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Supplemental Geotechnical Engineeringand Pavement Thickness Design Report
East Pikes Peak Avenue Pavement EvaluationColorado Avenue to Printers Parkway Avenue
Terracon Project No. 23165087March 2, 2017
Prepared for:AECOM
Colorado Springs, Colorado
Prepared by:Terracon Consultants, Inc.
Colorado Springs, Colorado
7.2 Geotech Evaluation
Terracon Consul tants, Inc. 4172 Center Park Dr ive Colorado Spr ings, Colorado 80916P [719] 597 2116 F [719] 597 2117 terracon.com
TABLE OF CONTENTS
PageEXECUTIVE SUMMARY ............................................................................................................. i1.0 INTRODUCTION ............................................................................................................. 12.0 PROJECT INFORMATION ............................................................................................. 2
2.1 Project Description ............................................................................................... 23.0 SUBSURFACE CONDITIONS ........................................................................................ 3
3.1 Typical Profile ...................................................................................................... 33.2 Groundwater ........................................................................................................ 4
4.0 LABORATORY TESTING ............................................................................................... 54.1 Swell Test Results ............................................................................................... 54.2 Soil-Lime Mix Stabilization Test Results ............................................................... 54.3 Soil-Cement Mix Stabilization Test Results .......................................................... 54.4 Corrosivity Test Results ....................................................................................... 6
5.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION ...................................... 75.1 Geotechnical Considerations ..................................................................................... 7
5.1.1 Mitigation of Poor Quality Pavement Subgrades ....................................... 75.1.2 Groundwater ............................................................................................ 75.1.3 Claystone Bedrock ................................................................................... 8
5.2 Earthwork............................................................................................................. 85.2.1 Pavement Subgrade Preparation.............................................................. 85.2.2 Pavement Subgrade Mitigation ................................................................. 95.2.3 Chemical Stabilization Subgrade Preparation ......................................... 115.2.4 Full-Depth Reclamation Subgrade Preparation....................................... 115.2.5 On-site and Imported Material ................................................................ 125.2.6 Backfill Compaction Requirements ......................................................... 125.2.7 Trench Excavation .................................................................................. 135.2.8 Trench Backfilling ................................................................................... 145.2.9 Utility Line Subgrade Preparation ........................................................... 145.2.10 Manhole Subgrade Preparation .............................................................. 15
5.6 Lateral Earth Pressures ..................................................................................... 156.0 Pavement Design......................................................................................................... 17
6.1 Design Traffic ..................................................................................................... 176.2 Pavement Design Parameters ........................................................................... 206.3 Recommended Minimum Pavement Sections .................................................... 21
7.0 GENERAL COMMENTS ............................................................................................... 25
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TABLE OF CONTENTS (Cont’d)
APPENDIX A – FIELD EXPLORATIONExhibit A-1 Field Exploration DescriptionExhibit A-2 Site Vicinity MapExhibits A-3 and A-4 Exploration PlansExhibit A-5 PCI RatingExhibits A-5 and A-7 Exploration Plans with AASHTO Soil ClassificationExhibits A-8 to A-23 Boring LogsExhibit A-24 Subsurface Profile
APPENDIX B – LABORATORY DATAExhibit B-1 Laboratory TestingExhibits B-2 to B-4 Summary of Laboratory ResultsExhibit B-5 Atterberg Limits ResultsExhibit B-6 Atterberg Limits ResultsExhibit B-7 Grain Size DistributionExhibit B-8 Soil-Lime Mix Moisture-Density RelationshipExhibit B-9 Soil-Lime Mix Unconfined Compressive StrengthExhibit B-10 Corrosivity Test Results
APPENDIX C – SUPPORTING INFORMATIONExhibit C-1 General NotesExhibit C-2 Unified Soil Classification SystemExhibit C-2 Description of Rock PropertiesExhibit C-4 Pavement Edge Drain Detail
APPENDIX D – PAVEMENT THICKNESS DESIGN NOMOGRAPHSExhibit D-1 R-value of 6, Flexible and Rigid (East Pikes Peak Avenue)Exhibit D-2 R-value of 20, Flexible and Rigid (East Pikes Peak Avenue)Exhibit D-3 R-value of 20, Flexible and Rigid (Union Blvd Intersection)Exhibit D-4 R-value of 40, Flexible and Rigid (Union Blvd Intersection)Exhibit D-5 R-value of 6, Flexible (Minor Arterial)Exhibit D-6 R-value of 6, Flexible (Major/Minor Collector)Exhibit D-7 R-value of 6, Flexible (Local)Exhibit D-8 R-value of 20, Flexible (Minor Arterial)Exhibit D-9 R-value of 20, Flexible (Major/Minor Collector)Exhibit D-10 R-value of 20, Flexible (Local)Exhibit D-11 R-value of 40, Flexible (Minor Arterial)Exhibit D-12 R-value of 40, Flexible (Major/Minor Collector)Exhibit D-13 R-value of 40, Flexible (Local)
APPENDIX E – BORING LOGS AND LABORATORY TEST RESULTS(TERRACON REPORT NO. 23085044 AND 23155032)
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March 2, 2017
AECOM2315 Briargate Parkway, Suite 150Colorado Springs, Colorado 80920
Attn: Mrs. Celeste E. Raine, PE
Re: Supplemental Geotechnical Engineering and Pavement Thickness Design ReportEast Pikes Peak Avenue Pavement EvaluationColorado Avenue to Printers ParkwayColorado Springs, ColoradoTerracon Project Number: 23165087
Mrs. Raine:
Terracon Consultants, Inc. (Terracon) has completed the geotechnical engineering explorationfor the above referenced project. This study was performed in general accordance with ourproposal number P23165087 dated May 20, 2016. Terracon previously completed ageotechnical engineering exploration and report for pavement thickness designrecommendations for approximately 2 miles of roadway along Pikes Peak Avenue fromColorado Avenue to North Circle Drive, dated September 09, 2008, under Terracon ProjectNumber 23085044. A supplemental geotechnical engineering exploration and report wascompleted under Terracon Project Number 23155032, dated March 4, 2016. This reportcombines the field and laboratory data from the previous studies with the findings of the currentsubsurface exploration to provide supplemental recommendations concerning earthwork andpavement thickness design for the project. The recommendations in our March 4, 2016geotechnical report remain applicable, except where superseded herein.
We appreciate the opportunity to be of service to you on this project. If you have any questionsconcerning this report, or if we may be of further service, please contact us.
Sincerely,Terracon Consultants, Inc.
Alexander Vega Ryan Feist, P.E.Senior Staff Geotechnical Professional Geotechnical Services Manager
cc: 1 PDF
Supplemental Geotechnical Engineering and Pavement Thickness Design ReportEast Pikes Peak Avenue Pavement Evaluation ■ Colorado Springs, ColoradoMarch 2, 2017 ■ Terracon Project No. 23165087
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EXECUTIVE SUMMARY
Terracon has completed a supplemental subsurface field exploration and laboratory testing forthe East Pikes Peak Avenue Pavement Evaluation project. Between September 28 and 30,2016, sixteen (16) test borings were advanced to depths ranging between 5 to 30½ feet belowthe existing asphalt concrete paved surface along East Pikes Peak Avenue between theintersections of Colorado Avenue and Printers Parkway in Colorado Springs, Colorado. Basedon the information obtained from our current study, the following geotechnical considerationswere identified and should be considered for the proposed roadway construction:
n The majority of the subgrade soils along the proposed improvements classified as A-2-4,A-2-6, A-6, and A-7 soils in accordance with the American Association of State Highwayand Transportation Officials (AASHTO). The supplemental borings generally reaffirmedour previous results, however minor refinements were made to the extents of theclassification boundaries.
n Based on laboratory testing, an R-value of 6 was used for design within A-6 and A-7 soiltypes. An R-value of 20 was used for design purposes in areas of A-2-4 and A-2-6 soils.An R-value of 40 was used for full-depth reclamation pavement sections.
n Poor quality soils were encountered within the influence of the pavement section inareas along East Pikes Peak Avenue. These areas will require mitigation by removaland replacement, moisture conditioning, and/or chemical stabilization.
n Low strength soils are expected to be locally present. Consequently, low strength soilsencountered below the proposed roadway alignment will require some localizedstabilization prior to pavement installation.
n Portions of subgrade materials below existing pavements will likely be relatively moist tonearly saturated and yielding to unstable. This condition is typically due to moisturecollecting in the subgrade through cracks or seams in the pavements and not drying dueto the presence of the pavements/hardscape. We recommend that the subgrade bestabilized by scarifying the subgrade soils to a minimum depth of 9 inches, processingthe scarified subgrade soils, moisture conditioning, and compacting the subgradematerials in-place.
Supplemental Geotechnical Engineering and Pavement Thickness Design ReportEast Pikes Peak Avenue Pavement Evaluation ■ Colorado Springs, ColoradoMarch 2, 2017 ■ Terracon Project No. 23165087
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n Compaction and importation of pavement supporting soils should follow therecommendations outlined in the “Earthwork” section of this report.
n Perched groundwater will likely be encountered along portions of the proposed stormwater utility alignment. Groundwater conditions are shown on the borings logs andsummarized in Section 3.2 Groundwater of this report. Additionally, a subsurfaceprofile with approximate groundwater conditions is shown in Section A-A’, Exhibit A-24.
n In areas where claystone bedrock is encountered at manhole invert elevations,manholes should bear on a minimum 4 feet of controlled low strength material (CLSM),also known as flowable fill, to mitigate against differential movements of the manholesubgrade due to the expansive nature of the bedrock.
This summary should be used in conjunction with the entire report for design purposes. It shouldbe recognized that details were not included or fully developed in this section, and this reportmust be read in its entirety for a comprehensive understanding of the items contained herein.The section titled GENERAL COMMENTS should be read for an understanding of the reportlimitations.
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SUPPLEMENTAL GEOTECHNICAL ENGINEERING ANDPAVEMENT THICKNESS DESIGN REPORT
EAST PIKES PEAK AVENUE PAVEMENT EVALUATIONCOLORADO AVENUE TO PRINTERS PARKWAY
COLORADO SPRINGS, COLORADO
Terracon Project No. 23165087March 2, 2017
1.0 INTRODUCTION
Terracon has completed a supplemental subsurface field exploration and laboratory testing forthe East Pikes Peak Avenue Pavement Evaluation project. Between September 28 and 30,2016, sixteen (16) test borings were advanced to depths ranging between 5 to 30½ feet belowthe existing asphalt concrete paved surface along East Pikes Peak Avenue between theintersections of Colorado Avenue and Printers Parkway in Colorado Springs, Colorado. TheBoring Logs along with Exploration Plans are included in Appendix A of this report.
The purpose of these services is to provide supplemental information and geotechnicalengineering recommendations relative to:
n Existing pavement thicknessn Subsurface soil conditions
n Pavement thicknessn Pavement construction
n Groundwater conditionsn Earthwork
n Pavement performance
The field and laboratory testing, and pavement thickness recommendations presented herein,were performed in general accordance with the guidelines outlined by the City of ColoradoSprings Engineering Criteria Manual: Section II Pavement Design Criteria Manual, dated July 1,2010, the City of Colorado Springs Engineering Standard Specifications Manual, datedFebruary 2, 2014, and the Pikes Peak Region Asphalt Paving Specification, Version 2 datedApril 1, 2008, referred to hereafter as the Standards.
Supplemental Geotechnical Engineering and Pavement Thickness Design ReportEast Pikes Peak Avenue Pavement Evaluation ■ Colorado Springs, ColoradoMarch 2, 2017 ■ Terracon Project No. 23165087
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2.0 PROJECT INFORMATION
2.1 Project DescriptionItem Description
Provided DrawingsThe stationing referenced in this report is based on theprovided AECOM drawings titled “Drainage Plan”, Sheets 1through 13, dated April 25 and 26, 2016.
Project Location
(See Appendix A, Exhibits A-2 through A-4) The projectsite is located along East Pikes Peak Avenue between theintersections at Colorado Avenue (STA 107+90) and PrintersParkway (179+00) in Colorado Springs, Colorado.
Proposed Construction
Earthwork, pavement rehabilitation, and pavement thicknessdesign recommendations have been provided in the previousTerracon geotechnical reports. The current study will be usedto refine the subgrade soil characterization and mitigationmeasures, which include the addition of lime stabilizationrecommendations. Additionally, subsurface data will be usedto assist with construction of a storm water drainage systemconsisting of manhole, catch basins, pipes, and culvertstructures.
Roadway Construction
We anticipate the pavement section will consist of hot mixasphalt (HMA) and base course materials; however, we haveprovided options with chemically treated subgrade, full-depthreclamation, as well as Portland cement concrete (PCC)pavement thickness options.
Grading
Within pavement areas, we anticipate cut and fill of less than2 feet (+/-) max to alleviate grade discrepancies within EastPikes Peak Avenue and abutting side roads. We anticipatecuts up to depths up to 25 will be required for proposed stormsewers.
Traffic Data
A Pikes Peak Avenue traffic count of 22,000 vehicles per day(each direction) was provided by the City of Colorado Springson December 18, 2015. This value was understood to includeno estimated traffic growth because the road section is wellestablished and developed.
Supplemental Geotechnical Engineering and Pavement Thickness Design ReportEast Pikes Peak Avenue Pavement Evaluation ■ Colorado Springs, ColoradoMarch 2, 2017 ■ Terracon Project No. 23165087
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3.0 SUBSURFACE CONDITIONS
3.1 Typical ProfileBased on our previous study and results of our current subsurface exploration, the subsurfaceconditions on the project site can be generalized as follows:
Generalized Soil Profile
Description Material Encountered Approximate Depth toBottom of Stratum* Consistency/Density
Stratum 1 Asphalt About 2 to 13 inches N/AStratum 2 1 Apparent Base Course About 2 to 21 inches N/A
Stratum 3 2
Fill materials consisting of sandwith varying amount of clay, siltand gravel, and lean clay with
varying amounts sand
About 1½ to 6 feetClay: stiff
Sand: loose to mediumdense
Stratum 4 3Native soils consisting of sand with
varying amount of clay, silt andgravel
30½ feet or greater Very loose to verydense
Stratum 5 Native soils consisting of clay withvarying amounts sand
10½ to 20½ feet orgreater
medium stiff to hard
Stratum 6 Claystone bedrock 24.3 or greater Very hard1. Base course materials encountered only in Borings B-1 to B-6, B-9, B-11, B-12, B-14 to B-17, B-19
to B-21, B-208, B-307, and B-308.2. Fill soils encountered only in Borings B-101 to B-103, B-105 to B-107, B-109, B-110, B-202, B-205,
B-206, B-208, and B-301.3. Native clay soils encountered at subgrade level only in Borings B-7, B-15, B-104 through B-106, B-
206, B-209, and B-304 through B-3064. Claystone bedrock only encountered only in Borings B-204, B-205, B-207, B-209
Subsurface conditions encountered at each boring location are indicated on the individualboring logs. Stratification boundaries on the logs represent the approximate depths of changesin soil type; the transition between materials may be gradual. The boring logs are presented inAppendix A of this report.
In general, the soils encountered at subgrade level within the additional borings (B-201 throughB-209 and B-301 through B-308) were similar to the AASHTO soil classifications presented inour previous report. Figures showing the soil types of the near surface soils were updated tofurther delineate the extents of soils types. The revised figures are shown on the Appendix A,Exhibits A-5 through A-8. The details of the laboratory test results are presented in AppendixB. As a reference, the borings logs and laboratory test results from our previous studies havealso been included in Appendix C of this report.
Supplemental Geotechnical Engineering and Pavement Thickness Design ReportEast Pikes Peak Avenue Pavement Evaluation ■ Colorado Springs, ColoradoMarch 2, 2017 ■ Terracon Project No. 23165087
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3.2 GroundwaterBoreholes B-201 through B-209, were requested to be drilled near the proposed manholesalong East Pikes Peak Avenue between the intersections at Colorado Boulevard and HancockAvenue. These borings were observed for the presence and level of groundwater while drillingand the boreholes were left open a minimum of 24 hours after completion of drilling for furthermonitoring. The water levels as observed in the boreholes are noted on the attached boring logsand shown on the table below.
Groundwater Observation Summary
BoringNumber
ApproximateSTA location
Depth tobottom ofboring (ft.)
Depth to groundwaterwhile drilling (ft.)
Depth to groundwater24 hours after drilling
(ft.)B-202 110+30 25½ 24 20B-203 112+30 30½ 27 30B-204 114+70 24¼ No free water observed 13½B-205 121+40 24¼ 15 12B-206 123+60 20½ 16 13½B-207 127+10 19½ No free water observed 11B-208 129+10 15 No free water observed No free water observed 1
B-209 133+20 19½ 10¾ 72
1. Groundwater reading obtained approximately 4 hours after drilling.2. Estimated based on soil moisture content and sample recovery.
Groundwater was not observed in the other borings while drilling, or for the short duration that theborings were allowed to remain open, during our previous studies and Borings B-301 through B-308 from our current study. However, this does not necessarily mean these borings terminatedabove groundwater, or that the water levels summarized above are stable groundwater levels.Due to the low permeability of the soils encountered in the borings, a relatively long period of timemay be necessary for a groundwater level to develop and stabilize in a borehole in these materials.Long term observations in piezometers or observation wells sealed from the influence of surfacewater are often required to define groundwater levels in materials of this type.
Groundwater level fluctuations occur due to seasonal variations in the amount of rainfall, runoffand other factors not evident at the time the borings were performed. Therefore, groundwaterlevels during construction or at other times in the life of the structure may be higher or lowerthan the levels indicated on the boring logs. The possibility of groundwater level fluctuationsshould be considered when developing the design and construction plans for the project.
Zones of perched and/or trapped groundwater may also occur at times in the subsurface soilsand/or claystone bedrock. The location and amount of perched water is dependent uponseveral factors, including hydrologic conditions, type of site development, irrigation demands onor adjacent to the site, fluctuations in water features, seasonal and weather conditions. Acomprehensive groundwater study was not included within our scope of services.
Supplemental Geotechnical Engineering and Pavement Thickness Design ReportEast Pikes Peak Avenue Pavement Evaluation ■ Colorado Springs, ColoradoMarch 2, 2017 ■ Terracon Project No. 23165087
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4.0 LABORATORY TESTING
The laboratory tests were performed in general accordance with the applicable ASTM, local orother accepted standards. Results of the laboratory testing are shown in Appendix B.
4.1 Swell Test ResultsSwell test were not performed on samples of the claystone bedrock encountered in deeper soilborings (Borings B-201 through B-209). It has been our experience that claystone bedrock nearthe vicinity of East Pikes Peak Avenue has moderate to high swell potential. Mitigation ofswelling claystone bedrock is not required for pavement sections as there is sufficientseparation between the pavement subgrades and underlying bedrock. However, mitigation willbe required for manhole subgrades if claystone bedrock is encountered at invert elevations.
4.2 Soil-Lime Mix Stabilization Test ResultsSoil-lime stabilization mix design tests were performed on a representative bulk sample of A-6soils obtained from Boring B-304 between depths of 3 to 5 feet below the ground surface. Theresults of the unconfined compressive strength (UCS) testing are shown below:
Soil-Lime Mix Stabilization Test Results Summary 1
Boring AASHTO SoilClassification Lime Content (%)
Average 7-dayCompressive
Strengths (psi)
B-304 A-63 177.75 196.37 174.7
1. Detailed soil-lime mix results can be found on Exhibits B-5 and B-6
As shown in the table above, a 7-day compressive strength threshold is achieved as the limecontent increases, at which point the strength begins to diminish. In general, soil stabilizationoccurs when lime is added to a reactive soil to generate long-term strength gain through apozzolanic (chemical) reaction. A soil-lime mixture with an excessive amount of lime cannegatively affect the pozzolanic reaction and thereby reduce the strength characteristics of soils.
4.3 Soil-Cement Mix Stabilization Test ResultsSoil-cement stabilization mix design tests were performed on representative bulk samples of A-2-4 and A-2-6 soils obtained from Boring B-105 and B-110 between depths of 0 to 5 feet belowthe ground surface. The results of the unconfined compressive strength (UCS) testing areshown below:
Supplemental Geotechnical Engineering and Pavement Thickness Design ReportEast Pikes Peak Avenue Pavement Evaluation ■ Colorado Springs, ColoradoMarch 2, 2017 ■ Terracon Project No. 23165087
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Soil-Cement Mix Stabilization Test Results Summary
Boring AASHTO Soil ClassificationCement Content (%)
for 160 psi (graphicallyinterpolated)
B-105 A-2-6 3.6B-110 A-2-4 2.0
A correlated compressive strength of 160 psi was achieved at about 2 to 3.6 percent cementcontent by weight.
4.4 Corrosivity Test ResultsThe table below lists the results of laboratory soluble sulfate, soluble chloride, electricalresistivity, and pH testing. These values may be used to estimate potential corrosivecharacteristics of the on-site soils with respect to contact with the various underground materialswhich will be used for project construction.
Corrosivity Test Results Summary
Boring SampleDepth (ft.)
AASHTO SoilClassification
SolubleSulfate
(Percent)
SolubleChloride(Percent)
ElectricalResistivity(ohm.cm)
pH
B-106 4 A-2-6, A-2-7 0.082 0.0124 452 7.7
B-108 2 A-2-4 0.009 0.0220 1028 7.5
B-304 1 to 5 A-6 0.011 --- --- ---
Results of soluble sulfate testing indicate that samples of the on-site materials tested possessnegligible when classified in accordance with Table 4.3.1 of the ACI Design Manual. Althoughnot found in our test results, higher sulfate values may be encountered in high plasticity claysthroughout the site. We recommend additional corrosivity testing be performed duringconstruction to determine sulfate contents beyond the areas tested during our study.
A double treatment application of cement within a 7-day mellowing period for chemically treatedsubgrade soils is required for sulfate concentrations from 0.2 to about 0.5 percent. A singleapplication mellowing period is considered suitable with sulfate concentrations of less than 0.2percent. Concrete should be designed in accordance with the provisions of the ACI DesignManual, Section 318, Chapter 4.
Supplemental Geotechnical Engineering and Pavement Thickness Design ReportEast Pikes Peak Avenue Pavement Evaluation ■ Colorado Springs, ColoradoMarch 2, 2017 ■ Terracon Project No. 23165087
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5.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION
Based on the results of our field investigation, laboratory testing program and geotechnicalanalyses, reconstruction of pavement and construction of the utility lines and manholes isconsidered feasible from a geotechnical viewpoint provided that the conclusions andconsiderations provided herein are incorporated into the design and construction of the project.
5.1 Geotechnical Considerations
5.1.1 Mitigation of Poor Quality Pavement SubgradesBased on our exploration and laboratory testing results, the poorest quality near-surface soiltypes encountered were primarily the AASHTO A-7-6 soils and the A-6 soils with group indexesof 10 or greater. These poor quality soils present at subgrade were low strength clayey soilsbased on test boring data. We recommend clay soils (A-6 and A-7-6) be removed or mitigatedthrough chemical stabilization (cement or lime) prior to installing the new pavement section.Although not recommended, we have presented an option for a thicker pavement sectionbearing on the clay soils where it may not be practical to remove or mitigate the clay soils due toexisting utilities.
Mill and overlay options were considered; however, the low projected ESALs based on the FWDtesting highly suggest that the existing pavement section along East Pikes Peak Avenue shouldbe mitigated by full depth removal and replacement. It is anticipated that an asphalt concreteoverlay will result in 1 to 5 years of extended use, but reflective cracking is likely to begin shortlyafter an overlay is constructed.
The pavement condition survey indicates most of East Pikes Peak Avenue is considered to bein very poor condition. One section of the roadway, adjacent to Memorial Park, is considered tobe in serious to very poor condition. We suspect that a combination of high clay content soilsand likely overwatering of the grass areas of the park has likely resulted in softening of thesubgrade soils ultimately causing the pavement surface to deteriorate more rapidly in this area.We have included recommendations for edge drains to direct water away from pavementsubgrade that should extend pavement life.
5.1.2 GroundwaterPerched groundwater will likely be encountered along portions of the proposed storm waterutility alignment. Groundwater conditions are shown on the borings logs and summarized inSection 3.2 Groundwater of this report. Additionally, a subsurface profile with approximategroundwater conditions is shown in Section A-A’, Exhibit A-24. Groundwater will likely causedifficulties and dewatering of excavations and utility trenches will likely be required duringconstruction. The use of sumps or well points are common dewatering methods used for thistype of construction, however, the requirements for properly dewatering the utility trenches andfoundation excavations are beyond the scope of services provided for this project. Lightweightexcavation and compaction equipment as well as stabilization of the subgrade may be required.
Supplemental Geotechnical Engineering and Pavement Thickness Design ReportEast Pikes Peak Avenue Pavement Evaluation ■ Colorado Springs, ColoradoMarch 2, 2017 ■ Terracon Project No. 23165087
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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.
It is our opinion that soils removed below the groundwater table during the utility trenchexcavation will likely require significant drying in order for these materials to be reused ascompacted engineered fill. If time constraints or allowable drying areas do not permit the use ofthe removed materials, consideration should be given to the use imported backfill.
5.1.3 Claystone BedrockClaystone bedrock was encountered in Borings B-204, B-205, B-207, and B-209 at depths asshallow as 6 feet below the existing pavement surfaces. Claystone bedrock may beencountered in areas outside or borings varying depths. Based on our field testing results, weanticipate that excavation into the bedrock will be feasible using conventional, heavy duty,excavation methods.
Although not shown in the laboratory test results, we consider the claystone bedrockencountered to have moderate to high swell potential. Mitigation of swelling claystone bedrockis not required for pavement sections as there is sufficient separation between the pavementsubgrades and underlying bedrock. However, mitigation will be required for manhole subgradesif claystone bedrock is encountered at invert elevations. In areas where claystone bedrock isencountered at manhole invert elevations, manholes should bear on a minimum 4 feet ofcontrolled low strength material (CLSM), also known as flowable fill, to mitigate againstdifferential movements of the manhole subgrade.
5.2 EarthworkThe following presents recommendations for site preparation, excavation and subgradepreparation. All earthwork on the project should be observed and evaluated by Terracon. Theevaluation of earthwork should include overexcavation operations, observation and testing ofsubgrade preparation, and other geotechnical conditions exposed during the construction of theproject. Excavations should be backfilled with approved on-site or imported soils as outlinedherein.
5.2.1 Pavement Subgrade PreparationRemove existing asphalt, concrete, and other deleterious materials from proposed pavementareas. All exposed surfaces should be free of mounds and depressions which could preventuniform compaction.
Subgrade preparation will likely consist of a combination of the following: reconditioning existingsubgrade soils; replacing existing soils with higher R-value material, and chemical stabilizationof existing subgrade soils. Provided the soil subgrade will be reconditioned without the use ofchemical stabilization, we recommend, all exposed subgrade areas, once properly cleared,should be scarified to a minimum depth of 9 inches, conditioned to near optimum moisturecontent and compacted to reduce the risk of local discontinuities. Subgrade soils exposed to theelements for more than 24 hours should be checked for density and moisture content prior to
Supplemental Geotechnical Engineering and Pavement Thickness Design ReportEast Pikes Peak Avenue Pavement Evaluation ■ Colorado Springs, ColoradoMarch 2, 2017 ■ Terracon Project No. 23165087
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placing additional fill and/or pavements.
We anticipate that groundwater will not be encountered in excavations for the proposedpavements. However, if groundwater is encountered within excavations for the proposedpavements, we should be contacted to provide site specific recommendations duringconstruction.
5.2.2 Pavement Subgrade MitigationTest boring data indicates that low strength soils may be locally present at subgrade elevationthroughout the alignment, particularly in areas susceptible to water infiltration. It has been ourexperience that localized portions of subgrade materials below existing pavements will likely berelatively moist to nearly saturated and yielding to unstable. This is typically due to moisturecollecting in the subgrade through cracks or seams in the pavements and not drying due to thepresence of the pavements/hardscape. After removal of pavements, the contractor shouldexpect unstable subgrade materials that will need to be locally stabilized prior to construction ofnew pavements.
At a minimum, the soil subgrade should be stabilized by scarification to a minimum depth of 9inches and processing the scarified subgrade soils to near optimum water content. If the soilsare significantly over optimum water content, we anticipate several days of dry, sunny weatherand significant processing may be required before the subgrade is stable enough forrecompaction and paving, depending on the weather. However, the contractor should beprepared to perform more aggressive stabilization methods such as removal and replacementor by other means, such as over-excavation of wet zones and mixing these soils with crushedgravel or recycled concrete and recompaction. Use of lime, fly ash, kiln dust, cement orgeotextiles could also be considered as a stabilization technique. Lightweight excavationequipment may be required to reduce subgrade pumping.
We have provided pavement thickness design for areas that are considered to have poor qualityclay soils (all A-7 soil types and A-6 soils with group indexes of 10 or greater). In general, theCSPDCM prefers clay soils be removed or mitigated for support of pavements. However, werecognize that there could be areas with existing shallow utilities that may be difficult to over-excavate and replace, or perform chemical stabilization. In our opinion, pavement supported onclay soils should be considered in isolated areas, but not for overall construction.
In areas with poor, clayey soils (A-7 soil types and A-6 soils with group indexes of 10 orgreater), encountered at subgrade elevation, we recommend over-excavating the material to adepth of 2 feet below soil subgrade elevation by removal and replacement, or chemicallystabilized to a depth of 12 inches. If the over-excavation and replacement option is considered,the geotechnical engineer or his authorized representative should observe the extent of theremoval and replacement of unsuitable soils. In addition, we encourage the top of soilsubgrades be crowned at a minimum of 2 percent to an edge drain as shown in Appendix C,Exhibit C-4.
Supplemental Geotechnical Engineering and Pavement Thickness Design ReportEast Pikes Peak Avenue Pavement Evaluation ■ Colorado Springs, ColoradoMarch 2, 2017 ■ Terracon Project No. 23165087
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Based on the subsurface exploration, and the recommendations in the CSPDCM, subgrademitigation has been broken into types of mitigation labeled Subgrade Mitigation A and B. Thesemitigation recommendations are described in the following table.
Subgrade Mitigation RecommendationsSubgrade Mitigation Type Mitigation
A Scarify, water condition, and recompact the upper 9 inches of the soilsubgrade as outlined in the Earthwork section of this report
B (three options)
n Replace upper 2 feet of pavement subgrade with A-2-4 soils orbetter (Minimum R-value = 20)
n Replace upper 2 feet of pavement subgrade with full-depthreclamation (FDR) material (Minimum R-value = 40)
n Replace 1 foot of existing subgrade with a chemically-treated soilin accordance with recommendations in this report
The approximate limits of the recommended stabilization are presented in the following tableand in the Pavement Section Diagrams, Exhibits A-8 to A-10. There could be variations withinthe soil profile between borings that could result in localized areas of poor soils within MitigationType A that will need to be removed and replaced, or chemically stabilized.
Approximate Extents of Recommended StabilizationApproximate Beginning
Station No.Approximate Ending
Station No. Subgrade Mitigation Type
107+90(Colorado Avenue)
138+10(North Sheridan Avenue)
A (R-value of 20)
138+10(North Sheridan Avenue)
171+30(Iowa Avenue)
B (R-value of 6)
171+30(Iowa Avenue)
179+00(Printers Parkway)
A (R-value of 20)
Transitions zones at least 20 feet in length should be prepared between areas of differentsubgrade mitigation type to make changes in subgrade preparation more gradual along theroadway. Once the subgrade has been properly treated, it should be proofrolled to assess anyunstable areas. If unstable areas are noted, the geotechnical engineer should be notified toprovide supplemental recommendations.
It is imperative that soil subgrades be protected from a loss of moisture. A significant loss ofmoisture of the pavement supporting materials could result in a highly expansive subgrade.Pavement materials placed on moderate to highly expansive materials will most likely result indistress and movement of the pavement surface if the subgrade becomes elevated in moisturecontent.
Supplemental Geotechnical Engineering and Pavement Thickness Design ReportEast Pikes Peak Avenue Pavement Evaluation ■ Colorado Springs, ColoradoMarch 2, 2017 ■ Terracon Project No. 23165087
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5.2.3 Chemical Stabilization Subgrade PreparationWe recommend a soil-lime mix for cohesive soils and a soil-cement mix for granular soil. Perthe Colorado Springs Pavement Design Criteria Manual (CSPDCM), chemically stabilizedsubbase should have a minimum 7-day compressive strength of 160 psi. The following tablesummarizes the chemical stabilization mix designs we recommend, which achieved the requiredCSPDCM strength criteria.
Chemical Stabilization Recommendation Summary
Stabilization Methods AASHTO SoilClassification
Lime(% by weight)
Cement(% by weight)
Soil-Lime 1 A-2-6, A-2-7 4 ---
Soil-Cement 1 A-2-4 --- 2½ to 3
1. If existing asphalt and base course will be incorporated into the subgrade material, werecommend the contractor perform additional chemical stabilization mix designs with the tilled-inmaterial to confirm the required chemical contents.
It has been our experience that full depth asphalt placed directly on chemically stabilizedsubgrades has a higher potential for cracking due to reflective cracking from the underlyingtreated subgrade. Therefore, we recommend a composite section of aggregate base courseand asphalt concrete be used when chemically treating the underlying subgrade.
Chemical treatment of the pavement subgrade should occur just prior to paving operations tolimit disturbance from weather and construction activities. The use of chemical agents canimpact the operation of adjacent facilities (e.g., windblown dust), and this should be consideredby the designer and contractor. We recommend following CDOT specifications for placementand construction practices associated with chemically treated subgrades.
5.2.4 Full-Depth Reclamation Subgrade PreparationFDR is a rehabilitation or reconstruction technique in which the full thickness of the asphaltpavement, and underlying base course and a portion of the soil subgrade are, without heat,uniformly pulverized and blended to create a homogenous material. Within existing sandsubgrade soils, we recommend the asphalt be pulverized sufficiently such that 90 percent of theasphalt is less than about 1½ inches in diameter. This material may be used to improve the R-Value of the clayey soil subgrades by removal and replacement of the upper 2 feet. We usedan R-value of 40 for our design purposes. The field blended material should be tested for R-value to confirm a minimum of 40 prior to use below the pavement section.
Supplemental Geotechnical Engineering and Pavement Thickness Design ReportEast Pikes Peak Avenue Pavement Evaluation ■ Colorado Springs, ColoradoMarch 2, 2017 ■ Terracon Project No. 23165087
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5.2.5 On-site and Imported MaterialEngineered fill should meet the material property requirements below:
Fill Type 1 USCS Classification Acceptable Location for PlacementOn-Site Sand
SoilsSP, SP-SC, SP-SM, SM,
SC, SC-SM,The on-site sand soils appear suitable for use asengineered fill beneath pavements.
On-Site SandSoils CL The on-site clay soils should not be used within 24
inches of pavement subgrades.
Native Bedrock N/A The native claystone bedrock is not suitable for reuseas engineered fill.
Imported Soils VariesImported soils meeting the gradation requirementspresented herein are considered acceptable for use asengineered fill for embankment and slope construction.
1. Controlled, compacted fill should consist of approved materials that are free of organic matter anddebris. Frozen material should not be used, and fill should not be placed on a frozen subgrade. Asample of each material type should be submitted to the geotechnical engineer for evaluation.
Clean on-site soils or approved imported materials may be used as fill material. Imported soilsshould meet the following material property requirements:
Import Material Property RequirementsGradation Percent finer by weight (ASTM C136)
6” 1003” 70-100
No. 4 Sieve 50-100No. 200 Sieve 35 1
1. If a relatively free draining (less than about 10 percent passing No. 200 sieve), we recommend anedge drain system be installed at the base of the free draining material to reduce the risk of waterbecoming trapped in the subbase material.
n Liquid Limit ............................................................................................ 30 (max)n Plastic Limit............................................................................................ 10 (max)n Maximum Expansive Potential (%) ................................................................ 1.0*n R-Value............................................................................................ 20 Minimum
*Measured on a sample compacted to approximately 95 percent of the ASTM D698 maximum drydensity at optimum water content. The sample is confined under a 200 psf surcharge and submerged.
5.2.6 Backfill Compaction RequirementsEngineered fill should be placed and compacted in horizontal lifts, using equipment andprocedures that will produce recommended moisture contents and densities throughout the lift.
Supplemental Geotechnical Engineering and Pavement Thickness Design ReportEast Pikes Peak Avenue Pavement Evaluation ■ Colorado Springs, ColoradoMarch 2, 2017 ■ Terracon Project No. 23165087
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Compaction specifications have been provided based on the City of Colorado Springs StandardSpecification Manual, Section 200, Streets. The chosen compaction specifications should beapproved by the City prior to fill placement. Fill should be compacted as specified below:
Compaction SpecificationsItem Description
Fill Lift Thickness
n 8-inches or less in loose thickness when heavy, self-propelledcompaction equipment is used
n 4 to 6 inches in loose thickness when hand-guided equipment (i.e.jumping jack, plate compactor) is used
CompactionRequirements1
n 95% of the materials maximum dry density (ASTM D698 – cohesivesoils)
n 95% of the materials maximum dry density (ASTM D1557 – granularsoils)
Water Content2
n Two percent below to two percent above optimum water content forgranular soils.
n Optimum to two percent above optimum water content for cohesivesoils.
1. We recommend that engineered fill be tested for moisture content and compaction duringplacement. Should the results of the in-place density tests indicate the specified moisture orcompaction limits have not been met, the area represented by the test should be reworked andretested as required until the specified moisture and compaction requirements are achieved.Specifically, water levels should be maintained low enough to allow for satisfactory compaction tobe achieved without the compacted fill material pumping when proofrolled.
5.2.7 Trench ExcavationExcavations into the on-site fill materials, native soils, and/or bedrock will encounter waterbearing soils, depending upon the final depth of excavation. A subsurface profile withapproximate groundwater conditions between STA 110+30 and 133+20 is shown on Section A-A’, Exhibit A-24. Granular water bearing soils are likely to cave when disturbed by excavationactivities along the proposed storm water utility alignment. The individual contractor(s) shouldbe made responsible for designing and constructing stable temporary excavations withdewatering systems as required to maintain stability of both the excavation sides and bottom.
Consideration should be given to beginning construction of the proposed drainage system onthe downstream end near Shooks Run Creek. Assuming a proper storm water managementplan is implemented to capture fines or construction related contaminants, excess groundwatercould be conveyed away from the excavation area using the installed storm water lines.
Soils encountered during excavation activities may vary significantly across the project site.The soil classifications in our report are based solely on the materials encountered in theexploratory test borings. The contractor should verify that similar conditions exist throughout theproposed area of excavation. If different subsurface conditions are encountered at the time of
Supplemental Geotechnical Engineering and Pavement Thickness Design ReportEast Pikes Peak Avenue Pavement Evaluation ■ Colorado Springs, ColoradoMarch 2, 2017 ■ Terracon Project No. 23165087
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construction, the actual conditions should be evaluated to determine any excavationmodifications necessary to maintain safe conditions.
Although evidence of underground facilities such as abandoned utility structures were notobserved during the site reconnaissance, such features could be encountered duringconstruction. Based on our experience with an unrelated project northwest of the intersection ofEast Pikes Peak Avenue and South Prospect Street, we anticipate that remnants or demolitiondebris of an approximately 30-foot wide abandoned concrete tunnel structure may beencountered about 50 feet west of Boring B-201. The approximate extents of the tunnelstructure are shown in Sanborn Maps Volume 1, Sheet 42, dated the year 1907, 1962, and1963. If abandoned underground facilities are encountered, they should be removed and theexcavations thoroughly cleaned prior to backfill placement. Any unused or old utilities left inplace below pavements should be properly abandoned to reduce the risk of collapse below theroadway.
As a minimum, all temporary excavations should be sloped or braced as required by OccupationalHealth and Safety Administration (OSHA) regulations to provide stability and safe workingconditions. Temporary excavations will probably be required during grading operations. Thegrading contractor, by his contract, is usually responsible for designing and constructing stable,temporary excavations and should shore, slope or bench the sides of the excavations as required,to maintain stability of both the excavation sides and bottom. All excavations should comply withapplicable local, state and federal safety regulations, including the current OSHA Excavation andTrench Safety Standards.
5.2.8 Trench BackfillingExcavations should be backfilled and compacted with the recommended approved on-site orimported soils. All backfill materials should be free of vegetation, demolition debris, and otherdeleterious materials.
Even if backfilled soils are properly compacted, some settlement of compacted soil trenchbackfill materials should be anticipated. We understand that it will be relatively difficult toachieve proper compaction of backfill materials placed above the crown of utility lines as theneed to balance proper compaction against will be weighed against protecting the utility linesfrom damage caused by the compaction process. We recommend that thinner lift thicknessesof backfill be considered along with smaller hand-guided equipment.
5.2.9 Utility Line Subgrade PreparationThe bearing capacity of the site soils and bedrock appears adequate, for support of theproposed utility lines. We recommend the utility line bedding and trench backfill conform toChapter 2 of the Colorado Springs Utilities Line Extension and Service Standards, WaterStandards, 2010. Utility lines should be supported on a minimum of 6 inches of granularmaterial meeting the requirements provided in the above referenced standard. During trenchexcavation activities, areas of soft, loose or otherwise deleterious materials may be exposed.Firm materials may also be disturbed by the excavation process. All such unsuitable materials
Supplemental Geotechnical Engineering and Pavement Thickness Design ReportEast Pikes Peak Avenue Pavement Evaluation ■ Colorado Springs, ColoradoMarch 2, 2017 ■ Terracon Project No. 23165087
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should be excavated entirely and replaced with properly compacted fill. Areas allowed to pondwater during construction will also require excavation and replacement with properly compactedfill. The contractor should take particular care to ensure adequate preparation of the subgradenear pipe joints which are less tolerant differential movements. Where thrust blocks arerequired, the parameters in the Section 5.6 Lateral Loads of this report may be used for thrustblock design.
5.2.10 Manhole Subgrade PreparationWe recommend manholes bear on undisturbed native soils. If disturbed, we recommend thedisturbed soils be excavated and replace with properly compacted fill. In areas where claystonebedrock is encountered at manhole invert elevations, manholes should bear on a minimum 4feet of controlled low strength material (CLSM), also known as flowable fill, to mitigate againstdifferential movements of the manhole subgrade. The CLSM should extend a minimum of 4feet beyond the perimeter of the manhole.
Manhole foundations may be designed for a maximum allowable bearing capacity of 2,000pounds per square foot (psf) provided foundations bear on undisturbed native or recompactedon-site sand soils. The recommended net allowable bearing pressure is the pressure in excessof the minimum surrounding overburden pressure at the foundation base elevation. Thisassumes fill or soft soils, if encountered, will be undercut and replaced with engineered fill.
5.6 Lateral Earth PressuresBelow grade structures with unbalanced backfill levels on opposite sides should be designed forearth pressures at least equal to those indicated in the following table. Earth pressures will beinfluenced by structural design of the walls, conditions of wall restraint, methods of constructionand/or compaction and the strength of the materials being restrained. Two wall restraintconditions are shown. Active earth pressure is commonly used for design of free-standingcantilever structures and assumes structure movement. The "at-rest" condition assumes nostructure rotation. The recommended design lateral earth pressures do not include a factor ofsafety and do not provide for possible hydrostatic pressure on the structures.
Supplemental Geotechnical Engineering and Pavement Thickness Design ReportEast Pikes Peak Avenue Pavement Evaluation ■ Colorado Springs, ColoradoMarch 2, 2017 ■ Terracon Project No. 23165087
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Earth Pressure CoefficientsEarth
PressureConditions
Coefficient for BackfillType
EquivalentFluid Density
(pcf)
SurchargePressure, p1
(psf)
EarthPressure, p2
(psf)
Active (Ka)Sand Soils - 0.36Clay Soils - 0.4
4555
(0.36)S(0.4)S
(45)H(55)H
At-Rest (Ko)Sand Soils - 0.53Clay Soils - 0.6
7075
(0.53)S(0.6)S
(70)H(75)H
Passive (Kp)Sand Soils - 2.8Clay Soils - 2.5
360320
------
------
Applicable conditions to the above include:· For active earth pressure, wall must rotate about base, with top lateral movements of about
0.002 H to 0.004 H, where H is wall height· For passive earth pressure to develop, wall must move horizontally to mobilize resistance· Uniform surcharge, where S is surcharge pressure· In-situ soil backfill weight a maximum of 125 pcf· Horizontal backfill, compacted between 95 and 98 percent of standard Proctor maximum dry
density· Loading from heavy compaction equipment not included· No hydrostatic pressures acting on wall· No dynamic loading· No safety factor included· Ignore passive pressure in frost zone
Backfill placed against structures should consist of granular soils with low plasticity. For thegranular values to be valid, the granular backfill must extend out and up from the base of the
Supplemental Geotechnical Engineering and Pavement Thickness Design ReportEast Pikes Peak Avenue Pavement Evaluation ■ Colorado Springs, ColoradoMarch 2, 2017 ■ Terracon Project No. 23165087
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wall at an angle of at least 45 and 60 degrees from vertical for the active and passive cases,respectively. To calculate the resistance to sliding, a value of 0.35 should be used as theultimate coefficient of friction between the footing and the underlying soil.
6.0 Pavement Design
6.1 Design TrafficDesign of pavements for the project has been based on the guidelines outlined by the City ofColorado Springs Engineering Criteria Manual: Section II Pavement Design Criteria Manual,dated July 1, 2010, the City of Colorado Springs Engineering Standard Specifications Manual,dated February 2, 2014, and the Pikes Peak Region Asphalt Paving Specification, Version 2dated April 1, 2008, as well as procedures outlined in the 1993 Guideline for Design ofPavement Structures by the American Association of State Highway and TransportationOfficials (AASHTO).
East Pikes Peak Avenue is classified as a Major Arterial roadway. Traffic data of 22,000vehicles per day (VPD), with traffic flowing in each direction, was provided by the City ofColorado Springs. At the request of the City, a growth factor has not been applied for designpurposes. Traffic data was not available at the time of report writing for perpendicular crossstreets for use in evaluating combined traffic loading at intersection locations. The roadwayclassifications were obtained from the provided GSI map titled “Colorado Springs MajorThoroughfare Plan”. The following table summarizes the roadway classification and traffic dataprovided by the City for East Pikes Peak Avenue and major intersections between EastColorado Avenue and Printers Parkway.
Roadway Classification and Traffic Data SummaryRoadway Classification Roadway Traffic Data (VPD)
Major ArterialEast Pikes Peak AvenueNorth Union Boulevard
Printers Parkway22,000
Minor Arterial North/South Hancock Boulevard
Not available at the time of reportwriting
Major/Minor Collector North Institute Street
Local
North Prospect StreetNorth Sheridan Avenue
North Logan AvenueFarragut Avenue
North Meade AvenueSwope AvenueIowa Avenue
Supplemental Geotechnical Engineering and Pavement Thickness Design ReportEast Pikes Peak Avenue Pavement Evaluation ■ Colorado Springs, ColoradoMarch 2, 2017 ■ Terracon Project No. 23165087
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The provided one-way VPD value of 22,000 for East Pikes Peak Avenue was converted toEquivalent Daily Load Applications (EDLA) to calculate a design Equivalent Single-Axel Load(ESAL) based on El Paso County criteria. Utilizing the appropriate EDLA factors, designEquivalent Single-Axel Loads (ESALs) were calculated based on the one-way ADT and a 0.9lane distribution factor for the section of East Pikes Peak Avenue between Colorado Boulevardand Printers Parkway. A breakdown of our ESAL calculations and summaries of the full depthpavement thickness design criteria for East Pikes Peak Avenue is presented in the table on thefollowing tables:
East Pikes Peak Avenue Traffic and Load SummaryFlexible Pavement
Vehicle Type Percent ClassVehicle Passes EDLA Factor EDLA
Passenger Cars 95.55 18919 0.003 56.76Busses 0.22 44 0.249 10.85
Single UnitTrucks (SUT)
2-axle 2.04 404 0.249 100.583-axle 0.82 162 0.249 40.43
4-axle+ 0.03 6 0.249 1.48
Single TrailerTrucks (STT)
4-axle max 0.33 65 1.087 71.025-axle 0.94 186 1.087 202.31
6-axle+ 0.04 8 1.087 8.61
Multi TrailerTrucks (MTT)
5-axle max 0.02 4 1.087 4.306-axle 0.01 2 1.087 2.15
7-axle+ 0.00 0 1.087 0.00Total EDLA = 498Total ESAL = 3,638,968
Supplemental Geotechnical Engineering and Pavement Thickness Design ReportEast Pikes Peak Avenue Pavement Evaluation ■ Colorado Springs, ColoradoMarch 2, 2017 ■ Terracon Project No. 23165087
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East Pikes Peak Avenue Traffic and Load SummaryRigid Pavement
Vehicle Type Percent ClassVehicle Passes EDLA Factor EDLA
Passenger Cars 95.55 21021 0.003 56.76
Busses 0.22 48 0.285 12.41
Single UnitTrucks (SUT)
2.04 2.04 449 0.285 115.120.82 0.82 180 0.285 46.270.03 0.03 7 0.285 1.69
Single TrailerTrucks (STT)
0.33 0.33 73 1.692 110.560.94 0.94 207 1.692 314.920.04 0.04 9 1.692 13.40
Multi TrailerTrucks (MTT)
0.02 0.02 4 1.692 6.700.01 0.01 2 1.692 3.350.00 0.00 0 1.692 0.00
Total EDLA = 681Total ESAL = 4,972,581
East Pikes Peak AvenueTraffic Design Criteria
Design Criteria ValueRoadway Classification Major Arterial
Design Average One-way ADT with Lane Distribution (0.9)(for 20 year design period)
19,800
Estimated Growth Factor Percentage 0Approximate Truck Percentage 4
Calculated ESAL – Flexible 3,638,968 1
Calculated ESAL – Rigid 4,972,581 2
Estimated ESAL at Union Blvd Intersection – Flexible 7,277,936 3
Estimated ESAL at Union Blvd Intersection – Rigid 9,945,162 3
1. Minimum design ESAL’s for a Major Arterial of 4,500,000 for flexible pavements will be applied ifthe calculated value is less.
2. Minimum design ESALs for a Major Arterial of 4,500,000 for flexible pavements and 6,250,000 forrigid pavements will be applied if the calculated value is less.
3. Assumes the traffic within the Union Boulevard intersection is twice the East Pikes Peak AvenueVolume.
Based on Table 4 of the CSPDCM, the following table summarizes the minimum design ESALsfor major intersections along East Pikes Peak Avenue between East Colorado Avenue andPrinters Parkway with respect to the roadway classification.
Supplemental Geotechnical Engineering and Pavement Thickness Design ReportEast Pikes Peak Avenue Pavement Evaluation ■ Colorado Springs, ColoradoMarch 2, 2017 ■ Terracon Project No. 23165087
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City Street Minimum ESAL ValuesRoadway Classification Flexible Pavement ESALs Rigid Pavement ESALs
Major Arterial 4,500,000 6,250,000Minor Arterial 2,500,000 3,250,000
Major/Minor Collector 200,000 200,000Local 50,000 50,000
6.2 Pavement Design ParametersThe following design parameters are based on the Standards and were utilized for pavementthickness design.
Based upon AASHTO criteria, Colorado is located within Climatic Region VI of the UnitedStates. This region is characterized as being dry, with hard ground freeze and spring thaw. Thespring thaw condition typically results in saturated or near-saturated subgrade soil moistureconditions. The AASHTO criteria suggest that these moisture conditions are prevalent forapproximately 12½ percent of the annual moisture variation cycle.
Local drainage characteristics of proposed pavements areas are considered to vary from poorto fair. For purposes of this design analysis, poor drainage characteristics are considered tocontrol the design. These characteristics, coupled with the approximate duration of saturatedsubgrade conditions, results in a design drainage coefficient of 1.0 when applying the AASHTOcriteria for design.
Pavement Thickness Design ParametersInput Parameter Flexible (asphalt) Rigid (concrete)
Reliability 95% 95%
Serviceability Loss 2.0 2.0
Standard Deviation 0.44 0.34
Asphalt Layer Coefficient 0.44 N/A
Aggregate Base Coefficient 0.12 N/A
Lime or Cement Treated Soilswith a compressive strength
between 160 and 350 psi0.14 N/A
Concrete Elastic Modulus(Ec) N/A 3,500,000 psi
Concrete Modulus of Rupture(S’c) N/A 650 psi
Load Transfer Coefficient (J) N/A 3.6 1
1. The Load Transfer Coefficient value provided is based on jointed plain concrete pavementwith dowelled longitudinal and expansion joints at a spacing interval no greater than 15 feet.Also dowelled into the concrete curb and gutter.
Tested R-values for A-6 materials appear appropriate for the encountered clayey soils.However, tested R-values of 73 and 41 for A-2-4 and A-2-6 materials, respectively, appear high
Supplemental Geotechnical Engineering and Pavement Thickness Design ReportEast Pikes Peak Avenue Pavement Evaluation ■ Colorado Springs, ColoradoMarch 2, 2017 ■ Terracon Project No. 23165087
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for the encountered soils. A tested R-value of 41 would indicate a Resilient Modulus (Mr) ofapproximately 9,500 psi. Based on the FWD data, a Mr of 9,500 psi would be above a majorityof the existing conditions along East Pikes Peak Avenue. Therefore, it is our opinion that adesign R-value of 20 is appropriate for A-2-4 and A-2-6 soils, or better. The following graphpresents the approximate Mr values obtained from the FWD survey as well as the selecteddesign values.
Design Subgrade ValuesUpper 2 feet of Subgrade
Soils, AASHTO ClassificationDesignR-Value
ResilientModulus
Modulus of SubgradeReaction, k (pci)
A-6/A-7-6 6 3125 90A-2-4/A-2-6 20 4939 100
Full depth reclamation (FDR) 40 9497 200
6.3 Recommended Minimum Pavement SectionsPavement Thickness Design Nomographs provided in CSPDCM were used to generate designstructural numbers. We have provided tables that reflect the use of untreated and chemicallytreated subgrade soils. The nomographs used for design are presented in Appendix D. Basedon calculated structural numbers and corresponding R-Values, we recommend the followingminimum pavement sections for East Pikes Peak Avenue between the intersections at CircleDrive and East Colorado Avenue (STA 107+90 and STA 179+00); at the Union Boulevardintersection (approximately STA 159+50); and for Minor Arterial, Major/Minor Collector, andLocal roadway classifications.
Additionally, we have provided tables that reflect the mitigation measures to stabilize thesubgrade soils. We recommend a soil-lime mix or Full Depth Reclamation (R-Value of 40)replacement in areas with cohesive soil subgrades (R-Value of 6) and a soil-cement mix forgranular soil subgrades (R-Value of 20).
Supplemental Geotechnical Engineering and Pavement Thickness Design ReportEast Pikes Peak Avenue Pavement Evaluation ■ Colorado Springs, ColoradoMarch 2, 2017 ■ Terracon Project No. 23165087
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Pavement Thickness SectionsEast Pikes Peak Avenue (STA 107+90 and STA 179+00)
Design ValueStructuralNumber
(SN)
PavementOption
Recommended Pavement Section Thicknesses (inches)HotMix
Asphalt
AggregateBase
Course
PortlandCement
ConcretePavement
SubgradePreparation
TotalSection
R-Value = 6 5.75Flexible 10 12 ---
9 1 31Rigid --- 4 11 24
R-Value = 20 5.0Flexible 8½ 11 ---
9 1 28½Rigid --- 4 11 24
ChemicalStabilization
(R-Value = 6)5.75 Flexible 7 9 --- 12 2 28
ChemicalStabilization
(R-Value = 20)5.0 Flexible 6 6 --- 12 2 24
With 24 inches of FDR mixed and compacted subgrade
R-Value = 40 4.1Flexible 7 9 ---
2440
Rigid --- --- 10½ 34½1. Compacted soil subgrade as outlined in Section 4.2 Earthwork.2. Chemically stabilized subgrade with minimum 7-day compressive strength of 160 psi.3. R-Value of 6, Mitigation: Scarify, water condition, and recompact the upper 9 inches of the soil
subgrade as outlined in the 4.2 Earthwork Section of this report; or replace upper 2 feet ofpavement subgrade with minimum R-value of 20 material and scarify, water condition, andrecompact as outlined in the Section 4.2 Earthwork; or replace 1 foot of existing subgrade with asoil-lime mix in accordance with 4.2.2 Chemical Stabilization Subgrade Preparation; or replaceupper 2 feet of pavement subgrade with minimum R-Value of 40 FDR mix material and scarify,water condition, and recompact as outlined in the Section 4.2 Earthwork.
4. R-Value of 20, Mitigation: Scarify, water condition, and recompact the upper 9 inches of the soilsubgrade as outlined in the 4.2 Earthwork Section of this report; or replace 1 foot of existingsubgrade with a soil-cement mix in accordance with 4.2.2 Chemical Stabilization SubgradePreparation.
Supplemental Geotechnical Engineering and Pavement Thickness Design ReportEast Pikes Peak Avenue Pavement Evaluation ■ Colorado Springs, ColoradoMarch 2, 2017 ■ Terracon Project No. 23165087
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Intersection of Union Boulevard andEast Pikes Peak Avenue (Approximately STA 159+50)
Pavement Thickness Sections
Design ValueStructuralNumber
(SN)Pavement
Option
Recommended Pavement Section Thicknesses (inches)HotMix
Asphalt
AggregateBase
Course
PortlandCement
ConcretePavement
SubgradePreparation
TotalSection
R-Value = 6 6.2Flexible 10 15 ---
9 134
Rigid --- 4 12 25Chemical
Stabilization(R-value = 6)
6.2 Flexible 7 12 --- 12 2 31
With 24 inches of FDR mixed and compacted subgrade
R-Value = 40 4.45Flexible 7½ 10 ---
2441½
Rigid --- --- 11½ 35½1. Compacted soil subgrade as outlined in Section 4.2 Earthwork.2. Chemically stabilized subgrade with minimum 7-day compressive strength of 160 psi3. R-Value of 6, Mitigation: Scarify, water condition, and recompact the upper 9 inches of the
soil subgrade as outlined in the 4.2 Earthwork Section of this report; or replace upper 2 feetof pavement subgrade with minimum R-value = 20 material and scarify, water condition, andrecompact as outlined in the Section 4.2 Earthwork; or replace 1 foot of existing subgradewith a soil-lime mix in accordance with 4.2.2 Chemical Stabilization SubgradePreparation; or replace upper 1 feet of pavement subgrade with minimum R-Value = 40 FDRmix material and Scarify, water condition, and recompact as outlined in the Section 4.2Earthwork.
Supplemental Geotechnical Engineering and Pavement Thickness Design ReportEast Pikes Peak Avenue Pavement Evaluation ■ Colorado Springs, ColoradoMarch 2, 2017 ■ Terracon Project No. 23165087
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Pavement Thickness Sections (Minor Arterials)
Design ValueStructuralNumber
(SN)
PavementOption
Recommended Pavement Section Thicknesses (inches)HotMix
Asphalt
AggregateBase
Course
PortlandCement
ConcretePavement
SubgradePreparation
TotalSection
R-Value = 6 5.42 Flexible 9½ 11 --- 9 1 29½R-Value = 20 4.69 Flexible 8 10 --- 9 1 27
ChemicalStabilization
(R-Value = 6)5.42 Flexible 6½ 8 --- 12 2 26½
ChemicalStabilization
(R-Value = 20)4.69 Flexible 5½ 5 --- 12 2 23½
With 24 inches of FDR mixed and compacted subgradeR-Value = 40 3.76 Flexible 6 10 --- 24 40
Pavement Thickness Sections (Major/Minor Collector)
Design ValueStructuralNumber
(SN)
PavementOption
Recommended Pavement Section Thicknesses (inches)HotMix
Asphalt
AggregateBase
Course
PortlandCement
ConcretePavement
SubgradePreparation
TotalSection
R-Value = 6 3.79 Flexible 6 10 --- 9 1 25R-Value = 20 3.22 Flexible 5 9 --- 9 1 23
ChemicalStabilization
(R-Value = 6)3.79 Flexible 4 4 --- 12 2 20½
ChemicalStabilization
(R-Value = 20)3.22 Flexible 4 4 --- 12 2 19
With 24 inches of FDR mixed and compacted subgradeR-Value = 40 2.54 Flexible 4 7 --- 24 35
1. Compacted soil subgrade as outlined in Section 4.2 Earthwork.2. Chemically stabilized subgrade with minimum 7-day compressive strength of 160 psi.3. R-Value of 6, Mitigation: Scarify, water condition, and recompact the upper 9 inches of the soil
subgrade as outlined in the 4.2 Earthwork Section of this report; or replace upper 2 feet ofpavement subgrade with minimum R-value of 20 material and scarify, water condition, andrecompact as outlined in the Section 4.2 Earthwork; or replace 1 foot of existing subgrade with asoil-lime mix in accordance with 4.2.2 Chemical Stabilization Subgrade Preparation; or replaceupper 2 feet of pavement subgrade with minimum R-Value of 40 FDR mix material and scarify,water condition, and recompact as outlined in the Section 4.2 Earthwork.
4. R-Value of 20, Mitigation: Scarify, water condition, and recompact the upper 9 inches of the soilsubgrade as outlined in the 4.2 Earthwork Section of this report; or replace 1 foot of existingsubgrade with a soil-cement mix in accordance with 4.2.2 Chemical Stabilization SubgradePreparation.
Supplemental Geotechnical Engineering and Pavement Thickness Design ReportEast Pikes Peak Avenue Pavement Evaluation ■ Colorado Springs, ColoradoMarch 2, 2017 ■ Terracon Project No. 23165087
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Pavement Thickness Sections (Local)
Design ValueStructuralNumber
(SN)
PavementOption
Recommended Pavement Section Thicknesses (inches)HotMix
Asphalt
AggregateBase
Course
PortlandCement
ConcretePavement
SubgradePreparation
TotalSection
R-Value = 6 3.06 Flexible 5 8 --- 9 1 22R-Value = 20 2.59 Flexible 4 7 --- 9 1 20
ChemicalStabilization
(R-Value = 6)3.06 Flexible 4 4 --- 12 2 19
ChemicalStabilization
(R-Value = 20)2.59 Flexible 4 4 --- 12 2 19
With 24 inches of FDR mixed and compacted subgradeR-Value = 40 2.02 Flexible 4 6 --- 24 33
1. Compacted soil subgrade as outlined in Section 4.2 Earthwork.2. Chemically stabilized subgrade with minimum 7-day compressive strength of 160 psi.3. R-Value of 6, Mitigation: Scarify, water condition, and recompact the upper 9 inches of the soil
subgrade as outlined in the 4.2 Earthwork Section of this report; or replace upper 2 feet ofpavement subgrade with minimum R-value of 20 material and scarify, water condition, andrecompact as outlined in the Section 4.2 Earthwork; or replace 1 foot of existing subgrade with asoil-lime mix in accordance with 4.2.2 Chemical Stabilization Subgrade Preparation; or replaceupper 2 feet of pavement subgrade with minimum R-Value of 40 FDR mix material and scarify,water condition, and recompact as outlined in the Section 4.2 Earthwork.
4. R-Value of 20, Mitigation: Scarify, water condition, and recompact the upper 9 inches of the soilsubgrade as outlined in the 4.2 Earthwork Section of this report; or replace 1 foot of existingsubgrade with a soil-cement mix in accordance with 4.2.2 Chemical Stabilization SubgradePreparation.
7.0 GENERAL COMMENTS
Terracon should be retained to review the final design plans and specifications so commentscan be made regarding interpretation and implementation of our geotechnical recommendationsin the design and specifications. Terracon should also be retained to provide testing andobservation during the over excavation (if performed), grading, and construction phases of theproject.
The analysis and recommendations presented in this report are based upon the data obtainedfrom the borings performed at the indicated locations and from other information discussed inthis report. This report does not reflect variations that may occur between borings, across thesite, or due to the modifying effects of weather. The nature and extent of such variations maynot become evident until during or after construction. If variations appear, we should beimmediately notified so that further evaluation and supplemental recommendations can beprovided.
Supplemental Geotechnical Engineering and Pavement Thickness Design ReportEast Pikes Peak Avenue Pavement Evaluation ■ Colorado Springs, ColoradoMarch 2, 2017 ■ Terracon Project No. 23165087
Responsive ■ Resourceful ■ Reliable 26
The scope of services for this project does not include, either specifically or by implication, anyenvironmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification orprevention of pollutants, hazardous materials or conditions. If the City is concerned about thepotential 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 theproject discussed and has been prepared in accordance with generally accepted geotechnicalengineering practices. No warranties, either express or implied, are intended or made. Sitesafety, excavation support, and dewatering requirements are the responsibility of others. In theevent that changes are planned in the nature, design, or location of the project as outlined inthis report, the conclusions and recommendations contained in this report shall not beconsidered valid unless Terracon reviews the changes, and either verifies or modifies theconclusions of this report in writing.
APPENDIX A
FIELD EXPLORATION
Supplemental Geotechnical Engineering and Pavement Thickness Design ReportEast Pikes Peak Avenue Pavement Evaluation ■ Colorado Springs, ColoradoMarch 2, 2017 ■ Terracon Project No. 23155087
Responsive ■ Resourceful ■ Reliable Exhibit A-1
Field Exploration DescriptionThe borings were located in the field by measuring with a measuring wheel from existingproperty lines and site features. Locations of the borings were recorded with a handheld GPSdevice. The accuracy of the handheld GPS is typically on the order of about ± 25 feet. Theaccuracy of the boring locations should only be assumed to the level implied by the methodsused.
The borings were drilled with a CME-75 truck-mounted rotary drill rig with solid-stem augers.During the drilling operations, lithologic logs of the borings were recorded by the field engineer.Relatively undisturbed samples were obtained at selected intervals utilizing a 3-inch outsidediameter ring barrel sampler (RS). Disturbed bulk samples (BS) were obtained from augercuttings. Penetration resistance values were recorded in a manner similar to the standardpenetration test (SPT). This test consists of driving the sampler into the ground with a 140-pound hammer free-falling through a distance of 30 inches. The number of blows required toadvance the ring-barrel sampler 12 inches (18-inches for standard split-spoon samplers, final12-inches are recorded) or the interval indicated, is recorded and can be correlated to thestandard penetration resistance value (N-value). The blow count values are indicated on theboring logs at the respective sample depths, ring barrel sample blow counts are not consideredN-values.
An automatic SPT hammer was used to advance the sampler in the borings performed on thissite. A greater efficiency is typically achieved with the automatic hammer compared to theconventional safety hammer operated with a cathead and rope. Published correlations betweenthe ring barrel blow counts, SPT values, and soil properties are based on the lower efficiencycathead and rope method. This higher efficiency affects the standard penetration resistanceblow count value by increasing the penetration per hammer blow over what would be obtainedusing the cathead and rope method. The effect of the automatic hammer's efficiency has beenconsidered in the interpretation and analysis of the subsurface information for this report.
The standard penetration test provides a reasonable indication of the in-place density of sandytype materials, but only provides an indication of the relative stiffness of cohesive materialssince the blow count in these soils may be affected by the soils moisture content. In addition,considerable care should be exercised in interpreting the N-values in gravelly soils, particularlywhere the size of the gravel particle exceeds the inside diameter of the sampler.
Groundwater measurements were obtained in the borings at the time of site exploration. Uponcompletion of the drilling operations, the borings were backfilled with auger cuttings, andpatched with asphalt. Some settlement of the backfill and asphalt patches may occur andshould be repaired as soon as possible.
Scale:
4172 Centre Park Drive Colorado Springs, Colorado
PH. (719) 597-2116 FAX. (719) 597-2117
RWF
AV
RWF
RWF
Project Manager:
Drawn by:
Checked by:
Approved by:A-2
Exhibit23165087
11/11/2016
N.T.S
Project No.
File Name:
Date:23155032/A-4
SITE VICINITY MAP
AECOMPIKES PEAK AVENUE PAVEMENT EVALUATION
SUPPLEMENTAL DESIGNCOLORADO SRPINGS COLORADO
Consulting Engineers and Scientists
Approximate location of planned improvements
Section of Pikes Peak Avenue between Circle Drive andPrinters Parkway was overlaid in 2015. Improvement ofthis section is not included in the scope of work
DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES
Not: Google Earth aerial image datedNovember 2, 2015, used as base image
LEGEND
LEGEND
Scale:
4172 Centre Park Drive Colorado Springs, Colorado
PH. (719) 597-2116 FAX. (719) 597-2117
RWF
AV
RWF
RWF
Project Manager:
Drawn by:
Checked by:
Approved by:A-3
Exhibit23165087
11/11/2016
N.T.S
Project No.
File Name:
Date:23155032/A-3
DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES
Approximate location of Terracon test boringscompleted in 2016
MAT
CH
LIN
EA-
A
AECOMPIKES PEAK AVENUE PAVEMENT EVALUATION
SUPPLEMENTAL DESIGN
MAT
CH
LIN
EA-
A
MAT
CH
LIN
EB-
B
COLORADO SRPINGS COLORADO
Approximate location of Terracon test boringscompleted in 2015Approximate location of Terracon test boringscompleted in 2008
Consulting Engineers and Scientists
Not: Google Earth aerial image datedNovember 2, 2015, used as base image
EXPLORATION PLANCIRCLE DRIVE TO UNION BOULEVARD
LEGEND
Scale:
4172 Centre Park Drive Colorado Springs, Colorado
PH. (719) 597-2116 FAX. (719) 597-2117
RWF
AV
RWF
RWF
Project Manager:
Drawn by:
Checked by:
Approved by:A-4
Exhibit23165087
11/11/2016
N.T.S
Project No.
File Name:
Date:23155032/A-4
Approximate location of Terracon test boringscompleted in 2016
MAT
CH
LIN
EC
-C
AECOMPIKES PEAK AVENUE PAVEMENT EVALUATION
SUPPLEMENTAL DESIGN
MAT
CH
LIN
EC
-C
COLORADO SRPINGS COLORADO
Approximate location of Terracon test boringscompleted in 2015Approximate location of Terracon test boringscompleted in 2008
Consulting Engineers and Scientists
MAT
CH
LIN
EB-
B
DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES
Not: Google Earth aerial image datedNovember 2, 2015, used as base image
EXPLORATION PLANUNION BOULEVARD TO COLORADO AVENUE
MAT
CH
LIN
EA-
A
Scale:
4172 Centre Park Drive Colorado Springs, Colorado
PH. (719) 597-2116 FAX. (719) 597-2117
RWF
AV
RWF
RWF
Project Manager:
Drawn by:
Checked by:
Approved by:A-5
Exhibit23165087
11/11/2016
N.T.S
Project No.
File Name:
Date:23155032/A-5
AECOMPIKES PEAK AVENUE PAVEMENT EVALUATION
SUPPLEMENTAL DESIGNCOLORADO SRPINGS COLORADO
Consulting Engineers and ScientistsPCI Rating: Very Poor (PCI Range: 26 - 40)
PCI Rating: Serious (PCI Range:11 - 25)
DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES
MAT
CH
LIN
EA-
A
LEGEND
Not: Google Earth aerial image datedNovember 2, 2015, used as base image
PCI RATING
MAT
CH
LIN
EA-
A
Scale:RWF
AV
RWF
RWF
Project Manager:
Drawn by:
Checked by:
Approved by:A-6
Exhibit23155032
11/11/2016
N.T.S
Project No.
File Name:
Date:23155032/A-6
AECOMPIKES PEAK AVENUE PAVEMENT EVALUATION
SUPPLEMENTAL DESIGN
LEGEND
Approximate location of Terracon test boringscompleted in 2016Approximate location of Terracon test boringscompleted in 2015Approximate location of Terracon test boringscompleted in 2008
DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES
MAT
CH
LIN
EA-
A
MAT
CH
LIN
EB-
B
AASHTO SOIL CLASSIFICATION
A-2-4 Soils
A-2-6 & A-2-7 Soils
A-6(<10) Soils
A-1-b Soils
A-7 & A-6(>10) Soils
EXPLORATION PLAN WITH AASHTO SOIL CLASSIFICATIONCIRCLE DRIVE TO UNION BOULEVARD
COLORADO SRPINGS COLORADO
4172 Centre Park Drive Colorado Springs, Colorado
PH. (719) 597-2116 FAX. (719) 597-2117
Consulting Engineers and Scientists
Scale:RWF
AV
RWF
RWF
Project Manager:
Drawn by:
Checked by:
Approved by:A-7
Exhibit23155032
11/11/2016
N.T.S
Project No.
File Name:
Date:23155032/A-7
LEGEND
Approximate location of Terracon test boringscompleted in 2016Approximate location of Terracon test boringscompleted in 2015Approximate location of Terracon test boringscompleted in 2008
DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES
MAT
CH
LIN
EB-
B
MAT
CH
LIN
EC
-C
AASHTO SOIL CLASSIFICATION
A-2-4 Soils
A-2-6 & A-2-7 Soils
A-6(<10) Soils
A-1-b Soils
A-7 & A-6(>10) Soils
MAT
CH
LIN
EC
-C
EXPLORATION PLAN WITH AASHTO SOIL CLASSIFICATIONUNION BOULEVARD TO COLORADO AVENUE
COLORADO SRPINGS COLORADO
AECOMPIKES PEAK AVENUE PAVEMENT EVALUATION
SUPPLEMENTAL DESIGN4172 Centre Park Drive Colorado Springs, Colorado
PH. (719) 597-2116 FAX. (719) 597-2117
Consulting Engineers and Scientists
9-104-7
2-3
2-3
3-4
5-5
4-6-7N=13
5-5-33N=38
0.61.5
3.0
12.0
18.0
22.0
25.5
ASPHALT, approximately 7-inches thickBASE COURSE, approximately 10.5-inches thickFILL - CLAYEY SAND (SC), trace gravel, fine to coarse grained,dark grayish-brown, loosePOORLY GRADED GRAVEL WITH SILT (SM), fine to mediumgrained, dark grayish-brown, very loose to loose
- color change to brown below 6 feet
CLAYEY SAND (SC), fine to medium grained, grayish-brown,loose, with iron-staining
POORLY GRADED SAND WITH CLAY (SP-SC), fine to coarsegrained, mottled light brown, brown and dark gray, medium dense
CLAYEY SAND (SC), fine to medium grained, light brown and darkgray, dense
Boring Terminated at 25.5 Feet
712
4
5
10
9
21
10
118109
108
104
103
108
5974.55973.5
5972
5963
5957
5953
5949.5
1011
12
12
12
12
10
9
GR
APH
ICLO
G
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.
THIS
BOR
ING
LOG
ISN
OT
VALI
DIF
SEPA
RAT
EDFR
OM
OR
IGIN
ALR
EPO
RT.
GEO
SMAR
TLO
G-N
OW
ELL
2316
5087
.GPJ
TER
RAC
ON
2015
.GD
T12
/9/1
6
FIEL
DTE
STR
ESU
LTS
DEPTH
LOCATION
Latitude: 38.8335° Longitude: -104.812°
See Exhibit A-2
Colorado Ave. to Hancock Ave. Colorado Springs, COSITE:
Page 1 of 1
Advancement Method:4-inch solid stem auger
Abandonment Method:Borings backfilled with cement-bentonite grout uponcompletion.
Notes:
Project No.: 23165087
Drill Rig: GEFCO SS-10
Boring Started: 9/28/2016
BORING LOG NO. B-202AECOMCLIENT:Colorado Springs, CO
Driller: Meyers, LLC.
Boring Completed: 9/28/2016
Exhibit: A-8
See Exhibit A-1 for description of field procedures
See Appendix B for description of laboratoryprocedures and additional data (if any).See Appendix C for explanation of symbols andabbreviations.
PROJECT: E. Pikes Peak Ave. Pavement Evaluation
4172 Center Park DrColorado Springs, CO
24 feet while drilling20 feet measured after 24 hours
WATER LEVEL OBSERVATIONS
PER
CEN
TFI
NES
WAT
ERC
ON
TEN
T(%
)
DR
YU
NIT
WEI
GH
T(p
cf)
LL-PL-PI
ATTERBERGLIMITS
ELEVATION (Ft.)
Surface Elev.: 5975 (Ft.)
SAM
PLE
TYPE
WAT
ERLE
VEL
OBS
ERVA
TIO
NS
DEP
TH(F
t.)
5
10
15
20
25
REC
OVE
RY
(In.)
4-3
3-3
3-3
3-4
4-5
4-5
3-4-6N=10
4-5-6N=11
4-2-3N=5
0.30.5
30.5
ASPHALT, approximately 4-inches thickBASE COURSE, approximately 2.5-inches thickCLAYEY SAND (SC), fine to coarse grained, brown, very loose tomedium dense- trace gravel observed at 2 feet- with calcium and iron-staining below 4 feet
- color change to dark brown below 19 feet
- poorly graded sand lenses observed below 27 feet
Boring Terminated at 30.5 Feet
8
10
11
12
7
11
10
11
8
10
4
10
10
11
13
14
19
101
103
96
93
100
99
5983.55983.5
5953.5
GR
APH
ICLO
G
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.
THIS
BOR
ING
LOG
ISN
OT
VALI
DIF
SEPA
RAT
EDFR
OM
OR
IGIN
ALR
EPO
RT.
GEO
SMAR
TLO
G-N
OW
ELL
2316
5087
.GPJ
TER
RAC
ON
2015
.GD
T12
/9/1
6
FIEL
DTE
STR
ESU
LTS
DEPTH
LOCATION
Latitude: 38.8335° Longitude: -104.8112°
See Exhibit A-2
Colorado Ave. to Hancock Ave. Colorado Springs, COSITE:
Page 1 of 1
Advancement Method:4-inch solid stem auger
Abandonment Method:Borings backfilled with cement-bentonite grout uponcompletion.
Notes:
Project No.: 23165087
Drill Rig: GEFCO SS-10
Boring Started: 9/28/2016
BORING LOG NO. B-203AECOMCLIENT:Colorado Springs, CO
Driller: Meyers, LLC.
Boring Completed: 9/28/2016
Exhibit:
SAM
PLE
TYPE
WAT
ERLE
VEL
OBS
ERVA
TIO
NS
DEP
TH(F
t.)
5
10
15
20
25
30
REC
OVE
RY
(In.)
A-9
See Exhibit A-1 for description of field procedures
See Appendix B for description of laboratoryprocedures and additional data (if any).See Appendix C for explanation of symbols andabbreviations.
PROJECT: E. Pikes Peak Ave. Pavement Evaluation
4172 Center Park DrColorado Springs, CO
27 feet while drilling30 feet measured after 24 hours
WATER LEVEL OBSERVATIONS
PER
CEN
TFI
NES
WAT
ERC
ON
TEN
T(%
)
DR
YU
NIT
WEI
GH
T(p
cf)
LL-PL-PI
ATTERBERGLIMITS
ELEVATION (Ft.)
Surface Elev.: 5984 (Ft.)
28-368-8
11-17
N=50/6"
N=50/6"
N=50/6"
N=50/5"
N=50/4"
0.21.3
6.0
24.3
approximately 2.5-inches thickBASE COURSE, approximately 12.5-inches thickCLAYEY SAND (SC), fine to medium grained, brown, loose to verydense
color change to delineated grayish-brown and gray below 4 feet
INTERBEDDED SANDY CLAYSTONE AND CLAYEYSANDSTONE, fine to medium grained, dark gray, hard to very hardtrace iron-staining below 6 feet
color change to grayish brown below 9 feet
color change to dark gray
trace shells observed at 24 feetBoring Terminated at 24.25 Feet
410
11
12
9
11
8
8
128106
112
112
122
116
59995998
5993
5975
1110
12
6
6
6
5
4
GR
APH
ICLO
G
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.
THIS
BOR
ING
LOG
ISN
OT
VALI
DIF
SEPA
RAT
EDFR
OM
OR
IGIN
ALR
EPO
RT.
GEO
SMAR
TLO
G-N
OW
ELL
2316
5087
.GPJ
TER
RAC
ON
2015
.GD
T12
/9/1
6
FIEL
DTE
STR
ESU
LTS
DEPTH
LOCATION
Latitude: 38.8335° Longitude: -104.8103°
See Exhibit A-2
Colorado Ave. to Hancock Ave. Colorado Springs, COSITE:
Page 1 of 1
Advancement Method:4-inch solid stem auger
Abandonment Method:Borings backfilled with cement-bentonite grout uponcompletion.
Notes:
Project No.: 23165087
Drill Rig: GEFCO SS-10
Boring Started: 9/28/2016
BORING LOG NO. B-204AECOMCLIENT:Colorado Springs, CO
Driller: Meyers, LLC.
Boring Completed: 9/28/2016
Exhibit: A-10
See Exhibit A-1 for description of field procedures
See Appendix B for description of laboratoryprocedures and additional data (if any).See Appendix C for explanation of symbols andabbreviations.
PROJECT: E. Pikes Peak Ave. Pavement Evaluation
4172 Center Park DrColorado Springs, CO
No free water observed during drilling13.5 feet measured after 24 hours
WATER LEVEL OBSERVATIONS
PER
CEN
TFI
NES
WAT
ERC
ON
TEN
T(%
)
DR
YU
NIT
WEI
GH
T(p
cf)
LL-PL-PI
ATTERBERGLIMITS
ELEVATION (Ft.)
Surface Elev.: 5999 (Ft.)
SAM
PLE
TYPE
WAT
ERLE
VEL
OBS
ERVA
TIO
NS
DEP
TH(F
t.)
5
10
15
20R
ECO
VER
Y(In
.)
9-9
4-5
5-4
5-5
10-12
21-29
N=50/3"
N=50/4"
0.30.62.0
4.0
8.0
17.0
24.3
ASPHALT, approximately 3-inches thickBASE COURSE, approximately 4-inches thickFILL - CLAYEY SAND (SC), fine to medium grained, mixed darkbrown and brown, loose, - sample distrubance at 0.5 feetCLAYEY SAND (SC), fine to medium grained, brown, looseSILTY SAND (SM), fine to medium grained, brown, loose
POORLY GRADED SAND WITH CLAY (SP-SC), fine to mediumgrained, dark brown, grayish-brown and reddish-brown, mediumdense to very dense
SANDY CLAYSTONE, dark gray, very hard, trace calcium depositsand iron-staining
Boring Terminated at 24.25 Feet
10
4
6
5
11
18
4
10
105
98
103
108
105
60196018.5
6017
6015
6011
6002
5995
11
10
11
11
10
12
6
4
GR
APH
ICLO
G
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.
THIS
BOR
ING
LOG
ISN
OT
VALI
DIF
SEPA
RAT
EDFR
OM
OR
IGIN
ALR
EPO
RT.
GEO
SMAR
TLO
G-N
OW
ELL
2316
5087
.GPJ
TER
RAC
ON
2015
.GD
T12
/9/1
6
FIEL
DTE
STR
ESU
LTS
DEPTH
LOCATION
Latitude: 38.8334° Longitude: -104.808°
See Exhibit A-2
Colorado Ave. to Hancock Ave. Colorado Springs, COSITE:
Page 1 of 1
Advancement Method:4-inch solid stem auger
Abandonment Method:Borings backfilled with cement-bentonite grout uponcompletion.
Notes:
Project No.: 23165087
Drill Rig: GEFCO SS-10
Boring Started: 9/28/2016
BORING LOG NO. B-205AECOMCLIENT:Colorado Springs, CO
Driller: Meyers, LLC.
Boring Completed: 9/28/2016
Exhibit: A-11
See Exhibit A-1 for description of field procedures
See Appendix B for description of laboratoryprocedures and additional data (if any).See Appendix C for explanation of symbols andabbreviations.
PROJECT: E. Pikes Peak Ave. Pavement Evaluation
4172 Center Park DrColorado Springs, CO
15 feet while drilling12 feet measured after 24 hours
WATER LEVEL OBSERVATIONS
PER
CEN
TFI
NES
WAT
ERC
ON
TEN
T(%
)
DR
YU
NIT
WEI
GH
T(p
cf)
LL-PL-PI
ATTERBERGLIMITS
ELEVATION (Ft.)
Surface Elev.: 6019 (Ft.)
SAM
PLE
TYPE
WAT
ERLE
VEL
OBS
ERVA
TIO
NS
DEP
TH(F
t.)
5
10
15
20R
ECO
VER
Y(In
.)
7-114-4
3-3
3-3
3-4
2-2
6-10-17N=27
0.41.02.0
16.0
20.5
ASPHALT, approximately 5-inches thickBASE COURSE, approximately 6.5-inches thickFILL - CLAYEY SAND (SC), trace gravel, mixed dark brown tobrown, with pockets of gray to dark gray lean clayCLAYEY SAND (SC), trace fine gravel, fine to medium grained,brown to dark brown, loose to medium dense
sample disturbed at 14 feet
LEAN CLAY (CL), fine to medium grained, layered dark gray,brown and gray, hard
Boring Terminated at 20.5 Feet
148
4
9
8
22
111101
103
101
103
6019.560196018
6004
5999.5
1010
12
12
12
0
13
GR
APH
ICLO
G
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.
THIS
BOR
ING
LOG
ISN
OT
VALI
DIF
SEPA
RAT
EDFR
OM
OR
IGIN
ALR
EPO
RT.
GEO
SMAR
TLO
G-N
OW
ELL
2316
5087
.GPJ
TER
RAC
ON
2015
.GD
T12
/9/1
6
FIEL
DTE
STR
ESU
LTS
DEPTH
LOCATION
Latitude: 38.8333° Longitude: -104.8071°
See Exhibit A-2
Colorado Ave. to Hancock Ave. Colorado Springs, COSITE:
Page 1 of 1
Advancement Method:4-inch solid stem auger
Abandonment Method:Borings backfilled with cement-bentonite grout uponcompletion.
Notes:
Project No.: 23165087
Drill Rig: GEFCO SS-10
Boring Started: 9/28/2016
BORING LOG NO. B-206AECOMCLIENT:Colorado Springs, CO
Driller: Meyers, LLC.
Boring Completed: 9/28/2016
Exhibit: A-12
See Exhibit A-1 for description of field procedures
See Appendix B for description of laboratoryprocedures and additional data (if any).See Appendix C for explanation of symbols andabbreviations.
PROJECT: E. Pikes Peak Ave. Pavement Evaluation
4172 Center Park DrColorado Springs, CO
16 feet while drilling13.5 feet measured after 24 hours
WATER LEVEL OBSERVATIONS
PER
CEN
TFI
NES
WAT
ERC
ON
TEN
T(%
)
DR
YU
NIT
WEI
GH
T(p
cf)
LL-PL-PI
ATTERBERGLIMITS
ELEVATION (Ft.)
Surface Elev.: 6020 (Ft.)
SAM
PLE
TYPE
WAT
ERLE
VEL
OBS
ERVA
TIO
NS
DEP
TH(F
t.)
5
10
15
20R
ECO
VER
Y(In
.)
5-1111-11
5-5
6-6
13-17
N=50/5"
N=50/5"
0.40.8
4.0
6.0
8.0
10.5
19.5
ASPHALT, approximately 5-inches thickBASE COURSE, approximately 5-inches thickSILTY SAND (SM), fine to medium grained, light brown, mediumdense
POORLY GRADED SAND WITH SILTY CLAY (SP-SC), fine tomedium grained, light brown to brown, loose
POORLY GRADED SAND WITH SILT (SP-SM), trace coarsesand, fine to medium grained, mottled light brown, brown and darkbrown, looseSANDY LEAN CLAY (CL), fine to medium grained, mottled gray,brown and dark gray, very stiff
SANDY CLAYSTONE, dark gray, very hard
Boring Terminated at 19.5 Feet
107
6
7
11
10
5
105101
104
89
109
103
6025.56025
6022
6020
6018
6015.5
6006.5
10
8
11
12
10
5
5
GR
APH
ICLO
G
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.
THIS
BOR
ING
LOG
ISN
OT
VALI
DIF
SEPA
RAT
EDFR
OM
OR
IGIN
ALR
EPO
RT.
GEO
SMAR
TLO
G-N
OW
ELL
2316
5087
.GPJ
TER
RAC
ON
2015
.GD
T12
/9/1
6
FIEL
DTE
STR
ESU
LTS
DEPTH
LOCATION
Latitude: 38.8333° Longitude: -104.806°
See Exhibit A-2
Colorado Ave. to Hancock Ave. Colorado Springs, COSITE:
Page 1 of 1
Advancement Method:4-inch solid stem auger
Abandonment Method:Borings backfilled with cement-bentonite grout uponcompletion.
Notes:
Project No.: 23165087
Drill Rig: GEFCO SS-10
Boring Started: 9/28/2016
BORING LOG NO. B-207AECOMCLIENT:Colorado Springs, CO
Driller: Meyers, LLC.
Boring Completed: 9/28/2016
Exhibit: A-13
See Exhibit A-1 for description of field procedures
See Appendix B for description of laboratoryprocedures and additional data (if any).See Appendix C for explanation of symbols andabbreviations.
PROJECT: E. Pikes Peak Ave. Pavement Evaluation
4172 Center Park DrColorado Springs, CO
No free water observed during drilling11 feet measured after 24 hours
WATER LEVEL OBSERVATIONS
PER
CEN
TFI
NES
WAT
ERC
ON
TEN
T(%
)
DR
YU
NIT
WEI
GH
T(p
cf)
LL-PL-PI
ATTERBERGLIMITS
ELEVATION (Ft.)
Surface Elev.: 6026 (Ft.)
SAM
PLE
TYPE
WAT
ERLE
VEL
OBS
ERVA
TIO
NS
DEP
TH(F
t.)
5
10
15
REC
OVE
RY
(In.)
8-6
6-6
8-7
6-6
6-8
5-4
0.8
6.0
11.5
15.0
ASPHALT, approximately 9-inches thickFILL - CLAYEY SAND (SC), trace gravel, fine to coarse grained,mixed dark brown and brown, loose, with pockets of dark brown leanclay
POORLY GRADED SAND WITH SILT (SP-SM), fine to mediumgrained, brown, loose
CLAYEY SAND (SC), fine to medium grained, brown, loose
Boring Terminated at 15 Feet
35
34
18
6
5
11
83
63
104
110
111
111
6011.5
6006
6000.5
5997
10
12
12
12
12
12
GR
APH
ICLO
G
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.
THIS
BOR
ING
LOG
ISN
OT
VALI
DIF
SEPA
RAT
EDFR
OM
OR
IGIN
ALR
EPO
RT.
GEO
SMAR
TLO
G-N
OW
ELL
2316
5087
.GPJ
TER
RAC
ON
2015
.GD
T12
/9/1
6
FIEL
DTE
STR
ESU
LTS
DEPTH
LOCATION
Latitude: 38.8338° Longitude: -104.8081°
See Exhibit A-2
Colorado Ave. to Hancock Ave. Colorado Springs, COSITE:
Page 1 of 1
Advancement Method:4-inch solid stem auger
Abandonment Method:Borings backfilled with cement-bentonite grout uponcompletion.
Notes:
Project No.: 23165087
Drill Rig: GEFCO SS-10
Boring Started: 9/30/2016
BORING LOG NO. B-208AECOMCLIENT:Colorado Springs, CO
Driller: Meyers, LLC.
Boring Completed: 9/30/2016
Exhibit: A-14
See Exhibit A-1 for description of field procedures
See Appendix B for description of laboratoryprocedures and additional data (if any).See Appendix C for explanation of symbols andabbreviations.
PROJECT: E. Pikes Peak Ave. Pavement Evaluation
4172 Center Park DrColorado Springs, CO
No free water observed during drillingWATER LEVEL OBSERVATIONS
PER
CEN
TFI
NES
WAT
ERC
ON
TEN
T(%
)
DR
YU
NIT
WEI
GH
T(p
cf)
LL-PL-PI
ATTERBERGLIMITS
ELEVATION (Ft.)
Surface Elev.: 6012 (Ft.)
SAM
PLE
TYPE
WAT
ERLE
VEL
OBS
ERVA
TIO
NS
DEP
TH(F
t.)
5
10
15
REC
OVE
RY
(In.)
12-105-6
5-8
5-6
4-3
7-9
N=50/5"
0.60.8
12.0
16.0
19.5
ASPHALT, approximately 7-inches thickPOORLY GRADED SAND WITH CLAY (SP-SC), fine to coarsegrained, brown, approximately 3-inches thickPOORLY GRADED SAND WITH SILT (SP-SM), brown, loose
LEAN CLAY (CL), mottled brown and gray, stiff
- sample distrubed at 14 feet.
SANDY CLAYSTONE, dark gray, very hard, with trace shells
Boring Terminated at 19.5 Feet
44
5
16
24
16
112104
107
101
6034.56034
6023
6019
6015.5
10
11
12
0
12
12
0.5
GR
APH
ICLO
G
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.
THIS
BOR
ING
LOG
ISN
OT
VALI
DIF
SEPA
RAT
EDFR
OM
OR
IGIN
ALR
EPO
RT.
GEO
SMAR
TLO
G-N
OW
ELL
2316
5087
.GPJ
TER
RAC
ON
2015
.GD
T12
/9/1
6
FIEL
DTE
STR
ESU
LTS
DEPTH
LOCATION
Latitude: 38.8332° Longitude: -104.8039°
See Exhibit A-2
Colorado Ave. to Hancock Ave. Colorado Springs, COSITE:
Page 1 of 1
Advancement Method:4-inch solid stem auger
Abandonment Method:Borings backfilled with cement-bentonite grout uponcompletion.
Notes:
Project No.: 23165087
Drill Rig: GEFCO SS-10
Boring Started: 9/29/2016
BORING LOG NO. B-209AECOMCLIENT:Colorado Springs, CO
Driller: Meyers, LLC.
Boring Completed: 9/29/2016
Exhibit: A-15
See Exhibit A-1 for description of field procedures
See Appendix B for description of laboratoryprocedures and additional data (if any).See Appendix C for explanation of symbols andabbreviations.
PROJECT: E. Pikes Peak Ave. Pavement Evaluation
4172 Center Park DrColorado Springs, CO
10.75 feet while drilling7 feet measured after 4 hours
WATER LEVEL OBSERVATIONS
PER
CEN
TFI
NES
WAT
ERC
ON
TEN
T(%
)
DR
YU
NIT
WEI
GH
T(p
cf)
LL-PL-PI
ATTERBERGLIMITS
ELEVATION (Ft.)
Surface Elev.: 6035 (Ft.)
SAM
PLE
TYPE
WAT
ERLE
VEL
OBS
ERVA
TIO
NS
DEP
TH(F
t.)
5
10
15
REC
OVE
RY
(In.)
5-7
4-4
4-4
0.3
0.8
2.0
5.0
ASPHALT, approximately 3.5-inches thickBASE COURSE, approximately 6.5-inches thick
FILL - LEAN CLAY WITH SAND (CL), brown, medium stiff
CLAYEY SAND WITH GRAVEL (SC), fine to coarse grained,brown, loose
Boring Terminated at 5 Feet
71
7
20
9
104
109
49-22-27
6035.5
6035
6034
6031
11
10
0
GR
APH
ICLO
G
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.
THIS
BOR
ING
LOG
ISN
OT
VALI
DIF
SEPA
RAT
EDFR
OM
OR
IGIN
ALR
EPO
RT.
GEO
SMAR
TLO
G-N
OW
ELL
2316
5087
.GPJ
TER
RAC
ON
2015
.GD
T12
/9/1
6
FIEL
DTE
STR
ESU
LTS
DEPTH
LOCATION
Latitude: 38.8332° Longitude: -104.8039°
See Exhibit A-2
Colorado Ave. to Hancock Ave. Colorado Springs, COSITE:
Page 1 of 1
Advancement Method:4-inch solid stem auger
Abandonment Method:Borings backfilled with cement-bentonite grout uponcompletion.
Notes:
Project No.: 23165087
Drill Rig: GEFCO SS-10
Boring Started: 9/29/2016
BORING LOG NO. B-301AECOMCLIENT:Colorado Springs, CO
Driller: Meyers, LLC.
Boring Completed: 9/29/2016
Exhibit: A-16
See Exhibit A-1 for description of field procedures
See Appendix B for description of laboratoryprocedures and additional data (if any).See Appendix C for explanation of symbols andabbreviations.
PROJECT: E. Pikes Peak Ave. Pavement Evaluation
4172 Center Park DrColorado Springs, CO
No free water observed during drillingWATER LEVEL OBSERVATIONS
PER
CEN
TFI
NES
WAT
ERC
ON
TEN
T(%
)
DR
YU
NIT
WEI
GH
T(p
cf)
LL-PL-PI
ATTERBERGLIMITS
ELEVATION (Ft.)
Surface Elev.: 6036 (Ft.)
SAM
PLE
TYPE
WAT
ERLE
VEL
OBS
ERVA
TIO
NS
DEP
TH(F
t.)
5R
ECO
VER
Y(In
.)
10-9
5-5
3-4
0.5
0.8
5.0
ASPHALT, approximately 5.5-inches thick
BASE COURSE, approximately 4.5-inches thick
SILTY CLAYEY SAND (SC-SM), fine to coarse grained, loose tomedium dense
Boring Terminated at 5 Feet
229
8
8
108
110
106
21-17-4
6043.5
6043
6039
10
11
12
GR
APH
ICLO
G
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.
THIS
BOR
ING
LOG
ISN
OT
VALI
DIF
SEPA
RAT
EDFR
OM
OR
IGIN
ALR
EPO
RT.
GEO
SMAR
TLO
G-N
OW
ELL
2316
5087
.GPJ
TER
RAC
ON
2015
.GD
T12
/9/1
6
FIEL
DTE
STR
ESU
LTS
DEPTH
LOCATION
Latitude: 38.8331° Longitude: -104.8022°
See Exhibit A-2
Colorado Ave. to Hancock Ave. Colorado Springs, COSITE:
Page 1 of 1
Advancement Method:4-inch solid stem auger
Abandonment Method:Borings backfilled with cement-bentonite grout uponcompletion.
Notes:
Project No.: 23165087
Drill Rig: GEFCO SS-10
Boring Started: 9/29/2016
BORING LOG NO. B-302AECOMCLIENT:Colorado Springs, CO
Driller: Meyers, LLC.
Boring Completed: 9/29/2016
Exhibit: A-17
See Exhibit A-1 for description of field procedures
See Appendix B for description of laboratoryprocedures and additional data (if any).See Appendix C for explanation of symbols andabbreviations.
PROJECT: E. Pikes Peak Ave. Pavement Evaluation
4172 Center Park DrColorado Springs, CO
No free water observed during drillingWATER LEVEL OBSERVATIONS
PER
CEN
TFI
NES
WAT
ERC
ON
TEN
T(%
)
DR
YU
NIT
WEI
GH
T(p
cf)
LL-PL-PI
ATTERBERGLIMITS
ELEVATION (Ft.)
Surface Elev.: 6044 (Ft.)
SAM
PLE
TYPE
WAT
ERLE
VEL
OBS
ERVA
TIO
NS
DEP
TH(F
t.)
5R
ECO
VER
Y(In
.)
11-8
9-16
15-18
0.4
0.9
5.0
ASPHALT, approximately 5-inches thick
BASE COURSE, approximately 5.5-inches thick
SILTY SAND (SM), trace gravel, fine to medium grained, brown,medium dense
Boring Terminated at 5 Feet
159
21
17
107
103
239
NP
6053.5
6053
6049
11
12
10
GR
APH
ICLO
G
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.
THIS
BOR
ING
LOG
ISN
OT
VALI
DIF
SEPA
RAT
EDFR
OM
OR
IGIN
ALR
EPO
RT.
GEO
SMAR
TLO
G-N
OW
ELL
2316
5087
.GPJ
TER
RAC
ON
2015
.GD
T12
/9/1
6
FIEL
DTE
STR
ESU
LTS
DEPTH
LOCATION
Latitude: 38.833° Longitude: -104.8007°
See Exhibit A-2
Colorado Ave. to Hancock Ave. Colorado Springs, COSITE:
Page 1 of 1
Advancement Method:4-inch solid stem auger
Abandonment Method:Borings backfilled with cement-bentonite grout uponcompletion.
Notes:
Project No.: 23165087
Drill Rig: GEFCO SS-10
Boring Started: 9/29/2016
BORING LOG NO. B-303AECOMCLIENT:Colorado Springs, CO
Driller: Meyers, LLC.
Boring Completed: 9/29/2016
Exhibit: A-18
See Exhibit A-1 for description of field procedures
See Appendix B for description of laboratoryprocedures and additional data (if any).See Appendix C for explanation of symbols andabbreviations.
PROJECT: E. Pikes Peak Ave. Pavement Evaluation
4172 Center Park DrColorado Springs, CO
No free water observed during drillingWATER LEVEL OBSERVATIONS
PER
CEN
TFI
NES
WAT
ERC
ON
TEN
T(%
)
DR
YU
NIT
WEI
GH
T(p
cf)
LL-PL-PI
ATTERBERGLIMITS
ELEVATION (Ft.)
Surface Elev.: 6054 (Ft.)
SAM
PLE
TYPE
WAT
ERLE
VEL
OBS
ERVA
TIO
NS
DEP
TH(F
t.)
5R
ECO
VER
Y(In
.)
11-8
9-16
15-18
0.3
0.7
5.0
ASPHALT, approximately 3.5-inches thickBASE COURSE, approximately 4.5-inches thick
LEAN CLAY (CL), brown, very stiff
Boring Terminated at 5 Feet
8916
18
23
104
94
37-19-18
6065.5
6065.5
6061
11
12
10
GR
APH
ICLO
G
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.
THIS
BOR
ING
LOG
ISN
OT
VALI
DIF
SEPA
RAT
EDFR
OM
OR
IGIN
ALR
EPO
RT.
GEO
SMAR
TLO
G-N
OW
ELL
2316
5087
.GPJ
TER
RAC
ON
2015
.GD
T12
/9/1
6
FIEL
DTE
STR
ESU
LTS
DEPTH
LOCATION
Latitude: 38.833° Longitude: -104.7986°
See Exhibit A-2
Colorado Ave. to Hancock Ave. Colorado Springs, COSITE:
Page 1 of 1
Advancement Method:4-inch solid stem auger
Abandonment Method:Borings backfilled with cement-bentonite grout uponcompletion.
Notes:
Project No.: 23165087
Drill Rig: GEFCO SS-10
Boring Started: 9/29/2016
BORING LOG NO. B-304AECOMCLIENT:Colorado Springs, CO
Driller: Meyers, LLC.
Boring Completed: 9/29/2016
Exhibit: A-19
See Exhibit A-1 for description of field procedures
See Appendix B for description of laboratoryprocedures and additional data (if any).See Appendix C for explanation of symbols andabbreviations.
PROJECT: E. Pikes Peak Ave. Pavement Evaluation
4172 Center Park DrColorado Springs, CO
No free water observed during drillingWATER LEVEL OBSERVATIONS
PER
CEN
TFI
NES
WAT
ERC
ON
TEN
T(%
)
DR
YU
NIT
WEI
GH
T(p
cf)
LL-PL-PI
ATTERBERGLIMITS
ELEVATION (Ft.)
Surface Elev.: 6066 (Ft.)
SAM
PLE
TYPE
WAT
ERLE
VEL
OBS
ERVA
TIO
NS
DEP
TH(F
t.)
5R
ECO
VER
Y(In
.)
9-16
8-13
9-16
0.3
0.8
5.0
ASPHALT, approximately 4-inches thick
BASE COURSE, approximately 5.5-inches thick
SANDY LEAN CLAY (CL), brown, very stiff
Boring Terminated at 5 Feet
6318
18
18
108
105
103
37-18-19
6079.5
6079
6075
10
12
10
GR
APH
ICLO
G
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.
THIS
BOR
ING
LOG
ISN
OT
VALI
DIF
SEPA
RAT
EDFR
OM
OR
IGIN
ALR
EPO
RT.
GEO
SMAR
TLO
G-N
OW
ELL
2316
5087
.GPJ
TER
RAC
ON
2015
.GD
T12
/9/1
6
FIEL
DTE
STR
ESU
LTS
DEPTH
LOCATION
Latitude: 38.8329° Longitude: -104.7964°
See Exhibit A-2
Colorado Ave. to Hancock Ave. Colorado Springs, COSITE:
Page 1 of 1
Advancement Method:4-inch solid stem auger
Abandonment Method:Borings backfilled with cement-bentonite grout uponcompletion.
Notes:
Project No.: 23165087
Drill Rig: GEFCO SS-10
Boring Started: 9/29/2016
BORING LOG NO. B-305AECOMCLIENT:Colorado Springs, CO
Driller: Meyers, LLC.
Boring Completed: 9/29/2016
Exhibit: A-20
See Exhibit A-1 for description of field procedures
See Appendix B for description of laboratoryprocedures and additional data (if any).See Appendix C for explanation of symbols andabbreviations.
PROJECT: E. Pikes Peak Ave. Pavement Evaluation
4172 Center Park DrColorado Springs, CO
No free water observed during drillingWATER LEVEL OBSERVATIONS
PER
CEN
TFI
NES
WAT
ERC
ON
TEN
T(%
)
DR
YU
NIT
WEI
GH
T(p
cf)
LL-PL-PI
ATTERBERGLIMITS
ELEVATION (Ft.)
Surface Elev.: 6080 (Ft.)
SAM
PLE
TYPE
WAT
ERLE
VEL
OBS
ERVA
TIO
NS
DEP
TH(F
t.)
5R
ECO
VER
Y(In
.)
13-10
6-7
8-11
0.3
0.6
5.0
ASPHALT, approximately 3.5-inches thickBASE COURSE, approximately 3.5-inches thickSANDY LEAN CLAY (CL), brown, stiff to very stiff
Boring Terminated at 5 Feet
6510
16
19
117
104
104
39-19-20
6086.5
6086.5
6082
11
12
12
GR
APH
ICLO
G
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.
THIS
BOR
ING
LOG
ISN
OT
VALI
DIF
SEPA
RAT
EDFR
OM
OR
IGIN
ALR
EPO
RT.
GEO
SMAR
TLO
G-N
OW
ELL
2316
5087
.GPJ
TER
RAC
ON
2015
.GD
T12
/9/1
6
FIEL
DTE
STR
ESU
LTS
DEPTH
LOCATION
Latitude: 38.8328° Longitude: -104.7949°
See Exhibit A-2
Colorado Ave. to Hancock Ave. Colorado Springs, COSITE:
Page 1 of 1
Advancement Method:4-inch solid stem auger
Abandonment Method:Borings backfilled with cement-bentonite grout uponcompletion.
Notes:
Project No.: 23165087
Drill Rig: GEFCO SS-10
Boring Started: 9/29/2016
BORING LOG NO. B-306AECOMCLIENT:Colorado Springs, CO
Driller: Meyers, LLC.
Boring Completed: 9/29/2016
Exhibit: A-21
See Exhibit A-1 for description of field procedures
See Appendix B for description of laboratoryprocedures and additional data (if any).See Appendix C for explanation of symbols andabbreviations.
PROJECT: E. Pikes Peak Ave. Pavement Evaluation
4172 Center Park DrColorado Springs, CO
No free water observed during drillingWATER LEVEL OBSERVATIONS
PER
CEN
TFI
NES
WAT
ERC
ON
TEN
T(%
)
DR
YU
NIT
WEI
GH
T(p
cf)
LL-PL-PI
ATTERBERGLIMITS
ELEVATION (Ft.)
Surface Elev.: 6087 (Ft.)
SAM
PLE
TYPE
WAT
ERLE
VEL
OBS
ERVA
TIO
NS
DEP
TH(F
t.)
5R
ECO
VER
Y(In
.)
10-7
10-6
5-6
0.6
5.0
ASPHALT, approximately 7-inches thick
CLAYEY SAND (SC), fine to coarse grained, brown, loose
Boring Terminated at 5 Feet
4510
11
19
108
105
102
36-17-19
6092.5
6088
10
9
11
GR
APH
ICLO
G
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.
THIS
BOR
ING
LOG
ISN
OT
VALI
DIF
SEPA
RAT
EDFR
OM
OR
IGIN
ALR
EPO
RT.
GEO
SMAR
TLO
G-N
OW
ELL
2316
5087
.GPJ
TER
RAC
ON
2015
.GD
T12
/9/1
6
FIEL
DTE
STR
ESU
LTS
DEPTH
LOCATION
Latitude: 38.8329° Longitude: -104.7934°
See Exhibit A-2
Colorado Ave. to Hancock Ave. Colorado Springs, COSITE:
Page 1 of 1
Advancement Method:4-inch solid stem auger
Abandonment Method:Borings backfilled with cement-bentonite grout uponcompletion.
Notes:
Project No.: 23165087
Drill Rig: GEFCO SS-10
Boring Started: 9/30/2016
BORING LOG NO. B-307AECOMCLIENT:Colorado Springs, CO
Driller: Meyers, LLC.
Boring Completed: 9/30/2016
Exhibit: A-22
See Exhibit A-1 for description of field procedures
See Appendix B for description of laboratoryprocedures and additional data (if any).See Appendix C for explanation of symbols andabbreviations.
PROJECT: E. Pikes Peak Ave. Pavement Evaluation
4172 Center Park DrColorado Springs, CO
No free water observed during drillingWATER LEVEL OBSERVATIONS
PER
CEN
TFI
NES
WAT
ERC
ON
TEN
T(%
)
DR
YU
NIT
WEI
GH
T(p
cf)
LL-PL-PI
ATTERBERGLIMITS
ELEVATION (Ft.)
Surface Elev.: 6093 (Ft.)
SAM
PLE
TYPE
WAT
ERLE
VEL
OBS
ERVA
TIO
NS
DEP
TH(F
t.)
5R
ECO
VER
Y(In
.)
8-12
5-9
6-11
0.3
5.0
ASPHALT, approximately 4-inches thick
SILTY CLAYEY SAND (SC-SM), brown, loose
Boring Terminated at 5 Feet
3011
4
4
108
109
106
22-17-5
6094
6089.5
10
11
12
GR
APH
ICLO
G
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.
THIS
BOR
ING
LOG
ISN
OT
VALI
DIF
SEPA
RAT
EDFR
OM
OR
IGIN
ALR
EPO
RT.
GEO
SMAR
TLO
G-N
OW
ELL
2316
5087
.GPJ
TER
RAC
ON
2015
.GD
T12
/9/1
6
FIEL
DTE
STR
ESU
LTS
DEPTH
LOCATION
Latitude: 38.8329° Longitude: -104.7923°
See Exhibit A-2
Colorado Ave. to Hancock Ave. Colorado Springs, COSITE:
Page 1 of 1
Advancement Method:4-inch solid stem auger
Abandonment Method:Borings backfilled with cement-bentonite grout uponcompletion.
Notes:
Project No.: 23165087
Drill Rig: GEFCO SS-10
Boring Started: 9/30/2016
BORING LOG NO. B-308AECOMCLIENT:Colorado Springs, CO
Driller: Meyers, LLC.
Boring Completed: 9/30/2016
Exhibit: A-23
See Exhibit A-1 for description of field procedures
See Appendix B for description of laboratoryprocedures and additional data (if any).See Appendix C for explanation of symbols andabbreviations.
PROJECT: E. Pikes Peak Ave. Pavement Evaluation
4172 Center Park DrColorado Springs, CO
No free water observed during drillingWATER LEVEL OBSERVATIONS
PER
CEN
TFI
NES
WAT
ERC
ON
TEN
T(%
)
DR
YU
NIT
WEI
GH
T(p
cf)
LL-PL-PI
ATTERBERGLIMITS
ELEVATION (Ft.)
Surface Elev.: 6094.5 (Ft.)
SAM
PLE
TYPE
WAT
ERLE
VEL
OBS
ERVA
TIO
NS
DEP
TH(F
t.)
5R
ECO
VER
Y(In
.)
5,940
5,950
5,960
5,970
5,980
5,990
6,000
6,010
6,020
6,030
6,040
0 200 400 600 800 1,000 1,200 1,400 1,600 1,800 2,000 2,200 2,4005,940
5,950
5,960
5,970
5,980
5,990
6,000
6,010
6,020
6,030
6,0400 200 400 600 800 1,000 1,200 1,400 1,600 1,800 2,000 2,200 2,400
BT-25.5 Ft.
B-202
BT-30.5 Ft.
B-203
BT-24.3 Ft.
B-204
BT-24.3 Ft.
B-205
BT-20.5 Ft.
B-206
BT-19.5 Ft.
B-207
BT-19.5 Ft.
B-209
BoreholeTermination Type
BoreholeLithology
Explanation
Distance Along Baseline - Feet
Elev
atio
n-F
eet
NOTES:
AsphaltGeoEng Fill(madeground)
ClayeySand Silty Sand
Poorly-gradedSand withClay
Shale Lean ClayPoorly-gradedSand withSilt
Sandy LeanClay
Sampling(See General Notes)
See Exhibit A-2 for orientation of soil profile.See General Notes in Appendix C for symbols and soil classifications.Soils profile provided for illustration purposes only.Soils between borings may differAR - Auger RefusalBT - Boring Termination
EastWest
Water Level Readingafter drilling.
Water Level Readingat time of drilling.
B-202%wMoisture
Content LL PL
ARBT
Liquid and Plastic Limits
BoreholeNumber
4172 Center Park DrColorado Springs, CO
PH. 719-597-2116 FAX. 719-597-2117
SUBSURFACE PROFILE EXHIBITProject Manager: MKM
Section A-A'E. PIKES PEAK AVE. PAVEMENT EVALUATION
COLORADO AVE. TO IOWA AVE.COLORADO SPRINGS, CO
File Name: 23165087.A-24
Scale: N.T.S.
Project No.: 23165087
Drawn by: AV
Date: 11/30/2016
Approved by: RWF
THIS
BOR
ING
LOG
ISN
OT
VALI
DIF
SEPA
RAT
EDFR
OM
OR
IGIN
ALR
EPO
RT.
SMAR
TFE
NC
E23
1650
87.G
PJTE
RR
ACO
N20
12.G
DT
11/3
0/16 Approximate Invert of proposed
72-inch storm line
A-24
Sta.
110
+30,
MH
100-
1
Sta.
112
+30,
MH
100-
2
Sta.
114
+70.
MH
100-
3 Sta.
121
+40,
M
H10
0-5
Sta.
123
+60,
M
H10
0-6
Sta.
127
+10,
M
H10
0-7
Sta.
133
+20,
M
H10
0-9
APPENDIX B
LABORATORY TESTING
Supplemental Geotechnical Engineering and Pavement Thickness Design ReportEast Pikes Peak Avenue Pavement Evaluation ■ Colorado Springs, ColoradoMarch 2, 2017 ■ Terracon Project No. 23155087
Responsive ■ Resourceful ■ Reliable Exhibit B-1
Laboratory TestingSamples retrieved during the field exploration were returned to the laboratory for observation bythe project geotechnical engineer, and were classified in general accordance with the UnifiedSoil Classification System and Description of Rock Properties described in Appendix C.
At this time, an applicable laboratory-testing program was formulated to determine engineeringproperties of the subsurface materials. Following the completion of the laboratory testing, thefield 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 thegeotechnical engineering analyses and to aid in the design and construction of pavements forthis project. All laboratory tests were performed in general accordance with the applicable localor other accepted standards.
Selected soil samples were tested for the following engineering properties:
n Water contentn Dry densityn Grain sizen Atterberg Limitsn Consolidation/expansion
n Moisture-density relationshipn R-valuen Water soluble sulfate contentn Water soluble chloride contentn pHn Electrical resistivity
B-202 1.46 - 2.46 6.7 117.9
B-202 2.46 - 3.46
B-202 4 - 5 4.3 108.2
B-202 7 - 8 5.3 104.2
B-202 9 - 10 10.0 103.1
B-202 14 - 15 9.0 108.1
B-202 19 - 20.5 20.6
B-202 24 - 25.5 10.1
B-203 0.54 - 1.54 10.1 100.5
B-203 2 - 3 4.2 103.5
B-203 4 - 5 10.3 95.9
B-203 7 - 8 10.1 93.3
B-203 9 - 10 11.5 100.0
B-203 14 - 15 12.7 99.1
B-203 19 - 20.5 14.0
B-203 24 - 25.5 19.2
B-203 29 - 30.5
B-204 1.25 - 2.25 3.5 128.0
B-204 2.25 - 3.25 10.1 105.7
B-204 4 - 5 10.7 112.1
B-204 7 - 7.5 11.8 111.6
B-204 9 - 9.5 9.1 121.7
B-204 14 - 14.5 10.6 115.7
B-204 19 - 19.5 7.7
B-204 24 - 24.25 8.2
B-205 0.58 - 1.58 9.5
B-205 2 - 3 4.2 105.3
B-205 3 - 10
B-205 4 - 5 6.4 98.3
B-205 7 - 8 4.7 102.6
B-205 9 - 10 10.6 108.2
B-205 14 - 15 18.3 104.9
B-205 19 - 19.5 3.9
B-205 24 - 24.25 10.5
B-206 0.96 - 1.96 14.4 110.9
B-206 2 - 3 8.0 101.4
B-206 3 - 10
B-206 4 - 5 4.5 103.4
B-206 7 - 8 9.2 101.5
B-206 9 - 10 8.0 103.0
B-206 14 - 15
B-206 19 - 20.5 21.6
Sheet 1 of 3Summary of Laboratory Results
AASHTO Classificationand Soil DescriptionDepth
CompressiveStrength
(psi)
%<#200Sieve
DryDensity
(pcf)
WaterContent
(%)BORING
IDLiquidLimit
PlasticLimit
PlasticityIndex
%Gravel
%Sand
%Silt
%Clay
PROJECT NUMBER: 23165087PROJECT: E. Pikes Peak Ave. Pavement
Evaluation
SITE: Colorado Ave. to Hancock Ave. Colorado Springs, CO
CLIENT: AECOM Colorado Springs, CO
EXHIBIT: B-24172 Center Park Dr
Colorado Springs, CO
LABO
RAT
OR
YTE
STS
ARE
NO
TVA
LID
IFSE
PAR
ATED
FRO
MO
RIG
INAL
REP
OR
T.O
LD-L
ABSU
MM
ARY:
AASH
TO23
1650
87.G
PJTE
RR
ACO
N20
12.G
DT
12/9
/16
B-207 0.84 - 1.84 10.1 105.3
B-207 2 - 3 6.8 100.7
B-207 4 - 5 5.6 104.0
B-207 7 - 8 7.2 89.2
B-207 9 - 10 10.9 109.2
B-207 14 - 14.5 10.4 102.6
B-207 19 - 19.5 4.9
B-208 0.75 - 1.75 35.1 83.4
B-208 2 - 3 33.8 63.1
B-208 4 - 5 18.2 104.1
B-208 7 - 8 5.8 109.5
B-208 9 - 10 5.4 111.0
B-208 14 - 15 11.3 111.1
B-209 0.83 - 1.83 4.4 111.9
B-209 2 - 3 4.3 103.8
B-209 4 - 5 4.9 106.7
B-209 7 - 8
B-209 9 - 10 16.3 100.6
B-209 14 - 15 24.3
B-209 19 - 19.5 16.1
B-301 0.83 - 1.83 A-7-6 (18) 49 22 27 70.6 0.2 29.2 20.1 103.6
B-301 2 - 3 8.8 109.1
B-301 3 - 5
B-301 4 - 5
B-302 0.83 - 1.83 A-2-4 (0) 21 17 4 22.4 0.0 77.6 8.9 108.1
B-302 2 - 3 7.7 109.9
B-302 4 - 5 8.0 105.9
B-303 0.88 - 1.88 A-2-4 (0) NP NP NP 15.2 0.0 84.7 8.6 107.0
B-303 2 - 3 21.1 102.7
B-303 4 - 5 16.6 239.2
B-304 0.67 - 1.67 A-6 (16) 37 19 18 89.0 1.0 9.9 15.8
B-304 2 - 3 17.6 104.5
B-304 3 - 5
B-304 4 - 5 23.1 93.9
B-305 0.79 - 1.79 A-6 (10) 37 18 19 63.1 0.0 36.9 17.7 107.5
B-305 2 - 3 17.7 104.8
B-305 3 - 5
B-305 4 - 5 17.9 103.4
B-306 0.58 - 1.58 A-6 (11) 39 19 20 64.7 0.0 35.3 9.6 116.9
B-306 2 - 3 15.9 103.5
B-306 3 - 5
B-306 4 - 5 18.7 104.1
Sheet 2 of 3Summary of Laboratory Results
AASHTO Classificationand Soil DescriptionDepth
CompressiveStrength
(psi)
%<#200Sieve
DryDensity
(pcf)
WaterContent
(%)BORING
IDLiquidLimit
PlasticLimit
PlasticityIndex
%Gravel
%Sand
%Silt
%Clay
PROJECT NUMBER: 23165087PROJECT: E. Pikes Peak Ave. Pavement
Evaluation
SITE: Colorado Ave. to Hancock Ave. Colorado Springs, CO
CLIENT: AECOM Colorado Springs, CO
EXHIBIT: B-34172 Center Park Dr
Colorado Springs, CO
LABO
RAT
OR
YTE
STS
ARE
NO
TVA
LID
IFSE
PAR
ATED
FRO
MO
RIG
INAL
REP
OR
T.O
LD-L
ABSU
MM
ARY:
AASH
TO23
1650
87.G
PJTE
RR
ACO
N20
12.G
DT
12/9
/16
B-307 0.58 - 1.58 A-6 (5) 36 17 19 45.2 0.0 54.8 10.1 108.2
B-307 2 - 3 11.4 105.3
B-307 4 - 5 19.4 101.7
B-308 0.33 - 1.33 A-2-4 (0) 22 17 5 30.4 0.1 69.4 10.6 108.2
B-308 2 - 3 4.1 109.1
B-308 4 - 5 4.0 105.6
Sheet 3 of 3Summary of Laboratory Results
AASHTO Classificationand Soil DescriptionDepth
CompressiveStrength
(psi)
%<#200Sieve
DryDensity
(pcf)
WaterContent
(%)BORING
IDLiquidLimit
PlasticLimit
PlasticityIndex
%Gravel
%Sand
%Silt
%Clay
PROJECT NUMBER: 23165087PROJECT: E. Pikes Peak Ave. Pavement
Evaluation
SITE: Colorado Ave. to Hancock Ave. Colorado Springs, CO
CLIENT: AECOM Colorado Springs, CO
EXHIBIT: B-44172 Center Park Dr
Colorado Springs, CO
LABO
RAT
OR
YTE
STS
ARE
NO
TVA
LID
IFSE
PAR
ATED
FRO
MO
RIG
INAL
REP
OR
T.O
LD-L
ABSU
MM
ARY:
AASH
TO23
1650
87.G
PJTE
RR
ACO
N20
12.G
DT
12/9
/16
0
10
20
30
40
50
60
0 20 40 60 80 100
"A" Line
4921NP3737393622
2217NP1918191717
274
NP181920195
7122158963654530
LL
B-301B-302B-303B-304B-305B-306B-307B-308
ATTERBERG LIMITS RESULTSASTM D4318
0.83 - 1.80.83 - 1.80.88 - 1.90.67 - 1.70.79 - 1.80.58 - 1.60.58 - 1.60.33 - 1.3
Description
A-7-6 (18)
A-2-4 (0)
A-2-4 (0)
A-6 (16)
A-6 (10)
A-6 (11)
A-6 (5)
A-2-4 (0)
CHor
OH
CLor
OL
ML or OL
MH or OH
PL PIBoring ID Depth Fines
PLASTICITY
INDEX
LIQUID LIMIT
"U" Lin
e
LEAN CLAY with SAND
SILTY, CLAYEY SAND
SILTY SAND
LEAN CLAY
SANDY LEAN CLAY
SANDY LEAN CLAY
CLAYEY SAND
SILTY, CLAYEY SAND
AASHTO
PROJECT NUMBER: 23165087PROJECT: E. Pikes Peak Ave. Pavement
Evaluation
SITE: Colorado Ave. to Iowa Ave. Colorado Springs, CO
CLIENT: AECOM Colorado Springs, CO
EXHIBIT: B-54172 Center Park Dr
Colorado Springs, CO
LABO
RAT
OR
YTE
STS
ARE
NO
TVA
LID
IFSE
PAR
ATED
FRO
MO
RIG
INAL
REP
OR
T.AT
TER
BER
GLI
MIT
S-AA
SHTO
2316
5087
.GPJ
TER
RAC
ON
2015
.GD
T11
/30/
16
CL-ML
0
5
10
15
20
25
30
35
40
45
50
55
60
65
70
75
80
85
90
95
100
0.0010.010.1110100
6 16 20 30 40
GRAIN SIZE DISTRIBUTION
U.S. SIEVE OPENING IN INCHES
USCS Classification AASHTO Classification Boring ID Depth LL
D100 D30
Cc Cu
Boring ID Depth D60 %Clay
49
21
NP
37
U.S. SIEVE NUMBERS
SILT OR CLAY
4 501.5 2006 810 14
9.5
4.75
9.5
9.5
0.091
0.112
0.2
0.0
0.0
1.0
29.2
77.6
84.7
9.9
B-301
B-302
B-303
B-304
41 3/4 1/2 60
fine
HYDROMETER
PL PI
D10 %Gravel %Sand %Silt
22
17
NP
19
27
4
NP
18
3/8 3 100 1403 2
COBBLES GRAVEL SANDcoarse medium
GRAIN SIZE IN MILLIMETERS
PER
CEN
TFI
NER
BYW
EIG
HT
coarse fine
LEAN CLAY with SAND (CL)
SILTY, CLAYEY SAND (SC-SM)
SILTY SAND (SM)
LEAN CLAY (CL)
A-7-6 (18)
A-2-4 (0)
A-2-4 (0)
A-6 (16)
B-301
B-302
B-303
B-304
0.275
0.371
70.6
22.4
15.2
89.0
0.83 - 1.8
0.83 - 1.8
0.88 - 1.9
0.67 - 1.7
0.83 - 1.8
0.83 - 1.8
0.88 - 1.9
0.67 - 1.7
ASTM D422 / ASTM C136
PROJECT NUMBER: 23165087PROJECT: E. Pikes Peak Ave. Pavement
Evaluation
SITE: Colorado Ave. to Iowa Ave. Colorado Springs, CO
CLIENT: AECOM Colorado Springs, CO
EXHIBIT: B-64172 Center Park Dr
Colorado Springs, CO
LABO
RAT
OR
YTE
STS
ARE
NO
TVA
LID
IFSE
PAR
ATED
FRO
MO
RIG
INAL
REP
OR
T.G
RAI
NSI
ZE:U
SCS
&AA
SHTO
CO
MBI
NED
2316
5087
.GPJ
TER
RAC
ON
2012
.GD
T11
/30/
16
0
5
10
15
20
25
30
35
40
45
50
55
60
65
70
75
80
85
90
95
100
0.0010.010.1110100
6 16 20 30 40
GRAIN SIZE DISTRIBUTION
U.S. SIEVE OPENING IN INCHES
USCS Classification AASHTO Classification Boring ID Depth LL
D100 D30
Cc Cu
Boring ID Depth D60 %Clay
37
39
36
22
U.S. SIEVE NUMBERS
SILT OR CLAY
4 501.5 2006 810 14
4.75
4.75
4.75
9.5
0.0
0.0
0.0
0.1
36.9
35.3
54.8
69.4
B-305
B-306
B-307
B-308
41 3/4 1/2 60
fine
HYDROMETER
PL PI
D10 %Gravel %Sand %Silt
18
19
17
17
19
20
19
5
3/8 3 100 1403 2
COBBLES GRAVEL SANDcoarse medium
GRAIN SIZE IN MILLIMETERS
PER
CEN
TFI
NER
BYW
EIG
HT
coarse fine
SANDY LEAN CLAY (CL)
SANDY LEAN CLAY (CL)
CLAYEY SAND (SC)
SILTY, CLAYEY SAND (SC-SM)
A-6 (10)
A-6 (11)
A-6 (5)
A-2-4 (0)
B-305
B-306
B-307
B-308
0.112
0.143
63.1
64.7
45.2
30.4
0.79 - 1.8
0.58 - 1.6
0.58 - 1.6
0.33 - 1.3
0.79 - 1.8
0.58 - 1.6
0.58 - 1.6
0.33 - 1.3
ASTM D422 / ASTM C136
PROJECT NUMBER: 23165087PROJECT: E. Pikes Peak Ave. Pavement
Evaluation
SITE: Colorado Ave. to Iowa Ave. Colorado Springs, CO
CLIENT: AECOM Colorado Springs, CO
EXHIBIT: B-74172 Center Park Dr
Colorado Springs, CO
LABO
RAT
OR
YTE
STS
ARE
NO
TVA
LID
IFSE
PAR
ATED
FRO
MO
RIG
INAL
REP
OR
T.G
RAI
NSI
ZE:U
SCS
&AA
SHTO
CO
MBI
NED
2316
5087
.GPJ
TER
RAC
ON
2012
.GD
T11
/30/
16
75
80
85
90
95
100
105
110
115
120
125
130
135
0 5 10 15 20 25 30 35 40 45
Test Method
Remarks:
TEST RESULTS
PIPLLL
ATTERBERG LIMITS
PCF%
Maximum Dry Density Optimum Water Content
102.7
% Percent Fines
ASTM D698 Method A
21.5
DR
YD
ENSI
TY,p
cf
WATER CONTENT, %
ZAV for Gs = 2.8
ZAV for Gs = 2.7
ZAV for Gs = 2.6
Source of MaterialDescription of Material
MOISTURE-DENSITY RELATIONSHIPASTM D698/D1557
4172 Center Park Dr Colorado Springs, CO
PROJECT: E. Pikes Peak Pavement Evaluation PROJECT NUMBER: 23165087
SITE: CLIENT: AECOM
EXHIBIT: B-8
LABO
RAT
OR
YTE
STS
ARE
NO
TVA
LID
IFSE
PAR
ATED
FRO
MO
RIG
INAL
REP
OR
T.C
OM
PAC
TIO
N-V
2SO
IL-L
IME
2316
5087
.GPJ
TER
RAC
ON
2012
.GD
T11
/14/
16
89
37 19 18
Colorado Ave. to Iowa Ave.Colorado Springs, CO Colorado Springs, CO
5- Gallon Bulk Samplerecovered from Boring B-304between 3 to 5 feet below
5% lime by weight
existing grade.
PROJECT: E. Pikes Peak Ave. Pavement Evaluation JOB NO: 23165087LOCATION: WORK ORDER NO: -MATERIAL: LAB NO: 8312
SAMPLE SOURCE: B-304, 3 to 5 feet DATE SAMPLED: 9/29/16REVIEWED BY: RWF
SAMPLE LIME MAX AGEID CONTENT LOAD STRESS IN DAYS
(%) (lbs) (psi)
1 3.0 2,149 171 72 3.0 2,400 191 73 3.0 2,149 171 7
AVERAGE STRESS(psi): 178
3 5.0 2,325 185 74 5.0 2,325 185 75 5.0 2,752 219 7
AVERAGE STRESS(psi): 196
6 7.0 2,099 167 77 7.0 2,224 177 78 7.0 2,262 180 7
AVERAGE STRESS(psi): 175
SOIL-LIME MIX UNCONFINED COMPRESSIVE STRENGTHASTM D5102 Method B
Lean Clay (CL)Colorado Springs, Colorado
5- Gallon Bulk Sample recovered from Boring B-304 between 3 to 5feet below existing grade.
170
175
180
185
190
195
200
0.0 2.0 4.0 6.0 8.0
Aver
age
unco
nfin
edco
mpr
essi
vest
reng
th(p
si)
Lime content by weight (%)
Soil-Lime MixUnconfined Compressive Strength
7 Day strength
Exhibit: B-9
161021011TASK NO:
Analytical Results
Terracon, Inc. - Colo Springs
Ryan Feist
Company:
Report To:
Company:
Bill To:
4172 Center Park DriveColo. Springs CO 80916
Accounts Payable
Terracon, Inc. - A/P18001 W. 106th StSuite 300Olathe KS 66061
Pikes Peak Pavement Eval 23165087Date Reported: 10/28/16
Task No.: 161021011
Matrix: Soil - Geotech
Date Received: 10/21/16
Client Project:Client PO:
Customer Sample ID 23165087 Boring B-304 3-5ft
Test Method
161021011-01Lab Number:
Result
Sulfate - Water Soluble AASHTO T290-91/ ASTM D4327 0.011 %
240 South Main Street / Brighton, CO 80601-0507 / 303-659-2313Mailing Address: P.O. Box 507 / Brighton, CO 80601-0507 / Fax: 303-659-2315
DATA APPROVED FOR RELEASE BY
Abbreviations/ References:
161021011
AASHTO - American Association of State Highway and Transportation Officials. ASTM - American Society for Testing and Materials. ASA - American Society of Agronomy. DIPRA - Ductile Iron Pipe Research Association Handbook of Ductile Iron Pipe.
Exhibit: B-10
APPENDIX C
SUPPORTING DOCUMENTS AND DETAILS
Water levels indicated on the soil boringlogs are the levels measured in theborehole at the times indicated.Groundwater level variations will occurover time. In low permeability soils,accurate determination of groundwaterlevels is not possible with short termwater level observations.
NoRecovery
ModifiedDames & MooreRing Sampler
GrabSample
ModifiedCalifornia
Ring Sampler
GENERAL NOTES
4 - 8
Unconfined CompressiveStrength, Qu, psf
ST
RE
NG
TH
TE
RM
S
Over 12 in. (300 mm)12 in. to 3 in. (300mm to 75mm)3 in. to #4 sieve (75mm to 4.75 mm)#4 to #200 sieve (4.75mm to 0.075mmPassing #200 sieve (0.075mm)
Particle Size
RELATIVE DENSITY OF COARSE-GRAINED SOILS
< 55 - 12> 12
Percent ofDry Weight
Descriptive Term(s)of other constituents
RELATIVE PROPORTIONS OF FINES
01 - 1011 - 30
> 30
Plasticity Index
SA
MP
LIN
G
LOCATION AND ELEVATION NOTES
> 99 4,000 to 8,000
2,000 to 4,000
MacroCore
1,000 to 2,000
500 to 1,000
less than 500
Stiff59 - 98
19 - 5810 - 29
Soft7 - 18
Very Soft0 - 60 - 3Very Loose
Hard
(More than 50% retained on No. 200 sieve.)Density determined by Standard Penetration Resistance
Includes gravels, sands and silts.
Percent ofDry Weight
Major Componentof Sample
Water Level After aSpecified Period of Time
Water InitiallyEncountered
Descriptive Term(s)of other constituents
< 1515 - 29> 30
Term
PLASTICITY DESCRIPTION
8 - 15
RockCore
Split SpoonShelby Tube
WA
TE
R L
EV
EL
30 - 50
5 - 9Medium-Stiff
3 - 42 - 44 - 9
< 30 - 1
Very Dense
Dense
Medium Dense
Ring SamplerBlows/Ft.
Ring SamplerBlows/Ft.
Standard Penetration orN-Value
Blows/Ft.
Very Stiff
Loose
Descriptive Term(Consistency)
Standard Penetration orN-Value
Blows/Ft.
TraceWithModifier
RELATIVE PROPORTIONS OF SAND AND GRAVEL GRAIN SIZE TERMINOLOGY
Water Level Aftera Specified Period of Time
TraceWithModifier
Bulk
Soil classification is based on the Unified Soil Classification System. Coarse Grained Soils have more than 50% of their dryweight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils haveless than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are plastic, andsilts if they are slightly plastic or non-plastic. Major constituents may be added as modifiers and minor constituents may beadded according to the relative proportions based on grain size. In addition to gradation, coarse-grained soils are definedon the basis of their in-place relative density and fine-grained soils on the basis of their consistency.
Unless otherwise noted, Latitude and Longitude are approximately determined using a hand-held GPS device. The accuracyof such devices is variable. Surface elevation data annotated with +/- indicates that no actual topographical survey wasconducted to confirm the surface elevation. Instead, the surface elevation was approximately determined from topographicmaps of the area.
> 8,000
DESCRIPTIVE SOIL CLASSIFICATION
(50% or more passing the No. 200 sieve.)Consistency determined by laboratory shear strength testing, field
visual-manual procedures or standard penetration resistance
(HP)
(T)
(b/f)
N
(PID)
(OVA)
Hand Penetrometer
Torvane
Standard PenetrationTest (blows per foot)
N value
Photo-Ionization Detector
Organic Vapor Analyzer
CONSISTENCY OF FINE-GRAINED SOILS
_
> 42> 30
19 - 4215 - 30> 50
10 - 18
BouldersCobblesGravelSandSilt or Clay
Non-plasticLowMediumHigh
Descriptive Term(Density)
DESCRIPTION OF SYMBOLS AND ABBREVIATIONS
FIE
LD
TE
ST
S
Exhibit C-1
Exhibit C-2
UNIFIED SOIL CLASSIFICATION SYSTEM
Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests A Soil Classification
Group Symbol
Group Name B
Coarse Grained Soils: More than 50% retained on No. 200 sieve
Gravels: More than 50% of coarse fraction retained on No. 4 sieve
Clean Gravels: Less than 5% fines C
Cu 4 and 1 Cc 3 E GW Well-graded gravel F
Cu 4 and/or 1 Cc 3 E GP Poorly graded gravel F
Gravels with Fines: More than 12% fines C
Fines classify as ML or MH GM Silty gravel F,G,H
Fines classify as CL or CH GC Clayey gravel F,G,H
Sands: 50% or more of coarse fraction passes No. 4 sieve
Clean Sands: Less than 5% fines D
Cu 6 and 1 Cc 3 E SW Well-graded sand I
Cu 6 and/or 1 Cc 3 E SP Poorly graded sand I
Sands with Fines: More than 12% fines D
Fines classify as ML or MH SM Silty sand G,H,I
Fines classify as CL or CH SC Clayey sand G,H,I
Fine-Grained Soils: 50% or more passes the No. 200 sieve
Silts and Clays: Liquid limit less than 50
Inorganic: PI 7 and plots on or above “A” line J CL Lean clay K,L,M
PI 4 or plots below “A” line J ML Silt K,L,M
Organic: Liquid limit - oven dried
0.75 OL Organic clay K,L,M,N
Liquid limit - not dried Organic silt K,L,M,O
Silts and Clays: Liquid limit 50 or more
Inorganic: PI plots on or above “A” line CH Fat clay K,L,M
PI plots below “A” line MH Elastic Silt K,L,M
Organic: Liquid limit - oven dried
0.75 OH Organic clay K,L,M,P
Liquid limit - not dried Organic silt K,L,M,Q
Highly organic soils: Primarily organic matter, dark in color, and organic odor PT Peat
A Based on the material passing the 3-inch (75-mm) sieve B If field sample contained cobbles or boulders, or both, add “with cobbles
or boulders, or both” to group name. C Gravels with 5 to 12% fines require dual symbols: GW-GM well-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.
D Sands with 5 to 12% fines require dual symbols: SW-SM well-graded sand with silt, SW-SC well-graded sand with clay, SP-SM poorly graded sand with silt, SP-SC poorly graded sand with clay
E Cu = D60/D10 Cc =
6010
2
30
DxD
)(D
F If soil contains 15% sand, add “with sand” to group name. G If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM.
H If fines are organic, add “with organic fines” to group name. I If soil contains 15% gravel, add “with gravel” to group name. J 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 30% plus No. 200 predominantly sand, add “sandy” to
group name. M If soil contains 30% plus No. 200, predominantly gravel, add
“gravelly” to group name. N PI 4 and plots on or above “A” line. O PI 4 or plots below “A” line. P PI plots on or above “A” line. Q PI plots below “A” line.
Exhibit C-3
DESCRIPTION OF ROCK PROPERTIES
WEATHERINGTerm Description Unweathered No visible sign of rock material weathering, perhaps slight discoloration on major discontinuity surfaces. Slightly weathered
Discoloration indicates weathering of rock material and discontinuity surfaces. All the rock material may be discolored by weathering and may be somewhat weaker externally than in its fresh condition.
Moderately weathered
Less than half of the rock material is decomposed and/or disintegrated to a soil. Fresh or discolored rock is present either as a continuous framework or as corestones.
Highly weathered
More than half of the rock material is decomposed and/or disintegrated to a soil. Fresh or discolored rock is present either as a discontinuous framework or as corestones.
Completely weathered
All rock material is decomposed and/or disintegrated to soil. The original mass structure is still largely intact.
Residual soil All rock material is converted to soil. The mass structure and material fabric are destroyed. There is a large change in volume, but the soil has not been significantly transported.
STRENGTH OR HARDNESS
Description Field Identification Uniaxial Compressive Strength, PSI (MPa)
Extremely weak Indented by thumbnail 40-150 (0.3-1)
Very weak Crumbles under firm blows with point of geological hammer, can be peeled by a pocket knife
150-700 (1-5)
Weak rock Can be peeled by a pocket knife with difficulty, shallow indentations made by firm blow with point of geological hammer
700-4,000 (5-30)
Medium strong Cannot be scraped or peeled with a pocket knife, specimen can be fractured with single firm blow of geological hammer
4,000-7,000 (30-50)
Strong rock Specimen requires more than one blow of geological hammer to fracture it
7,000-15,000 (50-100)
Very strong Specimen requires many blows of geological hammer to fracture it 15,000-36,000 (100-250) Extremely strong Specimen can only be chipped with geological hammer >36,000 (>250)
DISCONTINUITY DESCRIPTION
Fracture Spacing (Joints, Faults, Other Fractures) Bedding Spacing (May Include Foliation or Banding)
Description Spacing Description Spacing
Extremely close < ¾ in (<19 mm) Laminated < ½ in (<12 mm)
Very close ¾ in – 2-1/2 in (19 - 60 mm) Very thin ½ in – 2 in (12 – 50 mm)
Close 2-1/2 in – 8 in (60 – 200 mm) Thin 2 in – 1 ft (50 – 300 mm)
Moderate 8 in – 2 ft (200 – 600 mm) Medium 1 ft – 3 ft (300 – 900 mm)
Wide 2 ft – 6 ft (600 mm – 2.0 m) Thick 3 ft – 10 ft (900 mm – 3 m)
Very Wide 6 ft – 20 ft (2.0 – 6 m) Massive > 10 ft (3 m) Discontinuity Orientation (Angle): Measure the angle of discontinuity relative to a plane perpendicular to the longitudinal axis of the core. (For most cases, the core axis is vertical; therefore, the plane perpendicular to the core axis is horizontal.) For example, a horizontal bedding plane would have a 0 degree angle.
ROCK QUALITY DESIGNATION (RQD*) Description RQD Value (%) Very Poor 0 - 25
Poor 25 – 50 Fair 50 – 75
Good 75 – 90 Excellent 90 - 100
*The combined length of all sound and intact core segments equal to or greater than 4 inches in length, expressed as a percentage of the total core run length.
Reference: U.S. Department of Transportation, Federal Highway Administration, Publication No FHWA-NHI-10-034, December 2009
Technical Manual for Design and Construction of Road Tunnels – Civil Elements
DRAIN PIPE SHOULD BE SLOPED AT A
MINIMUM OF 1/8-INCH PER FOOT TO STORM
SEWER OR OTHER SUITABLE OUTLET
NOTE:
MINIMUM 3-INCH DIAMETER
PERFORATED RIGID PVC DRAIN
PIPE IN FABRIC SOCK WITH
PERFORATIONS DOWN
PORTLAND CEMENT CONCRETE
GUTTER
18" MINIMUM
8"
MINIMUM
FREE DRAINING 3/4" GRAVEL OR
RECYCLED CONCRETE WITH LESS
THAN 5% PASSING THE No.200 SIEVE
WRAPPED IN MIRAFI 140N OR
EQUIVALENT
ASPHALT CONCRETE
PAVEMENT
2"
4" MINIMUM
6 TO 10-INCH THICK CLAY OR
LOW PERMEABILITY SOIL CAP
AGGREGATE
BASE COURSE
Drawn By:
Checked By:
Approved By:
Project Mngr:
File No.
Date:
Scale:
Project No. Exhibit
Consulting Engineers and Scientists
4172 Center Park Drive Colorado Springs, Colorado 80916FAX. (719) 597-2117PH. (719) 597-2116
PAVEMENT EDGE DRAIN DETAILRWF
AV
RWF
RWF
23155032
NOT TO SCALE
Drawings\EdgeDrain
03/04/2016C-4
City of Colorado SpringsEAST PIKES PEAK AVENUE PAVEMENT EVALUATION
CIRCLE DRIVE TO COLORADO AVENUECOLORADO SPRINGS COLORADO
APPENDIX D
PAVEMENT THICKNESS DESIGN NOMOGRAPHS
Geotechnical Engineering Pavement Thickness Design ReportPikes East Pikes Peak Avenue Pavement Evaluation ■ Colorado Springs, CODecember 31, 2015 ■ Terracon Project No. 23155032
Responsive ■ Resourceful ■ Reliable
SN = 5.75
R-Value = 6
Exhibit D-1
R-value = 6East Pikes Peak Avenue
Geotechnical Engineering Pavement Thickness Design ReportPikes East Pikes Peak Avenue Pavement Evaluation ■ Colorado Springs, CODecember 31, 2015 ■ Terracon Project No. 23155032
Responsive ■ Resourceful ■ Reliable
R-Value = 6
Exhibit D-1
R-value = 6East Pikes Peak Avenue
Geotechnical Engineering Pavement Thickness Design ReportPikes East Pikes Peak Avenue Pavement Evaluation ■ Colorado Springs, CODecember 31, 2015 ■ Terracon Project No. 23155032
Responsive ■ Resourceful ■ Reliable
(Cont.)
Concrete Thickness = 11”
R-Value = 6
Exhibit D-1
R-value = 6East Pikes Peak Avenue
Geotechnical Engineering Pavement Thickness Design ReportPikes East Pikes Peak Avenue Pavement Evaluation ■ Colorado Springs, CODecember 31, 2015 ■ Terracon Project No. 23155032
Responsive ■ Resourceful ■ Reliable
kcorr = 16
Exhibit D-1
Geotechnical Engineering Pavement Thickness Design ReportPikes East Pikes Peak Avenue Pavement Evaluation ■ Colorado Springs, CODecember 31, 2015 ■ Terracon Project No. 23155032
Responsive ■ Resourceful ■ Reliable
SN = 5.00
R-Value = 20
Exhibit D-2
R-value = 20East Pikes Peak Avenue
Geotechnical Engineering Pavement Thickness Design ReportPikes East Pikes Peak Avenue Pavement Evaluation ■ Colorado Springs, CODecember 31, 2015 ■ Terracon Project No. 23155032
Responsive ■ Resourceful ■ Reliable
R-Value = 20
Exhibit D-2
R-value = 20East Pikes Peak Avenue
Geotechnical Engineering Pavement Thickness Design ReportPikes East Pikes Peak Avenue Pavement Evaluation ■ Colorado Springs, CODecember 31, 2015 ■ Terracon Project No. 23155032
Responsive ■ Resourceful ■ Reliable
(Cont.)
Concrete Thickness = 11”
R-Value = 20
Exhibit D-2
R-value = 20East Pikes Peak Avenue
Geotechnical Engineering Pavement Thickness Design ReportPikes East Pikes Peak Avenue Pavement Evaluation ■ Colorado Springs, CODecember 31, 2015 ■ Terracon Project No. 23155032
Responsive ■ Resourceful ■ Reliable
kcorr = 19
Exhibit D-2
Geotechnical Engineering Pavement Thickness Design ReportPikes East Pikes Peak Avenue Pavement Evaluation ■ Colorado Springs, CODecember 31, 2015 ■ Terracon Project No. 23155032
Responsive ■ Resourceful ■ Reliable
SN = 6.20
at Union Blvd intersection
R-Value = 6
Exhibit D-3
R-value = 6East Pikes Peak Avenue at Union Boulevard Intersection
Geotechnical Engineering Pavement Thickness Design ReportPikes East Pikes Peak Avenue Pavement Evaluation ■ Colorado Springs, CODecember 31, 2015 ■ Terracon Project No. 23155032
Responsive ■ Resourceful ■ Reliable
at Union Blvd intersection
R-Value = 6
Exhibit D-3
R-value = 6East Pikes Peak Avenue at Union Boulevard Intersection
Geotechnical Engineering Pavement Thickness Design ReportPikes East Pikes Peak Avenue Pavement Evaluation ■ Colorado Springs, CODecember 31, 2015 ■ Terracon Project No. 23155032
Responsive ■ Resourceful ■ Reliable
(Cont.)
Concrete Thickness = 12”
at Union Blvd intersection
R-Value = 6
Exhibit D-3
R-value = 6East Pikes Peak Avenue at Union Boulevard Intersection
Geotechnical Engineering Pavement Thickness Design ReportEast Peak Avenue Pavement Evaluation ■ Colorado Springs, ColoradoDecember 31, 2015 ■ Terracon Project No. 23155032
Responsive ■ Resourceful ■ Reliable
kcorr = 15
Exhibit D-3
Geotechnical Engineering Pavement Thickness Design ReportPikes East Pikes Peak Avenue Pavement Evaluation ■ Colorado Springs, COFebruary 2, 2016 ■ Terracon Project No. 23155032
Responsive ■ Resourceful ■ Reliable
SN = 4.10
R-Value = 40
Exhibit D-4
East Pikes Peak AvenueR-value = 40
Geotechnical Engineering Pavement Thickness Design ReportPikes East Pikes Peak Avenue Pavement Evaluation ■ Colorado Springs, COFebruary 2, 2016 ■ Terracon Project No. 23155032
Responsive ■ Resourceful ■ Reliable
R-Value = 40
Exhibit D-4
East Pikes Peak AvenueR-value = 40
Geotechnical Engineering Pavement Thickness Design ReportPikes East Pikes Peak Avenue Pavement Evaluation ■ Colorado Springs, COFebruary 2, 2016 ■ Terracon Project No. 23155032
Responsive ■ Resourceful ■ Reliable
(Cont.)
Concrete Thickness = 10.5”
R-value = 40
Exhibit D-4
East Pikes Peak AvenueR-value = 40
Geotechnical Engineering Pavement Thickness Design ReportPikes East Pikes Peak Avenue Pavement Evaluation ■ Colorado Springs, COFebruary 2, 2016 ■ Terracon Project No. 23155032
Responsive ■ Resourceful ■ Reliable
kcorr = 40
Exhibit D-4
Geotechnical Engineering Pavement Thickness Design ReportPikes East Pikes Peak Avenue Pavement Evaluation ■ Colorado Springs, COFebruary 2, 2016 ■ Terracon Project No. 23155032
Responsive ■ Resourceful ■ Reliable
SN = 4.45
R-Value = 40
Union Boulevard Intersection
Exhibit D-4
East Pikes Peak Avenue at Union Boulevard IntersectionR-value = 40
Geotechnical Engineering Pavement Thickness Design ReportPikes East Pikes Peak Avenue Pavement Evaluation ■ Colorado Springs, COFebruary 2, 2016 ■ Terracon Project No. 23155032
Responsive ■ Resourceful ■ Reliable
R-value = 40
Exhibit D-4
East Pikes Peak Avenue at Union Boulevard IntersectionR-value = 40
Geotechnical Engineering Pavement Thickness Design ReportPikes East Pikes Peak Avenue Pavement Evaluation ■ Colorado Springs, COFebruary 2, 2016 ■ Terracon Project No. 23155032
Responsive ■ Resourceful ■ Reliable
(Cont.)
Concrete Thickness = 11.5”
Exhibit D-4
East Pikes Peak Avenue at Union Boulevard IntersectionR-value = 40
Supplemental Geotechnical Engineering and Pavement Thickness Design ReportEast Pikes Peak Avenue Pavement Evaluation ■ Colorado Springs, ColoradoDecember 2, 2016 ■ Terracon Project No. 23165087
Responsive ■ Resourceful ■ Reliable
SN = 5.42
Minor ArterialR-Value = 6
Exhibit D-5
Supplemental Geotechnical Engineering and Pavement Thickness Design ReportEast Pikes Peak Avenue Pavement Evaluation ■ Colorado Springs, ColoradoDecember 2, 2016 ■ Terracon Project No. 23165087
Responsive ■ Resourceful ■ Reliable
SN = 3.79
Major/Minor CollectorR-Value = 6
Exhibit D-6
Supplemental Geotechnical Engineering and Pavement Thickness Design ReportEast Pikes Peak Avenue Pavement Evaluation ■ Colorado Springs, ColoradoDecember 2, 2016 ■ Terracon Project No. 23165087
Responsive ■ Resourceful ■ Reliable
SN = 3.06
LocalR-Value = 6
Exhibit D-7
Supplemental Geotechnical Engineering and Pavement Thickness Design ReportEast Pikes Peak Avenue Pavement Evaluation ■ Colorado Springs, ColoradoDecember 2, 2016 ■ Terracon Project No. 23165087
Responsive ■ Resourceful ■ Reliable
SN = 4.69
Minor ArterialR-Value = 20
Exhibit D-8
Supplemental Geotechnical Engineering and Pavement Thickness Design ReportEast Pikes Peak Avenue Pavement Evaluation ■ Colorado Springs, ColoradoDecember 2, 2016 ■ Terracon Project No. 23165087
Responsive ■ Resourceful ■ Reliable
SN = 3.22
Major/Minor CollectorR-Value = 20
Exhibit D-9
Supplemental Geotechnical Engineering and Pavement Thickness Design ReportEast Pikes Peak Avenue Pavement Evaluation ■ Colorado Springs, ColoradoDecember 2, 2016 ■ Terracon Project No. 23165087
Responsive ■ Resourceful ■ Reliable
SN = 2.59
LocalR-Value = 20
Exhibit D-10
Supplemental Geotechnical Engineering and Pavement Thickness Design ReportEast Pikes Peak Avenue Pavement Evaluation ■ Colorado Springs, ColoradoDecember 2, 2016 ■ Terracon Project No. 23165087
Responsive ■ Resourceful ■ Reliable
SN = 3.76
Minor ArterialR-Value = 40
Exhibit D-11
Supplemental Geotechnical Engineering and Pavement Thickness Design ReportEast Pikes Peak Avenue Pavement Evaluation ■ Colorado Springs, ColoradoDecember 2, 2016 ■ Terracon Project No. 23165087
Responsive ■ Resourceful ■ Reliable
SN = 2.54
Major/Minor CollectorR-Value = 40
Exhibit D-12
Supplemental Geotechnical Engineering and Pavement Thickness Design ReportEast Pikes Peak Avenue Pavement Evaluation ■ Colorado Springs, ColoradoDecember 2, 2016 ■ Terracon Project No. 23165087
Responsive ■ Resourceful ■ Reliable
SN = 2.02
LocalR-Value = 40
Exhibit D-13
APPENDIX EBORING LOGS AND LABORATORY TEST RESULTS(TERRACON REPORT NO. 23085044 AND 23155032)
22
7
7 NP
11 N = 34
0.7
5.0
ASPHALT, approximately 8 inches
SILTY SAND (SM), brown, dense
Boring Terminated at 5 Feet
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.
GR
APH
ICLO
G
THIS
BOR
ING
LOG
ISN
OT
VALI
DIF
SEPA
RAT
EDFR
OM
OR
IGIN
ALR
EPO
RT.
GEO
SMAR
TLO
G-N
OW
ELL
2315
5032
-REV
ISED
.GPJ
TER
RAC
ON
2015
.GD
T1/
11/1
6
Colorado Avenue to Circle Drive Colorado Springs, ColoradoSITE:
Page 1 of 1
Advancement Method:4-inch solid stem auger
Abandonment Method:Borings backfilled with cement-bentonite grout uponcompletion.
4172 Center Park DriveColorado Springs, Colorado
Notes:
Project No.: 23155032
Drill Rig: D-50
Boring Started: 2/8/2008
BORING LOG NO. B-1City of Colorado SpringsCLIENT:
Driller: GDI
Boring Completed: 2/8/2008
Exhibit: A-11
See Exhibit A-3 for description of field procedures.
See Appendix B for description of laboratoryprocedures and additional data (if any).See Appendix C for explanation of symbols andabbreviations.
PROJECT: Pikes Peak Avenue Pavement Evaluation
PER
CEN
TFI
NES
WAT
ERC
ON
TEN
T(%
)
DR
YU
NIT
WEI
GH
T(p
cf)
ATTERBERGLIMITS
LL-PL-PI
SAM
PLE
TYPE
WAT
ERLE
VEL
OBS
ERVA
TIO
NS
DEP
TH(F
t.)5
REC
OVE
RY
(In.)
FIEL
DTE
STR
ESU
LTS
DEPTH
LOCATION See Exhibit A-2
Latitude: 38.832744° Longitude: -104.776934°
None encountered while drillingWATER LEVEL OBSERVATIONS
266 25-16-9
0.4
5.0
ASPHALT, approximately 5 inches
CLAYEY SAND (SC), brown
Boring Terminated at 5 Feet
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.
GR
APH
ICLO
G
THIS
BOR
ING
LOG
ISN
OT
VALI
DIF
SEPA
RAT
EDFR
OM
OR
IGIN
ALR
EPO
RT.
GEO
SMAR
TLO
G-N
OW
ELL
2315
5032
-REV
ISED
.GPJ
TER
RAC
ON
2015
.GD
T1/
11/1
6
Colorado Avenue to Circle Drive Colorado Springs, ColoradoSITE:
Page 1 of 1
Advancement Method:4-inch solid stem auger
Abandonment Method:Borings backfilled with cement-bentonite grout uponcompletion.
4172 Center Park DriveColorado Springs, Colorado
Notes:
Project No.: 23155032
Drill Rig: D-50
Boring Started: 2/8/2008
BORING LOG NO. B-2City of Colorado SpringsCLIENT:
Driller: GDI
Boring Completed: 2/8/2008
Exhibit: A-12
See Exhibit A-3 for description of field procedures.
See Appendix B for description of laboratoryprocedures and additional data (if any).See Appendix C for explanation of symbols andabbreviations.
PROJECT: Pikes Peak Avenue Pavement Evaluation
PER
CEN
TFI
NES
WAT
ERC
ON
TEN
T(%
)
DR
YU
NIT
WEI
GH
T(p
cf)
ATTERBERGLIMITS
LL-PL-PI
SAM
PLE
TYPE
WAT
ERLE
VEL
OBS
ERVA
TIO
NS
DEP
TH(F
t.)5
REC
OVE
RY
(In.)
FIEL
DTE
STR
ESU
LTS
DEPTH
LOCATION See Exhibit A-2
Latitude: 38.832717° Longitude: -104.780557°
None encountered while drillingWATER LEVEL OBSERVATIONS
24
8
8 NP
12 N = 31
0.5
5.0
ASPHALT, approximately 6 inches
SILTY SAND (SM), brown, dense
Boring Terminated at 5 Feet
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.
GR
APH
ICLO
G
THIS
BOR
ING
LOG
ISN
OT
VALI
DIF
SEPA
RAT
EDFR
OM
OR
IGIN
ALR
EPO
RT.
GEO
SMAR
TLO
G-N
OW
ELL
2315
5032
-REV
ISED
.GPJ
TER
RAC
ON
2015
.GD
T1/
11/1
6
Colorado Avenue to Circle Drive Colorado Springs, ColoradoSITE:
Page 1 of 1
Advancement Method:4-inch solid stem auger
Abandonment Method:Borings backfilled with cement-bentonite grout uponcompletion.
4172 Center Park DriveColorado Springs, Colorado
Notes:
Project No.: 23155032
Drill Rig: D-50
Boring Started: 2/8/2008
BORING LOG NO. B-3City of Colorado SpringsCLIENT:
Driller: GDI
Boring Completed: 2/8/2008
Exhibit: A-13
See Exhibit A-3 for description of field procedures.
See Appendix B for description of laboratoryprocedures and additional data (if any).See Appendix C for explanation of symbols andabbreviations.
PROJECT: Pikes Peak Avenue Pavement Evaluation
PER
CEN
TFI
NES
WAT
ERC
ON
TEN
T(%
)
DR
YU
NIT
WEI
GH
T(p
cf)
ATTERBERGLIMITS
LL-PL-PI
SAM
PLE
TYPE
WAT
ERLE
VEL
OBS
ERVA
TIO
NS
DEP
TH(F
t.)5
REC
OVE
RY
(In.)
FIEL
DTE
STR
ESU
LTS
DEPTH
LOCATION See Exhibit A-2
Latitude: 38.83267° Longitude: -104.78406°
None encountered while drillingWATER LEVEL OBSERVATIONS
3910 32-16-16
0.4
5.0
ASPHALT, approximately 5 inches
CLAYEY SAND (SC), brown
Boring Terminated at 5 Feet
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.
GR
APH
ICLO
G
THIS
BOR
ING
LOG
ISN
OT
VALI
DIF
SEPA
RAT
EDFR
OM
OR
IGIN
ALR
EPO
RT.
GEO
SMAR
TLO
G-N
OW
ELL
2315
5032
-REV
ISED
.GPJ
TER
RAC
ON
2015
.GD
T1/
11/1
6
Colorado Avenue to Circle Drive Colorado Springs, ColoradoSITE:
Page 1 of 1
Advancement Method:4-inch solid stem auger
Abandonment Method:Borings backfilled with cement-bentonite grout uponcompletion.
4172 Center Park DriveColorado Springs, Colorado
Notes:
Project No.: 23155032
Drill Rig: D-50
Boring Started: 2/8/2008
BORING LOG NO. B-4City of Colorado SpringsCLIENT:
Driller: GDI
Boring Completed: 2/8/2008
Exhibit: A-14
See Exhibit A-3 for description of field procedures.
See Appendix B for description of laboratoryprocedures and additional data (if any).See Appendix C for explanation of symbols andabbreviations.
PROJECT: Pikes Peak Avenue Pavement Evaluation
PER
CEN
TFI
NES
WAT
ERC
ON
TEN
T(%
)
DR
YU
NIT
WEI
GH
T(p
cf)
ATTERBERGLIMITS
LL-PL-PI
SAM
PLE
TYPE
WAT
ERLE
VEL
OBS
ERVA
TIO
NS
DEP
TH(F
t.)5
REC
OVE
RY
(In.)
FIEL
DTE
STR
ESU
LTS
DEPTH
LOCATION See Exhibit A-2
Latitude: 38.832647° Longitude: -104.787507°
None encountered while drillingWATER LEVEL OBSERVATIONS
29
18
32 43-31-12
10 N = 32
0.6
5.0
ASPHALT, approximately 7 inches
SILTY SAND (SM), dark gray to brown, dense
Boring Terminated at 5 Feet
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.
GR
APH
ICLO
G
THIS
BOR
ING
LOG
ISN
OT
VALI
DIF
SEPA
RAT
EDFR
OM
OR
IGIN
ALR
EPO
RT.
GEO
SMAR
TLO
G-N
OW
ELL
2315
5032
-REV
ISED
.GPJ
TER
RAC
ON
2015
.GD
T1/
11/1
6
Colorado Avenue to Circle Drive Colorado Springs, ColoradoSITE:
Page 1 of 1
Advancement Method:4-inch solid stem auger
Abandonment Method:Borings backfilled with cement-bentonite grout uponcompletion.
4172 Center Park DriveColorado Springs, Colorado
Notes:
Project No.: 23155032
Drill Rig: D-50
Boring Started: 2/8/2008
BORING LOG NO. B-5City of Colorado SpringsCLIENT:
Driller: GDI
Boring Completed: 2/8/2008
Exhibit: A-15
See Exhibit A-3 for description of field procedures.
See Appendix B for description of laboratoryprocedures and additional data (if any).See Appendix C for explanation of symbols andabbreviations.
PROJECT: Pikes Peak Avenue Pavement Evaluation
PER
CEN
TFI
NES
WAT
ERC
ON
TEN
T(%
)
DR
YU
NIT
WEI
GH
T(p
cf)
ATTERBERGLIMITS
LL-PL-PI
SAM
PLE
TYPE
WAT
ERLE
VEL
OBS
ERVA
TIO
NS
DEP
TH(F
t.)5
REC
OVE
RY
(In.)
FIEL
DTE
STR
ESU
LTS
DEPTH
LOCATION See Exhibit A-2
Latitude: 38.832777° Longitude: -104.791422°
None encountered while drillingWATER LEVEL OBSERVATIONS
4613 32-15-17
0.3
5.0
ASPHALT, approximately 4 inchesCLAYEY SAND (SC), dark brown
Boring Terminated at 5 Feet
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.
GR
APH
ICLO
G
THIS
BOR
ING
LOG
ISN
OT
VALI
DIF
SEPA
RAT
EDFR
OM
OR
IGIN
ALR
EPO
RT.
GEO
SMAR
TLO
G-N
OW
ELL
2315
5032
-REV
ISED
.GPJ
TER
RAC
ON
2015
.GD
T1/
11/1
6
Colorado Avenue to Circle Drive Colorado Springs, ColoradoSITE:
Page 1 of 1
Advancement Method:4-inch solid stem auger
Abandonment Method:Borings backfilled with cement-bentonite grout uponcompletion.
4172 Center Park DriveColorado Springs, Colorado
Notes:
Project No.: 23155032
Drill Rig: D-50
Boring Started: 2/8/2008
BORING LOG NO. B-6City of Colorado SpringsCLIENT:
Driller: GDI
Boring Completed: 2/8/2008
Exhibit: A-16
See Exhibit A-3 for description of field procedures.
See Appendix B for description of laboratoryprocedures and additional data (if any).See Appendix C for explanation of symbols andabbreviations.
PROJECT: Pikes Peak Avenue Pavement Evaluation
PER
CEN
TFI
NES
WAT
ERC
ON
TEN
T(%
)
DR
YU
NIT
WEI
GH
T(p
cf)
ATTERBERGLIMITS
LL-PL-PI
SAM
PLE
TYPE
WAT
ERLE
VEL
OBS
ERVA
TIO
NS
DEP
TH(F
t.)5
REC
OVE
RY
(In.)
FIEL
DTE
STR
ESU
LTS
DEPTH
LOCATION See Exhibit A-2
Latitude: 38.833014° Longitude: -104.795424°
None encountered while drillingWATER LEVEL OBSERVATIONS
67
15
10 39-16-23
11 N = 20
0.5
1.0
5.0
ASPHALT, approximately 5½ inches
BASE COURSE, approximately 6 inches
SANDY LEAN CLAY (CL), brown, very stiff
Boring Terminated at 5 Feet
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.
GR
APH
ICLO
G
THIS
BOR
ING
LOG
ISN
OT
VALI
DIF
SEPA
RAT
EDFR
OM
OR
IGIN
ALR
EPO
RT.
GEO
SMAR
TLO
G-N
OW
ELL
2315
5032
-REV
ISED
.GPJ
TER
RAC
ON
2015
.GD
T1/
11/1
6
Colorado Avenue to Circle Drive Colorado Springs, ColoradoSITE:
Page 1 of 1
Advancement Method:4-inch solid stem auger
Abandonment Method:Borings backfilled with cement-bentonite grout uponcompletion.
4172 Center Park DriveColorado Springs, Colorado
Notes:
Project No.: 23155032
Drill Rig: D-50
Boring Started: 2/8/2008
BORING LOG NO. B-7City of Colorado SpringsCLIENT:
Driller: GDI
Boring Completed: 2/8/2008
Exhibit: A-17
See Exhibit A-3 for description of field procedures.
See Appendix B for description of laboratoryprocedures and additional data (if any).See Appendix C for explanation of symbols andabbreviations.
PROJECT: Pikes Peak Avenue Pavement Evaluation
PER
CEN
TFI
NES
WAT
ERC
ON
TEN
T(%
)
DR
YU
NIT
WEI
GH
T(p
cf)
ATTERBERGLIMITS
LL-PL-PI
SAM
PLE
TYPE
WAT
ERLE
VEL
OBS
ERVA
TIO
NS
DEP
TH(F
t.)5
REC
OVE
RY
(In.)
FIEL
DTE
STR
ESU
LTS
DEPTH
LOCATION See Exhibit A-2
Latitude: 38.833112° Longitude: -104.798286°
None encountered while drillingWATER LEVEL OBSERVATIONS
3812 32-15-17
1.0
1.7
5.0
ASPHALT, approximately 12½ inches
BASE COURSE, approximately 8 inches
CLAYEY SAND (SC), brown
Boring Terminated at 5 Feet
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.
GR
APH
ICLO
G
THIS
BOR
ING
LOG
ISN
OT
VALI
DIF
SEPA
RAT
EDFR
OM
OR
IGIN
ALR
EPO
RT.
GEO
SMAR
TLO
G-N
OW
ELL
2315
5032
-REV
ISED
.GPJ
TER
RAC
ON
2015
.GD
T1/
11/1
6
Colorado Avenue to Circle Drive Colorado Springs, ColoradoSITE:
Page 1 of 1
Advancement Method:4-inch solid stem auger
Abandonment Method:Borings backfilled with cement-bentonite grout uponcompletion.
4172 Center Park DriveColorado Springs, Colorado
Notes:
Project No.: 23155032
Drill Rig: D-50
Boring Started: 2/8/2008
BORING LOG NO. B-8City of Colorado SpringsCLIENT:
Driller: GDI
Boring Completed: 2/8/2008
Exhibit: A-18
See Exhibit A-3 for description of field procedures.
See Appendix B for description of laboratoryprocedures and additional data (if any).See Appendix C for explanation of symbols andabbreviations.
PROJECT: Pikes Peak Avenue Pavement Evaluation
PER
CEN
TFI
NES
WAT
ERC
ON
TEN
T(%
)
DR
YU
NIT
WEI
GH
T(p
cf)
ATTERBERGLIMITS
LL-PL-PI
SAM
PLE
TYPE
WAT
ERLE
VEL
OBS
ERVA
TIO
NS
DEP
TH(F
t.)5
REC
OVE
RY
(In.)
FIEL
DTE
STR
ESU
LTS
DEPTH
LOCATION See Exhibit A-2
Latitude: 38.833215° Longitude: -104.801431°
None encountered while drillingWATER LEVEL OBSERVATIONS
19
6
8 NP
10 N = 23
1.1
5.0
ASPHALT, approximately 13 inches
SILTY SAND (SM), brown, medium dense
Boring Terminated at 5 Feet
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.
GR
APH
ICLO
G
THIS
BOR
ING
LOG
ISN
OT
VALI
DIF
SEPA
RAT
EDFR
OM
OR
IGIN
ALR
EPO
RT.
GEO
SMAR
TLO
G-N
OW
ELL
2315
5032
-REV
ISED
.GPJ
TER
RAC
ON
2015
.GD
T1/
11/1
6
Colorado Avenue to Circle Drive Colorado Springs, ColoradoSITE:
Page 1 of 1
Advancement Method:4-inch solid stem auger
Abandonment Method:Borings backfilled with cement-bentonite grout uponcompletion.
4172 Center Park DriveColorado Springs, Colorado
Notes:
Project No.: 23155032
Drill Rig: D-50
Boring Started: 2/8/2008
BORING LOG NO. B-9City of Colorado SpringsCLIENT:
Driller: GDI
Boring Completed: 2/8/2008
Exhibit: A-19
See Exhibit A-3 for description of field procedures.
See Appendix B for description of laboratoryprocedures and additional data (if any).See Appendix C for explanation of symbols andabbreviations.
PROJECT: Pikes Peak Avenue Pavement Evaluation
PER
CEN
TFI
NES
WAT
ERC
ON
TEN
T(%
)
DR
YU
NIT
WEI
GH
T(p
cf)
ATTERBERGLIMITS
LL-PL-PI
SAM
PLE
TYPE
WAT
ERLE
VEL
OBS
ERVA
TIO
NS
DEP
TH(F
t.)5
REC
OVE
RY
(In.)
FIEL
DTE
STR
ESU
LTS
DEPTH
LOCATION See Exhibit A-2
Latitude: 38.833316° Longitude: -104.804438°
None encountered while drillingWATER LEVEL OBSERVATIONS
4410 35-16-20
0.4
1.1
5.0
ASPHALT, approximately 5 inches
BASE COURSE, approximately 8 inches
CLAYEY SAND (SC), brown
Boring Terminated at 5 Feet
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.
GR
APH
ICLO
G
THIS
BOR
ING
LOG
ISN
OT
VALI
DIF
SEPA
RAT
EDFR
OM
OR
IGIN
ALR
EPO
RT.
GEO
SMAR
TLO
G-N
OW
ELL
2315
5032
-REV
ISED
.GPJ
TER
RAC
ON
2015
.GD
T1/
11/1
6
Colorado Avenue to Circle Drive Colorado Springs, ColoradoSITE:
Page 1 of 1
Advancement Method:4-inch solid stem auger
Abandonment Method:Borings backfilled with cement-bentonite grout uponcompletion.
4172 Center Park DriveColorado Springs, Colorado
Notes:
Project No.: 23155032
Drill Rig: D-50
Boring Started: 2/8/2008
BORING LOG NO. B-10City of Colorado SpringsCLIENT:
Driller: GDI
Boring Completed: 2/8/2008
Exhibit: A-20
See Exhibit A-3 for description of field procedures.
See Appendix B for description of laboratoryprocedures and additional data (if any).See Appendix C for explanation of symbols andabbreviations.
PROJECT: Pikes Peak Avenue Pavement Evaluation
PER
CEN
TFI
NES
WAT
ERC
ON
TEN
T(%
)
DR
YU
NIT
WEI
GH
T(p
cf)
ATTERBERGLIMITS
LL-PL-PI
SAM
PLE
TYPE
WAT
ERLE
VEL
OBS
ERVA
TIO
NS
DEP
TH(F
t.)5
REC
OVE
RY
(In.)
FIEL
DTE
STR
ESU
LTS
DEPTH
LOCATION See Exhibit A-2
Latitude: 38.833449° Longitude: -104.80837°
None encountered while drillingWATER LEVEL OBSERVATIONS
21
9
10 NP
10 N = 26
0.5
5.0
ASPHALT, approximately 6 inches
SILTY SAND (SM), dark brown, medium dense
Boring Terminated at 5 Feet
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.
GR
APH
ICLO
G
THIS
BOR
ING
LOG
ISN
OT
VALI
DIF
SEPA
RAT
EDFR
OM
OR
IGIN
ALR
EPO
RT.
GEO
SMAR
TLO
G-N
OW
ELL
2315
5032
-REV
ISED
.GPJ
TER
RAC
ON
2015
.GD
T1/
11/1
6
Colorado Avenue to Circle Drive Colorado Springs, ColoradoSITE:
Page 1 of 1
Advancement Method:4-inch solid stem auger
Abandonment Method:Borings backfilled with cement-bentonite grout uponcompletion.
4172 Center Park DriveColorado Springs, Colorado
Notes:
Project No.: 23155032
Drill Rig: D-50
Boring Started: 2/8/2008
BORING LOG NO. B-11City of Colorado SpringsCLIENT:
Driller: GDI
Boring Completed: 2/8/2008
Exhibit: A-21
See Exhibit A-3 for description of field procedures.
See Appendix B for description of laboratoryprocedures and additional data (if any).See Appendix C for explanation of symbols andabbreviations.
PROJECT: Pikes Peak Avenue Pavement Evaluation
PER
CEN
TFI
NES
WAT
ERC
ON
TEN
T(%
)
DR
YU
NIT
WEI
GH
T(p
cf)
ATTERBERGLIMITS
LL-PL-PI
SAM
PLE
TYPE
WAT
ERLE
VEL
OBS
ERVA
TIO
NS
DEP
TH(F
t.)5
REC
OVE
RY
(In.)
FIEL
DTE
STR
ESU
LTS
DEPTH
LOCATION See Exhibit A-2
Latitude: 38.833561° Longitude: -104.811971°
None encountered while drillingWATER LEVEL OBSERVATIONS
298 25-20-5
0.5
5.0
ASPHALT, approximately 6 inches
SILTY CLAYEY SAND (SC-SM), brown
Boring Terminated at 5 Feet
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.
GR
APH
ICLO
G
THIS
BOR
ING
LOG
ISN
OT
VALI
DIF
SEPA
RAT
EDFR
OM
OR
IGIN
ALR
EPO
RT.
GEO
SMAR
TLO
G-N
OW
ELL
2315
5032
-REV
ISED
.GPJ
TER
RAC
ON
2015
.GD
T1/
11/1
6
Colorado Avenue to Circle Drive Colorado Springs, ColoradoSITE:
Page 1 of 1
Advancement Method:4-inch solid stem auger
Abandonment Method:Borings backfilled with cement-bentonite grout uponcompletion.
4172 Center Park DriveColorado Springs, Colorado
Notes:
Project No.: 23155032
Drill Rig: D-50
Boring Started: 2/8/2008
BORING LOG NO. B-12City of Colorado SpringsCLIENT:
Driller: GDI
Boring Completed: 2/8/2008
Exhibit: A-22
See Exhibit A-3 for description of field procedures.
See Appendix B for description of laboratoryprocedures and additional data (if any).See Appendix C for explanation of symbols andabbreviations.
PROJECT: Pikes Peak Avenue Pavement Evaluation
PER
CEN
TFI
NES
WAT
ERC
ON
TEN
T(%
)
DR
YU
NIT
WEI
GH
T(p
cf)
ATTERBERGLIMITS
LL-PL-PI
SAM
PLE
TYPE
WAT
ERLE
VEL
OBS
ERVA
TIO
NS
DEP
TH(F
t.)5
REC
OVE
RY
(In.)
FIEL
DTE
STR
ESU
LTS
DEPTH
LOCATION See Exhibit A-2
Latitude: 38.83345° Longitude: -104.810973°
None encountered while drillingWATER LEVEL OBSERVATIONS
34
15
8 30-19-11
4 N = 50/4"
0.5
1.0
5.0
ASPHALT
BASE COURSE, very dense
CLAYEY SAND (SC), dark brown to dark gray
Boring Terminated at 5 Feet
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.
GR
APH
ICLO
G
THIS
BOR
ING
LOG
ISN
OT
VALI
DIF
SEPA
RAT
EDFR
OM
OR
IGIN
ALR
EPO
RT.
GEO
SMAR
TLO
G-N
OW
ELL
2315
5032
-REV
ISED
.GPJ
TER
RAC
ON
2015
.GD
T1/
11/1
6
Colorado Avenue to Circle Drive Colorado Springs, ColoradoSITE:
Page 1 of 1
Advancement Method:4-inch solid stem auger
Abandonment Method:Borings backfilled with cement-bentonite grout uponcompletion.
4172 Center Park DriveColorado Springs, Colorado
Notes:
Project No.: 23155032
Drill Rig: D-50
Boring Started: 2/8/2008
BORING LOG NO. B-13City of Colorado SpringsCLIENT:
Driller: GDI
Boring Completed: 2/8/2008
Exhibit: A-23
See Exhibit A-3 for description of field procedures.
See Appendix B for description of laboratoryprocedures and additional data (if any).See Appendix C for explanation of symbols andabbreviations.
PROJECT: Pikes Peak Avenue Pavement Evaluation
PER
CEN
TFI
NES
WAT
ERC
ON
TEN
T(%
)
DR
YU
NIT
WEI
GH
T(p
cf)
ATTERBERGLIMITS
LL-PL-PI
SAM
PLE
TYPE
WAT
ERLE
VEL
OBS
ERVA
TIO
NS
DEP
TH(F
t.)5
REC
OVE
RY
(In.)
FIEL
DTE
STR
ESU
LTS
DEPTH
LOCATION See Exhibit A-2
Latitude: 38.83332° Longitude: -104.807386°
None encountered while drillingWATER LEVEL OBSERVATIONS
146 NP
0.4
5.0
ASPHALT, approximately 5 inches
SILTY SAND (SM), brown
Boring Terminated at 5 Feet
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.
GR
APH
ICLO
G
THIS
BOR
ING
LOG
ISN
OT
VALI
DIF
SEPA
RAT
EDFR
OM
OR
IGIN
ALR
EPO
RT.
GEO
SMAR
TLO
G-N
OW
ELL
2315
5032
-REV
ISED
.GPJ
TER
RAC
ON
2015
.GD
T1/
11/1
6
Colorado Avenue to Circle Drive Colorado Springs, ColoradoSITE:
Page 1 of 1
Advancement Method:4-inch solid stem auger
Abandonment Method:Borings backfilled with cement-bentonite grout uponcompletion.
4172 Center Park DriveColorado Springs, Colorado
Notes:
Project No.: 23155032
Drill Rig: D-50
Boring Started: 2/8/2008
BORING LOG NO. B-14City of Colorado SpringsCLIENT:
Driller: GDI
Boring Completed: 2/8/2008
Exhibit: A-24
See Exhibit A-3 for description of field procedures.
See Appendix B for description of laboratoryprocedures and additional data (if any).See Appendix C for explanation of symbols andabbreviations.
PROJECT: Pikes Peak Avenue Pavement Evaluation
PER
CEN
TFI
NES
WAT
ERC
ON
TEN
T(%
)
DR
YU
NIT
WEI
GH
T(p
cf)
ATTERBERGLIMITS
LL-PL-PI
SAM
PLE
TYPE
WAT
ERLE
VEL
OBS
ERVA
TIO
NS
DEP
TH(F
t.)5
REC
OVE
RY
(In.)
FIEL
DTE
STR
ESU
LTS
DEPTH
LOCATION See Exhibit A-2
Latitude: 38.833223° Longitude: -104.804877°
None encountered while drillingWATER LEVEL OBSERVATIONS
59
17
19 43-17-26
11 N = 14
0.3
5.0
ASPHALT, approximately 3½ inchesSANDY LEAN CLAY (CL), brown, very stiff
Boring Terminated at 5 Feet
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.
GR
APH
ICLO
G
THIS
BOR
ING
LOG
ISN
OT
VALI
DIF
SEPA
RAT
EDFR
OM
OR
IGIN
ALR
EPO
RT.
GEO
SMAR
TLO
G-N
OW
ELL
2315
5032
-REV
ISED
.GPJ
TER
RAC
ON
2015
.GD
T1/
11/1
6
Colorado Avenue to Circle Drive Colorado Springs, ColoradoSITE:
Page 1 of 1
Advancement Method:4-inch solid stem auger
Abandonment Method:Borings backfilled with cement-bentonite grout uponcompletion.
4172 Center Park DriveColorado Springs, Colorado
Notes:
Project No.: 23155032
Drill Rig: D-50
Boring Started: 2/8/2008
BORING LOG NO. B-15City of Colorado SpringsCLIENT:
Driller: GDI
Boring Completed: 2/8/2008
Exhibit: A-25
See Exhibit A-3 for description of field procedures.
See Appendix B for description of laboratoryprocedures and additional data (if any).See Appendix C for explanation of symbols andabbreviations.
PROJECT: Pikes Peak Avenue Pavement Evaluation
PER
CEN
TFI
NES
WAT
ERC
ON
TEN
T(%
)
DR
YU
NIT
WEI
GH
T(p
cf)
ATTERBERGLIMITS
LL-PL-PI
SAM
PLE
TYPE
WAT
ERLE
VEL
OBS
ERVA
TIO
NS
DEP
TH(F
t.)5
REC
OVE
RY
(In.)
FIEL
DTE
STR
ESU
LTS
DEPTH
LOCATION See Exhibit A-2
Latitude: 38.833048° Longitude: -104.799281°
None encountered while drillingWATER LEVEL OBSERVATIONS
279 24-17-7
0.7
5.0
ASPHALT, approximately 8 inches
SILTY CLAYEY SAND (SC-SM), dark gray
Boring Terminated at 5 Feet
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.
GR
APH
ICLO
G
THIS
BOR
ING
LOG
ISN
OT
VALI
DIF
SEPA
RAT
EDFR
OM
OR
IGIN
ALR
EPO
RT.
GEO
SMAR
TLO
G-N
OW
ELL
2315
5032
-REV
ISED
.GPJ
TER
RAC
ON
2015
.GD
T1/
11/1
6
Colorado Avenue to Circle Drive Colorado Springs, ColoradoSITE:
Page 1 of 1
Advancement Method:4-inch solid stem auger
Abandonment Method:Borings backfilled with cement-bentonite grout uponcompletion.
4172 Center Park DriveColorado Springs, Colorado
Notes:
Project No.: 23155032
Drill Rig: D-50
Boring Started: 2/8/2008
BORING LOG NO. B-16City of Colorado SpringsCLIENT:
Driller: GDI
Boring Completed: 2/8/2008
Exhibit: A-26
See Exhibit A-3 for description of field procedures.
See Appendix B for description of laboratoryprocedures and additional data (if any).See Appendix C for explanation of symbols andabbreviations.
PROJECT: Pikes Peak Avenue Pavement Evaluation
PER
CEN
TFI
NES
WAT
ERC
ON
TEN
T(%
)
DR
YU
NIT
WEI
GH
T(p
cf)
ATTERBERGLIMITS
LL-PL-PI
SAM
PLE
TYPE
WAT
ERLE
VEL
OBS
ERVA
TIO
NS
DEP
TH(F
t.)5
REC
OVE
RY
(In.)
FIEL
DTE
STR
ESU
LTS
DEPTH
LOCATION See Exhibit A-2
Latitude: 38.83286° Longitude: -104.793919°
None encountered while drillingWATER LEVEL OBSERVATIONS
41
13
14 37-16-21
10 N = 53
0.3
5.0
ASPHALT, approximately 3 inchesCLAYEY SAND (SC), brown, very dense
Boring Terminated at 5 Feet
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.
GR
APH
ICLO
G
THIS
BOR
ING
LOG
ISN
OT
VALI
DIF
SEPA
RAT
EDFR
OM
OR
IGIN
ALR
EPO
RT.
GEO
SMAR
TLO
G-N
OW
ELL
2315
5032
-REV
ISED
.GPJ
TER
RAC
ON
2015
.GD
T1/
11/1
6
Colorado Avenue to Circle Drive Colorado Springs, ColoradoSITE:
Page 1 of 1
Advancement Method:4-inch solid stem auger
Abandonment Method:Borings backfilled with cement-bentonite grout uponcompletion.
4172 Center Park DriveColorado Springs, Colorado
Notes:
Project No.: 23155032
Drill Rig: D-50
Boring Started: 2/8/2008
BORING LOG NO. B-17City of Colorado SpringsCLIENT:
Driller: GDI
Boring Completed: 2/8/2008
Exhibit: A-27
See Exhibit A-3 for description of field procedures.
See Appendix B for description of laboratoryprocedures and additional data (if any).See Appendix C for explanation of symbols andabbreviations.
PROJECT: Pikes Peak Avenue Pavement Evaluation
PER
CEN
TFI
NES
WAT
ERC
ON
TEN
T(%
)
DR
YU
NIT
WEI
GH
T(p
cf)
ATTERBERGLIMITS
LL-PL-PI
SAM
PLE
TYPE
WAT
ERLE
VEL
OBS
ERVA
TIO
NS
DEP
TH(F
t.)5
REC
OVE
RY
(In.)
FIEL
DTE
STR
ESU
LTS
DEPTH
LOCATION See Exhibit A-2
Latitude: 38.832861° Longitude: -104.790861°
None encountered while drillingWATER LEVEL OBSERVATIONS
286 27-15-12
0.4
1.4
5.0
ASPHALT, approximately 5 inches
BASE COURSE, approximately 12 inches
CLAYEY SAND (SC), brown
Boring Terminated at 5 Feet
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.
GR
APH
ICLO
G
THIS
BOR
ING
LOG
ISN
OT
VALI
DIF
SEPA
RAT
EDFR
OM
OR
IGIN
ALR
EPO
RT.
GEO
SMAR
TLO
G-N
OW
ELL
2315
5032
-REV
ISED
.GPJ
TER
RAC
ON
2015
.GD
T1/
11/1
6
Colorado Avenue to Circle Drive Colorado Springs, ColoradoSITE:
Page 1 of 1
Advancement Method:4-inch solid stem auger
Abandonment Method:Borings backfilled with cement-bentonite grout uponcompletion.
4172 Center Park DriveColorado Springs, Colorado
Notes:
Project No.: 23155032
Drill Rig: D-50
Boring Started: 2/8/2008
BORING LOG NO. B-18City of Colorado SpringsCLIENT:
Driller: GDI
Boring Completed: 2/8/2008
Exhibit: A-28
See Exhibit A-3 for description of field procedures.
See Appendix B for description of laboratoryprocedures and additional data (if any).See Appendix C for explanation of symbols andabbreviations.
PROJECT: Pikes Peak Avenue Pavement Evaluation
PER
CEN
TFI
NES
WAT
ERC
ON
TEN
T(%
)
DR
YU
NIT
WEI
GH
T(p
cf)
ATTERBERGLIMITS
LL-PL-PI
SAM
PLE
TYPE
WAT
ERLE
VEL
OBS
ERVA
TIO
NS
DEP
TH(F
t.)5
REC
OVE
RY
(In.)
FIEL
DTE
STR
ESU
LTS
DEPTH
LOCATION See Exhibit A-2
Latitude: 38.832701° Longitude: -104.789769°
None encountered while drillingWATER LEVEL OBSERVATIONS
19
7
9 28-16-12
10 N = 20
0.4
5.0
ASPHALT, approximately 5 inches
CLAYEY SAND (SC), brown, medium dense
Boring Terminated at 5 Feet
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.
GR
APH
ICLO
G
THIS
BOR
ING
LOG
ISN
OT
VALI
DIF
SEPA
RAT
EDFR
OM
OR
IGIN
ALR
EPO
RT.
GEO
SMAR
TLO
G-N
OW
ELL
2315
5032
-REV
ISED
.GPJ
TER
RAC
ON
2015
.GD
T1/
11/1
6
Colorado Avenue to Circle Drive Colorado Springs, ColoradoSITE:
Page 1 of 1
Advancement Method:4-inch solid stem auger
Abandonment Method:Borings backfilled with cement-bentonite grout uponcompletion.
4172 Center Park DriveColorado Springs, Colorado
Notes:
Project No.: 23155032
Drill Rig: D-50
Boring Started: 2/8/2008
BORING LOG NO. B-19City of Colorado SpringsCLIENT:
Driller: GDI
Boring Completed: 2/8/2008
Exhibit: A-29
See Exhibit A-3 for description of field procedures.
See Appendix B for description of laboratoryprocedures and additional data (if any).See Appendix C for explanation of symbols andabbreviations.
PROJECT: Pikes Peak Avenue Pavement Evaluation
PER
CEN
TFI
NES
WAT
ERC
ON
TEN
T(%
)
DR
YU
NIT
WEI
GH
T(p
cf)
ATTERBERGLIMITS
LL-PL-PI
SAM
PLE
TYPE
WAT
ERLE
VEL
OBS
ERVA
TIO
NS
DEP
TH(F
t.)5
REC
OVE
RY
(In.)
FIEL
DTE
STR
ESU
LTS
DEPTH
LOCATION See Exhibit A-2
Latitude: 38.832536° Longitude: -104.785397°
None encountered while drillingWATER LEVEL OBSERVATIONS
287 25-15-10
0.4
5.0
ASPHALT, approximately 5 inches
CLAYEY SAND (SC), brown
Boring Terminated at 5 Feet
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.
GR
APH
ICLO
G
THIS
BOR
ING
LOG
ISN
OT
VALI
DIF
SEPA
RAT
EDFR
OM
OR
IGIN
ALR
EPO
RT.
GEO
SMAR
TLO
G-N
OW
ELL
2315
5032
-REV
ISED
.GPJ
TER
RAC
ON
2015
.GD
T1/
11/1
6
Colorado Avenue to Circle Drive Colorado Springs, ColoradoSITE:
Page 1 of 1
Advancement Method:4-inch solid stem auger
Abandonment Method:Borings backfilled with cement-bentonite grout uponcompletion.
4172 Center Park DriveColorado Springs, Colorado
Notes:
Project No.: 23155032
Drill Rig: D-50
Boring Started: 2/8/2008
BORING LOG NO. B-20City of Colorado SpringsCLIENT:
Driller: GDI
Boring Completed: 2/8/2008
Exhibit: A-30
See Exhibit A-3 for description of field procedures.
See Appendix B for description of laboratoryprocedures and additional data (if any).See Appendix C for explanation of symbols andabbreviations.
PROJECT: Pikes Peak Avenue Pavement Evaluation
PER
CEN
TFI
NES
WAT
ERC
ON
TEN
T(%
)
DR
YU
NIT
WEI
GH
T(p
cf)
ATTERBERGLIMITS
LL-PL-PI
SAM
PLE
TYPE
WAT
ERLE
VEL
OBS
ERVA
TIO
NS
DEP
TH(F
t.)5
REC
OVE
RY
(In.)
FIEL
DTE
STR
ESU
LTS
DEPTH
LOCATION See Exhibit A-2
Latitude: 38.832586° Longitude: -104.781699°
None encountered while drillingWATER LEVEL OBSERVATIONS
22
7
9 26-16-11
12 N = 24
0.4
5.0
ASPHALT, approximately 5 inches
CLAYEY SAND (SC), brown, medium dense
Boring Terminated at 5 Feet
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.
GR
APH
ICLO
G
THIS
BOR
ING
LOG
ISN
OT
VALI
DIF
SEPA
RAT
EDFR
OM
OR
IGIN
ALR
EPO
RT.
GEO
SMAR
TLO
G-N
OW
ELL
2315
5032
-REV
ISED
.GPJ
TER
RAC
ON
2015
.GD
T1/
11/1
6
Colorado Avenue to Circle Drive Colorado Springs, ColoradoSITE:
Page 1 of 1
Advancement Method:4-inch solid stem auger
Abandonment Method:Borings backfilled with cement-bentonite grout uponcompletion.
4172 Center Park DriveColorado Springs, Colorado
Notes:
Project No.: 23155032
Drill Rig: D-50
Boring Started: 2/8/2008
BORING LOG NO. B-21City of Colorado SpringsCLIENT:
Driller: GDI
Boring Completed: 2/8/2008
Exhibit: A-31
See Exhibit A-3 for description of field procedures.
See Appendix B for description of laboratoryprocedures and additional data (if any).See Appendix C for explanation of symbols andabbreviations.
PROJECT: Pikes Peak Avenue Pavement Evaluation
PER
CEN
TFI
NES
WAT
ERC
ON
TEN
T(%
)
DR
YU
NIT
WEI
GH
T(p
cf)
ATTERBERGLIMITS
LL-PL-PI
SAM
PLE
TYPE
WAT
ERLE
VEL
OBS
ERVA
TIO
NS
DEP
TH(F
t.)5
REC
OVE
RY
(In.)
FIEL
DTE
STR
ESU
LTS
DEPTH
LOCATION See Exhibit A-2
Latitude: 38.83263° Longitude: -104.778126°
None encountered while drillingWATER LEVEL OBSERVATIONS
11
11
5
4
116
116
114
22-16-6
10
12
12
8-10
7-10
7-10
0.20.5
2.0
5.0
ASPHALT, approximately 2 inchesBASE COURSE, reddish-brown, approximately 3 inchesFILL - SANDY LEAN CLAY (CL), fine to coarse grained, dark brown,loose, varies to CLAYEY SAND (SC).
POORLY GRADED SAND WITH CLAY (SP-SC), fine to coarse grained,brown, loose, varies to POORLY-GRADED SAND (SP).
Boring Terminated at 5 Feet
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.
GR
APH
ICLO
G
THIS
BOR
ING
LOG
ISN
OT
VALI
DIF
SEPA
RAT
EDFR
OM
OR
IGIN
ALR
EPO
RT.
GEO
SMAR
TLO
G-N
OW
ELL
2315
5032
-REV
ISED
.GPJ
TER
RAC
ON
2015
.GD
T1/
11/1
6
Colorado Avenue to Circle Drive Colorado Springs, ColoradoSITE:
Page 1 of 1
Advancement Method:4-inch solid stem auger
Abandonment Method:Borings backfilled with cement-bentonite grout uponcompletion.
4172 Center Park DriveColorado Springs, Colorado
Notes:
Project No.: 23155032
Drill Rig: CME-75
Boring Started: 11/20/2015
BORING LOG NO. B-101City of Colorado SpringsCLIENT:
Driller: D. Toney
Boring Completed: 11/20/2015
Exhibit: A-32
See Exhibit A-3 for description of field procedures.
See Appendix B for description of laboratoryprocedures and additional data (if any).See Appendix C for explanation of symbols andabbreviations.
PROJECT: Pikes Peak Avenue Pavement Evaluation
PER
CEN
TFI
NES
WAT
ERC
ON
TEN
T(%
)
DR
YU
NIT
WEI
GH
T(p
cf)
ATTERBERGLIMITS
LL-PL-PI
SAM
PLE
TYPE
WAT
ERLE
VEL
OBS
ERVA
TIO
NS
DEP
TH(F
t.)5
REC
OVE
RY
(In.)
FIEL
DTE
STR
ESU
LTS
DEPTH
LOCATION See Exhibit A-2
Latitude: 38.832704° Longitude: -104.788768°
None encountered while drillingWATER LEVEL OBSERVATIONS
21
11
7
7
99
98
97
20-19-1
11
12
12
9-13
4-4
5-6
0.3
0.8
1.5
3.0
5.0
ASPHALT, approximately 4 inchesBASE COURSE, approximately 6 inches
FILL - POORLY GRADED SAND WITH GRAVEL (SP), fine to coarsegrained, reddish-brown, medium dense
FILL - SILTY SAND (SM), fine to coarse grained, dark brown to black,loosecolor change to brown observed at 2 feet.
CLAYEY SAND (SC), fine to coarse grained, brown to dark brown, loose
Boring Terminated at 5 Feet
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.
GR
APH
ICLO
G
THIS
BOR
ING
LOG
ISN
OT
VALI
DIF
SEPA
RAT
EDFR
OM
OR
IGIN
ALR
EPO
RT.
GEO
SMAR
TLO
G-N
OW
ELL
2315
5032
-REV
ISED
.GPJ
TER
RAC
ON
2015
.GD
T1/
11/1
6
Colorado Avenue to Circle Drive Colorado Springs, ColoradoSITE:
Page 1 of 1
Advancement Method:6-inch solid stem auger
Abandonment Method:Borings backfilled with cement-bentonite grout uponcompletion.
4172 Center Park DriveColorado Springs, Colorado
Notes:
Project No.: 23155032
Drill Rig: CME-75
Boring Started: 11/20/2015
BORING LOG NO. B-102City of Colorado SpringsCLIENT:
Driller: D. Toney
Boring Completed: 11/20/2015
Exhibit: A-33
See Exhibit A-3 for description of field procedures.
See Appendix B for description of laboratoryprocedures and additional data (if any).See Appendix C for explanation of symbols andabbreviations.
PROJECT: Pikes Peak Avenue Pavement Evaluation
PER
CEN
TFI
NES
WAT
ERC
ON
TEN
T(%
)
DR
YU
NIT
WEI
GH
T(p
cf)
ATTERBERGLIMITS
LL-PL-PI
SAM
PLE
TYPE
WAT
ERLE
VEL
OBS
ERVA
TIO
NS
DEP
TH(F
t.)5
REC
OVE
RY
(In.)
FIEL
DTE
STR
ESU
LTS
DEPTH
LOCATION See Exhibit A-2
Latitude: 38.832807° Longitude: -104.79013°
None encountered while drillingWATER LEVEL OBSERVATIONS
47
12
14
6
5
117
110
110
37-17-20
28-16-12
12
12
12
7-7
5-7
7-11
0.40.5
1.5
5.0
ASPHALT, approximately 3½ inches
BASE COURSE, approximately 2 inchesFILL - CLAYEY SAND (SC), brown to dark brown, loose
FILL - POORLY GRADED SAND WITH CLAY (SP-SC), fine to coarsegrained, brown, loose
varies to POORLY-GRADED SAND (SP), with calcium deposits and colorchange to light brown observed at 3 feet.
Boring Terminated at 5 Feet
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.
GR
APH
ICLO
G
THIS
BOR
ING
LOG
ISN
OT
VALI
DIF
SEPA
RAT
EDFR
OM
OR
IGIN
ALR
EPO
RT.
GEO
SMAR
TLO
G-N
OW
ELL
2315
5032
-REV
ISED
.GPJ
TER
RAC
ON
2015
.GD
T1/
11/1
6
Colorado Avenue to Circle Drive Colorado Springs, ColoradoSITE:
Page 1 of 1
Advancement Method:4-inch solid stem auger
Abandonment Method:Borings backfilled with cement-bentonite grout uponcompletion.
4172 Center Park DriveColorado Springs, Colorado
Notes:
Project No.: 23155032
Drill Rig: CME-75
Boring Started: 11/20/2015
BORING LOG NO. B-103City of Colorado SpringsCLIENT:
Driller: D. Toney
Boring Completed: 11/20/2015
Exhibit: A-34
See Exhibit A-3 for description of field procedures.
See Appendix B for description of laboratoryprocedures and additional data (if any).See Appendix C for explanation of symbols andabbreviations.
PROJECT: Pikes Peak Avenue Pavement Evaluation
PER
CEN
TFI
NES
WAT
ERC
ON
TEN
T(%
)
DR
YU
NIT
WEI
GH
T(p
cf)
ATTERBERGLIMITS
LL-PL-PI
SAM
PLE
TYPE
WAT
ERLE
VEL
OBS
ERVA
TIO
NS
DEP
TH(F
t.)5
REC
OVE
RY
(In.)
FIEL
DTE
STR
ESU
LTS
DEPTH
LOCATION See Exhibit A-2
Latitude: 38.832936° Longitude: -104.793032°
None encountered while drillingWATER LEVEL OBSERVATIONS
237
7
9
110
101
20-18-212
5
12
12-14
10-11
5-4
0.2
2.0
3.5
5.0
ASPHALT, approximately 2½ inchesBASE COURSE, dark brown, approximately 21 inches
POORLY GRADED SAND WITH GRAVEL (SP), fine to coarse grained,dark brown to black, medium dense, petroleum odor observed at 2 feet.
SANDY LEAN CLAY (CL), dark brown, medium stiff, varies to CLAYEYSAND (SC).
Boring Terminated at 5 Feet
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.
GR
APH
ICLO
G
THIS
BOR
ING
LOG
ISN
OT
VALI
DIF
SEPA
RAT
EDFR
OM
OR
IGIN
ALR
EPO
RT.
GEO
SMAR
TLO
G-N
OW
ELL
2315
5032
-REV
ISED
.GPJ
TER
RAC
ON
2015
.GD
T1/
11/1
6
Colorado Avenue to Circle Drive Colorado Springs, ColoradoSITE:
Page 1 of 1
Advancement Method:4-inch solid stem auger
Abandonment Method:Borings backfilled with cement-bentonite grout uponcompletion.
4172 Center Park DriveColorado Springs, Colorado
Notes:
Project No.: 23155032
Drill Rig: CME-75
Boring Started: 11/20/2015
BORING LOG NO. B-104City of Colorado SpringsCLIENT:
Driller: D. Toney
Boring Completed: 11/20/2015
Exhibit: A-35
See Exhibit A-3 for description of field procedures.
See Appendix B for description of laboratoryprocedures and additional data (if any).See Appendix C for explanation of symbols andabbreviations.
PROJECT: Pikes Peak Avenue Pavement Evaluation
PER
CEN
TFI
NES
WAT
ERC
ON
TEN
T(%
)
DR
YU
NIT
WEI
GH
T(p
cf)
ATTERBERGLIMITS
LL-PL-PI
SAM
PLE
TYPE
WAT
ERLE
VEL
OBS
ERVA
TIO
NS
DEP
TH(F
t.)5
REC
OVE
RY
(In.)
FIEL
DTE
STR
ESU
LTS
DEPTH
LOCATION See Exhibit A-2
Latitude: 38.832965° Longitude: -104.794303°
None encountered while drillingWATER LEVEL OBSERVATIONS
82
90
3
17
9
119
106
118
43-19-24
43-22-21
11
9.5
12
14-10
12-20
20-36
0.5
0.8
1.5
5.0
ASPHALT, approximately 5¼ inches
BASE COURSE, approximately 3 inchesFILL - POORLY GRADED SAND WITH CLAY AND GRAVEL (SP-SC),fine to coarse grained, reddish-brown, medium dense
LEAN CLAY WITH SAND (CL), grayish-brown to light brown, very stiff tohard, with iron staining
Boring Terminated at 5 Feet
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.
GR
APH
ICLO
G
THIS
BOR
ING
LOG
ISN
OT
VALI
DIF
SEPA
RAT
EDFR
OM
OR
IGIN
ALR
EPO
RT.
GEO
SMAR
TLO
G-N
OW
ELL
2315
5032
-REV
ISED
.GPJ
TER
RAC
ON
2015
.GD
T1/
11/1
6
Colorado Avenue to Circle Drive Colorado Springs, ColoradoSITE:
Page 1 of 1
Advancement Method:6-inch solid stem auger
Abandonment Method:Borings backfilled with cement-bentonite grout uponcompletion.
4172 Center Park DriveColorado Springs, Colorado
Notes:
Project No.: 23155032
Drill Rig: CME-75
Boring Started: 11/20/2015
BORING LOG NO. B-105City of Colorado SpringsCLIENT:
Driller: D. Toney
Boring Completed: 11/20/2015
Exhibit: A-36
See Exhibit A-3 for description of field procedures.
See Appendix B for description of laboratoryprocedures and additional data (if any).See Appendix C for explanation of symbols andabbreviations.
PROJECT: Pikes Peak Avenue Pavement Evaluation
PER
CEN
TFI
NES
WAT
ERC
ON
TEN
T(%
)
DR
YU
NIT
WEI
GH
T(p
cf)
ATTERBERGLIMITS
LL-PL-PI
SAM
PLE
TYPE
WAT
ERLE
VEL
OBS
ERVA
TIO
NS
DEP
TH(F
t.)5
REC
OVE
RY
(In.)
FIEL
DTE
STR
ESU
LTS
DEPTH
LOCATION See Exhibit A-2
Latitude: 38.833012° Longitude: -104.797264°
None encountered while drillingWATER LEVEL OBSERVATIONS
27
2
8
25
118
118
91
32-18-14
11
12
12
16-20
6-6
7-8
0.5
1.0
1.5
4.0
5.0
ASPHALT, approximately 6 inches
BASE COURSE, approximately 7 inches
FILL - POORLY GRADED SAND WITH GRAVEL (SP), fine to coarsegrained, reddish-brown, medium denseCLAYEY SAND (SC), trace gravel, fine to coarse grained, grayish-brown,loose
color change to light grayish-brown observed at 3 feet.
SANDY LEAN CLAY (CL), brown, stiff
Boring Terminated at 5 Feet
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.
GR
APH
ICLO
G
THIS
BOR
ING
LOG
ISN
OT
VALI
DIF
SEPA
RAT
EDFR
OM
OR
IGIN
ALR
EPO
RT.
GEO
SMAR
TLO
G-N
OW
ELL
2315
5032
-REV
ISED
.GPJ
TER
RAC
ON
2015
.GD
T1/
11/1
6
Colorado Avenue to Circle Drive Colorado Springs, ColoradoSITE:
Page 1 of 1
Advancement Method:4-inch solid stem auger
Abandonment Method:Borings backfilled with cement-bentonite grout uponcompletion.
4172 Center Park DriveColorado Springs, Colorado
Notes:
Project No.: 23155032
Drill Rig: CME-75
Boring Started: 11/20/2015
BORING LOG NO. B-106City of Colorado SpringsCLIENT:
Driller: D. Toney
Boring Completed: 11/20/2015
Exhibit: A-37
See Exhibit A-3 for description of field procedures.
See Appendix B for description of laboratoryprocedures and additional data (if any).See Appendix C for explanation of symbols andabbreviations.
PROJECT: Pikes Peak Avenue Pavement Evaluation
PER
CEN
TFI
NES
WAT
ERC
ON
TEN
T(%
)
DR
YU
NIT
WEI
GH
T(p
cf)
ATTERBERGLIMITS
LL-PL-PI
SAM
PLE
TYPE
WAT
ERLE
VEL
OBS
ERVA
TIO
NS
DEP
TH(F
t.)5
REC
OVE
RY
(In.)
FIEL
DTE
STR
ESU
LTS
DEPTH
LOCATION See Exhibit A-2
Latitude: 38.833165° Longitude: -104.800303°
None encountered while drillingWATER LEVEL OBSERVATIONS
12
2
5
7
114
111
110
21-17-4
10
10
9
20-12
6-7
7-9
0.50.8
3.0
5.0
ASPHALT, approximately 5½ inches
BASE COURSE, approximately 4 inchesFILL - POORLY GRADED SAND WITH CLAY (SP-SC), dark brown,loose to medium dense
SILTY SAND (SM), light brown, stiff
Boring Terminated at 5 Feet
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.
GR
APH
ICLO
G
THIS
BOR
ING
LOG
ISN
OT
VALI
DIF
SEPA
RAT
EDFR
OM
OR
IGIN
ALR
EPO
RT.
GEO
SMAR
TLO
G-N
OW
ELL
2315
5032
-REV
ISED
.GPJ
TER
RAC
ON
2015
.GD
T1/
11/1
6
Colorado Avenue to Circle Drive Colorado Springs, ColoradoSITE:
Page 1 of 1
Advancement Method:4-inch solid stem auger
Abandonment Method:Borings backfilled with cement-bentonite grout uponcompletion.
4172 Center Park DriveColorado Springs, Colorado
Notes:
Project No.: 23155032
Drill Rig: CME-75
Boring Started: 11/20/2015
BORING LOG NO. B-107City of Colorado SpringsCLIENT:
Driller: D. Toney
Boring Completed: 11/20/2015
Exhibit: A-38
See Exhibit A-3 for description of field procedures.
See Appendix B for description of laboratoryprocedures and additional data (if any).See Appendix C for explanation of symbols andabbreviations.
PROJECT: Pikes Peak Avenue Pavement Evaluation
PER
CEN
TFI
NES
WAT
ERC
ON
TEN
T(%
)
DR
YU
NIT
WEI
GH
T(p
cf)
ATTERBERGLIMITS
LL-PL-PI
SAM
PLE
TYPE
WAT
ERLE
VEL
OBS
ERVA
TIO
NS
DEP
TH(F
t.)5
REC
OVE
RY
(In.)
FIEL
DTE
STR
ESU
LTS
DEPTH
LOCATION See Exhibit A-2
Latitude: 38.833221° Longitude: -104.802933°
None encountered while drillingWATER LEVEL OBSERVATIONS
11
10
7
6
13
102
99
110
NP
NP
10
12
12
10-9
6-7
7-12
0.30.5
4.0
5.0
ASPHALT, approximately 3 inchesBASE COURSE, approximately 2 inchesPOORLY GRADED SAND WITH SILT (SP-SM), light brown, loose tomedium dense
SILTY SAND (SM), brown, medium dense
Boring Terminated at 5 Feet
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.
GR
APH
ICLO
G
THIS
BOR
ING
LOG
ISN
OT
VALI
DIF
SEPA
RAT
EDFR
OM
OR
IGIN
ALR
EPO
RT.
GEO
SMAR
TLO
G-N
OW
ELL
2315
5032
-REV
ISED
.GPJ
TER
RAC
ON
2015
.GD
T1/
11/1
6
Colorado Avenue to Circle Drive Colorado Springs, ColoradoSITE:
Page 1 of 1
Advancement Method:4-inch solid stem auger
Abandonment Method:Borings backfilled with cement-bentonite grout uponcompletion.
4172 Center Park DriveColorado Springs, Colorado
Notes:
Project No.: 23155032
Drill Rig: CME-75
Boring Started: 11/20/2015
BORING LOG NO. B-108City of Colorado SpringsCLIENT:
Driller: D. Toney
Boring Completed: 11/20/2015
Exhibit: A-39
See Exhibit A-3 for description of field procedures.
See Appendix B for description of laboratoryprocedures and additional data (if any).See Appendix C for explanation of symbols andabbreviations.
PROJECT: Pikes Peak Avenue Pavement Evaluation
PER
CEN
TFI
NES
WAT
ERC
ON
TEN
T(%
)
DR
YU
NIT
WEI
GH
T(p
cf)
ATTERBERGLIMITS
LL-PL-PI
SAM
PLE
TYPE
WAT
ERLE
VEL
OBS
ERVA
TIO
NS
DEP
TH(F
t.)5
REC
OVE
RY
(In.)
FIEL
DTE
STR
ESU
LTS
DEPTH
LOCATION See Exhibit A-2
Latitude: 38.833253° Longitude: -104.805807°
None encountered while drillingWATER LEVEL OBSERVATIONS
15
20
3
9
10
114
104
101
NP
NP
12
11
12
33-18
17-27
50/4"
0.2
0.8
2.0
5.0
ASPHALT, approximately 2½ inchesBASE COURSE, approximately 8 inches
FILL - POORLY GRADED SAND WITH CLAY AND GRAVEL (SP-SC),fine to coarse grained, reddish-brown, medium dense
SILTY SAND (SM), light brown, medium to very dense
Boring Terminated at 5 Feet
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.
GR
APH
ICLO
G
THIS
BOR
ING
LOG
ISN
OT
VALI
DIF
SEPA
RAT
EDFR
OM
OR
IGIN
ALR
EPO
RT.
GEO
SMAR
TLO
G-N
OW
ELL
2315
5032
-REV
ISED
.GPJ
TER
RAC
ON
2015
.GD
T1/
11/1
6
Colorado Avenue to Circle Drive Colorado Springs, ColoradoSITE:
Page 1 of 1
Advancement Method:4-inch solid stem auger
Abandonment Method:Borings backfilled with cement-bentonite grout uponcompletion.
4172 Center Park DriveColorado Springs, Colorado
Notes:
Project No.: 23155032
Drill Rig: CME-75
Boring Started: 11/20/2015
BORING LOG NO. B-109City of Colorado SpringsCLIENT:
Driller: D. Toney
Boring Completed: 11/20/2015
Exhibit: A-40
See Exhibit A-3 for description of field procedures.
See Appendix B for description of laboratoryprocedures and additional data (if any).See Appendix C for explanation of symbols andabbreviations.
PROJECT: Pikes Peak Avenue Pavement Evaluation
PER
CEN
TFI
NES
WAT
ERC
ON
TEN
T(%
)
DR
YU
NIT
WEI
GH
T(p
cf)
ATTERBERGLIMITS
LL-PL-PI
SAM
PLE
TYPE
WAT
ERLE
VEL
OBS
ERVA
TIO
NS
DEP
TH(F
t.)5
REC
OVE
RY
(In.)
FIEL
DTE
STR
ESU
LTS
DEPTH
LOCATION See Exhibit A-2
Latitude: 38.833471° Longitude: -104.80979°
None encountered while drillingWATER LEVEL OBSERVATIONS
13
19
8
9
7
117
116
112
NP
25-18-7
10
12
12
19-20
13-19
17-24
0.6
1.0
1.5
3.0
5.0
ASPHALT, approximately 7½ inches
BASE COURSE, approximately 5 inches
FILL - SILTY SAND (SM), fine to coarse grained, light brown to brown,medium denseFILL - SILTY CLAYEY SAND (SC-SM), fine to coarse grained, darkbrown to black, medium dense
FILL - SILTY SAND WITH GRAVEL (SM), fine to coarse grained, mixedlight and dark brown, medium dense, varies to POORLY-GRADED SANDWITH CLAY AND GRAVEL (SP-SC), with brick fragments.
Boring Terminated at 5 Feet
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.
GR
APH
ICLO
G
THIS
BOR
ING
LOG
ISN
OT
VALI
DIF
SEPA
RAT
EDFR
OM
OR
IGIN
ALR
EPO
RT.
GEO
SMAR
TLO
G-N
OW
ELL
2315
5032
-REV
ISED
.GPJ
TER
RAC
ON
2015
.GD
T1/
11/1
6
Colorado Avenue to Circle Drive Colorado Springs, ColoradoSITE:
Page 1 of 1
Advancement Method:6-inch solid stem auger
Abandonment Method:Borings backfilled with cement-bentonite grout uponcompletion.
4172 Center Park DriveColorado Springs, Colorado
Notes:
Project No.: 23155032
Drill Rig: CME-75
Boring Started: 11/20/2015
BORING LOG NO. B-110City of Colorado SpringsCLIENT:
Driller: D. Toney
Boring Completed: 11/20/2015
Exhibit: A-41
See Exhibit A-3 for description of field procedures.
See Appendix B for description of laboratoryprocedures and additional data (if any).See Appendix C for explanation of symbols andabbreviations.
PROJECT: Pikes Peak Avenue Pavement Evaluation
PER
CEN
TFI
NES
WAT
ERC
ON
TEN
T(%
)
DR
YU
NIT
WEI
GH
T(p
cf)
ATTERBERGLIMITS
LL-PL-PI
SAM
PLE
TYPE
WAT
ERLE
VEL
OBS
ERVA
TIO
NS
DEP
TH(F
t.)5
REC
OVE
RY
(In.)
FIEL
DTE
STR
ESU
LTS
DEPTH
LOCATION See Exhibit A-2
Latitude: 38.833536° Longitude: -104.813633°
None encountered while drillingWATER LEVEL OBSERVATIONS
B-1 0.67 - 2.17 6.9
B-1 1
B-1 1.5 - 5 A-2-4 (0) NP NP NP 21.7 2.7 75.6 6.9
B-2 1 - 5 A-2-4 (0) 25 16 9 25.5 3.0 71.4 6.1
B-3 0.5 - 2 7.8
B-3 1
B-3 1.5 - 5 A-2-4 (0) NP NP NP 23.5 0.3 76.2 8.3
B-4 1 - 5 A-6 (2) 32 16 16 39.0 0.0 0.0 10.4
B-5 0.58 - 2.08 17.7
B-5 1
B-5 1.5 - 5 A-2-7 (0) 43 31 12 29.4 8.8 61.8 31.9
B-6 1 - 5 A-6 (4) 32 15 17 45.8 0.0 0.0 13.4
B-7 0.46 - 1.96 15.4
B-7 1
B-7 1.5 - 5 A-6 (13) 39 16 23 67.1 0.0 0.0 10.1
B-8 1 - 5 A-6 (2) 32 15 17 38.5 0.0 0.0 11.7
B-9 1 - 2.5 6.3
B-9 1.5 - 5 A-2-4 (0) NP NP NP 18.8 0.0 81.2 7.6
B-10 1 - 5 A-6 (4) 35 16 19 44.1 0.0 0.0 10.1
B-11 0.5 - 2 8.6
B-11 1
B-11 1.5 - 5 A-2-4 (0) NP NP NP 21.3 2.3 76.4 9.6
B-12 1 - 5 A-2-4 (0) 25 20 5 28.9 0.0 0.0 8.4
B-13 0.5 - 1 15.4
B-13 1
B-13 1.5 - 5 A-2-6 (0) 30 19 11 33.6 0.0 0.0 7.9
B-14 1 - 5 A-2-4 (0) NP NP NP 14.1 1.4 84.4 5.7
B-15 0.29 - 1.79 17.0
B-15 1
B-15 1.5 - 5 A-7-6 (12) 43 17 26 58.5 0.0 0.0 18.7
B-16 1 - 5 A-2-4 (0) 24 17 7 26.9 3.9 69.3 8.8
B-17 0.25 - 1.75 13.0
B-17 1
B-17 1.5 - 5 A-6 (4) 37 16 21 41.1 0.0 0.0 13.5
B-18 1
B-18 1.42 - 5 A-2-6 (0) 27 15 12 27.6 0.0 0.0 6.1
B-19 0.42 - 1.92 7.3
B-19 1
B-19 1.5 - 5 A-2-6 (0) 28 16 12 19.4 2.6 78.0 9.3
B-20 1 - 5 A-2-4 (0) 25 15 10 28.4 0.0 0.0 7.3
B-21 0.42 - 1.92 7.0
B-21 1
Sheet 1 of 3Summary of Laboratory Results
AASHTO Classificationand Soil DescriptionDepth
CompressiveStrength
(psi)
%<#200Sieve
DryDensity
(pcf)
WaterContent
(%)BORING
IDLiquidLimit
PlasticLimit
PlasticityIndex
%Gravel
%Sand
%Silt
%Clay
PROJECT NUMBER: 23155032PROJECT: Pikes Peak Avenue Pavement
Evaluation
SITE: Colorado Avenue to Circle Drive Colorado Springs, Colorado CLIENT: City of Colorado Springs
EXHIBIT: B-24172 Center Park Drive
Colorado Springs, Colorado
LABO
RAT
OR
YTE
STS
ARE
NO
TVA
LID
IFSE
PAR
ATED
FRO
MO
RIG
INAL
REP
OR
T.O
LD-L
ABSU
MM
ARY:
AASH
TO-N
OAS
SIG
NM
ENT
2315
5032
-REV
ISED
.GPJ
TER
RAC
ON
2012
.GD
T1/
11/1
6
B-21 1.5 - 5 A-2-4 (0) 26 16 10 22.2 3.9 73.9 9.1
B-101 0
B-101 0.2 - 1.2 10.8 116.0
B-101 2 - 3 A-1-b (0) 22 16 6 11.3 0.0 86.0 4.9 116.1
B-101 4 - 5 3.6 113.7
B-101 7
B-101 9
B-101 14
B-101 19
B-101 24
B-102 0 - 5
B-102 0.1
B-102 0.3 - 1.3 10.8 99.4
B-102 2 - 3 A-2-4 (0) 20 19 1 20.7 0.0 79.0 6.7 98.1
B-102 4 - 5 7.4 96.7
B-102 7
B-102 9
B-102 14
B-102 19
B-102 24
B-102 29
B-102 34
B-103 0
B-103 0.4 - 1.4 A-6 (5) 37 17 20 46.7 0.0 52.9 13.9 116.7
B-103 2 - 3 5.9 109.9
B-103 4 - 5 A-2-6 (0) 28 16 12 12.0 0.0 81.6 4.7 110.3
B-104 0
B-104 0.2 - 1.2 A-2-4 (0) 20 18 2 23.0 0.0 76.7 7.0 110.1
B-104 2 - 3 6.5
B-104 4 - 5 8.9 101.0
B-105 0 - 5
B-105 0.1
B-105 0.5 3.2 118.9
B-105 0.6 - 1.6
B-105 2 - 3 A-7-6 (19) 43 19 24 81.9 0.0 17.9 17.1 105.9
B-105 4 - 5 A-7-6 (20) 43 22 21 90.0 0.0 9.9 8.9 118.4
B-106 0.5 - 1.5 2.2 117.8
B-106 2 - 3 A-2-6 (0) 32 18 14 27.1 4.1 65.3 7.5 118.0
B-106 4 - 5 24.6 90.7
B-107 0
B-107 0.5 - 1.5 2.2 114.0
B-107 2 - 3 A-2-4 (0) 21 17 4 11.9 0.0 87.4 5.2 111.2
Sheet 2 of 3Summary of Laboratory Results
AASHTO Classificationand Soil DescriptionDepth
CompressiveStrength
(psi)
%<#200Sieve
DryDensity
(pcf)
WaterContent
(%)BORING
IDLiquidLimit
PlasticLimit
PlasticityIndex
%Gravel
%Sand
%Silt
%Clay
PROJECT NUMBER: 23155032PROJECT: Pikes Peak Avenue Pavement
Evaluation
SITE: Colorado Avenue to Circle Drive Colorado Springs, Colorado CLIENT: City of Colorado Springs
EXHIBIT: B-34172 Center Park Drive
Colorado Springs, Colorado
LABO
RAT
OR
YTE
STS
ARE
NO
TVA
LID
IFSE
PAR
ATED
FRO
MO
RIG
INAL
REP
OR
T.O
LD-L
ABSU
MM
ARY:
AASH
TO-N
OAS
SIG
NM
ENT
2315
5032
-REV
ISED
.GPJ
TER
RAC
ON
2012
.GD
T1/
11/1
6
B-107 4 - 5 6.6 110.5
B-108 0
B-108 0.3 - 1.3 A-2-4 (0) NP NP NP 11.3 0.0 88.0 7.0 102.1
B-108 2 - 3 A-3 (0) NP NP NP 9.9 0.0 89.9 6.3 99.0
B-108 4 - 5 13.1 109.7
B-109 0
B-109 0.2 - 1.2 3.0 113.8
B-109 2 - 3 A-2-4 (0) NP NP NP 14.9 0.0 85.1 9.1 103.7
B-109 4 - 5 A-2-4 (0) NP NP NP 19.9 0.0 80.0 9.6 100.8
B-110 0 - 5
B-110 0.1
B-110 0.6 A-2-4 (0) NP NP NP 13.5 0.0 84.8 7.8 116.8
B-110 0.7 - 1.7
B-110 2 - 3 A-2-4 (0) 25 18 7 19.1 2.5 76.7 9.1 115.7
B-110 4 - 5 7.4 111.6
Sheet 3 of 3Summary of Laboratory Results
AASHTO Classificationand Soil DescriptionDepth
CompressiveStrength
(psi)
%<#200Sieve
DryDensity
(pcf)
WaterContent
(%)BORING
IDLiquidLimit
PlasticLimit
PlasticityIndex
%Gravel
%Sand
%Silt
%Clay
PROJECT NUMBER: 23155032PROJECT: Pikes Peak Avenue Pavement
Evaluation
SITE: Colorado Avenue to Circle Drive Colorado Springs, Colorado CLIENT: City of Colorado Springs
EXHIBIT: B-44172 Center Park Drive
Colorado Springs, Colorado
LABO
RAT
OR
YTE
STS
ARE
NO
TVA
LID
IFSE
PAR
ATED
FRO
MO
RIG
INAL
REP
OR
T.O
LD-L
ABSU
MM
ARY:
AASH
TO-N
OAS
SIG
NM
ENT
2315
5032
-REV
ISED
.GPJ
TER
RAC
ON
2012
.GD
T1/
11/1
6
0
10
20
30
40
50
60
0 20 40 60 80 100
CHor
OH
CLor
OL
ML or OL
MH or OH
PL PIBoring ID Depth Description
SILTY SAND
CLAYEY SAND
SILTY SAND
CLAYEY SAND
SILTY SAND
CLAYEY SAND
SANDY LEAN CLAY
CLAYEY SAND
SILTY SAND
CLAYEY SAND
SILTY SAND
SILTY, CLAYEY SAND
CLAYEY SAND
SILTY SAND
SANDY LEAN CLAY
SILTY, CLAYEY SAND
CLAYEY SAND
CLAYEY SAND
CLAYEY SAND
CLAYEY SAND
SMSCSMSCSMSCCLSCSMSCSM
SC-SMSCSMCL
SC-SMSCSCSCSC
"U" Lin
e
"A" Line
NP25NP3243323932NP35NP2530NP432437272825
NP16NP1631151615NP16NP2019NP171716151615
NP9
NP1612172317NP19NP
511NP267
21121210
2226243929466738194421293414592741281928
LL USCS
B-1B-2B-3B-4B-5B-6B-7B-8B-9B-10B-11B-12B-13B-14B-15B-16B-17B-18B-19B-20
ATTERBERG LIMITS RESULTSASTM D4318
1.5 - 51 - 5
1.5 - 51 - 5
1.5 - 51 - 5
1.5 - 51 - 5
1.5 - 51 - 5
1.5 - 51 - 5
1.5 - 51 - 5
1.5 - 51 - 5
1.5 - 51.42 - 51.5 - 5
1 - 5
Fines
PLASTICITY
INDEX
LIQUID LIMIT
PROJECT NUMBER: 23155032PROJECT: Pikes Peak Avenue Pavement
Evaluation
SITE: Colorado Avenue to Circle Drive Colorado Springs, Colorado CLIENT: City of Colorado Springs
EXHIBIT: B-54172 Center Park Drive
Colorado Springs, Colorado
LABO
RAT
OR
YTE
STS
ARE
NO
TVA
LID
IFSE
PAR
ATED
FRO
MO
RIG
INAL
REP
OR
T.AT
TER
BER
GLI
MIT
S23
1550
32-R
EVIS
ED.G
PJTE
RR
ACO
N20
15.G
DT
1/11
/16
CL-ML
0
10
20
30
40
50
60
0 20 40 60 80 100
CHor
OH
CLor
OL
ML or OL
MH or OH
PL PIBoring ID Depth Description
CLAYEY SAND
POORLY GRADED SAND with SILTY CLAY
SILTY SAND
CLAYEY SAND
CLAYEY SAND
SILTY SAND
LEAN CLAY with SAND
LEAN CLAY
CLAYEY SAND
POORLY GRADED SAND with SILTY CLAY
POORLY GRADED SAND with SILT
POORLY GRADED SAND with SILT
SILTY SAND
SILTY SAND
SILTY SAND
SILTY, CLAYEY SAND
SCSP-SC
SMSCSCSMCLCLSC
SP-SCSP-SMSP-SM
SMSMSM
SC-SM
"U" Lin
e
"A" Line
26222037282043433221NPNPNPNPNP25
16161917161819221817NPNPNPNPNP18
1061
20122
2421144
NPNPNPNPNP
7
22112147122382902712111015201319
LL USCS
B-21B-101B-102B-103B-103B-104B-105B-105B-106B-107B-108B-108B-109B-109B-110B-110
ATTERBERG LIMITS RESULTSASTM D4318
1.5 - 52 - 32 - 3
0.4 - 1.44 - 5
0.2 - 1.22 - 34 - 52 - 32 - 3
0.3 - 1.32 - 32 - 34 - 5
0.62 - 3
Fines
PLASTICITY
INDEX
LIQUID LIMIT
PROJECT NUMBER: 23155032PROJECT: Pikes Peak Avenue Pavement
Evaluation
SITE: Colorado Avenue to Circle Drive Colorado Springs, Colorado CLIENT: City of Colorado Springs
EXHIBIT: B-64172 Center Park Drive
Colorado Springs, Colorado
LABO
RAT
OR
YTE
STS
ARE
NO
TVA
LID
IFSE
PAR
ATED
FRO
MO
RIG
INAL
REP
OR
T.AT
TER
BER
GLI
MIT
S23
1550
32-R
EVIS
ED.G
PJTE
RR
ACO
N20
15.G
DT
1/11
/16
CL-ML
0
5
10
15
20
25
30
35
40
45
50
55
60
65
70
75
80
85
90
95
100
0.0010.010.1110100
6 16 20 30 40
GRAIN SIZE DISTRIBUTION
U.S. SIEVE OPENING IN INCHES
ASTM D422
USCS Classification AASHTO Classification Boring ID Depth LL
D100 D30
Cc Cu
Boring ID Depth D60 %Clay
NP
25
NP
32
U.S. SIEVE NUMBERS
SILT OR CLAY
4 501.5 2006 810 14
9.525
9.525
9.525
0.075
0.124
0.101
0.115
2.7
3.0
0.3
0.0
75.6
71.4
76.2
0.0
B-1
B-2
B-3
B-4
41 3/4 1/2 60
fine
HYDROMETER
PL PI
D10 %Gravel %Sand %Silt
NP
16
NP
16
NP
9
NP
16
3/8 3 100 1403 2
COBBLESGRAVEL SAND
coarse medium
GRAIN SIZE IN MILLIMETERS
PER
CEN
TFI
NER
BYW
EIG
HT
coarse fine
SILTY SAND (SM)
CLAYEY SAND (SC)
SILTY SAND (SM)
CLAYEY SAND (SC)
A-2-4(0)
A-2-4(0)
A-2-4(0)
A-6(2)
B-1
B-2
B-3
B-4
0.456
0.538
0.512
21.7
25.5
23.5
39.0
1.5 - 5
1 - 5
1.5 - 5
1 - 5
1.5 - 5
1 - 5
1.5 - 5
1 - 5
PROJECT NUMBER: 23155032PROJECT: Pikes Peak Avenue Pavement
Evaluation
SITE: Colorado Avenue to Circle Drive Colorado Springs, Colorado CLIENT: City of Colorado Springs
EXHIBIT: B-74172 Center Park Drive
Colorado Springs, Colorado
LABO
RAT
OR
YTE
STS
ARE
NO
TVA
LID
IFSE
PAR
ATED
FRO
MO
RIG
INAL
REP
OR
T.G
RAI
NSI
ZE:U
SCS
&AA
SHTO
CO
MBI
NED
2315
5032
-REV
ISED
.GPJ
TER
RAC
ON
2012
.GD
T1/
11/1
6
0
5
10
15
20
25
30
35
40
45
50
55
60
65
70
75
80
85
90
95
100
0.0010.010.1110100
6 16 20 30 40
GRAIN SIZE DISTRIBUTION
U.S. SIEVE OPENING IN INCHES
ASTM D422
USCS Classification AASHTO Classification Boring ID Depth LL
D100 D30
Cc Cu
Boring ID Depth D60 %Clay
43
32
39
32
U.S. SIEVE NUMBERS
SILT OR CLAY
4 501.5 2006 810 14
19.05
0.075
0.075
0.075
0.078 8.8
0.0
0.0
0.0
61.8
0.0
0.0
0.0
B-5
B-6
B-7
B-8
41 3/4 1/2 60
fine
HYDROMETER
PL PI
D10 %Gravel %Sand %Silt
31
15
16
15
12
17
23
17
3/8 3 100 1403 2
COBBLESGRAVEL SAND
coarse medium
GRAIN SIZE IN MILLIMETERS
PER
CEN
TFI
NER
BYW
EIG
HT
coarse fine
SILTY SAND (SM)
CLAYEY SAND (SC)
SANDY LEAN CLAY (CL)
CLAYEY SAND (SC)
A-2-7(0)
A-6(4)
A-6(13)
A-6(2)
B-5
B-6
B-7
B-8
0.466 29.4
45.8
67.1
38.5
1.5 - 5
1 - 5
1.5 - 5
1 - 5
1.5 - 5
1 - 5
1.5 - 5
1 - 5
PROJECT NUMBER: 23155032PROJECT: Pikes Peak Avenue Pavement
Evaluation
SITE: Colorado Avenue to Circle Drive Colorado Springs, Colorado CLIENT: City of Colorado Springs
EXHIBIT: B-84172 Center Park Drive
Colorado Springs, Colorado
LABO
RAT
OR
YTE
STS
ARE
NO
TVA
LID
IFSE
PAR
ATED
FRO
MO
RIG
INAL
REP
OR
T.G
RAI
NSI
ZE:U
SCS
&AA
SHTO
CO
MBI
NED
2315
5032
-REV
ISED
.GPJ
TER
RAC
ON
2012
.GD
T1/
11/1
6
0
5
10
15
20
25
30
35
40
45
50
55
60
65
70
75
80
85
90
95
100
0.0010.010.1110100
6 16 20 30 40
GRAIN SIZE DISTRIBUTION
U.S. SIEVE OPENING IN INCHES
ASTM D422
USCS Classification AASHTO Classification Boring ID Depth LL
D100 D30
Cc Cu
Boring ID Depth D60 %Clay
NP
35
NP
25
U.S. SIEVE NUMBERS
SILT OR CLAY
4 501.5 2006 810 14
4.75
0.075
9.525
0.075
0.121
0.115
0.0
0.0
2.3
0.0
81.2
0.0
76.4
0.0
B-9
B-10
B-11
B-12
41 3/4 1/2 60
fine
HYDROMETER
PL PI
D10 %Gravel %Sand %Silt
NP
16
NP
20
NP
19
NP
5
3/8 3 100 1403 2
COBBLESGRAVEL SAND
coarse medium
GRAIN SIZE IN MILLIMETERS
PER
CEN
TFI
NER
BYW
EIG
HT
coarse fine
SILTY SAND (SM)
CLAYEY SAND (SC)
SILTY SAND (SM)
SILTY, CLAYEY SAND (SC-SM)
A-2-4(0)
A-6(4)
A-2-4(0)
A-2-4(0)
B-9
B-10
B-11
B-12
0.252
0.363
18.8
44.1
21.3
28.9
1.5 - 5
1 - 5
1.5 - 5
1 - 5
1.5 - 5
1 - 5
1.5 - 5
1 - 5
PROJECT NUMBER: 23155032PROJECT: Pikes Peak Avenue Pavement
Evaluation
SITE: Colorado Avenue to Circle Drive Colorado Springs, Colorado CLIENT: City of Colorado Springs
EXHIBIT: B-94172 Center Park Drive
Colorado Springs, Colorado
LABO
RAT
OR
YTE
STS
ARE
NO
TVA
LID
IFSE
PAR
ATED
FRO
MO
RIG
INAL
REP
OR
T.G
RAI
NSI
ZE:U
SCS
&AA
SHTO
CO
MBI
NED
2315
5032
-REV
ISED
.GPJ
TER
RAC
ON
2012
.GD
T1/
11/1
6
0
5
10
15
20
25
30
35
40
45
50
55
60
65
70
75
80
85
90
95
100
0.0010.010.1110100
6 16 20 30 40
GRAIN SIZE DISTRIBUTION
U.S. SIEVE OPENING IN INCHES
ASTM D422
USCS Classification AASHTO Classification Boring ID Depth LL
D100 D30
Cc Cu
Boring ID Depth D60 %Clay
30
NP
43
24
U.S. SIEVE NUMBERS
SILT OR CLAY
4 501.5 2006 810 14
0.075
9.525
0.075
19.05
0.155
0.086
0.0
1.4
0.0
3.9
0.0
84.4
0.0
69.3
B-13
B-14
B-15
B-16
41 3/4 1/2 60
fine
HYDROMETER
PL PI
D10 %Gravel %Sand %Silt
19
NP
17
17
11
NP
26
7
3/8 3 100 1403 2
COBBLESGRAVEL SAND
coarse medium
GRAIN SIZE IN MILLIMETERS
PER
CEN
TFI
NER
BYW
EIG
HT
coarse fine
CLAYEY SAND (SC)
SILTY SAND (SM)
SANDY LEAN CLAY (CL)
SILTY, CLAYEY SAND (SC-SM)
A-2-6(0)
A-2-4(0)
A-7-6(12)
A-2-4(0)
B-13
B-14
B-15
B-16
0.377
0.32
33.6
14.1
58.5
26.9
1.5 - 5
1 - 5
1.5 - 5
1 - 5
1.5 - 5
1 - 5
1.5 - 5
1 - 5
PROJECT NUMBER: 23155032PROJECT: Pikes Peak Avenue Pavement
Evaluation
SITE: Colorado Avenue to Circle Drive Colorado Springs, Colorado CLIENT: City of Colorado Springs
EXHIBIT: B-104172 Center Park Drive
Colorado Springs, Colorado
LABO
RAT
OR
YTE
STS
ARE
NO
TVA
LID
IFSE
PAR
ATED
FRO
MO
RIG
INAL
REP
OR
T.G
RAI
NSI
ZE:U
SCS
&AA
SHTO
CO
MBI
NED
2315
5032
-REV
ISED
.GPJ
TER
RAC
ON
2012
.GD
T1/
11/1
6
0
5
10
15
20
25
30
35
40
45
50
55
60
65
70
75
80
85
90
95
100
0.0010.010.1110100
6 16 20 30 40
GRAIN SIZE DISTRIBUTION
U.S. SIEVE OPENING IN INCHES
ASTM D422
USCS Classification AASHTO Classification Boring ID Depth LL
D100 D30
Cc Cu
Boring ID Depth D60 %Clay
37
27
28
25
U.S. SIEVE NUMBERS
SILT OR CLAY
4 501.5 2006 810 14
0.075
0.075
9.525
0.075
0.164
0.0
0.0
2.6
0.0
0.0
0.0
78.0
0.0
B-17
B-18
B-19
B-20
41 3/4 1/2 60
fine
HYDROMETER
PL PI
D10 %Gravel %Sand %Silt
16
15
16
15
21
12
12
10
3/8 3 100 1403 2
COBBLESGRAVEL SAND
coarse medium
GRAIN SIZE IN MILLIMETERS
PER
CEN
TFI
NER
BYW
EIG
HT
coarse fine
CLAYEY SAND (SC)
CLAYEY SAND (SC)
CLAYEY SAND (SC)
CLAYEY SAND (SC)
A-6(4)
A-2-6(0)
A-2-6(0)
A-2-4(0)
B-17
B-18
B-19
B-20
0.957
41.1
27.6
19.4
28.4
1.5 - 5
1.42 - 5
1.5 - 5
1 - 5
1.5 - 5
1.42 - 5
1.5 - 5
1 - 5
PROJECT NUMBER: 23155032PROJECT: Pikes Peak Avenue Pavement
Evaluation
SITE: Colorado Avenue to Circle Drive Colorado Springs, Colorado CLIENT: City of Colorado Springs
EXHIBIT: B-114172 Center Park Drive
Colorado Springs, Colorado
LABO
RAT
OR
YTE
STS
ARE
NO
TVA
LID
IFSE
PAR
ATED
FRO
MO
RIG
INAL
REP
OR
T.G
RAI
NSI
ZE:U
SCS
&AA
SHTO
CO
MBI
NED
2315
5032
-REV
ISED
.GPJ
TER
RAC
ON
2012
.GD
T1/
11/1
6
0
5
10
15
20
25
30
35
40
45
50
55
60
65
70
75
80
85
90
95
100
0.0010.010.1110100
6 16 20 30 40
GRAIN SIZE DISTRIBUTION
U.S. SIEVE OPENING IN INCHES
ASTM D422
USCS Classification AASHTO Classification Boring ID Depth LL
D100 D30
Cc Cu
Boring ID Depth D60 %Clay
26
22
20
37
0.77 10.34
U.S. SIEVE NUMBERS
SILT OR CLAY
4 501.5 2006 810 14
12.7
2.36
2.36
4.75
0.122
0.198
0.095
3.9
0.0
0.0
0.0
73.9
86.0
79.0
52.9
B-21
B-101
B-102
B-103
41 3/4 1/2 60
fine
HYDROMETER
PL PI
D10 %Gravel %Sand %Silt
16
16
19
17
10
6
1
20
3/8 3 100 1403 2
COBBLESGRAVEL SAND
coarse medium
GRAIN SIZE IN MILLIMETERS
PER
CEN
TFI
NER
BYW
EIG
HT
coarse fine
CLAYEY SAND (SC)
POORLY GRADED SAND with SILTY CLAY(SP-SC)
SILTY SAND (SM)
CLAYEY SAND (SC)
A-2-4(0)
A-1-b(0)
A-2-4(0)
A-6(5)
B-21
B-101
B-102
B-103
0.603
0.724
0.231
0.124
22.2
11.3
20.7
46.7
1.5 - 5
2 - 3
2 - 3
0.4 - 1.4
1.5 - 5
2 - 3
2 - 3
0.4 - 1.4
PROJECT NUMBER: 23155032PROJECT: Pikes Peak Avenue Pavement
Evaluation
SITE: Colorado Avenue to Circle Drive Colorado Springs, Colorado CLIENT: City of Colorado Springs
EXHIBIT: B-124172 Center Park Drive
Colorado Springs, Colorado
LABO
RAT
OR
YTE
STS
ARE
NO
TVA
LID
IFSE
PAR
ATED
FRO
MO
RIG
INAL
REP
OR
T.G
RAI
NSI
ZE:U
SCS
&AA
SHTO
CO
MBI
NED
2315
5032
-REV
ISED
.GPJ
TER
RAC
ON
2012
.GD
T1/
11/1
6
0
5
10
15
20
25
30
35
40
45
50
55
60
65
70
75
80
85
90
95
100
0.0010.010.1110100
6 16 20 30 40
GRAIN SIZE DISTRIBUTION
U.S. SIEVE OPENING IN INCHES
ASTM D422
USCS Classification AASHTO Classification Boring ID Depth LL
D100 D30
Cc Cu
Boring ID Depth D60 %Clay
28
20
43
43
1.63 23.31
U.S. SIEVE NUMBERS
SILT OR CLAY
4 501.5 2006 810 14
2.36
4.75
2.36
1.18
0.395
0.093
0.0
0.0
0.0
0.0
81.6
76.7
17.9
9.9
B-103
B-104
B-105
B-105
41 3/4 1/2 60
fine
HYDROMETER
PL PI
D10 %Gravel %Sand %Silt
16
18
19
22
12
2
24
21
3/8 3 100 1403 2
COBBLESGRAVEL SAND
coarse medium
GRAIN SIZE IN MILLIMETERS
PER
CEN
TFI
NER
BYW
EIG
HT
coarse fine
CLAYEY SAND (SC)
SILTY SAND (SM)
LEAN CLAY with SAND (CL)
LEAN CLAY (CL)
A-2-6(0)
A-2-4(0)
A-7-6(19)
A-7-6(20)
B-103
B-104
B-105
B-105
1.493
0.268
12.0
23.0
81.9
90.0
4 - 5
0.2 - 1.2
2 - 3
4 - 5
4 - 5
0.2 - 1.2
2 - 3
4 - 5
PROJECT NUMBER: 23155032PROJECT: Pikes Peak Avenue Pavement
Evaluation
SITE: Colorado Avenue to Circle Drive Colorado Springs, Colorado CLIENT: City of Colorado Springs
EXHIBIT: B-134172 Center Park Drive
Colorado Springs, Colorado
LABO
RAT
OR
YTE
STS
ARE
NO
TVA
LID
IFSE
PAR
ATED
FRO
MO
RIG
INAL
REP
OR
T.G
RAI
NSI
ZE:U
SCS
&AA
SHTO
CO
MBI
NED
2315
5032
-REV
ISED
.GPJ
TER
RAC
ON
2012
.GD
T1/
11/1
6
0
5
10
15
20
25
30
35
40
45
50
55
60
65
70
75
80
85
90
95
100
0.0010.010.1110100
6 16 20 30 40
GRAIN SIZE DISTRIBUTION
U.S. SIEVE OPENING IN INCHES
ASTM D422
USCS Classification AASHTO Classification Boring ID Depth LL
D100 D30
Cc Cu
Boring ID Depth D60 %Clay
32
21
NP
NP
0.78
1.01
0.95
5.83
4.82
3.94
U.S. SIEVE NUMBERS
SILT OR CLAY
4 501.5 2006 810 14
9.5
4.75
2.36
2.36
0.089
0.149
0.156
0.146 0.075
4.1
0.0
0.0
0.0
65.3
87.4
88.0
89.9
B-106
B-107
B-108
B-108
41 3/4 1/2 60
fine
HYDROMETER
PL PI
D10 %Gravel %Sand %Silt
18
17
NP
NP
14
4
NP
NP
3/8 3 100 1403 2
COBBLESGRAVEL SAND
coarse medium
GRAIN SIZE IN MILLIMETERS
PER
CEN
TFI
NER
BYW
EIG
HT
coarse fine
CLAYEY SAND (SC)
POORLY GRADED SAND with SILTY CLAY(SP-SC)
POORLY GRADED SAND with SILT (SP-SM)
POORLY GRADED SAND with SILT (SP-SM)
A-2-6(0)
A-2-4(0)
A-2-4(0)
A-3(0)
B-106
B-107
B-108
B-108
0.604
0.407
0.343
0.296
27.1
11.9
11.3
9.9
2 - 3
2 - 3
0.3 - 1.3
2 - 3
2 - 3
2 - 3
0.3 - 1.3
2 - 3
PROJECT NUMBER: 23155032PROJECT: Pikes Peak Avenue Pavement
Evaluation
SITE: Colorado Avenue to Circle Drive Colorado Springs, Colorado CLIENT: City of Colorado Springs
EXHIBIT: B-144172 Center Park Drive
Colorado Springs, Colorado
LABO
RAT
OR
YTE
STS
ARE
NO
TVA
LID
IFSE
PAR
ATED
FRO
MO
RIG
INAL
REP
OR
T.G
RAI
NSI
ZE:U
SCS
&AA
SHTO
CO
MBI
NED
2315
5032
-REV
ISED
.GPJ
TER
RAC
ON
2012
.GD
T1/
11/1
6
0
5
10
15
20
25
30
35
40
45
50
55
60
65
70
75
80
85
90
95
100
0.0010.010.1110100
6 16 20 30 40
GRAIN SIZE DISTRIBUTION
U.S. SIEVE OPENING IN INCHES
ASTM D422
USCS Classification AASHTO Classification Boring ID Depth LL
D100 D30
Cc Cu
Boring ID Depth D60 %Clay
NP
NP
NP
25
U.S. SIEVE NUMBERS
SILT OR CLAY
4 501.5 2006 810 14
1.18
4.75
4.75
9.5
0.121
0.11
0.139
0.12
0.0
0.0
0.0
2.5
85.1
80.0
84.8
76.7
B-109
B-109
B-110
B-110
41 3/4 1/2 60
fine
HYDROMETER
PL PI
D10 %Gravel %Sand %Silt
NP
NP
NP
18
NP
NP
NP
7
3/8 3 100 1403 2
COBBLESGRAVEL SAND
coarse medium
GRAIN SIZE IN MILLIMETERS
PER
CEN
TFI
NER
BYW
EIG
HT
coarse fine
SILTY SAND (SM)
SILTY SAND (SM)
SILTY SAND (SM)
SILTY, CLAYEY SAND (SC-SM)
A-2-4(0)
A-2-4(0)
A-2-4(0)
A-2-4(0)
B-109
B-109
B-110
B-110
0.198
0.199
0.375
0.487
14.9
19.9
13.5
19.1
2 - 3
4 - 5
0.6
2 - 3
2 - 3
4 - 5
0.6
2 - 3
PROJECT NUMBER: 23155032PROJECT: Pikes Peak Avenue Pavement
Evaluation
SITE: Colorado Avenue to Circle Drive Colorado Springs, Colorado CLIENT: City of Colorado Springs
EXHIBIT: B-154172 Center Park Drive
Colorado Springs, Colorado
LABO
RAT
OR
YTE
STS
ARE
NO
TVA
LID
IFSE
PAR
ATED
FRO
MO
RIG
INAL
REP
OR
T.G
RAI
NSI
ZE:U
SCS
&AA
SHTO
CO
MBI
NED
2315
5032
-REV
ISED
.GPJ
TER
RAC
ON
2012
.GD
T1/
11/1
6
75
80
85
90
95
100
105
110
115
120
125
130
135
0 5 10 15 20 25 30 35 40 45
Test Method
Remarks:
TEST RESULTS
PIPLLL
ATTERBERG LIMITS
PCF%
Maximum Dry Density Optimum Water Content
115.8
% Percent Fines
ASTM D698 Method B
14.1
DR
YD
ENSI
TY,p
cf
WATER CONTENT, %
ZAV for Gs = 2.8
ZAV for Gs = 2.7
ZAV for Gs = 2.6
Source of MaterialDescription of Material
MOISTURE-DENSITY RELATIONSHIPASTM D698/D1557
B-105 @ 0 - 5 feetLEAN CLAY WITH SAND (CL)
(A-7-6)Bulk Sample
PROJECT NUMBER: 23155032PROJECT: Pikes Peak Avenue Pavement
Evaluation
SITE: Colorado Avenue to Circle Drive Colorado Springs, Colorado CLIENT: City of Colorado Springs
EXHIBIT: B-164172 Center Park Drive
Colorado Springs, Colorado
LABO
RAT
OR
YTE
STS
ARE
NO
TVA
LID
IFSE
PAR
ATED
FRO
MO
RIG
INAL
REP
OR
T.C
OM
PAC
TIO
N-V
223
1550
32-R
EVIS
ED.G
PJTE
RR
ACO
N20
12.G
DT
1/11
/16
75
80
85
90
95
100
105
110
115
120
125
130
135
0 5 10 15 20 25 30 35 40 45
Test Method
Remarks:
TEST RESULTS
PIPLLL
ATTERBERG LIMITS
PCF%
Maximum Dry Density Optimum Water Content
125.4
% Percent Fines
ASTM D698 Method B
9.0
DR
YD
ENSI
TY,p
cf
WATER CONTENT, %
ZAV for Gs = 2.8
ZAV for Gs = 2.7
ZAV for Gs = 2.6
Source of MaterialDescription of Material
MOISTURE-DENSITY RELATIONSHIPASTM D698/D1557
B-110 @ 0 - 5 feetSILTY SAND (SM) (A-2-4)
Bulk Sample
PROJECT NUMBER: 23155032PROJECT: Pikes Peak Avenue Pavement
Evaluation
SITE: Colorado Avenue to Circle Drive Colorado Springs, Colorado CLIENT: City of Colorado Springs
EXHIBIT: B-174172 Center Park Drive
Colorado Springs, Colorado
LABO
RAT
OR
YTE
STS
ARE
NO
TVA
LID
IFSE
PAR
ATED
FRO
MO
RIG
INAL
REP
OR
T.C
OM
PAC
TIO
N-V
223
1550
32-R
EVIS
ED.G
PJTE
RR
ACO
N20
12.G
DT
1/11
/16
Exhibit B-18
Exhibit B-19
1901 Sharp Point Dr
Fort Collins, Colorado 80525
(970) 484-0359 FAX (970) 484-0454
CLIENT: DATE OF TEST: 01-Dec-15
PROJECT: Pikes Peak Avenue Pavement Evaluation
LOCATION: B-105 (A-6)
TERRACON NO. 23155032 CLASSIFICATION:
TEST SPECIMEN NO. 1 2 3
COMPACTION PRESSURE (PSI) 50 80 70
DENSITY (PCF) 106.9 111.0 106.1
MOISTURE CONTENT (%) 21.8 20.5 21.1
EXPANSION PRESSURE (PSI) -0.62 -0.71 -0.68
HORIZONTAL PRESSURE @ 160 PSI 143 144 144
SAMPLE HEIGHT (INCHES) 2.51 2.48 2.54
EXUDATION PRESSURE (PSI) 223.0 374.4 304.5
CORRECTED R-VALUE 5.1 6.3 6.5
UNCORRECTED R-VALUE 5.1 6.3 6.5
R-VALUE @ 300 PSI EXUDATION PRESSURE = 6
AASHTO T190
PRESSURE OF COMPACTED SOIL
RESISTANCE R-VALUE & EXPANSION
SAMPLE DATA TEST RESULTS
0
10
20
30
40
50
60
70
80
90
100
0 100 200 300 400 500 600 700 800
R-V
AL
UE
EXUDATION PRESSURE - PSI
Exhibit B-20
B-105 @ 0-5'SANDY LEAN CLAY (CL) (A-2-6)
1901 Sharp Point Dr
Fort Collins, Colorado 80525
(970) 484-0359 FAX (970) 484-0454
CLIENT: DATE OF TEST: 01-Dec-15
PROJECT: Pikes Peak Avenue Pavement Evaluation
LOCATION: B-110 (A-2-4)
TERRACON NO. 23155032 CLASSIFICATION:
TEST SPECIMEN NO. 1 2 3
COMPACTION PRESSURE (PSI) 350 350 350
DENSITY (PCF) 125.4 129.3 131.9
MOISTURE CONTENT (%) 10.2 8.8 8.0
EXPANSION PRESSURE (PSI) -0.65 -0.71 -0.68
HORIZONTAL PRESSURE @ 160 PSI 29 28 25
SAMPLE HEIGHT (INCHES) 2.50 2.46 2.44
EXUDATION PRESSURE (PSI) 50.8 305.7 439.0
CORRECTED R-VALUE 72.2 73.5 74.7
UNCORRECTED R-VALUE 72.2 73.5 76.5
R-VALUE @ 300 PSI EXUDATION PRESSURE = 73
AASHTO T190
PRESSURE OF COMPACTED SOIL
RESISTANCE R-VALUE & EXPANSION
SAMPLE DATA TEST RESULTS
0
10
20
30
40
50
60
70
80
90
100
0 100 200 300 400 500 600 700 800
R-V
AL
UE
EXUDATION PRESSURE - PSI
Exhibit B-21
SILTY SAND SM) (A-2-4)B-110 @ 0-5'
PROJECT: Pikes Peak Avenue Pavement Evaluation JOB NO: 23155032LOCATION: Colorado Springs, Colorado WORK ORDER NO: -MATERIAL: LAB NO: 8312
DATE SAMPLED: 12/14/15SAMPLE SOURCE: B-105 @ 0 - 5 feet REVIEWED BY: RWF
WETSAMPLE SAMPLE DRY CEMENT MAX AGE
ID WEIGHT MOISTURE DENSITY DIAMETER CONTENT LOAD STRESS IN DAYS(g) (%) (pcf) (in) (%) (lbs) (psi)
1 1,662 15.1% 110.0 4.00 3.0 1,530 120 72 1,662 15.1% 110.0 4.00 3.0 1,620 130 7
AVERAGE STRESS(psi): 130
3 1,662 15.1% 110.0 4.00 5.0 2,940 230 74 1,662 15.1% 110.0 4.00 5.0 2,510 200 7
AVERAGE STRESS(psi): 220
5 1,662 15.1% 110.0 4.00 7.0 2,830 230 76 1,662 15.1% 110.0 4.00 7.0 2,690 210 7
AVERAGE STRESS(psi): 220
SOIL CEMENT MIX UNCONFINED COMPRESSIVE STRENGTHARIZONA 241A AS APPLICABLE
SANDY LEAN CLAY (CL)
0
50
100
150
200
250
0.0 2.0 4.0 6.0 8.0
Aver
age
unco
nfin
edco
mpr
essi
vest
reng
th(p
si)
Cement Content (%)
Soil Cement MixUnconfined Compressive Strength
7 Day strength
Exhibit B-22
SANDY LEAN CLAY (CL) (A-2-6)
PROJECT: Pikes Peak Avenue Pavement Evaluation JOB NO: 23155032LOCATION: Colorado Springs, Colorado WORK ORDER NO: -MATERIAL: LAB NO: 8312
DATE SAMPLED: 12/14/15SAMPLE SOURCE: B-110 @ 0 - 5 feet REVIEWED BY: RWF
WETSAMPLE SAMPLE DRY CEMENT MAX AGE
ID WEIGHT MOISTURE DENSITY DIAMETER CONTENT LOAD STRESS IN DAYS(g) (%) (pcf) (in) (%) (lbs) (psi)
1 1,802 10.0% 119.3 4.00 3.0 3,030 240 72 1,802 10.0% 119.3 4.00 3.0 3,090 250 7
AVERAGE STRESS(psi): 250
3 1,802 10.0% 119.3 4.00 5.0 4,560 360 74 1,802 10.0% 119.3 4.00 5.0 4,490 360 7
AVERAGE STRESS(psi): 360
5 1,802 10.0% 119.3 4.00 7.0 6,830 540 76 1,802 10.0% 119.3 4.00 7.0 6,960 550 7
AVERAGE STRESS(psi): 550
SOIL CEMENT MIX UNCONFINED COMPRESSIVE STRENGTHARIZONA 241A AS APPLICABLE
SILTY CLAYEY SAND (SC-SM)
0
100
200
300
400
500
600
0.0 2.0 4.0 6.0 8.0
Aver
age
unco
nfin
edco
mpr
essi
vest
reng
th(p
si)
Cement Content (%)
Soil Cement MixUnconfined Compressive Strength
7 Day strength
Exhibit B-23
SILTY SAND (SM) (A-2-4)
151216007TASK NO:
Analytical Results
Terracon, Inc. - Colo SpringsRyan Feist
Company:Report To:
Company:Bill To:
4172 Center Park DriveColo. Springs CO 80916
Accounts PayableTerracon, Inc. - Lenexa13910 W. 96th TerraceLenexa KS 66215
Pikes Peak Ave. 23155032Date Reported: 12/18/15
Task No.: 151216007
Matrix: Soil - Geotech
Date Received: 12/16/15
Client Project:Client PO:
23155032 Boring B-106 @ 4 Ft.Customer Sample ID
Test Method
151216007-01Lab Number:
ResultChloride - Water Soluble AASHTO T291-91/ ASTM D4327 0.0124 %pH AASHTO T289-91 7.7 unitsResistivity AASHTO T288-91 452 ohm.cmSulfate - Water Soluble AASHTO T290-91/ ASTM D4327 0.082 %
23155032 Boring B-108 @ 2 Ft.Customer Sample ID
Test Method
151216007-02Lab Number:
ResultChloride - Water Soluble AASHTO T291-91/ ASTM D4327 0.0220 %pH AASHTO T289-91 7.5 unitsResistivity AASHTO T288-91 1028 ohm.cmSulfate - Water Soluble AASHTO T290-91/ ASTM D4327 0.009 %
240 South Main Street / Brighton, CO 80601-0507 / 303-659-2313Mailing Address: P.O. Box 507 / Brighton, CO 80601-0507 / Fax: 303-659-2315
DATA APPROVED FOR RELEASE BY
Abbreviations/ References:
151216007
AASHTO - American Association of State Highway and Transportation Officials. ASTM - American Society for Testing and Materials. ASA - American Society of Agronomy. DIPRA - Ductile Iron Pipe Research Association Handbook of Ductile Iron Pipe.
Exhibit B-24