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Home My WebLink About20142864.tiff EXHIBIT J SOIL REPORTS As shown on the attached map and reports, multiple soils are found on the subject parcel. The information was compiled from the USDA Weld County Soil Survey. 21 Pawnee Crude Terminal Soils Map 15 T9N,R59W, Section 2: S2NE4; NE4NE4SE4 27 20 27 t i � ?I 17/ 20 30 27 27 27 Report— Map Unit Description Weld County, Colorado, Northern Part 20—Cascajo gravelly sandy loam, 5 to 20 percent slopes Map Unit Setting • Elevation:4,000 to 5,000 feet • Mean annual precipitation: 11 to 13 inches • Mean annual air temperature:52 to 54 degrees F • Frost-free period: 120 to 160 days Map Unit Composition • Cascajo and similar soils: 85 percent • Minor components: 15 percent Description of Cascajo Setting • Landform: Ridges, breaks • Down-slope shape:Linear • Across-slope shape: Linear • Parent material: Calcareous gravelly alluvium Typical profile • Hi - 0 to 3 inches: moderately alkaline, gravelly sandy loam • H2- 3 to 24 inches: moderately alkaline, very gravelly loamy sand • H3- 24 to 60 inches: moderately alkaline, very gravelly sand Properties and qualities • Slope: 5 to 20 percent • Depth to restrictive feature: More than 80 inches • Natural drainage class: Excessively drained • Capacity of the most limiting layer to transmit water(Ksat): High (2.00 to 6.00 in/hr) • Depth to water table: More than 80 inches • Frequency of flooding: None • Frequency of ponding: None • Calcium carbonate, maximum in profile:25 percent • Salinity, maximum in profile: Nonsaline (0.0 to 2.0 mmhos/cm) • Available water storage in profile: Low(about 3.9 inches) Interpretive groups • Farmland classification: Not prime farmland • Land capability classification (irrigated): None specified • Land capability classification (nonirrigated):7s • Hydrologic Soil Group:A • Ecological site: Gravel Breaks (R067BY063CO) Minor Components Stoneham • Percent of map unit: 14 percent Otero Percent of map unit: 1 percent Report—Map Unit Description Weld County, Colorado, Northern Part 31—Kim-Mitchell complex, 0 to 6 percent slopes Map Unit Setting • Elevation: 3,500 to 6,500 feet • Mean annual precipitation: 11 to 17 inches • Mean annual air temperature:46 to 54 degrees F • Frost-free period: 120 to 160 days Map Unit Composition • Kim and similar soils: 45 percent • Mitchell and similar soils:40 percent • Minor components: 15 percent Description of Kim Setting • Landform:Alluvial fans, plains • Down-slope shape: Linear • Across-slope shape: Linear • Parent material:Calcareous loamy alluvium Typical profile • Ht - 0 to 3 inches: moderately alkaline, loam • H2- 3 to 7 inches: moderately alkaline, clay loam • H3- 7 to 60 inches: moderately alkaline, loam Properties and qualities • Slope: 0 to 6 percent • Depth to restrictive feature: More than 80 inches • Natural drainage class:Well drained • Capacity of the most limiting layer to transmit water(Ksat): Moderately high (0.20 to 0.60 in/hr) • Depth to water table: More than 80 inches • Frequency of flooding: None • Frequency of ponding: None • Calcium carbonate, maximum in profile: 15 percent • Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 4.0 mmhos/cm) • Available water storage in profile: High (about 9.7 inches) Interpretive groups • Farmland classification: Farmland of statewide importance • Land capability classification (irrigated):4e • Land capability classification (nonin'igated):4e • Hydrologic Soil Group: B • Ecological site: Loamy Plains (R067BY002CO) Description of Mitchell Setting • Landform:Alluvial fans, plains • Down-slope shape: Linear • Across-slope shape: Linear • Parent material: Calcareous loamy alluvium Typical profile • H1 - 0 to 7 inches: moderately alkaline, silt loam • H2- 7 to 60 inches: moderately alkaline, silt loam Properties and qualities • Slope:0 to 6 percent • Depth to restrictive feature: More than 80 inches • Natural drainage class:Well drained • Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high (0.57 to 5.95 in/hr) • Depth to water table: More than 80 inches • Frequency of flooding: None • Frequency of ponding: None • Calcium carbonate, maximum in profile: 15 percent • Available water storage in profile: High (about 10.8 inches) Interpretive groups • Farmland classification: Farmland of statewide importance • Land capability classification (irrigated):4e • Land capability classification (nonirrigated):4e • Hydrologic Soil Group: B • Ecological site: Siltstone Plains(R067BY009CO) Minor Components Haverson • Percent of map unit: 5 percent Thedalund • Percent of map unit: 5 percent Keota Percent of map unit:5 percent Report—Map Unit Description Weld County, Colorado, Northern Part 45—Olney fine sandy loam, 6 to 9 percent slopes Map Unit Setting • Elevation: 3,500 to 5,800 feet • Mean annual precipitation: 11 to 15 inches • Mean annual air temperature:46 to 54 degrees F • Frost-free period: 125 to 175 days Map Unit Composition • Olney and similar soils: 85 percent • Minor components: 15 percent Description of Olney Setting • Landform: Plains • Down-slope shape: Linear • Across-slope shape: Linear • Parent material:Calcareous loamy alluvium Typical profile • H1 -0 to 6 inches: neutral, fine sandy loam • H2- 6 to 18 inches: neutral, sandy clay loam • 1-13- 18 to 60 inches: moderately alkaline, sandy loam • H4 - 60 to 64 inches: strongly alkaline, sandy loam Properties and qualities • Slope: 6 to 9 percent • Depth to restrictive feature: More than 80 inches • Natural drainage class:Well drained • Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high (0.57 to 2.00 in/hr) • Depth to water table: More than 80 inches • Frequency of flooding: None • Frequency of ponding: None • Calcium carbonate, maximum in profile: 15 percent • Salinity, maximum in profile: Nonsaline (0.0 to 2.0 mmhos/cm) • Available water storage in profile: Moderate (about 8.1 inches) Interpretive groups • Farmland classification: Not prime farmland • Land capability classification (irrigated): None specified • Land capability classification (nonirrigated):6e • Hydrologic Soil Group: B • Ecological site: Loamy Plains (R067BY002CO) Minor Components Ascalon • Percent of map unit: 5 percent Stoneham • Percent of map unit: 5 percent Vona Percent of map unit: 5 percent Report—Map Unit Description Weld County, Colorado, Northern Part 31—Kim-Mitchell complex, 0 to 6 percent slopes Map Unit Setting • Elevation: 3,500 to 6,500 feet • Mean annual precipitation: 11 to 17 inches • Mean annual air temperature:46 to 54 degrees F • Frost-free period: 120 to 160 days Map Unit Composition • Kim and similar soils:45 percent • Mitchell and similar soils:40 percent • Minor components: 15 percent Description of Kim Setting • Landform:Alluvial fans, plains • Down-slope shape: Linear • Across-slope shape: Linear • Parent material: Calcareous loamy alluvium Typical profile • H1 -0 to 3 inches: moderately alkaline, loam • H2- 3 to 7 inches: moderately alkaline, clay loam • H3- 7 to 60 inches: moderately alkaline, loam Properties and qualities • S/ope:0 to 6 percent • Depth to restrictive feature: More than 80 inches • Natural drainage class:Well drained • Capacity of the most limiting layer to transmit water(Ksat): Moderately high (0.20 to 0.60 in/hr) • Depth to water table: More than 80 inches • Frequency of flooding: None • Frequency of ponding: None • Calcium carbonate, maximum in profile: 15 percent • Salinity, maximum in profile: Nonsaline to very slightly saline(0.D to 4.0 mmhos/cm) • Available water storage in profile: High (about 9.7 inches) Interpretive groups • Farmland classification: Farmland of statewide importance • Land capability classification (irrigated):4e • Land capability classification (nonirrigated):4e • Hydrologic Soil Group: B • Ecological site: Loamy Plains (R067BY002CO) Description of Mitchell Setting • Landform:Alluvial fans, plains • Down-slope shape: Linear • Across-slope shape: Linear • Parent material: Calcareous loamy alluvium Typical profile • HI -0 to 7 inches: moderately alkaline, silt loam • H2- 7 to 60 inches: moderately alkaline, silt loam Properties and qualities • Slope: 0 to 6 percent • Depth to restrictive feature: More than 80 inches • Natural drainage class:Well drained • Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high (0.57 to 5.95 in/hr) • Depth to water table: More than 80 inches • Frequency of flooding: None • Frequency of ponding: None • Calcium carbonate, maximum in profile: 15 percent • Available water storage in profile: High (about 10.8 inches) Interpretive groups • Farmland classification: Farmland of statewide importance • Land capability classification (irrigated):4e • Land capability classification (nonirrigated):4e • Hydrologic Soil Group: B • Ecological site: Siltstone Plains(R067BY009CO) Minor Components Haverson • Percent of map unit: 5 percent Thedalund • Percent of map unit: 5 percent Keota Percent of map unit: 5 percent Report— Map Unit Description Weld County, Colorado, Northern Part 30—Keith loam,0 to 6 percent slopes Map Unit Setting • Elevation: 5,000 to 6,000 feet • Mean annual precipitation: 15 to 17 inches • Mean annual air temperature:46 to 48 degrees F • Frost-free period: 120 to 150 days Map Unit Composition • Keith and similar soils: 83 percent • Minor components: 17 percent Description of Keith Setting • Landform: Stream terraces, plains, swales • Down-slope shape: Linear • Across-slope shape: Linear • Parent material: Calcareous loamy alluvium Typical profile • H1 -0 to 4 inches: neutral, loam • H2-4 to 20 inches: neutral, silt loam • H3-20 to 60 inches: moderately alkaline, silt loam Properties and qualities • Slope: 0 to 6 percent • Depth to restrictive feature: More than 80 inches • Natural drainage class: Well drained • Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high (0.57 to 5.95 in/hr) • Depth to water table: More than 80 inches • Frequency of flooding: None • Frequency of ponding: None • Calcium carbonate, maximum in profile: 10 percent • Available water storage in profile: High (about 10.7 inches) Interpretive groups • Farmland classification: Prime farmland if irrigated • Land capability classification (irrigated): None specified • Land capability classification (nonirrigated):4e • Hydrologic Soil Group: B • Ecological site: Loamy Plains (R067BY002CO) Minor Components Weld • Percent of map unit: 8 percent Wages • Percent of map unit:4 percent Kim • Percent of map unit: 3 percent Mitchell Percent of map unit: 2 percent Report—Map Unit Description Weld County, Colorado, Northern Part 20—Cascajo gravelly sandy loam, 5 to 20 percent slopes Map Unit Setting • Elevation:4,000 to 5,000 feet • Mean annual precipitation: 11 to 13 inches • Mean annual air temperature: 52 to 54 degrees F • Frost-free period: 120 to 160 days Map Unit Composition • Cascajo and similar soils: 85 percent • Minor components: 15 percent Description of Cascajo Setting • Landform: Ridges, breaks • Down-slope shape: Linear • Across-slope shape: Linear • Parent material:Calcareous gravelly alluvium Typical profile • H1 -0 to 3 inches: moderately alkaline, gravelly sandy loam • H2- 3 to 24 inches: moderately alkaline, very gravelly loamy sand • 1-13-24 to 60 inches: moderately alkaline, very gravelly sand Properties and qualities • Slope: 5 to 20 percent • Depth to restrictive feature: More than 80 inches • Natural drainage class: Excessively drained • Capacity of the most limiting layer to transmit water(Ksat): High (2 00 to 6.00 in/hr) • Depth to water table: More than 80 inches • Frequency of flooding: None • Frequency of ponding: None • Calcium carbonate, maximum in profile: 25 percent • Salinity, maximum in profile: Nonsaline (0.0 to 2.0 mmhos/cm) • Available water storage in profile: Low(about 3.9 inches) Interpretive groups • Farmland classification: Not prime farmland • Land capability classification (irrigated): None specified • Land capability classification (nonirrigated): 7s • Hydrologic Soil Group:A • Ecological site: Gravel Breaks (R067BY063CO) Minor Components Stoneham • Percent of map unit: 14 percent Otero Percent of map unit 1 percent Geotechnical EngineeringReport Williams - UET Niobrara Terminal Southwest of County Roads 110 and 119 Weld County, Colorado August 5, 2014 Terracon Project No. 21145018 - . ♦.�rirw►- r • ".� �' - - _ar , • • . , . r4 -' •pi ' %h" I .:f' it:IS' ,? .1• 1 r• . - I , *, ti I • - :•- rf . I , I a _ . I. b' �\r • t C 1 4..1• ...+ _ l 1 1 ' •'. 1. 1 . I . - 1 , 4 \ i '1 1 , 1 1 - . • L } Prepared for: Pond & Company Norcross , Georgia Prepared by: Terracon Consultants, Inc. Greeley, Colorado Offices Nationwide Established in 1965 Employee - Owned terracon • com lierracon Geotechnical Environmental Construction Materials Facilities August 5, 2014 llerracon Pond & Company 3500 Parkway Lane Suite 600 Norcross, Georgia 30092 Attn : Mr. Bob Swann Re: Geotechnical Engineering Report Williams - UET Niobrara Terminal Southwest of County Roads 110 and 119, Weld County, Colorado Terracon Project No. 21145018 Dear Mr. Swann: Terracon Consultants, Inc. (Terracon) has completed the geotechnical engineering services for the project referenced above. These services were performed in general accordance with our proposal number P21140034 dated May 19, 2014 and signed purchase order dated June 30, 2014. This geotechnical engineering report presents the results of the subsurface exploration and provides geotechnical recommendations concerning earthwork and the design and construction of foundations and floor slabs for the proposed project. We appreciate the opportunity to be of service to you on this project. If you have any questions concerning this report, or if we may be of further service, please contact us. Sincerely, Terracon Consu -000 LIC , 1• go % i VOard•rj.•• oBE6T•ms`s 1%p '11 : O -o S 44348 m • I. ��,Fs�'M•� NC�� zef fog) Jason Mapes, RE `"� Eric D. Bernhardt, P.E. Office Manager Department Manager / Geotechnical Services Copies to: Addressee (via e-mail) Terracon Consultants, Inc. 1289 1st Avenue Greeley, Colorado 80631 P [970] 351 -0460 F [9701 353-8639 www.terracon.com Environmental • Facilities • Geotechnical • Materials TABLE OF CONTENTS Page EXECUTIVE SUMMARY i 1 .0 INTRODUCTION 1 2.0 PROJECT INFORMATION 2 2. 1 Project Description 2 2.2 Site Location and Description 2 3.0 SUBSURFACE CONDITIONS 3 3. 1 Typical Subsurface Profile 3 3.2 Laboratory Test Results 3 3.2. 1 Corrosion Potential 4 3.3 Groundwater 4 4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION 5 4. 1 Geotechnical Considerations 5 4. 1 . 1 Potentially Collapsible Overburden Soils 5 4. 1 .2 Difficult Excavation and Processing 5 4. 1 .3 Potentially Unstable Subgrade 5 4. 1 .4 Structural Considerations 5 4.2 Earthwork 6 4.2. 1 Site Preparation 7 4.2.2 Excavation 7 4.2.3 Excavation Safety 7 4.2.4 Subgrade Stability 8 4.2.5 Fill Recommendations 8 4.2.6 Fill Placement 8 4.2.7 Compaction Requirements 9 4.2.8 Grading and Drainage 9 4.3 Foundations 10 4.3. 1 Ring-wall Design Recommendations 10 4.3.2 Spread Footing Design Recommendations 11 4.4 Seismic Considerations 12 4.5 Floor Systems 12 4.6 Pavements and Roadways 13 4.7 Percolation Testing for Septic System Design 14 5.0 GENERAL COMMENTS 15 APPENDIX A — FIELD EXPLORATION Exhibit A-1 Site Location Map Exhibit A-2 Exploration Plan (Aerial) Exhibit A-3 Exploration Plan (Site Layout) Exhibit A-4 Cross Section A — A' Exhibit A-5 Cross Section B — B' Exhibit A-6 Cross Section C — C' Exhibit A-7 Field Exploration Description Exhibits A-8 to A-26 Boring Logs APPENDIX B - LABORATORY TESTING Exhibit B-1 Laboratory Testing Description Exhibits B-2 to B-3 Atterberg Limits Test Results Exhibits B-4 to B-11 Grain-size Distribution Test Results Exhibits B-12 to B-16 Swell-consolidation Test Results Exhibits B-17 to B-18 Moisture-density Relationship (Standard Proctor) Test Results APPENDIX C — SUPPORTING DOCUMENTS Exhibit C-1 General Notes Exhibit C-2 Unified Soil Classification System Exhibit C-3 Description of Rock Properties EXECUTIVE SUMMARY A geotechnical investigation has been performed for the Williams - UET Niobrara Terminal to be constructed southwest of County Roads 110 and 119 in Weld County, Colorado. Nineteen (19) test borings, included herein as Exhibits A-8 to A-26, were performed to depths of approximately 81/2 to 401/2 feet below the existing ground surface. Additionally, six (6) percolation holes were drilled to depths of about three (3) feet in the area of the proposed leach field. This report specifically addresses the recommendations for the proposed foundations, floor slabs, and earthwork for the proposed project. The data collected from the percolation testing is for informational purposes and will be utilized by others. Based on the information obtained from our subsurface exploration, the site can be developed for the proposed project. The following geotechnical considerations were identified: The overburden soils encountered within our test borings at the site generally consisted of fine-grained silts and clays with occasional sands. Further, the in-situ water contents of the soils are significantly below optimum, and the soils are collapsible when wetted. Accordingly, the overburden soils at the site are not considered suitable for the support of the crude oil storage tanks without being removed to the depth of bedrock, moisture conditioned to near optimum, and recompacted. Additionally, the recompacted on-site soils and broken-down bedrock should only be placed to an elevation of 12 inches below the bottom of the ring-wall foundation. The remaining fill placed immediately below the ring-wall foundation and extending within the ring-wall foundation up to the base of the tank should consist of structural fill meeting the specifications of a Colorado Department of Transportation (CDOT) Class 5 or Class 6 aggregate base course or equivalent. On-site soils may be reused as exterior foundation backfill around the ring-wall foundations. The truck canopy structure and other lightly loaded buildings can be supported on a system of shallow spread footings bearing on a minimum of three (3) feet of moisture conditioned and compacted on-site soils. Additionally, the concrete pavement section within the truck canopy and floor-slabs associated with the buildings can be constructed on a minimum of three (3) feet of moisture conditioned and compacted on-site soils. On-site soils and bedrock may be reused as fill (where suitable as described in this report). However, significant processing and moisture conditioning will be required to meet subgrade properties suitable for support. The 2009 International Building Code, Table 1613.5.2 IBC seismic site classification for this site is C. Responsive Resourceful Reliable Close monitoring of the construction operations discussed herein will be critical in achieving the design subgrade support. We therefore recommend that Terracon be retained to monitor this portion of the work. This summary should be used in conjunction with the entire report for design purposes. It should be recognized that details were not included or fully developed in this section, and the report must be read in its entirety for a comprehensive understanding of the items contained herein. The section titled GENERAL COMMENTS should be read for an understanding of the report limitations. Responsive Resourceful Reliable GEOTECHNICAL ENGINEERING REPORT Williams - UET Niobrara Terminal Southwest of County Roads 110 and 119 Weld County, Colorado Terracon Project No. 21145018 August 5, 2014 1 . 0 INTRODUCTION This report presents the results of our geotechnical engineering services performed for the proposed Williams — UET Niobrara Terminal to be located southwest of County Roads 110 and 119 in Weld County, Colorado. The purpose of these services is to provide information and geotechnical engineering recommendations relative to: o Subsurface soil and bedrock conditions o Groundwater conditions o Grading and drainage o Lateral earth pressures o Seismic considerations o Foundation design and construction o Floor system design and construction o Pavement subgrade preparation and design parameters o Earthwork Our geotechnical engineering scope of work for this project included the initial site visit, the advancement of 19 test borings to depths ranging from approximately 81/2 to 401/2 feet below existing site grades, laboratory testing for soil engineering properties and engineering analyses to provide foundation , slab-on-grade, and pavement design and construction recommendations. Logs of the borings along with Exploration Plans and Cross Sections are included in Appendix A. The results of the laboratory testing performed on soil and bedrock samples obtained from the site during the field exploration are included in Appendix B. Responsive Resourceful Reliable 1 Geotechnical Engineering Report lierracon Williams - UET Niobrara Terminal Weld County, Colorado August 5, 2014 Terracon Project No. 21145018 2 . 0 PROJECT INFORMATION 2.1 Project Description Item Description Site layout Refer to the Exploration Plans (Exhibits A-2 and A-3, Appendix A) We understand the site will be developed with three (3) — API 650 tanks approximately 125 feet in diameter and 48 feet tall. Additionally, a truck canopy structure approximately 80 feet wide Structures by 125 feet in length will be constructed along with miscellaneous lightly loaded buildings, site roadways, site utilities, and a septic system. Anticipated foundation construction: API 650 tanks: ring-wall foundations Construction 0 Canopy structures: shallow foundations 0 Buildings: shallow foundations / slab-on-grade floor systems Anticipated loading conditions: D API 650 tanks: Up to 3,000 pounds per square foot (psf) 0 Canopy structures and buildings: Maximum loads 0 Column loads of up to 50 kips (assumed) 0 Wall loads of up to 3 kips per linear foot (assumed) 0 Floor slab loads of up to 125 psf (assumed) Grading Cuts of up to 15 feet and fills of up to 7 feet may be required on the site. Cut and fill slopes 3H:1 V (horizontal to vertical) max (assumed) Design of pavement and roadway sections is not included in our Pavement and roadways scope of work. Design parameters for pavement subgrades are included to be used by others. 2.2 Site Location and Description Item Description The site is located southwest of the intersection of County Roads Location 110 and 119 in Weld County, Colorado. At the time of our field exploration, the site was undeveloped, Existing site features agricultural property. Responsive Resourceful Reliable 2 Geotechnical Engineering Report lierracon Williams - UET Niobrara Terminal Weld County, Colorado August 5, 2014 Terracon Project No. 21145018 Item Description North: Undeveloped , agricultural property followed by CR 110 East CR 119 Surrounding developments West: Undeveloped, agricultural property South: Undeveloped, agricultural property Current ground cover The site is vegetated with a sparse to moderate growth of native grasses. Existing topography The site slopes moderately down towards the southeast. 3. 0 SUBSURFACE CONDITIONS 3.1 Typical Subsurface Profile Specific conditions encountered at each boring location are indicated on the individual boring logs included in Appendix A. Stratification boundaries on the boring logs represent the approximate location of changes in soil types; in-situ , the transition between materials may be gradual. Based on the results of the borings, subsurface conditions on the project site can be generalized as follows: Approximate depth of bottom Material description Consistency/density/hardness of stratum (feet) Vegetative layer / topsoil About 6 inches - Overburden soils consisting primarily of sandy silts, sandy About 3 to 12 feet below existing Soft to hard / loose to medium lean clays, and silty-clayey site grades dense sands. Sedimentary bedrock consisting primarily of siltstone with Maximum depth explored (about Hard to very hard occasional lenses of claystone 401/2 feet) and sandstone In order to characterize subsurface conditions encountered within our test borings at the site, we prepared three (3) cross-sections as presented on Exhibits A-4 through A-6. 3.2 Laboratory Test Results The overburden soils encountered within our test borings on the site consisted primarily of sandy silts, sandy lean clays, and silty-clayey sands with fines contents (materials passing the No. 200 sieve) ranging from 12 to 88 percent by weight and Plasticity Indices ranging from non- plastic to 16. Responsive Resourceful Reliable 3 Geotechnical Engineering Report lierracon Williams - UET Niobrara Terminal Weld County, Colorado August 5, 2014 Terracon Project No. 21145018 Swell-consolidation testing is used to determine swell or consolidation of a sample when water is introduced to the sample under a predetermined surcharge loading condition . The amount of swell or consolidation is expressed as a percentage of the original sample thickness. Five (5) swell-consolidation tests were performed on samples collected from this site under an applied pressure of 500 pounds per square foot (psf). The samples selected exhibited 0.7 percent swell to 5.4 percent compression when wetted. Laboratory test results are presented in Appendix B. 3.2. 1 Corrosion Potential Laboratory test results for select samples tested indicate that on-site soils have the following properties: Sample Water- ReDox Electrical Boring Water-soluble Depth soluble Potential Resistivity pH Sulfide No. (feet) Sulfate' (%) (mV) (ohm.cm) Chloride (%) 1 0.5 to 5 0.025 157 536 7.7 0.0185 Negative 7 0.5 to 5 0.007 167 1 ,353 8.1 0.0054 Negative 18 0.5 to 5 0.004 164 2,101 8.0 0.0037 Negative Results of water-soluble sulfate testing indicate that a sample of the on-site soils tested has negligible sulfate concentrations when classified in accordance with Table 4.3.1 of the ACI Design Manual. Concrete should be designed in accordance with the provisions of the ACI Design Manual, Section 318, Chapter 4. 3.3 Groundwater The borings were observed while drilling for the presence and level of groundwater. Groundwater was not encountered within the borings at the time of drilling . Accordingly, the borings were immediately backfilled and subsequent groundwater measurements were not obtained . These observations represent groundwater conditions at the time of the field exploration , and may not be indicative of other times or at other locations. Groundwater levels can be expected to fluctuate. Groundwater level fluctuations occur due to seasonal variations in the amount of rainfall, runoff and other factors not evident at the time the borings were performed. Therefore, groundwater levels during construction or at other times in the life of the structures may be higher or lower than the levels indicated on the boring logs. The possibility of groundwater level fluctuations should be considered when developing the design and construction plans for the project. However, we do not believe groundwater will impact the proposed construction at this site. Responsive Resourceful Reliable 4 Geotechnical Engineering Report lierracon Williams - UET Niobrara Terminal Weld County, Colorado August 5, 2014 Terracon Project No. 21145018 4. 0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION 4.1 Geotechnical Considerations 4.1 . 1 Potentially Collapsible Overburden Soils The overburden soils encountered within our test borings at the site generally consisted of fine- grained silts and clays with occasional sands present. Further, the in-situ water contents of the soils are significantly below optimum, and the soils are collapsible when wetted. Accordingly, the overburden soils at the site are not considered suitable for the support of structures, slabs, or pavements on the site without modification . Subgrade modification recommendations specific to proposed structures are presented in detail in this report. 4. 1 .2 Difficult Excavation and Processing Excavations into bedrock and cemented overburden soils will be required on the site. Heavy- duty excavation equipment may be required to advance the excavations on the site. Further, the overburden soils and bedrock encountered on the site will require significant processing and moisture conditioning prior to their reuse as fill on the site. Processing will likely require a disc and a significant volume of water to condition properly. We recommend the project documents include budget contingencies for difficult excavation and processing . 4.1 .3 Potentially Unstable Subgrade The fine-grained soils encountered within our test borings at the site could become unstable at water contents near or above optimum . We believe subgrade stabilization will likely be required during site development. Recommendations for stabilizing potentially unstable subgrade are presented in this report. 4.1 .4 Structural Considerations Based on information from the geotechnical engineering analyses, subsurface exploration, and laboratory testing results, it is our opinion the proposed tanks can be supported on ring-wall foundations bearing on a combination of imported structural fill and engineered fill consisting of over-excavated , processed, and moisture conditioned on-site native soils and / or broken-down bedrock extending to undisturbed bedrock. The fill beneath the tanks should be relatively uniform in thickness to reduce the potential for differential settlements. Based on elevations obtained from interpolating topographical contours on the site plan provided to us and depths to bedrock encountered within our test borings at the site, we anticipate over-excavations beneath the tanks will need to be advanced to the following approximate elevations prior to the placement of fills: 0 Tank 1 : 4963 feet 0 Tank 2: 4965 feet 0 Tank 3: 4968 feet Responsive Resourceful Reliable 5 Geotechnical Engineering Report lierracon Williams - UET Niobrara Terminal Weld County, Colorado August 5, 2014 Terracon Project No. 21145018 The approximate elevations given above are estimates only, and will need to be confirmed in the field during construction. On-site soils and / or broken-down bedrock may be used as engineered fill beneath the tanks up to an elevation of 12 inches below the bottom of the ring-wall foundations. The remaining fill placed immediately below the ring-wall foundation and extending within the ring-wall foundation up to the base of the tank should consist of structural fill meeting the specifications of a Colorado Department of Transportation (CDOT) Class 5 or Class 6 aggregate base course or equivalent. On-site soils may be reused as exterior foundation backfill around the ring-wall foundations. The truck canopy and miscellaneous lightly loaded buildings can be supported on shallow footing foundations bearing on a minimum of three (3) feet of over-excavated, processed , moisture conditioned, and compacted on-site soils, or newly placed engineered fill. Slab-on-grade floor systems and concrete pavements within the truck canopy can be constructed on a minimum of three (3) feet of over-excavated, processed, moisture conditioned, and compacted on-site soils, or newly placed engineered fill. Site roadway sections may be constructed on a minimum of 18 inches of over-excavated, processed, moisture conditioned, and recompacted on-site soils or bedrock. Additionally, the roadway subgrade should be thoroughly proof-rolled with a single axel, fully loaded water truck prior to section construction. Design and construction recommendations for foundation systems, floor-slabs, roadways, and other earth related phases of the project are presented below. 4.2 Earthwork The following presents recommendations for site preparation , excavation , subgrade preparation and placement of engineered fills on the project. The recommendations presented for design and construction of earth-supported elements including foundations, floor-slabs and roadways will be contingent upon following the recommendations presented in this section. Earthwork on the project should be observed and evaluated by Terracon. The evaluation of earthwork should include observation and testing of engineered fill, subgrade preparation , foundation bearing soils, and other geotechnical conditions exposed during the construction of the project. In particular, Terracon should be retained to assist the project team with confirmation of subsurface conditions resulting during the over-excavation process below proposed structures and roadways. Responsive Resourceful Reliable 6 Geotechnical Engineering Report lierracon Williams - UET Niobrara Terminal Weld County, Colorado August 5, 2014 Terracon Project No. 21145018 4.2 . 1 Site Preparation Strip and remove existing vegetation, the recommended depth of unsuitable overburden soils, and any other deleterious materials from the proposed areas of construction . Stripped organic materials should be wasted from the site, or used to revegetate landscaped areas after completion of grading operations. Prior to the placement of fills, the site should be graded to create a relatively level surface to receive fill, and to provide for a relatively uniform thickness of fill beneath proposed structures. If fill is placed in areas of the site where existing slopes are steeper than 5: 1 (horizontal:vertical), the area should be benched to reduce the potential for slippage between existing slopes and fills. Benches should be wide enough to accommodate compaction and earth moving equipment, and to allow placement of horizontal lifts of fill. 4.2 .2 Excavation Excavation penetrating the bedrock or cemented soils may require the use of specialized heavy- duty equipment to advance the excavation and facilitate rock break-up and removal. Consideration should be given to obtaining a unit price for difficult excavation in the contract documents for the project. The soils excavated can vary significantly across the site as their soil classifications are based solely on the materials encountered in widely spaced exploratory test borings. The contractor should verify that similar conditions exist throughout the proposed area of excavation. If different subsurface conditions are encountered at the time of construction, the actual conditions should be evaluated to determine any excavation modifications necessary to maintain safe conditions. Although evidence of fills or underground facilities were not observed during the site reconnaissance, such features could be encountered during construction. If unexpected fills or underground facilities are encountered, such features should be removed and the excavation thoroughly cleaned prior to backfill placement and / or construction. Depending upon seasonal conditions, surface water infiltration may be encountered in excavations on the site. It is anticipated that pumping from sumps may be utilized to control water within excavations. 4.2.3 Excavation Safety The soil conditions should be evaluated during the excavation process and the stability of the soils determined at that time by the contractors' Competent Person. Slope inclinations flatter than the OSHA maximum values may have to be used. The individual contractor(s) should be made responsible for designing and constructing stable, temporary excavations as required to maintain stability of both the excavation sides and bottom . All excavations should be sloped or shored in Responsive Resourceful Reliable 7 Geotechnical Engineering Report lierracon Williams - UET Niobrara Terminal Weld County, Colorado August 5, 2014 Terracon Project No. 21145018 the interest of safety following local, and federal regulations, including current OSHA excavation and trench safety standards. If any excavation, including a utility trench, is extended to a depth of more than 20 feet, it will be necessary to have the side slopes and/or shoring system designed by a professional engineer. As a safety measure, it is recommended that all vehicles and soil piles be kept a minimum lateral distance from the crest of the slope equal to the slope height. The exposed slope face should be protected against the elements. 4.2.4 Subgrade Stability The stability of the subgrade may be affected by precipitation, repetitive construction traffic or other factors. If unstable conditions develop, workability may be improved by scarifying and drying . Alternatively, overexcavation of wet zones and replacement with granular materials may be used, or crushed gravel and/or rock can be tracked or `crowded' into the unstable surface soil until a stable working surface is attained . Additionally, the use of geogrid may also be considered to attain stable subgrade conditions. 4.2 .5 Fill Recommendations Clean on-site soils and broken-down bedrock may be used as fill for the portions of the project previously described . Imported structural fill should meet the following material property requirements: Sieve Size CDOT Class 5 CDOT Class 6 Percent passing by weight Percent passing by weight 2" 100 1" 95 to 100 100 No. 4 30 to 70 30 to 65 No. 8 25 to 55 No. 200 3 to 15 3 to 12 On-site soils and bedrock reused as engineered fill will require significant processing and moisture conditioning to achieve compaction requirements. All materials to be used as fill should be approved by a Terracon . 4.2 .6 Fill Placement All exposed bedrock subgrade which will receive fill, once properly cleared and leveled , should be observed by a Terracon prior to fill placement. All exposed overburden soils which will receive fill, once properly cleared and leveled , should be scarified to a depth of 8 inches, moisture conditioned to near optimum, and recompacted to a minimum of 95 percent of the maximum dry unit weight as determined by ASTM D698. Responsive Resourceful Reliable 8 Geotechnical Engineering Report lierracon Williams - UET Niobrara Terminal Weld County, Colorado August 5, 2014 Terracon Project No. 21145018 The recommendations for placement and compaction criteria presented assume that fill depths will be less than eight (8) feet. Fills on the order of eight (8) feet in depth, when placed and compacted as recommended in this report, will experience some settlement, generally one inch or less. The amount and rate of settlement will be increased if water is introduced into the fill. It is noted that settlement of the fill material due to self-weight is in addition to settlements due to structural induced loads. It is possible to reduce the settlement due to self-weight by increasing the compactive effort when placing the fill. 4.2 .7 Compaction Requirements Fill should be placed and compacted in horizontal lifts, using equipment and procedures that will produce recommended moisture contents and densities throughout the lift. Minimum Acceptable Lift Moisture Location 2 Compaction 3 Material Thickness Content Requirements Beneath On site soils or 8 inches 98% of D698 -3% to +2% of foundations bedrock and imported (loose) (standard proctor) optimum granular fill Center of ring- 8 inches 98% of D698 -3% to +2% of Imported granular fill wall foundations (loose) (standard proctor) optimum Exterior On-site soils or 8 inches 95% of D698 -3% to +2% of foundation backfill' imported granular fill (loose) (standard proctor) optimum General site fill (secondary On site soils or 12 inches 95% of D698 -3% to +2% of bedrock, or imported containment, (loose) (standard proctor) optimum fill etc.) 1 . Exterior foundation backfill should be placed concurrently with interior foundation backfill to reduce the risk of damaging foundation elements. 2. All fill material should be approved by the geotechnical engineer prior to placement. 3. On-site soils reused as fill will require reworking and moisture conditioning to achieve compaction requirements. Where total fill thicknesses exceed eight (8) feet, we recommend increasing the compactive effort to achieve at least 98 percent of the maximum dry unit weight as determined by ASTM D698. 4.2.8 Grading and Drainage Positive drainage should be provided away from the structures during construction and maintained throughout the life of the project. Infiltration of water into excavations must be prevented during construction . Surface features which could retain water adjacent to structures should be sealed or eliminated. In areas where aprons or pavements do not adjoin the Responsive Resourceful Reliable 9 Geotechnical Engineering Report lierracon Williams - UET Niobrara Terminal Weld County, Colorado August 5, 2014 Terracon Project No. 21145018 structures, we recommend that protective slopes be provided with a minimum grade of approximately 10 percent for at least 10 feet beyond the perimeter of the structures. Downspouts, roof drains or scuppers (if any) should discharge into splash blocks or extensions when the ground surface beneath such features is not protected by exterior slabs or paving . Backfill against footings, exterior walls and in utility trenches should be well compacted and free of all construction debris to reduce the possibility of moisture infiltration. 4.3 Foundations The storage tanks may be supported on ring-wall foundations bearing on a combination of imported structural fill and over-excavated, processed, moisture conditioned on-site soils as previously discussed. The truck canopy and miscellaneous lightly loaded buildings may be supported on shallow footing foundations bearing on a minimum of three (3) feet of over- excavated, processed, moisture conditioned, and recompacted on-site soils. Design recommendations for foundations are presented below. 4.3. 1 Ring-wall Design Recommendations Description Value Applicable Structures API-650 Tanks Twelve (12) inches of imported structural fill on over-excavated, processed, Bearing material moisture conditioned, and recompacted on-site soils extending to undisturbed bedrock. Maximum allowable bearing pressure' 3,000 psf Active, Ka = 0.28 Lateral earth pressure coefficients' Passive, Kp = 3.5 At-Rest, Ko = 0.44 Sliding coefficient' m=0.54 Moist soil unit weight y = 130 pcf Minimum embedment depth below finished grade 36 inches Total estimated settlement Up to 2 inches Estimated differential settlement 1/2 to % of total settlement 1 . The design bearing pressure applies to dead loads plus design live load conditions. The design bearing pressure may be increased by one-third when considering total loads that include wind or seismic conditions. 2. The lateral earth pressure and sliding coefficients given above are ultimate values and do not include any factor of safety. The foundation designer should include appropriate factors of safety. Responsive Resourceful Reliable 10 Geotechnical Engineering Report lierracon Williams - UET Niobrara Terminal Weld County, Colorado August 5, 2014 Terracon Project No. 21145018 4.3.2 Spread Footing Design Recommendations Description Value Truck canopy and miscellaneous lightly Applicable structures loaded buildings. Three (3) feet of over-excavated, Bearing material processed, moisture conditioned, and recompacted on-site soils. Maximum allowable bearing pressure' 1 ,500 psf Active, Ka = 0.33 Lateral earth pressure coefficients2 Passive, Kp = 3.0 At-Rest, Ko = 0.50 Sliding coefficient2 m = 0.46 Moist soil unit weight y = 110 pcf Minimum embedment depth below finished grade 36 inches Total estimated settlement Up to 1 inch Estimated differential settlement '/2 to % of total settlement 1 . The design bearing pressure applies to dead loads plus design live load conditions. The design bearing pressure may be increased by one-third when considering total loads that include wind or seismic conditions. 2. The lateral earth pressure and sliding coefficients given above are ultimate values and do not include any factor of safety. The foundation designer should include appropriate factors of safety. Foundations should be proportioned to reduce differential foundation movement. Proportioning on the basis of equal total settlement is recommended; however, proportioning to relative constant dead-load pressure will also reduce differential movement between adjacent foundations. Foundations should be reinforced as necessary to reduce the potential for distress caused by differential foundation movement. The engineered fill should extend laterally an additional distance of 8 inches for each foot of vertical placement. Responsive Resourceful Reliable 11 Geotechnical Engineering Report lierracon Williams - UET Niobrara Terminal Weld County, Colorado August 5, 2014 Terracon Project No. 21145018 4.4 Seismic Considerations Code Used Site Classification 2009 International Building Code (IBC) 1 C2 1 . In general accordance with the 2009 International Building Code, Table 1613.5.2. 2. The 2009 International Building Code (IBC) requires a site soil profile determination extending a depth of 100 feet for seismic site classification. The current scope requested does not include the required 100 foot soil profile determination. Additional exploration to deeper depths could be performed to confirm the conditions below the current depth of exploration. Alternatively, a geophysical exploration could be utilized in order to attempt to justify a higher seismic site class. 4.5 Floor Systems Slab-on-grade floor systems are considered suitable provided they are constructed on a minimum of three (3) feet of over-excavated, processed, moisture conditioned, and recompacted on-site soils, or newly placed fill . Some movement of slab-on-grade floors should be expected. If very little movement can be tolerated, a structurally-supported floor system should be used. Some differential movement of a slab-on-grade floor system is possible if the moisture content of the subgrade soils is increased . To reduce potential slab movements, the subgrade soils should be prepared as presented in the 4.2 Earthwork section of this report. For structural design of concrete slabs-on-grade, a modulus of subgrade reaction of 100 pounds per cubic inch (pci) may be used for floors supported on compacted on-soils. A modulus of 200 pci may be used for floors supported on non-expansive, imported granular fill meeting the specifications previously presented. Additional floor slab design and construction recommendations are as follows: Positive separations and/or isolation joints should be provided between slabs and all foundations, columns, or utility lines to allow independent movement. Control joints should be provided in slabs after concrete placement in accordance with ACI Design Manual, Section 302. 1R-37 8.3. 12 (tooled control joints are not recommended) to control the location and extent of cracking . Interior utility trench backfill placed beneath slabs should be compacted in accordance with the recommended specifications given in the Earthwork section of this report. Floor slabs should not be constructed on frozen subgrade. Responsive Resourceful Reliable 12 Geotechnical Engineering Report lierracon Williams - UET Niobrara Terminal Weld County, Colorado August 5, 2014 Terracon Project No. 21145018 The use of a vapor retarder should be considered beneath concrete slabs on grade that will be covered with wood, tile, carpet or other moisture sensitive or impervious coverings, or when the slab will support equipment sensitive to moisture. When conditions warrant the use of a vapor retarder, the slab designer and slab contractor should refer to ACI 302 for procedures and cautions regarding the use and placement of a vapor retarder. Other design and construction considerations, as outlined in the ACI Design Manual, Section 302. 1R are recommended. 4.6 Pavements and Roadways Design of pavement and roadway sections is not included in our scope of work. The concrete pavement within the canopy structure should be constructed on a minimum of three (3) feet of over-excavated , processed , moisture conditioned, and compacted on-site soils, or newly placed fill. The roadway sections should be constructed on a minimum of 18 inches of over-excavated , processed, moisture conditioned , and compacted on-site soils, or newly placed fill. An assumed R-value of 8 is recommended for roadway and pavement thickness design. Site grading is generally accomplished early in the construction phase. However, as construction proceeds, the subgrade may be disturbed due to utility excavations, construction traffic, desiccation, or rainfall. As a result, the pavement subgrade may not be suitable for pavement construction and corrective action will be required. The subgrade should be carefully evaluated at the time of pavement construction for signs of disturbance or excessive rutting . If disturbance has occurred , pavement subgrade areas should be reworked, moisture conditioned, and properly compacted to the recommendations in this report immediately prior to paving . We recommend the pavement areas be rough graded and then thoroughly proof rolled final grading and paving . Particular attention should be paid to high traffic areas that were rutted and disturbed earlier and to areas where backfilled trenches are located. Areas where unsuitable conditions are located should be repaired by removing and replacing the materials with properly compacted fills. All pavement areas should be moisture conditioned and properly compacted to the recommendations in this report immediately prior to paving . Responsive Resourceful Reliable 13 Geotechnical Engineering Report lierracon Williams - UET Niobrara Terminal Weld County, Colorado August 5, 2014 Terracon Project No. 21145018 4.7 Percolation Testing for Septic System Design Percolation testing was performed in accordance with the Code of Colorado Regulations (CCR) Title: 5 CCR 1002-43 ON-SITE WASTEWATER TREATMENT SYSTEM REGULATION . One ( 1 ) profile test boring (Boring P-1 ) was advanced to a depth of 8% feet in the area of the proposed leach field . Additionally, six (6) percolation holes were advanced to depths of about 36 inches. The layout of the percolation holes and profile boring is presented below: 2 30 - :- 3 4.. sk 30 P-1 Lat: 40.780148 Long: -103.937651 N 1 6 5 Sandy silt was encountered to a depth of about 4% feet below existing site grades within Boring P-1 . Silty sand was encountered underlying the sandy silt in Boring P-1 . Groundwater or bedrock was not encountered within Boring P-1 . The following table presents the soil type and percolation rate measured within each percolation hole: Percolation Hole Soil Type Percolation Rate (min/inch) 1 ML 25 2 ML 42 3 ML 40 4 ML 25 5 ML 42 6 ML 54 Responsive Resourceful Reliable 14 Geotechnical Engineering Report lierracon Williams - UET Niobrara Terminal Weld County, Colorado August 5, 2014 Terracon Project No. 21145018 An average percolation rate of 38 minutes per inch should be used for the design of the leach field . The system should be designed in accordance with the Code of Colorado Regulations noted above. 5. 0 GENERAL COMMENTS Terracon should be retained to review the final design plans and specifications so comments can be made regarding interpretation and implementation of our geotechnical recommendations in the design and specifications. Terracon also should be retained to provide observation and testing services during grading, excavation, foundation construction and other earth-related construction phases of the project. The analysis and recommendations presented in this report are based upon the data obtained from the borings performed at the indicated locations and from other information discussed in this report. This report does not reflect variations that may occur between borings, across the site, or due to the modifying effects of construction or weather. The nature and extent of such variations may not become evident until during or after construction . If variations appear, we should be immediately notified so that further evaluation and supplemental recommendations can be provided. The scope of services for this project does not include either specifically or by implication any environmental or biological (e.g . , mold, fungi, bacteria) assessment of the site or identification or prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the potential for such contamination or pollution, other studies should be undertaken. This report has been prepared for the exclusive use of our client for specific application to the project discussed and has been prepared in accordance with generally accepted geotechnical engineering practices. No warranties, either express or implied , are intended or made. Site safety, excavation support, and dewatering requirements are the responsibility of others. In the event that changes in the nature, design, or location of the project as presented in this report are planned , the conclusions and recommendations contained in this report shall not be considered valid unless Terracon reviews the changes and either verifies or modifies the conclusions of this report in writing . Field Exploration Description The scope of the services performed for this project included site reconnaissance by a geotechnical engineer, subsurface exploration program and laboratory testing . Nineteen (19) test borings were performed between the dates of July 14, 2014 and July 18, 2014. The borings were advanced to approximate depths of 8'/2 to 401/2 feet below the existing ground surface at the approximate locations shown on the Exploration Plans, Exhibits A-2 and A-3. The borings were advanced with a truck-mounted drill rig utilizing 4-inch diameter solid-stem augers. Responsive Resourceful Reliable 15 APPENDIX A FIELD EXPLORATION . ..-' t \ ` \ _----.�---"... ...� \-',..;- -, - '`-� 1 J ri r! 1 it i _./ _, .•-r 1 .-_-_-..._ _." ' 1 ( i ) ) ' I r r -,_.... 0,47N_ __.;f � III I N. � r I �` •VI - , - Gv s -- /..---.._ _. 111 l j �r •� pt. � xrI f r' ''' _�' j I x SiQ(� !a. '• �� 111:- I • • + ii .�5'1 ' T� I 1 / ; ill I •`t j3� • • �� - l _ , F, r _ H. , 1‘ ..----..,..\\,),;.: ". Cam '•} I `.r -'\,\ �' 1•l, \I - `_1� 'I I HQ�EO + 1 �\S/� .,\ _ + • llf� � f/� 1\k.'tr ' 1 I - '• `\\ IYt'``.�' ''�` _ ' .I ,' I/. it 11' . o *ti • 1 1 II � `� y _ 1 V - 44 ." ‘ . I .. •. , ."._,....: / , . .,_____.../ , . i J /• if �.. t _ , r • J ` .(O-------._J� fl ) kiiclj.5.. / I - . - I L9d±+c _ _ — rer• / '(•_~'\` a� — ,,\—+ I ti -I• _ r _ 1 I / `' , •,.„-----, -) , ,,,quz. . •• it - r• •••• " t , , , ...._ ., , t , .• ,t . -. , . ..‘ . clii . i , •; r, , — — I €, ./y , .\ .) ..„.,..,.., i. , . ,. -74- \48698 1 j I � t • TOPOGRAPHIC MAP IMAGE COURTESY OF THE U.S. GEOLOGICAL SURVEY QUADRANGLES INCLUDE: PAWNEE BUTTES, CO (1/1/1997). Project Manager: Project No. SITE LOCATION MAP Exhibit JRM 21145018 [erreccin Drawn by: Scale. 1:24,000 Checked by: EDB File Name: 1289 First Avenue Williams - UET Niobrara Terminal A. 1 Southwest of County Roads 110 and 119 A _ 1 Approved by: Date: Greeley, Colorado Weld County, Colorado EDB 7/21/2014 I- --).4 10 I 13 2 5 - 8 11 ri e".' 4 80- 15 17 3 6 9 12 'a 16 18 14 •• • 4 I . • - •• II: • ' - • P-1 . I e t— N � Y . I _ t i _' • ,J �t 1r - • j , I I .Vil a . J 2)14 f,71_rt,: At 2Lr it r_Ci i; J _rU '-. I lta:s DIAGRAM IS FOR GENERAL LOCATION ONLY. AND IS AERIAL PHOTOGRAPHY PROVIDED NOT INTENDED FOR CONSTRUCTION PURPOSES BY MICROSOFT BING MAPS Project Manager: Project 2 jM 1145018 EXPLORATION PLAN (AERIAL) Exhibit Drawn by: Scale: ir erracon MRA AS SHOWN Williams - UET Niobrara Terminal Checked by: File Name: �_� EDB 1289 First Avenue Southwest of County Roads 110 and 119 Approved by: Date: Greeley, Colorado Weld County, Colorado EDB 7/21/2014 LIMITS OF DISTURBANCE - /% - - • - - WI �% ---- /IE OUT 4969.74 / - 911t t / I - ........................ 1........................ - Iiil WI 03 4sl5 —� ILI" E IN�986.78 GI r `GI DI 4R IE IN 4965.11 E IN-4983•$5 IE IN�9E X21 _ - 4975 _ - = 497212 \\ 1X-- Gi IEOUT=4966.77 IEOUT=4965.11 ---�- >< 49 390 497490 497322 \ . GI - GI IEOUT=4963.55 IE OUT -0 • y - — — _— .• yaaa�.. 4vs il)� I 4 `7 , }T.>.o IE 0UTIE 949 5383 IE OUT 4984 39 IE IN=4964.39 —• -jam^_ t` 4 • 1 it .9,4.,0 '4:3t� ) -- - - --- -- I "$ '� $ I I1 1 ft -mix 11 I ' 1 I 497450 /' 7 — 1 49]7.0 s st.. O / 1a__ --1'—,� i 3D'RCP „ V . N 1 4 _ _ 13 .9 t \ x'%30'RCP' 30'RCP_ 30'RCP / -----•------- tI 1� ? Y�� r\ / R\ x • -2 .. 5 "s.7 r1:�,) ��o — CONTAINMENT WITH 1 CONCRETE TRUCK . I \ ^ _ _ — ^— , 497300 15 1 CANOPY AND CLOSED } • . _, , /- DRAINAGE SYSTEM 1= h $ I _ _ r. FOR HAUL OFF. 494 �. 4,,, _ - -- ' • .. .y CI I 1 I 1 •'_ _ . \ • .. - ` / /! // / 'I R4910' - ., ` I N Li I �� - /� ,q1h / / / / _ I i i• t as7zs� _ - •II't•11,x ,,, ,---„, , .`-___ _/1' ,,,,/,,/ --_ / / / ! �4 4.11 16 RW _. \ _ / / awn. a, B72 I _ ,-1' IE IN=ii • 4472 / / /. /� ' A971,50 { I• Btu - f - ''. --_ 'U I / / P GI 0./ GIB.. '_ \. - - / - - 4970 -----)x 1I ' 49 I S9 d 1 f'I \-- .c d — .070 6 - Lt _"4911--- - - 00= - 4972 6 jO - - I ,I ii 4911 a .a ' ply rT:�7 4sn. .. 1 k —49gs 1 1 �t -.497150 - PIV O �� _4* .' ) -- _ — X M7t_.07o� W� �� _ _ 1i tt tl.. s+� 4971 �_ X— - -1 — —— — 4970— .v,, - - / ti isib �s.�� .� �C -� __ 4965 OP If it O•5-- � \ ��. �.... ER �/ or // • x/i �t�' iIEOt __-_-__ Lei .- I. — III LEGEND • Approximate location of test borings Cross Section A-A' (Exhibit A-4) ------- Cross Section B-B' (Exhibit A-5) °'4i"1M4M9° ""°""° .112M 21145014 EXPLORATION PLAN (SITE LAYOUT) Exhibit Cross Section C-C'(ExhibitA-6) o"""" mM Scaly NT$ 1�erracon WILLIAMS—UET NIOBRARA TERMINAL Chocko4W JR RNWmr. Consulting Engineers&Scienlict, SOUTHWEST OF COUNTY ROADS 110 AND 119 A-3 DIAGRAM IS FOR GENERAL LOCATIONONLY.MO IS NOT 1744 t+A*u. ant4W.O'I4�Ab 9:e..: INTENDED FOR CONSTRUCTION PURPOSES A4Mow41ty: 0414: WELD COUNTY,COLORADO EDS 7130114 PH(070)351.0145 FAX 0140155.90121 s Is • <! •11- rC ITT I I: i J (1-- Proposed Finish Grade I I /.>4 F ,f 1 . ICS I I E T I," jE Assumed Bottom of -r , Ring-wall 1 r l 41 Cj > 11 :CM �c S >)C I I •I ::I • !• E � cl ✓ >1 w / l e4w L� y. a 4 u . .::1 ED/ IT -'.. ., —ter •1:: I A II 'I •I III II ' 1! . III 'I ! II t o LLJJLLLUI_LLL 1J. L m .$285_ 11113.;..-13 T, + :5.9 Y! Q _ llllllll 9? I, — •5 15 QO a %.5a'.: _ 7 :) • I sre b 5 0 _ •5 r4 a f e3as• II fss , 7.a3a I $7. % I 8% ' J $?. : $t: IIii +, +, • " $- . /0 4<=#r> ' 'gr5 3 490 !$ $ b $'8E2E! :' ��0� - 3 a $ s •22 s !salaosa- aa.c.-BaC. $s B 018E% 13. -8..3 ( 733 34( >7 " "@ p s .n 3$a2b! 2≤ '$ 'a $ .2' 2388$ i• 3$8,0 c€ as 1 II . .. 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A4, : n7+ ' ' • 4 %>' * - a 9 .. !.8 •22$ !'01848+ o__ k.8 I- a 4' ( 3 = 11 B _ m • I +s x :$ a '$ $aa• ( ) _ I .a. t ( )( 4 B ( 7A , CI7 7 *B7 s I► II / Proposed Finish Grade X1111 L H IL Assumed Bottom of 1 L Ring-wall �in c✓ — - c c‘i L I o I N I I(. %F L 'X M. E, L I IC, ®� E P V i m ‘y/5 r. w° - III ii H F II t c !_I_llILLLU Ulu 1U.LL m SMS III 13 3 '.8$ « 59 & .. i Si W •5 1E 'k0 U. SSE'.- -',.I ..) i & P 8 (5 +5 IS a n e 3 k i• III ISS 7.438 ) ST. % I 8% • 159 58 WI +I + - # % . /0 4<=>« • .S IS 3 490 15 $ b $'352E! " liGlQC0� k b .+2 3 a $ & •22 s !$dm os8.. '.$$.L MI. $8' B 018E% 3 8 .3 ( 73334( , x' ( ( @ e 35&251 2$ '5 '& $ .2 2$885 1' # Y .. '.8 •�§. 1 01848« D_ a 8 _ I-# s 4' ( 3 ' B m • s k $ a '& f' ( ) Ir •' ( I 4 B ( 7A , C:( 7 7 ' 67 Geotechnical Engineering Report lierracon Williams — UET Niobrara Terminal Weld County, Colorado August 5, 2014 Terracon Project No. 21145018 The borings were located in the field by a hand-held GPS. Approximate ground surface elevations at the boring locations were obtained by interpolation from contours indicated on the site plan. The accuracy of boring locations and elevations should only be assumed to the level implied by the methods used to determine each. A lithologic log of each boring was recorded by the geotechnical engineer during the drilling operation. The logs of borings are presented in Appendix A. Relatively undisturbed samples were obtained at selected intervals utilizing standard split-spoon and ring-barrel samplers. Penetration resistance values were recorded in general accordance with the standard penetration test (SPT) or similar manner with the ring-barrel. This test consists of driving the sampler into the ground with a 140-pound hammer free-falling through a distance of 30 inches. The number of blows required to advance the sampler the final 12 inches, or the interval indicated on the boring log , is recorded as the penetration resistance value which is recorded or correlated to a standard penetration resistance value (N-value). The blow count values are indicated on the boring logs at the respective sample depths. Ring-barrel sample blow counts are not considered N-values. A CME automatic SPT hammer was used to advance the samplers in the borings performed on this site. A greater efficiency is typically achieved with the automatic hammer compared to the conventional safety hammer operated with a cathead and rope. Published correlations between the SPT values and soil properties are based on the lower efficiency cathead and rope method. This higher efficiency affects the standard penetration resistance blow count value by increasing the penetration per hammer blow over what would be obtained using the cathead and rope method . The effect of the automatic hammer's efficiency has been considered in the interpretation and analysis of the subsurface information for this report. The penetration test provides a reasonable indication of the in-place density of sandy type materials, but only provides an indication of the relative stiffness of cohesive materials since the blow count in these soils may be affected by the soils moisture content. In addition, considerable care should be exercised in interpreting the blow counts in bedrock or gravelly soils, particularly where the size of the gravel particle exceeds the inside diameter of the sampler. Percolation testing was also performed within six (6) — 8-inch diameter test holes advanced to about 36 inches below existing site grades. Responsive Resourceful Reliable Exhibit A-7 ❑ I ❑ ) ' I . ❑. ❑❑❑(Din ❑❑®c# 1 ! ! OTT' ❑❑m❑❑( #❑❑[ ®#+ , EL& ❑#arr�® ❑ i .uu4;1i1w11J11J Wjau ■ru.um■❑m■ iunlnunninll! 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II FE . 0 &E It it A ti U) U) V U) } , A n In 1 ctS N- N V N N- N In Ip O co N V N W 0 i i i i i I I I I < ; - 5/ .1W " :. 1 J+_ ._L .,.i Si I & 0 ❑ HI I IIIIIII .'.L-Iilll Iltll III ! + - i 1++IIIIIM90 lirrrf IT1*ODCD.© ®® .. + _ I I I I I tl I II I i 1101 I I I 1111 1 11111 I II IA.I III I HI cv DM MI I-11g LLILI Q - mE++r1T1/I Go EEDI+I1J_I I II I m.IIu I ! Mal °a 9 Icm I Finmum ra um! WM 1111+ DE ❑+gym ❑ mumm �l N 1 ❑m LUl_I❑OnfIl7f1f70 000tID❑0 g _ # # ! 9 3 "# # — co E „° ..uL. llerracori 4 78 -. 3< 5 " G 4LIIIL . 450 v ! 7 :: I:3 APPENDIX B LABORATORY TESTING Geotechnical Engineering Report lierracon Williams — UET Niobrara Terminal Weld County, Colorado August 5, 2014 Terracon Project No. 21145018 Laboratory Testing Description The soil and bedrock samples retrieved during the field exploration were returned to the laboratory for observation by the project geotechnical engineer. At that time, the field descriptions were reviewed and an applicable laboratory testing program was formulated to determine engineering properties of the subsurface materials. Laboratory tests were conducted on selected soil and bedrock samples. The results of these tests are presented in Appendix B. The test results were used for the geotechnical engineering analyses, and the development of foundation and earthwork recommendations. The laboratory tests were performed in general accordance with applicable locally accepted standards. Soil samples were classified in general accordance with the Unified Soil Classification System described in Appendix C. Rock samples were visually classified in general accordance with the General Notes in Appendix C. Procedural standards noted in this report are for reference to methodology in general. In some cases, variations to methods are applied as a result of local practice or professional judgment. o Water Content o Plasticity Index o Grain-size Distribution a Dry Density o Consolidation/Swell o ReDox Potential o Water-soluble Sulfate Content o Electrical Resistivity a Water-soluble Chloride Content o pH Sulfides o Standard Proctor Responsive Resourceful Reliable Exhibit B-1 ❑ ❑❑❑❑&❑D ❑ ODD ❑ ' ❑I_i! ono-DU "14 S m . 0 u r - .• ❑ /Se `�`� ❑ \i l I U P III O4:* . 0 _ _ ]L__ I I _ 00 00 R❑ • 0 011111 1111111111 0 l! I IT ❑0 I In JUL ##$ !Eamon D®■11111 IIIIIIIIIIIIIIIIIIIIIII1111i1111111 III D ❑ ❑unn $ D❑❑ D DI THRUM • ❑ 0 L$ 0 $n ❑ ❑ ❑G000O1110 XI 0 0 0! 0! 0! % 00 ❑m❑❑m❑❑❑ • 0 " ❑ ED C1' #0 ❑❑ rn❑❑c❑❑❑m RUTTED❑ * " 0! 0! ❑! " 0 0❑ L:LEILILI JLJ❑❑ 0 o - • "0 0$ $ 0 ❑ ❑ ❑ EIDE ❑ O ❑ "0 LP/o III #11 0 III❑❑0B❑❑❑m®[lI]❑U❑ O in ❑ ❑! 0! 0! " ❑❑ ELUDE:J❑❑ A 0 0 "# I 0$ $" ❑❑ E c❑❑❑rn0❑❑0:1❑❑❑ ae • $ ❑ is0 $ " L DO E mn❑m0❑❑ 0 0- (B $ ❑! 0! 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I 2 . : .i, ❑LI_IJL IELLUl Li 8! ) an mn wrirnr 9 :: ❑EMI O ■m■ _11.1.3 + ! aro ❑® S lierracon UNIFIED SOIL CLASSIFICATION SYSTEM Soil Classification - Criteria for Assigning Group Symbols and Group Names Using Laboratory TestsA - Group Group Namee Symbol Gravels: Clean Gravels: Cu 4 and 1 Cc 3E GW Well-graded gravel F More than 50% of Less than 5% fines C Cu 4 and/or 1 I Cc 3 E GP Poorly graded gravel F coarse fraction retained Gravels with Fines: Fines classify as ML or MH GM Silty gravel FIG." Coarse Grained Soils: on No. 4 sieve More than 12% fines Fines classify as CL or CH GC Clayey gravel F,c:" More than 50% retained on No. 200 sieve Sands: Clean Sands: Cu 6 and 1 i Cc t t 3 E SW Well-graded sand ' 50% or more of coarse Less than 5% fines° Cu - 6 and/or 1 7 Cc 3 E SP Poorly graded sand ' fraction passes No. 4 Sands with Fines: Fines classify as ML or MH SM Silty sand c,",' sieve More than 12% fines° Fines classify as CL or CH SC Clayey sand G,"t' PI i1 7 and plots on or above "A" line" CL Lean clay K,L,M Inorganic: Silts and Clays: PI 1 4 or plots below "A" line" ML silt K,L,M Liquid limit less than 50 Liquid limit - oven dried Organic clay K,L,M,N Fine-Grained Soils: Organic: 0.75 OL K,L,M,o 50% or more passes the Liquid limit - not dried Organic silt No. 200 sieve PI plots on or above "A" line CH Fat clay K."Inorganic: Silts and Clays: PI plots below "A" line MH Elastic SiltK,L,M Liquid limit 50 or more Liquid limit - oven dried Organic clay K,L,M.P Organic: 0.75 OH K,L,M,Q Liquid limit - not dried Organic silt Highly organic soils: Primarily organic matter, dark in color, and organic odor PT Peat A Based on the material passing the 3-inch (75-mm) sieve H If fines are organic, add "with organic fines" to group name. B If field sample contained cobbles or boulders, or both, add "with cobbles ' If soil contains 15% gravel, add "with gravel" to group name. or boulders, or both" to group name. " If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay. C Gravels with 5 to 12% fines require dual symbols: GW-GM well-graded K If soil contains 15 to 29% plus No. 200, add "with sand" or "with gravel," gravel with silt, GW-GC well-graded gravel with clay, GP-GM poorly whichever is predominant. graded gravel with silt, GP-GC poorly graded gravel with clay. L If soil contains 30% plus No. 200 predominantly sand, add "sandy" to G Sands with 5 to 12% fines require dual symbols: SW-SM well-graded group name. sand with silt, SW-SC well-graded sand with clay, SP-SM poorly graded M If soil contains 30% plus No. 200, predominantly gravel, add sand with silt, SP-SC poorly graded sand with clay "gravelly" to group name. D 2 " PI 4 and plots on or above "A" line. E Cu = D6o/D10 Cc = ( 3° ) ° PI 4 or plots below "A" line. D10 X D60 P PI plots on or above "A" line. F If soil contains 15% sand, add "with sand" to group name. ° PI plots below "A" line. G If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM. 60 I - For classification of fine-grained soils and fine-grained fraction 50 of coarse-grained soils . .e,/ e Equation of "A" - line A.) 0.r d Horizontal at P1=4 to LL=25.5. ,. X 40 • then P1=0.73 (LL-20) - - - C+ - • w Equation of "U" - line eot Z Vertical at LL=16 to PI=7, ,' G 30 then P1=0.9 (LL-8) ,.' l— oc'e co. v I MH or OH , , 10 I 7 CL - ML 4 - - MLorOL 0 I - - 0 10 16 20 30 40 50 60 70 80 90 100 110 LIQUID LIMIT (LL) lierracon Exhibit C-2 DESCRIPTION OF ROCK PROPERTIES WEATHERING Fresh Rock fresh, crystals bright, few joints may show slight staining. Rock rings under hammer if crystalline. Very slight Rock generally fresh, joints stained, some joints may show thin clay coatings, crystals in broken face show bright. Rock rings under hammer if crystalline. Slight Rock generally fresh, joints stained, and discoloration extends into rock up to 1 in. Joints may contain clay. In granitoid rocks some occasional feldspar crystals are dull and discolored. Crystalline rocks ring under hammer. Moderate Significant portions of rock show discoloration and weathering effects. In granitoid rocks, most feldspars are dull and discolored; some show clayey. Rock has dull sound under hammer and shows significant loss of strength as compared with fresh rock. Moderately severe All rock except quartz discolored or stained. In granitoid rocks, all feldspars dull and discolored and majority show kaolinization. Rock shows severe loss of strength and can be excavated with geologist's pick. Severe All rock except quartz discolored or stained. Rock "fabric" clear and evident, but reduced in strength to strong soil. In granitoid rocks, all feldspars kaolinized to some extent. Some fragments of strong rock usually left. Very severe All rock except quartz discolored or stained. Rock "fabric" discernible, but mass effectively reduced to "soil" with only fragments of strong rock remaining. Complete Rock reduced to "soil". Rock "fabric" not discernible or discernible only in small, scattered locations. Quartz may be present as dikes or stringers. HARDNESS (for engineering description of rock — not to be confused with Moh s scale for minerals) Very hard Cannot be scratched with knife or sharp pick. Breaking of hand specimens requires several hard blows of geologist's pick. Hard Can be scratched with knife or pick only with difficulty. Hard blow of hammer required to detach hand specimen. Moderately hard Can be scratched with knife or pick. Gouges or grooves to 1/4 in. deep can be excavated by hard blow of point of a geologist's pick. Hand specimens can be detached by moderate blow. Medium Can be grooved or gouged 1/16 in. deep by firm pressure on knife or pick point. Can be excavated in small chips to pieces about 1 -in. maximum size by hard blows of the point of a geologist's pick. Soft Can be gouged or grooved readily with knife or pick point. Can be excavated in chips to pieces several inches in size by moderate blows of a pick point. Small thin pieces can be broken by finger pressure. Very soft Can be carved with knife. Can be excavated readily with point of pick. Pieces 1 -in. or more in thickness can be broken with finger pressure. Can be scratched readily by fingernail. Joint, Bedding, and Foliation Spacing in Rock a Spacing Joints Bedding/Foliation Less than 2 in. Very close Very thin 2 in. — 1 ft. Close Thin 1 ft. — 3 ft. Moderately close Medium 3 ft. — 10 ft. Wide Thick More than 10 ft. Very wide Very thick a. Spacing refers to the distance normal to the planes, of the described feature, which are parallel to each other or nearly so. Rock Quality Designator (RQD) a Joint Openness Descriptors RQD, as a percentage Diagnostic description Openness Descriptor Exceeding 90 Excellent No Visible Separation Tight 90 — 75 Good Less than 1/32 in. Slightly Open 75 — 50 _ Fair 1/32 to 1/8 in. Moderately Open 50 — 25 _ Poor 1/8 to 3/8 in. Open Less than 25 Very poor 3/8 in. to 0.1 ft. Moderately Wide a. RQD (given as a percentage) = length of core in pieces Greater than 0.1 ft. Wide 4 in. and longer/length of run. References: American Society of Civil Engineers. Manuals and Reports on Engineering Practice - No. 56. Subsurface Investigation for Design and Construction of Foundations of Buildings. New York: American Society of Civil Engineers, 1976. U.S. Department of the Interior, Bureau of Reclamation, Engineering Geology Field Manual. lerracon Exhibit C-3 Hello