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Home My WebLink AboutINTERCHANGE BUSINESS PARK LOTS 9 and 10 - Filed GR-GEOTECHNICAL REPORT/SOILS REPORT -GEOTECHNICAL ENGINEERING REPORT PROPOSED FIRST CLASS DIRECT OFFICE BUILDING LOTS 9 AND 10 INTERCHANGE BUSINESS PARK FORT COLLINS, COLORADO TERRACON PROJECT NO. 20025069 MAY 6, 2002 Prepared for. DOHN CONSTRUCTION, INC. 2642 MIDPOINT DRIVE, UNIT A FORT COLLINS, COLORADO 80525 ATTN MR. DAVE STOLTE Prepared by: Terracon 301 North Howes Street Fort Collins, Colorado 80521 Irerraco May 6, 2002 Dohn Construction, Inc. 2642 Midpoint Drive, Unit Fort Collins, Colorado 80525 Attn: Mr. Dave Stolte Re: Geotechnical Engineering Report Proposed First Class Direct Office Building Lots 9 and 10 Interchange Business Park Fort Collins, Colorado Terracon Project No. 20025069 Terracon has completed a geotechnical engineering exploration for the proposed First Class Direct office building to be located on Lots 9 and 10 of the Interchange Business Park east of I- 25 and south of Highway 14 in Fort Collins, Colorado. This study was performed in general accordance with our Proposal No. D2002145 dated April 5, 2002. 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, pavements and other earth connected phases of this project are attached. The upper subsurface soils in the vicinity of Test Boring Nos. 4 and 5 consisted of overlot grading fill material containing sandy lean clay to approximate depths of 3 to 5 feet below existing site grades. Underlying the fill material as well as encountered at the surface of the other test boring was native, sandy lean clay, silty clayey sand with gravel, silty sand with gravel, and silty clayey sand extending to the depths explored: The results of field exploration and laboratory testing completed for this study indicate that the soils at the site have non -to -low expansive potential and the soils at anticipated foundation bearing depth have low to moderate load bearing capabilities. Based on the subsurface conditions encountered and the type on construction proposed, it is recommended the structure be supported by conventional -type spread footings. Slab -on -grade construction is considered feasible at the site provided the recommendations set forth in the report are followed. Geotechnical Engineering Exploration Proposed First Class Direct Office Building Lots 9 and 10 Interchange Business Park Terracon Project No. 20025069 llrerracon We appreciate the opportunity to be of service to you on this phase of your project. If you have any questions concerning this report, or if we may be of further service to you, please do not hesitate to contact us. Sincerely, TERRACON Gary L. Wilson, E.I.T. Geotechnical Engineer Copies to: (4) Addressee David A. Richer, P.E. Geotechnical Engineer/Department Manager TABLE OF CONTENTS Page No. Letterof Transmittal:.............................................................................................. i INTRODUCTION.............:...................................................................................a...............1 PROJECTDESCRIPTION .................................:.............................................................1 FieldExploration ...... :...... ...................... :..................................................................... 2. LaboratoryTesting...................................................................................................2 SITECONDITIONS,, ......... I .................................................................................................... 3 SoilConditions.........................................................................................................3 Field and Laboratory Test Results ................. .................. .........:....;.. 3 Groundwater Conditions.... i.. i .... .:................................. ................. ................. 3 ENGINEERING ANALYSES AND RECOMMENDATIONS:......::.....................................4 Geotechnical Considerations.,., ..:.......:..:.................................................................. 4 FoundationSystems................................................................................................ 4 Seismic Considerations .......................................... ....... .... ......... .... . .................. b Floor Slab Design and Construction.................................................................... 5 Pavement Design and Construction......................................................................... 7 Earthwork.......................................:... ........ :,...................................................... 10 General Considerations................................................................................10 SitePreparation...........................................................................................10 Subgrade Preparation ...............:........ ....................................................11 Fill Materials and Placement........................................................................11 Excavation and Trench Construction............................................................12 Additional Design and Construction Considerations : ...... ....... ....... ... ,.......... ........... 12 Exterior Slab Design and Construction.........................................................12 Underground Utility Systems ............. :,.... ,:...,......................I...............13 Corrosion Protection.....................................................................................13 SurfaceDrainage ............................... ............................................. ............ 13 GENERALCOMMENTS................................................................................. .................13 APPENDIX A Site Plan and Boring Location Diagram Logs of Borings APPENDIX B Laboratory Test Results APPENDIX C General Notes Pavement Preventative Maintenance Notes GEOTECHNICAL ENGINEERING REPORT PROPOSED FIRST CLASS DIRECT OFFICE BUILDING LOTS 9 AND 10 INTERCHANGE BUSINESS PARK FORT COLLINS, COLORADO TERRACON PROJECT NO. 20025069 MAY 6, 2002 INTRODUCTION This report contains the results of our geotechnical engineering exploration. for the proposed First Class Direct office building to be located on Lots 9 and 10 of the Interchange Business Park east of 1-25 and south of Highway 14 in Fort Collins, Colorado. The site is located in the Northwest 1/4 of Section 15, 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 e floor slab design and construction lateral earth pressures pavement design and construction earthwork drainage The recommendations contained in this report are based upon the results of field and laboratory testing, engineering analyses, and experience with similar soil conditions, structures and our understanding of the proposed project. PROJECT DESCRIPTION Based on information provided, we understand the site will be developed for a proposed single story slab on grade office building with precast concrete exterior walls and a bar joist roof. The anticipated maximum wall and columns loads for the proposed building, as reported to us by Weeks & Associates, the project's structural engineer, are 1 to 5-1/2 klf and 10 to 100 kips, respectively. Asphalt paved parking and drive areas are to be situated. along the north and east ends of the building°and a loading dock to the south. 1 Geotechnical Engineering Exploration Verracon Proposed First Class Direct Office Building Lots 9 and 10 Interchange Business Park Terracon Project No. 20025069 SITE EXPLORATION The scope of the services performed for this project included a site reconnaissance by an engineering geologist, a subsurface exploration program, laboratory testing and engineering analyses. Field Exploration A total of 5 test borings were drilled on April 18, 2002. Three test borings were located within the proposed building footprint and drilled to approximate depths of 15 to 25 feet. Two test borings were located in the proposed pavement areas and drilled to an approximate depth of 10 feet. All borings were advanced with a truck -mounted drilling rig, utilizing 4-inch diameter solid stem augers. The borings were located in the field by pacing from property lines and/or existing site features. Ground surface elevations at each boring location were obtained by measurements with an engineers 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 means of 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 in estimating the consistency, relative density or hardness of the materials encountered. Groundwater conditions were evaluated in each boring at the time of site exploration. 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. Laboratory tests were conducted on selected soil samples and are presented in Appendix B. The test results were used for the geotechnical engineering analyses, and the development of 2 Geotechnical Engineering Exploration Proposed First Class Direct Office Building Lots 9 and 10 Interchange Business Park Terracon Project No. 20025069 1 rerracon foundation and earthwork recommendations. All laboratory tests were performed in general accordance with the applicable ASTM, local or other accepted standards. Selected soil samples were tested for the following engineering properties: Water Content ® Plasticity Index o Dry Density 9 Water Soluble Sulfate Content o Consolidation SITE CONDITIONS The site for the proposed construction is presently vacant lots situated within the Interchange Business Park located southeast of Interstate 25 and Highway 14. The area is sparsely vegetated with grasses and weeds and exhibits positive surface drainage in the southeast and south directions. Denrose Court and the frontage road lie to the north, lots similar in terrain are to the west. and east, and a vacant area with Boxelder Creek beyond are to the south. SUBSURFACE CONDITIONS Soil Conditions The upper subsurface soils in the vicinity of Test Boring Nos. 4 and 5 consisted of overlot grading fill material containing sandy lean clay to approximate depths of 3 to 5 feet below existing site grades. Underlying the fill. material as well. as encountered at the surface of the other test borings was native, sandy lean clay, silty clayey sand with gravel, silty sand with gravel, and silty clayey sand extending to the depths explored. Field and Laboratory Test Results Field and laboratory test results indicate the clays are medium to very stiff in consistency, exhibits low swell potential, and moderate load bearing characteristics. The sandy soils are loose to medium dense in relative density, non -expansive and exhibit low to moderate bearing characteristics. Groundwater Conditions Groundwater was encountered in Test Boring Nos. 1 through 3 at approximate depths of 8 to 12 feet below existing site grades during initial drilling operations. These observations represent groundwater conditions at the time of the field exploration, and may not be indicative of other times, or at other locations. Groundwater levels can be expected to 'fluctuate with varying seasonal and weather conditions. 3 Geotechnical Engineering Exploration 1ierracon Proposed First Class Direct Office Building Lots 9 and 10 Interchange Business Park Terracon Project No. 20025069 ENGINEERING ANALYSES AND RECOMMENDATIONS Geotechnical Considerations The site appears suitable for the proposed construction based on a geotechnical engineering viewpoint. It should be noted that fill material was encountered in Test Boring Nos. 4 and 5. It is our understanding that the placement of the fill was performed using controlled procedures and should be suitable for the placement of pavement sections and foundations if the recommendations in this report are followed. Potentially compressible soil will require particular attention in the design and construction. The following foundation system was evaluated for use on the site:. 9 spread footings bearing on undisturbed natural soils and/or structural fill Slab -on -grade construction is considered acceptable for use, provided that design and construction recommendations are followed. Foundation Systems The moisture content of the on -site sand soils are below optimum moisture content and have a tendency to hydro -compact as well as consolidate when inundated with water and under a surcharged load. Due to the presence of these types of soils encountered at anticipated foundation levels, it is recommended the proposed office building be supported by spread footings placed on engineered fill material. We recommend that footings be placed on a minimum 2-foot layer of engineered fill material. We suggest over -excavating at least 2-feet of material beneath all footings and stockpile for re -use. The on -site soils are suitable for re- use as fill. The on -site, over -excavated soil should be moisture -conditioned to near optimum moisture content, placed in uniform lifts, and mechanically compacted to at least 95% of Standard Proctor Density ASTM D698. Prior to placement of the engineered fill material, the subgrade beneath should be scarified, moisture conditioned and compacted to at least 95% of Standard Proctor Density ASTM D698. Footings bearing on at least 2-feet of controlled fill material may be designed for a maximum bearing pressure of 2,000 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 Y2 design live load conditions. Exterior footings should be placed a minimum of 30 inches below finished grade for frost protection and to provide confinement for the bearing soils. Finished grade is the lowest 4 Geotechnical Engineering Exploration Proposed First Class Direct Office Building Lots 9 and 10 Interchange Business Park Terracon Project No. 20625069 1 lerracon adjacent grade for perimeter footings. It is also recommended the bottom of the footings be placed a minimum of 3 feet above groundwater levels. Footings should be proportioned to reduce differential foundation movement. Proportioning on the basis of equal total movement is recommended; however, proportioning to relative constant dead -load pressure will also reduce differential movement between adjacent footings. Total movement resulting from the assumed structural loads is estimated to be on the order of 1-inch or less. Differential movement should be on the order of 1/2 to 3/4 of the estimated total settlement. Additional foundation movements could occur if water from any source infiltrates the foundation soils; therefore, it is imperative proper drainage be provided in the final design and during construction. Footing 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 significantly from those presented in this report, supplemental recommendations will 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 1997 Uniform Building Code. Based upon the nature of the subsurface materials, a soil profile type Sc should be used for the design of structures for the proposed project (1997 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 become elevated in moisture content. To reduce potential slab movements,. the subgrade soils should be prepared as outlined in the earthwork section of this report. 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. A modulus of 200 pci may be used for floors supported on at least 2 feet of non -expansive structural fill meeting the specifications outlined below. Additional floor slab design and construction recommendations are as follows: Geotech:nical Engineering Exploration Proposed First Class Direct Office Building Lots 9 and 10 Interchange Business Park Terracon Project No. 20025069 1%rracon Positive separations and/or isolation joints should be provided between slabs and all foundations, columns or utility lines to allow independent movement. Control joints should be provided in slabs to control the location and extent of cracking. Interior trench backfii 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 sand, clean - graded gravel or aggregate base course should be placed beneath interior slabs. For heavy loading, reevaluation of slab and/or base course thickness may be required. If moisture sensitive floor coverings are used on interior slabs, consideration should be given to the use of barriers to minimize potential vapor rise through the slab. Floor slabs should not be constructed on frozen subgrade. Other design and construction considerations, as outlined in the ACI Design Manual, Section 302.1 R are recommended. . Lateral Earth Pressures For soils above any free water surface, recommended equivalent fluid pressures for unrestrained foundation elements are: Active: Cohesive soil backfill (on -site or imported clays) ......... I........... 45 psf/ft Compacted granular backfill (on -site of imported sands)........ 35 psf/ft Passive: Cohesive soil backfill (on -site or imported clays)' .................. 250 psf/ft Compacted granular backfill (on -site of imported sands)...... 350 psf/ft Coefficient of Base Friction..........................................................0.35 Adhesion at Base of Footing....................................................... 500 psf M Geotechnical Engineering Exploration Proposed First Class Direct Office Building Lots 9 and 10 Interchange Business Park Terracon Project No. 20025069 leerracon Where the design includes restrained elements, the following equivalent fluid pressures are recommended: s At rest: Cohesive soil backfill (on -site or imported clays) .................... 60 psf/ft Compacted granular backfill (on -site of imported sands)......;. 50 psf/ft The lateral earth pressures herein do not include any factor of safety and are not applicable for submerged soils/hydrostatic loading. Additional recommendations may be necessary if submerged conditions are to be included in the design. Fill against grade beams and retaining walls should be compacted to densities specified in Earthwork. High plasticity 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. Pavement Design and Construction Design of pavements for the project have been based on the procedures outlined in the 1993 Guideline for Design of Pavement Structures by the American Association of State Highway and Transportation Officials (AASHTO). Areas within proposed pavements on the site will be divided into two categories based upon anticipated traffic and usage. Traffic criteria provided for pavement thickness designs are estimated by Terracon based on similar projects and are to include single 18-k.ip equivalent single axle loads (ESAL's) of 51,100 for automobile parking, and 146,000 for heavy volume and/or truck access areas. Local drainage characteristics of proposed pavement areas are considered to vary from fair to good depending upon location on the site. For purposes of this design analysis, fair drainage characteristics are considered to control the design. These characteristics, coupled with the approximate duration of saturated subgrade conditions, result in a design drainage coefficient of 1.0 when applying the AASHTO criteria for design. For flexible pavement design, a terminal serviceability index of 2.0 was utilized along with an inherent reliability of 70%, and a design life of 20 years. Using an estimated design R-value estimated at 10 based on the group index/soil classification values, appropriate ESAIJday, environmental criteria and other factors, the structural numbers (SN) of the pavement sections were determined on the basis of the 1993 AASHTO design equation. In addition to the flexible pavement design analyses, a rigid pavement design analysis was completed, based upon AASHTO design procedures. Rigid pavement design is based on an 7 Geotechn.ical Engineering Exploration Proposed First Class Direct Office Building Lots 9 and 10 Interchange Business Park Terracon Project No. 20025069 lrerracon evaluation of the Modulus of Subgrade Reaction of the soils (K-value), the Modulus of Rupture of the concrete, and other factors previously outlined. The design K-value of 100 for the subgrade soil was determined by correlation tothe laboratory tests results. A modulus of rupture of 650 psi (working stress 488 psi) was used for pavement concrete.. The rigid pavement thicknesses for each traffic category were determined on the basis of the AASHTO design equation. Recommended Pavement Thicknesses (Inches) Traffic Area ' Alternative Asphalt Concrete Aggregate Asphalt Concrete Portland. Surface — Base!. Surface Dement TO.tal ` Grading S or SX Course Grading,S or SG Concrete A 3% 6 9%2 Automobile B 2% 3 5%s Parking C 5%s 5%z A 4 7 11 Main Traffic g 3 3 6 Corridors C 6 6 Due to the relatively plastic, cohesive and low to moderate expansive subgrade soils, it is recommended that alternative A and C be considered for this project. Terracon is providing a full - depth asphalt option for the contractor's information only. The use of a granular aggregate base course enables a stabilizing layer over a clay subgrade as well as acts as a capillary break should surface water infiltrate beneath the pavement section and impact the clay subgrade soils. Each alternative should be investigated with respect to current material availability and economic conditions. Rigid concrete pavement, a minimum of 6 inches in thickness, is recommended at the location of dumpsters where trash trucks park and load. 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. Use of materials meeting Colorado Department of Transportation Class 1 specifications is recommended for select subbase. Aggregate base course and select subbase should be placed in lifts not exceeding six inches and should be compacted to a minimum of 95% Standard Proctor Density (ASTM D698). Asphalt concrete should be composed of a mixture of aggregate, filler and additives, if required, and approved bituminous material. The bituminous asphalt concrete should conform to Geotechnical Engineering Exploration Proposed First Class Direct Office Building Lots 9 and 10 Interchange Business Park Terracon Project No. 20025069 11•erracon approved mix designs stating the Hveem and/or SuperPave 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 S, SX or SG specification is recommended for asphalt concrete. 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 within a range of 92 to 96 % of Maximum Theoretical Density. Where rigid pavements are used, the concrete should be obtained from an approved mix design with the following minimum properties: Compressive Strength @ 28 days ............ .............................. 3500 psi minimum Strength Requirements.....................:........:........:.................:.................. ASTM C94 Minimum Cement Content.... .................................. .. ...6:0 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 Ib[Ib 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 doweled where necessary for load transfer. Preventative maintenance should be planned and provided for through an on -going pavement management program in order to enhance future pavement performance. Preventative maintenance activities are intended to slow the rate of pavement deterioration, and to preserve the pavement investment. E Geotechnical Engineering Exploration Proposed First Class Direct Office Building Lots 9 and 10 Interchange Business Park Terracon Project No. 20025069 leerracon 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. Prior to implementing any maintenance, additional engineering observation is recommended to determine the type and extent of preventative maintenance. Earthwork General Considerations The following presents recommendations for site preparation, excavation, subgrade preparation and placement of engineered fills on the project, All earthwork on the project should be observed and evaluated by Terracon. The evaluation of earthwork should include observation and testing of engineered fill, subgrade preparation, foundation bearing soils, and other geotechnical conditions exposed during the construction of the project. Site Preparation Strip and remove debris, and other deleterious materials from proposed building and pavement areas. All exposed surfaces should be free of mounds and depressions that could prevent uniform compaction. 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. All exposed areas which will receive fill, once properly cleared and benched where necessary, should be scarified to a minimum depth of eight inches, conditioned to near optimum moisture content, and compacted. It is anticipated that excavations for the proposed construction can be accomplished with conventional earthmoving equipment. Depending upon depth of excavation and seasonal conditions, groundwater will be encountered in excavations on the site. Pumping from sumps may be utilized to control water within excavations. Well points may be required for significant groundwater flow, or where excavations penetrate groundwater to a significant depth. 10 Geotechnical Engineering Exploration lferraaon Proposed First Class Direct Office Building Lots 9 and 10 Interchange Business Park Terracon Project No. 20025069 Subgrade Preparation Subgrade soils beneath interior and exterior slabs, and beneath pavements should be scarified, moisture conditioned and compacted to a minimum depth of 8 inches. The moisture content and compaction of subgrade soils should be maintained until slab or pavement construction. Fill Materials and Placement Clean on -site soils or approved imported materials may be used as fill material and are suitable for use as compacted fill beneath interior or exterior floor slabs. Imported soils (if required) should conform to the following: Percent finer. by weight Gradation ASTM C136) 311 100 No. 4 Sieve., ......................................................................... I ............. No. 200 Sieve...............................................................................50 (max) LiquidLimit.......................................................................30 (max) o Plasticity Index..................................................................15 (max) Engineered fill should be placed and compacted in horizontal lifts, using equipment and procedures that will produce recommended moisture contents and densities throughout the lift. Recommended compaction criteria for engineered fill materials are as follows, - Material Minimum Percent ASTM D698) Scarified subgrade soils ..... .................................. :.... ..... ........:.........:..95 On -site and imported fill soils: Beneath foundations...................................................................95 Beneathslabs.............................................................................95 Beneath pavements....................................................................95 Aggregate base (beneath slabs) .............................................. :.... :.... :..:95 11 Geotechnical Engineering Exploration Proposed First Class Direct Office Building Lots 9 and 10 Interchange Business Park Terracon Project No. 20025069 1%rracon On -site clay for backfill or grading purposes should be compacted within a moisture content range of 2 percent below, to 2 percent above optimum. Imported or on -site granular soils should be compacted within a moisture range of 3 percent below to 3 percent above optimum unless modified by the project 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. 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. 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:. m.inimizing moisture increases in the backfill controlling moisture -density during placement of backfill using designs which allow vertical movement between the exterior features and adjoining structural elements placing effective control joints on relatively close centers 12 Geotechnical Engineering Exploration lrerracon Proposed First Class Direct Office Building Lots 9 and 10 Interchange Business Park Terracon Project No. 20025069 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 04253 be used as bedding. Where utilities are excavated below groundwater, temporary dewatering will be required during excavation, pipe placement and backfilling operations for proper construction. Utility trenches should be excavated on safe and stable slopes in accordance with OSHA regulations as discussed above. Backfill should consist of the on -site soils or imported material approved by the geotechnical engineer. 'The pipe backfill should be compacted to a minimum of 95 percent of Standard Proctor Density ASTM D698. C Corrosion Protection Results of soluble sulfate testing indicate that ASTM Type I Portland cement is suitable for all concrete on and below grade. However, if there is no, or minimal cost differential, Use of ASTM Type II Portland cement is recommended for additional sulfate resistance of construction concrete. Foundation concrete should be designed in accordance with. the provisions of the ACI Design Manual, Section 318, Chapter 4. Y Surface Drainage Positive drainage should be provided during construction and maintained throughout the life of the proposed project. 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. 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. Sprinkler systems should not be installed within 5 feet of foundation walls. Landscaped irrigation adjacent to the foundation system should be minimized or eliminated. 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 13 Geotechnical Engineering Exploration Proposed First Class Direct Office Building Lots 9 and 10 Interchange Business Park Terracon Project No. 20025069 1%rracon 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. The analysis and recommendations presented in this report are based upon the data obtained from the borings performed at the indicated locations and from other information discussed in this report.. This report does not reflect variations, which may occur between borings, across the site, or due to the modifying effects of weather. The nature and extent of such variations may not become evident until during or after construction. If variations appear, we should be immediately notified so that. further evaluation and supplemental recommendations can be provided. The scope of services for this project does not include either specifically or by implication any environmental 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. Site safety, excavation support, and dewatering requirements are the responsibility of others. 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. 14 LAG OF BORING NO. 1 Page 1 of 1 CLIENT ARCHITECT / ENGINEER Dohn Construction SITE Interchange Business Park PROJECT Fort. Collins, Colorado Lots 9 and 1..0 SAMPLES TESTS DESCRIPTION O oa W w zln fW 2 z 3- zz Of tq a a U m a U w a p O zao 0 U z - Jw wu. V) a. Approx. Surface Elev, _ 99.5 ft o D z o: cn m U n onctgaa. a SANDYLEAN CLAY Tan, brown, dry to moist, stiff to very stiff, with trace gravel 460 1 ST 126.0 11.2 4 95.5 WELL GRADED SAND with SILT 2 SS 12 22 1.6 Tan, brown, rust, moist, medium dense 5' 3 SS 12 15 8.8 10 12 87. 5 SILTY CLAYEY SAND Tan, brown, rust, moist to wet, medium dense 4 SS NR 22 15 84.5 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, ft. rr' con BORING STARTED 4- 18-02 WL Q 12. 0 WD 1 BORING COMPLETED 4-18-02 WL RIG CME- 55 FOREMAN ARS WL Initial Water Level Reading APPROVED DAR JOB # 20025069 LOG OF BORING NO. 2 Page 1 of 1 CLIENT ARCHITECT / ENGINEER Dohn Construction SITE Interchange Business Park PROJECT Fort Collins, Colorado Lots 9 and 10 SAMPLES TESTS DESCRIPTION O w o z a LL co a Of m O wH OW w j a0W a. Approx. Surface Elev.: 100.5 ft o z of co m h o o Q 3 W W SANDY LEAN CLAY 1 SS 12 16 6.7Tan, brown, dry to moist, stiff to very stiff 3 97.5 SILTY CLAYEY SAND with GRAVEL 2 ST 12 4.0 97 Tan, brown, rust, moist to wet, loose to 3 SS 12 j 12 2.4mediumdense 0.0018% 5 9 91.5 SILTY -CLAYEY SAND 4 SS 12 7 21.2 Tan; brown, rust, wet, loose to medium 10 dense Intermittent Silty Sand with Gravel Lenses 5 SS 12 6 22.3 6 SS 12 13 20.5 20 1- 24 76.5 SANDY LEAN CLAY 7 SS 12 8 24.2 25 —,Tan,-brown gray,wet medium stiff 75.5 25 BOTTOM OF BORING The strat.lfioation lines represent the approximate boundary lines between soil and rock types: in -situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft irerracon I BORING STARTED 4-18-02 WL V- 8.0 WD T BORING COMPLETED 4-18-02, WL I RIG CME-55 I FOREMAN AIRS WL Initial Water Level Reading APPROVED DAR JOB # 20025069 LOG OF BORING NO. 3 Page 1 of 1 CLIENT ARCHITECT / ENGINEER Dohn Construction SITE Interchange Business Park PROJECT Fort Collins,_ Colorado Lots 9 and 10 SAMPLES TESTS J C iq DESCRIPTION g z' m zcn Ww H U. oz Uz Approx. Surface Elev.: 100.0 ft o nujzWm9voo. D 0 SANDY LEAN CLAY Tan, brown, dry to moist, stiff 2 - 98 SILTY SAND Tan, brown, rust, moist, loose 1 SS 12 10 5.0 5 6 94 SILTY SAND with GRAVEL Tan; -brown; rust, moist to wet, medium dense 2 SS 12 16 3.7 10 Q 12 88 SANDY LEAN CLAY 115 Tan, brown, wet, medium stiff 3 SS 12 8 24.6 85 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, ft re- rracon BORING STARTED 4-18-02 WL s 11.0 WD 1 BORING COMPLETED 4-18-02. WL Z RIG CME-55 FOREMAN ARS WL Initial Water Level Reading APPROVED DAR JOB # 20025069 LOG OF BORING NO. 4 Page 1 of 1 CLIENT ARCHITECT / ENGINEER Dohn Construction SITE Interchange Business Park PROJECT Fort Collins, Colorado Lots 9 and 10 SAMPLES TESTS DESCRIPTION' 0co c F_ a Z= uJ g Z v) o: w zu o z z LLO zz o oo w cUn m W a 0 w a_ z a0 b vw zF- 0g.. c Approx. Surface El,ev.: 101.5 ft o z a! m m o a v a FILL MATERIAL 1 SS 12 12 9.7SandyLeanClay 30/12/68 Tan, brown, trace gravel, moist, stiff 2 SS 12 14 3 SS 12 8 11.0 5 96.5 5 SILTY CLAYEY SAND with -GRAVEL Tan, brown, rust, moist, loose to medium 7 dense 94.5 SILTY SAND with GRAVEL Tan, brown, rust, moist, medium dense 4 SS 12 11 7.2 10 91.5 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, ft rr ®n BORING STARTED 4-18-02 WL DRY WD T BORING COMPLETED 4-18-02 WL 7 T RIG CME-55 FOREMAN ARS WL Initial Water Level Reading APPROVED DAR JOB # 20025069 LOG OF BORING NO. 5 Page 1 of 1 CLIENT ARCHITECT / ENGINEER Dohn Construction SITE Interchange Business Park PROJECT Fort Collins, Colorado Lots 9 and 10 SAMPLES TESTS 0 DESCRIPTION p a U fA W W Z !n Zd'. W f- Z LL, VrZ I z o o U Co 0- U p H z L) n0Approx. Surface Elev.: 100.0 ft o z it 0) m% c°> OR Z) a. o FILL MATERIAL 1 SS 12 12 7.6SandyLeanClay 30/16/52 Tan, brown, trace gravel, moist, stiff 2 SS 12 15 3 97 SANDY LEAN CLAY Tan, brown, moist, calcareous, medium 3 SS 12 6 13.1stiff 5 6 94 SILTY. SAND. with GRAVEL Tan, brown, rust, moist, loose 4 SS 12 6 4.3 10 90 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, ft errac®n BORING STARTED 4-18-02 WL s DRY WD BORING COMPLETED 4-18-02 WL- RIG CME-55 FOREMAN ARS WL Initial Water Level Reading APPROVED DAR JOB # 20025069 ch g m rr n O z W 0. r v 0 z V 1: APPLIED PRESSURE, TSF Specimen Identification Classification Ya, pcf WC,% 012 3.Oft SILTY CLAYEY SAND with GRAVEL 97 5 Notes: CONSOLIDATION TEST Project: Lots 9 and 10IrerraconSite: Interchange Business Park Fort Collins,. Colorado Job M 20025069 Date: 5-6-02 0.72 0.70 0.68 0.66 0.64 0.62 0.60 0 0.58 0.56 0.54 0.52 0.50 0.48 0.46 0.1 1 10 APPLIED PRESSURE, TSF NO_ i 0 Specimen Identification Classification Yd, pcf WC,% GENERAL NOTES DRILLING & SAMPLING SYMBOLS. SS: Split Spoon -1 3/8" I.D., 2" O.D., unless otherwise noted HS: Hollow Stem Auger ST. Thin -Walled Tube - 2" O. D., unless otherwise noted PA: Power Auger RS: Ring Sampler - 2.42" I.D., V O.D., unless otherwise noted HA: Hand Auger DB` Diamond Bit Coring - 4", N. B RB: Rock Bit BS: Bulk Sample or, Auger Sample WB: Wash Boring or Mud Rotary The number of blows required to advance a standard 2-inch O.D. split -spoon sampler (SS) the last 12 inches of the total 18-inch penetration with a 140-pound hammer falling 30 inches is considered the "Standard Penetration" or "N-value". WATER LEVEL MEASUREMENT SYMBOLS: WL: Water Level WS: While Sampling N/E: Not Encountered WCI: Wet Cave in WD: While Drilling DCI: Dry Cave in BCR: Before Casing Removal AB: After Boring ACR; After Casing Removal Water levels indicated on the boring logs are the levels measured in the borings at the times indicated. Groundwater levels at other times and other locations across the site could vary. In pervious soils, the Indicated levels may reflect the location of groundwater. In low permeability soils, the accurate determination of groundwater levels may not be possible with only short- term observations. DESCRIPTIVE SOIL CLASSIFICATION: Soil classification is based on the Unified Classification System. Coarse Grained Soils have more than 50% of their dry weight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils have less than 50% of their dry weight retained on a #200 sieve; they are principally described as clays If they are plastic, and slits 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 proportioris based on grain size. In addition to gradation, coarse -grained soils are defined on the basis of their In -place relative density and fine-grained soils on the basis of their consistency. CONSISTENCY OF FINE -GRAINED -SOILS RELATIVE DENSITY OF COARSE -GRAINED. SOILS Standard Unconfined Penetration or Standard Penetration Compressive N value (SS) or N-value (SS) Strength. Qu. asf Blows/Ft. Consistency Blows/Ft. Relative Denslty 500 <2 Very Soft 0-3 Very Loose 600 - 1,000 2-3 Soft 4-9 Loose 1,001 - 2,000 4-6 Medium Stiff 10 - 29 Medium Dense 2,001 - 4,000 7-12 Stiff 30 - 49 Dense 4001 - 8,000 13-26 Very Stiff 50+ Very Dense 8, 000+ 26+ Hard RELATIVE PROPORTIONS OF SAND AND GRAVEL Descriptive Term(s) of othe Percent of constituents Dry Weight Trace 15 With 15 - 29 Modifier 30 RELATIVE PROPORTIONS OF FINES Descriptive Term(s) of other Percent o constituents Dry Weight Trace < 5 With 5-12 Modifiers > 12 GRAIN SIZE TERMINOLOGY Malor Comoonent of Sample Particle Size Boulders Over 12 in. (300mm) Cobbles 12 in. to 3 in. (300mm to 75 mm) Gravel 3 in. to #4 sieve (75mm to 4.75 mm) Sand #4 to #200 sieve (4.75mm to . Silt or Clay 0.075mm) Passing #200 Sieve 0.075mm) PLASTICITY. DESCRIPTION Term Plasticity Index Non -plastic 0 Low 1-10 Medium 11-30 High 30+ UNIFIED SOIL CLASSIFICATION SYSTEM Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests" Soil Classificatlon Group Symbol Group Names Coarse Grained Solis Gravels Clean Gravels Cu >_ 4 and 1 s Cc <- 3E GW Well -graded gravelF More than 50% retained More than 50% of coarse fraction retained on Less than 5% finest ECu < 4 and/or 1 > Cc > 3 GP PoorlyFgradedgravel on No. 200 sieve No. 4 sieve Gravels with Fines More Fines classify as ML or MH GM Silty gravelFc.y than 12% fines° Fines classify as CL or CH GC Clayey gravelFAN Sands Clean Sands Cu 2 6-and. 1 s Cc 5 3s SW Well -graded sand 50% or more of coarse Less than 5% fines° Cu < 6 and/or 1 > Cc > 3E SP Poorly graded sandfractionpasses No. 4slave Sands with Fines Fines classify as ML or MA SM Silty sand9" More than 12% fines' Fines Classify as CL or CH SC Clayey sandsi Fine -Grained Soils Slits and ClaysY Inorganicg PI >,7 and lots on or above `A" line' P CL Lean clayK" 50% or more passes the Liquid limit less than 50 PI < 4 or plots below "A"line ML y SiltyNo. 200 sieve organic Liquid limit - oven dried Organic clayy1-14" 0 75 OL Liquid limit - not dried Organic slits u"t° Sits and Clays Inorganic PI plots on or above "A" line CH Fat clayki'm Liquld limit 50 or more PI lots below "A" line MH Elastic Sti1"M organic Liquid limit -oven dried Organic clayr.LAP 0.75 OH Liquid limit - not dried Organic sllkLAO Highly organic soils Primarily organic matter, dark In color, and organic odor PT Peat Based on the material passing the 34n. (75-mm) sieve e If field sample contained cobbles or boulders, or both, add '.with cobbles or bodiders, or both" to group name. . Gravels with 5 to 12% fines require dual symbols:, GW-GM welt -graded gravel with -silt, GW-GC well -graded gravel with -clay, GP -GM poorly graded gravel with silt, GP -GC poorly graded gravel with clay. Sands with 6-to 12% fines require dual symbols: SW-SM well -graded sand with slit, SW -SC well -graded sand with clay, SPSM poorly: graded sand with silt, SP-SC poorly graded sand with clay a'Cu = Deo/Dio Cc = Duo x Deo P If soil contains Z 15% sand, add "with sand" to group name, elf fines classify as CL-ML, use dual symbol GC -GM, or SC-SM. 60 50 10 7 4 0 0 If fines are organic, add "with organic fines" to group name. r If soil contains Z 15% gravel, add "with gravel" to group. name. If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay. K If soil contains 15 to 29% plus No. 200, add "with sand" or "with gravel," whichever is predominant. L If soil contains Z 30% plus No: 200 predominantly sand, add "sandy" to group name. mif soil contains a 30% plus No. 200, predominantly gravel, add gravelly" to group name. Pi Z 4 and plots on or above "A" line. PI < 4 or plots below "A" fine. P PI plots on or above ''A" line. PI plots below "A" line. For classification of fine-grained SOUP and fine-grained fraction ottoarse-grained soils _ 0 e Equation of "A" - line Horizontal at PI-4 to LL=25.5. 1nen.Pl=o.73 (LL-20) of47Equationof "U" - line Vertical at LL=16 to Pi=7, ; G then Pi=0.9 (lL 6) i o I - MH or OH i IVIL or OL T7LCC-' 1V 10 16 20 30 40 b0 60 70 80 90 100 110 LIQUID LIMIT (LL) 1r T 1 LABORATORY TESTS SIGNIFICANCE AND PURPOSE TEST SIGNIFICANCE PURPOSE Callfornia 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 Soil Plastic limit, to characterize the fine-grained fraction of soils, and to Classification Plasticity specify the.fine-grained fraction of construction materials. Index Permeability. Used to determine the capacity of soil or rock to conduct a Groundwater liquid or gas. 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 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 Soluble 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 Foundations Water Used to determine the quantitative amount of water in a soil Index Property Content mass. Soil Behavior lrrarrzns nn 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 slabs Course or pavements. Backhll 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. CoflW= Soil, the constituents of which have been deposited chiefly by gravity such as at the foot of a slope or cliff. Compaction The densification of a soil by means of mechanical manipulation. Concrete Slab -on- A concrete surface layer cast directly upon a base, subbase or subgrade, and Grade typically used as a floor system. Differential Unequal settlement or heave between, or within foundation elements of a Movement structure. Earth Pressure The pressure or force exerted by soil on any boundary such as a foundation wall. ESAL Equivalent Single Axle Load, a criteria used to convert traffic to a uniform standard, 18,000 pound axle loads). Engineered Fill Specified material placed and compacted to specified density and/or moisture conditions under observations of a representative of a geotechnical engineer. Equivalent Fluid A hypothetical fluid having a unit weight such that it will produce a pressure against a lateral support presumed to be equivalent to that produced by the actual soil. This simplified approach is valid only when deformation conditions are such that the pressure increases linearly with depth and the wall friction is neglected.. Existing Fill (or man- 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. 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 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. RECOMMENDED PREVENTATIVE MAINTENANCE POLICY . FOR ASPHALT CONCRETE PAVEMENTS Distress Distress Recommended Distress _ Distress Recommended T e Sever Maintenance_ _ _ T e Severlt Maintenance Alligator Cracking Low None Patching & Utility Cut Low None Patching Medium Full -Depth Asphalt Concrete Patch Medium Full -Depth Asphalt Concrete Patch High- Hi h Bleeding Low None Polished_ Low None Aggregate Medium Surface Sandin Medium Hi h Shallow AC -Patch High FogSeal Block Cracking Low None Potholes Low Shallow AC Patch Medium Clean & Seal All Cracks Medium Full -Depth Asphalt Concrete Patch High High Bumps & Sags LowI None Railroad Crossing Low No Policy for This Project Medium Shallow AC Patch. Medium High Full -De th Patch Hi 'h Corrugation Low None - -_ _ -- Rutting Low None Medium Fu11-Depth Medium Shallow AC Patch Asphalt Concrete Patch High High Ful1-5e th_Patch Depression Low None Shoving Low None Medium Shallow AC Patch Medium Mill & Shallow AC Patch High Full -Depth Patch High Edge Cracking Low None - Slippage Cracking Low None Medium Seal Cracks Medium Shallow Asphalt Concrete Patch Hi h Full -De th Patch Hi h Joint Reflection Low Clean & Seal Swell Low None All Cracks Medium _-. Medium Shallow AC Patch High S.hallow AC Patch Hi h Full -Depth Patch Lane/Shoulder Drop -Off Low None Weathering' Ravelling Low Fog Seal Medium Regrade Medium Shoulder IHih Hih_ Longitudinal & Low None Transverse Cracking Medium Clean & Seal All Cracks High RECOMMENDED PREVENTATIVE -MAINTENANCE POLICY FOR JOINTED CONCRETE PAVEMENTS Distress Distress Recommended Distress Distress Recommended Type Seven Maintenance T e Severs Maintenance Blow -Up Low None Polished No Groove Surface Aggregate Severity Levels or Overlay Defined Medium Full -Depth Concrete Patch/ Slab Replacement High Corner Low Seal Cracks - Popouts No None Break Severity Levels Defined 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 High Faulting Low None Railroad Low No Crossing Policy for this Project Medium Grind Medium High Hih Joint Low None Scaling Low None Seal Map Cracking Crazing Medium Reseal Joints' Medium Slab Replacement, Full -depth Patch, or Overlay Hi h. Hi h Lane/Shoulder Low Regrade and Shrinkage No None Drop-off Fill Shoulders Cracks Severity to Match Levels Lane Height Defined Medium High Unear-Cracking Low Clean & Spelling Low None Longitudinal, Seal all Cracks Corner) Transverse and Diagonal Cracks Medium Medium Partial=Depth Concrete Patch High Full -Depth Patch _ Hi fi Large Patching Low None Spalling Low None and Joint) Utility Cuts Medium Sean Cracks or Medium Partial -Depth Patch Replace Patch Hi h High Reconstruct Joint Small Low None Patching Medium Replace Patch High C. ...lama