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HomeMy WebLinkAboutLANDINGS BAY - Filed GR-GEOTECHNICAL REPORT/SOILS REPORT -GEOTECHNICAL ENGINEERING REPORT PROPOSED LANDINGS OFFICE PARK BOARDWALK AND LANDINGS DRIVE FORT COLLINS, COLORADO PROJECT NO. 20955193 January 30, 1996 Prepared for. LAGUNITAS COMPANY 3307 SOUTH COLLEGE AVENUE, SUITE 200 FORT COLLINS, COLORADO 80525 ATTN: MR. JOHN PROUTY Prepared by: Terracon Consultants Western, Inc. Empire Division 301 North Howes Street Fort Collins, Colorado 80521 Irerracon c Terracon January 30, 1996 Lagunitas Company 3307 South College Avenue, Suite 200 Fort Collins, Colorado 80525 Attn: Mr. John Prouty Re: Geotechnical Engineering Report Landings Office Park, Boardwalk & Landings Drive Fort Collins, Colorado Project No. 20955193 Terracon Consultants Western, Inc., Empire Division has completed a geotechnical engineering exploration for the proposed office park to be located on Boardwalk and Landings Drive east of JFK Parkway in southeast Fort Collins, Colorado. This study was performed in general accordance with our proposal number D2095264 dated October 19, 1995. 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 soils at the site consist of lean clay with sand and sandy lean clay underlain by sandstone-siltstone-claystone bedrock. The upper clay soils are moderately expansive. The interbedded silltstone with sandstone and claystone is moderately expansive, and the claystone bedrock is highly expansive. Based on the subsoil conditions encountered, we recommend the structures be supported by drilled pier foundation systems. We further recommend that slabs founded on the claystone bedrock be constructed as structural slabs. Positive drainage should be provided around all structures, and plantings and irrigation should be minimized adjacent to buildings. Further details are provided in this report. We appreciate the opportunity to be of service to you on this phase of your project. If you have any questions concerning this report, or if we may be of further service to you, please do not hesitate to contact us. Sincerely; TERRACON CONSULTANTS WESTERN, INC. Empire Division Prepared by: Neil R. Sher -rod Senior Engineering Geologist Copies to: Addressee (3) j \\,v,MNM•• Reviewed by: opo oRR 76 ® 9 illiam J. Attwoog.OF. 1 o ti = oQ a cLF! ffi9 ce Manager o o Ao, SH 000000000 o O ti 4J r'041 ©71 n ` J Terracon TABLE OF CONTENTS Page No.. Letterof Transmittal............_........_............_..........................................................................ii INTRODUCTION........._........................................................................ ....:........................1 PROPOSED CONSTRUCTION...........:.................................:............................................1 SITEEXPLORATION............................................................_..............._.............................2 FieldExploration ... .................................................................................................... 2 LaboratoryTesting.... :..:....:............ ......................................................_............ 2 SITECONDITIONS......._..:.......:..:..............................................................................._....... 3 SUBSURFACE CONDITIONS............................................................................................3 Geology................................................................................................................... 3 Soil and Bedrock Conditions .._: ...................... ........... :................. ..... .......................... 4 Field and Laboratory Test Results:....:....:....:.............:...................._...:........:....I......._... 4 Groundwater Conditions .......................................................................................... 4 CONCLUSIONS AND RECOMMENDATIONS.................................................................... 5 Geotechnical Considerations................................................................................... 5 FoundationSystems_.._............._........._............................................_...._...................6 Conventional Spread Footings................................................................................ 7 Basement Construction........................................................................................... 8 Lateral Earth Pressures ............. :....:............................ :....:.............. w.:. .......: :..:.:..9 Seismic Considerations...........................................................................................10 Floor Slab Design and Construction ........................................................................ 10 Pavement Design and Construction........................................................................11 Earthwork...........:......................:...........:........I.....:........................ Site Clearing and Subgrade Preparation ............. ................. .......: .....:..14 Excavation_....................................................................._............................15 Placement and Compaction......................................................................... 16 Shrinkage............................... ......... ....... ;............ :.................. ..... :..17 Slopes..........:....:.....:..:.:......:................:.............................................._ ...17 Compliance................_......._......_......._.._....._.................................................18 Excavation and Trench Construction ..................................... ..:....... :—.......... 18 Drainage...... ......... :....;.......... ,..:..:............................................................................. 19 SurfaceDrainage...................................._.._...._......._................_...._.._...........19 SubsurfaceDrainage...................................................................................19 Additional Design and Construction Considerations..._............................................20 Exterior Slab Design and Construction........................................................ 20 Underground Utility Systems .................................................... ....I................ 20 Corrosion Protection................................................................................1. 21 GENERALCOMMENTS.........:................................._.........._..............................................21 1 Geotechnical Engineering Exploration Lagunitas Company Project No. 209SSI93 TABLE OF CONTENTS (cont'd) APPENDIX A Site Plan and Boring Location Diagram Logs of Borings APPENDIX B Laboratory Test Results APPENDIX C General Notes Terracon 2 GEOTECHNICAL ENGINEERING REPORT LANDINGS OFFICE PARK BOARDWALK AND LANDINGS DRIVES FORT COLLINS, COLORADO Project No. 20955193 January 30, 1.996 INTRODUCTION Terracon This report contains the results of our geotechnical engineering exploration for the proposed office park to be located at the northwest corner of Boardwalk and Landings Drives in southeast Fort Collins, Colorado. The site is located in the. Northwest 1/4 of Section 36, Township 7 North, Range 69 West of the 6th Principal Meridian. The purpose of these services is to provide information and geotechnical engineeringrecommendationsrelativeto: subsurface soil and bedrock 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 contained in this report are based upon the results of field and laboratory testing; engineering analyses, and experience with similar soil conditions, structures and our understanding of the proposed project. PROPOSED CONSTRUCTION Based on information provided by Mr. John Prouty; we understand the office buildings are planned to be one- and two-story slab -on -grade structures having conventional basement construction. Parking areas are planned adjacent to the buildings, a detention pond is planned at the southeast corner of the site. 1 e J Geotechnical Engineering Exploration Terracon Lagunitas Company Project No. 20955193 SITE EXPLORATION 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 ten test borings were drilled on January 9, 1996 to depths of 10 to 15 feet at the locations shown on the Site Plan, Figure 1. Nine borings were drilled within the areas of the proposed buildings, and one boring was drilled in the area of proposed parking. Three borings were previously drilled at the site by Terracon Consultants Western, Inc. (formerly Empire Laboratories, Inc.) in October of 1994. 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 pacing from property lines and/or existing site features. Elevations at each boring location were interpolated from a topographic map provided by Vaught Frye Architects dated May 22, 1995. The accuracy of boring locations and elevations should only be assumed to the level implied by the methods used. Continuous lithologic logs of each boring were recorded by the engineering geologist during the drilling operations. At selected intervals, samples of the subsurface materials were taken by pushing thin -walled Shelby tubes, or by 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 resistance value is a useful index to the consistency, relative density or hardness of the materials encountered. Groundwater measurements were made in each boring at the time of site exploration, and 1 to 6 days 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. Samples of bedrock were classified in accordance with the general notes for Bedrock Classification. At that time, the field descriptions were confirmed or modified as necessary and an applicable laboratory testing program was formulated to determine engineering properties of the subsurface materials. Boring logs were prepared and are presented in Appendix A. E Geotechnical Engineering Exploration Lagunitas Company Project No. 20955193 Terracon Selected soil and bedrock samples were tested for the following engineering properties: Water content Expansion Dry density Plasticity Index Consolidation Water 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 analyses, 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 currently occupied by a mobile home on the east half of the property and existing residences in the west portion along with several outbuildings and fenced dog pens. The area is vegetated with native grasses and several trees. The property slopes to the south and east toward the intersection of Boardwalk and Landings Drives. The area is bordered on the west, north and east by fences, on the east by Landings Drive, on the south by Boardwalk Dave and on the north by vacant land. SUBSURFACE CONDITIONS Geology The proposed 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 in this area consists of three rock types. Sandstone is located in the western one-third of the property. A transition zone of interbedded siltstones, sandstones, and claystones underlies the central portion of the property, and claystone bedrock was encountered below the eastern portion of the site. The bedrock underlies the K a Geotechnical Engineering Exploration Lagunitas Company Project No. 20955193 Terracon site at depths of 3 to 6 feet: The bedrock is overlain by residual and alluvial soils of Pleistocene and/or Recent Age. 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 The following describes the characteristics of the primary soil strata in order of increasing depths: Fill Material: The majority of the site is overlain by a to 1,-I foot layer of fill material. The fill consists of sandy lean clay with gravel and clayey sand with gravel, is moist and very stiff to hard and medium dense. v Topsoil: A 6-inch layer of silty topsoil was encountered at the surface of Borings 2 and 4 through 6. The topsoil has been penetrated by root growth and organic matter. Sandy Lean Clay and .Lean Clay with Sand: This stratum underlies the topsoil and fill and extends to the bedrock below. The sandy lean clay varies to a lean clay with sand, contains some gravel, is moist and stiff to hard in consistency. Sandstone-Siltstone-Claystone Bedrock: The bedrock consists of sandstone in the western portion of the site, interbedded sandstone, siltstone . and claystone in the central portion of the site and claystone in the eastern portion of the property. The upper 1 to 2 feet of the bedrock is highly weathered; however, the underlying sandstone, siltstone and claystone are welkcemented and hard. Field and Laboratory Test Results Field and laboratory test results indicate the clay soil exhibits moderate bearing characteristics and moderate swell potential. The interbedded siltstone, claystone and sandstone exhibits moderate swell potential and high bearing characteristics, and the claystone exhibits high swell potential and high bearing characteristics. Groundwater Conditions Groundwater was not observed in any test boring at the time of field. exploration, nor when checked one to six days after drilling. These observations represent only current groundwater conditions, and may not be indicative of other times, or at other locations. 4 Geotechnical Engineering Exploration Lagunitas Company Project No. 20955193 Terracon Groundwater levels can be expected to fluctuate with varying seasonal and weather conditions. Based upon review of U.S. Geological Survey Maps ('Hillier, et al, 1983), regional groundwater beneath the project area predominates in colluvial or windblown materials, or infracturedweatheredconsolidatedsedimentarybedrocklocatedatshallowdepths. Seasonal variations in groundwater conditions are expected since the aquifer materials may not be perennially saturated. Groundwater is generally encountered at depths ranging from 5 to 20 feet below ground surface; depth to seasonal groundwater is generally 10 feet or less. Zones of perched and/or trapped groundwater may also occur at times in the subsurface soils overlying bedrock, on top of the bedrock surface or within permeable fractures in the bedrock materials. The location and amount of perched water is dependent upon several factors, including hydrologic conditions, type of site development, irrigation demands on or adjacent to the site, fluctuations in water features, and seasonal and weather conditions. Fluctuations in groundwater levels can best be determined by implementation of a groundwater monitoring 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 Geotechnical Considerations The site appears suitable for the proposed construction. Highly expansive claystone will require particular attention in the design and construction. The following foundation systems were evaluated for use on the site: straight shaft piers and grade beams drilled into bedrock; spread footings and/or grade beams bearing on undisturbed sandstone bedrock; Hillier, Donald E.; Schneider, Paul A., Jr.; and Hutchinson, E. Carter, 1983, Depth to Water Table (1979) in the Boulder -Fort Collins -Greeley Area, Front Range Urban Corridor, Colorado, United States Geological Survey, Map 1-855- I. 61 Geotechnical Engineering Exploration Lagunitas Company Project No. 20955193 Terracon Design criteria for alternative foundation systems is subsequently outlined. Given the engineering characteristics of the clays and sandstone/siltstone bedrock, consideration should be given to use of structural floor systems in basement areas where these materials will be encountered.. It is extremely important that positive drainage be provided around all structures and that irrigation adjacent to structures should be minimized. Foundation Systems Due to the presence of moderately expansive clays and siltstones and highly expansive claystone bedrock on the site, a grade beam and drilled pier foundation system is recommended for support of the proposed structures. Straight shaft piers, drilled a minimum of 20 feet into firm or harder claystone bedrock., and a minimum of 12 feet into the interbedded siltstones, sandstone and claystone bedrock and sandstone are recommended. For axial compression loads, piers may be designed for a maximum end -bearing pressure of 30,000 pounds per square foot (psf), and skin friction of 3,000 psf for the portion of the pier in firm or harder bedrock. Piers should be considered to work in group action if the horizontal spacing is less than three pier diameters. A minimum practical horizontal spacing between piers of at least three diameters should be maintained, and adjacent piers should bear at about the same elevation. The capacity of individual piers must be reduced when considering the effects of group action. Capacity reduction is a function of pier spacing and the number of piers within a group. If group action analyses are necessary, capacity reduction factors can be provided for the analyses: Required pier penetration should be balanced against potential uplift forces due to expansion of the subsoils and bedrock on the site. For design purposes, the uplift force on each pier can be determined on the basis of the following equation: Buildings 2, 3, 4 (claystone) Up =25xD Buildings 1, 5, 6 & 7 (interbedded sandstone, siltstone, claystone) Up=15xD Where: Up = the uplift force in kips, and D = the pier diameter in feet Uplift forces on piers should be resisted by a combination of dead -load and skin friction from pier penetration below a depth of 7 feet and in the bearing strata. 11 J. - JGeotechnical Engineering Exploration Terracon Lagunitas Company Project No. 20955193 Drilled piers should be designed to resist all induced lateral forces. The ultimate passive resistance of the upper clay overburden materials above existing groundwater may be computed using the equation Pp = 20OZ + 2,500 psf, where Z is the depth below the top of the stratum. A factor of safety of 3 should be used in conjunction with the above equation. All piers should be reinforced full depth for the applied axial, lateral and uplift stresses imposed. The amount of reinforcing steel for expansion should be determined by the tensile force created by the uplift force on each pier, with allowance for dead -load. To reduce potential uplift forces on piers, small diameter piers and long grade beam spans, which increase individual pier loading, are recommended. For this project, a minimum pier diameter of ten inches is recommended. A minimum 6-inch void space should be provided beneath grade beams between piers. The void material should be of suitable strength to support the weight of fresh concrete used in grade beam construction and to avoid collapse when foundation backfill is placed. Drilling to design depth should be possible with conventional single flight power augers on the majority of the site. However, areas of dense sandstone or siltstone may be encountered where specialized drilling equipment may be required. Shafts will probably remain open without stabilizing measures. However, pier concrete should be placed soon after completion of drilling and cleaning. Due to potential sloughing and raveling, foundation concrete quantities may exceed calculated geometric volumes. Pier concrete with slump in the range of 5 to 7 inches is recommended. Free -fall concrete placement in piers will only be acceptable if provisions are taken to avoid striking the concrete on the sides of the hole or reinforcing steel. The use of a bottom -dump hopper, or an elephant's trunk discharging near the bottom of the hole where concrete segregation will be minimized, is recommended. To provide increased resistance to potential uplift forces, the sides of each pier should be mechanically roughened in the bearing strata below a depth of 7 feet. This should be accomplished by a roughening tooth placed on the auger. Pier bearing surfaces must be cleaned prior to concrete placement. A representative of the geotechnical engineer should inspect the bearing surface and pier configuration. Conventional Spread Footings In areas where structures will be supported entirely on the sandstone bedrock in the western portion of the site (Buildings 6 and 7), footings bearing on the undisturbed sandstone bedrock are a feasible foundation alternate for drilled piers. The footings may be designed for a maximum bearing pressure of 3,000 psf. In addition, the footings should be sized to 7 Geotec.hnical Engineering Exploration Lagunitas Company Project No. 20955193 Terracon maintain a minimum dead -load pressure of 500 psf. The design bearing pressure applies to dead loads plus design live load conditions. The design bearing pressure may be increased by one-third when considering total loads that include wind or seismic conditions. In order to maintain the minimum dead -load pressure, it may be necessary to design and construct a system of grade beams and isolated footing pads. To maintain the minimum dead -load pressure on footings, a minimum 4-inch void space should be provided beneath the grade beams between footing pads (if utilized). Existing fill or the upper clay soil on the site should not be used for support of foundations. Exterior footings should be placed a minimum of 30 inches below finished grade for frost protection. Finished grade is the lowest adjacent grade for perimeter. 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 settlement resulting from the assumed structural loads is estimated to be on the order of 1/4 inch. Proper drainage should be provided in the final design and during construction to reduce the settlement potential. Basement Construction Groundwater was not encountered on the site to the maximum depth of exploration, 20 feet. Therefore, full -depth basement construction is considered acceptable on the site. Perched groundwater may occur at times since the . bedrock surface is relatively impermeable and may tend to trap water. Completion of site development, including installation of landscaping and irrigation systems, will likely lead to perched groundwater development. To reduce the potential for perched groundwater to enter the basement of the structure, installation of a perimeter drainage system is recommended. The potential for perched water reaching the basement area can further be reduced by providing good positive drainage around the structures and by minimizing lawn and shrub irrigation adjacent to the office buildings. The drainage system should be constructed around the exterior perimeter of the basement foundation or any portion of the structure placed in or within 3 feet of the bedrock stratum and should consist of a properly sized perforated pipe, embedded in free -draining gravel, placed in a trench at least 12 inches in width. The gravel should extend a minimum of 3- inches beneath the bottom of the pipe and at least 1 foot above the bottom of the foundation 0 Geotechnical Engineering Exploration _ Lagunitas Company Project No. 20955193 Terracon wall. The gravel should be covered with drainage fabric prior to placement of foundation backfill: The drainage system should slope at least 1/8 inch per foot and should empty into a suitable outlet, such as a sump and pump system. The underslab drainage layer should consist of a minimum 8-inch thickness of free -draining gravel meeting the specifications of ASTM C33, Size No. 57 or 67. Lateral Earth Pressures For soils above any free water surface, recommended equivalent fluid pressures for unrestrained foundation elements are: Active:. Cohesive soil backfill (clays) ......._.................... ..45 psf/ft On -site sandstone-siltstone bedrock ..................................................... 35 psf/ft Passive: Cohesive soil backfill (clays).............................:................................. 340 psf/ft On -site sandstone-siltstone bedrock...................................................420 psf/ft Coefficient of base friction (sandstone-siltstone)......,...,.............................-..:-...........0.35 Adhesion at base of footing (clays) .................... ...... 500 psf Where the design includes restrained elements, the following equivalent fluid pressures are recommended: At rest: Cohesive soil backfill (clays) ..................... ........................................... 65 psf/ft On -site sandstone bedrock ............................................................55 psf/ft The lateral earth pressures herein are not applicable for submerged soils. Additional recommendations may be necessary if such conditions are to be included in the design. Fill against grade beams and retaining walls should be compacted to densities specified in Earthwork". Highly plastic clay soils and claystone bedrock should not be used as backfill against foundation or retaining walls. Compaction of each lift adjacent to walls should be accomplished with hand -operated tampers or other lightweight compactors. 0 Geotechnical Engineering_ Exploration Lagunitas Company Project No. 20955193 Terracon Overcompaction may cause excessive lateral earth pressures which could result in wallmovement. Seismic Considerations The project site is located in Seismic Risk Zone I of the Seismic Zone Map of the UnitedStatesasindicatedbythe1994UniformBuildingCode. Based upon the nature of thesubsurfacematerials, a seismic site coefficient, "s" of 1.0 should be used for the design of structures for the proposed project (1994 Uniform Building Code, Table No. 16-J). Floor Slab Design and Construction Due to the high expansive potential of the claystone bedrock, differential movement of floorslab -on -grade may occur should the claystone bedrock increase in moisture content. Use of floor systems supported structurally independent of the subgrade is recommended where slabs are founded in the claystone bedrock in Buildings 2, 3, and 4. Use of floor systems supported structurally independent of the subgrade for the remaining buildings is a positive means of eliminating the potentially detrimental effects of floor movement. If the owner selects slab -on -grade construction and is willing to assume the risk of futureslabmovementandrelatedstructuraldamage, the following recommendations are applicable to all planned slab -on -grade construction: A minimum 2 inch void space should be constructed. above or below non -bearing partition walls placed on the floor slab. A minimum 3-inch void space should be constructed above or below nonbearing partition walls placed on floor slabs founded on the claystone bedrock in the eastern portion of the site. Special framing details should be provided at door jambs and frames within partition walls to avoid potentialdistortion. Partition walls should be isolated from suspended ceilings. 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. The American Concrete Institute (ACI) recommends the control joint spacing in feet for nonstructural slabs should be 2 to 3 times the slab thickness in inches in both directions. Maximum joint spacing of 15 to 20 feet in each direction is recommended. Sawed or tooled joints should have a minimum depth of 25% of slab thickness plus % inch. Interior trench backfill placed beneath slabs should be compacted in accordance with recommended specifications outlined below. 10 Geotechnical Engineering Exploration _ Terracon Lagunitas Company Project No. 20955103 In areas subjected to normal loading, a minimum <>-inch layer of [clean -gradedgravel, aggregate base course} -should be placed beneath interior slabs. For heavyloading, reevaluation of slab and/or base course thickness may be required. 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 thefoundationsoilorsubgradeandupontrafficconditions. Based on the soil conditions encountered at the site, the type and volume of traffic and using a group index of 15 as the criterion for pavement design, the following minimum pavement thicknesses are recommended: Traffic Area After- Recommended Pavement Section Thickness (mchesjnative Asphalt Aggregate Select Plant Mixed Portland Total ConcreteBase < S,ubbase.` Bituminous cement SurfaceCourseBaseconcreteAutomobile A 3 g Parking 9 B 2 3 5 C 6 6 Main Traffic A 3 Corridors 14 B 2 5 7 C 6 6 Each. alternative should be investigated with respect to current material availability and economic conditions. 11 i J. e i J. Geotechnical Engineering Exploration _ Lagunitas Company Project No. 20955193 Terracon The pavement sections presented herein are based on design parameters selected byTerraconbasedonexperiencewithsimilarprojectsandsoilsconditions. Design parameters such as design life, terminal serviceability index, modulus of rupture of concrete and inherent reliability may vary with specific project. Variation of these parameters may change the thickness of the pavement sections presented. Terracon is prepared to discuss the details of these parameters and their effects, on pavement design and reevaluate pavement design as appropriate. Aggregate base course (if used on the site) should consist of a blend of sand and gravelwhichmeetsstrictspecificationsforqualityandgradation. Use of materials meeting Colorado Department of Transportation (CDOT) Class 5 or 6 specifications is recommended for base course. Asphalt concrete and/or 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 and/or asphalt concrete should conform to approved mix designs stating the Hveem properties, optimum asphalt content, job mix formula and recommended mixingandplacingtemperatures. Aggregate used in plant -mixed bituminous base course and/or asphalt concrete should meet particular gradations. Material meeting Colorado Department of Transportation Grading C or CX specification is recommended for asphalt concrete.. Aggregate meeting Colorado Department of Transportation Grading G or C specifications is recommended for plant -mixed bituminous base course. Mix designs should be submitted prior to construction to verify their adequacy. Asphalt material should be placed in maximum 3-inch lifts and should be compacted to a minimum of 95% Hveem density (ASTM D1560). 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 psi' 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 AggregateSize........................................................................1 inch maximum Maximum Water Content....................................................0.49 lb/lb of cement Maximum Allowable Slump .................. ....,........................4 inches 12 Geotechnical Engineering Exploration _ Lagunitas Company Terracon Project No. 20955193 Concrete should be deposited by truck mixers or agitators and placed a maximum of gominutesfromthetimethewaterisaddedtothemix. Other specifications outlined by theColoradoDepartmentofTransportationshouldbefollowed. Longitudinal and transverse joints should be provided as needed in concrete pavements forexpansion/contraction and isolation. The location and extent of joints should be based uponthefinalpavementgeometryandshouldbeplaced (in feet) at roughly twice the slabthickness (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 1/4inch, All joints should be sealed to prevent entry of foreign material and doweled wherenecessaryforloadtransfer. Where dowels cannot be used at joints accessible to wheel loads, pavement thickness should be increased by 25 percent at the joints and tapered toregularthicknessin5feet. 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 inmoisturecontenttothesubgrade. The cracking, while not desirable, does not necessarilyconstitutestructuralfailureofthepavement. The performance of all pavements can be enhanced by minimizing excess moisture whichcanreachthesubgradesoils. The following recommendations should be considered atminimum: Site grading at a minimum 2% grade away from the pavements; Compaction of any utility trenches for landscaped areas to the same criteria as the pavement subgrade; Sealing all landscaped areas in or adjacent to pavements to minimize or prevent moisture migration to subgrade soils; Placing compacted backfill against the exterior side of curb and gutter, and, Placing curb, gutter and/or sidewalk directly on subgrade soils without the use of base course materials. 13 u JGeotechnical Engineering Exploration Lagunitas Company Project No. 20955103 Terracon Preventative maintenance should be planned and provided for an on -going pavementmanagementprograminordertoenhancefuturepavementperformance. Preventative maintenance activities are intended to slow the rate of pavement deterioration and topreservethepavementinvestment. Preventative maintenance consists of both localized maintenance (e.g. crack sealing andpatching) 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 toimplementinganymaintenance, additional engineering observation is recommended to determine the type and extent of preventative maintenance. Earthwork Site Clearing and Subgrade Preparation: 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 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. Sloping areas steeper than 3:1 (horizontal:vertical) should be benched to reduce tha potential for slippage between existing slopes and fills. Benches should be level and wide enough to accommodate compaction and earth moving equipment. 5. Demolition of the existing building should include removal of any foundation system. Materials derived from the demolition of existing structures and 14 V e Geotechnical Engineering Exploration _ Lagunitas Company Project No. 20955193 Terracon pavements should be removed from the site and not be allowed for use in anyon -site fills. 6. 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 proposedbuildingstructures. T All exposed areas which will receive fill, floor slabs and/or pavement, once Properly cleared and benched where necessary, should be scarified to a minimum depth of 8 inches, conditioned to near optimum moisture content, and compacted. Excavation: 1. It is anticipated that excavations into the upper clays and weathered bedrock for the proposed construction can be accomplished with conventional earthmoving equipment. 2. Excavation penetrating the firm sandstone and siltstone bedrock may requiretheuseofspecializedheavy-duty equipment, together with drilling and possibly blasting to facilitate rock break-up and removal. 3. Groundwater seepage should be anticipated for excavations approaching thelevelofbedrock. Pumping from sumps may be utilized to control water within the excavations. 4. On -site clay and silt soils in proposed pavement areas 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. Proof -rolling of the subgrade may be required to determine stability prior to paving. 15 Geotechnical Engineering Exploration TerraconLagunitasCompany Project No. 20955193 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 claystone is not recommended for use beneath slabs or as backfill. 3. Select granular materials should be used as backfill behind retaining walls. 4. Frozen soils should not be used as fill or backfill. 5. Imported soils (if required) should conform to the following or be approved by the Project Geotechnical Engineer: Percent fines by weightGradation (ASTM C136) 61..:..:................._..... .............................. ..................... 1003" ....: ... 70-100No. 4 Sieve ............................... .......................... :........................ 50-80No. 200 Sieve .....................................:................. ..... 50 (max) Liquid Limit ............. ...................... 35 (max) Plasticity Index .................. ..... 15 (max) 6. 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. No fill should be placed over frozen ground. 16 Geotechnical Engineering Exploration Lagunitas Company Project No. 20955193 3. Materials should be compacted to the following: Terracon Minimum Percent Material (ASTM D698) Subgrade soils beneath fill areas......... 95 On -site soils or approved imported fill: Beneath foundations......... ............. 98 Beneathslabs.......... ............................................................95 Beneath pavements............... ..95 Utilities......... ....................................................................................... 95 Miscellaneous backfill ............. 90 4. Clay soils placed around or beneath foundations should be compacted within a moisture content range of optimum to 2 percent above optimum. Clay soils placed beneath pavement should be compacted within a moisture content 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: Estimated Shrink(-) Swell (+) Material Based on ASTM D698 On -site soils: Clays..................................:................ ............. 15 to -20% On -site bedrock materials: Claystone, sandstone, siltstone.......................................... =5 to -10% Slopes: 1: For permanent slopes in compacted fill areas, recommended maximum slope angles of 2%:1 (horizontal to vertical) for on -site materials are recommended. If steeper slopes are required for site development, stability analyses should be completed to design the grading plan. 17 7 Geotechnical Engineering Exploration _ Lagunitas Company 1 Project. No. 20955193 Terracon 7 2. The face of all slopes should be compacted to the minimum specification for fill embankments. Alternately, fill slopes can be over=built and trimmed to compacted material. 3. For . permanent slopes in cut areas, the following maximum angles are recommended as follows: Material. Maximum Slope Horizontal:Vertical. Cohesive soils (clays and silts) ............................. 3:1 Cohesionless soils ............:.................._........:..:.. 2%:1Bedrock................................................................... ........ 2:1 If steeper slopes are required for site development, stability analyses should be completed to design the grading plan. Compliance Performance of 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 and bedrock can be expected to stand on relatively steep temporary slopes during construction. However, caving soils and/or 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 18 Geotechnical Engineering Exploration Terracon Lagunitas Company Project No. 20966193 conditions should be evaluated to determine any excavation modifications necessarytomaintainsafeconditions.. 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. J Drainage Surface Drainage: 1. Positive drainage should be provided during construction and maintained throughout the life of the proposed office park. Infiltration of water into utility or foundation excavations must be prevented during construction. Planters 7 and other surface features which could retain water in areas adjacent to the building or pavements should be 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. Subsurface Drainage Free -draining granular soils containing less than five percent fines (by weight) passing a No. 200 sieve should be placed adjacent to walls which retain earth. A drainage system consisting of either weep holes or perforated drain lines (placed near the base of the wall) should be used to intercept and discharge water which would tend to saturate the backfill. Where used, drain lines should be embedded in a uniformly graded filter material and provided with adequate clean -outs for periodic 19 JGeotechnical Engineering Exploration Lagunitas Company 7 Project No. 20955193 Terracon maintenance., An impervious soil should be used in the upper layer of backfill to reduce the potential for water infiltration. 7 Additional Design and Construction Considerations Exterior Slab Design and Construction J Compacted subgrade or existing clay soils will expand with increasing moisture content; therefore, exterior concrete grade slabs may heave, resulting in cracking orverticaloffsets. The potential for damage would be greatest,whereexterior slabs are constructed adjacent to the building or other structural elements. To reduce the potential for damage, we recommend: exterior slabs be supported on fill with no, or very low expansion potential strict moisture -density control during placement of subgrade fills placement of effective control joints on relatively close centers and isolation joints between slabs and other structural elements provision for adequate drainage in areas adjoining the slabs use of designs which allow vertical movement between the exterior slabs and adjoining structural elements In those locations where movement of exterior slabs cannot be tolerated or must be held to an absolute minimum, consideration should be given to - Constructing slabs with a stem or key -edge, a minimum of 6 inches in width and at least 12 inches below grade; supporting keys or stems on drilled piers; or providing structural exterior slabs supported on foundations similar to the building. Underground Utility Systems All piping should be adequately bedded for proper load distribution. It is suggested that clean, graded gravel compacted to 75 percent of Relative Density ASTM D4253 be used as bedding. Where utilities are excavated below groundwater, temporary dewatering will be required during excavation, pipe placement and backfilling operations for proper construction. Utility trenches should be excavated on safe and stable slopes in accordance with OSHA regulations as discussed above. Backfill should consist of the on -site soils or existing bedrock. If bedrock is used, all plus 6- 20 Geotechnical Engineering Exploration _ Lagunitas Company Project No 20955193 Terracon inch material should be removed from it prior to its use. The pipe backfill should be compacted to a minimum of 95 percent of Standard Proctor Density ASTM D698.. All underground piping within or near the proposed structure should be designed with flexible couplings, so minor deviations in alignment do not result in breakage or distress. Utility knockouts in grade beams should be oversized to accommodate differential movements. a Corrosion Protection Results of soluble sulfate testing indicate that ASTM Type 1-II Portland cement is suitable for all concrete on or 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 that 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 excavation, grading, foundation and construction phases of the work. Observation of pier and/or 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 Terracon Consultants Western, Inc. to provide these additional services for continuing from design through construction and to determine the 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 re-evaluate the recommendations of this report. Our professional services were performed using that 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 21 Geotechnical Engineering Exploration Lagunitas Company Project No. 20955193 Terracon 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. This report is for the exclusive purpose of providing geotechnical engineering and./or testinginformationandrecommendations. The scope of services for this project does not include, either specifically or by implication, any environmental assessment of the site oridentificationofcontaminatedorhazardousmaterialsorconditions. If the owner is concerned about the potential for such contamination, other studies should be undertaken. 22 ZF C m e ~ L LLLU 4W - t- 4 m r riri r J, 411LLJ IL a 41) ILLLLUL 40 VV Q V, 0 i i m a PHASE tt m qq JFK PAIRkwe „ + b a ti 1.TE p I 1AlV 1 'i O ARD W_ A_D j ; & LDR—T— L1N5 LO ,ORADO SCALP, TW.i_NC- P05l C,`l_1V Pgball,: TAN75 rra. Lin WdlIME ,, AQONESTUM. INC. LOG OF BORING No. 1 PageCLIENT Lagunitas Company SITE Boradwalk & Landings Drive Fort Collins, Colorado 1 of 1 ARCHITECT / ENGINEER Vaught Frye Architects PROJECT Landings Office Park P.U.D. cO o H d Q CD DESCRIPTION Approx: Surface Elev.: 5054.0 ft. FF-- 0_ W o o m N U O SAMPLES TESTS m E z W O_ I- O U W IX z 3 O G:J en m X Ce N H O E z O W MU o a o Hi=- ZZ U m W ZF`_W 5 w a. JU W W W amm w a a. 0.5 FILL. -Sandy lean clay 5053.5 Brown, moist, very stiff 5 10 CL 1 SS 12" 22 13 470 SANDY LEAN CLAY Tan, moist, very stiff 3.0 5051.0 CL 2 ST 12" g 86 WEATHERED SANDSTONE 4.5 Tan/gold, moist, cemented 5049:5 3 SS 12" 32 10 SANDSTONE Tan/gold, moist, well cemented 14:4 5039.6 4 SS 4" 50/.3 1 T BOTTOM OF BORING THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL AND ROCK TYPES: IN -SITU, THE TRANSITI.O_N MAY BE GRADUAL. WL W WATER LEVEL OBSERVATION§ g None W.D. X None Alret"rCicam Water checked 1 da .A.B. NG STARTED 1-9-96 G COMPLETEDWL1-9-96TCME-55 FOREMAN DML APPROVEDNRS JOB # 20955193 J LOG OF NO. 2CLIENTBORING SITE Lagunitas Company ARCHTTECT / ENGINEER page 1 of Boradwalk & Landings Drive Vaught Frye architects Fort Collins, Colorado PROJECT Landin office Park P.U.D. SAMPLES TESTSEJU U DESCRIPTION O v E u_ H w a. w Z\ z HFZ- w U Approx. Surface Elev.: 3 U z ow J U) 5053.5 ft, 0.5 6" TOPSOIL a w n~. Jozf- o: c"m H E ooa mwa wwtL WaaJ" 5053.0 1 SS 12" SANDY i FA r ('T AY 21 14 Tan buff, moist, very stiff CL 3.0 EITHFRFD SANDSTON 5050.5 2 ST 12" 9 155 1 J 4.0 Tangold; Moist; cemented 5049.5 3 SS 12" 43 9 5 ANDSTOI L I= Tan/gold, moist, well cemented 4 SS V 500 11 10 14.4 BOTTOM OF BORING 4. THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINESBETWEENSOILANDROCKTYPES: IN -SITU, THE TRANSITION MAY BE GRADUAL. WATER LEVEL OBSERVATIONS WL y N_ one w' D None A.B. WL Water checked 1 day A.B. Ilerracu" STARTED 1-9-96 COMPLETED 1-9.=96 CME-55 FOREMAN DNII, D NRS JOB N noer n 1 LOG OF BORING No. 3 Page 1, of 1 CLIENT ARCHITECT / ENGINEER Lagunitas Company Vaught Frye Architects SITE Boradwalk & Landings Drive PROJECT Fort Collins, Colorado Landings Office Park P.U.D. SAMPLES TESTS Q E 0 O O J J m H DESCRIPTION v N w lHi z H W_ HZ a. w I cn f- w a H zz w HE_zH CL O U m E w a. O U 3 f- O cn H U- Olt] U.Q U- O cn H C3 Q U. cO Approx. Surface Elev.,: 5049.5 ft. w o cn M O z F- w a' a.J cn m O E MU cc- ZF=cn m cn a. HJ J a. x FILL -Sandy lean CL 1 SS 12" 33 14 clay with gravel 1.5 Brown/tan, moist, hard 5048.0 po LEAN CLAY WITH SAND Tan, moist, very stiff to hard 39/21/79CL2ST12" 9 117 18930 3 SS 12" lb 11 5.0 5044.5 5WEATHEREDSILTSTONE/ SANDSTONE 6.5 Tan/olive; moist 5043.0 Moderately hard, cemented SWELL 4 SS 7" 50/.6 10 950 SILTSTONE/CLAYSTONE PSF Tan/gold, moist Hard, well cemented 10 14.3 5035.2 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 1 rerr BORING STARTED 1-9-96 WI. Q None W D- T None. A.B. BORING COMPLETED 1-9-96 vvt. onRIG CME-55 FOREMAN Dnn, I' Water checked 1 day A.B. APPROVED NRS JOB # 20955193 LOG OF BORING No. 4 Page 1 of 1 CANT Lagunitas Company ARCHITECT / ENGINEER Vaught Frye architects SITE Boradwalk. & Landings Drive Fort Collins, Colorado PROJECT Landings Office Park P.U.D. o J iUy x CD DESCRIPTION Approx. Surface Elev.: 5048.0 ft. x H 0. o en N n U M SAMPLES TESTS w m E z W a- w O U U_ z I ca 3 F-O nn m n H H iz UL 0 00- o L1J HI z z O W. UMLL nn a W. j cn J to WWLL can CL Q_ A A A A A 0.5 6" TOPSOIL 5047.5 LEAN CLAY WITH SAND Tan, moist, very stiff to hard 5.5 5042.5 5 10 15 1 SS 12" 29 1-3 455 1340 CL 2 ST 12" 10 102 8550 3 SS 12 24 10 7BATHERED CLAYSTONE/ - SILTSTONE 7.0 Gold/tan, moist, moderately hard 5041.0 CLAYSTONE/SILTSTONE Gold/tan, moist, hard 19.2 5028.8 131 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 iierracun BORING STARTED 1-9-96 None W.D. T None A.B. BORING COMPLETED 1-9-96 WLENRSQ RIG CME-55 FOREMAN DML wi Water checked 1 dayA.B. APPROVED JOB # 20955193 LOG OF BODING No. 5 CLIENT CLIENT Lagunitas Company SITE Boradwalk & Landings Drive Fort Collins, Colorado CD O H DESCRIPTION n. Approx. Surface Elev.: 5049.5 ft. Page 1 of 1 ARCHITECT Vaught Frye Architects_ PROJECT Landings Office- Park P.U.D. SAMPLES TESTS H LL W o J w fA TC3U fA X m E z w z LL w HO dJ m w H O z O LL IrU o a. H zz LO)li. ZF_w N a jimn LL Mw w a a. 0.5 6" TOPSOII. 5049.0 SANDY LEAN CLAY WITH GRAVEL Tan, dry to moist, very stiff3.0 5046.5 5 10 1 SS 12" 13 13 1200 WEATHERED -__ AYSIONE Tan/gray/brown, moist 5.0 Moderately hard 5044.5 2 ST 12" 19 106 4470 3 SS 12" 37 17 CLAY TON Tan/gray, moist; hard 14.7 5034.8 4 SS 114 50/. 9 15 5 SS 8" 50/:7 15 BOTTOM OF BORING THEETWSTRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BEENSOILANDROCKTYPES': IN -SITU, THE TRANSITION MAY BE GRADUAL. WATER LEVEL OBSERVATIONS WL g None W.D. T None A•B wI. Water checked 6 days A.B. VerracUl ING STARTED 1-4-96 ING COMPLETED 1-4-96 RIG CME_55 FOREMAN DML APPROVED NRS Jos 20955193 LOG OF BORING No. 6 Page 1 of 1 ARCHITECT / ENGINEER Vaught Frye Architects - PROJECT Landings Office Park P.U.. SAMPLES r— TESTS m LL * DESCRIPTIONwcn w w z j z A w W O 3 Cj CDQW Ii1-' U E n. U F- O F-i .JJZonzF}.. M W m o o MU CLIENT - Lagunitas Company SITE Boradwalk & Landings Drive Fort Collins, Colorado co OJ X CD Approx. Surface Elev.: 6048.0 ft. 0.5 6" TOPSOIL 5047.5 SANDY LEAN CLAY WITH GR A VFT Tan, dry to moist, very stiff 8.5 5039.5 5 10 1 SS 12" 15 12 0025 CL 2 ST 12" 16 100 950 3 SS 12" 16 7 4 ST 12" 16 103 WEATHERED AYSTONF Tan/gray/brown, moist, soft 10.5 5037.5 5 SS 11 " 28 14 CLAYSTONE Tan/gray, moist, hard 14.8 5033.2 6 SS 10" 50/.8 16 BOTTOM OF BORING STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINESWEENSOILANDROCKTYPES: 'IN -SITU, THE TRANSITION MAY BE GRADUAL. L L WATER LEVEL OBSERVATIONSBORING SI None W.D. 4 None A•B Water checked 6 da s A.B._ lrerraLu'nRIG STARTED 1-4-96 BORING COMPLETED 96 CNE 55 i OREMAN DML APPROVED NRS JOB # 20955193 LOG OF BORING No. 7 Page 1 of 1 CLIENT Lagunitas Company ARCHITECT / ENGINEER Vaught -Frye Architects SITE Boradwalk & Landings Drive Fort Collins, Colorado PROJECT Landin Office Park P.U.D. _ o J H x a. Q CD DESCRIPTION Approx. Surface Elev.: 5049.5 ft. r, F- x H D. W o o CO W U N. x SAMPLES TESTS W m E z W a- w O U W m LL z\ to 3 HO dJ to m w M E— to H O H w o LL MU o CL o W LHL z z O W U= LL ZHtn x to a. M j cn J fn W WLL za: tn cn ( L a F IL -Sandy lean clay 1. 0 Brown, moist, stiff 5048.5 LEAN CLAY WITH SAND Tan/ brown, moist, stiff 5: O 5044.5 5 10 CL 1 SS 12" 12 11 440 CL 2 ST 12" 12 116 113100 3 SS 12" 18 14 WEATHERED CLAYSTONE Tan/ gray, moist, soft 8. 0 5041.5 CLAYSTONE Tan/ gray, moist, hard 14. 8 5034.7 BOTTOM OF BORING 4 SS 12" 33 18 5 SS 10" 501.9 14 THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL AND ROCK TYPES: IN -SITU, THE TRANSITION MAY BE GRADUAL. WATER LEVEL OBSERVATIONS irlerracon BORING STARTED 1-4-96 y None W.D. None A.B. BORING COMPLETED 14-96 WL RIG CM E-55 FOREMAN DMI. W' Water checked 6 days A.B. APPROVED NRS I JOB # 20955193 _ Boradwalk & Landings Drive Fort Collins,, Colorado O J H DESCRIPTION 2 iL Q M Approx. Surface Elev.: 5047.0 ft. FILL -Sandy lean clu 1.0 Brown; moist, very stiff LEALI_CLAY WITH QAN Tall/brown, moist, very stiff 3.0 WEATHERED ANDSTnNE/ 4.0 SILTSTONE Tan/gray, moist, moderately hard 4 SANDSTONE/ IL.T TO'y Tan/gray, moist, hard OF BORING LOG OF BORING- No. 8 ARCHITECT / ENGIN] V PROJECT 5043.0 V 1ofI Landings Office Park P.U.D. SAMPLES TESTS J O 0= W Z\ M Z H 1— 0 1— cn m W O 1 3 W O a W J cn d W U O O a. U W H O 0_J H U- u m u_ W W L_ 0 z H Wrn O z mUOIL zlZcncna- 3m to cna.a. CL 1 SS 12" 17 13 5 10 15 CL 3 1 SS 11.1 " 150/.9 1 11 THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINESBETWEENSOILANDROCKTYPES: IN -SITU, THE TRANSITION MAY BE GRADUAL. WATER LEVEL OBSERVATIONS f wL XZNone w.D. Y None A.B. WL I rerracum IWL .., 425 STARTED 1-4-96 COMPLETED 1-4-96 CME-55 FOREMAN DMI, ED NRS JOB # 20955193 LOG OF BORING No. 9 Page 1 of 1 CLIENT ARCHITECT / ENGINEER Lagunitas Company Vaught Frye Architects SITE Boradwalk & Landings Drive PROJECT Fort Collins, Colorado . Landings_. Office Park P.U.D. SAMPLES TESTS CD O J J m u- w H W X fui DESCRIPTION w z\ a. w I cn x w p H zz wwz m¢wF -' fn C) m E w a- 0 U 3 h- O n H-1 U- ow U m U- U- F- J.J z W Approx. Surface Elev.: 5051.5 ft. w o to O z f- w m fLJ w 0 O E Q:u n E ZF-fn in 8- 000 cn cn u xxx FILL -Sandy lean CL 1 SS 12" 30 14 1.5 cry with gravel Brown, moist, hard 5050.0 CL SANDY LEAN _- CLAY WITH GRAVEL 2 ST 1 12" 7 103 Tan, moist, very stiff 0018 3 SS 12" 24 8 5 6.0 5045.5 WEATHERED SANDSTONE 7.5 Tan/yellow, moist, cemented 5044.0 4 SS 9" 50/.8 11 SANDSTONE Tan/gold, moist, well cemented 10 14.5 5037.0 1 As BOTTOM OF BORING TRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES EN SOIL AND ROCK TYPES: IN -SITU, THE TRANSITION MAY BE GRADUAL. LOEWE WATER LEVEL OBSERVATIONS 1-9-9GBORINGSTARTEDVILNoneW.D• T None A•B• BORING COMPLETED1-9-96 CME-55 FOREMAN DMELerraLU,RIG Water checked 1 daX A.B. APPROVED NRS 1 JOB k 20955193 LOG OF BOILING No. 10 Page 1 of 1 CLIENT ARCHITECT / ENGINEER Lagunitas Company Vaught Frye Architects SITE Boradwalk & Landings Drive PROJECT - Fort Collins, Colorado Landings Office Park_ P.U.D. SAMPLES TESTS H w D O J J H DESCRIPTION F- m w LL Z\ w H W H Z 0- 2 w i to M F- w O H zz oHw HHz ix H a Un U m E w O_ O u 3 1- O fn H LL O w u D: L- n H C! Q U- cD Approx. Surface Elev.: 5053.0 ft. w o n x O z f- w W a.J m m O E O:U o 0- ZF-fn 3 cn a HJ J a. x FILL- layey sand with gravel SC 1 SS 12" 18 12 38/15/441.0 Brown/tan, moist; medium dense 5052.0 SANDY LEAN CLAY SM Tan, moist, very stiff 4.0 5049.0 WEATHERED SI .TSTON ./ 2 SS 12_" 25 13 SANDSTONE. 5 Tan/olive, moist 6.0 Soft, poorly Cemented 5047.0 SILTSTONE/SANDSTONE Tan/olive, moist Hard., well cemented 9.8 5043.2 3 SS 10" 50/.8 11 BOTTOM OF BORING THE STRATIFICATION LINES REPRESENT THEAPPROXIMATEBOUNDARY LINES BETWEEN SOIL AND ROCK TYPES: IN -SITU, THE TRANSITION MAY BE GRADUAL. WATER LEVEL OBSERVATIONS BORING STARTED 1-9-96 WL None WD None A•B. I reracIoN -M BORING COMPLETED 1-9-96 r RIG CM-55 FOREMAN DMI, WL Water checked 1 da A.B. APPROVED NRS JOB # 20955193 r 1 S W E L L G O N S O L I D A T I O N 1.0 o.s o. 0.5 - 1.0 1.5 2.0 2.5 3.0 3.5 Lo L5 V.1 1 - APPLIED PRESSURE, TSF Boring and depth (ft.) Classification 01 3 3.0 Lean Clay With Sand PROJECT Landings Office Park .P IT D - Boradwalk & JOB NO. Landings Drive DATE CONSOLIDATION TEST TERRACON Consultants Westem,Inc. DD _ MC % 113 9 10 0.41. 0.41 0.4• 0:4i v 0 I D R 0A.' A T I 0 0.4 0.45 0.4: 0.41 0.4( 1 r i 4 1 1 10 APPLIED PRESSURE, TSF Boring and depth (ft.)_ Classification DD MC % i 3 3.0 Lean Clay With Sand 113 9 T Landings Office Park P.U.D. - Boradwalk & JOB NO. 20955193 Landings Drive DATE 1/29/96 CONSOLIDATION TEST TERRACON Consultants Westem,Inc. 0.5 S w E L I L c 0 N S 2 0 L I D A T 3 1 0 N 3 11M= M= 1#1= 0 5- 0 1 10 APPLIED PRESSURE, TSF Boring and depth (ft.) Classification DD I MC 976 8.0 Claystone 107 1 16 juangings t)tttcp Far* p- i i - i). - j3oradwalk..& JOB NO. 20955193 1-ndings.D nve DATE 1/29/96 M CONSOLEDATI ON TEST TERRACON Consultants Westem,lnc. S W E L L o C O N S O L I D A T I O N I 3 4 5 6 7 8 g I0.1 I APPLIED PRESSURE, TSF Boring and depth (ft.) Classification DD MC % 101 9 3.0 1 Sandy Lean Clay With Gravel 100 9 PROJECT Landings Office park P.E.D. - Bora_d_wa_lk & JOB NO. Landings Drive DATE CONSOLIDATION TEST TERRACON Consultants Westem,Inc.. 0 L V 0 I D R A T I O 0. 0.64 0.62 0.60 M8 0.56 - 0.54 -__- 0.52 50 0.1 1 10 APPLIED PRESSURE, TSF Boring and depth (ft.) Classification DD I MC % 9 3.0 Sandy Lean Clay With Gravel 100 9 CONSOLIDATION TEST TERRACON Consultants Westem,Inc. JOB NO. DATE ao A W N r G O Oo w N A A Oo A w LA A oo w N A oo w N I.n 17 A J WtJtNV' 1,.1 to t^ to A CA w C C w C A O A O CO 00 w coc9 r d ON r l 00 G Oy co C LA w Ao Lh VI CA 4 H V1 o CA o f9TlCr C O w H b x rr w a: b czx .. iA a o x b y Cnin i r o W y n <. N LA LA LA O Q` LO LA LAw LA O O a kA Co N N LA O O. O eo 0 00 ao 90 w cn w 00 A w oc w 00 A w 171 CD N N A O to J. Cn A C D to A to00 tn. r N rS A a a N N w A oo Ziacm cm n f9Ow G AO G O n O UjN w WD A pC CcsG fD ro Cn C9 O O 9 m C y b rr 3c a v x C o x n y w c> 0 0• o W y. 3 y' 3 b CDVI to O 1 LA Ow W 0o N to CDN 00 O to LAC tow aW C 00 r tJ N O' l" Al 4 1 m O z° O ` Vq• LA 7 ' a LA LA IMA y. ti E2 `G OUj y fD b t CI] H fD O 60 f/ CD i b W 1 c c as g o ct C K "O 9 n a cac n 00 a o y 3 y to N LA A O C O C7 O O N N N N N 0• O O rr4 V1 H 4 4 1 DRILLING AND EXPLORATION DRILLING & SAMPLING SYMBOLS: SS a. Split Spoon - 1 _" I.D., 2" O.D., unless otherwise noted PS : Piston Sample ST : Thin -Walled Tube - 2" O.D., unless otherwise noted WS : Wash Sample R Ring Barrel Sampler - 2.42" I.D., 3" O.D. unless otherwise noted. FT PA : Power Auger : Fish Tail Bit RB HA : Hand Auger : Rock Bit DB :Diamond Bit BS :Bulk Sample PM : Pressure. MeterASAugerSample HS Hollow Stem Auger W 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 Wet Cave WD :While Drilling WCI in DCI :Dry Cave 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 Unconfined Compressive Strength, O.u, psf Consistency 500 Very Soft 500 - 1,000 Soft 1,001 - 2,000 Medium 2,001 - 4,000 Stiff 4,001 - 8,000 Very Stiff 8,001 -. 16,000 Very Hard RELATIVE DENSITY OF COARSE -GRAINED SOILS: N-Blows/ft Relative Density 0-3 Very Loose 4-9 Loose 10-29 Medium Dense 30-49 Dense 50-80 Very Dense 80 + Extremely Dense PHYSICAL PROPERTIES OF BEDROCK DEGREE OF WEATHERING: Slight Slight decomposition of parent material on joints. May be color change. Moderate. Some decomposition and color change throughout. High Rock highly decomposed, may be extremely broken. HARDNESS AND DEGREE OF CEMENTATION: Limestone and Dolomite: Hard Difficult to scratch with knife. Moderately Can be scratched easily with knife, Hard Cannot be scratched with fingernail. Soft Can be scratched with fingernail. Shale Siltstone and Claystone: Hard Can be scratched easily with knife, cannot be scratched with fingernail. Moderately Can be scratched with fingernail. Hard Soft Can be easily dented but not molded with fingers. Sandstone and Conglomerate: Well Capable of scratching a knife blade.. Cemented Cemented Can be scratched with knife. Poorly Can be broken apart easily with fingers. Cemented Irerracon - UNIFIED SOIL CLASSIFICATION SYSTEM Soil Classification Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests° Group Symbol Group Names Coarse -Grained Gravels more than Clean Gravels Less Soils more than 50% of coarse than 5% finest Cu > 4 and 1 < Cc <3E GW Well -graded gravel` 50% retained on fraction retained on No. 200 sieve No. 4 sieve Cu < 4 and/or 1 > Cc > 3E GP Poorly graded gravelF Gravels with Fines more than 12% finesc Fines classify as MIL or MH GM Silty gravel,G,H Fines classify as CL or CH GC Clayey gravelF•C•" Sands 50% or more Clean Sands Less Cu > 6 and 1 < Cc < 3E SW Well -graded sand' of coarse fraction than 5% fines' passes No. 4 sieve Cu < 6 and/or 1 > Cc > 3E Sp Poorly graded sand' Sands with Fines Fines classify as ML or IV1H SM Silty sands•"' more than 12% fines° Fines Classify as CL or CH SC Clayey sandy'' Sine -Grained Soils Silts and Clays inorganic PI > 7 and plots on or above "A line' CL Lean clay" ,`•" 50% or more Liquid limit less passes the than 50 PI < 4 or plots below "A" line' ML SIIt,11.11 No. 200 sieve organic Liquid limit - oven dried Organic clay"•" 0.75 OL Liquid limit - not dried Organic siltl.L,.u:° Silts and Clays inorganic. PI plots on or above "A" line CH Fat clayll,u Liquid limit 50 or more PI lots below "A" line MH Elastic Silt".L" organic Liquid limit - oven dried Organic clayc.L,W,P 0.75 OH Liquid limit - not dried Organic silt" `° Hichly organic soils Primarily organic matter, dark in color, and organic odor PT Peat ABased on the material passing the 3-in. 75-mm) sieve .ECu=D /D Cc = ( D")2 glf field sample contained cobbles or 60 " D. x Dso boulders, or both, add "with cobbles or boulders, or both" to group name. cGravels with 5 to 1, 2% fines require dual Flf soil contains > 15% sand, add "with symbols: sand" to group name. C-W-GSM well -graded gravel with silt cif fines classify as CL-ML, use dual symbol G`.•V-GC well -graded ,gravel with clay GC -GM, or SC-SM. GP -GM poorly graded gravel with silt If fines are organic, add "with organic fines" GP -GC poorly graded gravel with clay to group name.. Sands with 5 to 12% fines require dual If soil contains > 15% gravel, add "with symbols: gravel" to group name. S''y-SM well -graded sand with silt If Atterberg limits plot in shaded area, soil is SW=SC well -graded sand with clay a CL-ML, silty clay. SP-SM poorly graded sand with silt SP-SC poorly graded sand with clay d0 F., clot lificerl"n OI nn.- ns0 -outG, una n^•-groin•o vac+ion f c oc s•- 50 grain•c aoiia t • I He - iZ - - stc LL. --.. . v tier0.73 lL 0) 10 a•:- . ct U_- Esciime 15FI =7. JeherCC.9 ill - 81 G ; 61 s = o l - I ,•-I G Oi I j IMH 0R CH If 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. if 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. 10 cL- ML I ML 0R CL o 0 : 0 18 20 50 40 50 50 70 80 90 too LIQUID LIMIT (LT-) ROCK CLASSIFICATION Based on ASTM C-294) Sedimentary Rocks Sedimentary rocks are stratified materials laid down by water or wind. The sediments may be composed of particles of pre-existing rocks derived by mechanical weathering, evaporation or by chemical or organic origin. The sediments are usually indurated by cementation or compaction. Chert Very fine-grained siliceous rock composed of micro -crystalline or crypto- crystalline quartz, chalcedony or opal. Chert is various colored, porous to dense, hard and has a conchoidal to splintery fracture. Claystone Fine-grained rock composed of or derived by erosion of silts and clays or any rock containing clay. Soft massive; gray, black, brown, reddish or green and may contain carbonate minerals. Conglomerate Rock consisting of a considerable amount of rounded gravel, sand and cobbles with or without interstitial or cementing material. The cementing or interstitial material may be quartz, opal, calcite, dolomite, clay, iron oxides or other materials. Dolomite A fine-grained carbonate rock consisting of the mineral dolomite [CaMg C0.3)21• May contain noncarbonate impurities such as quartz, chert, clay minerals, organic matter, gypsum and sulfides. Reacts with hydrochloric acid HCL). Limestone A fine-grained carbonate rock consisting of the mineral calcite (CaCo3). May contain noncarbonate impurities such as quartz, chert, clay minerals, organic matter, gypsum and sulfides. Reacts with hydrochloric acid (HCL). Sandstone Rock consisting of particles of sand with or without interstitial and cementing materials. The cementing or interstitial material may be quartz, opal, calcite, dolomite, clay, iron oxides or other material. Shale Fine-grained rock composed of, or derived by erosion of silts and clays or any rock containing clay. Shale is hard, platy, or fissile may be gray, black, reddish or green and may contain some carbonate minerals (calcareous shale). Siltstone Fine grained rock. composed of; or derived by erosion of silts or rock containing silt. Siltstones consist predominantly of silt sized particles (0.0625 to 0.002 mm in diameter) and are intermediate rocks between claystones and sandstones, may be gray, black, brown, reddish or green and may contain carbonate minerals. 0 1, LABORATORY TESTS SIGNIFICANCE AND PURPOSE TEST SIGNIFICANCE PURPOSE California Used to evaluate the potential strength of subgrade soil, Pavement Bearing subbase, and base course material, including recycled Thickness Ratio materials for u:se in road and airfield pavements. Design Consolidation Used to develop an estimate of both the rate and amount of Foundation both differential and total settlement of a structure. Design Direct Used to determine the consolidated drained shear strength of Bearing Capacity; Shear soil or rock. Foundation Design &. Slope Stability Dry Used to determine the in -place density of natural, inorganic, Index Property Density fine-grained soils._ Soil Behavior Expansion Used to measure the expansive potential of fine-grained soil Foundation & Slab and to provide a basis for swell potential classification. Design Gradation Used for the quantitative determination of the distribution of Soil particle sizes in soil. Classification Liquid & Used as an integral part of engineering classification systems Plastic Limit, to characterize the fine-grained fraction of soils, and to Soil Plasticity specify the fine-grained fraction of construction materials. Classification Index Permeability Used to determine the capacity of soil or rock to conduct a Groundwater liquid or gas. _ Flow Analysis p H 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 Corrosion electrical currents. Potential Used to evaluate the potential strength of subgrade soil, Pavement R-Value subbase, and base course material, including recycled Thickness materials for use in road and airfield pavements. Design Soluble Used to determine the quantitative amount of soluble Corrosion Sulphate sulfates within a soil mass. Potential To obtain the approximate compressive strength of soils that Bearing Capacity Unconfined possess sufficient cohesion to permit testing in the Analysis Compression unconfined state. for Foundations Water Used to determine the quantitative amount of water in a soil Index Property Content mass. Soil Behavior Irerracon-_1 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. Cllluvium 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 man-made fill) Materials deposited through the action of man prior to exploration of the site. Existing Grade The ground surface at the time of field exploration. 9 r 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. a Irerracon TABLE D1 RECOMMENDED PREVENTATIVE MAINTENANCE POLICY FOR ASPHALT CONCRETE PAVEMENTS Distress Distress Recommended Distress Distress Recommended Type Severity Maintenance Type Severity Maintenance. Low None Low None Alligator Cracking Patching & utility Cut Patching Medium Full -Depth Asphalt Concrete Patch Medium Full -Depth Asphalt Concrete PatchHighHigh Low None Low Bleeding Polished Aggregate None Medium Surface Sanding Medium High Shallow AC Patch High Fog Seal Low None Low Shallow AC Patch Block Cracking PotholesMediumClean & Seal Medium Full -Depth Asphalt Concrete High All Cracks High Patch Low None Low Bumps & Sags Railroad Crossing No Policy for This Project Medium Shallow AC Patch Medium High Full -Depth Patch High Low None Low None Medium Full -Depth Medium Shallow. AC PatchCorrugationRutting Asphalt Concrete High Patch High Full -Depth Patch Low None Low None Medium Shallow AC Patch Medium Mill &. Depression Shoving Shallow AC High Full -Depth Patch High Patch Low None Low None Edge Cracking Slippage Cracking Medium Seal Cracks Medium Shallow Asphalt. Concrete High Full -Depth Patch High Patch Low Clean & Low None Joint. Reflection Seal All Cracks SwellMedium Medium Shallow AC Patch High Shallow AC Patch High Full -Depth Patch Low None Low Lane/Shoulder Drop -Off Weathering Ravelling Fog SealMediumRegradeMedu.m High HighShoulder Low None Longitudinal & Transverse Medium Clean & Cracking Seal All CracksHigh L 0. 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 Medium Full -DepthBlow-up Polished Severity Groove Surface or. Concrete Patch/ Aggregate Levels Overlay High Slab Replacement Defined Low Seal Cracks No Medium Full -Depth Comer Break Popouts Severity Levels None High Concrete Patch Defined Low Seal Cracks No Underseal, Divided Severity Seal cracks/joints Slab Medium Slab Pumping Levels and High Replacement Defined Restore Load Transfer Low None Low Seal Cracks Medium Full -Depth Patch Medium Full -DepthDurabilityPunchout Cracking Concrete High Slab Replacement High Patch Low None Low No Medium MediumFaulting Railroad Crossing Policy for thisGrind High High Project Low None Sing Low None Medium Reseal Medium Slab Replacement, Joint Seal Map Cracking Crazing Joints Full -depth Patch, High High or Overlay Low Regrade and No Medium Lane/Shoulder Fill Shoulders Shrinkage Severity None Drop-off to Match Cracks Levels High Lane Height Defined Linear Cracking Low Clean & Low None Medium Medium Partial -Depth Longitudinal, Transverse and Seal all Cracks Spalling Comer) High Full -Depth Patch High Diagonal Cracks Concrete Patch Low None Low None Large Patching SparingandMediumSealCracksorJoint) Medium Partial -Depth Patch High _ High Reconstruct Joint Utility Cuts Replace Patch Low None Medium ReplaceSmall Patch'ing Patch High