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Home My WebLink About20252339.tiff Geotechnical Due Diligence Study Pelican Lakes, Filing 2 Weld County, Colorado Beebe Draw Farm Authority C/a CliftonLarsonAllen LLP 8390 East Crescent Parkway Suite 300 Greenwood Village, Colorado 80111 REI LLC 825 East Speer Boulevard , Suite 312 Denver, Colorado 80218 • AGW 3211 South Zuni Street Project Number 247117 Englewood, Colorado 80110 April 29, 2025 www.agwco.mm (303) 759-8100 TABLE OF CONTENTS 1 . 0 EXECUTIVE SUMMARY 1 2 . 0 PURPOSE 1 3 . 0 PROPOSED CONSTRUCTION 2 4 . 0 SITE CONDITIONS 2 5 . 0 FIELD EXPLORATION 2 6 . 0 LABORATORY TESTING 2 7 . 0 SUBSURFACE CONDITIONS 2 7 . 1 Natural Soil 3 7 . 2 Bedrock 3 7 . 3 Ground Water 3 8 . 0 GEOTECHNICAL CONCERNS 4 8 . 1 Existing All and Underground Utilities 4 8 . 2 Expansive Soils 4 8 . 3 Very Loose to Loose Sand 4 8 .4 Isolated Areas of Shallow Ground Water 4 9 . 0 SITE GRADING 4 10 . 0 SITE CONCRETE AND CORROSIVITY 5 11 . 0 STRUCTURE CONSTRUCTION 5 12 . 0 PAVEMENTS 6 13 . 0 FINAL DESIGN CONSULTATION AND CONSTRUCTION OBSERVATION 6 14 . 0 GEOTECHNICAL RISK 6 15 . 0 LIMITATIONS 7 ATTACHMENTS SITE PLAN AND VICINITY MAP FIGURES 1A AND 1B TEST BORING LOGS FIGURES 2 THROUGH 15 LABORATORY TEST RESULTS APPENDIX 1 .0 EXECUTIVE SUMMARY AGW completed a geotechnical due diligence study for the proposed residential development. Our summary of the data collected during our field and laboratory work and our analysis, opinions, and conclusions are presented . The purpose of our study is to provide preliminary geotechnical concepts for planning , site grading, structures, and streets. Additional geotechnical studies will be required to provide site development recommendations, final design criteria, and construction recommendations. The subsurface materials encountered in our test borings consist of topsoil , clay, sand, and gravel overlying sedimentary bedrock. Claystone or siltstone bedrock was encountered at depths of 33 and 41 feet. Ground water was measured at depths ranging from 16 to 431/2 feet . Site development considerations should include provisions for existing fill, underground utilities, expansive soils, very loose to loose sand , and isolated areas of shallow ground water . We anticipate the structures will be founded on spread or pad -type footing foundations or on helical piles . Soil modification can be considered to reduce the expansion potential and to provide moisture treated fill to potentially allow for footing foundations. Densification of loose sands will be necessary prior to foundation construction . Slabs-on -grade may require special consideration because of the low to moderate expansion potential of the soils . Structural floor systems are recommended where the basement slab risk assessment is high or very high, if the area is finished , or if slab movement cannot be tolerated . Perimeter subsurface drainage systems will be necessary for all below grade areas. Extensive drain systems will be required where foundations are within 4 feet of ground water . Water soluble sulfate test results indicate that concrete for the site may be designed for negligible (SO or RSO) sulfate exposure . Additional recommendations are presented . We encourage the Client to read this report in its entirety and not to solely rely on the cursory information contained in this summary. 2 .0 PURPOSE This report presents results of a geotechnical due diligence study for the proposed residential development to be located northeast of Weld County Road 32 and Weld County Road 39 in Weld County, Colorado . The study was performed to determine preliminary geotechnical design criteria for planning and site development. Factual data gathered during the field and laboratory work are summarized on Figures 1A, 1B, 2 through 15 , and in the Appendix . Our opinions and recommendations are based on the data generated during our field exploration, laboratory testing, our understanding of the proposed project, and our experience with similar projects and geotechnical conditions. This study was performed in general conformance with our Proposal Number 247117, dated November 6, 2024, revised November 19, 2024 . This report is not intended to provide design criteria for individual foundations or street construction . Additional geotechnical studies will be required to provide site development recommendations, final design criteria, and construction recommendations. Geotechnical Due Diligence Study Beebe Draw Farm Authority and REI LLC Pelican Lakes, Filing 2 April 29, 2025 AGW Project Number 247117 Page 1 3 .0 PROPOSED CONSTRUCTION The 854-acre site will be a residential development with large single-family lots and the associated utility and roadway infrastructure . Several detention and retention ponds are planned across the site and near Test Borings 72 and 73 . Based on the " Pelican Lake Ranch Filing No . 2, Geotechnical Test Borings Exhibit", Sheet 1 of 1 , prepared by Terra Forma Solutions (Terra Forma ), dated February 26, 2025, the maximum fill depth is 10 feet and the maximum cut depth is 15 feet at our test boring locations. Should the grading plans change, the contents of this report must be reviewed by AGW . 4.0 SITE CONDITIONS The site is vacant with vegetation consisting of grasses and weeds. Numerous oil and gas wells were observed across the site . Several dry stock ponds are located across the site . The site is bounded by large- lot residences to the north, vacant parcels to the south and west, and vacant parcels and Milton Reservoir to the east . The ground surface is hilly and has an overall gentle to moderate slope to the southeast . No bedrock outcrops were observed . 5 .0 FIELD EXPLORATION Subsurface conditions were explored by drilling 73 test borings at the locations indicated on Figures 1A and 1B . Terra Forma requested that the borings be located along the proposed street alignments. The test borings were advanced using a 4-inch diameter, continuous flight auger powered by a truck- mounted drill rig . At frequent intervals, samples of the subsurface materials were obtained using a Modified California sampler and a split spoon sampler which were driven into the soil by dropping a 140-pound hammer through a free fall of 30 inches. The Modified California sampler is a 2 . 5- inch outside diameter by 2-inch inside diameter device . The split spoon sampler is a 2 . 0- inch outside diameter by 1 . 375- inch inside diameter device . The number of blows required for the sampler to penetrate 12 inches or the number of inches that the sampler is driven by 50 blows gives an indication of the consistency or relative density of the soils and bedrock. Results of the penetration tests and locations of sampling are shown on the "Test Boring Logs" , Figures 2 through 15 . Ground water measurements were made at the time of drilling and after drilling . 6 .0 LABORATORY TESTING The samples obtained during drilling were returned to the laboratory and were visually classified by a geotechnical engineer . Laboratory testing was assigned to specific samples to evaluate their engineering properties . The laboratory tests included swell -consolidation tests to evaluate the effect of wetting and loading on the selected samples. Gradation analysis and Atterberg limits tests were performed to evaluate grain size distribution and plasticity. In addition, representative samples were tested for water soluble sulfates, pH, resistivity, and chlorides . The test results are summarized on Figures 2 through 15 and are included in the Appendix . 7 .0 SUBSURFACE CONDITIONS The subsurface materials encountered in our test borings consist of topsoil , clay, sand, and gravel overlying sedimentary bedrock. Claystone or siltstone bedrock was encountered at depths of 33 and Geotechnical Due Diligence Study Beebe Draw Farm Authority and REI LLC Pelican Lakes, Filing 2 April 29, 2025 AGW Project Number 247117 Page 2 41 feet. Ground water was measured at depths ranging from 16 to 431/2 feet . A more complete description of the subsurface conditions is shown on Figures 2 through 15 . 7 . 1 Natural Soil Topsoil was encountered in all 73 test borings . The topsoil encountered consisted of clayey sand up to 1 -foot thick. It was organic, moist, and dark brown . Clay was encountered in 46 of the 73 test borings. The clay was stiff to very stiff, silty, slightly sandy to very sandy, with trace gravel and sand lenses, slightly moist to very moist, and brown . The samples tested exhibited moderate to high plasticity . The clay has low to high expansion potential and low consolidation potential . Sand was encountered in 72 of the 73 test borings . The sand was very loose to dense, trace silt to very silty, clean to very clayey, with clay lenses, trace gravel to slightly gravelly, slightly moist to wet, and brown to light brown . Very loose to loose sand was encountered in 62 test borings at depths ranging from 1/2 to 11 feet . These layers were between 1/2 and 361/2 feet thick. The samples tested exhibited no to low plasticity. The sand has low expansion potential and low to high settlement potential . Sand and gravel was encountered in 10 of the 73 test borings . The sand and gravel was medium dense to very dense, slightly silty to silty, slightly clayey, slightly moist to wet, and brown to light brown . The samples tested exhibited no to low plasticity. The sand and gravel has low expansion and settlement potential . 7 . 2 Bedrock Claystone was encountered in one of the 73 test borings at a depth 33 feet. The claystone was hard to very hard, silty, sandy, moist to very moist, and gray. The sample tested exhibited very high plasticity . The claystone has high to very high expansion potential . Siltstone was encountered in one of the 73 test borings at a depth 41 feet . The siltstone was hard to very hard , silty, clayey, very moist, and gray . The sample was visually of low plasticity. The siltstone has low expansion potential . 7 . 3 Ground Water Ground water was measured at depths ranging from 20 to 43 feet in 14 of the 73 test borings at the time of drilling . When checked one to four days after drilling, ground water was measured at depths ranging from 16 to 431/2 feet in 16 of the 73 test borings. Five test borings wet caved at depths ranging from 24 to 42 feet when checked one to two days after drilling . Ground water levels fluctuate with changing seasons and irrigation patterns and are expected to rise after construction is complete and landscape irrigation commences . Geotechnical Due Diligence Study Beebe Draw Farm Authority and REI LLC Pelican Lakes, Filing 2 April 29, 2025 AGW Project Number 247117 Page 3 8 .0 GEOTECHNICAL CONCERNS 8 . 1 Existing Fill and Underground Utilities Any existing fill encountered during development should be considered to have not been placed as fill capable of supporting a structure . The existing fill should be excavated prior to placement of new fill , structures, or other structural appurtenances . The excavated fill should be evaluated to determine suitability for placement as new fill . Underground utilities that are to be abandoned should be removed from the site . After removal , the existing utility trenches should be widened at the base to allow access to a self-propelled compactor and the sides of the trench should be sloped per OSHA regulations prior to placement of new fill . 8. 2 Expansive Soils Expansive soils with high expansion potential were encountered in areas of the site . Expansive soils swell and can heave structures as their moisture content increases . When wetted , the clay may heave enough to damage structures without proper engineering design or site preparation . This will be a concern across portions of the site where the expansive clay is within 15 to 20 feet of the graded ground surface . 8. 3 Very Loose to Loose Sand Very loose to loose sand was encountered in 62 of the test borings at depths ranging from 1/2 to 11 feet . These layers were between 1/2 and 361/2 feet thick. The very loose to loose sands present concerns for site grading, foundation excavations, and pavement construction . Any significant fills or foundation loads placed on top of the loose soils could cause significant settlement over time . Movement of large, rubber-tired equipment may cause severe rutting which may result in not being able to traverse the areas. It will be necessary to densify loose areas prior to fill placement. It will also be necessary to densify the soils prior to foundation and pavement construction . 8.4 Isolated Areas of Shallow Ground Water Ground water was encountered less than 15 feet beneath proposed overlot grade in three of the 73 test borings and less than 5 feet beneath proposed overlot grade in one test boring . Difficulty developing the site should be anticipated in portions of the site . The shallow ground water may pose problems during site grading and for utility construction where deep cuts are planned . Additionally, the water may cause difficulties during foundation construction . We typically recommend that foundations be constructed at least 4 feet above ground water level . Site development should be planned to avoid or control the ground water. This may include raising the site grades to provide sufficient distance between the bottom of foundations and the ground water, allowing only at-grade construction ( no basements), or other methods. 9 .0 SITE GRADING Site grading may be accomplished using typical earth moving techniques common in this area . Densification of the loose sands may be necessary prior to foundation construction . Difficulty will be encountered in areas with very loose to loose soils and in areas with shallow ground water. Existing fill should be excavated, evaluated, and either placed as new fill or removed from the site . Excavations Geotechnical Due Diligence Study Beebe Draw Farm Authority and REI LLC Pelican Lakes, Filing 2 April 29, 2025 AGW Project Number 247117 Page 4 and fill slopes will need to be properly designed and constructed to alleviate erosion or stability concerns . Additional test borings spaced at intervals to augment the data from this study are necessary to better define the subsurface conditions and areas of geotechnical issues to develop necessary mitigation measures . Soil modification may be performed to reduce the expansion potential of the clay soils . Most soil modification in this area is performed by overexcavation of the expansive materials and then placement of the excavated soils as a moisture treated fill . Based on the swell potential of the clay, the drilling of additional borings, and the product types, overexcavation depths between 10 and 12 feet below lowest foundation elevation should be expected . In areas where there is a sufficient depth of expansive clays, water injection is an alternative method of soil modification . 10 .0 SITE CONCRETE AND CORROSIVITY Laboratory tests performed on selected soil samples indicate water soluble sulfates ranging from less than 100 parts per million ( ppm ) to 400 ppm . Based upon these results, the site soils have negligible (SO or RSO) sulfate exposure per ACI 318 or ACI 332 . We recommend the most recent edition of "ACI Manual of Concrete Practice" be used for proper concrete mix design properties. The pH test results ranged from 8 . 1 to 9 . 0, resistivity test results ranged from 1 , 300 to 25 , 000 ohm • cm , and chloride test results ranged from 0 . 0004% to 0 . 0042% . These results are summarized on Figures 2 through 15 and in the Appendix . The results should be used to choose the construction materials which will be resistant to the various corrosive forces. Manufacturer's representatives should be contacted regarding the specific corrosivity resistance for their products . In addition, local specifications should be consulted when selecting pipe materials. 11 .0 STRUCTURE CONSTRUCTION The following information presents preliminary foundation concepts. Additional geotechnical exploration must be performed after completion of site grading and structure determination to provide specific foundation design recommendations for each structure . A suitable foundation system for structures founded where expansive soils are at or near the bottom of the foundation would be helical piles drilled into the underlying soils. Where low expansive clays, sands, gravels, or properly placed and compacted fills are encountered at or near the bottom of the foundation, the use of shallow foundations such as spread or pad footings would likely be appropriate, depending upon foundation loads . Densification of loose sands will be necessary prior to foundation construction . Interior floor support will be dependent upon the amount of movement the Client can tolerate . Where footing type foundations are constructed, it is likely that the risk of slab movement will be low to moderate . Where helical piles are constructed, the risk of slab movement will be moderate to very high . To reduce the risk of slab movement, either modification of the slab bearing soils or the use of structural floors will be necessary . If finished areas are planned or slab movement cannot be tolerated , structural floors should be constructed . Drain systems will be required where below grade areas are planned . Extensive drain systems will be necessary where ground water is within 4 feet of Geotechnical Due Diligence Study Beebe Draw Farm Authority and REI LLC Pelican Lakes, Filing 2 April 29, 2025 AGW Project Number 247117 Page 5 the below grade areas . There are areas where basement construction may be difficult or not feasible if grading cuts bring the ground water within 4 feet of the foundation . 12 .0 PAVEMENTS The soil found across the site will generally provide poor pavement support . Pavement thicknesses will vary by type of soil and the amount of truck-type traffic imposed . We anticipate pavement thicknesses for the local street to be on the order of 4 . 0 to 5 . 5 inches of asphalt over 6 . 0 to 8 . 0 inches of base course and collectors to be on the order of 5 . 0 to 7 . 0 inches of asphalt over 8 . 0 to 10 . 0 inches of base course . The final design thicknesses could be more or less than indicated depending upon the materials sampled during the final pavement design . Additionally, chemical or mechanical stabilization of overexcavated subgrade will likely be required . Chemical treatment to a depth of 12 . 0 inches below subgrade should be anticipated Areas with loose soils will require densification prior to pavement construction . 13 .0 FINAL DESIGN CONSULTATION AND CONSTRUCTION OBSERVATION This report was prepared for the exclusive use of Beebe Draw Farm Authority and REI LLC for the purpose of providing geotechnical criteria for the proposed project . The data gathered and the conclusions and recommendations presented herein are based upon the consideration of many factors including , but not limited to, the type of structures proposed , the configuration of the structures, the proposed usage of the site, the configuration of surrounding structures, the geologic setting , the materials encountered , and our understanding of the level of risk acceptable to the Client. The conclusions and recommendations contained in this report should not be considered valid for use by others unless accompanied by written authorization from AGW . This study was provided as a due diligence subsurface exploration . More specific site development recommendations, including overlot grading , overexcavation and placement of moisture treated fill, and pavement design considerations can be provided once proposed site grading plans are developed and additional test borings are drilled to better define the subsurface conditions. AGW should be contacted if the Client wants an explanation of the contents of this report . AGW should be retained to provide future geotechnical services for the site including, but not limited to, design level geotechnical studies, consultation during design , observation and testing during construction , and other geotechnical services. Failure to contract with AGW for these services or selection of a firm other than AGW to provide these services will eliminate liability for AGW. 14.0 GEOTECHNICAL RISK The concept of risk is an important aspect of any geotechnical evaluation . The analytical methods used to develop geotechnical recommendations are not an exact science . The analytical tools which geotechnical engineers use are generally empirical and must be tempered by engineering judgment and experience . The solutions or recommendations presented in any geotechnical evaluation should not be considered risk-free and, more importantly, are not a guarantee that the interaction between the soils and the proposed structures will perform as desired or intended . The engineering Geotechnical Due Diligence Study Beebe Draw Farm Authority and REI LLC Pelican Lakes, Filing 2 April 29, 2025 AGW Project Number 247117 Page 6 recommendations presented in the preceding sections are based on our judgement of those measures that increase the likelihood for the structures and improvements performing satisfactorily. The Developer, Builder, and Owner must understand this concept of risk as they must ultimately decide what an acceptable level of risk is for the proposed development of the site . 15 .0 LIMITATIONS We believe the professional judgments expressed in this report are consistent with that degree of skill and care ordinarily exercised by practicing design professionals performing similar design services in the same locality, at the same time, at the same site, and under the same or similar circumstances and conditions. No other warranty, express or implied , is made . In the event that any changes in the nature, design, or location of the facility are made, the conclusions and recommendations contained in this report should not be considered valid unless the changes are reviewed and the conclusions of this report are modified or verified in writing . Because of the constantly changing state of the practice in geotechnical engineering and the potential for site changes after our field exploration , this report must not be relied upon after a period of three years without AGW being given the opportunity to review and, if necessary, revise our findings. The test borings drilled for this study were widely spaced to obtain an understanding of subsurface conditions for preliminary planning and development purposes . Variations frequently occur from these conditions which are not indicated by the test borings . These variations are sometimes sufficient to necessitate modifications in the designs . If unexpected subsurface conditions are observed by any party during site development, AGW must be notified to review our recommendations. Our scope of services for this project did not include, either specifically or by implication, any research , identification, testing, or assessment relative to past or present contamination of the site by any source, including biological (i . e . , mold , fungi , bacteria, etc . ) . If such contamination were present, it is likely that the exploration and testing conducted for this report would not reveal its existence . If the Client is concerned about the potential for such contamination or pollution , additional studies should be undertaken . Our scope of services for this project did not include a local or global geological risk assessment. Therefore, issues such as mine subsidence, slope stability, faults, etc. were not researched or addressed as part of this study . If the Client is concerned about these issues, we are available to discuss the scope of such - \ �0oo CF ,,, A. G . W _ ssenaar In �� o ' ••'' �N 4,;(\ 14 14 Reviewed by : r 5 50 71 I Ashley A. 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', • 4 � . �� . / . 1 � `� . . �- ' . �N41� � :IPBGa � � . � / � . ' i � � i � � , 4�0 I � � � � .. . / / '� �' � /� � I � .`. � .- . � ; -, � . ' A� _ n� � �� . . ��'� 1 � � � � . / / i � , �` ' TB- 18 / � � — � = , � � , � � �( . / ii �' \ � ` - . �� _ i , . - — s � . (p0 �� I . . — ___ �� . I A � , �� . ) � � � . I i � � ,� - . / �� y�J , :. �� -' Q � i � �� l,, l , �� a _ TB-33 � , �, � ¢. � � i � � � TB-26 _ � , __, 1 � ' : , � , � I. �� / � Y :, . � � 1�. � �,� � _.-- � . � � � � _ . . � / � - 8�� . � , . ' \ ` '� i � � �,-� . � . � - l .. / � _ . p , . . `I �/ _ �'.Gb . � i � �, ��. ; "��' �� „ t'i�-�'� � - >� � i ��/ .— —n' � , - � / � � . � / � 4 �� . ' . _ __ Q: i ' I' , — � • '. � `��/ . e0p " ' � �� li � l I i / / � . Q f__-_ � �. , i � �I ��, "'"_�-' . . _ . � � . . , f, - p _ -, _ .. . . � 1 `\ \ � � .y � \ _ / � y .\ � � _ . � . I � � �� . � � � � X. - ' . � i� � r l' � � � � �. r C o - A Q . _ , i '' ,_ . ' .� G� c � ' _ j ' ' , � _ Aii _ m , . . � � � �� . i � i " i � I� �Ci � ' � � � � � . � Ii� ' , ti� _ / l � _ ��// , � ` � � � . � � I �� _ _ . �-. / � � � � � r yp0 . � I� / (� Ai_ �, oL �� Gi/6`s k _ / � � _ � � . �0 ' I — � � � � � , � ; � \ I' , , � ��._, � � I � -._,� � .' p ,' . . ' � J . / �^ _. h� ii �� ,�0 . - � ��i ,� -%i -� ' �� . A ! �� ,- � b�' I _ , -- �/ ,� / , . � '�� . . . � �� i� � i �9 , , _ i f . " . � � � � � � , �� ,- - i ,� � � fT . � i . � . /� . . � �� c� i�� . : " i i ni � � . %� �1 � a \. � / . ��V� �� ' . / I / \ I � \ \ � " {�3]�._ _. / / I I III ! i � % ria)� -�� l � / .�i i I � � ' � � i ' � � / � -i . - � ,: � � � . � � � � '��. � '� I � � , __ �� TB-27 %� , � �no '. " , _ � �� ;. , � '� TB 38 ' � 1 � �� "�� ' _ _ �B� �,� , , ' - � � -� - � � , . ; � .� . oe�r — � 1 > � � '/° ; _ - - . � - � -- � osa , � � ` I ' �_ _ i �1� , , � , — 41 � �- � -� � -' � � , I i . . � � ' _ - � ,� ; ,; . � i' ��: a� ' � � „ ` ' , , — " , - , „ _ . , ' ' i , _ _ , , � � � i i j i � ! �� i '. � i i i � �� .' / � � .>��` `` ' �,� ' I � ; TB- 17 � , , � �,� � . _ ;, __ ,ii i ;' ' � - ' , � � �� ,,- �, , ��- „� � I � i � � � _ ��_-- _ � � _ �� , � , - � �� __ TB-32 , �� i / _ � � � � � ; � r - � _ , _� , � � _ � .a i ', , o , '. � � . - - ' � . � �� ' '', 1 / � , _ r � , , . - ; � . _ -� � � ,_ -r, ,, r � � 1 � � 6 / �� • - • � k _ � �i i _ l � � � �' �t � � � � _ , .-� � > I � � n � � � I� ' � - � �� / � � � . �� _� � — ' - . � �� i � . :I , . �� I � A ' � ' - " ` � �1 '"i{, / > "I ' . � _ � - . . . � ' , - ` , , i�� i�� ' I _ - . ' � `:� \ i �� ' . . ' ' - • _ - - / / ' _ �� .:� ' � � �� t4 ti _, -" �. : / � f i - _ _ ' . � . _ � � �� l � ' �`� 4900� �� . � i� i � � I� .J J� C� . l �il _ _ * / � � / � c � i� ; - - � I p � l ` �_ � � �� 1, � = TB 28 � i i TB 13 �-- ' �;� l� �� t _ li� � I � ' i _ _ � - . � ,I- / . � `� � �' _' � ' � I � .�i ( � Y4 , r ' .., �� . / � '� � �� .: � I � yl � � 4 � I � I i . � i � . A, , � �• t ( �' � �` �. . , r Y 4 � < � 1 \ ` �G '�� ♦ � � L\ J ( / I� `�/ � I ` / i ' � � � . J� � � \ O �/ i ` � — < ♦ � v � _ . i � 1 � � C y . J � � � .. . i OI / � l . _� / l ` �` � 1 � � � !I 1 _ - - 1 � �' � � / / i� / . �` � � .^ � � � . ��: / '� �� J / . '�� i ` 1 • t : . If I"� (/ '( /. � . . I '1 � C� � � "�I' ' : � � � � � \ � � \ / � II / � . � � � _� � � I \ r . . / i'ii� ;' �.Y ' , �-�'� / �i � ' ,.: �� :. % : / ( 1 �i i _' . -� `�� I'Pl;. � ij� �if� . 'l�t:�iT , /,. � ' . /'. - ' _ ! ,\ `� � ..., � \\\ �� p � � ` � . N � . - � ' ' . �; '' : .' •/ ' �a -,U , I I , y— ` % � \ �� _ _ � � � � I I . � / iii I . � �. . \\:i \ i �- i i . . : \ �' I � - � `if' .i . / ` �. \ .' \ ii� TpGC �' � \ � _i ' �6 t' I � _M _ /' \ � � i i i �. " / e� . l . �ii ! � i i � . ' :. . I � i I / \ • \� I U-VJ ' �/ � . i �� , \ \ . ` J � � . Q . i i i i i � v ��TJ 1 .� i � .: % . . �1i1 li T . � f. � ' i i / � A •�� G � , 1� � � � i '�m � �__ _ _ �n� � � � � � �_ / � � /� � ". . � _ � � - � . ii � � i � ' % � � `� � l �i '� 1 i i� 5 : . � p . .- , :" ._ ,, ,- ' �1� ' .. i � I � " ! �, ' ,c � % TB-31 � � '' � TB� 29 ��., � � � i'I � . " �. ��.� J :��—� J .� u _ •-•' ,� j / .< 1I . p' / r ' / / ., / „ / � I , � / � II�. � � � V , b f ^x\. , / • �i� TU 40 � , l � I V TD 6 / I�II � � i � � rn � � � � � � i � i C / (� / � . q . 1 �� . i . .. _ � � � � � � � ..I � ♦ '� S� A � . � � f � �d � I l . � �n ��- ,� � , � � � ` /�� - ; . ; ._.� , •� ��. �� , �, �� f. ' � •�• \�� • , < �;.�� , / '� � � � �, � ..:�� '' � � � ' �� i � � � � .. . _ _ �� . VI� _ .___ - - � ,� ��. . � � N � �� — _ �✓ �.. �F . - - vC56 .. � � / � _ � _ _ .. ___ I ' ' � TB-�� O � � � � I� /� 1 I i I � . �/'�\. % II / ' l ' .. �I� I � � � Y I I 1 �� I � � ; ' ` / , '' ,'" y - �I. . �_ _ �'ll . _ - ' � L.' . � ..�r �:\. . T � . I . . ._ � l'_ ` - I �� .I 'W T' .� - _ , Z ' ` � � . _ ', - /��. ��_--___y_ . .. --�— . ...` \:\ � i � W � 1 , i .: , � i . . � _—__ - I I , i \ ___ � i . : _ ,, � � TB- 16 . , / � y ,�. _� 1 I� I � o — ) i .� � �' � . � .i'' .. i \ _ / r � '� : .. FD � � � I C . �Il. . — �FYn � I �i � J i � /— ��v� I � � _ _ . . - � / _ �, 1 t / � �\ . _ . � � � � _ t' _ � I . � i ' ' '. .<,,,- �' : �TB-62 B 3 _ � , , , , ,, , I _ , _ , . ,- > - , ,- ,- , , � ! T -� -� � , � �•� '" z o � � �� i � 6 �� . � i � �. i %, • ��. I e � � 5 I ' i , . . ��i0 ' � . . � .� � i� S Fd �� , � _ � . I . _� _ ` � � 0 � v �. � _ . ` -- I , . .i ; � -- . U � _ �' I � ,''� � �/� r` �y i, ,, ' v \ .. ''._: . .� -< � i}.q��o W i � \ �� ' � �5(' � � _. �1�I' � T� \ ''.� . � ", ..:� � �� . \ . \ f �� -_�� /� �� ,. � �� \ _ . . . � . i � � \_ il � _ ' � � ' r / I� i 1 ._ � �� . � ` _ , — ' � .� 2� ' ��V I� � ¢ � � :i � � � : � � "�_ —:.—�— ��." ./ . � � '�: � B — , � � � _ . , � _ � � , , ; , ,; ,,, � � ��. 1 � � ' � � ,� . , � „� �: TB-3T ;� , � _� �� , �: � , �� _ �_ , � � _ �� : //� � � r ��. __ il . > � — � �� . � , r��/ � � � % � .. l '\. � � .. � . . . . II� � I —�1-- �� / . � . �� ` j l � �I � . I � � � / � � �i . ' _ � > � f � I _ I / '\ � � �� 1-- _ 3 � �� " � \�.. - < <. I � _ ��_. ..:._ i �� i ,'' � ' � � , � � � ��'� j� ', , � �i �� li. i�� .� � �� \ . ..� � �� I � . . i �� i �ii .,i � �' ., � �� . I �� I ��. � � i Z � � ._ . _ .. " ! _ iiii � �� . , �i _W6 - ,^ � i, . i f -_ ,. ' . / �l� � -. � � - . � � � . " . � ` � I I � � I � � , . � . . � i � 1N v . �, _ / � irl � , . � � �- � - — , . , � � i � ' / � � l � �� i I 1 � i .�� i . � � � i � �� ' . � �i � - i . � � — � / ! � � , � i _ � �A � : i � A � /_.ii � � � r � � � � i � � I . � / � 1 � . / n - . � 1 � � .�� A i � :., � � . . �� . � _ � .� � � . , TB-61 , �` I � I 1 I 1 1 � ' �� I 0 /. � � � /I � — � � —V . � � �� ii� � � � � i � � i v / '� � A . - __ ` � , - �. . : = ., A I i �� _ F�� i � � � i � I I � Y . � i . _ � � , -' � / � � � �� ' ' :.,�' , ..� , � I� �L... ��0 . ( � `. ��, i _�i�- � � , a ` , � ' , . � i � � ' ` � � —� \ ii� � � � � i �� / �� i i �": �:� - � ' � i � . . F� ��:- � . ' � � �b� �� •�� . i � . . _ . , � �\�i ;%��i � i ��. "-� � i ��I � � � . . / / fr� i"r � / %' � . Q � � ��1 � I . _-e_�' � �/�� '_. � � , , , ; � � , ��- . 1 � ��;v�� j',. � � �' „ � �4 `!;' , ) ' ', /; `9,�� _ . � i I � � ' `° ,�: � � � ' B 26 � �Y '� � `:' � i � l NOTES : � � , > „ , , , � n �� . � � � . /� ,.�/ ��1 , �i'�� / � i j i � �� .� � /�� — � � i � �. A,f .— -- -�' ��' i�� _ -. � � .,i ... ..� Z � �i �_ �7�. , � �� j �ii�il �i � � . li � I I � � i� i i � �� _.%;�t ; ; ; � � ,. ,l�' "�,� s � ""!� ' , r � % � � ' f��:�i � , � , — ` � � --„ � ,� — — ` + � =� - -- � ,_�� If'�� I �� , � �� 1 . TEST BORINGS ARE OVERLAID ON THE " PELICAN � �-;,-:�;�.%, , , �� . � ,, . ;� �i � ,y ! . � � � TB- 15 , i � TB-64 �� , - � ., . � � TB-36 � ; ; � o�� i � i � TB-9 ; � ' � � . � a i ' i � � � . � , , , � „ _ ,, � _�� LAKES FILING NO. Z OVERALL GRADING AND � � : � - � � _ _ , �� . I 0 . �_� - � �- I� �_ �., .., � � A - � � � � ,' � i . . ^U ,.. �V � . , - ' '� � � � -. - � _ � -�� _� �� F� � �� ; � , � � ! � °ti'" I � ' � q � I �> � � ' � � EARTHWORK EXHIBIT , SHEET 1, PREPARED BY TERRA � � � � � - - � -� - - - i �� _ � � �; y� ,� � � � . � � � � - � A�' � � j � � � . ' � FORMA SOLUTIONS, DATED OCTOBER 26, 2024. ` i„ i i TB 14� _ TB- 1 i � .��. � � � %� `� � � � �'� � �l � 1 � � a9"` I �� o , �� `- `� � ' TB-5 �?� �';� i a+ , �TB-6 ��j; _ �� . � �� _ :: � � . - � / , �'��., �,��/�� ",�j � � � �' � 2 . ALL LOCATIONS ARE APPROXIMATE. _ , „� , � , �� _ ,. , , ' � _ � :o —� � TB-63 � i�'� �� < -'� � ' — � -- — , � � / �� "- � i � �j/ � ,� _ � � �. - � � . : - � , � �.. , - - —�i ' r. , . � �� _ � �� ' _ _ . �� . I / � , � � ` � � � , : � / .. / / � I �� 1 � ,� f � i ��,q� ', .� ` � : ��, , � ,' _� � _.� , _ � ' 59 . � . . � � �,� / , �y>� — ��' +� �i i � .,�A�� ' . OZbb _ .� i i � � . � . \ � i /. ! �% � �V� � / A ' � _ ; � �_ � - � G - . dC i � � � � � ��'� � � � :� i % 1 � Q � j' 1 < � " . ' � � v � -�� _ � �I � ��. � �� ' ' � �'� � '�. � J�� _ �� ` �� y , � � � . � � TB-7 � �j . � �� ≥z�TB � - � � , . � . . . . i .. '� A \ � � i , j- , . �� . _ . :�. I . � � 2�� =�� . � �� . �. ��8,, , _ _ _ _ � � � � � �� .. � : .. � � _ _ �� __ - _ - � � � - ' � _ . _ �� . -- _ _ � � �� _ ' �� yy � - . � y �,� - _ � _ , ,9 x' � ?� �� / �-_ ; � =TB-'2 � „ T ` - � - _�TB-3 - - r � _ 4� ,i -_ i I �li, - � _ -_ �sa — , I i� I ��o> _ � _ - � � , � n , . —' _ _ T _ � � ' — I - ;TB y , \ ' � � ` � - /i � . � � \ . __ -. (- . �_ _ i;:- - . � . . _ ' - - - __ '�i � � : i / ' " , � . 4�0J . � �� `` � , � � _ .. . .. — . J ! � � / 1 . . �� ' I . �� 1 F �� . I � _ _ �� „ . � '` � j " I��j� `` � � � . � — • ' I/ � . 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I J / Ar—i— . i �i �` � � � .. _ ..�. � — ,_3' ' / � � � / � _� [ i , � � , , � ,,, � � � �� TB-58 � � :" � �� -' � � , _ ' ` , . �, . � � '� � i Na' � 1 . � � " � � — "U , , • . --- . � l , , _..__,_.- � � , �{ � . . .� � � . � _. , _ � .� _�—� � 1�� \ � ' ` �L — �� f� `1��T`� � , � / , / r _ ' ` '— 1'� ^ - F 1 . o �� — , � $ � � , TB-51 -_WELD COUNTY ROAD 41 1 2 T�16 — < _�— ,_ ,-- , '� � — ., _ .-- ,s � _ � ,. ,� ,_ _ _ . � �; ,� . — _ _ � — � TB 4 � ` , �. v-� , � S ��- � q��R � , _ �� . � �- . . �- a y ( � - _ ' �1 . � r;j � - � �� -� ; .7 l �/ � � . � � -- � °'Y;µ � � � � � � I � � �� ( i � y � F l � � �� /�� /�d�� . /� . % � � � I d � � � � � / �� /� _f� � � % i � ' / � f� � �/ ' � � � � � � � � � � � � �� % / . � � � ��1 �� I I ' � � , � � - ' -�- � , i, i / .. � - TU 54i � � � // . . : .r/ � i . �i . _ 0 I � A � � i i � Il � l( � . � � �/ IM� � . _ ; � � � A v � ' � �".� i �� ' TB-53 _ � � � _ _ � i � , � � � � � � c � � ' i ' i' � � � , � . � � i / . - � /� � � / � � k / D N ( S � i = � - - � �.__ �� _ - _�� y �� ' �. '� r � -� I� �i� / - � = I - � � . _ � � - / � �� _ .4fi5� -__ . . � � � ` � 1� n�� l ��'� �� /" � � . II'Ilil� l � �� I� �� I � - � � / � � �� G� /� / ' � i� � . � I I � i �� I. �, " 1� � I � / � 0�8Y - V , � � � � \ . ... �� I I � . ,` / . � � _ - � � �� . � 0 � � � � � ' � r i TB-5 , t / r I -�l�i� � !� , , I , u � Y � � A� l � / �, �� I � % � �_J i � � � � -� ��/ � I � � jj � � i O i � i � A � � � �� A� � \ �C� i � i �i / . i � ��l�i I t 1 � � I � �� 4� � � � � � / / ' - � . � TB-47 � � �� —� � � � �� - 1 � �� TB-55 / - � , � , �� , ,-1 � J - - i �� ' " — _ _ ' / � i // �"' ' � ' r' ' ' � � Y�� i i / r / /� � %�'I � / �/ i / / � � / A A / � i � l 1 � � i � - A /A�..� � � . � � V i J � � � � � � ' �� . � � �� i�� i � T �� -'�i � i � � _ � �. . 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"/ / �l � ♦ � � � / 'l �A � '• � '_ � / / 5 1 ••�� p V I � . _. � �� .-j /�� /� i \\ \ 1 \ � �- � ii/ �i / i i L _14T �., � ..4 � L , ' . ; �, __ . . �� ,, , � � ,� ��, , � J .. . . � . � . r � � ��1 I� � i�� j�_ / � � V �� AY�I�i�l ��1' , . $Y�� . . . . . � ` \ t` � i : � :� �F+.^NV `• \`•. `_ �ti .�e . . NOTES: ,- - -- - '� �:', �, ;- . , - ,,. �, i � ., � � . �' "` .\ � � � � i / \ � i' ir( p�u `` ' � �.� . 1 . TEST BORINGS ARE OVERLAID ON THE "PELICAN LAKES FI I G NO. 2 OVEE�ALLGRADIN AND EARTHWORK EXHIBIT", � �'%" i , r �' � -' � ' ' '� ` ' , _ �, � ' � " " , „ ;, r � " � ��- SITE PLAN SHEET 1, PREPARED BY TERRA FORMA SOLUTIONS, DAT D � U � R 6, 20�4�� N r � , � AND PROJECT NO. 24Z1ll - Z. ALL LOCATIONS ARE APPROXIMATE. � m � m �; � o , � m M M N m ^ o FIGURE 1B ^ - �, ,� m �, � � VICINITY MAP �,. II �� A V�/ CLIENT Beebe Draw Farm Authority and REI LLC PROJECT NAME Pelican Lakes, Filing 2 PROJECT NUMBER 247117 PROJECT LOCATION Weld County, Colorado TEST TEST TEST TEST TEST TEST BORING BORING BORING BORING BORING BORING 1 2 3 4 5 6 ELEV. 4921 ELEV. 4923 ELEV. 4932 ELEV. 4924 ELEV. 4930 ELEV. 4933 Gl G2 FG G2 F-2 C-4 0 0 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 J 12 . 11 1 12 . 8 / 12 . 7 / 12 . 7 / 12 . 8 / 12� • • MC = 3 • MC = 3 • • MC = 5 • MC = 4 5 . . _#zoo = s . -#zoo = r . . -#zoo = a . -#zoo - s 5 ' ' LL = NV ' LL = NV ' ' LL = NV ' LL = NV � , � PI = NP � , PI = NP � , � , PI = NP � , PI = NP . , � . WS < 100 . . . . . . . • . . . . . • . . . . . • . � � 21 ! 12 � . 7 / 12 , . 7 / 12 � � 17 / 12 , . S / 12 , . 9 ! 12 , MC = 6 . pH = 8.4 • , MC = 6 • • MC = 3 10 . -#zoo = si • R = 22,000 ' . -#200 = 13 • • -#zoo = a 10 • LL = NV ' W5 = 100 � , • LL = NV � , � , LL = NV ' PI = NP � � CL = 0.0007 , ' PI = NP , , PI = NP . . . . • . . . . . • . . . . . • . . . . . • . , . . . , � . S / 12 , � • 8 / 12 • . • MC = 6 ` . ` MC = 5 ` 15 . • -#zoo = ie ' • ' -#zoo = � ' 15 • ' LL = NV , � • , � LL = NV , � ' � , PI = NP . ' . PI = NP . . . • � . . D • ' - ' D i � • • , . . . E � i . • ' • E , • P � zi / iz � . • is / iz ° is / i2 • ' is / iz P T � DD = 104 • ' MC = 7 � MC = 16 ' . � T H 20 Mc = zi . • -#zoo = v � ° , -#zoo = s9 • , 20 H ' � SW = 1 .6 ' , LL = NV • LL = 24 , ' / � , . PI = NP ' PI = 13 • � � I , • ' • I , • . . N � � • • • N . . , � , , . . . . , . � � • • , F i a 16j12 ` , � 3> ` 8 / 12 • F E 25 � o •o o , ' • . � 25 E 00 , 0 0 0 � � o o � 0 0 0 0 0 / • � o 0 0 � 0 0 • � � o 0 0 � 0 0 � 0 0 0 � � o o � � 0 0 0 � j � o o � � 0 0 0 � 20 / 12 00000 38 / 12 ' � 15 / 12 � ,. 20l12 DD = 105 30 0 ° 0 ° o Mc = v 30 COM = 0.5 35 35 40 40 45 45 SEE FIGURE 15 FOR LEGEND AND NOTES TEST BORING LOGS FIGURE 2 �,. II �� A V�/ CLIENT Beebe Draw Farm Authority and REI LLC PROJECT NAME Pelican Lakes, Filing 2 PROJECT NUMBER 247117 PROJECT LOCATION Weld County, Colorado TEST TEST TEST TEST TEST TEST BORING BORING BORING BORING BORING BORING 7 8 9 10 11 12 ELEV. 4930 ELEV. 4923 ELEV. 4915 ELEV. 4909 ELEV. 4906 ELEV. 4931 G1 F-1 C-3 F-1 G1 F-3 0 0 . . . . . . . . . . . . • s / iz • • � / iz • • s / iz • � � � � � MC = 4 � . . . . . . . . . . . -#200 = 8 . • • • • • LL = NV • . . 7 / 12 . . 8J12 • PI = NP . 6 / 12 • • MC = 5 • • • • MC = 5 5 . . _#zoo = v . . . . -#zoo = a 5 ' ' LL = NV ' ' ' ' LL = NV � , � , PI = NP � , � , � , � , PI = NP � � 9112 � � � � 6 / 12 � � � 6 / 12 � . , MC = 5 , , ` , , . -#200 = 7 . . ' . . . • LL = NV • • • • ' PI = NP • 8 / 12 . ' � 12 / 12 . . 8l12 • • • DD = 115 • • MC = 4 10 . . . � � Mc = io . . -#zoo = s � 10 � � ' ' i COM = OJ � � LL = NV . . . . . . . . � / -#200 = 49 0 . PI = NP • • . / LL = 25 , • • • / • i � PI = 7 . • . . . . ' / � / ' . . . • i / , . ` 9 / 12 ` � / 21 / 12 � ' 20 / 12 • 7 / 12 ` � , DD = 114 , �, ' / DD = 108 ` 1 $ ' � � , � , � MC = 16 , � / MC = 19� ' 15 , . � SW = 03 . j i SW = 0.1 , � . � / . . , i / / , . � � ° � � � � � E . • / • � � � � , ' E P , zs / iz % � za / i2 � � . P T • � i MC = 14 i i i DD = 115 � ' T H 2� . . . . . . . . . . . . . . . . , � -#200 = 64 . . . . . . _ , , . . . . . . . . . . . . , , � MC = 17 . . . . . i . . . . . . . . . . . • . . . . . . . 20 � , � LL = 33 � � � COM = 01 ' , j . , � Pi = zo ; � � � � I , . , � i i � � , N . � � � , � � . N , � • F � iz / iz ' � °��I�� iz / iz � �� `. zs / iz • io / iz F E �� i / MC = 18 � � a I � � MC = 4 � � �o � � E E -#zoo = n , ` -#zoo = iz , �. • 25 E � � LL = D � � LL = 23 � / 'n . : ' T � PI = 12 � / � PI = 11 / � , / � , / / � / � / / � / 0 � / / / � / � ; � , , 29 / 12 � .c' � 41 / 12 ' � � / 30 ; � � , � � 30 i ii � i i i � i ii i i � i ii i i ; � � � 25 / 12 �.� 47 / 12 � 25 / 12 35 ' � �� 35 ; O C � O C 40 � 40 O. � �. l � ', 50 / 9 F 45 45 SEE FIGURE 15 FOR LEGEND AND NOTES TEST BORING LOGS FIGURE 3 �,. II �� A V�/ CLIENT Beebe Draw Farm Authority and REI LLC PROJECT NAME Pelican Lakes, Filing 2 PROJECT NUMBER 247117 PROJECT LOCATION Weld County, Colorado TEST TEST TEST TEST TEST TEST BORING BORING BORING BORING BORING BORING 13 14 15 16 17 18 ELEV. 4890 ELEV. 4914 ELEV. 4940 ELEV. 4914 ELEV. 4893 ELEV. 4912 G2 FG C-4 F-1 F-2 FG 0 0 . . . . . . . . . . . . • • ii / iz • • • s / iz • . . M� _ z . . . . . . . . . . . . -#200 = 8 . . . . • • LL = NV • • • • . 5 / 12 pl = Np . 13 / 12 . 10 / 12 . . 7 / 12 • ` • MC = 2 • pH = 9.0 • • MC = 3 5 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . -#200 = 6. . . . . . . R = 25,000 . . . . . . . . . . . . . . . . . . . . . . . . . . � -#200 = 4 � � S ' � ' LL = NV ' WS < 100 ' ' LL = NV � , � . � , PI = NP � , CL = 0.0004 � , � , PI = NP ° , � . 7 / 12 � � � � � , 6 / 13 � . . • . , , MC = 2 , � . • . . . -#200 = 3 . ' • • • LL = NV • ; 21112 • . 13 / 12 . 8112 • PI = NP • 8J12 � / DD = 100 ' • • MC = 3 • • 10 � : Mc = zz • . . -#zoo = a . . 10 � � COM = 0. 1 , � , � , LL = NV ' � , ; . . . PI = NP , . i • • � ' � , , . . . i / , , , i i . . • . . . . . . . ' 25 / 12 , 12 / 12 , 9 / 12 • • 12 / 12 • ' � DD = 104 . MC = 4 . MC = 2 ` • ` 15 � � � Mc = zi • -#zoo = a • -#zoo = s� ' • ' 15 i i ' ` ' SW = 0.4 ' LL = NV ' LL = NV , , , : -#200 = 88 � � PI = NP � � PI = NP . . . � / LL = 50 , , • • , D i i PI = 33 . . • • . D . . • . . E � � • E . . a , � a , P , � • . • s / iz • , is / iz P , . , MC = 3 H 20 � • . ; • • � • -#zoo = s 20 H . , . ' LL = NV . . ' • ° ° ° , • PI = NP � / o o , I , � � � . . I , oo . N , � o 0 0 0 0 0 , . N 00 00 . , � o 0 0 0 0 0 . . 00 00 , . 000 000 . • 00 00 • 0 0 0 0 0 0 • � i F ' i 30 / 12 � ° � ° � 31112 � � � � � 32 J 12 ` i / 23 / 12 � F E i / DD = 109 � o � o � MC = 9 ° o ° o ° � � / DD = 106 � • E E 25 . . . . . . . . . . MC = 18 . . . . . . . . . . . o 0 0 . . _#20D = 34 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ; � MC = 19 . . . . . . . . . . . . . . . . . . . . . . . . . 25 E T SW = 0.8 ° o ° o ° LL = 24 . , � COM = 03 , ' T o � o � o pI = 11 • � , -#200 = 81 � � • LL = 39 . � 000 o ° o ° o � � PI = 25 • 00 • i . 000 , 0 0 , / , 000 , 00 . ° ° ° • 15 / 12 � � . 17 / 12 000 , / 00 • 30 � o � o � 30 000 00 , i 000 , i � � � � , � i , � i ' � 23 / 12 � 30 / 12 � � DD = 111 35 - � ' Mc = is� 35 ; ' � sw = os � � / ii � , � i , � i , � ii � o00 i o0 40 � o � o � 0 40 00 000 00 , � o00 00 , o00 � o0 000 � � o0 000 00 000 00 , � o 0 0 00 � � zs / iz � o ° o ° so / s 000 45 � 45 SEE FIGURE 15 FOR LEGEND AND NOTES TEST BORING LOGS FIGURE 4 �,. II �� A V�/ CLIENT Beebe Draw Farm Authority and REI LLC PROJECT NAME Pelican Lakes, Filing 2 PROJECT NUMBER 247117 PROJECT LOCATION Weld County, Colorado TEST TEST TEST TEST TEST TEST BORING BORING BORING BORING BORING BORING 19 20 21 22 23 24 ELEV. 4911 ELEV. 4900 ELEV. 4904 ELEV. 4924 ELEV. 4896 ELEV. 4872 G1 G2 G1 G4 F-3 F-2 0 0 . . . . . , • • • • • s • • • • 4 � lz • • • • • • • s • • • • • • • • • • • • . � 7J12 . � 12112 . � 9 / 12 . � . � 7 / 12 � � Zo / 12 • • MC = 1 • MC = 2 • • MC = 4 � / DD = 112 $ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . _#20D = 5 . . . . . . . . . . . . -#200 = 3. . . . . . . . . . . . . . . . . . . . . . . . . � -#200 = 6 . . . . . . . . . . . ; � � MC = 8 . . . S ' ' LL = NV ' LL = NV ' ' LL = NV / i SW = 1 .9 � , � , PI = NP � , PI = NP � , � , PI = NP � / • • • • 8 / 12 ' � � . . . . , ` , , MC = 4 , � / . ' . . -#200 = 6 . / i . � . 7 / 12 � , 8 / 12 � . 10 / 12 � • PI = NP � • 9 l 12 � � 46 l 12 • MC = 5 , MC = 2 • ' WS < 100 ` MC = 4 DD = 124 1� � � � ' � -#200 = 4 � � . -#200 = 4 � � ' � � � � � ' ' -#200 = 4 � � MC = 8 � 1� � , LL = NV • LL = NV ' � , � , LL = NV � ' COM = 03 , PI = NP ' PI = NP , , , PI = NP / / -#200 = 55 • � . • • i / LL = 25 . • • • • ii PI = 12 . . . . . . i ; . . . ' • / . . . / • 8 / 12 , � • • 6 / 12 ` i / 35 / 12 ` MC = 4 . • ` MC = 3 � DD = 118 15 • � -#zoo = s • ' -#zoo = a ' , � ; Mc = ia 15 , � LL = NV ' � , , � LL = NV . � , SW = 1 .6 . PI = NP , , . PI = NP • . . . . , i / p • . . . . � � D . . . . • i � E • . . • • E . . . . P • . ie / iz • ie 1 iz • • i4 / iz � � P T • • • Mc = s • ' � � T H 20 • . • -#zoo - 3 • • ; ; 20 H , � , , � LL = NV � . • � i . . . PI = NP . • � / I • . . • • I . . . . • ' � N • . . . • i � N . . . . • ii F . � s / is . ' , • io / iz � . � � zs / iz F E ' • • ' E E 25 • . • • • 25 E , , , . T � . . � � . � • T . . . • . , , . . . . • . . . • � • • a � 18 � 12 � 16 � 12 � � 16 � 12 � • • a 3� • , , � ° .J� . . . . . . . . . 35 � . 35 . . 9 / 12 . 40 40 45 45 SEE FIGURE 15 FOR LEGEND AND NOTES TEST BORING LOGS FIGURE 5 �,. II �� A V�/ CLIENT Beebe Draw Farm Authority and REI LLC PROJECT NAME Pelican Lakes, Filing 2 PROJECT NUMBER 247117 PROJECT LOCATION Weld County, Colorado TEST TEST TEST TEST TEST TEST BORING BORING BORING BORING BORING BORING 25 26 27 28 29 30 ELEV. 4869 ELEV. 4876 ELEV. 4883 ELEV. 4891 ELEV. 4925 ELEV. 4891 Gl FG FG FG Gl F-10 0 0 . . . . . . . . . . . ' 14 / 12 ' ' ' ' 4 / 12 ` 9 / 12 . , . . . MC _ 3 , • � � • � • � • � -#2�� = 5 � • � � , 24J12 � 12J12 � 5 / 12 • LL = NV . • , • • • PI = NP • • DD = 112 • • MC = 4 • . 5 . . . . . . . . • . . . . . . . . . . . . . . . . . . ° . . MC = 8 . . . . . . . . . • . . . . . . . . . . . . . . • -#200 = 7 . . . . . . . • . . . . . . . . . . . . . . . . . , . . . . . . . . . . . . . 5 ' • COM = 0.5 ' ' LL = NV ' ' • , • • PI = NP ' • • � • • • � • 15 / 12 • � � � � � � 8 / 12 / / 16 / 12 ' DD = 114 ' , , , i MC = 9 , � MC = 7 , � , . . � / -#200 = 72 . SW = 0.0 • 22 / 12 i / 27 / 12 � . 9 / 12 � . / � LL = 28 � � DD = 113 � DD = 114 PI = 14 . . / / 1� . � . � MC = 9 � � , � MC = 18 . . . . . . . . . . . . . . . / . . 1� ' ' COM = 03 , , SW = 1.2 � , � , / / i , i . , / . . � i � / , • • / / � . . : / . . i i � / , / . . / / � 45 / 12 � ' � • � • � 4 / 14 24 / 12 ' � DD = 122 � � ` ` MC = 4 � � DD = 118 15 � � � Mc = ii ' � � ' ' -#zoo = s ' Mc = is 15 i � SW = 0.4 ' / � i , � , � LL = NV � � COM = 0. 1 : -#200 = 75 / i / . . PI = NP � / LL = 34 i � • • � � D � i Pt = zz , i � ' � D E , � ws < ioo � � , � ' , � � E i � P � � ao / iz � � ailiz ' is / i2 • � � P T � � DD = 118 � DD = 1ll � � DD = 119 ' i T H 20 � � ; � � Mc = is � Mc = is � Mc = is • � � 20 H ' � � SW = 2.1 � � SW = 3.1 ' � COM = 0. 1 , � � � � � / � � . 1 � i i i ii , ii j N � � � � � � ' � N ' • ii ii � i � � , . � � i ii � � . F � i ss / iz � � � � • ii / iz � � v / iz F E i / DD = 113 � i � / ` � E E 25 � � Mc = ie � � . , � 25 E T , sw = i .s � �� , i � T 0 0 0 � � , ii „ oo , � 000 , � o o / • i 000 . 0o i ; , � o 0 0 , � , 00 � , � , o00 � . 0 0 �� ' i i 00o F . � � � � � � � 33 / 1255 � � 83 / 1255 0 � : � 30 / 12 • � 00 i . o00 • 00 , / ; � , o 0 0 30 � � � � 30 , , � , ii , ; . � i • — ii � • . . , ! / — , . " 22 / 12 ` 28 / 12 �/ 50 / 9 35 3> , � . , � AS �� DD = 108 MC = 19 35 l SW = 5.1 �j -#200 = 99 f� LL = 69 �j PI = 50 � � - �/ � 40 �; 40 x X X x x x so / s 45 45 SEE FIGURE 15 FOR LEGEND AND NOTES TEST BORING LOGS FIGURE 6 �,. II �� A V�/ CLIENT Beebe Draw Farm Authority and REI LLC PROJECT NAME Pelican Lakes, Filing 2 PROJECT NUMBER 247117 PROJECT LOCATION Weld County, Colorado TEST TEST TEST TEST TEST TEST BORING BORING BORING BORING BORING BORING 31 32 33 34 35 36 ELEV. 4897 ELEV. 4916 ELEV. 4912 ELEV. 4906 ELEV. 4950 ELEV. 4944 F-8 FG F-8 F-4 F-1 C-6 0 0 . . . . . . . . . . . . , • , • , • , • s / iz . � / iz . , , , , MC = 4 , , , , , , -#200 = 6 , , • • • • LL = NV • • . 9 / 12 . 9 / 12 . 8 / 12 • PI = NP • . 13 / 12 • MC = 2 • • MC = 6 • • • MC = 2 5 . _#zoo = s . . -#zoo = r . . . -#zoo - 6 5 ' LL = NV ' ' LL = NV ' ' ' LL = NV � , PI = NP � , � , PI = NP � , � , � PI = NP � � � � � � � � 9 / 12 � , 9 / 12 ` , , , , pH = 8. 1 , MC = 3 � . . . . R = 25,000 . -#200 = 5 � , , • 6 / 12 , • 10 / 12 , , g � lz ' W5 = 400 • LL = NV ' g ( 12 CL = 0.0026 PI = NP • MC = 4 • MC = 3 • • • . pH = 8.6 10 • -#zoo = � • -#zoo = e • • • • R = io,zoo 10 � , LL = NV � , LL = NV � , � , � , ' WS < 100 , PI = NP , PI = NP , , , � � CL = 0.0042 . . . . . , . . . . . , . . . . . , . . . . . , . . . . . , • • S / 12 • • 6 / 13 • 7 / 12 . 6 / 12 ` ` MC = 4 ` ` ` • MC = 3 15 • • -#zoo = s ' ' ' • -#zoo = z 15 , � , � LL = NV , � , � , � ' LL = NV . . PI = NP . . . , PI = NP . . . . . , D ' ' ' ' • D ° • • • • • E ° • • • • E . a • • • • � P ° 26 / 12 • ` 10 / 12 • • • P T , � � � rtc = z � � , T H 20 , • • -#zoo - a • • . 20 H • ' , LL = NV , , � , ° , . PI = NP • • , I ° • • • I . . N • . . . N . . s � � � a • • � • • • � • , • • • � F ' , iz / iz • • s / iz • s / iz • s / iz F E • , • ' ' Mc = i ' Mc = � • E E 25 , • ' . -#zoo - z • . -#zoo = s . 25 E ' ' . LL = NV . LL = NV T - � , • PI = NP • PI = NP T . . ` i , . . . � / . . . . . / ` . . . � 20 / 12 • 12 / 12 ' ' i / . . . 30 • • 30 . . . . . . . . . . . . . • a . 24 / 12 ' 22 / 12 • a 35 ' , 35 s a s a s a s a s 4� � 4� , s a � s � a s / � � � 27 � I? 45 � 45 SEE FIGURE 15 FOR LEGEND AND NOTES TEST BORING LOGS FIGURE 7 �,. II �� A V�/ CLIENT Beebe Draw Farm Authority and REI LLC PROJECT NAME Pelican Lakes, Filing 2 PROJECT NUMBER 247117 PROJECT LOCATION Weld County, Colorado TEST TEST TEST TEST TEST TEST BORING BORING BORING BORING BORING BORING 37 38 39 40 41 42 ELEV. 4927 ELEV. 4912 ELEV. 4960 ELEV. 4919 ELEV. 4896 ELEV. 4888 G2 F-4 C-6 G4 FG G2 0 0 . . . . . . . . . . . . ' 5 / 12� ' ' 6 / 12 ' ' ' 4 / 12� � , MC = 4 � , � , MC = 1 � , � , � , , -#200 = 8 , , -#200 = 6 , , , • LL = NV • • LL = NV • • • • PI = NP . 8 / 12 • PI = NP . 9 / 12� . 12 / 12 . • • MC = 4 • • MC = 4 • MC = 2 • 5 . . -#zoo = 6 . . -#zoo = s . -#zoo = s . 5 ' ' LL = NV ' ' LL = NV ' LL = NV ' � , � , PI = NP � , � , PI = NP � PI = NP � . � � 6112 � � � , 8 / 12 � � ` � � 5 / 12 , MC = 3 , , MC = 2 , � � , MC = 3 . -#200 = 6 . . -#200 = 4 . , . -#200 = 4 • LL = NV • • LL = NV • . • LL = NV ' PI = NP • 6 / 12 • PI = NP • 4 / 12 . 6 / 12 • PI = NP • • LL = NV • • . • 1� . . . . . . . . PI = NP. . . . . . . . . . . . . , . . . . . . . . . . . . 1� . . . . , . . . . . , . . . . . , . . . . . , . . . . . , . . . . . , . . . . . , . . . . . , • 7 / 12 • • 10 / 12 • 10 / 12 . � � 19 / 12 15 • • • #zoo3 a ' #zoo3 s • � . 15 , � , � , � LL = NV , � LL = NV ' • . . . . PI = NP . PI = NP , • . . . . , . . D ' ' ' ' • D . . . . , . . . . . , . . . . • . P . , 6 � 12 . , i2 / iz ' P T • • • ' � / MC = 19 � . T H 20 • • • • � -#zoo = ss 20 H ' , , . i LL = 3D � � � � . . • i PI = 15 / i I . . . . , i � I . . , i . � N . . . � i � . , . . . � � i . . . F � , is / iz • • io / iz • ze / iz � i � zz / iz F E • ` � � � � � / DD = 109 E E 25 . . • • � Mc = is 25 E � � ' SW = 0.4 T . • . � • ' , ' � ws = zoo T . . . � i � , . i a • • • � � � / • � • • — • • • � , � � IJr � I? , � • 27 / I? � ' . • s 'J 3o s a • , , � . .J0 , . O s • � ' • • • • � • • O • • , � 21 / 12 , � 13 / 12 ° " . 24 / 12 MC = 12 35 � � � -#zoo = io 35 LL = NV PI = NP 40 40 45 45 SEE FIGURE 15 FOR LEGEND AND NOTES TEST BORING LOGS FIGURE 8 �,. II �� A V�/ CLIENT Beebe Draw Farm Authority and REI LLC PROJECT NAME Pelican Lakes, Filing 2 PROJECT NUMBER 247117 PROJECT LOCATION Weld County, Colorado TEST TEST TEST TEST TEST TEST BORING BORING BORING BORING BORING BORING 43 44 45 46 47 48 ELEV. 4896 ELEV. 4919 ELEV. 4870 ELEV. 4849 ELEV. 4825 ELEV. 4818 F-3 C-6 F-1 F-1 F-1 F-2 0 0 . . . . . . . . . . . . • . � / iz . • io / iz • • . . . . , • • , MC = z . . . ' ' . -#200 = 8 . . . � SJ12 ' ' 14 / 12 . • LL = NV . � 10 / 12 . � 8 / 12 � M� - z PI = NP . . 5 . • , ' -#zoo = 9 . . . 5 ' ' LL = NV ' ' ' . . . . . . . . PI = NP . . . � � � � 14 / 12 ` � � 6 / 12 � � � , , MC = 1 � � , MC = 4 ` , . . -#200 = 4 , . -#200 = 7 ' � . 10112 � • PI = NP � . 5 / 12 � • PI = NP � , 14 / 12 � i 20112 DD = 107 10 � � � • � -#zoo = a � � � � � • � � � � � � � � � � � • � � � • � � . -#zoo = z� ; � Mc = ie 10 � , LL = NV � , ' , � , • LL = NV � , COM = 03 , PI = NP , , ' PI = NP a � • • • • • • • • � • • • • • � � • • • • � • • • • , 9 / 12 • , 11 / 12 � , 22 / 12 � � 12 / 12 , � , � 23 / 12 ` MC = 3 ` , DD = 114 , . . DD = 116 15 • -#zoo = s ' • Mc = iz . • • Mc = s 15 . . , LL = NV , � a COM = 0.3 • • ° COM = 0.7 . PI = NP . • • . . i / . i • s D ' ' � � � � D � � a E � � � � � E . , . i , i . P ' , , • � , ' � zi / iz ' P T , � / , ' / DD = 109 ' / T H 20 , • � . � � Mc = is � , Zp H • . � � • � sw = o.a � � 1 ' . , • � % � . � , % LLz� 46 70 / � 1 ° ° ° PI = 32 nf N , oo — � • � i i � 000 . oo . 00o i _ i • o o a / � � , ' zs / iz � ° � ° � Mc� i� , � ie / iz , is / iz „ ; � is / iz � , o00 , E 25 00000 _#zoo = a � , � 25 E ° ° ° LL = NV ' � T ° o ° o ° PI = NP ' i T 000 . 00 / , � � / 000 00 — 000 00 0 0 0 � o , . ` � .O' � 22 / S 2 . � / 30 • � � 30 . � � . . , � . . . , � � • i4 / iz � i zs / iz � MC = 5 35 , ' -#zoo = s 35 • LL = NV • PI = NP . . . . . . . 40 • , 40 . . . . . , ' ie / iz 45 ' 45 SEE FIGURE 15 FOR LEGEND AND NOTES TEST BORING LOGS FIGURE 9 �,. II �� A V�/ CLIENT Beebe Draw Farm Authority and REI LLC PROJECT NAME Pelican Lakes, Filing 2 PROJECT NUMBER 247117 PROJECT LOCATION Weld County, Colorado TEST TEST TEST TEST TEST BORING BORING BORING BORING BORING 49 50 51 52 53 ELEV. 4853 ELEV. 4844 ELEV. 4860 ELEV. 4842 ELEV. 4835 G1 FG G 11 F-3 F-2 0 0 . , . . . • a a • • ' 23 / 12 ' ' 7 / 12 • • � , MC = 3 � . � . M� = 4 � . � . '#2�� = I? a a -#?OO = 7 ♦ • ' LL = NV • • LL = NV • • � PI = NP . 10 / 12 • PI = NP . 6 / 12 . Zl / 12 � • MC = 3 • • • MC = 4 $ . . . . . . . • . . . . . . . . . . . . . . . . . . . . -#200 = fi . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . � -#200 = 49 . . . S . ' LL = NV ' ' ' LL = NV . • ' , PI = NP ' � , � PI = NP . 8112 ' ` 16 / 12 ' • � MC = z a • a . • , . ' -#200 = 4 . , . , � , LL = NV ' . 16l12 ' , , • 6l12 � , 7J12 , PI = NP 1� . . . . ` . . . � • #2003 7 . ' , . . . . . . . . . . . . , • #2004 6 � . . . . . . . . . 1� • � LL = NV ' � LL = NV ' • . � PI = NP , ° . � PI = NP � • . . , . , a e • � • • � • � • • � • � • • � • � , � I2 � I? • • I2 � I? • rJ / I? • C ` • MC = 2 ` • C 1J , • � ° -#?OO = SD , � � J � e , ° LL = NV � � , , . ' . , PI = NP . , a e • � • D ' ° ' D . . . , , . , , , . . . P ' � • is / iz ' . � • ' is / iz P T ' . • • • . ' Mc = s T H 20 , • . • . -#zoo = z9 20 H . • � i , , , LL = NV ` . , � / ` PI = NP . . , • . . . N • ' � � N , • . . , � . . . , • • � / ° F � • zo / iz • ° ie / iz zo / iz s F E . MC = 3 � ` � � MC = 14 � E E 25 , _#zoo = is • . _#zoo = �s • 25 E ' LL = NV . , LL = 29 . T � PI = NP • . PI = 12 • T . a e s • • � • • • � • • • � • • • � • • . ' 19 / 12 • ' 24 / 12 • a 30 . • • • 30 . . . • � a • ° • � • � • / � • � / 39 / 12 ` 22 / 12 . 35 � ° 35 40 40 45 45 SEE FIGURE 15 FOR LEGEND AND NOTES TEST BORING LOGS FIGURE 10 �,. II �� A V�/ CLIENT Beebe Draw Farm Authority and REI LLC PROJECT NAME Pelican Lakes, Filing 2 PROJECT NUMBER 247117 PROJECT LOCATION Weld County, Colorado TEST TEST TEST TEST TEST BORING BORING BORING BORING BORING 54 55 56 57 58 ELEV. 4846 ELEV. 4826 ELEV. 4829 ELEV. 4815 ELEV. 4827 G6 F-1 F-2 G 11 G 12 0 0 . , . . . • a • • ' 8 / 12 ' • • 17J12 • 14J12 • MC = z . . . . . � -#200 = 6 ' • • • LL = NV � ° � � • , PI = NP ' , 19 / 12 e ° 12 / 12 , • , • • . DD = 102 , MC = 2 . . 5 . . . . . . . . • . . . . . . . . . . . . . . . . . . . . . . . . MC = 7 . . . . . . . . . . . . . . . . . . e . ._#200 = 11 . . . . . . . . . . . . . . � . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 ' • COM = 0.4 • LL = NV ` ' � , ' PI = NP � . s • • � 10 / 12 � ' ` ` 10 / 12 � 9 / 12 , � MC = 4 / e ° � ` MC = 6 , � MC = 5 . -#200 = 6 i i , , -#200 = 39 . -#200 = 35 • LL = NV i / . . LL = NV • LL = NV ' PI = NP � , 50111 , 4J12 • pI = NP ' PI = NP • DD = 124 . . • 1� . . . . . . / MC = B . . . , . . . . . . . . . . . , . . . . . . . . . . . . . . . 1� • � � SW = 3. 1 • • • , � � � -#200 = 70 � � , � . . • ' / LL = 35 , , • • � PI = 22 . , • . , . . . / . . i / , / / / / • 6 / 12 � / / / D / 12 i / 15 / 12 15 • � • � � � � 15 , , / ; • i / • i / � ii . . - i i i i ; . . p , i . � i ii p • i , i / i E ' � i ' � i ii E P � . � � � zi / iz - ze / iz � � � � P T ` / pH = BJ ' DD = 115 � / '" / T H 2� . . . • . . . . . . . . . . . . . ; � R = 1,300 . . . . . . . . . ' � MC = 13 . . . . . . . . . ; . . . . . . . . . . . . . . � ; . . . . . . . . . . 20 H ' i / WS < 100 , SW = 0J i / � i I ' , � � a = o.00io . , � � � • i ' � � i � i 1 N ' i " . � - i � i � N . - - . � i • � i ii F � , zz / iz � � • � � ia / iz � � is / iz F E • � / / � � DD = 107 � � DD = 1ll E E 25 . , , Mc = v � ; Mc = v 25 E � � � � i � � SW = 0.0 � � COM = 0.4 T . ' ' � — � i � � -#zoo = �o � � -#zoo = es T • �] / � , i / LL = 30 / / LL = 35 • - / � � / PI = 1S / i = . i / � / ; / / . . � / � � / • / SS � S? � / SS � S? 0 � �. � / / 30 � � � ` � � 30 • o . � � ii • i ; . o � '. i / . 0 0 0 / i ° � ° � ° '� � � ; / 0 o O, 0 0 0 , i 00 000 � ° � ° � 50 / 12 ° " . 19 / 12 � � 1S / 12 � � � � � MC = 10 � / i 35 � o � o � -#zoo = as � 35 ° o ° o ° LL = 26 ° � ° � ° PI = 13 000 00 000 00 000 00 000 00 000 00 000 00 000 00 40 0 0 0 40 i � i , � 2 � zz / iz 45 45 SEE FIGURE 15 FOR LEGEND AND NOTES TEST BORING LOGS FIGURE 11 �,. II �� A V�/ CLIENT Beebe Draw Farm Authority and REI LLC PROJECT NAME Pelican Lakes, Filing 2 PROJECT NUMBER 247117 PROJECT LOCATION Weld County, Colorado TEST TEST TEST TEST TEST BORING BORING BORING BORING BORING 59 60 61 62 63 ELEV. 4837 ELEV. 4831 ELEV. 4900 ELEV. 4895 ELEV. 4919 G8 G2 G 16 G 11 C-4 0 0 . , . , . • a a s • • • • 8 / 12 ' ' 6 / 12 • a a s • • • • ♦ • • • • i • • • • ♦ • . 6 / 12 . 11 / 12 . . 22J12 . • MC = 5 • MC = 5 • • • 5 . _#zoo = zi . -#zoo = ss . , . 5 ' LL = NV ' LL = 21 ' ' ' � , PI = NP ' , PI = NP ' , � � , � , o �o o � 16 / 12 i / � , 5 / 12 , o ° o , o i / pH = 8.6 � / , � ` � ` � ! R = 2,900 . / / � ' 12 / 12 � ' � ' � 40 / 12 � � W5 = 100 / 13112 � • , � / CL = 0.0010 , , � �' � �' � � � DD = 113 • 1 0 ' . . . .. .. . . . . . . . . . . . . . � . . . . ; i MC = 12 . . . . . . . 1 0 . ° �' ° �' ° / i � COM = 01 � . o , o , o . i / i . o , o , o • � / . „ i / , o00 , , � / , , o0o i / . , o , o , o / / / • • / / / / � ' ' 29 / 12 � / 29 / 12 � i / 16 / 12 � � MC = 12 � � DD = 114 � � DD = 112 15 � i � ' , -#zoo = s� � , Mc = ie � � � ; Mc = is 15 � i . LL = 29 , �, SW = 0J � � , , COM = 03 � � PI = 16 � -#200 = 91 � � -#200 = 54 � ' � � LL = 42 i / � � LL = 24 p � � � PI = 27 % i � � PI = B p . � ; E � i . i / E , „ , ii � 2i / i2 • � � � i 2a / iz � � P T , � DD = 116 � , � / � / DD = 112 � / T � Z0 . . . . , , . MC = 15 . . . . . . � . . . . . . . . . . . . . . . . . MC = 16 . . . . . . . / � . . . . . . . . . . 20 �„� ' � COM = 0. 1 � i / � SW = 0.D / / / -#200 = 66 • 1 ! LL = 31 ' � � � ' � / � 1 N ii P� = v , i � � - ii N , � , � i • F � ' , zs / iz � � so / ii ' � ; � is / iz F E 25 , i , �� = iie � � �� = ii� E E Mc = ia , , Mc = is 25 E � " SW = 2. 1 / ' � COM = 0J T ii � � ii T � � i � � ii � i o 0 0 i � i ; � � � , � , � � i i o .' o .' o � _ „ 000 / ; � 23 / 12 " / ' 50 / 9 / / i / ' � 30 0 ., 0 � 0 � — ! � 30 o , o 0 , ., 000 � ; , ., 0 0 0 , � o , o , o ; o , o , o � ; ii ; , i ; � / 28 / 12 � � 23J12 i � 35 ' ' � � 35 40 40 45 45 SEE FIGURE 15 FOR LEGEND AND NOTES TEST BORING LOGS FIGURE 12 �,. II �� A V�/ CLIENT Beebe Draw Farm Authority and REI LLC PROJECT NAME Pelican Lakes, Filing 2 PROJECT NUMBER 247117 PROJECT LOCATION Weld County, Colorado TEST TEST TEST TEST TEST BORING BORING BORING BORING BORING 64 65 66 67 68 ELEV. 4922 ELEV. 4895 ELEV. 4898 ELEV. 4897 ELEV. 4863 C-7 F-5 C-9 GS C-9 0 0 . , . . . • a a • • • • 6 / 12 ' ' • • a a • , , MC = 5 , , • • a -#2�� = 1� a • , • • LL = NV • • � . 6 / 12 , pI = Np . 12 / 12 . 7 / 12 ' 15 / 12 • MC = 3 • • • 5 • -#2�� = 6 a a • , � C .� ' LL = NV ' ' ' • • a a • , PI = NP . . . ' . � � ' � 9 / 12 ° . � . . . MC = 6 , ° . . -#200 = 9 � / ' • • LL = NV � / � � � � . 4 / 12 ` PI = NP � � 19112 i � 26112 ' / 28112 • • DD = 104 i DD = 112 / i DD = 109 1� . . . . . . . . . . . . . . . . . . . . . . . . . . . . .� � � MC = 19 . . . � MC = 18 . . . . � , � MC = 16 1� , , SW = 0. 1 � , SW = 0.4 i SW = 0.1 , , � � -#200 = 77 -#200 = 75 , , • • � � LL = 43 � � LL = 46 � � • • � / PI = 28 � PI = 31 / � . . � / � / / / . . / . i • i i 19 / 12 i � i / / / • i ; / � � 15 • , � , � �, � � i � � 15 . i ; � ; / . � , � � � / / / • � i i i i / � , ' , � - � i ii D E • ' � i � E P • zo / iz • ' zs / iz � � v / iz � � 2s / iz P T / MC = 15 � � MC = 5 � DD = 114 � � DD = 108 T H 20 i � -#zoo = �z • ' , -#zoo = i9 � i Mc = ia ' � � Mc = is � � 20 H i / LL = 27 . � LL = 27 � � SW = 0.4 ' SW = 0.4 j � / PI = 12 � ' PI = 15 � / � � . � i i i j N � " � � � � � � N , , � i � i • � i F • � i ii � � ' so / iz � � � i � F E i , ii �, ii E � . � „ E �5 � 25 E T , � , ' , � � i � � T i • � i i i � � • � , � ii � i , � i � � � � � , � � i ii � 17 / 12 � i � 24 / 12 ' 43112 � � 15 / 12 30 � ; ; � � � r�ic = is� � � 30 � � sw = o.� - , � i � is / iz 35 ' � 35 � � - � i � i , � i � i 40 ' � 40 � i � o' 3S / 12 � 45 45 SEE FIGURE 15 FOR LEGEND AND NOTES TEST BORING LOGS FIGURE 13 �,. II �� A V�/ CLIENT Beebe Draw Farm Authority and REI LLC PROJECT NAME Pelican Lakes, Filing 2 PROJECT NUMBER 247117 PROJECT LOCATION Weld County, Colorado TEST TEST TEST TEST TEST BORING BORING BORING BORING BORING 69 70 71 72 73 ELEV. 4859 ELEV. 4859 ELEV. 4895 ELEV. 4840 ELEV. 4832 GS GS C-4 FG FG 0 0 . , . , , , . . ` ' i . 20 / 12 , • • . , / / • MC = 4 • ' -#200 = 21 ' � � � . . � � , LL = NV � 20 / 12 � 8 / 12� � 29 / 12 / i Zl 12 . PI = NP , � • � f • MC = 5 • MC = B � i 5 • . -#zoo = s , -#zoo = ae 5 ' / ; ' LL = NV ' LL = 32 � , i / , � , PI = NP � , PI = 18 ,- � � � 34 / 12 , / � o �o o / / � DD = 119 � " i / , o00 / ' / MC = 10 , o .' o .' o / , i / SW = 03 � � , , i i WS < 100 / 24 l 12 � • 5 l 13 � ' � ' � 41 l 12 � � 19 l 12 � i DD = 118 • MC = 7 � �' � �' � MC = 7 � � DD = 110 � � MC = 13 ' -#200 = 5 � � � � � � � ° �' ° �' ° _#200 = 47 � MC = 14 � 1� 10 � , � � � � � SW = 0.0 � , LL = NV ° �' ° �' ° LL = 26 / / COM = 0. 1 � � PI = NP " � " " PI = 14 / i -#200 = 73 � � � � � � � � LL = 34 � . , � i PI = 20 � , . � / � � / ; i / � � � ! / . i , ii 36 / 12 � • � � � , 21 / 12 ; DD = 113 ' � ` / DD = 108 1 $ � / � MC = 15 � � ' i / � MC = 19 15 � � SW = 13 i � , � ii � � SW = 0.0 � � : . � � � � -#200 = 84 , � / • i � � LL = 43 p • � � Pi = v p � i , i / - E i / i i . � i � � E T " , � � / �iiz • � s / iz � ; 26 / i2 � � T H 20 , � � Mc = v • � i � � 20 H � i ' ' sw = i.� ' , ' � ; , � � � -#zoo = ss . � � 1 ; ' / LL = 54 • / � , , 1 �J � � � / PI = 38 ' i / - . �f i / � � . % / . i i ' ` / / ' F , zz / iz , . • , i9 / iz F E 25 n ! • , • , , ; • 25 E T � " ' � ' T i i , , . . . . , / o o �o • , , ., i � o 0 0 • . o . o , o • . i i o , o , o • / � ' � ' � 44 / 12 SS ' 10 / 12 • 1S / 12 „ i / o 0 0 30 � � o ., ., • • 30 � � , � � � � , � zz / iz 35 35 40 40 45 45 SEE FIGURE 15 FOR LEGEND AND NOTES TEST BORING LOGS FIGURE 14 -_-� � CLIENT Beebe Draw Farm Authority and REI LLC PROJECT NAME Pelican Lakes, Filing 2 PROJECT NUMBER 247117 PROJECT LOCATION Weld County, Colorado SOIL DESCRIPTIONS ABBREVIATIONS � DD Dry density of sample, pounds per cubic foot (pcfl Topsoil , clay, sandy, organic MC Moisture content, percentage of dry weight of soil (%) SW Swell under a surcharge of 1000 pounds per square foot (ps� , , upon wetting (%) Clay, stiff to very stiff COM Compression under a surcharge of 1000 psf upon wetting (%) UC Unconfined compressive strength (psf� • • Sand, loose -#200 Percent passing the No. 200 sieve (%) LL Liquid Limit PI Plasticity Index • , • Sand, medium dense, silty NP Nonplastic NV No Value � � Sand, medium dense, silty, clayey pH Acidity or alkalinity of sample �� R Resistivity (ohms-cm) 0 0 0 o WS Water soluble sulfates, parts per million (ppm) 000 ° ° ° ° Sand dense to ve dense silt o � ` � � ° � , ry , y CL Chlorides ( /o) � o 0000 x/y x blows of a 140-pound hammer falling 30 inches were required � , . to drive a 2 . 5-inch outside diameter sampler y inches �, �,° . Sand and gravel, medium dense to dense x/y SS x blows of a 140-pound hammer falling 30 inches were required to drive a 2 . 0-inch outside diameter sampler y inches C-x Depth of cut to grade of x feet � ' Sand and gravel, dense to very dense F-x Depth of fill to grade of x feet � , FG Finished grade NR No sample recovered �� Claystone (Bedrock), hard to very hard ND No drive taken i Bounce Sampler bounced during driving X X Siltstone (Bedrock), hard to very hard B Bulk sample AS Auger sample � Well to very well cemented layer � Practical drilling refusal � Water level at time of drilling � Caved depth at time of drilling � Water level 1 to 4 day(s) after drilling n Caved depth 1 to 4 day(s) after drilling Notes: 1 . Test borings were drilled March 3, 2025 to March 18, 2025. 2. Locations of the test borings were staked by others at locations chosen by AGW. 3. The horizontal lines shown on the logs differentiate materials and represent the approximate boundaries between materials. The transitions between materials may be gradual . 4. Elevations and cut/fill depths were obtained from information provided by others and were rounded to the nearest foot. 5. Test boring logs shown are subject to the limitations, explanations, and conclusions of this report. LEGEND AND NOTES FIGURE 15 APPENDIX LABORATORY TEST RESULTS SUMMARY OF LABORATORY TEST RESULTS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . TABLE A- 1 SWELL-CONSOLIDATION TEST RESULTS . . . . . . . . . . . . . . . . . . . . . . . . . . . . FIGURES A- 1 THROUGH A- 27 GRADATION AND AITERBERG TEST RESULTS . . . . . . . . . . . . . . . . . . . FIGURES A- 28 THROUGH A-89 Geotechnical Due Diligence Study Beebe Draw Farm Authority and REI LLC Pelican Lakes, Filing 2 April 29, 2025 AGW Project Number 247117 Appendix � ,.�, � '��, TABLE A- 1 Project Number 247117 ��' A ,`�� SUMMARY OF LABORATORY TEST RESULTS Pelican Lakes, Filing 2 ��s' Weld Coun Colorado April 29, 2025 ry' 1 of 7 Atterberg Natural Swell / Water Test Dry Natural Consolidation Swell % Passing Liquid Plasticity Soluble Boring Depth Density Moisture (-) Pressure #200 Limit Index Resistivity Sulfates Chlorides Number feet Soil T e % % 1 s Sieve LL PI H ohm•cm m % 1 9 Sand, very silty 6 31 NV NP 1 19 Clay, sandy 104 21 1 . 6 4,300 2 4 Sand, slightly silty 3 8 NV NP 2 9 Sand, silty 8. 4 22, 000 100 0 . 0007 2 14 Sand, silty 6 16 NV NP 3 4 Sand, slightly silty 3 7 NV NP < 100 3 19 Sand, silty 7 17 NV NP 4 9 Sand, slightly silty 6 13 NV NP 4 19 Sand, very clayey 16 39 24 13 5 4 Sand, slightly silty 5 6 NV NP 5 14 Sand, slightly silty 5 7 NV NP 6 4 Sand, slightly silty 4 8 NV NP 6 9 Sand, trace silt 3 4 NV NP 6 29 Clay, sandy 105 17 -0 . 5 NA 7 7 Sand, slightly silty 5 7 NV NP 7 24 Clay, sandy 18 77 27 12 8 4 Sand, silty 5 17 NV NP 8 19 Clay, very sandy, trace gravel 14 64 33 20 9 14 Clay, sandy 114 16 0 . 3 2, 200 9 24 Sand, gravelly, slightly clayey 4 12 23 11 10 9 Sand, very silty, very clayey (lens) 115 10 -0 . 7 NA 49 25 7 10 19 Clay, very sandy 115 12 -0 . 1 NA 11 2 Sand, slightly silty 4 8 NV NP 11 14 Clay, sandy 108 19 0 . 1 1 ,800 �� TABLE A- 1 Project Number 247117 �;�' A ``�� SUMMARY OF LABORATORY TEST RESULTS Pelican Lakes, Filing 2 April 29, 2025 Weld County, Colorado 2of7 Atterberg Natural Swell / Water Test Dry Natural Consolidation Swell % Passing Liquid Plasticity Soluble Boring Depth Density Moisture (-) Pressure #200 Limit Index Resistivity Sulfates Chlorides Number feet Soil T e % % 1 s Sieve LL PI H ohm•cm m % 12 4 Sand, trace silt 5 4 NV NP 12 9 Sand, trace silt 4 3 NV NP 13 9 Clay, sandy 100 22 -0 . 1 NA 13 14 Clay, slightly sandy, trace gravel 104 21 0 .4 2,300 88 50 33 13 24 Clay, slightly sandy 109 18 0 . 8 3,000 14 2 Sand, slightly silty 2 8 NV NP 14 14 Sand, slightly silty 4 6 NV NP 14 24 Sand, very clayey 9 34 24 11 15 4 Sand, slightly silty 2 6 NV NP 15 14 Sand, slightly silty 2 8 NV NP 16 4 Sand, trace silt 9. 0 25, 000 < 100 0 . 0004 16 9 Sand, trace silt 3 4 NV NP 17 7 Sand, trace silt 2 3 NV NP 17 24 Clay, sandy 106 19 -0 . 3 NA 81 39 25 17 34 Clay, sandy 111 18 0 . 5 2,200 18 4 Sand, trace silt 3 4 NV NP 18 19 Sand, slightly silty 3 5 NV NP 19 9 Sand, trace silt 5 4 NV NP 19 14 Sand, trace silt 4 3 NV NP 20 4 Sand, slightly silty 1 5 NV NP 20 9 Sand, trace silt 2 4 NV NP 21 4 Sand, trace silt 2 3 NV NP 21 19 Sand, trace silt 3 3 NV NP 22 7 Sand, slightly silty 4 6 NV NP < 100 l PaIT TABLE A 1 Project Number 247117 ��' � ``�� SUMMARY OF LABORATORY TEST RESULTS Pelican Lakes, Filing 2 � April 29, 2025 Weld County, Colorado 3 of 7 Atterberg Natural Swell / Water Test Dry Natural Consolidation Swell % Passing Liquid Plasticity Soluble Boring Depth Density Moisture (-) Pressure #200 Limit Index Resistivity Sulfates Chlorides Number feet Soil T e % % 1 s Sieve LL PI H ohm•cm m % 22 14 Sand, slightly silty 3 6 NV NP 23 4 Sand, slightly silty 4 6 NV NP 23 9 Sand, trace silt 4 4 NV NP 24 4 Clay, sandy 112 8 1 . 9 5,400 24 9 Clay, very sandy 124 8 -0 . 3 NA 55 25 12 24 14 Clay, sandy 118 14 1 . 6 5,700 25 7 Sand, clayey 114 7 0 . 0 NA 25 14 Clay, sandy 122 11 0 .4 2,000 75 34 22 < 100 25 24 Clay, sandy 113 16 1 . 3 4,200 26 4 Sand, clayey 112 8 -0 . 5 NA 26 9 Sand, clayey 113 9 -0 . 3 NA 26 19 Clay, sandy 118 13 2 . 1 7, 100 27 9 Clay, sandy 114 18 1 . 2 6,500 27 19 Clay, sandy 117 15 3 . 1 13, 700 28 4 Sand, slightly silty 4 7 NV NP 28 19 Clay, sandy 119 15 -0 . 1 NA 29 2 Sand, slightly silty 3 5 NV NP 29 14 Sand, slightly silty 4 5 NV NP 30 7 Clay, sandy 9 72 28 14 30 14 Clay, sandy 118 13 -0 . 1 NA 30 34 Claystone, trace sand 108 19 5 . 1 10, 300 99 69 50 31 4 Sand, slightly silty 2 8 NV NP 31 9 Sand, slightly silty 4 7 NV NP 32 9 Sand, slightly silty 3 6 NV NP R � '�e TABLE A- 1 Project Number 247117 � SUMMARY OF LABORATORY TEST RESULTS Pelican Lakes, Filing 2 ; ��' Weld Coun Colorado April 29, 2025 ry' 4of7 Atterberg Natural Swell / Water Test Dry Natural Consolidation Swell % Passing Liquid Plasticity Soluble Boring Depth Density Moisture (-) Pressure #200 Limit Index Resistivity Sulfates Chlorides Number feet Soil T e % % 1 s Sieve LL PI H ohm•cm m % 32 14 Sand, slightly silty 4 5 NV NP 33 4 Sand, slightly silty 6 7 NV NP 33 19 Sand, trace silt 2 4 NV NP 34 2 Sand, slightly silty 4 6 NV NP 34 7 Sand, slightly silty 8. 1 25, 000 400 0 . 0026 34 24 Sand, trace silt 1 2 NV NP 35 7 Sand, slightly silty 3 5 NV NP 35 24 Sand, trace silt 2 3 NV NP 36 4 Sand, slightly silty 2 6 NV NP 36 9 Sand, slightly silty 8. 6 10, 200 < 100 0 . 0042 36 14 Sand, trace silt 3 2 NV NP 37 2 Sand, slightly silty 4 8 NV NP 37 7 Sand, slightly silty 3 6 NV NP 38 4 Sand, slightly silty 4 6 NV NP 38 9 Sand, slightly silty NV NP 39 2 Sand, slightly silty 1 6 NV NP 39 7 Sand, trace silt 2 4 NV NP 39 14 Sand, trace silt 3 4 NV NP 40 4 Sand, slightly silty 4 8 NV NP 40 14 Sand, trace silt 3 3 NV NP 41 4 Sand, slightly silty 2 8 NV NP 41 19 Clay, sandy 19 85 30 15 42 7 Sand, slightly silty 3 4 NV NP 42 24 Clay, sandy 109 19 0 .4 2,600 200 � ,.�, � '��, TABLE A- 1 Project Number 247117 ��"�' SUMMARY OF LABORATORY TEST RESULTS Pelican Lakes, Filing 2 -s`� Weld Coun Colorado April 29, 2025 ry' 5 of 7 Atterberg Natural Swell / Water Test Dry Natural Consolidation Swell % Passing Liquid Plasticity Soluble Boring Depth Density Moisture (-) Pressure #200 Limit Index Resistivity Sulfates Chlorides Number feet Soil T e % % 1 s Sieve LL PI H ohm•cm m % 42 34 Sand, slightly silty, trace gravel 12 10 NV NP 43 9 Sand, trace silt 4 4 NV NP 43 14 Sand, trace silt 3 3 NV NP 44 7 Sand, trace silt 1 4 NV NP 44 24 Sand, slightly silty 5 6 NV NP 44 34 Sand, slightly silty 5 5 NV NP 45 4 Sand, slightly silty 2 9 NV NP 45 14 Sand, clayey 114 12 -0 . 3 NA 46 2 Sand, slightly silty 2 8 NV NP 46 7 Sand, slightly silty 4 7 NV NP 47 9 Sand, silty 6 27 NV NP 47 19 Clay, very sandy 109 18 0 .4 2,000 70 46 32 48 9 Clay, sandy 107 16 -0 . 3 NA 48 14 Sand, clayey 116 8 -0 . 7 NA 49 2 Sand, slightly silty 3 12 NV NP 49 7 Sand, trace silt 2 4 NV NP 49 24 Sand, silty 3 15 NV NP 50 4 Sand, slightly silty 3 6 NV NP 50 9 Sand, slightly silty 3 7 NV NP 51 2 Sand, slightly silty 4 7 NV NP 51 14 Sand, slightly silty 2 10 NV NP 52 9 Sand, slightly silty 4 6 NV NP 52 24 Clay, sandy 14 73 29 12 53 4 Sand, very silty 4 49 NV NP � �-=„ � � \ TABLE A 1 Project Number 247117 ��' A ` 1�� SUMMARY OF LABORATORY TEST RESULTS Pelican Lakes, Filing 2 April 29, 2025 Weld County, Colorado 6of7 Atterberg Natural Swell / Water Test Dry Natural Consolidation Swell % Passing Liquid Plasticity Soluble Boring Depth Density Moisture (-) Pressure #200 Limit Index Resistivity Sulfates Chlorides Number feet Soil T e % % 1 s Sieve LL PI H ohm•cm m % 53 19 Sand, silty 5 29 NV NP 54 2 Sand, slightly silty 2 6 NV NP 54 7 Sand, slightly silty 4 6 NV NP 54 34 Sand, very clayey, trace gravel 10 45 26 13 55 4 Sand, clayey 102 7 -0 .4 NA 55 9 Clay, very sandy 124 8 3 . 1 13,600 70 35 22 55 19 Clay, sandy 8. 7 1 ,300 < 100 0 . 0010 56 4 Sand, slightly silty 2 11 NV NP 56 19 Sand, clayey 115 13 0 . 7 1 ,600 57 7 Sand, very silty 6 39 NV NP 57 24 Clay, sandy 107 17 0 . 0 NA 70 30 18 58 7 Sand, very silty 5 35 NV NP 58 24 Clay, very sandy, trace gravel 111 17 -0 .4 NA 68 35 22 59 4 Sand, silty 5 21 NV NP 59 19 Clay, very sandy 116 15 -0 . 1 NA 66 31 17 60 4 Sand, very silty 5 35 21 NP 60 14 Clay, very sandy (lens) 12 57 29 16 61 7 Clay, sandy 8. 6 2,900 100 0 . 0010 61 14 Clay, slightly sandy 114 16 0 . 7 2,200 91 42 27 61 24 Clay, slightly sandy 116 14 2 . 1 6,900 62 9 Clay, very sandy 113 12 -0 . 1 NA 62 19 Clay, very sandy 112 16 0 . 0 NA 63 14 Clay, very sandy 112 15 -0 . 3 NA 54 24 8 63 24 Clay, very sandy 112 18 -0 . 7 NA � ..�, TABLE A 1 Project Number 247117 �' SUMMARY OF LABORATORY TEST RESULTS Pelican Lakes, Filing 2 � �� Weld Coun Colorado April 29, 2025 ry' 7of7 Atterberg Natural Swell / Water Test Dry Natural Consolidation Swell % Passing Liquid Plasticity Soluble Boring Depth Density Moisture (-) Pressure #200 Limit Index Resistivity Sulfates Chlorides Number feet Soil T e % % 1 s Sieve LL PI H ohm•cm m % 64 4 Sand, slightly silty 3 6 NV NP 64 19 Clay, sandy 15 72 27 12 65 2 Sand, slightly silty 5 10 NV NP 65 7 Sand, slightly silty 6 9 NV NP 66 9 Clay, sandy 104 19 0 . 1 2, 100 77 43 28 66 19 Sand, clayey, slightly gravelly 5 19 27 15 67 9 Clay, sandy, trace gravel 112 18 0 .4 2, 100 75 46 31 67 19 Clay, sandy 114 14 0 .4 2, 100 67 29 Clay, sandy 116 15 0 . 7 2,500 68 9 Clay, sandy 109 16 0 . 1 1 ,400 68 19 Clay, sandy 108 18 0 .4 2, 100 69 2 Sand, silty 4 21 NV NP 69 7 Clay, sandy 119 10 0 . 3 1 ,800 < 100 69 14 Clay, slightly sandy 113 15 1 . 3 3,700 70 9 Clay, sandy 118 13 0 . 0 NA 70 19 Clay, slightly sandy, trace gravel 112 17 1 . 7 6,000 88 54 38 71 4 Sand, slightly silty, trace gravel 5 5 NV NP 71 9 Sand, slightly silty 7 5 NV NP 72 4 Clay, very sandy (lens) 8 66 32 18 72 9 Sand, very clayey 7 47 26 14 73 9 Clay, sandy 110 14 -0 . 1 NA 73 34 20 73 14 Clay, sandy 108 19 0 . 0 NA 84 43 27 Notes: NA - Not Applicable, NV - No Value, NP - Nonplastic 1 Indicates percent swell or consolidation (-) when wetted under a 1,000 psf load 'a �- ,, .� A V�/ � 5 4 3 2 J J � Swell under constant pressure � i because of wetting , � — 0 0 0 a 0 J 0 - 1 z Water Added 0 U '2 -3 -4 -5 100 1,000 APPLIED PRESSURE - PSF 10,000 105 Sample Location Test Boring No. 1 at a depth of 19 feet Dry Unit Weight (pcf� 104 Sample Description Clay, sandy Moisture Content (%) 21 5 4 3 2 J J W � � 1 � � 0 O 0 a Consolidation under constant o pressure because of wetting J 0 - 1 z 0 / " Water Added -2 -3 -4 -5 100 1,000 APPLIED PRESSURE - PSF 10,000 105 Sample Location Test Boring No. 6 at a depth of 29 feet Dry Unit Weight (pcf� 105 Sample Description Clay, sandy Moisture Content (%) 17 SWELL - CONSOLIDATION TEST RESULTS FIGURE A-1 PROJECT NO. 247117 'a �- ,, .� A V�/ � 5 4 3 2 J J W � � i o Swell under constant pressure � because of wetting z � O .� H ¢ � .� J 0 - 1 z Water Added 0 U '2 -3 -4 -5 100 1,000 APPLIED PRESSURE - PSF 10,000 105 Sample Location Test Boring No. 9 at a depth of 14 feet Dry Unit Weight (pcf� 114 Sample Description Clay, sandy Moisture Content (%) 16 5 4 3 2 J J W � � 1 � 0 � 0 o Consolidation under constan a pressure because of wetting o � � J 0 - 1 o Water Added -2 -3 -4 -5 100 1,000 APPLIED PRESSURE - PSF 10,000 105 Sample Location Test Boring No. 10 at a depth of 9 feet Dry Unit Weight (pcf� 115 Sample Description Sand, very silry, very clayey (lens) Moisture Content (%) 10 SWELL - CONSOLIDATION TEST RESULTS FIGURE A-2 PROJECT NO. 247117 'a �- ,, .� A V�/ � 5 4 3 2 J J W � � i , 0 � Consolidation under constant 0 o pressure because of wetting � � a 0 .� J 0 - 1 o Water Added U '2 -3 -4 -5 100 1,000 APPLIED PRESSURE - PSF 10,000 105 Sample Location Test Boring No. 10 at a depth of 19 feet Dry Unit Weight (pcf� 115 Sample Description Clay, very sandy Moisture Content (%) 12 5 4 3 2 J J W � � 1 � 0 � Swell under constant pressure 0 o because of wetting .� � a 0 .� J 0 - 1 o Water Added -2 -3 -4 -5 100 1,000 APPLIED PRESSURE - PSF 10,000 105 Sample Location Test Boring No. 11 at a depth of 14 feet Dry Unit Weight (pcf� 108 Sample Description Clay, sandy Moisture Content (%) 19 SWELL - CONSOLIDATION TEST RESULTS FIGURE A-3 PROJECT NO. 247117 'a �- ,, .� A V�/ � 5 4 3 2 J J W � � i , � Consolidation under constant 0 o pressure because of wetting � � a 0 .� J 0 - 1 z Water Added O U '2 -3 -4 -5 100 1,000 APPLIED PRESSURE - PSF 10,000 105 Sample Location Test Boring No. 13 at a depth of 9 feet Dry Unit Weight (pcf� 100 Sample Description Clay, sandy Moisture Content (%) 22 5 4 3 2 J J W � � 1 � � Swell under constant pressure 0 o because of wetting .� � a 0 .� J 0 - 1 o Water Added -2 -3 -4 -5 100 1,000 APPLIED PRESSURE - PSF 10,000 105 Sample Location Test Boring No. 13 at a depth of 14 feet Dry Unit Weight (pcf� 104 Sample Description Clay, slightly sandy, trace gravel Moisture Content (%) 21 SWELL - CONSOLIDATION TEST RESULTS FIGURE A-4 PROJECT NO. 247117 'a �- ,, .� A V�/ � 5 4 3 2 J J W � `� i Swell under constant pressure o because of wetting 0 0 a 0 J 0 - 1 z Water Added 0 U '2 -3 -4 -5 100 1,000 APPLIED PRESSURE - PSF 10,000 105 Sample Location Test Boring No. 13 at a depth of 24 feet Dry Unit Weight (pcf� 109 Sample Description Clay, slightly sandy Moisture Content (%) 18 5 4 3 2 J J W � � 1 � � Consolidation under constant 0 o pressure because of wetting � � a 0 .� J 0 - 1 z Water Added 0 U _z -3 -4 -5 100 1,000 APPLIED PRESSURE - PSF 10,000 105 Sample Location Test Boring No. 17 at a depth of 24 feet Dry Unit Weight (pcf� 106 Sample Description Clay, sandy Moisture Content (%) 19 SWELL - CONSOLIDATION TEST RESULTS FIGURE A-5 PROJECT NO. 247117 'a �- ,, .� A V�/ � 5 4 3 2 J J W � � i o Swell under constant pressure � because of wetting z � O .� H ¢ � .� J 0 - 1 z Water Added 0 U '2 -3 -4 -5 100 1,000 APPLIED PRESSURE - PSF 10,000 105 Sample Location Test Boring No. 17 at a depth of 34 feet Dry Unit Weight (pcf� 111 Sample Description Clay, sandy Moisture Content (%) 18 5 4 3 2 Swell under constant pressure J because of wetting J W � 1 � � 0 O 0 a 0 o - 1 Water Added z O U _z -3 -4 -5 100 1,000 APPLIED PRESSURE - PSF 10,000 105 Sample Location Test Boring No. 24 at a depth of 4 feet Dry Unit Weight (pcf� 112 Sample Description Clay, sandy Moisture Content (%) 8 SWELL - CONSOLIDATION TEST RESULTS FIGURE A-6 PROJECT N0. 247117 'a �- ,, .� A V�/ � 5 4 3 2 J J W � � i , o Consolidation under constant z pressure because of wetting 0 0 � � a 0 .� J o - 1 Water Added z O U '2 -3 -4 -5 100 1,000 APPLIED PRESSURE - PSF 10,000 105 Sample Location Test Boring No. 24 at a depth of 9 feet Dry Unit Weight (pcf� 124 Sample Description Clay, very sandy Moisture Content (%) 8 5 4 3 2 J w Swell under constant pressure � 1 because of wetting , � 0 0 0 a 0 J o - 1 Water Added z O U _z -3 -4 -5 100 1,000 APPLIED PRESSURE - PSF 10,000 105 Sample Location Test Boring No. 24 at a depth of 14 feet Dry Unit Weight (pcf� 118 Sample Description Clay, sandy Moisture Content (%) 14 SWELL - CONSOLIDATION TEST RESULTS FIGURE A-7 PROJECT N0. 247117 'a �- ,, .� A V�/ � 5 4 3 2 J J W � � i o No chanqe under constant � pressure because of wetting z � O .� H ¢ � .� J o - 1 Water Added z O U '2 -3 -4 -5 100 1,000 APPLIED PRESSURE - PSF 10,000 105 Sample Location Test Boring No. 25 at a depth of 7 feet Dry Unit Weight (pcf� 114 Sample Description Sand, clayey Moisture Content (%) 7 5 4 3 2 J J W � � 1 � o Swell under constant pressure z because of wetting 0 0 � � a 0 .� J 0 - 1 o Water Added U _z -3 -4 -5 100 1,000 APPLIED PRESSURE - PSF 10,000 105 Sample Location Test Boring No. 25 at a depth of 14 feet Dry Unit Weight (pcf� 122 Sample Description Clay, sandy Moisture Content (%) 11 SWELL - CONSOLIDATION TEST RESULTS FIGURE A-8 PROJECT N0. 247117 'a �- ,, .� A V�/ � 5 4 3 2 J J W � i Swell under constant pressur \ because of wetting 0 0 0 a 0 J 0 - 1 o Water Added U '2 -3 -4 -5 100 1,000 APPLIED PRESSURE - PSF 10,000 105 Sample Location Test Boring No. 25 at a depth of 24 feet Dry Unit Weight (pcf� 113 Sample Description Clay, sandy Moisture Content (%) 16 5 4 3 2 J J W � � 1 � 0 z Consolidation under constant 0 o pressure because of wetting � a 0 .� J 0 - 1 z Water Added 0 U _z -3 -4 -5 100 1,000 APPLIED PRESSURE - PSF 10,000 105 Sample Location Test Boring No. 26 at a depth of 4 feet Dry Unit Weight (pcf� 112 Sample Description Sand, clayey Moisture Content (%) 8 SWELL - CONSOLIDATION TEST RESULTS FIGURE A-9 PROJECT N0. 247117 'a �- ,, .� A V�/ � 5 4 3 2 J J W � � i o Consolidation under constant � pressure because of wetting z � O .� H ¢ � .� o - 1 Water Added z O U '2 -3 -4 -5 100 1,000 APPLIED PRESSURE - PSF 10,000 105 Sample Location Test Boring No. 26 at a depth of 9 feet Dry Unit Weight (pcf� 113 Sample Description Sand, clayey Moisture Content (%) 9 5 4 3 2 � Swell under constant pressure � because of wetting � 1 � � 0 O 0 a 0 J o - 1 Water Added z O U _z -3 -4 -5 100 1,000 APPLIED PRESSURE - PSF 10,000 105 Sample Location Test Boring No. 26 at a depth of 19 feet Dry Unit Weight (pcf� 118 Sample Description Clay, sandy Moisture Content (%) 13 SWELL - CONSOLIDATION TEST RESULTS FIGURE A- 10 PROJECT NO. 247117 'a �- ,, .� A V�/ � 5 4 3 2 J J W � i Swell under constant pressure o because of wetting 0 0 0 a 0 J 0 - 1 z Water Added 0 U '2 -3 -4 -5 100 1,000 APPLIED PRESSURE - PSF 10,000 105 Sample Location Test Boring No. 27 at a depth of 9 feet Dry Unit Weight (pcf� 114 Sample Description Clay, sandy Moisture Content (%) 18 5 4 3 2 Swell under constant pressure because of wetting J J W � � � 1 � � 0 O 0 a 0 J o - 1 Water Added z O U _z -3 -4 -5 100 1,000 APPLIED PRESSURE - PSF 10,000 105 Sample Location Test Boring No. 27 at a depth of 19 feet Dry Unit Weight (pcf� 117 Sample Description Clay, sandy Moisture Content (%) 15 SWELL - CONSOLIDATION TEST RESULTS FIGURE A- 11 PROJECT N0. 247117 'a �- ,, .� A V�/ � 5 4 3 2 J J W � � i , 0 0 o Consolidation under constant � pressure because of wetting a 0 .� J 0 - 1 o Water Added -2 -3 -4 -5 100 1,000 APPLIED PRESSURE - PSF 10,000 105 Sample Location Test Boring No. 28 at a depth of 19 feet Dry Unit Weight (pcf� 119 Sample Description Clay, sandy Moisture Content (%) 15 5 4 3 2 J J W � � 1 � o Consolidation under constant z pressure because of wetting 0 0 � � a 0 .� J o - 1 Water Added z O U _z -3 -4 -5 100 1,000 APPLIED PRESSURE - PSF 10,000 105 Sample Location Test Boring No. 30 at a depth of 14 feet Dry Unit Weight (pcf� 118 Sample Description Clay, sandy Moisture Content (%) 13 SWELL - CONSOLIDATION TEST RESULTS FIGURE A- 12 PROJECT NO. 247117 'a �- ,, .� A V�/ � 5 4 3 Swell under constant pressure because of wetting 2 J J W � � i , � 0 0 0 a 0 J o - 1 Water Added z O U '2 -3 -4 -5 100 1,000 APPLIED PRESSURE - PSF 10,000 105 Sample Location Test Boring No. 30 at a depth of 34 feet Dry Unit Weight (pcf� 108 Sample Description Claystone, trace sand Moisture Content (%) 19 5 4 3 2 J J W � � 1 � o Swell under constant pressure z because of wetting 0 0 � � a 0 .� J 0 - 1 o Water Added U _z -3 -4 -5 100 1,000 APPLIED PRESSURE - PSF 10,000 105 Sample Location Test Boring No. 42 at a depth of 24 feet Dry Unit Weight (pcf� 109 Sample Description Clay, sandy Moisture Content (%) 19 SWELL - CONSOLIDATION TEST RESULTS FIGURE A- 13 PROJECT NO. 247117 'a �- ,, .� A V�/ � 5 4 3 2 J J W � � i , o Consolidation under constant z pressure because of wetting 0 0 � � a 0 .� J o - 1 Water Added z O U '2 -3 -4 -5 100 1,000 APPLIED PRESSURE - PSF 10,000 105 Sample Location Test Boring No. 45 at a depth of 14 feet Dry Unit Weight (pcf� 114 Sample Description Sand, clayey Moisture Content (%) 12 5 4 3 2 J J W � � 1 � o Swell under constant pressure z because of wetting 0 0 � � a 0 .� J 0 - 1 o Water Added U _z -3 -4 -5 100 1,000 APPLIED PRESSURE - PSF 10,000 105 Sample Location Test Boring No. 47 at a depth of 19 feet Dry Unit Weight (pcf� 109 Sample Description Clay, very sandy Moisture Content (%) 18 SWELL - CONSOLIDATION TEST RESULTS FIGURE A- 14 PROJECT NO. 247117 'a �- ,, .� A V�/ � 5 4 3 2 J J W � � i , � 0 0 0 0 � Consolidation under constant o - i pressure because of wetting z O U '2 Water Added -3 -4 -5 100 1,000 APPLIED PRESSURE - PSF 10,000 105 Sample Location Test Boring No. 48 at a depth of 9 feet Dry Unit Weight (pcf� 107 Sample Description Clay, sandy Moisture Content (%) 16 5 4 3 2 J J W � � 1 � 0 0 o Consolidation under constant � pressure because of wetting o � � J 0 - 1 z Water Added 0 U _z -3 -4 -5 100 1,000 APPLIED PRESSURE - PSF 10,000 105 Sample Location Test Boring No. 48 at a depth of 14 feet Dry Unit Weight (pcf� 116 Sample Description Sand, clayey Moisture Content (%) 8 SWELL - CONSOLIDATION TEST RESULTS FIGURE A- 15 PROJECT NO. 247117 'a �- ,, .� A V�/ � 5 4 3 2 J J W � � i , 0 � Consolidation under constant 0 o pressure because of wetting � � a 0 .� J 0 - 1 z Water Added 0 U '2 -3 -4 -5 100 1,000 APPLIED PRESSURE - PSF 10,000 105 Sample Location Test Boring No. 55 at a depth of 4 feet Dry Unit Weight (pcf� 102 Sample Description Sand, clayey Moisture Content (%) 7 5 4 3 2 Swell under constant pressur � because of wetting J W � � 1 � � 0 O 0 a 0 J 0 - 1 z Water Added 0 U _z -3 -4 -5 100 1,000 APPLIED PRESSURE - PSF 10,000 105 Sample Location Test Boring No. 55 at a depth of 9 feet Dry Unit Weight (pcf� 124 Sample Description Clay, very sandy Moisture Content (%) 11 SWELL - CONSOLIDATION TEST RESULTS FIGURE A- 16 PROJECT NO. 247117 'a �- ,, .� A V�/ � 5 4 3 2 J J W � � i � Swell under constant pressure � because of wetting z � O .� H ¢ � .� J 0 - 1 o Water Added U '2 -3 -4 -5 100 1,000 APPLIED PRESSURE - PSF 10,000 105 Sample Location Test Boring No. 56 at a depth of 19 feet Dry Unit Weight (pcf� 115 Sample Description Sand, clayey Moisture Content (%) 13 5 4 3 2 J J W � � 1 � 0 � 0 o No chanqe under constant � pressure because of wetting a o � .� J 0 - 1 ° Water Added -2 -3 -4 -5 100 1,000 APPLIED PRESSURE - PSF 10,000 105 Sample Location Test Boring No. 57 at a depth of 24 feet Dry Unit Weight (pcf� 107 Sample Description Clay, sandy Moisture Content (%) 17 SWELL - CONSOLIDATION TEST RESULTS FIGURE A- 17 PROJECT NO. 247117 'a �- ,, .� A V�/ � 5 4 3 2 J J W � � i , 0 , 0 o Consolidation under constant � o pressure because of wetting � J 0 - 1 z O " Water Added -2 -3 -4 -5 100 1,000 APPLIED PRESSURE - PSF 10,000 105 Sample Location Test Boring No. 58 at a depth of 24 feet Dry Unit Weight (pcf� 111 Sample Description Clay, very sandy, trace gravel Moisture Content (%) 17 5 4 3 2 J J W � � 1 � 0 � Consolidation under constant 0 o pressure because of wetting � � a 0 .� J 0 - 1 o Water Added U _z -3 -4 -5 100 1,000 APPLIED PRESSURE - PSF 10,000 105 Sample Location Test Boring No. 59 at a depth of 19 feet Dry Unit Weight (pcf� 116 Sample Description Clay, very sandy Moisture Content (%) 15 SWELL - CONSOLIDATION TEST RESULTS FIGURE A- 18 PROJECT N0. 247117 'a �- ,, .� A V�/ � 5 4 3 2 J J W � i Swell under constant pressure o because of wetting 0 0 0 a 0 o - 1 Water Added z O U '2 -3 -4 -5 100 1,000 APPLIED PRESSURE - PSF 10,000 105 Sample Location Test Boring No. 61 at a depth of 14 feet Dry Unit Weight (pcf� 114 Sample Description Clay, slightly sandy Moisture Content (%) 16 5 4 3 2 Swell under constant pressure J because of wetting J W � 1 � � 0 O 0 a 0 o - 1 Water Added z O U _z -3 -4 -5 100 1,000 APPLIED PRESSURE - PSF 10,000 105 Sample Location Test Boring No. 61 at a depth of 24 feet Dry Unit Weight (pcf� 116 Sample Description Clay, slightly sandy Moisture Content (%) 14 SWELL - CONSOLIDATION TEST RESULTS FIGURE A- 19 PROJECT N0. 247117 'a �- ,, .� A V�/ � 5 4 3 2 J J W � � i , o Consolidation under constant z pressure because of wetting 0 0 � � a 0 .� J o - 1 Water Added z O U '2 -3 -4 -5 100 1,000 APPLIED PRESSURE - PSF 10,000 105 Sample Location Test Boring No. 62 at a depth of 9 feet Dry Unit Weight (pcf� 113 Sample Description Clay, very sandy Moisture Content (%) 12 5 4 3 2 J J W � � 1 o No chanqe under constant � pressure because of wetting z � O .� H ¢ � .� J o - 1 Water Added z O U _z -3 -4 -5 100 1,000 APPLIED PRESSURE - PSF 10,000 105 Sample Location Test Boring No. 62 at a depth of 19 feet Dry Unit Weight (pcf� 112 Sample Description Clay, very sandy Moisture Content (%) 16 SWELL - CONSOLIDATION TEST RESULTS FIGURE A-20 PROJECT NO. 247117 'a �- ,, .� A V�/ � 5 4 3 2 J J W � � i , � 0 0 0 a 0 � Consolidation under constant o - 1 pressure because of wetting z O U '2 Water Added -3 -4 -5 100 1,000 APPLIED PRESSURE - PSF 10,000 105 Sample Location Test Boring No. 63 at a depth of 14 feet Dry Unit Weight (pcf� 112 Sample Description Clay, very sandy Moisture Content (%) 15 5 4 3 2 J J W � � 1 � � 0 O 0 a 0 .� o - 1 Consolidation under constant o pressure because of wetting U _z Water Added -3 -4 -5 100 1,000 APPLIED PRESSURE - PSF 10,000 105 Sample Location Test Boring No. 63 at a depth of 24 feet Dry Unit Weight (pcf� 112 Sample Description Clay, very sandy Moisture Content (%) 18 SWELL - CONSOLIDATION TEST RESULTS FIGURE A-21 PROJECT N0. 247117 'a �- ,, .� A V�/ � 5 4 3 2 J J W � � i � Swell under constant pressure � because of wetting z � O .� H ¢ � .� J o - 1 Water Added z O U '2 -3 -4 -5 100 1,000 APPLIED PRESSURE - PSF 10,000 105 Sample Location Test Boring No. 66 at a depth of 9 feet Dry Unit Weight (pcf� 104 Sample Description Clay, sandy Moisture Content (%) 19 5 4 3 2 J J W � � 1 � Swell under constant pressure o because of wetting 0 0 a 0 J o - 1 Water Added z O U _z -3 -4 -5 100 1,000 APPLIED PRESSURE - PSF 10,000 105 Sample Location Test Boring No. 67 at a depth of 9 feet Dry Unit Weight (pcf� 112 Sample Description Clay, sandy, trace gravel Moisture Content (%) 18 SWELL - CONSOLIDATION TEST RESULTS FIGURE A-22 PROJECT NO. 247117 'a �- ,, .� A V�/ � 5 4 3 2 J J W � � i � Swell under constant pressure � because of wetting z � O .� H ¢ � .� J 0 - 1 z Water Added 0 U '2 -3 -4 -5 100 1,000 APPLIED PRESSURE - PSF 10,000 105 Sample Location Test Boring No. 67 at a depth of 19 feet Dry Unit Weight (pcf� 114 Sample Description Clay, sandy Moisture Content (%) 14 5 4 3 2 J J W � � 1 � Swell under constant pressure � because of wetting z � O .� H ¢ � .� J 0 - 1 o Water Added U _z -3 -4 -5 100 1,000 APPLIED PRESSURE - PSF 10,000 105 Sample Location Test Boring No. 67 at a depth of 29 feet Dry Unit Weight (pcf� 116 Sample Description Clay, sandy Moisture Content (%) 15 SWELL - CONSOLIDATION TEST RESULTS FIGURE A-23 PROJECT N0. 247117 'a �- ,, .� A V�/ � 5 4 3 2 J J W � � i , o Swell under constant pressure z because of wetting 0 0 � � a 0 .� J 0 - 1 z Water Added 0 U '2 -3 -4 -5 100 1,000 APPLIED PRESSURE - PSF 10,000 105 Sample Location Test Boring No. 68 at a depth of 9 feet Dry Unit Weight (pcf� 109 Sample Description Clay, sandy Moisture Content (%) 16 5 4 3 2 J J W � � 1 � o Swell under constant pressure z because of wetting 0 0 � � a 0 .� J 0 - 1 o Water Added U _z -3 -4 -5 100 1,000 APPLIED PRESSURE - PSF 10,000 105 Sample Location Test Boring No. 68 at a depth of 19 feet Dry Unit Weight (pcf� 108 Sample Description Clay, sandy Moisture Content (%) 18 SWELL - CONSOLIDATION TEST RESULTS FIGURE A-24 PROJECT NO. 247117 'a �- ,, .� A V�/ � 5 4 3 2 J J W � � i o Swell under constant pressure � because of wetting z � O .� H ¢ � .� J o - 1 Water Added z O U '2 -3 -4 -5 100 1,000 APPLIED PRESSURE - PSF 10,000 105 Sample Location Test Boring No. 69 at a depth of 7 feet Dry Unit Weight (pcf� 119 Sample Description Clay, sandy Moisture Content (%) 10 5 4 3 2 J J � Swell under constant pressure � 1 because of wetting , � 0 0 0 a 0 J o - 1 Water Added z O U _z -3 -4 -5 100 1,000 APPLIED PRESSURE - PSF 10,000 105 Sample Location Test Boring No. 69 at a depth of 14 feet Dry Unit Weight (pcf� 113 Sample Description Clay, slightly sandy Moisture Content (%) 15 SWELL - CONSOLIDATION TEST RESULTS FIGURE A-25 PROJECT NO. 247117 'a �- ,, .� A V�/ � 5 4 3 2 J J W � � i o No chanqe under constant � pressure because of wetting z � O .� H ¢ � .� o - 1 Water Added z O U '2 -3 -4 -5 100 1,000 APPLIED PRESSURE - PSF 10,000 105 Sample Location Test Boring No. 70 at a depth of 9 feet Dry Unit Weight (pcf� 118 Sample Description Clay, sandy Moisture Content (%) 13 5 4 3 2 w Swell under constant pressure � 1 because of wetting , � 0 0 0 a 0 J o - 1 Water Added z O U _z -3 -4 -5 100 1,000 APPLIED PRESSURE - PSF 10,000 105 Sample Location Test Boring No. 70 at a depth of 19 feet Dry Unit Weight (pcf� 112 Sample Description Clay, slightly sandy, trace gravel Moisture Content (%) 17 SWELL - CONSOLIDATION TEST RESULTS FIGURE A-26 PROJECT NO. 247117 'a �- ,, .� A V�/ � 5 4 3 2 J J W � � i , 0 � Consolidation under constant 0 o pressure because of wetting � � a 0 .� J 0 - 1 o Water Added U '2 -3 -4 -5 100 1,000 APPLIED PRESSURE - PSF 10,000 105 Sample Location Test Boring No. 73 at a depth of 9 feet Dry Unit Weight (pcf� 110 Sample Description Clay, sandy Moisture Content (%) 14 5 4 3 2 J J W � � 1 o No chanqe under constant � pressure because of wetting z � O .� H ¢ � .� o - 1 Water Added z O U _z -3 -4 -5 100 1,000 APPLIED PRESSURE - PSF 10,000 105 Sample Location Test Boring No. 73 at a depth of 14 feet Dry Unit Weight (pcf� 108 Sample Description Clay, sandy Moisture Content (%) 19 SWELL - CONSOLIDATION TEST RESULTS FIGURE A-27 PROJECT NO. 247117 A V�/ Cobbles coarseGravel � ne coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z v� 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (MM) Sample Location Test Boring No. 1 at a depth of 9 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, very silty Sand (%) 69 Plasticity Index NP Classification A-2-4(0), SILTY SAND(SM) Clay/Silt (%) 31 Cobbles coarseGravel fine coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z c'"n 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (M M) Sample Location Test Boring No. 2 at a depth of 4 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, slightly silty Sand (%) 92 Plasticity Index NP Classification A-3(0), POORLY GRADED SAND with SILT(SP-SM) Clay/Silt (%) 8 GRADATION AND ATTERBERG TEST RESULTS FIGURE A-28 PROJECT N0. 247117 A V�/ Cobbles coarseGravel � ne coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z v� 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (MM) Sample Location Test Boring No. 2 at a depth of 14 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, silty Sand (%) 84 Plasticity Index NP Classification A-2-4(0), SILTY SAND(SM) Clay/Silt (%) 16 Cobbles coarseGravel fine coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z c'"n 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (M M) Sample Location Test Boring No. 3 at a depth of 4 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, slightly silty Sand (%) 93 Plasticity Index NP Classification A-3(0), POORLY GRADED SAND with SILT(SP-SM) Clay/Silt (%) 7 GRADATION AND ATTERBERG TEST RESULTS FIGURE A-29 PROJECT N0. 247117 A V�/ Cobbles coarseGravel � ne coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z v� 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (MM) Sample Location Test Boring No. 3 at a depth of 19 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, silty Sand (%) 83 Plasticity Index NP Classification A-2-4(0), SILTY SAND(SM) Clay/Silt (%) 17 Cobbles coarseGravel fine coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z c'"n 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (M M) Sample Location Test Boring No. 4 at a depth of 9 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, slightly silty Sand (%) 87 Plasticity Index NP Classification A-2-4(0), SILTY SAND(SM) Clay/Silt (%) 13 GRADATION AND ATTERBERG TEST RESULTS FIGURE A-30 PROJECT N0. 247117 A V�/ Cobbles coarseGravel � ne coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z v� 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (MM) Sample Location Test Boring No. 4 at a depth of 19 feet Gravel (%) 0 Liquid Limit 24 Sample Description Sand, very clayey Sand (%) 61 Plasticity Index 13 Classification A-6( 1), CLAYEY SAND(SC) Clay/Silt (%) 39 Cobbles coarseGravel fine coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z c'"n 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (M M) Sample Location Test Boring No. 5 at a depth of 4 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, slightly silty Sand (%) 94 Plasticity Index NP Classification A-3(0), POORLY GRADED SAND with SILT(SP-SM) Clay/Silt (%) 6 GRADATION AND ATTERBERG TEST RESULTS FIGURE A-31 PROJECT N0. 247117 A V�/ Cobbles coarseGravel � ne coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z v� 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (MM) Sample Location Test Boring No. 5 at a depth of 14 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, slightly silty Sand (%) 93 Plasticity Index NP Classification A-3(0), POORLY GRADED SAND with SILT(SP-SM) Clay/Silt (%) 7 Cobbles coarseGravel fine coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z c'"n 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (M M) Sample Location Test Boring No. 6 at a depth of 4 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, slightly silty Sand (%) 92 Plasticity Index NP Classification A-3(0), POORLY GRADED SAND with SILT(SP-SM) Clay/Silt (%) 8 GRADATION AND ATTERBERG TEST RESULTS FIGURE A-32 PROJECT N0. 247117 A V�/ Cobbles coarseGravel � ne coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z v� 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (MM) Sample Location Test Boring No. 6 at a depth of 9 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, trace silt Sand (%) 96 Plasticity Index NP Classification A-3(0), POORLY GRADED SAND(SP) Clay/Silt (%) 4 Cobbles coarseGravel fine coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z c'"n 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (M M) Sample Location Test Boring No. 7 at a depth of 7 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, slightly silty Sand (%) 93 Plasticity Index NP Classification A-3(0), POORLY GRADED SAND with SILT(SP-SM) Clay/Silt (%) 7 GRADATION AND ATTERBERG TEST RESULTS FIGURE A-33 PROJECT NO. 247117 A V�/ Cobbles coarseGravel � ne coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z v� 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (MM) Sample Location Test Boring No. 7 at a depth of 24 feet Gravel (%) 0 Liquid Limit 27 Sample Description Clay, sandy Sand (%) 23 Plasticity Index 12 Classification A-6(7), LEAN CLAY with SAND(CL) Clay/Silt (%) 77 Cobbles coarseGravel fine coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z c'"n 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (M M) Sample Location Test Boring No. 8 at a depth of 4 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, silty Sand (%) 83 Plasticity Index NP Classification A-2-4(0), SILTY SAND(SM) Clay/Silt (%) 17 GRADATION AND ATTERBERG TEST RESULTS FIGURE A-34 PROJECT N0. 247117 A V�/ Cobbles coarseGravel � ne coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z v� 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (MM) Sample Location Test Boring No. 8 at a depth of 19 feet Gravel (%) 1 Liquid Limit 33 Sample Description Clay, very sandy, trace gravel Sand (%) 35 Plasticity Index 20 Classification A-6( 10), SANDY LEAN CLAY(CL) Clay/Silt (%) 64 Cobbles coarseGravel fine coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z c'"n 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (M M) Sample Location Test Boring No. 9 at a depth of 24 feet Gravel (%) 17 Liquid Limit 23 Sample Description Sand, gravelly, slightly clayey Sand (%) 71 Plasticity Index 11 Classification A-2-6(0), CLAYEY SAND with GRAVEL(SC) Clay/Silt (%) 12 GRADATION AND ATTERBERG TEST RESULTS FIGURE A-35 PROJECT N0. 247117 A V�/ Cobbles coarseGravel � ne coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z v� 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (MM) Sample Location Test Boring No. 10 at a depth of 9 feet Gravel (%) 0 Liquid Limit 25 Sample Description Sand, very silty, very clayey ( lens) Sand (%) 51 Plasticity Index 7 Classification A-4( 1 ), SILTY, CLAYEY SAND(SC-SM) Clay/Silt (%) 49 Cobbles coarseGravel fine coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z c'"n 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (M M) Sample Location Test Boring No. li at a depth of 2 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, slightly silty Sand (%) 92 Plasticity Index NP Classification A-3(0), POORLY GRADED SAND with SILT(SP-SM) Clay/Silt (%) 8 GRADATION AND ATTERBERG TEST RESULTS FIGURE A-36 PROJECT N0. 247117 A V�/ Cobbles coarseGravel � ne coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z v� 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (MM) Sample Location Test Boring No. 12 at a depth of 4 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, trace silt Sand (%) 96 Plasticity Index NP Classification A-3(0), POORLY GRADED SAND(SP) Clay/Silt (%) 4 Cobbles coarseGravel fine coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z c'"n 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (M M) Sample Location Test Boring No. 12 at a depth of 9 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, trace silt Sand (%) 97 Plasticity Index NP Classification A-3(0), POORLY GRADED SAND(SP) Clay/Silt (%) 3 GRADATION AND ATTERBERG TEST RESULTS FIGURE A-37 PROJECT NO. 247117 A V�/ Cobbles coarseGravel � ne coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z v� 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (MM) Sample Location Test Boring No. 13 at a depth of 14 feet Gravel (%) 1 Liquid Limit 50 Sample Description Clay, slightly sandy, trace gravel Sand (%) il Plasticity Index 33 Classification A-7-6(30), FAT CLAY(CH ) Clay/Silt (%) 88 Cobbles coarseGravel fine coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z c'"n 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (M M) Sample Location Test Boring No. 14 at a depth of 2 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, slightly silty Sand (%) 92 Plasticity Index NP Classification A-3(0), POORLY GRADED SAND with SILT(SP-SM) Clay/Silt (%) 8 GRADATION AND ATTERBERG TEST RESULTS FIGURE A-38 PROJECT N0. 247117 A V�/ Cobbles coarseGravel � ne coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z v� 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (MM) Sample Location Test Boring No. 14 at a depth of 14 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, slightly silty Sand (%) 94 Plasticity Index NP Classification A-3(0), POORLY GRADED SAND with SILT(SP-SM) Clay/Silt (%) 6 Cobbles coarseGravel fine coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z c'"n 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (M M) Sample Location Test Boring No. 14 at a depth of 24 feet Gravel (%) 0 Liquid Limit 24 Sample Description Sand, very clayey Sand (%) 65 Plasticity Index 11 Classification A-2-6(0), CLAYEY SAND(SC) Clay/Silt (%) 34 GRADATION AND ATTERBERG TEST RESULTS FIGURE A-39 PROJECT N0. 247117 A V�/ Cobbles coarseGravel � ne coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z v� 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (MM) Sample Location Test Boring No. 15 at a depth of 4 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, slightly silty Sand (%) 94 Plasticity Index NP Classification A-3(0), POORLY GRADED SAND with SILT(SP-SM) Clay/Silt (%) 6 Cobbles coarseGravel fine coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z c'"n 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (M M) Sample Location Test Boring No. 15 at a depth of 14 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, slightly silty Sand (%) 92 Plasticity Index NP Classification A-3(0), POORLY GRADED SAND with SILT(SP-SM) Clay/Silt (%) 8 GRADATION AND ATTERBERG TEST RESULTS FIGURE A-40 PROJECT N0. 247117 A V�/ Cobbles coarseGravel � ne coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z v� 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (MM) Sample Location Test Boring No. 16 at a depth of 9 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, trace silt Sand (%) 96 Plasticity Index NP Classification A-3(0), POORLY GRADED SAND(SP) Clay/Silt (%) 4 Cobbles coarseGravel fine coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z c'"n 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (M M) Sample Location Test Boring No. 17 at a depth of 7 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, trace silt Sand (%) 97 Plasticity Index NP Classification A-3(0), POORLY GRADED SAND(SP) Clay/Silt (%) 3 GRADATION AND ATTERBERG TEST RESULTS FIGURE A-41 PROJECT NO. 247117 A V�/ Cobbles coarseGravel � ne coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z v� 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (MM) Sample Location Test Boring No. 17 at a depth of 24 feet Gravel (%) 0 Liquid Limit 39 Sample Description Clay, sandy Sand (%) 19 Plasticity Index 25 Classification A-6( 19), LEAN CLAY with SAND(CL) Clay/Silt (%) 81 Cobbles coarseGravel fine coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z c'"n 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (M M) Sample Location Test Boring No. 18 at a depth of 4 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, trace silt Sand (%) 96 Plasticity Index NP Classification A-3(0), POORLY GRADED SAND(SP) Clay/Silt (%) 4 GRADATION AND ATTERBERG TEST RESULTS FIGURE A-42 PROJECT N0. 247117 A V�/ Cobbles coarseGravel � ne coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z v� 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (MM) Sample Location Test Boring No. 18 at a depth of 19 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, slightly silty Sand (%) 95 Plasticity Index NP Classification A-3(0), POORLY GRADED SAND(SP) Clay/Silt (%) 5 Cobbles coarseGravel fine coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z c'"n 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (M M) Sample Location Test Boring No. 19 at a depth of 9 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, trace silt Sand (%) 96 Plasticity Index NP Classification A-3(0), POORLY GRADED SAND(SP) Clay/Silt (%) 4 GRADATION AND ATTERBERG TEST RESULTS FIGURE A-43 PROJECT NO. 247117 A V�/ Cobbles coarseGravel � ne coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z v� 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (MM) Sample Location Test Boring No. 19 at a depth of 14 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, trace silt Sand (%) 97 Plasticity Index NP Classification A-3(0), POORLY GRADED SAND(SP) Clay/Silt (%) 3 Cobbles coarseGravel fine coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z c'"n 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (M M) Sample Location Test Boring No. 20 at a depth of 4 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, slightly silty Sand (%) 95 Plasticity Index NP Classification A-3(0), POORLY GRADED SAND with SILT(SP-SM) Clay/Silt (%) 5 GRADATION AND ATTERBERG TEST RESULTS FIGURE A-44 PROJECT NO. 247117 A V�/ Cobbles coarseGravel � ne coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z v� 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (MM) Sample Location Test Boring No. 20 at a depth of 9 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, trace silt Sand (%) 96 Plasticity Index NP Classification A-3(0), POORLY GRADED SAND(SP) Clay/Silt (%) 4 Cobbles coarseGravel fine coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z c'"n 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (M M) Sample Location Test Boring No. 21 at a depth of 4 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, trace silt Sand (%) 97 Plasticity Index NP Classification A-3(0), POORLY GRADED SAND(SP) Clay/Silt (%) 3 GRADATION AND ATTERBERG TEST RESULTS FIGURE A-45 PROJECT NO. 247117 A V�/ Cobbles coarseGravel � ne coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z v� 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (MM) Sample Location Test Boring No. 21 at a depth of 19 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, trace silt Sand (%) 97 Plasticity Index NP Classification A-3(0), POORLY GRADED SAND(SP) Clay/Silt (%) 3 Cobbles coarseGravel fine coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z c'"n 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (M M) Sample Location Test Boring No. 22 at a depth of 7 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, slightly silty Sand (%) 94 Plasticity Index NP Classification A-3(0), POORLY GRADED SAND with SILT(SP-SM) Clay/Silt (%) 6 GRADATION AND ATTERBERG TEST RESULTS FIGURE A-46 PROJECT NO. 247117 A V�/ Cobbles coarseGravel � ne coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z v� 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (MM) Sample Location Test Boring No. 22 at a depth of 14 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, slightly silty Sand (%) 94 Plasticity Index NP Classification A-3(0), POORLY GRADED SAND with SILT(SP-SM) Clay/Silt (%) 6 Cobbles coarseGravel fine coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z c'"n 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (M M) Sample Location Test Boring No. 23 at a depth of 4 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, slightly silty Sand (%) 94 Plasticity Index NP Classification A-3(0), POORLY GRADED SAND with SILT(SP-SM) Clay/Silt (%) 6 GRADATION AND ATTERBERG TEST RESULTS FIGURE A-47 PROJECT N0. 247117 A V�/ Cobbles coarseGravel � ne coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z v� 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (MM) Sample Location Test Boring No. 23 at a depth of 9 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, trace silt Sand (%) 96 Plasticity Index NP Classification A-3(0), POORLY GRADED SAND(SP) Clay/Silt (%) 4 Cobbles coarseGravel fine coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z c'"n 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (M M) Sample Location Test Boring No. 24 at a depth of 9 feet Gravel (%) 0 Liquid Limit 25 Sample Description Clay, very sandy Sand (%) 45 Plasticity Index 12 Classification A-6(3), SANDY LEAN CLAY(CL) Clay/Silt (%) 55 GRADATION AND ATTERBERG TEST RESULTS FIGURE A-48 PROJECT NO. 247117 A V�/ Cobbles coarseGravel � ne coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z v� 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (MM) Sample Location Test Boring No. 25 at a depth of 14 feet Gravel (%) 0 Liquid Limit 34 Sample Description Clay, sandy Sand (%) 25 Plasticity Index 22 Classification A-6( 14), LEAN CLAY with SAND(CL) Clay/Silt (%) 75 Cobbles coarseGravel fine coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z c'"n 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (M M) Sample Location Test Boring No. 28 at a depth of 4 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, slightly silty Sand (%) 93 Plasticity Index NP Classification A-3(0), POORLY GRADED SAND with SILT(SP-SM) Clay/Silt (%) 7 GRADATION AND ATTERBERG TEST RESULTS FIGURE A-49 PROJECT N0. 247117 A V�/ Cobbles coarseGravel � ne coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z v� 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (MM) Sample Location Test Boring No. 29 at a depth of 2 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, slightly silty Sand (%) 95 Plasticity Index NP Classification A-3(0), POORLY GRADED SAND(SP) Clay/Silt (%) 5 Cobbles coarseGravel fine coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z c'"n 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (M M) Sample Location Test Boring No. 29 at a depth of 14 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, slightly silty Sand (%) 95 Plasticity Index NP Classification A-3(0), POORLY GRADED SAND(SP) Clay/Silt (%) 5 GRADATION AND ATTERBERG TEST RESULTS FIGURE A-50 PROJECT NO. 247117 A V�/ Cobbles coarseGravel � ne coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z v� 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (MM) Sample Location Test Boring No. 30 at a depth of 7 feet Gravel (%) 0 Liquid Limit 28 Sample Description Clay, sandy Sand (%) 28 Plasticity Index 14 Classification A-6(7), LEAN CLAY with SAND(CL) Clay/Silt (%) 72 Cobbles coarseGravel fine coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z c'"n 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (M M) Sample Location Test Boring No. 30 at a depth of 34 feet Gravel (%) 0 Liquid Limit 69 Sample Description Claystone, trace sand Sand (%) 1 Plasticity Index 50 Classification A-7-6( 56), FAT CLAY(CH ) Clay/Silt (%) 99 GRADATION AND ATTERBERG TEST RESULTS FIGURE A-51 PROJECT N0. 247117 A V�/ Cobbles coarseGravel � ne coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z v� 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (MM) Sample Location Test Boring No. 31 at a depth of 4 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, slightly silty Sand (%) 92 Plasticity Index NP Classification A-3(0), POORLY GRADED SAND with SILT(SP-SM) Clay/Silt (%) 8 Cobbles coarseGravel fine coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z c'"n 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (M M) Sample Location Test Boring No. 31 at a depth of 9 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, slightly silty Sand (%) 93 Plasticity Index NP Classification A-3(0), POORLY GRADED SAND with SILT(SP-SM) Clay/Silt (%) 7 GRADATION AND ATTERBERG TEST RESULTS FIGURE A-52 PROJECT N0. 247117 A V�/ Cobbles coarseGravel � ne coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z v� 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (MM) Sample Location Test Boring No. 32 at a depth of 9 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, slightly silty Sand (%) 94 Plasticity Index NP Classification A-3(0), POORLY GRADED SAND with SILT(SP-SM) Clay/Silt (%) 6 Cobbles coarseGravel fine coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z c'"n 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (M M) Sample Location Test Boring No. 32 at a depth of 14 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, slightly silty Sand (%) 95 Plasticity Index NP Classification A-3(0), POORLY GRADED SAND with SILT(SP-SM) Clay/Silt (%) 5 GRADATION AND ATTERBERG TEST RESULTS FIGURE A-53 PROJECT N0. 247117 A V�/ Cobbles coarseGravel � ne coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z v� 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (MM) Sample Location Test Boring No. 33 at a depth of 4 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, slightly silty Sand (%) 93 Plasticity Index NP Classification A-3(0), POORLY GRADED SAND with SILT(SP-SM) Clay/Silt (%) 7 Cobbles coarseGravel fine coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z c'"n 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (M M) Sample Location Test Boring No. 33 at a depth of 19 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, trace silt Sand (%) 96 Plasticity Index NP Classification A-3(0), POORLY GRADED SAND(SP) Clay/Silt (%) 4 GRADATION AND ATTERBERG TEST RESULTS FIGURE A-54 PROJECT N0. 247117 A V�/ Cobbles coarseGravel � ne coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z v� 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (MM) Sample Location Test Boring No. 34 at a depth of 2 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, slightly silty Sand (%) 94 Plasticity Index NP Classification A-3(0), POORLY GRADED SAND with SILT(SP-SM) Clay/Silt (%) 6 Cobbles coarseGravel fine coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z c'"n 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (M M) Sample Location Test Boring No. 34 at a depth of 24 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, trace silt Sand (%) 98 Plasticity Index NP Classification A- 1-b(0), POORLY GRADED SAND(SP) Clay/Silt (%) 2 GRADATION AND ATTERBERG TEST RESULTS FIGURE A-55 PROJECT NO. 247117 A V�/ Cobbles coarseGravel � ne coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z v� 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (MM) Sample Location Test Boring No. 35 at a depth of 7 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, slightly silty Sand (%) 95 Plasticity Index NP Classification A-3(0), POORLY GRADED SAND with SILT(SP-SM) Clay/Silt (%) 5 Cobbles coarseGravel fine coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z c'"n 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (M M) Sample Location Test Boring No. 35 at a depth of 24 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, trace silt Sand (%) 97 Plasticity Index NP Classification A- 1-b(0), POORLY GRADED SAND(SP) Clay/Silt (%) 3 GRADATION AND ATTERBERG TEST RESULTS FIGURE A-56 PROJECT NO. 247117 A V�/ Cobbles coarseGravel � ne coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z v� 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (MM) Sample Location Test Boring No. 36 at a depth of 4 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, slightly silty Sand (%) 94 Plasticity Index NP Classification A-3(0), POORLY GRADED SAND with SILT(SP-SM) Clay/Silt (%) 6 Cobbles coarseGravel fine coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z c'"n 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (M M) Sample Location Test Boring No. 36 at a depth of 14 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, trace silt Sand (%) 98 Plasticity Index NP Classification A-3(0), POORLY GRADED SAND(SP) Clay/Silt (%) 2 GRADATION AND ATTERBERG TEST RESULTS FIGURE A-57 PROJECT N0. 247117 A V�/ Cobbles coarseGravel � ne coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z v� 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (MM) Sample Location Test Boring No. 37 at a depth of 2 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, slightly silty Sand (%) 92 Plasticity Index NP Classification A-3(0), POORLY GRADED SAND with SILT(SP-SM) Clay/Silt (%) 8 Cobbles coarseGravel fine coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z c'"n 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (M M) Sample Location Test Boring No. 37 at a depth of 7 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, slightly silty Sand (%) 94 Plasticity Index NP Classification A-3(0), POORLY GRADED SAND with SILT(SP-SM) Clay/Silt (%) 6 GRADATION AND ATTERBERG TEST RESULTS FIGURE A-58 PROJECT N0. 247117 A V�/ Cobbles coarseGravel � ne coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z v� 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (MM) Sample Location Test Boring No. 38 at a depth of 4 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, slightly silty Sand (%) 94 Plasticity Index NP Classification A-3(0), POORLY GRADED SAND with SILT(SP-SM) Clay/Silt (%) 6 Cobbles coarseGravel fine coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z c'"n 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (M M) Sample Location Test Boring No. 39 at a depth of 2 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, slightly silty Sand (%) 94 Plasticity Index NP Classification A-3(0), POORLY GRADED SAND with SILT(SP-SM) Clay/Silt (%) 6 GRADATION AND ATTERBERG TEST RESULTS FIGURE A-59 PROJECT N0. 247117 A V�/ Cobbles coarseGravel � ne coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z v� 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (MM) Sample Location Test Boring No. 39 at a depth of 7 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, trace silt Sand (%) 96 Plasticity Index NP Classification A-3(0), POORLY GRADED SAND(SP) Clay/Silt (%) 4 Cobbles coarseGravel fine coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z c'"n 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (M M) Sample Location Test Boring No. 39 at a depth of 14 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, trace silt Sand (%) 96 Plasticity Index NP Classification A-3(0), POORLY GRADED SAND(SP) Clay/Silt (%) 4 GRADATION AND ATTERBERG TEST RESULTS FIGURE A-60 PROJECT NO. 247117 A V�/ Cobbles coarseGravel � ne coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z v� 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (MM) Sample Location Test Boring No. 40 at a depth of 4 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, slightly silty Sand (%) 92 Plasticity Index NP Classification A-3(0), POORLY GRADED SAND with SILT(SP-SM) Clay/Silt (%) 8 Cobbles coarseGravel fine coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z c'"n 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (M M) Sample Location Test Boring No. 40 at a depth of 14 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, trace silt Sand (%) 97 Plasticity Index NP Classification A-3(0), POORLY GRADED SAND(SP) Clay/Silt (%) 3 GRADATION AND ATTERBERG TEST RESULTS FIGURE A-61 PROJECT N0. 247117 A V�/ Cobbles coarseGravel � ne coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z v� 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (MM) Sample Location Test Boring No. 41 at a depth of 4 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, slightly silty Sand (%) 92 Plasticity Index NP Classification A-3(0), POORLY GRADED SAND with SILT(SP-SM) Clay/Silt (%) 8 Cobbles coarseGravel fine coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z c'"n 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (M M) Sample Location Test Boring No. 41 at a depth of 19 feet Gravel (%) 0 Liquid Limit 30 Sample Description Clay, sandy Sand (%) 15 Plasticity Index 15 Classification A-6( 11), LEAN CLAY with SAND(CL) Clay/Silt (%) 85 GRADATION AND ATTERBERG TEST RESULTS FIGURE A-62 PROJECT N0. 247117 A V�/ Cobbles coarseGravel � ne coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z v� 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (MM) Sample Location Test Boring No. 42 at a depth of 7 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, slightly silty Sand (%) 96 Plasticity Index NP Classification A-3(0), POORLY GRADED SAND(SP) Clay/Silt (%) 4 Cobbles coarseGravel fine coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z c'"n 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (M M) Sample Location Test Boring No. 42 at a depth of 34 feet Gravel (%) 3 Liquid Limit NV Sample Description Sand, slightly silty, trace gravel Sand (%) 87 Plasticity Index NP Classification A- 1-b(0), WELL-GRADED SAND with SILT(SW-SM) Clay/Silt (%) 10 GRADATION AND ATTERBERG TEST RESULTS FIGURE A-63 PROJECT NO. 247117 A V�/ Cobbles coarseGravel � ne coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z v� 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (MM) Sample Location Test Boring No. 43 at a depth of 9 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, trace silt Sand (%) 96 Plasticity Index NP Classification A-3(0), POORLY GRADED SAND(SP) Clay/Silt (%) 4 Cobbles coarseGravel fine coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z c'"n 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (M M) Sample Location Test Boring No. 43 at a depth of 14 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, trace silt Sand (%) 97 Plasticity Index NP Classification A-3(0), POORLY GRADED SAND(SP) Clay/Silt (%) 3 GRADATION AND ATTERBERG TEST RESULTS FIGURE A-64 PROJECT NO. 247117 A V�/ Cobbles coarseGravel � ne coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z v� 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (MM) Sample Location Test Boring No. 44 at a depth of 7 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, trace silt Sand (%) 96 Plasticity Index NP Classification A-3(0), POORLY GRADED SAND(SP) Clay/Silt (%) 4 Cobbles coarseGravel fine coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z c'"n 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (M M) Sample Location Test Boring No. 44 at a depth of 24 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, slightly silty Sand (%) 94 Plasticity Index NP Classification A-3(0), POORLY GRADED SAND with SILT(SP-SM) Clay/Silt (%) 6 GRADATION AND ATTERBERG TEST RESULTS FIGURE A-65 PROJECT NO. 247117 A V�/ Cobbles coarseGravel � ne coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z v� 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (MM) Sample Location Test Boring No. 44 at a depth of 34 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, slightly silty Sand (%) 95 Plasticity Index NP Classification A-3(0), POORLY GRADED SAND with SILT(SP-SM) Clay/Silt (%) 5 Cobbles coarseGravel fine coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z c'"n 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (M M) Sample Location Test Boring No. 45 at a depth of 4 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, slightly silty Sand (%) 91 Plasticity Index NP Classification A-3(0), POORLY GRADED SAND with SILT(SP-SM) Clay/Silt (%) 9 GRADATION AND ATTERBERG TEST RESULTS FIGURE A-66 PROJECT N0. 247117 A V�/ Cobbles coarseGravel � ne coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z v� 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (MM) Sample Location Test Boring No. 46 at a depth of 2 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, slightly silty Sand (%) 92 Plasticity Index NP Classification A-3(0), POORLY GRADED SAND with SILT(SP-SM) Clay/Silt (%) 8 Cobbles coarseGravel fine coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z c'"n 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (M M) Sample Location Test Boring No. 46 at a depth of 7 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, slightly silty Sand (%) 93 Plasticity Index NP Classification A-3(0), POORLY GRADED SAND with SILT(SP-SM) Clay/Silt (%) 7 GRADATION AND ATTERBERG TEST RESULTS FIGURE A-67 PROJECT N0. 247117 A V�/ Cobbles coarseGravel � ne coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z v� 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (MM) Sample Location Test Boring No. 47 at a depth of 9 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, silty Sand (%) 73 Plasticity Index NP Classification A-2-4(0), SILTY SAND(SM) Clay/Silt (%) 27 Cobbles coarseGravel fine coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z c'"n 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (M M) Sample Location Test Boring No. 47 at a depth of 19 feet Gravel (%) 0 Liquid Limit 46 Sample Description Clay, very sandy Sand (%) 30 Plasticity Index 32 Classification A-7-6(20), SANDY LEAN CLAY(CL) Clay/Silt (%) 70 GRADATION AND ATTERBERG TEST RESULTS FIGURE A-68 PROJECT N0. 247117 A V�/ Cobbles coarseGravel � ne coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z v� 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (MM) Sample Location Test Boring No. 49 at a depth of 2 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, slightly silty Sand (%) 88 Plasticity Index NP Classification A-2-4(0), SILTY SAND(SM) Clay/Silt (%) 12 Cobbles coarseGravel fine coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z c'"n 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (M M) Sample Location Test Boring No. 49 at a depth of 7 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, trace silt Sand (%) 96 Plasticity Index NP Classification A-3(0), POORLY GRADED SAND(SP) Clay/Silt (%) 4 GRADATION AND ATTERBERG TEST RESULTS FIGURE A-69 PROJECT N0. 247117 A V�/ Cobbles coarseGravel � ne coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z v� 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (MM) Sample Location Test Boring No. 49 at a depth of 24 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, silty Sand (%) 85 Plasticity Index NP Classification A-2-4(0), SILTY SAND(SM) Clay/Silt (%) 15 Cobbles coarseGravel fine coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z c'"n 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (M M) Sample Location Test Boring No. 50 at a depth of 4 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, slightly silty Sand (%) 94 Plasticity Index NP Classification A-3(0), POORLY GRADED SAND with SILT(SP-SM) Clay/Silt (%) 6 GRADATION AND ATTERBERG TEST RESULTS FIGURE A-70 PROJECT N0. 247117 A V�/ Cobbles coarseGravel � ne coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z v� 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (MM) Sample Location Test Boring No. 50 at a depth of 9 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, slightly silty Sand (%) 93 Plasticity Index NP Classification A-3(0), POORLY GRADED SAND with SILT(SP-SM) Clay/Silt (%) 7 Cobbles coarseGravel fine coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z c'"n 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (M M) Sample Location Test Boring No. 51 at a depth of 2 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, slightly silty Sand (%) 93 Plasticity Index NP Classification A-3(0), POORLY GRADED SAND with SILT(SP-SM) Clay/Silt (%) 7 GRADATION AND ATTERBERG TEST RESULTS FIGURE A-71 PROJECT N0. 247117 A V�/ Cobbles coarseGravel � ne coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z v� 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (MM) Sample Location Test Boring No. 51 at a depth of 14 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, slightly silty Sand (%) 90 Plasticity Index NP Classification A-3(0), POORLY GRADED SAND with SILT(SP-SM) Clay/Silt (%) 10 Cobbles coarseGravel fine coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z c'"n 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (M M) Sample Location Test Boring No. 52 at a depth of 9 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, slightly silty Sand (%) 94 Plasticity Index NP Classification A-3(0), POORLY GRADED SAND with SILT(SP-SM) Clay/Silt (%) 6 GRADATION AND ATTERBERG TEST RESULTS FIGURE A-72 PROJECT N0. 247117 A V�/ Cobbles coarseGravel � ne coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z v� 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (MM) Sample Location Test Boring No. 52 at a depth of 24 feet Gravel (%) 0 Liquid Limit 29 Sample Description Clay, sandy Sand (%) 27 Plasticity Index 12 Classification A-6(7), LEAN CLAY with SAND(CL) Clay/Silt (%) 73 Cobbles coarseGravel fine coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z c'"n 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (M M) Sample Location Test Boring No. 53 at a depth of 4 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, very silty Sand (%) 51 Plasticity Index NP Classification A-4(0), SILTY SAND(SM) Clay/Silt (%) 49 GRADATION AND ATTERBERG TEST RESULTS FIGURE A-73 PROJECT N0. 247117 A V�/ Cobbles coarseGravel � ne coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z v� 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (MM) Sample Location Test Boring No. 53 at a depth of 19 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, silty Sand (%) 71 Plasticity Index NP Classification A-2-4(0), SILTY SAND(SM) Clay/Silt (%) 29 Cobbles coarseGravel fine coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z c'"n 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (M M) Sample Location Test Boring No. 54 at a depth of 2 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, slightly silty Sand (%) 94 Plasticity Index NP Classification A-3(0), POORLY GRADED SAND with SILT(SP-SM) Clay/Silt (%) 6 GRADATION AND ATTERBERG TEST RESULTS FIGURE A-74 PROJECT N0. 247117 A V�/ Cobbles coarseGravel � ne coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z v� 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (MM) Sample Location Test Boring No. 54 at a depth of 7 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, slightly silty Sand (%) 94 Plasticity Index NP Classification A-3(0), POORLY GRADED SAND with SILT(SP-SM) Clay/Silt (%) 6 Cobbles coarseGravel fine coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z c'"n 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (M M) Sample Location Test Boring No. 54 at a depth of 34 feet Gravel (%) 1 Liquid Limit 26 Sample Description Sand, very clayey, trace gravel Sand (%) 55 Plasticity Index 13 Classification A-6(2), CLAYEY SAND(SC) Clay/Silt (%) 45 GRADATION AND ATTERBERG TEST RESULTS FIGURE A-75 PROJECT N0. 247117 A V�/ Cobbles coarseGravel � ne coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z v� 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (MM) Sample Location Test Boring No. 55 at a depth of 9 feet Gravel (%) 0 Liquid Limit 35 Sample Description Clay, very sandy Sand (%) 30 Plasticity Index 22 Classification A-6( 13), LEAN CLAY with SAND(CL) Clay/Silt (%) 70 Cobbles coarseGravel fine coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z c'"n 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (M M) Sample Location Test Boring No. 56 at a depth of 4 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, slightly silty Sand (%) 89 Plasticity Index NP Classification A-2-4(0), POORLY GRADED SAND with SILT(SP-SM) Clay/Silt (%) 11 GRADATION AND ATTERBERG TEST RESULTS FIGURE A-76 PROJECT N0. 247117 A V�/ Cobbles coarseGravel � ne coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z v� 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (MM) Sample Location Test Boring No. 57 at a depth of 7 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, very silty Sand (%) 61 Plasticity Index NP Classification A-4(0), SILTY SAND(SM) Clay/Silt (%) 39 Cobbles coarseGravel fine coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z c'"n 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (M M) Sample Location Test Boring No. 57 at a depth of 24 feet Gravel (%) 0 Liquid Limit 30 Sample Description Clay, sandy Sand (%) 29 Plasticity Index 18 Classification A-6( 10), LEAN CLAY with SAND(CL) Clay/Silt (%) 70 GRADATION AND ATTERBERG TEST RESULTS FIGURE A-77 PROJECT N0. 247117 A V�/ Cobbles coarseGravel � ne coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z v� 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (MM) Sample Location Test Boring No. 58 at a depth of 7 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, very silty Sand (%) 65 Plasticity Index NP Classification A-2-4(0), SILTY SAND(SM) Clay/Silt (%) 35 Cobbles coarseGravel fine coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z c'"n 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (M M) Sample Location Test Boring No. 58 at a depth of 24 feet Gravel (%) 2 Liquid Limit 35 Sample Description Clay, very sandy, trace gravel Sand (%) 30 Plasticity Index 22 Classification A-6( 12), SANDY LEAN CLAY(CL) Clay/Silt (%) 68 GRADATION AND ATTERBERG TEST RESULTS FIGURE A-78 PROJECT N0. 247117 A V�/ Cobbles coarseGravel � ne coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z v� 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (MM) Sample Location Test Boring No. 59 at a depth of 4 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, silty Sand (%) 79 Plasticity Index NP Classification A-2-4(0), SILTY SAND(SM) Clay/Silt (%) 21 Cobbles coarseGravel fine coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z c'"n 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (M M) Sample Location Test Boring No. 59 at a depth of 19 feet Gravel (%) 0 Liquid Limit 31 Sample Description Clay, very sandy Sand (%) 34 Plasticity Index 17 Classification A-6(8), SANDY LEAN CLAY(CL) Clay/Silt (%) 66 GRADATION AND ATTERBERG TEST RESULTS FIGURE A-79 PROJECT N0. 247117 A V�/ Cobbles coarseGravel � ne coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z v� 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (MM) Sample Location Test Boring No. 60 at a depth of 4 feet Gravel (%) 0 Liquid Limit 21 Sample Description Sand, very silty Sand (%) 65 Plasticity Index NP Classification A-2-4(0), SILTY SAND(SM) Clay/Silt (%) 35 Cobbles coarseGravel fine coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z c'"n 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (M M) Sample Location Test Boring No. 60 at a depth of 14 feet Gravel (%) 0 Liquid Limit 29 Sample Description Clay, very sandy ( lens) Sand (%) 43 Plasticity Index 16 Classification A-6(6), SANDY LEAN CLAY(CL) Clay/Silt (%) 57 GRADATION AND ATTERBERG TEST RESULTS FIGURE A-80 PROJECT N0. 247117 A V�/ Cobbles coarseGravel � ne coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z v� 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (MM) Sample Location Test Boring No. 61 at a depth of 14 feet Gravel (%) 0 Liquid Limit 42 Sample Description Clay, slightly sandy Sand (%) 9 Plasticity Index 27 Classification A-7-6(25), LEAN CLAY(CL) Clay/Silt (%) 91 Cobbles coarseGravel fine coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z c'"n 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (M M) Sample Location Test Boring No. 63 at a depth of 14 feet Gravel (%) 0 Liquid Limit 24 Sample Description Clay, very sandy Sand (%) 46 Plasticity Index 8 Classification A-4(2), SANDY LEAN CLAY(CL) Clay/Silt (%) 54 GRADATION AND ATTERBERG TEST RESULTS FIGURE A-81 PROJECT N0. 247117 A V�/ Cobbles coarseGravel � ne coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z v� 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (MM) Sample Location Test Boring No. 64 at a depth of 4 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, slightly silty Sand (%) 94 Plasticity Index NP Classification A-3(0), POORLY GRADED SAND with SILT(SP-SM) Clay/Silt (%) 6 Cobbles coarseGravel fine coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z c'"n 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (M M) Sample Location Test Boring No. 64 at a depth of 19 feet Gravel (%) 0 Liquid Limit 27 Sample Description Clay, sandy Sand (%) 28 Plasticity Index 12 Classification A-6(6), LEAN CLAY with SAND(CL) Clay/Silt (%) 72 GRADATION AND ATTERBERG TEST RESULTS FIGURE A-82 PROJECT N0. 247117 A V�/ Cobbles coarseGravel � ne coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z v� 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (MM) Sample Location Test Boring No. 65 at a depth of 2 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, slightly silty Sand (%) 90 Plasticity Index NP Classification A-3(0), POORLY GRADED SAND with SILT(SP-SM) Clay/Silt (%) 10 Cobbles coarseGravel fine coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z c'"n 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (M M) Sample Location Test Boring No. 65 at a depth of 7 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, slightly silty Sand (%) 91 Plasticity Index NP Classification A-3(0), POORLY GRADED SAND with SILT(SP-SM) Clay/Silt (%) 9 GRADATION AND ATTERBERG TEST RESULTS FIGURE A-83 PROJECT N0. 247117 A V�/ Cobbles coarseGravel � ne coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z v� 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (MM) Sample Location Test Boring No. 66 at a depth of 9 feet Gravel (%) 0 Liquid Limit 43 Sample Description Clay, sandy Sand (%) 23 Plasticity Index 28 Classification A-7-6(20), LEAN CLAY with SAND(CL) Clay/Silt (%) 77 Cobbles coarseGravel fine coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z c'"n 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (M M) Sample Location Test Boring No. 66 at a depth of 19 feet Gravel (%) 7 Liquid Limit 27 Sample Description Sand, clayey, slightly gravelly Sand (%) 74 Plasticity Index 15 Classification A-2-6(0), CLAYEY SAND(SC) Clay/Silt (%) 19 GRADATION AND ATTERBERG TEST RESULTS FIGURE A-84 PROJECT N0. 247117 A V�/ Cobbles coarseGravel � ne coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z v� 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (MM) Sample Location Test Boring No. 67 at a depth of 9 feet Gravel (%) 1 Liquid Limit 46 Sample Description Clay, sandy, trace gravel Sand (%) 24 Plasticity Index 31 Classification A-7-6(22), LEAN CLAY with SAND(CL) Clay/Silt (%) 75 Cobbles coarseGravel fine coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z c'"n 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (M M) Sample Location Test Boring No. 69 at a depth of 2 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, silty Sand (%) 79 Plasticity Index NP Classification A-2-4(0), SILTY SAND(SM) Clay/Silt (%) 21 GRADATION AND ATTERBERG TEST RESULTS FIGURE A-85 PROJECT N0. 247117 A V�/ Cobbles coarseGravel � ne coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z v� 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (MM) Sample Location Test Boring No. 70 at a depth of 19 feet Gravel (%) 1 Liquid Limit 54 Sample Description Clay, slightly sandy, trace gravel Sand (%) 12 Plasticity Index 38 Classification A-7-6(35), FAT CLAY(CH ) Clay/Silt (%) 88 Cobbles coarseGravel fine coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z c'"n 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (M M) Sample Location Test Boring No. 71 at a depth of 4 feet Gravel (%) 1 Liquid Limit NV Sample Description Sand, slightly silty, trace gravel Sand (%) 94 Plasticity Index NP Classification A-3(0), POORLY GRADED SAND with SILT(SP-SM) Clay/Silt (%) 5 GRADATION AND ATTERBERG TEST RESULTS FIGURE A-86 PROJECT N0. 247117 A V�/ Cobbles coarseGravel � ne coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z v� 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (MM) Sample Location Test Boring No. 71 at a depth of 9 feet Gravel (%) 0 Liquid Limit NV Sample Description Sand, slightly silty Sand (%) 95 Plasticity Index NP Classification A-3(0), POORLY GRADED SAND with SILT(SP-SM) Clay/Silt (%) 5 Cobbles coarseGravel fine coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z c'"n 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (M M) Sample Location Test Boring No. 72 at a depth of 4 feet Gravel (%) 0 Liquid Limit 32 Sample Description Clay, very sandy ( lens) Sand (%) 34 Plasticity Index 18 Classification A-6(9), SANDY LEAN CLAY(CL) Clay/Silt (%) 66 GRADATION AND ATTERBERG TEST RESULTS FIGURE A-87 PROJECT N0. 247117 A V�/ Cobbles coarseGravel � ne coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z v� 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (MM) Sample Location Test Boring No. 72 at a depth of 9 feet Gravel (%) 0 Liquid Limit 26 Sample Description Sand, very clayey Sand (%) 52 Plasticity Index 14 Classification A-6(3), CLAYEY SAND(SC) Clay/Silt (%) 47 Cobbles coarseGravel fine coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z c'"n 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (M M) Sample Location Test Boring No. 73 at a depth of 9 feet Gravel (%) 0 Liquid Limit 34 Sample Description Clay, sandy Sand (%) 27 Plasticity Index 20 Classification A-6( 12), LEAN CLAY with SAND(CL) Clay/Silt (%) 73 GRADATION AND ATTERBERG TEST RESULTS FIGURE A-88 PROJECT N0. 247117 A V�/ Cobbles coarseGravel � ne coarse medi Sand fine Silt (Non-Plastic) to Clay (Plastic) 100 100 90 90 80 80 ^ 70 70 � 0 � c� z v� 60 60 � ¢ a � w 50 50 U K w a 40 40 30 30 20 20 10 10 0 0 100 10 1 0 . 1 0. 01 0 .001 PARTICLE SIZE (MM) Sample Location Test Boring No. 73 at a depth of 14 feet Gravel (%) 0 Liquid Limit 43 Sample Description Clay, sandy Sand (%) 15 Plasticity Index 27 Classification A-7-6(22), LEAN CLAY with SAND(CL) Clay/Silt (%) 84 GRADATION AND ATTERBERG TEST RESULTS FIGURE A-89 PROJECT N0. 247117 v SO LOGIC � May, 28 2020 REI, LLC PO Box 156 Red Feather Lakes , CO 80545 Attn: Ms . Christine Hethcock Re : Geologic and Preliminary On- Site Wastewater Treatment System (OWTS) Site and Soil Evaluation Report - Pelican Lake Ranch Subdivision Weld County (Platteville) , Colorado Soilogic Project # 20- 1130 Ms . Hethcock: Soilogic, Inc . ( Soilogic) personnel have completed the geologic and OWTS site and soil evaluation you requested for the above referenced parcel . The geologic evaluation was completed through review of mapped and published information concerning site soil and groundwater conditions . A list of the references reviewed is included with this report. The OWTS site evaluation was completed through review of the above referenced materials as well as site specific subsurface exploration. SITE DESCRIPTION The subject evaluation area is located approximately seven (7) miles east of Platteville , Colorado in an area south of County Road 38 and east of West County Road 39 , and directly west and north of Milton Reservoir. The evaluation area includes a total of approximately 2 , 715 acres situated in partions of Section 3 , 4, 5 , 8 , 9 , 10, 15 and 17 , Township 3 North, Range 65 West of the 6th Principal Meridian in Weld County, Colorado . We understand the evaluation area may be subdivided into single -family residential lots . At this time, we understand the total number of lots and individual lot sizes have not been finalized. We expect the proposed residential structures will be lightly-loaded 1 or 2 -story wood frame structures constructed over full basements where subsurface conditions permit. Foundations loads for the structures are expected to be light, with continuous wall loads less than 3 . 5 kips per lineal foot and individual column loads less than 75 kips . Wastewater generated by the residences will be disposed of through On- Site Wastewater Treatment Systems (OWTS) . Soilogic, Inc . 3522 Draft Horse Court • Loveland , CO 80538 • (970) 535-6144 Geologic and Preliminary On-Site Wastewater Treatment System (OWTS) Site and Soil Evaluation Report - Pelican Lake Ranch Subdivision Weld County (Platteville), Colorado Soilogic Project # 20- 1130 2 At the time of our site visit, the subject evaluation area was observed to be sparsely to moderately vegetated in grasses and sage brush, with an overall downward slope to the east. The maximum difference in ground surface elevation across the evaluation area was estimated to be approximately 150 feet, based on review of topographic maps of the area. GEOLOGY EVALUATION The included soil type delineation diagram outlines those soil groupings identified at the site by Weld County Soil Conservation Service ( SCS) maps . SCS descriptions of those soil types are included with this report. In general, the majority (approximately 97°/o) of the near surface soils at this site consist of sand/loamy sand to low plasticity sandy loam from the Valent sand and the Vona loamy sand series derived from noncalcareous eolian sands and alluvium. The remaining test area (approximately 3 °/o) generally falls within the Loup-Boel loamy sands and Olney loamy sand series derived from sandy alluvium and mixed deposit outwash. Mapped information indicates the evaluation area is not identified as being flood prone and would be expected to have groundwater at depths generally ranging from 5 to 20 feet below ground surface . According to geologic maps of the area, the site overburden soils are underlain by the Laramie bedrock formations from the Upper Cretaceous geologic period. According to SCS data, the depth to bedrock would be expected to be greater than 6 feet for evaluation area. Based on our review of the site as outlined above, we expect the near surface soils could be used for support of lightly loaded structures . Although not anticipated, deep foundation systems could be employed for heavy foundation loads or if moderately to highly expansive soils and/or bedrock are encountered within close proximity to proposed foundation bearing elevations . While site groundwater levels are not anticipated to significantly impact the proposed construction, care will be needed to establish finish floor slab levels above seasonal high groundwater. Geologic and Preliminary On-Site Wastewater Treatment System (OWTS) Site and Soil Evaluation Report - Pelican Lake Ranch Subdivision Weld County (Platteville), Colorado Soilogic Project # 20- 1130 3 Based on our review of published and SCS maps, the evaluation area does not fall within those areas identified as having economically recoverable gravel and metallic mineral resources . The subject property falls within gas fields identified as having the potential for economically recoverable oil and gas resources . Active wells tapping the referenced fields exist within the evaluation area. We expect the existing active well sites could continue to be utilized to extract oil and gas resources that may exist beneath the subject evaluation area through directional drilling procedures such that development of the subject evaluation area would not impede recovery. During our review of available site data, we did not identify other potential geologic hazards as outlined in H.B . 1041 . PRELIMINARY OWTS - SITE AND SOIL EVALUATION On May 13 through May 15 , 2020, and as part of our site OWTS evaluation, Soilogic personnel observed 39 test pit excavations completed by others in a basic grid pattern across the subject test area. Graphic logs of the profile test pits are included with this report as test pit TP- 1 through TP-39 . Of the 39 profile test pits evaluated, 30 test pits were observed to be very similar and consisted of approximately 6 to 10 inches of vegetation and topsoil underlain by brown/rust-brown/light-brown Sand/Loamy Sand with a Single Grain structure shape and a Structureless grade (Soil Type 1 ) which extended to the bottom of the profile test pits at depths ranging from approximately 8 to 9 feet below present site grade . In profile test pits TP- 8 , TP- 16, TP-28 and TP-38 , the materials encountered in the profile test pits consisted of approximately 6 to 8 inches of vegetation and topsoil underlain by brown/dark rust-brown/rust-brown Sand/Loamy Sand with a Single Grain structure shape and a Structureless grade ( Soil Type 1 ) which extended to depths ranging from approximately 5 '/2 to 6 feet below present site grade and was underlain by light-brown/rust-brown/grey Sandy Loam with a Granular structure shape and a Moderate structure grade ( Soil Type 2) which extended to the bottom of the profile test pits at a depth of approximately 8 feet below present site grade . In profile test pits TP-2, TP-4, TP-21 and TP-25 , the materials encountered in the profile test pits consisted of approximately 6 to 8 inches of vegetation and topsoil underlain by brown/light-brown Geologic and Preliminary On-Site Wastewater Treatment System (OWTS) Site and Soil Evaluation Report - Pelican Lake Ranch Subdivision Weld County (Platteville), Colorado Soilogic Project # 20- 1130 4 Sandy Loam with a Granular structure shape and a Moderate structure grade ( Soil Type 2) which extended to depths ranging from approximately 3 '/2 to 6 feet below present site grade and was underlain by brown/light-brown/rust-brown Sand/Loamy Sand with a Single Grain structure shape and a Structureless grade (Soil Type 1 ) which extended to the bottom of the profile test pits at a depth of approximately 8 feet below present site grade . In profile test pit TP-39 , the materials encountered in the profile test pit consisted of approximately 8 to 10 inches of vegetation and topsoil underlain by brown Sand/Loamy Sand with a Single Grain structure shape and a Structureless grade ( Soil Type 1 ) which extended to a depth of approximately 4 '/2 feet below present site grade and was underlain by rust-brown/brown/grey Sandy Clay Loam with a Blocky structure shape and a Moderate structure grade ( Soil Type 3 ) which extended to the bottom of the profile test pit at a depth of approximately 8 feet below present site grade . Soil samples were obtained from the profile test pits, sealed and returned to the laboratory for further evaluation. A diagram of the test pit locations is included with the repart. Groundwater was not encountered in the completed profile test pits at the time of our site visits to the depth explored. We expect periodically saturated soils do not exist within the top 8 -feet of subgrade soils in the area of the test pit excavations . Groundwater levels will vary seasonally and over time based on weather conditions, site development, irrigation practices and other hydrologic conditions . Perched and/ar trapped groundwater conditions may also be encountered at times throughout the year. Perched water is commonly encountered in soils overlying less permeable soil layers and/or bedrock. Trapped water is typically encountered within more permeable zones of layered soil and bedrock systems . The location and amount of perched/trapped water can also vary over time . As part of our soil evaluation, visual and tactile soil evaluations were completed on representative portions of the materials obtained from the profile test pits . The soil sampled contained less than 35 % rock (material larger than a # 10 (2 mm) size sieve) precluding the need for soil replacement procedures . In our opinion, the soil sampled in the profile test pits can be classified as ` Soil Type 1 , 2 and 3 ' , with corresponding Long- Term Acceptance Rate (LTAR) values of 0 . 80, 0 . 60 and 0 . 35 gallons per day per square foot, respectively. Geologic and Preliminary On-Site Wastewater Treatment System (OWTS) Site and Soil Evaluation Report - Pelican Lake Ranch Subdivision Weld County (Platteville), Colorado Soilogic Project # 20- 1130 5 Weld County guidelines require a percolation rate in the range of 5 to 60 minutes per inch for use of a non-engineered conventional On- Site Wastewater Treatment System OWTS . The ` Soil Type 1 , 2 and 3 ' classifications and corresponding percolation rates of 5 to 15 , 16 to 25 and 41 to 60 minutes per inch, respectively, meets that criterion. In addition, Weld County guidelines require that neither groundwater nor crystalline bedrock be encountered within 4 feet of the ground surface in the proposed Soil Treatment Area ( STA) . Based on our test pit observations, the thickness of overburden soils appears to be sufficient and meets the groundwater and bedrock separation criteria at the test locations . Based on results of our completed site and soil evaluation, we expect conventional OWTS construction will be possible for most if not all of the proposed lots on the subject site . Typical gravity-fed chamber systems in a bed ar trench configuration could be considered. In areas where gravity drainage to the Soil Treatment Area ( STA) is not possible, pump dosing could be considered. Site specific evaluations will be required to better evaluate the Long-Term Acceptance Rate (LTAR) of the near surface soils and depth to bedrock and groundwater in proposed STA ' s . We appreciate the opportunity to be of service to you on this project. If you have any questions concerning the enclosed information or if we can be of further service to you in any way, please do not hesitate to contact us . Very Truly Yours, Soilogic, Inc. Reviewed by : , �,p0 RE��Sl ' O Ov ; � �ON C,q,Q � '• �� .' �p � � - V � . o ,��t : /� � � -�,L�2d.l�! .+_ � � 6' 7df�� , L - /. �� . � ! 1 � I �� I,v � � � �. 1\_ l O� � . •� � /^\ • • • � 1 �� j\• r � � � � � � ``;'r �� vS��NAL�� . Josh Schmidt Wolf von Carlowitz, P . E. Engineering Technician Principal Engineer Geologic and Preliminary On-Site Wastewater Treatment System (OWTS) Site and Soil Evaluation Report - Pelican Lake Ranch Subdivision Weld County (Platteville), Colorado Soilogic Project # 20- 1130 6 REFERENCES 1 . Colton R.B . and Harold R. Fitch, 1974, Map Showin� Potential Sources of Gravel and Crushed-Rock Aggregate , in the Boulder-Fort Collins-Greeley Area, Front Ran�e Urban Corridor, Colorado : U. S . Geological Survey Miscellaneous Investigation Series Map I- 855 -D . 2 . Colton R.B . , 1978 , Geolo ig c Map of the Boulder-Fort Collins-Greeley Area, Colorado : U. S . Geological Survey Miscellaneous Investigation Series Map I-955 -G. 3 . Hershey L.A. and Schneider, Jr. P .A. , 1972 , Geolo ig c Map of the Lower Cache La Poudre River Basin, North-Central Colorado : U. S . Geological Survey Miscellaneous Investigation Series Map I- 687 . 4 . Hillier D . and Schneider, Jr. P . A. , 1979 , Depth to the Water Table in the Boulder-Fort Collins -Greeley Area, Front Range Urban Corridor, Colorado : U. S . Geological Survey Miscellaneous Investigation Series Map I- 855 -I . 5 . United States Department of Agriculture Soil Conservation Service and Forest Service in Cooperation with Colorado Agricultural Experiment Station, 1980, Soil Survey of Weld County Area, Colorado, Maps 239 - 812/3 . 6 . Schneider, Jr. P. A. , 1983 Shallow Groundwater in the Boulder-Fort Collins-Greeley Area, Front Range Urban Corridor, Colorado 1975 -77 : U. S . Geological Survey Water Resources Investigations Report 83 -4058 . 7 . Soil Survey Staff, Natural Resources Conservation Service, United States Department of Agriculture . Web Soil Survey. Available online at http : //websoilsurvey. nres .usda. gov accessed (May 26, 2020) . 8 . Colorado Oil and Gas Commission, Department of Natural Resources, 2018 https : //cogccmap . state . co . us/cogcc_gis_online . Accessed 26 May 2020 . MAY 2020 TEST PIT LOCATION ° PROJECT #20 - 1130 DIAGRAM SC] LOMCIC �TP � �TP-2 � TP-4 � TP-3 �TP-5 � TP-6 � TP-7 � TP-8 � TP-24 � TP-25 �TP-9 � TP-10 � TP-11 � TP-12 � TP- 13 � TP-26 �TP-27 � TP-29 � TP-28 � TP-14 � TP-30 � � TP- 15 � TP-16 � � TP-17 °� r , � TP- 18 � TP-19 � � TP-20 � TP-21 � TP-22 � � TP-23 , � TP-32 � TP-31 � TP-33 � TP-34 � TP-35 �- TP-36 � , . d � TP-37 � TP-38 � TP-39 � APPROXIMATE TEST PIT LOCATIONS � x�i� �� 2�� DENOTES DIRECTION OF SLOPE AND APPROXIMATE GRADE SCALE 1 " = 2000 ' � PELICAN LAKE RANCH PRELIMINARY OWTS SITE AND SOIL EVALUATION WELD COUNTY ( PLATTEVILLE ) , COLORADO PELICAN LAKE RANCH - PRELIMINARY OWTS SITE AND SOIL EVALUATION WELD COUNTY ( PLATTEVILLE) , COLORADO Project # 20-1130 � May 2020 SDI � LOGIC LOG OF TEST PIT TP- 1 Sheet 1 / 1 Excavation Equipment: Backhoe Water Depth Information Start Date 5/14/2020 Auger Type : - During Excavation None Finish Date 5/14/2020 Hammer Type : - After Excavation None Surface Elev. - Field Personnel : JS - - N �, Estimated Swell % Passing � SOIL DESCRIPTION Depth � "N " MC DD q „ % Swell @ Pressure Atterberg Limits # 200 Sieve � (ft) � (%) (pc� ( psfl 500 psf ( psfl LL PI (%) 6 - 8" VEGETATION & TOPSOIL - 1 2 USDA: SAND / LOAMY SAND 3 Soil Type 1 : Single Grain - brown, rust-brown 4 slightly moist 5 6 7 8 BOTTOM OF TEST PIT @ 8 .0' - 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 PELICAN LAKE RANCH - PRELIMINARY OWTS SITE AND SOIL EVALUATION WELD COUNTY ( PLATTEVILLE) , COLORADO Project # 20-1130 � May 2020 SDI � LOGIC LOG OF TEST PIT TP-2 Sheet 1 / 1 Excavation Equipment: Backhoe Water Depth Information Start Date 5/14/2020 Auger Type : - During Excavation None Finish Date 5/14/2020 Hammer Type : - After Excavation None Surface Elev. - Field Personnel : JS - - N �, Estimated Swell % Passing � SOIL DESCRIPTION Depth � "N " MC DD q „ % Swell @ Pressure Atterberg Limits # 200 Sieve � (ft) � (%) (pc� ( psfl 500 psf ( psfl LL PI (%) 6 - 8" VEGETATION & TOPSOIL - 1 2 USDA: 5ANDY LOAM - Soil Type 2: Granular, Moderate 3 brown, light-brown - 4 dry / slightly moist - 5 6 U5DA: SAND / LOAMY SAND - Soil Type 1 : Single Grain 7 rust-brown - 8 BOTTOM OF TEST PIT @ 8 .0' - 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 PELICAN LAKE RANCH - PRELIMINARY OWTS SITE AND SOIL EVALUATION WELD COUNTY ( PLATTEVILLE) , COLORADO Project # 20-1130 � May 2020 SDI � LOGIC LOG OF TEST PIT TP-3 Sheet 1 / 1 Excavation Equipment: Backhoe Water Depth Information Start Date 5/14/2020 Auger Type : - During Excavation None Finish Date 5/14/2020 Hammer Type : - After Excavation None Surface Elev. - Field Personnel : JS - - N �, Estimated Swell % Passing � SOIL DESCRIPTION Depth � "N " MC DD q „ % Swell @ Pressure Atterberg Limits # 200 Sieve � (ft) � (%) (pc� ( psfl 500 psf ( psfl LL PI (%) 6 - 8" VEGETATION & TOPSOIL - 1 2 USDA: SAND / LOAMY SAND 3 Soil Type 1 : Single Grain - brown, rust-brown 4 slightly moist 5 6 7 8 BOTTOM OF TEST PIT @ 8 .0' - 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 PELICAN LAKE RANCH - PRELIMINARY OWTS SITE AND SOIL EVALUATION WELD COUNTY ( PLATTEVILLE) , COLORADO Project # 20-1130 � May 2020 SDI � LOGIC LOG OF TEST PIT TP-4 Sheet 1 / 1 Excavation Equipment: Backhoe Water Depth Information Start Date 5/14/2020 Auger Type : - During Excavation None Finish Date 5/14/2020 Hammer Type : - After Excavation None Surface Elev. - Field Personnel : JS - - N �, Estimated Swell % Passing � SOIL DESCRIPTION Depth � "N " MC DD q „ % Swell @ Pressure Atterberg Limits # 200 Sieve � (ft) � (%) (pc� ( psfl 500 psf ( psfl LL PI (%) 6 - 8" VEGETATION & TOPSOIL - 1 USDA: 5ANDY LOAM - Soil Type 2: Granular, Moderate 2 brown - 3 4 USDA: SAND / LOAMY SAND 5 Soil Type 1 : Single Grain - light-brown 6 dry 7 8 BOTTOM OF TEST PIT @ 8 .0' - 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 PELICAN LAKE RANCH - PRELIMINARY OWTS SITE AND SOIL EVALUATION WELD COUNTY ( PLATTEVILLE) , COLORADO Project # 20-1130 � May 2020 SDI � LOGIC LOG OF TEST PIT TP-5 Sheet 1 / 1 Excavation Equipment: Backhoe Water Depth Information Start Date 5/14/2020 Auger Type : - During Excavation None Finish Date 5/14/2020 Hammer Type : - After Excavation None Surface Elev. - Field Personnel : JS - - N �, Estimated Swell % Passing � SOIL DESCRIPTION Depth � "N " MC DD q „ % Swell @ Pressure Atterberg Limits # 200 Sieve � (ft) � (%) (pc� ( psfl 500 psf ( psfl LL PI (%) 6 - 8" VEGETATION & TOPSOIL - 1 2 3 U5DA: SAND / LOAMY SAND - Soil Type 1 : Single Grain 4 brown, light-brown - 5 slightly moist - 6 7 8 9 BOTTOM OF TEST PIT @ 9.0' - 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 PELICAN LAKE RANCH - PRELIMINARY OWTS SITE AND SOIL EVALUATION WELD COUNTY ( PLATTEVILLE) , COLORADO Project # 20-1130 � May 2020 SDI � LOGIC LOG OF TEST PIT TP-6 Sheet 1 / 1 Excavation Equipment: Backhoe Water Depth Information Start Date 5/14/2020 Auger Type : - During Excavation None Finish Date 5/14/2020 Hammer Type : - After Excavation None Surface Elev. - Field Personnel : JS - - N �, Estimated Swell % Passing � SOIL DESCRIPTION Depth � "N " MC DD q „ % Swell @ Pressure Atterberg Limits # 200 Sieve � (ft) � (%) (pc� ( psfl 500 psf ( psfl LL PI (%) 6 - 8" VEGETATION & TOPSOIL - 1 2 USDA: SAND / LOAMY SAND 3 Soil Type 1 : Single Grain - brown, rust-brown 4 slightly moist 5 6 7 8 BOTTOM OF TEST PIT @ 8 .0' - 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 PELICAN LAKE RANCH - PRELIMINARY OWTS SITE AND SOIL EVALUATION WELD COUNTY ( PLATTEVILLE) , COLORADO Project # 20-1130 � May 2020 SDI � LOGIC LOG OF TEST PIT TP-7 Sheet 1 / 1 Excavation Equipment: Backhoe Water Depth Information Start Date 5/14/2020 Auger Type : - During Excavation None Finish Date 5/14/2020 Hammer Type : - After Excavation None Surface Elev. - Field Personnel : JS - - N �, Estimated Swell % Passing � SOIL DESCRIPTION Depth � "N " MC DD q „ % Swell @ Pressure Atterberg Limits # 200 Sieve � (ft) � (%) (pc� ( psfl 500 psf ( psfl LL PI (%) 6 - 8" VEGETATION & TOPSOIL - 1 2 USDA: SAND / LOAMY SAND 3 Soil Type 1 : Single Grain - dark-brown, brown 4 slightly moist 5 6 7 8 BOTTOM OF TEST PIT @ 8 .0' - 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 PELICAN LAKE RANCH - PRELIMINARY OWTS SITE AND SOIL EVALUATION WELD COUNTY ( PLATTEVILLE) , COLORADO Project # 20-1130 � May 2020 SDI � LOGIC LOG OF TEST PIT TP-8 Sheet 1 / 1 Excavation Equipment: Backhoe Water Depth Information Start Date 5/14/2020 Auger Type : - During Excavation None Finish Date 5/14/2020 Hammer Type : - After Excavation None Surface Elev. - Field Personnel : JS - - N �, Estimated Swell % Passing � SOIL DESCRIPTION Depth � "N " MC DD q „ % Swell @ Pressure Atterberg Limits # 200 Sieve � (ft) � (%) (pc� ( psfl 500 psf ( psfl LL PI (%) 6 - 8" VEGETATION & TOPSOIL - 1 2 USDA: SAND / LOAMY SAND - Soil Type 1 : Single Grain 3 brown - 4 slightly moist - 5 6 USDA: 5ANDY LOAM - Soil Type 2: Granular, Moderate 7 light-brown - 8 BOTTOM OF TEST PIT @ 8 .0' - 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 PELICAN LAKE RANCH - PRELIMINARY OWTS SITE AND SOIL EVALUATION WELD COUNTY ( PLATTEVILLE) , COLORADO Project # 20-1130 � May 2020 SDI � LOGIC LOG OF TEST PIT TP-9 Sheet 1 / 1 Excavation Equipment: Backhoe Water Depth Information Start Date 5/14/2020 Auger Type : - During Excavation None Finish Date 5/14/2020 Hammer Type : - After Excavation None Surface Elev. - Field Personnel : JS - - N �, Estimated Swell % Passing � SOIL DESCRIPTION Depth � "N " MC DD q „ % Swell @ Pressure Atterberg Limits # 200 Sieve � (ft) � (%) (pc� ( psfl 500 psf ( psfl LL PI (%) 6 - 8" VEGETATION & TOPSOIL - 1 2 USDA: SAND / LOAMY SAND 3 Soil Type 1 : Single Grain - brown, rust-brown 4 slightly moist 5 6 7 8 BOTTOM OF TEST PIT @ 8 .0' - 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 PELICAN LAKE RANCH - PRELIMINARY OWTS SITE AND SOIL EVALUATION WELD COUNTY ( PLATTEVILLE) , COLORADO Project # 20-1130 � May 2020 SDI � LOGIC LOG OF TEST PIT TP- 10 Sheet 1 / 1 Excavation Equipment: Backhoe Water Depth Information Start Date 5/14/2020 Auger Type : - During Excavation None Finish Date 5/14/2020 Hammer Type : - After Excavation None Surface Elev. - Field Personnel : JS - - N �, Estimated Swell % Passing � SOIL DESCRIPTION Depth � "N " MC DD q „ % Swell @ Pressure Atterberg Limits # 200 Sieve � (ft) � (%) (pc� ( psfl 500 psf ( psfl LL PI (%) 6 - 8" VEGETATION & TOPSOIL - 1 2 USDA: SAND / LOAMY SAND 3 Soil Type 1 : Single Grain - brown, rust-brown 4 moist 5 6 7 8 BOTTOM OF TEST PIT @ 8 .0' - 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 PELICAN LAKE RANCH - PRELIMINARY OWTS SITE AND SOIL EVALUATION WELD COUNTY ( PLATTEVILLE) , COLORADO Project # 20-1130 � May 2020 SDI � LOGIC LOG OF TEST PIT TP- 11 Sheet 1 / 1 Excavation Equipment: Backhoe Water Depth Information Start Date 5/14/2020 Auger Type : - During Excavation None Finish Date 5/14/2020 Hammer Type : - After Excavation None Surface Elev. - Field Personnel : JS - - N �, Estimated Swell % Passing � SOIL DESCRIPTION Depth � "N " MC DD q „ % Swell @ Pressure Atterberg Limits # 200 Sieve � (ft) � (%) (pc� ( psfl 500 psf ( psfl LL PI (%) 6 - 8" VEGETATION & TOPSOIL - 1 2 USDA: SAND / LOAMY SAND 3 Soil Type 1 : Single Grain - brown 4 slightly moist / moist 5 6 7 8 BOTTOM OF TEST PIT @ 8 .0' - 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 PELICAN LAKE RANCH - PRELIMINARY OWTS SITE AND SOIL EVALUATION WELD COUNTY ( PLATTEVILLE) , COLORADO Project # 20-1130 � May 2020 SDI � LOGIC LOG OF TEST PIT TP- 12 Sheet 1 / 1 Excavation Equipment: Backhoe Water Depth Information Start Date 5/14/2020 Auger Type : - During Excavation None Finish Date 5/14/2020 Hammer Type : - After Excavation None Surface Elev. - Field Personnel : JS - - N �, Estimated Swell % Passing � SOIL DESCRIPTION Depth � "N " MC DD q „ % Swell @ Pressure Atterberg Limits # 200 Sieve � (ft) � (%) (pc� ( psfl 500 psf ( psfl LL PI (%) 6 - 8" VEGETATION & TOPSOIL - 1 2 USDA: SAND / LOAMY SAND 3 Soil Type 1 : Single Grain - brown, rust-brown 4 slightly moist 5 6 7 8 BOTTOM OF TEST PIT @ 8 .0' - 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 PELICAN LAKE RANCH - PRELIMINARY OWTS SITE AND SOIL EVALUATION WELD COUNTY ( PLATTEVILLE) , COLORADO Project # 20-1130 � May 2020 SDI � LOGIC LOG OF TEST PIT TP- 13 Sheet 1 / 1 Excavation Equipment: Backhoe Water Depth Information Start Date 5/14/2020 Auger Type : - During Excavation None Finish Date 5/14/2020 Hammer Type : - After Excavation None Surface Elev. - Field Personnel : JS - - N �, Estimated Swell % Passing � SOIL DESCRIPTION Depth � "N " MC DD q „ % Swell @ Pressure Atterberg Limits # 200 Sieve � (ft) � (%) (pc� ( psfl 500 psf ( psfl LL PI (%) 6 - 8" VEGETATION & TOPSOIL - 1 2 3 U5DA: SAND / LOAMY SAND - Soil Type 1 : Single Grain 4 brown, rust-brown - 5 slightly moist - 6 7 8 9 BOTTOM OF TEST PIT @ 9.0' - 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 PELICAN LAKE RANCH - PRELIMINARY OWTS SITE AND SOIL EVALUATION WELD COUNTY ( PLATTEVILLE) , COLORADO Project # 20-1130 � May 2020 SDI � LOGIC LOG OF TEST PIT TP- 14 Sheet 1 / 1 Excavation Equipment: Backhoe Water Depth Information Start Date 5/14/2020 Auger Type : - During Excavation None Finish Date 5/14/2020 Hammer Type : - After Excavation None Surface Elev. - Field Personnel : JS - - N �, Estimated Swell % Passing � SOIL DESCRIPTION Depth � "N " MC DD q „ % Swell @ Pressure Atterberg Limits # 200 Sieve � (ft) � (%) (pc� ( psfl 500 psf ( psfl LL PI (%) 6 - 8" VEGETATION & TOPSOIL - 1 2 USDA: SAND / LOAMY SAND 3 Soil Type 1 : Single Grain - brown 4 dry / slightly moist 5 6 7 8 BOTTOM OF TEST PIT @ 8 .0' - 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 PELICAN LAKE RANCH - PRELIMINARY OWTS SITE AND SOIL EVALUATION WELD COUNTY ( PLATTEVILLE) , COLORADO Project # 20-1130 � May 2020 SDI � LOGIC LOG OF TEST PIT TP- 15 Sheet 1 / 1 Excavation Equipment: Backhoe Water Depth Information Start Date 5/14/2020 Auger Type : - During Excavation None Finish Date 5/14/2020 Hammer Type : - After Excavation None Surface Elev. - Field Personnel : JS - - N �, Estimated Swell % Passing � SOIL DESCRIPTION Depth � "N " MC DD q „ % Swell @ Pressure Atterberg Limits # 200 Sieve � (ft) � (%) (pc� ( psfl 500 psf ( psfl LL PI (%) 8 - 10" VEGETATION & TOPSOIL - 1 2 USDA: SAND / LOAMY SAND 3 Soil Type 1 : Single Grain - brown, rust-brown 4 dry / slightly moist 5 6 7 8 BOTTOM OF TEST PIT @ 8 .0' - 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 PELICAN LAKE RANCH - PRELIMINARY OWTS SITE AND SOIL EVALUATION WELD COUNTY ( PLATTEVILLE) , COLORADO Project # 20-1130 � May 2020 SDI � LOGIC LOG OF TEST PIT TP- 16 Sheet 1 / 1 Excavation Equipment: Backhoe Water Depth Information Start Date 5/13/2020 Auger Type : - During Excavation None Finish Date 5/13/2020 Hammer Type : - After Excavation None Surface Elev. - Field Personnel : JS - - N �, Estimated Swell % Passing � SOIL DESCRIPTION Depth � "N " MC DD q „ % Swell @ Pressure Atterberg Limits # 200 Sieve � (ft) � (%) (pc� ( psfl 500 psf ( psfl LL PI (%) 6 - 8" VEGETATION & TOPSOIL - 1 2 USDA: SAND / LOAMY SAND - Soil Type 1 : Single Grain 3 dark rust-brown - 4 slightly moist 5 6 USDA: 5ANDY LOAM - Soil Type 2: Granular, Moderate 7 light-brown, grey, rust - 8 BOTTOM OF TEST PIT @ 8 .0' - 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 PELICAN LAKE RANCH - PRELIMINARY OWTS SITE AND SOIL EVALUATION WELD COUNTY ( PLATTEVILLE) , COLORADO Project # 20-1130 � May 2020 SDI � LOGIC LOG OF TEST PIT TP- 17 Sheet 1 / 1 Excavation Equipment: Backhoe Water Depth Information Start Date 5/13/2020 Auger Type : - During Excavation None Finish Date 5/13/2020 Hammer Type : - After Excavation None Surface Elev. - Field Personnel : JS - - N �, Estimated Swell % Passing � SOIL DESCRIPTION Depth � "N " MC DD q „ % Swell @ Pressure Atterberg Limits # 200 Sieve � (ft) � (%) (pc� ( psfl 500 psf ( psfl LL PI (%) 8 - 10" VEGETATION & TOPSOIL - 1 2 3 U5DA: SAND / LOAMY SAND - Soil Type 1 : Single Grain 4 rust-brown - 5 slightly moist - 6 7 8 9 BOTTOM OF TEST PIT @ 9.0' - 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 PELICAN LAKE RANCH - PRELIMINARY OWTS SITE AND SOIL EVALUATION WELD COUNTY ( PLATTEVILLE) , COLORADO Project # 20-1130 � May 2020 SDI � LOGIC LOG OF TEST PIT TP- 18 Sheet 1 / 1 Excavation Equipment: Backhoe Water Depth Information Start Date 5/13/2020 Auger Type : - During Excavation None Finish Date 5/13/2020 Hammer Type : - After Excavation None Surface Elev. - Field Personnel : JS - - N �, Estimated Swell % Passing � SOIL DESCRIPTION Depth � "N " MC DD q „ % Swell @ Pressure Atterberg Limits # 200 Sieve � (ft) � (%) (pc� ( psfl 500 psf ( psfl LL PI (%) 6 - 8" VEGETATION & TOPSOIL - 1 2 USDA: SAND / LOAMY SAND 3 Soil Type 1 : Single Grain - brown 4 slightly moist 5 6 7 8 BOTTOM OF TEST PIT @ 8 .0' - 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 PELICAN LAKE RANCH - PRELIMINARY OWTS SITE AND SOIL EVALUATION WELD COUNTY ( PLATTEVILLE) , COLORADO Project # 20-1130 � May 2020 SDI � LOGIC LOG OF TEST PIT TP- 19 Sheet 1 / 1 Excavation Equipment: Backhoe Water Depth Information Start Date 5/13/2020 Auger Type : - During Excavation None Finish Date 5/13/2020 Hammer Type : - After Excavation None Surface Elev. - Field Personnel : JS - - N �, Estimated Swell % Passing � SOIL DESCRIPTION Depth � "N " MC DD q „ % Swell @ Pressure Atterberg Limits # 200 Sieve � (ft) � (%) (pc� ( psfl 500 psf ( psfl LL PI (%) 8 - 10" VEGETATION & TOPSOIL - 1 2 USDA: SAND / LOAMY SAND 3 Soil Type 1 : Single Grain - brown, rust-brown 4 moist 5 6 7 8 BOTTOM OF TEST PIT @ 8 .0' - 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 PELICAN LAKE RANCH - PRELIMINARY OWTS SITE AND SOIL EVALUATION WELD COUNTY ( PLATTEVILLE) , COLORADO Project # 20-1130 � May 2020 SDI � LOGIC LOG OF TEST PIT TP-20 Sheet 1 / 1 Excavation Equipment: Backhoe Water Depth Information Start Date 5/13/2020 Auger Type : - During Excavation None Finish Date 5/13/2020 Hammer Type : - After Excavation None Surface Elev. - Field Personnel : JS - - N �, Estimated Swell % Passing � SOIL DESCRIPTION Depth � "N " MC DD q „ % Swell @ Pressure Atterberg Limits # 200 Sieve � (ft) � (%) (pc� ( psfl 500 psf ( psfl LL PI (%) 6 - 8" VEGETATION & TOPSOIL - 1 2 USDA: SAND / LOAMY SAND 3 Soil Type 1 : Single Grain - brown, rust-brown 4 moist 5 6 7 8 BOTTOM OF TEST PIT @ 8 .0' - 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 PELICAN LAKE RANCH - PRELIMINARY OWTS SITE AND SOIL EVALUATION WELD COUNTY ( PLATTEVILLE) , COLORADO Project # 20-1130 � May 2020 SDI � LOGIC LOG OF TEST PIT TP-21 Sheet 1 / 1 Excavation Equipment: Backhoe Water Depth Information Start Date 5/13/2020 Auger Type : - During Excavation None Finish Date 5/13/2020 Hammer Type : - After Excavation None Surface Elev. - Field Personnel : JS - - N �, Estimated Swell % Passing � SOIL DESCRIPTION Depth � "N " MC DD q „ % Swell @ Pressure Atterberg Limits # 200 Sieve � (ft) � (%) (pc� ( psfl 500 psf ( psfl LL PI (%) 8 - 10" VEGETATION & TOPSOIL - 1 USDA: 5ANDY LOAM - Soil Type 2: Granular, Moderate 2 brown - 3 4 USDA: SAND / LOAMY SAND - Soil Type 1 : Single Grain 5 brown, rust-brown - 6 dry - 7 8 BOTTOM OF TEST PIT @ 8 .0' - 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 PELICAN LAKE RANCH - PRELIMINARY OWTS SITE AND SOIL EVALUATION WELD COUNTY ( PLATTEVILLE) , COLORADO Project # 20-1130 � May 2020 SDI � LOGIC LOG OF TEST PIT TP-22 Sheet 1 / 1 Excavation Equipment: Backhoe Water Depth Information Start Date 5/13/2020 Auger Type : - During Excavation None Finish Date 5/13/2020 Hammer Type : - After Excavation None Surface Elev. - Field Personnel : JS - - N �, Estimated Swell % Passing � SOIL DESCRIPTION Depth � "N " MC DD q „ % Swell @ Pressure Atterberg Limits # 200 Sieve � (ft) � (%) (pc� ( psfl 500 psf ( psfl LL PI (%) 8 - 10" VEGETATION & TOPSOIL - 1 2 USDA: SAND / LOAMY SAND 3 Soil Type 1 : Single Grain - brown 4 slightly moist 5 6 7 8 BOTTOM OF TEST PIT @ 8 .0' - 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 PELICAN LAKE RANCH - PRELIMINARY OWTS SITE AND SOIL EVALUATION WELD COUNTY ( PLATTEVILLE) , COLORADO Project # 20-1130 � May 2020 SDI � LOGIC LOG OF TEST PIT TP-23 Sheet 1 / 1 Excavation Equipment: Backhoe Water Depth Information Start Date 5/13/2020 Auger Type : - During Excavation None Finish Date 5/13/2020 Hammer Type : - After Excavation None Surface Elev. - Field Personnel : JS - - N �, Estimated Swell % Passing � SOIL DESCRIPTION Depth � "N " MC DD q „ % Swell @ Pressure Atterberg Limits # 200 Sieve � (ft) � (%) (pc� ( psfl 500 psf ( psfl LL PI (%) 8 - 10" VEGETATION & TOPSOIL - 1 2 USDA: SAND / LOAMY SAND 3 Soil Type 1 : Single Grain - brown 4 slightly moist 5 6 7 8 BOTTOM OF TEST PIT @ 8 .0' - 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 PELICAN LAKE RANCH - PRELIMINARY OWTS SITE AND SOIL EVALUATION WELD COUNTY ( PLATTEVILLE) , COLORADO Project # 20-1130 � May 2020 SDI � LOGIC LOG OF TEST PIT TP-24 Sheet 1 / 1 Excavation Equipment: Backhoe Water Depth Information Start Date 5/13/2020 Auger Type : - During Excavation None Finish Date 5/13/2020 Hammer Type : - After Excavation None Surface Elev. - Field Personnel : JS - - N �, Estimated Swell % Passing � SOIL DESCRIPTION Depth � "N " MC DD q „ % Swell @ Pressure Atterberg Limits # 200 Sieve � (ft) � (%) (pc� ( psfl 500 psf ( psfl LL PI (%) 8 - 10" VEGETATION & TOPSOIL - 1 2 USDA: SAND / LOAMY SAND 3 Soil Type 1 : Single Grain - brown, light-brown 4 slightly moist 5 6 7 8 BOTTOM OF TEST PIT @ 8 .0' - 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 PELICAN LAKE RANCH - PRELIMINARY OWTS SITE AND SOIL EVALUATION WELD COUNTY ( PLATTEVILLE) , COLORADO Project # 20-1130 � May 2020 SDI � LOGIC LOG OF TEST PIT TP-25 Sheet 1 / 1 Excavation Equipment: Backhoe Water Depth Information Start Date 5/13/2020 Auger Type : - During Excavation None Finish Date 5/13/2020 Hammer Type : - After Excavation None Surface Elev. - Field Personnel : JS - - N �, Estimated Swell % Passing � SOIL DESCRIPTION Depth � "N " MC DD q „ % Swell @ Pressure Atterberg Limits # 200 Sieve � (ft) � (%) (pc� ( psfl 500 psf ( psfl LL PI (%) 8 - 10" VEGETATION & TOPSOIL - 1 USDA: 5ANDY LOAM - Soil Type 2: Granular, Moderate 2 brown - 3 4 USDA: SAND / LOAMY SAND 5 Soil Type 1 : Single Grain - brown 6 moist 7 8 BOTTOM OF TEST PIT @ 8 .0' - 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 PELICAN LAKE RANCH - PRELIMINARY OWTS SITE AND SOIL EVALUATION WELD COUNTY ( PLATTEVILLE) , COLORADO Project # 20-1130 � May 2020 SDI � LOGIC LOG OF TEST PIT TP-26 Sheet 1 / 1 Excavation Equipment: Backhoe Water Depth Information Start Date 5/13/2020 Auger Type : - During Excavation None Finish Date 5/13/2020 Hammer Type : - After Excavation None Surface Elev. - Field Personnel : JS - - N �, Estimated Swell % Passing � SOIL DESCRIPTION Depth � "N " MC DD q „ % Swell @ Pressure Atterberg Limits # 200 Sieve � (ft) � (%) (pc� ( psfl 500 psf ( psfl LL PI (%) 6 - 8" VEGETATION & TOPSOIL - 1 2 USDA: SAND / LOAMY SAND 3 Soil Type 1 : Single Grain - brown, light-brown 4 dry 5 6 7 8 BOTTOM OF TEST PIT @ 8 .0' - 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 PELICAN LAKE RANCH - PRELIMINARY OWTS SITE AND SOIL EVALUATION WELD COUNTY ( PLATTEVILLE) , COLORADO Project # 20-1130 � May 2020 SDI � LOGIC LOG OF TEST PIT TP-27 Sheet 1 / 1 Excavation Equipment: Backhoe Water Depth Information Start Date 5/13/2020 Auger Type : - During Excavation None Finish Date 5/13/2020 Hammer Type : - After Excavation None Surface Elev. - Field Personnel : JS - - N �, Estimated Swell % Passing � SOIL DESCRIPTION Depth � "N " MC DD q „ % Swell @ Pressure Atterberg Limits # 200 Sieve � (ft) � (%) (pc� ( psfl 500 psf ( psfl LL PI (%) 6 - 8" VEGETATION & TOPSOIL - 1 2 USDA: SAND / LOAMY SAND 3 Soil Type 1 : Single Grain - brown, rust-brown 4 moist 5 6 7 8 BOTTOM OF TEST PIT @ 8 .0' - 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 PELICAN LAKE RANCH - PRELIMINARY OWTS SITE AND SOIL EVALUATION WELD COUNTY ( PLATTEVILLE) , COLORADO Project # 20-1130 � May 2020 SDI � LOGIC LOG OF TEST PIT TP-28 Sheet 1 / 1 Excavation Equipment: Backhoe Water Depth Information Start Date 5/13/2020 Auger Type : - During Excavation None Finish Date 5/13/2020 Hammer Type : - After Excavation None Surface Elev. - Field Personnel : JS - - N �, Estimated Swell % Passing � SOIL DESCRIPTION Depth � "N " MC DD q „ % Swell @ Pressure Atterberg Limits # 200 Sieve � (ft) � (%) (pc� ( psfl 500 psf ( psfl LL PI (%) 6 - 8" VEGETATION & TOPSOIL - 1 2 USDA: SAND / LOAMY SAND - Soil Type 1 : Single Grain 3 brown - 4 slightly moist - 5 6 USDA: 5ANDY LOAM - Soil Type 2: Granular, Moderate 7 light-brown - 8 BOTTOM OF TEST PIT @ 8 .0' - 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 PELICAN LAKE RANCH - PRELIMINARY OWTS SITE AND SOIL EVALUATION WELD COUNTY ( PLATTEVILLE) , COLORADO Project # 20-1130 � May 2020 SDI � LOGIC LOG OF TEST PIT TP-29 Sheet 1 / 1 Excavation Equipment: Backhoe Water Depth Information Start Date 5/13/2020 Auger Type : - During Excavation None Finish Date 5/13/2020 Hammer Type : - After Excavation None Surface Elev. - Field Personnel : JS - - N �, Estimated Swell % Passing � SOIL DESCRIPTION Depth � "N " MC DD q „ % Swell @ Pressure Atterberg Limits # 200 Sieve � (ft) � (%) (pc� ( psfl 500 psf ( psfl LL PI (%) 6 - 8" VEGETATION & TOPSOIL - 1 2 USDA: SAND / LOAMY SAND 3 Soil Type 1 : Single Grain - brown, rust-brown 4 slightly moist 5 6 7 8 BOTTOM OF TEST PIT @ 8 .0' - 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 PELICAN LAKE RANCH - PRELIMINARY OWTS SITE AND SOIL EVALUATION WELD COUNTY ( PLATTEVILLE) , COLORADO Project # 20-1130 � May 2020 SDI � LOGIC LOG OF TEST PIT TP-30 Sheet 1 / 1 Excavation Equipment: Backhoe Water Depth Information Start Date 5/13/2020 Auger Type : - During Excavation None Finish Date 5/13/2020 Hammer Type : - After Excavation None Surface Elev. - Field Personnel : JS - - N �, Estimated Swell % Passing � SOIL DESCRIPTION Depth � "N " MC DD q „ % Swell @ Pressure Atterberg Limits # 200 Sieve � (ft) � (%) (pc� ( psfl 500 psf ( psfl LL PI (%) 6 - 8" VEGETATION & TOPSOIL - 1 2 USDA: SAND / LOAMY SAND 3 Soil Type 1 : Single Grain - brown, light-brown 4 moist 5 6 7 8 BOTTOM OF TEST PIT @ 8 .0' - 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 PELICAN LAKE RANCH - PRELIMINARY OWTS SITE AND SOIL EVALUATION WELD COUNTY ( PLATTEVILLE) , COLORADO Project # 20-1130 � May 2020 SDI � LOGIC LOG OF TEST PIT TP-31 Sheet 1 / 1 Excavation Equipment: Backhoe Water Depth Information Start Date 5/15/2020 Auger Type : - During Excavation None Finish Date 5/15/2020 Hammer Type : - After Excavation None Surface Elev. - Field Personnel : JS - - N �, Estimated Swell % Passing � SOIL DESCRIPTION Depth � "N " MC DD q „ % Swell @ Pressure Atterberg Limits # 200 Sieve � (ft) � (%) (pc� ( psfl 500 psf ( psfl LL PI (%) 6 - 8" VEGETATION & TOPSOIL - 1 2 3 U5DA: SAND / LOAMY SAND - Soil Type 1 : Single Grain 4 brown, rust-brown - 5 slightly moist - 6 7 8 9 BOTTOM OF TEST PIT @ 9.0' - 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 PELICAN LAKE RANCH - PRELIMINARY OWTS SITE AND SOIL EVALUATION WELD COUNTY ( PLATTEVILLE) , COLORADO Project # 20-1130 � May 2020 SDI � LOGIC LOG OF TEST PIT TP-32 Sheet 1 / 1 Excavation Equipment: Backhoe Water Depth Information Start Date 5/15/2020 Auger Type : - During Excavation None Finish Date 5/15/2020 Hammer Type : - After Excavation None Surface Elev. - Field Personnel : JS - - N �, Estimated Swell % Passing � SOIL DESCRIPTION Depth � "N " MC DD q „ % Swell @ Pressure Atterberg Limits # 200 Sieve � (ft) � (%) (pc� ( psfl 500 psf ( psfl LL PI (%) 6 - 8" VEGETATION & TOPSOIL - 1 2 USDA: SAND / LOAMY SAND 3 Soil Type 1 : Single Grain - brown 4 slightly moist / moist 5 6 7 8 BOTTOM OF TEST PIT @ 8 .0' - 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 PELICAN LAKE RANCH - PRELIMINARY OWTS SITE AND SOIL EVALUATION WELD COUNTY ( PLATTEVILLE) , COLORADO Project # 20-1130 � May 2020 SDI � LOGIC LOG OF TEST PIT TP-33 Sheet 1 / 1 Excavation Equipment: Backhoe Water Depth Information Start Date 5/15/2020 Auger Type : - During Excavation None Finish Date 5/15/2020 Hammer Type : - After Excavation None Surface Elev. - Field Personnel : JS - - N �, Estimated Swell % Passing � SOIL DESCRIPTION Depth � "N " MC DD q „ % Swell @ Pressure Atterberg Limits # 200 Sieve � (ft) � (%) (pc� ( psfl 500 psf ( psfl LL PI (%) 6 - 8" VEGETATION & TOPSOIL - 1 2 USDA: SAND / LOAMY SAND 3 Soil Type 1 : Single Grain - brown, rust-brown, light-brown 4 slightly moist / moist 5 6 7 8 BOTTOM OF TEST PIT @ 8 .0' - 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 PELICAN LAKE RANCH - PRELIMINARY OWTS SITE AND SOIL EVALUATION WELD COUNTY ( PLATTEVILLE) , COLORADO Project # 20-1130 � May 2020 SDI � LOGIC LOG OF TEST PIT TP-34 Sheet 1 / 1 Excavation Equipment: Backhoe Water Depth Information Start Date 5/15/2020 Auger Type : - During Excavation None Finish Date 5/15/2020 Hammer Type : - After Excavation None Surface Elev. - Field Personnel : JS - - N �, Estimated Swell % Passing � SOIL DESCRIPTION Depth � "N " MC DD q „ % Swell @ Pressure Atterberg Limits # 200 Sieve � (ft) � (%) (pc� ( psfl 500 psf ( psfl LL PI (%) 6 - 8" VEGETATION & TOPSOIL - 1 2 USDA: SAND / LOAMY SAND 3 Soil Type 1 : Single Grain - brown, rust-brown, light-brown 4 slightly moist 5 6 7 8 BOTTOM OF TEST PIT @ 8 .0' - 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 PELICAN LAKE RANCH - PRELIMINARY OWTS SITE AND SOIL EVALUATION WELD COUNTY ( PLATTEVILLE) , COLORADO Project # 20-1130 � May 2020 SDI � LOGIC LOG OF TEST PIT TP-35 Sheet 1 / 1 Excavation Equipment: Backhoe Water Depth Information Start Date 5/15/2020 Auger Type : - During Excavation None Finish Date 5/15/2020 Hammer Type : - After Excavation None Surface Elev. - Field Personnel : JS - - N �, Estimated Swell % Passing � SOIL DESCRIPTION Depth � "N " MC DD q „ % Swell @ Pressure Atterberg Limits # 200 Sieve � (ft) � (%) (pc� ( psfl 500 psf ( psfl LL PI (%) 6 - 8" VEGETATION & TOPSOIL - 1 2 USDA: SAND / LOAMY SAND 3 Soil Type 1 : Single Grain - brown, rust-brown 4 slightly moist 5 6 7 8 BOTTOM OF TEST PIT @ 8 .0' - 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 PELICAN LAKE RANCH - PRELIMINARY OWTS SITE AND SOIL EVALUATION WELD COUNTY ( PLATTEVILLE) , COLORADO Project # 20-1130 � May 2020 SDI � LOGIC LOG OF TEST PIT TP-36 Sheet 1 / 1 Excavation Equipment: Backhoe Water Depth Information Start Date 5/15/2020 Auger Type : - During Excavation None Finish Date 5/15/2020 Hammer Type : - After Excavation None Surface Elev. - Field Personnel : JS - - N �, Estimated Swell % Passing � SOIL DESCRIPTION Depth � "N " MC DD q „ % Swell @ Pressure Atterberg Limits # 200 Sieve � (ft) � (%) (pc� ( psfl 500 psf ( psfl LL PI (%) 8 - 10" VEGETATION & TOPSOIL - 1 2 3 U5DA: SAND / LOAMY SAND - Soil Type 1 : Single Grain 4 brown, rust-brown - 5 slightly moist - 6 7 8 9 BOTTOM OF TEST PIT @ 9.0' - 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 PELICAN LAKE RANCH - PRELIMINARY OWTS SITE AND SOIL EVALUATION WELD COUNTY ( PLATTEVILLE) , COLORADO Project # 20-1130 � May 2020 SDI � LOGIC LOG OF TEST PIT TP-37 Sheet 1 / 1 Excavation Equipment: Backhoe Water Depth Information Start Date 5/15/2020 Auger Type : - During Excavation None Finish Date 5/15/2020 Hammer Type : - After Excavation None Surface Elev. - Field Personnel : JS - - N �, Estimated Swell % Passing � SOIL DESCRIPTION Depth � "N " MC DD q „ % Swell @ Pressure Atterberg Limits # 200 Sieve � (ft) � (%) (pc� ( psfl 500 psf ( psfl LL PI (%) 6 - 8" VEGETATION & TOPSOIL - 1 2 USDA: SAND / LOAMY SAND 3 Soil Type 1 : Single Grain - brown, rust-brown 4 slightly moist 5 6 7 8 BOTTOM OF TEST PIT @ 8 .0' - 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 PELICAN LAKE RANCH - PRELIMINARY OWTS SITE AND SOIL EVALUATION WELD COUNTY ( PLATTEVILLE) , COLORADO Project # 20-1130 � May 2020 SDI � LOGIC LOG OF TEST PIT TP-38 Sheet 1 / 1 Excavation Equipment: Backhoe Water Depth Information Start Date 5/15/2020 Auger Type : - During Excavation None Finish Date 5/15/2020 Hammer Type : - After Excavation None Surface Elev. - Field Personnel : JS - - N �, Estimated Swell % Passing � SOIL DESCRIPTION Depth � "N " MC DD q „ % Swell @ Pressure Atterberg Limits # 200 Sieve � (ft) � (%) (pc� ( psfl 500 psf ( psfl LL PI (%) 6 - 8" VEGETATION & TOPSOIL - 1 2 USDA: SAND / LOAMY SAND - Soil Type 1 : Single Grain 3 brown, rust-brown - 4 slightly moist - 5 6 USDA: 5ANDY LOAM - Soil Type 2: Granular, Moderate 7 rust-brown - 8 BOTTOM OF TEST PIT @ 8 .0' - 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 PELICAN LAKE RANCH - PRELIMINARY OWTS SITE AND SOIL EVALUATION WELD COUNTY ( PLATTEVILLE) , COLORADO Project # 20-1130 � May 2020 SDI � LOGIC LOG OF TEST PIT TP-39 Sheet 1 / 1 Excavation Equipment: Backhoe Water Depth Information Start Date 5/15/2020 Auger Type : - During Excavation None Finish Date 5/15/2020 Hammer Type : - After Excavation None Surface Elev. - Field Personnel : JS - - N �, Estimated Swell % Passing � SOIL DESCRIPTION Depth � "N " MC DD q „ % Swell @ Pressure Atterberg Limits # 200 Sieve � (ft) � (%) (pc� ( psfl 500 psf ( psfl LL PI (%) 8 - 10" VEGETATION & TOPSOIL - 1 USDA: SAND / LOAMY SAND 2 Soil Type 1 : Single Grain - brown 3 4 5 USDA: SANDY CLAY LOAM - Soil Type 3: Blocky, Moderate 6 rust-brown, brown, grey - 7 moist - 8 BOTTOM OF TEST PIT @ 8 .0' - 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 o Soil Ma �Weld County, Colorado, Southern Part M .. � M � V M 0 0 g � .i .i 524300 525200 526100 527000 527900 5288()J 529700 530600 531500 532400 40° 15' ST� N �. . 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" � � 40° 12' 50" N 524300 5252W 526100 527000 527900 528800 �9700 530�0 531500 532400 3 3 o in M Map Scale: 1 :40,600 if prir�ted on A landsrape (11" x 8.5") sheet. � �' Meters a g NY o 500 1000 2000 3000 � n Feet �\ 0 1500 3000 6000 90W NMap projection: Web Mercatnr Corner coordinates: WC�584 Edge tics: UTM Zone 13N WGS84 �`,�,a Natural Resources Web Soil Survey 5/26/2020 �� Conservation Service National Cooperative Soil Survey Page 1 of 3 Soil Ma �Weld County, Colorado, Southern Part MAP LEGEND MAP INFORMATION Area of Interest (Aol) 1, Spoil Area The soil surveys that comprise your AOI were mapped at Area of Interest (AOI ) 1 : 24 ,000 . Stony Spot Soils Please rely on the bar scale on each map sheet for map Very Stony Spot measurements. Soil Map Unit Polygons �� Wet Spot Source of Map : Natural Resources Conservation Service � -x Soil Map Unit Lines Other Web Soil Survey URL : O Soil Map Unit Points Coordinate System : Web Mercator (EPSG :3857) Special Line Features Special Point Features Maps from the Web Soil Survey are based on the Web Mercator �; Blowout water Features projection, which preserves direction and shape but distorts Streams and Canals distance and area . A projection that preserves area , such as the � Borrow Pit Albers equal-area conic projection , should be used if more Transportation accurate calculations of distance or area are required . '� Clay Spot � Rails Closed Depression This product is generated from the USDA-NRCS certified data as ` ' �,e Interstate Highways of the version date(s) listed below. '� ` Gravel Pit ,�r US Routes Soil Survey Area : Weld County, Coloradq Southern Part Gravelly Spot Major Roads Survey Area Data : Version 18, Sep 13, 2019 �, Landfill �ocal Roads Soil map units are labeled (as space allows) for map scales " Lava Flow 1 : 50 ,000 or larger. � - Background ', � Marsh or swamp ' Aerial Photography Date(s) aerial images were photographed : Jul 19, 2018-Aug '�' �.� 10 , 2018 �:_, : Mine or Quarry � - The orthophoto or other base map on which the soil lines were ;;=.; Miscellaneous Water compiled and digitized probably differs from the background — imagery displayed on these maps. As a result, some minor ;_ Perennial Water shifting of map unit boundaries may be evident. , Rock Outcrop ,� Saline Spot Sandy Spot ;. Severely Eroded Spot Sinkhole �- , Slide or Slip � Sodic Spot �`,�,a Natural Resources Web Soil Survey 5/26/2020 �� Conservation Service National Cooperative Soil Survey Page 2 of 3 Soil Map—Weld County, Colorado, Southern Part Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 10 Ellicott-Ellicott sandy-skeletal 3.2 0 . 1 % complex, 0 to 3 percent slopes, rarely flooded 35 Loup-Boel loamy sands, 0 to 3 30 .6 1 . 1 % percent slopes 44 Olney loamy sand , 1 to 3 20 .4 0 .7% percent slopes 47 Olney fine sandy loam , 1 to 3 7.3 0 .3% percent slopes 48 Olney fine sandy loam , 3 to 5 0 .3 0 .0% percent slopes 69 Valent sand , 0 to 3 percent 223.0 7 .7% slopes 70 Valent sand , 3 to 9 percent 1 ,691 .9 58 .5% slopes 72 Vona loamy sand , 0 to 3 857.0 29 .6% percent slopes 73 Vona loamy sand , 3 to 5 20 .0 0 .7% percent slopes 74 Vona loamy sand , 5 to 9 0 .4 0 .0% percent slopes 76 Vona sandy loam , 1 to 3 11 .8 0 .4% percent slopes 85 Water 27.5 1 .0% Totals for Area of Interest 2, 893.4 100 .0% ��e Natural Resources Web Soil Survey 5/26/2020 �� Conservation Service National Cooperative Soil Survey Page 3 of 3 Map Unit Description : Valent sand, 0 to 3 percent slopes---Weld County, Colorado, Southern Part Weld County, Colorado , Southern Part 69—Valent sand , 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2tczd Elevation: 3 , 000 to 5 , 210 feet Mean annual precipitation: 13 to 20 inches Mean annual air temperature: 48 to 52 degrees F Frost-free period: 130 to 166 days Farmland classification : Farmland of local importance Map Unit Composition Ualent and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Valent Setting Landform: Interdunes Landform position (two-dimensional): Footslope , toeslope Landform position (three-dimensional) : Base slope Down-slope shape: Linear Across-slope shape: Linear Parent material: Noncalcareous eolian sands Typical profile A - 0 to 5 inches: sand AC - 5 to 12 inches: sand C1 - 12 to 30 inches: sand C2 - 30 to 80 inches: sand Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Excessively drained Runoff class: Negligible Capacity of the most limiting layer to transmit water (Ksat) : High to very high (6 . 00 to 39 . 96 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 1 percent Salinity, maximum in profile: Nonsaline (0 . 1 to 1 . 9 mmhos/cm) Available water storage in profile: Very low (about 2 .4 inches) Interpretive groups Land capability classification (irrigated): 4e Land capability classification (nonirrigated) : 6e Hydrologic Soil Group: A ��e Natural Resources Web Soil Survey 5/26/2020 �� Conservation Service National Cooperative Soil Survey Page 1 of 2 Map Unit Description : Valent sand, 0 to 3 percent slopes---Weld County, Colorado, Southern Part Ecological site: Deep Sand ( R067BY015CO) , Sands ( North ) ( PE 16-20) ( R072XA021 KS ) Hydric soil rating: No Minor Components Julesburg Percent of map unit: 5 percent Landform: Interdunes Landform position (two-dimensional): Toeslope Landform position (three-dimensional) : Base slope Down-slope shape: Linear Across-slope shape: Linear Ecological site: Sandy Plains ( R067BY024CO ) , Sandy (North ) Draft (April 2010) ( PE 16-20) ( R072XA022KS ) Hydric soil rating: No Vona Percent of map unit: 5 percent Landform: Interdunes Landform position (two-dimensional): Toeslope Landform position (three-dimensional) : Base slope Down-slope shape: Linear Across-slope shape: Linear Ecological site: Sandy Plains ( R067BY024CO ) , Sandy ( North ) Draft (April 2010) ( PE 16-20) ( R072XA022KS ) Hydric soil rating: No Dailey Percent of map unit: 5 percent Landform: Interdunes Landform position (two-dimensional): Toeslope Landform position (three-dimensional) : Base slope Down-slope shape: Linear Across-slope shape: Concave Ecological site: Deep Sand ( R067BY015CO) , Sandy ( North ) Draft (April 2010) ( PE 16-20) ( R072XA022KS ) Hydric soil rating: No Data Source Information Soil Survey Area : Weld County, Colorado , Southern Part Survey Area Data : Version 18 , Sep 13 , 2019 ��e Natural Resources Web Soil Survey 5/26/2020 �� Conservation Service National Cooperative Soil Survey Page 2 of 2 Map Unit Description : Vona loamy sand, 0 to 3 percent slopes---Weld County, Colorado, Southern Part Weld County, Colorado , Southern Part 72—Vona loamy sand , 0 to 3 percent slopes Map Unit Setting National map unit symbol: 363r Elevation: 4 , 600 to 5 , 200 feet Mean annual precipitation: 13 to 15 inches Mean annual air temperature: 48 to 55 degrees F Frost-free period: 130 to 160 days Farmland classification : Farmland of local importance Map Unit Composition Uona and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Vona Setting Landform: Terraces , plains Down-slope shape: Linear Across-slope shape: Linear Parent material: Alluvium and/or eolian deposits Typical profile H1 - 0 to 6 inches: loamy sand H2 - 6 to 28 inches: fine sandy loam H3 - 28 to 60 inches: sandy loam Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat) : High ( 1 . 98 to 6 . 00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 15 percent Salinity, maximum in profile: Nonsaline to slightly saline (0 . 0 to 4 . 0 mmhos/cm ) Available water storage in profile: Moderate (about 6 . 5 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability classification (nonirrigated) : 4e Hydrologic Soil Group: A Ecological site: Sandy Plains (R067BY024CO ) Hydric soil rating: No ��e Natural Resources Web Soil Survey 5/26/2020 �� Conservation Service National Cooperative Soil Survey Page 1 of 2 Map Unit Description : Vona loamy sand, 0 to 3 percent slopes---Weld County, Colorado, Southern Part Minor Components Remmit Percent of map unit: 10 percent Hydric soil rating: No Valent Percent of map unit: 5 percent Hydric soil rating: No Data Source Information Soil Survey Area : Weld County, Colorado , Southern Part Survey Area Data : Version 18 , Sep 13 , 2019 ��e Natural Resources Web Soil Survey 5/26/2020 �� Conservation Service National Cooperative Soil Survey Page 2 of 2 Hello