The URL can be used to link to this page

Home My WebLink AboutRIDGEWOOD HILLS - FDP230019 - SUBMITTAL DOCUMENTS - ROUND 2 - Geotechnical (Soils) Report (2)• ' • 1 N C O! M O! A T■� GEOLOGIC AND PRELIMINARY GEOTECHNICAL INVESTIGATION TRIANGLE DRIVE AND COLLEGE AVENUE PROPOSED RESIDENTIAL DEVELOPMENT FORT COLLINS, COLORADO Prepared For: GOODWIN KNIGHT 8605 Explorer Drive, Suite 250 Colorado Springs, Colorado 80920 Attention: Mark Johnson Project No. FC08964-115 August 28, 2019 400 North Link Lane � Fort Collins, Colorado 80524 Telephone:970-206-9455 Fax:970-206-9441 � TABLE OF CONTENTS SCOPE.......................................................................................................................1 SUMMARY OF CONCLUSIONS ...............................................................................1 SITE DESCRIPTION .................................................................................................2 PROPOSED DEVELOPMENT ..................................................................................2 SITEGEOLOGY ........................................................................................................3 GEOLOGICHAZARDS ..............................................................................................3 ShallowGroundwater .............................................................................................3 ExpansiveSoils and Bedrock .................................................................................4 Seismicity................................................................................................................4 Radioactivity...........................................................................................................5 FIELD AND LABORATORY INVESTIGATIONS .......................................................6 SUBSURFACE CONDITIONS ...................................................................................6 DEVELOPMENT RECOMMENDATIONS .................................................................7 SiteGrading ............................................................................................................7 UtilityConstruction ..................................................................................................8 UnderdrainSystem .................................................................................................9 PRELIMINARY PAVEMENT RECOMMENDATIONS .............................................11 SubgradePreparation ..........................................................................................11 Preliminary Pavement Thickness Design ............................................................11 PRELIMINARY RECOMMENDATIONS FOR STRUCTURES ...............................12 Foundations..........................................................................................................12 Slabs-on-Grade and Basement Floor Construction .............................................12 Below-Grade Construction ...................................................................................13 SurfaceDrainage .................................................................................................13 General Design Considerations ...........................................................................14 WATER-SOLUBLE SULFATES ..............................................................................15 RECOMMENDED FUTURE INVESTIGATIONS .....................................................15 LIMITATIONS ...........................................................................................................16 i � TABLE OF CONTENTS cont'd FIGURE 1— LOCATIONS OF EXPLORATORY BORINGS FIGURE 2— ESTIMATED BEDROCK ELEVATION FIGURE 3— ESTIMATED DEPTH TO BEDROCK FIGURE 4— ESTIMATED GROUNDWATER ELEVATION FIGURE 5— ESTIMATED DEPTH TO GROUNDWATER FIGURES 6 THROUGH 8— SEWER UNDERDRAIN DETAILS APPENDIX A— SUMMARY LOGS OF EXPLORATORY BORINGS APPENDIX B— LABORATORY TEST RESULTS APPENDIX C— GUIDELINE SITE GRADING SPECIFICATIONS � SCOPE This report presents the results of our Geologic and Preliminary Geotechnical Investigation. The purpose of our investigation was to identify geologic hazards that may exist at the site and to evaluate the subsurface conditions to assist in planning and budgeting for the proposed development. The report includes descriptions of site geology, our analysis of the impact of geologic conditions on site development, a description of subsoil, bedrock and groundwater conditions found in our exploratory borings, and discussions of site development as influenced by geotechnical considerations. The scope was described in our Service Agreement (CTL Project No. FC-19-0237) dated June 18, 2019. This report was prepared based upon our understanding of the development plans. The recommendations are considered preliminary and can be used as guidelines for further planning of development and design of grading. We should review final development and grading plans to determine if additional investigation is merited, or if we need to revise our recommendations. Additional investigations will be required to design building foundations and pavements. A summary of our findings and recommendations is presented below. More detailed discussions of the data, analysis and recommendations are presented in the report. SUMMARY OF CONCLUSIONS 1. The site contains geologic hazards that should be mitigated during planning and development. No geologic or geotechnical conditions were identified which would preclude development of this site. Shallow groundwater, expansive soils and bedrock, and regional issues of seismicity and radioactivity are the primary geologic concerns pertaining to the development of the site. 2. The subsurface conditions encountered in our borings were variable across the site. In general, the soils and bedrock encountered in our borings consisted of 3 to 16'/2 feet of sandy clay over weathered and competent bedrock to the depths explored. Bedrock consisted of sandy claystone and in one boring, clayey sandstone. GOODWIN KNIGHT � TRIANGLE DRIVE AND COL�EGE AVENUE DEVELOPMENT CTL � T PROJECT NO. FC08964-115 � 3. Groundwater was encountered at depths ranging from'/2-foot to 23'/z feet below the existing ground surFace. Groundwater levels will affect planned development over portions of the site. We recommend a minimum of 3 feet (and preferably 5 feet) of separation between foundations and floor systems to groundwater. 4. Generally, the overburden soils are lower swelling and the bedrock is higher swelling. Where bedrock is shallow, we anticipate drilled pier foundations and structural basement floors will be appropriate for most structures. Footings and slab-on-grade basement floors can likely be used where bedrock is deeper. Generally, bedrock is deeper on the northwest and southwest portion of the site. 5. Pavement subgrade mitigation for swell is likely over the majority of the site. Mitigation may consist of moisture and/or chemical treatment of the subgrade soils. A minimum of 12 inches of chemical treatment (fly ash or lime) should be expected. Anticipated pavement thickness recommendations are provided in this report. SITE DESCRIPTION The site is located west of College Avenue and south of Triangle Drive in Fort Collins, Colorado. Topography at the site includes rolling hills and a canal that flows north to south through the site. The overall site slopes to the southeast. The majority of the site is vegetated with grasses and weeds. In the area of borings TH- 11 and TH-12, wetlands were observed. At the time of our exploration, the site was undeveloped. PROPOSED DEVELOPMENT We understand the parcel is planned for development of single and multi- family residences. We assume the residences will be 1 to 2-story, wood frame structures, with basements or crawl spaces. GOODWIN KNIGHT 2 TRIANGLE DRIVE AND COL�EGE AVENUE DEVELOPMENT CTL � T PROJECT NO. FC08964-115 � SITE GEOLOGY The geology of the site was investigated through review of mapping by Roger B. Colton (Geologic Map of the Boulder-Fort Collins-Greeley, 1978). According to the referenced mapping, the site is located within an area of eolian deposition. Eolian deposits are wind-blown and typically contain varying fractions of clay, silt and fine sand. Nearby units include the upper Pierre Shale, which consists of sandy claystone. We judge the bedrock encountered during our investigation is likely part of the upper Pierre Shale unit. GEOLOGIC HAZARDS Our investigation identified several geologic hazards that must be considered during the planning and development phases of this project. None of the geologic hazards identified will preclude development of the property. Development plans are preliminary. Planning should consider the geologic hazards discussed below. The hazards require mitigation which could include avoidance, non-conflicting use or engineered design and construction during site development. Geologic hazards at the site that need to be addressed include shallow groundwater, expansive soils and bedrock, and regional issues of seismicity and radioactivity. The following sections discuss each of these geologic hazards and associated development concerns. Mitigation concepts are discussed below and in the DEVELOPMENT RECOMMENDATIONS section of the report. Shallow Groundwater Groundwater was encountered during this investigation at depths of'/2-foot to 23'/2 feet. Groundwater was shallowest at the south end of the site. Groundwater may rise due to site development. Perched water conditions may develop where GOODWIN KNIGHT 3 TRIANGLE DRIVE AND COL�EGE AVENUE DEVELOPMENT CTL � T PROJECT NO. FC08964-115 � residential construction and irrigation occur in shallow bedrock areas. Estimated depth and elevation contours of the groundwater are provided in Figures 4 and 5. The depth to groundwater should be evaluated during Geotechnical Investigations at the site. In general, grading should be designed to raise the elevations in areas of shallow groundwater. Construction of underdrain systems with the sanitary sewer trenches is a commonly employed method to mitigate the accumulation of shallow groundwater after construction. A minimum separation of 5 feet is desirable between the groundwater elevations and the lowest elevation of any below-grade structure. We recommend additional groundwater monitoring to help determine seasonal fluctuations. Monthly readings of a year's time frame should be considered. Expansive Soils and Bedrock The soils and bedrock at this site include relatively low swelling overburden soils and higher swelling bedrock. Areas of shallow bedrock are likely rated as high to very high expansive potential and will require mitigation through currently utilized foundation and floor slab techniques. We estimate approximately 75 percent of the site will require mitigation. The northwest and southwest portions of the site where bedrock is deeper, the risk of expansive soils is likely low to moderate. Individual soils and foundation investigations conducted for specific sites should address procedures for mitigating problems associated with expansive soils and bedrock. Seismicity This area, like most of central Colorado, is subject to a low degree of seismic risk. No indications of recent movements of any of the faults in the Larimer County area have been reported in the available geologic literature. As in most areas of recognized low seismicity, the record of the past earthquake activity in Colorado is somewhat incomplete. GOODWIN KNIGHT TRIANGLE DRIVE AND COL�EGE AVENUE DEVELOPMENT CTL � T PROJECT NO. FC08964-115 C! � Based on the subsurface conditions encountered in our borings and our understanding of the geology, the site classifies as a Seismic Site Class C or D (2015 International Building Code). Only minor damage to relatively new, properly designed and built buildings would be expected. Wind loads, not seismic considerations, typically govern dynamic structural design in this area. Radioactivity It is normal in the Front Range of Colorado and nearby eastern plains to measure radon gas in poorly ventilated spaces in contact with soil or bedrock. Radon 222 gas is considered a health hazard and is one of several radioactive products in the chain of the natural decay of uranium into stable lead. Radioactive nuclides are common in the soils and sedimentary rocks underlying the subject site. Because these sources exist on most sites, there is potential for radon gas accumulation in poorly ventilated spaces. The amount of soil gas that can accumulate is a function of many factors, including the radio-nuclide activity of the soil and bedrock, construction methods and materials, pathways for soil gas and existence of poorly-ventilated accumulation areas. It is difficult to predict the concentration of radon gas in finished construction. During our investigation, we did not detect any radiation levels above normal background levels for the area. We recommend testing to evaluate radon levels after construction is completed. If required, typical mitigation methods for residential construction may consist of sealing soil gas entry areas and periodic ventilation of below-grade spaces and perimeter drain systems. It is relatively economical to provide for ventilation of perimeter drain systems or underslab gravel layers at the time of construction, compared to retrofitting a structure after construction. Radon rarely accumulates to significant levels in above-grade, heated and ventilated spaces. GOODWIN KNIGHT 'rJ TRIANGLE DRIVE AND COL�EGE AVENUE DEVELOPMENT CTL � T PROJECT NO. FC08964-115 � FIELD AND LABORATORY INVESTIGATIONS Subsurface conditions were further investigated by drilling twelve exploratory borings at the approximate locations shown on Figure 1. The borings were drilled using a truck-mounted drill rig and with 4-inch diameter, continuous-flight auger. Our field representative observed drilling logged the soils and bedrock found in the borings and obtained samples. Summary logs of the materials encountered in the borings and field penetration resistance values are presented in Appendix A. Samples of soil and bedrock were obtained during drilling by driving a modified California-type sampler (2.5-inch O.D.) into the subsoils and bedrock using a 140-pound hammer falling 30 inches. Samples recovered from the test holes were returned to our laboratory and visually classified by the geotechnical engineer. Laboratory testing included determination of moisture content and dry density, swell-consolidation characteristics, Atterberg limits, particle-size analysis and water soluble sulfate content. Laboratory test results are presented in Appendix B. SUBSURFACE CONDITIONS Subsurface conditions encountered in the borings included approximately 3 to 16'/2 feet of sandy clay over weathered and competent bedrock to the depths explored. Swell potential ranged from low to moderate in the overburden sandy clay and low to very high the bedrock. A summary of swell results is presented in Table A. Groundwater was encountered at depths ranging from'/2-foot to 23'/2 feet below the existing ground surFace. Groundwater levels will affect planned development at this site in some areas. Grading should generally be designed to raise grade in areas of shallow groundwater. A more detailed description of the subsurface conditions is presented in our boring logs and laboratory testing. Measured depth to and elevation of groundwater and bedrock maps are presented on Figures 2 through 5 of this report. GOODWIN KNIGHT 6 TRIANGLE DRIVE AND COL�EGE AVENUE DEVELOPMENT CTL � T PROJECT NO. FC08964-115 � TABLE A SUMMARY OF SWELL BEHAVIOR BY SOIL TYPE Compression Range of Measured Swell (%)* Soil Type 0 to <2 2 to <4 4 to <6 >6 Number of Samples and Percent Sandy Clay 4 4 1 0 0 44% 44% 12% 0% 0% Weathered Bedrock 0 0 1 1 3 0% 0% 20% 20% 60% Bedrock 1 7 7 4 0 5% 37% 37% 21% 0% Overall Sample Number 5 11 9 5 3 Overall Sample Percent 15% 33% 27% 15% 9% DEVELOPMENT RECOMMENDATIONS Site Gradinq At the time of this investigation, site grading plans were not available for review in conjunction with this subsurface exploration program. It is important that deep fills (if planned) be constructed as far in advance of surface construction as possible. It is our experience that fill compacted in accordance with the compaction recommendations in this report may settle about 1 percent of its height under its own weight. Most of this settlement usually occurs during and soon after construction. Some additional settlement is possible after development and landscape irrigation increases soil moisture. We recommend delaying the construction of buildings underlain by deep fills as long as possible to allow for this settlement to occur. Delaying construction of structures up to one year where located on deep fills is recommended. The existing on-site soils are suitable for re-use as fill material provided debris or deleterious organic materials are removed. Prior to fill placement, all trash and debris should be removed from fill areas and properly disposed. Import fill should generally have similar or better engineering properties as the onsite GOODWIN KNIGHT 7 TRIANGLE DRIVE AND COL�EGE AVENUE DEVELOPMENT CTL � T PROJECT NO. FC08964-115 � materials and should be approved by CTL. The ground surface in areas to be filled should be stripped of vegetation, topsoil and other deleterious materials, scarified to a depth of at least 8 inches, moisture conditioned and compacted as recommended below. The depth of any topsoil is not anticipated to be more than 2 to 3 inches in most areas. Site grading fill should be placed in thin, loose lifts, moisture conditioned and compacted. In areas of deep fill, we recommend higher compaction criteria to help reduce settlement of the fill. Compaction and moisture requirements are presented in Appendix C. The placement and compaction of fill should be observed and density tested during construction. Guideline site grading specifications are presented in Appendix C. Utility Construction We believe excavations for utility installation in the overburden soils can be performed with conventional heavy-duty trenchers or large backhoes. Depending on depth and location, groundwater may be encountered in excavations. If groundwater is encountered during construction, dewatering may be accomplished by sloping excavations to occasional sumps where water can be removed by pumping. Utility trenches should be sloped or shored to meet local, State and federal safety regulations. Based on our investigation, we believe the sandy clay soil classifies as Type B and the bedrock classifies as Type A soil based on OSHA standards. Excavation slopes specified by OSHA are dependent upon soil types and groundwater conditions encountered. Seepage and groundwater conditions in trenches may downgrade the soil type. Contractors should identify the soils encountered in the excavation and refer to OSHA standards to determine appropriate slopes. Excavations deeper than 20 feet should be designed by a professional engineer. GOODWIN KNIGHT TRIANGLE DRIVE AND COL�EGE AVENUE DEVELOPMENT CTL � T PROJECT NO. FC08964-115 � � The width of the top of an excavation may be limited in some areas. Bracing or "trench box" construction may be necessary. Bracing systems include sheet piling, braced sheeting and others. Lateral loads on bracing depend on the depth of excavation, slope of excavation above the bracing, surFace loads, hydrostatic pressures, and allowable movement. For trench boxes and bracing allowed to move enough to mobilize the strength of the soils, with associated cracking of the ground surface, the "active" earth pressure conditions are appropriate for design. If movement is not tolerable, the "at rest" earth pressures are appropriate. We suggest an equivalent fluid density of 40 pcf for the "active" earth pressure condition and 55 pcf for the "at rest" earth pressure condition, assuming level backfill. These pressures do not include allowances for surcharge loading or for hydrostatic conditions. We are available to assist further with bracing design if desired. Water and sewer lines are usually constructed beneath paved roads. Compaction of trench backfill can have significant effect on the life and serviceability of pavements. We believe trench backfill should be placed in thin, loose lifts, and moisture conditioned to between optimum and 3 percent above optimum content for clay soils and within 2 percent of optimum moisture content for sand. Trench backfill should be compacted to at least 95 percent of maximum dry density (ASTM D 698). The placement and compaction of fill and backfill should be observed and tested by our firm during construction. If deep excavations are necessary for planned utilities, the compaction requirements provided in Table C in Appendix C should be considered. Underdrain S s� The use of underdrain systems below sewer mains and services is a common method to control groundwater in response to development. An underdrain system incorporated into sanitary sewer and sewer collection systems may be considered. Underdrains should also be installed below sewer service lines to each residence planned in this area with connection to residence foundation drains. GOODWIN KNIGHT 9 TRIANGLE DRIVE AND COL�EGE AVENUE DEVELOPMENT CTL � T PROJECT NO. FC08964-115 � The underdrain should consist of free-draining gravel surrounding a rigid PVC pipe. The pipe should be sized for anticipated flow. Guidelines for underdrain sizing are shown in Table B. The line should consist of smooth, perForated or slotted rigid PVC pipe laid at a grade of at least 0.5 percent. A gravel cross-section of at least 2 square feet should be placed around the pipe. Sewer underdrain details are shown on Figures 6 through 8. A positive cutoff collar (concrete) should be constructed around the sewer pipe and underdrain pipe immediately downstream of the point the underdrain pipe leaves the sewer trench. Solid pipe should be used down gradient of this collar to the daylight point. Clean-outs should be provided along the system. The entity responsible for maintenance should be identified and guidelines developed for maintenance. The underdrain should be designed to discharge to a gravity outfall provided with a permanent concrete headwall and trash rack, or to a storm sewer with a check valve to control water backing up into the underdrain system. The underdrain system should be designed by a professional engineer that is licensed in the State of Colorado. TABLE B UNDERDRAIN SIZING GOODWIN KNIGHT � O TRIANGLE DRIVE AND COL�EGE AVENUE DEVELOPMENT CTL � T PROJECT NO. FC08964-115 Note: Minimum slopes of the underdrains will govern pipe sizes and maximum number of residences serviced. � PRELIMINARY PAVEMENT RECOMMENDATIONS Subgrade Preparation Based on the borings, the near surface soils on this site will consist of sandy clay. These soils will range from moderately to highly plastic and will provide relatively poor subgrade support below the pavements. Lime or fly ash stabilization of these soils will improve their subgrade support characteristics, in addition to enhancing the workability of the clays and reducing water infiltration into the underlying subgrade and the potential movements under the pavements. The City of Fort Collins typically requires a minimum 12 inches of fly ash for soils similar to those encountered at this site. Preliminary Pavement Thickness Desian Preliminary guidelines for pavement systems on this site are provided. Final pavement sections should be determined based a design level geotechnical investigation and anticipated frequency of load applications on the pavement during the desired design life. Flexible hot mix asphalt (HMA) over aggregate base course (ABC) or rigid Portland cement concrete (PCC) pavements can be used at this site for automobile and light truck traffic use. Rigid pavements are recommended in any areas subject to heavy truck traffic. We anticipate pavement sections for local residential streets will consist of approximately 4 to 5 inches of HMA over 6 to 8 inches of ABC. Collectors and other higher volume pavement will likely require thicker HMA sections, estimated on the order 6 to 7 inches. Portland cement concrete (PCC) pavement is recommended in areas subject to any heavy truck traffic such as garbage pickup and/or dumpster trucks and any heavy delivery trucks. A minimum 6-inch thick section is anticipated in main drives and any areas subject to some moderately heavy truck traffic. Any areas subject to frequent heavy trucks should be designed based on frequency and wheel loads. GOODWIN KNIGHT 11 TRIANGLE DRIVE AND COL�EGE AVENUE DEVELOPMENT CTL � T PROJECT NO. FC08964-115 � PCC pavements in this area are typically reinforced due to the underlying active clays. Properly designed control joints and other joints systems are required to control cracking and allow pavement movement. PRELIMINARY RECOMMENDATIONS FOR STRUCTURES The property is currently planned for residential construction. Our field and laboratory data indicate the soil and bedrock conditions vary across the site. The following discussions are preliminary and are not intended for design or construction. After grading is completed, a detailed soils and foundation investigation should be performed. Foundations Our geologic and preliminary geotechnical investigation indicates conditions vary across the site. Areas of shallow bedrock will likely require drilled piers. The northwest and southwest portions of the site where bedrock is deeper, shallow foundations are likely. We estimate approximately 75 percent of the site will require a deep foundation system. A design level geotechnical investigation may identify potential hazards for specified areas not indicated by our borings which may suggest the need for a deeper foundation system in more areas of the site. Slabs-on-Grade and Basement Floor Construction The use of slab-on-grade floors for unfinished basements should be limited to areas where the slab risk performance is low to moderate. Generally, we believe the northwestern and southwestern portions of the site will likely be lower risk due to the depth of bedrock. Structurally supported floor systems should be planned in all non-basement finished living areas and in basements where slab risk is judged high or very high (generally where bedrock is shallow). We believe approximately 75 percent of the lots will be rated high to very high risk for poor slab performance. GOODWIN KNIGHT � 2 TRIANGLE DRIVE AND COL�EGE AVENUE DEVELOPMENT CTL � T PROJECT NO. FC08964-115 � Slab performance risk should be more thoroughly defined during the design level soils and foundation investigation. Below-Grade Construction Groundwater was encountered during this investigation. Groundwater levels may limit below-grade construction in areas of the site. With long-term development and associated landscaping, a"perched" water table may develop on the bedrock surFace or on relatively impermeable soils and bedrock layers. To reduce the risk of hydrostatic pressure developing on foundation walls, foundation drains will be necessary around all below-grade areas. We suggest foundation drains be tied to the sewer underdrain system. They may also discharge to sumps where water can be removed by pumping. In our opinion, underdrain systems offer more comprehensive control of groundwater and better mitigate impacts of groundwater and swelling soils on foundations, slabs and pavements. Foundation walls and grade beams should be designed to withstand lateral earth pressures. The design pressure should be established during design-level soils investigations. Surface Draina The performance of foundations will be influenced by surFace drainage. The ground surface around proposed residences should be shaped to provide runoff of surFace water away from the structure and off of pavements. We generally recommend slopes of at least 12 inches in the first 10 feet where practical in the landscaping areas surrounding residences. There are practical limitations on achieving these slopes. Irrigation should be minimized to control wetting. Roof downspouts should discharge beyond the limits of backfill. Water should not be allowed to pond on or adjacent to pavements. Proper control of surface runoff is also important to limit the erosion of surFace soils. Sheet flow should not be directed over unprotected slopes. Water should not be allowed to pond at the crest of slopes. Permanent slopes should be re-vegetated to reduce erosion. GOODWIN KNIGHT 13 TRIANGLE DRIVE AND COL�EGE AVENUE DEVELOPMENT CTL � T PROJECT NO. FC08964-115 � Water can follow poorly compacted fill behind curb and gutter and in utility trenches. This water can soften fill and undermine the performance of the roadways, flatwork and foundations. We recommend compactive effort be used in placement of all fill. General Desian Considerations Exterior sidewalks and pavements supported above the on-site clays are subject to post construction movement. Flat grades should be avoided to prevent possible ponding, particularly next to structures and pavements due to soil movement. Positive grades away from the buildings should be used for sidewalks and flatwork around the perimeter of the buildings in order to reduce the possibility of lifting of this flatwork, resulting in ponding next to the structures. Where movement of the flatwork is objectionable, procedures recommended for on-grade floor slabs should be considered. Joints next to buildings should be thoroughly sealed to prevent the infiltration of surFace water. Where concrete pavement is used, joints should also be sealed to reduce the infiltration of water. Since some post construction movement of pavement and flatwork may occur, joints around the buildings should be periodically observed and resealed where necessary. Roof drains should be discharged well away from the structures, preferably by closed pipe systems. Where roof drains are allowed to discharge on concrete flatwork or pavement areas next to the structures, care should be taken to insure the area is as water tight as practical to eliminate the infiltration of this water next to the buildings. GOODWIN KNIGHT 14 TRIANGLE DRIVE AND COL�EGE AVENUE DEVELOPMENT CTL � T PROJECT NO. FC08964-115 � WATER-SOLUBLE SULFATES Concrete that comes into contact with soils can be subject to sulfate attack. We measured water-soluble sulfate concentrations in four samples from this site. The measured concentrations ranged from below measurable limits (less than 0.01 percent) to 0.57 percent, with one sample having a sulfate concentration greater than 0.1 percent. Based on the range of results, we judge the site has Class 1 exposure to sulfates. Additional sulfate testing should be performed during a design-level investigation. Water-soluble sulfate concentrations between 0.1 and 0.2 percent indicate Class 1 exposure to sulfate attack, according to the American Concrete Institute (ACI). ACI indicates adequate sulfate resistance can be achieved by using Type II cement with a water-to-cementitious material ratio of 0.50 or less. ACI also indicates concrete in Class 1 exposure environments should have a minimum compressive strength of 4,000 psi. In our experience, superFicial damage may occur to the exposed surfaces of highly permeable concrete, even though sulfate levels are relatively low. To control this risk and to resist freeze-thaw deterioration, the water-to-cementitious material ratio should not exceed 0.50 for concrete in contact with soils that are likely to stay moist due to surface drainage or high water tables. Concrete should be air entrained. RECOMMENDED FUTURE INVESTIGATIONS Based on the results of this investigation and the proposed development, we recommend the following investigations be performed: 1. Additional groundwater monitoring; 2. Review of final site grading plans by our firm; 3. Design and sizing of the underdrain systems; 4. Construction testing and observation for site development; 5. Subgrade investigation and pavement design after site grading is complete; GOODWIN KNIGHT 15 TRIANGLE DRIVE AND COL�EGE AVENUE DEVELOPMENT CTL � T PROJECT NO. FC08964-115 r■■■ u■■ �■.■ ■��■ II 6. Design-level soils and foundation investigations after grading; 7. Construction testing and observation for residential building construction and paving. LIMITATIONS Our exploratory borings were located to obtain preliminary subsoil data indicative of conditions on this site. Although our borings were spaced to obtain a reasonably accurate picture of subsurface conditions, variations in the subsoils not indicated in our borings are always possible. We believe this investigation was conducted in a manner consistent with that level of skill and care ordinarily used by members of the profession currently practicing under similar conditions in the locality of this project. No warranty, express or implied, is made. This report was prepared from data developed during our field exploration, laboratory testing, engineering analysis and experience with similar conditions. The recommendations contained in this report were based upon our understanding of the planned construction. If plans change or differ from the assumptions presented herein, we should be contacted to review our recommendations. If we can be of further service in discussing the contents of this report or in the analysis of the building and pavement from the geotechnical point of view, please call. Very truly yours, CTL � THOMPSON, INC. � l Taylor H. Ray, Staff Geotechnical Engineer Reviewed by: TH R: SAS � v�P�� lcF� o`'•' �� A. S�;,y •,r� C�� o` �O � a 465i6 � ; �,�,� � � �,., , , �� . ,-� S •---- N s NA1.E Spencer S hr , . . Geotechnical Department Manager GOODWIN KNIGHT 16 TRIANGLE DRIVE AND COLLEGE AVENUE DEVELOPMENT CTL � T PROJECT NO. FC08964-115 APPROXIMATE SCALE: 1" = 250' 0' 125' 250' TH � �a �� r �l � •�IW� TRILBY RD. > ¢ w c� � w cn G��OQ` O � U ��P� N N > � _ SITE HWY 392 / CARPENTER D VICINITY MAP (FORT COLLINS, COLORADO) NOT TO SCALE � � �� . � ,' �1� "� � �f , `�� 1 ��♦ _ , . .. ♦ � � ;. o; _ � - - -� � �= ♦ � � -�i,,,--- ,�► ' � _ � � / � I� � .\ � �1��' Q� + w � f `,•,� � i , � �� ,� � r ,� � ` �r � � t �� I�I � _ - .` , � �� : _ :'� - .;� � � , _ ,; • , �''�� ``� ,`- ' �� i ``� 1�� . LEGEND: TH-1 0 INDICATES APPROXIMATE LOCATION OF EXPLORATORY BORING Locations of Exploratory Borings GOODWIN KNIGHT FIGURE 1 TRIANGLE DRIVE AND COLLEGE AVENUE DEVELOPMENT CTL I T PROJECT NO. FC08964-115 I I II II i�._ = II II �� I I I�� __�_.. � � �- GOODWIN KNIGHT TRIANGLE DRIVE AND COLLEGE AVENUE DEVELOPMENT CTL I T PROJECT NO. FC08964-115 e �' \ lU i�J \. �,..Tl..l �Si, In �� FIGURE 2 APPROXIMATE SCALE: 1" = 250' 0' 125' 250' �e Ot� �e �� _� j;. TH-2� i `(12.5) :�� , � �\� �, i�I � iH-4 �mm TH- (12.0) !1� B % `iii _ _ \�r' � ` - �� mm m m `'°� � ' =,�_ Tfi �j , i i ( 8 � �� TH-6., � � �, �� ,'. �� I � � !� a:.,�._.._�11.0) �., �� 1�� .�1'1i11i�1 l �►\ /!.� .: THI 1 1 V ��,� r��-�h (4.0)�j 'F' fi 8 � �� B ; � � �� `. o:..,. ( r7 ��TH-3 ! � I - �'(3.0} , J � � ��.._ � � _ � > Q : :TH..-? °' �% U � (6.0) � � \ � . � o � li� TRILBY RD. w C7 F W (n J � �O� � � U � _ � � N }> > _ SITE HWY392/CARPENTER D VICINITY MAP (FORT COLLINS, COLORADO) NOT TO SCALE �� LEGEND: TH-1 INDICATES APPROXIMATE � LOCATION OF EXPLORATORY BORING (23) INDICATES ESTIMATED BEDROCK DEPTH IN FEET Estimated Depth To Bedrock FIGURE 3 GOODWIN KNIGHT TRIANGLE DRIVE AND COLLEGE AVENUE DEVELOPMENT CTL I T PROJECT NO. FC08964-115 GOODWIN KNIGHT TRIANGLE DRIVE AND COLLEGE AVENUE DEVELOPMENT CTL I T PROJECT NO. FC08964-115 � y .� ll �ii� FIGURE 4 ..�.`_ �e pt• TH-1� �e � .<<�� (16.0) � TH-2 �` �(15.0) APPROXIMATE SCALE: 1" = 250' 0' 125' 250' TH-4 • (13.0) N �� . i ., � �_6 �� TH 8 �;,;�� a�� ! ��_ I - I � .-- d � � �- 1� � TH-10 � T� 3 ; � � �� J �20.0> ! � � -; � � �o � TH 5 �� o� �(9.0) � LLl111`� � � � �`L� � � r�TrrtF� � ! , �O � �� ,��o� \'��'� p� J � ? `�'_- :;; ,., / . � �� N(23.5 TH-6/ � � 1 1 (10.0) ::✓ �� ,,�y �/ •:J TH-9 � (>25) ��l .� —�14.5)i�12) �, ,: �10� TH-11� *" ' (8) ;, ��6�— i��4)� (8.0)�_ ��(2)TH— �� (0.5) GOODWIN KNIGHT TRIANGLE DRIVE AND COLLEGE AVENUE DEVELOPMENT CTL I T PROJECT NO. FC08964-115 � � � � � > ¢ � � � 0 � � 0 � i�i TRILBY RD. w � o�' � CL U � � � SITE HWY392/CARPENTER VICINITY MAP (FORT COLLINS, COLORADO) NOT TO SCALE LEGEND: TH-1 � (10.0) INDICATES APPROXIMATE LOCATION OF EXPLORATORY BORING INDICATES ESTIMATED DEPTH TO GROUNDWATER IN FEET Estimated Depth To Groundwater FIGURE 5 0 Z � 0 � W 0 Z � � � �IW� RESIDENCE FOUNDATION DRAIN. � SAN ITARY SEWER PVC SOUD UNDERDRAIN PIPE. SIZE VARIES. PVC PIPE AND FITTINGS CONFORMING TO ASTM 3034, SDR 35. PROVIDE GEOTEXTILE FABRIT BETWEEN WASHED ROCK AND SEWER BEDDING. 4" NON-PERFORATED CORRUGATED POLYETHYLENE PIPE (ASTM F 405). -' ._' • p :y�:. . � .. �•♦ .r. i i, 4 ' �a.. �' .. . 6 . . .,e.. ,+a.a :,. . � � - �'a �_'�'• :� . � • . . ~ a'• . �� - .. `.. � . :: .�.. .�� . .r: .�' ��' . , :.: . a' A •, � :.' ..: 1 : �.' .. ' •. �6,� MIN.�: .. . �6�;'MIN.•: .::r�: �. . ' ` .. � :. � �;:�, ' .� � .: �� .,.;. , ; , � . . :� �`� � '. : - - , .'� f y . • �r . !. ��..i' 4 � . ' �. . . .� �.. . ! �� Y � • �'!. • r '.b _ . . 1�a.`+:..a...�• ' l .. _. . . �e. •. . �•, �., .. ��9.�. � ' . • •'; � : � '' �. P':• ' .a '• �.�'. .� .: 4��;d,. � .�+�'� : : . ! �� Y .}. !..�i� ._..e: .a' . ��4n • �► i ; �. •" ' . 'd. � ..�•• • � �-1-• �. �:. : q.;': � � SPECIFIED - TRENCH WIDTH \ ,d v..{ .` .'}.. . : 'a" • • . a .'a;� �• � �a� ' a, . v �.; .«, � WASHED ROCK MAXIMUM SIZE: 1" LESS THAN 3 PERCENT PASSING THE N0. 200 SIEVE. I�[��1��[��C�Z.Y�7_1�� Sewer Underdrain GOODWIN KNIGHT Deta i I TRIANGLE DRIVE AND COLLEGE AVENUE DEVELOPMENT CTL�T PROJECT NO. FC08964-115 FIGURE 6 = � =fi6EE� ■�iu■ � 0 , Z � 0 � w 0 _ � 0 � MIN. 12" TO 18" (BACKHOE BUCKET WIDTH) SANITARY SEWER BEDDING —� I I —� � .�': j r.�.'^ ; �.! R...'^S^.ti � }� . +•• ` ,,;.�''� . ~ ;y. :F":'.: (7 �' •�3�•_ •� .�,"J ]5�; �Y . :' .. . y . - ♦.:.�� . � .. vi .�i..'�a!y�}•'l:• :i�,!'. : �`�. ��!f•�'•' � r 'fy�'�..yi: � •<�� `.f�. .>. ,,}�.' ...,,�•1=,.e:",:. : t:. SANITARY SEWER GRAVEL ENVELOPE a a, � � � . �a. •a ., .. • .. . � . . `a� . ..; . d , _ � °. � _ • ' •. ' .. �, d . , �. ' . . ,,t.. . . .P� . `.,d a. . , .:. ',a:' .a. �P� , . . �'. •? ' • . . • . . d' � � . �. : . . . ' . a r . . . d• ,'�, • .* . .I� _ '�y d , t a ' o , , o g. o o , = o SOLID UNDERDRAIN � ��.a '�� MIN. I 12" � PERFORATED PIPE TO OUTFALL � I UNDERDRAIN LOCATION °� + PIPE 1 POUR CONCREI'E NEAT — AGAINST EXCAVATION WALL AND SANITARY SEWER BEDDING N OTE: THE CONCRETE CUTOFF WALL SHOULD EXTEND INTO THE UNDISTURBED SOILS OUTSIDE THE UNDERDRAIN AND SANITARY SEWER TRENCH A MINIMUM DISTANCE OF 12 INCHES. Underdrain Cutoff Wall GOODWIN KNIGHT TRIANGLE DRIVE AND COLLEGE AVENUE DEVELOPMENT CTL�T PROJECT NO. FC08964-115 FIGURE 7 � ow Z U � � O � �� C� (n � W � H � � W N O d O � � z .-. O -� w w >O� J X a � W wr.,�Q � w�o ��z w-� ¢z� m�c� W � U wj W W N � � J = J U �+- Z Y W U � m �j GOODWIN KNIGHT I I TRIANGLE DRIVE AND COLLEGE AVENUE DEVELOPMENT CTL�T PROJECT NO. FC08964-115 z 0 � o = ZZz �Qw oo� � �W z �� z Q ��Q � � Z Z d � Z �oWw,,�g �oo�� o �ww =w oQ��a ��w � Q�Zw�� > = U O W Q Q� O O W z J (n Q � � � Z Q ��g�� 0 U > U � J � � U � > � � � W � Z Q � p W � U o� Z W �� Z Q � � � W � Z � W J Q C� � O F- H O Z Conceptual Underdrain Service Profile FIGURE 8 � APPENDIX A LOGS OF EXPLORATORY BORINGS TH-1 TH-2 TH-3 TH-4 E1.5030.7 E1.5057.8 E1.5044.6 EI.5076.7 0 29/12 17/12 37/12 15/12 WC=18.3 WC=12.6 WC=12.8 WC=9.9 'rJ DD=112 DD=114 DD=120 DD=98 SW=7.3 LL=42 PI=29 SW=8.4 SW=1.4 -200=76 -200=97 47/12 18/12 50/10 13/12 WC=9.7 WC=15.1 � 0 DD=98 DD=114 SW=-1.7 SW=5.2 SS=0.030 i 50/9 37/12 50/9 50/12 wc=is.� 1 wc=��.a wc=��.z 1 5 DD=116 DD=115 DD=128 SW=4.5 SW=4.7 SW=0.5 1 -200=98 H W � 50/6 50/10 50/11 50/8 = 20 H a w 0 25 :7�1L! 30 35 40 GOODWIN KNIGHT TRIANGLE DRIVE AND COLLEGE AVENUE DEVELOPMENT CTL � T PROJECT NO. FC08964-115 wc=ia.s 1 wc=i�.s DD=121 - DD=112 SW=2.8 SW=1.6 -zoo=ss 50/7 44l12 50/10 WC=19.5 DD=110 SW=2.4 � 0 5 10 15 F W w � 20 = H a w 0 25 30 35 40 Summary Logs of Exploratory Borings FIGURE A-1 TH-5 TH-6 TH-7 TH-8 E1.5059.5 E1.5059.1 E1.5046.1 EI.5085.7 0 15/12 17/12 21/12 15/12 'rJ DD= 07 DD=105$ DD=88 SW=1.0 SS=0.030 = 16/12 15/12 wc=�s.s 1 � � DD=106 SW=0.0 -200=75 22/12 31/12 H W W � = 2� H a w 0 25 30 50/9 WC=167 DD=117 SW=3.2 50/10 35 40 GOODWIN KNIGHT TRIANGLE DRIVE AND COLLEGE AVENUE DEVELOPMENT CTL � T PROJECT NO. FC08964-115 LL=44 P1=29 -200=86 31/12 WC=15.6 DD=113 SW=5.3 50/7 WC=19.8 DD=109 SW=2.4 50/8 50/9 WC=16.7 DD=113 SW=2.8 -200=96 1 50/7 50/10 WC=15.2 DD=118 SW=1.8 SW=-2.6 -200=67 14/12 WC=9.8 DD=95 SW=0.1 24/12 W C=7.6 DD=106 SW=-0.1 50/8 WC=14.3 DD=121 SW=3.4 50/7 WC=14.1 DD=122 SW=1.3 � 0 5 10 15 F W W � 20 = H a w 0 25 30 35 40 Summary Logs of Exploratory Borings FIGURE A-2 TH-9 EI. 5073.7 � �� 5 10 15 H W W � = 2� H a w 0 25 30 35 19/12 wc=s.s DD=95 SW=2.1 16/12 38/12 WC=15.1 DD=116 SW=5.8 -200=99 50/9 f.711r1 �40 GOODWIN KNIGHT TRIANGLE DRIVE AND COLLEGE AVENUE DEVELOPMENT CTL � T PROJECT NO. FC08964-115 TH-10 EI. 5073.4 C�ilff�a 50/5 wc=�.s DD=135 SW=2.3 SS=<0.01 1 50/5 50/11 wc=,2.o DD=125 SW=0.3 50/9 TH-11 EI. 5050.1 44/12 WC=11.9 DD=122 SW=11.5 SS=0.570 1 50/12 WC=12.9 DD=118 SW=3.4 -200=98 � 48/12 WC=13.1 DD=113 SW=-0.2 50/9 WC=12.5 DD=122 SW=0.6 50/4 WC=14.2 DD=124 SW=1.3 TH-12 EI. 5051.1 i l�l �� 7/12 12/12 W C=23.3 DD=104 SW=-0.4 50/7 !.'i1183 � 5 10 15 H W W LL 20 = F a w ❑ 25 30 35 40 LEGEND: � CLAY, SANDY, MOIST TO WET, SOFT TO VERY STIFF, BROWN (CL) WEATHERED CLAYSTONE, SANDY, MOIST, MEDIUM HARD, MOIST, BROWN, GRAY, RUST CLAYSTONE, SANDY, MOIST, MEDIUM HARD TO VERY HARD, BROWN, GRAY, RUST SANDSTONE, CLAYEY, MOIST, HARD, BROWN, GRAY, RUST DRIVE SAMPLE. THE SYMBOL 19/12 INDICATES 19 BLOWS OF A 140-POUND HAMMER FALLING 30 INCHES WERE REQUIRED TO DRIVE A 2.5-INCH O.D. SAMPLER 12 INCHES. SZ WATER LEVEL MEASURED AT TIME OF DRILLING. 1 WATER LEVEL MEASURED SEVERAL DAYS AFTER DRILLING. NOTES: 1. THE BORINGS WERE DRILLED ON JULY 17 AND 24, 2019 USING 4-INCH DIAMETER CONTINUOUS-FLIGHT AUGERS AND A TRUCK-MOUNTED DRILL RIG. 2. BORING ELEVATIONS WERE SURVEYED AND PROVIDED BY GALLOWAY. 3. THESE LOGS ARE SUBJECT TO THE EXPLANATIONS, LIMITATIONS AND CONCLUSIONS IN THIS REPORT. 4. WC - INDICATES MOISTURE CONTENT (%). DD - INDICATES DRY DENSITY (PCF). SW - INDICATES SWELL WHEN WETTED UNDER OVERBURDEN PRESSURE (%). -200 - INDICATES PASSING NO. 200 SIEVE (%). LL - INDICATES LIQUID LIMIT. PI - INDICATES PLASTICITY INDEX. UC - INDICATES UNCONFINED COMPRESSIVE STRENGTH (PSF). SS - INDICATES SOLUBLE SULFATE CONTENT (°/a). Summary Logs of Exploratory Borings FIGURE A-3 � APPENDIX B LABORATORY TEST RESULTS TABLE B-I: SUMMARY OF LABORATORY TEST RESULTS �� 9 s � s 5 4 3 2 1 0 -� Z O _2 � z a W -3 \° Z � -4 � � W � a -s � O U -s i i i ; i I � � � � � I --- + �- - -' ---- I --I I � - I II I I EXPANSION UNDER CONSTANT I I I I � I PRESSURE DUE TO WETTING II---- -� � -- � -- -----I----' - : --�i - -- - , --- � _ __ ' �-- - ------ - ! f- - �I I I � i , � � � -- - --- 'F I� -- - -+- - - � -- I - I ; + -- - --- � - - � -- � - ! I I ! ! I i � r--- � � � � � -' , - - ---- - ,- -- --- - � -- -- - ------- - r - � , I- �---- - - - I ! ' -- I � li T ; -- - + -II� - '- II' - --- - -I � � �, � : I I I � I � � -I'� -- -I4 - - -I -- -- -- I--- -�-- I ; ------- -- - � � � � - II I-- - I ---I I I li � � i I I I I � � II -- - ---- F -IF -- - - I - - - - i -- - I --- � ; + -- - --- � - - , - F III � �I �I i --- � I -I I ; I ,I -- -- - ------- -- � � i rt- -- � I II , il i i i i i i I I li �i ; II I - � ^ � -� �---- - I - I- - � � I , � � - � : - -� -- -I I - I ---------- — I i ' � , 'I- �-- i - i ; I ; !i ; - --- -- - � _ � � _ II - - i--- - � � � I I I I I I I I I I I I I -- - -- , - --- -�--- t -- - --- � - - � - � - F F + -- �- +- - - - - i � - : I� I� I� I� �� . I __ �.... I . _ II . ..... �_ ... �C , �t ;.. . __... � � __.. � .. I I , I I II : �....... li �;. I II � . � F;.... � � � � i I i._ i.... i . _ �_. ..... i. _... l. ,. �F ;...., I i i i_.. . ,..... I o.i i.o APPLIED PRESSURE - KSF Sample of WEATHERED CLAYSTONE From TH - 1 AT 4 FEET io DRY UNIT WEIGHT= MOISTURE CONTENT= ioo 112 PCF 18.3 % Swell Consolidation GOODWIN KNIGHT TRIANGLE DRIVE AND COLLEGE AVENUE DEVELOPMENT Test Resu Its CTL � T PROJECT NO. FC08964-115 FIGURE B-1 �� s 5 4 3 2 1 0 —1 _2 —3 Z � —4 N Z a W —5 \° Z 0 -6 � � W � a _� � O U � � � ; � � ' � � � � I -- - + I� - - —I! - -- - i --I I � _ I II I I EXPANSION UNDER CONSTANT I I I I � I PRESSURE DUE TO WETTING II---- -�-- - � -- � -- -----I---- I--- ! = --- --- -� --- � _ i f -�� - �� -- � I � i , � r�_ �- I I _I I I ; �i ; � -- — --- F � -- —� +— - — i -- —�--- � - _ + --- — --- ! — — � - � -- � — I --I� —I� I� I — I� I � I � II — � �--- r � --�—_ — ------ —i — r — - � � ,` -- ---- �---- � - � -- �: I ! ' -- I � I T ; I I I -- — + —� — — —' — -- — —I � � �, � —I -- —I� II — I'I ----- � I � � '— -- -- — — -- --- I �-- I -- — � � � � — II I f I I I I I i' � � i � IF— al I 1 —i-- I--- �; '-- --- �— — i � �— F T — — — — — ---- II II I I I — I II i; �I I — rt--- � - � -- � �--- � _ �__ - � — r — � ; i -- ----- ; I i I --I, I, I � ; , , ; -- — � t — — -- --- — —I -- T � � �, � —I -- —I II — II ---------- — I I I '�— �-- — j — j � ; 'i — --- -- — � - � � __ II — I--- � � � I I I I I I I I � �� I --- -- , - --- -�--- + -- - --- �-- � : � - F F + -- �— +— — — — — � � - : , li I li I I� I I� I� �� . I __ �.... I . _ II . ..... �_ ... �C , �t ;.. . __... � � __.. � .. I I , I I II : �....... li �;. I II � . � F;.... � � � � � I i._ i.... i . _ �_. ..... i. _... l. ,. �F ;...., I i i i_.. . ,..... I 8 � � '� !�� o. i APPLIED PRESSURE - KSF Sample of CLAYSTONE From TH - 1 AT 14 FEET i.o io DRY UNIT WEIGHT= MOISTURE CONTENT= ioo 116 PCF 16.7 % Swell Consolidation GOODWIN KNIGHT TRIANGLE DRIVE AND COLLEGE AVENUE DEVELOPMENT Test Resu Its CTL � T PROJECT NO. FC08964-115 FIGURE B-2 � 3 z � Z � O � Z a 1 X W �° Z -2 O � � W -3 � a � O U _a ', ', ', �i ', , �i ADDITIONAL COMPRESSION UNDER ', � I ' , I CONSTANT PRESSURE DUE TO --___I- ' . ;____�,_ . �' _�'_ WETTING 1 i III ' ' ' I I �', � ' I I I ' I I ', , I I ', I � ' ' ' i ' ' ' I ; ' - -- --- '— 'i - �il - - -- --- ---� — -- --� - = i ' i � I, ; I i � 1 �: ____ __ _� __'� � � � � � ' -I'�, -I�,- ---- ' � - � - � — -- -- I -I ------- --- - - - --I I I I I 'il I I i ,- - ' - �i - ' -- i � - - - - I I ' il II !I I i ! I I I, , -- - --- L �-- -- �-- -- - - � -, J,----- {I _ _ +--- -, ; - I I i i I I ' i ' ' i ' ; � , i i i ii , , , , , , j, - --I � __._. !_ . . I -- � - - ----- � ..-- ; '- j _ 0.1 1.0 APPLIED PRESSURE - KSF Sample of CLAY, SANDY (CL) From TH - 2 AT 9 FEET 3 � � Z � O � Z Q a -i x W � Z 2 O � � W � -3 a � O U II I I EXPANSION UNDER CONSTANT i �' ' PRESSURE DUE TO WETTING - - -- - -r -- �'r- : -�'�--t--� - t i i I i', : i i i i i, i � I ! ! i ' ' i ' I ' ' ' I I ' I - - - � !I ! II , - _ _ I ; _ - - - -- j- - I li —Illi —.__ I I I ! I� I ' +'. i II li i - --_ , � _- ,- - -- - - — ' i - -- , i--r ,I- , 'I� 'I� !� , , , li ', I�i '� I I ; i ! ! i , ' ! ; i ! I ;� I�- � �- � � ' � �-r- �--1 � �I � r ! � ! ' ' � ! ' , ' ! I ', � i II i II II ' I : ' II ' i I li ' ' li II I - - ---- -- -;_ F_ �- ; --- - !-- -J - � �-+ ---- -+--- ' - {- � � +- i- + .- � I I!i , � ', i ', I I � � � �i i � � I I ' � i I, i ' , I I I I II I -_ - 1I ; - i L i - - - -- - i - - -- i -- - - - - - 4 I ��i �i �i �� i 0.1 APPLIED PRESSURE - KSF Sample of CLAYSTONE From TH - 2 AT 19 FEET 1.0 GOODWIN KNIGHT TRIANGLE DRIVE AND COLLEGE AVENUE DEVELOPMENT CTL � T PROJECT NO. FC08964-115 10 DRY UNIT WEIGHT= MOISTURE CONTENT= 100 9$ PCF 9.7 % 10 DRY UNIT WEIGHT= 121 MOISTURE CONTENT= 14.5 Swell Consolidation 100 PCF % Test Results FIGURE B-3 �� io 9 8 7 s 5 4 3 2 1 0 z � _1 N Z a w _2 � z 0 -3 � N W � d -4 � 0 U -s � � � ; � � ' � � � � I -- - + I� _ _ �I! — --- - i --I I � _ I I I I EXPANSION UNDER CONSTANT I I � � I PRESSURE DUE TO WETTING �'I- ----� I� - I -- --------- --- ' - -- - i --- � _ � � -_ I _ ` �--- I - ------ - � I I I I I i i I I I I II I I -- - ' ; - I'F I� -- . -1- - - i -- I --- � ; ' -- - --- � - - , � : _ F _T I I I I I I I li � r--- -- � _ �I � � � -�'I - - ---- - -- --- - � -- -- - ------ r - � , � — �---- - - - I � ' ' - , � � � ; ' �� ' -- - + -II� - '-- II' - -- - -I �- - � �_ � : I I I � I � � -�'I -- -� - I -- - � I -- - - - ,-- -- �-- �-- ; ; ------- � -- - � � � � - II ' f 1 I I i � � i I I I I I II -- - I ---- F + -- - - I - - - i -- - I --- � - ' --- � - - , � II -� i I _ i II ! II I I � �--- --- - �-_ - ------ -I-- r - - � � - , --- --- - rt- -- � ; � -- � I - --I � ; I -- - � � - '-- —I' - --- - I � � � �, � -I I I I --� I � �I � ' � � - - -- i j i -� I � - � = t I I � II � � -- - Q-- ' --- 'F -'F -- - � -+- - - - - -- - i--- - I -- - � - _ ! -- - --- , � , F_T li I li I I� I I� I� �� . I __ �.... I . _ II . ..... �_ ... �C , �t ;.. . __... � , � __.. i I I , i I II : i I� j; I li ' :' F;... � � � � i I i._ i.... i . _ �_. ..... i. _... l. ,. �F ;...., I i i i_.. . ,..... I o.i i.o APPLIED PRESSURE - KSF Sample of WEATHERED CLAYSTONE From TH - 3 AT 4 FEET io DRY UNIT WEIGHT= MOISTURE CONTENT= ioo 120 PCF 12.8 % Swell Consolidation GOODWIN KNIGHT TRIANGLE DRIVE AND COLLEGE AVENUE DEVELOPMENT Test Resu Its CTL � T PROJECT NO. FC08964-115 FIGURE B-4 �� s 5 4 3 2 1 0 -1 _2 -3 Z � -4 N Z a W -5 \° Z 0 -6 � � W � a _� � O U � � � ; � � ' � � � � I -- - + I� - - —I! - --- - i --I I � _ I II � � EXPANSION UNDER CONSTANT � � � � � PRESSURE DUE TO WETTING I -' I I---- - - � - --�� ---------- -- - - -------- - --- � _ � � _ ' _ I I-- i - i I__ i i i i i , � � � -- - --- F I� -- - I — I- - - i -- I --- I ; + -- - --- ! — - � -- � - I I -II I I I I I I II —'I I I I , - I-- — - I � � --- — a — - ---- � �--- � - , �-_ - ---- — - I r I �---- - � - - i il i illl T i i --I, I ; �� ; �� ; ' -- - + I - '--I' —I' - ---- I � � �, � : -I -- —I�4 II — I''I '------ ---- I � I � � '- -- -- - —; I �-- II - _ : — --- -- — � � � � — II I I I I I I I � � � i � , � IF — al — I - — i -- I- -- � ; + -- - - � - - � � �- F T II Ii i i ' II _ I'i II li I I — � --- --- — -- � - � -- � � �--- - � - �-_ - i — r — � , i , ; I i I --I, I, I � ; , , ; -- - � t - — -- --- - —I -- T � � �, � -I -- —I II — II ---------- — I I I '�- �-- — j — j � ; 'i — --- -- — � - � � __ II — I--- � � � I I I I I I I I � �� I --- -- , - --- -�--- + -- - --- �-- � : � - F F + -- �- +- - - - - � � - : , li I li I I� I I� I� �� . I __ �.... I . _ II . ..... �_ ... �C , �t ;.. . __... � � __.. � .. I I , I I II : �....... li �;. I II � . � F;.... � � � � � I i._ i.... i . _ �_. ..... i. _... l. ,. �F ;...., I i i i_.. . ,..... I 8 � � '� !�� o. i APPLIED PRESSURE - KSF Sample of CLAYSTONE From TH - 3 AT 9 FEET i.o io DRY UNIT WEIGHT= MOISTURE CONTENT= ioo 114 PCF 15.1 % Swell Consolidation GOODWIN KNIGHT TRIANGLE DRIVE AND COLLEGE AVENUE DEVELOPMENT Test Resu Its CTL � T PROJECT NO. FC08964-115 FIGURE B-5 �� s 5 4 3 2 1 0 —1 _2 —3 Z � —4 N Z a W —5 \° Z 0 -6 � � W � a _� � O U � � � ; � � ' � � � � I -- - + I� - - —I! - --- - i --I I � _ I II I � EXPANSION UNDER CONSTANT I I I I I I PRESSURE DUE TO WETTING II---- - � - � ------�--- - - = � -- -- � ---- --- � _ � � _ ' _ �-- � ------ -! �__ 'I I I I I i , � � i I I ; �� , i , — F I4 -- — I — I— - --- — -- — I --- � - _ + -- — --- ! — — , � : __ F _ I -I' -I' II' I I' I II II !; I � -- --- — � - � -- — - ---- � �-- � _ -_�__ : ------ -� — r — - - �---- i il i illl T i i --I I' ; --- + �— — —I' ---- I � ' � ' � —I -- —II II — II — ---- I I ' I � � '— 4 -- -- — — -- --- I �-- I � — — --- -- — � � � � — II I I I I I I I � � � i I I I I , � , � IF— al— I - — i-- I--- �; +-- — �— — � � �— F T II —� I� � I —! II li I I — � �--- - � — �—_ - i — r — � ; i -- ---- �---- � - � - — I i I --I, I, I � ; , , ; -- — � t — — -- --- — —I -- T � � �, � —I -- —I II — II ---------- — I I I '�— �-- — j — j � ; 'i — --- -- — � - � � __ II — I--- � � � I I I I I I I I � �� I --- -- , - --- -�--- + -- - --- �-- � : � - F F + -- �— +— — — — — � � - : , li I li I I� I I� I� �� . I __ �.... I . _ II . ..... �_ ... �C , �t ;.. . __... � � __.. � .. I I , I I II : �....... li �;. I II � . � F;.... � � � � � I i._ i.... i . _ �_. ..... i. _... l. ,. �F ;...., I i i i_.. . ,..... I 8 � � '� !�� o. i APPLIED PRESSURE - KSF Sample of CLAYSTONE From TH - 3 AT 14 FEET i.o io DRY UNIT WEIGHT= MOISTURE CONTENT= ioo 115 PCF 17.0 % Swell Consolidation GOODWIN KNIGHT TRIANGLE DRIVE AND COLLEGE AVENUE DEVELOPMENT Test Resu Its CTL � T PROJECT NO. FC08964-115 FIGURE B-6 � 3 z � Z � 0 � z a -' w 0 z -2 O � � W -3 � a � O U _a I , � I EXPANSION UNDER CONSTANT ' I ____ PRESSURE DUE TO WETTING --_ _ _ ___�I� i - _ � I I I ' ' I �' � ' I I I ' I I ' ' I I ' I i ' ' ' i � ' ' I ; ' - -- --- I — ';- - --,il - - --- - ---� — -- -- - -' � i � i �, ; � j i � 1 �: ____-__ _ i �I � i � � _ _�' � � � � I � - - -- ---- - -- - --1--II ; - ----- - � � I ; 'I _II_ -- � - - , �_ . . - ! - � II - '- - - - - , , , ! � , i i I I II I i j i I , , , -- - -- - L - -,-- - - - - -- �-- - - - --- --- -, �--- , i � i ; i i � I I ' i ' i ' ' '' ' ' � I � i i i ii , , , , , , , - --j - _ ._._'I_ . . I -- � - II - ----- � ..-- ;,_ __ i : � 0.1 1.0 APPLIED PRESSURE - KSF Sample of CLAYSTONE From TH - 3 AT 19 FEET 3 � � Z � O � Z Q a -i x w � Z 2 O � � w � -3 a � O U II I I EXPANSION UNDER CONSTANT � - - -- --r----�'r- -I,--t-; ;---- - �--. t- PRESSURE DUE TO WETTING i i I i! i i , i i i i i � I ! ' ! ' i ' I ' ' ' I I ' I - - = ' �I ! III _ II i - ' - - - -- j- - I , il � , I I'I I j ' I ; I I I I I II I ' -- — - —'� '---- ',- — -- �, - -- - -- '� _ --'r I- 1 + i i ; ; i �i � � � I � � � I! . , ��- ! �- � -- - -- � � � � ; �` ' ~ �� , � i i III III III I ' II i i, ' II� II I - - ---- -- -�- -�— 'F- +-' ' '- ;- - , + -J � � �-, -- - ---- - � ? - {- � � �- , --- i 'i j i' � I ', , ' I , I i i I I �, i' I I, I I� i _,_ _ ' , , ----- i—;� — = ,-- � � =- - -- - - -- , , I I ', � , , , �! , ! L I , I�, 4 I ��i �i �i �� i 0.1 APPLIED PRESSURE - KSF Sample of CLAYSTONE From TH - 3 AT 24 FEET 1.0 GOODWIN KNIGHT TRIANGLE DRIVE AND COLLEGE AVENUE DEVELOPMENT CTL � T PROJECT NO. FC08964-115 10 DRY UNIT WEIGHT= MOISTURE CONTENT= 100 112 PCF 17.3 % 10 DRY UNIT WEIGHT= 110 MOISTURE CONTENT= 19.5 Swell Consolidation 100 PCF % Test Results FIGURE B-7 � 3 z � Z� 0 � z a -' X w � z -2 O � � W -3 � a � O U _a I , � I I EXPANSION UNDER CONSTANT --___�_ _ _�_ . _ _ I N G I II � I ; I , ;I I - -- --- I- -- �;- �j - - - - --I - -- -- '- T ;_ 1 1 ' � 11 �,, ___- __� __' � � � � � � _� ' _�___�, � � � � -__ _ __�_ ___ ;__ -_ ______ ___ _ '' i i i i II � _ _ . �_ . . !� - ,, - � � -! - ;- - , i i , �i i I!� ' ' I , � I' ' , I , -- - --- L - -';- - --- - -- �-- - - � -, I �I----- ' {I _ _ +--- i i , -i � I ' i ' j ' � I ' '' � I � i i i ii , , , , , , , - --i � __._._'I_ . . I -- � - I - ----- �..-- ;,_ __i : � 0.1 1.0 APPLIED PRESSURE - KSF Sample of CLAY, SANDY (CL) From TH - 4 AT 4 FEET 3 � � Z O � � Z Q a -i X W � Z 2 O � � W � -3 a � O U II I ' I EXPANSION UNDER CONSTANT i �' ' PRESSURE DUE TO WETTING - - -- - -r -- �'r- -��,--t--� T— -�-- : t i i I i', i i i i i, i i I i i i i i ' I' ' I I' I - - = ' �I ! III _ - '- - - - - I� - - - - . : � � I � � � ! i � � '�� '�, '�� I! I !� I, I ; �, I, I. ,, I� I I I I I I ----� � --�r � � =---'��---- � . . ,+ �. I' �-�---i i - ----�---�1 .-;_- -- -- _ � , r r I I I I I III I I II �- � — I'I- ! � � -- '- �— I� i � } -rll ---- j -- i -�� -I� � '� I I I', li �' �', ; i i I,'� � I II i II II ' I ' II ' i I li ' ' li II I - - ---- -- -;_ F_ . �- ; ! -}— -J - � �-+ ---- -+--- ' - {- � � +- +-' ---- } ? i 'i j il , � ', i , I , � � � �i i � � I I ' � i I, i ' , I I I I II I —_ - 1I ; — i L i — — — -- — i — — -- i -- — — — — - 4 I ��i �i �i �� i 0.1 APPLIED PRESSURE - KSF Sample of SANDSTONE From TH - 4 AT 14 FEET 1.0 GOODWIN KNIGHT TRIANGLE DRIVE AND COLLEGE AVENUE DEVELOPMENT CTL � T PROJECT NO. FC08964-115 10 DRY UNIT WEIGHT= MOISTURE CONTENT= 100 9$ PCF 9.9 % 10 DRY UNIT WEIGHT= 128 MOISTURE CONTENT= 11.2 Swell Consolidation 100 PCF % Test Results FIGURE B-8 � 3 z � Z � O � Z a 1 X W � Z -2 O � � W -3 � a � O U _a il I ______�_ ' I ____ __!_ NO MOVEMENT DUE TO WETTING 1 � � . . �I�_ . �' I'� i � I li i ' I ' i , i i ,, ' , i i ' i � i i � - -- --- - ' !i - �il- -- - -- - -! - -- -l- i - -' � I I! I I ��i i � ' � � I I� I II �, I I , -- ------- '- -�- - - - -� - -- -- -I ,------- --- - - _ � ' ' ' � � -� � I I I I II } -� r ' � ! - -� - -- I '- _ ,_ i - i � I ' , I -� I� I� I � -�-- 'I -- - --- L -,-- - --- - -- �-- - - � +--- - I I j ; - I I i ,i -- I I I i � , I ; � � i i i ii , , , , , , , - --i � __._._'I_ . . I -- � - I - ----- �..-- ;,_ __i : � 0.1 1.0 APPLIED PRESSURE - KSF Sample of CLAY, SANDY (CL) From TH - 5 AT 9 FEET 3 � � Z � O � Z Q a -i x W � Z 2 O � � W � -3 a � O U II I ' I EXPANSION UNDER CONSTANT i �' ' PRESSURE DUE TO WETTING - - -- - -r -- �'r- : -�'�--t--�-- - -- : t i i ! I i', j j',' I' ' i I I, I i 'I i i i ' ' i ' I' ' ' I I' I - - - � !I ! II , - _ _ I ; _ _ _ _ -- j- - I li — III II I -i - I� ' i r i ' , � ' ' i � � i - --- ; ,--,- - -- - , - - - ,-- -, , -- - i � � � I!I � I I II I� ; i i i i '! ; i ! I � , r . . , � ' �� — �— ! � � �I '�` r ! I ! ' I ' i , ! ' , ' ! I ', � i II i II II i : ' II ' i I li ' ' li II I - - ---- -- -;_ F_ �- ; --- '- !-- -J - � �-+ ---- -+--- ' - {- � � +- i- + .- � I I!i , � ', i ', I I � � � �i i � � I I ' � i I, i ' , I I I I II I -_ - 1I ; - i L i - - - -- - i - - -- i -- - - - - - 4 I ��i �i �i �� i 0.1 APPLIED PRESSURE - KSF Sample of CLAYSTONE From TH - 5 AT 19 FEET 1.0 GOODWIN KNIGHT TRIANGLE DRIVE AND COLLEGE AVENUE DEVELOPMENT CTL � T PROJECT NO. FC08964-115 10 DRY UNIT WEIGHT= MOISTURE CONTENT= 100 106 PCF 18.9 % 10 DRY UNIT WEIGHT= 117 MOISTURE CONTENT= 16.7 Swell Consolidation 100 PCF % Test Results FIGURE B-9 � 3 z � Z� 0 � z a -' X w � z -2 O � � W -3 � a � O U _a I , � I I EXPANSION UNDER CONSTANT ______�_ '� ____,_ . __ PRESSURE DUE TO WETTING i il I I, � I ' , I I I' I �'' - -- --- II- - - �I - �I - - — -- --� — -- -- '— I = 1 1 ' � 11 �,� � �� ___- __ ' , _,, -__ _ _ __ __�__ -_ _�___�� _____ _ � _� � _ ' � i, � � i � � � _ _ . �_ . . !� - ,, - � � -! - - - i i , �i i I!� ' ' I , � I' ' , I , -- - --- L - -';- - --- - -- �-- - - � -, I �I----- ' {I _ _ +--- i i , -i � I ' i ' j ' � I ' '' � I � i i i ii , , , , , , , - --i � __._._'I_ . . I -- � - I - ----- �..-- ;,_ __i : � 0.1 1.0 APPLIED PRESSURE - KSF Sample of CLAY, SANDY (CL) From TH - 6 AT 4 FEET 3 � � Z � O � Z Q a -i X W � Z 2 O � � W � -3 a � O U II I ' I EXPANSION UNDER CONSTANT � ; - - -- --r----�'r- -I,--t-. - �--. t- PRESSURE DUE TO WETTING i i I i ' j , i i i i i i I i, ', i i' , I' ' I I' I - - - � !I ! I! _ - - _ _ I ; _ - - - -- j- - I li —_Ili I �I ! I I --_. i ! i_ _ — '_ �_--� ; i � _ � i ' � , i - -- , , i -r ,I - I� I� �� ' ' �i ' I�i '� I I �- � - �'I- � �- � -- '- — � � � �} -r�l ---- j -- i -�I -II � �I I � I', ; i �'�', j i i I,'', � I II i II II ' I � ' II ' i I li ' ' li II I - — ---- -- —;_ F_ . �— ; ! -}— —J - � �-+ ---- -+--- ' — {- � � +— +-' ---- } ? i 'i j il , � ', i , I , � � � �i i � � I I ' � i I, i ' , I I I I II I —_ - 1I ; — i L i — — — -- — i — — -- i -- — — — - - 4 I ��i �i �i �� i � 1 APPLIED PRESSURE - KSF 1.0 Sample of WEATHERED CLAYSTONE From TH - 6 AT 14 FEET GOODWIN KNIGHT TRIANGLE DRIVE AND COLLEGE AVENUE DEVELOPMENT CTL � T PROJECT NO. FC08964-115 10 DRY UNIT WEIGHT= MOISTURE CONTENT= 100 107 PCF 9.6 % io DRY UNIT WEIGHT= 109 MOISTURE CONTENT= 19.8 Swell Consolidation ioo PCF % Test Results FIGURE B-10 �� s 5 4 3 2 1 0 —1 _2 —3 Z � —4 N Z a W —5 \° Z 0 -6 � � W � a _� � O U � � � ; � � ' � � � � I -- - + I� - - —I! - -- - i --I I � _ I II I I EXPANSION UNDER CONSTANT I I I I � I PRESSURE DUE TO WETTING II---- -�-- - � -- � -- -----I---- I--- ! = ---- --- -� --- � _ i f -�� - �� -- � I � i � r�_ �- I I _I I I ; �i ; � -- — --- F � -- —� +— - — i -- —�--- � - _ + --- — --- ! — — � - � -- � — i I I I i I i '� I ' i 7 1-- ' 1 ;-' — I'� I; I I —', � ' — - ---- - ---- �__ — ------- � — r — � ; --- --- �---- � I i ' -- I � I — — — ; �� I I I -- — + —� — — —' — -- — —I � � �, � —I -- —I�4 II — I'I --, ------- ---- I � I � � '— -- -- — ' I �— I — ------- --- � � � � __ II I I I I I I I � � � i — i I�— al— I -—-- i-- --- — -- --- I— — � � �— F T I II II I III I II I' — I t--- � � -- � �-- j _ �__ _ � — � i -- ----- � I i I --I' I 1 � ; , -- - + - - -- --- - -i -- ' T ' ', �� —I -- —I II — II ---------- — I I I '�— �-- — j — j � ; 'i — --- -- — � - � � __ II — I--- � � � I I I I I I I I � �� I --- -- , - --- -�--- + -- - --- �-- � : � - F F + -- �— +— — — — — � � - : , li I li I I� I I� I� �� . I __ �.... I . _ II . ..... �_ ... �C , �t ;.. . __... � � __.. � .. I I , I I II : �....... li �;. I II � . � F;.... � � � � � I i._ i.... i . _ �_. ..... i. _... l. ,. �F ;...., I i i i_.. . ,..... I 8 � � '� !�� o. i APPLIED PRESSURE - KSF Sample of CLAYSTONE From TH - 6 AT 24 FEET i.o io DRY UNIT WEIGHT= MOISTURE CONTENT= ioo 118 PCF 152 % Swell Consolidation GOODWIN KNIGHT TRIANGLE DRIVE AND COLLEGE AVENUE DEVELOPMENT Test Resu Its CTL � T PROJECT NO. FC08964-115 FIGURE B-11 �� s 5 4 3 2 1 0 —1 _2 —3 Z � —4 N Z a W —5 \° Z 0 -6 � � W � a _� � O U � � � ; � � ' � � � � I -- - + I� - - —I! - -- - i --I I � _ I II I I EXPANSION UNDER CONSTANT I I I I � I PRESSURE DUE TO WETTING II---- - � - � -- ------�---- � -- -- � -- - = ; --- � _ � � _ ' _ �-- � - ------ -! �__ 'I I I I I i , � � i j I � ; �� I I _I I -- — --- F � -- — � +— - — I -- �--- _ � - _ + -- — --- ! — — , � : __ F _ I —I� —I'� II� I I I I I � II I ; I , I-- � '-- --- — � - � -- — - ---- � �--- � _ -_�__ - ---- — - � — 7 i �---- I ! ' -- I, � � T ; , �, ; I I I -- — + —� — '--' —' — - — —I � � �, � —I -- —II II — II -- —I II I! '— 4 -- -- — -- --- I-- �-- I -- — � � � � — II I I I I I I I I li ' � � i �, I � ; � � , — — i II� — al— I -—-- i-- I--- �; +-- --- �— — � � �— F T II I I — I i li � � I� — � �--- � _ �__ _ I — r — � ; i -- --- — rt— -- � ; � -- � I i I --I, I, I � ; , , ; -- — � t — — -- --- — —I -- T � � �, � —I -- —I II — II ---------- — I I I '�— �-- — j — j � ; 'i — --- -- — � - � � __ II — I--- � � � I I I I I I I I � �� I --- -- , - --- -�--- + -- - --- �-- � : � - F F + -- �— +— — — — — � � - : , li I li I I� I I� I� �� . I __ �.... I . _ II . ..... �_ ... �C , �t ;.. . __... � � __.. � .. I I , I I II : �....... li �;. I II � . � F;.... � � � � � I i._ i.... i . _ �_. ..... i. _... l. ,. �F ;...., I i i i_.. . ,..... I 8 � � '� !�� o.i i.o APPLIED PRESSURE - KSF Sample of WEATHERED CLAYSTONE From TH - 7 AT 9 FEET io DRY UNIT WEIGHT= MOISTURE CONTENT= ioo 113 PCF 15.6 % Swell Consolidation GOODWIN KNIGHT TRIANGLE DRIVE AND COLLEGE AVENUE DEVELOPMENT Test Resu Its CTL � T PROJECT NO. FC08964-115 FIGURE B-12 �� s 5 4 3 2 � 0 —� _2 —3 Z � —4 N Z a W —5 \° Z 0 —6 � � W � a _� � O U � � � ; � � ' � � � � I -- - + I� - - —I! - -- - i --I I � _ I II I I EXPANSION UNDER CONSTANT I I I I � I PRESSURE DUE TO WETTING II---- -�-- - � - � -- -----I---- I--- ! = - -- ---- -� --- � _ � ' f -�� - �� -- � I � i � ��_ _ I I _I I I ; �i ; � -- — --- F � -- —� +— - — i -- —�--- � - _ + --- — --- ! — — � - � -- � — I --I' -I' I, , I I� i I I I I I - ' �---- ' - � -- � r-- , � - �-_ - I — r — � ; ,� - ------ � � I ' -- I � —� ; �� _I, -- — + I — '--I' II' — -- — —I � � �, � : I I I I � I � � —I --,------- , -- —� I — I —� i �i — -- � � — ------ � � � --- � � — I i-- I I I ' I ' ' i i, , ; � � — al' I i -- I— -- � � _, r , -- — -- � — — ! � �-- � T I — - -- II I I ! I I II I II II — I rt--- � � -- � �--- � — — �-- ; � r — 7 i -- ----- � i i , I; ,_— I; I; I � ; , , ; -- — � — — -- --- — —I -- T � �, �; � —I -- —I II — II ---------- — I I I '�— �-- — j — j � ; 'i — --- -- — � - � � __ II — I--- � � � I I I I I I I I � �� I --- -- , - --- -�--- + -- - --- �-- � : � - F F + -- �— +— — — — — � � - : , li I li I I� I I� I� �� . I __ �.... I . _ II . ..... �_ ... �C , �t ;.. . __... � � __.. � .. I I , I I II : �....... li �;. I II � . � F;.... � � � � � I i._ i.... i . _ �_. ..... i. _... l. ,. �F ;...., I i i i_.. . ,..... I 8 � � '� !�� o. i APPLIED PRESSURE - KSF Sample of CLAYSTONE From TH - 7 AT 19 FEET i.o io DRY UNIT WEIGHT= MOISTURE CONTENT= ioo 113 PCF 16.7 % Swell Consolidation GOODWIN KNIGHT TRIANGLE DRIVE AND COLLEGE AVENUE DEVELOPMENT Test Resu Its CTL � T PROJECT NO. FC08964-115 FIGURE B-13 �� 0 _i _2 -3 -4 -5 -s _� _g _g -10 -11 -12 � -13 N z a -1a X w o -is z O � -16 W � a � -17 0 U I I II I II ADDITIONAL COMPRESSION UNDER 'F '� -+- ,- _ i--- -�- CONSTANT PRESSURE DUE TO WETTING T � -- -I' - I' -- -----li ---I, II -- - --- � t -------- Ir-- - � fi - � � , 1 � � I i ' ' � � I -- -� �' '-- I '-- ----- -� II ' I ' - -- - - �--- - � , -- - � _ � � _, I �_ _ I � � I f I I I I I i------ ,, � � I I I �i ' � � i �, I , I il i i �: -- - --- I � -- - -- - --- - --- I--- - � -� -- - --- I - - � - � -- = - -- I � II ;-� ; -- - + --I� - --I' II' - - --- - I � , �_ � : �I I I �I I �� I ' ' ; , --�, � � � ' ' -' . � I--- I - -- -- - -- --- - - - - I � I � , , I !� t- - � '� �� I�--- � ; - ' I� — --' I ' � ' I � --� ----- ----- ---- i -- --- - rt- -- � - � -- �-, �- 7 �: I - -- �il I I i i i I � ; � ; — ! — ! - i-- � -- I ! I � � --- ! -- a - , � ; �� I I I i� �i � � I --- I -I I � + �-- ' , ---- F -IF -- - - i -- -�--- - --- --- - � - F : I -- - I ( I ; I ; --- - ---- - f-- -- II I, � I , �- -i-- -- ---- -I----I--- � II --- ---- i-- - � t �- � I'I- -- j - I -- -- -- - I ' - II -- I-- - ------ � -- - i _ --�- - I I i � I I ' ' I I I I I -- -- -- - - � I � -� -- - --- i - - � - � �- -- - I-- -- �, I I I� . ; �, � ;. � �, �' . �' , ;... II I!� I ' ' � I� � _ _ _'I_ . _ I'__.. _... ' _..�. ;. ...... � __.. : , ...... I I I I I �� ' '� '� i � i ! i i i �� . I __ �.... I . _. . ..... i �C ,. It ;.. . __... � , � __.. � 1 I I I I II . I_. I _ Il '. I�F .._... I _ . �� I ' _...__ _ ..... _ h : � � � I , _. 18 �� li � � o. i APPLIED PRESSURE - KSF Sample of CLAY, SANDY (CL) From TH - 8 AT 4 FEET i.o io DRY UNIT WEIGHT= MOISTURE CONTENT= ioo 88 PCF 7.0 % Swell Consolidation GOODWIN KNIGHT TRIANGLE DRIVE AND COLLEGE AVENUE DEVELOPMENT Test Resu Its CTL � T PROJECT NO. FC08964-115 FIGURE B-14 � 3 z � Z � O � Z a 1 X W Z -2 O � � W -3 � a � O U _a I , ' ; EXPANSION UNDER CONSTANT _�_ _ _ �_ . - -- ING UR D T T , 'i � , I, , ! I!� I' I � '', ; � i � , i � � - - --- I - — I - II - --- - ---I ' - -- -- '- I - - ' ' ! � I! � � � � ! i I I II i I II !I I I I - - - - --- - - -�- ---- - -� -- = --1---I ;- ----- — -, � - � , , I I II I � __ i_ - I - I'-I 1 ' � ! '. i i � , - - - I I ' ' I I II� ' ' ' I � I I I , I -- - --- L - -�;- - -- ' -- - - � -, J,----- {I _ _ +--- I I ; - I i ! I ' i � , : ; i � i i i ii , , , , , j, - --I � __._. !_ . . I - � - - ----- � ..-- ; '- j _ 0.1 1.0 APPLIED PRESSURE - KSF Sample of CLAY, SANDY (CL) From TH - 8 AT 9 FEET 3 � � Z � O � Z Q a -i x W � Z 2 O � � W � -3 a � O U j , I', ' �� ADDITIONAL COMPRESSION UNDER j '' ' ' CONSTANT PRESSURE DUE TO ; i I ' ' WETTING - - -- - -r -- �'r- : I'� --t--� T— -�-- t i I! I I' I � i � �, i I i i i i i ' I! ' I I' I - - = ' �I ! III _ - '- - - - - I� - - - - - . : � � I � � � ! i . , �' �' � - � I',-� I - j�- II I � i � i' I li ' II � ! I_`; ' i I I li i --- —'r - � = - — - �---1 + -' + =-- - ' - - � -r -�- II I!i , ,� li , I lii ' I I I, ; i ! i '', ' ! ; i ! I �� ,- . , , ' � �- �--1 � �I '�` r i I i , i, �, � � � I II ' I II '', I ' I'', i I I ' II II I - - ---- -- -;_ F_ . �- ; ! -}— -J - � �-+ ---- -+--- ' - {- � � +- +-' ---- } ? i 'i j il , � ', i , I , � � � �i i � � I I ' � i I, i ' , I I I I II I -_ - 1I ; - i L i - - - -- - i - - -- i -- - - - - - 4 I ��i �i �i �� i 0.1 APPLIED PRESSURE - KSF Sample of CLAY, SANDY (CL) From TH - 8 AT 14 FEET 1.0 GOODWIN KNIGHT TRIANGLE DRIVE AND COLLEGE AVENUE DEVELOPMENT CTL � T PROJECT NO. FC08964-115 10 DRY UNIT WEIGHT= MOISTURE CONTENT= 100 95 PCF 9.8 % 10 DRY UNIT WEIGHT= 106 MOISTURE CONTENT= 7.6 Swell Consolidation 100 PCF % Test Results FIGURE B-15 � 4 3 2 Z 1 O � Z a° X w � z -' O � � W _2 Q' a � O U _� I , � I EXPANSION UNDER CONSTANT ' I ___ PRESSURE DUE TO WETTING --_ _ _ ___�I� i _ � I I I ' ' I �', I I ', I ', I I ', , I I , I � ' ' I � ' I �'', - -- --- I — ' !i - -!I - -- - ,- -� — -- -- - -' � ' ' ' 1 1 �;, I II� I ' � � I, I � � I II � � I - --� � I I - i - � - I -- --- T --- - � � 1 - ' , ' I j ' --- - - -1- - - - �- ��-- I, � - - -- --- --- - - - - -- , � - , — L--- I - - �-- - _ _ � - - - --- �� _ -- - --- '-- - - - - - I i I i ; , i i �', , I i I', i i ,, j , I ' , � ', ' ', ' I i i i , ii ' ' ' ' ' ' ii - __ I '- -' ! I _- _ I-=- - -- �.- ; ;, -j _ I I I i', I ' I I ! ' � 0.1 1.0 APPLIED PRESSURE - KSF Sample of CLAYSTONE From TH - 8 AT 19 FEET 3 � � Z � O � Z Q a -i x W � Z 2 O � � W � -3 a � O U II I I EXPANSION UNDER CONSTANT � � ' ' PRESSURE DUE TO WETTING - - -- - -r -- �'r- : -��,--t--; -- t i i I i!, j ' i',' I' ' ' i I I, I i 'I i', i i' i' I I' ' ' I I' I - - = ' �I ! III _ - - I� - ' - - - -- I ' ' I I! I ! I ' ' ' ' ' ' I I ' I I ' I I I I I i il i � 1 ; � � � i li I i i - --_ - �� __. , - - -- - , , - i - -- , , i--r ,I- i � �� i � ; � i � � I� � � � +- . � � ,� , � � �i . i� � i III III III I ' II ',, i', ' II� II I - - ---- -- -;_ F_ �- ; --- -- - -- -J - � �-� -- -- -- � }- - {- � � +- i- + � I I!i , � ', i ', I , � � � �i i � i j j I I � ' I i ' i I''! II I -,_ - 1I - i L i - - - -- - i - - -- i -- - - - - - 4 I ��i �i �i �� i 0.1 APPLIED PRESSURE - KSF Sample of CLAYSTONE From TH - 8 AT 24 FEET 1.0 GOODWIN KNIGHT TRIANGLE DRIVE AND COLLEGE AVENUE DEVELOPMENT CTL � T PROJECT NO. FC08964-115 10 DRY UNIT WEIGHT= MOISTURE CONTENT= 100 121 PCF 14.3 % 10 DRY UNIT WEIGHT= 122 MOISTURE CONTENT= 14.1 Swell Consolidation 100 PCF % Test Results FIGURE B-16 �� s 5 4 3 2 1 0 -1 _2 -3 Z � -4 N Z a W -5 \° Z 0 -6 � � W � a _� � O U � � � ; � � ' � � � � I -- - + I� - - —I! - -- - i --I I � _ I II I I EXPANSION UNDER CONSTANT I I I I � I PRESSURE DUE TO WETTING II---- -� � - � -- -----�---- � = -- -- � --- � _ � _ ' _ �-- - ------ - ! f- - '� �i __ I I � i , � �r � I; li ; I� � � -- - --- F I� -- - I -- I- - - i -- I - - � - _ + -- - --- ! - - � -- � - i I I I i �, i I li � '�--- � _ ' ' I � — ' — - ---- - - ---- �__ — ------- � — - C — 7 � -- ---- �---- � - � - - I ! ' -- I, � � T ; , �, ; il il il -- - + -� - --'- -' - -- - - � � �, � I I I i I � � -I -- -i - I' � ------- ---- � 'I- - - ; i - ------ � -- - � -- � � __ II 4 � �-- I I-- - � I I I i i i I i I� - - - I - - - - - -i -- I- -- � ; ' -- - -- � - - � � � - F T II I i I -'i I II I II II - I-- - t- -- � � -- � �--- � _ �__ - ------ - I r � ; i -- ----- � ; I i I --I, I, I � ; , , ; -- - � t - - -- --- - -I -- T � � �, � -I -- -I II - II ---------- - I I I '�- �-- - j - j � ; 'i - --- -- - � - � � __ II - I--- � � � I I I I I I I I � �� I --- -- , - --- -�--- + -- - --- �-- � : � - F F + -- �- +- - - - - � � - : , li I li I I� I I� I� �� . I __ �.... I . _ II . ..... �_ ... �C , �t ;.. . __... � � __.. � .. I I , I I II : �....... li �;. I II � . � F;.... � � � � � I i._ i.... i . _ �_. ..... i. _... l. ,. �F ;...., I i i i_.. . ,..... I 8 � � '� !�� o. i APPLIED PRESSURE - KSF Sample of CLAY, SANDY (CL) From TH - 9 AT 4 FEET i.o io DRY UNIT WEIGHT= MOISTURE CONTENT= ioo 95 PCF 9.9 % Swell Consolidation GOODWIN KNIGHT TRIANGLE DRIVE AND COLLEGE AVENUE DEVELOPMENT Test Resu Its CTL � T PROJECT NO. FC08964-115 FIGURE B-17 �� s 5 4 3 2 1 0 —1 _2 —3 Z � —4 N Z a W —5 \° Z 0 -6 � � W � a _� � O U � � � ; � � ' � � � � I -- - + I� - - —I! - -- - i --I I � _ I II I I EXPANSION UNDER CONSTANT I I I I � I PRESSURE DUE TO WETTING II---- -�-- -- � - --�� -- -- -----I--- -I--- ! = --- --- -� --- � _ ' - I �I I I I i i , ��_ I I _I I I ; �i ; �� -- — --- F � -- —� +— - — -- i -- —�--- � - _ + -- — --- ! — — � - -- � — I --I' -I! - I' �_ I� I I I � I � - � -- - � t-- , � - �-_ - ------ -� — r — - � - --- ----- �---- � � I I ! ' I � I —� ; I II I I I I -- — + '--- -- --- _ ' � �, � —�— ' —I -- —II II — II — —I II I! '— 4 -- -- — — -- -- I-- �-- I ------- �, -- — � —� � � __ II I I I I I I I I li � � i I � , — i I4— al — I - — — ---- —i -- I— -- � ; + — — — -- � — — � � � — F T II II I I ' I — I II i; �I I — — --- — rt— -- � � -- � �--- - � — �—_ ----- � r � ; i -- ----- I i I --I, I, I � ; , , ; -- — � t — — -- --- — —I -- T � � �, � —I -- —I II — II ---------- — I I I '�— �-- — j — j � ; 'i — --- -- — � - � � __ II — I--- � � � I I I I I I I I � �� I --- -- , - --- -�--- + -- - --- �-- � : � - F F + -- �— +— — — — — � � - : , li I li I I� I I� I� �� . I __ �.... I . _ II . ..... �_ ... �C , �t ;.. . __... � � __.. � .. I I , I I II : �....... li �;. I II � . � F;.... � � � � � I i._ i.... i . _ �_. ..... i. _... l. ,. �F ;...., I i i i_.. . ,..... I 8 � � '� !�� o. i APPLIED PRESSURE - KSF Sample of CLAYSTONE From TH - 9 AT 14 FEET i.o io DRY UNIT WEIGHT= MOISTURE CONTENT= ioo 116 PCF 15.1 % Swell Consolidation GOODWIN KNIGHT TRIANGLE DRIVE AND COLLEGE AVENUE DEVELOPMENT Test Resu Its CTL � T PROJECT NO. FC08964-115 FIGURE B-18 � 3 z � Z� O � z a -' X w � z -2 O � � W -3 � a � O U _a I , � I I EXPANSION UNDER CONSTANT _1 I ,_ , ___ _ _ _ iRESSURE DUE TO WETTING I III I � , I ' I 'I ', I i ' ', ' , 'i I ' I i ' ' � ' ' ' I � ' - -- --- I — ' 'i - - - --,i - - - ---� — -- -- - -' � ' , � i ' j I i � � � 1 �: _____ __ _� __' � � �, � _ _�, � � , - _ _ _ _ ;__ -_ _ �---�, � ____ _ � - � � - ', I, I I ,I I I I '- ! � _ _ . �_ . . - !� - ,, - � � -! - ;- - - , '� i ' �i i I!� I , I ' � I' I , I , -- - --- L - -';- - --- - -- �-- - - � -, I �I----- ' {I _ _ +--- i i , -i � I ' i ' j ' � I ' '' � I � i i i ii , , , , , , , - --i � __._._'I_ . . I -- � - I - ----- �..-- ;,_ __i : � 0.1 1.0 APPLIED PRESSURE - KSF Sample of CLAYSTONE From TH - 10 AT 9 FEET 3 � � Z O � � Z Q a -i x W � Z 2 O � � W � -3 a � O U II I ' I EXPANSION UNDER CONSTANT i �' ' PRESSURE DUE TO WETTING - - -- - -r -- �'r- -��,--t--� T— -�-- : t i i I i', i i i i i, i i I i i i i i ' I' ' I I' I - - = ' �I ! III _ - '- - - - - I� - - - - - . : � � I � . � ' i . , �', I �'�, � ! : - � I',- � I - ',� - II I I i I i ! ! li II ; I li I ! , I ' : �. ' � �' u, _ _�''- �. �'' I' i �-- i i _- __ _. . ,_- �r -_� 1__` ';-_-_ .. _�_-�+ ; __- �-- _ '__ _ - -r i I I I � i -- ' � ; I I I I i � I + ! , � ~ � � � ~ �I + � ! � ! ' ' ' ' , ' ! I ' I � I II i II II ' I : ' II ' i I li ' ' li II I - - ---- -- -;_ F_ �- ; --- - !-- -J - � �-+ ---- -+--- ' - {- � � +- i- + .- � I I!i , � ', i ', I I � � � �i i � � I I ' � i I, i ' , I I I I II I -_ - 1I ; - i L i - - - -- - i - - -- i -- - - - - - 4 I ��i �i �i �� i 0.1 APPLIED PRESSURE - KSF Sample of CLAYSTONE From TH - 10 AT 19 FEET 1.0 GOODWIN KNIGHT TRIANGLE DRIVE AND COLLEGE AVENUE DEVELOPMENT CTL � T PROJECT NO. FC08964-115 10 DRY UNIT WEIGHT= MOISTURE CONTENT= 100 135 PCF 7.6 % 10 DRY UNIT WEIGHT= 125 MOISTURE CONTENT= 12.0 Swell Consolidation 100 PCF % Test Results FIGURE B-19 �� 13 12 11 ,o 9 s 7 6 5 4 3 2 1 Zo 0 � z a -� x w � o _2 Z O � -3 � W � a � -4 0 U -s I I II II I II EXPANSION UNDER CONSTANT 'F '�- �_ _ ' - _ ----i--- --�- PRESSURE DUE TO WETTING - -I -_I -I � I � � II � I I , I I ' i- - -- - i � --- t ------- i -- - ; t �- - I -- -- — �-- � i � � � : ��---- —I� '—�� --�-------� -- —' I I' ' ' -- -- — � - � ------ -- — � _ � � , I I I I I-- � ', � � I I I I I I I , I � -- � �-_ , -- - --- -- - +- I , - --- - --- �--- I - � -- - --- i - -- -- I , , I 4 � II il i I I ; I T -- - + --I - -- ;-' - --- - -I - � � ; � � �, � : I I I I � � , , i -- - --- i -- - ---- -- -- i - -- --- - -- � � I - � �- -- � �� li I I I I ; ' -- I � --� i ' I , -- ; t- -- � - � -- r - ------- � - -- --- - � �--- -- r-�-- � - � i I - I- -- I I I I II' I-- a - -- II� ' I I I I' � 'i ' ' I -- - ---- F - -F -- - -+- - --- -i--- -�--- � ; + --- - --- ! - - � - � - �F- ' -- - II I ; I ; --- - ---- I- -- - II - - - I fi - -- - t ---- --- i -- - � � I I -- -- --- �-- � �i t �- � I -- - --I ---------- - I I �� II '- -- - j -- I--- ' - ---- - -- - � _. � � _; I � I I i i I I I � I I !.- - . �I �--- I I - 1� +�� I � � �-. � , ; � , , , � � i , - ; i I� . ,.... I � ' � � F; , I �'I � I j I � I � � _ _ _'',_ ' I_ ' _ , : .. __ , , I I � I '_ _.. _. I i ' . � � � � I . _ .. ..... 'I__... I� . . It . .... __... � � _ II.. I i ,Q I 1 I I I� I_ �__ _ I� I�F _ � ' ' _ __ _ , � , I I I I I o.i i.o APPLIED PRESSURE - KSF Sample of WEATHERED CLAYSTONE From TH - 11 AT 4 FEET io DRY UNIT WEIGHT= MOISTURE CONTENT= ioo 122 PCF 11.9 % Swell Consolidation GOODWIN KNIGHT TRIANGLE DRIVE AND COLLEGE AVENUE DEVELOPMENT Test Resu Its CTL � T PROJECT NO. FC08964-115 FIGURE B-20 � 4 3 2 Z 1 O � Z a° X w � z -' O � � W _2 Q' a � O U _� I , , ! , ; EXPANSION UNDER CONSTANT I ____. _ _ _ __,_ . i_ _ _ _ _ PRESSURE DUE TO WETTING I ' I� I ' ' ' ' I �', I I ;i I I - -- --- �_ - __ -!i - - - ---� — -- -- - -' 1 1 ' � 1 1 �;, I II II I I !� ! � , I', II ! � I I I i � - --� � -',I - I - -- -� -i T--- - � � 1 - ' I I I I I I - ----- - -1- - - - - '� - - - - - =--- �i -i - - - - - -- - - i - - �, J, '-- ----- I , -' - --- ' --- - '-- �� ' ' I , -- - - -- L -_ -�- � - I i ' I ; � i i ', , ' , I i I', i j ', � , , ', ', ' � I i i ii ' ' ' ' ' ' ii - __ I' ' -' � I '_-- - —= - — - _ � — , —j _ ; ;, I I I i', I ' I I ! ' � 0.1 1.0 APPLIED PRESSURE - KSF Sample of CLAYSTONE From TH - 11 AT 9 FEET 3 � � Z � O � Z Q a -i x w � z _2 O � � W � -3 a � O U j , I', ' �� ADDITIONAL COMPRESSION UNDER j '' ' ' CONSTANT PRESSURE DUE TO ; i I ' ' WETTING - - -- - -r -- �'r- : I'� --t--� T— -�-- t i I! I I' I � i � �, i I i i i i i ' I I ' I I' I - - = ' �I ! III _ - '- - - - - I� - - - - - . : � � I � � � ! i . , �' �' � - � I',-� I - j�- ,� III I ��I �, li I ''�, i �I, I' �,i �,i I' II I', - --- -I�r - �- I'--,- - - �---� + �, - I — -- - - '� : —'r I- ; � '� I!� �', I � , � !� I � � ---- � -- � '�- -�- II � i r �- — II- , + � -- - � — � + � I ri i � i i i � i I�I �I I�i ' : II ! � I �i ' �i I I - - ---- -- -�- -+- ''t- �-'+- --- — -- ;- - + - � I-+ --- -+--- , +- - {- I I i 'i I!i ' ' i ' I � � i ; � , j i i j i' i ': I I I ; I� i _ ,_ _ ; , 1 ; , _ I I i I L I I — — — -- — i — — -- i -- — — — - - 4 I ��i �i �i �� i 0.1 APPLIED PRESSURE - KSF Sample of CLAYSTONE From TH - 11 AT 14 FEET 1.0 GOODWIN KNIGHT TRIANGLE DRIVE AND COLLEGE AVENUE DEVELOPMENT CTL � T PROJECT NO. FC08964-115 10 DRY UNIT WEIGHT= MOISTURE CONTENT= 10 100 118 PCF 12.9 % 100 DRY UNIT WEIGHT= 113 PCF MOISTURE CONTENT= 13.1 °�a Swell Consolidation Test Results FIGURE B-21 � 3 z � Z� 0 � Z a -' X w � z -2 O � � W -3 � a � O U _a I , � I EXPANSION UNDER CONSTANT ' I ___ PRESSURE DUE TO WETTING --_ _ - __ _�I� _ _ � I I ' ' I � ', � ' I I I ' I I ' ' I I ' I i ' ' ' i � ' ' I ; ' - -- --- I — ' 'i - -- - - --,il - - --- - ---� — -- -- - -' � ' i � i �, ; � j i � 1 �: � , �; � � �, �, � � , ___- ___ - �_ ___ __��_ - _ _____ ___ __ _ -; �---� � � � � � ' , I, I il I - - . L . . - I -� - - - � '- ' __. � i I, ., ', ',, : '.,, I! - ', ', , ! ! ',, ' ',,, I I � ,�. ' - � ii i �!I ' ' ' I' ' - - - L - - -'-- - --- - - - � - - --- --- �--- -�I �- -- , ,� ' i i ', ' , I i I ', i j ', � , , ', ', ' � I i i ii ' ' ' ' ' ' ii i - __ I '- -I' ! I _-- ' - - --=-- -- �.- ; ;, -i _ I I I ' ' I ' I �! ! ! ' �! 0.1 1.0 APPLIED PRESSURE - KSF Sample of CLAYSTONE From TH - 11 AT 19 FEET 3 � � Z � O � Z Q a -i x W \ Z 2 � � � W � -3 a � O U II I I EXPANSION UNDER CONSTANT � � ' ' ' PRESSURE DUE TO WETTING - - -- - -r -- �'r- : -�'�--t--r-- - �-- : r i i I i', i i j',' I' ' ' i I I, I i 'I i', i i' i' I I' ' ' I I' I - -= ' �I ! III _ =- - - - I� - - -- -- . : � � I � � � i � � ' �' �-II � - � I',-� I - ',�- i ��, �., .,, ' '�� '�, �'�, �'�, I � �'�, �'�, ' I I �I I I I j li I i I , i I i I I I � ' :�i I �-� � -- - - -'r- rt--,- - - �---� , , , i - -- , , i -r ,I - i � , ' li I�i ' I ! i I , , .,,, ' I i I ! �! ;� � ! � ' � �- �--1 + �I '' r I I i ' i '' � i � � I II ' I II ' : I ' II I I i - - ---- -- -�- -�— F- !- }- -- -- -- -- + }- j - --- � }- - {- � � � I I! I I I ! I I I � i ---I , i ' ! ; ',_ _ ' ', _'! ' , I - - - --' I--- — = =— - - — - -L II- - 4 I ��i �i �i �� i 0.1 APPLIED PRESSURE - KSF Sample of CLAYSTONE From TH - 11 AT 24 FEET 1.0 GOODWIN KNIGHT TRIANGLE DRIVE AND COLLEGE AVENUE DEVELOPMENT CTL � T PROJECT NO. FC08964-115 10 DRY UNIT WEIGHT= MOISTURE CONTENT= 100 122 PCF 12.5 % 10 DRY UNIT WEIGHT= 124 MOISTURE CONTENT= 142 Swell Consolidation 100 PCF % Test Results FIGURE B-22 �� s 5 4 3 2 � 0 —1 _2 —3 Z � —4 N Z a W —5 \° Z 0 —6 � � W � a _� � O U � � � ; � � ' � � � � I -- - + I� - - —I! - -- - i --I I � I II I II ADDITIONAL COMPRESSION UNDER I I I I � I CONSTANT PRESSURE DUE TO WETTING ' II---- -� -- � - --� -- -- -----�---- �--- ' � - -- --- -� --- � -- � ' - f- - �I �I I I � � , � �� I I _I I I ; li ; I� � � -- — --- F � -- — � +— - — i -- —�--- � - _ + -- --- ! — — , � : __ F _ I --I' -I' I, , I I� i I I I I I - - � -- � ' ---- �---- � � r-- , � - �-_ - � — r — � ; � - - I ! ' -- I � I ; �� I I I -- — + —� — — —' — -- — —I � � �, � - I I I--, ------- I � I � � ' -- —� I — I ---- ' � — -- -- — — - —� ' ' � �— — I - ------- -- — � � � _ I I f I I I I I � , � � i — --- 'i I� — al' — I - — — — — —i -- I— -- � + — — — -- I — — � — F — � li Ili � — �li li ; : I� � — - — -- � — - ----- --- � i -- --- — rt— -- � - � -- ' � �--- � -- r — — � I —I' — I' � '� ; I ,I ,I , , , -- — � — --- — � � --- I �: —I ---I II —II — — I I '— — j — I -- -- -- ' 'I — --- I -- I--- - -- — � _ � � -, II I �-- I , i i I I I I I I I � �� I --- -- , - --- -�--- + -- - --- �-- � : � - F F + -- �— +— — — — — � � - : , li I li I I� I I� I� �� . I __ �.... I . _ II . ..... �_ ... �C , �t ;.. . __... � � __.. � .. I I , I I II : �....... li �;. I II � . � F;.... � � � � � I i._ i.... i . _ �_. ..... i. _... l. ,. �F ;...., I i i i_.. . ,..... I 8 � � '� !�� o. i APPLIED PRESSURE - KSF Sample of CLAY, SANDY (CL) From TH - 12 AT 14 FEET i.o io DRY UNIT WEIGHT= MOISTURE CONTENT= ioo 104 PCF 23.3 % Swell Consolidation GOODWIN KNIGHT TRIANGLE DRIVE AND COLLEGE AVENUE DEVELOPMENT Test Resu Its CTL � T PROJECT NO. FC08964-115 FIGURE B-23 � TABLE B-I SUMMARY OF LABORATORY TESTING ATTERBERG LIMITS SWELL TEST RESULTS" PASSING WATER- MOISTURE DRY LIQUID PLASTICITY APPLIED SWELL N0.200 SOLUBLE DEPTH CONTENT DENSITY LIMIT INDEX SWELL' PRESSURE PRESSURE SIEVE SULFATES BORING (FEET) (%) (PCF) (%) (PSF) (PSF) (%) (%) DESCRIPTION TH-1 4 18.3 112 7.3 500 WEATHERED CLAYSTONE TH-1 14 16.7 116 4.5 1,800 98 CLAYSTONE TH-2 4 12.6 114 42 29 76 CLAY, SANDY (CL) TH-2 9 9.7 98 -1.7 1,100 0.03 CLAY, SANDY (CL) TH-2 19 14.5 121 2.8 2,400 98 CLAYSTONE TH-3 4 12.8 120 8.4 500 19,000 97 WEATHERED CLAYSTONE TH-3 9 15.1 114 5.2 1,100 17,000 CLAYSTONE TH-3 14 17.0 115 4.7 1,800 18,000 CLAYSTONE TH-3 19 17.3 112 1.6 2,400 8,800 CLAYSTONE TH-3 24 19.5 110 2.4 3,000 13,000 CLAYSTONE TH-4 4 9.9 98 1.4 500 CLAY, SANDY (CL) TH-4 14 11.2 128 0.5 1,800 SANDSTONE TH-5 9 18.9 106 0.0 1,100 75 CLAY, SANDY (CL) TH-5 19 16.7 117 3.2 2,400 CLAYSTONE TH-6 4 9.6 107 1.0 500 0.03 CLAY, SANDY (CL) TH-6 14 19.8 109 2.4 1,800 WEATHERED CLAYSTONE TH-6 24 15.2 118 1.8 3,000 CLAYSTONE TH-7 4 11.8 105 44 29 86 CLAY, SANDY (CL) TH-7 9 15.6 113 5.3 1,100 WEATHERED CLAYSTONE TH-7 19 16.7 113 2.8 2,400 96 CLAYSTONE TH-8 4 7.0 88 -2.6 500 67 CLAY, SANDY (CL) TH-8 9 9.8 95 0.1 1,100 1,400 CLAY, SANDY (CL) TH-8 14 7.6 106 -0.1 1,800 CLAY, SANDY (CL) TH-8 19 14.3 121 3.4 2,400 CLAYSTONE TH-8 24 14.1 122 1.3 3,000 13,000 CLAYSTONE TH-9 4 9.9 95 2.1 500 CLAY, SANDY (CL) TH-9 14 15.1 116 5.8 1,800 99 CLAYSTONE TH-10 9 7.6 135 2.3 1,100 <0.01 CLAYSTONE TH-10 19 12.0 125 0.3 2,400 CLAYSTONE TH-11 4 11.9 122 11.5 500 18,000 0.57 WEATHERED CLAYSTONE TH-11 9 12.9 118 3.4 1,100 8,500 98 CLAYSTONE fii�Ixe7��D/��/1��1�1►1�][�7_�1�.YK�7�1�:7x.Y.9[�7�� GOODWIN KNIGHT TRIANGLE DRIVE AND COLLEGE AVENUE DEVELOPMENT CTL�T PROJECT NO. FC08964-115 Page 1 of 2 � TABLE B-I SUMMARY OF LABORATORY TESTING ATTERBERG LIMITS SWELL TEST RESULTS" PASSING WATER- MOISTURE DRY LIQUID PLASTICITY APPLIED SWELL N0.200 SOLUBLE DEPTH CONTENT DENSITY LIMIT INDEX SWELL' PRESSURE PRESSURE SIEVE SULFATES BORING (FEET) (%) (PCF) (%) (PSF) (PSF) (%) (%) DESCRIPTION TH-11 14 13.1 113 -0.2 1,800 CLAYSTONE TH-11 19 12.5 122 0.6 2,400 5,400 CLAYSTONE TH-11 24 14.2 124 1.3 3,000 11,000 CLAYSTONE TH-12 14 23.3 104 -0.4 1,800 CLAY, SANDY (CL) fii�Ixe7��D/��/1��1�1�1�][�7_�1�.YK�7�1�:7x.Y.9[�7�� GOODWIN KNIGHT TRIANGLE DRIVE AND COLLEGE AVENUE DEVELOPMENT CTL�T PROJECT NO. FC08964-115 Page 2 of 2 � APPENDIX C GUIDELINE SITE GRADING SPECIFICATIONS .... �� GUIDELINE SITE GRADING SPECIFICATIONS DESCRIPTION This item shall consist of the excavation, transportation, placement and compaction of materials from locations indicated on the plans, or staked by the Engineer, as necessary to achieve preliminary street and overlot elevations. These specifications shall also apply to compaction of excess cut materials that may be placed outside of the development boundaries. 2. GENERAL The Soils Engineer shall be the Owner's representative. The Soils Engineer shall approve fill materials, method of placement, moisture contents and percent compaction, and shall give written approval of the completed fill. 3. CLEARING JOB SITE The Contractor shall remove all vegetation and debris before excavation or fill placement is begun. The Contractor shall dispose of the cleared material to provide the Owner with a clean, neat appearing job site. Cleared material shall not be placed in areas to receive fill or where the material will support structures of any kind. 4. SCARIFYING AREA TO BE FILLED All topsoil and vegetable matter shall be removed from the ground surface upon which fill is to be placed. The surface shall then be plowed or scarified until the surFace is free from ruts, hummocks or other uneven features, which would prevent uniform compaction. 5. COMPACTING AREA TO BE FILLED After the foundation for the fill has been cleared and scarified, it shall be disked or bladed until it is free from large clods, brought to the proper moisture content (0 to 3 percent above optimum moisture content for clays and within 2 percent of optimum moisture content for sands) and compacted to not less than 95 percent of maximum dry density as determined in accordance with ASTM D698. 6. FILL MATERIALS Fill soils shall be free from organics, debris or other deleterious substances, and shall not contain rocks or lumps having a diameter greater than six (6) GOODWIN KNIGHT Appendix C-1 TRIANGLE DRIVE AND COLLEGE AVENUE DEVELOPMENT CTL� T PROJECT NO. FC08964-115 .... �� inches. Fill materials shall be obtained from cut areas shown on the plans or staked in the field by the Engineer. On-site materials classifying as CL, CH, SC, SM, SW, SP, GP, GC and GM are acceptable. Concrete, asphalt, organic matter and other deleterious materials or debris shall not be used as fill. 7. MOISTURE CONTENT AND DENSITY Fill material shall be moisture conditioned and compacted to the criteria in the table, below. Maximum density and optimum moisture content shall be determined from the appropriate Proctor compaction tests. Sufficient laboratory compaction tests shall be made to determine the optimum moisture content for the various soils encountered in borrow areas. TABLE C FILL COMPACTION AND MOISTURE REQUIREMENTS Depth from Soil Moisture Requirement Final Grade Density Requirement Type (% from optimum) (feet) Clay 0 to +3 95% of ASTM D 698 0 to 15 feet Sand -2 to +2 95% of ASTM D 698 Clay Greater than 15 -2 to +1 98% of ASTM D 698 Sand feet -2 to +1 95% of ASTM D 1557 The Contractor may be required to add moisture to the excavation materials in the borrow area if, in the opinion of the Soils Engineer, it is not possible to obtain uniform moisture content by adding water on the fill surFace. The Contractor may be required to rake or disc the fill soils to provide uniform moisture content through the soils. The application of water to embankment materials shall be made with any type of watering equipment approved by the Soils Engineer, which will give the desired results. Water jets from the spreader shall not be directed at the embankment with such force that fill materials are washed out. GOODWIN KNIGHT Appendix C-2 TRIANGLE DRIVE AND COLLEGE AVENUE DEVELOPMENT CTL� T PROJECT NO. FC08964-115 .... �� Should too much water be added to any part of the fill, such that the material is too wet to permit the desired compaction from being obtained, rolling and all work on that section of the fill shall be delayed until the material has been allowed to dry to the required moisture content. The Contractor will be permitted to rework wet material in an approved manner to hasten its drying. 8. COMPACTION OF FILL AREAS Selected fill material shall be placed and mixed in evenly spread layers. After each fill layer has been placed, it shall be uniformly compacted to not less than the specified percentage of maximum density. Fill shall be compacted to the criteria above. At the option of the Soils Engineer, soils classifying as SW, GP, GC, or GM may be compacted to 95 percent of maximum density as determined in accordance with ASTM D 1557 or 70 percent relative density for cohesionless sand soils. Fill materials shall be placed such that the thickness of loose materials does not exceed 12 inches and the compacted lift thickness does not exceed 6 inches. Compaction as specified above, shall be obtained by the use of sheepsfoot rollers, multiple-wheel pneumatic-tired rollers, or other equipment approved by the Engineer for soils classifying as CL, CH, or SC. Granular fill shall be compacted using vibratory equipment or other equipment approved by the Soils Engineer. Compaction shall be accomplished while the fill material is at the specified moisture content. Compaction of each layer shall be continuous over the entire area. Compaction equipment shall make sufficient trips to ensure that the required density is obtained. 9. COMPACTION OF SLOPES Fill slopes shall be compacted by means of sheepsfoot rollers or other suitable equipment. Compaction operations shall be continued until slopes are stable, but not too dense for planting, and there is no appreciable amount of loose soils on the slopes. Compaction of slopes may be done progressively in increments of three to five feet (3' to 5') in height or after the fill is brought to its total height. Permanent fill slopes shall not exceed 3:1 (horizontal to vertical). 10. PLACEMENT OF FILL ON NATURAL SLOPES Where natural slopes are steeper than 20 percent in grade and the placement of fill is required, benches shall be cut at the rate of one bench for each 5 feet in height (minimum of two benches). Benches shall be at least 10 feet in width. Larger bench widths may be required by the Engineer. Fill shall be placed on completed benches as outlined within this specification. GOODWIN KNIGHT Appendix C-3 TRIANGLE DRIVE AND COLLEGE AVENUE DEVELOPMENT CTL� T PROJECT NO. FC08964-115 .... �� 11. DENSITY TESTS Field density tests shall be made by the Soils Engineer at locations and depths of his choosing. Where sheepsfoot rollers are used, the soil may be disturbed to a depth of several inches. Density tests shall be taken in compacted material belowthe disturbed surface. When densitytests indicate that the density or moisture content of any layer of fill or portion thereof is not within specification, the particular layer or portion shall be reworked until the required density or moisture content has been achieved. 12. SEASONAL LIMITS No fill material shall be placed, spread or rolled while it is frozen, thawing, or during unfavorable weather conditions. When work is interrupted by heavy precipitation, fill operations shall not be resumed until the Soils Engineer indicates that the moisture content and density of previously placed materials are as specified. 13. NOTICE REGARDING START OF GRADING The Contractor shall submit notification to the Soils Engineer and Owner advising them of the start of grading operations at least three (3) days in advance of the starting date. Notification shall also be submitted at least 3 days in advance of any resumption dates when grading operations have been stopped for any reason other than adverse weather conditions. 14. REPORTING OF FIELD DENSITY TESTS Density tests made by the Soils Engineer, as specified under "Density Tests" above, shall be submitted progressively to the Owner. Dry density, moisture content, and percentage compaction shall be reported for each test taken. 15. DECLARATION REGARDING COMPLETED FILL The Soils Engineer shall provide a written declaration stating that the site was filled with acceptable materials and was placed in general accordance with the specifications. GOODWIN KNIGHT Appendix C-4 TRIANGLE DRIVE AND COLLEGE AVENUE DEVELOPMENT CTL� T PROJECT NO. FC08964-115