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HomeMy WebLinkAboutSoil Density Report ------~- s I STRGAR-ROSCOE-FAUSCH, INC. CONSULTING ENGINEERS TRANSPORTATION . CIVIL . STRUCTURAL . PARKING . LAND SURVEYORS ~~ ...... February 10. 1992 City of Prior Lake c/o Strgar-Roscoe-Fausch. Inc. AUn: Mr. James Dvorak. P.E. One Carlson Parkway N0I1h Plymouth. MN 55447 STS Project 95432 Re: Geotechnical Exploration and Engineering Services for the Proposed County Road 23 Realignment Project in Prior Lake. Minnesota. SRF Project No. 0901609 Dear M r. Dvorak: As authorized by your acceptance of STS Proposal P-3848 dated January 20. 1992. we have completed the subsurface exploration program for the above-referenced project. Five copies of our geotechnical report have been submitted to the above address. We appreciate having the opportunity to provide geotechnical exploration and engineering services to the City of Prior Lake and Strgar-Roscoe-Fausch. Inc. on this project. If you should have any questions regarding the attached report. or if we can be of further as- sistance in any way. please do not hesitate to contact us. Respectfully. STS CONSULTANTS. LTD. .~k ~ Smith. P.E. Senior Project Engineer sr~1Y\(,L---- Stephan M. Gale. P.E. Principal Engineer MBS/kp Encs. STS Consultants Ltd. Consulting Engineers 3650 Annapolis Lane Minneapolis, Minnesota 55447 612.559.1900/Fax 612.559.4507 TABLE OF CONTENTS Page REPORT SUMMARY 1 PROJECT OVERVIEW 2 Project Description Scope of Work 2 2 EXPLORATION PROCEDURES 3 Subsurface Exploration Procedures Laboratory Testing Procedures 3 3 EXPLORATION RESULTS 5 Soil Conditions Groundwater Conditions 5 6 ANAL YSIS AND RECOMMENDATIONS 7 Pavement Support Utility Support Construction Considerations General Qualifications 7 8 9 10 APPENDIX Report PROJECT Geotechnical Exploration and Engineering Services for the Proposed County Road 23 Realignment Project in Prior Lake. Minnesota CLIENT City of Prior Lake c/o Strgar-Roscoe-Fausch. INc. Attn: Mr. James Dvorak. P.E. One Carlson Parkway North Plymouth. MN 55447 Project No. 95432 Date February 10. 1992 ~~ STS Consultants Ltd. Consulting Engineers 3650 Annapolis Lane Minneapolis. Minnesota 55447 612.559,1900/Fax 612.559.4507 Geotechnical Exploration and Engineering Services for the Proposed County Road 23 Realignment Project in Prior Lal{e, Minnesota REPORT SUMMARY The project involves reconstructing the intersection of County Road 23 and 170th Street East in the City of Prior Lake. Minnesota. Vine Street and Mushtown Road also junction with County Road 23 in this area. The project involves construction of new pavements and the installation of new utilities consisting of watermain. sanitary sewer and storm sewer. The site is known to consist of a low-lying area that was filled in the past. The purpose of the exploration program was to explore the subsurface conditions with regard to roadway and utility support. The exploration program consisted of drilling six soil borings to a depth of 16 feet below existing grade on January 29. 1992. The borings encountered a combination of clay. sand and silt soils that included buried organic and/or soft layers beneath the fill at some locations. Four of the six borings encountered groundwater at depths ranging from about 4 to 14 feet below existing grade. In summary. extensive soil corrections are not expected to be necessary with regard to pavement support. Preparation of pavement subgrades is not expected to be troublesome unless construction occurs during wet weather. Regarding utility support. some utility subgrades will likely occur in organic or soft soils such that removal and replacement will likely be required. Trench backfill materials may also need to be imported within areas where the excavated soils are unsuitable for reuse as trench backfill. Details of our exploration program and geotechnical recommendations for the project are discussed further in the body of this report. County Road 23 Realignment STS Project #95432 PROJECT OVERVIEW Project Description The project involves the realignment of the intersection of 170th Street East and County Road 23 in the City of Prior Lake. Minnesota. Mushtown Road and Vine Street also form a part of this intersection. We understand that the roadways at this intersection are to be reconstructed and new utilities installed. The utilities will include watermain. sanitary sewer and storm sewer. We understand that the storm sewer system will discharge into Crystal Lake. located in the southwest quadrant of the intersection. which has a nominal water elevation of 840 feet. Scope of Work The exploration program consisted of drilling borings B-1 through B-6 to a depth of 16 feet below existing grade on January 29. 1992. The boring locations and depths were selected by SRF and laid out in the field by STS. After drilling. SRF surveyed the boring locations and ground surface elevations. Locations are shown on the boring location diagram in the Appendix while surface elevations and centerline stations are noted on the boring logs. - 2 - County Road 23 Realignment STS Project #95432 EXPLORATION PROCEDURES Subsm'face Exploration Procedures The borings were drilled usmg a truck-mounted ~iedrich 0-50 auger/rotary drill rig operated by a two-man crew. Each boring was drilled using continuous flight hollow stem augers and representative soil samples obtained using the split-barrel sampling procedure in general confOlmance with ASTM Specification 0-1586. Field logs of the soil/groundwater conditions encountered and sampling procedures used were maintained by the drill crew. Water level measurements are indicated in the lower left hand comer of the boring logs. Each boring was backfilled with soil cuttings immediately after completion. The Appendix contains enclosures which describe drilling and sampling procedures in further detail. Labo.-atory Testin~ Procedures The individual soil samples were examined by an engineer/geologist and then grouped by type into the major zones shown on the logs, Each stratum is classified on the basis of texture and plasticity in general conformance with the "Unified Soil Classification System" in- cluded in the Appendix. The estimated Unified Group Symbol. contained in parentheses fol- lowing the written descriptions on the logs, indicates the general soil type contained within each stratum. The written descriptions further define the type and amount of secon- dary soil components as well as the soil color. moisture condition and strength or relative density. as appropriate. The descriptive terminology used on the logs is explained on the " General Notes" sheet in the Appendix. The laboratory testing program included determining the moisture content of selected samples. Moisture contents were determined for organic or soft samples considered to be potentially compressible. The unconfined compressive strength of representative cohesive samples was estimated using a hand penetrometer. In the hand penetrometer test. unconfined - 3 - County Road 23 Realignment STS Project #95432 compressIve strength IS estimated by measuring penetration resistance using a spring- calibrated cylinder. The field and laboratory test results are shown in the right-hand columns of the boring logs. - 4 - County Road 23 Realignment STS Project #95432 EXPLORATION RESULTS Soil Conditions Please refer to the individual boring logs in the Appendix for the detailed soil descrip- t ions at the boring locations. A general overview of the soils encountered in the borings is given below. Each of the borings encountered fill which extended to estimated depths ranging from 4 feet helow the surface at B-3 to 10 feet at B-6. The fill soils consisted primarily of sandy clay at B-1. B-3 and B-6 and of sandy silt or silty sand at the remaining borings. The sandy silt/silty sand fill at B-2 and B-4 is described as partly organic because of its dark color. However. these soils appear to consist of primarily mineral soil with a rela- tively low organic content. Also. seams of topsoil were noted in the silty clay fill encountered from a depth of 2.5 to 5 feet in B-2. Beneath the fill. the borings encountered a combination of clay. sand and silt soil types. with buried organic layers identified in borings B-3, B-4 and B-6. The organic soils in- cluded organic clayey silt and organic silty clay at estimated depths of 3.5 to 7.5 feet in B-3. 7.5 to 9 feet in B-4 and 10 to 12 feet in B-6. The laboratory testing identified that moisture contents of the organic materials range from about 20 % to 45 %. Relatively soft clayey soils, with unconfined compressive strengths less than about 1.0 ton per square foot (tsf). were also encountered in borings B-2. B-3 and B-6. Moisture contents of these relatively soft clays were found to range from about 25 % to 3 I %. Borings B-4 and B-6 were terminated in silty to clayey sand while the other borings were terminated in sandy clay. The basal soils were typically stiff to very stiff in consis- tency or medium dense in relative density. - 5 - County Road 23 Realignment STS Project #95432 G,.oundwater Conditions Groundwater was encountered in all borings except B-4 and B-5 during the exploration program. Borings B-4 and B-5 are located where the sUlface elevations are 15 to 25 feet higher than the remaining borings. The water level measurements ranged from 3.9 feet below the slllface after completion of boring B-1 to 14 feet while sampling at B-6. We anticipate that the water level measurements may be due to perched seams within the cohesive profile soils as well as hydrostatic groundwater within water-bearing sand layers. Overall. the water level measurements considered most representative correspond to elevations ranging from approximately 838 to 843 feet. Groundwater conditions will vary over time due to climatic variations and other factors. - 6 - County Road 23 Realignment STS Project #95432 ANALYSIS AND RECOMMENDATIONS Pavement Support The existing fill materials encountered at the boring locations are considered to be generally suitable for pavement subgrade support. However. most of the subgrades will consist of clay and silty soils that could be unstable during construction in wet weather. Positive drainage should be maintained during construction in order to limit subgrade softening associated with ponded water. Softened surficial soils should be removed to a firm subgrade prior to placing additional fill or aggregate base course. If the surficial subgrade soils are relatively wet during construction. aeration and compaction of the surface may be required to achieve stability. However. if the underlying soils are also wet. aeration and compaction may be ineffective. In such cases. a subcut of 2 feet and replacement with select granular backfill may be required. A geotextile separation fabric such as a MnDOT Spec 3733 Type IV may also be appropriate if the subgrade soils are excessive soft or wet. We anticipate that fill material will consist of clayey and silty soil types similar to the existing fill identified in the borings. We recommend that this type of fill be placed in loose lifts no greater than 9 inches thick. compacted to at least 100% of the Standard Proctor maximum dry density (ASTM D-698). The prevailing moisture content of fill soils should be maintained within about 3 % of the optimum moisture content in order to obtain the recommended degree of compaction. For granular fill soils. the maximum thickness of loose lifts should not exceed about J 2 inches. We also recommend that granular fill be compacted to at least 100 % Standard Proctor. For the anticipated clayey and silty subgrade soils. we recommend that the design of nex- ible pavements for this project be based on an estimated Hveem Stahilometer R-value no greater than 15. The pavement design should include consideration of the estimated traffic volume. frequency and vehicle wheel loads as well as the sub grade soil conditions. - 7 - County Road 23 Realignment STS Project #95432 We anticipate that there would be a benefit to usmg a geotextile to provide long-term separation of the clayey silty subgrade soils and aggregate base course (or subbase). These benefits would be realized at times when the subgrade soils become saturated and when they are weakened by seasonal freeze/thaw cycles. If used. we recommend that a MnDOT 3733.2B Type IV geotextile be utilized. We anticipate that the clayey and silty subgrade soils at this site are moderately sus- ceptible to ice lensing and frost heave during the winter. City personnel may be able to provide information related to local frost heave or spring breakup problems. If local experience indicates frost heave is a concern. a select granular subbase would likely improve long-term pavement performance. Utility Support Some of the borings encountered organic and/or soft layers at depth that may not provide adequate sub grade support for utilities. In general. subgrade support problems would be anticipated primarily when subgrades occur within the lower-quality soils. If the poten- tially compressible layers are located I or 2 feet below invert. and overlain by firmer subgrade soils. we do not anticipate that soil corrections would be necessary. However. we anticipate that some subcutting will be necessary when the organic/soft soils are located at invert. When soil corrections are necessary. subcutting and replacement with granular backfill should be performed. In most cases. we anticipate a subcut of 12 to 18 inches below invert and replacement with granular foundation bedding, will be appropriate. How- ever. deeper subcuts may be required in the vicinity of borings B-4 and B-6 where the higher-moisture organic clays were encountered. A tabulation of the estimated depths of potentially organic/soft subgrade soils is given in Table I. - 8 - County Road 23 Realignment STS Project #95432 Table 1 Estimated Depths of Potentially Organic/Soft Subgrade Soils Estimated Depths Existing of Potentially Boring Surface Organic/Soft Inveti Number Location Elevation (ft.) Soils (ft.) B-1 1 70th. Sta. 72 + 78 945.10 B-2 170th. Sta. 66+40 947.37 2.5-7.0 B-3 CR 23. Sta. 8+27 948.42 3.5-7.5 B-4 1 70th. Sta. 56+64 969.62 2.5-4.5. 7.5-9.0 B-5 170th. Sta. 61 +30 965.26 B-6 CR 23. Sta. 5 + 10 950.13 7.5-12.0 Depth to Groundwater (ft. ) 4.0 9.5 5.0 12.0 In 1110st cases. sand containing less than about 5 % passing the U.S. No. 200 Sieve should be appropriate granular foundation material. However. if the trench conditions are relatively wet. soft or loose. a gravel backfill such as MnDOT 3149.2H Coarse Filter Aggregate may be more appropriate. The zones of organic/soft soils noted above. and other similar soils which may be encoun- tered on the project. will likely be unsuitable for reuse as trench backfill. Such un- suitable soils would need to be wasted in non-structural fill areas and additional trench backfill imported. Utility trench backfill should be placed in 9 to 12 inch lifts as discussed previously and compacted to 100 % Standard Proctor maximum density to reduce total trench backfill settlements. Construction Considerations We recommend that a representative of the geotechnical engineer observe the earthwork on this project in order to determine if the soils encountered are as anticipated in this report. This representative could help assess subcutting requirements with regard to pavement and utility support. We recommend that on-site and off-site borrow soils be tested in the laboratory to detemline their Standard Proctor moisture density relationships so that field density testing of structural fill materials may be peIformed. - 9 - County Road 23 Realignment STS Project #95432 Some of the utility excavations for this project may encounter perched water or groundwater seepage. I n general. we do not rapid anticipate groundwater infiltration unless excava- tions IllUSt be extended into water-bearing granular soils. Dewatering by well points would likely be required for such excavations. In most cases. the groundwater seepage antici- pated can likely be controlled by pumping from shallow sumps. All excavations for this project must be adequately sloped. or sheeted and braced. in accordance with applicable OSHA regulations. It is the sole responsibility of the con- tractor to provide safe working conditions during all phases of construction on this project. General Qualifications This report has been prepared in order to aid in the evaluation of this property and to assist the engineer in the design of this project. The scope is limited to the specific project and location described herein. and our description of the project represents our understanding of the significant aspects relevant to soil and foundation characteristics. I n the event that any changes in the design or location of the structures as outlined in this report are planned. we should be informed so that changes can be reviewed and the conclusions of this rep0I1 modified or approved in writing by the soil and foundation engmeer. As a check. we recommend that we be authorized to review project plans and specifications to confirm that our report recommendations have been interpreted in accor- dance with our intent. Without this review. we will not be responsible for misinterpreta- tions of our data. our analysis. and/or our recommendations nor how these are incorporated into the final design. It is recommended that all construction operations dealing with earthwork and foundations he reviewed by an experienced soil engineer to provide information on which to base a decision whether the design requirements are fulfilled in actual construction. If you - 10 - County Road 23 Realignment STS Project #95432 wish. we would welcome the opportunity to provide field construction services for you durin g construction. The analysis and recommendations submitted in this report are based on the data obtained from the soi I borings pertormed at the locations indicated on the location diagram and from any other information discussed in this report. This report does not reflect any varia- tions which may occur between these borings. In performance of the subsurtace explora- tions. specific information IS obtained at specific locations and at specific times. However. it is a well-known fact that variations in soil and rock conditions exist on most sites hetween boring locations at specific times. The nature and extent of variations may not hecome evident until the course of construction. If variations then appear evident. it will he necessary for a re-evaluation of the recommendations of this report after pertorm- ing eHl-site observations during the construction period and noting the characteristics of any variations. Because of the possibility of these unanticipated subsurface conditions occurring. we recommend that a "changed condition" clause be provided in the contract both with the general contractor and in contracts with subcontractors involved in the foundation and earthwork construction. It is felt the inclusion of this clause will permit contractors to give lower prices because they will not need to provide as much in contingencies as they normally would if equitable adjustment of changed conditions will minimize conflicts and litigation with the attendant delays and costs. Furthermore. by the immediate recognition and adjustment in contract price at the time any changed conditions are encountered. the immense problem of trying to recreate facts when litigation develops later is eliminated. A mediation/arbitration procedure is recommended in the event that the owner. contractor and professionals do not agree on the changed conditions at the moment they are disclosed. If you wish. we would be pleased to furnish additional information pertaining to this pro- ced me. - 11 - APPENDIX 1. Changed Conditions Clause 2. Boring Location Diagram 3. Boring Logs 4. General Notes 5. Soil Classification System 6. Field and Laboratory Procedures 7. Standard Boring Log Procedures 8. Sampling Procedures: ASTM D-1586 and D-1587 STS Changed Conditions Clause ~~ STS CONSULTANTS, LTD. The following is a suggested standard clause for unanUcipated subsurface conditions: "The owner has had a subsurface exploration performed by a foundation consultant, the results of which are contained in the consultant's report. The consultant's report presents his conclusions on the subsurface conditions based on his interpretation of the data obtained in the exploration. The contractor acknowledges that he has reviewed the consultant's report and any addenda thereto, and that his bid for earthwork operations is based on the subsur- face conditions, as described in that report. It is recognized that a subsurface exploration may not disclose all conditions as they actually exist and further, conditions may change, particularly groundwater conditions, between the time of subsurface exploration and the time of earthwork operations. In recognition of these facts, this clause is entered in the con- tract to provide a means of equitable additional compensation for the contractor if adverse unanticipated conditions are encountered and to provide a means of rebate to the owner if the conditions are more favorable than anticipated. At any time during earthwork, paving and foundation construction operations that the con- tractor encounters conditions that are different than those anticipated by the foundation con- sultant's report, he shall immediately (within 24 hours) bring this fact to the owner's atten- tion. If the owner's representative on the construction site observes subsurface conditions which are different than those anticipated by the foundation consultant's report, he shall im- mediately (within 24 hours) bring this fact to the contractor's attention. Once a fact of unan- ticipated conditions has been brought to the attention of either the owner or the contractor, and the consultant has concurred, immediate negotiations will be undertaken between the owner and the contractor to arrive at a change in contract price for additional work or reduc- tion in work because of the unanticipated conditions. The contractor agrees that the follow- ing unit prices would apply for additional or reduced work under the contract. For changed conditions for which unit prices are not provided, the additional work shall be paid for on a time and material basis." Another example of a changed conditions clause can be found in paper No. 4035 by Robert F. Borg, published in ASCE Construction Division Journal, No. C02, September 1964, page 37. 7/87 )l t '" ~ ~ -0 '" iz . VlGil /Jiiiir . DRAWN BY DATE ~O ,.. 0 m :I~"O ~~ BORING LOCATION DIAGRAM MBS 2/10/92 ... z;:l 2w~ ... . ort) ",NC. CHECKED BY DATE . C.R. 23 Realignment 1ft ~ ~ c:i ... z Prior Lake, Minnes ota APPROYED BY DATE Z ;= 0 i m STS Conoulton', LId, ::I Consuhing Engineers CADFllE a: ID ~~I - ........ CLIENT City of Prior Lake PROJECT NAME County Road 23 Realignment LOG OF BORING NUMBER B-1 170 tho Sta. 72+78 ARCHITECT-ENGINEER Strgar-Roscoe-Fausch, Inc. -0- UNCONFINED COMPRESSIVE STRENGTH TONS/FT. 2 123 5 STS Consultants Ltd, SITE LOCATION Prior Lake, Minnesota ;::: UJ ~ U ;::: Z z 8 ... ~ UJ l- I- 0 a. ~ :I: ... >- I- > Z I- Cl >- a. UJ UJ UJ c: UJ -' UJ UJ Cl UJ -' -' -' > a. a. a. 0 XI :z: :z: :z: u ... ... ... UJ '" '" '" c: S1 AS Sit A5 ~ S2 5S HS ~1I I :S3 SS I HS I.~ ~S4 55 I I I -Hsl-~ I ~S5 5S I I I I I I I I I I ~ I I I: H5 f--liWL-i 56 S S I , I I 110.U I I I I I I I I I I -1 DESCRIPTION OF MATERIAL PLASTIC WATER LIGUID LIMIT X CONTENT X LIMIT X X------e-----f:::. 10 20 30 40 50 SURFACE ELEVATION 945.1 ft M5L 1 ft. Granular road base \i9 10 STANDARD PENETRA nON BLOWS/FT, 20 30 40 50 Silty clay, some sand, trace gravel - brown - s tiff - (CL) - fill ,P 02 Clayey fine to coarse sand, trace gravel - brown gray - saturated - medium dense - (SC) ~., Fine to coarse sand, trace gravel, trace silt - gray - saturated - loose - {SP-5M) ~ Fine to coarse sand, trace gravel, trace silt - gray - saturated - medium dense - (SW-SM) '~l 1 Silty clay, some fine to coarse sand, trace gravel - stiff - (CL) () dffl lIE End of boring at 16 feet. Drilled with 3 1/4" ro. hollow stem auger to full depth. Backfilled bore hole with cuttings at completion, * Calibrated Penelromeler I The stratification lines represent the approximate boundary lines between soil types: in-situ, the transition may be gradual. IWL IWL IWL WS OR WO BORING STARTED STS OFFICE 7 It W5 01/29/92 Minnesota BCR ACR BORING COMPLETE9 ENTERED BY SHEET NO. OF 3.9 ft 01 29/92 DCJ 1 RIG/FOREMAN APP'D BY STS JOB NO. 0-50 Don H. MBS 95432 ~~ CLIENT City of Prior Lake PROJECT NAME County Road 23 Realignment LOG OF BORING NUMBER B-2 170 tho Sta. 66+40 ARCHITECT-ENGINEER Strgar-Roscoe-Fausch. Inc. -0- UNCONFINEO COMPRESSIVE STRENGTH TONS/FT,2 \ 2 3 4 5 STS Consultants Ltd. SITE LOCATION Prior Lake, Minnesota ;::: UJ !!:: u ;::: :z :z ~ ... !:o UJ l- I- 0 Cl. ~ :c ... >- I- > :z I- c:J >- Cl. UJ CI: UJ -' UJ UJ UJ UJ c:J UJ -' -' -' > Cl. Cl. Cl. 0 XI :I: :I: :I: U ... ... ... UJ U1 U1 U1 CI: S1 AS S2 5S H5 , , I , ~ I HS t HS ~------ I , ~ S3 SS S31 SS S4 SS HS ~ I-llWL- 55 55 I ~ HS f-l'W'- S6 S S I I f-l"' U DESCRIPTION OF MATERIAL PLASTIC WA TER LIQUID LIMIT X CONTENT X LIMIT X X------e-----I::, 10 50 2.0 30 4.0 SURFACE ELEVATION @ \0 ST ANOARO PENETRATION BLOWS/FT. 20 30 40 50 947.37 ft MSL Partly organIc SlIt and sand. trace gravel - dark brown - wet - (ML) - fill Silty clay, some sand, trace gravel - brown - stiff - (CL) - fill Note: Occasional .2' thick seams of black topsoil @' *.: Fine to coarse sand, some silt, trace gravel - brown - wet - loose - (SM) Silty clay, some sand. trace gravel - light brown - firm - (CL) Silty clay, some sand, trace gravel - mottled brown - stiff to very stiff - (CL) 416 . o . .vi. *~~ . \J 1'&. * : ..J.. ~ End of boring at 16 feet. Drilled with 3 1/4" ID. hollow stem auger to full depth. Backfilled bore hole with cuttings at completion. * Calibrated Penetrometer The stratification lines represent the approximate boundary lines between soil types: in-situ, the transition may be gradual. WL WS OR WO BORING STARTED STS OFFICE 10.3 ft WS 01/29/92 Minnesota WL BCR ACR BORING COMPLETE9 ENTEREO BY SHEET NO. OF 11.8 ft 01 29/92 DCJ 1 WL RIG/FOREMAN APP'O BY STS JOB NO. 9.6 ft @ .3 hr AB 0-50 Don H. MBS 95432 ~~I - ........ CLIENT City of Prior Lake PROJECT NAME County Road 23 Realignment LOG OF BORING NUMBER B-3 CR. 23 Sta. 8+27 ARCHITECT-ENGINEER Strgar-Roscoe-Fausch. Inc. -0 UNCONFINED COMPRESSIVE STRENGTH TONS/FT.2 1 2 3 4 5 STS Consultants Lto, SITE LOCATION Prior Lake. Minnesota ;::: w ~ u ;::: z z ~ ... DESCRIPTION OF MATERIAL ~ w l- I- e u. ~ I <( >- I- > Z I- Cl >- U. w a: w --' w w w w Cl w --' --' --' > u. u. u. 0 XI ::0: ::0: ::0:<- <( <( <( w SURFACE ELEVATION 948.42 ft MSL (f) (f) (f) a: I Silty clay, some sand, trace gravel - brown - I I (CLl - fill I :S1 AS PLASTIC WATER LIQUID LIMIT X CONTENT X LIMIT X x------e-----I:::,. 10 20 30 40 50 <19 10 STANDARD PENETRA TION BLOWS/FT, 20 30 40 50 t!. ::J I , I I :S2 SS ! S21 SS 1--.-- I \ \ \ . HS Organic clayey SlIt. some sand. trace gravel - black - (OLl - S3 sampled into pIece of wood fYs. o 4'e. 0- . .....;;w.' ---I . B I <>9 :S3 ss I HS I_~ , , , , , I :S4 SS I I I 1 Silty clay and sand - dark gray - firm - (CLl : 9 @I *: . HS IS5 SS I : S51 SS I Fine to coarse sand, trace gravel. trace silt - gray - saturated - medium dense - (SP-SM) "l'S. o ~~o ~ HS ~ :S6 ss I ...llL U I Clayey SlIt. little sand - gray - mottled - iron sta Ined - firm - (ML -CLl -'41 O'~ lIE End of boring at 16 feet. Drilled with 3 1/4" 10. hollow stem auger to full depth. Backfilled bore hole with cuttings at completion. * Calibrated Penetrometer Tne stratification lines represent tne approximate bounaary lines between soil types: in-situ. tne transition may be graaual. WL WS OR WD BORING STARTED STS OFFICE 5.6 ft ws 01/29/92 Minnesota WL BCR ACR BORING COMPLETE~ ENTERED BY SHEET NO, OF 5.2 It 01 29/92 DCJ 1 WL RIG/FOREMAN APP'D BY STS JOB 1-<<), 0-50 Don H. MBS 95432 ~~I ... ........ CLIENT City of Prior Lake PROJECT NAME County Road 23 Realignment LOG OF BORING NUMBER 8-4 170 tho Sta. 56+64 ARCHITECT-ENGINEER Strgar-Roscoe-Fausch, Inc. o UNCONFINED COMPRESSIVE STRENGTH TDNS/FT.2 12345 STS Consultants Ltd. SITE LOCATION Prior Lake, Minnesota ;= UJ ~ U Z Z 0- 8 UJ << ~ 0- 0- a. ~ :I: ... 0 >- 0- :> :z 0- Cl >- a. UJ a: UJ -' UJ UJ UJ UJ Cl UJ -' -' -' :> a. a. 0.0 XI x x xc.. ... << ... UJ (f) (f) (f) a: S1 AS t""_:-l I :S2 SS I ~S - ~l _ 1I S3 SS HS S4 SS HS ~S5 SS I I I I ...Lc:...OL H5 H5 JW 56 55 ..,Ul,U DESCRIPTION OF MATERIAL PLASTIC WATER LIQUIO LIMIT X CONTENT X LIMIT X X------e-----D. 10 20 30 40 50 SURFACE ELEVATION 969.62 ft M5L Partly organIc fine to coarse sand. some silt, little gravel - black - moist - (SM) - fill (19 10 ST ANOARO PENETRATION BLOWS/FT. 20 30 40 50 Clayey SlIt. trace sand, trace gravel - dark brown - mottled - soft - (ML-CLl - fill p .ig Silt and sand, trace gravel - dark brown - moist - dense - (MLl - iron staIned - fill };;j4 Organic silty clay, trace sand - black - (OLl Q}f" . Fine to coarse sand, little silt - gray - wet - med ium dense - (SM) ~'5 1 Fine sand, some SlIt - brown - wet - medium dense - (5M) ?it End of borIng at 16 feet. Drilled with 3 1/4" 10. hollow stem auger to full depth. Backfilled bore hole with cuttings at completion. * Calibrated Penetrometer The stratification lines represent the approximate boundary lines between soil types: in-situ, the transition may be gradual. WL WS OR WO BORING STARTEO STS OFFICE Dry W5 01/29/92 Minnesota WL BCR ACR BORING COMPLETE? ENTERED BY SHEET NO, OF Dry Dry 01 29/92 DCJ 1 WL RIG/FOREMAN APP'D BY STS JOB NO. 0-50 Don H. MBS 95432 ~~I CLIENT City of Prior Lake PROJECT NAME County Road 23 Realignment LOG OF BORING NUMBER 8-5 170 tho Sta. 61+30 ARCHITECT-ENGINEER Strgar-Roscoe-Fausch, Inc. -0 UNCONFINED COMPRESSIVE STRENGTH TONS/FT. 2 I 2 3 4 5 STS Consultants Ltd, SITE LOCATION Prior Lake, Minnesota ;::: UJ !:: u :z :z >- S ... !:: UJ >- >- 0- ~ :I: ... 0 >- >- > :z >- Cl >- 0- UJ UJ UJ a: UJ ...J UJ UJ Cl UJ ...J ...J ...J > 0- 0- 0- 0 XI '" '" '" u ... ... ... UJ (j) (j) (j) a: 51 A5 ~ ----.. 52 55 H5 - -'l. " :53 55 I H5 I " H5 - ----- I :54 55 I I HS--~ I ....l.II...II..55 55 I I ~ H5 I ~56 55 I 10.U ~ DESCRIPTION OF MATERIAL PLASTIC WATER LIQUID LIMIT % CONTENT % LIMIT % X------e-----6. 10 30 50 40 20 SURFACE ELEVATION 965.26 ft M5L .2 feet asphalt Fine to coarse sand, some silt, trace gravel - brown - moist - (SM) o 10 ST ANDARD PENETRATION BLOWS/FT. 20 30 40 50 ..0:1' Fine sand and silt - brown - mOIst - medIum dense - [SMI ~/ Silty clay, little fine to coarse sand, trace gravel - brown - stiff to very stiff - (CL) ~ &,~' .' , \# * 1 End of boring at 16 feet. Drilled with 3 1/4" ID. hollow stem auger to full depth. Backfilled bore hole with cuttings at completion, * Calibrated Penetrometer The stratification lines represent the approximate boundary lines between soil types: in-situ, the transition may be gradual. IWL WS OR WO BORING STARTED STS OFFICE Dry WS 01/29/92 Minnesota IWL BCR ACR BORING COMPLETE? ENTERED BY SHEET NO, OF Dry Dry 01 29/92 DCJ 1 IWL RIG/FOREMAN APP'o BY STS JOB NO. 0-50 Don H. MBS 95432 ~~I CLIENT City of Prior Lake PROJECT NAME County Road 23 Realignment LOG OF BORING NUMBER CR. 23 8-6 Sta. 5+10 STS Consultants Ltd. SITE LOCATION Prior Lake, Minnesota ARCHITECT-ENGINEER Strgar-Roscoe-Fauscn. Inc. -0- UNCONFINED COMPRESSIVE STRENGTH TONS/FT. 2 I 2 345 ;:: w ~ U Z Z >- ~ ... ~ W I-- I-- ei 0.. ~ :c ... >- >- > z >- Cl >- 0.. W CI: W -' W W ww Cl w -' -' -' > 0.. 0.. 0.. 0 Xl ::E: ::E: ::E:U ... ... ... w <n <n <n CI: S1 AS I I A5 .. ., 52 55 H5 :l_lI 53 55 H5 I " ,54 55 I I H5 ...1lI.." 155 55 I : 55J 55 ...l'-.iL- H5 ....I.iWL- 56 55 lO.U DESCRIPTION OF MATERIAL PLASTIC WATER LIQUID LIMIT X CONTENT X LIMIT X x------e-----D. 10 50 20 30 40 SURFACE ELEVATION 950.13 ft M5L 0.5 feet granular base Fine to coarse sand. trace gravel, some Silty clay - brown - moist - (5C) - fill @ 10 STANDARD PENETRATION BLOWS/FT. 20 30 40 50 Silty clay. little to some sand - gray - mottled - very stiff - (CL) - fill ri3 '" 5ilty clay, trace sand - blue gray - firm - (CL) - fill Note: Seams of black peat ~ p V i4 · OrganIC silty clay. some sand - black - soft - (OL) : 4'6. o O@3 . * : Fine to coarse sand, some clayey silt, little gravel - gray - saturated - medium dense - (5M-5C) &2 End of boring at 16 feet. Drilled with 3 1/4" 10. hollow stem auger to full depth. Backfilled bore hole with cuttings at completion. * Calibrated Penetrometer The stratification lines represent the approximate boundary lines between soil types: in-SItu. the transitIon may be graDual, WL WS DR WD BORING STARTED STS OFFICE 14 f t WS 01/29/92 Minnesota WL BCR ACR BORING COMPLETE~ ENTERED BY SHEET NO. OF 12.3 ft 01 29/92 DCJ 1 WL RIG/FOREMAN APP'D BY STS JOB NO. 0-50 Don H. MB5 95432 STS General Notes ~~ STS CONSULTANTS, LTD. DRILLING &: SAMPLING SYMBOLS: SS Split Spoon-l 3/8" LD., 2" O.D. Unless otherwise noted ST Shelby Tube-2" O.D., Unless otherwise noted PA Power Auger DB Diamond Bit- NX, BX, AX AS Auger Sample JS Jar Sample VS Vane Shear OS Osterberg Sampler-3" Shelby Tube HS Hollow Stem Auger WS Wash Sample FT Fish Tail RB Rock Bit BS Bulk Sample PM Pressuremeter Test, In-Situ GS Giddings Sampler Standard "N" Penetration: Blows per foot of a 140 pound hammer falling 30 inches on a 2 inch O.D. split spoon sampler, ex- cept where otherwise noted. WATER LEVEL MEASUREMENT SYMBOLS: WL : Water Level WS : While Sampling WD : While Drilling AB : After Boring WCI DCI BCR ACR Wet Cave In Dry Cave In Before Casing Removal After Casing Removal Water levels indicated on the boring logs are the levels measured in the boring at the times indicated. In pervious soils, the indicated elevations are considered reliable groundwater levels. In impervious soils, the accurate determination of groundwater elevations may not be possible, even after several days of observations; additional evidence of groundwater elevations must be sought. GRADATION DESCRIPTION &: TElUVIINOLOGY: Coarse Grained or Granular Soils have more than 50% of their dry weight retained on a #200 sieve; they are described as: boulders, cobbles, gravel or sand. Fine Grained soils have less than 50% of their dry weight retained on a #200 sieve; they are described as: clays or clayey silts if they are cohesive and silts if they are non-cohesive. In addition to gradation, granular soils are defined on the basis of their relative in-place density and fine grained soils on the basis of their strength or consistency and their plasticity. Silt Size Bange Over 8 in. (200 mm) 8 inches to 3 inches (200 mm to 75 mm) 3 inches to #4 sieve (75 mm to 4.76 mm) #4 to #200 sieve (4.76 mm to 0.074 mm) Passing #200 sieve (0.074 mm to 0.005 mm) Smaller than 0.005 mm) Description Of Components Also Present in Sample Trace Little Percent Of Dry Weight 1-9 10-19 Major Component Of Sample Boulders Cobbles Gravel Some 20-34 Sand And 35-50 Clay CONSISDNCY OF COHESIVE SOILS: BELL... ill.&:. DEN.,)...... J. OF GJlANULAB SOILS: Unconf'med Compressive Strength, Qu, tsf 0.25 0.25-0.49 0,50-0.99 1.00-1.99 2.00-3.99 4.00-8.00 8.00 Consistency Very Soft Soft Medium (Firm) Stiff Very Stiff Hard Very Hard N-Blows per ft. 0-3 4-9 10 - 29 30-49 50-80 80+ Relative Density Very Loose Loose Medium Dense Dense Very Dense Extremely Dense STS Soil Classification System Major Divisions <; " .~ " .~ tj~ t:! .:::: '- J': '" '" or. ;;.- ~ '" ~ 'J ~ :J<oj' ~ '- . ~~~ u<ii" .c: '"' ".c: '" - .::: :-: - Q" '" ~ o~ ~ ~, " -'" " "'<= .. 0 ~-= " ~ '"' ~~ ~ .~ '" ;> .~ " ~ c <= " .::: (; <.r .- tJ ~ ~z..:: .r .~ 1'~:; ;: c. v~ 8 N o Z " " '" ~-= " '- G ~ .:: ~ i: or ~~ C .~ '"' '" ,0 c; v E '" " " "";2!.= ~ - .~ .~ '"' '~ .;: C-i ;. ~ .~ ~ " g~ ',J -goz '" ~" ~(;t"O .c:-5 " :5 ~ ~ <.r -= ~ ~ ''$' ~ <= -'S ~:; 5 E. ~ ~ < ~ ~ ~ <ii .c: " '"' .c: ~ c ~~ '"' '" c ~ - ~ '" '" .c:= - '" ~ ~ ~~ <; > '" 'v; ::;:, " ~ '" >> .c: '" " ~ " " .!; " '" :~ ~ Cor. " 5 3 8 '" o Z " '" -5 '" '- :':~ ~1i 1l ~ c '" -fa :.: ~.~ , ... ... ... .5 C; u. E 5 '" c '" on -5 >. ~ '" '" ~ C; "tl ~ C tlO '"' on ] [)i " '5 r:r d ~ o ... <ii .c c '" -5 u 6 6 ;>o-..~ - c '" ~..:: :t~5i UNIFIED SOIL CLASSIFICATION Group symbols T~'pical names CiW Well.~rades gravels. gravel-sand mIXtures, httle or no tines CP Poorlv graded gravels. gra\'el. sand mixtures. httle or no fines G1\1 d Silt\ gravcb. gravel.sand.silt mixturt'\ 1I GC Clavev gravels. gravel.sand.clav ml\lure" w. Well.graded sands. gra\'ellv sands. little or no fines SP Poorlv graded sands. gravellv sands, Itttle or no fincs ::: 5\1 d -:1 Silty sands, sand.silt mixtures SC Clavev sands. sand-clav miX' tures "L InorganIC slit> and vcrs fme sands. rock flour. silt v or clavev fine sands or clayev Silts \\ It h slight plasticilv CL Inorganic clays of 10\\ to me. dlum plasticity. gravellv clays, sandy clays. silty clays. lean clays Organic silts and organic silts >< OL '" clays of low plasticitv "tl ,:: ~ :~ Inorganic silts. micaceous or " '" MH diatomaceous fine sandy or ii: silty soils. elastic silts CH Inorganic clays of high plas- ticity. fat clays OH Organic clays of medium to high plasticity. organic silts PI Peat and other highly organic soils " g 0;; ~ ;7 ~ ',J 0(, .2 r:r Q.~~ V'. V': " ~ 'J ~~ Laboratory classifICation criteria C u = ~ greater than 6; Cc = 10,,)' between I and 3 D." D'QxD.o Not meeting all gradation requirements for GW Atterberg limits below "A" line or P,1. less than 4 Atterberg limits above" A" line wilh P,1. greater than 7 Above "A" line with p,1. between 4 and 7 are bor- derline cases requiring use of dual symbols Cu = 0::.. greater than 4: Cc = (0",)' between I and 3 Do O,oxO", NO! meeting all gradation requirements for SW At!erberg limits below" A" line or P, I. less than 4 Atterberg limits above "A" line "'1th P,1. greater than 7 so For classification of fine-gramed <iOllli and fine fractIon of coarc;,e- gramed <;1.);ls 20 o I 1 I l H 1 I /1 l// ,( I /1 1/ I I I /I I I::'t. / t I I "'> / I ' I "~ _ 1 OH and \1H I I I I I I I I I I I I I I 1 Atlerberg Llmltv plotting in hatched area are borderline class, ifications requirin~ use of dual symbols, Equal10n of A.line: PI = 0,73 ILL. 201 1 I I I I I I : CL I I I I /1 10 I I Y I I I 7 -'---~~~\ Cl Ml ' 4 - - - - r " - - L;:" M I and IOL o '" " "7 '" ;. .~ ~~ :r.v: ~ . ; ~ 0.. '>..wI -::; J" ~:.;1:~ . .-;:::..c ~ ~ :: E :.; ~ ci: ~' -.; ~ "t; '"' O(,~ " - = ..,. '"' ~ "O~ C::. J" ~ '0 ~ r.-~.2 S:::2 ~ ~ c ~ tj ~ ~~coa:~_ ~ t "0."'_ ~ N =5 :.J o.r.- - 'J ~ 5 .~ ~ ~ t v ~~ ~ -:: ~ .:.- u - ~ - E]~~5c t ~~~~;: ~~~ 8 '" 60 40 30 I I / 10 20 40 30 50 Liquid Limit Plasticity ChaM Limits plotting in hatched zone with P.1. between 4 and 7 are borderline cases requiring use of dual svm- bols /1 I / I 1/ 1/1 ~ I I 60 I I 1 I I 70 1 I I I l 80 90 100 STS Field and Laboratory Procedures ~~ SUBSUBI'ACE EXPLOllBION PROCEDUBES Hand-Auger Drilling (HA) In this procedure, a sampling device is driven into the soil by repeated blows of a sledge hammer. When the sampler is driven to the desired sample depth, the soil sample is retrieved. The hole is then advanced by manually turning the hand auger until the next sampling depth increment is reached. The hand auger drilling between sampling intervals also helps to clean and enlarge the bore hole in preparation for obtaining the next sample. Power Auger Drilling (PA) In this type of drilling procedure, continuous flight augers are used to advance the bore holes. They are turned and hydraulically advanced by a truck or track-mounted unit as site ac- cessiblility dictates. In auger drilling, casing and drilling mud are not required to maintain open bore holes. Hollow Stem Auger Drilling (HS) In this drilling procedure, continuous flight augers having an open stem are used to advance the bore holes. The open stem allows the sampling tool to be used without removing the augers from the bore hole. Hollow stem augers thus provide support to the sides of the bore hole during the sampling operations. Rotary Drilling (RB) In employing rotary drilling methods, various cutting bits are used to advance the bore holes. In this process, surface casing and/ or drilling fluids are used to maintain open bore holes. Diamond Core Drilling (DB) Diamond core drilling is used to sample cemented formations. In this procedure, a double tube (triple tube) core barrel with a diamond bit cuts an annular space around a cylindrica.l prism of the material sampled. The sample is retrieved by a catcher just above the bit. Samples recovered by this procedure are placed in sturdy containers in sequential order. 7/87 STS Field and Laboratory Procedures ~~ LABOBA~OBY PBOCEDUBES Water Content (Wc) The water content of a soil is the ratio of the weight of water in a given soil mass to the weight of the dry soil. Water content is generally expressed as a percentage. Hand Penetrometer (Qp) In the hand penetrometer test, the unconfined compressive strength of a soil is determined, to a maximum value of 4.5 tons per square foot (tsf), by measuring the resistance of the soil sample to penetration by a small, spring-calibrated cylinder. The hand penetrometer test has been carefully correlated with unconfined compressive strength tests, and thereby provides a useful and a relatively simple testing procedure in which soil strength can be quickly and easily estimated. Unconfined Compression ~ests (Qu) In the unconfined compression strength test, an undisturbed prism of soil is loaded axially until failure or until 20% strain has been reached, whichever occurs first. Dry Density ( ~ D) The dry density is the quantity used as a measure of the amount of solids in a unit volume of soil aggregate. Use of this value is often made when measuring the degree of compaction of a soil. Classification of Samples In conjunction with the sample testing program, all soil samples are examined in our laboratory and classified on the basis of their texture and plasticity in accordance with the Unified Soil Classification System (USeS). The soil descriptions on the boring logs are in conformance with this system and the estimated group symbols according to this system are included in paren- theses following the soil descriptions on the boring logs. Included on a separate sheet entitled "General Notes" is a brief explanation of this system of soil classification. STS Standard Boring Log Procedures ~~ s~s COl\T;.)u~DmS, LTD. In the process of obtaining and testing samples and preparing this report, standard procedures are followed regarding field logs, laboratory data sheets and samples. Field logs are prepared during performance of the drilling and sampling operations and are in- tended to essentially portray field occurrences, sampling locations and procedures. Samples obtained in the field are frequently subjected to additional testing and reclassification in the laboratory by more experienced soil engineers, and differences between the field logs and the final logs may exist. The engineer preparing the report reviews the field and laboratory logs, classifications and test data, and using judgement and experience in interpreting this data, may make further changes. Samples taken in the field, some of which are later subjected to laboratory tests, are retained in our laboratory for sixty days and are then destroyed unless special disposition is requested by our client. Samples retained over a long period of time, even in sealed jars, are subject to moisture loss which changes the apparent strength of cohesive soil, generally increasing the strength from what was originally encountered in the field. Since they are then no longer representative of the moisture conditions initially encountered, an observation of these samples should recogruze this factor. It is common practice in the geotechnical engineering profeSSion that field logs and laboratory data sheets not be included in engineering reports, because they do not represent the engineer's final opinions as to appropriate descriptions for conditions encountered in the exploration and testing work. On the other hand, we are aware that perhaps certain contractors and subcontrac- tors submitting bids or proposals on work might have an interest in studying these documents before submitting a bid or proposal. For this reason, the field logs are retained in our office for review by all contractors submitting a bid or proposal. We would welcome the opportunity to ex- plain any changes that have been and typically are made in the preparation of our final reports, to the contractor or subcontractors, before the firm submits its bid or proposal, and to describe how the information was obtained to the extent the contractor or subcontractor wishes. Results of laboratory tests are generally shown on the boring logs or are described in the text of the report, as appropriate. The descriptive terms and symbols used on the logs are described on the attached sheet, entitled: "General Notes". 7/87 STS Sampling Procedures [~ {~~ , AMEBICAN' SOCIETY FOB TESTDTG AND 1VIA'1'EllIALS Standard Method for PENETRATION TEST AND SPLI'l'-BABllEL SAMPLDTG OF SOILSl This standard is issued under the fixed deSlgna.tion D 1586; the number immediately following the deslgna.tion indicates the year of Or!glnal adoption or, in the case of revision, the year of the l&st revision. A number in parentheses indicates the year of l&st reapprovaL A SUperscript epsilon (E) indicates an editoI'is.l change since the l&st revision or reapproval. This method has been approved for use by agencies of the Department of Defense and for listing in the DOD Index of Specifications and Standards. 1. ScoDe 1 . 1 This method describes the proce- dure, generally known as the Standard Penetration Test (SPT), for driving a split-barrel sampler to obtain a repre- sentative soil sample and a measure of the resistance of the soil to penetration of the sampler. 1.2 This standard may involve haz- ardous materials, operations, and equipment. This standard does not purport to address all of the safety problems associated with its use. It is the responsibility of whoever uses this standard to consult and establish ap- propriate safety and health practices and determine the applicability of reg- ulatory limitations prior to use. For a specific precautionary statement, see 5.4.1. 1.3 The values stated in inch-pound units are to be regarded as the stan- dard. a. Applicable Documents 2.1 ASTM Standards: D2487 Test Method for Classification of Soils for Engineering Purposes2 D2488 Practice for Description and Identification of Soils (Visual- Manual Procedure)2 D4220 Practice for Preserving and Transporting Soil Samples2 3. Descriotions of Terms SDecltic to, This Standard 3.1 anvil-that portion of the drive- weight assembly which the hammer strikes and through which the ham- mer energy passes into the drill rods. 3.2 cathead-the rotating drum or windlass in the rope-cathead lift sys- tem around which the operator wraps a rope to lift and drop the hammer by successively tightening and loosening the rope turns around the drum. 3.3 drill rods-rods used to transmit downward force and torque to the drill bit while drilling a borehole. 3.4 drive-weight assembly-a device consisting of the hammer, hammer fall guide, the anvil, and any hammer drop system. 3.5 hammer-that portion of the drive-weight assembly consisting of the 140 :t 2 Ib (63.5 :t 1 kg) impact weight which is successively lifted and dropped to provide the energy that ac- complishes the sampling and penetra- tion. 3.6 hammer drop system-that por- tion of the drive-weight assembly by which the operator accomplishes the lifting and dropping of the hammer to produce the blow. 3,7 hammer fall guide-that part of the drive-weight assembly used to guide the fall of the hammer. 3.8 N-value-the blowcount repre- sentation of the penetration resistance of the soil. The N-value, reported in blows per foot, equals the sum of the number of blows required to drive the sampler over the depth interval of 6 to 18 in. (150 to 450 mm) (see 7.3). 3.9 llN-the number of blows ob- tained from each of the 6-in. (150-mm) intervals of sampler penetration (see 7.3). 3.10 number of rope turns-the total contact angle between the rope and the cathead at the beginning of the opera- tor's rope slackening to drop the ham- mer, divided by 3600 (see Fig. 1). 3.11 sampling rods-rods that con- nect the drive-weight assembly to the sampler. Drill rods are often used for this purpose. 3.12 SPT-abbreviation for Standard Penetration Test, a term by which en- gineers commonly refer to this method. 4. SilfDificance and UIS.t 4.1 This method prOVides a soil sam- ple for identification purposes and for laboratory tests appropriate for soil obtained from a sampler that may pro- duce large shear strain disturbance in the sample. 4.2 This method is used extensively in a great variety of geotechnical ex- ploration projects. Many local correla- tions and widely published correla- tions which relate SPT blowcount, or N-value, and the engineering behavior of earthworks and foundation are available. lThls method Is under the JurIsdictIon of ASTM CommIttee 0.18 on SoU and Rock and 1s the direct responsIbility of subcommIttee 018.02 on Sampl. Ing and Related FIeld Testing for SoU InvestIga. tIons. Current editIon approved Sept. 11, 1984, PublIshed November 1984. OrIg!nally publIshed as 01586-58T, Last prevIous editIon Dl886-e7 (974). 2Annnal Book of ASTM Sta~, Vol 04.08. 8. ADDaratua 5.1 Drilling Equipment-Any dril- ling equipment that provides at the time of sampling a suitably clean open hole before insertion of the sampler and ensures that the penetration test is performed on undisturbed soil shall be acceptable. The following pieces of equipment have proven to be suitable for advancing a borehole in some sub- surface conditions. 5.1,1 Drag, Chopping, and Fishtail Bits, less than 6.5 in. 062 mm) and greater than 2.2 in. (56 mm) in diamet- er may be used in conjunction with open-hole rotary drilling or casing- advancement drilling methods. To avoid disturbance of the underlying soil, bottom discharge bits are not per- mitted; only side discharging bits are permitted. 5.1.2 Roller-Cone Bits, less than 6.5 in. 062 mm) and greater than 2.2 in. (56 mm) in diameter may be used in conjunction with open-hole rotary drilling or casing-advancement drill- ing methods if the drilling fluid dis- charge is deflected. 5.1.3 Hollow-Stem Continuous Flight Augers, with or without a cen- ter bit assembly, may be used to drill the boring. The inside diameter of the hollow-stem augers shall be less than 6.5 in, 062 mm) and greater than 2.2 in. (56 mm). 5.1.4 Solid, Continuous Flight, Bucket and Hand Augers, less than 6.5 in. 062 mm) and greater than 2.2 in. (56 mm) in diameter may be used if the soil on the side of the boring does not cave onto the sampler or sampling rods during sampling. 5.2 Sampling Rods-Flush-joint steel drill rods shall be used to connect the split-barrel sampler to the drive- weight assembly. The sampling rod shall have a stiffness (moment of iner- tia) equal to or greater than that of parallel wall "A" rod (a steel rod which has an outside diameter of 1 % in. (41.2 mm) and an inside diameter of llil in. (28.5 mm). NOTE I-Reoent resee.roh e.nd oompe.re.tlve testing Indioe.tes the type rod used, with stiffness ranglng from "A" size rod to "N" size rod, will usua.lly have e. negligible effect on the N-ve.lues to depths of e.t lee.st 100 ft (30 m). 5.3 Split-Barrel Sampler-The sam- pler shall be constructed with the di- mensions indicated in Fig. 2. The driv- ing shoe shall be of hardened steel and shall be replaced or repaired when it .. ASTM Designation: D 1586 becomes dented or distorted. The use of liners to produce a constant inside diameter of 1 % in. (35 mm) is permit- ted, but shall be noted on the penetra- tion record if used. The use of a sample retainer basket is permitted, and should also be noted on the penetra- tion record if used. NOTE 2-Both theory e.nd e.ve.lle.ble test de.te. suggest the.t N.ve.lues me.y Inoree.se between 10 to 30% when liners e.re used. 5.4 Drive-Weight Assembly: 5.4.1 Hammer and Anvil-The ham- mer shall weigh 140 :t 2 Ib (63.5 :t 1 kg) and shall be a solid rigid metallic mass. The hammer shall strike the an- vil 'l.nd m.,,' steel on steel contact when it is dropped. A hammer fall guide permitting a free fall shall be used. Hammers used with the cathead and rope method shall have an unim- peded overlift capacity of at least 4 in. 000 mm). For safety reasons, the use of a hammer assembly with an inter- nal anvil is encouraged. NOTE 3-It Is suggested the.t the ha.mmer fa.ll guide be permanently marked to enable the opere.. tor or Inspector to judge the ha.mmer drop height. 5.4.2 Hammer Drop System-Rope- cathead, trip, semi-automatic, or auto- matic hammer drop systems may be used, providing the lifting apparatus will not cause penetration of the sampler while re-engaging and lifting the hammer. 5.5 Accessory Equipment-Acces- sories such as labels, sample contain- ers, data sheets, and groundwater lev- el measuring devices shall be provided in accordance with the requirements of the project and other ASTM stan- dards. 6. DrilliDIl Procedure 6.1 The boring shall be advanced in- crementally to permit intermittent or continuous sampling. Test intervals and locations are normally stipulated by the project engineer or geologist. Typically, the intervals selected are 5 ft (1.5 m) or less in homogeneous strata with test and sampling locations at every change of strata. 6.2 Any drilling procedure that pro- vides a suitably clean and stable hole before insertion of the sampler and as- sures that the penetration test is per- formed on essentially undisturbed soil shall be acceptable. Each of the follow- ing procedures have proven to be ac- ceptable for some subsurface condi- tions. The subsurface conditions anti- cipated should be considered when se- lecting the drilling method to be used. 6.2.1 Open-hole rotary drilling method. 6.2.2 Continuous flight hollow-stem auger method. 6.2.3 Wash boring method. 6.2,4 Continuous flight solid auger method. 6.3 Several drilling methods produce unacceptable borings. The process of jetting through an open tube sampler and then sampling when the desired depth is reached shall not be permit- ted. The continuous flight solid auger method shall not be used for advanc- ing the boring below a water table or below the upper confining bed of a confined non -cohesive stratum that is under artesian pressure. Casing may not be advanced below the sampling elevation prior to sampling. Advancing a boring with bottom discharge bits is not permissible. It is not permissible to advance the boring for subsequent insertion of the sampler solely by means of previous sampling with the SPT sampler. 6.4 The dr1ll1ng fluid level within the boring or hollow-stem augers shall be maintained at or above the in situ groundwater level at all times during drilling, removal of drill rods, and sampling. 7. Samvlliur and TestiDll Procedure 7.1 After the boring has been ad- vanced to the desired sampling eleva- tion and excessive cuttings have been removed, prepare for the test with the following sequence of operations. 7.1.1 Attach the split-barrel sampler to the sampling rods and lower into borehole. Do not allow the sampler to drop onto the soil to be sampled. 7.1.2 Position the hammer above and attach the anvil to the top of the sampling rods. This may be done be- fore the sampling rods and sampler are lowered into the borehole. 7. 1. 3 Rest the dead weight of the sampler, rods, anvil, and drive weight on the bottom of the boring and apply a seating blow. If excessive cuttings are encountered at the bottom of the boring, remove the sampler and sam- pling rods from the boring and remove the cuttings. 7.1.4 Mark the drill rods in three successive 6-in. (0.15-m) increments so that the advance of the sampler un- der the impact of the hammer can be easily observed for each 6-in. CO.15-m) increment. 7.2 Drive the sampler with blows from the 140-lb (63.5-kg) ha=er and count the number of blows applied in each 6-in. (0.15-m) increment until one of the following occurs: 7.2.1 A total of 50 blows have been applied during anyone of the three 6-in. (0.15-m) increments described in 7.1.4. 7.2.2 A total of 100 blows have been applied. 7.2,3 There is no observed advance of the sampler during the application of 10 successive blows of the ha=er. 7.2.4 The sampler is advanced the complete 18 in. (0.45 m) without the limiting blow counts occurring as de- scribed in 7.2.1,7.2.2, or 7.2.3. 7,3 Record the number of blows re- quired to effect each 6 in. (0,15m) of penetration or fraction thereof. The first 6 in. is considered to be a seating drive. The sum of the number of blows required for the second and third 6 in, of penetration is termed the "standard penetration resistance", or the "N-value". If the sampler is driven less than 18 in. (0.45 m), as permitted in 7.2.1, 7.2.2, or 7.2.3, the number of blows per each complete 6-in. (0.15-m) increment and per each partial incre- ment shall be recorded on the boring log. For partial increments, the depth of penetration shall be reported to the nearest 1 in. (25 =), in addition to the number of blows. If the sampler adVances below the bottom of the bor- ing under the static weight of the drill rods or the weight of the drill rods plus the static weight of the hammer, this information should be noted on the boring log. 7.4 The raising and dropping of the 140-lb (63.5-kg) ha=er shall be ac- complished using either of the follow- ing two methods: 7.4.1 By using a trip, automatic, or semi-automatic hammer drop system which lifts the 140-lb C63.5-kg) ham- mer and allows it to drop 30 :t 1.0 in. CO.76 m :t 25 mm) unimpeded. 7.4.2 By using a cathead to pull a rope attached to the hammer. When the cathead and rope method is used the system and operation shall con- form to the following: 7.4.2.1 The cathead shall be essen- tially free of rust, oil, or grease and have a diameter in the range of 6 to 10 in. (150 to 250 mm), ASTM Designation: D 1586 7.4.2.2 The cathead should be operated at a minimum speed of rota- tion of 100 RPM, or the approximate speed of rotation shall be reported on the boring log. 7.4.2.3 No more than 2~ rope turns on the cathead may be used during the performance of the penetration test, as shown in Fig. 1. NOTE 4-The operator should generally use e1ther 1'% of 24 rope turns, depending upon whether or not the rope comes off the top (I '% turns) or the bottom (24 turns) of the cathead, It 1s generally known and accepted that 23" or more rope turns considerably impedes the fall of the hammer and should not be used to perform the test, The cathead rope should be maintained in a relatively dry, clean, and unfrayed condition. 7,4.2.4 For each hammer blow, a 3D-in. CO.76-m) lift and drop shall be employed by the operator. The opera- tion of pulling and throwing the rope shall be performed rhythmically with- out holding the rope at the top of the stroke. 7.5 Bring the sampler to the surface and open. Record the percent recovery or length of sample recovered. De- scribe the soil samples recovered as to composition, color, stratification, and condition, then place one or more rep- resentative portions of the sample into sealable moisture-proof containers Gars) without ramming or distorting any apparent stratification. Seal each container to prevent evaporation of soil moisture. Affix labels to the con- tainers bearing job designation, bor- ing number, sample depth, and the blow count per 6-in. (0.15-m) incre- ment. Protect the samples against ex- treme temperature changes. If there is a soil change within the sampler, make a jar for each stratum and note its location in the sampler barrel. 8. Kenort 8.1 Drilling information shall be recorded in the field and shall include the fOllowing: 8.1.1 Name and location of job, 8.1.2 Names of crew, 8.1.3 Type and make of drilling machine, 8.1.4 Weather conditions, 8.1.5 Date and time of start and finish of boring, 8.1.6 Boring number and location (station and coordinates, if available and applicable), 8.1. 7 Surface elevation, if available, 8.1.8 Method of advancing and cleaning the boring, 8. 1.9 Method of keeping boring open, 8.1.10 Depth of water surface and drilling depth at the time of a noted loss of drilling fluid, and time and date when reading or notation was made, 8.1.11 Location of strata changes, 8. 1. 12 Size of casing, depth of cased portion of boring, 8.1.13 Equipment and method of driving sampler, 8.1.14 Type of sampler and length and inside diameter of barrel Cnote use of liners), 8.1.15 Size, type, and section length of the sampling rods, and 8.1.16 Remarks. 8.2 Data obtained for each sample shall be recorded in the field and shall include the following: 8.2.1 Sample depth and, if utilized, the sample number, 8.2.2 Description of soil, 8.2.3 Strata changes within sample, 8.2.4 Sampler penetration and re- covery lengths, and 8.2.5 Number of blows per 6-in. (0.15-m) or partial increment. 9. Precision and Bias 9.1 Variations in N-values of 100% or more have been observed when us- ing different standard penetration test apparatus and drillers for adjacent borings in the same soil formation. Current opinion, based on field experi- ence, indicates that when using the same apparatus and driller, N-values in the same soil can be reproduced with a coefficient of variation of about 10%. 9.2 The use of faulty equipment, such as an extremely massive or dam- aged anvil, a rusty cathead, a low speed cathead, an old, oily rope, or massive or poorly lubricated rope sheaves can significantly contribute to differences in N-values obtained be- tween operator-drill rig systems. 9.3 The variability in N-values pro- duced by different drill rigs and opera- tors may be reduced by measuring that part of the hammer energy deliv- ered into the drill rods from the sam- pler and adjusting N on the basis of comparative energies. A method for energy measurement and N-value ad- justment is currently under develop- ment. ASTM Designation: D 1586 A.... '-~Rope Ooerator h~~ /~ Cathead ~M1 0 A..- Section A-A (a) counterclooltw18e rotation approx1mately 1 ~ turns ...... a+- ,- 6 vlJ: 0 U a.... OM'at~ (b) olooltw18e rotation approx1mately 21,4 turns Section a-B I'IG. 1 Deflniti-oDll of the .umber of Bope TurDlI and the ADg1e for (a) Countercloclnriae Boation and (b) ClocII:wiH Botation of the Cathead. ., ~/ // //, /U,' 'II /I ~ /I .. /I II /I ,~ 'tn \ \\ II \ '\ \ HEAD ROLLPIN ~ \/ n n,,"" " " .. " ~~ \\ '\.'\. ~ '\.'\. \ ~~I,~"""" " II 11111111 II II..'! {' ;~~ "l. ~"" " " BALL II" \ VENT (2 at ra in. diameter) . E OPEN SHOE / ~ - ~ i G 'ttC ~/ // /J,I. J'. 1/ 11/ .D l~:B: 7' II A . B . I A = 1.0 to 2,0 In. (25 to 50 =) B = 18,0 to 30.0 In. (0,457 to 0.762 m) C = 1.375:!: 0.006 In, (34,93:!: 0.13 =) D = 1.50:!: 0.05 - 0.00 In. (38.1 :!: 1.3 - 0.0 =) E = 0.10:!: 0.02 In. (2.54:!: 0.25 =) F = 2.00 :!: 0.05 - 0.00 In, (60,8 :!: 1.3 - 0,0 =) G = 16.00 to 23.00 The lY.. In. (38 =) inside dla.meter split barrel may be used with a 16.gage wall thlokness split liner. The penetrating end of the drive shoe may be slightly rounded. Metal or plastic retainers may be used to retain soU samples. I'IG. a 8plit-Barre18amP1er The American Society for Testing and Materl&ls takes no position respecting the validity of any patent rights asserted In connection with any Item mentioned In this standard. Users of this standard are expressly advised that determination of the valldity of any such patent rights, and the risk of infringement of such rights, are entirely their own responsibUlty. This standard is subject to revision at any tlme by the responsible technlcal commlttee and must be reviewed every flve years and If not revised, either reap- proved or withdrawn. Your comments are Invited either for revision of this standard or for additional standards and should be addressed to ABTM Headquarters. Your comments will receive careful consideration at a meeting of the responsible technlcal committee, which you may attend. If you feel that your comments have not received a fair hearing you should make your views known to the ABTM Committee on Standards, 1916 Race St., Phlladelphl&, Pa. 19103. 003RI8/89WP3K ,( STS Sampling Procedures ~~ {r~ AMEBICAN SOCIE~Y FOB ~ES~ING AND MA~EBIALS Standard Practice for ~HIN-WALLED ~UBE SAMPLING OF SOILSl This standard is issued under the fixed designation D 1587; the number immediately following the designation indicates the year of original adoption or, in the case of revision, the year of last revision, A number in parentheses indicates the year of last reapproval. A superscript epsllon(f) indicates an editorial change since the last revision or reapproval. This practice has been approved for use by agencies of the Department of Defense and for listing in the DOD Index of Specifications and Standards, 1. Scope 1.1 This practice covers a procedure for using a thin-walled metal tube to recover relatively undisturbed soil samples suitable for laboratory tests of structural properties. Thin-walled tubes used in piston, plug, or rotary- type samplers, such as the Denison or Pitcher, must comply with the por- tions of this practice which describe the thin-walled tubes (5.3). NOTE I-This practice does not apply to I1ners used within the above samplers, a. Applicable Documents 2.1 ASTM Standards: D2488 Practice for Description and Identification of Soils (Visual- Manual Procedure)" D3550 Practice for Ring-Lined Barrel Sampling of Soils" D4220 Practices for Preserving and Transporting Soil Samples" 3. Summary of Practice 3.1 A relatively undisturbed sample is obtained by pressing a thin-walled metal tube into the in-situ soil, remov- ing the soil-filled tube, and sealing the ends to prevent the soil from being dis- turbed or losing moisture, 4. Significance and Use 4.1 This practice, or Practice D 3550, is used when it is necessary to obtain a relatively undisturbed specimen suita- ble for laboratory tests of structural properties or other tests that might be influenced by soil disturbance. S. Apparatus 5.1 Drilling Equipment-Any drill- ing equipment may be used that pro- vides a reasonably clean hole; that does not disturb the soil to be sampled; and that does not hinder the penetra- tion of the thin-walled sampler. Open borehole diameter and the inside dia- meter of driven casing or hollow stem auger shall not exceed 3.5 times the outside diameter of the thin-walled tube. 5.2 Sampler Insertion Equipment, shall be adequate to provide a relative- ly rapid continuous penetration force. For hard formations it may be neces- sary, although not recommended, to drive the thin-walled tube sampler. 5.3 Thin-Walled Tubes, should be manufactured as shown in Fig. 1. They should have an outside diameter of 2 to 5 in. and be made of metal hav- ing adequate strength for use in the soil and formation intended. Tubes shall be clean and free of all surface ir- regularities including projecting weld seams. 5.3.1 Length of Tubes-See Table 1 and 6.4. 5.3.2 Tolerances, shall be within the limits shown in Table 2. 5.3.3 Inside Clearance Ratio, should be 1 % or as specified by the engineer or geologist for the soil and formation to be sampled. Generally, the inside clearance ratio used should increase with the increase in plasticity of the soil being sampled. See Fig. 1 for defin- ition of inside clearance ratio. 5.3.4 Corrosion Protection-Corro- sion, whether from galvanic or chemi- cal reaction, can damage or destroy both the thin-walled tube and the sam- ple. Severity of damage is a function of time as well as interaction between the sample and the tube. Thin-walled tubes should have some form of pro- tective coating. Tubes which will con- tain samples for more than 72 h shall be coated. The type of coating to be us- ed may vary depending upon the mate- rial to be sampled. Coatings may in- clude a light coat of lubricating oil, lac- quer, epoxy, Teflon, and others. Type of coating must be specified by the en- Reprinted from Annual Book of ASTM Standa!':'.~, Volume 04,08 gineer or geologist if storage will ex- ceed 72 h. Plating of the tubes or alter- nate base metals may be specified by the engineer or geologist. 5.4 Sampler Head, serves to couple the thin-walled tube to the insertion equipment and, together with the thin- walled tube, comprises the thin-walled tube sampler. The sampler head shall contain a suitable check valve and a venting area to the outside equal to or greater than the area through the check valve. Attachment of the head to the tube shall be concentric and coax- ial to assure uniform application of force to the tube by the sampler inser- tion equipment. 6. Procedure 6.1 Clean out the borehole to sam- pling elevation using whatever method is preferred that will ensure the mate- rial to be sampled is not disturbed. If groundwater is encountered, maintain the liquid level in the borehole at or above ground water level during the sampling operation. 6.2 Bottom discharge bits are not permitted. Side discharge bits may be used, with caution. Jetting through an open-tube sampler to clean out the borehole to sampling elevation is not permitted. Remove loose material from the center of a casing or hollow stem auger as carefUlly as possible to avoid disturbance of the material to be sampled. 'This practice is under the jurisdiction of ASTM Committee D-18 on Sol1 and Rock and is the direct responsibility of Subcommittee D18,02 on Sam- pl1ng and Related Field Testing for Sol1 Investiga- tion, Current edition approved Aug, 17. 1983, Pub- I1shed October 1983. Originally pUbl1shed as D 1587-68T. Last previous edition D 1587.J/'4. 'Annual Book of ASTM Standards. Vol. 04.08. NOTE 2-Roller bits are available In down- ward-jetting and dlffused.jet configurations. Downward-Jetting configuration rock bits are not acceptable. Diffuse-Jet configurations are general- ly acceptable. 6.3 Place the sample tube so that its bottom rests on the bottom of the hole. Advance the sampler without rotation by a continuous relatively rapid mo- tion. 6.4 Determine the length of advance by the resistance and condition of the formation, but the length shall never exceed 5 to 10 diameters of the tube in sands and 10 to 15 diameters of the tube in clays. NOTE 3-Welght of sample, laboratory hand- ling capab1l1tles. transportation problems. and commerCial availability of tubes will generally limit maximum practical lengths to those shown In Table L 6.5 When the formation is too hard for push-type insertion, the tube may be driven or Practice D3550 may be us- ed. Other methods, as directed by the engineer or geologist, may be used. If driving methods are used. the data re- garding weight and fall of the hammer and peneration achieved must be shown in the report. Additionally, that tube must be prominently labeled a "driven sample." 6.6 In no case shall a length of ad- vance be greater than the sample-tube length minus an allowance for the sampler head and a minimum of 3 in. for sludge-end cuttings. NOTE 4-The tube may be rotatsd to shear bot- tom of the sample aftsr pressing IS complete. 6.7 Withdraw the sampler from the formation as carefully as possible in order to minimize disturbance of the sample. 7. Preparation for Shipment 7.1 Upon removal of the tube, meas- ure the length of sample in the tube. Remove the disturbed material in the upper end of the tube and measure the length again. Seal the upper end of the tube. Remove at least 1 in. of material from the lower end of the tube. Use this material for soil description in ac- cordance with Practice D 2488. Meas- ure the overall sample length. Seal the lower end of the tube. Alternatively, after measurement, the tube may be sealed without removal of soil from the ends of the tube if so directed by the engineer or geologist. NOTE 6-Fleld extruSion and packaging of ex- truded samples under the specific direction of a geotechnical engineer or geologist 18 permitted. NOTE a-Tubes se&led over the ends as opposed to those sealed with expanding packers should contain end padding In end vOids in order to pre- vent drainage or movement of the sample within the tube. 7.2 Prepare and immediately affix labels or apply markings as necessary to identify the sample. Assure that the markings or labels are adequate to survive transportation and storage. '\~{ ASTM Designation: D 1587 8. Report 8.1 The appropriate information is required as follows: 8.1.1 Name and location of the pro- ject. 8.1.2 Boring number and precise lo- cation on project, 8.1.3 Surface elevation or reference to a datum, 8.1.4 Date and time of boring-start and finish, 8.1.5 Depth to top of sample and number of sample, 8.1.6 Description of sampler: size, type of metal, type of coating, 8.1. 7 Method of sampler insertion: push or drive, UUoII 1 Iult&bll ftiD.waulCl 1_ _pie :ru-.A Outside dlametsr: In. mm W&l1 thickness: Bwg In. mm Tube length: ~ ~ ~ M m 0,91 0.91 1.46 CIsarance rat.1o. % 1 1 1 AThe thrae l1Iametsrs reoommendedln Table 1 are in- dicated Cor purposes oC stanllardlzat.1on, and are not In. tende<l to Indicate that sampJlng tubes ot Intermediate or larger dlamsters are not aoceptable, Lengths oC tubes shown are l1lustrat.1ve. ,. .r.- lengths to be determlnsd &8 suited to Cleld condlt.1ons. 2 60.s 3 76,2 6 127 16 0.049 1.24 16 0.066 1.66 11 0.120 3.06 ," ~j Length os Specified in Melhod rGage os Soecified ~~~ t De I I t o. l' ....:-...:- '0'-0 InSIde Clearance Ratio = ~ 8.1.8 Method of drilling, size of hole, casing, and dr1lling fluid used, 8.1.9 Depth to groundwater level: date and time measured, 8.1.10 Any possible current or tidal effect on water level, 8.1.11 Soil description in accordance with Practice D 2488, 8.1.12 Length of sampler advance, and 8.1.13 Recovery: length of sample obtained. 9. Precision and Bias 9.1 This practice does not produce numerical data; therefore, a precision and bias statement is not applicable. UUoII a DIm....loDal ~ol.r..... for ftiD.W_ :ru_ Nominal Tube Diameters tram Tabls 1 A Tolsrances. In. Slzs Outslds Diameter Outside diameter 2 3 6 + 0.007 + 0.010 + 0.016 -0.000 -0.000 -0.000 +0,000 +0.000 +0.000 - 0.007 - 0.010 - 0.016 Wall thtcknees :to.007 :to,010 :to,Ols Oval1ty 0.016 0.020 0.030 Straightness O.030/Ct 0.030/Ct O.030/tt AIntermel1late or larger <I1ameters should be r'~r~" t.1onal. Tolsrances shown are essentially stanllard com- mercial manufacturing toleranees Cor _mlesa steel mschanlcal tubing. BpsclCy only two ot the Clr8t three tol- sranees; that Is, O.D. &ndI,D., orO.D. orO.D. and Wall. or LD. and Wall, Inside diameter II"mln~ I t<p fr-- -10 ! L r dia (min) - Mounting Holes NOTE I-Mln1mum ot two mounting holes on oppOSite sides Cor 2 to 3'>/0 In, sampler. NOTE 2-Mln1mum oC Cour mounting holsa epaoll<l at 90' Cor samplere 4 In. andlargsr. NOTE 3-Tube held with hardene<l , .. " ,. NOTE 4-Two.lnch outside-diameter tubes are epeclCle<I ....Ith an Is-gage wall thlcknesa to comply ....Ith area rat.1o or1tel'la accepte<l Cor "undlsturbe<l samples... Usere are adv1ae<l that euch tublnllls dlCClcult to locate and can be extremely expen- sive In small quant.1t.1es. Slxteen.gage tubes are gensrally readily available. In. IhUio .quival8au - ./. Ii 1 a .~ 4 .." la." ".4 10.' .... 101.' rIG. 1 %biD-Wailed bbe for IaJIlpliDlI The American Society Cor Testing and Materlala t&ltee no poslt.1on r.spect.1ng the validity ot any patent rights ......rted In connsct.1on with any Item ment.1one<lln this standard. Ueere oC this stanllard are expreeely advised that determlnat.1on ot the vaI1d1ty ot any euch patent rights. and the rISk ot infringement oC such rights, are entirely their own '." .... slbl1lty, This stand&rd Is subject to revision at any time by the responsible technical committee and must be revlewe<l every five years andlC not revised. either reap,.. . , . ~ or wlthdra....n. Your oommente are invited either Cor revision ot this etancl&rd or Cor addlt.1onal standarcle and should be adclreesed to ABTM Headquarters. Your commente wI1l receive careCul cone1dera- t.1on at a meet.1ng oC tha responsible technical oommlttee. ....hloh you may attend. If you tael that your commente have not recelve<l a CaIr hearing you should make your vlewe known to the ASTM Committee on stanc1arde. 191s _ St" Philadelphia, Pa. 19103.