SUBSURFACE SOIL INVESTIGATION

Transcription

1 Architecture Forensic Civil/Planning SUBSURFACE SOIL INVESTIGATION Raindance Subdivision - Filing 1 Windsor, Colorado PREPARED FOR: Journey Homes, LLC 721 W. th St., L-0 Greeley, CO JOB NO May 2, 18 Respectfully Submitted, RMG Rocky Mountain Group Reviewed by, RMG Rocky Mountain Group 6/14/18 Justin Thompson, E.I. Staff Engineer Thomas M. Cope, P.E. Sr. Project Manager Southern Office: Colorado Springs, CO Central Office: Englewood, CO Northern Office: Evans, CO Fort Collins: Monument: Woodland Park:

2 TABLE OF CONTENTS PROJECT DESCRIPTION AND SCOPE... 3 Project Location... 3 Project Description... 3 Scope of Work... 3 Existing Site Conditions... 3 FIELD INVESTIGATION AND LABORATORY TESTING... 4 Subsurface Investigation... 4 Laboratory Testing... 4 SUBSURFACE CONDITIONS... 4 Soil and Bedrock Profile... 4 Groundwater... CONCLUSIONS... SITE DEVELOPMENT AND EARTHWORK... 6 Site Preparation... 6 Excavations... 6 Considerations... 6 Foundation Wall Backfill... 7 Fill... 7 FOUNDATION OPTIONS... 8 Anticipated Foundation Systems... 8 Open Excavation Observations... 8 INTERIOR FLOOR SYSTEMS... 8 Interior Floor Slabs... 8 Interior Partitions... 9 LATERAL EARTH PRESSURES... 9 SURFACE GRADING AND DRAINAGE... 9 Grading and Irrigation... 9 Perimeter Drain... CONCRETE... CLOSING FIGURES Site Vicinity Map... 1 Boring Location Plan... 2 Test Boring Logs Explanation of the Test Boring Logs Summary of Laboratory Test Results Soil Classification Data Soil Classification Data and Atterberg Limits Test Results Swell/Consolidation Test Results RMG Rocky Mountain Group 2 RMG Job No. 1612

3 PROJECT DESCRIPTION AND SCOPE Project Location The project lies in Section 31, Township 6 North, Range 67 West of the 6 th P.M., Town of Windsor, Colorado. The site is generally located to the southwest of the Town of Windsor, Colorado. The Raindance Subdivision is located to the north of Crossroads Boulevard between Weld County Road 13 and Weld County Road 1. Raindance - Filing 1 is located in the southeastern portion of the proposed Raindance Development. The approximate location of the proposed subdivision is shown in the Site Vicinity Map on Figure 1. Project Description The project is to consist of the development of a parcel of vacant, semi-developed property for residential use. It is our understanding that this portion of the development will be occupied by single family residences with no multifamily units planned at this time. The plat map indicates there are a total of 337 lots proposed in the first filing of the Raindance Subdivision. Scope of Work RMG was retained to assess the soil conditions and develop geotechnical engineering recommendations to support the residential land development for the proposed project. Our scope of services consisted of a field investigation, laboratory testing, engineering analysis, and report preparation. This report presents geotechnical engineering recommendations for the design of foundations for the single family residences located on the lots listed above. The recommendations in this report are also contingent upon completion of an Open Excavation Observation by RMG, prior to construction of the foundations in order to verify subsurface conditions for the specific excavated site. The following is excluded from the scope of this report including but not limited to geologic, natural, and environmental hazards such as landslides, unstable slopes, seismicity, snow avalanches, water flooding, corrosive soils, erosion, radon, wild fire protection, hazardous waste, and natural resources. Existing Site Conditions At the time of our field exploration the subdivision was undeveloped however overlot grading had been completed. Sewer services were being installed during the investigation in the eastern portion of the site. Curb and gutter had not been installed and the roads had not been paved. Topography of the site generally sloped down from the northwestern to the southeastern portion of the site. The southern portion of the site is the lowest portion of the subdivision. Vegetation was not present at the site. RMG Rocky Mountain Group 3 RMG Job No. 1612

4 FIELD INVESTIGATION AND LABORATORY TESTING The information included in this report has been compiled from field reconnaissance, exploratory soil borings, and soil laboratory testing. Monitoring programs, which typically include instrumentation and/or observations for surface water flows, slope stability, subsidence, and similar conditions, are not known to exist on site and were not considered applicable for the scope of this report. Subsurface Investigation The subsurface conditions on the site were investigated by drilling 172 exploratory test borings; approximately one bore on every other lot. The approximate locations of the test borings are presented in the Boring Location Plan on Figure 2. The test borings were advanced with a truck-mounted, continuous-flight auger drill rig to depths of about feet below the existing ground surface (bgs). Soil samples were obtained from the test borings in general accordance with ASTM D-30 utilizing a 2½-inch OD modified California sampler and ASTM D-186 utilizing a 1½-inch Split-Barrel sampler. The approximate depth of groundwater was investigated in each of the test borings at the time of drilling. The static groundwater levels were measured following the completion of drilling. The Test Boring Logs are presented in Figures 3 through 88. An Explanation of Test Boring Logs is presented in Figure 89. Laboratory Testing The moisture content for the recovered samples was obtained in the laboratory. Grain-size analysis, Atterberg Limits, and swell/consolidation tests were performed on selected samples for purposes of classification and to develop pertinent engineering properties. A Summary of Laboratory Test Results is presented in Figure 90. Soil Classification and Atterberg Test Results are presented in Figures 91 through 94. Swell/Consolidation Test Results are presented in Figures 9 through 113. SUBSURFACE CONDITIONS Soil and Bedrock Profile The subsurface materials encountered in the test borings were classified using the Unified Soils Classification System (USCS). The subsurface materials encountered in the test borings generally consisted of an upper soil that consisted of medium stiff to stiff lean clay and sandy lean clay. In test bore B160, lean clay extended to feet below ground surface (bgs). Underlying the upper soils on all bores explored except B160, bedrock consisting of interbedded siltstone and sandstone was encountered in the test borings. Along with siltstone and sandstone, interbedded claystone was encountered in test bores B1, B26, B29, B3, B47, B4, B6, B1, B164, and B170. RMG Rocky Mountain Group 4 RMG Job No. 1612

5 The bedrock was encountered in 171 of the test borings at depths ranging from 6 feet to approximately 18 feet below existing grade. In all bores where bedrock was encountered, bedrock extended to the termination depth of the test bore at feet or depth of auger refusal. Bedrock was encountered near anticipated foundation depths. Additional descriptions and the interpreted distribution (approximate depths) of the subsurface materials are presented on the Test Boring Logs. The classifications shown on the logs are based upon the engineer s classification of the samples at the depths indicated. Stratification lines shown on the logs represent the approximate boundaries between material types and the actual transitions may be gradual and vary with location. Groundwater Groundwater was not observed in the test borings at the time of drilling or when checked following the completion of drilling. Fluctuations in groundwater and subsurface moisture conditions may occur due to variations in rainfall and other factors not readily apparent at this time. Development of the property and adjacent properties may also affect groundwater levels. CONCLUSIONS The following discussion is based on the subsurface conditions encountered in the test borings and on the project characteristics previously described. If conditions are different from those described in this report or the project characteristics change, RMG should be retained to review our recommendations and adjust them, if necessary. The results of this investigation indicate that the site is suitable for the proposed project provided the recommendations presented herein are implemented. As previously discussed the site is underlain primarily by an upper materials comprised of medium stiff to stiff lean clay, medium stiff to stiff sandy lean clay, firm to very hard interbedded siltstone and sandstone bedrock, and firm to very hard interbedded siltstone, claystone, and sandstone. The lean clay samples tested generally exhibited swells of less than 1.0% with a maximum swell of 1.1%. The sandy lean clay samples tested exhibited swells of less than 1.0%. The interbedded siltstone and sandstone samples tested exhibited swells up to 2.0%. The tested bedrock samples containing interbedded claystone swelled a maximum of 6.1%. All samples were wetted against surcharge pressures of 1,000 pounds per square foot (psf). recommendations based on the field investigation and laboratory testing are presented below. It must be understood that these recommendations should be verified after the excavation on each individual lot is completed. RMG Rocky Mountain Group RMG Job No. 1612

6 SITE DEVELOPMENT AND EARTHWORK Site Preparation Prior to construction the ground surface in proposed structure and improvement areas should be stripped of existing vegetation, debris, topsoil, undocumented fill, soft, loose, or disturbed native soils, and other deleterious material. Materials generated during clearing operations should be removed from the project site for disposal. Soft, loose, or yielding subgrade should be removed to a depth that exposes firm subgrade and replaced with structural fill. In areas to receive structural fill, the exposed subgrade should be scarified, moisture conditioned, and compacted per the recommendations set forth in this report. Excavations The on-site surface and near surface soils may generally be excavated with heavy-duty earthmoving or excavation equipment in good operating condition. The very hard bedrock encountered may require the use of heavier excavating equipment to break apart the siltstone and sandstone. During wet weather, earthen berms, swales, or other methods should be used where necessary to route water away from excavations. Water that accumulates in excavations should be promptly pumped out or otherwise removed and the area allowed to dry before resuming construction. Considerations The on-site clay and sandy clay materials encountered are suitable for direct bearing of shallow foundations. Soft/loose soils were encountered at anticipated foundation depths throughout the site. On lots where soft/loose soils are encountered, we recommend the bottom of the excavation to be scarified minimum 6 in depth, moisture conditioned, and recompacted prior to the construction of foundation components. Isolated pockets of soft/loose soils may be encountered in the excavations, even on lots where none are indicated on the test borings. If soft/loose soils are encountered, they may also require additional compaction and/or stabilization as previously mentioned to achieve the allowable bearing pressure indicated in this report. The interbedded bedrock is considered to possess low to high swell potential and is not suitable for direct support of shallow foundations. If interbedded siltstone/sandstone is determined to be within 2 feet of the bottom of foundation components or floor slabs, it will require removal (overexcavation) and replacement with nonexpansive, granular structural fill to a depth which results in at least 2 feet of compacted structural fill below foundation components and floor slabs. The zone of overexcavation and replacement should extend a minimum of 2 feet beyond the building perimeter, including beyond the perimeter of counterforts and "T" wall footings. The structural fill should be observed and tested during placement as indicated under the Fill section of this report, to ensure proper compaction. RMG Rocky Mountain Group 6 RMG Job No. 1612

7 If interbedded bedrock with claystone is determined to be within 4 feet of the bottom of foundation components or floor slabs, it will require removal (overexcavation) and replacement with non-expansive, granular structural fill to a depth which results in at least 4 feet of compacted structural fill below foundation components and floor slabs. The zone of overexcavation and replacement should extend a minimum of 4 feet beyond the building perimeter, including beyond the perimeter of counterforts and "T" wall footings. The structural fill should be observed and tested during placement as indicated under the Fill section of this report, to ensure proper compaction Foundation Wall Backfill Backfill should be placed in loose lifts not exceeding 8 to 12 inches with material no greater than 4 inches in diameter, moisture conditioned to facilitate compaction (usually within 2 percent of the optimum moisture content) and compacted to 90 percent of the maximum dry density as determined by the Standard Proctor test, ASTM D-698 on exterior sides of walls in landscaped areas. In areas where backfill supports pavement and concrete flatwork, the materials should be moisture conditioned to ± 2 percent optimum moisture content compacted to 9 percent of the maximum dry density as determined by the Standard Proctor test, ASTM D-698. Fill placed on slopes should be benched into the slope. Maximum bench heights should not exceed 4 feet, and bench widths should be wide enough to accommodate compaction equipment. The backfill should not be placed on frozen subgrade or allowed to freeze during moisture conditioning and placement. Backfill should be compacted by mechanical means, and foundation walls should be braced during backfilling and compaction. Fill Areas to receive structural fill should have topsoil, organic material, or debris removed. The upper 6 inches of the exposed surface soils should be scarified and moisture conditioned to facilitate compaction (usually within 2 percent of the optimum moisture content) and compacted to a minimum of 9 percent of the maximum dry density as determined by the Standard Proctor test (ASTM D-698) or to a minimum of 92 percent of the maximum dry density as determined by the Modified Proctor test (ASTM D-17) prior to placing structural fill. fill placed on slopes should be benched into the slope. Maximum bench heights should not exceed 4 feet, and bench widths should be wide enough to accommodate compaction equipment. fill placed beneath the footing and slabs shall consist of granular, non-expansive material, and it should be placed in loose lifts not exceeding 8 to 12 inches, moisture conditioned to facilitate compaction (usually within 2 percent of the optimum moisture content) and compacted to a minimum of 9 percent of the maximum dry density as RMG Rocky Mountain Group 7 RMG Job No. 1612

8 determined by the Standard Proctor test, ASTM D-698. The materials should be compacted by mechanical means. Materials used for structural fill should be approved by RMG prior to use. fill should not be placed on frozen subgrade or allowed to freeze during moisture conditioning and placement. To verify the condition of the compacted soils, density tests should be performed during placement. The first density tests should be conducted when 24 inches of fill have been placed. FOUNDATION OPTIONS Anticipated Foundation Systems A spread footing foundation system may be utilized for all lots included in this investigation bearing on the appropriate materials determined during the Open Excavation Observation (i.e. native soils or granular structural fill). The maximum allowable bearing pressure of 1,00 psf with 00 psf minimum dead load requirement may be utilized for design purposes. Foundation components must be below all organic material and should extend 30 inches or more below the lowest exterior finished grade for frost protection. The foundation design should be prepared by a qualified Colorado Registered Professional Engineer using the recommendations presented in this report. This foundation system should be designed to span a minimum of feet under the design loads. Open Excavation Observations During construction, foundation excavations should be observed by RMG prior to placing structural fill, forms or concrete to verify the foundation bearing conditions for each structure. INTERIOR FLOOR SYSTEMS Interior Floor Slabs Vertical slab movement of one to two inches is considered possible for slabs bearing on the soils encountered. In some cases, vertical movement may exceed this range. If movement and associated damage to floors and finishes cannot be tolerated, a structural floor system should be used. Floor slabs should be separated from structural components to allow for vertical movement. Control and construction joints should be placed in accordance with the latest guidelines and standards published by the American Concrete Institute (ACI) and applicable local Building Code requirements. RMG Rocky Mountain Group 8 RMG Job No. 1612

9 Interior Partitions Interior non-bearing partitions and attached furnishings (e.g., cabinets, shower stalls, etc.) on concrete slabs should be constructed with a void so that they do not transmit floor slab movement to the roof or overlying floor. A void of at least 1-1/2 inches is recommended beneath non-bearing partitions. The void may require reconstruction over the life of the structure to re-establish the void due to vertical slab movement. LATERAL EARTH PRESSURES Foundation walls should be designed to resist lateral earth pressures. For the varying on-site upper clay materials encountered at the site, we recommend an equivalent fluid pressure of 0 pcf. The lateral pressure applies to level, drained backfill conditions. These values assume the backfill will not become saturated during the life of the structure, therefore positive surface drainage must be maintained. It is also assumed that compaction within approximately feet of the walls will be accomplished with relatively light compaction equipment. Equivalent Fluid Pressures for sloping/undrained conditions should be determined on an individual basis. SURFACE GRADING AND DRAINAGE Grading and Irrigation The ground surface should be sloped from the building with a minimum gradient of percent for the first feet. This is equivalent to 12 inches of fall across this -foot zone. If a -foot zone is not possible on the upslope side of the structure, then a well-defined swale should be created a minimum feet from the foundation and sloped parallel with the wall with a minimum slope of 2 percent to intercept the surface water and transport it around and away from the structure. Roof drains should extend across backfill zones and landscaped areas to a region that is graded to direct flow away from the structure. Homeowners should maintain the surface grading and drainage recommended in this report to help prevent water from being directed toward and/or ponding near the foundations. Landscaping should be selected to reduce irrigation requirements. Plants used close to foundation walls should be limited to those with low moisture requirements and irrigated grass should not be located within feet of the foundation. To help control weed growth, geotextiles should be used below landscaped areas adjacent to foundations. Impervious plastic membranes are not recommended. Irrigation devices should not be placed within feet of the foundation. Irrigation should be limited to the amount sufficient to maintain vegetation. Application of more water will increase the likelihood of slab and foundation movements. The recommendations listed in this report are intended to address normal surface drainage conditions, assuming the presence of groundcover (established vegetation, paved surfaces, and/or structures) throughout the regions upslope from this structure. However, groundcover may not be present due to a variety of factors (ongoing construction/development, wildfires, RMG Rocky Mountain Group 9 RMG Job No. 1612

10 etc.). During periods when groundcover is not present in the "upslope" regions, higher than normal surface drainage conditions may occur, resulting in perched water tables, excess runoff, flash floods, etc. In these cases, the surface drainage recommendations presented herein (even if properly maintained) may not mitigate all groundwater problems or moisture intrusion into the structure. We recommend that the site plan be prepared with consideration of increased runoff during periods when groundcover is not present on the upslope areas. Perimeter Drain A subsurface perimeter drain is recommended around portions of the structure which will have habitable or storage space located below the finished ground surface. This includes crawlspace areas but not the walkout trench, if applicable. The perimeter drain can be installed as an interior (if a minimum of six inches of free draining aggregate is placed beneath the slab) or exterior perimeter drain system. The perforated drainage pipe should be installed so the top of the pipe is not above the top of the footing and should be surrounded by material to reduce the infiltration of silt into the drainage pipe. The pipe should be installed in one of the following manners: 1) The pipe may be installed as level as possible as long as the pipe is placed in a minimum of six inches of gravel or crushed stone and exits into a sump pit with mechanical means to remove the water. Or 2) The pipe may be installed as a gravity system with a minimum 1/8 inch fall per 1 foot length surrounded by a minimum six inches of gravel or crushed stone that either daylights to allow free flow drainage or exits into a sump pit with mechanical means to remove the water. A subsurface perimeter drain is designed to intercept some types of subsurface moisture and not others. Therefore, the drain could operate properly and not mitigate all moisture problems relating to foundation performance or moisture intrusion into the basement area. CONCRETE Type I/II cement is recommended for concrete in contact with the subsurface materials. Calcium chloride should be used with caution for soils with high sulfate contents. The concrete should not be placed on frozen ground. If placed during periods of cold temperatures, the concrete should be kept from freezing. This may require covering the concrete with insulated blankets and heating. Concrete work should be completed in accordance with the latest applicable guidelines and standards published by ACI. Recommendations for exterior concrete slabs, such as patios, driveways, and sidewalks, are not included in this report. RMG Rocky Mountain Group RMG Job No. 1612

11 CLOSING This report has been prepared for the exclusive purpose of providing geotechnical engineering information and recommendations for development described in this report. RMG should be retained to review the final construction documents prior to construction to verify our findings, conclusions and recommendations have been appropriately implemented. This report has been prepared for the exclusive use by Journey Homes for application as an aid in the design and construction of the proposed development in accordance with generally accepted geotechnical engineering practices. The analyses and recommendations in this report are based in part upon data obtained from test borings and site observations. The nature and extent of variations may not become evident until construction. If variations then become evident, RMG should be retained to review the recommendations presented in this report considering the varied condition, and either verify or modify them in writing. Our professional services were performed using that degree of care and skill ordinarily exercised, under similar circumstances, by geotechnical engineers practicing in this or similar localities. RMG does not warrant the work of regulatory agencies or other third parties supplying information which may have been used during the preparation of this report. No warranty, express or implied is made by the preparation of this report. Third parties reviewing this report should draw their own conclusions regarding site conditions and specific construction techniques to be used on this project. The scope of services for this project does not include, either specifically or by implication, environmental assessment of the site or identification of contaminated or hazardous materials or conditions. Development of recommendations for the mitigation of environmentally related conditions, including but not limited to biological or toxicological issues, are beyond the scope of this report. If the Client desires investigation into the potential for such contamination or conditions, other studies should be undertaken. If we can be of further assistance in discussing the contents of this report or analysis of the proposed development, from a geotechnical engineering point-of-view, please feel free to contact us. RMG Rocky Mountain Group 11 RMG Job No. 1612

12 FIGURES

13

14

15 : B001 1/11/18 1/12/18 : B002 1/11/18 1/12/18 medium stiff to stiff medium stiff to stiff moist, brown/orange/tan medium hard to hard 1 0/ moist, brown/orange/tan hard 0/ / 12.6 JOB No FIGURE No Austin Bluffs Parkway (719)

16 : B003 1/11/18 1/12/18 : B004 1/11/18 1/12/18 medium stiff to stiff medium stiff to stiff moist, tan/orange medium hard to hard 1 0/ moist, tan/orange very hard 0/ /7 4.4 JOB No FIGURE No Austin Bluffs Parkway (719)

17 : B00 1/11/18 1/12/18 : B006 12/7/17 12/8/17 SAND, clayey silty dry to moist, tan loose to medium dense /tan medium stiff to stiff SILTSTONE moist, tan/orange medium hard to hard / moist, tan/orange firm 4.6 0/6 1.0 JOB No FIGURE No. 29 Austin Bluffs Parkway (719)

18 : B007 12/27/17 12/28/17 : B008 12/27/17 12/28/17, with sand medium stiff to stiff, with sand medium stiff to stiff firm to hard firm to hard / /6 8.4 JOB No FIGURE No Austin Bluffs Parkway (719)

19 : B009 12/27/17 12/28/17 : B0 1/11/18 1/12/18 medium stiff, with sand medium stiff to stiff moist, brown to tan stiff firm to hard hard 1 0/ / /6 9.0 JOB No FIGURE No Austin Bluffs Parkway (719)

20 : B011 1/11/18 1/12/18 : B012 1/12/18 1/13/18, with sand medium stiff to stiff medium stiff medium hard to hard 1 0/ moist, brown/orange firm to hard /4 9. 0/ JOB No FIGURE No Austin Bluffs Parkway (719)

21 : B013 1/12/18 1/13/18 : B014 1/12/18 1/13/18 soft to stiff medium stiff to stiff medium hard 1 0/ 17.2 firm to hard / /.9 JOB No FIGURE No Austin Bluffs Parkway (719)

22 : B01 1/12/18 1/13/18 : B016 12/7/17 12/8/17 stiff medium stiff to stiff SILTSTONE/claystone/sandstone medium hard to very hard 1 0/ SILTSTONE moist, tan/orange hard 0/6 9. 0/ JOB No FIGURE No. 29 Austin Bluffs Parkway (719)

23 : B017 12/7/17 12/8/17 : B018 12/27/17 12/28/17 medium stiff to stiff, with sand medium stiff to stiff SILTSTONE moist, tan/orange medium hard to hard hard / / /. 0/4 9.2 JOB No FIGURE No Austin Bluffs Parkway (719)

24 : B019 12/27/17 12/28/17 : B0 12/27/17 12/28/17 medium stiff to stiff medium stiff to stiff medium hard to very hard 1 0/ 12.0 very hard /2 -- 0/ JOB No FIGURE No Austin Bluffs Parkway (719)

25 : B021 12/27/17 12/28/17 : B022 1/11/18 1/12/18, with sand medium stiff medium stiff to stiff medium hard to very hard medium hard to very hard 1 0/ / /.9 JOB No FIGURE No Austin Bluffs Parkway (719)

26 : B023 1/11/18 1/12/18 : B024 1/12/18 1/13/18 medium stiff to stiff medium stiff to stiff medium hard to very hard moist, brown/orange medium hard to hard 1 0/ / 7.2 0/ /7. JOB No FIGURE No Austin Bluffs Parkway (719)

27 : B02 1/12/18 1/13/18 : B026 1/12/18 1/13/18 stiff medium stiff to stiff moist, brown/orange hard to very hard SILTSTONE/claystone/sandstone hard 1 0/ /7.0 0/4.2 0/ JOB No FIGURE No Austin Bluffs Parkway (719)

28 : B027 1/11/18 1/12/18 : B028 12/7/17 12/8/17 medium stiff to stiff medium stiff to very stiff moist, brown/orange hard to very hard 1 0/ SILTSTONE moist, tan/orange very hard 0/ / JOB No FIGURE No Austin Bluffs Parkway (719)

29 : B029 12/7/17 12/8/17 : B030 12/27/17 12/28/17, with sand medium stiff, with sand medium stiff to stiff SILTSTONE/claystone/sandstone moist, tan/orange medium hard to hard medium hard to very hard / /9 1. 0/ 9.7 0/ 9.7 JOB No FIGURE No Austin Bluffs Parkway (719)

30 : B031 12/27/17 12/28/17 : B032 12/27/17 12/28/17 medium stiff to stiff stiff hard to very hard hard to very hard 1 0/ /6 8. 0/ JOB No FIGURE No Austin Bluffs Parkway (719)

31 : B033 12/27/17 12/28/17 : B034 1/11/18 1/12/18 medium stiff to very stiff soft moist, brown/orange stiff medium hard to very hard medium hard to hard 1 0/ 7.8 0/ / 8.3 JOB No FIGURE No Austin Bluffs Parkway (719)

32 : B03 1/11/18 1/12/18 : B036 1/11/18 1/12/18 stiff, with sand medium stiff to stiff moist, brown/orange medium hard to very hard 16.3 SILTSTONE/claystone/sandstone medium hard to very hard 1 0/ / / JOB No FIGURE No. 29 Austin Bluffs Parkway (719)

33 : B037 1/11/18 1/12/18 : B038 1/11/18 1/12/18 soft to stiff medium stiff to stiff medium hard to very hard 1 0/ medium hard to very hard 1 0/ / JOB No FIGURE No Austin Bluffs Parkway (719)

34 : B039 1/11/18 1/12/18 : B040 1/11/18 1/12/18 stiff to very stiff medium stiff to very stiff moist, brown/orange very hard very hard /6.7 0/ 7.1 0/ 9.7 JOB No FIGURE No Austin Bluffs Parkway (719)

35 : B041 12/6/17 12/7/17 : B042 12/7/17 12/8/17 medium stiff to very stiff medium stiff to very stiff firm to very hard moist, tan/orange medium hard to very hard 1 0/ /3 9.7 JOB No FIGURE No Austin Bluffs Parkway (719)

36 : B043 12/27/17 12/28/17 : B044 12/27/17 12/28/17 stiff to very stiff stiff to very stiff medium hard to very hard 21.6 medium hard to very hard / / /. 0/.2 JOB No FIGURE No Austin Bluffs Parkway (719)

37 : B04 12/27/17 12/28/17 : B046 12/27/17 12/28/17, with sand stiff to very stiff medium stiff medium hard to very hard medium hard / / / / JOB No FIGURE No Austin Bluffs Parkway (719)

38 : B047 12/28/17 12/29/17 : B048 1/11/18 1/12/18 medium stiff to very stiff medium stiff to stiff SILTSTONE/claystone/sandstone medium hard to very hard medium hard to hard 1 0/ / /.6 0/7 7.9 JOB No FIGURE No Austin Bluffs Parkway (719)

39 : B049 1/11/18 1/12/18 : B00 1/4/18 1//18, with sand stiff medium stiff hard to very hard 1 0/ firm to medium hard / /8 3.8 JOB No FIGURE No Austin Bluffs Parkway (719)

40 : B01 1/4/18 1//18 : B02 1/4/18 1//18 stiff medium stiff to stiff hard to very hard medium hard to hard 1 0/ / /7 8.0 JOB No FIGURE No Austin Bluffs Parkway (719)

41 : B03 1/4/18 1//18 : B04 1/4/18 1//18 medium stiff medium stiff to stiff moist, brown to tan stiff SANDSTONE/claystone/siltstone fine grained hard to very hard /11.6 medium hard to hard 1 0/ / /8.4 0/ 8. JOB No FIGURE No Austin Bluffs Parkway (719)

42 : B0 12/6/17 12/7/17 : B06 12/7/17 12/8/17 medium stiff stiff to very stiff hard to very hard SILTSTONE/claystone/sandstone moist, tan/orange medium hard to very hard 1 0/ / / 9.6 JOB No FIGURE No Austin Bluffs Parkway (719)

43 : B07 12/28/17 12/29/17 : B08 12/28/17 12/29/17 medium stiff soft moist, brown to tan very stiff 13.1 moist, tan/orange very stiff hard to very hard medium hard to very hard 1 0/ / / / 8.6 JOB No FIGURE No Austin Bluffs Parkway (719)

44 : B09 12/28/17 12/29/17 : B060 12/27/17 12/28/17 medium stiff medium stiff to stiff medium hard to very hard moist, tan/orange very stiff 1 0/.7 hard to very hard 1 0/ /4.3 0/4 9.7 JOB No FIGURE No Austin Bluffs Parkway (719)

45 : B061 12/27/17 12/28/17 : B062 12/28/17 12/29/17 medium stiff medium stiff moist, brown to tan very stiff moist, tan/orange stiff /gray very hard very hard 1 0/ /2.6 0/.1 0/4.3 JOB No FIGURE No Austin Bluffs Parkway (719)

46 : B063 12/28/17 12/29/17 : B064 1/4/18 1//18 medium stiff medium stiff moist, brown to tan stiff stiff hard to very hard medium hard to hard 1 0/ / 9.7 0/ 4.4 0/7 8.7 JOB No FIGURE No Austin Bluffs Parkway (719)

47 : B06 1/3/18 1/4/18 : B066 1/3/18 1/4/18 medium stiff medium stiff moist, brown stiff stiff medium hard to very hard medium hard to very hard 1 0/ / /3 8. JOB No FIGURE No Austin Bluffs Parkway (719)

48 : B067 1/3/18 1/4/18 : B068 1/3/18 1/4/18 medium stiff to stiff medium stiff moist, brown stiff moist, brown/orange stiff firm to very hard hard 0/ /7 9.0 JOB No FIGURE No Austin Bluffs Parkway (719)

49 : B069 1/4/18 1//18 : B070 12/7/17 12/8/17 stiff, with sand medium stiff firm to very hard moist, tan/orange hard /.8 1 0/ / JOB No FIGURE No Austin Bluffs Parkway (719)

50 : B071 12/28/17 12/29/17 : B072 12/28/17 12/29/17, with sand medium stiff to stiff medium stiff moist, tan/orange medium hard to hard moist, brown stiff hard 1 0/ / / / JOB No FIGURE No Austin Bluffs Parkway (719)

51 : B073 12/28/17 12/29/17 : B074 12/28/17 12/29/17 medium stiff medium stiff to stiff medium hard medium hard to very hard / / / JOB No FIGURE No Austin Bluffs Parkway (719)

52 : B07 12/28/17 12/29/17 : B076 12/28/17 12/29/17 medium stiff to stiff medium stiff medium hard to hard moist, tan/orange firm to very hard / / JOB No FIGURE No Austin Bluffs Parkway (719)

53 : B077 12/28/17 12/29/17 : B078 1/3/18 1/4/18 medium stiff to stiff /orange medium stiff to stiff hard to very hard medium hard to hard / / / JOB No FIGURE No Austin Bluffs Parkway (719)

54 : B079 1/3/18 1/4/18 : B080 1/3/18 1/4/18 medium stiff stiff medium hard to hard very hard 1 0/ / / /6.1 JOB No FIGURE No Austin Bluffs Parkway (719)

55 : B081 12/14/17 12/1/17 : B082 1/4/18 1//18 medium stiff to stiff medium stiff medium hard to very hard /9 8.9 medium hard to very hard 1 0/ / /3 9.4 JOB No FIGURE No Austin Bluffs Parkway (719)

56 : B083 12/6/17 12/7/17 : B084 12/6/17 12/7/17, with sand medium stiff to stiff, with sand stiff moist, brown/orange medium hard to very hard moist, brown/orange hard / / JOB No FIGURE No Austin Bluffs Parkway (719)

57 : B08 12/7/17 12/8/17 : B086 12/28/17 12/29/17 medium stiff medium stiff moist, brown to tan stiff medium hard to very hard very hard 1 33/ / / 9.6 JOB No FIGURE No Austin Bluffs Parkway (719)

58 : B087 1/3/18 1/4/18 : B088 1/3/18 1/4/18 soft, with sand medium stiff moist, brown to tan soft to stiff medium hard to very hard firm to very hard / /. 0/4 9.9 JOB No FIGURE No Austin Bluffs Parkway (719)

59 : B089 1//18 1/11/18 : B090 1//18 1/11/18 medium stiff medium stiff moist, brown/orange stiff moist, brown stiff hard to very hard medium hard to very hard 1 0/ / / / 9.1 JOB No FIGURE No Austin Bluffs Parkway (719)

60 : B091 1/4/18 1//18 : B092 1/4/18 1//18 medium stiff to stiff medium stiff firm to hard medium hard / / / JOB No FIGURE No Austin Bluffs Parkway (719)

61 : B093 12/14/17 12/1/17 : B094 12/14/17 12/1/17 medium stiff to stiff medium stiff to very stiff firm to medium hard moist, tan/orange medium hard / /9 7.8 JOB No FIGURE No Austin Bluffs Parkway (719)

62 : B09 1/12/18 1/13/18 : B096 12/6/17 12/7/17 stiff stiff moist, tan/orange firm to very hard moist, brown/orange firm to hard 1 0/ / / JOB No FIGURE No Austin Bluffs Parkway (719)

63 : B097 12/7/17 12/8/17 : B098 12//17 12/21/17 stiff medium stiff to stiff hard to very hard / very hard 0/ JOB No FIGURE No Austin Bluffs Parkway (719)

64 : B099 1/3/18 1/4/18 : B0 1/3/18 1/4/18 medium stiff medium stiff moist, brown stiff moist, brown/orange medium stiff hard to very hard medium hard 1 0/ / / /3.6 JOB No FIGURE No Austin Bluffs Parkway (719)

65 : B1 1//18 1/11/18 : B2 1//18 1/11/18 medium stiff to stiff medium stiff firm to hard medium hard / /6.6 0/ / JOB No FIGURE No Austin Bluffs Parkway (719)

66 : B3 1//18 1/11/18 : B4 1//18 1/11/18, with sand /orange medium stiff medium stiff moist, brown/orange very stiff medium hard very hard 1 0/ /4.2 0/ 1.3 JOB No FIGURE No Austin Bluffs Parkway (719)

67 : B 1/4/18 1//18 : B6 12/14/17 12/1/17 medium stiff to stiff medium stiff to stiff medium hard to hard moist, tan/orange hard to very hard 1 0/ /6.4 0/ JOB No FIGURE No. 29 Austin Bluffs Parkway (719)

68 : B7 1/12/18 1/13/18 : B8 12/6/17 12/7/17 stiff medium stiff to very stiff firm to very hard / medium hard 0/3.4 0/ JOB No FIGURE No Austin Bluffs Parkway (719)

69 : B9 12/6/17 12/7/17 : B1 12/7/17 12/8/17 medium stiff to stiff medium stiff firm to medium hard firm to medium hard / / JOB No FIGURE No Austin Bluffs Parkway (719)

70 : B111 12//17 12/21/17 : B112 1/3/18 1/4/18 medium stiff medium stiff moist, brown medium stiff firm to hard medium hard / / / JOB No FIGURE No Austin Bluffs Parkway (719)

71 : B113 1/3/18 1/4/18 : B114 1//18 1/11/18 medium stiff medium stiff moist, brown stiff firm to hard moist, brown/orange stiff medium hard to hard 1 0/ / / / JOB No FIGURE No Austin Bluffs Parkway (719)

72 : B11 1//18 1/11/18 : B116 1//18 1/11/18 medium stiff medium stiff moist, brown/orange stiff medium hard to very hard 0/ moist, brown/orange/tan stiff hard 1 0/ / /6.7 0/ JOB No FIGURE No Austin Bluffs Parkway (719)

73 : B117 1//18 1/11/18 : B118 1/4/18 1//18 medium stiff, with sand stiff moist, brown/orange/tan very stiff hard to very hard hard to very hard 1 0/ /7.4 0/7.1 0/4.7 JOB No FIGURE No Austin Bluffs Parkway (719)

74 : B119 12/14/17 12/1/17 : B1 1/12/18 1/13/18 moist, brown/orange stiff to very stiff medium stiff to stiff medium hard to hard moist, brown/orange hard 1 0/ / / / JOB No FIGURE No Austin Bluffs Parkway (719)

75 : B121 1/4/18 1//18 : B122 12/6/17 12/7/17 stiff medium stiff to stiff medium hard to very hard 0/ / moist, brown/orange medium hard 0/ / 16.6 JOB No FIGURE No Austin Bluffs Parkway (719)

76 : B123 12/6/17 12/7/17 : B124 12/7/17 12/8/17 medium stiff to stiff medium stiff to very stiff moist, brown/orange firm to medium hard moist, brown/orange medium hard / / JOB No FIGURE No Austin Bluffs Parkway (719)

77 : B12 12//17 12/21/17 : B126 1/3/18 1/4/18 /orange medium stiff medium stiff moist, brown to tan medium stiff moist, brown/orange firm to hard firm to hard /6.4 0/ JOB No FIGURE No Austin Bluffs Parkway (719)

78 : B127 1/3/18 1/4/18 : B128 1//18 1/11/18 medium stiff medium stiff moist, brown/orange stiff, with sand moist, brown/tan stiff moist, brown/orange medium hard to hard medium hard to hard 1 0/ / / / JOB No FIGURE No Austin Bluffs Parkway (719)

79 : B129 1//18 1/11/18 : B130 1//18 1/11/18 medium stiff medium stiff moist, brown stiff moist, brown/gray/orange medium hard to very hard 0/ 14.8 moist, brown/orange very stiff 12.7 medium hard to hard 1 0/ / / /8 8.2 JOB No FIGURE No Austin Bluffs Parkway (719)

80 : B131 1//18 1/11/18 : B132 1/4/18 1//18 medium stiff to stiff, with sand medium stiff moist, brown/orange/tan stiff hard very hard 1 0/ /3 6. 0/ / 9.0 JOB No FIGURE No Austin Bluffs Parkway (719)

81 : B133 12/14/17 12/1/17 : B134 1/4/18 1//18, with sand stiff medium stiff moist, brown/orange/tan medium stiff to stiff moist, tan/orange medium hard to very hard 1 0/ firm to hard /1.3 0/ JOB No FIGURE No Austin Bluffs Parkway (719)

82 : B13 1/4/18 1//18 : B136 12/7/17 12/8/17, with sand /orange medium stiff /tan medium stiff to very stiff medium hard to hard 1 0/ SILTSTONE medium hard / / 16.8 JOB No FIGURE No Austin Bluffs Parkway (719)

83 : B137 1/3/18 1/4/18 : B138 1//18 1/11/18 medium stiff stiff moist, brown/orange/tan stiff moist, tan stiff moist, tan/orange medium hard medium hard to very hard / 6.4 0/ / 9.9 JOB No FIGURE No Austin Bluffs Parkway (719)

84 : B139 1//18 1/11/18 : B140 1/4/18 1//18 medium stiff, with sand /orange medium stiff to stiff moist, brown/orange/tan stiff hard medium hard 1 0/ / / / JOB No FIGURE No Austin Bluffs Parkway (719)

85 : B141 12/6/17 12/7/17 : B142 12//17 12/6/17 medium stiff to very stiff, with sand medium stiff to stiff moist, brown/orange medium hard moist, brown/orange medium hard 0/ JOB No FIGURE No Austin Bluffs Parkway (719)

86 : B143 12//17 12/6/17 : B144 12/1/17 12/2/17, with sand stiff medium stiff to stiff SILT, sandy moist, brown/orange stiff moist, brown/orange medium hard 1 0/ moist, brown/orange medium hard 0/ / JOB No FIGURE No Austin Bluffs Parkway (719)

87 : B14 11/30/17 12/1/17 : B146 11/30/17 12/1/17, with sand medium stiff to very stiff, with sand medium stiff to very stiff moist, tan hard hard 0/ /7 1.9 JOB No FIGURE No Austin Bluffs Parkway (719)

88 : B147 11/30/17 12/1/17 : B148 12//17 12/6/17, with sand medium stiff to stiff, with sand medium stiff to stiff medium hard to hard 1 0/ moist, brown/orange medium hard 0/ JOB No FIGURE No Austin Bluffs Parkway (719)

89 : B149 12//17 12/6/17 : B 12/1/17 12/2/17, with sand medium stiff to stiff medium stiff to stiff SILT, sandy moist, brown/orange stiff moist, brown/orange medium hard moist, brown/orange medium hard 0/ / JOB No FIGURE No Austin Bluffs Parkway (719)

90 : B11 11/30/17 12/1/17 : B12 11/30/17 12/1/17, with sand stiff, with sand stiff firm to medium hard moist, tan/orange hard 0/ /9 1.6 JOB No FIGURE No Austin Bluffs Parkway (719)

91 : B13 12/6/17 12/7/17 : B14 12//17 12/6/17, with sand medium stiff to very stiff medium stiff to stiff moist, brown/orange medium hard moist, brown/orange medium hard 0/ / 16.3 JOB No FIGURE No Austin Bluffs Parkway (719)

92 : B1 12//17 12/6/17 : B16 12/1/17 12/2/17 medium stiff to stiff medium stiff SAND, silty moist, brown fine grained loose SILTSTONE/claystone/sandstone moist, brown/orange firm to medium hard stiff to hard / JOB No FIGURE No Austin Bluffs Parkway (719)

93 : B17 11/30/17 12/1/17 : B18 11/30/17 12/1/17 stiff stiff moist, tan medium hard moist, tan/orange/gray medium hard 0/ / JOB No FIGURE No Austin Bluffs Parkway (719)

94 : B19 11/30/17 12/1/17 : B160 12/6/17 12/7/17 medium stiff to stiff stiff to very stiff moist, tan/orange firm to hard / JOB No FIGURE No Austin Bluffs Parkway (719)

95 : B161 12//17 12/6/17 : B162 12//17 12/6/17, with sand stiff to very stiff, with sand medium stiff to stiff moist, brown/gray/orange medium hard / medium hard 0/ / JOB No FIGURE No Austin Bluffs Parkway (719)

96 : B163 12//17 12/6/17 : B164 12/1/17 12/2/17 stiff medium stiff to stiff moist, brown/orange medium hard 1 1/ SILTSTONE/claystone/sandstone moist, brown/orange firm to medium hard / / JOB No FIGURE No Austin Bluffs Parkway (719)

97 : B16 12/1/17 12/2/17 : B166 12//17 12/6/17 stiff to very stiff medium stiff to very stiff moist, brown/orange medium hard moist, brown/orange medium hard 0/ JOB No FIGURE No Austin Bluffs Parkway (719)

98 : B167 12//17 12/6/17 : B168 12//17 12/6/17 medium stiff to stiff stiff moist, brown/orange medium hard moist, brown/orange medium hard / / 18.3 JOB No FIGURE No Austin Bluffs Parkway (719)

99 : B169 12/1/17 12/2/17 : B170 12/1/17 12/2/17 medium stiff to stiff medium stiff SILTSTONE/claystone/sandstone moist, brown/orange medium hard moist, brown/orange firm to medium hard / / / JOB No FIGURE No Austin Bluffs Parkway (719)

100 : B171 12/6/17 12/7/17 : B172 12/1/17 12/2/17 medium stiff to very stiff medium stiff to stiff moist, brown/orange firm moist, brown/orange medium hard JOB No FIGURE No Austin Bluffs Parkway (719)

101 SOILS DESCRIPTION INTERBEDDED SANDSTONE AND SHALE/STONE LOW PLASTICITY EY SAND SANDY SLIGHTLY SANDY TO SANDY SILT SILTY SAND S AND NOTES XX UNLESS NOTED OTHERWISE, ALL LABORATORY TESTS PRESENTED HEREIN WERE PERFORMED BY: RMG TH ST. EVANS, COLORADO STANDARD PENETRATION TEST - MADE BY DRIVING A SPLIT-BARREL SAMPLER INTO THE SOIL BY DROPPING A 140 LB. HAMMER 30", IN GENERAL ACCORDANCE WITH ASTM D-186. NUMBER INDICATES NUMBER OF HAMMER BLOWS PER FOOT (UNLESS OTHERWISE INDICATED). XX UNDISTURBED CALIFORNIA SAMPLE - MADE BY DRIVING A RING-LINED SAMPLER INTO THE SOIL BY DROPPING A 140 LB. HAMMER 30", IN GENERAL ACCORDANCE WITH ASTM D-30. NUMBER INDICATES NUMBER OF HAMMER BLOWS PER FOOT (UNLESS OTHERWISE INDICATED). FREE WATER TABLE DEPTH AT WHICH BORING CAVED BULK AUG DISTURBED BULK SAMPLE AUGER "CUTTINGS" 4. WATER CONTENT (%) JOB No EXPLANATION OF FIGURE No Austin Bluffs Parkway (719) DATE 3//18

102 Test Boring No. Depth Water Content (%) Dry Density (pcf) Liquid Limit Plasticity Index % Retained No.4 Sieve % Passing No. 0 Sieve % Swell/ Collapse B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B Load (psf) SUMMARY OF LABORATORY TEST RESULTS JOB No FIGURE No. 90 PAGE 1 OF 21 DATE 3//18 29 Austin Bluffs Parkway (719)

103 Test Boring No. Depth Water Content (%) Dry Density (pcf) Liquid Limit Plasticity Index % Retained No.4 Sieve % Passing No. 0 Sieve % Swell/ Collapse B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B Load (psf) SUMMARY OF LABORATORY TEST RESULTS JOB No FIGURE No. 90 PAGE 2 OF 21 DATE 3//18 29 Austin Bluffs Parkway (719)

104 Test Boring No. Depth Water Content (%) Dry Density (pcf) Liquid Limit Plasticity Index % Retained No.4 Sieve % Passing No. 0 Sieve % Swell/ Collapse B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B Load (psf) SUMMARY OF LABORATORY TEST RESULTS JOB No FIGURE No. 90 PAGE 3 OF 21 DATE 3//18 29 Austin Bluffs Parkway (719)

105 Test Boring No. Depth Water Content (%) Dry Density (pcf) Liquid Limit Plasticity Index % Retained No.4 Sieve % Passing No. 0 Sieve % Swell/ Collapse B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B Load (psf) SUMMARY OF LABORATORY TEST RESULTS JOB No FIGURE No. 90 PAGE 4 OF 21 DATE 3//18 29 Austin Bluffs Parkway (719)

106 Test Boring No. Depth Water Content (%) Dry Density (pcf) Liquid Limit Plasticity Index % Retained No.4 Sieve % Passing No. 0 Sieve % Swell/ Collapse B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B Load (psf) SUMMARY OF LABORATORY TEST RESULTS JOB No FIGURE No. 90 PAGE OF 21 DATE 3//18 29 Austin Bluffs Parkway (719)

107 Test Boring No. Depth Water Content (%) Dry Density (pcf) Liquid Limit Plasticity Index % Retained No.4 Sieve % Passing No. 0 Sieve % Swell/ Collapse B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B Load (psf) SUMMARY OF LABORATORY TEST RESULTS JOB No FIGURE No. 90 PAGE 6 OF 21 DATE 3//18 29 Austin Bluffs Parkway (719)

108 Test Boring No. Depth Water Content (%) Dry Density (pcf) Liquid Limit Plasticity Index % Retained No.4 Sieve % Passing No. 0 Sieve % Swell/ Collapse B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B Load (psf) SUMMARY OF LABORATORY TEST RESULTS JOB No FIGURE No. 90 PAGE 7 OF 21 DATE 3//18 29 Austin Bluffs Parkway (719)

109 Test Boring No. Depth Water Content (%) Dry Density (pcf) Liquid Limit Plasticity Index % Retained No.4 Sieve % Passing No. 0 Sieve % Swell/ Collapse Load (psf) B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B SUMMARY OF LABORATORY TEST RESULTS JOB No FIGURE No. 90 PAGE 8 OF 21 DATE 3//18 29 Austin Bluffs Parkway (719)

110 Test Boring No. Depth Water Content (%) Dry Density (pcf) Liquid Limit Plasticity Index % Retained No.4 Sieve % Passing No. 0 Sieve % Swell/ Collapse Load (psf) B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B SUMMARY OF LABORATORY TEST RESULTS JOB No FIGURE No. 90 PAGE 9 OF 21 DATE 3//18 29 Austin Bluffs Parkway (719)

111 Test Boring No. Depth Water Content (%) Dry Density (pcf) Liquid Limit Plasticity Index % Retained No.4 Sieve % Passing No. 0 Sieve % Swell/ Collapse B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B Load (psf) SUMMARY OF LABORATORY TEST RESULTS JOB No FIGURE No. 90 PAGE OF 21 DATE 3//18 29 Austin Bluffs Parkway (719)

112 Test Boring No. Depth Water Content (%) Dry Density (pcf) Liquid Limit Plasticity Index % Retained No.4 Sieve % Passing No. 0 Sieve % Swell/ Collapse B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B Load (psf) SUMMARY OF LABORATORY TEST RESULTS JOB No FIGURE No. 90 PAGE 11 OF 21 DATE 3//18 29 Austin Bluffs Parkway (719)

113 Test Boring No. Depth Water Content (%) Dry Density (pcf) Liquid Limit Plasticity Index % Retained No.4 Sieve % Passing No. 0 Sieve % Swell/ Collapse B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B Load (psf) SUMMARY OF LABORATORY TEST RESULTS JOB No FIGURE No. 90 PAGE 12 OF 21 DATE 3//18 29 Austin Bluffs Parkway (719)

114 Test Boring No. Depth Water Content (%) Dry Density (pcf) Liquid Limit Plasticity Index % Retained No.4 Sieve % Passing No. 0 Sieve % Swell/ Collapse B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B Load (psf) SUMMARY OF LABORATORY TEST RESULTS JOB No FIGURE No. 90 PAGE 13 OF 21 DATE 3//18 29 Austin Bluffs Parkway (719)

115 Test Boring No. Depth Water Content (%) Dry Density (pcf) Liquid Limit Plasticity Index % Retained No.4 Sieve % Passing No. 0 Sieve % Swell/ Collapse B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B Load (psf) SUMMARY OF LABORATORY TEST RESULTS JOB No FIGURE No. 90 PAGE 14 OF 21 DATE 3//18 29 Austin Bluffs Parkway (719)

116 Test Boring No. Depth Water Content (%) Dry Density (pcf) Liquid Limit Plasticity Index % Retained No.4 Sieve % Passing No. 0 Sieve % Swell/ Collapse B B NP NP B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B Load (psf) SUMMARY OF LABORATORY TEST RESULTS JOB No FIGURE No. 90 PAGE 1 OF 21 DATE 3//18 29 Austin Bluffs Parkway (719)

117 Test Boring No. Depth Water Content (%) Dry Density (pcf) Liquid Limit Plasticity Index % Retained No.4 Sieve % Passing No. 0 Sieve % Swell/ Collapse B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B Load (psf) SUMMARY OF LABORATORY TEST RESULTS JOB No FIGURE No. 90 PAGE 16 OF 21 DATE 3//18 29 Austin Bluffs Parkway (719)

118 Test Boring No. Depth Water Content (%) Dry Density (pcf) Liquid Limit Plasticity Index % Retained No.4 Sieve % Passing No. 0 Sieve % Swell/ Collapse Load (psf) B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B SUMMARY OF LABORATORY TEST RESULTS JOB No FIGURE No. 90 PAGE 17 OF 21 DATE 3//18 29 Austin Bluffs Parkway (719)

119 Test Boring No. Depth Water Content (%) Dry Density (pcf) Liquid Limit Plasticity Index % Retained No.4 Sieve % Passing No. 0 Sieve % Swell/ Collapse B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B Load (psf) SUMMARY OF LABORATORY TEST RESULTS JOB No FIGURE No. 90 PAGE 18 OF 21 DATE 3//18 29 Austin Bluffs Parkway (719)

120 Test Boring No. Depth Water Content (%) Dry Density (pcf) Liquid Limit Plasticity Index % Retained No.4 Sieve % Passing No. 0 Sieve % Swell/ Collapse B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B Load (psf) SUMMARY OF LABORATORY TEST RESULTS JOB No FIGURE No. 90 PAGE 19 OF 21 DATE 3//18 29 Austin Bluffs Parkway (719)

121 Test Boring No. Depth Water Content (%) Dry Density (pcf) Liquid Limit Plasticity Index % Retained No.4 Sieve % Passing No. 0 Sieve % Swell/ Collapse B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B Load (psf) SUMMARY OF LABORATORY TEST RESULTS JOB No FIGURE No. 90 PAGE OF 21 DATE 3//18 29 Austin Bluffs Parkway (719)

122 Test Boring No. Depth Water Content (%) Dry Density (pcf) Liquid Limit Plasticity Index % Retained No.4 Sieve % Passing No. 0 Sieve % Swell/ Collapse Load (psf) B B B B SUMMARY OF LABORATORY TEST RESULTS JOB No FIGURE No. 90 PAGE 21 OF 21 DATE 3//18 29 Austin Bluffs Parkway (719)

123 0 90 PERCENT PASSING BY WEIGHT U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS /4 1/23/ HYDROMETER 0 COBBLES 0 GRAVEL coarse fine 1 GRAIN SIZE IN MILLIMETERS SAND coarse medium fine SILT OR Test Boring B013 B028 B029 B034 B03 Test Boring B013 B028 B029 B034 B03 Depth (ft) Depth (ft) %Gravel %Sand Classification LEAN (CL) LEAN (CL) LEAN with SAND(CL) LEAN (CL) LEAN with SAND(CL) %Silt %Clay LL PL PI JOB No SOIL CLASSIFICATION DATA FIGURE No Austin Bluffs Parkway (719) DATE 3//18

124 0 90 PERCENT PASSING BY WEIGHT U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS /4 1/23/ HYDROMETER 0 COBBLES 0 GRAVEL coarse fine 1 GRAIN SIZE IN MILLIMETERS SAND coarse medium fine SILT OR Test Boring B037 B00 B04 B08 B081 Test Boring B037 B00 B04 B08 B081 Depth (ft) Depth (ft) %Gravel %Sand Classification SANDY LEAN (CL) LEAN (CL) EY SAND(SC) LEAN (CL) SANDY LEAN (CL) %Silt %Clay LL PL PI JOB No SOIL CLASSIFICATION DATA FIGURE No Austin Bluffs Parkway (719) DATE 3//18

125 0 90 PERCENT PASSING BY WEIGHT U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS /4 1/23/ HYDROMETER 0 COBBLES 0 GRAVEL coarse fine 1 GRAIN SIZE IN MILLIMETERS SAND coarse medium fine SILT OR Test Boring B087 B096 B3 B7 B121 Test Boring B087 B096 B3 B7 B121 Depth (ft) Depth (ft) %Gravel %Sand Classification LEAN (CL) SANDY LEAN (CL) LEAN with SAND(CL) SANDY LEAN (CL) SANDY SILT(ML) %Silt %Clay LL NP PL NP PI NP JOB No SOIL CLASSIFICATION DATA FIGURE No Austin Bluffs Parkway (719) DATE 3//18

126 0 90 PERCENT PASSING BY WEIGHT U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS /4 1/23/ HYDROMETER 0 COBBLES 0 GRAVEL coarse fine 1 GRAIN SIZE IN MILLIMETERS SAND coarse medium fine SILT OR Test Boring B13 B160 B164 B16 Depth (ft) Classification LEAN with SAND(CL) LEAN (CL) LEAN (CL) LEAN (CL) LL PL PI Test Boring B13 B160 B164 B16 Depth (ft) %Gravel %Sand %Silt %Clay JOB No SOIL CLASSIFICATION DATA FIGURE No Austin Bluffs Parkway (719) DATE 3//18

127 6 4 COMPRESSION % EXPANSION ,000,000 6 APPLIED PRESSURE - PSF PROJECT: Rain Dance 1st Filing Windsor, Colorado SAMPLE DESCRIPTION:, with sand NOTE: SAMPLE WAS INUNDATED WITH WATER AT 00 PSF SAMPLE LOCATION: 4 FT NATURAL DRY UNIT WEIGHT: 6.7 PCF NATURAL MOISTURE CONTENT: 14.9% PERCENT SWELL/COMPRESSION: COMPRESSION % EXPANSION ,000,000 APPLIED PRESSURE - PSF PROJECT: Rain Dance 1st Filing Windsor, Colorado SAMPLE DESCRIPTION: NOTE: SAMPLE WAS INUNDATED WITH WATER AT 00 PSF SAMPLE LOCATION: 14 FT NATURAL DRY UNIT WEIGHT: PCF NATURAL MOISTURE CONTENT: 14.0% PERCENT SWELL/COMPRESSION: 1.9 JOB No SWELL/CONSOLIDATION TEST RESULTS FIGURE No Austin Bluffs Parkway (719)

128 6 4 COMPRESSION % EXPANSION ,000,000 6 APPLIED PRESSURE - PSF PROJECT: Rain Dance 1st Filing Windsor, Colorado SAMPLE DESCRIPTION: NOTE: SAMPLE WAS INUNDATED WITH WATER AT 00 PSF SAMPLE LOCATION: 4 FT NATURAL DRY UNIT WEIGHT: 3.4 PCF NATURAL MOISTURE CONTENT: 16.8% PERCENT SWELL/COMPRESSION: COMPRESSION % EXPANSION ,000,000 APPLIED PRESSURE - PSF PROJECT: Rain Dance 1st Filing Windsor, Colorado SAMPLE DESCRIPTION: NOTE: SAMPLE WAS INUNDATED WITH WATER AT 00 PSF SAMPLE LOCATION: 14 FT NATURAL DRY UNIT WEIGHT: 114. PCF NATURAL MOISTURE CONTENT: 1.1% PERCENT SWELL/COMPRESSION: 2.0 JOB No SWELL/CONSOLIDATION TEST RESULTS FIGURE No Austin Bluffs Parkway (719)

129 6 4 COMPRESSION % EXPANSION ,000,000 6 APPLIED PRESSURE - PSF PROJECT: Rain Dance 1st Filing Windsor, Colorado SAMPLE DESCRIPTION: SILTSTONE/claystone NOTE: SAMPLE WAS INUNDATED WITH WATER AT 00 PSF SAMPLE LOCATION: 14 FT NATURAL DRY UNIT WEIGHT: 113. PCF NATURAL MOISTURE CONTENT: 14.9% PERCENT SWELL/COMPRESSION: COMPRESSION % EXPANSION ,000,000 APPLIED PRESSURE - PSF PROJECT: Rain Dance 1st Filing Windsor, Colorado SAMPLE DESCRIPTION: NOTE: SAMPLE WAS INUNDATED WITH WATER AT 00 PSF SAMPLE LOCATION: 14 FT NATURAL DRY UNIT WEIGHT: PCF NATURAL MOISTURE CONTENT: 11.7% PERCENT SWELL/COMPRESSION: 1.8 JOB No SWELL/CONSOLIDATION TEST RESULTS FIGURE No Austin Bluffs Parkway (719)

130 6 4 COMPRESSION % EXPANSION ,000,000 6 APPLIED PRESSURE - PSF PROJECT: Rain Dance 1st Filing Windsor, Colorado SAMPLE DESCRIPTION: NOTE: SAMPLE WAS INUNDATED WITH WATER AT 00 PSF SAMPLE LOCATION: 4 FT NATURAL DRY UNIT WEIGHT: 8.9 PCF NATURAL MOISTURE CONTENT: 18.7% PERCENT SWELL/COMPRESSION: COMPRESSION % EXPANSION ,000,000 APPLIED PRESSURE - PSF PROJECT: Rain Dance 1st Filing Windsor, Colorado SAMPLE DESCRIPTION:, with sand NOTE: SAMPLE WAS INUNDATED WITH WATER AT 00 PSF SAMPLE LOCATION: 9 FT NATURAL DRY UNIT WEIGHT: 7.0 PCF NATURAL MOISTURE CONTENT: 13.4% PERCENT SWELL/COMPRESSION: 0.3 JOB No SWELL/CONSOLIDATION TEST RESULTS FIGURE No Austin Bluffs Parkway (719)

131 6 4 COMPRESSION % EXPANSION ,000,000 6 APPLIED PRESSURE - PSF PROJECT: Rain Dance 1st Filing Windsor, Colorado SAMPLE DESCRIPTION: SILTSTONE/claystone NOTE: SAMPLE WAS INUNDATED WITH WATER AT 00 PSF SAMPLE LOCATION: 14 FT NATURAL DRY UNIT WEIGHT: 9.0 PCF NATURAL MOISTURE CONTENT: 17.9% PERCENT SWELL/COMPRESSION:.7 4 COMPRESSION % EXPANSION ,000,000 APPLIED PRESSURE - PSF PROJECT: Rain Dance 1st Filing Windsor, Colorado SAMPLE DESCRIPTION: NOTE: SAMPLE WAS INUNDATED WITH WATER AT 00 PSF SAMPLE LOCATION: 4 FT NATURAL DRY UNIT WEIGHT: 6.1 PCF NATURAL MOISTURE CONTENT: 1.0% PERCENT SWELL/COMPRESSION: 0.3 JOB No SWELL/CONSOLIDATION TEST RESULTS FIGURE No Austin Bluffs Parkway (719)

132 6 4 COMPRESSION % EXPANSION ,000,000 6 APPLIED PRESSURE - PSF PROJECT: Rain Dance 1st Filing Windsor, Colorado SAMPLE DESCRIPTION: SILTSTONE/claystone NOTE: SAMPLE WAS INUNDATED WITH WATER AT 00 PSF SAMPLE LOCATION: 14 FT NATURAL DRY UNIT WEIGHT: PCF NATURAL MOISTURE CONTENT: 11.9% PERCENT SWELL/COMPRESSION: COMPRESSION % EXPANSION ,000,000 APPLIED PRESSURE - PSF PROJECT: Rain Dance 1st Filing Windsor, Colorado SAMPLE DESCRIPTION: NOTE: SAMPLE WAS INUNDATED WITH WATER AT 00 PSF SAMPLE LOCATION: 9 FT NATURAL DRY UNIT WEIGHT: 6.3 PCF NATURAL MOISTURE CONTENT: 16.1% PERCENT SWELL/COMPRESSION: 0.3 JOB No SWELL/CONSOLIDATION TEST RESULTS FIGURE No Austin Bluffs Parkway (719)

133 6 4 COMPRESSION % EXPANSION ,000,000 6 APPLIED PRESSURE - PSF PROJECT: Rain Dance 1st Filing Windsor, Colorado SAMPLE DESCRIPTION: SILTSTONE/claystone NOTE: SAMPLE WAS INUNDATED WITH WATER AT 00 PSF SAMPLE LOCATION: 14 FT NATURAL DRY UNIT WEIGHT: PCF NATURAL MOISTURE CONTENT:.3% PERCENT SWELL/COMPRESSION: COMPRESSION % EXPANSION ,000,000 APPLIED PRESSURE - PSF PROJECT: Rain Dance 1st Filing Windsor, Colorado SAMPLE DESCRIPTION: NOTE: SAMPLE WAS INUNDATED WITH WATER AT 00 PSF SAMPLE LOCATION: 9 FT NATURAL DRY UNIT WEIGHT: PCF NATURAL MOISTURE CONTENT: 13.7% PERCENT SWELL/COMPRESSION: 0.8 JOB No SWELL/CONSOLIDATION TEST RESULTS FIGURE No Austin Bluffs Parkway (719)

134 6 4 COMPRESSION % EXPANSION ,000,000 6 APPLIED PRESSURE - PSF PROJECT: Rain Dance 1st Filing Windsor, Colorado SAMPLE DESCRIPTION: NOTE: SAMPLE WAS INUNDATED WITH WATER AT 00 PSF SAMPLE LOCATION: 4 FT NATURAL DRY UNIT WEIGHT: 9.9 PCF NATURAL MOISTURE CONTENT: 1.8% PERCENT SWELL/COMPRESSION: COMPRESSION % EXPANSION ,000,000 APPLIED PRESSURE - PSF PROJECT: Rain Dance 1st Filing Windsor, Colorado SAMPLE DESCRIPTION: SANDSTONE/claystone NOTE: SAMPLE WAS INUNDATED WITH WATER AT 00 PSF SAMPLE LOCATION: 9 FT NATURAL DRY UNIT WEIGHT: PCF NATURAL MOISTURE CONTENT:.4% PERCENT SWELL/COMPRESSION: 4.0 JOB No SWELL/CONSOLIDATION TEST RESULTS FIGURE No Austin Bluffs Parkway (719)

135 6 4 COMPRESSION % EXPANSION ,000,000 6 APPLIED PRESSURE - PSF PROJECT: Rain Dance 1st Filing Windsor, Colorado SAMPLE DESCRIPTION: SILTSTONE/claystone NOTE: SAMPLE WAS INUNDATED WITH WATER AT 00 PSF SAMPLE LOCATION: 14 FT NATURAL DRY UNIT WEIGHT: 1.7 PCF NATURAL MOISTURE CONTENT: 16.3% PERCENT SWELL/COMPRESSION:. 4 COMPRESSION % EXPANSION ,000,000 APPLIED PRESSURE - PSF PROJECT: Rain Dance 1st Filing Windsor, Colorado SAMPLE DESCRIPTION: NOTE: SAMPLE WAS INUNDATED WITH WATER AT 00 PSF SAMPLE LOCATION: 4 FT NATURAL DRY UNIT WEIGHT: 94.1 PCF NATURAL MOISTURE CONTENT: 16.9% PERCENT SWELL/COMPRESSION: 0.1 JOB No SWELL/CONSOLIDATION TEST RESULTS FIGURE No Austin Bluffs Parkway (719)

136 6 4 COMPRESSION % EXPANSION ,000,000 6 APPLIED PRESSURE - PSF PROJECT: Rain Dance 1st Filing Windsor, Colorado SAMPLE DESCRIPTION: NOTE: SAMPLE WAS INUNDATED WITH WATER AT 00 PSF SAMPLE LOCATION: 14 FT NATURAL DRY UNIT WEIGHT: 119. PCF NATURAL MOISTURE CONTENT: 9.3% PERCENT SWELL/COMPRESSION: COMPRESSION % EXPANSION ,000,000 APPLIED PRESSURE - PSF PROJECT: Rain Dance 1st Filing Windsor, Colorado SAMPLE DESCRIPTION: NOTE: SAMPLE WAS INUNDATED WITH WATER AT 00 PSF SAMPLE LOCATION: 9 FT NATURAL DRY UNIT WEIGHT: PCF NATURAL MOISTURE CONTENT:.0% PERCENT SWELL/COMPRESSION: 0.8 JOB No SWELL/CONSOLIDATION TEST RESULTS FIGURE No Austin Bluffs Parkway (719)

137 6 4 COMPRESSION % EXPANSION ,000,000 6 APPLIED PRESSURE - PSF PROJECT: Rain Dance 1st Filing Windsor, Colorado SAMPLE DESCRIPTION: NOTE: SAMPLE WAS INUNDATED WITH WATER AT 00 PSF SAMPLE LOCATION: 9 FT NATURAL DRY UNIT WEIGHT: 9.9 PCF NATURAL MOISTURE CONTENT: 16.0% PERCENT SWELL/COMPRESSION: COMPRESSION % EXPANSION ,000,000 APPLIED PRESSURE - PSF PROJECT: Rain Dance 1st Filing Windsor, Colorado SAMPLE DESCRIPTION: NOTE: SAMPLE WAS INUNDATED WITH WATER AT 00 PSF SAMPLE LOCATION: 4 FT NATURAL DRY UNIT WEIGHT: 93. PCF NATURAL MOISTURE CONTENT: 14.7% PERCENT SWELL/COMPRESSION: 0.0 JOB No SWELL/CONSOLIDATION TEST RESULTS FIGURE No. 29 Austin Bluffs Parkway (719)

138 6 4 COMPRESSION % EXPANSION ,000,000 6 APPLIED PRESSURE - PSF PROJECT: Rain Dance 1st Filing Windsor, Colorado SAMPLE DESCRIPTION: NOTE: SAMPLE WAS INUNDATED WITH WATER AT 00 PSF SAMPLE LOCATION: 9 FT NATURAL DRY UNIT WEIGHT: 4.6 PCF NATURAL MOISTURE CONTENT: 14.9% PERCENT SWELL/COMPRESSION: COMPRESSION % EXPANSION ,000,000 APPLIED PRESSURE - PSF PROJECT: Rain Dance 1st Filing Windsor, Colorado SAMPLE DESCRIPTION:, with sand NOTE: SAMPLE WAS INUNDATED WITH WATER AT 00 PSF SAMPLE LOCATION: 9 FT NATURAL DRY UNIT WEIGHT: 1.6 PCF NATURAL MOISTURE CONTENT: 13.8% PERCENT SWELL/COMPRESSION: 0.3 JOB No SWELL/CONSOLIDATION TEST RESULTS FIGURE No Austin Bluffs Parkway (719)

139 6 4 COMPRESSION % EXPANSION ,000,000 6 APPLIED PRESSURE - PSF PROJECT: Rain Dance 1st Filing Windsor, Colorado SAMPLE DESCRIPTION: NOTE: SAMPLE WAS INUNDATED WITH WATER AT 00 PSF SAMPLE LOCATION: 4 FT NATURAL DRY UNIT WEIGHT: PCF NATURAL MOISTURE CONTENT: 1.6% PERCENT SWELL/COMPRESSION: COMPRESSION % EXPANSION ,000,000 APPLIED PRESSURE - PSF PROJECT: Rain Dance 1st Filing Windsor, Colorado SAMPLE DESCRIPTION: NOTE: SAMPLE WAS INUNDATED WITH WATER AT 00 PSF SAMPLE LOCATION: 14 FT NATURAL DRY UNIT WEIGHT: PCF NATURAL MOISTURE CONTENT: 12.8% PERCENT SWELL/COMPRESSION: 0.4 JOB No SWELL/CONSOLIDATION TEST RESULTS FIGURE No Austin Bluffs Parkway (719)

140 6 4 COMPRESSION % EXPANSION ,000,000 6 APPLIED PRESSURE - PSF PROJECT: Rain Dance 1st Filing Windsor, Colorado SAMPLE DESCRIPTION: NOTE: SAMPLE WAS INUNDATED WITH WATER AT 00 PSF SAMPLE LOCATION: 14 FT NATURAL DRY UNIT WEIGHT: PCF NATURAL MOISTURE CONTENT: 12.6% PERCENT SWELL/COMPRESSION: COMPRESSION % EXPANSION ,000,000 APPLIED PRESSURE - PSF PROJECT: Rain Dance 1st Filing Windsor, Colorado SAMPLE DESCRIPTION: NOTE: SAMPLE WAS INUNDATED WITH WATER AT 00 PSF SAMPLE LOCATION: 9 FT NATURAL DRY UNIT WEIGHT: PCF NATURAL MOISTURE CONTENT: 8.3% PERCENT SWELL/COMPRESSION: 0.3 JOB No SWELL/CONSOLIDATION TEST RESULTS FIGURE No Austin Bluffs Parkway (719)

141 6 4 COMPRESSION % EXPANSION ,000,000 6 APPLIED PRESSURE - PSF PROJECT: Rain Dance 1st Filing Windsor, Colorado SAMPLE DESCRIPTION:, with sand NOTE: SAMPLE WAS INUNDATED WITH WATER AT 00 PSF SAMPLE LOCATION: 4 FT NATURAL DRY UNIT WEIGHT: 2.3 PCF NATURAL MOISTURE CONTENT: 16.9% PERCENT SWELL/COMPRESSION: 0. 4 COMPRESSION % EXPANSION ,000,000 APPLIED PRESSURE - PSF PROJECT: Rain Dance 1st Filing Windsor, Colorado SAMPLE DESCRIPTION: NOTE: SAMPLE WAS INUNDATED WITH WATER AT 00 PSF SAMPLE LOCATION: 14 FT NATURAL DRY UNIT WEIGHT: PCF NATURAL MOISTURE CONTENT: 12.3% PERCENT SWELL/COMPRESSION: 1.9 JOB No SWELL/CONSOLIDATION TEST RESULTS FIGURE No Austin Bluffs Parkway (719)

142 6 4 COMPRESSION % EXPANSION ,000,000 6 APPLIED PRESSURE - PSF PROJECT: Rain Dance 1st Filing Windsor, Colorado SAMPLE DESCRIPTION:, with sand NOTE: SAMPLE WAS INUNDATED WITH WATER AT 00 PSF SAMPLE LOCATION: 9 FT NATURAL DRY UNIT WEIGHT: 0.7 PCF NATURAL MOISTURE CONTENT: 16.1% PERCENT SWELL/COMPRESSION: COMPRESSION % EXPANSION ,000,000 APPLIED PRESSURE - PSF PROJECT: Rain Dance 1st Filing Windsor, Colorado SAMPLE DESCRIPTION: SILTSTONE/claystone NOTE: SAMPLE WAS INUNDATED WITH WATER AT 00 PSF SAMPLE LOCATION: 14 FT NATURAL DRY UNIT WEIGHT: PCF NATURAL MOISTURE CONTENT: 13.9% PERCENT SWELL/COMPRESSION: 2.6 JOB No SWELL/CONSOLIDATION TEST RESULTS FIGURE No Austin Bluffs Parkway (719)

143 6 4 COMPRESSION % EXPANSION ,000,000 6 APPLIED PRESSURE - PSF PROJECT: Rain Dance 1st Filing Windsor, Colorado SAMPLE DESCRIPTION: NOTE: SAMPLE WAS INUNDATED WITH WATER AT 00 PSF SAMPLE LOCATION: 4 FT NATURAL DRY UNIT WEIGHT: PCF NATURAL MOISTURE CONTENT: 18.7% PERCENT SWELL/COMPRESSION: COMPRESSION % EXPANSION ,000,000 APPLIED PRESSURE - PSF PROJECT: Rain Dance 1st Filing Windsor, Colorado SAMPLE DESCRIPTION: NOTE: SAMPLE WAS INUNDATED WITH WATER AT 00 PSF SAMPLE LOCATION: 4 FT NATURAL DRY UNIT WEIGHT: 6.3 PCF NATURAL MOISTURE CONTENT: 17.1% PERCENT SWELL/COMPRESSION: 0.2 JOB No SWELL/CONSOLIDATION TEST RESULTS FIGURE No Austin Bluffs Parkway (719)

144 6 4 COMPRESSION % EXPANSION ,000,000 6 APPLIED PRESSURE - PSF PROJECT: Rain Dance 1st Filing Windsor, Colorado SAMPLE DESCRIPTION: SILTSTONE/claystone NOTE: SAMPLE WAS INUNDATED WITH WATER AT 00 PSF SAMPLE LOCATION: 14 FT NATURAL DRY UNIT WEIGHT: PCF NATURAL MOISTURE CONTENT: 14.% PERCENT SWELL/COMPRESSION: COMPRESSION % EXPANSION ,000,000 APPLIED PRESSURE - PSF PROJECT: Rain Dance 1st Filing Windsor, Colorado SAMPLE DESCRIPTION: NOTE: SAMPLE WAS INUNDATED WITH WATER AT 00 PSF SAMPLE LOCATION: 4 FT NATURAL DRY UNIT WEIGHT: PCF NATURAL MOISTURE CONTENT: 16.6% PERCENT SWELL/COMPRESSION: 1.1 JOB No SWELL/CONSOLIDATION TEST RESULTS FIGURE No Austin Bluffs Parkway (719)

145 6 4 COMPRESSION % EXPANSION ,000,000 APPLIED PRESSURE - PSF PROJECT: Rain Dance 1st Filing Windsor, Colorado SAMPLE DESCRIPTION: SILTSTONE/claystone NOTE: SAMPLE WAS INUNDATED WITH WATER AT 00 PSF SAMPLE LOCATION: 14 FT NATURAL DRY UNIT WEIGHT: 1.0 PCF NATURAL MOISTURE CONTENT: 13.4% PERCENT SWELL/COMPRESSION: 2.4 JOB No SWELL/CONSOLIDATION TEST RESULTS FIGURE No Austin Bluffs Parkway (719)