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St Joseph-SY010426
GEOTECHNICAL ENGINEERING REPORT ST. JOSEPH'S VILLAGE ~ COPPELL, TEXAS HBC Report No. 94015116 April, 2001 Prepared for: Aguirre Corporation Dallas, Texas :' ' HBC ENGINEERING April 26, 2001 ENGINEERING, INC. Aguirre Corporation 12700 Park Central Dr., Floor 15 Dallas, Texas 75251 Attn: Mr. Mike Millican Re: Geotechnical Engineering Report St. Joseph's Village Coppell, Texas HBC Report No. 94015116 Gentlemen: In accordance with your authorization, HBC has completed its geotechnical investigation at the above referenced site. 'The work was accomplished in accordance with the general scope outlined in HBC's Proposal No. P01940193 dated January 19, 2001. The results are presented in the attached report. Please do not hesitate to contact us if there are any questions· We stand ready to assist in any way during the design or construction phase of the project. We appreciate the opportunity to provide these services. mcerely, ~ .'~. g F TF.~ ',,,~ ---%",..~'. .... ','""~..4,J' "',. f::'"Ik .... '..t ....... ...... 7"'7 ',, .,o:% ,,,' .-~. ! David E Schledorn. P E ",,:'P~',:"-*-~'~IST~.~':~.%~.? · :dorn, P.,-.\ ',, Project Engineer Principal Houston Dallas Fort Worth AusQn Wichita Falls 11555 Clay Road 8901 Carpenter Frwy. 2301 E. Loop 820 North 3913 Todd Lane 3100 Seymour Hwy. Suite 100 State 100 Flagstone & Lo6p 820 Suite 312 Su/te 105 Houston, TX 77043 Dali as, TX 75247 Fort Worth, TX 76118 Austin, TX 78744 Wichita Falls, TX 763t 0 (713) 690-8989 (214) 630-1010 (817) 268-8600 (512) 442-1122 (940) 766-6092 TABLE OF CONTENTS Page PROJECT INFORMATION FIELD OPERATIONS... LABORATORY TESTING ............................................................................................... 1 SUBSURFACE CONDITIONS GROUNDWATER ANALYSIS AND RECOMMENDATIONS ........................................................................ 3 Existing Fills .......................................................................................................... 3 Foundation System ............................................................................................... 3 Underreamed Shafts ....................................................................................... 3 Soil Induced Uplift Loads ................................................................................. 4 Drilled Shaft Construction Considerations ....................................................... 4 Grade Beams Floor Slabs Structural Floor Slab ....................................................................................... 5 Slab-on-Grade ................................................................................................. 5 Moisture Conditioning ...................................................................................... 6 Select Fill ......................................................................................................... 6 Monolithic, Slab-on-Grade .................................................................................... 6 Utilities Site Grading .......................................................................................................... 7 Drainage ............................................................................................................... 8 Area Paving .......................................................................................................... 8 LIMITATIONS APPENDIX Boring Location Diagram Logs of Boring Key to Soil Symbols for Logs of Boring Summary of Swell Tests ItBC ENGINEERING GEOTECHNICAL ENGINEERING REPORT ST. JOSEPH'S VILLAGE COPPELL, TEXAS PROJECT INFORMATION The project site is located on the south side of Sandy Lake Road just west of Riverchase. It includes about 58 acres, and is grassy and relatively flat. The project includes a large, centrally located 3 stow assisted living center with independent living cottages located to the north and south, and related surface parking. Construction of the structures is expected to be wood frame with brick or stucco exteriors. A preliminary geotechnical investigation was performed for this project site. Six borings were drilled and the results are presented in HBC Report No. 42-1679-98 dated June 9, 1998. FIELD OPERATIONS A total of twenty-five borings were drilled on the site, April 4 through 9, 2001. The Boring Location Diagram in the Appendix depicts the approximate boring locations. The results of the field exploration program are presented on the Logs of Boring in the Appendix. A track mounted auger-drilling rig was used to advance the borings. Cohesive soils were sampled intermittently using thin-walled tubes. The samples were extruded in the field, logged, sealed, and packaged to preserve their moisture content and reduce disturbance during transportation to the laboratory. LABORATORY TESTING The Logs of Boring and samples were reviewed by an experienced geotechnical engineer who selected representative samples for testing. Tests were performed by experienced technicians working under the direction of the engineer. A brief description of the tests Performed follows. Atterberg Limits were performed on samples of the cohesive soils. These tests were used in conjunction with in-situ moisture determinations to classify the soils and evaluate their volume change potential. Absorption swell tests were conducted on selected samples of the cohesive materials. These tests were used to more quantitatively evaluate the volume change potential at insitu moisture levels. Unconfined compression tests were performed on selected samples, and a calibrated hand penetrometer was used to estimate the approximate unconfined compressive strength of the remaining samples. HBC ENGINEERING 94015116 - 1 - The results of the laboratory tests are presented on the Logs of Boring and Summary of Swell Tests in the Appendix. SUBSURFACE CONDITIONS The subsurface conditions encountered in the borings were generally similar. The Logs of Boring in the Appendix describe the depth and thickness of each material at the boring locations. A brief discussion of the stratigraphy indicated by the exploration program is provided below. Fill and possible fill materials were encountered. These generally consisted of sandy clays at the surface becoming clays with depth, except for Boring 16 where the fill material consisted of clays and gravel. The fill material extended to depths of 7 to 11 feet. The colors of the fill material were mostly reddish tan and dark brown, and occasionally gray and brown. These silty clays and clays often contained gravel, sand pockets and seams, and calcareous nodules. These fill materials had Liquid Limits (LL's) of 34 to 69 percent and Plasticity Indices (PI's) of 17 to 43; classified as CL and CH according to the Unified Soil Classification System (USCS); and were generally stiff to hard in consistency. Boring 14 was terminated in this stratum at a depth of 10 feet. Dark brown silty clays to clays with calcareous nodules were next present beneath the fill material at depths of 7 to 11 feet and extended to depths of 13 to 20 feet. These soils hadLL's of 46 to 69 percent and Pl's of 25 to 36; and classified as CL and CH by the USCS. They were generally stiff to very stiff in consistency. Beneath the dark brown silty clays to clays, brown and gray clays with calcareous nodules'were present and extended to boring termination at depths of 20 to 25 feet. These clays visually classified as CH by the USCS and were generally stiff to very stiff in consistency. The clays encountered at this site are considered to be active with respect to moisture-induced volume changes. Active clays can experience significant volume changes (expansion or contraction) with fluctuations in their moisture content. GROUNDWATER The borings were advanced in the dry using auger drilling techniques, which provides relatively accurate short-term groundwater observations. Seepage was observed during drilling at depths of 6 to 23 feet, and at depths of 8.5 to 21 feet at completion of drilling of the borings, except for Borings 3, 6 and 25. The seepage at 6 and 7 feet in Borings 8 and 16 is attributed to perched water in the surface fills. Seepage was not observed in Borings 3, 6 and 25. Groundwater conditions can vary due to seasonal variations in the amount of rainfall and runoff. HBC ENGINEERING 94015116 -2- ANALYSIS AND RECOMMENDATIONS Existing Fills Existing fills to depths of 7 to 11 feet were encountered in the borings. Samples of the fills were reasonably dense and free of significant voids. In the absence of documented density control, the possibility of under-compacted zones or voids exists. Removal and replacement of all the fills following the recommendations in subsequent sections of this report is the only method of eliminating the risk of unusual settlement. Methods less extreme than complete removal are discussed in the Site Grading andArea Paving sections of this report. These methods are intended to represent a reasonable approach for construction of slabs-on-grade and paving; however, they will not eliminate the risk of unexpected movements in some areas. Foundation System The moisture induced volume changes associated with the site soils indicate that shallow or near surface footings would be subject to significant differential movements. The foundation system for the proposed structures should be situated at a depth below the zone of active seasonal moisture variations. Drilled and underreamed, reinforced concrete shafts offer a positive system for supporting the proposed buildings. Alternatively, consideration could be given to the use of shallow, monolithic slab-on-grade foundations. Design parameters for these systems are presented below. Underreamed Shafts Drilled and underreamed, reinforced concrete shafts should be situated below the fill material in ~[he silty clays to clays at a depth of about 15 feet below existing grade. The bearing depths should be reviewed when the grading plan is finalized. The underreamed shafts may be proportioned using an allowable bearing pressure of 4,000 pounds per square foot (PSF), This value contains a safety factor of three (3). Underreamed shafts should have a minimum base to shaft diameter ratio of 2 to 1 to resist the uplift loads described below. In addition, the bell diameter should be a minimum of 30 inches larger than the shaft. Larger diameter underreams are susceptible to caving. We recommend underreamed shafts maintain a minimum edge to edge spacing of one underream diameter, based on the larger of the two. Settlement of properly constructed underreamed shafts should be primarily elastic and are estimated to be less than one-half inch. HBC ENGINEERING 94015116 - 3- Soil Induced Uplift Loads The drilled shafts could experience tensile loads as a result of post-construction heave in the clay soils. The magnitude of these loads varies with the shaft diameter, soil parameters, and particularly the in-situ moisture levels at the time of construction. They can be approximated at this site by assuming a uniform uplift on the order of 1,200 pounds per square foot over the shaft perimeter for a depth of 10 feet. The shal'ts must contain sufficient continuous vertical reinforcing to resist the net tensile load. Drilled Shaft Construction Considerations Excavation for the drilled shafts should be maintained in the dry. There was evidence of perched water in the fills. It is anticipated that close coordination of excavation andconcreting will permit installation of the shafts to proceed. It is possible that ,significant quantities of water and/or caving soils could be encountered in some areas, requiring the use of temporary casing. The casing should be situated below the zone of seepage and water removed prior to extending the shaft for underreaming. Care must then be taken that a sufficient head of plastic concrete is maintained within the casing during extraction. The concrete should have a slump of 6 inches, plus or minus 1 inch, and be placed in a manner to avoid striking the reinforcing steel during placement. Complete installation of individual shafts should be accomplished in one day's operation. The drilled shaft design recommendations provided in this report are based on proper construction procedures, including maintaining a dry shaft excavation and proper cleaning of bearing surfaces prior to placing reinforcing steel and concrete. All drilled shaft installations should be inspected by qualified geotechnical personnel to help verify the bearing stratum, the design penetration, and perform related duties. Grade Beams All grade beams should be supported by the drilled shafts. A minimum void space of 4 inches is recommended between the bottom of the grade beams and the subgrade. This void will serve to minimize distress resulting from swell pressures generated by the site soils. Structural cardboard forms are one acceptable means of providing this void beneath cast-in-place beams. The grade beams should be formed rather than cast against the soil. Backfill against the exterior face of structural elements should be properly compacted 0nsite clays. Compaction should be a minimum of 92 percent of ASTM D 698 at a minimum of +2 percent above the optimum moisture content determined by that test. HBC ENGINEERING 94015116 - 4- Floor Slabs Lightly loaded floor slabs placed on-grade will be subject to movement as a result of moisture induced volume changes in the active clays. The clays expand (heave) with increases in moisture and contract (shrink) with decreases in moisture. The movement typically occurs as post construction heave. The potential magnitude of the moisture induced movements is rather indeterminate. It is influenced by the soil properties, overburden pressures and to a great extent by soil moisture at the time of construction. Based on the conditions encountered in the borings, we estimate the potential magnitude of post-construction heave for slabs-on-grade at this site to be onthe order of 2 inches. Structural Floor Slab If floor slab movement cannot be tolerated, a floor system structurally suspended above the subgrade is recommended. Such a system is the only method of assuring the absence of distress due to subgrade movement. A minimum vertical void or crawl space of 8 inches is recommended below a structurally suspended floor slab system. The bottom of the void should preferably be higher than adjacent exterior grades. If it is lower, it should be shaped and drained to prevent the ponding of water. A ventilated and drained crawl space is preferred. Slab-on-Grade Interior slabs on-grade should only be considered if slab movement can be tolerated. Reductions in anticipated movements can be achieved by using methods developed in this area to reduce on-grade floor slab movements. The more commonly used methods consist of placing non-expansive select fill beneath the slab and moisture conditioning the soils using excavation and replacement. However, the use of these methods will not completely eliminate the risk of unacceptable movements. The procedures discussed below should be reviewed when the grading plan is available. It is estimated that post-construction movements on the order of 1 inch can be obtained by the installation of a minimum of I foot of non-expansive select fill over a minimum of 6 feet of moisture conditioned site soils. This method will also serve to rework some of the existing fill soils. It should be realized that even slab movements of 1/2 inch or less can result in distress to the floor slab, partition walls and door frames. Provisions should be made to accommodate the movements discussed above if slab-on-grade construction is utilized. I-EBC ENGINEERING 94015116 - 5- Consideration should be given to extending this process beyond the building line to include entrances or other areas sensitive to movement. Outside the building, a single lift of select fill (6 to 8 inches) is recommended to minimize drying during construction. A properly engineered and constructed vapor barrier should be provided beneath slabs-on-grade which will be carpeted or receive moisture sensitive coverings or adhesives. Moisture Conditioning The building area should be undercut as required to provide 6 feet of moisture conditioned soil beneath the select fill cap. The exposed clay subgrade should then be scarified to a depth of 8 inches and recompacted to a minimum of 93 percent of Standard Proctor (ASTM D 698) at a minimum of +2 percentage points above the soil's optimum moisture content. The soils can then be replaced in loose lifts, less than 9 inches thick, and uniformly compacted to the same criteria. Care should be taken that a lift is not allowed to desiccate prior to placing a subsequent lift. Some of the more sandy site soils may need to be placed near optimum moisture content. The select fill should then be placed above the reworked subgrade within 48 hours of completing the installation of the moisture conditioned soils. Select Fill The material used as select fill should be a very sandy clay to clayey sand with a Liquid Limit of less than 35 percent and a Plasticity Index (PI) preferably between 6 and 15. It should be spread in loose lifts, less than nine inches thick, and uniformly compacted to a minimum Of 95 percent of ASTM D 698 within +2 percentage points of the soil's optimum moisture content. The first lift of select fill should be placed wet of optimum to prevent drying the moisture conditioned subgrade. Positive drainage must be provided away from the structures to prevent the ponding of water in the select fill, particularly when the select fill is installed below existing grade. Care must be taken that backfill against the exterior face of grade beams is properly compacted on-site clay as discussed in the section Grade Beams. Leave-outs in the floor slab should be protected from ponding water. Monolithic, Slab-on-Grade Consideration can be given to the use of shallow, monolithic slab-on-grade foundations. These types of systems are considered more applicable to the cottages than the mqltilevel assisted living center. A properly designed and constructed post-tensioned or conventionally reinforced, monolithic, slab-on-grade foundation system will be subject to differential movements. It must be designed to resist and/or tolerate movements due to volume changes in the active clays. These movements will typically occur as differential movement between the periphery and interior of the slab-on-grade system. HBC ENGINEERING 94015116 -6- It is common to experience some distress to structures with slab-on-grade foundation systems due to ground movements. This can include cracks in brick walls, cracks in ground supported slabs, adjustment to doors and windows that can stick, and interior cracks in sheetrock walls. Cracks in exterior brick wails can be less noticeable with the use of closely spaced vertical joints (12 foot on-center or less for the height of the wall). Design parameters are presented for PVR and differential swell (Yin) using the Post-Tensioning Institute's (PTi) slab-on-grade design method. Based on the information from the testing program, calculations of PVR based on the Texas Highway Department's Method 124-E, and our general knowledge of the area, the following recommended design parameters are presented below. Potential vertical rise calculations are estimates based on assumptions that the area around the structure will be well-drained, landscape beds are not over-watered, and utility leaks are promptly repaired. i Potential Vertical Rise (PVR) 2.0 in. Edge Moisture Variation (em) Center Lift: 5.2 ft. Edge Lift: 4.1 ft. Differential Swell (Ym) Center Lift: 1.6 in. Edge Lift: 0.8 in. The grade beams of the slab-on-grade foundation system should exert a maximum bearing pressure of 1,800 PSF. These beams should extend a minimum of 18 inches below finished grade and bear in natural soils, or properly compacted fills. A properly engineered and constructed vapor barrier should be provided beneath slab areas which will be covered, carpeted, or sealed. Utilities Care should be taken that the cuts are not left open for extended periods, and that the cuts are properly backfilled. Backfilling should be accomplished with properly compacted site soils, rather than granular materials. A positive cut-off at the building line is recommended to help prevent water from migrating in the utility trench backfill. Site Grading The on-site soils may be used as fill for grading. Imported fill material should be clean soil with a Liquid Limit preferably less than 40 percent and no rock greater than 4 inches in maximum dimension. HBC ENGINEERING 94015116 - 7- The subgrade in areas to be filled should be stripped of vegetation and major root systems. It should be proof rolled with heavy pneumatic equipment. Any soft or pumping areas should be excavated to firm ground and properly backfilled. The subgrade should then be scarified to a minimum depth of 8 inches and uniformly compacted to a minimum of 93 percent of ASTM D 698 at a minimum of +2 percentage points above the soil's optimum moisture determined by that test. The fill materials should then be spread in loose, relatively horizontal lifts, less than 9 inches thick, and uniformly compacted to the same criteria. Drainage All grades must be adjusted to provide positive drainage away from the structures. Water permitted to pond near or adjacent to the perimeter of the structures can result in soil movements which exceed those discussed in this report. Open ground should be sloped at a minimum of 5 percent grade for at least 10 feet beyond the perimeter of the buildings. Flatwork and pavement will be subject to significant post construction movement. Maximum grades practical should be used for paving and flatwork to prevent areas where water can pond. In addition allowances in final grades should take into consideration post construction movement of flatwork, particularly if such movement would be critical. Where paving or flatwork abuts the structures, care should be taken the joint is properly sealed and maintained to prevent the infiltration of surface water. Planters located adjacent to the structures should preferably be self-contained. They must be designed to drain. Sprinkler mains should be located a minimum of five feet away from the building line. If heads must be located adjacent to the structures, then service lines off the main should be provided. Roof drains should discharge on pavement or be extended away from the structures. Ideally, roof drains should discharge to storm sewers by closed pipe.. Area Paving Subgrade materials at this site will consist of sandy clays to clays. They are subject to loss in support value with the moisture increases which occur beneath pavement sections. They react with hydrated lime, which serves to improve and maintain their support value. Lime stabilization is recommended beneath flexible (asphalt) pavement sections. Rigid (concrete) pavements may be placed on an unstabilized, properly compacted subgrade. A minimum of 6 percent hydrated lime (TxDOT Item 264), by dry weight, should be used. The lime should be thoroughly mixed and blended with the top 6 inches of the subgrade (TxDOT, Item 260). Stabilization should extend a minimum of one foot beyond the edge of the pavement. HBC ENGINEERING 94015116 - 8- Prior to lime stabilization or compaction, the subgrade should be proof-rolled with heavy pneumatic equipment. Any soft or pumping areas should be undercut to a firm subgrade and properly backfilled. The subgrade, stabilized or unstabilized, should then be unifOrmly compacted to a minimum of 95 percent of ASTM D698 near, -1 to +3 percent, the optimum moisture content determined by that test. It should then be protected and maintained in a moist condition until the pavement is placed. Both asphalt and concrete sections are presented below. They are not equal. Over the life of the pavement, the concrete sections would be expected to require less maintenance. Pavement subgrades should be graded to prevent ponding and infiltration of excessive moisture on or adjacent to the pavement subgrade surface. Five inches of asphaltic concrete should be adequate in parking lots servicing only automobile traffic. This should be increased to 6 inches in areas subject to more frequent traffic. The section should consist of a two inch surface course similar to TxDOT Type D and a base coui-se similar to Type A or B. The coarse aggregate in the surface course should be crushed limestone rather than gravel. Portland cement concrete is recommended in areas subject to truck or dumpster (raffic and should provide excellent service for other pavement areas. Five inches of concrete is recommended for automobile parking lots and drives with a minimum of 6 inches, depending on traffic mix and volume, in areas subject to truck or dumpster traffic. The concrete should have a minimum 28 day compressive strength of 3,000 psi in parking lots and 3,500 psi in truck areas. It should have a minimum of 6 +1.5 percent entrained air, and as a minimum, the section should be reinforced with No. 3 bars on 18 inch centers in both directions. The pavement will be subject to some movement due to volume changes in the clay soils. Flat grades should be avoided with positive drainage provided away from the pavement edges. Backfilling of curbs should be accomplished as soon as practical to prevent ponding of water. LIMITATIONS HBC should be retained to review the final design plans and specifications so comments can be made regarding interpretation and implementation of our geotechnical recommendations in the design and specifications. Qualified personnel should be retained to provide testing and observation during excavation, grading, foundation and construction phases of the project. The analysis and recommendations presented in this report are based upon the data obtained from the borings performed at the indicated locations and from other information discussed in this report. This report does not reflect variations which may occur between borings or across the site. The nature and extent of such variations may not become evident until construction. If variations appear, it will be necessary to reevaluate the recommendations of this report. HBC ENGINEERING 94015116 -9- The scope of services for this project does not include either specifically or by implication any environmental assessment of the site or identification of contaminated or hazardous materials or conditions. If the owner is concerned about the potential for such contamination, other studies should be undertaken. This report has been prepared for the exclusive use of our client for specific application to the project discussed and has been prepared in accordance with generally accepted geotechnical engineering practices. No warranties, either express or implied, are intended or made. In the event that 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 HBC reviews the changes, and either verifies or modifies the conclusions of this report in writing. HBC ENGINEERING 94O15116 -10- IBC ENGUq~, 11~'C. APPENDIX '%. 9--14 / ! ! / ! ! / I ! ! ! ! ! I / ! ! ' / ! ! ! ! , / / ! ! / / I ! ! 0 150 300 F£["I' NOTE: BORING LOCATIONS AR; APPROXIMATE / / APPROXIMATE SCA~ BORING LOCATION DIAGRAM ST. JOS~H'S VISAGE SANDY LAKE ROAD COPPELL, TEXAS HBC ProJec~ No., 94015118 Date. 04/11/01 LOG OF BORING PROJECT: ST. JOSEPH'S VILLAGE BORING NO. B- 1 Sandy Lake Road PROJECT NO. 940151 16 Coppell, Texas DATE 4-9-01 CLIENT: Aguirre Corporation SURFACE ELEVATION Dallas, Texas PAGE 1 of 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S): J ATTERBERG Continuous Flight Auger ~ LIMITS %) ~ ~ ~ ,,x, ~ _ ,-"' GROUNDWATER INFORMATION: ~_ I- ~. ~ ~ ~ Seepage observed at 17'. Water at 14' at completion. ~ u~ J m Jz ~- ~' ~ ~ [ ,o EL PL PI ~ ~ ~ ~ ~ ~ DESCRIPTION OF STRATUM ~t~P=3'5 Reddish tan sandy clay 2 ~'lP= 1.0 24 34 17 17 - with sand pockets and seams ~'i - with gravel P=3.5 - with calcareous nodules 4 ~.lp=0.5 (FILL) ~'~ J Dark brown and brown clay 6 ~.~ J - with sand pockets j - with calcareous nodules 8 ~.4 /P=4.5 (FILL) / i J Dark brown clay /~l~p_ 2 75 - with calcareous nodules 8 Brown and gray clay - with calcareous nodules N - STANDARD PENfil HATION TEST RESISTANCE REMARKS: T - TXDOT CON E PENETRATION RESISTANCE P - POCKET PEI~IETROMETER RESISTANCE R - PERCENTAGE OF ROCK CORE RECOVERY RQD- ROCK QUALITY DESIGNATION ,., .,,, LOG OF BORING PROJECT: ST. JOSEPH'S VILLAGE BORING NO, B- 2 Sandy Lake Road PROJECT NO. 9401511 6 Coppell, Texas DATE 4-9-01 CLIENT: Aguirre Corporation SURFACE ELEVATION Dallas, Texas PAGE 1 of 1 FIELD DATA t LABORATORY DATA DRILLING METHOD(S): "' GROUNDWATER INFORMATION: '~ ~ I-~ ~ ~ :"~ Seepage observed at18', Waterat 14' at completion. ~ ~ o~ z - ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ EL PL PI ~ ~ ~ ~' ~ ~ DESCRIPTION OF STRATUM ~P=3.5 Dark brown clay ~P= 1.75 - with sand pockets 2 v ~ - with calcareous nodules q P= 1.5 - with gravel ~P=2.75 (FILL) 6, %~ I Brown sandy clay ~4 ~ (Possible FILL) _, ~ ~P = 0.~ 10 ~ '~2.0 27 O~ 27 34 ~ark brown ~ ~ - with calcareous ~od~los 20 =3.0 25 102 3.3 3.3 Brown and gray clay 22 ~ - with calcareous nodules 24 , LOG OF BORING PROJECT: ST. JOSEPH'S VILLAGE BORING NO, B-3 Sandy Lake Road PROJECT NO. 9401511 6 Coppell, Texas DATE 4-9-O1 CLIENT: Aguirre Corporation SURFACE ELEVATION Dallas, Texas PAGE 1 of 1 FIELD DATA I LABORATORY DATA DRILLING METHOD(S): I I ~ ~ ATTERBERGLiMiTS %) ~ ContinuousFiightAuger ~ × ~ ~: GROUNDWATER INFORMATION: ~ ,,z, ~m ~u ~ ~ No seepage observed. Dry at completion. -J -J O~u -- 03 Z -- ~ ~ Z ~/~/~:~'~ ~ [2 LL PL Pi ~ ~' ~ ~' DESCRIPTION OF STRATUM ~'~P= 1.5 Reddish tan and dark brown sandy clay 2 ~!P=2'O - with gravel v ~l - with calcareous nodules ~ P= 1.0 (FILLI 6 Reddish tan and dark brown clay %~ I - with sand pockets v% ~r~P = 2.25 - with calcareous nodules 8 - with gravel ~0 P=4.0 Dark brown clay 12 ~ - with calcareous nodules P=3.0 29 95 2.9 9.1 18 /'~ Brown and gray clay - with calcareous nodules 20 ~P= 1.25 B.H. at 20.0' 22 28 N - STANDARD PENETRATION TEST RESISTANCE REMARKS: T - TXDOT CONE PENETRATION RESISTANCE P - POCKET PENETROMETER RESISTANCE H'~ ' R - PERCENTAGE OF ROCK CORE RECOVERY.~ .a-~"~..,, RQD - ROCK QUALITY DESIGNATION i LOG OF BORING PROJECT; ST. JOSEPH'S VILLAGE BORING NO. B-4 Sandy Lake Road PROJECT NO, 940151 1 6 Coppell, Texas DATE 4-9-01 CLIENT: Aguirre Corporation SURFACE ELEVATION Dallas, Texas PAGE 1 of 1 FIELD DATA I LABORATORY DATA DRILLING METHOD(S): to~ ATTERBERG Continuous Flight Auger ~ LIMITS ;%) ~ ~- ,¥, ~ ~ GROUNDWATER INFORMATION: o~ ~:= I- _~ ~"~ u~ ~ ~ Seepage observed at 13'. Water at 14' at completion. -J m u~ -~ ~: ~' E = m ~. LL PL PI ~ ~ ~ ~< u° -- DESCRIPTION OF STRATUM ~I .P=3,75 J Reddish tan and dark brown sandy clay w ~' !I - with gravel ~ P=2.25 2I 1.75 (FILL) __~4) IP~2'2s Reddish tan and dark brown clay 6 ~~ - with gravel ~ - with sand pockets ~. (FILL) 8 /~ ~P=4.5 20 50 25 25 Dark brown clay - with calcareous nodules 14 ~ I~ Brown and gray clay = ~ I=4.0 - with calcareous nodules 22 24 1~/ P= 1.25 24 105 3.4 8.6 26 / B.H. at 25.0' 28 30 N - STANDARD PENETRATION TEST RESISTANCE REMARKS: T - TXDOT CONIE PENETRATION RESISTANCE P - POCKET PENETROMETER RESISTANCE H'~ ' R - PERCENTAGE OF ROCK CORE RECOVERY RQD - ROCK QUALITY DESIGNATION LOG OF BORING PROJECT: ST. JOSEPH'S VILLAGE BORING NO. B-5 Sandy Lake Road PROJECT NO. 940151 1 6 Coppell, Texas DATE 4-9-01 CLIENT: Aguirre Corporation SURFACE ELEVATION Dallas, Texas PAGE I of 1 FIELD DATA I LABORATORY DATA DRILLING METHOD(S): I ~ ATTERBERG Continuous Flight Auger ~ LIMITS %) ,,z,~ ~ ~ ~ GROUNDWATER INFORMATION: ~u ~ ~ Seepage observed at 13', Water at 16' at completion. -- ~ ~ ~~ ~ - ~-~ ~ 8 DESCRIPTION OFSTRATUM ~'~P=2.25 Reddish tan and dark brown sandy clay v.~p=2.5~ - with sand seams 2 - with gravel ~q)~P=2.75 -with calcareous nodules ~=2.0 1~ 37 20 4 ~w~P=3'75 Reddish tan and dark brown clay v,~ - with sand pockets 6~'1 I _~ ~ - with calcareous nodules - with gravel ~ ~i~p = 4.0 (FILL) ~ w/~p= 3.5 Dark brown clay lO ~ - with calcareous nodules 18 Brown and gray clay - with calcareous nodules ~ P 1,25 22 107 3,6 8,~ B.H. at 20.0' 22 24 26 28 30 N- STANDARD PENETRATION TEST RESISTANCE REMARKS: T- TXDOT CO~E PENETRATION RESISTANCE P- POCKET PENETROMETER RESISTANCE R- PERCENTAGE OF ROCK CORE RECOVERY RQD - ROCK QUALITY DESIGNATION LOG OF BORING PROJECT: ST. JOSEPH'S VILLAGE BORING NO. B-6 Sandy Lake Road PROJECT NO. 940151 16 Coppell, Texas DATE 4-9-01 CLIENT: Aguirre Corporation SURFACE ELEVATION Dallas, Texas PAGE 1 of 1 FIELD DATA I LABORATORY DATA DRILLING METHOD(S): c~ ATTERBERG Continuous Flight Auger ~ LIMITS i%) ~z-~x "' "' GROUNDWATER INFORMATION: (/3 I~_z~o~ ~ z -~ ~ ~ / ~ ¢ ~' ~` = LL I PL P~ ~ DESCRIPTION OF STRATUM I % ~' tP=4'5+ Reddish tan and dark brown sandy clay to clay I o with gravel 2 ~t~ ~P=3.5 - with calcareous nodules ~ IP=4.0 {FILL) ~r~ Dark brown and §ray clay - with sand pockets 8 ~ 1P--2'?s - with calcareous nodules ~5 {FILL) 10 ~ ~' Dare brown clay - with calcareous nodules 12 Brown and gray clay 14 - with calcareous nodules P=4.5 17 116 6.8 9.5 16 18 20 /,/~P= 2.25 B.H. at 20.0' 22 24 26 30, N - STANDARD PENETRATION TEST RESISTANCE REMARKS: T - TXDOT CONE PENETRATION RESISTANCE P - POCKET PENETROMETER RESISTANCE R - PERCENTAGE OF ROCK CORE RECOVERY RQD - ROCK QUALITY DESIGNATION , LOG OF BORING PROJECT: ST. JOSEPH'S VILLAGE BORING NO. B- 7 Sandy Lake Road PROJECT NO. 94015116 Coppell, Texas DATE 4-9-01 CLIENT: Aguirre Corporation SURFACE ELEVATION Dallas, Texas PAGE 1 of FIELD DATA LABORATORY DATA DRILLING METHOD(S): ATTERBERG _ Continuous Flight Auger · ~ LIMITS %) ~ ~ ~> ~ GROUNDWATER INFORMATION: .~ ~ ID ~u ~ ~ Seepage observed at 17', Water at 14' at completion, z ~ ~ ~ - o z ~ m E ~ E ~ = ~ ~ LL PL PI ~ u ~ ~ ~ ~ DESCRIPTION OF STRATUM P=2.75 Reddish tan and gray sandy clay - with gravel 2 P=3,0 - with calcareous nodules P=3.5 (FILL) P=1.5 P=I,0 15 40 20 20 6 8 P=1.5 P=4.0 Dark brown clay 10 - with calcareous nodules 12 P=2,25 16 Brown and gray clay 18 - - with calcareous nodules P=3.0 21 111 3.5 13.7 20 22 24 P=3.5 26 ~ B,H. at 25.0' I 28 30 N - STANDARD PENETRATION TEST RESISTANCE REMARKS: T - TXDOT CON E PENETRATION RESISTANCE P - POCKET PEN ETROMETER RESISTANCE R - PERCENTAGE OF ROCK CORE RECOVERY RQD - ROCK QUALITY DESIG,NATION LOG OF BORING PROJECT: ST. JOSEPH'S VILLAGE BORING NO. B- 8 Sandy Lake Road PROJECT NO. 94015116 Coppell, Texas DATE 4-9-01 CLIENT: Aguirre Corporation SURFACE ELEVATION Dallas, Texas PAGE 1 of 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S): ~o ATTERBERG -- Continuous Flight Auger ~ LIMITS i%) ~ ,,,× ~ - ~: GROUNDWATER INFORMATION: c~ ~ c3 ~u ~ :~ Seepage observed at 7' and 18', Water at 13' at completion. -I Io o - · F- 0 ,,, ~ o ~-o'h' z - - ~ ,> .- ~- O O1<1 ...... o >-~ ' ~- "- ~ - -- DESCRIPTION OF STRATUM u~ lu~lz~.~.== ~ ~0 LL PL PI ~P=4.5+ Reddish tan and dark brown sandy clay ~'l~ - with gravel 2 ~.iP=2'O - with calcareous nodules P= 2.75 - with sand seams 4 ~'x~P = ~ '~ (FILL) .IP = 1.25 ~w~ I Brown and reddish tan sandy clay ~ ~tw/~--~ - with sand pockets and seams 8 -- ~wr~P= 1.0 - with calcareous nodules (FILL) ~.1P--2.25 24 41 18 23 101 / Dark brown clay - with calcareous nodules 12' 14 16 P = 3.0 28 98 3.7 7,1 /. Brown and gray clay 1 8 / - with calcareous nodules 201 P=4.0 22 24 ;8 P= 2.25 263012811 I I B.H. at 25.0' N - STANDARD PENETRATION TEST RESISTANCE REMARKS: T - TXDOT CONE PENETRATION RESISTANCE P - POCKET PEFJETROMETER RESISTANCE R - PERCENTAGE OF ROCK CORE RECOVERY RQD - ROCK QUALITY DESIGNATION LOG OF BORING PROJECT: ST. JOSEPH'S VILLAGE BORING NO. B- 9 Sandy Lake Road PROJECT NO. 94015116 Coppell, Texas DATE 4-9-01 CLIENT: Aguirre Corporation SURFACE ELEVATION Dallas, Texas PAGE 1 of 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S): I I O~ ATTERBERG Centinuous Flight Auger ~ LIMITS '%) ~ ~ ,,x, ~ _ ~: GROUNDWATER INFORMATION: ~ ~u ~ ~ Seepage observed at 22'. Water at 19' at completion. ~ ~ I g /~ ~ ~ ~ ~ ~ ~ 2 LL PL PI ~ u ~ ~ ~ ~ ~ DESCRIPTION OF STRATUM ~<~P=4.5 Reddish tan and dark brown sandy clay o - with sand seams 2~ ~ - with gravel q P~4.0 - with calcareous nodules q P=4.o ~ P=3.0 Reddish tan and dark brown clay - with sand pockets and 6 }~0 I seams (FILL) 8 ~ ~ 22 63 29 34 ' Dark brown - with calcareous nodules 2 I =B.$ 8 Brown and gray clay - with calcareous nodules 20 22~I --~ ~P=2.25 23 107 3.0 8.4 26 ~ ~ B,H. at 25.0' 28 30 N - STANDARD PENETRATION TEST RESISTANCE REMARKS: T - TXDOT CON E PENETRATION RESISTANCE P- POCKET PEN ETROMETER RESISTANCE R- PERCENTAGE OF RQCK CORE RECOVERY RQD - ROCK QUALITY DESIGNATION _. LOG OF BORING PROJECT: ST. JOSEPH'S VILLAGE BORING NO. B-lO Sandy Lake Road PROJECT NO. 940151 1 6 Coppell, Texas DATE 4-4-01 CLIENT: Aguirre Corporation SURFACE ELEVATION Dallas, Texas PAGE 1 of 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S): I ~ ;ATTERBERG Continuous Flight Auger ~ LIMITS %} ~- x ~, _ ~ GROUNDWATER INFORMATION: ~ I- ~Z ~u~ ~ ~u~ Seepage observed at 14'. Water at 8.5' at completion. a ~ ~: ~. ~ ~ ~ ~ ~o LL PL Pi '~ u ~ -~ ~- u° ~ DESCRIPTION OF STRATUM ~i P=1.25 Reddish tan and brown sandy clay ~t'r~ IP=2,0 14 34 16 18 - with gravel 2 _tm! - with calcareous and ferrous nodules ~ ~/',~ I Dark brown clay 10~P=4'O - with calcareous nodules 12 14 ~ ~ Brown clay P=2.25 24 lO3 3.6 5.3 - with calcareous nodules 20 P-2.~ 24 P= 1.75 N - STANDARD PENETRATION TEST RESISTANCE REMARKS: T - TXDOT CONE PENETRATION RESISTANCE -r~ P - POCKET PENETROMETER RESISTANCE R - PERCENTAGE OF ROCK CORE RECOVERY RQD - ROCK QUALITY DESIGNATION , LOG OF BORING PROJECT: ST. JOSEPH'S VILLAGE BORING NO. B-11 Sandy Lake Road PROJECT NO. 94015116 Coppell, Texas DATE 4-9-01 CLIENT: Aguirre Corporation SURFACE ELEVATION Dallas, Texas PAGE 1 of 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S): I ATTERBERC Continuous Flight Auger ~ LIMITS '%) ~_ ,x, ~ ~: GROUNDWATER INFORMATION: ~ ~u ~ ~ Seepage observed at 18", Water et 15' at completion, ~ ~. ~: = ~ ~o LL PL PI = u ~ ~ "< ~u°--~ DESCRIPTION OF STRATUM Dark brown and r.ddish tan sandy clay ,,- y~iP=l - with gravel .75 - with calcareous nodules ~rIP=2'?~ Dark brown and Feddish tan clay ~ - wi~h sand ~ook~s and .~eams 6 ~ I - with calcareous nodules (FILL) Dark brown clay 0 [~ P= 3.5 - with calcareous nodules Brown and ~ra¥ 8 ? - with calcareous nodules 20 ~ ~~= 4.0 24 lP ~ 2.?~ N - STANDARD PENETRATION TEST RESISTANCE REMARKS: T - TXDOT CONE PENETRATION RESISTANCE T' '"r"~,~"~ P - POCKET PENETROMETER RESISTANCE R - PERCENTAGE OF ROCK CORE RECOVERY RQD - ROCK QUALITY DESIGNATION , LOG OF BORING PROJECT: ST. JOSEPH'S VILLAGE BORING NO. B-12 Sandy Lake Road PROJECT NO. 940151 16 Coppell, Texas DATE 4-4-01 CLIENT: Aguirre Corporation SURFACE ELEVATION Dallas, Texas PAGE 1 of 1 FIELD DATA LABQRATORY DATA DRILLING METHOD(S): ATTERBERG Continuous FHght Auger ~ LIM TS %) ~ ~ ~ ~ ~ ~ GROUNDWATER INFORMATION: '~ Seepage observed at 23'. Water at 18' at completion, o1-- ~O -- O LU <( DC: I-- .j OUJ 03 Z ~ ~ -- ~3 ~o u~ ~ F: ~' ~ ~: ~ ~o LL PL PI ~ o ~ -~ "< - DESCRIPTION OF STRATUM ~IP--~ .5 Reddish tan and gray sandy clay 2 ~t'IP=3'5 - with gravel ~tt-iP=3.0 - with calcareous and ferrous nodules ~l IP=4.5 {FILL) 4 '~ ~P= 1.75 6 k/4t'~ I Brown and dark brown clay ~;I -with gravel 8 P= 3.0 - with calcareous nodules '~ ' , (FILL)~_ ,i~ Dark brown clay 10 P=2.5 23 61 26 35 - with calcareous nodules 14 ~ip__3.0 ¥! 18 ~ - with calcareous nodules /,/ 20 2~ I }3.}-t. at 2fi.O' , 28 N - STANDA8D ~ENETRATION TEST RESISTANCE REMARKS: T - TXDOT CON E PENETRATION RESISTANCE T~ P- POCKET PENETROMETER RESISTANCE R - PERCENTAGE OF ROCK CORE RECOVERY ~,~ RQD - ROC. K QUALITY DESIGNATION _. LOG OF BORING , PROJECT: ST. JOSEPH'S VILLAGE BORING NO. B-13 Sandy Lake Road PROJECT NO. 940151 16 Coppell, Texas DATE 4-4-01 CLIENT: Aguirre Corporation SURFACE ELEVATION Dallas, Texas PAGE 1 of 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S): I ~ ATTERBERG Continuous Flight Auger [ LIMITS %) ~ ,,x, ~ ~= GROUNDWATER INFORMATION: -~ ~ Seepage observed at 17'. Water at 10.5' at completion. - ~ ~- LL RE PI ~ ~ ~ ~ ~ u _ DESCRIPTION OF STRATUM P=~.o Reddish tan sandy clay ~t'rl Ip=1.25 - with gravel t-ri - with calcareous nodules 2 ~ IP=~.5 (FILL) ~'~ Brown and dark brown clay 8 ~/~t'r~ !P=3.0 14 50 22 28 - with gravel o ~r - with calcareous nodules 12 8 Brown clay i - with calcareous nodules 20 P=2.0 22 2~ I B.H. at 25.0' 28 ~0 N - STANDARD PENETRATION TEST RESISTANCE REMARKS: T - TXDOT CONE PENETRATION RESISTANCE T ~'-~'~1 P - POCKET PEIXIETROMETER RESISTANCE R - PERCENTAGE OF ROCK CORE RECOVERY RQD - ROCK QUALITY DESIGNATION '1 LOG OF BORING PROJECT: ST. JOSEPH'S VILLAGE BORING NO, B-1 Sandy Lake Road PROJECT NO. 94015116 Coppell, Texas DATE 4-7-01 CLIENT: Aguirre Corporation SURFACE ELEVATION Dallas, Texas PAGE 1 of 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S): I o~ ATTERBERG Continuous Flight Auger ~ LIMITS ~%) ~. ,,x, ~ ~- GROUNDWATER INFORMATION: o~ ,,z, Q "' ~ 03 Seepage observed at 7', Water at 8' at completion. - ~- DESCRIPTION OF STRATUM ~t'~iP= 1.0 Dark brown clay v,t-.~p=~ 1.5 - with calcareous nodules 2'~ (Possible FILL) ~a'~lP= ~ .25 Brown and ~ray clay 4: ,~,r~lp=o.s - with calcareous nodules ~'l,t r--i IPossible FILL} q IP= 1,25 25 55 25 30 6 q IP= 1,5 'I 10 B.H. et ~0.0' 12 14 18 2O 22 24 2~ 28 3O N - STANDARD PENETRATION TEST RESISTANCE REMARKS: T - TXDOT CONE PENETRATION RESISTANCE T~ P - POCKET PENIETROMETEfl RESISTANCE R- PERCENTAGE OF ROCK CORE RECOVERY RQD - ROCK QUALITY DESIGNATION LOG, OF BORING PROJECT: ST. JOSEPH'S VILLAGE BORING NO, B-15 Sandy Lake Road PROJECT NO, 940151 1 6 Coppell, Texas DATE 4-5-01 CLIENT: Aguirre Corporation SURFACE ELEVATION Dallas, Texas PAGE 1 of 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S): ATTERBERG Continuous Flight Auger ~ LIMITS :%) ~ ,,,× ~> ~ GROUNDWATER INFORMATION: ~ ~ ~3 ~u ~ ::3 Seepage observed at 22'. Water at 15' at completion, -- Z ~u) ~: ~.,~.. ~ ~o LL PL PI ~ u° ~ -~ "< u° - DESCRIPTION OF STRATUM ~'~P=2.0 Reddish tan and brown sandy clay v,~P=3.0 - with sand seams 2'~v~..4 ~'~P= 3.0 - with gravel - with calcareous nodules -- ~'r~P=3,0 15 39 20 19 (FILL) 4 ~!P=2.75 10 /~ Dark brown clay - with calcareous nodules 14 P= 2.0 tI Brown clay - with calcareous nodules 18 ¢~P=3.5 20 109 4.8 8.9 20 22 P=4.0 2~ B.H. at 2~.0' 30 N - ST~NDA8D PENETR~'DON 'rEST RESISTANCE REMARKS: T - TXDOT tONI E PENETRATION RESISTANCE P - POCKET PENIETROMETER RESISTANCE R - PERCENTAGE OF ROCK CORE RECOVERY ~,~ RQD - ROCK QUALITY DESIGNATION LOG OF BORING PROJECT: ST. JOSEPH'S VILLAGE BORING NO. B-16 Sandy Lake Road PROJECT NO. 940151 16 Coppell, Texas DATE 4-5-01 CLIENT: Aguirre Corporation SURFACE ELEVATION Dallas, Texas PAGE 1 of FIELD DATA LABORATORY DATA DRILLING METHOD(S): ~ ,,x, ~ __ ~= GROUNDWATER INFORMATION: c~ uJ ~ ~ Seepage observed at 6' and 23', Water at 14' at cnmpletion. ~ m~ , ~ ~ E ~ ~ ~ ~ LL PL PI ~ ~ ~ [ ~ ~ ~ DESCRIPTION OF STRATUM ~P=2.25 Reddish tan sandy v,~p=~ 2.25 - with gravel 2~'~ (FILL) ~N = ~3 Reddish tan clay and gravel 10 ~ ~ ~arkbrown 2 - with calcareous nodules 14 ~~~2.25 24 10~ 3.2 5.0 Brown clay - with calcareous nodules 18 20 P=2.25 22 2~ P=3.25 26 B.H. at 25.0' 28 30 N - STANDARD PENETRATION TEST RESISTANCE REMARKS: T - TXDOT CONE PENETRATION RESISTANCE P - POCKET PENETROMETER RESISTANCE R - PERCENTAGE OF ROCK CORE RECOVERY ~,~ RQD - ROCK QUALITY DESIGNATION LOG OF BORING PROJECT: ST. JOSEPH'S VILLAGE BORING NO. B-17 Sandy Lake Road PROJECT NO. 940151 16 Coppell, Texas DATE 4-5-01 CLIENT: Aguirre Corporation SURFACE ELEVATION Dallas, Texas PAGE 1 of 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S): ATTERBERG Continuous Flight Auger ~ LIMITS (%) ~ ~_ x ~ _ ~: GROUNDWATER INFORMATION: ~ Seepage observed at 23'. Water at 18' at completion, ~m ~ ~ r ~ = ~ ~ LL PL P~ ~ o g -~ ~ ~ - DESCRIPTION OF STRATUM ~%~P=1.25 ..... Reddish tan and gray sandy clay P:1.25 - with gravel q~P=~ 1.25 -with calcareous nodules ~I (FILL) I IP=1.25 4I v ~I 4IP=2.B ! %~0 I Brown and dark brown clay -with sand pockets (FILL) Dark brown silty clay 10 ~IP=2'5 19 46 20 26 - with calcareous nodules 12'~ Brown cla~ ~ 8~ ~ - with calcareous nodules 20 ~P=3.0 B.H. at 25.0' II II N - STANDARD PENETRATION TEST RESISTANCE REMARKS: P - POCKET PENETROMETER RESISTANCE R - PERCENTAGE OF ROCK CORE RECOVERY ~,~ RQD - ROCK QUALITY DESIGNATION LOG OF BORING PROJECT: ST. JOSEPH'S VILLAGE BORING NO. B-18 Sandy Lake Road PROJECT NO. 94015116 Coppell, Texas DATE 4-7-01 CLIENT: Aguirre Corporation SURFACE ELEVATION Dallas, Texas PAGE 1 of 1 FIELD DATA I LABORATORY DATA DRILLING METHOD(S): t o~ ATTERBERG ~ Continuous Flight Auger ~ LIMITS %) GROUNDWATER INFORMATION: o~ ~ ~ ~ ~ ,~ Seepage observed at lh'. Water at la' at completion. a ~ -~ -: DESCRIPTION OF STRATUM ~P= 1.0 Reddish tan and dark sandy clay gray ~P=3.5~ - with sand pockets and seams 2 with gravel ~ ~P = 3.0 - with calcareous nodules ~¢~P= 2.0 (FILL} 8 .~ ~ Dark brown clay - with calcareous nodules 10 P=3.0 14 P=I.5 18 ~ Brown and gray clay - with calcareous nodules 20[ /, IP=2.25 24 99 1.2 1.7 241 / , P= 2.0 26 ~ B.H, at 25.0' 28 30 N - STANDARD PENETRATION TEST RESISTANCE REMARKS: T - TXDOT CONE PENETRATION RESISTANCE P - POCKET PENETROMETER RESISTANCE R - PERCENTAGE OF ROCK CORE RECOVERY ~,~ RQD - ROCK QUALITY DESIGNATION ~ LOG OF BORING ~ PROJECT: ST. JOSEPH'S VILLAGE BORING NO. B,19 Sandy Lake Road PROJECT NO. 940151 16 Coppell, Texas DATE 4-9-01 CLIENT: Aguirre Corporation SURFACE ELEVATION Dallas, Texas PAGE 1 of 1 FIELD DATA t LABORATORY DATA DRILLING METHOD(S): I ATTERBERG Continuous Flight Auger ~ L. IMITS :%) ~ ~- ,¥, .~ ~= GROUNDWATER INFORMATION: o~ ,,z, I- c~ u~ ~ ~ Seepage observed at 18'. Water at 1 6' at completion. z ~ ~ _ ~_ o ~ ~: =,, ~ ~ ~ ~ Z -- ~ -- Z ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ LL PL PI ~ ~ ~ g ~ ~ ~ DESC~IPTIO~ OF ST~ATU~ ~I® ~eddish ~an and dark brown sandy clay 2 ~Ip=2.25 - ~i~h gravel ~ ~I - ~ith sand pockets and seams ,? P~ ~ .o IFILL} ~IP~4.0 Brown and oray clay 4 ~ip=~.:~ - with san~ pockets and seams ~ - with gravel q ~P=35 8 ~ %I ' Dark brown clay P=4.0 10 27 69 33 36 - with calcareous nodules 12 14i P=3.0 21 108 3.0 4.4 Brown and gray sandy clay - with calcareous nodules ~8~ 20 ~ ~P= 3.o 22 ~ 24 ~ ,~ P=3.5 26 B.H. at 25.0' 28 30 N - STANDARD PENETRATION TEST RESISTANCE REMARKS: T - TXDOT CONE PENETRATION RESISTANCE ~ P - POCKET PENETROMETER RESISTANCE R - PERCENTAGE OF ROCK CORE RECOVERY ~.~ RQD - ROCK QUALITY DESIGNATION LOG OF BORING PROJECT: ST. JOSEPH'S VILLAGE BORING NO. B-20 Sandy Lake Road PROJECT NO. 9401511 6 Coppell, Texas DATE 4-5-01 CLIENT: Aguirre Corporation SURFACE ELEVATION Dallas, Texas PAGE 1 of 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S): ATTERBERG Continuous Flight Auger ~. LIMITS [%) ~ ,,x, ~ ~= GROUNDWATER INFORMATION: ~ ~ C~ ~u ~ "~ Seepage observed at 21'. Water at 16' at completion, ~ ~m E ¢ E "~ ~ ~ LL PL PI = u ~ -~ ~ - DESCRIPTION OF STRATUM %~P=2.0 Brown, dark brown and reddish tan sandy clay v,~P=3.0 - wi~h sand pockets 2~ '~v~a ~'~P=4.5 -with gravel (FILL) 4, % ~*=3.25 15 36 17 le 10 / P=3.0 Dark brown clay - with calcareous nodules 3.0 .. /~ Brown clay 2o ~ - with calcareous nodules 24 ~ ~ 2.2~ 2~ ~ B.H. at 2[.0' 28 30, , N - STANDARD PENETRATION TEST RESISTANCE REMARKS: T - TXDOT CONE PENETRATION RESISTANCE T~ P- POCKET PENETROMETER RESISTANCE R - PERCENTAGE OF ROCK CORE RECOVERY ~.~ RQD- ROCK QUALITY DESIGNATION .. LOG OF BORING PROJECT: ST. JOSEPH'S VILLAGE BORING NO. 13-21 Sandy Lake Road PROJECT NO. 940151 16 Coppell, Texas DATE 4-7-01 CLIENT: Aguirre Corporation SURFACE ELEVATION Dallas, Texas PAGE 1 of I FIELD DATA I LABORATORY DATA DRILLING METHOD(S): ATTERBERG Continuous Flight Auger ~ LIMITS %) ~ × ~ ~= GROUNDWATER INFORMATION: c~ - ~ '~ Seepage observed at 19'. Water at 19.5' at completion. o ~ ~ ~ - o z ~~ m ~ ~ E ~ ~ ~ ~ LL PL PI ~ ~ ~ ~ -~ DESCRIPTION OF STRATUM --~'IP=2.° Reddish tan and dark brown clay --~IP=3,0 - with gravel 2-I~iv~ip= 2.0 - with sand pockets and seams ~ - with calcareous nodules ~ Dark brown and reddish tan silty clay 6 i~r~ ~~ ,~ ~ - with calcareous nodules v.r~ - with sand pockets to 10' ,~IP=3,5~ ~ ~7 42 19 23 {FILL) ~ Dark brown clay - with calcareous nodules 18 ~//~ Brown and gray clay - with calcareous nodules ~P=3.o 2~ ~o2 ~.~ 2.~ 20 B,H. at 20.0' 22 24 28 28 3o~ N - STANDARD PENETRATION TEST RESISTANCE REMARKS: T - TXDOT CONE PENETRATION RESISTANCE p - POCKET PENETROMETER RESISTANCE R - PERCENTAGE OF ROCK CORE RECOVERY RQD - ROCK QUALITY DESIGNATION , LOG OF BORING PROJECT: ST. JOSEPH'S VILLAGE BORING NO. B-22 Sandy Lake Road PROJECT NO. 940151 16 Coppell, Texas DATE 4-6-01 CLIENT: Aguirre Corporation SURFACE ELEVATION Dallas, Texas PAGE 1 of 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S): i I °~ ~ ATTERBERGLiMiTS %) ~ Continuous Flight Auger ~_ ,,,x ~ _ ~ GROUNDWATER INFORMATION: ~ n ~u ~ '~ Seepage observed at 16'. Water at 11' at completion. ~ ~m g J~r~ ~ ~ ~ LL PL PI ~ ~ g ~ ~ ~- DESCRIPTION OF STRATUM '~P= 1.5 Reddish tan and gray sandy clay ~,~P=2.25 - with calcareous nodules ~'~ ~ ~ - with gravel q t~P= 1.0 17 46 20 26 - with sand pockets and seams ~ t P= 2.25 (FILL) ~P= 1.75 - with sand pockets - with calcareous nodules ~P= 2.25 Dark brown clay 14 / ~P=2.5 24 103 2.2 2.4 - with calcareous nodules 20 =2.0 B.H. at 20.O' 22 24 26 28 30 N - STANDARD PENETRATION TEST RESISTANCE REMARKS: T - TXDOT CONE PENETRATION RESISTANCE P - POCKET PENETROMETER RESISTANCE R - PERCENTAGE OF ROCK CORE RECOVERY ~,~ ROD - ROCK QUALITY DESIGNATION -~ i LOG OF BORING PROJECT: ST. JOSEPH'S VILLAGE BORING NO. B-23 Sandy Lake Road PROJECT NO. 940151 1 6 Coppell, Texas DATE 4-6-O1 CLIENT: Aguirre Corporation SURFACE ELEVATION Dallas, Texas PAGE 1 of 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S): I ATTERBERG _ Continuous Flight Auger ~ LIMITS %) × '" "' GROUNDWATER INFORMATION: ~_ I-- z~ ~">' --~ o3~ Seepage observed at 22'. Water at 18' at completion. m ~~ ~ ~ ~ LL PL PI ~ ~ ~ ~ ~ ~ DESCRIPTION OF STRATUM -~_~P= 1~7~ ........ Reddish tan and gray sandy clay ~ ~ ~P=2.75 -with sand pockets and seams - with gravel ~P=3.25 - with calcareous nodules 4 ~P= 1.75 (FILL) ~q~ Reddish tan clay ~P=~.~ 1 0 - with calcareous nodules 8 ' - with gravel 10 ~ P = 1,75 Dark brown clay - with calcareous nodules - with sand pockets at 10' 18 ~ ~ Brown and gray clay : ~ - with calcareous nodules ~ P=3.0 201 227/ ~ I N - STANDARD PENETRATION TEST RESISTANCE REMARKS: T - TXDOT CONE PENETRATION RESISTANCE T~ P - POCKET PENETROMETER RESISTANCE R - PERCENTAGE OF ROCK CORE RECOVERY ~,~ RQD - ROCK QUALITY DESIGNATION LOG OF BORING PROJECT: ST. JOSEPH'S VILLAGE BORING NO. B-24 Sandy Lake Road PROJECT NO. 94015116 Coppell, Texas DATE 4-7-01 CLIENT: Aguirre Corporation SURFACE ELEVATION Dallas, Texas PAGE 1 of 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S): o~ ATTERBERG ' Continuous Flight Auger ~ LIMITS %) ~ ~ ~ -- i ~ GROUNDWATER INFORMATION: ~ ~u ~ ~ Seepage observed at 18'. Water at 21' at completion. w ol__to- o o,,, ~ ~ ~zO~ o~ z ~ - DESCRIPTION OF STRATUM c~ _~ ~.¢:~'~ E ~© LL PL PI - -- ~1~ r---0'~ Reddish tan sandy clay - with calcareous nodules - IP:2. 6 ~,~ l ~t~ J Dark brown and gray clay - with gravel 81 ~t'rl IP=2.5 20 51 21 30 - with calcareous nodules 10! ~l~~--2's Dark brown clay - with calcareous nodules 12 ~p= 14: ; 2.5 16' 18 k-7 ~.~ Brown and gray clay 20 ~/,~P= 2.0 29 94 2.8 2.3 - with calcareous nodules 2~ I I B.H. at25,0' 28 3o N - STANDARD PENETRATION TEST RESISTANCE REMARKS: T - TXDOT CONE PENETRATION RESISTANCE P - POCKET PENETROMETER RESISTANCE R - PERCENTAGE OF ROCK CORE RECOVERY RQD - ROCK QUALITY DESIGNATION LOG OF BORING PROJECT: ST. JOSEPH'S VILLAGE BORING NO. B-25 Sandy Lake Road PROJECT NO. 940151 1 6 Coppell, Texas DATE 4-7-O1 CLIENT: Aguirre Corporation SURFACE ELEVATION Dallas, Texas PAGE 1 of 1 FIELD DATA I LABORATORY DATA DRILLING METHOD(S): ATTERBERG Continuous Flight Auger ~ LIMITS (%) .~ _ - ,,,× ~, A ~-'" GROUNDWATER INFORMATION: ~ ~ ~ "' ~ ~ No seepage observed. Dry at completion. ~ ~ ~ O~" ~ ~ ~ Z ~ o - ~ ~ m ~N~ ~ ~ LL PL PI ~ u~ ~ ~ ~ DESCRIPTION OF STRATUM ~P=2.0 Reddish tan and dark brown sandy clay ~P=1.5 - with gravel 2 ~V~p=l.5 - with sand pockets and seams - with calcareous nodules ~P= 1.0 (FILL) lo ~IP=2.5 ~3 ~3 18 25 I~ Dark brown clay - with calcareous nodules 121 14 ~ P=1.5 29 94 2.3 2.6 Brown and ~ra~ cla~ 20 ~2.0 - with calcareous B.~. at 20.0' 22 24 2~ 28 30 N - STANDARD PENETRATION TEST RESISTANCE REMARKS: T - TXDOT CONE PENETRATION RESISTANCE P - POCKET PENETROMETER RESISTANCE R - PERCENTAGE OF ROCK CORE RECOVERY RQD - ROCK QUALITY DESIGNATION .. KEY TO SOIL SYMBOLS FOR LOC OF BORINC KEY TO SOIL CONSISTENCY NO. OF BLOWS, N RELATIVE DENSITY PARTICAL SIZE IDENTIFICATION 0-4 Very loose BOULDERS: Greater than 300 mm 5-10 Loose COBBLES: 75 mm fo 300 mm 11-,50 Medlum Dense GRAVEL: Coarse: l g.O mm fo 75 mm 31-50 Dense Fine: 4.75 mm fo lg.o mm OVER 50 Very Dense SANDS: Coarse: 2.00 mm fo 4.75 mm Medium: 0.425 mm fo 2.00 mm Fine: 0.075 mm to 0.425 mm SILTS & CLAYS; Less than 0.075 mm CLASSIFICATION COMPRESSIVE STRENGTH, pst HAND PENETROMETER, fsf Very Soft Less than - 500 <0.25 Soft 500 - 1000 0.25 - 0.5 Firm 1000 - 2000 0.5 - 1.0 Stiff 2000 - 4000 1.0 - 2.0 Very Stiff 4000 - 8000 2.0 - 4.0 Hard More than - 8000 >4.0 KEY TO DRILLING SYMBOLS I Undisturbed Sample ~ Disturbed Orab Sample Split Spoon Sample/ Texas Hwy. Dept. PenefrationTesf ~ Water Level af Time _-:- of Drilling Core Run · Final Wafer Level KEY TO SOIL CLASSIFICATIONS ~ ~ OH-High plastlc,~7 ~ FILL organic SILTS SC-Clayey SANDS and CLAYS ~ CH-Hlgh plnsticlfy ~]~ ME-Low plasticity ~ GP-Poorly graded CLAYS or shaley CLAYS Inorganic SILTS GRAVELS & very fine SANDS GW-Well graded GRAVELS silty CLAYS inorganic SILTS GM-S~Ify GRAVELS CE-Low plasticity ~ SM-SII~ SANDS sandy CLAYS SHALE OL-Low plasticity SANDS organic SILTS SW-Well graded LIMESTONE and CLAYS SANDS SUMMARY OF SWELL TESTS 4 7-8 20.5 750 22.7 0.1 12 9-10 24.9 1,000 26.1 -- 18 4-5 16.4 500 18.5 1.2 24 7-8 21.9 750 23.5 0.4 HBC Report No. 94015116 April, 2001 HBC ENGINEERING