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I FieM Satnpling and Analyses Plan I Shorehatn. Yard Wood-Treating Sites
I Prepared for I CP Rail Systetn I June 1995 I I I i I I Borr Engineering C~mpany I I I I I I I I I Field Sampling and Analyses Plan I Shoreham Yard Wood-Treating Sites I Prepared for I CP Rail System
I June 1995 I I i I I Burr Er~lineenng C.ompa~ 8300 Norman Center Drive I Minneapol~t, MN 55437 Phone: (612) 832.2600 i Fax: (612) 832.2601 FIELD SAMPLING AND ANALYSIS PLAN I SHOREHAM YARD WOOD-TREATING SITES I REMEDIAL INVESTIGATION TABLE OF CONTENTS
I INTRODUCTION I SECTION 1 INTRODUCTION ...... I-I SECTION 2 INVESTIGATION ACTIVITIES ...... 2-1 2.1 GENERAL DESCRIPTION OF INVESTIGATIVE TECHNIQUES ...... 2-1 I 2.1.I Soil and Rock Borinqs - Purpose and Rational~ 2-1 2.1.2 Piezometers - Purpose and Rationale ...... 2-2 2.1.3 Monitorinq Wells - Purpose and Rationale ..... 2-3 2.1.4 Test Trenchinq - Purpose and Rationale 2-3 I 2.1.5 Surface Geophysical Methods - Purpose and Rationale ...... 2-4 2.1.6 Borehole Geophysical Methods - Purpose and I Rationale ...... 2 -4 2.2 SAMPLE LABELING CONVENTIONS ...... 2-5 2.2.1 Location Desiqnation 2-5 I 2.2.2 Labelinq Solid Samples ...... 2-7 2.2.3 Labelinq Fluid Samples ...... 2-8
SECTION 3 INVESTIGATIVE METHODS ...... 3-1 I 3.1 DRILLING METHODS ...... 3-1 3.1.1 Hollow-Stem Auger Method ...... 3-1 3.1.2 Rotary Method ...... 3-1 I 3.1.3 Air Rotary Casinq Hammer ...... 3-2 3.1.4 Cable Tool Method ...... 3-3 3.1.5 "Rotasonic" Drillinq Method 3-4 3.1.6 Direct Penetration Methods ...... 3-5 I 3.1.7 Backfillinq Borinqs ...... 3-7 3.2 MONITORING WELLS AND PIEZOMETERS ...... 3-7 3.2.1 Construction and Desiqn Rationale ...... 3-7 I 3.2.2 Casinq Material 3-8 3.2.3 Screen and Filter Pack Selection ...... 3-9 3.2.4 Grout Seal ...... 3-9 I 3.2.5 Groutinq ...... 3-10 3.2.6 Well and Piezometer Development ...... 3-10 3.3 BOREHOLE/WELL ABANDONMENT ...... 3-11 3.4 TEST TRENCHING/EXCAVATING ...... 3-11 I 3.5 SURFACE GEOPHYSICAL METHODS ...... 3-12 3.6 BOREHOLE GEOPHYSICAL METHODS ...... 3-18 3.7 SURVEY OF SOIL BORINGS, WELLS, AND TRENCH LOCATIONS .... 3-19 I 3.8 EQUIPMENT DECONTAMINATION ...... 3-20
SECTION 4 SAMPLE qOLLECTION EQUIPMENT AND PROCEDURES ...... 4-1 4.1 SOIL SAMPLES ...... 4-1
Q:\DOCS\26433_I\MST i I TABLE OF CONTENTS (Cont.) 4.1.1 Split-Barrel Samplinq ...... 4-1 I 4.1.2 y~in-Wall (Shelby) Tube Samplers ...... 4-2 4.1.3 Continuous Hollow-Tuba Sampler ...... 4-2 4.1.4 Rotasonic Samplinq ...... 4-2 4.1.5 Grab Samples From Trenches and Excavations .... 4-2 I 4,1.6 Surficial Soil Samplinq ...... 4-3 4,1.7 Composite Soil Samples 4-3 4.2 GROUNDWATER SAMPLING ...... 4-4 I 4.2.1 General Requirement 4-4 4.2.2 Collection of Groundwater Samples by Bailer .... 4-5 4.2.3 Collection of Groundwater Samples by Dedicated Pum~ ...... 4-5 I 4.2.4 Collection of Groundwater Samples from Temporary Well Points ...... 4-5 4.3 SURFACE WATER SAMPLING ...... 4-7 I 4.3.1 Surface Water Level Monitorinq ...... ¯ . . . 4-7 4.3.2 Surface Water Samplin~ ...... 4-7 4.3.3 Stormwater Diseharqe Samplinq ...... 4-7 I 4.4 SEDIMENT SAMPLING ...... 4-8 4.5 AIR SAMPLING ...... 4-8 4.6 QUALITY CONTROL SAMPLES ...... 4-8 4.6.1 Trip and Field Blanks ...... 4-8 I 4.6.2 Field Duplicate Samples ...... 4-10
sEcTION 5 FIELD DATA COLLECTION METHODS AND PROCEDURES ...... 5-1 I 5.1 SOIL CLASSIFICATION METHODS ...... 5-1 5.2 SOIL SCREENING FOR WOOD TREATING RESIDUALS ...... 5-1 5.2.1 Visual/Olfactory ...... 5-1 5.2.2 Headspace Orqanic Vapor Screeninq ...... 5-1 I 5.2.3 Immunoassay Methods ...... 5-I 5.3 WATER SCREENING FOR WOOD TREATING RESIDUALS ...... 5-2 5.3.1 Visual/Olfactory ...... 5-2 I 5.3.2 Orqanic Vapor Headspace ...... 5-2 5.3 . 3 Immunoassay Methods ...... 5-2 5.3.4 G~eeneral Groundwater and Field Measurements .... 5-2 I 5.3.4.1 Water Level Monitoring ...... 5-2 5,3.4.2 General Parameters ...... 5-3 5.3.4.3 Geochemical Parameters ...... 5-3 5.3.4.4 Indicator Parameters ...... 5-3 I 5.4 FIELD LOGS 5-3
SECTION 6 HYDRAULIC CONDUCTIVITY TESTING ...... 6-1 I 6.1 FIELD METHODS ...... 6-1 6.1.1 Sluq Tests ...... 6-I 6.1.2 Theis Recovery Test Methods ...... 6-1 I 6.1.3 S~ecific Capacity Test Method ...... 6-2 6.2 LABOEATORY/EMPIRICAL METHODS ...... 6-3 6.2.1 Grain Size Analysis ...... 6-3 I 6.2.2 Permeability Test ...... 6-3
Q: \DOCS\26433_I\MST ii I I TABLE OF CONTENTS (Cont.)
SECTION 7 MANAGEMENT OF INVESTIGATION-DERIVED WASTES ...... 7-1 I 7.1 CONTROL OF WASTE ...... 7-1 7.2 TESTING OF WASTE ...... 7-1 7.3 DISPOSAL AND/OR TREATMENT OF WASTES ...... ’ ..... 7-2 I REFERENCES I I I I I I I I I I I I I
! Q: \DOCS\26433_I\MST iii I I LIST OF TABLES
I TABLE i Standard Designators for Investigation Locations I TABLE 2 Recommended Containers, Preservation, and Holding Times I I I I I I I I I I I I I I I Q:\DOCS\26433_I\MST I I Section: 1 I Revision: 6/5/95 Date: 5/10/94 I Page: i of i SECTION 1 I INTRODUCTION
This Field Sampling Plan {FSP) constitutes Part I of a standard Sampling I and Analysis Plan (SAP) for field activities conducted for the Shoreham Yard Wood-Treating Sites Remedial Investigation. The following tasks may be I implemented during the investigation:
I Soil and rock sampling for description and geologic interpretation; Soil sampling for field screening of wood t[eating residuals and I laboratory analyses; Groundwater level monitoring; Groundwater sampling for field screening and laSoratory analyses; I Hydraulic conductivity testing; Surface water sampling and laboratory analyses; I Sediment sampling (in surface water bodies) and laboratory analyses; and I Airborne particulates sampling and laboratory analyses. I The separate Remedial Investigation Work Plan describes the overall .scope and objectives of the project, provides site-specific information relevant to each site, and describes the specific site investigation tasks to I be implemented. This FSP describes how the samples will be collected and is structured to provide a complete list of Standard Operating Procedures (SOPs) I for the investigation. I I I I Q:\DOCS\26433_I\MST 1 I I Section: 2 Revision: 6/5/95 I Date: 5/10/94 Page: 1 of 8
I SECTION 2 I INVESTIGATION ACTIVITIES I 2.1 GENERAL DESCRIPTION OF INVESTIGATIVE TECHNIQUES Investigation activities may include: collection of samples of surficial soils for laboratory analysis of soil quality; test trench I excavation; soil and rock boring installation; collection of soil samples from test trenches and borings for description, geologic interpretation, I field screening, and laboratory analysis of soil quality; geophysical surveys; piezometer installations; monitoring well installations; water level I monitoring; groundwater quality sampling and analysis; surface water and sediment sampling; hydraulic conductivity testing; end land survey for I location and elevation of site features, test trenches, soil borings, piezometers, and monitoring wells.
I In order to expedite the investigation schedule and to minimize cost, the use of field screening and field analysis methods will be employed I wherever feasible. Commercially available test kits (wet chemistry, immunoassay) may be used to define contaminant levels and screen for I contaminants in both soil and groundwater. Laboratory analyses will be used for correlation and confirmation of the field screening analysis. Following I is a description of the purpose of the primary investigative techniques and rationale for their use.
I 2.1.1 Soil and Rock Borinqs - Purpose and Rationale
I The objectives of soil and rock borings are to:
I Obtain lithologic samples for soil description and lithologic interpretation to delineate the site stratigraphy; I I Q:\DOCS\26433_I\MST Section: 2 Revision: 6/5/95 Date: 5/10/94 Page: 2 of 8
Provide geological information that will aid in the design of proposed monitoring wells;
Target specific historic structures and/or waste disposal areas to locate primary sources of wood treating residuals;
Obtain soil samples to be field-screened for wood treating residuals;
Obtain soil samples for laboratory analysis to confirm the horizontal and vertical extent of possible subsurface contamination; and
Obtain soil samples for analysis of parameters that may be used in the screening of remedial alternatives.
Borings will be the investigative technique of choice whenever direct measurements of lithology or soil quality are necessary, and when indirect techniques (i.e., geophysics) are not likely to provide sufficient detail about subsurface conditions. Data from soil and rock boringswill be~ recorded on Boring Log Forms (Attachment i) or on drilling log forms provided by the drilling contractor.
2.1.2 Piezometers - Purpose and Rationale
Piezometers will be installed with the following objectives:
¯ Provide water level information;
¯ Characterize and confirm groundwater flow patterns;
¯ Obtain water samples for field screening; and
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I Provide for in situ permeability characterization.
I Piezometer constructions will be summarized in table format and Well Construction Forms (Attachment 2) or on well construction forms provided by I the drilling contractor.
2.1.3 Monitorinq Wells - Purpose and Rationale
Monitoring wells will be installed with the following objectives: I ¯ Provide groundwater quality information; I ¯ Characterize and confirm site groundwater flow patterns; ¯ Provide water level data; and
I ¯ Provide for in situ permeability characterization.
I 2,1.4 Test Trenchinq - Purpose and Rationale
I The objectives of the test trenches are to:
Delineate the lateral extent of surficial soil contamination in areas identified as potential source areas (based on knowledge of site’s operational history);
Obtain samples of soils for laboratory analysis or field screening; and
¯ Locate buried structures.
Q: \DOCS\26433_I\MST 3 Section: 2 Revision: 6/5/95 I Date: 5/10/94 Page: 4 of 8 I Test trenches will be logged in the field on Test Trench Log Forms I (Attachment 3). I 2.1.5 Surface Geophysical Methods - Purpose and Rationale The objectives ofSubsurface Geological Methods are to:
I ¯ Provide high resolution mapping data for assessment of subsurface I geological conditions; ¯ Provide possible information on the location of buried wood I treating residuals; and I ¯ Assist in identification of possible buried structures and utilities.
I. 2.1.6 Borehole Geophysical Methods - Purpose and Rationale
I The objectives of Borehole Geophysical Methods are to:
I ¯ Obtain continuous vertical geophysical profiles (high resolution continuous logs); I ¯ Provide data to allow for correlation with direct soil samples; and
I ¯ Provide information for identification of major sand/clay contacts I for shallow aquifer mapping. I I I Q:\DOCS\26433_I\MST I
Section: 2 I Revision: 6/5/95 Date: 5/10/94 Page: 5 of 8
I 2.2 SAMPLE LABELING CONVENTIONS
2.2¯i Location Desiqnation I Investigation locations will be represented by two-letter designators, followed by a unique location number. All sampling locations will be I designated in the following format: I Where: XX is one of the following two-letter designators and mnn is I a unique location number. I The following sections will provide descriptions of the standard two-letter designators:
I ¯ 8B (Soil Boring): Will be used for exploratory boreholes in unconsolidated material for the purpose of sample collection and I stratigraphic evaluation.
I ¯ RB (Rock Boring): Will be used for exploratory boring terminating in lithified materials for the purpose of sample collection and I stratigraphic evaluation.
¯ PB (Pilot Boring) : Will be used for exploratory boring which I purpose is to gather lithologic data for placing a well/piezometer; I may or may not be completed as a well. ¯ WB (Well Boring): Boring which is completed as a well. Typically I used for well borings placed adjacent to previously sampled pilot borings. I I Q:\DOCS\26433_I\MST 5 I
Section: 2 I Revision: 6/5/95 Date: 5/10/94 Page: 6 of 8 I MW (Monitoring Well): Any well placed for the purpose of I collecting groundwater samples and groundwater levels. RW (Recovery Well): Any well placed for the purpose of gradient control or product recovery.
I WW (Water Supply Well): Any well providing groundwater for cons~/mption, production or irrigation.
I PZ {Piezometer) : Any groundwater monitoring point placed for the I primary purpose of water level monitoring. " WP (Well Point): Any location where a groundwater sample was taken I from a screened auger, hydropunch, or driven well point for I analysis. GP IGeoprobe): Any location where a soil or groundwater sample was I obtained using a geoprobe sampling device. SW (Surface Water): Any location where a water sample is taken I from a surface water body.
I SD (Sediment): Any location where solid samples are taken from the bottom of a surface water body. I SS (Surficial Soil): Any soil sample collected from the land I surface, typically by hand methods. DS (Discharge Sample): Any fluid sample collected from a sewer line, outfall, drain, or other surface water discharge.
¯ PD (Product): Any fluid contaminant sample.
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I SG (Soil Gas) : Any location where gaseous samples are taken from I the soil zone. AS (Air): Any location where gaseous or airborne particulate sampl~s are taken from designated air monitoring stationh.
TT (Test Trench): Excavations which are long~r than wide, which I have the purpose of investigating subsurface conditions.
I EX (Excavation): Excavations (other than TTs) typically having the I purpose of removal of soils or buried structures. XS (Excess (solid)): Investigation-derived solids (e.g., cuttings, I soil from excavation soil piles, decontamination solids, etc.).
¯ X~ (Excess (fluid)): Investigation-derived fluids I decontamination fluid, well purge water, etc.).
I The two-letter designators are s~ummarized in Table I.
I 2.2.2 Labelinq Solid Samples I Solid samples (soil, sediments, etc.) will be described using a 7-digit code. The first two digits will be the two-character designator described above. The next’three digits will be the unique location number (i.e., I drilling order or consecutive nu/nber). The last two digits will describe the sampling order. An optional end character can be used to further describe I the sample. I
Q:\DOCS\26433_I\MST 7 I Section: 2 Revision: 6/5/95 I Date: 5/10/94 I Page: 8 of 8 Format : Designator J Location J Order 1 Opt. End I nnn i nn* I A, H * except composite samples which are Cn A Assay I H Headspace
For example the fourth soil sample collected from the second pilot I boring would be PB00204. The third composite sample taken from soil boring I SB-101 would be SBI01C3. Forward slashes (/) and hyphens (-) introduce additional characters and I should not be used to name individual samples.
I 2.2.3 Labelinq Fluid Samples
Fluid samples will be described using a 5-digit code. The first two I digits will be the designator. The next thre~ digits describe the locations. I Designator I Location I XX ] nnn For example, a water sample from the second monitoring well in the I second deepest aquifer would be designated MW202. A sample from a water I table monitoring well at the same location would be MWI02. Forward slashes (/) and hyphens (-) introduce additional characters and I should not be used to name individual samples.
I I Q:\DOCS\26433_I\MST I I Section: 3 I Revision: 6/5/95 Date: 5/10/94 Page: 1 of 20
I SECTION 3 I INVESTIGATIVE METHODS I 3.1 DRILLING METHODS 3.1.1 Hollow-Stem Auqer Method
I Hollow-stem augers have a continuous flight-cutting blade around a " hollow metal cylinder. A stem with a plug is ordinarily kept inside the I auger barrel to prevent soil from entering. When soil samples ale desired, the stem is withdrawn and a sampling tool inserted to the bottom of the I borehole. Auger flights are typically added in 5-foot sections to advance I the borehole. 3.1.2 Rotar~ Method
I In direct rotary drilling, the drilling fluid (drilling mud, air, or water) is pumped down the drill rods and through a bit that is attached at I the lower end of the drill rods. The fluid circulates back to the surface by moving up the annular space between the drill rods and the wall of the I borehole. At the surface, the fluid discharges through a pipe or ditch and (for mud or water rotary methods) enters into a segregated or baffled I sedimentation tank, pond or pit. The settling pit overflows into a suction pit where a pump recirculates the fluid back through the drill rods. Sand separating devices may be employed on the return line to remove fine I sediment.
I During drilling, the drill stem is rotated at the surface by either top head or rotary table drives. Down pressure is attained either by pull-down I devices or drill collars. Pull-down devices transfer rig weight to the bit; I drill collars add weight directly to the drill stem. I Q:\DOCS\26433_I\MST Section: 3 I Revision: 6/5/95 Date: 5/10/94 Page: 2 of 20 I The drilling fluid cools and lubricates the bit. Drilling mud stabilizes the borehole wall, prevents the inflow of formation fluids, and I minimizes cross cont~nination between aquifers. Direct air rotary is I commonly employed only in consolidated formations. Both split-barrel~ and thin-wall tube saunples can be obtained in I unconsolidated material by using a bit with an opening through which sampling tools can be inserted, or by removing the bit and stem prior to sampling. Drilling fluid circulation must be stopped to collect samples. When the I drill bit and stem have been removed from the hole, sidewall core samples may be obtained from the borehole wall, using sidewall sampling devices. I Downhole geophysical methods may be employed either through the drill stem or I in an open mud hole to provide additional lithologic information. 3.1.3 I Air Rotary Casinq Hammer This method is an adaptation of air rotary drilling that uses a casing-driving technique in concert with air (or mud) rotary drilling. The I addition of the casing driver makes it possible to use air rotary drilling techniques in unconsolidated formations. The casing driver is installed in I the mast of a top head drive air rotary drilling rig. The casing can then be I driven as the drill bit is advanced. The normal drilling procedure is to extend the drill bit 6 to 12 inches I ahead of the casing. The distance that the drill bit can be extended beyond the casing is primarily a function of the stability of the borehole wall. It is also possible to drive the casing ahead of the bit. This procedure can be I performed in unconsolidated formations where casing and an oversize borehole are of concern. Once the casin~ has been driven approximately one foot into I the formation, the drill bit is used to clean the material from inside the I casing. This technique also minimizes air or mud contact with the strata.
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I The air rotary with casing driver combination is particularly efficient where drilling through the sand-gravel-silt-boulder-type materials that I commonly occur in glaciated regions. The sandy and/or gravelly, unstable zones are supported by the casing while the boulder and till zones I are rapidly penetrated by the rotary bit. Because the upper zones within the formation are cased-off as the borehole is advanced, the potential for inter-aquifer cross-contamination is minimized. The protective casing also I permits the collection of reliable formation samples because the entire I formation is cased except for the interval that is presently being cut. 3.1.4 Cable Tool Method
In cable tool drilling, the drill bit is attached to the lower portion I of the weighted drill stem that, in turn, is attached by means of a rope socket to the rope or cable. The cable and drill stem are suspended from the mast of the drill rig through a pulley. The cable’runs through another I pulley that is attached to an eccentric "walking or spudding beam." The walking beam is actuated by the engine of the drilling rig. As the walking I beam moves up and down, the bit is alternately raised and dropped. This "spudding action" can successfully penetrate all types of geological I formations. I When drilling in hard rock formations, the bit advances a hole into the rock by grinding cuttings from the formation. The cuttings are periodically excavated from the borehole by removing the drill bit and inserting a bailer. I The bailer is a bucket made from sections of thin-wall pipe with a valve on bottom that is actuated by the weight of the bailer. The bailer is run into I the borehole on a separate line. The bailer will not function unless there is sufficient water in the borehole to slurry the mixture of cuttings in I water. If enough water is present the bailer picks up the cuttings through the valve on the bottom of the bailer and is hoisted to the surface. The I cuttings are discharged from either the top or bottom of the bailer, and a
Q:\DOCS\26433_I\MST 3 Section: 3 I Revision: 6/5/95 Date: 5/10/94 Page: 4 of 20 I sample of the cuttings can be collected. If the cuttings are not removed from the borehole, the bit is constantly redrilling the same material, and I the drilling effort becomes very inefficient. I When drilling unconsolidated deposits comprised primarily of water-bearing sands and gravels, an alternate and more effective drilling technique is available for cable ~ooI operations. In the "drive and bail" I technique, casing is driven into the sand and gravel approximately 3 to 5 feet and the bailer is used to bail the cuttings from within the casing. I These cuttings provide excellent formation samples because the casing serves, in effect, as a large thin-wall sampler. Although the sample is "disturbed," I the sample is representative because the bailer has the capability of picking I up all sizes of particles within the formation. Standard geotechnical sampling techniques (e.g., split-barrel and thin-wall samples) can be employed during cable tool drilling once the I cuttings have been removed from inside the casing.
I 3.1.5 "Rotasonic" Drillinq Method
I This technology employs a combination of harmonics (vibration) and rotation to achieve tool advancement. The benefits are its ability to be I s~ccessfully utilized in all types of unconsolidated formations (i.e., boulders, heaving sand, till, sand and gravel, landfill debris, etc.). It’s speed is two to three times faster than hollow stem auger drilling and I0 to I 15 times faster than cable tool. The "Rotasonic" method generates the least amount of drill cuttings or fluids of any drill technology presently I employed.
I Sampling is conducted by first advancing a 4-inch ID sample tube. This sample tube is drilled in with rotation and vibration to a depth of 5 to I I0 feet; depending on sampling requirements and formation. No water is used
Q:\DOCS\26433_I\MST 4 I Section: 3 Revision: 6/5/95 I Date: 5/10/94 Page: 5 of 20 I during the sampler advancement. This allows identification of thin aquifers I often missed by mud-rotary methods. Once the sample tube is drilled to depth, it is disconnected and then I over- drilled with a casing. During the casing advancement a I/8~inch annual space between the tube and easing must be lubricated with water. The cutting I action during either type of tool advancement is one of three methods: Displacement - as in sands where the soil is fluidized and moves I out of the way;
I B. Shearing - where the soil is cut; and I C. Impact - when hard formations such as rock are drilled.
Once the casing reaches the depth of the sampler, the sample tube is I extracted, the bit is removed and a plastic sheath is pulled up over the end of the sample tube and the tube gently vibrated. The sample is extruded into I the plastic sheath. If the sample does not come out with a minimtun of vibration, a small amount of water under pressure is introduced at the top of I the sample tube to push the sample out. This helps ensure the quality of the sample, which could be compromised by excessive vibration. I 3.1.6 Direct Penetration Methods
I Direct penetration methods (e.g. Geoprobe, Hydropunch, drive point) are used to obtain samples from the soils or groundwater, using methods which I advance the sampling apparatus into the subsurface by driving and/or vibration. Drive points may consist of stainless steel screens which are I driven into the soil ahead of the auger or other drilling tool. Water samples can be collected from inside the screen. I I Q:\DOCS\26433_I\MST Section: 3 Revision: 6/5/95 Date: 5/10/94 ~age: 6 of 20
The Hydropunch sampling tool consists of a drive cone (permanent or expendable), a replaceable stainless steel screen, a sarnpling chamber, inlet check valves (or check balls), and O-rings. With the drive cone/screen inlet assembly closed, the sampling tool is driven to the desired depth in unconsolidated soils~ The tool can be driven by cone penetrometer equipment or a drill rig. The sampling tool must be at least 5 feet below static water level to allow sufficient hydrostatic pressure for the sample chamber to fill. After the tool has been driven to the desired depth, the tool is pulled back 12 to 18 inches to expose the screen and to allow the sample chamber to fill. After filling, the tool is withdrawn to the surface. The sample is discharged through a stopcock. A larger diameter variation of the Hydropunch is used without the sample chamber. Samples are collected directly from the exposed screen area with a 1-inch diameter stainless steel "pencil" bailer.
The Geoprobe sampling unit is a van or truck-mounted sampling unit used for soil and groundwater collection. The unit uses small-diameter hollow probing rods with a large-bore, soil-core sampler for soil sampling. The soil core sampler consists of a core barrel, fitted with a disposable sample liner and a removable drive point.
The rods and soil core sampler are driven using hydraulics to the desired depth. The drive point is then retracted using narrow extension rods which are run through the center of the drill rods to release a stop pin which holds the drive point in place. The rods and open core samples are then driven an additional 2 feet for sample collection and the entire assembly is removed from the ground. The soil sample is retrieved encased in the liner.
Geoprobe water samples are collected by driving the rods fitted with a screened sample vessel with drive point to the desired sample collection interval. The screen which is encased in the drill rods during driving is
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I exposed by pulling back the rods, the sample chamber fills, and a water I sample is collected. I 3.1.7 Backfillinq Borinqs Except when a monitoring well is installed into a borehole, boreholes will be abandoned with neat cement grout following completion. Boreholes I will be grouted from the bottom of the ~ole to the ground surface using I tremie pipe. I 3.2 MONITORING WELLS AND PIEZOMETERS Prior to installing monitoring wells and piezometers, required state I and/or local well permits will be obtained. If a monitoring well or piezometer is abandoned, the well or piezometer will be abandoned in c~mpliance with all applicable rules and regulations. The record of I abandonment will be documented as required in Minnesota Rules Chapter 4725.
I 3.2.1 Construction and Design Rationale
I Monitoring wells will generally be installed consisting of a screened section with a filter pack, a fine sand seal, grouted annulus, and I above-ground completion with protective casing and posts, or at-grade protection if applicable. Water table wells will normally be installed with 10-foot screen sections. Deeper wells will normally be installed with 5-foot I screened sections. Wells may have single or multiple casings, depending on site conditions. A well will be double-cased to prevent cross-contamination I between aquifers. The following is a rationale to be used to determine if I double casing is indicated. Whenever an aquifer section is penetrated that is separated from a lower aquifer by a confining unit (i.e., a stratigraphic unit with a low
Q : \DOCS\26433_I\MST 7 Section: 3 Revision: 6/5/95 I Date: 5/10/94 I Page: 8 of 20 permeability such as clay or shale) and the well is to be screened in the lower unit, the well will be double-cased to prevent cross contamination I between aquifers. To accomplish this, the borehole will be drilled to the confining unit and a casing will be set and grouted into the confining unit. I After the grout hardens, the borehole will be advanced through the outer casing with a smaller diameter to the design depth and the well will be I installed through the outer casing. Casing sizes will be selected appropriately. Well construction data will be recorded on the monitoring I well logs (Attachment 2) or on well construction forms provided by the drilling contractor.
I 3.2.2 Casinq Material
I Casing material for monitoring wells will be stainless steel, black steel (Sch. 40 steel), or PVC. All casings will be new. Stainless steel I casing used will meet ASTM Standard A312-86a and will meet at least: I A. ANSI Schedule 40 for threaded joints; or B. ANSI Schedule 5 for welded joints.
I PVC casing and coupling used in well construction will be Schedule 40 I and meet: A, ASTM Standard F480-88; and I B. Withstand internal pressures of 200 pounds per square inch {PSl). I Black steel casing used in well construction will be Schedule 40 and meet:
I ASTM Standard A53-90b; ASTM Standard AS89-89a; or I API Standard 5L. I Q:\DOCS\26433_I\MST 8 I
Section: 3 I Revision: 6/5/95 Date: 5/10/94 Page: 9 of 20
I Monitoring wells which will be sampled for semivolatile organic compounds (SVOCs) will be constructed of black steel casings and stainless I steel screens. Deep or large diameter wells may have stainless steel screens and black steel risers. Monitoring wells to be sampled for geochemical I parameters, BETX, and inorganics may be constructed of PVC. Piezometers may be constructed of PVC or black steel. Outer casings for wells with multiple I casings will be Schedule 40 steel. I 3.2.3 Screen and Eilter Pack Selection Screen material for monitoring wells and piezometers will be stainless I steel or PVC, and will typically be the same material as the riser pipe, except for deep wells, which may have stainless steel screens and black steel I risers. The well screen size will be based on the characteristics of the water bearing formation. The size of the screen opening and the filter pack will be based on the aquifer characteristics. The filter pack will consist I of clean, durable, uniformly graded natural sand with low carbonate content, designed for groundwater monitoring applications. The gradation requirements I will depend on the aquifer gradation and well screen openings. Piezometers may have a filter pack or may be completed using a "native" pack (i.e., I collapsed formation). I 3.2.4 Grout Seal
The annular space between the borehole and the well casing above the top I of the filter will be sealed against grout infiltration by the placement of a grout seal for a thickness of 2 feet above the filter pack interval. The I seal may be either fine silica sand or bentonite, depending on monitoring I requirements. I I Q:\DOCS\26433_I\MST I Section: 3 I Revision: 6/5/95 Date: 5/10/94 I Page: I0 of 20
I The annular space between the borehole and the well casing will be I grouted. I The following grout materials may be used: Neat cement grout, except that rapid setting cement will not be I used with PVC casing; Concrete grout when used .in the dry portion" of the open annulus; and
I Co Bentonite grout (heavy drilling mud) when used for temporary wells I in unconsolidated materials. Grouting will begin immediately upon completion of drilling and be completed before placing a well or boring in service. Grout will be pumped I into the annular space from the bottom up with a tremie pipe. The bottom of the tremie pipe will remain submerged in grout while grouting. Neat cement I grout or concrete grout will be allowed to set a minimum of 48 hours. Rapid setting cement will be allowed to set a minimum of 12 hours. Drilling, well I d4velopment, or pump operation will be prohibited during the time the cement is setting. I 3.2.6 Well and Piezometer Development
I Monitoring wells and piezometers will be developed by water jetting, surging and bailing, pumping, or a combination of methods. The wells will be I developed until produced water is clear and free of turbidity. A minimum of ten well volumes will be removed from each well during well development and I stabilization. A stabilization test will be conducted on each new monitoring
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I well after the well appears to be fully developed. A stabilization test form is included in Attachment 4. Stabilization will be considered complete when I three successive readings (pH, specific conductance, and temperature) have met the stabilization criteria. The SOPs for well stabilization testing, I calibration and operation of the pH meter, the conductivity and temperature meter, and dissolved oxygen meter are included in Appendix B. I Pump inlets and other equipment that may come into contact with the well water will be constructed of stainless steel and/or teflon. For PVC wells, I materials made of PVC will also be allowed inside the well water column. Pumps and other equipment will be equipped with check valves to prevent water I from re-entering the well.
3.3 BOREHOLE/WELL ABANDONMENT
In case a boring or well cannot be completed as planned, or when a I boring, well, or piezometer is no longer being used, it will be abandoned.
I Boring/well abandonment includes removing all augers, temporary casing, and/or tools from the.borehole and sealing the hole with neat cement grout, I tremied from the bottom of the borehole so as to displace all water drilling fluid, and drill cuttings. Well casings not removed will be cut off to a I depth of at least 2 feet from the established grouted surface. Records of abandonment will be submitted as required to the appropriate regulatory I agencies.
3.4 TEST TRENCHING/EXCAVATING
Test trenches and excavations will be excavated using a backhoe. The test trenches/excavations will not generally exceed a depth of more than 1 foot below the water table. The equipment used for digging the trenches,
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I including the backhoe bucket and any other tools, will be cleaned before use I and after completion of the work. The test trenches will be photographed and logged as they are placed. I Logging will include recording: (i) the final length and depth of the trench; (2) a description of the soil; (3) locations of soil samples collected from the trench, if any; (4) a description and location of structures encountered, I if any; and (5) groundwater level within the trench, if encountered.
I A geologist~ or soils engineer will describe the soils within each test trench/excavation according to ASTM Designation D2488, Standard Practice for I Description and Identification of Soils (Visual-Manual Procedure). A copy of ASTM Designation D 2488 is included in Appendix A. The soil descriptions I will be included on the test trench log form (Attachment 3).
Upon completion of the test trenching, the soil that was removed from I the test trench will be replaced in the trench from which it was removed. Alternatively, the soil removed from the trench may be hauled away for I disposal or treatment, and the trench will be backfilled with clean soil. A 3-foot long wooden stake marked in indelible ink with the trench number will I be driven into the ground at each end of the trench to note the location of I the trench. 3.5 SURFACE GEOPHYSICAL METHODS
I Surface geophysical methods may be used to provide high-resolution mapping data for assessing subsurface geological conditions and possible I locations of buried wood treating residuals. This information can be used to tie more widely spacing data from borings and well or to focus direct sampling investigations. I I Q:\DOCS\26433_I\MST 12 Section: 3 Revision: 6/5/95 I Date: 5/10/94 Page: 13 of 20
I Many geophysical methods may be used depending on the physical characteristic of the subsurface target to be mapped. These methods are I outlined below. I Because of their use as a mapping tool, all s~rface geophysical surveys will include establishing a site-specific grid for accurately locating geophysical data acquisition stations. This will allow for accurately I locating future investigation or remediation salnpling points on the context of the geophysical data and provide better accuracy for mapping and I presenting results of the surveys. The grid will be tied to existing site I coordinate systems if these exist. I I. Electromagnetic (EM) Induction A. Targets
I Shallow qroundwater, clay soils, metallic and nonmetallic I debris, wood treating residuals. I Operating Principle An alternating current passed through a transmitter coil I creates an electrolnagnetic field which induces small currents in the subsurface.
I A receiver coil measures the resultant electromagnetic field which is a combination of the transmitted and induced I fields.
The ratio of the transmitted and induced field strengths is directly related to the electrical conductivity of the subsurface materials.
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I Electrical conductivity is a function of soil and rock type I and pore fluids. I Data Collection, Presentation, and Interpretation conductivity vales are recorded at station locations which I are established on a grid which covers the survey area. Instrtlment requires I- or 2-man survey crew. Digital data I loggers will be used. Patterns of conductivity anomalies (low or high values) are used to interpret subsurface conditions, and to site locations for additional geophysical or geological exploration.
II. Vertical Magnetic Gradient (VMG)
A. Targets
Buried metallic (ferrous) objects. I B. Operating Principal Buried ferrous materials will cause anomalies on the earth’s I magnetic field. The variation on VMG is most sensitive to buried, near-surface objects.
I C. Data Collection, Presentation, and Interpretation
I Data will be collected along cutaway profile lines on a pre-established survey grid. The data will be recorded on a I data logger and down loaded to computer for processing and
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I contouring. All interpretation is by anomaly of high and low I intensity regions. I III. Electrical Resistivity Methods A. Target I Shallow bedrock, clay, or groundwater.
I B. Operating Principle
I An electrical current is injected into the ground by two I electrodes connected to a power source (~sually DC). The electrical potential field between two other electrodes is I measured by a voltmeter.
The apparent resistivity of the subsurface is calculated from I the values of potential, current, and electrode spacing.
I Electrical resistivity is a function of rock and soil type and I pore fluids. C. Data Collection, Presentation, and Interpretation
I ¯ Data are recorded across site grids and fixed spacing or I at select grids with variable spacings. ¯ Resistivity values (collected with variable spacing) I versus electrode spacing are plotted to determine the vertical electrical distribution of materials, and to I interpret geologic and hydrologic conditions.
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I Resistivity values determined with a fixed electrode spacing can be plotted on a map to determine lateral I changes in the subsurface. Electrical anomalies are used to site areas for additional investigation and to I interpret subsurface conditions. Electrical profiles may be modeled to determine the distribution of geologic/fill I material.
IV. Seismic Refraction/Reflection
A. Target I Shallow bedrock or clay horizons. Operating Principal
I Acoustic energy is introduced at or near the ground surface and the arrival time of the sound wave is recorded at several I distances from the source of geophones.
I Subsurface materials transmit sound energy at velocities which I are determined by their elastic properties and densities. Refraction and reflection of sound waves occurs at interfaces I between soil or rock types or at.saturation boundaries. C. Data Collection, Presentation, and Interpretation
Two to 3-man crew will be required. All data will be recorded digitally. Computer process will be used for all seismic data.
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I For refraction data, arrival time is plotted versus sound source to geophone distance. From this plot, the number I of refracting subsurfaces and their respective sound I velocities may be determined. Reflection data will be reduced to stacked reflection sections that are interpreted into geologic cross I sections.
I Using these velocities, information and berehole depth correlation, the depth to the refractfng/reflecting layer I surface may be calculated across the entire seismic I section. V. Ground Penetrating Radar (GPR)
I A. Targets
I Shallow soil horizons on buried fill, debris, and pipelines.
I B. Operating Principal I GPR images are recorded by transmitting radar (radio) waves and recording radar waves reflections from the subsurface. T~e radar reflections occur at interfaces of materials with I contrasting electrical properties.
I Data Collection, Presentation, and Interpretation
I Data will be collected by moving a radar transceiver across the ground surface and plotting the reflections on a paper I chart recycler as the survey is in progress. Interpretation
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I of the images will be by comparison to geology information or I comparison to known reflection images. I 3.6 BOREHOLE GEOPHYSICAL METHODS Geophysical methods may also be applied on boreholes to obtain vertical I geophysical profiles. These profiles can be used to obtain high-resolution, continuous logs of boreholes correlated to direct soil samples of discrete intervals. The logs can also be used to determine vertical zones for direct I sampling. The logs are typically used to identify major sand/clay contacts for shallow aquifer mapping projects, and may be employed to advantage in I delineating confining beds which may influence DNAPL migration.
I Borehole Geophysical Logging
A. Operating Principle
Borehole geophysical methods include a large suite of geophysical I methods, including: resistivity, spontaneous potential, temperature, natural gamma, sonic, induced EM, caliper, neutron, I etc. Many of the methods are directly analogous to the surface methods discussed above, except that the instruments are lowered I into a vertical hole instead of being moved laterally along the ground surface. In general, a probe containing the various sensing instruments is lowered into a well or borehole. Measurements are made I continuously as the probe is pulled through the hole. I
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I B. Data Collection
I Borehole logs will be obtained by lowering the detection tools into an open borehole and logging from the bottom to top of the I borehole. Data will be recorded on paper strip charts and/or digitally and down loaded to computer.
I C. Data Presentation and Interpretation
I Measurements are recorded with depth and plotted a~ a vertical I profile (borehole log). The resulting borehole log can generally be interpreted I directly by correlating soil or rock physical properties with the instrument response.
I Measurements can also be plotted as an interpreted value such I as clay content, porosity, water quality, etc. I 3.7 SURVEY OF SOIL BORINGS, WELLS, AND TRENCH LOCATIONS The soil borings, wells, and test trenches and unearthed foundations I ~ill be surveyed to establish both vertical and horizontal location. The vertical elevation will be surveyed relative to Mean Sea Level or an established site datum, and accurate to within 0.I foot (0.01 foot for I monitoring well and piezometer reference elevations). The horizontal locations will be established in relationship to a site grid and will be I accurate to within 1 foot. I I I Q:\DOCS\26433_I\MST 19 I I Section: 3 Revision: 6/5/95 I Date: 5/10/94 Page: 20 of 20
I 3.8 EQUIPMENT DECONTAMINATION
I All drilling equipment, such as hollow-stem auger flights, hollow-stem auger plugs, rotary bits,’ rotary drill rod, and downhole tools will be steam I cleaned before use and between boreholes as necessary. Soil sampling equipment, such as stainless steel spoons or scoops, stainless steel hand augers, and split-spoon sample barrels will be cleaned before use and as I necessary between boreholes. Soil sampling equipment, such as stainless steel spoons or scoops, stainless steel hand augers, and split-spoon sample I barrels will be cleaned before use and between samples. I I I, I I I I I I I I Q:\DOCS\26433_I\MST 2O I Section: 4 Revision: 6/5/95 I Date: 5/10/94 Page: i of 10
I SECTION 4 I SAMPLE COLLECTION EQUIPMENT AND PROCEDURES I 4.1 SOIL SAMPLES Locations for soil sampling will be selected in order to collect representative soils with the minimum number of samples necessary to meet I site characterization objectives. An SOP for soil sample collection is included in Appendix B. Following are descriptions of soil sampling methods I which may be employed.
I 4.1.1 Split-Barrel Samplinq
A split-barrel consists of a hollow steel cylinder split in half and I screwed into an "unsplit" outer tube and tip. This assembly is connected to drill rods and forced into the soil by dropping a sliding hammer (typically I 140~pound) along the drill rod. The number of hammer blows required to advance the sampler in 6-inch increments will be recorded. For 2-inch I split-barrel samplers driven by the 140-pound hammer, the total blow count number for the second and third increments is related to a standard I engineering parameter indicating soil density ("N-value"). After the tube is pulled from the soil, the cylinder is removed from the drill rod and opened, I exposing the soil core. Methods for split-barrel sampling are described in ASTM 1586, in Appendix A.
I Split-barrel samplers may range in diameter from 2 inches to 3 inches in outside diameter (OD). For the collection of soil quality samples, hollow I brass cylinders separated into two or more removable sections may be placed inside the split-barrel sampler as a liner. The brass liners will collect I and retain the soil core as the split-barrel is hammered into the soil. Clean brass liners are used for each sample collected. Brass liners are I
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Section: 4 I Revision: 6/5/95 Date: 5/10/94 Page: 2 of 10 I utilized to lessen the possibility for sample cross-contamination from the I sampler barrel. I 4.1.2 Thin-Wall (Shelby} Tube Samplers A thin-wall tube is a metal cylinder with the end sharpened and beveled I for cutting into soil. The tube is pushed into the soil in an even motion by applying downward pressure from the drilling rig. Thin-wall tube samples are generally used for engineering and hydraulics testing. Methods for thin-wall I tube sampling are described in ASTM 1587 (Appendix A).
I 4,1.3 Continuous Hollow-T~be Sampler
I A continuous hollow-tube sampler (e.g., CME continuous sampler) is a 5-foot long steel tube that is pushed into soils just ahead of the advancing I hollow-stem auger. A continuous sample core is obtained. The CME tube splits in half so that the soil sample m~y be examined.
I 4.1.4 Rotasonic Samplinq
I Rotasonic drilling technology is described in Section 3. The sample is collected in a 4-inch I.D. sample tube and transferred to a plastic sheath by I emptying out the tube using vibration and/or water pressure. I 4.1.5 Grab Samples From Trenches and Excavations
Grab samples will be collected from excavations which are safe to enter I by digging a hole into the excavation sidewall, then removing all of the loose soil and collecting a sample at the desired depth using a stainless I steel spoon. Grab samples from trenches or excavations which are not safe to I enter will be collected directly from the backhoe bucket using a stainless
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I steel spoon. The grab samples will be transferred immediately into the I appropriate sample containers. I 4.1.6 Surficial Soil Samplinq Soil sampling of surface or near-surface soils will typically be performed using hand equipment. If sampling is conducted in vegetated areas, I leaves, grass, and surface debris will be removed from the area to be sampled using a clean stainless steel spoon or steel shovel. Surface soil samples I will be collected using a precleaned, stainless steel scoop or spoon. When the soil sample is obtained, it will be packaged immediately. A container I will be used for compositing or mixing, if applicable, prior to filling the sample containers. If an undisturbed sample is needed, a Shelby tube or core I sampler may be used.
4.1.7 Composite Soil Samples
In instances where composite soil samples are desired, individual split I samples collected by methods described above may be sent to the laboratory for compositing and analysis. Sample labeling will be aocording to Section I 2. The field boring log will indicate individual split sample intervals which are designated to be combined and analyzed as composite samples. I Sample collection will follow the SOP for soil sample collection (Appendix B). Samples collected from split barrels for compositing will be obtained in the following manner: equal amounts of soil will be collected I from each 2-foot s~mple drive interval and will be retained in either the original brass liners or sealed laboratory-supplied soil jars for transport I to the analytical laboratory. The laboratory will be instructed which I samples to combine and analyze as a composite sample. Composite samples collected by hand methods (e.g., from soil piles, I surface soil samples, excavation samples, etc.) will be thoroughly mixed in
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I the field in a stainless steel bowl using stainless steel mixing implements, I prior to transferring the sample into appropriate sample containers. I 4.2 GROUNDWATER SAMPLING 4.2.1 General Requirement
I Prior to purging and sampling a monitoring well, the depth to water from the top of the riser pipe will be measured to the nearest 0.01 foot. An SOP I for measuring water levels in wells is included in Appendix B.
I Wells will be purged prior to sampling using a bladder pump, submersible pump, or bailer. Pump inlets and bailers will be constructed of stainless I steel and/or teflon. Pumps and bailers will be equipped with check valves to prevent water from reentering the well. An SOP for purging is included in I the standard operating procedure. A stabilization test will be conducted on each well during purging. The I stabilization test procedure is described in Appendix B. Stabilization is achieved when all parameters show three consecutive equivalent values within I the range of variability specified in the standard operating procedure (Appendix B). I Monitoring wells open to low permeability formations that do not recharge 90 percent of their well volume within one hour after being pumped I (or bailed) empty will be sampled without stabilization.
I Groundwater analytical samples will be collected either using bailers or dedicated pumps. An SOP for groundwater sample collection is included in I Appendix B. Both filtered and unfiltered samples may be collected for analysis. An SOP for filtering samples is included in Appendix B. I
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! 4.2.2 Collection of Groundwater Samples by Bailer
! Samples will normally be collected from the monitoring wells using a precleaned stainless steel bailer with stainless steel retrieval wire. The ! wire will be stored on a spool (downrigger) to prevent contact with the ground. The bailer will be carefully lowered into the well and samples will be collected from a consistent depth below the water surface. One precleaned ! bailer will be used per well. Stainless steel wire which has entered aly well will be cut off to expose new retrieval wire to be used on subsequent ! wells.
4.2.3 Collection of Groundwater Samples by Dedicated Pump
I Dedicated pumps may be installed in specific monitoring wells. Wells to be sampled via dedicated pump will employ bladder or submersible pumps constructed of only stainless steel and teflon at all surfaces contacting the I water in the well. Pump discharge lines will also be of stainless steel or teflon. Samples collected from dedicated pumps will be collected from the I discharge line of the pump after stabilization. Standardized pumping rates during sample collection will be established for each well, at a rate at I which no observable drawdown will occur. Filtered samples from wells employing dedicated pumps may be collected through in-line 0.45 ~ filters I attached directly to the pump discharge line. A new in-line filter will be used for each well to be sampled, and will be discarded after each individual I sampling event. 4.2.4 Collection of Groundwater Samples from Temporary Well Points
In situ groundwater samples may be collected from a driven well point during advancement of soil borings, Samples may be collected at multiple depths from boreholes requiring in situ groundwater sampling. The preferred method of borehole advancement for collection of these samples is by
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I hollow-stem augers fitted with a sample-through "sand basket" to control I heaving sands. The driven well point will be of stainless steel screen construction I fitted with a steel drive point. The screened interval of the well point will have the followin~ dimensions: 1.25-inch minimum inside diameter and of I sufficient strength to be pushed or driven in the same manner as split-barrel samples. The screened portion of the driven well point shall be fitted with a tight-fitting rubber sheath which will serve to prohibit fluids from I entering the well point prior to driving the point.
I If heaving sands are successfully controlled using the "sand basket," the well point assembly with protective sheath will be lowered to the bottom I of the borehole and driven to the desired sampling depth. The protective sheath should tear off or peel back during the driving process. Once the I well point is in place, the well point will be purged, stabilization tests conducted, and the groundwater will be sampled by methods described in 4.2.2. Well.points to be sampled for field-screening parameters only may be sampled I through flexible tubing using a peristaltic pump.
I If heaving sands are uncontrollable and mud rotary is used to advance the borehole, a casing of greater diameter than the well point will be fitted I with a rubber sheath at its bottom and lowered to the bottom of the borehole and driven a minimum of 1 foot into the bottom of the borehole prior to I ~riving the well point assembly through the temporary casing.
The well point will be thoroughly cleaned between samples by washing I with a trisodium phosphate and potable water solution, following by a potable water rinse. The interior of the point will be scrubbed using a I cylindrical brush. The lowermost length of the riser assembly in contact I with the well point will also be decontaminated or changed between samples.
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I 4,3 SURFACE WATER SAMPLING
I 4,3.1 Surface Water Level Monitorinq
I Surface water level monitoring will be conducted by placing staff gages into the surface water body. The staff gage will be surveyed to mean sea I level (MSL) datum. Long-term monitoring may be conducted by placing pressure transducers into the water body to record changes in water levels.
I 4.3.2 Surface Water Samplinq
I Surface water sample collection will conform to the SOP for Surface Water Sample Collection (Appendix B). Both filtered and total (unfiltered) I surface water samples will be collected for analysis. Sample filtering techniques are described in the SOP for groundwater and surface water filtering. Sample container types, preservations, and volumes for water I samples are presented in Table 2.
I Sample custody will conform to the SOP for Chain-of-Custody (Appendix B). Transporting the samples to the laboratory will conform to the I SOP for Sample Transporting (Appendix B).
4.3.3 Stormwater Discharqe Samplinq
Stormwater discharge sampling will be performed in general conformance I with the SOP for Surface Water Sample Collection (Appendix B). Total (unfiltered) discharge samples will be collected for analysis. Sample I container types, preservations, and volumes for water samples are presented in Table 2. Stormwater discharge samples will be analyzed for the parameters I in Table 4.
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I Sample custody will conform to the SOP for Chain-of-Custody ~Appendix B). Transporting the samples to the laboratory will conform to the I SOP for Sample Transporting (Appendix B).
4.4 SEDIMENT SAMPLING I Sediment samples will be collected using a small diameter (approximately 2-inch) hand-driven core sampler with stainless steel liners. Only the upper 2 inches of undisturbed sample will be retained for laboratory analysis. I Each core will be driven to a maximum depth of 20 inches. The cores will be visually inspected and logged. If the sediments are too soft and will not I stay in the liner, then a Ponar grab sampler will be used to collect sediment samples from the top of the sediment. No core logs will be prepared at I locations that the Ponar grab sampler is used.
4.5 AIR SAMPLING
Ambient air sampling will consist of collecting filter samples at I established ambient air monitoring stations.
I Ambient air monitoring will be conducted in accordance with the federal reference method for the determination of suspended particulate matter in the I admosphere (High-Volume Method 40 CFR Part 50, Appendix B). The SOP for ambient air sampling is included in Appendix B.
I Ambient temperature and barometric pressure data will be collected from the National Weather Service for each sample period. In addition, wind speed I and wind direction will be continuously monitored on-site.
I 4.6 QUALITY CONTROL SAMPLES
4.6.1 Trip and Field Blanks
Q:\DOCS\26433_I\MST 8 Section: 4 I Revision: 6/5/95 Date: 5/10/94 Page: 9 of i0 I Trip blanks generally pertain to volatile organic samples only. Trip blanks are prepared prior to the sa!npling event in the actual containers used I to transport the samples, and are kept with the investigative samples throughout the sampling event. They are packaged for shipment and sent for ! analysis along with the other samples. There should be one trip biank included in each cooler containing VOC samples. At no time after their preparation are the sample containers opened before they reach the I laboratory.
I Field blanks are defined as samples which are obtained by running analyte-free, deionized water through sample collection equipment (bailer, I pump, auger, etc.) after decontamination and placing it in the appropriate sample containers for analysis. These samples will be used to determine if I decontamination procedures have been sufficient. Using the above definition, soil field blanks could be called rinsate samples. These should be inciuded I in a sampling program, as appropriate. The following guidelines for including blanks in sampling programs will be followed:
I Ground and Surface Water. Field blanks should be submitted at the rate of one field blank matrix per day, or one for every I 2--0 investigation samples, whichever results in fewer samples. Trip blanks should be included at a frequency of one sample I per shipping cooler of samples for volatiles analysis.
Soil~ Sedimentsr and Solids. Rinsate samples should be submitted at the rate of one for every 2-0 investigative samples for each matrix being sampled, or as appropriate.
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I 4.6.2 Field Duplicate Samples
I Duplicate samples are independent samples collected in such a manner that they are equally representative of the parameter(s) of interest at a I given point in space and time. Duplicate samples, when collected, processed, and analyzed by the same organization, provide intralaboratory precision I information for the entire measurement system, including sample acquisition, homogeneity, handling, shipping, storage, preparation, and analysis. I Duplicate samples are submitted to the laboratory as blind or mask samples. The following guidelines for the inclusion of field duplicate samples I will be followed:
I Ground and Surface Water. One out of every 2--0 investigative samples should be duplicated. These samples should be spread I out over the sampling event.
Soil, SedimentsI and Solids. One out of every 20 I investigative samples should be field duplicated. These I samples should be spread out over the sampling event. I I I I I
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I SECTION 5 I FIELD DATA COLLECTION METHODS AND PROCEDURES I 5.1 SOIL CLASSIFICATION METHODS Soil samples will be collected for description and stratigraphic interpretation. A geologist will examine and log the samples in accordance I with ASTM Designation D 2488, Standard Practice for Description and Identification of Soils (Visual - Manual Procedure). ASTM D 2488 is included I in Appendix A.
I 5.2 SOIL SCREENING FOR WOOD TREATING RESIDUALS I 5.2.1 Visual/Olfactory
Samples will be examined in the field for any unusual discoloration, oil I sheen, and odors. Observations will be noted on the boring logs (Attachment i) or on boring logs provided by the drilling contractor. An SOP I for field screening of soils is included in Appendix B.
I 5.2.2 Headspace Orqanic Vapor Screeninq I Headspace organic vapor screening will be performed according to the SOP in Appendix B. The results of organic vapor screening will be recorded on the boring logs (Attachment i) or on boring logs provided by the drilling I contractor.
I 5.2.3 Immunoassay Methods
I Immunoassay methods may be used to field screen selected samples for I wood treating residuals. The field test kits will be used according to the I Q:\DOCS\26433_I\MST Section: 5 Revision: 6/5/95 I Date: 5/10/94 Page: 2 of 4 I manufacturer’s instruction by field personnel trained in the use of the test I kit to be employed. I 5.3 WATER SCREENING FOR WOOD TREATING RESIDUALS 5.3.1 Visual/Olfac~tory
I Water samples will be examined upon collection for any unusual discoloration or odor. Observations will be noted on the field log data I sheet (Attachment 6).
I 5.3.2 Orqanic Vapor Headspace I Headspace organic vapor screening may be performed, according to the SOP in Appendix B. The results will be recorded on the field log data sheet I (Attachment 6). I 5.3.~ Immunoassay Methods Immunoassay methods may be used for field screening of selected water I samples. The field test kits will be used according to the manufacturer’s instructions by field personnel trained in the use of the test kit to be I employed. I 5.3.4 General Groundwater and Field Measurements I 5.3.4.1 Water Level Monitoring Water levels in the monitoring wells or piezometers will be measured I using either a popper or electric water level indicator. Water levels in the piezometers will be measured using an electric water level indicator, popper, I or tape and chalk. Water levels will be measured before sample collection.
I Q:\DOCS\26433_I\MST 2 Section: 5 Revision: 6/5/95 I Date: 5/10/94 Page: 3 of 4 I Water level measurement methods will conform to the SOP for Measuring Water Levels in Wells (Appendix B). Water level measurements will be recorded on I the Water Level Data Sheet (Attachment 5).
5.3.4.2 General Parameters
Surface and groundwater samples may be measured for the following I general parameters: pH, conductivity, dissolved oxygen, Eh and dissolved carbon dioxide. Instruments used will be calibrated and operated according I to the manufacturer’s instructions and according to the SOPs included in I Appendix B. 5.3°4.3 Geochemical Parameters I Selected sa/nples may be field-analyzed for geochemical parameters (e.g., major ions, dissolved inorganics). Analyses will be performed with field wet I chemistry kits according to the manufacturer’s instructions.
I 5.3.4.4 Indicator Parameters
I Selected samples may be screened for inorganic parameters which are indicators of wood treating residuals (e.g., sulfate, nitrate). Analyses I will be performed with field wet chemistry kits according to the manufacturer’s instructions.
I 5.4 FIELD LOGS
I Field logs will be kept with recordings of all pertinent information. Bound books will be used for general field record keeping. Boring I observations and sample descriptions and well construction details will be recorded in bound field books or on the log forms included as attachments. I
Q:\DOCS\26433_I\MST 3 I
Section: 5 I Revision: 6/5/95 Date: 5/10/94 Page: 4 of 4
I Groundwater sampling data will be recorded on the field log data sheets and I water level data sheets included in the attachments. I I I I I I I I I I I I I
I Q:\DOCS\26433_I\MST 4 I Section: 6 Revision: 6/5/95 I Date: 5/10/94 Page: 1 of 3
I SECTION 6 I HYDRAULIC CONDUCTIVITY TESTING I 6.1 FIELD METHODS 6.1.1 Sluq Tests
I Slug tests may be conducted in site monitoring wells and piezometers. The slug tests will be initiated by placing a solid plastic "slug" into the I well and recording water level changes with time until the water level equilibrates to static conditions. The slug is typically smaller than the I diameter of the wel! and approximately 5 feet in length.. The slug will then be rapidly removed from the well and water level changes will be recorded I with time until the water level recovers to static conditions. The water level changes will be monitored during the test using a sensitive presshre transducer connected to an automatic data logging device (Hermit Model I000, I manufactured by In Situ Corporation), enabling rapid and accurate water level measurements. The pressure transducers, slugs, and drop lines will be I cleaned in a solution of tap water and trisodium phosphate rinsed with I deionized water between each well. Water level equilibration rate measurements will be used to estimate I hydraulic conductivity of the aquifer. The method of Bouwer and Rice (Bouwer and Rice, 1976; Bouwer, 1989) will be used to analyze the data, if the aquifer is unconfined. The method of Hvorslev (Hvorslev, 1951) will be used I to analyze the recovery data, if the aquifer is confined.
I 6.1.2 Theis Recover~ Test Methods
I Theis recovery tests will consist of pumping a well at a constant rate for approximately 15 minutes at the maximum yield of the pump or the maximum I sustainable yield for each well. After measurable drawdown is obtained,
Q:\DOCS\26433_I\MST 1 Section: 6 Revision: 6/5/95 I Date: 5/10/94 Page: 2 of 3
I pumping will be stopped and the water level in the well will be allowed to I recover to the pretest static level. The water level changes will be monitored during the test using a I sensitive pressure transducer connected to an automatic data logging device (Hermit Model 1000, manufactured by In Situ Corporation), enabling rapid and accurate water level measurements. The pressure transducers, slugs, and drop I lines will be cleaned in a solution of tap water and trisodium phosphate and I rinsed with deionized water between each well. The data will be analyzed using the Theis Recovery Method (Theis 1935) Curve fitting will be performed as suggested in Neuman (1975) and Kruseman and deRidder (1990). AQTESOLV, a software package for aquifer test analysis, will be used for data evaluation (Duffield and Rumbaugh, 1989).
6~1.3 Specific Capacity Test Method
In cases where the water level recovery after pump shut-off is so rapid I that a linear segment is not developed in the Theis recovery plot, the specific capacity of the well will be determined. The data from the pumping I phase will be used to determine the specific capacity of these wells. Specific capacity is defined as the pumping rate divided by the drawdown I (Driscoll, 1986).
6.1.4 Pumpinq Test
Pumping tests which may be conducted will be described in detail in the I Work Plan. During pumping tests, continuous water level measurements will be taken in observation wells. Discrete water levels will be measured in other I on-site wells. The Work Plan will discuss which monitoring wells will be I used during pumping tests, and the monitoring frequency.
Q:\DOCS\26433_I\MST 2 I Section: 6 Revision: 6/5/95 I Date: 5/10/94 Page: 3 of 3
I 6.2 LABORATORY/EMPIRICAL METHODS
I 6.2.1 Grain Size Analysis I Grain size analysis of aquifer material will be used to estimate hydraulic conductivities using the Hazen approximation (Hazen, 1893). Grain size distribution will be measured according to ASTM D422 Standard Method for I Particle Size Analysis of Soils (Appendix A).
I 6.2.2 Permeability Test
I The permeability test involves placing an undisturbed soil sample under a confining pressure to represent natural conditions. The test is then run I using standard falling head permeability test procedures for fine-grained soils. The test will conform to ASTM D5084, Standard Test Method for Measurement of Hydraulic Conductivity of Saturated Porous Material Using a I Flexible Wall Permeameter (Appendix A). I I I I I I I I Q:\DOCS\26433_I\MST 3 I I
Section: 7 I Revision: 6/5/95 Date: 5/10/94 Page: 1 of 2
I SECTION 7 I MANAGEMENT OF INVESTIGATION-DERIVED WASTES I 7.1 CONTROL OF WASTE Field activities during the site investigation may generate materials I that will need to be managed, such as soil cuttings, well development water, personal protective equipment, and decontamination water. Every effort will be made to minimize the generation of such waste materials. Soils and fluids I will be containerized at the location of generation of these materials.
I 7.2 TESTING OF WASTE
I Waste materials (soils and/or fluids) that may be contaminated will be containerized and stored on-site. Samples of the waste materials will be I, collected and tested for specific para!neters to determine if the waste is hazardous and needs to be treated prior to disposal.
I Composite samples of the soil cuttings will be collected as follows. Three grab samples will be collected from each drum of soil, and mixed into a I 5-gallon bucket. A composite sample will be obtained in this manner for every ten drums (representing a total of 30 individual grab samples). After I thoroughly mixing the soils in the bucket, the soil will be transferred to the laboratory-supplied sample container and the composite sample will be I submitted for TCLP analysis for VOCs and SVOCs to determine if the soil meets the criteria for disposal.
I Waste fluids may be discharged to the Metropolitan Waste Control Commission (MWCC). The fluids will be tested prior to discharge, and the analytical I data will be submitted to the Metropolitan Council Wastewater Services for I approval prior to discharge
I Q:\DOCS\2~433_I\MST I I
Section: 7 I Revision: 6/5/95 Date: 5/10/94 I Page: 2 of 2 I 7.3 DISPOSAL AND/0R TREATMENT OF WASTES Contaminated wastes will be disposed of according to all I applicable rules and regulations. If treatment is necessary prior to discharge or disposal, appropriate treatment methods will be chosen based on I prior testing of the wastes. Verification of the success of treatment will be made by post-treatment testing and analysis. I I I I I I I I I I I I Q:\DOCS\26433_I\MST 2 I I I ~EFERENCES Bouwer, H., 1989. The Bouwer and Rice Slug Test - an Update. Ground Water, Vol. 27, No. 3, P. 304-309.
I Bouwer H. and R.C. Rice, 1976. A Slug Test for Determining Hydraulic Conductivity of Unconfined Aquifers with Completely or Partially Penetrating Wells. Water Resources Research, Vol. 12, No. 3, p. I 423-428.
Driscoll, F.G., 1986. Groundwater and Wells, 2nd Edition. Johnson I Filtration Systems, Inc., St. Paul, Minnesota. Duffield, G.M. and J.O. Rumbaugh III, 1989. AQTESOLV, Aquifer Test Design and Analysis Computer Software. Geraghty & Miller Modeling Group, I Reston, Virginia.
Hazen, A., 1893. Some Physical Properties of Sands and Gravels. I Massachusetts State Board of Health, 24th Annual Report. Hvorslev, J.M., 1951. Time Lag and Soil Permeability in Ground-Water Observations, Bull. 36, 55 pp., U.S. Corps of Engineers, Waterways Exp. I Sta., "Vicksburg, Mississippi.
Kruseman, G.P. and J.A. deRidder, 1991. Analysis and Evaluation of Pumping I Test Data, 2nd Edition. International Institute for Land Reclamation and Improvement, Wageningen, The Netherlands. I Neuman, S.P., 1975. Analysis of Pumping Test Data from Anisotropic Unconfined Aquifers Considering Gravity Response, Water Resources Research, Vol. Ii, No. 2, p. 329-242.
I Theis, C.V., 1935. The Relation between the Lowering of the Piezometric Surface and the Rats and Duration of Discharge of a well Using Groundwater Storage, American Geophysical Union Transactions, Vol. 16, I p. 519-524. To~d, D.K., 1959. Ground Water Hydrology. John Wiley & Sons, Inc. New I York, New York. I I I I I Q;\DOCS\26433_I\MST I I I I I Tables I I I I I I I I I I I I I I I TABLE 1
I STANDARD DESIGNATORS FOR INVESTIGATION LOCATIONS I LOCATION TYPE DESIGNATOR Soil Boring SB I Pilot Boring PB Well Boring WB I Monitoring Well MW Recovery Well RW I Water Supply well WW Piezometer PZ HydroPunch, Drive Point WP I Geoprobe GP Surface Water SW I Sediment SD Surficial Soil SS I Discharge Sample DS Product PD Soil Gas SG I Air AS Test Trench TT I Excavation EX Excess (Solid) XS I Excess (Fluid) XF
Q:\DOCS\26433_I\MST TABLE 2 I RECOMMENDED CONTAINERS, PRESERVATION, AND HOLDING TIMES
I MINIMUM MATRIX VOLUME I I I I I I
Q : \ DOCS \ 26433_i \MST I I I I Appendices I I I I I I I I I I I I I I I I I I I Appendix A I ASTM Standard Methods I I I I I I ! I I I I I I I ~) Designation: D 422 - 63 (Reapproved 1972)~
Standard Method for Particle-Size Analysis of Soils1
1. Scope 3.2.1 App~atus A shall consist of a mechanically o~ 1.1 This method cove~s the quantitative det~mh~fion ofat~d sliz~ng device in which a sukably mounted ele~ the distribution of panicle ~ in softs. The dism’bufiou ofmotor ton~ a vertical sha~ at a speed of not less than I0~ pa.~cle sizes larger ~ 75 l~m (m.~ued on the No. 200 rpm without load. The shaft shall ~ equipq~t sieve) ~s determined by s~evin~, w~le the d~’~budo, of replacmble s’~ring paddle made of me~, plasfic~ or pa~cle s~zes sma/]er than 75 pm is deu~ined by a rubber, as shown in F~. 1. The shaft shaft be of such ler. sedimcutafion proem, using a hydmn~r to secu~ the that the SfiXT~S p~e ~ OJ~’~ate not leSS than ¾ in. ( 1 ne:es.~u~ dam (~ote~ 1 and 2). ram) nor mor~ than 1½ in. (38.1 ram) above the botton~ the dis~on cup. A s~ dis~an cup co~ormin~ Nor~ l--Sep~fion may be ma~e on the No. 4 (4.75-mm), No. 40 tithe.of, the d~ps shown in F~. 2 sha/l be provid~ to (425-p.m), or No. 200 (75-~m) ~ ins~ad of the No. ’10, F~ ~dsatm~" the sample wh~e it is beans disl~ NO~ 2--Two types of di~oa devic~ ~ pmvidM: (1) ¯ 3s~.~ Apparato~ B shall cun.~st of. an ah’-jct b~h.m=d me~!~i,--~ r~n=, ~ (2) ~ ~ ~ ~. cup (~ote 3) onfom~nS to the ~neral ~ shown in 3 (~otm 4 and 5), No~z ~--The amount of air n~uJ~d by an ak-jct dJs~un of t/~ onkr of 2 ~/min; soma small ak omp~mors a~e not ca~i supplying suH]ckut a~r ~o op~a,* a cup. NcYr~ 4---Anothc~ ak-typ¢ dis~cmon d~cc, known as ¯ ~ u~n ~fi ~, l~g to m~k~ ~ in p~cle ~ ~bu- tube, developed by Chu and Davldsun at Iowa S~tte College, has I: ~on, ~y for ~ ~ ~ 20 ~m. show= to give r~ult~ eqttiveJent to thor ~ by the ah’-jet disp~. oul~- When it is ~ making of the ~ample ca~ be done in ~fimen~afion cylinder, thus ellmina~ng ~e and for muafe~-i~ 2. Referenced Documents slun~. When the alr-dispenion tube is ~ it fl~l be m iadi~ the relx)rL 2.1 A,S’T.~ $tandards: NoT~ 5~Water may condcu~ in air lines when not in use. " D421 l~acfic~ for ~ ~don of So~ ~pl~ for w=ter mus~ be removed, dthe~ by m~ng a warn- u-no on ~e ak line. c P~cle-S~ ~ ~d ~te~afion of ~fl blowing the w=m. out of the line before using any of" the dispersion pmposas. E II S~fi~on for W~o~ Siev~ for T~g 3.3 HyOrometer--An ~ hydrorncter, gradtmte~ read in either spec~c gravity of.the suspension or grams E 1~ S~fion for ~ Hy~me~’ liUe of. suspension~ and cun~onning to the n:quiremcut-- hydrome~ 151H or 152H in Specifications E 100. Dim sions of" both hydromc~ are the same, the scale being 3. Apparat~ onJy item of. diffe~nce. 3.1 B~./anc~--A balance sensitive to 0.01 g for weighing 3.4 Sedimemmion CyIind~’~A glass cyfin~r es~ut~ the ma~’fi~l passing a No. 10 (2.00-ram) sieve, and a ba~mc~ 18 in. (457 ram) in height and 2½ in. (63.5 ram) in diatom scusi~ive to 0.! % of the mass of the sample to be weighed for and ma~ked for a volume of. 10~0 mL. The ~ diame weighing the material ~’t~ined on a No. l0 shah be such that the 1000-mL markis 36 ± 2 cm ~om x 3.2 Stirring Apoar"tu.~--FAther apparatus A or B may be bortam on the inside. 3.5 Thermome~er~A thcrmometer accura~ to 1 3.6 $iew~A s~ies of.s~eves, of.squaxe-mesh cloth, co~orming to the n:quiz~mcuts of Specificatinn E I A full set of sieves includes the f.oUowing (No~e 6):
s Dmi~ ~’k~al dm~n~s for ~ni~ ~ me s,mx~ m t mmiml ,,~ ~r- t/~ ~m~’i~n 5ac~ fro" Tc~n~ ms~ Ms~/s. 1916 R,~e SL, pts~kdSd~ 19103. ~ Adjunct NO. 12-4~4Z20.00..
86 .~]~ D422 I I LN~-~8 8W Go,O.O49 "
Chrome ~ I I I ¯ (hi " I In. + O.001 0.040 0.203 ,~ . ~, 0.03 1.24 5.18 12.7 19.0 FIG. 1 I:Mt~ofellntllgPadale~ I I
NmY ~X set of" sieves ~vins uniform spa~n| of’ poinu for the I ~raph, as m:luired in Scion 17, may be used i/’desiz~L This set consist~ of the folloW’he sieve~ 3-in. (7~-mm) No. 16 (I.]8-mm) I 8~ffle Location blo. 8 Plen 3.7 Water Bath or Constanl-Ternperature Room--A I water bath or constant-tempemtu~ room for maintaining the soil suspension at a constant temperatu~ during the hydrometer analysis. A satisfactory water tank is an insulated I rank that maintains the temperature of the suspension at a convenient constant temperature at or n~ar 68"F (20"C). Such a device is illusWated in Fig. 4. In cases wh¢~ the work is performed in a room at an auwmatieaily ~ontrolled I constant temperature, the ~water bath is not nectmary. 3.8 Beaker~A beaker of 250-mL capacity. Ir~ 1,3 2.6 3.73 3.9 Timin~ Device~A watch or dock with a second mm ~ ~ M2 I band.
4. Dispersing A~ent be brousht to the temlx-ratm~ that is ~Xl:~’ted to prevail 4.1 A solution of sodium hexametaphosph~t~ (som~l~m~s during the hydrometer ~ For example, iF the sedimenta- cail~ sodium m~aphospbat~) sbail be ~ in distilled ’or tion cylinder is to be placed in the water bath, the disti/led or demineralized water, at the rate of 40 g of sodium demincraiized water to be used shall’be brought to the hexamemphosphate/litre of solution (Note 7). temperature of the controlled water bath; or, if the sedimen- tation cylinder is used in a room with conu’olied tempera- tute, the water for the test sindl be at the lemperature ofthe room. The bn~c temperature for the hydmme~" te~t is 6117 (20"C). Small ¢arialions of temperatme do not iatrodu~. difl’erenc~ that are of practic~ signili~aace and do not prevent the u.~ of corrections derived as prescribed. 4.2 All water used shall be either distilled or demineraiized water’. The water for a hydrometer test ~hall
87 ~ D422
F1G. 3 Air-Jet DIq)mlion Cups of Apl:mratus B
5. Test Sample 5.1 Prepare the test sample for mechanical analysis as outlined in Practice D421. During the preparation pmce- dur~ the sample is divided into two portons. One portion con~ins only ~a~dcles rethined on the No. 10+(2.0e-ram) sieve while the other porton conUfins only particles pa.~g the No. 10 sieve, The ma.~ o£ air.dried soil selec~d for purpose of tesl~ as prescribed in Practice D421, shall be sufficient to y~eld quantitie~ for mechanical analysis as follows: 5.l.l The size of the porton retained on the No. I0 sieve shall depend on the maximum size of particle, according to the following ~hedule:
M~¢ Equlvsl~,~
FIG, 4 Insulated W~ter Bath 5.1.2 The size of the porton passing the No. 10 sieve shall be appm~mately 115 g for r~ndy soils and approximately 65 2-in. (50-ram), 1½-in. (37.5-mm), I-in. (25.0-ram), ~A-i~ g for silt and clay soils. (19.0-ram), ~-in. (9.5-mm), No. 4 (4.75-mm), and No. 10 " 5,2 Provision is made in Section 5 of Practice D421 for sieve~ or as many as may be needed depending on’the weighing of the air-dry soil selected for purpose of tests, the sample, or upon the specifications for the material under separation of the soil on the No. 10 sieve by dry-sieving and te~. washing, and the weighing of the washed and dried fraction 6.2 Conduct the sieving operation by means of a late~ re~ned on the No. 10 sieve. From these two masses the and vertical motion of the sieve, accompanied by a jarring percentages r~tained and pa~ng the No. 10 sieve can be action in order to keep the sample moving ~onfinunnsly over calculated in accordance with 12.1. the surface of the sieve. In no ~ turn or manipnlat~ NO~ 8---A che~k on the ma~ values end ~he thorou~h~e:a of fragments in the sample through the sieve by hand. Confinue~ pulverization of the clvd~ may be lecured by weighing the pordon sieving until not mor~ than I ma.~ % of the refidue on a~ pa.uing the No. 10 deve and adding thh value to the ma.~ of the washed sieve ~ that sieve during I ndn of ~eving. When, and oven-dried ixwtion ~-tained on the No. 10 ~ieve. mechanical ~eving i~ used. test the thomughne~ of ~ieving’, SIEVE ANALYSIS OF PORTION I~’TAINED ON NO. 10 by u.~ng the hand method of ~eving as de~n’bed above. ,. : (2.00-ram) SIEVE 6.3 De~rmine the m~s of each fra~on on. a balan~; conforming to the r~quir~ments of 3.1, At the end of" 6. Procedure weigl~n$ the sum of the ma.~es r~tained on all the ~ieve~ 6.1 ~par~te the porton retained on the No. I0 (2.00- nsed should equal closely the original ~ of t6e quantity ¯ turn) sieve into a series of fr~ctions u.dng the 3-in. (75-ram),
88 ~ D 422
HYDROMETER AND SIEVE ANALYSIS OF PORTION 9 2 Place the sam-l~ in ,),- ’)~n--. ~.~t...... I |"- . . . Stir until the soil is thoroughly wetted. Allow to soak for at |7. Determination of Composite Corre~aoo for Hydrometer least 16 h. Reading " ’’’ . fung.3er.Atus~th.ne :~thO~ the soaking period, disperse the Sample I - |sion, as g~ven m 14.3, are nasea on t~e use of distilled or. appara .ms A ~ nsea, transter the soil - water slurry from the | deminerafized water. A dispe~ng agent is used in the water, beak.er xnto the .special dispe~ion cup shown in Fig. 2, | ~owever, and the specific g~vity of the resulting liquid is ~n.g any ~s~due from the beaker into the cup with I | appreciably greater than that of distilled or damineraIized dd~.. ea or dcmineralized water (Note 9). Add dbtilled or | 7.1.I Bothsoilhydsometersar~calibmtedat68"F(20"C~, manna~ll.:~m’fo~aperiodofl rain. " ¯ i ~.d variations in temperature from this standard tempera- No~ 9---A ~ ~ ~,~,,~- is ¯ oev~ient -~---’~ ...... | ~n o~ me ¯creases as the vanat~on | from the standard temperature mc~ases. . t~t~dahe~wahnez~nnmed,,,~;)n~um~ddi~1~wa~" . . | 7.1.2 Hydrometers are graduated by the manufacturer to 9 4 If ~rrin= a,,-aratus B n=,_, ,.~....~,_~.._..~.~_~,_.remove. =~ :...~ ,me | be read at the bottom of the meuiscu~ formed by the liquid cov~r ca- and c~)nn~.,~ ,), ...... " " ~, ,~ ,-~ ~v a ~.vmptc~,~ alr supply Oy I v-n the s~em. Sin~,.~...ut :* : ...... ~=:u::-"-’ ...... t. ~ reamn~ olsou means of a n~bbar ~-^-- * -: ...... I | .s-~u~ns;ons at me oottom ormc meniscus, readings must be between the cud and the COntrol v~lv~ ~,.,, )k. ,. ,...-~ taken at the top and a con’e, ction app~ed, ! ¯ v~Iv~ so-~ *~,-* ~ I~,~+~-~ ~--mu~.~;~ :-,~:------."’--,";’,"; t p~ is r..t’a),,-,~" ..... ~ Note |. 7.1.3 The n~t amount of the con~ons for the ~ 10~ Tnm.~’~ *~-- --:’ ...... L . ¯ |items cnume~ted Is d~.gnated as the composite on~-uon. a~’-i~ ~;~"~;o .... ~, ..... a:_. __......
I " ¯ . . ,.., grap ta~!e~ ot com.po~.te necessary, so that the total volume in the cup is 250 mL, but I correcuons sot a scans oz I temperature ~,Izemnces mr ~e no moz~ ¯ " I range of expected test temperature~ may be prepared and N . I ased as needed. Mea.~urement of the composite corrections TM I may be made at two temperature~ ~annln~ the ranoe ,~r rail 0~0~ raiti~ ~ ~m~wre or" I I~ is ~1~1 to I:~’~’nt the ~. ,~ . ~, -- tt. -u’an~fen~o mmum to the .f~.mea~’~ins~heair-je~chamberwhe~,~emix~ dispe~ion cup. " ¯ | expected te~ temperature, and correcUons for the rater¯e- [] | diate temperatures calculated a~uming a straight-line rcla- 9.5 Place the cover cap On the cup and open the air I I 7.3 Prepare i000 mL of liquid composed of distilled or " pe the soil according to the f’oliowiag schedule: ¯ [ de¯inn.raiLed water and dispe~ing agent in the same 1)i~mion I~ed. ¯ | propo~on as will prevail in the sedimentation (hydrometer) p~ty Inde~ ¯ [ te~... Place the liquid in a sedimentation cy~nder and the u.~" ~ I c’y.linder in the constant-temperature water bath, set for one 6 ~ 20 ~o ¯ [ of the two temperature~ to be used. When the temperature of o~e 2o . I the liquid become~ constant, insert the hydrometer, and, Soil"scontaininglargc Pereentages of mica need be dispersed [ ~er a shoo interval to permit the hydrometer to come to the for only I ¯in. After the dispersion period, reduce the gage [temperature of the liquid, read the ]~ydrome~er at the top of tPo~ure to I psi preparatory to transfer of soil - water slun3, I the mcn.iscus for~.ed o.n the stem. For hydrometer 151H the the sedimentation cylinder. I I composite correc~on ~s the difference between this reading ¯ I and one; for hydrometer 152H it is. the ditTerence between I0. Hydrometer Te~t . ¯ I the reading and zero. Bring the liquid and the hydrome~- to I0.I Immediately after disper~ioh, u-ansfer the soil . water. I cylinder, and add ¯ ¯ i . or den,-eraSed water until the t~tal vol-me is I000 8. Hygroscopic Moisture " " " hl’0n~erU(~rng the palm °f the band °v~r the °pen end °f the cy.. ~ ( .a rubber Stol~er in the olin end), tufa the I . 8.1 When the sample iS weighed for the hydrometer ~ast, cy, no.er ~.l~de.down ~.d. ba.ck for a period of I rain to Weigh...... out an auxiliary portion o:~rom 10to ~3 gin a sma~ complete me agztation o: me starry {Note I I). At the end of I n~n set the "~linder in a ..... " metal or g!a.cs contemer, dry the sample to a constam ma.~ in ,. ~_ - -~.: .... ~..nt~,, !ocaUon and take I anovenat 230.4.9.F(II0± 5.C),andweighamin Record .ny~mmet.er. rea~.ngs at the fnllovnng mtervah of ~mc "-- the mass~. ¯ " tmeasu~. ~rom tan bagi .n.n.i.’ng ot’sedhnehtation), or a~ many ’ as. may ue needed, depending on the sample or the specifice- , ¯ Dis-ersloa nfSoil Sam-la " ’ the._m.ateria u.n.d 2, 30, 60, 2. 0, and [] 9 ~ " ~ nnn. l~tne con~oU~ water bath is used, the scdimen- ¯ I When the soft is mo~y or’the clay and ~It sizes, weigh uttion cylinder sho,,,d be placed in the bath between the 2- ou.t .a sample of air-dry soft of approximately 50 g. When the and 5-ndn readings. .soil ’ mostly sand the sample should be appmxima~y 100 Non ~[--The numbe~ of tuna d,,"-- thh mi"u I D 422 ¯ Any soil remaininS in the bot~m or" the ryiind~" durln8 the ftm few n~rn$ mould be look-ned by v~Somu~ shaking of the ~ylinde~ white iI is TABLE 1 Values of Con’ecllon Fsctor, n, for Different Sp~T’T~fi in ~hc inv=’~d pmitiun. Gmttt~es of So~i Pa~clea" 10.3 When it i~ desired to take a hy~ome~" reading, 2.g5 0.9.4 carefully insert the hydrometer about 20 to 25 s before the 290 reading is due to approximately the depth it will have when 2.85 0.96 the ~ading is taken~ As soon as the reading is taken, careful]y 2.80 0.97 remove the hydrometer and plac~ it with a s~inning motion 2.75 0.98 2.70 0.99 in a graduate of clean disti/led or demon .emlized water. 2.6G 1 2.60 No~ 12--1t b important m r~nove th~ h~me~" imm~diam~ 1.01 after each marlin& R~adinss #aa~ be taken at the top of the meai~.m formed by the m~endon around the ~ dn~ it/~ not I~mibie to 2.48 1.0S ~ n~din~ at the bottom of the meni~-~a. 10.4 ARer each reading, take the teml~eratum of the suspension by in.seeing the thermometer into the suspen. sloe. 14.2 Cainulate the mass of a total sample mprasented } the mass of soil used in ~e hy~m~er ~ by ~d~ng 1~ 1L Sieve Analysis o~~e~~e No. : (Z~mm) ~ ~d m~fipl~g ~e ~t ~ 1~. ~ ll.l At~ taking the final hydrometer reading, transfer ~ue ~ ~e ~t Win ~e ~fion for ~n~ the suspeas~on to a No. 200 (75~m) sieve and wash w~h tap ~ng in ~on. water until the wash water is clear. Transfer the martial on the No. 200 sieve to a suitable container, dry in an oven at 14.3 ~ ~n~ ofm~ mm~ng ~ ~on at t 230 -1- 9"/= (II0 .4. 5"C) and make a sieve analysis of the l~ at ~ ~e h~m~ h m~ng ~e d~w oft portion retained, using as many siev~ as desired, or ~nired h~me~ 151~ for the material, or -pen the spedficadon of the material under tesL " °e- [0oo ooo/w’} x G.I(G - O,)](J~ - O,) Nm’~ I)--Tbe bract(z~d poniun of the equation for hydmm~ 1 -q I H is cosmant for a series of n:adings tad may be ct/culated fh.~ m CALCULATIONS AND REPORT th~ mulfipl~d by the I~r~on in the patcnthes~ For hydrometer 152H: 12. Sieve Analysis Values for the Portion Coarser than the No. 10 (2.00-mm) Sieve 12.1 Calculate the percentage passing the No. 10 sieve by dividing the mass passing the No. l0 sieve by the mass of soil originally ~li~ on the No. l0 sieve, and multiplying the result by i00. To obtain the mass pa~ng the No. 10 sieve, subwa~t the mass retained on the No. I0 sieve from the original mass. 12.2 To secure the tohd mass of soil passing the No. 4 (4.75-mm) sieve, add to the mass of the material passing the No. I0 sieve the mass of the fra~on passing the No. 4 sieve and mlnined on the No. I0 sieve. To secure ~e total mass of soil passing the ~t-in. (9.5-ram) sieve, add to the total mass of soil passing the No. 4 sieve, the mass of the fra~ion l~SSing the ~-in. sieve and retained on the No. 4 sieve. For the remaining sieves, continue the calculation~ in-the same ¯ 12.3 To datermine the total Ix’n:cotage l~ssing’for each sieve, divide the total mass passing (see 12.2) by the total mass of sample and multiply the result by 100.
13. Hygroscopic Moisture Correction Fnctor 13.1 The hydroscopi& mois~re correction factor is the ratio between the mass of the oven-dried sample and the air-ch-y mass before drying. It is a number less than one,. except when there is no hygrok-’opic moisture.
14. Percentage~ of Soil In Suspension 14.1 Calculate the oven-dry mass of soil used in the hydrometer analysis by multiplying the air-dry mass by the hygroscopic moistur~ correction faclor. 0 D422 I where: TABLE 2 V~’ue~ of Eflec~vo Depth Based ~n Hydrometer and i ~ : ~cter o~ ~ci~ ram, ~en~ ~n~r of S~ S~es" n ~dentcoefficient of of~ viscosity of the suspending ~ ~S~Hmedium (in ~ ~H this ~ water) in poisas (v~rim with changes in temperatore of the su.W~ending medium), distance from the surface of the suspendon to the level at which the density of the suspen~on is being 0 measured, cm. (For a given hydrometer and sedimen- tation cyLinder, values vary according to the hydrom- emr "readings. This distance is known as effective 10-8 interval of time from beginr~ng of s~limantadon to the t,~king of the reading, rain, specific gravity of soil particl~ and sp~-’~c gravity (mintive demity) of su~endi~ me- ¯diumum pa~lue(~ may be used as 1.000 for all ~acticol NOTE 14---Sinc~ Stokes’ law consld~rs the ~ ~ of a 1.O13 12.9 13 . 14.2 43 9.2 I 15.2 For convenience in calculations the abov~ equation may be written as follows: I
where: 21 12~ 91 7.O t.022 10,5 2~" 12.7 ~2 7.8 K = constant depending on the temperature of the suspen- 1.023 sion and the specific gravity of the soil pa~’ticles. VaJues 10.2 2~ 125 &l 7.9 I 24 12.4 ~4 7.4 of K for a range of temperatures and s]~edfic gravities 29 12.2 55 7.3 are g~ven in Table 3. The value of Kdoes not change for a series of readings constituting a tes~ while values of L I.O26 9.4 26 12.0 56 7.1 1.027 9,2 27 11.9 57 7.0 I and T do vary. 1.02~ . . 9.9 29 11,7 58 6.8 15.3 Values old may be computed with sulScient accu- ¯ 1.02~ 8.8 29 11.5 9g 6-8 racy, using an ordinary 10-in. slide rule. ¯, 1-830 8.4 30 11,4 60 9-8 i No~ 15--The va~ue of L is rfiv~ded by Tu~n$ the A. and B.scaJes, 1 .esl 8.1 I .O32 7.8 the square root being indicated on the D-~.ca~e. W’zthom asc~fing the 1 .O33 7.6 value of the square mot it may be multlplied by/~ using e~t~er the C- or 1.034 7.3 Cl-s~e. 1.saS 7.0 I 1.038 6-8 1.037 9.5 16. Sieve Analysis Values for Portion Finer than No. 10 1,03~ 6~ (2.00-ram) Sieve 16.1 CaJculation of percentages passing the various sieves I used in sieving the portion of the sample from the hydrom- eter test involves severa/steps. The tint step is to caJculate the mass of the fraction that would have bean retained on the i No. 10 sieve had it not been removed. ~ ~ is equal to the total percentage r~dned on the No. I0 sieve (I00 minus total percentage passing) times the mass of the total sample repr~ented by the mass of soil used (as cal~tdated in 14.2), I and the r~ult divided by 100.° 16.2 Calculate nex~ the tota~ mass passing the No. 200 deve. Add together the fra~onal masses mteiued on all the sieves, including the No. 10 siew~ and sulYa-~ this sum from the mass of the total sample (as calculated in 14.2}. 16.3 Calculate next the total masses pa~ng each of the Other sieves, in a manner similar to that given in 12.2. 16.4 Calculate last the total percentages passing by v~ding the total mass passing (as calculated in 16.3) by the17. Graph total mass of sample (as cnimdated in 14.2), and multiply . reset by 100. 17.1 When the hydrometer analy~ is performed, a graph
91 422
TABLE $ values of K for Use in Equation for Computing Diameter of Pa~cle in Hydrometar Analysis I Temp~-atu~e, Spa¢~ Gm~ty of ~ Partk:f~ *C 2.45 2.54) 255 2.60 2.~ 2.70 2.75 2.80 2.85 16 0.01510 0.01505 0.01481 0.01457 0.01435 0.01414 0‘013S4 0.01374 0.01356 17 0.01511 0‘014~ 0.01462 0,01439 0,01417 0‘013M 0,01376 0.01356 0‘013,,M I 18 0.014~2 0‘014a’7 0.01443 0.01421 0‘012~ 0.01378 0‘01352 0‘01332 0.01321 19 0,01474 0.01449 0.01425 0.01403 0.013~. 0.01381 0.01342 0.1323 0‘01305 20 0.0145~ 0‘01431 0‘0144~8 0.01385 0‘0138~ 0,01344 0‘01325 0‘01307 0,01289 21 0,0143~ 0.01414 0.01391 0,013~19 .0‘01348 0‘0132~ 0.01309 0.01291 0.01273 I 22 0.01421 0.01397 0.01374 0.01353 0,01332 0‘01312 0,012~4 0.01270 0‘0125~ 23 0.01404 0.01381 0,0135~ 0‘01337 0.01S17 0,019n7 0‘0127~ 0‘012~I 0.01243 24 0.01388 0.01365 0‘01342 0n1321 0,01301 0.012~, 0.01284 0,0124~ 0.012~J 25 0.01572 0,01349 0.01327 0.01306 0‘01~ 0,01267 0.01240 0.01232 0.01215 I 26 0.01357 0.01334 0,01312 0,01291 0.01272 0,01253 0,01235 0.01218 0.01201 27 0,01342 0.01310 0‘012~’ 0.01277 0,012~ 0‘0123~ ¯ 0.01221 0.01204 0‘0118~ 28 0‘01327 0,01304 . 0.01283 0.0~264 0‘01244 0‘01255 . 0‘01208 0‘01191 0.01175 22 0‘01312 0‘012g0 0.01260 0.01249 0‘01230 0,01212 0.01195 0.01178 0,01162 I 30 0.01298 0‘012~ 0.01256 0,012’~ 0,01217 0‘01199 0,01182 0,01165 0‘01149 of the te~t results shall be made, plotdng the diameters of the almost entirely of panicles passing the No. 4 (4.75-mm) panicles on a logarithmic scale as the abscissa and the sieve, the results read from the graph may be zrported I percentage-~ smalier than the corresponding diameters to an follows: arithmetic scaJe as the ordinate. When the hydrometer analysis is not made on a portion of the soil, the preparation I from tabula~d dam. N~. I0 ]8. Repor~ ( ) I 18. ! T~e repor~ shall include the following: 18.1.1 Maximum sizo of particle~,
which may be tabulated or prrsanted by ploRing on a graph 18.4 For materials for which compliance with de~ni~e I {No~r 16), specifications ~s no~ indic~trd and when the soil oonmim 18.1.3 Description of sand -~nd g~vel particles: material retained on the No. 4 sieve su~cient to require 18.1.3. ! Shape--rounded or angular, sieve anaJysis on tha~ po~on, the results may be reported as I 18.1.3.2 Hardness--hard and durable, sot~ or weathered foLlows (Noto 17): and friable, s~’ve A~ALYSts 18.1.4 Specific gravity, if ~nusualiy high or low, 18.1.5 Any difficulty in dispez~ing the frac’don p~..~sing the I No. 10 (2.00-ram) sieve, indicating any change in type and ~_~ ...... amount of dispersing agent, and 2.i~ ...... 18.1.6 The dispersion device used and the length of the t~-iu...... dispersion perio Standard Method for Penetration Test and Split-Barrel Sampling of Soils1 3.6 hammer drop .w~em--that pordon of the drive. weight anembly by which the olera~or, accomplishes the ~ and dropping of the hammer to produce the blow. 3.7 /rammer fall guJ’de--that part of the drive-weight assembly used to guide the fall of the hammer. 3.8 N.value--the blowcount relm~-n~m~on of the le~e- uadon r~’tance of the aniL The N-value, reported in blow~ per foot, equals the sum of the number of blows Z~luL~d to drive the ~mpler over the depth interval of 6 to 18 in (150 to 450 ram) (see 7.3). 3.9 ~V--the number of blov~ obta.~ad from each of the 6-’m. (! 50-ram) in~ervnis of ~ampler veneration (~ea 7.3). 3.10 number of rope mm~--the total contac~ angle ~ twcen the role and the cethend at the beginning of the ol~-ator’s role dackening to drop ~he hammer, divided by 360" (see Fig. I). 3.11 snmpiing rod~--ro~ that connec~ the d.~ve.we~ght a.~’mbly ~o the sampler. Drill rods are ot~n ~ for this 3;12 SPT--abbreviafion for Standard Penetration Te~t,.a term by which engineen c~mmoniy refer ~o this method. ’ 4. Slgniikance and Use ’ ¯ 4.1 This me~od provides a soil sample for identification purposes and for laboratory tes~ appropriate for so~I ob- tained from a sampler that may produce large shear strain disturbance in the sample. 4.2 This method is used extensively in a 8~a’~ vadet~ of geotechnical exploration projects. Many local coo’elations and widely published correlations which relate SPT blow# count, or N-vaine, and the eng~ced~g behavior of earth- works a..td foundations are avai~ble, 5.1 Drilling Equipment--Any driJling equipment thal provide~ at ,he ~Lme of mmpilng a suitably clean open hole befo~ inse~onof t~e s~mpler ~nd e~qzres tlmt the IX.he,ra- don teal is performed on undisturbed soil ~ be acc~-pmble. The following piece~ of equipment have proven to be suitable for advancing a berehola in some ~ubsurfa~ condi- don~ 5.1.1 Drag, Chopping, m~d FLaking! B~J, le~ than 6.5 in. (162 ram) and 8xeater than 2.2 in. (56 ram) in diameter may be bsed in conjucdon with oleo-hole rotary dri,1]ing or cnsiog-advancement d,,’ilEng metho E iOLL~IN B IRG. 2 Spllt-Bmfel Sampler imermi~ent or" continuous sampling. Test inter;,’als and gz’oundwater love} at a~l limes du.dng d_dI~ng, removal of drill locations a.re normally stipulated by the project engine,’r or rods, and sampling. geologis~ Typically, the intervals selected are 5 R (1.5 ram) 7. Sampling a~d T,.,,flng Pro~um or less in homogeneous strata with ~ and samplin~ locations at every change of’ strata. "’" 7.I ~ the boring.has.been advanced to the d~sired 6.2 Any drilling procedure that provides a suitably clean sampling elevation and excessive cuttings have been and stable hole before insertion of the sampler and asstu-~ moved, prepa~ for the to,st with the following sequrn~ of that the penetration test is performed on essentially undis- operations. turbed soil shall be acceptable. Each of the following 7.1.I Attach the split-bar~l sampler to the sampling rod~ procedures have proven to be acceptable for some subsurface and lower into the borehole. Do not allow the sampler to conditions. The subsud’ace conditions anticipated should be drop onto the soil to b~ sampled. 7.1.2 Position the hammer above and attach the anvil to considered when selecting the drilling method to be used. thetop of the sampling rods. This may be done .b~fom the 6.2.1. Open.hole mUtry drifting method. ¯ . . sampling rods and sampler axe low~md into the borchole. ¯ 6.2.2. Continuous Right hollow-stem au~r method. 7.1.3 Rest the dead w~ight of tbe mmpl~r, ~ anvil, and 6.2.3 Wash boring method. drive weight on the bottom of the boring and a~ly a saa~n~ 6.2.4 Continuous Right solid auger m~hod. blow. If ~xo~ive cuttings am encount~’rd at the bottom of " . 6.3 Several drilling methoda produc~ unacceptable the boring, remove the mmplcr and sampling nxls f~om lha .. b~rinzs, The process of jetting ~trou~h an open tube mmpler boring and romove the cut’dngs. and then sampling when the desi~d d~th is rm~od shall 7.1.4 Ma~Ir the drill rods in ~.,-~ sucm:ssiv¢ ~-in. {0.15-m) The continuous flight solid aug~r method increments so that the advanco of the sampler und~ tbe shall not be us~ for advancing the boring below a wamr impact of the hammer can be m.~ly obs~ved for ea~h ~in. .... Uble or below ~e upper confining bed of a confined (0.15-m) incrrmcut. non-cohesive su~tum that is under artesian p’~ssur~ Casing 7.2 Driv~ the sampler with blows fxom the 140.to may not be advenced bdow the samplinE elevation prior to kg) hammer and count the numb~ of blow~ al~lled in ~h .:. rumpling., d~ancing a boring with bottom discha~ bits is 6-in. (0.I 5-m) inc~e.mant untO one of the following occurr" " not permissible. It is not pen~k~ible to advance the boring 7.2.L A total of 50 blow~ have been applied during any ¯ for subsequent insertion of the sampler solely b), means of one of the thee 6;in. (0. I S-m) incr~mcots des~n’b~ in 7.1.4. v, dth the SPT sampler. ¯ 7.2.2 A tolal of I00 blows have been applied. 6.4 The drilling fluid level within the boring or hollow- 7.2.3 There is no obs~’v~ advanc~ of~ mmpler du.dng " Zlern augers shall be ms.inutined at or above the in the application of" I0 suco~sive blows of the hammer. 1586 designation, boring number, sample depth, and count per 6-in. (O.15-m) inerereent- Protect the sam against ex~ree teml~rature changes. If there is a ~o~ w~thin the sampler, make a jar for each stratum and note location in the sampler barrel. .__. 8. Report 8.1 DrYing informafion ~a~ be r~conled in the field shall include the following: 8.1.1 Name and location ofjob, 8.1.2 Names ofc~w, 8.1.3 Type and make of drilling machine, 8.1.4 Weather condhinns, 8.1.5 Date and time or’start and ~v~ ofboring, 8.1.6 Boring number and loeat~on (s~tion and coor~ nate~ if ava~able and a~plicable), 8.1.7 Surface elevation, if available, 8.1.8 MoUnd of advancing and clearing the boring, 8.t.9 Method of’keeping bo~ng open, ¯ 8.1.10 Depth of water surface and dri~u8 depth at t3me of a noted loss of’tin, in8 fluid, and time and date whoa rea~ng or notation was made, 8.1.I1 l.~eafion of strata change~ 8.1.12 Size of ca~n8, depth of cased portion of borin& 8.1.13 Equipment and method of driving sampler, 8.1.14 Type sampler and le~,th and ~ diame~r, bmel (note use of linen), . ~ ¯ 8.1.15 .Size, type, ~ s~’t~on length of the sampling and 8.1.16 Remarks. 8.2 Data obtained for each sample shali.be reco~ed in field and shah include the following: Z.2.t Sample del~ and, if ~ti~.od, the sample number, 8.2.2 Des~ption ofso~ 8.2.3 S~ta changes w~in sample, - 8.2.4 Sampler penetration and ~covery lengtt~ 8.2.5 Number of blows per 6-in. (0.15-m) or increment. 7.4~..4 For each hamme~ blow, a 30-1n. (0.76.m) 1~ a~d ch~p .shall be employed by the croerator. The ol~’a~on of pu~ng and throwing the rope sha~ be Ix~formed rhythmi- c~ly without holding th~ rope at ~he t~p of’the sl:rok~. 7.~. B~-g the sampl~ to the mu’face ~ud open. percent recovery or the length of s~mple ~e~ov~e~ ¯ e so~ sampl~ recovered as ~o comlx~ifion* color, c~tion, and cond~on, then plsce one or more zepre~nta~ve portion~ of :he sample inzo se~e~moismre-~of con° ~ain~ Oars) without z’amm~ or d~ortins any apparen~ s~r~S:~io~ Seal ~ conufiner m p~event ev~eora~on of suiJmo~uz~. Az’Sx label, to the containen beari~ ~ob 224 Standarkl Practice for Thin-Walled Tube Sampling oi Soils1 .,. Scope 2. Referenced Documents 5.3.3 Inside Clearance ~affo, daould, be 1% or as ~ fled by the ensinecx or geologist for the soil and formation 2.1 ASTMStandards: ’ .be sampled. Generally, the inside clearance rado used ~ould. I D2488 Practice for Description and Identification of Soils increase with the inc~a~ in plasticity of the soil ~’isuaI-Manual Procedurey~ sampled. See I~g. I for definition o~’indde clea.~c~ ratio. D 3550 Practice for Ring-Lined Bar~l SampLing of Soilsa D4220 Practices for Preserving and Transporting Soil I Samples: 3. Summary of Pracdce 3.1 A relatively undisturbed sample is obudned by I pressing a thin-waJled metaI tube into the in-situ soil, removing the soli-fi~ed tube, and soa~ng the ends to prevent the soLl from being disturbed or losing moisture. I 4. Significance and Use 4.1 This practice, or Practice D 3550, is us~ when it is neces.~:m/m obtain a relativeJy undisturbed specimen suit. I able for laboratory tes’~ of swuctm~J properdes or other te~ that might be iniluenced by soil disturbance. robe, comprises the thin-waJled 5. Apparatus head d~ll contain a ~uituble check valve and a venting ~ I to the ou~de ~ual to or 8~ater than t 5.1 Drilling Equipment--Any drilling ¢quipmcm may be check valve. Attaetmacat of the head to the tube tJ~a]l bi’ used that provides a r~sonably clean hole; that does not concca~c and coaxial to asstu~ uniform disuL, b the soft to be sampled; and that does not hinder the to ~ tube by the ~pler insertion aluipmanL _l~net~doo of the_thin-wailed ~mpler..Open borohole diameter and the in.~de diameter of driven casing or hollow stem auger shall not exc~d 3.5 dines the outside diameter of the thin-wailed tube. 6.1 Clean out the borebole to anmpling clevadon 5.2 3ampler lnserffon ~dpment,. shall be adequate to whatever m~hod is’pr~t’ex~ed ttmt will em’t~re the ma,,~’iaJ ~ provide a P.latively rapid continu,~u.s pene1:mtion forcP. For be sampled.is not dismxbe&" If 8xoundwa~r is maintain the liquid level in the borchole at or above water level during the sompling operation. . 6.2 Bottom discharge bits are not pertained. Side dis-- cha~e bits may be used, with caution. Jenfng through an open-tube smnpler to clean out the bore.bole to sampLi~: elevation is not permitted. Remove loose material from the. cemer of a casing or hollow ~ auger as ca.wfully s 226 1587 I I I I I ¯ "rA~L~ 1 Sult~bleTNa-Wall~d$1~el,~eTu~"~ Stol0diamete~ofthetubeinsandsaudlOtolSdlamete~ ¯ o~s~m e~m~. of the tube in clay~ ~. 2 3 S I 6.5 When the formation is too hazd for push-type inser- tion, the tube may be driven or Practice D 3550 may be u~d. Other methods, as directed by the engineer or geologis~ I may be used. I~ driving methods arc used, the dam regarc~ng weight and fall of the hammer and peneU’aton achieved must be shown in the repo~ Additionally, that tube must be prominently labeled a "driven sample." I 6.6 In no case shall a length of advance be greater than the sample-~ube lengZh minus an allowance for the sampler head TABLE 2 Dimensional Tolecanceo for Thl~-Walled Tub~s and a minimum of 3 in. for sludge-end curtngz. I NOTe 4---The tube may be rotated to she~r bottom of flze zamp[e aRe~ pressing L~ complete. " ’ O~le eian~t~ 6.7 Withdraw the sample~ from the formation as co.fully +0.007. +0.010 ~.015 as possible in order to minimize disturbance of the sample. I ~ ~ ~.~ ~.~ , ~.~ ~,~7 ~,010 ¯ ~.015 7..’reparation for Shipment Wd ~ ~.~ ~.~0 ~,015 7.1 Upon removal of the tube, measure the .length of I sample in the robe. Remove the disturbed rnamrial in the upper "rid of the tube and meaaure the l~ngth again. Seal the upper end of the tube. Remove at least 1 in. of material from the lower end of the tube. Use this matefiaJ for soil I descripton in aceordance with Practice D 2488. Measure the overall sample length. Seal the lower end of the tube. Possible to avoid disturbance of ~ matrrial to be sampled. AlternatveJy, ~ measurement, the tube may be seaJed without removaJ of roll from the ends of the tube ff m I Nor~ 2--Roll~ bits m’z avm’lable in d~mw~d-jmli~S and diffu~d- directed by the engineer or geolopt. NoTe 5--Field cx~’~u~on and psckajin~ of m~ ~ un~ I tlom of ~ bole. Ad~n~ ~ ~pl~ ~ouZ mm~oo by a ~ntinuo~ m~dv~y rapid motion. P~t ~ ~ m~tof~ ~ ~ ~ . ~.4 ~m~n~ ~Icng~ of~ by ~e ~ an~ 7.2 ~ ~d ~m~ately ~ ~ or a~ly ~- I ~n~on of~e fo~afion, buz ~ l~n~ ~ ne~ ~ I 8.1.9 Depth to groundwater levee date and dine 8. I The appropriate information is r~luirod as f~llows: 8.1.1 Name and location of the project, 8.I.2 Boring number and precise location on proje~ 8.1.12 Length ofsampler advance, and . 8.1.3 Surfac~ elevation or reference to a datum, 8.1.4 Date and time of boring--s-met and finish, 8:1.13 Recovery:. length of sample obl~ined. 8.1.5 D~p~h m top of cample and number of rumple,. 8.1.6 De~-ipdon of sampler, size, ~ 0f m~zl, ~ of ¯ ¯ ¯ 9.1 This pracfic~ d~es not produce numerical dam; thee 8.1.7 Method of sampler in.~rfion: push or drive., fore, a precision and bias statement is not applicable. " 228 Designation: D 2i 13 - 83 (Reapproved 1987)- Standard Practice for Diamond, Core Ddlling for Site Investigation1 2.! ASTM Stand~rdJ: D 1586 Method for Penetration Te~t and Spfit-Bar~l SampLing of Soils2 D 1587 Ptacfic~ for Thin-Wa]~ed Tube Sm~pIing of Soil~ D3550 Pra~dc~ for Ring-Li~ed Barrel Sampli~8.of Soil~ : 2113 4.5 Core Bi[s--Core bits shall be surface set with dia- qu~ed by the nature Of the overburden or the placeme ~. monds, impregnated with small diamond particles, in.~ned method. Drive pipe or W-design c~ing shall be of sufficie with tungsten c~bhle slugs, or strips, hard-faced with various diameter to ~ the largest core barrel to be ~ and it sl~ ~’* hard surfacing materials or furnished in saw-tooth form, all be driven 1o bed rock or to Rma seating at an elevation bel, ~--~-- as appropriate to the formation being cored and with w~t~r-sendtive formation. A~ hastened drive shoe is to concun’~nee of the geologist or en~neer. Bit mat.~x material, used as a cut0ng edge and ~ad pmte~on dev~c: on AW crown shape, water-way type, location and number of water bottom of the drive pi~e or ca.ting. The drive shoe ins~d sw ways, diamond she and ~a’at welgh~ and bit facing rear.dais sh~l! be for general purpos~ u.~ unless otherwise approved by diam~mr shall be la~e enough to pass the tools in.haled fo ~ the geologist or engineer. Nominal size of sume bits is shown use~ and the shoe and PiI~ or casing shall be f~: from bun in Table I. or obs’~ructinns. . 4.8.2 C,~ing--Whrn necessary to ~ ~rough form~ ~and°r~ splitted~ve No~z l--$L~ designation (let’~r Wmbols) u~ed thmughoul the ~ tions ah’eady penetrated by the borehole or when no driv and in Tables I, 2, and 3 ar~ those standa~t~-d by the Diamond Core casing has been se~ auxiliary ca~ng sh~l be provided to ~ , Tr~sp~ DfiII Manufacturers’ A.*soc- (DCDMA). Inch dlme~onz i~ the table~ have beam rounded to the eea~ huadmdth of an ineh inside the bomhole ~ allow use of the next smaller cot harmL Standard ~ of ml~scopin8 .c~g are shown il 5.1 Cot 4.6 Reaming Shells. shall be surfa= set with diamonds, T.a.ble 2. Casin~ bit~ have an obe~ucdon m theh’inmdor anl umble m impregnated with small diamond insermd with m’ou~ f panicle~, wi!] not ~ the next smaller ~:tdng size. U~- a casing shoe i ~ro~ssin~ tung.~en carbide strips or slugs, hard faced with various types additional telescoping is anticipated. of hard surfacing materials, or furnished blank, all as 4.8.3 C~ai~ L.i~er~Plasdc pipe or sheet-me~ pipe rna, a book imdir appropriate to the formation being cored. be ~ to line an exi~ng largedliamet~ casing. Liners, ~ thin 4.7 Core Lifters--Core lifters of the split-ring ~ either u~..~ould not be driven, and care should be taken k plain or hard-fac~i, shall be furnished and maintained, along dlben with cor~-liRer ca~s or inner-tube extensions or inner-tube 4.8.4 Hollow Stem Auger--Hollow smm auger may be! shoe~, in good condition. Basket or finger-wpe used as ~ing for coring. ~eginnin: gerber with any neeessary adapters, shall be on the job.and 4.9 Drill Rod#: ¯ available for us~ with each core har~l i.t" so ~ by the geologist or engineer. 4.8 Casings: 4.8. I Drive Pipe or Drive Ca.~ing, shall be s~ndard weight that are pr~en~y slandard~ed are shown in Table I. ~arked~dthe (schedule 40), extm-h~avy (sche~iule 80), double ex~-a-heavy. ¯ 4.9.2 Large bore ~ rods used with re~’ievablc inner- ~nd (schedule 160) pipe or W ~ 4.9.~ Composite Drt’l~ .~ods’. ~ specify con.~,’wJ~.~d ~’Ibe ~ R~rI" 1.16 2~,$ 0.375 18.7 , EWT 1.47 37.3 0.905 ¯ 22,9" rr°mpm~ni,.~ tw° such°r re°re as Hghtmaterials weight intended or elec~ical ’° Pr°vide noncondu~v~y. s1~’*d~¢ :l~x~’2: EWG. EWM 1.47 37.3 0.~45 21.4 4.9.4 Nonm.g~etic Drill .Ro~ are m.anufactur~ of ~xess AWG, AWM 1,88 47.6 1.185 30.0 such -, aluminm or and usedprimarily ’ " for hole survey work. Some nonmagnetic ~ have leR-hand threads in ordar to fun~er their value 5.3 survw work. No standard exists for nom~sagnedc rod~ 4.10 Aurqim’y Ecuipm~’;t, shall b~ fm’~fished as ~qdi~d by the work and shall includ,~ miler ~ bits, d~g chopping bi~ boulder busten, fishtail bi~, pipe w~nchas, core barr¢l w~ach~, lubrication equipment, core boxex, and maddng dtwic~. Other recommended ~tuipment inciud,-- EW 1.01 46.0 AW 2.25 57.1 . ’ BW ~ 73.9 NW 3~0 sin.9 HW 4.$0 114.3 25O 21,13 ~0.3 15.8 34.0 ~0,3 com.splizmr, rod.wicking, pump-out Joois.or e~zmd~,+ and dnYIHn~ fluid, l.evel.th~surfa~- ofth~rock or ~ formadun h~nd sieve or r, zainer. ¯ at’the bottom of the ~adng when necessary, u.sing appmpriam bi~. Casing may be ondttal if the borehole 5. Trenspormdon and Storage of Core Conminere stand ol~n without the casing. 5.1 Core Boxes, shall be conslzuctod of wood or oth¢~ 8.1.2 Be~n the corn drilling udng an N-size double-robe durable maZ~daJ for z~e pro~-~oo and stoz-~r ofcor=s swivel-~ core ben~ or other size or ty~ approved by the engineer. Continue core drifting until core blockage occurs or enroute from the drill site to the labomtoW or other processing point. AJl core boxas shall be provided with until the net lenp.h of the core barrel has been drilled im longitudinal separa~m and mcovrz~ corns thai] be ~ out Retrieve the c~m barrel fzom the hole and disz.~’mble it as a~ a book would mad, f~om leR to right and top to bottom, nec~asry to remove the core. Reassemble the core ba.,’rel and wi~in the lon~im.dinal separatora. Spa~’r blocks or return it to the hole+ Resume corins. shall be marked and insert~l into the core column within the 6.1.3 Place the n~:ove~,d corn in the core box with the ~pmtors to indicate the b~g of ~ coring rtm. The upper (surfaca) ~nd of the corn at the upper-leR come~ of~ b~inning point of storage in each corn box is tim upper corn box as dmcdbed in 5.1. Continue boxing core with left-hand comer. The upper ]eR-hand com~r era ~ core appmpriam markings, spac~ and blocks as described in box is the left comer when the binge is on the far dd~ 5.1. Wrap suR’or fdablk corns or those which chanze box and the box is right-side up. A~] hinged core box,’, mus’z mamrially upon drying in plastic fdm or seal in wax, or both, be permanently marked on the outside to indicate the top when such treatment is required by the engineer. Use spacer and the bottom. All other core box~’s must be lcermanent]y blocks or slugs property marked to indicam any noticeable mzrked on the outside to indicate the top and the bottom ¯ gap in recovered core which might indicate a change or void and additionally, must be p~rmanently marked intrmzLly to in ~he formation. Fit fracture, bedded, or jointed pieces of indicate the upper-left corner of the bor~om with the letters ¯ corn together, as they naturally occurred. UL or a splotch of red paint not l~ss than I in2 ~d or cover 6.1.4 Stop the core drRling when soR materials a~ fitting(s) for core boxes-must be of such qualiw as to ensure countered that pmduca lc~ than 50 % recovery. If necessary, a~nst mix up of the core in the event of impac~ or ups~z~ng secure sample~ of soi~ materials in accordance with the of the core box during transportation. pr~:edures d~scribed in Method D 1586, Pm~re D 1587, or 5.2 Transportation of oz’~ from the dr~ll siz~ to the Prac’dce D 3550, or by any other method accel~able to the laboratory or other processing point shall be in durable core geologist or engineer. R~sume diamond core d.dliing when .boxes so padded or suspended as to be iso]at~ from shock or refusal materials as described.in 6.1 am again encountered. zrnpact transmitted to the transporter by rough ten’aJn or 6.2 Subsurface structure, including the dip of strata, the c~’r]css operation. occurrence of seams, fissure, cavities, and broken ar~s are 5.3 Storage of coras, after initial testing ~r iz~l~’tion at among the most imponam imms to be detected and the laboretor/ e, other procmsing point, may be in c~rd- scribed. Take special care to obtain and record information boar~ or simiJar i~ss cosily boxes provided al] layout and about these fcaturas. If conditions prevent the continued marking rrquiremants as spc~dfied in 5.1 are follow~L advanca of the corn drilling, the hole should be cemented .. Addhional spac,’r blocks or plu~s shall be added’~f and r~hilled, or reamed and ~ or cased and "advanced .... at time of storage to explain missing com. Core~ sha~l be with the next smaller-size corn ban~ as mqu~d by the stored for a l~riod of time specified by the engineer but geologisl or engineer. should not normally be discarded prior to coop|mien of the 6.~ Drilling mud or grouting t~chniqum muat be Project for which they w~re token. proved by the Scolo~st or engineer prior to their u.~ in borehole. ~.4 ~omp~ibility of~.q~ipmen~: Procedure 6.4.1 Whanever possib~ core barrels and drill rods 6.1 Use core-~ri]ling proc~lures when formations are should be se/ccted from the same terror-size d~Snadon to ~Counte~ ~at ~ too h~ to ~ ~pl~ by m~-mm~Hng ensure ~.,.txJmum ef6ciency. See Tablas l and 3. ~. A l-in. (25.~mm) or I~ ~ne~don for 50 ~.4.2 Nero" us~ st combination of pump, drill re~ and in accor~n~ ~th M~ D 1586 or o~ ~tefia core barrel thnt yields a clear-vernier up-hole veLociW of l~s l~hed by ~e gcolo~ or en~ncer, s~ in~ze than 120 R/rain. ~il-~mpling meth~ am not app~ble. 6.4.’~ Never us~ a combination of aJ.r compmssur, drill 6.1.1 ~t ~e ~ing on ~k or in a ~ fo~afion rod, and core harm! that yields a clear-air up-hole velocity of ~vanl ~veling of ~ ~ho]~ ~d to p~nt l~ of less than 3000 f~min. ! I I I I I I 2487 TABLE 1 So, Ctazs|ficaU~n Chart 289 2487 GROUP , GROUP NAME ~D 2487 I SYMBOL GROU~P NAM~E I " 291 I ~D 2487 considerable strength when air dry. For classification, a to 60 and 10 ~ finer on the cumulative particle-~ze distr is a fine-grained soil, or the fine-gr~ined portion of a soil, bution curve,, r~pectively. with a plasticity index equal to or greater than 4, and the plot of plasticity index vers- liquid limit.falls on or above the 6. Apparatus "A" line. 6.1 In addition to the apparatus that may be required f~ 5.1.4 silt--soil pa..~ing a No. 200 (75~tm) U.S. stzodzrd obtaining and prepa~ng ~e f,~mp]~ and condu~ng th sieve that is nonplastic or very ~lightly plastic and that exhibits tittle or no sl~ngth when air dry. For clnssification, P~ la~mto~ t~ a pl~ ch~ simfl~ to Fir a silt is a fine-grained soil, or the fine-gr~ned portion of a 3, ~d a ~m~five ~cle-me ~bufion cu~e, to ~ 4, m ~. soil, with a pla~city index la~ than 4 or if the plot of plasticity index versus liquid limit fatis below the *’A" llee. 5.1.5 organic c]a),--a clay with ~t~dent oq~,anic content to influence the soft properties. For cl~’ificafion, an organic clay is a soil that would be clarified as a clay except that its liquid limit value ~ ov,~n dryins’ is less than 75 % of its liquid Ii~t val~e befor~ oven ~ 7.1 Samp!es shati be obtained and identified in ’acconi- 5.1.6 organic silt.--a silt with sui~cient orsanic content to ante with a method or methods, recommended in Recom. !nfluence the soil properties. For classification, aa or~’mic silt mended Practice D 420 or by other accepted procedures. ~s a soil that would be cla.~fied as a silt exc~t that its liquid 7.2 For accurate identification, the minimum amount limit value a~r oven drying is le~s than 75 % of its liquid t~t ~ple n~lui~i for this ~est method will depend or. limit ~’alue before oven drying. which of the laboratory te~ need to be ~efformed. Wher~ 5.1.7 pea~--a soil ’composed of vege~ble tissue in various only the particle-dze analysis of the sample is requi~ed ~es or" decompoddon usmflly with an orphic odor, a sI~:imeus having the followin8 minimum dry weights dark-brow~ to black color, a sponsy ~cousistency, and a texture ranging from fibrous to amorphous. 5.2 De$criptio~ of Term~ Spec~c to Thi~ Standor~L. 5.2.1 coe.~cient of curvature, Co--the ratio (D~/{DIo D~), where D~ D~, and Djo are the p~u~cle diamet~n ¯ corresponding to 60, 30, and l0 % finer on the cumulative pardcle-s~ze distribution curve, respectively. 5.2.2 coe.~c~ent of uniformity, Cu--the ratio D6~/D~o, where D~ and D~o are the panicle diameter~ corresponding 6O For clnssi¢icetion o¢ ¢ine-~jroined soils and fine-?rained fraction of coorse-?roined soils. 50 ~ Equo*~onof A-line Horizontal at PI=4 to LL-25 5 ~ ~ Equation of’U’- ne / 1 ~ " ~ / Vertical at LL=I6 to PI=7~ I0 6O 70 80 90 moo II0 l LIQUID LIMIT {LL) 292 2487 SIEVE ANALYSIS 0,0" ~00 SO ~O S LO O,S O.10 PARTICLE SIZE IN MILLIMETRES Cumulative ParlJde-Slze Plot 7.3 When the ]iquid and plastic limit tests must also be 9.3 When reporting soll classifications c~etermined by this pen’ormed, additional material will be required sufficient to te~ method, the preparation and test procedm’es used shal] provide 150 g to 200 g of soil finer than the No. 40 (425-p.m) be reported or referenced. .. ~eve. 9.4 Although the test procedure used in determining the 7.4 If the field sample or test sp~cimcu is smaller than the particle-size distribution or other contide~atious may require minimum recommended amount, the reix)rt shall include an a hydrometer analysis of the material, a hydrometer analysis appropriate remark. is not necessary for soil classification. ’ 9.5 The percentage (by dry weight) o~" any plus 3-in. 8. Classification of Peat (75-ram) material mtm be determined and reported as ,i 8.1 A sample composed primarily of vegetable tissue in auxiliary information. various stages of decompdsition and h~ a fibrous to amor- ¯ 9.6 The maximum pa~cle size shall be determined (mea- phous texture, a dark-brown to black color, and an o~anic sured or estimated) and reported as auxi~a~, information. odor should be designated as a highly organic soil and shall 9.7 When the cumulative particle-size distribution is be classified as peat, PT, and not subjected to the classifica- quired, a set of sieves shall be used which include the tion procedures described hereaher. following sizes (with the largest size commeusu~te with the maximum particle size) with other sieve sizes as needed or 9. Preparation for Classification . . . required to define the particle-siZe distribution:’ 9.1 Before a soil can be clarified according to t~s test 3-in. (75-ram) method, generally the particle-s~ze cListribution of the minus 3-in. (TS-mm) material and the plastic~P] chara~eristics Of No. 4 (4.75-mm) the minus No. 40 (425.p.m) sieve material must be deter- : No. 10 (2.00-ram) . No. 40 (425-9m) ’ ¯ mined. See 9.8 for the specific required test~ No. 9.2 The preparation of the soil specimen(s) and the tasting 200 (75-pro) ,for panicle-size distributioo and liquid limit and plasficlW .9.g The ~ ~quh-ed ~o be performed in prepara~on for index shall be in accordance with accep~:i s~anda~i proce- classification aze e.s follow= dures. Two procedur~ for preparation of the soll spedmen¢ 9.8.1 For soils estimated to contain le~ than 5 % fineS, ,~ for. testing for soil classification purpos~ ate 8~ven in plot of the cumtflative particle-size distribution curve of the " Appendixes X3 and X4. Appendix X~3 describes the w~ fraction coan~ than the No. 200 (7.%9m) sieve is required. prepa_.-ation me~od and Ls the prefen~d method for cohes~ The cumulative panicle-size distribution curve may be soils/hat have never dried out and for organic soils. plotted on a ~raph similar to that shown in Fig. 4. 293 I NOTE 6---In cases where the liquid limit exctt.d~ ! I0 or the pl&sticity index exceeds 60, the pitsticity chart may be ~xpanded by maintaining 12. Procedure for Classification of Coarse-Grained Soil. the sam~ ~ale on both axes ~nd cxmnding t~e "A" line at the indi~:l (more fl~n 50 % retained on the No. 200 (75-~tm) ~ievO I 12.1 Class the soil as gravel if more than 50 % of the I I.I.3 Classify the soil as a silty clay, CL.MI., if the coarse fra~don [plus No. 200 (75-v.m) sieve] is retained on position of the piardcity index versus liquid limit plot falls the No. 4 (4.75-mm) sieve. ’ on or above the "A" line and the plaslicity index is in the 12.2 Claas the soil as sand ifS0 ~ or mort ofthe ~mtm. I range of 4 to 7. See a~a identified as CL-IvlL on F~ 3. fraction [plus No. 200 (75-tim) sieve] pa~as the No. l 1.2 The soil is an inorganic tilt if the position of the . (4.75-mm) sieve. plasticity index versus liquid limit plot, F~ 3, fail~ below the 12.3 If 12 % or less of the te~t specimeti passes the No. "A" line or the plasticity index is less than 4, and prtsence of 200 (75--I.tm) ~-ve, plot the cumuiative pasticle-si~ dism’bu-" I organic matter do~ not in.quenct the liquid limit as deter- tion, Fig. 4, and compute the coefficient of uniformity, mined in 11.3.2. and ¢oefl~ciant of curvature, Co, as given in Eqs I and 2. 11.2.1 Classify the soil as a silt, ML, if the fiquid limit is Cu - D~/Dto (1~.’.~ leas than 50. $~ m~a identified as ML on Fi~. 2. 11.2.2 Clarify the soil as an elaxti¢ silt, MTtt, if the liquid. limit is 50 or gttater. Se~ aria identified as MH on Fig. 3. where; ’ 112 The soil is an organic tilt or clay ff organic matter is Dto, D~ and D~ - the ~cie~ze d~me~s sponding to 10, 20, and 60 %, ~*pecfively, I~ssing on the.~ pr~ent in sufficient amounts to influence the fiquid limit as ¯ ..:~ determined in 11.3.2. c~muiative I~r~cie-~ distribution curve., Fig. 4. . :~ 11.3.1 If the soil has a dark color and an organic odor when moist and warm,, a ~cond liquid limit t~t thali be D~o di~me~. " ’ .. ’/~" performed on a test slx~men which has been oven dried at l. 10 ± 5"C to h constant weight, typicaliy over nighL 200 (?5-1~m) sieve, classify the s~il as a well-g~e~l 294 I 2487 cla.~fied a~ a poorly graded land with $ilty clay, SP-SC. ~W, or well.graded sand, SW, if Cu ~g~. let .thlm 4.0 for I ~vel or ~ter ~ 6.0 for ~nd, ~ ~¢ 12.6 If the specimen is predominantly sand or gmve~ but ~t mo~ than 3.0. . contains 15 % or more of the other coar~-grained constit- uent, the words "with gravel" or "with sand" shall be added ~ (75-~) sieve, cl~ ~e ~ ~ ~rly ~ed ~avel, to the group name. For example-, lx~dy graded gravel with I ~-~p, or poorly ~aded ~and, SP, ff ~ sa~d, clayey sand with gravel. 12.7 If’the field sample contained any cobbles or boulders or both, the words "with cobbles," or "with cobbles and boulder~~ ~ be added ~ the group name. For example, I ~ty gravel with obble~ GM. 13. Relmr~ I 13.1 The ~-Imn should include ~he group name" group symbol, and th~ resul~ of the laboratory ~ The I~rfiele- ~i~ diitn’butlon ~ be 8~ven in terms of percent of gravel ~and, and fines. The plot of the comulafve par~cle-size I dis~bution curve shall be reported if ~ in classifying the soil. Report appmpriat~ de~ripdve information according to the pn~xdu~ in Pra~c~ D 2488. A local or commercial I ~x v~n~ fiquid ~t plo~ ~$ 3, f~ ~low ~e "A" fine name or geologic interpmatinn for the material may be added at the end of the d~’iptive information if identified as such. The te~ procedures used shull be referenced. I 4~ % fine m mar~., hind, ~bmuad~d ~ravel; 3~ % fine to marie, ha~L 12.5 IfSto 12 % of~e ~man~eNo. 2~ ~t~maded laad~ 24 ~t .~ayW fines, I~ - 31, Pl - 19; weak with H~ ol~inaJ field laml~e h~ 4 ¯ hard, iub~unded ~up ~. mt~imum dimemion 1~0 I ~2.5.1 ~e f~ ~up s~[ ~ ~nd to ~st for In-lS’~a~ Condifioas--firm, homogeneous, d~/, ~v¢l or ~nd ha~ng 1~ ~an 5 % fin~ (GW, Geologic Inte~tation---alluvinl fan. 5P), and ~e ~cond ~t sh~ co--and to a ~vel or Nffr~ 10---Other exampie~ of u311 des~iplinm are g~ven in Appendix ~nd ha~ng mo~ than 12 % fin~ (~, GM, SC, SM). XI. I 12.5.2 The ~oup name sh~ co~s~nd to 14. Precision and Bias pl~tici~ ch~efi~ of ~e fin~ For ~ple" weH- 14.1 This test method provides qualitative data only;, I therefore, a precision and bins statement is nonapplicable. ~ SP-SM (See 9.8.2.1 if in~ffi~ent ~t~ a~ble for ~ng). 15. Index Terms 15.1 Classification, soil classification, laboratory classifi- I NO~ 8~ ~e fin~ plot ~ a silty clay, ~-M~ cation, gradation, ARerbe~g ltmks, soil tesl~, clay, silt, sand, ~ 10 % fin~ a 5quid ~I of 20, and a p~ index of 6 ~d gravel, orgadic soil~. I (~onm~datory Informt!o") Xl. EXAMPLES OF DESCRIPTIONS USING SOIL CLASSIFICATION . I X 1.1 The following examples show how the information hard, submund~d ~ravel; no ~on with HCI; (field sample r~quired in 13.1 can be r~oned. The appropriate descriptive smaller than r~commended). In-Place Conditions--Firm, im’ormafion from Pracfic~ D 2488 is included for Rlus~’ative stratified and contains lenses of flit I to 2 in thick, moist, I purposes. The additional descriptiv~ ~ that would ac- brown to gra~ in-pla~ dev~ty - 106 Ib/l~ and in-place COmpany the soil classification should be based on the moism~ - 9 ~. i~ended us~ of the cla’~sifica~on and the individual cL-=um- XI.I.3 Organic Clay (OL)--100 % fines, LL (not dried) ~ - 32, LL (oven dried) - 21. H (not dried) - 10; w~, dark I XI.I.I Well.Graded Gravel with Sand (GW)--73 % fine brown, organic odor, w~ak reaction with HCI__ , t~ coarsa, ha.,d, subangulax gravel; 23 % fine to coan~, ha~ XI A .4 Silty Sand with Organic Fines ($M)--74 % t’me ~ubangular sand; 4 % finns; Cc = 2.7, Cu = 12.4. coane, hard, s’ubangular reddish sand~ 26 % o~anic and I XI.I.2 Silty Sand with Gravel (SM).-61% p~lomi- dark-brown fines, LL (not dried) ,, 37, LL (oven d.~ed) - 26, nantiy fine sand; 23 % rfilty fines, LL = 33, Pl ~ 6; 16 % fine, P! (no.t dried) - 6, w~ weak rca~on with HCL 295 I 2487 XI.I.5 Poorly Graded Gravel with Silt. Sand, Cobbles and no reactionwith HCI; od~nal field sample had 7 % bar, Boulders (GP-GM)--78 % fine to coar~, hard, submunded subrounded cobbles and 2 % ha~i, subrounded bouide: to subangttlar gravel; 16 % fine to coarse, hard, submunded with a maximum dmiemion of 18 in. to subangular sand; 6 % si]ty (estimated) fines; mois~ brown; X2. USING SOIL CLASSIFICATIOI~ AS A DESCRIPTIVE SYSTEM FOR SHALF_~ CLAYSTONE, SHELI.~, SLAG, CRUSHED RO~I~ ETC. X2.1 The ~’oup names and symbols used in this rest X.2.4.1 ShaleChunk~--R~tfieved as 2 to 4-in. pieces method may be ~ as a descriptive sys~m al~lied to shale from power auger hole, th3’, brown, no reaction materiaB that exist in situ as slufle, clayStone, sandstone,¯ HC2. A.~r laboratory pmco~ng by slaking in wate~ for 24 siltstone, mudstone, ctc., but convert to mils after field ormateria/classified as "Sandy Lean Clay (CL)"--61% claye labomto~ proce~ng (crttslfing, slaking, eW..). fine.*~ LL = 37, PI - 16; 33 % fine to medium ~od; 6’ X2.2 Matedah such as shells, crushed rock. slag. etc., 8ravel,~iz~ piec~ of sidle. should be identified as ~ueh; However, the procedm~ u~l X2.4.2 Crushed Sandstone--Product of mmmerei: in this method for describing the particle size.and plasticitycr~shJng ol~rafion; "Poorly Graded Sand with Silt (S~ characteristics may be used in the description of the materialSM)"--91% fine to medium sand; 9 % silty (estima~ fines~ dry, mddish-bmwn~ strong reaction with HCL. Ifdesir~ a classification in a~ordance with this t~t me~od X2.4.3 Brol~n SheI~a.--62 % gravcl-siz~ broken shell may be assigned to aid in de~’ribing the material. 31% sand and rand-size shell piec~ 7 % fines; would t X2.3 If a classification is used, the group symbol(s) andclassified as "Poorly Graded Gmvcl with Sand (GP)’. group names should be placed in quotation mark~ or noted . X2.4.4 Cnt~hed Ro~k--Procossed gravel a~d cobbl with some. type of distinguishing symbol- See e~amples. from Pit No. 7; *Poorly Graded Gmvcl (GP)"---89 % fi~ X2.4 Examples of how soll cla.~fication.~ eodd be incor- porated into a description w/stem for materials that are notmnd-si~, l~6cles, dry, tna~ na marion with HO; Cc - 2.. natttrally occurring soils are as follow~ . -Cu = 0.9. X3. PREPARATION AND ’IT..STING FOR CLASSIFICATION PURPOSES BY THE WET METHOD X3. I This appendix describes the steps in preparing a soil bntshed or wiped off and placed in the fraction pa.~’ing ti sample for testing for purposes of soil classification using a 3-in. (75-mm) sieve. wet-preparation procedure. X3.6.2 Determine the air-dry or oven-dry weight of X3.2 Samples prepared in accordance with this procedm’e fra~on retained on the 3-1n (75-ram) should contain as much of their natural wamr contem as total (wct) w~,ht of the fraction paedng the 3-in. (7~-mr. possible and every effort shbuld be made during obtaining, Sieve. preparing, and transpormting the semples to maintain the X3.6.3 Thoroughly mix the fra~ion p~ing the’3<’ natural moisture. (7~-mm) sieve. Determine the water content, in accordan X3.3 The procedures to be followed in this test method with Method D 2216, of a representative specimen" with assume that the field sample contaius fines, sand, gmvcl, and minimum ~ weight as requital in 7.2. Save the plus 3-in. (75-ram) particles and the cumulative particle.dze content ~peeimen for determination of the pardcle~ distribution plus the ilqnid limit and pla.~ticity index va!uesazudysis in accordance with X3.8. are required (~e 9.8). Some of the following ~ may be X3.6.4 Compute the dry weight of the fraction pa~ing omltled when they are not applicable to the soil being ~ 3-in. (75-ram) deve ~ on the water confront and tot X3.4 If the soil con~in$ plus No. 200 (75-~n) particles (wet) weight Compute the total dry weight of the rumple that wonid degrade during dry sieving, u.~ a t~t proccdme ealeniate the pereentnge of matmiai retained on the 3-i: for determi~ng she pa~Jcle-~ze characte~es that prevents (75-ram) this degradation.. X3.7 Determine the liquid limit and pla~ielty index X3.5 Since this cla~fication $3~’tem is limited to the foliow~" portion ofa ~ample pa~ng the 3-in. (75-ram) sieve, the plus X3.7.1 If the soil disaSg~gat~ 3-in. (75-ram) material ~ be removed prior to the hard surface and ~clect a repr~entative rumple by derermination of the parficle-~ c~es and the in accordauce with Methods C 702. liquid limit and plasticiry index. X3.7.1.1 If the soft contailu ccarse-grainad X3.6 The portion of the field sample finer tha~ the 3-in. ~a~d with and bound u~ther by tough clayey mat~i,t take exUmne ~are in obtaining a repre*~ntative portion oft~ (75-ram) sieve shall be obtained as foliows: No. 40 (42~m) fraction. Typically, a later portion ti~ X3.6.1 Separate the field ~mple into two tin.dora on a normai has to be ~elected; such as the minimum we~ 3-in. (7S-ram) sieve, bring careful to maintain the mttural water content in the minus 3-in. (7~omm) fraction. Any X3.7.1.2 To obtain a repre~’nmfive spedmea of a particles adhering to the plus 3-in. (75-ram) particles ~ be caily cohesive soil, it may be advamngeous to 296 ugh a 3/4-in. (19-ram) sieve or other convenient si~ so eluding a hydrometer axtalysis is r~iuired, determine the material can be more ea.~y mixed and then q~tttet~ or pa~’aiele-size di.~a~-ibution in ace.,~rdance with Method D 422~ ~lit to obtain the representative tl:~imen. ~ 9.7 for ~e ~ of~ ~ev~ . X3.8.3 ~e ~five ~d~ X3.7.2 Process the reprmentative $p~." en in accordance a h~m~ ~ ~ ~ dete~ne ~e ~ele-~e ~vAt~ Procedure B of Prance D 2217. ~bufion ~ a~ ~ M~ C 136. ~ 9.7 for I X3.7.3 Perform the licluld-limit t~t in accordance with ~Test Method D4318, except the soil shall not be ak dried ~ ~ ~yey ~fio~ ~ ~n~ and ~en ~ ~’~ior to the te~. ~ ~ ~ T~ M~ C 117 prior to ~ffo~ing X3.7.4 Perform the pla.~ti~.limit t~t in lu:~ordance with I i.~Te*t Method D 4318, except the soil shall not be air dried ~.8.4 E ~e ~fi~ ~m ~bufion h not ~#or to the test, and calculate the #a.~icity index. ~ ~e ~e ~nt ~ ~nt m~ ~d X3.8 Determine the pm’ticle-size di~a’butinn as follows: ~t ~1 ~ ~~en in a~ ~ T~ X3.8.1 If the water content of the fra~doo paining the M~ C 117, ~8 ~ to ~ ~e ~m~ long enou~ i~ha. (75-ram) sieve was required (X3.6.3), u.~ the water- m m~ ~ ~ ~fio~ foBo~ by M~ C 136 :mntent s~xcimen for determining the partide-si~ distn’bu- ~8 a n~ of~ w~ ~ ~e a ~o. 4 (4.75-mm} ~.tion. Otherwise, ,elect a representative specimen in a~cord- ~e~ ~d a No. 2~ US.m) i~. I ~.tnce with Methods C702 with a mitfimum d~ weight a~ required in 7.2. ~t ~ in ~e ~m ~. (75-ram) ~on for X3.8.2 If the cumulative partifle-siz* dism~bution in- I X4. AIR-DRIED METHOD OF PREPARATION OF SOILS FOR TESTING FOR CLAS,.qIFICATION PURPOSES I X4.1 This appendix de~’ibe$ the $tep$ in preparin$ a soil X4-5 Determine the particle-size dirm~oution and liquid tample for tetling for purpou* of soil classification when limit and plardelty indue as follows (see 9.8 for when the-" m-drying the soil before te~dng is $p.mified or d~tired or m art requital): . when the natura] moi.~’u~ content is nenr that ofan air-dried X4.~.l Thoroughly mix the fraction patting the 3-in. irate. (75-ram) sieve. X4.2 If the soil contains organic matter or mineral X4.5.2 If the cumulative particle-size distribufior~ in colloid, that aye irreversibly affected by air drying the cluding a hydrometer analysis it required, determine the I wet-preparation method as described in Appendix X3 should particle-size distribution in accordance with Method D 422. ~e used. See 9.7 for the set of sieves that is r~luir~L X4.3 Since this classification sy~’tem is limited to the X4.5.3 If the cumulative pa~ele-~e dira’ibution without a hydrometer analy~ is r~lUired, determin~ the particle-size Imrtion of.a sample passing the 3-in. (75-ram) tleve, the pins distribution in a~.~rdance with Tern Method D 1140 fol- 3*in. (75-ram) material shall be removed prior to the lowed by Method C 136. See 9.7 for the act of sieveffi that is determination of the pardcie-sixe characteristic~ and the liquid limit and pla.cdelty index. X4.5.4 If the cumulative particle-size distributinn it not I X4.4 The portion of the field sample finer than the 3-in. required, determine the percent _fines, percent sand, and (75-ram) sieve shail be obtained a, follows: per~nt gravel in the specimen in a~e.ordance with Teat X4.4. I Air dry and weigh the field sample. Method D 1140 followed by Method C 136 using a nett of I X4.4.2 Separate the field sample into two fractions on a ~ieve$ which shall include a No. 4 (4.75-mm) sieve and a No. 3-in. (75-ram) sieve. 200U5-ttm) sieve. . . - . ’. X4.4.3 Weigh the two fraction~ and comlmte the Ixr- X4.5.5 If ~luired, determine the liquid limit ~ the ctntage of" the plus 3-ira (75-ram) martial in the field plasticity index of the t~t specimen in accordance vath Te*t I tample. Method D 4318. I I I 297 I Designation: D 2488 - 84 Standard Practice for Description and Identification of Soils (Visual-Manual Procedure)1 02113 Pr’~’ficc for Diamond Cor~ ’l~’~llin! for Site hi This pr~i~ oven for ~n~n~nl p~ 02487 T~ ,M~ rot ~=bon of ~ils for End- at the open. of ~ dcsmibed in Tcs’t Method D 2457. The idendf,"~don 3.1 Except as Esmd below, zl] dcfiM6ous ~e in a~oP- I ~n~ ~ T~ ~ S~b D 653. I ~~ ~ ~(?~m)~ ~ I ~ wh~ ~r~. F~ ~fi~o~ a ~y b a fine. ~in~ ~il. or the ~ne-~in~ ~nion o~ a ~il. ~th a pi~ti~’ index ~ual to or ~tc~ thnn 4. ~d the pint of I p~zy index v~us liquid timit £alls on or a~e me "~" fine (~ R~ 3 o£T~ M~ D 24~). I (75-ram) ~ and ~ ~ on a No. 4 (4.?~mm} ~eve I I No. 4 (4.7~mm) ~ I 3.1.4 ~ ~ ~t ~ m~d~t ~ mn~t m ~a~~~a~m~ 1452 P’m~ice for So~ in~s,~la~on Au~ ~n~ 3.1~ ~ ~ ~ ~y or~ ~ l~8+ M~ for P~6oa ~ ~ ~ of ~on ~y ~m ~ ~ic 1587 ~ for ~i~W~ Tu~ (4.7~mm) ~ ~ ~ ~ on s No. 2~ (7~m) a~ on a No. ~ (42~m) ~ 10 GROUP SYMBOL GROUP NAME I I I I I:~OUp I)~IX~(I) I~ ~ .’nil) ~4w ~ Fill. Ii ~ Ib GROUP ~MBOL GROUP NAME m / identified w~Lh the othen ~fe~d m as simila~ ~ on pe~q’ormias only ¯ fe~ el" tJae dmcrit~ve I pm~dm~s des~ibed ia this I I of soih in the fieM. bm alto ia the ~ iabomow, ~ I ~ rail ---Met a:e iaape~ sad d~:n’bed. I I 2488 I I 2488 FLAT: WIT>3 ELONGATED= L/W >3 FLAT ~ND ELONGATED: -meets both criterin I I I (~5 D 2488 I 13. Ih’elimia=r7 Identification 13.1 The sod is fine grained Of ~zon 14. I 13.~ ~ ~1 ~ c~rxe ~rmned En~. Follow the p~edu~ ~or ~*ls o(~on I~. " I 14. ProCure for ldentifyin~ F3ne.-Graiaed Soils 14.1 S~Ie¢~ a r~pr~sentauve sample of" the matenaJ re’or examinauon. Remove parucles Larger titan the No. ~0 steve I |medium =and and ~r) until a spemmen ~utv’zlent to about a handful of material is availabtc. Us= thts spe’ztmen for performing the ¢tr~, su~ngth, dilatancy, and tOUgheSt I identifica, lon procedu~ deso’ibed her=a~’r. 14.2 Dry St~h." 14.11 From the ~-’imen. selm.’~ enough mstenal to mold 1 ~. Preparation for Identific~tioe into ¯ ball shout I i~. (~ ram) in mame~er..Mold the I materi,,~ until it has the consiszenc~ of puny. adding water d’ I".l The soil ldentifica~on portion of thb prau"tiu~’ is ¯ hax~d on the portion of the soil sample that will pas~ a ~in. nec~,=’y. (75-ram) sieve. The larger than 3-in. (7~-mm) pz~cles mus~ |4.2! From the molded m=ter~l, make at least thee test I b~ removed, manually, for a Ioo~ sample, or mentally, for sr:w.’imee,s. A test slx,=men shall be a ha~ of matem.I about an intact sample befo~ c~nl the ~i[. s/=. in. (12 ram1 ia diam--. Allow the u= qx~mens to d~." in ~ir, or su~. or by anifi~t me=u, as Ionl as the [12 ~ma~ snd no~ the ~n~ o~bbl~ ~d ~ tempePattu~ de~ not ¢=~:==d 60"C. I 14.2.3 If the test =~-"ime~ contains natural dry tum~s. ~[~ ~ on the ~s o~ volume ~n~. those altar ~’e ~out ~ in. (12 ram) in d~meor m=~, be u~ Nm"~ 8--Sin~e the ix’~mu~es of d~e mn~|e-u.~ disu’ibmioa in in p~:= or the molded balls. I ~omm~nd~ that me ~n s~t ~e ~n~ o~ ~b~ and 14.2.4 Te~ the st~n~h or the d~ bails or lumps 12.3 Of the I’raction of’the soil smaJler than 3 in. ( ,".~ mmL c~shing ~tw~n the ~nge~, .Note the st~ngth as non~. Io~. estimate and note the percentage, b.v dry. wetghL ol’ me medium, hi~. or ve~ hi~ in =~n~ ~th ~e criteria m gravel, sand. and fines (see.Appendix X4 for suggested Table 8. If ~tu~ ~ lumm a~ ~ do not ~ proceduresl. of any of me lumm ~t ~ found to ~nmn ~1~ of Non 9--Since the ~rude-siz= ~mponeats I1~" vUu~y on ~e 14.2.5 ~e ~u= of ~.~ ~luble ~- men, rig ma~ such ~ ~um ~ 12.3.1. The percentages s~JI be estimated to the loses~ ~on ~ ~ute Eye,one ~d (~ 10.6). 5 %. The pen:entages of gravel ~,ad. and finm m~ ~ up 14.3 Dil~ to I~%. 14.3.1 From ~e ~m~ ~l~ ~ou~ ~ to mold 12.3.2 If one of ~ ~m~ne~ ~ p~t but not ~n . ium t ~ ~ut *~ in. (12 ram) in ~. Mold su~cient q~dw m ~ ~ ~ % o~ ~e ~1~ ~ ~t~ ~ng ~ ff a~.~n~l it ~ a m~ but not 3-in. ~75-mm) ~o~ in~ ~ p~n~ ~ ~e ~ trace, f~ e~pl~ ~ of fin~ A ~ b not to ~ 143~ Smm~ ~ m~ ~ in ~e ~m of one o~ide~ i= ~e m~ of I~ % for =e ~m~nen~ ~d ~ dm~ No~ ~ ~on of ~ ~nl I I I 16.2 ft. in flee soil de~-nPdon, the soil is identified using d~.~fi~tion group lym~l ~d ~ ~ d~ in T~I I I?.1 ~ ~ provides q~tlimt.iv~ infm.matie, on ) ¯ =~ro~ a pit, ion and bias ==L~me~t is not applicable.n I or both. the wor~ "with cobble=" or "with cobb|e= and boulder~" shall t~ added to the group name. For example: "sflD g~el ~,lth cobble. GM." I 16. Report. 16.1 T~e r~port s~tll include the information as to orion. and me ite~ iMi~ in Table 13. I I I I XI. EX,4~PL£S OF VISIJAL SOIL DF-3C~FrlONS X l. I The followinl eS.,lmlde= dm~, ho~ the int’orn~tiou I ~ui~ in 16.1 =n ~ ~ ~ info~don ~t h includ~ in d~o~ ~ ~ ~ on indi~d~ ~n~ and n~ XI.I.I w~/~ G~ wilh ~d I fine m ~. ~ su~n~ ~veh l~ut 25 ~ fine ~. ~ ~n~ mad: ~ ~ fin~ ~imum I 17 I or" silt I to 2 in. {25 to ~0 mml, t~ick, moist, brown togra~. I in.place density 106 Ib/f~: in.pll~ moilurt 9 ,%. XI.I.3 Organic ..~s’l (OLlOH).-About 100 % fine~ with low plastic~ly. low diiatancy, low dry strtngxh, and low I ~ou&hness: ~ dar~ brown, o~m¢ odor, weak X 1.1.4 Silt)’ Sand with Organic Fine~ t’,T.~/’~--About fine to ¢oar,z. hard. suban[uiar reddish sa~d: about 25 % I orlani¢ and s~hy dark brown nonp~sfi¢ fines with no X2. USING THE IDENTIF’ICATION PROCEDURE AS A D~IM’IYE SYSTEM FOE SHAJ.E, CL~YSTONF., I SHELL.5, SLAG, CRUSHED ROC~ AND THE I I lik- , should be identified as ugh. He~,ver. the Ima:eduml sand; abom 5 % Irav~d3~ picots of thak. X2.4.2 Cntt~ed Sand~oae--Pmdm= of omme~-ial i ~ in this I~’~d~ for describing the I~rdde ~ aMcrushi~ ~"ado~ "Poorly Cn’~d~d ~ ~th ~ (SP. p~5~ty ~lr~’t_pri~eq may be u~d in the d~s~ription of the SM|’: ~bout 90 % fine to me.urn ~ about 10% mater~aL If desin~L ~n id~.mdfigadon asia| a ~up ~e and nonpla.~ En~ dry. ~Jdish-km:~ munl ~a with ffm~l~m~~y~m~ ¯ HCL d~ng ~e mat~. X2AJ B~ S~--A~ut ~ ~ ~ ~k~ X2.3 ~e ~up wm~lgs) and ~up nam~ shouid ~ shells: a~m ~ ~ ~nd and ~nd.~ ~efl pi~ a~ut pt:~ in Ouo~tion marks or not~ with ~me of dzstmguishmg s~m~l. ~ exampt~ ~.a.a ~ruyh~ ~’k--P~ &ore S~v~l an~ X2.4 Exampi~ of ho~ Ooup ~m~ and sym~b ~n ~ bl~ m Pit ~o. 7: -P~y G~ G~vcl (GP)’: a~ut ~0 ~ incom~ into a d~pgve ~m /or mazm~ ~at ~ not ~tu~y ~ mib ~ ~ foll~ H~. X3. SUGGF..~rED PROCT~DURE FOR USING A BOROERLINE ~L FOR SOI~S WITH "/WO POSSIBLE IDF.JqTIFICATIO~.q. X3.1 Sinc~ this pv’a~i~ is based on eszhna~m of mrticJe X3.1.4 A bonledine symbo~ may be ,,,,,,.4 wbea the size dizdbmioo sad pta.akiq, ~mctm’is~cs. it may be oukl ~ ~ a ~ ~ a ~y. For ~ ~ ¯ I di~ncu~t m cJe~ty ~’,,dly ~ sm’~ as be~on~nl to one ~ry. To iMicstz that the rail may fall into one of two" ~.1~ A~i~ ~y~afi~ I tx~s~bie basic IrOUpt, 8 ~ symbol may be meal I On~ wmlx:d should be f~- 8 emne.,j~n~l rail wi~ fin i and the other for ¯ fine-~ned rail For e~ample: GM/ML X3.1.2 A borderline symbol may be ~ when the X3J ~up ~ fma~ ~8 ~ ~ I Pe~’centa~e of rand and the pen:enm|e of Invel -,,e estimate,~ should I~ t~ p’oup name for tl~ fi~ s,/mlx~ ex~-ep~ fo~. ~ve a ~ine ~ of GW~W. ~L ~W ~Y X3.1.3 A ~ne ~1 ~y ~ ~ when ~e m~ X3.4 ~ ~ ~ ~ ~ ~ ~ ~y ~ For e~m~le: in~mi~y. GW/GP. SW/SP. rail into a ~n~e 18. X4. S~.:GGF-~’ED PROCEDURES FOR F...~I=/MATING THE PERCEN’I’AGES OF GRAVEL. SA.~’D. AND FINES IN A SOIL SAMPLE pr~sCflL ’]’he percentages ot’sand and fines in the m~nus sze~ 1 stz~ .~o. 4 matenaJ can ~n ~ ~mat~ from ~h¢ ~h (X4.3). X4.j ~h Tear ~or rel~ive ~rce~taye~ ~1" ~and ~nd 1 ~es~l~ and momen enou~ mm~ No. 4 ~teve ~ ~ fo~ a I-ia ~2~mml ~ of~. Cut ~e ~ m l ¯ e ~ un~ ~ ~ ~m ~ l~ and ~en ~m~ the ~ ~mpl~ ~d ~ ~e ~n~e of ~nd and ~lum~ H~. ~e volu~e ~m~n ~ll provide a I X4.3.1 ~e ~n~ it may ~ n~ to b~ak down " lum~ of fia~ ~ ~e fi~ m ~ ~e ~ I I I I 19 2.1 ASTM Standards: . D 1586 Method for Penetration Test and SpSt-Basrel Sampling of Soils~ D 1537 Practice for Thin-Walled Tube Sampling of Soi].~ D2113 Practice for D~tnond Cora Drilling for Sit~ Investigation: D2488 Fh~etice for Desc~.’ption and Ide~atilication of Soiis (Visual-Manual Procedure)2 3. Sigsificance and Use 3. I This practice is used where soil ondi~on and ~sist. ance to advance of the sampler do not permit the us~ of a thin-wall ~ube (Practice D 1587) and wbere the formation 4. Apparatus . . opening, .bth shall :not exc~xl 8 in. (203 ram). The 4.1 Drilling Equipment--Any drilling e’luipmmat’may be clmu’anc~ ratio ~ be between 0.5 and 3.0 %. used that provides a reasonably clean hole before insertion of inside clearanc~ ra~o formula.) The wall ~ickness the sampler and that does not dislaub the soil m be s~mpled. ~dn-w~IIed ~xtension shall conform to Table I, However, in no c~e shall a bottom-discharge "bit be p~’- 4.6.1 The thin-walled ex~on of th~ shoe ~i"ecIIy. round. Shoes ~t have become any r~on shall not be the shoe deforms during sampling, the sample obtained not be used .for tests, such as shear s~ngth, wher~ NoI~ 2~Tl~ thJn-wuUed ~ of the ~hae is ~’et 420 I and incldde them in the report (see 6.1.8). 6.1.8 Description of soil (see Practice D 2488), I NO’r~ 3--The soil remaining in the sho~ ~ relatively undisturbed and 6.1.9 Thickness of layer, therefore may be suitable for a vacieW of labor’atopi 1 ~.~ 6.1.I0 ~pth to water tabl~ or depth of.overlyiag and time of reading, i 6. Report .. 6.1.I I Size of ca~n~, depth of ca..~d hole, I 6. I Data obtained in each boring shall be recorded in the 6,1.12 Type o~’driIllng equipmenl---descriplJon, field and shall contain the f’oIlowing: ¯ 6.1.13 Names of".p~rsonnel: 6.1.I Name and location of’job, ¯ nician, etc., I 6.1.2 Date of boring and times of’start and finish, ’ 6.1.1~, Weather condition~ and 6.1.3 Boring number and location, 6.1.15 General mmark.s. 6. 1.4 Surface elevation, if" available, 6.1.5 Sample number and depth, . 7. Prae.~sion and Bias I 6.1.6 Method of advancing s~mpler, penetration, and 7.1 This practice "does not pr~xluc~ numerical or recovery len~lhs, . able data and therdor~ a precision and bias s~temen I 6.1.7 Description and size of sampler, applicable. ¯ ¯ I I I I I I I I 422 ~ Designation: D 50B4 - g0 Standard Test Method for Measurement of Hydraulic Conductivity of Saturated Porous Materials Using a Flexible Wall Permeameter1 ], Scope J,I ll~s test method cover& laboratory mc,l~urement of D4753 S;~i/’~C~tion ’for E,raIuatin~ Scleding and Sp~i- the hydraulic conductivity (oleo r~.d to ~, coe~dem of ~ B~c~ and S~ for U~’~ Soil ~d R~k pemleabJllty) Ot watcr-~tUl~l~l porous rl~l~;ds with D4767 Tm Meth~ f~ ~t~Un~in~ Td~ flexible wall permeamet=. Compr~on~ 1.2 ThL~ ,~t method may bc Mdlizcd with undlstud~ed or 145 S~fi~tion for G~on~o~ and ~o~- compacted specimens ~t hive a hydraulic conductivity .Vcnt/~tion Ove~~ ~a or equzl tO I × I0-s m/s (l x 10-J orals). 1.3 The hydmuEc conductivity of ma,.cdall with hp 3. T~niaaiogy draulic conductivh.i~ grc,l~a- thao I x l0-~ m/s may be dcte-,’mined by Tc~t Method D 2434. ].l.I hydraulic ~ndualvi~y, k~e ~tc of ~ of 1.4 The values slated in S[ units am to be ~eSaro~d as the ~t~ under ~in~ flow ~mdldo~ thro~h a unit ~ standaxd, ~al~’~ other units ~’ specifically $ivan. By tmdi- ~Uo~ ~ of a ~ro~ m~um under a unit hy~u~ lion in U.$. practice, hyd~llc onductivity’ is reportsd in ~t ~d st~ t~e ~adifio~ (20"~. " ~¢dme~’cs per ~-cond, although the common SI units [or hydz’aulic conductivity ~ rnctms pea" ~cond. in~d or ~mullc ~le~y, ~t k~ ~lvity b u~ I 1.5 This ~tandard does not pu.’port to addr~ the safety probler~ a~ociated with its ~e. h ix the reJpo~ibility of the user of this xtat~lard to establish appropriate $ofcty health practices and deterrnir;e the applicability of regulatory 3.1.2 Por ~ ~olume of ~o~ ~mu~ five q~n~ty o£ ~ow I limit~ion~ prior to uJe. imo a ~ s~mcn di~d~ by the volume o~ voids in ~e 3.1.3 For d~fionsofo~ t~ u~ jn ~ ~ mcth~, I 2. Referenced Documen~ ~ T~iaolo~ D 4. $1g~ifi~-a= and Use 4.1 ThLs test method applies to on~-dimcnsiona], lamin~. i flow of wa~r withio porous mat~dais such as coil and rock. 4.2 The hydraulic onductivity of porous materials goner. ally dccrca~c~ with an increasing amount of air in the pores of the material T]d$ ~ method applk~ to watcr..~atumL-d I porous mat~r~s containing vL,’t~ly no air. 4.3 Tlds-~ method appll,-~ to permeation of porou~ materials with water. Penae~doo with other liquids, such a~ chemical waste, can be aCcomp~bed using procodurm I £m~ac to those described in d~is mt method. How~wr, this test method is only [ntcoded to be used wh~ w~t~ is the pcrmcant liquid. 4.4 It is assumod that Darcy’s law is valid and that the I hydraulic conductivity is ~entialiy unaff~-led by hydraulic gr~ficnt The validlY’/of l:)’~’y’s law m~y be e~dua~ed by mc,l~a.,~nx the hydraulic conductivity of the spec{men at thr~ hydraulic gr~i¢~; ~ ~l measur~ values a~ ~milar I (within about 25 ~), ;hcn Da~"y’~ law may be taken as v~id. I Hov~-v~r, whoa the h~h~ulic £r~dicnt ncliag on a tesl I 1199 I.. r~qY 05 ’ga 89:8? 612S8~E923 specimen is changed, th,: state of. s~ess will a]~o chang~ and, 5.1.4 System De.airing--The hydraulic ~em s)’~ i£~ ~cim¢n ~ compr~iblc, th~ volume or~e s~dm~ d~,,igned to f.a¢ilhate rapid and complete mmov~l of l’re¢ ~I] ch~e. ~ ~m¢ c~n~ ~n hydraulic condu~Hty bubbles from flow [ioes. may ~ur when the by.uric ~dlcnt is ~, even in 5.1.5 .Back Prcuure ,.~yslem~The hydraulic s~tem s~ regu’ ~ses wh~ D~’s law is ~Ed. have the capability to al~ly beck pressure 1o the spcdmm 4.~ ~fs t~ meth~ pro~d~ a m~ ~or d~Jning facilitate saturation. The ss/stem ~all be capable of I h~ic ~ndu~ty nt a convolJ~ ]~1 taining the applied be¢k I~- ~u~: throughout the duradon the I Hyd~u]ic ~ndu~i~ ~ ~th ~ng ~oid ~do, whi~ hydraulic onduetivily measurements. The be~k prmmt in lu~ cbeng~ when ~e ff~ ~ cha~ ](~e void s,/~tem shall be capable of applying, controlling aM m~ ~tio iS c~ng~ ~hc hyd~ic miring the back pmssure to 5 $ or better of the ap~ial p~ ~men ~l] ~ely ~lnge. To decline presets. Tho beck pressure may be provided by a ~m- +1 ~ween h~u){ ~ndu~iviw ~d ~id redo, ~ h~ra~ic pre~d gas supply, a deadweight acting on a piraon, or say condu~i~ I~ would We In ~ ~ at different other method capable of applyiun and cOntrolling the pre~ul’e to the ~lcmnce preseflbed in thb ~am~’apb. NI 4,6 ~c ~ation ~n ~]~ obt~ed meth~ ~ ~he ~ulic ~od~t;~ of ~-pla~ field mater,s h~ not ~cn ~ully in~i~t~. ~x~fien~ h~ ~m~m~ ~owa that flow pat~ ditmlntion o1" 8as in ~h¢ back p~uun: fluid, in~udin~ separ*doa =linto do not n~es~ly fo~ow ~c ~me ~ttems on i~ field ~]es and [hat hyd~u~c ~ndu~ m~d on small ~t ~cimem are not nec~dly 5.2 Flow Measurement ~ynem--Both inflow and ou~ ~u~ ~erdo~ , ~e ~ulls ~ou]d ~ applied to Ge]d volum¢~ shall be measured unless lhe l~k of ~a~om ~ ~ufion and by ~ifi~ ~nn~. ~n~n~ty of flow, ~d ~fion of ~nmli~don or ~i~ 5, Appe~tus m~d by a ~d~ a~mulamr, ~ua~ 5.1 Hydraulic ,System---Constam head (Method A). ~ ~nd~ in ~nj~cdon ~ an c~o~c falling h~ad (M~hods 1~ and CO, or ongant rate of. flow ~n~uc~, or o~ volume-m~ufing de~ of ~i~ (Method D) synerus ma)’ be tm’lized provided they me¢~ the criteria outlined as follows: .~.1.1 Con~rant Head--The system muSt be capable or offl~ m~umd o~ an int~ og time is ~ % or maintaining conslant hydraulic pressur~ to w~thln ±5 5.2.2 ~al~ o~ ~omplion¢e of ~h¢ ~st~m--The and shall include m~ans t~ m~asure the hydraulic me~urement s~tem sha~ ~n~n a minimum ofd~ ~o w~t~n the. prcs~i~:~;l tolerance. In addition, th~ head and ~ ~pable ot ~mp]ete and ~pid d~qifing Complian~ across the tog specimen mast be held constant to within of ~e ~em’ in ~s~nse to changes in pr~ure shell :e5 % and shall be mca.s~led with [he same accuracy or betler. minim~ by using a sfi~ flow measurem~t s~tem. Prc~’ures shall be mea.sm’ed by a prrasure gage, el,’,’troalc tubin~ such as me~ic or rigid the~opl~fic tubing pressure transducer, or any other device of suitable accuracy, 5.1.2 Falling Head--The system shall allow [’or measure- 5.2.3 fiend ~sses~H~d Io~ h th~ tu~ porous end pi~, and filter ~ may I~ to e~r. To men! of" the applied head loss, thuS hydraulic gradient, to within 5 % or better at :my time. In addition, the ratio of guard ~t such e~, ~e pa~mmelcr shall ~ initial head loss dJv~dod by final head loss over an inter~eal of" bl~ ~ no s~cimen imide and then the hyd~ulic time sh~l be me.a~ure.d such tl~t this computed ratio is fills& IF a ~tant or fgling h~d t~ is to be us~ eccurat~ to within --.5 g, The head loss gha]l be mcasurod hyd~ulic p~urm or heads t~t ~]1 ~ u~ ia t~fi~ with a preasure gage, clnc~ron|c pre~u~ tranra:iucar, engi- s~m¢n shall ~ appS~. ~d the ~e of flow m~ n~r’s sca]e, graduated pipane, or any oth~ d~dc~ of suitable ~th ~ a=um~ or5 ~ or ~ttcr. ~s ~te of flow ~ accuracy. Fa|ling head tests may be parf.ormed with either a constant h~’]wal~r elevation (Me~od R) or a rising lal|water when a ~m= is plac~ imld¢ ~ ~m~= and elev’ation (Method CO. ~ hyd~u~c p~u~ or be~s ~ a~. Ifa 5.1.3 Constant .~me ~[ FIo~.-.The Wstcm mu.~ be ca. ~te orflow t~ is to ~ u~, ~ ~te of flow m ~ pable of matalainlng a constant rat~ of flow through the t=~ng a s~i~a ~11 ~ tuppli~ to the s~imen to within 5 ~ or better. Flow m~amr~memt sh~ ¯ ~ ~d Io~ m~u~d. ~e head lo~ ~ou¢ a ~m~ be by calibrated syriag~ g, aduated pipetm, or o~er devi~ of ~l ~ I~ than 0.1 din= the h~ Io~ wh~ a ~m~ suitable .+’ ’uraey. The head losa acro~ the s~*cimen ~aall be. p~nL measured to an m:mm~ey ot’.~ ~ or better ufing an electronic £3 Pe~eomet~ Call ~ss~ 8yn~--~e ~ for pressure tm~tumr or other de~ice of. m+itahle ~ the ~m~ ~11 s~l ~ ~ble Morn ini’ormation on testing with a onstant ra’ate of tlow is piing and non,oiling the ~1 p~ m ~thia 5 ~ oft~ I g~ven in the literatu~,s s~im~ (whi~ k ~e ~EeRa~ ~tw~ the ~11 p~ md ~e ~ water p~) sha~ ~ ~n~n~ ~or p~dng ~e ~11 may ~ ota r~woir to t~ ~m~ cell~d ~y ~1~ ~ d~ 1200 612~6923 I S084 NOTS &’-~miea] inter~ion~ ~rous ma~Hal ~y I~ m ~Hafions in ext~mely b~k~ ~p ~1~, the ~0~ 6.1J Dmired Waler--To aid ~. ~e ~tcr is u~aHy d~i~d by boilin~ by finc mi~ o1 ~ter into ao e~cua~ ~um ~u~. or by fo~£~ ~nt ~ter than d~. To p~nt ~luti~n o~ai~ for pmlo~ ’7. Test Slmimeas 7.1 Size--Specimens shall have a minimum dlam~e~ d 25 mm (I.0 in.) and a minimum heist of 25 hai~t ~d diam~er or~e ~men ~1 ~ m~ n~t 0.3 mm (0.01 in.) or ~cr. Th= ~ng~ a~ ~m=n may ~ un~ but ind=n~dons mu~ deep ~at the I=n~h or di~¢tcr yaw by mo~ tban ~e di~cr an~ hci~t of ~ ~cimen shall ~st 6 t/m~ grater than the ]a~t p~icle size ~lhin specimen, if, ~er comple~on ofa 1~ it is found info~a~on sh~l ~ indi~tcd on the r~n. (esting pH~ ~ ~men~ in wl~h ~ ~= 7.2 Undisturbed3p~imens--Un~stu~d t~t s~dm~ shall be P~pa~ from a ~n~live portion of turb~ ~mpl~ ~u~ in a~ordance ~ P~i~ an= ~ ~uiRmen~ for Group C mat~s in D 4220. S~me~ o~ by tu~ ~mpli~ or tuffa~ plane and ~ndicu~ ~ the the s~men, pm~d~ mfl ~ ~ ~ch 6. l~engen~s ’ on the ~a~ of ~e ~imen ~tt ~ ~e I~ 6.1 Permeont 6.1.1 The perm~ant water is ~e liquid ~ed to ¯ ~ t~t ~men and b ~m the fiquid ~ in backp~ur. [rig ~e ~men. onda~ f~tu~ ~t mi~t condor ~I~ fl~ the ~u~or. If no ~dfi~fion ~ made, ~p used £or the ~eant liquid. The t~¢ of~t~ utilized UoU~ high-humi~ty morn ~ usu~ly u~d for ~ ~ indicat~ ~ ~e ~ !202 ~Y ~5 ’9~ 09:$1 612~46923 5084 I determined to the to]crane=, given in 5.12 and 5.1~. The test spe~men shall be moan~ed Lq~mediately in the perm~’-,m. et~. The watcr content oft~e trimmlngs shall be dct~mJned in accordanc~ with M~thod D 2216, I 7.3 Laboratory.Compnctrd Specimens--The martial to be ~sted shall be prepped a~d compacted h~idc a mn]d i~ a manner spewed by the requ~tor. If the spccim~ is plzc~d and compacted in layers° the sue’ace of ~ach pmviou.~y. I comp’~led layer .d~ll be llghL!y scarified (roughened) with a fork, i~ pick, or other suiutble object, units= the requeslcr sp~Lf~y states that scafilicadon is not to be porformed. I Te~t Methods D698 and D 1557 des~’ibe two methods of campagna, but any other method sped6ed by the requ~or may be used as Ion~ ~s the mc’thod is described in the report. Lazge clods of material should not be brown down prior to I compaction unlt~s it is known ttmt they wi~ be hrokrn in field, construction, =, well, or the requester spcc~zc~lly requesl.t that the clod size be reduc~l, Neither haxd clods nor individual particles of the material shall ex=~l =A of althc~ I the h~t or dJameU:r of the specimen. After Requlmd Badqxessure ~s~) the tc~t specimen shall be removal from the mot& the ends FIG. 2 BaC~ l~essme to AnOn Varlot~ Degrees of Sa~umtioa* scarified, and the dimensions and weight dem’mined within I the tolerances giw’n in 5.12 and 5.13. After the dimensions ~nfming pressure of 7 to 35 kPa ~I to 5 psi) to the cmJl and and ma~ are determined~ tl’.~ test specimen shall be imme- apply a l~e~u~ less than the.~nfining pr~s’u~ to both the diately mounted in ~he perm~amcter. The water c~n~nt of influent and et~uent systems, and flush penne~nl water th~ tri~mlngs sha~l be d~rmined i~ accordance with throug~ the flow sYstem. AR~ all visible aiJ" has been I Method D 2216, removed from the flow lines, clo~: the cbntrul valves. At no 7.4 Other Preparation Med~odJ.--Other methcxh of prep time during saturation of the sy~.t~m and s~edmen or a.ratlon of a test specimen are l~rmim:d if spc~fic~Ily hydraulic conductivity measurements shall the m~ximum r~quested. The m~’~hod of specimen prt."paration shall be applied e~e~tivc strm~ be allowed to exceed that to which I identified in the report. specimen is to be COnsolidated. 7.5 A~er the height~ diamet~, mass, and water content of 8.2 ~pedmen ~nak~ng (Opdoncd)--To aid in saturation, ,the t~st spedmen have been d~ermined, the dry unit weight spc~mens may be s~akcd under pa~at v~cuum applied to ~II be c~cula’~cd. Alan, the initiaJ d~,ree of saturation s~II the top of the sI~:dmen. A~rnospheHc pr~s~r~ shall be I I~ es~Jma,.cd (this information may be used later in the applied to the s~c’~men bas~ thro~ the in.quent lines, and "back~r~ssurc stage).. the magnitude of the wacuum set to 8cnerate a hydraulic gradient acros~ the ~mpln less than that which will be ~ I 8. Procedure during hydraulic conductivity measuremen~ No~ 6--Scmi~n$ uMcr ~um is appEcabt¢ w~¢= ~ are cont~nuo~n ~r voids is the ~m~ ~ ~ va~u~ ~ I I 8.3 ~ack~ve $~io~To utunte ~e anne on ~ ~ ~ to a~ ~tunfion. I d~ir~ a~ ~t ~ only sou~ for air to ~lv= into ~e wa~er ~ =~ I end t~t ~, by ~d~ ~ ~k-p~ ~t~ from ~ ~r ~ I I on $~r &m~ q’Ce~ .~h, e~.~ v~, CO. 19~0. I . .. 612SS~6923 ,P~.~ 5084 g.4.1 Record the spccimen height, if’ being m0nitor~ prior to application of o~olidation prcuurc and tally during consolidation. g.4.2 Incrc~e the cell pn:ss~re to the lcvr] nece~r! t0 develop the dc~red e~Tcct~v~ strc.~, a~d ~n co~d~ D~a~ may be ~1o~ from ~ ~e or top of 8.4.3 (OplJon~) R~o~ outflow volum~ to mnfi~ ~fimaW co,religion h~ ~n comp}eted prior ~o initia~0~ of rite h~mu~ic ~ndu~W t~L Allemad~y. m~u of~e ~ange in h~zht of the tm s~men ~ ~u of EJ ~m ~ ~e ~ s~imcn ~ ~y ~ du~n~ ~m¢~n ~ ~f h Is not, in~ow ~nd out~ v~u~ ~mm~dM t~t ou~ow ~um~ or h~¢ht chances ~ ~d m~s for v~n~ t~ ~mpl~ion of o~li~ion prior to iui~ don of ~t~u, ~, m~mea~ in ~e e~ in hc~ m~m for ~eZ ~ f~t ~@~ of~e ~m~. 8.~ ~dlcnt u~ for hy~mu)ic ond~i~ ~o~d ~ ~ilzr to ~ ~p~ed ~ ~ur in ~e fi~ zonerS, h~ulic ~dienu from <~ to $ ~r m~ condition. H~r~ the u~ of ~11 h~mulic ~n l~d to ~W long t~n~ fim~ for malcH~s hallo& hydraulic mndu~ivity (1~ than a~ut I x I0~ ~ Somewhat I~er h~u]ic ~dirn~ am usually u~d in Jsbo~tow to e~leratc tcs~n~ but exc~v¢ zmdien~ muU ~ avoided ~ ~us¢ hi~ sccp~ prc~urcs may the ma~al, marcia] may ~ w~ from ~ ~m~, fine p~nicl~ may be ~shcd do~s~eam ~d pl~ e~uem ¢nd of~ trst s~cimcn. These ffe~ ~uld NO~ ~--The ,~ c~ef~clcn~ is de~cd for or d~ hyd~fic ~nducti~ty. If no ~dient Js by the ~qu~tor, the folio~ng guidelines m~y ~ ro0o~ 8.3.3.2 Sa~on of~e ~ sp~imen may ~ ~n~ed the complc~on of the trot by calculation of the final , NOZS I |--S~ pmu~.s m~ci~t~ ~dt~ b~ b~muGc ~ g.3.3.1 or ~ of some o~er ~hnique (8.3.3.3) h s~n~y enm ~a m~idstc ma, om~le ~m~s sad ~u~ ~ ¯ r~mmend~d ~u~ it is much ~t~ to onE~ ~tum- h~ulle ondu~[y. 11 may ~ ~ IO u~ smal]~ h~ . don prior m ~e4fion than to ~ii unt~ a~ thc trot ~o g,5.2 Inltializatio~lnifi~e ~don of ~e 8.33.30~er m~ns for ~Qin~ m~umdo~, such by in~ng ~e infl~nt p~ (~ 8.3.2). ~e mmsuremcnt of the ~olume chaoCe of ~ ~imen when p~u~e ~ not ~ d~ ~u~ air ~bbl~ ~t ~ ~e ~m ~lcr ~rc h~ ~n chaagc~ can ~ used for ~olv~ by ~ ~en ~ during ~ ~udM ~ vcfi~ ~m~dom provi~ dam ~ ~ibbl¢ tbr come out of ~lution if ~ p~uR b d~ ~e ~ ma~ls to ~tabi~ ~hat ~e procure ~m~fion ~ requir~ ~ E.3.3.1 or 8.3.3.2. P~. ~.4 Con~olida~ion--~ s~m~ 8.5.3 Co~tant ~d Te~ (Melkod A)--M~u~ ~d ~he eff~ stre~ ~ficd by ~hc ~qu~tor. Con~Edadon ~rd the ~uiRd h~d Iota a~o~ the ~st ~men Io ~e tol~n~ ~M in 5.1.1 and 5~.3. The be~ Io~ a~ ~ ~o~y Se qu~fity of inflow ~ w~ ~ ~e q~ndty of outflow. ~om~uR and ~N any chan~ in hc~ or ¯ ~ s~men, if~i~ moMto~d (~ Ho~ ll); ~ 1204 ~Y ~S ’94 09:~3 612S846923 PAS~.87 5084 tinue pe.rmrallon un~l at least four values of hydraulic effluent prcssur~ in a manner that does not gcnerale conductivlly are obtaihed o~ an interval of time in which: si~i.qcant volume change of the test specimen. Then ~- (I) the ratio of outflow to inflow rule is between 0.75 and fully dissemble the ~ ~H and ~mo~ ~ ~ L25, and (2) the hydraulic conduc~ivily is steady. The linen. M~ure ~d m~d the fin~ hr~ di~r, ~d hydraulic conductivity shall be considered steady if four or to~ m~ of ~e s~mc~ Then dct~ne the fin~ ~t~ more consecutive hydraulic conductivity determinations fall -~° ’ ~ntent of~ s~m~ ~ ~e p~ ofMc~ D 2216. ’~in d:25 % ofthc mean value for k >- I X lO n’L/s Od Dim~om ~d ~ oflhe ~ ~imen ~ ~ me~ within ~’50~ for k < I >: I0-~° m/s, and a plot of the m ~e tol~ncm ~E~ in 5.J3 and 7.1. hydraulio conduc’dvity v~s~ time shows no l~,nificant upward or downward trend. Nor[ 13.--Thc $1~Amen my l~,~ll ~fi~- removal ofbar.2t Prewar es 8.5.4 Falling-11ead 7"e#~ (Methoda ~ and ~ult of~ir ramie4 out ot~uSon. A on~’tioo may be mad~ for and record the r~ui~ui head 1o~ across tho test Sl~.imeu rJl’e~ ~ that ehaa~:s in ~e ~ at" ~ qX~imea tm mooll~:d dl~ia~ ~ ~ Tbe Itt~ ¢~es~d by d;u~,odlnS the ~ b the tolerances s~t~ in 5.1.2. For faillng-head tern, at no ompu~ from ~ ~ of~ ~ ~ and ~ dis~nl time shall the applied head loss across the specimen be ¯ e ~IL ~ ~me ~n b ~m~ m ~ ~ ~ the di~. t~n 75 % of the inhial (mtx.imum) head loss during each individual hydraulic condu~vily delermination (~,e Nolo mmo~ a~ ~ m ~mp~tc ~ ~ume ~ tm ~m~ pfi~ m 12). Peri~ic.~dly measure and ~cord any changer in the he.lght of the slx:cimen, if being monilorcd. Con~,sue pm~e- auon until u! leas four values of hydraulic couducdvily are obtained over an ~nterval of time in which: (I) the_ratio of 9. Calculation oulllow to inflow rule is between 0.’/5 and 1.25, and ~2) the 9.1 ConJtant Head and Constonl .Rote of Flow TeJtJ h.y.d~ul.i~ conduc~vity (MethodsA and D)---~,~at~ the hydraulic e~ndu,~vity, k, as follows NO~E ]2~Whcn the wa~" 0~a~ in ¯ ~’t zpc~m~ e.-~nl~ and ¯ I~t r~’~lu. The ~luiremeot Ikat th~ I~ad Im~ not ~ much is intended to keep the eK~:¢Sv~ ~l~.ea from )~n~ leo mu~h. k = hydraulic conductivity, ml~, For exU’emely soll. omlu’~dbl¢ test $;~im~a& o~ more O ~ quantity of flow, taken as the avera~ of inflow aad cri~¢da might b¢ n~led. Aho, wh~ the inid,~ tad final hr=d Ioss~ OUtflOW, ac~o~ th~ ~ specimen do not d~lT¢l" by much, g~t ~’wl~ L~ L, = length of spec~nen along palb of llow, m, to compty wi~h the re~ulrcmcnt of 5.1.2 that ~hc redo of[nidtl m .4 = c~ss-s~cLional area ot’spec~nan, m~, head loss bc dclcrm;ne~ w~th ~n ecc~racy of_~5 % or bc~|er. When lhe t = in.eva] of lim~ s. over which the flow Q occu.~, and i.ni~.al ~nd final hc~d l~s~ o,,~r an int~r~l of time do not differ much, it may b¢ po~b)¢ to ¢omply with ~h~. requiRmenU tar a oosumt k = difference in hydraulic h~d across the spe~mcu, m of head leaf (8.53) in which the hG~l Io~ mutt not difl’~ by mum lh~n wn/er. 9.2 Falling.Head T~ts: 9.2.1 Co~rtant Tailwafer PreJsure :Mcthod BJ---Calcolate the hydraulic conductivity, k, as follows: k = ....~:.aL ]a i’h~ at ~ hd~ (2) whm’c: a ~ cross-sectional area of the t’~ervoir cootalning the influent liquid, mz, L - length of the Sl~cimen, m, .4 = cro~-se~ional area of the Sl~imen, m t = laird time betw~,’n detm’minadon ofh h~ = head I~ra across the six’clinch at time t,, m, and h, = head loss across the sl~im~ at time f~, m. 9.2.2 ln~’easin~ Tailwater Pressure (Metho~ late the hydraulic condtl~ivity, k, as follow~: k o A t (am + a~) l°(hllha) where:. ai. = emotional ~ of the ~wok ~n~ni~ ~e influcnt liquid, m~, o~ - ~o~s~on~ ~ of ~c ~ con~ni~ ~e e~uent ~q~d, m~, d ~ ~o~ a~ of ~e l~imen, m:, t = ~a~ time ~t~ ~ination of h~ and h~, k k: ~ h~d l~ ac~ ~e ~men at ~me t. m, ~d h~ = h~ lou a~ou ~ ~m~ at ~ t~ m. I 5084 0 t.783 25 1 OM~ ~ ~ ~ 0~ time or pore volumes ot I~ow is ~.*COmmcnded. II. Precision mM I 1.! Preci~ion,.-Da~a the pr~on o~this t~t m~h~ In addition, Su~om~t(~ DIB.~ on H~rolo~c P~peffi~ ~¢~ng ~incnt da~ from u~ of ~is l~t m~. 11.2 Bio~--Thcr¢ ~ m~ho~ ~ ~ore, bi~ ~nnot ~ d~ined. ’1206 I I I I Appendix B I Standard Operating Procedures (SOP)s I I I I I I I I I I I I I STANDARD OPERATING PROCEDURE I FOR I SOIL SAMPLE CO ,LLECTION A variety of samplers (split-barrel, split-barrel with brass liners, piston sampler, backhoe, or shovel) may be used to retrieve soil from sampling locations. Depending on the analysis to be conducted on the soil sample, the I soil sample will either be sealed within the sampler (e.g., collecting volatile samples) or the soil sample will be transferred to laboratory-supplied containers. The equipment required to transfer the soil from the sampler to the I laboratory-supplied sample containers includes: stainless steel spoons or scoops and the appropriate personal protective equipment necessary for collection and handling of soil samples as described in the Project Health and I Safety Plan. All soil sampling equipment will be carefully cleaned before and during soil sampling. All sampling tools including split-barrels, stainless steel I spoons and scoops will be cleaned before use and between samples in the following manner: {1} clean with tap water and TSP, using a brush if necessary to remove particulate matter and films; (2) rinse three times with tap water; I and (3) rinse three t~unes with deionized water. To prevent sample cross-contamination, the samples will discard the outer pair of sample gloves and put on a new pair between each sample event. I Collectinc Volatile and Semivolatile Orcanic Sa~p~e~ Soil samples will be collected for volatile analysis by either a drilling rig equipped with a I split-barrel, core barrel sampler or by hand excavation. The following procedure applies to soil samples retrieved with a drilling rig equipped with a split-barrel sampler or core barrel with brass liners: I 1. Open the split-barrel sampler. I 2. Select a representative brass liner filled completely with soil. Wrap the ends of the brass liners with heavy duty aluminum foil, taking care to not piece the foil. Tape the foil to the brass liner with duct tape to ensure a seal. Cover the ends of the liner with plastic caps or duct tape,to fully protect the foil. Cool the sample to approximately 4"C immediately after collection. The following procedure applies to the collection of hand-excavated soil samples: i. Dig to the desired sampling interval, exposing fresh soil surface to I sample. 2. Collect a large sample on a shovel or in a bucket auger and bring it to the surface or collect the sample directly from the fresh soil surface. G:\00\01\002\2878_I\ABM I STANDARD OPERATING PROCEDURE FOR I SOIL SAMPLE COLLECTION I 3. Using a stainless-steel spoon, pack the soil into 2 oz. sample jars, leaving no headspaoe. 4. Wipe the jar lip and screw threads to remove soil and provide a good I sealing surface, and immediately screw on the lid. 5. Cool the sample to approximately 4"C immediately after collection. I Collectinc Metals and Cyanide Sam~le~ The metals and cyanide soil samples will be collected from hand I samples or core barrel samples and placed into a laboratory-supplied, 8-ounce, wide-m~uth glass Jar. I The sample containers will be filled to at least three-quarters full using a stainless steel spoon or scoop. I 3. Cool the sample to approximately 4"C immediately after collection. Samnle Storace. Immediately after samples are collected, they will be placed in a cooler containing ice or ice packs. Samples will be kep~ cold I (approximately 4°C} until receipt at the laboratory, where they are to be stored in a refrigerated area. All samples will be kept secured to prevent tampering. The coolers will be sealed with signed and dated tamper-proof tape. If sample I coolers are left in a vehicle or field office for temporary storage, the area will.be locked and secured. I I I I I I I G:\00\01\002\2878_I\ABM 2 I I STANDARD OPERATING PROCEDURE I FOR I FIELD SCREENING SOIL SAMPLES The fleld screening techniques for soils are as follows: (~) Visual Examination; (2} Odor; (3) Headspace Organic Vapor Screening; and (4) Soil pE. The results of these five screening procedures may be used to screen soil I samples for possible contamination. V~ual Examination. A visual examination of the soil sample will include noting any discoloration of the soil or visible oiliness cr tar. Odor. The sampler will note odor only if noticed incidentally while I handling the soil sample. Samplers will not unduly expose~hemselves to sample odors. Odor will be described as light, moderato, or strong, and appropriate description of the type and odor, if evident. I EeadsDace Oruanic Vapor Screenine. The headspaoe organic vapor screening method will be used in the field to screen soils suspected to contain volatile organic compounds. The screening method is intended to be used in conjunction I with other "real time" cbservations. The following equipment is required to conduct headspaoe organic vapor I screening: photoionization or flame ionization detector (PID or FID}; clean pint or quart-size glass Jars with lids; alUm/hum foil; and a log book or record sheet, and the appropriate personal protective equipment necessary for collection and handling of soil samples as described in the PHASP. The meter I shall be calibrated daily or more frequently ~f suspect data is obtained. The SOP for organic vapor meter calibration is included as Attachment 25. I The following procedure will be used for conducting headspace organic vapor screening: Soil samples collected from a split-barrel sampler will be collected I immediately after opening the split-barrel. If the sample is collected from an excavation wall, soil pile, or backhoe bucket, it I will be collected from a freshly exposed surface. Half fill a clean glass Jar with the sample to be analyzed using a stainless steel spoon or gloved hand. Quickly cover the open top of the jar with a sheet of al~tmlnum foil and the lid to seal the Jar. If commercially available canning Jars are used, seal the foil using the ring provided, omitting the lid. 3. Agitate the jar for 15 seconds. If the soil is cohesive try to not I allow the soil to form’s ball. 4. Allow headspace development for approximately 5-10 minutes. The sample should be kept in a shaded area out of direct sunlight. Ambient temperature during headspace development should b e recorded. i When ambient temperatures are below 50"F, headspace development should be conducted inside a heated vehicle or building. G:\00\01\002\2878_I\ABM 1 STANDARD OPERATING PROCEDURE FOR FIELD SCREENING SOIL SAMPLES 5. Agitate the jar for an additional 15 seconds. If the soil is cohesive, try to not allow the soil to form a bat1. 6. Remove the Jar lid to expose the aluminum foil seal. Quickly puncture the fell seal with the sampling probe to a point about one-half of the headspace depth. Exercise care to avoid uptake of water droplets or soil particles. Record the highest meter response as the headspace concentration. The maximum response will likely occur between zero to five seconds. 8. When using a flame ionization detector, it may be necessary to i correct for methane. In this case, take a reading first with carbon filter, then without. This will require two duplicate’jar samples. The second reading less the first is the headspaoe adjusted for ¯ methane. Adjusted readings less than zero are considered zero. Methane correction is not necessary if a photolonization detector is used. ~_~_~. The soil pH screening method will be used to obtain "real time" I soil pH measurements. The following equipment is required to conduct soil pH measurements: pH indicator paper or pH meter, paper cups (unwaxed), wooden tongue depressors, and I distilled water. The following procedure will be used for determining soil pH: I Place approximately one tablespoon of soil in a paper cup. 2. Add one or two tablespoons distilled water to the soil to form a soil suspension in the cup. 3. Stir the soil suspension several times with the wooden tongue depressor. 4. Place pH paper or pHmater into the soil suspension. I Wait for color of pH paper or pH mater reading to stabilize as directed by the manufacturer. As directed by the manufacturer, oupare the color of pH paper to the color chart on the pH paper container and record the pH to the nearest unit, or record pH mater reading. I Record the pH values of samples on the field data sheet for the samples from each boring. Report the results as "soil pH measured in I water". I G:\00\01\002\2878_l\ABM 2 I STANDARD OPERATING PROCEDURE I FOR I MEASURING WATER LEVELS IN WELLS For new wells, water level measurements should not betaken until the water table has stabilized -- preferably 24 hours after well installation and/or I development. Water levels will be measured before sample collection. All groundwater level measurements are made and recorded to the nearest I 0.01 foot. To ensure consistent results, all groundwater level measurements are made in reference to an established point on the well casing. Water level I measurements are made from the high side of the riser pipe or well casing unless otherwise specified. If the top of the riser is apparently level, take the readings at the north side of the riser. Measuring the distance from the top of the well to the groundwater surface can be accomplished using a popper, an I electric water level indicator, or the tape and chalk method, described below. All water level measuring devices will he cleaned between wells with tap water I and TSP and rinsed with tap water. I A cup-shaped weight that is hollow on the bottom is attached to a measuring tape and lowered into the well. A "popping" sound is made when the weight strikes the surface of the water. An accurate reading can be.determined by lifting and lowering the weight in short I strokes and reading the tape when the weight barely strikes the water. Most poppers have a correction factor because of the way they are made. Always check the popper’s correction factor and record I both direct reading on the tape and the corrected water levels. The "popping" sound may not be heard in wells where the water level is in the screen. An alternate water level measuring device should I be used in this type of well. I ¯ E~ectric Water Level Indicator This instrument consists of a spool of marked cable, a probe attached to the end, and an indicator. When the probe comes in contact with I the water, the circuit is closed and a meter light and/or buzzer attached to the spool signals the contact. The depth to water is indicated by the markings on the cable. AA or 9V batteries are normally used for a power source. Always have spare batteries on I hand. I The tape and chalk method is used when neither the popper nor the electric water level indicator method are successful. To determine I the water level with tape and chalk, cover the first 2 to 3 feet of metal tape with chalk. Lower the tape to the expected depth of the I G:\00\01\002\2878_l\ABM I I STANDARD OPERATING PROCEDURE FOR I MEASLTRING WATER LEVELS IN WELLS I water and note the depth of the tape against the.high side of the well casing. After removing the tape from the well, note the highest point on the tape that has been wetted. Subtract that number from the total depth of the tape to determine the depth to water. I I I I I I I I I I I I I I G:\00\01\002\2878_l\ABM I I STANDARD OPERATING PROCEDURE I FOR I WELL PURGING One method of purging is to pump the well until three to five times the volume of standing water in the well is removed. A second method is to p~mp the well until the groundwater’s specific conductance, temperature, and pS I stabilize. Normally, a combination of the two methods is used; i.e., specific conductance, temperature and pH are measured at intervals and the volume purged is monitored. If a well is pumped ~ry, this constitutes an adequate purge and I the well can be sampled following recovery. All well purging equipment will be cleaned between wells "with tap water and TSP and rinsed with tap water. Purging can ~e done using a bailer, or a peristaltic or submersible pump I can be used. I A bailer is used for slow recovering wells with an inside diameter less than 2 inches and a depth to groundwater greater than 25 feet. The laboratory-cleaned stainless steel bailer with a Teflon check ~alve is attached to a downriggerand ladder assembly. Teflon-coated wire and single-strand stainless steel wire are. both acceptable for hauling bailers. ¯ ~eri6ta~t~c Pump I This pump is used when the water level is within suction lift, i.e., about 25 feet down. It usually is a low volume suction pump with low I pumping rates suitable for sampling shallow, small diameter wells. This pump may be used to purge water samples from any depth. I Variable rate submersible pumps are available to fit inside Z-inch or larger wells. I In general, peristaltic pumps are used for wells with water levels less than 25 feet down. Submersible pumps may be used for wells with lower water .levels. Bailers are used for wells with water levels below 25 feet and I diameters less than 2 inches. When peristaltic pumps are used, only the intake line is placed into the well. When submersible pumps are used, the pump and discharge hose are lowered I into the water column. The pumplhose assembly used in purging should be lowered into the top of I the standing water column and not deep into the water. This is done so that the purging will "pull" water from the formation into the screened area of the well and up through the casing so that the entire static volume can be removed. If I the pump/hose is placed deep into the water ol~mu, the water above the pump mey G:\00\01\002\2878_l\ABM 1 I STANDARD OPERATING PROCEDURE FOR I WELL PURGING not he removed, and the subsequent samples collected by hailer may not he I representative of the groundwater. If well recovery (groundwater reentering the well from the surrounding I formation) is at least as rapid as the pumping rate, the puma/hose may ~e left hanging at the initial level until an adequate volume of water is removed. If the pumping rate exceeds, the well’s ~ecovery rate, the pumping rate will be I adjusted so as to not produce measurable ~rawdown (± 0.1 ft) in the well. A laboratory-cleaned hailer with a Teflon cheek valve is attached to a ladder and downrigger by stainless steel or Teflon-coated wire. The hailer I assembly is lowered into the top of the water column. When the hailer has filled, it is removed from the well and the water is poured into ~ bucket marked in quarts for volume measurement. I Puree Ra~. The well pumping rate during purging ideally should be so as to not produce measurable drawdown (~ 0.1 ft) in the well or it should be I approximately i liter/mlnute. Pumping rates in excess of I liter per minute are probably unsuitable for purging prior to conducting stabilization tests and obtaining representative water samples. The purge rate should beheld constant during stabilization testing. I Measurina Well Pumpinq Rate. If a flow meter is installed on the well, simply read the meter. If no meter is available, the pumping rate can be I deter-m/ned by using a container marked in milliliters and a stopwatch to time hew long it takes for the container to fill with purge water. Be aware that changes in the flow rate will affect the amount of time required to purge the I necessary amount, of water from the well. Measurinc Pu~qe Volume. .The volume of standing water in the well is calculated first to determine the amount of purge water that needs to be removed I from the well. The water level must be measured in order to determine the volume of standing water. The volume of standing water in the well is calculated using the following equation: I V.- (n}(r~)(h) I where: volume, in cubic feet 3.14 radius of the well casing or hole (in feet)’ height of the column of water in the well (in feet) I Then convert the volume of water standing in the well from cubic feet to gallons hy multiplying the volume by 7.48. I Then determine the amount of water that must be purged by multiplying the gallons of standing water in the well hy the number of well volumes that are required to be purged. I I G:\00\01\002\2878_1\ABM I STANDARD OPERATING PROCEDURE I FOR I WELL STABILIZATION TESTING Stabilization tests will be conducted prior to obtaining a groundwater sample. Stabilization tests will begin as soon as a consistent pumping rate has been established, which does not produce measurable drawdown (± 0.i feet) or I does not exceed I i/min. The tests will be taken once for every liter of purge water removed and continued until three consecutive tests are within acceptable limits for each stabilization parameter (conductivity, pH, and I temperature). Dissolved exygen may be measured during the stabilization test also. I A conductivity meter is used to measure the specific cenductance and temperature of the groundwater. A pH meter is used to measure the pH. This equipment is described below. I o d cti it e e Specific conductance is measured in the field using a conductivity I meter. The following instrm~nt or its e~uivalent will be used for analyses in the field: ¥SI Model 33 specific conductivity meter. The meter is a portable, battery-poWered, transistorised instrument I designated to measure conductivity, salinity, and temperature. It uses a probe consisting of a c~mbined plastic conductivity cell and a temperature sensor. Conductivity measurements made by the meter I are not temperature compensated; however, a temperature function is provided on the instrument to aid with calculating corrections. I Conductivity measurements will be corrected to 250C. After each use at the site, the probe must be rinsed with laboratory grade detergent and rinsed with deionized water to re~ove oily I substances or potential contamination. The temperature of a sample is usually determined using a i conductivity meter that is equipped with a temperature function. The YSI Model 33 conductivity meter has a temperature function. I Field measurements of pS are determined using a pH meter. The following instrument or its equivalent will be used for the analysis of pH in the field: Orion Research Model 407A pH meter. This meter I is battery powered and can be used for a variety of measurements, including pH and eH. I After each use at the site, the meter’s probe must be rinsed with laboratory-grade detergent and rinsed with deionized water to re~ove I oily substances or potential contamination. G:\00\01\002\2878_l\ADM 1 STANDARD OPERATING PROCEDURE FOR I WELL STABILIZATION TESTING I Field measurements of Dissolved’Oxygen (DO) will be made with a DO meter. Measurements will be made with an Orion Model 290A, I Orion 97-08 Dissolved Oxygen meter or e~uivalent. The mater is a battery-powered, self-contained unit intended for dissolved oxygen. The dissolved oxygen ranges are automatically temperature compensated I for solubility of oxygen in wastes. DO is measured in parts per million. After each use at the site, the meter’s probe must be rinsed with I laboratory-grade detergent and rinsed with deionized water to remove oily substances or potential contamination. I Groundwater samples are collected either from the flowing water or with a bailer (depending on the purge method being used) and transferred to a 1-1iter plastic bottle. Probes from the maters are placed in the bottle. Dissolved oxygen measurements should be made directly in the water column inside the well. All parts of the conductivity meter probe must b e completely covered with water. Allow the readings to stabilize, then record the specific conductance, temperature, and pH of the sample. After the bottle has filled, another sample is collected and tested. The procedure is repeated until three samples display readings within acceptable limits. These acceptable limits are: I Specific ConductaDce: Readings from 0 to 500 must be within + 5 ~rmho/s/cm @ 25°C. Readings from 500 to 5,000 must be within ~ 50 ~ho~s/cm @ 25oC. I Readings must be within ± 0.5°C. Readings must be within ~ 0.1 units. I It should be noted that groundwater semples for laboratory analysis are never taken from the stabilization test bottles. Samples for laboratory analysis are always taken directly from the flowing purge water or from the bailer. All stabilization test equipment will b e cleaned between wells with tap water and TSP and rinsed with tap water. I I I G:\00\01\002\2878 I\A~M I I STANDARD OPERATING PROCEDURES FOR THE CALIBRATION AND OPERATION OF THE pH M~TER PURPOSE: The purpose is to describe the use of the pH meter, its calibration, documentation, and readings. RESPONSIBILITIES: The field teohnicians are responsible for the use, calibration, documentation of pH readings. EQUIPMENT: Orion Model 407A/F Reads pH 0.1 units Orion Model SA205 Reads eS pH 0.1 or 0.01 units Orion Model pH60 Reads pH 0.01 units I PROCEDURES: Two-buffer calibration for water analvs~s: I. Turn meter on, let warm up three minutes. 2. Connect pH electrode to meter. 3. Place meter in pH mode. 4. Place electrode into calibration solution #1 (7.00 buffer}. I 5. Let reading stabilize, adjust, reading to 7.00, if necessa_-’y. ~Lnse electrode with deionized water. Place electrode into calibration solution (I0.00 buffer}. 8. Let reading stabilize, adjust reading no I0.00. 9. Rinse electrode with deionized water and place into sample. I0. Read pH off of ~eter to nearest tenth. Two-buffer calibration for soil DH analvs~A: i. Turn meter on, let warm up three minutes. 2. Connect pH electrode to meter. 3. Place meter in pH mode. 4. Place electrode into calibration solution |i (7.00 buffer}. I 5. Let reading stabilize, adjust reading to 7.00, if neoessery. Rinse electrode with deionized water. Place electrode into calibration solution 02 (4.00 buffer). 8. Let reading stabilize, adjust reading to 4.01. 9. Rinse electrode with deionized water and place into sample. 10. Read pH off of ~eter to nearest tenth. G:\00\01\002\2878_1\ABM STANDARD OPERATING PROCEDURES FOR TEE CALIBRATION AND OPERATION OF TEE pH METER Accurac~ A properly functioning electrode and meter will have a slope of %0 percent to 102 percent. The slope is checked after calibration using the" following procedure: 1. Place meter in slope mode. ¯ 2. Read slope. 3. If in range, proceed to take reading; if Out of range, these steps are necessary. 4. Check battery, replace or recharge if low." 5. Check pH electrode connection to meter. I 6. Clean pB electrode and replace reference solution. ?. Use fresh buffer solutions. 8. Try new probe. I 9. Send in meter to be repaired. I 1. Rinse pH electrode with deionized water. 2. Place electrode into sample. 3. Wait for pH reading to stabilize {1 to 5 minutes}. 4. Read and record pE reading to the nearest tenth unit. 5. Remove electrode from sample and rinse. 6. Store electrode in buffer solution or storage solution between sample measurements. B QUALITY CONTROL: ~ of field measurement of pH will be determined by calibration verifications every five samples collected and at the end of the day. The accuracy will be assessed by performing two measurements on two I standard buffer solutions which bracket the pH range of the samples. Each measurement will be within ~0.I standard unit of buffer solution or the meter will be I recalibrated. ~ will be assessed through duplicate measurements at a frequency of 10 percent or one per I day minimum. If duplicate measurement of pa is not within 0.1 pE units for water samples or 0.5 pE units for soil pE samples, the pEmeter will be recalibrated. I ¯ DOCUMENTATION: The technician will document the calibration and any pertinent information in each meter’s log book. i Calibration will be done at the start of the sampling G:\00\01\002\2878_l\ABM I i I STANDARD OPERATING PROCEDURES I FOR THE CALIBRATION AND OPERATION I OF THE pH METER day. Calibration verification will be done after every five samples collected an again at the end of the day. I pH values of samples will be written down on the field I log data sheets for each sample collected. I I ! I I I I I I I I I I G:\00\01\002\2878_l\ABH 3 I I STANDARD OPERATING PROCEDURES I FOR THE CALIBRATION AND OPERATION OF THE I CONDUCTIVITY AND TEMPERATURE METER PURPOSE : The purpose is to describe the use of the conductivity I and temperature me~er, its calibration, and documentation ~nd readings. I APPLICABILITY : These procedures apply to finding the conductivity and temperature of a water sample. DEFINITIONS : Redline: This is a setting on the conductivity and I temperature meter to sh~wif the meter is zeroed and to check the battery. I REFERENCE : The Instructions for YSI Model 33 S-C-T Meter, Yellow Springs Instrument co.,. Yellow Springs, Ohio. I RESPONSIBILITIES : The Environmental Technicians are responsible for the operation-, maintenance, and checking calibration of conductivity and ten,stature meter. I PROCEDURE: ~ (Daily Verification) I 1. Turn meter to redline. 2. Meter worm up (two to three minutes). I 3. The meter needle should then be exactly on the redline (located on the far right of the display screen). I 4. Adjust the redline dial accordingly to receive an accurate display. I 5. If redline malfunctions, change battery. Calibration of Conductivity (daily) I 1. Redline meter. Put probe into conductivity calibration solution I (YSI 3167 Conductivity Calibrator, assayed at 0.997.millimho/cm, with a n~n~osition of potassium I chloride, water, and 0.0002 percent iodine). 3. Check temperature of solution. I 4. Check conductivity of solution. I G:\00\01\002\2878_1\ABM I I STANDARD OPERATING PROCEDURES FOR THE m CALIBRATION AND OPERATION OF THE CONDUCTIV~TYAND TEMPERATURE METER m ¯ 5. Match meter readings with prescribe readings ¯ (prescribe readings are found accompanying the solution). I 6. Reading should be within 50 ~mhos/cm of the prescribe reading. 7, If conductivity readings do not match: n a. Check probe connection to meter b. Change battery c. Clean probe ¯ d. Try different oonduotivity solution Raplatinize probe ;i Change probe m g. Send meter tc be fixed | i. Rinse conductivity probe with deionized water. 2, Select desired mode (temperature or conductivity). m NOTE: The conductivity model, the user must set dial to desired range of measurement (Xl, Xl0, Xl00 ~mhos/cm range) according to the sample conductivity. I 3. Place probe into sample and move it around in the sample to remove any air bubbles inside the probe. m 4. Wait for measurement (temperature or conductivity) to stabilize (about one to five minutes). m 5. Read and record conductivity measurement temperature. NOTE: Conductivity must be calculated to the standardized 25"C. DOCUMENTATION: The technicians will document the procedures done in redlining daily and checking of conductivity weekly. This will be written down in the log book for each meter. Any other pertinent information will also be noted in the logbook for each meter. The conductivity and tmnperature readings for each sample will be m recorded on the field log datasheets for each sample ¯ collected. G:\00\01\002\2878_1\ABM m I I STANDARD OPERATING PROCEDURES I FOR DISSOLVED OXYGEN MEASUREMENTS I ORION MODEL 290A METER, ORION 97-08 DISSOLVED OXYGEN METER Concentration Range: 0.000 to 19900 Resolution: one least significant digit I Relative Accuracy: 0.51 of reading I 1.0 Scope and Application 1.1 This method covers the determination of dissolved oxygen in I groundwater. 2.0 Dissolved oxygen measurements are displayed in ppm when the Orion Model 97-08 Dissolved Oxygen Electrode is used with the Orion Model 290A I Meter. Follow these instructions for preparing the meter and calibrating the electrode. I 2.1 Connect the Model 97-08 to meter and leave electrode mode switch "OFF." I 2.2 Disconnect ATC probe. Note: ATC probe must not be connected to the meter. I 2.3 Press the meda key until the pH mode indicator is displayed. 2.4 Turn the hold feature (1-2} off. I 2.5 Press measure. Using the scroll keys, change the temperature value to 25.0"C. I 2.6 Press the 2nd cal key. Enter the value 7.00 and press yes. 2.7 Press the measure key. The slope prompt, SLP will be displayed in I the lower field. Enter 100.0 and press yes. I The meter automatically enters the MEASURE mode. 2.8 Turn the mode switch on the electrode to BT CK. Good battery operation is indicated by a reading of 13.40 or greater on the meter. I 2.9 Turn the mode switch on the electrode to ZERO. Use the zero calibration control to set the meter to read 0.00. I 2.10 Insert the reservoir (funnel) into a BOD bottle containing enough water to just cover the bottom. Insert the electrode, making sure that the electrode tip is not immersed in the water and does not have I water droplets clinging to the outside of the membrane. Let stand I G:\00\01\002\2878_1\A~M I I STANDARD OPERATING PROCEDURES FOR I DISSOLVED OXYGEN MEASUREMENTS ORION MODEL 290A M~TER, ORION 97-08 DISSOLVED OXYGEN METER I approximately 30minu£es to ensure water saturation of air in the BOD bottle. This bottle should be used for storage between measurements. I 2.11 Turn the electrode mode switch to the AIR position. If measurements are being made at sea level, use the AIR calibration control on the electrode to. set the pE meter reading to the prevailing barometric I pressure in mm Hg {divided by 100). If the barometric pressure is unknown, if the’ elevation is above sea level, or if the sample has a salinity greater ths/% 2 parts per thousand, consult Table 1 found in the Model 97-08 Instruction Manual to obtain the correct AIR setting. I 2.12 Turn the electrode mode switch to H~O for sample analysis. I I I I I I I I I I G:\00\01\002\2878_I\ABM I I STANDARD OPERATING PROCEDURE I FOR I GROUNDWATER SAMPLE COLLECTION BY RAILER Once the water level and well depth measurements have been taken, the well has been purged and allowed to stabilize, the Sampler can begin groundwater I sampling. The following procedure applies to groundwater sample collection: A laboratory-cleaned bailer with a Teflon check valve is attached to a ladder and downrigger by stainless steel or Teflon-coated wire. 2. The bailer is lowered into the top of the water column. I When the bailer is filled, it is removed from the well and the water is poured into the appropriate sample container. VOC samples will be collected first. I Collectina ~olatile SadDles i. Samples robe analyzed for volatile organics will becollected in two I 40-ml vials with Teflon-lined septum caps a~d preserved with four "drops of hydrochloric acid to reduce the pH to less than 2. i Once each day of a sampling event, a duplicate anmple will be collected and field checked with a pH indicator strip to assess the pH of the sample. If the pH is greater than 2, the laboratory will be instructed to reduce the holding time of that day’s samples to the I 7-day holding period used for unpreserved samples. 2. The check valve should be slightly opened to allow a slow stream of I water to run into the 40-ml vial. The vial should be held at an angle while filling to prevent water from falling directly to the bottom of the container and becoming overly disturbed. While holding the vial vertically, add the water sample until a small meniscus I forms on the top of the sample container. The check valve should not come in contact with the sample container to prevent accidental I sample contamination. 3. There should be no headspaee present in the vial. If a headspace is noted, the sample will be discarded and a new sample taken. 4. These samples will be cooled to approximately 4oC. Collectina Se~ivolatile Sa~Dles Samples to be analyzed ~or sem/volatile organics will be collected in i a l-gallon amber glass Jar with a Teflon-lined septum cap. I These samples will be cooled to approximately 4°C. G:\00\01\002\2878 I\A~M 1 STANDARD OPERATING PROCEDURE FOR GROUNDWATER SAMPLE COLLECTION BY BAILER Collectine Metals Samples 1. Samples to be analyzed for metals will be collected in a 1-1iter I polyethylene Jar with a polyethylene lined closure. 2. These samples will be preserved in the field with a- 50 percent solution of Nitric Acid to reduce the pH of the sample to less I than 2. Collectinc Phenol Samples I Samples to be analyzed for phenol will be collected in a 1-1iter glass jar. These samples will be preserved in the field with sulfuric acid to reduce the pH of the sample to less than 2 and cooled to ¯ approximately 4~C. Collectine Total Petroleum Hvdro~-rbon ~TPH~ Sammlen i. Samples to be analyzed for TPH will be collected in a l-liter glass I jar with a Teflon-lined septum cap. These samples will be cooled to approximately 4~C. I Collectin~ Cvanide Samoles I Groundwater samples to be analyzed for cyanide will be collected in a 1-1iter polyethylene container with a polyethylene cap. These samples will be preserved in the field with sodium hydroxide to I pH greater than 12 and cooled to approximately 4" . I Samples to be analyzed for calcium, magnesium, sodium, potassium, sulfate, chloride, carbonate and bicarbonate will be collected in I one-liter plastic jars. These samples will be cooled to approximately 4oC. I Collectln~ Oualltv Control Samoles The effectiveness of the sample handling techniques is monitored by collecting both preserved and unpreserved field blank sumples. precision.Masked Ten duplicate percent samplesof all sampleswill be collected areto measurecollected relative in duplicate. sampling G:\00\01\002\2878_I\ABM 2 STANDARD OPERATING PROCEDURE FOR GROUNDWATER SAMPLE COLLECTION BY BAILER These samples are collected at the same time using the same procedures, equipment, and types of containers as the required samples. They are also I preserved in the same manner and submitted for the same analyses as the required samples. ¯ ! Trip blanks are most commonly used when sam~linq for volatile organics. Their purpose is to determine if contamination has occurred as a result of improper sample container cleaning, contam/nated blank source water, sample contamination during storage and transport due to exposure to volatile organics, i or other environmental conditions during sampling. Trip blanks are prepared prior to the sampling events by the laboratory providing the sample containers. The water will be free of contaminants. The trip blanks are sealed, labeled I appropriately, and transported to the field in the same containers as the sample vials. These blanks are not opened in the field. They are transferred to the ice chest designated for volatile sample storage and~ransportand accompany the i samples to the analytical laboratory. Field blanks are used to evaluate the effects of on-site equipment contaminants. Their purpose is to determine if ontamination has occurred as a result of i~roper equipment cleaning. Field blanks are prepared on-site by I pouring analyte-free water through decontaminated sample collection equipment (bailer or pump) and collecting the rinsate in a sample container. The field blanks will be handled in the same manner as the sample group for which they are I intended (i.e., blanks will be stored and transported with the sample group). Some general considerations will be taken into account when planning and I conducting sampling operations. The Sampler will take into consideration the required sample volumes, sample holding .times, sample handling, and special precautions for trace contaminant sampling. I The volume of the sample obtained should be sufficient to perform all required analyses with an additional amount collected to satisfy the needs for i quality control, split samples, or repeat examinations. The Laboratory Coordinator should be consulted for any specific volume requirements. Multiple sample containers are always required for VOA analyses. I The elapsed time between sample collection and initiation of each laboratory analysis will fall within a prescribed time frame. Holding times for samples required by this project are shown in Table 8 of the 0APP. I After collection, all samples should be handled as few times as possible. Samplers should use extreme care to ensure that samples are not contaminated. If samples are placed in an ice chest, Samplers should ensure that malted ice I cannot cause sample containers to become submerged, as this may result in cross-contamination. Plastic bags, such as Ziplock bags, should be used when small sample containers (e.g., VOA vials) are placed in ice chests to prevent I cross-contamination. G:\00\01\002\2878_I\ABM 3 I STANDARD OPERATING PROCEDURE FOR I GROUNDWATER SAMPLE COLLECTION BY BAILER I Some compounds can ~e detected in the parts per billion and/or parts per trillion range. Extreme care will ~e taken to prevent cross-contamination of these samples. A clean p~ir of new, disposable gloves will be worn for each sample location. Sample containers for source samples or samples suspected of I containing high concentrations of contaminants are placed in separate plastic bags and coolers immediately after collecting, preserving and tagging. Sample collection activities will proceed progressively from the least contaminated I area to the most contaminated area (when ~nown). I I I I I I I I I I I I G:\00\01\002\2878 I\ABM 4 I I STANDARD OPERATING PROCEDURES I FOR THE I COLLECTION OF SURFACE WATER SAMPLES PURPOSE: TO describe the collection of surface water samples. APPLICABILITY: This procedure applies to the collection of surface water I samples by the sampling technician{s). REFERENCES: Procedures for Ground Water Monitoring, Minnesota Pollution I Control Agency Guidelines, December 1986. DISCUSSION: Surface water stations may include seep locations, I lake sampling, influent and or effluent stream or river locations. Samples collected from a surface water location; water quality may vary from shore to shore. The sample should be integrated from t~p to bottom in the middle of the location. Samples collected in shallow water (less than 3 feet deep) should be ollected at mid-depth, holding the container under the surface until filled. The mouth of the container should face the flow. I When sampling extremely shallow water such as leachate seeps, care should he taken not to disturb the bottom sediments. I When sampling shallow streams, collection should begin at the furthest downstream point and move upstream so that any disturbances caused by sampling will not I affect the quality of the water sampled. When sampling deeper waters, such as rivers, collection should begin first at the upstream point, next to the i downstream point, and finally to the sampling point closest to the apparent source of discharge, minlm/zing contaminants clinging to the sample I apparatus. All unpreserved sample containers will be rinsed three times with sample water prior to collection as a I precautionary measure to be sure containers are uncontaminated. Preserved sample containers should be filled from a separate sample container that is rinsed and filled following the procedures for the collection i of unpreserved grab samples. ¯ Caution will be exercised in filling preserved I containers to prevent less of the preservative. G:\00\01\002\2878_l\ABM I STANDARD OPERATING PROCEDURES FOR THE I COLLECTION OF SUR2ACE WATER SAMPLES i RESPONSIBILITIES: The technician(s) are responsible for the surface water sampling at" any and all applicablelocations. PROCEDURE: Surface Water SamDlln~ I i. Put on sampling gloves to protect the sample and skin. I NOTE: New sampling gloves should be used for each location. Prepare sampling containers by filling out the label I with the foll~wing information: Project number I Locatlen identification Individual collecting the samples Date and time of collection I Sample analysis (if required by the lab) 3. Remove cap from the first sample container. I 4. Fill sampling container (do not overfill). Continue the process until all sampling containers are I filled. 6o After all of the samples are collected, place the I sample containers in the sampling cooler with ice. DOCUMENTATION: The technician(s) will document the surface water sampling events on field log data sheets, field log cover sheet, and I field log data reports. I G:\00\01\002\2878_I\ABM I I I STANDARD OPERATING PROCEDURES I FOR THE I FILTERING OF GROUNDWATER AND SUR2ACE WATER SAMPLES PURPOSE: To describe the filtering process for groundwater and surface water samples. I A~PLICABILITY: These procedures apply to the filtering of groundwater and surface water for laboratory analysis. I REFEP, ENCES: Corning Disposable Sterile Filter Information Booklet. DISCUSSION: Filtering is done on groundwater and surface water samples I to remove silt, clay, and particles. RESPONSIBILITIES: The environmental technicians are responsible for the I filtering of groundwater and surface water samples. PROCEDURE: F t o e : I Collect groundwater or surface water sample in an unpreserved sample container (filtering must be done within 15 minutes of collection). I 2. Pour groundwater or surface water sample into 200-ml or 500-mlCorning Disposable Sterile Filter, depending I ¯on volume needed. 3. The filters must be 0.45 micron pore size. I NOTE: Prefiltering may be needed if sample is too turbid. The prefilter will falter particles up to 0.60 micron pore size. I Add prefilter to filter by placing it over the filter membrane (extends the life of the I filter). Filter membrane must be covered completely by I prefilter to work properly. Prefilter must be placed rough side up to he effective. I 4. Attach vacuum pump to filter; turn on power. Filter groundwater or surface water sample until I amount of sample needed is filtered. NOTE: More filters maybe needed to get enough sample I volume. I G:\OO\OZ\OO2\2878_1\ABM I I STANDARD OPERATING PROCEDURES FOR THE I FILTERING OF GROUNDWATER AND SURFACE WATER SAMPLES After filtering is complete, pour contents into the I appropriate sample ontainer, dispos’e of filter (never reuse filters). I DOCUMENTATION: The~teehnioian{s) will dooument the number of filters and prefilters used for eaoh sample filtered on the field log data sheet. I I I I I I I I I I I I I G:\00\01\002\2878_1\ABM 2 I I I STANDARD OPERATING PROCEDURZS I FOR I A~IENT AIR SAMPLING PURPOSE: To describe the procedures to be followed for collecting a~ient air total suspended particulate samples. I APPLICABILITY: These procedures apply to the collection of ambient air total suspended particulate samples. I REFERENCES: 40 CFR 50, Appendix B; Wedding and Associates Operating Manual I DISCUSSION: Ambient air is ~rawn through a filter which collects particulate matter. The sables are collected continuously over a 24 hour period. I RESPONSIBILITIES: The environmental technician is responsible for the proper operation of the ambient air sailer. I PROCEDURE: Pre-samDl~no Procedure Load filter in filter holder with the numbered side I down. The filter holders have a cover and can be removed from the sampler for loading and unloading filters away from inclement weather. I Connect manometer to. stagnation pressure port on side of sampler. ~Make sure the tops of the ~nometer are open enough to let the liquid move freely, but not so I far open that leaks are present. Turn on sampler (with filter in place), let the sampler warm up for approximately 5 ~nutes, and I record the stagnation pressure. Turn off sampler. Record ambient temperature and pressure (obtained from I weather radio) on field data form. 5. Move start and stop pegs on the mechanical timer to I appropriate sampling day. 6. Record sampling start time (from elapsed timer) on I field data form. 7. Close the sampler. The sanrpler is now ready for I sampling. I I G:\00\01\002\2878_I\ABM STANDARD OPERATING PROCEDURES FOR I AMBIENT AIR SAMPLING I Post-samDlina Procedure With the filter in place, turn the sampler on and let it warm up for approximately 5 minutes, connect I man~meter to stagnation pressure port and record the stagnation pressure. I Record elapsed time and meteorological data. Carefully remove filter from filter holder, fold the I filter in half with the sampled side folded on itself, and place in the plastic filter bag. Make sure bits of the filter do not stick to the filter holder after removal because the concentration is determined by I filter weight gain. Place the plastic bag with the filter inside the folder provided. I Pill out a chain-of-custody form for each shipment of filters to the laboratory. DOCUMENTATION: A separate field data form will be used for each filter. I I I I G:\00\01\002\2878_l\ABM I I I STANDARD OPERATING PROCEDURE ! FOR I CHAIN-OF-CUSTODY The Chain-of-Custody procedures will ensure that the samples are recorded and tracked from the field to the laboratory. The following procedure applies I to all samples collected: Prior to the collection of the sa~ple, label the sample bottle with the information appropriate to that sampling location (e.g., date, I sample designation, sam~ler°s name, eta.}. 2. Collect the sample in accordance with the appropriate SOP. I If a groundwater sample is collected, record the type of sample(s) collected and the time they were collected on the Field Log Data Sheet. If a soil sample is collected, record the sampling interval I and type of sample collected on the appropriate log form (e.g., soil boring log, test trench log, etc.). I Assure the integrity of each sample container by either keeping the container in physical possession, keeping the container in view at I all times, or storing the container in a secured place. At the end of the sampling event, fill out the Chain-of-Custody form, using the Field Log Data Sheets and verifying the information with the sample containers in the cooler(s). The following information is I included on the Chain-of-Custody form: Project number ! Sample identification Date and time of collection Container type and number Whether the sample is a grab, composite, or blank I Project manager Project contact Laboratory I Analysis required Signature of sampler Signature of transferee I Date and time of transfer Method of transport I Seal the cooler with signed and dated tamper-proof tape. Ship the cooler to the laboratory. Since the samples are transported in the cooler, chain-of-custody seals are not required. G:\00\01\002\2878_l\ASM 1 I STANDARD OPERATING PROCEDURE I FOR I SAMPLE TRANSPORTING Prior to the collection of samples, the holding times for the specific analysis will be reviewed. Samples will arrive at the laboratory in time to allow the analysis te be completed. Samples will be transported in such a I manner to preserve their integrity. Samples will be sent to the laboratory by overnight delivery the same day as they are collected, but in all oases if I possible, within 36 hours of sampling. Shipping labels and air bills or ground transport bills will be prepared in advance by Barr Services personnel, if requested by the sampler or field I coordinator. I I I ! I I I I I I I I, G:\00\01\002\2878 I\AEM I I I I I Attachments I I I I i I I I I I I I I I I BORING LOG PROJECT: NGP SITE BORING NUMBER: SB79 {)ATE STARTED: 00-00-94 DATE COMPLETED: 00-00-94 RISER PIPE ELEVATION: N/A FIELD INSPECTOR: F. Inspector CREW CHIEF: C. Chief GROUND SURFACE ELEVATION: 999.9 ft NGVD ~ "~,,, ~Ig ilZ{8.=_~ ~ -~= "’-~ ~u- --_ m,~ ==_~ ,l~ ~ m ~ :~ OESCRIPTION OF MATERIALS AND REMARKS ~.>,.I I SA’YSILTYLEANCLAY-Ab~t8OIsHtyandC,ayeyfine,; , SB/oIJ~ I _ ¯ -N~ ~Nt 20% fine to ~Imm ~a s~d. O~o~; 2 (L4)I ~ / o J ~.~ c~om#s u~ EPA ~tho¢ ~270. ~ ] ~’>~.~ S~Y LEkN CL~Y - About 80Z c~yey fi~s; abort 20X line 4 ~-~ to ~m @~nee sen~ trace ~aveL Brown: no 04~ or SB/03~ ] ¯ ~.~. II ~-~.. ,e ~e’0’l " o ~.~ 18 (lg) J C~ETE - Weathere~ ~emea, gray ~crete / N n ~’~.~l ~C 3 SB/051 0 A’~." ¯ ’ ~ ~ ~ SB/OO II0 .~’~ .." 4 S~ sa~e SBO7~ (l~-H2 ~as ~ led fo~ ~ ~. ~’, ~487 as sa~y clay (CL~ 20 ~ . ~’)." ~,,~ CONCRETE - Wea{herea, powdered, ~ay oncrele ~.~’" towarO base; moO~ate ~ t~ ~ (FILL) 74 N/W ~ "." ’ . .kv ~ 4 C~o~te s~ ~OZ~ ma~ z~ f~ PIH 384 W ~’~) w~ re~cuv~y. Page f of I WELL CONSTRUCTION LOG PROJECT: Example Well Log WELL NUNBEI~: MW-~I DATE STARTED: B-4-93 UNIGUE WELL NUMBER: N/A DATE COMPLETED: 8-4-93 REFERENCE BORING NUMBER: PB-tt FIELD INSPECTOR: M. B~’ow~ (BEC) RISER PIPE ELEVATION: tOlg.gI Ft. FISL CREW CHIEF: J. Smith {STG DrBling) GROUND SURFACE ELEVATION: ~011.0 Ft. MSL DIAGRAM CONSTRUCTION REMARKS .~-~4" ,~am $ch. 40 steel prote~ti~ casiB {~0’ aox to ~0" box) ~" di~. Sch. 5 slain~ss It~l riser p~e (2.9’ aos to 3.7" box) Bare,gO advanced I)y 6-1/4 inch LO. hoL~w steo auger, uz~g a MoW B-S7 trucX-oount drgl riO, ~ancrete grout (~ to ~ ~s) After seeing the auger btto the t~l (to;~ ot tm enoouotere~ at 13.5. box), the well screen end riser pipe belial of the ho~e at L1.7" box- Filter pack (Red Flint #35-45) was pieced into the retracted te 2.5" bOX. The resoinlno 2.5" of the borehole was IlnJshed with onerete grout, eaplaced by ~ravtty i~to the annulus sqrroun~znO the 2-inch riser pipe. 4’-inch c~aneter Sch. 40 steed protective casing yes 13.7’ box) installed orer the riser into the concrele grout. The ~0’ Ion~ ~-~ot (.Ol~ch) Type stainless II~i scre~ (~P to 1~7" , I m 20 Page I of ! PROJECT NO. TEST PIT WALL LOG ,SHEET OF SAMPLE PROJECT LOCATION MAP OF__ WALL 01- PiT ELEVATION CONTRACTOR DAlE EXCAVATED WATER LEVEL AND DATE EXCAVATION METHOD LOGGER APPI~OXIMATE DIMENSIONS LENGIH __ REM~:IK S COMMENIS LENGTH I Site I Date I Well Number Fump£ng Rate (gallons/minute) I Water Level Before Pu=?ing (nearest 0.2 ft. 5elov top of casing) , Time Pumping Besan I Approximate Well Location, I Weather Condi~ions Specific Water Total Volume I Conductance Conductance Level, of Water ?H (Uncorrected) ~) Removed From I ~ime (unite) (~mho~/om (’C) ~ 25°C) 0.I ft.) Well (~al.) I 1 I I I I I I I WATER LEVEL DATA SHEET PROJECT NAME SAMPLERS, PAGE_ O~ ~ZASURING WATER TOTAL WATER POINT WELL LEVI~L CO~MENT~ EL£’VAT~ON OEP’IH DEPTH EI.~’VA ’1’] 0 N I I Engfn~g Company I FIELD LOG DATA SHEET Station: I Pro~ectNo. I ! 1/! I f-I I ! I I I Date: --/--/-- Sample Time:, Stabilization Test I General TEb~ COND. COND. VOLDNV[E C~NT. um.hos I Barr Lock: Y N I. I Casing Dia: (in.) 2.. To~al Dep~ (it.) 3. I Static Depth (ft.) 4. I Water Depth: Well Vol. (gal.) 6. I Purge Method: Appearance Samp. Method: Odor I Comments Start Tume: I, Stop Time: I Dura~on: (rni~) Rate, g-pro: I Vo~un%e Purged: I Samplers: Others Pres~ g~__ VOC __ COD __~C -- se~-vola~e-- ~. metaL----- t. I ~o --~de -- o~ ~ ~e~e~ w~l p~ 500 ml filte~ ~ I o~ers SLUG TEST INFOrmATION P~O;ECr mm~ER: I PROJECT NAME: I SLUG TEST(S) PF/KFORMED BY: W’ELL ID: STATIC WATE~ LE’q~L (BTOG): I TOTAL DEPTH (BTOC): HERMIT #: TRA~SDUCEE #: SCALE FACTOE: I OFFSET: LINEA~ITY: DEPT~ TO TRANSDUC~ (~elow SWL): I ~EFEKENCE LEVEL: TIME: I CLOCK SYNCH~0NIZED: TEST #: STEP ~: I DATE/TIME AT START: I STATIC WATKK LEVEL: HERMIT TEST ~: STEP ~’~. I DATE/TI/~E AT START: I DATA FILKNAME AQTESOLV INPUT PARAMETERS: SLU&’TI: INITL%L DRAWDOWN: RADI7/S OF WELL CASING: I RADI’US OF A2FECTED FDKMAT~0N: SLU~T2 : A~UIFER SATURATED THICknESS : LENGTH OF SATERATED INTAKE: I STATIC HEIGHT OF WATER IN WELL: I COMMENTS : SHEET __ OF __ I BARR ENGINEERING COMPANY I ROUTINE LEVEL QUALITY CONTROL REPORT I BARR PROJECT NO.: LABORATORY: DATA REVIEWED BY: LAB REPORT NO.: DATE: REPORT DATE: I BARR SAMPLE I.D.: REVISED REPORT DATE: I PART__OF__ I SAMPLE MATRIX: Soil / Water / Air ANALYSES: Volatiles / Semivolatiles / Metals / Gen. Chem. I 1..Holding times met Yes / No I 2. Accuracy data: I I I 3. Precision data: I I 4. Surrogate standards data: I I 5. Blank data: I I I I I BARR ENGINEERING COMPANY ROUTINE LEVEL QUALITY CONTROL REPORT I I 6. Completeness check: I I 7, Mnsked duplicate results: I I I 8. Compnrison with historical data: I I 9. Add’tmnal data qualifier added: Yes I No "I0. Other actions taken: I I 11. Summary: I I I I I I I I I I I I I I I I I I I I I I I I I