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Home My WebLink AboutHARMONY MARKET PUD TENTH FILING LEE'S CYCLERY - Filed GR-GEOTECHNICAL REPORT/SOILS REPORT -GEOTECHNICAL ENGINEERING REPORT LEE'S CYCLERY & OUTSPOST SUNSPORT HARMONY MARKET TENTH FILING FORT COLLINS, COLORADO ELI PROJECT NO. 20945180 Prepared for: LEE'S CYCLERY & OUTPOST SUNSPORT c/o LEE'S CYCLERY 202 WEST LAUREL STREET FORT COLLINS, COLORADO 80521 ATTN: MR. ARCHIE SOLSKY AND MR. RANDALL MORGAN Empire Laboratories, Inc. A Division of the Terracon Companies, Inc. 1 Empire Laboratories, Inc. A Division of The Terracon Companies, Inc. P.O. Box 503 • 301 No. Howes Fort Collins, Colorado 80522 303) 484-0359 FAX No. (303) 484-0454 Chester C. Smith, P.E. Neil R. Sherrod, C.P.G. August 22, 1994 Lee's Cyclery & Outpost Sunsport 202 West Laurel Street Fort Collins, Colorado 80521 Attn: Mr. Archie Solsky and Mr. Randall Morgan Re: Geotechnical Engineering Report, Lee's Cyclery & Outpost Sunsport Building Harmony Market 10th Filing Fort Collins, Colorado ELI Project No. 20945180 Empire Laboratories, Inc. (ELI) has completed the geotechnical engineering exploration for the proposed Lee's Cyclery & Outpost Sunsport building located Harmony Market at the southwest corner of Harmony Road and Lemay Avenue, Fort Collins, Colorado. This study was performed in general accordance with our proposal number D2094292 dated August 15, 1994. The results of our engineering study, including the boring location diagram, laboratory test results, test boring records, and the geotechnical recommendations needed to aid in the design and construction of foundations and other earth connected phases of this project are attached. The subsurface soils consisted of fill material consisting of sandy lean clay underlain by natural sandy lean clay and well -graded sand with gravel. The information obtained by the results of field exploration and laboratory testing completed for this study indicates the soils have low expansive potential and moderate bearing characteristics. Based on the geotechnical engineering analysis, subsurface exploration and laboratory test results, we recommend that the proposed building be supported on a spread footing and/or grade beam foundation system. Slab -on -grade may be utilized for the interior floor system provided the existing fill is removed and replaced. Due to the relatively, shallow depth to groundwater, a complete dewatering system and possibly raising of finished grades will be required for basement construction. Other design and construction details, based upon geotechnical conditions, are presented in the report. Offices of The Terracon Companies, Inc. Geotechnical, Environmental and Materials Engineers Arizona: Tucson Colorado: Colorado Springs, Denver, Ft. Collins, Greeley, Longmont 0 Idaho: Boise 0 Illinois: Bloomington, Chicago, Rock Island Iowa: Cedar Falls, Cedar Rapids, Davenport, Des Moines, Storm Lake 0 Kansas: Lenexa, Topeka, Wichita Minnesota: St. Paul Missouri: Kansas City Nebraska: Lincoln, Omaha 0 Nevada: Las Vegas Oklahoma: Oklahoma City, Tulsa Texas. Dallas Utah: Salt Lake City Wyoming: Cheyenne QUALITY ENGINEERING SINCE 1965 Lee's Cyclery & Outpost Sunsport ELI Project No. 20945180 Terracon We have appreciated being of service to you during the geotechnical engineering phase of this project and are prepared to assist you during the construction phases as well. If you have any questions concerning this report or any of our testing, inspection, design and consulting services, please do not hesitate to contact us. Sincerely, EMPIRE LABORATORIES, INC. A Division of The Terracon Companies, Inc. Neil R. Sherrod Senior Engineering Geologist Reviewed by: dai-ti A ctc q Larry G. O'Dell, P.E. Office Manager NRS/LGO/cic Copies to: Addressee ('L) I J E.pf PROFS AIPG ...? N SHE P Lee's Cyclery & Outpost Sunsport ELI Project No. 20945180 TABLE OF CONTENTS Terracon Page No. Letter of Transmittal................................................... ii INTRODUCTION..................................................... 1 PROPOSED CONSTRUCTION ........................................... 1 SITE EXPLORATION .................................................. 2 Field Exploration ............................................... 2 Laboratory Testing .............................................. 2 SITE CONDITIONS ................................................... 3 SUBSURFACE CONDITIONS ............................................ 3 Geology..................................................... 3 Soil and Bedrock Conditions ....................................... 4 Laboratory Test Results .......................................... 4 Groundwater Conditions .......................................... 4 CONCLUSIONS AND RECOMMENDATIONS ................................. 5 Site Development Considerations .................................... 5 Foundation Systems ............................................. 5 Basement Construction ........................................... 6 Lateral Earth Pressures ........................................... 6 Seismic Considerations ........................................... 7 Floor Slab Design and Construction .................................. 7 Pavement Design and Construction .................................. 8 Earthwork................................................... 11 Site Clearing ............................................ 11 Excavation............................................. 12 Slab Subgrade Preparation ................................... 12 Pavement Subgrade Preparation ............................... 12 Fill Materials ............................................ 13 Placement and Compaction .................................. 14 Shrinkage .............................................. 15 Compliance............................................. 15 Excavation and Trench Construction ............................ 15 Drainage.................................................... 16 Surface Drainage ......................................... 16 Additional Design and Construction Considerations ...................... 16 Exterior Slab Design and Construction .......................... 16 Underground Utility Systems ................................. 17 Corrosion Protection ....................................... 17 GENERAL COMMENTS ............................................... 17 Lee's Cyclery & Outpost Sunsport Terracon ELI Project No. 20945180 TABLE OF CONTENTS (Cont'd) Page No. APPENDIX A Figure No. SitePlan ...................................................... 1 Logs of Borings .......................................... Al thru A5 APPENDIX B Consolidation Test .............................................. B1 Summary of Test Results ......................................... B2 APPENDIX C: GENERAL NOTES Drilling & Exploration ............................................ C1 Unified Soil Classification ......................................... C2 Bedrock Classification, Sedimentary Bedrock ............................ C3 Laboratory Testing, Significance and Purpose ........................... C4 Report Terminology ............................................. C5 APPENDIX D Recommended Preventative Maintenance -Asphalt Concrete Pavements ......... D1 Recommended Preventative Maintenance -Jointed Concrete Pavements ......... D2 Terracon GEOTECHNICAL ENGINEERING REPORT LEE'S CYCLERY & OUTSPOST SUNSPORT HARMONY MARKET TENTH FILING FORT COLLINS, COLORADO ELI Project No. 20945180 August 22, 1994 INTRODUCTION This report contains the results of our geotechnical engineering exploration for the proposed project to be located at Harmony Market 10th Filing at the southwest corner of Harmony Road and Lemay Avenue in southwest Fort Collins, Colorado. The site is located in the Northeast 1 /4 of Section 1, Township 7 North, Range 69 West of the 6th Principal Meridian. The purpose of these services is to provide information and geotechnical engineering recommendations relative to: subsurface soil conditions groundwater conditions foundation design and construction basement construction lateral earth pressures floor slab design and construction pavement design and construction earthwork drainage The conclusions and recommendations in this report are based upon the results of field and laboratory testing, engineering analysis, and experience with similar soil and structural conditions. PROPOSED CONSTRUCTION The proposed project as we understand is to construct a 114,000 square foot retail building housing both Lee's Cyclery and Outpost Sunsport. The north half of the building will have conventional basement construction that will be approximately 1 1'h feet below the finished first floor. Grading indicates approximately 1 to 3'/2 feet of cut is proposed below the building. A parking area is planned adjacent to the east and west sides of the building. It is anticipated the structure will exhibit light structural loads. Lee's Cyclery & Outpost Sunsport ELI Project No. 20945180 SITE EXPLORATION Terracon The scope of the services performed for this project included a site reconnaissance by an engineering geologist, a subsurface exploration program, laboratory testing and engineering analysis. Field Exploration: A total of five test borings were drilled on August 16, 1994 to depths of 10 to 15 feet at the locations shown on the Site Plan, Figure 1. Four borings were drilled within the footprint of the proposed building, and one boring was drilled in the area of the proposed pavements. All borings were advanced with a truck -mounted drilling rig, utilizing 4-inch diameter solid stem auger. The borings were located in the field by measurements from existing property corners and site features. Elevations were taken at each boring location by measurements with an engineer's level from a temporary bench mark (TBM) shown 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. Continuous lithologic logs were recorded by the engineering geologist during the drilling operations. At selected intervals, samples of the subsurface materials were taken by means of pushing thin -walled Shelby tubes, or driving split -spoon samplers. Penetration resistance measurements were obtained by driving the split -spoon into the subsurface materials with a 140-pound hammer falling 30 inches. The penetration value is a useful index to the consistency, relative density or hardness of the materials encountered. Groundwater measurements were made in each boring at the time of site exploration, and one day after drilling. Laboratory Testing: All samples retrieved during the field exploration were returned to the laboratory for observation by the project geotechnical engineer and were classified in accordance with the Unified Soil Classification System described in Appendix C. At that time, the field descriptions were confirmed or modified as necessary, an applicable laboratory testing program was formulated to determine engineering properties of the subsurface materials. Selected soil samples were tested for the following engineering properties: Ul Lee's Cyclery & Outpost Sunsport Terracon ELI Project No. 20945180 Water content • Expansion Dry density • Plasticity Consolidation • Soluble sulfate content Compressive strength The significance and purpose of each laboratory test is described in Appendix C. Laboratory test results are presented in Appendix B, and were used for the geotechnical engineering analysis, and the development of foundation and earthwork recommendations. All laboratory tests were performed in general accordance with the applicable ASTM, local or other accepted standards. SITE CONDITIONS The site is a vacant area sparsely vegetated with weeds and grass. The area is relatively flat and has minor drainage to the south. The property is bordered on the north by a greenbelt and Harmony Road, on the east by Bank One, on the south by paved parking lot and on the west by an open area. The greenbelt is bordered by a sidewalk and is planted with grass and trees. It appears the site has been previously filled. Debris consisting of grass clippings, sod, asphalt and concrete were noted along the east edge of the site. I SUBSURFACE CONDITIONS Geology: The project area is located within the Colorado Piedmont section of the Great Plains physiographic province. The Colorado Piedmont, formed during Late Tertiary and Early quaternary time (approximately 2,000,000 years ago), is a broad, erosional trench which separates the Southern Rocky Mountains from the High Plains. Structurally, the site lies along the western flank of the Denver Basin. During the Late Mesozoic and Early Cenozoic Periods (approximately 70,000,000 years ago), intense tectonic activity occurred, causing the uplifting of the Front Range and associated downwarping of the Denver Basin to the east. Relatively flat uplands and broad valleys characterize the present-day topography of the Colorado Piedmont in this region. The site is underlain by the Cretaceous Pierre formation. The Pierre shale underlies the site at estimated depths of 20 to 25 feet below the surface. The Pierre shale is overlain by residual and colluvial soils of Pleistocene and/or Recent Age. 11 1 1 Lee's Cyclery & Outpost Sunsport Terracon ELI Project No. 20945180 Mapping completed by the Colorado Geological Survey ('Hart, 1972), indicates the site in an area of "Moderate Swell Potential". Potentially expansive materials mapped in this area include bedrock, weathered bedrock and colluvium (surficial units). Soil and Bedrock Conditions: As presented on the Logs of Boring, the subsurface soils were encountered in order of increasing depths as follow: Fill Material: The area tested is overlain by a 1'/2 to 5'h foot layer of fill material. The fill consists of a mixture of brown and red sandy lean clay with minor amounts of gravel. It is not known whether the fill has been uniformly or properly compacted. The fill is dry to moist and medium to hard in consistency. Sandy Lean Clay With Gravel: This stratum underlies the topsoil and extends to depths of 14 to greater than 15 feet below the surface. The sandy lean clay contains varying amounts of gravel, is moist to wet and medium to stiff in consistency. Well -Graded Sand With Gravel: This stratum was encountered in Boring 3 at a depth of 14 feet and extends to greater depths. The well -graded sand contains varying amounts of gravel, is medium dense, and wet. Laboratory Test Results: Laboratory test results indicate that the upper subsoils at shallow depth have low expansive potential and moderate bearing characteristics. Groundwater Conditions: Groundwater was observed at depths of 9'/2 to 12'/2 feet in Borings 1 through 4 at the time of field exploration. When checked one day after drilling, groundwater was measured at depths of 9 % to 12'/2 feet. Boring 5 was dry at the time of drilling and when checked one day after drilling. These observations represent only current groundwater conditions, 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. Based upon review of U.S. Geological Survey maps (2Hillier, et al, 1983), regional groundwater is expected to be encountered in unconsolidated alluvial deposits on the site, at depths ranging from 10 to 20 feet below the existing ground surface at the project site. Hart, Stephen S., 1972, Potentially Swelling Soil and Rock in the Front Range Urban Corridor, Colorado, Colorado Geological Survey, Environmental Geology No. 7. 2Hillier, Donald E.; Schneider, Paul A., Jr.; and Hutchinson, E. Carter, 1983, Depth to Water Table (1979) in the Boulder -Fort Colin -Greeley Area, Front Range Urban Corridor Colorado, United States Geological Survey, Map 1-855-I. 4 Lee's C cler & Outpost Sunsport Terracon Y Y P P ELI Project No. 20945180 Fluctuations in groundwater levels can best be determined by implementation of a groundwater tmonitoring plan. Such a plan would include installation of groundwater monitoring wells, and periodic measurement of groundwater levels over a sufficient period of time. The possibility of groundwater fluctuations should be considered when developing design and construction plans for the project. CONCLUSIONS AND RECOMMENDATIONS Site Development Considerations: The site appears suitable for the proposed construction. Potentially expansive soils, fill and high groundwater will require particular attention in the design and construction. In view of the foundation bearing levels, anticipated structural loads, and proposed grades, the following foundation systems were evaluated for use on the site: spread footings and/or grade beams bearing on undisturbed soils; and, spread footings and/or grade beams bearing on engineered fill. Slab - on -grade construction is considered acceptable for use when subgrade soils consist of the on - site natural soils provided that design and construction recommendations are followed. Foundations or slabs should not be placed on existing fill. In view of the shallow depth to groundwater, raising of the basement floor elevation and/or construction of a complete dewatering system will be required. Foundation Systems: Due to the presence of low -swelling soils on the site, spread footing and/or grade beams foundations bearing upon undisturbed subsoils and/or engineered fill are recommended for support for the proposed structure. The footings may be designed for a maximum bearing pressure of 1,500 psf (dead load plus '/2 live load). In addition, the footings should be sized to maintain a minimum dead -load pressure of 500 psf. Exterior footings should be placed a minimum of 30 inches below finished grade for frost protection. Existing fill on the site should not be used for support of foundations without removal and recompaction. Finished grade is the lowest adjacent grade for perimeter footings and floor level for interior footings. The design bearing capacities apply to dead load plus one-half design live load y I Lee's C clerY & Outpost Sunsport Terracon ELI Project No. 20945180 conditions. The design bearing capacity may be increased by one-third when considering total loads that include wind or seismic conditions. Footings should be proportioned to minimize 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 settlement between adjacent footings. Total or I differential settlement resulting from the assumed structural loads are estimated to be on the order of 3/4 inch(es) or less, provided that foundations are constructed as recommended. 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. Basement Construction: Groundwater was encountered on the site at depths of 9 %2 to 12'/2 feet below existing grade. Full -depth basement construction is considered feasible on the site provided groundwater conditions are taken into account. To reduce the potential for groundwater to enter the basement of the structure, installation of a dewatering system is recommended. The dewatering system should, at a minimum, include a perimeter drainage system and underslab gravel. The drainage system should be constructed I' around the exterior perimeter of the basement foundation, and sloped at a minimum 1 /8 inch per foot to a suitable outlet, such as a sump and pump system. The drainage system should consist of a properly sized perforated pipe, embedded in free -draining gravel, placed in a trench at least 12-inches in width. Gravel should extend a minimum of 3-inches beneath the bottom of the pipe, and at least 2 feet above the bottom of the foundation wall. The gravel should be covered with drainage fabric prior to placement of foundation backfill. Sizing of drainage pipe will be dependent upon groundwater flow into the dewatering system. Groundwater flow rates will fluctuate with permeability of the soils to be dewatered and the depth to which groundwater may rise in the future. Pump tests to determine groundwater flow rates are recommended in order to properly design the system. If the basement is constructed within 1 foot of groundwater level, consideration should be given to including alternating pumps and a backup generator to minimize the potential of wetting the basement due to a mechanical or electrical failure. Temporary dewatering will be required if the basement is excavated below groundwater. Lateral Earth Pressures: For soils above any free water surface, recommended equivalent fluid pressures for unrestrained foundation elements are: 6 Lee's Cyclery & Outpost Sunsport ELI Project No. 20945180 Terracon Active: Cohesive soil backfill (on -site clay) .......................... 40 psf/ft Passive: Cohesive soil backfill (on -site clay) ......................... 360 psf/ft Where the design includes restrained elements, the following equivalent fluid pressures are recommended: At rest: Cohesive soil backfill (on -site clay) .......................... 60 psf/ft In addition, hydrostatic pressures below groundwater should be taken into account in the design of the foundation walls. Fill against grade beams and retaining walls should be compacted to densities specified in Earthwork". 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: The project site is located in Seismic Risk Zone I, of the Seismic Zone Map of the United States as indicated by the Uniform Building Code. Based upon the nature of the subsurface materials, a seismic site coefficient, "s" of 1.0 should be used for the design of structures for the proposed project (Uniform Building Code, Table No. 23-J). Floor Slab Design and Construction: Low -swelling natural soils or engineered fill will support the floor slab. Some differential movement of a slab -on -grade floor system is possible should the subgrade soils become elevated in moisture content. Such movements are considered within general tolerance for normal slab -on -grade construction. To reduce any potential slab movements, the subgrade soils should be prepared as outlined in the "Earthwork" section of this report. 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. Contraction joints should be provided in slabs to control the location and extent of cracking. Maximum joint spacing of 15 to 20 feet in each direction is recommended. 7 Lee's Cyclery & Outpost Sunsport ELI Project No. 20945180 Terracon Interior trench backfill paced beneath slabs should be compacted in accordance with recommended specifications outlined below. In areas subjected to normal loading, a minimum 4-inch layer of clean -graded gravel should be placed beneath interior slabs. A minimum 8-inch layer of free -draining gravel should be placed beneath basement floor slabs in conjunction with the underslab drainage system. If moisture sensitive floor coverings are used on interior slabs, consideration should be given to the use of barriers to minimize potential vapor rise through the slab. Floor slabs should not be constructed on frozen subgrade. Other design and construction considerations, as outlined in the ACI Design Manual, Section 302.1 R are recommended. Pavement Design and Construction: The required total thickness for the pavement structure is dependent primarily upon the foundation soil or subgrade and upon traffic conditions. Based on the soil conditions encountered at the site, the type and volume of traffic and using a group index of 11 as the criterion for pavement design, the following minimum pavement thicknesses are recommended: Recommended Pavement Section Thickness Inches) Traffic Area Alterna- tive Asphalt Concrete Aggregate Base Plant Mix Bituminous Portland Cement TOTAL LI Surface Course Base Course Concrete A 3" 6" 9" B 2" 3" 5" Automobile Parking C 5 5„ A 3" 101, 13„ B 2" 4'/2 " 6'/z " Drive Areas C 6" 6„ Each alternative should be investigated with respect to current material availability and economic conditions. E3 Lee's Cyclery & Outpost Sunsport Terracon ELI Project No. 20945180 Aggregate base course (if used on the site) should consist of a blend of sand and gravel which meets strict specifications for quality and gradation. Use of materials meeting Colorado Department of Transportation Class 5 or 6 specifications is recommended. Aggregate base course should be placed in lifts not exceeding six inches and should be compacted to a minimum of 95 % Standard Proctor density (ASTM D698). Asphalt concrete should be obtained from an approved mix design stating the Hveem properties, optimum asphalt content, job mix formula, and recommended mixing and placing temperatures. Aggregate used in asphalt concrete should meet a particular gradation. Use of materials meeting Colorado Department of Transportation Grading C or CX specification is recommended. The mix design should be submitted prior to construction to verify its adequacy. The asphalt materials should be placed in maximum 3-inch lifts and should be compacted to a minimum of 95 % Hveem density (ASTM D1561). Plant -mixed bituminous base course should be composed of a mixture of aggregate, filler and additives if required and approved bituminous material. The bituminous base should conform to an approved mix design stating the Marshall or Hveem properties, optimum asphalt content, job mix formula, and recommended mixing and placing temperatures. Aggregate used in plant -mixed bituminous base course should meet a particular gradation. Use of aggregates meeting Colorado Department of Transforation Grading G or C specifications is recommended. The mix design should be submitted prior to construction to verify it adequacy. The asphalt material should be placed in maximum 3-inch lifts, and should be compacted to a minimum of 95% Hveem density ASTM D1561). Where rigid pavements are used, the concrete should be obtained from an approved mix design with the following minimum properties: Modulus of Rupture @ 28 days ........................ 650 minimum Strength Requirements ................................ ASTM C94 Minimum Cement Content ......................... 6.5 sacks/cu. yd. Cement Type .................................... Type I Portland Entrained Air Content ................................... 6 to 8% Concrete Aggregate ................. ASTM C33 and CDOT Section 703 Aggregate Size ................................. 1 inch maximum Maximum Water Content ....................... 0.49 lb/lb of cement 0 Maximum Allowable Slump ............................... 4 inches Lee's Cyclery & Outpost Sunsport Terracon ELI Project No. 20945180 Concrete should be deposited by truck mixers or agitators and placed a maximum of 90 minutes from time the water is added to the mix. Other specifications outlined by the Colorado Department of Transportation should be followed. Longitudinal and transverse joints should be provided as needed in concrete pavements for expansion/contraction and isolation. The location and extent of joints should be based upon the final pavement geometry and should be placed (in feet), at roughly twice the slab thickness (in inches), on center in either direction. Sawed joints should be cut within 24-hours of concrete placement, and should be a minimum of 25% of slab thickness plus 1/4 inch. All joints should be sealed to prevent entry of foreign material and dowelled where necessary for load transfer. Where dowels cannot be used at joints accessible to wheel loads, pavement thickness should be increased by 25 percent at the joints and tapered to regular thickness in 5 feet. Future performance of pavements constructed on the clay soils at this site will be dependent upon several factors, including: maintaining stable moisture content of the subgrade soils; and, providing for a planned program of preventative maintenance. Since the clay soils on the site have shrink/swell characteristics, pavements could crack in the future primarily because of expansion of the soils when subjected to an increase in moisture content to the subgrade. The cracking, while not desirable, does not necessarily constitute structural failure of the pavement. The performance of all pavements, but in particular the recommended asphalt sections, can be enhanced by minimizing excess moisture which can reach the subgrade soils. The following recommendations should be considered at minimum: Site grading at a minimum 2% grade away from the pavements; I' • Compaction of any utility trenches for landscaped areas to the same criteria as the pavement subgrade; Sealing all landscaped areas in or adjacent to pavements to minimize or prevent moisture migration to subgrade soils; 0 Placing compacted backfill against the exterior side of curb and gutter; and, Lee's Cyclery & Outpost Sunsport ELI Project No. 20945180 Terracon Placing curb, gutter and/or sidewalk directly on subgrade soils without the use of base course materials. Preventative maintenance should be planned and provided for through an on -going pavement management program in order to enhance future pavement performance. Preventative maintenance activities are intended to slow the rate of pavement deterioration, and to preserve the pavement investment. Preventative maintenance consists of both localized maintenance (e.g. crack sealing and patching) and global maintenance (e.g. surface sealing). Preventative maintenance is usually the first priority when implementing a planned pavement maintenance program and provides the highest return on investment for pavements. Recommended preventative maintenance policies for asphalt and jointed concrete pavements, based upon type and severity of distress, are provided in Appendix D. Prior to implementing any maintenance, additional engineering observation is recommended to determine the type and extent of preventative maintenance. Earthwork: Site Clearing: 1. Strip and remove existing vegetation, debris, and other deleterious materials from proposed building and pavement areas. All exposed surfaces should be free of mounds and depressions which could prevent uniform compaction. 2. If additional unexpected fills or underground facilities are encountered during site clearing, such features should be removed and the excavation thoroughly cleaned prior to backfill placement and/or construction. All excavations should be observed by the geotechnical engineer prior to backfill placement. 3. Stripped materials consisting of vegetation and organic materials should be wasted from the site, or used to revegetate 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. 4. 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 building structures. 11 Lee's Cyclery & Outpost Sunsport ELI Project No. 20945180 Terracon 5. All exposed areas which will receive fill, once properly cleared and benched where necessary, should be scarified to a minimum depth of eight inches, conditioned to near optimum moisture content, and compacted. Excavation: 1. It is anticipated that excavations for the proposed construction can be accomplished with conventional earthmoving equipment. 2. Depending upon depth of excavation and seasonal conditions, groundwater may be encountered in excavations on the site. Pumping from sumps may be utilized to control water within excavations. Well points may be required for significant groundwater flow, or where excavations penetrate groundwater to a significant depth. Slab Subgrade Preparation: 1. Existing fill should be removed from below slabs on grade. 2. Where existing natural soils will support floor slab, the soils should be scarified, moisture conditioned and compacted to a minimum depth of 8 inches. 3. A minimum 4-inch layer of clean -graded gravel should be placed beneath slabs. 4. A minimum 8-inch layer of free -draining gravel should be placed beneath basement floor slabs in conjunction with the underslab drainage system. 0 Pavement Sub -grade Preparation: 1. The upper 2 feet of existing fill should be removed from below paved areas. 2. The subgrade should be scarified, moistened as required, and recompacted for a minimum depth of 8 inches prior to placement of fill and pavement materials. If subgrade compaction cannot be obtained in additional fill below pavement, additional fill should be removed until the required compaction can be obtained. 12 Lee's Cyclery & Outpost Sunsport ELI Project No. 20945180 Terracon 3. On -site clay soils may pump or become unstable or unworkable at high water contents. Workability may be improved by scarifying and drying. Overexcavation of wet zones and replacement with granular materials may be necessary. Lightweight excavation equipment may be required to reduce subgrade pumping. 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. Fill Materials: 1. Clean on -site soils or approved imported materials may be used as fill material for the following: general site grading • exterior slab areas foundation areas • pavement areas interior floor slab areas • foundation backfill 2. On -site fill may be reused beneath slabs or as backfill providing all debris is removed from it prior to its reuse. 3. Frozen soils should not be used as fill or backfill. 4. Imported soils (if required) should conform to the following: Gradation (ASTM C136): percent finer by weight 61, ................................................... 100 3"................................................ 70-100 No.4 Sieve ........................................... 50-70 No. 200 Sieve ....................................... 35 (max) Liquid Limit ......................................... 35 (max) Plasticity Index ...................................... 15 (max) 13 Lee's Cyclery & Outpost Sunsport ELI Project No. 20945180 Terracon 5. Aggregate base should conform to Colorado Department of Transportation Class 5 or 6 specifications. Placement and Compaction: 1. Place and compact fill in horizontal lifts, using equipment and procedures that will produce recommended moisture contents and densities throughout the lift. 2. Uncompacted fill lifts should not exceed 10 inches loose thickness. 3. No fill should be placed over frozen ground. 4. Materials should be compacted to the following: Minimum Percent Material Compaction (ASTM D698) On -site soils: Beneath foundations ............................ yIb Beneath slabs ................................ 95 Beneath pavements ............................ 95 Imported fill: Beneath foundations ............................ 98 Beneath slabs ................................ 95 Beneath pavements ............................ 95 Aggregate base (beneath slabs) ......................... 95 Miscellaneous backfill................................ 90 5. If a well defined maximum density curve cannot be generated by impact compaction in the laboratory for any fill type, engineered fill should be compacted to a minimum of 80 percent relative density by determined by ASTM D4253. 6. On -site clay soils should be compacted within a moisture content range of optimum moisture to 2 percent above optimum below building areas. On -site clay soils below 14 I Lee's Cyclery & Outpost Sunsport Terracon ELI Project No. 20945180 paved areas and imported soils should be compacted within a moisture range of 2 percent below to 2 percent above optimum. Shrinkage: For balancing grading plans, estimated shrink or swell of soils and bedrock when used as compacted fill following recommendations in this report are as follows: I' Estimated Shrink(-) Swell (+) Material Based on ASTM D698 I' On -site soils: .................................... . Clays .15 to -20% Compliance: Recommendations for slabs -on -grade, foundations and pavement elements supported on compacted fills or prepared subgrade depend upon compliance with Earthwork" recommendations. To assess compliance, observation and testing should be performed under the direction of the geotechnical engineer. Excavation and Trench Construction: Excavations into the on -site soils will encounter a variety of conditions. Excavations into the clays can be expected to stand on relatively steep temporary slopes during construction. However, caving soils and groundwater may also be encountered. 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 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 significantly 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 all vehicles and soil piles be kept to a minimum lateral distance from the crest of the slope equal to no less than the slope height. The exposed slope face should be protected against the elements. 15 Lee's Cyclery & Outpost Sunsport ELI Project No. 20945180 Drainage: Surface Drainage: Terracon 1. Positive drainage should be provided during construction and maintained throughout the life of the proposed facility. Infiltration of water into utility or foundation excavations must be prevented during construction. Planters and other surface features which could retain water in areas adjacent to the building or pavements should be sealed or eliminated. 2. In areas where sidewalks or paving do not immediately adjoin the structure, we recommend that protective slopes be provided with a minimum grade of approximately 10 percent for at least 10 feet from perimeter walls. Backfill against footings, exterior walls, and in utility and sprinkler line trenches should be well compacted and free of all construction debris to reduce the possibility of moisture infiltration. 3. Downspouts, roof drains or scuppers should discharge into splash blocks or extensions when the ground surface beneath such features is not protected by exterior slabs or paving. 4. Sprinkler systems should not be installed within 5 feet of foundation walls. Landscaped irrigation adjacent to the foundation system should be minimized or eliminated. 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 allowing vertical movements in utility connections 16 Lee's Cyclery & Outpost Sunsport Terracon ELI Project No. 20945180 Underground Utility Systems: All piping should be adequately bedded for proper load distribution. Where utilities are located below groundwater, temporary dewatering will be required during placement of pipe and backfilling for proper construction. Corrosion Protection: Results of soluble sulfate testing indicate that ASTM Type 1-II Portland cement is suitable for all concrete on and below grade. Foundation concrete should be designed in accordance with the provisions of the ACI Design Manual, Section 318, Chapter 4. GENERAL COMMENTS It is recommended the Geotechnical Engineer be retained to provide a general review of final design plans and specifications in order to confirm that grading and foundation recommendations have been interpreted and implemented. In the event that any changes of the proposed project are planned, the conclusions and recommendations contained in this report should be reviewed and the report modified or supplemented as necessary. The Geotechnical Engineer should also be retained to provide services during the excavation, grading, foundation and construction phases of the work. Observation of footing excavations should be performed prior to placement of reinforcing and concrete to confirm that satisfactory bearing materials are present and is considered a necessary part of continuing geotechnical engineering services for the project. Construction testing, including field and laboratory evaluation of fill, backfill, pavement materials, concrete and steel, should be performed to determine whether applicable project requirements have been met. It would be logical for Empire Laboratories, Inc. to provide these additional services to determine consistency of field conditions with those data used in our analyses. The analyses and recommendations in this report are based in part upon data obtained from the field exploration. The nature and extent of variations beyond the location of test borings may not become evident until construction. If variations then appear evident, it may be necessary to reevaluate the recommendations of this report. Our professional services were performed using the degree of care and skill ordinarily exercised, under similar circumstances, by reputable geotechnical engineers practicing in this or similar localities. No warranty, express or implied, is made. We prepared the report as an aid in design of the proposed project. This report is not a bidding document. Any contractor reviewing this report must draw his own conclusions regarding site conditions and specific construction techniques to be used on this project. 17 Lee's Cyclery & Outpost Sunsport ELI Project No. 20945180 Terracon This report is for the exclusive purpose of providing geotechnical engineering and/or testing information and recommendations. The scope of services for this project does not include, either specifically or by implication, any environmental assessment of the site or identification of contaminated or hazardous materials or conditions. If the owner is concerned about the potential for such contamination, other studies should be undertaken. 18 1 LOG OF BORING No. 1 Page 1 of I CLIENT ARCHITECT/ENGINEER Lee's Cyclery & Outpost Sunsport Vaught Frye Arch./RBD Inc./RNF Consultants SITE Harmony Market 10 Filing PROJECT Fort Collins, Colorado Proposed Building SAMPLES TESTS Q: m z z z W CL r Y 0: W O U W X F- W z \ 3 Ho Q-.c cnao W Q_ U H o H z W O LL 0 U o C3 Z 2 H F- LL CD OW U X LL z F- a. mono_ D O J U Q LDD DESCRIPTION Approx. Surface Elev.: 102.1 ft. Li- Q- W o J O E fA U U N 1 SS 12" 3 21.3 FILL -Sandy lean CL 2 SS 12" 4 cry with gravel Brown/red, dry to moist, medium 4.5 97.6 5-- CL 3 ST 12" 10.7 112 7290 4 SS 12" 7 13.2 SANDY LEAN CLAY WITH GRAVEL Red/tan, moist to wet, medium 5 ST 12" 18.9 106 1340 10 6 SS 12" 4 23.1 1 7 SS 12" 5 123.0 15.0 87.1 15 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 Empire Laboratories Incorporated BORING STARTED 8-16-94 L 11.9, W.D. 1 11.9' A.B. BORING COMPLETED 8-16-94 RIG CME-55 FOREMAN DML wL Division of Terracon APPROVED NRS JOB # 20945180 LW- Water checked 1 day A.B. LOG OF BORING No. 2 Page 1 of 1 CLIENT ARCHITECT/ENGINEER Lee's Cyclery & Outpost Sunsport Vaught Frye Arch./RBD Inc./RNF Consultants SITE Harmony Market 10 Filing PROJECT Fort Collins, Colorado Proposed Building SAMPLES TESTS rJ O O F- H O J F- O LL. H W H DESCRIPTION w z\ W_ HLL w W OU cn F- o z z OUQa. Wo U z z L F- O H LL Ck: LL LD Approx. Surface Elev.: 101.4 ft. W n in o C D a 1 SS 12" 11 15.3 FILL -Sandy lean CL 2 SS 12" 13 clay with gravel Brown/red, dry to moist, stiff 3 ST 12" 13.7 4 SS 12" 19 12.9 5 5.5 95.9 CL SANDY LEAN CLAY WITH GRAVEL Red/tan, moist to wet, medium 5 ST 12" 16.3 111 3250 10 6 SS 12" 4 26.4 i 7 SS 12" 5 19.7 15.0 86'4 15 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 Empire Laboratories Incorporated Division of Terracon BORING STARTED 8-16-94 WL g 12.3' W.D. 12.8' A.B. BORING COMPLETED 8-16-94 WL RIG CME-55 FOREMAN DML WL Water checked 1 day A.B. APPROVED NRS JOB N 20945180 LOG OF BORING No. 3 Page 1 of 1 CLIENT ARCHITECT/ENGINEER Lee's Cyclery & Outpost Sunsport Vaught Frye Arch./RBD Inc./RNF Consultants SITE Harmony Market 10 Filing PROJECT Fort Collins, Colorado Proposed Building SAMPLES TESTS H F- OUr O J O LL W W U) z= W DESCRIPTION r m z\ W z H f_ WHU 2 W I (A H O z z J to CL H fn cc W O 3 A O W A a. U E: a. U HO H LL UMLL WWLL W UI O W a.J O WU zt--(n 3Cy- (n Approx. Surface Elev.: 99.2 ft. O 3 z F- W U) ca s O a. 5 in a. U) a. a- 1 12" 18 13.7 FILL - Sandy lean SS clay with gravel CL 2 SS 12" 20 Brown/ red, dry to moist, hard 2. 0 97.2 170 CL3ST12" 12.8 118 6880 4 SS 12" 7 13.0 SANDY LEAN 5 C AY WITH GRAVEL Red/ tan, moist to wet Stiff to medium 5 ST 12" 11.9 115 1550 6 SS 12" 3 24.6 10 14. 0 85.2 WELL GRADED SW 7 SS 12" 11 19.3 15. 0 SAND WITH GRAVEL 84_2 Red, wet, medium dense 15 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 Empire Laboratories Incorporated BORING STARTED 8-16-94 WL 13 9.7' W.D. i 9.5' A.B. BORING COMPLETED 8-16-94 RIG CME-55 FOREMAN DML WLDivision of Terracon APPROVED NRS JOB # 20945180 WL Water checked 1 day A.B. LOG OF BORING No. 4 Page 1 of I CLIENT ARCHITECT/ENGINEER Lee's Cyclery & Outpost Sunsport Vaught Frye Arch./RBD Inc./RNF Consultants SITE Harmony Market 10 Filing PROJECT Fort Collins, Colorado Pro sed Building SAMPLES TESTS W co I-_ z W d Q O U W_ U_ U_ z\ i (n 3 H O n in W o: H n H E A z O LL o a- Z 2 H_ zz O W U W LL D ((nn CL W W JN J (n W W LL n CL CL J U a. Q L9 DESCRIPTION Approx. Surface Elev.: 98.6 ft. 2 H L o z O n U 1 SS 12" 13 15.6 FILL -Sandy lean CL 2 SS 12" 22 cry with gravel Brown/red, dry to moist Very stiff 3.5 95.1 3603ST12" 14.4 119 13330 CL 4 SS 12" 9 10.3 5 SANDY LEAN CLAY WITH GRAVEL Red/tan, moist to wet Medium to stiff 5 ST 12" 24.2 106 1190 6 SS 12" 5 31.3 10 7 SS 12" 4 24.7 15.0 83.6 15 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 Empire Laboratories Incorporated Division of Terracon BORING STARTED 8-16-94 wL U 10.9, W.D. 10.0' A.B. BORING COMPLETED 8-16-94 WL RIG CME-55 FOREMAN DML WL. Water checked 1 day A.B. APPROVED NRS JOB H 2O945180 go I LOG OF BORING No. 5 Page 1 of 1 CLIENT ARCHITECT/ENGINEER Lee's Cyclery & Outpost Sunsport Vaught Frye Arch./RBD Inc./RNF Consultants SITE Harmony Market 10 Filing PROJECT Fort Collins, Colorado Pro sed Building SAMPLES TESTS W to E 3>_ z W a. H a: O U W M H W Z\ Ito 3 F_O dJ to ca W a: H to H O E H O z 0 LL MUMCL O Z S H ZZCD ow UMLL ZF-tn m co iL¢_j-1 X H W a. F-J W H F_=\ F-HJ 0 j H 2 0 DESCRIPTION Approx. Surface Elev.: 99.5 ft. U_ 2 F- CL W o O co E r co to U to m FILL -Sand, lean CL 1 SS 12" 10 18.1 38/19/19 clay with gravel 1.5 Brown/red, dry 98.0 2 SS 12" 17 SANDY LEAN CLAY WITH GRAVEL CL 3 SS 12" 7 10.5 Red/tan, moist, stiff to medium 5 4 SS 12" 3 23.4 10.0 89.5 10 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 ARTED 8-16-94 Empire Laboratories Incorporated MPLETED 8-16-94FRIGCNffi-55 WL Q None W.D. None A.B. FOREMAN DML WL Division of Terracon APPROVED NRS JOB # 20945180Z'I- Water checked 1 day A.B. 4.e c- CONSOLIDATION TEST F F'---j . 2 Q 3 4 51 L ::-:: 11 E: F.'l t--1 11 N El EF'7H : 9 0 EiEr-,lS17Y.l[l0.'f F',--F MOISTURE: 21.e 0.25 0.5 0 APPLIED PRESSURE - T'SF 0 .22 5 e.5 APPLIED PRESSURE - T'= F EMPIRE LFISORRTORIES It -,.IC. 5 1 C, 1 CO of C N N N• N" N' Nr N. N Nr N-N. N Cq a U a Z a: O O N Q a U a o v C7 = x a a a a. a 0 w 000 y N M cn O U O U 00 y r. O M 00 M enW) N m N M O N 3C4~ Ll oq O z N M C C 3 c f1 CU U Oc4 p U z U cn U o o C7 x v a z a Ci y c nV] (J] u y a en y Orn Q QJ a M no U O U A O aci A a it M M Cl! Cl![ r Vi c oo O M C DRILLING AND EXPLORATION DRILLING & SAMPLING SYMBOLS: R : Ring Barrell - 2.42" I.D., 3" O.D., unless otherwise noted SS : Split Spoon - VYs" I.D., 2" O.D., unless otherwise noted PS : Piston Sample ST : Thin -Walled Tube - 2" O.D., unless otherwise noted WS : Wash Sample PA: Power Auger FT : Fish Tail Bit HA : Hand Auger RB : Rock Bit DB : Diamond Bit = 4", N, B BS : Bulk Sample AS : Auger Sample PM : Pressure Meter HS : Hollow Stem Auger DC : Dutch Cone WB : Wash Bore Penetration Test: Blows per foot of a 140 pound hammer falling 30 inches on a 2-inch O.D. split spoon, except where noted. WATER LEVEL MEASUREMENT SYMBOLS: WL : Water Level WS :While Sampling WCI : Wet Cave in WD : While Drilling DCI : Dry Cave in BCR : Before Casing Removal AB : After Boring ACR : After Casting Removal Water levels indicated on the boring logs are the levels measured in the borings at the time indicated. In pervious soils, the indicated levels may reflect the location of groundwater. In low permeability soils, the accurate determination of groundwater levels is not possible with only short term observations. DESCRIPTIVE SOIL CLASSIFICATION: Soil Classification is based on the Unified Soil Classification system and the ASTM Designations D-2487 and D-2488. Coarse Grained Soils have more than 50% of their dry weight retained on a #200 sieve; they are described as: boulders, cobbles, gravel or sand. Fine Grained Soils have less than 50% of their dry weight retained on a #200 sieve; they are 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 relative in -place density and fine grained soils on the basis of their consistency. Example: Lean clay with sand, trace gravel, stiff (CL); silty sand, trace gravel, medium dense (SM). CONSISTENCY OF FINE-GRAINED SOILS: RELATIVE DENSITY OF Unconfined Compressive COARSE -GRAINED SOILS: Strength, Qu, psf Consistency N-Blows/ft. Relative Density 500 Very Soft 0-3 Very Loose 500 - 1,000 Soft 4-9 Loose 1,001 - 2,000 Medium 10-29 Medium Dense 2,001 - 4,000 Stiff 30-49 Dense 4,001 - 8,000 Very Stiff 50-80 Very Dense 8,001-16,000 Very Hard 80+ Extremely Dense RELATIVE PROPORTIONS OF SAND AND GRAVEL GRAIN SIZE TERMINOLOGY Descriptive Term(s) Major Component of Components Also Percent of of Sample Size Range Present in Sample) Dry Weight Boulders Over 12 in. (300mm) Trace 15 Cobbles 12 in. to 3 in. With 15 - 29 300mm to 75mm) Modifier 30 Gravel 3 in. to #4 sieve 75mm to 4.75mm) RELATIVE PROPORTIONS OF FINES Sand #4 to #200 sieve 4.75mm to 0.075mm) Descriptive Term(s) of Components Also Percent of Silt or Clay Passing #200 Sieve Present in Sample) Dry Weight 0.075mm) Trace 5 With 5 - 12 Modifier 12 Empire Laboratories, Inc. A Division of The Terracon Companies, Inc. — UNIFIED SOIL CLASSIFICATION SYSTEM Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests° Coarse -Grained Gravels more than Clean Gravels Less Cu > 4 and 1 < Cc <3E Soils more than 50% of coarse than 5% finest — — — 50% retained on fraction retained on No. 200 sieve No. 4 sieve Cu < 4 and/or 1 > Cc > Sands 50% or more of coarse fraction passes No. 4 sieve Fine -Grained Soils Silts and Clays 50% or more Liquid limit less passes the than 50 No. 200 sieve Silts and Clays Liquid limit 50 or more Highly organic soils Primarily ABased on the material passing the 3-in. 75-mm) sieve elf field sample contained cobbles or boulders, or both, add "with cobbles or boulders, or both" to group name. Gravels with 5 to 12% fines require dual symbols: GW-GM well -graded gravel with silt GW-GC well -graded gravel with clay GP -GM poorly graded gravel with silt GP -GC poorly graded gravel with clay 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 60 Gravels with Fines more than 12% fines c Fines classify as ML or MH Fines classify as CL or CH Clean Sands Less Cu > 6 and 1 < Cc < 3E than 5% fine SE Cu < 6 and/or 1 > Cc > Sands with Fines Fines classify as ML or MH more than 12% fines° Fines Classify as CL or CH inorganic PI > 7 and plots on or abo PI < 4 or plots below "A" I organic Liquid limit - oven dried Liquid limit - not dried inorganic PI plots on or above "A" lin PI lots below "A" line organic Liquid limit oven dried Liquid limit - not dried orqanic matter, dark in color, and organic odor a)s D6oIDLo Cc - Dlo x D6o 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. If fines are organic, add "with organic fines" to group name. hf soil contains > 15% gravel, add "with gravel" to group name. If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay. Soil Classification Group Group Name' Symbol GW Well -graded gravel` 3E GP Poorly graded gravel` GM Silty gravel,G,H GC Clayey gravel"," SW Well -graded sand' 3E SP Poorly graded sand' SM Silty sand'-` SC Clayey sand °•" ve "A line' CL Lean clayK4M ine' ML SIItK,L.M Organic clayL,M,N 0. 75 OL Organic siltK•LM•° e CH Fat clayK,L•M MH Elastic SiltKL-M Organic clayKLM,P 0. 75 OH Organic silt""i'° PT Peat Klf soil contains 15 to 29% plus No. 200, add with sand" or "with gravel", whichever is predominant. Llf soil contains > 30% plus No. 200 predominantly sand, add "sandy" to group name. MY soil contains > 30% plus No. 200, predominantly gravel, add "gravelly" to group name. PI > 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. i For clas.ifi-0 n al f'ne-yroined wile and flne rained lree of wane- grained eels A - 6ro\!1 Equationo1Horizontal at PI - 4 to LL " 25.5 I tt— R-0J3(LL- 201 ine of 16toPI - 7. LL - 6) i• i V Gi C G IEMH OR OH OR OL eML0 0 10 16 20 30 40 50 60 70 60 90 100 lic LIQUID UMIT (LL) Empire Laboratories, Inc. A Division of The Terracon Companies, Inc. LABORATORY TESTS SIGNIFICANCE AND PURPOSE TEST SIGNIFICANCE PURPOSE California Used to evaluate the potential strength of subgrade soil, subbase, Pavement Bearing and base course material, including recycled materials for use in Thickness Ratio road and airfield pavements. Design Used to develop an estimate of both the rate and amount of both Foundation Consolidation differential and total settlement of a structure. Design Used to determine the consolidated drained shear strength of soil Bearing Capacity, Direct or rock. Foundation Design & Shear Slope Stability Dry Used to determine the in -place density of natural, inorganic, fine- Index Property Density grained soils. Soil Behavior Used to measure the expansive potential of fine-grained soil and to Foundation & Slab Expansion provide a basis for swell potential classification. Design Used for the quantitative determination of the distribution of Soil Gradation particle sizes in soil. Classification Liquid & Used as an integral part of engineering classification systems to Soil Plastic Limit, characterize the fine-grained fraction of soils, and to specify the Classification Plasticity Index fine-grained fraction of construction materials. Oxidation- Used to determine the tendency of the soil to donate or accept Corrosion Reduction electrons through a change of the oxidation state within the soil. Potential Potential Used to determine the capacity of soil or rock to conduct a liquid Groundwater Permeability or gas. Flow Analysis Used to determine the degree of acidity or alkalinity of a soil. Corrosion p H Potential Used to indicate the relative ability of a soil medium to carry Corrosion Resistivity electrical currents. Potential Used to evaluate the potential strength of subgrade soil, subbase, Pavement R-Value and base course material, including recycled materials for use in Thickness road and airfield pavements. Design Soluble Used to determine the quantitative amount of soluble sulfates Corrosion Sulphate within a soil mass. Potential Used to determine the quantitative amounts of sulfides within a Corrosion Su/fide Content soil mass. Potential To obtain the approximate compressive strength of soils that Bearing Capacity Unconfined possess sufficient cohesion to permit testing in the unconfined Analysis for Compression state. Foundations Water Used to determine the quantitative amount of water in a soil mass. Index Property Soil Behavior Content Empire Laboratories, Inc. A Division of The Terracon Companies, Inc. -- I REPORT TERMINOLOGY Based on ASTM D653) Allowable Soil The recommended maximum contact stress developed at the interface of the Bearing Capacity foundation element and the supporting material. Alluvium Soil, the constituents of which have been transported in suspension by flowing water and subsequently deposited by sedimentation. Aggregate Base A layer of specified material placed on a subgrade or subbase usually beneath Course slabs or pavements. Backfill A specified material placed and compacted in a confined area. Bedrock A natural aggregate of mineral grains connected by strong and permanent cohesive forces. Usually requires drilling, wedging, blasting or other methods of extraordinary force for excavation. Bench A horizontal surface in a sloped deposit. Caisson (Drilled pier A concrete foundation element cast in a circular excavation which may have an or Shaft) enlarged base. Sometimes referred to as a cast -in -place pier or drilled shaft. Coefficient of A constant proportionality factor relating normal stress and the corresponding Friction shear stress at which sliding starts between the two surfaces. Coluuvium Soil, the constituents of which have been deposited chiefly by gravity such as at the foot of a slope or cliff. Compaction The densification of a soil by means of mechanical manipulation. Concrete Slab -on- A concrete surface layer cast directly upon a base, subbase or subgrade, and Grade typically used as a floor system. Differential Unequal settlement or heave between, or within foundation elements of a Movement structure. Earth Pressure The pressure or force exerted by soil on any boundary such as a foundation wall. ESAL Equivalent Single Axle Load, a criteria used to convert traffic to a uniform standard, (18,000 pound axle loads). Engineered Fill Specified material placed and compacted to specified density and/or moisture conditions under observations of a representative of a geotechnical engineer. Equivalent Fluid A hypothetical fluid having a unit weight such that it will produce a pressure against a lateral support presumed to be equivalent to that produced by the actual soil. This simplified approach is valid only when deformation conditions are such that the pressure increases linearly with depth and the wall friction is neglected. Existing Fill (or Materials deposited through the action of man prior to exploration of the site. man-made fill) Existing Grade The ground surface at the time of field exploration. Empire Laboratories, Inc. A Division of The Terracon Companies, Inc. REPORT TERMINOLOGY Based on ASTM D653) Expansive Potential The potential of a soil to expand (increase in volume) due to absorption of moisture. Finished Grade The final grade created as a part of the project. Footing A portion of the foundation of a structure that transmits loads directly to the soil. Foundation The lower part of a structure that transmits the loads to the soil or bedrock. Frost Depth The depth of which the ground becomes frozen during the winter season. Grade Beam A foundation element or wall, typically constructed of reinforced concrete, used to span between other foundation elements such as drilled piers. Groundwater Subsurface water found in the zone of saturation of soils, or within fractures in bedrock. Heave Upward movement. Lithologic The characteristics which describe the composition and texture of soil and rock by observation. Native Grade The naturally occuring ground surface. Native Soil Naturally occurring on -site soil, sometimes referred to as natural soil. Optimum Moisture The water content at which a soil can be compacted to a maximum dry unit Content weight by a given compactive effort. Perched Water Groundwater, usually of limited area maintained above a normal water elevation by the presence of an intervening relatively impervious continuing stratum. Scarify To mechanically loosen soil or break down existing soil structure. Settlement Downward movement. Skin Friction (Side The frictional resistance developed between soil and an element of structure Shear) such as a drilled pier or shaft. Soil (earth) Sediments or other unconsolidated accumulations of solid particles produced by the physical and chemical disintegration of rocks, and which may or may not contain organic matter. Strain The change in length per unit of length in a given direction. Stress The force per unit area acting within a soil mass. Strip To remove from present location. Subbase A layer of specified material in a pavement system between the subgrade and base course. Subgrade The soil prepared and compacted to support a structure, slab or pavement system. Empire Laboratories, Inc. A Division of The Terracon Companies, Inc. Distress Type Alligator Cracking Bleeding Block Cracking Bumps & Sags Corrugation Depression Edge Cracking Joint Reflection Lane/Shoulder Drop -Off Longitudinal & Transverse Cracking TABLE D1 RECOMMENDED PREVENTATIVE MAINTENANCE POLICY FOR ASPHALT CONCRETE PAVEMENTS Distress Severity Recommended Maintenance Distress Type Distress Severity Low None Patching & utility Cut Patching Low Medium Full -Depth Asphalt Concrete Patch Medium High High Low None PolishedMedium Aggregate Low Medium Surface Sanding High Shallow AC Patch High Low None Potholes Low Medium Clean & Seal All Cracks Medium High High Low None RailroadMedium Crossing Low Medium Shallow AC Patch High Full -Depth Patch High Low None Rutting Low Medium Full -Depth Asphalt Concrete Patch Medium HighHigh Low None Shoving Low Medium Shallow AC Patch Medium High Full -Depth Patch High Low None Slippage Low Medium Seal Cracks MediumCracking High Full -Depth Patch High Low Clean & Seal All Cracks Swell Low Medium Medium High High Shallow AC Patch Low None Weathering Ravelling Low Medium Regrade Shoulder Medium High High Low None Medium Clean & Recommended Maintenance None Full -Depth Asphalt Concrete Patch None Fog Seal Shallow AC Patch Full -Depth Asphalt Concrete Patch No Policy for This Project None Shallow AC Patch Full -Depth Patch None Mill & Shallow AC Patch None Shallow Asphalt Concrete Patch None Shallow AC Patch Full -Depth Patch Fog Seal Seal Empire Laboratories, Inc. High All Cracks A Division of The Terracon Companies, Inc. TABLE D2 RECOMMENDED PREVENTATIVE MAINTENANCE POLICY FOR JOINTED CONCRETE PAVEMENTS Distress Distress Recommended Distress Distress Recommended Type Severity Maintenance Type Severity Maintenance Low None No Groove Surface Blow-up Medium Full -Depth Polished Severity or Concrete Patch/ Aggregate Levels Overlay High Slab Replacement Defined Low Seal Cracks No Comer Medium Full -Depth Popouts Severity Levels None Break High Concrete Patch Defined Low Seal Cracks No Underseal, Seal cracks/joints Divided Medium Slab Pumping Severity Levels and Slab Restore High Replacement Defined Load Transfer Low None Low Seal Cracks Durability Medium Full -Depth Patch Punchout Medium Full -Depth Cracking Concrete High Slab Replacement High Patch Low None Low No Railroad Medium Policy Faulting Medium Crossing for this Grind High Project High Low None Scaling Low None Joint Medium Map Cracking Medium Slab Replacement, Seal Reseal Crazing Full -depth Patch, High Joints High or Overlay Low Regrade and No Lane/Shoulder Fill Shoulders Shrinkage Severity None Drop-off Medium to Match Cracks Levels High Lane Height Defined Linear Cracking Low Clean & Low None Longitudinal, Transverse and Medium Seal all Cracks Spalling Comer) Medium Partial -Depth Diagonal High Concrete Patch Cracks High Full -Depth Patch Low None Low None Large Patching Spalling Medium Partial -Depth Patch and Medium Seal Cracks or Joint) uTril/ curs Replace Patch High Reconstruct Joint High Low None Small Medium Replace Patching Patch Empire Laboratories, Inc. High i 11 — A Division of The Terracon Companies, Inc. --