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Signature-SY111201GEOTECHNICAL INVESTIGATION ASSISTED LIVING FACILITY SANDY LAKE ROAD COPPELL, TEXAS Presented To: SDR DEVELOPMENT, INC. SARASOTA, FLORIDA December 16, 2011 Project No. 17791 SIR Development, Inc. 1800 2nd Street, Suite 717 Sarasota, Florida 34236 ATTN: Mr. Pete Russell G E OTE C,-,l ASSISTED LIVING FACILITY SANDY LAKE ROAD COPPELL,TEXAS Gentlemen: GEOTECHNICAL AND i F-1 ENVIRONMENTAL CONSULTANTS Li Transmitted herewith are copies of the referenced report. Should you have any questions concerning our findings or if you desire additional information, do not hesitate to call. Sincerely, REED ENGINEERING GROUP, L Registration Number F-3114 4 l� 9 Kunda 'K'. , ndey, D., P.E. �'En 'leer Projeq I lilit F rrest aitn 11 e " y Smith, P.G., P Vice President KKP/FWS/apv copies submitted: (3) 2424 STUTZ DRIVE, SUITE 400 DALLAS,TX 75235 tel 204.350.5600 Fax 214.350,,0019 www,reed-engineering.com GECTECHNICAL ENGINEERING ENVIRONMENTAL CONSULTING CONSTRUCTION MATERIALS TESTING INTRODUCTION .......... ............. ...... .................................. ........... ....... --........ T Project Description ...... _ ..... ...... _....... .......... —...................... ----1 Authorization .... —......... _------_......... ............. — ........ --__—1 Purpose and Scumc---_—_----_-----_-----_----_—1 GeneraU— .... ----............... ....................... .............. ......... —........ .... _ ... 2 Field— ...... ........................................................... ............... Z Laboratory Testing ............ .......,...................................... .......... 3 GENERAL SITE CONDITIONS ............................................ -------___4 Physiography, ..... —............................ ............................ -------........ ''4 Geology.... ........... ...... _-- .................... .— ............... ._........ ...... ........ 5 _ ........ ...... _ ...... ........ ....................... _---......... ........ 5 GroundWater ..... ... ........ ......................... ......... .............. .......... ............ 7 Texas Health and Safety Code and TCEQ Comment ............. _--........ 7 Seismic Site Classification, ....... — .... -- ....... ...... ............... --- ... ... .8 Potential Vertical Movements ................... .... ................. __—........ ....... _8 S�������������������������--'9 FoundationDesign ...................... ...... _ ...... —......... ............ — ............... I} Pavement-- ......... —_--_--......... .... _...... ...... ........................... D4 Earthwork._ ............ ............ —....... — ...................... ........ ............ ....... ... }5 Construction Observation and Testing Frequency ..... ..... 17 _I - ILLUSTRATIONS PLATE PLAN OF BORINGS.. ........ ............................... ..................... ..............................1 BORINGLO GS ..................................................................... ............................... 2 -13 d + KE YS TO TERMS AND SYMBOLS USED .......................... LABORATORY TEST RESULTS. .... ...... .......... __ ............ .............. ........ ...... 16 -19 ABSORPTION PRESSURE -SWELL TEST RESULTS .......... .......................... 20&21 AERIALPHOTOGRAPH . ............................ ............................... ....................... 22. -11- Project Description This report presents the results of a geotechnical investigation performed for a proposed assisted living facility to be located on Sandy Lake Road cast of MacArthur boulevard in Goppell, Texas, The general orientation of the building is shown on the Plan of borings, plate 1 of the report. Illustrations. The proposed facility consists of construction of an approximate 54,000- square foot, single- story building. Use of a monolithic slab -on- grade foundation is anticipated. Site development will also include concrete site paving for parking and drives. Authorization This investigation was authorized by ]Mr. Pete Russell pursuant to our Proposal Numbers 10- 12+x- and 11 -18G. Purpose and Scope The purpose of this investigation has been to evaluate the general subsurface conditions and provide recommendations for: 0 design of the foundation system; 0 pavement subgrade; and 0 site preparation and earthwork compaction criteria.. Project No, 17791 - 1 - December 16, 201.1 The investigation has included drilling sample borings, performing laboratory testing, analyzing engineering and geologic data and developing geotechnical recommendations. The following sections present the methodology used in this investigation. Recommendations provided herein are site-specific and were developed for the project discussed in the report Introduction. Persons using this report for other than the intended purpose do so at their own risk. rl The field and laboratory investigations have been conducted in accordance with applicable standards and procedures set forth in the 2011 annual Book of AS,TM Standards, Volumes 04,08 and 04,09, "Soil and Rock." These volumes should be consulted for information on specific test procedures. Field Investigation Subsurface conditions were evaluated with 12 sample borings (Borings B-1 through B-12) drilled to depths of 6 to 25 feet below existing surface: grades. Borings B-1 through B-8, were drilled on October 31, 2011 and November 1, 2011 . The location of the building footprint was changed following completion of drilling of these borings, Borings B-9 through B-12 were drilled on November 30, 2011 to account for the change in building location. The locations of the borings are shown on Plate I of the report Illustrations. Project No, 17791 -2- December 16, 2011 Borings were advanced between sampling intervals by means of a truck-mounted drilling rig equipped with continuous flight augers, Sainples of cohesive soils were obtained with 3-inch diameter Shelby tubes (ASTM D 1587). Cohesionless soils (sands and gravels) were sampled in conjunction with the Standard Penetrometer (SPT) test, Delayed water level observations were made in the open boreholes to evaluate ground water conditions. Borings were backfilled at completion of field operations. Sample depth, description of materials, field tests, water conditions and soil classification [Unified Soil Classification System (USCS), AsTM D 2488] are presented on the Boring Logs, Plates 2 through 13, Keys to terms and symbols used on the logs are included as Plates 14 and 15. Laboratory Testing All samples were returned to the laboratory and visually logged in accordance with the USCS. The consistency of cohesive soils was evaluated by means of a pocket penetrometer. Results of the pocket penetrometer readings are presented on the boring logs. Laboratory tests were performed to evaluate index properties, confirm visual classification and evaluate the undrained shear strength of selected samples, Tests and ASTM designations are provided in "fable 1. Project No. 17791 -3 - December 16, 2011 The results of these tests are summarized on Plates 16 through 19. The expansive characteristics of the upper soils were also evaluated by means of two absorption pressure-swell tests conducted in accordance with general procedures discussed by Johnson and Snethen'. Results of the swell tests are presented graphically on Plates 20 and 21. Physiography The site is located north of Sandy Lake Road, cast of MacArthur Boulevard in Coppell, Texas. The majority of the site is covered with grass and vegetation. A more detailed description of the current site conditions is provided in the Phase I Environmental Site Assessment report (Reed Engineering Group, Ltd. Project No. 17792) dated November 8, 2011. The site is relatively flat. An aerial photograph of the site dated March 31, 2011 is presented as Plate 22 for reference, Project No. 17791 -4- December 16, 2011 TABLE 1. TESTS CONDUCTED AND ASTM DESIGNATIONS Type of Test AST M Designation Atterberg Limits D 4318 Moisture Content D 2216 Partial Gradation D 1140 Soil Suction D 5298 The results of these tests are summarized on Plates 16 through 19. The expansive characteristics of the upper soils were also evaluated by means of two absorption pressure-swell tests conducted in accordance with general procedures discussed by Johnson and Snethen'. Results of the swell tests are presented graphically on Plates 20 and 21. Physiography The site is located north of Sandy Lake Road, cast of MacArthur Boulevard in Coppell, Texas. The majority of the site is covered with grass and vegetation. A more detailed description of the current site conditions is provided in the Phase I Environmental Site Assessment report (Reed Engineering Group, Ltd. Project No. 17792) dated November 8, 2011. The site is relatively flat. An aerial photograph of the site dated March 31, 2011 is presented as Plate 22 for reference, Project No. 17791 -4- December 16, 2011 Geology The site is located within terraced alluvial soils overlying the Cretaceous Eagle Ford Formation. The terraced alluvials are associated with Quaternary deposition in the floodplain of the Elm Fork Trinity River and its tributaries in the geologic past, Unweathered shale of the Eagle Ford Formation typically consists of dark gray, soft clay shale that weathers to form highly plastic CH clay. Stratigraphy Subsurface conditions encountered in the borings consisted of fill overlying alluvial soils, overlying weathered shale of the Cretaceous Eagle Ford Formation. Fill consisting of dark brown to brown, reddish-brown, yellowish-brown clay, sandy clay, and clayey sand containing varying amounts of sand, gravel, and limestone, shale, and concrete fragments was encountered to depths of 7 to 12 feet, The Plasticity Indices (PI's) of the clay and sandy clay fill varied from 16 to 60. The fill extended through the termination depths of the shallow borings (Borings B-8 and B-12). The alluvial soils encountered below the fill consisted of very dark grayish -brown and very dark brown to reddish-brown, brown, yellowish-brown, and grayish-brown high to moderate plasticity (CH to CL) clay and sandy clay containing varying amounts of sand and gravel, The alluvial soils extended through the termination depths of all the deeper borings except Boring 1 Johnson, L.D., & Snethen, DR. (1978), "Prediction of Potential Heave of Sw� elling Soil." Geotechnical Testing Journal, ASTM 1 (3), 117-124, Project No. 17791 - 5 - December 16, 2011 B-9, In Boring B-9, dark gray and olive, hard, fissile, weathered shale was encountered below the alluvial soils at a depth of 23-112 feet and extended through the 25-foot termination depth of the boring. Results of swell tests indicate that the alluvial soils are moderately expansive. Based on laboratory test results, the upper soils were relatively dry to depths of 8, to 10 feet at the time of field investigation (October and November 2011). The suction profiles are presented in the following graphs. Project No. 17791 - 6 - December 16, 2011 10 15 20 25 0 SuctionlDepth Profile 10,000 20X0 30,000 40,000 50,000 60,000 70,000 80,000 90„000 100,000 Soil Suction (Psf) Ground Water Ground water seepage was encountered during drilling at a depth of 12-1/2 feet in Boring B -11, Based on post-drilling observations, ground water was present at depths of 12-1/2 to 24 feet in November-December 2011. The ground water was perched within the alluvial soils above the relatively impermeable, unweathered shale (not encountered in the borings). The depth to ground water, will fluctuate with variations in seasonal and yearly rainfall. Texas Health and Safety Code and TCEQ Comment Pursuant to the Texas Health and Safety Code, Chapter 361, §361.538 and 30 Texas, Administrative Code 330, §330.953, Reed Engineering Group, Ltd. has performed appropriate soil tests as required by these regulations to demonstrate that the subject property does not overlie a closed municipal solid waste landfill. The site observations and subsurface data do Project No. 17791 - 7 - December 16, 2011 not indicate the presence of buried municipal solid waste at this site. Based on these data, development of this site will not require a Development Permit, as described in §361.532 and §§330.951-330.963, Subchapter T, Seismic Site Classification The site has been classified with respect to seismic design criteria contained in the 2009 International Building Code (IBC), Section 1613, The criteria require characterization of the upper 100 feet of subsurface materials. Based on the IBC criteria, the site is classified as Site Class C in accordance with Table 16,13.5.2. Potential Vertical Movements Potential Vertical Movements (PVM) were evaluated using an empirical procedure developed by McDowe,12 and modified by the Texas Department of Transportation, TxDOT Test Method 124-E 3 in conjunction with the soil suction and absorption pressure-swell tests. Based on the PVM calculations and past experience, potential movements are estimated to be on the order of 2-1/2 to 5-1/2 inches, dependent upon location. Movements will be associated with seasonal variations in soil moisture. 2 McDowell, C. "The Relation of Laboratory Testing to Design for Pavements and Structures on Expansive Soils." Quarterly of the Colorado School of Mines, Volume 54, No. 4, 127-151 3 "Method for Determining the Potential Vertical Rise, PVR," (1978). Texas Department ol"fransportation, Test Method Tex - 124 -E. Project No. 17791 - 8 - December 16, 201 1 Ground-supported improvements (i.e., sidewalks and paving) will move in response to changes in soil moisture. The movement will be observed as heave if the soils are dry at the time the pavement or sidewalk is constructed. The movement will be observed as settlement if the soils are moist at the tirne of construction. Generally, settlement will be limited to the outer. perimeter (outer four to five feet) of larger slabs. Prudent watering during extended dry climatic periods can control settlement. Recommendations are provided to limit movement below the building; however, some movement of site paving and sidewalks should be anticipated. The estimated PVM is based on existing site grades, Subgrade Modification Potential movements associated with heave from a dry condition to a moist condition are estimated to be on the order of 2-1/2 to 5-1/2 inches, dependent upon location. Movements of these magnitudes are considered to be excessive for design of a slab-on-grade foundation. Considering the magnitude of the potential soil movement and presence of uncontrolled fill and the variable nature of the subsurface soils, it is recommended that a minimum of eight of existing soil be excavated and recompacted at controlled moisture and density. The purpose of this recommendation is to preswell the existing soils and develop relatively uniform subgrade conditions under the building pad. Use of a monolithic slab-on-grade foundation is not recommended unless subgrade modification is performed as described below. Project No. 17791 -9 - December 16, 201 1 Recommended procedures are as follows. I , Strip vegetation and dispose of in accordance with project specifications. 2., Excavate a minimum of eight feet below present grade, of a minimum of eight -feet below finished floor, whichever is greater. Extend the footprint of the excavation a minimum of 5 feet beyond general building lines and 10 feet at entrances. 3. Scarify the exposed subgrade to a depth of six inches, water as necessary and recompact to the density and moisture recommended in the Earthwork section. 4. Compact on-site soils in lifts as outlined in the Earthwork section to subgrade. Place and compact soils in accordance with recommendations in the Earthwork section. Note: If insufficient on-site fill exists to achieve the proposed subgrade, all imported fill for use below the building should consist of "select" soils. Balance on-site soils to provide a uniform thicluiess of "select." Placement recommendations for "select" fill are included in the Fart work section. Careful consideration should be given to the actual area excavated and recompacted. In general, it is recommended the treated area extend a minimum of five feet beyond the general building lines and 10 feet at entrances to reduce the potential for differential movement between the building, the sidewalk and entrance pavement or in areas where site paving is relatively flat because of drainage or AIWA considerations, Positive drainage of water away from the structure must be provided and maintained after construction. Project No. 17791 - 10 - December 16, 2411 Foundation Design The foundation for the building may be designed as a conventionally reinforced or post- tensioned slab-on-grade. Design recommendations are applicable considering a prepared subgra,de as recommended in the preceding Subgrade Modification section, Design recommendations are provided in the -following paragraphs. The foundation should be designed to resist differential "center"' lift and ""edge" lift movements. The recommended design parameters developed in accordance with the PTI 3 d Edition of "Design of Post-Tensioned Slabs-on-Ground" are presented in Table 2 below. These values are applicable considering Subgrade Modification a discussed above, Values were developed using the VOLFLO computer model. All additional fill placed within the footprint of the building should consist of "select", fill. Fill should be placed in accordance with the Earthwork section, This should be confirmed by field density testing as outlined in the Construction Observation and Testing Frequency section. Project No. 17791 - 11 - December 16, 21111 It is recommended that a conventionally reinforced slab be designed to conform to the current requirements of the American Concrete Institute (ACI) "Building Code Requirements for Reinforced Concrete,'" ACI 3 18. It is also recommended the foundation be designed to conform to stiffness criteria as contained in Table 6.2 of the PTI Manual, The recommended stiffness criteria (L, /CA) in Table 6.2 are reproduced below. Material Center Lift, CA Edge Lift, CA Wood Frame 240 480 Stucco or Plaster 360 720 Brick Veneer 480 960 Concrete Masonry Units 960 1920 i Prefab Roof Trusses* 1000 2000 1 * Trusses that clearspan the full length or width of the foundation from edge to edge. It may be possible to allow slightly greater deflection for center lift design if vertical control joints are provided at key locations along exterior masonry walls to allow for differential wall movement. The structural engineer should evaluate deflection tolerances, joint spacing and various methods available for providing vertical control joints in the exterior walls. Project No. 17791 - 12- December 16, 2011 Elements of the foundation that form cantilevers (such as bay windows or other protrusions) are vulnerable to differential movement relative to the larger areas of the foundation, As a result, these areas are vulnerable to structural damage. The structural engineer should account for the increased potential for both positive and negative bending moments at these points when performing the design. Grade beams should be designed for a maximum bearing pressure of 3.0 kips per square foot (ksf) and founded a minimum depth of 12 inches into compacted and tested fill placed in accordance with the recommendations included in the Earthwork section, All beams, including reinforcing, should be continuous, should not vary in cross-section and should be provided with sufficient steel reinforcement for positive and negative moment resistance. A minimum 10-mil thick polyethylene sheet is recommended below the foundation to limit migration of moisture through the slab from the underlying clays, This is of particular importance below sections of the floor covered with carpeting, paint or tile. Penetrations and lapped joints should be seated with a waterproof tape. The optimum performance of any ground-supported structure constructed on an expansive soil requires that: the foundation be provided with a reasonable degree of stiffness to resist future differential ground movements; proper grading and construction details are used to minimize future differential foundation movement and the resulting distress; and 0 the owner is aware of proper landscaping and maintenance procedures. Project No. 17791 - 13 - December 16, 2011 Pavement Concrete pavement is anticipated for both car and light truck parking and for drives and service areas. In general, stabilization of the subgrade is not cost-effective when using rigid pavement and does not significantly increase the load-carrying capacity of the pavement.. However, stabilization does provide a construction or working pad and may be advantageous from this perspective, especially if construction occurs during the wetter portions of the year. Stabilization is recommended if traffic speeds will exceed 30 miles per hour (mph). The specific pavement sections will be dependent upon the type and frequency of traffic. For drives and parking subject to cars and light trucks, a 5-inch thick, 3,000 pounds per square inch (psi) compressive: strength pavement section constructed over a subgrade which has been scarified and recompacted as outlined in the Earthwork section, should provide for unlimited repetitions over a 20-year life. For drives and service areas subject to the equivalent of four or less loaded semi-trucks per day and within fire lanes, a minimum 6-inch thick, 3,000-psi compressive strength pavement section is recommended. The pavement should be constructed over a subgrade that has been scarified and recompacted as outlined in the Earthwork section. Pavements should be lightly reinforced to control shrinkage cracks. Reinforcing should consist of the approximate equivalent of'43 bars (metric 410) at 24 inches on-center, The specific amount of steel should be determined based on spacing of expansion, construction and contraction (saw) joints, Project No. 17791 - 14 - December 16, 2011 Pavement sections should be saw -cut at an approximate spacing in feet of 2.5 to 3 dines the pavement thickness expressed in inches, not to exceed a maximum spacing of 20 feet. (For example, a 5 -inch pavement should be saw -cut in approximate 12.5® to 15 -foot squares.) The actual j The -final 6 inches of subgrade below pavement should be compacted to a minimum of 95 percent of Standard Proctor, at or above optimum moisture. Tree stumps should be excavated to a minimum depth of five feet and removed from the site. Roots larger than two inches in diameter should be excavated and removed from the site. The excavated areas should be backfilled with on-site soils compacted in accordance with the recommendations outlined above, Proper backfilling around the foundation will reduce the potential for water seepage beneath the structure. Fill against the outside of perimeter grade beams should consist of site-excavated clays or similar soils. The fill should be placed and compacted in accordance with the recommendations outlined above for general fill. The ground surface should be sloped to provide positive and rapid drainage of surface water away from the structure. If bedding soils are required adjacent to the building, the fill/bedding soil interface should be sloped to drain away from the structure. All construction debris should be removed from areas adjacent to the foundation prior to filling, "Select" fill is defined as a uniformly blended clayey sand with a PI of between 4 and 15. "Select" fill should be placed in maximum 8-inch loose lifts and compacted to at least 95 percent of the Standard Proctor density, at a moisture content between -2 to +3 percentage points of optimum moisture, Project No. 17791 - 16- December 16, 2011 Construction Observation and Testing Frequency It is recommended the following items (as a minimum) be observed and tested by a representative of this office during construction., 0h,,P.rv,9tinn- 0 Fill placement and compaction. 0 Foundation construction and concrete placement. Testing: a Earthwork a One test per 5,000 square feet per lift within fills below the building. 0 One test per I 0,00O square feet per lift within fills in the paving area. 0 One test per 100 linear feet per lift inutility and grade beam backfill. The purpose of the recommended observation and testing is to confirm the proper foundation bearing stratum and the earthwork and building pad construction procedures, project No, 17791 -17 - December 16, 2011 — —1 co b co L-1 DI z U) z coo C� X 0 0) 0 LL > ca _0 >' CL 0 0 U) U) CL b co L-1 Project No, 17791 Date: 10-31-11 0 10 a 25 30 Assisted Living Facility Sandy Lake Road Coppefl, Texas DESCRIPTION OF STRATA SANDY CLAY, dark brown to reddish-brown, very stiff to hard, w/some gravel (Fill) (CL) CLAY, dark brown to reddish-brown, hard, w/trace of sand (Fill) (CH) CLAY, very dark grayish-brown to very dark brown, very stiff (CH), CLAY, dark grayish- brown to dark brown, very stiff, w/tra,ce of sand (CH) CLAY, dark brown to brown, very stiff, w/trace of sand (CH) Total! Depth = 25 feet Dry after 3 minutes, Dry & blocked La 25' @ end of day. Dry & blocked @ 25' on 11-01-11, 9 9 G R 0 Li P Location: See Plate I Pocket Penetrometer Readings Tons Per Sq,, Ft —* Standard Penetratlon Tests Blows per Foot — + * f 2 3 4 45+ 4.5+ + 10 20 30 40 50 60 PLATE 2 BEOTECHNICAL CONSULTANTS W CORE > M 0 __J LLp CL - M 5- UJ M U 0 U) Cn < U) Tl�-' LU �- CC 0 0 10 a 25 30 Assisted Living Facility Sandy Lake Road Coppefl, Texas DESCRIPTION OF STRATA SANDY CLAY, dark brown to reddish-brown, very stiff to hard, w/some gravel (Fill) (CL) CLAY, dark brown to reddish-brown, hard, w/trace of sand (Fill) (CH) CLAY, very dark grayish-brown to very dark brown, very stiff (CH), CLAY, dark grayish- brown to dark brown, very stiff, w/tra,ce of sand (CH) CLAY, dark brown to brown, very stiff, w/trace of sand (CH) Total! Depth = 25 feet Dry after 3 minutes, Dry & blocked La 25' @ end of day. Dry & blocked @ 25' on 11-01-11, 9 9 G R 0 Li P Location: See Plate I Pocket Penetrometer Readings Tons Per Sq,, Ft —* Standard Penetratlon Tests Blows per Foot — + * f 2 3 4 45+ 4.5+ + 10 20 30 40 50 60 PLATE 2 BEOTECHNICAL CONSULTANTS Project No. 17791 Date: 10-31-11 ca 26 me 1%1011010� Assisted Living Facility Sandy Lake Road Coppell, Texas DESCRIPTION OF STRATA CLAY, reddish-brown, hard, w/some limestone fragments & gravel & sand (Fill) (CL) CLAY, dark brown, very stiff, w/trace of sand (Fill) (CH) CLAY, reddish-brown, hard, w/trace of sand (Fill) (CL) SILTY CLAY, yellowish- brown, hard, w/sand (Fill) (CL) CLAY, very dark brown to very dark graysih-brown, hard to very stiff (CH) CLAY, dark brown,, very stiff, w/trace of sand (CH) Total Depth = 25 feet Dry after 3 minutes. Dry & blocked @ 25' @ end of day. Dry & blocked @ 25' on 11- 01-11. 91 b 9 G R 0 U F Location: See Plate I Pocket Penetrometer Readings Tons Per Sq. Ft. - Standard Penetration Tests Blows per Foot - + 1 2 3 4 45+ 4,54 + 10 20 30 40 50 60 '61 W CORE > (n (n h cap M CL LU u En 0 M LU 0 ca 26 me 1%1011010� Assisted Living Facility Sandy Lake Road Coppell, Texas DESCRIPTION OF STRATA CLAY, reddish-brown, hard, w/some limestone fragments & gravel & sand (Fill) (CL) CLAY, dark brown, very stiff, w/trace of sand (Fill) (CH) CLAY, reddish-brown, hard, w/trace of sand (Fill) (CL) SILTY CLAY, yellowish- brown, hard, w/sand (Fill) (CL) CLAY, very dark brown to very dark graysih-brown, hard to very stiff (CH) CLAY, dark brown,, very stiff, w/trace of sand (CH) Total Depth = 25 feet Dry after 3 minutes. Dry & blocked @ 25' @ end of day. Dry & blocked @ 25' on 11- 01-11. 91 b 9 G R 0 U F Location: See Plate I Pocket Penetrometer Readings Tons Per Sq. Ft. - Standard Penetration Tests Blows per Foot - + 1 2 3 4 45+ 4,54 + 10 20 30 40 50 60 '61 9WRAW 9 G R 0 UP Assisted Living Facility Project No, 17791 Sandy Lake Road Date: 10-31-11 Coppell, Texas Location: See Plate I W CORE Pocket Penetrometer Readings > co LO Tons Per Sq. Ft. --I P! _J 7� UJ I _J Standard Penetration Tests EL or D_ DESCRIPTION OF STRATA Blows per Foot — f M: o L) a uJ U) LU co Ic 0 w� 2 3 4 45+ 4.5+ + to 20 30 40 50 60 SANDY CLAY, dark brown to dark reddish-brown Q yellowish-brown, hard, w/limestone fragments & trace of gravel WHO (CL) SILTY CLAY, reddish-brown, hard, w/sand WHO (CL) CLAYEY SAND, red6sh-brown, fine (Fill) (SC) CLAY, very dark grayish-brown to dark brown, stiff to very stiff (CH) 21] CLAY, yell owush-br own, hard, w/some gravel & sand (CL) A Project No. 17791 Date: 10-31-11 20 25 30 141@1113 Assisted Living Facility Sandy Lake Road Coppell, Texas DESCRIPTION OF STRATA CLAY, dark brown to brown & yellowish-brown, hard, w/limestone fragments 9 gravej, (Fili) (CL) CLAY, reddish-brown to dark reddish-brown, hard, w/tracle of sand (Fill) (CL) CLAY, vary dark grayiish-brown to dark grayish-brown, very stiff, w/trace of sand (CH) CLAY, brown, very stiff (CH) Total Depth = 25 feet Dry after 3 minutes, Water @ 20-tl /2' & blocked @ 24-1/2' @ end of day. Water @ 18-1/2' G blocked @ 20' on 11-01-fl, 9L09AUD9 G R, 0 U P Location: See Plate I Pocket Penetrometer Readings Tons Per Sq. Ft. -* Standard Penetration Tests Blows per Foot - + 1 2 3 4 4.5+ 45-f 4- to 20 30 40 50 60 0 PLATE 5 GEOTE114NICAL CONSULTANTS W CORE > 0 LU I (D IL Q) n ce Cc _J CL LU — L) M < 0 C, 0 (n (1) LU U) UJ 0 20 25 30 141@1113 Assisted Living Facility Sandy Lake Road Coppell, Texas DESCRIPTION OF STRATA CLAY, dark brown to brown & yellowish-brown, hard, w/limestone fragments 9 gravej, (Fili) (CL) CLAY, reddish-brown to dark reddish-brown, hard, w/tracle of sand (Fill) (CL) CLAY, vary dark grayiish-brown to dark grayish-brown, very stiff, w/trace of sand (CH) CLAY, brown, very stiff (CH) Total Depth = 25 feet Dry after 3 minutes, Water @ 20-tl /2' & blocked @ 24-1/2' @ end of day. Water @ 18-1/2' G blocked @ 20' on 11-01-fl, 9L09AUD9 G R, 0 U P Location: See Plate I Pocket Penetrometer Readings Tons Per Sq. Ft. -* Standard Penetration Tests Blows per Foot - + 1 2 3 4 4.5+ 45-f 4- to 20 30 40 50 60 0 PLATE 5 GEOTE114NICAL CONSULTANTS _Jgue_�gwlubg 5 (D U P Assisted Living Facility Project No. 17791 Sandy Lake Road Date: 10-31-11 Coppell, Texas Locabon, See Plate 1 CLAY, dark brown to reddish-brown, hard, w/trace of sand (Fill) (CL) lad CLAY, very dark grayish-brown to dark grayish -brown, very stiff (CH) 20 3 Total Depth =: 25 feet Dry after 3 minutes. Water Cd 24-1/2' 6 blocked @, 25' @ end of day. Water @ 23' 6 blocked @, 24' on 11-01-11. BORING LOG B-5 PLATE 6 BECITECHNICAL CONSULTANTS LU CORE Pocket Penetrometer Readings > Ln , Tons Per Sq. Ft. -# Z W 0 CO LU _J Standard Penetration Tests CL oi I a_ 3 0 DESCRIPTION OF STRATA Bliows per Foot - + UJ M L) U) W U) W W U 13 2 3 4 45+ 4.5+ Ld M + 10 20 30 40 50 60 CLAY, dark brown to brown, very stiff to herd, w/trace of gravel (Fiji) (CL) CLAY, dark brown to reddish-brown, hard, w/trace of sand (Fill) (CL) lad CLAY, very dark grayish-brown to dark grayish -brown, very stiff (CH) 20 3 Total Depth =: 25 feet Dry after 3 minutes. Water Cd 24-1/2' 6 blocked @, 25' @ end of day. Water @ 23' 6 blocked @, 24' on 11-01-11. BORING LOG B-5 PLATE 6 BECITECHNICAL CONSULTANTS Proiect No, 17791 Date: 11-01-11 0 DATIMM190"M M. Assisted Living Facility Sandy Lake Road Coppell, Texas DESCRIPTION OF STRATA CLAY, dark brown to olive -brown E; yellowish- brown, hard, w/some shale F, limestone fragments (Fill) (CH) CLAY, brown to reddish-brown, hard, w/some sand 9 trace of limestone fragments WiH) (CL) CLAY, very dark brown to dark grayish-brown:, very stiff to hard (CH) CLAY, dark brown to grayish-browin, very sniff (CH) Total Depth := 25 feet Dry after 5 minutes, Dry & blocked @ 25" Cd end of day. Dry & blocked @ 25' on 11-02-1L 9 U19SW G R 0 U Location: See Plate I Pocket Penetrometer Readings Tons Per Sq. Ft, —I Standard Penetration Tests Blows per Foot — + 1 2 3 4 4.5+ 4.5+ + U 20 30 40 50 60 PLATE' 7 GEOTECHNICA,L CONSULTANTS W CORE > U) W IL W C:I Cn W 0 W rx 0 DATIMM190"M M. Assisted Living Facility Sandy Lake Road Coppell, Texas DESCRIPTION OF STRATA CLAY, dark brown to olive -brown E; yellowish- brown, hard, w/some shale F, limestone fragments (Fill) (CH) CLAY, brown to reddish-brown, hard, w/some sand 9 trace of limestone fragments WiH) (CL) CLAY, very dark brown to dark grayish-brown:, very stiff to hard (CH) CLAY, dark brown to grayish-browin, very sniff (CH) Total Depth := 25 feet Dry after 5 minutes, Dry & blocked @ 25" Cd end of day. Dry & blocked @ 25' on 11-02-1L 9 U19SW G R 0 U Location: See Plate I Pocket Penetrometer Readings Tons Per Sq. Ft, —I Standard Penetration Tests Blows per Foot — + 1 2 3 4 4.5+ 4.5+ + U 20 30 40 50 60 PLATE' 7 GEOTECHNICA,L CONSULTANTS AD 9 9 G R 0 U P Assisted Living Facility Proliect No. 17791 Sandy Lake RDad Date: 11-01-11 Coppell,Texas Location: See Plate 1 LIJ CORE Pocket Penetrometer Readings > r w Tons Per Sq. Ft. o On _j Standard Penetratlon Tests C DESCRIPTION OF STRATA Blows per Foot - + cc Lu — 0 U) U) U1 W 2 3 4 4.5+ 4.51 10 20 30 40 50 r3o 911 SANDY CLAY, dark brown to brown, very stiff to hard, w/some limestone fragments Q gravel (Fill) (CL) w/gray limestone fragments below 10' CLAY, very dark grayish-brown to dark grayish-brown, very stiff (CH) CLAY, dark brown to brown, very stiff (CH) Total Depth = 25 feet Proiect No. 17791 Date: 10-31-11 Lei 2 1001010,11101 14j 010i Ass(sted Living FacHity Sandy Lake Road Coppell, Texas CLAY, dark brown to brown & reddish-brown, hard, w/s,ome limestone fragments & sand (Fill) (CL) Total Depth = 6 feet Dry after 3 minutes. Dry & blocked La 6' @ end of day. W&Ubg G R 0 U P Locaflon: See Plate I Pocket Penetrometer Readings Tons Per Sq. Ft. — Standard Penetration, Tests Blows per Foot — + 1 2 3 4 4.5+ 4.54 4, 10 20 30 40 50 60 PLATE 9 GEOTECHNICAL CONSULTAW Uj CORE >(f) C-D LULIJ F__ CD M rL (D LLJ - X 0 >_ 0 Cn LLJ TC�L-" LU 0 1 Lei 2 1001010,11101 14j 010i Ass(sted Living FacHity Sandy Lake Road Coppell, Texas CLAY, dark brown to brown & reddish-brown, hard, w/s,ome limestone fragments & sand (Fill) (CL) Total Depth = 6 feet Dry after 3 minutes. Dry & blocked La 6' @ end of day. W&Ubg G R 0 U P Locaflon: See Plate I Pocket Penetrometer Readings Tons Per Sq. Ft. — Standard Penetration, Tests Blows per Foot — + 1 2 3 4 4.5+ 4.54 4, 10 20 30 40 50 60 PLATE 9 GEOTECHNICAL CONSULTAW r. Dg" W 9 G R 0 U 1P Assisted Living Facility Proiect No. 17791 Sandy Lake Road Date: 11-30-11 Coppefl, Texas Location: See Plate I Li CORE Pocket Penetrometer Readings >. U) In Tons Per Sq. Ft. -1 3f — r _j CD w M Standard Penetration Tests Q_ (U or M - DESCRIPTION OF STRATA Blows per Foot - + LLJ — U >- 7 U) LIJ 2 3 4 4,5+ 4.'5-f CD + to 20 30 40 50 60 SANDY CLAY, dark brown to dark reddish-brown, yellowish -brown C reddish-brown, hard, w/trace of gravel 9 limestone fragments (Fill) (CH - CU CLAY, very dark grayish-brown, hard, w/trace of sand (CH) J r/ CLAY, dark grayish-brown to dark ,5 brown, very stiff, w/trace of sand (CH) M k CLAY, dark gray 9 olive, hard, fissile, 25]9 w/c:alcaireous deposits (weathered shale) (CH) roorl an 9 LD9=1 9 G R 01 U F1 Assisted Living Facility Project No. 17T91 Sandy Lake Road Date: 11-30-11, Coppell, Texas Location: See Plate I LU CORE Pocket Penetrometer Readings > co co Tons Per Sq. Ft. -1 IL __J CD LU IL M Standard Penetration Tests CL W CC M DESCRIPTION OF STRATA Blows per Foot - + LJJ , 0 >- 7 0 (n LU C2 2 3 4 4.5+ T-IF00.1' + 10 20 30 40 50 M 20 25 SANDY CLAY, dark brown to reddish-brown, hard, W/trace of gravel (Fill) (CL) SANDY CLAY, brown, to yellowish -brown Q reddish-brown, hard, w/trace of gravel (Fill) (CL) CLAYEY SAND, reddish-brown, fine (Fill) (SC) CLAY, very dark grayish-brown, very stiff to hard, w/trace of sand (CH) CLAY, dark brown to brown, stiff to very stiff (CH) Total Depth = 25 feet G R 0, Ll P Assgsted Uving FacHity Proiect No. 17791 Sandy Lake Road Date: 11-30-11 Coppell, Texas Location: See Plate I LLJ CORE Pocket Penetrometer Readings > U) X _j rra Tons Per Sq, FL - 0 LLJ CU CL L) > CL Standard Penetration Tests LLJ a_ (D — I on DESCRIPTION OF STRATA Blows per Foot - cc - Q M U) C0 LU )k 1 2 3 4 4.5+ 4.5+ CD + 10 20 30 40 50 60 D GRAVELLY CLAY, dark brown to yellowish brown, hard, w/limestone fragments G sand (Fill) (CL) SANDY CLAY, reddish-brown to 6- yellowish- brown, hard (FM) (CL) 10 j /W I I SANDY CLAY, reddish-brown, stiff (CL) 1112111111111MIM 15 SANDY CLAY, dark brown to dark reddish-brown, medium stiff (CL) 20d r//,J, A I I I I II 11 1+ 26 Total Depth = 25 feet Seepage encountered Ka 12-1/2' during 30- droning, Water @ 13' after 3 minutes. Water @ 12' S blocked @8 15' @ end of day. Water @ 12-112' & blocked Cd 14' on 12-01-11, BORING LOG B-11 PLATE 12 GEOTECHNICAL CONSULTANTS Proiect No. IT791 Date: 11-30-111 I 9 iff 20 25 3 Assisted Living Fackity Sandy Lake Road Cop,pell, Texas DESCRIPTION OF STRATA SANDY CLAY, dark brown to brown, hard, w/trace of limestone fragments Q concrete fragments, G gravel (Fill) (CL) wood piece @ 5-1/2' to 6' Total Depth = 6 feet Insert Water Information here. guiaLip G R, 0 U MdW-HWM-=- SM M- Pocket Penetrometer Readings Tons Per Sq. Ft. —9 Standard Penetration Tests Blows per Foot — + 2 3 4 4.5+ 45+ + 10 20 30, 40 50 60 PLATE 13 QEDIEW507ML 0144SULTONTS W CORE > Ln' -0, r UMJ CL a) M, LIJ , uj T.eR 1:3 U) M LU M cc Cc 0 I 9 iff 20 25 3 Assisted Living Fackity Sandy Lake Road Cop,pell, Texas DESCRIPTION OF STRATA SANDY CLAY, dark brown to brown, hard, w/trace of limestone fragments Q concrete fragments, G gravel (Fill) (CL) wood piece @ 5-1/2' to 6' Total Depth = 6 feet Insert Water Information here. guiaLip G R, 0 U MdW-HWM-=- SM M- Pocket Penetrometer Readings Tons Per Sq. Ft. —9 Standard Penetration Tests Blows per Foot — + 2 3 4 4.5+ 45+ + 10 20 30, 40 50 60 PLATE 13 QEDIEW507ML 0144SULTONTS , . � H A , n i, . A r i , ei Assisted LIving Facilily GROUP Project No, 17791 Sandy Lake Road E,ite: 10-31-11 Coppeil, Texas Location: See Plate I LIJ U U, CORF Focket Perrin ometer RPDdiii95 till (D M III A To Pi Scl I'[ X Staridiid Ppnet�aitvxi Tests cL 77 6, Lj D[SCR1PTJ0[,l OF STRATA uiovi� per 1,00t - I-) >- LL Cr 2 4 4,5+ 45� 1 i0l 20 30, 4U 50 60 SANDY CL AY, Oark [)r own, to b ewn, very stiff to hard, W/�snrne gravel (Fill) (t,l CLAY, dark brown to 5- 1 P . d d I { , , h i b I avid, n , h a - d , w / t r ci c: P of S(,rld Will) WH) CLAY, very dark grayish-brown, to very dpjrrr brown, very stiff (CH), 15- CLAY, (lark grayish brown to daik brown, very stillf, w/trace of ,and 210 CLAY, dark bi-ov n to brovin, very ,tiff, w/trace of sand (CH'1 T,,, fall Lep 11, = 15 1,?,-, 1 L)6y after 3 minutes. Dry C Wocked P 25' .30 La end of day. Dry E,; biockrd Id on 11-01-Ir 351 BORING LOG B-1 PLATE 2 rCnTrt' Kirrm FrAKZ1 11 TAKITQ--] UNDISTURBED (Shelby Tube S NX-Core) NDISTURBED STANDARD PENETRATION TEST VTHO GONE PENETROMETER TEST 9 9 GROUP Fill Type of Fill CLAY (CL) (LL<50) CLAY (CH) (LL>50) SILT l (LL<50) SILT QMH) (LL>50) CLAYEY SAND (SC) SILTY SAND (SM) FT7T� SAND (SP-SW) CLAYEY GRAVEL (15C) GRAVEL 0 VGP-GW) (weathered) SHALE (unweathered) (weathered) LIMESTONE (unweathered) ads (weathered) gild SANDSTONE • (unweathered) V - WoiFrr Or. eat time Qt drIlling. T = Subseq.Lrent wafer level and dale. KEYS TO SYMBOLS USED ON BORING, LOGS PLATE 1� GEOTEGINICAL CONSULTANTS g w2a GR 0 U SOIL PROPERTIES COHESIONLESS SOILS COHESIVE SOILS SPT Pocket N-Valule,s Relative Penetrometer (blows/foot) Density (T.SFj Consistency 0 - 4 ......................... Very Loose <0,25 .................. Very Soft 4 -10 . ................... -... Loose 0.25-0.50.............. Soft 10-30 . ............ -- ... - Medium Dense 0.50-1.00 ................. Medium Stiff 30-50 . ......... . .......... , Dense 1,00 - 2.00..........,..... Stiff 50 . ......................... Very Dense 2.00-4.00- ....... - Very Stiff 4,00 + ...- ............. Hard HARDNESS DIAGNOSTIC FEATURES Very Soft .......................... Can be dented with moderate finger pressure, Soft... -- ........ Can be scratched easily with fingernail. Moderately Hard- .......... Can be scratched easily with knife but not with fingernail. Hard .. ............................... Can be scratched with knife with some difficulty; can be broken by light to moderate hammer blow. Very Hard . ............. - .... . .. Cannot be scratched with knife; can be broken by repeated heavy hammer blows, UEGREE QE �EATBERING 01AGNOSTIC FEATURES Siightiy Weathered- .... Slight cldscolorafion inwards from open fractures, Weathered ............................. Discoloration throughout; weaker minerals decomposed; strength somewhat less than fresh rock; structure preserved. Severely Weathered........... Most minerals somewhat decomposes: mulch softer than fresh rock: texture becoming indistinct but fabric and structure preserved. Completely Weathered-- Minerals decomposed to soil; rock fabric and structure destroyed (residual soil), NXQi`1W.0TUlJqYTqC1 IN9 e I_° FA f-- I r-1 E-= E-= F4 I r-1 r-- E� Fq ED LJ F- 0=6 - ASSISTED LIVING FACILITY SANDY LAKE ROAD COPPELL, TEXAS Summ�a r of Classification and Index Property Tests Total Percent Percent SUMMARY OF LABORATORY TEST RESULTS PLATE 16 Moisture Liquid Plastic Plasticity Soil Passiing Passing Boring Depth Content Limit Limit Index Suction No. 200 No. 4 Inc. _feet L (PI) s Sieve Sieve B-1 0.0 - 1.5 13,9 27,220 67 99 1.5 - 3.0 14.7 -- -- -- 10,690 -- -- 3.,0 - 4.5 16.8 611 17 44 99,680 4.5 - 6.0 16.6 -- -- - 36,5110 9.0 - 10.0 26.1 72, 23 49 18,880 14.0 - 15.0 22.4 -- -- -- 14,660 19.0 - 20.0 25.6 22,720 24,0 - 25.0 21.4 20,750 B-2 0.0 - 1.5 16.6 -- -- -- 14,200 1.5 - 3.0 27.6 54 19 35 8,080 3.0 - 4.5 13.5 -- -- -- 34,470 95 4.5 - 6.0 7,9 30 14 16 33,790 -- 9,0 - 10.0 21.4 -- -- -- 20,840 14.0 - 15.0 27.6 10,920 19.0 - 20.0 24.6 7,340 24,0 - 25.0 25.4 11,380 B-3 0,0 - 1.5 16.1 -- -- -- -- 1.5 - 10 10.3 36 14 22 54 99 3.0 - 4.5 19.4 -- -- -- -- -- 4.5 - 6.0 15.8 77 6,.0 - 7.0 17.0 -- 7.5 - 8.5 14.3 50 12.0 - 13.0 30.3 -- 18.0 - 19.0 28.8 24.0 - 25,0 25.4 SUMMARY OF LABORATORY TEST RESULTS PLATE 16 01111TRA PLATE 17 Moisture Liquid Plastic Plasticity Soil Passing Passing Boring Depth Content Limit Limit Index Suction No. 200 No. 4 No. (feet) (%) (P 1) (psf) Sieve Sieve B-4 0.0 - 1.,5 16.0 1.0 - 2,5 9.3 -- 3.0 - 4.5 12,1 47 18 29 19,230 4.5 - 6.0 15.4 - -- -- 26,940 9.0 - 101.0 29.8 -- -- -- 5,440 14.0 - 15.10 27.9 68 23 45 7,810 119.0 - 20',0 23.7 - -- -- 8,790 24.,0 - 25.0 27.2 9,410 B-5 0.0 - 1,5 18.4 7,690 1.5 - 3.0 17.3 21,630 3,0 - 4.5 10.7 -- -- 22,140 4.5 - 6.0 14.0 48 19, 29 19,860 9.0 - 10.0 28.3 -- -- -- 9,000 14,0 - 115.0 27.7 4,290 19.0 - 20n0 28.0 8,760 24.0 - 25,.0 29;.7 12,020 B-6 0,0 - 1.5 19.8 -- -- -- 70,350 1.5 - 3.0 19.7 85 25 60 67,760 10 - 4.5 11,0 -- -- 45,610 4.5 - 6.0 9.6 -- -- 31,170 9.0 - 10.01 21.5 71 23 48 45,620 14.0 - 15.0 30.2 -- -- 15,850 19.0 - 20.0 32.4 63 24 39 13,780 24.0 - 25.0 303 -- -- -- 12,120 01111TRA PLATE 17 ➢ [a F= ED W11 ASSISTED LIVING FACILITY SANDY LAKE ROAD COP,PELL, TEXAS (Continued) SUMMARY OF LABORATORY TEST RESULTS PLATE 18 Total Percent Percent Moisture Liquid Plastic Plasticity Soil Passing Passing Boriing Depth Content Limit Limit Index Suction No. 200 No. 4 No. (feet) M) M) M) (Pl) (psf) Sieve Sieve B-7 0.0 - 1.5 20,8 4,540 1.5 - 3.0 '12.5 31, 040 -- -- 3.0 - •.5 10.7 -- -- -- 33,710 51 91 4,5 - 6.0 3.5 32 12 20 32,750 -- -- 9-0 - 10.0 18,5 -- -- -- 6,730 12.0 - 13.0 30.9 7,850 14.0 - 115:0 310.9 13,220 19.0 - 20.0 31.7 11,800 24.10 - 25.0 31.1 12,700 SUMMARY OF LABORATORY TEST RESULTS PLATE 18 r-- Fq M LJ MI. v6'Xjff#',M, W10,113,11011t,01U.11M ASSISTED LIVING FACILITY SANDY LAKE ROAD COPPELL, TEXAS " uonly711a, NO vimw u Total Percent Percent Moisture Liquid Plastic Plasticity Soil Passing Passing Boring Depth Content Limit Limit Index Suction No. 200, No. 4 No. (feet) ( %) (%) (%) (PIS _(psD Sieve Sieve B-9 0.0 1.5 8.8 23,300 -- -- 1.5 3.0 12.7 -- -- 40,730 64 93 3.0 4.5 17.0 58 18 40 21,960 -- -- 4.5 6,01 12.2 -- -- 20,920 73 9.0 10.0 18.5 52 18 34 17,560 -- 14. 0 - 15.10 20.6 -- -- 3,720, 19.0 - 20.0 23.1 6,620 24.0 - 25.10 22.0 11,760 -- -- B -10 0.0 - 1.5 10,1 -- -- 17,590 48 96 1.5 - 3.0 9.2 34 13 21 97,390 -- -- 3.0 - 4.5 9.4 -- -- -- 47,100 85 4.5 - 6.0 5.0 -- - 42,990 -- 9.0 - 10.0 19.8 64 20 44 26,220 14.0 - 15.0 20.0 51 17 34 6,230 19.0 - 20.0 23.4 -- -- -- 9,220 24.0 - 25.0 29.4 8,020 B -11 0.0 1, 5 1 11,.7 26,050 1.5 3.0 10.0 -- -- -- 36,030 38 54 3.0 4.5 15.4 35 15 20 26,6,80 -- -- 4.5 6.0 40.7 -- -- -- 18,740 - 9.0 10.0 20.4 N/P N/P N/P 1,250 64 14.0 - 15.0 24.6 1,290 -- 19,0 - 20.0 22.6 -- 24.0 - 25.0 23.3 620 B -12 0.0 - 1.5 11.1 -- - -- -- -- _- 1, 5 - 3.0 11.0 54 18 36 52 92 3.0 - 4.5 14.4 -- -- -- -- -- 4.5 - 6.0 17.4 SUMMARY OF LABORATORY TEST RESULTS PLATE 19 Fq EE EE M EE M M I r-1 r=- FR I F-1 M Fq C3 U � 5 Initial Final Project No. 1779,11 Moisture Content 19.0 23.7 Boring No. B-9 Penetrometer (tsf) 4.5++ 2.5 Depth (ft) 9-10 Dry Unit, Weight, (pcf) 102.9 98.3 Liquid Limit 52 Specific Gravity 2.71 2.71 Plasticity Index 34 Void Ratio 0.644 0.720 CS 0.054 Saturation 80 89 alpha 0.60 Spec. Volume 0'.61 0.63 Percent Swell 4.7 Swell Pressure (psf) 6,480 250 5 ....... 4 3 2 0 0 N N , 0) E .2 0 > 0.62 .2 CL Y) 1000 Restraining Swell Pressure (p f) 0.60 1 18.0 20.0 22.0 24.0 —Moisture Conten 0 ABSORPTION PRESSURE WELL TEST M10 0, F=1 F=- F=- L3 EE: MG 111 E-= FE rq 11-1M ES Fq = Li F= 4 ..... .. 3 M 1 0 NMI! 0) E > 0.62 2 ir- CL (n 1000 Restraining Swell Pressure (psf) 0.60 1 i -1 17.0 19.0 21.0 Moisture Content ABSORPTION PRESSURE SWELL TEST 10000 Initial Final Project No. 17791 Moisture Content (%) 18.3 23.5 Boring No. B-10 Penetrometer (tsf) 4.5-'-+ 2.5 Depth (ft) 9-10 Dry Unit Weight (pcf) 102.6 99.5 Liquid Limit 64 Specific Gravity 2.71 2,71 Plasticity Index 44 Void Ratio 0,648 0,699 CS 0.039 Saturation (%) 77 91 alpha 0.37 Spec. Volume 0.611 0.63 Percent Swell 3.1 Swell Pressure (psf) 5,180 250 4 ..... .. 3 M 1 0 NMI! 0) E > 0.62 2 ir- CL (n 1000 Restraining Swell Pressure (psf) 0.60 1 i -1 17.0 19.0 21.0 Moisture Content ABSORPTION PRESSURE SWELL TEST 10000 REED ENGINEERING AERIAL PHOTOGRAPH OBTAINED FROM GOOGLE EARTH Ll NOT TO SCALE: §a: !» f 10TUTWF', PLATE 22