The URL can be used to link to this page

Browse Search

Home My WebLink About20172922.tiffMay 3,2017 Bob Christie (photogeist a :.aol.corn) P.O. Box 322 Oakland, FL 34760 Re: Geotechnical Subsurface Exploration Weld County Road 15 Residence Weld County, Colorado EEC Project No. 17-01-035 Mr. Christie: C C EARTH ENGINEERING COMPANY, INC. Earth Engineering Company, Inc. (EEC) personnel have completed the geotechnical subsurface exploration you requested for the proposed single-family residence to be constructed on a parcel located north of the intersection of Weld County Roads 15 and 84 east of Fort Collins in Weld County, Colorado. Results of that subsurface exploration are provided with this report. We understand the proposed single-family residence will be a one or two-story wood frame structure with a full basement. We expect foundation loads for the proposed structure would be light with continuous wall loads less than 2.5 kips per lineal foot and individual column loads less than 30 kips. Small grade changes are expected to develop final site grades for the structure. The residence is expected to utilize an individual sewage disposal system (ISDS). The purpose of this report is to describe the subsurface conditions encountered in the test borings and test pit completed within the identified building envelope and provide geotechnical recommendations for design and construction of foundations and support of floor slabs and exterior flatwork. The results of site percolation testing are also included. The referenced parcel is located in an area north of the intersection of Weld County Roads 15 and 84 east of Fort Collins in Weld County, Colorado. The referenced site had a slight slope toward the west and was vegetated at the time of our field work. To develop information on existing subsurface conditions in the area of the proposed residence, two soil borings were extended to depths of approximately 20 to 35 feet below present site grades within the approximate building envelope. One (1) additional test boring and test pit to a depth of approximately 8 feet and three (3) percolation test holes to depths of approximately 3 feet were advanced in the identified area of the ISDS to develop percolation and soil profile information. The P.O. Box 2X428. Fort Coffins, CO 80527S phonE: 970.775.2004 fax: 970.653.0282 Earth Engineering Company, Inc. EEC Project No. 17-01-035 May 3, 2017 Page 2 locations of the test borings were previously established in the field by a representative of the homeowner. The borings were performed using a truck -mounted, CME-55 drill rig equipped with a hydraulic head employed in drilling and sampling operations. The boreholes were advanced using 4 -inch nominal diameter continuous flight augers and samples of the subsurface materials were obtained using split - barrel and California barrel sampling procedures in general accordance with ASTM Specification D- 156. All samples obtained in the field were sealed and returned to the laboratory for further examination, classification and testing. EEC field personnel were on -site during drilling to evaluate the subsurface conditions encountered and direct the drilling activities. Field boring logs were prepared based on observation of disturbed samples and auger cuttings. Based on results of the field borings and laboratory testing, subsurface conditions in the proposed residence location can be generalized as follows. Brown and brown/light brown sandy lean clay soils were encountered at the near surface at the boring locations. The sandy lean clay soils were stiff in consistency and were underlain by grey/tan and rust clayey sandstone bedrock at a depth of approximately 2 and 4 feet below present site grades at borings B-1 and B-2, respectively. The clayey sandstone bedrock encountered in the borings was poorly cemented in consistency and exhibited a low potential for swelling with variation in moisture content at current moisture/density conditions. The clayey sandstone bedrock contained cemented lenses and extended to the bottom of borings at a depth of approximately 20 and 35 feet below present site grades. Observations were made at the time of drilling and approximately 24 hours after drilling of the borings to determine the presence and depth to hydrostatic groundwater. At the time of drilling, no free water was observed in the borings completed on this property. Approximately 24 hours after drilling, free water was observed at a depth of approximately 12',x2 and 11 feet below present site grades at borings B-1 and B-2, respectively. Longer -term observations in holes which are cased and sealed from the influence of surface water would be required to more accurately evaluate groundwater levels and possible fluctuations in those groundwater levels over time. Fluctuations in groundwater levels can occur over time based on hydrologic conditions and other conditions not apparent at the time of this report. Zones of perched and/or trapped water may also be encountered in more permeable zones within the subgrade soils at times throughout the year. Earth Engineering Company, Inc. EEC Project No. 17-01-035 May 3, 2017 Page 3 The stratification boundaries indicated on the boring logs represent the approximate locations of changes in soil types; in -situ, the transition of materials may be gradual and indistinct. Bedrock classification was based on visual and tactual observations of disturbed samples and auger cuttings; coring and/or petrographic analysis may reveal other rock types. In addition, the soil boring provides an indication of subsurface conditions at the test location; however, subsurface conditions may vary in relatively short distances away from the boring. Potential variations in subsurface conditions can best be evaluated by close observation and testing of the subgrade materials during construction. If significant variations from the conditions anticipated from the test boring appear evident at that time, it may be necessary to re-evaluate the recommendations provided in this report. ANALYSIS AND RECOMMENDATIONS General The near surface site soils observed are comprised of sandy lean clay soils underlain by clayey sandstone bedrock at a depth of approximately 2 to 4 feet below present site grades. To reduce the potential for differential movement in the foundation and floor slabs subsequent to construction, we recommend all foundation footings extend through the sandy lean clay soils and be constructed to bear directly on the low swell potential clayey sandstone bedrock. Based on the observed depth to bedrock at the borings, we estimate the depth of the at -grade (i.e. garage) footing foundation bearing levels would be approximately 2 to 4 feet below present site grades resulting in 'tall' at -grade (i.e. garage) foundation walls. Footing Foundations Based on the materials observed in the test borings, it is our opinion the proposed lightly loaded single-family residential structure could be supported on conventional footing foundations bearing in the poorly cemented clayey sandstone bedrock. We recommend all foundation footings extend through the sandy lean clay soils and be constructed to bear directly on the clayey sandstone bedrock. For design of footing foundations supported on the clayey sandstone bedrock, we recommend using a net allowable total load soil bearing pressure not to exceed 3,000 psf with a minimum dead load pressure of 1,000 psf. The net bearing pressure refers to the pressure at foundation bearing level in excess of the minimum surrounding overburden pressure. Total load includes full dead and live loads. Exterior foundations and foundations in unheated areas should be located at least 30 inches below final adjacent exterior grades to provide frost protection. We recommend formed continuous footings have a minimum width of 12 inches and isolated column foundations have a minimum width of 24 Earth Engineering Company, Inc. EEC Project No. 17-01-035 May 3, 2017 Page 4 inches. Trenched foundations or grade beam foundations could be used in the sandstone/claystone bedrock. We recommend the foundation footing design loads be balanced to promote relatively uniform settlement, thereby reducing the potential for differential settlement. As an alternative to balancing the design loads solely on settlement, designing the foundation such that the dead -load pressure is balanced throughout the foundations could be considered. Balancing the dead -load pressure would also reduce the potential for differential settlement between adjacent footings. We estimate the long- term movement of footing foundations designed and constructed as recommended above would be less than 1 inch. No unusual problems are anticipated in completing excavations required for construction of the footing foundations. Some difficulty may be encountered in excavating the sandstone bedrock. Chipping or blasting may be necessary to excavate the cemented or hard portions of the bedrock. Care should be taken during construction to avoid disturbing foundation bearing materials. Foundation bearing materials which are loosened or disturbed by the construction activities or materials which become dry and desiccated or wet and softened should be removed and replaced or reworked in place prior to placement of foundation concrete. Groundwater was observed in one of the test borings at a depth of approximately 11 to 121 feet below present site grades. We recommend maintaining a minimum vertical separation of at least three feet between foundation bearing elevation and the peak seasonal groundwater levels. Close observation would be needed to evaluate the groundwater depths during the spring and summer months to determine the peak groundwater levels at the site. No unusual problems are anticipated in completing excavations required for construction of the footing foundations. Care should be taken during construction to avoid disturbing foundation bearing materials. Foundation bearing materials which are loosened or disturbed by the construction activities or materials which become dry and desiccated or wet and softened should be removed and replaced or reworked in place prior to placement of foundation concrete. Floor Slab /Fia 1, ork Subgrades Any existing vegetation and/or topsoil should be removed from floor slab areas. After stripping and completing all cuts and prior to placement of any floor slabs or fill, we recommend the exposed subgrades be scarified to a minimum depth of 9 inches, adjusted in moisture content and compacted to at least 95% of the material's maximum dry density as determined in accordance with ATM Earth Engineering Company, Inc. EEC Project No. 17-01-035 May 3, 2017 Page 5 Specification D-698, the standard Proctor procedure. The moisture content of the scarified soils should be adjusted to be within the range of ±2% of standard Proctor optimum moisture at the time of compaction. Scarification and compaction of subgrades in the basement area of the structure would not be required. Fill soils required to develop the floor slab subgrades should consist of approved, low -volume change materials which are free from organic matter and debris. It is our opinion the on -site soils could be used as low -volume change fill in the floor areas. The on -site sandstone bedrock could be used for fill providing those materials are thoroughly broken up prior to use for backfilling. Those fill materials should be placed in loose lifts not to exceed 9 inches thick, adjusted in moisture content as recommended for the scarified soils and compacted to at least 95% of standard Proctor maximum dry density. After preparation of the subgrades, care should be taken to avoid disturbing the in -place materials. Subgrade materials loosened or disturbed by the construction activities or materials which become dry and desiccated or wet and softened should be removed and replaced or reworked in place prior to placement of the floor slab concrete. As a precaution, the floor slabs should be isolated from structural portions of the building to prevent distress to the structure due to differential movement of the structural elements. We also recommend isolating the basement floor slab from non -load bearing partitions to help reduce the potential for distress in upper sections of the building due to slab movement. That isolation is typically developed through the use of a voided wall which is suspended from the overhead first floor joist. Care should be exercised when framing doors, drywalling and finishing to maintain a voided space which will allow for movement of the floor slab without transmission of stresses to the overlying structure. While laboratory testing completed for this report indicated the site soils sampled exhibited relatively low swell potential, floor slab and exterior flatwork movement could occur and should be expected. Slab movement is common in Colorado even in areas with relatively low -swelling soils. Mitigation techniques to reduce the potential for post -construction movement, such as overexcavation, moisture conditioning and replacement could be considered; however, the risk for slab movement cannot be eliminated. Earth Engineering Company, Inc. EEC Project No. 17-01-035 May 3, 2017 Page 6 Below Grade Areas We recommend a perimeter drain system be installed around all below grade areas to reduce the potential for development of hydrostatic loads on the below grade walls and to help prevent accumulation of infiltration water in below grade areas. In general, a perimeter drain system should consist of perforated metal or plastic pipe placed at approximate foundation bearing level around the exterior perimeter of the structure. The drainline should be surrounded by a minimum of 6 inches of appropriately sized granular filter soil and either the filter soil or drainline should be surrounded by a filter fabric to help reduce the potential infiltration of fines into the drain system. The drainline should be sloped to provide positive gravity drainage of water to a sump area or gravity outfall where reverse flow cannot occur into the system. Backfill placed adjacent to the below grade walls should consist of approved, low -volume change soils which are free from organic matter and debris. It is our opinion the on -site soils could be used as fill in these areas. The on -site sandstone bedrock could be used for fill providing those materials are thoroughly broken up prior to use for backfilling. If free draining granular soils are used as backfill adjacent to the below grade areas, we recommend the top 2 feet of material be an essentially cohesive material to help reduce the potential for immediate surface water infiltration into the backfill. The backfill soils should be placed in loose lifts not to exceed 9 inches thick, adjusted in moisture content and compacted to be at least 95% of the material's maximum dry density as determined in accordance with the standard Proctor procedure. The moisture content of the backfill soils should be adjusted to be within the range of -2 to +2% of standard Proctor optimum moisture. Care should be taken in placing and compacting the wall backfill to avoid placing undue lateral stress on the below grade walls, We recommend compaction using light mechanical or hand compaction equipment. For design of below grade walls where appropriate steps have been taken to eliminate hydrostatic loads, we recommend using an equivalent fluid pressure of 50 pounds per cubic foot. The recommended design equivalent fluid pressure is based on an active stress distribution case where slight rotation is expected in the below grade walls. The rotation expected to develop an active stress distribution case results in deflection on the wall of approximately 0.5% times the height of the wall. That deflection may result in stress cracks on the interior of the basement walls, particularly near the center of spans between corners or other restrained points. The recommended equivalent fluid pressure does not include an allowance for hydrostatic loads nor does it include a factor of safety. Surcharge loads placed adjacent to below grade walls or point loads placed in the wall backfill may add to the lateral pressures of below grade walls. Earth Engineering Company, Inc. EEC Project No. 17-01-035 May 3, 2017 Page 7 Other Considerations Positive drainage should be developed away from the structure with a minimum slope of 1 inch per foot for the first 10 feet away from the building. Care should be taken in planning of landscaping adjacent to the residence to avoid features which would pond water adjacent to the foundations or stemwalls. Placement of plants which require irrigation system or could result in fluctuations of the moisture content of the subgrade material should be avoided adjacent to the structure. Lawn watering systems should not be placed within 5 feet of the perimeter of the building and spray heads should be designed not to spray water on or immediately adjacent to the structure. Roof drains should be designed to discharge at least 5 feet away from the structure and away from the pavement areas. Site Percolation Tests Percolation tests and one 8 -feet deep boring and test pit were completed in the approximate area for the proposed individual sewage disposal systems. The materials encountered in the test boring and test pit consisted of approximately dark brown to brown sandy lean clay soils underlain by grey/tan and rust clayey sandstone bedrock at a depth of approximately 6 feet below present site grades which extended to the bottom of the completed profile boring and test pit. Average percolation rates of approximately 85 minutes per inch were established in the percolation test borings. Groundwater was not observed in the completed profile boring approximately 24 hours after drilling. Weld County guidelines require a percolation rate in the range of 5 to 60 minutes per inch for use of a conventional absorption field. The measured percolation rates do not meet that criterion. Weld County guidelines also require that neither groundwater nor bedrock be encountered within 6 feet of ground surface at the location of an absorption field. The test boring completed indicates the near surface site soils meet the separation from bedrock and groundwater criteria. Based on the results as outlined above, it appears an engineered septic absorption system would be required for the residence. When constructing the absorption fields, Weld County criteria concerning proximity to property lines, drainage ways and other site features should be addressed. GENERAL COMMENTS The analysis and recommendations presented in this report are based upon the data obtained from the soil borings and test pit performed at the indicated locations and from any other information discussed in this report. This report does not reflect any variations which may occur across the site. The nature Earth Engineering Company, Inc. EEC Project No. 17-01-035 May 3, 2017 Page 8 and extent of such variations may not become evident until construction. If variations appear evident, it will be necessary to re-evaluate the recommendations of this report. It is recommended that the geotechnical engineer be retained to review the plans and specifications so that comments can be made regarding the interpretation and implementation of our geotechnical recommendations in the design and specifications. it is further recommended that the geotechnical engineer be retained for testing and observations during earthwork and foundation construction phases to help determine that the design requirements are fulfilled. This report has been prepared for the exclusive use of Mr. Bob Christie for specific application to the project discussed and has been prepared in accordance with generally accepted geotechnical engineering practices. No warranty, express or implied, is made. In the event that any changes in the nature, design or location of the project as outlined in this report are planned, the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed and the conclusions of this report modified or verified in writing by the geotechnical engineer. We appreciate the opportunity to be of service to you on this project. If you have any questions concerning this report, or if we can be of further service to you in any other way please do not hesitate to contact us. Very truly yours, Earth Engineering Company, Inc. Michael J. Coley, RE. Principal Engineer MJC/s11 DRILLING ND EXPLORA'ITON DRILLING & SAMPLING SYMBOLS: SS: Split Spoon - 13/8" I.D., 2" O.D., unless otherwise noted ST: Thin -Walled Tube - 2" O.D., unless otherwise noted R: Ring Barrel Sampler - 2.42" I...D., 3" O.D. unless otherwise noted PA: Power Auger HA: Hand Auger DB: Diamond Bit = 4", N, B AS: Auger Sample HS: Hollow Stem Auger PS: Piston Sample WS: Wash Sample FT: Fish Tail Bit RB: Rock Bit BS: Bulk Sample PM: Pressure Meter WB: Wash Bore Standard "N" Penetration: Blows per foot of a 140 pound hammer falling30 inches on a 2 -inch C.D. split spoon, except where noted. WATER LEVEL MEASUREMENT SYMBOLS: WL : Water Level WCI : Wet Cave in DCI: Dry Cave in AB : After Boring WS : While Sampling WD : While Drilling BCR: Before Casing Removal ACR: After Casting Removal Water levels indicated on the boring logs are the levels measured in the borings at the time indicated. In pervious soils, the indicated levels may reflect the location of ground water. In low permeability soils, the accurate determination of ground water levels is not possible with only short term observations. DESCRIPTIVE SOIL CLASSIFICATION Soil Classification is based on the Unified Soil Classification system and the ASTM Designations D-2488. Coarse Grained Soils have move than 50% of their dry weight retained on a #200 sieve; they are described as: boulders, cobbles, gravel or sand. Fine Grained Soils have less than 50% of their dry weight retained on a #200 sieve; they are described as : clays, if they are plastic, and silts if they are slightly plastic or non -plastic. Major constituents may be added as modifiers and minor constituents may be added according to the relative proportions based on grain size. In addition to gradation, coarse grained soils are defined on the basis of their relative in - place density and fine grained soils on the basis of their consistency. Example: Lean clay with sand, trace gravel, stiff (CL); silty sand, trace gravel, medium dense (SM). CONSISTENCY OF FINE-GRAINED SOILS Unconfined Compressive Strength, Clu, psf Consistency < 500 500 - 1,000 1,001- 2,000 2,001- 4,000 4,001- 8,000 8,001- 16,000 Very Soft Soft Medium Stiff Very Stiff Very Hard RELATIVE DENSITY OF COARSE -GRAINED SOILS: N -B l ows f ft 0-3 4-9 10-29 30-49 50-80 80 + Relative Density Very Loose Loose Medium Dense Dense Very Dense Extremely Dense PHYSICAL PROPERTIES OF BEDROCK DEGREE OF WEATHERING: Slight Slight decomposition of parent material on joints. May be color change. Moderate Some decomposition and color change throughout. High Rock highly decomposed, may be extremely broken. HARDNESS AND DEGREE OF CEMENTATION: Limestone and Dolomite: Hard Difficult to scratch with knife. Moderately Can be scratched easily with knife. Hard Cannot be scratched with fingernail. Soft Can be scratched with fingernail. Shale, Siltstone and Claystone: Hard Can be scratched easily with knife, cannot be scratched with fingernail. Moderately Can be scratched with fingernail. Hard Soft Can be easily dented but not molded with fingers. Sandstone and Conglomerate: Well Capable of scratching a knife blade. Cemented Cemented Can be scratched with knife. Poorly Can be broken apart easily with fingers. Cemented EARTH ENGINEEPING COMPANY, INC. Earth Engineering Company UNIFIED SOIL CLASSIFICATION SYSI EM Soil Classification Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests Group Symbol Group Name Coarse - Grained Soils more than 50% retained on No. 200 sieve Gravels more than 50% of coarse fraction retained on No. 4 sieve Clean Gravels Less Cu≥4 and 1<Cc≤3E than 5% fines GW Well -graded gravel F Cuc4 and/or 1>Cc>3E GP Poorly -graded gravel F Gravels with Fines more than 12% fines Fines classify as ML or MH GM Silty gravel c" Fines Classify as CL or CH GC Clayey Gravel F'c" Sands 50% or more coarse fraction passes No. 4 sieve Clean Sands Less than 5% fines Cu≥6 and lcCc{3E SW Well -graded sand Cu<6 and/or 1>Cc>3E SP Poorly -graded sand Sands with Fines more than 12% fines Fines classify as ML or MH SM Silty sand c'"'i Fines classify as CL or CH SC Clayey sand G'"'I Fine -Grained Soils 50% or more passes the No. 200 sieve Silts and Clays Liquid Limit less than 50 inorganic PI>7 and plots on or above "A" Line CL Lean clay K'L'M PI<4 or plots below "A" Line ML Silt organic Liquid Limit - oven dried Organic clay K'L" Liquid Limit - not dried <0.75 OL Organic silt K'L'"''° Silts and Clays Liquid Limit 50 or more inorganic PI plots on or above "A" Line CH Fat clay K'L'M PI plots below "A" Line MH Elastic Silt K'L,M organic Liquid Limit - oven dried Liquid Limit - not dried <0.75 OH Organic clay Organic silt K'I'M'° Highly organic soils Primarily organic matter, dark in color, and organic odor PT Peat 'Based on the material passing the 3 -in. (75 -mm) sieve sIf field sample contained cobbles or boulders, or both, add "with cobbles or boulders, or both" to group name. (Gravels with 5 to 12% fines required dual symbols: GW-GM well graded gravel with silt GW-GC well -graded gravel with clay GP -GM poorly -graded gravel with silt GP -GC poorly -graded gravel with clay °Sands with 5 to 12% fines require dual symbols: SW-SM well -graded sand with silt SW -SC well -graded sand with clay SP-SM poorly graded sand with silt SP -SC poorly graded sand with clay C 60 50 40 w 30 I H a 20 10 EAPTH 0 ENGINEERING COMPANY, INC, (D30)2 ECU=D6p/Dlp Cc= D10 X D60 Flf soil contains ≥15°l sand, add "with sand" to elf fines classify as CL -ML, use dual symbol GC - CM, or SC-SM. "If fines are organic, add "with organic fines" to group name 'If soil contains >15% gravel, add "with gravel" to group name 'If Atterberg limits plots shaded area, soil is a CL - ML, Silty clay K. soil contains 15 to 29°% plus No. 200, add "with sand" or "with gravel", whichever is predominant. `If soil contains 30% plus No. 200 predominantly sand, add "sandy" to group name. mlf soil contains ≥30% plus No. 200 predominantly gravel, add "gravelly" to group name. "PI≥4 and plots on or above "A" line. °PI≤4 or plots below "A" line. PPI plots on or above"A" line. °PI plots below "A" line. For Classification fine-grained fraction of " K -line at Pl 4 PI -0.73 (LL of "U" -line at 11=16 to PI -0.9 (LL se of fine-grained soils and of coarse-grained to LL=25.5 -20) PI -7, / r soils.' Equation Horizontal / then Equation Vertical / then --8) /'' f r MH OR OH . JCL-nrl f I'wl1 L OR CAL. I 10 20 30 40 50 60 70 LIQUID LIMIT (LL) 80 90 100 110 PERCOLATION TEST RESULTS L r in cc 0 cv i- z D 0 U WELD COUNTY ROAD 84 0 r N Not To Scale ft 1--- 15 MIN/INCH ft 2-- 120 MIN/INCH 3-- 120 MIN/INCH AVERAGE-- 85 MIN/INCH PROPERTY LINE SLIGHT SLOPE goiC- 4 APPROXIMATE HOUSE SITE 2 PERCOLATION TEST AREA LEGEND - B -1 BORING LOCATION -S-1P-1 TEST PIT LOCATION SITE PHOTOS PHOTOS TAKEN FROM APPROXIMATE SYMBOL LOCATION N ORECTIOI OF ARROW BORING TEST PIT LOCATION DIAGRAM WELD COUNTY ROAD 15 RESIDENCE WELD COUNTY, COLORADO PROJECT NUMBER: 17-01-035 DATE: MAY 2017 EARTH ENGINEERING COMPANY _ �- � � _ , _ . �..,�- - _ _ ,..- . r _ � °r i � � � y � - - _. - � ` ' y � ��-.-sr-. . . _ � a � Y � n . . . . f . � _ _ F� `I _ _ n .�a.ap � i. - �,1fy��y�� T �H�. . . Y �. -.. �l'af��Ju v�#l9 "P�M�'� A. _ r . ZS 1 .r . .. ` . . �..`� �y� _ •__ . . — . . _ . _ . ,RA� � .4 �r�J.}.�]�._�_' f� Y�.V�" ��7_' � . . ._ (� . : .._ �f ' . _ . _ '. ' .. - . . I� � � _6 � a � . . _ � �� LY.�� o • L.� I � mrw:.I" � .. - � ' ;- q y�vq.. v .. . . .. -+_ v I r� i � .v � � . � ' a M1 -'SV�i� T'tL ��tl 1 a.�� rW 6 }.FV I Y � I . � ._ . . Y K K �'IIC�LL�1.y �� a ..VfI �%ty� � M � y nVCR �� A'� .a ' � t n1 � �N4� a 4 ' �. �I K ry . V I r (4 • w � c� A r 4! � ss( � a I � 1 �y� + J �� ♦ n � r 4 � d i. r . }y " F iL' 1 +� t C^� 1 . .�i'Y. s i L, „ '4 ^,'��nl'^hit ^K�� n � 1_"� f . i - � �£ �l,ry i / h da c.""!m ill . 1`Y' �ya` c )� .y� "' .Y r !y�Jwrvd'It' �. . it � �� _ 1! 4 V . �M10 � k`�n ` .� ° ��' .�[e � Yyu '9 � y� � �' IP"8��'�m'hlil"'fi "ar e �` t^' I y w � f ' �� 1 Yn� 1 �a:G' 71�. r .a Zy - � '. � I� w A � N ° .. _ . - � �. {-0%s.« '�. �.. � p�ra �irv.� .n �`iSJ'br� � 'y� `� �� rtl.y�'e "Wr�'t� v'� , � �.�r �4 ^ . . .. , � : _ .�' . � ' . :. � � . 2 . . .. Jm ,, �n<'N,... r . �, ' �yAY..d",'MWP'�' n �1N' � .r � .v . - . . � +1 1.b si d .t. i � ti �� t "�h�4}t\h �r. / �"YFV.+p ` q 3 } r ��1�� r IC: �1A ' �� A �� r� � A�W: � �� kY � � f � f 1 V 1 � �� [� � ` i ��y�,e�� x � � � M1t . t ay �hr. � h�n: �°M'� � y � 1 � r3V�'h y T. �.a � '1`�W •� .. 'ID � � V � ! 1 �S �� I1� � �� iti� V � � 9 �&�� {�e 1 . � � ) Y. �� +. ' A yy'M � -' .JIT. 1 j� . l�� li � � x 1� K�' t�� ! �R � ei' r h �j n� y �18 4� 1 r L ! � ril 4'1f} •� �. y e ° YR{ � i:'� ll ��. �I�. i � I �o ,:.. �'�. �, . � � h. . -0 i e i.Y,; "r' tWy'pT � 'N � i ' � •� � t � pl 1 � °�;7n . � � '4� ! �� ' �� ( i �v�'. � n . .A - i��1 �� ° If . � �� 4�Vy i�.� ti � r 4 1 Cy p � � � ti � � �� i' +��Y ��d R1� � 4n � � V H � � �� . �L �� 1 �L°�I ♦ � RRa ' � AYi� ? PIIy�1� � � 1 b ��'+µ c V"p �V 4�� 4�q�T1 � T`4�� AdLL�f � —�.i� '� �1g�,�,��c�,`YP�F 'r� � � �. + , � Y , J ♦ P r� �a 5 A ♦ - WELD COUNTY ROAD 15 RESIDEN�"E. WELD COUNTY, CO EEC PR� JECT Pdo . 17 -01 -035 APRIL 2017 � � � CflN1f�,A6VYI �IhIC. � - ` a-^ _ �� 11L ' ` i � � i . I� � �� a i ' . ' I . _y� i i � • I ' . ' LLram '. � � 1 � i � � I . . el'i'� : .� e.n . . � ... . I . I .. � ` L i+ .- .r-� � � ' . . r'y"� • xwrty� ..J .ri ' iilwM�'Gr.E !�'>�.R� � 3 � - �. . . �. . n l , .-. > .. .xiv. -rA. �..�:a� , , ' _ . . . . . ..v f P>.�� f� "1 .3^ .?�` 4�4"3€_� � hmR. . .Y ♦ 1 . , . �_- � >. .f-�• • .. .�i�A�' �r.: . I x� e� � �e�if�{�+E ilscy�'�. �. - - � i 3 • . '�tr � � . . .. . . .��[-�f .�. �.. . Y:95� • � f f�y� N .. . . . e . .. . ��. . . . . • i .. � . . � . . . - �� . . . . . _ . .. _ . 3. . . � . . " �'r_:3.Y _ ' . � " . _ . . . ' � . _ : . . . . .. " : _ ..-.S , . ,;,. _ " , . . ::. . .. . . .. �.�:. . . . . n - �oi . . .4 .. ... � .1� J . :' ♦ � .YY�Gi.'r - . . . � ♦ .' .-: .- �' �L. n . • . . �_ . - �- . i - � . � ' �. ".. - -. .-w . • . '. � � � � ... . ,E : 'o Yyy.�e�� . . . . . ; � x .N�a • ^r , ,, �,.w:l „ �, , � . . . ` F. ,rv. . ��%{� . ` `� ` � y' ' `�.m �� _ . 4 ++.'V..' � , a''4.:�.. . j i� "� i * . i q � �� f � ' a'..(; 'v .., . . 9 a. x + �. Z ' " �. . �' . � Y. iV Y" � 1 p� i ! M .�.�F l . �. . A.. . . -- Y , ��s 'ti �.� ° � i ° y�y`�� f� � , g �k � �� i r .ry ' +4 Q` 4�v ne � �i �'j�� . ,� CY � 'MLt � S� 4� : •4 {f � �, . C G � c�. � � ' r`hM1 illq � 6 W f VID . if�r r +r`� � .� e � f ��a �. _ .. I f . . 11 l . ��l �� ` r L '�1.. . �.0: .3 �: ' . > r- w. : i` � , � . ., . y�' r � x. ]f mF'� :` ' r� _ �' !^�.I�-' � ��{ p v� . t aYr L�S' 4 i�v"� ti �`�+ : � � � �i� � rF�J� � M+� ✓7 H � .i r � � � � � ..Y . � } 1 r � . '�yy • I .3 I . i'�.�I�'i r�' n t a�p' + i•• . � y. Vy �4 l Fi} : 4'qp'�ry £ Y " il y'� 'r .:: Lf 4�' 'M P n li- ��4!'• �� 1 . 4 .,}�ry ke .: � lLt T µ� V r w � � aj \ 4 a � . F Y .: 4v " {� ,�*'a�eF�, '�+( . a _ � } � � �� i 1 � ra 1 � 4i� � � "�., i - �[�k.: / � �. . . ' . � Prf f . a� S}e Li \ . ' ♦ .Y i`. :' 1. �niY. ifi ii(m n � t ' �' ,� � � ��i Y 'i . i � � ' � ��' � '� � �� ' � a � syy. . avb ' , , �L . � .4 a�YS. i l r�S .t �fd �� ig�!^'.. k.� . •. `:' � " �y_ � { i .• �ll'kE'?�'� � �� e ^ ,. �� \�i I �� S � �> V b . � �� m ♦ -r� � � Y s �YaC �` e . �+. S' ♦ I r' + .'�. ` " `ni:` �'&ii ,i. < w , ^ry'� - ' � r` ,n,j,j�� 4� yy�N � p r v �/�'A � ' � �n • `Y M '" � � � l . � r lV . ! e �¢ . . ��'jy( • . °- `� � v � '. °v . 4 �� . ' r� i � � l �� A#"4 {��'�e ^ � ,l i! y��y �vJ � ' .t�� dM . r�#� �y� �zY � 1[ q � 3�;� � S�• ' r 11 " '�'°'..� '�5 � t a y . Y 'Nv . C�� .� �u � "' l � � �4" � � i� �xti��' �_ �i � ' : �m � . � . � r � � �@ � i i �� i . � � � � � � � �� L. � � / �h ,� 1 . �y �. �+ a � S�ae � �"-. � . ��,� $ � . , i � I�fR I �t > � 5 R d� � t . � ` rt 1"� 9 �� f '1 � a � �I t ��I I 'i R� , �}9 ��nJ�t � " . 'y % • • y � / �� I � i �' .'_y� t � � �� - � L �, l 1 i fi ��\�( I � < ��N. � �A M ... � (�F #� � J � t. �W'y� t 5 .w� ♦ � �v.T i � y ' � I ' j. �' a+"i� ..Si•� �� • nY P � : � �� ai x�� ,� �'y y' • .' �AM+: o; s �4` ' � �. � � � [9 �� .�]iEi. ♦ taT / 4y .r n � 4 .i?0� tM �`� �� . � u � � I' �5 s$ n� � I �� drp�l{) 1 [S.l .a a iv ��! h, }� '� �� . 3�� 2 � }�� L c �� _.4 �i ��Yf � � y'lII �� F� M \A�� a� . � �t. . Tr' .H . .+L . �� r � � < '� r �yyy ,. � � a . .,�� 6. � k' ��'�d � pY . �l � � � �' -�a� i � � � � ��S A. ] [ 'f� �S" �`� a � Y . r . ��i 'iy I � Y! . �.y ` � � FS ' �� i � F �1�` ! � � F n � ��( �� . N � . �;S. +'L ?'( ,r ., �'ry� ''y� ,� . � �, '� � k'�' . �A > ., r`s+.:. ' t �i � -: p .r � . � � f l � v r f�C � � l �! i)� . � E � � N }P Y � i ��-�/ � � i n W Crv.• {� � ' qaia � �': � =1/` � .th '1 ± ��{ . � `� � 1. F . �r i 1 � Y i��1� �� C � //��n+ v (i� . � � �� y�� . V K 't�' � > � � Y�.w f ♦ � e � � v9� l i / ! ' ��1� ��p�1� ' � :. � ' �f l�. i ..] (L � ��d Li ��r .. '+�,� ai 'i Y� 2 . GF :t P n��jj��l „l rN 4 '1 ' Y' � " � F ♦�1� d .�. a 4 � � � i 4�: { e '� � � � `i � a� 1 �•, l � � . !} i..`�s�{(#f �� 1s4. {r �.� I � l�r. f. �� M ll / s. a 16 � - i., ! ` ^Lti x �{a yrv. ' • 2 '. I : � -. �(f( � � �y s } l p v-. � � "'� -yx � ; ' ,''{ ' � �y1�y u, �-•h�y�a: � � ` ¢ '. �:. • . . , . 4 ' _t 6�" . tt" } i . , ee 4 t 9 � - F r P •-:. � i n5�""-�'�E� S Y' F •7, . _ • • � �d .:.+{�1ac�"� . ~rvf � .$ fr) � f�� k �} .�/P'� Zr�q�� t�Y M� j �. 0 °� }{ � r • w • � �� ! e��ll ) � �q �. c 4 . `+�� ,�i+b. X. i4� �� , �gkS ��♦ Fi � �.'f}��' Y . . 1 i . � �-�a `F" � ,� . y� ' " . `�cg R , y �� y( � r'� 7, ; ( �! ' '1{`t ': ''r•� x � x e r: t , t i ' ��` � -.� ` M �f.� . 4 �i,�'+�V.a tv'F � "-�+i d '�� `�' � � i ,Yl �" � + E i ii ri� ✓' � �/ t � �� 1 � y � .. . . V ' . u Lt� � ' Y .. v A, n ♦ ♦ � T �(][ � : � J' ' ��l 2 � �3�ryi 'y 4'� , � t4, � + 1 I Y • A �� 1 � �$ YN , � ` � k �x � � � ' � �1 ..'T \ � � .' l.�F � l� r � , F . p n� 1��i�� J i `� �� ' . Y. , . . , . � i a � y n , . -v i y .. �k ' . �r 4 a .. iP �e . . a e n _V. �-'' �11h � _, N 8�. � f F e .� � y4 r� -.!Y � Jr . -. .��\�M� ry . . �� P . �4� � � � r � � v:F � � s � � � . . ! � IS'� AJ � t:- al ' i .. rA,� - .�.yy t��y% i. . ' �� y { �' i . . *' .°�� y r � i ., , .��rr f .' .� � �b \, r '. ��. . S i�4 . ri 1�� L .�r� 1 � J.i �r �! '� t .. . . � . . 3C+Zi - ." Jl �� • '. �S S. •� 4 � � � � > � - ` " '� r � � t � � . �� . e . Fr ' * r . � . � � � . . . � ,. �. e � � v �4- � T'� '�s . �+ Al�+� v �'" _ ' � ,tKy._ _ - : + e . h � s::- t : � , d^` i9 �MJ + . a i � ` � � \s� � w i . { iR I r Y: r Fi � . Y Tl. �4A� . .. y�n5� � IC"' �e r , � � p � , 8 . : ;�ee -ii .l �d u_ i � . '� i f. � �x 7,�k"- _ka r � '�. � i ., is� .- ,�' �''�� - i' � � � " . . Y''� � � � Y• �{'�� . .. � � � ; '.' $ f . .>. �_ . . . 4 � � p a� I P M �f a � . N �!. � i �♦ . � �� * { �S,'. ' •Lr,_,yt� 4 � Fy }y � � � ': . � '- 6� r - ' '�t . f4 �ti � Y ^ '�� •�'� -r� l 11� 1 ' _ 1 � . 1 f � i � L R�ry� � .. ,. � . . � �� . � - , - ,,a � �� F ry � • � �, }� ov o . ', n d -t 1.� � T f' � � � L` � • L � r� ,�1•n � e � .� - . ':. �,�, T `� � ' 4 `� )� . k � . r � , � ;�� , "'C ', �, �•r � ik<. . ! . . . $ . : . �� . '.. . � Y �_ � � �. � � R`y % � ', �R S ) `' ' ' �` . ' a 'v r,t .. � k > s � �i.' tv � '( , .. i .<� c�c � - C �5.t � . � .� 1 i %r. !� ;�.'4. .. 'iL� . ._� �i� � i�.k,� yJ; ' �h � '� . �Y. .. ... �. ' . .,: . i�Pi. '�,��1 WELD COUNTY ROAD IS RESIDEN�"E. WELD COUNTY, CO EEC PRCIJECT Pdo . 17 -01 -035 MAY 2017 � � � CflN1f�,A6VYI �IhIC. WELD COUNTY WELD ROAD COUNTY, 15 COLORADO RESIDENCE PROJECT NO: 17-01-035 DATE: APRIL 2017 ILOG OF BORING B-1 RIG TYPE: CME55 SHEET 1 OF 1 WATER DEPTH FOREMAN: SM START DATE 4/2512017 WHILE DRILLING None AUGER TYPE: 4" CFA FINISH DATE 4/25/2017 AFTER DRILLING None SPT HAMMER: AUTO SURFACE ELEV N/A 24 HOUR 12.5' II I SOIL DESCRIPTION D N QU MC DD A -LIMITS -200 SWELL TYPE (FEET) (BLOWS/FT) (PS F) (%) (PCF) LL PI (%) PRESSURE % @ 500 PSF SANDY LEAN CLAY (CL) _ _ brown 2 CS _ _ 50/10" 9000+ 13.5 111.0 < 500 psf None SANDSTONE 4 - = greyltanlrust SS _ _ 50/11" 3000 15.4 poorly cemented with cemented lense @ 5' to 7' 6 clayey _ _ 8 CS 10 5016" 9000+ 15.4 112.0 < 500 psf None 12 14 SS _ _ 50/5" 9000+ 17.1 16 18 CS 20 50/4" 9000+ 19.3 87.7 < 1000 psf None@1000 20' BOTTOM OF BORING 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Earth Engineering Company WELD COUNTY WELD ROAD 15 COUNTY, COLORADO RESIDENCE PROJECT NO: 17-01-035 DATE: APRIL 2017 li LOG OF BORING B-2 RIG TYPE: CME55 1 WATER DEPTH SHEET 1 OF FOREMAN: SM START DATE 4/25/2017 WHILE DRILLING None AUGER TYPE: 4" CFA FINISH DATE 4/25/2017 AFTER DRILLING None SPT HAMMER: AUTO SURFACE ELEV N/A 24 HOUR 11' SOIL DESCRIPTION D (FEET) N (BLOWS/FT) QU (PSF) MC (%) DD (PCF) A -LIMITS -200 (%) SWELL TYPE LL PI PRESSURE % @ 500 PSF SANDY LEAN CLAY (CL) brown/light brown stiff _ — 2 — 4 _ 6 _ — 8 _ 10 SANDSTONE brown/tan/rust poorly cemented clayey CS 35 9000+ 18.7 102.8 NL NP 41.4 < 500 psf None CS 50/6" 9000+ 18.3 1O9.6 < 500 psf None CS 50/7" 9000+ 20.9 108.6 < 500 psf None 12 14 _ _ 16 18 20 CS 50/5" 9000+ 18.9 103.3 < 1000 psf None@1000 CS 5016" 9000+ 18.3 100.8 < 1000 psf None c@1000 22 24 _ — 26 28 30 SS 5016" 9000+ 18.5 103.0 < 1000 psf None@1O00 32 34 36 38 40 35' BOTTOM OF BORING 42 44 46 48 50 Earth Engineering Company WELD COUNTY WELD ROAD 15 RESIDENCE COUNTY, COLORADO PROJECT NO: 17-01-035 DATE: APRIL 2017 •, LOG OF BORING B-3 RIG TYPE: CME55 1 WATER DEPTH SHEET 1 OF FOREMAN: SM START DATE 4/25/2017 WHILE DRILLING None AUGER TYPE: 4" CFA FINISH DATE 4/25/2017 AFTER DRILLING None SPT HAMMER: AUTO SURFACE ELEV N/A 24 HOUR None SOIL DESCRIPTION D N QU MC DD A -LIMITS -200 SWELL TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % @ 500 PSF SANDY LEAN CLAY (CL) 2 dark brown to brown _ _ silty 4 6 SANDSTONE — — brown/tan/rust, poorly cemented, clayey 8 8' BOTTOM OF BORING _ _ 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Earth Engineering Company WELD COUNTY WELD ROAD 15 COUNTY, COLORADO RESIDENCE PROJECT NO: 17-01-035 DATE: MAY 2017 LOG OF TEST PIT NO. 1 RIG TYPE: BACKHOE 1 WATER DEPTH SHEET 1 OF FOREMAN: SM START DATE 511/2017 WHILE EXCAVATING None AUGER TYPE: N/A FINISH DATE 511/2017 AFTER EXCAVATING None SPT HAMMER: N/A SURFACE ELEV N/A 24 HOUR N/A SOIL DESCRIPTION D N QU MC DD A -LIMITS -200 SWELL TYPE (FEET) (BLOWS/FT) (PSF) (°lay) (PCF) LL PI (°lay) PRESSURE % @ 500 PSF SANDY LEAN CLAY (CL) 2 dark brown to brown BS _ _ -- -- 17.5 very stiff 4 BS _ _ -- -- 17.1 34 19 71.6 sandy to very sandy 6 SANDSTONE BS _ _ -- 9000+ 19.2 grey/tan/rust, poorly cemented, clayey 8 8' BOTTOM OF TEST PIT _ _ 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Earth Engineering Company SWELL I CONSOLIDATION TEST RESULTS Material Description: Grey/Tan/Rust Clayey Sandstone Sample Location: B-1, S-1 @ 2' Liquid Limit: -- 'Plasticity Index: -- I % Passing #200: -- Beginning Moisture: 1 .5% Dry Density: 111.0 pcf 'Ending Moisture: 20.9% Swell Pressure: < 500 psf % Swell @ 500 psf: None 10 8 8 oo Percent Movement 2 0 -2 c -4 O To 0 C 0 -6 -10 Water A dded 0.01 0.1 Load (TSF) ) 1 10 Project: Weld County Road 15 Residence Weld County, Colorado Project No.: 17-01-035 Date: April 2017 C EARTH ENGINEERING COMPANY, INC. SWELL I CONSOLIDATION TEST RESULTS Material Description: Grey/Tan/Rust Clayey Sandstone Sample Location: B-1, S-3 © 9' Liquid Limit: -- IPlasticity Index: -- I % Passing #200: -- Beginning Moisture: 20.1% Dry Density: 112.0 pcf 'Ending Moisture: 21.9% Swell Pressure: < 500 psf % Swell @ 500 psf: None 10 8 8 oo Percent Movement 2 0 c -4 O To 0 C 0 -6 -10 ate rA dded 0.01 0.1 Load (TSF) 1 10 Project: Weld County Road 15 Residence Weld County, Colorado Project No.: 17-01-035 Date: April 2017 C C EARTH ENGINEERING COMPANY, INC. SWELL I CONSOLIDATION TEST RESULTS Material Description: Grey/Tan/Rust Clayey Sandstone Sample Location: B-1, S-5 © 14' Liquid Limit: -- IPlasticity Index: -- I % Passing #200: -- Beginning Moisture: 17.8% Dry Density: 87.7 pcf 'Ending Moisture: 18.3% Swell Pressure: c 1000 psf % Swell @ 1000 psf: None Project: Weld County Road 15 Residence Weld County, Colorado Project No.: 17-01-035 Date: April 2017 C C EARTH ENGINEERING COMPANY, INC. SWELL I CONSOLIDATION TEST RESULTS Material Description: Grey/Tan/Rust Clayey Sandstone Sample Location: B-2, S-1 @ 4' Liquid Limit: NL 'Plasticity Index: NP I % Passing #200: 41.4 Beginning Moisture; 15.6% Dry Density: 102.8 pcf 'Ending Moisture: 22.1% Swell Pressure: < 500 psf % Swell @ 500 psf: None Project; Weld County Road 15 Residence Weld County, Colorado Project No.: 17-01-035 Date: April 2017 C C C EPRTH ENGINEERING COMPANY, INC. SWELL I CONSOLIDATION TEST RESULTS Material Description: Grey/Tan/Rust Clayey Sandstone Sample Location: B-2, S-2 @ 6' Liquid Limit: -- 'Plasticity Index: -- I % Passing #200: -- Beginning Moisture: 19.3% Dry Density: 109.6 pcf 'Ending Moisture: 23.7% Swell Pressure: < 500 psf % Swell @ 500 psf: None 10 8 8 oo Percent Movement 2 0 -2 c -4 O To 0 C 0 -6 -10 Wat rA dded 0.01 0.1 Load (TSF) 1 10 Project: Weld County Road 15 Residence Weld County, Colorado Project No.: 17-01-035 Date: April 2017 C C C EAPRTH ENGINEERING COMPANY, INC. SWELL I CONSOLIDATION TEST RESULTS Material Description: Grey/Tan/Rust Clayey Sandstone Sample Location: B-2, S-3 © 9' Liquid Limit: -- 'Plasticity Index: -- I % Passing #200: -- Beginning Moisture: 17.7% Dry Density: 108.6 pcf 'Ending Moisture: 28.5% Swell Pressure: < 500 psf % Swell @ 500 psf: None 10 8 8 oo Percent Movement 2 0 -2 c -4 O To 0 C 0 -6 -10 Wat e Added 0.01 0.1 Load (TSF) 1 10 Project: Weld County Road 15 Residence Weld County, Colorado Project No.: 17-01-035 Date: April 2017 C C C EAPRTH ENGINEERING COMPANY, INC. SWELL I CONSOLIDATION TEST RESULTS Material Description: Grey/Tan/Rust Clayey Sandstone Sample Location: B-2, S-4 © 14' Liquid Limit: -- 'Plasticity Index: -- I % Passing #200: -- Beginning Moisture: 19.9% Dry Density: 1032 pcf 'Ending Moisture: 21.3% Swell Pressure: c 1000 psf % Swell @ 1000 psf: None 10 8 8 oo Percent Movement 2 0 -2 c -4 O To 0 C 0 -6 -10 Water Adde 0.01 0.1 Load (TSF) 1 10 Project: Weld County Road 15 Residence Weld County, Colorado Project No.: 17-01-035 Date: April 2017 C C EARTH ENGINEERING COMPANY, INC. SWELL I CONSOLIDATION TEST RESULTS Material Description: Grey/Tan/Rust Clayey Sandstone Sample Location: B-2, S-5 © 19' Liquid Limit: -- 'Plasticity Index: -- I % Passing #200: -- Beginning Moisture: 19.4% Dry Density: 100.8 pcf 'Ending Moisture: 26.7% Swell Pressure: c 1000 psf % Swell @ 1000 psf: None Project: Weld County Road 15 Residence Weld County, Colorado Project No.: 17-01-035 Date: April 2017 C C EARTH ENGINEERING COMPANY, INC. SWELL I CONSOLIDATION TEST RESULTS Material Description: Grey/Tan/Rust Clayey Sandstone Sample Location: B-2, S-6 @ 24' Liquid Limit: -- 'Plasticity Index: -- I % Passing #200: -- Beginning Moisture: 19.7% Dry Density: 103.0 pcf 'Ending Moisture: 24.3% Swell Pressure: c 1000 psf % Swell @ 1000 psf: None 10 8 8 oo Percent Movement 2 0 -2 c -4 O To 0 C 0 -6 -10 Water Adde e d 0.01 0.1 Load (TSF) 1 10 Project: Weld County Road 15 Residence Weld County, Colorado Project No.: 17-01-035 Date: April 2017 C C EARTH ENGINEERING COMPANY, INC. Earth Engineering Company, Inc. Summary of Laboratory Gradation Test 100.0% 90.0% - 80.0% - 70.0% - 60.0(!,o 50.0% 40.0% - 30.0% - 20.0% - 10.0% - 0.0% _ r'o _ 100 10 D. Grain Size in Millimeters 0.01 0.001 Sieve Size Percent Passing No, 4 100% No. 10 100% No. 40 98% No. 200 72% Project: Weld County Road 15 Residence City Location: Weld County, Colorado Project Number: 17-01-035 Date: May 2017 Sample Location: TP-1, S-2 4' Description: Brown Sandy Lean Clay C EARTH ENGINEERING COMPANY, INC Hello