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Home My WebLink AboutIN-SITU - Filed SEPD-SURFACE EXPLORATION/PAVEMENT DESIGN REPORT -SUBSURFACE EXPLORATION REPORT IN -SITU, INC. HEADQUARTERS FORT COLLINS, COLORADO EEC PROJECT NO. 1032165 October 13, 2003 In -Situ, Inc. P.O. Box 1 Laramie, Wyoming 82073-0920 Attn: Mr. Robert S. Blythe, President Re: Subsurface Exploration Report In -Situ, Inc. Headquarters Fort Collins, Colorado EEC Project No. 1032165 Mr. Blythe: SEC EARTH ENGINEERING CONSULTANTS, INC. Enclosed, herewith, are the results of the geotechnical subsurface exploration you requested for the proposed In -Situ Inc. Headquarters to be constructed on Lincoln Avenue in north Fort Collins, Colorado. In summary, the subsurface soils encountered in the test borings consisted of low to moderate plasticity lean clays underlain at depths of approximately 1 %a to 3 feet by sands and gravels. Groundwater was observed in the proposed building area at depths of approximately 8 % to 9 feet below ground surface after the completion of drilling. Based on the materials observed at the test boring locations, it is our opinion the proposed lightly loaded office building could be supported on conventional footing foundations bearing on the near surface sand and gravel soils. The lean clay soils above the granular stratum exhibited low potential to change volume with variation in moisture content at current moisture and density conditions. As such, it is our opinion the upper clay soils could be used for support of floor slabs and exterior flatwork and pavements. Geotechnical recommendations concerning design and construction of the foundations and support of floor slabs and pavements are provided in the text of the attached report. CENTRE FOR ADVANCED TECHNOLOGY 2301 RESEARCH BOULEVARD, SUITE 104 FORT COLLINS, COLORADO 80526 970) 224- 1 522 (FAX) 224-4564 Earth Engineering Consultants, Inc. EEC Project No. 1032165 October 13, 2003 Page 2 We appreciate the opportunity to be of service to you on this project. If you have any questions concerning the enclosed information, or if we can be of further service to you in any other way, please do not hesitate to contact us. Very truly yours, Earth Engineering Consultants, Inc. 00 RE6/sl SCs H/pF,y FP o v 270Z N isa R. Schoenfeld, P.E. Senior Project Engineer cc: Mr. Mark Gausepohl — Vaught Frye Architects Mr. Gary Weeks — Weeks and Associates Principal Engineer SUBSURFACE EXPLORATION REPORT IN -SITU, INC. HEADQUARTERS FORT COLLINS, COLORADO EEC PROJECT NO. 1032165 INTRODUCTION October 13, 2003 The subsurface exploration for the In -Situ, Inc. Headquarters to be constructed on the south side of Lincoln Avenue at 2nd and 3rd Streets in Fort Collins, Colorado, has been completed. Three soil borings extending to depths of approximately 14 to 15 feet below present site grades were advanced in the building area to obtain information on existing subsurface conditions. Two other borings were advanced to depths of approximately 9 feet in proposed pavement areas. Individual boring logs and a diagram indicating the approximate boring locations are included with this report. We understand this project involves the construction of a single -story, pre -cast concrete office building with slab -on -grade construction, approximately 30,000 square feet in plan area. Foundation loads for the structure are expected to be light, with continuous wall loads less than 3 kips per lineal foot and individual column loads less than 70 kips. Floor loads are expected to be light. Small grade changes will be required to develop the site grades in the new building area. Paved drive and parking areas will be constructed in conjunction with the new structure. We expect the pavements will be used almost exclusively by automobiles and light trucks. The purpose of this report is to describe the subsurface conditions encountered in the borings, analyze and evaluate the test data and provide geotechnical recommendations concerning design and construction of the building foundations and support of floor slabs and pavements. Earth Engineering Consultants, Inc. EEC Project No. 1032165 October 13, 2003 Page 2 EXPLORATION AND TESTING PROCEDURES The boring locations were established in the field by a representative of Earth Engineering Consultants, Inc. (EEC) by pacing and estimating angles from identifiable site features. The approximate boring locations are indicated on the attached boring location diagram. The locations of the borings should be considerate accurate only to the degree implied by the methods used to make the field measurements. The borings were performed using a truck -mounted, CME-45 drill rig equipped with a hydraulic head employed in drilling and sampling operations. The boreholes were advanced using 4-inch nominal diameter continuous flight augers. Samples of the subsurface materials encountered were obtained using split -barrel sampling techniques in general accordance with ASTM Specification D-1586. In addition, relatively undisturbed soil samples were obtained by pushing thin -walled Shelby tubes into the subsurface soils. All samples obtained in the field were sealed and returned to the laboratory for further examination, classification and testing. Moisture content tests were completed on each of the recovered samples. Washed sieve analysis and Atterberg limits tests were performed on selected samples to evaluate the quantity and plasticity of the fines in the subgrade materials. Swell/consolidation tests were completed on selected samples to evaluate the tendency of the soil to change volume with variation in moisture content. Results of the field borings and laboratory testing are indicated on the attached boring logs and summary sheets. As a part of the testing program, all samples were examined in the laboratory by an engineer and classified in accordance with the attached General Notes and the Unified Soil Classification System based on the texture and plasticity of the soil. The estimated group symbol for the Unified Soil Classification System is shown on the boring logs. A brief description of the Unified Soil Classification System is included with this report. Earth Engineering Consultants, Inc. EEC Project No. 1032165 October 13, 2003 Page 3 SITE AND SUBSURFACE CONDITIONS The proposed office building will be located on the south side of Lincoln Avenue between 2nd and 3rd Streets in north Fort Collins, Colorado. The project site slopes gently to the south, with a maximum difference in ground surface elevation across the lot estimated to be approximately 3 to 4 feet. The southwest portion of the property extends to the Cache La Poudre River. Evidence of prior building construction was not noted in the proposed development area. An EEC field engineer was on site during drilling to direct the drilling activities and evaluate the subsurface materials encountered. Field logs prepared by EEC site personnel were based on visual and tactual observation of disturbed samples and auger cuttings. The final boring logs included with this report may contain modifications to the field logs based on results of laboratory testing and engineering evaluation. Based on results of the field boring and laboratory testing, subsurface conditions can be generalized as follows: Approximately 3 to 6 inches of vegetation and topsoil were observed at the surface of the test borings. Lean clay with minor to moderate quantities of sand was encountered below the topsoil and extended to depths of approximately 1 %2 to 3 feet. The lean clay is stiff to very stiff and exhibits low swell potential at current moisture and density conditions. Sand and gravel with apparent scattered cobbles was encountered below the clay stratum and extended to a shale bedrock stratum at approximately 11 feet or to the depths explored, approximately 9 to 15 feet. The granular stratum is medium dense to very dense. Weathered shale bedrock was encountered in Boring B-4 and extended to the depth explored, approximately 15 feet. The stratification boundaries indicated on the boring logs represent the approximate location of changes in soil and bedrock types. In -situ, the transition of materials may be gradual and indistinct. r EEC Project No. 1032165 October 13, 2003 Page 4 GROUNDWATER CONDITIONS Earth Engineering Consultants, Inc. Observations were made while drilling and after completion of the borings to detect the presence and depth to hydrostatic groundwater. Groundwater was measured in the open boreholes at depths of approximately 8%2 and 9 feet below ground surface in borings B-2 through B-4 after the completion of drilling. Groundwater was not observed in the completed pavement borings B-1 and B-5 after drilling. Groundwater levels could be affected by water levels in the adjacent Cache La Poudre River. Fluctuations in groundwater levels can occur over time depending on variations in hydrologic conditions and other conditions not apparent at the time of this report. Perched groundwater may also be encountered in more permeable zones in the subgrade soils at times throughout the year. Perched water is commonly encountered in soils overlying less permeable bedrock. ANALYSIS AND RECOMMENDATIONS Foundations Based on the materials observed at the boring locations, it is our opinion the proposed lightly loaded structure could be supported on conventional footing foundations bearing on the medium dense to very dense sand and gravel stratum. For design of footing foundations bearing on the granular stratum, we recommend using a net allowable total load bearing pressure not to exceed 3,000 psf. The net bearing pressure refers to the pressure at foundation bearing level in excess of the minimum surrounding overburden pressure. Total load includes full dead and live loads. Exterior foundations and foundations in unheated areas should be located a minimum of 30 inches below final adjacent exterior grade to provide frost protection. We recommend formed continuous footings have a minimum width of 12 inches and isolated column foundations have a minimum width of 24 inches. Trenched foundations or grade beam foundations should not be used in the site granular soils. Earth Engineering Consultants, Inc. EEC Project No. 1032165 October 13, 2003 Page 5 No unusual problems are anticipated in completing the excavations required for construction of the footing foundations. Care should be taken to avoid disturbing the foundation bearing materials. Materials loosened or disturbed by the construction activities should be reworked in place prior to construction of the footing foundations. We estimate the long-term settlement of footing foundations designed and constructed as outlined above would be less than 1 inch. Slabs-on-Grade/Pavement Sub2rades Any existing vegetation and/or topsoil should be removed from within the limits of planned slabs -on -grade and pavements. After stripping and completing all cuts and prior to placement of any fill, slabs -on -grade or pavement, we recommend the in -place soils be scarified to a minimum depth of 9 inches, adjusted to within f2% of optimum moisture content and compacted to at least 95% of standard Proctor maximum dry density as determined in accordance with ASTM Specification D-698. Fill soils required to develop the slab -on -grade and pavement subgrades should consist of approved, low -volume -change materials which are free from organic matter and debris. The near surface cohesive soils could be used as fill in these areas. Alternatively, imported soils with at least 15% fines, a liquid limit less than 40 and a plasticity index less than 18 could also be used as fill in these areas. We recommend the fill soils be placed in maximum 9 inch loose lifts and be moisture -conditioned and compacted as recommended for the scarified soils. Care should be taken after preparation of the subgrades to avoid disturbing the subgrade materials. Materials which are loosened or disturbed by the construction activities or materials which become dry and desiccated or wet and softened should be removed and replaced or reworked in place prior to placement of the overlying slabs -on -grade or pavements. Earth Engineering Consultants, Inc. EEC Project No. 1032165 October 13, 2003 Page 6 Pavements Based on prior experience with similar soil subgrade conditions, we recommend the pavement section consist of 3% inches of hot bituminous pavement (HBP) overlying 6 inches of aggregate base course. Heavier sections would be appropriate in areas carrying truck traffic with the design section depending on the type and number of trucks expected. The hot bituminous pavement should be consistent with City of Fort Collins requirements for grading S or SX materials. The aggregate base course should be consistent with CDOT requirements for Class 5 or Class 6 aggregate base course. Heavier pavement sections will also be required in truck access drives. An asphalt section including at least 4 inches of grading S or SX pavement overlying 8 to 12 inches of Class 5 or 6 aggregate base course could be considered in these areas although a heavier section may be warranted for heavier truck traffic. The recommended pavement sections are minimums and, as such, periodic maintenance requirements should be expected. In areas with significant truck turning movements or in dumpster areas, the asphalt pavement will likely show poor performance. Use of Portland cement concrete should be considered for such high stress areas. A minimum 5-inch thick concrete section could be considered in these areas. Portland cement concrete for the pavements should have a minimum 28-day design compressive strength of 3,500 psi and should be air -entrained. The recommended pavement section is based on non -reinforced concrete although woven wire or fiber mesh should be considered for control of shrinkage cracks. Positive drainage should be developed across the pavements and away from the pavement edges to avoid wetting the pavement subgrades. Subgrades allowed to become wetted subsequent to construction can result in unsatisfactory performance of those improvements over time. Earth Engineering Consultants, Inc. EEC Project No. 1032165 October 13, 2003 Page 7 Other Considerations Positive drainage should be developed away from the structure with a minimum slope of 1 inch per foot for the first 10 feet away from the building in landscape areas. Flatter slopes could be used in landscape areas. Care should be taken in planning of landscaping adjacent to the building to avoid features which would pond water adjacent to the foundations or stemwalls. GENERAL COMMENTS The analysis and recommendations presented in this report are based upon the data obtained from the soil borings performed at the indicated locations and from any other information discussed in this report. This report does not reflect any variations which may occur between borings or across the site. The nature and extent of such variations may not become evident until further exploration or construction. If variations appear evident, it will be necessary to re-evaluate the recommendations of this report. It is recommended that the geotechnical engineer be retained to review the plans and specifications so comments can be made regarding the interpretation and implementation of our geotechnical recommendations in the design and specifications. It is further recommended that the geotechnical engineer be retained for testing and observations during earthwork and foundation construction phases to help determine that the design requirements are fulfilled. This report has been prepared for the exclusive use of In -Situ, Inc. for specific application to the project discussed and has been prepared in accordance with generally accepted geotechnical engineering practices. No warranty, express or implied, is made. In the event that any changes in the nature, design or location of the project as outlined in this report are planned, the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed and the conclusions of this report are modified or verified in writing by the geotechnical engineer. j LINCOLN AVENUE NEW RM 4PPOLIDRE RIVER B LEGEND " \• B- I BORING LOCATION SITE PHOTOS PHOTOS TAKEN FROM APPROXIMATE SYMBOL LOCATION N DIRECTION OP ARROW O SNeadt DEVELOPMENTAREA BORING LOCATION DIAGRAM IN -SITU, INC. HEADQUARTERS FORT COLLINS, COLORADO PROJECT NUMBER: 1032165 DATE: OCTOBER 2003 LOT, 11WIN MINOR SUSONISKw REC/GS000700 N Not To Scale EARTH ENGINEERING CONSULTANTS IN -SITU, INC. HEADQUARTERS FORT COLLINS, COLORADO EEC PROJECT No. 1032165 OCTOBER 2003 SEC1J DRILLING AND EXPLORATION DRILLING & SAMPLING SYMBOLS: SS: Split Spoon - 13/8" I.D., 2" O.D., unless otherwise noted PS: Piston Sample ST: Thin -Walled Tube - 2" O.D., unless otherwise noted WS: Wash Sample R: Ring Barrel Sampler - 2.42" I.D., 3" O.D. unless otherwise noted PA: Power Auger FT: Fish Tail Bit HA: Hand Auger RB: Rock Bit DB: Diamond Bit = 4", N, B BS: Bulk Sample AS: Auger Sample PM: Pressure Meter HS: Hollow Stem Auger WB: Wash Bore Standard "N" Penetration: Blows per foot of a 140 pound hammer falling 30 inches on a 2-inch O.D. split spoon, except where WATER LEVEL MEASUREMENT SYMBOLS: WL : Water Level WS : While Sampling WCI: Wet Cave in WD : While Drilling DCI: Dry Cave in BCR: Before Casing Removal AB : After Boring ACR: After Casting Removal Water levels indicated on the boring logs are the levels measured in the borings at the time indicated. In pervious soils, the indic levels may reflect the location of ground water. In low permeability soils, the accurate determination of ground water levels is possible with only short term observations. DESCRIPTIVE SOIL CLASSIFICATION Soil Classification is based on the Unified Soil Classification system and the ASTM Designations D-2488. Coarse Grained Soils have move than 50% of their dry weight retained on a 200 sieve; they are described as: boulders, cobbles, gravel or sand. Fine Grained Soils have less than 50% of their dry weight retained on a #200 sieve; they are described as : clays, if they are plastic, and silts if they are slightly plastic or non -plastic. Major constituents may be added as modifiers and minor constituents may be added according to the relative proportions based on grain size. In addition to gradation, coarse grained soils are defined on the basis of their relative in -place density and fine grained soils on the basis of their consistency. Example: Lean clay with sand, trace gravel, stiff (CL); silty sand, trace gravel, medium dense (SM). CONSISTENCY OF FINE-GRAINED SOILS Unconfined Compressive Strength, Qu, psf Consistency 500 Very Soft 500 - 1,000 Soft 1,001 - 2,000 Medium 2,001 - 4,000 Stiff 4,001 - 8,000 Very Stiff 8,001 - 16,000 Very Hard RELATIVE DENSITY OF COARSE -GRAINED SOILS: N-Blows/ft Relative Density 0-3 Very Loose 4-9 Loose 10-29 Medium Dense 30-49 Dense 50-80 Very Dense 80 + Extremely Dense PHYSICAL PROPERTIES OF BEDROCK DEGREE OF WEATHERING: Slight Slight decomposition of parent material joints. May be color change. Moderate Some decomposition and color cha: throughout. High Rock highly decomposed, may be extren broken. HARDNESS AND DEGREE OF CEMENTATION: Limestone and Dolomite: Hard Difficult to scratch with knife. Moderately Can be scratched easily with knife. Hard Cannot be scratched with fingernail. Soft Can be scratched with fingemail. Shale, Siltstone and Claystone: Hard Can be scratched easily with knife, cannot scratched with fingernail. Moderately Can be scratched with fingernail. Hard Soft Can be easily dented but not molded w fingers. Sandstone and Conglomerate: Well apale of scratching a knife blade. Cemented Cemented Can be scratched with knife. Poorly Can be broken apart easily with fingers. Cemented UIDED SIGEL C LASS11.7CA'I ION SYSTEM Criteria for Assigning Group Symbols and Group names Using Laboratory Tests Soil Classification Group Group Name Symbol Coarse —Grained Grovels more than Clean Gravels Less Soils more than 50% of coarse than 5% fines Cu>4 and <c<3E GW Well —graded gravel` 50% retained on fraction retained No. 200 sieve on No. 4 sieve Cu<4 and/or 1>Cc>3E GP Poorly —graded gravel` Gravels with Fines Fines classify as ML or MH GM Silty gravel, G,H more than 12% fines Fines classify as CL or CH GC Clayey Grovel °GH Sands 50% or Clean Sands Less Cu>6 and 1«c<3E SW Well —graded sand' more coarse than 5% fines fraction passes Cu<6 and/or 1>Cc>3E SP Poorly —graded sand' No. 4 sieve Sands with Fines Fines classify as ML or MH SM Silty sand`"' more than 12% fines Fines classify as CL or CH SC Clayey sand',',' Fine —Grained Silts and Clays inorganic PI>7 and plots on or above "Aline' CL Lean clay" ' Soils 50% or Liquid Limit less more passes the than 50 PI<4 or plots below "A"Line' ML Sllt No. 200 sieve organic Liquid Limit — oven dried clay"11-N 0.75 OILOrganic Liquid Limit — not dried Organic silt Silts and Clays inorganic PI plots on or above "Aline CH Fat clay L Liquid Limit 50 or more PI plots below "Aline MH Elastic Silt ""' organic Liquid Limit — oven dried Organic clay"< 0.75 OH Liquid Limit — not dried Organic silt"•`"•q Highly organic soils Primarily organic matter, dark in color, and organic odor PT Peat ABased on the material passing the 3-in, (75- E Cu=D6o/Df Cc= D If soil contains 15 to 29%plus No. 200. add with "withmm) sieve D x sand" or grovel", whichever is elf field sample contained cobbles or boulders, predominant. or both, add "with cobbles or boulders, or both" If soil contains 2 30" plus No, 200 to group name. if soil contains 215% sand, add"with sand"to predominantly sand, add "sandy to group CGroveis with 5 to 12% fines required dual symbols: group name. afines classify as CL-ML, use dual symbol name. If soil contains 30% lus No. 200 2pgravely" GW-GM well graded grovel with silt G C or SC-SM. predominantly gravel, add to group GW- GC well -graded gravel with clay GP - GM poorly -graded gravel with silt fin Ifffineareorganic, add"with organic fines"to Name. PI24 andplots on or above "A" line. GP -GC poorly-greded gravel with cloy oSonds with 5 to 12% fines require dual me group1f soil nacontains >15%grovel, odd"with gravel" PPI54 or plots below plots an or A" line. above "A" line. Symbols: to group name. JIf Atterberg limits plots shaded area, soil is a oPi PI plotsbelow A" line. SW-SM well -graded sand with silt CL-ML, silty clay. SW -SC well -graded sand with cloy SP-SM poorly graded sand with silt SP-SC poorly graded sand with clay d 6( 5( IP For Classification of Me -grained soils and fine- grained fraction of coarse- grained sails• Equotlon of " A" -line Horizontal at PI-4 to LL-25.5, CG, then PI- 0.73 (LL-20) U"-line Equoticn ofVerticalat LL-16 to PI=7, T then PI-0.9 (LL-8) G O 09- MHOROH G M L OR O L CL -ML00l0 20 30 40 50 60 70 80 90 100 110 LIQUID LIMIT ( LL) IN -SITU, INC. HEADQUARTERS FORT COLLINS, COLORADO PROJECT NO: 1032165 DATE: OCTOBER2003 LOG OF BORING B-1 RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH FOREMAN: JJB START DATE 10/01/2003 WHILE DRILLING None AUGER TYPE: 4" CFA FINISH DATE 10/0112003 AFTER DRILLING None SPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR N/A SOIL DESCRIPTION D N QU Mc DD A -LIMITS 200 SWELL LL I PI PRESSURE 6 GD S00 PSF TYPE FEE BLOWS! PS Pc4" Vegetation and Topsoil LEAN CLAY (CL) 1 brown stiff 2 9000 9. 4 37 14 86.3 1100 psf 1.2% with scattered gravel ST 3sS2255007. 5 SAND AND GRAVEL (SP-GP) 4 brown/tan medium dense 5 with scattered cobbles 6 7 increasing cobbles with depth 8 9 BOTTOM OF BORING 9. 0' 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 Earth Engineering Consultants IN -SITU, INC. HEADQUARTERS FORT COLLINS, COLORADO PROJECT NO: 1032165 DATE: OCTOBER 2003 LOG OF BORING B-2 RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH FOREMAN: JJB START DATE 10/01/2003 WHILE DRILLING 9.0' AUGER TYPE: 4" CFA FINISH DATE 10/01/2003 AFTER DRILLING 9.0' SPT HAMMER: MANUAL SURFACE ELEV NIA 24 HOUR N/A SOIL DESCRIPTION D N QU MC DD A-LIMnS 200 SWELL LL PI PRESSURE @ 50OPSFTYPEFEETBLOWS/F7 PS PCF 4" Vegetation and Topsoil LEAN CLAY WITH SAND (CL) 1 brown stiff to very stiff 2 with scattered gravel 3 SAND AND GRAVEL (SP-GP) brown/tan 4 medium dense 3017" 2.4withscatteredcobblesSS5 6 7 8 9 increasing cobbles with depth IS—S 10 50/8" 14.7 11 12 13 14 Is—, 15 50 12.9 BOTTOM OF BORING 15.0' 16 17 18 19 20 21 22 23 24 25 Earth Engineering Consultants IN -SITU, INC. HEADQUARTERS FORT COLLINS, COLORADO PROJECT NO: 1032165 DATE: OCTOBER 2003 LOG OF BORING B-3 RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH FOREMAN: JJB START DATE 10/01/2003 WHILE DRILLING 8.5' AUGER TYPE: 4" CFA FINISH DATE 1010112003 AFTER DRILLING 8.5' SPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR N/A SOIL DESCRIPTION D N QU MC DD A -LIMBS 210 SWELL IL PI PRESSURE S00 PSFTYPEFEETBLOWS/FT PSF PC 3" Vegetation and Topsoil LEAN CLAY WITH SAND (CL) 1 dark brown, stiff to very stiff, with scattered gravel 2 SAND AND GRAVEL brown/tan 3 medium dense with scattered cobbles 4 SS 5 25 2.5 Dry Caveat 5.0' 6 Dry Cave at 7.0' 7 8 increasing cobbles with depth 9 10 11 12 13 14 BOTTOM OF BORING 14.0' 15 16 17 18 19 20 21 22 23 24 25 Earth Engineering Consultants IN -SITU, INC. HEADQUARTERS FORT COLLINS, COLORADO PROJECT NO: 1032165 DATE: OCTOBER 2003 LOG OF BORING B-4 RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH FOREMAN: JJB START DATE 10/01/2003 WHILE DRILLING 9.0' AUGER TYPE: 4" CFA FINISH DATE 1010112003 AFTER DRILLING 9.0' SPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR N/A SOIL DESCRIPTION D N QU MC DD A -LIMITS 200 SWELL LL PI PRESSURE 500 PSFTYPEFEEBLOWS/ PS PCF 3" Vegetation and Topsoil LEAN CLAY WITH SAND (CL) 1 dark brown stiff to very stiff 2 with scattered gravel 3 SAND AND GRAVEL (SP-GP) brown/tan/red 4 very dense 32/7" 1.2withscatteredcobblesE,, 5 Dry Cave at 6.0' 6 7 increasing cobbles with depth 8 9 10 11 12WEATHEREDSHALEBEDROCK light gray/blue soft 13 14 SS 15 19 18.2 16BOTTOMOFBORING15.5' 17 18 19 20 21 22 23 24 25 Earth Engineering consultants IN -SITU, INC. HEADQUARTERS FORT COLLINS, COLORADO PROJECT NO: 1032165 DATE: OCTOBER 2003 LOG OF BORING B•5 RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH FOREMAN: JJB START DATE 101011200 3 WHILE DRILLING None AUGER TYPE: 4" CFA FINISH DATE 10/01/2003 AFTER DRILLING None SPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR NIA SOIL DESCRIPTION HIP D N OU Mc DO I A -LIMBS 200 SWELL r LL PI 7 PRESSURE 500 PSFEIPEFEEBLOWS! PSF 1% 6" Vegetation and Topsoil LEAN CLAY WITH SAND (CL) 1 7500 6.6 88.8 33 11 71.5 600 psf 0.2darkbrownST stiff to very stiff, calcareous 2 SS 3277" 5.2 SAND AND GRAVEL (SP-GP) 3 brown/tan very dense 4 with scattered cobbles 5 6 increasing cobbles with depth 7 8 9 BOTTOM OF BORING 9.0' 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 Earth Engineering Consultants SWELL / CONSOLIDATION TEST RESULTS Material Description: Brown Lean Clay Sample Location: B-1, S-1 @ 2-2.5' Liquid Limit: 37 IPlasticity Index: 14 Passing #200: 86.3% Beginning Moisture: 9.1% JDry Density: 89.0 pcf IEnding Moisture: 28.8% Swell Pressure: 1100psf 1% Swell @ 500 psf: 1.2% 10 8-- a)6 - U) 4 2 - E 0 0 - Q atn ded IL -2 4 - 2 ca u) C-6 i I I I 10 0.01 0.1 1 10 Load(TSF) Project: In -Situ Inc. Headquarters Location: Lincoln Avenue, Fort Collins, Colorado Project No.: 1032165 Date: October 2003 EECI SWELL / CONSOLIDATION TEST RESULTS Material Description: Brown Lean Clay with Sand Sample Location: B-5, S-1 @ 1-1.5' Liquid Limit: 33 Plasticity Index: 11 Passing #200: 71.5% Beginning Moisture: 6.2% JDry Density: 90.2 pcf JEnding Moisture: 27.9% JSwell Pressure: 600 psf 1% Swell @ 500 psf: 0.2% 10 Ij 8 a)6 ii r_ 2 a) E a) 0 0 p W ter Added D a. -2 4 2 CU C-6 0 8 - 10 0.01 0.1 1 10 Load(TSF) Project: In -Situ Inc. Headquarters Location: Lincoln Avenue, Fort Collins, Colorado Project No.: 1032165 Date: October 2003