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HomeMy WebLinkAboutSoils Report 07.09.2020Grand Valley Consulting, LLC dba 111 GEOTECHNICAL ENGINEERING GROUP RESIDENTIAL SOIL INVESTIGATION 56 Eagleridge Drive Battlement Mesa, Colorado Job No. 4,444 July 9, 2020 (970) 261-3415 • jwithers@geotechnicalgroup.net 3510 Ponderosa Way, Grand Junction, Colorado 81506 X11 GEOTECHNICAL ENGINEERING GROUP TABLE OF CONTENTS SCOPE 1 SUMMARY OF CONCLUSIONS 2 SITE CONDITIONS 3 SUBSURFACE CONDITIONS 4 FOUNDATIONS 5 FOOTING FOUNDATION 6 FLOOR SYSTEMS 7 BELOW -GRADE CONSTRUCTION 9 CONCRETE 10 SURFACE DRAINAGE 10 CONSTRUCTION MONITORING 11 LIMITATIONS 12 FIG. 1 - SITE VICINITY MAP FIG. 2 - LOCATIONS OF EXPLORATORY PITS FIGS. 3-4 - LOGS OF EXPLORATORY PITS FIGS. 5-6 - SWELL/CONSOLIDATION TEST RESULTS FIG. 7 - MOISTURE -DENSITY RELATIONSHIP TEST REPORT FIG. 8 - INTERIOR WALL DRAIN CONCEPT FIG. 9 - EXTERIOR WALL DRAIN CONCEPT TABLE I - SUMMARY OF LABORATORY TEST RESULTS I SCOPE `!III GEOTECHNICAL ENGINEERING GROUP This report presents the results of a residential soil investigation for the proposed single-family residence to be located at 56 Eagleridge Drive in Battlement Mesa, Colorado. Our investigation was conducted to explore subsurface conditions and provide foundation recommendations for the proposed structure. The report includes descriptions of subsoil and groundwater conditions found in two exploratory pits, recommended foundation and floor support systems, allowable design soil pressures, and design and construction criteria for details influenced by the subsurface conditions. This investigation was performed in general conformance with our proposal No. 20-0603 dated 6-10-2020. This investigation used test pits, made by others, as opposed to exploratory borings in order to reduce cost and time. Care should be taken to avoid locations of proposed and future structures with the test pits and to place backfill in a well compacted manner, as detailed in the "RESIDENCE FOUNDATIONS" section of this report. The report was prepared from data developed during our field exploration, laboratory testing, engineering analysis and experience with similar conditions. A brief summary of our conclusions and recommendations follows. Detailed criteria are presented within the report. 56 Eaglerldge Drive: 7-9-2020 Battlement Mesa, Colorado GEG Job No. 4,444 t rr SUMMARY OF CONCLUSIONS 1. Subsurface conditions encountered in the two exploratory pits generally consisted of variable ancient landslide deposit to the maximum depth explored of 8.5 feet below ground surface. Groundwater was not encountered at the time of investigation. 2. Construction should not bear on locations of the test pits noted on Fig. 2. Former test pits should be backfilled as described in the "RESIDENCE FOUNDATIONS" section of the report_ 3. Recommendations for footing foundations placed on at least 2 feet of well compacted structural fill are presented herein. A discussion, including detailed design and construction criteria are included in the text of the report. 4. We believe slab -on -grade construction supported by the soils encountered will have some potential for movement. Finished Irving areas should all be structurally supported floors. Additional discussion, including design and construction criteria, is included in the text of the report. 5. Surface drainage should be designed for rapid runoff of surface water away from the proposed structure in each direction. It is very important to control water sources and provide proper drainage as these are common causes of distress. 66 Eagleridge Drive: 7-9-2020 Battlement Mesa, Colorado GEG Job No. 4,444 2 rir—SITE CONDITIONS The subject site was located at 56 Eagleridge Drive in Battlement Mesa, Colorado. This was a developed lot located in an established subdivision. It was graded for potential walkout basement type construction. Lots to the east and west were constructed with walkout type basements. A vicinity map showing the site location is included as Fig. 1. The subject site was barren with scattered grass. The subject site had 2-3' of loose fill along the back house line. There are existing single family residences to the east and west. The site slopes down toward the southwest at 9 percent as measured by hand level and range finder. �11 GEOTECHNICAL j ENGINEERING GROUP PROPOSED CONSTRUCTION Proposed construction includes an approximate 1,700 square foot residence. It will be one story with potential limited 2 story portion, wood framed and have no below grade or basement areas. We anticipate 2 or 3 feet of additional fill along the south side of the building area in order to construct a building pad. Foundations are anticipated to be a footing with grade beam with a structurally supported wood floor. We are requested to use test pits as opposed to exploratory borings in order to reduce costs and to reduce timing. Care should be taken to avoid locations of all future structures with the test pits and to place backfill in a well compacted manner, after this investigation. This is to help 56 Eagleridge Drive: 7-9-2020 Battlement Mesa, Colorado GEG Job No. 4,444 mitigate potential of damage caused by settlement of test pit backfill. If proposed construction is different than what is described above, we should be notified so that we can re-evaluate the recommendations given. SUBSURFACE CONDITIONS Subsurface conditions at the site were investigated by observing and sampling the soils encountered in two test pits as excavated by others. Location of the exploratory pits are shown on Fig. 2. A summary log of the soils found in the exploratory pits and field penetration resistance tests are presented on Figs. 3 and 4. Subsurface conditions encountered in the two exploratory pits generally consisted of variable ancient landslide deposit to the maximum depth explored of 8.5 feet below ground surface. The variable ancient landslide deposit was clayey sand to silty, sandy gravelly clay with scattered cobbles, stiff, dry, brown and tan. Groundwater was not encountered at time of investigation. One sandy clay sample from TP -1 at 3 feet depth was tested for one dimensional swell/consolidation characteristics. The sample tested had a moisture content of 18.5 percent, a dry density of 75 pcf and exhibited 0.3 percent swell when wetted under a confining pressure of 500 psf and had an estimated swell pressure of 1,000 psf. One clayey sand sample from TP -2 at 2-4 feet depth tested had a moisture content of 10.7 percent, was found to be non -liquid, non -plastic and had 27 percent passing the No. 200 56 Eagleridge Drive: 74.2020 Battlement Mesa, Colorado GEG Job No. 4,444 4 L 1111 GEOTECHNICAL ENGINEERING GROUP sieve (silt and clay sized particles). The sample was also tested for standard Proctor values. The sample tested had a maximum dry density of 96 pcf and an optimum moisture content of 23.5 percent. Another sample from TP -2 at 2-4 feet depth was tested for one dimensional swell/consolidation characteristics. The sample tested had a moisture content of 18.0 percent, a dry density of 85 pcf, had 150 ppm water soluble sulfates, and exhibited 0.2 percent one dimensional swell when wetted under a confining pressure of 500 psf and had and estimated swell pressure of 840 psf. Results of laboratory testing are shown on Figs. 5 thru 7 and summarized on Table I. FOUNDATIONS This investigation indicates subsurface conditions at foundation levels consists of variable ancient landslide deposit. These soils exhibited low expansion potential in laboratory tests. We believe a footing can be constructed to perform suitably if foundation walls are heavily reinforced to resist differential movements and underlain by a section of well compacted structural fill. Recommendations for footings placed on at least 2 feet well compacted structural fill are presented herein. These criteria were developed from analysis of field and laboratory data and our experience. Combined foundation systems (such as slab) should be avoided. The additional requirements of the structural engineer and structural warrantor (as applicable) should also be considered. 56 Eagleridge Drive: 7-9-2020 Battlement Mesa, Colorado GEG Job No. 4.444 5 1 1111 GEOTECHNICAL NI ENGINEERING GROUP Footino Foundation Footing foundations bearing on well compacted native clayey sand subgrade and at least 2 feet of well compacted, well graded, granular structural fill can be designed for a maximum allowable soil bearing pressure of 3.000 pounds per square foot (psf). We recommend as much minimum deadload as practical. Existing fill soils, if any, found should be completely removed from excavations prior to fill placement. If soft or yielding soils are found in excavation conditions may require stabilization such as a geogrid product and crushed rock. Actual stabilization will be dependent on actual conditions encountered. We recommend a minimum continuous footing width of 18 -inches and minimum isolated pad of 30 inches square. 2. The completed excavation, within at least 2 feet horizontally beyond foundation areas, should be scarified a depth of 10 -inches, moisture conditioned to within 2 percent of optimum moisture content and compacted to at least 95 percent of standard Proctor maximum dry density (ASTM D698) prior to placing well compacted structural fill. if loose or yielding conditions are encountered in the open excavation, they should be removed and replaced with well compacted structural fill. The excavation bottom proof roll using a heavy pneumatic tired vehicle such as a front end loader with full bucket and compaction testing show suitable subgrade preparation. Structural fill may be placed in 10 inch maximum thickness loose lifts, moisture conditioned to within 2 percent of optimum moisture and compacted to at least 95% of maximum modified Proctor (ASTM D1557) dry density. Fill materials should be well graded less than 6 -inches diameter and less than 30 percent passing the No. 200 sieve. A CDOT Class 6 aggregate base course will meet these criteria and is recommended. Based on review of the site test data herein we believe an imported material will be necessary to meet this recommendation, Our representative should be called to test compaction of subgrade and each foot of structural fill, prior to forming. 3 Foundation walls should be heavily reinforced, both top and bottom, to resist differential movements. We recommend reinforcement be designed by the structural engineer to resist a simple span of at least 15 feet. 4 Exterior walls must be protected from frost action. We understand there is a 36 -inch minimum frost depth in the Garfield County area. We 56 Eaglerldge Drive; 7-9-2020 Battlement Mesa, Colorado GEC Job No. 4,441 6 ail GEOTECHNICAL ENGINEERING GROUP recommend referring to the local building code for frost protection requirements. 5. Completed excavations should be inspected by a representative of our firm, prior to forming, to confirm that the soils are as anticipated from the exploratory borings and to test compaction. FLOOR SYSTEMS We anticipate soils in the zone supporting shallow slabs may have low potential to cause slab movement and related damages. Some movement must be assumed from an increase in moisture by site and adjacent area development and associated landscaping and irrigation. To our knowledge, the only reliable solution to control floor movement is the construction of a structurally supported floor with at least a 12 -inch (likely 24 or 36 - inch) air space between the floor and subgrade. In our opinion, structural floors should be used in all areas . Floating slabs move. Slabs -on -grade can be used in the driveway, garage, and flatwork areas provided the builder and owner are aware of and accepts risk of potential movement and associated damage. We recommend the following precautions for construction of slabs -on -grade at this site. These precautions will not prevent movement in the event the underlying soils become wetted; they only tend to reduce or mask damage if movement occurs. The owner and future owners must accept the risk of further maintenance, including possible replacement, of concrete slabs on grade. 66 Eaglerldge Drive: 7-9-2020 Battlement Mesa, Colorado GEG Job No.4,444 "111 GEOTECHNICAL ENGINEERING GROUP Concrete slabs on grade should be supported on at least 12 -inch thickness well compacted structural fill. The structural fill should consist of imported crushed granular fill, as recommended above in the FOUNDATIONS section of the report. Prior to fill placement, the resulting subgradesoil should be scarified a depth of 10 -inches, moisture conditioned to within 2 percent of optimum moisture content and compacted to at Ieast 95 percent of standard Proctor maximum dry density (ASTM D598) prior to forming. Additional fill should be placed in thin lifts and compacted to at least 95 percent of the maximum modified Proctor (ASTM 01557) dry density. Each foot placed should be tested, as stated above, before p{acing the next lift. The subgrade should also be prepared by scarifying at least 10 -inches depth and compacted as stated above. The recommended layer of compacted fill will not mitigate potential movement of slabs -on -grade due to soil volume changes of soils supporting the slabs. It will only help provide a more uniform support for the slabs -on -grade. Clayey soils are not suitable for reuse except within 24 inches of the exterior surface backfill. Our representative should be onsite prior to forming to verify soil types and proper subgrade preparation. 2. Slab -on -grade construction should be limited to areas such as exterior flatwork. 3. Slabs should be separated from exterior walls and interior bearing memo with a slip joint, which allows free vertical movement of slabs. ers 4. The use of slab -bearing partitions should be partitions are necessary, avoided. Where such slab movement should be used. Theall owner should be inchesowing at least 2 viof free vertical movement and re-establish this void if it closes. Doorways and ad of stairwells should also be designed for this movement. Sheetrack should not ext eld to slab -on -grade floors. extend 5- Underslab plumbing should be eliminated where feasible. plumbing is unavoidable it should be thoroughly Where such 9 Y pressure tested during construction for leaks and should be provided with flexible couplings. and water lines leading to slab -supported appliances should be constr with flexibility. Gas acted 6 Plumbing and utilities, which pass through slabs, should be isol the slabs. Heating and air conditienin s ated from should be provided with flexible connections capable bythe slabs Fable of at feast 8 inches of 65 Ba9teridge Drive: r4.282o Battlement Mesa. Colorado CBG Job f), 1,144 8 1111 GEOTECHNICAL ENGINEERING GROUP vertical movement so that slab movement is not transmitted to the ductwork. 7 Frequent control joints should be provided to reduce problems associated with shrinkage and curling. The American Concrete Institute (ACI) and Portland Cement Association (PCA) recommend a maximum panel size of 8 to 15 feet depending upon concrete thickness and slump, and the maximum aggregate size. We advocate additional control joints 3 feet off and parallel to grade beams and foundation walls. Exterior patio, porch and sidewalk slabs should be designed to function as independent units. Movement of slabs -on -grade should not be transmitted directly to the foundations. Stucco finish (if any) should terminate at least 8 inches above any flatwork. BELOW -GRADE CONSTRUCTION Below -grade construction is not anticipated at this site. A foundation drain should be placed around the exterior of the foundation at a depth of at the bottom of structural fill level. The drain system should consist of a minimum 4 inch diameter perforated pipe surrounded by a free draining aggregate and wrapped by an appropriate geotechnical filter fabric. The foundation drain concept is shown on Figs. 8 and 9. A foundation drain may help reduce potential for water but may not relieve all potential sources of water. 56 Eaglerldge Drive: 7-9-2020 Battlement Mesa, Colorado GEG Job No. 4,444 9 1 CONCRETE GEOTECHNICAL ENGINEERING GROUP One soils sample TP -2 at 2-4 feet depth was tested for water-soluble sulfates. This sample had a sulfate concentration of 150 ppm, a moderate exposure level. We recommend following the American Concrete Institute (ACI) guidelines for sulfate resistant cement. ACI recommends a Type II, Type IP(MS) or Type IS(MS) cement be used for concrete that comes into contact with soils that have a moderate exposure on concrete. In addition, concrete should have a maximum water -cement ratio of 0.50 and minimum compressive strength of 3,750 psi. SURFACE DRAINAGE Performance of foundations and concrete flatwork is influenced by surface moisture conditions. Risk of wetting foundation soils can be reduced by carefully planned and maintained surface drainage. Surface drainage should be designed to provide rapid runoff of surface water away from the proposed residence. We recommend the following precautions be observed during construction and maintained at all times after the construction is completed. The ground surface surrounding the exterior of the building should be sloped to drain away from the building in all directions. Grading changes will especially be needed along the uphill side of proposed construction to provide adequate surface drainage. We recommend a slope of at least 12 10 56 Eagleridge Drive: 7-9-2020 Battlement Mesa, Colorado GEG Job No. 4,444 1111 GEOTECHNICAL ENGINEERING GROUP inches in the first 10 feet around the structure, where possible. In no case should the slope be less than 6 inches in the first 5 feet. The ground surface should be sloped so that water will not pond adjacent to the structure. 2. Backfill around foundation walls should be moistened and compacted. Clayey backfill soils are suitable for reuse in the upper 24 inches of exterior wall backfill. 3. Roof downspouts and drains should discharge well beyond the limits of all backfill. Splash blocks and downspout extenders should be provided at all discharge points. Landscaping should be carefully designed to minimize irrigation. Plants used close to foundation walls should be limited to those with low moisture requirements; irrigated grass and/or plants should not be located within 5 feet of the foundation. Sprinklers should not discharge within 5 feet of foundations. Irrigation should be limited to the minimum amount sufficient to maintain vegetation; application of more water will increase likelihood of slab and foundation movements. 5. Impervious plastic membranes should not be used to cover the ground surface immediately surrounding the structure. These membranes tend to trap moisture and prevent normal evaporation from occurring. Geotextile fabrics can be used to limit the weed growth and allow for evaporation. CONSTRUCTION MONITORING Geotechnical Engineering Group should be retained to provide general review of construction plans for compliance with our recommendations. Geotechnical Engineering Group should be retained to provide construction testing services during earthwork and foundation construction phases of the work. This is to observe the construction with respect to the geotechnical recommendations, to enable design changes in the event that 56 Eaglerldge Drive: 7-8-2020 Bafflement Meso, Colorado GEG Job No. 4,444 11 1111 GEOTECHNICAL II ENGINEERING GROUP subsurface conditions differ from those anticipated prior to start of construction and to give the owner a greater degree of confidence that the structure is constructed in accordance with the geotechnical recommendations. LIMITATIONS The scope of services for this study does not include either specifically or by implication any environmental or biological (such as radon, mold, fungi, bacteria, etc.) assessment of the site or identification or prevention of pollutants, biological hazards, hazardous materials or conditions. If the owner is concerned about the potential for such contamination or pollution, other studies should be performed. Two exploratory pits were observed and sampled as excavated and backfilled by the others. Test pit backfill should be avoided with foundations and slabs. The test pits are representative of conditions encountered only at the exact pit locations. Variations in the subsoil conditions not indicated by the pit is always possible. Our representative should observe open foundation excavations to confirm subsurface conditions are as anticipated from the exploratory pits and foundation are prepared as recommended herein. We should be called to test subgrade soils and structural fill materials and compaction. 66 Eagleridge Drive: 7-9-2020 Battlement Mesa, Colorado GEG Job No. 4,444 12 MOISTURE -DENSITY RELATIONSHIP TEST REPORT Project No : 4,441, Project 56 EayIeridge Drive Elev /Depth -2-4' Source TP -2 at 2--4' Remarks. 140 0 120 MATERIAL DESCRIPTION Description Sand, clayey (SC) (o 80 70 Classifical ion Nat Moist = 10 7% Liquid Limit = NL USCS CSC) GEOTECHNICAL ENGINEERING GROUP AASHT© SP Plasticity Inde No 200 = 77 6- 17-2020 Sample No I lH¼ MATERIAL DESCRIPTION Maximum Dry Density = 96 pct Optimum Moisture = 23 5% 1 Test specifpratiOn ASTM 698-07 Method A •-:S 00% SA TURA 1-3]t1 CiERVES U0 S;'EHFII 5910,,11' r:Q'tltil 10 3� 1.0 it 5p p3gleridge Drive • pproximate ? ocation of roposed build rea • L P-2 MOTE DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES PvO4KI Manager Jpw 4.444 Dri`m CDH 1c Au ,J.T s J Flo NMI: kill_ At I 7/6x2020 '9 GEOTECHNICAL ENGINEERING GRULIP 11,3 W. GM ...vr. o...., •ori rH nit n. U'3 w.v})t.r* fl1 '4 Approximate property boundary LULA 1 Drub ui- tXIPLORATORY PITS 1 of exploratory pits. 56 Eagleridge Drive Battlement Mesa, Colorado LOCATION' ee Figure 2 DRILLER' O nee DEPTH TO WA R> INITIAL: - NATD DATE' 6.11-20 DIAMETER 8' 15' cs ELEVATION: - LOGGED BY• JW AFTER 24 HOURS: 4. backfill DEPTH TO CAVING' TOTAL DEPTH 8.5 Ft Description u U Noles Sand, cl$yey variable to clay, silty, sandy, gravelly, cobbles, tiff, dry, brown and tan (SC -CL -GM) 10 Total del<th 8.5 feet Project No.: 4.444 Client: WadeWlggin Date: 71612020 2' 5' di)/ dpi 20/3 20/4 35 dpt 20/2 Variable ancient landslide deposit Bulk samples at 2-4' and 6-8' Lagre cobble/boulders noted below 7.5' This inlrniiwaiun pertains only to ibis (wring and should not be inlerhxeled as beiuq indiciiive of the site 11111 GEOTECHNICAL ENGINEERING GROUP 3510 Ponderosa Way, Grand Junction, Colorado 81506 (970)261.3415 LOG OF EXPLORATORY TEST PIT TP -1 56 Eagleridge Drive Battlement Mesa, Colorado Fig 3 LOCATION: DRILLER: 0 ner DEPTH TO WAT DATE: 6-1 DIAMETER 6' ee Figure 2 Ra INITIAL: NATD -20 15' ELEVATION: LOGGED BY: !W AFTER 24 HOURS: s backfilj DEPTH TO CAVING ! TOTAL DEPTH 5 Ft G Description g Ed J Notes Sand, cl: yey variable to clay, silty, sandy, gravelly, cobbles, stiff, dry, brown and tan (SC -CL -GM) Refusal 33 5' in Targe stacked cobble/boulder 2' 4.5' dpt dpt 20/2 20/3 Variable ancient landslide deposit Bulk samples at 2-4' and 4-5' This infornsaiion et rains on to this borinr and should not be inter meted as bein iiulicitive of the site Project No.: 4,444 Client: Wade Wgg(ns Der: 71612020 GEOTECHNICAL ENGINEERING GROUP 3510 Ponderosa Way, Grand Junction, Colorado 81506 (970)261-3415 LOG OF EXPLORATORY TEST PIT TP -2 56 Eagleridge Drive Battlement Mesa, Colorado Fig 0 m 0 0 Cl1 L -J t 1 0 — 2 SWELL -CONSOLIDATION TEST REPORT 11 In --L_.-_r 1I11Ul1!!. i� m 1111 I ili� MINE =■n hIp BilERMIIIIMI111111E11111111u111 OVIIIIIIMEI n ■MirliM IIIIMM 111111111 f 0111111 Ii11u .I.nln.11111111111 ill 111111 i I ill 1 I l I11111111•111 SWELL -CONSOLIDATION TEST REPORT 11 In --L_.-_r 1I11Ul1!!. NUIIIN1i 111 n 1=1. IIIIMM 111111111 w111 n T �I is! 11 1 111: Ill � U .. 117111116141•11.11,1 1iPJ!4tLOhi1# i 1 1 0011 (( i X00 200 300 500 1000 F T Confining - rr- e s :-jr e I J kikndicates 0.3% swell when /levelled under a constant kressure __ r 200,10 3000 Project No.: 4.444 Client: Wade Wiggins IGEOTECHNICAL : ENGINEERING GROUP 3510 Ponderosa Way, Grand function, Colorado 81506 (910)761-'115 TP -1 @ 3 Feet Depth 56 Eagleridge Drive Battlement Mer,espikkyacip SwelJTCansolidation - 0.3 611 Fig 5 • —r SWELL -CONSOLIDATION TEST REP0\ , - ' _ !.: i 1--' 1-111 1.:. 1.. • 1; 17 . i :1 ' .. .. .... .. . :. . .... ,... 1 ___.l. �! 1 . :.i.. .1iL L1 I _ —!-- ...._1.:. } ;-1-1.= I11' _ ' .• ..1 ! 1.1.1.I • 1 .T. i' ' I! I I tt-li. � _, t . - ... .... I ; 1:: i i , _ - 1 ., ii 1 _ ______,_, ._ L I I l , . "i _: Slope Per OSHA Slope port Backfill n-. Below grade wall Reinforcing steel per structural drawings. or deep foundation bottorlI&VEllslip joint between slab and wall. •.; Cover gravel with filter fabric or roofing felt. Bottom of Excavation 4" Minimum Footing or pad Encase pipe in washed concrete aggregate (ASTM C33, No. 57 or No. 67). Extend gravel at least halfway up continuous footings and void if pads or interrupted I8" Minimum or beyond 1:1 slope from bottom of footing, (Whichever is • •+••••••• •aa GII c uaGu Job No. 4,195 yreater). 4 -inch diameter perforated drain pipe. The pipe should be placed in a trench with a slope ranprrig between 118 -inch and 114 -inch drop per foot of drain. Interior Foundation Wall Drain Concept p Fig. 6 Slope per report Backfill Below grade wall Reinforcing steel per structural drawings''....N.,:'. Cover gravel with fitter fabric or roofing felt. Encase pipe in washed concrete aggregate (ASTM C33, No. 57 or No. 67). Extend gravel laterally to void and as high as possible up the side of void (1 to 2 inches). Provide PVC sheeting glued to foundation wall to reduce moisture penetration. Job No. 4,211 Job No. 4,444 Footing, pad or - 4 -inch diameter perforated drain pipe. The pipe should be placed in a trench with a slope ranging between 1/8 -inch and 1/4 -inch drop per foot of drain. Fig. 6 Fig. 9 de '1 11 GEOTECHNICAL ENGINEERING GROUP TABLE 1 Job No. 4,435 49339 Coon Creek Road SUMMARY OF LABORATORY TEST RESULTS Hole Depth (feet) Moisture (%) Dry Density (Pcn Atterberg Limits Swell/Consolidation Passing Water No. 200 Soluble Sieve (%) Sulfates (ppm) Soli Type Liquid Limit (%) Plasticity Index (%) Swell (%) Confining Pressure (psi) Estimated Swell Pressure (p TP-1 3 18.5 75 0.3 500 1,000 1 Clay, sandy (CL) TP -2 2-4#1 10.7 NL NP 27 1 Sand, clayey (SC) 2-4 #2 18.0 85 0.2 500 840 150 Clay, sandy (CL) HH I 11 - Page 1 of 1