The URL can be used to link to this page

Home My WebLink AboutHORSETOOTH EAST BUSINESS PARK PUD 3RD FILING - Filed GR-GEOTECHNICAL REPORT/SOILS REPORT -I GEOTECHNICAL ENGINEERING REPORT PROPOSED RITE AID HORSETOOTH AND TIMBERLINE ROADS FORT COLLINS, COLORADO 1 PROJECT NO. 20985035 March 11, 1998 I I Prepared for: RITE AID CORPORATION1doCLCASSOCIATES, INC. 8480 EAST ORCHARD PLACE, SUITE 2000 ENGLEWOOD, COLORADO 80111 ATTN: MS. KRISTIN LLEWELLYN Prepared by: Terracon 301 North Howes Street Fort Collins, Colorado 80521 11trrExon __ Z 1 ,, z, 1 Tierracon March 11, 1998.301 N.Howes•P.O.Box 503 Fort Collins,Colorado 80521-0503 970)484-0359 Fax:(970)484-0454 Rite Aid Corporation do CLC Associates Inc. 8480 East Orchard Avenue, Suite 2000 Englewood, Colorado 80111 Attn: Ms. Kristin Uewellyn Re: Geotechnical Engineering Report Proposed Rite Aid Store Horsetooth and Timberline Roads Fort Collins, Colorado Project No. 20985035 J Terracon has completed a geotechnical engineering exploration for the proposed Rite Aid drug store to be located at the southwest corner of Timberline and Horsetooth Roads, Fort Collins, Colorado. This Istudy was performed in general accordance with Terracon's proposal number D2098033 dated February 2, 1998. I 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. IThe subsoils at the site consist of lean clay with sand and sandy lean clays underlain by silty sand and silty sand with gravel. Based on the type of construction proposed,it is recommended the structure be supported by conventional-type spread footings and/or grade beams. The subsurface conditions at the site are such that slab-on-grade construction is feasible. 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 anyIquestionsconcerningthisreport, or if we may be of further service to you, please do not hesitate to contact us. i Sincerely, uu,, ttl TERRACON 00t OF PROfes I4, C°•%VAiF'(j•,OY'i Prepared by: c, 2575 yel:•0 •'eviewed by: eff R. She dI os$ + illiam J.Attwooll, .E. Senior Engineering Geologist iii, sq I'oE s on00\t Office Manager Copies to: Addressee (3) U. Arizona Arkansas Colorado Idaho Illinois B Iowa B Kansas B Minnesota ® Missouri II Montana Nebraska B Nevada B New Mexico El North Dakota Oklahoma Tennessee U Texas Utah ® Wisconsin B Wyoming Quality Engineering Since 1965 t\ z T TABLE OF CONTENTS Terracon Page No. Letter of Transmittal ii IINTRODUCTION 1 l PROPOSED CONSTRUCTION .:. ........ ......: ....... ..... .:: .. ....:.......... .::...... :..,.: 1 SITE EXPLORATION 2 Field Exploration 2 LaboratoryTesting ........................................ ............................. .....:... ....... ......,2 f SITE CONDITIONS 3 SUBSURFACE CONDITIONS 3 Geology 3 Soil and Bedrock Conditions 4 Field and Laboratory Test Results.......... 4 GroundwaterConditions........:....................... ........................... 4 CONCLUSIONS AND RECOMMENDATIONS 5 I Geotechnical Considerations...... ......... ... ........ 5 Foundation Systems 5 Lateral Earth Pressures 6 J Seismic Considerations 6 Floor Slab Design and Construction............... .......:. .:...... .,..... .......7 Pavement Design and Construction 7 Earthwork 10 Site Clearing and Subgrade Preparation 10 Excavation 11 Fill Materials 11 Placement and Compaction 12 s Shrinkage 13 Compliance 13 1 Excavation and Trench Construction 13 Drainage 14 Surface Drainage 14 Subsurface Drainage 14 Additional Design and Construction Considerations 15 Exterior Slab Design and Construction 15 Underground Utility Systems 15 Corrosion Protection 15 IGENERAL COMMENTS 16 I iii 4 Geotechnical Engineering Exploration Rite Aid Corporation Terracon Project No. 20985035 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 APPENDIX D Pavement Notes I I I i iv Terracon GEOTECHNICAL ENGINEERING REPORT PROPOSED RITE AID HORSETOOTH AND TIMBERLINE ROADS FORT COLLINS, COLORADO Project No. 20985035 March 11, 1998 INTRODUCTION f a This report contains the results of our geotechnical engineering exploration for the proposed Rite Aid store to be located at Horsetooth and Harmony Roads, Fort Collins, Colorado. The site is located in the Northeast 1/4 of Section 31, 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 and bedrock conditions groundwater conditions foundation design and 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, our experience with similar soil conditions and structures and our understanding of the proposed project. PROPOSED CONSTRUCTION Based on the information provided by CLC Associates, Inc., the proposed structure will consist of 14,000 square foot slab-on-grade, single-story retail building. Drive and parking areas will be constructed around the building. 07 1 Geotechnical Engineering Exploration Rite Aid Corporation Project No. 20985035 Terracon Final site grading plans were not available prior to preparation of this report. Ground floor level is anticipated at, or near existing site grade. 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 1 A total of 10 test borings were drilled on February 26, 1998 to depths of 5 to 25 feet at the locations shown on the Site Plan, Figure 1 Five borings were drilled in the area of the proposed building to depths of 25 feet, and five borings were drilled in the area of the proposed parking and drive areas to depths of 5 feet. 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 were taken at each boring location by measurements with an engineer's level from a temporary bench mark (TBM) shown on the Site Plan. The accuracy of boring locations and elevations should only be assumed to the level implied by the methods used. 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 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. Samples of bedrock were classified in accordance with the general notes for Bedrock Classification. At that time, the 2 i Geotechnical Engineering Exploration Rite Aid Corporation Terracon Project No. 20985035 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 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 consists of a vacant tract of land that is relatively flat and exhibits poor surface drainage. The site is vegetated with native grass and weeds. The property is bordered on the north by Horsetooth Road, on the west and south by vacant lots, and to the east by Timberline Road. Several utility lines are located along the edges of the site, and two electrical lines cross the southwest portion of the property. 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 Y to the east. Relatively flat uplands and broad valleys characterize the present-day topography of the Colorado Piedmont in this region. Bedrock underlies the site at depths 3 7 7 Geotechnical Engineering Exploration Rite Aid Corporation Terracon Project No. 20985035 of 24 feet or greater. The bedrock is overlain by alluvial sands and clays 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 site is overlain by a 6-inch layer of silty topsoil which has been penetrated by root growth and organic matter. A layer of lean clay with sand underlies the topsoil in portions of the site, and sandy lean clay underlies the topsoil and the upper clays and extends to the depths explored and/or the silty sand or silty sand with gravel. The lean clay with sand and sandy lean clay are moist and medium to very stiff. The silty sand and silty sand with gravel is moist to wet and medium dense to dense. Siltstone-claystone bedrock was encountered in Boring 3 at a depth of 24 feet. The bedrock encountered is highly s, weathered and soft. Field and Laboratory Test Results Field and laboratory test results indicate that the clay soils exhibit moderate bearing characteristics and low swell potential. Groundwater Conditions Groundwater was encountered at approximate depths of 17 to 17%2 feet in Borings 1 through 5 at the time of field exploration. Shallow Borings 6 through 10 were dry at the time of drilling. When checked one day after drilling, groundwater was measured in Borings 1 through 5 at approximate depths of 17%2 to 18 feet, and Borings 6 through 10 remained dry. These observations represent only current groundwater conditions, and may not be indicative of other times, or at other locations. Groundwater levels can be expected to fluctuate with varying seasonal and weather conditions. Based upon review of U.S. Geological Survey maps (2Hillier, et al, 1983), regional groundwater is expected to be encountered in unconsolidated alluvial deposits on the site, at depths ranging from 10 to 20 feet below the existing ground surface at the project site. r Hart,Stephen S., 1972,Potentially Swelling Soil and Rock in the Front Range Urban Corridor,Colorado, Colorado Geological Survey, Environmental Geology No.7. 4 Geotechnical Engineering Exploration Rite Aid Corporation Terracon Project.No. 20985035 CONCLUSIONS AND RECOMMENDATIONS Geotechnical Considerations The site appears suitable for the proposed construction from a geotechnical engineering point of view. Potentially expansive soils will require particular attention in the design and construction. s The following foundation systems were evaluated for use on the site: 11 spread footings and/or grade beams bearing on undisturbed soils; and, spread footings and/or grade beams bearing on engineered fill. Slab-on-grade construction is considered acceptable for use, provided that design and construction recommendations are followed. Foundation Systems Due to the presence of low-swelling soils on the site, spread footing foundations bearing upon undisturbed subsoils and/or engineered fill are recommended for support for the proposed structure. The footings may be designed for a maximum bearing pressure of 2,500 psf. In addition, the footings should be sized to 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. Existing fill on the site should not be used for support of foundations without removal and recompaction. Exterior footings should be placed a minimum of 30 inches below finished grade for frost protection. Finished grade is the lowest adjacent grade for 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. 2Hillier, Donald E.; Schneider, Paul A., Jr. and Hutchinson, E. Carter, 1983, Depth to Water Table(19791 in the Boulder-Fort Collins-Greeley Area, Front Range Urban Corridor, Colorado, United States Geological Survey, g Map 1-855-I. L:a 5 Geotechnical Engineering Exploration Rite Aid Corporation Terracon Project No. 20985035 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 will be required. Lateral Earth Pressures For soils above any free water surface, recommended equivalent fluid pressures for unrestrained foundation elements are: Active: Cohesive soil backfill (clay)45 psf/ft Passive: Cohesive soil backfill (clay) 350 psf/ft Adhesion at base of footing 500 psf Where the design includes restrained elements, the following equivalent fluid pressures are recommended: At rest: Cohesive soil backfill (clay) 60 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 should not be used as backfill against retaining walls. Compaction of each lift adjacent to walls should be accomplished with hand-operated tampers or other lightweight compactors. Overcompaction may cause excessive lateral earth pressures which could result in wall movement. Seismic Considerations The project site is located in Seismic Risk Zone I of the Seismic Zone Map of the United States as indicated by the 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). t 6 h Geotechnical Engineering Exploration Rite Aid Corporation Terracon Project No. 20985035 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 normally within general tolerance for slab-on-grade construction. To reduce potential slab movements, the subgrade soils should be prepared as outlined in the "Earthwork" section of this report. Additional floor slab design and construction recommendations are as follows: Positive separations and/or isolation joints should be provided between slabs and all foundations, columns or utility lines to allow independent movement. Contraction joints should be provided in slabs to control the location and extent of cracking. 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% of slab thickness plus %inch. Interior trench backfill placed beneath slabs should be compacted in accordance with recommended specifications outlined below. In areas subjected to normal loading, a minimum 4-inch layer of clean-graded gravel should be placed beneath interior slabs. Slabs supporting heavy floor loads should be underlain by a 6-inch layer of crushed aggregate base course. 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. T 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. For structural design of concrete slabs-on-grade, a modulus of subgrade reaction of 100 pounds per cubic inch (pci) may be used for floors supported on existing or engineered fill consisting of 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 15 as the criterion for pavement design, the following minimum pavement thicknesses are recommended: 7 Geotechnical Engineering Exploration Rite Aid Corporation Terracon Project No. 20985035 Traffic Area Alternative. Recommended Pavement Thicknesses(Inches no 1 Asphalt Aggregate. Plant Mixed Portland Total Concrete Base Bituminous Cement Surface Course Base Concrete t Automobile A 3 6 9 Parking B 2 3 5 C 5 5 Main Traffic A 3 11 14 Corridors I B 2 5 7 C 6 6 Each alternative should be investigated with respect to current material availability and economic conditions. Aggregatereate base course (if used on the site) should consist of a blend of sand and gravel I which meets strict specifications for quality and gradation. Use of materials meeting Colorado Department of Transportation (CDOT) Class 5 or 6 specifications is recommended for base course. Aggregate base course should be placed in lifts not exceeding 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 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 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) (ASTM D1561). Where rigid pavements are used, the concrete should be obtained from an approved mix 1 design with the following minimum properties: Ps r Y Geotechnical Engineering Exploration Rite Aid Corporation Terracon Project No. 20985035 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 4 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 I 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 concreteplacement, 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. Future performance of pavements constructed on the clay soils at this site will be i dependent upon several factors, including: maintaining stable moisture content of the subgrade soils and providing for a planned program of preventative maintenance. Since the clay soils on the site have shrink/swell characteristics, pavements could crack in the future primarily because of expansion of the soils when subjected to an increase in moisture content to the subgrade. The cracking, while not desirable, does not necessarily constitute structural failure of the pavement. The performance of all pavements can be enhanced by minimizing excess moisture which can reach the subgrade soils. The following recommendations should be considered at minimum: Y•iy$ 9 F l Geotechnical Engineering Exploration Rite Aid Corporation Terracon Project No. 20985035 R 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. j 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 rdetermine the type and extent of preventative maintenance. U i. Earthwork Site Clearing and Subgrade Preparation: t 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. 4. 3. Stripped materials consisting of vegetation and organic materials should be wasted from the site or used to i'evegetate exposed slopes after completion of i us 10 T Geotechnical Engineering Exploration Rite Aid Corporation Terracon Project No. 20985035 grading operations. If it is necessary to dispose of organic materials on-site, they should be placed in non-structural areas and in fill sections not exceeding 5 feet in height. 4. The site should be initially graded to create a relatively level surface to receive fill, and to provide for a relatively uniform thickness of fill beneath proposed building structures. 5. 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 for the proposed construction can be accomplished with conventional earthmoving equipment. 2. 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. Minimizing construction traffic on-site is recommended. 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. 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 its 11 f 1 i Geotechnical Engineering Exploration Rite Aid Corporation Terracon Project No.20985035 foundation areas pavement areas interior floor slab areas foundation backfill 2. Select granular materials should be used as backfill behind retaining walls. 3. Frozen soils should not be used as fill or backfill. 4. Imported soils (if required) should conform to the following or be approved by the Project Geotechnical Engineer. Percent fines by weight Gradation ASTM C136). 6" 100 3" 70-100 No. 4 Sieve 50-80 No. 200 Sieve 75 (max) Liquid Limit 40 (max) Plasticity Index 20 (max) 5. Aggregate base should conform to Colorado Department of Transportation Class 5 or 6 specifications. Placement and Compaction: 1. Place and compact fill in horizontal lifts, using equipment and procedures that will produce recommended moisture contents and densities throughout the lift. 2. No fill should be placed over frozen ground. 3. Materials should be compacted to the following: • 1 Minimum Percent Compaction Material ASTM D698) Subgrade soils beneath fill areas 95 On-site soils or approved imported fill: Beneath foundations ... 95 Beneath slabs 95 I ii 12 Geotechnical Engineering Exploration Rite Aid Corporation Terracon Project No. 20985035 Beneath pavements 95 Utilities 95 Aggregate base(beneath slabs) 95 I 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 I 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% 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. kr 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. 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. 13 Geotechnical Engineering Exploration Rite Aid Corporation Terracon Project No. 20985035 The soils to be penetrated by the proposed excavations may vary significantly across the site. The preliminary soil classifications are based solely on the materials encountered in widely spaced exploratory test borings. The contractor should verify that similar conditions exist throughout the proposed area of excavation. If different subsurface conditions are encountered at the time of construction, the actual conditions should be evaluated to determine any excavation modifications necessary to maintain safe conditions. As a safety measure, it is recommended that all vehicles and soil piles be kept to a minimum lateral distance from the crest of the slope equal to no less than the slope height. The exposed slope face should be protected against the elements. Drainage Surface Drainage: 1. Positive drainage should be provided during construction and maintained throughout the life of the proposed retail store. 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. 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 TIP 14 Geotechnical Engineering Exploration Rite Aid Corporation Project No. 20985035 Terracon 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 maintenance. An impervious soil should be used in the upper layer of backfill to reduce the potential for water infiltration. Additional Design and Construction Considerations Exterior Slab Design and Construction Exterior slabs-on-grade, exterior architectural features, and utilities founded on, or in backfill may experience some movement due to the volume change of the backfill. Potential movement could be reduced by: minimizing moisture increases in the backfill controlling moisture-density during placement of backfill using designs which allow vertical movement between the exterior features and adjoining structural elements placing effective control joints on relatively close centers allowing vertical movements in utility connections 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 durin g 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- 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. T Corrosion Protection Results of soluble sulfate testing indicate that ASTM Type I-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. a•n 15 Geotechnical Engineering Exploration Rite Aid Corporation Project No. 20985035 Terracon GENERAL COMMENTS Terracon should be retained to review the final design plans and specifications so comments can be made regarding interpretation and implementation of our geotechnical recommendations in the design and specifications. Terracon also should be retained to provide testing and observation during excavation, grading, foundation and construction phases of the project 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. 7 The analyses and recommendations in this report are based in part upon data obtained from the borings performed at the indicated locations and from other information discussed in this report. This report does not reflect variations which may occur between borings or across the site. The nature and extent of such variations may not become evident until construction. If variations appear, it will be necessary to reevaluate the recommendations of this report. 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. This report has been prepared for the exclusive use of our client for specific application to the project discussed and has been prepared in accordance with generally accepted geotechnical engineering practices. No warranties, either express or implied, are intended or made. In the event that changes in the nature, design, or location of the project as outlined in this report, are planned, the conclusions and recommendations contained in this report shall not be considered valid unless Terracon reviews the changes, and either verifies or modifies the conclusions of this report in writing. R 4 I s U 16 t v C Co HORSETOOTH ROAD ulll' I,, i C° U 111111, It a e o e e e ® e o ve® e e - e e e e IIIII^ IIIIIIIIIP" Ifi l I 0 6 = I I r 1 CZ II O 0 1 I Z z 1 1 I1 I O I w Z O 1 Z r` I e 1 C m Q w I ZH O m Q 0 1 w O OIIw WSO Q 1 Q lbt 0 \ I f I a m iii I L^ cal ofI E~1 I 1 1 O O I 0-+ oC,11 Z L I O ry Z L. Q c - 1 o z U) ¢ .....J C..)' O I 1 - U:j t- 1 1 fr Z n 0 r q 7.., IzZ0m•i 4 e e = a e ® o e eel e e o ;v e 7. LOG OF BORING No. 1 Page 1 of 1 CLIENT ARCHITECT/ENGINEER Rite Aid Corporation C.L.C. Associates Inc. SITE Horsetooth and Timberline Roads PROJECT Fort Collins, Colorado Proposed Rite Aid SAMPLES TESTS CD 1 0% _ VJ 0 g 2 1- I- 0 u DESCRIPTION Li W Cr 8 1-4 1... icnCn : w U) 1Fn OW ZIL 2 -I W x c x W 0 W -I CA a- 0 E a. C.) 1-0 H >41- 0 Cr Ls.. W W Ls. ce W U) M )- W a__i 0 CC C.) Z I--CO 3 CC Lt) 0 Approx. Surface Elev.:98.5 ft. 0 m Z 1- ix wen E 0 CL M Cnt1 Lt)a.CL 0.5 6" TOPSOIL 98.0 -CL 1 SS 12" 13 15 47, sp 7 SANDY LEAN CLAY 2 ST 12" 10 90 7410 440 Red to tan,moist 3 SS 12" 10 10 Medium to very stiff 5 1 4 ST 12" 7 95 1035 5 SS 12" 12 11 10— 6 SS 12" 11 20 15 16.0 82.5 SILTY SAND WITH GRAVEL Red, moist to wet,medium dense 20.0 78.5 SM 7 SS 12" 21 16 BOTTOM OF BORING 20 I I iTHE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL AND ROCK TYPES: IN-SITU, THE TRANSITION MAY BE GRADUAL. WATER LEVEL OBSERVATIONS BORING STARTED 2-26-98 1 403C1131 17.3' W.D. 'I, 17.6' A.B. BORING COMPLETED 2-26-98 WL err acon RIG CME-55 FOREMAN DA11, l- Water checked 1 day A.B.APPROVED NRS JOB a 20985035 4 1 r 1 4° N 7 LOG OF BORING No. 10 Page 1 of 1 CLIENT ARCHITECT/ENGINEER Rite Aid Corporation C.L.C. Associates Inc. SITE Horsetooth and Timberline Roads PROJECT Fort Collins, Colorado Proposed Rite Aid SAMPLES TESTS II m I X >. I- H X 0 9 I- I- 0 E W o DESCRIPTION CC Z\ CC Z I-I 1- 1-1Cf) H U3 IY W M W U.CD 0 W 0 Z Z HI- Ia. I- CD 03 W 0 3 CS)) OW MCIIH 1 C CC Approx. Surface Elev.:96.5 ft. a. 0E 13- C.) 1-0 H ›-U- C.3 IX Lt. C1 C 1J. I-1_J 0 M Z 1- CC NCO E ma. M 03 0. -.I 0-X A A A 0.5 6" TOPSOIL 96.0 -CL 1 SS 12" 17 15 41/22/70 - I CL SANDY LEAN CLAY 1 Red to tan, moist, very stiff A. 5.0 91.5 2 SS 12" 14 13 5 BOTTOM OF BORING I i I I 1 1 4 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 2-26-98 I vil- 13 None W.D. 1-E None A.B.BORING COMPLETED 2-26-98 v: lierracanWL RIG cmE_55 FOREMAN DAL WL Water checked 1 day A.B.APPROVED NRS JOB# 20985035 0i LOG OF BORING No. 2 Page 1 of 1 CLIENT ARCHITECT!ENGINEER Rite Aid Corporation . C.L.C. Associates Inc. SITE Horsetooth and Timberline Roads PROJECT Fort Collins, Colorado Proposed Rite Aid SAMPLES TESTS I- o 1 X )- 1-4 X 7 0 2 I-- I- 0 E W u DESCRIPTION F- W CD Z X _I Z X X W I O.OW MCON C 0_ CI E O. CI I-0 H >-U. t)IX U. 0 C U- M W Cl) M >- W 0.-I 0 CL CI Z I-CO HI CD Approx. Surface Elev.:98.0 ft. o = Z 1- Ix Una E on. m U3 0- -.I 0-X AAA 0.5 6" TOPSOIL 97.5 CL 1 SS 12" 18 14 7 LEAN CLAY WITH SAND Brown to red,moist 1. Stiff to very stiff CL 2 ST 12 10 85 2820 38/22/82 3 SS 12" 7 10 5 _ 1 4 ST 12" 11 100 3745 5 SS 12" 14 14 1 0- 15 -/ I 6 SS 12" 12 20 16 5 81.5 SILTY SAND WITH GRAVEL Red,moist to wet, medium dense 20.0 78.0 -SM 7 SS 12" 19 9 BOTTOM OF BORING 20 I I 7 i 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 2-26-98 1F WL 13 17.5' W.D. T 17.7' A.B. Tr. BORING COMPLETED 2-26-98 4 WL erracon RIG CME-55 FOREMAN DmI., t*. W1- Water checked 1 day A.B.APPROVED NRs JOB# 20985035 411•11111MINIMM211===0....".. ....lallimml 4001 s 1 P t. 7 LOG OF BORING No. 3 Page 1 of 1 CLIENT ARCHITECT/ENGINEER Rite Aid Corporation C.L.C. Associates Inc. SITE Horsetooth and Timberline Roads PROJECT 1 Fort Collins, Colorado Proposed Rite Aid SAMPLES TESTS co 1 I...- x )-- o 1 g '2 I- 01u. . H W c..) DESCRIPTION l ' . W Cfl Z X Cc H I) IX W 0 W LL 0 X X W 0 1 U) 1- 0 Z Z -PI) 1 a_ c I-- U) 03 W 0 3 U) OW -J Cl) C. 0 Z C. 0 1-0 H 3-U. C...)CC U. W W U. ce w cn = )- W 0--J 0 CC C.) Z 1-U) 3 CC U) w Approx. Surface Elev.: 98.0 ft. o = z r- ce U) = cm. MUM:- CDCLii. A 4 4 0 5 6" TOPSOIL 97.5 -CL 1 SS 12" 11 16 v SANDY T.EAN CLAY 2 ST 12" 10 92 4365 440 Red to tan, moist 3 SS 12" 15 12 Medium to very stiff 5 - 1 ".. . 4 ST 12" 11 94 1825 5 SS 12" 9 15 10— 1 :. '6 SS 12" 7 19 15 17.0 iif 81.0 _ SILTY SAND WITH GRAVEL Red. moist to wet, dense SM 7 SS 12" 30 19 20 j : .::*: •I 1 :- •'.•'. - 240• 74.0 _ WO 25.0 WEATHERED 73.0 -8 SS 12" 25 24 CLAYSTONE/SILTSTONE 25 Tan to olive, moist, moderately I bard BOTTOM OF BORING THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL AND ROCK TYPES: IN-SITU, THE TRANSITION MAYBE GRADUAL. WATER LEVEL OBSERVATIONS BORING STARTED 2-26-98 II In i; 16.9' Y/11 1; 17.0' A.B.BORING COMPLETED 2-26-98 1 ferracon RIG cmE.55 FOREMAN DML Zil- Water checked 1 day A.B. APPROVED NRS JOB# 20985035 t c f A LOG OF BORING No. 4 Page 1 of 1 CLIENT ARCHITECT/ENGINEER Rite Aid Corporation C.L.C. Associates Inc. SITE Horsetooth and Timberline Roads PROJECT 1 Fort Collins, Colorado Proposed Rite Aid SAMPLES TESTS 1 1 X ›- J C-) DESCRIPTION cr z• cc z H I— W CC 1 co ce w m W LL.LD 0 2 I w i w I— o ZZ -JC0 1 in to w o = W ow ._ICJ) cire 0 Approx. Surface Elev.: 98.0 ft. CL U E CL 0 I—0 H D-L. 0 CCU. W W LL W Cr/ 0 )- W CL—I 0 CC L.) zi—cn 2 CC CD v"r-w-P-----/ A A A 0.5 6" TOPSOIL 97.5 CL 1 SS 12" 21 15 1.0 FAN CT AY WITH SAND 97.0 A rown, moist, very stiff 1 T ..../47 SANDY"FAN CLAY CL 2 ST 12" 12 88 465 Red to tan, moist, very stiff 3 SS 12" 13 19 5 4 ST 12" 16 107 5080 I i•e/ 5 SS 121 9 19 10— 1 15.0 83.0 6 SS 12" 16 19 15 SILTY SAND Red, moist to wet, medium dense X 20.0 78.0 SM 7 SS 12" 20 18 BOTTOM OF BORING 20 I 1 I. 1 THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES t BETWEEN SOIL AND ROCK TYPES: IN-SITU, THE TRANSITION MAY BE GRADUAL. WATER LEVEL OBSERVATIONS BORING STARTED 2-26-98 WI. U 17.3' W.D. ! 17.4' A.B.BORING COMPLE i r.i) 2-26-98 l f WL err acon RIG °VIE-55 FOREMAN DML I wL Water checked 1 day A.B.APPROVED NRS JOB# 20985035 4# 1 i 4 LOG OF BORING No. 5 Page I of I CLIENT ARCHITECT/ENGINEER Rite Aid Corporation C.L.C. Associates Inc. SITE Horsetooth and Timberline Roads PROJECT i' Fort Collins, Colorado Proposed Rite Aid SAMPLES TESTS CD I X >- 0 I- I-I -1 I-: OS U- . H W DESCRIPTION 5 W 01 Z M CC Z\ 1Y Z H 1- I-1 CO7 CC W M W LL CD x a_ cc x w 1 to I- o zz 1 1- u) 03 W 0 3 C13 0 W 1 CC CD U 0 Approx. Surface Elev.: 97.0 ft. CL E - 0 1-0 H >-LL (..) U-CC 0- 4 A A 0.5 6" TOPSOIL 96.5 -CL 1 SS 12" 18 13 e LEAN CLAY WITH SAND 95.5 -\ Brown,moist, very stiff 1 i /: ANDY LEAN CLAY WITH CL 2 ST 12"10 85 3535 GRAVEL Red to tan,moist, stiff 5 - 3 SS 12" 10 11 4 ST 12" 13 5 SS 12" 8 11 10— 15.0 82.0 15 _ 6 SS 12" 7 15 1 • .STI.TY SAND A ::. : -Red, moist to wet, medium dense I 20.0 77.0 --SM 7 SS 12" 22 17 BOTTOM OF BORING 20 II I-I 1 iTHE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL AND ROCK TYPES: IN-SITU, THE TRANSITION MAY Be GRADUAL. WATER LEVEL OBSERVATIONS BORING STARTED 2-26-98 AI. 3Z- 17.3' WI). T 17.4' A-13*BORING COMPLETED 2-26-98 lierracon RIG CME-55 FOREMAN DML 71- Water checked 1 day A.B.APPROVED NRS JOB# 20985035 j f i' f r LOG OF BORING No. 6 Page 1 of 1 f CLIENT ARCHITECT I ENGINEER Rite Aid Corporation C.L.C. Associates Inc. SITE Horsetooth and Timberline Roads PROJECT j Fort Collins, Colorado Proposed,Rite Aid SAMPLES TESTS O H m W H O HWJH. W H O H DESCRIPTION W M W Z M W LW HI- 0 H W W M. 1 Wl) I- O ZZ HHZaF- U) m W O 3 U) OW M OA H I W 0 0 dJ H V UMW HJW O Approx. Surface Elev.:99.0 ft. o M Z I- M arm E 00. M W O. a X A 0.5 6"TOPSOIL 98.5 _CL 1 SS 12" 21 18 39/22/71 SANDY LEAN CLAY y. Red to tan, moist, very stiff 2 SS 12" 8 8 5.0 94.0 5 BOTTOM OF BORING 1 I I I I 1 1 iTHE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL AND ROCK TYPES: IN-SITU, THE TRANSITION MAY BE GRADUAL. WATER LEVEL OBSERVATIONS BORING STARTED 2-26-98 U None W.D. =None A.B.BORING COMPLETED 2-26-98 WL err acori RIG CIVE-55 FOREMAN DML seWl- Water checked 1 day A.B.APPROVED NRS JOB# 20985035 , i i i t...------------ 1, 7 LOG OF BORING No. 7 Page 1 of 1 CLIENT ARCHITECT/ENGINEER Rite Aid Corporation C.L.C. Associates Inc. SITE Horsetooth and Timberline Roads PROJECT 1 Fort Collins, Colorado Proposed Rite Aid SAMPLES TESTS 1 c., 11 itN 0 I- 09 1.:0 u- - H 141 C3 DESCRIPTION tx z• ct z H I- 1-1 Cl) tY W 0 W U.0 X X W I U3 I— 0 Z Z 0. cc I— U) 0:1 W 3 U) 0 W13- C.) E O. CO)(.1 1—0 H >-L.L. L1IX Lt. t cc ui U) m )- ui o-—i o cr(...) Z I—U) CD Approx. Surface Elev.: 97.5 ft. at = z t— w u)o E 0 0- 0 UM- 7 het! li 6" TOPSOIL 97.0 —CL 1 SS 12" 20 19 LEAN CLAY WITH SAND i 96.5 Brown, moist, very stiff i CL 4. 5.0 SANDY LEAN CLAY/ Red to tan, moist,very stiff 2 SS 12" 13 1192.5 5 BOTTOM OF BORING I I I I 1 0^7 41 I I THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES 1 BETWEEN SOIL AND ROCK TYPES: IN-SITU, THE TRANSITION MAY BE GRADUAL. WATER LEVEL OBSERVATIONS BORING STARTED 2-26-98 f None W.D. Z None A.B.BORING COMPLETED 2-26-98 erracon RIG CME-5S FOREMAN DML Water checked 1 day A.B.APPROVED NRS JOB# 20985035 1 LOG OF BORING No. 8 Page 1 of 1 CLIENT ARCHITECT/ENGINEER Rite Aid Corporation C.L.C. Associates Inc. SITE Horsetooth and Timberline Roads PROJECT Fort Collins, Colorado Proposed Rite Aid ASMPLES TESTS X >- 0 1 F: 21 I- I- 0 LL ... 1-1 W C.) DESCRIPTION F. W Cl) zx cr z‘ ce z H I- 1-1 U) IX W M W LI.CD X 0_ C X W Id) I- 0 Z Z I I- U) CO W 0 3 Cl) OW a_ C.) E CL C.) 1-0 H >-U- C.3 Ce Lt. I Cr CD Approx. Surface Elev.:96.5 ft. W Cl) M >- w O.-1 0 re LJ zi-cn co m z I-- cr U) E 0 O. M U)0. 0.5 6"TOPSOIL 96.0 -CL 1 SS 12" 16 17 SANDY LEAN CLAY Red to tan, moist, very stiff I A 5.0 91.5 5 2 SS 12' 12 10 BOTTOM OF BORING I I I I II ji 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 2-26-98 1.WI- g None W.D. -T- None A.B.BORING COMPLETED 2-26-98 NVL rerraconm CNIE-55 FOREMAN Dmi, w‘..1..„- Water checked 1 day A.B.APPROVED NRS JOB# 20985035 Nnomilmassensesme=momasi a A" dipp A LOG OF BORING No. 9• Page 1 of 1 CLIENT ARCHITECT/ENGINEER Rite Aid Corporation C.L.C. Associates Inc. SITE Horsetooth and Timberline Roads PROJECT Fort Collins, Colorado Proposed Rite Aid SAMPLES TESTS co J g 09 g0 a x >. I- La- .. 1-1 W u DESCRIPTION CC Z\ tZ Z I-11— H C0 IX W M W U.0 I I C 0 L) E 0— C.) I—0 H >—Li- CJIY Lt. CD Approx. Surface Elev.: 97.0 ft. A A A 0.5 6" TOPSOIL 96.5 -CL 1 SS 12" 21 16 7 SANDY LEAN CLAY Red to tan,moist, stiff to very f . stiff I • •. 5.0 92.0 2 SS 12" 7 12 5 BOTTOM OF BORING I I I I I I 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 2-26-98 1 r WL 7. None W.D. T None A.B. lir BORING COMPLETED 2-26-98 du WL erracon RIG cyfE_55 FOREMAN DML Water checked..._.....1 dayA.B.APPROVED NRs JOB# 20985035 40 4 3 2 Water Adde 1 s 2 96 O 4 O I A 5 I O 6 7 8 0.1 10 APPLIED PRESSURE,TSF Boring and depth(ft.) __ Classification DD MC% 1 3.0 Sandy Lean Clay 100 10 PROJECT Proposed Rite Aid-Horsetooth and JOB NO. 20985019 Timberline Roads DATE 3/9/98 CONSOLIDATION TEST TERRACON 0.70 Water Adc ed 4 0.65 0.60 0 0.55 D R A 0.50 10 0.45 I 0.40 1 0.35 0.30 0.1 1 10 APPLIED PRESSURE,TSF Boring and depth(ft.) Classification DD MC% 1 3.0 Sandy Lean Clay 100 10 I PROJECT Proposed Rite Aid-Horsetooth and JOB NO. 20985019 Timberline Roads CONSOLIDATION TEST DATE 3/9/98 P.a TERRACON 0.70 0.65 1 0.60 7 Water Added o 0.55 1 D i R 0 1 0.45 I I 0.40 0.35 0.30 I 0.1 1 APPLIED PRESSURE,TSF 10 I Boring and depth_(ft.) 5 3.0 Classification Sandy Lean Clay DD I MC% 105 11 7 1 PROJECT Proposed Rite Aid-Horsetooth and JOB NO. 20985019 I Timberline Roads DATE 3/9/98 CONSOLIDATION TEST TEIIRACON t 4 T 3 2 1 if Water Ad Jed s w I qui E L L C O N S 4 O L I D A T I O N 6 I T 8 I 0.1 1 10 APPLIED PRESSURE,TSP Boring and depth(ft.) Classification DD MC% 5 3.0 Sandy Lean Clay 105 11 PROJECT Proposed Rite Aid-Horsetooth and JOB NO. 20985019 I Timberline Roads DATE 3/9/98 CONSOLIDATION TEST TERRACON J 1 r 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 1 WB : Wash Bore 1 Penetration Test: Blows per foot of a 140 pound hammer falling 30 inches on a 2-inch 0.D. split spoon, except where noted. WATER LEVEL MEASUREMENT SYMBOLS: WL : Water Level WS : While Sampling ap WCI : Wet Cave in WD : While Drilling DC( : 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. 11 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 1 (CL); silty sand, trace gravel, medium dense (SM). CONSISTENCY OF FINE-GRAINED SOILS: RELATIVE DENSITY OF Unconfined Compressive COARSE-GRAINED SOILS: I Strength, Qu, psf Consistency N-Blows/ft. Relative Density 500 Very Soft. 500 - 1,000 Soft 0-3 Very Loose 1,001 2,000 Medium 4-9 Loose 2,001 - 4,000 Stiff 10-29 Medium Dense 4,001 - 8,000 Very Stiff 30-49 Dense I 8,001 -16,000 Very Hard 50-80 80+ Very Dense Extremely Dense RELATIVE PROPORTIONS OF SAND AND GRAVEL GRAIN SIZE TERMINOLOGY j Descriptive Term(s) Major j of Components Also Percent of Component Present in Sample) Dry Weight of Sample Size Range Trace 15 With 15 - 29 Boulders Over 12 in. (300mm) Modifier 30 Cobbles 12 in. to 3 in. (300mm to 75mm) RELATIVE PROPORTIONS OF FINES Gravel 3 in. to #4 sieve (75mm to 4.75mm) Sand 4 to #200 sieve(4.75mm to Descriptive Term(s) 0.075mm) of Components Also Percent of Silt or Clay Passing #200 Sieve (0.075mm) I Present in Sample) Trace Dry Weight 5 With 5 • 12 Modifier 12 lIErrEc®n I' UNIFIED SOIL CLASSIFICATION SYSTEM Soil Classification Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests" Group e Symbol Group Name Coarse-Grained Gravels more than Clean GravelsLess Cu > 4 and 1 < Cc <31 GW Well-graded gravelySoilsmorethan50%of coarse than 5%fines 50% retained on fraction retained on. 4 No.No. 200 sieve No. 4 sieve Cu < 4 and/or 1 > Cc> 3'GP Poorly graded gravel` Gravels with Fines ° Fines classify as ML or MH GM Silty gravel,G,H more than 12% fines Fines classify as CL or CH GC Clayey graveM•" Sands 50%or more Clean Sands Less Cu>6 and 1 < Cc < 3' SW Well-graded sand' of coarse fraction than 5%fines° passes No. 4 sieve Cu < 6 and/or 1 > Cc > 3 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°J' Fine-Grained Soils Silts and Clays inorganic PI > 7 and plots on or above "A lined Cl. Lean clay'u" 50%or more Liquid limit less passes the than 50 PI < 4 or plots below "A"lined ML Silt'u" No.200 sieve organic Liquid limit -oven dried Organic clay'u" 0.75 OL Liquid limit -not dried Organic sfitC_ O 11 Silts and Clays inorganic PI plots on or above "A"fine CH Fat clay'.'" Liquid limit 50 or more Pi lots below "A"line MH Elastic Silt"„° organic Liquid limit-oven dried Organic clay'"' J 0.75 OH Liquid limit -not dried Organic silt Highly organic soils Primarily organic matter, dark in color, and organic odor PT Peat ABased on the material passing the 3-in. If soil contains 15 to 29% plus No.200, add 75-mm)sieve a. CunDao Dio Cc ( D.e) 2 with sand" or"with graver,whichever is If field sample contained cobbles or D:o x Dso predominant. boulders, or both, add "with cobbles or If soil contains>30% plus No.200 boulders, or both" to group name. predominantly sand, add "sandy" to group cGravels with 5 to 12% fines require dual 'If soil contains> 15% sand, add "with name. symbols: sand"to group name. Alf soil contains> 30% plus No. 200, GW-GM well-graded gravel with silt If fines classify as CL-ML, use dual symbol predominantly gravel, add "gravelly" to group GW-GC well-graded gravel with clay GC-GM, or SC-SM.name. GP-GM poorly graded gravel with silt If fines are organic, add "with organic fines" "PI > 4 and plots on or above "A" line. GP-GC poorly graded gravel with clay to group name. PI < 4 or plots below "A" line. Sands with 5 to 12% fines require dual 'If soil contains> 15% gravel, add "with PI plots on or above "A" line. symbols: gravel" to group name. PI plots below"A" line. 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 i O0I I I - I mp.gee•fin.qn:...e seas one , e=q,e"••0 (aeilon 1 eeo,u= i greased fob a dom.'af 'l — .one V ten Pi . 077:1._- 20) O -P 1 Verhenl et J. • 'q:e F O III G} 0 7 1 I0,,,,I 0 E IG MH OR OH i• ./ CL—ML Ii I I' j ML OR OL I 0 to_ 16 :0 :0 b :0 00 70 !0 90 'CO IIO. LIQUID LIMIT (LL) I 11errxxin r 1 2 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 1 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 Soil Plastic Limit, to characterize the fine-grained fraction of soils, and to Classification Plasticity specify the fine-grained fraction of construction materials. I Index Permeability Used to determine the capacity of soil or rock to conduct a Groundwater liquid or gas. Flow Analysis A 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 R-Value Used to evaluate the potential strength of subgrade soil, Pavement subbase, and base course material, including recycled Thickness materials for use in road and airfield pavements. Design ISoluble Used to determine the quantitative amount of soluble Corrosion Sulphate sulfates within a soil mass.Potential Unconfined To obtain the approximate compressive strength of soils that Bearing Capacity Compression possess sufficient cohesion to permit testing in the Analysis unconfined state. for jFoundations Water Used to determine the quantitative amount of water in a soil Index Property IContent mass. Soil Behavior st 1 1TrracDfl _1 1 d l REPORT TERMINOLOGY Based on ASTM D653) i. Allowable Soil The recommended maximum contact stress developed at the interface of the Bearing Capacity foundation element and the supporting material. 7 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 slabs Course 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 shear Friction 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 1 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, 1 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 man- Materials deposited through the action of man prior to exploration of the site. made fill) Existing Grade The ground surface at the time of field exploration. tka f 1fErrEJcDn 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. i 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 such Shear) 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. T lrerrac n i a RECOMMENDED PREVENTATIVE MAINTENANCE POLICY 1 FOR ASPHALT CONCRETE PAVEMENTS Distress Distress Recommended r Distress Distress Recommended Type Severity Maintenance Type Severity Maintenance Alligator Low None Patching& Low None Cracking Utility Cut Patching IMedium Full-Depth Medium Full-Depth Asphalt Concrete Asphalt Concrete Patch Patch High High Bleeding Low None Polished Low None Aggregate Medium Surface Sanding Medium High Shallow AC Patch High Fog Seal. Block Low None Potholes Low Shallow AC Patch Cracking Medium Clean & Medium Full-Depth Seal Asphalt Concrete All Cracks Patch High High Bumps& Low None Railroad Low No Policy Sags Crossing for This Project Medium Shallow AC Patch Medium High Full-Depth Patch._High 1 Corrugation Low None Rutting Low None Medium Full-Depth Medium Shallow AC Patch Asphalt Concrete Patch High High Full-Depth Patch Depression Low None Shoving Low None Medium Shallow AC Patch Medium Mill& Shallow AC Patch High Full-Depth Patch High Edge Low None Slippage Low None Cracking Cracking Medium Seal Cracks Medium Shallow Asphalt Concrete Patch 4 High Full-Depth Patch High Joint Low Clean& Swell Low None Reflection Seal All Cracks Medium Medium Shallow AC Patch High Shallow AC Patch -_ ! High Full-Depth Patch Lane/Shoulder Low None Weathering Low Fog I Drop-Off Ravelling Seal Medium Regrade Medium Shoulder High High 7 Longitudinal& Low None Transverse Cracking Medium Clean & I Seal All Cracks High 1 ai f strewn a RECOMMENDED PREVENTATIVE MAINTENANCE POLICY FOR JOINTED CONCRETE PAVEMENTS Distress Distress Recommended Distress Distress Recommended Type Severity Maintenance Type a Severity J Maintenance Blow-up - Low None Polished No Groove Surface Aggregate Severity or Levels Overlay Defined Medium Full-Depth Concrete Patch/ Slab Replacement High Corner Low Seal Cracks Popouts No None Break Severity Levels Defined I Medium Full-Depth Concrete Patch High Divided Low Seal Cracks Pumping No- Underseal, Slab Severity Seal cracks/joints Levels and Defined Restore Load Transfer Medium Slab Replacement High Durability Low None Punchout Low Seal Cracks Cracking Medium Full-Depth Patch Medium Full-Depth Concrete Patch High Slab Replacement N - High Faulting Low None Railroad Low No Crossing Policy for this Project Medium Grind Medium High High Joint Low None Scaling Low None i Seal Map Cracking Crazing Medium Reseal Medium Slab Replacement, Joints Full-depth Patch, 3 or Overlay High High 1 . Lane/Shoulder Low Regrade and Shrinkage No None Drop-off Fill Shoulders Cracks Severity to Match Levels Lane Height Defined Medium High Linear Cracking Low Clean& Spelling Low, None Longitudinal, Seal all Cracks 1 (Corner) Transverse and Diagonal Cracks 1 Medium Medium Partial-Depth Concrete Patch High Full-Depth Patch. High Large Patching Low None Spelling Low None and Joint) Utility Cuts Medium Seal Cracks or Medium Partial-Depth Patch Replace Patch High - High Reconstruct Joint Small Low None Patching Medium Replace c Patch High llerrdcDfl i r