Spunky Creek Interceptor Main Stem South Phase 3

Page 1
TO: E-mail Distribution
RE: GEOTECHNICAL REPORT TRANSMITTAL
The City of Tulsa provides the attached document(s) with the following conditions:
A. The Geotechnical Report is not part of the construction documents. The Geotechnical Report is
provided for informational purposes only, to assist the Contractor in understanding the general
subsurface conditions at the site. The report presents the data and findings of the geotechnical
engineer at the specific boring locations and times of the investigation.
B. The Contractor is solely responsible for all interpretations, conclusions, and deductions drawn from
the Geotechnical Report concerning the conditions at the site affecting the execution of the Work,
including, but not limited to, the subsurface conditions, the scope of work, means, methods,
sequencing, and pricing.
C. The City makes no warranty or representation, express or implied, as to the accuracy, completeness,
or interpretations of the data, information, and representations contained in the Geotechnical
Report. The information provided is not a substitute for the Contractor's own independent
investigation, judgment, and expertise.
D. The Contractor shall visit the site and make their own investigations. This will include any borings,
additional borings, and/or testing to determine actual subsurface conditions and the conditions
under which the Bid is to be prepared, and the Work is to be performed.
175 E. 2nd Street - 13th Floor, Tulsa, OK 74103 | (918) 596-9560

April 19, 2024
Kleinfelder Project No.: 24004482.001A
Mr. Jacob Brumbaugh, PE
Project Manager
RJN Group, Inc.
4150 S. 100th E. Avenue, Suite 106
Tulsa, Oklahoma 74146
Subject: Report for Subsurface Investigation and Laboratory Testing Services
TMUA Spunky Creek MS South Phase 3
West Side of S. 193rd E. Ave. btw E. 31st St. & E. 41st St
Tulsa, Oklahoma
Dear Mr. Brumbaugh:
Kleinfelder has completed the authorized subsurface exploration and laboratory testing services for the
above referenced project. Kleinfelder conducted the fieldwork by drilling nine (9) soil test borings (B-1
through B-4 and B-6 through B-10) on April 8 and 9, 2024. Due to access restriction, the original planned
boring B-5 was eliminated. The borings were located in the field by a Kleinfelder representative using a
hand-held Global Positioning System (GPS) with an accuracy of approximately 15 feet. The general site
location and the approximate boring locations are shown on Figure 1, Boring Location Map.
FIELD EXPLORATION PROGRAM
The soil test borings were advanced with a Geoprobe 7822DT rotary drill rig using hollow stem augers
and rock coring techniques. Representative soil samples were obtained by split-barrel sampling
procedures (ASTM D1586) at 5 feet intervals. The split-barrel sampling procedure utilizes a standard 2-
inch O.D. split-barrel sampler that is driven into the bottom of the boring with a 140-pound auto-
hammer (90% efficiency) falling 30 inches. Bedrock encountered in boring B-4 was cored to 23 feet
below the existing grade. Recoveries and Rock Quality Designation (RQD) were recorded in the field and
are presented in the boring log.
The collected soil and rock samples were sealed and returned to our laboratory for further examination,
classification, and testing. All the borings were backfilled in accordance with the appropriate Oklahoma
Water Resources Board (OWRB) regulations.
Field logs included visual classification of the materials encountered during drilling, as well as drilling
characteristics. Stratification boundaries indicated on the boring logs are based on observations during
our fieldwork, an extrapolation of information obtained by examining samples from the borings, and
comparisons of soils with similar engineering characteristics. Locations of these boundaries are
approximate, and the transitions between material types may be gradual rather than clearly defined.
The boring logs are attached in Attachment A.
24004482.001A/TUL24P166807 Page 1 of 4 April 19, 2024
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LABORATORY TESTING PROGRAM
Laboratory tests, including sieve gradations, Atterberg limits and moisture contents, were performed on
selected samples for classification purposes in general accordance with applicable standards. In
addition, rock unconfined compressive strength tests were also performed for rock core samples
obtained from boring B-4. Soil samples were also visually classified in accordance with the Unified Soil
Classification System (USCS). All the lab results are presented in Table B-1 in Attachment B, and also are
presented on each respective log.
GROUNDWATER OBSERVATIONS
Groundwater depth observations were made and recorded during and after completion of drilling
operations, where applicable. The borings were advanced using a combination of hollow stem augers
and rock coring techniques.
Rock coring technique, which requires the introduction of water as a drilling fluid, was utilized to core
the bedrock in boring B-4. Therefore, groundwater observations were not obtained below the depth
where rock coring procedure was started or after completion of the drilling operations in boring B-4. The
results of the groundwater observations are summarized in Table 1.
Table 1. Groundwater Summary
Termination Groundwater Depth/Elevation Groundwater Depth/Elevation
Borings
Depths (ft) During Drilling (ft) End of Drilling (ft)
B-1 19.0 18.5 7
B-2 15.0 8.5 NE
B-3 16.0 NE NE
B-4 23.0 3.5 NA
B-5 Abandoned due to access issue
B-6 16.0 NE NE
B-7 14.5 NE NE
B-8 10.0 8.5 7
B-9 14.0 NE 9.5
B-10 19.5 NE NE
The materials encountered in the test borings have a wide range of permeabilities and observations
over an extended period through the use of piezometers or cased borings would be required to better
define current groundwater conditions. Piezometers were not installed at the site during this subsurface
exploration. Fluctuations in 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.
24004482.001A/TUL24P166807 Page 2 of 4 April 19, 2024
(C) 2024 Kleinfelder www.kleinfelder.com
KLEINFELDER 12727 E 61st Street, Suite A, Tulsa, OK 74146 p| 918.627.6161 f| 918.627.6262

SUBSURFACE CONDITIONS
Overburden Soil: Overburden soils, consisting of primarily lean and fat clay with varying amounts of sand
and gravel, were encountered underneath the topsoil and continued to depths ranging from 1 to 8 feet
below existing grade. The consistencies of the clay soils ranged from medium stiff to very stiff.
Bedrock: Shale and limestone bedrocks with varying degrees of weathering were encountered below
the overburden soils at depths ranging from 1 to 8 feet below existing grade. The shale and limestone
bedrocks were predominantly dark gray and gray in color. The hardnesses of both bedrocks ranged from
extremely weak to strong. A summary of the subsurface materials is also presented in Table 2.
Table 2. Summary of Subsurface Materials
Depth to Depth to Competent Boring Termination
Borings Overburden Soil
Weathered Rock (ft) Bedrock (ft) Depth (ft)
B-1* Lean Clay 7.5 9.5 19.0
B-2* Fat Clay 7 14.5 15.0
B-3* Fat Clay 7 9.5 16.0
B-4 Lean Clay 1 4 23.0
B-5 Abandoned due to access issue
B-6* Lean Clay 8 9 16.0
B-7 Lean Clay 7 8.5 14.5
B-8* Fat Clay 7 8.5 10.0
B-9* Fat Clay 8 11 14.0
B-10 Fat Clay 7.5 14.5 19.5
*Borings were terminated at auger refusal on top of bedrock prior to planned termination depths.
EXCAVATION
Excavations of trenches for the proposed sewer line will encounter weak to strong shale and limestone
bedrocks. Pneumatic hammer and/or blasting are likely to be required during construction. It is the
contractor's responsibility to carefully review our boring logs and rock unconfined compressive strength
results and determine the appropriate excavation methods for the construction.
LIMITATIONS
This work was performed in a manner consistent with that level of care and skill ordinarily exercised by
other members of Kleinfelder's profession practicing in the same locality, under similar conditions and at
the date the services are provided. Our conclusions, opinions, and recommendations are based on a
limited number of observations and data. It is possible that conditions could vary between or beyond
the data evaluated. Kleinfelder makes no other representation, guarantee, or warranty, express or
implied, regarding the services, communication (oral or written), report, opinion, or instrument of
service provided.
24004482.001A/TUL24P166807 Page 3 of 4 April 19, 2024
(C) 2024 Kleinfelder www.kleinfelder.com
KLEINFELDER 12727 E 61st Street, Suite A, Tulsa, OK 74146 p| 918.627.6161 f| 918.627.6262

The report may be used only by the Client and the registered design professional in responsible charge
and only for the purposes stated for this specific engagement within a reasonable time from its
issuance, but in no event later than two years from the date of this report. The work performed was
based on project information provided by the Client.
CLOSING
We appreciate the opportunity to be of service to you on this project. Please call us if you have any
questions concerning the information presented within this letter.
Sincerely,
KLEINFELDER, INC.
Certificate of Authorization #7292, Expires 6/30/25
Subash Bhandari Shiyun (Simon) Wang, PE
Staff Professional II Senior Professional
Attachments:
Figure 1 Boring Location Map
Attachment A Field Exploration Program
Attachment B Laboratory Testing Program
Attachment C GBA Documents
24004482.001A/TUL24P166807 Page 4 of 4 April 19, 2024
(C) 2024 Kleinfelder www.kleinfelder.com
KLEINFELDER 12727 E 61st Street, Suite A, Tulsa, OK 74146 p| 918.627.6161 f| 918.627.6262

Attachments

B-1
B-2
OWASSO LAND
TRUST LLC
B-3
B-4
B-5
GRIGG, RONALD
G & MARY M
REV TRUST
B-6
WITT
PROPERTIES
B-7
JOHNSON, SEAMUS
WILLIAM ABNER
JOHNSON, SEAMUS
WILLIAM ABNER B-8
B-9
B-10
CYPRESS CREEK LLC
(C) 2024 Microsoft Corporation (C) 2024 Maxar (C)CNES (2024) Distribution
Airbus DS (C) 2024 TomTom
!
Exhibit A
Sanitary Sewer Manholes Spunky Creek Interceptor Alignment
Spunky Creek Phase 3 Pressurized Main Parcels
Geotech Bores Sanitary Sewer Gravity Main
Date: 3/22/2024 Proposed Bores
0 400 800 1,200 1,600
Feet

GP-GC
The report and graphics 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.
Solid lines separating strata on the logs represent approximate
boundaries only, dashed lines are inferred or extrapolated boundaries. SILTY, CLAYEY GRAVEL
Actual transitions may be gradual or differ from those represented. GC-GM
SILTY, CLAYEY GRAVEL WITH SAND
No warranty is provided as to the continuity of soil or rock conditions
between individual sample locations.
WELL-GRADED SAND,
Logs represent general soil or rock conditions observed at the point of WELL-GRADED SAND WITH GRAVEL
exploration on the date indicated.
In general, Unified Soil Classification System (ASTM D2488/D2487) POORLY GRADED SAND,
designations presented on the logs were based on visual classification in POORLY GRADED SAND WITH GRAVEL
the field and were modified where appropriate based on gradation and
index property testing.
WELL-GRADED SAND WITH SILT,
Fine grained soils that plot within the hatched area on the Plasticity WELL-GRADED SAND WITH SILT AND GRAVEL
Chart, and coarse grained soils with between 5% and 12% passing the No.
200 sieve require dual USCS symbols, ie., CL-ML, GW-GM, GP-GM,
GW-GC, GP-GC, GC-GM, SW-SM, SP-SM, SW-SC, SP-SC, SC-SM.
If sampler is not able to be driven at least 6 inches then 50/X indicates
number of blows required to drive the identified sampler X inches with a
140 pound hammer falling 30 inches. POORLY GRADED SAND WITH SILT,
POORLY GRADED SAND WITH SILT AND GRAVEL
ABBREVIATIONS
C - Coefficients of Uniformity
u C - Coefficients of Curvature POORLY GRADED SAND WITH CLAY,
C WOH - Weight of Hammer POORLY GRADED SAND WITH CLAY AND GRAVEL
WOR - Weight of Rod (OR SILTY CLAY AND GRAVEL)
REFERENCES
1. American Society for Materials and Testing (ASTM), 2011, ASTM SILTY SAND,
D2487: Classification of Soils for Engineering Purposes (Unified Soil
Classification System). SILTY SAND WITH GRAVEL
FIGURE GRAPHICS KEY
A-1
TMUA Spunky Creek MS South Phase 3
West Side of S. 193rd E. Ave.
Between E. 31st Street & E. 41st Street
Tulsa, Oklahoma
SLIOS
DENIARG
ENIF
sessap
erom
ro
%05(
)eveis
002#
.oN
eht
WELL-GRADED GRAVEL,
WELL-GRADED GRAVEL WITH SAND
POORLY GRADED GRAVEL,
POORLY GRADED GRAVEL WITH SAND
WELL-GRADED SAND WITH CLAY (OR SILTY CLAY),
WELL-GRADED SAND WITH CLAY AND GRAVEL
(OR SILTY CLAY AND GRAVEL)
CLAYEY SAND,
CLAYEY SAND WITH GRAVEL
)eveiS
002
.oN
no
deniater
%05
naht
eroM(
SLIOS
DENIARG
ESRAOC
UNIFIED SOIL CLASSIFICATION SYSTEM1
CORE SAMPLER CLEAN GW
GRAVEL
NQ CORE SAMPLE WITH
(1.874 in. (47.6 mm.) core diameter) <5%
FINES GP
HOLLOW STEM AUGER
WELL-GRADED GRAVEL WITH SILT,
GW-GM SOLID STEM AUGER WELL-GRADED GRAVEL WITH SILT AND SAND
STANDARD PENETRATION SPLIT SPOON SAMPLER WELL-GRADED GRAVEL WITH CLAY (OR SILTY
(2 in. (50.8 mm.) outer diameter and 1-3/8 in. (34.9 mm.) inner GRAVELS GW-GC CLAY), WELL-GRADED GRAVEL WITH CLAY AND
diameter) WITH SAND (OR SILT CLAY AND SAND)
5% TO
12% POORLY GRADED GRAVEL WITH SILT,
FINES GP-GM POORLY GRADED GRAVEL WITH SILT AND SAND
POORLY GRADED GRAVEL WITH CLAY (OR SILTY
CLAY), POORLY GRADED GRAVEL WITH CLAY AND
(OR SILTY CLAY AND SAND)
SILTY GRAVEL,
GM
SILTY GRAVEL WITH SAND
GRAVELS
WITH > CLAYEY GRAVEL,
GC 12% CLAYEY GRAVEL WITH SAND
FINES
CLEAN SW
SANDS
WITH
<5%
FINES SP
SW-SM
SANDS SW-SC
WITH
5% TO
12%
FINES SP-SM
SP-SC
SM
SANDS
WITH >
SC
12%
FINES
SILTY, CLAYEY SAND,
SC-SM
SILTY, CLAYEY SAND WITH GRAVEL
ML SILT, SILT WITH SAND, SILT WITH GRAVEL
SILTS AND CLAYS CL LEAN CLAY, LEAN CLAY WITH SAND, LEAN CLAY WITH GRAVEL
(Liquid Limit
less than 50) CL-ML SILTY CLAY, SILTY CLAY WITH SAND, SILTY CLAY WITH GRAVEL
OL ORGANIC CLAY, ORGANIC CLAY WITH SAND, ORGANIC CLAY WITH GRAVEL,
ORGANIC SILT, ORGANIC SILT WITH SAND, ORGANIC SILT WITH GRAVEL
MH ELASTIC SILT. ELASTIC SILT WITH SAND, ELASTIC SILT WITH GRAVEL
SILTS AND CLAYS
(Liquid Limit CH FAT CLAY, FAT CLAY WITH SAND, FAT CLAY WITH GRAVEL
50 or greater)
OH ORGANIC CLAY, ORGANIC CLAY WITH SAND, ORGANIC CLAY WITH GRAVEL,
ORGANIC SILT, ORGANIC SILT WITH SAND, ORGANIC SILT WITH GRAVEL
NOTE: USE MATERIAL DESCRIPTION ON THE LOG TO DEFINE A GRAPHIC THAT MAY NOT BE
PROVIDED ON THIS LEGEND.
)eveiS
4
.oN
no
deniater
noitcarf
esraoc
fo
%05
naht
eroM(
SLEVARG
)eveiS
4
.oN
eht
sessap
noitcarf
esraoc
fo
erom
ro
%05(
SDNAS
DRILLING METHOD/SAMPLER TYPE GRAPHICS
GROUND WATER GRAPHICS
WATER LEVEL (level where first observed)
WATER LEVEL (level after stabilizing period)
WATER LEVEL (additional levels after exploration)
OBSERVED SEEPAGE
NOTES
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24004482.001A
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DATE: 4/16/2024

GRAIN SIZE1 SECONDARY CONSTITUENT1
DESCRIPTION SIEVE SIZE GRAIN SIZE AMOUNT
Term
Boulders >12 in. >12 in. (304.8 mm.)
of Secondary Secondary
Use Constituent is Constituent is
Cobbles 3 - 12 in. 3 - 12 in. (76.2 - 304.8 mm.)
Fine Grained Coarse Grained
coarse 3/4 -3 in. 3/4 -3 in. (19 - 76.2 mm.)
Gravel Trace <5% <15%
fine #4 - 3/4 in. 0.19 - 0.75 in. (4.8 - 19 mm.)
With 5 to <15% 15 to <30%
coarse #10 - #4 0.079 - 0.19 in. (2 - 4.9 mm.)
Modifier 15% 30%
Sand medium #40 - #10 0.017 - 0.079 in. (0.43 - 2 mm.)
fine #200 - #40 0.0029 - 0.017 in. (0.07 - 0.43 mm.)
Fines Passing #200 <0.0029 in. (<0.07 mm.)
PLASTICITY1 MOISTURE CONTENT1
DESCRIPTION CRITERIA DESCRIPTION FIELD TEST
Non-Plastic A 1/8 in. (3 mm) thread cannot be rolled at any water content. Absence of
Dry moisture, dusty,
Low The thread can barely be rolled and the lump cannot be formed when dry to the touch
drier than the plastic limit.
The thread is easy to roll and not much time is required to reach the Moist Damp but no
Medium plastic limit. The thread cannot be rerolled after reaching the plastic visible water
limit. The lump crumbles when drier than the plastic limit.
Visible free water,
It takes considerable time rolling and kneading to reach the plastic Wet usually soil is below
limit. The thread can be rerolled several times after reaching the water table
High
plastic limit. The lump can be formed without crumbling when drier
than the plastic limit.
APPARENT DENSITY -
CONSISTENCY - FINE-GRAINED SOIL2, 3 COARSE-GRAINED SOIL2
UNCONFINED
CONSISTENCY SPT - N Pocket Pen COMPRESSIVE VISUAL / MANUAL CRITERIA APPARENT SPT-N
(# blows / ft) (tsf) STRENGTH (Q)(psf) DENSITY (# blows / ft)
u
Very Soft <2 PP < 0.25 <500 Easily penetrated several inches by fist Very Loose <4
Soft 2 - 4 0.25 PP <0.5 500 - 1,000 Easily penetrated several inches by thumb Loose 4 - 10
Can be penetrated several inches by thumb with Medium Dense 10 - 30
Medium Stiff 4 - 8 0.5 PP <1 1,000 - 2,000
moderate effort
Dense 30 - 50
Readily indented by thumb but penetrated only
Stiff 8 - 15 1 PP <2 2,000 - 4,000
with great effort Very Dense >50
Very Stiff 15 - 30 2 PP <4 4,000 - 8,000 Readily indented by thumbnail
Hard >30 4 PP >8,000 Indented by thumbnail with difficulty
STRUCTURE1 ANGULARITY1
CRITERIA
DESCRIPTION CRITERIA DESCRIPTION
Stratified A le l a te s r t n 1 a / t 4 in -i g n . l a (6 y m er m s o ) f t h v i a c r k y , i n n g o t m e a th te ic ri k a n l e o s r s c . olor with layers at Angular P su a r r f t a ic c l e e s s . have sharp edges and relatively plane sides with unpolished
Alternating layers of varying material or color with the layers
Laminated
less than 1/4-in. (6 mm) thick, note thickness. Subangular Particles are similar to angular description but have rounded edges.
Breaks along definite planes of fracture with
Fissured little resistance to fracturing. Subrounded Particles have nearly plane sides but have well-rounded corners and
edges.
Slickensided Fracture planes appear polished or glossy, sometimes striated.
Rounded Particles have smoothly curved sides and no edges.
Cohesive soil that can be broken down into small angular lumps
Blocky
which resist further breakdown.
Lensed Inclusion of small pockets of different soils, such as small lenses REACTION WITH
of sand scattered through a mass of clay; note thickness. HYDROCHLORIC ACID1 CEMENTATION1
Homogeneous Same color and appearance throughout
DESCRIPTION FIELD TEST DESCRIPTION FIELD TEST
REFERENCES Crumbles or breaks
1. American Society for Materials and Testing (ASTM), 2017, ASTM None No visible reaction Weakly with handling or little
finger pressure
D2488: Standard Practice for Description and Identification of Soils (Visual
Some reaction, Crumbles or breaks
Manual Procedures). Weak with bubbles Moderately with considerable finger
2. Terzaghi, K and Peck, R., 1948, Soil Mechanics in Engineering forming slowly pressure
Practice, John Wiley & Sons, New York. Violent reaction, Will not crumble or
with bubbles
Strong Strongly break with finger
3. United States Department of the Interior Bureau of Reclamation forming
pressure
immediately
(USBR), 1998, Earth Manual, Part I.
FIGURE SOIL DESCRIPTION KEY
(For additional tables, see ASTM D2488)
A-2
TMUA Spunky Creek MS South Phase 3
West Side of S. 193rd E. Ave.
Between E. 31st Street & E. 41st Street
Tulsa, Oklahoma
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PROJECT NO.:
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DRAWN BY: SB
CHECKED BY: SYW
DATE: 4/16/2024

INFILLING TYPE3 RELATIVE HARDNESS / STRENGTH DESCRIPTIONS4
NAME ABBR NAME ABBR GRADE UCS (MPa) FIELD TEST
Albite Al Muscovite Mus R0 Extremely Weak 0.25 - 1.0 Indented by thumbnail
Crumbles under firm blows of geological hammer,
Apatite Ap None No R1 Very Weak 1.0 - 5.0
can be peeled by a pocket knife.
Can be peeled by a pocket knife with difficulty, shallow indentations
Biotite Bi Pyrite Py R2 Weak 5.0 - 25
made by firm blow with point of geological hammer.
Cannot be scraped or peeled with a pocket knife, specimen can be
Clay Cl Quartz Qz R3 Medium Strong 25 - 50
fractured with a single firm blow of a geological hammer.
Specimen requires more than one blow of geological hammer to
Calcite Ca Sand Sd R4 Strong 50 - 100
fracture it.
Specimen requires many blows of geological
Chlorite Ch Sericite Ser R5 Very Strong 100 - 250
hammer to fracture it.
Epidote Ep Silt Si R6 Extremely Strong > 250 Specimen can only be chipped with a geological hammer.
Gypsum Gy Talc Ta ROCK QUALITY DESIGNATION (RQD)2 JOINT ROUGHNESS COEFFICIENT (JRC)4
Iron Oxide Fe Unknown Uk
DESCRIPTION RQD (%)
0 - 2
Manganese Mn
Very Poor 0 - 25
DENSITY/SPACING OF DISCONTINUITIES5 Poor 25 - 50 2 - 4
DESCRIPTION SPACING CRITERIA Fair 50 - 75 4 - 6
Unfractured >6 ft. (>1.83 meters) Good 75 - 90 6 - 8
Slightly Fractured 2 - 6 ft. (0.061 - 1.83 meters) Excellent 90 - 100
8 - 10
Moderately Fractured 8 in - 2 ft. (203.20 - 609.60 mm)
APERTURE1
Highly Fractured 2 - 8 in (50.80 - 203.30 mm) 10 - 12
DESCRIPTION CRITERIA [in (mm)]
Intensely Fractured <2 in (<50.80 mm) 12 - 14
Tight <0.04 (<1)
ADDITIONAL TEXTURAL ADJECTIVES5 Open 0.04 - 0.20 (1 - 5) 14 - 16
DESCRIPTION RECOGNITION Wide >0.20 (>5) 16 - 18
Pinhole to 0.03 ft. (3/8 in.) (>1 to
Pit (Pitted)
10 mm.) openings
Small openings (usually lined with BEDDING CHARACTERISTICS6 18 - 20
crystals) ranging in diameter from
Vug (Vuggy)
0.03 ft. (3/8 in.) to 0.33 ft. (4 in.) DESCRIPTION Thickness [in (mm)] 0 5 cm 10 cm
(10 to 100 mm.)
An opening larger than 0.33 ft. (4 Very Thick Bedded >36 (>915)
Cavity i a n r . e ) ( r 1 e 0 q 0 u ir m e m d, . a ), n s d iz a e d d je e c s t c iv r e ip s t i s o u n c s h Thick Bedded 12 - 36 (305 - 915) RQD R th o e c d k e -q g u re a e lit y o f d j e o s in ig ti n n a g t i o o r n f r ( a R c Q tu D re ) R in o a u g ro h c m k e m a a s s u s re , of
as small, large, etc., may be used measured as a percentage of the drill core in lengths
Moderately Bedded 4 - 12 (102 - 305)
of 4 in. (10 cm.) or more.
If numerous enough that only thin
walls separate individual pits or Thin Bedded 1 - 4 (25 - 102) REFERENCES
Honeycombed v th u e g s p , r e th c i e s d t i e n r g m n f o u m rth e e n r c d la e tu sc re ri b to es Very Thin Bedded 0.4 - 1 (10 - 25) 1 C . l a B ss ie if n ic ia a w tio s n k s i, . Z J . o T h ., n 1 W 98 i 9 le , y E & n g S in o e n e s r , i n N g e w Ro Y c o k r k M . a (M ss od. by
indicate cell-like form. Kleinfelder). Laminated 0.1 - 0.4 (2.5 - 10) 2. Deere, D.U., and Deere, D.W., 1989, Rock Quality
Small openings in volcanic rocks Designation (RQD) After Twenty Years, USACE Contract
Vesicle (Vesicular) of variable shape and size formed Thinly Laminated <0.1 (<2.5) Report GL-89-1. by entrapped gas bubbles during 3. Federal Highway Administration (FHWA), 2002,
solidification. Subsurface Investigations, FHWA-NHI-01-031. (Mod. by
Bedding Planes Planes dividing the individual layers, Kleinfelder).
WEATHERING5 beds, or stratigraphy of rocks. 4. International Society for Rock Mechanics (ISRM), 1978,
Joint Fracture in rock, generally more or "Suggested Methods for the Quantitative Description of
DESCRIPTION CRITERIA less vertical or traverse to bedding. D M i e s c c h o a n n ti i n c u s i t a ie n s d i M n i R n o in c g k S M c a ie s n s c e e s s ," & In t G e e rn o a m ti e o c n h a a l n J i o c i s n t A R b o s c tr k acts,
No evidence of chemical / Seam Applies to bedding plane with Vol. 15.
Unweathered mechanical alternation; rings with unspecified degree of weather. 5. United States Army Corps of Engineers (USACE), 1994,
hammer blow. Rock Foundations, EM 1110-1-2908, November 30, 1994.
6. United States Department of the Interior Bureau of
Slight discoloration on surface; Reclamation (USBR), 1998, Engineering Geology Field
Slightly Weathered s d l i i s g c h o t n a t l i t n e u r i a ti t e io s n ; < a 1 lo 0 n % g rock volume CORE SAMPLER TYPE GRAPHICS Manual, Volume 1.
altered.
EX CORE BARREL
Discoloring evident; surface pitted CORE SAMPLER
(0.846 in. (21.5 mm.) core diameter)
and alteration penetration well
Moderately Weathered
below surface; Weathering "halos"
AQ CORE BARREL HQ CORE SAMPLE
evident; 10-50% rock altered. (1.067 in. (27.1 mm.) core diameter) (2.500 in. (63.5 mm.) core diameter)
Entire mass discolored; Alteration
AX CORE BARREL NQ CORE SAMPLE
pervading most rock, some slight
Highly Weathered (1.185 in. (30.1 mm.) core diameter) (1.874 in. (47.6 mm.) core diameter)
weathering pockets; some
minerals may be leached out.
BQ CORE BARREL
NO RECOVERY CORE SAMPLE
Rock reduced to soil with relic (1.433 in. (36.4 mm.) core diameter)
Decomposed rock texture/structure; Generally
molded and crumbled by hand. CONTINUOUS CORE SAMPLE NX CORE SAMPLE
(2.000 in. (50.8 mm.) core diameter) (2.154 in. (54.7 mm.) core diameter)
FIGURE ROCK DESCRIPTION KEY
A-3
TMUA Spunky Creek MS South Phase 3
West Side of S. 193rd E. Ave.
Between E. 31st Street & E. 41st Street
Tulsa, Oklahoma
ASLUT
:RETLIF
ECIFFO
A100.28440042
:REBMUN
TCEJORP
4202_retsam_tnig_flK
:ELIF
TNIg
inenarasaKV
:YB
MP
30:21
4202/71/40
:DETTOLP
]YEK_CSED_KCOR_3GEL_OEG_FLK_[
BLG.4202_YRARBIL_TNIG_DRADNATS_FLK:E
:ETALPMET
TNIg
PROJECT NO.:
24004482.001A
DRAWN BY: SB
CHECKED BY: SYW
DATE: 4/16/2024