Graded Sand with Gravel (SP) PB-6 7.5-9.0 10/4/24 3.8 Poorly -Graded Sand with Silt (SP-SM)"" PB-6 14.0-15.5 10/4/24 3.8 Silty Sand (SM)"" PB-6 19.0-20.5 10/4/24 7.1 12 68 20 19 5 Silty Clayey Sand (SC-SM) PB-6 24.0-25.0 10/4/24 28.9 95.0 Sandy Lean Clay (CL) PB-6 34.0-35.5 10/4/24 11.7 Silty Sand (SM)** PB-6 39.0-40.5 10/4/24 13.5 23 70 7 NV NP Poorly -Graded Sand with Silt & Gravel (SP-SM) PB-6 44.0-45.5 10/4/24 16.5 Silty Sand (SM)"" PB-7 2.5-4.0 9/26/24 3.8 Fill: Poorly -Graded Sand with Silt (SP-SM)"" PB-7 5.0-6.0 9/26/24 2.3 110.6 Silty Sand (SM)"" PB-7 7.5-9.0 9/26/24 2.0 Silty Sand (SM)** PB-8 1.0-2.0 9/26/24 2.9 110.4 24 15 3 Fill: Silty Sand (SM) PB-8 5.0-6.5 9/26/24 1.7 Poorly -Graded Sand with Silt (SP-SM)"" PB-8 7.5-8.5 9/26/24 2.7 113.6 Poorly -Graded Sand with Silt (SP-SM)"" PB-8 10.0-11.5 9/26/24 1.5 Poorly -Graded Sand with Silt (SP-SM)"" PB-9 2.5-4.0 10/4/24 0.6 Poorly -Graded Sand with Silt (SP-SM)"" PB-9 5.0-6.0 10/4/24 2.1 105.0 Poorly -Graded Sand with Silt (SP-SM)"" PB-10 1.0-2.0 9/25/24 7.7 106.6 1 41 58 28 14 A-6 (5) Fill: Sandy Lean Clay (CL) Table I Summary of Laboratory Test Results Project No.: 24-1-607 Project Name: St. Vrain Combustion Turbines Addition Project Date Sampled: 9/16/2024 through 10/9/2024 Date Received: 9/24/2024 Samp e Location Date Tested Moisture Content (%) Dry. Density (pcf) Gradation Natural Natural Percent ° Sand ( /°) Passing No. 200 Sieve Atterberg Limits Optimum Moisture Content (%) Maximum Dry Density (pcf) Unconfined Compressive Strength (psi) Specific Gravity Water Soluble Sulfates (%) Minimum Electrical Resistivity (ohm -cm) Chloride Content In Soil (`)/0) pH Redox (mV) Sulfide (mg/L) Organic Content in Soil (°/0) CBR ° (%) AASHTO Classification (Group Index) Soil or Bedrock Type Boring Depth (Feet) Gravel ° ( /°) Liquid Limit (%) Plasticity Index (%) PB-10 2.5-4.0 9/25/24 2.4 Fill: Silty Sand (SM)** PB-10 5.0-6.0 9/25/24 3.2 106.9 14 83 3 NV NP Poorly -Graded Sand with (SP) PB-10 7.5-9.0 9/25/24 2.6 Poorly -Graded Sand with Silt (SP-SM)** PB-11 1.0-2.0 9/25/24 7.2 115.1 32 Fill: Clayey Sand (SC)** PB-11 2.5-4.0 9/25/24 4.2 Fill: Silty Sand (SM)** PB-11 5.0-6.0 9/25/24 2.7 105.2 Silty Sand (SM)** PB-11 7.5-9.0 9/25/24 2.6 Silty Sand (SM)** PB-11 10.0-11.0 9/25/24 4.9 105.0 11 Poorly -Graded Sand with Silt (SP-SM) PB-12 2.5-4.0 10/4/24 3.3 6 74 20 19 4 A -1-b (0) Fill: Silty Clayey Sand (SC-SM) PB-12 10.0-11.5 10/4/24 2.7 Poorly -Graded Sand with Silt (SP-SM)** PB-13 2.5-4.0 10/4/24 1.2 Poorly -Graded Sand with Silt (SP-SM)** PB-13 7.5-9.0 10/4/24 0.5 Poorly -Graded Sand with Silt (SP-SM)** PB-13 14.0-15.5 10/4/24 0.9 Poorly -Graded Sand with Silt (SP-SM)** PB-14 5.0-6.0 10/4/24 1.3 102.7 Poorly -Graded Sand with Silt (SP-SM)** PB-14 10.0-11.5 10/4/24 1.2 Poorly -Graded Sand with Silt (SP-SM)** PB-15 1.0-2.0 10/4/24 5.3 102.2 Fill: Silty Sand (SM)** PB-15 5.0-6.5 10/4/24 1.0 Poorly -Graded Sand with Silt (SP-SM)** PB-15 10.0-11.5 10/4/24 2.1 Poorly -Graded Sand with Silt (SP-SM)** PB-16 2.5-4.0 10/4/24 6.2 Fill: Silty Sand (SM)** PB-16 7.5-9.0 10/4/24 2.1 Poorly -Graded Sand with Silt (SP-SM)** PB-17 2.5-4.0 10/4/24 1.2 Poorly -Graded Sand with Silt (SP-SM)** PB-17 5.0-6.0 10/4/24 1.6 112.1 Poorly -Graded Sand with Silt (SP-SM)** PB-17 7.5-9.0 10/4/24 1.7 Poorly -Graded Sand with Silt (SP-SM)** PB-17 10.0-11.5 10/4/24 1.6 Poorly -Graded Sand with Silt (SP-SM)"" PB-17 14.0-15.5 10/4/24 1.9 Poorly -Graded Sand with Silt (SP-SM)** PB-18 2.5-3.5 10/10/24 2.5 113.8 Fill: Poorly -Graded Sand with Silt (SP-SM)"" PB-18 10.0-11.5 10/10/24 2.0 Poorly -Graded Sand with Silt (SP-SM)"" PB-19 1.0-2.0 10/4/24 4.7 111.3 Fill: Poorly -Graded Sand with Silt (SP-SM)** PB-19 2.5-4.0 10/4/24 4.6 Fill: Poorly -Graded Sand with Silt (SP-SM)** PB-19 7.5-9.0 10/4/24 1.4 Poorly -Graded Sand with Silt (SP-SM)** PB-19 14.0-15.5 10/4/24 1.4 Poorly -Graded Sand with Silt (SP-SM)"" PB-20 1.0-2.0 9/26/24 9.0 124.8 Fill: Silty Sand (SM)** PB-20 2.5-3.5 9/26/24 9.5 5 70 25 15 2 A-2-4 (0) Fill: Silty Sand (SM) PB-20 5.0-6.5 9/26/24 6.2 Fill: Silty Sand (SM)** PB-20 7.5-8.5 9/26/24 3.8 102.4 Silty Sand (SM)** PB-20 10.0-11.5 9/26/24 5.5 Silty Sand (SM)** PB-21 2.5-4.0 9/26/24 6.9 Fill: Silty Sand (SM)** PB-21 7.5-9.0 9/26/24 1.9 Poorly -Graded Sand with Silt (SP-SM)"" PB-21 10.0-11.0 9/26/24 5.7 105.2 Poorly -Graded Sand with Silt (SP-SM)"" PB-22 2.5-3.5 10/4/24 14.8 96.8 Fill: Clayey Sand (SC) PB-22 7.5-9.0 10/4/24 1.6 Poorly -Graded Sand with Silt (SP-SM)"" PB-22 10.0-11.5 10/4/24 1.9 Poorly -Graded Sand with Silt (SP-SM)"" PB-22 14.0-15.5 10/4/24 3.8 Silty Sand (SM)** TP-1 5.0-6.0 9/25/24 2.0 15 84 1 NV NP 10.6* 125.0* 0.04 21,200 0.005 6.99 148 0.0 A -1-b (0) Poorly -Graded Sand with Gravel (SP) TP-1 12.0-13.0 9/25/24 3.3 Silty Sand (SM)** TP-2 1.5-2.0 9/25/24 5.5 29 57 14 Fill: Silty Sand with Gravel (SM) TP-2 12.0 9/25/24 3.0 Poorly -Graded Sand with Silt (SP-SM)"" TP-3 1.0-1.5 9/25/24 3.2 8.3 128.4 9.1 Fill: Silty Sand (SM)** TP-3 5.5-6.0 9/25/24 1.8 Poorly -Graded Sand with Silt (SP-SM)"" TP-4 2.5-3.0 9/25/24 3.9 7.4 129.8 Silty Sand (SM)** TP-5 0.5-1.0 9/25/24 5.2 6 62 32 22 9 7.2* 131.0* 0.00 7,990 0.005 6.72 262 1.0 A-2-4 (0) Fill: Clayey Sand (SC) TP-5 11.0-11.5 9/25/24 2.5 Silty Sand (SM)** TP-6 4.0-4.5 9/25/24 2.0 15 84 1 NV NP A -1-b (0) Poorly -Graded Sand with Gravel (SP) *Rock Corrected Values (ASTM D1557) ** Visual Classification APPENDIX A BEDROCK CORE LOGS ROCK CORE SOIL 0' W rt 0' of 0— 0.0 2— > 0 a, v L 0 E rn a 3 00 Li -o E z a oco C7 J DESCRIPTION (Soil: Soil type, USCS, Consistency, Moisture, Color) (Rock: Rock type, Hardness, Weathering, Color) Blow Count FIELD NOTES/ LAB TEST RESULTS 0.5 — 3 — Run No.: 4 52 15 2 jllIl jlIlI jlIlI jlIlI VII I VI _ II I VI _ II rll, Limestone, Gray —Orange, Highly to Moderately Weathered, Medium Hard. A❑ © © ❑D ❑E F❑ © H❑ ❑I 1: 45, B, W, Fe —n, Sp, Ir, R, Tn Number of core interval. Recovery: Percent of core recovered in a core run. POOR CIRCULATION RQD: Rock Quality Designation — Percent of intact core segments greater then 4 inches (100 mm) in length divided by the length of the core run. Fracture Frequency: The number of naturally occurring discontinuities, excluding mechanical breaks, per foot (0.3 mm) of rock core. Fracture Drawing/ Number: Graphic Log: Description: Soil Type: Blows/ft. (0.3m): Field Notes: Discontinuity Descriptors: Strech of natural discontinuities showing the relative angle of each discontinuity with respect to the core hole. Numbers correspond to individual discontinuitites or discontinuity sets which are described using abbreviated descriptors (see items through presented in below). Mechanical break indicated by "m". Log indicating different overburden soil or rock type. Description of overburden soil or bedrock. Soil is described based on the Unified Soil Classification System. Bedrock weathering and hardness are decribed using classifications shown on sheet 2 (from Oregon DOT soil and Rock Classification Manual, 1987). Soil sample type. Number of blows of a 140 lb. (623 N) hammer falling 30 inches (762 mm) required to drive a sampler 12 inches (0.3 m). Comments on drilling conditions including drill rate, drill circulation, use of drilling agents and other information. Descriptor types corresponding to letters shown above are presented below. AW Discontinuity number corresponding EB Dip of discontinuity measured to fracture dwg. from horizontal © Discontinuity Type ❑D Discontinuity Width (mm/inches) E❑ Type of Infilling F — Fault W — Wide (12-50mm/0.5"-2") J — Joint MW — Moderately Wide (2-12mmf0.1 "-0.5") Sh — Shear N — Narrow (1-2mm/0.05"-0.1' Fo — Foliation VN — Very Narrow (<tmm/<0.05') V — Vein T — tight (Omm/0") B — Bedding ❑F Amount of infillinq Su — Surface Stain Sp — Spotty Pa — Partially Filled Fi — Filled No — None © Discontinuity Surface Shape III Discontinuity Wa — Wavy PI — Planar St — Stepped Ir — Irregular ❑I Beddina/Foliation Spacing (m/ft)* VTn — Very Thin (<O.05m/<2") Tn — Thin (0.05-0.3m/2' —1') M — Medium (0.3-0.9m/1'-3') Tk — Thick (0.9-3m/3'-10') VTk — Very Thick (>3m/>10') CI — Clay Ca — Calcite Ch — Chlorite Fe — Iron Oxide Gy — Gypsum/Talc H — Healed No — None Py — Pyrite Qz — Quartz Sd — Sand/Gravel Surface Roughness SI - Slickensided (smooth with striations) S — Smooth R — Rough (ridges, steps and asperities visible) VR — Very Rough ❑I Joint/Shear/Fault/Vein Spacing (m/ft)* VC — Very Close (<O.05m/<2") C — Close (0.05-0.3m/2"-1') MC — Moderately Close (0.3-0.9m/1'-3') W — Wide (0.9-3m/3'-10') VW — Very Wide (>3m/>10') * Discontinuity spacing, indicated by the abreviated descriptor shown beneath letter I above, depends on discontinuity type (bedding/foliation or joint/shear/fault/vein) indicated by descriptor corresponding to item C above. 24-1-607 Kumar & Associates KEY TO CORE LOG Fig. 1 SCALE OF RELATIVE ROCK HARDNESS TERM HARDNESS DESIGNATION FIELD IDENTIFICATION APPROXIMATE UNCONFINED COMPRESSIVE STRENGTH Extremely Soft RO Can be indented with difficulty by thumbnail. May be moldable or friable with finger pressure. <100 psi Very Soft R1 Crumbles under frim blows with point of a geology pick. Can be peeled by a pocket knife. Scratched with finger nail. 100-1,000 psi Soft R2 Can be peeled by a pocket knife with difficulty. Cannot be scratched with fingernail. Shallow indentation made by firm blow of geology pick. 1,000-4,000 psi Medium Hard R3 Can be scratched by knife or pick. Specimen can be fractured with a single firm blow of hammer/geology pick. 4,000-8,000 psi Hard R4 Can be scratched with knife or pick only with difficulty, Several hard hammer blows required to fracture specimen. 8,000-16,000 psi Very Hard R5 Cannot be scratched by knife or sharp pick. Specimen requires many blows of hammer to fracture or chip. Hammer rebounds after impact. >16,000 psi SCALE OF RELATIVE ROCK WEATHERING DESIGNATION FIELD IDENTIFICATION Fresh Crystals are bright. Discontinuities may show some minor surface staining. No discoloration in rock fabric. Slightly Weathered Rock mass is generally fresh. Discontinuities are stained and may contain clay. Some discoloration in rock fabric. Decomposition extends up to 1 inch into rock. Moderately Weathered Rock mass is decomposed 50% or less. Significant portions of rock show discoloration and weathering effects. Crystals are dull and show visible chemical alteration. Discontinuities are stained and may contain secondary mineral deposits. Predominantly Decomposed Rock mass is more than 50% decomposed. Rock can be excavated with geologist's pick. All discontinuities exhibit secondary mineralization. complete discoloration of rock fabric. surface of core is friable and usually pitted due to washing out of highly altered minerals by drilling water. Decomposed Rock mass is completely decomposed. Original rock "fabric" may be evident. May be reduced to soil with hand pressure. Note: Rock Classifications above are based on Oregon DOT Rock Classification Manual (1987). 24-1-607 Kumar & Associates INTACT ROCK CLASSIFICATION Fig. 2 CORE BORING LOG KUMAR 8c ASSOCIATES Project Name: XCEL ST. VRAIN Project No. 24-1-607 Boring No: PBR-1 I Sheet 1 of 5 Boring Location: Casing Used: 3.25" HSA Core Size: NQ Driller: ELITE/DAN I Rig Type: CME 25 Start Date: 9/16/24 Completion Date: 9/16/24 Logged By: CW Ground Elev: Temp. Precip. Reviewed By: JDC Water Depth: 25' Completion Information: Date: Time: Depth, meter ROCK CORE SOIL a�, o._ Run No. Recovery,% o a rx Frac. Freq. Fracture Drawing Number Graphic Log DESCRIPTION (Soil: Soil type, USCS, Consistency, Moisture, Color) (Rock: Rock type, Hardness, Weathering, Color) Sample Type Blow Count FIELD NOTES/ LAB TEST RESULTS 00 0— 1 — FILL: LEAN CLAY (CL) WITH VARIABLE FINE- TO COARSE -GRAINED SAND CONTENT AND TRACE GRAVELS, SLIGHTLY MOIST TO MOIST, BROWN TO DARK BROWN. WC=10.6 DD=111.9 +4=0 — 0.5— U N M -200=54 LL=29 PI=12 Org=1.9 2 - A-6 (4) SILTY SAND (SM), FINE- TO COARSE -GRAINED WITH TRACE TO LITTLE N.- 3 - :. GRAVEL AND ISOLATED COBBLES, LOOSE TO VERY DENSE WITH a 1.0- : ISOLATED VERY LOOSE ZONES, SLIGHTLY MOIST TO WET (BELOW U DD=111.8 4- 5- - 1.5- GROUNDWATER), TAN TO BROWN TO DARK BROWN. 6 - Q U N WC=1.3 DD=106.1 NV NP - 7- 2.0- - / 8 - 2 5— . POORLY- TO WELL -GRADED SAND WITH SILT (SP-SM/SW-SM) WITH ISOLATED LENSES OF POORLY -GRADED GRAVEL WITH SAND (GP), FINE- TO COARSE -GRAINED WITH TRACE TO SOME GRAVEL AND a N.- 9 - - 3.0— .0- • • ' ' . • : • • ISOLATED COBBLES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO GRYA-BROWN WITH OCCASIONAL IRON OXIDATION STAINING. — / o csi M =2.1 DD DD=105.9 +4=11 -200=2 11 - 12- 13- 14 3.5- - 4.0- - .. . NV NP - 4.5- :• . : • SILTY SAND (SM), FINE- TO COARSE -GRAINED WITH TRACE TO LITTLE GRAVEL AND ISOLATED COBBLES, LOOSE TO VERY DENSE WITH ISOLATED VERY LOOSE ZONES, SLIGHTLY MOIST TO WET (BELOW U N N N 15 16- 17- 5.0- GROUNDWATER), TAN TO BROWN TO DARK BROWN. 18 - 5.5- CORE BORING LOG KUMAR 8c ASSOCIATES Project Name: Project No. Boring No. Sheet XCEL ST. VRAIN 24-1-607 PBR-1 2 of 5 Depth, meter ROCK CORE SOIL Recovery,% R Q D,% Frac. Freq. Fracture Drawing Number Graphic Log Sample Type Blow Count FIELD s DESCRIPTION NOTES/LAB A- a, z TEST RESULTS o c (Soil: Soil type, USCS, Consistency, Moisture, Color) rx (Rock: Rock type, Hardness, Weathering, Color) 18— 5.5 SILTY SAND (SM) CONTINUED 19 — WC=5.0 DD=105.7 a csi 6.0— c) CNI 20- 21- 6.5- 22 - 23 - 7.0— 24 — N 7.5— c..)M IL 25— . . ' _ —9— — 26 — 8.0- 27 - - 28 - 8.5- LEAN CLAY (CL) TO FAT CLAY (CH) WITH VARIABLE SILT AND 29 - - / / FINE-GRAINED SAND CONTENT, SOFT TO STIFF, MOIST TO VERY MOIST, TAN TO BROWN. WC=20.2 +4=4 N 9.0- ti ,--200=73 30- 31- - / / LL=37 P1=20 9.5- 32 - - / POORLY- TO WELL -GRADED SAND WITH SILT (SP-SM/SW-SM) WITH ISOLATED LENSES OF POORLY -GRADED GRAVEL WITH SAND (GP), 33 - 10.0- . ' FINE- TO COARSE -GRAINED WITH TRACE TO SOME GRAVEL AND ISOLATED COBBLES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO GRYA-BROWN WITH OCCASIONAL IRON OXIDATION - STAINING. 34 - WC=7.9 N 10.5- 0+4=35 ti >i- -200=10 35- 36 - 11.0- 37 - 11.5- 38 - CORE BORING LOG KUMAR & ASSOCIATES Project Name: Project No. Boring No. Sheet XCEL ST. VRAIN 24-1-607 PBR-1 3 of 5 Depth, meter ROCK CORE SOIL Recovery,% R Q D,% Frac. Freq. Fracture Drawing Number Graphic Log Sample Type Blow Count FIELD A_ o_o_-,,Z o DESCRIPTION NOTES/LAB TEST RESULTS o.. c (Soil: Soil type, USCS, Consistency, Moisture, Color) rx (Rock: Rock type, Hardness, Weathering, Color) 38 — POORLY -GRADED SAND WITH SILT (SP-SM) CONTINUED 39 - . . WC=10.8 N 12.0-ci co 40 - .41- 12.5- 42 - : 13.0- 43— �. 44 - : y " \ It, 45 - 46 - 13.5- 14.0- 47 - 14.5- 48- 49— WC=21.0 15.0— '!.:::•:::'�' INTERBEDDED CLAYSTONE/SANDSTONE BEDROCK, SILTY IN PLACES, N DD=103.5 .:.y FINE-GRAINED SAND FRACTION, HARD TO VERY HARD, LOW TO HIGH a c...) c) PLASTICITY, SLIGHTLY MOIST TO MOIST, BROWN TO ORANGE -BROWN TO u-) 50 — — . GRAY TO BLUE -GRAY. 51 - 15.5- :: 52 — 16.0— 53— ! :::: 54— 16.5— .. 55— — �:• :::�• i:::: a c, o un WC=14.9 DD=116.3 17.0- 56 — • 57 — :::: 17.5- !""' 58 E E= CORE BORING LOG KUMAR 8c ASSOCIATES Project Name: XCEL ST. VRAIN Project No. 24-1-607 Boring No. PBR-1 Sheet 4 of 5 Depth, meter ROCK CORE SOIL Q;, o o z c rx Recovery,% R Q D,% Frac. Freq. Fracture Drawing Number Graphic Log DESCRIPTION (Soil: Soil type, USCS, Consistency, Moisture, Color) (Rock: Rock type, Hardness, Weathering, Color) Sample Type Blow Count FIELD NOTES/LAB TEST RESULTS 58— • . INTERBEDDED CLAYSTONE/SANDSTONE BEDROCK - CONTINUED 59— 18.0— 1 100 0 . -4- in 60 — . 61 — 18.5— ; WC=14.5 DD=117.5 UC=247.2 62 — 63— 64 — 19.0— 19.5— 2 100 93 3 •... .+ :; •..... 1: 10, B, N, LIGNITE, Sg-Pa, PI, S, M-TK 65 — 66 — 67 — 68— 69 — 20.0— 20.5— — 21.0- - 3 93 100 ::>:: ...�.. ...... • ': .. ::;:. 70 — 71 — 72 — 73— 74 — 21.5- 22.0— — 22.5— 4 93 90 i::: ...' ::y'• ::':::.:. :::: •..' • .s. 2: 30, B, N, No, No, PI, S, Tk 75 — 76 — 77 — 23.0— 23.5— — 5 92 100 '. :::: i :'' : ; 78 — CORE BORING LOG KUMAR 8c ASSOCIATES Project Name: XCEL ST. VRAIN Project No. 24-1-607 Boring No. PBR-1 Sheet 5 of 5 Qom- a� o Depth, meter ROCK CORE DESCRIPTION (Soil: Soil type, USCS, Consistency, Moisture, Color) (Rock: Rock type, Hardness, Weathering, Color) FIELD NOTES/LAB TEST RESULTS . c X > o 1 o CY r "' u_ a ut 3 O) a o Lto - _a E z o s o o, c153 Sample Type Blow Count 78 •v. .• .. INTERBEDDED CLAYSTONE/SANDSTONE BEDROCK - CONTINUED 24.0- 79 — 80 24.5- BOTTOM OF HOLE - 80 FEET 81- 82 - 25.0- 83- 25.5 - 84 - 85 - 26.0- 86 - - 87 _ 26.5- 88- 27.0- 89 - 90 - 27.5- 91- - 92 - 28.0- 93- 28.5- 94 - 95 - 29.0- 96 - - 29.5- 97 - 98 - CORE BORING LOG KUMAR 8c ASSOCIATES Project Name: XCEL ST. VRAIN Project No. 24-1-607 Boring No: PBR-2 1 Sheet 1 of 5 Boring Location: Casing Used: 3.25" HSA Core Size: NQ Driller: ELITE/DAN I Rig Type: CME 25 Start Date: 9/16/24 Completion Date: 9/16/24 Logged By: CW Ground Elev: Temp. Precip. Reviewed By: JDC Water Depth: 27' Completion Information: Date: Time: Depth, feet Depth, meter ROCK CORE SOIL .oN una Recovery,% e o o• ce Frac. Freq. Fracture Drawing Number Graphic Log DESCRIPTION (Soil: Soil type, USCS, Consistency, Moisture, Color) (Rock: Rock type, Hardness, Weathering, Color) Sample Type Blow Count FIELD NOTES/ LAB TEST RESULTS 0— 1 - 0.0 _ / / CLAYEY SAND (SC), FINE- TO COARSE -GRAINED WITH TRACE TO FEW GRAVELS, LOOSE TO MEDIUM DENSE, SLIGHTLY MOIST, TAN TO BROWN. WC=7.3 DD=98.1 +4=4 -200=33 2 0.5- i o N ° LL=21 AI =6 A-2-4(0) - - SILTY SAND (SM), FINE- TO COARSE -GRAINED WITH TRACE TO LITTLE BULK SAMPLE 3 - 1 0- ' GRAVEL AND ISOLATED COBBLES, LOOSE TO VERY DENSE WITH ISOLATED VERY LOOSE ZONES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO DARK BROWN. to to a 1.O 2'-10' OMC=8.0 MDD=130.9 WSS=0.01 4 — 5— 1.5-- RES=8,890 cl=0.007 pH=7.12 RE—DOX=263 . SUL=01 6 - /// POORLY- TO WELL -GRADED SAND WITH SILT (SP-SM/SW-SM) WITH ISOLATED LENSES OF POORLY -GRADED GRAVEL WITH SAND (GP), FINE- TO COARSE —GRAINED WITH TRACE TO SOME GRAVEL AND -I 0 ,- . co DD 06.8 +4=20 —200=3 - :1251 2 0- ' .' . • • ISOLATED COBBLES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO GRAY -BROWN WITH OCCASIONAL IRON OXIDATION STAINING. SG=2.622 • ' 3.0- 10- Q U ,- co WC=1.4 DD=97.7 11- 12- 13- 4 3.5- 4.0- 1 — 4.5— rn N 15— 1x- 17- 5.0- 18- 5.5- CORE BORING LOG KUMAR 8c ASSOCIATES Project Name: Project No. Boring No. Sheet XCEL ST. VRAIN 24-1-607 PBR-2 2 of 5 Depth, meter ROCK CORE SOIL Recovery,% R Q D,% Frac. Freq. Fracture Drawing Number Graphic Log Sample Type Blow Count FIELD s DESCRIPTION NOTES/LAB Q;, z TEST RESULTS o,_ c (Soil: Soil type, USCS, Consistency, Moisture, Color) rx (Rock: Rock type, Hardness, Weathering, Color) 18— 5.5 POORLY -GRADED SAND WITH SILT (SP-SM) - CONTINUED - 19 - WC=7.5 DD=103.4 a csi 6.0- v01 20- 21 - 6.5- 22 - 23 - 7.0- 24 - N 7.5- y CD 25- CLAYEY SAND (SC), FINE- TO COARSE -GRAINED WITH TRACE TO FEW - 26 - / GRAVELS, LOOSE TO MEDIUM DENSE, SLIGHTLY MOIST, TAN TO BROWN. 8.0- 27- - 0.10 SILTY SAND (SM), FINE- TO COARSE -GRAINED WITH TRACE TO LITTLE GRAVEL AND ISOLATED COBBLES, LOOSE TO VERY DENSE WITH 28 - 8.5- ISOLATED VERY LOOSE ZONES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO DARK BROWN. 29 - WC=6.9 9.0- -i U N DD=126.6 30- 31 - 9.5- 32 - _ 10.0- / 33 - 34 - N 10.5- 35- - 36 - 11.0- 37 - - 11.5- 38 - CORE BORING LOG KUMAR 8c ASSOCIATES Project Name: Project No. Boring No. Sheet XCEL ST. VRAIN 24-1-607 PBR-2 3 of 5 Depth, meter ROCK CORE SOIL Q;, o z Recovery,% R Q D,% Frac. Freq. Fracture Drawing Number Graphic Log DESCRIPTION Sample Type Blow Count FIELD NOTES/LAB TEST RESULTS o c (Soil: Soil type, USCS, Consistency, Moisture, Color) rx (Rock: Rock type, Hardness, Weathering, Color) 38 — SILTY SAND (SM) - CONTINUED 39 - 12.0- y N \ N 40 - .41- 12.5- . . 42 - 13.0- 43— �. 44 - y "' \ 13.5- 45 - - N 46 14.0- 47 - 14.5- 48— a9 - 15.0- CV to we=io.o -4=0 200=17 200 50 — — N S SILTSTONE BEDROCK, FINE-GRAINED SAND FRACTION, VERY HARD, 51 — 15.5— CD 52 - 53— 16.0- / 54- 16.5- / a c) c 55 - - / in 17.0- 56 - / 57 - / 17.5- 58 - CORE BORING LOG KUMAR 8c ASSOCIATES Project Name: XCEL ST. VRAIN Project No. 24-1-607 Boring No. PBR-2 Sheet 4 of 5 Depth, feet Depth, meter ROCK CORE SOIL o Z c Recovery,% R Q D,% Frac. Freq. Fracture Drawing Number Graphic Log DESCRIPTION (Soil: Soil type, USCS, Consistency, Moisture, Color) (Rock: Rock type, Hardness, Weathering, Color) Sample Type Blow Count FIELD NOTES/LAB TEST RESULTS ce 58- 59 — — / S SILTSTONE BEDROCK, FINE-GRAINED SAND FRACTION, VERY HARD, 18.0— in 60 — - 1 93.3 47.5 U n 61 — 62 — 63— 64 — 65 — 18.5- 19.0— — 19.5 2 93.3 47.5 3 f / WC=14.3 66 - 20.0-/ DD=1 18.4 UC=154.4 67 - 68- - 20.5- - 21.0- 3 89.2 69.2 / 69 - 70 - CLAYSTONE BEDROCK, FINE-GRAINED SAND FRACTION, HARD TO VERY HARD, MOIST, GRAY TO BLUE -GRAY TO DARK GRAY. 71- 21.5 72 - 73- 74 - 75 - 22.0 22.5- 4 97.5 52.9 S SILTSTONE BEDROCK, FINE-GRAINED SAND FRACTION, VERY HARD, POORLY- TO NON -CEMENTED, MOIST TO VERY MOIST, TAN TO GRAY. 23.0- WC=13.1 DD=117.7 UC=258.9 77 - - 23.5- - 5 70.4 10 .::::::::' +'- .:::::.4 �: SANDSTONE BEDROCK, FINE- TO MEDIUM -GRAINED, SILTY IN PLACES, HARD TO VERY HARD, MOIST, BROWN TO DARK BROWN TO ORANGE -BROWN TO GRAY TO BLUE GRAY. 78 CORE BORING LOG KUMAR 8c ASSOCIATES Project Name: XCEL ST. VRAIN Project No. 24-1-607 Boring No. PBR-2 Sheet 5 of 5 Qom- a� o Depth, meter ROCK CORE DESCRIPTION (Soil: Soil type, USCS, Consistency, Moisture, Color) (Rock: Rock type, Hardness, Weathering, Color) FIELD NOTES/LAB TEST RESULTS o c X > o 1 o a r "' u a ut 3 O) a o Lto i E z v s o o, c153 Sample Type Blow Count 78 ...... .::::::::-! SANDSTONE BEDROCK - CONTINUED 24.0— 79 — .. 5 70.4 10 * "'' 80 — •BOTTOM FINE-GRAINED SAND FRACTION, VERY HARD, SILTSTONE BEDROCK, 24.5— / POORLY- TO NON -CEMENTED, MOIST TO VERY MOIST, TAN TO GRAY. OF HOLE - 80.5 FEET 81- 82 - 25.0- 83- 25.5 - 84 - 85 - 26.0- 86 - - 87 _ 26.5- 88- 27.0- 89 - 90 - 27.5- 91- - 92 - 28.0- 93- 28.5- 94 - 95 - 29.0- 96 - - 29.5- 97 - 98 - CORE BORING LOG KUMAR 8c ASSOCIATES Project Name: XCEL ST. VRAIN Project No. 24-1-607 Boring No: PBR-3 1 Sheet 1 of 5 Boring Location: Casing Used: 3.25" HSA Core Size: NQ Driller: ELITE/DAN I Rig Type: CME 25 Start Date: 9/17/24 Completion Date: 9/17/24 Logged By: CW Ground Elev: Temp. Precip. Reviewed By: JDC Water Depth: 27' Completion Information: Date: Time: Depth, feet Depth, meter ROCK CORE SOIL .oN una Recovery,% e o o• ce Frac. Freq. Fracture Drawing Number Graphic Log DESCRIPTION (Soil: Soil type, USCS, Consistency, Moisture, Color) (Rock: Rock type, Hardness, Weathering, Color) Sample Type Blow Count FIELD NOTES/ LAB TEST RESULTS 0— 0.0 - FILL: SILTY SAND (SM) TO CLAYEY SAND (SC) TO SILTY CLAYEY SAND (SC-SM) TO OCCASIONALLY, POORLY -GRADED SAND (SP), FINE- TO COARSE -GRAINED WITH TRACE GRAVELS, SLIGHTLY MOIST TO 1 - 0.5- • OCCASIONALLY MOIST, BROWN TO DARK BROWN WITH ISOLATED GRAY ZONES. to '^ N N WC=1.3 2 - POORLY- TO WELL -GRADED SAND WITH SILT (SP-SM/SW-SM) WITH — . ISOLATED LENSES OF POORLY -GRADED GRAVEL WITH SAND (GP), 3 - 1.0- • FINE- TO COARSE -GRAINED WITH TRACE TO SOME GRAVEL AND ISOLATED COBBLES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO GRAY -BROWN WITH OCCASIONAL IRON OXIDATION STAINING. to to N o +4=11 -200=7 NV NP 4- 5- 1.5-- A -1-b (0) 6- Q U Cs! WC=1.8 DD=90.9 7- 2.0- 8 — 2 .5- •� to N csi p +4 12.5 +4=14 -200=1 NV 3.0- NP 10— • U N N WC=2.7 DD=101.9 11— 12- 13- 3.5- 4.0- • 14- 4.5- . N rn N N. WC=5.7 15- 1x- 17- 5.0- 18- 5.5- CORE BORING LOG KUMAR 8c ASSOCIATES Project Name: Project No. Boring No. Sheet XCEL ST. VRAIN 24-1-607 PBR-3 2 of 5 Depth, meter ROCK CORE SOIL Recovery,% R Q D,% Frac. Freq. Fracture Drawing Number Graphic Log Sample Type Blow Count FIELD s DESCRIPTION NOTES/LAB A- a, z TEST RESULTS o c (Soil: Soil type, USCS, Consistency, Moisture, Color) ex (Rock: Rock type, Hardness, Weathering, Color) 18— 5.5 POORLY -GRADED SAND WITH SILT (SP-SM) - CONTINUED - 19 - WC=10.8 SILTY SAND (SM), FINE- TO COARSE -GRAINED WITH TRACE TO LITTLE . `� +4=0 6.0- GRAVEL AND ISOLATED COBBLES, LOOSE TO VERY DENSE WITH v - -200=21 20- ISOLATED VERY LOOSE ZONES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO DARK BROWN. NV NP 21- 6.5- 22 - 23 - 7.0- 24 - � U 7.5- 1_0_ 25- - 26 - 8.0- 27 - - -O- 28 - 8.5- 29 - WC=8.5 9.0— a - DD=112.4 30— 31 - 9.5— 32 - 10.0- 33 - 34 - . . WC=16.1 N 10.5- y an 35- POORLY— TO WELL —GRADED SAND WITH SILT (SP—SM/SW—SM) WITH — ISOLATED LENSES OF POORLY -GRADED GRAVEL WITH SAND (GP), 36- FINE- TO COARSE -GRAINED WITH TRACE TO SOME GRAVEL AND 11.0-- ' .' . ' ISOLATED COBBLES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO GRAY -BROWN WITH OCCASIONAL IRON OXIDATION STAINING. 37 - 11.5- 38 - CORE BORING LOG KUMAR 8c ASSOCIATES Project Name: Project No. Boring No. Sheet XCEL ST. VRAIN 24-1-607 PBR-3 3 of 5 Depth, meter ROCK CORE SOIL Recovery,% R Q D,% Frac. Freq. Fracture Drawing Number Graphic Log Sample Type Blow Count FIELD A_ Q;, o Z DESCRIPTION NOTES/LAB TEST RESULTS o c (Soil: Soil type, USCS, Consistency, Moisture, Color) rx (Rock: Rock type, Hardness, Weathering, Color) 38 — POORLY -GRADED SAND WITH SILT (SP-SM) - CONTINUED 39 - . . we=12.7 12.0- .. . 2 `si rn +4=27 -200=4 40 - - - NV NP a1— 12.5— . .. . 42 - : 13.0- 43— �. 44 - 13.5- F./ WC=12.6 y ^ 45 - M SILTY SAND (SM), FINE- TO COARSE -GRAINED WITH TRACE TO LITTLE GRAVEL AND ISOLATED COBBLES, LOOSE TO VERY DENSE WITH 46 - 14.0- . . ISOLATED VERY LOOSE ZONES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO DARK BROWN. 47 - 14.5- 48- 49 - 15.0- .• a o 50 - - ...... .::::::::! SANDSTONE BEDROCK, FINE- TO MEDIUM -GRAINED, SILTY IN PLACES, . .'.0.' . .' HARD TO VERY HARD, MOIST, BROWN TO DARK BROWN TO 15.5— • ::e'. ORANGE -BROWN TO GRAY TO BLUE GRAY. 16.0— :':•::'::'::':• 53— .'.'....• 54 — 16.5— .•••..... :''''::.' Cu C in 55 — ...... 17.0— 56 — .......... 57 — •.'.'.... 17.5— ::: ::: CORE BORING LOG KUMAR 8c ASSOCIATES Project Name: XCEL ST. VRAIN Project No. 24-1-607 Boring No. PBR-3 Sheet 4 of 5 Depth, meter ROCK CORE SOIL Q;, o,_ o z c rx Recovery,% R Q D,% Frac. Freq. Fracture Drawing Number Graphic Log DESCRIPTION (Soil: Soil type, USCS, Consistency, Moisture, Color) (Rock: Rock type, Hardness, Weathering, Color) Sample Type Blow Count FIELD NOTES/LAB TEST RESULTS 58— 59 - - .......... .::::::::! • ...... SANDSTONE BEDROCK - CONTINUED 18.0- - J � in 64 — 18.5- 19.0 - 19.5— • •:::.':::f: .......... 65 • INTERBEDDED CLAYSTONE/SANDSTONE BEDROCK, SILTY IN PLACES, - 1 75 100 • •'•,a' FINE-GRAINED SAND FRACTION, HARD TO VERY HARD, LOW TO HIGH PLASTICITY, SLIGHTLY MOIST TO MOIST, BROWN TO ORANGE -BROWN TO WC=12.2 DD=124.5 20.0- . GRAY TO BLUE -GRAY. UC=529.8 66 - 67 - 68— 69 - 70 - 20.5- - 21.0- - 2 95 95 i..i. ,.i•: ••.. .... .• 71 - 72 - 73— 74 - 75- 21.5 22.0- - 22.5- - 23.0- 3 95 95 i:.►. ::i::i: rr 76 - 77 - 23.5- 4 100 90 ,.i.... 78- CORE BORING LOG KUMAR 8c ASSOCIATES Project Name: XCEL ST. VRAIN Project No. 24-1-607 Boring No. PBR-3 Sheet 5 of 5 Qom- a� o Depth, meter ROCK CORE DESCRIPTION (Soil: Soil type, USCS, Consistency, Moisture, Color) (Rock: Rock type, Hardness, Weathering, Color) FIELD NOTES/LAB TEST RESULTS o c X > ° 1 o CY r "' u a ut 3 O) a o Lto i 2 E z v t c9 -O., c153 Sample Type Blow Count 78 •.. INTERBEDDED CLAYSTONE/SANDSTONE BEDROCK - CONTINUED 24.0- 79 — 4 100 90 — • ;••.►. 80 24.5— '' 81— 82 — 25.0— •..::':' 83— 5 90 96 84 - 25.5- ::':•: 85 - 26.0- • BOTTOM OF HOLE - 85.5 FEET 86 - - 87 _ 26.5- 88- 27.0- 89 - 90 - 27.5- 91- - 92 - 28.0- 93- 28.5- 94 - 95 - 29.0- 96 - - 29.5- 97 - 98 - CORE BORING LOG KUMAR 8c ASSOCIATES Project Name: XCEL ST. VRAIN Project No. 24-1-607 Boring No: PBR-4 1 Sheet 1 of 5 Boring Location: Casing Used: 3.25" HSA Core Size: NQ Driller: ELITE/DAN I Rig Type: CME 25 Start Date: 9/17/24 Completion Date: 9/17/24 Logged By: CW Ground Elev: Temp. Precip. Reviewed By: JDC Water Depth: 25.5' Completion Information: Date: Time: Depth, feet Depth, meter ROCK CORE SOIL .oN una Recovery,% e o o• ce Frac. Freq. Fracture Drawing Number Graphic Log DESCRIPTION (Soil: Soil type, USCS, Consistency, Moisture, Color) (Rock: Rock type, Hardness, Weathering, Color) Sample Type Blow Count FIELD NOTES/ LAB TEST RESULTS 0— 0.0/ _ /+4=12 CLAYEY SAND (SC) we=s.s DD=106.6 200=47 1 - 2 - 0.5- / U N \ - LL=31 PI=13 Org=3.2 / A-6 (3) 3- / N WC=2.3 1.0- . • POORLY- TO WELL -GRADED SAND WITH SILT BULK SAMPLE rn co 4 - 5— - 1.5— .. ' • . • : • • - (SP-SM/SW-SM) WITH ISOLATED LENSES OF 4'-10' POORLY -GRADED GRAVEL WITH SAND (GP), FINE- OMC=6.6 TO COARSE -GRAINED WITH TRACE TO SOME MDD=133.6 GRAVEL AND ISOLATED COBBLES, SLIGHTLY MOIST WSS=0.00 TO WET (BELOW GROUNDWATER), TAN TO BROWN RES=8,340 TO GRAY -BROWN WITH OCCASIONAL IRON CL=0.005 6 - OXIDATION STAINING. pH=7.25 RE-DOX=302 SUL=0.1 CBR=52.1 U 0 a N WC -4.5 DD 112.9 - 7— 2.0- 8 — 2.5— / to N N in WC2.4 25 +4 +4 =25 -200=2 3.0— 10- N rn WC=2.9 11- 12- 13- 4 3.5- 4.0- • 1 — 4.5— rn V)— N \ oco 15— 1x- 17- 5.0- 18- 5.5- CORE BORING LOG KUMAR 8c ASSOCIATES Project Name: Project No. Boring No. Sheet XCEL ST. VRAIN 24-1-607 PBR-4 2 of 5 Depth, meter ROCK CORE SOIL Recovery,% R Q D,% Frac. Freq. Fracture Drawing Number Graphic Log Sample Type Blow Count FIELD s DESCRIPTION NOTES/LAB o_ -,,z TEST RESULTS o„ c (Soil: Soil type, USCS, Consistency, Moisture, Color) ce (Rock: Rock type, Hardness, Weathering, Color) 18— 5.5 POORLY -GRADED SAND WITH SILT (SP-SM) - CONTINUED 19 — WC=7.6 DD=109.7 a N 6.0— v ac 20- 21- 6.5- 22 - 23 - 7.0- 24 - +4=0 LEAN CLAY (CL) TO FAT CLAY (CH) WITH VARIABLE SILT AND - N -200=68 25- 7.5- - / / FINE-GRAINED SAND CONTENT, SOFT TO STIFF, MOIST TO VERY MOIST, TAN TO BROWN. LL -36 P1=20 26 - 8.0- / / 27 - - POORLY- TO WELL -GRADED SAND WITH SILT (SP-SM/SW-SM) WITH ISOLATED LENSES OF POORLY -GRADED GRAVEL WITH SAND (GP), FINE - 28 - 8.5- .' TO COARSE -GRAINED WITH TRACE TO SOME GRAVEL AND ISOLATED COBBLES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO GRAY -BROWN WITH OCCASIONAL IRON OXIDATION STAINING. 29 - N 9.0- vyi v 30- 31 - 9.5- 32 - 33- 10.0- - 34 - 10.5- WC=9.1 DD=90.3 -200=5 -t v N M 35- - 36 - 11.0- • . . 37 - 11.5- 38 - CORE BORING LOG KUMAR 8c ASSOCIATES Project Name: Project No. Boring No. Sheet XCEL ST. VRAIN 24-1-607 PBR-4 3 of 5 Depth, meter ROCK CORE SOIL Q;, o z Recovery,% R Q D,% Frac. Freq. Fracture Drawing Number Graphic Log DESCRIPTION Sample Type Blow Count FIELD NOTES/LAB TEST RESULTS o,. c (Soil: Soil type, USCS, Consistency, Moisture, Color) rx (Rock: Rock type, Hardness, Weathering, Color) 38 — POORLY -GRADED SAND WITH SILT (SP-SM) - CONTINUED 39 - 12.0- SG=2.649 y N 40 - .41- 12.5- 42 - : 13.0- 43- �. 44 - 13.5- F/ WC=13.3 y ^ 45- - /. i 46- 14.0- 47 - 14.5- 48- 49 - 15.0- N H _ \ N. •':•Y ::•:• SANDSTONE BEDROCK, FINE- TO MEDIUM -GRAINED, SILTY IN PLACES, 50 - - •:•:•:-:•:0.•:-:•:•: HARD TO VERY HARD, MOIST, BROWN TO DARK BROWN TO '•'•':•:•:•:•:.: ORANGE -BROWN TO GRAY TO BLUE GRAY. 51- 15.5- .:.:.. ; :�:::::: 52 - / S SILTSTONE BEDROCK, FINE-GRAINED SAND FRACTION, VERY HARD, 16.0— 53— - / 54- 16.5- 55 - _ 17.0- / / a a \ C N 56 - 57 - / 17.5- 58 CORE BORING LOG KUMAR 8c ASSOCIATES Project Name: XCEL ST. VRAIN Project No. 24-1-607 Boring No. PBR-4 Sheet 4 of 5 Depth, feet Depth, meter ROCK CORE SOIL o Z c Recovery,% R Q D,% Frac. Freq. Fracture Drawing Number Graphic Log DESCRIPTION (Soil: Soil type, USCS, Consistency, Moisture, Color) (Rock: Rock type, Hardness, Weathering, Color) Sample Type Blow Count FIELD NOTES/LAB TEST RESULTS ce 58- 59 - S SILTSTONE BEDROCK, FINE-GRAINED SAND FRACTION, VERY HARD, 18.0- J ., 60 — - 1 85.4 47.9 CLAYSTONE BEDROCK, FINE-GRAINED SAND FRACTION, HARD TO VERY 'n HARD, MOIST, GRAY TO BLUE -GRAY TO DARK GRAY. 61 - 18.5- ::•: y.•.:: ....:..••:. SANDSTONE BEDROCK, FINE- TO MEDIUM -GRAINED, SILTY IN PLACES, HARD TO VERY HARD, MOIST, BROWN TO DARK BROWN TO ORANGE -BROWN TO GRAY TO BLUE GRAY. WC=12.7 DD=123.8 UC=278.1 62 - 63- 19.0- CLAYSTONE BEDROCK, FINE-GRAINED SAND FRACTION, HARD TO VERY HARD, MOIST, GRAY TO BLUE -GRAY TO DARK GRAY. 64 - 65 - 19.5- 2 92.5 66.6 SILTSTONE BEDROCK, FINE-GRAINED SAND FRACTION, VERY HARD, - CLAYSTONE BEDROCK, FINE-GRAINED SAND FRACTION, HARD TO VERY 66 - 67 - 20.0- 20.5- HARD, MOIST, GRAY TO BLUE -GRAY TO DARK GRAY. 68- 69 - 70 - - 21.0- 3 87.5 57.5 SILTSTONE BEDROCK, FINE-GRAINED SAND FRACTION, VERY HARD, 71- 72 - 73- 74 - 21.5- 22.0- - 22.5- 4 84.2 64.2 75 WC=16.3 DD=114.3 - :::••::•:•:' SANDSTONE BEDROCK, FINE— TO MEDIUM —GRAINED, SILTY IN PLACES, UC=519.3 76 — — 23.0— 23.5— 5 97.9 26.7 ••••'s.:• .•.;.;.;.;�: ..:::.,. .:;:: HARD TO VERY HARD, MOIST, BROWN TO DARK BROWN TO ORANGE —BROWN TO GRAY TO BLUE GRAY. 78 CORE BORING LOG KUMAR 8c ASSOCIATES Project Name: XCEL ST. VRAIN Project No. 24-1-607 Boring No. PBR-4 Sheet 5 of 5 Qom- a� o Depth, meter ROCK CORE DESCRIPTION (Soil: Soil type, USCS, Consistency, Moisture, Color) (Rock: Rock type, Hardness, Weathering, Color) FIELD NOTES/LAB TEST RESULTS o c X > o 1 o CY r "' u a ut 3 m a o Lto i , E z v s o o, c153 Sample Type Blow Count 78 ...... .::::::::-! SANDSTONE BEDROCK — CONTINUED 24.0- 79 - .. 5 97.9 26.7 "''' 80 - ....•.::': 24.5- .:::.:::• BOTTOM OF HOLE - 80.5 FEET 81- 82 - 25.0- 83- 25.5- 84 - 85 - 26.0- 86 - - 87 _ 26.5- 88- 27.0- 89 - 90 - 27.5- 91- - 92 - 28.0- 93- 28.5- 94 - 95 - 29.0- 96 - - 29.5- 97 - 98 - CORE BORING LOG KUMAR 8c ASSOCIATES Project Name: XCEL ST. VRAIN Project No. 24-1-607 Boring No: PBR-5 1 Sheet 1 of 5 Boring Location: Casing Used: 3.25" HSA Core Size: NQ Driller: ELITE/DAN I Rig Type: CME 25 Start Date: 9/18/24 Completion Date: 9/18/24 Logged By: CW Ground Elev: Temp. Precip. Reviewed By: JDC Water Depth: 27.5' Completion Information: Date: Time: Depth, feet Depth, meter ROCK CORE SOIL .oN una Recovery,% e o cr ce Frac. Freq. Fracture Drawing Number Graphic Log DESCRIPTION (Soil: Soil type, USCS, Consistency, Moisture, Color) (Rock: Rock type, Hardness, Weathering, Color) Sample Type Blow Count FIELD NOTES/ LAB TEST RESULTS 0— 0.0 FILL: SILTY SAND (SM) TO CLAYEY SAND (SC) TO SILTY CLAYEY SAND (SC-SM) TO OCCASIONALLY, POORLY -GRADED SAND (SP), FINE- TO COARSE -GRAINED WITH TRACE GRAVELS, SLIGHTLY MOIST TO WC=1.5 DD=112.0 +4-13 200=4 1 - 2 0.5— OCCASIONALLY MOIST, BROWN TO DARK BROWN WITH ISOLATED GRAY a o N \ NVZONES. NP A -1-b (0) - POORLY- TO WELL -GRADED SAND WITH SILT (SP-SM/SW-SM) WITH 3 _ 1 0- . ' .:. • • ISOLATED LENSES OF POORLY -GRADED GRAVEL WITH SAND (GP), FINE- TO COARSE -GRAINED WITH TRACE TO SOME GRAVEL AND ISOLATED COBBLES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO GRAY -BROWN WITH OCCASIONAL IRON OXIDATION N:7, N N WC=1.4 4- 5-- 1.5- • • STAINING. 6- N N \ 7- 2.0- :12.51 • . J N 0- 3.0- 1 - V) N c' WC=1.6 +4=15 -200=2 NV 1 1 - 12 - 13- 3.5- - 4.0- SILTY SAND (SM), FINE- TO COARSE -GRAINED WITH TRACE TO LITTLE GRAVEL AND ISOLATED COBBLES, LOOSE TO VERY DENSE WITH ISOLATED VERY LOOSE ZONES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO DARK BROWN. NP 14- 4.5— o a too WC=4.5 DD=105.9 15- 16- 17— 5.0- 18 — 5.5— CORE BORING LOG KUMAR 8c ASSOCIATES Project Name: Project No. Boring No. Sheet XCEL ST. VRAIN 24-1-607 PBR-5 2 of 5 Depth, meter ROCK CORE SOIL Recovery,% R Q D,% Frac. Freq. Fracture Drawing Number Graphic Log Sample Type Blow Count FIELD s DESCRIPTION NOTES/LAB A- a, z TEST RESULTS o„ c (Soil: Soil type, USCS, Consistency, Moisture, Color) rx (Rock: Rock type, Hardness, Weathering, Color) 18— 5.5 SILTY SAND (SM) - CONTINUED 19 — WC=6.1 -200=8 N 6.0- ti NV 20- NP 21- 6.5- 22 - 23 - 7.0- 24 - WC=19.0 LEAN CLAY (CL) TO FAT CLAY (CH) WITH VARIABLE SILT AND - N DD=110.2 7.5- FINE-GRAINED SAND CONTENT, SOFT TO STIFF, MOIST TO VERY cD 25- / MOIST, TAN TO BROWN. POORLY- TO WELL -GRADED SAND WITH SILT (SP-SM/SW-SM) WITH - ISOLATED LENSES OF POORLY -GRADED GRAVEL WITH SAND (GP), 26 - ' FINE- TO COARSE -GRAINED WITH TRACE TO SOME GRAVEL AND 8.0- .. ISOLATED COBBLES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO GRAY -BROWN WITH OCCASIONAL IRON OXIDATION STAINING. 27 - - : Q 28 - 8.5- 29 - N 9.0- • : 2 30- 31 - 9.5- 32 - 33- 10.0- - 34 - WC=11.0 +4=38 10.5- ,„ti M -200=5 Fr) NV 35- - : NP 36- 11.0-- 37 - 11.5- 38 - CORE BORING LOG KUMAR 8c ASSOCIATES Project Name: Project No. Boring No. Sheet XCEL ST. VRAIN 24-1-607 PBR-5 3 of 5 Depth, meter ROCK CORE SOIL Recovery,% R Q D,% Frac. Freq. Fracture Drawing Number Graphic Log Sample Type Blow Count FIELD A_ Q;, o Z DESCRIPTION NOTES/LAB TEST RESULTS o c (Soil: Soil type, USCS, Consistency, Moisture, Color) rx (Rock: Rock type, Hardness, Weathering, Color) 38 — POORLY -GRADED SAND WITH SILT (SP-SM) - CONTINUED 39 12.0— WC=10.6 (SAND) WC=26.4 (CLAY) SILTY SAND (SM), FINE— TO COARSE —GRAINED WITH TRACE TO LITTLE GRAVEL AND ISOLATED COBBLES, LOOSE TO VERY DENSE WITH H co N to 40 - - ISOLATED VERY LOOSE ZONES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO DARK BROWN. 41 — 12.5— _ 42 — 13.0— 43— 44— 13.5- WC=25.6 ca H N M 45 — 46 14.0— 47 — 14.5- 48— 49 — 15.0- •.'."..:.'_. SANDSTONE BEDROCK, FINE- TO MEDIUM -GRAINED, SILTY IN PLACES, c . '.':.:...: HARD TO VERY HARD, MOIST, BROWN TO DARK BROWN TO N o :.::::.:. ORANGE —BROWN TO GRAY TO BLUE GRAY. I- 50 — — �::...... 51- 15.5— �:•: ••:•:":•• .......... 52 - ....... 16.0- :R":::::53— ::..:.... 54— 16.5— f...::.::. J an ::.'.':..'.. 17.0— ::.:.�:.: 56 — . ....... 57 — :...... 17.5— .•.:•:..•::.• 58 — ombo,ion turbines Addition Project \ Drafting \Appendix A\24 CORE BORING LOG KUMAR 8c ASSOCIATES Project Name: XCEL ST. VRAIN Project No. 24-1-607 Boring No. PBR-5 Sheet 4 of 5 Depth, meter ROCK CORE SOIL o_o_-,,Z o o c rx Recovery,% R Q D,% Frac. Freq. Fracture Drawing Number Graphic Log DESCRIPTION (Soil: Soil type, USCS, Consistency, Moisture, Color) (Rock: Rock type, Hardness, Weathering, Color) Sample Type Blow Count FIELD NOTES/LAB TEST RESULTS 58— 59 — — .......... :::•::::•::! • �:........ SANDSTONE BEDROCK - CONTINUED 18.0— 60 — 1 83 100 '' �' INTERBEDDED CLAYSTONE/SANDSTONE BEDROCK, SILTY IN PLACES, u, FINE-GRAINED SAND FRACTION, HARD TO VERY HARD, LOW TO HIGH PLASTICITY, SLIGHTLY MOIST TO MOIST, BROWN TO ORANGE -BROWN TO 61 - 62 - 18.5- 19.0- . :i:.. GRAY TO BLUE -GRAY. 63- - 2 95 80 :.: •WC=14.9 ::: DD=117.5 UC=441.3 64 - 65 - 19.5- i:::: 66 - 67 - 68- 69 - 20.0- 20.5- - 21.0- 3 95 50 I'. ' • ::: • • :•:: .,.i:.►. 70 - • :'.'t' WC=18.1 DD=1 10.0 UC=458.0 21.5 72 - 73- 74 - 75 - - 22.0- - 22.5- 23.0- 4 90 80 • : + i:::: •• • ::.i::: !' 76 - 77 - 23.5- - 5 85 97 . •• 78 - CORE BORING LOG KUMAR 8c ASSOCIATES Project Name: XCEL ST. VRAIN Project No. 24-1-607 Boring No. PBR-5 Sheet 5 of 5 Qom- o,. Depth, meter ROCK CORE DESCRIPTION (Soil: Soil type, USCS, Consistency, Moisture, Color) (Rock: Rock type, Hardness, Weathering, Color) FIELD NOTES/LAB TEST RESULTS z c X" a)f o 1 CY r "' ,� a ut 3 c a o Lto E v o o, c153 Sample Type Blow Count 78 •.. INTERBEDDED CLAYSTONE/SANDSTONE BEDROCK - CONTINUED 24.0- 79 — 5 85 97 • 24.5— ': BOTTOM OF HOLE - 80.5 FEET 81- 82 — 25.0- 83- 25.5 — 84 — 85 — 26.0- 86 — — 87 _ 26.5- 88- 27.0- 89 - 90 - 27.5- 91- - 92 - 28.0- 93- 28.5- 94 - 95 - 29.0- 96 - - 29.5- 97 - 98 - CORE BORING LOG KUMAR 8c ASSOCIATES Project Name: XCEL ST. VRAIN Project No. 24-1-607 Boring No: PBR-5 1 Sheet 1 of 5 Boring Location: Casing Used: 3.25" HSA Core Size: NQ Driller: ELITE/DAN I Rig Type: CME 25 Start Date: 9/18/24 Completion Date: 9/18/24 Logged By: CW Ground Elev: Temp. Precip. Reviewed By: JDC Water Depth: 27.5' Completion Information: Date: Time: Depth, feet Depth, meter ROCK CORE SOIL .oN una Recovery,% e o o' ce Frac. Freq. Fracture Drawing Number Graphic Log DESCRIPTION (Soil: Soil type, USCS, Consistency, Moisture, Color) (Rock: Rock type, Hardness, Weathering, Color) Sample Type Blow Count FIELD NOTES/ LAB TEST RESULTS 0— 0.0 - FILL: SILTY SAND (SM) TO CLAYEY SAND (SC) TO SILTY CLAYEY SAND (SC-SM) TO OCCASIONALLY, POORLY -GRADED SAND (SP), FINE- TO COARSE -GRAINED WITH TRACE GRAVELS, SLIGHTLY MOIST TO 1 - 2— 0.5— OCCASIONALLY MOIST, BROWN TO DARK BROWN WITH ISOLATED GRAY ZONES. a c.) N N WC=2.9 DD=111.0 SILTY SAND (SM), FINE- TO COARSE -GRAINED WITH TRACE TO LITTLE 3 - 1.0- ' GRAVEL AND ISOLATED COBBLES, LOOSE TO VERY DENSE WITH ISOLATED VERY LOOSE ZONES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO DARK BROWN. to Li) N ^ WC=2.2 +4=15 -200=2 4— 5__ 1.5— — N to N . co WC=2.8 —200=116.2 — 7- 2.0- 8 - 2.5- Q U -2016 0= -200=2 NP 3.0- 10- rn N 11- 12- 13 - 4 3.5- 4.0- 1 - 4.5- . ' POORLY- TO WELL -GRADED SAND WITH SILT (SP-SM/SW-SM) WITH ISOLATED LENSES OF POORLY -GRADED GRAVEL WITH SAND (GP), FINE- TO COARSE -GRAINED WITH TRACE TO SOME GRAVEL AND a U N \ 1.O WC=5.2 15 16- 17- 5.0- • . : • • ISOLATED COBBLES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO GRAY -BROWN WITH OCCASIONAL IRON OXIDATION STAINING. 18 - 5.5- CORE BORING LOG KUMAR 8c ASSOCIATES Project Name: Project No. Boring No. Sheet XCEL ST. VRAIN 24-1-607 PBR-5 2 of 5 Depth, meter ROCK CORE SOIL Recovery,% R Q D,% Frac. Freq. Fracture Drawing Number Graphic Log Sample Type Blow Count FIELD s DESCRIPTION NOTES/LAB A- a, z TEST RESULTS o c (Soil: Soil type, USCS, Consistency, Moisture, Color) rx (Rock: Rock type, Hardness, Weathering, Color) 18— 5.5 POORLY -GRADED SAND WITH SILT (SP-SM) - CONTINUED 19 — 6.0- 20— 21- 6.5- 22 — 23 — 7.0- LEAN CLAY (CL) TO FAT CLAY (CH) WITH VARIABLE SILT AND 24 - / FINE-GRAINED SAND CONTENT, SOFT TO STIFF, MOIST TO VERY MOIST, TAN TO BROWN. WC=27.8 DD=95.1 N 7.5- 25- - POORLY- TO WELL -GRADED SAND WITH SILT (SP-SM/SW-SM) WITH 26 - . ISOLATED LENSES OF POORLY -GRADED GRAVEL WITH SAND (GP), 8.0_ . : FINE- TO COARSE -GRAINED WITH TRACE TO SOME GRAVEL AND ISOLATED COBBLES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), 27 - - ' ' ' . TAN TO BROWN TO GRAY -BROWN WITH OCCASIONAL IRON OXIDATION STAINING. 28 - 8.5- Q 29 - WC=14.5 N 9.0- : vNi 30- 31- 9.5- 32 - 33 - 10.0- 34 - 10.5- H M 35- 36 - 11.0- 37 - - 11.5- 38 - : CORE BORING LOG KUMAR 8c ASSOCIATES Project Name: Project No. Boring No. Sheet XCEL ST. VRAIN 24-1-607 PBR-5 3 of 5 Depth, meter ROCK CORE SOIL Recovery,% R Q D,% Frac. Freq. Fracture Drawing Number Graphic Log Sample Type Blow Count FIELD A_ o_,, o z DESCRIPTION NOTES/LAB TEST RESULTS o,_ c (Soil: Soil type, USCS, Consistency, Moisture, Color) rx (Rock: Rock type, Hardness, Weathering, Color) 38 — POORLY -GRADED SAND WITH SILT (SP-SM) - CONTINUED 39 - 12.0- . . +4=37 -200=7 NV N - v 0 111 12.5— . NP 42 — 13.0- 43— �. 44 — : y "' \ co 45 — 13.5— — 46 — 14.0— _ 47 — 14.5- 48— : 49- WC=21.8 15.0-•: '• SANDSTONE BEDROCK, FINE- TO MEDIUM -GRAINED, SILTY IN PLACES, rn DD=102.2 0' '' HARD TO VERY HARD, MOIST, BROWN TO DARK BROWN TO 2 o 50 — — ::::4: �::....... .::.;. ORANGE -BROWN TO GRAY TO BLUE GRAY. 'n 51 — 15.5— �::...... .......... 52 — �:........ 16.0— :::::::• 54 — 16.5— �:........ �::.:::.;. WC=17.6 ::.'::..'.. ::..::... 17.0— 56 — �:........ 57 — : :.... 17.5— s::.:: : : ::.• :..::..::. 58 — Addition Project \ Drafting \Appendix A\24 CORE BORING LOG KUMAR 8c ASSOCIATES Project Name: XCEL ST. VRAIN Project No. 24-1-607 Boring No. PBR-5 Sheet 4 of 5 Depth, meter ROCK CORE SOIL o_o_-,,Z o o c rx Recovery,% R Q D,% Frac. Freq. Fracture Drawing Number Graphic Log DESCRIPTION (Soil: Soil type, USCS, Consistency, Moisture, Color) (Rock: Rock type, Hardness, Weathering, Color) Sample Type Blow Count FIELD NOTES/LAB TEST RESULTS 58— 59 — — .......... .::::::::! • �:........ SANDSTONE BEDROCK - CONTINUED 18.0— v 60 — 1 75 100 '' : 'a INTERBEDDED CLAYSTONE/SANDSTONE BEDROCK, SILTY IN PLACES, o 'r) FINE-GRAINED SAND FRACTION, HARD TO VERY HARD, LOW TO HIGH PLASTICITY, SLIGHTLY MOIST TO MOIST, BROWN TO ORANGE -BROWN TO 61 — 62 — 63— 64 — 65— 18.5— 19.0- — 19.5—• 2 70 37• . i:..• . :.... GRAY TO BLUE -GRAY. 66 — 20.0— ::: :::'t WC=16.6 DD=115.4 67 — 68— 69 — 70 — 20.5— — 21.0— 3 88 68 • • ::i: :•:: • 71 — 72 — 73— 74 —a' 75 — 21.5 — 22.0— — 22.5— 4 90 72 ... .. a �::i. ' 23.0— • • • • WC=11.9 • •.i DD -123.9 UC=151.0 76 — — 5 90 93 :;(• 77 - 23.5— - ..:::. .::::::::' • • •' S...::: SANDSTONE BEDROCK, FINE- TO MEDIUM -GRAINED, SILTY IN PLACES, HARD TO VERY HARD, MOIST, BROWN TO DARK BROWN TO ORANGE -BROWN TO GRAY TO BLUE GRAY. 78 CORE BORING LOG KUMAR 8c ASSOCIATES Project Name: XCEL ST. VRAIN Project No. 24-1-607 Boring No. PBR-5 Sheet 5 of 5 Depth, meter ROCK CORE SOIL Qom— a, o z c IX L > o IX o CY "' u a U- 3 O) a o U -o - E z v s o o, DESCRIPTION (Soil: Soil type, USCS, Consistency, Moisture, Color) (Rock: Rock type, Hardness, Weathering, Color) Sample Type Blow Count FIELD NOTES/LAB TEST RESULTS f 0-I 78— 79 - 80 - 24.0- 24.5- 5 90 93 .......... .::.::::.::-! :':':'x: �:.... .. ....•.::': SANDSTONE BEDROCK - CONTINUED 81- 82 - 25.0- •• ••••• W...':.'.. .......... 83- 84 - 85 - 25.5- 5 83 83 CLAYSTONE BEDROCK, FINE-GRAINED SAND FRACTION, HARD TO VERY HARD, MOIST, GRAY TO BLUE -GRAY TO DARK GRAY. 26.0- WC=11.2 DD=125.7 UC=334.7 86 - 87 _ 88- 89 - 90 - - 26.5- 27.0- 27.5 - 5 100 53 91- 92 - 93- 94 - 95 - 96 - 97 - - 28.0- 28.5- 29.0- - 29.5- BOTTOM OF HOLE - 80.5 FEET 98 - APPENDIX B FIELD BEDROCK CORING LOGS CORE BORING LOG KUMAR & ASSOCIATES Project Name: \ S+, V R,; , /I Project No. )44.- j-6,0 4_ Boring No: 4e. - / 1 Sheet 1 of Boring Location: Casing Used:3 ,' Ns/- Care Size: A/6 Diller: Q��u 1 Rig Type: (114.--2 5 Start Date: V'', /2 / Completion Date: 9( c•�2 y Logged By: C(,L) Ground Elev: Temp. Precl . Reviewed By: d�— , Water Depth: 2 5 Comlpetlon Information: Dote: Time: a' `. o .45.-0 e o f ROCK CORE DESCRIPTION (Soil: Soil type, USCS, Consistency, Moisture, Color) (Rock: Rock type, Hardness, Weathering. Color) SOIL FIELD NOTES/ RESULTS LAB T o c a: X 0 g a: 0 O z m it o v_ o. 0 0 L. en m E z . o a �� m - m E o = o c m 01 2 - 4 _ 5— 6 - 7 El 5- 1 n _ 11 12 13 - 14--, 15—. 16 - 17 - 18-I5.5 0.0 o.s 1.5—t 2.0— 2.5- - 3.0- 3.5- 4.0- - 4.5- 5.0-- I x !/ )( 'j22 �� i� .�, ' 1 ,1�� .1l l (<^ri, '.l it `Irr«u [,xi,vc.ls1 ,t4+. 1;1,t,,. n....01 5I-�,,,_II• ' 144 j 5 4- I Ot J It i511-••, , 60, ( to /1 �l ( ./ j i:�, :/i,,, Mgt • (,*( s',V�,1 65/4k-A)'1J 1., )>f'\l�l Lv `IV1 /,11)'V Pdv� . f P on C6aSA , c j" i '—i no. Al, < (V ,-AUI (t I -\\ . rf�r,.,L15jc . _,� -\b 1C(iikAA^ O 5t.51.51i41�j Aw J -iL LvC� ) - tvl ,ii.) E .. /1 / au /..?, ' / �j j1. '-%l,1 y 'c-.4. < i1 :taw oxi ,t CORE BORING LOG KUMAR & ASSOCIATES Project Name: 0 �� Vs --(;v1 Project No. ay- t— (9 1— Boring No. (/ - i Sheet 2 of Depth, meter ROCK CORE SOIL t Run No. E. X i I I I I Frac. Freq. Fracture Drawing Number I DESCRIPTION `f 1Sample Type n I Blow Count FIELD NOTES/ Q0 3.Q LLAB TEST �� o° ce o o! 0c,, t53 (Soil: Soil type, USCS, Consistency, Moisture, Color) (Rock: Rock type, Hardness, Weathering, Color) RESULTS - s 11' arc/ (70, ()' 0 � �f1svJ �-� � I��1 6.0 J& 20- 21 - 6.5-- Ce _, 22 /72 't /. 23 7.0— f,'...-/ ' 24 - 25— 7.5- <Cu((A'A ��Ae. c -A .c-,--0 ,. (P/ ;,i 26 - cA ri -\. LSDv\ c -, RS (i-'A) 8.0- 27 - _ 28-8.5— 29 - 1 Viu-N CL -A(' k,1011 3,1I.to d 5fv„u kkLL.nn .-o ►► •4\\ qt iv. A--:; 1, - 9.5 1/.^e jiL.31 32 - 10.0- Q &\ C c6, .._ St NU w;k.- 4'J K)04\ (1\6,54.\1 •\111 i 1 nV 4 Xrt&. I A �.11,e, vnn 1 34 - 10.5 - CJ1, 0,. ;'t\\e G12\V3 S I lI 5 /0 Sid siti' 35 )^JNti` ko OC.J1�7C i I �V E.k , ` C l �,/ 38 -11.0- 37 - 38 - 11.5 - CORE BORING LOG KUMAR & ASSOCIATES Project Nome: ke,1 1 �/ A-, Y4Giv' ROCK CORE Pro'ecl1Ho Z I G5�-4 ® T Boring No. Sheet / I.P - 1 I J of (� SOIL r Depth, feet Depth, meter .oN una Recovery,% II R Q D,% I I I I Frac. Freq. Fracture i Drawing I Number Graphic Log Sample Type Blow Count FIELD DESCRIPTION NOTES/LAB TEST RESULTS (Soil: Soil type, USCS, Consistency, Moisture, Color (Rock: Rock type, Hardness, Weathering, Color) 38`- 39 - ` tVidA 1 G aQ-L ' A)0 U-'1 61) I 12.0 / S I• .5,61 12.5 13.0 43- 44 - 13.5 - CY," r 45 - 46 - _ 14.0 - 3 �' 52, �f-`S, C:�.xu /5 47 14.5 ./76.— i 48— 49 15.0 r 25 50c1,r, 50 60/1- C YM )I(x..., ilp 111)7CII 51 - 15.5 - 52 16.0 -L_I M�� A l'�w✓' `� -r-1 U 33- 54 - ?)1.L. Q- (:)(Cl .40 Q''' -- w( 16.5 ..k O /f. G ,/`• 55 yol, J I I - '7I 17.0 56 57 17,5 58 CORE BORING LOG KUMAR & ASSOCIATES Project Nome-; ` cc `` '� /�/� XCG Slri irc\A4 Project No. �-1—I— Boring No. f 5R R 1 Sheet , of ROCK CORE SOIL Depth, feet Depth, meter z c Recovery,% X o a Frac. Freq, Fracture Drawing Number Graphic Log DESCRIPTION (Soil: Soil type, USCS, Consistency, Moisture, Color) (Rock: Rock type, Hardness, Weathering, Color) Sample Type I Blow Count FIELD NOTES/LAB TEST RESULTS CC 58— — Jf11UosT 59 18.0 1 — 1 , , , ' r C14,1ct-I I E b,:'IkA 1°05(5 CA-1�Y5`TaNC- 550 -C4 --b N1CA.uni , 11 S�T �'tS, �T CC / 4 0,, c, /( tii = Hw ! ir. tel ,.kf",,.1i 60 / i iM 51../pillf� ivc. (2r-C"1,p�,n Pw, 61 18.5 � I J'` / ., - . 62- 19.0 I3' M r 43 3 , _ — j : 0 k) '.1V, �� 64 19.5 - .� M �d j- 5a Q(, q 1 5 ° 65 w M /,/ - - c e4-4, 4 C� 66 68 69 20.0 - 20.5 — _ 21.0 s 100 T I I I . _• •• —� — — / / ``-- t� 1 ` \ (/� vi 0 ) -hi.) 15/4r1 Oh ..1,,,L67 .f1`51�- CSC / _ 70 5•Plf 21.5 _ �- �'xk`cM'`y �`� i r f 7i — 72 22.0— I q 3 .) _ awes ) i 30 b n) �biN O\ e 1,s, k 73 jA 22.5— --- 4'1 , 0 74 - A — _ ( I y - rte'.,' 23.0- 76 —I1-- I, c / 77 - + 23.5 — — t I 7J 8 _ CORE BORING LOG KUMAR & ASSOCIATES Project Name: Project No. I Boring No. Sheet of .82.:12 .zo r7 E ROCK CORE DESCRIPTION (Soil: soil type, USCS, Consistency, Moisture, Color) (Rock: Rock type, Hardness, Weathering, Color) SOIL FIELD NOTES/ RESULTS LAB T l� I, , c�.-C 9114, le- '2..-ii...1 i A , z; 3 g X $ a o o a o do w 3 C► o g Lein E z .� go) ca9 0 a I- a a to .6- 3 o m gv f0 - fy qo - ql 12- R3 — gq - 95— ico- - - - - 5--- 1,2_ ;`..1.- _ _ ♦ VciAL'b-roArg,1 - - c 1,,.1,.7 54A)O5' A1F., w : ,' , c4,,A�c, L 3: 3S 7� Mw Q So 1.1ri 8.-vr \VI,v ,r-- a- X10- % sro/' - — 1 I 6=nvzr Caicraoc, iiG_ .5 PhcnE., 3D3-742—;:700 Kumar ._. ,L,ss'ocla.=- �2'a'1 `l1 V, ;1 G-" iiim:E �%' `'" LOG O B041NG ??OJ-LT K4,i= 6,'- 1. 4.n) �„- 'j1c,ENGINE-1!P Cc I •).� PROD=CT NIUAi�=P 1 KpJING LJC,IiJN .7. INS r�/JUG, e �' • " rTIGj6R1L1 F. /17"C• aopiriC i_l:, Toil 0?I'! N�ir:DUil DEPT- UJ('IEu sDr,iRocs; D-SC'IPTIDh AND DRILLING corlDlrlons -50,, T"? s�uaoL l SAMPLE LOG DEPTH . I- 'i0 i�iq,` BfrCA -:JL'lT PLASTICITY GRADING (-I00) CONSISTENCY OE'NSITY -HAP,DNES'S COMPACTNESS - ` MOISTURE ....� - .. OTHER C=sdENTEP� 'kCTUPCO. „sziva giLrY or..ptu- OF SA�4PLE. el:) ____ _ .� • '1—�- _. • " �i".il::.&. �r (-200) (-200) c 3 - I'` I JI a „ T.' Sa.ItiIcC SOIL STM. s - I 7'U (AL I7�`I ,v . kJ,j, ,, I 1''. I I 2. � 2. C —1 (/ L t-1 4) 7.t I %t-.1 . Q.• ' A I • 1 ,- -1-1- (4I- SM i`. /0 I /c ':..A I - 4 5- (I,- I ('q( ),t4 t I %J IL l4 i1.I,1 „ , I - I o — GAi _it 5P-�j ,(/ I ,,.• k' 1 AA,. I I I :.( ) I(�` 1,/ ^ CI r,. s, I 5� I / . /( a -,5o ' ! I_]l' r 1 �c' : �t /f4 I ).c - (Al 5MAl I lc _ I I ;1�•( i/,�'. I r .,:• L I )q Lf ` C I. I i / C1/ JO -1?-25" 5.� M :1� /� ^) /• I �+j S ( J-1- 1.11 6c c, 'i/' / /0 I. NT{i,• „ I / 7a.. I L1{ -I (0-1321 .55 ''5,+Al\1 r• I rrI,,St I I / 4,.,. I �-pLc,L-4( `!4' ' a (t s5 3 c) A 71(L., ' 1 i:11-(7 y _ ( 5s fit, Sp Y vaAi_ A� , O I - Ci.L � Cle'.: 0r4ik xAT_F. --T_L <.--.) I rY � I — __ - S?LT SPOON :, = -Y.-':iY TU2E DATE I TE=TH TO r...'AV. .r.:,E OrSTUR3E0 (.2L:) TIMEDUI ( I I VC=k.iii- NV, 111,11h., .50 _ TA -LL DISTURBED (.>2,_ 3.) P :HER Jf1�- r..4 z�2 ;aw ) TOTAL 17EFTr a Project Name: . tf(a1l`ti Project#:' �Lf - f o Location: To 1��dtJ Engineer: Page of C� P► C Z B, r e (e.59 Boring: P �'- Z- '(+AKumar & Associates, Inc, Gectechntal Ery an Date: J Ccestrumin vatenatsTestng Thud Party Inspectcns EnrroimentalServrces Drilling Method: ;�` ((' 11Ttig/Driller: i Q Elevation: Depth Unified Symbol Soil / Rock Description & Drilling Conditions From To t SC CA £•/ .JVr.ltl `�{� P ,f iC1U �li t111Q �tI 'll.�t i..Lcl L J �i2-I (f;/� csVwl-h_Ll 'i ; �:ti r' r _ ' ��/ic� "." d 4U _�gldr✓C t .{(4 ' t n 1. I lr�$l - co j≤+i 1rd i.• . on <eitfi.c ✓ []ate d. ci.` ••.S . ( sli (ISU rr'!j AA(' aSri, . ,, li. ,.-1 ✓y V t-1 I }1 1-Sm / (' Welt i471, ^.�',A id/ 4: tLi/ We II a!--. /s -'c4 7 ,A,,,-i jC'e.11, t.'t G 40 t o ✓C I( IDnf '1a Ai( ti, erse) C4(. •Itl :A4;51.1•I/ 4C.)I' 4, 'I?r-1..1..(V"! ` ,- , l'/' /_6' ZP- .,,,,i, Alali caf.to/ �-di,FN,.c d .' . r�`tnor,!coke loAir Q1d 115C i 9k11 "a J 4 M I7 004 4- •11,44 4r, ;a,(n1 -, tr_yiSln - tar.... 9,5' II' tC Zt',yr•1 azA-Irt4 ;At qr 'tile II 4)/ fvoor Plc,"otael;e, I2, -,,5e e jravt(, J J (Dos t AtO;S- J4 We f, i 2'- 4 e, 6r 4,O,--) 'tit-, --' i2 " -I 2'7' S0.6' St -s M \,Je n ,� (4dt a' sa 'd. , r4 ' c 4 o r el 3s�. ;= �'�1A �QI', n�l Wt?1l q(,,tioti 3d..t � �l / PAP1.. de.,,-4Qi l_A)P 4- t"&N • e, o+G•+ �6t'i t-3 60.5 (oil M, 5. pia ,14 t4.1,, r., f)nnt t�f >'a Nos -. c Me.- J. -el, TIC" 1. (A ',,,,fl, ✓e'v 1i S M.1: 4- .., It,.e4 Tye, 0, lop o 1p, er tv {t S � T�IPdv`'�r,y �'_ (D4 71 e "C. �' ��, c ap c4 'i c JJ 1-1 rqC9 M C. .,.;lin•10P.le. 1.:- L .- ) /— / r.'', r j sty , b O S c, Cy"- AA_w,c1 1 0 �. c j t r V. /'-1 r8(. C.5 fvl,S. ;(6s10,-ke .,Notes/Comments Z././•6,o- j g-2' 0I / 0.1c, L- 5s). 5' /t I>,J ily'( ,..s -,..s -c ..//r -"Q i / ,4 '61 5). i �Vfi ✓ -- ! : g- _ �� 1' k r 7 A~ H' , 1',,, -ir..,-c DA, d� e � � -1,, 1-191- water Level ► i Date 1 /(', :1 Depth to Bedrock: SO. 5' Depth to Cave: nJ4 PVC Casing (Depth/oia.): N/A Total Depth: p fad. S Sample Log Depth to To P Blow Count Sample YP Type Soil Symbol Y Plasticity Grading Density/ Hardness Moisture o o U , a Other(Fractured,Cemented, Stratified, Porous, Penetration, etc.) o J o m" = c oe c i.i ai ,� v , o _ z o w 1 ' - (a (' i['1 5C. \/" ?_ ✓ % ✓ , , Z-4 ,?-3-1. 5, 5 _ ,.,.,, t.,; Alf I I , ✓ s % ,4relf ' '-Pn r f 3 -.5 (.? l ...A.-, MI 10 r.l' ' t4- t`1 1,,, ✓0 7,...f)� Y-C�-t1, s,, S.. 5W-SM NF,I.) ,7 .✓ "7 Ms do, / he L/ ,, , l 9 4- 1-1 (1-i; I iaicus,A Ni' 1 4-2✓ / � llnv;0_ ,. ;' h._ t% 1Lj 4-{(-1 �M r1'? g—+( ✓ ✓✓ V P. Aria If a-, V ^�.5. 244 2.3- _c --c). Sa ,:;.---1',S ✓ ' r lokli y, � , ,,< ,,, f s7„ / +' 1/1 a re .%., d.r�, 24 0HZ ('p I WZSr,�•`.►m14 P ' ✓,f `tr' M- it "�V Tz„ yr ✓� '.( _ I {-i $ s• S, ,5v1/5 -sA,. A)' ► ‘.../T ✓nil. o(::< f �` 1r�A'v' t�, Pn c. le.,os,e r f,. ✓ �/ 2' - I )' vile: CAI. , t/i! =California. 1. p SS'=Split $�,: r,...�r,,, Snnnr, �1 p C=Chou _) TirF,o ✓T(✓ ✓ 1 •/' ►.,; : �'� c'^ �( �' ' a LD=Large Disturbed, P=Pitcher, HD=Hand Drive C1S ASTM D 2488-00 Description Identification of Soils (Visual - Manual) Location: -pa 'f;v,J K+ Project Name: Y41( / S v r ` I �' Boring* t- Project 1t:l' ' ' ( " 0,6, 7 Engineer: RY Date: t !/�%� Drilling Method: '/ /IN ig/Driller: ` Elevation: Page of (2- ^t o(t I,c15) Kumar & Associates, Inc. Geotedvreal Engneerng DOWN' Geology Coestructon Materia Testing Third Park hapececns En irorvrrmW S fdces Depth Unified Symbol Soil / Rock Description & Drilling Conditions From To C7...-1 rc- --e///-/,__, r 7 f r 1 or L -- r /-0 (-7i fOrre- Pf-`,,.Yf; J`p C.--- € - Notes / Comments e t ,�. 4 l ' ! _w s � 1, ;0tr4 1 ', ^ 4- to fc?-.1 d_- 67O Water I ate o'"*"*.- Dep dbek:( Dept v PVC Casi roes '� Total O the 14:1- (P o rl -r j'', - 2 (j % Sample Log Depth to Top Blow Count Sample Type Soil Symbol Plasticity Fines / Grading Density / Hardness Moisture Color _ U Recovery Other (Fractured, Cemented, Stratified, Porous, Penetration, etc.) o tea, _ ° ai v v p } u+ 'o ++ 3 IN' i-ID-II S.$. SW n) P S ✓ ✓ *�r M1 ASe Nil- .,/ M',,,:mal r, moo,.c..r qq' 2-,-f CSI v - — ._ - —�- >c r�o EP pr.. —__ c& lr-q314 5, * tM/ivc f` ? 6.5 .7- V I -It .( Ta,. �,/ > 50/x' •, Air` So/uttl C .I i,,,.I t h ? i,, ✓'' li, i..E.ar:.; .1,,1 it ✓ :; al I C/ " C. 1 M %. AM l ? /. s' rf"' 1/: di/E1 ✓ jfe j, ✓ Type: CAL =California, SS=Split Spoon, S=Shelby Tube, LD=Large Disturbed, P=Pitcher, HD=Hand Drive ASTM D 2488-0O Description Identification of Soils (Visual - Manual) CORE BORING LOG KUMAR & ASSOCIATES Project Name: VLSI {1' 1/fd�n I l� Project No. -i — (P o �- IBoring No. P $�'� Sheet I of - ROCK CORE Jn 1 SOIL r o� r, m E o Z' S ',Di X 6 a re u_ 0 m m .-` O 3 0 o Lt CI- L - E z :c a o rn �� f� Ili "� 9/104 0 DESCRIPTION (Soil: Soil type, USCS, Consistency, Moisture, Color) (Rock. Rock type, Hardness, Weathering, Color) �- a E o c o '> m° FIELD NOTES/ LAB TEST RESULTS 0)gmm — 1 re- sl_s' f.60.5 .� r� 1.4� k-ete.,,p `J , r -,_ — 00 2Q X0.5' f) G5,5' m Z -._ I � v,1l-'''e-, Yai ,: ji oo 36 1-1 2 aQ t ..si � �, f F4' (r4I - • 0'I 0)NeINofFf-,�,{�� ` 3. I — Z )TI V�_C 2: ,Aft 104- ; 4 i o! le., 44e m c,, NI torE ,65/ ' /1 . p - r —r L -4 /� f 1 '?l(t 3 i? 1O3,5` 4 ' 0,' s — NNiO, l 3�N Z 3-- - it, ARx ,A a a -k, C,5'- \.9 1 ) h _ ;i� , 9 X00 ;%,- L I r 7- r _ A 1-,', 1•14/e - SaA,e Z -V 07,4/ye i 14 1,9 .r t_iv i 51; I lb (IAA i 64 *I'''e plat/. 11 CORE BORING LOG KUMAR & ASSOCIATES Project Name: �! %Cfl , i%ie.,N Project No. '7.-f-(po'` B ring No. ��{Z 2 Sheet of Z Z. ROCK CORE SOIL - (f.13 re) r ilm c3` go..- a E . ° z ° c2 �. m o . o a sLt �' L" o m m ° 0 0 Lo` m E z 2 o O, 83 DESCRIPTION (Soil: Soil type, USCS, Consistency, Moisture, Color) (Rock: Rock type, Hardness, Weathering, Color) i- E Er, o 0 o 3 m FIELD NOTES/ LAB TEST RESULTS f1}5- - - yr 1f P'A , ~w M,5, 7G - Ai r ret.i S @ 75,5 4. $O.1"t 77--- - ,6 :.• s _._c. - c) ikkil5ii /hie, V, i 'V /ft( ' -r,, -- J - _ Z • j(e3,s;t6 [*14! f get -A:$;I1s}m-ie. ! ,g• _ s I 1 . -10-tal DeFill Q. F00 ....,.. CORE BORING LOG KUMAR & ASSOCIATES Project Name: } 5+, VI -1W, /I Project No. .244- I -60 IL. Boring NoW -3 I Sheet 1 of Boring Location: Location: Casing Used:3 ',SW p -A- Core Size://&. Driller: E 1j; A -Q, �)G,,1 !Rig Type: (Mr ? 5— Start Data: ��" fZy � /Z V Completion Date: % � / Logged By: CAA) Ground Elev: Temo. Freclp. Reviewed By: Std Water Depth: 2.3 -C-t- Comlpetion Information: Date: Time: ROCK CORE SOIL c q0 m— t m am o f o Z c a' m g t x o a a m �`• v° ut m c o e a ` m E z o o cx c 2, DESCRIPTION (Soil: Soil type, USCS, Consistency, Moisture, Color) (Reck: Rock type, Hardness, Weathering, O o. i- m E Z o c FIELD NOTES/ LAB TEST RESULTS 0 —, . 00 Color) m i - ;nc CCtr�,. ,j'e^. G,1,,,, 4., /S1.51,�� Sirlirt•.,� -- ntr�' �j/7t� 2_ 0.5- q,. (�(L�� C 3/ Y �►D w', n S., W `i — 11 l 5 5 t /1Yvd'' 3@--5)4 - n 1 Q\. fi" , r\ C.. --\l.i CEGA/v4 3 1.D-� 0�l I , lq�jrrn-cl5) )0051 �� 5 %, 5p..�r� 4 -+ y— 1 .5-- �� 1a�, � �!�.-ter 6 - 11- 7 - e ^ 2.0— 2.5— ::::-,AA g_ 10— - 3.0— 1 1 5C- i 6Q- ,W" 12 - 13 - 14 - 3.5- 4.0— - 1 15— 4.5- 5 q „4-.. 05� S /14f/ 1 6 17 18 J 5.0-- 5.5 :rte 64 i ic e. CORE BORING LOG KUMAR & ASSOCIATES Project Name: V/ .(t,\ M VcrN ~� Protect No. d�`l - e - (o b �- B r g No. Sheet 2 of n- o n-"5.0_ ROCK CORE DESCRIPTION SOIL FIELD NOTES/ ° x m o or F. ` v m� c 0o ow o c o a e o o E o o (soil: Soil type, USCS, Consistency, Moisture, Color) E o LAB TEST RESULTS c2 12 ce ,: L L. z co _3 (Rock: Rock type, Hardness, Weathering, Color) r° m )�,1 CGAV 5',l 56/110 w', J1t lahv(%6� 19 - — \\zk' A Lx , �c.11h,@�'J / Yv Do 0z.s`i-. L. T�C 4.O 1 � 6.O- ��c�5/ 1e dv �1 ' . ,0_ Ilil A1.46 -2)r 40 J I 6.5-- �c.fi 1 ?..)(0(.41) 22 - 23 7.0-- 24 7.5—• 2 a ,'41), ., 26 - 8.0- 27 - - -- 29 - 8.5- 29 - se— 9.0- — 11 6\ i, v ( ''') d --1 C_. ii L y ,S M �C,n. 0, c ' 31 9.5- 32 - - 33 -10.0- 34 - qEor Li C ct ? LsAiuJ��Q�( >` ,1 +� ,' 41.5(5O.5 , % 41. P.-1°,, e 1� l_c s/t1 35-- f�/\a. �,%5l cL-'1 ill 4G,� S /U A kOoAsa 1.,O4._-I��ow I n 36-11.0- I 37 - -- 38 -11,5- CORE BORING LOG KUMAR & ASSOCIATES Project Nn r: ) 2 S+, 'V�vv Pro ecr No orin No Sheet L �� -_,-60 - 3 Iof .C? Depth, meter ROCK CORE SOIL co 0 o z . r X 6 8 L' o O v a o °L.. Cr' �.! 0 o 6- E z v LC fro, DESCRIPTION (Soil: Soil type, USCS, Consistency, Moisture, Color) 4, '— E o v 3 FIELD NOTES/LAB TEST RESULTS 38•— a- uto c�3 (Rock: Rock type, Hardness, Weathering, Color) r° m 39 QtL111 ()tat S/ -A)° `t I i) Inc 40 12.0 - - ` x).,1 -hi I Q4,140 Cr94 bAuQ,„: S i`9 ` �_ zic GSM 41 -12:5 -; 42 - 43- 44 - 13.0 - 13.5 - - 5'1) Ali SPN'O 14/1 (7 MhvclS km el�; eoc. f iV1•• 4 C -O a 1) Gj I, flj lc. P45 i µc1 0 on st -O 0/3/13e, I WY.t QJr-444A y ✓C j 45 - - _'/�� I 7,0 C (� ply I 46- 47•• - 49 14.0- 14.548 L- -- 50 15,0 " ' _ . —. — -.� SPN05s1"o6-)� (5)1;11/c1 e.11, (-..d\‘-'1(-..d\‘-'1S (WA C. I/ M r 51 - 52 5.3• , 54 15.5 16.0 — r -- — I 0-l\\AW& )4c. , lo/i,., (�U5V(..4 "1 t, -}b Lvd,r Gn,'Ke• k., i V<rvi i%w �w3 I GIk.C %ra Bra r) 55 1 6.5 • - / '/ 5...5 56 - 57 55 17.0 -I ! r1 - - - - J CORE BORING LOG KUMAR & ASSOCIATES Project Nome-'` c, '� 0��..,,`` X(� , Y„'iLi PttrJoojec' No. '"�� 9-1`�1�p T- Boring No. Qa-3 Sheel ' `� of l/ ROCK CORE SOIL m m o m Z v .5 o E _oN unb IRecovery,% X o a II l Frac' Freq. Fracture 1 Drawing 1 Number Graphic Log DESCRIPTION (Soil: Soil type, USCS, Consistency, Moisture, Color) (Rock: Rock type, Hardness, Sample Type Blow Count I FIELD NOTES/LAB TEST RESULTS Weathering, Color) 58 1 ss I ,8.0 5Nvo511)N 4� (C. ill? /c l.,ic-y) w) — 60 L LAY-5\o/t) t. I �✓'` h i 10(_. � Om 51-,t L 3' % 61 62 GS - 64 18.5 19.0- 19.5 - v.,�c, G At. _,/ Voll1 t � lJ 1--1---o o �/ 0, 2v�../ �5 ��/ ` �FIA t, �1�, �` 65 loo Z 5 I (h',1 41tw ;%%.. t �Y y 5s v, ( AL, ')‘,ti '. rrRr CA/1._CA/1._Cl,PVl`1-0/vsc., 66 o- ! 'l ko M >WV1 kcv-I'll iL1 67 20.5-.„2(ISRs / r a lOicS tJ Gm 5e )fl k -7. 1/ 68-- - 69- 21.0 - _ I , Y 70 . _ - — 71 - 21.3- -- 72 22.0-`� 3 `i5 M , � 7 ` �---- M M r , / 74 22.5 M I I I. 75- 1 76 a 23.0 — 7 23.5 ili !� I 1 •� — r r �' 78 --I - CORE BORING LOG KUMAR & ASSOCIATES Project Name: 1 itCQI S -1-1/O1;- r Pro'e t No. � ,_, ,_60_2_, iaC�� j�( 8 rin No. Sheet of S a+ Ow A E ROCK CORE DESCRIPTION (Soil: Soil type, USCS, Consistency, Moisture, Color) (Rock: Rock type, Hardness, Weathering, Color) SOIL NOTES/ LAB T RESULTS z c g m r. g o a o: m? d it rn S. o is o 2 E z o o e o_r m 0. m Ti. o N y c m 5P - ill "61(rr 0P ^ irl" 'ef- qo - ql - 12 - q3 — qy - q5 — c'.) J /4 Al M ��•Mc M illill ,-64.&_VZ 564Lv05 I El co L. (LA V 51-4k, -;u-"'`'I4/\19 To P-I&vc . SO�)vN 'C". _ --Al . • _.—. — - - - ,-- 11 LL O -fl of Ig *h1 h 0 d s, s— — 239D S. Upon St _„_ — ii Derive; Ualorackl.. 3C223 �` Phcn_ 33-7=--S700 rlY' H.3 —.;?—%005 Kumor &. A.7---sOcia`_=> •''OJ-CT ) Loc. or 80p1hG ky1Ji o -'-‘4 7— 'O!i 1 '.NIINc_P. �Cti%� PROD=.T ,1L.'M3; f r<D IN,' ' O IOK 40/ r�(I {� MS -NOD fJ'-S 0//�� I Ala.W;P:iEILLSEFI34- aoRING cr_V6rloN r?Ii_LIN-^- DEPTH UNIFIED �uaoL SOIL/ROCK DESCRIPTION AND DRILLING CONDITIONS ROM r SAMPLE LOG 3E'T� 7L.',V an 'V'r' .vO VI TYPE SA f'cE PLASTICITY (-2 DO) (-2DO) GRADING (—WO) CONSISTENCY DENSITY oMPAC NE COMP.`,CTNE-S MOISTURE . GaIpR... . _ -_ S .SA 1 :,CEMENTED, OT. - RAC URED, .. . Sl'a0F.1.31, 'air -f, Ql'Uj i OF S4AP!i. ck) o � B � c V SOIL SYId I 4.-6 [ 45 5(14/1 .NI lG /.�.=v em 0,4„,, I i - U. 1•S--, 55 se -.),,iv 1v /- .i / NI J) `J r - L1 —c--- cAc._ Ac inn N 1!? ID /7" / V, / ®<s. Vi �, LZ/ /V A(% -V1 7i - 1,S -LI-(., I 55 Q -Yu' Al IL1 -}-l0 55 �4-.5M N �r 10 �' �J.<<, M I o / c ., / 1 -/22., Qj:..la P "5/ 661— S NI ,I5- z k9 n.s ►. ,' � 1? -O CAL C L M t- / 1t,i / v''. = Y (Gipc>� I V '// V ( ;.1 FACV/ J '. 6,-- .2y t -f • �-- GAL, r /t-i I /,,';// /4/).08 I ,,,�, c1 ArlG,_5,'0,.5 _..21___ -ill 0 -,o -I3 '5S 5(1:5M I I _:::1_, II) Oa, Se" 1 , r..r2.- C -I0 -5M �J .ti o_�a I / Rte.-- /, 1 LIri q- M i/ L Um sk/JAPci-j - 35 is . 7-611 t/cr I B.2q. 55 W 5 is f TJ- ! 1/_ 1 .Z - 17 5 Ai 77,r, •-Jr, >/,un..F .al z re' i7J.1H4 - SM.? V7156 -DE; :T = Sr." R7 1118. a= ..:: �iva�o r:.:Lal = 3-- DISTUP?iu'›7L 3.'/ 14'1 r .t.7 0- r IL :a1YC .-'3UUJ �_=i4 To 3'c9�? I HAT_i. -7,,L1 24- 14 To CAVE CATS. ?'IC .k1ING (PC�7H;'OIA.) ,u�E. �ar1 TOTAL DEPT'r. Page of �` (SA Project Name: 7 e 1 S- V a' Project ' Location: 4 '` Engineer:RV Boring: 'P? - .(+AK Assodates, Inc. Date: I11'I2� Carn�^d°^ t°wrg EamiaiW Was Drilling Method: i1'sglroref Rig/Driller: �1/ � �� Elevation: Depth Unified Symbol Soil / Rock Description & Drilling Conditions From To O 'fit (' (1l£iPt S4,--Ael . it,r;ot,ls4 t:tiecf. -;mot {0 C.aa.s‘ t„ -r , ts. aii rjtf -Jr c,t-, •1n0 .J -110.5_ t ,5re ��,?'“.1. ohm) 3 l 3� )t1)':iNi 1111 i AMI V.Jt,U ,),oi ,l1 dn� %4 ciAl, c+trr.��, dl sMi�..1� I1 01\ q(?.fib pl. IL,.. L i ,T, ..l _SaiairtrL4Q, .1u �1;v�A'.I.•,1 ...Cd, {-bn' Jo ,atn- .iB0 J 13 ZkI ' :)P -1M Te4r'L , c c1,cA.ci sir w) .$'►`1,(1L_i.11r, 3 II-i 'con4 it.. , q(2,,,i J wl vii.+• r _.1 �A .,. (e. r. In 1 , 1-J I; ; 1 1. ic at., 1.• ; -Lt. rI-LIZ.11C.1 U'�nJjn 4 e ? f)., t Jo. ,'+f w/ 4,0 C r,A0 i 1 e as ry i pm '1 . ,f, 4 1401,1 . If,....,AOf5¢-1 aet lo brn,,v ti 2 17 " q .5:SO 't)+:1i J fc?j, (! --, a, c1 DJ e i' j r aoie6' sc),td .J/(// l,.,c rG r..irq/ Mel,do-s�c -fa. e. a LNe-L, 4arJ j( 4'q. c 5 2' S's. ;;,,, Az! 64.5 )M. S. ;:. -,,,: pi rsto. 4, C__.), (SFr (AG.5 b1.5 5.s. CrUe- iu&) 6) Col -J Ca -R f., 1. (,- CDC MIS• Cos- (ox5 ¶CS.. Notes / Comments VI.5 76 'iM.,S. ildabcAtk" I'i' — N=et torb. ).,::" 1.. (.) X5.5 3,1'4. ve< ) 141.5 _ I .5 Water Level 25-5' 'f5 It0.5' S.S. T-., (.✓!,`„64.-j t"; Date c /Zy Depth to Bedrock:j 5' Depth to Cave:' 4 PVC Casing me/Aglaia.): N./4 Total Depth: AO. s' Sample Log Depth to Top li Blow Count Sample Type Soil Symbol Plasticity Fines Grading Density / Hardness Moisture Color Calcareous Recovery Other (Fractured, Cemented, Stratified, Porous, / Penetration, etc.) o J mi v .2 t °0.E = ar -p v 2 a ro v ra p }, 'o +. v .3 I T4- 9 Cal sr V , 3P, ✓ .7 ,&t , dr..a br', ./ 'L.5 'I-3-3 35.5- SC i .ScJ.ti+ NI 5-10 ✓ ✓ ✓ 'L/ i 1,14)5E 1 , la, f Cj,a.,5r. .',. Sc.-ye 5 3-LI Cal s -S" NV) -I-1I ✓ ✓ ✓ l/ : foeSP 'j- ITRe V., r,}. 5 p -7-1, ,s. ',;,t', ,M 10" i- 61 vI V' ✓ •• ., IC1rd' vQ7 Ian, f! — I0' Li.- C- (Al c.l-SM *lc io ✓� ' ' Imo so ve la„ ✓. '''''.)1,7;;`;'11,1.8 u ICI (0-9_'1 5.s. ;FILA,, ,,1 l P 0-1- v;y„ r rat. eir,‘" ,f ..IL ✓ I I (, -ia S4LeM/<,,1 Ni P II. Irk ✓. M • �lfn .,A�� a,�,{ t1`'i {° ✓.r 2N 3- e_',1)1 CI( a 417o ✓ ,le M. c:1P .%f —f ,, v 101 o44 c,.,-- t.t),,,-,.. OF N-i t✓ tl %� tit, rlo.KQ. /i-or) ./.,,., "k•I II. it, Ca.l I1 'P S.- v' ✓ ✓ ✓,'1 c se -/ -Ebr, ✓ 39 Il-q—II _5- Sep 1\P c -l0' ,: t/',,/,M• ,l,., ,- N./la,', i Type: l0 J L D 1 Sum1 ►4p t of ✓T ✓I NIA I �Tz111 ype: CAL =California, SS=Split Spbon, S=Shelby Tube, LD=Large Disturbed, P=Pitcher, HD=Hand Drive ASTM D 2488-00 Description Identification of Soils (Visual - Manual) (; 0P z Tsre (i,{ V I C Project Name: P\ F 1./ f ` Project #; . '! f _ (01) - Engineer: RY Page of r Z .,1 2 6.,, I ,j) Boring: e- I Kumar & Associates, Inc. 1 L �'� I(+A Engneerng Geoio9Y Date: M.alerias Testing —�, 1 nisi Party Inspections Y—� Environmental Series • Location:' . • 1 Drilling Method:Il,\qgr,,r e_ Rig/Driller: Cfi-e- Elevation: Depth Unified Symbol Soil / Rock Description & Drilling Conditions From To fp- ..) e ii/f/( L / /I 1 - [ ./.1 i ( t' --- .01 Notes / Comments Water Lel .,,� Dat {r Depth to Bed Depth to Cave: PVC Casing (Depth/Did ):1 CT.� Total Depth: Sample Log Depth to Top Blow Count Sample Type Soil Symbol Plasticity ian,c it Grading Densit y / Hardness Moisture Color Calcareous ;' a o v Other (Fractured, Cemented, Stratified, Porous, Penetration, etc.) ?3 J -p a) - C °0c N a, rt , " f 'o v N 1.14 1n -in -u ,ui ,P' !r≥ ti ✓ v' fr-Ak d ^cp ►../ `,- 4A` 7b-5 4' t),5. 5/N1, S 14*' £/ •f r V i-61 c1 ✓ .?,i V V.'1fmL ii'...,,-(_ 4•/' 5a/y" C;i P6, AT 7V r V r 1ip,,.,, /- )rey S4 $' 3" L& M„ _ �� t . A Vitt.' t v_ OucL , � y / _,, y, -4.',---s r J..). f -v(= t� r 4 , . Type: CAL =California, SS=Split Spoon, S=Shelby Tube, LD=Large Disturbed, P=Pitcher, HD=Hand Drive ASTM D 2488-00 Description Identification of Soils (Visual - Manual) CORE BORING LOG KUMAR & ASSOCIATES Project Name: Xs k 5.1, dry,: p.j I Project No, 'Z0• I• rl,0 I Boring No PR _.(..1 Sheet of I Z ROCK CORE SOIL r C� i v o f ° z r ° m o= a ct v � ci m co v 3 0 0 L_o E z a o rn o_i II 1114 �� DESCRIPTION (Soil: Soil type, USCS, Consistency, Moisture, Color) (Rock: Rock type, Hardness, Weathering, Color) a F -`7" E ° rn o U o m FIELD NOTES/ LAB TEST RESULTS 59. (l, ( 4'" _ 1 . .44 '� 4r - 6 2 - (OO- 5 to Cot,. 5- S f f-,,! ry :"�� 1!): Sam Ste" e- i S I1(014 Z -, C.:504 ie-iy..-,t- M- l C. \' --- a �'.. I;0- tc; N-yN /4JO Fed Pf•T4 S L . 1 Ze. l p_ vU 4G . ., CV 2: ierinao;r a l -6( ak 1 ,.� 4 r P- 2,- DO T0ieih. A . o 4.gr S. ' � z �� -=_ u N '-1 Q- '-fo 5 40 '75, ` 5 71 y t — I f�1•yy a`•g� • - I �.x� LIN 5 0r„, NEAPa3° CORE BORING LOG KUMAR & ASSOCIATES Project Name: gy / ,,"l 1P29,ct it No i Bo in Li 30:ROCK Sheet 2 of 2 c II o m r -at n E CORE SOIL z ° IY X o a o! 6 T L` o m _ 0 o �o `m E z 8-,, (DJ DESCRIPTION (Soil: Soil type, USCS, Consistency, Moisture, Color) (Rock: Rock type, Hardness, Weathering, Color) oa w I- 7 o E o m l' - FIELD NOTES LAB TEST RESULTS ) "I 41 e 1 10 rat Ye /9 Pfl c/ e_ ( cs. /,I,,, _ II ,_ L r .: ' •• I V, ,, a., 5 75.5 to-6 cZaA e/s/f/1 eI yid,,,!-Oit ✓�,,,. s i _ 7 - - 7 CORE BORING LOG KUMAR & ASSOCIATES Project Name: \ +, Vim,',' Project No. .7� 1— —�o � Boring No: Sheet 1 of r8(�-`-� l Boring Location: J 14/, Casing Used: j Ns� Care Size: /U a Driller: a Ri Type: El:A-a.0 ✓1 9 yP CMG ZS Start Date: 1i/7 W Completion Date: 9/�B/21/ Logged By: G Ground Elev: Temp. Precip. Reviewed By: C Water Depth: , yZ,,r"f Comlpetion Information: Dote: Time: am a� a- a E ROCK CORE DESCRIPTION type, USCS, Consistency, Moisture, Color) type, Hardness, Weathering, Color) SOIL FIELD NOTES/ LAB TEST RESULTS z c a' x o g z o a a o '� a ut ? c °o o L. m E z' a c a, c.2, (Sail: Soil (Rock: Rock m - m E Cl, o ; 0 I 2 0.0 — 0.5- ___ - f;11' 5;ilt,1. 6/U0 w,4t4 9ft,,..,ls t;' /u,9,1/u,9,1_ 5k-', t. t, n‘. 4L) (..0kf:',. L,* o, hit -IL (L•V.LS / U 5e) $T 51� i t. / v� 0ivk ea)..), -,,d �L f 'l� s�Lt /AI - a _ sIU 6- 7 e - 9 - 10-- it- - 1.0— _ 1 .5—' 2.0- 2.5— - 3.0— Rudy G r ke SPN4 O ., ; i,,, j LIRmv�.1.5 / ALA 1 4.5�"- i TPV.. t -'.-h,1 U 1, I I le, i21vil! 4 Mc-Lom (�cn5� 5I. IY1/ l 5 -1 61/\ `-U &,/1 If a,, II / 'tb Coo sQ /0050 M03 F- % r. S 5 f , ,5�1 .5 ,lj JAI 116, 6iY)A1 5 �� 12 13 - 14 - 15- - 177 to -,5.5 3.5— - 4.0- - 4.5 5.0--- S�� 5/1/4s✓ (.:.+1 1c.1 Sc5 of ItwlV II i N V Q 1G lic -ivCa1c3t v,1t, )" SL 41) LA 1�j1 te ff ) I ,�Q-,,,�1 1J�3o , 5I,y 4 A4,7,1- io Lid' (4- �) ?i -16 �� - CORE BORING LOG KUMAR & ASSOCIATES �/ Project Name: i,1 SA- "riN Pro ecf eo.(0O Bari No. 7 Sheet 2 of / t _ 9 s _o m ai ROCK CORE DESCRIPTION SOIL FIELD NOTES/ LAB T c z x i* '1,', k ci Iiii m rn C ::1-,„ 0 t-- m c o' 02 O E c c2 m a! a o- e w 11 Lt CI z cS_3 (soil: Soil type, USCS, Consistency, Moisture, Color) (Rock: Rock type, Hardness, Weathering, Color) E N o in RESULTS s;) sANO (., i' 1L45c5 o- logic 19 - 20— 6.0 C l Cori -14i ^ iQ- 5 - i 54-1 21 - 6.5-- 22 - 23 - 7.0 24 7.5 6 � 25— L, / 26 - G-0 8.0— 27 - �9-, reD __ 28 8.5 —,??--,S ? �1 29 - — s0— 9.0 S ! � SP -91 31 9.5- 32 - - 33 -10.0- 34 35- 10.5 5 i� 5/14 36-11.0- 37 - 38 _11,5- CORE BORING LOG KUMAR & ASSOCIATES Pr6jeci XceNn�et I Pip e�i No 60-7.-- I rat. No.� f Sh6e . 1_ __ _ _ j Run No. lRecovery,% I _ _ A R Q D,% i l I I I [ I I { Frac. Freq. Fracture Drawing DESCRIPTION (Soil: Soil type, USCS, Consistency, Moisture, Color CJ\ U I I �\-'‘ Sample Type C, \CVt L� 11 Blow Count FIELD NOTES/LAB TEST RESULTS (Rock: Rock type, Hardness, Weathering, Color) 5 1 5iiitiO u„at„ Itin3e1/45 •ip CL km, My.\l6i; 6) .T;no �Lj Cr c t.,),Itl •el-A,67C 4t--)+, c `i 1411 czKAJ s 1 P 0.., 0k..nSe, LrAi tuk) vw� r% J oN� I &)0„ P1.t.5.1-; , •5 -,,,C, 4 ov�� (a;.,,,..1 e t- 1t 0,‘.4.,,,,_)_ (AA- I , / Grc� .4 c.,� 5rel r 0 CORE BORING LOG KUMAR & ASSOCIATES Project Name: Pro oc• No. i 8 Ing No 1 Shoe ROCK CORE SOIL Z m m o m Z 0 -an,--„, 6 E Run No. Recovery,% X a a i 1 Frac. Freq. Fracture Drawing Number 1E a o DESCRIPTION (Soil: Soil type, USCS, Consistency, Moisture, Color) (Rock: Rock type, Hardness, Weathering, Color) Sample Type Blow Count FIELD NOTES/LAB TEST RESULTS c.3 58-- 59 . 18,0 1_ 5-1 13-1 II'e-I - I- 1__ 1 1 I 1 1 a+t%v b4 AeL 0- &, ��0515/:l� 60 loo 1 K r ./1(.1 o.C-I- e_ w �� v.c solt 1845O, I M 2dv VI -51! (Slue. s i .5 . (9r� 62 - 19.0 a is- v M 4,('2A0.15- , 6 ti ti./I. : yvi,i-a� 58 � P 1 S T _0( 6.3- 64 19.5- '-- M M ' t1 65 - "� ---__, 20.0- r\ ClOia 66 - 67 M.. , ' 20.5- , a .,:W.- '- I s.. 68 _ 2 M y :, 69 21.0 ? -1 70 M M t'A MI 21.5- '�}. 71 -+ 72 22.0- Lk qD to ,, ..r . SI.. M I?,S4-- 73 -N, . . 74 22.5 - I. - i I , , 7 5 , , , 23.0- I• , ' 76 — �--- 1 „ 1 C� 1lC c], 77 V r'1 ' ) 1�//( 23.5 I q0.j5-1 I' 78 - I - I I _ I .N . CORE BORING LOG KUMAR & ASSOCIATES Project Name: Vrw cal s-- V Pro'ac No. ��i-1-c -4- Borng2No.� 1 Sheet of ROCK CORE SOIL r n n° ° a) A F z° c a K 6 m o a c a a L` 0 j. II i. - m E Z o re" e o.i DESCRIPTION (Soil: soil type, USCS, Consistency, Moisture, Color) (Rock: Rock type, Hardness, Weathering, Color) 0 0. i- o o N w C o V c m FIELD NOTES RESULTS LAB T 5 41 1 M 60-e . ICI - v- i5 - in- - ici - q0 - 91 - Q3 - 941 - I's _ - - - -- - zD I �V S 1 her, , } D=river, Wi_roGa, 3.__ ii FAX: JGs .7=? -5006 Kumor .;. .r-',ssocia`-e= f s =' LOG 01 al:R!NG PROJCT tiSsi= 4444(2.3— BORING I'D"- (214"1 'Nr;IN'=P .0- PROJECT >I'Jh;27`1-1 000A ION % D?!__IN= MTTH DC, )I� /�Q r C'c �"-RIG/DRILI:F i II 1-l., 30R- �_'�:.10N DEPTH UJIIPIPIr $:'ua0: I ,/,Nn a S soli/ROCK 0=S� I'T•0N DRILLING CONDITIONS ROM TO I 5AI.;PLE LOG D "T:( . I W..cw "`w� lGP`I' wiltT T'.' SALdI?c SOIL SYId. ?LASTICIT0 GRADING (-200) ODNSI5TENCY DE'NSfTY -HARDNESS COM?AC T NEss _ M6,5TURE `? S 'c '�" ., OTHER C=dcN �C, kCT =C• OTH R , ., l.1 Ii OF S.Af4P.L of ) .• - �- y - .o s _ •-$'., e _ I ?• E FINES (-200) _ a `1 ` � o I I-7-1 LAi ic11I/Sa-M, Ail lc- .%� . , ✓ ��P, .5i 1 i L-5,--4, i / 14 /A4� ---. '1,,1 as- -5-4 ss s- sp, e) r / MO�,t /.,/I 1J -"S- 1.< SP -3M N ICS .� V ./V, 1(-(oc)Q. / / w• 1 1:s I t - CN- (1-cM iU ID /Z- /'✓/ NA/Ma l/ v, ., MOO, I / /I '"y i -1-1---lb -1-- 55 5P s�^ Al 10 -' . i (!! I -I4 /iii--- N1 I; //' MI) I//' 6` / tK/ 'r,:.,i 0i%c-1 /1 1--1-°I 5 5 SM I J v v i I kt 0.0 a rz,4... o 24 1-`1 O,1 c /, i I I/ i'D/,Z0 / .i /1./ /©D5L/t.4P l V.,/ ,., I /zi ..2/ /•U_ del (P-i-? -5S 5M/l/� sA j .,/,,7_,A, ' (� s / (2, ' I /I �iLi -i (/' l" M 7 )2 , r' V I f1 /' w% SC' G`� I I/ I VI tit/ „....)__(9... . V �% rya I Y - l Y -s� i / z �v �I '� - S[ �1 5 �� 1/� r •'� J , I I 1L, V' 1 - I I • :'7P.::'7P.:.•. At - - �/p D?TH TO 3E049G —7 1 CAL = r.-' FOF.4 ik NATE7 •_7,_I. 2�,S� :> - SP'.T SPOON- ET = _r. -'3C TU3E DATE I 0_PTN To taw = L= -E 05TU83E0 (. '<L a) TIIA, DPAL I ,PYC =k9hIC (7triVOIA.) .50 = 5„_H 06TH?2E0 I>2(.>2,_. 3.) ET1t ' , BIG .'.arVE :'1Ur A TOTDEPTH. i CORE BORING LOG KUMAR & ASSOCIATES Project Name: , S+, Vr iA ,'I Project No. ‘21.1-1 --60 4_ Boring No: 01-6 1 Sheet 1 of ) Boring Location: Casing Used: j Ns� Care Size: NL.Z Driller: r. a RI Type: 1:.6. o �1 1 yp £1t1- 1. S Start Date: � Completion Date: Logged By: CAA) Ground Elev: Temp. Precip. Reviewed By: Water Depth: Comlpetlon Information: Dote: Time: t a =o- 2` I Q• P co E ROCK CORE DESCRIPTION Soil type, USCS, Consistency, Moisture, Color) Rock type, Hardness, Weathering, Color) SOIL FIELD NOTES/ LAB TEST RESULTS z c c' x m 3 cr x o a z m '� s m c o �o m E z g-,„ c.i21 (Sail: (Rock: m r m E is z o 3 m o— I 3 4 5— 6 - 7 e a- 10— 11- 12- 13-4.0— 14 o.o - 0.5\1ej^'I f- ; 1 '. din, �• 56N0 V ,11/ /®v (?ie..-,�,c.kr ��„t. Ay C�, Md ��:.kl., 0`v.) ,st vl /'kc1J 1)"�! C�(bCu/` fi _ 1 4v--(/ 1.0 � 1.5--1 2.0- 2.5— 3.0— 3.5— - ? k1 Gr �c1 5/1700 i:( 1 ;� )�-' mac!- 5rv1��IS/ /U� es� i- i; e,o 6f.) ), U, 5 o yam, 1.5 /Oo3Q r S I+1 MAJ4-I 100. 4 VvL) �� J / <. /Y 5s� C G > S 5 -/ W `L ( "Jr JJ Al -J,61 — 15— 6 - 17 18 4.5— 5.0- S-5--. ',1 SicrYQ 0 j N an f ,i. 4 1----,t\e. CAbOf5C, /10-A.iLzn„ Q OSa1 51i Sh-r1i J'I,o;5\- 4 ^,k,�4-I 6bw� .S -.7.-- CORE BORING LOG KUMAR & ASSOCIATES Project Name: s�C. A S� V�w� Pro ecf No. y - l— !0 0 �— B ri N �� —�(I.) Sheet 2 of ROCK CORE SOIL 0 X It DESCRIPTION I- 3 FIELD a' a1 'Oil; d z m o • ED, 7 m a m o U NOTES/ LAB TEST n- o f c m o o 0 0 L o (Soil: Soil type, USCS, Consistency, Moisture, Color) E o RESULTS o' o! ce k �o z c.519 (Rock: Rock type, Hardness, Weathering, Color) N m 19 - 20- 21 - 6.5---- 22 - — 23 - 7.0- 24 - - 541 jowl c z r /41.-15V;614� a: � L �� 7.5— 7 4, �;el� Q�sV'lel41 I�iho '(,Jcv4(1j z5—+ P� 1 “,,. /A , � Von,i �,�4- l ecvi-M z6- 8.0— 54.1;11' 4A)o t„),74.41 tiro/03/ 27 - 28 - IOW) c\µ S �� TMn 4 Ccx„ Q, + 4r-I4-(,�-. 29 - 3c- 9.0 (4) aN- I '&00-'1' 5/11 31 - - 9.5- 32 - - 33 -10.0-- 34 - 10.5 - "C !/2 /Y 36 -11.0- 37 - - 38 _ 11.5- CORE BORING LOG KUMAR & ASSOCIATES Project Nome: °' S+, vcw Pro ecl No L.? -o- —� fa7Mo Sheet' a t ROCK CORE 501E /(1 t a � lm L "- o f a z 3 L T. a88 X a o t,3 at rn 5.S o g ,- E u "E- 8-, 6-3 DESCRIPTION (Soil: Soil type, USCS, Consistency, Moisture, Color) a >, - E — a o o 33 FIELD NOTES/LAB TEST RESULTS 38-- o' cc Lt Lto z (Rock: Rock type, Hardness, Weathering, Color) tn0 m 39 — /� I S} �/1/ L J:: CJ \Al j' 40 12.0 — _ C el.5 S SA1 41 42- 43— 44 - - 12.5 13.0 -- - _ 45 - 13.5 - c of 46 - 47 48- 49-- 14.0 14.5 - - - 50 15.0 15.5- 5��v `JTb N �B�ai �� Q\G.T C T(l I %knt 1WO L ft ��,nds4� �� 51 - 52 53. 54 _ 16.0 16.5 — - — / \ (��}^tiC)4A-6\i_ %�� I ` I Vc BSc 4 ri 1 n COW r) 11va 55 60/k.,3 -46i11, 56 - 57 -- 58 170 - 17 5 —• CORE BORING LOG KUMAR & ASSOCIATES Project Name: �j,, Xca S ivw°(1 Pro ect No. ail®►s(00 8 Ing No./� � -ICJ Sheet I 4/ of L_ ROCK CORE SOIL _c m03 CD o4 Depth, meter -oN un2 L , X o ce -rac. Freq. racture )rawing Dumber ;raphic .og DESCRIPTION (Soil: Soil type, USCS, Consistency, Moisture, Color) (Rock: Rock type, Hardness, Weathering, Color) ample Type low Count FIELD NOTES/LAB TEST RESULTS .. - if cc LL L- L N m 58- 59 18,0 "— -\-c1 1 CfAr' , 51,i y 1L, 60 1 15 boo M . , ► *"��,i1a . -lcAr o y►i L Pi •18.5 6, 62 - - 19.O- 10 1 ><. , r , ' . ' OM 4n"\6.4 -let � 'S`(c7/J E., a11a jhN OSTONV 5 4o Pik 4.≥..,,u1 g 1 ► �rc,511 1(61u% ixci M;55�'.0 v!!q/ ,if 7 6.> ; • • . M V^ ) I VI ► 0C4-- 3 4,„ 65 r 'MOW - 6 6 20.0 - —k ' I MOO .1•• 6 67 - 3 20.5- ' ' ' 68 _ 3 .OU `f O-- "' P( illt 69 21.0- I •"""- 70 3 I 1% .36 �J /"' "0 No Yom, —Vln� 21.5- 1,e, S �. III 7z 22.0- r Ia.5 73 f _2,C)I to y 31 I 74 _ 22.5 - 6 /4,4593 75 - -, 23.0 I ) 76 -, ��jj� - MII. ann. S"lid , 77 23.5 I 505 UiV tiF)m • '• ,� I 78 - _ �_I - CORE BORING LOG KUMAR & ASSOCIATES Project Name: . d5f, V/Lu it Project No. N- I— Grp B r'``n No. is ._74 Sheet 5—of FIELD NOTES LAB TEST RESULTS t Ili dw aa,6 c E ROCK CORE DESCRIPTION (Soil: Soil type, USCS, Consistency, Moisture, Color) (Rock: Rock type, Hardness, Weathering, Color) SOIL o Z c g K m 'O m 1 le 0 a o: Fir L- cr LIt-.. e u, o �o m - E z a o o o� n m a o N m o n m 3i -. j- 11 - o _ ill -i !( <84y 610 - 43 — qs- 5-cfo(?; , -- _ _ - I T' "I ^l —'_I - ..,1-,ckY5-Tb� (..., Irtn 5 -IO,1e l ,n5e5 ) .504 'W /UIC6W►, H6,1 H 100 53 _ a -"ti '9X. 5C3-755-995 Kumar f,:: ,-',5socicte_ Q�-�. XGC,1 c- v�� L�;: �-'-• LOG or aoe!r�c ,,,f-,J, 2.� �I -0hJO' 0 ( :rN,t4T=T C(.c./ FSOJ_CT ; Uk4G-5. �f�IN., , J''1' (�Y� ua ra£rxo0 f} /1) alS/rAIL _R fii 3o=!rlc ry=ilv,;lN ;RI_! DEPT1 U:SFLD SYMBOL AND J O E S�li�:'.00K DESCRIPTION u:JLiJ:�G CurIDITLN_ AGM T Ca FI1 SSS;PL_ LOG JErTci �!D 'IE:'c�` 8L_1Y A-_vi'17 P'u. rICITY _� GRADING 0-200) CON.I5TENC1 ^ I MD STURE A'_ -� w .e., OTHER :CTI'd EIJ-EC, FRHCTUI'f0. .ST.°A.�., rte. A��A�IT✓' OF -_ c�FP. f u SAtIPi. k) .=. = 'u .- �(:CN-':K....r�r' i TYPE S,aI.:F-LE SOIL SYId. _ g %riNES (-7.Ou) o u3 _N = a DENSITY _ -HA'DtiE55 COMPACTNESS 1 - (, CAC- l'A 5P 2O / v -4A. trot,/ t h r 1,'4a --- s 1-_ 3-SnA ,w 1O /i/ i /pnSe i 1c;L a 9-./30 kv� / 10 •,� f -S- SS 30.--6/1/1/41I io /%/.--''AAO�x ,2y 3r is -23-/q 53 5M W I 1)- /,-.71,,cos. -4,-2ol 5.5 5M N 17, „A-..1,-- c c .2-7 5/1A ill I . - ,Ars5c II viutec,-. 61 ` D=-i'i TO 3D -X9 -0t ET - TL3' D51 _.,-Jy - _ =7c 9:STU'9E0 (OILS) TIuF LPJL ?VC Ck=1fl•_ (?E7"N�.51P-) = =-_L FISTU00 0 f> 2:. 3.) 'IC w7Nf ::.1 17 J T0T.L O&M, APPENDIX C BEDROCK CORE PHOTOGRAPHS Appendix C 24-1-607 PBR-1 Photo 1 'DEPTH FROM TO AU& NO. - DATE PBR-1 Photo 2 Kumar & Associates, Inc.® Appendix C 24-1-607 PBR-1 Photo 3 PBR-1 Photo 4 Kumar & Associates, Inc Appendix C 24-1-607 PBR-1 Photo 7 PBR-1 Photo 8 Kumar & Associates, Inc Appendix C 24-1-607 PBR-1 Photo 9 PBR-1 Photo 10 Kumar & Associates, Inc.® Appendix C 24-1-607 PBR-1 Photo 11 PBR-1 Photo 12 Kumar & Associates, Inc Appendix C 24-1-607 PBR-1 Photo 13 �z#D 2 Run: Date; /4149. VAA PBR-1 Photo 14 Kumar & Associates, Inc Appendix C 24-1-607 PBR-2 Photo 1 PBR-2 Photo 2 Kumar & Associates, Inc Appendix C 24-1-607 PBR-2 Photo 3 PBR-2 Photo 4 Kumar & Associates, Inc.® Appendix C 24-1-607 PBR-2 Photo 5 PBR-2 Photo 6 Kumar & Associates, Inc.® Appendix C 24-1-607 PBR-2 Photo 7 PBR-2 Photo 8 Kumar & Associates, Inc.® Appendix C 24-1-607 PBR-2 Photo 9 Kumar & Associates, Inc Appendix C 24-1-607 PBR-3 Photo 1 PBR-3 Photo 2 Kumar & Associates, Inc.® Appendix C 24-1-607 PBR-3 Photo 3 PBR-3 Photo 4 Kumar & Associates, Inc.® Appendix C 24-1-607 PBR-3 Photo 5 • Istimatiamiamostuniiii PBR-3 Photo 6 Kumar & Associates, Inc.® Appendix C 24-1-607 PBR-3 Photo 7 PBR-3 Photo 8 Kumar & Associates, Inc.® Appendix C 24-1-607 PBR-3 Photo 9 PBR-3 Photo 10 Kumar & Associates, Inc.® Qs4c.O. 14.,"• Itsa(,iR _7L6 ' ��° l:h�rthT5. .15SI So V�V.+ SI' Appendix C 24-1-607 PBR-3 Photo 13 PBR-3 Photo 14 Kumar & Associates, Inc.® Appendix C 24-1-607 PBR-4 Photo 1 PBR-4 Photo 2 Kumar & Associates, Inc.® Appendix C 24-1-607 PBR-4 Photo 3 PBR-4 Photo 4 Kumar & Associates, Inc.® Appendix C 24-1-607 PBR-4 Photo 5 PBR-4 Photo 6 Kumar & Associates, Inc.® Appendix C 24-1-607 PBR-4 Photo 7 PBR-4 Photo 8 Kumar & Associates, Inc Appendix C 24-1-607 PBR-4 Photo 9 Kumar & Associates, Inc.® Appendix C 24-1-607 PBR-5 Photo 1 PBR-5 Photo 2 Kumar & Associates, Inc.® Appendix C 24-1-607 PBR-5 Photo 3 PBR-5 Photo 4 Kumar & Associates, Inc.® Appendix C 24-1-607 PBR-5 Photo 5 PBR-5 Photo 6 Kumar & Associates, Inc Appendix C 24-1-607 PBR-5 Photo 7 PBR-5 Photo 8 Kumar & Associates, Inc.® Appendix C 24-1-607 PBR-5 Photo 9 PBR-5 Photo 10 Kumar & Associates, Inc Appendix C 24-1-607 PBR-5 Photo 11 PBR-5 Photo 12 Kumar & Associates, Inc Appendix C 24-1-607 PBR-5 Photo 13 PBR-5 Photo 14 Kumar & Associates, Inc Appendix C 24-1-607 PBR-6 Photo 1 PBR-6 Photo 2 Kumar & Associates, Inc.® Appendix C 24-1-607 PBR-6 Photo 3 PBR-6 Photo 4 S`ats1�.[A.a'a+�r.'r 'firNralgel katrIr VVOL,Z64 9.4 Vekk?39 h ,: Rnsy 130. ^= Kumar & Associates, Inc.® Appendix C 24-1-607 PBR-6 Photo 5 PBR-6 Photo 6 Kumar & Associates, Inc Appendix C 24-1-607 PBR-6 Photo 7 PBR-6 Photo 8 Kumar & Associates, Inc.® Appendix C 24-1-607 PBR-6 Photo 9 linfr tu'n Rwi.\i,. L rb emm) PBR-6 Photo 10 Kumar & Associates, Inc.® Appendix C 24-1-607 PBR-6 Photo 11 PBR-6 Photo 12 Kumar & Associates, Inc.® Appendix C 24-1-607 PBR-6 Photo 13 \117.4;IL ate. ki3Li 11n7c. A:o it Rtin Ncc PBR-6 Photo 14 Kumar & Associates, Inc.® Appendix C 24-1-607 PBR-6 Photo 15 PBR-6 Photo 16 Kumar & Associates, Inc.® Appendix C 24-1-607 PBR-6 Photo 17 PBR-6 Photo 18 M.4..lgt Kumar & Associates, Inc.® Appendix C 24-1-607 PBR-6 Photo 19 Kumar & Associates, Inc APPENDIX D TEST PIT PHOTOGRAPHS Appendix D 24-1-607 Test Pit 1 Photo 1 Test Pit 1 Photo 2 Kumar & Associates, Inc.® Appendix D 24-1-607 Test Pit 1 Photo 3 Test Pit 1 Photo 4 Kumar & Associates, Inc.') Appendix D 24-1-607 Test Pit 1 Photo 5 Test Pit 1 Photo 6 Kumar & Associates, Inc.') Appendix D 24-1-607 Test Pit 1 Photo 7 Test Pit 1 Photo 8 Kumar & Associates, Inc.® Appendix D 24-1-607 Test Pit 1 Photo 9 Test Pit 1 Photo 10 Kumar & Associates, Inc.® Appendix D 24-1-607 Test Pit 2 Photo 1 Test Pit 2 Photo 2 Kumar & Associates, Inc.° Appendix D 24-1-607 Test Pit 2 Photo 3 Test Pit 2 Photo 4 Kumar & Associates, Inc.® Appendix D 24-1-607 Test Pit 2 Photo 5 Test Pit 2 Photo 6 Kumar & Associates, Inc Appendix D 24-1-607 Test Pit 2 Photo 7 Test Pit 3 Photo 1 Kumar & Associates, Inc.® Appendix D 24-1-607 Test Pit 3 Photo 2 Test Pit 3 Photo 3 Kumar & Associates, Inc.® Appendix D 24-1-607 Test Pit 3 Photo 4 Test Pit 3 Photo 5 Kumar & Associates, Inc.® Appendix D 24-1-607 Test Pit 3 Photo 6 Test Pit 3 Photo 7 Kumar & Associates, Inc.® Appendix D 24-1-607 Test Pit 3 Photo 8 Test Pit 4 Photo 1 Kumar & Associates, Inc.® Appendix D 24-1-607 Test Pit 4 Photo 2 Test Pit 4 Photo 3 Kumar & Associates, Inc.® Appendix D 24-1-607 Test Pit 4 Photo 4 Test Pit 4 Photo 5 Kumar & Associates, Inc.° Appendix D 24-1-607 Test Pit 5 Photo 1 Test Pit 5 Photo 2 Kumar & Associates, Inc Appendix D 24-1-607 Test Pit 5 Photo 3 Test Pit 5 Photo 4 Kumar & Associates, Inc.° Appendix D 24-1-607 Test Pit 5 Photo 5 Test Pit 5 Photo 6 Kumar & Associates, Inc.® Appendix D 24-1-607 Test Pit 5 Photo 7 Test Pit 5 Photo 8 Kumar & Associates, Inc.® Appendix D 24-1-607 Test Pit 6 Photo 1 Test Pit 6 Photo 2 Kumar & Associates, Inc.° Appendix D 24-1-607 Test Pit 6 Photo 3 Test Pit 6 Photo 4 Kumar & Associates, Inc.® Appendix D 24-1-607 Test Pit 6 Photo 5 Test Pit 6 Photo 6 Kumar & Associates, Inc.® Appendix D 24-1-607 Test Pit 6 Photo 7 Test Pit 6 Photo 8 Kumar & Associates, Inc.® APPENDIX E GEOPHYSICAL TESTING REPORT NDE AND GEOPHYSICS FOR INFRASTRUCTURE ASSESSMENT - BEYOND VISUAL - Olson ENGINEERING October 15th, 2024 Kumar & Associates Inc 2390 South Lipan St Denver, CO 80223 Attn: Justin Cupich, PE Phone: 303-912-3706 Email: jcupich@kumarusa.com Corporate Office: 12401 W. 49th Avenue Heat Ridge. CO 80033 USA phone: 303.423.1212 lax: 303.423.6071 RE: Geophysical Investigation Report Multi -channel Analysis of Surface Waves (MASW) for Subsurface Characterization and Overburden Thickness Platteville, CO Olson Job No. 7482A Mr. Cupich: Olson Engineering (Olson) is pleased to submit this Geophysical Seismic Survey report for a site in Platteville, Colorado. The seismic data was analyzed using Multi -channel Analysis of Surface Waves (MASW) analysis software in an attempt to determine the MASW shear -wave velocity to a depth of 100 ft as well as overburden information. This report includes an executive summary, project background, methods and approach, results, and closure. EXECUTIVE SUMMARY Geophysical Field Investigation Overview. Three lines of seismic data were collected across the site using 48 geophones at 5 ft spacings and the seismic waves were generated with an Accelerated Weight Drop (AWD) mounted on a truck hitch. All shot locations were collected with an Emlid Reach GNSS rover that is RTK corrected to accurately characterize location of the lines and the topography of the site. This survey required one day to complete and was performed September 30th, 2024, by Olson Engineering personnel Project Geophysical Engineers Jared Low and Spencer Goodwin and Project Geophysicist Ray Lowenstein. Multi -channel Analysis of Surface Waves (MASW) Shear Wave Velocity Results. The quality of the seismic data collected is considered very good despite wind picking up at the survey site in the afternoon. Shear wave velocity (Vs) 1-D profiles are presented for Lines 1, 2, and 3 in Figures 5, 6, and 7. Vs100 ft values for the three lines ranged from 1,097 to 1,184 ft/s with maximum shear wave velocities around 2,000 ft/s. The MASW data indicates bedrock is at a depth of approximately 50 ft though a different competent material might be overlaying the bedrock. www,0lsonEngineering.cam Rockville MD Wheat Ridge CO PROJECT BACKGROUND AND SEISMIC INVESTIGATION OVERVIEW The Platteville project site is shown below in a Google Earth Pro image (Figure 1). Two parallel seismic survey lines with one perpendicular line were conducted roughly where Kumar requested. An adjustment in the field was made to move Seismic Line 3 to the east to avoid the high barbed wire fence intersecting the survey area. Ultimately, Vs 100ft site classification and geology will not differ drastically with the adjusted line location. Olson conducted the proposed perpendicular survey lines with a 5 ft geophone spacing for 48 geophones on each 235 ft long line. The project area consisted of a flat area with some grass with a slight wind. Data quality was slightly reduced due to powerplant vibration noise and wind, but the overall seismic data quality was still considered very good. Each shot location was recorded using a real-time RTK GPS system to ensure accurate topographic information was used during the seismic data inversions. Seismic Line 1 Seismic Line 2 Seismic Line 3 Figure 1: Google Earth Pro aerial view of the survey area in Platteville, Colorado. The seismic survey lines were acquired both parallel and perpendicular to each other, with certain AWD shot locations shown as white dots. SEISMIC GEOPHYSICAL METHODS AND APPROACH To determine shear wave velocity characteristics of the subsurface, we utilized the MASW method and relevant processing. Three seismic lines were surveyed at the site as shown in Figure 1. Seismic data sets were recorded for each line with geometric geodes and spiked geophones (see Figure 2) and an accelerated weight drop (AWD — see Figure 3) impact to an aluminum/nylon plate periodically along each line. Each AWD shot was recorded 3 times to ensure accuracy and Olson Job No. 7482A 2 reduce noise in the data. The data was then analyzed in ParkSeis MASW analysis software while accounting for topography gathered via GPS. Figure 2: Olson's MASW seismic survey set-up. The Geometries Geodes are the yellow boxes and a Dell Ruggedized notebook (not shown) collects and displays the raw data. The orange geophones are placed along the tape measure in the background attached to the orange take out cables. The AWD is attached to a trigger wire and was used to impact an aluminum/nylon strike plate placed periodically along each seismic line (see Figure 3). Multichannel Analysis of Surface Waves (MASW) Method MASW is a seismic geophysical method that measures the surface wave velocity (Rayleigh wave velocity or VR) as a function of frequency to determine the shear wave velocity (Vs) of the subsurface in 1-D or 2-D plots. Since Vr changes with differing geology/pedology and shear modulus, it can be used to determine changes in velocity and areas of softer material for dynamic machine foundation and seismic design purposes. MASW measures the surface wave velocity in Olson Job No. 7482A 3 which different wavelengths of surface waves investigate different depths and is based on velocity = frequency x wavelength. Surface waves of longer wavelengths (lower frequency) extend deeper into the subsurface than shorter wavelength surface waves, the relationship between wavelength and velocity, referred to as a dispersion curve, can be used to measure how the velocity varies with depth. Furthermore, for soils and rock, surface wave velocity VR is linearly related to shear wave velocity (Vs) and is about 10 percent slower so MASW testing is robust at measuring Vs with depth. The active seismic surveys were conducted using an AWD to impact an aluminum/nylon strike plate on the ground and the resulting seismic data was recorded with a 48 -channel geophone receiver array spaced at 5 ft apart as shown in Figure 2. MASW data analyses provided 1-D Vs velocity vs. depth profile data to over 100 ft deep and bedrock was indicated by much higher velocities at about 25 feet deep below the surface. Seismic survey line locations were recorded by noting the shot locations for each shot. Additionally, AWD source shot point (impact point) locations were noted by geophone channel location. The AWD can be seen in Figure 3 below. Figure 3: Image of Accelerated Weight Drop (AWD) device with 50 to 80 lb weight mounted to Olson truck used in Platteville, Colorado. Olson Job No. 7482A 4 As briefly discussed above, active MASW data was collected using two Geometrics Geode 24 -channel seismographs each with 24 - 4.5 Hz vertical component geophones each mounted on spikes into the ground along a tape measure for accuracy, a sledgehammer, and a field laptop (Figure 2). The seismic source was an AWD and the source shot point impacts were stacked 3 times at each shot location along each line to combat the medium -noise vibration environment. Geophones were spaced at a 5 ft interval for all lines. The AWD was used to impact an aluminum/nylon strike plate on the ground and shot locations were located approximately from 30 to 15 ft apart at 15 ft intervals off the end of the geophone string, and at every 3rd geophone along the geophone string. This allowed for the seismic surveys to sample down to over 100+ ft of depth. Seismic traces that contain clear surface wave arrivals are necessary for proper modeling results, and thus Olson monitored the raw data arrivals in the field through a Dell ruggedized notebook. Using these data sets, we created a series of MASW 1-D Vs profiles to determine depth to bedrock, and rock and soil velocities using ParkSeis MASW data analysis software. A processed MASW dispersion image from Line 3 is presented in Figure 4 below as an example of the analysis conducted for each line using the ParkSeis software. Figure 4 is a composite dispersion curve from the active MASW survey from stacking data from all shots along the 48 channels in Line 3 utilizing the AWD. Obtaining a frequency envelope that includes low frequency data can be a challenging process dictated by conditions such as regional geology, receiver coupling, receiver spread, and signal-to-noise environment. As seen in Figure 4, the data tapers off at lower frequencies which adversely impacts the accuracy of deeper results over 100 ft. The 5 ft geophone spacing and certain MASW data processing parameters were chosen to obtain depths of over 100 ft, ensuring bedrock coverage and inversion results of Vs values. ri,LARCi C.71 Figure 4: Plot of a composite dispersion curve generated from stacked shots of the MASW survey in ParkSeis for seismic data collected at Line 2 on the project site with 48 geophone channels spaced 5 ft apart. The white circles are the best theoretical modeling fit of the experimental surface wave velocity data from which the 1D shear wave velocity profile presented in Figure 7 below was calculated. Olson Job No. 7482A 5 The active MASW data in Figure 4 shows an identifiable fundamental mode dispersion from approximately 5 Hz to 70 Hz. The dispersion curve is a plot of Phase Velocity vs Frequency and displayed as amplitudes, with dark red representing the highest amplitude response. The fundamental mode can be seen continuously and has been interpreted with picks shown as white dots connected by a black line. There is a second mode of higher frequencies and velocities; however, the fundamental mode is more reliable to pick with the inversion run in ParkSeis. This interpreted dispersion curve is extracted for inversion modeling to produce a 1-D Vs (secondary or shear wave velocity) profile. Table 1 presents the soil profile type classifications from the National Earthquake Hazard Reduction Program (NEHRP) which described the Vs100 site classification based on shear wave velocities within the first 100ft of material. For this job site, all three lines returned a site class of `D' or Stiff Soil. IBC Site Class Vs 100 (ft/sec) Rock/Soil A > 5000 Hard Rock B 2500 — 5000 Rock C 1200 - 2500 Soft Rock & Very Dense Soil D 600 - 1200 Stiff Soil E < 600 Soft Soil F <600, Soils requiring site -specific evaluation Very Soft Soils Table 1: NEHRP seismic site classification table based on Vs ranges to 100 ft SEISMIC GEOPHYSICAL SURVEY RESULTS The seismic survey line locations are shown in Figure 1. The MASW 1-D shear wave velocity profile data stacks were done and apply to the midpoint for each line. Figures 5, 6, and 7 present each 1-D Vs versus depth profile from the MASW analyses. Multi -Channel Analyses of Surface Waves (MASW) Survey Results The active MASW survey results can be seen in Figures 5, 6, and 7 below. Bedrock can be seen starting at approximately 50 ft of depth in all lines by the velocity increase. All 3 lines returned a NEHRP site classification of `D'. Olson Job No. 7482A 6 Levered-EeM Model Velocity (mlsec) 250 50 '440- 2 30 500 750 Site Class's' (Stitt Soil) Vs(1 wtt) =1134 (11/sec) 20- 10 V.111 500 000 1500 Velocity /100051 2000 2500 • SEGI2PSISRMAnive011[JAackM910Ediredl_0C • SEG22P5159NAniveOTKV5ce.07DOINEdireAN111VsPOI91{AodeII.IIC 100 A Figure 5: Processed MASW Vs results for Line 1. An increase in material competency can be seen around 30 feet with a more competent bedrock around 50ft. This line had a final NEHRP site classification of `D'. Layered -Ea* Model Velocity IloOsec) 2 25 - 1000 Site Class' D' (sea Soil) Vs(10Ot1) =1097 (1Usec) 1500 2000 100 Velocity 1015001 SEGl2P5ISRMAclive01ttySiackO00O1NEdiredl5OC • 5EG22P5{5RMAniveO1NVReck03W1NEd'nedN1DVsN3Wi0Modell.0l' Figure 6: Processed MASW Vs results for Line 2. Bedrock can be seen by the velocity jump at approximately 50ft depth, and this line had a final NEHRP site classification of `D'. Olson Job No. 7482A 7 Layered -Earth Model Velocity Imfsec) 260 500 40- I- 30- u. 20- 0 Site Class 'D' (Stiff Soil) Vs(100U) = 1112 )1Usec) I 100 1000 Velocity tftfaaci 1500 2000 �Ya 111 • SPG22PSISNtAdive01)0RieckW4001)DC • SEG22PSl5Rl1Anive0TXV518•kH4401Nt0V.II4001lCM 4ell.l0C gO A Figure 7: Processed MASW Vs results for Line 3. Material above the supposed bedrock at 50ft is also quite competent in this line, but the NEHRP site classification is still a `D'. Olson Job No. 7482A 8 CLOSURE If you have any questions regarding the field procedures, analysis, or the interpretive results presented herein, or develop additional information that would impact the findings of this report, please do not hesitate to contact us. We appreciate working with Kumar and look forward to more geophysical projects in the future. Respectfully submitted, Olson Engineering, Inc. Jared Low Project Geophysical Engineer Spencer Goodwin Project Geophysical Engineer Larry D. Olson, P.E. Chief Engineer (1 PDF copy e -mailed) .�° a 0Ol 1�4y�Q 22752 )� SAO 10-15-2024 Olson Job No. 7482A 9 APPENDIX F INFILTRATION TESTING REPORT 5M1D Infiltration Report INFILTROMETER www.upstreamtechnologies.us Kumar & Associates, Inc. Pptl - Weld County, CO Ksat best -fit site average: 67 mm/hr or 2.62 in/hr GPS Infiltration Test Site Map 'CAGnabdnidgn Scientists Ermine= and imagery . 2024 Airbus, Maxar Technologies Map Pin # Test # Test Name Ksat (mm/hr) Ksat (in/hr) C (mm) RMS Error of Regression (s) Norma lized RMS 1 1 Ppt1 67 2.62 -130.0 5.6 0.3% Site Average could not be calculated from only 1 viable test 5MID Infiltration Report INFILTROMETER www.upstreamtechnologies.us Kumar & Associates, Inc. Pptl - Weld County, CO GnJE, .. and Scientists Emnaan This report summarizes the results of a set of Modified Philip Dunne (MPD) Infiltrometer tests performed at the above referenced site. Kumar & Associates, Inc. personnel performed the field tests. The software used to compute saturated hydraulic conductivity (Ksat) and generate this report assumes that the field personnel used infiltrometers manufactured by Upstream Technologies Inc. and followed the procedures outlined in "Manual — Modified Philip - Dunne Infiltrometer" by Ahmed, Gulliver, and Nieber. The following paragraphs describe the individual tests, input values used in the analysis, and methods used to compute the Ksat value. After individual Ksat values were calculated, the method used to determine the overall site Ksatvalue (Kesst-fit) is described in "Effective Saturated Hydraulic Conductivity of an Infiltration -Based Stormwater Control Measure" by Weiss and Gulliver 2015, "A relationship to more consistently and accurately predict the best -fit value of saturated hydraulic conductivity used a weighted sum of 0.32 times the arithmetic mean and 0.68 times the geometric mean." METHOD USED TO COMPUTE Ksat The MPD Infiltrometer software uses the following procedure described in "The Comparison of Infiltration Devices and Modification of the Philip -Dunne Permeameter for the Assessment of Rain Gardens" by Rebecca Nestigen, University of Minnesota, November 2007. The steps are as follows: 1. For each measurement of head, use the following equation to find the corresponding distance to the sharp wetting front. [Ha — H(t)]ri = 01 3 02 [2[R(t)]3 +3 [R(t)]2 — L3 — 44] 2. Estimate the change in head with respect to time and the change in wetting front distance with respect to time by using the backward difference for all values of R(t) equal to or greater than the distance \Iri + L 3. Make initial guesses for K and C. 4. Solve the following equations for AP(t) at each incremental value of t. P(t) = 72 —8 {el — e° [R(02]+xR(t)]L dt 2ra} dn[,°IL{+L,,,a:]] L,,,,� dh AP (t) = C — H(t) — Lmai + K dt 5. Minimize the absolute difference between the two solutions found in Step 4 by adjusting the values of K and C. Ho Parameters for Equations eo = volumetric water content of soil before MPD test = volumetric water content of soil after MPD test 5MID Infiltration Report INFILTROMETER www.upstreamtechnologies.us Ppt1 Date 10/3/2024 Time 10:02 AM Latitude 40.245277 Longitude -104.870761 Initial Volumetric Moisture 5.00 % Final Volumetric Moisture 78.00 % Cylinder Size 3 Liter Kumar & Associates, Inc. Ppt1 - Weld County, CO Ppt1 Results Readings # Time Head 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 1 1 1 1 1 Os 5s 10s 15 s 20 s 25 s 30 s 35 s 40 s 45 s 50 s 55 s 60 s 65 s 70 s 75 s 80 s 85 s 90 s 95 s 00 s 05 s 10s 15 s 20 s 34.74 cm 34.57 cm 34.41 cm 34.26 cm 34.13 cm 33.99 cm 33.86 cm 33.75 cm 33.63 cm 33.51 cm 33.39 cm 33.28 cm 33.17 cm 33.06 cm 32.96 cm 32.85 cm 32.74 cm 32.64 cm 32.53 cm 32.43 cm 32.33 cm 32.24 cm 32.14 cm 32.04 cm 31.95 cm Map Pin # 1 Test Number 1 Ksat - mm/hr 67 Ksat - in/hr 2.62 Capillary Pressure C mm -130.0 RMS Error of Regression 5.6 Normalized RMS 0.3% I # Time Head 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 125 s 130 s 135 s 140 s 145 s 150 s 155 s 160 s 165 s 170 s 175 s 180 s 185 s 190 s 195 s 200 s 205 s 210 s 215 s 220 s 225 s 230 s 235 s 240 s 245 s 31.85 cm 31.77 cm 31.67 cm 31.57 cm 31.48 cm 31.39 cm 31.31 cm 31.21 cm 31.13 cm 31.03 cm 30.95 cm 30.86 cm 30.77 cm 30.68 cm 30.59 cm 30.52 cm 30.43 cm 30.35 cm 30.26 cm 30.18 cm 30.09 cm 30.02 cm 29.93 cm 29.86 cm 29.77 cm # Time Head 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 250 s 255 s 260 s 265 s 270 s 275 s 280 s 285 s 290 s 295 s 300 s 305 s 310 s 315 s 320 s 325 s 330 s 335 s 340 s 345 s 350 s 355 s 360 s 365 s 370 s 29.69 cm 29.61 cm 29.53 cm 29.45 cm 29.37 cm 29.29 cm 29.22 cm 29.13 cm 29.06 cm 28.99 cm 28.9 cm 28.83 cm 28.76 cm 28.68 cm 28.61 cm 28.54 cm 28.46 cm 28.39 cm 28.31 cm 28.24 cm 28.17 cm 28.09 cm 28.02 cm 27.94 cm 27.87 cm IBC -A Minx & Associates, Inc.* Gnaadnid and Mandain Ermine= and Scientists # Time Head 76 77 78 79 80 81 82 83 84 85 86 87 88 89 90 91 92 93 94 95 96 97 98 99 100 375 s 380 s 385 s 390 s 395 s 400 s 405 s 410 s 415 s 420 s 425 s 430 s 435 s 440 s 445 s 450 s 455 s 460 s 465 s 470 s 475 s 480 s 485 s 490 s 495 s 27.8 cm 27.73 cm 27.65 cm 27.58 cm 27.52 cm 27.45 cm 27.38 cm 27.3 cm 27.24 cm 27.16 cm 27.09 cm 27.03 cm 26.96 cm 26.89 cm 26.82 cm 26.76 cm 26.69 cm 26.62 cm 26.56 cm 26.49 cm 26.42 cm 26.35 cm 26.29 cm 26.23 cm 26.15 cm 5MID Infiltration Report INFILTROMETER www.upstreamtechnologies.us Ppt1 Readings continued # Time Head Kumar & Associates, Inc. Pptl - Weld County, CO # Time Head 101 500 s 26.1 cm 133 102 505 s 26.04 cm 134 103 510 s 25.96 cm 135 104 515 s 25.9 cm 136 105 520 s 25.83 cm 137 106 525 s 25.77 cm 138 107 530 s 25.71 cm 139 108 535 s 25.64 cm 140 109 540 s 25.58 cm 141 110 545 s 25.51 cm 142 111 550 s 25.46 cm 143 112 555 s 25.39 cm 144 113 560 s 25.32 cm 145 114 565 s 25.26 cm 146 115 570 s 25.19 cm 147 116 575 s 25.13 cm 148 117 580 s 25.08 cm 149 118 585 s 25.01 cm 150 119 590 s 24.95 cm 151 120 595 s 24.89 cm 152 121 600 s 24.82 cm 153 122 605 s 24.77 cm 154 123 610 s 24.7 cm 155 124 615 s 24.64 cm 156 125 620 s 24.58 cm 157 126 625 s 24.52 cm 158 127 630 s 24.46 cm 159 128 635 s 24.4 cm 160 129 640 s 24.33 cm 161 130 645 s 24.27 cm 162 131 650 s 24.21 cm 163 132 655 s 24.15 cm 164 660 s 665 s 670 s 675 s 680 s 685 s 690 s 695 s 700 s 705 s 710 s 715 s 720 s 725 s 730 s 735 s 740 s 745 s 750 s 755 s 760 s 765 s 770 s 775 s 780 s 785 s 790 s 795 s 800 s 805 s 810 s 815 s 24.1 cm 24.04 cm 23.97 cm 23.92 cm 23.85 cm 23.8 cm 23.75 cm 23.68 cm 23.63 cm 23.56 cm 23.51 cm 23.45 cm 23.39 cm 23.33 cm 23.28 cm 23.21 cm 23.16 cm 23.1 cm 23.04 cm 22.99 cm 22.94 cm 22.87 cm 22.82 cm 22.77 cm 22.7 cm 22.65 cm 22.6 cm 22.54 cm 22.49 cm 22.44 cm 22.37 cm 22.32 cm # Time Head 165 166 167 168 169 170 171 172 173 174 175 176 177 178 179 180 181 182 183 184 185 186 187 188 189 190 191 192 193 194 195 196 820 s 825 s 830 s 835 s 840 s 845 s 850 s 855 s 860 s 865 s 870 s 875 s 880 s 885 s 890 s 895 s 900 s 905 s 910 s 915 s 920 s 925 s 930 s 935 s 940 s 945 s 950 s 955 s 960 s 965 s 970 s 975 s 22.27 cm 22.21 cm 22.15 cm 22.11 cm 22.04 cm 21.99 cm 21.94 cm 21.88 cm 21.83 cm 21.78 cm 21.72 cm 21.68 cm 21.62 cm 21.56 cm 21.51 cm 21.46 cm 21.4 cm 21.35 cm 21.31 cm 21.25 cm 21.2 cm 21.15 cm 21.09 cm 21.04 cm 20.99 cm 20.93 cm 20.88 cm 20.84 cm 20.78 cm 20.73 cm 20.68 cm 20.63 cm IBC -A Minx & Associates, Inc.* Gnaadnid and Mandain Ermine= and Scientists # Time Head 197 198 199 200 201 202 203 204 205 206 207 208 209 210 211 212 213 214 215 216 217 218 219 220 221 222 223 224 225 226 227 228 980 s 985 s 990 s 995 s 1000 s 1005 s 1010 s 1015 s 1020 s 1025 s 1030 s 1035 s 1040 s 1045 s 1050 s 1055 s 1060 s 1065 s 1070 s 1075 s 1080 s 1085 s 1090 s 1095 s 1100 s 1105 s 1110s 1115s 1120 s 1125 s 1130 s 1135 s 20.58 cm 20.53 cm 20.48 cm 20.43 cm 20.38 cm 20.34 cm 20.27 cm 20.23 cm 20.18 cm 20.14 cm 20.08 cm 20.03 cm 19.99 cm 19.93 cm 19.88 cm 19.84 cm 19.78 cm 19.74 cm 19.69 cm 19.65 cm 19.59 cm 19.54 cm 19.49 cm 19.44 cm 19.4 cm 19.35 cm 19.29 cm 19.25 cm 19.2 cm 19.16 cm 19.11 cm 19.07 cm 5MID Infiltration Report INFILTROMETER www.upstreamtechnologies.us Ppt1 Readings continued # Time Head 229 230 231 232 233 234 235 236 237 238 239 240 241 242 243 244 245 246 247 248 249 250 251 252 253 254 255 256 257 258 259 260 1140 s 1145 s 1150 s 1155 s 1160 s 1165 s 1170 s 1175 s 1180 s 1185 s 1190 s 1195 s 1200 s 1205 s 1210 s 1215 s 1220 s 1225 s 1230 s 1235 s 1240 s 1245 s 1250 s 1255 s 1260 s 1265 s 1270 s 1275 s 1280 s 1285 s 1290 s 1295 s 19.02 cm 18.96 cm 18.91 cm 18.87 cm 18.83 cm 18.78 cm 18.73 cm 18.69 cm 18.63 cm 18.59 cm 18.55 cm 18.51 cm 18.45 cm 18.41 cm 18.36 cm 18.32 cm 18.27 cm 18.23 cm 18.19 cm 18.13 cm 18.09 cm 18.05 cm 17.99 cm 17.95 cm 17.91 cm 17.87 cm 17.81 cm 17.77 cm 17.73 cm 17.69 cm 17.63 cm 17.59 cm Kumar & Associates, Inc. Pptl - Weld County, CO # Time Head 261 262 263 264 265 266 267 268 269 270 271 272 273 274 275 276 277 278 279 280 281 282 283 284 285 286 287 288 289 290 291 292 1300 s 1305 s 1310 s 1315 s 1320 s 1325 s 1330 s 1335 s 1340 s 1345 s 1350 s 1355 s 1360 s 1365 s 1370 s 1375 s 1380 s 1385 s 1390 s 1395 s 1400 s 1405 s 1410 s 1415 s 1420 s 1425 s 1430 s 1435 s 1440 s 1445 s 1450 s 1455 s 17.54 cm 17.5 cm 17.46 cm 17.42 cm 17.38 cm 17.33 cm 17.28 cm 17.23 cm 17.2 cm 17.15 cm 17.11 cm 17.07 cm 17.03 cm 16.98 cm 16.93 cm 16.9 cm 16.84 cm 16.8 cm 16.77 cm 16.72 cm 16.67 cm 16.63 cm 16.59 cm 16.55 cm 16.5 cm 16.46 cm 16.42 cm 16.38 cm 16.34 cm 16.29 cm 16.26 cm 16.22 cm # Time Head 293 294 295 296 297 298 299 300 301 302 303 304 305 306 307 308 309 310 311 312 313 314 315 316 317 318 319 320 321 322 323 324 1460 s 1465 s 1470 s 1475 s 1480 s 1485 s 1490 s 1495 s 1500 s 1505 s 1510 s 1515 s 1520 s 1525 s 1530 s 1535 s 1540 s 1545 s 1550 s 1555 s 1560 s 1565 s 1570 s 1575 s 1580 s 1585 s 1590 s 1595 s 1600 s 1605 s 1610 s 1615 s 16.17 cm 16.13 cm 16.09 cm 16.05 cm 16.0 cm 15.96 cm 15.92 cm 15.88 cm 15.83 cm 15.8 cm 15.76 cm 15.73 cm 15.67 cm 15.64 cm 15.6 cm 15.56 cm 15.51 cm 15.47 cm 15.44 cm 15.4 cm 15.35 cm 15.31 cm 15.28 cm 15.24 cm 15.19 cm 15.15 cm 15.11 cm 15.08 cm 15.03 cm 15.0 cm 14.96 cm 14.93 cm IBC -A Minx & Associates, Inc.* Gnaadnid and Mandain Ermine= and Scientists # Time Head 325 326 327 328 329 330 331 332 333 334 335 336 337 338 339 340 341 342 343 344 345 346 347 348 349 350 351 352 353 354 355 356 1620 s 1625 s 1630 s 1635 s 1640 s 1645 s 1650 s 1655 s 1660 s 1665 s 1670 s 1675 s 1680 s 1685 s 1690 s 1695 s 1700 s 1705 s 1710 s 1715s 1720 s 1725 s 1730 s 1735 s 1740 s 1745 s 1750 s 1755 s 1760 s 1765 s 1770 s 1775 s 14.88 cm 14.84 cm 14.81 cm 14.77 cm 14.73 cm 14.69 cm 14.65 cm 14.62 cm 14.58 cm 14.53 cm 14.5 cm 14.46 cm 14.42 cm 14.38 cm 14.34 cm 14.31 cm 14.27 cm 14.24 cm 14.19 cm 14.15 cm 14.12 cm 14.08 cm 14.03 cm 14.0 cm 13.97 cm 13.93 cm 13.89 cm 13.85 cm 13.82 cm 13.79 cm 13.75 cm 13.7 cm 5MID Infiltration Report INFILTROMETER www.upstreamtechnologies.us Ppt1 Readings continued # Time Head 357 358 359 360 361 362 363 364 365 366 367 368 369 370 371 372 373 374 375 376 377 378 379 380 381 382 383 384 385 386 387 388 1780 s 1785 s 1790 s 1795 s 1800 s 1805 s 1810 s 1815 s 1820 s 1825 s 1830 s 1835 s 1840 s 1845 s 1850 s 1855 s 1860 s 1865 s 1870 s 1875 s 1880 s 1885 s 1890 s 1895 s 1900 s 1905 s 1910 s 1915 s 1920 s 1925 s 1930 s 1935 s 13.67 13.64 13.6 13.55 13.51 13.49 13.45 13.42 13.38 13.34 13.3 13.27 13.23 13.19 13.16 13.13 13.09 13.04 13.01 12.97 12.94 12.9 12.86 12.83 12.79 12.74 12.72 12.68 12.65 12.62 12.58 12.54 Kumar & Associates, Inc. Pptl - Weld County, CO # Time Head cm 389 cm 390 cm 391 cm 392 cm 393 cm 394 cm 395 cm 396 cm 397 cm 398 cm 399 cm 400 cm 401 cm 402 cm 403 cm 404 cm 405 cm 406 cm 407 cm 408 cm 409 cm 410 cm 411 cm 412 cm 413 cm 414 cm 415 cm 416 cm 417 cm 418 cm 419 cm 420 1940 s 1945 s 1950 s 1955 s 1960 s 1965 s 1970 s 1975 s 1980 s 1985 s 1990 s 1995 s 2000 s 2005 s 2010 s 2015 s 2020 s 2025 s 2030 s 2035 s 2040 s 2045 s 2050 s 2055 s 2060 s 2065 s 2070 s 2075 s 2080 s 2085 s 2090 s 2095 s 12.5 cm 12.48 cm 12.44 cm 12.4 cm 12.37 cm 12.34 cm 12.3 cm 12.26 cm 12.23 cm 12.18 cm 12.16 cm 12.13 cm 12.08 cm 12.05 cm 12.02 cm 11.99 cm 11.95 cm 11.91 cm 11.88 cm 11.85 cm 11.81 cm 11.78 cm 11.74 cm 11.69 cm 11.67 cm 11.64 cm 11.59 cm 11.56 cm 11.53 cm 11.5 cm 11.47 cm 11.42 cm # Time Head 421 422 423 424 425 426 427 428 429 430 431 432 433 434 435 436 437 438 439 440 441 442 443 444 445 446 447 448 449 450 451 452 2100 s 2105 s 2110 s 2115 s 2120 s 2125 s 2130 s 2135 s 2140 s 2145 s 2150 s 2155 s 2160 s 2165 s 2170 s 2175 s 2180 s 2185 s 2190 s 2195 s 2200 s 2205 s 2210 s 2215 s 2220 s 2225 s 2230 s 2235 s 2240 s 2245 s 2250 s 2255 s 11.39 cm 11.36 cm 11.33 cm 11.29 cm 11.25 cm 11.22 cm 11.18 cm 11.16 cm 11.11 cm 11.08 cm 11.05 cm 11.01 cm 10.98 cm 10.94 cm 10.91 cm 10.88 cm 10.84 cm 10.81 cm 10.77 cm 10.74 cm 10.71 cm 10.68 cm 10.64 cm 10.6 cm 10.57 cm 10.54 cm 10.51 cm 10.47 cm 10.43 cm 10.4 cm 10.37 cm 10.34 cm IBC -A Minx & Associates, Inc.* Gnaadnid and Mandain Ermine= and Scientists # Time Head 453 454 455 456 457 458 459 460 461 462 463 464 465 466 467 468 469 470 471 472 473 474 475 476 477 478 479 480 481 482 483 484 2260 s 2265 s 2270 s 2275 s 2280 s 2285 s 2290 s 2295 s 2300 s 2305 s 2310 s 2315 s 2320 s 2325 s 2330 s 2335 s 2340 s 2345 s 2350 s 2355 s 2360 s 2365 s 2370 s 2375 s 2380 s 2385 s 2390 s 2395 s 2400 s 2405 s 2410 s 2415 s 1 1 1 1 1 1 1 0.31 cm 0.26 cm 0.23 cm 10.2 cm 0.17 cm 0.12 cm 10.1 cm 0.07 cm 0.03 cm 10.0 cm 9.96 cm 9.93 cm 9.89 cm 9.86 cm 9.83 cm 9.79 cm 9.75 cm 9.72 cm 9.69 cm 9.66 cm 9.62 cm 9.59 cm 9.55 cm 9.52 cm 9.5 cm 9.45 cm 9.42 cm 9.39 cm 9.36 cm 9.33 cm 9.28 cm 9.25 cm 5MID Infiltration Report INFILTROMETER www.upstreamtechnologies.us Ppt1 Readings continued # Time Head 485 486 487 488 489 490 491 492 493 494 495 496 497 498 499 500 501 502 503 504 505 506 507 508 509 510 511 512 513 514 515 516 2420 s 2425 s 2430 s 2435 s 2440 s 2445 s 2450 s 2455 s 2460 s 2465 s 2470 s 2475 s 2480 s 2485 s 2490 s 2495 s 2500 s 2505 s 2510 s 2515 s 2520 s 2525 s 2530 s 2535 s 2540 s 2545 s 2550 s 2555 s 2560 s 2565 s 2570 s 2575 s 9.22 cm 9.19 cm 9.16 cm 9.12 cm 9.09 cm 9.05 cm 9.03 cm 8.98 cm 8.95 cm 8.92 cm 8.89 cm 8.86 cm 8.49 cm 8.47 cm 8.44 cm 8.41 cm 8.39 cm 8.36 cm 8.34 cm 8.3 cm 8.27 cm 8.24 cm 8.22 cm 8.19 cm 8.16 cm 8.13 cm 8.1 cm 8.07 cm 8.05 cm 8.02 cm 7.98 cm 7.96 cm Kumar & Associates, Inc. Pptl - Weld County, CO # Time Head 517 518 519 520 521 522 523 524 525 526 527 528 529 530 531 532 533 534 535 536 537 538 539 540 541 542 543 544 545 546 547 548 2580 s 2585 s 2590 s 2595 s 2600 s 2605 s 2610 s 2615 s 2620 s 2625 s 2630 s 2635 s 2640 s 2645 s 2650 s 2655 s 2660 s 2665 s 2670 s 2675 s 2680 s 2685 s 2690 s 2695 s 2700 s 2705 s 2710 s 2715 s 2720 s 2725 s 2730 s 2735 s 7.93 cm 7.91 cm 7.88 cm 7.85 cm 7.81 cm 7.79 cm 7.77 cm 7.73 cm 7.71 cm 7.67 cm 7.65 cm 7.62 cm 7.59 cm 7.57 cm 7.54 cm 7.52 cm 7.48 cm 7.45 cm 7.43 cm 7.4 cm 7.37 cm 7.34 cm 7.31 cm 7.29 cm 7.26 cm 7.23 cm 7.2 cm 7.17 cm 7.14 cm 7.12 cm 7.09 cm 7.06 cm # Time Head 549 550 551 552 553 554 555 556 557 558 559 560 561 562 563 564 565 566 567 568 569 570 571 572 573 574 575 576 577 578 579 580 2740 s 2745 s 2750 s 2755 s 2760 s 2765 s 2770 s 2775 s 2780 s 2785 s 2790 s 2795 s 2800 s 2805 s 2810 s 2815 s 2820 s 2825 s 2830 s 2835 s 2840 s 2845 s 2850 s 2855 s 2860 s 2865 s 2870 s 2875 s 2880 s 2885 s 2890 s 2895 s 7.04 cm 7.0 cm 6.98 cm 6.96 cm 6.93 cm 6.9 cm 6.88 cm 6.84 cm 6.82 cm 6.79 cm 6.76 cm 6.74 cm 6.71 cm 6.67 cm 6.65 cm 6.63 cm 6.6 cm 6.58 cm 6.55 cm 6.52 cm 6.49 cm 6.47 cm 6.43 cm 6.42 cm 6.38 cm 6.35 cm 6.33 cm 6.3 cm 6.28 cm 6.26 cm 6.23 cm 6.19 cm IBC -A Minx & Associates, Inc.* Gnaadnid and Mandain Ermine= and Scientists # Time Head 581 582 583 584 585 586 587 588 589 590 591 592 593 594 595 596 597 598 599 600 601 602 603 604 605 606 607 608 609 610 611 612 2900 s 2905 s 2910 s 2915 s 2920 s 2925 s 2930 s 2935 s 2940 s 2945 s 2950 s 2955 s 2960 s 2965 s 2970 s 2975 s 2980 s 2985 s 2990 s 2995 s 3000 s 3005 s 3010 s 3015 s 3020 s 3025 s 3030 s 3035 s 3040 s 3045 s 3050 s 3055 s 6.17 cm 6.14 cm 6.12 cm 6.09 cm 6.07 cm 6.03 cm 6.01 cm 5.99 cm 5.96 cm 5.94 cm 5.91 cm 5.89 cm 5.85 cm 5.83 cm 5.8 cm 5.77 cm 5.75 cm 5.73 cm 5.69 cm 5.67 cm 5.64 cm 5.62 cm 5.59 cm 5.57 cm 5.54 cm 5.51 cm 5.49 cm 5.46 cm 5.44 cm 5.42 cm 5.39 cm 5.36 cm 5MID Infiltration Report INFILTROMETER www.upstreamtechnologies.us Ppt1 Readings continued # Time Head 613 3060 s 5.33 cm 614 3065 s 5.31 cm 615 3070 s 5.28 cm 616 3075 s 5.26 cm 617 3080 s 5.24 cm 618 3085 s 5.2 cm 619 3090 s 5.17 cm 620 3095 s 5.15 cm 621 3100s 5.13 cm 622 3105 s 5.1 cm 623 3110 s 5.08 cm 624 3115 s 5.05 cm 625 3120 s 5.03 cm 626 3125 s 5.0 cm 627 3130 s 4.98 cm 628 3135 s 4.95 cm Kumar & Associates, Inc. Pptl - Weld County, CO 6 MRD Infiltration Report I NFI LTR©METER www.upstreamtechnologies.us Kumar & Associates, Inc. PPT2 - Weld County, CO Ksat best -fit site average: 95 mm/hr or 3.76 in/hr GPS Infiltration Test Site Map Ks= & Associates, Md.' aM..edad. ,En:o, 111POURIMINYILCOM Imagery ©2024 Airbus, Maxar Technologies Map Pin # Test # Test Name Ksat (mm/hr) Ksat (in/hr) C (mm) RMS Error of Regression (s) Norma lized RMS 1 1 PPT2 95 3.76 -132.9 2.8 0.2% Site Average could not be calculated from only 1 viable test 5MID Infiltration Report INFILTROMETER www.upstreamtechnologies.us Kumar & Associates, Inc. PPT2 - Weld County, CO GnJE, .. and Scientists Emnaan This report summarizes the results of a set of Modified Philip Dunne (MPD) Infiltrometer tests performed at the above referenced site. Kumar & Associates, Inc. personnel performed the field tests. The software used to compute saturated hydraulic conductivity (Ksat) and generate this report assumes that the field personnel used infiltrometers manufactured by Upstream Technologies Inc. and followed the procedures outlined in "Manual — Modified Philip - Dunne Infiltrometer" by Ahmed, Gulliver, and Nieber. The following paragraphs describe the individual tests, input values used in the analysis, and methods used to compute the Ksat value. After individual Ksat values were calculated, the method used to determine the overall site Ksatvalue (Kesst-fit) is described in "Effective Saturated Hydraulic Conductivity of an Infiltration -Based Stormwater Control Measure" by Weiss and Gulliver 2015, "A relationship to more consistently and accurately predict the best -fit value of saturated hydraulic conductivity used a weighted sum of 0.32 times the arithmetic mean and 0.68 times the geometric mean." METHOD USED TO COMPUTE Ksat The MPD Infiltrometer software uses the following procedure described in "The Comparison of Infiltration Devices and Modification of the Philip -Dunne Permeameter for the Assessment of Rain Gardens" by Rebecca Nestigen, University of Minnesota, November 2007. The steps are as follows: 1. For each measurement of head, use the following equation to find the corresponding distance to the sharp wetting front. [Ha — H(t)]ri = 01 3 02 [2[R(t)]3 +3 [R(t)]2 — L3 — 44] 2. Estimate the change in head with respect to time and the change in wetting front distance with respect to time by using the backward difference for all values of R(t) equal to or greater than the distance \Iri + L 3. Make initial guesses for K and C. 4. Solve the following equations for AP(t) at each incremental value of t. P(t) = 72 —8 {el — e° [R(02]+xR(t)]L dt 2ra} dn[,°IL{+L„-�I] L,,,,� dh AP (t) = C — H(t) — Lmai + K dt 5. Minimize the absolute difference between the two solutions found in Step 4 by adjusting the values of K and C. Ho Parameters for Equations eo = volumetric water content of soil before MPD test = volumetric water content of soil after MPD test 5MID Infiltration Report INFILTROMETER www.upstreamtechnologies.us PPT2 Kumar & Associates, Inc. PPT2 - Weld County, CO PPT2 Results Date 9/26/2024 Time 12:32 PM Latitude 40.244892 Longitude -104.870698 Initial Volumetric Moisture 5.00 % Final Volumetric Moisture 70.00 % Cylinder Size 3 Liter Readings # Time 1 Os 2 3s 3 8s 4 13 s 5 18 s 6 23 s 7 28 s 8 33 s 9 38 s 10 43 s 11 48 s 12 53 s 13 58 s 14 63 s 15 68 s 16 73 s 17 78 s 18 83 s 19 88 s 20 93 s 21 98 s 22 103 s 23 108 s 24 113 s 25 118 s Head 11# 35.75 cm 35.66 cm 35.54 cm 35.39 cm 35.25 cm 35.12 cm 34.99 cm 34.86 cm 34.73 cm 34.6 cm 34.48 cm 34.35 cm 34.23 cm 34.11 cm 33.99 cm 33.87 cm 33.75 cm 33.63 cm 33.51 cm 33.38 cm 33.28 cm 33.16 cm 33.04 cm 32.93 cm 32.81 cm 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 Time 123 128 133 138 143 148 153 158 163 168 173 178 183 188 193 198 203 208 213 218 223 228 233 238 243 Map Pin # 1 Test Number 1 Ksat - mm/hr 95 Ksat - in/hr 3.76 Capillary Pressure C mm -132.9 RMS Error of Regression 2.8 Normalized RMS 0.2% Head s 32.69 cm s 32.59 cm s 32.47 cm s 32.35 cm s 32.24 cm s 32.14 cm s 32.02 cm s 31.91 cm s 31.81 cm s 31.7 cm s 31.59 cm s 31.49 cm s 31.38 cm s 31.28 cm s 31.17 cm s 31.06 cm s 30.97 cm s 30.85 cm s 30.75 cm s 30.65 cm s 30.55 cm s 30.44 cm s 30.35 cm s 30.24 cm s 30.14 cm # Time 51 248 s 52 253 s 53 258 s 54 263 s 55 268 s 56 273 s 57 278 s 58 283 s 59 288 s 60 293 s 61 298 s 62 303 s 63 308 s 64 313 s 65 318 s 66 323 s 67 328 s 68 333 s 69 338 s 70 343 s 71 348 s 72 353 s 73 358 s 74 363 s 75 368 s IBC -A Minx & Associates, Inc.* Gnaadnid and Mandain Ermine= and Scientists Head # Time Head 30.04 cm 29.93 cm 29.84 cm 29.73 cm 29.64 cm 29.54 cm 29.43 cm 29.34 cm 29.24 cm 29.15 cm 29.05 cm 28.94 cm 28.85 cm 28.75 cm 28.66 cm 28.56 cm 28.46 cm 28.37 cm 28.27 cm 28.18 cm 28.09 cm 28.01 cm 27.9 cm 27.81 cm 27.72 cm 76 373 s 77 378 s 78 383 s 79 388 s 80 393 s 81 398 s 82 403 s 83 408 s 84 413 s 85 418 s 86 423 s 87 428 s 88 433 s 89 438 s 90 443 s 91 448 s 92 453 s 93 458 s 94 463 s 95 468 s 96 473 s 97 478 s 98 483 s 99 488 s 100 493 s 27.62 cm 27.54 cm 27.44 cm 27.36 cm 27.26 cm 27.17 cm 27.08 cm 26.99 cm 26.91 cm 26.81 cm 26.73 cm 26.64 cm 26.56 cm 26.46 cm 26.38 cm 26.29 cm 26.21 cm 26.12 cm 26.04 cm 25.94 cm 25.87 cm 25.78 cm 25.68 cm 25.61 cm 25.52 cm 5MID Infiltration Report INFILTROMETER www.upstreamtechnologies.us PPT2 Readings continued # Time Head Kumar & Associates, Inc. PPT2 - Weld County, CO # Time Head 101 498 s 25.43 cm 133 102 503 s 25.35 cm 134 103 508 s 25.27 cm 135 104 513 s 25.18 cm 136 105 518 s 25.1 cm 137 106 523 s 25.02 cm 138 107 528 s 24.94 cm 139 108 533 s 24.85 cm 140 109 538 s 24.77 cm 141 110 543 s 24.69 cm 142 111 548 s 24.61 cm 143 112 553 s 24.52 cm 144 113 558 s 24.44 cm 145 114 563 s 24.36 cm 146 115 568 s 24.28 cm 147 116 573 s 24.2 cm 148 117 578 s 24.12 cm 149 118 583 s 24.03 cm 150 119 588 s 23.96 cm 151 120 593 s 23.88 cm 152 121 598 s 23.8 cm 153 122 603 s 23.72 cm 154 123 608 s 23.64 cm 155 124 613 s 23.56 cm 156 125 618 s 23.48 cm 157 126 623 s 23.4 cm 158 127 628 s 23.33 cm 159 128 633 s 23.26 cm 160 129 638 s 23.17 cm 161 130 643 s 23.1 cm 162 131 648 s 23.02 cm 163 132 653 s 22.95 cm 164 658 663 668 673 678 683 688 693 698 703 708 713 718 723 728 733 738 743 748 753 758 763 768 773 778 783 788 793 798 803 808 813 s 22.87 cm s 22.8 cm s 22.71 cm s 22.64 cm s 22.56 cm s 22.49 cm s 22.41 cm s 22.34 cm s 22.27 cm s 22.19 cm s 22.12 cm s 22.04 cm s 21.97 cm s 21.89 cm s 21.82 cm s 21.75 cm s 21.68 cm s 21.61 cm s 21.53 cm s 21.46 cm s 21.39 cm s 21.32 cm s 21.24 cm s 21.17 cm s 21.1 cm s 21.03 cm s 20.96 cm s 20.89 cm s 20.82 cm s 20.74 cm s 20.68 cm s 20.6 cm # Time Head 165 166 167 168 169 170 171 172 173 174 175 176 177 178 179 180 181 182 183 184 185 186 187 188 189 190 191 192 193 194 195 196 818 s 823 s 828 s 833 s 838 s 843 s 848 s 853 s 858 s 863 s 868 s 873 s 878 s 883 s 888 s 893 s 898 s 903 s 908 s 913 s 918 s 923 s 928 s 933 s 938 s 943 s 948 s 953 s 958 s 963 s 968 s 973 s 20.54 cm 20.48 cm 20.4 cm 20.33 cm 20.26 cm 20.19 cm 20.12 cm 20.06 cm 19.99 cm 19.92 cm 19.86 cm 19.78 cm 19.72 cm 19.66 cm 19.59 cm 19.52 cm 19.45 cm 19.39 cm 19.32 cm 19.25 cm 19.19 cm 19.11 cm 19.06 cm 18.99 cm 18.92 cm 18.86 cm 18.79 cm 18.73 cm 18.67 cm 18.6 cm 18.54 cm 18.48 cm IBC -A Minx & Associates, Inc.* Gnaadnid and Mandain Ermine= and Scientists # Time Head 197 198 199 200 201 202 203 204 205 206 207 208 209 210 211 212 213 214 215 216 217 218 219 220 221 222 223 224 225 226 227 228 978 s 983 s 988 s 993 s 998 s 1003 s 1008 s 1013 s 1018 s 1023 s 1028 s 1033 s 1038 s 1043 s 1048 s 1053 s 1058 s 1063 s 1068 s 1073 s 1078 s 1083 s 1088 s 1093 s 1098 s 1103 s 1108 s 1113 s 1118 s 1123 s 1128 s 1133 s 18.42 cm 18.36 cm 18.29 cm 18.23 cm 18.17 cm 18.1 cm 18.05 cm 17.98 cm 17.92 cm 17.86 cm 17.79 cm 17.73 cm 17.66 cm 17.61 cm 17.55 cm 17.48 cm 17.42 cm 17.36 cm 17.3 cm 17.24 cm 17.17 cm 17.12 cm 17.06 cm 16.99 cm 16.93 cm 16.88 cm 16.81 cm 16.75 cm 16.7 cm 16.63 cm 16.57 cm 16.5 cm 5MID Infiltration Report INFILTROMETER www.upstreamtechnologies.us PPT2 Readings continued # Time Head 229 230 231 232 233 234 235 236 237 238 239 240 241 242 243 244 245 246 247 248 249 250 251 252 253 254 255 256 257 258 259 260 1138 s 1143 s 1148 s 1153 s 1158 s 1163 s 1168 s 1173 s 1178 s 1183 s 1188 s 1193 s 1198 s 1203 s 1208 s 1213 s 1218 s 1223 s 1228 s 1233 s 1238 s 1243 s 1248 s 1253 s 1258 s 1263 s 1268 s 1273 s 1278 s 1283 s 1288 s 1293 s 16.45 16.4 16.33 16.27 16.22 16.15 16.09 16.04 15.97 15.92 15.85 15.79 15.74 15.67 15.62 15.56 15.49 15.44 15.37 15.32 15.26 15.19 15.14 15.08 15.02 14.96 14.91 14.84 14.78 14.73 14.66 14.6 Kumar & Associates, Inc. PPT2 - Weld County, CO # Time Head cm 261 cm 262 cm 263 cm 264 cm 265 cm 266 cm 267 cm 268 cm 269 cm 270 cm 271 cm 272 cm 273 cm 274 cm 275 cm 276 cm 277 cm 278 cm 279 cm 280 cm 281 cm 282 cm 283 cm 284 cm 285 cm 286 cm 287 cm 288 cm 289 cm 290 cm 291 cm 292 1298 1303 1308 1313 1318 1323 1328 1333 1338 1343 1348 1353 1358 1363 1368 1373 1378 1383 1388 1393 1398 1403 1408 1413 1418 1423 1428 1433 1438 1443 1448 1453 s 14.54 cm s 14.49 cm s 14.43 cm s 14.36 cm s 14.32 cm s 14.26 cm s 14.2 cm s 14.14 cm s 14.09 cm s 14.03 cm s 13.97 cm s 13.92 cm s 13.86 cm s 13.81 cm s 13.76 cm s 13.69 cm s 13.64 cm s 13.57 cm s 13.52 cm s 13.47 cm s 13.42 cm s 13.36 cm s 13.31 cm s 13.24 cm s 13.19 cm s 13.14 cm s 13.09 cm s 12.66 cm s 12.61 cm s 12.55 cm s 12.51 cm s 12.46 cm # Time Head 293 294 295 296 297 298 299 300 301 302 303 304 305 306 307 308 309 310 311 312 313 314 315 316 317 318 319 320 321 322 323 324 1458 s 1463 s 1468 s 1473 s 1478 s 1483 s 1488 s 1493 s 1498 s 1503 s 1508 s 1513 s 1518 s 1523 s 1528 s 1533 s 1538 s 1543 s 1548 s 1553 s 1558 s 1563 s 1568 s 1573 s 1578 s 1583 s 1588 s 1593 s 1598 s 1603 s 1608 s 1613 s 12.41 cm 12.36 cm 12.32 cm 12.26 cm 12.23 cm 12.18 cm 12.13 cm 12.08 cm 12.04 cm 11.99 cm 11.95 cm 11.89 cm 11.85 cm 11.8 cm 11.75 cm 11.71 cm 11.66 cm 11.62 cm 11.56 cm 11.52 cm 11.47 cm 11.42 cm 11.38 cm 11.34 cm 11.3 cm 11.24 cm 11.19 cm 11.15 cm 11.1 cm 11.05 cm 11.01 cm 10.97 cm IBC -A Minx & Associates, Inc.* Gnaadnid and Mandain Ermine= and Scientists # Time Head 325 326 327 328 329 330 331 332 333 334 335 336 337 338 339 340 341 342 343 344 345 346 347 348 349 350 351 352 353 354 355 356 1618 s 1623 s 1628 s 1633 s 1638 s 1643 s 1648 s 1653 s 1658 s 1663 s 1668 s 1673 s 1678 s 1683 s 1688 s 1693 s 1698 s 1703 s 1708 s 1713 s 1718 s 1723 s 1728 s 1733 s 1738 s 1743 s 1748 s 1753 s 1758 s 1763 s 1768 s 1773 s 10.92 cm 10.88 cm 10.83 cm 10.78 cm 10.74 cm 10.7 cm 10.66 cm 10.61 cm 10.56 cm 10.52 cm 10.48 cm 10.43 cm 10.39 cm 10.35 cm 10.29 cm 10.25 cm 10.22 cm 10.17 cm 10.12 cm 10.08 cm 10.04 cm 9.99 cm 9.94 cm 9.9 cm 9.86 cm 9.82 cm 9.77 cm 9.73 cm 9.69 cm 9.65 cm 9.59 cm 9.55 cm 5MID Infiltration Report INFILTROMETER www.upstreamtechnologies.us PPT2 Readings continued # Time Head 357 358 359 360 361 362 363 364 365 366 367 368 369 370 371 372 373 374 375 376 377 378 379 380 381 382 383 384 385 386 387 388 1778 s 1783 s 1788 s 1793 s 1798 s 1803 s 1808 s 1813 s 1818 s 1823 s 1828 s 1833 s 1838 s 1843 s 1848 s 1853 s 1858 s 1863 s 1868 s 1873 s 1878 s 1883 s 1888 s 1893 s 1898 s 1903 s 1908 s 1913 s 1918 s 1923 s 1928 s 1933 s 9.52 9.47 9.42 9.38 9.34 9.29 9.25 9.21 9.17 9.12 9.08 9.04 9.0 8.95 8.91 8.87 8.83 8.78 8.74 8.7 8.65 8.61 8.57 8.53 8.48 8.44 8.4 8.36 8.31 8.27 8.22 8.19 Kumar & Associates, Inc. PPT2 - Weld County, CO # Time Head cm 389 cm 390 cm 391 cm 392 cm 393 cm 394 cm 395 cm 396 cm 397 cm 398 cm 399 cm 400 cm 401 cm 402 cm 403 cm 404 cm 405 cm 406 cm 407 cm 408 cm 409 cm 410 cm 411 cm 412 cm 413 cm 414 cm 415 cm 416 cm 417 cm 418 cm 419 cm 420 1938 1943 1948 1953 1958 1963 1968 1973 1978 1983 1988 1993 1998 2003 2008 2013 2018 2023 2028 2033 2038 2043 2048 2053 2058 2063 2068 2073 2078 2083 2088 2093 s 8.14 cm s 8.1 cm s 8.06 cm s 8.02 cm s 7.97 cm s 7.93 cm s 7.89 cm s 7.85 cm s 7.8 cm s 7.76 cm s 7.72 cm s 7.67 cm s 7.63 cm s 7.59 cm s 7.56 cm s 7.5 cm s 7.46 cm s 7.43 cm s 7.39 cm s 7.34 cm s 7.29 cm s 7.26 cm s 7.21 cm s 7.17 cm s 7.13 cm s 7.08 cm s 7.05 cm s 6.99 cm s 6.96 cm s 6.91 cm s 6.88 cm s 6.83 cm # Time Head 421 422 423 424 425 426 427 428 429 430 431 432 433 434 435 436 437 438 439 440 441 442 443 444 445 446 447 448 449 450 451 452 2098 s 2103 s 2108 s 2113 s 2118 s 2123 s 2128 s 2133 s 2138 s 2143 s 2148 s 2153 s 2158 s 2163 s 2168 s 2173 s 2178 s 2183 s 2188 s 2193 s 2198 s 2203 s 2208 s 2213 s 2218 s 2223 s 2228 s 2233 s 2238 s 2243 s 2248 s 2253 s 6.79 cm 6.74 cm 6.71 cm 6.66 cm 6.62 cm 6.58 cm 6.54 cm 6.5 cm 6.45 cm 6.41 cm 6.36 cm 6.33 cm 6.29 cm 5.92 cm 5.89 cm 5.84 cm 5.81 cm 5.77 cm 5.74 cm 5.7 cm 5.66 cm 5.63 cm 5.6 cm 5.57 cm 5.52 cm 5.49 cm 5.46 cm 5.43 cm 5.4 cm 5.35 cm 5.32 cm 5.29 cm IBC -A Minx & Associates, Inc.* Gnaadnid and Mandain Ermine= and Scientists # Time Head 453 454 455 456 457 458 459 460 461 462 2258 s 2263 s 2268 s 2273 s 2278 s 2283 s 2288 s 2293 s 2298 s 2303 s 5.26 cm 5.21 cm 5.18 cm 5.15 cm 5.12 cm 5.08 cm 5.04 cm 5.01 cm 4.98 cm 4.95 cm APPENDIX G KNIGHT PIESOLD TEST RESULTS Deviator Stress, psf Shear Stress, psf 15000 12500 10000 7500 5000 2500 0 9000 6000 3000 Total Effective /'r C, psf 0 0 / / ,. 4), deg 41.7 35.3 / Tan(0) 0.89 0.71 / 7 III 1 N / / \ / / .v / / \ // I I 3000 6000 9000 12000 Total Normal Stress, psf Effective Normal Stress, psf — — — 0 10 20 30 Axial Strain, % 40 1 15000 18000 Specimen No. 1 a Water Content, % Dry Density, pcf Saturation, % Void Ratio Diameter, in. Height, in. 2.8 116.2 16.6 0.4509 1.90 3.69 OD a) I - Water Content, % Dry Density, pcf Saturation, % Void Ratio Diameter, in. Height, in. 15.3 119.3 100.0 0.4126 1.88 3.66 Type of Test: CU with Pore Pressures Sample Type: Intact Description: Assumed Specific Gravity= 2.7 Remarks: Failure chosen at 15% strain. Figure Strain rate, %/min. Eff. Cell Pressure, psf Fail. Stress, psf Excess Pore Pr., psf Strain, Ult. Stress, psf Excess Pore Pr., psf Strain, % al Failure, psf 63 Failure, psf 0.03 2562 10185 -1155 15.2 13902 3717 Client: Kumar & Associates, Inc. Project: St. Vrain, K&A #24-1-607 Sample Number: PBR-6 Depth: 5-6' Proj. No.: 10600038.03 Date Sampled: 10/16/2024 0411) Knight PiesoLd CONSULTING Tested By: JStaley Checked By: JBruce 16000 1 16000 2 Excess Pore Press, Deviator Stress psf a 4, 0 0 o c 0 o c 0 0 o c Excess Pore Press' Deviator Stress psf a 4, 0 0 o c 0 o c 0 0 o c 0% 10% 20% 0% 10% 20% 16000 3 16000 4 Excess Pore Pressi Deviator Stress psf a 4, 0 0 o c 0 o c 0 0 o c Excess Pore Pressi Deviator Stress psf a -P 0 0 o c 0 o c 0 0 o c 0% 10% 20% 0% 10% 20% 9000 Peak Strength Total Effective 0.00 0.00 a= psf psf a= 33.6 deg 30.0 deg tan a= 0.67 0.58 ,- 6000 O) a 6- 3000 // ,,i / / 0 3000 6000 9000 12000 15000 18000 p, psf Stress Paths: Total Effective Client: Kumar & Associates, Inc. Project: St. Vrain, K&A #24-1-607 Depth: 5-6' Sample Number: PBR-6 Project No.: 10600038.03 Figure Knight Piesold Geotechnical Lab. Tested By: JStaley Checked By: JBruce TRIAXIAL COMPRESSION TEST CU with Pore Pressures Date: 10/16/2024 Client: Kumar & Associates, Inc. Project: St. Vrain, K&A #24-1-607 Project No.: 10600038.03 Depth: 5-6' Description: Remarks: Failure chosen at 15% strain. Type of Sample: Intact Assumed Specific Gravity=2.7 LL= Test Method: ASTM D 4767 Method A Specimen Parameter Moisture content: Moist soil+tare, gms. Moisture content: Dry soil+tare, gms. Moisture content: Tare, gms. Moisture, Moist specimen weight, gms. Diameter, in. Area, in.2 Height, in. Net decrease in height, in. Net decrease in water volume, cc. Wet density, pcf Dry density, pcf Void ratio Saturation, % Sample Number: PBR-6 PL= Parameters for Specimen No. 1 Initial 325.900 317.110 0.000 2.8 325.9 1.90 2.82 3.69 119.4 116.2 0.4509 16.6 Saturated P1= Consolidated 16.7 15.3 1.90 2.82 3.69 0.00 135.6 116.2 0.4509 100.0 1.88 2.77 3.66 0.03 4.50 137.6 119.3 0.4126 100.0 11/4/2024 1:40 PM Final 480.700 432.260 115.150 15.3 Test Readings for Specimen No. 1 Filter paper coefficient = 0.001926 kN/cm Filter paper coverage = 50% Consolidation cell pressure = 46.52 psi (6699 psf) Consolidation back pressure = 28.73 psi (4137 psf) Consolidation effective confining stress = 2562 psf Strain rate, %/min. = 0.03 Fail. Stress = 10185 psf at reading no. 121 Knight Piesold Geotechnical Lab. Test Readings for Specimen No. 1 No. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 Def. Dial Load in. Dial 0.0000 0.0009 0.0019 0.0028 0.0037 0.0046 0.0056 0.0065 0.0074 0.0083 0.0093 0.0102 0.0111 0.0120 0.0130 0.0139 0.0148 0.0157 0.0167 0.0176 0.0185 0.0194 0.0204 0.0213 0.0222 0.0231 0.0241 0.0250 0.0259 0.0268 0.0278 0.0287 0.0296 0.0305 0.0315 0.0324 0.0333 0.0342 0.0352 0.0361 0.0370 0.0379 0.0416 0.0453 0.0490 0.0527 0.0564 21.208 26.311 30.171 34.039 36.233 38.933 41.426 43.670 46.138 48.104 49.474 51.412 53.217 55.533 56.512 57.812 59.104 61.053 62.004 63.874 65.184 66.551 67.747 68.354 69.423 70.653 72.186 72.536 73.666 74.601 75.294 76.534 77.408 78.119 78.731 79.823 80.636 81.565 82.614 83.403 83.503 84.685 88.106 91.022 93.470 95.949 98.551 Load lbs. 0.0 5.1 9.0 12.8 15.0 17.7 20.2 22.5 24.9 26.9 28.3 30.2 32.0 34.3 35.3 36.6 37.9 39.8 40.8 42.7 44.0 45.3 46.5 47.1 48.2 49.4 51.0 51.3 52.5 53.4 54.1 55.3 56.2 56.9 57.5 58.6 59.4 60.4 61.4 62.2 62.3 63.5 66.9 69.8 72.3 74.7 77.3 Deviator Minor Eff. Strain Stress Stress O/O psf psf 0.0 0.0 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.2 0.3 0.3 0.3 0.3 0.4 0.4 0.4 0.4 0.5 0.5 0.5 0.5 0.6 0.6 0.6 0.6 0.7 0.7 0.7 0.7 0.8 0.8 0.8 0.8 0.9 0.9 0.9 0.9 1.0 1.0 1.0 1.0 1.1 1.2 1.3 1.4 1.5 0 265 466 667 781 921 1050 1167 1295 1396 1467 1567 1660 1780 1830 1897 1964 2064 2113 2209 2277 2347 2408 2439 2493 2556 2635 2652 2710 2758 2793 2856 2900 2936 2967 3023 3064 3111 3164 3204 3208 3268 3441 3587 3709 3833 3962 2561 2527 2490 2456 2420 2390 2355 2327 2294 2266 2238 2214 2192 2167 2138 2118 2098 2083 2062 2031 2010 1996 1981 1970 1953 1940 1929 1917 1904 1896 1886 1878 1868 1861 1851 1840 1835 1831 1828 1821 1813 1810 1792 1783 1768 1766 1775 Major Eff. Pore Stress 1:3 Press. psf Ratio psi 2561 2792 2956 3123 3201 3311 3406 3494 3589 3662 3705 3781 3852 3947 3969 4016 4062 4147 4175 4240 4286 4343 4389 4409 4447 4496 4564 4570 4614 4654 4678 4734 4768 4797 4818 4862 4899 4942 4992 5025 5022 5078 5233 5370 5478 5599 5737 1.00 1.11 1.19 1.27 1.32 1.39 1.45 1.50 1.56 1.62 1.66 1.71 1.76 1.82 1.86 1.90 1.94 1.99 2.02 2.09 2.13 2.18 2.22 2.24 2.28 2.32 2.37 2.38 2.42 2.45 2.48 2.52 2.55 2.58 2.60 2.64 2.67 2.70 2.73 2.76 2.77 2.81 2.92 3.01 3.10 3.17 3.23 28.73 28.97 29.23 29.47 29.71 29.92 30.16 30.36 30.59 30.78 30.98 31.15 31.30 31.47 31.67 31.81 31.95 32.06 32.20 32.42 32.56 32.66 32.76 32.84 32.96 33.05 33.13 33.21 33.30 33.35 33.43 33.48 33.55 33.60 33.67 33.74 33.78 33.80 33.83 33.87 33.93 33.95 34.08 34.14 34.24 34.25 34.20 P Q psf psf 2561 0 2660 133 2723 233 2789 334 2810 390 2850 461 2881 525 2910 583 2942 647 2964 698 2971 733 2997 784 3022 830 3057 890 3053 915 3067 949 3080 982 3115 1032 3119 1056 3135 1105 3148 1138 3169 1173 3185 1204 3189 1219 3200 1247 3218 1278 3246 1317 3243 1326 3259 1355 3275 1379 3282 1396 3306 1428 3318 1450 3329 1468 3335 1484 3351 1511 3367 1532 3387 1555 3410 1582 3423 1602 3418 1604 3444 1634 3512 1721 3577 1794 3623 1855 3683 1916 3756 1981 Knight Piesold Geotechnical Lab. Test Readings for Specimen No. 1 No. 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 76 77 78 79 80 81 82 83 84 85 86 87 88 89 90 91 92 93 Def. Dial Load in. Dial 0.0601 0.0638 0.0674 0.0711 0.0748 0.0785 0.0822 0.0859 0.0896 0.0933 0.0970 0.1006 0.1043 0.1080 0.1117 0.1154 0.1191 0.1228 0.1265 0.1302 0.1338 0.1375 0.1412 0.1449 0.1486 0.1523 0.1560 0.1597 0.1634 0.1671 0.1707 0.1744 0.1781 0.1818 0.1855 0.1947 0.2039 0.2132 0.2224 0.2316 0.2408 0.2500 0.2593 0.2685 0.2777 0.2869 0.2962 101.024 103.766 106.079 108.320 110.470 112.700 114.926 116.925 118.654 120.690 122.349 124.374 125.632 127.653 128.675 130.170 131.882 133.738 135.400 137.023 139.169 140.865 141.248 143.744 144.881 145.987 147.667 149.058 150.482 152.945 153.685 153.724 155.503 158.431 160.264 163.872 167.062 171.277 173.804 176.333 177.928 178.792 183.364 184.698 188.833 190.991 194.645 Load lbs. 79.8 82.6 84.9 87.1 89.3 91.5 93.7 95.7 97.4 99.5 101.1 103.2 104.4 106.4 107.5 109.0 110.7 112.5 114.2 115.8 118.0 119.7 120.0 122.5 123.7 124.8 126.5 127.9 129.3 131.7 132.5 132.5 134.3 137.2 139.1 142.7 145.9 150.1 152.6 155.1 156.7 157.6 162.2 163.5 167.6 169.8 173.4 Deviator Minor Eff. Major Eff. Pore Strain Stress Stress Stress 1:3 Press. O/O psf psf psf Ratio psi P Q psf psf 1.6 4085 1788 5873 3.28 34.10 3831 2042 1.7 4221 1796 6016 3.35 34.05 3906 2110 1.8 4334 1812 6147 3.39 33.94 3979 2167 1.9 4444 1832 6276 3.43 33.80 4054 2222 2.0 4549 1841 6390 3.47 33.74 4115 2275 2.1 4658 1870 6529 3.49 33.53 4200 2329 2.2 4767 1875 6641 3.54 33.50 4258 2383 2.3 4863 1896 6759 3.56 33.35 4328 2432 2.4 4946 1912 6858 3.59 33.24 4385 2473 2.5 5044 1944 6988 3.60 33.02 4466 2522 2.7 5123 1953 7076 3.62 32.96 4514 2561 2.8 5220 1968 7188 3.65 32.85 4578 2610 2.9 5278 1987 7266 3.66 32.72 4626 2639 3.0 5375 2015 7390 3.67 32.53 4702 2687 3.1 5421 2046 7467 3.65 32.31 4757 2710 3.2 5490 2054 7545 3.67 32.25 4800 2745 3.3 5571 2074 7645 3.69 32.12 4860 2785 3.4 5658 2097 7755 3.70 31.96 4926 2829 3.5 5736 2117 7853 3.71 31.82 4985 2868 3.6 5811 2152 7964 3.70 31.57 5058 2906 3.7 5913 2165 8077 3.73 31.49 5121 2956 3.8 5992 2177 8169 3.75 31.40 5173 2996 3.9 6005 2196 8200 3.73 31.27 5198 3002 4.0 6123 2221 8344 3.76 31.10 5282 3061 4.1 6173 2263 8437 3.73 30.80 5350 3087 4.2 6222 2277 8499 3.73 30.71 5388 3111 4.3 6299 2299 8598 3.74 30.55 5449 3150 4.4 6362 2315 8676 3.75 30.45 5496 3181 4.5 6426 2344 8770 3.74 30.24 5557 3213 4.6 6541 2364 8905 3.77 30.10 5634 3271 4.7 6571 2385 8956 3.75 29.96 5671 3285 4.8 6566 2418 8984 3.72 29.73 5701 3283 4.9 6647 2429 9076 3.74 29.66 5752 3324 5.0 6785 2442 9227 3.78 29.56 5835 3392 5.1 6868 2472 9340 3.78 29.35 5906 3434 5.3 7028 2530 9557 3.78 28.95 6043 3514 5.6 7166 2580 9746 3.78 28.60 6163 3583 5.8 7353 2629 9982 3.80 28.26 6305 3677 6.1 7457 2677 10134 3.79 27.93 6406 3728 6.3 7560 2728 10288 3.77 27.57 6508 3780 6.6 7617 2763 10381 3.76 27.33 6572 3809 6.8 7639 2792 10431 3.74 27.13 6611 3819 7.1 7839 2842 10681 3.76 26.79 6761 3919 7.3 7882 2865 10747 3.75 26.62 6806 3941 7.6 8059 2906 10966 3.77 26.34 6936 4030 7.8 8141 2947 11088 3.76 26.05 7017 4070 8.1 8293 2992 11285 3.77 25.74 7138 4147 Knight Piesold Geotechnical Lab. Test Readings for Specimen No. 1 No. 94 95 96 97 98 99 100 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 122 123 124 125 126 127 128 129 130 131 132 133 134 135 136 137 138 139 140 Def. Dial Load in. Dial 0.3054 0.3146 0.3238 0.3330 0.3422 0.3515 0.3607 0.3699 0.3791 0.3883 0.3976 0.4068 0.4160 0.4252 0.4345 0.4437 0.4529 0.4621 0.4713 0.4806 0.4898 0.4990 0.5082 0.5174 0.5267 0.5359 0.5451 0.5543 0.5635 0.5728 0.5820 0.5912 0.6004 0.6096 0.6189 0.6281 0.6373 0.6465 0.6557 0.6650 0.6742 0.6834 0.6926 0.7018 0.7111 0.7203 0.7295 197.814 201.044 203.346 206.082 210.008 211.044 213.895 216.848 218.533 220.764 222.976 225.092 226.661 230.876 230.899 233.103 233.084 235.277 236.682 238.652 239.777 241.689 242.779 245.411 247.540 248.591 249.701 251.924 253.244 255.853 257.088 258.774 258.146 260.520 263.220 266.061 265.404 267.860 270.005 271.159 272.074 273.551 275.687 277.965 279.644 281.800 281.189 Load lbs. 176.6 179.8 182.1 184.9 188.8 189.8 192.7 195.6 197.3 199.6 201.8 203.9 205.5 209.7 209.7 211.9 211.9 214.1 215.5 217.4 218.6 220.5 221.6 224.2 226.3 227.4 228.5 230.7 232.0 234.6 235.9 237.6 236.9 239.3 242.0 244.9 244.2 246.7 248.8 250.0 250.9 252.3 254.5 256.8 258.4 260.6 260.0 Deviator Minor Eff. Major Eff. Pore Strain Stress Stress Stress 1:3 Press. O/O psf psf psf Ratio psi 8.3 8.6 8.9 9.1 9.4 9.6 9.9 10.1 10.4 10.6 10.9 11.1 11.4 11.6 11.9 12.1 12.4 12.6 12.9 13.1 13.4 13.6 13.9 14.1 14.4 14.6 14.9 15.2 15.4 15.7 15.9 16.2 16.4 16.7 16.9 17.2 17.4 17.7 17.9 18.2 18.4 18.7 18.9 19.2 19.4 19.7 19.9 8422 8552 8638 8743 8904 8928 9037 9150 9203 9281 9357 9428 9474 9641 9614 9688 9659 9731 9766 9827 9849 9907 9927 10015 10080 10097 10117 10185 10213 10297 10320 10363 10304 10376 10461 10552 10492 10565 10624 10641 10647 10676 10733 10796 10833 10889 10829 3026 3065 3102 3148 3175 3221 3240 3277 3315 3350 3373 3401 3435 3468 3490 3509 3541 3558 3564 3598 3605 3625 3635 3646 3666 3676 3699 3717 3737 3756 3769 3779 3790 3811 3826 3850 3858 3876 3894 3908 3924 3929 3945 3955 3973 3993 3999 11448 11617 11740 11891 12079 12149 12277 12427 12517 12630 12730 12829 12909 13108 13104 13197 13200 13288 13331 13425 13454 13531 13562 13661 13746 13774 13816 13902 13950 14053 14089 14142 14094 14187 14287 14402 14350 14441 14518 14549 14571 14606 14678 14750 14806 14881 14828 3.78 3.79 3.78 3.78 3.80 3.77 3.79 3.79 3.78 3.77 3.77 3.77 3.76 3.78 3.75 3.76 3.73 3.74 3.74 3.73 3.73 3.73 3.73 3.75 3.75 3.75 3.73 3.74 3.73 3.74 3.74 3.74 3.72 3.72 3.73 3.74 3.72 3.73 3.73 3.72 3.71 3.72 3.72 3.73 3.73 3.73 3.71 25.50 25.23 24.98 24.66 24.47 24.15 24.02 23.76 23.50 23.26 23.10 22.90 22.66 22.44 22.28 22.15 21.93 21.81 21.77 21.53 21.49 21.35 21.28 21.20 21.06 20.99 20.83 20.71 20.57 20.43 20.34 20.28 20.20 20.05 19.95 19.78 19.73 19.60 19.48 19.38 19.27 19.23 19.13 19.06 18.93 18.79 18.75 P Q psf psf 7237 4211 7341 4276 7421 4319 7520 4372 7627 4452 7685 4464 7758 4518 7852 4575 7916 4601 7990 4640 8051 4678 8115 4714 8172 4737 8288 4820 8297 4807 8353 4844 8370 4829 8423 4865 8448 4883 8512 4914 8529 4925 8578 4953 8598 4963 8654 5008 8706 5040 8725 5049 8758 5058 8809 5092 8843 5106 8905 5148 8929 5160 8961 5181 8942 5152 8999 5188 9057 5231 9126 5276 9104 5246 9159 5282 9206 5312 9229 5320 9248 5323 9267 5338 9311 5367 9352 5398 9389 5416 9437 5444 9414 5415 Knight Piesold Geotechnical Lab. Test Readings for Specimen No. 1 Def. Deviator Minor Eff. Major Eff. Pore Dial Load Load Strain Stress Stress Stress 1:3 Press. P Q No. in. Dial Ibs. % psf psf psf Ratio psi psf psf 141 0.7377 281.558 260.4 20.2 10814 4010 14824 3.70 18.67 9417 5407 Knight Piesold Geotechnical Lab. Deviator Stress, psf Shear Stress, psf 900 750 600 450 300 150 1800 1200 600 0 Results C, psf 0, deg Tan(4) 409 0 0 0 600 1200 1800 2400 000 3600 5 10 15 Axial Strain, % 20 Normal Stress, psf Specimen No. 1 a Water Content, % Dry Density, pcf Saturation, % Void Ratio Diameter, in. Height, in. 20.5 102.2 87.6 0.6188 1.94 4.00 OD a) I - Water Content, % Dry Density, pcf Saturation, % Void Ratio Diameter, in. Height, in. 19.9 102.2 85.4 0.6188 1.94 4.00 Type of Test: Unconsolidated Undrained Sample Type: Remolded Description: LL= 26 PL= 17 P1= 9 Assumed Specific Gravity= 2.65 Remarks: Failure chosen at 15% strain. Figure Strain rate, %/min. Back Pressure, psf Cell Pressure, psf Fail. Stress, psf Strain, % Ult. Stress, psf Strain, % 6, Failure, psf cr3 Failure, psf 0.67 0 2500 818 15.0 3318 2500 Client: Kumar & Associates, Inc. Project: St. Vrain, K&A #24-1-607 Sample Number: PB-5 Depth: 29-30.5' Proj. No.: 10600038.03 Date Sampled: 11/04/2024 1411) Knight PiesoLd CONSULTING Tested By: MFreund Checked By: Jbruce 1000 1 1000 2 Deviator Stress psf Ni A O) Co O O O O O O O O O Deviator Stress psf Ni A O) Oo O O O O O O O O O 0% 8% 16% 0% 8% 16% 1000 3 1000 4 Deviator Stress psf Ni A O) W O O O O O O O O O Deviator Stress psf Ni A O) co O O O O O O O O O 0% 8% 16% 0% 8% 16% 1800 Peak Strength Total 409 a= psf a= 0.0 deg tan a= 0.00 1200 w O_ C- 600 0 3000 3600 0 600 1200 1800 2400/ p, psf Stress Paths: o indicates peak Client: Kumar & Associates, Inc. Project: St. Vrain, K&A #24-1-607 Depth: 29-30.5' Sample Number: PB-5 Project No.: 10600038.03 Figure Knight Piesold Geotechnical Lab. Tested By: MFreund Checked By: Jbruce TRIAXIAL COMPRESSION TEST Unconsolidated Undrained Date: 11/04/2024 Client: Kumar & Associates, Inc. Project: St. Vrain, K&A #24-1-607 Project No.: 10600038.03 Depth: 29-30.5' Description: Remarks: Failure chosen at 15% strain. Type of Sample: Remolded Assumed Specific Gravity=2.65 Test Method: ASTM D 2850 Specimen Parameter Moisture content: Moist soil+tare, gms. Moisture content: Dry soil+tare, gms. Moisture content: Tare, gms. Moisture, Moist specimen weight, gms. Diameter, in. Area, in.2 Height, in. Wet density, pcf Dry density, pcf Void ratio Saturation, % LL=26 11/4/2024 1:34 PM Sample Number: PB-5 PL=17 Parameters for Specimen No. 1 Initial 380.120 315.540 0.000 20.5 380.1 1.94 2.94 4.00 123.1 102.2 0.6188 87.6 Final 521.860 458.920 143.380 19.9 Test Readings for Specimen No. 1 Cell pressure = 2500 psf Back pressure = 0 psf Strain rate, %/min. = 0.67 Fail. Stress = 818 psf at reading no. 120 PI=9 Knight Piesold Geotechnical Lab. Test Readings for Specimen No. 1 Def. Deviator Minor Princ. Major Princ. Dial Load Load Strain Stress Stress Stress 1:3 P Q No. in. Dial lbs. % psf psf psf Ratio psf psf 0 0.1416 6.719 0.0 0.0 0 2500 2500 1.00 2500 0 1 0.1428 7.401 0.7 0.0 33 2500 2533 1.01 2517 17 2 0.1437 7.523 0.8 0.1 39 2500 2539 1.02 2520 20 3 0.1447 7.663 0.9 0.1 46 2500 2546 1.02 2523 23 4 0.1457 7.743 1.0 0.1 50 2500 2550 1.02 2525 25 5 0.1467 7.795 1.1 0.1 53 2500 2553 1.02 2526 26 6 0.1477 7.956 1.2 0.2 60 2500 2560 1.02 2530 30 7 0.1487 8.075 1.4 0.2 66 2500 2566 1.03 2533 33 8 0.1498 8.195 1.5 0.2 72 2500 2572 1.03 2536 36 9 0.1508 8.213 1.5 0.2 73 2500 2573 1.03 2536 36 10 0.1518 8.398 1.7 0.3 82 2500 2582 1.03 2541 41 11 0.1529 8.387 1.7 0.3 81 2500 2581 1.03 2541 41 12 0.1539 8.517 1.8 0.3 88 2500 2588 1.04 2544 44 13 0.1549 8.562 1.8 0.3 90 2500 2590 1.04 2545 45 14 0.1559 8.682 2.0 0.4 96 2500 2596 1.04 2548 48 15 0.1570 8.677 2.0 0.4 96 2500 2596 1.04 2548 48 16 0.1580 8.764 2.0 0.4 100 2500 2600 1.04 2550 50 17 0.1590 8.828 2.1 0.4 103 2500 2603 1.04 2551 51 18 0.1601 8.999 2.3 0.5 111 2500 2611 1.04 2556 56 19 0.1611 9.037 2.3 0.5 113 2500 2613 1.05 2556 56 20 0.1621 9.136 2.4 0.5 118 2500 2618 1.05 2559 59 21 0.1631 9.196 2.5 0.5 121 2500 2621 1.05 2560 60 22 0.1641 9.201 2.5 0.6 121 2500 2621 1.05 2560 60 23 0.1652 9.339 2.6 0.6 128 2500 2628 1.05 2564 64 24 0.1662 9.294 2.6 0.6 125 2500 2625 1.05 2563 63 25 0.1672 9.515 2.8 0.6 136 2500 2636 1.05 2568 68 26 0.1683 9.597 2.9 0.7 140 2500 2640 1.06 2570 70 27 0.1693 9.738 3.0 0.7 147 2500 2647 1.06 2573 73 28 0.1703 9.721 3.0 0.7 146 2500 2646 1.06 2573 73 29 0.1714 9.841 3.1 0.7 152 2500 2652 1.06 2576 76 30 0.1724 9.836 3.1 0.8 151 2500 2651 1.06 2576 76 31 0.1734 9.904 3.2 0.8 155 2500 2655 1.06 2577 77 32 0.1744 9.928 3.2 0.8 156 2500 2656 1.06 2578 78 33 0.1755 10.094 3.4 0.8 164 2500 2664 1.07 2582 82 34 0.1765 10.138 3.4 0.9 166 2500 2666 1.07 2583 83 35 0.1775 10.187 3.5 0.9 168 2500 2668 1.07 2584 84 36 0.1785 10.253 3.5 0.9 171 2500 2671 1.07 2586 86 37 0.1796 10.314 3.6 0.9 174 2500 2674 1.07 2587 87 38 0.1806 10.387 3.7 1.0 178 2500 2678 1.07 2589 89 39 0.1816 10.374 3.7 1.0 177 2500 2677 1.07 2589 89 40 0.1827 10.443 3.7 1.0 181 2500 2681 1.07 2590 90 41 0.1869 10.749 4.0 1.1 195 2500 2695 1.08 2598 98 42 0.1908 10.981 4.3 1.2 206 2500 2706 1.08 2603 103 43 0.1950 11.247 4.5 1.3 219 2500 2719 1.09 2609 109 44 0.1989 11.514 4.8 1.4 231 2500 2731 1.09 2616 116 45 0.2031 11.676 5.0 1.5 239 2500 2739 1.10 2620 120 46 0.2070 11.892 5.2 1.6 249 2500 2749 1.10 2625 125 Knight Piesold Geotechnical Lab. Test Readings for Specimen No. 1 No. 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 76 77 78 79 80 81 82 83 84 85 86 87 88 89 90 91 92 93 Def. Dial Load in. Dial 0.2113 0.2151 0.2194 0.2232 0.2275 0.2313 0.2356 0.2394 0.2434 0.2477 0.2518 0.2557 0.2599 0.2637 0.2680 0.2718 0.2761 0.2799 0.2841 0.2880 0.2922 0.2960 0.3003 0.3041 0.3084 0.3123 0.3165 0.3204 0.3247 0.3285 0.3327 0.3366 0.3408 0.3447 0.3547 0.3647 0.3747 0.3849 0.3949 0.4048 0.4151 0.4249 0.4351 0.4452 0.4551 0.4653 0.4752 12.078 12.182 12.437 12.544 12.668 12.811 12.991 13.153 13.245 13.399 13.598 13.792 13.934 13.946 14.156 14.217 14.416 14.456 14.650 14.625 14.718 14.831 14.910 14.861 14.955 15.081 15.094 15.276 15.388 15.404 15.564 15.838 15.993 16.133 16.875 17.365 18.088 18.737 19.103 19.502 19.897 20.150 20.548 20.678 20.941 21.073 21.256 Load Strain lbs. O/O 5.4 5.5 5.7 5.8 5.9 6.1 6.3 6.4 6.5 6.7 6.9 7.1 7.2 7.2 7.4 7.5 7.7 7.7 7.9 7.9 8.0 8.1 8.2 8.1 8.2 8.4 8.4 8.6 8.7 8.7 8.8 9.1 9.3 9.4 10.2 10.6 11.4 12.0 12.4 12.8 13.2 13.4 13.8 14.0 14.2 14.4 14.5 1.7 1.8 1.9 2.0 2.1 2.2 2.3 2.4 2.5 2.7 2.8 2.9 3.0 3.1 3.2 3.3 3.4 3.5 3.6 3.7 3.8 3.9 4.0 4.1 4.2 4.3 4.4 4.5 4.6 4.7 4.8 4.9 5.0 5.1 5.3 5.6 5.8 6.1 6.3 6.6 6.8 7.1 7.3 7.6 7.8 8.1 8.3 Deviator Stress psf 258 263 275 279 285 292 300 307 311 318 328 336 343 343 353 355 364 366 375 373 377 382 385 383 386 392 392 400 405 405 412 425 432 438 471 492 524 553 568 585 601 611 627 632 642 646 652 Minor Princ. Stress psf 2500 2500 2500 2500 2500 2500 2500 2500 2500 2500 2500 2500 2500 2500 2500 2500 2500 2500 2500 2500 2500 2500 2500 2500 2500 2500 2500 2500 2500 2500 2500 2500 2500 2500 2500 2500 2500 2500 2500 2500 2500 2500 2500 2500 2500 2500 2500 Major Princ. Stress 1:3 P Q psf Ratio psf psf 2758 1.10 2629 129 2763 1.11 2631 131 2775 1.11 2637 137 2779 1.11 2640 140 2785 1.11 2643 143 2792 1.12 2646 146 2800 1.12 2650 150 2807 1.12 2654 154 2811 1.12 2656 156 2818 1.13 2659 159 2828 1.13 2664 164 2836 1.13 2668 168 2843 1.14 2671 171 2843 1.14 2672 172 2853 1.14 2676 176 2855 1.14 2678 178 2864 1.15 2682 182 2866 1.15 2683 183 2875 1.15 2687 187 2873 1.15 2687 187 2877 1.15 2688 188 2882 1.15 2691 191 2885 1.15 2693 193 2883 1.15 2691 191 2886 1.15 2693 193 2892 1.16 2696 196 2892 1.16 2696 196 2900 1.16 2700 200 2905 1.16 2703 203 2905 1.16 2703 203 2912 1.16 2706 206 2925 1.17 2712 212 2932 1.17 2716 216 2938 1.18 2719 219 2971 1.19 2735 235 2992 1.20 2746 246 3024 1.21 2762 262 3053 1.22 2776 276 3068 1.23 2784 284 3085 1.23 2792 292 3101 1.24 2801 301 3111 1.24 2806 306 3127 1.25 2814 314 3132 1.25 2816 316 3142 1.26 2821 321 3146 1.26 2823 323 3152 1.26 2826 326 Knight Piesold Geotechnical Lab. Test Readings for Specimen No. 1 No. 94 95 96 97 98 99 100 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 Def. Dial Load in. Dial 0.4851 0.4954 0.5053 0.5155 0.5254 0.5355 0.5454 0.5556 0.5655 0.5754 0.5857 0.5956 0.6056 0.6155 0.6258 0.6357 0.6456 0.6556 0.6656 0.6757 0.6856 0.6959 0.7058 0.7158 0.7258 0.7357 0.7422 21.511 21.737 21.907 22.140 22.340 22.639 22.722 23.133 23.334 23.597 23.688 23.897 24.099 24.392 24.545 24.745 24.953 25.119 25.391 25.546 25.770 25.887 26.056 26.255 26.363 26.645 26.367 Load lbs. Deviator Strain Stress O/O psf 14.8 8.6 15.0 8.8 15.2 9.1 15.4 9.3 15.6 9.6 15.9 9.8 16.0 10.1 16.4 10.4 16.6 10.6 16.9 10.8 17.0 11.1 17.2 11.4 17.4 11.6 17.7 11.8 17.8 12.1 18.0 12.4 18.2 12.6 18.4 12.9 18.7 13.1 18.8 13.4 19.1 13.6 19.2 13.9 19.3 14.1 19.5 14.4 19.6 14.6 19.9 14.9 19.6 15.0 662 670 676 685 692 703 705 721 727 737 739 746 752 763 767 774 780 785 795 799 806 809 813 819 821 831 818 Minor Princ. Stress psf 2500 2500 2500 2500 2500 2500 2500 2500 2500 2500 2500 2500 2500 2500 2500 2500 2500 2500 2500 2500 2500 2500 2500 2500 2500 2500 2500 Major Princ. Stress 1:3 P Q psf Ratio psf psf 3162 1.26 2831 331 3170 1.27 2835 335 3176 1.27 2838 338 3185 1.27 2842 342 3192 1.28 2846 346 3203 1.28 2851 351 3205 1.28 2852 352 3221 1.29 2860 360 3227 1.29 2864 364 3237 1.29 2868 368 3239 1.30 2869 369 3246 1.30 2873 373 3252 1.30 2876 376 3263 1.31 2881 381 3267 1.31 2884 384 3274 1.31 2887 387 3280 1.31 2890 390 3285 1.31 2893 393 3295 1.32 2897 397 3299 1.32 2899 399 3306 1.32 2903 403 3309 1.32 2904 404 3313 1.33 2907 407 3319 1.33 2910 410 3321 1.33 2911 411 3331 1.33 2915 415 3318 1.33 2909 409 Knight Piesold Geotechnical Lab. C a) Co ca a) ci)(1) O U) C O n O a) O C O n a) -o U a3 TD. d a C a) a) c c a) Co c O .N a) O L a Co a) .> a> a) a a) a) .O O L Q CD c O co a n a> C 0 U CONSOLIDATION TEST REPORT ASTM D2435 0.77 0.72 0.67 0.62 Added Water 0.57 0 .CO f 0.52 a O 0.47 0.42 0.37 0.32 0 27 0.165 -e 0.15 5 o- 0.135 as >-O UN 0.12 n 0.105 0 09 0.1 1 10 100 Applied Pressure - ksf Natural Dry Dens. (pcf) LL PI Sp. Gr. Overburden (ksf) Pc (ksf) C c C s Swell Press. (ksf) Swell % e o Sat. Moist. 99.9 % 25.7 % 99.4 36 20 2.7 1.7 0.18 0.04 0.0 0.695 MATERIAL DESCRIPTION USCS AASHTO sandy lean clay CL A-6(11) Project No. 10600038.03 Client: Kumar & Associates, Inc. Project: St. Vrain, K&A #24-1-607 Depth: 24-25' Sample Number: PBR-4 Remarks: Specimen was inundated. Gs is assumed. Figure r Knight Plies°Ld Tested By: JStaley Checked By: JBruce Void Ratio vs. Time Project No.: 10600038.03 Project: St. Vrain, K&A #24-1-607 Depth: 24-25' Sample Number: PBR-4 t90 Load No.= 4 0.157 Load= 0.62 ksf 0.158 D0 = 0.1594 0.159 D90 = 0.1622 D100 = 0.1625 0.160 T90 = 7.82 min. 0.161 c N0.162 fY Cv @ T90 TI 3 0.163 E 0.149 ft.2/day 0.164 • 0.165 0.166 0.167 0 5 10 15 20 25 30 35 40 45 50 Square Root of Elapsed Time (min.) t90 Load No.= 5 0.1650 Load= 1.24 ksf 0.1665 D0 = 0.1666 0.1680 D90 = 0.1724 D100 = 0.1730 0.1695 T90 = 7.48 min. 0.1710 c 0.1725 1Y Cv @ T90 To 0.1740 0 0.152 ft.2/day 0.1755 0.1770 0.1785 0.1800 0 4 8 12 16 20 24 28 32 36 40 Square Root of Elapsed Time (min.) Figure Knight Piesnlrl Gentechnical Lab Void Ratio vs. Time Project No.: 10600038.03 Project: St. Vrain, K&A #24-1-607 Depth: 24-25' Sample Number: PBR-4 0.176 0.178 0.180 0.182 0.184 0) c N0.186 f TI 3 0.188 O 0.190 0.192 0.194 0.196 0.192 0.194 0.196 0.198 0.200 a) C a0.202 TO 0.204 O 0.206 0.208 0.210 0.212 190 Load No.= 6 Load= 2.48 ksf D0 = 0.1779 D90 = 0.1863 D100 = 0.1872 T90 = 7.24 min. Cv @ T90 0.151 ft.2/day Load No.= 7 Load= 4.96 ksf DD = 0.1930 D90 = 0.2037 D100 = 0.2048 T90 = 7.17 min. • 0 4 8 12 16 20 24 28 32 36 40 Square Root of Elapsed Time (min.) t90 Cv @ T90 0.146 ft.2/day Figure • 0 4 8 12 16 Square Root Knight 20 24 28 32 of Elapsed Time (min.) Piesnlrl Gentechnical Lab 36 40 Void Ratio vs. Time Project No.: 10600038.03 Project: St. Vrain, K&A #24-1-607 Depth: 24-25' Sample Number: PBR-4 t90 Load No.= 8 0.2075 Load= 9.92 ksf 0.2100 D0 = 0.2110 0.2125 D90 = 0.2240 D100 = 0.2255 0.2150 T90 = 7.07 min. 0.2175 0) c co 0.2200cD fY Cv @ T90 Ts 0.2225 O 0.140 ft.2/day 0.2250 0.2275 • 0.2300 0.2325 0 10 20 t90 30 40 50 60 70 80 90 100 Square Root of Elapsed Time (min.) Load No.= 9 0.2300 Load= 19.84 ksf 0.2325 DD = 0.2304 0.2350 D90 = 0.2430 D1 = 0.2444 0.2375 00 T90 = 7.07 min. 0.2400 0) C 0.2425 fY Cv @ T90 TO 0.2450 0 0.132 ft.2/day 0.2475 0.2500 • 0.2525 0.2550 0 4 8 12 16 20 24 28 32 36 40 Square Root of Elapsed Time (min.) Figure Knight Piesnlrl Gentechnical Lab Void Ratio vs. Time Project No.: 10600038.03 Project: St. Vrain, K&A #24-1-607 Depth: 24-25' Sample Number: PBR-4 0.249 0.252 0.255 0.258 0.261 0) c N0.264 rY TI 3 0.267 O 0.270 0.273 0.276 0.279 0.273 0.276 0.279 0.282 o.2s5 a) C a0.288 rY To 0.291 0 0.294 0.297 0.300 0.303 t90 Load No.= 10 Load= 39.68 ksf D0 = 0.2513 Dg0 = 0.2659 D100 = 0.2675 T90 = 7.32 min. Cv @ T90 0.119 ft.2/day Load No.= 11 Load= 79.36 ksf DD = 0.2747 D90 = 0.2885 D100 = 0.2900 T90 = 7.57 min. - • 0 4 8 12 16 20 24 28 32 36 40 Square Root of Elapsed Time (min.) t90 Cv @ T90 0.107 ft.2/day Figure a• 0 4 8 12 16 Square Root Knight 20 24 28 32 of Elapsed Time (min.) Piesnlrl Gentechnical Lab 36 40 Void Ratio vs. Time Project No.: 10600038.03 Project: St. Vrain, K&A #24-1-607 Depth: 24-25' Sample Number: PBR-4 0.292 0.295 0.298 0.301 0.304 C) P 0.307 TT: 0.310 O 0.313 0.316 0.319 0.322 t90 0 4 8 12 16 20 24 28 32 36 40 Square Root of Elapsed Time (min.) Load No.= 12 Load= 158.72 ksf D0 = 0.2952 D9O = 0.3096 D100 = 0.3113 T9O = 7.04 min. Cv @ T90 0.107 ft.2/day Knight Piesold Geotechnical Lab. Figure SWELL/CONSOLIDATION TEST DATA Client: Kumar & Associates, Inc. Project: St. Vrain, K&A #24-1-607 Project Number: 10600038.03 Depth: 24-25' Material Description: sandy lean clay Liquid Limit: 36 USCS: CL Testing Remarks: Specimen was inundated. Gs is assumed. Tested by: JStaley Sample Number: PBR-4 Plasticity Index: 20 AASHTO: A-6(11) Checked by: JBruce 11/5/2024 NATURAL MOISTURE Wet w+t = 72.00 g. Dry w+t = 57.26 g. Tare Wt. = 0.00 g. Moisture = 25.7 % UNIT WEIGHT Height = Diameter = Weight = Dry Dens. = 0.750 in. 1.930 in. 72.00 g. 99.4 pcf VOID RATIO Spec. Gr. = 2.7 Est. Ht. Solids = 0.442 in. Init. V.R. Init. Sat. = 0.695 = 99.9 % TEST START Height = 0.750 in. Diameter = 1.930 in. * Final dry weight used as mineral solids weight Pressure Final Machine Deformation (ksf) Dial (in.) Defl. (in.) (in.) start 0.15255 0.00000 0.15 0.15350 0.00000 0.00095 water 0.15350 0.00000 0.00095 0.31 0.15735 0.00026 0.00454 0.62 0.16565 0.00068 0.01242 1.24 0.17760 0.00130 0.02375 2.48 0.19345 0.00198 0.03892 4.96 0.21225 0.00285 0.05685 9.92 0.23375 0.00428 0.07692 19.84 0.25630 0.00567 0.09808 39.68 0.28210 0.00765 0.12190 79.36 0.30720 0.01022 0.14443 158.72 0.33240 0.01390 0.16595 39.68 0.32360 0.01010 0.16095 9.92 0.31040 0.00773 0.15012 2.48 0.30140 0.00597 0.14288 0.62 0.28725 0.00515 0.12955 0.16 0.27430 0.00455 0.11720 Compression index (Cc), ksf = 0.18 Swell index (Cs) = 0.04 Swell (es), % = 0.0 Cv (ft.2/day) 0.149 0.152 0.151 0.146 0.140 0.132 0.119 0.107 0.107 Ca AFTER TEST Wet w+t = 187.20 g. Dry w+t = 176.97 g. Tare Wt. = 119.71 g. Moisture = 17.9 % Dry Wt. = 57.26* g. Void Ratio 0.695 0.693 0.693 0.685 0.667 0.642 0.607 0.567 0.522 0.474 0.420 0.369 0.320 0.332 0.356 0.372 0.403 0.430 Strain 0.1 Comprs. 0.1 Comprs. 0.6 Comprs. 1.7 Comprs. 3.2 Comprs. 5.2 Comprs. 7.6 Comprs. 10.3 Comprs. 13.1 Comprs. 16.3 Comprs. 19.3 Comprs. 22.1 Comprs. 21.5 Comprs. 20.0 Comprs. 19.1 Comprs. 17.3 Comprs. 15.6 Comprs. Preconsolidation pressure (Pp), ksf = 1.7 Void ratio at Pp (em) = 0.628 Knight Piesold Geotechnical Lab. Pressure: 0.15 ksf TEST READINGS Load No. 1 Void Ratio = 0.693 Compression = 0.1% Void Ratio = 0.693 Compression = 0.1% ssure: 0.3 Void Ratio = 0.685 Compression = 0.6% Pressure: 0.62 ksf Elapsed Dial No. Time Reading 1 0.1 0.15255 2 (final) 0.15350 TEST READINGS Elapsed Dial No. Time Reading 1 0 0.15350 2 (final) 0.15350 TEST READINGS Elapsed Dial No. Time Reading 1 0 0.15350 2 (final) 0.15735 Elapsed Dial Elapsed Dial No. Time Reading No. Time Reading 1 0 0.15735 11 60 0.16390 2 0.1 0.15995 12 120 0.16430 3 .25 0.16045 13 240 0.16460 4 .5 0.16090 14 480 0.16530 5 1 0.16140 15 1513 0.16565 6 2 0.16190 7 5 0.16255 8 10 0.16305 9 20 0.16345 10 30 0.16360 6 Void Ratio = 0.667 Compression = 1.7% D0 = 0.1594 D90 = 0.1622 D100 = 0.1625 Cv at 7.82 min. = 0.149 ft.2/day 0.157 0.158 0.159 0.160 0.161 0.162 0.163 0.164 0.165 0.166 0167 Load No. 2 190 5 10 20 25 30 35 40 45 50 Knight Piesold Geotechnical Lab. Pressure: 1.24 ksf TEST READINGS Load No. 5 Elapsed Dial Elapsed Dial No. Time Reading No. Time Reading 0 0.16565 11 60 0.17590 1 2 .1 0.16840 12 120 0.17640 3 .25 0.16900 13 240 0.17690 4 .5 0.16965 14 440 0.17740 5 1 0.17055 15 1375 0.17760 6 2 0.17160 7 5 0.17310 8 10 0.17420 9 20 0.17490 10 30 0.17535 Void Ratio = 0.642 Compression = 3.2% D0 = 0.1666 D90 = 0.1724 D100 = 0.1730 Cv at 7.48 min. = 0.152 ft.2/day Pressure: 2.48 ksf TEST READINGS Elapsed Dial Elapsed Dial No. Time Reading No. Time Reading 0 0.17760 11 60 0.19120 2 .1 0.18065 12 122 0.19170 3 .25 0.18155 13 240 0.19230 4 .5 0.18250 14 480 0.19295 5 1 0.18370 15 1432 0.19345 6 2 0.18535 7 5 0.18755 8 10 0.18900 9 20 0.19010 10 31 0.19055 Void Ratio = 0.607 Compression = 5.2% DO = 0.1779 D90 = 0.1863 D100 = 0.1872 Cv at 7.24 min. = 0.151 ft.2/day Elapsed Dial Elapsed Dial No. Time Reading No. Time Reading 1 0 0.19345 11 60 0.20990 2 .1 0.19690 12 120 0.21050 3 .25 0.19795 13 240 0.21110 4 .5 0.19920 14 485 0.21165 5 1 0.20075 15 1425 0.21225 6 2 0.20275 7 5 0.20570 8 10 0.20740 9 20 0.20860 10 30 0.20920 Void Ratio = 0.567 Compression = 7.6% D0 = 0.1930 D90 = 0.2037 D100 = 0.2048 Cv at 7.17 min. = 0.146 ft.2/day 01650 190 0.1665 1\1\ 0.1680 0.1695 0.1710 0.1725 0.1740 0.1755 0.1770 0.1785 0 1800 0 ,90 1 _ 4 8 12 16 20 24 28 32 36 40 0.176 0.178 _ 0.180 0.182 _ 0.184 _ 0.186 _ 0188 _ 0.190 _ 0.192 _ 0.194 _ 0196_ 6 190 4 8 12 16 20 24 28 32 36 40 0.192 0.19 0.196 _ 0.198 _ 0.200 _ 0.202 _ 0.204 _ 0.206 _ 0.208 _ 0.210 _ 02120 16 20 24 28 32 36 40 Knight Piesold Geotechnical Lab. Pressure: 9.92 ksf TEST READINGS Load No. 8 Elapsed Dial Elapsed Dial t90 No. Time Reading No. Time Reading 0.2075 0.2100 1 0 0.21225 11 60 0.23160 0.212 2 .1 0.21670 12 120 0.23215 0.215 3 .25 0.21790 13 240 0.23255 0.2175 4 .5 0.21935 14 480 0.23290 0.2200 5 1 0.22135 15 4315 0.23375 0.2225 6 2 0.22380 0.2250 7 5 0.22740 0.2275 8 10 0.22935 0.2300 9 20 0.23045 0 2325 10 30 0.23105 Void Ratio = 0.522 Compression = 10.3% D0 = 0.2110 D90 = 0.2240 D1O0 = 0.2255 Cv at 7.07 min. = 0.140 ft.2/day Pressure: 19.84 ksf TEST READINGS Elapsed Dial Elapsed Dial 0 10 20 30 t90 40 50 60 70 80 90 Lo:, 100 No. Time Reading No. Time Reading 0.2300 0.2325 1 0 0.23375 11 60 0.25310 0.2350 2 .1 0.23730 12 168 0.25430 0.2375 3 .25 0.23860 13 240 0.25465 0.2400 4 .5 0.24015 14 480 0.25540 0.2425 5 1 0.24205 15 1443 0.25630 0.2450 6 2 0.24440 0.2475 7 5 0.24770 0.2500 8 10 0.24980 _. 0.2525 9 20 0.25140 02550 0 4 10 30 0.25210 Void Ratio = 0.474 Compression = 13.1% D0 = 0.2304 D9O = 0.2430 D1O0 = 0.2444 Cv at 7.07 min. = 0.132 ft.2/day 8 12 16 20 24 28 32 36 40 OM "C READINGS Load No. 10 Elapsed Dial Elapsed Dial t90 No. Time Reading No. Time Reading 0.249 0.252 1 0 0.25630 11 60 0.27850 0.255 2 .1 0.26040 12 120 0.27940 0.258 3 .25 0.26185 13 240 0.28030 0.261 4 .5 0.26345 14 480 0.28130 0.264 5 1 0.26570 15 1438 0.28210 i 0.267 6 2 0.26835 0.270 7 5 0.27230 0.273 8 10 0.27480 • 0.276 9 20 0.27660 0279 0 4 8 12 16 20 24 28 32 36 40 10 30 0.27740 Void Ratio = 0.420 Compression = 16.3% D0 = 0.2513 D90 = 0.2659 D1O0 = 0.2675 Cv at 7.32 min. = 0.119 ft.2/day Knight Piesold Geotechnical Lab. Pressure: 79.36 ksf TEST READINGS Load No. 11 Elapsed Dial Elapsed Dial No. Time Reading No. Time Reading 0 0.28210 11 61 0.30370 1 2 .1 0.28640 12 120 0.30460 3 .25 0.28760 13 240 0.30550 4 .5 0.28910 14 480 0.30640 5 1 0.29110 15 1443 0.30720 6 2 0.29360 7 5 0.29740 8 10 0.29980 9 20 0.30175 10 30 0.30255 Void Ratio = 0.369 Compression = 19.3% D0 = 0.2747 D90 = 0.2885 D100 = 0.2900 Cv at 7.57 min. = 0.107 ft.2/day Pressure: 158.72 ksf TEST READINGS Elapsed Dial No. Time Reading No. 1 0 0.30720 11 2 .1 0.30980 12 3 .25 0.31235 13 4 .5 0.31400 14 5 1 0.31610 15 6 2 0.31850 7 5 0.32240 8 10 0.32495 9 20 0.32700 10 30 0.32790 Elapsed Dial Time Reading 60 0.32905 120 0.32990 240 0.33080 480 0.33170 1430 0.33240 Void Ratio = 0.320 Compression = 22.1% D0 = 0.2952 D90 = 0.3096 D100 = 0.3113 Cv at 7.04 min. = 0.107 ft.2/day Pressure: 39.68 ksf TEST READINGS 190 0.273 0.27 0.279 0.282 0.285 0.288 0.291 0.294 0.297 0.300 0 303 0 4 12 16 20 24 28 32 36 40 Load No. 1 tso 0.292 0.295 _ 0.298 0.301 _ 0.304 _ 0.307 _ 0.310 _ 0.313 _ 0.316 _ 0.319 _ 0 322 _ 0 Elapsed Dial No. Time Reading 1 0 0.33240 2 (final) 0.32360 Void Ratio = 0.332 Compression = 21.5% 4 8 12 16 20 24 28 32 36 40 Load No. 13 Pressure: 9.92 ksf TEST READINGS Load No. 14 Void Ratio = 0.356 Compression = 20.0% Elapsed Dial No. Time Reading 1 0 0.32360 2 (final) 0.31040 Knight Piesold Geotechnical Lab. Pressure: 2.48 ksf TEST READINGS Load No. 15 Void Ratio = 0.372 Compression = 19.1% Void Ratio = 0.403 Compression = 17.3% Void Ratio = 0.430 Compression = 15.6% Elapsed Dial No. Time Reading 1 0 0.31040 2 (final) 0.30140 Elapsed Dial No. Time Reading 1 0 0.30140 2 (final) 0.28725 TEST READINGS Elapsed Dial No. Time Reading 1 0 0.28725 2 (final) 0.27430 Load No. 16 Knight Piesold Geotechnical Lab. vi a) Co a) (1) .n U) C O n O a) O C U) n a) -o 0 TD. d 0 C a) a) C C a) Co C O .N a) 0 L a Co a) .> a> a) 0 a) a) .0 > 0 L Q CD C O a n a> C 0 U CONSOLIDATION TEST REPORT ASTM D2435 1.1 — 1.0 0.9 0.8 III\ 0.7 0 iis' f 0.6 5 Added Water 0.5 0.4 0.3 0.2 01 0.2 0.16 > 0.12 as UN v 0.08 0.04 0 0.1 1 10 100 Applied Pressure - ksf Natural Dry Dens. (pcf) LL PI Sp. Gr. Overburden (ksf) Pc (ksf) C c C s Swell Press. (ksf) Clpse. % e o Sat. Moist. 100.7 % 28.9 % 95.0 2.7 0.9 0.20 0.04 0.1 0.774 MATERIAL DESCRIPTION USCS AASHTO Project No. 10600038.03 Client: Kumar & Associates, Inc. Project: St. Vrain, K&A #24-1-607 Depth: 24-25' Sample Number: PB-6 Remarks: Specimen was inundated. Gs is assumed. Figure r Knight Plies°Ld CONSULTING Tested By: JStaley Checked By: JBruce Void Ratio vs. Time Project No.: 10600038.03 Project: St. Vrain, K&A #24-1-607 Depth: 24-25' Sample Number: PB-6 t90 Load No.= 3 0.135 Load= 0.31 ksf 0.136 D0 = 0.1371 0.137 Dg0 = 0.1389 D100 = 0.1391 0.138 T90 = 12.95 min. 0.139 c N0.140 rY Cv @ T90 TI 3 0.141 0.091 ft.2/day o - • 0.142 0.143 0.144 0.145 0 5 10 15 20 25 30 35 40 45 50 Square Root of Elapsed Time (min.) t90 Load No.= 4 0.1395 Load= 0.62 ksf 0.1410 DD = 0.1409 0.1425 D90 = 0.1465 D100 0.1471 0.1440 T90 = 8.29 min. 0.1455 c (13 0.1470 rY Cv @ T90 To 0.1485 0 0.139 ft.2/day 0.1500 - • 0.1515 0.1530 0.1545 0 4 8 12 16 20 24 28 32 36 40 Square Root of Elapsed Time (min.) Figure Knight Piesnlrl Gentechnical Lab Void Ratio vs. Time Project No.: 10600038.03 Project: St. Vrain, K&A #24-1-607 Depth: 24-25' Sample Number: PB-6 t90 Load No.= 5 0.149 Load= 1.24 ksf 0.151 D0 = 0.1511 0.153 D9O = 0.1605 D100 = 0.1615 0.155 T9O = 13.12 min. 0.157 0) c N0.159 rY Cv @ T90 TI 3 0.161 O 0.085 ft.2/day 0.163 0.165 • 0.167 0.169 0 4 8 12 16 20 24 28 32 36 40 Square Root of Elapsed Time (min.) t90 Load No.= 6 0.1625 Load= 2.48 ksf 0.1650 DD = 0.1656 0.1675 D9O = 0.1776 D100 = 0.1790 0.1700 T9O = 8.35 min. 0.1725 C) C 0.1750 rY Cv @ T90 To 0.1775 0 0.128 ft.2/day 0.1800 0.1825 • 0.1850 0.1875 0 4 8 12 16 20 24 28 32 36 40 Square Root of Elapsed Time (min.) Figure Knight Piesnlrl Gentechnical Lab Void Ratio vs. Time Project No.: 10600038.03 Project: St. Vrain, K&A #24-1-607 Depth: 24-25' Sample Number: PB-6 t90 Load No.= 7 0.182 Load= 4.96 ksf 0.185 D0 = 0.1844 0.188 D90 = 0.1983 D100 = 0.1998 0.191 T90 = 8.07 min. 0.194 0) c N0.197 f Cv @ T90 TS 0.200 O 0.125 ft.2/day 0.203 - 0.206 • 0.209 0.212 0 10 20 t90 30 40 50 60 70 80 90 100 Square Root of Elapsed Time (min.) Load No.= 8 0.205 Load= 9.92 ksf 0.208 D0 = 0.2066 0.211 D90 = 0.2231 D100 = 0.2250 0.214 T90 = 8.08 min. 0.217 a) c a0.220 Cv @ Tg0 TO 0.223 O 0.116 ft.2/day 0.226 0.229 0.232 0.235 0 4 8 12 16 20 24 28 32 36 40 Square Root of Elapsed Time (min.) Figure Knight Piesnlrl Gentechnical Lab Void Ratio vs. Time Project No.: 10600038.03 Project: St. Vrain, K&A #24-1-607 Depth: 24-25' Sample Number: PB-6 t90 Load No.= 9 0.232 Load= 19.84 ksf 0.235 D0 = 0.2335 0.238 D90 = 0.2485 D100 = 0.2501 0.241 T90 = 8.95 min. 0.244 0) c co 0.247 f Cv @ Tg0 TS 0.250 O 0.097 ft.2/day 0.253 0.256 • 0.259 0.262 0 4 t90 8 12 16 20 24 28 32 36 40 Square Root of Elapsed Time (min.) Load No.= 10 0.257 Load= 39.68 ksf 0.260 D0 = 0.2592 0.263 D90 = 0.2748 D100 = 0.2766 0.266 T90 = 13.58 min. 0.269 a) C a0.272 Cv @ Tg0 TO 0.275 O 0.059 ft.2/day 0.278 0.281 - • 0.284 0.287 0 4 8 12 16 20 24 28 32 36 40 Square Root of Elapsed Time (min.) Figure Knight Piesnlrl Gentechnical Lab Void Ratio vs. Time Project No.: 10600038.03 Project: St. Vrain, K&A #24-1-607 Depth: 24-25' Sample Number: PB-6 0.282 0.285 0.288 0.291 0.294 c co 0.297 f TI 3 0.300 O 0.303 0.306 0.309 0.312 0.307 0.310 0.313 0.316 0.319 c a0.322 TO 0.325 0 0.328 0.331 0.334 0.337 t90 Load No.= 11 Load= 79.36 ksf D0 = 0.2846 D90 = 0.3000 D100 = 0.3017 T90 = 15.02 min. Cv @ Tg0 0.049 ft.2/day Load No.= 12 Load= 158.72 ksf DD = 0.3102 D90 = 0.3257 D100 = 0.3274 T90 = 26.14 min. `• • 0 4 8 12 16 20 24 28 32 36 40 Square Root of Elapsed Time (min.) t90 Cv @ Tg0 0.026 ft.2/day Figure -•- • 0 10 20 30 40 Square Root Knight 50 60 70 80 of Elapsed Time (min.) Piesnlrl Gentechnical Lab 90 100 SWELL/CONSOLIDATION TEST DATA Client: Kumar & Associates, Inc. Project: St. Vrain, K&A #24-1-607 Project Number: 10600038.03 Depth: 24-25' Testing Remarks: Specimen was inundated. Gs is assumed. Tested by: JStaley Sample Number: PB-6 Checked by: JBruce 11/5/2024 Test Specimen Data NATURAL MOISTURE Wet w+t = 70.52 g. Dry w+t = 54.73 g. Tare Wt. = 0.00 g. Moisture = 28.9 % UNIT WEIGHT Height = Diameter = Weight = Dry Dens. = 0.750 in. 1.930 in. 70.52 g. 95.0 pcf Pressure Final Machine (ksf) Dial (in.) Defl. (in.) start 0.13460 0.15 0.13665 0.00000 water 0.13750 0.00000 0.31 0.14265 0.00130 0.62 0.15430 0.00310 1.24 0.17080 0.00520 2.48 0.19160 0.00710 4.96 0.21575 0.00920 9.92 0.24280 0.01120 19.84 0.26780 0.01120 39.68 0.29300 0.01120 79.36 0.31810 0.01120 158.72 0.34310 0.01120 39.68 0.33550 0.00780 9.92 0.32420 0.00780 2.48 0.31070 0.00900 0.62 0.29795 0.00800 0.15 0.28710 0.00010 Compression index (Cc), ksf = 0.20 Swell index (Cs) = 0.04 Clpse. (es), % = -0.1 VOID RATIO Spec. Gr. = 2.7 Est. Ht. Solids = 0.423 in. Init. V.R. Init. Sat. = 0.774 = 100.7 % TEST START Height = 0.750 in. Diameter = 1.930 in. * Final dry weight used as mineral solids weight End -Of -Load Summary Deformation Cv (in.) (ft.2/day) Ca 0.00000 0.00205 0.00290 0.00675 0.091 0.01660 0.139 0.03100 0.085 0.04990 0.128 0.07195 0.125 0.09700 0.116 0.12200 0.097 0.14720 0.059 0.17230 0.049 0.19730 0.026 0.19310 0.18180 0.16710 0.15535 0.15240 AFTER TEST Wet w+t = 179.28 g. Dry w+t = 170.05 g. Tare Wt. = 115.32 g. Moisture = 16.9 % Dry Wt. = 54.73* g. Void Ratio % Strain 0.774 0.769 0.3 Comprs. 0.767 0.4 Comprs. 0.758 0.9 Comprs. 0.735 2.2 Comprs. 0.700 4.1 Comprs. 0.656 6.7 Comprs. 0.604 9.6 Comprs. 0.544 12.9 Comprs. 0.485 16.3 Comprs. 0.426 19.6 Comprs. 0.366 23.0 Comprs. 0.307 26.3 Comprs. 0.317 25.7 Comprs. 0.344 24.2 Comprs. 0.379 22.3 Comprs. 0.406 20.7 Comprs. 0.413 20.3 Comprs. Preconsolidation pressure (Pp), ksf = 0.9 Void ratio at Pp (em) = 0.716 Knight Piesold Geotechnical Lab. Pressure: 0.15 ksf TEST READINGS Load No. 1 Elapsed Dial No. Time Reading 1 .1 0.13460 2 (final) 0.13665 Void Ratio = 0.769 Compression = 0.3% Pressure: 0.15 ksf TEST READINGS Load No. 2 Elapsed Dial No. Time Reading 1 0 0.13665 2 (final) 0.13750 Void Ratio = 0.767 Compression = 0.4% Pressure: 0.31 ksf TEST READINGS Loa, �. Elapsed Dial Elapsed Dial t90 No. Time Reading No. Time Reading 0.135 0.136 1 0 0.13750 11 60 0.14090 0.137 2 .1 0.13840 12 120 0.14130 0.138 3 .25 0.13860 13 240 0.14160 0.139 4 .5 0.13880 14 480 0.14230 0.140 5 1 0.13900 15 1514 0.14265 0.141 6 2 0.13940 • 0.142 7 5 0.13980 0.143 8 10 0.14010 0144 9 20 0.14050 0145 0 5 10 15 20 25 30 35 40 45 50 10 30 0.14060 Void Ratio = 0.758 Compression = 0.9% D0 = 0.1371 D90 = 0.1389 D100 = 0.1391 Cv at 12.95 min. = 0.091 ft.2/day Pressure: 0.62 ksf TEST READINGS Load No. Elapsed Dial Elapsed Dial t90 No. Time Reading No. Time Reading 0.1395 0.1410 1 0 0.14265 11 60 0.15210 0.1425 2 .1 0.14450 12 125 0.15270 0.1440 3 .25 0.14510 13 247 0.15335 0.1455 4 .5 0.14560 14 445 0.15390 0.1470 5 1 0.14645 15 1379 0.15430 0.1485 6 2 0.14730 0.1500 7 5 0.14880 0.1515 8 10 0.14990 0.1530 9 20 0.15090 01545 0 4 8 12 16 20 24 28 32 36 40 10 30 0.15150 Void Ratio = 0.735 Compression = 2.2% D0 = 0.1409 D90 = 0.1465 D100 = 0.1471 Cv at 8.29 min. = 0.139 ft.2/day Knight Piesold Geotechnical Lab. Pressure: 1.24 ksf TEST READINGS Load No. 5 Elapsed Dial Elapsed Dial No. Time Reading No. Time Reading 0 0.15430 11 62 0.16805 1 2 .1 0.15680 12 120 0.16870 3 .25 0.15755 13 240 0.16940 4 .5 0.15840 14 480 0.17025 5 1 0.15950 15 1433 0.17080 6 2 0.16100 7 5 0.16340 8 10 0.16515 9 20 0.16660 10 31 0.16725 0.149 t90 0.151 0.153 0.155 0.157 0.159 0.161 0.163 \\.1D--liiL---11-----11 0.165 0.167 0169 0 4 Void Ratio = 0.700 Compression = 4.1% D0 = 0.1511 D90 = 0.1605 D100 = 0.1615 Cv at 13.12 min. = 0.085 ft.2/day Pressure: 2.48 ksf • 16 20 24 28 32 36 40 TEST READINGS Lo Elapsed Dial Elapsed Dial No. Time Reading No. Time Reading 1 0 0.17080 11 63 0.18880 2 .1 0.17390 12 120 0.18950 3 .25 0.17500 13 240 0.19020 4 .5 0.17625 14 488 0.19090 5 1 0.17770 15 1426 0.19160 6 2 0.17975 7 5 0.18315 8 10 0.18540 9 20 0.18705 10 30 0.18775 Void Ratio = 0.656 Compression = 6.7% D0 = 0.1656 D90 = 0.1776 D100 = 0.1790 Cv at 8.35 min. = 0.128 ft.2/day TEST READINGS Elapsed Dial Elapsed Dial No. Time Reading No. Time Reading 1 0 0.19160 11 60 0.21210 2 .1 0.19500 12 120 0.21295 3 .25 0.19635 13 242 0.21370 4 .5 0.19760 14 482 0.21440 5 1 0.19950 15 4316 0.21575 6 2 0.20195 7 5 0.20580 8 10 0.20835 9 20 0.21020 10 30 0.21100 Void Ratio = 0.604 Compression = 9.6% D0 = 0.1844 D90 = 0.1983 D100 = 0.1998 Cv at 8.07 min.= 0.125 ft.2/day 0.162 0.1650 0.167 0.170 0.172 0.175 0.177 0.180 0.182 0.185 0 1875 _ 0 t90 5 5 0 5 0 s 0 5 0 t90 0.182 0.18 0.18 0.191 0.194 _ 0.197 _ 0.200 _ 0.203 _ 0.206 _ 0.209 _ 0212 _ 0 4 8 12 16 20 24 28 32 36 40 Load No. 7" 10 20 30 40 50 60 70 80 90 100 Knight Piesold Geotechnical Lab. Pressure: 9.92 ksf TEST READINGS Load No. 8 Elapsed Dial Elapsed Dial No. Time Reading No. Time Reading 0 0.21575 11 60 0.23945 1 2 .1 0.21950 12 171 0.24080 3 .25 0.22105 13 240 0.24120 4 .5 0.22260 14 480 0.24205 5 1 0.22480 15 1444 0.24280 6 2 0.22770 7 5 0.23235 8 10 0.23535 9 20 0.23745 10 31 0.23835 Void Ratio = 0.544 Compression = 12.9% D0 = 0.2066 D90 = 0.2231 D100 = 0.2250 Cv at 8.08 min. = 0.116 ft.2/day Pressure: 19.84 ksf TEST READINGS Elapsed Dial Elapsed Dial No. Time Reading No. Time Reading 0 0.24280 11 60 0.26435 2 .1 0.24635 12 120 0.26530 3 .25 0.24750 13 240 0.26625 4 .5 0.24880 14 481 0.26715 5 1 0.25070 15 1439 0.26780 6 2 0.25320 7 5 0.25730 8 10 0.26020 9 20 0.26230 10 30 0.26320 Void Ratio = 0.485 Compression = 16.3% DO = 0.2335 D90 = 0.2485 D100 = 0.2501 Cv at 8.95 min. = 0.097 ft.2/day NIP Elapsed Dial Elapsed Dial No. Time Reading No. Time Reading 1 0 0.26780 11 64 0.28970 2 .1 0.27150 12 123 0.29060 3 .25 0.27255 13 240 0.29140 4 .5 0.27375 14 480 0.29230 5 1 0.27550 15 1444 0.29300 6 2 0.27780 7 5 0.28205 8 10 0.28510 9 20 0.28745 10 32 0.28850 Void Ratio = 0.426 Compression = 19.6% D0 = 0.2592 D90 = 0.2748 D100 = 0.2766 Cv at 13.58 min. = 0.059 ft.2/day t90 0.205 0.20 0.211 0.214 _ 0.217 _ 0.220 _ 0.223 _ 0.226 _ 0.229 _ 0.232 _ 0 235 _ 0 190 4 16 20 24 28 32 36 40 0.232 0.23 0.238 0.241 _ 0.244 _ 0.247 _ 0.250 _ 0.253 _ 0.256 _ 0.259 _ 0 262 0 0.257 4 8 12 16 20 24 28 32 36 40 ts0 0.26 0.263 0.266 0.269 0.272 0.275 0.278 0.281 0.284 0 287 0 4 12 16 20 • 24 28 32 36 40 Knight Piesold Geotechnical Lab. Pressure: 79.36 ksf TEST READINGS Load No. 11 Elapsed Dial Elapsed Dial No. Time Reading No. Time Reading 0 0.29300 11 60 0.31485 1 2 .1 0.29700 12 120 0.31580 3 .25 0.29785 13 240 0.31660 4 .5 0.29895 14 480 0.31750 5 1 0.30050 15 1429 0.31810 6 2 0.30265 7 5 0.30650 8 10 0.30970 9 21 0.31260 10 30 0.31350 0.282 0.285 0.288 0.291 0.294 0.297 0.300 0.303 0.306 0.309 0 312 _ 0 190 S Void Ratio = 0.366 Compression = 23.0% D0 = 0.2846 D90 = 0.3000 D100 = 0.3017 Cv at 15.02 min. = 0.049 ft.2/day Pressure: 158.72 ksf TEST READINGS Elapsed Dial Elapsed Dial No. Time Reading No. Time Reading 0 0.31810 11 60 0.33880 2 .1 0.32205 12 120 0.33980 3 .25 0.32280 13 240 0.34060 4 .5 0.32360 14 480 0.34155 5 1 0.32490 15 1647 0.34220 6 2 0.32665 16 4396 0.34310 7 5 0.33000 8 10 0.33310 9 20 0.33605 10 30 0.33735 Void Ratio = 0.307 Compression = 26.3% D0 = 0.3102 D90 = 0.3257 D100 = 0.3274 Cv at 26.14 min. = 0.026 ft.2/day Pressure: 39.68 ksf Void Ratio = 0.317 Compression = 25.7% TEST READINGS 4 190 16 20 24 0.307 0.31 I\ 0.313 0.316 0.319 0.322 0.325 0.328 0.331 0.334 0 337 0 10 20 Elapsed Dial No. Time Reading 1 0 0.34310 2 (final) 0.33550 30 40 50 28 32 36 40 Load No. 1 • 60 70 80 90 100 Load No. 13 Pressure: 9.92 ksf TEST READINGS Load No. 14 Void Ratio = 0.344 Compression = 24.2% Elapsed Dial No. Time Reading 1 0 0.33550 2 (final) 0.32420 Knight Piesold Geotechnical Lab. Pressure: 2.48 ksf TEST READINGS Load No. 15 Elapsed Dial No. Time Reading 1 0 0.32420 2 (final) 0.31070 Void Ratio = 0.379 Compression = 22.3% Void Ratio = 0.406 Compression = 20.7% Void Ratio = 0.413 Compression = 20.3% Elapsed Dial No. Time Reading 1 0 0.31070 2 (final) 0.29795 TEST READINGS Elapsed Dial No. Time Reading 1 0 0.29795 2 (final) 0.28710 Load No. 16 Knight Piesold Geotechnical Lab. APPENDIX H OPENGROUND LOGS I(+A BOREHOLE NUMBER PBR-1 Sheet 1 of 3 CLIENT Kiewit PROJECT NAME St Vrain PROJECT NUMBER 24-1-607 PROJECT LOCATION Platteville, Colorado DATE STARTED 09-16-2024 COMPLETED 09-16-2024 POSITION DRILLING CONTRACTOR ELITE DRILLING SERVICES GROUND ELEVATION 4786.80 ft FINAL DEPTH 80.00 ft DRILLING METHOD HOLLOW-STEM/NQ-WIRELINE GROUNDWATER LEVELS: EQUIPMENT CME75 V AT TIME OF DRILLING 25.00 ft HOLE SIZE V AT END OF DRILLING LOGGED BY CW CHECKED BY JDC V AFTER DRILLING 24.80 ft 10/3/2024 DEPTH (ft) ELEVATION (ft) GRAPHIC LOG MATERIAL DESCRIPTION SAMPLE TYPE NUMBER RECOVERY % (RQD) BLOW COUNTS (N VALUE) DRY UNIT WT (pcf) MOISTURE CONTENT (%) ATTERBERG LIMITS FINES CONTENT (%) LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX - - 5 - 10 154772 20 25 - 4782 4777 4767 4762 i•�•�� FILL: SILTY SAND (SM) TO CLAYEY SAND (SC) TO SILTY CLAYEY SAND (SC-SM) TO OCCASIONALLY, POORLY- GRADED SAND (GP), FINE -TO COARSE -GRAINED WITH TRACE GRAVELS, SLIGHTLY MOIST TO OCCASIONALLY 2.50 MOIST, BROWN TO DARK BROWN WITH ISOLATED GRAY 47804.3 7 A MC A 7-6/6" (R) 6-7/6" (R) 4-4/6" (R) 6-11/6" (R) 6(R) 5-7/6" (R) 5(R; 6 (R)„ 2-4-5/0"/6" (R) 112 112 106 106 106 11 2 1 2 5 20 29 NV NV 37 17 NP NP 17 12 20 54 2 73 'E: • \ZONES. / L� MC LL]] p MC �] SILTY SAND (SM), FINE- TO COARSE -GRAINED WITH TRACE TO LITTLE GRAVEL AND ISOLATED COBBLES, LOOSE TO VERY DENSE WITH ISOLATED VERY LOOSE ZONES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO DARK BROWN. 4779.3 7.50 0 • ; POORLY- TO WELL -GRADED SAND WITH SILT (SP-SM/ SW-SM) WITH ISOLATED LENSES OF POORLY -GRADED GRAVEL WITH SAND (GP), FINE -TO COARSE -GRAINED WITH TRACE TO SOME GRAVEL AND ISOLATED COBBLES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO GRAY -BROWN WITH OCCASIONAL IRON OXIDATION STAINING. 4772.8 14.00 0 MC A MC A Hi MC � MC V MC SPT )' :. SILTY SAND (SM), FINE- TO COARSE -GRAINED WITH TRACE TO LITTLE GRAVEL AND ISOLATED COBBLES, LOOSE TO VERY DENSE WITH ISOLATED VERY LOOSE ZONES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO DARK BROWN. VV 4758.8 28.00 0 LEAN CLAY (CL) TO FAT CLAY (CH) WITH VARIABLE SILT AND FINE-GRAINED SAND CONTENT, SOFT TO STIFF, MOIST TO VERY MOIST, TAN TO BROWN. NOTES Template: Master Template - Default Letter - US / Strip Set Geotech BH Columns / Produced on : November 21 2024 by OpenGround + It+A �_. CLIENT PROJECT "'�r&°a""�.nalsE° and S pals Engineers antl Enr&Ass ciate,,iIn Kiewit PROJECT NAME LOCATION BOREHOLE NUMBER PBR-1 Sheet 2 of 3 St Vrain NUMBER 24-1-607 PROJECT Platteville, Colorado DEPTH (ft) ELEVATION (ft) GRAPHIC LOG SAMPLE TYPE NUMBER RECOVERY % (RQD) BLOW COUNTS (N VALUE) DRY UNIT WT (pcf) MOISTURE CONTENT (%) ATTERBERG FINES CONTENT (%) LIMITS MATERIAL DESCRIPTION LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX LEAN CLAY (CL) TO FAT CLAY (CH) WITH VARIABLE SILT AND FINE-GRAINED SAND CONTENT, SOFT TO STIFF, MOIST TO VERY MOIST, TAN TO BROWN. 4754.8 32.00 0 POORLY- TO WELL -GRADED SAND WITH SILT (SP-SM/ SW-SM) WITH ISOLATED LENSES OF POORLY -GRADED :.•.••:. GRAVEL WITH SAND (GP), FINE- TO COARSE -GRAINED WITH TRACE TO SOME GRAVEL AND ISOLATED - . ' COBBLES, SLIGHTLY MOIST TO WET (BELOW �J 10-19-25/0"/ GROUNDWATER), TAN TO BROWN TO GRAY -BROWN X 6" 35-4752,':•:• : •. ,` WITH OCCASIONAL IRON OXIDATION STAINING. L� SPT (R) 8 10 g 4-7-11/0"/6" 40 •rte: SPT (R) 11 _ •. • t r 45 -4742 -•`•..;'ti " ` ` ' Z SPT 6-15-30/0"/6 (R) 4737.8 49.00 0 __ INTERBEDDED CLAYSTONE/SANDSTONE BEDROCK, MC 23-27/6" 50 4737 SILTY IN PLACES, FINE-GRAINED SAND FRACTION, HARD TO VERY HARD, LOW TO HIGH PLASTICITY, SLIGHTLY (R) 104 21 = MOIST TO MOIST BROWN TO ORANGE -BROWN TO GRAY - TO BLUE -GRAY. 554732 -(R) MC 116 15 - MC 100 /6" (R) 60 4727 -- ll 118 14 100 - _ (93) NOTES Template: Master Template - Default Letter - US / Strip Set Geotech BH Columns / Produced on : November 21 2024 by OpenGround I(+A Kumar &Associates, Inc.° Geolechnical and Materials Engineers and Envronmental5uen.. BOREHOLE NUMBER PBR-1 Sheet 3 of 3 CLIENT Kiewit PROJECT NAME St Vrain PROJECT NUMBER 24-1-607 PROJECT LOCATION Platteville, Colorado 2 0 w 0 ELEVATION (ft) 20 o -O 1J co MATERIAL DESCRIPTION w I -w j CL 2 m 93 ATTERBERG LIMITS z Wo Iw - v z .2 o HZ O H}-' j a w p H. H U X g o •W X 2O OZ w 0 O J a �- 0- LL 65 4722 70 4717 75 4712 80 85-4702- 90-4697- 95-4692- INTERBEDDED CLAYSTONE/SANDSTONE BEDROCK, SILTY IN PLACES, FINE-GRAINED SAND FRACTION, HARD TO VERY HARD, LOW TO HIGH PLASTICITY, SLIGHTLY MOIST TO MOIST, BROWN TO ORANGE -BROWN TO GRAY TO BLUE -GRAY. 80.00 4706.8 0 (100 93 (90) 92 (100 Terminated at 80.00 ft. NOTES Template: Master Template - Default Letter - US / Strip Set Geotech BH Columns / Produced on : November 21 2024 by OpenGround I(+/l BOREHOLE NUMBER PBR-2 Sheet 1 of 3 CLIENT Kiewit PROJECT NAME St Vrain PROJECT NUMBER 24-1-607 PROJECT LOCATION Platteville, Colorado DATE STARTED 09-23-2024 COMPLETED 09-23-2024 POSITION DRILLING CONTRACTOR ELITE DRILLING SERVICES GROUND ELEVATION 4786.90 ft FINAL DEPTH 80.50 ft DRILLING METHOD HOLLOW STEMAUGER/NQ WIRELINE GROUNDWATER LEVELS: EQUIPMENT CME 75 V AT TIME OF DRILLING 27.00 ft HOLE SIZE V AT END OF DRILLING LOGGED BY RY CHECKED BY JDC V AFTER DRILLING 27.00 ft 10/3/2024 DEPTH (ft) ELEVATION (ft) GRAPHIC LOG MATERIAL DESCRIPTION SAMPLE TYPE NUMBER RECOVERY % (RQD) BLOW COUNTS (N VALUE) DRY UNIT WT (pcf) MOISTURE CONTENT (%) ATTERBERG LIMITS FINES CONTENT (%) LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX - 5 - 10 -4777-'•%.:.`::. 15-4772-•:•, - - 20.4767,:.:' 25_4762-,••'i" 4782_?f �` - CLAYEY SAND (SC), FINE- TO COARSE -GRAINED WITH TRACE TO FEW GRAVELS, LOOSE TO MEDIUM DENSE, SLIGHTLY MOIST, TAN TO BROWN. 4784.9 2.00 0 MC A 6-10/6" (R) 3-3-2/0"/6" (R) 3-5/6" (14) ( ) 4-6-6/0"/6" (R) 4(4/� R 4-6-9/0"/6" (R) 5-8/6" (R) 2-3-3/0"/6" (R) 9-12/6"127 (R) 98 107 98 103 7 2 1 8 7 21 15 6 33 3 ' .;..`., t: SILTY SAND (SM), FINE- TO COARSE -GRAINED WITH TRACE TO LITTLE GRAVELAND ISOLATED COBBLES, LOOSE TO VERY DENSE WITH ISOLATED VERY LOOSE ZONES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO DARK BROWN. 4781.9 5.00 0 ISPT •'; ,%% ,: ` • y..; • . .tr POORLY- TO WELL -GRADED SAND WITH SILT (SP-SM/ SW-SM) WITH ISOLATED LENSES OF POORLY -GRADED GRAVEL WITH SAND (GP), FINE- TO COARSE -GRAINED WITH TRACE TO SOME GRAVEL AND ISOLATED COBBLES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO GRAY -BROWN WITH OCCASIONAL IRON OXIDATION STAINING. 4761.9 25.00 0 1( MC I 1 SPT MC Z SPT MC R SPT .:: • ; t CLAYEY SAND (SC), FINE- TO COARSE -GRAINED WITH TRACE TO FEW GRAVELS, LOOSE TO MEDIUM DENSE, SLIGHTLY MOIST, TAN TO BROWN. 4759.9 27.00 V]Z 0 [] MC n • I.%f ; • ;' SILTY SAND (SM), FINE- TO COARSE -GRAINED WITH TRACE TO LITTLE GRAVEL AND ISOLATED COBBLES, LOOSE TO VERY DENSE WITH ISOLATED VERY LOOSE ZONES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO DARK BROWN. NOTES Template: Master Template - Default Letter - US / Strip Set Geotech BH Columns / Produced on : November 21 2024 by OpenGround + '� �_. CLIENT PROJECT "'�r&"a°`�°'''°`° A Geomchnical and Mammals Engineers antl EnNmnmenlal5uenism Kiewit PROJECT NAME LOCATION BOREHOLE NUMBER PBR-2 Sheet 2 of 3 St Vrain NUMBER 24-1-607 PROJECT Platteville, Colorado DEPTH (ft) ELEVATION (ft) GRAPHIC LOG SAMPLE TYPE NUMBER RECOVERY % (RQD) BLOW COUNTS (N VALUE) DRY UNIT WT (pcf) MOISTURE CONTENT (%) ATTERBERG FINES CONTENT (%) LIMITS MATERIAL DESCRIPTION LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX SILTY SAND (SM), FINE- TO COARSE -GRAINED WITH r'. `r' TRACE TO LITTLE GRAVEL AND ISOLATED COBBLES, LOOSE TO VERY DENSE WITH ISOLATED VERY LOOSE ZONES, SLIGHTLY MOIST TO WET (BELOW - : ,:`,• GROUNDWATER), TAN TO BROWN TO DARK BROWN. 3-5-7/0"/6" 35 x1752 -'; °, L SPT (R) • ' ' ` 17-12-8/0"/6 40-4747-. E•:."., ] SPT (R) .�'r - • . 9-10-11/0"/6 454742 {: •{ Z SPT (R) • •:{{ ••'• " ' MC 2-4/6" 10 17 504737-.• •;-; ';•`:•' 50.50 4736.4 0 (R) 17-50/6" - X X X X SILTSTONE BEDROCK, FINE-GRAINED SAND FRACTION, VERY HARD, POORLY- TO NON -CEMENTED, MOIST TO VERY MOIST, TAN TO GRAY. SPT (R) - X X X X X X X X X X V MC 50/6" 554732- X X A (R) X X - -X X X X - X X XX - -X X _X X X X MC 50/6" 60_4727- X X 93 (R) X X (48) - -X X X X - X X X X X X Y u 93 (48) NOTES Template: Master Template - Default Letter - US / Strip Set Geotech BH Columns / Produced on : November 21 2024 by OpenGround + '� �_. CLIENT PROJECT A Geomchnical and Mammals Engineers antl EnNmnmeMal5uenism "'�r&"a°`�°'•! Kiewit PROJECT NAME LOCATION BOREHOLE NUMBER PBR-2 Sheet 3 of 3 St Vrain NUMBER 24-1-607 PROJECT Platteville, Colorado DEPTH (ft) ELEVATION (ft) GRAPHIC LOG MATERIAL DESCRIPTION SAMPLE TYPE NUMBER RECOVERY % (RQD) BLOW COUNTS (N VALUE) DRY UNIT WT (pcf) MOISTURE CONTENT (%) ATTERBERG LIMITS FINES CONTENT (%) LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX - 65_4722- _ - - 704717 - 754712_ - - 80 _ 85 4702 90 4697 95 4692 - -X X X X X X X X X X X X X X X X 69.00 SILTSTONE BEDROCK, FINE-GRAINED SAND FRACTION, VERY HARD, POORLY- TO NON -CEMENTED, MOIST TO VERY MOIST, TAN TO GRAY. 4717.9 0 89 (69) 98 (53) 70 (10) 118 118 14 13 71.00 CLAYSTONE BEDROCK, FINE-GRAINED SAND FRACTION, HARD TO VERY HARD, MOIST, GRAY TO BLUE -GRAY TO DARK GRAY. 4715.9 0 - X X X X X X X X X X X X X X X X y X 76.00 SILTSTONE BEDROCK, FINE-GRAINED SAND FRACTION, VERY HARD, POORLY- TO NON -CEMENTED, MOIST TO VERY MOIST, TAN TO GRAY. 4710.9 0 - 707 • ::: ::: • - • -' ' ' ::: 80.00 SANDSTONE BEDROCK, FINE- TO MEDIUM -GRAINED, SILTY IN PLACES, HARD TO VERY HARD, MOIST, BROWN TO DARK BROWN TO ORANGE -BROWN TO GRAY TO BLUE GRAY. 4706.9 0 y y 80.50 SILTSTONE BEDROCK, FINE-GRAINED SAND FRACTION, \VERY HARD, POORLY- TO NON -CEMENTED, MOIST TO VERY MOIST, TAN TO GRAY. 4706.4 - - - / 0 Terminated at 80.50 ft. NOTES Template: Master Template - Default Letter - US / Strip Set Geotech BH Columns / Produced on : November 21 2024 by OpenGround I(+A BOREHOLE NUMBER PBR-3 Sheet 1 of 3 CLIENT Kiewit PROJECT NAME St Vrain PROJECT NUMBER 24-1-607 PROJECT LOCATION Platteville, Colorado DATE STARTED 09-17-2024 COMPLETED 09-17-2024 POSITION DRILLING CONTRACTOR ELITE DRILLING SERVICES GROUND ELEVATION 4786.50 ft FINAL DEPTH 85.50 ft DRILLING METHOD HOLLOSTEM AUGERS/NQ QIRELINE GROUNDWATER LEVELS: EQUIPMENT CME 75 V AT TIME OF DRILLING 27.00 ft HOLE SIZE V AT END OF DRILLING LOGGED BY CW CHECKED BY JDC V AFTER DRILLING 24.70 ft 10/3/2024 DEPTH (ft) ELEVATION (ft) GRAPHIC LOG MATERIAL DESCRIPTION SAMPLE TYPE NUMBER RECOVERY % (RQD) BLOW COUNTS (N VALUE) DRY UNIT WT (pcf) MOISTURE CONTENT (%) ATTERBERG LIMITS FINES CONTENT (%) LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX - - 5- - 10 15- _ 20 25 - - 4782_:,:, 4777- - 4772-:: 4767-.','< 4762 4757-•.,°'l; FILL: FILL: SILTY SAND (SM) TO CLAYEY SAND (SC) 4785.5 1.00 TO SILTY CLAYEY SAND (SC-SM) TO OCCASIONALLY, 0 8-6-6/0"/6" (R) 4-5-5/0"/6" (R) 4-5 (R) X10) 5-7/6"(102 R 4-7-10 (17) 6-8/6" (R) 2-4/6" R 4(7R/, 91 112 1 2 2 3 6 11 8 NV NV NV NP NP NP 7 1 21 :.:• {. . :,'•. • • . .. • : . POORLY -GRADED SAND (SP), FINE- TO COARSE- GRAINED WITH TRACE GRAVELS, SLIGHTLY MOIST TO OCCASIONALLY MOIST, BROWN TO DARK BROWN WITH SOLATED GRAY ZONES. SPT Z SPT U MC SPT MC SPT X POORLY- TO WELL -GRADED SAND WITH SILT (SP-SM/ SW-SM) WITH ISOLATED LENSES OF POORLY -GRADED GRAVEL WITH SAND (GP), FINE- TO COARSE -GRAINED WITH TRACE TO SOME GRAVEL AND ISOLATED COBBLES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO GRAY -BROWN WITH OCCASIONAL IRON OXIDATION STAINING. 4767.5 19.00 0 .; ;. • ' , :: ', '. :t. r. SILTY SAND (SM), FINE- TO COARSE -GRAINED WITH TRACE TO LITTLE GRAVEL AND ISOLATED COBBLES, LOOSE TO VERY DENSE WITH ISOLATED VERY LOOSE ZONES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO DARK BROWN. ZI V MC A V MC H MC NOTES Template: Master Template - Default Letter - US / Strip Set Geotech BH Columns / Produced on : November 21 2024 by OpenGround + '� �_. CLIENT PROJECT "'�r&"a°`�°'''°`° A Geomchnical and Mammals Engineers antl EnNmnmeMal5uenism Kiewit PROJECT NAME LOCATION BOREHOLE NUMBER PBR-3 Sheet 2 of 3 St Vrain NUMBER 24-1-607 PROJECT Platteville, Colorado DEPTH (ft) ELEVATION (ft) GRAPHIC LOG SAMPLE TYPE NUMBER RECOVERY % (RQD) BLOW COUNTS (N VALUE) DRY UNIT WT (pcf) MOISTURE CONTENT (%) ATTERBERG FINES CONTENT (%) LIMITS MATERIAL DESCRIPTION LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX SILTY SAND (SM), FINE- TO COARSE -GRAINED WITH TRACE TO LITTLE GRAVEL AND ISOLATED COBBLES, •'. r'. `' LOOSE TO VERY DENSE WITH ISOLATED VERY LOOSE ZONES, SLIGHTLY MOIST TO WET (BELOW - ::.:`.,, GROUNDWATER), TAN TO BROWN TO DARK BROWN. 35 4752 _:. ••35.00 "rte : ' 4751.5 0 SPT 12-10-15 (25) 16 POORLY- TO WELL -GRADED SAND WITH SILT (SP-SM/ .t SW-SM) WITH ISOLATED LENSES OF POORLY -GRADED GRAVEL WITH SAND (GP), FINE- TO COARSE -GRAINED WITH TRACE TO SOME GRAVEL AND ISOLATED - COBBLES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO GRAY -BROWN .: ` WITH OCCASIONAL IRON OXIDATION STAINING. 40 4747 ;'.•` tit ? Z SPT 6(9010 13 NV NP 4 .t 4742 -: ••. ': 4741.5 7-17-20 45 45.00 0 SPT I (37) 13 SILTY SAND (SM), FINE- TO COARSE -GRAINED WITH - :.L. TRACE TO LITTLE GRAVEL AND ISOLATED COBBLES, LOOSE TO VERY DENSE WITH ISOLATED VERY LOOSE ZONES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO DARK BROWN. 50 4737'... •�/ •}. 50.00 0 I SPT [nJ 13(74)50 SANDSTONE BEDROCK, FINE- TO MEDIUM -GRAINED,— SILTY IN PLACES, HARD TO VERY HARD, MOIST, BROWN - TO DARK BROWN TO ORANGE -BROWN TO GRAY TO BLUE GRAY. 4732- ' • , MC 50/6" 55 - A (R) 4727- • • ' MC 50/6" 60— A (R) • NOTES Template: Master Template - Default Letter - US / Strip Set Geotech BH Columns / Produced on : November 21 2024 by OpenGround I(+A Kumar & Associates, Inc.° Geolechnical and Materials Engineers and Envronmental5uen.. BOREHOLE NUMBER PBR-3 Sheet 3 of 3 CLIENT Kiewit PROJECT NAME St Vrain PROJECT NUMBER 24-1-607 PROJECT LOCATION Platteville, Colorado 2 0 w 0 ELEVATION (ft) 0 20 o O MATERIAL DESCRIPTION 75 ATTERBERG LIMITS z w c w v Z - ▪ z O F- D Q w - H H U X OU o W O CZ w 0 U J -- 0- IL 4722 __ 65 - 4717 70 - 4712 75 - 4707- 80 - 4702 85 - 4697 - 90 — 4692 — 95 — 64.50 85.50 SANDSTONE BEDROCK, FINE- TO MEDIUM -GRAINED, 4722.0 SILTY IN PLACES, HARD TO VERY HARD, MOIST, BROWN 0 \TO DARK BROWN TO ORANGE -BROWN TO GRAY TO FLUE GRAY. INTERBEDDED CLAYSTONE/SANDSTONE BEDROCK, SILTY IN PLACES, FINE-GRAINED SAND FRACTION, HARD TO VERY HARD, LOW TO HIGH PLASTICITY, SLIGHTLY MOIST TO MOIST, BROWN TO ORANGE -BROWN TO GRAY TO BLUE -GRAY. 4701.0 0 (100 95 (95) 95 100 (90) 124 12 Terminated at 85.50 ft. NOTES Template: Master Template - Default Letter - US / Strip Set Geotech BH Columns / Produced on : November 21 2024 by OpenGround K(-- l BOREHOLE NUMBER PBR-4 Sheet 1 of 3 CLIENT Kiewit PROJECT NAME St Vrain PROJECT NUMBER 24-1-607 PROJECT LOCATION Platteville, Colorado DATE STARTED 09-24-2024 COMPLETED 09-24-2024 POSITION DRILLING CONTRACTOR ELITE DRILLING SERVICES GROUND ELEVATION 4786.60 ft FINAL DEPTH 80.50 ft DRILLING METHOD HOLLOWSTEM AUGERS/NQ WIRELINE GROUNDWATER LEVELS: EQUIPMENT CME 75 V AT TIME OF DRILLING 25.50 ft HOLE SIZE V AT END OF DRILLING LOGGED BY RY CHECKED BY JDC V AFTER DRILLING 26.00 ft 10/3/2024 DEPTH (ft) ELEVATION (ft) GRAPHIC LOG MATERIAL DESCRIPTION SAMPLE TYPE NUMBER RECOVERY % (RQD) BLOW COUNTS (N VALUE) DRY UNIT WT (pcf) MOISTURE CONTENT (%) ATTERBERG LIMITS FINES CONTENT (%) LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX - 5 - - 10 15 20 - - 25- _ - _ _ 4782 -'.•.'•••%'• -;:?: 4777-'y 4772-•.;•':.•• 4767 4762 4757?.: CLAYEY SAND (SC), FINE- TO COARSE -GRAINED WITH TRACE TO FEW GRAVELS, LOOSE TO MEDIUM DENSE, SLIGHTLY MOIST, TAN TO BROWN. 4783.6 3.00 0 V MC X SPT E MC D SPT MC Z SPT MC 7(R; 4-3-3 (6) 3(R) 2-2-3 (5) 4-5/6" (R) (189 6-10/6" (R 3-3/6" (R) 6-8-6 (14) 107 113 110 6 2 4 2 3 8 31 36 18 16 13 20 47 2 68 :, ..: ••�� ; ' •::.tit • •` . POORLY- TO WELL -GRADED SAND WITH SILT (SP-SM/ SW-SM) WITH ISOLATED LENSES OF POORLY -GRADED GRAVEL WITH SAND (GP), FINE- TO COARSE -GRAINED WITH TRACE TO SOME GRAVEL AND ISOLATED COBBLES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO GRAY -BROWN WITH OCCASIONAL IRON OXIDATION STAINING. 4762.6 24.00 0 :; •;;. '.• / 427.00 ti ~ • `. LEAN CLAY (CL) TO FAT CLAY (CH) WITH VARIABLE SILT AND FINE-GRAINED SAND CONTENT, SOFT TO STIFF,Hi V MOIST TO VERY MOIST, TAN TO BROWN. 4759.6 MC I SPT /POORLY- TO WELL SAND WITH SILT \ 0 -GRADED (SP-SM/ SW-SM) WITH ISOLATED LENSES OF POORLY -GRADED GRAVEL WITH SAND (GP), FINE- TO COARSE -GRAINED WITH TRACE TO SOME GRAVEL AND ISOLATED COBBLES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO GRAY -BROWN WITH OCCASIONAL IRON OXIDATION STAINING. NOTES Template: Master Template - Default Letter - US / Strip Set Geotech BH Columns / Produced on : November 21 2024 by OpenGround +etz,, a°`�°'''°`° BOREHOLE NUMBER PBR-4 '� A Geomchnical and Mammals Engineers antl EnNmnmeMal5uenism �_. Sheet 2 of 3 CLIENT Kiewit PROJECT NAME St Vrain PROJECT NUMBER 24-1-607 PROJECT LOCATION Platteville, Colorado DEPTH (ft) ELEVATION (ft) GRAPHIC LOG MATERIAL DESCRIPTION SAMPLE TYPE NUMBER RECOVERY % (RQD) BLOW COUNTS (N VALUE) DRY UNIT WT (pcf) MOISTURE CONTENT (%) ATTERBERG LIMITS FINES CONTENT (%) LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX - 35 - 40- 45• - _ 50 -• 55- - 60- _ 4752 -,; -:..'.tit 4747-.•;' 4742-. 4737- - -X 4732- _X -X -X - 4727 - .' ;:. • '.. •4737.1 ' •'`'`•:. ' • .' ti : ti .. . POORLY- TO WELL -GRADED SAND WITH SILT (SP-SM/ SW-SM) WITH ISOLATED LENSES OF POORLY -GRADED GRAVEL WITH SAND (GP), FINE- TO COARSE -GRAINED WITH TRACE TO SOME GRAVEL AND ISOLATED COBBLES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO GRAY -BROWN WITH OCCASIONAL IRON OXIDATION STAINING. 49.50 0 MC C Z`' SPT SPT SPT V MC A MC 85 (48) 92 (67) 11(2R0j 6 11-9-11 (20) 10-10-11 (21) 20-50 (R) 50/6" (R) 51/6" (R) 90 124 9 13 13 5 • • SANDSTONE BEDROCK, FINE -TO MEDIUM -GRAINED, SILTY IN PLACES, HARD TO VERY HARD, MOIST, BROWN TO DARK BROWN TO ORANGE -BROWN TO GRAY TO BLUE GRAY. 4734.6 52.00 0 A A X X X X X X X X X X X X X X X X X X X SILTSTONE BEDROCK, FINE-GRAINED SAND FRACTION, VERY HARD, POORLY- TO NON -CEMENTED, MOIST TO VERY MOIST, TAN TO GRAY. LAYSTONE BEDROCK, FINE-GRAINED SAND FRACTION, HARD TO VERY HARD, MOIST, GRAY TO BLUE -GRAY TO DARK GRAY. 4727.1 59.50 0 BEDROCK, FINE MEDIUM „ANDSTONE -TO -GRAINED, SILTY IN PLACES, HARD TO VERY HARD, MOIST, BROWN \4726.1 60.50 TO DARK BROWN TO ORANGE -BROWN TO GRAY TO 0 - BLUE GRAY. 4725.1 61.50 /CLAYSTONE BEDROCK, FINE-GRAINED SAND FRACTION,\ 0 HARD TO VERY HARD, MOIST, GRAY TO BLUE -GRAY TO DARK GRAY. 4723.6 63.00 /SILTSTONE BEDROCK, FINE-GRAINED SAND FRACTION, \ 0 X X y u VERY HARD, POORLY- TO NON -CEMENTED, MOIST TO VERY MOIST, TAN TO GRAY. NOTES Template: Master Template - Default Letter - US / Strip Set Geotech BH Columns / Produced on : November 21 2024 by OpenGround + It+A �_. CLIENT PROJECT "'�r&"a°`�es,Inc° Geotechnical and Materials Engineers a. EnnronmeMal Suentists Kiewit PROJECT NAME LOCATION BOREHOLE NUMBER PBR-4 Sheet 3 of 3 St Vrain NUMBER 24-1-607 PROJECT Platteville, Colorado DEPTH (ft) ELEVATION (ft) GRAPHIC LOG SAMPLE TYPE NUMBER RECOVERY % (RQD) BLOW COUNTS (N VALUE) DRY UNIT WT (pcf) MOISTURE CONTENT (%) ATTERBERG FINES CONTENT (%) LIMITS MATERIAL DESCRIPTION LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX X X SILTSTONE BEDROCK, FINE-GRAINED SAND FRACTION, 4722- x x VERY HARD, POORLY- TO NON -CEMENTED, MOIST TO 4701'6 65- 65.00 \VERY MOIST, TAN TO GRAY. / - CLAYSTONE BEDROCK, FINE-GRAINED SAND FRACTION, HARD TO VERY HARD, MOIST, GRAY TO BLUE -GRAY TO DARK GRAY. _ 4719.1 67.50 0 _ X X SILTSTONE BEDROCK, FINE-GRAINED SAND FRACTION, VERY HARD, POORLY- TO NON -CEMENTED, MOIST TO 88 - X X VERY MOIST, TAN TO GRAY. (58) X X 4717- X X 70- X x - X X _X X - xx -X X X X 84 X X (64) X X 4712 - 4711.6 75 - X x 75.00 0 = _! SANDSTONE BEDROCK, FINE -TO MEDIUM -GRAINED, SILTY IN PLACES, HARD TO VERY HARD, MOIST, BROWN TO DARK BROWN TO ORANGE -BROWN TO GRAY TO 114 16 BLUE GRAY. - 98 (27) 4707 = 80 — ------- - 80.50 4706.1 0 Terminated at 80.50 ft. 4702- 85- 4697- 90- 4692- 95 - NOTES Template: Master Template - Default Letter - US / Strip Set Geotech BH Columns / Produced on : November 21 2024 by OpenGround I(+/, BOREHOLE NUMBER PBR-5 Sheet 1 of 3 CLIENT Kiewit PROJECT NAME St Vrain PROJECT NUMBER 24-1-607 PROJECT LOCATION Platteville, Colorado DATE STARTED 09-18-2024 COMPLETED 09-18-2024 POSITION DRILLING CONTRACTOR ELITE DRILLING SERVICES GROUND ELEVATION 4786.40 ft FINAL DEPTH 80.50 ft DRILLING METHOD HOLLOWSTEM AUGERS/ NQ WIRELINE GROUNDWATER LEVELS: EQUIPMENT CME 75 V AT TIME OF DRILLING 27.50 ft HOLE SIZE V AT END OF DRILLING LOGGED BY CW CHECKED BY JDC V AFTER DRILLING DEPTH (ft) ELEVATION (ft) GRAPHIC LOG MATERIAL DESCRIPTION SAMPLE TYPE NUMBER RECOVERY % (RQD) BLOW COUNTS (N VALUE) DRY UNIT WT (pcf) MOISTURE CONTENT (%) ATTERBERG LIMITS FINES CONTENT (%) LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX _ - - 5- _ - 10 - - 15- 20 _ 25- -SW-SM) - - 4782 4777 4772 4767 4762 4757 ;t*:�,:!: :••••* �� 4.i° 'iii+iii �r•iW FILL: SILTY SAND (SM) TO CLAYEY SAND (SC) TO SILTY CLAYEY SAND (SC-SM) TO OCCASIONALLY, POORLY- GRADED SAND (SP), FINE- TO COARSE -GRAINED WITH TRACE GRAVELS, SLIGHTLY MOIST TO OCCASIONALLY 4784.4 2.00 0 MC 7-9/6" (R) 7-5-6 (11) 2-3-2 (5) 6-8/6" (R) 6-7-7 (14) 6-10/6" ( R 7-9-9 (18) 2-4/6"110 (R) 6-9-9 (18) 112 106 2 1 2 4 6 19 NV NV NV NP NP NP 4 2 8 MOIST, BROWN TO DARK BROWN WITH ISOLATED GRAY ONES. / SPT X SPT MC A SPT MC SPT POORLY- TO WELL -GRADED SAND WITH SILT (SP-SM/ SW-SM) WITH ISOLATED LENSES OF POORLY -GRADED GRAVEL WITH SAND (GP), FINE- TO COARSE -GRAINED WITH TRACE TO SOME GRAVEL AND ISOLATED COBBLES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO GRAY -BROWN WITH OCCASIONAL IRON OXIDATION STAINING. 4775.4 11.00 0 SILTY SAND (SM), FINE- TO COARSE -GRAINED WITH TRACE TO LITTLE GRAVEL AND ISOLATED COBBLES, LOOSE TO VERY DENSE WITH ISOLATED VERY LOOSE ZONES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO DARK BROWN. 4762.4 24.00 0 l LEAN CLAY (CL) TO FAT CLAY (CH) WITH VARIABLE SILT 4761.4 25.00 AND FINE-GRAINED SAND CONTENT, SOFT TO STIFF, 0 MC SPT nnn •\.%. :•`• i•,. {; •• ;' •% • \MOIST TO VERY MOIST, TAN TO BROWN. / POORLY- TO WELL -GRADED SAND WITH SILT (SP-SM/ WITH ISOLATED LENSES OF POORLY -GRADED GRAVEL WITH SAND (GP), FINE- TO COARSE -GRAINED WITH TRACE TO SOME GRAVEL AND ISOLATED COBBLES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO GRAY -BROWN WITH OCCASIONAL IRON OXIDATION STAINING. NOTES Template: Master Template - Default Letter - US / Strip Set Geotech BH Columns / Produced on : November 21 2024 by OpenGround + It+A �_. CLIENT PROJECT Kumar and Serials Engineers antl Enr&Ass Associates, '''°`° sts Kiewit PROJECT NAME LOCATION BOREHOLE NUMBER PBR-5 Sheet 2 of 3 St Vrain NUMBER 24-1-607 PROJECT Platteville, Colorado DEPTH (ft) ELEVATION (ft) GRAPHIC LOG SAMPLE TYPE NUMBER RECOVERY % (RQD) BLOW COUNTS (N VALUE) DRY UNIT WT (pcf) MOISTURE CONTENT (%) ATTERBERG FINES CONTENT (%) LIMITS MATERIAL DESCRIPTION LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX �;:..•ti :; POORLY- TO WELL -GRADED SAND WITH SILT (SP-SM/LJ SW-SM) WITH ISOLATED LENSES OF POORLY -GRADED .t -' GRAVEL WITH SAND (GP), FINE- TO COARSE -GRAINED WITH TRACE TO SOME GRAVEL AND ISOLATED - COBBLES, SLIGHTLY MOIST TO WET (BELOW `• GROUNDWATER), TAN TO BROWN TO GRAY -BROWN - tiff WITH OCCASIONAL IRON OXIDATION STAINING. 4752-:.;.,; : 12-16-17 35 Z SPT (33) 11 NV NP 5 • • 4747.4 ', 39.00 0 -• 4747 `'i SILTY SAND (SM), FINE- TO COARSE -GRAINED WITH TRACE TO LITTLE GRAVEL AND ISOLATED COBBLES, SPT 5-7-9 11 40- :, •,,. ;' LOOSE TO VERY DENSE WITH ISOLATED VERY LOOSE (16) P6 ZONES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO DARK BROWN. • 4742 -$: { ; 5-6-7 45 SPT (13) 26 4737.4 • • .• 49.00 0 50 4737- • :• • SANDSTONE BEDROCK, FINE- TO MEDIUM -GRAINED, SILTY IN PLACES, HARD TO VERY HARD, MOIST, BROWN TO DARK BROWN TO ORANGE -BROWN TO GRAY TO Z SPT 20-50 (R) BLUE GRAY. 4732- MC 50/6" 55 - A (R) - • 4726.9 4727- • : 59.50 0 q 50/6" 60 -: - INTERBEDDED CLAYSTONE/SANDSTONE BEDROCK, MC - 83 (R) SILTY IN PLACES, FINE-GRAINED SAND FRACTION, HARD TO VERY HARD, LOW TO HIGH PLASTICITY, SLIGHTLY - ($00 - = MOIST TO MOIST, BROWN TO ORANGE -BROWN TO GRAY ) TO BLUE -GRAY. - -: 95 118 15 (80) NOTES Template: Master Template - Default Letter - US / Strip Set Geotech BH Columns / Produced on : November 21 2024 by OpenGround I(+A Kumar &Associates, Inc.° Geolechnical and Mamdals Engineers and Envronmental5 ..is BOREHOLE NUMBER PBR-5 Sheet 3 of 3 CLIENT Kiewit PROJECT NAME St Vrain PROJECT NUMBER 24-1-607 PROJECT LOCATION Platteville, Colorado 2 0 w O ELEVATION (ft) 20 o -O 1J co MATERIAL DESCRIPTION w EL - I -w d j 2 m ATTERBERG LIMITS z Wo tu I- re v z ~ F z o j a w p F' H U X g o •W x 2O OZ w O O J a �- 0- LL 4722- _ 65- 4717 70 - 75 - 4707 80 - INTERBEDDED CLAYSTONE/SANDSTONE BEDROCK, SILTY IN PLACES, FINE-GRAINED SAND FRACTION, HARD TO VERY HARD, LOW TO HIGH PLASTICITY, SLIGHTLY MOIST TO MOIST, BROWN TO ORANGE -BROWN TO GRAY TO BLUE -GRAY. 80.50 4705.9 0 95 90 (80) 85 110 18 Terminated at 80.50 ft. 4702 - 85 - 4697 - 90 — 4692 — 95 — NOTES Template: Master Template - Default Letter - US / Strip Set Geotech BH Columns / Produced on : November 21 2024 by OpenGround I(+/, BOREHOLE NUMBER PBR-6 Sheet 1 of 3 CLIENT Kiewit PROJECT NAME St Vrain PROJECT NUMBER 24-1-607 PROJECT LOCATION Platteville, Colorado DATE STARTED 10-02-2024 COMPLETED 10-02-2024 POSITION DRILLING CONTRACTOR ELITE DRILLING SERVICES GROUND ELEVATION 4786.50 ft FINAL DEPTH 90.50 ft DRILLING METHOD HOLLOWSTEM AUGERS/NQ WIRELINE GROUNDWATER LEVELS: EQUIPMENT CME 75 V AT TIME OF DRILLING 28.00 ft HOLE SIZE V AT END OF DRILLING LOGGED BY CW CHECKED BY JDC V AFTER DRILLING DEPTH (ft) ELEVATION (ft) GRAPHIC LOG MATERIAL DESCRIPTION SAMPLE TYPE NUMBER RECOVERY % (RQD) BLOW COUNTS (N VALUE) DRY UNIT WT (pcf) MOISTURE CONTENT (%) ATTERBERG LIMITS FINES CONTENT (%) LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX _ - 5- _ - 10- _ 15- - 20 _ 25 - 4782 4777 4772 4767 ksi,it: r•Oi 0:44,44: K.., FILL: SILTY SAND (SM) TO CLAYEY SAND (SC) TO SILTY CLAYEY SAND (SC-SM) TO OCCASIONALLY, POORLY - GRADED SAND (SP), FINE- TO COARSE -GRAINED WITH 4784.5 2.00 TRACE GRAVELS, SLIGHTLY MOIST TO OCCASIONALLY 0 A MC 6-6/6" (R) 3-3-4 (7) (6) 2(� ) 4-5-5 (10) (10) 4-8-7 (15) 4-10-9 (19) 3-4/6" (R) 4-5-6 (11) 111 116 95 3 2 3 5 28 14 NV NP 2 2 :; :: MOIST, BROWN TO DARK BROWN WITH ISOLATED GRAY ONES. ZSPT ] SPT ]SPT SPT Z SPT ] SPT V MC A nnn I SILTY SAND (SM), FINE- TO COARSE -GRAINED WITH TRACE TO LITTLE GRAVEL AND ISOLATED COBBLES, LOOSE TO VERY DENSE WITH ISOLATED VERY LOOSE ZONES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO DARK BROWN. 4772.5 14.00 0 •: POORLY- TO WELL -GRADED SAND WITH SILT (SP-SM/ SW-SM) WITH ISOLATED LENSES OF POORLY -GRADED GRAVEL WITH SAND (GP), FINE -TO COARSE -GRAINED WITH TRACE TO SOME GRAVEL AND ISOLATED COBBLES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO GRAY -BROWN WITH OCCASIONAL IRON OXIDATION STAINING. 4763.0 23.50 0 4762 LEAN CLAY (CL) TO FAT CLAY (CH) WITH VARIABLE SILT AND FINE-GRAINED SAND CONTENT, SOFT TO STIFF, MOIST TO VERY MOIST, TAN TO BROWN. 4761.0 25.50 0 757 •SPT :" POORLY- TO WELL -GRADED SAND WITH SILT (SP-SM/ SW-SM) WITH ISOLATED LENSES OF POORLY -GRADED GRAVEL WITH SAND (GP), FINE- TO COARSE -GRAINED WITH TRACE TO SOME GRAVEL AND ISOLATED COBBLES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO GRAY -BROWN WITH OCCASIONAL IRON OXIDATION STAINING. NOTES Template: Master Template - Default Letter - US / Strip Set Geotech BH Columns / Produced on : November 21 2024 by OpenGround + It+A �_. CLIENT PROJECT Kumar and Serials Engineers antl Enr&Ass Associates, nalsEn sts Kiewit PROJECT NAME LOCATION BOREHOLE NUMBER PBR-6 Sheet 2 of 3 St Vrain NUMBER 24-1-607 PROJECT Platteville, Colorado DEPTH (ft) ELEVATION (ft) GRAPHIC LOG SAMPLE TYPE NUMBER RECOVERY % (RQD) BLOW COUNTS (N VALUE) DRY UNIT WT (pcf) MOISTURE CONTENT (%) ATTERBERG FINES CONTENT (%) LIMITS MATERIAL DESCRIPTION LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX POORLY- TO WELL -GRADED SAND WITH SILT (SP-SM/LJ SW-SM) WITH ISOLATED LENSES OF POORLY -GRADED - GRAVEL WITH SAND (GP), FINE- TO COARSE -GRAINED WITH TRACE TO SOME GRAVEL AND ISOLATED • COBBLES, SLIGHTLY MOIST TO WET (BELOW -•''•• GROUNDWATER), TAN TO BROWN TO GRAY -BROWN - WITH OCCASIONAL IRON OXIDATION STAINING. 35- 4752_:.{: •,. r ZSPT 13-22-14 (36) 40- 4747 ';'.. ` 1 ., Z SPT 11(46 20 ) NV NP 7 .:.t 45- 4742-::• : SPT 14-22-16 (38) • ~•,49.00 4737.5 0 4737 ; SANDSTONE BEDROCK, FINE -TO MEDIUM -GRAINED, SILTY IN PLACES, HARD TO VERY HARD, MOIST, BROWN MC 26-24 102 22 50- - ; • TO DARK BROWN TO ORANGE -BROWN TO GRAY TO BLUE GRAY. (R) 4732- ; • MC 50/6 18 55- "' - 4727.0 60- .59.50 0 q MC - - 75 (100 50/6" (R) 4727 - INTERBEDDED CLAYSTONE/SANDSTONE BEDROCK, SILTY IN PLACES, FINE-GRAINED SAND FRACTION, HARD TO VERY HARD, LOW TO HIGH PLASTICITY, SLIGHTLY - MOIST TO MOIST, BROWN TO ORANGE -BROWN TO GRAY ) TO BLUE -GRAY. - 70 (37) NOTES Template: Master Template - Default Letter - US / Strip Set Geotech BH Columns / Produced on : November 21 2024 by OpenGround + It+A �_. CLIENT PROJECT Geotechnical and Materials Engineers "'�r&"a°`�es,Inc° BOREHOLE NUMBER PBR-6 a. EnnronmeMal Su... Sheet 3 of 3 Kiewit PROJECT NAME St Vrain NUMBER 24-1-607 PROJECT LOCATION Platteville, Colorado DEPTH (ft) ELEVATION (ft) GRAPHIC LOG SAMPLE TYPE NUMBER RECOVERY % (RQD) BLOW COUNTS (N VALUE) DRY UNIT WT (pcf) MOISTURE CONTENT (%) ATTERBERG FINES CONTENT (%) LIMITS MATERIAL DESCRIPTION LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX - -- INTERBEDDED CLAYSTONE/SANDSTONE BEDROCK, 4722 - SILTY IN PLACES, FINE-GRAINED SAND FRACTION, HARD 65- = TO VERY HARD, LOW TO HIGH PLASTICITY, SLIGHTLY MOIST TO MOIST, BROWN TO ORANGE -BROWN TO GRAY - 115 17 - TO BLUE -GRAY. - 88 (68) 4717 =- 70- - - 90 (72) 4712 - 75- - 124 12 4709.5 -.:77.00 0 _ - ::: SANDSTONE BEDROCK, FINE- TO MEDIUM -GRAINED, SILTY IN PLACES, HARD TO VERY HARD, MOIST, BROWN - TO DARK BROWN TO ORANGE -BROWN TO GRAY TO 90 ' BLUE GRAY. (93) 4707- 80- _ 4703.5 - 83.00 0 83 CLAYSTONE BEDROCK, FINE-GRAINED SAND FRACTION, HARD TO VERY HARD, MOIST, GRAY TO BLUE -GRAY TO - DARK GRAY. 4702 85- - 126 11 - 100 (53) 4697 90— 4696.0 90.50 0 - Terminated at 90.50 ft. '- 4692 - 95 - NOTES Template: Master Template - Default Letter - US / Strip Set Geotech BH Columns / Produced on : November 21 2024 by OpenGround I(+A BOREHOLE NUMBER PB-1 Sheet 1 of 3 CLIENT Kiewit PROJECT NAME St Vrain PROJECT NUMBER 24-1-607 PROJECT LOCATION Platteville, Colorado DATE STARTED 10-02-2024 COMPLETED 10-02-2024 POSITION DRILLING CONTRACTOR ELITE DRILLING SERVICES GROUND ELEVATION 4786.90 ft FINAL DEPTH 70.00 ft DRILLING METHOD HOLLOW STEM AUGERS GROUNDWATER LEVELS: EQUIPMENT MOBILE 348X V AT TIME OF DRILLING HOLE SIZE V AT END OF DRILLING LOGGED BY SP CHECKED BY JDC V AFTER DRILLING DEPTH (ft) ELEVATION (ft) GRAPHIC LOG MATERIAL DESCRIPTION SAMPLE TYPE NUMBER BLOW COUNTS (N VALUE) FINES CONTENT (%) - _ 5 4782 - 10 -41777".:.::. - 154772 - _ _ 20 4767 254762-•::: - - ~. -:.{,.: -- _, -7 :*:: �.%t .1:7;:: ♦i*iii sir %. FILL: SILTY SAND (SM) TO CLAYEY SAND (SC) TO SILTY CLAYEY SAND (SC-SM) TO OCCASIONALLY, 4785.9 1.0o POORLY -GRADED SAND (SP), FINE- TO COARSE -GRAINED WITH TRACE GRAVELS, SLIGHTLY MOIST 0 4-6/6" (R) 3-4/6" R (R) 3-3/6" (R) (15) 5-6-9 5-5-5 (10) (12) 4-5-4 (9) 4-6/6" (R) 3-14-18 (32) 2 TO OCCASIONALLY MOIST, BROWN TO DARK BROWN WITH ISOLATED GRAY ZONES. / \/ 2 . 00 FILL: LEAN CLAY (CL) WITH VARIABLE FINE- TO COARSE -GRAINED SAND CONTENT AND TRACE 4784.91X\ 0 N,•4 �O*�*s t��+, 47,v *%*i '14414 GRAVELS, SLIGHTLY MOIST TO MOIST, BROWN TO DARK BROWN. �7 LX, FILL: SILTY SAND (SM) TO CLAYEY SAND (SC) TO SILTY CLAYEY SAND (SC-SM) TO OCCASIONALLY, POORLY -GRADED SAND (SP), FINE- TO COARSE -GRAINED WITH TRACE GRAVELS, SLIGHTLY MOIST TO OCCASIONALLY MOIST, BROWN TO DARK BROWN WITH ISOLATED GRAY ZONES. 4781.9 5.00 0 :;•:: . • :.;: „. ::' ^ ,: ` ' `J. ti . : POORLY- TO WELL -GRADED SAND WITH SILT (SP-SM/SW-SM) WITH ISOLATED LENSES OF POORLY- GRADED GRAVEL WITH SAND (GP), FINE- TO COARSE -GRAINED WITH TRACE TO SOME GRAVEL AND ISOLATED COBBLES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO GRAY- BROWN WITH OCCASIONAL IRON OXIDATION STAINING. 4771.9 15.00 0 X ] \ / ] ;; : ; :r: .. {::�`' ' {, • SILTY SAND (SM), FINE- TO COARSE -GRAINED WITH TRACE TO LITTLE GRAVEL AND ISOLATED COBBLES, LOOSE TO VERY DENSE WITH ISOLATED VERY LOOSE ZONES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO DARK BROWN. NOTES Template: Master Template - Default Letter - US / Strip Set Geotech BH Columns / Produced on : November 21 2024 by OpenGround I(+A Kumar &Associates, Inc.° Geolechnical and Materials Engineers and Envronmental5uen.. BOREHOLE NUMBER PB-1 Sheet 2 of 3 CLIENT Kiewit PROJECT NAME St Vrain PROJECT NUMBER 24-1-607 PROJECT LOCATION Platteville, Colorado MATERIAL DESCRIPTION I - z w I - z O o to w z SILTY SAND (SM), FINE- TO COARSE -GRAINED WITH TRACE TO LITTLE GRAVEL AND ISOLATED COBBLES, LOOSE TO VERY DENSE WITH ISOLATED VERY LOOSE ZONES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO DARK BROWN. 52.00 INTERBEDDED CLAYSTONE/SANDSTONE BEDROCK, SILTY IN PLACES, FINE-GRAINED SAND FRACTION, HARD TO VERY HARD, LOW TO HIGH PLASTICITY, SLIGHTLY MOIST TO MOIST, BROWN TO ORANGE -BROWN TO GRAY TO BLUE -GRAY. 4734.9 0 55 _1732 60 -4727 11-12-24 (36) 11-20-14 (34) 3-6-12 (18) 18-20-23 (43) 50/6" (R) 50/6" (R) NOTES Template: Master Template - Default Letter - US / Strip Set: Geotech BH Columns / Produced on : November 21 2024 by OpenGround + It+A �_. CLIENT PROJECT Geotechnical and Materials Engineers "'�r&"a°`�es,Inc° BOREHOLE NUMBER PB-1 a. EnnronmeMal Su... Sheet 3 of 3 Kiewit PROJECT NAME St Vrain NUMBER 24-1-607 PROJECT LOCATION Platteville, Colorado DEPTH (ft) ELEVATION (ft) GRAPHIC LOG MATERIAL DESCRIPTION SAMPLE TYPE NUMBER BLOW COUNTS (N VALUE) FINES CONTENT (%) - INTERBEDDED CLAYSTONE/SANDSTONE BEDROCK, SILTY IN PLACES, FINE-GRAINED SAND 50/6" 65 4722 FRACTION, HARD TO VERY HARD, LOW TO HIGH PLASTICITY, SLIGHTLY MOIST TO MOIST, BROWN TO ORANGE -BROWN TO GRAY TO BLUE -GRAY. (R) 4716.9 50/6" 704717 _ 70.00 0 (R) Terminated at 70.00 ft. 75_4712- _ 80- 707- 85 4702 - 90_4697- - 95 4692 - NOTES Template: Master Template - Default Letter - US / Strip Set Geotech BH Columns / Produced on : November 21 2024 by OpenGround I(+A BOREHOLE NUMBER PB-2 Sheet 1 of 3 CLIENT Kiewit PROJECT NAME St Vrain PROJECT NUMBER 24-1-607 PROJECT LOCATION Platteville, Colorado DATE STARTED 09-25-2024 COMPLETED 09-25-2024 POSITION DRILLING CONTRACTOR ELITE DRILLING SERVICES GROUND ELEVATION 4786.60 ft FINAL DEPTH 70.00 ft DRILLING METHOD HOLLOW STEM AUGERS GROUNDWATER LEVELS: EQUIPMENT CME 75 V AT TIME OF DRILLING 27.00 ft HOLE SIZE V AT END OF DRILLING LOGGED BY CW CHECKED BY JDC V AFTER DRILLING 25.75 ft 10/3/2024 DEPTH (ft) ELEVATION (ft) GRAPHIC LOG MATERIAL DESCRIPTION SAMPLE TYPE NUMBER BLOW COUNTS (N VALUE) DRY UNIT WT (pcf) MOISTURE CONTENT (%) ATTERBERG LIMITS FINES CONTENT (%) LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX - - 5 - 10 - - 15- 20 - 25- 4782-::.';'• 4777-:, 4772 767- 4762-': 4757-• 0 0.17 \TOPSOIL. /4780.4 ZI \ / ,( j A X LLL1111 A 17-11/6" (R) 6-6-6 (12)2) 4-6/6" (R) 7-7-7 (14) 2-3-3 (6) 8-10-10 (20) 9-12-21 (33) 2-2-4 (6) 10-16-10 (26) 103 97 3 2 5 12 27 12 15 43 FILL: SILTY SAND (SM) TO CLAYEY SAND (SC) TO SILTY CLAYEY 3 SAND (SC-SM) TO OCCASIONALLY, POORLY -GRADED SAND (SP), FINE- TO COARSE -GRAINED WITH TRACE GRAVELS, SLIGHTLY MOIST TO OCCASIONALLY MOIST, BROWN TO DARK BROWN WITH ISOLATED GRAY ZONES. 4783.1 3.50 0 , .. POORLY- TO WELL -GRADED SAND WITH SILT (SP-SM/SW-SM) WITH ISOLATED LENSES OF POORLY -GRADED GRAVEL WITH SAND (GP), FINE -TO COARSE -GRAINED WITH TRACE TO SOME GRAVEL AND ISOLATED COBBLES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO GRAY -BROWN WITH OCCASIONAL IRON OXIDATION STAINING. 4774.6 12.00 0 .• .. .: . • ' : ` ..I SILTY SAND (SM), FINE- TO COARSE -GRAINED WITH TRACE TO LITTLE GRAVEL AND ISOLATED COBBLES, LOOSE TO VERY DENSE WITH ISOLATED VERY LOOSE ZONES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO DARK BROWN. M V NOTES Template: Master Template - Default Letter - US / Strip Set Geotech BH Columns / Produced on : November 21 2024 by OpenGround Kmwr&0.nAa.d,Inc.° '� a. E.ronmend Mammals Engineers antl EnNmnmeMal5uentism BOREHOLE NUMBER PB-2 Sheet 2 of 3 CLIENT Kiewit PROJECT NAME St Vrain PROJECT NUMBER 24-1-607 PROJECT LOCATION Platteville, Colorado 2 0 w a ELEVATION (ft) 0 20 o O MATERIAL DESCRIPTION w F-LLI J2 D_ D 2 rn w=_ H Z Ow H 2O O ATTERBERG LIMITS PH O - J J 0 tl H O X J z 0- H z w H z Oo to w z LL 35 4747- 40 - 4742 45 - 4737 50 - 4732 55 — 4727 60 - • SILTY SAND (SM), FINE- TO COARSE -GRAINED WITH TRACE TO LITTLE GRAVEL AND ISOLATED COBBLES, LOOSE TO VERY DENSE WITH ISOLATED VERY LOOSE ZONES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO DARK BROWN. 4737.6 49.00 0 INTERBEDDED CLAYSTONE/SANDSTONE BEDROCK, SILTY IN PLACES, FINE-GRAINED SAND FRACTION, HARD TO VERY HARD, LOW TO HIGH PLASTICITY, SLIGHTLY MOIST TO MOIST, BROWN TO ORANGE -BROWN TO GRAY TO BLUE -GRAY. 11-15-21 (36) 10-15-21 (36) 20-22-17 (39) 32-50 (82) 50/6" (R) 50/6" (R) 94 24 NV NP 8 NOTES Template: Master Template - Default Letter - US / Strip Set Geotech BH Columns / Produced on : November 21 2024 by OpenGround + It+A �_. CLIENT PROJECT Geotechnical and Materials Engineers "'�r&"a°`�es,Inc° BOREHOLE NUMBER PB-2 a. EnnronmeMal Suentists Sheet 3 of 3 Kiewit PROJECT NAME St Vrain NUMBER 24-1-607 PROJECT LOCATION Platteville, Colorado DEPTH (ft) ELEVATION (ft) GRAPHIC LOG SAMPLE TYPE NUMBER BLOW COUNTS (N VALUE) DRY UNIT WT (pcf) MOISTURE CONTENT (%) ATTERBERG FINES CONTENT (%) LIMITS MATERIAL DESCRIPTION LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX - INTERBEDDED CLAYSTONE/SANDSTONE BEDROCK, SILTY IN 50/6" 65- 4722 - = PLACES, FINE-GRAINED SAND FRACTION, HARD TO VERY HARD, LOW TO HIGH PLASTICITY, SLIGHTLY MOIST TO MOIST, (R) -- BROWN TO ORANGE -BROWN TO GRAY TO BLUE -GRAY. - 4720.1 66.50 0 4717- 70 Terminated at 70.00 ft. 4712- 75 - 4707 - 80 - 4702 - 85 - 4697 - 90 - 4692 - 95 - NOTES Template: Master Template - Default Letter - US / Strip Set Geotech BH Columns / Produced on : November 21 2024 by OpenGround K(-- l BOREHOLE NUMBER PB-3 Sheet 1 of 3 CLIENT Kiewit PROJECT NAME St Vrain PROJECT NUMBER 24-1-607 PROJECT LOCATION Platteville, Colorado DATE STARTED 10-02-2024 COMPLETED 10-02-2024 POSITION DRILLING CONTRACTOR ELITE DRILLING SERVICES GROUND ELEVATION 4786.60 ft FINAL DEPTH 70.00 ft DRILLING METHOD HOLLOW STEM AUGERS GROUNDWATER LEVELS: EQUIPMENT MOBILE 348X V AT TIME OF DRILLING 26.00 ft HOLE SIZE V AT END OF DRILLING LOGGED BY SP CHECKED BY JDC V AFTER DRILLING 26.00 ft 10/3/2024 DEPTH (ft) ELEVATION (ft) GRAPHIC LOG MATERIAL DESCRIPTION SAMPLE TYPE NUMBER BLOW COUNTS (N VALUE) DRY UNIT WT (pcf) MOISTURE CONTENT (%) ATTERBERG LIMITS FINES CONTENT (%) LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX - - 5 - 10 - 15- - 20- - 25 - - 4782 4777 4772 4767 4762 4757 '11$4, 4D �DV*40 * ,OOQ OKs" ,O•OO et. '•••-• FILL: LEAN CLAY (CL) WITH VARIABLE FINE- TO COARSE- GRAINED SAND CONTENT AND TRACE GRAVELS, SLIGHTLY MOIST TO MOIST, BROWN TO DARK BROWN. 4783.6 3.00 0 6-9/6" (R) 3-4/6" (R) (R) 2 (R)-4/6" 6-7-8 (15) 7-7-8 (15) 4-5-5 (10) 4-7-10 (17) 1-1-3 (4) 15(4)12 (24) 108 10 2 2 7 45 24 21 12 24 12 52 5 43 •'' SILTY SAND (SM), FINE- TO COARSE -GRAINED WITH TRACE TO LITTLE GRAVEL AND ISOLATED COBBLES, LOOSE TO VERY DENSE WITH ISOLATED VERY LOOSE ZONES, SLIGHTLY MOIST 4781.6 5.00 TO WET (BELOW GROUNDWATER), TAN TO BROWN TO DARK o `•':` y, •..l :. •;•.ti r i •, \/ VI A y POORLY- TO WELL -GRADED SAND WITH SILT (SP-SM/SW-SM) WITH ISOLATED LENSES OF POORLY -GRADED GRAVEL WITH SAND (GP), FINE- TO COARSE -GRAINED WITH TRACE TO SOME GRAVEL AND ISOLATED COBBLES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO GRAY -BROWN WITH OCCASIONAL IRON OXIDATION STAINING. 4767.6 19.00 0 : • `•:' SILTY SAND (SM), FINE- TO COARSE -GRAINED WITH TRACE TO LITTLE GRAVEL AND ISOLATED COBBLES, LOOSE TO VERY DENSE WITH ISOLATED VERY LOOSE ZONES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO DARK BROWN. 4762.6 24.00 0 / CLAYEY SAND (SC), FINE- TO COARSE -GRAINED WITH TRACE TO FEW GRAVELS, LOOSE TO MEDIUM DENSE, SLIGHTLY 25.50 MOIST, TAN TO BROWN. 4761.1 ;.. SILTY SAND (SM), FINE- TO COARSE -GRAINED WITH TRACE TO LITTLE GRAVEL AND ISOLATED COBBLES, LOOSE TO VERY DENSE WITH ISOLATED VERY LOOSE ZONES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO DARK BROWN. NOTES Template: Master Template - Default Letter - US / Strip Set Geotech BH Columns / Produced on : November 21 2024 by OpenGround +immta°` '� �_. CLIENT PROJECT v BOREHOLE NUMBER PB-3 A Geomchnical and Mammals Engineers antl EnNmnmeMal5uenism Sheet 2 of 3 Kiewit PROJECT NAME St Vrain NUMBER 24-1-607 PROJECT LOCATION Platteville, Colorado DEPTH (ft) ELEVATION (ft) GRAPHIC LOG SAMPLE TYPE NUMBER BLOW COUNTS (N VALUE) DRY UNIT WT (pcf) MOISTURE CONTENT (%) ATTERBERG FINES CONTENT (%) LIMITS MATERIAL DESCRIPTION LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX SILTY SAND (SM), FINE- TO COARSE -GRAINED WITH TRACE TO j LITTLE GRAVEL AND ISOLATED COBBLES, LOOSE TO VERY : •r'.`•`r• DENSE WITH ISOLATED VERY LOOSE ZONES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO DARK - :, ,;: '.,. BROWN. - 11 4752-:. •`. •:•' 9-10-19 35 (29) 4747-rt.;;' ` 40- `•:, ( �-7 45 4742- ::<:'.�'; A(12) 4-5-7 - • 0. 50 4737--' :•' 50.00 47306.6 V 7-26-17 (43) SANDSTONE BEDROCK, FINE- TO MEDIUM -GRAINED, SILTY IN PLACES, HARD TO VERY HARD, MOIST, BROWN TO DARK • BROWN TO ORANGE -BROWN TO GRAY TO BLUE GRAY. 4732- • - • • �] 50/6" 55- Q (R) • :.: 50/6" 108 20 60- 4727- • • • (R) • NOTES Template: Master Template - Default Letter - US / Strip Set Geotech BH Columns / Produced on : November 21 2024 by OpenGround +immta°` '� �_. CLIENT PROJECT v BOREHOLE NUMBER PB-3 A Geomchnical and Mammals Engineers antl EnNmnmeMal5uenism Sheet 3 of 3 Kiewit PROJECT NAME St Vrain NUMBER 24-1-607 PROJECT LOCATION Platteville, Colorado DEPTH (ft) ELEVATION (ft) GRAPHIC LOG SAMPLE TYPE NUMBER BLOW COUNTS (N VALUE) DRY UNIT WT (pcf) MOISTURE CONTENT (%) ATTERBERG FINES CONTENT (%) LIMITS MATERIAL DESCRIPTION LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX : ` : SANDSTONE BEDROCK, FINE- TO MEDIUM -GRAINED, SILTY IN 50/6" 65 4722• -• PLACES, HARD TO VERY HARD, MOIST, BROWN TO DARK BROWN TO ORANGE -BROWN TO GRAY TO BLUE GRAY. (R) • ' ' ' 4716.6 50/6" 4717 - ; : 70.00 0 (R) 70 —Terminated at 70.00 ft. 4712- 75- _ _ 4707- 80- 4702- 85- - _ _ 4697- 90- 4692- 95- ...,_ - NOTES Template: Master Template - Default Letter - US / Strip Set Geotech BH Columns / Produced on : November 21 2024 by OpenGround I(+A BOREHOLE NUMBER PB-4 Sheet 1 of 1 CLIENT Kiewit PROJECT NAME St Vrain PROJECT NUMBER 24-1-607 PROJECT LOCATION Platteville, Colorado DATE STARTED 09-20-2024 COMPLETED 09-20-2024 POSITION DRILLING CONTRACTOR ROCK EDGE DRILLING GROUND ELEVATION 4785.70 ft FINAL DEPTH 15.00 ft DRILLING METHOD HOLLOW STEM AUGERS GROUNDWATER LEVELS: EQUIPMENT CME 55 SZ AT TIME OF DRILLING HOLE SIZE V AT END OF DRILLING LOGGED BY CW CHECKED BY JDC V AFTER DRILLING DEPTH (ft) ELEVATION (ft) GRAPHIC LOG MATERIAL DESCRIPTION SAMPLE TYPE NUMBER BLOW COUNTS (N VALUE) MOISTURE CONTENT (%) FINES CONTENT (%) - 5 10- 15 20 -4766- 25 -4761- 4781 _:C 4776 -: 47714' 4756- 0 0.17 \: , /4789.5 ZI - \ /I /LX\YII /\(R) 9-10/6" (R) 6-12-12 (24) 6-5-7 (12) 3-1/6" (R) 3-8-11 (19) 8.144/6„ 14 5 4 FILL: SILTY SAND (SM) TO CLAYEY SAND (SC) TO SILTY CLAYEY SAND (SC-SM) TO 3 OCCASIONALLY, POORLY -GRADED SAND (SP), FINE -TO COARSE -GRAINED WITH TRACE GRAVELS, SLIGHTLY MOIST TO OCCASIONALLY MOIST, BROWN TO DARK BROWN WITH ISOLATED GRAY ZONES. 4782.2X 3.50 0 : - .:; ; '• POORLY- TO WELL -GRADED SAND WITH SILT (SP-SM/SW-SM) WITH ISOLATED LENSES OF POORLY -GRADED GRAVEL WITH SAND (GP), FINE- TO COARSE -GRAINED WITH TRACE TO SOME GRAVEL AND ISOLATED COBBLES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO GRAY -BROWN WITH OCCASIONAL IRON OXIDATION STAINING. 4774.7 11.00 0 • •..•..' • ; , SILTY SAND (SM), FINE- TO COARSE -GRAINED WITH TRACE TO LITTLE GRAVEL AND ISOLATED COBBLES, LOOSE TO VERY DENSE WITH ISOLATED VERY LOOSE ZONES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO DARK BROWN. 47O.74 15.00 Terminated at 15.00 ft. NOTES Template: Master Template - Default Letter - US / Strip Set Geotech BH Columns / Produced on : November 21 2024 by OpenGround I(+A BOREHOLE NUMBER PB-5 Sheet 1 of 2 CLIENT Kiewit PROJECT NAME St Vrain PROJECT NUMBER 24-1-607 PROJECT LOCATION Platteville, Colorado DATE STARTED 09-23-2024 COMPLETED 09-24-2024 POSITION DRILLING CONTRACTOR SNOWSHOE DRILLING GROUND ELEVATION 4786.90 ft FINAL DEPTH 60.00 ft DRILLING METHOD HSA GROUNDWATER LEVELS: EQUIPMENT V AT TIME OF DRILLING 24.00 ft HOLE SIZE V AT END OF DRILLING LOGGED BY SP CHECKED BY JDC V AFTER DRILLING 25.90 ft 10/3/2024 DEPTH (ft) ELEVATION (ft) GRAPHIC LOG MATERIAL DESCRIPTION SAMPLE TYPE NUMBER BLOW COUNTS (N VALUE) DRY UNIT WT (pcf) MOISTURE CONTENT (%) ATTERBERG LIMITS FINES CONTENT (%) LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX - 5 8782 - - 10-4777-': - 15-4772 - 20 x1767_{r:�` - 2511762-..:•�.':; - - - FILL: SILTY SAND (SM) TO CLAYEY SAND (SC) TO SILTY CLAYEY SAND (SC-SM) TO OCCASIONALLY, POORLY -GRADED SAND (SP), FINE -TO COARSE -GRAINED WITH TRACE GRAVELS, SLIGHTLY MOIST TO OCCASIONALLY MOIST, BROWN TO DARK BROWN WITH ISOLATED GRAY ZONES. 4781.9 5.00 0 9-8/6" (R) 3-4/6" (R) 2-3/6" (R) 2-5-5 (10) 1-3-7 5-8-10 (18) 2-3-4 (7) 1-2-1 (3) 2-3-2 (5) 114 106 111 3 11 2 2 4 6 16 35 NV 26 17 NP 17 18 9 40 11 83 y": `•. • '• •.` •:•. • 4 " •::. ti(10) ,: : •: •, POORLY- TO WELL -GRADED SAND WITH SILT (SP-SM/SW-SM) WITH ISOLATED LENSES OF POORLY -GRADED GRAVEL WITH SAND (GP), FINE- TO COARSE -GRAINED WITH TRACE TO SOME GRAVEL AND ISOLATED COBBLES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO GRAY -BROWN WITH OCCASIONAL IRON OXIDATION STAINING. 4767.9 19.00 0 L/ LV � y A \� X I _, {..`,• . .. , ti :. : { : r ~ ' SILTY SAND (SM), FINE- TO COARSE -GRAINED WITH TRACE TO LITTLE GRAVEL AND ISOLATED COBBLES, LOOSE TO VERY DENSE WITH ISOLATED VERY LOOSE ZONES, SLIGHTLY MOIST• TO WET (BELOW GROUNDWATER), TAN TO BROWN TO DARK BROWN. V M 4757.9 29.00 /LEAN CLAY (CL) TO FAT CLAY (CH) WITH VARIABLE SILT AND \ 0 AFINE-GRAINED SAND CONTENT, SOFT TO STIFF, MOIST TO VERY MOIST, TAN TO BROWN. NOTES Template: Master Template - Default Letter - US / Strip Set Geotech BH Columns / Produced on : November 21 2024 by OpenGround + '� �_. CLIENT PROJECT :777617.7,1.15... -BOREHOLE NUMBER PB-5 A li Sheet 2 of 2 Kiewit PROJECT NAME St Vrain NUMBER 24-1-607 PROJECT LOCATION Platteville, Colorado DEPTH (ft) ELEVATION (ft) GRAPHIC LOG SAMPLE TYPE NUMBER BLOW COUNTS (N VALUE) DRY UNIT WT (pcf) MOISTURE CONTENT (%) ATTERBERG FINES CONTENT (%) LIMITS MATERIAL DESCRIPTION LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX '/// z LEAN CLAY (CL) TO FAT CLAY (CH) WITH VARIABLE SILT AND 4755.9 /, 31.00 FINE-GRAINED SAND CONTENT, SOFT TO STIFF, MOIST TO 0 \VERY MOIST, TAN TO BROWN. / SILTY SAND (SM), FINE- TO COARSE -GRAINED WITH TRACE TO - LITTLE GRAVEL AND ISOLATED COBBLES, LOOSE TO VERY - _ DENSE WITH ISOLATED VERY LOOSE ZONES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO DARK BROWN. - 8 11-15-22 354752-', °,• `:r (37) • 40 4747-:: '' ;. • 45 4742-'•. 50 4737 -: • 4735.9 - 51.00 0 CLAYSTONE BEDROCK, FINE-GRAINED SAND FRACTION, HARD TO VERY HARD, MOIST, GRAY TO BLUE -GRAY TO DARK GRAY. 50/6" 55_4732 (R) 4726.9 50/6" 60-4727 60.00 0 (R) Terminated at 60.00 ft. NOTES Template: Master Template - Default Letter - US / Strip Set Geotech BH Columns / Produced on : November 21 2024 by OpenGround K(-- l BOREHOLE NUMBER PB-6 Sheet 1 of 3 CLIENT Kiewit PROJECT NAME St Vrain PROJECT NUMBER 24-1-607 PROJECT LOCATION Platteville, Colorado DATE STARTED 09-25-2024 COMPLETED 09-26-2024 POSITION DRILLING CONTRACTOR ROCK EDGE DRILLING GROUND ELEVATION 4786.60 ft FINAL DEPTH 68.00 ft DRILLING METHOD HOLLOW STEM AUGER GROUNDWATER LEVELS: EQUIPMENT CME 55 V AT TIME OF DRILLING 25.30 ft HOLE SIZE V AT END OF DRILLING LOGGED BY CW CHECKED BY JDC V AFTER DRILLING 23.00 ft 10/3/2024 DEPTH (ft) ELEVATION (ft) GRAPHIC LOG MATERIAL DESCRIPTION SAMPLE TYPE NUMBER BLOW COUNTS (N VALUE) DRY UNIT WT (pcf) MOISTURE CONTENT (%) ATTERBERG LIMITS FINES CONTENT (%) LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX - - 5_ - - 10- 15- 20 - 25- 4782 4777 4772 4767 4762 4757 FILL: SILTY SAND (SM) TO CLAYEY SAND (SC) TO SILTY CLAYEY SAND (SC-SM) TO OCCASIONALLY, POORLY -GRADED SAND (SP), FINE- TO COARSE -GRAINED WITH TRACE GRAVELS, 4784.6 SLIGHTLY MOIST TO OCCASIONALLY MOIST, BROWN TO DARK 2.00 0 8-7/6" (R) 3-4-4 (8) (13) 3) 4-3-7 (10) 5-7-7 (14) 13-15-16 (31) 11-11-7 (18) 1-2/6" (R) 10-16-30 95 2 2 4 4 7 29 19 14 5 3 20 .. 1 • .; \BROWN WITH ISOLATED GRAY ZONES. / G I4-5-8 ZI Z ] POORLY- TO WELL -GRADED SAND WITH SILT (SP-SM/SW-SM) WITH ISOLATED LENSES OF POORLY -GRADED GRAVEL WITH SAND (GP), FINE- TO COARSE -GRAINED WITH TRACE TO SOME GRAVEL AND ISOLATED COBBLES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO GRAY -BROWN WITH OCCASIONAL IRON OXIDATION STAINING. 4772.6 14.00 0 • •20.00 SILTY SAND (SM), FINE- TO COARSE -GRAINED WITH TRACE TO LITTLE GRAVEL AND ISOLATED COBBLES, LOOSE TO VERY DENSE WITH ISOLATED VERY LOOSE ZONES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO DARK BROWN. 4766.6 0 i CLAYEY SAND (SC), FINE- TO COARSE -GRAINED WITH TRACE TO FEW GRAVELS, LOOSE TO MEDIUM DENSE, SLIGHTLY MOIST, TAN TO BROWN. 4762.6 24.00 0 LEAN CLAY (CL) TO FAT CLAY (CH) WITH VARIABLE SILT AND FINE-GRAINED SAND CONTENT, SOFT TO STIFF, MOIST TO V VERY MOIST, TAN TO BROWN. 4760.6 26.00 0 \ ) XJI ' .. SILTY SAND (SM), FINE- TO COARSE -GRAINED WITH TRACE TO LITTLE GRAVEL AND ISOLATED COBBLES, LOOSE TO VERY DENSE WITH ISOLATED VERY LOOSE ZONES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO DARK BROWN. NOTES Template: Master Template - Default Letter - US / Strip Set Geotech BH Columns / Produced on : November 21 2024 by OpenGround + It+A �_. CLIENT PROJECT Geotechnical and Materials Engineers "'�r&"a°`�es,Inc° BOREHOLE NUMBER PB-6 a. EnnronmeMal Su... Sheet 2 of 3 Kiewit PROJECT NAME St Vrain NUMBER 24-1-607 PROJECT LOCATION Platteville, Colorado DEPTH (ft) ELEVATION (ft) GRAPHIC LOG SAMPLE TYPE NUMBER BLOW COUNTS (N VALUE) DRY UNIT WT (pcf) MOISTURE CONTENT (%) ATTERBERG FINES CONTENT (%) LIMITS MATERIAL DESCRIPTION LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX SILTY SAND (SM), FINE- TO COARSE -GRAINED WITH TRACE TO • LITTLE GRAVEL AND ISOLATED COBBLES, LOOSE TO VERY - DENSE WITH ISOLATED VERY LOOSE ZONES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO DARK - :, :`:,, BROWN. 12 4752 :...• :•' 24-24-27 35 (51) - 4747 .'.t 12-1 14 NV NP 7 40- `•:,. ] -14 - 4742 -: • q 12-16-20 16 45 /\ (36) - : f;a•:: 4737-:%•:• `{ 3-7/6" 50 Q (R) _ 4735.1 f 'r 51.50 0 INTERBEDDED CLAYSTONE/SANDSTONE BEDROCK, SILTY IN PLACES, FINE-GRAINED SAND FRACTION, HARD TO VERY - ',-- HARD, LOW TO HIGH PLASTICITY SLIGHTLY MOIST TO MOIST, Y. BROWN TO ORANGE -BROWN TO GRAY TO BLUE-GRAY 4732 �] 50/6" 55- Q (R) 4727 = Z 50/6" 60 - (R) NOTES Template: Master Template - Default Letter - US / Strip Set Geotech BH Columns / Produced on : November 21 2024 by OpenGround + It+A �_. CLIENT PROJECT Geotechnical and Materials Engineers "'�r&"a°`�es,Inc° BOREHOLE NUMBER PB-6 a. EnnronmeMal Suentists Sheet 3 of 3 Kiewit PROJECT NAME St Vrain NUMBER 24-1-607 PROJECT LOCATION Platteville, Colorado DEPTH (ft) ELEVATION (ft) GRAPHIC LOG SAMPLE TYPE NUMBER BLOW COUNTS (N VALUE) DRY UNIT WT (pcf) MOISTURE CONTENT (%) ATTERBERG FINES CONTENT (%) LIMITS MATERIAL DESCRIPTION LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX INTERBEDDED CLAYSTONE/SANDSTONE BEDROCK, SILTY IN 50/6" 65- 4722 - PLACES, FINE-GRAINED SAND FRACTION, HARD TO VERY HARD, LOW TO HIGH PLASTICITY, SLIGHTLY MOIST TO MOIST, (R) BROWN TO ORANGE -BROWN TO GRAY TO BLUE -GRAY. _ -: 4718.6 68.00 0 _ Terminated at 68.00 ft. 4717- 70 - 4712- 75 - 4707 - 80 - 4702 - 85 - 4697 - 90 - 4692 - 95 - NOTES Template: Master Template - Default Letter - US / Strip Set Geotech BH Columns / Produced on : November 21 2024 by OpenGround I(+A BOREHOLE NUMBER PB-7 Sheet 1 of 1 CLIENT Kiewit PROJECT NAME St Vrain PROJECT NUMBER 24-1-607 PROJECT LOCATION Platteville, Colorado DATE STARTED 09-19-2024 COMPLETED 11-19-2024 POSITION DRILLING CONTRACTOR ROCK EDGE DRILLING GROUND ELEVATION 4786.40 ft FINAL DEPTH 15.00 ft DRILLING METHOD HOLLOW STEM AUGERS GROUNDWATER LEVELS: EQUIPMENT CME 55 SZ AT TIME OF DRILLING HOLE SIZE V AT END OF DRILLING LOGGED BY CW CHECKED BY JDC V AFTER DRILLING DEPTH (ft) ELEVATION (ft) GRAPHIC LOG MATERIAL DESCRIPTION SAMPLE TYPE NUMBER BLOW COUNTS (N VALUE) DRY UNIT WT (pcf) MOISTURE CONTENT (%) - - 5 - 10 15— 20- 25- 4782-:: - 4777;: 4772 — 4767- 4762- 4757 - u.08 \TOPSOIL. /4/80.3 \�j Al \ / I(\ j X 23-17/6" (R) 5_5_4 (9) 6-7/6" (R) 6-7-8 (15) 5-5/6" (R) 6-7-8 111 4 2 2 FILL: SILTY SAND (SM) TO CLAYEY SAND (SC) TO SILTY CLAYEY SAND (SC-SM) TO 2 OCCASIONALLY, POORLY -GRADED SAND (SP), FINE -TO COARSE -GRAINED WITH TRACE GRAVELS, SLIGHTLY MOIST TO OCCASIONALLY MOIST, BROWN TO DARK BROWN WITH ISOLATED GRAY ZONES. 4782.9 3.50 0 :.. , SILTY SAND (SM), FINE- TO COARSE -GRAINED WITH TRACE TO LITTLE GRAVEL AND ISOLATED COBBLES, LOOSE TO VERY DENSE WITH ISOLATED VERY LOOSE ZONES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO DARK BROWN. 9.00 47777.40 '' • :? ••: POORLY- TO WELL -GRADED SAND WITH SILT (SP-SM/SW-SM) WITH ISOLATED LENSES OF POORLY -GRADED GRAVEL WITH SAND (GP), FINE- TO COARSE -GRAINED WITH TRACE TO SOME GRAVEL AND ISOLATED COBBLES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO GRAY -BROWN WITH OCCASIONAL IRON OXIDATION STAINING. 4772.4 14.00 0 \�j LXYI {{ ,. •,', SILTY SAND (SM), FINE- TO COARSE -GRAINED WITH TRACE TO LITTLE GRAVEL AND ISOLATED 4771.4 15.00 COBBLES, LOOSE TO VERY DENSE WITH ISOLATED VERY LOOSE ZONES, SLIGHTLY MOIST TO o \WET (BELOW GROUNDWATER), TAN TO BROWN TO DARK BROWN. / (15) Terminated at 15.00 ft. NOTES Template: Master Template - Default Letter - US / Strip Set Geotech BH Columns / Produced on : November 21 2024 by OpenGround I(+A BOREHOLE NUMBER PB-8 Sheet 1 of 1 CLIENT Kiewit PROJECT NAME St Vrain PROJECT NUMBER 24-1-607 PROJECT LOCATION Platteville, Colorado DATE STARTED 09-19-2024 COMPLETED 09-19-2024 POSITION DRILLING CONTRACTOR ROCK EDGE DRILLING GROUND ELEVATION 4785.30 ft FINAL DEPTH 15.00 ft DRILLING METHOD HSA GROUNDWATER LEVELS: EQUIPMENT CME 55 SZ AT TIME OF DRILLING HOLE SIZE V AT END OF DRILLING LOGGED BY CW CHECKED BY JDC V AFTER DRILLING DEPTH (ft) ELEVATION (ft) GRAPHIC LOG MATERIAL DESCRIPTION SAMPLE TYPE NUMBER BLOW COUNTS (N VALUE) DRY UNIT WT (pcf) MOISTURE CONTENT (%) ATTERBERG LIMITS FINES CONTENT (%) LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX - 5 - - - 10- - 15- 20 - 25 - 4781 -•• 4776-:: -i: 4771 -✓.•• 4766 - 4761 - 4756 - U.UB \TOPSOIL. /411352 23-18/6" (R) 10-10/6" (R) 4-6-7 (13) 6-8/6" (R) 6-6-6 (12) 7-17/6" (R) 110 114 3 2 3 2 15 12 3 24 FILL: SILTY SAND (SM) TO CLAYEY SAND (SC) TO SILTY CLAYEY 2 SAND (SC-SM) TO OCCASIONALLY, POORLY -GRADED SAND (SP), FINE- TO COARSE -GRAINED WITH TRACE GRAVELS, SLIGHTLY MOIST TO OCCASIONALLY MOIST, BROWN TO DARK BROWN WITH ISOLATED GRAY ZONES. 4781.8 3.50 0 r' •.• '; :::': •. ..ti :. •.'- :• •• ', r • ' POORLY- TO WELL -GRADED SAND WITH SILT (SP-SM/SW-SM) WITH ISOLATED LENSES OF POORLY -GRADED GRAVEL WITH SAND (GP), FINE- TO COARSE -GRAINED WITH TRACE TO SOME GRAVEL AND ISOLATED COBBLES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO GRAY -BROWN WITH OCCASIONAL IRON OXIDATION STAINING. 4770.3 15.00 0 Z Z ] Terminated at 15.00 ft. NOTES Template: Master Template - Default Letter - US / Strip Set Geotech BH Columns / Produced on : November 21 2024 by OpenGround I(+A BOREHOLE NUMBER PB-9 Sheet 1 of 1 CLIENT Kiewit PROJECT NAME St Vrain PROJECT NUMBER 24-1-607 PROJECT LOCATION Platteville, Colorado DATE STARTED 09-20-2024 COMPLETED 09-20-2024 POSITION DRILLING CONTRACTOR ROCK EDGE DRILLING GROUND ELEVATION 4785.70 ft FINAL DEPTH 15.00 ft DRILLING METHOD HOLLOW STEM AUGER GROUNDWATER LEVELS: EQUIPMENT CME 55 SZ AT TIME OF DRILLING HOLE SIZE V AT END OF DRILLING LOGGED BY CW CHECKED BY JDC V AFTER DRILLING DEPTH (ft) ELEVATION (ft) GRAPHIC LOG MATERIAL DESCRIPTION SAMPLE TYPE NUMBER BLOW COUNTS (N VALUE) DRY UNIT WT (pcf) MOISTURE CONTENT (%) - - 5 - - 10 - - 15 20 -4766- 25 - 4781-.; 4776- - - 47714' 4761 - 4756 - U.U8 \TOPSOIL. /4/85.6 /1 Z X 15-15/6" (R) 6-4-3 (7) 4-7/6" (R) 6-6-9 (15)5) 8-10/6" (R) 9-10-12 105 1 2 FILL: SILTY SAND (SM) TO CLAYEY SAND (SC) TO SILTY CLAYEY SAND (SC-SM) TO 2 OCCASIONALLY, POORLY -GRADED SAND (SP), FINE -TO COARSE -GRAINED WITH TRACE GRAVELS, SLIGHTLY MOIST TO OCCASIONALLY MOIST, BROWN TO DARK BROWN WITH 4783.2 2.50 ISOLATED GRAY ZONES. 0 * • .:. ' :' POORLY- TO WELL -GRADED SAND WITH SILT (SP-SM/SW-SM) WITH ISOLATED LENSES OF POORLY -GRADED GRAVEL WITH SAND (GP), FINE- TO COARSE -GRAINED WITH TRACE TO SOME GRAVEL AND ISOLATED COBBLES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO GRAY -BROWN WITH OCCASIONAL IRON OXIDATION STAINING. 4772.7 13.00 0 • • • • ; ; SILTY SAND (SM), FINE- TO COARSE -GRAINED WITH TRACE TO LITTLE GRAVEL AND ISOLATED COBBLES, LOOSE TO VERY DENSE WITH ISOLATED VERY LOOSE ZONES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO DARK BROWN. 4770.7 15.00 0 Terminated at 15.00 ft. (22) NOTES Template: Master Template - Default Letter - US / Strip Set Geotech BH Columns / Produced on : November 21 2024 by OpenGround I(+A BOREHOLE NUMBER PB-10 Sheet 1 of 1 CLIENT Kiewit PROJECT NAME St Vrain PROJECT NUMBER 24-1-607 PROJECT LOCATION Platteville, Colorado DATE STARTED 09-19-2024 COMPLETED 09-19-2024 POSITION DRILLING CONTRACTOR ROCK EDGE DRILLING GROUND ELEVATION 4785.50 ft FINAL DEPTH 15.00 ft DRILLING METHOD HSA GROUNDWATER LEVELS: EQUIPMENT CME 55 SZ AT TIME OF DRILLING HOLE SIZE V AT END OF DRILLING LOGGED BY CW CHECKED BY JDC V AFTER DRILLING DEPTH (ft) ELEVATION (ft) GRAPHIC LOG MATERIAL DESCRIPTION SAMPLE TYPE NUMBER BLOW COUNTS (N VALUE) DRY UNIT WT (pcf) MOISTURE CONTENT (%) ATTERBERG LIMITS FINES CONTENT (%) LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX - 5-• - 10 15 20 - 25 - 4781-;•i 4776 - 4771 4766 - 4761 - 4756 - 0 0.18 \TOPSOIL. X7853' Z 9-11/6" (R) (9) 5-5/6" (R) 7-8-9 (17) 4-5/6" (R) 10(24 14 107 107 8 2 3 3 28 NV 14 NP 14 58 3 FILL: LEAN CLAY (CL) WITH VARIABLE FINE- TO COARSE -GRAINED 4 SAND CONTENT AND TRACE GRAVELS, SLIGHTLY MOIST TO MOIST, BROWN TO DARK BROWN. 4782.5 3.00 05-4-5 E- y •.` . .:. POORLY- TO WELL -GRADED SAND WITH SILT (SP-SM/SW-SM) WITH ISOLATED LENSES OF POORLY -GRADED GRAVEL WITH SAND (GP), FINE- TO COARSE -GRAINED WITH TRACE TO SOME GRAVEL AND ISOLATED COBBLES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO GRAY -BROWN WITH OCCASIONAL IRON OXIDATION STAINING. 15.00 4700.5 Terminated at 15.00 ft. ) NOTES Template: Master Template - Default Letter - US / Strip Set Geotech BH Columns / Produced on : November 21 2024 by OpenGround I(+A BOREHOLE NUMBER PB-11 Sheet 1 of 1 CLIENT Kiewit PROJECT NAME St Vrain PROJECT NUMBER 24-1-607 PROJECT LOCATION Platteville, Colorado DATE STARTED 09-19-2024 COMPLETED 09-19-2024 POSITION DRILLING CONTRACTOR ROCK EDGE DRILLING GROUND ELEVATION 4783.50 ft FINAL DEPTH 15.00 ft DRILLING METHOD HSA GROUNDWATER LEVELS: EQUIPMENT CME 55 SZ AT TIME OF DRILLING HOLE SIZE V AT END OF DRILLING LOGGED BY CW CHECKED BY JDC V AFTER DRILLING DEPTH (ft) ELEVATION (ft) GRAPHIC LOG MATERIAL DESCRIPTION SAMPLE TYPE NUMBER BLOW COUNTS (N VALUE) DRY UNIT WT (pcf) MOISTURE CONTENT (%) FINES CONTENT (%) - 5 - - 10 15— 20 - 25 - 4779 4774 4769 4764 4759 4754 u.08 \TOPSOIL. /4/83.4 n ] Z12-8-7 ] 14-17/6" (R) (15) 3-4/6" (R) 3-3-3 (6) 5-5/6" (R) 6-8-7 115 105 105 7 4 3 3 5 32 11 FILL: SILTY SAND (SM) TO CLAYEY SAND (SC) TO SILTY CLAYEY SAND (SC-SM) TO 2 OCCASIONALLY, POORLY -GRADED SAND (SP), FINE -TO COARSE -GRAINED WITH TRACE GRAVELS, SLIGHTLY MOIST TO OCCASIONALLY MOIST, BROWN TO DARK BROWN WITH ISOLATED GRAY ZONES. 4780.5 3.00 0 :•.15.00 SILTY SAND (SM), FINE -TO COARSE -GRAINED WITH TRACE TO LITTLE GRAVEL AND ISOLATED COBBLES, LOOSE TO VERY DENSE WITH ISOLATED VERY LOOSE ZONES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO DARK BROWN. 47608.57 Terminated at 15.00 ft. (15) NOTES Template: Master Template - Default Letter - US / Strip Set Geotech BH Columns / Produced on : November 21 2024 by OpenGround I(+A BOREHOLE NUMBER PB-12 Sheet 1 of 1 CLIENT Kiewit PROJECT NAME St Vrain PROJECT NUMBER 24-1-607 PROJECT LOCATION Platteville, Colorado DATE STARTED 09-20-2024 COMPLETED 09-20-2024 POSITION DRILLING CONTRACTOR ROCK EDGE DRILLING GROUND ELEVATION 4783.40 ft FINAL DEPTH 15.00 ft DRILLING METHOD HSA GROUNDWATER LEVELS: EQUIPMENT CME 55 SZ AT TIME OF DRILLING HOLE SIZE V AT END OF DRILLING LOGGED BY CW CHECKED BY JDC V AFTER DRILLING DEPTH (ft) ELEVATION (ft) GRAPHIC LOG MATERIAL DESCRIPTION SAMPLE TYPE NUMBER BLOW COUNTS (N VALUE) MOISTURE CONTENT (%) ATTERBERG LIMITS FINES CONTENT (%) LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX - 5- - - 10- - 15— 20 - 25 - 4779_:; 4774 - 4769 - 4764 - 4759 - 4754 — FILL: SILTY SAND (SM) TO CLAYEY SAND (SC) TO SILTY CLAYEY SAND (SC- SM) TO OCCASIONALLY, POORLY -GRADED SAND (SP), FINE- TO COARSE- GRAINED WITH TRACE GRAVELS, SLIGHTLY MOIST TO OCCASIONALLY MOIST, BROWN TO DARK BROWN WITH ISOLATED GRAY ZONES. 4779.4 4.00 0 X I 7-13/6" (R) 7-4-5 (9) 4-3-3 (6) 6-7-6 (13)3) 3-2-2 3 3 19 15 4 20 .: ' POORLY- TO WELL -GRADED SAND WITH SILT (SP-SM/SW-SM) WITH ISOLATED LENSES OF POORLY -GRADED GRAVEL WITH SAND (GP), FINE- TO COARSE -GRAINED WITH TRACE TO SOME GRAVEL AND ISOLATED COBBLES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO GRAY -BROWN WITH OCCASIONAL IRON OXIDATION STAINING. 4770.4 13.00 0 L(4) 7 • :'.'' ;. :. SILTY SAND (SM), FINE- TO COARSE -GRAINED WITH TRACE TO LITTLE GRAVEL AND ISOLATED COBBLES, LOOSE TO VERY DENSE WITH ISOLATED VERY LOOSE ZONES, SLIGHTLY MOIST TO WET (BELOW 4768.4 15.00 GROUNDWATER), TAN TO BROWN TO DARK BROWN. 07-11-13 Terminated at 15.00 ft. (24) NOTES Template: Master Template - Default Letter - US / Strip Set Geotech BH Columns / Produced on : November 21 2024 by OpenGround I(+A BOREHOLE NUMBER PB-13 Sheet 1 of 1 CLIENT Kiewit PROJECT NAME St Vrain PROJECT NUMBER 24-1-607 PROJECT LOCATION Platteville, Colorado DATE STARTED 09-20-2024 COMPLETED 09-20-2024 POSITION DRILLING CONTRACTOR ROCK EDGE DRILLING GROUND ELEVATION 4784.00 ft FINAL DEPTH 15.00 ft DRILLING METHOD HSA GROUNDWATER LEVELS: EQUIPMENT CME 55 SZ AT TIME OF DRILLING HOLE SIZE V AT END OF DRILLING LOGGED BY CW CHECKED BY JDC V AFTER DRILLING DEPTH (ft) ELEVATION (ft) GRAPHIC LOG MATERIAL DESCRIPTION SAMPLE TYPE NUMBER BLOW COUNTS (N VALUE) MOISTURE CONTENT (%) 5-4779::;'.: - - 10 -4774 _ - 15_4769 20 -4764- 25 -4759 -::. _7 FILL: LEAN CLAY (CL) WITH VARIABLE FINE- TO COARSE -GRAINED SAND CONTENT AND TRACE GRAVELS, SLIGHTLY MOIST TO MOIST, BROWN TO DARK BROWN. 4781.5 2.50 0 J�/I 1 9-11/6" (R) 5-4-5 (9) 6-6-6 (12) 6-8-8 (16) 8-7-7 (14) 6-7-10 1 0 1 • • •4769.0 . POORLY- TO WELL -GRADED SAND WITH SILT (SP-SM/SW-SM) WITH ISOLATED LENSES OF POORLY - GRADED GRAVEL WITH SAND (GP), FINE- TO COARSE -GRAINED WITH TRACE TO SOME GRAVEL AND ISOLATED COBBLES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO GRAY- BROWN WITH OCCASIONAL IRON OXIDATION STAINING. 15.00 0 ] I \ / X - Terminated at 15.00 ft. (17) ) NOTES Template: Master Template - Default Letter - US / Strip Set Geotech BH Columns / Produced on : November 21 2024 by OpenGround I(+A BOREHOLE NUMBER PB-14 Sheet 1 of 1 CLIENT Kiewit PROJECT NAME St Vrain PROJECT NUMBER 24-1-607 PROJECT LOCATION Platteville, Colorado DATE STARTED 09-20-2024 COMPLETED 09-20-2024 POSITION DRILLING CONTRACTOR ROCK EDGE DRILLING GROUND ELEVATION 4784.50 ft FINAL DEPTH 15.00 ft DRILLING METHOD HSA GROUNDWATER LEVELS: EQUIPMENT CME 55 SZ AT TIME OF DRILLING HOLE SIZE V AT END OF DRILLING LOGGED BY CW CHECKED BY JDC V AFTER DRILLING DEPTH (ft) ELEVATION (ft) GRAPHIC LOG MATERIAL DESCRIPTION SAMPLE TYPE NUMBER BLOW COUNTS (N VALUE) DRY UNIT WT (pcf) MOISTURE CONTENT (%) - 5 - - 10- - _ 15 20 - 25 - 4780-•;:; 4775- 4770 4765 - 4760 - 4755 - FILL: LEAN CLAY (CL) WITH VARIABLE FINE- TO COARSE -GRAINED SAND CONTENT AND TRACE GRAVELS, SLIGHTLY MOIST TO MOIST, BROWN TO DARK BROWN. 4781.5 3.00 0 j �] L 7 Xl 8-11/6" (R) 6-4-5 (9) 2-2/6" (R) 4-5-4 (9) 5-7-9 (16) 8) 103 1 1 :.;. . • • POORLY- TO WELL -GRADED SAND WITH SILT (SP-SM/SW-SM) WITH ISOLATED LENSES OF POORLY -GRADED GRAVEL WITH SAND (GP), FINE- TO COARSE -GRAINED WITH TRACE TO SOME GRAVEL AND ISOLATED COBBLES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO GRAY -BROWN WITH OCCASIONAL IRON OXIDATION STAINING. 4771.5 13.00 0 ` • ; ::15.00 SILTY SAND (SM), FINE- TO COARSE -GRAINED WITH TRACE TO LITTLE GRAVEL AND ISOLATED COBBLES, LOOSE TO VERY DENSE WITH ISOLATED VERY LOOSE ZONES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO DARK BROWN. 4769.5 0I Terminated at 15.00 ft. (1) NOTES Template: Master Template - Default Letter - US / Strip Set Geotech BH Columns / Produced on : November 21 2024 by OpenGround I(+A BOREHOLE NUMBER PB-15 Sheet 1 of 1 CLIENT Kiewit PROJECT NAME St Vrain PROJECT NUMBER 24-1-607 PROJECT LOCATION Platteville, Colorado DATE STARTED 09-20-2024 COMPLETED 09-20-2024 POSITION DRILLING CONTRACTOR ROCK EDGE DRILLING GROUND ELEVATION 4785.40 ft FINAL DEPTH 15.00 ft DRILLING METHOD HSA GROUNDWATER LEVELS: EQUIPMENT CMD-55 SZ AT TIME OF DRILLING HOLE SIZE V AT END OF DRILLING LOGGED BY CW CHECKED BY JDC V AFTER DRILLING DEPTH (ft) ELEVATION (ft) GRAPHIC LOG MATERIAL DESCRIPTION SAMPLE TYPE NUMBER BLOW COUNTS (N VALUE) DRY UNIT WT (pcf) MOISTURE CONTENT (%) - - - - 10 15—— 20 - 25 - 4781 4776,>,.' 4771 -: 4766 - 4761- 4756 - FILL: SILTY SAND (SM) TO CLAYEY SAND (SC) TO SILTY CLAYEY SAND (SC-SM) TO OCCASIONALLY, POORLY -GRADED SAND (SP), FINE- TO COARSE -GRAINED WITH TRACE GRAVELS, SLIGHTLY MOIST TO OCCASIONALLY MOIST, BROWN TO DARK BROWN WITH ISOLATED GRAY ZONES. 4781.9 3.50 0 �� \/� J(\'ll //' ] 10-11/6" (R) 6-7-4 (11) 3-4-5 (9) 5-7/6" (R) 6-4-4 (8) 7-11-10 102 5 1 2 .'. '. ';, ,; •:. POORLY- TO WELL -GRADED SAND WITH SILT (SP-SM/SW-SM) WITH ISOLATED LENSES OF POORLY -GRADED GRAVEL WITH SAND (GP), FINE- TO COARSE -GRAINED WITH TRACE TO SOME GRAVEL AND ISOLATED COBBLES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO GRAY -BROWN WITH OCCASIONAL IRON OXIDATION STAINING. 4770.4/ 15.00 0 Terminated at 15.00 ft. /y�l (21) NOTES Template: Master Template - Default Letter - US / Strip Set Geotech BH Columns / Produced on : November 21 2024 by OpenGround I(+A BOREHOLE NUMBER PB-16 Sheet 1 of 1 CLIENT Kiewit PROJECT NAME St Vrain PROJECT NUMBER 24-1-607 PROJECT LOCATION Platteville, Colorado DATE STARTED 09-20-2024 COMPLETED 09-20-2024 POSITION DRILLING CONTRACTOR ROCK EDGE DRILLING GROUND ELEVATION 4787.60 ft FINAL DEPTH 15.00 ft DRILLING METHOD HSA GROUNDWATER LEVELS: EQUIPMENT CME-55 SZ AT TIME OF DRILLING HOLE SIZE V AT END OF DRILLING LOGGED BY CW CHECKED BY JDC V AFTER DRILLING DEPTH (ft) ELEVATION (ft) GRAPHIC LOG MATERIAL DESCRIPTION SAMPLE TYPE NUMBER BLOW COUNTS (N VALUE) MOISTURE CONTENT (%) 5 - 10- 15— 20 - 25 - 4783-:.'. - 4778 - 4773 --e; 4768 - 4763 - 4758 - FILL: SILTY SAND (SM) TO CLAYEY SAND (SC) TO SILTY CLAYEY SAND (SC-SM) TO OCCASIONALLY, POORLY -GRADED SAND (SP), FINE- TO COARSE -GRAINED WITH TRACE GRAVELS, SLIGHTLY MOIST TO OCCASIONALLY MOIST, BROWN TO DARK BROWN WITH ISOLATED GRAY ZONES. 4783.67 4.00 0 5-4/6" (R) 3-2-2 (4) 4-4/6" (R) 3-3-2 (5) 7-8/6" (R) 10-9-7 2 • • • `. . POORLY- TO WELL -GRADED SAND WITH SILT (SP-SM/SW-SM) WITH ISOLATED LENSES OF POORLY- GRADED GRAVEL WITH SAND (GP), FINE- TO COARSE -GRAINED WITH TRACE TO SOME GRAVEL AND ISOLATED COBBLES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO GRAY- BROWN WITH OCCASIONAL IRON OXIDATION STAINING. 4772.6 15.00 0 X Terminated at 15.00 ft. (16) NOTES Template: Master Template - Default Letter - US / Strip Set Geotech BH Columns / Produced on : November 21 2024 by OpenGround I(+A BOREHOLE NUMBER PB-17 Sheet 1 of 1 CLIENT Kiewit PROJECT NAME St Vrain PROJECT NUMBER 24-1-607 PROJECT LOCATION Platteville, Colorado DATE STARTED 09-26-2024 COMPLETED 09-26-2024 POSITION DRILLING CONTRACTOR ROCK EDGE DRILLING GROUND ELEVATION 4786.40 ft FINAL DEPTH 15.00 ft DRILLING METHOD HSA GROUNDWATER LEVELS: EQUIPMENT CME 55 SZ AT TIME OF DRILLING HOLE SIZE V AT END OF DRILLING LOGGED BY CW CHECKED BY JDC V AFTER DRILLING DEPTH (ft) ELEVATION (ft) GRAPHIC LOG MATERIAL DESCRIPTION SAMPLE TYPE NUMBER BLOW COUNTS (N VALUE) DRY UNIT WT (pcf) MOISTURE CONTENT (%) - 5 - - - 10 - 15— 20 - 25 - 4782 -:: 4777;>,:; _i 4772 _:' - 4767 - 4762 - 4757 - FILL: SILTY SAND (SM) TO CLAYEY SAND (SC) TO SILTY CLAYEY SAND (SC-SM) TO OCCASIONALLY, POORLY -GRADED SAND (SP), FINE- TO COARSE -GRAINED WITH TRACE GRAVELS, SLIGHTLY MOIST TO OCCASIONALLY MOIST, BROWN TO DARK BROWN WITH ISOLATED GRAY ZONES. 4783.9 2.50 0 Z ] Xl 6-6/6" (R) 5-4-4 (8) 6-8/6" (R) 10-11-10 (21) 8-7-8 (15) 7-9-10 112 1 2 2 2 2 `.;. • } r ..15.00 POORLY- TO WELL -GRADED SAND WITH SILT (SP-SM/SW-SM) WITH ISOLATED LENSES OF POORLY -GRADED GRAVEL WITH SAND (GP), FINE- TO COARSE -GRAINED WITH TRACE TO SOME GRAVEL AND ISOLATED COBBLES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO GRAY -BROWN WITH OCCASIONAL IRON OXIDATION STAINING. 4771 4 0 Terminated at 15.00 ft. (19) NOTES Template: Master Template - Default Letter - US / Strip Set Geotech BH Columns / Produced on : November 21 2024 by OpenGround I(+A BOREHOLE NUMBER PB-18 Sheet 1 of 1 CLIENT Kiewit PROJECT NAME St Vrain PROJECT NUMBER 24-1-607 PROJECT LOCATION Platteville, Colorado DATE STARTED 10-02-2024 COMPLETED 10-02-2024 POSITION DRILLING CONTRACTOR ELITE DRILLING SERVICES GROUND ELEVATION 4786.90 ft FINAL DEPTH 15.00 ft DRILLING METHOD HSA GROUNDWATER LEVELS: EQUIPMENT MOBILE 348X V AT TIME OF DRILLING HOLE SIZE V AT END OF DRILLING LOGGED BY SP CHECKED BY JDC V AFTER DRILLING DEPTH (ft) ELEVATION (ft) GRAPHIC LOG MATERIAL DESCRIPTION SAMPLE TYPE NUMBER BLOW COUNTS (N VALUE) DRY UNIT WT (pcf) MOISTURE CONTENT (%) - 5 - 10-1777 15 -4772 20 -4767- - 25 _1762 4782 - FILL: SILTY SAND (SM) TO CLAYEY SAND (SC) TO SILTY CLAYEY SAND (SC-SM) TO OCCASIONALLY, POORLY -GRADED SAND (SP), FINE- TO COARSE -GRAINED WITH TRACE GRAVELS, SLIGHTLY MOIST TO OCCASIONALLY MOIST, BROWN TO DARK BROWN WITH ISOLATED GRAY ZONES. 4782.92 4.00 0 �/ LX1 /1 Z 4-5/6" (R) 3-4/6" (R) 2-2-3 (5) 3-4-5 (9) 4-6-6 (12) 4-6-4 114 2 2 .;. .' :^ • .:. POORLY- TO WELL -GRADED SAND WITH SILT (SP-SM/SW-SM) WITH ISOLATED LENSES OF POORLY -GRADED GRAVEL WITH SAND (GP), FINE- TO COARSE -GRAINED WITH TRACE TO SOME GRAVEL AND ISOLATED COBBLES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO GRAY -BROWN WITH OCCASIONAL IRON OXIDATION STAINING. 4771.97 15.00 0 Terminated at 15.00 ft. (10) NOTES Template: Master Template - Default Letter - US / Strip Set Geotech BH Columns / Produced on : November 21 2024 by OpenGround I(+A CLIENT PROJECT DATE DRILLING DRILLING EQUIPMENT HOLE LOGGED BOREHOLE NUMBER PB-19 Sheet 1 of 1 Kiewit PROJECT NAME St Vrain NUMBER STARTED CONTRACTOR METHOD SIZE BY 24-1-607 PROJECT LOCATION Platteville, Colorado 09-20-2024 COMPLETED 09-20-2024 POSITION ROCK EDGE DRILLING GROUND ELEVATION 4786.50 ft FINAL DEPTH 15.00 ft HSA GROUNDWATER LEVELS: SZ AT TIME OF DRILLING V AT END OF DRILLING CW CHECKED BY JDC V AFTER DRILLING DEPTH (ft) ELEVATION (ft) GRAPHIC LOG K m m A D r m m cn C) X v H 0 z SAMPLE TYPE NUMBER BLOW COUNTS (N VALUE) DRY UNIT WT (pcf) MOISTURE CONTENT (%) - - 5 - 10 15 20- 25- FILL: SILTY SAND (SM) TO CLAYEY SAND (SC) TO SILTY CLAYEY SAND (SC-SM) TO OCCASIONALLY, POORLY -GRADED SAND (SP), FINE- TO COARSE -GRAINED WITH TRACE GRAVELS, SLIGHTLY MOIST TO OCCASIONALLY MOIST, BROWN TO DARK BROWN WITH ISOLATED GRAY ZONES. 4783.0] 3.50 0 Z z ] 11-13/6" (R) 6-3-45 (7) 3-3-4 (7) 6-9-10 (19) 7-6-6 (12) 5(8) 111 5 1 1 4782 -..•::• 4777- - 4772 4767- 4762- 4757 - . •• • •: • .••ti ' .••1 ;`• y• POORLY- TO WELL -GRADED SAND WITH SILT (SP-SM/SW-SM) WITH ISOLATED LENSES OF POORLY -GRADED GRAVEL WITH SAND (GP), FINE- TO COARSE -GRAINED WITH TRACE TO SOME GRAVEL AND ISOLATED COBBLES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO GRAY -BROWN WITH OCCASIONAL IRON OXIDATION STAINING. • .:. 15.00 4701.5 Terminated at 15.00 ft. NOTES Template: Master Template - Default Letter - US / Strip Set Geotech BH Columns / Produced on : November 21 2024 by OpenGround I(+A BOREHOLE NUMBER PB-20 Sheet 1 of 1 CLIENT Kiewit PROJECT NAME St Vrain PROJECT NUMBER 24-1-607 PROJECT LOCATION Platteville, Colorado DATE STARTED 09-19-2024 COMPLETED 09-19-2024 POSITION DRILLING CONTRACTOR ROCK EDGE DRILLING GROUND ELEVATION 4785.00 ft FINAL DEPTH 15.00 ft DRILLING METHOD HSA GROUNDWATER LEVELS: EQUIPMENT CME-55 SZ AT TIME OF DRILLING HOLE SIZE V AT END OF DRILLING LOGGED BY CW CHECKED BY JDC V AFTER DRILLING DEPTH (ft) ELEVATION (ft) GRAPHIC LOG MATERIAL DESCRIPTION SAMPLE TYPE NUMBER BLOW COUNTS (N VALUE) DRY UNIT WT (pcf) MOISTURE CONTENT (%) ATTERBERG LIMITS FINES CONTENT (%) LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX - 5 -4780 _ 10 -4775 - 15-4770 20 -4765- 25 -4760 - -:: - FILL: SILTY SAND (SM) TO CLAYEY SAND (SC) TO SILTY CLAYEY SAND (SC-SM) TO OCCASIONALLY, POORLY -GRADED SAND (SP), FINE- TO COARSE -GRAINED WITH TRACE GRAVELS, SLIGHTLY MOIST TO OCCASIONALLY MOIST, BROWN TO DARK BROWN WITH ISOLATED GRAY ZONES. 4778.5 6.50 0 j 10-14/6" (R) 3-4/6" (R) 4-2-3 (5) (R) 4-4-4 (8) 10-15/6" (R) 125 102 9 10 6 4 6 15 13 2 25 • . • SILTY SAND (SM), FINE- TO COARSE -GRAINED WITH TRACE TO LITTLE GRAVEL AND ISOLATED COBBLES, LOOSE TO VERY DENSE WITH ISOLATED VERY LOOSE ZONES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO DARK BROWN. 4770.0 15.00 0 Z.6-8/6" - Terminated at 15.00 ft. NOTES Template: Master Template - Default Letter - US / Strip Set Geotech BH Columns / Produced on : November 21 2024 by OpenGround I(+A BOREHOLE NUMBER PB-21 Sheet 1 of 1 CLIENT Kiewit PROJECT NAME St Vrain PROJECT NUMBER 24-1-607 PROJECT LOCATION Platteville, Colorado DATE STARTED 09-19-2024 COMPLETED 09-19-2024 POSITION DRILLING CONTRACTOR ROCK EDGE DRILLING GROUND ELEVATION 4785.60 ft FINAL DEPTH 15.00 ft DRILLING METHOD HSA GROUNDWATER LEVELS: EQUIPMENT CME 55 SZ AT TIME OF DRILLING HOLE SIZE V AT END OF DRILLING LOGGED BY CW CHECKED BY JDC V AFTER DRILLING DEPTH (ft) ELEVATION (ft) GRAPHIC LOG MATERIAL DESCRIPTION SAMPLE TYPE NUMBER BLOW COUNTS (N VALUE) DRY UNIT WT (pcf) MOISTURE CONTENT (%) - 5 - 10 15 20 - 25 - 4781 - 4776-:" 4771-- 4766 - 4761 - 4756 - A' 'n'< 0.25 TOPSOIL. /1785.3 X ] ] Z 12-20/6" (R) 7-10-7 (17) 5-5/6" (R) 5-5-7 (12) 9/6„ 6-9/6" (R) 8(10 9 105 7 2 6 FILL: SILTY SAND (SM) TO CLAYEY SAND (SC) TO SILTY CLAYEY SAND (SC-SM) TO 5 OCCASIONALLY, POORLY -GRADED SAND (SP), FINE- TO COARSE -GRAINED WITH TRACE GRAVELS, SLIGHTLY MOIST TO OCCASIONALLY MOIST, BROWN TO DARK BROWN WITH ISOLATED GRAY ZONES. 4778.1 7.50 0 •,. :•. SILTY SAND (SM), FINE- TO COARSE -GRAINED WITH TRACE TO LITTLE GRAVEL AND ISOLATED COBBLES, LOOSE TO VERY DENSE WITH ISOLATED VERY LOOSE ZONES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO DARK BROWN. 15.00 4770 0.6) Terminated at 15.00 ft. NOTES Template: Master Template - Default Letter - US / Strip Set Geotech BH Columns / Produced on : November 21 2024 by OpenGround I(+A BOREHOLE NUMBER PB-22 Sheet 1 of 1 CLIENT Kiewit PROJECT NAME St Vrain PROJECT NUMBER 24-1-607 PROJECT LOCATION Platteville, Colorado DATE STARTED 09-24-2024 COMPLETED 09-24-2024 POSITION DRILLING CONTRACTOR SNOWSHOE DRILLING GROUND ELEVATION 4787.30 ft FINAL DEPTH 15.00 ft DRILLING METHOD HSA GROUNDWATER LEVELS: EQUIPMENT SZ AT TIME OF DRILLING HOLE SIZE V AT END OF DRILLING LOGGED BY SP CHECKED BY JDC V AFTER DRILLING DEPTH (ft) ELEVATION (ft) GRAPHIC LOG MATERIAL DESCRIPTION SAMPLE TYPE NUMBER BLOW COUNTS (N VALUE) DRY UNIT WT (pcf) MOISTURE CONTENT (%) - 5 _ - - - 10- - 15— 20 - 25 - 4783 4778,;:::: _ y: 4773-'••• �;.::`^ 4768 - 4763 - 4758 - FILL: SILTY SAND (SM) TO CLAYEY SAND (SC) TO SILTY CLAYEY SAND (SC-SM) TO SLIGHTLY MOIST TO OCCASIONALLY MOIST, BROWN TO DARK BROWN WITH OCCASIONALLY, POORLY -GRADED SAND (SP), FINE- TO COARSE -GRAINED WITH TRACE ISOLATED GRAY ZONES. 4781.8 5.50 0 j 11 \ Z247 4-5/6" (R)GRAVELS, 1-2/6" (R) 3-4/6" (R) (11) 4-5-6 (11) 7-8-7 97 15 2 2 4 ': '•• •;: :.:.; ; ::;; r '-•' ti 4 ;: t • POORLY- TO WELL -GRADED SAND WITH SILT (SP-SM/SW-SM) WITH ISOLATED LENSES OF POORLY -GRADED GRAVEL WITH SAND (GP), FINE- TO COARSE -GRAINED WITH TRACE TO SOME GRAVEL AND ISOLATED COBBLES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO GRAY -BROWN WITH OCCASIONAL IRON OXIDATION STAINING. 4773.3 14.00 0 •; `, SILTY SAND (SM), FINE- TO COARSE -GRAINED WITH TRACE TO LITTLE GRAVEL AND ISOLATED COBBLES, LOOSE TO VERY DENSE WITH ISOLATED VERY LOOSE ZONES, SLIGHTLY MOIST TO 15.50 \WET (BELOW GROUNDWATER), TAN TO BROWN TO DARK BROWN. / 4771 8 (15) Terminated at 15.00 ft. NOTES Template: Master Template - Default Letter - US / Strip Set Geotech BH Columns / Produced on : November 21 2024 by OpenGround I(+A TEST PIT NUMBER TP-1 Sheet 1 of 1 CLIENT Kiewit PROJECT NAME St Vrain PROJECT NUMBER 24-1-607 PROJECT LOCATION Platteville, Colorado DATE STARTED 09-18-2024 COMPLETED 09-18-2024 POSITION EXCAVATION CONTRACTOR SCOTTS'S EXCAVATING GROUND ELEVATION 4786.20 ft FINAL DEPTH 13.00 ft EXCAVATION METHOD GROUNDWATER LEVELS: EQUIPMENT MINI -EX SZ AT TIME OF EXCAVATION TEST PIT SIZE V AT END OF EXCAVATION LOGGED BY SP CHECKED BY JDC V AFTER EXCAVATION DEPTH (ft) ELEVATION (ft) GRAPHIC LOG MATERIAL DESCRIPTION SAMPLE TYPE NUMBER REMARKS - 5 10- — 15- 20 - 25 - -' 4782,.•'• - 4777-•;.: 4772 - 4767 - 4762 - 4757 - ••Vt: 0.58 TOPSOIL. 4785.6 D �7 p WC=2.0 +4=15 -200=1 NV NP WSS=0.04 RES=21,200 CL=0.005 pH=6.99 RE-DOX=148 OMC=10.6 MDD=125.0 A -1-b (0) WC=3.3 FILL: SILTY SAND (SM) TO CLAYEY SAND (SC) TO SILTY CLAYEY SAND (SC-SM) TO OCCASIONALLY, 2 POORLY -GRADED SAND (SP), FINE- TO COARSE -GRAINED WITH TRACE GRAVELS, SLIGHTLY MOIST 4784.4 1'79 JO OCCASIONALLY MOIST, BROWN TO DARK BROWN WITH ISOLATED GRAY ZONES. 1 •:;, •' '' ` :; .; `; . 4 :. ;: . / POORLY- TO WELL -GRADED SAND WITH SILT (SP-SM/SW-SM) WITH ISOLATED LENSES OF POORLY - GRADED GRAVEL WITH SAND (GP), FINE- TO COARSE -GRAINED WITH TRACE TO SOME GRAVEL AND ISOLATED COBBLES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO GRAY -BROWN WITH OCCASIONAL IRON OXIDATION STAINING. 4773.21 13.00 0 Terminated at 13.00 ft. NOTES Template: Master Template - Default Letter - US / Strip Set Test Pits / Produced on : November 21 2024 by OpenGround I(+A CLIENT PROJECT DATE EXCAVATION EXCAVATION EQUIPMENT TEST LOGGED TEST PIT NUMBER TP-2 Sheet 1 of 1 Kiewit PROJECT NAME St Vrain NUMBER STARTED PIT SIZE BY CONTRACTOR METHOD MINI 24-1-607 PROJECT LOCATION Platteville, Colorado 09-18-2024 COMPLETED 09-18-2024 POSITION SCOTTS'S EXCAVATING GROUND ELEVATION 4787.90 ft FINAL DEPTH 12.50 ft GROUNDWATER LEVELS: -EX SZ AT TIME OF EXCAVATION V AT END OF EXCAVATION SP CHECKED BY JDC V AFTER EXCAVATION DEPTH (ft) ELEVATION (ft) GRAPHIC LOG K m m A D r o m cn o zr -4 z SAMPLE TYPE NUMBER REMARKS - 5 - 10 -4778 — 15-4773- - 20 -4768 25 -4763- - ji42 4783:.:: - .4• • TOPSOIL. 4786.7 :• 1.13 7 D D ➢ D WC=5.5 +4=29 -200=14 WC=3.0 FILL: SILTY SAND (SM) TO CLAYEY SAND (SC) TO SILTY CLAYEY SAND (SC-SM) TO OCCASIONALLY, POORLY -GRADED SAND (SP), FINE- TO COARSE -GRAINED WITH TRACE GRAVELS, SLIGHTLY MOIST 4785.42 2.48 TO OCCASIONALLY MOIST, BROWN TO DARK BROWN WITH ISOLATED GRAY ZONES. 2 FILL: LEAN CLAY (CL) WITH VARIABLE FINE- TO COARSE -GRAINED SAND CONTENT AND TRACE GRAVELS, SLIGHTLY MOIST TO MOIST, BROWN TO DARK BROWN. 4783.3 4.58 2 ••` • POORLY- TO WELL -GRADED SAND WITH SILT (SP-SM/SW-SM) WITH ISOLATED LENSES OF POORLY - GRADED GRAVEL WITH SAND (GP), FINE- TO COARSE -GRAINED WITH TRACE TO SOME GRAVEL AND ISOLATED COBBLES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO GRAY -BROWN WITH OCCASIONAL IRON OXIDATION STAINING. :• 4775.4 12.50 0 Terminated at 12.50 ft. NOTES Template: Master Template - Default Letter - US / Strip Set Test Pits / Produced on : November 21 2024 by OpenGround I(+A CLIENT PROJECT DATE EXCAVATION EXCAVATION EQUIPMENT TEST LOGGED TEST PIT NUMBER TP-3 Sheet 1 of 1 Kiewit PROJECT NAME St Vrain NUMBER STARTED PIT SIZE BY CONTRACTOR METHOD MINI 24-1-607 PROJECT LOCATION Platteville, Colorado 09-19-2024 COMPLETED 09-19-2024 POSITION SCOTTS'S EXCAVATING GROUND ELEVATION 4786.40 ft FINAL DEPTH 10.50 ft GROUNDWATER LEVELS: -EX SZ AT TIME OF EXCAVATION V AT END OF EXCAVATION SP CHECKED BY JDC V AFTER EXCAVATION DEPTH (ft) ELEVATION (ft) GRAPHIC LOG K m m A D r o m cn o zr -4 z SAMPLE TYPE NUMBER REMARKS - - 5- - 10— 15- _ - 20- 25 - '•4" 0.38 • 4786.0 D D D WC=3.2 OMC=8.3 MDD=128.4 WC=1.8 4782 -: 4777-•>• �, 4772- - 4767- 4762 - 4757 — FILL: SILTY SAND (SM) TO CLAYEY SAND (SC) TO SILTY CLAYEY SAND (SC-SM) TO OCCASIONALLY, 2 4785.0 1.33 POORLY -GRADED SAND (SP), FINE- TO COARSE -GRAINED WITH TRACE GRAVELS, SLIGHTLY MOIST • `'• ': /. 7,:.ti^. .'�'ti •� . ti? •' ;, \TO OCCASIONALLY MOIST, BROWN TO DARK BROWN WITH ISOLATED GRAY ZONES. POORLY- TO WELL -GRADED SAND WITH SILT (SP-SM/SW-SM) WITH ISOLATED LENSES OF POORLY- GRADED GRAVEL WITH SAND (GP), FINE- TO COARSE -GRAINED WITH TRACE TO SOME GRAVEL AND ISOLATED COBBLES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO GRAY -BROWN WITH OCCASIONAL IRON OXIDATION STAINING. 4775.9A 10.50 0 Terminated at 10.50 ft. NOTES Template: Master Template - Default Letter - US / Strip Set Test Pits / Produced on : November 21 2024 by OpenGround I(+A TEST PIT NUMBER TP-4 Sheet 1 of 1 CLIENT Kiewit PROJECT NAME St Vrain PROJECT NUMBER 24-1-607 PROJECT LOCATION Platteville, Colorado DATE STARTED 09-18-2024 COMPLETED 09-18-2024 POSITION EXCAVATION CONTRACTOR SCOTTS'S EXCAVATING GROUND ELEVATION 4786.60 ft FINAL DEPTH 11.00 ft EXCAVATION METHOD GROUNDWATER LEVELS: EQUIPMENT MINI -EX SZ AT TIME OF EXCAVATION TEST PIT SIZE V AT END OF EXCAVATION LOGGED BY SP CHECKED BY JDC V AFTER EXCAVATION DEPTH (ft) ELEVATION (ft) GRAPHIC LOG MATERIAL DESCRIPTION SAMPLE TYPE NUMBER REMARKS - 5- 10— 15- 20 - 25 - 4782-:..:..:•; 4777-•'• 4772 - 4767 - 4762 - 4757 - '•n''' 0.38 TOPSOIL. 4786.2 A D 7 D WC=3.9 OMC=7.4 MDD=129.8 FILL: LEAN CLAY (CL) WITH VARIABLE FINE- TO COARSE -GRAINED SAND CONTENT AND TRACE 3 GRAVELS, SLIGHTLY MOIST TO MOIST, BROWN TO DARK BROWN. 4784.6 2.00 0 ::: _• : SILTY SAND (SM), FINE- TO COARSE -GRAINED WITH TRACE TO LITTLE GRAVEL AND ISOLATED COBBLES, LOOSE TO VERY DENSE WITH ISOLATED VERY LOOSE ZONES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO DARK BROWN. 4775.6 11.00 0 Terminated at 11.00 ft. NOTES Template: Master Template - Default Letter - US / Strip Set Test Pits / Produced on : November 21 2024 by OpenGround I(+A TEST PIT NUMBER TP-5 Sheet 1 of 1 CLIENT Kiewit PROJECT NAME St Vrain PROJECT NUMBER 24-1-607 PROJECT LOCATION Platteville, Colorado DATE STARTED 09-18-2024 COMPLETED 09-18-2024 POSITION EXCAVATION CONTRACTOR SCOTTS'S EXCAVATING GROUND ELEVATION 4786.70 ft FINAL DEPTH 11.50 ft EXCAVATION METHOD GROUNDWATER LEVELS: EQUIPMENT MINI -EX SZ AT TIME OF EXCAVATION TEST PIT SIZE V AT END OF EXCAVATION LOGGED BY SP CHECKED BY JDC V AFTER EXCAVATION DEPTH (ft) ELEVATION (ft) GRAPHIC LOG MATERIAL DESCRIPTION SAMPLE TYPE NUMBER REMARKS - 5 - 10-4777— _ 15-4772- 20-4767- 0- 25-4762 -- 4782 — 4767- - 4757 - -a. 'vr 0.25 TOPSOIL. 4786.4 7 D D A D 4O65.2 -200=32 LL=22 PI=9 WSS=0.00 RES=7,990 CL=0.005 pH=6.72 RE-DOX=262 OMC=7.2 MDD=131.0 A-2-4 (0) WC=2.5 FILL: SILTY SAND (SM) TO CLAYEY SAND (SC) TO SILTY CLAYEY SAND (SC-SM) TO OCCASIONALLY, 5 POORLY -GRADED SAND (SP), FINE- TO COARSE -GRAINED WITH TRACE GRAVELS, SLIGHTLY MOIST 4784 7 1.96 TO OCCASIONALLY MOIST, BROWN TO DARK BROWN WITH ISOLATED GRAY ZONES. 4 :; t• ' . ; : i: : ' ::" •: :: SILTY SAND (SM), FINE- TO COARSE -GRAINED WITH TRACE TO LITTLE GRAVEL AND ISOLATED COBBLES, LOOSE TO VERY DENSE WITH ISOLATED VERY LOOSE ZONES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO DARK BROWN. 4775.2 11.50 0 Terminated at 11.50 ft. NOTES Template: Master Template - Default Letter - US / Strip Set Test Pits / Produced on : November 21 2024 by OpenGround I(+A CLIENT PROJECT DATE EXCAVATION EXCAVATION EQUIPMENT TEST LOGGED TEST PIT NUMBER TP-6 Sheet 1 of 1 Kiewit PROJECT NAME St Vrain NUMBER STARTED PIT SIZE BY CONTRACTOR METHOD MINI 24-1-607 PROJECT LOCATION Platteville, Colorado 09-19-2024 COMPLETED 09-19-2024 POSITION SCOTTS'S EXCAVATING GROUND ELEVATION 4786.90 ft FINAL DEPTH 11.00 ft GROUNDWATER LEVELS: -EX SZ AT TIME OF EXCAVATION V AT END OF EXCAVATION SP CHECKED BY JDC V AFTER EXCAVATION DEPTH (ft) ELEVATION (ft) GRAPHIC LOG K m m A D r o m cn o zr -4 z SAMPLE TYPE NUMBER REMARKS - - 5 42 _ _ 10 —4777—'::. 15 -4772 20 -4767- _ 25 4762 '•4" 0.38 TOPSOIL. 4786.5 7 D ] D WC=2.0 +4=15 -200=1 NV NP A -1-b (0) FILL: SILTY SAND (SM) TO CLAYEY SAND (SC) TO SILTY CLAYEY SAND (SC-SM) TO OCCASIONALLY, 2 POORLY -GRADED SAND (SP), FINE- TO COARSE -GRAINED WITH TRACE GRAVELS, SLIGHTLY MOIST 4784.9 1.92 TO OCCASIONALLY MOIST, BROWN TO DARK BROWN WITH ISOLATED GRAY ZONES. 8 - 78,.. - - POORLY- TO WELL -GRADED SAND WITH SILT (SP-SM/SW-SM) WITH ISOLATED LENSES OF POORLY - GRADED GRAVEL WITH SAND (GP), FINE- TO COARSE -GRAINED WITH TRACE TO SOME GRAVEL AND ISOLATED COBBLES, SLIGHTLY MOIST TO WET (BELOW GROUNDWATER), TAN TO BROWN TO GRAY -BROWN WITH OCCASIONAL IRON OXIDATION STAINING. 4775.9 11.00 0 Terminated at 11.00 ft. NOTES Template: Master Template - Default Letter - US / Strip Set Test Pits / Produced on : November 21 2024 by OpenGround Kiewit FORT ST. VRAIN UNITS 7 & 8 GEOTECHNICAL ENGINEERING REPORT REV DATE : 23 JANUARY 2025 DOCUMENT NO.: 20055387-RPT-001 REV.: 0 ATTACHMENT 3 Woodward-Clyde-Sherard Geotechnical Report (1966) KIEWIT ENGINEERING GROUP INC. SOIL AND FOUNDATION INVESTIGATION FORT ST. VRAIN NUCLEAR GENERATING STATION NEAR PLATTEVILLE, COLORADO Prepared For PUBLIC SERVICE COMPANY OF COLORADO DENVER, COLORADO By WOODWARD-CLYDE•SHERARD AND ASSOCIATES 2909 West Seventh Avenue Denver, Colorado Wir July, 1966 WOODWARD-CLYDE - HERARD AND ASSOCIATES cc) ':Sllir: •.i; sol r.`.._I`:Ei.!i•: ` CO I.C}i;iSTS ER.C.J!OR',Eh:" 00-c,.: SOIL AND FOUNDATION INVESTIGATION PROPOSED FORT ST. VRAIN NUCLEAR GENERATING STATION PLATTEVILLE, COLORADO Prepared for Public Service Company of Colorado Attn: Mr. R. F. 4Va.lker, Manager, Planning and Analysis Electric Operations 550 15th Street Deaver, Colorado Job No. 9594-9309 July 8, 1966 TABLE OF CONTENTS • SCOPE SUMMARY OF CONCLUSIONS PROPOSED CONSTRUCTION SITE CONDITIONS SUBSOILS STRUCTURE FOUNDATIONS Drilled Piers Moderate Pressure Spread Footings or Mat Low Pressure Spread Footings FLOOR SLABS EXTERIOR PAVEMENTS EXCAVATION PROBLEMS GROUND WATER PERCOLATION TESTS SULFATE RESISTANT CEMENT AND ACCELERATORS LIMITATIONS FIGURES 1 & 2 - TEST HOLE LOCATION PLAN FIGURE 3 - ESTIMATED BEDROCK CONTOURS FIGURE 4 - ESTIMATED WATER TABLE CONTOURS FIGURE 5 - LOGS OF TEST HOLES - MAIN COOLING TOWER FIGURE 6 -LOGS OF TEST HOLES - REACTOR AND TURBINE BUILDINGS FIGURES 7 & 8 - LOGS OF TEST HOLES - OUTLYING AREA FIGURES 9 THROUGH 14 - GRADATION ANALYSIS FIGURE 15 - ALLOWABLE TOTAL LOAD FOR SQUARE FOOTINGS TABLE I - SUMMARY OF LABORATORY TEST RESULTS PAGE 1 1 2 2 3 4 5 8 10 10 10 11 11 12 12 12 ,S J. •+a:•.. •CE fj S. ERaNt arD aSSDCIa 1•_S TABLE OF CONTENTS (CONTINUED) TABLE II - GROUND WATER ANALYSIS REPORT SPECIFICATIONS FOR PLACEMENT OF COMPACTED FILL SPECIFICATIONS FOR COMPACTION OF CLEAN SAND AND GRAVEL FILL BY VIBRATION APPENDIX A - PUMP TEST DATA, EXISTING IRRIGATION WELLS APPENDIX B - PERCOLATION TEST DATA .,,....RO.C�Y7f.i•f AARC •MC ASSOC:•SES SCOPE This report presents results of a soil and foundation in- vestigation at the site of the proposed Fort St. Vrain Nuclear Generating Station to be constructed about 4 miles northwest of Platteville, Colorado. The study was made to assist in de- termination of the best types and depths of foundations and design criteria for them. Factual data gathered during the field and laboratory work are summarized on Figures 1 through 13, Tables I based on the results of our investigations and our experience in the area, are summarized below. SUMMARY OF CONCLUSIONS and II and Appendices A and B attached. Our opinions,,. (1) The subsoils at the site generally consist of a thin layer of loose sands, capable of supporting light structures, underlain by medium dense sands becoming gravelly with depth that can support moderate loads and thence by hard to very hard claystone bedrock, capable of supporting heavy loads, f ounl at depth 44 to 54 feet. Free water was found at depth 23- feet. (2) We believe the reactor and turbine buildings and heavy interior equipment, as well as the main and service water cooling towers, should be founded with straight shaft piers drilled into the claystone bedrock. (3) A completely acceptable alternative for the cooling towers is moderate pressure spread footings or a mat foundation on the medium dense sands. (4) Miscellaneous light equipment may be founded on the loose, near surface sands with low pressure spread footings. (5) We recommend that 3 test pier holes be drilled prior to construction to provide data for cost estimates. (6) The natural soils, exclusive of cultivated topsoil, will provide adequate support for normal, lightly loaded in- terior floor slabs. (7) Suggested minimum criteria are presented for floor slabs subjected to wheel loads and exterior pavements. { (B) Dewatering will be required to permit construction of the reactor building in, the dry. _£.5m fi.AO ...O wSSGC:.' ES - 2 - PROPOSED CONSTRUCTION As currently planned, the proposed construction will in- clude a nuclear power plant consisting of a 75x120 foot, 200 foot high reactor building with a proposed foundation level 32± feet below ground surface; an adjacent 140x185 foot, 90 foot high turbine generator building with lower floor at ground surface; a 75x420 foot main cooling tower, with foundation level 8 feet below ground surface, and a 30x40 foot service water cooling tower, which had not been firmly located at the time of our investigations; and miscellaneous light surface and underground storage tanks, tansformers, etc. Proposed foundation levels for the major structures are shown on Figures 5 and 6. Anticipated column loads in the reactor and turbine buildings range from 50 to 2,147 kips. The PCRV and internals unit and the fuel storage vault and auxiliary systems shielding unit, located in the reactor building, will involve loads of the order of 26,000 kips and 25,200 kips, respectively. The turbine generator condenser and foundation involve a load of 14,900 kips. We understood that maximum lateral loads of the order of 60 kips per column are anticipated at founda- tion level. The exterior walls of the main cooling tower will involve a load of the order of two kips per lineal foot. Access and parking lot pavements will be provided in the vici- nity of the structures. SITE CONDITIONS The site is a relatively level, cultivated field, sloping down gently to the north, dropping about 3 feet from the south side of the turbine building to the north side of the main ii •COD.,R�.rfA RC ♦NO ♦W,C.A7CS -/3 - cooling tower. Vegetation consisted of corn and milo stubble. The site is located about two miles south of the confluence of St. Vrain Creek and the South Platte ii.ver. St. Vrain Creek is about 3/4 mile to the west of and 35' feet below the site and the South Platte River about 3/4 mile east of and about 25 feet be- low the site. The location of several existing irrigation wells and irrigation ditches in the area, which were dry at the time of our investigations, are shown on Figure 1. There were no bed- rock outcrops on the site. There is a small, frame residence adjacent to the site with full basement at depth 7± feet. In- spection of this residence, which we assume is founded with con- ventional spread footings, indicated the residence and the base - meat floor slab were in good condition from a foundation standpoint., SUBSOILS The subsoils at the site are St. Vrain-Platte giver alluvial sands and gavels overlying Pierre shale bedrock. Generally, 3 to 8 feet of loose to very loose clean to silty, fine grained sands with occasional silty, clayey and gravelly lenses are under- lain by 30 to 35 feet of similar but medium dense, alluvial sands with fewer gravelly lenses and thence by 4 to 11 feet of medium dense to dense, slightly clayey, sandy gravel and hard to very hard, interlayered sandstone and claystone bedrock found at depth '46' to 51 feet. Free water was found at depth 23± feet. Estimated contours of the surface of the bedrock and the free water level are shown on Figures 3 and 4. We do not anticipate, based on our test holes and our experience in the area, that large abrupt differences in elevation will be found in the sur- face of the bedrock beneath the turbine -reactor building area, The •CCC•ARO•.�.,Y CF SlIiN•RC •MC ASSOC,ATg5 I. - 4 - shallow, loose sands are capable of supporting only low founda- tion pressures; the medium dense sand, moderate foundation pres- sures, and the bedrock, high foundation pressures. STRUCTURE FOUNDATIONS We have considered several types of foundations for the proposed structures, including: (1) straight shaft or belled piers drilled into the very hard sandstone-claystone bedrock, (2) end bearing piling driven to practical refusal in the clay - stone -sandstone bedrock, (3) moderate pressure spread footings on the medium dense sands or compacted fill replacing the loose sands, and (4) low pressure spread footings on the shallow, loose sands, We believe the best type foundation, considering both safety and economy, for the reactor and turbine buildings and heavy interior equipment, the main cooling tower and the service water cooling tower, is straight shaft or belled piers drilled into the sandstone-claystone bedrock. This type founda- tion permits founding the entire reactor and turbine buildings (with their wide range of column loads) and the heavy interior equipment with one type foundation on a single bearing strata, thus minimizing total and differential settlements. It also eli- minates risk of settlement of the cooling towers due to wetting of the foundation sands. We do not believe that driven piling is a feasible alternative due to the short lengths of piling required under the reactor building and the relatively light loads of the cooling towers. Moderate pressure spread footings or a mat foundation on the medium dense sands are, in our opinion, an acceptable alternative for the cooling towers where these sands will be found at proposed foundation level but will involve •6C D.a9 �. _�T,�,E :n'_Aagp AND aSSOCW ES - 5 - the risk of some settlement due to wetting of the foundation sands. We do not believe this alternative is appropriate for the turbine building or turbine generator condenser as it would be expensive because of the depth to the medium dense sands and all settlement would be differential with respect to the pier supported reactor building. We believe low pres- sure spread footings on the near surface, loose sands will be the most appropriate type foundation for miscellaneous, light interior and exterior structures. Detailed design criteria are presented below for piers drilled into the bedrock, moderate pressure spread footings on the medium dense sands and low pressure spread footings on the loose sands. We will be happy to provide criteria for driven piling, if desired. Drilled Piers We believe the structures, exclusive of light, miscella- neous interior and exterior equipment, should be founded with straight shaft piers drilled a minimum of four feet into the bard to very hard claystone-sandstone bedrock. Using this type foundation, individual columns are normally founded on single piers and continuous foundation walls or mat founda- tions on piers at intervals beneath the wall or mat. The load is transferred from the pier to the foundation stratum in end pressure on the bottom of the pier and side shear (friction) between the pier and the foundation stratum. This type founda- tion is very common in the Denver area and is highly competi- tive economically due to the large number of pier drilling contractors located here. The piers should be designed for a maximum end pressure . .••a J. C. v; p.;MEc•a; •M; 43$Ot.•`FS - 6 - of 60,000 psf and side shear of 6,000 psf for that portion of the pier in the bedrock. The sides of the pier holes in thebedrock should be grooved or otherwise artificially roughened to assure development of the side shear. The grooves are normally cut with a tooth mounted on the auger, are commonly spaced 18 inches to 3 feet apart vertically, and are of the order of two inches deep and six inches in height. We sug- gest a minimum pier spacing for straight shaft piers of 3 diameters, center to center. If closer spacing is used, 2 diameters center to center minimum permissible, the maximum end pressure and side shear criteria given above should be reduced 30 percent and the side shear based on the peripheral area of the group of piers in the bearing stratum. Piers subjected to lateral loads may be designed for passive lateral earth pressure providing the resulting horizon- tal deflections are tolerable. We estimate that the deflec- tion at the top of a single 5 foot diameter pier beneath the deep reactor building subjected to horizontal loads sufficient to develop passive earth pressure resistance would be of the order of 1 inch and that the deflection of a similar pier beneath the shallow turbine building, where the top of the pier would be in the loose near surface sands, would be of the order of 2 inches.. Deflect ions under lesser loads would be proportionately lower. We estimate the lateral deflection of a single 5 foot diameter pier beneath the reactor building subjected to a 60 kip lateral load at the top will be of the order of inch and that of a similar pier beneath the turbine ii building about inch. The deflections will, in our opinion, �i ..__�+i �.,Lr�E•+�EJ•:;. •n, •SSJ_,..ES • II 7 - occur essentially concurrent with first application of the load because of the granular foundation soils. Estimated values of unit weight and angle of internal friction for the foundation sands and gravels are tabulated below for use in passive pressure calculations: Soil Type Loose, near surface sands Medium Dense Sands Above water table Below water table Estimated Unit Weight in PCF Estimated Angle of Internal Friction, 0 in Degrees 100 30 120 35 57.5 35 Medium dense to dense gra- vel (Below water table) 67.5 40 The portion of the piers in the sandstone and claystone bed- rock may be designed for maximum lateral pressures of 7,500 psf on the vertical projection of that part of the pier in the bedrock. Casing will be required to permit dewatering, thorough cleaning and inspection prior to pouring concrete because of caving sands and ground water above the bedrock. The casing, which is normally pulled concurrent with or after pouring con- crete, is readily available in the area in diameters from 16 inches up.,tp, 5 to 6 feet. It is normally more economical in this area. to carry piers several diameters into the bedrock stratum and develop most of the load. in side shear than it is to utilize shallow ,penetration, larger diameter piers, even though rigs are available in the area for drilling holes up to 15 feet in diameter. Further, we prefer deep straight shaft piers to shallower belled piers or large shallow straight !i •oo G•.R 7.�'=ESnE VaFc anC ♦S106.*CS 11 - 8 - shaft piers which obtain all or most of their support in end bearing because, (1) the bearing strata that will take most of the load can be inspected rather than just the surface of the "end bearing" stratum and (2) possible softer weathered zones or layers in the sedimentary bedrock are more likely to be found near the surface than deeper in the formation. We recommend a minimum pier diameter of 24 inches to facilitate cleaning and inspection. Some of the bedrock is very hard and penetration to the desired depth may be difficult even with the largest pier drilling rigs, Williams LLDH or equivalent. We do not believe this will be a serious problem. However, if this is the case, we recommend that we be notified immediately as it may be possible, provided there is a sufficient thickness of the extremely hard materials beneath the hole, to accomplish changes in design criteria permitting shortening of the piers. We recommend that 3 test pier holes be drilled prior to construction to provide data for cost estimating, such as drilling time, difficulty of seating casing in the bedrock, water entry through bedrock and grooving time. The test holes should be drilled with a large (Williams LLDH or equi- valent) drill rig. Test pier diameter should be representative of design pier diameters, suggested diameter 3 feet, and the drilling should be continuously inspected by a competent soil engineer. Moderate Pressure Spread Footings or Mat An acceptable alternative for the main cooling tower and possibly, subject to confirmation of the subsoils when the site It �JL J++R:.�ITOE SNEA•Ac u.J aSSO!!a'ES - 9 _ is selected, for the service water cooling tower is to found the structure with spread footings or a mat on the medium dense sands below proposed foundation level. There is some risk of settlement induced by wetting of foundation sands due to leakage in the reservoir at the base of the cooling towers, but this risk has, in our opinion, been reduced by repeated irrigation of this site in past years. The footings should be designed for a maximum soil pressure of 6,600 to 4,800 psf, depending upon column loads and footing sizes, see Figure 15. Two factors, shear failure and settlement, must be considered in determining the maximum soil pressure. There is, in our opinion, no chance of shear failure occurring in foundation sands, such as those at this site, under reasonable loads. Settlement of footings on sand depends upon the relative density of the sand, the size of the footings and the load imposed"on them. The maximum soil pressures set forth on Figure 15 have been related to column load and footing size to minimize differential settlements. Settlement due to dead load will occur essentially concurrent with construction and that due to live load on first application of that load be- cause of the granular foundation soils. Foundation walls for continuous footings should be well re- inforced. We suggest a minimum amount of steel equivalent to that required for a simply supported span of 15 feet. Based upon our experience in the area, there may be pockets of unusually soft or loose soils at foundation level. Where such pockets are found, based upon inspection of the completed excavation by a competent soil engineer, they should be removed to a maximum depth equal to the width of the footing and replaced .007•.57•Ci,7E.SNEll.RC .ML .$50O,T ES - 10 with controlled fill constructed of the same sand compacted to 100% density (ASTM 0698-58T) . A suggested guide specification for compaction is attached. Low Pressure Spread Footings We believe the most appropriate type foundation for light, miscellaneous interior and exterior equipment and structures will be spread footings on the loose, near surface sands. The footings should be designed for a maximum soil pressure of 2,000 psf. Foundation walls for continuous footings should be well reinforced. We suggest a minimum amount of steel equiva- lent to that required for a simply supported span of 15 feet. Pockets of unusually loose sands found at footing level should be treated as discussed above for "Moderate Pressure Spread Footings". FLOOR SLABS The natural soils, exclusive of the very loose, cultivated topsoil, are, in our opinion, capable of supporting normal, lightly loaded interior floor slabs. Fill placed beneath floor slabs should be compacted to 95% density (ASTM D698 -58T) . We believe the on -site sands, exclusive of the thin, heavy root layer at the surface, will be satisfactory for construction of such fills. Where slabs are subjected to wheel loads, we suggest that 6 inches minimum of high quality base course compacted to 100% density (ASTM D698 -58T) be placed beneath the slabs. EXTERIOR PAVEMENTS The natural soils or controlled fill constructed of the I on -site or similar soils, compacted to 95% density (ASTM D698 -58T) 't; f l•oco,.Ra i.EZ2•soERAn u.p .1$0_I.: ES I I ;I - 11 - will, in our opinion, provide satisfactory support for exterior pavements. Where pavements will be subjected to light vehicu- lar traffic, similar to residential streets, we suggest a mini- mum pavement section consisting of 6 inches of high quality base course compacted to 100% density (ASTM D698 -58T) and two inches of asphaltic concrete. Where pavement will be sub- jected to heavier traffic, we suggest thickness of the base course be increased to 10 inches. EXCAVATION PROBLEMS The sands will, in our opinion, stand on temporary con- struction slopes of the order of 1:1 above the water table without bracing. Excavations below the water table will cave back to slopes of 2i:l or flatter unless dewatering, as dis- cussed below under "Ground Water', is accomplished in advance of the excavation. We do not anticipate the need for excava- tion bracing, but will be happy to furnish lateral earth pres- sure criteria for design of such bracing, if needed. GROUND WATER Free water levels were well below proposed foundation levels except beneath the reactor building where a 32± foot deep excavation is anticipated, which will extend 9f feet be- low free water levels measured during our investigations. We anticipate that dewatering will be required to permit construc- tion ofthe reactor building in the dry but will not be re- quired elsewhere, except for pier drilling, as discussed above. In our opinion, the best method of dewatering will be a con- ventional well point system or a ring of pumped wells. We do not believe that pumping existing irrigation wells in the area •oc•.a� Zuoc.SKtA.Ac .. o aSnZI r s - 12 - will materially affect free water levels beneath the reactor building as these wells are some distance away and are equipped with relatively low capacity pumps. We suggest that this be confirmed by additional free ouster level measurements in our plastic and metal cased exploratory holes during the coming irrigation season. Results of chemical analysis of a composite ground water sample are shown on Table II. The results of pumping tests on three of the existing irrigation wells are presented in Appendix A attached, PERCOLATION TESTS Two percolation tests were performed on the shallow soils in the vicinity of the reactor and turbine buildings for use in design of leaching fields for sanitary purposes. The re- sults, indicating high percolation rates, and percolation test procedures are shown in Appendix B. SULFATE RESISTANT CEMENT AND ACCELERATORS Laboratory tests on soil samples selected as representa- tive indicated a low percentage of water soluble sulfates. According to published standards, no special cement need be used in foundation concrete exposed to the soil. LIMITATIONS Although borings were spaced closely to obtain a reasonably accurate foundation picture, variations in the subsoils not indicated by the borings are always possible. It is advisable that completed excavations and pier drilling be inspected by a competent soil engineer to assure that subsoils are as indi- cated by the borings. Placement and compaction of fill should also be inspected by a soil engineer. We will be happy to 14 _..••a, .��.:� HER•R; •Mp•SSOC"af El - 13 - provide such inspections for you, if desired. If we may be of further service in discussing the contents of this report or in analysis of structural features from a soil and foundation viewpoint, please feel free to call on us. S. T. 'rho,nnson sTT : g (15 copies sent) •:C`.aR^ .. -. .n!9aaC AMC •SSOCtJ•FS APPROXIMATE SCALE I": 2000' R. 67 W. 1 4 Q US.G.S. 8.M . 1949 SC -I4 (El. 4792' ., See Fig. 2 for loco t ion of ;, test holes in +� this area. ; Well 4 j E •19 _ —"—� , Main '+ :cooling tower I 6 9, 04 Reactor► and } + l 5t' turbinesbldg a 71 IQ .1 ar r5 -.Well II iii �,pz.'-- - 3 Il, 25 i '16 It - _ r_ _ 8 Of rCM 11 ii , iI ' II , ' II S i fl C+y :+ Well S I LEGEND 1 • Test hole and number TEST HOLE LOCATION PLAN JOB NO. 9594-9309 15 � 3 z FORT ST. VRAIN NUCLEAR GENERATING STATION Platteville, Colorado FIG. I 0 0 N --r O Existing House JOB NO 9594-9309 -r 31 0 - 29 27 is V F' MAIN COOLING TOWER i4' 98' H 5b ! 59 4-1{ X10' •45 . __49 •47 SCALE f" t 50' 42 44 , REACTOR BUILDING 39 0 � 433 X40 •41 • — O O T •38 o' TURBINE BUILDING :o 133 ,—t" •34 •35 450' % -•� F'-- la NOTE: Percolation tests were; run In holes 48 and 49 see Fig. 6-I for logs. TEST HOLE LOCATION PLAN FORT ST. VRAIN NUCLEAR GENERATING STATION I Platteville , Colorado FIG. 2 ESTIMATED BEDROCK CONTOURS APPROXIMATE I “: 2000' •DOOtA au.CI FORT ST. VRAIN NUCLEAR GENERATING STATION Platteville, Colorado JOB NO. 9594-9309 FIG. 3 1 1 1 II I 1 APPROXIMATE SCALE 1'1=2000' R. 67 W. ESTIMATED WATER TABLE CONTOURS FORT ST. VRAIN NUCLEAR GENERATING STATION Platteville, Colorado rop Or AID.(LTO{-PIEfAOD MIo •ffoUai E3 JOB NO. 9594-9309 F1G.4 .334-NO1174313 0 a LIJ J O 2 W 0 z 7 0 V. Q N C W a 3 -L w= J • F O w Y c . Z JW O . O Y Va GO Q N N 41{y W r N> O a 4! s- w ° a N N • m C W J P W a a P C P N T N � h \ J r N N n m h :j. e!.. a WLL J v 2 v a N N N V N 3 1 � C Y a a y '"0- c Y V u y O O C —IL E 0 a aH 7 .0 T. r 1 .. E c a C µ O Ci a c 3 O y a a E o` 'D '13 C — Y a ca . _ e Y C ., g W a a E a o •u a j •Y O • 3. a - ~ > a {n a o Z0 > u Y Z Z ¢ Q C Q X J YI o CO U ::• a P O 0 n a 0 Ell E. .33s-M0I.asA 13, a NOTE: for derailed Legend and Notes see F g, 6. 1111 •1.1101 4. s Y _ 3 ; I • • 3 3 1 3. 4 . I, 2. + 3 t O . N ~ a .Ow s' oo� 32:t: • r, •� i 7�s 111 3" I . $'° Is 3 3 3 Al ?1 i i 1 _ 1 i • : j 3..i7I 6 t3 :1 u 3; r ₹.I• ,1 �2 1 S i; ft j r A 3l3 3 S F: _ „id S T 1 3 3 3 3 ,J 1:o S 3 .r 3 313 3 } i _ } 1_ 4 .r 1111 M111 �11� 1334 -? Q) .%313 ✓ f f f v Z. I n • i▪ t ti q f N T i - f - • O f C m N N N co J t ID A ti ti H O N N O n N N N 10 • N b A 4 Q U 4 N O H A m 4 T A a v a T ^ s W W J .. W 0 J 0 A • N 0 0 4 011'►• _ 1 .It, N n f', 'a!1. N' N y ' a N N n A z W C, ti - Y « v i U a v M W J.- N i `o P' 0 r L 4'7_ L N4 �aOl ar 4u Z i. 1a ». 11 .1 .:> Qs « _ E�1 o 3 v C:. i 91. d U , C V • .C. . M 7 • ..s • - N y 5 : T Y M ? y 0 9 r. .T. y 3 E 0 7 N N r C • Q 9 4 G. Z 2 z o -J - ID G o� QE L N 1.4 N s • 0 N N 0 .N.. •II, pl.' of 0 b f N 0 n 7 -or CS • 111 .40 N n 0 H \' -N \� ♦ N. N. 0 0 f O 0 N V 0 N ..33a-'4011743'3 2 n a �1 L I a O I 4, ti P. . P • Z. 1333 - NO! 17A313 0 0 tl N -J J O I', N 0 W J _ W N m b W* J_. 0 W R1 N n W J_ 0 W N N M la N ; W J =W 0 N J° SW A W n J SW W^ J �_ 2 W - 0 v - . zW • m W J tl W 2 W G7 W J very slit, (weathered Claystonr) 0 0 4 � T • Y � b � e c t 41 la Z z 0 O H • 4 c a a z J J 4 U U El al W > w 4 0 O w 4 f 2 • J E =• • of 4 4 w • a _ 4 - 4 J i U T CLAY, slit( ICL—CHL 0 O • S a r 0 n f 0 N <o • Ds.• 1O11, W 0 z C W W • N .. .. �• , O. _ . . . �, .e... , ,. C w1 N oh 0 0 n 0 olio N N V N M1 CN e: Op T N N N N T 7 a i 0 • op. 0 N e 7 n i N • • i33a • ROIi1A313 , FORM NO WCS-4 PERCENT PASSING WOODWARD, C+_YDE, SHEPARD ANo ASSOCIATES GRADATION ANALYSIS SIEVE ANALYSIS HYDROMETER ANALYSIS CLAY (PLASTIC) TO 31LT(N0N-PLASTIC) SAND GRAVEL 'COBBLES '+N' MEDI.:M COARSE ri r1 E. COARSE 'COBBLES .:s ST'N0AR0 `.ERtES CLEAR S0UARE OPENINGS 1 25118. 7118 45M1n. I59iN. 50�lN 1 N 4u.: M... 'M °.^,^ X50 "3P 1e 9 4 34 3/i +'7z' 3.. -5.. 8" 100 - - ---- 0 90 80 70 GO 40 30 20 10 0 100 90 BO Z 70 to 60 4 a 50 z w 40 a 30 PERCENT PASSING 20 10 0 100 90 80 70 60 50 40 30 20 10 0 .001 002 005 .005 .0 9 .037 .074 .149 .297 590 t.19 2.38 4.76 9.52 19.1 38.1 76.2 127 200 TIME READINGS f 4 ± 1 -�• r- Hble —Depth--490-E ' I ± f 1Sandy Silt, Siltstone) (MO (Pu light lver i ed ---� l I Nbn-Plastic Hole I ueptn 4.0' Sand, Silty SP-SM 1 Non -}Mastic' r _ Hole 4 ----depth 24.0' linty Non -Plastic 'O 20 30 .z 40 1- W 50 1- 6C W V 70 w BO 90 00 1 'C 20 30 eJ 50 N0 70 80 90 00 0 30 4;; 50 60 70 90 90 DIAMETER OF PARTICLE IN MILLIMETERS FIG.9 100 Job No. 9594-9309 FORM NO WC9-4 WOGDWARD, CLYDE, SHERARD ANC) ASSOCIATES GRADATION ANALYSIS HYGROMETER ANALYSIS SIEVE ANALYSIS CLAY (PLASTIC) TO SILT (NON- P1.A STIO) SAND SR A V L NE F �1 4E0!u�.1 OARSS C^.ARSE COBBLES 25'•R 7HR 45 100 90 80 C7 = 70 41) r(. Q 2 40 Q: a 30 PERCENT PASSING PERCENT PASSING 20 10 0 I00 90 80 70 60 50 40 30 20 10 0 100 TIME (HEADINGS '1.5 3 i.Nf3AR0 SERIES • :. •'OS 'IO'] *5C 130 415 *9 I gble 4 1 � ---- � I } ! Sand, 1 II Silty 13 y -.- vepthi44 I__ -0-- I __..gave i _I (SP-SM) .1 1 Non- WSTid Hole 4 Depth 54 0' C -1'd Y , au Y APqlverj.zqd- glaY_. stone). (CL) 1 i Liquid Plasticity Limit = 34.8 Index - t 1 20.4 i 1 I r L 90 80 70 80 50 40 30 20 10 0 .004 002 005 .009 .019 .037 074 149 297 590 1.19 2.38 4.76 9.52 19.1 38.1 76,2 127 200 DIAMETER OF PARTICLE IN MILLIMETERS le 4 Dbpth 6410' Hb Non -Plastic CLEAR SQUARE OPENINGS *4 3/p 3f :/2' 3.. 5.. B" 1 'C 20 30 40 F - LA.. 2 50 z 60 w u Cc 70 w 0. 90 90 I CO r, r 2C 33 43 50 60 0 80 90 00 0 I3 20 2 a cr z S. 30 w z 40 w Cr 50 60 70 80 90 100 FIG, 10 Job No. 9594-9309 FORM NO WCS-4 PERCENT PASSING PERCENT PASSING PERCENT PASSING WOODWARD, CLYDE, SHERARD Amo ASSOCIATES GRADATION ANALYSIS l HYDROMETER ANALYSIS CLAY {PLASTIC) TO SILT (NON -PLASTIC) 25H8 ?RR. 45 100 90 80 70 '.J 40 30 20 10 0 100 90 80 70 60 50 40 30 20 10 0 $00 90 80 70 60 50 40 30 20 10 0 .001 002 005 009 TIME =READINGS SANO F:t.`: 1 ME3.tIJ'A I COARSE' ';AN0AN0 SERIES e,_ ; a50 r30 4=6 *5 SIEVE ANALYSIS GRAVEL IC088LE rite COARSE CLEAR SQUARE OPENINGS *4 3,4 34 ,z 3,. 5., ! i Bole 5 I K t 13"— Sand, Silty p ptli r cs : I 1 I i I 1- on- lactic i l I 1 i Hole 5 E I Depth 3310' } Jlj Sand,L_ParayelAy Silty (SP= I ) Non -Plastic i I ' I L I I 1 L U5 Ifir 4814-4- - r---Ho�l�e�0 ' I ,=r� T _.L._._ i tl r i Non -Plastic 0 9 037 074 $49 297 590 $19 DIAMETER OF PARTICLE IN MILLIMETERS IC 20 30 s0 53 60 70 130 90 0 U X 0 20 O 30 Z 40 u 50a. I - z 60cr 70 3- 80 90 00 0 ,0 23 30 40 50 60 70 80 90 $00 .I 3tl.I 76.2 127 200 FIG. 11 .t cc 2 U C' 3. Job N). 9594-9309 ROHM NO. wce-4 20 PERCENT PASSINt WOQL)WANC), Ct.i OE., STIR KAku Ah0 AS OCIA 1 S GRADATION ANALYSIS cHY0R0ME1'ii I ANALYSIS ------ - -SIEVE ANA_t. 1R. - - _ CI.AY(PLASTIC)TOSILT (NON-PlA4TICY SAND GRAVEL rCOYBl S __ _ �fj71 IAFQIUM COARSE FINE COARSE r ----TIME NEA01N4 1 w--- -- :J S SI1NDAH0 SCNIES "IT""CLEAR yOUAHE OPENINGS I T NN. 4; ., k p tl a s r 3,. $i,. { �. H 45Y1q tbYIN bUIiIN. l',t'1N 4YI1i. � AIM Q It!1j 7A SG. le 8 < • � I /� J�� S" 411 10 100 •sJ 60 70 60 50 40 30 20 I .. jf 2.{ le pth 29 ie t ptb `39 t- B�le 7t ......� _. i.......__. _ . Depth - -155.40c.-_.. { I -f - ra iro.1 • - Sand Silty I (GP -G -i- Nbn-lbla-,ti�f___ _�__.._..`..._. I i- _ Tay - lay, Sandy 1 (Pu}.verized C'toa'e) I 1CL) t I t f .._. Liquid mit ;32.3 r.. __.•..i - Plastici y index -. 14 .r. .. , _ ..... i i . I - I. - - 0 20 )u2 40 )- 44.. :0 b0 ur iC• �r a liu 90 S., :J•;1 002 008 009' :79 037 074 .49 291 390 ..9 2 36 4 76 9 S2 .9.1 36l 762 127 2C:. DIAMEIEN OF rAkTICLk IN MIL Li MkrERS FIG. 12 Job No. 9594-9309 FORM NO wC3-4 PERCENT PASSING 25,16 111R 4511IN 151/1,1 100 80 7;1 40 30 2u 10 0 I00 80 80 70 �+ 61) a I- yr' z W440 U 2 6.i 3. PERCENT PASSs 20 W OCOWAR D, CLYDE,. SHERAAD AND ASSOCIATES GRADATION ANALYSIS I HYDROMETER ANALYSIS CLAY (PLASTIC) TO SILT 4NON-PLASTIC} _ TIME H£AOIN.)S • 50 'eh 11,44 4AtII. I NIN •100 SIEVE ANALYSIS SANO FINE L MEnIJM I COARSE U S SNnANV SE, lE5 "0.1 *SO •34 *to •6 GRAVEL tcoeeLEs COARSE FINE CLEAR SQUARE OPENINGS •4 .3;� 3/i 1112 3.. 5. _ Hple- "- th-~ 54- 0- (___-I__ Silit sandy y, I -_,_stone (Pfflvtip (ML) ik, ed'-3t'it-- _. _ _ _ _._.._ _ _-_._._ on -Plastic _._.__.___ ..--.__ _L. ____4_____, __ i 1- 1 I ......._.1. ----r _ L _ I I 1 8' O t r I clay-- ;-Sriot _ �-- Saniy. (Pulver ize{3-- Cla;ystbne} (C)} -._....,,_.., —_._ r gii"Iier—trout _ ' =' 34 2 _ . _.._.._ . __.. .._ . _. __._ _.PlasticitK..,Index-- 1f>`..61. _._ Hole 10 .Depth 9R -.T bC 50 40 3.) 21• tai I) 0)I ^d2 005 00: C,9 037 074 149 297 990 119 2.36 476 9.52 19,1 3@1 76.2 127 200 DIAMETER OF PARTICLE IN MILLIMETERS 1 I -.__._. t H- T Said, bxayelly n �7.88t1C' 20 SI• 40CC I- 50 z 60 Iu U 70 w 0. 80 9U :30 20 30 z 40 50 I - z 6u W 70 60 9u ,co 20 U 30 Z 4C P - Phi 50 ¢ 60 w 70 a 60 90 100 FIG. 13 Job No. 9594-9309 filRM NO WCS -4 z vJ 0. PERCENT PASSING PERCENT PASSING WOODWAt- D, CLYDE, SHERARD ANO ASSOCIATES GRADATION ANALYSIS I HYDROMETER ANALYSIS CLAr (PLASTIC) TO 25pR lnN sj AI;N I.ViM 9a 81. 7 all — .30 20 10 J 100 90 du 70 60 50 40 30 20 IC 100 90 TIME .?'4D SIEVE ANALY S S SAND GRAVEL r •t" ..� '.:t ) 4 ( CA :n I\ 'i.H.• ::44 ,4I ES 6.1 ht N I. N •:.I:•, ' N.•. ''• '1 s: 74•.:. '$I' ' 1 Alf St COARSE COBBLES CLEAR SQUARE OPENINGS 44 L' 3/4 I "? •" 5" I T.._ _. . . --T._- I I I I I Able I0 ) Clay, Sandy - ' t}r`-3-9i -, - _.._ f[____I--.-#-- (C'fl)_l __t. ...--f-- ._.-_.__�.._.- -- _ , - �...- __.__. ' . `I - 4 1 -- - ,- ) I _l_ I 1 I T - I t Iiqud Lim�t -t s3. iastte-ty-4Inder ri - ._..�-._ i r -_.;___.T HID r'"JJepTh # .. 1 --'•- 1 -- _ I - ..... ___t_—..._--- ' f ..; I �`i3' I : + _ _ 4. _ rI San Silty d•r ave /-1y _ • _ . _ _ __. rL.. T Non T� i .• '__--.d —� --4- - ......-r I - —. —Plastics 'f--- _ ---I— ...__..t. ) -_.. a __.. a............' _ . m ____+........ i i ; I 8� - Ple. 4?.., I I j.. I + - Silt, Sandy_. Depth 1:54;0 _!_.._ �__�__ I (ML) (Si ltstone ) 7c --+ — t--- } )'_ -� I. , I -_.t - -. • •• •• I 4 5) 40 30 20 U 0'31 002 005 003 319 03T .074 149 29T 59' 19 2 38 4 7b 9 92 19.1 38.1 76.2 127 200 DIAMETER OF PARTICLE IN MILLIMETERS l ; a T f 1- 1 iii1JI.fftTJ. 9 CQ FIG. 14 z Ct u. Job No. 9594-9309 615 wrsl wK SOl► FISSION[ - PIP C0WM LO&O - AIPI 7000 6500 600o 5500 5000 14500 _ 2100 2 5 10 WIITN OF FOOTING FEET 15 20 MAX ItLtt SO fI PPESSN;tE 6E?EkTii FOOTINGS 1800 fir---- +----_ _ .. _.--•-- { _.___._____ 1500 t---..—� 1 1200 '900 600 r--- 0 .. - 4. 2x2 5x5 10110 15a15 20x20 silt OF SOIGNE FOOTING • FUT AU.(dA8LE TOTAL LOAD FOR SQUARE FOOTtNGs Job No. 9594-9309 FIG. 15 JOB NO. 9594-9309 O zto Qu 03 w I- Q U O N 0) Q O Q W I N W 0 } U d y4 } O 0 0 Water Soluble SOIL TYPE Sulfate Group 2 2 2 2 2 2 2 2 5 4 4 • 2 2 2 1 Non -Plastic 5 Non -Plastic 2 2 2 Non -Plastic 2 2 2 1 Non -Plastic 2 34.8 20.4 4 Non -Plastic 5 4 2 ITRIAXIAL SHEAR TESTS DEVIATOR CONFINING STRESS PRESSURE (PSF) (PSF) UNCONFINED COMPRESSIVE STRENGTH (PSF) ATTERBERG LIMITS LIQUID PLASTICITY LIMIT INDEX (%) (°/°) NATURAL DRY DENSITY (PCF) NATURAL MOISTURE (%) O O CO cO d• VI C.O di d• o d' m r•i rl HOLE DEPTH (FEET) 0000000000000000000000en000 OO d1aIli TrTr000CItrI0CI0ai0aid'd'md•rnCIa)d'd11 od' r-1 N Cr) TV r-i N Cr) 'II In is r-1 N cv) d+ r•i r -I N N c*? Cn VI Ln V O ti N C� 3 d• to JOB NO 9594-9309 N H a_ 0 O N N a a z 4 O cr a CC W I N w O I 0 O CC 4 O 0 0 w J CO Q N J J N w I- N H } 0 Q 0 m a J 0 } a 2 2 3 N SOIL TYPE Group NNNNNNNNNONNN rIr-ITIINNNNNNN,ItVcr)N N CD 4) 4.)=LkIA ar-iri moo rn rn TRIAXIAL SHEAR TESTS CONFINING PRESSURE (PS F) DEVIATOR STRESS (P SF) UNCONFINED COMPRESSIVE STRENGTH (PS F) C3 U G7 C2 ATTERBERG LIMITS PLASTICITY INDEX (%) -Q •rf •r4 •ri ri •.. m CD m CD C r -I r -I r-4 r-i r -I r -I of LIQUID LIMIT (%) I I !Ili Cr) CI Z z z xZ CI NATURAL DRY DENSITY (PCF) NATURAL MOISTURE (°h) ti CO In Cr) CO In r-i N r-i DEPTH (FEET) 000000UL00000000 OOOOOOOOOOOO C1'IC V043V(flCOO O C3a) Cr) Cr) CT) VI Cr) If) If) Cr) Ill 01OIn•t'd' /-4fiNNCr) 0OCr) Cr) 1n I-4NDIVin r-INNMCnInln ri N w -' 0 in (O N al Page 2 of 8 9594-9309 0 z m 0 N J w W Q O 0 N N W Q O Z a a • —0 a La tu • co - Q o Q o CO I Q o J o b 3 ° o } 0 3 4 2 2 7 N 0 2,h o C+l+--�OVNNNMNNNVNNNNNNWVNNN�-+NNNN O M k.--1 +� 0' ZtIcft MsAM ra ra (7 W z¢— - J(' - N z W .a. o lZ ¢ O y W y 0 UNCONFIN ED W >m N V• ' W w2,,, V) a w a ¢ a O 0 0 N I--' J ¢ W aa a W 4 F N J a W O p 2 O . a2? J - J V V rf rf 44M4a Tr a co as cy r-1 H L� y( 42 m rA W Cr ¢ 4 0 Z 2 OMO ON N (-t N CS M CO H ~ a W w c 00000000fn0000000000fn000v000 0 vvvmmmmmmmNvvvvvvvvmmmvm COCftAQ2 rqNM01TPOCO r'aCgOlIP QDCO r4NC7M P4 CV w -J 0 I N Page 3 of 8 JOB NO. 9594-9309 rn I- a_ U 0 N N Q z Q cc Q cc w S N O >- 1 U O cr 4 O 0 0 d z� o3 N F- 3 Ul W I- N W >- - La J Q CC p a J U. 0 >- 2 2 N SOIL TYPE Group • N TrulNNNNr-Ir-Iu)NNNr-INNu0NNNuIVINNNunul Water Oluble ulfate TRIAXIAL SHEAR TESTS CONFINING PRESSURE (psF) DEVIATOR STRESS (PSF) UNCONFINED COMPRESSIVE STRENGTH (PSF) ATTERBERG LIMITS PLASTICITY INDEX (°/°) U rl 42 tri o vso Q+ ci z NATURAL DRY DENSITY (PCF) NATURAL MOISTURE (%) N • N DEPTH (FEET) OOO4OOOOOOOOOOOOOOOOOu1OOOOOO . . . . . . . . . . . . . . . . M M O O VI CV dI d+ erQ) dI M CSl Q1 Chi Qn Q+ Crl VI VI VI N Q) d) aS GI N VI M •1 4 u7 ►-IN ('7 V►1 C) -Icsi n Tr co N r -I c.) Tr, vs r -I N Tit u) w J o tr u7 c0 l` Page 4 of 8 JOB NO. 9594-9309 0 iN 03 N W F - Q U 0 N Ih 4 0 2 CC 4 cc W I N W >. I U CC O O W J CL1 H J D 0) W CG U) W I- W 0 I- 4 0 a) a J 19 /NN fir 4 3 N Water Soluble Sulfate SOIL TYPE Group N N N N N N N N N N N N N N N N N N N N N N N N N N N N OO O O O o O 0 y 4 . TRIAXIAL SHEAR TESTS CONFINING PRESSURE (P SF) DEVIATOR STRESS (P SF) UNCONFINED COMPRESSIVE STRENGTH (PS F) • ATTERBERG LIMITS LIOUI D PLASTICITY LIMIT INDEX (%) (°/0) NATURAL DRY DENSITY (PCF) NATURAL MOISTURE (0/0) DEPTH (FEET) OOOOOOOOOOOOOOOOOOOOOOOOOOOO d1 CA ell C4NNNC CIINf?ITVC')NNCINNNVCIerCICIVIC3VI N r-1 .-1 r-1 ri N e-1 r1 r-1 4 r i r-1 pi NCI r-4 r-1 W f o r N CC m O r4 N C'7 N N N CO C7 CeJ CI Page 5 of 8 9594-9309 0 z O N J w W CC U 1- o N ' W a _ } 0 Q `O X w L- W J m N Q � LA; 0 0 m J a U ,J o t. °C 0 4 o o CC 3 2 2 N SOIL TYPE Group NNNNNNNNVNNNNUINNNNNrIel4NNNNI-11t1 Water Soluble Sulfate TRIAXIAL SHEAR TESTS CONFINING PRESSURE (PSF) DEVIATOR STRESS (PSF) UNCONFINED COMPRESSIVE STRENGTH (PSF) ATTERBERG LIMITS PLASTICITY INDEX (°/C) LIQUID LIMIT (%) NATURAL DRY DENSITY (PCF) DEPTH NATURAL, HOLE (FEET) MOISTURE 00000000000000 000000000000 0 ViV'N C.0 0ItC39 Cr) 0NT.•CAill dtCAeft CI) VI414d,t•Nt•••NM0 H if lTM r-irN0O r.iNNVIO r1r-1NC7tP CO dr in tp t - c? M M Cr) Cr) Page 6 of 8 JOB NO. 9594-9309 CLYDE, SHERARD AND ASSOCIATES fi 3 0 0 0 0 fN au 03 u. N I -- ...I J U) W CC F- N W I— > - CC —0 II, I.- _i < m 4 CC CO a J IL 0 >- 4 i 2 U) SOIL TYPE Group N N N N V N N N N N r -IV N N N V N N N N O V V N N N Water Soluble Sulfate F-1 r -I e-i 0 00 0 00 0 0 0 Ni v Ni TRIAXIAL SHEAR TESTS CONFINING PRESSURE (PSF) DEVIATOR STRESS (PSF) UNCONFINED COMPRESSIVE STRENGTH (PS F) ATTERBERG LIMITS PLASTICITY INDEX (/0) oi- o_o J -F NATURAL DRY DENSITY (PCF) NATURAL MOISTURE (04) DEPTH (FE ET) 0000000000000000000000000000 .... .. ... d'4rtiG» S.NNN V(X)CIVVC) V V00[�NNNVd VV(3) V r -I r -I Cn Tr r-1 r -I N Cr) dI uJ 0 ,-1 d+ U r -I rI Cy in c0 N W O S COCO V VV V co 4F 0 C. tx 4 a 9594-9309 O m 0 WOODWARD, CLYDE, SHERARD AND ASSOCIATES RESULTS F - N W F- } CC 0 CC 0 CO J IL O >- CC Sa S Y7 SOIL TYPE Group N14Il dNNNNr-1NNNNMNNNNr-1Tr Crl NNN CVM0d4 Water Soluble Sulfate 42 24.0 58.0 64.0 43 57.6 11.2 119.2 101,300 58 11.1 130.2 79,400 44 12.0 17.0 22.0 39.0 45 4.0 9.0 14.0 24.0 39,0 46 7.0 12.0 17.0 22.0 44.0 58.0 74.0 47 4.0 9.0 14.0 24.0 tube 4 48.0 0.008 59.0 TRIAXIAL SHEAR TESTS DEVIATOR CONFINING 1 STRESS PRESSURE (PSF) (PSF) UNCONFINED COMPRESSIVE STRENGTH (PSF) ATTERBERG LIMITS I - u x w c N o O -J 0- 0 ode J DEPTH NATURAL NATURAL DRY HOLE (FEET) MOISTURE DENSITY (%) (PCF) Page 8 of 8 V] a 0rn 0 sx Brown -Rust, Gray 03 +► as +► o 'CI tO n a.14 2 a Clay (CL -CH) 0 +a aS 0 Slightly Clayey, 0 0 ID• M CI im4 _ Cx O U 4-)0 CO • 1a C) CO (f] ... TABLE II GROUND WATER ANALYSIS REPORT Composite of three water samples from TH3, TH7, and THII taken March 24, 1966, March 22, 1066 and March 26, 1066 during drilling. Total Hardness as CaCO3 Hardness as Calcium Ca Hardness as Magnesium Mg Alkalinity (P) Alkalinity (M.O.) Iron Fe Manganese Mn N i t ra t o NO3 Silica SiO2 Chloride CI Turbidity (estimated) pH value (Beckman) Sedement Color Odor at room temp. 376.0 ppm 342.0 ppm 34.0 ppm 0.0 ppm 216.0 ppm 0.3 ppm 0.3 ppm 3.0 ppm 2.5 ppm 80.0 ppm 200.0 * units 7.65 units considerable slight smotcey 2-M** * Turbidity taken on settled water after standing 48 hours. ** L_ Musty odor at room temperature. .000..vo _Lror sr,r a.ND ANA A JI .rts SPECIFICATIONS FOR PLACEMENT OF COMPACTED FILL General The Soil Engineer shall be the Owner's representative to con- trol the fill operation. The Soil Engineer shall approve the material, the method of placing and'compaction, and shall give written approval of the completed fill after having taken sufficient tests to assure compliance with the specifications. Materials Soil having 1OO percent finer than 6 inches will be satis- factory for fill. Preparation of Natural Ground The excavated surface under the area to be filled shall be scarified, moistened if necessary, and compacted in the manner specified below for the subsequent layers of fill. Vegetation and topsoil shall be removed before beginning preparation of natural ground. Placing Fill No brush, sod, frozen material, or other perishable or un- suitable material shall be placed in the fill. Distribution of material shall be such as to avoid lenses differing substantially from the surrounding material. The materials shall be delivered to the fill in such a manner as to result in a well and uniformly compacted fill. Before compacting, the fill material shall be spread in approximately horizontal layers not greater than 8 inches thick. Moisture Control The material, while being compacted, shall contain the opti- mum moisture for compaction distributed uniformly throughout the layers. The contractor shall be required to add moisture to the material in the excavation if, in the opinion of the Soil Engineer, it is not possible to obtain proper and uniform moisture by adding water on the fill surface. Compaction When the moisture content and condition of each spread layer is satisfactory, it shall be compacted by an approved method to at least 95 % of maximum density for backfill around the structure and beneath floor slabs and beneath exterior pavements, and to 10O% for fill beneath the foundations and base course beneath floor slabs and pavements. Compaction tests will be performed on typical fill materials, and density tests of the fill will be taken. The compaction standard to be utilized to determine the maximum density is ASTM D698 -58T, using 25 blows of a 5.5 -lb. ham- mer, dropped 12 inches on 3 soil layers in a 1/30 cubic foot mold, Moa■,110.CLVOE•lMelIA110 •M0 ♦tnaOa?of SPECIFICATIONS FUR COMPACTION OF CLEAN SAND AND GRAVEL FILL by VIBRATION General The Soil Engineer shall be the Owner's representative to con- trol the fill operation. The Soil Engineer shall approve the material, the method of placing, and compaction, and shall give written approval of the completed fill after having taken suffi- cient tests to assure compliance with the specifications. Materials • The fill material must be cohesionless free -draining sand or gravel, having 100 percent finer than 4 inches, and 2 maximums of fines (-#200 sizes) . Preparation of Natural Ground The excavated surface under the area to be filled shall be scarified, moistened if necessary, and compacted in the manner specified below for the subsequent layers of fill. Vegetation and topsoil shall be removed before beginning preparation of natural ground. Placing Fill Nu brush, sod, frozen material, or other perishable or unsuit- able material shall be placed'in the fill. Disti'ibution of material; on the fill shall be such as to avoid the formation of lenses dif- fering substantially from the surrounding material. The materials shall be delivered to the fill surface in such a manner as to re- 1 suit in a well and uniformly compacted fill. Before compacting, the fill material shall he spread in appro- ximately horizontal layei s not greater than 12 inches .thick if compactiu + is by surface vibrating equipment, or not more than the length of the vibrator head if compaction is by internal vibrators.k' Moisture Control The material, Chile being compacted, shall contain the proper moisture for compaction, as approved by the Soil Engineer, dis- tributed uniiorwly throughout the layers. Compaction The soils shall be deposi ted in layers and compacted by surface ,or internal vi br t i ng equipment, or by other means approved by the Soil Engineer, to a relative density not less than 90% beneath floor slabs and pavements and 100% beneath foundations as deter- mined by Bureau of Reclamation's Designation E-12 of the Earth Manual, let Edition, 1960. The relative density of a cohesionless, free -draining soil is defined as its state of compactness with re- spect to the loosest and most compact states at which it can be placed by laboratory procedures. The relative density will be based on the following formula; wherein max. den. is the highest laboratory dry unit weight of the soil, min. den. 'is the lowest laboratory dry unit weight of the soil, and in -place den. is the dry unit weight of the soil in place: max. den.'x (in- lace den. • min. den.) Rol. Den.(%) x 100 in -place den. x tmax. den. - mein. den.) . ol'...O.CI rOk.,gt.tRU AMU ,SSOCIATeS APPENDIX A PUMP TEST DATA EXISTING IRRIGATION WELLS il3j • wJUra ill 5 / _ 3 i E 13)! - blltA313 S • t o C C W .Z C. Q J 4.3 gn ICY cpi c. 0 4, . • s s s i a a: Y e: ! ! s .• r . f e es. • i L5 ed ! .4 i w• s —12 s O 8 it w Pik 1311 - nIlPA711 v= 0..9 p'!'•a.°.n•d'e • / • •. ‘74.•5'4::..°:•.• '� 040.p0a 8 R 3 R 3R $ a «2 • .N91, 131 - Milwa } • i • • 01'19 (amt muse _� - 1W 3-7 i r 3 O • I I •I • • J 1311 - MOUVAro s • e V • V S O • J 133! - •')I ILA 112 1. 3 r mese I re. ream wait wanes. J. • . .9^59 WO' SC 2 • • • • • Cr 4 • yCCut k S y 4' • 41 • oSi , VI • Igo a 4, a • '4 • 3 3 J O • � Z H IJ ~ i 4 N> Summai , ' of Pumping Test Computaticn«s Proposed Nuclear Power Plant Site Platteville, Colorado Transmissibility of the aquifer was computed from drawdown-recovery data compiled during test pumping of wells No. 8, No. 11 and No. 4. Computation of coefficient of permeability was based on the general equilibrium equation: Q loge r2 Py rl '2l) (81-S2) Q=discharge of pumped well P -coefficient of per- meability h1&h2= depth of water in two obser- vation holes during pumping r1&r2= distances from pumped well to two observation holes s1&s2= drawdown of the water table at two. observation holes Transmissibility is the product of coefficient of permeability and thickness of the water -bearing sand and gravel. Recovery Equation is T= 264 Q log t/t' s T - Transmissibility of water bearing sand and gravel Q discharge of pumped well t = initial elapsed time t'= subsequent elapsed time s'= residual drawdown Page 1 of 4 Well No. 4 Test Results a) Using Equilibrium Equation Well 4 and Obs 4 - P - 3300 GPD/ft2 T - 96,900 GPD/f t Well 4 and Obs 3 P T - 3559 GPD/ft2 ▪ 98,583 GPD/ft Well 4 and Obs 2 P - 2783 GPD/ft2 T - 82,099 GPD/ft Well 4 and Obs 1 P - 3740 GPD/ft2 T - 109,430 GPD/ft Obs 1 and Obs 2 P - 2190 GPD/ft2 T - 62,918 GPD/ft Obs 1 and Obs 3 P - 3115 GPD/ft2 T - 90,325 GPD/ft Obs 2 and Obs 3 P - 7630 GPD/ft2 T - 218,981 GPD/ft Average P m 3760 GPD/ft2 Average T - 109,416 GPD/ft b) Recovery T4-3- 212,000 GPD/ft T 276,000 T4_5- 325,000 Average T = 271,000 GPD/ft Overall Average P4-3- P4-4 4-5s 7850 GPD/ft2 9200 10,830 P - 9027 GPD/ft2 P - 6394 GPD/ft2 T - 190,000 GPD/ft Page 2 of 4 Well No. 8 Test Results a) Using Equilibrium Equation Well 8 and Obs. 8-1 (Equilibrium) P = 3170 GPD/ft2 T - 190,200 GPD/ft Well 8 and Obs. 8-2 (Equilibrium) P - 4030 GPD/ft2 T - 236,964 GPD/ft Obs. 8-1 and Obs. 8-2 •(Equilibrium) P - 7350 GPD/ft2 T - 422,180 GPD/ft Well 8 and Obs 8-4 (Equilibrium) P a 2450 GPD/ft2 T - 74,700 GPD/ft Average P 4250 GPD/ft2 Average T 231,000 GPD/ft b) Recovery: Ts = 214,000 GPD/ft T8-1- 198,000 GPD/ft T8-2 95,000 GPD/ft Average T = 169,000 GPD/ft Overall Average P - 3575 GPD/ft2 T = 200,000 GPD/ft P8 3 570 GPD/ft P8-1= 3300 GPD/ft2 P8 -2a 1650 GPD/ft2 2 Average P 2900 GPD/ft2 Page 3 of 4 Well No. 11 Test Results a) Using Equilibrium Equation Well 11 and Obs 11-1 P = 2200 GPD/ft2 T - 55,000 GPD/ft Well 11 and Ohs. 11-2 P - 3720 GPD/ft2 T = 93,000 GPD/ft Well 11 and Obs. 11-3 P - 3920 GPD/ft2 T - 98,000 GPD/ft Well 11 and Obs. 11-4 P - 3420 GPD/ft2 T - 78,700 GPD/ft Average P - 3900 GPD/ft 2 Average T - 95,500 GPD/ft b) Recovery: T11- 167,000 GPD/ft T11-2= 234,000 T11-3- 190,000 T11-5- 118,000 Average T - 177,000 GPD/ft Overall Average P = 5,700 GPD/ft2 T - 136,000 GPD/ft Obs. 11-2 and Obs. 11-3 P = 6340 GPD/ft2 T - 152,000 GPD/ft P11- 6'700 GPD/ft P11-2= 11,000 P11-3= 7,700 P11-5- 4,700 2 Average P = 7,500 GPD/ft2 Page 4 of 4 TEST DATA - C4 a AI E w 'r %1 • E w .1, tCJ .55 F1umE .56 F- 11E Seep -i4 of ditch LI .57 Ditcl CD xa NN,NEP0 ►n . FW-4 c 4 . 4f) •av-a 4-4 o a D an �� •r4 =z o 1•rl 0 o cz .� cc cri `'-I 'H - o a+. a ecov r Starte cd i, 0 Ii 1 JH f T38.90 13.75 T 13.75 ' 585 3 9.0 13 : 85 1 13.85-1 58-5 39.05T-13.90 13.90 J 585^ ff Q 13.35 13.35 0 4f) r O OoDr-4 M in rN4r-4 lfi CI tf) N CI rri! tf) 4l s ( it 0 0Mr-i 4 4) f) N rI 4f M ri L13.25 J (SD 0 CO 0 In Co M ..... r. 0W/MP it) r -I 4n N 10 r-4 0 Cr) 0 Q COCO ct 0 CO M 0 W Co M _ Y : w L 0 E G 0 O V O 2 O . Ill 1. s- N rfil w ON IT in 4 E 0 4f�00400�4f?d40 riM'd4d4TrCDN0 NNMMMCOM'd4 ri ri -';M0 ri • ri ri 114:1211121 04n000Ch0N M00r4GriCQCV r-4McDNN Ot--0c) CDMcDN CDWOQri0C) 00Crl NM Co �' ri r-4 ri Md4MN+4f)Or0 Tr 4ri ••INCOFH r4 1 r4 QD r4 0MiOCV NCCCON "+"I r I ri CV NN r'4 '� ri I N r i lf3 1r d4 N 'ci4 4- CI d4 d4 County welt' Personnel nr State Colorado Dote ( s 1 April 24-28', 1966 T _ Qpd /f t. S aquifer(s) Alluvium of S. Platte & St. Vrain B a r. press. Remarks .C. # N j CJ a 03 --t- I I Nt 01 v a C ---1-- -1— ' � V 4- : m,0r4Ulr-CD-c+MNNOC4cn�0ot-C..- b lj.... Q in uItnOU1U1UI erMNN r• 4-4 ntnau1In r4 r4r-lr{ inulotnul0in+nb f s,tD� ,n'V !k Oaserved dd.._ rec. (feet) 4.05 u)O+n r4Unr4Q1ePM!CVrg0 MNNr4riu4Er-4rlri kurtn,tnsnoLa �lnInb co It- I' I , to .nCD to � 4n In 4, CDl ! { L j I jE I j , Obs. well ( ) Name Depth f t. m ft. r ft. r2 -- DW/MP _29.20 1 Otn M co NN t,D t`• _27.301 OOOOu?OOolop ri t` NNNINNNiVkViN, Co to to to eV to M top CV r4 'Cfl 'tD 10 ?6� to pn INN:I: f 1')Op co V) ICO g)1� p GO In V ►t7 NF4cV J.- o V) n • Al ! I 1 Pumped well #4 Name P, S. Nuclear lilt.) Depth 54 ft. m 29.0 rw Hole 1 ft- Casing in. r2 -• ` OOOCDr-lerOMN O0OC..QDUU9ePMC�7NNNNr4 al r4 AOtD tDllt-tocoDo MNd rr4rr44-4 CDNC�l`•t`-i`• al ] Co �M La CDl�cot4 r4ertDt`CDr40)C.. ririr4r4riNNNMePn't04)01r{H W p M C, M 0101V1 MM er r) -eru7(D M NNNN ri dr v M ri to MM M r4 Co CI CO r4 112:3743371 CD MeVerereV 01 CDC4Trult`-� M NN ri N co er eV r4 d1 co eV ••CICVNNNMC+7MC''1.C17Eer'rrCV r4 an co h+yst+. eV r -1 N co 'P r-1 CI VtotoCot`tibypmCVtr coC{jMMMMM . Tr ir4 r -1 �'SO r4�d4O u) r4 uZ et o Tr, r•4 r-4 t` in u•5 tl r-4 Ln IeMlrr 1r•! V5 '� to N ri Q in C3 3 T uo rl O r4 r•{ r -1 I CI r -t ri . z aN O N ell rD I r • 0 Wel d Colorado C u a .Ft 4, o U L v/ .- e 7 O 00 at CO N N 4.. 4; .- -v E 4 cc C/2 N I N C a, m CL 0 00 i0 in 0 la M 10 t P� in }�...--.. �...i .« jo•u1,uibIliofO'tfhu]O'ou7oti "�Sia. r-i P7 di ' 111 Vid+ CD 0 CO N di a . • • •; • • • • • • • • 7:7. d i O i t !CO CO CO DO DO C0; 00 00' CO CO. CO CO :++ ftt r a a, O u7 :ui to in O O ui in O O in O C• } v r-1 M di u3• v di cD cD tD N li a I O , • •. • • • ' • • • • . • • • • • o I O It r iao p0 00 Fo Pa ' co, Co 0o Co caco co J CL Iw3oIoIOtoCto,to0'O.u'3 tfJ O 1n N • F-4 • C3 IM M N Ili 9CO. tD CO t••• C••• CO M CO •I •. . •; • • • ' • • • • • 3 tNr-I,NCSTNNN N;NNNNNdiN 01NICi i C+7M M;MfVIM MMMNM = i 7 7• ;�; N ' • 1 ! 4 ✓ u N <ti • 2 cu ow it; 0 .. 4 w FrS 6. -4A0 NuIICVHo IDO se 4.41 ow* = N N CO N7 CO N t0$00$N'CD:CO,N!N N'N•N ri r-1 ri H H . N r I ri • ri , r-i ri ri ri r --f r-lie-i tQ CS` t•-• I CO .' ICI I ICI I I I 1 r II j - - _ f ' � I C E ' - } I- +--y.—• } -- •-. -4 t C'" -t toulu30u]'ulu,UlO , e -t N p t-$. Ul cD Cl • • • • • • • • • H tom.CIriri I ' , j i I in u)u3in"u]inin in O r r r-IQ3.NI.0NMtn CO M. •1 ' • • • •, •I •; •i I tt" re] ri + + ' 0000000:0.1n , Mr-idit..CAa0tiCO Tr • • • • • • •. . • rlCOinTrCr) Md1ti •1i C13NNN'NNN'NN N N• I —• r • o 1 I• I i1 I i •t.,.G0l13,4'itlrLff��I 'ill I 0 1•O�I00 00 N,COIo, I f rilri!~.NMiM1Or trl I r-i � �ff I z5� rittntt- ito to -qa cri `M't-- p7 pa j-i CC N tO'N't0'M;CO N LV,M di'MItD W IN, ,N l0)M M M M'! Cr3�sA tAf ;00 M•O ,r--i'$012,, ,CO Cbidi ur, r3 EM 0.0,0,0;e1-0 N C'3 M-M'di'ti;r-i'NI�t pi TABLE A-1 (Continue County WA]d Personnel WP Stote CnJ nrario_ Dotes) Apri 3 24-.28, 19S6 T gpd/ft. S aquifer (s) Alluvium of S. Platte & St. Vrain Remarks. I DST Pu Off due Power failure /� 0 TA Tl ^Re�Covery N M 4 a M N N. -N 0 in .. 1(111 m, E 0 ta t. o0 01 0 4 4 CO 0 00 ►n CA inI CO -.--. I^ Ooserved Adjusted ddrecdd._ rec. (feet) (feet) 00000 C- 't14 ononCSOMa3GO0 TtIVI VIVI in 1.11 inin0 •:14 Ttl 141 . OO <DIN U1 Y' i— U1 Olin MIT!' IjI IV 0 r- N ilopn rA;r.4 ;Obf.n N o r4 on in 01 0� ( 00000U1 r-onona)OMG1o'o "If '� V • 4 • un in V V EE . u) 0NM"rNC-y)im • u)1 • u? 1N !r1 I !ri .! H O . H •I I s)c� , • ! .� d 1 IA p Pi N Q 2O L c V. .. a. m 3'IN O �---- 0 ao • C4 1 27.251 O0 to N H2,7.701 27.701 r- • r`NCOr+ti CVNNNN'N CO • ,-+N r` oo N OIo,u1u1C>iitt7b , o0 o ., r -o0101 NNNINplN ri . N • NKNmtn:') 4—- .t u'� ,m •; w ir-i 7O "NI —, p N tJO b0 �- • ! • Ni O • M NI 1- - I. , r 0 W Q"y Pumped well f ) Name Depth ft m r w Hole f t. Casing in. rw2 _.. •. [n MG0,n N r -I r-{ 31"kN CO 0 1E o17o�N Icy,Irtip 0 Nv rA---_j 41 1 E L7'01 CI tai (0 Q} 01 r1 01 'to C'lZD 00 'um r-ir1NCflN (001c0N CI ill rran l0 ;41" b 0 I �L`� NuINOco14coWO�0O .. rrNCI 4 •. rrA co .. rii M .. t . N 3n .. r 4 .. N M .. � 4 r� n�1d5 .. . � OMON�0In�-4N .. ci r l 'T�t%1 .. •• co co . cq r�i .. pi r-i .. t.. N X55 .• 01 . .. •-i 40 Q u o mit: N 'V U) N d1 = r - N di ` 4) irr v4 4J CI U N CO V ro C .. 0 tjvyh Cr >ri E o a O 2 C) he L O tt� O 0 Li Q) L.i 5.1 Q) O roPP'',44 O 10I • 3f& Jo =A1 1, - o 1a 40 O to u7 u,Ito I r O1`o CM tn too n il O �Ul co I L I 12 U b. 000LC) InIi) wtnu,in inal�,inTT DSn►ntn' *-74-i- +n I d ON�VIn14Mrrcflcolaopi₹.-ip) X)[44!VI ;11' Q �`� OtY)ML')MMMMMCIMC1 �• = OO to .to o fli in in in o In Fn (n ifi I:oNwwun�c+l�.�a0000CN-�a��ccfl,t9+a�� 4O F, .I • • • • • • •, •. • . . • • I ! • 1 • 1 (o16 -- OIcoMmMMclMMc�7,MMcrl' c,), -6 —ii —II -4. Itn,tt)OOOOt000.00.usoloo ,nob6pin6 OIM tNOto'O,O CO O.tlCO;C`,N,N,Mh ,o:'41V M INNNNN'NNNNNNiNINCIF1NNNN L .V. vi 1--t-J t • -t--i 1 I � I � 11 o a w C N V w y O # C)MC0M _ NCflC)t+') �t•.c"oif) o z N to Cr) o 404 0 = NNM"1 di r4- r4 r I r4- _rI u O N OD M r -I to 00 ri t -i f r r4 t••••• O 134 U, VI ICI I2Mao43N v�j r-4r-INCONIT!MIc�DO NV1NVtotp tltr)r)lt ti-�1 .-i .•+IA7 +404-+44-►*•-mIL k!L cci t4 t`- rt N 4) pc) O M to V Qp M NOO r-4lrl r -1 � r-1 r� n r4-, kr "o .. ..,..4-rr f N .•. N CO CD IC0 N IC0 ACV N D N M r♦ r4 _,.r 4 -2.1�-rL i r !-I u0 N .ti (Continued) r1 ci 0 ri a U I- Alluvium Y • • C N N u n 0 CO O O a 00 to 0 11 1.0 CD b .; 000 , CIO" Cr) 2 I • .170. v - 0 tA;tr7 Q v to 0 in N If) N Un U7 in 1 i >fr t0 • 1- k) to to - In un b o 'in ;tn •• co• ,07• CD .•• MI CD ;r7 iy Q i) KO kn u?to kONHfiN - 3 I� • 1 4 r I t- 1 IL__ i I 0510 tin IO 0 In In to In b ,O i0 I i r -1•r -1;O :til N .n iW M N ri 1-i 1r-1;00 I. 0 .o m im cz A 4 4 4 ,4 iw lM 1 NiN'N1NN:iN F4 <V K1 IN i It i �.LiI i 1.4 ' I 1 I 1 I i r 1 . I 1 b u 0 l a 2 0 0 0 0 M o'tn o kn CO CO N Ul LOOM to to to O to o o 0 100 r-1Tr IN* 000aaD.01000 M OO OO OO CO CO CO CM "a NNNNINNNIN NC4 i it d u E 0 2 w u .c 0 4' ;N E s 444 IV W :J r-i Np r.i :,L'i U, u? to M r4 14 ri E CV CO C3± M oO r1 r -t N CJ N cJ M CO O CV k+i i�lr tO CEO jCI 'rti � r4MCON C!rCO COOe-110MM1MM M C7r'V(NI ri ri ri N N M lTr .T r Tr Tr 'dr _ti u� ' u N i~ r!? Ili r`�T- t r-ri"Cr' 0J t' F 0110 t-] lc k -t' 'I �tV 'O c'r 1- N to 01 C7 Ti to er •1r ri r -I r i r-1 eV r-i r-� M 'W icy p 1-I IM N rl 2 NNMdr•at0ON�0ONCO 0ONCO'0ONNCVCVPIC1'01 r( 1-1 r� ri r-+ ri Cl I ri r-4 r -I ri r 4 ri ,r --I t1 r4 ri ri 0 C) w to In l�I i� Ir.1 6i Qt to Itn I-- it7':Q't O dr N Tr CO N N O 5 C ,••44 0 •0 G' v 4J O 0 ✓ as 0 O Cr H v r-1 0 En •r•4 0) En I CD +, a O 0 Z 0 E 4r- r A , v h O y CO 4 N 0 O 4- N 17 a 0 O a cw 00 M 10 0 0 0 ONH . . • O • O m 0 411 LC) CO tote if) lC) u7 CO CO t!] tf) tf)tf)OtoIt) B CD CD QDCA • • • . . co I O O O 0 N 0 O co Ent)Inaltn co Tv co co ;co �4f)2f)O. 00 '01 1+-1 • • 4-1 r-1 a O M tn EN O L a tf) .14 N tn000000 N• NNNNNN 41)O.tnOO aHICS 0rn ri • r� r+ r•1 to O 00 in r- to o 1n 'O O-4OO r-1 • H r-i ri O to 0 c c 1 In 0 0 CJ 0 '4.3 o41sotolInto •' 411i4.0 .. • I co CO cc to V In In .tfs tfs kO .U1114 i to to to 1.0 Ito to N,NfN j NIN�NL r�N N_INN'Nc\E f to h to 0 0101 u? If) N N 0 m b Cf- O N rn •rt r-1 N m r -t N m I') to Cr) E 4- S O 0 C N co as O 1n3+ 101 kv En 'co to OI 01 CO H N C17 M CO HMCDCV 14 CO CD 00 0 I. S1N 01 V vg T-4 O O cb'C) O M CD H c0 1.41 GO to to V U1 H 1- I N H cr H r t r IN :0 ACV CO 00 N c9 00 I • 1 I CV —rf rh T -t ti -h- to cv kto N N 67 N co (0O tt r-4 rn CD VD O M COto MC'r)C')COM CO n tf) N �' rtMd4inCD N N N N +ti 4 I 4. N CO CD O Ot`N� CD 00 01 •1t MM Ci[� -ti %tt 4� CO C4 N 4-4 01 N Cr) Cr) da 4r4 4. CO as N W 00 0 z PUMP TEST N County Weld Personnel WF State Colorado Dotes) April 20-24, 1966 T pd/ft. S aquifer(s) Alluvium of S. Platte & St. Vrain Remarks CD H �• CO CO co tD N N 0 1 a2 t- 0. 3t N f ti 4+1 C f \ o f n T E o � N at a) in 'Of N tP) CA co to w �.— t[� A 6-+ IN � toter 1 f 13 Q == , ro v - 0 O o 0 O p 0 CV o c+7 • ui u� N {n io . o +o in :7() U7 0 -r M .t? b In Lo O , to IA ....1..1..h. 0 Do f to {01 in .a ;M itD a +M co o M t co ,co to W; co i to�! 4, col mo o' w, ZJ V a .-•, .- .-O r : N ! F �' OT •-- O • O O K7 O O cV O M to Ng) to to tot b `Cr in Vn 'u0 v.) to in 1 0 o i0 0 to LO l0 I I in - 0 p COO 0 o to to • ri N Fite, ! E .c*} N 'N L.. y I b re) 0010 00I (o t . ! co 10 OD to u7 u� tfl� u7 ts5 c i u)! u': cD 1 �- Sr v N a E .0 o oza.... E `.. F a d 1 r.. a -c 3 O to c) !! L( f N ►)in CI to IN r-i to N to N co N N r -I Lr! ao N rl 01 01 k-1 *1 po r-1 c'l bbvco►r).0 r -I C1 r- to 10 .1 f-i Fl �' J F to r -I �' )C] pop j-i r -I M r 0 ri ' R.Z.OU's 'r{ C1 4,1.m 'N i .) cnInoJO co N' cn O O' W` U') ul ul' Cl N` C`t N N tn M c< ceJ c*) 4r I !ter._ I I f a j Pumped well 15 Nome P. S. Nuclear Plit. Depth 86 f t. rn 60 r w Hole 1 ft Casing _ in. rw2 - x 4_21 7,5$ 5tL319914. E E OrlNri ,-t N Oioo001CO N 'k+ in �- IN* Css 00toO Fe) r-1riIN co N COr-I r-i .:14 b ,v FOP) 116: 43; 3991 179 4561 t21:5571T 4-21 8:33 349 12:051561 15: 501786 N N !� I Oo•-tN 0000000i-4 ri u]`nro rl hi y--i criN�or CIIn r--i r -I if) ri cv r-1 r -I 'Tr •--INiMCr! 4.-4 'NI r-4 4n r-1 r ri p PI Iri ir{ n� In rA CO o CO ri tv c 0 0 N .44 a 0 ci O r1 0 V i-4 Alluvium 0 E V CT: N • N O 4+ 0:1‘. to Qi 04 O Fri N w O 0 0 cra 'O v -- i .n 0 O I • ,D �d+N .11= ($0 NP,I o u .._r a ` LO O O 4, ! u tO V N Vl NN O • -c3 N 00 n O O L --1 r-i r-1 co to rt CAka • EN • V E o as O Z 40t04004 b4 r-+ 0 t•• CO p M CO 00 co t k..i`+wtA NNNNNNONINNN RECOVERY O O U t CO ti a 4, C� 0 N z E 4' I ia co rdr4M O .4r4 M WMM VMVNOVV r-i E w e}�a 0 0 M cn II do 00 M V NM 0 rn VMOOON00.00 N. ONM u?CONMICfli� M MCr3MC*'3MMV cS)0O O u O C� MOON000 O r-4 O U) U, dr U, 0000 O ri rIfM 0 ri County Weld Personnel WA' State Colorado Date(s) April 20-24, 1966 T gpd/ft. S _ aquiferts) Alluvial Aquifer of S. Platte & St. Vrain H_cil t, Q tr ct a 0 a Na •t a Lt, o Crl c0MIOCE001Mz0bon ava) Cl to •dt a -t 74 'eV 'VI cl 1O u , .— I t v .r Q 'd 0M01M:1 o O r-+ IM CV FO M C{1 M '0 M 0 M 01 M • 000001M M CI et1 CI I ,CI II ` 5o !rn Crl IM i 4--i-i Mg MJ ,-1 MM in r-4 r-4 olio, o CI), • i , Ocser ved dd. _ rec - (feet) 0.00 3.13 • Cr'1 • CI • Cr) 0,0,0,0,X„CI in • Cri 14M.141 • M •j•,.I• M '<1 -3RD M III ' r-4a)c0ILO CA • M 01cncnIONraMN • •I. Cr) M I Cr) 1 , NV 14-' CA IO M cnc0 dr, •, O CI to rl ;. VII cD r-i IN Ccr9 Y1 ,)C . H MM tn'ri . r' -c . ri D101 O01 $ r" II [ • Obs- 5-1 well { ) Name P. S. Nuclear Pit. Depth 88 ft. m 60,1 ft r 14.7 No ft. r2 216 DW/MP 27.87, 31.00 r�r.4C4 • M . CrS N :r� O0 V M Cl . M mice) to N to CI M to 'W M caN M� M,�'s�ntop�pE,rsu�p M M 00 :00 • M i'1 mtncr)al �1 t oo • N O • I N CO CTli CVI 00. y N E i RECOVERY I 1 I I Pumped well ( ) Name Depth ft. m rw Hole ft. Cosiny in rw2 — -i :7 to N a, ri co r- oI rti! a+ O V -4 N r{ i Cr a J a .c .x c to In [-'N LoO'r r4ri C` an CntoOC7tori r-fNCrJd+d4l'.IM04 CV Nr-tr-tVIVO CI r -t O CI Ttun r -I N 4 r- N to cD �r-t ,-I vli [` r-i r- O ICV t[y el Lnc0 CD C'1O 00 .14 N N -----115:5217_89 I18:07 924 4-221 7:55 752 ;11:59 996 15:31207 17:322 4-23 7:5941981 Fr) tr7 , Cn ri O ri : c9 4 N U) O r4 i3 z rt CI onO`.401 00 r4r-t CO 0 rii ri 5Jtr) 4 r4 0 N ri 15:4-6 11:50 o 0 N ¢E O 0 U w N a 2,0 c+` IFID0 I Recovery E�+ t,L t :cfl ua M t!? -i t I f- I 14 I Alluvium of O a N 01(.0 u3 O `�i W :� I'� f —,Icn1 ;r-{ •I N,N;r-I'rr-I' Mc .. i CI '01 • ; r •; 1 4 'W co'� O cl00to Cfl �0 • N H • 1 C0MM.MlM r-1 .I MMC7CIMiM N •j N •j C''3 ,'� .I •C7MI • 4 •., 'dt I i I p0 I.[5 • FIN t •-1OOOt,t`'d'tt400: n a 3 I w• • v v Q O ONNNNNNNNN O N co iM D0 t.0V :rl i_{ IO N I I! r-1r�I • 1 C01 .rrwooMioL,:o.coM N CVNNN 'V I 0 t0 00 � • iFi H r -t M I N;N M M4MMIMro ICI MIM I 1 VI MICI i ICI 00`r)CIc0Cl0flM in FINN ti u > •- •- z; i` u I a •rj— O r OOOt* O ONNN O N M I 2.37 00 N •,00 O III • Np.IN'V O1OOOOO b b0 �] •� Co fs7 , • 40 : co I y 07 NIN;NNNNI co •I 00 N co •I 00100100 }r� rOIO1O,OO' t•-.4 .i 00 400 .I ,CO .i 00 I Y • 100 L kil • C0 N'71NN;NN1 i ti._ �l ( �0 jj poIto0 O00 00 to ,tt�� to • t`� N co i~ I cep . , �' 8-2 we I i 8 ( ) ne P. S. Nuclear Pit. ,th 83 ft. m 57.6 ft. 64.4 No ft r2 2i150 a 2 3 I t~ co • to N 27.37 27.57 Tr'rr�ri t*- • t~ NNN t` • N _ � I I r I t Iy i P. � I I Ui W a 1 Y t. t :7 N e--1 r-► s -I I C` a • 0 orti r -I t". t ii M N (O M CON 7t' crIF:4 13:251 2031 '.fl to NCI I-i Vitn(OtrICI i-I N I00 I-i •---•— N t-1 Sri O oo• 'd' CO CD `T+ t7_ —o ri tf} X00 N t - 11cl - t -o O N CO cD tr) o0 O N r-4 r17;6:00926 7:587 8 112:0°3000 k ---"C d O N O ;C0 E 4- O ( ` O f L tf) co 00 O ri co v r-4 to 11 r-1 to N ri 114,0 .1_47. I O O 00-Ir-IN r-1 O `d4 r-i. to O I -I -r- M N e, O N a) O O County Weld Personnel WP• State Colorado Cote(s) Apri1 20-24, 1966 T qpd /f t. S oquifer(s) Alluvium of S. Platte & St. Vrain Note: Depth to water measurements are erratic in this test hole. Observed Adjusted dd rec. dd.__ rec. 0 Bor. (feet) ( feet ) (qpm) sw/Q t/r2 y„ press { Remarks 0,00 - O +J in .i ■ D 7 1, la N to t i -4 L:4 O iE , O1, (O -r �. I i V po crI N m NfNINNN co p0 ,OG rO . oo CO po t -^. Obs li-:1 ( ) Name P. S. Nuclear Plt. Depth 66 ft. m 32.2 ft r 163.6 f t r2 26700 DW/MP OtntntoLac4oO CO @'3 Cr}C7mCrJCIMC1CIVIPICONNN M H N r -t N r-1 r-1 r-( r{ O r1 Min O Co;t too►n. IN 7 O cg? O OO0H.OOO fit+ N .n )0 N ,Tr I t`7, x I co 00I NI 4.q Ni toi . , ,r. , NN 1 i -L s'.t a PI >` ! 3W � E Pumped well ( ) Nome Depth ft. m r, Hole ft. Casing in. rw2 �, 4 - ca N a1 r-# MO r -I r"4 E O :0 VICO 1-I I` ri Col NiN N La ONC)CA r-ICY)000Cn O O'OrlrlNM p.4rI Nil COOtt) I-4 CA ri CO O N a4:191258 ;14:481287 O1O1 O V c.ONr.O V to ri COLS N O NbCN 0):.0 CO 01 to •• O Mr r- I �r 4 Sr' ,C*3tn044CI ,O) P , n r-4 NONtitV ri I ri O) lam- 4P? O I C0NEtn'tom r-iClOl O 'N O ri M M ri k+'1 c) CO r4ri - -- IH O1 O N 0 7 V to .V.:z4-- CO C'Z O e) ri (? C) v"+ *-4 0i r ,-- cr. to N a c.0oN4 C j I eV ri r4 to r4 W ri N ri CON to co ri o Cl dl N d+ � I E v C3 C 0 0 County Weld Personnel WP State Colorado Dote ( s) 4pril 20-24, 1966 T gpd/ft. S aquifer(s) Alluvium of S. Platte & St. Vrain uaserved Adjusted dd — rec. ' dd._ rec. 0 80r. (feet)I. (feet) (Pm) sw/0 1/r2w press. Remarks ____0.120 0.94_._ _ 0 1L 0 942 1.35. I ___ al I ri 1.85 -r- r--- .0oi1��95I _ 72.1 1j , —2-:10 t --- 3 - j —2.20 — -i - -2.20 _—fPurgp Off __ o Recover 1.10 1 i -1 CDC ri CO r4 IN. CO r-i Lt1 GO r-4 00 ti I-4 ON to ri .0 ri in C0 r-i LO to r-4 LniLOOOOO!oinc)O i r-i r -4 N 1 r-4 E M r♦ ! c0 r-i CO r♦ in r- I 100 I ri 0 r\ Ir-I 0 0I r- I N NI K;NI-r-f I • i In 'qtr 0610nQ 1-4t-- ! ri N. C5 0bs. S-4 well S ( Name P. S. Nuclear Plt. Depth 91 ft. m 61.2 ft. r 49.5 East ft . r 2 2450 1 OW/MP 28.80 oo N OOOOOa)O`oo0o00oto c+?tcocoMMN0,0111c n .dr t� 'sir to ,ztr uo M , Lo i a7 u s O o I r-4 To If o ; ca ,o t`• C'01 o h'C0 lto{p b b0 'O h'7' b ' M° ° rl b 0 I-i 1 to.1 N• O M�N.I 0,0 Oiu asa� 7 N+N O in � R�O• N . tN fi 1t{ ' r iI . 6 , = H I '' € Pumped well _ ( ) Name Depth ft. m rw Hole ft Casing in. rw2 `` ..-� r--i M ` (.0 c.4.--+ c.oNbo, cicr)rntoti, L t...01 F O CO .ce) r-4 Ta 7: 54; 470 4-211 00 716 X51 367 12: 15 511 115 59 735 18:14 70 4�:0 11-2:.140-29313 7T5::3(in 117:3532 ] 1 b -710:34 :350j 1421 E ,O r O'1'r-4u7"14MM4Or+u'7 00 ri to '1r CO C0 N ri r-ir-INNMM' r -1 C0 O r—i C0 c0 '14 r4 O CD r-4 ri r-4 r4 Lo CO r-4 JO Q rr p0 CD CO Gfl f -1-T m Z CO ri N r-4 ri tD r-i *r.4 (41 N ri '140 CO r-4 '"d4 In r--4 t10 In r4 N 0O c r-4 n" ri r.,7-4 G1 ' d o O Ci I b 4.) 0 O County Weld Personnel_ WP State Colorado Date(s) April 22, )966 7 gad /ft S aquifers) Alluvitim rif S. Platte & St Wain Note: No static water level was established because #8-5 was constructed after the test was begun. For riecovery El , 944 ..L 1 t i l u y, 14 ;n « b ... ,D MI I I 1--- _ _ L Obs. 8-5well 8 ( ) Nome P. S. Nuclear pit. Depth 40 It. m 61 ft. r i9,$ ft. r2 339 3 O I O v+r 0 N 1 O -4 0 N .-L -Hi I It -« _ I I . r O 0 W a Pumped well ( ) Nome Depth f t. m r Hole f t. Cosing in. rw2 to LOMMrI 0 t0 tflNtilc.O r -I c0 N .-! M .-a 'V 0 . t0 Cr) O CO O E 0.1( i~ m m O t}t Or-1NM* , 1ti �--I .P'i.t7.Ci- N O I 0 N to N Fb,--F+E+--t vt to c too to r r-4 vri r . -=,_1__-=—r--- 444 N T I Te 1O J x 0TPWONtntn�+ err-Ic•)o i•q , f o r Cr) a, o a 4-22 1 f'9 N I - .O a t.., — TEST WELL NO County Wr1rf Personnel WP State Colorado Date Es) April 22.—_26,1966 T gpd/ft. t. S _ aquifer(s) Alluvium of S. Platte & St_ Vramn '^_, {71stn cr rQ 13 N r4 44C3> F✓ N CS! (CI 1 0 i I Cq ai I Ca r"1 or-+oap ri to CD I to N ri I CO ri r1 rri V 1 O ri I-4 i(� t l+j t...1r- C u t.9LC: 1:1 (! 4 sic C:i-f-1 4? : I -+cfl l r ► N To a, ClaV r I ?R N .. •I L 0 tid C7 I N I • J O a I o - � r�-I r - -I r•-1 in 0 cn dI cat Ij tau%OtdO;u to et' el to tnl r -I oon tD • VIer r•! o C01 I - I I NI NI. Ooserved Adjusted dd. _ recdd.._ rec. (feet) (feet) 0.110 i 0.00 r -M pinOtoininO10inin 0r-i cjt�' r1 N g(14T' r4 N +- ! cr3 '.14 ri CO 114 r-i et eft ri Tti '14V r-i d' ri to er! '- in! eM= ri I to tn, ril C • rl to tD F ri tD •' Tr' rl I tn: •I 'a'I i-1 in n, 'I d+ r -I C ,-I, to ri OtoOUljt,j r•-•Ir1{ in r -I • C0 ri t4, toItD' I ri M. a {I ,� • ` i Li ccl r t� r' to r-i d'ef'd'd'd+C'etret+d{•`dret+Tri'V*II r -•I o N r1 !n N, r-i to Cr r-4 to M r -I O ef' i ri 1 to d' r-+ u7 e;+ r-i to to , i o: 0 r•) to it) et' r I to Cl) TrulIto.0 r-+ 0 rii r•1 I o r-i I r-1 l, to r-1; r-•1 i o CC)' to ff ri told M: totD I r^1 J}I '-'•I r. ,� E Obs. ... well ( ) Nome Depth f'. m ft. r ft. r2 M 0 ll7 tD t�fya VV u10tn000tnOo•O'00uol0tn00tnlinCtnC 000000 CI CI C+'7 00Oyo�0yo�00;00�.0y0+�0y.0 M CO 00'Crf,-i,N etr V' V' V' 4- i tV '11, NN V'�V'I i MN,O1 I 1 V"'11 • i (D t-it-a0NfO �00I0r-i,.-�11C"1 V-, V'i� L I 'J' V'I� Ls - ('''' t, 'It -- c-.1 C•..• — f } 1 I 1 t t TT!(( I • f Pumped well 11 NomePub. Ser. Co. Nuclear Depth Est.5411, 54f f. Plt . m E,it . 25' rw Hole 1 f . Casing in. rw2 ' t!7 A •--- _ o r-i r-1 cq 01 0 0 N N N N Cr .00 efr, to N CO C r-Ir1d+toMCGC000r-i CV r-4 M N H V,a'ao0O ri r -I N + r-1 r-1 to r� 0 ICV Din Ch to M -CI O t`• r-+ C` CI C'! COON cl 0 T14•z'MOr-I C'1 CIO 0 C7 C`70 O d" co) CJ 0O driONrlr-IClriN O r -1 LSD r-1 Nc'") CD I00 ii 4 0 4-221 I! I N I, i L r ° .. 44 tt. F4 Cr3Ou'lCIC)CCu']utU1O� L7 01 CV 00 :� M C7 CV co C1 of CI ,v CV o CV C r1 co r-I r co r-1 OCDt.r) t` r1 ii t- r-1 co ri In gun r-1 1.11OI1S1LCO LA ri rtn Ir-I!ri 1Tr' T. r-1 U1 CO U1 CO CD CV 01 3.05 CDL1CDCV1UlUiOO1OU')tnu7CUz;u1Or C7' C1 CO CV CN1 C3''1 CV. CD C' r' ri CO r -I 00 r-1 I- r -I Ir- r-1 - co r-1 I 1 uo r i un r-4 u7 r -I w Iri C' rq L7 well ( ne pth ft. m ft. ft r2 a. :Eu7� 3 Q C CV er M 1� G) CV u') oo 00 C4 C t- 00 CV tfi in 00 CV O oo CO CV u] 00 C.... CV eri oo N CV 0 t.... r C4' 0 co N JCV Jj 0 u7 i 1r. Q' - C1 to co t - CI Lo co E` C i la i ^7 IN IC' 0 N .N- CI 0 N N '�1 ,Cd 1�1 Ir i it` p'0 r .4 r -t— NIC1 r .--4 UO r1 O Fl I i Y 21 U 's7 i_ Pwr. Plant CO C r -r u1 00 ri t- 01 In Cl 7K u= (JD CI `' r1 co ri r-1 •1 C) f'1 OO C17.,'i QD i (0 C', Ul i 7:' U Tr C.. co L7 co ri co CV C" —. r^ .... O47'UlfDC0CDts-h-00f�CV r-Ir-I CV M � � NJOC}MOW CJ ti OD Cr' ri r♦ i-! CVC'�C. Iri M r 'C' �: 1 a r_ CVC',JCVCJCVCVC3C?CJ:7MC0 r' re+' cv .-rr Tr mac!' "'" ti' 'm Ta 1..' '7' T+' C-) • o x• (n�?' cl L1co 1 . CJ C4 `• co CI rnc—•Q;cn^CD C0 t` 01 t- ,-!, c3T ul CD ri C'41 r -I C) r-1 GO CI CD t -f 11:15 'r'• n ^� - a 0 ca CD• Tr TABLE A-3 (continued) County Weld_ Personnel p State Col orctdo Dote (s) April 22 26, 1A66 T gpd /f t. S _ aquifers) Alluvium. 'u' ,4_ Platt ' & St. Vrain Ooserved Adjusted dd._ rec. dd._. rec. Q Bar. (feet) ( feet ) (gpm) sw/0 t/r2 w press Remarks 1 11 _O_DO_ Pump Of f Recovery s-, O w ' r r c r: t`Nts•totQ fir: rl tnin0 r-i a) CO 28.1 5.00? 5.00? 28.7c 3.90 3.90 28.9 4.10 4.10 29.0 4.20 4.20 29.0 4.25 4.25_ -29.1 4.30 4.30 628] -_ 29.2 4.40 4.40 6281 29.4 4.60, 4.60 628 29.4 4.60 ) 4.60 1628 r--- 2D73 4.50 f 4.501 628 29.24 4.45 4.45 �?9 QW _ 9 {2_$._9 10 4 1 1 28.8 4 _(_Q 4 ,0 .D_ 28.7 3.9_0_L :".(J0 tfIC0000 C MCIV)CIMM ri r440 r-, r1 rI 0adc O .1' C^I Mrq^ CI C\ tncl0000 C7 C7 C7 M M M OO d'' Co C" C Obs. _1L=1_ well 11 ( ) Nome Pub SRry (`n Nu(.1enr Plant Depth 54 ft. m 2,5.2 ft. r 15 4 ff. r2 23E 6 DW/MP 0C CINNNfNNN tft co e a'A c m C'd co oo c) c co N c. t--- N 1 Od 1 6 � Pumped well ( ) Nome Depth ft. m r w Hole _ ft. Casing _in. rw2 :, too r d' ' col c co O '4 Cl c•! r -f IN ~ - E Q` in r co M M in O c.> CC c.05 1 to UQ ONrt•c.00r-E-' r—( m k,: r--i to v r-i 't•-• U ,-i Sti ir7t?'^• ,—+ m c1 -^ .n r - E C [I' NM M '-N tfjWMr-1MM N ri rICEne—Ir„ In "I' N ,- i c: ^-•- XC0rlCIInr-t('QNNMMC7c1h� —+N O tf) MMMC CO CO C "'Tr'.-''C'�" 1.4. CO �7 CT` ri M to ti ""1'"'r- 1'7' _ ^ o c •-• O = co. CV CI h tr • 77,(10 C' .. r^ ti i .� a) -7. r-i .. o ri c-1 r' .. o ,--t -:^ M ..) r-1 ^-I to r-1 .. 0 —i N1 r-i .. CO r -f c.. CV .� tom• In r -I .. N r -I -. M .. to r^-i c•.1 v O (O 6'' r -U r N ..I CO r--i if) O .. Cl N O r^4 .. CO vJ M .. C^ u.1 rr .. (T` 0, In .. C' %...: rl .. O r-♦ <^ M .. O r-1 c- U) .. o r -f k r-i .. r-+ r-1 r 2 --' .. r-+ -r -I .. r ‘- (' Co a C. N N ` ;I) M C1 \N d' L \ Ct' \ ‘NNvti r\ \ to J f1 TABLE A-3 (continued) I County Weld Personnel WP State Colorado Date (s) April 22-26, 19fifi T gpd/ft. S aquifer(s)Alluvium _of S_ Platte & St _ Vra in Remarks m A 1_70 j Pump olf for Rec 1.251 1.10 1.05 _ 1.05 :75 i - _ ` I Page 4 of 7 N ti O y m 3 u a 3 , E Oa (j' 1 C 01 N U 1-I h tC r+ h U O c.C C cc O CD 00 N N� CO, cfl a0 N Cfl 00 N CO 00 N O ni uao ". j I y 13 1:1 ....• CoC q 11 er MOIMMCIMIT414741"7"147TO If: et LCIn CD II CL CI t -••a CI tr o tri ra OoftoOto r4 N I O t ' CD T) 0oserved dd rec. (feet) n nn� toC ,C cr CCOtt:t000lOOItotn.OtnOuo Crl1HertotgCDt-,ncoMMIri -t-- r-1 M N M ri r-1 r -t t {{-- I i N N,N WM r� er N InOo 7- Oofm n, � I Obs 11=2 well 11 ( ) NomePu SeroCo_ 1c1ea_r Pant Depth 54 ftmRec.23_8 ft. r ft. r2 4310 DW/MP otr.CCOOt1OO1nOCOL6otnOtnlO1.11C N o N u: 4:54T CN CC N h N MO7MCCICoo,oOririot"N.NIN N O2 N W N N M MJ M er M N M M M 1 o MIM i--- O M M i W N __._._1 N ICN • N,N f+r t' N O r4 C17\ {N o'er M H 'Q,. N I f t + I 1 i E. a Pumped well ( ) Name Depth ft. m rw ft. Casing in. rw2 NOMOOOC*y 0erMMMcyNN` HAlo E ..• ri1 V' m m st m CMCnOIL001Ncr�hN�0 r-+ M _cn_c1 r1 f r1 50 r-4 cM (• ,--I -4_ to rl CV N r -f rp to H in E C: `�` Nt'1 er eta ill N 0oM e" rt cD M H r --f Co riCL7co00r{MtoriNN er et* M to N M rE r-i r4 ,.0, r-i ri C N LO M cfll M GO M O -II t� O00 M M CC er C� M 10:021430 10:181431' M M cr (ON MC,1 e}+� OiLO N r4 ,--I O 'G4 er ert H rl, Cl c9 In `� T N Gy C` r- Cr: C7 M Cli M CO lf7 ay CO rl O rf et* et^ C. r-i W r -r cD ri O r -1 W r -I r-i f 3 tom} tD rl N ri N M O l O r -I C) F cf7 Cp \ Cl n tf7 er rl Cfl N W rl 0 rI N N C) r1 W (Dm M O r-4 O r- ,...4 CO H a) .ra 4 O C!, N (L? CO \ C\h U..) CO \ Cl CO (.0 N - 'dt 1' (Continued) v C'-. C 6.1 O r w N 11 W 0 a (1. C.3 I Q, N 'i'1 W w • 7 0 O « u V) ►- G W 'C E o 4.8 CP C U, d 0 , r--1 I jar 0:3jMlo, N.N; I 1 1I ION � —T-�-Tri+.0,_-tir3raiii-o-firi-i,:c0,0,..0;,,�O lO,O IN INiC0' ri(a I M,li"+ Iriirilrf,ri r-i Nltn l fl AO l i }�r'I � CO I•� � waif- i1�'��M Cry ',:r CA t"- C0;O ;r1 M KO N 0'en • G) I r --I 14 In M CO l00 0r0i1 M tIt ri N C' Crt M M M .i+ c ` U) �dl • ;63 to in 65VI N NIO IM'M ri o.'N; co vuo CI .t'Q'N MlO'Niln r4�+,N1 I , I. •. I. •.'.• •.I.• .. •• .. .• ..i.., •• •.I....• .N •M •. , C 00 Ho coNincosr.00.Naa;an wool°-,'riir(cI Iz ,-1 ,-I ri ri ri l : • r-1 `I -I IN t �ritri ri ,ii-I:,-v,-(c-)I ri Ica . �._. - ...- t _ j- t� (0I c o l� f I 3 N 0 i •. C) N x 0 4, a: �T- 0 W aa ct 3• N t -Win o mtap, 4 oa }_ .I.. - S }..+ _.... _ �.- -- t- �- i 1 000;oltnin0000b,Otnlno'tnotnow000' I^• ! � IM io Pun ri ri N '• IN 'd1 O ' .I O 0 ' N N N to f C3 C4 PIfi9 M M M M G+3 M *" M '� 1'4;0'011'1'H • :;rl 1.4 N N 1 1 i i I I 1 .L , _L, , '4 I is I-4 T ---T 0,00 ,000000:oo in !co o000I r-I'N M (1 CV 'M ra ri N N N d1 co O 'rr c.0 d+ Cr3 N N ♦I •, .I . • • •i • • •i . • •! •i •I N IN N N Sri CIO" M MCI Cr, Cd Rr3 ri r. -1;r4 a I o b too o 0 ,0 I0 't);O 10 0 O O 0 to >� o a 0 .tn to kn lO o a , • z O N h'ri N IM M IN •M'+-1 +� N N N''W t0 O 'rr'ca �d1'M N'N CV 1tn . t iN �N N • • co C4'G13`OD 00100 to O IM O to O O O Ir- h tfl' N;NNNtNIN,NN Nr.,N`NiNNN'NiNNININ'N'NN 1 'N w oo01 H__1 ,II!Ii 1 i i ( i -4-fi f I , i II , I ! 1 ON CI in 00 'W r -I IM N i0 iin tD'00 1. kg. i i soil rt � III U m 1 TABLE A-3 (Continued) c • 0 ✓ Ni- 0 A 2tn N ri • M ▪ E a a tv G 2 CS.. .c 0 C b. N# 0 E or N 0 4, N o \ I I o u ' M r'i ri C) O 4 u • Ouc1O1,InO'O(tt3p4nin41oInMOu7IntoVINO 0 0C! ' ,� a • • • Si • • • • • ♦ • • • • • i • •, • O. • • •• , 'i O M M' M' c jc' M to tdt b+ !di 714:ee 711!� I I P Q t7 - tit I { I ( j s ! '� t • j , I ; ( I f I i tnA O' O: ttJ >� O O o to st) to 4n to ?I') '0 'O O ; I t { 41 I 11 O1 r1' W 0 4) 0 0 r-i N M M CI VI O M to 49 Q7 o0 0 O ,N i a 41 4. • • • • •• ♦ • • •' • • • ♦ • •, •; • • • •, .i •• •i •' 1:116..., Oi Pi mil ri r-i ri r-i r-1 N CSI N),7 N N N •ri r-iri r -I r -I PI N_ :N NI I 0 -1O( ( , t I : I t +'+ +'+ +i+ +;+'+: i i r i .17H_?_4--i----- --4--a---+— i.—j—' .I_;4—.4 = 4 a- 41 0i o hn to V5 tn.O O tC'0 0 in O D tl] .0 1O ,o `o o b f� 'into ( 2 ( 14lNioO'O O1iNfM. 'V 11n ca tO ti o r) 0 CO !Tli Nr to M ,M`ta • , 3 ' Oq .1 • . {; • . }: ... . • • . No • . • .. • • . i • . •, • . N{NtNN,N:NiMM!M�c�?iP9 C7 PI k+7C�74Vj I NNNt • •, 'NN` -t ...�;_._ _t. l 1 r { ( I -IM 1 1 I . ( f 1 btJ44±4++t1 4 I HII 11 . I { ' 4. I• t 1 i k 0 { 1I I 1 --4 -H-L--4--t-.4 i 1 r i 4_, .._1_I tG W CO W if I' I' (., i 11 !., , I E H TT -}-�-1 c=; jet 0 • { -t- �1-�- •T - -�-r+ t t i , I 'd i i P'' i _ ' I I 11 i I i I{ { t ; i ._—� I I �� 1 1 L i I i J f j ' I 1 f ' I t 1 i( i i 1-1--t.— f --f I. E I I �( l I j itt3 Idt �M ic," iN {CV NI I E i ! [ 1 4 t fM LOTS JVI 00 N [�{_ Ice) s j ( f 00 0 iN ; 00 I-40; s I Sri jir� r-1 Sri I,y, ...27.44 1 id} --J-- 1 - --1- ' 47, M d+ 1----i�0 N IC4 p� CA ,0 .t- ttfl !co r� t0� i4 cr!: M tom '� N �m Ir-+ 4 O W CA I) t- '00 O :r-i .M to 'oo ' O ; . �' ' ri dl (tn IM'co co co min ri N 'M M M co •c"} • '1�• O. ' O ,r lr--t 43.k�.� .� t ,rsll ;� �"� .�'"� : Tr.1a• —. J^ tn• Qs OI- Int:;16 00 tN (s) jca jn O s0 k0 co :r-1 :M ca N ,N t•- t0 • o 'o ICI 0 V3 ri -4 'V ,tn'O N Idr O .t3 ' un N: ' • kn co 0 pa N l0 10 0 'O O r-i •-4 , ,--1 0, I x, r -I I s► --E r -t rV [ t LH1ri r-i ,rte *r-4 '! r1 1_ I ` FD( r r �(1r 0I O ra dt a ``f' N�d+NNMM r-1 0 0 0 r -1 W CO r♦riririrr-t Personnel N 4.4 44* I'1 C 4- �- ;Utrt- o 4a O 0 44 4, V t t Q r n a n E• CT N a U � I 0 N x 0 O Cr. N + 1.. Oa Ti tl? to t�}I to • • CO o C) 13 v. a 2 90 O. u11111 o rl!r•l!N * os •1 • •' 1, . •' . •' . . • . , • • • . • , . O __I t+?i CI Mf M M i M M: M M,M O tO Ia0 ti0 0C? CO; a0 CO 0i i ahi�M'Cs, VI' M'M CIM!M;MIMNNCN,NN'N:NCIICV9 r -t--4.4 i i i--4 -±' :----f-A- !- 4:��! iI - ; I i 1 I I ! I I 1 ---01 fi - • •i, ot 1 ..z.:4___ ti .. ,,,,i...4.__4„._ .1, 8 O1 4 4- 4 o :_� -h-I---4- -4-I -4--H- :1 !I I 1 I ! I I I -I--.i�t... F .I....t- _�.. 4-4--t4 Co Colc0!«� N N N:N • I c8 c01cD cA I I , i I l i: i i; i I I ': o Itll tn'ololo o o'n o ut:O' O a o. I i' t. It- t`..00sC)!a9CD,M.N.rioiG) CO)L�I I i 1 • • • ♦, • .1 r • •' •: • •1 • • 1 i c , O i0.O In!t Il 0 MIN _N-N!ri'ri; 11 ri O. I I k I � i 1 1•, 1 1 �' �.� I � �' I� i 1 ,I ;!.,,VIII o to tn'oto to o:o'tn o f .o• o o: o! I I ' I, t dtTrItnco.toM'Oo.00cc O'Od!N co N tp t • I t } E u7 tO t`'+ - c jr-I�o+o ao CO ' r-{a)N.MM. - ' o M i t.•1000 MN MMCIr'i a •• •• •• 04 •• •.I CO CO t.• rtri .. 00 COo N N • 'dt I i I I I I I I + I r t I i LL.L.LL f4 CP. t M r-) - CC VT .di 4 i iM piI N cy ri [ _ 1_ 1O COtn if7i ONN;� 00;Ooc i t`.00fri'O ^^ to cn o tC) An In N. N, C I 1---t M `ztt tQ .�.w tom to cO/� N. alri .4+ ►A CO' tom, N. +G7 r I t.• CO IC0 CO CI) G) MCC, NI ! , tea -vr ovrcercr! Cn + -VIM Cr, tr)_ 1 -. • T In M rn .O O In I,* •In 'If : Cat`• I N; G! o M r-i ;tV N et II In o 't rN �' la NI i I .. •• .� .. .. •t ..1.. ..• .•.•I .. . i In C0'N 40 O ICI i0 'O b I HP4 r{ al I J a 171 �I O ti APPENDIX B PERCOLATION TEST DATA W Jig v. • Hutt 48 EL. 4787 -5 WIZ 49 EL. 4786 0_ 5- bm 0. w a -10 10- m sma. LOOSE, CLEAN WITH OCCASIONAL SILTY ANO CLAYEY LEASES, FINE GRAINED, OCCASIONAL GRAVELLY LENSES, MOIST, TAR (SP, SP -6c). NOTE81 1. MOLES WERE GRILLED OM MAY 25, 1966 WITN A 11 -INCH WHITEN NANO AUGER. 2. ELEVATIONS ANN APPROXIMATE AND REFER TO B.M. SHOWN Or Fl.. 1. 3. No FREE WATER WAS POUND IN DRILLING. TEST MOLES AT TIME OF 4. GRILL LOGS IM TNIS RIPORT ARE SUSJICT TO LIMITATIONS, EXPLANATIONS AND COMOLUMIONS Of THIS REPORT. %Hi NANO AND A]SOCIAtFS 0000•^ 140 Cl !I L J08 N0. 9594-x9309 Flo. B.1 TABLE B-1 PERCOLATION TEST RESULTS DATE: May 26, 1966 Hole 48 Depth 4 feet Time Dep t h (Minutes) (Inches) 3:58 4.0 4:08 29.0 4:18 37.1 4:28 40.75 4:38 42.75 4:48 48.00 Hole Refilled 4:48 27.87 4:58 36.00 Hole 49 Time (Minutes) 472, 4:31 4:41 4:51 5:01 Sole Refilled 5:11 5:15 5:25 Average Rai(' Depth 6 -14.,t Dep ;: }: Ltnches) 4.25 38.00 44.63 49.50 52.50 40.25 47.00 Aver..- 1 1 Diameter 4 inches. Fall (Inches) 25.5 7.6 3.65 2.00 5.25 8.13 2.1min//i if. Foil (Inches) 33.75 6.63 4.90 3.00 6.75 1.7 tai i i:%i p . • t e (Mir./in. ) 0.39 1.32 2.75 5.00 1.91 1.23 0.3 1.5 2.04 3.33 1.5 Job No. 9594-9309 FIG. B-2 Procedure for Percolation Tests Developed at Robert A. Taft Sanitary Engineering Center* 1. Number and location of tests. Six or more tests shall be made in separate test holes spaced uniformly over the proposed ab- sorption -field site.** 2. Type of test hole. Dig or bore a hole, with horizontal dimen- sions of from 4 to 12 inches and vertical sides to the depth of the proposed absorption trench. In order to save time,labor, and volume of water required per test, the holes can be bored with a 4 -inch auger. 3. Preparation of test hole. Carefully scratch the bo4,tom and sides of the hole with a knife blade or sharp -pointed instru- ment., in order to remove any smeared soil surfaces and to provide a natural soil interface into which water may percolate. Remove all loose material from the hole. Add 2 inches of coarse sand or fine gravel to protect the bottom -from scouring and sediment. 4. Saturation and swelling of the soil. It is important to dis- tinguisfi between saturation and swelling. Saturation means that the void spaces between soil particles are full of water. This can be accomplished in a short period of time. Swelling is caused by intrusion of water into the individual soil parti- cle. This is a slow process, especially in clay -type soil, and is the reason for requiring a prolonged soaking period. In the conduct of the test, carefully fill the hole with clear water to a minimum depth of 12 inches over the gravel. In most soils, it is necessary to refill the hole by supplying a surplus reservoir of water, possibly by means of an automatic syphon, to keep water in the hole for at least 4 hours and preferably over- night. Determine the percolation rate 24 hours after water is first added to the hole. This procedure is.to insure that the soil is given ample opportunity to swell and to approach the condition it will be in during the wettest season of the year. Thus, the test will give comparable results in the same soil, whether made in a dry or in a wet season. In sandy soils con- taining little or no clay, the swelling procedure is not essen- tial, and the test may be made as described under item 5C, after the water from one filling of the hole has completely seeped away. 5. Percoiation-rate Measurement. With the exception of sandy soils, percolation -rate measurements shall be made. on the day following the procedure described under item 4 above. * Manuai of Septic -Tank Practice, U.S. Department of Health, Education and Welfare. (U.S. Govt. Printing Office, 1958) ** The number of test holes depends upon uniformity of the soils and requirements of individual County Health Departments. A. If water remain in the test hole after the overnight swelling period, adjust the depth to approximately 6 inches over the gravel. From a fixed reference point, measure the drop in water level over a 30 -minute period. This drop is used to calculate the percolation rate. B. If no water remains in the hole after the overnight swelling period, add clear water to bring the depth of water in the hole to approximately 6 inches over the gravel. From a fixed reference point, measure the drop in water level at approximately 30 -minute intervals for 4 hours, refilling 6 inches over the gravel as necessary. The drop that occurs during the final 30 -minute period is used to calculate the percolation rate. The drops during prior periods provide information for possible modifica- tion of the procedure to suit local circumstances. C. In sandy soils (or other soils in which the first 6 inches of water seeps away in less than 3U minutes, after the over- night swelling period), the time interval between measure- ments shall be taken as 1U minutes and the test run for 1 hour. The drop that occurs during the final 10 minutes is used to calculate the percolation rate. TABLE I - ABSORPTION -AREA REQUIREMENTS FOR PRIVATE RESIDENCES (Provides for Garbage -Grinder and Automatic -Sequence Washing Machines) Percolation rate (time required for water to fall 1 inch, in minutes) Required absorp- tion area, in square feet per bedroom 1 stan- dard trench2 and seepage pits Percolation rate (time required for water to fall 1 inch, in minutes) Required absorp- tion area, in square feet per bedroom stan- dard trench2 and seepage pits3 1 or less 2 4 5 70 85 10O 115 125 10 15 304 45' 601 165 190 250 300 330 1 In every case, sufficient area should be provided for at least two bedrooms. 2 Absorption area for standard trenches is figured as trench -bottom area. 3 It 5 Absorption area for seepage pits is figured as effective side -wall area beneath the inlet. Unsuitable for seepage pits if over 30. Unsuitable for leaching system if over 6U. Kiewit FORT ST. VRAIN UNITS 7 & 8 GEOTECHNICAL ENGINEERING REPORT REV DATE : 23 JANUARY 2025 DOCUMENT NO.: 20055387-RPT-001 REV.: 0 ATTACHMENT 4 Kumar & Associates Geotechnical Report (2008) KIEWIT ENGINEERING GROUP INC. 4 Q GEOTECHNICAL ENGINEERING STUDY COMBUSTION TURBINE UNITS 5 AND 6 INSTALLATION FORT SAINT VRAIN POWER GENERATION PLANT WELD COUNTY, COLORADO K+A d Kumar & Associates, Inc. Geotechnical and Materials Engineers and Environmental Scientists Scanned with CamScanner Kumar & Associates, Inc. Geotechnical and Materials Engineers and Environmental Scientists ACEC MEMBER 1708 East Lincoln Avenue, #3 Fort Collins, CO 80918 phone: (970) 416-9045 fax: (970) 416-9040 e-mail: kaftcollins@kumarusa.com www.kumarusa.com Other Office Locations: Denver, Colorado Springs, Pueblo and Winter Park/Fraser, Colorado GEOTECHNICAL ENGINEERING STUDY COMBUSTION TURBINE. UNITS 5 AND 6 INSTALLATION FORT SAINT VRAIN POWER GENERATION PLANT WELD COUNTY, COLORADO Prepared By: Roger L. Barker, Senior Geologist Prepared For: Reviewed By: Narender Kumar, P.E. Xcel Energy Services, Inc. Energy Supply, Engineering and Construction 550 15th Street, Suite 400 Denver, Colorado 80202 Attention: John A. Keahey, Jr., P.E. Project No. 08-3-104 February 18, 2008 Scanned with CamScanner TABLE OF CONTENTS SUMMARY PURPOSE AND SCOPE OF STUDY 2 PROPOSED CONSTRUCTION 2 SITE CONDITIONS 3 SUBSURFACE CONDITIONS 3 PREVIOUS STUDY 5 FOUNDATION RECOMMENDATIONS 5 SEISMIC DESIGN CRITERIA 7 SITE GRADING 7 SURFACE DRAINAGE 8 DESIGN AND CONSTRUCTION SUPPORT SERVICES 9 LIMITATIONS 9 FIG. 9 - LOCATIONS OF EXPLORATORY BORINGS FIG. 2 - LOGS OF EXPLORATORY BORINGS FIG. 3 — LEGEND AND NOTES FIGS. 4 through 6 - SWELL -CONSOLIDATION TEST RESULTS FIG. 7 — GRADATION TEST RESULTS TABLE I - SUMMARY OF LABORATORY TEST RESULTS Kumar & Associates, Inc. Scanned with CamScanner SUMMARY 1. The subsurface conditions encountered in the exploratory borings drilled for this study consist of approximately 1 to 3 feet of sandy lean clay overlying nil to 5'% feet of silty sand to clayey sand. Fine to medium grained poorly graded sand with silt was encountered in each boring and extended to depths up to 34 feet below the ground surface. Poorly to well -graded gravelly sand was encountered at depth 34 to 50 feet in Boring 1 and to drilled depth of 5 to 11 feet in Borings 2 and 3. Silty, sandstone bedrock was encountered in Boring 1 at a depth of 50 feet and extended to the maximum depth studied, 55 feet. Ground water was encountered at depths of 22 to 23' feet when measured shortly after drilling and one day later. 2. The proposed structures may be founded on spread footings or mat foundations placed on a 3 -foot layer of compacted structural fill, and designed for an allowable soil bearing pressure of 3,000 psf. 3. Some of the upper clayey sand soils, such as those encountered in Boring 3, have a high consolidation potential and should be removed and replaced with structural fill. Existing fill, although not encountered in the borings, is expected to be encountered as associated with backfill of existing gas pipelines. If clayey sand or existing fill is encountered in foundation excavations, the fill material should be removed and replaced with compacted structural fill Kumar & Associates, Inc. Scanned with CamScanner -2 - PURPOSE AND SCOPE OF STUDY This report presents the results of a geotechnical engineering study for Combustion Turbine Units 5 and 6 at the Fort Saint Vrain Power Generation Plant located northwest of Platteville, Weld County, Colorado, The study was conducted for the purpose of confirming foundation design recommendations used at Combustion Units 2, 3 and 4 and/or developing recommendations for foundations, if differing bearing conditions were encountered. The project site is shown on Fig. 1. The study was conducted in accordance with the scope of work presented in our Proposal No. P3-08-108 dated February 8, 2008. A field exploration program consisting of drilling three exploratory borings was conducted to obtain information on the subsurface conditions. Samples of the subsoils obtained during the field exploration were tested in the laboratory to determine their classification and engineering characteristics. The results of the field exploration and laboratory testing were analyzed to develop recommendations for the planned construction. The results of the field exploration and laboratory testing are presented herein. This report has been prepared to summarize the data obtained during this study and to present our conclusions and recommendations based on the anticipated construction and the subsurface conditions encountered. Design parameters and a discussion of geotechnical engineering considerations related to construction of the proposed turbine units are presented herein. PROPOSED CONSTRUCTION We understand it is planned to construct two combustion turbines that will each power a 100 megawatt generator. The new units will be of similar construction as the existing Turbine Units 2, 3 and 4. It was reported the existing turbine units are founded on spread footings placed on the natural sands or possibly on several feet of recompacted soils designed for an allowable bearing pressure of 2,000 psf. The proposed combustion turbine generators will be constructed on mats about 23 feet wide and 93 feet long. The concrete mats will be about 5 feet thick with a top of concrete elevation of 4787 feet, At this elevation, the bottom of the mats will be near the existing ground surface elevation. The generators will have a weight of 275 tons and the turbines will have a weight of 200 tons. Loads associated with the air filter columns are Kumar & Associates, Inc. Scanned with CamScanner -3 - estimated at 50 tons. Associated with the turbine units will be a circular steel stack having an approximate height of 150 feet. The stack will be founded on a mat about 5 to 8 feet thick and the foundation is expected to have a maximum diameter of about 40 feet (based on a 3,000 psf bearing pressure). We understand the turbine/generator units are very sensitive to movement. Differential movement is of more concern than total settlement. It was reported that at Units 2 through 4, most of the settlement occurred during construction and prior to alignment of the machinery. If the planned construction is significantly different from that described above or depicted in this report, we should be notified to reevaluate the recommendations contained in this report. SITE CONDITIONS The site of the proposed turbine units is presently vacant except for several above ground fuel storage vessels. An asphalt paved drive extends north -south through the area. A concrete paved containment pad has been constructed at fuel storage vessels. The remainder of the site is unpaved. Most of the area between the existing turbines and the plant fence to the east serves as a detention pond. A small area of ice was present in the southern part of the proposed construction area and an earth berm less than about 3 feet high has been constructed along the east and south sides of the detention pond. The property, east of the eastern plant fence, is a fallow corn field, covered with weeds. The ground surface at the site is fiat with a gentle slope down to the east and south. An elevation difference of less than 1 foot occurs between the borings and the overall area is about 6 to 7 feet lower than the grade at the base of the stack at Combustion Unit 4. Two high pressure gas lines cross the development area from north to south. SUBSURFACE CONDITIONS The field exploration for the project was conducted February 7, 2008. A total of three exploratory borings were drilled at the approximate locations shown on Fig. 1 to explore the subsurface conditions. Approximate locations of the exploratory borings were determined by taping from physical features shown on the plan provided, The borings were advanced with 4 - Kumar & Associates, Inc. Scanned with CamScanner -4 - inch O.D. continuous flight augers. The borings were logged by a representative of Kumar & Associates, Inc. The subsurface conditions encountered in the exploratory borings drilled for this study consist of approximately 1 to 3 feet of sandy lean clay overlying nil to 5' feet of silty sand to clayey sand. Fine to medium grained poorly graded sand, with occasional, thin silty to clayey sand lenses was encountered in each boring and extended to depths up to 34 feet below the ground surface. Poorly to well -graded gravelly sand was encountered at depth 34 to 50 feet in Boring 1 and to drilled depth of 5 to 11 feet in Borings 2 and 3. Sandstone bedrock was encountered in Boring 1 at a depth of 50 feet and extended to the maximum depth studied, 55 feet. The sandstone was silty. Ground water was encountered at depths of 22 to 23% feet when measured shortly after drilling and one day later. Blow counts measured during sampling indicate the consistency of the sandy lean clay is medium. Blow counts in the silty sand indicate a relative density of medium dense to dense and blow counts in the poorly graded sand indicate a relative density ranging from medium dense to dense. A blow count in the sandstone indicates it is very hard. Samples obtained from the exploratory borings were visually classified in the laboratory by the project geologist and samples were selected for testing. Laboratory testing included index property tests, such as moisture content, dry unit weight, grain size analysis and liquid and plastic limits. Swell -consolidation tests, were conducted on selected samples of the poorly graded sand and samples of clayey sand to determine the compressibility or swell characteristics under loading and when submerged in water. Results of the laboratory testing are shown adjacent to the boring logs presented on Fig. 2 and in the attached Summary of Laboratory Test Results, Table 1. The laboratory testing was conducted in general accordance with applicable ASTM standards. Swell consolidation tests, presented on Figs. 4 through 6 indicate samples of the silty sand and clayey sand were non - expansive and showed a low to high compressibility when wetted under a constant load of 1000 psf and under further loading. Results of gradation analyses performed on samples of the poorly graded sand are presented on Fig. 7. Kumar & Associates, Inc. Scanned with CamScanner -5 - PREVIOUS STUDY A soil and foundation investigation was prepared for the Fort St. Vrain Nuclear Generating Station by Woodward-Clyde-Sherard and Associates reported under their Job No. 9594-9309, dated May 31, 1966. This report presented several foundation types and bearing pressures. We understand the existing combustion turbines are founded on "Low Pressure Spread Footings" as described in the report. The report indicates low pressure spread footings may be founded on the loose, near surface sands designed for a maximum soil bearing pressure of 2,000 psf. The report states: "Based on experience in the area, there may be pockets of unusually soft or loose soils at foundation level. Where such pockets are found, based upon inspection by a competent soil engineer, they should be removed to a maximum depth equal to the width of the footing and replaced with controlled fill constructed of the same sand compacted to 100% density (ASTM D 698-581)." FOUNDATION RECOMMENDATIONS Considering subsurface conditions encountered in the exploratory borings, performance of the existing turbine/generator units and the reported sensitivity to differential movement of the turbine/generators, it is our opinion the proposed structures may be founded on a spread footing or mat foundation. Deep foundations, such as drilled piers or high capacity steel helical screw anchors may also be considered. We can provide recommendations for these foundations, if requested. Considering the variable nature of the upper soils, both in soil type and compressibility characteristics, removal of ail or a portion of the upper cohesion soils and man -placed fill beneath and beyond the foundations will be required to reduce the potential for total and differential settlement. The design and construction criteria presented below should be observed for a spread footing foundation system. The construction details should be considered when preparing project documents. 1. Footings placed a minimum 3 -foot layer of properly compacted structural fill may be designed for a maximum allowable soil bearing or contact pressure of 3,000 psf. At the ee. Kumar & Associates, Inc. Scanned with CamScanner -6 - proposed foundation depths, over -excavation to a depth of 3 -feet below and adjacent to the bearing area will be required. 2. Depending on the soils exposed at the base of the 3 -foot over -excavation, additional removal and replacement may be required on a localized basis, particularly for foundations in the area of Boring 3, where highly compressible soils are present. Areas of loose material, existing fill (associated with existing gas pipelines) or material deemed unsuitable for foundation support encountered within the foundation excavations should be removed and the excavation extended to adequate natural bearing material. The excavation to allow placement of the layer of compacted structural fill should extend down from the edges of the footings at a I horizontal to 1 vertical projection. 3. Prior to placing fill the subgrade should be observed by representative of geotechnical engineer to evaluate conditions of the subgrade and determine if additional excavation is necessary. 4. Exterior footings and footings beneath unheated areas should be provided with adequate soil cover above their bearing elevation for frost protection. Placement of foundations at least 36 inches below the exterior grade is typically used in this area for frost protection. 5. The lateral resistance of a spread footing placed on properly compacted structural fill material will be a combination of the sliding resistance of the footing on the foundation materials and passive earth pressure against the side of the footing. Resistance to sliding at the bottoms of the footings (placed on structural fill) can be calculated based on a coefficient of friction of 0.3. Passive pressure against the sides of the footings can be calculated using an equivalent fluid unit weight of 200 pcf. The friction and passive pressure values recommended are working values. Compacted fill placed against the sides of the footings to resist lateral loads should be a nonexpansive material similar to the on -site soils. Fill should be placed and compacted as discussed in the "Site Grading" section of this report. Kumar & Associates, Inc. Scanned with CamScanner - 7 - 6. Footings and mats and any continuous foundation walls should be reinforced top and bottom to span an unsupported length of at least 10 feet. 7. Based on experience, we estimate total settlement for footings designed and constructed as discussed in this section will be approximately 1 to 1% inches. Differential settlements across the building are estimated to be approximately 1/7 to % of the total settlement. Considering the granular nature of the foundation soils, we anticipate that most of the settlement will occur during construction, similar to that reported on Units 2 through 4. 8. Granular foundation soils should be densified with a smooth vibratory compactor prior to placement of concrete. 9. A representative of the geotechnical engineer should observe ail footing excavations prior to concrete placement. SEISMIC DESIGN CRITERIA The Colorado Front Range is located in a low seismic activity area. Using 1997 Uniform Building Code (UBC) criteria, the site is located within Seismic Zone 1. The soil profile generally consists of poorly graded sand with varying amounts of gravel to a depth of 50 feet. These overburden soils classify as UBC Soil Profile Type SD or IBC Site Class D. Based on experience, the bedrock is expected to classify as UBC Soil Profile Type Sc or IBC Site Class C. Based on a weighted average, we recommend a UBC Soil Profile Type Sc or IBC Site Class D be considered in design. Based on the subsurface profile and site seismicity, liquefaction is not considered a design consideration. SITE GRADING Based on our understanding of the proposed construction and recommendations presented in this report, site grading will be required to improve bearing conditions beneath foundations and to promote surface drainage adjacent to the turbine/generator units. It appears that importation of fill materials will be required to achieve the anticipated final grades. Based on the above assumption, we recommend the following: Kumar & Associates, loc. Scanned with CamScanner -8- 1 Structural fill placed for foundation support should consist of material meeting the grading requirements of CDOT Class 1 structure backfill or CDOT Class 6 aggregate base course or other approved material. 2. Fill placed for foundation support should be compacted to 100% of the maximum standard Proctor (ASTM D 698) density within two percentage points of the optimum moisture content. 3. Fill placed adjacent to foundations and in adjacent areas to achieve drainage may consist of the soils excavated from beneath foundations, approved imported soils or approved soils derived from adjacent on -site sources. Fill placed for non -foundation support should be compacted to at least 95% of the maximum standard Proctor (ASTM D 698) density within two percentage points of the optimum moisture content. 4. Fill should not contain concentrations of organic matter or other deleterious substances. The geotechnical engineer should evaluate the suitability of proposed fill materials prior to placement. 5. Fill materials should not be placed on frozen ground, contain frozen materials or be allowed to freeze during site grading or prior to foundation construction. SURFACE DRAINAGE Proper surface drainage is very important for acceptable performance of the turbine/generator structures during construction and after the construction has been completed. Drainage recommendations provided by local, state and national entities should be followed based on the intended use of the structure. The following recommendations should be used as guidelines and changes should be made only after consultation with the geotechnical engineer. 1. Excessive wetting or drying of the foundation and slab subgrades should be avoided during construction. 2. Care should be taken when compacting around the foundations and any underground structures to avoid damage to the structure. Kumar & Associates, Inc. Scanned with CamScanner 9- 3. The ground surface surrounding the exterior of the turbine/generator structures should be sloped to drain away from the foundations in all directions. We recommend a minimum slope 6 inches in the first 10 feet in unpaved areas. Site drainage beyond the 10 -foot zone should be designed to promote runoff and reduce infiltration. A minimum slope of 3 inches in the first 10 feet is recommended in the paved areas. DESIGN AND CONSTRUCTION SUPPORT SERVICES Kumar & Associates, Inc. should be retained to review the project plans and specifications for conformance with the recommendations provided in our report. We are also available to assist the design team in preparing specifications for geotechnical aspects of the project, and performing additional studies if necessary to accommodate possible changes in the proposed construction. We recommend that Kumar & Associates, Inc. be retained to provide construction observation and testing services to document that the intent of this report and the requirements of the plans and specifications are being followed during construction, This will allow us to identify possible variations in subsurface conditions from those encountered during this study and to allow us to re-evaluate our recommendations, if needed. We will not be responsible for implementation of the recommendations presented in this report by others, if we are not retained to provide construction observation and testing services. LIMITATIONS This study has been conducted in accordance with generally accepted geotechnical engineering practices in this area for exclusive use by the client for design purposes. The conclusions and recommendations submitted in this report are based upon the data obtained from the exploratory borings at the locations indicated on Fig. 1, and the proposed type of construction. This report may not reflect subsurface variations that occur between the exploratory borings, and the nature and extent of variations across the site may not become evident until site grading and excavations for foundations are performed. If during construction, fill, soil, rock or water conditions appear to be different from those described herein, Kumar & Associates, Inc, should be advised at once so that a re-evaluation of the recommendations presented in this report can Kumar & Associates, Inc. Scanned with CamScanner -10 - be made. Kumar & Associates, Inc. is not responsible for liability associated with interpretation of subsurface data by others. RLB/mj Book, file Kumar & Associates, Inc. Scanned with CamScanner \ornn.ny\033104-vi. an O f7O w O o Scanned with CamScanner .\+ a,e.,1T)1\pp•1..0p\0•+11•^p\0!1,04-0t J.p O tp 0 EIDOSSV g sewn 0 O 0 VJ. 0 0 r A A ti O 73 w O A Z O 0 4790 4785 4725 BORING 1 ELEV.=4782.7 BORING 2 BORING 3 ELEV.=4781.7 ELEV.=4782.8 // 21/12 . -/" "9/C712...4- oD=1o7.1 - 200=12 NV NP 113/12 21/12 wC=3.2 +4=0 - 200=10 / / 14/12 111 40/12 35/12 75/2 9/12 1'12.._. - 00=110.6 - 200=33 LL= 23 PI=11 12/12 WC=7.6 OD= 103.6 +4=0 - 200=17 30/12 20/12 4790 4785 // l 49/12 4760 30/12 wC=5.8 00=106.2 -200=38 LL=38 PI=20 4775 29/12 6/12 J. GEND' - - - - - ANTICIPATED BEARING ELEVATION FOR COMBUSTION TURBINE GENERATORS. ------- ANTICIPATED LOWEST BEARING ELEVATION FOR STACK. 4770 4765 4760 r- 4255 4750 4745 4740 4735 4730 4725 Scanned with CamScanner LEGEND V C i O C. SANDY LEAN CLAY (CL), MEDIUM. MOIST, BROWN. CLAYEY SAND (SC) VARYING AMOUNTS OF SMALL GRAVEL, MEDIUM DENSE TO DENSE, DRY TO MOIST. POORLY GRADED SAND WITH SILT (SP—SM) FINE TO MEDIUM GRAINED, RANDOM SILTY TO CLAYEY SAND LENSES, MEDIUM DENSE TO DENSE, MOIST TO WET, TAN, GRAY, RUST. GRAVELLY SAND (SP —SW), POORLY TO WELL GRADED, GRAVEL LESS THAN 2 INCHES, DENSE, MOIST TO WET. TAN. SILTY SAND (SM), OCCASIONAL CLAYEY LENSES, SCATTERED SMALL GRAVEL, MEDIUM DENSE TO DENSE, WET, BROWN TO DARK BROWN. SANDSTONE BEDROCK. SILTY, VERY HARD. MOIST, GRAY. DRIVE SAMPLE, 2 —INCH ID. CALIFORNIA LINER SAMPLE. DRIVE SAMPLE. 1 3/8 —INCH I,D. SPLIT SPOON SAMPLE. STANDARD PENETRATION TEST. 21/12 DRIVE SAMPLE BLOW COUNT. INDICATES THAT 21 BLOWS OF A 140 —POUND HAMMER FALLING 30 INCHES WERE REQUIRED TO DRIVE THE SAMPLER 12 INCHES_ —�— DEPTH TO WATER LEVEL AND NUMBER OF DAYS AFTER DRILLING MEASUREMENT WAS MADE. NOTES 1. THE EXPLORATORY BORINGS WERE DRILLED ON FEBRUARY 7. 2008 WITH A 4 —INCH DIAMETER CONTINUOUS FLIGHT POWER AUGER. 2. THE LOCATIONS OF THE EXPLORATORY BORINGS WERE MEASURED APPROXIMATELY BY TAPING FROM FEATURES SHOWN ON THE SITE PLAN PROVIDED. 3. THE ELEVATIONS OF THE EXPLORATORY BORINGS WERE MEASURED BY INSTRUMENT LEVEL AND REFER TO THE BENCHMARK ON FIG. 1. 4. THE EXPLORATORY BORING LOCATIONS AND ELEVATIONS SHOULD BE CONSIDERED ACCURATE ONLY TO THE DEGREE IMPLIED BY THE METHOD USED. 5. THE LINES BETWEEN MATERIALS SHOWN ON THE EXPLORATORY BORING LOGS REPRESENT THE APPROXIMATE BOUNDARIES BETWEEN MATERIAL TYPES AND THE TRANSITIONS MAY BE GRADUAL. 6. GROUND WATER LEVELS SHOWN ON THE LOGS WERE MEASURED AT THE TIME AND UNDER CONDITIONS INDICATED. FLUCTUATIONS IN THE WATER LEVEL MAY OCCUR WITH TIME. 7. LABORATORY TEST RESULTS: WC = WATER CONTENT (z) (ASTM D 2216); DD = DRY DENSITY (pcf) (ASTM D 2216); +4 = PERCENTAGE RETAINED ON NO. 4 SIEVE (ASTM D 422); -200 = PERCENTAGE PASSING NO. 200 SIEVE (ASTM D 1140); LL = LIQUID LIMIT (ASTM D 4318); PI = PLASTICITY INDEX (ASTM D 4318); NP = NON -PLASTIC (ASTM D 4318); NV = NO LIQUID LIMIT VALUE (ASTM D 4318). O8-3-104 Kumar & Associates LEGEND AND NOTES Fig. 3 Scanned with CamScanner r _ M I I I I I I CONSOLIDATION - SWELL — 2 — 3 — 4 5 6 7 8 SAMPLE OF; Poorly Graded Sand FROM: Baring 1 0 3' WC = 2.4%, DD = 107.1 pef —200 = 12Y.., LL = NV, PI = NP ADDITIONAL COMPRESSION UNDER CONSTANT PRESSURE DUE TO WETTING Thome Mt rmulln apply My le lh. paladin t..t.d The tenting report .hON net M marshland, amp' in Fad. artisan th..rotnn approval of Komar end Aw.eeiee.., kw, Soil Coo..Tid,l:.n fe.b. pufdm.d in @coven.mitn AS1U 0-4544. .1 1D APPLIED PRESSURE — KSF in 100 08-3-104 Kumar & Associates SWELL —CONSOLIDATION TEST RESULT Fig. 4 Scanned with CamScanner a CONSOLIDATION - SWELL 1 0 1 2 3 —4 —5 SAMPLE OF: Clayey Sand FROM: Baring 2 Of 2' WC = 14.33%, DD = 110.6 pcf —200 = 33%, LL = 23, PI = 11 ADDITIONAL COMPRESSION UNDER CONSTANT PRESSURE DUE TO WETTING \\\\ I Thee leak ,.edtn apply stray to IM =maFn leafed. The Ieal:rp report dw1 net ba repradviced. ep1 In f.4. a:drmul till, *ratan eppnrnd M IK.enor and R1erq`ietn. Inc. Seal) Conacf,do Ot LZLp performed 'n eeaordence .ilh �LSTl1 o—aSed. .i 10 APPLIED PRESSURE - 08-3-104 Kumar & Associates SWELL —CONSOLIDATION TEST RESULT Fig. 5 Scanned with CamScanner CONSOLIDATION - SWELL 2 0 4 — 6 — 8 — 10 —12 — 14 —16 SAMPLE OF: Clayey Sand FROM: Boring 3 0 4' WC = 5.8%, DO = 108.2 pcf —200 = 38%, LL = 38, PI = 20 ---1---- ADDITIONAL COMPRESSION UNDER CONSTANT PRESSURE DUE TO WETTING Th.e.. l..t moth. apply ally w U. .• 1.... Thm te.11rlq pod hdJ ,. .d.in hid, .:!howl U ppreyear of Nwmr end ..dale.. Ins.S..11 Con.dMal'.n I.., preformed In paeard....ith RAY D-4546. e 1.0 APPLIED PRESSURE — KSF 10 1a Kumar & Associates NOTE: SCALE DOUBLED SWELL —CONSOLIDATION TEST RESULT Fig. 6 Scanned with CamScanner HYDROMETER ANALYSIS SIEVE ANALYSIS 100 TINE READINGS 24 FIRS 7 HRS 45 41N 15 MIN 69 IN SHIN 44114 14114 it. U.S. STANDARD SERIES 00 1194 SR 1401 0 18 1969 614 CLEAR SOUARE OPENINGS 3/e" 3,C4' 1 l/2' 3' S'6" "O W 1 1 90 10 I F I 80 I I -. -I -- - - 20 3OL0 N-71 40 _50 - -- el 1 w w- - - - - - - - I So ,- i - - - i - I u 40 I - I I I u K a 1- I I I-' 60 a- i I I 1 30 I I 70 1 I 1_ 1 I I 20 aD I I - 10 I - i r I 80 O �.1■■ - ! 1� .■■ - I 100 .0 -. .rr . . .{.._ DIAMETER .. ., 1.1 i - 4. .425 2.0 ' OF PARTICLES IN MILLIMETERS 1 -.1 1 152 OO CLAY TO SILT SAND GRAVEL COBBLES FINE .1 MEDIUM 'COARSE FINE I COARSE GRAVEL 0 % LIQUID LIMIT SAMPLE OF: Poorly Graded Sand SAND 90 % SILT PLASTICITY INDEX FROM: Boring 1 0 AND CLAY 10 % 13' HYDROMETER ANALYSIS SIEVE ANALYSIS .nn 24 HR5 45 MIN TIME READINGS 7 HR5 15 MIN 60 IN 19MIN 4MJN MIN 6 09 11+9 U.S. STANDARD SERIES 650 /401,24 6_18 11') 64 CLEAR SOUARE OPENINGS 3/e 3 4' I 1/2_ 3_ ,`6" 8"I PERCENT PASSING 1 0 0 0 0 0 0 0 O 0 C D I 1 10 k T 20 3 1 I _ I 0 I-- 1 r o 40 i I I i- La 5O 44 z =MEM I I 6D w a_ 1 I 70 I I I I I I 90 I 1 z t } 90 I � f I I I .001 ,O 2 1 1.O41.6A '.0L 1 I :•19 .D37 3 .1 DIAMETER 0 ,330 II E 425eai1 OF PARTICLES t I I i ,,16 2.0 i IN 14.45-' 3� c,�s MILLIMETERS 1 ' I ,- I ] I 'y J} 1 38,, 7t1a.'2 12 52 i0O DO SAND GRAVEL COBBLES CLAY TO SILT FINE 1 MEDIUM 'COARSE FINE I COARSE GRAVEL 0 % SAND 83 % SILT AND CLAY 17 % LIQUID LIMIT PLASTICITY INDEX These less results apply only to the samples which were lesled- The SAMPLE OF: Silly Sand FROM: Boring 2 @ 7" tesling report shall not be reproduced, except in 1411, wllheul the written approval of Kumar S Assacioles• Inc. Sieve analysis leslinq is p.rtarmed In accordance 'eilh AST11 0422. AST11 0136 9nd/cr 65114 D1140. 08-3-104 Kumar & Associates GRADATION TEST RESULTS Fig. 7 Scanned with CamScanner 00 I- J �y 'U) W 0 I — U) w I r oe wv J d mEe m J L4 ne 4 2 2 C Q C 0 at C as O a) O d c (/▪ ) LL C 2▪ 3 co co ca O N Q N N ph -R o CID CO r.0 3 3 CD O N O U u u SOIL OR BEDROCK TYPE Poorly Graded Sand C iC co a1 S9 U C U) UJ H C e 0 2 N j z N C) N O CO r CO C) GRADATION v CD a 0 co CD T'? a N 03 0 W ` C O� z V N N C., N- O W CO O CD N 03 O CO N co CO 0 CD N SAMPLE LOCATION w 0 M r N ti 0 N N M Scanned with CamScanner Drainage Report Checklist Project Name: 1 MJUSR25-08-1647 FORT SAINT VRAIN UNITS 7&8 The purpose of this checklist is to assist the applicant's Engineer with developing a drainage report that supports the intent of the Weld County Code using commonly accepted engineering practices and methodologies. Is the project in the MS4? ❑ Yes ® No If yes, the following requirements in blue apply. See Chapter 8, Article IX of the Weld County Code. Report Content EWeld County Case Number x❑ Certificate of Compliance signed and stamped by a Colorado Licensed PE 1 Description/Scope of Work El Location (County Roads, S -T -R) x❑ Nearby water features and ownership ❑X Total acres vs. developed acres ❑x Hydrological soil types/maps ❑X FEMA Flood Zones X❑ Urbanizing or non -urbanizing x❑ Methodologies used for report & analysis (full spectrum is not accepted) ❑X Base Design Standard used for permanent control measure design in the MS4 X❑ Discussion of offsite drainage routing E Conclusion statement indicating that the design will adequately protect public health, safety, and general welfare and have no adverse impacts on public rights -of -way or offsite properties Hydrology and Hydraulic Analysis ❑x Design Storm / Rainfall Information (NOAA Atlas or Local Data) ® Release Rate calculations ❑x Post construction site imperviousness E Hydrologic calculations (historic & developed basins) ® Hydraulic calculations for proposed drainage improvements (swales, culverts, riprap, pond, outlet, spillway, WQCV outlet, etc.) ® Detention/WQCV calculations Comments: Construction Drawings x❑ Stamped by PE ❑x Engineering scale & north arrow X❑ Property lines, rights -of -way, and easements ® 1' Contours & elevations (existing & proposed) ❑x Pre- and post -development drainage basins x❑ Arrows depicting flow direction ❑x Time of concentration critical path ❑x Drainage design points ❑x Improvements labeled x❑ Permanent control measure and associated drainage features labeled 'No Build/No Storage', include design volume X❑ Cross sections for open channels, profiles for pipes ® Elevations for inverts, flow lines, top of grates, orifice(s), etc. x❑ Pipe specs (size, material, length, slope) ❑X Outlet and spillway details Maintenance Plan ❑X Frequency of onsite inspections ❑X Repairs, if needed ❑x Cleaning of sediment and debris El Vegetation maintenance ❑x Manufacturer maintenance specifications, if applicable Other Required Documents (If Applicable) x❑ Variance Request and documentation— explain hardship, applicable code section, and proposed mitigation. Variances will not be granted for the Base Design Standard requirement in the MS4. Department of Public Works I Development Review 1111 H Street, Greeley, CO 80631 I Ph: 970-304-6496 I www.weldgov.com/departments/public_works/development_review 8/14/2019 Kiewit STORMWATER DRAINAGE STUDY 88.40.09 FORT ST. VRAIN UNITS 7&8 KIEWIT PROJECT NO. 20055387 WELD COUNTY CASE NO. 1MJUSR25-08-1647 ISSUED: JULY 2, 2025 REVISION 2 - ISSUED FOR PERMIT Table of Contents GENERAL 2 REFERENCES 2 EXISTING CONDITIONS 2 PROPOSED CONDITIONS 3 DESIGN BASIS 4 RETENTION (INFILTRATION) BASIN 4 PERIMETER DITCHES 6 INLETS 7 CULVERTS 8 EROSION CONTROL (RIPRAP) 8 CONCLUSIONS AND RECOMMENDATIONS 8 APPENDIX A - REFERENCES 10 Zachry Engineering Fort Saint Vrain Units 5&6 Drainage Plan 11 Geotechnical Infiltration Test Results 35 USGS Websoil Survey 49 FEMA Flood Map 53 NOAA Precipitation Frequency Data 54 APPENDIX B — DRAINAGE MAP 56 Existing Conditions Drainage Area Map 57 Proposed Conditions Drainage Area Map 58 APPENDIX C - SUPPORTING CALCULATIONS 60 Runoff Coefficient Tables 61 Time of Concentration Calculations 62 Retention Basin Volume Calculation 63 Infiltration Time Calculation 64 Froude Number Calculations 65 Perimeter Ditch Calculations 66 Inlet Capacity Calculations 73 Culvert Calculations 74 Emergency Spillway Calculation 80 APPENDIX D - SUPPLEMENTAL INFORMATION 81 Maintenance Plan 82 Certificate of Compliance 84 APPENDIX E — STORMWATER PLAN AND PROFILE DRAWINGS 85 Stormwater Plan and Profile Drawings 86 Fort St. Vrain Units 7&8 Kiewit Project No. 20055387 1 2/Issued for Permit FORT SAINT VRAIN UNITS 7 & 8 PROJECT NARRATIVE GENERAL These calculations were prepared to demonstrate that the proposed site conditions and stormwater management system will conform to Weld County requirements. The Fort St Vrain Generating Station is located at 16805 County Rd 19 %2, Platteville, CO. The Weld County Case Number for this Project is 1MJUSR25-08-1647. REFERENCES 1. Weld County Engineering and Construction Criteria (WCECC) (March 2024). 2. Zachary Engineering — Final Stormwater Drainage Report (August 8th, 2008). 3. Mile High Flood District's "Urban Storm Drainage Criteria Manual", Volumes 1, 2, and 3. 4. Chapter 8, Article XI, of the Weld County Code. 5. National Oceanic and Atmospheric Administration (NOAA), Atlas 14. EXISTING CONDITIONS The site's location is along the west side boundary of the South Platte River in an urbanizing drainage area of unincorporated Weld County and is not part of an MS4. All land downstream of the Project area that outlets to South Platte River is owned by Xcel. Hydrologic soil groups were pulled from the Natural Resources Conservation Service's Web Soil Survey (WSS). According to the WSS, the soils in the Project area consist of Altvan loam (Type B), Ascalon loam (Type B), Dacono clay loam (Type C), and Vona sandy loam (Type A). The full WSS report is attached in Appendix A. There are no known drainage problems or irrigation facilities on the property. The project is east of Units 5 and 6 of the existing Fort Saint Vrain Generating Station. The area covering existing Units 5 and 6 sheet flows to low points around the units and the flow is conveyed via culverts to a perimeter swale that discharges to an existing infiltration basin as shown in Figure 1 below. The two proposed units (7 and 8) are located over 7 acres, of which half is an existing aggregate laydown and the other half sits over an existing wheat field. The existing aggregate laydown drains toward the west and discharges into the existing infiltration basin whereas the existing wheat field drains East. The laydown space will be developed as indicated by the green dashed line below (Figure 1 - Existing Conditions). There is a ridgeline that divides the laydown space. Currently, stormwater from the Western laydown space flows to a low point in the Northwest corner of that area, while stormwater from the Eastern laydown space drains toward the Northeast corner and ultimately Fort St. Vrain Units 7 & 8 Kiewit Project No. 20055387 2 2/Issued for Permit outlets into the South Platte River. For existing drainage details, see Appendix B — Existing Conditions Drainage Area Map. ' 'West Laydown li-,_ ,✓ eta i EXISTING FORT SAINT VRAIN GENERATION Al STATION Existing Retention Pond Prop. Basin East Laydown FIGURE 1 - EXISTING CONDITIONS Construction Laydown Area Proposed Project Boundary PROPOSED LAYDOWN EXTG PERIMETER SWALE PROP PROJECT BOUNDARY EXISTING DRAINAGE ARROW DRAINAGE RIDGE EXTG. WHEAT FIELD PROPOSED CONDITIONS While Weld County code generally prohibits retention facilities (section 5.10.1 of the WCECC), a variance was granted in 2008 to the landowner allowing the use of a retention (infiltration) basin for stormwater management. A detention solution to drain the basin is not feasible because the existing topography would cause the construction limits to extend beyond the project boundary. Therefore, Kiewit proposes following a similar approach for the addition of Units 7 and 8. The Certificate of Compliance, which includes a variance request, is attached in Appendix D. This proposed variance shall not jeopardize the public health, safety, and welfare of public and private property. The development of Units 7 and 8 will be graded and divided into six drainage areas. Each area will be at a minimum grade of 0.5%, direct flow into area inlets, and discharge via an attached culvert into a perimeter ditch. Due to spacing limitations in the Northwest corner of the site, rainwater shall sheet flow over a low point in the loop road and discharge into the Proposed North Ditch. This area can be seen in Appendix B — Proposed Conditions Drainage Area Map Fort St. Vrain Units 7 & 8 Kiewit Project No. 20055387 3 2/Issued for Permit and is labeled as Area 701. Areas 100 to 600 on the Proposed DA map vary in size from 0.322 to 0.697 acres with an impervious percentage of 90% per Weld County Engineering and Construction Criteria Table 5-2 for a Heavy Industrial site. A calculation of each drainage area's time of concentration was conducted for Units 7 and 8 and all surrounding area within the LOD. The time of concentration for Areas 100 to 600 varies from 8.53 to 11.91 minutes. The North Ditch and South Ditch time of concentrations were 9.86 and 11.18 minutes, respectively. A critical flow path can be seen in Appendix B Drainage Area Maps and the time of concentration calculations summarized above can be found in Appendix C — Time of Concentration Calculations. DESIGN BASIS Weld County requires use of either the rational method or Storm Water Management Model (SWMM) for basins between 5 and 160 acres. The rational method was utilized to perform runoff calculations for this project. Retention volume was calculated in accordance with Weld County requirements, which include the following: • Pond volume must be 1.5 times the developed site runoff for the 100 -year, 24 -hour storm event plus 1 foot of freeboard. This volume includes water quality. • The pond must have an emergency spillway. • The pond must continually release or infiltrate at least 97 percent of all runoff from a rainfall event that is less than or equal to the 5 -year storm within 72 hours after the end of the event. • The pond must continually release or infiltrate at least 99 percent of all runoff from a rainfall event that is greater than the 5 -year storm event within 120 hours after the end of the event. Runoff Coefficients were determined from Tables 5-2 and RO-5 in the "Weld County Engineering and Construction Criteria" dated March 2024. Rainfall numbers were pulled from NOAA for the Project's location. RETENTION (INFILTRATION) BASIN Weld County and Zachry Engineering Corporation refers to an infiltration basin as a retention basin. This is not a universal terminology so for simplicity of this report's reader, the term "retention basin" will be used to refer to both the existing and proposed infiltration basins. The drainage area routed to the existing retention basin includes approximately 9.7 acres, per the 2008 "Final Storm Water Drainage Report" prepared by Zachry Engineering Corporation. The proposed Project will include an additional 7.60 acres from Units 7 and 8. The existing retention basin will be backfilled to make the construction and final site layouts more compatible with long term maintenance. The proposed retention basin, located North of proposed Unit 8, will be designed to take on the water routed to the existing basin as well as the proposed drainage areas. The location of the proposed basin is such that minimum slope requirements in proposed ditches are met. The proposed retention basin will be operated solely for stormwater management. Fort St. Vrain Units 7 & 8 Kiewit Project No. 20055387 4 2/Issued for Permit A rational -method calculation was utilized to determine the volume of the retention basin. This method can be found on page 63 of the "Weld County Engineering and Construction Criteria" document dated March 2024. The runoff coefficient of 0.83 was determined using Tables 5-2 and RO-5 in the "Weld County Engineering and Construction Criteria." With a site designation of heavy industrial, Table 5-2 gives an imperviousness of 90%. The 100 -year 24 -hour storm event has rainfall depth of 4.80 inches. This results in a required volume of 375,389 cubic feet, or 8.618 acre-feet, which is less than our proposed pond size as highlighted in Table 1 below. The capacity of the pond at stage 6 feet (before water flows through the emergency spillway) is 395,469 cubic feet. The stage storage at 7 feet shows that at least 1 foot of freeboard has been achieved per Weld County requirements. Retention volume calculations are attached in Appendix C — Retention Basin Volume Calculation. Stage storage information of the proposed retention basin is located in Table 1 and Figure 2 below. TABLE 1 —PROPOSED RETENTION BASIN STAGE STORAGE Stage (ft) Elevation Area (sf) Cumulative Volume (cf) 0 4779 44,212 0.00 1 4780 48,931 46,551 2 4781 54,987 98,481 3 4782 62,556 157,211 4 4783 72,200 224,531 5 4784 84,990 303,039 6 4785 100,075 395,469 7 4786 115,817 503,319 8 4787 131,511 626,900 Depth (ft) m Storage Curve Area Curve - Depth vs. - Depth vs. Volume Curve Volume Or) 100 200K 300K 4006 500K 600K 'K r ' ' ' ' ' i iil ii[iliiiipi tilriiiliiiiliiii1iiiillliiliil 40K 50K 60K 70K 80K 901( 100K 110K 120K 130K Area (R') FIGURE 2 - STAGE STORAGE CURVE Fort St. Vrain Units 7 & 8 Kiewit Project No. 20055387 5 2/Issued for Permit An emergency spillway capable of conveying the peak 100 -year storm discharge from the developed area is located on the northeast edge of the proposed retention basin. No additional off -site flows are expected to drain to this basin. The Rational Method was used to calculate total flow entering the spillway. Critical Flow Paths used in the intensity equation 5.4.1 of the "Weld County Engineering and Construction Criteria" start at the furthest existing culvert along the perimeter ditch and end at the location of the spillway (refer to Appendix B — Proposed Conditions Drainage Area Map for Critical Flow Paths). The length of the spillway was determined using the horizontal broad -crested weir equation from "Weld County Engineering and Construction Criteria," Section 5.10.2.5. The spillway will be defined by a concrete cutoff wall, in accordance with Weld County requirements. In addition, riprap with a median size of 12" (Type M) shall be placed on the downstream slope of the spillway to protect against failure from erosion. A spillway detail showing geometry and material requirements is included in the Design Drawings. The calculated length of the emergency spillway is 71.16 feet. However, the Design Drawings use a value of 75 feet to ensure sufficient capacity. The calculations are attached in Appendix C — Emergency Spillway Calculations. Soil infiltration rates were determined 1 foot below existing grade using in situ tests performed during Geotechnical investigation (see Appendix A — Geotechnical Infiltration Test Results). The Soil infiltration tests yielded rates of 2.62 in/hr and 3.76 in/hr. For the retention basin's drain time computations, half of the lesser rate (1.31 in/hr) was used, incorporating a factor of safety of 2. Table 2 below contains the drain time results for the proposed retention basin, and a more detailed calculation of these times can be found in Appendix C — Infiltration Time Calculation. TABLE 2 — INFILTRATION CALCULATION RESULTS Storm Event kSat Used (in/hr) Req'd Seepage (in/hr) Actual Infiltration (hrs) 5-yr, 24 -hr 1.31 0.613 33.7 100-yr, 24 -hr 1.31 0.849 77.8 PERIMETER DITCHES Kiewit proposes to maintain the use of two ditches around the perimeter of Units 7 and 8 to convey site runoff to the proposed retention basin. A North and South ditch are labeled according to Units 7 and 8's plan north orientation. These perimeter ditches are designed to convey the 100 -year design flow plus a minimum of one foot of freeboard. The upstream and downstream sections of each ditch were calculated and sized according to both the discharge from the existing Units and the discharge from proposed Units 7 and 8. The Hydraflow Express Extension for Autodesk was used to model and check the size of each ditch section. For upstream and downstream section cut locations, discharge calculations from Units 7 and 8, and the Hydraflow Express models, see Appendix B — Proposed Conditions Drainage Area Map and Appendix C — Perimeter Ditch Calculations. Erosive or hazardous conditions are not expected to be encountered. The perimeter ditches will have a 5 -foot aggregate -lined bottom with 4:1 side slopes. A roughness coefficient of 0.04 was used for the trapezoidal riprap lined channel according to Fort St. Vrain Units 7 & 8 Kiewit Project No. 20055387 6 2/Issued for Permit Table 5-11 of the "Weld County Engineering and Construction Criteria." Rainfall intensity was calculated using the time of concentration process described the Proposed Conditions of this report in conjunction with equation 5.4.1 of the "Weld County Engineering and Construction Criteria." The running slope, top of bank elevation, and invert elevation at each perimeter ditch section were pulled from the proposed finish grading plans. The hydraulic depth result from Hydraflow Express was added to the invert elevation, resulting in the water surface elevation. The amount of freeboard at each section was then calculated by subtracting the top of bank elevation from the water surface elevation. The Froude Number was calculated based on flow results and are included in the Table below. All Froude numbers are below 0.8 per Weld County requirements (see Appendix C — Froude Number Check for a more in depth calculation). Table 3 below shows the results from the freeboard calculations, but for a more detailed calculation of freeboard see Appendix C — Perimeter Ditch Calculations. TABLE 3 — PERIMETER DITCH FREEBOARD RESULTS Ditch Affiliation Section No. Hydraulic Head (ft) Water Surface Elevation (ft) Top of Bank Elevation (ft) Freeboard (ft) Froude Number (no unit) North Ditch 1 0.63 4784.75 4787.5 2.75 0.429 2 0.94 4783.09 4787.5 4.41 0.441 South Ditch 3 0.61 4785.75 4787.5 1.75 0.453 4 1.26 4780.63 4787.5 6.87 0.495 Following the calculation of channel freeboard, a mathematical proof calculation was conducted to determine if each ditch section is adequately sized to convey runoff Similar to what was conducted by the 2008 "Final Storm Water Drainage Report" prepared by Zachry Engineering Corp, the County's minimum freeboard value (1 foot) was used and Manning's equation was solved. The resulting flow of Manning's equation under minimum freeboard condition exceeded Kiewit's proposed flow at each section (results from the rational method calculation previously described). This result proves that the proposed perimeter ditches are adequate. The Manning Equation computations are included in Appendix C — Perimeter Ditch Calculations. INLETS The proposed drainage areas for Units 7 and 8 shall be graded to drain to area inlets (shown in Appendix B — Proposed Conditions Drainage Area Map). The inlets are designed for the 25 -year storm event per Weld County requirements with time of concentration calculated for each area. The 1 -hour point rainfall depth was determined to be 1.85 inches according to NOAA's Precipitation Frequency Data for the area. The rainfall depth would be used to calculate the rainfall intensity according to equation 5.4.1 of the "Weld County Engineering and Construction Criteria" for each drainage area. The rational method equation was used to calculate the flow to the inlets and a Nyloplast Grate Capacity Chart was used to determine the size of grate required. The tops of inlets will be standard grates and designed under the assumption that 50% of the grate will be clogged. The runoff coefficient of 0.80 was determined using Tables 5-2 and RO-5 of the "Weld County Engineering and Construction Criteria." Fort St. Vrain Units 7 & 8 Kiewit Project No. 20055387 7 2/Issued for Permit Flow to the inlets was first calculated using the weir equation, until ponding occurs, where it was then calculated as an orifice. The largest drainage area (Inlet 401) has a flow of 2.68 cfs. According to the Nyloplast Grate Capacity chart for a 30 -inch diameter standard Nyloplast grate, the maximum allowable inflow is roughly 3.80 cfs when 50% clogged. Because 2.68 cfs does not exceed 3.80 cfs, Kiewit finds the 30 -inch grate adequate for all proposed drainage area inlets in Units 7 and 8. For runoff calculations, Nyloplast Grate Capacity chart, and the calculation of allowable inflow, see Appendix C — Inlet Capacity Calculations. CULVERTS Each of the six 30 -inch Nyloplast inlets are connected to an underground HDPE corrugated culvert. The culverts are designed for the 100 -year storm event with time of concentrations varying according to the culvert's drainage area per Weld County requirements. On the downstream end, the culverts will contain a flared end section with a toewall. According to section 5.6.4 of the Weld County Engineering and Construction Criteria, a roughness coefficient of 0.013 shall be used for HDPE pipes. Each Culvert will discharge into the perimeter ditches, which convey the water to the proposed retention basin. The discharge from Culvert 100 will be directed to the North Ditch, and the discharge from Culverts 200, 300, 400, 500, and 600 will be directed to the South Ditch (see Appendix B — Proposed Conditions Drainage Area Map). The inflow to each culvert was calculated using the Rational Method (see Appendix C — Perimeter Ditch Calculations for inflow values). Using the Hydraflow Express Extension for Autodesk, the culverts were all modeled (See Appendix C — Culvert Calculations). It was determined that a pipe diameter of 18 -inches is sufficient to convey the flow within the culvert while preventing inlet surcharge. EROSION CONTROL (RIPRAP) All proposed storm pipes that daylight into the perimeter ditches will be installed with a flared end section and concrete toewall. Culvert ends will be perpendicular to the channel thus the calculations required in section 5.9 of the "Weld County Engineering and Construction Criteria" are not an applicable Best Management Practice. Kiewit proposes matching the existing stone which lines the ditch for Units 5 and 6. Thus, the proposed perimeter ditches shall be lined with a combination of 57/67 aggregate with a d50 of 3/4"-1". Around each culvert flared end section, the ditch shall be lined with Riprap stone (d50 equal to 6 -inches). In addition, the ditch will be lined with Mirafi 140N Geotextile Fabric. The maximum outflow velocity of each culvert do not exceed values which warrant additional Best Management Practices to prevent scouring and geotextile fabric tears (See Appendix C — Culvert Calculations for the maximum exit velocity). CONCLUSIONS AND RECOMMENDATIONS The proposed stormwater design is adequate in providing flood control and results in zero impact to nearby surface waters. Kiewit's design is also adequate in protecting plants, buildings, and equipment from stormwater. The site is drained through the use of inlets, culverts, and perimeter ditches. The proposed retention (infiltration) basin is designed in accordance with Weld County requirements. The proposed stormwater design will have no adverse impacts on public right-of-way or offsite properties. The proposed stormwater design Fort St. Vrain Units 7 & 8 Kiewit Project No. 20055387 8 2/Issued for Permit prevents site flooding during design events without jeopardizing public health, safety, or the welfare of public and private property. Kiewit Engineering recommends stormwater improvements as demonstrated in the report and shown on the Drawings. Fort St. Vrain Units 7 & 8 Kiewit Project No. 20055387 9 2/Issued for Permit APPENDIX A REFERENCES Fort St. Vrain Units 7&8 Kiewit Project No. 20055387 10 2/Issued for Permit WELD COUNTY PUBLIC WORKS DFPT ZACHRY ENGINEERING FORT SAINT VRAIN UNITS 5&6 DRAINAGE PLAN FINAL STORM WATER DRAINAGE REPORT Fort St. Vrain Units 5 & 6 Platteville, Colorado Owned by Xcel Energy Prepared for: Weld County Public Works Department P.O. Box 758 Greeley, CO 80632 August 8, 2008 Prepared by: Zachry Engineering Corporation 1515 Arapahoe Street Tower I, Suite 700 Denver, CO 80202 August 8, 2008 Weld County Public Works Department P.O. Box 758 Greeley, CO 80632 Department of Public Works: This report presents the storm water design for the Fort St. Vrain Unit 5 & 6 project. The project is located at the existing four Unit power plant site owned by Xcel Energy. The power plant is located approximately four miles northwest of Platteville, Colorado. The new Units will be constructed directly east of the existing Unit 4. Existing storm water runoff from approximately 4.8 acres will be collected onto the new site area and routed to the new storm water percolation pond through the new perimeter ditch and culvert network. The tributary runoff area of the new Units is approximately 4.9 acres. The design drawings located at the end of the report show the existing drainage patterns of the Unit 3 & 4 area (drawing #4STF-S1002 SO1 RO1) as well as the new storm water drainage system for the Unit 5 & 6 site (drawing #5STF-S3001 SO1 R0). The drawing for the Unit 3 & 4 area is not an as -built drawing but shows the general drainage patterns from that plant area to the new area. The two existing culverts which convey storm water from the existing site to the new site area are shown on the Unit 5 & 6 design drawing. The remainder of the water is conveyed by sheet flow across the existing road. The old storm water pond (see drawing #4STF-S1002 SO1 RO1) was resized and relocated for the new overall plant configuration (see # drawing #5STF-S3001 SO1 R0). The old storm water pond is now the location of Unit 5. The calculations provided in this report show the required storm water storage volume for a 100 year, 24 hour, 5 inch storm event to be 126,819 cubic feet (2.911 acre*ft). The maximum design high water elevation (without any percolation during the storm) is 4783' 0", in reality it will be lower than this due to percolation during the storm event. The top of concrete elevation for the new plant facility is 4787' 0". The estimated time to empty the pond through percolation is about 30 hours. The calculations also show the water elevation within the new drainage features (culverts and ditches) based on the specific tributary drainage areas. Please see the attached design drawings and storm water calculations for detailed information regarding the existing and new drainage systems. imSincerely, rely, 41\i Frank Roberts, P.E., S.E. Zachry Engineering Corporation ZACHRY ENGINEERING CORPORATION Park Central 15!5 Arapahoe Street, Tower!, Suite 800 • Denver, CO 80202.4256 (303) 928-4400 • FAX(303) 928-4368 COST CODE CALCULATIONS CALCULATIONS FOR STORM WATER Calculation Number: CL/013370.STF- 4 Revision: 0 (08/08/2008) XCEL ENERGY FSV UNITS 5 AND 6 SIMPLE CYCLE W d z O J od N E • O O '_ ' .c o N C C 0 N ,,EAA O vJ L LL C O r 3 U) V . N > 0 O N U) 11' 2E v C (U) II II II II _ O O .N m I a) a) c C ac. a) ` 10 ' o o EE — C - o = 10 > = Y C o !a > a) Cu > 7 C. 1- E C E E • v = E "• o E U C 0 d C 0 c) (for developed site, 100 yr. storm) N O 0-2% poor condition grass, < 50% grass) 0 (U C.) .� >. 0 0 r T 0 rn U) U) () 2 a) 2 N U N U N U (9 a) 0 co u � v CO '4' N a (0 1C) (4el co VI co t Total area of land = Developed Site CN CD I� In r• -•N I O O II II II II U CL Q 00 CO N Peak Flowrate = p�2 Soil Conservation ServiceType II Rainfall Distributions (pg. 461, map for SCS distribution type on pg. 463) Type II - 24 Hour Storm duration Hour (t) (hr.) tj - ti t/24 SCS Distribution Pt/P24 % Ptj - Pti duration (hr.) (for≥ 1 hr.) % (in/hr) intensity/duration 0 0 0 0 0 0 0 2 2 0.083 0.022 0.022 2 0.011 4 2 0.167 0.048 0.026 2 0.013 6 2 0.25 0.08 0.032 2 0.016 7 1 0.292 0.098 0.018 1 0.018 8 1 0.333 0.12 0.022 1 0.022 8.5 0.5 0.354 0.133 0.013 1 0.027 9 0.5 0.375 0.147 0.014 1 0.03 9.5 0.5 0.396 0.163 0.016 1 0.034 9.75 0.25 0.406 0.172 0.009 1 0.041 10 0.25 0.417 0.181 0.009 1.25 0.0504 10.5 0.5 0.438 0.204 0.023 1 0.054 11 0.5 0.458 0.235 0.031 1 0.079 11.5 0.5 0.479 0.283 0.048 1 0.428 11.75 0.25 0.490 0.357 0.074 1 0.452 12 0.25 0.5 0.663 0.306 1.25 0.332 12.5 0.5 0.521 0.735 0.072 1 0.109 13 0.5 0.542 0.772 0.037 1 0.064 13.5 0.5 0.563 0.799 0.027 1 0.048 14 0.5 0.583 0.82 0.021 2.5 0.0324 16 2 0.667 0.88 0.06 2 0.03 20 4 0.833 0.952 0.072 4 0.018 24 4 _ 1 1 0.048 _ 4 0.012 maximum % intensity/duration % inlhr = P.3 2 UTILITY ENGINEERING CALCULATION SHEET PAGELI OF CLIENT �Q` IJOB NO. 013310 DATE -1/),A PROJECT r V Slz, 'V r'a C 1.ft BY Co -4 Patypk( TITLE S (' \-ii.‘KcrVAinr, Pos4 DATE 9 7/d$ CALCULATION NO CHECKED "arm. ` ft, -640-- • r 1 ;�•. 1_ ....: _Co cy ( .>,,o r f �c�.: �1� x: �i s� t- (kkA;s m..� � fl-1/4-0 -`I) 1 �L`1. _ fa.), ._ : I I-3) kkr.: V S it G : A..v...J.._.c,-i,it(....tio--, A ALA ..�_i..... ;.._.. , �, Sac-_ i��!' +._._i rA� Projctcc oM�> I _ . re''g.k"A £� r y , A � Pr- S . r," i ZI C -G, 5 1)oy c- ;.•L cf-van 1.A Utz i ,'' : S �c ' 4-a = y q c� S 1 PEA, 1-4 I kr. .-I_ _ f- ;V -a' CoAmaoi L: 0 Al (; 7 0. .1:71 0.5 A cS Ait... C.. _ V(Pk.`vNC".....1 ((o( Le,*[- /ay. • t), -r-<2.0;.. ( 6 ) r *AA,' VN 1.-t ( v..rwrS 50 9° t _.» d- - 4 �'O. V I'I i f d tot- 0 — 'I_ C 1y µ` It H ,s\.0 3:1 _.. _ ._......_ f .. ..- - v L iO P PA = `i' : �Jo V.A.,, _.._ 0 . � 7Z P:..,.._: .: 6 s„ z �.� �`,r•�,/.st'ans 126 •_ fir i :... �.... � ' u It, '�c t4 -NI � ` Cry,. ' 13 to x I i)(•1 ') - - + 111 y (toy) — )2(0 4�4� . r/ \ fin x 2zs po �d 20 I ' /? : I ti -1. .Ss0, -L--N()I '414/)-1.-+0.01) ,.o f :(o _ .r --.L , -boy-'.)t ., s � ok `` (cc .�� oao) 3 � -�� r. °1(-)- Ct a dry f�e9a. A 0,,.. 1)5,"7y` r' (L r&≥itis - \A po;ntt UTILITY ENGINEERING CALCULATION SHEET PAGE 5_ OF CLIENT 2(c.` f v IJOB NO. 013'310 DATE Iirog PROJECT 'For‘., , J 1 \I rd►r n BY . t r r� tirk( TITLE S�or Air _ DATE `) ? t CALCULATION No CHECKED Jo n cco.Zauc- - --...IL ---i - ---,-- • '7-7— --r ..i.... ...i....74' I : _ _ f -..RA,0..-Nce...,' Q)10-73 . _ .:...._.. SQL a 5 i -u, 1 tiC i C A *-1 i*-- resv, (t3) a rte►. --1 r C ........ S VC•n!i1.. o 1 .L : c, ('X'1"- 1-1— i �n1 LI -, ,,,.k. eA- cy-.N. .' ii: i---.------.-------t- ._i �o\v . _V3.; C �,. � r - .. . ≤b • f I - y i_. ."." I-- .Si,.4 4 V ww -- Po -N, Is ` o` rtz < o w �, `-,,..y -\\ I'`a-` `t Sol, . . a�.. fox C I o ' r�� S�r P i aw►v o i I } t .. t IS.,t.., -- _tom - Arc.. p ^ I(D0° X 225' AVM -/71/4 u. SO, r, Sa,tpa a (A A l �1 f\")7 2 �N r s j I 'L -CD , 81 CI �'r>/ % = 34.,000 f.�.L_ . A I ! y.._._.' z �is F ca( -0,'%r` ' i- _. _.. = O,o11y9 FE 3to,000 C ��. so, gyp -- -- 2 t = =- . I , 3G s 'c IO'5 �r- (Vg s = '— , $ •x r t.. ,. _.._ .... ( RV' t CL dr\ Gts,DiL(A; a Is S\--4- .. i Vti\NA4-S . I V ra, pew t o\Al o/. r..0 ..a e* _Y... I ! . _ kc� I'Gjb* _cam ....... [ I _ "3.1g ' uei'+i}r x� I to ....... A4,,ts . ...._ __.w_.- t -,r).9 1 _t.. ._..... ---. _. _. w j -^.. __,�'.'.. _._ j't Mdrd .Ji --‘,r.,,, .- ... _ li 1 f w %1 . i_ :-err• ....1 1 ` i _ _...,._...- c._.... •-..,.., ...._ ..._-. - I 1 1 € i 1 _�_ 11 i _. .. _.. • I t I 1 i # t ...1 .,...... _ I } .._ ..r_ i . ' ... Li_ • ._ .___ ._ _..._ . _ _....... P. Fort St. Vrain Units 5 & 6 Open Channel Flow w/ Manning's Equation, Calculation of Depth for Trapezoidal Channel for Eastern Main Drainage Ditch Discharging into Storm Water Pond `Yellow cells are for input **Green cell requires goal seek w/ the calculated target value (purple cell) by changing the channel depth (blue cell) Q =ciA Developed Site Input c = 0.72 no units i = 2.26 in/hr A = 4.850 acres Q(storm,ditch) = i$9' II cfs Q = (1.49/n)*A*Rh2,3*Se'/2 Q = Flow rate (cfs) n = Manning's coefficient b = Channel bottom with (ft) horiz. s.s.= horizontal # of side slope ratio vert. s.s. = vertical # of side slope ratio Slope = Channel bed slope d = channel normal depth (ft) (without freeboard) w = overall channel width (ft) free board = distance for top of channel bank to water (calculated composite c value) (maximum (peak) rainfall intensity) (eastern drainage ditch tributary area: half of Unit 2 - 4 area and half of the Unit 5/6 area) to 1/44.. -:prokt_44) 43r r r41 5bOX eakFl,le -14, boglrm `� 4 CWw wit \wt Cs" .� I. S•` tl,o '� Cock - surface (ft) Manning's Input & Microsoft Excel Goal Seeking Q= n= b= Slope = free board = horiz. s.s. = vert. s.s. = Target value = 7.89 cfs no units feet decimal feel 0, 035 5 0.005 0.5 2 1 (for channel lined with rock) Iterated value = 2.621906 Channel Characteristics Output Calculated normal depth of channel = Overall channel width = Water cross-sectional area = 0.66: feet Channel cross- sectional area =y Overall channel depth = ' "LZ Flow velocity = 1 Fort St. Vrain Units 5 & 6 Open Channel Flow w/ Manning's Equation, Calculation of Depth for Culverts for Eastern Main Drainage Ditch Discharging into Storm Water Pond *Yellow cells are for input **Green cell requires goal seek wl the calculated target value (purple cell) by changing the channel depth (blue cell) Q =ciA Developed Site Input c = 0.72 `! no units i = 226 in/hr A = 4.850 acres Q(storm,culvert) ='� cfs Q = (1.49/n)*A*Rhti3*Se1/2 Q = Flow rate (cfs) n = Manning's coefficient do = Culvert inside diameter (ft) Slope = Culvert longitudinal slope d = culvert normal depth (ft) (calculated composite c value) (maximum (peak) rainfall intensity). (eastern drainage ditch tributary area: half of Unit 2 - 4 area and half of the Unit 5/6 area) C wl vu -4- �.. t x f+S w ill be_ f'.',Pp,„j Manning's Input & Microsoft Excel Goal Seeking Q = 7.89 cfs n = 0.012 no units (reinforced concrete pipe) do = 1.5 feet Slope = 0.005 decimal Target value = Iterated value = 0.898746 Channel Characteristics Output Calculated normal depth inside culvert = Water cross-sectional area = 1.20 feet Culvert cross- sectional area = Flow velocity = itgif For Plotting Purposes Only (Eastern Channel & Culvert Design) Channel Coordinates x (ft) y (ft) 0 0 0 1.16 2.32 0 7.32 0 9.63 1.16 Water Surface Coordinates x (ft) y (ft) 1 0.66 8.63 _ 0.66 Culvert Coordinates x (ft) y (ft) -0.75 0.75 -0.69 1.04 -0.53 1.28 -0.29 1.44 0.00 1.50 0.29 1.44 0.53 1.28 0.69 1.04 0.75 0.75 0.69 0.46 0.53 0.22 0.29 0.06 0.00 0.00 -0.29 0.06 -0.53 0.22 -0.69 0.46 -0.75 0.75 Water Surface Coordinates x (ft) y (ft) -0.60 1.20 0.60 1.20 Culvert Diameter = 1.5 ft. Water depth = 1.20 ft. Water Top Width = 1.199 ft. P' 9 — Channel — Water Surface N O N OD O T- O O (;) O O CO N O .c oeso IC) _• cC_ c c •fA • co CD • ._ • d _• > V) c O � d O LL CO w — Culvert — Water Surface O O N r O O O O CO 0 N co O a O O O O (u) O O O CO O O co O O 0 0 N O O O V O O N O a 'ct O O fD O O 0 P 10 Fort St. Vrain Units 5 & 6 Open Channel Flow w/ Manning's Equation, Calculation of Depth for Trapezoidal Channel for Northern & Southern Main Drainage Ditches Along Site Loop Road and Discharging into Storm Water Pond *Yellow cells are for input **Green cell requires goal seek wl the calculated target value (purple cell) by changing the channel depth (blue cell) Q =ciA Developed Site Input c= 0.72 i = 2.26 A= 4.850 no units in/hr acres Q(storm,ditch) = Ibf789}; cfs' Q = (1.49/n)*A*Rh2/3*Sevz (calculated composite c value) (maximum (peak) rainfall intensity) (northern drainage ditch tributary area: half of Unit 2 - 4 area and half of the Unit 5/6 area) Q = Flow rate (cfs) n = Manning's coefficient b = Channel bottom with (ft) horiz. s.s.= horizontal # of side slope ratio vert. s.s. = vertical # of side slope ratio Slope = Channel bed slope d = channel normal depth (ft) (without freeboard) w = overall channel width (ft) free board = distance for top of channel bank to water surface (ft) Manning's Input & Microsoft Excel Goal Seeking Q= n= b= Slope = free board = horiz. s.s. = vert. s.s. = Target value = 7.89 cfs 0.035 no units 2 feet 0.005 decimal 0.5 feet 2 1 (for channel lined with rock) Iterated value = 2:622407. wI 6, pry p.r Pla,.,s1 s - Channel Characteristics Output Calculated normal depth of channel = 0.95 feet Overall channel width =t Water cross-sectional area = Channel cross- sectional area = N '+'I MMEMIN Overall channel depth = Flow velocity = I: Fort St. Vrain Units 5 & 6 Open Channel Flow w! Manning's Equation, Calculation of Depth for Culverts for Northern & Southern Main Drainage Ditches Along Site Loop Road *Yellow cells are for input **Green cell requires goal seek wl the calculated target value (purple cell) by changing the channel depth (blue cell) Q =ciA Developed Site Input c i= A 0.72 2.26 3.623 no units in/hr acres Q(storm,culvert) = cfs Q = (1.49/n)*A*Rhy3*Se1/2 Q = Flow rate (cfs) n = Manning's coefficient do = Culvert inside diameter (ft) Slope = Culvert longitudinal slope d = culvert normal depth (ft) (calculated composite c value) (maximum (peak) rainfall intensity) (northern & southern drainage ditch tributary half of Unit 2 - 4 area and a quarter of the Unit 5/6 area) eitwl 12t Ototi." e,,k6(1. Avert ,t FIB slut rs L r �,..t,,� � PiQ6�n ea1�s fix 18 ��vr�+, `L{- cjuu4 �,,,�s 4th will inS6,1c<mseiiies as -litre_ no o o?ee-l-y uw Mb -clay Manning's Input & Microsoft Excel Goal Seeking Q= n= do = Slope = 5.90 cfs no units feet decimal 0:012 1.5 0.005 Target value =Niatrigg (reinforced concrete pipe) Iterated value =';0.672274° Channel Characteristics Output Calculated normal depth inside culvert = 095. feet Water cross-sectional area = Culvert cross- sectional area = Flow velocity = =r p13 For Plotting Purposes Only (Northern/Southern Channel & Culvert Design) Channel Coordinates x(ft) y(ft) o 0 0 1.45 2.91 0 4.91 0 7.81 _ 1.45 Water Surface Coordinates x (ft) y (ft) 1 0.95 6.81 0.95 Culvert Coordinates x (ft) y (ft) -0.75 0.75 -0.69 1.04 -0.53 1.28 -0.29 1.44 0.00 1.50 0.29 1.44 0.53 1.28 0.69 1.04 0.75 0.75 0.69 0.46 0.53 0.22 0.29 0.06 0.00 0.00 -0.29 0.06 -0.53 0.22 -0.69 0.46 -0.75 0.75 Water Surface Coordinates x (ft) y (ft) -0.72 0.95 0.72 0.95 Culvert Diameter = 1.5 ft. Water depth = 0.95 ft. Water Top Width = 1.444 ft. P 'y Fort St. Vrain Units 5 & 6 CU _• CI .„ o c = tl! • O O 2 en() G c c C d CC tto O z 8 co —Channel E i CD off Ill G A C :� •H cTs 0 .L 0 > C — L 1I7 t O O LL Z a) U — Water Surface O V N CJ O O O co (D V N 6 O O O (J) O 0 O 0 O O O N O O O O P. 15 Fort St. Vrain Units 5 & 6 Open Channel Flow w/ Manning's Equation, Calculation of Depth for Trapezoidal Channel for Power Block Drainage Ditches Along Site Loop Road *Yellow cells are for input **Green cell requires goal seek wl the calculated target value (purple cell) by changing the channel depth (blue cell) Q =ciA Developed Site Input c = 0.72 no units i = 2.26 in/hr A = 0.614 .p: acres Q(storm,ditch) _' cfs Q = (1.49/n)*A*Rh2/3„ Sevz (calculated composite c value) (maximum (peak) rainfall intensity) (power block drainage ditch tributary area: one eighth of Unit 5 & 6 area) Q = Flow rate (cfs) n = Manning's coefficient b = Channel bottom with (ft) horiz. s.s.= horizontal # of side slope ratio vert. s.s. = vertical # of side slope ratio Slope = Channel bed slope d = channel normal depth (ft) (without freeboard) w = overall channel width (ft) free board = distance for top of channel bank to water surface (ft) Manning's Input & Microsoft Excel Goal Seeking Q= n= b= Slope = free board = horiz. s.s. = vert. s.s. = Target value = 1.00 cfs 0.035 no units (for channel lined with rock) 0 feet 0.005 decimal 0.5 feet 2 1 Iterated value =-''0;33206;: Channel Characteristics Output Calculated normal depth of channel =. 0.64 feet Overall channel width =® Water cross-sectional area =EAVIIIIIIM Channel cross- sectional area = Overall channel depth = Flow velocity = wrimagal p.11 Fort St. Vrain Units 5 & 6 Open Channel Flow w/ Manning's Equation, Calculation of Depth for Culverts for Power Block Drainage Ditches Along Site Loop Road *Yellow cells are for input **Green cell requires goal seek w/ the calculated target value (purple cell) by changing the channel depth (blue cell) Q =ciA Developed Site Input c= i= A= 0.72 2,26 .. 0.614 no units in/hr acres Q(storm,culvert) = r;sr cfs Q = (1.49/n)*A*Rh2/3*Se1/2 Q = Flow rate (cfs) n = Manning's coefficient do = Culvert inside diameter (ft) Slope = Culvert longitudinal slope d = culvert normal depth (ft) (calculated composite c value) (maximum (peak) rainfall intensity) (power block drainage ditch tributary area: one eighth of Unit 5 & 6 area) Manning's Input & Microsoft Excel Goal Seeking Q= n= do = Slope = Target value = 1.00 0.012 1 0.005 cfs no units feet decimal (reinforced concrete pipe) Iterated value =- 0 113872 Channel Characteristics Output Calculated normal depth inside culvert = 0.42 feet Water cross-sectional area =Q3 Culvert cross- sectional area = sy- Mr4' Flow velocity=r3r2?' 71 For Plotting Purposes Only (Power Block Area Channel & Culvert Design) Channel Coordinates x (ft) y (ft) 0 0 0 1.14 2.29 0 2.29 0 4.57 1.14 Water Surface Coordinates x (ft) y (ft) 1 0.64 3.57 0.64 Culvert Coordinates x(ft) y(ft) -0.50 0.50 -0.46 0.69 -0.35 0.85 -0.19 0.96 0.00 1.00 0.19 0.96 0.35 0.85 0.46 0.69 0.50 0.50 0.46 0.31 0.35 0.15 0.19 0.04 0.00 0.00 -0.19 0.04 -0.35 0.15 -0.46 0.31 -0.50 0.50 Water Surface Coordinates x (ft) Y (ft) -0.49 0.42 0.49 _ 0.42 Culvert Diameter = 1 ft. Water depth = 0.42 ft. Water Top Width = 0.987 ft. Fort St. Vrain Units 5 & 6 co) _• _ �O) O ow a)c N O O m ca I NN - LO Y O 0 _c d m ccc co o 0 a — Channel —Water Surface er N c- co Co e-- O O (J) O N O 0 U) d - ID OD co n $ N N O rig Fort St. Vrain Units 5 & 6 (u) Weld County Use By Special Review (USR) and Site Plan Review (SPR) FINAL Drainage Report Outline The following checklist is to be utilized as guidance, and may not be all inclusive. Other concerns may arise during the USR application process. The USR Final Drainage Report is stamped, signed, and dated by a registered P.E. licensed to practice in the State of Colorado. All submitted construction plan sheets are stamped, signed, and dated by a registered P.E. licensed to practice in the State of Colorado. I. Final Drainage Report inclusions X x kik x >c x )O\ 11. 1. All preliminary report information is finalized. 2 Proposed location and sizing of all storm sewers, swales, open channels, culverts, cross -pans, and other appurtenances, including cross -sections of swales and open channels. 3 Routing and accumulation of flows at various critical points for minor and major storm runoff is calculated and documented. 4 Detention storage facilities and outlet works, including proposed 100 -year water surface elevations and overflow facilities, are designed and supported with calculations. 5. Location of all existing and proposed utilities are identified. 6 Routing of off -site drainage flows through the development (but not through detention outlet pipe) has been achieved. The minimum lowest opening elevations of residential and commercial buildings are above the 100 -year 7. water surface in streets, channels, swales, or other drainage facilities. 8. Proposed on -site and off -site private and public drainage easements are identified. All proposed culverts are identified and profiled in construction drawings with slope, pipe size, material, 9. invert elevations and stations, upstream 100-yr energy grade line (EGL 100), and hydraulic profile through the pipe are clearly indicated. Pipe hydraulics are supported with calculations. 10 The elevations of manhole and inlet inverts in relation to project datum are identified and profiled in construction drawings. PIuposed water sui face elevations for street encroachments for the minor and major storm are Identified in report and supported with calculations.. 12. Critical hydraulic structure dimensions are identified in report and on construction drawings. 13. Orifice plate sizes are calculated in the report and identified on construction drawings. 14. Detention pond volumes are calculated in the report and indicated on construction drawings. 15. All other critical hydraulic elevations are calculated and documented in the report. 16. Operations and Maintenance instructions for the proposed stormwater drainage facilities 17 Construction -phase erosion control calculations are provided and shown on the erosion control sheet in the construction drawings 18 Permanent erosion and sediment control design calculations are provided and shown on the erosion control sheet in the construction drawings. Weld County Public Works Pagel of i USR Final Drainage Report Checklist Form Updated 02-06-2008 GEOTECHNICAL INFILTRATION TEST RESULTS ;; MPD Infiltration Report �� E� INFILTROMETER www.upstreamtechnologies.us Kumar & Associates, Inc. Pptl - Weld County, CO Ksat best -fit site average: 67 mm/hr or 2.62 in/hr GPS Infiltration Test Site Map 4 ea :'� Imagery ©2024 Airbus, Maxar Technolog Map Pin # Test # Test Name Ksat (mm/hr) Ksat (in/hr) C (mm) RMS Error of Regression (s) Norma lized RMS 1 1 Ppt1 67 2.62 -130.0 5.6 0.3% Site Average could not be calculated from only 1 viable test 3.19 in/hr%; _ 1.60 in/hr — I, JD - w ryg // k1.;s so; ‘-y,� -� -2, g /0- 5 �� f 1.42 in/hr ' �_%_ �— L— I S MOr4- rku Arai", 6\;s\-.4 vh' '..4 \. — _ > ` lo• \ part o\, ! i I ! po,\a III ,, 6MPS Infiltration Report INFILTROMETER www.upstreamtechnologies.us Kumar & Associates, Inc. Pptl - Weld County, CO IfFA Gomar Aal ssociates, a Engineers and E vivane dal Saints% --�_- anrw.laaa.aa.,an This report summarizes the results of a set of Modified Philip Dunne (MPD) Infiltrometer tests performed at the above referenced site. Kumar & Associates, Inc. personnel performed the field tests. The software used to compute saturated hydraulic conductivity (Ksat) and generate this report assumes that the field personnel used infiltrometers manufactured by Upstream Technologies Inc. and followed the procedures outlined in "Manual — Modified Philip - Dunne Infiltrometer" by Ahmed, Gulliver, and Nieber. The following paragraphs describe the individual tests, input values used in the analysis, and methods used to compute the Ksat value. After individual Ksat values were calculated, the method used to determine the overall site Ksatvalue (Kbest_fit) is described in "Effective Saturated Hydraulic Conductivity of an Infiltration -Based Stormwater Control Measure" by Weiss and Gulliver 2015, "A relationship to more consistently and accurately predict the best -fit value of saturated hydraulic conductivity used a weighted sum of 0.32 times the arithmetic mean and 0.68 times the geometric mean." METHOD USED TO COMPUTE Ksat The MPD Infiltrometer software uses the following procedure described in "The Comparison of Infiltration Devices and Modification of the Philip -Dunne Permeameter for the Assessment of Rain Gardens" by Rebecca Nestigen, University of Minnesota, November 2007. The steps are as follows: 1. For each measurement of head, use the following equation to find the corresponding distance to the sharp wetting front. [H0 — H(t)171 = 0i 3 82 [2[R(t)]3 +3[R(t)121i„,„,— L3 — 44] 2. Estimate the change in head with respect to time and the change in wetting front distance with respect to time by using the backward difference for all values of R(t) equal to or greater than the distance + 3. Make initial guesses for K and C. 4. Solve the following equations for AP(t) at each incremental value of t. AP(t) = —8101. — Bo [R(t)2] +KR(t)]L+ dr t 2 l dn[,n[�{ +t,��]] d,,,a� J AP(t)=C — H(t) — L + dhK dt 5. Minimize the absolute difference between the two solutions found in Step 4 by adjusting the values of K and C. Ho Parameters for Equations eo = volumetric water content of soil before MPD test 01 = volumetric water content of soil after MPD test 6MPD Infiltration Report INFILTROMETER www.upstreamtechnologies.us Pptl Date 10/3/2024 Time 10:02 AM Latitude 40.245277 Longitude -104.870761 Initial Volumetric Moisture 5.00 % Final Volumetric Moisture 78.00 % Cylinder Size 3 Liter Kumar & Associates, Inc. Ppt1 - Weld County, CO Pptl Results Readings # Time Head 1 Os 2 5s 3 10 s 4 15 s 5 20 s 6 25 s 7 30 s 8 35 s 9 40 s 10 45 s 11 50 s 12 55 s 13 60 s 14 65 s 15 70 s 16 75 s 17 80 s 18 85 s 19 90 s 20 95 s 21 100 s 22 105 s 23 110 s 24 115 s 25 120 s 34.74 cm 34.57 cm 34.41 cm 34.26 cm 34.13 cm 33.99 cm 33.86 cm 33.75 cm 33.63 cm 33.51 cm 33.39 cm 33.28 cm 33.17 cm 33.06 cm 32.96 cm 32.85 cm 32.74 cm 32.64 cm 32.53 cm 32.43 cm 32.33 cm 32.24 cm 32.14 cm 32.04 cm 31.95 cm Map Pin # 1 Test Number 1 Ksat - mm/hr 67 Ksat - in/hr 2.62 Capillary Pressure C mm -130.0 RMS Error of Regression 5.6 Normalized RMS 0.3% 1 # Time Head 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 125 s 130 s 135 s 140 s 145 s 150 s 155 s 160 s 165 s 170 s 175 s 180 s 185 s 190 s 195 s 200 s 205 s 210 s 215 s 220 s 225 s 230 s 235 s 240 s 245 s 31.85 cm 31.77 cm 31.67 cm 31.57 cm 31.48 cm 31.39 cm 31.31 cm 31.21 cm 31.13 cm 31.03 cm 30.95 cm 30.86 cm 30.77 cm 30.68 cm 30.59 cm 30.52 cm 30.43 cm 30.35 cm 30.26 cm 30.18 cm 30.09 cm 30.02 cm 29.93 cm 29.86 cm 29.77 cm # Time Head 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 250 s 255 s 260 s 265 s 270 s 275 s 280 s 285 s 290 s 295 s 300 s 305 s 310 s 315 s 320 s 325 s 330 s 335 s 340 s 345 s 350 s 355 s 360 s 365 s 370 s 29.69 cm 29.61 cm 29.53 cm 29.45 cm 29.37 cm 29.29 cm 29.22 cm 29.13 cm 29.06 cm 28.99 cm 28.9 cm 28.83 cm 28.76 cm 28.68 cm 28.61 cm 28.54 cm 28.46 cm 28.39 cm 28.31 cm 28.24 cm 28.17 cm 28.09 cm 28.02 cm 27.94 cm 27.87 cm I(+A Nwnmr & Associates, Inc. ° GeoletANml and Materials Engineers end Environmental Saicnts's --� wwW.Iwn erusa tam # Time Head 76 77 78 79 80 81 82 83 84 85 86 87 88 89 90 91 92 93 94 95 96 97 98 99 100 375 s 380 s 385 s 390 s 395 s 400 s 405 s 410 s 415 s 420 s 425 s 430 s 435 s 440 s 445 s 450 s 455 s 460 s 465 s 470 s 475 s 480 s 485 s 490 s 495 s 27.8 cm 27.73 cm 27.65 cm 27.58 cm 27.52 cm 27.45 cm 27.38 cm 27.3 cm 27.24 cm 27.16 cm 27.09 cm 27.03 cm 26.96 cm 26.89 cm 26.82 cm 26.76 cm 26.69 cm 26.62 cm 26.56 cm 26.49 cm 26.42 cm 26.35 cm 26.29 cm 26.23 cm 26.15 cm 6MPS Infiltration Report INFILTROMETER www.upstreamtechnologies.us Ppt1 Readings continued # Time Head 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 122 123 124 125 126 127 128 129 130 131 132 500 s 505 s 510 s 515 s 520 s 525 s 530 s 535 s 540 s 545 s 550 s 555 s 560 s 565 s 570 s 575 s 580 s 585 s 590 s 595 s 600 s 605 s 610 s 615 s 620 s 625 s 630 s 635 s 640 s 645 s 650 s 655 s 26.1 cm 26.04 cm 25.96 cm 25.9 cm 25.83 cm 25.77 cm 25.71 cm 25.64 cm 25.58 cm 25.51 cm 25.46 cm 25.39 cm 25.32 cm 25.26 cm 25.19 cm 25.13 cm 25.08 cm 25.01 cm 24.95 cm 24.89 cm 24.82 cm 24.77 cm 24.7 cm 24.64 cm 24.58 cm 24.52 cm 24.46 cm 24.4 cm 24.33 cm 24.27 cm 24.21 cm 24.15 cm Kumar & Associates, Inc. Pptl - Weld County, CO Time Head 133 134 135 136 137 138 139 140 141 142 143 144 145 146 147 148 149 150 151 152 153 154 155 156 157 158 159 160 161 162 163 164 660 s 665 s 670 s 675 s 680 s 685 s 690 s 695 s 700 s 705 s 710 s 715 s 720 s 725 s 730 s 735 s 740 s 745 s 750 s 755 s 760 s 765 s 770 s 775 s 780 s 785 s 790 s 795 s 800 s 805 s 810 s 815 s 24.1 cm 24.04 cm 23.97 cm 23.92 cm 23.85 cm 23.8 cm 23.75 cm 23.68 cm 23.63 cm 23.56 cm 23.51 cm 23.45 cm 23.39 cm 23.33 cm 23.28 cm 23.21 cm 23.16 cm 23.1 cm 23.04 cm 22.99 cm 22.94 cm 22.87 cm 22.82 cm 22.77 cm 22.7 cm 22.65 cm 22.6 cm 22.54 cm 22.49 cm 22.44 cm 22.37 cm 22.32 cm # Time Head 165 166 167 168 169 170 171 172 173 174 175 176 177 178 179 180 181 182 183 184 185 186 187 188 189 190 191 192 193 194 195 196 820 s 825 s 830 s 835 s 840 s 845 s 850 s 855 s 860 s 865 s 870 s 875 s 880 s 885 s 890 s 895 s 900 s 905 s 910 s 915 s 920 s 925 s 930 s 935 s 940 s 945 s 950 s 955 s 960 s 965 s 970 s 975 s 22.27 cm 22.21 cm 22.15 cm 22.11 cm 22.04 cm 21.99 cm 21.94 cm 21.88 cm 21.83 cm 21.78 cm 21.72 cm 21.68 cm 21.62 cm 21.56 cm 21.51 cm 21.46 cm 21.4 cm 21.35 cm 21.31 cm 21.25 cm 21.2 cm 21.15 cm 21.09 cm 21.04 cm 20.99 cm 20.93 cm 20.88 cm 20.84 cm 20.78 cm 20.73 cm 20.68 cm 20.63 cm K+A Kumar & Associates. loc.' Goabdniral and Materials Engineers and E il:me ial Scientsts -l_- rAtvllaa..a.aam # Time Head 197 198 199 200 201 202 203 204 205 206 207 208 209 210 211 212 213 214 215 216 217 218 219 220 221 222 223 224 225 226 227 228 980 s 985 s 990 s 995 s 1000 s 1005 s 1010 s 1015 s 1020 s 1025 s 1030 s 1035 s 1040 s 1045 s 1050 s 1055 s 1060 s 1065 s 1070 s 1075 s 1080 s 1085 s 1090 s 1095 s 1100 s 1105 s 1110 s 1115 s 1120 s 1125 s 1130 s 1135 s 20.58 cm 20.53 cm 20.48 cm 20.43 cm 20.38 cm 20.34 cm 20.27 cm 20.23 cm 20.18 cm 20.14 cm 20.08 cm 20.03 cm 19.99 cm 19.93 cm 19.88 cm 19.84 cm 19.78 cm 19.74 cm 19.69 cm 19.65 cm 19.59 cm 19.54 cm 19.49 cm 19.44 cm 19.4 cm 19.35 cm 19.29 cm 19.25 cm 19.2 cm 19.16 cm 19.11 cm 19.07 cm 6MPS Infiltration Report INFILTROMETER www.upstreamtechnologies.us Ppt1 Readings continued # Time Head 229 230 231 232 233 234 235 236 237 238 239 240 241 242 243 244 245 246 247 248 249 250 251 252 253 254 255 256 257 258 259 260 1140 s 1145 s 1150 s 1155 s 1160 s 1165 s 1170 s 1175 s 1180 s 1185 s 1190 s 1195 s 1200 s 1205 s 1210 s 1215 s 1220 s 1225 s 1230 s 1235 s 1240 s 1245 s 1250 s 1255 s 1260 s 1265 s 1270 s 1275 s 1280 s 1285 s 1290 s 1295 s 19.02 cm 18.96 cm 18.91 cm 18.87 cm 18.83 cm 18.78 cm 18.73 cm 18.69 cm 18.63 cm 18.59 cm 18.55 cm 18.51 cm 18.45 cm 18.41 cm 18.36 cm 18.32 cm 18.27 cm 18.23 cm 18.19 cm 18.13 cm 18.09 cm 18.05 cm 17.99 cm 17.95 cm 17.91 cm 17.87 cm 17.81 cm 17.77 cm 17.73 cm 17.69 cm 17.63 cm 17.59 cm Kumar & Associates, Inc. Pptl - Weld County, CO Time Head 261 262 263 264 265 266 267 268 269 270 271 272 273 274 275 276 277 278 279 280 281 282 283 284 285 286 287 288 289 290 291 292 1300 s 1305 s 1310 s 1315 s 1320 s 1325 s 1330 s 1335 s 1340 s 1345 s 1350 s 1355 s 1360 s 1365 s 1370 s 1375 s 1380 s 1385 s 1390 s 1395 s 1400 s 1405 s 1410 s 1415 s 1420 s 1425 s 1430 s 1435 s 1440 s 1445 s 1450 s 1455 s 17.54 cm 17.5 cm 17.46 cm 17.42 cm 17.38 cm 17.33 cm 17.28 cm 17.23 cm 17.2 cm 17.15 cm 17.11 cm 17.07 cm 17.03 cm 16.98 cm 16.93 cm 16.9 cm 16.84 cm 16.8 cm 16.77 cm 16.72 cm 16.67 cm 16.63 cm 16.59 cm 16.55 cm 16.5 cm 16.46 cm 16.42 cm 16.38 cm 16.34 cm 16.29 cm 16.26 cm 16.22 cm # Time Head 293 294 295 296 297 298 299 300 301 302 303 304 305 306 307 308 309 310 311 312 313 314 315 316 317 318 319 320 321 322 323 324 1460 s 1465 s 1470 s 1475 s 1480 s 1485 s 1490 s 1495 s 1500 s 1505 s 1510 s 1515 s 1520 s 1525 s 1530 s 1535 s 1540 s 1545 s 1550 s 1555 s 1560 s 1565 s 1570 s 1575 s 1580 s 1585 s 1590 s 1595 s 1600 s 1605 s 1610 s 1615 s 16.17 cm 16.13 cm 16.09 cm 16.05 cm 16.0 cm 15.96 cm 15.92 cm 15.88 cm 15.83 cm 15.8 cm 15.76 cm 15.73 cm 15.67 cm 15.64 cm 15.6 cm 15.56 cm 15.51 cm 15.47 cm 15.44 cm 15.4 cm 15.35 cm 15.31 cm 15.28 cm 15.24 cm 15.19 cm 15.15 cm 15.11 cm 15.08 cm 15.03 cm 15.0 cm 14.96 cm 14.93 cm K+A Kumar & Associates. loc.' Goabdniral and Materials Engineers and E il:me ial Scientsts -l_- rAtvllaa..a.aam # Time Head 325 326 327 328 329 330 331 332 333 334 335 336 337 338 339 340 341 342 343 344 345 346 347 348 349 350 351 352 353 354 355 356 1620 s 1625 s 1630 s 1635 s 1640 s 1645 s 1650 s 1655 s 1660 s 1665 s 1670 s 1675 s 1680 s 1685 s 1690 s 1695 s 1700 s 1705 s 1710 s 1715 s 1720 s 1725 s 1730 s 1735 s 1740 s 1745 s 1750 s 1755 s 1760 s 1765 s 1770 s 1775 s 14.88 cm 14.84 cm 14.81 cm 14.77 cm 14.73 cm 14.69 cm 14.65 cm 14.62 cm 14.58 cm 14.53 cm 14.5 cm 14.46 cm 14.42 cm 14.38 cm 14.34 cm 14.31 cm 14.27 cm 14.24 cm 14.19 cm 14.15 cm 14.12 cm 14.08 cm 14.03 cm 14.0 cm 13.97 cm 13.93 cm 13.89 cm 13.85 cm 13.82 cm 13.79 cm 13.75 cm 13.7 cm 6MPS Infiltration Report INFILTROMETER www.upstreamtechnologies.us Ppt1 Readings continued # Time Head 357 358 359 360 361 362 363 364 365 366 367 368 369 370 371 372 373 374 375 376 377 378 379 380 381 382 383 384 385 386 387 388 1780 s 1785 s 1790 s 1795 s 1800 s 1805 s 1810 s 1815 s 1820 s 1825 s 1830 s 1835 s 1840 s 1845 s 1850 s 1855 s 1860 s 1865 s 1870 s 1875 s 1880 s 1885 s 1890 s 1895 s 1900 s 1905 s 1910 s 1915 s 1920 s 1925 s 1930 s 1935 s 13.67 cm 13.64 cm 13.6 cm 13.55 cm 13.51 cm 13.49 cm 13.45 cm 13.42 cm 13.38 cm 13.34 cm 13.3 cm 13.27 cm 13.23 cm 13.19 cm 13.16 cm 13.13 cm 13.09 cm 13.04 cm 13.01 cm 12.97 cm 12.94 cm 12.9 cm 12.86 cm 12.83 cm 12.79 cm 12.74 cm 12.72 cm 12.68 cm 12.65 cm 12.62 cm 12.58 cm 12.54 cm Kumar & Associates, Inc. Pptl - Weld County, CO Time Head 389 390 391 392 393 394 395 396 397 398 399 400 401 402 403 404 405 406 407 408 409 410 411 412 413 414 415 416 417 418 419 420 1940 s 1945 s 1950 s 1955 s 1960 s 1965 s 1970 s 1975 s 1980 s 1985 s 1990 s 1995 s 2000 s 2005 s 2010 s 2015 s 2020 s 2025 s 2030 s 2035 s 2040 s 2045 s 2050 s 2055 s 2060 s 2065 s 2070 s 2075 s 2080 s 2085 s 2090 s 2095 s 12.5 cm 12.48 cm 12.44 cm 12.4 cm 12.37 cm 12.34 cm 12.3 cm 12.26 cm 12.23 cm 12.18 cm 12.16 cm 12.13 cm 12.08 cm 12.05 cm 12.02 cm 11.99 cm 11.95 cm 11.91 cm 11.88 cm 11.85 cm 11.81 cm 11.78 cm 11.74 cm 11.69 cm 11.67 cm 11.64 cm 11.59 cm 11.56 cm 11.53 cm 11.5 cm 11.47 cm 11.42 cm # Time Head 421 422 423 424 425 426 427 428 429 430 431 432 433 434 435 436 437 438 439 440 441 442 443 444 445 446 447 448 449 450 451 452 2100 s 2105 s 2110 s 2115 s 2120 s 2125 s 2130 s 2135 s 2140 s 2145 s 2150 s 2155 s 2160 s 2165 s 2170 s 2175 s 2180 s 2185 s 2190 s 2195 s 2200 s 2205 s 2210 s 2215 s 2220 s 2225 s 2230 s 2235 s 2240 s 2245 s 2250 s 2255 s 11.39 cm 11.36 cm 11.33 cm 11.29 cm 11.25 cm 11.22 cm 11.18 cm 11.16 cm 11.11 cm 11.08 cm 11.05 cm 11.01 cm 10.98 cm 10.94 cm 10.91 cm 10.88 cm 10.84 cm 10.81 cm 10.77 cm 10.74 cm 10.71 cm 10.68 cm 10.64 cm 10.6 cm 10.57 cm 10.54 cm 10.51 cm 10.47 cm 10.43 cm 10.4 cm 10.37 cm 10.34 cm K+A Kumar & Associates. loc.' Goabdniral and Materials Engineers and E il:me ial Scientsts -l_- rAtvllaa..a.aam # Time Head 453 454 455 456 457 458 459 460 461 462 463 464 465 466 467 468 469 470 471 472 473 474 475 476 477 478 479 480 481 482 483 484 2260 s 2265 s 2270 s 2275 s 2280 s 2285 s 2290 s 2295 s 2300 s 2305 s 2310 s 2315 s 2320 s 2325 s 2330 s 2335 s 2340 s 2345 s 2350 s 2355 s 2360 s 2365 s 2370 s 2375 s 2380 s 2385 s 2390 s 2395 s 2400 s 2405 s 2410 s 2415 s 1 1 1 1 1 1 1 0.31 cm 0.26 cm 0.23 cm 10.2 cm 0.17 cm 0.12 cm 10.1 cm 0.07 cm 0.03 cm 10.0 cm 9.96 cm 9.93 cm 9.89 cm 9.86 cm 9.83 cm 9.79 cm 9.75 cm 9.72 cm 9.69 cm 9.66 cm 9.62 cm 9.59 cm 9.55 cm 9.52 cm 9.5 cm 9.45 cm 9.42 cm 9.39 cm 9.36 cm 9.33 cm 9.28 cm 9.25 cm 6MPS Infiltration Report INFILTROMETER www.upstreamtechnologies.us Ppt1 Readings continued # Time Head 485 486 487 488 489 490 491 492 493 494 495 496 497 498 499 500 501 502 503 504 505 506 507 508 509 510 511 512 513 514 515 516 2420 s 2425 s 2430 s 2435 s 2440 s 2445 s 2450 s 2455 s 2460 s 2465 s 2470 s 2475 s 2480 s 2485 s 2490 s 2495 s 2500 s 2505 s 2510 s 2515 s 2520 s 2525 s 2530 s 2535 s 2540 s 2545 s 2550 s 2555 s 2560 s 2565 s 2570 s 2575 s 9.22 cm 9.19 cm 9.16 cm 9.12 cm 9.09 cm 9.05 cm 9.03 cm 8.98 cm 8.95 cm 8.92 cm 8.89 cm 8.86 cm 8.49 cm 8.47 cm 8.44 cm 8.41 cm 8.39 cm 8.36 cm 8.34 cm 8.3 cm 8.27 cm 8.24 cm 8.22 cm 8.19 cm 8.16 cm 8.13 cm 8.1 cm 8.07 cm 8.05 cm 8.02 cm 7.98 cm 7.96 cm Kumar & Associates, Inc. Pptl - Weld County, CO Time Head 517 518 519 520 521 522 523 524 525 526 527 528 529 530 531 532 533 534 535 536 537 538 539 540 541 542 543 544 545 546 547 548 2580 s 2585 s 2590 s 2595 s 2600 s 2605 s 2610 s 2615 s 2620 s 2625 s 2630 s 2635 s 2640 s 2645 s 2650 s 2655 s 2660 s 2665 s 2670 s 2675 s 2680 s 2685 s 2690 s 2695 s 2700 s 2705 s 2710 s 2715 s 2720 s 2725 s 2730 s 2735 s 7.93 cm 7.91 cm 7.88 cm 7.85 cm 7.81 cm 7.79 cm 7.77 cm 7.73 cm 7.71 cm 7.67 cm 7.65 cm 7.62 cm 7.59 cm 7.57 cm 7.54 cm 7.52 cm 7.48 cm 7.45 cm 7.43 cm 7.4 cm 7.37 cm 7.34 cm 7.31 cm 7.29 cm 7.26 cm 7.23 cm 7.2 cm 7.17 cm 7.14 cm 7.12 cm 7.09 cm 7.06 cm # Time Head 549 550 551 552 553 554 555 556 557 558 559 560 561 562 563 564 565 566 567 568 569 570 571 572 573 574 575 576 577 578 579 580 2740 s 2745 s 2750 s 2755 s 2760 s 2765 s 2770 s 2775 s 2780 s 2785 s 2790 s 2795 s 2800 s 2805 s 2810 s 2815 s 2820 s 2825 s 2830 s 2835 s 2840 s 2845 s 2850 s 2855 s 2860 s 2865 s 2870 s 2875 s 2880 s 2885 s 2890 s 2895 s 7.04 cm 7.0 cm 6.98 cm 6.96 cm 6.93 cm 6.9 cm 6.88 cm 6.84 cm 6.82 cm 6.79 cm 6.76 cm 6.74 cm 6.71 cm 6.67 cm 6.65 cm 6.63 cm 6.6 cm 6.58 cm 6.55 cm 6.52 cm 6.49 cm 6.47 cm 6.43 cm 6.42 cm 6.38 cm 6.35 cm 6.33 cm 6.3 cm 6.28 cm 6.26 cm 6.23 cm 6.19 cm K+A Kumar & Associates. loc.' Goabdniral and Materials Engineers and E il:me ial Scientsts -l_- rAtvllaa..a.aam # Time Head 581 582 583 584 585 586 587 588 589 590 591 592 593 594 595 596 597 598 599 600 601 602 603 604 605 606 607 608 609 610 611 612 2900 s 2905 s 2910 s 2915 s 2920 s 2925 s 2930 s 2935 s 2940 s 2945 s 2950 s 2955 s 2960 s 2965 s 2970 s 2975 s 2980 s 2985 s 2990 s 2995 s 3000 s 3005 s 3010 s 3015 s 3020 s 3025 s 3030 s 3035 s 3040 s 3045 s 3050 s 3055 s 6.17 cm 6.14 cm 6.12 cm 6.09 cm 6.07 cm 6.03 cm 6.01 cm 5.99 cm 5.96 cm 5.94 cm 5.91 cm 5.89 cm 5.85 cm 5.83 cm 5.8 cm 5.77 cm 5.75 cm 5.73 cm 5.69 cm 5.67 cm 5.64 cm 5.62 cm 5.59 cm 5.57 cm 5.54 cm 5.51 cm 5.49 cm 5.46 cm 5.44 cm 5.42 cm 5.39 cm 5.36 cm 6MPS Infiltration Report INFILTROMETER www.upstreamtechnologies.us Ppt1 Readings continued # Time Head 613 3060 s 5.33 cm 614 3065 s 5.31 cm 615 3070 s 5.28 cm 616 3075 s 5.26 cm 617 3080 s 5.24 cm 618 3085 s 5.2 cm 619 3090 s 5.17 cm 620 3095 s 5.15 cm 621 3100 s 5.13 cm 622 3105 s 5.1 cm 623 3110 s 5.08 cm 624 3115 s 5.05 cm 625 3120 s 5.03 cm 626 3125 s 5.0 cm 627 3130 s 4.98 cm 628 3135 s 4.95 cm Kumar & Associates, Inc. Pptl - Weld County, CO 6 MPD Infiltration Report INFILTROMETER www.upstreamtechnologies.us Kumar & Associates, Inc. PPT2 - Weld County, CO Ksat best -fit site average: 95 mm/hr or 3.76 in/hr GPS Infiltration Test Site Map I(+A I � Ami Imagery D2024 Airbus, Maxar Technolog- Omar & Aa.u.Ut. I.e.• Gobd*aland Mirth Engrain .nd EmiamsiYl 8deA.Y Map Pin # Test # Test Name Ksat (mm/hr) Ksat (in/hr) C (mm) RMS Error of Regression (s) Norma lized RMS 1 1 PPT2 95 3.76 -132.9 2.8 0.2% Site Average could not be calculated from only 1 viable test 6MPS Infiltration Report INFILTROMETER www.upstreamtechnologies.us Kumar & Associates, Inc. PPT2 - Weld County, CO IfFA Gomar Aal ssociates, a Engineers and E vivane dal Saints% --�_- anrw.laaa.aa.,an This report summarizes the results of a set of Modified Philip Dunne (MPD) Infiltrometer tests performed at the above referenced site. Kumar & Associates, Inc. personnel performed the field tests. The software used to compute saturated hydraulic conductivity (Ksat) and generate this report assumes that the field personnel used infiltrometers manufactured by Upstream Technologies Inc. and followed the procedures outlined in "Manual — Modified Philip - Dunne Infiltrometer" by Ahmed, Gulliver, and Nieber. The following paragraphs describe the individual tests, input values used in the analysis, and methods used to compute the Ksat value. After individual Ksat values were calculated, the method used to determine the overall site Ksatvalue (Kbest_fit) is described in "Effective Saturated Hydraulic Conductivity of an Infiltration -Based Stormwater Control Measure" by Weiss and Gulliver 2015, "A relationship to more consistently and accurately predict the best -fit value of saturated hydraulic conductivity used a weighted sum of 0.32 times the arithmetic mean and 0.68 times the geometric mean." METHOD USED TO COMPUTE Ksat The MPD Infiltrometer software uses the following procedure described in "The Comparison of Infiltration Devices and Modification of the Philip -Dunne Permeameter for the Assessment of Rain Gardens" by Rebecca Nestigen, University of Minnesota, November 2007. The steps are as follows: 1. For each measurement of head, use the following equation to find the corresponding distance to the sharp wetting front. [H0 — H(t)171 = 0i 3 82 [2[R(t)]3 +3[R(t)121i„,„,— L3 — 44] 2. Estimate the change in head with respect to time and the change in wetting front distance with respect to time by using the backward difference for all values of R(t) equal to or greater than the distance + 3. Make initial guesses for K and C. 4. Solve the following equations for AP(t) at each incremental value of t. AP(t) = —8101. — Bo [R(t)2] +KR(t)]L+ dr t 2 l dn[,n[�{ +t,��]] d,,,a� J AP(t)=C — H(t) — L + dhK dt 5. Minimize the absolute difference between the two solutions found in Step 4 by adjusting the values of K and C. Ho Parameters for Equations eo = volumetric water content of soil before MPD test 01 = volumetric water content of soil after MPD test 6MPS Infiltration Report INFILTROMETER www.upstreamtechnologies.us PPT2 Kumar & Associates, Inc. PPT2 - Weld County, CO PPT2 Results Date 9/26/2024 Time 12:32 PM Latitude 40.244892 Longitude -104.870698 Initial Volumetric Moisture 5.00 % Final Volumetric Moisture 70.00 % Cylinder Size 3 Liter Readings # Time Head 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 Os 3s 8s 13 s 18 s 23 s 28 s 33 s 38 s 43 s 48 s 53 s 58 s 63 s 68 s 73 s 78 s 83 s 88 s 93 s 98 s 103 s 108 s 113 s 118 s 35.75 cm 35.66 cm 35.54 cm 35.39 cm 35.25 cm 35.12 cm 34.99 cm 34.86 cm 34.73 cm 34.6 cm 34.48 cm 34.35 cm 34.23 cm 34.11 cm 33.99 cm 33.87 cm 33.75 cm 33.63 cm 33.51 cm 33.38 cm 33.28 cm 33.16 cm 33.04 cm 32.93 cm 32.81 cm Map Pin # 1 Test Number 1 Ksat - mm/hr 95 Ksat - in/hr 3.76 Capillary Pressure C mm -132.9 RMS Error of Regression 2.8 Normalized RMS 0.2% # Time Head 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 123 s 128 s 133 s 138 s 143 s 148 s 153 s 158 s 163 s 168 s 173 s 178 s 183 s 188 s 193 s 198 s 203 s 208 s 213 s 218 s 223 s 228 s 233 s 238 s 243 s 32.69 cm 32.59 cm 32.47 cm 32.35 cm 32.24 cm 32.14 cm 32.02 cm 31.91 cm 31.81 cm 31.7 cm 31.59 cm 31.49 cm 31.38 cm 31.28 cm 31.17 cm 31.06 cm 30.97 cm 30.85 cm 30.75 cm 30.65 cm 30.55 cm 30.44 cm 30.35 cm 30.24 cm 30.14 cm # Time Head 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 248 s 253 s 258 s 263 s 268 s 273 s 278 s 283 s 288 s 293 s 298 s 303 s 308 s 313 s 318 s 323 s 328 s 333 s 338 s 343 s 348 s 353 s 358 s 363 s 368 s 30.04 cm 29.93 cm 29.84 cm 29.73 cm 29.64 cm 29.54 cm 29.43 cm 29.34 cm 29.24 cm 29.15 cm 29.05 cm 28.94 cm 28.85 cm 28.75 cm 28.66 cm 28.56 cm 28.46 cm 28.37 cm 28.27 cm 28.18 cm 28.09 cm 28.01 cm 27.9 cm 27.81 cm 27.72 cm K+A Nose i Aswclales, lir.• Goaleahniael and Waal*, Enpfanm and ErnipanenlN Sdad6ffi # Time Head 76 77 78 79 80 81 82 83 84 85 86 87 88 89 90 91 92 93 94 95 96 97 98 99 100 373 s 378 s 383 s 388 s 393 s 398 s 403 s 408 s 413 s 418 s 423 s 428 s 433 s 438 s 443 s 448 s 453 s 458 s 463 s 468 s 473 s 478 s 483 s 488 s 493 s 27.62 cm 27.54 cm 27.44 cm 27.36 cm 27.26 cm 27.17 cm 27.08 cm 26.99 cm 26.91 cm 26.81 cm 26.73 cm 26.64 cm 26.56 cm 26.46 cm 26.38 cm 26.29 cm 26.21 cm 26.12 cm 26.04 cm 25.94 cm 25.87 cm 25.78 cm 25.68 cm 25.61 cm 25.52 cm 6MPS Infiltration Report INFILTROMETER www.upstreamtechnologies.us PPT2 Readings continued # Time Head 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 122 123 124 125 126 127 128 129 130 131 132 498 s 503 s 508 s 513 s 518 s 523 s 528 s 533 s 538 s 543 s 548 s 553 s 558 s 563 s 568 s 573 s 578 s 583 s 588 s 593 s 598 s 603 s 608 s 613 s 618 s 623 s 628 s 633 s 638 s 643 s 648 s 653 s 25.43 cm 25.35 cm 25.27 cm 25.18 cm 25.1 cm 25.02 cm 24.94 cm 24.85 cm 24.77 cm 24.69 cm 24.61 cm 24.52 cm 24.44 cm 24.36 cm 24.28 cm 24.2 cm 24.12 cm 24.03 cm 23.96 cm 23.88 cm 23.8 cm 23.72 cm 23.64 cm 23.56 cm 23.48 cm 23.4 cm 23.33 cm 23.26 cm 23.17 cm 23.1 cm 23.02 cm 22.95 cm Kumar & Associates, Inc. PPT2 - Weld County, CO Time Head 133 134 135 136 137 138 139 140 141 142 143 144 145 146 147 148 149 150 151 152 153 154 155 156 157 158 159 160 161 162 163 164 658 s 663 s 668 s 673 s 678 s 683 s 688 s 693 s 698 s 703 s 708 s 713 s 718 s 723 s 728 s 733 s 738 s 743 s 748 s 753 s 758 s 763 s 768 s 773 s 778 s 783 s 788 s 793 s 798 s 803 s 808 s 813 s 22.87 cm 22.8 cm 22.71 cm 22.64 cm 22.56 cm 22.49 cm 22.41 cm 22.34 cm 22.27 cm 22.19 cm 22.12 cm 22.04 cm 21.97 cm 21.89 cm 21.82 cm 21.75 cm 21.68 cm 21.61 cm 21.53 cm 21.46 cm 21.39 cm 21.32 cm 21.24 cm 21.17 cm 21.1 cm 21.03 cm 20.96 cm 20.89 cm 20.82 cm 20.74 cm 20.68 cm 20.6 cm # Time Head 165 166 167 168 169 170 171 172 173 174 175 176 177 178 179 180 181 182 183 184 185 186 187 188 189 190 191 192 193 194 195 196 818 s 823 s 828 s 833 s 838 s 843 s 848 s 853 s 858 s 863 s 868 s 873 s 878 s 883 s 888 s 893 s 898 s 903 s 908 s 913 s 918 s 923 s 928 s 933 s 938 s 943 s 948 s 953 s 958 s 963 s 968 s 973 s 20.54 cm 20.48 cm 20.4 cm 20.33 cm 20.26 cm 20.19 cm 20.12 cm 20.06 cm 19.99 cm 19.92 cm 19.86 cm 19.78 cm 19.72 cm 19.66 cm 19.59 cm 19.52 cm 19.45 cm 19.39 cm 19.32 cm 19.25 cm 19.19 cm 19.11 cm 19.06 cm 18.99 cm 18.92 cm 18.86 cm 18.79 cm 18.73 cm 18.67 cm 18.6 cm 18.54 cm 18.48 cm K+A Kumar & Associates. loc.' Goabdniral and Materials Engineers and E il:me ial Scientsts -l_- rAtvllaa..a.aam # Time Head 197 198 199 200 201 202 203 204 205 206 207 208 209 210 211 212 213 214 215 216 217 218 219 220 221 222 223 224 225 226 227 228 978 s 983 s 988 s 993 s 998 s 1003 s 1008 s 1013 s 1018 s 1023 s 1028 s 1033 s 1038 s 1043 s 1048 s 1053 s 1058 s 1063 s 1068 s 1073 s 1078 s 1083 s 1088 s 1093 s 1098 s 1103 s 1108 s 1113 s 1118 s 1123 s 1128 s 1133 s 18.42 cm 18.36 cm 18.29 cm 18.23 cm 18.17 cm 18.1 cm 18.05 cm 17.98 cm 17.92 cm 17.86 cm 17.79 cm 17.73 cm 17.66 cm 17.61 cm 17.55 cm 17.48 cm 17.42 cm 17.36 cm 17.3 cm 17.24 cm 17.17 cm 17.12 cm 17.06 cm 16.99 cm 16.93 cm 16.88 cm 16.81 cm 16.75 cm 16.7 cm 16.63 cm 16.57 cm 16.5 cm 6MPS Infiltration Report INFILTROMETER www.upstreamtechnologies.us PPT2 Readings continued # Time Head 229 230 231 232 233 234 235 236 237 238 239 240 241 242 243 244 245 246 247 248 249 250 251 252 253 254 255 256 257 258 259 260 1138 s 1143 s 1148 s 1153 s 1158 s 1163 s 1168 s 1173 s 1178 s 1183 s 1188 s 1193 s 1198 s 1203 s 1208 s 1213 s 1218 s 1223 s 1228 s 1233 s 1238 s 1243 s 1248 s 1253 s 1258 s 1263 s 1268 s 1273 s 1278 s 1283 s 1288 s 1293 s 16.45 cm 16.4 cm 16.33 cm 16.27 cm 16.22 cm 16.15 cm 16.09 cm 16.04 cm 15.97 cm 15.92 cm 15.85 cm 15.79 cm 15.74 cm 15.67 cm 15.62 cm 15.56 cm 15.49 cm 15.44 cm 15.37 cm 15.32 cm 15.26 cm 15.19 cm 15.14 cm 15.08 cm 15.02 cm 14.96 cm 14.91 cm 14.84 cm 14.78 cm 14.73 cm 14.66 cm 14.6 cm Kumar & Associates, Inc. PPT2 - Weld County, CO Time Head 261 262 263 264 265 266 267 268 269 270 271 272 273 274 275 276 277 278 279 280 281 282 283 284 285 286 287 288 289 290 291 292 1298 s 1303 s 1308 s 1313 s 1318 s 1323 s 1328 s 1333 s 1338 s 1343 s 1348 s 1353 s 1358 s 1363 s 1368 s 1373 s 1378 s 1383 s 1388 s 1393 s 1398 s 1403 s 1408 s 1413 s 1418 s 1423 s 1428 s 1433 s 1438 s 1443 s 1448 s 1453 s 14.54 cm 14.49 cm 14.43 cm 14.36 cm 14.32 cm 14.26 cm 14.2 cm 14.14 cm 14.09 cm 14.03 cm 13.97 cm 13.92 cm 13.86 cm 13.81 cm 13.76 cm 13.69 cm 13.64 cm 13.57 cm 13.52 cm 13.47 cm 13.42 cm 13.36 cm 13.31 cm 13.24 cm 13.19 cm 13.14 cm 13.09 cm 12.66 cm 12.61 cm 12.55 cm 12.51 cm 12.46 cm # Time Head 293 294 295 296 297 298 299 300 301 302 303 304 305 306 307 308 309 310 311 312 313 314 315 316 317 318 319 320 321 322 323 324 1458 s 1463 s 1468 s 1473 s 1478 s 1483 s 1488 s 1493 s 1498 s 1503 s 1508 s 1513 s 1518 s 1523 s 1528 s 1533 s 1538 s 1543 s 1548 s 1553 s 1558 s 1563 s 1568 s 1573 s 1578 s 1583 s 1588 s 1593 s 1598 s 1603 s 1608 s 1613 s 12.41 cm 12.36 cm 12.32 cm 12.26 cm 12.23 cm 12.18 cm 12.13 cm 12.08 cm 12.04 cm 11.99 cm 11.95 cm 11.89 cm 11.85 cm 11.8 cm 11.75 cm 11.71 cm 11.66 cm 11.62 cm 11.56 cm 11.52 cm 11.47 cm 11.42 cm 11.38 cm 11.34 cm 11.3 cm 11.24 cm 11.19 cm 11.15 cm 11.1 cm 11.05 cm 11.01 cm 10.97 cm K+A Kumar & Associates. loc.' Goabdniral and Materials Engineers and E il:me ial Scientsts -l_- rAtvllaa..a.aam # Time Head 325 326 327 328 329 330 331 332 333 334 335 336 337 338 339 340 341 342 343 344 345 346 347 348 349 350 351 352 353 354 355 356 1618 s 1623 s 1628 s 1633 s 1638 s 1643 s 1648 s 1653 s 1658 s 1663 s 1668 s 1673 s 1678 s 1683 s 1688 s 1693 s 1698 s 1703 s 1708 s 1713 s 1718 s 1723 s 1728 s 1733 s 1738 s 1743 s 1748 s 1753 s 1758 s 1763 s 1768 s 1773 s 10.92 cm 10.88 cm 10.83 cm 10.78 cm 10.74 cm 10.7 cm 10.66 cm 10.61 cm 10.56 cm 10.52 cm 10.48 cm 10.43 cm 10.39 cm 10.35 cm 10.29 cm 10.25 cm 10.22 cm 10.17 cm 10.12 cm 10.08 cm 10.04 cm 9.99 cm 9.94 cm 9.9 cm 9.86 cm 9.82 cm 9.77 cm 9.73 cm 9.69 cm 9.65 cm 9.59 cm 9.55 cm 6MPS Infiltration Report INFILTROMETER www.upstreamtechnologies.us PPT2 Readings continued # Time Head 357 358 359 360 361 362 363 364 365 366 367 368 369 370 371 372 373 374 375 376 377 378 379 380 381 382 383 384 385 386 387 388 1778 s 1783 s 1788 s 1793 s 1798 s 1803 s 1808 s 1813 s 1818 s 1823 s 1828 s 1833 s 1838 s 1843 s 1848 s 1853 s 1858 s 1863 s 1868 s 1873 s 1878 s 1883 s 1888 s 1893 s 1898 s 1903 s 1908 s 1913 s 1918 s 1923 s 1928 s 1933 s Kumar & Associates, Inc. PPT2 - Weld County, CO Time Head 9.52 cm 389 9.47 cm 390 9.42 cm 391 9.38 cm 392 9.34 cm 393 9.29 cm 394 9.25 cm 395 9.21 cm 396 9.17 cm 397 9.12 cm 398 9.08 cm 399 9.04 cm 400 9.0 cm 401 8.95 cm 402 8.91 cm 403 8.87 cm 404 8.83 cm 405 8.78 cm 406 8.74 cm 407 8.7 cm 408 8.65 cm 409 8.61 cm 410 8.57 cm 411 8.53 cm 412 8.48 cm 413 8.44 cm 414 8.4 cm 415 8.36 cm 416 8.31 cm 417 8.27 cm 418 8.22 cm 419 8.19 cm 420 1938 s 1943 s 1948 s 1953 s 1958 s 1963 s 1968 s 1973 s 1978 s 1983 s 1988 s 1993 s 1998 s 2003 s 2008 s 2013 s 2018 s 2023 s 2028 s 2033 s 2038 s 2043 s 2048 s 2053 s 2058 s 2063 s 2068 s 2073 s 2078 s 2083 s 2088 s 2093 s 8.14 cm 8.1 cm 8.06 cm 8.02 cm 7.97 cm 7.93 cm 7.89 cm 7.85 cm 7.8 cm 7.76 cm 7.72 cm 7.67 cm 7.63 cm 7.59 cm 7.56 cm 7.5 cm 7.46 cm 7.43 cm 7.39 cm 7.34 cm 7.29 cm 7.26 cm 7.21 cm 7.17 cm 7.13 cm 7.08 cm 7.05 cm 6.99 cm 6.96 cm 6.91 cm 6.88 cm 6.83 cm # Time Head 421 422 423 424 425 426 427 428 429 430 431 432 433 434 435 436 437 438 439 440 441 442 443 444 445 446 447 448 449 450 451 452 2098 s 2103 s 2108 s 2113 s 2118 s 2123 s 2128 s 2133 s 2138 s 2143 s 2148 s 2153 s 2158 s 2163 s 2168 s 2173 s 2178 s 2183 s 2188 s 2193 s 2198 s 2203 s 2208 s 2213 s 2218 s 2223 s 2228 s 2233 s 2238 s 2243 s 2248 s 2253 s 6.79 cm 6.74 cm 6.71 cm 6.66 cm 6.62 cm 6.58 cm 6.54 cm 6.5 cm 6.45 cm 6.41 cm 6.36 cm 6.33 cm 6.29 cm 5.92 cm 5.89 cm 5.84 cm 5.81 cm 5.77 cm 5.74 cm 5.7 cm 5.66 cm 5.63 cm 5.6 cm 5.57 cm 5.52 cm 5.49 cm 5.46 cm 5.43 cm 5.4 cm 5.35 cm 5.32 cm 5.29 cm K+A Kumar & Associates. loc.' Goabdniral and Materials Engineers and E il:me ial Scientsts -l_- rAtvllaa..a.aam # Time Head 453 454 455 456 457 458 459 460 461 462 2258 s 2263 s 2268 s 2273 s 2278 s 2283 s 2288 s 2293 s 2298 s 2303 s 5.26 cm 5.21 cm 5.18 cm 5.15 cm 5.12 cm 5.08 cm 5.04 cm 5.01 cm 4.98 cm 4.95 cm USGS WEBSOIL SURVEY 40° 14' SS" N 40° 14'19"N 8 104° 52' 55" W Hydrologic Soil Group —Weld County, Colorado, Southern Part (Fort Saint Vrain Generating Station HSG) 510100 510200 5103W 510400 510500 510600 5107W 510800 510900 511000 511103 511200 5 1300 511400 511500 511600 511700 I I I I I I I I I I I I I I I I I 51010D 510200 510300 510400 510500 510600 5107W 510800 510900 511000 511100 5112W 511300 511403 511500 511600 511703 Map Scale: 1:7,810 if printed on A landscape (11" x 8.5") sheet. N 0 100 200 400 Meters n 600 Feet /V 0 350 700 1400 2100 Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 174 8 1 g 1 1 1 1 S 40° 14' 55' N 400 14' 19" N USDA Natural Resources ism Conservation Service Web Soil Survey National Cooperative Soil Survey 8/15/2024 Page 1 of 4 Hydrologic Soil Group —Weld County, Colorado, Southern Part (Fort Saint Vrain Generating Station HSG) MAP LEGEND MAP INFORMATION Area of Interest (AO') Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines - A - A/D N.y B pd..... B/D r r C 0%0 C/D D r r Not rated or not available Soil Rating Points O A • ■ • A/D B B/D D C O C/D ® D Not rated or not available Water Features Streams and Canals Transportation ++4 Rails ,y 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: Weld County, Colorado, Southern Part Survey Area Data: Version 22, Aug 24, 2023 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jun 8, 2021 —Jun 12, 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. USDA Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/15/2024 Page 2 of 4 Hydrologic Soil Group —Weld County, Colorado, Southern Part Fort Saint Vrain Generating Station HSG Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 1 Altvan loam, 0 to 1 percent slopes B 59.8 22.6% 3 Aquolls and Aquents, gravelly substratum D 3.9 1.5% 8 Ascalon loam, 0 to 1 percent slopes B 22.3 8.4% 10 Ellicott -Ellicott sandy- skeletal complex, 0 to 3 percent slopes, rarely flooded A 0.3 0.1% 21 Dacono clay loam, 0 to 1 percent slopes C 109.9 41.5% 39 Nunn loam, 0 to 1 percent slopes C 8.3 3.1% 68 Ustic Torriorthents, moderately steep A 6.1 2.3% 76 Vona sandy loam, 1 to 3 percent slopes A 54.4 20.5% Totals for Area of Interest 264.9 100.0% USDA Natural Resources Web Soil Survey Aria Conservation Service National Cooperative Soil Survey 8/15/2024 Page 3 of 4 Hydrologic Soil Group —Weld County, Colorado, Southern Part Fort Saint Vrain Generating Station HSG Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long -duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink -swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (ND, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie -break Rule: Higher USDA Natural Resources Web Soil Survey Aria Conservation Service National Cooperative Soil Survey 8/15/2024 Page 4 of 4 FEMA FLOOD MAP FLoOb HAZARD PNFEMM TION 3li 1166;..111;w W..ad[•uf il++i w• sat•".+ 1.4.0.4. ILLKEI Nytxvmf6� rea[a1M6Yq NOTES TO USERS w+Mar MEW. —,....�.. W4rr �... ... .... .1 6.i 9F.Pr... b.. PPM 6??41r Y11116.444WE 1+nr. .s ua yyS1Wwrl.11+� .h.1.r1.`�...r, — MtiuNu'F- 11arfaml 14-a0 WA. arowl SCALE u.rmr.. sr rr ` row. .1.. ��`i.r�axw�.r,w'amr�arrr�,r,..."'ira,rl A Lai,- m 9 W? 1p6} P:{41 61041 N _ Of YI -.IFP1491 i iP awrn Gsia-law Yr.v1sm9¢,'J NOAA PRECIPITATION FREQUENCY DATA www.nws.noaa.gov NOAA's National Weather Service nona�r Hydrometeorological Design Studies Precipitation Frequency Data Server (PFDS) iu r General Information Homepage Progress Reports FAQ Glossary Precipitation Frequency Data Server GIS Grids Maps Time Series Temporals Documents Probable Maximum Precipitation Documents Miscellaneous Publications Storm Analysis Record Precipitation Contact Us Inquiries U A1gpy•_ Home Site Map Organization Search ® NWS O All NOAA NOAA ATLAS 14 POINT PRECIPITATION FREQUENCY ESTIMATES: CO Go Data description Data type: Precipitation depth v Units: English v lime series type: Partial duration v Select location 1) Manually: a) By location (decimal degrees, use ." for S and W): Latitude: b) By station (list of CO stations): Select station c) By address 2) Use map: 40.244186) V Search Iq) Longitude: -104.87032) Submit a) Select location Move crosshair or double dick b) Click on station icon I] Show stations on map Map v SI Terrain As Spnry- c eons „..------` N Location information: Name: Platteville, Colorado, USA* Latitude: 40.2442° Longitude: -104.8703° Elevation: 4787 ft" `Source: ESRI Maps **Source: USGS . - Fort Collins Greeley Velment Bould 3a?- e er . - Grand , `. J rand •Caorada /(s fngs Pueblo 100km mi o a PF tabular POINT PRECIPITATION FREQUENCY (PF) ESTIMATES WITH 90% CONFIDENCE INTERVALS AND SUPPLEMENTARY INFORMATION NOAA Atlas 14, Volume 8, Version 2 _ applementary inforn •:. _ 8 Print page PDS-based precipitation frequency estimates with 90% confidence intervals (in inches)1 Duration Average recurrence Interval (years) 1 )I 2 5 I 10 25 II 50 100 I 200 500 1000 5 -min 0.235 0.285 0.382 0.478 0.634 0.773 0.928 1.10 1.36 1.57 (0.184-0.302) (0.223-0.365) (0.298-0.491) (0.370-0.619) (0.485-0.882) (0.572-1.08) : (0.662-1.33) (0.752-1.62) : (0.889-2.05) (0.992.2.38) 10 -min 0.345 (0.270.0.442) 0.417 (0.326.0.535) 0.559 (0.436.0.720) 0.700 (0.543.0.906) 0.929 I (0.711.1.29) 1.13 (0.838.1.58) 1.36 (0.969.1.95) 1.61 (1.10.2.38) 1.98 (1.30.3.01) 2.29 (1.45.3.48) 15 -min 0.420 0.508 0.682 0.854 1.13 1.38 1.66 1.97 2.42 2.80 I. (0.329-0.539) (0.397-0.652) (0.531-0.878) (0.662-1.10) (0.867-1.58) (1.02-1.93) (1.18-2.38) (1.34-2.90) (1.59-3.67) (1.77-1.25) 30 -min 0.564 0.680 0.910 1.14 1.51 1.84 2.21 2.63 3.24 3.75 (0.442-0.724) (0.532-0.873) (0.709-1.17) (0.882-1.47) (1.16-2.10) (1.37.2.58) (1.58-3.18) (1.80.3.88) (2.13-4.92) (2.38-5.70) 60 -min 0.695 0.830 1.10 1.38 1.85 2.27 2.74 3.27 4.06 4.72 (0.544.0.892) (0.649.1.06) (0.861.1.42) (1.07.1.79) (1.42.2.58) (1.68.3.18) (1.96.3.94) (2.24.4.83) (2.66.6.16) (2.98-7.16) 2 -hr 0.826 0.980 1.30 1.63 2.18 2.69 3.26 3.91 4.87 5.68 (0.653.1.05) (0.773.1.24) (1.02.1.65) (1.28.2.09) (1.70.3.03) (2.02.3.74) (2.36.4.64) (2.70.5.71) (3.23.7.30) (3.63.8.50) 3 -hr 0.903 1.06 1.40 1.76 2.35 2.90 3.52 4.23 5.29 6.18 (0.718-1.14) (0.843-1.34) (1.11-1.77) (1.38-2.23) (1.84.3.24) (2.19-4.01) (2.56-4.98) (2.95-6.14) (3.53-7.87) (3.98-9.18) 6 -hr 1.07 1.24 1.62 2.01 2.67 3.27 3.95 4.72 5.87 6.84 (0.856.1.33) (0.997.1.55) (1.29.2.02) (1.60.2.52) (2.10.3.62) (2.49-4.45) (2.90-5.50) (3.32.6.76) (3.96.8.62) (4.45.10.0) 12 -hr 1.27 1.50 1.94 2.37 3.06 (1.03-1.56) (1.21-1.84) (1.57-2,40) (1.90-2.95) (2.42-4.06) 3.67 (2.82-4.90) 4.35 5.10 (3.21-5.94) (3.61-7.15) 6.19 7.10 (4.21-8.92) (4.66.10.3) 24 -hr 1.51 1.79 2.30 2.77 (1.24.1.84) (1.46.2.18) (1.87.2.80) (2.24.3.40) 3.50 (2.78.4.54) 4.12 (3.18.5.39) 4.80 (3.57.6.44) 5.54 (3.95.7.63) 6.60 7.47 (4.53.9.35) (4,96.10.6) 2 -day 1.74 2.08 (1.43-2.09) (1.72-2.50) 2.68 3.20 (2.20-3.23) (2.62-3.89) 3.98 (3.17-5.05) 4.62 (3.59-5.93) 5.30 (3.97-6.96) 6.01 (4.32-8.13) 7.02 7.81 (4.85-9.75) (5.25-11.0) 3 -day 1.90 2.24 2.85 3.39 4.17 4.82 5.50 6.22 7.24 8.04 (1.58-2.26) (1.86-2.68) (2.36-3.42) (2.79-4.08) (3.34-5.25) (3.76-6.14) (4.15-7.18) (4.50-8.35) (5.04-9.97) (5.44-11.2) 4 -day 2.02 2.38 2.98 3.52 4.32 4.97 5.65 6.38 7.40 8.22 (1.69.2.40) (1.98.2.83) (2.48.3.56) (2.91.4.22) (3.47.5.40) (3.90.6.29) (4.28.7.33) (4.64.8.51) (5.18.10.1) (5.58.11.4) ,o Ire, https://hdsc.nws.noaa.gov/pfds/pfds_map_cont.html?bkmrk=tx 1/2 2/27/25, 5:33 PM PF Map: Contiguous US 7 -day 2.31 (1.94-2.72) 2.70 (2.27.3.18) 3.37 (2.82.3.98) 3.94 (3.28.4.68) 4.77 (3.86.5.87) 5.43 (4:29.6.78) 6.12 (4.67.7.82) 6.84 (5.01.8.98) 7.83 (5.51.10.6) 8.60 (5.90.11.8) 10 -day 2.56 (2.16-2.99) 2.98 (2.52-3.50) 3.70 (3.12-4.34) 4.31 (3.61-5.08) 5.16 (4.19-6.30) 5.84 (4.63-7.22) 6.52 (5.00-8.26) 7.24 (5.32-9.42) 8.20 (5.80-11.0) 8.94 (6.17-12.1) 20 -day 3.26 (2.79-3.77) 3.76 (3.22.4.36) 4.58 (3.90.5.32) 5.26 (4.45.6.13) 6.19 (5.06.7.42) 6.91 (5.53.8.40) 7.62 (5.90-9.50) 8.35 (6.20-10.7) 9.31 (6.65-12.2) 10.0 (7.00.13.4) j 30 -day 3.83 4.39 5.31 6.06 7.07 7.85 (3.29-4.39) (3.77-5.05) (4.55-6.11) (5.16.7.00) (5.82-8.40) (6.31-9.45) 8.61 9.37 10.4 11.1 (6.70-10.6) (7.00-11.9) (7.45-13.5) (7.79.14.7) 45 -day 4.50 (3.90-5.13) 5.17 (4.47-5.90) 6.24 (5.38.7.14) 7.11 (6.09.8.16) 8.26 (6.82.9.71) 9.13 (7.38-10.9) 9.97 (7.80.12.2) 10.8 (8.11.13.5) 11.9 (8.57-15.3) 12.6 (8.92.16.6) 60 -day 5.05 (4.39-5.72) 5.82 (5.06.6.61) 7.05 (6.10.8.02) 8.04 (6.92.9.18) 9.34 (7.74.10.9) 10.3 (8.36.12.2) 11.2 (8.81.13.6) 12.1 (9.13-15.1) 13.2 (9.61.16.9) 14.0 (9.97.18.3) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOM Atlas 14 document for more information. Estimates from the table in CSV format: Precipitation frequency estimates v Submit Main Link Categories: Home I OWP US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service Office of Water Prediction (OWP) 1325 East West Highway Silver Spring, MD 20910 Page Author HDSC webmaster Page last modified: April 21, 2017 Map Disclaimer Disclaimer Credits Glossary Privacy Policy About Us Career Opportunities https://hdsc.nws.noaa.gov/pfds/pfds_map_cont.html?bkmrk=tx 2/2 APPENDIX B DRAINAGE AREA MAP Fort St. Vrain Units 7&8 Kiewit Project No. 20055387 56 2/Issued for Permit A B C D E F G H J K 1 2 J 3 4 5 6 7 8' i R i No r. .5 t, 77\ f 1 7 ZONE DATE 4.11.0 _, , , :i\ , N \ I \ ' / , ) / /7 ISO AREA A100 10.81 ACRES TOO = 26.35 MIN 9.7 ACRES DRAINING TO THE EXISTING INFILTRATION BASIN PER ZACHRY ENGINEERING REPORT. N IAD N I 1 EXISTING INFILTRATION BASIN AREA A102 5.12 ACRES TOC = 23.63 MIN EXISTING OPEN CHANNEL DITCH ZONE DATE BY CHK ENG 1 N AREA A103 2.07 ACRES TOC = 24.03 M I N (-41 I AREA A101 8.77 ACRES TOO = 25.04 M I N • / i i i i \ / 1 / APIPAIINFRIMININIMINPIES \ �I f i i i i / N NO REVISION BY CHK ENG NO REVISION REFERENCE DRAWINGS 1 FOR STORMWATER REPORT ONLY 02/28/25 07/02/25 LJC EJF AVC 2 FOR STORMWATER REPORT ONLY LJC EJF AVC DWG NO. MANUFACTURER DESCRIPTION XcelEnergy® PUBLIC SERVICE COMPANY OF COLORADO DWN: LJC DATE: 07-02-25 CHK: NA DATE: NA 80 LOD 0 Mom - 80 LEGEND LIMITS OF DISTURBANCE EXISTING DRAINAGE AREA PERIMETER RUNOFF FLOWLINE 160 SCALE IN FEET SCALE: 1" = 80'-0" CRITICAL FLOW PATH FORT ST. VRAIN UNIT 7&8 EXISTING CONDITIONS DRAINAGE AREA MAP DWG NO APPENDIX B SHEET NO 1 O O O O O ENG: AVC DATE: 07-02-25 CHK: NA DATE: NA PM: TDB DATE: NA PROJ. NO: 20055387 APVD: SJR DATE: NA SCALE: 1" = 80' Kiewit REV 0 z U- A B C D E F G H I J K V� . �. i - 0\ \, I �_ /1 / \ \1., � il AREA 1000 / / ' i!`"TOC 7.386 ACRES = 20.03 MIN.LEGEND Anil _ LOD LIMITS OF DISTURBANCE 2 LOD LOD LOD LOD ` PROPOSED DRAINAGE AREA PERIMETER , _ n • o' * . •:.'•it \ PROPOSED PERMANENT FENCE • ••••1 " t I I I RUNOFF FLOWLINE ► i -; al I I �I CRITICAL FLOW PATH TABLE 1 -PROPOSED RETENTION BASIN STAGE STORAGE A =� AREA 11.696 900 ACRES I Stage ft g � � Elevation (ft) Area (sf) Volume c � i) it- TOC = 21.28 MIN. I __�- _ 0 4779 44,212 0 • .' �. I - -'' O 1 4780 48,931 46,551 gee I Q - ' 2 4781 54,987 98,481 - / 3 4782 62,556 157,211 ' ' r--' /// 4 4783 72,200 224,531 �2'' ' I �'r 1 I /' 5 4784 84,990 303,039 47s74787 h �\ I 6 4785 100,075 395,469 .. • �. �'; 4779 7 4786 115,817 503,319 t� = 4 787 � rib'4786 �� 8 4787 131 511 626.900 lai rum,it .1_ fin PL.I AREA 2.026 800 ACRES Ln oo N dI � EXISTING INFILTRATION � � TOC = N/A BASIN IS TO BE FILLED ' NO BUILD/NO STORAGE - -. - I 4783 PRIOR TO THE PROPOSED •,. _, ....____. fill r� DRAINAGE AREA MAP/ CONDITIONS 47$6 N i ICI r.i, �� ;I�,. II C- II 47$ — _, I--'2 111 1 li \ ,_—_—_ -.1-„, - 4784 �n� oo i le,- `— Il i A r -.. j P • I '4 oo i 15 `r r\ . t„, I `. A : re II , 2 iiiii ri, I DRAINAGE AREA FROM UNITS 3,4,5,6 I •ARE BASED ON THE ZACHRY REPORT 00 17 CALCULATIONS (SEE APPENDIX A),Ir \ - 000 dN SEE APPENDIX CONDITIONS B DRAINAGE - PROPOSED AREA MAP PAGE 3 I I FOR A MORE IN DEPTH ANALYSIS OF UNITS 7&8 DRAINAGE AREAS. 4.0.1-.1I I 4790 � _ -/1/ I r.r. 'r' /�r \\ \ \ i 1 ( / § r LAD §4786 . �__�_- 4\ - - 4784 47$3 , c �� ;,y j ::.:-i N LAD 47$7 L .,31k4 LOD LOD LOD LO. 4785 n . I 1 8 N * % ► , LCD LAD ' - \ N.\ ‘' i' IV A \ \ \\? I 1� e ' ` , j 4 4 s \)li LCD LAD LAD 80 0 80 160 I MM MM MM ik k S, • ! `• A SCALE IN FEET •. < t' i• SCALE: 1" = 80'-0" NO REVISION ZONE DATE BY CHK ENG NO REVISION ZONE DATE BY CHK ENG REFERENCE DRAWINGS & XCeI Energy® PUBLIC SERVICE COMPANY OF COLORADO • FORT ST. VRAIN UNITS 7&8 PROPOSED CONDITIONS OVERALL DRAINAGE AREA MAP DWG APPENDIX SHEET 2 NO B NO REV 2 1 FOR STORMWATER REPORT ONLY 03/03/25 LJC EJF AVC DWG N0. MANUFACTURER DESCRIPTION 2 FOR STORMWATER REPORT ONLY 07/02/25 LJC EJF AVC DWN: LJC DATE:07-02-25 CHK: NA DATE: NA ENG: AVC DATE: 07-02-25 CHK: NA DATE: NA PK� Nc e,- KiewI.t PM: TDB DATE: NA PROJ. NO: 20055387 APVD: SJR DATE: NA SCALE: 1" = 80' 0 0 0 0 0 0 z U- A B C D E F I G H \ I J K / ,------ 1 i 1 N 4787 I. LEGEND \?:.Nci I 4779 PROPOSED DRAINAGE AREA PERIMETER 4786 4787 I - APPENDIX C -PERIMETER 4786.00 2 OSEE \ DITCH CALCULATIONS FOR I PROPOSED PERMANENT FENCE NORTH DITCH INFLOW AND � I FREEBOARD AT THIS SECTION. I 4785.00 — RUNOFF FLOWLINE AREA oo A 800 CRITICAL FLOW PATH 4782.48 2.026 ACRES TOC=N/A I \-- IAL. NO BUILD/NO STORAGE PERIMETER DITCH SECTION CUT 4782.02 / 4786.00 ms / 3 \ 4782.73 _I ' I 4787.50 SEE APPENDIX C -PERIMETER NOTES: 3 DITCH CALCULATIONS FOR NORTH DITCH INFLOW AND i / 1 ��$ 4779.00 I ALL CULVERTS SHALL BE HDPE CORRUGATED PIPE WITH A FLARED 4783.66 ��° �� FREEBOARD AT THIS ' 1 . END SECTION AND TOEWALL. � p� .- � SECTION. 00 CA 4�8g ` INLETS SHALL BE NYLOPLAST WITH 30 INCH GRATES. o� X1`6 :7sLoTLRF �/ I STORMWATERDETAILSANDELEVATIONS,SEESHEETSI 4783.32 -S3301 THROUGH 7STF-S3303 ATTACHED TO THIS DELIVERABLE. 4784.78 4 4789I - 4784 TABLE 1 -PROPOSED RETENTION BASIN STAGE STORAGE 478 . - . Stage (ft) Elevation (ft) Area (s� (cI I AREA 200 _Volume 4 � 0.540 ACRES 0 4779 44,212 0 � I \ TOC = 12.03 MIN � ' \ 1 4780 48,931 46,551 -N�` ` AREA 701 SEE APPENDIX C -PERIMETER il 00 '� 2 4781 54,987 98,481 1 0.955 ACRES - DITCH CALCULATIONS FOR ` I _n_J TOC = 9.86 MIN 000 Lc) SOUTH DITCH INFLOW AND 3 4782 62,556 157,211 FREEBOARD AT THIS SECTION. 4 4783 72,200 224,531 O I 5 4784 84,990 303,039 A 1 A ' 6 4785 100,075 395,469 i I CD AREA 100 4786 115,817 503,319 0:7)7 O N 0.447 ACRES II RI � 5 � \4 - - AREA 300 � 8 4787 131,511 626,900 I TOC = 8.53 MIN .� 0.472 ACRES \ I �\ TOC = 8.80 MIN A ' �, DRAINAGE AREA FROM UNITS 3,4,5,6 ARE BASED MM ON THE ZACHRY REPORT CALCULATIONS (SEE \I ) APPENDIX A). 9.7 ACRES ARE TO DRAIN TO THE - O—ci r PROPOSED RETENTION (INFILTRATION) BASIN. Ioo �- 00 , I AREA 600 0.472 ACRES . i � o o � J TOC = 11.27 �I � 4790 AREA 400 i -, MIN V0.697 _ ACRES 00 ' \ TOC = 11.91 MIN 6 ' I ��®I� • I, SEE APPENDIX C -PERIMETER \ DITCH CALCULATIONS FOR = 4781.79 SOUTH DITCH INFLOW AND i I FREEBOARD AT THIS SECTION. \ AREA 500 \ I i IK `9 1 % 3 \ OC0.322 = 10.63ACRES MIN T 1 � /.-J \ I \X b b 7 11/4 AREA 702 4786 4789 1.674 ACRES _ TOC=11.18MIN EM 4183 _ _� 4784 4782.45 4785.91 478 .95 - 4785-c 785 4784.60 \ O O n c 4782.90 8 ' 50 0 50 100 , SCALE IN FEET SCALE: 1" = 50'-0" NO REVISION ZONE DATE BY CHK ENG NO REVISION ZONE DATE BY CHK ENG REFERENCE DRAWINGS ® & XCeI Energy PUBLIC SERVICE COMPANY OF COLORADO FORT ST. VRAIN UNITS 7&8 PROPOSED CONDITIONS DRAINAGE AREA MAP DWG APPENDIX SHEET 3 NO B NO REV 2 1 FOR STORMWATER REPORT ONLY 02/28/25 LJC EJF AVC DWG NO. MANUFACTURER DESCRIPTION 2 FOR STORMWATER REPORT ONLY 07/02/25 LJC EJF AVC DWN: LJC DATE: 07-02-25 CHK: NA DATE: NA ENG: AVC DATE: 07-02-25 CHK: NA DATE: NA PK�. K'ew' PM: TDB DATE: NA PROJ. NO: 20055387 APVD: SJR DATE: NA SCALE: 1" = 50' 0 0 0 0 0 0 z U- APPENDIX C SUPPORTING CALCULATIONS Fort St. Vrain Units 7&8 Kiewit Project No. 20055387 60 2/Issued for Permit Kiewit RUNOFF COEFFICIENT TABLES Table 5 2 Percentage Impervious Values for Weld County Land Use or Surface Characteristics _ Percent Impervious (%) Commercial 9S Residential: Single -Family Greater than 2.5 acres or larger 12 Greater than 0.75 acre to 2.5 acres 20 Greater than 0.25 acre to 0.75 acre 30 0 25 acre or smaller 45 Multi -Unit Detached 60 Multi -Unit Attached 75 Apartments 80 Industrial: Light 80 Heavy 90 Solar Facilities: A & B Soils 2 C & D Soils Site -specific Parks, Cemeteries 10 Playgrounds 25 Schools 55 Railroad Yard Areas 50 Roofs 90 Undeveloped Areas: Historic Flow Analysis 2 Greenbelts, Agricultural 2 Streets: Paved 100 Packed Gravel (Includes Road Base and Compacted. Cleared, Earthen Areas typically used for Roads/Parking/Storage) 40 Recycled Asphalt Pavement 75 Drives and Walks 90 Table RO-5— Runoff Coefficients, Percentage Imperviousness Type C and D NRCS Hydrologic Soil Groups 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr 0% 004 0.15 0.25 0.37 044 050 5% 008 0.18 0.28 039 046 052 10% 011 0.21 030 0.41 047 053 15% 0.14 0.24 0.32 0.43 049 054 20% 017 026 034 044 050 055 25% 020 028 036 046 051 056 30% 022 030 0.38 047 052 057 35% 025 0.33 040 048 053 057 40% 028 035 042 050 054 058 45% 0.31 037 0.44 051 055 059 50% 0.34 0.40 0.46 0.53 0.57 0 60 55% 037 043 048 055 058 062 60% 041 046 051 057 060 063 65% 0.45 0.49 0.54 0 59 0 62 0.65 70% 049 053 0.57 062 065 068 75% 054 058 062 066 068 071 80% 0.60 0.63 0.66 0 70 0 72 0 74 85% 0.66 0.68 071 0.75 077 079 90% 073 0.75 077 080 082 083 95% 080 082 084 087 088 089 100% 0.89 090 0.92 0 94 0 95 096 TYPE B NRCS HYDROLOGIC SOILS GROUP 0% 002 008 015 025 030 035 5% 0.04 0.10 0.19 0 28 0 33 0 38 10% 006 014 022 031 036 040 15% 008 017 025 033 038 042 20% 0.12 0 20 0.27 0 35 0.40 0 44 25% 0.15 022 0.30 037 041 046 30% 0.18 025 032 039 043 047 35% 0 20 0.27 0.34 0 41 044 0.48 40% 023 0.30 0.36 0.42 046 050 45% 0 26 0 32 0 38 0 44 0 48 0 51 50% 0 29 0.35 0.40 0.46 0 49 0 52 55% 0 33 0.38 0.43 0.48 0.51 054 60% 037 041 046 051 054 056 65% 041 0.45 049 0.54 057 059 70% 045 0.49 053 058 060 062 75% 051 054 058 062 064 066 80% 057 059 063 066 068 070 85% 063 066 069 072 073 075 90% 071 073 0.75 078 080 081 95% 079 081 083 085 087 088 100% 0 89 0.90 0.92 0.94 0 95 096 Table 5-11 Trapezoidal Channel Design Guidance/Criteria Design Win Coterie Ice Venous Types of Channel Lanni Cases trosnre Sods Grass: trosron Resrstant Sods ItBpraP Cooktiote Maximum 100-r Vrlocity 3 0 ft/sac '• • 12.0 ft/sac 18.0 ft/sec MiMrnurn Mamma's n • capacity cfwcf 0 030 0.030 0.011 Maximum Manning's r . .rpacity check 0035 0.0400.013 Maximum Fronde Numt- 01 0.8 n/a Maximum side floor 4N:1V - .. 2 Srt lv I.SM:1V Minimum centerline radius for a bend 2 itwi top dth . • . i w 2 ■ top w'dt^ 2 ■ top width Minimum freeboard 10 h : Oft S O h Fort St Vrain Units 7&8 Kiewit Project No. 20055387 61 2/Issued for Permit Kiewit TIME OF CONCENTRATION CALCULATIONS ti = :1.39511.1-C ) :L., .56.13 3 Eq. 5.5.1.2 Variables: L; = Length of overland flow. C5 yr = Runoff coef. for 5-yr storm event. Lt = Length of channelized flow. tt = Channelized flow time. t _ LE L, • Eq. 5.5.1.3 t,. = tt + tt So = Running slope. t; = Initial flow time. K = NRCS Conveyance Factor. Eq. 5.5.1.1 Rational Method Time -of -Concentration Calculation Area No. Initial Flow Time in Minutes Channelized Flow Time in Minutes Total TOC L, (ft) So(i) (ft/ft) C5 yr (Table RO5) t, (min.) Lt (ft) So(t) (ft/ft) K (Table 5-6) t( (min.) t, (min.) Area 100 189 0.011 0.75 8.53 - - - - 8.53 Area 200 290 0.007 0.75 12.03 - - - - 12.03 Area 300 221 0.012 0.75 8.80 - - - - 8.80 Area 400 281 0.007 0.75 11.91 - - - - 11.91 Area 500 245 0.008 0.75 10.63 - - - - 10.63 Area 600 263 0.007 0.75 11.27 - - - - 11.27 Area 701 171 0.009 0.75 8.63 279 0.036 20 1.23 9.86 Area 702 - - - - 1080 0.006 20 11.18 11.18 Area 800 - - - - - - - - N/A Area 900 500 0.006 0.75 16.72 421 0.024 10 4.55 21.28 Area 1000 500 0.008 0.75 15.21 203 0.005 10 4.82 20.03 Area A100 500 0.003 0.75 21.02 443 0.019 10 5.33 26.35 Area A101 500 0.006 0.75 16.72 292 0.003 10 8.32 25.04 Area A102 490 0.002 0.75 23.63 - - - - 23.63 Area A103 500 0.002 0.75 24.03 - - - - 24.03 Notes: *Total TOC is the sum of t1 and -Lt. If a total TOC does not exceed 5 minutes, then a value of 5 minutes shall be used in the Rational Method Equations. *Areas 701 & 702 are ditches and treated as channalized flow for this TOC calculation. *Area series A100 are from Appendix B - Existing Conditions Drainage Area Map. *For L; & Lt critical flow paths see Appendix B Drainage Area Maps. *Area 800 is the Pond itself and does not require a time of concentration calculation. Fort St Vrain Units 7&8 Kiewit Project No. 20055387 62 2/Issued for Permit Kiewit RETENTION BASIN VOLUME CALCULATION Proposed Drainage Areas (ft2) (acres) 41,621 0.955 72,913 1.674 88,241 2.026 19,461 0.447 23,520 0.540 20,579 0.472 30,343 0.697 14,030 0.322 20,553 0.472 Sum 7.60 Area 701 Area 702 Area 800 Area 100 Area 200 Area 300 Area 400 Area 500 Area 600 100-yr, 24 -hr Volume Calculation Area from previous study = 9.7 acres Proposed Project area = 7.60 acres Total area A = 17.30 acres 100-yr C = 0.83 no unit 100-yr i = 4.80 inches Req'd V = 5.75 acre -ft 1.5xV = 8.618 acre -ft = 375,389 cf 5-yr, 24 -hr Volume Calculation Area from previous study = 9.7 acres Proposed Project Area = 7.60 acres Total area A = 17.30 acres 5-yr C = 0.75 not unit 5-yr i = 2.30 inches Req'd V = 2.49 acre -ft 1.5xV = 3.731 acre -ft = 162,537 cf TABLE 1 -PROPOSED RETENTION BASIN STAGE STORAGE Stage (ft) Elevation (ft) Area (sf) Volume (cf) 0 4779 44,212 0 1 4780 48,931 46,551 2 4781 54,987 98,481 3 4782 62,556 157,211 4 4783 72,200 224,531 5 4784 84,990 303,039 6 4785 100,075 395,469 7 4786 115,817 503,319 8 4787 131,511 626,900 *Volume was nulled directly from the Civil 3D nond model. Table RO-5 From NOAA Depth Table Table RO-5 From NOAA Depth Table *Stage 7 is considered to be the 1 -foot of freeboard required by the Weld County Engineering and Construction Criteria section 5.10.1. *Stage storage includes ditch area. *Top of storage/ditchs at elevation 4787.5 with an emergency spillway at elevation 4785. *Emergency spillway does NOT control the freeboard elevation according to section 5.10.1 of the "Weld County Engineering and Construction Criteria". Fort St Vrain Units 7&8 Kiewit Project No. 20055387 63 2/Issued for Permit Kiewit INFILTRATION TIME CALCULATION 120 Hour Infiltration for 100-yr Event Req'd Volume Storage = 375,389 cf Pond Area = 44,212 sf kSat from Geotech = 2.62 in/hr Conservative kSat = 1.31 in/hr 120 hr required seepage = 0.0708 ft/hr 0.849 in/hr Actual Infiltration = 77.8 hrs 72 Hour Infiltration for 5-yr Event Req'd Volume Storage = 162,537 cf Pond Area = 44,212 sf kSat from Geotech = 2.62 in/hr Conservative kSat = 1.31 in/hr 72 hr required seepage = 0.0511 ft/hr 0.613 in/hr Actual Infiltration = 33.7 hrs < 1.31 in/hr < 120 hrs < 1.31 in/hr < 72 hrs Fort St Vrain Units 7&8 Kiewit Project No. 20055387 64 2/Issued for Permit Kiewit FROUDE NUMBER CALCULATIONS North Channel Geometry - Section 1 bottom = 5 ft Water Depth = 0.63 ft Side Slope= 4 :1 Area of Flow = 4.74 sf top width of Flow = 10.04 ft North Channel Geometry - Section 2 bottom = 5 ft Water Depth = 0.94 ft Side Slope= 4 :1 Area of Flow = 8.23 sf top width of Flow = 12.52 ft South Channel Geometry - Section 3 bottom = 5 ft Water Depth = 0.61 ft Side Slope= 4 :1 Area of Flow = 4.54 sf top width of Flow = 9.88 ft South Channel Geometry - Section 4 bottom = 5 ft Water Depth = 1.26 ft Side Slope= 4 :1 Area of Flow = 12.65 sf top width of Flow = 15.08 ft Froude Number Calculation Section 1 v = 1.67 ft/sec g = 32.17 ft/secsq D = 0.47 ft Fr = 0.429 < 0.8 per WC Froude Number Calculation Section 2 v = 2.03 ft/sec g = 32.17 ft/secsq D = 0.66 ft Fr = 0.441 < 0.8 per WC Froude Number Calculation Section 3 v = 1.74 ft/sec g = 32.17 ft/secsq D = 0.46 ft Fr = 0.453 < 0.8 per WC Froude Number Calculation Section 4 v = 2.57 ft/sec g = 32.17 ft/secsq D = 0.84 ft Fr = 0.495 < 0.8 per WC Fort St Vrain Units 7&8 Kiewit Project No. 20055387 65 2/Issued for Permit Kiewit PERIMETER DITCH CALCULATIONS Q=c*isA Eq. 5.5.1 P1 = 2.74 inches NOAA 100-YR, 1 -hour point rainfall depth i= (10 + Td)0.786 28.5P1 Culvert Discharge Into Proposed Perimeter Ditches for 100-yr Storm Eq. 5.4.1 Culvert No. Drainage (ft2) Area (Acres) Runoff Coefficient (C) Storm Duration (tom td) (min.) Rainfall Intensity (i) (in/hr) Runoff (Q) (cfs) Ditch Affiliation 100 19461 0.447 0.83 8.53 7.871 2.92 North Ditch 200 23520 0.540 0.83 12.03 6.870 3.08 South Ditch 300 20579 0.472 0.83 8.80 7.782 3.05 South Ditch 400 30343 0.697 0.83 11.06 7.118 4.12 South Ditch 500 14030 0.322 0.83 12.68 6.715 1.80 South Ditch 600 20553 0.472 0.83 11.27 7.063 2.77 South Ditch *701 41621 0.955 0.83 9.86 7.454 5.91 North Ditch *702 72913 1.674 0.83 11.18 7.086 9.84 South Ditch *Culvert numbers 701 & 702 are not culverts but rather the ditches themselves. Numbering is based on Appendix B - Proposed Conditions Drainage Area Map. *For Runoff Coefficient values, refer to Appendix C - Runoff Coefficient Tables. Proposed Perimeter Ditch Freeboard Calculation Ditch Affiliation Section No. Total Flow At Section (cfs) Slope (%) Hydraulic Head (ft) Water Surface Elev. (ft) Top of Bank Elev. (ft) Freeboard (ft) North Ditch 1 7.89 0.58 0.63 4784.75 4787.5 2.75 2 16.72 0.55 0.94 4783.09 4787.5 4.41 South Ditch 3 7.89 0.64 0.61 4785.75 4787.5 1.75 4 32.54 0.64 1.26 4780.63 4787.5 6.87 *The Total Flow at each section is the amount of inflow from Units 2, 3, 4, 5, and 6 plus the amount of drainage area runoff. *The maximum Roughness Coefficient (n) for a riprap lined trapezoidal channel is 0.04 according to the Weld County Engineering and Construction Criteria Table 5-11. Fort St Vrain Units 7&8 Kiewit Project No. 20055387 66 2/Issued for Permit Kiewit PERIMETER DITCH CALCULATIONS NORTH DITCH 1.49 Q = *A*R2/3,S"-' Open Channel Flow Variables Q = 7.89 cfs n = 0.04 no unit b= 5 ft Slope = 0.0058 ft/ft free board = 1 ft hor. s.s. 4 vert s.s. 1 n = Manning's Roughness Coefficient A = Flow area (sq ft) R = Hydraulic Radius (ft) S = Channel Slope (ft/ft) Previous calculated Q From Table 5-11 bottom width of ditch *Minimum Solve Variables Based on Depth and Channel Geometry - Section 1 depth of water = 0.63 ft Channel cross-section = 16.3 sq ft Top Channel width= 18.04 ft Minimum channel depth = 1.63 ft Water cross-section = 4.74 sq ft Flow velocity = 1.67 ft/s Wetted Perimeter= 10.04 ft Maximum Q= 8.15 cfs *The Maximum Q is calculated under the minimum allowable freeboard condition. The goal of this calculation is to prove that the current ditch flow does not exceed this maximum. 1.49 Q =-*A*R`'3 •512 n Open Channel Flow Variables Q= 16.72 cfs n = 0.04 no unit b= 5 ft Slope = 0.0055 ft/ft free board = 1 ft hor. s.s. 4 vert s.s. 1 n = Manning's Roughness Coefficient A = Flow area (sq ft) R = Hydraulic Radius (ft) S = Channel Slope (ft/ft) Previous calculated Q From Table 5-11 bottom width of ditch *Minimum Solve Variables Based on Depth and Channel Geometry - Section 2 depth of water = 0.94 ft Channel cross-section = 19.4 sq ft Top Channel width= 20.52 ft Minimum Channel depth = 1.94 ft Water cross-section = 8.23 sq ft Flow velocity = 2.03 ft/s Wetted Perimeter= 12.52 ft Maximum Q= 17.20 cfs *The Maximum Q is calculated under the minimum allowable freeboard condition. The goal of this calculation is to prove that the current ditch flow does not exceed this maximum. Fort St Vrain Units 7&8 Kiewit Project No. 20055387 67 2/Issued for Permit Kiewit PERIMETER DITCH CALCULATIONS SOUTH DITCH 1.49 Q = * A * R2/3 * S3/2 n Open Channel Flow Variables Q= 7.89 cfs n = 0.04 no unit b = 5 ft Slope = 0.0064 ft/ft free board = 1 ft hor. s.s. 4 vert s.s. 1 n = Manning's Roughness Coefficient A = Flow area (sq ft) R = Hydraulic Radius (ft) S = Channel Slope (ft/ft) Previous calculated Q From Table 5-11 bottom width of ditch *Minimum Solve Variables Based on Depth and Channel Geometry - Section 3 depth of water = 0.61 ft Channel cross-section = 16.1 sq ft Top Channel width= 17.88 ft Minimum channel depth = 1.61 ft Water cross-section = 4.54 sq ft Flow velocity = 1.74 ft/s Wetted Perimeter= 9.88 ft Maximum Q= 8.05 cfs *The Maximum Q is calculated under the minimum allowable freeboard condition. The goal of this calculation is to prove that the current ditch flow does not exceed this maximum. Q= 1.49 * A * R-/3 • S1/2 n Open Channel Flow Variables Q = 32.54 cfs n = 0.04 no unit b = 5 ft Slope = 0.0064 ft/ft free board = 1 ft hor. s.s. 4 vert s.s. 1 n = Manning's Roughness Coefficient A = Flow area (sq ft) R = Hydraulic Radius (ft) S = Channel Slope (ft/ft) Previous calculated Q From Table 5-11 bottom width of ditch *Minimum Solve Variables Based on Depth and Channel Geometry - Section 4 depth of water = 1.26 ft Channel cross-section = 22.6 sq ft Top Channel width= 23.08 ft Minimum channel depth = 2.26 ft Water cross-section = 12.65 sq ft Flow velocity = 2.57 ft/s Wetted Perimeter= 15.08 ft Maximum Q= 33.53 cfs *The Maximum Q is calculated under the minimum allowable freeboard condition. The goal of this calculation is to prove that the current ditch flow does not exceed this maximum. Fort St Vrain Units 7&8 Kiewit Project No. 20055387 68 2/Issued for Permit Channel Report PERIMETER DITCH CALCULATIONS Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Fort St Vrain North Ditch - Section 1 Trapezoidal Bottom Width (ft) Side Slopes (z:1) Total Depth (ft) Invert Elev (ft) Slope (%) N -Value Calculations Compute by: Known Q (cfs) Elev (ft) 4788.00 4787.00 4786.00 4785.00 4784.00 4783.00 = 5.00 = 4.00, 4.00 = 3.38 = 4784.12 = 0.58 = 0.040 Known Q = 7.89 Section Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Monday, Mar 3 2025 = 0.63 = 7.890 = 4.74 = 1.67 = 10.20 = 0.39 = 10.04 = 0.67 Depth (ft) 3.88 2.88 1.88 0.88 -0.12 -1.12 0 5 10 15 20 25 30 35 40 45 Fort St Vrain Units 7&8 Kiewit Project No. 20055387 69 2/Issued for Permit Reach (ft) Channel Report PERIMETER DITCH CALCULATIONS Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Fort St Vrain North Ditch - Section 2 Trapezoidal Bottom Width (ft) Side Slopes (z:1) Total Depth (ft) Invert Elev (ft) Slope (%) N -Value Calculations Compute by: Known Q (cfs) Elev (ft) 4788.00 4787.00 4786.00 4785.00 4784.00 4783.00 4782.00 4781.00 = 5.00 = 4.00, 4.00 = 5.35 = 4782.15 = 0.55 = 0.040 Known Q = 16.72 Section Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Monday, Mar 3 2025 = 0.94 = 16.72 = 8.23 = 2.03 = 12.75 = 0.60 = 12.52 = 1.00 0 5 10 15 20 25 30 35 40 45 50 55 60 Fort St Vrain Units 7&8 Kiewit Project No. 20055387 Depth (ft) 5.85 4.85 3.85 2.85 1.85 0.85 -0.15 -1.15 70 2/Issued for Permit Reach (ft) Channel Report PERIMETER DITCH CALCULATIONS Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Fort St Vrain South Ditch - Section 3 Trapezoidal Bottom Width (ft) Side Slopes (z:1) Total Depth (ft) Invert Elev (ft) Slope (%) N -Value Calculations Compute by: Known Q (cfs) Elev (ft) 4788.00 4787.50 4787.00 4786.50 4786.00 4785.50 4785.00 4784.50 = 5.00 = 4.00, 4.00 = 2.36 = 4785.14 = 0.64 = 0.040 Known Q = 7.89 Section Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Monday, Mar 3 2025 = 0.61 = 7.890 = 4.54 = 1.74 = 10.03 = 0.39 = 9.88 = 0.66 10 20 25 0 5 Fort St Vrain Units 7&8 Kiewit Project No. 20055387 15 71 Reach (ft) 30 35 Depth (ft) 2.86 2.36 1.86 1.36 0.86 0.36 -0.14 -0.64 2/Issued for Permit Channel Report PERIMETER DITCH CALCULATIONS Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Fort St Vrain South Ditch - Section 4 Trapezoidal Bottom Width (ft) Side Slopes (z:1) Total Depth (ft) Invert Elev (ft) Slope (%) N -Value Calculations Compute by: Known Q (cfs) Elev (ft) 4788.00 4787.00 4786.00 4785.00 4784.00 4783.00 4782.00 4781.00 4780.00 4779.00 4778.00 = 5.00 = 4.00, 4.00 = 8.13 = 4779.37 = 0.64 = 0.040 Known Q = 32.54 Section Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Monday, Mar 3 2025 = 1.26 = 32.54 = 12.65 = 2.57 = 15.39 = 0.87 = 15.08 = 1.36 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 Fort St Vrain Units 7&8 Kiewit Project No. 20055387 Depth (ft) 8.63 7.63 6.63 5.63 4.63 3.63 2.63 1.63 0.63 -0.37 -1.37 72 2/Issued for Permit Reach (ft) Kiewit INLET CAPACITY CALCULATIONS I d.00 12.00 16.00 0.00 0.00 4.00 2.00 0.00 Nyloplast 311"Standard Grate Inlet Capacity Chart y/// _ 0.06 OM 6.10 0.15 0.20 0.25 0.30 0.35 6.40 OAS 0.50 0.55 0.0 0.85 0.70 6.75 0.60 0,55 MU 0.95 1.00 1..05 1.10 Head {(I) *From the Inlet Capacity Chart, the flow capacity is at 7.6 cfs when ponding depth reaches the maximum allowable value of 6 -inches. *Assuming only 50% of flow is allowed to enter the inlet, runoff from each drainage area shall not exceed 7.6cfs * 50% = 3.8cfs. E 5.5.1 28.51)1.Q=c*i*A q. (10+Td)o.7ev Eq. 5.4.1 P1 = 1.85 inches NOAA 25-YR, 1 -hour point rainfall depth Drainage Area Runoff for 25 -Year Storm Event Structure No. Drainage Areas (acres) Runoff Coef. (no unit) Storm Duration (tom td) (min.) Rainfall Intensity (i) (in/hr) Runoff (Q) (cfs) Capacity (Q) (cfs) 101 0.447 0.80 8.53 5.315 1.90 3.80 201 0.540 0.80 12.03 4.639 2.00 3.80 301 0.472 0.80 8.80 5.254 1.98 3.80 401 0.697 0.80 11.06 4.806 2.68 3.80 501 0.322 0.80 12.68 4.534 1.17 3.80 601 0.472 0.80 11.27 4.769 1.80 3.80 *See Appendix A - NOAA Precipitation Frequency Data for rainfall intensity data. *For Runoff Coefficient values, refer to Appendix C - Runoff Coefficient Tables. *Structure numbering is as shown in the Stormwater Plan and Profile plans. Fort St Vrain Units 7&8 Kiewit Project No. 20055387 73 2/Issued for Permit Culvert Report CULVERT CALCULATIONS Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Friday, Feb 28 2025 Fort St. Vrain Culvert Design - Culvert 100 Invert Elev Dn (ft) Pipe Length (ft) Slope (%) Invert Elev Up (ft) Rise (in) Shape Span (in) No. Barrels n -Value Culvert Type Culvert Entrance Coeff. K,M,c,Y,k Embankment Top Elevation (ft) Top Width (ft) Crest Width (ft) Elev (ft) 4790.00 4789.00 4788.00 4787.00 4786.00 4785.00 4784.00 4783.00 4782.00 10 Circular Culvert = 4783.89 = 48.00 = 0.50 = 4784.13 = 18.0 = Circular = 18.0 = 1 = 0.013 = Circular Concrete = Groove end w/headwall (C) = 0.0018, 2, 0.0292, 0.74, 0.2 = 4789.00 = 24.00 = 0.01 20 HGL Fort St. Vrain Culvert Design - Culvert 100 25 Embank Calculations Qmin (cfs) Qmax (cfs) Tailwater Elev (ft) Highlighted Qtotal (cfs) Qpipe (cfs) Qovertop (cfs) Veloc Dn (ft/s) Veloc Up (ft/s) HGL Dn (ft) HGL Up (ft) Hw Elev (ft) Hw/D (ft) Flow Regime = 1.90 = 1.90 = (dc+D)/2 = 1.90 = 1.90 = 0.00 = 1.50 = 3.50 = 4784.90 = 4784.65 = 4784.84 = 0.47 = Inlet Control Hw Depth (ft) 5.87 60 65 70 Reach (fl) 4.87 3.87 2.87 1.87 0.87 -0.13 -1.13 -2.13 Fort St Vrain Units 7&8 Kiewit Project No. 20055387 74 2/Issued for Permit Culvert Report CULVERT CALCULATIONS Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Friday, Feb 28 2025 Fort St. Vrain Culvert Design - Culvert 200 Invert Elev Dn (ft) Pipe Length (ft) Slope (%) Invert Elev Up (ft) Rise (in) Shape Span (in) No. Barrels n -Value Culvert Type Culvert Entrance Coeff. K,M,c,Y,k Embankment Top Elevation (ft) Top Width (ft) Crest Width (ft) Elev (ft) 4790.00 4789.00 4788.00 4787.00 4786.00 4785.00 4784.00 4783.00 4782.00 Circular Culvert HOC Embank = 4783.60 = 60.00 = 0.50 = 4783.90 = 18.0 = Circular = 18.0 = 1 = 0.013 = Circular Concrete = Groove end w/headwall (C) = 0.0018, 2, 0.0292, 0.74, 0.2 = 4789.00 = 24.00 = 0.01 Fort St. Vrain Culvert Design - Inlet 200 0 45 Calculations Qmin (cfs) Qmax (cfs) Tailwater Elev (ft) Highlighted Qtotal (cfs) Qpipe (cfs) Qovertop (cfs) Veloc Dn (ft/s) Veloc Up (ft/s) HGL Dn (ft) HGL Up (ft) Hw Elev (ft) Hw/D (ft) Flow Regime 70 Reach (ft) = 2.00 = 2.00 = (dc+D)/2 = 2.00 = 2.00 = 0.00 = 1.57 = 3.56 = 4784.62 = 4784.43 = 4784.63 = 0.49 = Inlet Control Hw Depth (ft) 6.10 5.10 4.10 3.10 2.10 1.10 0.10 -0.90 1.90 Fort St Vrain Units 7&8 Kiewit Project No. 20055387 75 2/Issued for Permit Culvert Report CULVERT CALCULATIONS Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Friday, Feb 28 2025 Fort St. Vrain Culvert Design - Culvert 300 Invert Elev Dn (ft) Pipe Length (ft) Slope (%) Invert Elev Up (ft) Rise (in) Shape Span (in) No. Barrels n -Value Culvert Type Culvert Entrance Coeff. K,M,c,Y,k Embankment Top Elevation (ft) Top Width (ft) Crest Width (ft) Elev (tt) 4790.00 4789.00 4788.00 4787.00 4786.00 4785.00 4784.00 4783.00 4782.00 = 4783.41 = 65.00 = 0.49 = 4783.73 = 18.0 = Circular = 18.0 = 1 = 0.013 = Circular Concrete = Groove end w/headwall (C) = 0.0018, 2, 0.0292, 0.74, 0.2 = 4789.00 = 24.00 = 0.01 Fort St. Vrain Culvert Design - Culvert 300 Calculations Qmin (cfs) Qmax (cfs) Tailwater Elev (ft) Highlighted Qtotal (cfs) Qpipe (cfs) Qovertop (cfs) Veloc Dn (ft/s) Veloc Up (ft/s) HGL Dn (ft) HGL Up (ft) Hw Elev (ft) Hw/D (ft) Flow Regime = 1.98 = 1.98 = (dc+D)/2 = 1.98 = 1.98 = 0.00 = 1.56 = 3.55 = 4784.43 = 4784.26 = 4784.45 = 0.48 = Inlet Control Hw Depth (ft) 6.27 -Inlet cadre 0 5 10 15 Circular Culvert 20 25 HOL 30 35 40 Embank 45 50 55 60 65 70 75 80 5.27 4.27 3.27 2.27 1.27 027 -0.73 1.73 85 Reach (ft) Fort St Vrain Units 7&8 Kiewit Project No. 20055387 76 2/Issued for Permit Culvert Report CULVERT CALCULATIONS Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Friday, Feb 28 2025 Fort St. Vrain Culvert Design - Culvert 400 Invert Elev Dn (ft) Pipe Length (ft) Slope (%) Invert Elev Up (ft) Rise (in) Shape Span (in) No. Barrels n -Value Culvert Type Culvert Entrance Coeff. K,M,c,Y,k Embankment Top Elevation (ft) Top Width (ft) Crest Width (ft) Elev (ft) 4790.00 4789.00 4788.00 4787.00 4786.00 4785.00 4784.00 4783.00 5 Circular Culvert = 4784.41 = 53.00 = 0.51 = 4784.68 = 18.0 = Circular = 18.0 = 1 = 0.013 = Circular Concrete = Groove end w/headwall (C) = 0.0018, 2, 0.0292, 0.74, 0.2 = 4789.00 = 24.00 = 0.01 Fort St. Vrain Culvert Design - Culvert 400 Calculations Qmin (cfs) Qmax (cfs) Tailwater Elev (ft) Highlighted Qtotal (cfs) Qpipe (cfs) Qovertop (cfs) Veloc Dn (ft/s) Veloc Up (ft/s) HGL Dn (ft) HGL Up (ft) Hw Elev (ft) Hw/D (ft) Flow Regime Reach (ft) = 2.68 = 2.68 = (dc+D)/2 = 2.68 = 2.68 = 0.00 = 2.01 = 3.88 = 4785.47 = 4785.30 = 4785.54 = 0.57 = Inlet Control 4.32 3.32 2.32 1.32 0.32 -0.68 1.68 Fort St Vrain Units 7&8 Kiewit Project No. 20055387 77 2/Issued for Permit Culvert Report CULVERT CALCULATIONS Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Friday, Feb 28 2025 Fort St. Vrain Culvert Design - Culvert 500 Invert Elev Dn (ft) Pipe Length (ft) Slope (%) Invert Elev Up (ft) Rise (in) Shape Span (in) No. Barrels n -Value Culvert Type Culvert Entrance Coeff. K,M,c,Y,k Embankment Top Elevation (ft) Top Width (ft) Crest Width (ft) Elev (ft) 4790.00 4789.00 4788.00 4787.00 4786.00 4785.00 4784.00 4783.00 Circaer Covert = 4784.92 = 51.00 = 0.49 = 4785.17 = 18.0 = Circular = 18.0 = 1 = 0.013 = Circular Concrete = Groove end w/headwall (C) = 0.0018, 2, 0.0292, 0.74, 0.2 = 4789.00 = 24.00 = 0.01 Fort St. Vrain Culvert Design - Culvert 500 HGL Embank Calculations Qmin (cfs) Qmax (cfs) Tailwater Elev (ft) Highlighted Qtotal (cfs) Qpipe (cfs) Qovertop (cfs) Veloc Dn (ft/s) Veloc Up (ft/s) HGL Dn (ft) HGL Up (ft) Hw Elev (ft) Hw/D (ft) Flow Regime 55 so 65 70 Reach (ft) = 1.17 = 1.17 = (dc+D)/2 = 1.17 = 1.17 = 0.00 = 0.99 = 3.05 = 4785.87 = 4785.57 = 4785.72 = 0.36 = Inlet Control Hw Depth (ft) 4.83 3.83 2.83 1.83 0.83 -0.17 -1.17 -2.17 Fort St Vrain Units 7&8 Kiewit Project No. 20055387 78 2/Issued for Permit Culvert Report CULVERT CALCULATIONS Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Friday, Feb 28 2025 Fort St. Vrain Culvert Design - Culvert 600 Invert Elev Dn (ft) Pipe Length (ft) Slope (%) Invert Elev Up (ft) Rise (in) Shape Span (in) No. Barrels n -Value Culvert Type Culvert Entrance Coeff. K,M,c,Y,k Embankment Top Elevation (ft) Top Width (ft) Crest Width (ft) = 4785.17 = 50.00 = 0.50 = 4785.42 = 18.0 = Circular = 18.0 = 1 = 0.013 = Circular Concrete = Groove end w/headwall (C) = 0.0018, 2, 0.0292, 0.74, 0.2 = 4789.00 = 24.00 = 0.01 Elev (ft) Fort St. Vrain Culvert Design - Culvert 600 4790.00 4789.00 4788.00 4787.00 4786.00 4785.00 4784.00 Calculations Qmin (cfs) Qmax (cfs) Tailwater Elev (ft) Highlighted Qtotal (cfs) Qpipe (cfs) Qovertop (cfs) Veloc Dn (ft/s) Veloc Up (ft/s) HGL Dn (ft) HGL Up (ft) Hw Elev (ft) Hw/D (ft) Flow Regime = 1.80 = 1.80 = (dc+D)/2 = 1.80 = 1.80 = 0.00 = 1.43 = 3.45 = 4786.17 = 4785.92 = 4786.11 = 0.46 = Inlet Control Hw Depth (ft) 458 Inlet control 5 10 15 20 25 30 35 40 45 Circular Culvert HGL Embank 65 70 Reach (ft) 3.58 2.58 1.58 0.58 -0.42 1 42 Fort St Vrain Units 7&8 Kiewit Project No. 20055387 79 2/Issued for Permit @Kiewit EMERGENCY SPILLWAY CALCULATION Q=c*i*A Eq. 5.5.1 i= (10 + Td)o.7e6 28.5P1 Rainfall Intensity Calculation North Ditch South Ditch P1 = 2.74 inches P1 = 2.74 inches Td = 13.53 minutes Td = 23.44 minutes i = 6.52 in/hr i = 4.95 in/hr A = 6.124 acres A = 9.079 acres Q = 33.16 cfs Q = 37.29 cfs Eq. 5.4.1 = 0.83 according to Table RO5 of The Weld County Engineering and Construction Criteria. Q = CBcwf-H1.s Eq. 5.10.2.3 Spillway Calculation Qtotal = 70.45 cfs CBCW = 2.8 no units H = 0.5 ft L = 71.16 ft Broad Crested Weir Solve for L *The Emergency Spillway length will be rounded to 75 feet in design to ensure that sufficient Capacity has been achieved. Rational Method Time -of -Concentration Calculation Critical Flow Path Initial Flow Time in Minutes Channelized Flow Time in Minutes Total TOC L1 (ft) Sop) (ft/ft) C51 (Table RO5) t, (min.) Lt (ft) So(t) (ft/ft) K (Table 5-6) tt (min.) t, (min.) 1 125 0.020 0.75 5.58 675 0.005 20 7.95 13.53 2 145 0.020 0.75 6.05 1450 0.005 20 17.39 23.44 *For Critical Flow Paths, see Appendix B - Proposed Conditions Overall Drainage Area Map 2 2 z z 2 OVERTOPPING SPILLWAY WATER SURFACE BOTTOM SPILLWAY EL: 4785.00 WQCV ELEV = 4781.64 75' FRONT VIEW EMERGENCY SPILLWAY WALL 8" MIN 100 YEAR WSEL OR HIGHER TOP SPILLWAY EL: 4787.50 TWO #5 BARS BURIED OR GROUTED RIPRAP (DEPTH = 2 x D50) PLACED TO TOE OF SLOPE l I' " " GEOTEXTILE FABRIC MIRAFI FW 300 L_lll II OR APPROVED EQUAL COMPACTED EARTH 95% STANDARD PROCTOR DENSITY it I_IIl� I I=I I Illili I=II iI1=1 I lI Il=-I-gII liiill iihalllii Il Billl Llll-lII=I lll I,,iilll illI el SIDE VIEW SPILLWAY DETAIL NTS Fort St Vrain Units 7&8 Kiewit Project No. 20055387 80 2/Issued for Permit APPENDIX D SUPPLEMENTAL INFORMATION Fort St. Vrain Units 7&8 Kiewit Project No. 20055387 81 2/Issued for Permit MAINTENANCE PLAN BMP - Infiltration Basin A consistent maintenance program is the way to ensure a basin will continue to perform its water quality functions. The following maintenance and inspection tasks shall be conducted as noted below. Monthly Inspections — The infiltration basin should be inspected monthly to ensure drain times are maintained in accordance with the design. Corrective actions is necessary if the basin holds standing water beyond the allowed time limits per Weld County. Corrective action may include, but is not limited to, removal of sediment or debris from the basin, removal of plant growth from the basin, or scarification of the basin bottom. The Owner is responsible for inspections and corrective actions. Sediment Removal — Sediment can collect over time and reduce the infiltration capacity of the infiltration/retention basin. Bottom of infiltration basin shall be clean of debris and any material that could obstruct the permeability of the bottom of the pond. Any sediment encountered inside the retention basin shall be removed immediately to prevent clogging of sandy bottom. If continuous ponding is observed days after the end of a rainfall, seek advice from professional engineer. Vegetation Management — This area of the country receives very little rain; thus, vegetation shall not be a primary concern. Regardless, inspections shall be done as needed to ensure no major overgrowth occurs or invasive species appear that could decrease the effectiveness for the infiltration material at the bottom of the basin. Debris and Litter Removal — All debris and litter accumulated in the basin or the contributing channels to the infiltration basin shall be removed. Erosion Control - Ensure all established slopes are smooth and free from rills. This includes the emergency spillway as well as contributing channels. Activity Frequency Sediment Removal - Dredging, manual removal, or specialized equipment Two times a year (Spring and Fall) Vegetation Management - Manual removal or with mechanical equipment As needed Debris and Litter Removal - Manual removal or with mechanical equipment Regularly — monthly and after major storm events Erosion Control — Manually or with mechanical equipment As needed Fort St. Vrain Units 7&8 Kiewit Project No. 20055387 82 2/Issued for Permit Emergency Response Plan - • Identify the Risk — When developing a comprehensive emergency response plan, it's essential to conduct a thorough risk assessment. This process involves identifying potential hazards that could impact the operation or safety of your facility or activity. Once hazards are identified, it's crucial to assess their likelihood of it occurring for example through historical data. Additionally, evaluating the potential consequences of each hazard is vital. Understanding the likelihood of potential risks allows the team to prioritize and allocate resources effectively. • Emergency Response Team Define a team who is knowledgeable about emergency procedures and is equipped to handle various situations. Create an organizational a chart that defines roles of each team member so they can collaborate effectively. • Emergency Procedure: Typical emergencies include the following: o Spill Response: Keep equipment onsite to contain and clean spills promptly. Dispose of contaminated soil in a location approved by the County. o Structural Failure: Evacuate area, if necessary. Assess damage of embankment or slopes and initiate repairs. Contact local authorities. o Contamination: In case of a spill over any water body, test water quality, notify authorities and public health agencies. Implement measures to prevent further contamination. • Communication Plan: Establish communication channels between emergency response team and local authorities, emergency services and the public. Develop procedures to promptly notify all stakeholders in case of an emergency. • Training and Drills: Conduct training exercises twice a year to familiarize the emergency response team with emergency procedures. Simulate various scenarios to test response capabilities. • Equipment and Supplies: Keep a stockpile of necessary equipment and materials, such as spill kits, aggregate, protective gear, and communications devices. Ensure these items are regularly inspected and maintained. Documentation and Record Keeping - • Maintain detailed records of inspections, maintenance activities, and any issues encountered. All inspection documents shall be kept onsite. Fort St. Vrain Units 7&8 Kiewit Project No. 20055387 83 2/Issued for Permit Weld County Drainage Code Certificate of Compliance Weld County Case Number: 1 MJUSR25-08-1647 Parcel Number: 120910000006 Legal Description, Section/Township/Range: Section 10, Township 3N, Range 67W Date: 10/19/2024 I Andres Vicuna , Consultant Engineer for Kiewit Engineering Group Inc. understand and acknowledge that the applicant is seeking land use approval of the case and parcel in the description above. I have designed or reviewed the design for the proposed land use set for in the application. I applicant, that the design will meet all applicable drainage requirements of the Weld Cou variance(s) described on the attached exhibits. This certification is not a guarantee or w (Applicant), Engineer's Stamp: ehalf of the Oa theec n of the • i Cg° ge•I'6r�f`,lied. <\ 0 65083 z. n ineer of gnature Variance Request (If Applicable) 1. Describe the hardship for which the variance is being requested. 2. List the design criteria of the Weld County Code of which a variance is being requested. 3. Describe the proposed alternative with engineering rationale which supports the intent of the Weld County Code. Demonstrate that granting of the variance will still adequately protect public health, safety, and general welfare and that there are no adverse impacts from stormwater runoff to the public rights -of -way and/or offsite properties as a result of the project. This is an update to USR 1647. - Stormwater in the current facility is managed by an Infiltration basin that was approved in 2018. - This variance is requested per section 5.10.1 (page 62) on the Weld County Engineering and Constructon Criteria. - Proposed infiltration basin is NOT in a floodplain. - Outlet structure is NOT possible due to flat terrain. - Geotechnical percolation test allows for water to be infiltrated in the time required by by the Weld County Engineering and Construction Criteria Section 5.10.1 (Page 63). - Infiltration basin can contain and infiltrate events greater than the 5 year storm within 120 hours after the end of the event. There would be no impact from stormwater to the public R/W or offsite properties as a result of this improvement. Public Works Director/Designee Review (If Applicable) Mike McRoberts, P.E. Public Works Director/Designee Name July 1, 2025 Date of Signature Signature • Approved O Denied Comments: Department of Public Works I Development Review 1111 H Street, Greeley, CO 80631 I Ph: 970-304-6496 I www.weldgov.com/departments/public_works/development_review 08/02/2019 APPENDIX E STORMWATER PLAN AND PROFILE DRAWINGS Fort St. Vrain Units 7&8 Kiewit Project No. 20055387 85 2/Issued for Permit A B C D E F G H I J NOTES: K 1. REFER TO DWG 7STA-S3500 AND S3501 FOR LEGEND, ABBREVIATIONS, GENERAL NOTES, AND INFORMATION 1 2 2 z 100 YEAR WSEL OR HIGHER PERTAINING TO COORDINATE SYSTEM, ELEVATION DATUM, AND SURVEY MONUMENTS. 2. ALL COORDINATES SHOWN ARE BASED ON THE PLANT COORDINATE SYSTEM. ALL ELEVATIONS SHOWN ARE BASED ON NAVD 88 DATUM. X X X U 5' 75' 10' 5' - 3. ALL PIPE STATIONING, COORDINATES, AND LENGTHS ARE • • r- - 1 TOP SPILLWAY EL: 4787.50 SHOWN BASED IN THE CENTER OF STRUCTURE LOCATION. TOP III L =1 BOTTOM SPILLWAY EL: 4785.00 ELEVATIONS ARE SHOWN AT THE CENTER OF THE CASTING. 2 o-,---.; x z III1 I Ii I I i �� _ - 111-1 1=1 I I-1 1 ' --"'' , i i 1 TWO #5 BARS FRONT VIEW MEASUREMENT OF PIPE LENGTH IS BASED ON THE HORIZONTAL DISTANCE. O x Q 4. REFER TO DWG 7STF-S3303 FOR STORM SEWER DETAILS. 5. REFER TO FINISH GRADING PLANS FOR GRADING DETAIL OF U OVERTOPPING SPILLWAY STORMWATER. WATER SURFACE 1D O 8" MIN y BURIED OR GROUTED RIPRAP (DEPTH = 2 x D50) BOTTOM SPILLWAY EL: 4785.00 6. ALL STORM DRAINAGE STRUCTURES SHALL BE FABRICATED P PLACED TO TOE OF SLOPE AND INSTALLED IN ACCORDANCE WITH SPECIFICATION x m EMERGENCY GEOTEXTILE FABRIC MIRAFI FW 300 OR APPROVED EQUAL -Il 93.52.08- "STORM DRAINAGE". ALL STORM DRAIN STRUCTURES WQCV ELEV = 4781.64 ,,, SPILLWAY WALL -II "' COMPACTED EARTH 95% 1-1111/\ STANDARD PROCTOR DENSITY III SHALL BE APPROVED BY THE ENGINEER PRIOR TO INSTALLATION. 3 _ I_ i _ i _iii ilLIIIi��III��IIIil! _ -1 I I_ 11=1, i-,, I -I i I-1 I I,L=1, I_u I_I III i i i I I- __ _ ill-LIIII��III��IIIIil!I ill-� IIIill-w I��!IIIi��III!� IIIi��III��IIIiiiI_IIi��III�� lli- SIDE VIEW 7. ALL EARTHWORK SHALL BE PREFORMED IN ACCORDANCE WITH SPECIFICATION 93.51.06 - "EARTHWORK". x SPILLWAY DETAIL 8. UNDERGROUND STORM SEWERS SHALL HAVE THE DESIGN COVER IN PLACE PRIOR TO SUBJECTING TO TRAFFIC LOADING. NTS 9. BLOCK ALL INLET GRATES TO PREVENT STORM WATER FROM ENTERING THE SYSTEM UNTIL CONNECTION TO FUTURE STORM DRAIN PIPE IS MADE. . 10. REFER TO PROJECT STORM WATER MANAGEMENT PLAN x (SWMP) AND EROSION CONTROL PLANS FOR ALL APPLICABLE ----------- -- EROSION AND SEDIMENT CONTROL PRACTICES RELATED TO 4 __ THE STORM DRAINAGE SYSTEM. CONTRACTOR SHALL MAINTAIN INLET PROTECTION AT ALL INLETS UNTIL TRIBUTARY - - _- STORMWATER INFILTRATION POND REFER TO GRADING PLANS NO BUILD/NO STORAGE AREA IN STABILIZED IN ACCORDANCE WITH THE STORMWATER MANAGEMENT PLAN (SWMP). 11. VARIOUS ABOVE GROUND AND UNDERGROUND UTILITIES ARE NOT SHOWN. FOR DUCTBANK AND DIRECT BURIES CONDUIT, SEE THE ELECTRICAL PLANS. FOR PIPING, SEE THE MECHANICAL PLANS. FOR CLARITY PURPOSED, THE ABOVE GROUND AND Via: O UNDERGROUND UTILITIES ARE NOT SHOWN IN THE PROFILES. "1"° era STORMWATER LINE 100 w3 EMERGENCY SPILLWAY. SEE CONTRACTOR TO VERIFY LOCATION PRIOR TO EXCAVATION / INSTALLATION. NOTIFY ENGINEER IN THE CASE OF CONFLICT DETAIL THIS SHEET. 5 ,:.:a (SEE 7STF-S3301) WITH OTHER UTILITIES / STRUCTURES. 12. ALL STORM PIPING SHALL BE INSTALLED IN ACCORDANCE WITH \ 1O '1' O O O.O.O1 r MANUFACTURER RECOMMENDED SPECIFICATIONS. --' 0 O O CQ,I STORMWATER LINE 200 ■ vo .... �L 1'- (SEE 7STF-S3301) 13. BEFORE CUTTING, MODIFYING, OR HANDLING ANY EXISTING ) II STORM DRAIN PIPE, CONTRACTOR SHALL VERIFY WHETHER • !�' `- a. ASBESTOS CONTAINING MATERIAL IS PRESENT. IF IT IS , � �� PROPOSED STORM DRAINAGE DITCH. um, PERFORM ALL WORK INDICATED IN ACCORDANCE WITH � i i I l i ■ ! � i�llllll�l NO BUILD/NO STORAGE APPLICABLE OSHA, LOCAL, STATE, AND FEDERAL �IIIII � �� T ..■, T� jj REQUIREMENTS. IL�I� O 6 I �� , STORM WATER LINE 300 14. UNLESS OTHERWISE INDICATED, PENETRATIONS FOR PIPES �!I .'# I ° iE� 1 °',r9'-�� ',;� (SEE 7STF-S3301) ENTERING OR LEAVING RECTANGULAR STORM DRAIN STRUCTURES SHALL BE PLACED, ON THE CENTERLINES OF THE RESPECTIVE WALLS OF EACH STRUCTURE. �..:. ®e �'�' ❑ ?a , 1 d� III!, � r�rltl!! 15. CONTRACTOR SHALL PROVIDE " AS- CONSTRUCTED" DATA ON �,� }�' =1 I __ III ��.., THE INSTALLED STORM SEWER THAT INCLUDES THE FOLLOWING SURVEYED INFORMATION: 5' WIDE BOTTOM TRAPEZOIDAL A. STRUCTURE TOP ELEVATION DITCH WITH 4:1 SIDE SLOPES B. STORM SEWER FLOW LINE AT EACH STRUCTURE --E C. UNDERGROUND BENDS, TEES, WYES, CONNECTIONS WITH NORTHING, EASTING ELEVATION OF TOP OF PIPE \ . I I I � D. STORM PIPE SIZE 7 E. STORM STRUCTURE SIZE F. STORM INLET OPENING ORIENTATION (FOR AREA x STORMWATER LINE 600 (SEE 7STF-S3302) STORMWATER LINE 400 (SEE 7STF-S3302) INLETS ONLY) G. DETENTION PONDS (TOP, TOE, OVERFLOW SPILLWAY, OUTLET STRUCTURE, NORMAL POOL FOR WET PONDS) STORMWATER LINE 500 7STF-S3302) 16. STORM SEWER "AS -CONSTRUCTED" DATA SHALL BE N SUBMITTED TO THE LEAD CIVIL ENGINEER FOR REVIEW AND 8 X 1 x X x (SEE 100 0 100 200 FINAL APPROVAL. 17. ALL STORM STRUCTURES IDENTIFIED AS GRATE INLETS ON THE PLANS SHALL BE NYLOPLAST OR AN ENGINEER APPROVED ALTERNATIVE. SCALE IN FEET SCALE: 1" = 100'-0" NO REVISION ZONE DATE BY CHK ENG NO REVISION ZONE DATE BY CHK ENG REFERENCE DRAWINGS & XCeI Energy® PUBLIC SERVICE COMPANY OF COLORADO FORT ST. VRAIN SEGS-UNITS 7&8 STORMWATER KEY PLAN DWG NO 7STF-S3300 SHEET NO 1 REV A 0 ISSUED FOR PERMITTING X -X 06/27/25 VRI EJF AVC DWG NO. MANUFACTURER DESCRIPTION DWN: VRI DATE: 06-27-25 CHK: EJF DATE: 06-27-25 ENG: AVC DATE: 06-27-25 CHK: AVC DATE: 06-27-25 PM: TDB DATE: 06-27-25 PROJ. NO: 20055387 APVD: SJR DATE: 06-27-25 SCALE: l''=100' A B C D E F G H I J NOTES: K I \ 1. REFER TO DWG 7STF-53300 FOR ADDITIONAL NOTES, � 1 I I p^ 5' WIDE BOTTOM ////// ( INFORMATION, AND A GENERAL LAYOUT OF THE STORM SEWER NETWORK. I I TRAPEZOIDAL DITCH I I IN 4:1 SIDE SLOPES �� / 2. CAUTION - ALL EXISTING AND PROPOSED UTILITIES ARE NOT �� 5' WIDE BOTTOM - / / SHOWN. CONTRACTOR TO VERIFY LOCATION PRIOR TO � 5 WIDE BOTTOM TRAPEZOIDAL DITCH EXCAVATION. N� TRAPEZOIDAL DITCH 4:1 SIDE SLOPES / 4:1 SIDE SLOPES / \ / 3. REFER TO DWG 7STF-53303 FOR RIPRAP OUTLET PROTECTION i I I i ' I / / DETAILS. / / I 200 o I I I x / / II STA 10+66.13 STORMWATER LINE 200� INSTALL 18" HDPE END SECTION o / / I N 5992.086 I 2 E 4296.523 %b . \I �1 \ -----`— --- 41 r 300 < I _ -- �' 10+00 18" HDPE 11+00 11+40- STA 10+63.11 - STORMWATER LINE 300 ❑ _� \_ ��,• 00 INSTALL 18" HDPE END SECTION `tov'o N 5806.149 100 �\ E 4300.539 CINSTALL STA 10+37.50 STORMWATER LINE 100N 18" HDPE END SECTION / I � m °^° 201 STA 11+20.13 - STORMWATER LINE 200 _ 10+00 18" HDPE 11+00 11+40 I N 6105.071 d- INSTALL 30" NYLOPLAST DRAIN BASIN I E 3955.717 I I � N 5992.086 1 I yo \ .+ co E 4242.521 I I j s \ I\oo o I I \ N � 00 301 N® 101 , STA 11+23.11 STORMWATER LINE 300 ��'-- ^ L,-, 00 N STA 10+90.50 - STORMWATER LINE 100 I I �� 1 O d- oo INSTALL 30" NYLOPLAST DRAIN BASIN INSTALL 30" NYLOPLAST DRAIN BASIN 000 oo N 5806.149F J 424 N 6059.570 �r oo .541 E 3982.892 N "' d- N J 00 I I GI !Z i_ v — - _ I u �� I I I - 00 u 0 • 0 V cn \\\ I J o I� II II , ,`/ O,�eO o /I, \ \E 0 \ / , , 0 I - - - - - - 03 4 j�� \� �, a �e �� i i IV00 J u, Il I I. I I I I I II I I I \, ` _ I N 4810 STORMWATER LINE 100 4810 4810 STORMWATER LINE 200 4810 4810 STORMWATER LINE 300 4810 101 5 4805 0 0 4805 4805 2011 4805 4805 301 4805 w 0000 OO OO O O 100 z h d" 200 `" L1J co mm • OO J CC ow O z' 00 300 LLJ z� W � o 4800 w a 0_ 4800 4800 Lu CC J 4800 4800 0 m w W J 4800 Z O z H Li, H LL, J 2H J Q� Lu Q, cc Lu cc cc �O J O 0 Lu H cc H N OH H 0 4795 0 Ln 4795 4795 cn 4795 4795 H v, 4795 O o cc 0 m cc 6 H H o PROPOSED GRADE ❑ PROPOSED GRADE\..,_E PROPOSED GRADE NI Ln 4790 '� EXISTING GRADE N 4790 4790 Q 4790 4790 rcri EXISTING GRADE 4790 oLn + o EXISTING GRADE N H v) up O Q H N Q - _--- / H 4785 4785 4785 L 4785 4785 `" 4785 / - - - ir i 7 4780 53.00 L.F. X 18" HDPE 0.50% 4780 4780 4780 4780 4780 @ 54.00 L.F. X 18" HDPE @ 0.50% co LD FL 18" HDPE = 4783.43 E) 18" HDPE = 4783.73 m 00 00 m 00 Co o0 N N 4775 ii ii 4775 4775 ii N4775 4775 4775 Lu Lu a LLJ a II o _ p 0 I Lu a = oo 0 = co r, 00 r, r, 4770 LL 4770 4770 LL oro 4770 4770 4770 20 0 20 40 z o H -- SCALE IN FEET 8 0 O HORIZONTAL SCALE: 1" = 20'-0" J -J `- O VERTICAL SCALE: 1" = 5'-0" 4765 `- 4765 4765 4765 4765 4765 10+00 10+50 11+00 10+00 10+50 11+00 11+40 10+00 10+50 11+00 11+40 5 NO REVISION ZONE DATE BY CHK ENG NO REVISION ZONE DATE BY CHK ENG REFERENCE DRAWINGS ® & XCeI Energy PUBLIC SERVICE COMPANY OF COLORADO FORT ST. VRAIN SECS -UNITS 7&8 STORMWATER PLAN AND PROFILE DWG NO 7STF-S3301 SHEET NO 2 REV A 0 ISSUED FOR PERMITTING X -X 06/27/25 VRI EJF AVC DWG N0. MANUFACTURER DESCRIPTION DWN: VRI DATE: 06-27-25 CHK: EJF DATE: 06-27-25 ENG: AVC DATE: 06-27-25 CHK: AVC DATE: 06-27-25 PM: TDB DATE: 06-27-25 PROJ. NO: 20055387 APVD: SJR DATE: 06-27-25 SCALE: 1 "=20' A B C D E F G H I J NOTES: K 1. REFER TO DWG 7STF-S3300 FOR ADDITIONAL NOTES, INFORMATION, AND A GENERAL LAYOUT OF THE STORM 1 SEWER NETWORK. 2. CAUTION - ALL EXISTING AND PROPOSED UTILITIES ARE NOT SHOWN. CONTRACTOR TO VERIFY LOCATION PRIOR TO EXCAVATION. 3. REFER TO DWG 7STF-S3303 FOR RIPRAP OUTLET PROTECTION I I / / / / / / 1" / / MI II DETAILS. ,n, I oo,N —_601 ° I - `'' N up 00 L.r) STA 10+87.09 - STORMWATER LINE 600 oo dd- t co J 4. ,c7) ��`� INSTALL 30" NYLOPLAST DRAIN BASIN N 5682.063 rn co 00 II I 1 2 400[III III I/E3967.969 \\ //// STA 10+41.00 - STORMWATER LINE 400 INSTALL 18" HDPE END SECTION 501 STA 10+88.83 STORMWATER LINE 500 I I _ ; \ - - - — — \ / N_ — N 5631.891 n [ INSTALL 30" NYLOPLAST DRAIN BASIN 489 600 N\ \ E 4115.000 ,---. - N 5682.403 STA 10+39.09 - STORMWATER LINE 600 O N - - _ 10+0018" 11+00 -L E 4029.044 INSTALL 18" HDPE END SECTION i _ _ - - - - - - HDPE _ I _ I �� N 5634.064 - � _ I 10+00 �� 11+00 18 HDPE E 3967.969 � / 1ff -L J _ l 401 10+00' 18" HDPE 11+00 ' - - - - — X / *-,----ii coo \ STA 10+91.00 - STORMWATER LINE 400 o ( d- N co \ INSTALL 30" NYLOPLAST DRAIN BASIN 500 00 `r �r '� � : N 5681.893 / °n° °�° 3 d- v J STA 10+39.83 - STORMWATER LINE 500 o^o n 5' WIDE BOTTOM -P oo v E 4115.000 I INSTALL 18" HDPE END SECTION c c `- ° LO o TRAPAZOIDAL °1!oo � co 00 I N5633.402 4d'� �v J.I, I 7 DITCH 4:1 SIDE E 4029.044 `n °�,° SLOPES i II III°°N. n 5' WIDE BOTTOM _ TRAPAZOIDAL I✓ 5' WIDE BOTTOM C DITCH 4:1 SIDE SLOPES I TRAPAZOIDAL 4:1 DITCH SIDE SLOPES I{ �Z z 4 �z 4810 STORMWATER LINE 400 4810 STORMWATER LINE 500 4810 STORMWATER LINE 600 4810 4810 4810 4805 601 4805 5 4805 000 4805 4805 501 4805 O 500 600) O w O 0 • 400) 0 • O 0 00 O 0 !� 00 ZN d- cc w z� z cc> 4800 !u 4800 4800 z H w 4800 4800 z a! w 4800 J LL, W = w Q J Q H �a CC p �! Q"-' O0 Hcc 2 a! 0 4795 4795 4795 2 N 4795 4795 °C HH 4795 0 v~, c 0 cn H ' 0N �I o o m H 00 °106 PROPOSED GRADE m PROPOSED GRADE N 6 ' PROPOSED GRADE rn o co °' o o p m -I o 4790 + EXISTING GRADE 4790 4790 r d- EXISTING GRADE 4790 4790 + �' 4790 EXISTING GRADE + o v, < Q v) a v) H Q v) H v) 4785 4785 4785 4785 4785 4785 -------------------- _ -- 48.00 L.F. X 18" HDPE @ 0.50% 49.00 L.F. X 18" HDPE @ 0.50% 4780oo 4780 4780 50.00 L.F.18"HDPE@0.50% 4780 4780 4780 7 m (3) r! Ni Lf1 N co CO d LO o0 rl 00 Lt d Lri 00 HDPE = 4: oo DO L8" HDPE 4775 4775 4775 4 4775 4775 w d- 4775 II d II w 0 2 0 a a - 0 2 0 2 CO e'I 00 J CO 00 LL rI 20 0 20 40 4770 4770 4770 4770 4770 4770 N 0 SCALE IN FEET p HORIZONTAL SCALE: 1" = 20'-0" 0 0 J `_ VERTICAL SCALE: 1" = 5'-0" 8 J J u u_ 4765 4765 4765 4765 4765 4765 5 10+00 10+50 11+00 10+00 10+50 11+00 10+00 10+50 11+00 NO REVISION ZONE DATE BY CHK ENG NO REVISION ZONE DATE BY CHK ENG REFERENCE DRAWINGS ® & XCeI Energy PUBLIC SERVICE COMPANY OF COLORADO FORT ST. VRAIN SECS -UNITS 7&8 STORMWATER PLAN AND PROFILE DWG NO 7STF-S3302 SHEET NO 3 REV A 0 ISSUED FOR PERMITTING X -X 06/27/25 VRI EJF AVC DWG NO. MANUFACTURER DESCRIPTION DWN: VRI DATE: 06-27-25 CHK: EJF DATE: 06-27-25 ENG: AVC DATE: 06-27-25 CHK: AVC DATE: 06-27-25 PM: TDB DATE: 06-27-25 PROJ. NO: 20055387 APVD: SJR DATE: 06-27-25 SCALE: 1 "=20' Kiewit STORMWATER DRAINAGE STUDY 88.40.09 FORT ST. VRAIN UNITS 7&8 KIEWIT PROJECT NO. 20055387 WELD COUNTY CASE NO. PRE24-0321 ISSUED: MARCH 04, 2025 REVISION 1- ISSUED FOR PERMIT Drainage Report Checklist Project Name: FORT ST. VRAIN UNITS 7&8 The purpose of this checklist is to assist the applicant's Engineer with developing a drainage report that supports the intent of the Weld County Code using commonly accepted engineering practices and methodologies. Is the project in the MS4? ❑Yes ® No If yes, the following requirements in blue apply. See Chapter 8, Article IX of the Weld County Code. Report Content EWeld County Case Number X❑ Certificate of Compliance signed and stamped by a Colorado Licensed PE ® Description/Scope of Work x❑ Location (County Roads, S -T -R) x❑ Nearby water features and ownership ❑X Total acres vs. developed acres ❑x Hydrological soil types/maps ❑x FEMA Flood Zones 1 Urbanizing or non -urbanizing x❑ Methodologies used for report & analysis (full spectrum is not accepted) ❑X Base Design Standard used for permanent control measure design in the MS4 x❑ Discussion of offsite drainage routing Z1 Conclusion statement indicating that the design will adequately protect public health, safety, and general welfare and have no adverse impacts on public rights -of -way or offsite properties Hydrology and Hydraulic Analysis ❑X Design Storm / Rainfall Information (NOAA Atlas or Local Data) ® Release Rate calculations ▪ Post construction site imperviousness ® Hydrologic calculations (historic & developed basins) E Hydraulic calculations for proposed drainage improvements (swales, culverts, riprap, pond, outlet, spillway, WQCV outlet, etc.) ❑x Detention/WQCV calculations Comments: Construction Drawings x❑ Stamped by PE ❑x Engineering scale & north arrow X❑ Property lines, rights -of -way, and easements • 1' Contours & elevations (existing & proposed) ❑x Pre- and post -development drainage basins X❑ Arrows depicting flow direction ❑X Time of concentration critical path ❑X Drainage design points ❑X Improvements labeled X❑ Permanent control measure and associated drainage features labeled 'No Build/No Storage', include design volume X❑ Cross sections for open channels, profiles for pipes ® Elevations for inverts, flow lines, top of grates, orifice(s), etc. X❑ Pipe specs (size, material, length, slope) ❑X Outlet and spillway details Maintenance Plan ▪ Frequency of onsite inspections ❑X Repairs, if needed ❑X Cleaning of sediment and debris X❑ Vegetation maintenance ❑x Manufacturer maintenance specifications, if applicable Other Required Documents (If Applicable) x❑ Variance Request and documentation— explain hardship, applicable code section, and proposed mitigation. Variances will not be granted for the Base Design Standard requirement in the MS4. Department of Public Works I Development Review 1111 H Street, Greeley, CO 80631 I Ph: 970-304-6496 I www.weldgov.com/departments/public_works/development_review 8/14/2019 Table of Contents GENERAL 2 REFERENCES 2 EXISTING CONDITIONS 2 PROPOSED CONDITIONS 3 DESIGN BASIS 4 RETENTION (INFILTRATION) BASIN 4 PERIMETER DITCHES 6 INLETS 7 CULVERTS 8 EROSION CONTROL (RIPRAP) 8 CONCLUSIONS AND RECOMMENDATIONS 8 APPENDIX A - REFERENCES 10 Zachry Engineering Fort Saint Vrain Units 5&6 Drainage Plan 11 Geotechnical Infiltration Test Results 35 USGS Websoil Survey 49 FEMA Flood Map 53 NOAA Precipitation Frequency Data 54 APPENDIX B — DRAINAGE MAP 56 Existing Conditions Drainage Area Map 57 Proposed Conditions Drainage Area Map 58 APPENDIX C - SUPPORTING CALCULATIONS 60 Runoff Coefficient Tables 61 Time of Concentration Calculations 62 Retention Basin Volume Calculation 63 Infiltration Time Calculation 64 Froude Number Calculations 65 Perimeter Ditch Calculations 66 Inlet Capacity Calculations 73 Culvert Calculations 74 Emergency Spillway Calculation 80 APPENDIX D - SUPPLEMENTAL INFORMATION 81 Maintenance Plan 82 Certificate of Compliance 84 APPENDIX E — STORMWATER PLAN AND PROFILE DRAWINGS 85 Stormwater Plan and Profile Drawings 86 Fort St. Vrain Units 7&8 Kiewit Project No. 20055387 1 1/Issued for Permit FORT SAINT VRAIN UNITS 7 & 8 PROJECT NARRATIVE GENERAL These calculations were prepared to demonstrate that the proposed site conditions and stormwater management system will conform to Weld County requirements. The Fort St Vrain Generating Station is located at 16805 County Rd 19 %2, Platteville, CO. The Weld County Case Number for this Project is PRE24-0321. REFERENCES 1. Weld County Engineering and Construction Criteria (WCECC) (March 2024). 2. Zachary Engineering — Final Stormwater Drainage Report (August 8th, 2008). 3. Mile High Flood District's "Urban Storm Drainage Criteria Manual", Volumes 1, 2, and 3. 4. Chapter 8, Article XI, of the Weld County Code. 5. National Oceanic and Atmospheric Administration (NOAA), Atlas 14. EXISTING CONDITIONS The site's location is along the west side boundary of the South Platte River basin in unincorporated Weld County and is not part of an MS4. All land downstream of the Project area that outlets to South Platte River is owned by Xcel. Hydrologic soil groups were pulled from the Natural Resources Conservation Service's Web Soil Survey (WSS). According to the WSS, the soils in the Project area consist of Altvan loam (Type B), Ascalon loam (Type B), Dacono clay loam (Type C), and Vona sandy loam (Type A). The full WSS report is attached in Appendix A. There are no known drainage problems or irrigation facilities on the property. The project is east of Units 5 and 6 of the existing Fort Saint Vrain Generating Station. The area covering existing Units 5 and 6 sheet flows to low points around the units and the flow is conveyed via culverts to a perimeter swale that discharges to an existing infiltration basin as shown in Figure 1 below. The two proposed units (7 and 8) are located over 7 acres, of which half is an existing aggregate laydown and the other half sits over an existing wheat field. The existing aggregate laydown drains toward the west and discharges into the existing infiltration basin whereas the existing wheat field drains East. The laydown space will be developed as indicated by the green dashed line below (Figure 1 - Existing Conditions). There is a ridgeline that divides the laydown space. Currently, stormwater from the Western laydown space flows to a low point in the Northwest corner of that area, while stormwater from the Eastern laydown space drains toward the Northeast corner and ultimately Fort St. Vrain Units 7 & 8 Kiewit Project No. 20055387 2 1/Issued for Permit outlets into the South Platte River. For existing drainage details, see Appendix B — Existing Conditions Drainage Area Map. ' 'West Laydown li-,_ ,✓ eta i EXISTING FORT SAINT VRAIN GENERATION Al STATION Existing Retention Pond Prop. Basin East Laydown FIGURE 1 - EXISTING CONDITIONS Construction Laydown Area Proposed Project Boundary PROPOSED LAYDOWN EXTG PERIMETER SWALE PROP PROJECT BOUNDARY EXISTING DRAINAGE ARROW DRAINAGE RIDGE EXTG. WHEAT FIELD PROPOSED CONDITIONS While Weld County code generally prohibits retention facilities (section 5.10.1 of the WCECC), a variance was granted in 2008 to the landowner allowing the use of a retention (infiltration) basin for stormwater management. A detention solution to drain the basin is not feasible because the existing topography would cause the construction limits to extend beyond the project boundary. Therefore, Kiewit proposes following a similar approach for the addition of Units 7 and 8. The Certificate of Compliance, which includes a variance request, is attached in Appendix D. This proposed variance shall not jeopardize the public health, safety, and welfare of public and private property. The development of Units 7 and 8 will be graded and divided into six drainage areas. Each area will be at a minimum grade of 0.5%, direct flow into area inlets, and discharge via an attached culvert into a perimeter ditch. Due to spacing limitations in the Northwest corner of the site, rainwater shall sheet flow over a low point in the loop road and discharge into the Proposed North Ditch. This area can be seen in Appendix B — Proposed Conditions Drainage Area Map Fort St. Vrain Units 7 & 8 Kiewit Project No. 20055387 3 1/Issued for Permit and is labeled as Area 701. Areas 100 to 600 on the Proposed DA map vary in size from 0.322 to 0.697 acres with an impervious percentage of 90% per Weld County Engineering and Construction Criteria Table 5-2 for a Heavy Industrial site. A calculation of each drainage area's time of concentration was conducted for Units 7 and 8 and all surrounding area within the LOD. The time of concentration for Areas 100 to 600 varies from 8.53 to 11.91 minutes. The North Ditch and South Ditch time of concentrations were 9.86 and 11.18 minutes, respectively. A critical flow path can be seen in Appendix B Drainage Area Maps and the time of concentration calculations summarized above can be found in Appendix C — Time of Concentration Calculations. DESIGN BASIS Weld County requires use of either the rational method or Storm Water Management Model (SWMM) for basins between 5 and 160 acres. The rational method was utilized to perform runoff calculations for this project. Retention volume was calculated in accordance with Weld County requirements, which include the following: • Pond volume must be 1.5 times the developed site runoff for the 100 -year, 24 -hour storm event plus 1 foot of freeboard. This volume includes water quality. • The pond must have an emergency spillway. • The pond must continually release or infiltrate at least 97 percent of all runoff from a rainfall event that is less than or equal to the 5 -year storm within 72 hours after the end of the event. • The pond must continually release or infiltrate at least 99 percent of all runoff from a rainfall event that is greater than the 5 -year storm event within 120 hours after the end of the event. Runoff Coefficients were determined from Tables 5-2 and RO-5 in the "Weld County Engineering and Construction Criteria" dated March 2024. Rainfall numbers were pulled from NOAA for the Project's location. RETENTION (INFILTRATION) BASIN Weld County and Zachry Engineering Corporation refers to an infiltration basin as a retention basin. This is not a universal terminology so for simplicity of this report's reader, the term "retention basin" will be used to refer to both the existing and proposed infiltration basins. The drainage area routed to the existing retention basin includes approximately 9.7 acres, per the 2008 "Final Storm Water Drainage Report" prepared by Zachry Engineering Corporation. The proposed Project will include an additional 7.60 acres from Units 7 and 8. The existing retention basin will be backfilled to make the construction and final site layouts more compatible with long term maintenance. The proposed retention basin, located North of proposed Unit 8, will be designed to take on the water routed to the existing basin as well as the proposed drainage areas. The location of the proposed basin is such that minimum slope requirements in proposed ditches are met. The proposed retention basin will be operated solely for stormwater management. Fort St. Vrain Units 7 & 8 Kiewit Project No. 20055387 4 1/Issued for Permit A rational -method calculation was utilized to determine the volume of the retention basin. This method can be found on page 63 of the "Weld County Engineering and Construction Criteria" document dated March 2024. The runoff coefficient of 0.83 was determined using Tables 5-2 and RO-5 in the "Weld County Engineering and Construction Criteria." With a site designation of heavy industrial, Table 5-2 gives an imperviousness of 90%. The 100 -year 24 -hour storm event has rainfall depth of 4.80 inches. This results in a required volume of 375,389 cubic feet, or 8.618 acre-feet, which is less than our proposed pond size as highlighted in Table 1 below. The capacity of the pond at stage 6 feet (before water flows through the emergency spillway) is 395,469 cubic feet. The stage storage at 7 feet shows that at least 1 foot of freeboard has been achieved per Weld County requirements. Retention volume calculations are attached in Appendix C — Retention Basin Volume Calculation. Stage storage information of the proposed retention basin is located in Table 1 and Figure 2 below. TABLE 1 —PROPOSED RETENTION BASIN STAGE STORAGE Stage (ft) Elevation Area (sf) Cumulative Volume (cf) 0 4779 44,212 0.00 1 4780 48,931 46,551 2 4781 54,987 98,481 3 4782 62,556 157,211 4 4783 72,200 224,531 5 4784 84,990 303,039 6 4785 100,075 395,469 7 4786 115,817 503,319 8 4787 131,511 626,900 Depth (ft) m Storage Curve Area Curve - Depth vs. - Depth vs. Volume Curve Volume Or) 100 200K 300K 4006 500K 600K 'K r ' ' ' ' ' i iil ii[iliiiipi tilriiiliiiiliiii1iiiillliiliil 40K 50K 60K 70K 80K 901( 100K 110K 120K 130K Area (R') FIGURE 2 - STAGE STORAGE CURVE Fort St. Vrain Units 7 & 8 Kiewit Project No. 20055387 5 1/Issued for Permit An emergency spillway capable of conveying the peak 100 -year storm discharge from the developed area is located on the northeast edge of the proposed retention basin. No additional off -site flows are expected to drain to this basin. The Rational Method was used to calculate total flow entering the spillway. Critical Flow Paths used in the intensity equation 5.4.1 of the "Weld County Engineering and Construction Criteria" start at the furthest existing culvert along the perimeter ditch and end at the location of the spillway (refer to Appendix B — Proposed Conditions Drainage Area Map for Critical Flow Paths). The length of the spillway was determined using the horizontal broad -crested weir equation from "Weld County Engineering and Construction Criteria," Section 5.10.2.5. The spillway will be defined by a concrete cutoff wall, in accordance with Weld County requirements. In addition, riprap with a median size of 12" (Type M) shall be placed on the downstream slope of the spillway to protect against failure from erosion. A spillway detail showing geometry and material requirements is included in the Design Drawings. The calculated length of the emergency spillway is 71.16 feet. However, the Design Drawings use a value of 75 feet to ensure sufficient capacity. The calculations are attached in Appendix C — Emergency Spillway Calculations. Soil infiltration rates were determined 1 foot below existing grade using in situ tests performed during Geotechnical investigation (see Appendix A — Geotechnical Infiltration Test Results). The Soil infiltration tests yielded rates of 2.62 in/hr and 3.76 in/hr. For the retention basin's drain time computations, half of the lesser rate (1.31 in/hr) was used, incorporating a factor of safety of 2. Table 2 below contains the drain time results for the proposed retention basin, and a more detailed calculation of these times can be found in Appendix C — Infiltration Time Calculation. TABLE 2 — INFILTRATION CALCULATION RESULTS Storm Event kSat Used (in/hr) Req'd Seepage (in/hr) Actual Infiltration (hrs) 5-yr, 24 -hr 1.31 0.613 33.7 100-yr, 24 -hr 1.31 0.849 77.8 PERIMETER DITCHES Kiewit proposes to maintain the use of two ditches around the perimeter of Units 7 and 8 to convey site runoff to the proposed retention basin. A North and South ditch are labeled according to Units 7 and 8's plan north orientation. These perimeter ditches are designed to convey the 100 -year design flow plus a minimum of one foot of freeboard. The upstream and downstream sections of each ditch were calculated and sized according to both the discharge from the existing Units and the discharge from proposed Units 7 and 8. The Hydraflow Express Extension for Autodesk was used to model and check the size of each ditch section. For upstream and downstream section cut locations, discharge calculations from Units 7 and 8, and the Hydraflow Express models, see Appendix B — Proposed Conditions Drainage Area Map and Appendix C — Perimeter Ditch Calculations. Erosive or hazardous conditions are not expected to be encountered. The perimeter ditches will have a 5 -foot aggregate -lined bottom with 4:1 side slopes. A roughness coefficient of 0.04 was used for the trapezoidal riprap lined channel according to Fort St. Vrain Units 7 & 8 Kiewit Project No. 20055387 6 1/Issued for Permit Table 5-11 of the "Weld County Engineering and Construction Criteria." Rainfall intensity was calculated using the time of concentration process described the Proposed Conditions of this report in conjunction with equation 5.4.1 of the "Weld County Engineering and Construction Criteria." The running slope, top of bank elevation, and invert elevation at each perimeter ditch section were pulled from the proposed finish grading plans. The hydraulic depth result from Hydraflow Express was added to the invert elevation, resulting in the water surface elevation. The amount of freeboard at each section was then calculated by subtracting the top of bank elevation from the water surface elevation. The Froude Number was calculated based on flow results and are included in the Table below. All Froude numbers are below 0.8 per Weld County requirements (see Appendix C — Froude Number Check for a more in depth calculation). Table 3 below shows the results from the freeboard calculations, but for a more detailed calculation of freeboard see Appendix C — Perimeter Ditch Calculations. TABLE 3 — PERIMETER DITCH FREEBOARD RESULTS Ditch Affiliation Section No. Hydraulic Head (ft) Water Surface Elevation (ft) Top of Bank Elevation (ft) Freeboard (ft) Froude Number (no unit) North Ditch 1 0.63 4784.75 4787.5 2.75 0.429 2 0.94 4783.09 4787.5 4.41 0.441 South Ditch 3 0.61 4785.75 4787.5 1.75 0.453 4 1.26 4780.63 4787.5 6.87 0.495 Following the calculation of channel freeboard, a mathematical proof calculation was conducted to determine if each ditch section is adequately sized to convey runoff Similar to what was conducted by the 2008 "Final Storm Water Drainage Report" prepared by Zachry Engineering Corp, the County's minimum freeboard value (1 foot) was used and Manning's equation was solved. The resulting flow of Manning's equation under minimum freeboard condition exceeded Kiewit's proposed flow at each section (results from the rational method calculation previously described). This result proves that the proposed perimeter ditches are adequate. The Manning Equation computations are included in Appendix C — Perimeter Ditch Calculations. INLETS The proposed drainage areas for Units 7 and 8 shall be graded to drain to area inlets (shown in Appendix B — Proposed Conditions Drainage Area Map). The inlets are designed for the 25 -year storm event per Weld County requirements with time of concentration calculated for each area. The 1 -hour point rainfall depth was determined to be 1.85 inches according to NOAA's Precipitation Frequency Data for the area. The rainfall depth would be used to calculate the rainfall intensity according to equation 5.4.1 of the "Weld County Engineering and Construction Criteria" for each drainage area. The rational method equation was used to calculate the flow to the inlets and a Nyloplast Grate Capacity Chart was used to determine the size of grate required. The tops of inlets will be standard grates and designed under the assumption that 50% of the grate will be clogged. The runoff coefficient of 0.80 was determined using Tables 5-2 and RO-5 of the "Weld County Engineering and Construction Criteria." Fort St. Vrain Units 7 & 8 Kiewit Project No. 20055387 7 1/Issued for Permit Flow to the inlets was first calculated using the weir equation, until ponding occurs, where it was then calculated as an orifice. The largest drainage area (Inlet 401) has a flow of 2.68 cfs. According to the Nyloplast Grate Capacity chart for a 30 -inch diameter standard Nyloplast grate, the maximum allowable inflow is roughly 3.80 cfs when 50% clogged. Because 2.68 cfs does not exceed 3.80 cfs, Kiewit finds the 30 -inch grate adequate for all proposed drainage area inlets in Units 7 and 8. For runoff calculations, Nyloplast Grate Capacity chart, and the calculation of allowable inflow, see Appendix C — Inlet Capacity Calculations. CULVERTS Each of the six 30 -inch Nyloplast inlets are connected to an underground HDPE corrugated culvert. The culverts are designed for the 100 -year storm event with time of concentrations varying according to the culvert's drainage area per Weld County requirements. On the downstream end, the culverts will contain a flared end section with a toewall. According to section 5.6.4 of the Weld County Engineering and Construction Criteria, a roughness coefficient of 0.013 shall be used for HDPE pipes. Each Culvert will discharge into the perimeter ditches, which convey the water to the proposed retention basin. The discharge from Culvert 100 will be directed to the North Ditch, and the discharge from Culverts 200, 300, 400, 500, and 600 will be directed to the South Ditch (see Appendix B — Proposed Conditions Drainage Area Map). The inflow to each culvert was calculated using the Rational Method (see Appendix C — Perimeter Ditch Calculations for inflow values). Using the Hydraflow Express Extension for Autodesk, the culverts were all modeled (See Appendix C — Culvert Calculations). It was determined that a pipe diameter of 18 -inches is sufficient to convey the flow within the culvert while preventing inlet surcharge. EROSION CONTROL (RIPRAP) All proposed storm pipes that daylight into the perimeter ditches will be installed with a flared end section and concrete toewall. Culvert ends will be perpendicular to the channel thus the calculations required in section 5.9 of the "Weld County Engineering and Construction Criteria" are not an applicable Best Management Practice. Kiewit proposes matching the existing stone which lines the ditch for Units 5 and 6. Thus, the proposed perimeter ditches shall be lined with a combination of 57/67 aggregate with a d50 of 3/4"-1". Around each culvert flared end section, the ditch shall be lined with Riprap stone (d50 equal to 6 -inches). In addition, the ditch will be lined with Mirafi 140N Geotextile Fabric. The maximum outflow velocity of each culvert do not exceed values which warrant additional Best Management Practices to prevent scouring and geotextile fabric tears (See Appendix C — Culvert Calculations for the maximum exit velocity). CONCLUSIONS AND RECOMMENDATIONS The proposed stormwater design is adequate in providing flood control and results in zero impact to nearby surface waters. Kiewit's design is also adequate in protecting plants, buildings, and equipment from stormwater. The site is drained through the use of inlets, culverts, and perimeter ditches. The proposed retention (infiltration) basin is designed in accordance with Weld County requirements. The proposed stormwater design will have no adverse impacts on public right-of-way or offsite properties. The proposed stormwater design Fort St. Vrain Units 7 & 8 Kiewit Project No. 20055387 8 1/Issued for Permit prevents site flooding during design events without jeopardizing public health, safety, or the welfare of public and private property. Kiewit Engineering recommends stormwater improvements as demonstrated in the report and shown on the Drawings. Fort St. Vrain Units 7 & 8 Kiewit Project No. 20055387 9 1/Issued for Permit APPENDIX A REFERENCES Fort St. Vrain Units 7&8 Kiewit Project No. 20055387 10 1/Issued for Permit WELD COUNTY PUBLIC WORKS DFPT ZACHRY ENGINEERING FORT SAINT VRAIN UNITS 5&6 DRAINAGE PLAN FINAL STORM WATER DRAINAGE REPORT Fort St. Vrain Units 5 & 6 Platteville, Colorado Owned by Xcel Energy Prepared for: Weld County Public Works Department P.O. Box 758 Greeley, CO 80632 August 8, 2008 Prepared by: Zachry Engineering Corporation 1515 Arapahoe Street Tower I, Suite 700 Denver, CO 80202 August 8, 2008 Weld County Public Works Department P.O. Box 758 Greeley, CO 80632 Department of Public Works: This report presents the storm water design for the Fort St. Vrain Unit 5 & 6 project. The project is located at the existing four Unit power plant site owned by Xcel Energy. The power plant is located approximately four miles northwest of Platteville, Colorado. The new Units will be constructed directly east of the existing Unit 4. Existing storm water runoff from approximately 4.8 acres will be collected onto the new site area and routed to the new storm water percolation pond through the new perimeter ditch and culvert network. The tributary runoff area of the new Units is approximately 4.9 acres. The design drawings located at the end of the report show the existing drainage patterns of the Unit 3 & 4 area (drawing #4STF-S1002 SO1 RO1) as well as the new storm water drainage system for the Unit 5 & 6 site (drawing #5STF-S3001 SO1 R0). The drawing for the Unit 3 & 4 area is not an as -built drawing but shows the general drainage patterns from that plant area to the new area. The two existing culverts which convey storm water from the existing site to the new site area are shown on the Unit 5 & 6 design drawing. The remainder of the water is conveyed by sheet flow across the existing road. The old storm water pond (see drawing #4STF-S1002 SO1 RO1) was resized and relocated for the new overall plant configuration (see # drawing #5STF-S3001 SO1 R0). The old storm water pond is now the location of Unit 5. The calculations provided in this report show the required storm water storage volume for a 100 year, 24 hour, 5 inch storm event to be 126,819 cubic feet (2.911 acre*ft). The maximum design high water elevation (without any percolation during the storm) is 4783' 0", in reality it will be lower than this due to percolation during the storm event. The top of concrete elevation for the new plant facility is 4787' 0". The estimated time to empty the pond through percolation is about 30 hours. The calculations also show the water elevation within the new drainage features (culverts and ditches) based on the specific tributary drainage areas. Please see the attached design drawings and storm water calculations for detailed information regarding the existing and new drainage systems. imSincerely, rely, 41\i Frank Roberts, P.E., S.E. Zachry Engineering Corporation ZACHRY ENGINEERING CORPORATION Park Central 15!5 Arapahoe Street, Tower!, Suite 800 • Denver, CO 80202.4256 (303) 928-4400 • FAX(303) 928-4368 COST CODE CALCULATIONS CALCULATIONS FOR STORM WATER Calculation Number: CL/013370.STF- 4 Revision: 0 (08/08/2008) XCEL ENERGY FSV UNITS 5 AND 6 SIMPLE CYCLE W d z O J od N E • O O '_ ' .c o N C C 0 N ,,EAA O vJ L LL C O r 3 U) V . N > 0 O N U) 11' 2E v C (U) II II II II _ O O .N m I a) a) c C ac. a) ` 10 ' o o EE — C - o = 10 > = Y C o !a > a) Cu > 7 C. 1- E C E E • v = E "• o E U C 0 d C 0 c) (for developed site, 100 yr. storm) N O 0-2% poor condition grass, < 50% grass) 0 (U C.) .� >. 0 0 r T 0 rn U) U) () 2 a) 2 N U N U N U (9 a) 0 co u � v CO '4' N a (0 1C) (4el co VI co t Total area of land = Developed Site CN CD I� In r• -•N I O O II II II II U CL Q 00 CO N Peak Flowrate = p�2 Soil Conservation ServiceType II Rainfall Distributions (pg. 461, map for SCS distribution type on pg. 463) Type II - 24 Hour Storm duration Hour (t) (hr.) tj - ti t/24 SCS Distribution Pt/P24 % Ptj - Pti duration (hr.) (for≥ 1 hr.) % (in/hr) intensity/duration 0 0 0 0 0 0 0 2 2 0.083 0.022 0.022 2 0.011 4 2 0.167 0.048 0.026 2 0.013 6 2 0.25 0.08 0.032 2 0.016 7 1 0.292 0.098 0.018 1 0.018 8 1 0.333 0.12 0.022 1 0.022 8.5 0.5 0.354 0.133 0.013 1 0.027 9 0.5 0.375 0.147 0.014 1 0.03 9.5 0.5 0.396 0.163 0.016 1 0.034 9.75 0.25 0.406 0.172 0.009 1 0.041 10 0.25 0.417 0.181 0.009 1.25 0.0504 10.5 0.5 0.438 0.204 0.023 1 0.054 11 0.5 0.458 0.235 0.031 1 0.079 11.5 0.5 0.479 0.283 0.048 1 0.428 11.75 0.25 0.490 0.357 0.074 1 0.452 12 0.25 0.5 0.663 0.306 1.25 0.332 12.5 0.5 0.521 0.735 0.072 1 0.109 13 0.5 0.542 0.772 0.037 1 0.064 13.5 0.5 0.563 0.799 0.027 1 0.048 14 0.5 0.583 0.82 0.021 2.5 0.0324 16 2 0.667 0.88 0.06 2 0.03 20 4 0.833 0.952 0.072 4 0.018 24 4 _ 1 1 0.048 _ 4 0.012 maximum % intensity/duration % inlhr = P.3 2 UTILITY ENGINEERING CALCULATION SHEET PAGELI OF CLIENT �Q` IJOB NO. 013310 DATE -1/),A PROJECT r V Slz, 'V r'a C 1.ft BY Co -4 Patypk( TITLE S (' \-ii.‘KcrVAinr, Pos4 DATE 9 7/d$ CALCULATION NO CHECKED "arm. ` ft, -640-- • r 1 ;�•. 1_ ....: _Co cy ( .>,,o r f �c�.: �1� x: �i s� t- (kkA;s m..� � fl-1/4-0 -`I) 1 �L`1. _ fa.), ._ : I I-3) kkr.: V S it G : A..v...J.._.c,-i,it(....tio--, A ALA ..�_i..... ;.._.. , �, Sac-_ i��!' +._._i rA� Projctcc oM�> I _ . re''g.k"A £� r y , A � Pr- S . r," i ZI C -G, 5 1)oy c- ;.•L cf-van 1.A Utz i ,'' : S �c ' 4-a = y q c� S 1 PEA, 1-4 I kr. .-I_ _ f- ;V -a' CoAmaoi L: 0 Al (; 7 0. .1:71 0.5 A cS Ait... C.. _ V(Pk.`vNC".....1 ((o( Le,*[- /ay. • t), -r-<2.0;.. ( 6 ) r *AA,' VN 1.-t ( v..rwrS 50 9° t _.» d- - 4 �'O. V I'I i f d tot- 0 — 'I_ C 1y µ` It H ,s\.0 3:1 _.. _ ._......_ f .. ..- - v L iO P PA = `i' : �Jo V.A.,, _.._ 0 . � 7Z P:..,.._: .: 6 s„ z �.� �`,r•�,/.st'ans 126 •_ fir i :... �.... � ' u It, '�c t4 -NI � ` Cry,. ' 13 to x I i)(•1 ') - - + 111 y (toy) — )2(0 4�4� . r/ \ fin x 2zs po �d 20 I ' /? : I ti -1. .Ss0, -L--N()I '414/)-1.-+0.01) ,.o f :(o _ .r --.L , -boy-'.)t ., s � ok `` (cc .�� oao) 3 � -�� r. °1(-)- Ct a dry f�e9a. A 0,,.. 1)5,"7y` r' (L r&≥itis - \A po;ntt UTILITY ENGINEERING CALCULATION SHEET PAGE 5_ OF CLIENT 2(c.` f v IJOB NO. 013'310 DATE Iirog PROJECT 'For‘., , J 1 \I rd►r n BY . t r r� tirk( TITLE S�or Air _ DATE `) ? t CALCULATION No CHECKED Jo n cco.Zauc- - --...IL ---i - ---,-- • '7-7— --r ..i.... ...i....74' I : _ _ f -..RA,0..-Nce...,' Q)10-73 . _ .:...._.. SQL a 5 i -u, 1 tiC i C A *-1 i*-- resv, (t3) a rte►. --1 r C ........ S VC•n!i1.. o 1 .L : c, ('X'1"- 1-1— i �n1 LI -, ,,,.k. eA- cy-.N. .' ii: i---.------.-------t- ._i �o\v . _V3.; C �,. � r - .. . ≤b • f I - y i_. ."." I-- .Si,.4 4 V ww -- Po -N, Is ` o` rtz < o w �, `-,,..y -\\ I'`a-` `t Sol, . . a�.. fox C I o ' r�� S�r P i aw►v o i I } t .. t IS.,t.., -- _tom - Arc.. p ^ I(D0° X 225' AVM -/71/4 u. SO, r, Sa,tpa a (A A l �1 f\")7 2 �N r s j I 'L -CD , 81 CI �'r>/ % = 34.,000 f.�.L_ . A I ! y.._._.' z �is F ca( -0,'%r` ' i- _. _.. = O,o11y9 FE 3to,000 C ��. so, gyp -- -- 2 t = =- . I , 3G s 'c IO'5 �r- (Vg s = '— , $ •x r t.. ,. _.._ .... ( RV' t CL dr\ Gts,DiL(A; a Is S\--4- .. i Vti\NA4-S . I V ra, pew t o\Al o/. r..0 ..a e* _Y... I ! . _ kc� I'Gjb* _cam ....... [ I _ "3.1g ' uei'+i}r x� I to ....... A4,,ts . ...._ __.w_.- t -,r).9 1 _t.. ._..... ---. _. _. w j -^.. __,�'.'.. _._ j't Mdrd .Ji --‘,r.,,, .- ... _ li 1 f w %1 . i_ :-err• ....1 1 ` i _ _...,._...- c._.... •-..,.., ...._ ..._-. - I 1 1 € i 1 _�_ 11 i _. .. _.. • I t I 1 i # t ...1 .,...... _ I } .._ ..r_ i . ' ... Li_ • ._ .___ ._ _..._ . _ _....... P. Fort St. Vrain Units 5 & 6 Open Channel Flow w/ Manning's Equation, Calculation of Depth for Trapezoidal Channel for Eastern Main Drainage Ditch Discharging into Storm Water Pond `Yellow cells are for input **Green cell requires goal seek w/ the calculated target value (purple cell) by changing the channel depth (blue cell) Q =ciA Developed Site Input c = 0.72 no units i = 2.26 in/hr A = 4.850 acres Q(storm,ditch) = i$9' II cfs Q = (1.49/n)*A*Rh2,3*Se'/2 Q = Flow rate (cfs) n = Manning's coefficient b = Channel bottom with (ft) horiz. s.s.= horizontal # of side slope ratio vert. s.s. = vertical # of side slope ratio Slope = Channel bed slope d = channel normal depth (ft) (without freeboard) w = overall channel width (ft) free board = distance for top of channel bank to water (calculated composite c value) (maximum (peak) rainfall intensity) (eastern drainage ditch tributary area: half of Unit 2 - 4 area and half of the Unit 5/6 area) to 1/44.. -:prokt_44) 43r r r41 5bOX eakFl,le -14, boglrm `� 4 CWw wit \wt Cs" .� I. S•` tl,o '� Cock - surface (ft) Manning's Input & Microsoft Excel Goal Seeking Q= n= b= Slope = free board = horiz. s.s. = vert. s.s. = Target value = 7.89 cfs no units feet decimal feel 0, 035 5 0.005 0.5 2 1 (for channel lined with rock) Iterated value = 2.621906 Channel Characteristics Output Calculated normal depth of channel = Overall channel width = Water cross-sectional area = 0.66: feet Channel cross- sectional area =y Overall channel depth = ' "LZ Flow velocity = 1 Fort St. Vrain Units 5 & 6 Open Channel Flow w/ Manning's Equation, Calculation of Depth for Culverts for Eastern Main Drainage Ditch Discharging into Storm Water Pond *Yellow cells are for input **Green cell requires goal seek wl the calculated target value (purple cell) by changing the channel depth (blue cell) Q =ciA Developed Site Input c = 0.72 `! no units i = 226 in/hr A = 4.850 acres Q(storm,culvert) ='� cfs Q = (1.49/n)*A*Rhti3*Se1/2 Q = Flow rate (cfs) n = Manning's coefficient do = Culvert inside diameter (ft) Slope = Culvert longitudinal slope d = culvert normal depth (ft) (calculated composite c value) (maximum (peak) rainfall intensity). (eastern drainage ditch tributary area: half of Unit 2 - 4 area and half of the Unit 5/6 area) C wl vu -4- �.. t x f+S w ill be_ f'.',Pp,„j Manning's Input & Microsoft Excel Goal Seeking Q = 7.89 cfs n = 0.012 no units (reinforced concrete pipe) do = 1.5 feet Slope = 0.005 decimal Target value = Iterated value = 0.898746 Channel Characteristics Output Calculated normal depth inside culvert = Water cross-sectional area = 1.20 feet Culvert cross- sectional area = Flow velocity = itgif For Plotting Purposes Only (Eastern Channel & Culvert Design) Channel Coordinates x (ft) y (ft) 0 0 0 1.16 2.32 0 7.32 0 9.63 1.16 Water Surface Coordinates x (ft) y (ft) 1 0.66 8.63 _ 0.66 Culvert Coordinates x (ft) y (ft) -0.75 0.75 -0.69 1.04 -0.53 1.28 -0.29 1.44 0.00 1.50 0.29 1.44 0.53 1.28 0.69 1.04 0.75 0.75 0.69 0.46 0.53 0.22 0.29 0.06 0.00 0.00 -0.29 0.06 -0.53 0.22 -0.69 0.46 -0.75 0.75 Water Surface Coordinates x (ft) y (ft) -0.60 1.20 0.60 1.20 Culvert Diameter = 1.5 ft. Water depth = 1.20 ft. Water Top Width = 1.199 ft. P' 9 — Channel — Water Surface N O N OD O T- O O (;) O O CO N O .c oeso IC) _• cC_ c c •fA • co CD • ._ • d _• > V) c O � d O LL CO w — Culvert — Water Surface O O N r O O O O CO 0 N co O a O O O O (u) O O O CO O O co O O 0 0 N O O O V O O N O a 'ct O O fD O O 0 P 10 Fort St. Vrain Units 5 & 6 Open Channel Flow w/ Manning's Equation, Calculation of Depth for Trapezoidal Channel for Northern & Southern Main Drainage Ditches Along Site Loop Road and Discharging into Storm Water Pond *Yellow cells are for input **Green cell requires goal seek wl the calculated target value (purple cell) by changing the channel depth (blue cell) Q =ciA Developed Site Input c= 0.72 i = 2.26 A= 4.850 no units in/hr acres Q(storm,ditch) = Ibf789}; cfs' Q = (1.49/n)*A*Rh2/3*Sevz (calculated composite c value) (maximum (peak) rainfall intensity) (northern drainage ditch tributary area: half of Unit 2 - 4 area and half of the Unit 5/6 area) Q = Flow rate (cfs) n = Manning's coefficient b = Channel bottom with (ft) horiz. s.s.= horizontal # of side slope ratio vert. s.s. = vertical # of side slope ratio Slope = Channel bed slope d = channel normal depth (ft) (without freeboard) w = overall channel width (ft) free board = distance for top of channel bank to water surface (ft) Manning's Input & Microsoft Excel Goal Seeking Q= n= b= Slope = free board = horiz. s.s. = vert. s.s. = Target value = 7.89 cfs 0.035 no units 2 feet 0.005 decimal 0.5 feet 2 1 (for channel lined with rock) Iterated value = 2:622407. wI 6, pry p.r Pla,.,s1 s - Channel Characteristics Output Calculated normal depth of channel = 0.95 feet Overall channel width =t Water cross-sectional area = Channel cross- sectional area = N '+'I MMEMIN Overall channel depth = Flow velocity = I: Fort St. Vrain Units 5 & 6 Open Channel Flow w! Manning's Equation, Calculation of Depth for Culverts for Northern & Southern Main Drainage Ditches Along Site Loop Road *Yellow cells are for input **Green cell requires goal seek wl the calculated target value (purple cell) by changing the channel depth (blue cell) Q =ciA Developed Site Input c i= A 0.72 2.26 3.623 no units in/hr acres Q(storm,culvert) = cfs Q = (1.49/n)*A*Rhy3*Se1/2 Q = Flow rate (cfs) n = Manning's coefficient do = Culvert inside diameter (ft) Slope = Culvert longitudinal slope d = culvert normal depth (ft) (calculated composite c value) (maximum (peak) rainfall intensity) (northern & southern drainage ditch tributary half of Unit 2 - 4 area and a quarter of the Unit 5/6 area) eitwl 12t Ototi." e,,k6(1. Avert ,t FIB slut rs L r �,..t,,� � PiQ6�n ea1�s fix 18 ��vr�+, `L{- cjuu4 �,,,�s 4th will inS6,1c<mseiiies as -litre_ no o o?ee-l-y uw Mb -clay Manning's Input & Microsoft Excel Goal Seeking Q= n= do = Slope = 5.90 cfs no units feet decimal 0:012 1.5 0.005 Target value =Niatrigg (reinforced concrete pipe) Iterated value =';0.672274° Channel Characteristics Output Calculated normal depth inside culvert = 095. feet Water cross-sectional area = Culvert cross- sectional area = Flow velocity = =r p13 For Plotting Purposes Only (Northern/Southern Channel & Culvert Design) Channel Coordinates x(ft) y(ft) o 0 0 1.45 2.91 0 4.91 0 7.81 _ 1.45 Water Surface Coordinates x (ft) y (ft) 1 0.95 6.81 0.95 Culvert Coordinates x (ft) y (ft) -0.75 0.75 -0.69 1.04 -0.53 1.28 -0.29 1.44 0.00 1.50 0.29 1.44 0.53 1.28 0.69 1.04 0.75 0.75 0.69 0.46 0.53 0.22 0.29 0.06 0.00 0.00 -0.29 0.06 -0.53 0.22 -0.69 0.46 -0.75 0.75 Water Surface Coordinates x (ft) y (ft) -0.72 0.95 0.72 0.95 Culvert Diameter = 1.5 ft. Water depth = 0.95 ft. Water Top Width = 1.444 ft. P 'y Fort St. Vrain Units 5 & 6 CU _• CI .„ o c = tl! • O O 2 en() G c c C d CC tto O z 8 co —Channel E i CD off Ill G A C :� •H cTs 0 .L 0 > C — L 1I7 t O O LL Z a) U — Water Surface O V N CJ O O O co (D V N 6 O O O (J) O 0 O 0 O O O N O O O O P. 15 Fort St. Vrain Units 5 & 6 Open Channel Flow w/ Manning's Equation, Calculation of Depth for Trapezoidal Channel for Power Block Drainage Ditches Along Site Loop Road *Yellow cells are for input **Green cell requires goal seek wl the calculated target value (purple cell) by changing the channel depth (blue cell) Q =ciA Developed Site Input c = 0.72 no units i = 2.26 in/hr A = 0.614 .p: acres Q(storm,ditch) _' cfs Q = (1.49/n)*A*Rh2/3„ Sevz (calculated composite c value) (maximum (peak) rainfall intensity) (power block drainage ditch tributary area: one eighth of Unit 5 & 6 area) Q = Flow rate (cfs) n = Manning's coefficient b = Channel bottom with (ft) horiz. s.s.= horizontal # of side slope ratio vert. s.s. = vertical # of side slope ratio Slope = Channel bed slope d = channel normal depth (ft) (without freeboard) w = overall channel width (ft) free board = distance for top of channel bank to water surface (ft) Manning's Input & Microsoft Excel Goal Seeking Q= n= b= Slope = free board = horiz. s.s. = vert. s.s. = Target value = 1.00 cfs 0.035 no units (for channel lined with rock) 0 feet 0.005 decimal 0.5 feet 2 1 Iterated value =-''0;33206;: Channel Characteristics Output Calculated normal depth of channel =. 0.64 feet Overall channel width =® Water cross-sectional area =EAVIIIIIIM Channel cross- sectional area = Overall channel depth = Flow velocity = wrimagal p.11 Fort St. Vrain Units 5 & 6 Open Channel Flow w/ Manning's Equation, Calculation of Depth for Culverts for Power Block Drainage Ditches Along Site Loop Road *Yellow cells are for input **Green cell requires goal seek w/ the calculated target value (purple cell) by changing the channel depth (blue cell) Q =ciA Developed Site Input c= i= A= 0.72 2,26 .. 0.614 no units in/hr acres Q(storm,culvert) = r;sr cfs Q = (1.49/n)*A*Rh2/3*Se1/2 Q = Flow rate (cfs) n = Manning's coefficient do = Culvert inside diameter (ft) Slope = Culvert longitudinal slope d = culvert normal depth (ft) (calculated composite c value) (maximum (peak) rainfall intensity) (power block drainage ditch tributary area: one eighth of Unit 5 & 6 area) Manning's Input & Microsoft Excel Goal Seeking Q= n= do = Slope = Target value = 1.00 0.012 1 0.005 cfs no units feet decimal (reinforced concrete pipe) Iterated value =- 0 113872 Channel Characteristics Output Calculated normal depth inside culvert = 0.42 feet Water cross-sectional area =Q3 Culvert cross- sectional area = sy- Mr4' Flow velocity=r3r2?' 71 For Plotting Purposes Only (Power Block Area Channel & Culvert Design) Channel Coordinates x (ft) y (ft) 0 0 0 1.14 2.29 0 2.29 0 4.57 1.14 Water Surface Coordinates x (ft) y (ft) 1 0.64 3.57 0.64 Culvert Coordinates x(ft) y(ft) -0.50 0.50 -0.46 0.69 -0.35 0.85 -0.19 0.96 0.00 1.00 0.19 0.96 0.35 0.85 0.46 0.69 0.50 0.50 0.46 0.31 0.35 0.15 0.19 0.04 0.00 0.00 -0.19 0.04 -0.35 0.15 -0.46 0.31 -0.50 0.50 Water Surface Coordinates x (ft) Y (ft) -0.49 0.42 0.49 _ 0.42 Culvert Diameter = 1 ft. Water depth = 0.42 ft. Water Top Width = 0.987 ft. Fort St. Vrain Units 5 & 6 co) _• _ �O) O ow a)c N O O m ca I NN - LO Y O 0 _c d m ccc co o 0 a — Channel —Water Surface er N c- co Co e-- O O (J) O N O 0 U) d - ID OD co n $ N N O rig Fort St. Vrain Units 5 & 6 (u) Weld County Use By Special Review (USR) and Site Plan Review (SPR) FINAL Drainage Report Outline The following checklist is to be utilized as guidance, and may not be all inclusive. Other concerns may arise during the USR application process. The USR Final Drainage Report is stamped, signed, and dated by a registered P.E. licensed to practice in the State of Colorado. All submitted construction plan sheets are stamped, signed, and dated by a registered P.E. licensed to practice in the State of Colorado. I. Final Drainage Report inclusions X x kik x >c x )O\ 11. 1. All preliminary report information is finalized. 2 Proposed location and sizing of all storm sewers, swales, open channels, culverts, cross -pans, and other appurtenances, including cross -sections of swales and open channels. 3 Routing and accumulation of flows at various critical points for minor and major storm runoff is calculated and documented. 4 Detention storage facilities and outlet works, including proposed 100 -year water surface elevations and overflow facilities, are designed and supported with calculations. 5. Location of all existing and proposed utilities are identified. 6 Routing of off -site drainage flows through the development (but not through detention outlet pipe) has been achieved. The minimum lowest opening elevations of residential and commercial buildings are above the 100 -year 7. water surface in streets, channels, swales, or other drainage facilities. 8. Proposed on -site and off -site private and public drainage easements are identified. All proposed culverts are identified and profiled in construction drawings with slope, pipe size, material, 9. invert elevations and stations, upstream 100-yr energy grade line (EGL 100), and hydraulic profile through the pipe are clearly indicated. Pipe hydraulics are supported with calculations. 10 The elevations of manhole and inlet inverts in relation to project datum are identified and profiled in construction drawings. PIuposed water sui face elevations for street encroachments for the minor and major storm are Identified in report and supported with calculations.. 12. Critical hydraulic structure dimensions are identified in report and on construction drawings. 13. Orifice plate sizes are calculated in the report and identified on construction drawings. 14. Detention pond volumes are calculated in the report and indicated on construction drawings. 15. All other critical hydraulic elevations are calculated and documented in the report. 16. Operations and Maintenance instructions for the proposed stormwater drainage facilities 17 Construction -phase erosion control calculations are provided and shown on the erosion control sheet in the construction drawings 18 Permanent erosion and sediment control design calculations are provided and shown on the erosion control sheet in the construction drawings. Weld County Public Works Pagel of i USR Final Drainage Report Checklist Form Updated 02-06-2008 GEOTECHNICAL INFILTRATION TEST RESULTS ;; MPD Infiltration Report �� E� INFILTROMETER www.upstreamtechnologies.us Kumar & Associates, Inc. Pptl - Weld County, CO Ksat best -fit site average: 67 mm/hr or 2.62 in/hr GPS Infiltration Test Site Map 4 ea :'� Imagery ©2024 Airbus, Maxar Technolog Map Pin # Test # Test Name Ksat (mm/hr) Ksat (in/hr) C (mm) RMS Error of Regression (s) Norma lized RMS 1 1 Ppt1 67 2.62 -130.0 5.6 0.3% Site Average could not be calculated from only 1 viable test 3.19 in/hr%; _ 1.60 in/hr — I, JD - w ryg // k1.;s so; ‘-y,� -� -2, g /0- 5 �� f 1.42 in/hr ' �_%_ �— L— I S MOr4- rku Arai", 6\;s\-.4 vh' '..4 \. — _ > ` lo• \ part o\, ! i I ! po,\a III ,, 6MPS Infiltration Report INFILTROMETER www.upstreamtechnologies.us Kumar & Associates, Inc. Pptl - Weld County, CO IfFA Gomar Aal ssociates, a Engineers and E vivane dal Saints% --�_- anrw.laaa.aa.,an This report summarizes the results of a set of Modified Philip Dunne (MPD) Infiltrometer tests performed at the above referenced site. Kumar & Associates, Inc. personnel performed the field tests. The software used to compute saturated hydraulic conductivity (Ksat) and generate this report assumes that the field personnel used infiltrometers manufactured by Upstream Technologies Inc. and followed the procedures outlined in "Manual — Modified Philip - Dunne Infiltrometer" by Ahmed, Gulliver, and Nieber. The following paragraphs describe the individual tests, input values used in the analysis, and methods used to compute the Ksat value. After individual Ksat values were calculated, the method used to determine the overall site Ksatvalue (Kbest_fit) is described in "Effective Saturated Hydraulic Conductivity of an Infiltration -Based Stormwater Control Measure" by Weiss and Gulliver 2015, "A relationship to more consistently and accurately predict the best -fit value of saturated hydraulic conductivity used a weighted sum of 0.32 times the arithmetic mean and 0.68 times the geometric mean." METHOD USED TO COMPUTE Ksat The MPD Infiltrometer software uses the following procedure described in "The Comparison of Infiltration Devices and Modification of the Philip -Dunne Permeameter for the Assessment of Rain Gardens" by Rebecca Nestigen, University of Minnesota, November 2007. The steps are as follows: 1. For each measurement of head, use the following equation to find the corresponding distance to the sharp wetting front. [H0 — H(t)171 = 0i 3 82 [2[R(t)]3 +3[R(t)121i„,„,— L3 — 44] 2. Estimate the change in head with respect to time and the change in wetting front distance with respect to time by using the backward difference for all values of R(t) equal to or greater than the distance + 3. Make initial guesses for K and C. 4. Solve the following equations for AP(t) at each incremental value of t. AP(t) = —8101. — Bo [R(t)2] +KR(t)]L+ dr t 2 l dn[,n[�{ +t,��]] d,,,a� J AP(t)=C — H(t) — L + dhK dt 5. Minimize the absolute difference between the two solutions found in Step 4 by adjusting the values of K and C. Ho Parameters for Equations eo = volumetric water content of soil before MPD test 01 = volumetric water content of soil after MPD test 6MPD Infiltration Report INFILTROMETER www.upstreamtechnologies.us Pptl Date 10/3/2024 Time 10:02 AM Latitude 40.245277 Longitude -104.870761 Initial Volumetric Moisture 5.00 % Final Volumetric Moisture 78.00 % Cylinder Size 3 Liter Kumar & Associates, Inc. Ppt1 - Weld County, CO Pptl Results Readings # Time Head 1 Os 2 5s 3 10 s 4 15 s 5 20 s 6 25 s 7 30 s 8 35 s 9 40 s 10 45 s 11 50 s 12 55 s 13 60 s 14 65 s 15 70 s 16 75 s 17 80 s 18 85 s 19 90 s 20 95 s 21 100 s 22 105 s 23 110 s 24 115 s 25 120 s 34.74 cm 34.57 cm 34.41 cm 34.26 cm 34.13 cm 33.99 cm 33.86 cm 33.75 cm 33.63 cm 33.51 cm 33.39 cm 33.28 cm 33.17 cm 33.06 cm 32.96 cm 32.85 cm 32.74 cm 32.64 cm 32.53 cm 32.43 cm 32.33 cm 32.24 cm 32.14 cm 32.04 cm 31.95 cm Map Pin # 1 Test Number 1 Ksat - mm/hr 67 Ksat - in/hr 2.62 Capillary Pressure C mm -130.0 RMS Error of Regression 5.6 Normalized RMS 0.3% 1 # Time Head 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 125 s 130 s 135 s 140 s 145 s 150 s 155 s 160 s 165 s 170 s 175 s 180 s 185 s 190 s 195 s 200 s 205 s 210 s 215 s 220 s 225 s 230 s 235 s 240 s 245 s 31.85 cm 31.77 cm 31.67 cm 31.57 cm 31.48 cm 31.39 cm 31.31 cm 31.21 cm 31.13 cm 31.03 cm 30.95 cm 30.86 cm 30.77 cm 30.68 cm 30.59 cm 30.52 cm 30.43 cm 30.35 cm 30.26 cm 30.18 cm 30.09 cm 30.02 cm 29.93 cm 29.86 cm 29.77 cm # Time Head 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 250 s 255 s 260 s 265 s 270 s 275 s 280 s 285 s 290 s 295 s 300 s 305 s 310 s 315 s 320 s 325 s 330 s 335 s 340 s 345 s 350 s 355 s 360 s 365 s 370 s 29.69 cm 29.61 cm 29.53 cm 29.45 cm 29.37 cm 29.29 cm 29.22 cm 29.13 cm 29.06 cm 28.99 cm 28.9 cm 28.83 cm 28.76 cm 28.68 cm 28.61 cm 28.54 cm 28.46 cm 28.39 cm 28.31 cm 28.24 cm 28.17 cm 28.09 cm 28.02 cm 27.94 cm 27.87 cm I(+A Nwnmr & Associates, Inc. ° GeoletANml and Materials Engineers end Environmental Saicnts's --� wwW.Iwn erusa tam # Time Head 76 77 78 79 80 81 82 83 84 85 86 87 88 89 90 91 92 93 94 95 96 97 98 99 100 375 s 380 s 385 s 390 s 395 s 400 s 405 s 410 s 415 s 420 s 425 s 430 s 435 s 440 s 445 s 450 s 455 s 460 s 465 s 470 s 475 s 480 s 485 s 490 s 495 s 27.8 cm 27.73 cm 27.65 cm 27.58 cm 27.52 cm 27.45 cm 27.38 cm 27.3 cm 27.24 cm 27.16 cm 27.09 cm 27.03 cm 26.96 cm 26.89 cm 26.82 cm 26.76 cm 26.69 cm 26.62 cm 26.56 cm 26.49 cm 26.42 cm 26.35 cm 26.29 cm 26.23 cm 26.15 cm 6MPS Infiltration Report INFILTROMETER www.upstreamtechnologies.us Ppt1 Readings continued # Time Head 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 122 123 124 125 126 127 128 129 130 131 132 500 s 505 s 510 s 515 s 520 s 525 s 530 s 535 s 540 s 545 s 550 s 555 s 560 s 565 s 570 s 575 s 580 s 585 s 590 s 595 s 600 s 605 s 610 s 615 s 620 s 625 s 630 s 635 s 640 s 645 s 650 s 655 s 26.1 cm 26.04 cm 25.96 cm 25.9 cm 25.83 cm 25.77 cm 25.71 cm 25.64 cm 25.58 cm 25.51 cm 25.46 cm 25.39 cm 25.32 cm 25.26 cm 25.19 cm 25.13 cm 25.08 cm 25.01 cm 24.95 cm 24.89 cm 24.82 cm 24.77 cm 24.7 cm 24.64 cm 24.58 cm 24.52 cm 24.46 cm 24.4 cm 24.33 cm 24.27 cm 24.21 cm 24.15 cm Kumar & Associates, Inc. Pptl - Weld County, CO Time Head 133 134 135 136 137 138 139 140 141 142 143 144 145 146 147 148 149 150 151 152 153 154 155 156 157 158 159 160 161 162 163 164 660 s 665 s 670 s 675 s 680 s 685 s 690 s 695 s 700 s 705 s 710 s 715 s 720 s 725 s 730 s 735 s 740 s 745 s 750 s 755 s 760 s 765 s 770 s 775 s 780 s 785 s 790 s 795 s 800 s 805 s 810 s 815 s 24.1 cm 24.04 cm 23.97 cm 23.92 cm 23.85 cm 23.8 cm 23.75 cm 23.68 cm 23.63 cm 23.56 cm 23.51 cm 23.45 cm 23.39 cm 23.33 cm 23.28 cm 23.21 cm 23.16 cm 23.1 cm 23.04 cm 22.99 cm 22.94 cm 22.87 cm 22.82 cm 22.77 cm 22.7 cm 22.65 cm 22.6 cm 22.54 cm 22.49 cm 22.44 cm 22.37 cm 22.32 cm # Time Head 165 166 167 168 169 170 171 172 173 174 175 176 177 178 179 180 181 182 183 184 185 186 187 188 189 190 191 192 193 194 195 196 820 s 825 s 830 s 835 s 840 s 845 s 850 s 855 s 860 s 865 s 870 s 875 s 880 s 885 s 890 s 895 s 900 s 905 s 910 s 915 s 920 s 925 s 930 s 935 s 940 s 945 s 950 s 955 s 960 s 965 s 970 s 975 s 22.27 cm 22.21 cm 22.15 cm 22.11 cm 22.04 cm 21.99 cm 21.94 cm 21.88 cm 21.83 cm 21.78 cm 21.72 cm 21.68 cm 21.62 cm 21.56 cm 21.51 cm 21.46 cm 21.4 cm 21.35 cm 21.31 cm 21.25 cm 21.2 cm 21.15 cm 21.09 cm 21.04 cm 20.99 cm 20.93 cm 20.88 cm 20.84 cm 20.78 cm 20.73 cm 20.68 cm 20.63 cm K+A Kumar & Associates. loc.' Goabdniral and Materials Engineers and E il:me ial Scientsts -l_- rAtvllaa..a.aam # Time Head 197 198 199 200 201 202 203 204 205 206 207 208 209 210 211 212 213 214 215 216 217 218 219 220 221 222 223 224 225 226 227 228 980 s 985 s 990 s 995 s 1000 s 1005 s 1010 s 1015 s 1020 s 1025 s 1030 s 1035 s 1040 s 1045 s 1050 s 1055 s 1060 s 1065 s 1070 s 1075 s 1080 s 1085 s 1090 s 1095 s 1100 s 1105 s 1110 s 1115 s 1120 s 1125 s 1130 s 1135 s 20.58 cm 20.53 cm 20.48 cm 20.43 cm 20.38 cm 20.34 cm 20.27 cm 20.23 cm 20.18 cm 20.14 cm 20.08 cm 20.03 cm 19.99 cm 19.93 cm 19.88 cm 19.84 cm 19.78 cm 19.74 cm 19.69 cm 19.65 cm 19.59 cm 19.54 cm 19.49 cm 19.44 cm 19.4 cm 19.35 cm 19.29 cm 19.25 cm 19.2 cm 19.16 cm 19.11 cm 19.07 cm 6MPS Infiltration Report INFILTROMETER www.upstreamtechnologies.us Ppt1 Readings continued # Time Head 229 230 231 232 233 234 235 236 237 238 239 240 241 242 243 244 245 246 247 248 249 250 251 252 253 254 255 256 257 258 259 260 1140 s 1145 s 1150 s 1155 s 1160 s 1165 s 1170 s 1175 s 1180 s 1185 s 1190 s 1195 s 1200 s 1205 s 1210 s 1215 s 1220 s 1225 s 1230 s 1235 s 1240 s 1245 s 1250 s 1255 s 1260 s 1265 s 1270 s 1275 s 1280 s 1285 s 1290 s 1295 s 19.02 cm 18.96 cm 18.91 cm 18.87 cm 18.83 cm 18.78 cm 18.73 cm 18.69 cm 18.63 cm 18.59 cm 18.55 cm 18.51 cm 18.45 cm 18.41 cm 18.36 cm 18.32 cm 18.27 cm 18.23 cm 18.19 cm 18.13 cm 18.09 cm 18.05 cm 17.99 cm 17.95 cm 17.91 cm 17.87 cm 17.81 cm 17.77 cm 17.73 cm 17.69 cm 17.63 cm 17.59 cm Kumar & Associates, Inc. Pptl - Weld County, CO Time Head 261 262 263 264 265 266 267 268 269 270 271 272 273 274 275 276 277 278 279 280 281 282 283 284 285 286 287 288 289 290 291 292 1300 s 1305 s 1310 s 1315 s 1320 s 1325 s 1330 s 1335 s 1340 s 1345 s 1350 s 1355 s 1360 s 1365 s 1370 s 1375 s 1380 s 1385 s 1390 s 1395 s 1400 s 1405 s 1410 s 1415 s 1420 s 1425 s 1430 s 1435 s 1440 s 1445 s 1450 s 1455 s 17.54 cm 17.5 cm 17.46 cm 17.42 cm 17.38 cm 17.33 cm 17.28 cm 17.23 cm 17.2 cm 17.15 cm 17.11 cm 17.07 cm 17.03 cm 16.98 cm 16.93 cm 16.9 cm 16.84 cm 16.8 cm 16.77 cm 16.72 cm 16.67 cm 16.63 cm 16.59 cm 16.55 cm 16.5 cm 16.46 cm 16.42 cm 16.38 cm 16.34 cm 16.29 cm 16.26 cm 16.22 cm # Time Head 293 294 295 296 297 298 299 300 301 302 303 304 305 306 307 308 309 310 311 312 313 314 315 316 317 318 319 320 321 322 323 324 1460 s 1465 s 1470 s 1475 s 1480 s 1485 s 1490 s 1495 s 1500 s 1505 s 1510 s 1515 s 1520 s 1525 s 1530 s 1535 s 1540 s 1545 s 1550 s 1555 s 1560 s 1565 s 1570 s 1575 s 1580 s 1585 s 1590 s 1595 s 1600 s 1605 s 1610 s 1615 s 16.17 cm 16.13 cm 16.09 cm 16.05 cm 16.0 cm 15.96 cm 15.92 cm 15.88 cm 15.83 cm 15.8 cm 15.76 cm 15.73 cm 15.67 cm 15.64 cm 15.6 cm 15.56 cm 15.51 cm 15.47 cm 15.44 cm 15.4 cm 15.35 cm 15.31 cm 15.28 cm 15.24 cm 15.19 cm 15.15 cm 15.11 cm 15.08 cm 15.03 cm 15.0 cm 14.96 cm 14.93 cm K+A Kumar & Associates. loc.' Goabdniral and Materials Engineers and E il:me ial Scientsts -l_- rAtvllaa..a.aam # Time Head 325 326 327 328 329 330 331 332 333 334 335 336 337 338 339 340 341 342 343 344 345 346 347 348 349 350 351 352 353 354 355 356 1620 s 1625 s 1630 s 1635 s 1640 s 1645 s 1650 s 1655 s 1660 s 1665 s 1670 s 1675 s 1680 s 1685 s 1690 s 1695 s 1700 s 1705 s 1710 s 1715 s 1720 s 1725 s 1730 s 1735 s 1740 s 1745 s 1750 s 1755 s 1760 s 1765 s 1770 s 1775 s 14.88 cm 14.84 cm 14.81 cm 14.77 cm 14.73 cm 14.69 cm 14.65 cm 14.62 cm 14.58 cm 14.53 cm 14.5 cm 14.46 cm 14.42 cm 14.38 cm 14.34 cm 14.31 cm 14.27 cm 14.24 cm 14.19 cm 14.15 cm 14.12 cm 14.08 cm 14.03 cm 14.0 cm 13.97 cm 13.93 cm 13.89 cm 13.85 cm 13.82 cm 13.79 cm 13.75 cm 13.7 cm 6MPS Infiltration Report INFILTROMETER www.upstreamtechnologies.us Ppt1 Readings continued # Time Head 357 358 359 360 361 362 363 364 365 366 367 368 369 370 371 372 373 374 375 376 377 378 379 380 381 382 383 384 385 386 387 388 1780 s 1785 s 1790 s 1795 s 1800 s 1805 s 1810 s 1815 s 1820 s 1825 s 1830 s 1835 s 1840 s 1845 s 1850 s 1855 s 1860 s 1865 s 1870 s 1875 s 1880 s 1885 s 1890 s 1895 s 1900 s 1905 s 1910 s 1915 s 1920 s 1925 s 1930 s 1935 s 13.67 cm 13.64 cm 13.6 cm 13.55 cm 13.51 cm 13.49 cm 13.45 cm 13.42 cm 13.38 cm 13.34 cm 13.3 cm 13.27 cm 13.23 cm 13.19 cm 13.16 cm 13.13 cm 13.09 cm 13.04 cm 13.01 cm 12.97 cm 12.94 cm 12.9 cm 12.86 cm 12.83 cm 12.79 cm 12.74 cm 12.72 cm 12.68 cm 12.65 cm 12.62 cm 12.58 cm 12.54 cm Kumar & Associates, Inc. Pptl - Weld County, CO Time Head 389 390 391 392 393 394 395 396 397 398 399 400 401 402 403 404 405 406 407 408 409 410 411 412 413 414 415 416 417 418 419 420 1940 s 1945 s 1950 s 1955 s 1960 s 1965 s 1970 s 1975 s 1980 s 1985 s 1990 s 1995 s 2000 s 2005 s 2010 s 2015 s 2020 s 2025 s 2030 s 2035 s 2040 s 2045 s 2050 s 2055 s 2060 s 2065 s 2070 s 2075 s 2080 s 2085 s 2090 s 2095 s 12.5 cm 12.48 cm 12.44 cm 12.4 cm 12.37 cm 12.34 cm 12.3 cm 12.26 cm 12.23 cm 12.18 cm 12.16 cm 12.13 cm 12.08 cm 12.05 cm 12.02 cm 11.99 cm 11.95 cm 11.91 cm 11.88 cm 11.85 cm 11.81 cm 11.78 cm 11.74 cm 11.69 cm 11.67 cm 11.64 cm 11.59 cm 11.56 cm 11.53 cm 11.5 cm 11.47 cm 11.42 cm # Time Head 421 422 423 424 425 426 427 428 429 430 431 432 433 434 435 436 437 438 439 440 441 442 443 444 445 446 447 448 449 450 451 452 2100 s 2105 s 2110 s 2115 s 2120 s 2125 s 2130 s 2135 s 2140 s 2145 s 2150 s 2155 s 2160 s 2165 s 2170 s 2175 s 2180 s 2185 s 2190 s 2195 s 2200 s 2205 s 2210 s 2215 s 2220 s 2225 s 2230 s 2235 s 2240 s 2245 s 2250 s 2255 s 11.39 cm 11.36 cm 11.33 cm 11.29 cm 11.25 cm 11.22 cm 11.18 cm 11.16 cm 11.11 cm 11.08 cm 11.05 cm 11.01 cm 10.98 cm 10.94 cm 10.91 cm 10.88 cm 10.84 cm 10.81 cm 10.77 cm 10.74 cm 10.71 cm 10.68 cm 10.64 cm 10.6 cm 10.57 cm 10.54 cm 10.51 cm 10.47 cm 10.43 cm 10.4 cm 10.37 cm 10.34 cm K+A Kumar & Associates. loc.' Goabdniral and Materials Engineers and E il:me ial Scientsts -l_- rAtvllaa..a.aam # Time Head 453 454 455 456 457 458 459 460 461 462 463 464 465 466 467 468 469 470 471 472 473 474 475 476 477 478 479 480 481 482 483 484 2260 s 2265 s 2270 s 2275 s 2280 s 2285 s 2290 s 2295 s 2300 s 2305 s 2310 s 2315 s 2320 s 2325 s 2330 s 2335 s 2340 s 2345 s 2350 s 2355 s 2360 s 2365 s 2370 s 2375 s 2380 s 2385 s 2390 s 2395 s 2400 s 2405 s 2410 s 2415 s 1 1 1 1 1 1 1 0.31 cm 0.26 cm 0.23 cm 10.2 cm 0.17 cm 0.12 cm 10.1 cm 0.07 cm 0.03 cm 10.0 cm 9.96 cm 9.93 cm 9.89 cm 9.86 cm 9.83 cm 9.79 cm 9.75 cm 9.72 cm 9.69 cm 9.66 cm 9.62 cm 9.59 cm 9.55 cm 9.52 cm 9.5 cm 9.45 cm 9.42 cm 9.39 cm 9.36 cm 9.33 cm 9.28 cm 9.25 cm 6MPS Infiltration Report INFILTROMETER www.upstreamtechnologies.us Ppt1 Readings continued # Time Head 485 486 487 488 489 490 491 492 493 494 495 496 497 498 499 500 501 502 503 504 505 506 507 508 509 510 511 512 513 514 515 516 2420 s 2425 s 2430 s 2435 s 2440 s 2445 s 2450 s 2455 s 2460 s 2465 s 2470 s 2475 s 2480 s 2485 s 2490 s 2495 s 2500 s 2505 s 2510 s 2515 s 2520 s 2525 s 2530 s 2535 s 2540 s 2545 s 2550 s 2555 s 2560 s 2565 s 2570 s 2575 s 9.22 cm 9.19 cm 9.16 cm 9.12 cm 9.09 cm 9.05 cm 9.03 cm 8.98 cm 8.95 cm 8.92 cm 8.89 cm 8.86 cm 8.49 cm 8.47 cm 8.44 cm 8.41 cm 8.39 cm 8.36 cm 8.34 cm 8.3 cm 8.27 cm 8.24 cm 8.22 cm 8.19 cm 8.16 cm 8.13 cm 8.1 cm 8.07 cm 8.05 cm 8.02 cm 7.98 cm 7.96 cm Kumar & Associates, Inc. Pptl - Weld County, CO Time Head 517 518 519 520 521 522 523 524 525 526 527 528 529 530 531 532 533 534 535 536 537 538 539 540 541 542 543 544 545 546 547 548 2580 s 2585 s 2590 s 2595 s 2600 s 2605 s 2610 s 2615 s 2620 s 2625 s 2630 s 2635 s 2640 s 2645 s 2650 s 2655 s 2660 s 2665 s 2670 s 2675 s 2680 s 2685 s 2690 s 2695 s 2700 s 2705 s 2710 s 2715 s 2720 s 2725 s 2730 s 2735 s 7.93 cm 7.91 cm 7.88 cm 7.85 cm 7.81 cm 7.79 cm 7.77 cm 7.73 cm 7.71 cm 7.67 cm 7.65 cm 7.62 cm 7.59 cm 7.57 cm 7.54 cm 7.52 cm 7.48 cm 7.45 cm 7.43 cm 7.4 cm 7.37 cm 7.34 cm 7.31 cm 7.29 cm 7.26 cm 7.23 cm 7.2 cm 7.17 cm 7.14 cm 7.12 cm 7.09 cm 7.06 cm # Time Head 549 550 551 552 553 554 555 556 557 558 559 560 561 562 563 564 565 566 567 568 569 570 571 572 573 574 575 576 577 578 579 580 2740 s 2745 s 2750 s 2755 s 2760 s 2765 s 2770 s 2775 s 2780 s 2785 s 2790 s 2795 s 2800 s 2805 s 2810 s 2815 s 2820 s 2825 s 2830 s 2835 s 2840 s 2845 s 2850 s 2855 s 2860 s 2865 s 2870 s 2875 s 2880 s 2885 s 2890 s 2895 s 7.04 cm 7.0 cm 6.98 cm 6.96 cm 6.93 cm 6.9 cm 6.88 cm 6.84 cm 6.82 cm 6.79 cm 6.76 cm 6.74 cm 6.71 cm 6.67 cm 6.65 cm 6.63 cm 6.6 cm 6.58 cm 6.55 cm 6.52 cm 6.49 cm 6.47 cm 6.43 cm 6.42 cm 6.38 cm 6.35 cm 6.33 cm 6.3 cm 6.28 cm 6.26 cm 6.23 cm 6.19 cm K+A Kumar & Associates. loc.' Goabdniral and Materials Engineers and E il:me ial Scientsts -l_- rAtvllaa..a.aam # Time Head 581 582 583 584 585 586 587 588 589 590 591 592 593 594 595 596 597 598 599 600 601 602 603 604 605 606 607 608 609 610 611 612 2900 s 2905 s 2910 s 2915 s 2920 s 2925 s 2930 s 2935 s 2940 s 2945 s 2950 s 2955 s 2960 s 2965 s 2970 s 2975 s 2980 s 2985 s 2990 s 2995 s 3000 s 3005 s 3010 s 3015 s 3020 s 3025 s 3030 s 3035 s 3040 s 3045 s 3050 s 3055 s 6.17 cm 6.14 cm 6.12 cm 6.09 cm 6.07 cm 6.03 cm 6.01 cm 5.99 cm 5.96 cm 5.94 cm 5.91 cm 5.89 cm 5.85 cm 5.83 cm 5.8 cm 5.77 cm 5.75 cm 5.73 cm 5.69 cm 5.67 cm 5.64 cm 5.62 cm 5.59 cm 5.57 cm 5.54 cm 5.51 cm 5.49 cm 5.46 cm 5.44 cm 5.42 cm 5.39 cm 5.36 cm 6MPS Infiltration Report INFILTROMETER www.upstreamtechnologies.us Ppt1 Readings continued # Time Head 613 3060 s 5.33 cm 614 3065 s 5.31 cm 615 3070 s 5.28 cm 616 3075 s 5.26 cm 617 3080 s 5.24 cm 618 3085 s 5.2 cm 619 3090 s 5.17 cm 620 3095 s 5.15 cm 621 3100 s 5.13 cm 622 3105 s 5.1 cm 623 3110 s 5.08 cm 624 3115 s 5.05 cm 625 3120 s 5.03 cm 626 3125 s 5.0 cm 627 3130 s 4.98 cm 628 3135 s 4.95 cm Kumar & Associates, Inc. Pptl - Weld County, CO 6 MPD Infiltration Report INFILTROMETER www.upstreamtechnologies.us Kumar & Associates, Inc. PPT2 - Weld County, CO Ksat best -fit site average: 95 mm/hr or 3.76 in/hr GPS Infiltration Test Site Map I(+A I � Ami Imagery D2024 Airbus, Maxar Technolog- Omar & Aa.u.Ut. I.e.• Gobd*aland Mirth Engrain .nd EmiamsiYl 8deA.Y Map Pin # Test # Test Name Ksat (mm/hr) Ksat (in/hr) C (mm) RMS Error of Regression (s) Norma lized RMS 1 1 PPT2 95 3.76 -132.9 2.8 0.2% Site Average could not be calculated from only 1 viable test 6MPS Infiltration Report INFILTROMETER www.upstreamtechnologies.us Kumar & Associates, Inc. PPT2 - Weld County, CO IfFA Gomar Aal ssociates, a Engineers and E vivane dal Saints% --�_- anrw.laaa.aa.,an This report summarizes the results of a set of Modified Philip Dunne (MPD) Infiltrometer tests performed at the above referenced site. Kumar & Associates, Inc. personnel performed the field tests. The software used to compute saturated hydraulic conductivity (Ksat) and generate this report assumes that the field personnel used infiltrometers manufactured by Upstream Technologies Inc. and followed the procedures outlined in "Manual — Modified Philip - Dunne Infiltrometer" by Ahmed, Gulliver, and Nieber. The following paragraphs describe the individual tests, input values used in the analysis, and methods used to compute the Ksat value. After individual Ksat values were calculated, the method used to determine the overall site Ksatvalue (Kbest_fit) is described in "Effective Saturated Hydraulic Conductivity of an Infiltration -Based Stormwater Control Measure" by Weiss and Gulliver 2015, "A relationship to more consistently and accurately predict the best -fit value of saturated hydraulic conductivity used a weighted sum of 0.32 times the arithmetic mean and 0.68 times the geometric mean." METHOD USED TO COMPUTE Ksat The MPD Infiltrometer software uses the following procedure described in "The Comparison of Infiltration Devices and Modification of the Philip -Dunne Permeameter for the Assessment of Rain Gardens" by Rebecca Nestigen, University of Minnesota, November 2007. The steps are as follows: 1. For each measurement of head, use the following equation to find the corresponding distance to the sharp wetting front. [H0 — H(t)171 = 0i 3 82 [2[R(t)]3 +3[R(t)121i„,„,— L3 — 44] 2. Estimate the change in head with respect to time and the change in wetting front distance with respect to time by using the backward difference for all values of R(t) equal to or greater than the distance + 3. Make initial guesses for K and C. 4. Solve the following equations for AP(t) at each incremental value of t. AP(t) = —8101. — Bo [R(t)2] +KR(t)]L+ dr t 2 l dn[,n[�{ +t,��]] d,,,a� J AP(t)=C — H(t) — L + dhK dt 5. Minimize the absolute difference between the two solutions found in Step 4 by adjusting the values of K and C. Ho Parameters for Equations eo = volumetric water content of soil before MPD test 01 = volumetric water content of soil after MPD test 6MPS Infiltration Report INFILTROMETER www.upstreamtechnologies.us PPT2 Kumar & Associates, Inc. PPT2 - Weld County, CO PPT2 Results Date 9/26/2024 Time 12:32 PM Latitude 40.244892 Longitude -104.870698 Initial Volumetric Moisture 5.00 % Final Volumetric Moisture 70.00 % Cylinder Size 3 Liter Readings # Time Head 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 Os 3s 8s 13 s 18 s 23 s 28 s 33 s 38 s 43 s 48 s 53 s 58 s 63 s 68 s 73 s 78 s 83 s 88 s 93 s 98 s 103 s 108 s 113 s 118 s 35.75 cm 35.66 cm 35.54 cm 35.39 cm 35.25 cm 35.12 cm 34.99 cm 34.86 cm 34.73 cm 34.6 cm 34.48 cm 34.35 cm 34.23 cm 34.11 cm 33.99 cm 33.87 cm 33.75 cm 33.63 cm 33.51 cm 33.38 cm 33.28 cm 33.16 cm 33.04 cm 32.93 cm 32.81 cm Map Pin # 1 Test Number 1 Ksat - mm/hr 95 Ksat - in/hr 3.76 Capillary Pressure C mm -132.9 RMS Error of Regression 2.8 Normalized RMS 0.2% # Time Head 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 123 s 128 s 133 s 138 s 143 s 148 s 153 s 158 s 163 s 168 s 173 s 178 s 183 s 188 s 193 s 198 s 203 s 208 s 213 s 218 s 223 s 228 s 233 s 238 s 243 s 32.69 cm 32.59 cm 32.47 cm 32.35 cm 32.24 cm 32.14 cm 32.02 cm 31.91 cm 31.81 cm 31.7 cm 31.59 cm 31.49 cm 31.38 cm 31.28 cm 31.17 cm 31.06 cm 30.97 cm 30.85 cm 30.75 cm 30.65 cm 30.55 cm 30.44 cm 30.35 cm 30.24 cm 30.14 cm # Time Head 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 248 s 253 s 258 s 263 s 268 s 273 s 278 s 283 s 288 s 293 s 298 s 303 s 308 s 313 s 318 s 323 s 328 s 333 s 338 s 343 s 348 s 353 s 358 s 363 s 368 s 30.04 cm 29.93 cm 29.84 cm 29.73 cm 29.64 cm 29.54 cm 29.43 cm 29.34 cm 29.24 cm 29.15 cm 29.05 cm 28.94 cm 28.85 cm 28.75 cm 28.66 cm 28.56 cm 28.46 cm 28.37 cm 28.27 cm 28.18 cm 28.09 cm 28.01 cm 27.9 cm 27.81 cm 27.72 cm K+A Nose i Aswclales, lir.• Goaleahniael and Waal*, Enpfanm and ErnipanenlN Sdad6ffi # Time Head 76 77 78 79 80 81 82 83 84 85 86 87 88 89 90 91 92 93 94 95 96 97 98 99 100 373 s 378 s 383 s 388 s 393 s 398 s 403 s 408 s 413 s 418 s 423 s 428 s 433 s 438 s 443 s 448 s 453 s 458 s 463 s 468 s 473 s 478 s 483 s 488 s 493 s 27.62 cm 27.54 cm 27.44 cm 27.36 cm 27.26 cm 27.17 cm 27.08 cm 26.99 cm 26.91 cm 26.81 cm 26.73 cm 26.64 cm 26.56 cm 26.46 cm 26.38 cm 26.29 cm 26.21 cm 26.12 cm 26.04 cm 25.94 cm 25.87 cm 25.78 cm 25.68 cm 25.61 cm 25.52 cm 6MPS Infiltration Report INFILTROMETER www.upstreamtechnologies.us PPT2 Readings continued # Time Head 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 122 123 124 125 126 127 128 129 130 131 132 498 s 503 s 508 s 513 s 518 s 523 s 528 s 533 s 538 s 543 s 548 s 553 s 558 s 563 s 568 s 573 s 578 s 583 s 588 s 593 s 598 s 603 s 608 s 613 s 618 s 623 s 628 s 633 s 638 s 643 s 648 s 653 s 25.43 cm 25.35 cm 25.27 cm 25.18 cm 25.1 cm 25.02 cm 24.94 cm 24.85 cm 24.77 cm 24.69 cm 24.61 cm 24.52 cm 24.44 cm 24.36 cm 24.28 cm 24.2 cm 24.12 cm 24.03 cm 23.96 cm 23.88 cm 23.8 cm 23.72 cm 23.64 cm 23.56 cm 23.48 cm 23.4 cm 23.33 cm 23.26 cm 23.17 cm 23.1 cm 23.02 cm 22.95 cm Kumar & Associates, Inc. PPT2 - Weld County, CO Time Head 133 134 135 136 137 138 139 140 141 142 143 144 145 146 147 148 149 150 151 152 153 154 155 156 157 158 159 160 161 162 163 164 658 s 663 s 668 s 673 s 678 s 683 s 688 s 693 s 698 s 703 s 708 s 713 s 718 s 723 s 728 s 733 s 738 s 743 s 748 s 753 s 758 s 763 s 768 s 773 s 778 s 783 s 788 s 793 s 798 s 803 s 808 s 813 s 22.87 cm 22.8 cm 22.71 cm 22.64 cm 22.56 cm 22.49 cm 22.41 cm 22.34 cm 22.27 cm 22.19 cm 22.12 cm 22.04 cm 21.97 cm 21.89 cm 21.82 cm 21.75 cm 21.68 cm 21.61 cm 21.53 cm 21.46 cm 21.39 cm 21.32 cm 21.24 cm 21.17 cm 21.1 cm 21.03 cm 20.96 cm 20.89 cm 20.82 cm 20.74 cm 20.68 cm 20.6 cm # Time Head 165 166 167 168 169 170 171 172 173 174 175 176 177 178 179 180 181 182 183 184 185 186 187 188 189 190 191 192 193 194 195 196 818 s 823 s 828 s 833 s 838 s 843 s 848 s 853 s 858 s 863 s 868 s 873 s 878 s 883 s 888 s 893 s 898 s 903 s 908 s 913 s 918 s 923 s 928 s 933 s 938 s 943 s 948 s 953 s 958 s 963 s 968 s 973 s 20.54 cm 20.48 cm 20.4 cm 20.33 cm 20.26 cm 20.19 cm 20.12 cm 20.06 cm 19.99 cm 19.92 cm 19.86 cm 19.78 cm 19.72 cm 19.66 cm 19.59 cm 19.52 cm 19.45 cm 19.39 cm 19.32 cm 19.25 cm 19.19 cm 19.11 cm 19.06 cm 18.99 cm 18.92 cm 18.86 cm 18.79 cm 18.73 cm 18.67 cm 18.6 cm 18.54 cm 18.48 cm K+A Kumar & Associates. loc.' Goabdniral and Materials Engineers and E il:me ial Scientsts -l_- rAtvllaa..a.aam # Time Head 197 198 199 200 201 202 203 204 205 206 207 208 209 210 211 212 213 214 215 216 217 218 219 220 221 222 223 224 225 226 227 228 978 s 983 s 988 s 993 s 998 s 1003 s 1008 s 1013 s 1018 s 1023 s 1028 s 1033 s 1038 s 1043 s 1048 s 1053 s 1058 s 1063 s 1068 s 1073 s 1078 s 1083 s 1088 s 1093 s 1098 s 1103 s 1108 s 1113 s 1118 s 1123 s 1128 s 1133 s 18.42 cm 18.36 cm 18.29 cm 18.23 cm 18.17 cm 18.1 cm 18.05 cm 17.98 cm 17.92 cm 17.86 cm 17.79 cm 17.73 cm 17.66 cm 17.61 cm 17.55 cm 17.48 cm 17.42 cm 17.36 cm 17.3 cm 17.24 cm 17.17 cm 17.12 cm 17.06 cm 16.99 cm 16.93 cm 16.88 cm 16.81 cm 16.75 cm 16.7 cm 16.63 cm 16.57 cm 16.5 cm 6MPS Infiltration Report INFILTROMETER www.upstreamtechnologies.us PPT2 Readings continued # Time Head 229 230 231 232 233 234 235 236 237 238 239 240 241 242 243 244 245 246 247 248 249 250 251 252 253 254 255 256 257 258 259 260 1138 s 1143 s 1148 s 1153 s 1158 s 1163 s 1168 s 1173 s 1178 s 1183 s 1188 s 1193 s 1198 s 1203 s 1208 s 1213 s 1218 s 1223 s 1228 s 1233 s 1238 s 1243 s 1248 s 1253 s 1258 s 1263 s 1268 s 1273 s 1278 s 1283 s 1288 s 1293 s 16.45 cm 16.4 cm 16.33 cm 16.27 cm 16.22 cm 16.15 cm 16.09 cm 16.04 cm 15.97 cm 15.92 cm 15.85 cm 15.79 cm 15.74 cm 15.67 cm 15.62 cm 15.56 cm 15.49 cm 15.44 cm 15.37 cm 15.32 cm 15.26 cm 15.19 cm 15.14 cm 15.08 cm 15.02 cm 14.96 cm 14.91 cm 14.84 cm 14.78 cm 14.73 cm 14.66 cm 14.6 cm Kumar & Associates, Inc. PPT2 - Weld County, CO Time Head 261 262 263 264 265 266 267 268 269 270 271 272 273 274 275 276 277 278 279 280 281 282 283 284 285 286 287 288 289 290 291 292 1298 s 1303 s 1308 s 1313 s 1318 s 1323 s 1328 s 1333 s 1338 s 1343 s 1348 s 1353 s 1358 s 1363 s 1368 s 1373 s 1378 s 1383 s 1388 s 1393 s 1398 s 1403 s 1408 s 1413 s 1418 s 1423 s 1428 s 1433 s 1438 s 1443 s 1448 s 1453 s 14.54 cm 14.49 cm 14.43 cm 14.36 cm 14.32 cm 14.26 cm 14.2 cm 14.14 cm 14.09 cm 14.03 cm 13.97 cm 13.92 cm 13.86 cm 13.81 cm 13.76 cm 13.69 cm 13.64 cm 13.57 cm 13.52 cm 13.47 cm 13.42 cm 13.36 cm 13.31 cm 13.24 cm 13.19 cm 13.14 cm 13.09 cm 12.66 cm 12.61 cm 12.55 cm 12.51 cm 12.46 cm # Time Head 293 294 295 296 297 298 299 300 301 302 303 304 305 306 307 308 309 310 311 312 313 314 315 316 317 318 319 320 321 322 323 324 1458 s 1463 s 1468 s 1473 s 1478 s 1483 s 1488 s 1493 s 1498 s 1503 s 1508 s 1513 s 1518 s 1523 s 1528 s 1533 s 1538 s 1543 s 1548 s 1553 s 1558 s 1563 s 1568 s 1573 s 1578 s 1583 s 1588 s 1593 s 1598 s 1603 s 1608 s 1613 s 12.41 cm 12.36 cm 12.32 cm 12.26 cm 12.23 cm 12.18 cm 12.13 cm 12.08 cm 12.04 cm 11.99 cm 11.95 cm 11.89 cm 11.85 cm 11.8 cm 11.75 cm 11.71 cm 11.66 cm 11.62 cm 11.56 cm 11.52 cm 11.47 cm 11.42 cm 11.38 cm 11.34 cm 11.3 cm 11.24 cm 11.19 cm 11.15 cm 11.1 cm 11.05 cm 11.01 cm 10.97 cm K+A Kumar & Associates. loc.' Goabdniral and Materials Engineers and E il:me ial Scientsts -l_- rAtvllaa..a.aam # Time Head 325 326 327 328 329 330 331 332 333 334 335 336 337 338 339 340 341 342 343 344 345 346 347 348 349 350 351 352 353 354 355 356 1618 s 1623 s 1628 s 1633 s 1638 s 1643 s 1648 s 1653 s 1658 s 1663 s 1668 s 1673 s 1678 s 1683 s 1688 s 1693 s 1698 s 1703 s 1708 s 1713 s 1718 s 1723 s 1728 s 1733 s 1738 s 1743 s 1748 s 1753 s 1758 s 1763 s 1768 s 1773 s 10.92 cm 10.88 cm 10.83 cm 10.78 cm 10.74 cm 10.7 cm 10.66 cm 10.61 cm 10.56 cm 10.52 cm 10.48 cm 10.43 cm 10.39 cm 10.35 cm 10.29 cm 10.25 cm 10.22 cm 10.17 cm 10.12 cm 10.08 cm 10.04 cm 9.99 cm 9.94 cm 9.9 cm 9.86 cm 9.82 cm 9.77 cm 9.73 cm 9.69 cm 9.65 cm 9.59 cm 9.55 cm 6MPS Infiltration Report INFILTROMETER www.upstreamtechnologies.us PPT2 Readings continued # Time Head 357 358 359 360 361 362 363 364 365 366 367 368 369 370 371 372 373 374 375 376 377 378 379 380 381 382 383 384 385 386 387 388 1778 s 1783 s 1788 s 1793 s 1798 s 1803 s 1808 s 1813 s 1818 s 1823 s 1828 s 1833 s 1838 s 1843 s 1848 s 1853 s 1858 s 1863 s 1868 s 1873 s 1878 s 1883 s 1888 s 1893 s 1898 s 1903 s 1908 s 1913 s 1918 s 1923 s 1928 s 1933 s Kumar & Associates, Inc. PPT2 - Weld County, CO Time Head 9.52 cm 389 9.47 cm 390 9.42 cm 391 9.38 cm 392 9.34 cm 393 9.29 cm 394 9.25 cm 395 9.21 cm 396 9.17 cm 397 9.12 cm 398 9.08 cm 399 9.04 cm 400 9.0 cm 401 8.95 cm 402 8.91 cm 403 8.87 cm 404 8.83 cm 405 8.78 cm 406 8.74 cm 407 8.7 cm 408 8.65 cm 409 8.61 cm 410 8.57 cm 411 8.53 cm 412 8.48 cm 413 8.44 cm 414 8.4 cm 415 8.36 cm 416 8.31 cm 417 8.27 cm 418 8.22 cm 419 8.19 cm 420 1938 s 1943 s 1948 s 1953 s 1958 s 1963 s 1968 s 1973 s 1978 s 1983 s 1988 s 1993 s 1998 s 2003 s 2008 s 2013 s 2018 s 2023 s 2028 s 2033 s 2038 s 2043 s 2048 s 2053 s 2058 s 2063 s 2068 s 2073 s 2078 s 2083 s 2088 s 2093 s 8.14 cm 8.1 cm 8.06 cm 8.02 cm 7.97 cm 7.93 cm 7.89 cm 7.85 cm 7.8 cm 7.76 cm 7.72 cm 7.67 cm 7.63 cm 7.59 cm 7.56 cm 7.5 cm 7.46 cm 7.43 cm 7.39 cm 7.34 cm 7.29 cm 7.26 cm 7.21 cm 7.17 cm 7.13 cm 7.08 cm 7.05 cm 6.99 cm 6.96 cm 6.91 cm 6.88 cm 6.83 cm # Time Head 421 422 423 424 425 426 427 428 429 430 431 432 433 434 435 436 437 438 439 440 441 442 443 444 445 446 447 448 449 450 451 452 2098 s 2103 s 2108 s 2113 s 2118 s 2123 s 2128 s 2133 s 2138 s 2143 s 2148 s 2153 s 2158 s 2163 s 2168 s 2173 s 2178 s 2183 s 2188 s 2193 s 2198 s 2203 s 2208 s 2213 s 2218 s 2223 s 2228 s 2233 s 2238 s 2243 s 2248 s 2253 s 6.79 cm 6.74 cm 6.71 cm 6.66 cm 6.62 cm 6.58 cm 6.54 cm 6.5 cm 6.45 cm 6.41 cm 6.36 cm 6.33 cm 6.29 cm 5.92 cm 5.89 cm 5.84 cm 5.81 cm 5.77 cm 5.74 cm 5.7 cm 5.66 cm 5.63 cm 5.6 cm 5.57 cm 5.52 cm 5.49 cm 5.46 cm 5.43 cm 5.4 cm 5.35 cm 5.32 cm 5.29 cm K+A Kumar & Associates. loc.' Goabdniral and Materials Engineers and E il:me ial Scientsts -l_- rAtvllaa..a.aam # Time Head 453 454 455 456 457 458 459 460 461 462 2258 s 2263 s 2268 s 2273 s 2278 s 2283 s 2288 s 2293 s 2298 s 2303 s 5.26 cm 5.21 cm 5.18 cm 5.15 cm 5.12 cm 5.08 cm 5.04 cm 5.01 cm 4.98 cm 4.95 cm USGS WEBSOIL SURVEY 40° 14' SS" N 40° 14'19"N 8 104° 52' 55" W Hydrologic Soil Group —Weld County, Colorado, Southern Part (Fort Saint Vrain Generating Station HSG) 510100 510200 5103W 510400 510500 510600 5107W 510800 510900 511000 511103 511200 5 1300 511400 511500 511600 511700 I I I I I I I I I I I I I I I I I 51010D 510200 510300 510400 510500 510600 5107W 510800 510900 511000 511100 5112W 511300 511403 511500 511600 511703 Map Scale: 1:7,810 if printed on A landscape (11" x 8.5") sheet. N 0 100 200 400 Meters n 600 Feet /V 0 350 700 1400 2100 Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 174 8 1 g 1 1 1 1 S 40° 14' 55' N 400 14' 19" N USDA Natural Resources ism Conservation Service Web Soil Survey National Cooperative Soil Survey 8/15/2024 Page 1 of 4 Hydrologic Soil Group —Weld County, Colorado, Southern Part (Fort Saint Vrain Generating Station HSG) MAP LEGEND MAP INFORMATION Area of Interest (AO') Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines - A - A/D N.y B pd..... B/D r r C 0%0 C/D D r r Not rated or not available Soil Rating Points O A • ■ • A/D B B/D D C O C/D ® D Not rated or not available Water Features Streams and Canals Transportation ++4 Rails ,y 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: Weld County, Colorado, Southern Part Survey Area Data: Version 22, Aug 24, 2023 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jun 8, 2021 —Jun 12, 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. USDA Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/15/2024 Page 2 of 4 Hydrologic Soil Group —Weld County, Colorado, Southern Part Fort Saint Vrain Generating Station HSG Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 1 Altvan loam, 0 to 1 percent slopes B 59.8 22.6% 3 Aquolls and Aquents, gravelly substratum D 3.9 1.5% 8 Ascalon loam, 0 to 1 percent slopes B 22.3 8.4% 10 Ellicott -Ellicott sandy- skeletal complex, 0 to 3 percent slopes, rarely flooded A 0.3 0.1% 21 Dacono clay loam, 0 to 1 percent slopes C 109.9 41.5% 39 Nunn loam, 0 to 1 percent slopes C 8.3 3.1% 68 Ustic Torriorthents, moderately steep A 6.1 2.3% 76 Vona sandy loam, 1 to 3 percent slopes A 54.4 20.5% Totals for Area of Interest 264.9 100.0% USDA Natural Resources Web Soil Survey Aria Conservation Service National Cooperative Soil Survey 8/15/2024 Page 3 of 4 Hydrologic Soil Group —Weld County, Colorado, Southern Part Fort Saint Vrain Generating Station HSG Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long -duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink -swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (ND, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie -break Rule: Higher USDA Natural Resources Web Soil Survey Aria Conservation Service National Cooperative Soil Survey 8/15/2024 Page 4 of 4 104°52'30.89"W 40°15'13.2"N 104°48'44.18"W 40°11'1.85"N FLOOD HAZARD INFORMATION SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR DRAFT 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 OTHER AREAS OF FLOOD HAZARD OTHER AREAS GENERAL STRUCTURES OTHER FEATURES 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 20.2 17.5 ^^^513 Effective LOMRs Area of Undetermined Flood Hazard Zone D Channel, Culvert, or Storm Sewer Levee, Dike, or Floodwall Cross Sections with 1% Annual Chance Water Surface Elevation Coastal Transect Coastal Transect Baseline Profile Baseline Hydrographic Feature Base Flood Elevation Line (BFE) Limit of Study Jurisdiction Boundary NOTES TO USERS For information and questions about this Flood Insurance Rate Map (FIRM), available products associated with this FIRM, including historic versions, the current map date for each FIRM panel, how to order products, or the National Flood Insurance Program (NFIP) in general, please call the FEMA Map Information eXchange at 1-877-FEMA-MAP (1-877-336-2627) or visit the FEMA Flood Map Service Center website at https://msc.fema.gov. Available products may include previously issued Letters of Map Change, a Flood Insurance Study Report, and/or digital versions of this map. Many of these products can be ordered or obtained directly from the website. Communities annexing land on adjacent FIRM panels must obtain a current copy of the adjacent panel as well as the current FIRM Index. These may be ordered directly from the Flood Map Service Center at the number listed above. For community and countywide map dates, refer to the Flood Insurance Study Report for this jurisdiction. To determine if flood insurance is available in this community, contact your Insurance agent or call the National Flood Insurance Program at 1-800-638-6620. Basemap information shown on this FIRM was provided in digital format by USDA, Farm Service Agency (FSA). This information was derived from NAIP, dated April 11, 2018. This map was exported from FEMA's National Flood Hazard Layer (NFHL) on 9/25/2024 12:23 PM 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. For additional information, please see the Flood Hazard Mapping Updates Overview Fact Sheet at https://www.fema.gov/media-library/assets/documents/118418 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. 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. N SCALE Map Projection: GCS, Geodetic Reference System 198O; Vertical Datum: NAVD88 For information about the specific vertical datum for elevation features, datum conversions, or vertical monuments used to create this map, please see the Flood Insurance Study (FIS) Report for your community at https://msc.fema.gov 1 inch = 1,000 feet 0 500 1,000 0 105 210 420 2,000 630 1:12,000 3,000 4,000 Feet Meters 840 f I NATIONAL FLOOD INSURANCE PROGRAM FLOOD INSURANCE RATE MAE' PANEL 1905 OF WELD COUNTY „[yjLJ KE N PLATTEVILLE 2205 Nlt FOIL O8O19O 19O5 MAP NUMBER 08123C1905F EFFECTIVE DATE November 30, 2( NOAA PRECIPITATION FREQUENCY DATA www.nws.noaa.gov NOAA's National Weather Service nona�r Hydrometeorological Design Studies Precipitation Frequency Data Server (PFDS) iu r General Information Homepage Progress Reports FAQ Glossary Precipitation Frequency Data Server GIS Grids Maps Time Series Temporals Documents Probable Maximum Precipitation Documents Miscellaneous Publications Storm Analysis Record Precipitation Contact Us Inquiries U A1gpy•_ Home Site Map Organization Search ® NWS O All NOAA NOAA ATLAS 14 POINT PRECIPITATION FREQUENCY ESTIMATES: CO Go Data description Data type: Precipitation depth v Units: English v lime series type: Partial duration v Select location 1) Manually: a) By location (decimal degrees, use ." for S and W): Latitude: b) By station (list of CO stations): Select station c) By address 2) Use map: 40.244186) V Search Iq) Longitude: -104.87032) Submit a) Select location Move crosshair or double dick b) Click on station icon I] Show stations on map Map v SI Terrain As Spnry- c eons „..------` N Location information: Name: Platteville, Colorado, USA* Latitude: 40.2442° Longitude: -104.8703° Elevation: 4787 ft" `Source: ESRI Maps **Source: USGS . - Fort Collins Greeley Velment Bould 3a?- e er . - Grand , `. J rand •Caorada /(s fngs Pueblo 100km mi o a PF tabular POINT PRECIPITATION FREQUENCY (PF) ESTIMATES WITH 90% CONFIDENCE INTERVALS AND SUPPLEMENTARY INFORMATION NOAA Atlas 14, Volume 8, Version 2 _ applementary inforn •:. _ 8 Print page PDS-based precipitation frequency estimates with 90% confidence intervals (in inches)1 Duration Average recurrence Interval (years) 1 )I 2 5 I 10 25 II 50 100 I 200 500 1000 5 -min 0.235 0.285 0.382 0.478 0.634 0.773 0.928 1.10 1.36 1.57 (0.184-0.302) (0.223-0.365) (0.298-0.491) (0.370-0.619) (0.485-0.882) (0.572-1.08) : (0.662-1.33) (0.752-1.62) : (0.889-2.05) (0.992.2.38) 10 -min 0.345 (0.270.0.442) 0.417 (0.326.0.535) 0.559 (0.436.0.720) 0.700 (0.543.0.906) 0.929 I (0.711.1.29) 1.13 (0.838.1.58) 1.36 (0.969.1.95) 1.61 (1.10.2.38) 1.98 (1.30.3.01) 2.29 (1.45.3.48) 15 -min 0.420 0.508 0.682 0.854 1.13 1.38 1.66 1.97 2.42 2.80 I. (0.329-0.539) (0.397-0.652) (0.531-0.878) (0.662-1.10) (0.867-1.58) (1.02-1.93) (1.18-2.38) (1.34-2.90) (1.59-3.67) (1.77-1.25) 30 -min 0.564 0.680 0.910 1.14 1.51 1.84 2.21 2.63 3.24 3.75 (0.442-0.724) (0.532-0.873) (0.709-1.17) (0.882-1.47) (1.16-2.10) (1.37.2.58) (1.58-3.18) (1.80.3.88) (2.13-4.92) (2.38-5.70) 60 -min 0.695 0.830 1.10 1.38 1.85 2.27 2.74 3.27 4.06 4.72 (0.544.0.892) (0.649.1.06) (0.861.1.42) (1.07.1.79) (1.42.2.58) (1.68.3.18) (1.96.3.94) (2.24.4.83) (2.66.6.16) (2.98-7.16) 2 -hr 0.826 0.980 1.30 1.63 2.18 2.69 3.26 3.91 4.87 5.68 (0.653.1.05) (0.773.1.24) (1.02.1.65) (1.28.2.09) (1.70.3.03) (2.02.3.74) (2.36.4.64) (2.70.5.71) (3.23.7.30) (3.63.8.50) 3 -hr 0.903 1.06 1.40 1.76 2.35 2.90 3.52 4.23 5.29 6.18 (0.718-1.14) (0.843-1.34) (1.11-1.77) (1.38-2.23) (1.84.3.24) (2.19-4.01) (2.56-4.98) (2.95-6.14) (3.53-7.87) (3.98-9.18) 6 -hr 1.07 1.24 1.62 2.01 2.67 3.27 3.95 4.72 5.87 6.84 (0.856.1.33) (0.997.1.55) (1.29.2.02) (1.60.2.52) (2.10.3.62) (2.49-4.45) (2.90-5.50) (3.32.6.76) (3.96.8.62) (4.45.10.0) 12 -hr 1.27 1.50 1.94 2.37 3.06 (1.03-1.56) (1.21-1.84) (1.57-2,40) (1.90-2.95) (2.42-4.06) 3.67 (2.82-4.90) 4.35 5.10 (3.21-5.94) (3.61-7.15) 6.19 7.10 (4.21-8.92) (4.66.10.3) 24 -hr 1.51 1.79 2.30 2.77 (1.24.1.84) (1.46.2.18) (1.87.2.80) (2.24.3.40) 3.50 (2.78.4.54) 4.12 (3.18.5.39) 4.80 (3.57.6.44) 5.54 (3.95.7.63) 6.60 7.47 (4.53.9.35) (4,96.10.6) 2 -day 1.74 2.08 (1.43-2.09) (1.72-2.50) 2.68 3.20 (2.20-3.23) (2.62-3.89) 3.98 (3.17-5.05) 4.62 (3.59-5.93) 5.30 (3.97-6.96) 6.01 (4.32-8.13) 7.02 7.81 (4.85-9.75) (5.25-11.0) 3 -day 1.90 2.24 2.85 3.39 4.17 4.82 5.50 6.22 7.24 8.04 (1.58-2.26) (1.86-2.68) (2.36-3.42) (2.79-4.08) (3.34-5.25) (3.76-6.14) (4.15-7.18) (4.50-8.35) (5.04-9.97) (5.44-11.2) 4 -day 2.02 2.38 2.98 3.52 4.32 4.97 5.65 6.38 7.40 8.22 (1.69.2.40) (1.98.2.83) (2.48.3.56) (2.91.4.22) (3.47.5.40) (3.90.6.29) (4.28.7.33) (4.64.8.51) (5.18.10.1) (5.58.11.4) ,o Ire, https://hdsc.nws.noaa.gov/pfds/pfds_map_cont.html?bkmrk=tx 1/2 2/27/25, 5:33 PM PF Map: Contiguous US 7 -day 2.31 (1.94-2.72) 2.70 (2.27.3.18) 3.37 (2.82.3.98) 3.94 (3.28.4.68) 4.77 (3.86.5.87) 5.43 (4:29.6.78) 6.12 (4.67.7.82) 6.84 (5.01.8.98) 7.83 (5.51.10.6) 8.60 (5.90.11.8) 10 -day 2.56 (2.16-2.99) 2.98 (2.52-3.50) 3.70 (3.12-4.34) 4.31 (3.61-5.08) 5.16 (4.19-6.30) 5.84 (4.63-7.22) 6.52 (5.00-8.26) 7.24 (5.32-9.42) 8.20 (5.80-11.0) 8.94 (6.17-12.1) 20 -day 3.26 (2.79-3.77) 3.76 (3.22.4.36) 4.58 (3.90.5.32) 5.26 (4.45.6.13) 6.19 (5.06.7.42) 6.91 (5.53.8.40) 7.62 (5.90-9.50) 8.35 (6.20-10.7) 9.31 (6.65-12.2) 10.0 (7.00.13.4) j 30 -day 3.83 4.39 5.31 6.06 7.07 7.85 (3.29-4.39) (3.77-5.05) (4.55-6.11) (5.16.7.00) (5.82-8.40) (6.31-9.45) 8.61 9.37 10.4 11.1 (6.70-10.6) (7.00-11.9) (7.45-13.5) (7.79.14.7) 45 -day 4.50 (3.90-5.13) 5.17 (4.47-5.90) 6.24 (5.38.7.14) 7.11 (6.09.8.16) 8.26 (6.82.9.71) 9.13 (7.38-10.9) 9.97 (7.80.12.2) 10.8 (8.11.13.5) 11.9 (8.57-15.3) 12.6 (8.92.16.6) 60 -day 5.05 (4.39-5.72) 5.82 (5.06.6.61) 7.05 (6.10.8.02) 8.04 (6.92.9.18) 9.34 (7.74.10.9) 10.3 (8.36.12.2) 11.2 (8.81.13.6) 12.1 (9.13-15.1) 13.2 (9.61.16.9) 14.0 (9.97.18.3) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOM Atlas 14 document for more information. Estimates from the table in CSV format: Precipitation frequency estimates v Submit Main Link Categories: Home I OWP US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service Office of Water Prediction (OWP) 1325 East West Highway Silver Spring, MD 20910 Page Author HDSC webmaster Page last modified: April 21, 2017 Map Disclaimer Disclaimer Credits Glossary Privacy Policy About Us Career Opportunities https://hdsc.nws.noaa.gov/pfds/pfds_map_cont.html?bkmrk=tx 2/2 APPENDIX B DRAINAGE AREA MAP Fort St. Vrain Units 7&8 Kiewit Project No. 20055387 56 1/Issued for Permit A B C D E F G H I J I K 2 3 4 5 6 7 8 •••I h Tr- FA - 1. yt, 414 DATE BY UC CHK EJF tee ,I N 7 r JII N AREA A100 10.81 ACRES TOC = 26.35 MIN \ 1 `J -- / 1 _ EXISTING r \ III INFILTRATION BASIN I V 1 11 _ 11 _ \ IIII `IIII \ � � , \ Il III \ I// I\II 1 \ I IIII rl 111\ \ 9.7 ACRES DRAINING TO r� I II �II \ THE EXISTING i ( I1 1 INFILTRATION BASIN PER ( I ZACHRY ENGINEERING I I - I•REPORT. I I I �\ I ,----K I IIII / II I lam, AREA A102 5.12 ACRES TOC = 23.63 MIN \\ L0D 0 EXISTING OPEN CHANNEL DITCH I D NO REVISION ZONE FOR STORMWATER REPORT ONLY 02/28/25 ENG AVC NO REVISION ZONE DATE BY CHK ENG \ AREA A101 8.77 ACRES TOC = 25.04 MIN \ \ N N REFERENCE DRAWINGS DWG NO. MANUFACTURER DESCRIPTION PM: TDB APVD: SJR PUBLIC SERVICE COMPANY OF COLORADO DATE:02-28-25 DATE: 02-28-25 DATE: NA DATE: NA CHK: NA I DATE: NA CHK: NA DATE: NA PROJ. NO: 20055387 SCALE: 1" = 80' 80 LEGEND L0D LIMITS OF DISTURBANCE EXISTING DRAINAGE AREA PERIMETER RUNOFF FLOWLINE 80 160 SCALE IN FEET SCALE: 1" = 80'-0" CRITICAL FLOW PATH FORT ST. VRAIN UNIT 7&8 EXISTING CONDITIONS DRAINAGE AREA MAP Kiewit DWG NO APPENDIX B SHEET NO REV MF NO 00000 A B C D E F G H J K 2 3 4 5 6 7 8 NO 1 low i• DRAINAGE AREA FROM UNITS 3,4,5,6 ARE BASED ON THE ZACHRY REPORT CALCULATIONS (SEE APPENDIX A). r G AREA 900 11.696 ACRES TOG = 21.28 MIN. EXISTING INFILTRATION BASIN IS TO BE FILLED PRIOR TO THE PROPOSED DRAINAGE AREA MAP CONDITIONS CRITICAL FLOW PATHS USED IN APPENDIX C - EMERGENCY SPILLWAY CALCULATION 1 4784 1 Tc 4786 -c 4j85 _ -I LOD 1." 4787 4784 LOD-LOD- LOD- 4779 AREA 800 2.026 ACRES TOC = N/A �4787 4787_ J • TABLE 1 -PROPOSED RETENTION BASIN STAGE STORAGE Stage (ft) Elevation (ft) Area (st) Volume (ci) 0 4779 44,212 0 1 4780 48,931 46,551 2 4781 54,987 98,481 3 4782 62,556 157,211 4 4783 72,200 224,531 5 4784 84,990 303,039 6 4785 100,075 395,469 7 4786 115,817 503,319 8 4787 131,511 626,900 SEE APPENDIX B - PROPOSED CONDITIONS DRAINAGE AREA MAP PAGE 3 FOR A MORE IN DEPTH ANALYSIS OF UNITS 7&8 DRAINAGE AREAS. AREA 1000 7.386 ACRES TOC = 20.03 MIN. 4785 4 LOD ZONE DATE BY CHK ENG REFERENCE DRAWINGS 80 160 SCALE IN FEET SCALE: 1" = 80'-0" REVISION ZONE DATE FOR STORMWATER REPORT ONLY 03/03/25 BY UC CHK EJF ENG AVC NO REVISION DWG NO. MANUFACTURER DESCRIPTION XcelEnergy® PUBLIC SERVICE COMPANY OF COLORADO DATE:03-03-25 DATE: 03-03-25 DATE: NA DATE: NA CHK: NA CHK: NA PROJ. NO: 20055387 SCAT F: 1" = 80' DATE: NA DATE: NA — Leo — n LEGEND LIMITS OF DISTURBANCE PROPOSED DRAINAGE AREA PERIMETER PROPOSED PERMANENT FENCE RUNOFF FLOWLINE CRITICAL FLOW PATH FORT ST. VRAIN UNITS 7&8 PROPOSED CONDITIONS OVERALL DRAINAGE AREA MAP ENG: AVC PM: TDB APVD: SJR •Kiewit DWG NO APPENDIX B SHEET NO 2 REVA 0 0 A I B I C I D I E I F �I G \ I H I I I J I K 1 17 II �- I 4787=-=I -== >- LEGEND 4787 - 4779 ...\ " - : - - PROPOSED DRAINAGE AREA PERIMETER n r:•y -� SEE APPENDIX C -PERIMETER co 2 / I DITCH CALCULATIONS FOR NORTH DITCH INFLOW AND 2 PROPOSED PERMANENT FENCE FREEBOARD AT THIS SECTION. ' RUNOFF FLOWLINE AREA 800 2.026 ACRES TOG N/A °J ' - - CRITICAL FLOW PATH = - �_ (� lt PERIMETER DITCH SECTION CUT p, 47831-1 \ L Ia SEE APPENDIX C -PERIMETER NOTES: 3 DITCH CALCULATIONS FOR NORTH DITCH INFLOW AND A�$ ALL CULVERTS SHALL BE HDPE CORRUGATED PIPE WITH A FLARED FREEBOARD AT THIS Ito .s......-.. J END SECTION AND TOEWALL. SECTION. \ill+ Q'Y 2 I ro J / a 1 4>as ALL INLETS SHALL BE NYLOPLAST WITH 301NCH GRATES. ILI = = FOR ST DETAILS AND ELEVATIONS, SEE SHEETS I — b1- 301 THROUGH 7STF-$3301 THROUGH 7STF-S3303 ATTACHED TO THIS DELIVERABLE. 4� MN >t AME IMM MEM >• s �= 4784 - 4789 i 4 ` AZg'4' \ AREA 200 0.540 ACRES � _ 9 TOC = 12.03 MIN a J tr - o APPENDIX I� AREA 701 0.955 ACRES SEE C -PERIMETER DITCH CALCULATIONS FOR ' j, --/ TOC = 9.86 MIN . . •I:( •� m °r`° `I t SOUTH DITCH INFLOW AND I I � FREEBOARD AT THIS SECTION. - 1 l o f 9p _ 10 \ I AREA 100 0.447 ACRES \ _ — y 5 ` `N. TOC=8.53MIN - -- AREA 0.472 300 ACRES T- TOC=8.80MIN _I DRAINAGE AREA FROM UNITS 3,4,5,6 ARE BASED ON THE ZACHRY REPORT CALCULATIONS t - (SEE APPENDIX A). 9.7 ACRES ARE TO DRAIN TO THE PROPOSED RETENTION (INFILTRATION) BASIN. r P V A. / I I I n .a ' m ^ v v AREA 600 0.472 ACRES . : / o e e n "�° � \ n:••b• TOC = 11.27 MIN .— ', 4790 AREA 400 ,— 0.697 ACRES ' TOC = 11 91 MIN / 6 l a j 1 I I r �E �� SEE APPENDXC-PERIMETER ry .� / DITCH CALCULATIONS FOR SOUTH DITCH INFLOW AND . 4 , I ■ # 1 I � `I ' ��. FREEBOARD AT THIS SECTION. AREA �� \ 3 p8 \ ' i 500 0.322 ACRES TOC =10.63 MIN e _ 4789 / I a AREA 702 • 4786 Aikk,_ 1 674 ACRES _ y _ _ _ _ — — .- -aka 4789 TOC =11.18 MIN ,/ _ \ 8 �_- �w - -- - p783 - 8=--- � WOO I_ �L -� 4787 N 3 \_4785 J 8 50 0 50 loo SCALE IN FEET SCALE: 1" = 50'-0" NO REVISION ZONE DATE BY CHK ENG NO REVISION ZONE DATE BY CHK ENG REFERENCE DRAWINGS opp.00 L/CCti o; L�••iPe` AWE Eryym PUBLIC SERVICE COMPANY OF COLORADO . FORT STVRAIN UNITS 7&8 PROPOSED CONDITIONS DRAINAGE AREA MAP DWG NO APPENDIX B SHEET NO 3 /� REV / \ 1 FOR STORMWATER REPORT ONLY 02/28/25 LJC EJF AVC DWG NO. MANUFACTURER DESCRIPTION C1I•`›J , IN: LJC DATE:02-28-25 CHK: NA DATE: NA S•••....•,'' D ENG: AVC DATE:02-28-25 CHK: NA DATE: NA •'' K it ��. \ 1�[ +-- S�ONAL EN PM: TDB DATE: NA PROJ. NO: 20055387 APVD: SJR DATE: NA SCALE: 1" = 50' MF NO 00000 APPENDIX C SUPPORTING CALCULATIONS Fort St. Vrain Units 7&8 Kiewit Project No. 20055387 60 1/Issued for Permit Kiewit RUNOFF COEFFICIENT TABLES Table 5-2 Percentage Impervious Values for Weld County Land Use or Surface Characteristics Percent Impervious (%) Commercial 95 Residential: Single -Family Greater than 2.5 acres or larger 12 Greater than 0.75 acre to 25 acres 20 Greater than 0.25 acre to 0.75 acre 30 0.25 acre or smaller 45 Multi -Unit Detached 60 Multi -Unit Attached 75 Apartments 80 Industrial: Light 80 Heavy 90 Solar Facilities: A & B Soils 2 C& D Soils Site -specific Parks, Cemeteries 10 Playgrounds 25 Schools 55 Railroad Yard Areas 50 Roofs 90 Undeveloped Areas: Historic Flow Analysis 2 Greenbelts, Agricultural 2 Streets: Paved 100 Packed Gravel (Includes Road Base and Compacted, Cleared, Earthen Areas typically used far Roads/Parking/5to rage) 40 Recycled Asphalt Pavement 75 Drives and Walks 90 Table RO-5— Runoff Coefficients, t - Percentage Imperviousness Type C and D NRCS Hydrologic Soil Groups 2-yr 5-yr 10-yr _ 25-yr 50-yr 100-yr 0% 0.04 0.15 0.25 037 0.44 0.50 5% 0.08 0.18 0.28 0.39 0.46 0.52 10% 0.11 0.21 0.30 0.41 0.47 0.53 15% 0.14 0.24 0.32 0.43 0.49 0.54 20% 0.17 0.26 0.34 0.44 0.50 0.55 25% 0.20 0.28 0.36 0.46 0.51 0.56 30% 0.22 0.30 0.38 0.47 0.52 0.57 35% 0.25 0.33 0.40 0.48 0.53 0.57 40% 0.28 0.35 0.42 0.50 0.54 0.58 45% 0.31 0.37 0.44 0.51 0.55 0.59 50% 0.34 0.40 0.46 0.53 0.57 0.60 55% 0.37 0.43 0.48 0.55 0.58 0.62 60% 0.41 0.46 0.51 0.57 0.60 0.63 65% 0.45 0.49 0.54 0.59 0.62 0.65 70% 0.49 0.53 0.57 0.62 0.65 0.68 75% 0.54 0.58 0.62 0.66 0.68 0.71 80% 0.60 0.63 0.66 0.70 0.72 0.74 85% 0.66 0.68 0.71 0.75 0.77 0.79 90% 0.73 0.75 0.77 0.80 0.82 0.83 95% 0.80 0.82 0.84 0.87 0.88 0.89 100% 0.89 0.90 0.92 0.94 0.95 0.96 TYPE B NRCS HYDROLOGIC SOILS GROUP 0% 0.02 0.08 0.15 0.25 0.30 0.35 5% 0.04 0.10 0.19 0.28 0.33 0.38 10% 0.06 0.14 0.22 0.31 0.36 0.40 15% 0.08 0.17 0.25 0.33 0.38 0.42 20% 0.12 0.20 0.27 0.35 0.40 0.44 25% 0.15 0.22 0.30 0.37 0.41 0.46 30% 0.18 0.25 0.32 0.39 0.43 0.47 35% 0.20 0.27 0.34 0.41 0.44 0.48 40% 0.23 0.30 0.36 0.42 0.46 0.50 45% 0.26 0.32 0.38 0.44 0.48 0.51 50% 0.29 0.35 0.40 0.46 0.49 0.52 55% 0.33 0.38 0.43 0.48 0.51 0.54 60% 0.37 0.41 0.46 0.51 0.54 0.56 65% 0.41 0.45 0.49 0.54 0.57 0.59 70% 0.45 0.49 0.53 0.58 0.60 0.62 75% 0.51 0.54 0.58 0.62 0.64 0.66 80% 0.57 0.59 0.63 0.66 0.68 0.70 85% 0.63 0.66 0.69 0.72 0.73 0.75 90% 0.71 0.73 0.75 0.78 0.80 0.81 95% 0.79 0.81 0.83 0.85 0.87 0.88 100% 0.89 0.90 0.92 0.94 0.95 0.96 Table 5-11 Trapezoidal Channel Design Guidance/Criteria Design Item Criteria for Various Types of Channel Lining Grata: Enaaio! Soft Gass: Erosion Resistant Soils Ftiprap Comsat Maximum 100 yt Velocity a.0ft/sec 5,0 ft/sec 12.0 f/sec 1$,0t/sec Minh -man Manning's n • capacity check 0.030 0-030 CC.0.2.0 0.011 Maximum Manning's n - capacity cl+aek 0.035 0.035 0.040 0.013 Maximum Froude Number 0.5 0,$ 0.1 n/e Maaumum side dope 411::1V 4H:ty 2_5111.V 1511:1V Minimum centerline radius for ebend 2ztali'width 2s top width 2atap width 2stop width Mimingumfreet art 1.0R 1.0 ft 1.0 ft 1.0 ft Fort St Vrain Units 7&8 Kiewit Project No. 20055387 61 1/Issued for Permit Kiewit TIME OF CONCENTRATION CALCULATIONS ti = 0.395(1.1—Cs),/L 50.33 O Eq. 5.5.1.2 Variables: L; = Length of overland flow. C5yr = Runoff coef. for 5-yr storm event. Lt = Length of channelized flow. tt = Channelized flow time. t[ L, L� b 0Kw':Su G0V Eq. 5.5.1.3 tc. = tt + tt So = Running slope. t = Initial flow time. K = NRCS Conveyance Factor. Eq. 5.5.1.1 Rational Method Time -of -Concentration Calculation Area No. Initial Flow Time in Minutes Channelized Flow Time in Minutes Total TOC L, (ft) S0(,) (ft/ft) C5„ (Table RO5) t, (min.) Lt (ft) So(t) (ft/ft) K (Table 5-6) tt (min.) to (min.) Area 100 189 0.011 0.75 8.53 - - - - 8.53 Area 200 290 0.007 0.75 12.03 - - - - 12.03 Area 300 221 0.012 0.75 8.80 - - - - 8.80 Area 400 281 0.007 0.75 11.91 - - - - 11.91 Area 500 245 0.008 0.75 10.63 - - - - 10.63 Area 600 263 0.007 0.75 11.27 - - - - 11.27 Area 701 171 0.009 0.75 8.63 279 0.036 20 1.23 9.86 Area 702 - - - - 1080 0.006 20 11.18 11.18 Area 800 - - - - - - - - N/A Area 900 500 0.006 0.75 16.72 421 0.024 10 4.55 21.28 Area 1000 500 0.008 0.75 15.21 203 0.005 10 4.82 20.03 Area A100 500 0.003 0.75 21.02 443 0.019 10 5.33 26.35 Area A101 500 0.006 0.75 16.72 292 0.003 10 8.32 25.04 Area A102 490 0.002 0.75 23.63 - - - - 23.63 Area A103 500 0.002 0.75 24.03 - - - - 24.03 Notes: *Total TOC is the sum oft; and tt. If a total TOC does not exceed 5 minutes, then a value of 5 minutes shall be used in the Rational Method Equations. *Areas 701 & 702 are ditches and treated as channalized flow for this TOC calculation. *Area series A100 are from Appendix B - Existing Conditions Drainage Area Map. *For L; & L, critical flow paths see Appendix B Drainage Area Maps. *Area 800 is the Pond itself and does not require a time of concentration calculation. Fort St Vrain Units 7&8 Kiewit Project No. 20055387 62 1/Issued for Permit Kiewit RETENTION BASIN VOLUME CALCULATION Proposed Drainage Areas (ft2) (acres) 41,621 0.955 72,913 1.674 88,241 2.026 19,461 0.447 23,520 0.540 20,579 0.472 30,343 0.697 14,030 0.322 20,553 0.472 Sum 7.60 Area 701 Area 702 Area 800 Area 100 Area 200 Area 300 Area 400 Area 500 Area 600 100-yr, 24 -hr Volume Calculation Area from previous study = 9.7 acres Proposed Project area = 7.60 acres Total area A = 17.30 acres 100-yr C = 0.83 no unit 100-yr i = 4.80 inches Req'd V = 5.75 acre -ft 1.5xV = 8.618 acre -ft = 375,389 cf 5-yr, 24 -hr Volume Calculation Area from previous study = 9.7 acres Proposed Project Area = 7.60 acres Total area A = 17.30 acres 5-yr C = 0.75 not unit 5-yr i = 2.30 inches Req'd V = 2.49 acre -ft 1.5xV = 3.731 acre -ft = 162,537 cf TABLE 1 -PROPOSED RETENTION BASIN STAGE STORAGE Stage (ft) Elevation (ft) Area (Si) Volume (cf) 0 4779 44,212 0 1 4780 48,931 46,551 2 4781 54,987 98,481 3 4782 62,556 157,211 4 4783 72,200 224,531 5 4784 84,990 303,039 6 4785 100,075 395,469 7 4786 115,817 503,319 8 4787 131,511 626,900 *Volume was nulled directly from the Civil 3D nond model. Table RO-5 From NOAA Depth Table Table RO-5 From NOAA Depth Table *Stage 7 is considered to be the 1 -foot of freeboard required by the Weld County Engineering and Construction Criteria section 5.10.1. *Stage storage includes ditch area. *Top of storage/ditchs at elevation 4787.5 with an emergency spillway at elevation 4785. *Emergency spillway does NOT control the freeboard elevation according to section 5.10.1 of the "Weld County Engineering and Construction Criteria". Fort St Vrain Units 7&8 Kiewit Project No. 20055387 63 1/Issued for Permit Kiewit INFILTRATION TIME CALCULATION 120 Hour Infiltration for 100-yr Event Req'd Volume Storage = 375,389 cf Pond Area = 44,212 sf kSat from Geotech = 2.62 in/hr Conservative kSat = 1.31 in/hr 120 hr required seepage = Actual Infiltration = 0.0708 ft/hr 0.849 in/hr 77.8 hrs 72 Hour Infiltration for 5-yr Event Req'd Volume Storage = 162,537 cf Pond Area = 44,212 sf kSat from Geotech = 2.62 in/hr Conservative kSat = 1.31 in/hr 72 hr required seepage = 0.0511 ft/hr = 0.613 in/hr Actual Infiltration = 33.7 hrs < 1.31 in/hr < 120 hrs < 1.31 in/hr < 72 hrs Fort St Vrain Units 7&8 Kiewit Project No. 20055387 64 1/Issued for Permit Kiewit FROUDE NUMBER CALCULATIONS North Channel Geometry - Section 1 bottom = 5 ft Water Depth = 0.63 ft Side Slope= 4 :1 Area of Flow = 4.74 sf top width of Flow = 10.04 ft North Channel Geometry - Section 2 bottom = 5 ft Water Depth = 0.94 ft Side Slope= 4 :1 Area of Flow = 8.23 sf top width of Flow = 12.52 ft South Channel Geometry - Section 3 bottom = 5 ft Water Depth = 0.61 ft Side Slope= 4 :1 Area of Flow = 4.54 sf top width of Flow = 9.88 ft South Channel Geometry - Section 4 bottom = 5 ft Water Depth = 1.26 ft Side Slope= 4 :1 Area of Flow = 12.65 sf top width of Flow = 15.08 ft Froude Number Calculation Section 1 v = 1.67 ft/sec g = 32.17 ft/secsq D = 0.47 ft Fr = 0.429 < 0.8 per WC Froude Number Calculation Section 2 v = 2.03 ft/sec g = 32.17 ft/secsq D = 0.66 ft Fr = 0.441 < 0.8 per WC Froude Number Calculation Section 3 v = 1.74 ft/sec g = 32.17 ft/secsq D = 0.46 ft Fr = 0.453 < 0.8 per WC Froude Number Calculation Section 4 v = 2.57 ft/sec g = 32.17 ft/secsq D = 0.84 ft Fr = 0.495 < 0.8 per WC Fort St Vrain Units 7&8 Kiewit Project No. 20055387 65 1/Issued for Permit Kiewit PERIMETER DITCH CALCULATIONS Q=c*t*A Eq. 5.5.1 P1 = 2.74 inches NOAA 100-YR, 1 -hour point rainfall depth 28.5P1 (10 + Td)0.7B6 Culvert Discharge Into Proposed Perimeter Ditches for 100-yr Storm Eq. 5.4.1 Culvert No. Drainage (ft2) Area (Acres) Runoff Coefficient (C) Storm Duration (tC td) (min.) Rainfall Intensity (i) (in/hr) Runoff (Q) (cfs) Ditch Affiliation 100 19461 0.447 0.83 8.53 7.871 2.92 North Ditch 200 23520 0.540 0.83 12.03 6.870 3.08 South Ditch 300 20579 0.472 0.83 8.80 7.782 3.05 South Ditch 400 30343 0.697 0.83 11.06 7.118 4.12 South Ditch 500 14030 0.322 0.83 12.68 6.715 1.80 South Ditch 600 20553 0.472 0.83 11.27 7.063 2.77 South Ditch *701 41621 0.955 0.83 9.86 7.454 5.91 North Ditch *702 72913 1.674 0.83 11.18 7.086 9.84 South Ditch *Culvert numbers 701 & 702 are not culverts but rather the ditches themselves. Numbering is based on Appendix B - Proposed Conditions Drainage Area Map. *For Runoff Coefficient values, refer to Appendix C - Runoff Coefficient Tables. Proposed Perimeter Ditch Freeboard Calculation Ditch Affiliation Section No. Total Flow At Section (cfs) Slope (%) Hydraulic Head (ft) Water Surface Elev. (ft) Top of Bank Elev. (ft) Freeboard (ft) North Ditch 1 7.89 0.58 0.63 4784.75 4787.5 2.75 2 16.72 0.55 0.94 4783.09 4787.5 4.41 South Ditch 3 7.89 0.64 0.61 4785.75 4787.5 1.75 4 32.54 0.64 1.26 4780.63 4787.5 6.87 *The Total Flow at each section is the amount of inflow from Units 2, 3, 4, 5, and 6 plus the amount of drainage area runoff. *The maximum Roughness Coefficient (n) for a riprap lined trapezoidal channel is 0.04 according to the Weld County Engineering and Construction Criteria Table 5-11. Fort St Vrain Units 7&8 Kiewit Project No. 20055387 66 1/Issued for Permit Kiewit PERIMETER DITCH CALCULATIONS NORTH DITCH 1.49 Q = * A * R2/3 * as Open Channel Flow Variables Q = 7.89 cfs n = 0.04 no unit b= 5 ft Slope = 0.0058 ft/ft free board = 1 ft hor. s.s. 4 vert s.s. 1 n = Manning's Roughness Coefficient A = Flow area (sq ft) R = Hydraulic Radius (ft) S = Channel Slope (ft/ft) Previous calculated Q From Table 5-11 bottom width of ditch *Minimum Solve Variables Based on Depth and Channel Geometry - Section 1 depth of water = 0.63 ft Channel cross-section = 16.3 sq ft Top Channel width= 18.04 ft Minimum channel depth = 1.63 ft Water cross-section = 4.74 sq ft Flow velocity = 1.67 ft/s Wetted Perimeter = 10.04 ft Maximum Q = 8.15 cfs *The Maximum Q is calculated under the minimum allowable freeboard condition. The goal of this calculation is to prove that the current ditch flow does not exceed this maximum. 1.49 *A*R`°3*SI/a as Open Channel Flow Variables Q = 16.72 cfs n = 0.04 no unit b = 5 ft Slope = 0.0055 ft/ft free board = 1 ft hor. s.s. 4 vert s.s. 1 n = Manning's Roughness Coefficient A = Flow area (sq ft) R = Hydraulic Radius (ft) S = Channel Slope (ft/ft) Previous calculated Q From Table 5-11 bottom width of ditch *Minimum Solve Variables Based on Depth and Channel Geometry - Section 2 depth of water = 0.94 ft Top Channel width= 20.52 ft Water cross-section = 8.23 sq ft Wetted Perimeter = 12.52 ft Channel cross-section = 19.4 sq ft Minimum Channel depth = 1.94 ft Flow velocity = 2.03 ft/s Maximum Q = 17.20 cfs *The Maximum Q is calculated under the minimum allowable freeboard condition. The goal of this calculation is to prove that the current ditch flow does not exceed this maximum. Fort St Vrain Units 7&8 Kiewit Project No. 20055387 67 1/Issued for Permit Kiewit PERIMETER DITCH CALCULATIONS SOUTH DITCH 1.49 Q =—*A*R2/3*.1.12 12 Open Channel Flow Variables Q = 7.89 cfs n = 0.04 no unit b = 5 ft Slope = 0.0064 ft/ft free board = 1 ft hor. s.s. 4 vert s.s. 1 n = Manning's Roughness Coefficient A = Flow area (sq ft) R = Hydraulic Radius (ft) S = Channel Slope (ft/ft) Previous calculated Q From Table 5-11 bottom width of ditch *Minimum Solve Variables Based on Depth and Channel Geometry - Section 3 depth of water = 0.61 ft Channel cross-section = 16.1 sq ft Top Channel width= 17.88 ft Minimum channel depth = 1.61 ft Water cross-section = 4.54 sq ft Flow velocity = 1.74 ft/s Wetted Perimeter = 9.88 ft Maximum Q = 8.05 cfs *The Maximum Q is calculated under the minimum allowable freeboard condition. The goal of this calculation is to prove that the current ditch flow does not exceed this maximum. 1.49 * A * R2"3 * S112 za Open Channel Flow Variables Q = 32.54 cfs n = 0.04 no unit b = 5 ft Slope = 0.0064 ft/ft free board = 1 ft hor. s.s. 4 vert s.s. 1 n = Manning's Roughness Coefficient A = Flow area (sq ft) R = Hydraulic Radius (ft) S = Channel Slope (ft/ft) Previous calculated Q From Table 5-11 bottom width of ditch *Minimum Solve Variables Based on Depth and Channel Geometry - Section 4 depth of water = 1.26 ft Channel cross-section = 22.6 sq ft Top Channel width= 23.08 ft Minimum channel depth = 2.26 ft Water cross-section = 12.65 sq ft Flow velocity = 2.57 ft/s Wetted Perimeter = 15.08 ft Maximum Q= 33.53 cfs *The Maximum Q is calculated under the minimum allowable freeboard condition. The goal of this calculation is to prove that the current ditch flow does not exceed this maximum. Fort St Vrain Units 7&8 Kiewit Project No. 20055387 68 1/Issued for Permit Channel Report PERIMETER DITCH CALCULATIONS Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Fort St Vrain North Ditch - Section 1 Trapezoidal Bottom Width (ft) Side Slopes (z:1) Total Depth (ft) Invert Elev (ft) Slope (°/0) N -Value Calculations Compute by: Known Q (cfs) Elev (ft) 4788.00 4787.00 4786.00 4785.00 4784.00 4783.00 = 5.00 = 4.00, 4.00 = 3.38 = 4784.12 = 0.58 = 0.040 Known Q = 7.89 Section Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Monday, Mar 3 2025 = 0.63 = 7.890 = 4.74 = 1.67 = 10.20 = 0.39 = 10.04 = 0.67 Depth (ft) 3.88 2.88 1.88 0.88 0.12 -1.12 0 5 10 15 20 25 30 35 40 45 Fort St Vrain Units 7&8 Kiewit Project No. 20055387 69 1/Issued for Permit Reach (ft) Channel Report PERIMETER DITCH CALCULATIONS Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Fort St Vrain North Ditch - Section 2 Trapezoidal Bottom Width (ft) Side Slopes (z:1) Total Depth (ft) Invert Elev (ft) Slope (°/0) N -Value Calculations Compute by: Known Q (cfs) Elev (ft) 4788.00 4787.00 4786.00 4785.00 4784.00 4783.00 4782.00 4781.00 = 5.00 = 4.00, 4.00 = 5.35 = 4782.15 = 0.55 = 0.040 Known Q = 16.72 Section Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Monday, Mar 3 2025 = 0.94 = 16.72 = 8.23 = 2.03 = 12.75 = 0.60 = 12.52 = 1.00 0 5 10 15 20 25 30 35 40 45 50 55 60 Fort St Vrain Units 7&8 Kiewit Project No. 20055387 Depth (ft) 5.85 4.85 3.85 2.85 1.85 0.85 - 0.15 - 1.15 70 1/Issued for Permit Reach (ft) Channel Report PERIMETER DITCH CALCULATIONS Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Fort St Vrain South Ditch - Section 3 Trapezoidal Bottom Width (ft) Side Slopes (z:1) Total Depth (ft) Invert Elev (ft) Slope (°/0) N -Value Calculations Compute by: Known Q (cfs) Elev (ft) 4788.00 4787.50 4787.00 4786.50 4786.00 4785.50 4785.00 4784.50 = 5.00 = 4.00, 4.00 = 2.36 = 4785.14 = 0.64 = 0.040 Known Q = 7.89 Section Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Monday, Mar 3 2025 = 0.61 = 7.890 = 4.54 = 1.74 = 10.03 = 0.39 = 9.88 = 0.66 10 20 25 0 5 Fort St Vrain Units 7&8 Kiewit Project No. 20055387 15 71 Reach (ft) 30 35 Depth (ft) 2.86 2.36 1.86 1.36 0.86 0.36 - 0.14 - 0.64 1/Issued for Permit Channel Report PERIMETER DITCH CALCULATIONS Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Fort St Vrain South Ditch - Section 4 Trapezoidal Bottom Width (ft) Side Slopes (z:1) Total Depth (ft) Invert Elev (ft) Slope (°/0) N -Value Calculations Compute by: Known Q (cfs) Elev (ft) 4788.00 4787.00 4786.00 4785.00 4784.00 4783.00 4782.00 4781.00 4780.00 4779.00 4778.00 = 5.00 = 4.00, 4.00 = 8.13 = 4779.37 = 0.64 = 0.040 Known Q = 32.54 Section Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Monday, Mar 3 2025 = 1.26 = 32.54 = 12.65 = 2.57 = 15.39 = 0.87 = 15.08 = 1.36 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 Fort St Vrain Units 7&8 Kiewit Project No. 20055387 Depth (ft) 8.63 7.63 6.63 5.63 4.63 3.63 2.63 1.63 0.63 -0.37 -1.37 72 1/Issued for Permit Reach (ft) Kiewit INLET CAPACITY CALCULATIONS 14.00 12.00 1000 8.00 6.00 4.00 2.00 0.00 Nyloplast 30" Standard Grate Inlet Capacity Chart 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.15 040 0.45 0.50 0.55 0.60 0.65 0.70 0.75 030 0.65 0.90 0.95 1.00 1.05 1.10 Head la) *From the Inlet Capacity Chart, the flow capacity is at 7.6 cfs when ponding depth reaches the maximum allowable value of 6 -inches. *Assuming only 50% of flow is allowed to enter the inlet, runoff from each drainage area shall not exceed 7.6cfs * 50% = 3.8cfs. Q c*i■A Eq. 5.5.1 28.5P1 (t0 + Td)0.7e6 Eq. 5.4.1 P1 = 1.85 inches NOAA 25-YR, 1 -hour point rainfall depth Drainage Area Runoff for 25 -Year Storm Event Structure No. Drainage Areas (acres) Runoff Coef. (no unit) Storm Duration (tom td) (min.) Rainfall Intensity (i) (inthr) Runoff (Q) (cfs) Capacity (Q) (cfs) 101 0.447 0.80 8.53 5.315 1.90 3.80 201 0.540 0.80 12.03 4.639 2.00 3.80 301 0.472 0.80 8.80 5.254 1.98 3.80 401 0.697 0.80 11.06 4.806 2.68 3.80 501 0.322 0.80 12.68 4.534 1.17 3.80 601 0.472 0.80 11.27 4.769 1.80 3.80 *See Appendix A - NOAA Precipitation Frequency Data for rainfall intensity data. *For Runoff Coefficient values, refer to Appendix C - Runoff Coefficient Tables. *Structure numbering is as shown in the Stormwater Plan and Profile plans. Fort St Vrain Units 7&8 Kiewit Project No. 20055387 73 1/Issued for Permit Culvert Report CULVERT CALCULATIONS Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Friday, Feb 28 2025 Fort St. Vrain Culvert Design - Culvert 100 Invert Elev Dn (ft) Pipe Length (ft) Slope (%) Invert Elev Up (ft) Rise (in) Shape Span (in) No. Barrels n -Value Culvert Type Culvert Entrance Coeff. K,M,c,Y,k Embankment Top Elevation (ft) Top Width (ft) Crest Width (ft) Elegy (fl) 4790.[0 4786.00 4788.[0 4787.00 4786.00 4785.[0 418L.Lu 4783.[0 4702.[0 S 1U :3: tidal Culve t su ss Cnbank 4u 4S 54 6U 155 ;u = 4783.89 = 48.00 = 0.50 = 4784.13 = 18.0 = Circular = 18.0 = 1 = 0.013 = Circular Concrete = Groove end w/headwall (C) = 0.0018, 2, 0.0292, 0.74, 0.2 = 4789.00 = 24.00 = 0.01 I I3L Fort 51. Vrain Culvert Design - Culvert 700 Calculations Qmin (cfs) Qmax (cfs) Tailwater Elev (ft) Highlighted Qtotal (cfs) Qpipe (cfs) Qovertop (cfs) Veloc Dn (ft/s) Veloc Up (ft/s) HGL Dn (ft) HGL Up (ft) Hw Elev (ft) Hw/D (ft) Flow Regime = 1.90 = 1.90 = (dc+D)/2 = 1.90 = 1.90 = 0.00 = 1.50 = 3.50 = 4784.90 = 4784.65 = 4784.84 = 0.47 = Inlet Control iw Deplh (4) 15.07 HEBC7 (0: 4.87 3.87 2.87 1.87 0.87 Fort St Vrain Units 7&8 Kiewit Project No. 20055387 74 1/Issued for Permit Culvert Report CULVERT CALCULATIONS Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Friday, Feb 28 2025 Fort St. Vrain Culvert Design - Culvert 200 Invert Elev Dn (ft) Pipe Length (ft) Slope (%) Invert Elev Up (ft) Rise (in) Shape Span (in) No. Barrels n -Value Culvert Type Culvert Entrance Coeff. K,M,c,Y,k Embankment Top Elevation (ft) Top Width (ft) Crest Width (ft) Elev (fl) 4790.[0 4789.00 - 4788.[0 4787.00 4786.00 4780.00 418L.LU 4783.00 4702.00 = 4783.60 = 60.00 = 0.50 = 4783.90 = 18.0 = Circular = 18.0 = 1 = 0.013 = Circular Concrete = Groove end w/headwall (C) = 0.0018, 2, 0.0292, 0.74, 0.2 = 4789.00 = 24.00 = 0.01 Fort 51. Vrain Culvert Design - Inlet 200 Calculations Qmin (cfs) Qmax (cfs) Tailwater Elev (ft) Highlighted Qtotal (cfs) Qpipe (cfs) Qovertop (cfs) Veloc Dn (ft/s) Veloc Up (ft/s) HGL Dn (ft) HGL Up (ft) Hw Elev (ft) Hw/D (ft) Flow Regime = 2.00 = 2.00 = (dc+D)/2 = 2.00 = 2.00 = 0.00 = 1.57 = 3.56 = 4784.62 = 4784.43 = 4784.63 = 0.49 = Inlet Control IMrt mMenl 1U C1i cub! Culvert 2J 25 JO 4U I I3L CnWnf: U 50 SJ ru s 6u Keach (tt) 4.13 3.13 2.13 1.13 U.1 J -0.90 -1.90 Fort St Vrain Units 7&8 Kiewit Project No. 20055387 75 1/Issued for Permit Culvert Report CULVERT CALCULATIONS Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Friday, Feb 28 2025 Fort St. Vrain Culvert Design - Culvert 300 Invert Elev Dn (ft) Pipe Length (ft) Slope (%) Invert Elev Up (ft) Rise (in) Shape Span (in) No. Barrels n -Value Culvert Type Culvert Entrance Coeff. K,M,c,Y,k Embankment Top Elevation (ft) Top Width (ft) Crest Width (ft) Elev (fl) 4790.00 4789.00 — 4788.00 4787.00 4786.00 4780.00 /6,.LLI 4783.00 4702.00 = 4783.41 = 65.00 = 0.49 = 4783.73 = 18.0 = Circular = 18.0 = 1 = 0.013 = Circular Concrete = Groove end w/headwall (C) = 0.0018, 2, 0.0292, 0.74, 0.2 = 4789.00 = 24.00 = 0.01 Fort Si. Vrein Culvert Design - Culvert 300 Calculations Qmin (cfs) Qmax (cfs) Tailwater Elev (ft) Highlighted Qtotal (cfs) Qpipe (cfs) Qovertop (cfs) Veloc Dn (ft/s) Veloc Up (ft/s) HGL Dn (ft) HGL Up (ft) Hw Elev (ft) Hw/D (ft) Flow Regime = 1.98 = 1.98 = (dc+D)/2 = 1.98 = 1.98 = 0.00 = 1.56 = 3.55 = 4784.43 = 4784.26 = 4784.45 = 0.48 = Inlet Control -vv Deplh (4) 0.27 u 1U CL cub! Culvert LL ;S I I3L 9J S5 4L 45 CnWnk S7 iL 65 ru HE9Ch (tt) 5.27 4.27 3.27 2.27 1.:7 U.2/ -0.73 -1 .70 Fort St Vrain Units 7&8 Kiewit Project No. 20055387 76 1/Issued for Permit Culvert Report CULVERT CALCULATIONS Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Friday, Feb 28 2025 Fort St. Vrain Culvert Design - Culvert 400 Invert Elev Dn (ft) Pipe Length (ft) Slope (%) Invert Elev Up (ft) Rise (in) Shape Span (in) No. Barrels n -Value Culvert Type Culvert Entrance Coeff. K,M,c,Y,k Embankment Top Elevation (ft) Top Width (ft) Crest Width (ft) Elev (fl) 4790.00 4789.00 4700.00 4707.00 4700.00 4785.00 478,.[0 4703.00 1L 15 2L Oil cub! Culvert iL 4u EnWnk s nu ns /u = 4784.41 = 53.00 = 0.51 = 4784.68 = 18.0 = Circular = 18.0 = 1 = 0.013 = Circular Concrete = Groove end w/headwall (C) = 0.0018, 2, 0.0292, 0.74, 0.2 = 4789.00 = 24.00 = 0.01 I I3L Fort Si. Vrain Culvert Design - Culvert 400 Calculations Qmin (cfs) Qmax (cfs) Tailwater Elev (ft) Highlighted Qtotal (cfs) Qpipe (cfs) Qovertop (cfs) Veloc Dn (ft/s) Veloc Up (ft/s) HGL Dn (ft) HGL Up (ft) Hw Elev (ft) Hw/D (ft) Flow Regime = 2.68 = 2.68 = (dc+D)/2 = 2.68 = 2.68 = 0.00 = 2.01 = 3.88 = 4785.47 = 4785.30 = 4785.54 = 0.57 = Inlet Control iw Depth (fl) 5.02 0Each (tt1 4.32 0.02 2.02 1.02 0.32 -0.88 -1 .00 Fort St Vrain Units 7&8 Kiewit Project No. 20055387 77 1/Issued for Permit Culvert Report CULVERT CALCULATIONS Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Friday, Feb 28 2025 Fort St. Vrain Culvert Design - Culvert 500 Invert Elev Dn (ft) Pipe Length (ft) Slope (%) Invert Elev Up (ft) Rise (in) Shape Span (in) No. Barrels n -Value Culvert Type Culvert Entrance Coeff. K,M,c,Y,k Embankment Top Elevation (ft) Top Width (ft) Crest Width (ft) Elev (fl) 4790.00 4789.00 4700.00 4707.00 4700.00 4785.00 478.00 4703.00 = 4784.92 = 51.00 = 0.49 = 4785.17 = 18.0 = Circular = 18.0 = 1 = 0.013 = Circular Concrete = Groove end w/headwall (C) = 0.0018, 2, 0.0292, 0.74, 0.2 = 4789.00 = 24.00 = 0.01 Fort Si. Vrain Culvert Design - Culvert 500 Calculations Qmin (cfs) Qmax (cfs) Tailwater Elev (ft) Highlighted Qtotal (cfs) Qpipe (cfs) Qovertop (cfs) Veloc Dn (ft/s) Veloc Up (ft/s) HGL Dn (ft) HGL Up (ft) Hw Elev (ft) Hw/D (ft) Flow Regime filet :cri:l 5 1L al cub! Culvert 1i 2L I I3L iL Enbark nu ns Iu I(Each (0) = 1.17 = 1.17 = (dc+D)/2 = 1.17 = 1.17 = 0.00 = 0.99 = 3.05 = 4785.87 = 4785.57 = 4785.72 = 0.36 = Inlet Control iw Deplh (4) 4.03 3.83 2.03 1.03 0.03 Fort St Vrain Units 7&8 Kiewit Project No. 20055387 78 1/Issued for Permit Culvert Report CULVERT CALCULATIONS Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Friday, Feb 28 2025 Fort St. Vrain Culvert Design - Culvert 600 Invert Elev Dn (ft) Pipe Length (ft) Slope (%) Invert Elev Up (ft) Rise (in) Shape Span (in) No. Barrels n -Value Culvert Type Culvert Entrance Coeff. K,M,c,Y,k Embankment Top Elevation (ft) Top Width (ft) Crest Width (ft) Elev (fl) 4790.(0 4780.(0 4788.00 4787.00 4786.(0 4185.L0 4704.00 5 10 al culai aloe t :u au ss CnWnk 4l1 45 5(1 55 6(1 = 4785.17 = 50.00 = 0.50 = 4785.42 = 18.0 = Circular = 18.0 = 1 = 0.013 = Circular Concrete = Groove end w/headwall (C) = 0.0018, 2, 0.0292, 0.74, 0.2 = 4789.00 = 24.00 = 0.01 1120 Fort Si. Vrain Culvert Design - Culvert 600 Calculations Qmin (cfs) Qmax (cfs) Tailwater Elev (ft) Highlighted Qtotal (cfs) Qpipe (cfs) Qovertop (cfs) Veloc Dn (ft/s) Veloc Up (ft/s) HGL Dn (ft) HGL Up (ft) Hw Elev (ft) Hw/D (ft) Flow Regime = 1.80 = 1.80 = (dc+D)/2 = 1.80 = 1.80 = 0.00 = 1.43 = 3.45 = 4786.17 = 4785.92 = 4786.11 = 0.46 = Inlet Control iw Depin (4) 4.52 rceacn (tt) 3.53 2.53 1.53 0.53 -11:42 -1 .42 Fort St Vrain Units 7&8 Kiewit Project No. 20055387 79 1/Issued for Permit Kiewit Q=c*s*A EMERGENCY SPILLWAY CALCULATION Eq. 5.5.1 28.5P1 (10 + Ta)D.7e6 Rainfall Intensity Calculation North Ditch South Ditch P1 = 2.74 inches P1 = 2.74 inches Td = 13.53 minutes Td = 23.44 minutes i = 6.52 in/hr i = 4.95 in/hr A = 6.124 acres A = 9.079 acres Q = 33.16 cfs Q = 37.29 cfs Eq. 5.4.1 *c = 0.83 according to Table RO5 of The Weld County Engineering and Construction Criteria. LH1-s Eq. 5.10.2.3 Q = Cscw Spillway Calculation Qtotal = 70.45 cfs CBCW = 2.8 no units H = 0.5 ft L= 71.16 ft Broad Crested Weir Solve for L *The Emergency Spillway length will be rounded to 100 feet in design to ensure that sufficient Capacity has been achieved. Rational Method Time -of -Concentration Calculation Critical Flow Path Initial Flow Time in Minutes Channelized Flow Time in Minutes Total TOC L, (ft) Sop) (ft/ft) C5 yr (Table RO5) t, (min.) Lt (ft) SO(t) (ft/ft) K (Table 5-6) tt (min.) to (min.) 1 125 0.020 0.75 5.58 675 0.005 20 7.95 13.53 2 145 0.020 0.75 6.05 1450 0.005 20 17.39 23.44 *For Critical Flow Paths, see Appendix B - Proposed Conditions Overall Drainage Area Map z z_ m 100 YEAR WSEL OR HIGHER 75' BOTTOM SPILLWAY EL: 4785.00 OVERTOPPING SPILLWAY WATER SURFACE FRONT VIEW x 2 8" MIN BOTTOM SPILLWAY EL: 4785.00 to'& Y5 _.Z m ,I s_u- -I I L _IIHII EMERGENCY iTLlil_ WQCV ELEV = 4779.54 SPILLWAY WALL -qII '- 111—I / -IIllllll Fort St Vrain Units 7&8 Kiewit Project No. 20055387 II SIDE VIEW VIEW SPILLWAY DETAIL NTS 80 0.40' TOP SPILLWAY EL: 4787.00 TWO #5 BARS BURIED OR GROUTED RIPRAP (DEPTH = 2 x DSO) PLACED TO TOE OF SLOPE GEOTEXTILE FABRIC MIRAFI FW 300 OR APPROVED EQUAL COMPACTED EARTH 95% STANDARD PROCTOR DENSITY 1/Issued for Permit APPENDIX D SUPPLEMENTAL INFORMATION Fort St. Vrain Units 7&8 Kiewit Project No. 20055387 81 1/Issued for Permit MAINTENANCE PLAN BMP - Infiltration Basin A consistent maintenance program is the way to ensure a basin will continue to perform its water quality functions. The following maintenance and inspection tasks shall be conducted as noted below. Monthly Inspections — The infiltration basin should be inspected monthly to ensure drain times are maintained in accordance with the design. Corrective actions is necessary if the basin holds standing water beyond the allowed time limits per Weld County. Corrective action may include, but is not limited to, removal of sediment or debris from the basin, removal of plant growth from the basin, or scarification of the basin bottom. The Owner is responsible for inspections and corrective actions. Sediment Removal — Sediment can collect over time and reduce the infiltration capacity of the infiltration/retention basin. Bottom of infiltration basin shall be clean of debris and any material that could obstruct the permeability of the bottom of the pond. Any sediment encountered inside the retention basin shall be removed immediately to prevent clogging of sandy bottom. If continuous ponding is observed days after the end of a rainfall, seek advice from professional engineer. Vegetation Management — This area of the country receives very little rain; thus, vegetation shall not be a primary concern. Regardless, inspections shall be done as needed to ensure no major overgrowth occurs or invasive species appear that could decrease the effectiveness for the infiltration material at the bottom of the basin. Debris and Litter Removal — All debris and litter accumulated in the basin or the contributing channels to the infiltration basin shall be removed. Erosion Control - Ensure all established slopes are smooth and free from rills. This includes the emergency spillway as well as contributing channels. Activity Frequency Sediment Removal - Dredging, manual removal, or specialized equipment Two times a year (Spring and Fall) Vegetation Management - Manual removal or with mechanical equipment As needed Debris and Litter Removal - Manual removal or with mechanical equipment Regularly — monthly and after major storm events Erosion Control — Manually or with mechanical equipment As needed Fort St. Vrain Units 7&8 Kiewit Project No. 20055387 82 1/Issued for Permit Emergency Response Plan - • Identify the Risk — When developing a comprehensive emergency response plan, it's essential to conduct a thorough risk assessment. This process involves identifying potential hazards that could impact the operation or safety of your facility or activity. Once hazards are identified, it's crucial to assess their likelihood of it occurring for example through historical data. Additionally, evaluating the potential consequences of each hazard is vital. Understanding the likelihood of potential risks allows the team to prioritize and allocate resources effectively. • Emergency Response Team Define a team who is knowledgeable about emergency procedures and is equipped to handle various situations. Create an organizational a chart that defines roles of each team member so they can collaborate effectively. • Emergency Procedure: Typical emergencies include the following: o Spill Response: Keep equipment onsite to contain and clean spills promptly. Dispose of contaminated soil in a location approved by the County. o Structural Failure: Evacuate area, if necessary. Assess damage of embankment or slopes and initiate repairs. Contact local authorities. o Contamination: In case of a spill over any water body, test water quality, notify authorities and public health agencies. Implement measures to prevent further contamination. • Communication Plan: Establish communication channels between emergency response team and local authorities, emergency services and the public. Develop procedures to promptly notify all stakeholders in case of an emergency. • Training and Drills: Conduct training exercises twice a year to familiarize the emergency response team with emergency procedures. Simulate various scenarios to test response capabilities. • Equipment and Supplies: Keep a stockpile of necessary equipment and materials, such as spill kits, aggregate, protective gear, and communications devices. Ensure these items are regularly inspected and maintained. Documentation and Record Keeping - • Maintain detailed records of inspections, maintenance activities, and any issues encountered. All inspection documents shall be kept onsite. Fort St. Vrain Units 7&8 Kiewit Project No. 20055387 83 1/Issued for Permit Weld County Drainage Code Certificate of Compliance Weld County Case Number: PRE24-0321 Parcel Number: 120910000006 Legal Description, Section/Township/Range: Date: 10/19/2024 Section 10, Township 3N, Range 67W I Andres Vicuna , Consultant Engineer for Kiewit Engineering Group Inc. (Applicant), understand and acknowledge that the applicant is seeking land use approval of the case and parcel in the description above. I have designed or reviewed the design for the proposed land use set for in the application. I applicant, that the design will meet all applicable drainage requirements of the Weld Cou variance(s) described on the attached exhibits. This certification is not a guarantee or w Engineer's Stamp: ehalf of the n of the lied. c-� Variance Request (If Applicable) 1. Describe the hardship for which the variance is being requested. 2. List the design criteria of the Weld County Code of which a variance is being requested. 3. Describe the proposed alternative with engineering rationale which supports the intent of the Weld County Code. Demonstrate that granting of the variance will still adequately protect public health, safety, and general welfare and that there are no adverse impacts from stormwater runoff to the public rights -of -way and/or offsite properties as a result of the project. This is an update to USR 1647. - Stormwater in the current facility is managed by an Infiltration basin that was approved in 2018. - This variance is requested per section 5.10.1 (page 62) on the Weld County Engineering and Constructon Criteria. - Proposed infiltration basin is NOT in a floodplain. - Outlet structure is NOT possible due to flat terrain. - Geotechnical percolation test allows for water to be infiltrated in the time required by by the Weld County Engineering and Construction Criteria Section 5.10.1 (Page 63). - Infiltration basin can contain and infiltrate events greater than the 5 year storm within 120 hours after the end of the event. There would be no impact from stormwater to the public R/W or offsite properties as a result of this improvement. Public Works Director/Designee Review (If Applicable) Public Works Director/Designee Name Date of Signature Signature ❑ Approved O Denied Comments: Department of Public Works I Development Review 1111 H Street, Greeley, CO 80631 I Ph: 970-304-6496 I www.weldgov.com/departments/public_works/development_review 08/02/2019 APPENDIX E STORMWATER PLAN AND PROFILE DRAWINGS Fort St. Vrain Units 7&8 Kiewit Project No. 20055387 85 1/Issued for Permit A B C D E F G H I I J K 2 3 4 5 6 7 8 - PERMITTING - NOT FOR CONSTRUCTION N 5' WIDE BOTTOM TRAPEZOIDAL DITCH WITH 4:1 SIDE SLOPES STORMWATER LINE 100 (SEE 7STF-S3301) STORMWATER LINE 600 (SEE 7STF-S3302) x STORMWATER INFILTRATION POND REFER TO GRADING PLANS STORMWATER LINE 200 (SEE 7STF-S3301) STORMWATER LINE 300 (SEE 7STF-53301) 5' WIDE BOTTOM TRAPEZOIDAL DITCH WITH 4:1 SIDE SLOPES STORMWATER LINE 400 (SEE 7STF-S3302) STORMWATER LINE 500 (SEE 7STF-53302) 100 100 200 SCALE IN FEET SCALE: 1" = 100'-0" 1. NOTES: REFER TO DWG 7STF-53500 AND S3501 FOR LEGEND, ABBREVIATIONS, GENERAL NOTES, AND INFORMATION PERTAINING TO COORDINATE SYSTEM, ELEVATION DATUM, AND SURVEY MONUMENTS. 2. ALL COORDINATES SHOWN ARE BASED ON THE PLANT COORDINATE SYSTEM. ALL ELEVATIONS SHOWN ARE BASED ON NAVD 88 DATUM. 3. ALL PIPE STATIONING, COORDINATES, AND LENGTHS ARE SHOWN BASED IN THE CENTER OF STRUCTURE LOCATION. TOP ELEVATIONS ARE SHOWN AT THE CENTER OF THE CASTING. MEASUREMENT OF PIPE LENGTH IS BASED ON THE HORIZONTAL DISTANCE. 4. REFER TO DWG 7STF-53300 FOR STORM SEWER DETAILS. 5. REFER TO 7STF-SXXXX THRU 7STF-SXXXX DRAWINGS FOR FINAL SITE GRADING. 6. ALL STORM DRAINAGE STRUCTURES SHALL BE FABRICATED AND INSTALLED IN ACCORDANCE WITH SPECIFICATION 93.52.08- "STORM DRAINAGE". ALL STORM DRAIN STRUCTURES SHALL BE APPROVED BY THE ENGINEER PRIOR TO INSTALLATION. 7. ALL EARTHWORK. SHALL BE PREFORMED IN ACCORDANCE WITH SPECIFICATION 93.51.06 - "EARTHWORK". 8. UNDERGROUND STORM SEWERS SHALL HAVE THE DESIGN COVER IN PLACE PRIOR TO SUBJECTING TO TRAFFIC LOADING. 9. BLOCK ALL INLET GRATES TO PREVENT STORM WATER FROM ENTERING THE SYSTEM UNTIL CONNECTION TO FUTURE STORM DRAIN PIPE IS MADE. 10. REFER TO PROJECT STORMWATER MANAGEMENT PLAN (SWMP) AND EROSION CONTROL PLANS FOR ALL APPLICABLE EROSION AND SEDIMENT CONTROL PRACTICES RELATED TO THE STORM DRAINAGE SYSTEM. CONTRACTOR SHALL MAINTAIN INLET PROTECTION AT ALL INLETS UNTIL TRIBUTARY AREA IN STABILIZED IN ACCORDANCE WITH THE STORMWATER MANAGEMENT PLAN (SWMP). 11. VARIOUS ABOVE GROUND AND UNDERGROUND UTILITIES ARE NOT SHOWN . FOR DUCTBANK, AND DIRECT BURIES CONDUIT, SEE THE ELECTRICAL PLANS. FOR PIPING, SEE THE MECHANICAL PLANS. FOR CLARITY PURPOSED, THE ABOVE GROUND AND UNDERGROUND UTILITIES ARE NOT SHOWN IN THE PROFILES. CONTRACTOR TO VERIFY LOCATION PRIOR TO EXCAVATION / INSTALLATION. NOTIFY ENGINEER IN THE CASE OF CONFLICT WITH OTHER UTILITIES / STRUCTURES. 12. ALL STORM PIPING SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURER RECOMMENDED SPECIFICATIONS. 13. BEFORE CUTTING, MODIFYING, OR HANDLING ANY EXISTING STORM DRAIN PIPE, CONTRACTOR SHALL VERIFY WHETHER ASBESTOS CONTAINING MATERIAL IS PRESENT. IF IT IS PERFORM ALL WORK INDICATED IN ACCORDANCE WITH APPLICABLE OSHA, LOCAL, STATE, AND FEDERAL REQUIREMENTS. 14. UNLESS OTHERWISE INDICATED, PENETRATIONS FOR PIPES ENTERING OR LEAVING RECTANGULAR STORM DRAIN STRUCTURES SHALL BE PLACED, ON THE CENTERLINES OF THE RESPECTIVE WALLS OF EACH STRUCTURE. 15. CONTRACTOR SHALL PROVIDE "AS -CONSTRUCTED" DATA ON THE INSTALLED STORM SEWER THAT INCLUDES THE FOLLOWING SURVEYED INFORMATION: A. STRUCTURE TOP ELEVATION B. STORM SEWER FLOW LINE AT EACH STRUCTURE C. UNDERGROUND BENDS, TEES, WYES, CONNECTIONS WITH NORTHING, EASTING ELEVATION OF TOP OF PIPE D. STORM PIPE SIZE E. STORM STRUCTURE SIZE F. STORM INLET OPENING ORIENTATION (FOR AREA INLETS ONLY) G. DETENTION PONDS (TOP, TOE, OVERFLOW SPILLWAY, OUTLET STRUCTURE, NORMAL POOL FOR WET PONDS) 15. STORM SEWER "AS -CONSTRUCTED" DATA SHALL BE SUBMITTED TO THE LEAD CIVIL ENGINEER FOR REVIEW AND FINAL APPROVAL. 16. ALL STORM STRUCTURES IDENTIFIED AS GRATE INLETS ON THE PLANS SHALL BE NYLOPLAST OR AN ENGINEER APPROVED ALTERNATIVE. NO REVISION ZONE DATE BY CHK ENG NO REVISION ZONE DATE BY CHK ENG REFERENCE DRAWINGS ISSUED FOR PERMITTING X -X 03/03/25 KMS EJF AVC DWG NO. MANUFACTURER DESCRIPTION �p00 L/CF . EN: KMS ENG: AVC PM: TDB APVD: SJR DATE: 03-03-25 SCALE: 1"=100' leasiEnergy- PUBLIC SERVICE COMPANY OF COLORADO DATE: 03-03-25 DATE: 03-03-25 DATE: 03-03-25 CHK: EJF DATE: 03-03-25 CHK: AVC PROJ. NO: 20055387 FORT ST. VRAIN SEGS-UNITS 7&8 STORMWATER KEY PLAN DATE: 03-03-25 DWG NO 7STF-S3300 SHEET NO 1 REV A B C D E F G H I J K NOTES: \ I e> I I l 1. REFER TO DWG 7STF-53300 FOR ADDITIONAL NOTES, I co go I \ `g INFORMATION, AND A GENERAL LAYOUT OF THE STORM 1 N I 5' WIDE BOTTOM ��11 % SEWER NETWORK. 4 I TRAPEZ4:1 SIDE DITCH I 2. CAUTION - ALL EXISTING AND PROPOSED UTILITIES ARE NOT ---�--- 'o'>. 5' WIDE BOTTOM �� SHOWN. CONTRACTOR TO VERIFY LOCATION PRIOR TO l%//\As. - TRAPEZOIDAL DITCH EXCAVATION. I, - - 5' WIDE BOTTOM _ -' - TRAPEZOIDAL DITCH _, r ISM! � M,- l/�i�� ,� 4:1 4:1 SIDE SLOPES I 4:1 SIDE SLOPES b -- - -_ i a'h zoo A�I I ., a STA 10+18.19 - CULVERT 200 REFER TO DWG 7STF-53303 FOR RIPRAP OUTLET REFER TO DWG 7STF-53303 a^ FOR RIPRAP OUTLET INSTALL N 18" 5992.086 HDPE END SECTION REFER FOR R TO DWG PRAP 7STF-53303 OUTLET 2 PROTECTION DETAILS o A PROTECTION DETAILS E 4302.396 o aAg a1$----------- PROTECTION DETAILS -��--� --� „ __ -� '�,� - - 300 \ �. _ lam• 10+00 1r HDPE 10+95 STA 10+15.69 CULVERT 300 ❑d us --.100 — - _ _ `/ STA 10+14.66 - CULVERT 100 --" \\ \\ or 0.0 - INSTALL N 5806.149 18" HDPE END SECTION INSTALL 18" HDPE END SECTION a c E 4305.378 /co - N6111.859 i 1 d'•- v 10+00 10+95 - - E 3965.866 �Sp co IN 201 / ►. 18" HDPE / •OF STA 10+78.19 - CULVERT 200r. ® __ I� - e o ro INSTALL 30" GRATE INLET --�- 3 _ - - a o N 5992.086 w ^ / O O O E 4242.401 -1101 t. L�J O O C el. a A a STA 10+62.66 CULVERT 100 / N J :: .. - 1 o A �n n m 301 111 INSTALL 30" GRATE INLET o I - • - -Nu® m v 00 STA 10+80.69 - CULVERT 300 N 6071.841 ) s A v co INSTALL 30" GRATE INLET o, .. E 3992.379 o N 5806.149 — C C NN. w v ,. \ N O w E 4240.381 III: — , �I ��s �� ° el.^ �81 — L7111I° I III I 1— ----- — ---_ co O1 op JA ' 1 4 — CULVERT 100 4810 CULVERT N 200 4810 4810 I �t CULVERT 300 III 4810 LI N 4810 4810 5 4805 101 4805 4805 o M 4805 4805 301 4805 o o o N v O co Cr M 4800 100 w w 4800 4800 200 L w w 4800 4800 300 U w w 4800 O LED L. O N g M 0, O C 4795 K W a 4795 4795 K W a 4795 4795 4795 STA 10+18.19 - CUL f STA 10+15.69 - CUL' I STA 10+14.66 - l ' s PROPOSED GRADE PROPOSED GRADE PROPOSED GRADE 4790 EXISTING GRADE 4790 4790 EXISTING GRADE 4790 4790 EXISTING GRADE -\-\_ 4790 \ / C 4785 4785 4785 4785 4785 4785 4780 4780 4780 60.00 L.F. X 18" HDPE @ 0.50% 4780 4780 4780 7 .18" HDPE=4783.89 c c a c 5 T (NM 18" HDPE = 4784.13 r 1T (E) 18" HDPE = 4783.90 65.00 L.F. X 18" HDPE @ 0.50% n 4775 4775 4775 4775 4775 v °�° 4775 a 0 - v 0- O 4770 4770 4770 4770 4770 a = x 4770 20 0 20 40 ui F SCALE IN FEET 8 " 0 " 0 0 HORIZONTAL SCALE: 1" = 20'-0" VERTICAL SCALE: 1" = 5'-0" 4765 a 4765 4765 4765 4765 " 4765 - PERMITTING - 10+00 10+50 NOT FOR CONSTRUCTION 10+70 10+00 10+50 10+95 10+00 10+50 10+85 5 NO REVISION ZONE DATE BY CHK ENG NO REVISION ZONE DATE BY CHK ENG REFERENCE DRAWINGS Pp0 L/C \,Oe;.`cUNL; F't'0+ O-0 �•"es -JC��1Zs ''"O PUBLIC SERVICE COMPANY OF COLORADO FORT ST. VRAIN SEGS-UNITS 7&8 STORMWATER PLAN AND PROFILE DWG NO 7STF-S3301 SHEET NO 2 REV / o \ \l 0 ISSUED FOR PERMITTING X -X 03/03/25 KMS EJF AVC DWG NO. MANUFACTURER DESCRIPTION . EN: KMS DATE: 03-03-25 CHK: EJF DATE: 03-03-25 SS;,'NA` ''G ENG: AVC DATE: 03-03-25 CHK: AVC DATE:03-03-25 PM: TDB DATE: 03-03-25 PROJ. NO: 20055387 APVD: SJR DATE: 03-03-25 SCALE: r=20' A I B I C I D I E I F I G I H I I I J I K NOTES: 1. REFER TO DWG 7STF-53300 FOR ADDITIONAL NOTES, INFORMATION, AND A GENERAL LAYOUT OF THE STORM 1 SEWER NETWORK. 2. CAUTION - ALL EXISTING AND PROPOSED UTILITIES ARE NOT SHOWN. CONTRACTOR TO VERIFY LOCATION PRIOR TO EXCAVATION. V I I I III I4V^ N m AA 0.$9/ 601 1 401 a N m m --- 400 STA 10+64.68 - CULVERT 400 O a " a v INSTALL 30"GRATE INLET 1 2 STA 10+11.68 - CULVERT 400 INSTALL 30" GRATE INLET II I I I - 600 N 5682.253 INSTALL 18" HDPE END SECTION N 5682.253 — I 501 I STA 10+13.19 - CULVERT 600 E 3967.969 N 5629.257 E4115.000 STA 10+63.68 -CULVERT 500 INSTALL 18" HDPE END SECTION \ -/// _ E 4115.000 ' INSTALL 30" GRATE INLET A1B9 1N 5632.253 /----_ I N 5682.253 E 3967.969 5' WIDE BOTTOM / - -- - 10+00 18" HDPE 10+75 x E 4029.044 — TRAPAZOIDAL Ix 10+00 10+75 I i DITCH 4:1 SIDE 18" HDPE SLOPES u, K 5'WIDE BOTTOM 10+00 18"HDPE 10+75 ------ X ro e N REFER TO DWG 4789 4i i I a ^ N 7STF-53303 FOR REFER TO DWG TRAPAZOIDAL r I 3 N a a0 ro �^ Nv N co 00 ' a' N A 4,,,,..p. ' RIPRAP OUTLET 7STF-53303 FOR PROTECTION DETAILS _ RIPRAP OUTLET — —500 STA 10+12.68 - CULVERT 500 DITCH 4:1 SIDE / SLOPES w 1p N I, N o0 0o N N \ REFER TO DWG I 00 A i„ A A 4789 PROTECTION cvi _,Im O40 co CO r-• DETAILS INSTALL N 5631.253 18" HDPE END SECTION v N ,� `�' v a ^ v a A a A '4 , 4 7STF-53303 FOR RIPRAP OUTLET PROTECTION DETAILS -' 199 / N E4029.044 "'m°�°00 00 L iii I I a ��.: Ivh I -.I 7, Z I 1 5' WIDE BOTTOM TRAPAZOIDAL DITCH 4:1 SIDE SLOPES z `: ®--s==- 4 4810 CULVERT 400 4810 CULVERT 500 4810 i Z CULVERT 600 4810 4810 4810 40 4805 4805 5 4805 48054805 4805 501 4805 o ut O05 oN LID I- o0 uu� a cc r. 400 , ® 0N0 4800 600 Lu 4800 4800 u Lu 4800 4800 4800 o u W STA 10+11.68 - CULVERT 400 STA 10+12.68 - CULVERT 50( 0 u TOP ELE /I PROPOSED GRADE - EXISTING GRADE TOP E 00 0 01 N 4 00 tO e 50 + 4795 - 4795 4795 0 4795 4795 N 4795 6 4790 PROPOSED GRADE EXISTING GRADE 4790 4790 PROPOSED GRADE EXISTING GRADE N 4790 4790 '^ 4790 ----- - 4785 4785 4785 4785 4785 4785 - 50.00 L.F. X 18" HDPE @ 0.50% 4780 53.00 L.F. X 18" HDPE @ 0.50% 4780 4780 51.00 L.F. X 18" HDPE @ 0.50% 4780 4780 4780 7 m N N a ,r. a '4,I N co N ONO 4775 : a 4775 4775 a a 4775 4775 a w 4775 a a Cr a a 0 0 0 ii 0 a = a ? a = 0 = - 00 N 0 Co 4770 ,-1 20 0 20 40 4770 4770 = v. 4770 4770 4770 0 N ~ u_0 SCALE IN FEET LL O 0 HORIZONTAL SCALE: 1" = 20'-0" 8 LL.0 O L.._VERTICAL SCALE: 1" = 5'-0" 4765 4765 4765 4765 4765 4765 5 - PERMITTING - 10+00 10+50 10+70 10+00 10+50 NOT FOR CONSTRUCTION 10+70 10+00 10+50 10+70 NO REVISION ZONE DATE BY CHK ENG NO REVISION ZONE DATE BY CHK ENG REFERENCE DRAWINGS Pp0 L/C \,Oe;.`cUNL; Ft'0+ :�"e, -��1�s ''"""g/ PUBLIC SERVICE COMPANY OF COLORADO FORT ST. VRAIN SEGS-UNITS 7&8 STORMWATER PLAN AND PROFILE DWG NO 7STF-S3302 SHEET NO 3 REV / D \ \ 0 ISSUED FOR PERMITTING X -X 03/03/25 KMS EJF AVC DWG NO. MANUFACTURER DESCRIPTION . 4N: KMS DATE: 03-03-25 CHK: EJF DATE: 03-03-25 SS;,'NA` G ENG: AVC DATE: 03-03-25 CHK: AVC DATE: 03-03-25 PM: TDB DATE: 03-03-25 PROJ. NO: 20055387 APVD: SJR DATE: 03-03-25 SCALE: t"=20' Hello