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HomeMy WebLinkAboutWATERFIELD FOURTH FILING - FDP190009 - SUBMITTAL DOCUMENTS - ROUND 1 - GEOTECHNICAL (SOILS) REPORTSUPPLEMENTAL SUBSURFACE EXPLORATION REPORT WATERFIELD 3RD FILING – TIMBERLINE ROAD AND EAST VINE DRIVE EVALUATION OF GROUNDWATER/SUBSURFACE CONDITIONS FORT COLLINS, COLORADO EEC PROJECT NO. 1182033 Prepared for: Thrive Home Builders 1875 Lawrence St., Suite 900 Denver, CO, 80202 Attn: Mr. Steven Nichols (snichols@thrivehomebuilders.com) Prepared by: Earth Engineering Consultants, LLC 4396 Greenfield Drive Windsor, Colorado 80550 4396 GREENFIELD DRIVE WINDSOR, COLORADO 80550 (970) 545-3908 FAX (970) 663-0282 www.earth-engineering.com May 22, 2018 Thrive Home Builders 1875 Lawrence St., Suite 900 Denver, CO, 80202 Attn: Mr. Steven Nichols (snichols@thrivehomebuilders.com) Re: Supplemental Subsurface Exploration Report Waterfield 3rd Filing - Timberline Road and East Vine Drive Evaluation of Groundwater/Subsurface Conditions Fort Collins, Colorado EEC Project No. 1182033 Mr. Nichols: Earth Engineering Consultants, LLC (EEC) personnel have completed the supplemental subsurface exploration and the installation of the requested three (3) long-term groundwater monitoring wells (MWs), the two (2) temporary piezometers (PZs), and the four (4) bedrock exploratory borings for the referenced project. The purpose of our supplemental assessment was to provide a mechanism to measure and evaluate the groundwater fluctuations and characteristics across the property to assist Miller Groundwater Engineering, LLC in the evaluation of a possible area underdrain system. This supplemental study was completed in general accordance with our proposal dated April 13, 2018. For this phase of the project we understand the installation of the requested three (3) MWs, two (2) PZs (registered with the State of Colorado – Division of Water Resources), and four (4) exploratory borings will assist the design team in evaluating the necessity and possible design of an area underdrain system for the property in an effort to develop the site for residential construction. SITE EXPLORATION AND TESTING PROCEDURES As part of this study, EEC personnel completed three (3) MWs, two (2) PZs, and four (4) bedrock exploratory borings at the approximate locations as indicated on the site diagrams included with this report. The borings were extended to depths of approximately 20 to 65 feet below existing site grades. Upon completion of the drilling operations, the boreholes labeled herein as MW-1 through MW-3 were converted to approximate 20 to 25 feet PVC cased Earth Engineering Consultants, LLC EEC Project No. 1182033 Supplemental Subsurface Exploration Report – Waterfield 3rd Filing Fort Collins, Colorado May 22, 2018 Page 2 monitoring wells while the boreholes labeled herein as PZ-1 and PZ-2 were converted to temporary approximate 20 to 25 feet hand/field slotted piezometers, for use to develop groundwater characteristics. Results of the field and laboratory testing completed for this assessment are included with this report. The three (3) MW, two (2) PZ, and the four (4) bedrock exploratory boring locations were established in the field prior to drilling by EEC personnel, with the assistance from Calvin Miller, P.E., PhD, with Miller Groundwater Engineering, LLC, by use of a hand-held GPS unit and by pacing from identifiable site features at locations accessible to our drilling equipment. The boring locations are presented on the attached boring location diagrams. As presented on the enclosed site diagrams, bedrock exploratory borings were drilled adjacent to MW-1, PZ-2, MW-2 and MW-3, respectively, and labeled as B-1 through B-4. The soil borings were completed using a truck-mounted, CME 75 drill rig equipped with a hydraulic head employed in drilling and sampling operations. The boreholes were advanced using 4¼-inch nominal ID hollow stem augers to maintain open boreholes for sampling and PVC piezometer/pipe installation. Samples of the subsurface materials encountered were obtained using the split barrel/Standard Penetration Test (SPT) sampling procedures in general accordance with ASTM Specifications D1586. In the split-barrel sampling procedure, standard sampling spoons are driven into the ground by means of a 140-pound hammer falling a distance of 30 inches. The number of blows required to advance the split barrel sampler is recorded and is used to estimate the in-situ relative density of cohesionless soils and, to a lesser degree of accuracy, the consistency of cohesive soils. All samples obtained in the field were sealed and returned to our laboratory for further examination, classification and testing. After completing the drilling and sampling, and prior to removal of the hollow stem augers, PVC casings were installed in the open boreholes through the hollow stem augers. The MWs were constructed with 2-inch nominal diameter schedule 40 manufactured well screen and riser pipe. In general, the MWs consisted of a 15-foot section of flush threaded slotted well screen to depths as indicated on the enclosed boring logs, with flush threaded solid riser pipe, as required, to extend the MWs above ground surface elevations. The screened portion of the MWs were backfilled with 10/20 silica sand, with an approximate 2-foot bentonite plug/seal placed above the sand layer, and then backfilled with a blend of the auger cuttings generated and bentonite to the existing ground surface elevations. For the piezometers (PZs) a hand/field slotted 1-inch Earth Engineering Consultants, LLC EEC Project No. 1182033 Supplemental Subsurface Exploration Report – Waterfield 3rd Filing Fort Collins, Colorado May 22, 2018 Page 3 diameter PVC casing was installed in each borehole. Cross-sectional schematics of the MW/PZ installations are indicated on the attached boring logs. The State of Colorado Division of Water Resources was notified of intent to construct monitoring holes prior to beginning the field exploration. Copies of those notices with acknowledgement from the State Engineer’s Office are available upon request. The well construction and test reports will be provided to the Division of Water Resources including copies of the boring logs provided with this report. If the monitoring wells (MWs) will remain in place longer than one year, it will be necessary to notify the Division of Water Resources and complete registration of those wells. Installation was completed by a licensed water well driller, (Drilling Engineers of Fort Collins), and was completed in accordance with the water well construction rules from the Division of Water Resources. Laboratory testing completed on recovered samples included moisture content and visual classification of the samples. Atterberg limits tests were completed on selected samples to evaluate the soil’s plasticity. Washed sieve analyses were also completed on selected samples to evaluate the grain size distribution of the subsurface materials encountered. The grain size distribution samples were recovered in a standard split-barrel sampler so that any larger size materials in the subsoils would be excluded from the test samples. Results of the outlined tests are indicated on the attached boring logs and summary sheets. As 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 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. Classification of the bedrock was based on visual and tactual observation of disturbed samples and auger cuttings. Coring and/or petrographic analysis may reveal other rock types. SITE AND SUBSURFACE CONDITIONS The Waterfield 3rd Filing Development is located north of East Vine Drive and west of North Timberline Road, in north Fort Collins, Colorado. The property is generally undeveloped and exhibits positive surface drainage toward the southwest with an estimated relief across the site on the order of about 20 to 40 feet. Earth Engineering Consultants, LLC EEC Project No. 1182033 Supplemental Subsurface Exploration Report – Waterfield 3rd Filing Fort Collins, Colorado May 22, 2018 Page 4 An EEC field engineer was on-site during drilling to direct the drilling activities and evaluate the subsurface materials encountered. Field descriptions of the materials encountered were based on visual and tactual observation of disturbed samples and auger cuttings. The 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 field and laboratory evaluation, subsurface conditions can be generalized as follows. Vegetation and topsoil was encountered at the surface of each boring. Underlying the topsoil/vegetation layer was generally a zone of cohesive subsoils classified lean clay with varying amounts of sand and/or clayey sand, extending to depths of approximately 9 to 41 feet below the ground surface. Sand was encountered below the surficial layers in boring B-3. Underlying the cohesive soils was sand with varying amounts of gravel extending to the depths explored in the borings B-1 through B-4 and depths of approximately 37 to 63 feet below the ground surface. Claystone bedrock was encountered below the granular soils in the bedrock exploration borings, and extending to the depths explored, approximately 40 to 65 feet below the existing ground surface. The stratification boundaries indicated on the boring logs represent the approximate locations of changes in soil and bedrock types. In-situ, the transition of materials may be gradual and indistinct. Groundwater Observations Observations were made while drilling and after the completion of drilling to detect the presence and level of free water. Subsequent groundwater measurements were also performed on May 7, 2018. Groundwater and/or the presence of a piezometric water surface, was generally observed at depths ranging from approximately 8½ to 14½ feet below ground surface as indicated on the enclosed boring logs. The measured depths to groundwater are recorded near the upper right- hand corner of each boring log included with this report. Groundwater measurements provided with this report are indicative of groundwater levels at the locations and at the time the borings/groundwater measurements were completed. Perched and/or trapped water may be encountered in more permeable zones in the subgrade soils at different times throughout the year. Perched water is commonly encountered in soils immediately overlying less permeable clay zones or seams. Fluctuations in ground water levels and in the location and amount of perched/trapped water may occur over time depending on Earth Engineering Consultants, LLC EEC Project No. 1182033 Supplemental Subsurface Exploration Report – Waterfield 3rd Filing Fort Collins, Colorado May 22, 2018 Page 5 variations in hydrologic conditions, irrigation activities on this and surrounding properties and other conditions not apparent at the time of this report. ANALYSIS AND RECOMMENDATIONS Preliminary Basement Design and Construction We provide the following information to assist the ownership group and/or the civil design engineers in the determination if an area wide underdrain system is required to allow for basement construction across the Waterfield 3rd Filing Development. Groundwater was encountered across the site within the nine (9) supplemental MW’s/PZ’s and bedrock exploration borings at approximate depths of 8½ to 14½ feet below existing site grades. If lower level construction for full-depth basements is being considered for the site, we would suggest that the lower level subgrade(s) be placed a minimum of 4-feet above maximum anticipated rise in groundwater levels, or a combination exterior and interior perimeter drainage system(s) be installed. Consideration could also be given to 1) either designing and installing an area underdrain system to lower the groundwater levels provided a gravity discharge point can be established. If a gravity outlet/system cannot be designed another consideration would be to design and install a mechanical sump pump system to discharge the collected groundwater within the underdrain system, or 2) elevate/raise the site grades to establish the minimum required four (4) foot separation to the maximum anticipated rise in groundwater. EEC is available to assist in the underdrain design if requested. The following information should be considered, which as previously mentioned, would be to install an interior and exterior perimeter drainage system for each individual residence, regardless if an area wide underdrain system were to be designed and installed. To reduce the potential for groundwater to enter the lower level/basement area of the structure(s), installation of a dewatering system for each residence is recommended. The dewatering system should, at a minimum, include an underslab gravel drainage layer sloped to an interior perimeter drainage system. The following provides design recommendations for both interior and exterior perimeter drainage systems for each residence. The underslab drainage system should consist of a properly sized perforated pipe, embedded in free-draining gravel, placed in a trench at least 12 inches in width. The trench should be inset Earth Engineering Consultants, LLC EEC Project No. 1182033 Supplemental Subsurface Exploration Report – Waterfield 3rd Filing Fort Collins, Colorado May 22, 2018 Page 6 from the interior edge of the nearest foundation a minimum of 12 inches. In addition, the trench should be located such that an imaginary line extending downward at a 45-degree angle from the foundation does not intersect the nearest edge of the trench. Gravel should extend a minimum of 3 inches beneath the bottom of the pipe. The underslab drainage system should be sloped at a minimum 1/8 inch per foot to a suitable outlet, such as a sump and pump system. The underslab drainage layer should consist of a minimum 6-inch thickness of free-draining gravel meeting the specifications of ASTM C33, Size No. 57 or 67 or equivalent. Cross- connecting drainage pipes should be provided beneath the slab at minimum 15-foot intervals, and should discharge to the perimeter drainage system. Sizing of drainage pipe will be dependent upon groundwater flow into the dewatering system. Groundwater flow rates will fluctuate with permeability of the soils to be dewatered and the depth to which groundwater may rise in the future. Pump tests to determine groundwater flow rates are recommended in order to properly design the system. For preliminary design purposes, the drainage pipe, sump and pump system should be sized for a projected flow of 0.5 x 10-3 cubic feet per second (cfs) per lineal foot of drainage pipe. Additional recommendations can be provided upon request and should be presented in final subsurface exploration reports for each residential lot. To reduce the potential for surface water infiltration from impacting foundation bearing soils and/or entering any planned below grade portion of any residential structure, installation of an exterior perimeter drainage system is recommended. This drainage system should be constructed around the exterior perimeter of the lower level/below grade foundation system, and sloped at a minimum 1/8 inch per foot to a suitable outlet, such as a sump and pump system. The exterior drainage system should consist of a properly sized perforated pipe, embedded in free-draining gravel, placed in a trench at least 12 inches in width. Gravel should extend a minimum of 3 inches beneath the bottom of the pipe, and at least 2 feet above the bottom of the foundation wall. The system should be underlain with a polyethylene moisture barrier, sealed to the foundation walls, and extended at least to the edge of the backfill zone. The gravel should be covered with drainage fabric prior to placement of foundation backfill. Earth Engineering Consultants, LLC EEC Project No. 1182033 Supplemental Subsurface Exploration Report – Waterfield 3rd Filing Fort Collins, Colorado May 22, 2018 Page 7 Other Considerations and Recommendations Groundwater was observed at an approximate depth of 8½ to 14½ feet below present site grades. Excavations extending to the wetter soils could create difficulties for backfilling of the utility/pipe trenches with drying of the subgrade soils required to use those materials as backfill. In general, the subgrade soils could be used as backfill soils although care will be necessary to maintain sufficient moisture to reduce potential for post-construction movement. Excavations into the on-site soils will encounter a variety of conditions. Excavations into the clays can be expected to stand on relatively steep temporary slopes during construction; however, caving soils may also be encountered within the underlying granular soils, especially in close proximity to the groundwater table. Groundwater seepage should also be anticipated for utility excavations. Pumping from sumps may be utilized to control water within the excavations. Well points may be required for significant groundwater flow, or where excavations penetrate groundwater to a significant depth. The individual contractor(s) should be made responsible for designing and constructing stable, temporary excavations as required to maintain stability of both the excavation sides and bottom. All excavations should be sloped or shored in the interest of safety following local and federal regulations, including current OSHA excavation and trench safety standards. GENERAL COMMENTS The analysis and information presented in this report is based upon the data obtained from the soil borings performed at the indicated locations as discussed in this report. This report does not reflect any variations which may occur between boring 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. This report has been prepared for the exclusive use of Thrive Home Builders, 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 modified or verified in writing by the geotechnical engineer. 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 WATERFIELD 3RD FILING FORT COLLINS, COLORADO EEC PROJECT NO. 1182033 MAY 2018 1 1 11 22 2 2 Figure 1: Boring Location Diagram Waterfield 3rd Filing - Fort Collins, Colorado EEC Project #: 1182033 May 2018 EARTH ENGINEERING CONSULTANTS, LLC MW-1 tru MW-3: Monitoring Wells, Drilled 20-2 1 Legend Site Potos Potos taen in aroimate location, in direction of arro P-1 P-2: Pieometers, Drilled 20 B-1 tru B-3: Bedroc Eloratory Borings, Drilled 1- 22 11 1 2 2 1 Figure 2: Boring Location Diagram Waterfield 3rd Filing - Fort Collins, Colorado EEC Project #: 1182033 May 2018 EARTH ENGINEERING CONSULTANTS, LLC MW-1 tru MW-3: Monitoring Wells, Drilled 20-2 1 Legend Site Potos Potos taen in aroimate location, in direction of arro P-1 P-2: Pieometers, Drilled 20 B-1 tru B-3: Bedroc Eloratory Borings, Drilled 1- PROJECT NO: 1182033 DATE: MAY 2018 RIG TYPE: CME-75 WATER DEPTH AUGER TYPE: 4-1/4" ID HSA SPT HAMMER: AUTOMATIC D N QU MC DD A-LIMITS -200 SWELL-CONSOLIDATION (feet) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % - 500 PSF TOPSOIL & VEGETATION _ _ 1 SANDY LEAN CLAY (CL) _ _ brown 2 stiff to medium stiff _ _ 3 _ _ 4 _ _ 5 13 8000 9.7 32 19 56.2 _ _ 6 _ _ 7 _ _ 8 _ _ 9 _ _ 10 5 3500 15.3 _ _ 11 _ _ 12 _ _ 13 _ _ 14 _ _ 15 4 2000 23.1 _ _ 16 _ _ 17 _ _ 18 _ _ 19 red / brown _ _ 20 5 -- 26.7 61.6 _ _ 21 _ _ 22 2-Inch Diameter Flush Threaded- Schedule 40 PVC riser pipe _ _ Flush Threaded Riser Pipe backfilled w/ cuttings & bentonite 23 Bentonite Seal _ _ 2-Inch Dia. Flush Threaded- Schedule 40 PVC Slotted pipe 24 Silica Sand _ _ 25 10 -- 31.5 _ _ Earth Engineering Consultants, LLC FOREMAN: GH WHILE DRILLING AFTER DRILING PROJECT NO: 1182033 DATE: MAY 2018 RIG TYPE: CME-75 WATER DEPTH AUGER TYPE: 4-1/4" ID HSA SPT HAMMER: AUTOMATIC D N QU MC DD A-LIMITS -200 SWELL-CONSOLIDATION (feet) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % - 500 PSF TOPSOIL & VEGETATION _ _ 1 CLAYEY SAND to SAND (SC to SW) _ _ brown 2 medium dense _ _ with gypsum crystals 3 _ _ 4 _ _ 5 9 5000 15.4 32 17 44.9 _ _ 6 _ _ 7 _ _ 8 with gravel _ _ 9 _ _ 10 12 -- 19.3 _ _ 11 _ _ 12 _ _ 13 _ _ 14 _ _ 15 18 -- 14.8 4.9 _ _ 16 _ _ 17 _ _ 18 _ _ 19 _ _ 20 _ _ 21 _ _ 22 PIEZOMETER LEGEND _ _ 2-Inch Diameter Flush Threaded- Schedule 40 PVC riser pipe 23 Flush Threaded Riser Pipe backfilled w/ cuttings & bentonite _ _ Bentonite Seal 24 2-Inch Dia. Flush Threaded- Schedule 40 PVC Slotted pipe _ _ Silica Sand 25 _ _ Earth Engineering Consultants, LLC WATERFIELD 3RD FILING FORT COLLINS, COLORADO PROJECT NO: 1182033 DATE: MAY 2018 RIG TYPE: CME-75 WATER DEPTH AUGER TYPE: 4-1/4" ID HSA SPT HAMMER: AUTOMATIC D N QU MC DD A-LIMITS -200 SWELL-CONSOLIDATION (feet) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % - 500 PSF _ _ 1 SILTY / CLAYEY SAND to SAND (SM/SC to SP) _ _ red / brown 2 very loose _ _ with coarse sand & gravel 3 _ _ 4 _ _ 5 1 3500 16.7 _ _ 6 _ _ 7 _ _ 8 _ _ 9 _ _ 10 1--15.5 _ _ 11 _ _ 12 _ _ 13 _ _ 14 _ _ 15 4--6.4 _ _ 16 _ _ 17 _ _ 18 _ _ 19 _ _ 20 1 -- 19.7 _ _ 21 _ _ 22 PIEZOMETER LEGEND _ _ 2-Inch Diameter Flush Threaded- Schedule 40 PVC riser pipe 23 Flush Threaded Riser Pipe backfilled w/ cuttings & bentonite _ _ Bentonite Seal 24 2-Inch Dia. Flush Threaded- Schedule 40 PVC Slotted pipe _ _ Silica Sand 25 _ _ Earth Engineering Consultants, LLC WATERFIELD 3RD FILING FORT COLLINS, COLORADO 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 TOPSOIL & VEGETATION _ _ 1 LEAN CLAY with SAND (CL) _ _ brown 2 soft to medium dense _ _ with gypsum crystals 3 _ _ 4 _ _ SS 5 6 1000 33.9 38 13 72.5 _ _ 6 _ _ 7 _ _ 8 _ _ 9 _ _ *Interbedded SANDY LEAN CLAY lens SS 10 11 500 23.1 51.2 _ _ 11 _ _ 12 _ _ 13 _ _ 14 _ _ SS 15 7 1500 23.9 _ _ 16 _ _ 17 _ _ 18 _ _ 19 red / brown _ _ SS 20 4 -- 28.7 _ _ BOTTOM OF BORING DEPTH 20.5' 21 _ _ 22 *Installed 20-feet of hand/field slotted 1-inch diameter _ _ temporary PVC casing after drilling operations. 23 _ _ 24 _ _ 25 _ _ Earth Engineering Consultants, LLC WATERFIELD 3RD FILING 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 TOPSOIL & VEGETATION _ _ 1 SANDY LEAN CLAY to CLAYEY SAND (CL to SC) _ _ brown 2 stiff / loose to medium dense _ _ with calcareous deposits 3 _ _ 4 _ _ SS 5 5 3000 16.0 _ _ 6 _ _ 7 _ _ 8 _ _ 9 brown / rust _ _ SS 10 15 1000 18.6 27 13 44.5 _ _ 11 _ _ 12 SAND (SP) _ _ brown / rust / grey 13 medium dense to dense _ _ with intermittent clayey seams 14 _ _ SS 15 47 -- 15.6 7.0 _ _ 16 _ _ 17 _ _ 18 _ _ 19 _ _ SS 20 29 -- 23.4 _ _ BOTTOM OF BORING DEPTH 20.5' 21 _ _ 22 *Installed 20-feet of hand/field slotted 1-inch diameter _ _ temporary PVC casing after drilling operations. 23 _ _ 24 _ _ 25 _ _ Earth Engineering Consultants, LLC WATERFIELD 3RD FILING 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 TOPSOIL & VEGETATION _ _ 1 _ _ SANDY LEAN CLAY (CL) 2 brown _ _ stiff to medium stiff 3 _ _ 4 *Boring B-1 drilled adjacent to MW-1 to determine _ _ depth to bedrock 5 13 8000 9.7 32 19 56.2 _ _ 6 _ _ 7 _ _ 8 _ _ 9 _ _ 10 5 3500 15.3 _ _ 11 _ _ 12 _ _ 13 _ _ 14 _ _ 15 4 2000 23.1 _ _ 16 _ _ 17 _ _ 18 _ _ 19 _ _ 20 5 --- 26.7 61.6 _ _ 21 _ _ 22 _ _ 23 _ _ 24 _ _ 25 Continued on Sheet 2 of 3 _ _ Earth Engineering Consultants, LLC WATERFIELD 3RD FILING 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 Continued from Sheet 1 of 3 26 _ _ 27 SANDY LEAN CLAY (CL) _ _ brown 28 stiff to medium stiff _ _ 29 _ _ 30 _ _ 31 _ _ 32 _ _ 33 _ _ 34 _ _ LEAN CLAY (CL) SS 35 2 1000 30.6 red / brown _ _ soft 36 _ _ 37 _ _ 38 _ _ 39 _ _ 40 _ _ 41 _ _ 42 _ _ 43 _ _ 44 _ _ CLAYEY SAND to SAND (SC to SP) SS 45 6 -- 28.5 red / brown _ _ loose 46 fine, with clay lenses _ _ 47 _ _ 48 _ _ 49 _ _ 50 Continued on Sheet 3 of 3 _ _ Earth Engineering Consultants, LLC WATERFIELD 3RD FILING FORT COLLINS, COLORADO 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 Continued from Sheet 2 of 3 51 _ _ SAND (SP) 52 red / brown _ _ fine, with clay lenses 53 with cobbles _ _ 54 _ _ 55 _ _ 56 _ _ 57 _ _ 58 _ _ 59 _ _ 60 _ _ 61 _ _ 62 _ _ CLAYSTONE 63 dark grey _ _ weathered 64 _ _ *classified as Sandy Lean Clay (CL) SS 65 50 6500 20.9 49 35 62.2 _ _ BOTTOM OF BORING DEPTH 65.5' 66 _ _ 67 _ _ 68 _ _ 69 _ _ 70 _ _ 71 _ _ 72 _ _ 73 _ _ 74 _ _ 75 _ _ Earth Engineering Consultants, LLC WATERFIELD 3RD FILING FORT COLLINS, COLORADO 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 TOPSOIL & VEGETATION _ _ 1 SANDY LEAN CLAY to CLAYEY SAND (CL to SC) _ _ brown 2 stiff / loose to medium dense _ _ with calcareous deposits 3 _ _ 4 _ _ *Boring B-2 drilled adjacent to Piezometer PZ-2 SS 5 5 3000 16.0 _ _ 6 _ _ 7 _ _ 8 _ _ 9 brown / rust _ _ SS 10 15 1000 18.6 27 13 44.5 _ _ 11 _ _ 12 SAND (SP) _ _ brown / rust / grey 13 medium dense to dense _ _ with intermittent clayey seams 14 _ _ SS 15 47 -- 15.6 7.0 _ _ 16 _ _ 17 _ _ 18 _ _ 19 _ _ SS 20 29 -- 23.4 _ _ 21 _ _ 22 _ _ 23 _ _ 24 _ _ 25 Continued on Sheet 2 of 3 _ _ Earth Engineering Consultants, LLC WATERFIELD 3RD FILING 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 Continued from Sheet 1 of 3 26 _ _ SAND (SP) 27 brown / rust / grey _ _ with intermittent silty clayey seams 28 _ _ 29 _ _ 30 _ _ 31 _ _ 32 _ _ 33 _ _ 34 _ _ 35 _ _ 36 _ _ 37 _ _ 38 _ _ 39 _ _ 40 _ _ 41 _ _ 42 _ _ 43 clay seams _ _ 44 _ _ 45 _ _ 46 _ _ 47 _ _ 48 _ _ 49 with cobbles _ _ 50 Continued on Sheet 3 of 3 _ _ Earth Engineering Consultants, LLC WATERFIELD 3RD FILING FORT COLLINS, COLORADO 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 Continued from Sheet 2 of 3 51 _ _ SAND (SP) 52 brown / rust / grey _ _ with intermittent silty clayey seams & cobbles 53 _ _ 54 _ _ 55 _ _ 56 _ _ 57 _ _ 58 _ _ 59 _ _ 60 _ _ CLAYSTONE 61 _ _ 62 BOTTOM OF BORING DEPTH 62.0' _ _ 63 _ _ 64 _ _ 65 _ _ 66 _ _ 67 _ _ 68 _ _ 69 _ _ 70 _ _ 71 _ _ 72 _ _ 73 _ _ 74 _ _ 75 _ _ Earth Engineering Consultants, LLC WATERFIELD 3RD FILING FORT COLLINS, COLORADO 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 _ _ TOPSOIL & VEGETATION 1 _ _ 2 _ _ CLAYEY SAND to SAND (SC to SW) 3 brown _ _ medium dense 4 with gypsum crystals _ _ 5 9 5000 15.4 32 17 44.9 _ _ 6 *Boring B-3 drilled adjacent to MW-2 _ _ 7 _ _ 8 _ _ 9 _ _ 12 --- 19.3 10 _ _ 11 _ _ 12 _ _ 13 _ _ 14 _ _ 15 18 --- 14.8 4.9 _ _ 16 _ _ 17 _ _ 18 _ _ 19 _ _ 20 _ _ 21 _ _ 22 _ _ 23 _ _ 24 _ _ 25 Continued on Sheet 2 of 3 _ _ Earth Engineering Consultants, LLC WATERFIELD 3RD FILING 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 Continued from Sheet 1 of 3 26 _ _ SAND (SP) 27 brown / rust / grey _ _ 28 _ _ 29 _ _ 30 _ _ 31 _ _ 32 _ _ 33 _ _ 34 _ _ 35 _ _ 36 _ _ 37 _ _ 38 _ _ 39 _ _ 40 _ _ 41 _ _ SAND & GRAVEL (SP/GP) 42 brown / rust / grey _ _ with cobbles 43 _ _ 44 _ _ 45 _ _ 46 _ _ 47 _ _ 48 _ _ 49 _ _ 50 Continued on Sheet 3 of 3 _ _ Earth Engineering Consultants, LLC WATERFIELD 3RD FILING FORT COLLINS, COLORADO 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 Continued from Sheet 2 of 3 51 _ _ SAND & GRAVEL (SP/GP) 52 brown / rust / grey _ _ with cobbles 53 _ _ CLAYSTONE 54 dark grey _ _ moderately hard SS 55 50/6.5" 9000+ 15.7 _ _ BOTTOM OF BORING DEPTH 55.5' 56 _ _ 57 _ _ 58 _ _ 59 _ _ 60 _ _ 61 _ _ 62 _ _ 63 _ _ 64 _ _ 65 _ _ 66 _ _ 67 _ _ 68 _ _ 69 _ _ 70 _ _ 71 _ _ 72 _ _ 73 _ _ 74 _ _ 75 _ _ Earth Engineering Consultants, LLC WATERFIELD 3RD FILING FORT COLLINS, COLORADO 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 _ _ TOPSOIL & VEGETATION 1 _ _ SILTY / CLAYEY SAND to SAND (SM/SC to SP) 2 red / brown _ _ very loose 3 with coarse sand & gravel _ _ 4 _ _ 5 1 3500 16.7 * Boring B-3 drilled adjacent to MW-3 _ _ 6 _ _ 7 _ _ 8 _ _ 9 _ _ 10 1 --- 15.5 _ _ 11 _ _ 12 _ _ 13 _ _ 14 _ _ 15 4 --- 6.4 _ _ 16 _ _ 17 _ _ 18 _ _ 19 _ _ 20 1 --- 19.7 _ _ 21 _ _ 22 _ _ 23 _ _ 24 _ _ 25 Continued on Sheet 2 of 2 _ _ Earth Engineering Consultants, LLC WATERFIELD 3RD FILING 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 Continued from Sheet 1 of 2 26 _ _ SILTY / CLAYEY SAND to SAND (SM/SC to SP) 27 red / brown _ _ very loose 28 _ _ 29 _ _ SILTY SAND (SM) SS 30 34 -- 19.4 15.7 brown _ _ dense 31 with small gravel & cobbles _ _ 32 _ _ 33 _ _ 34 _ _ 35 _ _ 36 _ _ 37 _ _ CLAYSTONE 38 dark grey _ _ weathered 39 _ _ *Bedrock classified as Lean Clay with Sand (CL) SS 40 50/7" 9000+ 17.8 45 22 73.7 _ _ BOTTOM OF BORING DEPTH 40.5' 41 _ _ 42 _ _ 43 _ _ 44 _ _ 45 _ _ 46 _ _ 47 _ _ 48 _ _ 49 _ _ 50 _ _ Earth Engineering Consultants, LLC WATERFIELD 3RD FILING FORT COLLINS, COLORADO 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: Waterfield 3rd Filing Location: Fort Collins, Colorado Project No: 1182033 Sample ID: MW-1, S-4, 19' Sample Desc.: Sandy Lean Clay (CL) Date: May 2018 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 87 61.6 100 100 100 99 98 ‐‐‐ ‐‐‐ Fine ‐‐‐ ‐‐‐ D30 D 10 Cu CC May 2018 1.18 --- --- Waterfield 3rd Filing Fort Collins, Colorado 1182033 MW-1, S-4, 19' Sandy Lean Clay (CL) D100 D 60 D50 EARTH ENGINEERING CONSULTANTS, LLC Summary of Washed Sieve Analysis Tests (ASTM C117 & C136) Date: Project: Location: Project No: Sample ID: Sample Desc.: Cobble Silt or Clay Gravel Coarse Fine Sand Coarse Medium 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 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: Waterfield 3rd Filing Location: Fort Collins, Colorado Project No: 1182033 Sample ID: MW-2, S-3, 14' Sample Desc.: Well Graded Sand (SW) Date: May 2018 99 91 78 10 4.9 75 61 36 27 19 100 100 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 EARTH ENGINEERING CONSULTANTS, LLC Summary of Washed Sieve Analysis Tests (ASTM C117 & C136) Date: Project: Location: Project No: Sample ID: Sample Desc.: Cobble Silt or Clay Gravel Coarse Fine Sand Coarse Medium May 2018 19.00 1.15 0.92 Waterfield 3rd Filing Fort Collins, Colorado 1182033 MW-2, S-3, 14' Well Graded Sand (SW) D100 D 60 D50 0.49 0.16 Fine 7.34 1.31 D30 D 10 Cu CC 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 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: Waterfield 3rd Filing Location: Fort Collins, Colorado Project No: 1182033 Sample ID: MW-3, S-2, 9' Sample Desc.: Silty /Clayey Sand (SM / SC) Date: May 2018 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 96 94 92 87 81 39 23.6 79 73 62 57 53 0.11 ‐‐‐ Fine ‐‐‐ ‐‐‐ D30 D 10 Cu CC May 2018 25.00 0.52 0.27 Waterfield 3rd Filing Fort Collins, Colorado 1182033 MW-3, S-2, 9' Silty /Clayey Sand (SM / SC) D100 D 60 D50 EARTH ENGINEERING CONSULTANTS, LLC Summary of Washed Sieve Analysis Tests (ASTM C117 & C136) Date: Project: Location: Project No: Sample ID: Sample Desc.: Cobble Silt or Clay Gravel Coarse Fine Sand Coarse Medium 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 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: Waterfield 3rd Filing Location: Fort Collins, Colorado Project No: 1182033 Sample ID: PZ-1, S-2, 9' Sample Desc.: Sandy Lean Clay (CL) Date: May 2018 100 80 51.2 100 99 99 99 97 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 EARTH ENGINEERING CONSULTANTS, LLC Summary of Washed Sieve Analysis Tests (ASTM C117 & C136) Date: Project: Location: Project No: Sample ID: Sample Desc.: Cobble Silt or Clay Gravel Coarse Fine Sand Coarse Medium May 2018 4.75 0.10 --- Waterfield 3rd Filing Fort Collins, Colorado 1182033 PZ-1, S-2, 9' Sandy Lean Clay (CL) D100 D 60 D50 ‐‐‐ ‐‐‐ Fine ‐‐‐ ‐‐‐ D30 D 10 Cu CC 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 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: Waterfield 3rd Filing Location: Fort Collins, Colorado Project No: 1182033 Sample ID: PZ-2, S-3, 14' Sample Desc.: Well Graded Sand with Silt (SW - SP) Date: May 2018 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 99 98 88 74 12 7.0 71 59 40 31 23 0.40 0.12 Fine 10.11 1.08 D30 D 10 Cu CC May 2018 19.00 1.23 0.89 Waterfield 3rd Filing Fort Collins, Colorado 1182033 PZ-2, S-3, 14' Well Graded Sand with Silt (SW - SP) D100 D 60 D50 EARTH ENGINEERING CONSULTANTS, LLC Summary of Washed Sieve Analysis Tests (ASTM C117 & C136) Date: Project: Location: Project No: Sample ID: Sample Desc.: Cobble Silt or Clay Gravel Coarse Fine Sand Coarse Medium 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 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: Waterfield 3rd Filing Location: Fort Collins, Colorado Project No: 1182033 Sample ID: B-4, S-1, 29' Sample Desc.: Silty Sand (SM) Date: May 2018 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 94 88 84 82 75 65 23 15.7 62 49 36 32 29 0.35 ‐‐‐ Fine ‐‐‐ ‐‐‐ D30 D 10 Cu CC May 2018 37.50 1.89 1.23 Waterfield 3rd Filing Fort Collins, Colorado 1182033 B-4, S-1, 29' Silty Sand (SM) D100 D 60 D50 EARTH ENGINEERING CONSULTANTS, LLC Summary of Washed Sieve Analysis Tests (ASTM C117 & C136) Date: Project: Location: Project No: Sample ID: Sample Desc.: Cobble Silt or Clay Gravel Coarse Fine Sand Coarse Medium 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 Finer by Weight (%) Grain Size (mm) Standard Sieve Size Finer by Weight (%) Grain Size (mm) Standard Sieve Size Finer by Weight (%) Grain Size (mm) Standard Sieve Size Finer by Weight (%) Grain Size (mm) Standard Sieve Size Finer by Weight (%) Grain Size (mm) Standard Sieve Size Finer by Weight (%) Grain Size (mm) Standard Sieve Size PROJECT NO: 1182033 LOG OF BORING B-4 MAY 2018 SHEET 2 OF 2 WATER DEPTH START DATE 4/26/2018 WHILE DRILLING 9' FINISH DATE SURFACE ELEV A-LIMITS SWELL N/A 4/26/2018 AFTER DRILLING N/A 24 HOUR N/A FORT COLLINS, COLORADO PROJECT NO: 1182033 LOG OF BORING B-4 MAY 2018 SHEET 1 OF 1 WATER DEPTH START DATE 4/26/2018 WHILE DRILLING 9' FINISH DATE 4/26/2018 AFTER DRILLING N/A SURFACE ELEV N/A 24 HOUR N/A SWELL SS SS SS SS A-LIMITS PROJECT NO: 1182033 LOG OF BORING B-3 MAY 2018 SHEET 3 OF 3 WATER DEPTH START DATE 5/2/2018 WHILE DRILLING 9' FINISH DATE 5/2/2018 AFTER DRILLING N/A SURFACE ELEV N/A CHECKED 5/7/18 N/A A-LIMITS SWELL PROJECT NO: 1182033 LOG OF BORING B-3 SHEET 2 OF 3 WATER DEPTH MAY 2018 START DATE 5/2/2018 WHILE DRILLING 9' FINISH DATE 5/2/2018 AFTER DRILLING N/A SURFACE ELEV N/A CHECKED 5/7/18 N/A A-LIMITS SWELL FORT COLLINS, COLORADO PROJECT NO: 1182033 LOG OF BORING B-3 MAY 2018 SHEET 1 OF 3 WATER DEPTH START DATE 5/2/2018 WHILE DRILLING 9' FINISH DATE 5/2/2018 AFTER DRILLING N/A SURFACE ELEV N/A CHECKED 5/7/18 N/A SWELL SS SS SS A-LIMITS PROJECT NO: 1182033 LOG OF BORING B-2 MAY 2018 SHEET 3 OF 3 WATER DEPTH START DATE 5/2/2018 WHILE DRILLING 11' FINISH DATE 5/2/2018 AFTER DRILLING N/A SWELL SURFACE ELEV N/A CHECKED 5/7/18 10.3' A-LIMITS PROJECT NO: 1182033 LOG OF BORING B-2 SHEET 2 OF 3 WATER DEPTH MAY 2018 START DATE 5/2/2018 WHILE DRILLING 11' FINISH DATE 5/2/2018 N/A AFTER DRILLING N/A SURFACE ELEV CHECKED 5/7/18 10.3' A-LIMITS SWELL FORT COLLINS, COLORADO PROJECT NO: 1182033 LOG OF BORING B-2 MAY 2018 SHEET 1 OF 3 WATER DEPTH START DATE 5/2/2018 WHILE DRILLING 11' FINISH DATE 5/2/2018 AFTER DRILLING N/A SURFACE ELEV N/A CHECKED 5/7/18 10.3' A-LIMITS SWELL PROJECT NO: 1182033 LOG OF BORING B-1 MAY 2018 SHEET 3 OF 3 WATER DEPTH START DATE 5/2/2018 WHILE DRILLING FINISH DATE 5/2/2018 AFTER DRILLING N/A SURFACE ELEV N/A CHECKED 5/7/18 A-LIMITS SWELL PROJECT NO: 1182033 LOG OF BORING B-1 SHEET 2 OF 3 WATER DEPTH MAY 2018 START DATE 5/2/2018 WHILE DRILLING FINISH DATE 5/2/2018 AFTER DRILLING N/A SURFACE ELEV N/A CHECKED 5/7/18 A-LIMITS SWELL FORT COLLINS, COLORADO PROJECT NO: 1182033 LOG OF BORING B-1 MAY 2018 SHEET 1 OF 3 WATER DEPTH START DATE 5/2/2018 WHILE DRILLING 14.5' FINISH DATE 5/2/2018 AFTER DRILLING N/A SURFACE ELEV N/A CHECKED 5/7/18 N/A SWELL SS SS SS SS A-LIMITS FORT COLLINS, COLORADO PROJECT NO: 1182033 LOG OF BORING PZ-2 MAY 2018 SHEET 1 OF 1 WATER DEPTH START DATE 5/2/2018 WHILE DRILLING 11' SURFACE ELEV N/A CHECKED 5/7/18 10.3' FINISH DATE 5/2/2018 AFTER DRILLING N/A A-LIMITS SWELL FORT COLLINS, COLORADO PROJECT NO: 1182033 LOG OF BORING PZ-1 MAY 2018 SHEET 1 OF 1 WATER DEPTH START DATE 5/2/2018 WHILE DRILLING 13' SURFACE ELEV N/A CHECKED 5/7/18 6.9' FINISH DATE 5/2/2018 AFTER DRILLING N/A A-LIMITS SWELL LOG OF BORING/PIEZOMETER MW-3 SHEET 1 OF 1 PZ DETAILS START DATE 4/26/2018 FOREMAN: GH SOIL DESCRIPTION 9.0' Approx. Ground Surface Elev. AFTER DRILING None FINISH DATE 4/26/2018 WHILE DRILLING TOP OF CASING ELEV. CHECKED 5/7/18 BOTTOM OF BORING DEPTH 20.0' 10.3' SS TOPSOIL & VEGETATION SS SS SS LOG OF BORING/PIEZOMETER MW-2 SHEET 1 OF 1 PZ DETAILS START DATE 4/26/2018 FOREMAN: GH SS FINISH DATE 4/26/2018 WHILE DRILLING 9' Approx. Ground Surface Elev. AFTER DRILING None TOP OF CASING ELEV. CHECKED 5/7/18 8.5' SOIL DESCRIPTION SS BOTTOM OF BORING DEPTH 20.0' SS SOIL DESCRIPTION SS SS 4/26/2018 WATERFIELD 3RD FILING FORT COLLINS, COLORADO LOG OF BORING/PIEZOMETER MW-1 PZ DETAILS TOP OF CASING ELEV. Approx. Ground Surface Elev. START DATE 4/26/2018 12.75' FINISH DATE SS BOTTOM OF BORING DEPTH 25.5' SS SHEET 1 OF 1 14.5' SS CHECKED 5/7/18 13.5' PIEZOMETER LEGEND 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