Loading...
HomeMy WebLinkAboutINTERSTATE LAND PUD 1ST FILING HARLEY DAVIDSON - Filed GR-GEOTECHNICAL REPORT/SOILS REPORT -GEOTECHNICAL ENGINEERING REPORT PROPOSED HARLEY DAVIDSON DEALERSHIP 1-25 FRONTAGE ROAD NORTH OF PROSPECT ROAD EAST FORT COLLINS, COLORADO TERRACON PROJECT NO. 20955168 October 11, 1995 Prepared for. R.. C. HEATH CONSTRUCTION CO. P. 0. DRAWER H FORT COLLINS, COLORADO 80522 ATTN: MR. RANDY DE MARIO lrerrocon Irerracon CONSULTANTS WESTERN, INC. P.O. Box 503 •301 N. Howes Fort Collins, Colorado 80522 970) 484-0359 Fax (970) 484-0454 Chester C. Smith, P.E. Larry G. O'Dell, P.E. Neil R. Sherrod, C.P.G. October 11, 1995 R. C. Heath Construction Co. P. 0. Drawer H. Fort Collins, Colorado 80522 Attn: Mr. Randy DeMario Re: Geotechnical Engineering Report, Proposed Harley Davidson Dealership 1-25 Frontage Road North of Prospect Road, East. Fort Collins, Colorado Terracon Project No. 20955168 Terracon Consultants Western, Inc., Empire Division, has completed a geotechnical engineering exploration for the proposed project to be located along the 1-25 Frontage Road approximately %4- mile north of Prospect Road, east of Fort Collins, Colorado. This study was performed in general accordance with our proposal number D2095259 dated October 10, 1995. The results of our engineering study, including the boring location diagram, laboratory test results, test boring records, and the geotechnical recommendations needed to a.id in the design and construction of foundations and other earth connected phases of this project are attached. Further 1 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 1 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 Pr or f/ Prepared by: ,`,',, c,CiiC•`edd'r`` Reviewed by: e 23702 o - sa R_. Schoenfeld, P.E. C) et, illiam J. Attwooll, P.E. Geotechnical Engineer ":-fir ,,. Assistant Office Manager Fu'Ai Copies to: Addressee (1) - RBD, Inc. Mr. Dave Delaney (1) City of Fort Collins (2) 1 CityScape Urban Design Inc. - Mr. Terence Hoaglund (1) Offices of The Terracon Companies, Inc. Geotechnical, Environmental and Materials Engineers Arizona M Arkansas i Colorado Idaho Illinois Iowa Kansas Minnesota Missouri ® Montana n Nebraska fig Nevada Oklahoma Texas Utah Wyoming QUALITY ENGINEERING SINCE 1965 e Geotechnical Engineering Exploration Terracon R. C. Heath Construction Terracon Project No. 20955168 TABLE OF CONTENTS 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 Soil Conditions ........................................... 3 Field and Laboratory Test Results ............................... 4 Groundwater Conditions ..................................... 4 CONCLUSIONS AND RECOMMENDATIONS ............................ 4 Foundation Systems ........................................ 4 Seismic Considerations ................................:..... 5 Floor Slab Design and Construction .............................. 5 Pavement Design and Construction 6 Earthwork........................................... .. 10 Site Clearing and Subgrade Preparation ...................... 10 Fill Materials ......................................... 10 Placement and Compaction .............................. 11 Compliance......................................... 12 Excavation and Trench Construction ........................ 12 Drainage................................................ 13 Surface Drainage ..................................... 13 Additional Design and Construction Considerations .................. 13 Exterior Slab Design and Construction ...................... 13 Underground Utility Systems ............................. 14 Corrosion Protection ................................... 14 GENERAL COMMENTS ........................................... 14 o ;_I Geotechnical Engineering Exploration R. C. Heath Construction Terracon Project No. 20955168 TABLE OF CONTENTS (Cont'd) Terracon S GEOTECHNICAL ENGINEERING REPORT PROPOSED HARLEY DAVIDSON DEALERSHIP 1-25 FRONTAGE ROAD NORTH OF PROSPECT ROAD EAST FORT COLLINS, COLORADO Terracon Project No. 20955168 October 11, 1995 INTRODUCTION Terracon 1 This report contains the results of our geotechnical engineering exploration for the proposed dealership to be located along the 1-25 Frontage Road approximately Y4-mile north of Prospect Road, east of Fort Collins, Colorado. More particularly, the site is described as the First Filing of the Interstate Land PUD. The site is located in the Southeast 1 /4 of Section 16, Township 7 North, Range 68 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 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, our experience with similar soil conditions and structures and our understanding of the proposed project. PROPOSED CONSTRUCTION The proposed structures will consist of two single -story, pre-engineered steel buildings with slab -on -grade construction. Although final site grading plans were not available prior to preparation of this report, slab level is anticipated to be at or above existing site grade. Other major site development will include the construction of parking lots adjacent to the proposed buildings. 1 Geotechnical Engineering Exploration Terracon R. C. Heath Construction Terracon Project No. 20955168 SITE EXPLORATION The scope of the services performed for this project included site reconnaissance by a geotechnical engineer, a subsurface exploration program, laboratory testing and engineering analysis. Field Exploration: A total of 9 test borings were drilled on October 3, 1995 to depths of 10 to 15 feet at the locations shown on the Site Plan, Figure 1. Seven borings were drilled within the footprints of the proposed buildings, and two borings were drilled in the area of proposed pavement. 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 the north property line. Elevations were determined at each boring location using an engineer's level and 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. Continuous lithologic logs of each boring were recorded by the geotechnical engineer 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 the 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 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. Selected soil samples were tested for the following engineering properties: 2 Geotechnical Engineering Exploration Terracon R. C. Heath Construction Terracon Project No. 20955168 Water content • Liquid limit Dry density • Plasticity Index Consolidation • Percent fines Compressive strength • Water soluble sulfate content e Expansion The significance and purpose of each laboratory test is described in Appendix C. Laboratory test results are presented on the boring logs and 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 a vacant tract of land vegetated with sparse to moderate weeds. The southeast portion of the site is occupied by a large stockpile of soil approximately 6-feet high with dense weeds. The south portion of the site is occupied by stockpiles of soil approximately 4 feet high without vegetation. The property is bordered by a ditch (Cache La Poudre Reservoir Inlet) to the north, the 1-25 Frontage Road to the south and east and natural drainage (Boxelder Creek) to the west. The area exhibits slight surface drainage to the south-southwest. SUBSURFACE CONDITIONS Soil Conditions: The following describes the characteristics of the primary soil strata in order of increasing depths: Topsoil: A %z-foot layer of topsoil was encountered at the surface of Borings 1, 2, 7 and 9. The topsoil has been penetrated by root growth and organic matter. Structural Fill: A layer of structural fill was encountered at the surface of Borings 3 through 6 and 8 and extends to depths of approximately 1 to 3 feet. The structural fill consists of moist, sandy lean clay. 3 Geotechnical Engineering Exploration Terracon R. C. Heath Construction Terracon Project No. 20955168 Sandy Lean Clay and Lean Clay: The natural clay strata were encountered below the topsoil and structural fill and extend to an underlying granular stratum or to the depths explored. The clays contain substantial to minor quantities of sand and are moist to wet with depth., s Sand with Gravel: The granular stratum was encountered in Borings 1, 2, 4 through 7 and 9 at depths of 7 to 14'/z feet and extends to the depths explored. The sand is wet and relatively clean and contains moderate quantities of gravel. Field and Laboratory Test Results: Field test results indicate the structural fill varies from medium stiff to stiff in consistency. The natural sandy lean clay varies from very stiff to soft, and the underlying lean clay is medium stiff. The granular stratum varies from loose to medium dense in relative density. Laboratory test results indicate the clay soils at anticipated foundation bearing depth have low expansive potential. 1 Groundwater Conditions: Groundwater was encountered at depths of 7 Y2 to 10 Y2 feet in eight of the test borings at the time of the field exploration. When checked one day after drilling, groundwater was measured at depths of 8'/z to 10 feet. 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. The possibility of groundwater fluctuations should be considered when developing design and construction plans for the project. 1 CONCLUSIONS AND RECOMMENDATIONS 1 Foundation Systems: Based on the soil conditions encountered in the test borings, spread footing and/or grade beam foundations bearing upon structural fill and/or natural soils are recommended for support of the proposed buildings. The footings may be designed for a maximum bearing pressure of 1,500 psf. The design bearing pressure applies to dead loads plus 1 /2 of 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 addition, the footings should be sized to maintain a minimum dead load pressure of 500 psf. 0 Geotechnical Engineering Exploration Terracon R. C. Heath Construction Terracon Project No. 20955168 Exterior footings should be placed a minimum of 30 inches below finished grade for frost protection. Interior footings should bear a minimum of 12 inches below finished grade. Finished grade is the lowest adjacent grade for perimeter footings and floor level for interior footings. 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 3/4 inch. Proper drainage should be provided in the final design and during construction to reduce the settlement potential. For foundations adjacent to slopes, a minimum horizontal setback of five (5) feet should be maintained between the foundation base and slope face. In addition, the setback should be such that an imaginary line extending downward at 45 degrees from the nearest foundation edge does not intersect the slope. Foundations and masonry walls should be reinforced as necessary to reduce the potential for distress caused by differential foundation movement. The use of joints at openings or other discontinuities in masonry walls is recommended. Foundation excavations should be observed by the geotechnical engineer. If the soil conditions encountered differ from those presented in this report, supplemental recommendations may be required. 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 1994 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 (1994 Uniform Building Code, Table No. 16-J). Floor Slab Design and Construction: Some differential movement of a slab -on -grade floor system is possible should the subgrade soils increase 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: 5 4 Geotechnical Engineering Exploration Terracon R. C. Heath Construction Terracon Project No. 20955168 Positive separations and/or isolation joints should be provided between slabs and all foundations, columns or utility lines to allow independent movement. i 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. Sawed or tooled joints should have a minimum depth of 25 percent of slab thickness plus '/4 inch. s Interior trench backfill placed beneath slabs should be compacted in accordance with recommended specifications outlined below. 0 In areas subjected to normal loading, a minimum 6-inch layer of aggregate base course should be placed beneath interior slabs. For heavy loading, reevaluation of slab and/or base course thickness may be required. e Floor slabs should not be constructed on frozen subgrade. s Other design and construction considerations, as outlined in the ACI Design Manual, Section 302.1 R are recommended. For structural design of concrete slabs -on -grade, a modulus of subgrade reaction of 100 pounds per cubic inch (pci) may be used for floors supported on on -site soils. 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 9 as the criterion for pavement design, the following minimum pavement thicknesses are recommended: 0 r ,a Geotechnical Engineering Exploration R. C. Heath Construction Terracon Project No. 20955168 Terracon Recommended Pavement Section Thickness Q .-hes) Traffic Area Alter - native Asphalt Aggregate Plant=Mixed Portland Concrete Bituminous Cement Totaf Surface Base Course Base Concrete A 3 4 7 Automobile B 2 2 1/, 4 Yz Parking C 5 5 A 3 8 11 Main Traffic B 2 4 6 Corridors 6 6 Each alternative should be investigated with respect to current material availability and economic conditions. 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 (CDOT) Class 5 or 6 specifications is recommended for base course. In addition, the base course material should be moisture stable. Moisture stability is determined by R-value testing which shows a maximum 12 point difference in R-values between exudation pressures of 300 psi and 100 psi. Aggregate base course material should be tested to determined compliance with these specifications prior to importation to the site. 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 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 Marshall or Hveem properties, optimum asphalt content, job mix formula and recommended mixing and placing temperatures. 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 7 Geotechnical Engineering Exploration R. C. Heath Construction Terracon Project No. 20955168 Terracon 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% Marshall or Hveem density (ASTM D1559) (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 Aggregate Size 1 inch maximum Maximum Water Content .................... 0.49 lb/lb of cement Maximum Allowable Slump ............. 4 inches Concrete should be deposited by truck mixers or agitators and placed a maximum of 90 minutes from the 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. E= Geotechnical Engineering Exploration Terracon R. C. Heath Construction Terracon Project No. 20955168 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 can be enhanced by minimizing excess moisture which can reach the subgrade soils. The following recommendations should be considered at minimum: S Site grading at a minimum 2% grade away from the pavements; s 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; 9 Placing compacted backfill against the exterior side of curb and gutter; and, e 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 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. Geotechnical Engineering Exploration Terracon R. C. Heath Construction Terracon Project No. 20955168 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. 4. All exposed areas which will receive fill, floor slabs and/or pavement, once properly cleared, should be scarified to a minimum depth of 8 inches, conditioned to near optimum moisture content, and compacted. 5. On -site clay 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. Proof -rolling of the subgrade may be required to determine stability prior to paving. Fill Materials: 1. Clean on -site soils or approved imported materials may be used as fill material for the following: 10 Geotechnical Engineering Exploration R. C. Heath Construction Terracon Project No. 20955168 general site grading foundation areas interior floor slab areas Terracon exterior slab areas pavement areas foundation backfill 2. Frozen soils should not be used as fill or backfill. 3. Imported soils (if required) should conform to the following or be approved by the Project Geotechnical Engineer: Percent finer by weight Gradation (ASTM C136) 6"......................................... 100 3"....................................... 70-100 No. 4 Sieve ...... 50-80 No. 200 Sieve .............................. 70 (max) Liquid Limit ........................... 30 (ma)o Plasticity Index ......................... 15 (max) 4. Aggregate base should conform to Colorado Department of Transportation Class 5 or 6 specifications. e 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. 3. Materials should be compacted to the following: Minimum Percent Material (ASTM D698). Subgrade soils beneath fill areas ..................... 95 11 Geotechnical Engineering Exploration R. C. Heath Construction Terracon Project No. 20955168 On -site soils or approved imported fill: Beneath foundations ......................... 98 Beneath slabs ............................. 95 Beneath pavements ......................... 95 Utilities ........................................ 95 Aggregate base (beneath s abs and pavement) ........... 95 Miscellaneous backfill ............................. 90 Terracon 4. 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 as determined by ASTM D4253 D4254. 5. Granular soils should be compacted within a moisture content range of 3 percent below to 3 percent above optimum unless modified by the project geotechnical engineer. 6. 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. s e: Performance of slabs -on -grade, foundations and pavement elementsCompliance: g 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 may encounter caving soils and groundwater, depending upon the final depth of excavation. The individual contractor(s) should be made responsible for designing and constructing stable, temporary excavations as required to maintain stability of both the excavation sides and bottom. 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. 12 Geotechnical Engineering Exploration Terracon R. C. Heath Construction Terracon Project No. 20955168 Drainage: Surface Drainage: 1. Positive drainage should be provided during construction and maintained throughout the life of the proposed structures. 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 5 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: O 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 13 Geotechnical Engineering Exploration Terracon R. C. Heath Construction Terracon Project No. 20955168 o 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 1 discussed above. Backfill should consist of the on -site soils. The pipe backfill should be compacted to a minimum of 95 percent of Standard Proctor Density ASTM D698. e Corrosion Protection: Results of soluble sulfate testing indicate that ASTM Type 1-11 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. 1 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 footing and/or grade beam 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 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 14 Geotechnical Engineering Exploration Terracon R. C. Heath Construction Terracon Project No. 20955168 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 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 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. 15 t,LzVAT i z. I o8 o FIGURE 1: SITE _PLAID I- 25 FRONTAGE ROAD FORT COLLINS, COLORADO ELI. PROJECT No. 20955168 N SCALE 1" = 100' u 90NSULTANIJ WhZTEMN, INC. EMPIRE DIVISION LOG OF BORING No. 1 Page 1 of 1 CLIENT ARCHITECT / ENGINEER R.C. Heath Construction SITE I-25 Frontage Road PROJECT Fort Collins, Colorado Harley Davidson Dealership SAMPLES TESTS f- ooo J H cc U_ H W DESCRIPTION Z a w HHw o OQ0- U E L V 1— O H IL U IL CD Approx. Surface Elev.: 4912.5 ft. o z ix in m z c a m ccnn a. A^AAA 0.5 6" TOPSOIL 4912.0 SANDY LEAN CLAY 1 SS 12" 14 7 Red, moist, stiff to medium stiff CL 2 ST 12" 19 102 2240 3 SS 12" 6 18 5 6.0 4906.5 LEAN CLAY Gray, moist to wet, medium stiff CL 4 ST 12" 21 98 5 SS 12" 5 20 2080 9.0 .903.5 10 0 SAND WITH GRAVEL Red, wet, loose zg SP 6 SS 12" 6 17 15.0 4897.5 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 ronRIG BORING STARTED 10-3-95 Q 9.2' W.D• LE 9.09 A.B. BORING COMPLETED 10-3-95 r CME-55 FOREMAN DML Water checked 1 day A.B. APPROVED NDQ JOB # 20955168 LOG OF BORING No. 2 Page 1 of 1 CLIENT ARCHITECT / ENGINEER R.C. Heath Construction SITE I-25 Frontage Road PROJECT Fort.Collins, Colorado Harley Davidson Dealership SAMPLES TESTS o o o J F- in LL. H W 0 DESCRIPTION z\ W ca z H w w F- H N W W O W LL.CD JHz 2 W co H C zz mQW d H W W W O 3 N ow 3LL.F- a. V a. U F-O H LL. CU LL JJz LD Approx. Surface Elev.; 4913.0 ft. W o N O z W M dJ map O wV o CL zHtA cn a. 000 jcn rD 0. 5 6" TOPSOIL 4912.5 SANDY LEAN CLAY 1 SS 12" 21 11 Red, moist 0950 CL2ST1220962880Very stiff to soft with depth 3 SS 12" 3 19 5 6. 0 4907.0 LEAN CLAY Gray, moist to wet, medium stiff CL 4 SS 12" 6 22 Y Q 10 14. 5 4898.5 15 - SP 5 SS 12" 9 30 SAND WITH GRAVEL 15.0 4898.,0 Gray, wet, medium dense 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 rracon I BORING STARTED 10-3-95 WL g 9.8' D. Y 9.5' A.B. BORING COMPLETED 10-3-95 WL RIG CME-55 FOREMAN DML JOB # 20955168 wLWaterchecked1dayA.B. APPROVED NRS LOG OF BORING No. 3 Page 1 of 1 CLIENT ARCHITECT / ENGINEER R.C. Heath Construction SITE I-25 Frontage Road PROJECT Fort Coilins, Colorado Harley. vidson Dealership SAMPLES TESTS J O U. E W W N Z 2 W DESCRIPTION c w z w U- 0Hm W n F- c z z cn L H' L W 0 m E W 0. O U 3 h- O cn H U. ow U R LL J cn W W Li 0 Approx. Surface Bev.: 4913.5 ft. W o A M O a H W M LJ w m O E RU C L ZH(A M (n (L Mcn Wan. STRUCTURAL FILL-. CL 1 SS 12" 13 12 Sandy lean clay Brown/red, moist, stiff 2,0 4911.5 410CL2ST12" 6 109 4790 SANDY LEAN CLAY 3 SS 12 7 13 Tan, moist, medium stiff 5 7.0 4906.5 CL 4 SS 12" 8 23 LEAN CLAY Dark brown/gray, moist to wet Medium stiff 10 5 SS 12" 4 26 15.0 _ 4898.5 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 momrerr I BORING STARTED 10-3-95 WL Q 10.3' W.D. 10.0' A.B. BORING COMPLETED 10-3-95 WL RIG CME-55 FOREMAN DML fL Water checked 1 day A.B. APPROVED NRS JOB # 20955168 LOG OF BODING NO. 4 Page 1 of 1 CLIENT ARCHITECT / ENGINEER R.C. Heath Construction SITE I-25 Frontage Road PROJECT Fort Collins, Colorado Harley Davidson Dealership SAMPLES TESTS J m LL U.. DESCRIPTION lL z W to w Z 2 HNw zz a.0- E 0- c H o ow C-) f_ L C-) W W Approx. Surface Elev.: 4913.0 ft. o M z W_ CD ca E o a H M O- CL 1 SS 12" 10 14 STRUCTURAL FILL - Sandy lean clay Red, moist, stiff 2.0 4911.0 CL 2 ST 12" 13 105 1790 SANDY LEAN CLAY 3 SS 12" 4 14 Tan/red, moist to wet Medium stiff 5 4 ST 12" 20 107 21.10 5 SS 12" 13 21 SZ 10.0 903.0 10 SAND WITH GRAVEL Red./gray, wet, loose SP 6 SS 12" 5 15 15.0 4898.0 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 rerr on BORING STARTED 10-3-95 U0 9.5' W.D. 10.0' A.B. BORING COMPLETED 10-3-95 EwLwL RIG CME-55 APPROVED NRS FOREMAN DML wL Water checked 1 day A.B. JOB # 20955168 1-1 U k 1 LOG OF BORING No. 5 Page 1 of 1 CLIENT ARCHITECT / ENGINEER R.C. Heath Construction SITB I-25 Frontage Road PROJECT Fort Collins, Colorado Harley Davidson Dealershi SAMPLES TESTS E z a w U W U. LU z\ HO n m W H E ai w LL o 0- Uj z x H zz UWLL M ci a. N cc CD DESCRIPTION Approx. Surface Elev.: 4112.0 ft. U_ d o r N L) m CL 1 SS 12" 12 13 STRUCTURAL FILL- y lean clay . Red/brown, moist, stiff 2.0 4110.0 CL 2 ST 12" 9 SANDY LEAN CLAY 3 SS 12" 5 11 Tan/red, moist to wet Medium stiff 5 4 SS 12" 4 26 10 11.0 4101.0 SAND WITH GRAVEL Red, wet, medium dense 41. P 5 SS 1V 28 9 15.0 4097.0 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 errRIGCME-55 BORING STARTED 10-3-95 Q9.6' W.D. Z 9.3' A.B. BORING COMPLETED 10-3-95 E FOREMAN DML Water checked 1 dayA.B. APPROVED - NRS JOB # 20955168 LOG OF BODING No. 6 Page 1 of 1 CLIENT ARCHITECT / ENGINEER R.C. Heath Construction SITE I-25 Frontage Road PROJECT Fort Collins, Colorado Harley Davidson Dealership SAMPLES TESTS r. J J L~i r W W U) z 2 L) DESCRIPTION 0: z\ M z H - W W i— H N 0: W O W U-(D Jhz 2 W IN H O zz mQW L H W m W O 3 O ow uL - 0- U r U HO H L- C)XLL JJz c Z W N m U) O- N N UCDApprox. Surface Elev.: 4911.5 ft. Oa. STRUCTURAL FILL- CL 1 SS 12" 6 12 1.0 Sandy lean clay 4910.5 Red, moist to wet, medium stiff - 2 SS 12" 12 0480CL3ST12" 16 104 1080 SANDY LEAN CLAY 4 SS 12" 4 15 Tan/red, moist to wet Stiff to medium stiff 5 8.5 4903.0 5 SS 12 11 22 SAND WITH GRAVEL 10 - Red, wet, medium dense SP 6 SS 12" 30 8 15.0 4896.5 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 BORING STARTED 10-3-95 WL 9.0' W.D. 9.0' A.B. BORING COMPLETED 10-3:-95 WL rl. r con RIG CME-55 FOREMAN DML h'I- Water checked 1 da A.B. APPROVED NRS JOB # 20955168 LOG OF BORING No. 7 Page 1 of 1 CLIENT ARCHITECT/ ENGINEER R.C. Heath Construction SITE I-25 Frontage Road PROJECT _ _- Fort Collins,. Colorado Harley Davidson Dealership SAMPLES TESTS CD J J LLz W Cn z x W DESCRIPTION N w z\ w LL CHW x x W in F- o z z jcn a. H N to W O 3 to ow J fn a. U E a- 0 1-0 H LL U W LL W W LL z_ m E o a. i a. as Approx. Surface Elev.: 4910.5 ft. o can c cs as 0. 5 6" TOPSOIL 4910.0 SANDY LEAN CLAY 1 SS 12" 13 8 Brown red, moist to wet 300 CL2ST12" 6 100 2330 Stiff to medium stiff 3 SS 12" 7 18 5 7. 5 4903.0 4 SS 12" 8 21 LAND WITH GRAVEL Red/ gray, wet 10 _ Loose to medium dense SP 5 SS 12" 19 7 15. 0 _- 4895.5 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 rierracon BORING STARTED 10-3-95 WL Q 83' W.D. T 8;51 A.B. BORING COMPLETED 10-3-95 WL RIG CME-55 FOREMAN DML WL Water checked 1: day A.B. APPROVED NRS JOB # 20955168 LOG OF BORING No. 8 Page 1 of 1 CLIENT ARCHITECT / ENGINEER R.C. Heath Construction sm I-25 Frontage Road PROJECT Fort Collins, Colorado Barley Davidson Dealership SAMPLES TESTS J LLi E W Cn z x DESCRIPTION N w z ix w H H x x w 0 IC o zz CL I— E a. q o XqF- H a- LL U LL x Approx. Surface Elev.: 4913.0 ft. w o W z s- r w M a._j W m o E M0 Ma. z cn M W a. STRUCTURAL- FILL- CL 1 SS 12" 9 13 y lean clay Redibrown, moist, stiff 2 SS 12" 9 3.0 4910.0 CL 3 SS 12" 4 18 SANDY LEAN CLAY 5 Red, moist to wet, soft 4 SS 12" 3 1 24 10.0 4903.0 10 BOTTOM OF BORING rTHESTRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES WEEN SOIL AND ROCK TYPES: IN -SITU,_ THE TRANSITION MAY BE GRADUAL. WATER LEVEL OBSERVATIONS Irerracon BORING STARTED 10-3-95 WI. Q None W.D. Z BORING COMPLETED 10-3-95 WL 8.3' D.C.I. RIG CME-55 FOREMAN DML wL Water checked 1 day A.B. APPROVED NRS JOB # 20955168 LOG OF BORING NO.9 Page 1 of 1 CLIENT ARCHITECT / ENGINEER R.C. Heath Construction SITE I-25 Frontage Road PROJECT Fort Collins, Colorado Harley Davidson Dealership SAMPLES TESTS J LL on W E W W z= JH U DESCRIPTION W z\ Q: z H W N W W H 0 zzN HF-z a F- N M W O 3 W ow Ou)H Q a U E a U F-O H LL UQ:LL OCLL.. CD Approx. Surface Elev.: 4909.5 ft. o z v°'i m E o c~n a a A " " 0.5 6" TOPSOIL 4909.0 1 SS 12" 18 _ 9 32/15/702SS12" 17 SANDY LEAN CLAY Brown/red, moist Very stiff to stiff CL 3 SS 12" 10 8 5 7.0 4902.5 Sz 40 SAND WITH GRAVEL Red, wet, medium dense SP 4 SS 12" 14 11 10.0 4899.5 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 lerraconIr BORING STARTED 10-3-95 wL Q None W.D. BORING COMPLETED 10-3-95 WLF 7.5' W.C.I. RIG CME-55 FOREMAN DML a'I- Water checked 1 day A.B. APPROVED NRS JOB # 20955168 S W E L L o C O N S O L I D A T I O N 0.01, 0.5 1.0 1:5 2.0 2.5 3.0 3:5 4.0 4.5 5.0 S.n i 1 10 APPLIED PRESSURE, TSF F oring and depth (ft.) Classification DD Mq24230LeanClay94 PROJECT Harley Davidson Dealership - I-25 Frontage JOB NO. 20955168 Road DATE 10/9/95 CONSOLIDATION TEST TERRACON Consultants Westem,Inc. o. 0. 0. 0 1 v O I 0. D R A T I 0. O 0 0 0 0 0 76 75 74 73 72 71 70 69 68 67 66 0.1 1 10 APPLIED PRESSURE, TSF Boring and depth (ft.) _ _ Classification DD MC% ii 2 3.0 Lean Clay 94 1 24 PROJECT Hadgy David_ son Dealership - I-25 Frontage JOB NO. 209551 Road DATE 10/9/9 CONSOLIDATION TEST TERRACON Consultants Westem,Inc. 11, 0 S W E L L C O N S O L I D A T I O N 0.01[- 0.5 1.0 1.5 2.0 2.5 3.0 3.6 4.0 4. 0.1 1 10 APPLIED PRESSURE, TSF Boring and depth (ft.) I Classification DD MC % 101 6 3.0 1 Sandy Lean Clay 106 20 PROJECT Harley Davidson Dealership -1-25 Frontage JOB NO. 20955168 Road DATE 10/10/95 CONSOLIDATION TEST TERRACON Consultants Western, Inc. f I, ' r v O I D R A T I O 0.56 0.55 0.54 0.53 0.52 0.51 0.50 0.49 0.48 0.1 1 10 APPLIED PRESSURE, TSF Boring and depth (ft.) I Classification DD MC % 101 6 3.0 1 Sandy Lean Clay 106 20 PROJECT Harley- Davidson Dealership - I-25 Frontage JOB NO. 2U955165 unarl DATE 10/10/95 CONSOLIDATION TEMUCON Consultants Western, Inc. DRILLING AND EXPLORATION DRILLING & SAMPLING SYMBOLS: R : Ring Barrell - 2.42" I.D., 3" O.D., unless otherwise noted SS : 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 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 c While Sampling WCI : Wet Cave in WD : While Drilling DCl : 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 1.5 Cobbles 12 in. to 3 in. With 15 - 29 300mm to 75mm) Modifier 30 Gravel 3 in. to #4 sieve 75m.m to 4.75mm) RELATIVE PROPORTIONS OF FINES Sand 4 to #200 sieve Descriptive Term(s) 4.75mm to 0.075m.m) 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 Irerracon UNIFIED SOIL CLASSIFICATION SYSTEM Soil Classification Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests' Group 6 42 -„k-1 Group Name Coarse -Grained Gravels more than Clean GravelsLessCu 4 and 1 < Cc <3E GW Well -graded gravelF Soilsmorethan50% of coarse than 5 /6 fines 50% retained on fraction retained on No. 200 sieve No. 4 sieve Cu < 4 and/or 1 > Cc > 3E GP _ Poorly graded grave IF Gravels with Fines more than 12finest Fines classifyas ML or MH G-M Silt y gravel,G,H Fines classify as CL or CH GC Clayey gravel','-" Sands 50% or more Clean Sands Less Cu > 6 and 1 < Cc < 3E SW Well -graded sand' of coarse fraction than 5% fine SE passes No. 4 sieve Cu < 6.and/or 1_ > Cc: > 3E SP Poorly graded sand' Sands with Fines Fines classify as ML or MH SM Silty sand',',' more than 12% fines° Fines Classify as CL or -CH SC Clayey sand •"•I Fine -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_ Si1tK•`•"' No. 200 sieve organic Liquid limit -oven dried Organic claylc,L.fa." 0.75 OL Liquid limit - not dried Organic siltK•L.M.o Silts and Clays inorganic PI plots on or above "A" line CH Fat clayK,L,M Liquid limit 50 or more PI lots below "A" line MH Elastic SiltI1,04 organic Liquid limit - oven_ dried Organic clayK,L.fa.P 0.75 OH Liquid limit not dried Organic siltlt•L.M,c Highly organic soils Primarily organic matter, dark in color, and organic odor PT Peat ABased on the material passing the 3-in. 75-mm) sieve 8Cu=D601D10 Cc = (D3o>3 elf field sample contained cobbles or Dio x All, boulders, or both, add "with cobbles or boulders, or both" to group name. cGravels with 5 to 12% fines require dual If soil contains > 15% sand, add "with symbols: sand" to group name. GW-GM well -graded gravel with silt If fines classify as CL-ML, use dual symbol GW-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" G.P- 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. SW-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 60 50 n. X no W A z30U C') 20 0. to 7 4 Klf soil contains 15 to 29% plus No: 200, add with sand" or " with, gravel", whichever is predominant. If 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. oPl < 4 or plots below "A" line. PPI plots on or above "A" line. PI plots below "A" line. ror claaailieaflon of fins—g wined walla and floe — grained fraction of coane— gre netl" aoib Equolion of - A — line J Horizontal atPI = 4 to LL 25.5 the, PI - 0.73 (LL — 20j Equation f - 0-- line Vertical at LL - 16 fo PI 7, R then PI - 0.9 (LL — 8) /' G MH OR OH ML OR OL CL=MLi0 - 0 10 16 20 30 40 50 60 70 60 90 100 lic LIQUID LIMIT ( LL) Irerracon 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 use 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 as. Flow Analysis pH Used to determine the degree of acidity or alkalinity of a soil. Corrosion Potential Resistivity Used to indicate the relative ability of a soil medium to carry 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 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. Colluvium 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, 0 8,000 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, 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. Irerracon CA .:a 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 Clacking Cracking Patching & witty curt 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 Medium Clean & Seal Medium Full -Depth Asphalt Concrete Block Cracking Potholes High All Cracks High Patch Bumps & Sags Low None Railroad Raisin g Low 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 & Shallow AC Depression Shoving High Full -Depth Patch High Patch Low None Low None Medium Seal Cracks Medium Shallow Asphalt Concrete Edge Cracking Slippage Cracking 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 SealMediumRegrade Shoulder Medium High High Low None Longitudinal & Transverse Cracking 1rerracon_____. Medium Clean & Seal All CracksHigh d 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 Blow-up Polished Severity Groove Surface orMediumFull -Depth 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 this High High Grind Project Low None Scaling Low None Medium Medium Slab Replacement, Joint Map Cracking Seal Reseal Crazing Full -depth Patch, High Joints High or Overlay Low Regrade and No MediumLane/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 and Spalling Medium Medium Partial -Depth Patch Seal Cracks or Joint) High High Reconstruct JointUtilityCutsReplacePatch Low None Medium ReplaceSmall Patching Patch High Irerracon--.1