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WA9601B-LR 990830 (2)Engineering Co. A Division of Standard Testing and Engineering Company GEOTECHNICAL EXPI,ORATION REPORT UNDERGROUND UTILITY EVALUATION OF FLOWABLE FILLS SANDY LAKE ROAD AND SHADYDALE LANE COPPEI,L, TEXAS STANTECH PROJECT NO.: 1530FOX01 PREPARED FOR: Fox Constructors Mr. Joe Velasquez P.O. Box 951 Midlothian, Texas 75065 PREPARED BY: STANTECH ENGINEERING COMPANY 9200 King Arthur Drive Dallas, Texas 75247-3610 (214) 63 1-4372 August 30, 1999 Fox Constructors P.O. Box 951 Midlothian, Texas 75065 Report No.: 1530FOX01 Report Type: UU/E Date: August 30, 1999 Attention: Mr. Joe Velasquez GEOTECHNICAL EXPLORATION UNDERGROUND UTILITY EVALUATION OF FLOWABLE FILLS SANDY LAKE ROAD AND SHADYDALE LANE COPPELL, TEXAS Dear Mr. Velasquez: This is a report of a geotechnical exploration performed to evaluate the flowable fills located at the intersection of Sandy Lake Road and Shadydale Lane, Coppell, Texas. This study was authorized and performed in accordance with our proposal P0017 dated July 19, 1999. INTRODUCTION Purpose and Scope StanTech understands that the flowable fills were placed around the water line and as a base under the asphalt road located at the intersection of Sandy Lake Road and Shadydale Lane in the City of Coppell, Texas. According to the NTCOG construction specification referenced, the uncon~ned compression strength of flowable fill placed should be a minimum of 250 pounds per square foot after 28 days with a plasticity index less than 12 and 100% passing a 3~4-inch sieve. The purpose of this investigation was to determine whether the material placed meets the strength requirements of the NTCOG specifications. StanTech conducted geotechnical soil sampling, performed laboratory testing, evaluated the flowable fill soils, and developed our findings and recommendations. Underground Utility Project Evaluation of Flowable Fills Sandy Lake Road and Shadydale Lane Coppeli, Texas Page 1 StanTech Engineering Co. Project No.: 1530FOX01 To accomplish the purpose of the study, the following scope of services was provided: · Three (3) soil borings were dry drilled to a maximum depth of six (6) feet below the existing ground surface to obtain samples and determine subsurface materials and conditions; · Laboratory tests including Bar Linear Shrinkage, percent passing a 3A-inch size sieve and sieves no. 10 and 200, and moisture contents were conducted to determine the properties of the sub surface materials; and, · Results of field exploration and laboratory tests were analyzed to evaluate the flowable fills and determine whether or not they meet NTCOG specification requirements. Project Location and Description The site is located at the intersection of Sandy Lake and Shadydale Lane, Coppell, Texas. The site surface is generally flat. There is a ditch along each edge of street with depths of about three (3) feet. FIELD EXPLORATION Field exploration activities are described in the following sections. Drilling Information Subsurface materials and conditions were investigated on July 21, 1999. Conditions at the site were investigated with three (3) borings; boring B-1 at station No. 105+60, boring B-2 at station No. 103+60, and B-3 at station No. 102+38. The borings were advanced by solid flight auger techniques. The borings were dry drilled to a maximum depth of six (6) feet below the existing ground surface. The equipment used, field tests performed and soil samples taken are discussed below. Equipment The three (3) borings were dry drilled with a truck-mounted drilling rig utilizing a 4-3/4-inch solid flight auger. All borings were backfilled with bentonite chips after completion. Sampling equipment included Split-Spoon tubes which were taken every foot to a depth of five (5) foot at each location. · Underground Utility Project Evaluation of Flowable Fills Sandy Lake Road and Shadydale Lane Coppell, Texas Page 2 StanTech Engineering Co. Project No.: 1530FOX01 Tests Performed Disturbed samples were obtained from auger cuttings in general accordance with ASTM D 1452, Standard Practice for Soil Investigation and Sampling by Auger Borings. Twelve (12) Standard Penetration Tests were conducted by using a 140-pound hammer falling 30 inches in the flowable sands. All samples were examined and classified in the field. The samples were labeled, sealed in moisture-proof containers, and transported to StanTech's Dallas laboratory for further examination and analysis. Soils The soils ecountered in the borings are presented as follows: Penelxafion Resistance* Boring No. Boring Depth, ft Soil Description Blows/6 in. three 6-in. increments B-1 0-1.5 Cemented Sand, Very Dense, Tan 45/45/45 B-1 1.5-3 Cemented Sand, Very Dense, Tan 46/35/50 B-1 3-4.5 Cemented Sand, Very Dense, Tan 50/50/42 B-I 4.5-6 Cemented Sand, Very Dense, Tan 33/28/28 B-2 0-1.5 Cemented Sand, Very Dense, Tan 50/2-inch B-2 1.5-3 Cemented Sand, Very Dense, Tan 50/l-inch B-2 3-4.5 Cemented Sand, Very Dense, Tan 50/l-inch B-2 4.5-6 Cemented Sand, Very Dense, Tan 50/5-inch B-3 0-1.5 Cemented Sand, Very Dense, Tan 50/5-inch B-3 1.5-3 Cemented Sand, Very Dense, Tan 25/26/30 B-3 4.5-6 Cemented Sand, Medium Dense, Tan * See Appendix B - Key to Tenninology Groundwater During the drilling operation, groundwater was not encountered in borings B-1 through B-3. LABORATORY TESTING Laboratory testing was performed in order to determine the strength and plastic characteristics of the subsurface materials as well as to confirm the soil classifications. General descriptions of the encountered soils together with visual and laboratory classifications and numerical values of the test results are shown on the field exploration section. Underground Utility Project Evaluation of Flowable Fffis Sandy Lake Road and Shadydale Lane Coppell, Texas Page 3 StanTech Engineering Co. Project No.: 1530FOX01 Tests Performed Bar Linear Shrinkage Tests Three (3) bar linear shrinkage tests were performed to assist in identification and classification of the soils using the general provisions of the Standard Test Method, TEX- 107-E. Minus 3/~-inch, 10- and 200-Mesh Sieve Tests Three (3) minus ~-inch, 10- and 200-Mesh Sieve tests were performed primarily to aid in the proper classification of the soils using the general provisions of the Standard Test Method for Amount of Material in Soils Finer Than the No. 10 and 200 (75-1~m) Sieve, ASTM D 1140. Moisture Content Tests Twelve (12) moisture content tests were performed on collected samples and/or cores in general accordance with the Standard Test Method for Laboratory Determination of Water (Moisture) Content of Soil and Rock, ASTM D 2216. A Summary of Laboratory Test Results is presented as follows: Moisture Content (ASTM D 2216) Boring No. Boring Depth, ft. Test Result B-1 0-1.5 11.1% B-1 1.5-3 11.1% B-1 3-4.5 11.4% B-1 4.5-6 11.7%__ B-2 0-1.5 10.9% B-2 1.5-3 10.4% B-2 3-4.5 14.8% B-2 4.5-6 13.9%_.. B-3 0-1.5 10.6% B-3 1.5-3 13.6% B-3 3-4.5 13.3% B-3 4.5-6 12.9% Underground Utility Project Evaluation of Flowable Fills Sandy Lake Road and Shadydale Lane Coppell, Texas Page 4 StanTech Engineering Co. Project No.: 1530FOX01 Bar Linear Shrinkage Tests (Tex-107-E) Boring No. Boring Depth. ft. Test Result B-1 0-1.5 1.4% B-2 1.5-3 0.4% B-3 4.5-6 1.0% Sieve Analysis (ASTM D 1140) Boring No. Boring Depth, ft. % Passing ~-inch % Passing No. 10 % Passing No. 200 B-1 0-1.5 100% 77.1% 6.1% B-2 1.5-3 100% 89.3% 7.7% B-3 4.5-6 100% 94.0% 8.4% Soil Stratigraphy GENERAL SOIL CONDITIONS In general, the soils in the underground utility area (Borings B-1 through B-3) can be considered one (1) major stratum with depth limits and characteristics as follows: Stratum No. Range of Depth, ft Soil Description (Unified Soil Classification System) I 0 - 6 CEMENTED SAND (SM), Medium Dense to Very Dense, Tan. Soil Conditions · The cemented sands of stratum I are medium dense to very dense. Current moisture contents ranged from 10.4% to 14.8%. Underground Utility Project Evaluation of Flowable Fills Sandy Lake Road and Shadydale Lane Coppe!l, Texas Page 5 StanTech Engineering Co. Project No.: 1530FOX01 FINDINGS AND RECOMMENDATIONS Based on our field exploration and laboratory test results, the following are our findings and recommendations: · The general relationship of penetration resistance and unconfined compression strength of cemented sands are as follows: Penetration Resistance Descriptive Term Uncon~ned Compression Strength* 10 - 30 Medium Dense 0.5 - 1.0 30 - 50 Dense 1.0 - 2.0 Over 50 Very Dense 2.0 - 4.0 Note: * tons per square foot (tsf) The results of standard penetration tests (SPT) for the cemented sands are ranging from 24 to 100 per foot. The soils are medium dense to very dense. The unconfined compression strength results of the cemented sands ranged from 1.0- to 4.0 tsf which are greater than the 250 pounds per square foot and satisfies NTCOG specification requirements. · The percentage of bar linear shrinkage ranged from 0.4% to 1.4%, indicating the onsite cemented soils are non-expansive. It is our opinion that the plasticity index (PI) based upon low bar linear shrinkage should be less than 12 which satisfies NTCOG specification requirements. · The results of sieve analysis of each of these samples tested indicated 100% passing a 3A-inch sieve which meets NTCOG specification requirements. · Excessive erosion can lead to a progressive sloughing of the ditch walls. Consequently,l progressive failure of ditch walls can occur. Therefore, StanTech highly recommends providing erosion control systems such as vegetation cover or gunnite to ensure successful long-term performance. In conclusion, the testing and evaluation found the cemented soils placed at subject location satisfied the three NTCOG construction specification requirements for flowable fill. Underground Utility Project Evaluation of Flowable Fills Sandy Lake Road and Shadydale Lane Coppe!!, Texas Page 6 StanTech Engineering Co. Project No.: 1530FOX01 STANDARD OFCARE The recommendations and conclusions contained in this report are conducted in a manner consistent with the level of care and skill ordinarily exercised by reputable geotechnical engineers practicing in this or similar localities. No other warranty, expressed or implied, is made other than that the work was performed in a proper and workmanlike manner. We appreciate the opportunity to assist you on this project. If you have any questions concerning this submittal, or if we can be of further assistance, please call. Very truly yours, S Tech Enginee~le_~.~-~: ..... Shau, ....;;;;¥b"":.'."'] PS/ps Copies Submitted: 1- City of Coppell - Mr. Kenneth Griffin 1- City ofCoppell - Mr. Larry Davis 1- Shimek, Jacobs & Finklea - Mr. Gary Hendricks cc: File/CK/PS Appendix A - Appendix B - ILLUSTRATIONS Site Plan/Boring Location Plan Key to Terminology Underground Utility Project Evaluation of Flowable Fills Sandy Lake Road and Shadydale Lane Coppe!i, Texas Page 7 StanTech Engineering Co. Project No.: 1530FOX01 Appendix A Boring Location Plan N Not to Scale Shadydale Lane ~D B-3 Sta. 102+38 B-2 Sta- 103+60 Sandy Lake Road B-1 Sta. 105+60 Legend: · - Approximate Boring Location Boring Location Plan StanTech Engineering Co 9200 King Arthur Drive Dallas, Texas Figure 1 Project No.: ~s3o~oxol Project: Sandy Lake Road and Shadydale Lane Coppell, Texas Appendix B Key to Terminology Terms Describim~ Consistencv or Condition 50% or more passes the No. 200 sieve. Includes (1) inorganic and organic silts and clays. (2) graveHy, sandy or silly clays. Comistency is raWd according to shearing strength, as indicated by laboratory compression t~jng or by pene~rometer readings. Unconfmed Very Soft Soft Firm Stiff Very Stiff ZOO to 4.00 Hard 4.00 and higher Identification Procedure Shear Strength Compressive Strength* Pocket Penetrometer* Sags under own weight less than 0.25 0 0.13 Easily pem'tratM sevenl inches by thumb lessthan0.25 0.251o0.50 0.13 0.25 Penetrated several inches 0.25 to 0.50 0.50 to 1.00 0.25 0.50 Readily indented by thumb, but penetrated 0.50 to 1.00 1.00 to 2.00 0.50 1.00 only with great effort Readily indented by thumbnail 1.00 to 2.00 1.00 1.5 No penetration over 2.00 > 1.5 *tons~fi~ or kg/cm: Coarse - Grained Soils More than 50% retained on No. 200 sieve. Includes (I) clean gravels and sands described as free,medium or coarse, depending on distribution of grain sizes and (2) silty or clayey gravels and sands. Penetration Resistance** Descriptive Term Relative Density 0 - 10'** Loose 0 to 40% *'140 pound drive weight having 10 - 30 Medium Dense 40 to 70% a hammer drop distance of 30 - 50 Dense 70 to 90% 30 inches Over 50 Very Dense 90 to 100% ***Blow per foot Terms Characterizing Soil Structure Fissured Sensitive Laminated Interbedded Calcereous Well-graded Poorly-graded Slickensided snghtly Moderately Extremely Intensely containing shrinkage cracks, frequently filled with free sand or silt; usually more or less vertical. pertaining to cohesive soils that are subject to appreciable loss of strength when retooltied. composed of thin layers of varying color and texture. composed of alternate layers of difforent soil types. containing appreciable qualifies of calcium carbonate. having a wide range in grain sizes and substantial amounts of all intermediate particle sizes. predominantly of one grain size, or having a range of sizes with some intermediate size missing. having inclined planes of weakness that are slick and glossy in appearance. Degree of slickensided development: slickensides are present at intervals of 1-2 feet and soil does not easily break along these planes. sliekensides are spaced at equal intervals of 1-2 feet and soil breaks easily along these planes. sliekensides are spaced at intervals of 4-12 inches, are continuous and interconnected. 8oil breaks easily along the slickensides. Resulting size of broken pieces three to six inches. sliekensides are spaced at inter/als of less than four inches and are continuous in all directiota. Terns Characterizing Rock Propertie Bedding Characteristics Massive - occurring in thick beds free from hinge joints and laminations, more than 100 mrm in thickness. Thin to Medium - occurring in relatively thin layers of laminate 2 mrm to 100 rant bedding planes Fissile - bedding which consists of laminate less than 2ram. in thickness, splits easily along closely spaced parallel planes. Cross-bedded - arrangement of laminations of strata transverse or oblique to the main planes of stratification of the strata concerne& Foilsted - the !aminat~l structure resulting from segregation of granular and fine minerals into layers parallel to the schistosily (result of the parallel arrangement ofplaty and ellipsoidal mineral grains). Platy - parallel arrangement of brood or fiat minerals (giving a fo!lation) by slablike inclusions, by scMieren or by bonds of different mineralogy or texture. Fragmental - consisting of broken material, particularly that which has been moved from its place of origitt Degree of Weathering Unweathered - rock in its natural state before being exposed to atmospheric agents. Slightly weathered - noted predominantly by color change with no disintegrated zones. Weathered - complete color change with zones of slightly decomposed rock_ Extremely weathered - complete color change with consistency, texture, and general appearance approaching soil. DU = Dry unit weight (pcf) Abbreviations LL = Liquid Limit Texture Dense - fine-grained aphonitic rocks in which the grain size generally averages less than 0.05 to 0. 1 ram. Fine - more than 50% by weight smaller than 0.074 ram. in diameter (seen only with a strong hand lens or microscope.). Medium - majority of grain in sizes between O.074mm. and 0.5 ram. Coarse - grain sizes range from 0.5mm to 1 .Ore (erystals are visible to the un-aided eye). Structure Bedding - fiat (0-15), gently dipping (15-30), steeply dipping (30- vertical). Fractures - broken surfaco of minerals or rock which does not (scattered or open) exhibit cleavage or bedding planes. Fractures - show signs ofbrokan minerals but now are cemented. (closely spaced) Breeciated - rock mad~ up of highly angular ooam fragments- (sheared & fragmented) may be sedimentary or formed by crushing or grinding along faults. Joints - fraaur~ in rock, generally more or less vertical or transvers~ to b~lding along which no appreciable movement has oocurrexL Faulted - fracture or fracture zone along which there has been displacengnt of the sides relative to one another parallel to the fracture - the displacement may be a few inches or many miles. Slickensides - polished and siraired (scratched) surface that results from friction along a fault plan._ MC = Moiture content (%) UC = Unconfmed compt~ssive strength (tsf) PP = Pocket Penetrometer PI = Plasticity index /~200 = percent passing #200 U.S. Standard sieve USCS = Unified Soil Classification System StanTech Engineering Co. 9200 King Arthur Drive, Dallas, Tx 75247 KEY TO TERMINOLOGY USED ON LOGS