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Minyards Freeeport Xing-SY071005 PROJECT NO. 14403 REPORT NO.2 OCTOBER, 2007 R e:: e: Cl E n C3 -J r1 E E I~ J n G GFlClLJP GEOTECHNICAL INVESTIGATION PROPOSED OFFICE/\V AREHOUSES BETHEL ROAD AND FREEPORT PARKWAY COPPELL, TEXAS Presented To: KTR CAPITAL PARTNERS CONSHOHOCKEN,PENNSYL VANIA -~~~-~Eo~::I~~:2ml~~: ~ ~ :- ENVIRONMENTAL CONSULTANTS October 31,2007 Project No. 14403 Report No.2 KTR Capital Partners 300 BaIT Harbor Olive, Suite 150 Conshohocken, Pennsylvania 19428 ATTN: Mr. Don Chase GEOTECHNICAL INVESTIGATION PROPOSED OFFICE/W AREHOUSES BETHEL ROAD AND FREEPORT PARKWAY COPPELL, TEXAS Gentlemen: Transmitted herewith are copies of the referenced repOlt. Should you have any questions concerning our findings or if you desire additional information, do not hesitate to call. Sincerely, ~""''..~ REED ENGINEERING GROUP, ~~'~!:'~~~'" ~- B r.<o:<.*..::~~~: J:""'J10 7 KUiida-.--~~-- UMAR PIII)I :;II d K ~-d Ph D P E'" .. .... .... ... .... · u~ . -';411 ey, ..,.. ~ · '82862 .. ProJ ngt ~ ~" "~/(\ &~~..~ " ~8."t"~N...~~~ -~~~~:,!--..,. Ronald F. Reed, P.E. h~~:;' ", df't, Principal Engineer {.;. ~.:, .,.. ....... ::.~. \ KKP/RFRlapv t. ~~N~~Rf:.~~~~~5~: l ~,..o'" ( 48174 r\).' .:{t;} copies submitted: (4) '.~O~:~;N~~~~o/ \\\,$IONA\. ~:_-- ""..............- 2424 STUTZ DRIVE. SUITE '100 DAllAS. TX 75235 tel 214.350.5600 fal< 214.350.0019 GEOTECHNICAl. ENGINEERING ENVIRONMENTAl. CONSULTING CONSTRUCTION MATERIALS TESTING www.reed-engineering.com FlEEI:J ErlGlnEERlnt3 GRCJl...JP TABLE OF CONTENTS PAGE JNl'RODUCTION...... ..... .... ..... ..... ... ..... .... ................. ... ............ ..... ............. . .......1. Project Description... ..... ...... ........... ..... ....... ........ .... ......... .... ...... ...... ... ...... 1. Authorization..... '" . .. . ..... ...... .. .. . .. .... ..... .. ..... ..... ... .... ........ . .... . ... ........ ... ...... 1 Purpose and Scope.................................................................................... 1. FIELD ANn LABORATORY INVESTIGATIONS.......................................... 2 General... . ......... ....... ..... . .. ... ..... ....... .. ... .... .. ..... . .. . ... ... ...... . ... . ... . ... .......... ....2 Field In vestiga tion. .. . .. .. . .. . .. .. . .. ... .. .. .. ... .... . ...... . .. . . .. ........ .. ... . ... .... ...... ... ..... 2 La bora tory Testing... ... .. . ., ... ............ ., ... .. .. .. ... ... ... ... ....... ... . ... ....... ...... ....... 3 GENERAL SITE CONDITIONS........................... ........ ........................... ..........4 Geology.. ... ..... ... . .... ..... .. . .. . .. . .. ... .... ..... .. ..... ... ....... ... .......... . .... ... . ... .. ........... 4 Stratigraphy. . . . .. .. . . . . . .. . . . . . . . .. . . . . ... ... .. .. . ... ... . .. .... ... .. .. . . .. ... . .. . . . .. . .. . .. . . . . .... . .. .. . 5 Ground \Vater.......................................................................................... 5 Texas Health ~lI1d Safety Code and TCEQ COlllment............................. 6 Seismic Site Classification..... ... .... ........ .... ... ... ............ ........ ......... .... .... .... 6 ANALYSIS AND RECOMMENDATIONS.. ............................ ........ ............ ..... 7 Potential Vertical Movements....... ................................. ..........................7 Foundation Design............. .................. ......................... ........ ....... ........ ..... 8 Grade Beams/Tilt- \V all Panels................................................................. 10 Floor Slabs.. ... ..... ...... ..... ... ... ..... ......... ..... ..... ............... ....... ........ ........ ....... 10 Retainin g Walls.... .. . .. ... ... .... .... .. . ... ... ... . .... .. .. ... .. . . .. . ...... .... ... ... .. .. . .. . .. . .. ..... 1 8 Earthwork................................................................................................. 20 Pavement..... .... .... ........ ...... ... ... ..... ....... ......... ... ... ...... .... ... ..... .., ... ... ... ...... ... 22 Construction Observation and Testing Frequency................. ....... ......... 26 - I - AE:SP SnGlnt'iOERlnG GAOLJP TABLE OF CONTENTS (Continued) ILLUSTRATIONS PLATE PLAN OF BORINGS. ................ ........................ ...................... ....... .......... ..... ......1 BORING LOGS............................................................................................... ... 2-2 I KEYS TO TERlVIS AND SYMBOLS USED...................................................... 22&23 LABORATORY TEST RESULTS...................................................................... 24-30 ABSORPTION PRESSURE-S\VELL TEST RESULTS.................................... 31 SPECIFICATIONS PAGE WATER INJECTION W/"SELECT" FILL CAP.............................................. 1 ,,, A TER INJECTION W/LIME-MODIFIED CAP.............. ................ ..... ........ 1 - II - RISECI Er'GlnE:EFllnG GROUP INTRODUCTION Project Description This report presents the results of a geotechnical investigation performed for the proposed office/warehouse structures to be located at the intersection of Bethel Road and FreepOlt Parkway in Coppell, Texas. The general orientations of the buildings are shown on the Plan of Borings, Plate 1 of the report lllustrations. The project consists of construction of four new office/warehouses at the fOlmer Minyard's facility in Coppell, Texas. The buildings (designated Buildings A, B, C, and D) are anticipated to have footprints varying f1'om 90,000 square feet to 136,000 square feet. Tilt-wall construction coupled with ground-supported floor slabs is anticipated. The proposed finished floor elevations vary fi'om Elev. 523.7 to Elev. 526. O. Site paving for parking and drives is included in the project. A detention pond is proposed nOlth of the Building A. Authoriz.'ltion This investigation was authorized by Mr. Mathew Taylor of KTR Capital Partners by signature of our Proposal No.7-51 on July 17,2007. Purpose and Scope The purpose of this investigation has been to evaluate the general subsurface conditions and provide recommendations for: · design of the foundation system; . floor slab; · below-grade and retaining walls; Project No. 14403/RepOlt No.2 - 1 - October 31, 2007 REEO EnGInEERInG GROUP' . pavement subgrade; and . site preparation and earthwork compaction criteria. The investigation has included drilling sample borings, perfomling 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 repOlt for other than the intended purpose do so at their own risk. FIELD AND LABORATORY INVESTIGATIONS General The field and laboratory investigations have been conducted in accordance with applicable standards and procedures set fOlth in the 2007 Annual Book of ASTM 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 by a total of 20 sample borings drilled to depths of 15-1/2 to 25-1/2 feet. Borings B-1 through B-6 were drilled in April 2007 in conjunction with preliminary geotechnical investigation of the site. Borings B-7 through B-20 were drilled in October 2007 to complete the final geotechnical investigation of the site. The locations of the borings are shown on Plate I of the report Illustrations. Project No. 14403/Report No.2 -2- October 31,2007 REED C:rlGlrlEE:AlnG GRCJLJP Borings were advanced between sampling intervals by means of a truck-mounted drilling rig equipped with continuous flight augers. Samples of cohesive soils were obtained with 3-inch diameter Shelby tubes (ASTM D ] 587). Cohesionless soils (sands and gravels) were sampled in conjunction with the Standard Penetration test (SPT) (ASTM D 1586). Delayed water level observations were made in the open boreholes to evaluate ground water conditions. BOlings were backfilled at completion offield operations. Sample depth, description of materials, field tests, water conditions and soil classification [Unified Soil Classification System (USeS), ASTM D 2488) are presented on the Boring Logs, Plates 2 through 21. Keys to terms and symbols used on the logs are included as Plates 22 and 23. Grade elevations shown on the boring logs are based on the topographic information shown on the site plan provided, interpolated to the nearest foot. Laboratory Testing All samples were retumed to the laboratory and visually logged in accordance with the uses. The consistency of cohesive soils was evaluated by means of a pocket penetrometer. Results of the pocket penetrometer readings are presented on the bOling logs. Laboratory tests were performed to evaluate index propel1ies, confirm visual classification and evaluate the undrained shear strength of selected samples. Tests and ASTM designations are provided in Table 1. Project No. 14403/RepOlt No.2 - 3 - October 31, 2007 Re:EO ErlGlr...,r=:ERIIlG GROUP TABLE 1. TESTS CONDUCTED AND ASTM DESIGNATIONS Type of Test ASTM Designation Atterberg Limits D 4318 Moisture Content D 2216 Partial Gradation D 1140 Soil Suction D 5298 Unconfined Compression (Soil) 02166 The results of these tests are summarized on Plates 24 through 30. The expansive characteristics of the upper soils were also evaluated by means of an absorption pressure-swell test conducted in accordance with general procedures discussed by Johnson and Snethen I. Results of the swell test are presented graphically on Plate 31. GENERAL SITE CONDITIONS Geology The site is located within tel1'aced 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. Project No. I 4403/RepOIt No.2 -4- October 31, 2007 ~E:ED EnGlr~.e:ERlr"1r.:; GROl-IF> Stratigraphy Subsurface conditions encountered in the borings consisted of fin and alluvial soils encountered through the termination depths of the borings. Where encountered, the fill consisted of dark brown to brown sandy clay and was encountered to depths of 1-1/2 to 4 feet below surface grades. The alluvial soils consisted of dark brown to brown, grading with depth to yellowish-brown, light gray, and pale brown, high to moderate plasticity (CH to CL) clays and sandy clays grading to clayey sand, and fine sand below depths of 12 to 23 feet. The consistency of the clayey sand and sand varies ii-om medium dense to velY dense. All borings except Boring B-12 were telminated within the clayey sand to sand strata (alluvial soils) at depths of 15-1/2 to 25-1/2 feet. In Boring B-12, severely weathered shale was encountered at a depth of24 feet and extended through the termination depth of the boring. Ground 'Vater During the field investigation conducted in April 2007, ground water seepage was encountered at depths of 18 to 22 feet during drilling. Based on post-drilling observations, ground water was present at depths of 18 to 20 feet in April 2007. During the present investigation (October 2007), ground water seepage was encountered at depths of 14 to 23-112 feet. Post-drilling observations indicated presence of ground water at depths of 19 to 20 feet below surface grades. The ground water is perched above the relatively impelmeable, unweathered shale within the 1 Johnson, L.D., & Sncthcn, D.R. (1978). "Prediction of Potential Heave of Swelling SoiL" Geotechnical Testing Journal, ASTM 1 (3), 117-124. Project No. 1 4403/RepOlt No.2 - 5 - October 31, 2007 REED E:r1GlnSERlrtC-5 GRCJLJP overlying alluvial soils. The quantity of, and depth to the ground water, will fluctuate with variation in seasonal and annual rainfall. However, based on experience, ground water is anticipated throughout the year. Texas Health and Safety Code and TCEQ Comment Pursuant to the Texas Health and Safety Code, Chapter 361, 9361.538 and 30 Texas Administrative Code 330, g330.953, Reed Engineering Group, Ltd. has performed appropriate soil tests as required by these regulations to demonstrate that the subject propeliy does not overlie a closed municipal solid waste landfill. The site observations and subsurface data do not indicate the presence of buried municipal solid waste at this site. Based on these data, development of this site should not require a Development Permit, as described in 9361.532 and **330.95 I -330.963, Subchapter T. Seismic Site Classification The site has been classified with respect to seismic design criteria contained in the 2003 Intemational Building Code (IBC), Section] 615.1.5. 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 1615.1. 1. Project No. 14403/Report No.2 - 6 - October 31,2007 FlEEO E"GII,E:E:F""lr~'G GRDLJP ANALYSIS AND RECOMMENDATIONS Potential Vertical Movements Potential Vertical Movements (PVM) were evaluated using an empirkal procedure developed by McDowe1l2 and modified by the Texas Depmtment of Transportation, TxDOT Test Method 124-EJ 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 three to four inches. Movement w111 be associated with seasonal changes in soil moisture within the upper 8 to 10 feet. 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 time 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. 2 McDowell, C. "The Relation of Laboratory Testing to Design for Pavemenls and Structures on Expansive Soils." Quarterly of the Colorado School of Mines, Volume 54, No. 4, 127~153. 3 "MelllOd for Determining the Potential Vertical Rise, PVR." (1978). Texas Department ofTransporlation, Test Method Tex-124-E. Project No. 14403/RepOlt No.2 - 7 - October 31, 2007 REED Er,e';lnEEFllnG GROLJP Foundation Design Foundation support for concentrated column loads should be provided by reinforced concrete, underreamed (belled) piers. The piers should be founded at a depth of 18 feet below the respective finished floor elevation, within dark brown to yellowish-brown clay and sandy clay. The piers should be designed for an allowable bearing pressure of 5.0 kips per square foot (ksf) considering dead load only and 7.0 ksf considering total loads, whichever govems. Based on the borings, both ground water and the clayey sand should be well below the recommended foundation depths. However, if the clayey sand stratum is encountered above the specified founding depth, the bottom of the pier should be raised to reduce the potential for collapse of the bell. Piers propOltioned in accordance with the allowable bearing value will have a minimum factor of safety of three considering a shear or plunging failure. The weight of the pier concrete below final grade may be neglected in determining foundation loads. Elastic settlement of properly constructed underreamed piers should be limited to approximately 1,Iz inch. Piers will be subjected to uplift associated with swelling within the upper clays. The piers should contain reinforcing steel throughout the pier to resist the tensile uplift forces. Reinforcing requirements may be estimated based on an uplift pressure of 1.2 ksf acting over the top 6 feet of pier surface area. The calculated uplift value is considered a working load. Appropriate factors of safety should be applied in calculating the percent of reinforcement. Project No. 14403/RepOlt No.2 - 8 - October 31,2007 REED EnGlnEEFllnl:i"~ GROLIF" "Mushrooming", or widening of the upper p0l1ion of the pier shaft, will significantly increase the uplift pressure fi'om the upper clays. "Mushrooms" should be removed fi'om the piers prior to backfill operations. Pier caps should not be used with the piers unless a minimum void of 6 inches (factor of safety of 1.5) is created below the p0l1ion of the cap extending beyond the shaft diameter. Uplift resistance for undelTeamed piers will be provided by the weight of the soil overlying the bell and the dead load fi'om the structure. A minimum bell-to-shaft diameter ratio of two to one (2: 1) is recommended to resist uplift associated with swelling of the upper soils. A maximum bell-to-shaft diameter ratio of 3: 1 is recommended to limit possible caving of the bells. Ground water is not anticipated within the founding depths of piers. The use of casing or dewatering of pier excavations should not be required if close coordination of drilling and concrete placement is perfOImed. Pier excavations should be dry and fi-ee of deleterious materials prior to concrete placement. In no case should the pier shaft excavation remain open for more than four hours prior to concrete placement. Continuous observation of the pIer construction by a representative of this office is recommended. Observation is recommended to confirm the bearing stratum and that the excavation is dry prior to placement of concrete. Project No. 14403/Report No.2 - 9 - October 31, 2007 REED Er,Glr"lEE:Rlr-1G GROUP Grade Beams/Tilt-Wall Panels Grade beams or tilt~wal1 panels should be constructed with a minimum void of 6-inch (Factor of Safety of approximately 1.5) beneath them. A void is recommended to limit potential foundation movements associated with swelling of the underlying soils. The void can be created below grade beams by use of wax-impregnated cardboard forms or beneath tilt panels by over-excavating the required void space prior to panel erection. Retainer boards along the outside of the grade beam or tilt-wall panel will not be necessary. Grade beams should be double-formed. Earth-forming of beams below ground IS not recommended because of the inability to control the beam excavation width. Fill on the outside of perimeter grade beams and/or tilt walls should be placed in a controlled manner. Backfill should consist of site-excavated clays, or equal, placed and compacted in accordance with the Earthwork section. Ifbedding soils must be used adjacent to the perimeter of the building, the clay/bedding soil interface should be sloped to drain away from the building. Compaction criteria are included in the Earthwork section. Floor Slabs A number of factors affect the perfOlmance of the floor slab, to include traffic and wheel loads, quality of the concrete, joint treatment and condition of the subgrade. The two factors, which affect the condition of the subgrade, are related to post-construction movement and strength of the subgrade. The following sections address the potential for movement and altematives to reduce the potential and/or probability of the movement occUlTing. The strength of the subgrade is addressed in the Modulus of Subgrade Reaction subsection. Project No. 14403/Report No.2 - 10 - October 31, 2007 REEO ErlGlrJEERlrJG GF"DUP Potential movements associated with heave fi'om a dry condition to a moist condition are estimated to be on the order of three to four inches, dependent upon location. Additional movement is possible if the clays become saturated, such as can happen from utility leaks and excessive ponding adjacent to the perimeter walls. Use of ground-suPPOlted floors is feasible, provided the risk of some post-construction floor movement is acceptable. The potential movement can be reduced by proper implementation (i.e., construction) of remedial earthwork recommended in the following paragraphs. The risk of the potential movement occurring can be reduced by implementation of positive grading of surface water away from the building and backfilling immediately adjacent to the structure with on-site clays. The most economical way of limiting the potential for post-construction floor movement, and the most positive fi'om a design perspective, is to reduce the potential for heave-related movement prior to construction of the floor. This can be accomplished by either: . mechanically excavating the upper expansive soils, mixing the soils with water, then recompacting the excavated soils at an elevated moisture in controlled lifts, or . preswclling via multiple passes of water pressure injection. At completion of either the injection process or excavation and recompaction process, a surface seal will be required to maintain the desired moisture. Two types of surface seals can be provided: Project No. 14403/Report No.2 - 11 - October 31, 2007 RE:ED E:n5InEE:r~lnG GROl._IP . a minimum of 12 inches of "select" fill; or . lime stabilization of the top 6 inches of soil with a minimum of six percent hydrated lime at completion of reworking or injection. Considering the proposed finished floor elevations, approximately 6 to 1 0 feet of fill will be required to achieve finished subgrade elevation. The type of impOlied material used below the building pad will influence the method of subgrade modification to be implemented subsequently. If preswelling via water pressure injection is desired, it is recommended that the imported fill used below the building pad consist of clay and sandy clay. Use of gravelly material or crushed rock below the building pad will render the subsequent water pressure injection operation infeasible. However, if mechanical preswelling (excavation and recompaction) is desired, impOlied fill used below the building can vary from approved common and "select" fills to crushed rock. The extent of soil remedial measure required depends upon the nature of existing soils and amount of cut and fill required to achieve the various finished floor elevations. The recommended depths of subgrade modification below the finished floor elevation at each building pad are presented on Table 2. Project No. 1 4403/Report No.2 - 12 - Octo ber 3 1, 2007 REED e:rlGlnEERlrU3 GROUP TABLE 2. Approximate Subgrade Existing Grade Modification Building Finished Boring Elevations Elevation Designation Floor Nos. (feet) (feet) A 524.2 8-3, 8-4, and 8-14 513 to 518 512.0 through 8-16 8 526.0 8-5, 8-7, 8-11 516 to 519 514.0 C 526.0 8-8 through 8-10, 517 to 521 514.0 8.12.8-13 D 523.7 8-2. 8-17 through 518 to 521 512.0 8-19 The specific recommendations and general procedures for each of the alternatives are presented in the following subsections. Recommendations are based 011 proposed finished floors indicated on the site plan provided and presented in Table 2 above. The recommendat.ions should be reviewed if finished floor is revised by more than one foot. Recommendations relevant to both alternatives are presented ill the Other Considerations subsection foHowing the Alternative discussions. Pressure Injection Alternative - This option consists of perfonning cut and fill balance followed by injection, then providing a surface seal. The perfonnance of an injected subgrade is dependent upon the quality of the workmanship. Therefore, water pressure injection is not recommended unless a representative of this office is present full-time to observe all injection operations. Project No. I 4403/Report No.2 - 13 - October 31,2007 REECl EnGlnEERlr,G GFlOUP Procedures consist of the following. 1. Strip vegetation and dispose of the organic materials in accordance with the project specifications. 2. Cut and fill balance with on-site soils to within 12 inches of finished subgrade or to subgrade if the lime-stabilized option wili be used to cap the pad. 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 impOlted fill for use below the building should consist of approved common fill and "select" soils. Balance on-site soils to provide a unifonTI thickness of impOlted filL 3. Preswell the upper clays via pressure injection with water. Perfonn injections to depths specified in Table 2. Guideline specifications for performance ofthe injection process are included in the repOlt Specifications. 4. Place and compact the surface moisture barrier, consisting of either: . 12 inches of "select" fill; or . stabilize the top 6 inches of injected soil with a minimum of Q percent hydrated lime The actual number of injection passes required will be dependent upon the soil moisture conditions at the time of construction. For estimating purposes, and considering dry conditions at the time of construction, a minimum of three injection passes should be anticipated. Placement recommendations for 'lselectl1 fill are included in the Earthwork section. Lime stabilization should be conducted in accordance with the Texas Depaltment of Transportation (TxDOT) "Standard Specifications for Construction of Highways, Streets and Bridgesl" 2004 Edition, Item 260. Lime-stabilized soils should be compacted to a minimum of 95 percent of Standard Proctor density, ASTM D 698. Project No. 14403/RepOlt No.2 - 14- October 31, 2007 REED ErlGlr,EERlr'1G GROUP Injections should be extended a minimum of five feet beyond the general building lines. The injection should be increased to the curb line at the front of the store at entrances to limit the potential for differential movement between the structure and sidewalks or entrance pavement. Excavation and Recompaction Alternative - An altemative method of pre-wetting the upper soils to reduce the potential for post-construction swell consists of excavation of the upper soils, mechanically mixing the soil with water, then recompaction of the excavated soil in controlled lifts. General procedures are as follows. 1. Strip vegetation and dispose of the organic materials in accordance with the project specifications. 2. Excavate to respective elevations specified in Table 2 above. Excavation depths of two to six feet below existing grades are anticipated. 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 to within 12 inches of finished subgrade or to subgrade if the hme-stabilized option will be used to cap the pad. Place and compact soils in accordance with recommendations in the Earth work section. . Note: If insufficient on-site fill exists to achieve the proposed subgrade, all imported fill for use below the building should consist of approved common fill or "select" soils. Balance on-site soils to provide a uniform thickness of imported soils or "select." 5. Place and compact the sUlface moisture batTier, consisting of either: . 12 inches of "select" fill; or . stabilize the top 6 inches of injected soil with a minimum of Q percent hydrated lime Project No. 14403/Report No.2 - 15 - October 31, 2007 REED EnGinEERinG GROL..JP Placement recommendations for "select" fill are included in the Earthwork section. Lime stabilization should be conducted in accordance with TxDOT "Standard Specifications for Construction of Highways, Streets and Bridges," 2004 Edition, Item 260. Lime-stabilized soils should be compacted to a minimum of 95 percent of Standard Proctor density, ASTM D 698. Other Considerations - The "select" fill or lime-stabilized clay caps should be placed within approximately seven working days following completion of either the injection process or the excavation and recompaction operations to limit moisture loss. Carefhl consideration should be gIven to the actual area treated with either of the two alternatives to reduce movement. The potential for post-construction heave will be reduced in the treated areas; however, areas left untreated will result in differential movement. In general, it is recommended the treated area extend to the curb line at the fi'ont entrance and beyond the building at other entrances a minimum of five feet to reduce the potential for differential movement among the building, the sidewalk and entrance pavement or in areas where site paving is relatively flat because of drainage or ADA considerations. Potential floor movements associated with heave, considering a properly preswel1ed or reworked subgrade, are anticipated to be on the order of Yz to 1 inch. Positive drainage of water away fi'om the structure must be provided and maintained after construction. Architectural detailing of interior finishes should allow for approximately Yz to 1 inch of differential floor movement. Project No. 14403/Report No.2 - 16 - October 3 1, 2007 REED Er,GlrlEERlr-,G GROUP A minimum ] O-mil thick polyethylene sheet is recommended below the floor to limit migration of moisture through the slab fi'om the underlying soils. This is of particular importance below sections of the floor covered with carpeting, paint or tile. Penetrations and lapped joints should be sealed with a waterproof tape. Modulus of Sub grade Reaction - The preceding sections discussed altematives to reduce the potential and or probability of post-construction floor movement. Two altematives were provided to seal the moisture into the subgrade to reduce construction-related moisture loss. The alternatives included lime stabilization of approximately 6 inches of clay and placement of 12 inches of "select" fill. Considering either of these two options, it is recommended the floor slab be designed using a modulus of subgrade reaction, k, of 150 pounds per cubic inch (pci). This value is applicable considering placement of a minimum of 12 inches of "select" fill or lime stabilization of 6 inches of subgrade with a minimum of 6 percent hydrated lime over the prepared subgrade. To achieve the recommended modulus, compaction of the "select" fill and lime-stabilized clay to the specified density wiII be required. Materials disturbed by the construction equipment immediately prior to placement of the concrete will reduce the allowable modulus. Various altematives are available to increase the effective modulus of subgrade reaction. One alternative consists of stabilization of the top six inches of "select" fill with a minimum of six percent cement. Another alternative consists of placement and compaction of a minimum of 5 Project No. 14403/Report No.2 - 17 - Octo ber 3 1, 2007 REED Er,GlnEE:FllnG GRDLIP inches of crushed concrete or flexible base (TxDOT Item 248, Type A, Grade 2 or better) on top of compacted "select" fill or lime-stabilized clay. Either of the two alternatives would increase the k value to approximately 200 pci. Other combinations to increase the allowable modulus are feasible and will be addressed if desired. Retaining Walls Lateral emth pressures against retaining walls will be a function of the backfill within the "active zone" of eaIth pressure. The "active zone" can be estimated as an included angle of 350 from the vettical, extended upward fi'om the base of the wall. Considering backfill using site-excavated materials, lateral earth pressures can be estimated based on an equivalent fluid pressure of 65 pounds per cubic foot (pcf) for active conditions, or 80 pcf for at-rest conditions. Altematively, impotted "select" fill may be used as backfill in the active zone. Considering "select" fill, lateral eatth pressures can be estimated based on an equivalent fluid pressure of 35 pcf, active conditions, or 50 pcf at-rest conditions. Rotation, or lateral movement on the top of the wall, equal to 0.02 times the height of the wall will be necessary for on-site soil backfill for the "active" condition. Lateral movement of the top of the wall equal to 0.001 times the height of the wall will be necessaty for the "active" pressure condition for "select" fill backfill. Project No. 14403/Repott No.2 - 18 - October 3],2007 RE:EO ErlGlnEERIr-lG GRClI..JF' The lateral eaIth pressures are applicable for horizontal surface grades and non-surcharged, drained conditions. A drainage system should be installed behind the base of the retaining walls to limit development of excess hydrostatic pressures. The drainage system should consist, as a minimum) of ] 2-inch by 12-inch pocket drains spaced 15 feet on-center, installed near the base of the wall. Fill in the pocket drains should consist of durable crushed stone such as ASTM C 33, Size 67 or coarser, wrapped in filter fabric (ADS 600 or equivalent). Backfill around the gravel drain should consist of site-excavated soils or "select" fill. A compacted clay cap is recommended within the upper two feet of the surface to limit surface-water infiltration behind the walls. Retaining walls may be founded on spread or continuous footings placed a minimum of 18 inches into undisturbed, on-site soils or compacted and tested fill. Footings should be proportioned for a maximum bearing pressure of 3,000 pounds per square foot (pst). Movement of the footings and walls should be anticipated. Softer, flexible walls are recommended. Solid concrete walls should be battered into the soil to limit outward rotational movement caused by differential footing movement. Passive resistance to lateral movement can be estimated based on an equivalent fluid pressure of 550 pcf for on-site materials. This value is applicable for footings founded on undisturbed, 011- site soils or compacted and tested fill. In addition to passive resistance, a coefficient of friction between the base of the footing and the underlying soil equal to 0.35 may be used. The lateral ealth pressure values do not incorporate specific factors of safety. If applicable, factors of safety should be integrated into the structural design of the wall. Project No I 4403/Report No.2 - 19- October 3] , 2007 REED EnGI,'lEERIr1G GROLIF' Any earth slope greater than eight feet in height should be evaluated for global stability. This also applies to slopes combined with retaining walls that have a combined height in excess of eight feet. Global stability analysis was not within the scope of the present investigation. This office can assist in the analysis if desired. All constructed slopes should be vegetated as soon as possible, Use of erosion control fabric is recommended during vegetation of the slopes. The recommendations above are applicable for retaining walls that are not subject to inundation by water. Modification of the recommendations may be necessary for wet applications (such as detention ponds, water features and along creek beds). This office should be provided with grading plans and wall layouts to review for any necessary modifications to the recommendations for wet applications. Earthwork All vegetation and topsoil containing organic material should be cleared and grubbed at the beginning of em1hwork construction, Areas of the site that will underlie fill or within the building should be scarified to a depth of 6 inches and recompacted to a minimum of 92 percent and a maximum of 98 percent of the maximum density, as determined by ASTM D 698, "Standard Proctor". The moisture content should range from +2 to +5 percentage points above optimum. Site-excavated soils should be placed in maximum eight-inch loose lifts and compacted to the moisture and density requirements outlined above. The soils should be unifOImly blended with water to achieve the required moisture content. Project No, 14403/Rep0I1 No.2 - 20- October 31, 2007 REED enGinEERinG GRClUF> 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. Areas where compaction utilizing hand-held equipment will be required, such as for site utilities and perimeter "leave-out strips" (tilt-wall construction), should be compacted to a density of between 95 and 98 percent of Standard Proctor, at a moisture content of between + I to +5 percentage points above optimum. Proper backfilling around the building perimeter will reduce the potential for water seepage beneath the structures. Fill against the perimeter of the foundation should consist of site- excavated clays, or equal, placed and compacted in accordance with the recommendations outlined above. "Select" fill is defined a<; uniformly blended clayey sand with a Plasticity Index (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. The "select" fill should be placed within approximately seven working days over the injected or reworked subgrade to limit moisture loss within the underlying soils. Project No. ] 4403/Report No.2 - 21 - October 3 1, 2007 RSEO EnCSlnEERlr'G GFlClLJP Pavement The specific pavement section will be dependent upon: 1. traffic loads and fi-equency; 2. pavement type and strength; 3. desired pavement life and ending condition; and 4. strength and condition of the subgrade. Information regarding the specific traffic loads and fi'equency is not available. Therefore, analysis was perfotmed for a range of traffic conditions, and design thickness versus traffic load diagrams were developed. The pavement type has been identified as concrete. Analysis was perfoll11ed for both 3,000 pounds per square inch (psi) and 4,000-psi compressive strength concrete. Based on correlations between compressive strength and flexural strength and incorporating a factor of safety of 1.33, an allowable working stress of 370 and 425 psi was used for the 3,000- and 4,OOO-psi concrete, respectively. Control of the water-cement ratio at the design value during placement and use of quality construction will be necessary to achieve the required flexural strength. A 20-year life was used for the analysis. Total pavement ljfe was based on a six-day week. Analysis was perfotmed in accordance with procedures developed by the American Association of State Highway and Transp0l1ation Officials (AASHTO). Project No. 1 4403/Rep0l1 NO.2 - 22- October 31,2007 REED e::r'Glr-'E:ERtr'G GROUP The upper surface soils consist of CH clays. When these soils are moist, they are relatively soft. For purposes of pavement analysis, the subgrade was assumed to be recompacted in accordance with the density and moisture recommendations in the Ealthwork section and in a moist condition. An effective modulus of subgrade reaction, k, of 100 pci was used for the analysis. The effective k value of the subgrade can be increased to 175 pei by stabilization ofthe upper 6 inches with a minimum of 6 percent hydrated lime. Lime should be placed and compacted in accordance with Item 260 of the CUlTent edition of TxDOT "Standard Specifications for Construction of Highways, Street and Bridges." The lime-stabilized subgrade should be compacted to a minimum of 100 percent of ASTM D 698 density (Standard Proctor). Generally, it is more cost-effective to increase the pavement thickness and construct over a non- lime stabilized subgrade. However, stabilization does provide an all-weather working platform for the contractor, and this may be beneficial from a construction perspective, especially if construction will occur during the wetter patt of the year. Stabilization is also recommended if the traffic speed exceeds 30 miles per hour (mph). Considering the above discussion, analysis was made for both unlimited repetitions of cars and light trucks and for multiple repetitions of loaded tractor trailers. Analysis indicates a pavement thickness of 4.5 inches of 3,OOO-psi concrete will be adequate for car and light truck traffic. A minimum five-inch section over a scarified and recompacted subgrade is recommended. Project No. 14403/Report No.2 - 23 - October 31, 2007 REED ErlGilrlEERlrlG GRClLJP Pavements subject to multiple repetitions of tractor-trailer traffic were analyzed using both 3,000- and 4,OOO-psi concrete. Trailers were assumed to be loaded to the maximum allowable weight, 80 kips, consisting of two sets of tandem axles loaded to 32 kips and one 16-kip axle. Recommended sections for various rates of truck traffic, based on number of repetitions per day for a six-day week, are provided in the following tables. TABLE 3. (K=100 PC I) NUMBER OF TRUCK REPETITIONS VS. PAVEMENT THICKNESS 3,000..PSI COMPRESSIVE STRENGTH Pavement Thickness No. of Repetitions (inches) (per day) 6 (minimum recommended for fire lanes) 9 7 22 8 52 9 110 TABLE 4. (K=100 PCI) NUMBER OF TRUCK REPETITIONS VS. PAVEMENT THICKNESS 4,OOO..PSI COMPRESSIVE STRENGTH Pavement Thickness No. of Repetitions (inches) (per day) 6 13 7 33 8 82 9 163 Project No. 14403/Report No.2 - 24- October 31, 2007 REED EnGInEERinG GRDUP Analysis of Tables 3 and 4 indicates an approximate 50 to 80 percent increase in the number of truck repetitions can be obtained by increasing the concrete strength fi'om 3,000 psi to 4,000 psi. An increase of 100 to 150 percent is realized by increasing the thickness of the pavement by 1 inch. Although not provided herein, analysis of the allowable repetitions was also performed considering a stabilized subgrade. For any given pavement thickness and strength of concrete, an increase in the number of repetitions equal to 20 to 33 percent of the non-stabilized repetitions is realized. Considering the relative costs associated with stabilizing the subgrade, a greater increase in repetitions (i.e., pavement life) is realized by increasing the pavement thickness or strength versus stabilization of the subgrade. Pavements should be lightly reinforced if shrinkage crack control is desired. Reinforcing for 5- and 6-inch pavements should consist of the equivalent of #3 bars (metric # 1 0) at 18 inches on- center. Pavement sections should be saw cut at an approximate spacing in feet of 2.5 to 3 times the pavement thickness expressed in inches, not to exceed a maximum spacing of 20 feet. (For example, a S-inch pavement should be saw cut in approximate 12.5- to IS-foot squares.) The actual joint pattern should be carefully designed to avoid irregular shapes. Recommended jointing techniques are discussed in detail in "Guide for Design and Construction of Concrete Parking Lots," published by the American Concrete Jnstitute4. 4 "Guide for Design and Construction of Concrcte Parking Lots" (1987). Amcrican Concrete Institute, Publication MSP 34, Silver Spring, MD. Project No. 14403/Rep0l1 No.2 - 25 - October 31, 2007 REED Er,CSlr-lI=:E:Rlr'G GROUP The above sections are based on the stated analysis and traffic conditions. Additional thickness or subgrade stabilization may be required to meet the City of Coppell development code. 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. Observation: . FilI placement and compaction. . Pressure-injection operations. . Pier construction and concrete placement. Testing: . Earthwork . One test per 5,000 square feet per lift within fills below the building. . One test per 10,000 square feet per lift within fills in the paving area. . One test per 150 linear feet per lift in utility and grade beam backfill. . One test per 100 linear feet per lift in retaining wall backfill. . Post-injection borings, one boring per 10,000 square feet of injected area. The purpose of the recommended observation and testing is to confirm the proper foundation bearing stratum and the eatthwork and building pad construction procedures. Project No. 14403/RepOlt No.2 - 26- October 31,2007 ~ -- Project No. 14403 Date: 04-24-07 UJ CORE I..... 2: ~ (J) 1-0 UJ I- QJ 0... CD ....J a... QJ .....~ a... U 0 w- E; >- ~ 0 ~ (J) (J) UJ CI a: a: CJ Cl"! Cl"! 0- Ba ~ 5- ~ ~ ~T 10- .~ >> 0 ~ ~ ~I 15- ~ ?1f ~ 20- ~X ~- . "'" F.' ::.,', :..'. .:', 25- )X 30- 35- BORING LOG B-1 rF!F!d F!nglneering GROUP Proposed Office/Warehouses Bethel Road and Freeport Parkway Coppell, Texas DESCRIPTION OF STRA T A SANDY CLA Y, br own & dar k br own, har d to stiff, w/trace of fine gravel & sandstone fragments (Fill) (CL) SANOY CLA Y, dark brown, very stiff (CH) SANOY CLAY, light gray, very stiff, w/trace of iron stains (CLl SANDY CLAY, light gray & yellowish-brown, very stiff, w/some calcareous nodules & deposits (CLl SANOY CLAY, pale brown, hard (CL) SAND, brown, very dense, w/trace of fine gravel, fine to medium (SP) Total Depth = 25 feet Seepage encountered @ 22' during drilling. Dry @ complelion. Dry & blocked @ 21' @ end of day. Dry (; blocked @ 19-1/2' on 04-25-07. Location: See Plate 1 Pocket Penetrometer Readings Tons Per Sq. Ft. -it Standard Penetration Tests 810wS per Foot - + * 1 2 3 4 4.5-t 4.5++ + to 20 30 40 50 60 o lows = jrFh s - 'g c ee a( e ur ng dr lin , 498 o 310 ws = in h .. PLATE 2 z o ......~ 1-..... <( QJ >~ UJ~ ....J UJ 520 516 512 507.5 502 495 GEOTECHNICAL CONSIJL T ANTS - rF!ed engineering GROUP Proposed Office/Warehouses Project No. 14403 Bethel Road and Freeport Parkway Date: 04-23-07 Cappell, Texas Location: See Plate j ill CORE Pocket Penetrometer Readings z > Ul (f) Tons Per Sq. Ft. -ill 0 I...- ~-1UJ Standard Penetration Tests ......~ a.. 0 ..J l-~ l- Q) ~ co 0- DESCRIPTION OF STRA T A Blows per Foot - + <(Q) a... Q) a:::E: :::E cj 0 >~ w"... u>-<( W c w~ 0 (f) (f) (f) a:: a: -l ill . I 2 3 4 4.5+ 4.5++ W 0 ~ ~ + 10 20 30 40 50 60 0- ~ 518 SANOY CLAY, dark brown, very stiff, ,'i \ w/trace of fine gravel r 1 516,5 ~ (Fill) (CL) ~ CLAY, dark brown, stiff to very stiff, ~, "'\ w/trace of fine sand (CH) r 513.5 5 ~ " ~ CLA Y, dark grayish-brown, hard, w/1ine ......... sand & trace of calcareous nodules ~ (CH) 510 SANOY CLAY, light gray & 10- ~I yellowish-brown, hard, w/some ~ calcareous nodules & deposits (CH) I J ~ 15- waI '0 . . ~:~ 501 I': ':.' SAND. yellowish-brown & pale brown, 'J. ~ ee a e bur ng dr lin . '....' I'; very dense. 1ine (SP) i~ .,:,'. ^ -J \I at r 1 Vf I 0 ~ (4- 4 0 20- :.'. ::...;:,:.': ~ :.: ,.... :,:, ,:,': :.:, ,.... ,,:,,:;: ,': ~:<:' Sp 10 S 494.5 ,f rv SAND, brown, very dense, w/trace of 1 II ir h S ~ 25- \ fine gravel, fine to coarse (SP) r 493 Total Depth = 25 feet 30- Seepage encountered @ 18' during drilling. Bailed to IS' @ completion. Water @ 17' after 6 minutes. Water @ 17' /;; blocked @ 21' @ end of day. Water @ 20' & blocked @ 20-1/2' on 04-24-07. 35- BORING LOG B-2 PLA TE 3 GEOTECHNICAl CONSULTANTS - Project No. 14403 Date: 04-23-07 w CORE > (f) (f) I~ ~ -.J lLJ ~ [J) Q.. 0 -' _ Cl Q.. CL [J) a: ~ ::E U 0 w- u>-<( LU Ci 0 t3 (f) en a: a: 0 ~ ~ 0- ~ ~ ~ ~ ~ ~ r0r 10- ~ ~ 1:':'-:':' :-./: .:; 5 15-: ^ 20- ::: ::~ y - :.:: 25- R 30- 35- BORING LOG B-3 reed engineering GROUP Proposed Office/Warehouses Bethel Road and Freeport Parkway Coppell, Texas DESCRIPTION OF STRATA CLAY, dark brown, stiff to very stiff. w/trace of fine sand (CH) CLAY, dark grayish-brown, hard, w/fine n sand & trace of calcareous nodules I \ (CH) CLA Y, light grayish-brown, hard, w/fine " sand &. calcareous nodules (CH) SANDY CLA Y, light gray & yellowish-brown. very stiff, w/trace of calcareous deposits (CLl SAND, pale brown, dense, fine, w/trace of clay (SP) SAND, brown, dense, fine (SP) SAND, brown, very dense, w/fine to medium (SP) Total Depth = 25-1/2 feet Seepage encountered @ 18-1/2' during drilling. Water @ 18' after 3 minutes. Water @ 18' & blocked @ 18' @ end of day. Water @ 18' & blocked @ 18' on 04-24-07. Location: See Plate I Pocket Penetrometer Readings Tons Per Sq. Ft. -I Standard Penetration Tests Blows per Foot - t . I 2 3 4 4.5+ 4.5++ tK) 20 30 40 50 60 r \ '*-......... .......1"'--- ................ r / / i 1\ \ I \I at r I VI I 011 ( 4 - 4 0 'f,. ~lee a e ur ng dr lin~ \ 1\ 1\ O~ PLA TE 4 GEOTEa-lNICAL CONSULTANTS - z o .....~ ~...., <(:I:: >- w~ -' w 517 514 512.5 509.5 504.5 500 495 491.5 Pro ject No. 14403 Date: 04-23-07 L.LJ CORE > (f) (f) I~ ;:: -J W >-. Q) a.. 0 --' ...... CD a.. Cl... Q) a:::x :x U 0 w- u>-<{ w 0 0 ~ (f) (f) a:: a:: 0 ~ ~ 0- ~ ~ ~ 5- ~ ~ ~ 10- ~rr ~ 7 15- IX : 20- '..; Y ,:.'':', - I'.: !.: f f.: \j 25 30- 35- BORING LOG 8-4 Proposed Office/Warehouses Bethel Road and Freeport Parkway Coppell, Texas reed engineering GROUP Location: See Plate I DESCRIPTION OF STRATA Pocket Penetrometer Readings Tons Per Sq. Ft. -f Standard Penetration Tests Blows per Foot - + . I 2 3 4 4.5+ 4.5++ + 10 20 30 40 50 60 CLA Y, dark brown ~ dark grayish-brown, very stiff, w/trace of fine sand (CH) CLAY, dark grayish-brown, very stiff, 1\ w/some fine sand (CH) CLAY, dark grayish-brown ~ h grayish-brown, hard. w/sand ~ some I \ calcareous nodules (CH) I*- \ r ........f'... ~........ r I SANDY CLA Y. light gray ~ yellowish-brown. hard, w/calcareous nodules ~ deposits (CLl CLA YEY SAND, brown ~ pale brown, dense, fine (SC) SAND, brown. very dense, w/clay & trace of fine gravel, fine to medium (SP) SAND, brown ~ yellowish-brown, very dense, w/trace of fine gravel, fine (SP) 492.5 8 ~ Total Depth = 25-1/2 feet Seepage encountered @ 18-1/2' during drilling. Water @ 18-1/2' after 3 minutes. Water @ 19' & blocked @ 19' @ end of day. Water @ 18-112' & blocked @ 19' on 04-24-07. PLA TE 5 GEOTE(}fNlCAL CONSULTANTS - z o ......~ >-.- <(Q) >~ w~ --' w 516 513 511.5 509 503 497.5 490.5 Project No. 14403 Date: 04-23-07 I..... I- (l) 0... (l) w- o w > en en ~-1LU a.. 0 -' ~ro 0- a::::f::L U U>- <t W ffl en en a: o CORE ~ 0- ~ ~ ~ 5- ~ ~ ~[ 10- ~ ~ /h 15- X .:.. ,..... 20- IX f" :.' r.:C:. I.' :-'. I::,: ~ 25 30- 35- BORING LOG B-5 Proposed Office/Warehouses Bethel Road and Freeport Parkway Coppell, Texas reed engineerIng Gf~:JUP Location: See Plate I o Cl a: ~ DESCRIPTION OF STRATA Pocket Penetrometer Readings Tons Per Sq. Ft. -f Standard Penetration Tests Blows per Foot - + f I 2 3 4 4.5+ 4.5++ +0 20 30 40 50 60 CLAY, dark brown, very stiff to hard, w/some fine sand (CH) CLA Y, yellowish-brown & light gray, hard, w/fine sand & some iron stains (CH) SAND, pale brown, medium dense, fine (SP) SAND, brown & pale brown, very dense, fine (SP) SAND, brown, very dense, w/some fine gravel, fine to coarse (SP) Total Depth = 25-1/2 feet Seepage encountered @ 19-1/2' during drilling. Water @ 20' after 4 minutes. Water @ 22' & blocked @ 22-1/2' @ end of day. Water @ 20' & blocked @ 20-1/2' on 04-24-07. PLA TE 6 GEOTECHNICAL CONSULTANTS - z o .....~ 1-..... <(Q.l >~ w~ -' w 518 511 504.3 498.5 495.5 492.5 Pro iect No. 14403 Date: 04-23-07 w CORE :C_ 2:; ~ (f) t-o W l- W 0.. [[l ....J a.. w ....:::lE: 0.. U 0 w- e: >- :::lE: D ~(f)~ W Cl LU cr: a:: CJ ~ ~ 0 5 10 15 20 25 30 35 BORING LOG B-6 gineerlng GHC)UP Proposed Office/Warehouses Bethel Road and Freeport Parkway Coppell, Texas DESCRIPTION OF STRATA CLAY. dark brown, very stiff to hard. w/some fine sand (CH) CLAY, light gray 6; yellowish-brown, hard, w/fine sand & trace of calcareous nodules (CL) CLA YEY SAND, brown. dense to medium dense, fine (SC) Total Depth = 25-1/2 feet Seepage encountered @ 21' during drilling. Water @ 21' after 4 minutes. Water @ 20-1/2' & blocked @ 21-1/2' @ end of day. Water @ 20' & blocked @ 20' on 04-24-07. Location: See Plate 1 Pocket Penetrometer Readings Tons Per Sq. Ft. -f: Standard Penetration Tests Blows per Foot - + z o >--I~ l-...... <(w >~ w~ ....J W if I 2 3 4 4.5+ 4.5++ +10 20 30 40 50 60 520 512.5 502.5 494.5 PLA TE 7 GEOTEOiNlCAL CONSULTANTS Proiect No. 14403 Date: 10-05-07 w CORE > (f) (fl I...... ~ --1 llJ I- Q) ,,-0 ...J ..... co Q.. Q.. Q) a::::E ::E U 0 W'+- u>-<( 0 ~ (f) (f) w Cl 0:: 0:: 0 ~ ~ 0 5 10 15 20 25 30 35 BORING LOG B-7 gineering GFWUP Proposed Office/Warehouses Bethel Road and Freeport Parkway Coppell, Texas DESCRIPTION OF STRATA CLAY, dark brown, hard, wi tine sand & trace of calcareous nodules (CH) CLAY, yellowish-brown & light gray, hard to very stiff, wi some sand (CH) CLAY, brown & yellowish-brown, very stiff, w/some fine sand (CL) CLAYEY SAND, light gray, fine (SC) Total Depth = 25 feet Seepage encountered @ 14' during drilling. Water @ 20-1/2' after 5 minutes. Water @ 20-1/2' & blocked @ 22' @ end of day. Water @ 20' & blocked @ 20-1/2' on 10-06-07. Location: See Plate 1 Pocket Penetrometer Readings TOnS Per Sq. Ft. -f Standard Penetration Tests 8iows per Foot - t . I 2 3 4 4.5+ 4.5++ tlQ 2030 40 50 60 'J. ee a e ur ng lin. PLATE 8 GEOTECHNICAL CONSULTANTS z o .....~ 1-...... <( Q) >~ UJ~ ...J W 519 511.5 501 495.5 494 Project No. 14403 Date: 10-05-07 w CORE > (f) (f) :i'~ ~...J UJ I- (1) o...o...l .....m 0... Q.. (1) ex: x :I: U 0 w.... Q>- <[ W Cl 0 ~ (f) (f) 0: 0: 0 ~ ~ 0- ~ ~ ~ 5~ ~ ~I 10- fa I 15- ~I ~ ~ ~ 20- :~X :XX ~ :~ 25- . x 30- 35- BORING LOG B-8 Proposed Office/Warehouses Bethel Road and Freeport Parkway Cappell, Texas DESCRIPTION OF STRATA CLA Y, dark brown, hard, w/fine sand &. trace of calcareous nodules (C) CLA Y, dark br own &. dark grayish-brown, hard, wlsand I;: trace of calcareous nodules (CH) SANDY CLA Y I yellowish-brown, light gray & grayish-brown, hard (CL) CLA YEY SAND, yellowish-brown I;: light gray, tine (SC) CLAYEY SAND, light grayish-brown &. yellowish-brown, medium dense, fine (SC) -, SAND, light grayish-brown &. yellowish-brown, medium dense, fine to coarse, w/fine gravel (SW) Total Depth = 25-1/2 feet Seepage encountered @ 20-1/2' during drilling. Water @ 20' after 5 minutes. Water @ 20' (;; blocked @ 20' @ end of day. Dry (;; blocked @ 19-1/2' on 1.0-06-07. rF!pd pnglneering GROUP Location: See Plate 1 Pocket Penetrometer Readings Tons Per Sq. Ft. -t Standard Penetration Tests Blows per Foot - + . I 2 3 4 4.5+ 4.5H +10 20 30 40 50 60 1\ y. (ee \ e ur ng dr lin . ,.... I \ '+ PLATE 9 z o ......~ I-~ <((1) >~ w- ..J W 520 517 512.5 508 504 495 494.5 GEOTECHNICAL CONSULTANTS - Project No. 14403 Date: 10--05-07 I'..... I- <l.l a.. <l.l w.... o ~ (f) (J) CORE ~.-J lJJ a.. 0 -' ..... Q) 0- a::E:::!:u 0 u>- <( W Cl t3 (f) en a: a: o ~ ~ 0- ~ ~ ~ ~ ~ 10- ~ I ~ ~rr /~ 15- 5 :i ::'. 20- 25- ':< '".'." <'.. ,',--,,' y. ", 30- 35 IX '- Proposed Office/Warehouses Bethel Road and Freepor t Parkway Coppell, Texas reed engineering GROUP Location: See Plate 1 DESCRIPTION OF STRA T A Pocket Penetrometer Readings Tons Per Sq. Ft. -;t Standar<l Penetla'tion Tests Blows per Foot - + . I 2 3 4 4.5+ 4.5++ +10 20 30 40 50 60 CLAY, dark brown, very stiff to hard, w/fine sand (CH) SANOY CLA Y, dark brown &; dark grayish-brown. hard. w/trace of calcareous nodules (CL) I SANOY CLA Y, light gray &; yellowish-brown, hard, w/trace of calcareous deposits (CU CLAYEY SAND, light yellowish-brown, fine (SC) rg ~ eba e ur ng dr lin~ SAND, brown I; grayish-brown, dense to very dense, fine to coarse, w/some clay seams I; fine gravel (SW) \ \ \ 7~ Total Depth = 25-1/2 feet Seepage encountered @ 19-1/2' during drilling. Water @ 18' after 8 minutes. Water @ 19' & blocked @ 19-1/2' @ end of day, Dry & blocked @ 19' on 10-06-07. BORING LOG B-9 PLA TE 10 GEOTECHNICAL CONSULTANTS - z o -~ f-~ <(<l.l >~ lLJ- -' lLJ 519 514.5 511.5 504 499.5 493.5 Pro ject No. 14403 Date: 10-05-07 UJ CORE > (I) ({) I..., ~ --l LU I-- ll> 0.. 0 --' ~ CD 0- a... CL> a:::E ::L U 0 W"" (j >- <c UJ Cl 0 if] (I) (I) a:: a:: 0 ~ ~ 0- ~ ~ ~ 5- ~ ~ .~ . . 10 ~lL ~ 15- ,~[ /. ." ..'~> 2 . . :,::.: y 20- :.' ':.<. :.: "". :.:' :.' J 25- :0' ^ 30- 35- reed engineering (iPOUP Proposed Office/Warehouses Bethel Road and Freeport Parkway Coppell, Texas DESCRIPTION OF STRATA CLAY, dark brown, very stiff to stiff, w/some fine sand (CH) CLAY, dark grayish-brown, stiff to very stif, w/fine sand (CH) SANDY CLAY, yellowish-brown, brown & light gray, hard (CLl CLA YEY SAND. yellowish~brown & light gray, fine (SC) SAND, light brown & brown, medium dense, fine (SP) SAND, brown /;;, grayish-brown, very 1 dense, fine to coarse, w/some fine \ gravel (SW) Total Depth = 25-1/2 feet Seepage encountered @ 22' during drilling. Water @ 23' after 5 minutes. Water @ 6" 6: blocked @ 20' @ end of day. Dry & blocked @ 20-1/2' on 10-06-07. BORING LOG 8-10 Location: See Plate I Pocket Penetrometer Readings Tons Per Sq. Ft. -I Standard Penetration Tests Blows per Foot - t . I 2 3 4 4.5+ 4.5++ +10 20 30 405060 * \ "\ '" ""- "\ '" ~ See a e r PLA TE 11 z o .....~ 1--- <l::E >.... w~ ..J W 519 514.5 512 506.5 500 495 493.5 GEOTE[}lNICAL CONSULT ANTS - rflfld pngineering GROUP Proposed Office/Warehouses Project No. 14403 Bethel Road and Freeport Parkway Date: 10-04-07 Coppell, Texas Location: See Plate 1 w CORE Pocket Penetrometer Readings z >~ en Tons Per Sq. Ft. -f 0 ~~ :r:_ 1-0 w Standard Penetration Tests f-- f- Q) 0. m ...J DESCRIPTION OF STRATA Blows per Foot - . <tQ) 0.... Q) -:::<: a.. cj D >~ W"- 5>- ~ w CJ l.U~ 0 ~ (f) en a:: a:: oJ . 1 2 3 4 4.5+ 4.5++ w 0 Cl.e Cl.e + Kl 20 30 40 50 60 0- ~ 518 CLA Y, dark brown, hard, w/fine sand ~ (CH) ~ 5- ~ , ~ ~[ 510 SANOY CLA Y, light gr ay [;; yellowish-brown, hard, w/& trace to , 10- ~ calcareous deposits (CH) ~ 1\ 504.5 7 CLA YEY SAND, gray & yellowish-brown, '): I 15- fine (SC) 501.5 SAND, light brown & brown, dense to very dense, fine (SP) I+- 20- 1/\ :.,;. /: \) ~ :See a e ur ng dr !in . - 2~ 25 Y. :::.:- w/gravel below 25' r 492.5 Total Depth = 25-1/2 feet Seepage encountred @ 23-1/2' during 30- drilling. Dry @ completion. Dry & blocked @ 20' @ end of day. Dry & blocked @ 20' on 10-05-07. 35- BORING LOG B-ll PLATE 12 GEOTECHNICAL CONSULTANTS - Project No. 14403 Date: 10-05-07 L.LJ CORE > (f) (f) I_ i:: -J l..LJ I- Q) a.. 0 -' ..... CD 0- n.. Q) 0:::::E: :::E: U 0 W- U>- <I: UJ 0 0 [fl UJ en 0:: r:r; 0 ~ ~ 0- ~ ~ ~ 5- ~ ~ ~[ 10- ~ ~I 15- f:~ -) (: ( '/ 20- r; . - . -rx 0ilt::}~Y::"'-'f- 02 Z;/ 72 'Yk ~IX 25- 30- 35- BORING LOG B-12 rp.p.n p.ngineerlng GROUP Proposed Office/Warehouses Bethel Road and Freeport Parkway Coppell, Texas DESCRIPTION OF STRATA CLA Y, dark brown, very stiff, w/fine sand (CH) CLAY, dark grayish-brown, very stiff, w/fjne sand (CH) SANDY CLA Y, yellowish-brown & ligth gray, very stiff, w/trace of ironstone nodules (CH) CLA YEY SAND, yellowish-brown & light gray, tine (SC) CLA YEY SAND, light brown & yellowish-brown, medium dense, fine (SC) CLAY. olive-brown & gray. hard, fissile 1\ (severely weathered shale) (CH) Total Depth = 25-1/2 feet Seepage encountered @ 23' during drilling. Water @ 20' after 5 minutes. Water @ 19-112' & blocked @ 21-1/2' @ end of day. Water @ 19' & blocked @ 21' on 10-06-07. Location: See Plate 1 Pocket Penetrometer Readings Tons Per SQ. Ft. -f Standard Penetration Tests Blows per Foot - t '" I 2 3 4 4.5+ 4.5H tlO 2030 40 50 60 f \ l ~ at r I~~ 10 I - 6 07 YJ, ~ e a e U( og dr tin . t r PLA TE 13 GEOTEa1NICAL CONSULTANTS - z o .....~ f- Q) <tlJ) >..... w~ ..J UJ 518 513.5 511 506 499 494 492.5 Project No. 14403 Date: 10-05-07 w CORE I_ ~ ~ Ul I- 0 W I- Q) a.. OJ ...J a... Q) ~~a.. U 0 w- 5>- ~ w Cl 0 ffJ en (j) cc cc Cl ~ ~ 0- ~ ~ ~ 5- ~ ~ ~[ 10 ~ ~ I "IT 15- I ..... ..::.:; '.'.' ..- 20- Y. '-' V0 ~~ 25- .(%, X 30- 35- BORING LOG B-13 reed engineering GROUP Proposed Office/Warehouses Bethel Road and Freeport Parkway Cappell, Texas DESCRIPTION OF STRATA CLAY, dark brown, very stiff, w/fine sand (CH) CLAY, dark grayish-brown, hard, w/fine sand (CH) CLA Y, yellowish-brown &: light gray, hard, w/sand (CH) CLAYEY SAND, yellowish-br own &: light gray, fine (SC) SAND, light brown ~ brown, very dense. fine (SP) f-- w/fine gravel seam @ 22' CLAYEY SAND, brown &: grayish-brown, very dense, w/some fine gravel, fine to i\. coarse (SC) Total Depth = 25-1/2 feet Seepage encountered @ 22' during drilling. Water 23' after 5 minutes. Dry &, blocked @ 20' @ end of day. Dry &, blocked @ 20' on 10-06-07. Location: See Plate I Pocket Penetrometer Readings Tons Per Sq. Ft. -J Standard Penetration Tests Blows per Foot - + . I 2 3 4 4.5+ 4.5++ +Kl 20 30 4050 60 'f'.. '" ~ "g <: ee a( e ur ng dr lin . 5 B OW~ = 3 1/ ir f:h s ~ r PLA TE 14 GEOTECHNICAL CONSULTANTS - z o ......- I-~ <l:Q) >~ w- ..J I.LI 519 514.5 512 507 502.5 \ 1\ 496 493.5 Project No. 14403 Date: 10-04-07 w CORE > en (J) I +J ~-JUJ f- Q) a.. 0 ...J .... CD a.. a.. Q) 0:::lE: :lE: U 0 W"-' U >- <:l: W CJ D f:3 UJ (J) 0: 0: 0 ~ ~ 0- ~ ~ ~ 5- ~ ~ ~~ 10- W ~ ~ 15- x 20- .,f4 ;/ "..~ ':..', r- ,'< X '.... '.':. :.. - 25- 30- 35- BORING LOG B-14 r~ptl engineering G~WUP Proposed Office/Warehouses Bethel Road and Freeport Parkway Cappell, Texas DESCRIPTION OF STRA T A CLAY. dark brown, very stiff to stiff, w/some fine sand (CH) SANDY CLAY. dark grayish-brown, very ~ stiff (CH) r SANDY CLA Y, light gray & yellowish-brown. hard to very stift (CH) CLA YEY SAND, light yellowish-brown, dense, fine (SC) SAND, light bronw, very dense, w/trace of fine gravel. tine to coarse, w/trace ot clay (SP) Total Depth = 25-1/2 feet Seepage encountered @ 17-1/2' during drilling. Dry @ completion. Dry & blocked @ 13' @ end of day. Dry & blocked @ 18-1/2' on 10-06-07. location: See Plate 1 Pocket Penetrometer ReadJngs Tons Per Sq. Ft. -! Standard Penetration Tests Blows per Foot - t f 1 2 3 4 4.5+ 4.5++ t 10 20 30 40 50 60 }l c ee a e ~ur ng dr linb. / I PLA TE 15 GEOTE(}lNICAl CONSULTANTS - z o -~ I-+J <0) >~ w~ ...J W 515 512 510.5 502 497.5 489.5 Project No. 14403 Date: 10-03-07 w CORE > If) ...... -' If) I ..... 1-0 W I- QJ 0-1Il -' 0.. QJ a:::i: 0- U W.... u>- ::i: Cl 0 If) If) <t W Cl If) a: a: w 0 ~ ~ 0- ~ ~ ~ 5- t?a ~ ~ 10- ~l ra I 15- In rn& .....~ ;:: .:< :.',: k-- 20- t:::::.,:1X .:,:.:,,: :::'. '::".': :::', :,i, :.', 25- :> X 30- 35- BORING LOG 8-15 Proposed Office/Warehouses Bethel Road and Freeport Parkway Cappell, Texas OESCRrPTION OF STRATA CLA Y, dark brown, very stiff to hard, w/fine sand &, some calcareous nodules (CH) CLA Y, dark grayish-brown, hard, wlsand &, some calcareous nodules (CH) SANDY CLAY, light gray &: yellowish-brown, hard, w/trace of calcareous deposits (CL) CLA YEY SAND, yellowish-brown &, light gray, w/trace of fine sand seams, fine (SC) SAND, brown &: light brown, very dense. fine (SP) 'l. ~ ee .,. v ~ Total Depth = 25-112 feet Seepage encountered @ 19' during drilling. Dry @ completion. Dry & blocked @ 19' @ end of day. Dry & blocked @ 19' on 10-06-07. rp.p.d p.ngineerlng GHOL,P Location: See Plate 1 504.5 500 <!l ~? 'ir ch 5 ~ 9~ 491.5 GEOTECHNICAL CONSULTANTS - PLA TE 16 Proiect No. 14403 Date; 10-03-07 w CORE > (I) (I) :r:__ ~..J w f- (1.1 c- 0 -' ~ OJ c- o... (1.1 a:::E ::E U 0 w.... u~ .c:( UJ Cl 0 t3 (I) (f) a: 0:: Cl ~ ~ 0- ~ ~ ~ 5- 8<< ~ ~ ~I \0- ?d 8.23 ''':-' 15. ,(:y - :-.-:. :.., 20. ~ ..... ,,'. :'.': 25- i/\ 30- 35- reed engineerIng GI~OUP Proposed Office/Warehouses Bethel Road and Freeport Parkway Coppell, Texas DESCRIPTION OF STRA T A CLAY, dark brown, stiff to very stiff, \ w/some fine sand (CH) CLAY, dark grayish-brown & grayish-brown, hard, w/trace of fine 1\ sand laminations (CLl SANOY CLAY. light brownish-gray, hard, w/trace of calcareous nodules (CL) SANDY CLAY, light gray & yelloWish-brown, hard (CL) SAND, light brown & brown, very dense to dense, fine, w/trace of clay (SP) Total Depth'" 25-1/2 feet Seepage encountered @ 16-1/2' during drilling. Dry @ compfetion. Dry & blocked 12 13' during drilling. Dry & blocked 12 13' on 10-05-07. BORING LOG B-16 Location: See Plate 1 Pocket Penetrometer Readings Tons Per SQ. Ft. -I Standard Penetration Tests Blows per Foot - + z o .....~ f--- <((1.1 >2 IJ.J~ ...J IJ.J . I 2 3 4 4.5+ 4.5++ + 10 20 30 40 50 60 514 r 512.5 .......- -r-- -........, r 509.5 506.5 501.5 7- 'g !: ee a e ur ng dr lin . , 1\ \ \ 488.5 PLATE 17 GEOTECHNICAL CONSULT ANTS - Project No. 14403 Date: 10-20-07 UJ CORE 2: ~ (f) I_ t-oUJ I- OJ e.~ ci a.. Q.J U 0 W"- 5 >- :Ii: 0 (f) (f) <( w Cl UJ (f) 0: 0: 0 a4! ~ 0- ~ , ~ ~ ~ ~ 5- ~ ~ ~ ~rr 10- ~ ~ 15- ~rr ~ ,j) :,: :: ';,' t-- 20- ,:,:':'.,!X :, .:.:, :/ ;.; 25- Y :, 30- 35- BORING LOG B-17 reed engineering GHOUrJ Proposed Office/Warehouses Bethel Road and Freeport Parkway Coppell, Texas DESCRIPTION OF STRA T A -- CONCRETE (approximately 7") SANOY CLAY, dark brown /; pale brown, \ very stiff (Fill) (CL) I CLAY, dark brown, very stiff, w/fine sand (CH) CLAY, dark grayish-brown, very stiff, w/fine sand (CH) SANOY CLA Y, light gray & yellowish-brown, very stiff (CL) SAND, yellowish-brown, dense, fine (SP) I.- w/trace of fine gravel below 24' Total Depth = 25-1/2 feet Seepage encountered @ 22-1/2' during drilling. Water @ 19' after 10 minutes. Water @ 19' &. blocked @ 19-1/2' @ end of day. Location: See Plate I Pocket Penetrometer Readings Tons Per Sq. Ft. -i Standard Penetration Tests Blows per Foot - t z o ......~ 1-- <t~ >..- w- ....J W . I 2 3 4 4.5+ 4.5++ + 10 20 30 40 50 60 r- r- 518 ~I~:~ ~ \ 511 506 500.5 1 \ 'i ''''DO' e ""9'" 110 \ 492.5 PLATE 18 GEOTErnNICAL CONSULTANTS - Pro ject No. 14403 Date: 10-20-07 UJ CORE >cncn I-, ~...J W I- OJ a.. 0 -' ~m a.. Cl... OJ o::%~ U 0 w- u>-<( w CI 0 ~cncn cc a: Cl ~ ~ 0 5 10 15 20 25 30 35 BORING LOG 8-18 gineering (~r~OUp Proposed Office/Warehouses Bethel Road and Freeport Parkway Coppell, Texas DESCRIPTION OF STRA T A CONCRETE (approximately 7") CLAY, dark brown, stiff to very stiff, w/fine sand (CH) CLAY, dark grayish-brown &; grayish-brown, very stiff, w/fine sand (CH) SANDY CLAY, yellowish-brown & light gray, hard (CL) SAND, yellowihs-brown &; light grayish-brown very dense to medium dense, fine {SP) w/some clay seams @ 19-1/2' w/some fine gravel @ 24' Total Depth = 27-1/2 feet Seepage encountered @ 19' during drilling. Water @ 18' after 10 minutes, Water @ 18' 6; blocked @ 18' @ end of day. Location: See Plate 1 Pocket Penetrometer Readings Tons Per SQ. Ft. -. Standard Penetration Tests Blows per Foot - + z o ......~ 1-...... <Cll >2 w~ -l W . 1 2 3 4 4.5+ 4.5++ + 10 20 30 40 50 60 518 517.3 510.5 506 500.5 492.5 PLATE 19 GEOTEa-INlCAL CONSULTANTS Project No. 14403 Date: 10-20-07 w CORE > Ul (f) I~ ~-'UJ I- eu a.. 0 -' ..... CD a.. 0- eu a: x ::E U 0 W"'" u>- <t W Cl 0 ffl (f) en c: a: CJ ~ N 0- ~' f/// ~ ~ 5- ~ ~ 10- ~a ~ ~a 15- [:0 0) ro' l', ': 20- x '/ :.: /: '.:: '::: 25 x 30- 35- BORING LOG B-19 rl'!p.d p.nglneering G~WUP Proposed Office/Warehouses Bethel Road and Freeport Parkway Coppell, Texas DESCRIPTION OF STRA T A 1\ CONCRETE (approximately 6") ~. SANDY CLAY, grayish-brown & yellowish-brown, very stiff (Fill) (CH) CLAY, dark brown, very stiff to stiff, w/f;ne sand (CH) SANDY CLAY. dark grayish-brown. very stiff, w/trace of calcareous deposits (CLl SANDY CLAY, light gray 0; yellowish-brown, very stiff, w/trace of calcareous deposits (CL) SAND, yellowish-brown, dense to very dense, fine (SP) Total Depth = 25-1/2 feet Seepage encountered @ 19' during drilling. Water @ 18' after 10 minutes. Water @ 18' & blocked @ 18-1/2' @ end of day. Location: See Plate 1 Pocke t Penetrorne ter Readings Tons Per Sq. Ft. -J Standard PenetratJon Tests Blows per Foot - + *,2344.5+4SH +Kl 20 30 40 50 60 r r I IJ ~ ~ eepa e ur ng dr ~ . \ \ \ 9 ~ PLA TE 20 GEOTECHNICAL CONSUlTANTS - z o .....~ 1-.... <tQ) >2 w~ -l W 518 517.4 516.5 511 505 501 492.5 Project No. 14403 Date: 10-05-07 w CORE 2::3 !J) I_ 1-0 W I- W ll.. CD ..J CL W -:E a.. cJ 0 w- 5>- ::E: 0 en!J) <( ill CI ill rn 0: 0: Cl ~ ~ 0- 0: f0 ~ f0 5- 0.' I ~I 10- ~ 0:f ~ :.:\::" : ,:.:: 15- ?< 20- 25- 30- 35- reed engineering C;f{OUf' Proposed Office/Warehouses Bethel Road and Freeport Parkway Coppell, Texas DESCRIPTION OF STRATA ~ SANDY CLAY, dark brown, very stiff, w/trace of fine gravel (Fill) (CH) SANDY CLAY, dark brown, very stiff 1\ (CH) SANDY CLAY, dark grayish-brown, hard (CH) SANDY CLAY, yellowish-brown & light gray, hard (eL) SAND. light brown &. brown, medium dense, fine (SP) Total Depth = 15-1/2 feet Dry @ completion. Dry & blocked @ 16' on 10-06-07. BORING LOG 8-20 Location: See Plate 1 Pocket Penetrometer Readings Tons Per Sq. Ft. -f Standard Penetration Tests Blows per Foot - + z o ......~ 1-- <((I) >~ ill~ ...J W f 1 2 3 4 4.5+ 4.5++ +to 20 30 40 50 60 r , \ '",,- '.., r . PLA TE 21 518 514.5 511.5 508,5 503.5 500.5 GEOTECHNICAL CONSULTANTS - reed €ngineering_ GROUP ~;I(j iec t Her. l.:;.dqJ PI CPOSE'cj 0 f(j(:e!\,'jdrehouse,; Bethe~1 Hoacf and r:: (eepor t. Pclrf~!tlay D,~Jte; O.:.i.-~~J~-';~!l C:oppeil, Te"as l.ccati'Jr.: See Platt: 1 l';J Ii... _ '::-: ~kj)1 ,:"Pl t ','Di~!~ g!~~~i"" -.--. ~~:J~li5 ;:I'~.I t; 8 CJ !~r {n ({1 c:: rr: 10 1 ~ M~ i;~ 0- [/)f.7 'T' - j~.v.";'fll s, . ! I ._1~~ Ol~lj J0J~~ ,~ ;('''J~:' '.Lj .~) I," : F~I J.!~.: .:,1 ~~,.i jm'l '" 11' ~m:':~ ."... . ,'.1 " 1P~J'1 ,r{~ I "-J ij'(~ '! i I 1 I ! ! ! i i! ~ j 11 3e ..il ji .,1 J I :1 >:;.11 Pocket Per't;t~ometE:-r P.ea<hl'if}$ T t;)ns Per Sq. F:. -* St,'j,'6.3rCl Pere1Idt,x. Test, 810\'/s p'~r FCC l .. t ---.-----..----.--..----. ); I 2. 3 4 4,5+ .:t5+ + "iG 20304050 00 --- -- . -. - - .. .-.- .. -- -r'r-"TTTT ,. TTllT' Si\i'i[Jr' Cl./\Y. brov,:: [, ddi~. [iiC\,;n, . Ii' Ii; I~<~~~c,t()c.~r'~~:: ,'..Ij'.(~):.~l~,~)f .~_I.',(: ~~~~'~el - Iii 1_--;. i i' --t i i I nu...S o."._~~~-J.:'__'.:.'~>J~_=:~_'.~__ ~~:__:':'~...____ II ~'~t, i ; i i : II i St~f'.'GY <'i,' ILi'~ tl;G'::n. ve''': st.r; -, i Ill'l- ":.' III. I' i i.. (CH; I' ; i ! '~.: 'I' I Ii! I if, , i I _..____._._....u...__..._..._._____ m........__.._.._......__........_.___m...:. Ii If, I' j I :,'. If!' , II j I,'" '::.r, '{Tr C t_;\ 'i, I<jh! gu.] 'f, ver y 5 t d f. I "",ve 01 ''''" ,,"',, iCl' . i II i Iltllllll-- ............... m.....___.._............._.._...____....u................__.... ....-..----- " 'I II II, Ill:. \.'!~,:' .'1. jl I' ii' 1'1" ~:_il\f-JfJ.( Cl..;''\Y i~q~1f. qray E; ~ .;" ~,'~ ik;\"J: ':)(1 n. t-( (t~,;n, ver 'y: S tI f f. \,;;' :',0;]: e ' I ~ I ,j ; ~ . I '1'1 : j i jl I r i il' ,i I ,- i ! Ii: i I : : : I --::;::':,~ ,,; ;;,;,:,~., h;;;;-- i ! r"t"jrl'J1rt"I'''/' I; - -- .-------. .. ---.. h__. ---. ...----- . -.----..--- R~("llr'k.,~ Jrlnl (ll! .1+01 i II (;j.\Nr~ I-.fr\\...~r' V';:)IV rlpose ~,/tr2(e ~ I I ~ I : .~. '1= I~ I .~~.'".~~ .~ '_ '1,- , ,:,r~ ..;, (;.~p~ 'I I' ! I I I : I l I ; i '." , f- )' ,:; . d, l.ne k ,lit: _".,..1 ,-' . , ;:;'" <111"'5'1-" r .", r-~ ... f ! : I'''IJ,I q ....u -I l i :'J[. . ~'" ['e"h~""" un - --illl/II i ii' - I :" I , j I I 1 I j i! ! I :.' i I ; III I! i i I II! j I I :! i i I : ! i I: I i . ..LJ..LlJ.J.1..Ll.JJL GE~;UH?:Wi-l f]F STRATI, .~:(;ic~:)reDU:::- f'ie:.JulE-$ l~; dt.:'PO:,;i~ s teL.) ::';el:,-pCl~;C' ~~nc(}qr~lt:ie(l @ ~.._ .JU~lfl:J G!'~[ljn~J Dry @ c=)mcleLon. L:Jry & b'~:;ckr::~j @ 21' (f] en.J .;") f d(:~y Dr '! t~ ()1ocked "-:1 1!~-)-1/2"' \,':"1 (I.:'l-,::':,)--07. BORING LOG B-1 PLA TE 2 GEOTECHNICAl CONSULT ANTS- ;'1". j ~ Ii; LL..~ f)?! C:J UNDISTURBED (Shelby Tube & NX-Core) STANDARD PENETRATION TEST y. :;~ ~'jater ~e'.:e! at ~jme of nrill!n~!. ;:~ C) 1.- a, ;-: ..~ LU -' uJ ~ Fm ~ ~ [[J] [[I W11 ~ ICI;"~"?I! :.' ....! ,~ .".: "..;. gineering GROUP Type of Fill CLAY (CL) (LL <50) ClAY (CH) (LL>50) SILT (ML) (LL<50) SIL T (MH) (LL>SO) CLA YEY SAND (SC) SILTY SAND (SM) ITn .:-...... SAND 5C2,n.. L~')j (SP-SW) ~ CLAYEY GRAVEL 4~lB.i)' (Ge) -~Q5.0.. to~ GRAVEL I~O~ (GP-GW) "....__C> ~~ (weathered) SHALE -::~J (unweathered) E=.:=:d ~ (wealhered) LIMESTONE (unweathered) :l;~J- SiS.O 5i20- 5075- ~~~~ (wealhered) ~~~ij SANDSTONE t:.~:_) (unweathered) !\! DISTUR8ED ~--j \'--7 THO CONE \ I PENETROMETER V TEST , == SuOSeQ;f:fl!. ~.j.:;ler ff=ve and c,Jle_ KEYS TO SYMBOLS USED ON BORING LOGS GEOTECHNICAL CONSULTANTS PLA TE 22 rp",rt pngineerlng GROUP SOIL PROPERTIES COHESIONlESS SOILS SPT N-Values (blows/foot) Relative Density COHESIVE SOILS Pocket Penetrometer (T .S.FJ Consistency o - 4 ......................... Very Loose 4 -10 ......................... Loose 10-30........................ Medium Dense 30-50 ....................... Dense 50 + ......................... Very Dense <0.25..................... Very Soft 0.25-0.50.............. Soft 0.50-1.00............... Medium Stiff 1.00-2.00............... Stiff 2.00-4.00............. Very Stiff 4.00 + ................... Hard ROCK PROPERTIES HARDNESS DIAGNOSTIC FEA lURES Very Soft.......................... Can be dented with moderate finger pressure. SofL................................. 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 repealed heavy hammer blows. O.EGREE OF WEATHERING DIAGNOSTIC FEA lURES Slightly Wealhered.............. Slight discoloration inwards from open fractures. weathered............................. Discoloration throughout; weaker minerals decomposed; strength somewhat less than fresh rock; structure preserved. Severely Weathered........... Most minerals somewhat decomposes: much softer than tresh rock: texture becoming indistinct but fabric and structure preserved. Completely Weathered....... Minerals decomposed to soil; rock fabric and structure destroyed (residual soil). KEY TO DESCRIPTIVE TERMS ON BORING LOGS PLATE 23 GEOTEa-INlCAl CONSULTANTS - GUIDELINE SPECIFICATIONS SOIL MODIFICATION WATER INJECTION W/"SELECT" FILL CAP FOR PROPOSED OFFICEIW AREHOUSES BETHEL ROAD AND FREEPORT P ARK\V A Y COPPELL, TEXAS Site Preparation Prior to the stmi of injection operations, the building pad should be brought to finished subgrade, minus select fill, and staked out to accurately mark the areas to be injected. Allowance should be made for three to four inches of swelling that may occur as a result of the injection process. Materials 1. The water shall be potable, with added surfactant, agitated as necessary to ensure uniformity of mixture. 2. A non ionic surfactant (wetting agent) shall be used according to manufacturer's recommendations; but in no case shall propOliions be less than one part (undiluted) per 3,500 gallons of water. Equipment 1. The Injection vehicle shall be capable of forcing injection pipes into soil with minimum lateral movement to prevent excessive blowback and loss of sluny around the injection pipes. The vehicle may be a rubber tire or trac machine suitable for the purpose intended. 2. Slurry pumps shall be capable of pumping at least 3,000 GPH at 100 - 200 pounds per square inch (psi). Application I. The injection work shall be accomplished after the building pad has been brought to finished subgrade, minus select fin, and prior to installation of any plumbing, utilities, ditches or foundations. 2. Adjust injection pressures within the range of 100 - 200 psi at the pump. Project No. 14403/Report No.2 October 31, 2007 - 1 - Water Injection Specifications w/"Select" Fill Cap 3. Space injections not to exceed five feet on center each way and inject a minimum of five feet outside building area. Inject 10 feet beyond building at entrances. 4. PerfOlm injections to depths specified in Table 2. Impenetrable material is the maximum depth to which two injection rods can be mechanically pushed into the soil using an injection machine having a minimum gross weight of 5 tons. Injections to be made in I2-inch to I8-inch intervals down to the total depth with a minimum of 8 stops or intervals. The lower portion of the injection pipes shall contain a hole pattern that will unifolmly disperse the slun)' in a 3600 radial pattern. Inject at each interval to "refusal." Refusal is reached when water is flowing freely at the surface, either out of previous injection holes or from areas where the surface soils have fractured. Fluid coming up around, or in the vicinity, of one or more of the injection probes shall not be considered as soil refusal If this occurs around any probe, this probe shall be cut off so that water can be properly injected through the remaining probes until refhsal occurs for all probes. In any event, no probe shall be cut off within the first 30 seconds of injection at each depth interval. 5 Multiple injections with water and surfactant will be required. The second injection shall be orthogonally offset from the initial injection by 2-112 feet in each direction. Subsequent injections shall be offset such that existing probe holes are not utilized. 6. A minimum of 48 hours shall be allowed between each injection pass. 7. Injections will be continued until a pocket penetrometer reading of 3.0 tsf or less is obtained on undisturbed soil samples throughout the injected depth. The engineer of record can waive this requirement if, in his opinion, additional injections will not result in additional swelling. 8. At the completion of injection operations, the exposed surface shall be scarified ancl recompacted to a density between 92 and 98 percent of maximum ASTM D 698 density, at or above optimum moisture. A minimum of 12 inches of select fill shall be placed over the injected subgrade as soon as is practical after completion of injection operations. Select fill should be placed in maximum loose lifts of 8 inches and compacted to at least 95 percent of maximum density, ASTM D 698, at a moisture content between -2 to +3 percentage points of optimum. Project No. 1 4403/Report No.2 October 31 , 2007 - 2 - Water Injection Specifications w/"Select" Fill Cap Observation and Testing 1. A full-time representative of Reed Engineering Group, Ltd. will observe injection operations. 2. Undisturbed soil samples will be obtained continuously throughout the injected depth, at a rate of one test hole per 10,000 square feet of injected area for confitmation. Sampling will be performed a minimum of 48 hours after the completion of the final injection pass. Project No. 14403/Report No.2 October 3 I , 2007 - 3 - Water Injection Specifications w/"Select" Fill Cap 4. PerfOlm injections to depths specified i.n Table 2. Impenetrable material is the maximum depth to which two injection rods can be mechanically pushed into the soil using an injection machine having a minimum gross weight of 5 .tons. Injections to be made in 12-inch to I8-inch intervals down to the total depth with a minimum of 8 stops or intervals. The lower pOltion of the injection pipes shall contain a hole pattern that will uniformly disperse the shmy in a 3600 radial pattem. I nject at each interval to "refusal". Refusal is reached when water is flowing freely at the surface, either out of previous injection holes or from areas where the surface soils have fractured. Fluid coming up around or in the vicinity of one or more of the injection probes shall not be considered as soil refusal. If this occurs around any probe, this probe shall be cut off so that water can be properly injected through the remaining probes until refusal occurs for an probes. In any event, no probe shaH be cut off within the first 30 seconds of injection after refusal at each depth interval. (The 30-second criterion is not the maximum time for each depth interval but a minimum time. Additional time may be required to achieve refusal, dependent upon the contractor's equipment.) 5. Multiple injections with water and surfactant will be required. The second injection shall be olthogonally offset from the initial injection by 2-1/2 feet in each direCtion. Subsequent injections shall be offset such that existing probe holes are not utilized. 6. A minimum of 48 hours shall be allowed between each injection pass. 7. Injections will be continued until a pocket penetrometer reading of 3.0 tsf or less is obtained on undisturbed soil samples throughout the injected depth. The engineer of record can waive this requirement if, in his opinion, additional if\iections will not result in additional swelling. 8. At the completion of injection operations, the exposed surface shall be scarified and blended with a minimum of 6 percent hydrated lime, or 27 pounds of lime per square yard to a depth of 6 inches. The subgrade shall then be recompacted to a density of between 95 and 100 percent of maximum ASTM D 698 density at or above optimum moisture. Project No. 14403/Report No.2 October 31, 2007 - 2 - Water Injection Specifications wi Lime-Modified Cap Observ~ltion and Testing 1. A full-time representative of Reed Engineering Group, Ltd. will observe injection operations. 2. Undisturbed soil samples will be obtained continuously throughout the injected depth, at a rate of one test hole per 10,000 square feet of injected area for confirmation. Sampling will be performed a minimum of 48 hours after the completion ofthe final injection pass. Project No. 14403/Report No.2 October 31,2007 - 3 - Water Injection Specifications w/Lime-Modified Cap FlEEO EnGinEERinG GROUP GEOTECHNICAL INVESTIGATION PROPOSED OFFICEIWAREHOUSE BETHEL ROAD AND FREEPORT PARKWAY COPPELL, TEXAS Summary of Classification and Index Property Tests Total Percent Mo istu re Liquid Plastic Plasticity Soil Passing Boring Depth Content Limit Limit Index Suction No. 200 No. (feet) (%) (%) (%) (PI) ..fJ2lli Sieve B-1 1.5 - 3.0 16.6 37 11 26 2,430 65 3.0 - 4.5 24.5 5,140 4.5 - 6.0 21.8 62 14 48 13,710 72 9.0 - 10.0 22.8 6,120 14.0 - 15.0 15.0 40 11 29 6,670 62 19.0 - 20.0 10.8 65 B-2 1.5 - 3.0 26.3 3,600 3.0 - 4.5 26.8 64 17 47 5,590 4.5 6.0 22.9 15,970 9.0 - 10.0 18.2 61 15 46 18,140 72 14.0 - 15.0 16.2 7,010 B-3 1.5 - 3.0 26.4 3,890 81 3.0 - 4.5 19.5 70 16 54 48,750 4.5 - 6.0 18.9 41 ,460 74 9.0 10.0 22.8 12,960 14.0 15.0 2.2 5 SA 1.5 3.0 23.8 67 16 51 7,970 3.0 4.5 24.7 5,480 4.5 6.0 18.5 59 14 45 38,030 9.0 10.0 13.3 9,550 14.0 - 15.0 11.3 19.0 - 20.0 14.1 15 SUMMARY OF LABORATORY TEST RESULTS uHuuuu_1 PLATE 24 ! REEO e::nC"nnEEAlnG GROUP GEOTECHNICAL INVESTIGATION PROPOSED OFFICEIWAREHOUSE BETHEL ROAD AND FREEPORT PARKWAY COPPElL, TEXAS (Continued) Summary of Classification and Index Property Tests Total Percent Moisture Liquid Plastic Plasticity Soil Passing Boring Depth Content Limit Limit Index Suction No. 200 No. (feet) (%) (%) (%) (PI) JQlli Sieve 8-5 1.5 - 3.0 20.4 21,070 3.0 - 4.5 16.8 63 15 48 75,450 4.5 - 6.0 17.5 68,980 74 9.0 - 10.0 15.2 50 14 36 18,100 14.0 - 15.0 4.8 19.0 - 20.0 5.0 8-6 1.5 - 3.0 17.3 73 19 54 8,260 3.0 - 4.5 29.8 5,130 88 4.5 - 6.0 21.6 70 19 51 19,200 9.0 - 10.0 22.3 16,320 82 14.0 - 15.0 14.1 6,270 19.0 - 20.0 13.8 25 SUMMARY OF LABORATORY TEST RESULTS ; i i -.. '.--- .-......--'"......---.-.- ---'''--'''---j PLATE 25 I num .... ...".",.".. 1 FH=:EO EnGInEERinG GROUP GEOTECHNICAL INVESTIGATION PROPOSED OFFICE/WAREHOUSE BETHEL ROAD AND FREEPORT PARKWAY COPPElL, TEXAS Summary of Classification and Index Property Tests Total Percent Percent Moisture Liquid Plastic Plasticity Soil Passing Passing Boring Depth Content Limit Limit Index Suction No. 200 NO.4 No. (feet) (%) (%) (%) (Pj) jQill Sieve Sieve B-7 1.5 - 3.0 20.2 61 21 40 56,530 78 3.0 - 4.5 21.5 37,530 4.5 - 6.0 21.4 31,760 9.0 - 10.0 17.0 56 20 36 9,320 87 14.0 - 15.0 18.2 4,290 19.0 - 20.0 29.2 2,970 84 24.0 - 25.0 23.6 960 B-8 1.5 - 3.0 17.5 43,600 3.0 - 4.5 18.1 57 19 38 18,520 76 4.5 - 6.0 18.7 42,650 9.0 - 10.0 17.8 15,430 14.0 - 15.0 10.3 14,690 32 19.0 - 20.0 20.8 80 38 B-10 1.5 - 3.0 25.6 3,930 3.0 - 4.5 26.8 1,850 4.5 - 6.0 25.9 54 20 34 1,850 79 9.0 - 10.0 22.0 6,280 14.0 - 15.0 13.3 2,730 B-11 1.5 - 3.0 19.5 53 17 36 7,530 3.0 - 4.5 20.5 28,040 4.5 - 6.0 21.5 23,590 9.0 - 10.0 21.8 53 21 32 11 ,330 68 14.0 - 15.0 9.0 NIP NIP NIP 6,060 SUMMARY OF LABORATORY TEST RESULTS PLATE 26 AEEO EnGInEERinG GROUP GEOTECHNICAL INVESTIGATION PROPOSED OFFICEIWAREHOUSE BETHEL ROAD AND FREEPORT PARKWAY COPPEll, TEXAS (Continued) Summary of Classification and Index Property Tests Total Percent Percent Moisture Liquid Plastic Plasticity Soil Passing Passing Boring Depth Content Limit Limit Index Suction No. 200 NO.4 No. (feet) (%) (%) (%) (PI) ~ Sieve Sieve 8-13 1.5 - 3.0 24.2 7,770 77 3.0 - 4.5 24.2 18,440 4.5 - 6.0 22.1 59 22 37 38,550 77 9.0 - 10.0 23.6 62 17 45 10,910 14.0 - 15.0 10.6 2,390 42 19.0 - 20.0 14.2 600 B-14 1.5 - 3.0 25.8 60 17 43 6,060 3.0 - 4.5 24.6 2,840 4.5 - 6.0 21.3 55 16 39 9,070 9.0 - 10.0 16.0 4,970 14.0 - 15.0 13.1 1,040 28 19.0 - 20.0 13.4 970 5 93 B-15 1.5 - 3.0 21.7 68 20 48 15,870 3.0 4.5 21.4 13,850 4.5 6.0 17.0 65 18 47 31 ,040 9.0 - 10.0 24.1 7,240 14.0 - 15.0 11.1 2,630 47 B-16 1.5 3.0 19.4 49,360 3.0 4.5 16.4 59 16 43 79,500 4.5 - 6.0 17.7 23,340 67 9.0 - 10.0 15.7 41 14 27 9,430 14.0 - 15.0 14.1 290 7 SUMMARY OF LABORATORY TEST RESULTS . .. . ...n_~~~;~_ ~7m"-1 i FlEEO EnGinEERinG GROUP GEOTECHNICAL INVESTIGATION PROPOSED OFFICEIWAREHOUSE BETHEL ROAD AND FREEPORT PARKWAY COPPEll, TEXAS (Continued) Summary of Classification and Index Property Tests Total Percent Percent Moisture Liquid Plastic Plasticity Soil Passing Passing Boring Depth Content Limit Limit Index Suction No. 200 No.4 No. (feet) (%) (%) (%) (PI) lQffi Sieve Sieve B-20 1.5 - 3.0 21.3 67 3.0 - 4.5 20.1 4.5 - 6.0 15.8 52 14 38 61 9.0 - 10.0 15.5 50 14.0 - 15.0 3.3 SUMMARY OF LABORATORY TEST RESULTS PLATE 28 F1e:e:o enGHnee:FllnG ..~,,-,-,,--_._,--_._._-- _...no...._ .n n..~.-~.....,_...-G--A.O W'.F......1 Summary of Unconfined Compression Tests Dry Unconfined Moisture Unit Compressive Sample Boring Depth Content Weight Strength Leqend No. (feet) (%) ( pef) (ksf) A B-2 14.0 - 15.0 16.2 113.7 5.7 B 8-5 9.0 - 10.0 15.2 110.3 5.4 C 6-6 9.0 - 10.0 22.3 106.4 4.5 D B-6 14.0 - 15.0 14.1 132.8 8.7 10 7 ". --.... u n I.............. . 'r I I i : . ....... ...,... u.. .nt""::::::~:':'.~:.:_I.:-:'~'.'.'.::::.:'.::'r-. --.... .......-,, i j i i ' ..-... .--."'_.._....~. "'......-----...--j I ,-:- +--~=I=~-=l-~:= i ' ' i I : I --.-.. . ...;---- - . ...-... 1--...--. -. __..'.n_.__ - ... "- ,., In- _mno. -..j i I I I I , . i I If: --_.........,.J,.....:..:-..:~.-~..:'....l[.~...~-~.::..~.,.:..~Il, .....:.=-.._....-,..J[ :'.~'-.~..~..:..._:._']:,: .......~..,.... . . Ii: ! : I rr---. I 'w__ r ........ ..""f i -- .--......1........ . ......-......... j ! "'~-'---_."--_._-" i..~.---_.__._- ...............".-. I i . ...... ..--.-.--..-...1".. "__,'o..___..n i c 6 (/) :::- (/) 5 (/) (!) L - 4 (/) 3 2 1 0 0.00 ...-..-........--.......-.---.t , ~j r 0.20 0.40 0.60 strain (%) 0.80 1.00 1.20 SUMMARY OF LABORATORY TEST RESULTS .... ..... . '.'n._..... PLATE 29 RE:E:O EnGlne:E:F1lnG GFlCJUP Summary of Unconfined Compression Tests Dry Unconfined Moisture Unit Compressive Sample Boring Depth Content Weight Strength Leqend No. (feet) (%) ( pef) (ksf) A B~7 14.0 - 15.0 18.6 110.6 8.0 B B-7 19.0 - 20.0 26.7 96.6 4.8 C B-10 9.0 - 10.0 21.9 107.1 5.0 D B-11 9.0 - 10.0 18.4 109.0 3.9 9 3 .....!....................... i ..1........_...... ...!=__.~. ..: ; j ... -------..---.---- I 8 -.........-..--.----...-. 7 6 c- gs (/) (/) ~ 4 - (/) 2 i i . - ....--r-----------............----.------- ; I . .~,_._----_..--- i o 0.00 ... ...+._.. __._...____._____ ........._....-----h--.. ............jm.._...._____ I : i -,- I ! 0.60 I ...........-"1-...... --..--........--.! i ~-----, --r 0.20 0.40 0.80 1.00 1.20 strain (%) SUMMARY OF LABORATORY TEST RESULTS SA -8 -'-C --+- D i --- --...........................-..... ... .---....! I . ..F'~IE}.O _ ... i REEt:l EnGinEeRinG .......__,.__.__ __m_O.. ..........." . ... ._m......._,."..".._ .. .... n.' "'___,___"_'.~._ "..,..'~~~_____ __.__._n .....___~_.__...___.______.____._ GROUP Absorption Pressure Swell Test Project No. Bonng No. Depth (ft) Liquid Limit Plasticity Index Cs alpha Percent Swell Initial 20.7 4.5 105.7 2.71 0.599 94 0.59 3,890 14403 B-16 9-10 41 27 0.068 0.86 5.0 Moisture Content (%) Penetrometer (tst) Dry Unit Weight (pct) Specific Gravity Void Ratio Saturation (%) Spec. Volume Swell Pressure (pst) 6 1 , 5 ;? 4 I ~ ., . I Q; i ~ i C/) 3 Iii () 1:: CI) 2 > U! ; i . i ,.~ i i n__ j. , ; I. ._.1." 1 . . i i I . o . ~'--_.--'-----''--_... 100 1000 Restraining Swell Pressure (psf) 0.64 -I E I ::l 0.62j ~ i .~ I I 0.60.1 C/) 1. ___________________._......:.-.. ___.___.___.__~_____~ 0.58 20.0 22.0 24.0 .. .. MOisture-Content-(%) ABSORPTION PRESSURE SWELL TEST Final 24.2 2 100.7 2.71 0.680 96 0.62 250 "'j- ! , , , , "*. _: I : ; _~.i__1 10000 ..... ...._n...____ .----.--.......1 PLATE 31J