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Home My WebLink AboutQUIK TRIP - PDP230010 - SUBMITTAL DOCUMENTS - ROUND 1 - GEOTECHNICAL (SOILS) REPORT (3) 4396 GREENFIELD DRIVE W INDSOR, COLORADO 80550 (970) 545-3908 FAX (970) 663-0282 www.earth-engineering.com September 23, 2015 Fort Collins/I-25 Interchange Corner, LLC c/o Tim McKenna, co-manager 580 Hidden Valley Road Colorado Springs, Colorado 80919 Attn: Mr. R. Tim McKenna (tim.mckenna@neihartland.com) Re: Subsurface Exploration Report Proposed Development – Prospect Road and Interstate 25 Evaluation of Groundwater/Subsurface Conditions and Installation of 4 Piezometers Fort Collins, Colorado EEC Project No. 1152086 Mr. McKenna: Earth Engineering Consultants, LLC (EEC) personnel have completed the subsurface exploration and the installation of requested four (4) piezometers/groundwater monitoring well / measurement devices for the referenced project. The purpose of our assessment was to provide a mechanism to measure and evaluate the groundwater fluctuations and characteristics across the property to assist the design team, primarily Ayres Associates, Inc., for a possible area underdrain system. This study was completed in general accordance with our proposal dated August 12, 2015. SITE EXPLORATION AND TESTING PROCEDURES As part of this study, EEC personnel completed four (4) soil borings at the approximate locations as indicated on the site diagram included with this report. The borings were extended to depths ranging from approximately 19 to 39 feet below existing site grades. Upon completion of the drilling operations the bore holes were converted to PVC cased piezometers/monitoring wells (MW’s) for future measurement of groundwater levels and for use to develop groundwater characteristics. Results of the field and laboratory testing completed for this assessment are included with this report. The four (4) soil borings/piezometers/MW locations were established in the field by EEC personnel by pacing from identifiable site features at locations accessible to our drilling equipment. The approximate boring/piezometer locations are indicated on the attached boring Earth Engineering Consultants, LLC EEC Project No. 1152086 Subsurface Exploration Report September 23, 2015 Page 2 location diagram. The approximate location for each boring/piezometer should be considered accurate only to the degree implied by the methods used to make the field measurements. 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 procedures, 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 the laboratory for further examination, classification and testing. After completing the drilling and sampling, and prior to removal of the hollow stem augers, PVC cased piezometers were installed in the open boreholes through the hollow stem augers. The piezometers were constructed with 2-inch nominal diameter schedule 40 manufactured well screen and riser pipe. In general, the piezometers consisted of either an approximate 5 or 10-foot section of flush threaded slotted well screen at the bottom of the boreholes with flush threaded solid riser pipe, as required, to extend the piezometers above ground level. The Ayres Associates’ monitoring well detail suggested only a 5-foot slotted well screen, at the base, however a 10-foot section as approved by the on-site representative from Ayres Associates was installed in MW No. 3. The screen portion of the piezometers/MW’s 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. Cross-sectional schematics of the piezometer/MW 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 attached with this report. 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 will remain in place Earth Engineering Consultants, LLC EEC Project No. 1152086 Subsurface Exploration Report September 23, 2015 Page 3 longer than one year, it will be necessary to notify the Division of Water Resources and complete registration of those wells. Piezometer installation was completed by a licensed water well driller 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 contents on all samples. Washed sieve analysis and Atterberg limits tests were completed on selected samples to evaluate the soil’s quantity and plasticity of fines. Washed sieve analyses were also completed on selected samples to evaluate the grain size distribution of the subgrade 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 a part of the testing program, all samples were examined in the laboratory and classified in accordance with the attached General Notes and the Unified Soil Classification System, based on the soils’ texture and plasticity. The estimated group symbol for Unified Soil Classification System is indicated on the boring logs and a brief description of that classification system is included with this report. SUBSURFACE SOIL and GROUNDATER CONDITIONS Based on results of the field borings and laboratory testing, subsurface conditions can be generalized as follows. The surficial materials at the boring locations generally consisted of sparse vegetation and/or topsoil. The surficial materials were generally underlain by cohesive subsoils classified as lean clay, lean clay with sand and/or sandy lean clay. The cohesive soils were generally soft/medium stiff and extended to the underlying fine to coarse granular silty sand with gravel strata below. These granular soils were medium dense to dense with increased depths and were generally encountered at depths of approximately 7 to 12 feet below site grades and extended to the underlying bedrock formation below. The Pierre Shale bedrock formation, identified as interbedded claystone/siltstone/sandstone, was encountered across the site at depths ranging from approximately 16 to 36 feet below present site grade elevations. The stratification boundaries indicated on the boring logs represent the approximate location of changes in soil and bedrock types; in-situ, the transition of materials may be gradual and indistinct. Earth Engineering Consultants, LLC EEC Project No. 1152086 Subsurface Exploration Report September 23, 2015 Page 4 Observations were made while drilling, immediately after completion of the borings/ installation of the piezometers, and on September 22, 2015, as noted on each of the enclosed Log of Borings, to detect the presence and depth of measureable water levels. As indicated on the enclosed boring/piezometer logs, depth to groundwater ranged from approximately 4-1/2 to 12-1/2 feet below existing site grades. The groundwater level measurements are indicated in the upper right hand corner of the boring/piezometer logs. 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. Groundwater level measurements indicated on the boring logs represent the depth of groundwater at the specific time and location of the measurements completed. Based upon review of U.S. Geological Survey maps (1Hillier, et al, 1983), regional groundwater is expected to be encountered in unconsolidated alluvial deposits at depths ranging from approximately 5 to 10 feet below the existing ground surface at the project site. Included in the Appendix of this report is a “cut-section” of the USGS’s “Depth to the Water Table” diagram depicting the subject I-25 and Prospect Road Development property, which is situated west of Interstate 25 and north of Prospect Road. This area, as shown on the “Hillier, Donald E.; Schneider, Paul A., Jr.; and Hutchinson, E. Carter, 1983, Depth to Water Table (1979) in the Boulder-Fort Collins-Greeley Area, Front Range Urban Corridor, Colorado, United States Geological Survey, Map I-855-I map, illustrates the anticipated depth of groundwater between 5 to 10 feet. Zones of perched and/or trapped groundwater may occur at times in the subsurface soils overlying bedrock, on top of the bedrock surface or within permeable fractures in the bedrock materials. The location and amount of perched water is dependent upon several factors, including hydrologic conditions, type of site development, irrigation demands on or adjacent to the site, and seasonal and weather conditions. These observations represent groundwater conditions at the time of the field exploration, and may not be indicative of other times, or at other locations. 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 1 Hillier, Donald E.; Schneider, Paul A., Jr.; and Hutchinson, E. Carter, 1983, Depth to Water Table (1979) in the Boulder- Fort Collins-Greeley Area, Front Range Urban Corridor, Colorado, United States Geological Survey, Map I-855-I. 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. 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 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 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 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 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 2 1 B-4 B-3 B-2 B-1 Prospect I-25Boring Location Diagram Interstate 25 and Prospect Road Development Fort Collins, Colorado EEC Project #: 1152086 Date: September 2015 Approximate Boring Locations 1 EARTH ENGINEERING CONSULTANTS, LLC Legend Site Photos (Photos taken in approximate location, in direction of arrow) AREAS WHERE UNCONSOLIDATED ALLUVIAL DEPOSITS ARE NOT PERENNIALLY SATURATED - Depth to seasonal water table generally ranges from 5 to 20 feet. Where areas are not irrigated, the deposits usually are drained by mid summer. Where areas are irrigated, seasonal water table may remain through the growing season with drainage of deposits occurring during the autumn AREAS WHERE LOCALIZED WATER TABLE AQUIFERS OCCUR IN COLLUVIAL, LANDSLIDE, AND WIND-BLOWN DEPOSITS, AND IN CONSOLIDATED SEDIMENTARY ROCKS WHERE ROCKS NEAR LAND SURFACE ARE FRACTURED AND WEATHERED - Aquifer materials may not be perennially saturated; depth to water table generally ranges from 5 to 20 feet; depth to seasonal water table generally less than 10 feet AREA WHERE LOCALIZED WATER TABLE AQUIFERS OCCUR IN FRACTURED CRYSTALLINE ROCKS- Fractures may not be perennially saturated; depth to water table may be more than 100 feet EXPLANATION DEPTH TO WATER TABLE IN UNCONSOLIDATED ALLUVIAL DEPOSITS1, IN FEET BELOW LAND SURFACE Less than 5 5 to 10 10 to 20 Greater than 20 1 Depth to water table generally less than 20 feet in localized areas of unconsolidated alluvial deposits (not shown on map) occurring in stream valleys traversing fractured crystalline rocks. Project Site Hwy 14 I-25Prospect Rd Figure 2: Depth to Groundwater Diagram Interstate 25 and Prospect Road Development Fort Collins, Colorado EEC Project #: 1152086 Date: September 2015 EARTH ENGINEERING CONSULTANTS, LLC I-25 & PROSPECT DEVELOPMENT FORT COLLINS, COLORADO EEC PROJECT NO. 1152086 SEPTEMBER 2015 PROJECT NO: 1152086 DATE: SEPTEMBER 2015 RIG TYPE: CME-75 WATER DEPTH AUGER TYPE: 4-1/4" ID HSA SPT HAMMER: AUTOMATIC Not Reported D N QU MC DD A-LIMITS -200 SWELL-CONSOLIDATION (feet)(BLOWS/FT) (PSF) (%) (PCF) LL PI (%)PRESSURE % - 500 PSF VEGETATION AND TOPSOIL _ _ LEAN CLAY with SAND (CL) 1 medium stiff / stiff to soft with depth _ _ brown 2 moist, trace fine gravel _ _ 3 _ _ 4 _ _ 5 10 3000 27.0 37 20 71.4 _ _ 6 _ _ 7 _ _ 8 _ _ 9 _ _ *intermittent soft lens influenced by groundwater 10 2 --- 29.7 _ _ 11 _ _ 12 _ _ SILTY, SAND with GRAVEL (SP/GP) 13 medium dense to dense _ _ brown, tan, gray, saturated 14 _ _ 15 8 --- 11.4 _ _ 16 _ _ 17 _ _ 18 _ _ 19 _ _ SS 20 16 --- 12.1 _ _ 21 _ _2-Inch Diameter Flush Threaded- Schedule 40 PVC riser pipe 22 Flush Threaded Riser Pipe backfilled with blend of auger cutting & bentonite clay _ _Minimum 2 foot Bentonite Seal 23 2-Inch Dia. Flush Threaded- Schedule 40 PVC Slotted pipe CLAYSTONE/SILTSTONE/SANDSTONE _ _Silica Sand tan, gray, rust, olive, moderately hard 24 _ _ 25 50/9" 9000+ 18.3 _ _ Earth Engineering Consultants, LLC PIEZOMETER LEGEND BOTTOM OF PIEZOMETER DEPTH 24.0' BOTTOM OF BORING DEPTH 25.0' SS SS SOIL DESCRIPTION SS SS AFTER DRILING 9.8' TOP OF CASING ELEV. CHECKED 9/22/15 9.8' DEVELOPMENT at NWC of PROSPECT ROAD and I-25 - GROUNDWATER/SUBSURFACE EVALUATION FORT COLLINS, COLORADO LOG OF BORING/PIEZOMETER MW-1 SHEET 1 OF 1 PZ DETAILS START DATE 9/8/2015 FOREMAN: DG FINISH DATE 9/8/2015 WHILE DRILLING 9.0' Approx. Ground Surface Elev. PROJECT NO: 1152086 DATE: SEPTEMBER 2015 RIG TYPE: CME-75 WATER DEPTH AUGER TYPE: 4-1/4" ID HSA SPT HAMMER: AUTOMATIC Not Reported D N QU MC DD A-LIMITS -200 SWELL-CONSOLIDATION (feet)(BLOWS/FT) (PSF) (%) (PCF) LL PI (%)PRESSURE % - 500 PSF VEGETATION AND TOPSOIL _ _ SANDY LEAN CLAY (CL) 1 soft to medium stiff _ _ brown 2 moist, trace fine gravel _ _ 3 _ _ 4 _ _ 5 3 1000 23.2 37 24 60.6 _ _ 6 _ _ 7 _ _ 8 _ _ 9 _ _ SILTY, SAND with GRAVEL (SP/GP) 10 4 --- 19.4 38.5 loose to medium dense / dense with increased depth _ _ brown, tan, gray, saturated 11 _ _ 12 _ _ 13 _ _ 14 _ _ 15 35 --- 18.1 _ _ 16 CLAYSTONE/SILTSTONE/SANDSTONE _ _ tan, gray, rust, olive, moderately hard 17 _ _ 18 BOTTOM OF PIEZOMETER DEPTH 18.0'_ _ 19 50 9000+ 17.8 BOTTOM OF BORING DEPTH 19.0'_ _ 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 SHEET 1 OF 1 7.5 DEVELOPMENT at NWC of PROSPECT ROAD and I-25 - GROUNDWATER/SUBSURFACE EVALUATION FORT COLLINS, COLORADO LOG OF BORING/PIEZOMETER MW-2 PZ DETAILS SS Approx. Ground Surface Elev. START DATE 9/8/2015 SS 4.7 CHECKED 9/22/15 4.9' FOREMAN: DG WHILE DRILLING AFTER DRILING SOIL DESCRIPTION SS SS 9/8/2015FINISH DATE TOP OF CASING ELEV. PROJECT NO: 1152086 DATE: SEPTEMBER 2015 RIG TYPE: CME-75 WATER DEPTH AUGER TYPE: 4-1/4" ID HSA SPT HAMMER: AUTOMATIC Not Reported D N QU MC DD A-LIMITS -200 SWELL-CONSOLIDATION (feet)(BLOWS/FT) (PSF) (%) (PCF) LL PI (%)PRESSURE % - 500 PSF VEGETATION AND TOPSOIL _ _ LEAN CLAY (CL)1 soft to medium stiff _ _ brown 2 moist, trace fine gravel _ _ 3 _ _ 4 _ _ 5 2 1000 25.3 39 23 91 _ _ 6 _ _ 7 _ _ 8 _ _ 9 _ _ 10 5 3500 23.9 _ _ 11 _ _ SILTY, SAND with GRAVEL (SP/GP) 12 medium dense to dense _ _ brown, tan, gray, saturated 13 _ _ 14 _ _ 15 18 --- 21.4 _ _ 16 _ _ 17 _ _ 18 _ _ 19 19 --- 11.7 NL NP 4.8 _ _ 20 _ _ 21 _ _ 22 _ _ 23 _ _ 24 _ _ 25 50 1000 18.6 continued to Sheet 2 of 2 _ _ Earth Engineering Consultants, LLC SS SS SOIL DESCRIPTION SS Approx. Ground Surface Elev. AFTER DRILING 7.0' TOP OF CASING ELEV. CHECKED 9/22/15 6.8' SS DEVELOPMENT at NWC of PROSPECT ROAD and I-25 - GROUNDWATER/SUBSURFACE EVALUATION FORT COLLINS, COLORADO LOG OF BORING/PIEZOMETER MW-3 SHEET 1 OF 2 PZ DETAILS START DATE 9/8/2015 FOREMAN: DG SS FINISH DATE 9/8/2015 WHILE DRILLING 12.5' PROJECT NO: 1152086 DATE: SEPTEMBER 2015 RIG TYPE: CME-75 WATER DEPTH AUGER TYPE: 4-1/4" ID HSA SPT HAMMER: AUTOMATIC Not Reported D N QU MC DD A-LIMITS -200 SWELL-CONSOLIDATION (feet)(BLOWS/FT) (PSF) (%) (PCF) LL PI (%)PRESSURE % - 500 PSF continued from Sheet 1 of 2 for Monitoring Well No. 3 _ _ SILTY, SAND with GRAVEL (SP/GP)26 dense _ _ brown, tan, gray, saturated 27 _ _ 28 CLAYSTONE/SILTSTONE/SANDSTONE _ _ tan, gray, rust, olive, weathered/moderately hard 29 _ _ BOTTOM OF PIEZOMETER DEPTH 29.0' 30 40 9000+ 19.6 _ _ BOTTOM OF BORING DEPTH 31.5'31 _ _ 32 _ _ 33 _ _ 34 _ _ 35 _ _ 36 _ _ 37 _ _ 38 _ _ 39 _ _ 40 _ _ 41 _ _ 42 _ _ 43 _ _ 44 _ _ 45 _ _ 46 _ _ 47 PIEZOMETER LEGEND _ _ 2-Inch Diameter Flush Threaded- Schedule 40 PVC riser pipe 48 Flush Threaded Riser Pipe backfilled with Auger Cuttings _ _ Bentonite Seal 49 2-Inch Dia. Flush Threaded- Schedule 40 PVC Slotted pipe _ _ Silica Sand 50 _ _ Earth Engineering Consultants, LLC SS FINISH DATE 9/8/2015 WHILE DRILLING 12.5' Approx. Ground Surface Elev. AFTER DRILING 7.0' TOP OF CASING ELEV. CHECKED 9/22/15 6.8' DEVELOPMENT at NWC of PROSPECT ROAD and I-25 - GROUNDWATER/SUBSURFACE EVALUATION FORT COLLINS, COLORADO LOG OF BORING/PIEZOMETER MW-3 SHEET 2 OF 2 START DATE 9/8/2015 FOREMAN: DG SOIL DESCRIPTION PROJECT NO: 1152086 DATE: SEPTEMBER 2015 RIG TYPE: CME-75 WATER DEPTH AUGER TYPE: 4-1/4" ID HSA SPT HAMMER: AUTOMATIC Not Reported D N QU MC DD A-LIMITS -200 SWELL-CONSOLIDATION (feet)(BLOWS/FT) (PSF) (%) (PCF) LL PI (%)PRESSURE % - 500 PSF VEGETATION AND TOPSOIL _ _ LEAN CLAY with SAND (CL)1 soft _ _ brown 2 moist, trace fine gravel _ _ 3 _ _ 4 _ _ 5 0 -- 18.6 44 25 79.5 _ _ 6 _ _ 7 _ _ 8 SILTY, SAND with GRAVEL (SP/GP)_ _ medium dense to dense 9 brown, tan, gray, saturated _ _ 10 50/7-1/2" -- 4.5 NL NP 4.1 _ _ 11 _ _ 12 _ _ 13 _ _ 14 _ _ 15 50/8" -- 8.2 _ _ 16 _ _ 17 _ _ 18 _ _ 19 42 -- 14.1 NL NP 4.7 _ _ 20 _ _ 21 _ _ 22 _ _ 23 _ _ 24 _ _ 25 14 -- 18.0 continued to Sheet 2 of 2 _ _ Earth Engineering Consultants, LLC DEVELOPMENT at NWC of PROSPECT ROAD and I-25 - GROUNDWATER/SUBSURFACE EVALUATION FORT COLLINS, COLORADO LOG OF BORING/PIEZOMETER MW-4 SHEET 1 OF 2 PZ DETAILS START DATE 9/8/2015 FOREMAN: DG SOIL DESCRIPTION SS FINISH DATE 9/8/2015 WHILE DRILLING 7.0' Approx. Ground Surface Elev. AFTER DRILING 6.6' TOP OF CASING ELEV. CHECKED 9/22/15 6.0' SS SS SS SS PROJECT NO: 1152086 DATE: SEPTEMBER 2015 RIG TYPE: CME-75 WATER DEPTH AUGER TYPE: 4-1/4" ID HSA SPT HAMMER: AUTOMATIC Not Reported D N QU MC DD A-LIMITS -200 SWELL-CONSOLIDATION (feet)(BLOWS/FT) (PSF) (%) (PCF) LL PI (%)PRESSURE % - 500 PSF continued from Sheet 1 of 2 for Monitoring Well No. 4 _ _ SILTY, SAND with GRAVEL (SP/GP)26 dense _ _ brown, tan, gray, saturated 27 _ _ 28 _ _ 29 _ _ 30 50/10" -- 7.1 _ _ 31 _ _ 32 _ _ 33 _ _ 34 _ _ 35 50/11" -- 13.4 _ _ 36 CLAYSTONE/SILTSTONE/SANDSTONE _ _ tan, gray, rust, olive, weathered/moderately hard 37 _ _ 38 BOTTOM OF PIEZOMETER DEPTH 38.0'_ _ 39 50/7" 9000+ 17.9 BOTTOM OF BORING DEPTH 39.0'_ _ 40 _ _ 41 _ _ 42 _ _ 43 _ _ 44 _ _ 45 _ _ 46 _ _ 47 PIEZOMETER LEGEND _ _ 2-Inch Diameter Flush Threaded- Schedule 40 PVC riser pipe 48 Flush Threaded Riser Pipe backfilled with Auger Cuttings _ _ Bentonite Seal 49 2-Inch Dia. Flush Threaded- Schedule 40 PVC Slotted pipe _ _ Silica Sand 50 _ _ Earth Engineering Consultants, LLC DEVELOPMENT at NWC of PROSPECT ROAD and I-25 - GROUNDWATER/SUBSURFACE EVALUATION FORT COLLINS, COLORADO LOG OF BORING/PIEZOMETER MW-4 SHEET 2 OF 2 START DATE 9/8/2015 FOREMAN: DG 6.0' SOIL DESCRIPTION FINISH DATE 9/8/2015 WHILE DRILLING 7.0' Approx. Ground Surface Elev. AFTER DRILING 6.6' TOP OF CASING ELEV. CHECKED 9/22/15 SS SS SS 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: I-25 and Prospect Road Development Location: Fort Collins, Colorado Project No: 1152086 Sample ID: Monitoring Well No. 1, Sample 3, Depth 14' Sample Desc.: Silty Sand with Gravel Date: 9/8/2015 17 12 8 5 3.5 96 80 53 48 32 100 100 100 100 98 EARTH ENGINEERING CONSULTANTS, LLC SUMMARY OF LABORATORY TEST RESULTS Sieve Analysis (AASHTO T 11 & T 27 / ASTM C 117 & C 136) Sieve Size Plasticity Index Plastic Limit Non-Plastic (NP) Non-Plastic (NP) Liquid Limit, Plastic Limit and Plasticity Index of Soils (AASHTO T 89 & T90/ASTM D 4318) Liquid Limit No Limit (NL) Percent Passing EARTH ENGINEERING CONSULTANTS, LLCSummary of Washed Sieve Analysis Tests (ASTM C117 & C136)Date:Project:Location:Project No:Sample ID:Sample Desc.:CobbleSilt or ClayGravelCoarse FineSandCoarse Medium9/8/201519.00 2.95 2.15I-25 and Prospect Road Development Fort Collins, Colorado 1152086Monitoring Well No. 1, Sample 3, Depth 14'Silty Sand with Gravel D100D60D501.10 0.36Fine8.27 1.15D30D10CuCC6"5"4"3"2.5"2"1.5"1"3/4"1/2"3/8"No. 4No. 8No. 10No. 16No. 30No. 40No. 50No. 100No. 20001020304050607080901000.010.11101001000Finer by Weight (%)Grain Size (mm)Standard Sieve Size 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: I-25 and Prospect Road Development Location: Fort Collins, Colorado Project No: 1152086 Sample ID: Monitoring Well No. 2, Sample 2, Depth 9' Sample Desc.: Silty, Clayey Sand with Gravel Date: 9/8/2015 49 47 45 43 38.5 89 81 67 63 55 100 100 100 93 93 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, LLCSummary of Washed Sieve Analysis Tests (ASTM C117 & C136)Date:Project:Location:Project No:Sample ID:Sample Desc.:CobbleSilt or ClayGravelCoarse FineSandCoarse Medium9/8/201525.00 1.68 0.72I-25 and Prospect Road Development Fort Collins, Colorado 1152086Monitoring Well No. 2, Sample 2, Depth 9'Silty, Clayey Sand with Gravel D100D60D50‐‐‐ ‐‐‐Fine‐‐‐ ‐‐‐D30D10CuCC6"5"4"3"2.5"2"1.5"1"3/4"1/2"3/8"No. 4No. 8No. 10No. 16No. 30No. 40No. 50No. 100No. 20001020304050607080901000.010.11101001000Finer by Weight (%)Grain Size (mm)Standard Sieve Size 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: I-25 and Prospect Road Development Location: Fort Collins, Colorado Project No: 1152086 Sample ID: Monitoring Well No. 3, Sample 4, Depth 19' Sample Desc.: Silty, Clayey Sand with Gravel Date: 9/8/2015 25 15 10 7 4.8 90 81 65 60 45 100 100 94 94 91 EARTH ENGINEERING CONSULTANTS, LLC SUMMARY OF LABORATORY TEST RESULTS Sieve Analysis (AASHTO T 11 & T 27 / ASTM C 117 & C 136) Sieve Size Plasticity Index Plastic Limit Non-Plastic (NP) Non-Plastic (NP) Liquid Limit, Plastic Limit and Plasticity Index of Soils (AASHTO T 89 & T90/ASTM D 4318) Liquid Limit No Limit (NL) Percent Passing EARTH ENGINEERING CONSULTANTS, LLCSummary of Washed Sieve Analysis Tests (ASTM C117 & C136)Date:Project:Location:Project No:Sample ID:Sample Desc.:CobbleSilt or ClayGravelCoarse FineSandCoarse Medium9/8/201537.50 1.97 1.43I-25 and Prospect Road Development Fort Collins, Colorado 1152086Monitoring Well No. 3, Sample 4, Depth 19'Silty, Clayey Sand with Gravel D100D60D500.75 0.30Fine6.55 0.95D30D10CuCC6"5"4"3"2.5"2"1.5"1"3/4"1/2"3/8"No. 4No. 8No. 10No. 16No. 30No. 40No. 50No. 100No. 20001020304050607080901000.010.11101001000Finer by Weight (%)Grain Size (mm)Standard Sieve Size 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: I-25 and Prospect Road Development Location: Fort Collins, Colorado Project No: 1152086 Sample ID: Monitoring Well No. 4, Sample 2, Depth 9' Sample Desc.: Silty Sand with Gravel Date: 9/8/2015 EARTH ENGINEERING CONSULTANTS, LLC SUMMARY OF LABORATORY TEST RESULTS Sieve Analysis (AASHTO T 11 & T 27 / ASTM C 117 & C 136) Sieve Size Plasticity Index Plastic Limit Non-Plastic (NP) Non-Plastic (NP) Liquid Limit, Plastic Limit and Plasticity Index of Soils (AASHTO T 89 & T90/ASTM D 4318) Liquid Limit No Limit (NL) Percent Passing 100 100 100 96 92 84 57 36 33 23 13 10 6 5 4.1 1.78 0.42Fine12.54 1.44D30D10CuCC9/8/201525.00 5.26 3.94I-25 and Prospect Road Development Fort Collins, Colorado 1152086Monitoring Well No. 4, Sample 2, Depth 9'Silty Sand with Gravel D100D60D50EARTH ENGINEERING CONSULTANTS, LLCSummary of Washed Sieve Analysis Tests (ASTM C117 & C136)Date:Project:Location:Project No:Sample ID:Sample Desc.:CobbleSilt or ClayGravelCoarse FineSandCoarse Medium6"5"4"3"2.5"2"1.5"1"3/4"1/2"3/8"No. 4No. 8No. 10No. 16No. 30No. 40No. 50No. 100No. 20001020304050607080901000.010.11101001000Finer by Weight (%)Grain Size (mm)Standard Sieve Size 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: I-25 and Prospect Road Development Location: Fort Collins, Colorado Project No: 1152086 Sample ID: Monitoring Well No. 4, Sample 4, Depth 19' Sample Desc.: Silty Sand with Gravel Date: 9/8/2015 31 21 14 8 4.7 79 75 70 68 58 100 100 100 85 80 EARTH ENGINEERING CONSULTANTS, LLC SUMMARY OF LABORATORY TEST RESULTS Sieve Analysis (AASHTO T 11 & T 27 / ASTM C 117 & C 136) Sieve Size Plasticity Index Plastic Limit Non-Plastic (NP) Non-Plastic (NP) Liquid Limit, Plastic Limit and Plasticity Index of Soils (AASHTO T 89 & T90/ASTM D 4318) Liquid Limit No Limit (NL) Percent Passing EARTH ENGINEERING CONSULTANTS, LLCSummary of Washed Sieve Analysis Tests (ASTM C117 & C136)Date:Project:Location:Project No:Sample ID:Sample Desc.:CobbleSilt or ClayGravelCoarse FineSandCoarse Medium9/8/201525.00 1.31 1.00I-25 and Prospect Road Development Fort Collins, Colorado 1152086Monitoring Well No. 4, Sample 4, Depth 19'Silty Sand with Gravel D100D60D500.58 0.21Fine6.37 1.25D30D10CuCC6"5"4"3"2.5"2"1.5"1"3/4"1/2"3/8"No. 4No. 8No. 10No. 16No. 30No. 40No. 50No. 100No. 20001020304050607080901000.010.11101001000Finer by Weight (%)Grain Size (mm)Standard Sieve Size