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Home My WebLink AboutNORTH LEMAY SUBDIVISION THIRD FILING - Filed SEPD-SURFACE EXPLORATION/PAVEMENT DESIGN REPORT - 2018-03-074396 GREENFIELD DRIVE WINDSOR, COLORADO 80550 (970) 545-3908 FAX (970) 663-0282 October 19, 2016 Fort Collins Self-Storage 5013 Bluestem Court Fort Collins, Colorado 80525 Attn: Mr. Stanley Scott (stan.scott@me.com) Re: Lemay Avenue and Buckingham Street Improvements – Pavement Design Report Lemay Avenue Craft Brewery and Self-Storage Fort Collins, Colorado EEC Project No. 1162031 Mr. Scott: Earth Engineering Consultants, LLC (EEC) personnel have completed the geotechnical subsurface exploration and pavement design for the Lemay Avenue turn lanes and Buckingham Street widening/reconstruction to be completed as part of the Lemay Avenue Craft Brewery and Self-Storage facility off-site improvements in Fort Collins, Colorado. Results of the geotechnical exploration and recommendations concerning subgrade preparation and pavement sections for use on the roadway widening/reconstruction are provided with this report. The roadways included as part of this design include northbound and southbound turn lanes onto Buckingham Street from Lemay Avenue and reconstruction of a portion of Buckingham Street to the west of this intersection. A plan diagram/boring location drawing outlining the approximate roadway improvements is attached with this report. The grade on Buckingham Street will be lowered by about 1-foot near the Lemay intersection; various fills will be required to develop the subgrades in the widening areas of both Buckingham and Lemay. To develop subsurface information in the area of the proposed improvements, EEC personnel completed test borings at four (4) locations, two (2) in the Lemay Avenue right-of-way and two (2) in Buckingham Street right-of-way. The test borings were extended to depths of approximately 10 feet below existing grades. A diagram indicating the approximate boring locations is included with this report. Samples of the subsurface materials encountered in the test borings were obtained using split barrel and California barrel sampling procedures. Additional bulk samples were obtained from Earth Engineering Consultants, LLC EEC Project No. 1162031 October 19, 2016 Page 2 the auger cuttings. Laboratory testing of the recovered samples included moisture content tests on each of the samples and estimation of the unconfined strength of appropriate samples using a calibrated hand penetrometer. Atterberg limits and washed sieve analysis tests were completed on selected samples to evaluate the quantity and plasticity of the fines in the subgrade soils. Swell/consolidation tests were completed on four (4) selected samples to evaluate the soils tendency to change volume with variation in moisture content and load. One (1) Hveem stabilometer R-value test was completed on a composite bulk sample of the subgrade material. Results of the outlined tests are indicated on the attached boring logs and summary sheets. As a part of the testing program, all samples were examined in the laboratory and classified in general accordance with the attached General Notes and the Unified Soil Classification System, based on the soil's texture and plasticity. The estimated group symbol for the Unified Soil Classification System is indicated on the boring logs and a brief description of that classification system is included with this report. Based on results of the field borings and laboratory testing, subsurface conditions can be generalized as follows. Existing Lemay Avenue pavement sections observed in the test borings included approximately 6 and 7 inches of hot bituminous pavement, over approximately 3 inches of aggregate base. Approximately 7½ inches of hot bituminous pavement was observed in the westbound drive lane of Buckingham Street with approximately 2 inches of hot bituminous pavement over approximately 4 inches of aggregate base in the south shoulder area. The in- place subgrade soils consisted of near surface lean clay with variable sand transitioning into sand and gravel below depths of approximately 3½ to 6 feet. Swell tests completed on the cohesive lean clay soils showed generally low swell potential at in-situ moisture and density with slightly higher swell observed in boring B-2. Observations were made while drilling and after completion of the borings to detect the presence and depth to hydrostatic groundwater. Free water was observed in the test borings at depths of approximately 9 to 10 feet at the time of drilling. The borings were backfilled immediately after completion of sampling and longer term water level observations were not available. 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/trapped water can be encountered in more permeable zones interbedded with low permeability clays. The Earth Engineering Consultants, LLC EEC Project No. 1162031 October 19, 2016 Page 3 location and amount of perched water can vary over time depending on variations in hydrologic conditions and other conditions not apparent at the time of this report. ANALYSIS AND RECOMMENDATIONS Swell – Consolidation Test Results The swell-consolidation test is performed to evaluate the swell or collapse potential of soils to assist in determining pavement design criteria. In this test, relatively undisturbed samples obtained directly from the California ring barrel sampling device are placed in a laboratory apparatus and inundated with water under a predetermined load. The swell-index is the resulting amount of swell or collapse expressed as a percent of the sample’s initial thickness, after the inundation period. Samples obtained at the 1 or 2-foot intervals are generally pre-loaded and inundated with water at an approximate 150 pounds per square foot (psf) increment to simulate the pavement loading conditions in general accordance with Larimer County Urban Area Street Standards (LCUASS) Pavement Design criteria. After the inundation period additional incremental loads are applied to evaluate consolidation response. For this assessment, we conducted a total of four (4) swell-consolidation tests on subgrade samples collected during our subsurface exploration at approximate depths of 1 to 2-feet below existing site grades. The swell index values for the soil samples tested at the 150-psf inundation pressures revealed low swell characteristics on the order of (+) 0.0 to (+) 3.1%. The average swell-index result for the roadway subsoils analyzed herein revealed a swell-index value less than the LCUASS 2% criteria for requiring a swell-mitigation plan, however, isolated areas revealed swell characteristics over 2%; therefore, a swell-mitigation plan consisting of fly ash treatment should be considered for the roadway improvements. As further discussed within this report, fly ash treatment of the subgrades is also suggested as a long-term stabilization/subgrade enhancement approach. Fly ash treatment would involve incorporating Class C fly ash within the upper 12-inches of the interior roadways subgrade sections from back of curb to back of curb, (in essence the full roadway width), prior to construction of the overlying pavement structure. Stabilization should consist of blending 12% by dry weight of Class C fly ash in the top 12 inches of the subgrades. The blended materials should be adjusted in moisture content to slightly dry of standard Proctor Earth Engineering Consultants, LLC EEC Project No. 1162031 October 19, 2016 Page 4 optimum moisture content and compacted to at least 95% of the materials maximum dry density as determined in accordance with the standard Proctor procedure. Compaction of the subgrade should be completed within two hours after initial blending of the Class C fly ash. Subgrade stabilization of the proposed interior local roadways within the Harmony 5th Filing should be completed in general accordance with the recommendations presented in the LCUASS Pavement Design Manual – Chapter 22. Hveem Stabilometer (R-Value) One (1) composite sample of subgrade materials from the upper 4 feet below pavement grades was obtained during the field exploration for laboratory Hveem Stabilometer/R-Value, (ASTM Specification D2844) analyses to determine the subgrade strength characteristics of the in-place subgrade materials. A summary of those test results is provided in the table below and graphical results are presented in the Appendix of this report. As presented in the Pavement Design and Construction section of this report, an R-Value of 14 was used to determine the design structural number (SN) for the interior roadway improvements. Table I - Summary of Laboratory (R-Value) Characteristics and Classification of Subgrade Soils Boring Nos. Depth, Ft. Hveem Stabilometer R-Value Atterberg Limits and Classification Liquid Limit Plastic Index % (-) No. 200 Sieve Soil Description P-1 thru P-4 Upper 4’ 14 32 16 45.5 Clayey Sand (SC) Subgrade Preparation All existing vegetation and any improvements including curb-and-gutter, sidewalk, existing pavements and any other improvements should be removed from the widening/reconstruction areas. In addition, we understand an existing storm drain will be removed from the intersection area and replaced with a new storm drain. Existing aggregate base could remain in-place to be incorporated into the new pavement subgrades. After stripping, removing all improvements and completing all cuts and prior to placement of any fill soils or overlying improvements, we recommend the in-place soils be scarified to a minimum depth of 9 inches, adjusted in moisture content and compacted to at least 95% of the Earth Engineering Consultants, LLC EEC Project No. 1162031 October 19, 2016 Page 5 material’s maximum dry density as determined in accordance with ASTM Specification D698, the standard Proctor procedure. The moisture content of the scarified materials should be adjusted to be within the range of ± 2% of standard Proctor optimum moisture content at the time of compaction. If the exposed subgrade will be stabilized as subsequently discussed in this report, initial scarification and recompaction of materials which will be stabilized would not be necessary. Any fill materials required to develop the pavement subgrade should consist of approved, low volume change materials which are free from organic matter and debris. Materials similar to the on-site sandy lean clay soils could be used for fill in these areas. If borrow materials are used, we recommend those materials have sufficient fines to prevent ponding of water in the fill materials. Fill materials should be placed in loose lifts not to exceed 9 inches thick, adjusted in moisture content and compacted as recommended for the scarified soils. The site cohesive soils may show instability and strength loss when wetted resulting in pumping of the pavement subgrades. In addition, those materials show slight swell potential. Stabilization of the subgrades could be considered to reduce both the potential for swell and instability of the subgrades at the time of construction. If stabilization will be performed, we recommend the addition of 12% Class C fly ash to the in- place subgrade materials, based on dry weights. The Class C fly ash should be thoroughly blended with the in-place soils to a depth of 12 inches below the top of subgrade. The blended materials should be adjusted to be within ±2% of standard Proctor optimum moisture and compacted to at least 95% of the materials maximum dry density as determined in accordance with the standard Proctor procedure for stabilized materials (ASTM Specification D558). Pavement Sections A Hveem Stabilometer / R-value of 14 was determined for a representative sample of the subgrade sandy lean clay/clayey sand subsoils. That Hveem R-value correlates to a resilient modulus value of 4060 based on the Colorado Department of Transportation (CDOT) correlation. A resilient modulus value of 4060 was used for the pavement design. Earth Engineering Consultants, LLC EEC Project No. 1162031 October 19, 2016 Page 6 The Larimer County Urban Area Street Standards (LCUASS) default traffic value of 200 EDLA for a 4-lane arterial (Table 10-1) was used for the pavement design for Lemay Avenue and an EDLA value of 100 as a 2-lane industrial/commercial collector was used for Buckingham Street. A 20-year equivalent single axle load (ESAL) value of 730,000 correlates to an EDLA of 100 and a value of 1,460,000 ESAL correlates to an EDLA of 200. Based on the outlined subgrade and traffic inputs, a design weighted structural number of 3.76 and 4.40 were calculated for the pavement designs, respectively. Alternative pavement designs are indicated below in Table II. TABLE I1 –MINIMUM PAVEMENT SECTION DESIGN THICKNESSES Buckingham Street Lemay Avenue 18-kip EDLA (Based on Table 10-1 LCUASS) Design Traffic (20 year ESAL) (1) Resilient Modulus (R-Value of 7 for on-site soils) Reliability Serviceability Loss (Initial – Final) 100 730,000 4060 85% 2.2 200 1,460,00 4060 90% 2.0 Design Structural Number 3.76 4.40 Composite Section: Alternative A – Widening Section w/o Stabilization Hot Mix Asphalt (HMA) Pavement: S or SX-75, PG 64-28 Hot Mix Asphalt (HMA) Pavement: SG or S-75, PG 58-28 Aggregate Base Course (ABC) (Class 5 or Class 6) Design Weighted Structural Number (SN) 3” @ 0.44 = 1.32 3” @ 0.44 = 1.32 11” @ 0.11 = 1.21 3.85 3” @ 0.44 = 1.32 4” @ 0.44 = 1.76 12” @ 0.11 = 1.32 4.40 Composite Section: Alternative B – Widening Section w/ Stabilization Hot Mix Asphalt (HMA) Pavement: S or SX-75, PG 64-28 Hot Mix Asphalt (HMA) Pavement: SG or S-75, PG 58-28 Aggregate Base Course (ABC) (Class 5 or Class 6) Fly Ash Treated Subgrade (Upper 12-inches, 10-Inches of Credit) Design Weighted Structural Number (SN) 2-1/2” @ 0.44 = 1.10 2-1/2” @ 0.44 = 1.10 10” @ 0.11 = 1.10 10” @ 0.05 = 0.5 3.80 3” @ 0.44 = 1.32 3” @ 0.44 = 1.32 12” @ 0.11 = 1.32 10” @ 0.05 = 0.5 4.46 The HMA for use in the pavement section should be Grading S (100) with performance grading Earth Engineering Consultants, LLC EEC Project No. 1162031 October 19, 2016 Page 7 Class 5 or Class 6 aggregate base and should be compacted to at least 95% of the materials standard Proctor maximum dry density at the time of placement. Pavement design methods are intended to provide structural sections with adequate thickness over a particular subgrade such that wheel loads are reduced to a level the subgrade can support. The support characteristics of the subgrade for pavement design do not account for shrink/swell movements of either expansive or compressible clay subgrade. The pavement may be adequate from a structural standpoint, yet still experience cracking and deformation due to shrink/swell related movement of the subgrade. It is, therefore, important to minimize moisture changes in the subgrade to reduce shrink/swell movements. Other Considerations Positive drainage should be developed across and away from pavement edges to avoid wetting of the pavement subgrades. Subgrade soils allowed to become wetted subsequent to construction can result in poor pavement performance. 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 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 construction phases to help determine that the design requirements are fulfilled. This report has been prepared for the exclusive use of Fort Collins Self-Storage for specific application to the project discussed and has been prepared in accordance with generally accepted Earth Engineering Consultants, LLC 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 noted. 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 indicated levels may reflect the location of ground water. In low permeability soils, the accurate determination of ground water levels is not 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 on joints. May be color change. Moderate Some decomposition and color change throughout. High Rock highly decomposed, may be extremely broken. Group Symbol Group Name 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 Fines classify as ML or MH GM Silty gravel G,H Fines Classify as CL or CH GC Clayey Gravel F,G,H 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 Fines classify as ML or MH SM Silty sand G,H,I Fines classify as CL or CH SC Clayey sand G,H,I inorganic PI>7 and plots on or above "A" Line CL Lean clay K,L,M PI<4 or plots below "A" Line ML Silt K,L,M organic Liquid Limit - oven dried Organic clay K,L,M,N Liquid Limit - not dried Organic silt K,L,M,O 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 Organic clay K,L,M,P Liquid Limit - not dried Organic silt K,L,M,O Highly organic soils PT Peat (D30)2 D10 x D60 GW-GM well graded gravel with silt NPI≥4 and plots on or above "A" line. GW-GC well-graded gravel with clay OPI≤4 or plots below "A" line. GP-GM poorly-graded gravel with silt PPI plots on or above "A" line. GP-GC poorly-graded gravel with clay QPI plots below "A" line. 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 Earth Engineering Consultants, LLC IIf soil contains >15% gravel, add "with gravel" to group name JIf Atterberg limits plots shaded area, soil is a CL- ML, Silty clay Unified Soil Classification System P-3 P-4 P-1 P-2 2 1 Boring Location Diagram Fort Collins Self Storage - Lemay and Buckingham Fort Collins, Colorado EEC Project #: 1162031 Date: September 2016 EARTH ENGINEERING CONSULTANTS, LLC Approximate Boring Locations 1 Legend Site Photos (Photos taken in approximate location, in direction of arrow) FORT COLLINS STORAGE PAVEMENTS FORT COLLINS, COLORADO EEC PROJECT NO. 1162031 SEPTEMBER 2016 DATE: RIG TYPE: CME55 FOREMAN: DG AUGER TYPE: 4" CFA SPT HAMMER: AUTOMATIC SOIL DESCRIPTION D N QU MC DD -200 TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % @ 500 PSF ASPHALT - 7" _ _ ABC - 3" 1 _ _ SANDY LEAN CLAY (CL) 2 brown _ _ % @ 150 psf very stiff to stiff CS 3 9 5000 18.4 129.0 45 28 65.7 1800 psf 1.6% _ _ 4 _ _ SS 5 5 2500 20.3 _ _ 6 _ _ SAND & GRAVEL (SP/GP) 7 very dense _ _ 8 _ _ 9 _ _ SS 10 50 -- 8.7 _ _ BOTTOM OF BORING DEPTH 10.5' 11 _ _ 12 _ _ 13 _ _ 14 _ _ 15 _ _ 16 _ _ 17 _ _ 18 _ _ 19 _ _ 20 _ _ 21 _ _ 22 _ _ 23 _ _ 24 _ _ 25 _ _ Earth Engineering Consultants, LLC A-LIMITS SWELL DATE: RIG TYPE: CME55 FOREMAN: DG AUGER TYPE: 4" CFA SPT HAMMER: AUTOMATIC SOIL DESCRIPTION D N QU MC DD -200 TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % @ 500 PSF ASPHALT - 6" _ _ ABC - 3.5" 1 LEAN CLAY (CL) _ _ very stiff 2 with gravel _ _ % @ 150 psf CS 3 27 8000 25.3 103.1 3500 psf 3.1% _ _ 4 SAND & GRAVEL (SP/GP) _ _ dense to medium dense SS 5 33 -- 2.2 _ _ 6 _ _ 7 _ _ 8 _ _ 9 _ _ SS 10 22 -- 5.7 _ _ BOTTOM OF BORING DEPTH 10.5' 11 _ _ 12 _ _ 13 _ _ 14 _ _ 15 _ _ 16 _ _ 17 _ _ 18 _ _ 19 _ _ 20 _ _ 21 _ _ 22 _ _ 23 _ _ 24 _ _ 25 _ _ Earth Engineering Consultants, LLC A-LIMITS SWELL DATE: RIG TYPE: CME55 FOREMAN: DG AUGER TYPE: 4" CFA SPT HAMMER: AUTOMATIC SOIL DESCRIPTION D N QU MC DD -200 TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % @ 500 PSF ASPHALT - 7.5" _ _ 1 SANDY LEAN CLAY (CL) _ _ brown 2 stiff _ _ % @ 150 psf CS 3 8 3500 16.1 112.2 32 16 54.8 <150 psf None _ _ 4 SILTY CLAYEY SAND (SC/SM) _ _ brown SS 5 5 2000 17.9 loose _ _ 6 _ _ SAND & GRAVEL (SP/GP) 7 dense _ _ 8 _ _ 9 _ _ SS 10 34/9" -- 11.3 _ _ BOTTOM OF BORING DEPTH 10.5' 11 _ _ 12 _ _ 13 _ _ 14 _ _ 15 _ _ 16 _ _ 17 _ _ 18 _ _ 19 _ _ 20 _ _ 21 _ _ 22 _ _ 23 _ _ 24 _ _ 25 _ _ Earth Engineering Consultants, LLC A-LIMITS SWELL DATE: RIG TYPE: CME55 FOREMAN: DG AUGER TYPE: 4" CFA SPT HAMMER: AUTOMATIC SOIL DESCRIPTION D N QU MC DD -200 TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % @ 500 PSF ASPHALT - 2" _ _ ABC - 4" 1 _ _ SANDY LEAN CLAY (CL) 2 brown _ _ % @ 150 psf stiff CS 3 6 3500 21.9 106.1 1150 psf 1.1% _ _ 4 _ _ SS 5 8 3000 20.2 _ _ 6 _ _ SAND & GRAVEL (SP/GP) 7 medium dense _ _ 8 _ _ 9 _ _ SS 10 21 -- 13.0 _ _ BOTTOM OF BORING DEPTH 10.5' 11 _ _ 12 _ _ 13 _ _ 14 _ _ 15 _ _ 16 _ _ 17 _ _ 18 _ _ 19 _ _ 20 _ _ 21 _ _ 22 _ _ 23 _ _ 24 _ _ 25 _ _ Earth Engineering Consultants, LLC A-LIMITS SWELL Project: Location: Project #: Date: SWELL / CONSOLIDATION TEST RESULTS Material Description: Brown Sandy Lean Clay (CL) Sample Location: Boring P-1, Sample 1, Depth 2' Liquid Limit: 45 Plasticity Index: 28 % Passing #200: 65.7% Beginning Moisture: 18.4% Dry Density: 108 pcf Ending Moisture: 24.0% Swell Pressure: 1800 psf % Swell @ 150: 1.6% Fort Collins Self Storage Fort Collins, Colorado 1162031 October 2016 -10.0 -8.0 -6.0 -4.0 -2.0 0.0 2.0 4.0 6.0 8.0 10.0 0.01 0.1 1 10 Percent Movement Load (TSF) Consolidatio Swell Water Added Project: Location: Project #: Date: SWELL / CONSOLIDATION TEST RESULTS Material Description: Lean Clay (CL) Sample Location: Boring P-2, Sample 1, Depth 2' Liquid Limit: - - Plasticity Index: - - % Passing #200: - - Beginning Moisture: 25.3% Dry Density: 102.1 pcf Ending Moisture: 25.6% Swell Pressure: 3500 psf % Swell @ 150: 3.1% Fort Collins Self Storage Fort Collins, Colorado 1162031 October 2016 -10.0 -8.0 -6.0 -4.0 -2.0 0.0 2.0 4.0 6.0 8.0 10.0 0.01 0.1 1 10 Percent Movement Load (TSF) Consolidatio Swell Water Added Project: Location: Project #: Date: SWELL / CONSOLIDATION TEST RESULTS Material Description: Brown Sandy Lean Clay (CL) Sample Location: Boring P-3, Sample 1, Depth 2' Liquid Limit: 32 Plasticity Index: 16 % Passing #200: 54.8% Beginning Moisture: 16.1% Dry Density: 121.5 pcf Ending Moisture: 17.0% Swell Pressure: <150 psf % Swell @ 150: None Fort Collins Self Storage Fort Collins, Colorado 1162031 October 2016 -10.0 -8.0 -6.0 -4.0 -2.0 0.0 2.0 4.0 6.0 8.0 10.0 0.01 0.1 1 10 Percent Movement Load (TSF) Consolidatio Swell Water Added Project: Location: Project #: Date: Fort Collins Self Storage Fort Collins, Colorado 1162031 October 2016 Beginning Moisture: 21.9% Dry Density: 106.8 pcf Ending Moisture: 21.7% Swell Pressure: 1150 psf % Swell @ 150: 1.1% Sample Location: Boring P-4, Sample 1, Depth 2' Liquid Limit: - - Plasticity Index: - - % Passing #200: - - SWELL / CONSOLIDATION TEST RESULTS Material Description: Brown Sandy Lean Clay (CL) -10.0 -8.0 -6.0 -4.0 -2.0 0.0 2.0 4.0 6.0 8.0 10.0 0.01 0.1 1 10 Percent Movement Load (TSF) Consolidatio Swell Water Added 2" (50 mm) 1 1/2" (37.5 mm) 1" (25 mm) 3/4" (19 mm) 1/2" (12.5 mm) 3/8" (9.5 mm) No. 4 (4.75 mm) No. 8 (2.36 mm) No. 10 (2 mm) No. 16 (1.18 mm) No. 30 (0.6 mm) No. 40 (0.425 mm) No. 50 (0.3 mm) No. 100 (0.15 mm) No. 200 (0.075 mm) Project: Fort Collins Self Storage Location: Fort Collins, Colorado Project No: 1162031 Sample ID: P-3, S-3, 9' Sample Desc.: Sand & Gravel (SP/GP) Date: September 2016 EARTH ENGINEERING CONSULTANTS, LLC SUMMARY OF LABORATORY TEST RESULTS Sieve Analysis (AASHTO T 11 & T 27 / ASTM C 117 & C 136) Sieve Size Percent Passing 100 100 92 75 62 56 44 36 34 28 19 15 12 8 5.2 EARTH ENGINEERING CONSULTANTS, LLC Summary of Washed Sieve Analysis Tests (ASTM C117 & C136) Date: Fort Collins Self Storage Fort Collins, Colorado 1162031 P-3, S-3, 9' Sand & Gravel (SP/GP) September 2016 Project: Location: Project No: Sample ID: Sample Desc.: Cobble Silt or Clay Gravel Coarse Fine Sand Coarse Medium Fine 6" 5" 4" 3" 2.5" 2" 1.5" 1" 3/4" 1/2" 3/8" No. 4 No. 8 No. 10 No. 16 No. 30 No. 40 No. 50 No. 100 No. 200 0 10 20 30 40 50 60 70 80 90 100 1000 100 10 1 0.1 0.01 Fines by Weight (%) Grain Size (mm) Standard Sieve Size PROJECT: Lemay Avenue and Buckingham Street Widening PROJECT NO. 1162031 LOCATION: DATE Sep-16 MATERIAL DESCRIPTION: Clayey Sand (SC) / Sandy Lean Clay (CL) - AASHTO A-6 SAMPLE LOCATION: LIQUID LIMIT: 32 PLASTICITY INDEX: 16 %PASSING #200: 45.5 R-VALUE LABORATORY TEST RESULTS TEST SPECIMEN NO. 1 23 COMPACTION PRESSURE (PSI) 100 125 150 DENSITY (PCF) 110.1 113.5 117.5 MOISTURE CONTENT (%) 17.6 16.1 14.0 EXPANSION PRESSURE (PSI) 0.00 0.00 0.00 HORIZONTAL PRESSURE @ 160 PSI 138 128 112 SAMPLE HEIGHT (INCHES) 2.46 2.56 2.51 EXUDATION PRESSURE (PSI) 165.8 273.0 428.8 UNCORRECTED R-VALUE 8.3 12.8 21.0 CORRECTED R-VALUE 8.3 13.1 21.0 R-VALUE @ 300 PSI EXUDATION PRESSURE = 14 RESILIENT MODULUS, PSI = 4,060 RESISTANCE R-VALUE & EXPANSION PRESSURE OF COMPACTED SOIL - ASTM D2844 Fort Collins, Colorado Composite Sample Borings 1 through 4 @ 1.0' - 4.0' 0 10 20 30 40 50 60 70 80 90 100 0 50 100 150 200 250 300 350 400 450 500 550 600 R-Value Exudation Pressure, PSI SURFACE ELEV N/A 24 HOUR N/A FINISH DATE 9/24/2016 AFTER DRILLING N/A SHEET 1 OF 1 WATER DEPTH START DATE 9/24/2016 WHILE DRILLING 9' FORT COLLINS SELF STORAGE FORT COLLINS, COLORADO PROJECT NO: 1162031 LOG OF BORING P-4 SEPTEMBER 2016 SURFACE ELEV N/A 24 HOUR N/A FINISH DATE 9/24/2016 AFTER DRILLING N/A SHEET 1 OF 1 WATER DEPTH START DATE 9/24/2016 WHILE DRILLING 9' FORT COLLINS SELF STORAGE FORT COLLINS, COLORADO PROJECT NO: 1162031 LOG OF BORING P-3 SEPTEMBER 2016 SURFACE ELEV N/A 24 HOUR N/A FINISH DATE 9/24/2016 AFTER DRILLING N/A SHEET 1 OF 1 WATER DEPTH START DATE 9/24/2016 WHILE DRILLING 10.0' FORT COLLINS SELF STORAGE FORT COLLINS, COLORADO PROJECT NO: 1162031 LOG OF BORING P-2 SEPTEMBER 2016 SURFACE ELEV N/A 24 HOUR N/A FINISH DATE 9/24/2016 AFTER DRILLING N/A SHEET 1 OF 1 WATER DEPTH START DATE 9/24/2016 WHILE DRILLING 9' FORT COLLINS SELF STORAGE FORT COLLINS, COLORADO PROJECT NO: 1162031 LOG OF BORING P-1 SEPTEMBER 2016 Soil Classification Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests Sands 50% or more coarse fraction passes No. 4 sieve Fine-Grained Soils 50% or more passes the No. 200 sieve <0.75 OL Gravels with Fines more than 12% fines Clean Sands Less than 5% fines Sands with Fines more than 12% fines Clean Gravels Less than 5% fines Gravels more than 50% of coarse fraction retained on No. 4 sieve Coarse - Grained Soils more than 50% retained on No. 200 sieve CGravels with 5 to 12% fines required dual symbols: Kif soil contains 15 to 29% plus No. 200, add "with sand" or "with gravel", whichever is predominant. <0.75 OH Primarily organic matter, dark in color, and organic odor ABased on the material passing the 3-in. (75-mm) sieve ECu=D60/D10 Cc= HIf fines are organic, add "with organic fines" to group name LIf soil contains ≥ 30% plus No. 200 predominantly sand, add "sandy" to group name. MIf soil contains ≥30% plus No. 200 predominantly gravel, add "gravelly" to group name. DSands with 5 to 12% fines require dual symbols: BIf field sample contained cobbles or boulders, or both, add "with cobbles or boulders, or both" to group name. FIf soil contains ≥15% sand, add "with sand" to GIf fines classify as CL-ML, use dual symbol GC- CM, or SC-SM. Silts and Clays Liquid Limit less than 50 Silts and Clays Liquid Limit 50 or more 0 10 20 30 40 50 60 0 10 20 30 40 50 60 70 80 90 100 110 PLASTICITY INDEX (PI) LIQUID LIMIT (LL) ML OR OL MH OR OH For Classification of fine-grained soils and fine-grained fraction of coarse-grained soils. Equation of "A"-line Horizontal at PI=4 to LL=25.5 then PI-0.73 (LL-20) Equation of "U"-line Vertical at LL=16 to PI-7, then PI=0.9 (LL-8) CL-ML 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 fingernail. Shale, Siltstone and Claystone: Hard Can be scratched easily with knife, cannot be scratched with fingernail. Moderately Can be scratched with fingernail. Hard Soft Can be easily dented but not molded with fingers. Sandstone and Conglomerate: Well Capable of scratching a knife blade. Cemented Cemented Can be scratched with knife. Poorly Can be broken apart easily with fingers. Cemented PG 64-28 for the surface top 2-1/2 to 3-inches and 58-28 used below that depth. The HMA should be compacted to be within the range of 92% to 96% of maximum theoretical specific gravity (Rice value) at the time of placement. Aggregate base course should be either