New WW Hastings Hospital Geotechnical Investigation RFP Addendum #1

Transcription

1 88 E. Marshall Street, Suite 0 Tulsa, OK Phone FAX DATE: April 9, 0 ADDENDUM NO.: PROJECT: New WW Hastings Hospital BID PACKAGE NO: Geotechnical Investigation RFP SUBMITTED BY: CNCR New WW Hastings Hospital Geotechnical Investigation RFP Addendum #. Please find attached Preliminary Subsurface Exploration Letter dated November, 0 for the Proposed WW Hastings Hospital Additions. This letter is provided for bidder information only and will not be considered in the event that the site conditions differ from the preliminary report. END OF ADDENDUM

2 November, 0 Mr. Andrew Ruleford, Project Manager Cherokee Nation Construction Resources, LLC 88 East Marshall Street, Suite 0 Tulsa, Oklahoma 76 Subject: Preliminary Subsurface Exploration Letter Proposed Additions Project No.: 809 Dear Mr. Ruleford In accordance with your request, Kleinfelder has completed the authorized soil borings and laboratory testing for the above referenced project. The services provided were in general accordance with our Proposal TUL P0879 dated November, 0. At this time, the location, number of stories, type of building, and loading conditions are not available. The exact location of the parking area is also not available. A grading plan has not been developed. However, the proposed building additions and parking areas will be added to the east and south side of the existing hospital building. The purpose of the preliminary geotechnical engineering services is to obtain general subsurface conditions (soil types, depth to bedrock) and evaluate suitable foundation types for the proposed additions. Foundation recommendations (bearing capacity, bearing depth, etc) are beyond the scope of this project, and a detailed geotechnical investigation will be performed when the location and details of the proposed additions are developed. Kleinfelder conducted the field work on November 0, 0, which consisted of seven (7) borings that extended to approximate depths of.0 feet below the existing grade or auger refusal. The approximate location of the site is presented on the attached Plate, Site Location Diagram. The borings were performed near the locations indicated on the proposal TULP0879, and are presented on the attached Plate, Boring Location Diagram. Elevations at the boring locations were not available. The borings were performed with a track mounted (CME-C) rotary drill rig using solid flight augers to advance the borings. Samples were obtained by performing a Standard Penetration test (SPT) using a -inch O.D. split-barrel sampler. Split-barrel sampling was conducted in general accordance with ASTM D86 (Standard Test Method for Standard Penetration Test and Split-Barrel Sampling of Soils). The split-barrel sampler is driven into the bottom of the boring over an 8-inch sampling interval by a -pound hammer that is dropped a distance of 0 inches. A CME automatic SPT hammer with an approximate hammer efficiency of 76 percent was used to advance the split-barrel TULL098 Page of December, 0 Copyright 0 Kleinfelder Interchange Business Park, 8 East Independence, Suite, Tulsa, OK p f

3 sampler. The SPT N-value, recorded on the boring logs, is the number of blows required to drive the split-barrel sampler the final inches of the 8-inch sampling interval. Boring B- was drilled in an existing gravel covered parking area with approximately -inches of gravel surfacing. Approximately to inches of topsoil was encountered at the surface in Borings B- to B-7. Native soils encountered below the gravel and topsoil were generally comprised of clay and gravel with varying amounts of silt, sand, and chert and limestone gravels and cobbles, and extended to the bottom of the borings. Auger refusal was encountered in Boring B- at a depth of approximately twelve feet below the existing ground surface in chert cobbles. Generally, the upper layers of the native soils were firm to hard, overlaying loose materials encountered in the lower portion of the borings. Silty, clayey sand with a relative density of loose to very dense was encountered in Boring B-. Sand and gravel with relative densities of loose to very dense were encountered in Borings B- through B-7. Bedrock was not encountered within the exploration limits. No groundwater was encountered within the borings at the completion of drilling. However, the materials encountered in the test borings can have a wide range of permeability, and observations over an extended period of time, through use of piezometers or cased borings, would be required to better define groundwater conditions. Fluctuations of groundwater levels can occur due to seasonal variations in the amount of rainfall, runoff, and other factors not evident at the time the borings were performed. The possibility of groundwater level fluctuations should be considered when developing the design and construction plans for the project. Field logs included visual classification of the materials encountered during drilling, as well as drilling characteristics. Our final boring logs represent the engineer s interpretation of the field logs combined with laboratory observation and testing of the samples. Stratification boundaries indicated on the boring logs were based on observations during our field work, an extrapolation of information obtained by examining samples from the borings, and comparisons to soils with similar engineering characteristics. Locations of these boundaries are approximate, and the transitions between material types may be gradual rather than clearly defined. Copies of the boring logs are attached. Atterberg limits and sieve analysis tests were performed on selected samples for classification purposes. Additional testing/observation of the samples were limited to moisture content and visually classifying the subsurface materials. Laboratory tests were performed in general accordance with applicable standards. The results of the tests are presented on the respective boring logs. Boring logs included in this appendix present such data as soil and bedrock descriptions, depths, sampling intervals, and observed groundwater conditions. Conditions encountered in each of the borings were monitored and recorded by the drill crew. The site is generally sloping downward to the south. It is anticipated that cut on the north, and fill on the south will be required to achieve the final design grade. However, the amounts of cut and fill are not available at this time. Based on the results of field exploration and laboratory testing, it is our opinion that a shallow foundation system could be used for a one to two-story structure, provided that the structural loadings are relatively light to moderate (column loads less than 0 kips). A multi-floor structure with moderate to heavy structural loads may require a drilled pier foundation system. The shallow foundation system which includes spread and wall footings can be constructed with conventional grading and construction techniques. The drilled pier foundation system will require more difficult drilling techniques to penetrate through the subsurface layers with gravel and cobbles. TULL098 Page of December, 0 Copyright 0 Kleinfelder

4 Casing maybe required for the installation of drilled pier foundation system to prevent the cave-in of the gravel and cobbles. It is anticipated that fills higher than feet will result in the settlement of the subsurface soils. Settlement monitoring will be required to ensure that primary settlement of the subsurface materials is completed prior to the construction of the proposed buildings and structures supported on the fill materials. When the building and parking layout are delineated, a detailed subsurface exploration and geotechnical engineering services should be performed. Depending on the structural loading, the geotechnical exploration depths will need to be modified to obtain sufficient samples of subsurface conditions. For structures with light to moderate building loads, and with cut no more than feet, it is recommended to extend the geotechnical borings to a minimum depth of 0 feet below the proposed final grade. For structures with moderate to heavy loads, or where proposed cut exceeds feet to achieve the final grade, the borings should extend to the top of bedrock. At this time, it is difficult to estimate the depth to bedrock, but it is anticipated to be within 0 feet of the existing ground surface. ******************************************************************************************************************** Recommendations contained in this report are based on our field observations and subsurface explorations, limited laboratory tests, and our present knowledge of the proposed construction. It is possible that subsurface conditions could vary between or beyond the points explored. If subsurface conditions are encountered during construction that differ from those described herein, we should be notified immediately in order that a review may be made and any supplemental recommendations provided. If the scope of the proposed construction, including the proposed loads or structural locations, changes from that described in this report, our recommendations should also be reviewed. We have prepared this report in substantial accordance with the generally accepted geotechnical engineering practice as it exists in the site area at the time of our study. No warranty is expressed or implied. The recommendations provided in this report are based on the assumption that Kleinfelder will conduct an adequate program of tests and observations during the construction phase in order to evaluate compliance with our recommendations. The scope of our services did not include any environmental assessment or exploration for the presence of hazardous or toxic materials in the soil, surface water, groundwater or air, on, below or around this site. This report may be used only by the client and only for the purposes stated, within a reasonable time from its issuance, but in no event later than three years from the date of report. Land use, site conditions (both on-site and off-site), regulations, or other factors may change over time, and additional work may be required with the passage of time. Any party other than the client who wishes to use this report shall notify Kleinfelder of such intended use. Based on the intended use of the report, Kleinfelder may require that additional work be performed and that an updated report be issued. Non-compliance with any of these requirements by the client or anyone else will release Kleinfelder from any liability resulting from the use of this report by any unauthorized party and client agrees to defend, indemnify and hold harmless Kleinfelder from any claim or liability associated with such unauthorized or non-compliance. TULL098 Page of December, 0 Copyright 0 Kleinfelder

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6 TULSA, OKLAHOMA Approximate Location NORTH PROJECT NO. N/A Source: ESRI The information included on this graphic representation has been compiled from a variety of sources and is subject to change without notice. Kleinfelder makes no representations of warranties, express or implied, as to accuracy, completeness, timeliness, or rights to the use of such information. This document is not intended for use as a land survey product nor it is designed or intended as a construction design document. The use or misuse of the information contained on this graphic representation is at the soile risk of the party using or misusing DRAWN: /6/0 SMO FILE NAME: Plate SITE LOCATION DIAGRAM PRELIMINARY GEOTECHNICAL ENGINEERING SERVICES WW HASTINGS HOSPITAL TAHLEQUAH, OKLAHOMA

7 TULSA, OKLAHOMA B- B- B-6 B- B-7 Bore hole locations for preliminary geotech B- B- NORTH PROJECT NO. N/A Source: Cherokee Nation Construction Resources, LLC The information included on this graphic representation has been compiled from a variety of sources and is subject to change without notice. Kleinfelder makes no representations of warranties, express or implied, as to accuracy, completeness, timeliness, or rights to the use of such information. This document is not intended for use as a land survey product nor it is designed or intended as a construction design document. The use or misuse of the information contained on this graphic representation is at the soile risk of the party using or misusing DRAWN: /6/0 SMO FILE NAME: Plate BORING LOCATION DIAGRAM PRELIMINARY GEOTECHNICAL ENGINEERING SERVICES WW HASTINGS HOSPITAL TAHLEQUAH, OKLAHOMA

8 Date Begin - End: /0/0 Drill Company: Kleinfelder BORING LOG B- Logged By: Drill Crew: Hor.-Vert. Datum: Not Available Drill Equipment: CME-C Hammer Type - Drop: lb. Auto - 0 Exploration Plunge: -90 degrees Exploration Method: Solid Stem Auger Hammer Efficiency: 76% Weather: Auger Diameter:. O.D. Hammer Cal. Date: //0 FIELD EXPLORATION LABORATORY RESULTS gint FILE: C:\pwworking\dms090\809_ww Hastings Hospital Additions.gpj R:KLF_STANDARD_GINT_LIBRARY_SR...GLB [KLF_BORING/TEST PIT SOIL LOG] Depth (feet) Graphical Log GRAVEL Silty Clayey SAND with Chert Gravel (SC-SM): brown, medium dense - red and brown Latitude:.909 N Longitude: W No Elevation Available - with cobbles, yellow, very dense - with cobbles, brown, tan and orange, very dense - brown, tan and orange, loose - red and brown, medium dense The exploration was terminated at approximately ft. below ground surface. The exploration was backfilled with bentonite on November 0, 0. Sample Number BC= 6 BC=6 0/" BC=0/0" BC=8 BC= 7 Recovery (NR=No Recovery) NR 6 USCS Symbol Water Content (%) SC-SM Dry Density (pcf) Passing No. Sieve (%) Passing #00 Sieve (%) 7 GROUNDWATER LEVEL INFORMATION: Groundwater was not encountered during drilling or after completion. GENERAL NOTES: BORING LOG B- Liquid Limit (NV=No Value) Plasticity Index (NP=No Plasticity) KLEINFELDER - 8 E. Independence, Suite Tulsa, OK 76 PH: FAX: Blow Counts(BC)= Uncorr. blows/6 PROJECT NO.: 809 DATE: //0 Sample Type PAGE: Other Tests/ Remarks B- of

9 Date Begin - End: /0/0 Drill Company: Kleinfelder BORING LOG B- Logged By: Drill Crew: Hor.-Vert. Datum: Not Available Drill Equipment: CME-C Hammer Type - Drop: lb. Auto - 0 Exploration Plunge: -90 degrees Exploration Method: Solid Stem Auger Hammer Efficiency: 76% Weather: Auger Diameter:. O.D. Hammer Cal. Date: //0 FIELD EXPLORATION LABORATORY RESULTS gint FILE: C:\pwworking\dms090\809_ww Hastings Hospital Additions.gpj R:KLF_STANDARD_GINT_LIBRARY_SR...GLB [KLF_BORING/TEST PIT SOIL LOG] Depth (feet) Graphical Log TOPSOIL SILT (ML): brown, hard, with gravel SILT with Chert Gravel (ML): brown CHERT with Gravel and Cobbles: very dense Clayey GRAVEL with Cobbles (GC): orange and tan, very dense - brown and red - orange and brown - red and brown Latitude: N Longitude: W No Elevation Available The exploration was terminated at approximately ft. below ground surface. The exploration was backfilled with bentonite on November 0, 0. Sample Number BC= 6 BC=0/" BC=0/0" BC=0/6" BC= 9 Recovery (NR=No Recovery) NR USCS Symbol Water Content (%).7.. Dry Density (pcf) Passing No. Sieve (%) Passing #00 Sieve (%).6 0 GROUNDWATER LEVEL INFORMATION: Groundwater was not encountered during drilling or after completion. GENERAL NOTES: BORING LOG B- Liquid Limit (NV=No Value) Plasticity Index (NP=No Plasticity) KLEINFELDER - 8 E. Independence, Suite Tulsa, OK 76 PH: FAX: Blow Counts(BC)= Uncorr. blows/6 PROJECT NO.: 809 DATE: //0 Sample Type PAGE: Other Tests/ Remarks B- of

10 Date Begin - End: /0/0 Drill Company: Kleinfelder BORING LOG B- Logged By: Drill Crew: Hor.-Vert. Datum: Not Available Drill Equipment: CME-C Hammer Type - Drop: lb. Auto - 0 Exploration Plunge: -90 degrees Exploration Method: Solid Stem Auger Hammer Efficiency: 76% Weather: Auger Diameter:. O.D. Hammer Cal. Date: //0 FIELD EXPLORATION LABORATORY RESULTS gint FILE: C:\pwworking\dms090\809_ww Hastings Hospital Additions.gpj R:KLF_STANDARD_GINT_LIBRARY_SR...GLB [KLF_BORING/TEST PIT SOIL LOG] Depth (feet) Graphical Log TOPSOIL Latitude:.96 N Longitude: W No Elevation Available Sandy SILT (ML): brown Clayey GRAVEL (GC): red trace of yellow, moist, medium dense Sandy GRAVEL with Cobbles (GW): tan, very dense Clayey SAND with Gravel (SC): reddish brown, medium dense Clayey GRAVEL (GC): red, brown and gray, medium dense CHERT with Gravel and Cobbles The exploration was terminated because of practical auger refusal at approximately. ft. below ground surface on Chert and Cobbles. The exploration was backfilled with bentonite on November 0, 0. Sample Number BC= 8 BC=0/" BC=0 6 8 BC= Recovery (NR=No Recovery) 9 9 USCS Symbol Water Content (%) Dry Density (pcf) Passing No. Sieve (%) Passing #00 Sieve (%) GROUNDWATER LEVEL INFORMATION: Groundwater was not encountered during drilling or after completion. GENERAL NOTES: BORING LOG B- Liquid Limit (NV=No Value) Plasticity Index (NP=No Plasticity) KLEINFELDER - 8 E. Independence, Suite Tulsa, OK 76 PH: FAX: Blow Counts(BC)= Uncorr. blows/6 PROJECT NO.: 809 DATE: //0 Sample Type PAGE: Other Tests/ Remarks B- of

11 Date Begin - End: /0/0 Drill Company: Kleinfelder BORING LOG B- Logged By: Drill Crew: Hor.-Vert. Datum: Not Available Drill Equipment: CME-C Hammer Type - Drop: lb. Auto - 0 Exploration Plunge: -90 degrees Exploration Method: Solid Stem Auger Hammer Efficiency: 76% Weather: Auger Diameter:. O.D. Hammer Cal. Date: //0 FIELD EXPLORATION LABORATORY RESULTS gint FILE: C:\pwworking\dms090\809_ww Hastings Hospital Additions.gpj R:KLF_STANDARD_GINT_LIBRARY_SR...GLB [KLF_BORING/TEST PIT SOIL LOG] Depth (feet) Graphical Log TOPSOIL Sandy SILT (ML): brown Clayey GRAVEL (GC): red and brown, loose - red and yellow, very dense - medium dense Latitude:.98 N Longitude: W No Elevation Available Sandy Lean to Fat CLAY with Gravel (CL-CH): gray trace of red and yellow, medium dense Sandy Fat CLAY with Chert Gravel (CH): red, very hard The exploration was terminated at approximately ft. below ground surface. The exploration was backfilled with bentonite on November 0, 0. Sample Number BC= BC= 9 9 BC= 8 BC= 6 BC=9 0/" Recovery (NR=No Recovery) USCS Symbol Water Content (%) Dry Density (pcf) Passing No. Sieve (%) Passing #00 Sieve (%) GROUNDWATER LEVEL INFORMATION: Groundwater was not encountered during drilling or after completion. GENERAL NOTES: BORING LOG B- Liquid Limit (NV=No Value) Plasticity Index (NP=No Plasticity) KLEINFELDER - 8 E. Independence, Suite Tulsa, OK 76 PH: FAX: Blow Counts(BC)= Uncorr. blows/6 PROJECT NO.: 809 DATE: //0 Sample Type PAGE: Other Tests/ Remarks B- of

12 Date Begin - End: /0/0 Drill Company: Kleinfelder BORING LOG B- Logged By: Drill Crew: Hor.-Vert. Datum: Not Available Drill Equipment: CME-C Hammer Type - Drop: lb. Auto - 0 Exploration Plunge: -90 degrees Exploration Method: Solid Stem Auger Hammer Efficiency: 76% Weather: Auger Diameter:. O.D. Hammer Cal. Date: //0 FIELD EXPLORATION LABORATORY RESULTS gint FILE: C:\pwworking\dms090\809_ww Hastings Hospital Additions.gpj R:KLF_STANDARD_GINT_LIBRARY_SR...GLB [KLF_BORING/TEST PIT SOIL LOG] Depth (feet) Graphical Log TOPSOIL Silty CLAY with Gravel (CL-ML): brown, firm Clayey GRAVEL (GC): red trace of yellow, very dense - red and yellow Latitude:.987 N Longitude: W No Elevation Available Limestone GRAVEL with Chert: red and yellow, medium dense Gravelly Lean CLAY (CL): red, very hard The exploration was terminated at approximately. ft. below ground surface. The exploration was backfilled with bentonite on November 0, 0. Sample Number BC= BC= 0/" BC=0/" BC=0/" BC=0/" Recovery (NR=No Recovery) NR NR USCS Symbol Water Content (%) Dry Density (pcf) Passing No. Sieve (%) Passing #00 Sieve (%) GROUNDWATER LEVEL INFORMATION: Groundwater was not encountered during drilling or after completion. GENERAL NOTES: BORING LOG B- Liquid Limit (NV=No Value) Plasticity Index (NP=No Plasticity) KLEINFELDER - 8 E. Independence, Suite Tulsa, OK 76 PH: FAX: Blow Counts(BC)= Uncorr. blows/6 PROJECT NO.: 809 DATE: //0 Sample Type PAGE: Other Tests/ Remarks B- of

13 Date Begin - End: /0/0 Drill Company: Kleinfelder BORING LOG B-6 Logged By: Drill Crew: Hor.-Vert. Datum: Not Available Drill Equipment: CME-C Hammer Type - Drop: lb. Auto - 0 Exploration Plunge: -90 degrees Exploration Method: Solid Stem Auger Hammer Efficiency: 76% Weather: Auger Diameter:. O.D. Hammer Cal. Date: //0 FIELD EXPLORATION LABORATORY RESULTS gint FILE: C:\pwworking\dms090\809_ww Hastings Hospital Additions.gpj R:KLF_STANDARD_GINT_LIBRARY_SR...GLB [KLF_BORING/TEST PIT SOIL LOG] Depth (feet) Graphical Log TOPSOIL Latitude:.98 N Longitude: -9.9 W No Elevation Available Lean to Fat CLAY with Siltstone nodules (CL-CH): brown, soft Gravelly CLAY (GC): red and yellow, very hard Clayey GRAVEL (GC): red and yellow, very dense Sandy Fat CLAY (CH): red trace of yellow - tan trace of gray and yellow, hard The exploration was terminated at approximately ft. below ground surface. The exploration was backfilled with bentonite on November 0, 0. Sample Number BC= BC=0/" BC=8 0/" BC=8 0/" BC= 9 7 Recovery (NR=No Recovery) 8 USCS Symbol Water Content (%) Dry Density (pcf) Passing No. Sieve (%) Passing #00 Sieve (%) GROUNDWATER LEVEL INFORMATION: Groundwater was not encountered during drilling or after completion. GENERAL NOTES: BORING LOG B-6 Liquid Limit (NV=No Value) Plasticity Index (NP=No Plasticity) KLEINFELDER - 8 E. Independence, Suite Tulsa, OK 76 PH: FAX: Blow Counts(BC)= Uncorr. blows/6 PROJECT NO.: 809 DATE: //0 Sample Type PAGE: Other Tests/ Remarks B-6 of

14 Date Begin - End: /0/0 Drill Company: Kleinfelder BORING LOG B-7 Logged By: Drill Crew: Hor.-Vert. Datum: Not Available Drill Equipment: CME-C Hammer Type - Drop: lb. Auto - 0 Exploration Plunge: -90 degrees Exploration Method: Solid Stem Auger Hammer Efficiency: 76% Weather: Auger Diameter:. O.D. Hammer Cal. Date: //0 FIELD EXPLORATION LABORATORY RESULTS gint FILE: C:\pwworking\dms090\809_ww Hastings Hospital Additions.gpj R:KLF_STANDARD_GINT_LIBRARY_SR...GLB [KLF_BORING/TEST PIT SOIL LOG] Depth (feet) Graphical Log TOPSOIL Latitude:.9 N Longitude: -9.9 W No Elevation Available SILT with Chert Gravel (ML): brown Sandy CLAY with Chert Gravel (CL): brown trace of red, firm Sandy CLAY with Chert Gravel (CL-ML): red and yellow, very hard Lean to Fat CLAY trace of Highly Weathered Shale (CL-CH): brown, gray and yellow, hard Clayey SILT (ML): brown and red, wet, firm The exploration was terminated at approximately ft. below ground surface. The exploration was backfilled with bentonite on November 0, 0. Sample Number BC= 9 BC=8 0/" BC=0/" BC=8 7 BC= Recovery (NR=No Recovery) USCS Symbol SC Water Content (%). 7. Dry Density (pcf) Passing No. Sieve (%) Passing #00 Sieve (%) GROUNDWATER LEVEL INFORMATION: Groundwater was not encountered during drilling or after completion. GENERAL NOTES: BORING LOG B-7 Liquid Limit (NV=No Value) Plasticity Index (NP=No Plasticity) KLEINFELDER - 8 E. Independence, Suite Tulsa, OK 76 PH: FAX: Blow Counts(BC)= Uncorr. blows/6 PROJECT NO.: 809 DATE: //0 Sample Type PAGE: Other Tests/ Remarks B-7 of

15 SAMPLE/SAMPLER TYPE GRAPHICS UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM D 87) gint FILE: C:\pwworking\dms090\809_ww Hastings Hospital Additions.gpj R:KLF_STANDARD_GINT_LIBRARY_SR...GLB [GEO-LEGEND (GRAPHICS KEY) WITH USCS] SOLID STEM AUGER STANDARD PENETRATION SPLIT SPOON SAMPLER ( (0.8 mm.) outer diameter and -/8 (.9 mm.) inner diameter) GROUND WATER GRAPHICS WATER LEVEL (level where first observed) WATER LEVEL (level after exploration completion) WATER LEVEL (additional levels after exploration) OBSERVED SEEPAGE NOTES. The report and log key are an integral part of these logs. All data and interpretations in this log are subject to the explanations and limitations stated in the report.. Lines separating strata on the logs represent approximate boundaries only. Actual transitions may be gradual or differ from those shown.. No warranty is provided as to the continuity of soil or rock conditions between individual sample locations.. Logs represent general soil or rock conditions observed at the point of exploration on the date indicated.. In general, Unified Soil Classification System designations presented on the logs were based on visual classification in the field and were modified where appropriate based on gradation and index property testing. 6. Fine grained soils that plot within the hatched area on the Plasticity Chart, and coarse grained soils with between % and % passing the No. 00 sieve require dual USCS symbols, ie., GW-GM, GP-GM, GW-GC, GP-GC, GC-GM, SW-SM, SP-SM, SW-SC, SP-SC, SC-SM. 7. If sampler is not able to be driven at least 6 inches, 0/X indicates number of blows required to drive the identified sampler X inches with a pound hammer falling 0 inches. COARSE GRAINED SOILS (More than half of material is larger than the #00 sieve) CLEAN SANDS WITH <% FINES >_ < _ Cc _ < Cu < and/ > > Cu _ > and _ < Cc _< Cu < and/ > > < or > Cc > Cu _ > 6 and _ < Cc _ < Cu < 6 and/ > > SILTS AND CLAYS (Liquid Limit less than 0) SILTS AND CLAYS (Liquid Limit greater than 0) SW-SM SILTY SANDS, SAND-GRAVEL-SILT MIXTURES CLAYEY SANDS, SAND-GRAVEL-CLAY MIXTURES CLAYEY SANDS, SAND-SILT-CLAY MIXTURES KLEINFELDER - 8 E. Independence, Suite Tulsa, OK 76 PH: FAX: GRAVELS (More than half of coarse fraction is larger than the # sieve) SANDS (More than half of coarse fraction is smaller than the # sieve) FINE GRAINED SOILS (More than half of material is smaller than the #00 sieve) CLEAN GRAVEL WITH <% FINES GRAVELS WITH % TO % FINES GRAVELS WITH > % FINES SANDS WITH % TO % FINES SANDS WITH > % FINES PROJECT NO.: 809 DATE: //0 Cu and or Cc or Cc Cu >_ 6 and _ < Cc _< Cu 6 and/ or Cc ML CL CL-ML OL MH CH OH GW GP GW-GM GW-GC GP-GM GP-GC GM GC GC-GM SW SP SW-SC SP-SM SP-SC SM SC SC-SM WELL-GRADED SANDS, SAND-GRAVEL MIXTURES WITH LITTLE OR NO FINES POORLY GRADED SANDS, SAND-GRAVEL MIXTURES WITH LITTLE OR NO FINES INORGANIC SILTS AND VERY FINE SANDS, SILTY OR CLAYEY FINE SANDS, SILTS WITH SLIGHT PLASTICITY INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS INORGANIC CLAYS-SILTS OF LOW PLASTICITY, GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS ORGANIC SILTS & ORGANIC SILTY CLAYS OF LOW PLASTICITY INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS FINE SAND OR SILT INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS ORGANIC CLAYS & ORGANIC SILTS OF MEDIUM-TO-HIGH PLASTICITY GRAPHICS KEY WELL-GRADED GRAVELS, GRAVEL-SAND MIXTURES WITH LITTLE OR NO FINES POORLY GRADED GRAVELS, GRAVEL-SAND MIXTURES WITH LITTLE OR NO FINES WELL-GRADED GRAVELS, GRAVEL-SAND MIXTURES WITH LITTLE FINES WELL-GRADED GRAVELS, GRAVEL-SAND MIXTURES WITH LITTLE CLAY FINES POORLY GRADED GRAVELS, GRAVEL-SAND MIXTURES WITH LITTLE FINES POORLY GRADED GRAVELS, GRAVEL-SAND MIXTURES WITH LITTLE CLAY FINES SILTY GRAVELS, GRAVEL-SILT-SAND MIXTURES CLAYEY GRAVELS, GRAVEL-SAND-CLAY MIXTURES CLAYEY GRAVELS, GRAVEL-SAND-CLAY-SILT MIXTURES WELL-GRADED SANDS, SAND-GRAVEL MIXTURES WITH LITTLE FINES WELL-GRADED SANDS, SAND-GRAVEL MIXTURES WITH LITTLE CLAY FINES POORLY GRADED SANDS, SAND-GRAVEL MIXTURES WITH LITTLE FINES POORLY GRADED SANDS, SAND-GRAVEL MIXTURES WITH LITTLE CLAY FINES A-

16 GRAIN SIZE DESCRIPTION Boulders Cobbles coarse Gravel fine coarse Sand medium fine Fines ANGULARITY SIEVE SIZE > (0.8 mm.) - ( mm.) / - (9-76. mm.) # - / (# - 9 mm.) # - # #0 - # #00 - # Passing #00 GRAIN SIZE > (0.8 mm.) - ( mm.) / - (9-76. mm.) (.8-9 mm.) ( -.9 mm.) (0. - mm.) ( mm.) <0.009 (<0.07 mm.) APPROXIMATE SIZE Larger than basketball-sized Fist-sized to basketball-sized Thumb-sized to fist-sized Pea-sized to thumb-sized Rock salt-sized to pea-sized Sugar-sized to rock salt-sized Flour-sized to sugar-sized Flour-sized and smaller Munsell Color NAME Red Yellow Red Yellow Green Yellow Green Blue Green Blue Purple Blue Purple Red Purple ABBR R YR Y GY G BG B PB P RP DESCRIPTION CRITERIA Angular Subangular Subrounded Rounded Particles have sharp edges and relatively plane sides with unpolished surfaces Particles are similar to angular description but have rounded edges Particles have nearly plane sides but have well-rounded corners and edges Particles have smoothly curved sides and no edges Rounded Subrounded Subangular Angular gint FILE: C:\pwworking\dms090\809_ww Hastings Hospital Additions.gpj R:KLF_STANDARD_GINT_LIBRARY_SR...GLB [GEO-LEGEND (SOIL DESCRIPTION KEY)] PLASTICITY DESCRIPTION Non-plastic Low (L) Medium (M) High (H) APPARENT DENSITY Very Loose Loose Medium Dense Dense Very Dense SPT-N 60 (# blows/ft) < >0 (# blows/ft) < >60 NOTE: AFTER TERZAGHI AND PECK, 98 DESCRIPTION Stratified Laminated Fissured Slickensided Blocky Lensed Homogeneous LL FIELD TEST A /8- ( mm.) thread cannot be rolled at NP any water content. The thread can barely be rolled and the lump < 0 or thread cannot be formed when drier than the plastic limit. The thread is easy to roll and not much time is required to reach the plastic limit. 0-0 The thread cannot be rerolled after reaching the plastic limit. The lump or thread crumbles when drier than the plastic limit It takes considerable time rolling and kneading to reach the plastic limit. The thread can be > 0 rerolled several times after reaching the plastic limit. The lump or thread can be formed without crumbling when drier than the plastic limit APPARENT / RELATIVE DENSITY - COARSE-GRAINED SOIL STRUCTURE MODIFIED CA SAMPLER CALIFORNIA RELATIVE SAMPLER DENSITY (# blows/ft) (%) < > CRITERIA Alternating layers of varying material or color with layers at least /- thick, note thickness Alternating layers of varying material or color with the layer less than /- thick, note thickness Breaks along definite planes of fracture with little resistance to fracturing Fracture planes appear polished or glossy, sometimes striated Cohesive soil that can be broken down into small angular lumps which resist further breakdown Inclusion of small pockets of different soils, such as small lenses of sand scattered through a mass of clay; note thickness Same color and appearance throughout DESCRIPTION KLEINFELDER - 8 E. Independence, Suite Tulsa, OK 76 PH: FAX: Dry Moist Soft Firm Hard Wet DESCRIPTION None Weak Strong Very Hard > 8000 DESCRIPTION Weakly Moderately Strongly FIELD TEST Absence of moisture, dusty, dry to the touch Damp but no visible water Visible free water, usually soil is below water table No visible reaction FIELD TEST Some reaction, with bubbles forming slowly Violent reaction, with bubbles forming immediately CONSISTENCY - FINE-GRAINED SOIL UNCONFINED CONSISTENCY COMPRESSIVE CRITERIA STRENGTH (Qu)(psf) Very Soft < 00 Thumb will penetrate soil more than ( mm.) PROJECT NO.: 809 MOISTURE CONTENT REACTION WITH HYDROCHLORIC ACID DATE: // < < 8000 CEMENTATION Thumb will penetrate soil about ( mm.) Thumb will indent soil about /- (6 mm.) Thumb will not indent soil but readily indented with thumbnail Thumbnail will not indent soil FIELD TEST Crumbles or breaks with handling or slight finger pressure Crumbles or breaks with considerable finger pressure Will not crumble or break with finger pressure SOIL DESCRIPTION KEY A-