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Home My WebLink AboutMOUNTAIN'S EDGE - Filed SEPD-SURFACE EXPLORATION/PAVEMENT DESIGN REPORT - 2019-02-20Soilogic, Inc. 3522 Draft Horse Court  Loveland, CO 80538  (970) 535-6144 February 18, 2019 GLH Construction, LLC 780 East Garden Drive Windsor, Colorado 80550 Attn: Mr. Justin T. Marshall Re: Geotechnical Subsurface Exploration and Pavement Design Report Mountain’s Edge Pavements Fort Collins, Colorado Soilogic Project # 18-2066P Mr. Marshall: Soilogic, Inc. (Soilogic) personnel have completed the geotechnical subsurface exploration and pavement section design you requested for the on-site public roadways and private drives located within the Mountain’s Edge Subdivision in Fort Collins, Colorado. The results of our subsurface exploration and pertinent geotechnical engineering recommendations are included with this report. The purpose of our exploration was to describe the subsurface conditions encountered in the completed site borings and develop the test data necessary to provide pavement section design recommendations for construction of the site roadways/drives. The conclusions and recommendations outlined in this report are based on results of the completed field and laboratory testing and our experience with subsurface conditions in this area. The Mountain’s Edge Subdivision is located northeast of the intersection of West Drake Road and South Overland Trail in Fort Collins, Colorado. The public roadways evaluated include Bluegrass Drive and Crown View Drive. At the time of our site exploration, the water and sewer utilities had been installed where planned and the roadways cut to approximate finish grade. Moisture/density testing of the overlot fill and utility backfill soils were completed by Soilogic personnel on a part time basis during placement and compaction and results met the minimum requirement of at least 95% of the material’s standard Proctor maximum dry density. City of Fort Collins APPROVED 02/19/2019 Robert Mosbey Geotechnical Subsurface Exploration and Pavement Design Report Mountain’s Edge Pavements Fort Collins, Colorado Soilogic # 18-2066P 2 FIELD EXPLORATION To develop subsurface information for use in the pavement design, a total of 13 borings were completed. In the public streets were water and sewer utilities were installed as part of the site development, one (1) boring was advanced within the utility trench to a depth of approximately five (5) feet below roadway subgrade level with one (1) additional boring advanced outside the utility trench to a depth of approximately 10 feet. Single 10- foot deep borings were advanced at several locations within the private site drives. The test areas were established at approximate 500 foot intervals along the roadway/drive alignments in accordance with the Larimer County Urban Area Street Standards (LCUASS). The boring locations were established in the field by Soilogic personnel by pacing and estimating angles and distances from identifiable site references. A diagram indicating the approximate boring locations is included with this report. The boring locations outlined on the attached diagram should be considered accurate only to the degree implied by the methods used to make the field measurements. Graphic logs of each of the auger borings are also included. The test holes were advanced using 4-inch diameter continuous-flight auger powered by a truck-mounted CME-45 drill rig. Samples of the subsurface materials were obtained at regular intervals using California barrel sampling procedures in general accordance with ASTM specification D-1586. As part of the D-1586 sampling procedure, standard sampling barrels are driven into the substrata using a 140-pound hammer falling a distance of 30 inches. The number of blows required to advance the sampler a distance of 12 inches is recorded and helpful in estimating the consistency or relative density of the soils encountered. In the California barrel sampling procedure, lesser disturbed samples are obtained in removable brass liners. Samples of the subsurface materials obtained in the field were sealed and returned to the laboratory for further evaluation, classification and testing. LABORATORY TESTING The samples collected were tested in the laboratory to measure natural moisture content and visually and/or manually classified in accordance with the Unified Soil Classification System (USCS). The USCS group symbols are indicated on the attached boring logs. An Geotechnical Subsurface Exploration and Pavement Design Report Mountain’s Edge Pavements Fort Collins, Colorado Soilogic # 18-2066P 3 outline of the USCS classification system is included with this report. Classification of bedrock was completed through visual and tactual observation of disturbed samples. Other bedrock types could be revealed through petrographic analysis. As part of the laboratory testing, a calibrated hand penetrometer (CHP) was used to estimate the unconfined compressive strength of essentially-cohesive specimens. The CHP also provides a more reliable estimate of soil consistency than tactual observation alone. Dry density, Atterberg limits, -200 wash and swell/consolidation tests were completed on selected samples to help establish specific soil characteristics. Atterberg limits tests are used to determine soil plasticity. The percent passing the #200 size sieve (-200 wash test) is used to determine the percentage of fine-grained soils (clay and silt) in a sample. Swell/consolidation tests are performed to evaluate soil volume change potential with variation in moisture content. Swell/consolidation tests completed on samples obtained at a depth of approximately 2 feet below ground surface were inundated with water at a 150 psf confining pressure while samples obtained at a depth of approximately 4 feet below ground surface were inundated at a 500 psf confining pressure. One representative sample of the subgrade soils obtained during drilling was submitted to a local laboratory for resistance value (R-value) testing and used in pavement section design. The results of the completed laboratory tests are outlined on the attached boring logs, swell/consolidation and R-value test summary sheets. SUBSURFACE CONDITIONS The subsurface materials encountered in the completed site borings can be summarized as follows. Rust/brown clayey to silty sand with varying amounts of scattered gravel and which varied to sandy lean clay in places was encountered at the surface at the boring locations. A portion of the near-surface clayey to silty sand/lean clay appeared to be placed fill and/or utility backfill. The clayey to silty sand/lean clay varied from loose to dense in terms of relative density or from very stiff to hard in terms of consistency, exhibited no to low swell potential at in-situ moisture and density conditions and extended to the bottom of all borings except boring B-3 at depths ranging from approximately 5 to 10 feet below present site grade. At the location of boring B-3, the clayey to silty sand extended to a depth of approximately 9½ feet below ground surface where it was underlain by light brown claystone bedrock. The claystone was medium Geotechnical Subsurface Exploration and Pavement Design Report Mountain’s Edge Pavements Fort Collins, Colorado Soilogic # 18-2066P 4 hard in terms of relative hardness and extended to the bottom of this boring at a depth of approximately 10 feet below grade. The stratigraphy indicated on the included boring logs represents the approximate location of changes in soil and bedrock types. Actual changes may be more gradual than those indicated. Groundwater was not encountered in any of the completed site borings at the time of drilling. Groundwater levels will vary seasonally and over time based on weather conditions, site development, irrigation practices and other hydrologic conditions. Perched and/or trapped groundwater conditions may also be encountered at times throughout the year. Perched water is commonly encountered in soils overlying less permeable soil layers and/or bedrock. Trapped water is typically encountered within more permeable zones of layered soil and bedrock systems. The location and amount of perched/trapped water can also vary over time. ANALYSIS AND RECOMMENDATIONS The clayey to silty sand/lean clay subgrade soils encountered in the completed site borings exhibited no to low swell potential at in-situ moisture and density conditions, and in our opinion, could be used for support of the roadway pavements. Immediately prior to paving, we recommend the exposed subgrade soils be scarified to a depth of 9 inches, adjusted in moisture content and compacted to at least 95% of the materials standard Proctor maximum dry density. The moisture content of the scarified subgrade soils should be adjusted to be within the range of ±2% of standard Proctor optimum moisture content at the time of compaction. If fly ash stabilization of the pavement subgrade soils will be completed, reconditioning of the subgrade soils prior to fly ash treatment would not be required. Care should be taken to avoid disturbing the developed subgrade soils prior to paving. In addition, efforts to maintain the proper moisture content in the subgrade soils should be made. If subgrade soils are disturbed by the construction activities or allowed to dry out or become elevated in moisture content, those materials should be reworked in place or removed and replaced prior to surfacing. Geotechnical Subsurface Exploration and Pavement Design Report Mountain’s Edge Pavements Fort Collins, Colorado Soilogic # 18-2066P 5 Proof-rolling of the roadway subgrade soils should be completed prior to paving to help identify any areas of soft/unstable soils. Those areas identified as unstable would need to be mended prior to paving. Isolated areas of instability can be mended on a case by case basis. If more extensive areas of subgrade instability are encountered and depending on the time of year when construction occurs and other hydrologic conditions, overall stabilization of the subgrade soils may become necessary to develop a suitable paving platform. Based on the materials encountered in the completed site borings and results of laboratory testing, it is our opinion fly ash stabilization of the pavement subgrades could be completed to develop a suitable paving platform. With the increase in support strength developed by the stabilization procedures, it is our opinion the zone of stabilized subgrade could be included in the pavement section design, slightly reducing the required thickness of overlying aggregate base course. A reduction in the thickness of asphaltic concrete is not recommended. A pavement section design option incorporating some structural credit for the fly ash stabilized subgrade soils is outlined below in Table I. Fly ash stabilization can eliminate some of the uncertainty associated with attempting to pave during periods of inclement weather. For fly ash stabilization, we recommend the addition of 12% class ‘C’ fly ash based on component dry unit weights. A 12-inch thick stabilized zone should be constructed by thoroughly blending the fly ash with the in-place subgrade soils. Some “fluffing” of the finish subgrade level should be expected with the stabilization procedures. The blended materials should be adjusted to within ±2% of standard Proctor optimum moisture content and compacted to at least 95% of the material’s standard Proctor maximum dry density within two (2) hours of fly ash addition. Pavement Design The clayey to silty sand subgrade soils classify as A-2-4 and A-6 soils in accordance with The American Association of State Highway and Transportation Officials (AASHTO) classification system and would be expected to exhibit low to moderate remolded shear strength. An R-value of 12 was determined on a representative subgrade sample obtained from the completed site borings and used in pavement section design. Design ESAL’s were provided by City of Fort Collins personnel. Serviceability loss and reliability were obtained from the current LCUASS. Geotechnical Subsurface Exploration and Pavement Design Report Mountain’s Edge Pavements Fort Collins, Colorado Soilogic # 18-2066P 6 Outlined below in Table I. are proposed pavement section designs for the subject roadways. Alternative pavement sections could be considered and we would be happy to discuss any design alternatives at your request. TABLE 1 – PAVEMENT SECTION DESIGN Roadway Classification ESAL’s Reliability % Loss Resilient Modulus (Mr) Design Structural Number Option A – Composite Surface Asphalt (Grading S or SX) Aggregate Base (Class 6) (Structural Number) Option B – Composite on Fly Ash Surface Asphalt (Grading S or SX) Aggregate Base (Class 6) Fly Ash Treated Subgrade (Structural Number) Bluegrass Drive, Crown View Drive, Private Drives Local Residential 36,500 55% 2.5% 3803 (2.29) *4” (0.44/inch) *6” (0.11/inch) (2.42) *4” (0.44/inch) *6” (0.11/inch) 12” (10 @ .05/inch) (2.92) * Minimum section required by the City of Fort Collins Asphaltic concrete should consist of a bituminous plant mix composed of a mixture of aggregate, filler, binders and additives if required meeting the design requirements of the City of Fort Collins. Aggregate used in the asphaltic concrete should meet specific gradation requirements such as Colorado Department of Transportation (CDOT) grading S (3/4 inch minus) or SX (1/2 inch minus) specifications. Asphalt used in the hot mix should consist of performance graded PG (58-28), or as specified by the Local Agency, for local residential roadways. Hot mix asphalt designed using “Superpave” criteria should be compacted to within 92 to 96% of the materials Maximum Theoretical Density. Aggregate base should be consistent with CDOT requirements for Class 5 or 6 aggregate base, placed in loose lifts not to exceed 9 inches thick, adjusted to within ±2% of the material’s standard Proctor optimum moisture content and compacted to at least 95% of the materials standard Proctor maximum dry density. Geotechnical Subsurface Exploration and Pavement Design Report Mountain’s Edge Pavements Fort Collins, Colorado Soilogic # 18-2066P 7 The proposed pavement section designs do not include an allowance for excessive loading conditions imposed by heavy construction vehicles or equipment. Heavily loaded concrete or other building material trucks and construction equipment can cause some localized distress to the roadway pavements. Drainage Positive drainage is imperative for satisfactory long term performance of the roadway pavements. Water which is allowed to pond adjacent to site pavements can result in a loss of subgrade support and premature failure of the overlying pavement section. LIMITATIONS This report was prepared based upon the data obtained from the completed site exploration, laboratory testing, engineering analysis and any other information discussed. The completed borings provide an indication of subsurface conditions at the boring locations only. Variations in subsurface conditions can occur in relatively short distances away from the borings. This report does not reflect any variations which may occur across the site or away from the borings. If variations in the subsurface conditions anticipated become evident, the geotechnical engineer should be notified immediately so that further evaluation and supplemental recommendations can be provided. The scope of services for this project does not include either specifically or by implication any biological or environmental assessment of the site or identification or prevention of pollutants or hazardous materials or conditions. Other studies should be completed if concerns over the potential of such contamination or pollution exist. The geotechnical engineer should be retained to review the plans and specifications so that comments can be made regarding the interpretation and implementation of our geotechnical recommendations in the design and specifications. The geotechnical engineer should also be retained to provide testing and observation services during construction to help determine that the design requirements are fulfilled. Geotechnical Subsurface Exploration and Pavement Design Report Mountain’s Edge Pavements Fort Collins, Colorado Soilogic # 18-2066P 8 This report has been prepared for the exclusive use of our client for specific application to the project discussed and has been prepared in accordance with the generally accepted standard of care for the profession. No warranties express or implied, are made. The conclusions and recommendations contained in this report should not be considered valid in the event that any changes in the nature, design or location of the project as outlined in this report are planned, unless those changes are reviewed and the conclusions of this report modified and verified in writing by the geotechnical engineer. We appreciate the opportunity to be of service to you on this project. If you have any questions concerning the enclosed information or if we can be of further assistance to you in any way, please do not hesitate to contact us. Very Truly Yours, Soilogic, Inc. Reviewed by: Wolf von Carlowitz, P.E. Darrel DiCarlo, P.E. Principal Engineer Senior Project Engineer 36746 44271 LOG OF BORING B-1a 1/1 CME 45 4" CFA Automatic JL/BM Estimated Swell % Passing SOIL DESCRIPTION Depth "N" MC DD qu % Swell @ Pressure # 200 Sieve (ft) (%) (pcf) (psf) 500 psf (psf) LL PI (%) - 1 SC-SM FILL - CLAYEY TO SILTY SAND - rust/brown 2 medium dense - 3 CS 43 2.6 - 9000+ - - 21 5 15.1% With Gravel - 4 - 5 CS 31 3.1 - 6000 - - - - - BOTTOM OF BORING @ 5.0' - 6 - 7 - 8 - 9 - 10 - 11 - 12 - 13 - 14 - 15 - 16 - 17 - 18 - 19 - 20 - 21 - 22 - 23 - 24 - 25 MOUNTAINS EDGE PAVEMENTS FORT COLLINS, COLORADO LOG OF BORING B-1b 1/1 CME 45 4" CFA Automatic JL/BM Estimated Swell % Passing SOIL DESCRIPTION Depth "N" MC DD qu % Swell @ Pressure # 200 Sieve (ft) (%) (pcf) (psf) 500 psf (psf) LL PI (%) - 1 - 2 SC-SM CLAYEY TO SILTY SAND - rust/brown 3 CS 36 4.0 - 7500 - - - - - medium dense - 4 With Gravel - 5 CS 32 1.6 103.6 9000+ None <500 - - - - 6 - 7 - 8 - 9 - 10 CS 33 2.7 124.4 9000+ - - - - - BOTTOM OF BORING @ 10.0' - 11 - 12 - 13 - 14 - 15 - 16 - 17 - 18 - 19 - 20 - 21 - 22 - 23 - 24 - 25 Sheet Drilling Rig: Water Depth Information MOUNTAINS EDGE PAVEMENTS LOG OF BORING B-2a 1/1 CME 45 4" CFA Automatic JL/BM Estimated Swell % Passing SOIL DESCRIPTION Depth "N" MC DD qu % Swell @ Pressure # 200 Sieve (ft) (%) (pcf) (psf) 500 psf (psf) LL PI (%) - 1 SC-SM FILL - CLAYEY TO SILTY SAND - rust/brown 2 medium dense - 3 CS 16 10.2 129.6 9000+ - - - - - With Gravel - 4 - 5 CS 21 8.2 131.0 9000+ None <500 - - - BOTTOM OF BORING @ 5.0' - 6 - 7 - 8 - 9 - 10 - 11 - 12 - 13 - 14 - 15 - 16 - 17 - 18 - 19 - 20 - 21 - 22 - 23 - 24 - 25 Sheet Drilling Rig: Water Depth Information MOUNTAINS EDGE PAVEMENTS LOG OF BORING B-2b 1/1 CME 45 4" CFA Automatic JL/BM Estimated Swell % Passing SOIL DESCRIPTION Depth "N" MC DD qu % Swell @ Pressure # 200 Sieve (ft) (%) (pcf) (psf) 500 psf (psf) LL PI (%) - 1 - 2 SC-SM CLAYEY TO SILTY SAND - rust/brown 3 CS 15 9.0 122.3 9000+ 0.1% @ 150 300 - - - medium dense - 4 With Gravel - 5 CS 26 5.7 121.4 9000+ - - - - - - 6 - 7 - 8 - 9 - 10 CS 30 2.0 - N/A - - - - - BOTTOM OF BORING @ 10.0' - 11 - 12 - 13 - 14 - 15 - 16 - 17 - 18 - 19 - 20 - 21 - 22 - 23 - 24 - 25 Sheet Drilling Rig: Water Depth Information MOUNTAINS EDGE PAVEMENTS LOG OF BORING B-3 1/1 CME 45 4" CFA Automatic JL/BM Estimated Swell % Passing SOIL DESCRIPTION Depth "N" MC DD qu % Swell @ Pressure # 200 Sieve (ft) (%) (pcf) (psf) 500 psf (psf) LL PI (%) - 1 - 2 SC-SM CLAYEY TO SILTY SAND - rust/brown 3 CS 12 9.8 115.2 9000+ - - - - - loose to medium dense - 4 With Sandy Lean Clay Lenses - With Scattered Gravel 5 CS 30 9.9 96.4 9000+ 1.7% 3000 - - - - 6 - 7 - 8 - 9 - CLAYSTONE - light brown, med hard 10 CS 41 7.1 116.9 9000+ - - - - - BOTTOM OF BORING @ 10.0' - 11 - 12 - 13 - 14 - 15 - 16 - 17 - 18 - 19 - 20 - 21 - 22 - 23 - 24 - 25 Sheet Drilling Rig: Water Depth Information MOUNTAINS EDGE PAVEMENTS LOG OF BORING B-4 1/1 CME 45 4" CFA Automatic JL/BM Estimated Swell % Passing SOIL DESCRIPTION Depth "N" MC DD qu % Swell @ Pressure # 200 Sieve (ft) (%) (pcf) (psf) 500 psf (psf) LL PI (%) - 1 - 2 SC-SM CLAYEY TO SILTY SAND - rust/brown 3 CS 17 2.1 105.5 9000+ None @ 150 <150 - - - medium dense - 4 With Scattered Gravel - 5 CS 36 3.6 - N/A - - - - - - 6 - 7 - 8 - 9 - 10 CS 36 3.3 122.0 9000 - - - - - BOTTOM OF BORING @ 10.0' - 11 - 12 - 13 - 14 - 15 - 16 - 17 - 18 - 19 - 20 - 21 - 22 - 23 - 24 - 25 Sheet Drilling Rig: Water Depth Information MOUNTAINS EDGE PAVEMENTS LOG OF BORING B-5a 1/1 CME 45 4" CFA Automatic JL/BM Estimated Swell % Passing SOIL DESCRIPTION Depth "N" MC DD qu % Swell @ Pressure # 200 Sieve (ft) (%) (pcf) (psf) 500 psf (psf) LL PI (%) - 1 SC-SM FILL - CLAYEY TO SILTY SAND - rust/brown 2 medium dense - 3 CS 25 8.7 130.7 9000+ - - - - - With Sandstone Bedrock Fragments - With Scattered Gravel 4 - 5 CS 24 9.3 129.9 9000+ None <500 - - - BOTTOM OF BORING @ 5.0' - 6 - 7 - 8 - 9 - 10 - 11 - 12 - 13 - 14 - 15 - 16 - 17 - 18 - 19 - 20 - 21 - 22 - 23 - 24 - 25 Sheet Drilling Rig: Water Depth Information MOUNTAINS EDGE PAVEMENTS LOG OF BORING B-5b 1/1 CME 45 4" CFA Automatic JL/BM Estimated Swell % Passing SOIL DESCRIPTION Depth "N" MC DD qu % Swell @ Pressure # 200 Sieve (ft) (%) (pcf) (psf) 500 psf (psf) LL PI (%) - 1 - 2 SC-SM CLAYEY TO SILTY SAND - rust/brown 3 CS 15 9.8 126.4 9000+ None @ 150 <150 - - - loose to medium dense - 4 With Gravel - 5 CS 12 9.1 124.3 9000+ - - - - - - 6 - 7 - 8 - 9 - 10 CS 26 3.4 - N/A - - - - - BOTTOM OF BORING @ 10.0' - 11 - 12 - 13 - 14 - 15 - 16 - 17 - 18 - 19 - 20 - 21 - 22 - 23 - 24 - 25 Sheet Drilling Rig: Water Depth Information MOUNTAINS EDGE PAVEMENTS LOG OF BORING B-6 1/1 CME 45 4" CFA Automatic JL/BM Estimated Swell % Passing SOIL DESCRIPTION Depth "N" MC DD qu % Swell @ Pressure # 200 Sieve (ft) (%) (pcf) (psf) 500 psf (psf) LL PI (%) - 1 - 2 SC-SM CLAYEY TO SILTY SAND - rust/brown 3 CS 9 5.2 105.2 9000+ None @ 150 <150 - - - loose to medium dense - 4 With Gravel - 5 CS 29 4.1 - N/A - - - - - - 6 - 7 - 8 - 9 - 10 CS 35 2.4 - N/A - - - - - BOTTOM OF BORING @ 10.0' - 11 - 12 - 13 - 14 - 15 - 16 - 17 - 18 - 19 - 20 - 21 - 22 - 23 - 24 - 25 Sheet Drilling Rig: Water Depth Information MOUNTAINS EDGE PAVEMENTS LOG OF BORING B-7a 1/1 CME 45 4" CFA Automatic JL/BM Estimated Swell % Passing SOIL DESCRIPTION Depth "N" MC DD qu % Swell @ Pressure # 200 Sieve (ft) (%) (pcf) (psf) 500 psf (psf) LL PI (%) - 1 SC-SM FILL - CLAYEY TO SILTY SAND - rust/brown 2 medium dense to dense - 3 CS 17 16.9 117.8 6000 0.3% @ 150 500 35 17 44.6% With Gravel - 4 - 5 CS 50 12.6 102.6 9000+ - - - - - BOTTOM OF BORING @ 5.0' - 6 - 7 - 8 - 9 - 10 - 11 - 12 - 13 - 14 - 15 - 16 - 17 - 18 - 19 - 20 - 21 - 22 - 23 - 24 - 25 Sheet Drilling Rig: Water Depth Information MOUNTAINS EDGE PAVEMENTS LOG OF BORING B-7b 1/1 CME 45 4" CFA Automatic JL/BM Estimated Swell % Passing SOIL DESCRIPTION Depth "N" MC DD qu % Swell @ Pressure # 200 Sieve (ft) (%) (pcf) (psf) 500 psf (psf) LL PI (%) - 1 CL FILL - SANDY LEAN CLAY varies to - SC-SM CLAYEY TO SILTY SAND 2 rust/brown - very stiff to hard/medium dense 3 CS 28 16.3 111.3 9000+ - - - - - - 4 - 5 CS 42 7.6 102.4 9000+ 1.3% 1500 - - - - 6 - CLAYEY TO SILTY SAND 7 light brown - medium dense 8 - With Gravel 9 - 10 CS 29 1.6 - 9000+ - - - - - BOTTOM OF BORING @ 10.0' - 11 - 12 - 13 - 14 - 15 - 16 - 17 - 18 - 19 - 20 - 21 - 22 - 23 - 24 - 25 Sheet Drilling Rig: Water Depth Information MOUNTAINS EDGE PAVEMENTS LOG OF BORING B-8 1/1 CME 45 4" CFA Automatic JL/BM Estimated Swell % Passing SOIL DESCRIPTION Depth "N" MC DD qu % Swell @ Pressure # 200 Sieve (ft) (%) (pcf) (psf) 500 psf (psf) LL PI (%) - 1 SC-SM FILL - CLAYEY TO SILTY SAND - rust/brown 2 medium dense - 3 CS 24 11.6 124.7 9000+ None @ 150 <150 - - - With Gravel - 4 - 5 CS 29 7.9 130.2 9000+ - - - - - - 6 SC-SM CLAYEY TO SILTY SAND - light to dark brown 7 medium dense - 8 With Gravel and Possible Cobbles - 9 - 10 CS 23 2.1 137.5 N/A - - - - - BOTTOM OF BORING @ 10.0' - 11 - 12 - 13 - 14 - 15 - 16 - 17 - 18 - 19 - 20 - 21 - 22 - 23 - 24 - 25 Sheet Drilling Rig: Water Depth Information MOUNTAINS EDGE PAVEMENTS LOG OF BORING B-9 1/1 CME 45 4" CFA Automatic JL/BM Estimated Swell % Passing SOIL DESCRIPTION Depth "N" MC DD qu % Swell @ Pressure # 200 Sieve (ft) (%) (pcf) (psf) 500 psf (psf) LL PI (%) - 1 - 2 SC-SM CLAYEY TO SILTY SAND - rust/brown 3 CS 23 7.8 132.8 9000+ None @ 150 <150 - - - medium dense - 4 With Gravel - 5 CS 25 8.5 126.6 9000+ - - - - - - 6 - 7 - 8 - 9 - 10 CS 25 3.5 - 9000+ - - - - - BOTTOM OF BORING @ 10.0' - 11 - 12 - 13 - 14 - 15 - 16 - 17 - 18 - 19 - 20 - 21 - 22 - 23 - 24 - 25 Sheet Drilling Rig: Water Depth Information MOUNTAINS EDGE PAVEMENTS Liquid Limit - Plasticity Index - % Passing #200 - Dry Density (pcf) 103.6 MOUNTAINS EDGE PAVEMENTS FORT COLLINS, COLORADO Project # 18-2066P February 2019 SWELL/CONSOLIDATION TEST SUMMARY Sample ID: B-1b @ 4 Sample Description: Rust/Brown Clayey to Silty Sand with Scattered Gravel Initial Moisture 1.6% 500 Final Moisture 17.5% % Swell @ 500 psf None Swell Pressure (psf) <500 -12 -10 -8 -6 -4 -2 0 2 4 6 8 10 12 10 100 1000 10000 100000 --------- Applied Load (psf) Liquid Limit - Plasticity Index - % Passing #200 - Dry Density (pcf) 131.0 SWELL/CONSOLIDATION TEST SUMMARY MOUNTAINS EDGE PAVEMENTS FORT COLLINS, COLORADO Project # 18-2066P February 2019 Initial Moisture 8.2% Sample ID: B-2a @ 4 Sample Description: Fill - Rust/Brown Clayey to Silty Sand with Scattered Gravel (Swell Only) 500 Final Moisture 9.8% % Swell @ 500 psf None Swell Pressure (psf) <500 -12 -10 -8 -6 -4 -2 0 2 4 6 8 10 12 10 100 1000 10000 100000 --------- Applied Load (psf) Liquid Limit - Plasticity Index - % Passing #200 - Dry Density (pcf) 122.3 SWELL/CONSOLIDATION TEST SUMMARY MOUNTAINS EDGE PAVEMENTS FORT COLLINS, COLORADO Project # 18-2066P February 2019 Initial Moisture 9.0% Sample ID: B-2b @ 2 Sample Description: Rust/Brown Clayey to Silty Sand with Scattered Gravel 150 Final Moisture 11.5% % Swell @ 150 psf 0.1% Swell Pressure (psf) 300 -12 -10 -8 -6 -4 -2 0 2 4 6 8 10 12 10 100 1000 10000 100000 --------- Applied Load (psf) Liquid Limit - Plasticity Index - % Passing #200 - Dry Density (pcf) 96.4 SWELL/CONSOLIDATION TEST SUMMARY MOUNTAINS EDGE PAVEMENTS FORT COLLINS, COLORADO Project # 18-2066P February 2019 Initial Moisture 9.9% Sample ID: B-3 @ 4 Sample Description: Rust/Brown Sandy Lean Clay with Scattered Gravel 500 Final Moisture 25.1% % Swell @ 500 psf 1.7% Swell Pressure (psf) 3,000 -12 -10 -8 -6 -4 -2 0 2 4 6 8 10 12 10 100 1000 10000 100000 --------- Applied Load (psf) Liquid Limit - Plasticity Index - % Passing #200 - Dry Density (pcf) 105.5 SWELL/CONSOLIDATION TEST SUMMARY MOUNTAINS EDGE PAVEMENTS FORT COLLINS, COLORADO Project # 18-2066P February 2019 Initial Moisture 2.1% Sample ID: B-4 @ 2 Sample Description: Rust/Brown Clayey to Silty Sand with Scattered Gravel 150 Final Moisture 17.9% % Swell @ 150 psf None Swell Pressure (psf) <150 -12 -10 -8 -6 -4 -2 0 2 4 6 8 10 12 10 100 1000 10000 100000 --------- Applied Load (psf) Liquid Limit - Plasticity Index - % Passing #200 - Dry Density (pcf) 129.9 SWELL/CONSOLIDATION TEST SUMMARY MOUNTAINS EDGE PAVEMENTS FORT COLLINS, COLORADO Project # 18-2066P February 2019 Initial Moisture 9.3% Sample ID: B-5a @ 4 Sample Description: Fill - Rust/Brown Clayey to Silty Sand with Scattered Gravel 500 Final Moisture 9.9% % Swell @ 500 psf None Swell Pressure (psf) <500 -12 -10 -8 -6 -4 -2 0 2 4 6 8 10 12 10 100 1000 10000 100000 --------- Applied Load (psf) Liquid Limit - Plasticity Index - % Passing #200 - Dry Density (pcf) 126.4 SWELL/CONSOLIDATION TEST SUMMARY MOUNTAINS EDGE PAVEMENTS FORT COLLINS, COLORADO Project # 18-2066P February 2019 Initial Moisture 9.8% Sample ID: B-5b @ 2 Sample Description: Rust/Brown Clayey to Silty Sand with Scattered Gravel (Swell Only) 150 Final Moisture 12.9% % Swell @ 150 psf None Swell Pressure (psf) <150 -12 -10 -8 -6 -4 -2 0 2 4 6 8 10 12 10 100 1000 10000 100000 --------- Applied Load (psf) Liquid Limit - Plasticity Index - % Passing #200 - Dry Density (pcf) 105.2 SWELL/CONSOLIDATION TEST SUMMARY MOUNTAINS EDGE PAVEMENTS FORT COLLINS, COLORADO Project # 18-2066P February 2019 Initial Moisture 5.2% Sample ID: B-6 @ 2 Sample Description: Rust/Brown Clayey to Silty Sand with Scattered Gravel 150 Final Moisture 20.0% % Swell @ 150 psf None Swell Pressure (psf) <150 -12 -10 -8 -6 -4 -2 0 2 4 6 8 10 12 10 100 1000 10000 100000 --------- Applied Load (psf) Liquid Limit 35 Plasticity Index 17 % Passing #200 44.6% Dry Density (pcf) 117.8 SWELL/CONSOLIDATION TEST SUMMARY MOUNTAINS EDGE PAVEMENTS FORT COLLINS, COLORADO Project # 18-2066P February 2019 Initial Moisture 16.9% Sample ID: B-7a @ 2 Sample Description: Fill - Rust/Brown Clayey to Silty Sand with Scattered Gravel 150 Final Moisture 16.1% % Swell @ 150 psf 0.3% Swell Pressure (psf) 500 -12 -10 -8 -6 -4 -2 0 2 4 6 8 10 12 10 100 1000 10000 100000 --------- Applied Load (psf) Liquid Limit - Plasticity Index - % Passing #200 - Dry Density (pcf) 102.4 SWELL/CONSOLIDATION TEST SUMMARY MOUNTAINS EDGE PAVEMENTS FORT COLLINS, COLORADO Project # 18-2066P February 2019 Initial Moisture 7.6% Sample ID: B-7b @ 4 Sample Description: Fill - Rust/Brown Sandy Lean Clay/Clayey to Silty Sand 500 Final Moisture 20.5% % Swell @ 500 psf 1.3% Swell Pressure (psf) 1,500 -12 -10 -8 -6 -4 -2 0 2 4 6 8 10 12 10 100 1000 10000 100000 --------- Applied Load (psf) Liquid Limit - Plasticity Index - % Passing #200 - Dry Density (pcf) 124.7 SWELL/CONSOLIDATION TEST SUMMARY MOUNTAINS EDGE PAVEMENTS FORT COLLINS, COLORADO Project # 18-2066P February 2019 Initial Moisture 11.6% Sample ID: B-8 @ 2 Sample Description: Fill - Rust/Brown Clayey to Silty Sand with Scattered Gravel (Swell Only) 150 Final Moisture 11.0% % Swell @ 150 psf None Swell Pressure (psf) <150 -12 -10 -8 -6 -4 -2 0 2 4 6 8 10 12 10 100 1000 10000 100000 --------- Applied Load (psf) Liquid Limit - Plasticity Index - % Passing #200 - Dry Density (pcf) 132.8 SWELL/CONSOLIDATION TEST SUMMARY MOUNTAINS EDGE PAVEMENTS FORT COLLINS, COLORADO Project # 18-2066P February 2019 Initial Moisture 7.8% Sample ID: B-9 @ 2 Sample Description: Rust/Brown Clayey to Silty Sand with Scattered Gravel (Swell Only) 150 Final Moisture 9.7% % Swell @ 150 psf None Swell Pressure (psf) <150 -12 -10 -8 -6 -4 -2 0 2 4 6 8 10 12 10 100 1000 10000 100000 --------- Applied Load (psf) Design Inputs Asphalt Concrete CBR, Calculated Mr 3.0 Mr = 5161 psi K = 110 pci Sugrade Support Used Mr = 3803 psi K = 250 pci Reliability (%) = 75 75 Standard Deviation So = 0.45 0.35 Initial Serviceability = Po = 4.5 4.5 Terminal Serviceability = Pt = 2.0 2.5 Design Serviceability Loss, = DPSI = 2.5 2.0 Asphalt Layer Coefficients a1 = 0.44 AC Surface and Binder a2 = 0.30 AC Base a2 = 0.11 Aggregate Base a3 = 0.08 Subbase Concrete Compressive Strength 4000 psi Modulus of Elasticity of Concrete = 3,605 ksi Modulus of Rupture of Concrete: = 580 psi Load Transfer ("J" Factor) 3.8 See Table 1 Drainage Coefficient 1.0 See Table 2 Pavement Thickness Designs Traffic Category - Flexible Pavement Tucker Asphalt Section Traffic (18 kip ESAL) = 36,500 Calculated ESALs = 11,868 Flexible Pavement Section Drainage, m Di AC Surface + Binder 4.0 in Asphalt Base in Aggregate Base 1.0 6.0 in Subbase 1.0 0.0 in Structural Number 2.42 OK 0.00062759 Required 2.29 Rigid Pavement Section Traffic Category - Rigid Pavement Typical Minor Road Concrete Section Traffic (18 kip ESAL) = 160,000 Calculated ESALs = 295,382 Concrete Thickness, DPCC 5.08 Equation results require 5.2041 Click button to solve for slab Thickness equality 5.3307 -3.7265 Pavement Design (AASHTO 1993 Method) Solve for DPCC Solve for SN required UNIFIED SOIL CLASSIFICATION SYSTEM Criteria for Assigning Group Symbols and Group Names Using Laboratory TestsA Soil Classification Group Symbol Group NameB Clean Gravels Cu ! 4 and 1 " Cc " 3E GW Well graded gravelF Less than 5% finesC Cu < 4 and/or 1 > Cc > 3E GP Poorly graded gravelF Fines classify as ML or MH GM Silty gravelF,G, H Coarse Grained Soils More than 50% retained on No. 200 sieve Gravels More than 50% of coarse fraction retained on No. 4 sieve Gravels with Fines More than 12% finesC Fines classify as CL or CH GC Clayey gravelF,G,H Clean Sands Cu ! 6 and 1 " Cc " 3E SW Well graded sandI Less than 5% finesD Cu < 6 and/or 1 > Cc > 3E SP Poorly graded sandI Fines classify as ML or MH SM Silty sandG,H,I Sands 50% or more of coarse fraction passes No. 4 sieve Sands with Fines More than 12% finesD Fines classify as CL or CH SC Clayey sandG,H,I Silts and Clays PI > 7 and plots on or above “A” lineJ CL Lean clayK,L,M Liquid limit less than 50 Inorganic PI < 4 or plots below “A” lineJ ML SiltK,L,M Liquid limit - oven dried Organic clayK,L,M,N Fine-Grained Soils 50% or more passes the No. 200 sieve Organic Liquid limit - not dried < 0.75 OL Organic siltK,L,M,O Inorganic PI plots on or above “A” line CH Fat clayK,L,M Silts and Clays Liquid limit 50 or more PI plots below “A” line MH Elastic siltK,L,M Organic Liquid limit - oven dried Organic clayK,L,M,P Liquid limit - not dried < 0.75 OH Organic siltK,L,M,Q Highly organic soils Primarily organic matter, dark in color, and organic odor PT Peat A Based on the material passing the 3-in. (75-mm) sieve B If field sample contained cobbles or boulders, or both, add “with cobbles or boulders, or both” to group name. C Gravels with 5 to 12% fines require dual symbols: GW-GM well graded gravel with silt, GW-GC well graded gravel with clay, GP-GM poorly graded gravel with silt, GP-GC poorly graded gravel with clay. D Sands with 5 to 12% fines require dual symbols: 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 E Cu = D60/D10 Cc = GENERAL NOTES DRILLING & SAMPLING SYMBOLS: SS: Split Spoon - 1⅜" I.D., 2" O.D., unless otherwise noted HS: Hollow Stem Auger ST: Thin-Walled Tube – 2.5" O.D., unless otherwise noted PA: Power Auger RS: Ring Sampler - 2.42" I.D., 3" O.D., unless otherwise noted HA: Hand Auger CS: California Barrel - 1.92" I.D., 2.5" O.D., unless otherwise noted RB: Rock Bit BS: Bulk Sample or Auger Sample WB: Wash Boring or Mud Rotary The number of blows required to advance a standard 2-inch O.D. split-spoon sampler (SS) the last 12 inches of the total 18-inch penetration with a 140-pound hammer falling 30 inches is considered the “Standard Penetration” or “N-value”. For 2.5” O.D. California Barrel samplers (CB) the penetration value is reported as the number of blows required to advance the sampler 12 inches using a 140-pound hammer falling 30 inches, reported as “blows per inch,” and is not considered equivalent to the “Standard Penetration” or “N-value”. 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 Casing Removal Water levels indicated on the boring logs are the levels measured in the borings at the times indicated. Groundwater levels at other times and other locations across the site could vary. In pervious soils, the indicated levels may reflect the location of groundwater. In low permeability soils, the accurate determination of groundwater levels may not be possible with only short-term observations. DESCRIPTIVE SOIL CLASSIFICATION: Soil classification is based on the Unified Classification System. Coarse Grained Soils have more than 50% of their dry weight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils have less than 50% of their dry weight retained on a #200 sieve; they are principally 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 in-place relative density and fine-grained soils on the basis of their consistency. FINE-GRAINED SOILS COARSE-GRAINED SOILS BEDROCK (CB) Blows/Ft. (SS) Blows/Ft. Consistency (CB) Blows/Ft. (SS) Blows/Ft. Relative Density (CB) Blows/Ft. (SS) Blows/Ft. Consistency < 3 0-2 Very Soft 0-5 < 3 Very Loose < 24 < 20 Weathered 3-5 3-4 Soft 6-14 4-9 Loose 24-35 20-29 Firm 6-10 5-8 Medium Stiff 15-46 10-29 Medium Dense 36-60 30-49 Medium Hard 11-18 9-15 Stiff 47-79 30-50 Dense 61-96 50-79 Hard 19-36 16-30 Very Stiff > 79 > 50 Very Dense > 96 > 79 Very Hard > 36 > 30 Hard RELATIVE PROPORTIONS OF SAND AND GRAVEL GRAIN SIZE TERMINOLOGY Descriptive Terms of Other Constituents Percent of Dry Weight Major Component of Sample Particle Size Trace < 15 Boulders Over 12 in. (300mm) With 15 – 29 Cobbles 12 in. to 3 in. (300mm to 75 mm) Modifier > 30 Gravel 3 in. to #4 sieve (75mm to 4.75 mm) Sand Silt or Clay #4 to #200 sieve (4.75mm to 0.075mm) Passing #200 Sieve (0.075mm) RELATIVE PROPORTIONS OF FINES PLASTICITY DESCRIPTION Descriptive Terms of Other Constituents Percent of Dry Weight Term Plasticity Index Trace With Modifiers < 5 5 – 12 > 12 Non-plastic Low Medium High 0 1-10 11-30 30+ F If soil contains ! 15% sand, add “with sand” to group name. G If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM. HIf fines are organic, add “with organic fines” to group name. I If soil contains ! 15% gravel, add “with gravel” to group name. J If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay. K If soil contains 15 to 29% plus No. 200, add “with sand” or “with gravel,” whichever is predominant. L If soil contains ! 30% plus No. 200 predominantly sand, add “sandy” to group name. M If soil contains ! 30% plus No. 200, predominantly gravel, add “gravelly” to group name. N PI ! 4 and plots on or above “A” line. O PI < 4 or plots below “A” line. P PI plots on or above “A” line. Q PI plots below “A” line. FORT COLLINS, COLORADO Projcet # 18-2066P February 2019 Finish Date 1/30/2019 Hammer Type: After Drilling None Start Date 1/30/2019 Auger Type: During Drilling None 24 Hours After Drilling - USCS Sampler Atterberg Limits Surface Elev. - Field Personnel: FORT COLLINS, COLORADO Projcet # 18-2066P February 2019 Finish Date 1/30/2019 Hammer Type: After Drilling None Start Date 1/30/2019 Auger Type: During Drilling None 24 Hours After Drilling - USCS Sampler Atterberg Limits Surface Elev. - Field Personnel: FORT COLLINS, COLORADO Projcet # 18-2066P February 2019 Finish Date 1/30/2019 Hammer Type: After Drilling None Start Date 1/30/2019 Auger Type: During Drilling None 24 Hours After Drilling - USCS Sampler Atterberg Limits Surface Elev. - Field Personnel: FORT COLLINS, COLORADO Projcet # 18-2066P February 2019 Finish Date 1/30/2019 Hammer Type: After Drilling None Start Date 1/30/2019 Auger Type: During Drilling None 24 Hours After Drilling - USCS Sampler Atterberg Limits Surface Elev. - Field Personnel: FORT COLLINS, COLORADO Projcet # 18-2066P February 2019 Finish Date 1/30/2019 Hammer Type: After Drilling None Start Date 1/30/2019 Auger Type: During Drilling None 24 Hours After Drilling - USCS Sampler Atterberg Limits Surface Elev. - Field Personnel: FORT COLLINS, COLORADO Projcet # 18-2066P February 2019 Finish Date 1/30/2019 Hammer Type: After Drilling None Start Date 1/30/2019 Auger Type: During Drilling None 24 Hours After Drilling - USCS Sampler Atterberg Limits Surface Elev. - Field Personnel: FORT COLLINS, COLORADO Projcet # 18-2066P February 2019 Finish Date 1/30/2019 Hammer Type: After Drilling None Start Date 1/30/2019 Auger Type: During Drilling None 24 Hours After Drilling - USCS Sampler Atterberg Limits Surface Elev. - Field Personnel: FORT COLLINS, COLORADO Projcet # 18-2066P February 2019 Finish Date 1/30/2019 Hammer Type: After Drilling None Start Date 1/30/2019 Auger Type: During Drilling None 24 Hours After Drilling - USCS Sampler Atterberg Limits Surface Elev. - Field Personnel: FORT COLLINS, COLORADO Projcet # 18-2066P February 2019 Finish Date 1/30/2019 Hammer Type: After Drilling None Start Date 1/30/2019 Auger Type: During Drilling None 24 Hours After Drilling - USCS Sampler Atterberg Limits Surface Elev. - Field Personnel: FORT COLLINS, COLORADO Projcet # 18-2066P February 2019 Finish Date 1/30/2019 Hammer Type: After Drilling None Start Date 1/30/2019 Auger Type: During Drilling None 24 Hours After Drilling - USCS Sampler Atterberg Limits Surface Elev. - Field Personnel: FORT COLLINS, COLORADO Projcet # 18-2066P February 2019 Finish Date 1/30/2019 Hammer Type: After Drilling None Start Date 1/30/2019 Auger Type: During Drilling None 24 Hours After Drilling - USCS Sampler Atterberg Limits Surface Elev. - Field Personnel: FORT COLLINS, COLORADO Projcet # 18-2066P February 2019 Finish Date 1/30/2019 Hammer Type: After Drilling None Start Date 1/30/2019 Auger Type: During Drilling None 24 Hours After Drilling - USCS Sampler Atterberg Limits Surface Elev. - Field Personnel: Projcet # 18-2066P February 2019 Sheet Drilling Rig: Water Depth Information Start Date 1/30/2019 Auger Type: During Drilling None Finish Date 1/30/2019 Hammer Type: After Drilling None USCS Sampler Atterberg Limits Surface Elev. - Field Personnel: 24 Hours After Drilling -