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Home My WebLink About20093776.tiffGEOTECHNICAL ENGINEERING REPORT PROPOSED PUMP HOUSE AND SEPARATOR FACILITY SOUTHEAST OF WELD COUNTY ROAD 49 AND WELD COUNTY ROAD 34 WELD COUNTY, COLORADO Terracon Project No. 21095002 June 17, 2009 Prepared for: LAMP RYNEARSON & ASSOCIATES, INC. 808 8T" STREET GREELEY, COLORADO 80631 Attn: Mr. Daniel Hull, P.E. Prepared by: Terracon Consultants, Inc. 301 North Howes Street Fort Collins, Colorado 80521 Phone: 970-484-0359 Fax: 970-484-0454 lierracon _ /4/a8/.2,04y dot) Q-377, PLA031 lrerracon June 17, 2009 Lamp Rynearson & Associates 808 8th Street Greeley, Colorado 80631 Attn: Mr. Daniel Hull, P.E. Re: Geotechnical Engineering Report Proposed Pump House and Separator Facility Southeast of Weld County Road 49 and Weld County Road 34 Weld County, Colorado Terracon Project No. 21095002 Terracon Consultants, Inc. (Terracon) has completed the geotechnicai engineering study for the proposed pump house and separator facility to be located southeast of Weld County Road 49 and Weld County Road 34 in Weld County, Colorado. This study was performed in general accordance with our proposal number P2108044 dated May 20, 2009. The results of our engineering study are attached. These results include the Boring Location Diagram, laboratory test results, Logs of Boring, and the geotechnical recommendations needed to aid in the design and construction of foundations and other earth connected phases of this project. We appreciate being of service to you in the geotechnical engineering phase of this project, and are prepared to assist you during the construction phases as well. Please do not hesitate to contact us if you have any questions concerning this report or any of our testing, inspection, design and consulting services. Sincerely, TERRACON CONSULTANTS, INC. Christopher M. -mperline Staff Geologis r Geotechnical Services Department Manager/ Gea echnical Services Joels C. Malama, P. Reviewed by: Brent Wilkens, P.E. Department Manager / Geotechnical Services Copies to: Addressee (5) Terracon Consultants, Inc. 301 North Howes Street Fort Collins, Colorado 80521 P [970] 484 0359 F [970] 484 0454 terracon.com Geotechnical ■ Environmental ■ Construction Materials • Facilities Geotechnical Engineering Report Proposed Pump House and Separator Facility Terracon Project No. 2/095002 Terracon TABLE OF CONTENTS Page No. Letter of Transmittal ii INTRODUCTION 1 SITE EXPLORATION 2 Field Exploration 2 Laboratory Testing 3 SITE CONDITIONS 3 Soil and Bedrock Conditions 4 Field and Laboratory Test Results 4 Groundwater Conditions 5 ENGINEERING RECOMENDATIONS 5 Geotechnical Considerations 5 Separator Tanks Foundation 5 Modular Office and Injection Building Foundations 6 Lateral Earth Pressures 7 Seismic Considerations 7 Floor Slab Design and Construction 7 Gravel Roadway Design and Construction 8 Concrete Truck Unloading Pad Construction 9 Earthwork 10 General Considerations 10 Site Preparation 10 Subgrade Preparation 11 Fill Materials and Placement 11 Excavation and Trench Construction 12 Additional Design and Construction Considerations12 Exterior Slab Design and Construction 12 Corrosion Protection 13 Surface Drainage 13 GENERAL COMMENTS 14 iii Geotechnical Engineering Report Proposed Pump House and Separator Facility Terracon Project No. 21095002 Terracon TABLE OF CONTENTS (cont.) BORING LOCATION DIAGRAM Figure No. I APPENDIX A: LOGS OF BORING APPENDIX B: LABORATORY TEST RESULTS APPENDIX C: GENERAL NOTES iv GEOTECHNICAL ENGINEERING REPORT PROPOSED PUMP HOUSE AND SEPARATOR FACILITY SOUTHEAST OF WELD COUNTY ROAD 49 AND WELD COUNTY ROAD 34 WELD COUNTY, COLORADO Terracon Project No. 21095002 June 17, 2009 INTRODUCTION This report contains the results of our geotechnical engineering exploration for the proposed project to be located south and east of Weld County Road 49 and Weld County Road 34 in Weld County, Colorado. The purpose of these services is to provide information and geotechnical engineering recommendations relative to: • subsurface soil and bedrock conditions • groundwater conditions • foundation design and construction • lateral earth pressures • floor slab design and construction • roadway construction • septic systems • earthwork • drainage The recommendations contained in this report are based upon the results of field and laboratory testing, engineering analyses, our experience with similar soil conditions and structures, and our understanding of the proposed project. PROJECT INFORMATION Terracon understands the site will be developed with a pump house and 10 to 13 separator tanks. Additional infrastructure on the site will consist of a modular office building, a wood framed injection building, gravel access roads, and an individual sewage disposal system (I.S.D.S.) to service the office building. We understand that the separator tanks will be approximately 10 to 15 feet in diameter with a 30,000 gallon total tank capacity. It is our understanding that the separator tanks are planned to be supported by one mat foundation. Other site development may consist of paving a portion of the proposed access road with concrete for use as a truck unloading pad. Based on conversations with a representative of the client the concrete pad and the I.S.D.S. will be designed by other design team members. 1 Geotechnical Engineering Report Proposed Pump House and Separator Facility Terracon Project No. 21095002 Terracon Final site grading plans were not available prior to preparation of this report. However, we assume cuts or fills will be 3 feet or less. SITE EXPLORATION PROCEDURES The scope of the services performed for this project included site reconnaissance by an engineering geologist, a subsurface exploration program, laboratory testing and engineering analysis. Field Exploration: A total of 11 test borings were drilled on May 21, 2009 to depths of about 3 to 30 feet below existing site grade at the approximate locations shown on the Boring Location Diagram, Figure 1. Two borings were drilled within or near the footprint of the proposed separator tank mat foundation, one boring was drilled within or near the footprint of the injection building, one boring was drilled within or near the footprint of the proposed modular office structure and the area of proposed concrete un-loading pad. One soil profile boring and 6 percolation test holes were drilled in the location of the proposed septic system. Percolation tests were conducted in accordance with Weld County requirements. The borings were drilled with a CME-55 truck -mounted rotary drill rig with solid -stem augers. Lithologic logs of the borings were recorded by the engineering geologist during the drilling operations. At selected intervals, relatively undisturbed samples of the subsurface materials were obtained by driving a standard penetration sampler (SS) and ring barrel samplers (RS). Penetration resistance values were recorded in a manner similar to the standard penetration test (SPT). 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 12 inches or the interval indicated, is recorded and can be correlated to the 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. 2 Geotechnical Engineering Report Proposed Pump House and Separator Facility Terracon Project No. 2/095002 Terracon The standard 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 moisture content of the soil. In addition, considerable care should be exercised in interpreting the N -values in gravelly soils, particularly where the size of the gravel particle exceeds the inside diameter of the sampler. Groundwater measurements were made in each boring at the time of site exploration, and several days after drilling. Laboratory Testing: Samples retrieved during the field exploration were returned to the laboratory for observation by the project geotechnicai engineer, and were classified in general accordance with the Unified Soil Classification System described in Appendix C. Samples of bedrock were classified in accordance with the general notes for Rock Classification. At that time, an applicable laboratory -testing program was formulated to determine engineering properties of the subsurface materials. Following the completion of the laboratory testing, the field descriptions were confirmed or modified as necessary, and Logs of Borings were prepared. These logs are presented in Appendix A. Laboratory test results are presented in Appendix B. These results were used for the geotechnical engineering analyses and the development of foundation, roadway, and earthwork recommendations. Laboratory tests were performed in general accordance with the applicable local or other accepted standards. Selected soil and bedrock samples were tested for the following engineering properties: • Water content • Dry density • Consolidation • Expansion SITE CONDITIONS • Grain size • Plasticity Index • Water soluble sulfate content At the time of drilling operations the site consisted of open pasture land. The site was bounded on the north by Weld County Road 34, on the east and west by ranch land with single family ranch houses with associated out buildings and ranch equipment, and on the south by cattle pasture. Vegetation consisted of a native grass and weed growth. Weld County Road 49 is located beyond to the west. The ground surface was generally sloped to the south and west on a majority of the site. The east portion of the site is sloped to the south and east with a natural drainage along the east border. Based on the site diagram provided by the client, the site exhibits approximately 20 feet of relief from Weld County Road 34 to the proposed injection building location. 3 Geotechnical Engineering Report Proposed Pump House and Separator Facility Terracon Project No. 21095002 Terracon Soil and Bedrock Conditions: As presented on the Logs of Borings, poorly graded sand with varying amounts of silt was encountered at the surface and extended to depths of about 13 to 26 feet below existing site grade. Clay with varying amounts of sand was encountered below the sand material in Test Borings Nos. 3 and 4 and extended to a depth of about 19-1/2 feet below existing site grade. Claystone bedrock was encountered below the sand and clay overburden soils and extended to the full depth of exploration of about 25 to 30 feet below site grade. Field and Laboratory Test Results: Field test results indicate that the sand soils vary from very loose to medium dense in relative density. The clay soils vary from medium stiff to stiff in consistency. Laboratory test results indicate that subsoils at shallow depth have non- to low expansive potential. Laboratory tests indicate a negligible water soluble sulfate content of less than 100 ppm. Percolation testing conducted in the area of the proposed soil absorption bed is summarized as follows: Test Hole Soil Type at Approximate Bottom of Percolation field Depth to Bedrock {ft.) Depth to Groundwater {ft.} Percolation Rate (min. /in.) P4 Poorly Graded Sand Not encountered Not encountered 4 P2 Poorly Graded Sand Not encountered Not encountered 4 P3 Poorly Graded Sand Not encountered Not encountered 6 - P4 Poorly Graded Sand Not encountered Not encountered 3 P5 Poorly Graded Sand Not encountered Not encountered 1 P6 Poorly Graded Sand Not encountered Not encountered 7 Field test results indicate that a standard septic system and leach field (soil absorption bed) is feasible for construction on the site at the location of percolation test holes 1 through 6. The system should be designed in accordance with Weld County Individual Sewage Disposal System Regulations dated August 15, 2005. An average percolation rate of four (4) minutes per inch is recommended for design purposes. Based upon Weld County Individual Sewage Disposal System Regulations dated August 15, 2005, a percolation rate faster than five (5) minutes per inch is considered un-acceptable for a soil absorption bed. However sandy soils that percolate faster than five (5) minutes per inch, but slower than three (3) munites per inch, may be allowed if requirements of section 30-5-30.A.2.a are met. Groundwater was not encountered in the soil profile boring located at the proposed soil absorption bed. According to Weld County Individual Sewage Disposal System Regulations 4 Geotechnical Engineering Report Proposed Pump House and Separator Facility Terracon Project No. 21095002 Terracon Sec. 30-5-40 A.2.b, systems may not be permitted or installed in areas where the maximum seasonal level of the groundwater table is less than four (4) feet below the bottom of the proposed absorption system. Under this condition the septic system must be designed by a Registered Professional Engineer. Groundwater Conditions: Groundwater was encountered at depths of about 28 to 29 feet below existing site grade in the test borings at the time of field exploration. When checked several days after drilling, groundwater was measured at depths of about 16 to 18 feet below existing site grade. 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 with varying seasonal and weather conditions. ENGINEERING RECOMMENDATIONS Geotechnical Considerations: Based on the results of our field investigation, laboratory testing program and geotechnical analyses, development of the site is considered feasible from a geotechnical standpoint provided that the conclusions and recommendations provided herein are incorporated into the design and construction of the project. Areas of very loose to loose sand soils will require particular attention in the design and construction of the project. Due to the presence very loose to loose sand soils we recommend that foundation and pavement elements bear on a minimum of 3 feet of moisture conditioned and recompacted and/or replacement with non- to low expansive onsite or imported materials. Design and construction recommendations for the foundation system and other earth connected phases of the project are outlined below: Separator Tanks Foundation: A mat foundation bearing on a minimum of 3 feet of moisture conditioned and recompacted and/or replacement with non- to low expansive onsite or imported materials is recommended for support of the proposed separator tanks and pumps. The foundation may be designed for a maximum allowable bearing pressure of 1,500 pounds per square foot (psf). We understand the tanks will be supported on a single mat. If this is incorrect we should be contacted to modify our recommendations. Total movement resulting from the assumed structural loads is estimated to be on the order of 1 to 2 inches. Additional foundation movements could occur if water from any source infiltrates the foundation soils; therefore, proper drainage practices should be incorporated into the design and operation of the facility. Failure to maintain soil water content will nullify the movement estimates provided above. For structural design of mat foundations, a modulus of subgrade reaction of 100 pounds per cubic inch (poi) may be used. Other details including treatment of loose foundation soils and 5 Geotechnical Engineering Report Proposed Pump House and Separator Facility Terracon Project No. 21095002 Terracon observation of foundation excavations are applicable for the design and construction of the foundation at the site and are outlined below. Exterior foundations should be placed a minimum of 30 inches below finished grade for frost protection and to provide confinement for the bearing soils. Finished grade is the lowest adjacent grade for perimeter footings. Modular Office and Injection Building Foundations: Due to the presence of very loose to loose sand soils on the site, spread footing foundation systems bearing upon a minimum of 3 feet of moisture conditioned and recompacted and/or replacement with non- to low expansive onsite or imported materials are recommended for support of the proposed modular office and injection buildings. The footings may be designed for a maximum bearing pressure of 1,500 pounds per square foot (psf). The design bearing pressure applies to dead loads plus design live load conditions. The design bearing pressure may be increased by 1/3 when considering total loads that include wind or seismic conditions. Footings should be proportioned to relative constant dead load pressure in order to reduce differential movement between adjacent footings. Total movement resulting from the assumed structural loads is estimated to be on the order of about 1 inch. Additional foundation movements could occur if water from any source infiltrates the foundation soils; therefore, proper drainage should be provided in the final design and during construction. Foundations should be placed a minimum of 30 inches below finished grade for frost protection and to provide confinement for the bearing soils. Finished grade is the lowest adjacent grade for perimeter footings. Footings, foundations and masonry walls (if used) should be reinforced as necessary to reduce the potential for distress caused by differential foundation movement. The use of joints at openings or other discontinuities in masonry wails is recommended. Foundation excavations or new fill placement operations should be observed by the geotechnical engineer. If the soil or fill conditions encountered differ significantly from those presented in this report, supplemental recommendations will be required. 6 Geotechnicai Engineering Report Proposed Pump House and Separator Facility Terracon Project No. 21095002 Terracon Lateral Earth Pressures: For soils above any free water surface, recommended equivalent fluid pressures for unrestrained foundation elements are: = Active: Cohesive soil backfill (clays) 55 psflft Cohesioniess soil backfill (sands) 35 psf/ft • Passive: Cohesive soil backfill (clays) 225 psf/ft Cohesionless soil backfill (sands) 350 psf/ft • Coefficient of base friction 0.35* *The coefficient of base friction should be reduced to 0.30 when used in conjunction with passive pressure. Where the design includes restrained elements such as pit walls, the following equivalent fluid pressures are recommended: • At rest: Cohesive soil backfill (clays) 75 psf/ft Cohesioniess soil backfill (sands) 55 psf/ft The lateral earth pressures herein do not include any factor of safety and are not applicable for submerged soils/hydrostatic loading. Additional recommendations may be necessary if submerged conditions are to be included in the design. Fill against foundations should be compacted to densities specified in the "Earthwork" section of this report. Compaction of each lift adjacent to walls should be accomplished with hand - operated tampers or other lightweight compactors. Overcompaction may cause excessive lateral earth pressures which could result in wall movement. Seismic Considerations: A site classification "C" should be used for the design of structures for the proposed project (2006 International Building Code, Table No. 1613.5.2). Floor Slab Design and Construction: Slab -on -grade construction for interior floor systems is generally considered acceptable when bearing a minimum of 3 feet of moisture conditioned and recompacted and/or replacement with non- to low expansive onsite or imported materials, provided that some movement can be tolerated. Movement on the order of about one inch is possible. Use of structural floor systems, structurally supported independent of the subgrade soils, is a positive means of reducing the potentially detrimental effects of floor movement. 7 Geotechnical Engineering Report Proposed Pump House and Separator Facility Terracon Project No. 21095002 Terracon 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 existing sand soils or non -expansive, imported fill meeting the specifications outlined below. 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 to control the location and extent of cracking. • Interior trench backfill placed beneath slabs should be compacted in accordance with recommended specifications outlined below. • The use of 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 or a vapor retarder. • Floor slabs should not be constructed on frozen subgrade. • Other design and construction considerations, as outlined in Section 302.1R of the ACI Design Manual, are recommended. Gravel Roadway Design and Construction: Design of the gravel access roads for the project has been based on the procedures outlined in the 1993 Guide for Design of Pavement Structures by the American Association of State Highway and Transportation Officials (AASHTO). For gravel access road design, a modulus of aggregate base layer of 30,000 psi was utilized along with an allowable depth of rutting of 2.5 inches. The Equivalent Daily 18 kip Load Application (EDLA) for the project was assumed to be 50. Based on the subsurface conditions encountered at the site, and the laboratory test results, it is recommended that the access road areas be designed using a minimum R -value of 20. Based on Figure 4.3, Design Chart for Aggregate -Surfaced Roads Considering Allowable Rutting, 1993 Guide for Design of Pavement Structures by the American Association of State Highway and Transportation Officials (AASHTO), the recommended thickness of the roadbase section was determined to be 9 inches. Terracon should be notified if any of the assumptions made for the roadway design are not correct. 8 Geotechnical Engineering Report Proposed Pump House and Separator Facility Terracon Project No. 21095002 Terracon We recommend the roadway areas be rough graded and then thoroughly proofrolled with a loaded tandem axle dump truck prior to final grading. Particular attention should be paid 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. Roadway areas should be moisture conditioned and properly compacted to the recommendations in this report immediately prior to paving. Aggregate base course should consist of a blend of sand and gravel which meets strict specifications for quality and gradation. Use of materials meeting Colorado Department of Transportation (CDOT) Class 5 or 6 specifications is recommended for base course. Aggregate base course should be placed in lifts not exceeding 6 inches and compacted to a minimum of 95 percent standard Proctor density (ASTM D698). Preventative maintenance on the proposed gravel access road should be planned and provided for through an ongoing management program to enhance future roadway performance. Preventative maintenance activities are intended to slow the rate of deterioration and to preserve the roadway investment. Preventive maintenance is usually the first priority when implementing a planned roadway maintenance program and provides the highest return on the investment. After the gravel access road is paved, both localized maintenance (e.g. replacement of areas that have lost stability) and global maintenance (e.g. periodic grading) will be required. Concrete Truck Unloading Pad Construction: Based on conversations with a representative of the client we understand that the concrete pad will be designed by the project structural engineer. The pad may be designed for a maximum allowable bearing pressure of 1,000 pounds per square foot (psf). For structural design, a modulus of subgrade reaction of 100 pounds per cubic inch (pci) may be used. Due to the presence of very loose to loose sand soils we recommend that the pad bear on a minimum of 3 feet of moisture conditioned and recompacted and/or replacement with non- to low expansive onsite or imported materials. We recommend the pad subgrade be rough graded and then thoroughly proofrolled with a loaded tandem axle dump truck prior to final grading. Particular attention should be paid 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. 9 Geotechnical Engineering Report Proposed Pump House and Separator Facility Terracon Project No. 21095002 Earthwork: Terracon General Considerations: The following presents recommendations for site preparation, excavation, subgrade preparation and placement of engineered fills on the project. Earthwork on the project should be observed and evaluated by Terracon. The evaluation of earthwork should include observation and testing of engineered fills, subgrade preparation, foundation bearing soils and other geotechnical conditions exposed during the construction of the project. Site Preparation: Strip and remove existing vegetation, and other deleterious materials from proposed building, mat foundation, and pavement areas. Exposed surfaces should be free of mounds and depressions which could prevent uniform compaction. Stripped materials consisting of vegetation and organic materials should be wasted from the site or used to revegetate landscaped areas or exposed slopes after completion of grading operations. If it is necessary to dispose of organic materials on -site, they should be placed in non-structural areas and in fill sections not exceeding 5 feet in height. The site should be initially graded to create a relatively level surface to receive fill and to provide for a relatively uniform thickness of fill beneath proposed structures. Exposed areas which will receive fill, once properly cleared and benched, should be scarified to a minimum depth of 12 inches, conditioned to near optimum moisture content and compacted. Although evidence of fills or underground facilities such as septic tanks, cesspools, basements and utilities was 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. The stability of the subgrade may be affected by precipitation, repetitive construction traffic, or other factors. If unstable conditions are encountered or develop during construction, workability may be improved by scarifying and drying. Overexcavation of wet zones and replacement with granular materials may be necessary. Use of lime, fly ash, kiln dust, cement or geotextiles could also be considered as a stabilization technique. Laboratory evaluation is recommended to determine the effect of chemical stabilization on subgrade soils prior to construction. Lightweight excavation equipment may be required to reduce subgrade pumping. 10 Geotechnical Engineering Report Proposed Pump House and Separator Facility Terracon Project No. 21095002 Terracon The individual contractor(s) is responsible for designing and constructing stable, temporary excavations as required to maintain stability of both the excavation sides and bottom. Excavations should be sloped or shored in the interest of safety following local and federal regulations, including current OSHA excavation and trench safety standards. Subgrade Preparation: Areas of soft or loose soils may be encountered at foundation bearing depth after excavation is completed for footings or mats. When such conditions exist beneath planned footing areas, the subgrade soils should be removed, replaced, and/or recompacted prior to placement of the foundation system. Subgrade soils beneath interior and exterior slabs and beneath roadways should be scarified, moisture conditioned and compacted to a minimum depth of 12 inches. The moisture content and compaction of subgrade soils should be maintained until slab or pavement construction. Fill Materials and Placement: Clean on -site soils or approved imported materials may be used as fill material. Imported soils (if required) should conform to the following: Percent finer by weight Gradation (ASTM C136) 6" 100 3" 70-100 No. 4 Sieve 50-100 No. 200 Sieve 35 (max) Liquid Limit 30(max) Plasticity Index 15 (max) Maximum expansive potential (%)* 1.5 *Measured on a sample compacted to approximately 95 percent of the ASTM D698 maximum dry density at about 3 percent below optimum water content. The sample is confined under a 100 psf surcharge and submerged. Engineered fill should be placed and compacted in horizontal lifts, using equipment and procedures that will produce recommended moisture contents and densities throughout the lift. Recommended compaction criteria for engineered fill is 95 percent of the maximum dry density (ASTM D698). 11 Geotechnical Engineering Report Proposed Pump House and Separator Facility Terracon Project No. 21095002 Terracon On -site and imported sand soils should be compacted within a moisture range of 3 percent below to 3 percent above optimum moisture content. Imported clay soils should be compacted within a moisture range of optimum to 3 percent above optimum unless modified by the project geotechnical engineer. The recommendations for placement and compaction criteria presented assume that fill depths will be less than 10 feet. Fills less than 10 feet, when placed and compacted as recommended in this report, will experience some settlement (generally 1 inch or less in addition to }. The amount and rate of settlement will be increased if water is introduced into the fill. Excavation and Trench Construction: Excavations into the on -site soils will encounter caving sand and possibly groundwater, depending on the depth of excavation. 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. Excavations should be sloped or shored in the interest of safety following local and federal regulations, including current OSHA excavation and trench safety standards. The soils to be penetrated by the proposed excavations may vary across the site. The preliminary 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. As a safety measure, it is recommended that vehicles and soil piles be kept to a minimum lateral distance from the crest of the slope equal to no less than the slope height. The exposed slope face should be protected against the elements. Additional Design and Construction Considerations: Exterior Slab Design and Construction: Exterior slabs -on -grade, exterior architectural features, and utilities founded on or in backfill may experience some movement due to the volume change of the backfill. Potential movement could be reduced by: • minimizing moisture increases in the backfill. ▪ controlling moisture -density during placement of backfill. • using designs which allow vertical movement between the exterior features and adjoining structural elements. • placing effective control joints on relatively close centers. 12 Geotechnical Engineering Report Proposed Pump House and Separator Facility Terracon Project No. 21095002 Terracon Corrosion Protection: Results of soluble sulfate testing indicate that ASTM Type I Portland cement is suitable for all project concrete on and below grade. However, if there is no (or minimal) cost differential, use of ASTM Type II Portland cement is recommended for additional sulfate resistance of construction concrete. Foundation concrete should be designed in accordance with the provisions of Section 318, Chapter 4, of the ACI Design Manual. Surface Drainage: Grades must be adjusted to provide positive drainage away from the structures during construction and maintained throughout the life of the proposed project. Infiltration of water into utility or foundation excavations must be prevented during construction. Landscaped irrigation adjacent to the foundation systems should be minimized or eliminated. Water permitted to pond near or adjacent to the perimeter of the structures (either during or post -construction) can result in significantly higher soil movements than those discussed in this report. As a result, any estimations of potential movement described in this report cannot be relied upon if positive drainage is not obtained and maintained, and water is allowed to infiltrate the fill and/or subgrade. Exposed ground should be sloped at a minimum of 10 percent grade for at least 10 feet beyond the perimeter of the buildings and mat, where possible. The use of drainage swales, sidewalk chases, and/or area drains may be required to facilitate drainage. Backfill against footings, exterior walls and in utility and sprinkler line trenches should be well compacted and free of construction debris to reduce the possibility of moisture infiltration. After building construction and prior to project completion, we recommend that verification of final grading be performed to document that positive drainage, as described above, has been achieved. Flatwork and pavements will be subject to post construction movement. Maximum grades practical should be used for paving and flatwork to prevent areas where water can pond. In addition, allowances in final grades should take into consideration post -construction movement of flatwork, particularly if such movement would be critical. Where paving or flatwork abuts the structure, care should be taken that joints are properly sealed and maintained to prevent the infiltration of surface water. Planters located adjacent to the structures should preferably be self-contained. Sprinkler mains and spray heads should be located a minimum of 10 feet away from the buildings. Roof drains should discharge on pavements or be extended away from the structure a minimum of 10 feet through the use of splash blocks or downspout extensions. A preferred alternative is to have the roof drains discharge to storm sewers by solid pipe or daylighted to a detention pond or other appropriate. outfall. 13 Geotechnical Engineering Report Proposed Pump House and Separator Facility Terracon Project No. 21095002 GENERAL COMMENTS Terracon 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 should also be retained to provide testing and observation during the excavation, grading, foundation and construction phases of the project. The analysis and recommendations presented in this report are based upon the data obtained from the borings performed at the indicated locations and from other information discussed in this report. This report does not reflect variations that may occur between borings, across the site, or due to the modifying effects of weather. The nature and extent of such variations may not become evident until during or after construction. If variations appear, we should be immediately notified so that further evaluation and supplemental recommendations can be provided. The scope of services for this project does not include, either specifically or by implication, any environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the potential for such contamination or pollution, other studies should be undertaken. This report has been prepared for the exclusive use of our client for specific application to the project discussed and has been prepared in accordance with generally accepted geotechnical engineering practices. No warranties, either express or implied, are intended or made. Site safety, excavation support, and dewatering requirements are the responsibility of others. In the event that changes are planned in the nature, design, or location of the project as outlined in this report, the conclusions and recommendations contained in this report shall not be considered valid unless Terracon reviews the changes, and either verifies or modifies the conclusions of this report in writing. 14 C ` — �, \ f� I WELD COUNTY R�,D . 34 cb 65„- 31.4 48-- `4$23 \ \ ,\ 1 \ ` ` \ \ C9'2\ `\ , ‘ \ N N \ ♦ rs\ 4---.. N. N. N \ N \' 1 \ \ \ \ \ TANK AREA SURVEYED TO OUTSIDE TOE ��x r / \ \ / N � _?--1� /1 I I I I I I \ ) 1-^------� I , +, I II \ ` ) ` 1 OFFICE BUILDING ALTERNATIV PERC.I1 \ �1 - - , - - LOCATION #1 N \--/1- `— P1 P2 P3 PFiOFIL P5 PG- .y i N `\• ' • No No.2' N ref N ) /I, f— N\ N. \ \ ( N\ No.4 - No..3 k w \ I \ \ 1 INJECTION \ ▪ t \ / ��i ▪ 4 \ \ \ N Z \ — N N \ q.UILDf-OG Ae soRPI1oN- BED OPTION # 1 1 1 \f CONCRETE \▪ UNLOAD I NG PA)1\I \ / y 1 �/ — \ CONCRETE TANK PAO —` - // // 1/ /.-- --- \IR N � `� N \ \ \ \ \� \ ` \\ r1 �1 / /t\ II lir 60 J • - APPROXIMATE PERCOLATION TEST BORING LOCATION LEGEND 0 30 • - APPROXIMATE TEST BORING LOCATIONS r- s. Pined Hr on 5r Cheekat Sy. CMG DJS JM PnaHt 21095002 Stale: Vela 06/01709 lrerracon Consulting Engineers and Sdendsls FIGURE 1: BORING LOCATION DIAGRAM PROPOSED PUMP HOUSE and SEPARATOR FACILITY SOUTHEAST OF THE INTERSECTION OF WELD COUNTY ROADS 34 & 49 WELD COUNTY, COLORADO FIG. No. 1 Approval ey, JM 301N, HOWES FORT COLLINS, CO SM21 PH.IA7U]4144399 FAX (9701494-0454 Negrojecte - Other officesl3reefev - Office No. 21521095002 CADDS21095002-1.dwg APPENDIX A lierracon r LOG OF BORING NO. 1 Page 1 oft CLIENT Lamp Rynearson And Associates SITE S. and E. of the Int. of WCR's 34 and 49 Weld County, Colorado PROJECT Proposed Pump House and Separator L7 Si U t.9 DESCRIPTION Approx. Surface Elev.: 4817 ft Y o o 00 >- ' SAMPLES TESTS Q w z F >- w > L - rn m mg a z aw z g o ~ Z o. Q Q 2 _ u- zZ cc Ow u~i ''. POORLY GRADED SAND medium 4797 — = i Medium grained, very loose to dense, tan 20 —SP 1 RS 12 5 4 5 —SP 2 SS 12 4 6 TO — 15 SP 3 RS 12 26 2 110 - 20 SP 4 SS 12 10 20 CLAYSTONE g 4787 — — 25— — — _ _ — Medium hard, red brown, tan, olive 30 ~ ,_ C F- o a r.1 a — 30 5 RS 12 50/0.6 13 112 n i n BOTTOM OF BORING The stratification lines represent the approximate boundary lines between soil and rock types: in -situ, the transition may be gradual. S. WATER LEVEL OBSERVATIONS, ft 7 erracon BORING STARTED 5-21-09 t WL 7 28 WD I Graded over BORING COMPLETED 5-21-09 5' WL 3 V. RIG CME 55 FOREMAN CMG u D WL APPROVED JCM JOB # 21095002 LOG OF BORING NO. 2 Page 1 of 1 CLIENT Lamp Rynearson And Associates SITE S. and E. of the Int. of WCR's 34 and 49 Weld County, Colorado PROJECT Proposed Pump House and Separator GRAPHIC LOG DESCRIPTION Approx. Surface Elev.: 4822 ft DEPTH, ft. USCS SYMBOL SAMPLES f TESTS NUMBER w RECOVERY, in. BLOWS / ft. WATER CONTENT, % DRY UNIT WT Pci UNCONFINED STRENGTH, psf % SWELL SURCHARGE • _: • POORLY GRADED SAND,with silt 4796 0.0% 500psf — SP 1 RS 12 3 3 Medium grained, very loose to medium dense, tan 26 —• — SP 2 RS 12 15 6 109 5 - SP 3 SS 12 6 2 10 - SP 4 RS 12 14 9 118 15 - —=SP 5 SS 12 16 3 20 -J -1 25-- —• =: CLAYSTONE red brown, tan, olive 4782 Medium hard, 30 -- sa 6 RS 12 50 BOTTOM OF BORING The stratification lines represent the approximate boundary lines between soil and rock types: in -situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft erracon w - BORING STARTED 5-21-09 WL V 28 WD I Graded over BORING COMPLETED 5-21-09 WL Y Y RIG CME 55 FOREMAN CMG WL _ APPROVED JCM JOB # 21095002, LOG OF BORING NO. 3 Page 1 of 1 CLIENT Lamp Rynearson And Associates SITE S. and E. of the Int. of WCR's 34 and 49 Weld County, Colorado _ PROJECT Proposed Pump House and Separator GRAPHIC LOG DESCRIPTION Approx. Surface Elev.: 4816 ft DEPTH, ft. USCS SYMBOL SAMPLES I TESTS NUMBER TYPE RECOVERY, in. BLOWS/ft. WATER CONTENT, °I° DRY UNIT WT Pcf UNCONFINED STRENGTH, psf • • POORLY GRADED SAND tan 4802 — — Medium grained, very loose to loose, 14 SP 1 RS 12 4 1 133 -- 5 -SP 2 RS 12 14 9 10 — LEAN LEAN CLAY. with sand i 4796.5 — CL 3 SS 12 12 15 Stiff, brown 19.5 15 -- - _. 4 RS 12 40 9 118 CLAYSTONE. tan, olive Q 4786 20 = 25- - -. Firm to medium hard, red brown, 3 BOTTOM OF BORING 30 The stratification lines represent the approximate boundary lines between soil and rock types: in -situ, the transition may be gradual. _ WATER LEVEL OBSERVATIONS, ft erracon BORING STARTED 5-21-09 WL V29 WD L 18 5/28/09 BORING COMPLETED 5-21-09 WL I Y RIG CME 55 FOREMAN CMG WL APPROVED JCM JOB # 21095002 LOG OF BORING NO. 4 Page 1 of 1 CLIENT Lamp Rynearson And Associates SITE S. and E. of the Int. of WCR's 34 and 49 Weld County, Colorado PROJECT Proposed Pump House and Separator GRAPHIC LOG DESCRIPTION Approx. Surface Elev.: 4813 ft DEPTH, ft_ USCS SYMBOL SAMPLES TESTS NUMBER TYPE RECOVERY, in. BLOWS / ft. WATER CONTENT, % DRY UNIT WT Pcf UNCONFINED STRENGTH, psf % SWELL SURCHARGE POORLY GRADED SAND dense, 4800 — —• 0.6% 500psf Medium grained, loose to medium tan 13 —SP 1 SS 12 8 4 5 - SP 2 RS 12 25 6 114 10 — LEAN CLAY, with sand 1 4793.5 Stiff, brown 19 5 -- CL 3 SS 12 13 16 15 - 20 4 RS 12 48 14 115 CLAYSTONE tan, olive 4788 Firm to medium hard, red brown, Interbedded sandstone lenses encountered 2 BOTTOM OF BORING 25 The stratification lines represent the approximate boundary lines between soil and rock types: in -situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft BrraCOf BORING STARTED 5-21-09 WL Z DRY WD - 16 5/28/09 BORING COMPLETED 5-21-09 WL I Y RIG CME 55 FOREMAN CMG WL APPROVED JCM JOB # 21095002 CLIENT LOG OF BORING NO. Pere Profile Lamp Rynearson And Associates Page 1 of 1 SITE S. and E. of the Int. of WCR's 34 and 49 Weld County, Colorado PROJECT Proposed Pump House and Separator CD 0 J 0 DESCRIPTION Approx. Surface Elev.: 4824 ft POORLY GRADED SAND Medium grained, tan W a- w 0 USCS SYMBOL SAMPLES TESTS w CO 2 z w a I- › - RECOVERY, 1n_ BLOWS / ft. in Zig °C1 I- LL h Cew z zz w <0 �t zi- 0 ❑ a D. 01 9 4815 BOTTOM OF BORING 5 - SP 1 BS 12 4 The stratification lines represent the approximate boundary lines between soil and rook types: in -situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft WL DRY WD 1 DRY 5/28/09 WL WL lierracon BORING STARTED 5-28-09 BORING COMPLETED 5-28-09 RIG CME 55 FOREMAN CMG APPROVED JCM JOB # 21095002 TC CONSOL STRAIN 2109511 2.CR1 FORT COLLINS 116368.G0T 6PI1 AXIAL STRAIN, % _,O O W N O N b 1,000 10,000 PRESSURE, psf Specimen Identification Classification Yd, pcf WC,% • 2 14.0ft POORLY GRADED SAND 118 9 Notes: 1 ie rr actin SWELL CONSOLIDATION TEST Project: Proposed Pump House and Separator Site: S. and E. of the Int. of WCR's 34 and 49 Weld County, Colorado Job #: 21095002 AXfAL STRAIN, % J A O Oo O) � N 4 I 1,000 10,000 PRESSURE, psf Specimen Identification Classification X, pcf WC,% • 4 19.0ft LEAN CLAY, with sand 115 14 Notes: 1 Brr actin SWELL CONSOLIDATION TEST Project: Proposed Pump House and Separator Site: S. and E. of the Int. of WCR's 34 and 49 Weld County, Colorado Jab #: 21095002 U.S. SIEVE OPENING IN INCHES I U.S. SIEVE 6 4 3 2 1.5 1 3/4 1/2 $ 3 6 $10 1416 NUMBERS I HYDROMETER i 4030 50 60 1001200 100 95 y _"� 1 ■ ill I IlII I 90 IIIIMIIIII 75 1 llfIMI 75 I 70 1■■ 1■�1111 U 601■�1 L 551■■�U1lUll__1111111__IU 1 _IIliii__I■ 5011 1L i ii! z 45 Lu ce 40 ui a 35 30 1 DI 25 I 20 #i 15 III In 10 1 M.- 5 0 1 100 10 1 0 1 GRAIN SIZE IN MILLIMETERS 0.01 0.001 GRAVEL SAND SILT OR CLAY COBBLES coarse I fine coarse I medium I fine Specimen Identification Classification LL PL PI Cc Cu • 1 4.0ft POORLY GRADED SAND(SP) NP NP NP 1.25 2.74 I 2 9.0ft POORLY GRADED SAND with SILT(SP-SM) NP NP NP 1.33 2.89 • 4 14.0ft LEAN CLAY with SAND(CL) 29 12 17 Specimen Identification D100 D60 D30 D10 %Gravel %Sand %Silt %Clay • 1 4.0ft 2 0.298 0.201 0.109 0.0 95.3 4.7 CO 2 9.0ft 2 0.278 0.189 0.096 0.0 94.6 5.4 A 4 14.0ft 9.5 1.0 23.7 75.3 GRAIN SIZE DISTRIBUTION 1 rerr acon Project: Proposed Pump House and Separator Site: S. and E. of the Int. of WCR's 34 and 49 Weld County, Colorado Job #: 21095002 Date: 60 CH ICL 50 P L A s 40 T/7 'I C I T 307Y I N 20 D E X l Ai ,0007 10, CL -ML / ML CD (11 20 40 60 80 100 LIQUID LIMIT Specimen Identification LL PL PI %Fines Classification • 1 4.Oft NP NP NP 5 POORLY GRADED SAND(SP) m 2 9.Oft NP NP NP 5 POORLY GRADED SAND with SILT(SP-SM) , IA 4 14.Oft 29 12 17 75 LEAN CLAY with SAND(CL) 11 IIIHI''11.11r ATTERBERG LIMITS RESULTS Project: Proposed Pump House and Separator Site: S. and E. of the Int. of WCR's 34 and 49 Weld County, Colorado Job #: 21095002 Sheet 9 of 1 Borehole Depth ft Liquid Limit PlasticitySoluble Index % <#200 Sieve Water Sulfates (PPm) AASHTO Class- ification USCS Class- ification Water Content (%) Dry Unit Weight (pct) Swell (%)/ Surcharge (psf) 1 4.0 _ NP 0 5 A-3 SP _ 4 1 9.0 6 1 14.0 2 110 1 19.0 20 1 2 29.0 0.5 13 112 - --- 3 2 4.0 0 6 109 2 9.0 NP 0 5 A-3 SP-SM 2 2 14.0 9 118 0.0/500 2 19.0 3 3 4.0 I 100 1 133 3 9.0 9 3 14.0 I 15 3 19.0 _ ... —. _ . - 9 118 3 � 29.0 15 4 4.0 4 4 9.0 6 114 4 14.0 29 17 75 A-6 CL 16 4 19.0 14 115 0.6/500 4 24.0 21 Dere Profilc 8.0 4 TC LAB SUMMARY 21095002.GPJ FORT COLLINIS 11MDR _G0T SP - TM ll�rracon SUMMARY OF LABORATORY RESULTS Project: Proposed Pump House and Separator Site: S. and E. of the Int. of WCR's 34 and 49 Weld County, Colorado Job #: 21095002 APPENDIX C lierracon. _ GENERAL NOTES DRILLING & SAMPLING SYMBOLS: SS: Split Spoon - 1-3/8" I.D., 2" O.D., unless otherwise noted ST: Thin -Wailed Tube - 2" O.D., unless otherwise noted RS: Ring Sampler - 2.42" 1,D., 3" O.D., unless otherwise noted DB: Diamond Bit Coring - 4", N, B BS: Bulk Sample or Auger Sample HS: PA: HA: RB: WB: Hollow Stem Auger Power Auger Hand Auger Rock Bit Wash Boring or Mud Rotary The number of blows required to advance a standard 2 -inch D.D. split -spoon sampler (SS) the last 12 inches of the total 18 -inch penetration with a 140 -pound hammer falling 30 inches is considered the "Standard Penetration" or "N -value". For 3" O.D. ring samplers (RS) the penetration value is reported as the number of blows required to advance the sampler 12 inches using a 140 - pound hammer falling 30 inches, reported as 'blows per foot," and is not considered equivalent to the "Standard Penetration" or "N - value", WATER LEVEL MEASUREMENT SYMBOLS: WL: Water Level WCI: Wet Cave in DCI: Dry Cave in AB: After Boring WS: WD: BCR: AC R: While Sampling While Drilling Before Casing Removal After Casing Removal Water levels indicated on the boring logs are the levels measured in the borings at the times indicated. Groundwater levels at other times and other locations across the site could vary. In perilous soils, the indicated levels may reflect the location of groundwater. In low permeability soils, the accurate determination of groundwater levels may not be possible with only short-term observations. DESCRIPTIVE SOIL CLASSIFICATION: Soil classification is based on the Unified Classification System. Coarse Grained Soils have more than 50% of their dry weight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils have less than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are plastic, and silts if they are slightly plastic or non -plastic. Major constituents may be added as modifiers and minor constituents may be added according to the relative proportions based on grain size. In addition to gradation, coarse -grained soils are defined on the basis of their in -place relative density and fine-grained soils on the basis of their consistency. FINE-GRAINED SOILS COARSE -GRAINED SOILS BEDROCK RS (SS) R5 Blows/Ft. Blows/Ft. Consistency Blows/Ft. <3 0-2 Very Soft 0-6 3-4 3-4 Soft 7-18 5-9 5-8 Medium Stiff 19-58 10-18 9-15 Stiff 59-98 19-42 16-30 Very Stiff > 98 > 42 > 30 Hard RELATIVE PROPORTIONS OF SAND AND GRAVEL Descriptive Terms of Percent of Other Constituents Dry Weight Trace < 15 With 15 — 29 Modifier > 30 RELATIVE PROPORTIONS OF FINES Descriptive Terms of Other Constituents Trace With Modifiers Percent of Dry Weight <5 5-12 > 12 u Blows/Ft. <3 4-9 10-29 30-50 > 50 Relative Densi Very Loose Loose Medium Dense Dense Very Dense RS SS Blows/Ft. Blows/Ft. <30 <20 30-49 20-29 50-89 30-49 90-119 50-79 >119 >79 GRAIN SIZE TERMINOLOGY Major Component of Sample Boulders Cobbles Gravel Sand Silt or Clay Consistency Weathered Firm Medium Hard Hard Very Hard Particle Size Over 12 in. (300mm) 12 in. to 3 in. (300mm to 75 mm) 3 in. to #4 sieve (75mm to 4.75 mm) #4 to #200 sieve (4.75mm to 0.075mm) Passing #200 Sieve (0.075mm) PLASTICITY DESCRIPTION Term Non -plastic Low Medium High Plasticity Index 0 1-10 11-30 30+ lrerracon UNIFIED SOIL CLASSIFICATION SYSTEM Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests" Soil Classification Group Symbol Group Name° Coarse Grained Soils More than 50% retained on No. 200 sieve Gravels Clean Gravels More than 50% of coarse Less than 5% fines` fraction retained on No. 4 sieve Cu ≥ 4 and 1 s Cc s 3E GW Well graded gravelF Cu < 4 and/or 1 > Cc > 3E GP Poorly graded gravel' Gravels with Fines More Fines classify as ML or MH than 12% fines` GM Silty graver.' Fines classify as CL or CH GC Clayey gravelF 4" Sands 50% or more of coarse fraction passes No. 4 sieve Clean Sands Less than 5% fines° Cu?6and 1sCcs30 Cu < 6 and/or 1 > Cc> 3E SW Well graded sand' SP Poorly graded sand' Sands with Fines More than 12% fines' Fines classify as ML or MH SM Slaty sand°.'" Fines classify as CL or CH SC Clayey sande.'" Fine -Grained Soils Silts and Clays 50% or more passes the Liquid limit /ess than 50 No. 200 sieve inorganic PI > 7 and plots on or above "A" lined CL Lean clay" ,4" PI < 4 or plots below "A" line' ML Silr " organic Liquid limit - oven dried <0.75 Organic L1.4.N OL Liquid limit - not organic slit"•".° dried Silts and Clays inorganic Liquid limit 50 or mare Highly organic soils PI plots on or above "A" line CH Fat clay" 4" PI plots below "A" line MH Elastic silt"." organic Liquid limit - oven dried Liquid limit - not dried Primarily organic matter, dark In color, and organic odor <0.75 OH Organic clay",'-' Organic silt".".'" PT Peat "Based on the material passing the 3 -in. (75 -mm) sieve a If field sample contained cobbles or boulders, or both, add "with cobbles or boulders, or both" to group name. c Gravels with 5 to 12% fines require dual symbols: GW-GM well graded gravel with silt, GW-GC well graded gravel with clay, GP -GM poorly graded gravel with sill, GP -GC poorly graded gravel with clay. ° Sands with 5 to 12% fines require dual symbols: SW-SM well graded sand with silt, SW -SC well graded sand with clay, SP-SM poorly graded sand with silt, SP -SC poorly graded sand with clay sCu = De"1Di° Cc= �°f₹ Gho x Dea F If soil contains ≥ 15% sand, add "with sand" to group name. ° If fines classify as CL -ML, use dual symbol GC -GM, or SC-SM. PLASTICITY INDEX (PI) For Classification of fine-grained soils and fine-grained traction 50 _, of coarse -grained soils Equation of "A- - line Horizontal at PI=4 to LL=25.5. 40 ! - then PI -0.73 ILL -20) -- Equation of "U" - line Vertical at LL=18 to P3_7. 30 - then Pt 0.9 (LL -S) 20 10 7 4 0 0 10 16 20 "If fines are organic, add "with organic fines" to group name. ' If soil contains z 15% gravel, add "with gravel" to group name. If Atterberg limits plot in shaded area, soil is a CL -ML, silty clay. K If soil contains 15 to 29% plus No. 200, add "with sand- or with gravel," whichever is predominant. L If soil contains ≥ 30% plus No. 200 predominantly sand, add "sandy" to group name. mlf soil contains z 30% plus No. 200, predominantly gravel, add "gravelly" to group name. "PI z 4 and plots on or above A" line. °PI < 4 or plots below "A" line. PPI plots on or above "A" line. °PI plots below "A" line. 30 40 50 60 70 LIQUID LIMIT (LL) 80 90 100 42, MHor OH 110 lrerracon_ LABORATORY TEST SIGNIFICANCE AND PURPOSE TEST SIGNIFICANCE PURPOSE California Bearing Ratio Used to evaluate the potential strength of subgrade soil, subbase, and base course material, including recycled materials for use in road and airfield pavements. Pavement Thickness Design Consolidation Used to develop an estimate of both the rate and amount of both differential and total settlement of a structure. Foundation Design Direct Shear Used to determine the consolidated drained shear strength of soil or rock. Bearing Capacity, Foundation Design, and Slope Stability Dry Density Used to determine the in -place density of natural, inorganic, fine-grained soils. index Property Soil Behavior Expansion Used to measure the expansive potential of fine-grained soil and to provide a basis for swell potential classification. Foundation and Slab Design Gradation Used for the quantitative determination of the distribution of particle sizes in soil. Soil Classification Liquid & Plastic Limit, Plasticity Index Used as an integral part of engineering classification systems to characterize the fine-grained fraction of soils, and to specify the fine-grained fraction of construction materials. Soil Classification Permeability Used to determine the capacity of soil or rock to conduct a liquid or gas. Groundwater Flow Analysis pH Used to determine the degree of acidity or alkalinity of a soil. Corrosion Potential Resistivity Used to indicate the relative ability of a soil medium to carry electrical currents. Corrosion Potential R -Value Used to evaluate the potential strength of subgrade soil, subbase, and base course material, including recycled materials for use in road and airfield pavements. Pavement Thickness Design Soluble Sulphate Used to determine the quantitative amount of soluble sulfates within a soil mass. Corrosion Potential Unconfined Compression To obtain the approximate compressive strength of soils that possess sufficient cohesion to permit testing in the unconfined state. Bearing Capacity Analysis for Foundations Water Content Used to determine the quantitative amount of water in a soil' mass. index Property Soil Behavior irffcon REPORT TERMINOLOGY (Based on ASTM D653) Allowable Soil Bearing Capacity Alluvium Aggregate Base Course Backfill Bedrock Bench Caisson (Drilled Pier or Shaft) Coefficient of Friction Colluvium Compaction Concrete Slab -on - Grade Differential Movement Earth Pressure ESAL Engineered Fill Equivalent Fluid Existing Fill (or Man -Made Fill) Existing Grade The recommended maximum contact stress developed at the interface of the foundation element and the supporting material. Soil, the constituents of which have been transported in suspension by flowing water and subsequently deposited by sedimentation. A layer of specified material placed on a subgrade or subbase usually beneath slabs or pavements. A specified material placed and compacted in a confined area. A natural aggregate of mineral grains connected by strong and permanent cohesive forces. Usually requires drilling, wedging, blasting or other methods of extraordinary force for excavation. A horizontal surface in a sloped deposit. A concrete foundation element cast in a circular excavation which may have an enlarged base. Sometimes referred to as a cast -in -place pier or drilled shaft. A constant proportionality factor relating normal stress and the corresponding shear stress at which sliding starts between the two surfaces. Soil, the constituents of which have been deposited chiefly by gravity such as at the foot of a slope or cliff. The densification of a soil by means of mechanical manipulation A concrete surface layer cast directly upon a base, subbase or subgrade, and typically used as a floor system. Unequal settlement or heave between, or within foundation elements of structure. The pressure exerted by soil on any boundary such as a foundation wall. Equivalent Single Axle Load, a criteria used to convert traffic to a uniform standard, (18,000 pound axle loads). Specified material placed and compacted to specified density and/or moisture conditions under observations of a representative of a geotechnical engineer. A hypothetical fluid having a unit weight such that it will produce a pressure against a lateral support presumed to be equivalent to that produced by the actual soil. This simplified approach is valid only when deformation conditions are such that the pressure increases linearly with depth and the wall friction is neglected. Materials deposited throughout the action of man prior to exploration of the site. The ground surface at the time of field exploration. Ii2rracon REPORT TERMINOLOGY (Based on ASTM D653) Expansive Potential Finished Grade Footing Foundation Frost Depth Grade Beam Groundwater Heave Lithologic Native Grade Native Soil Optimum Moisture Content Perched Water Scarify Settlement Skin Friction (Side Shear) Soil (Earth) Strain Stress Strip Subbase Subgrade The potential of a soil to expand (increase in volume) due to absorption of moisture. The final grade created as a part of the project. A portion of the foundation of a structure that transmits loads directly to the soil. The lower part of a structure that transmits the loads to the soil or bedrock. The depth at which the ground becomes frozen during the winter season. A foundation element or wall, typically constructed of reinforced concrete, used to span between other foundation elements such as drilled piers. Subsurface water found in the zone of saturation of soils or within fractures in bedrock Upward movement. The characteristics which describe the composition and texture of soil and rock by observation. The naturally occurring ground surface. Naturally occurring on -site soil, sometimes referred to as natural soil. The water content at which a soil can be compacted to a maximum dry unit weight by a given compactive effort. Groundwater, usually of limited area maintained above a normal water elevation by the presence of an intervening relatively impervious continuous stratum. To mechanically loosen soil or break down existing soil structure. Downward movement. The frictional resistance developed between soil and an element of the structure such as a drilled pier. Sediments or other unconsolidated accumulations of solid particles produced by the physical and chemical disintegration of rocks, and which may or may not contain organic matter. The change in length per unit of length in a given direction. The force per unit area acting within a soil mass. To remove from present location. A layer of specified material in a pavement system between the subgrade and base course. The soil prepared and compacted to support a structure, slab or pavement system. Iferracon Hello