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Home My WebLink AboutKINGDOM HALL OF JEHOVAHS WITNESS - Filed GR-GEOTECHNICAL REPORT/SOILS REPORT -GEOTECHNICAL ENGINEERING REPORT PROPOSED KECHTER ROAD IMPROVEMENTS KECHTER ROAD EAST OF TIMBERLINE FORT COLLINS, COLORADO Terracon Project No. 20085047 July 7, 2008 Prepared for. Vizion Infrastructure Consulting 6200 Blue Spruce Drive Bellvue, Colorado 80512 Attn: Quentin Egan Prepared by. Terracon Consultants, Inc. 301 North Howes Street Fort Collins, Colorado 80521 Phone: 970-484-0359 Fax: 970-484-0454 Irerraco July 7, 2008 Vizion Infrastructure Consulting 6200 Blue Spruce Drive Bellvue, Colorado 80512 Attn: Quentin Egan Re: Geotechnical Engineering Report Proposed Kechter Road Improvements Kechter Road east of Timberline Road Fort Collins, Colorado Terracon Project No. 20085047 Irerracon Consulting Engineers & Scientists 301 North Howes Fort Collins, Colorado 80521 Phone 970.484.0359 Fax 970.484.0454 www.terraton.com Terracon has completed geotechnical engineering exploration for the proposed Kechter Road Improvements east of Timberline Road. This study was performed in general accordance with our proposal number CD2008174. The results of our engineering study are attached. These results include the Boring Location Diagram, laboratory test results, Logs of Boring, and the geotechnical recommendations needed to aid in the design and construction of pavements and other earth connected phases of this project. Other design and construction recommendations, based upon geotechnical conditions, are presented in the report. We appreciate being of service to you in the geotechnical engineering phase of this project, and are prepared to assist you during the construction phases as well. Please do not hesitate to contact us if you have any questions concerning this report or any Q ng, inspection, design and consulting services. P00 LrCENo_ Sincerely, TERRACON CONSULTANTS, INC. Christopher. . Gemperline Engineering Geologist Reviewed by Mike L. Walker Manager of Construction Services Copies to: Addressee (5) Geotechnical Department Manager Delivering Success for Cliepts and Employees Since 1965 More Than 95 Offices Nationwide Geotechnical Engineering Report Terracon Proposed Kechter Road Improvements Terracon Project No. 20085047 TABLE OF CONTENTS Page No. Letterof Transmittal.............................................................................................................. ii INTRODUCTION........................................................................................................................1 SITEEXPLORATION.................................................................................................................1 FieldExploration...................................................................................................................1 LaboratoryTesting................................................................................................................2 SITECONDITIONS....................................................................................................................3 SUBSURFACECONDITIONS....................................................................................................3 Soil and Bedrock Conditions.................................................................................................3 Field and Laboratory Test Results.........................................................................................3 GroundwaterConditions.......................................................................................................3 ENGINEERING RECOMENDATIONS........................................................................................3 Pavement Design and Construction...................................................................................... 3 Compliance...........................................................................................................................6 PavementPerformance........................................................................................................6 Earthwork.............................................................................................................................. 7 GeneralConsiderations...................................................................................................7 SitePreparation..............................................................................................................8 SubgradePreparation.....................................................................................................8 Fill Materials and Placement...........................................................................................8 CorrosionProtection........................................................................................................9 GENERALCOMMENTS.............................................................................................................9 Figure No. BORING LOCATION DIAGRAM..........................................................................................1 APPENDIX A: LOGS OF BORING APPENDIX B: LABORATORY TEST RESULTS APPENDIX C: GENERAL NOTES GEOTECHNICAL ENGINEERING REPORT PROPOSED KECHTER ROAD IMPROVEMENTS KECHTER ROAD EAST OF TIMERLINE ROAD FORT COLLINS, COLORADO Terracon Project No. 20085047 July 7, 2008 INTRODUCTION This report contains the results of our geotechnical engineering exploration for the proposed Kechter Road Improvements to be located east of Timberline Road in Fort Collins, Colorado. The purpose of these services is to provide information and geotechnical engineering recommendations relative to: subsurface soil conditions. groundwater conditions. pavement design and construction. earthwork. The 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. PROJECT INFORMATION Based on information provided by the client, the Kechter Road improvements will consist of widening the west bound lane to construct a designated turnlane onto northbound Timberline Road. Final site grading plans were not available prior to preparation of this report. Finished pavement elevation is anticipated to be at, or slightly above, existing site grade. SITE EXPLORATION PROCEDURES The scope of the services performed for this project included site reconnaissance by a geotechnical engineer, a subsurface exploration program, laboratory testing and engineering analysis. Field Exploration: One test boring was drilled on June 23, 2008 to a depth of about 10 feet below existing site grade at the approximate location shown on the Boring Location Diagram, 1 Geotechnical Engineering Report Terracon Proposed Kechter Road Improvements Terracon Project No. 20085047 Figure 1. The boring was drilled in the area of proposed the turn lane. The boring was advanced with a truck -mounted drilling rig, utilizing 4-inch diameter, flight auger. The boring was located in the field by pacing from property lines and/or existing site features. The accuracy of boring locations and elevations should only be assumed to the level implied by the methods used. Lithologic logs of each boring were recorded by the geotechnical engineer during the drilling operations. At selected intervals, samples of the subsurface materials were taken by driving split -spoon and ring barrel samplers. A representative bulk sample of subsurface materials were obtained from the borings. Penetration resistance measurements were obtained by driving the split -spoon and ring barrel samplers 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 at the time of site exploration. Due to safety concerns the test boring was backfilled and patched after drilling operations; therefore subsequent groundwater measurements could not be obtained. Some settlement of the patched asphalt should be anticipated. Laboratory Testing: Samples retrieved during the field exploration were returned to the laboratory for observation by the project geotechnical engineer, and were classified in general accordance with the Unified Soil Classification System described in Appendix C. At that time, an applicable laboratory -testing program was formulated to determine engineering properties of the subsurface materials. Following the completion of the laboratory testing, the field descriptions were confirmed or modified as necessary, and Logs of Borings were prepared. These logs are presented in Appendix A. Laboratory test results are presented in Appendix B. These results were used for the geotechnical engineering analyses and the development of pavement and earthwork recommendations. Laboratory tests were performed in general accordance with the applicable local or other accepted standards. Selected soil samples were tested for the following engineering properties: Water content • % (-) #200 Sieve Dry density • Plasticity Index Consolidation • R-value Water soluble sulfate content 2 Geotechnical Engineering Report Terracon Proposed Kechter Road Improvements Terracon Project No. 20085047 SITE CONDITIONS At the time of drillingoperations, Kechter Road was a two lane road. The site was bunPbounded on the north by a newly constructed single story church building, on the south by private horse pasture, and on the west by Timberline Road. The ground surface was generally flat. Road drainage was directed to the drainage easements on either side of Kechter Road. SUBSURFACE CONDITIONS Soil and Bedrock Conditions: As presented on the Log of Boring, about 4-1/2 inches of asphalt and 6 inches of roadbase was encountered at the surface. Soils underlying the pavement section consisted of clay fill with varying amounts of sand to a depth of about 3 feet below site grade. Clay with varing amounts of sand was encountered beneath the fill and extended to the depths explored. Field and Laboratory Test Results: Field test results indicate that the clay fill soils vary from medium stiff to very stiff in consistency. The native clay soils vary from medium stiff to very stiff in consistency. The sand soils vary from loose to loose to medium dense in relative density. Laboratory test results indicate that subsoils at shallow depth have non to low expansive potential. Laboratory test results indicate a water soluble sulfate concentration of 0 ppm. Groundwater Conditions: Groundwater was not observed in the test boring at the time of field exploration. Due to safety concerns the test boring was backfilled and patched after drilling operations; therefore subsequent groundwater measurements could not be obtained. 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 conditions can change with varying seasonal and weather conditions, water elevation of the nearby detention pond, and other factors. Zones of perched and/or trapped groundwater may also occur at times in the subsurface soils The location and amount of perched water is dependent upon several factors including hydrologic conditions, type of site development, irrigation demands on or adjacent to the site, fluctuations in water of the nearby detention pond, seasonal and weather conditions. ENGINEERING RECOMMENDATIONS 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), and the La.rimer County Urban Area Street Standards (LCUASS). 3 Geotechnical Engineering Report Proposed Kechter Road Improvements Terracon Project No. 20085047 Terracon Based upon AASHTO criteria, Colorado is located within Climatic Region VI of the United States. This region is characterized as being dry, with hard ground freeze and spring thaw. The spring thaw condition typically results in saturated or near -saturated subgrade soil moisture conditions. The AASHTO criteria suggest that these moisture conditions are prevalent for approximately 12-1/2 percent of the annual moisture variation cycle. 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. Hot Mix Asphalt (HMA) underlain by crushed aggregate base course with or without a fly ash treated subgrade, and non -reinforced concrete pavement are feasible alternatives for the proposed on -site paved sections. Based on the subsurface conditions encountered at the site, and the laboratory test results, it is recommended that the pavements areas be designed using a minimum R-value of 13. Laboratory testing of the subgrade materials resulted in swell index values less than the maximum 2 percent criteria established for determining if swell -mitigation procedures in the pavement sections are required per LUCASS standards. Therefore, swell -mitigation of the cohesive subgrade materials prior to pavement operations is not required. If fly ash is utilized to stabilize the subgrade, Terracon recommends incorporating approximately 12 percent by weight, Class C fly ash, into the upper 12-inches of subgrade. Per LCUASS, the tilling depth should extend to 14 inches in order to receive credit for 12-inches of fly ash treatment. The subgrade treatment should extend from back of curb to back of curb if implemented. The equivalent daily axle loads (EDLA's) for the project were provided by a representative of the City of Fort Collins Engineering Department. Using a design R-value of 13, appropriate ESAL/day, environmental criteria, Larimer County Urban Area Street Standards(LCUASS) Table 10-1, and other factors, the structural number (SN) of the pavement section was determined on the basis of the 1993 AASHTO design equation. The criteria for pavement design are as follows: Traffic Area Road Classification EDLA Serviceability Reliability Design Life Structural NumberPresentTerminal Kechter Four Lane Turn lane Arterial 200(') 4.5 2.5 90 20 Years 4.5 tuLA providea by the City of Fort Collins 4 Geotechnical Engineering Report Terracon Proposed Kechter Road Improvements Terracon Project No. 20085047 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 evaluation of the Modulus of Subgrade Reaction of the soils (K-value), the Modulus of Rupture of the concrete, and other factors previously outlined. A Modulus of Subgrade Reaction of 100 pci, and a Modulus of Rupture of 600 psi, was used for pavement concrete. The rigid pavement thickness was determined on the basis of the AASHTO design equation. 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 and the assumed type and volume of traffic as the criterion for pavement design, the following minimum pavement thicknesses are recommended: Recommended Pavement Thickness (inches) Aggregate Fly ash Portland Traffic Area Alternative HMA Base Treated Cement Total Course Sub -base Concrete Kechter A 7-1/2 11 18-1/2 B 6 11 12 29Turnlane C 8 g Each alternative should be investigated with respect to current material availability and economic conditions. Site grading is generally accomplished early in the construction phase. However, as construction proceeds, the subgrade may be disturbed due to utility excavations, construction traffic, desiccation, or rainfall. As a result, the pavement subgrade may not be suitable for pavement construction and corrective action will be required. The subgrade should be carefully evaluated at the time of pavement construction for signs of disturbance or excessive rutting. If disturbance has occurred, pavement subgrade areas should be reworked, moisture conditioned, and properly compacted to the recommendations in this report immediately prior to paving. We recommend the pavement areas be rough graded and then thoroughly proofrolled with a loaded tandem axle dump truck prior to final grading and paving. Particular attention should be paid to areas where backfilled trenches are located. Areas where unstable conditions are located, the area should be repaired by removing and replacing the materials with properly compacted fills. Pavement areas should be moisture conditioned and properly compacted to the recommendations in this report immediately prior to paving. The placement of a partial pavement thickness for use during construction is not suggested without a detailed pavement analysis incorporating construction traffic. 5 Geotechnical Engineering Report Proposed Kechter Road Improvements Terracon Project No. 20085047 Terracon 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. Aggregate base course and select sub -base should be placed in lifts not exceeding 6 inches and compacted to a minimum of 95 percent standard Proctor density (ASTM D698). HMA should be composed of a mixture of aggregate, filler and additives (if required) and approved bituminous material. The HMA should conform to approved mix designs stating the superpave volumetric properties, optimum asphalt content, job mix formula and recommended mixing and placing temperatures. Aggregate used in HMA should meet particular gradations. Material meeting CDOT Grading S, SG, or SX specifications or equivalent is recommended. Mix designs should be submitted prior to construction to verify their adequacy. HMA material should be placed in minimum/maximum lifts of 1.5/2, 2/3.5, and 3/5-inches for grading SX, S, and SG; respectively, and compacted within a range of 92 to 96 percent of the theoretical maximum Rice) density (ASTM D2041). The asphalt binder grading should be selected based upon the local government entity input. Where rigid pavements are used, the concrete should be obtained from an approved mix design with the following minimum properties (Class "P" or "AX", refer to LCUASS Chapter 22 and 23): Modulus of Rupture @ 28 days ........................................................ 600 psi minimum Strength Requirements(compressive)........................................... 4,000 psi minimum Cement Type................................................................................ Type I or II Portland Entrained Air Content......................................................................................5 to 8% Concrete Aggregate...................................................................... CDOT Section 703 Water/Cementitious ratio...........................................................0.45 maximum Ibs/Ibs 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 CDOT should be followed. Longitudinal and transverse joints should be provided as needed in concrete pavements for expansion/contraction and isolation per ACI 325. The location and extent of joints should be based upon the final pavement geometry. Joints should be sealed to prevent entry of foreign material and doweled where necessary for load transfer. Compliance: Recommendations for pavement construction presented depend upon compliance with recommended material specifications. To assess compliance, observation and testing should be performed under the direction of the geotechnical engineer. Pavement Performance: Pavement design methods are intended providegdtopode structural sections with adequate thickness over a particular subgrade such that wheel loads are reduced to a level 1 Gootechnical Engineering Report Terracon Proposed Kechter Road Improvements Terracon Project No. 20085047 the subgrade can support. The support characteristics of the subgrade for pavement design do not account for shrink/swell movements of a potentially expansive clay subgrade such as the soils encountered on this project. Thus, the pavement may be adequate from a structural standpoint, yet still experience cracking and deformation due to shrink/swell relate movement of the subgrade: It is, therefore, important to minimize moisture changes in the subgrade to reduce shrink/swell movements. tSince 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: site grading at a minimum 2 percent grade away from the pavements. the subgrade and the pavement surface have a minimum 1/4 inch per foot slope to promote proper surface drainage. install pavement drainage surrounding areas anticipated for frequent wetting (e.g., garden centers, wash racks).. install joint sealant and seal cracks immediately. compaction of any utility trenches for landscaped areas to the same criteria as the pavement subgrade. Drainage Adjacent to Pavements: The clay and/or claystone subgrade materials will expand and/or lose stability with increases in moisture content. Therefore, to reduce pavement distress due to wetting of the subgrade in areas of water intensive landscaping or other nearby water sources (or if aggregate base course is used) located adjacent to pavements, we recommend that shoulder drains be installed. The drain system should consist of a properly sized pipe embedded in free -draining material directed to a suitable outfall such as an underdrain or storm sewer. Earthwork: General Considerations: The following presents recommendations for site preparation, excavation, subgrade preparation and placement of engineered fills on the project. Earthwork on the project should be observed and evaluated by Terracon. The evaluation of earthwork should include observation and testing of engineered fills, subgrade preparation, pavement bearing soils and other geotechnical conditions exposed during the construction of the project. 7 Geotechnical Engineering Report Terracon Proposed Kechter Road Improvements Terracon Project No. 20085047 Site Preparation: Strip and remove existing HMA and other deleterious materials from proposed pavement areas. Exposed surfaces should be free of mounds and depressions which 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 structures. 1 Exposed areas which will receive fill, once properly cleared and benched, should be scarified to a minimum depth of 8 inches, conditioned to near optimum moisture content and compacted. To the minimum outlined in the earthwork recommendations. Demolition of the pavement (if required) should include complete removal of HMA and aggregate base course within the proposed construction area. This should include removal of any loose backfill found within the pavement area. HMA derived from the demolition of existing pavements should be removed from the site and not be allowed for use in any on -site fills; without review and specific approval by the geotechnical engineer for location and application. Subgrade Preparation: Subgrade soils beneath the aggregate base course be scarified, moisture conditioned and compacted to a minimum depth of 8 inches per earthwork recommendations. The moisture content and compaction of subgrade soils should be maintained until pavement construction. Fill Materials and Placement: Clean on -site soils or approved imported materials may be used as fill material. Imported soils (if required) should conform to the following: Gradation Percent finer by weight ASTM C136) 61' .....................................................................................................................100 311 ................................................................................................................ 70-1 00 No. 4 Sieve........................................................................................... 50-100 No. 200 Sieve.......................................................................................... 70 (max) Liquid Limit........................................................................................ 35 (max) Plasticity Index................................................................................... 20 (max) Maximum expansive potential(%)'.............................................................1.5 Geotechnical Engineering Report Terracon Proposed Kechter Road Improvements Terracon Project No. 20085047 Measured on a sample compacted to approximately 95 percent of the ASTM D698 maximum dry density at about 3 percent below optimum water content. The sample is confined under a 150 psf surcharge and submerged. 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 is 95 percent of the maximum dry density (ASTM D698). On -site clay soils should be compacted within a moisture content range of 2 percent below to 2 percent above optimum. Imported soils sand should be compacted within a moisture range of 3 percent below to 3 percent above optimum unless modified by the project geotechnical engineer. Corrosion Protection: Results of soluble sulfate testing indicate that ASTM Type I Portland cement is suitable for all project 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. Pavement concrete should be designed in accordance with the provisions of Section 318, Chapter 4, of the ACI Design Manual. e Surface Drainage: Grades must be adjusted to provide positive drainage away from the Pavement during construction and maintained throughout the life of the proposed project. Infiltration of water into utility excavations must be prevented during construction. Landscaped irrigation adjacent to the pavement areas should be minimized or eliminated. Water permitted to pond near or adjacent to the perimeter pavement (either during or post -construction) can result in significantly higher soil movements than those discussed in this report. Pavements will be subject to post construction movement. Maximum grades practical should be used for paving and flatwork to prevent areas where water can pond. In addition, allowances in final grades should take into consideration post -construction movement of flatwork, particularly if such movement would be critical. Where paving or flatwork abuts structures, care should be taken that joints are properly sealed and maintained to prevent the infiltration of surface water. I 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 should also be retained to provide testing and observation during the excavation, grading, and construction phases of the project. Geotechnical Engineering Report Proposed Kechter Road Improvements Terracon Project No. 20085047 Terracon 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 that 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 or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the potential for such contamination or pollution, 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 are planned in the nature, design, or location of the project as outlined in this report, 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. 10 SULDNO PROPOSED AREA INLET SANITARY SEWER CLEANOUT K 1, a I "m I h0q.., I EIH3 Do 24,00' LOT ' EMERGENCY PROPOSED 20.00' ACCESS DRAINAGE EASEMENT EASEMENT r r I!I PROPOSED TRANSFORMER LOCATION WATER QUALITY OUTLET S7RUC7URE PROPOSE DRAINAGE EASEMENT PROPOSED 15.00' UTILITY EASEMENT PROPOSED RIGHT—OF—WAY I 1/2 R.O.W. I I I KECHTER ROAD I I/ I LEGEND APPROXIMATE TEST BORING LOCATION DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES Iva — SECTION LINE FIGURE 1: BORING LOCATION DIAGRAM An TIMBERLINE ROAD & KECHTER ROAD IMPROVEMENTS 8 l EAST OF THE TIMBERLINE ROAD $ KECHTER ROAD INTERSECTION FORT COLLINS, COLORADO Projed Mngr. CMG Pr*d No. 200& Designed By: CMG Irerracon scale: Checked By: RLD 301 N. Howes SbW Date: 07/0 Approved BY RLD Fort CoLins, Colmdo 80521 Drawn By. Name: Ftgure No. Flte N:IPROJECTS1200MOO850471CADM20085047-1 1 1 LOG OF BORING NO. 1 Page 1 of 1 CLIENT VIZION INFRASTRUCTURE CONSULTING SITE Timberline Road and Kechter Road PROJECT Fort Collins, Colorado TIMBERLINE AND KECHTER ROAD IMPROVEMENT SAMPLES TESTS DESCRIPTION 0° w = uj w In WW ZZ_ W V 0- W OJ Q>O of Z W 0 Z d' m V d Z) co o lA 0.3 41/2 "ASPHALT 6" AGGREGATE BASE COURSE cr.• 0.9 0.9% FILL, LEAN CLAY WITH SAND 1 RS 12 11 16 107 Stiff, brown, gravel observed 150psf 2 BS 3 LEAN CLAY WITH SAND Stiff, reddish brown, CL 3 SS 12 6 5 9 10BOTTOMOFBORING The stratification lines represent the approArnate boundary lines between soil and rock types: in -situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft BORING STARTED 6-23-08 WL 7 DRY WD FILLEDAB BORING COMPLETED 6-23-08 WL Trerracon RIG CME 55 FOREMAN HCT WL Initial Water Level Reading APPROVED RLD JOB # 20085047 z v7 Q 1 0 100 1000 10,000 PRESSURE, psf 0 Specimen Identification 0 Z Notes: a S ac7 m Z SWELL CONSOLIDATION TEST z Project: TIMBERLINE AND KECHTER ROAD IMPROVEMENTIrerraconSite: Timberline Road and Kechter Road Fort Collins, Colorado Job #: 20085047 UF 4 2 2 4 6 8 Classification Yd, pcf WC,% 1 1.Oft FILL, LEAN CLAY WITH SAND 107 20 Specimen Identification 0 Z Notes: a S ac7 m Z SWELL CONSOLIDATION TEST z Project: TIMBERLINE AND KECHTER ROAD IMPROVEMENTIrerraconSite: Timberline Road and Kechter Road Fort Collins, Colorado Job #: 20085047 UF 4 2 2 4 6 8 Classification Yd, pcf WC,% 1 1.Oft FILL, LEAN CLAY WITH SAND 107 20 301 North Howes Streetrerracon FORT COLLINS, COLORADO 80521 970) 484-0359 FAX (970) 484-0454 RESISTANCE R-VALUE & EXPANSION PRESSURE OF COMPACTED SOIL ASTM D2844 CLIENT: DATE OF TEST: 28-JUn-08 PROJECT: Timberline & Kechter LOCATION: Bulk 0.0'-4.0' TERRACON NO. 20085047 CLASSIFICATION: Lean Clay with Sand SAMPLE DATA TEST RESULTS TEST SPECIMEN NO. 1 2 3 COMPACTION PRESSURE (PSI) 70 110 170 DENSITY (PCF) 114.0 118.5 122.8 MOISTURE CONTENT (%) 16.5 14.3 12.6 EXPANSION PRESSURE (PSI) -0.28 -0.28 0.06 HORIZONTAL PRESSURE @ 160 PSI 140 138 129 SAMPLE HEIGHT (INCHES) 2.59 2.58 2.52 EXUDATION PRESSURE (PSI) 241.5 269.2 368.8 CORRECTED R-VALUE 9.3 11.3 17.2 UNCORRECTED R-VALUE 8.9 10.9 17.2 R-VALUE @ 300 PSI EXUDATION PRESSURE = 13 100 90 80 70 w 60 a 50 40 30 20 10 0 0 100 200 300 400 500 600 700 800 EXUDATION PRESSURE PSI P L A S T I C T Y p E X 60 50 40 30 20 10 0 00, CL CH z 4 ML MHCL-ML 0 20 40 60 LIQUID LIMIT 80 100 Specimen Identification LL PL PI Fines Classification 1 2.Oft 34 14 20 71 LEAN CLAY with SAND(CL) 1 Ferracon ATTERBERG LIMITS RESULTS Project: TIMBERLINE AND KECHTER ROAD IMPROVEMENT Site: Timberline Road and Kechter Road Fort Collins, Colorado Job #: 20085047 Sheet 1 of 1 Borehole Depth Liquid Plasticity 200 Water Soluble AASHTO USCS Water Dry Unit oSwell (/o)/ Unconfined Comp. ft Limit Index Sieve Sulfates Class- Class- Content Weight Surcharge Strengthificationificationpcf) psf) ppm p 1 1.0 0 15.8 106.6 0.9/150 1 2.0 34 20 71 A-6 CL SUMMARY OF LABORATORY RESULTS Project: TIMBERLINE AND KECHTER ROAD IMPROVEMENTIrerraconSite: Timberline Road and Kechter Road Fort Collins, Colorado Job #: 20085047 GENERAL NOTES DRILLINGA 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., 3" 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 184nchpenetrationwitha140-pound hammer falling 30 inches Is considered the "Standard Penetration" or "N-value". For 3" O.D. ringsamplers (RS) the penetration value is reported as the number of blows required to advance the sampler 12 Inches using a 140- pound hammer falling 30 Inches, reported as "blows per foot," and is not considered equivalent to the "Standard Penetration" or "N- value". WATER LEVEL MEASUREMENT SYMBOLS: WL: Water Level WS:. While Sampling WCk 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 Soilshavemorethan50% 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 sifts if they are slightly plastic or non -plastic. Major constituents may be added as modifiers and minor constituents maybeaddedaccordingtotherelativeproportionsbasedongrainsize. 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. FINE-GRAINED SOILS COARSE -GRAINED SOILS BEDROCK RS SS RSI (SSI Relative (RS) SS Blows/Ft.- Blows/Ft. Consistency Blows/Ft. , Blows/Ft. Densi Blows/Ft. Blows/FL Consistency - 3 < 2 Very - Soft 0-6 < 3 Very Loose < 30 < 20 Weathered 3-4 2-3 Soft 7-18 4-9 Loose 30-49 20-29 Firm 5-9 4-6 Medium Stiff 19-58 10-29 Medium Dense 50-89 30-49 Medium Hard 10-18 7-12 Stiff 59-98 30-49 Dense 90-119 50-79 Hard 19-42 13-26 Very Stiff > 98 > 49 Very Dense > 119 > 79 Very Hard42 > 26 Hard RELATIVE PROPORTIONS OF SAND AND GRAIN SIZE TERMINOLOGY GRAVEL Descriptive. Terms of Percent of Major Component Other Constituents Dry Weight of Sample Particle Size Trace < 15 Boulders Over 12 in. (300mm) With 15 — 29 Cobbles 12 in. to 3 in. (300mm to 75 mm) Modifier > 30 Gravel 3 in. to #4 sieve (75mm to 4.75 mm) Sand #4 to #200 slave (4.75mm to 0.075mm) Silt or Clay Passing #200 Sieve (0.075mm) RELATIVE PROPORTIONS OF FINES PLASTICITY DESCRIPTION Descriptive Terms of Percent of Other Constituents Dry Weight Term Plasticity Index Trace < 5 Non -plastic 0 With 5-12 Low 1-10 Modifiers > 12 Medium 11-30 High 30+ Irerraca n UNIFIED SOIL CLASSIFICATION SYSTEM Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests" Coarse Grained Soils Gravels Clean Gravels Cu a 4 and 1 5 Cc s 3E More than 50% retained More than 50% of coarse fraction retained on Less than 5% fineso Cu < 4 and/or 1 > Cc > 3E on No. 200 sieve No. 4 sieve Gravels with Fines More Fines classify as ML or MH than 12% fines' Fines classify as CL or CH Sands Clean Sands Cu a O'and 1 5 Cc s 3E 50% or more of coarse Less than 5% fines° fraction passes Cu < 6 and/or t > Cc > 3E No. 4 sieve Sands with Fines Fines classify as ML or MH More than 12% fines° Fines classify as CL or CH Flne-Grained Soils Slits and Clays inorganic PI > 7 and plots on or above "A" line' 50% or more passes the Liquid limit less than So. No. 200 sieve organic Slits and Clays Inorganic Liquid limit 50 or more organic PI <4 or plots below "A" tine' Liquid limit -oven dried <0.75 Liquid limit - not dried PI plots on or above "A" line PI plots below "A" line Liquid limit - oven dried 0.75 Liquid Omit - not dried organic soils Primarily organic matter, darn In color, and organic odor Based on the material passing the 34n. (75-mm) sieve If field sample contained cobbles or boulders, or both, add "with cobbles or boulders, or both* to group name. ' cGravels with 5 to 12% fines require dual symbols: GW-GM well graded gravel with silt, GW-GC will graded gravel with day, GP -GM poorly graded gravel with silt, GP -GC poorly graded gravel with day. Sands with 5 to 12% fines require dual symbols: SW-SM well graded sand with sift, SW -SC well graded sand with clay, SP-SM poorly graded sand with silt, SP-SC poorly graded sand. with clay 2. ECU = DadDto Cc = ( Dau) Dt° x Dee P If soil contains >_ 15% sand, add "with sand" to group name. slf fines classify as CL-ML, use dual symbol GC -GM, or SC-SM. so , r------r--- For classification of fine-grained soils and fine-grained fraction 50 :_ot coars"ralned soils — fff Equation of "A" - line a Horizontal at PI=4 to LL=25.5. X 40 then P1=0.73 (LL-20) ---- p Equation of "U" - line Ventral atLL-16 to PI-7, 30 than P1.9 (LL•S) 201m GV— a to r 7r 4 01, 0 Soll Group Symbol Group Name° GW Well graded gravel° GP Poorly graded graver GM Silty gravelPA•" GC Clayeygravel'AH SW SP Well graded sand' Poorly graded sand' SM Silly sand0J1 SC Clayey sand°}" CL ML Lean clay"" SO" OL Organic clay"JO Organic siif"40 CH Fat clayK" MH Elastic siICG''" OH Organic dayK"AP Organic siftKL" PT Peat tf fines are organic, add "with organic fines" to group name. 1 if soil contains >_ 15% gravel, add'with gravel" to group name. if Atterberg limits plot in shaded area, soil is a CL-ML, silty clay. r If soil contains t5 to 29% plus No. 200, add °with sand" or °with gravel,* whichever is predominant. L If soil contains >_ 30% plus No. 200 predominantly sand, add sandy" to group name. If soil contains 2 30% plus No. 200, predominantly gravel, add gravelly' to group name. PI 2 4 and plots on or above °A" line. 0 P I < 4 or plots below "A" line. P PI plots on or above °A" line. PI plots below'A' line. f JP;AS JI OX\ i MH or OH ILk-: Cy ML or OL I I 1 10 1s M 30 40 50 so 70 80 LIQUID LIMIT (LL) W 100 110 1 rerr con ROCK CLASSIFICATION Based on ASTM C-294) Sedimentary Rocks Sedimentary rocks are stratified materials laid down by water or- wind. The sediments may be composed of particles or pre-existing rocks derived by mechanical weathering, evaporation or by chemical or organic origin. The sediments are usually indurated by cementation or compaction. Chert Very fine-grained siliceous rock composed of micro -crystalline. or cr ptocrystalline quartz, chalcedony or opal. Chert is various colored, porous to dense, hard and has a conchoidal to splintery fracture. Claystone Fine-grained rock composed of or derived by erosion of silts and clays or any rock containing clay. Soft massive and may contain carbonate minerals. Conglomerate Rock consisting of a considerable amount of rounded gravel, sand and cobbles with or without interstitial or cementing material. The cementing or interstitial material may be quartz, opal, calcite, dolomite, clay, iron oxides or other materials. Dolomite A fine-grained carbonate rock consisting of the mineral dolomite [CaMg(CO3)]. May contain non -carbonate impurities such as quartz, chert, clay minerals, organic matter, gypsum and sulfides. Reacts with hydrochloric acid (HCL). Limestone. A fine-grained carbonate rock consisting of the mineral calcite (CaCO3). May contain non -carbonate impurities such as quartz, chert, clay minerals, organic matter, gypsum and sulfides. Reacts with hydrochloric acid (HCL). Sandstone Rock consisting of particles of sand with or without interstitial and cementing materials. The cementing or interstitial material may be quartz, opal, calcite, dolomite, clay, iron oxides or other material. Shale Fine-grained rock composed of or derived by erosion of silts and clays or any rock containing clay. Shale is hard, platy, of fissile may be gray, black, reddish or green and may contain some carbonate minerals (calcareous shale). Siltstone Fine grained rock composed of or derived by erosion of silts or rock containing silt. Siltstones consist predominantly of silt sized particles (0.0625 to 0.002 mm in diameter) and are intermediate rocks between claystones and sandstones and may contain carbonate minerals. 11'erraco LABORATORY TEST SIGNIFICANCE AND PURPOSE TEST SIGNIFICANCE PURPOSE California Bearing Used to evaluate the potential strength of subgrade soil, Pavement Thickness Ratio subbase, and base course material, including recycled Design materials for use in road and airfield pavements. Consolidation Used to develop an estimate of both the rate and amount of Foundation Design both differential and total settlement of a structure. Direct Shear Used to determine the consolidated drained shear strength Bearing Capacity, of soil or rock. Foundation Design, and Slope Stability Dry Density Used to determine the in -place density of natural, inorganic, Index Property Soil fine-grained soils. Behavior Expansion Used to measure the expansive potential of fine-grained Foundation and Slab soil and to provide a basis for swell potential classification. Design Gradation Used for the quantitative determination of the distribution of Soil_ Classification particle sizes in soil. Liquid & Plastic Limit, Used as an integral part of engineering classification Soil Classification Plasticity Index systems to characterize the fine-grained fraction of soils, and to specify the fine-grained fraction of construction materials. Permeability Used to determine the capacity of soil or rock to conduct a Groundwater Flow liquid or gas. Analysis pH Used to determine the degree of acidity or alkalinity of a Corrosion Potential soil. Resistivity Used to indicate the relative ability of a soil medium to carry Corrosion Potential electrical currents. R-Value Used to evaluate the potential strength. of subgrade soil, Pavement Thickness subbase, and base course material, including recycled Design materials for use in road and airfield pavements. Soluble Sulfate Used to determine the quantitative amount of soluble Corrosion Potential sulfates within a soil mass. Unconfined To obtain the approximate compressive strength of soils Bearing Capacity Compression that possess sufficient cohesion to permit testing in the Analysis for unconfined state. Foundations Water Content Used to determine the quantitative amount of water in a soil Index Property Soil mass. Behavior Arerracon REPORT TERMINOLOGY Based on ASTM D653) Aggregate Base A layer of specified material placed on a subgrade or subbase, usually beneath slabs or pavements. Asphalt A dark brown to black cementitious materials in which the predominating constituents are bitumens which occur in nature or are obtained in petroleum processing. Asphalt Cement A fluxed or unfluxed asphalt secially prepared as to quality and consistency for direct use in the manufacture of bituminous pavements. 1 Asphalt:Rubber A blend of asphalt cement, reclaimed tire rubber, and certain additives in which the rubber. component is at least 15% by weight of the total blend and has reacted in the hot asphalt cement sufficiently to cause swelling of the rubber particles. BackBll A specified material placed and compacted in a confined area. Bitumen A class of black or dark -colored cementitious substances, natural or manufactured, composed principally of high molecular weight hydrocarbons, of which asphalts, tars; pitches, and asphaltites are typical. Coefficient of Ration of (1) load per unit area of horizontal surface of a mass of soil, to Subgrade Reaction (2) corresponding settlement of the surface. 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 typically used Grade as a floor system. 1 Crack Filler Bituminous material used to fill and seal cracks in existing pavements Differential Unequal settlement or heave between, or within foundation elements of structure. Movement 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. Existing Fill (or Materials deposited throughout the action of man prior to exploration of the site. Man - Made Fill) Existing Grade The ground surface at the time of field exploration. Expansive The potential of a soil to expand (increase in volume) due to absorption of moisture. Potential 1 Finished Grade The final grade created as a part of the project. Fog Seal A light application of bituminous material to an existing pavement as a seal to inhibit raveling, orto seal the surface, or both. Medium and slow -setter bituminous emulsions are 1 usuallyusedandmaybedilutedwithwater. 1 1 1 rerrac® REPORT TERMINOLOGY Based on ASTM D653) Frost Depth The depth at which the ground becomes frozen during the winter season. 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 occurring 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 weight by a Content given compactive effort. Perched Water Groundwater, usually of limited area maintained above a normal water elevation by the presence of an intervening relatively impervious continuous stratum. Prime Coat An application of a low -viscosity bituminous material to an absorptive surface, designed to penetrate, bond, and stabilize this existing surface and to promote adhesion between it and the construction course that follows. Scarify To mechanically loosen soil or break down existing soil structure. Settlement Downward movement. 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. Tack Coat An application of bituminous material to an existing relatively non -absorptive surface to provide a thorough bond between old and new surfacing.