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HomeMy WebLinkAbout209 CHERRY STREET - MIXED USE - PDP230006 - SUBMITTAL DOCUMENTS - ROUND 1 - GEOTECHNICAL (SOILS) REPORT GEOTECHNICAL SUBSURFACE EXPLORATION REPORT PENNY FLATS PHASE 2 FORT COLLINS, COLORADO EEC PROJECT NO. 15-01-272 Prepared for: Chrisland 8778 Wolff Court, Ste. 204 Westminster, Colorado 80031 Attn: Mr. Jeff Reed – jeffreed@dcs-cm.com Prepared by: Earth Engineering Company, Inc. P.O. Box 271428 Fort Collins, Colorado 80527 GEOTECHNICAL SUBSURFACE EXPLORATION REPORT PENNY FLATS PHASE 2 FORT COLLINS, COLORADO EEC PROJECT NO. 15-01-272 October 7, 2015 INTRODUCTION: Earth Engineering Company, Inc. (EEC) personnel have completed the geotechnical subsurface exploration you requested for the proposed townhome residences and detached garages to be constructed at the Penny Flats Phase 2 development in Fort Collins, Colorado. Results of the subsurface exploration are provided in this report. We understand the proposed townhome buildings will be either two, three or four-story wood frame non-basement structures. The detached garage buildings will be single-story wood frame structures constructed with slab-on-grade type foundations. We expect foundation loads for the structures will be light, with continuous wall loads less than 3 kips per lineal foot and individual column loads less than 50 kips. Small grade changes are expected to develop final site grades for the structure. The purpose of this report is to describe the subsurface conditions encountered in the test borings completed within the identified building envelopes on the site and provide geotechnical recommendations for design and construction of foundations and support of floor slabs and exterior flatwork. The proposed townhome buildings are situated in an area to the southwest of the intersection of Cherry Street and North Mason Street of the Penny Flats Phase 2 development located in Fort Collins, Colorado. To develop information on existing subsurface conditions in the area of the proposed townhomes and detached garages, eleven soil borings were extended to depths of approximately 20 to 35 feet below present site grades at the subject building envelopes. The locations of the test borings were established by pacing and estimating angles from site property corners and identifiable site features. The locations of the borings should be considered accurate only to the degree implied by the methods used to make the field measurements. Earth Engineering Company, Inc. EEC Project No. 15-01-272 October 7, 2015 Page 2 The borings were performed using a truck-mounted, rotary-type 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 and California barrel sampling procedures in general accordance with ASTM Specification D-1586. All samples obtained in the field were sealed and returned to the laboratory for further examination, classification and testing. An EEC field engineer was on site during drilling to evaluate the subsurface conditions encountered and to direct the drilling activities. Field boring logs were prepared based on observation of disturbed samples and auger cuttings. Based on results of the field borings and laboratory testing, subsurface conditions at the proposed residence locations can be generalized as follows: The near surface soils generally consisted of brown and brown/dark brown sand and gravel apparent fill materials with varying amounts of clay. The sand and gravel apparent fill materials were loose to medium in consistency and exhibited a low potential for swelling at current moisture and density conditions. The low plasticity essentially granular apparent fill materials were underlain by natural brown sand and gravel materials at borings B-1, B- 2, B-4, B-6, B-7, B-9, B-10 and B-11 at a depth of approximately 2 to 4 feet below present site grades. The essentially granular apparent fill materials encountered at borings B-3, B- 5 and B-8 were underlain by natural brown sandy lean clay soils at a depth of approximately 4 to 7 feet below present site grades. The natural sandy lean clay soils encountered in borings B-3, B-5 and B-8 were stiff to very stiff in consistency and contained gravel. The moderately plastic sandy lean clay soils exhibited a low potential for swelling at current moisture and density conditions and were underlain by brown sand and gravel materials at a depth of approximately 11 to 13 feet below present site grades. The sand and gravel materials encountered in the borings were loose to very dense in consistency, contained cobbles and were underlain by grey/brown and rust claystone bedrock at a depth of approximately 9 to 20 feet below present site grades. The claystone bedrock was moderately hard in consistency and exhibited a low to moderate potential for swelling at current moisture and density conditions. The claystone bedrock encountered at borings B- 2, B-4, B-5, B-7, B-8 and B-9 extended to the bottom of borings at a depth of approximately 20 feet below present site grades. The claystone bedrock encountered at borings B-1, B-3, B-6, B-10 and B-11 were underlain by grey shale bedrock at a depth of approximately 24 Earth Engineering Company, Inc. EEC Project No. 15-01-272 October 7, 2015 Page 3 to 28 feet below present site grades. The shale bedrock was moderately hard to hard in consistency. The shale bedrock exhibited a low to high potential for swelling at current moisture and density conditions and extended to the bottom of the borings at a depth of approximately 35 feet below present site grades. Observations were made at the time of drilling and approximately 24 hours after drilling of the borings to detect the presence and depth to the hydrostatic groundwater table. At the time of drilling and approximately 24 hours after drilling, free water was not observed in the completed site borings on this property. Longer-term observations in holes which are cased and sealed from the influence of surface water would be required to more accurately determine fluctuations in groundwater levels over time. Fluctuations in groundwater levels can occur based on hydrologic conditions and other conditions not apparent at the time of this report. Zones of perched and/or trapped water may also be encountered in more permeable zones within the subgrade soils at times throughout the year. The stratification boundaries indicated on the boring logs represent the approximate locations of changes in soil types. In-situ, the transition of materials may be gradual and indistinct. Bedrock classification was based on visual and tactual observations of disturbed samples and auger cuttings; coring and/or petrographic analysis may reveal other rock types. In addition, the soil borings provide an indication of subsurface conditions at the test locations. However, subsurface conditions may vary in relatively short distances away from the borings. Potential variations in subsurface conditions can best be evaluated by close observation and testing of the subgrade materials during construction. If significant variations from the conditions anticipated from the test borings appear evident at that time, it may be necessary to re-evaluate the recommendations provided in this report. ANALYSIS AND RECOMMENDATIONS Footing Foundations Based on materials observed at the test boring locations, it is our opinion the proposed lightly loaded multi-family residential townhome structures and detached garage buildings could be supported on conventional footing foundations bearing in the acceptable sand and gravel apparent fill materials, natural medium dense to very sand and gravel materials and Earth Engineering Company, Inc. EEC Project No. 15-01-272 October 7, 2015 Page 4 stiff to very stiff sandy lean clay soils. For design of footing foundations bearing on suitable essentially granular apparent fill materials, natural sand and gravel materials and sandy lean clay soils, we recommend using a net allowable total load soil bearing pressure not to exceed 1,500 psf. The net bearing pressure refers to the pressure at foundation bearing level in excess of the minimum surrounding overburden pressure. Exterior foundations and foundations in unheated areas should be located at least 30 inches below 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. We recommend the foundation footing design loads be balanced to promote relatively uniform settlement, thereby reducing the potential for differential settlement. As an alternative to balancing the design loads solely on settlement, designing the foundation such that the dead-load pressure is balanced throughout the foundations could be considered. Balancing the dead-load pressure would also reduce the potential for differential settlement between adjacent footings. We estimate the long-term settlement of footing foundations designed and constructed as recommended above would be less than 1 inch. Some zones of loose essentially granular apparent fill materials and natural sand and gravel materials were observed in the completed borings in the area of the proposed structures. Care will be needed to avoid placing structural elements directly on any loose zones of material. Careful observation should be completed prior to placement of foundation concrete to evaluate the bearing materials. If loose zones are observed at that time, reworking of the subgrade or removal and replacement may be necessary to develop suitable foundation bearing. Claystone bedrock was encountered at a depth of approximately 9 to 20 feet below present site grades in the completed test borings. We recommend maintaining a minimum 5-feet separation between the claystone bedrock and foundation bearing elevation. If that separation cannot be maintained, drilled pier type foundation systems are recommended. No unusual problems are anticipated in the construction of the footing foundations. Care should be taken to avoid disturbing the bearing soils. The natural site soils may be easily Earth Engineering Company, Inc. EEC Project No. 15-01-272 October 7, 2015 Page 5 disturbed by construction activities. Soils which are disturbed by the construction activities or materials which have become dry and desiccated or wet and softened should be reworked or removed from the foundation excavation prior to the placement of foundation concrete. Care should be taken during construction to avoid disturbing the bearing materials. Bearing materials which are loosened or disturbed by construction activities or which become wetted and softened or dry and desiccated should be removed and replaced or reworked in place prior to placement of reinforcing steel and foundation concrete. We estimate the long-term settlement of footing foundations designed and constructed as outlined above would be less than 1 inch. Floor Slab, Exterior Slab-on-Grade and Pavement Subgrades Any existing vegetation and/or topsoil should be removed from flatwork areas. After stripping and completing all cuts and prior to placement of any floor slabs or fill, we recommend the exposed subgrades be scarified to a minimum depth of 9 inches, adjusted in moisture content and compacted to at least 95% of the material's maximum dry density as determined in accordance with ASTM Specification D-698, the standard Proctor procedure. The moisture content of the scarified soils should be adjusted to be within the range of ±2% of standard Proctor optimum moisture at the time of compaction. Fill soils required to develop the flatwork subgrades should consist of approved, low- volume change materials which are free from organic matter and debris. It is our opinion the on-site essentially granular materials and sandy lean clay soils could be used as low- volume change fill in the floor areas. Those fill materials should be placed in loose lifts not to exceed 9 inches thick, adjusted in moisture content as recommended for the scarified soils and compacted to at least 95% of standard Proctor maximum dry density. After preparation of the subgrades, care should be taken to avoid disturbing the in-place materials. Subgrade materials 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 floor slab concrete. As a precaution, the floor slabs should be isolated from structural portions of the building to prevent distress to the structure due to differential movement of the structural elements. Earth Engineering Company, Inc. EEC Project No. 15-01-272 October 7, 2015 Page 6 We also recommend isolating the basement floor slab from non-load bearing partitions to help reduce the potential for distress in upper sections of the building due to slab movement. That isolation is typically developed through the use of a voided wall which is suspended from the overhead first floor joist. Care should be exercised when framing doors, drywalling and finishing to maintain a voided space which will allow for movement of the floor slab without transmission of stresses to the overlying structure. While laboratory testing completed for this report indicated the site soils sampled exhibited relatively low swell potential, floor slab, exterior flatwork and pavement movement could occur and should be expected. Slab movement is common in Colorado even in areas with relatively low-swelling soils. Mitigation techniques to reduce the potential for post- construction movement, such as overexcavation, moisture conditioning and replacement could be considered; however, the risk for slab movement cannot be eliminated. Pavements Subgrades in the pavement areas should be generally prepared as outlined above. However, site sandy lean clay soils and clayey sand soils may show instability on strength loss when wetted. The instability will be visible through pumping and/or rutting of the subgrades in the pavement areas prior to placement of the overlying pavement structure. To allow for placement of a pavement section on a stable subgrade, we recommend consideration be given to stabilization of the pavement subgrade through the addition of Class C fly ash. We recommend blending 13% Class C fly ash by dry weights for the top 12 inches of the subgrade beneath the pavement section to provide stable subgrade support. The blended materials should be adjusted in moisture content to ±2% of standard Proctor optimum moisture and compacted to at least 95% of the materials standard Proctor maximum dry density. Compacting soils slightly dry of optimum moisture for maximum dry density will result in higher compressive strengths. In addition to developing a stable subgrade for the pavement construction, stabilization of subgrade can be utilized to reduce the required asphalt and/or aggregate base for the pavement section. We recommend the pavement section consist of 4 inches of hot bituminous pavement (HBP) overlying 6 inches of aggregate base course (ABC) for drive Earth Engineering Company, Inc. EEC Project No. 15-01-272 October 7, 2015 Page 7 and entry areas. The HBP binder should be grading PG 58-28 or PG 64-22 and the ABC should be Class 5 or Class 6 aggregate base. In areas of truck turning and/or trash truck routes, we recommend the use of Portland cement concrete surface. A minimum of 6 inches of Portland cement concrete supported on a stabilized base should be constructed in these areas. Portland cement concrete for use in the pavement areas should be an exterior pavement mix with a 28-day compressive strength of at least 4,000 psi and should be air entrained. 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. Care should be taken in planning of landscaping adjacent to the residence to avoid features which would pond water adjacent to the foundations or stemwalls. Plants which require an irrigation system and/or cause substantial fluctuations in the moisture content of the subgrade soils should not be placed adjacent to the structure. Lawn watering systems should not be placed within 5 feet of the perimeter of the building. Spray heads should be designed to spray water away from the structure. Roof drains should be designed to discharge at least 5 feet away from the structure and away from paved areas. 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 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 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. 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 Earth Engineering Company Group Symbol Group Name Cu≥4 and 1<Cc≤3E GW Well-graded gravel F Cu<4 and/or 1>Cc>3E 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≤3E SW Well-graded sand I Cu<6 and/or 1>Cc>3E 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 Silts and Clays Liquid Limit 50 or more 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 Unified Soil ClaSSifiCation SyStem 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 Silts and Clays Liquid Limit less than 50 IIf soil contains >15% gravel, add "with gravel" to group name JIf Atterberg limits plots shaded area, soil is a CL- ML, Silty clay GIf fines classify as CL-ML, use dual symbol GC- CM, or SC-SM. 0 10 20 30 40 50 60 0 10 20 30 40 50 60 70 80 90 100 110PLASTICITY 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 PENNY FLATS PHASE 2 FORT COLLINS, COLORADO EEC PROJECT No. 15-01-272 SEPTEMBER 2015 PENNY FLATS PHASE 2 FORT COLLINS, COLORADO PROJECT NO: 15-01-272 DATE:SEPTEMBER 2015 LOG OF BORING B-1 RIG TYPE: CME75 SHEET 1 OF 1 WATER DEPTH FOREMAN: SM START DATE 9/10/2015 WHILE DRILLING None AUGER TYPE: 4" CFA FINISH DATE 9/10/2015 AFTER DRILLING None SPT HAMMER: AUTO SURFACE ELEV N/A 24 HOUR None SOIL DESCRIPTION D N QU MC DD A-LIMITS -200 SWELL TYPE (FEET)(BLOWS/FT)(PSF)(%)(PCF)LL PI (%)PRESSURE % @ 500 PSF FILL: SAND AND GRAVEL (SP-GP)_ _ brown 2 medium dense with a slight amount of clay SS _ _16 6000 8.2 4 SAND AND GRAVEL (SP-GP)SS _ _50/6"--1.5 brown 6 very dense _ _ with cobbles 8 _ _ SS 10 26 9000 17.8 CLAYSTONE _ _ grey/brown/rust 12 moderately hard _ _ 14 CS _ _50/9"9000+12.3 122.7 3000 psf 1.2%@1000 16 _ _ 18 _ _ SS 20 50/11"6000 17.9 _ _ 22 _ _ 24 CS _ _50/4"6000 8.8 86.4 < 1000 psf None@1000 SHALE 26 grey _ _ hard 28 _ _ 30 _ _ 32 _ _ 34 _ _ 35' BOTTOM OF BORING 36 _ _ 38 _ _ 40 _ _ 42 _ _ 44 _ _ 46 _ _ 48 _ _ 50 Earth Engineering Company PENNY FLATS PHASE 2 FORT COLLINS, COLORADO PROJECT NO: 15-01-272 DATE:SEPTEMBER 2015 LOG OF BORING B-2 RIG TYPE: CME75 SHEET 1 OF 1 WATER DEPTH FOREMAN: SM START DATE 9/10/2015 WHILE DRILLING None AUGER TYPE: 4" CFA FINISH DATE 9/10/2015 AFTER DRILLING None SPT HAMMER: AUTO SURFACE ELEV N/A 24 HOUR None SOIL DESCRIPTION D N QU MC DD A-LIMITS -200 SWELL TYPE (FEET)(BLOWS/FT)(PSF)(%)(PCF)LL PI (%)PRESSURE % @ 500 PSF FILL: SAND AND GRAVEL (SP-GP)_ _ brown/dark brown 2 medium dense CS _ _23 9000+9.6 113.3 NL NP 31.7 < 500 psf None clayey 4 SS _ _9 1500 10.1 SAND AND GRAVEL (SP-GP)6 brown _ _ loose 8 _ _ with clay lenses and cobbles SS 10 2 4500 15.1 _ _ 12 _ _ 14 medium dense CS _ _25 --4.5 16 _ _ CLAYSTONE 18 grey/brown/rust _ _ moderately hard CS 20 50/11"--17.9 112.4 1400 psf 0.3%@1000 20' BOTTOM OF BORING _ _ 22 _ _ 24 _ _ 26 _ _ 28 _ _ 30 _ _ 32 _ _ 34 _ _ 36 _ _ 38 _ _ 40 _ _ 42 _ _ 44 _ _ 46 _ _ 48 _ _ 50 Earth Engineering Company PENNY FLATS PHASE 2 FORT COLLINS, COLORADO PROJECT NO: 15-01-272 DATE:SEPTEMBER 2015 LOG OF BORING B-3 RIG TYPE: CME75 SHEET 1 OF 1 WATER DEPTH FOREMAN: SM START DATE 9/10/2015 WHILE DRILLING None AUGER TYPE: 4" CFA FINISH DATE 9/10/2015 AFTER DRILLING None SPT HAMMER: AUTO SURFACE ELEV N/A 24 HOUR None SOIL DESCRIPTION D N QU MC DD A-LIMITS -200 SWELL TYPE (FEET)(BLOWS/FT)(PSF)(%)(PCF)LL PI (%)PRESSURE % @ 500 PSF _ _ FILL: SAND AND GRAVEL (SP-GP)2 brown/dark brown _ _ medium dense 4 clayey CS _ _16 9000+17.6 75.0 < 500 psf None 6 _ _ 8 SANDY LEAN CLAY (CL)_ _ brown SS 10 7 3000 13.0 < 500 psf None stiff _ _ silty with a slight amount of gravel 12 _ _ 14 SAND AND GRAVEL (SP-GP)CS _ _28 --2.1 brown 16 medium dense _ _ with cobbles 18 _ _ BS 20 --1500 9.4 CLAYSTONE _ _ grey/brown/rust 22 moderately hard _ _ 24 SS _ _50/5"--11.3 SHALE 26 grey _ _ hard 28 _ _ 30 _ _ 32 _ _ 34 _ _ 35' BOTTOM OF BORING 36 _ _ 38 _ _ 40 _ _ 42 _ _ 44 _ _ 46 _ _ 48 _ _ 50 Earth Engineering Company PENNY FLATS PHASE 2 FORT COLLINS, COLORADO PROJECT NO: 15-01-272 DATE:SEPTEMBER 2015 LOG OF BORING B-4 RIG TYPE: CME75 SHEET 1 OF 1 WATER DEPTH FOREMAN: SM START DATE 9/10/2015 WHILE DRILLING None AUGER TYPE: 4" CFA FINISH DATE 9/10/2015 AFTER DRILLING None SPT HAMMER: AUTO SURFACE ELEV N/A 24 HOUR None SOIL DESCRIPTION D N QU MC DD A-LIMITS -200 SWELL TYPE (FEET)(BLOWS/FT)(PSF)(%)(PCF)LL PI (%)PRESSURE % @ 500 PSF FILL: SAND AND GRAVEL (SP-GP)_ _ brown/dark brown 2 _ _ SAND AND GRAVEL (SP-GP)4 brown SS _ _50/6"--2.6 very dense 6 with cobbles _ _ 8 _ _ SS 10 50/11"--5.9 _ _ 12 CLAYSTONE _ _ grey/brown/rust 14 moderately hard CS _ _50/8"9000+13.8 119.6 38 25 97.2 2800 psf 1.1%@1000 16 _ _ 18 _ _ SS 20 50/8"9000+12.4 20' BOTTOM OF BORING _ _ 22 _ _ 24 _ _ 26 _ _ 28 _ _ 30 _ _ 32 _ _ 34 _ _ 36 _ _ 38 _ _ 40 _ _ 42 _ _ 44 _ _ 46 _ _ 48 _ _ 50 Earth Engineering Company PENNY FLATS PHASE 2 FORT COLLINS, COLORADO PROJECT NO: 15-01-272 DATE:SEPTEMBER 2015 LOG OF BORING B-5 RIG TYPE: CME75 SHEET 1 OF 1 WATER DEPTH FOREMAN: SM START DATE 9/10/2015 WHILE DRILLING None AUGER TYPE: 4" CFA FINISH DATE 9/10/2015 AFTER DRILLING None SPT HAMMER: AUTO SURFACE ELEV N/A 24 HOUR None SOIL DESCRIPTION D N QU MC DD A-LIMITS -200 SWELL TYPE (FEET)(BLOWS/FT)(PSF)(%)(PCF)LL PI (%)PRESSURE % @ 500 PSF _ _ FILL: SAND AND GRAVEL (SP-GP)2 brown/dark brown _ _ medium dense 4 clayey SS _ _10 --14.7 6 _ _ SANDY LEAN CLAY (CL)8 brown _ _ very stiff CS 10 11 9000+11.2 123.4 26 15 55.6 < 500 psf None silty with a slight amount of gravel _ _ 12 SAND AND GRAVEL (SP-GP)_ _ brown 14 medium dense SS _ _30 --1.6 with cobbles 16 _ _ 18 CLAYSTONE _ _ grey/brown/rust, moderately hard CS 20 50/7"9000+8.2 122.9 4200 psf 1.6%@1000 20' BOTTOM OF BORING _ _ 22 _ _ 24 _ _ 26 _ _ 28 _ _ 30 _ _ 32 _ _ 34 _ _ 36 _ _ 38 _ _ 40 _ _ 42 _ _ 44 _ _ 46 _ _ 48 _ _ 50 Earth Engineering Company PENNY FLATS PHASE 2 FORT COLLINS, COLORADO PROJECT NO: 15-01-272 DATE:SEPTEMBER 2015 LOG OF BORING B-6 RIG TYPE: CME75 SHEET 1 OF 1 WATER DEPTH FOREMAN: SM START DATE 9/10/2015 WHILE DRILLING None AUGER TYPE: 4" CFA FINISH DATE 9/10/2015 AFTER DRILLING None SPT HAMMER: AUTO SURFACE ELEV N/A 24 HOUR None SOIL DESCRIPTION D N QU MC DD A-LIMITS -200 SWELL TYPE (FEET)(BLOWS/FT)(PSF)(%)(PCF)LL PI (%)PRESSURE % @ 500 PSF FILL: SAND AND GRAVEL (SP-GP)_ _ brown/dark brown 2 SS _ _8 --6.3 SAND AND GRAVEL (SP-GP)4 brown CS _ _8 9000+8.2 113.8 < 500 psf None loose 6 clayey with cobbles _ _ 8 _ _ medium dense SS 10 25 --2.4 _ _ 12 CLAYSTONE _ _ grey/brown/rust 14 moderately hard CS _ _50/8"9000+14.6 117.9 3200 psf 1.0%@1000 16 _ _ 18 _ _ SS 20 34/9"9000+16.0 _ _ 22 _ _ 24 CS _ _50/6"8000 10.2 85.9 38 18 95.0 < 1000 psf None@1000 SHALE 26 grey _ _ hard 28 _ _ 30 _ _ 32 _ _ 34 _ _ 35' BOTTOM OF BORING 36 _ _ 38 _ _ 40 _ _ 42 _ _ 44 _ _ 46 _ _ 48 _ _ 50 Earth Engineering Company PENNY FLATS PHASE 2 FORT COLLINS, COLORADO PROJECT NO: 15-01-272 DATE:SEPTEMBER 2015 LOG OF BORING B-7 RIG TYPE: CME75 SHEET 1 OF 1 WATER DEPTH FOREMAN: SM START DATE 9/10/2015 WHILE DRILLING None AUGER TYPE: 4" CFA FINISH DATE 9/10/2015 AFTER DRILLING None SPT HAMMER: AUTO SURFACE ELEV N/A 24 HOUR None SOIL DESCRIPTION D N QU MC DD A-LIMITS -200 SWELL TYPE (FEET)(BLOWS/FT)(PSF)(%)(PCF)LL PI (%)PRESSURE % @ 500 PSF FILL: SAND AND GRAVEL (SP-GP)_ _ brown/dark brown 2 loose, clayey SS _ _9 --9.0 4 SAND AND GRAVEL (SP-GP)CS _ _16 9000+5.0 127.1 brown 6 medium dense _ _ with cobbles 8 _ _ BS 10 ----2.1 _ _ 12 CLAYSTONE _ _ grey/brown/rust 14 moderately hard CS _ _50/11"9000+12.7 121.3 5600 psf 2.9%@1000 16 _ _ 18 _ _ SS 20 50/6"6500 11.6 20' BOTTOM OF BORING _ _ 22 _ _ 24 _ _ 26 _ _ 28 _ _ 30 _ _ 32 _ _ 34 _ _ 36 _ _ 38 _ _ 40 _ _ 42 _ _ 44 _ _ 46 _ _ 48 _ _ 50 Earth Engineering Company PENNY FLATS PHASE 2 FORT COLLINS, COLORADO PROJECT NO: 15-01-272 DATE:SEPTEMBER 2015 LOG OF BORING B-8 RIG TYPE: CME75 SHEET 1 OF 1 WATER DEPTH FOREMAN: SM START DATE 9/10/2015 WHILE DRILLING None AUGER TYPE: 4" CFA FINISH DATE 9/10/2015 AFTER DRILLING None SPT HAMMER: AUTO SURFACE ELEV N/A 24 HOUR None SOIL DESCRIPTION D N QU MC DD A-LIMITS -200 SWELL TYPE (FEET)(BLOWS/FT)(PSF)(%)(PCF)LL PI (%)PRESSURE % @ 500 PSF FILL: SAND AND GRAVEL (SP-GP)_ _ brown/dark brown 2 clayey _ _ 4 CS _ _14 9000+8.5 115.5 < 500 psf None SANDY LEAN CLAY (CL)6 brown _ _ very stiff 8 silty with gravel _ _ SS 10 16 9000 13.2 _ _ SAND AND GRAVEL (SP-GP)12 brown _ _ medium dense 14 clayey SS _ _24 5500 11.5 16 CLAYSTONE _ _ grey/brown/rust 18 moderately hard _ _ CS 20 50/7"9000+11.0 121.6 2400 psf 0.5%@1000 20' BOTTOM OF BORING _ _ 22 _ _ 24 _ _ 26 _ _ 28 _ _ 30 _ _ 32 _ _ 34 _ _ 36 _ _ 38 _ _ 40 _ _ 42 _ _ 44 _ _ 46 _ _ 48 _ _ 50 Earth Engineering Company PENNY FLATS PHASE 2 FORT COLLINS, COLORADO PROJECT NO: 15-01-272 DATE:SEPTEMBER 2015 LOG OF BORING B-9 RIG TYPE: CME75 SHEET 1 OF 1 WATER DEPTH FOREMAN: SM START DATE 9/10/2015 WHILE DRILLING None AUGER TYPE: 4" CFA FINISH DATE 9/10/2015 AFTER DRILLING None SPT HAMMER: AUTO SURFACE ELEV N/A 24 HOUR None SOIL DESCRIPTION D N QU MC DD A-LIMITS -200 SWELL TYPE (FEET)(BLOWS/FT)(PSF)(%)(PCF)LL PI (%)PRESSURE % @ 500 PSF FILL: SAND AND GRAVEL (SP-GP)_ _ brown/dark brown, clayey 2 SS _ _40 --28.4 SAND AND GRAVEL (SP-GP)4 brown SS _ _50 --4.2 very dense 6 with cobbles _ _ 8 _ _ SS 10 50/4"--1.6 _ _ 12 CLAYSTONE _ _ grey/brown/rust 14 moderately hard CS _ _50/10"9000+15.4 116.6 42 22 96.5 3400 psf 1.2%@1000 16 _ _ 18 _ _ SS 20 50/11"9000+15.5 20' BOTTOM OF BORING _ _ 22 _ _ 24 _ _ 26 _ _ 28 _ _ 30 _ _ 32 _ _ 34 _ _ 36 _ _ 38 _ _ 40 _ _ 42 _ _ 44 _ _ 46 _ _ 48 _ _ 50 Earth Engineering Company PENNY FLATS PHASE 2 FORT COLLINS, COLORADO PROJECT NO: 15-01-272 DATE:SEPTEMBER 2015 LOG OF BORING B-10 RIG TYPE: CME75 SHEET 1 OF 1 WATER DEPTH FOREMAN: SM START DATE 9/10/2015 WHILE DRILLING None AUGER TYPE: 4" CFA FINISH DATE 9/10/2015 AFTER DRILLING None SPT HAMMER: AUTO SURFACE ELEV N/A 24 HOUR None SOIL DESCRIPTION D N QU MC DD A-LIMITS -200 SWELL TYPE (FEET)(BLOWS/FT)(PSF)(%)(PCF)LL PI (%)PRESSURE % @ 500 PSF FILL: SAND AND GRAVEL (SP-GP)_ _ brown/dark brown 2 _ _ SAND AND GRAVEL (SP-GP)4 brown SS _ _42 --1.9 dense 6 with cobbles _ _ 8 _ _ SS 10 22 9000+19.5 CLAYSTONE _ _ grey/brown/rust 12 moderately hard _ _ 14 CS _ _48 9000+15.2 116.4 5000 psf 2.4%@1000 16 _ _ 18 _ _ SS 20 50/6"--8.7 _ _ 22 _ _ 24 CS _ _50/4"9000+10.6 121.5 11000 psf 8.5%@1000 SHALE 26 grey _ _ moderately hard 28 _ _ 30 _ _ 32 _ _ 34 _ _ 35' BOTTOM OF BORING 36 _ _ 38 _ _ 40 _ _ 42 _ _ 44 _ _ 46 _ _ 48 _ _ 50 Earth Engineering Company PENNY FLATS PHASE 2 FORT COLLINS, COLORADO PROJECT NO: 15-01-272 DATE:SEPTEMBER 2015 LOG OF BORING B-11 RIG TYPE: CME75 SHEET 1 OF 1 WATER DEPTH FOREMAN: SM START DATE 9/10/2015 WHILE DRILLING None AUGER TYPE: 4" CFA FINISH DATE 9/10/2015 AFTER DRILLING None SPT HAMMER: AUTO SURFACE ELEV N/A 24 HOUR None SOIL DESCRIPTION D N QU MC DD A-LIMITS -200 SWELL TYPE (FEET)(BLOWS/FT)(PSF)(%)(PCF)LL PI (%)PRESSURE % @ 500 PSF FILL: SAND AND GRAVEL (SP-GP)_ _ brown/dark brown 2 with a slight amount of clay SS _ _6 4500 8.4 4 SAND AND GRAVEL (SP-GP)CS _ _12 9000+7.8 122.1 25 11 41.4 < 500 psf None brown 6 medium dense _ _ clayey with cobbles 8 _ _ very dense SS 10 50/5"--2.5 _ _ 12 CLAYSTONE _ _ grey/brown/rust 14 moderately hard SS _ _50 9000+15.8 16 _ _ 18 _ _ CS 20 50/7"9000+14.3 118.0 1800 psf 0.5%@1000 _ _ 22 _ _ 24 SS _ _50/5"--9.3 26 _ _ 28 _ _ SHALE 30 grey _ _ hard 32 _ _ 34 _ _ 35' BOTTOM OF BORING 36 _ _ 38 _ _ 40 _ _ 42 _ _ 44 _ _ 46 _ _ 48 _ _ 50 Earth Engineering Company SWELL / CONSOLIDATION TEST RESULTS Material Description:Grey/Brown/Rust Claystone Sample Location:B-1, S-4 @ 14' Liquid Limit: --Plasticity Index: -- % Passing #200: -- Beginning Moisture: 12.8%Dry Density: 122.7 pcf Ending Moisture: 15.3% Swell Pressure: 3000 psf % Swell @ 1000 psf:1.2% Project: Penny Flats Phase 2 Fort Collins, Colorado Project No.: 15-01-272 Date: September 2015 -10 -8 -6 -4 -2 0 2 4 6 8 10 0.01 0.1 1 10Percent MovementLoad (TSF) Water AddedSwell Consolidation SWELL / CONSOLIDATION TEST RESULTS Material Description:Grey Shale Sample Location:B-1, S-6 @ 24' Liquid Limit: --Plasticity Index: -- % Passing #200: -- Beginning Moisture: 8.8%Dry Density: 86.4 pcf Ending Moisture: 22.1% Swell Pressure: < 1000 psf % Swell @ 1000 psf:None Project: Penny Flats Phase 2 Fort Collins, Colorado Project No.: 15-01-272 Date: September 2015 -10 -8 -6 -4 -2 0 2 4 6 8 10 0.01 0.1 1 10Percent MovementLoad (TSF) Water AddedSwell Consolidation SWELL / CONSOLIDATION TEST RESULTS Material Description:Fill: Brown/Dark Brown Clayey Sand and Gravel Sample Location:B-2, S-1 @ 2' Liquid Limit: NL Plasticity Index: NP % Passing #200: 31.7 Beginning Moisture: 11.4%Dry Density: 113.3 pcf Ending Moisture: 19.8% Swell Pressure: < 500 psf % Swell @ 500 psf:None Project: Penny Flats Phase 2 Fort Collins, Colorado Project No.: 15-01-272 Date: September 2015 -10 -8 -6 -4 -2 0 2 4 6 8 10 0.01 0.1 1 10Percent MovementLoad (TSF) Water AddedSwell Consolidation SWELL / CONSOLIDATION TEST RESULTS Material Description:Grey/Brown/Rust Claystone Sample Location:B-2, S-5 @ 19' Liquid Limit: --Plasticity Index: -- % Passing #200: -- Beginning Moisture: 16.9%Dry Density: 112.4 pcf Ending Moisture: 19.7% Swell Pressure: 1400 psf % Swell @ 1000 psf:0.3% Project: Penny Flats Phase 2 Fort Collins, Colorado Project No.: 15-01-272 Date: September 2015 -10 -8 -6 -4 -2 0 2 4 6 8 10 0.01 0.1 1 10Percent MovementLoad (TSF) Water AddedSwell Consolidation SWELL / CONSOLIDATION TEST RESULTS Material Description:Fill: Brown/Dark Brown Clayey Sand and Gravel Sample Location:B-3, S-1 @ 4' Liquid Limit: --Plasticity Index: -- % Passing #200: -- Beginning Moisture: 17.6%Dry Density: 75.0 pcf Ending Moisture: 48.5% Swell Pressure: < 500 psf % Swell @ 500 psf:None Project: Penny Flats Phase 2 Fort Collins, Colorado Project No.: 15-01-272 Date: September 2015 -10 -8 -6 -4 -2 0 2 4 6 8 10 0.01 0.1 1 10Percent MovementLoad (TSF) Water AddedSwell Consolidation SWELL / CONSOLIDATION TEST RESULTS Material Description:Brown Sandy Lean Clay Sample Location:B-3, S-2 @ 9' Liquid Limit: --Plasticity Index: -- % Passing #200: -- Beginning Moisture: 16.3%Dry Density: 97.0 pcf Ending Moisture: 20.2% Swell Pressure: < 500 psf % Swell @ 500 psf:None Project: Penny Flats Phase 2 Fort Collins, Colorado Project No.: 15-01-272 Date: September 2015 -10 -8 -6 -4 -2 0 2 4 6 8 10 0.01 0.1 1 10Percent MovementLoad (TSF) Water AddedSwell Consolidation SWELL / CONSOLIDATION TEST RESULTS Material Description:Grey/Brown/Rust Claystone Sample Location:B-4, S-3 @ 14' Liquid Limit: 38 Plasticity Index: 25 % Passing #200: 97.2 Beginning Moisture: 13.6%Dry Density: 119.6 pcf Ending Moisture: 17.2% Swell Pressure: 2800 psf % Swell @ 1000 psf:1.1% Project: Penny Flats Phase 2 Fort Collins, Colorado Project No.: 15-01-272 Date: September 2015 -10 -8 -6 -4 -2 0 2 4 6 8 10 0.01 0.1 1 10Percent MovementLoad (TSF) Water AddedSwell Consolidation SWELL / CONSOLIDATION TEST RESULTS Material Description:Brown Sandy Lean Clay Sample Location:B-5, S-2 @ 9' Liquid Limit: 26 Plasticity Index: 15 % Passing #200: 55.6 Beginning Moisture: 12.5%Dry Density: 123.4 pcf Ending Moisture: 14.3% Swell Pressure: < 500 psf % Swell @ 1000 psf:None Project: Penny Flats Phase 2 Fort Collins, Colorado Project No.: 15-01-272 Date: September 2015 -10 -8 -6 -4 -2 0 2 4 6 8 10 0.01 0.1 1 10Percent MovementLoad (TSF) Water AddedSwell Consolidation SWELL / CONSOLIDATION TEST RESULTS Material Description:Grey/Brown/Rust Claystone Sample Location:B-5, S-4 @ 19' Liquid Limit: --Plasticity Index: -- % Passing #200: -- Beginning Moisture: 13.9%Dry Density: 122.9 pcf Ending Moisture: 16.6% Swell Pressure: 4200 psf % Swell @ 1000 psf:1.6% Project: Penny Flats Phase 2 Fort Collins, Colorado Project No.: 15-01-272 Date: September 2015 -10 -8 -6 -4 -2 0 2 4 6 8 10 0.01 0.1 1 10Percent MovementLoad (TSF) Water AddedSwell Consolidation SWELL / CONSOLIDATION TEST RESULTS Material Description:Brown Clayey Sand and Gravel Sample Location:B-6, S-2 @ 4' Liquid Limit: --Plasticity Index: -- % Passing #200: -- Beginning Moisture: 8.4%Dry Density: 113.8 pcf Ending Moisture: 16.1% Swell Pressure: < 500 psf % Swell @ 1000 psf:None Project: Penny Flats Phase 2 Fort Collins, Colorado Project No.: 15-01-272 Date: September 2015 -10 -8 -6 -4 -2 0 2 4 6 8 10 0.01 0.1 1 10Percent MovementLoad (TSF) Water AddedSwell Consolidation SWELL / CONSOLIDATION TEST RESULTS Material Description:Grey/Brown/Rust Claystone Sample Location:B-6, S-4 @ 14' Liquid Limit: --Plasticity Index: -- % Passing #200: -- Beginning Moisture: 16.0%Dry Density: 117.9 pcf Ending Moisture: 18.2% Swell Pressure: 3200 psf % Swell @ 1000 psf:1.0% Project: Penny Flats Phase 2 Fort Collins, Colorado Project No.: 15-01-272 Date: September 2015 -10 -8 -6 -4 -2 0 2 4 6 8 10 0.01 0.1 1 10Percent MovementLoad (TSF) Water AddedSwell Consolidation SWELL / CONSOLIDATION TEST RESULTS Material Description:Grey Shale Sample Location:B-6, S-6 @ 24' Liquid Limit: 38 Plasticity Index: 18 % Passing #200: 95.0 Beginning Moisture: 10.1%Dry Density: 85.9 pcf Ending Moisture: 22.7% Swell Pressure: < 1000 psf % Swell @ 1000 psf:None Project: Penny Flats Phase 2 Fort Collins, Colorado Project No.: 15-01-272 Date: September 2015 -10 -8 -6 -4 -2 0 2 4 6 8 10 0.01 0.1 1 10Percent MovementLoad (TSF) Water AddedSwell Consolidation SWELL / CONSOLIDATION TEST RESULTS Material Description:Grey/Brown/Rust Claystone Sample Location:B-7, S-4 @ 14' Liquid Limit: --Plasticity Index: -- % Passing #200: -- Beginning Moisture: 11.3%Dry Density: 121.3 pcf Ending Moisture: 17.2% Swell Pressure: 5600 psf % Swell @ 1000 psf:2.9% Project: Penny Flats Phase 2 Fort Collins, Colorado Project No.: 15-01-272 Date: September 2015 -10 -8 -6 -4 -2 0 2 4 6 8 10 0.01 0.1 1 10Percent MovementLoad (TSF) Water AddedSwell Consolidation SWELL / CONSOLIDATION TEST RESULTS Material Description:Brown Sandy Lean Clay with Gravel Sample Location:B-8, S-1 @ 4' Liquid Limit: --Plasticity Index: -- % Passing #200: -- Beginning Moisture: 7.4%Dry Density: 115.5 pcf Ending Moisture: 16.4% Swell Pressure: < 500 psf % Swell @ 500 psf:None Project: Penny Flats Phase 2 Fort Collins, Colorado Project No.: 15-01-272 Date: September 2015 -10 -8 -6 -4 -2 0 2 4 6 8 10 0.01 0.1 1 10Percent MovementLoad (TSF) Water AddedSwell Consolidation SWELL / CONSOLIDATION TEST RESULTS Material Description:Grey/Brown/Rust Claystone Sample Location:B-8, S-4 @ 19' Liquid Limit: --Plasticity Index: -- % Passing #200: -- Beginning Moisture: 15.7%Dry Density: 121.6 pcf Ending Moisture: 16.8% Swell Pressure: 2400 psf % Swell @ 1000 psf:0.5% Project: Penny Flats Phase 2 Fort Collins, Colorado Project No.: 15-01-272 Date: September 2015 -10 -8 -6 -4 -2 0 2 4 6 8 10 0.01 0.1 1 10Percent MovementLoad (TSF) Water AddedSwell Consolidation SWELL / CONSOLIDATION TEST RESULTS Material Description:Grey/Brown/Rust Claystone Sample Location:B-9, S-4 @ 14' Liquid Limit: 42 Plasticity Index: 22 % Passing #200: 96.5 Beginning Moisture: 14.6%Dry Density: 116.6 pcf Ending Moisture: 17.3% Swell Pressure: 3400 psf % Swell @ 1000 psf:1.2% Project: Penny Flats Phase 2 Fort Collins, Colorado Project No.: 15-01-272 Date: September 2015 -10 -8 -6 -4 -2 0 2 4 6 8 10 0.01 0.1 1 10Percent MovementLoad (TSF) Water AddedSwell Consolidation SWELL / CONSOLIDATION TEST RESULTS Material Description:Grey/Brown/Rust Claystone Sample Location:B-10, S-3 @ 14' Liquid Limit: --Plasticity Index: -- % Passing #200: -- Beginning Moisture: 16.6%Dry Density: 116.4 pcf Ending Moisture: 18.6% Swell Pressure: 5000 psf % Swell @ 1000 psf:2.4% Project: Penny Flats Phase 2 Fort Collins, Colorado Project No.: 15-01-272 Date: September 2015 -10 -8 -6 -4 -2 0 2 4 6 8 10 0.01 0.1 1 10Percent MovementLoad (TSF) Water AddedSwell Consolidation SWELL / CONSOLIDATION TEST RESULTS Material Description:Grey/Brown/Rust Claystone Sample Location:B-10, S-5 @ 24' Liquid Limit: --Plasticity Index: -- % Passing #200: -- Beginning Moisture: 8.8%Dry Density: 121.5 pcf Ending Moisture: 16.9% Swell Pressure: 11000 psf % Swell @ 1000 psf:8.5% Project: Penny Flats Phase 2 Fort Collins, Colorado Project No.: 15-01-272 Date: September 2015 -10 -8 -6 -4 -2 0 2 4 6 8 10 0.01 0.1 1 10Percent MovementLoad (TSF) Water AddedSwell Consolidation SWELL / CONSOLIDATION TEST RESULTS Material Description:Brown Clayey Sand and Gravel Sample Location:B-11, S-2 @ 4' Liquid Limit: 25 Plasticity Index: 11 % Passing #200: 41.4 Beginning Moisture: 7.9%Dry Density: 122.1 pcf Ending Moisture: 15.8% Swell Pressure: < 500 psf % Swell @ 500 psf:None Project: Penny Flats Phase 2 Fort Collins, Colorado Project No.: 15-01-272 Date: September 2015 -10 -8 -6 -4 -2 0 2 4 6 8 10 0.01 0.1 1 10Percent MovementLoad (TSF) Water AddedSwell Consolidation SWELL / CONSOLIDATION TEST RESULTS Material Description:Grey/Brown/Rust Claystone Sample Location:B-11, S-5 @ 19' Liquid Limit: --Plasticity Index: -- % Passing #200: -- Beginning Moisture: 14.8%Dry Density: 118.0 pcf Ending Moisture: 19.0% Swell Pressure: 1800 psf % Swell @ 1000 psf:0.5% Project: Penny Flats Phase 2 Fort Collins, Colorado Project No.: 15-01-272 Date: September 2015 -10 -8 -6 -4 -2 0 2 4 6 8 10 0.01 0.1 1 10Percent MovementLoad (TSF) Water AddedSwell Consolidation