GEOTECHNICAL ENGINEERING SERVICES REPORT

Transcription

1 GEOTECHNICAL ENGINEERING SERVICES REPORT BRIDGE OVER BIG CREEK APPROXIMATELY.8 MILES EAST OF THE INTERSECTION OF COUNTY ROAD EW1546 AND COUNTY ROAD 193 LEFLORE COUNTY, OKLAHOMA PROJECT No. J2-8616(5), STATE JOB No (4) Prepared For: Circuit Engineering District 3 Prepared By: EST, Inc. Approved by: Alseny Diop, P.E. Geotechnical Engineer EST PROJECT NUMBER 6289 April 11, 213

2 Engineering Services and Testing 321 S. Berry Road Norman, Oklahoma 7372 Phone (45) Fax (45) C.A No. 3639, Ren. Date 6/3/214 April 11, 213 Circuit Engineering District 3 P.O. Box 13 Hugo, Oklahoma Attn.: Mr. MC Ollar, P.E. Transmit via to: me ollar@yahoo.com RE: Geotechnical Engineering Services Report Bridge over Big Creek Approx..8 Miles East of the Intersection of County Rd. EW1546 and County Rd. 193 Le Flore County, Oklahoma EST Project Number: 6289 Dear Mr. Ollar: EST, Inc. has completed the Geotechnical Engineering Services for the proposed bridge over Big Creek located along County Road EWl 546, approximately.8 miles east of the intersection with County Road 193 in Le Flore County, Oklahoma. The following report describes the subsurface conditions encountered in the borings, furnishes the laboratory data acquired, and provides geotechnical recommendations for the design and construction of foundations for the proposed bridge. This geotechnical report should be read in its entirety prior to utilizing any presented information for design or construction purposes. Additionally, we recommend that EST, Inc. be retained to provide construction monitoring and testing services to verify that soil conditions are consistent with our geotechnical report. EST, Inc. will not be responsible for the misinterpretation of the recommendations for this project. Furthermore, EST, Inc. is not responsible for any conditions that deviate from those described in this report. Mr. Ollar, we appreciate the opportunity to work with you on this project. If you have any questions regarding the information contained in this report or if we can be of further assistance, please call us at (45) Respectfully, EST, Inc. fjr~ Bryce R. Hanlon, E.I. Project Manager Copy: Gary Cluck: gcluck@sbcglobal.net Ardmore Colorado McAlester Moore Norman Oklahoma City Stillwater Tulsa

3 Bridge over Big Creek EST Project Number: 6289 Le Flore County, Oklahoma April 11, 213 TABLE OF CONTENTS 1. Executive Summary Project Description Subsurface Exploration Subsurface Conditions Site Geology Soil Conditions Groundwater Laboratory Evaluation Evaluation and Recommendations Driven Pile Foundations Drilled Shafts General... 7 Appendix A Boring Location Diagram Appendix B Foundation Logs Appendix C Boring Logs Appendix D General Notes, Boring Log Acronym Library, General Notes for Rock Classification Ardmore Colorado McAlester Moore Norman Oklahoma City Stillwater Tulsa

4 Bridge over Big Creek EST Project Number: 6289 Le Flore County, Oklahoma April 11, Executive Summary The subsurface exploration and geotechnical evaluation are complete for the proposed bridge over Big Creek to be located along County Road EW1546, approximately.8 miles east of the intersection with County Road 193 in Le Flore County, Oklahoma. This report describes the subsurface conditions encountered in the borings, furnishes the laboratory data acquired, and provides geotechnical recommendations for the design and construction of foundations for the proposed bridge. Exploration of the subsurface materials at the project site consisted of four (4) borings drilled to depths of approximately 26 to 4 feet below the existing ground surface elevation. The samples obtained from the borings were brought to our laboratory for further evaluation. Groundwater was not encountered in any of the borings during or immediately after completion of the subsurface exploration. The final boring logs along with a diagram showing the approximate locations of the borings are included in this report. The engineer s evaluation and laboratory test results indicate the subsurface materials generally consist of cohesive and cohesionless fine and coarse grain overburden soils over soft to hard shale with sandstone seams encountered at depths ranging from 13 to 3 feet. We understand that driven H-piles are planned to support the abutments, and drilled, cast-in-place, concrete piers may be used to support the internal spans of the bridge. Specific recommendations regarding the proposed project are presented further in this report. 2. Project Description We understand the proposed project consists of the construction of a new three-span (65-1, 63-6, 65-1 ) bridge, approximately in length over Big Creek. The bridge is located along County Road EW1546, approximately.8 miles east of the intersection with County Road 193 in Le Flore County, Oklahoma. Based on the general plan and elevation sheet provided to us by the project engineer, the new bridge will be a rolled beam, three-span bridge with a 26 - clear roadway and traffic rails (TR3). 3. Subsurface Exploration The subsurface exploration was performed between December 3, 212 and February 8, 213. The exploration for the bridge consisted of four (4) structural borings advanced to depths ranging from 26 to 4 feet below the existing ground surface elevation. The borings were advanced using hollow stem augers in the overburden and a rock bit or double-walled, diamond bit core barrel in the bedrock. Representative soil samples were obtained using the standard penetration test (SPT) sampling 1

5 Bridge over Big Creek EST Project Number: 6289 Le Flore County, Oklahoma April 11, 213 procedures in general accordance with ASTM Specification D The sedimentary rock core samples were obtained using the wire-line coring techniques in general accordance with ASTM Specification D-2113 and AASHTO Specification T-255. The SPT process requires a split-barrel (two-piece) sampling tube be used to obtain soil samples. A 2-inch outside diameter sampling tube is hammered into the bottom of the boring with a 14-pound weight falling 3 inches. The number of blows required to advance the tube the last 12 inches of an 18-inch sampling interval or portion thereof, is recorded as the standard penetration resistance value, N. The in-situ relative density of granular soils, the consistency of cohesive soils, and the hardness of weathered bedrock can be estimated from the N value. The N values recorded for each test are shown on the attached boring logs at their relative sampling depths. In addition, the hardness of portions of the bedrock was evaluated using the Texas Highway Department cone penetration () test. The is a standard test developed by the Texas Highway Department to evaluate the strength and hardness of subsurface bearing materials for bridge foundations. The process requires use of a solid steel 3-inch diameter cone of standard dimensions attached to the drill rod. The cone is hammered at the bottom of the boring with a 14- pound weight falling 3-inches. After the cone is seated with 1 blows, the penetrations for two 5- blow intervals are recorded. If the number of blows to advance the cone six inches is less than 5, then the number of blows for the 6-inch interval is recorded. If the amount of penetration is less than 6 inches for 5 blows, the amount of penetration is recorded for the 5 blows. The number of blows with penetrations recorded for each test is shown on the attached boring logs at their relative test depths. A CME automatic drive hammer was used to advance the split-barrel sampler and. A greater mechanical efficiency is achieved with the automatic drive hammer when compared to a conventional safety drive hammer operated with a cathead and rope. The effect of this higher efficiency on the N values has been considered in our interpretation and analysis of the subsurface information provided with this report. The soil test borings were located in the field by EST personnel using the plans provided. The approximate locations of the borings have been identified and are shown on the boring location plan included in this report. The surface elevations at the boring locations were estimated by EST personnel using a level and rod. Benchmark #3 (cut X on top of the southeast wingwall of the existing bridge at station , feet right of the of the CL survey) with a given elevation of feet was used as the benchmark. 2

6 Bridge over Big Creek EST Project Number: 6289 Le Flore County, Oklahoma April 11, 213 As part of the drilling operations, an engineer prepared field boring logs. The engineer examined the samples retrieved during drilling operations and recorded a material description on the field boring logs. The split-barrel and auger samples were packaged in plastic bags to reduce moisture loss, tagged for identification and transported to our laboratory for further evaluation. The field boring logs also include visual classifications of the auger sample materials encountered during drilling and the driller s interpretation of the subsurface conditions between split-barrel samples. This report contains the final boring logs that represent modifications based on laboratory test results of the soil samples. 4. Subsurface Conditions 4.1 Site Geology The subject bridge is located in a geologic area best described as being part of the Atoka Unit (Pa). According to published materials (Engineering Classification of Geologic Materials, Division Two, 1966, Oklahoma Highway Department), the Atoka Unit consists dominantly of shale alternating with sandstones. The sandstones make up less than 25 percent of the unit. Near the base, the unit contains a relatively high proportion of sandstone which forms prominent ridges. The first ridge-forming sandstones occur 3 to 5 feet above the base. 4.2 Soil Conditions The near surface cohesive soils varied from medium stiff to hard in consistency. Cohesionless materials were generally dense to very dense in relative density. The sedimentary shale bedrock encountered in the borings exhibited SPT refusal (i.e., 5 blows for 6 inches or less of penetration) at depths indicated in the boring logs. It should be noted, that an approximately 12 inch thick seam was encountered in boring B-4 at a depth of approximately 5 feet. 4.3 Groundwater Groundwater was not encountered in any of the borings during or immediately after completion of the subsurface explorations. Once bedrock was encountered, a rock bit or diamond bit core barrel with water to wash and stabilize the borings was used to advance the borings to the required rock testing depths. As a result, water level observations are based on observation of the augered materials while drilling and the field Engineer s judgment of the samples retrieved during drilling operations. Groundwater level fluctuations and perched water conditions may occur due to seasonal variations in the amount of rainfall and other factors such as drainage characteristics. The possibility of groundwater level fluctuations should be considered during the preparation of construction plans. The borings were plugged in accordance with the Oklahoma Water Resources Board (OW) requirements. 3

7 Bridge over Big Creek EST Project Number: 6289 Le Flore County, Oklahoma April 11, Laboratory Evaluation All samples obtained from the project site were transferred to the EST laboratory in Moore, Oklahoma for laboratory processing and testing. Laboratory tests were performed on select soil samples in general accordance with their applicable ASTM test procedures. Laboratory tests included the natural moisture content (ASTM D2266), Atterberg limits (ASTM D4318), and sieve analysis (ASTM D2487), and unconfined compressive strength of the rock cores (ASTM D2938). The above test results can be found in the appropriate column of the boring logs included in appendix C of this report. 6. Evaluation and Recommendations End bearing steel H-piles can be used to support the abutments of the three-span bridge, and drilled piers can be used to support the interior spans. The following presents geotechnical recommendations concerning these and other geotechnical issues related to the project. 6.1 Driven Pile Foundations The proposed bridge abutments can be supported using end bearing steel H-piles. Driven piles will develop their capacity from end bearing in the bedrock. Because of the relatively high driving forces required to penetrate the bedrock, we recommend using low displacement piles such as H-piles. Piles should be spaced at minimum center-to-center distances equal to three times the maximum pile width. The estimated rock penetration and allowable foundation pile design capacities for HP 12X53 and HP 1X42 piles are shown in table I. It is important to note that variations in the overburden soils and in the depth and quality of the bedrock will occur with distance away from the soil borings. Therefore, we recommend the piles be driven until the maximum factored pile load is achieved. Additionally, an approximately 12 inch thick sandstone seam was encountered in boring B-4 at a depth of 5 feet. Because of the hardness and relatively high quality of the bedrock encountered, pilot holes may be required to obtain a satisfactory pile penetration into the bedrock. Probing of the bedrock during construction to verify its consistency is highly recommended. We recommend probing be extended to a depth no less than 4 times the shaft diameter or as directed by the resident engineer. 4

8 Bridge over Big Creek EST Project Number: 6289 Le Flore County, Oklahoma April 11, 213 Boring Number Table I Maximum Factored Pile Loads and Estimated Bedrock Penetrations Pile Type Proposed Three-Span Bridge over Big Creek Approx. Surface Elev.(feet) Le Flore County, Oklahoma Approx. Bedrock Elev.(feet) Estimated Pile Tip Elev. (feet) B-1 HP 1x HP 12x < 715.8* B-4 HP 1x HP 12x < 722.1* *The minimum tip elevation is based on a resistance factor of at least.75 ( See Table II) Maximum Pile Load (tons) 69.6 The above maximum factored loads must be verified through load testing the piles during construction. Depending on the load testing method utilized, the appropriate resistance factors as shown in table II below should be applied. Additionally, the 212 AASHTO LRFD Bridge Design Specifications should be followed for more information about the design and construction of driven piles. Nominal Bearing Resistance of Single Pille Dynamic Analysis and Static Load test Methods, φ dyn Table II Condition / Resistance Determination Driving criteria established by successful static load test of at least one pile per site condition and dynamic testing of at least two piles per site condition, but no less than 2% of the production piles Driving criteria by successful static load test of at least one pile per site condition without dynamic testing Driving established by dynamic testing conducted on 1% of production piles Driving criteria established by dynamic testing, quality control by dynamic testing of at least two piles per site condition, but no less than 2% of the production piles Wave equation analysis, without pile dynamic measurements or load test but with field confirmation of hammer performance FHWA-modified Gates dynamic pile formula (End of Drive condition only) Engineering News (as defined in Article ) dynamic pile formula (End of Drive condition only) Resistance Factor Notes: additional information about the use of these load factors can be found in Table of the 212 AASHTO LRFD Bridge Design Specifications

9 Bridge over Big Creek EST Project Number: 6289 Le Flore County, Oklahoma April 11, Drilled Shafts Drilled shaft foundations can be used to support the proposed interior spans of the bridge. Drilled pier foundations should extend through the overburden soils and bear in the bedrock encountered in the borings. The allowable design criteria for the drilled shaft foundations are displayed in table III. A minimum shaft diameter of at least 2 feet for drilled pier foundations should be constructed to use the design criteria listed. The table includes the allowable end bearing pressure and allowable side friction. The allowable end bearing pressure is the bearing pressure at the foundation bearing level in excess of the minimum surrounding overburden pressure. The allowable side friction value should only be used for that portion of the drilled pier that penetrates bedrock. Excavation of the overburden soils can be accomplished using an earth auger. However, rock teeth may be required to penetrate the bedrock. Based on the soil conditions observed in the test borings, we anticipate that casing may be required to prevent caving of the soils encountered at the site. A sufficient head of concrete having a slump of 5 to 7 inches should be maintained in the casing as it is being pulled to prevent an influx of soil and water into the excavation. Seepage of groundwater into the pier excavations should be anticipated and the need for dewatering or slurry construction procedures will depend on the actual groundwater and soil conditions at the time of construction. Any loose or sloughed material should be removed from the bottom of the drilled piers prior to placing concrete. If the shaft drilling equipment used is not capable of thoroughly cleaning the bearing surface, a larger shaft diameter may be required to permit sufficient cleaning. The drilled shafts, and all materials and construction procedures shall be in accordance with the Oklahoma Department of Transportation (ODOT), 29 Standard Specification for Highway Construction and the latest special provisions adopted by ODOT to supplement the Standard Specifications. Table III Maximum Allowable Capacities for Drilled Shafts Design and Recommended Bedrock Boring Number Penetrations for the Proposed Three-Span Bridge over Big Creek Surface Elev. (feet) Approx. Bedrock Elev. (feet) Le Flore County, Oklahoma Minimum Bearing Elevation (feet) Allowable Bearing Pressure (tsf) Allowable Side Friction (tsf) B < B < Note: The above allowable capacities have a factor of safety of 3 6

10 Bridge over Big Creek EST Project Number: 6289 Le Flore County, Oklahoma April 11, General This report was prepared for Circuit Engineering District 3 in reference to the proposed bridge over Big Creek to be located along County Road EW1546, approximately.8 miles east of the intersection with County Road 193 in Le Flore County. This report provides geotechnical recommendations based on the subsurface conditions encountered in the borings. The scope of services and recommendations contained in this report do not include any environmental assessment or identification of contaminated or hazardous materials. Any statements in this report or in the boring logs concerning suspicious odors, colors, irregular textures or abnormal conditions are for informational purpose only and have not been verified by the engineer or testing. Subsurface conditions may vary between borings. Therefore, we recommend EST be retained to provide construction testing and inspection. If variations appear during construction, it may be necessary to revise the recommendations contained in this report. However, EST warrants that the findings and recommendations contained herein have been made with generally accepted professional geotechnical practices in the local area. No other warranties are implied or expressed. 7

11 Bridge over Big Creek EST Project Number: 6289 Le Flore County, Oklahoma April 11, 213 Appendix A Boring Location Diagram

12 IS' _yj'iy&-~ [) D~O 7)-t ~~ ~... ~~I In :;; ii ::!le; o" ""111 o" u; I I '....,.,.,. \. \ ~ \ \. \ \ \ \ \ l l t I f I I I f l J -s -# w SR. \ \. \ ~,.,,.. ~ / :""~HJ7+6-4 / B ~~~T~ OGE ~ \ \ i r.r \ ~ Sra. 1 24"X3Q Hi.A' 1l w/-11 J + IJJ --l m ~ VJ D )> ".'.; z r1 f;; --l.j>.. """' """' (/) N N o:i l> ~ r (1) rr1 (.N BR IDGE OVER BIG CR EEK J (5), J/ P (4) CO UNTY ROA D EW-1546, LE FLORE CO UNTY, OK LAHOMA BOR IN G LO CATION DIAGRAM ' I 32 1 S. BERRY ROAD NORMAN, OK 7372 (45) CA# 3639 (PE/LS) EXP. DATE 6/3/14

13 Bridge over Big Creek EST Project Number: 6289 Le Flore County, Oklahoma April 11, 213 Appendix B Foundation Logs

14 74 BORING NO. B-1 STATION 17'17, 14' RIGHT OF CLS (DRILLED FEBRUARY ) SURFACE ELEVATION MEDIUM STIFF, RED-BROWN, SANDY LEAN CLAY VERY DENSE, OLIVE-GRAY, CLAYEY SAND WITH TRACES OF GRAVEL STIFF TO VERY STIFF, OLIVE-GRAY, SILT WITH GRAVEL SOFT TO MODERATELY HARD, GRAY, WEATHERED SHALE l'llth SANDSTONE SEAMS HARD, GRAY, WEATHERED SHALE WITH SANDSTONE SEAMS BOTTOM OF BORING BO - ss-1; N = 7: MC= 11.8%; RECOVERY= 4'' LL= 33; Pl= 14; #2 = 67.1% ss-2; N = 52: MC = 9.6%; RECOVERY = 18'' LL = 23; Pl = 9~ #2 = 49.6%; SS-3; N = 15: MC= 1.1%; RECOVERY= 18" LL =NP; Pl =NP; #2 = 81.7% ss-4 N = 11 /6 Q" 22/6 Q" 5/5 Q": MC = 8.2% 1 LL = 35; Pl = 13; #2 ~ 72.% ; = 5/3.63"; 5/2.38" ; 5/1.38"; 5/.63" ; 5/.13"; 5/.13" - -4; 5/.25"; 5/.13" - -5; 5/.13"; 5/." BORING NO. B-2 STATION 18-+, 33' RIGHT OF CLS (DRILLED DECEMBER 'i, 21 2l SURFACE ELEVATION HARD, OLIVE-GRAY, SANDY LEAN CLAY l'llth SANDSTONE GRAVEL SS-1; N = 41/6.''; 5/6.'':MC = 5. 7%; RECOVERY = LL = 26; Pl = 8; #2 = 5.9% ; = 5/1.5"; 5/1." SOFT TO MODERATELY HARD, GRAY, ; = 5/1.''~ 5/.38" WEATHERED SHALE WITH SANDSTONE SEAMS ; = 5/1.''; 5/.38" 75.3 HARD, GRAY, WEATHERED SHALE WITH ; = 5/.63"; 5/.19" SANDSTONE SEAMS BOTTOM OF BORING ; = 5/.75"; 5/.13" 12" SITE GEOLOGY THE SUBJECT BRIDGE IS LOCATED IN A GEOLOGIC AREA BEST DESCRIBED AS BEING PART OF THE ATOKA UNIT (pal. ACCORDING TO PUBLISHED MATERIALS (ENGINEERING CLASSIFICATION OF GEOLOGIC MATERIALS, DIVISION TWO, 1966, OKLAHOMA HIGHWAY DEPARTMENT), THE ATOKA UNIT CONSISTS DOMINANTLY OF SHALE ALTERNATING WITH SANDSTONES. THE SANDSTONES MAKE UP LESS THAN 25 PERCENT OF THE UNIT. NEAR THE BASE, THE UNIT CONTAINS A RELATIVELY HIGH PROPORTION OF SANDSTONE WHICH FORMS PROMINENT RIDGES. THE FIRST RIDGE-FORMING SANDSTONES OCCUR 3 TO 5 FEET ABOVE THE BASE. SS = SPLIT SPOON SAMPLER N = NUMBER OF BLOWS PER 12 INCHES MC = MOISTURE CONTENT LL = LIQUID LIMIT Pl = PLASTICITY INDEX #2 = PERCENT PASSING #2 SIEVE KP = TEXAS CONE PENETROMETER LEGEND DCD = DIAMOND CORE BARREL DRILLING UCS = UNCONFINED COMPRESSIVE STRENGTH DD = DRY DENSITY RQD = ROCK QUALITY DESIGNATION 'Sl- = WATER LEVEL WHILE DRILLING OR SAMPLING ~ = WATER LEVEL AFTER DRILLING Sf_ = WATER LEVEL 24 HOURS AFTER DRILLING NOTE: WATER LEVEL ELEVATIONS SHOWN WERE OBTAINED AT THE TIME THE BORINGS WERE DRILLED AND MAY FLUCTUATE THROUGHOUT THE YEAR. TO OBTAIN THE COMPLETE GEOTECHNICAL REPORT CONTACT THE BRIDGE DIVISION OF THE OKLAHOMA DEPARTMENT OF TRANSPORTATION AT (45l COUNTY ROAD EW1 546 OVER BIG CREEK FOUNDATION BORING LOGS <SHEET NO. 1 OF 2l LEFLORE COUNTY STATE JOB NO (LJJ SHEET NO. 1

15 BORING NO. B-3 ST A TION 19-8, 14' RIGHT OF CLS!DRILLED DECEMBER 4, 212) SURFACE ELEVATION HARD, OLIVE-GRAY, SANDY LEAN CLAY (AUGER SAMPLE TAKEN AT 7_5 FEETJ SOFT TO MODERATELY HARD, GRAY, WEATHERED SHALE WITH SANDSTONE SEAMS HARD, GRAY, WEATHERED SHALE WITH SANDSTONE SEAMS 722.LJO 78.9 SURFACE ELEVATION OLIVE-GRAY, SANDY LEAN CLAY WITH SANDSTONE GARVEL OLIVE-GRAY, SANDY LEAN CLAY WITH LIGHT BROWN SANDSTONE SEAMS, " THICK SANDSTONE SEAM AT 5 FEET THEN POORLY GRADED SAND WITH SANDSTONE GRAVEL 73.1 O DENSE, OLIVE-GRAY, POORLY GRADED SAND WITH SILT AND SS-1; N = 38: MC = 9.6%; RECOVERY= 18" SANDSTONE GRAVEL LL= 31; Pl= 11; #2 = 57.6% WELL CEMENTED, LIGHT BROWN, WEATHERED SANDSTONE WITH SHALE SEAMS SS-2; N = 25/6."; 5/6.": MC = 7.4%; RECOVERY = O'' LL = 33; Pl = 16; #2 = 65.3% LIGHT BROWN, WEATHERED SANDSTONE WITH SHALE SEAMS (HARD, THIN ; = 5/3.13"; 5/1.38" BEDDED, HIGHLY JOINTED, JOINT SPACING FROM <1 INCH TO 4 INCHES, -2; = 5/3.63"; 5/2.5" HIGHLY FRACTURED, ROD = 2% ; = 5/1.25"; 5/.63" ; = 5/.38"; 5/.13" ; = 5/.75"; 5/.25" GRAY, WEATHERED SHALE WITH SANDSTONE SEAMS (MODERATELY HARD, THIN BEDDED, HIGHLY JOINTED, RQD = %) DARK GRAY, WEATHERED SHALE (MODERATELY HARD, THIN BEDDED, HIGHLY JOINTED, ROD = %) BORING NO. B-4 STATION 1 9"12, 11 ' RIGHT OF CLS ID RILLED DECEMBER 3, 21 2) 711 _ BOTTOM OF BORING SS-1; N = 5/2.": MC= 8.9%; RECOVERY= 2" LL = 26; Pl = 8; #2 = 52.7% = 5/ SO" 5/ " DCD-1'. RECOVERY = "12" SS-2; N = 33: MC= 11.5%; RECOVERY= 1" 73 LL= NP; Pl= NP; #2 = 11.5% SS-3; N = 18/6."; 41 /6."; 5/3.": MC = 16.6%; RECOVERY = 15 LL= 31; Pl = 1; #2 = 72.1% ; = 5/.63; 5/.19" ; = 5/.6"; 5/.'' DCD-2; RECOVERY= 48 'i USC= psf; DD= pcf DCD-3; RECOVERY= 48 ';USC= psf; DD= pcf DCD-4; RECOVERY = 6'' DCD-5; RECOVERY = 6'' BOTTOM OF BORING ; = 5/.75"; 5/." SITE GEOLOGY THE SUBJECT BRIDGE IS LOCATED IN A GEOLOGIC AREA BEST DESCRIBED AS BEING PART OF THE ATOKA UNIT (PAl. ACCORDING TO PUBLISHED MATERIALS (ENGINEERING CLASSIFICATION OF GEOLOGIC MATERIALS, DIVISION TWO, 1966, OKLAHOMA HIGHWAY DEPARTMENTJ, THE ATOKA UNIT CONSISTS DOMINANTLY OF SHALE ALTERNATING WITH SANDSTONES. THE SANDSTONES MAKE UP LESS THAN 25 PERCENT OF THE UNIT. NEAR THE BASE, THE UNIT CONTAINS A RELATIVELY HIGH PROPORTION OF SANDSTONE WHICH FORMS PROMINENT RIDGES. THE FIRST RIDGE-FORMING SANDSTONES OCCUR 3 TO 5 FEET ABOVE THE BASE. SS = SPLIT SPOON SAMPLER N = NUMBER OF BLOWS PER 12 INCHES MC = MOISTURE CONTENT LL = LIQUID LIMIT Pl = PLASTICITY INDEX #2 = PERCENT PASSING #2 SIEVE KP = TEXAS CONE PENETROMETER LEGEND DCD = DIAMOND CORE BARREL DRILLING UCS = UNCONFINED COMPRESSIVE STRENGTH DD = DRY DENSITY ROD = ROCK QUALITY DESIGNATION 'Sl- = WATER LEVEL WHILE DRILLING OR SAMPLING ~ = WATER LEVEL AFTER DRILLING Sf_ = WATER LEVEL 24 HOURS AFTER DRILLING NOTE: WATER LEVEL ELEVATIONS SHOWN WERE OBTAINED AT THE TIME THE BORINGS WERE DRILLED AND MAY FLUCTUATE THROUGHOUT THE YEAR. TO OBTAIN THE COMPLETE GEOTECHNICAL REPORT CONTACT THE BRIDGE DIVISION OF THE OKLAHOMA DEPARTMENT OF TRANSPORTATION AT (45l COUNTY ROAD EW1 546 OVER BIG CREEK FOUNDATION BORING LOGS <SHEET NO. 2 OF 2l LEFLORE COUNTY STATE JOB NO (LJJ SHEET NO. 2

16 Bridge over Big Creek EST Project Number: 6289 Le Flore County, Oklahoma April 11, 213 Appendix C Boring Logs

17 BORING LOG CLIENT: Circuit Engineering District #3 LOCATION: County Road EW-1546, Le Flore County, Oklahoma BORING NO. B-1 ENGINEER: EST, Inc. PROJECT: Bridge over Big Creek, J/P 28616(4) SAMPLES PAGE 1 OF 2 TESTS GRAPHICS LOG LAYER / MATERIAL DESCRIPTION Station= 17+47, 14' RT of CLS Surface Elev. = feet VegetationThickness : 1" Grass Cover DEPTH, FT. USCS SYMBOL NUMBER TYPE RECOVERY, IN. SPT- N BLOWS / FT. MOISTURE, % DRY DENSITY, PCF UNCONFINED STRENGTH, PSF LIMITS (LL) (PL) INDEXES (PI) #2 SIEVE HS MEDIUM STIFF, RED-BROWN, SANDY LEAN CLAY 5 CL 1 SS LL = 33 PL = 19 PI = 14 -#2 = 67.1% El. = HS VERY DENSE, OLIVE-GRAY, CLAYEY SAND WITH TRACES OF GRAVEL 1 SC 2 SS LL = 23 PL = 14 PI = 9 -#2 = 49.6% El. = HS STIFF TO VERY STIFF, OLIVE-GRAY, SILT WITH GRAVEL 15 ML 3 SS HS LL = NP PL = NP PI = NP -#2 = 81.7% El. = SS 17 11/6." 22/6." 5/5." 5/3.63" 5/2.38" 8.2 LL = 35 PL = 22 PI = 13 -#2 = 72.% L:\GEOTECH\2KEPSL~2\6WAZKU~M\GINT\6289.GPJ FIRE REMARKS: SOFT TO MODERATELY HARD, GRAY, WEATHERED SHALE WITH SANDSTONE SEAMS El. = 79.8 HARD, GRAY, WEATHERED SHALE WITH SOIL AND ROCK CLASSIFICATIONS ARE FROM DISTUED SAMPLES. CORE SAMPLES AND FURTHER LABORATORY TESTING MAY 2 REVEAL OTHER ROCK AND/OR SOIL TYPES. THE STRATIFICATION SHOWN IN THE SOIL AND ROCK ABOVE IS AN ESTIMATION OF IN-SITU CONDITIONS. THEREFORE, THE NATURAL TRANSITION BETWEEN SOIL AND ROCK TYPES MAY BE GRADUAL. * ESTIMATED FROM POCKET PENETROMETER 321 S. Berry Road Norman, OK 7372 (OFF.) (45) (FAX) (45) WATER LEVEL OBSERVATIONS None-WD None-AB BORING STARTED BORING COMPLETED RIG 5/1.38" 5/.63" CME-75 APPROVED A.D. 2/8/13 2/8/13 FOREMAN JOB# 6289 R.J.

18 BORING LOG CLIENT: Circuit Engineering District #3 LOCATION: County Road EW-1546, Le Flore County, Oklahoma BORING NO. B-1 ENGINEER: EST, Inc. PROJECT: Bridge over Big Creek, J/P 28616(4) SAMPLES PAGE 2 OF 2 TESTS GRAPHICS LOG LAYER / MATERIAL DESCRIPTION Station= 17+47, 14' RT of CLS (Continued) SANDSTONE SEAMS DEPTH, FT. USCS SYMBOL NUMBER 3 TYPE RECOVERY, IN. SPT- N BLOWS / FT. 5/.13" 5/.13" MOISTURE, % DRY DENSITY, PCF UNCONFINED STRENGTH, PSF LIMITS (LL) (PL) INDEXES (PI) #2 SIEVE HARD, GRAY, WEATHERED SHALE WITH SANDSTONE SEAMS (continued) /.25" 5/.13" Bottom of Boring at 4.4 feet El. = /.13" 5/." L:\GEOTECH\2KEPSL~2\6WAZKU~M\GINT\6289.GPJ FIRE REMARKS: SOIL AND ROCK CLASSIFICATIONS ARE FROM DISTUED SAMPLES. CORE SAMPLES AND FURTHER LABORATORY TESTING MAY REVEAL OTHER ROCK AND/OR SOIL TYPES. THE STRATIFICATION SHOWN IN THE SOIL AND ROCK ABOVE IS AN ESTIMATION OF IN-SITU CONDITIONS. THEREFORE, THE NATURAL TRANSITION BETWEEN SOIL AND ROCK TYPES MAY BE GRADUAL. * ESTIMATED FROM POCKET PENETROMETER 321 S. Berry Road Norman, OK 7372 (OFF.) (45) (FAX) (45) WATER LEVEL OBSERVATIONS BORING STARTED BORING COMPLETED 2/8/13 None-WD None-AB 2/8/13 RIG CME-75 APPROVED A.D. FOREMAN JOB# 6289 R.J.

19 BORING LOG CLIENT: Circuit Engineering District #3 LOCATION: County Road EW-1546, Le Flore County, Oklahoma BORING NO. B-2 ENGINEER: EST, Inc. PROJECT: Bridge over Big Creek, J/P 28616(4) SAMPLES PAGE 1 OF 1 TESTS GRAPHICS LOG LAYER / MATERIAL DESCRIPTION Station= 18+, 33' RT of CLS Surface Elev. = feet VegetationThickness : None DEPTH, FT. USCS SYMBOL NUMBER TYPE RECOVERY, IN. SPT- N BLOWS / FT. MOISTURE, % DRY DENSITY, PCF UNCONFINED STRENGTH, PSF LIMITS (LL) (PL) INDEXES (PI) #2 SIEVE HARD, OLIVE-GRAY, SANDY LEAN CLAY WITH SANDSTONE GRAVEL HS El. = SS 12 41/6." 5/6." 5/1.5" 5/1." 5.7 LL = 26 PL = 18 PI = 8 -#2 = 5.9% L:\GEOTECH\2KEPSL~2\6WAZKU~M\GINT\6289.GPJ FIRE REMARKS: SOFT TO MODERATELY HARD, GRAY, WEATHERED SHALE WITH SANDSTONE SEAMS El. = 75.3 HARD, GRAY, WEATHERED SHALE WITH SANDSTONE SEAMS Bottom of Boring at 26.1 feet El. = SOIL AND ROCK CLASSIFICATIONS ARE FROM DISTUED SAMPLES. CORE SAMPLES AND FURTHER LABORATORY TESTING MAY REVEAL OTHER ROCK AND/OR SOIL TYPES. THE STRATIFICATION SHOWN IN THE SOIL AND ROCK ABOVE IS AN ESTIMATION OF IN-SITU CONDITIONS. THEREFORE, THE NATURAL TRANSITION BETWEEN SOIL AND ROCK TYPES MAY BE GRADUAL. * ESTIMATED FROM POCKET PENETROMETER 321 S. Berry Road Norman, OK 7372 (OFF.) (45) (FAX) (45) WATER LEVEL OBSERVATIONS None-WD None-AB RIG 5/1." 5/.38" 5/1." 5/.38" 5/.63" 5/.19" 5/.75" 5/.13" BORING STARTED BORING COMPLETED CME-85 APPROVED A.D. 12/4/12 JOB# 12/4/12 FOREMAN 6289 W.N.

20 BORING LOG CLIENT: Circuit Engineering District #3 LOCATION: County Road EW-1546, Le Flore County, Oklahoma BORING NO. B-3 ENGINEER: EST, Inc. PROJECT: Bridge over Big Creek, J/P 28616(4) SAMPLES PAGE 1 OF 2 TESTS GRAPHICS LOG LAYER / MATERIAL DESCRIPTION Station= 19+8, 14' RT of CLS Surface Elev. = feet VegetationThickness : None DEPTH, FT. USCS SYMBOL NUMBER TYPE RECOVERY, IN. SPT- N BLOWS / FT. MOISTURE, % DRY DENSITY, PCF UNCONFINED STRENGTH, PSF LIMITS (LL) (PL) INDEXES (PI) #2 SIEVE HARD, OLIVE-GRAY, SANDY LEAN CLAY (AUGER SAMPLE TAKEN AT 7.5 FEET) El. = CL HS SS HS SS /6." 5/6." 5/3.13" 5/1.38" LL = 31 PL = 2 PI = 11 -#2 = 57.6% LL = 33 PL = 17 PI = 16 -#2 = 65.3% SOFT TO MODERATELY HARD, GRAY, WEATHERED SHALE WITH SANDSTONE SEAMS /3.63" 5/2.5" El. = /1.25" 5/.63" L:\GEOTECH\2KEPSL~2\6WAZKU~M\GINT\6289.GPJ FIRE REMARKS: HARD, GRAY, WEATHERED SHALE WITH SANDSTONE SEAMS 4 5 SOIL AND ROCK CLASSIFICATIONS ARE FROM DISTUED SAMPLES. CORE SAMPLES AND FURTHER LABORATORY TESTING MAY REVEAL OTHER ROCK AND/OR SOIL TYPES. THE STRATIFICATION SHOWN IN THE SOIL AND ROCK ABOVE IS AN ESTIMATION OF IN-SITU CONDITIONS. THEREFORE, THE NATURAL TRANSITION BETWEEN SOIL AND ROCK TYPES MAY BE GRADUAL. * ESTIMATED FROM POCKET PENETROMETER 321 S. Berry Road Norman, OK 7372 (OFF.) (45) (FAX) (45) WATER LEVEL OBSERVATIONS None-WD None-AB BORING STARTED BORING COMPLETED RIG 5/.38" 5/.13" 5/.75" 5/.25" CME-85 APPROVED A.D. 12/3/12 12/4/12 FOREMAN JOB# 6289 W.N.

21 BORING LOG CLIENT: Circuit Engineering District #3 LOCATION: County Road EW-1546, Le Flore County, Oklahoma BORING NO. B-3 ENGINEER: EST, Inc. PROJECT: Bridge over Big Creek, J/P 28616(4) SAMPLES PAGE 2 OF 2 TESTS GRAPHICS LOG LAYER / MATERIAL DESCRIPTION Station= 19+8, 14' RT of CLS (Continued) HARD, GRAY, WEATHERED SHALE WITH SANDSTONE SEAMS (continued) El. = Bottom of Boring at 32.9 feet DEPTH, FT. 35 USCS SYMBOL NUMBER 6 TYPE RECOVERY, IN. SPT- N BLOWS / FT. 5/.75" 5/." MOISTURE, % DRY DENSITY, PCF UNCONFINED STRENGTH, PSF LIMITS (LL) (PL) INDEXES (PI) #2 SIEVE L:\GEOTECH\2KEPSL~2\6WAZKU~M\GINT\6289.GPJ FIRE REMARKS: 321 S. Berry Road Norman, OK 7372 (OFF.) (45) (FAX) (45) None-WD 6 SOIL AND ROCK CLASSIFICATIONS ARE FROM DISTUED SAMPLES. CORE SAMPLES AND FURTHER LABORATORY TESTING MAY REVEAL OTHER ROCK AND/OR SOIL TYPES. THE STRATIFICATION SHOWN IN THE SOIL AND ROCK ABOVE IS AN ESTIMATION OF IN-SITU CONDITIONS. THEREFORE, THE NATURAL TRANSITION BETWEEN SOIL AND ROCK TYPES MAY BE GRADUAL. * ESTIMATED FROM POCKET PENETROMETER WATER LEVEL OBSERVATIONS None-AB BORING STARTED BORING COMPLETED RIG CME-85 APPROVED A.D. 12/3/12 12/4/12 FOREMAN JOB# 6289 W.N.

22 BORING LOG BORING NO. B-4 CLIENT: Circuit Engineering District #3 LOCATION: County Road EW-1546, Le Flore County, Oklahoma ENGINEER: EST, Inc. PROJECT: Bridge over Big Creek, J/P 28616(4) SAMPLES PAGE 1 OF 2 TESTS GRAPHICS LOG LAYER / MATERIAL DESCRIPTION Station= 19+42, 11' LT of CLS Surface Elev. = 74.1 feet VegetationThickness : 5" Grass Cover DEPTH, FT. USCS SYMBOL NUMBER TYPE RECOVERY, IN. SPT- N BLOWS / FT. MOISTURE, % DRY DENSITY, PCF UNCONFINED STRENGTH, PSF LIMITS (LL) (PL) INDEXES (PI) #2 SIEVE OLIVE-GRAY, SANDY LEAN CLAY WITH SANDSTONE GRAVEL HS L:\GEOTECH\2KEPSL~2\6WAZKU~M\GINT\6289.GPJ FIRE REMARKS: El. = OLIVE-GRAY, SANDY LEAN CLAY WITH LIGHT BROWN SANDSTONE SEAMS, 12" THICK SANDSTONE SEAM AT 5 FEET THEN POORLY GRADED SAND WITH SANDSTONE GRAVEL El. = 73.1 DENSE, OLIVE-GRAY, POORLY GRADED SAND WITH SILT AND SANDSTONE GRAVEL El. = WELL CEMENTED, LIGHT BROWN, WEATHERED SANDSTONE WITH SHALE SEAMS El. = LIGHT BROWN, WEATHERED SANDSTONE WITH SHALE SEAMS (HARD, THIN BEDDED, HIGHLY JOINTED, JOINT SPACING FROM <1 INCH TO 4 INCHES, HIGHLY FRACTURED, RQD = 33%) El. = GRAY, WEATHERED SHALE WITH SANDSTONE SEAMS (MODERATELY HARD, THIN BEDDED, HIGHLY JOINTED, RQD = 53%) El. = /2." 5/.5" 5/." 33 18/6." 41/6." 5/3." 5/.63 5/.19" 5/.6" 5/." BORING COMPLETED A.D SOIL AND ROCK CLASSIFICATIONS ARE FROM DISTUED SAMPLES. CORE SAMPLES AND FURTHER LABORATORY TESTING MAY REVEAL OTHER ROCK AND/OR SOIL TYPES. THE STRATIFICATION SHOWN IN THE SOIL AND ROCK ABOVE IS AN ESTIMATION OF IN-SITU CONDITIONS. THEREFORE, THE NATURAL TRANSITION BETWEEN SOIL AND ROCK TYPES MAY BE GRADUAL. * ESTIMATED FROM POCKET PENETROMETER 321 S. Berry Road Norman, OK 7372 (OFF.) (45) (FAX) (45) WATER LEVEL OBSERVATIONS None-WD None-AB SS DCD SS HS SS DCD DCD BORING STARTED RIG CME-85 APPROVED 12/3/12 FOREMAN JOB# 12/3/ LL = 26 PL = 18 PI = 8 -#2 = 52.7% LL = NP PL = NP PI = NP -#2 = 11.5% LL = 31 PL = 21 PI = 1 -#2 = 72.1% W.N.

23 BORING LOG CLIENT: Circuit Engineering District #3 LOCATION: County Road EW-1546, Le Flore County, Oklahoma BORING NO. B-4 ENGINEER: EST, Inc. PROJECT: Bridge over Big Creek, J/P 28616(4) SAMPLES PAGE 2 OF 2 TESTS GRAPHICS LOG LAYER / MATERIAL DESCRIPTION Station= 19+42, 11' LT of CLS (Continued) DEPTH, FT. USCS SYMBOL NUMBER TYPE RECOVERY, IN. SPT- N BLOWS / FT. MOISTURE, % DRY DENSITY, PCF UNCONFINED STRENGTH, PSF LIMITS (LL) (PL) INDEXES (PI) #2 SIEVE DARK GRAY, WEATHERED SHALE (MODERATELY HARD, THIN BEDDED, HIGHLY JOINTED, RQD = %) (continued) 4 DCD 6 El. = DARK GRAY, WEATHERED SHALE (MODERATELY HARD, THIN BEDDED, HIGHLY JOINTED, RQD = %) 35 5 DCD 6 El. = Bottom of Boring at 38.8 feet L:\GEOTECH\2KEPSL~2\6WAZKU~M\GINT\6289.GPJ FIRE REMARKS: 321 S. Berry Road Norman, OK 7372 (OFF.) (45) (FAX) (45) None-WD 6 SOIL AND ROCK CLASSIFICATIONS ARE FROM DISTUED SAMPLES. CORE SAMPLES AND FURTHER LABORATORY TESTING MAY REVEAL OTHER ROCK AND/OR SOIL TYPES. THE STRATIFICATION SHOWN IN THE SOIL AND ROCK ABOVE IS AN ESTIMATION OF IN-SITU CONDITIONS. THEREFORE, THE NATURAL TRANSITION BETWEEN SOIL AND ROCK TYPES MAY BE GRADUAL. * ESTIMATED FROM POCKET PENETROMETER WATER LEVEL OBSERVATIONS None-AB BORING STARTED BORING COMPLETED RIG CME-85 APPROVED A.D. 12/3/12 12/3/12 FOREMAN JOB# 6289 W.N.

24 Bridge over Big Creek EST Project Number: 6289 Le Flore County, Oklahoma April 11, 213 Appendix D General Notes Boring Acronym Library General Notes for Rock Classification

25 GENERAL NOTES Water levels measured in low permeability soils (clays & unfractured rock) may require long term observations and therefore, the depths shown may not be accurate. Sample Classification and Descriptions Soil Classification: The soil description and classification is based on the Unified Soil Classification System (USCS) unless noted otherwise Description Modifier: Trace - material slightly present in sample, less than 15% Rock: Rock samples are described according to the General Notes for Rock Classification Consistency of Fine-Grained Soils: Qu, Unconfined Compressive Strength (psf) SPT Consistency < 5-2 Very Soft 5-1, 2-5 Soft 1,1-2, 5-1 Medium 2,1-4, 1-2 Stiff 4,1-8, 2-3 Very Stiff 8,1-16, 3-6 Hard > 16, > 6 Very Hard Relative Density of Coarse-Grained Soils: N-Blows/ft. Relative Density -4 Very Loose 5-1 Loose Medium Dense 25-5 Dense 51-8 Very Dense 8+ Extremely Dense Grain Size Terminology: Major Component of Sample Boulders Cobbles Gravel Sand Silt or Clay Size Range Over 12 in. (35mm) 12 in. to 3 in. (3mm to 76mm) 3 in. to #4 sieve (75mm to 4.75mm) #4 to #2 sieve (4.75mm to.75mm) Passing #2 sieve (.75mm) EST, INC.

26 Boring Log Symbol Library BORING LOG ACRONYM LIBRARY SPT-N: Blow or strike count for the Standard Penetration Test or the Texas Cone Penetrometer Test. In general, the Standard Penetration Test N is the numbers of strikes required to advance a standard 2-inch outside diameter split-spoon a distance of 1-foot, or portion thereof, with a 14 pound hammer falling 3 inches. In general, the Texas Cone Penetrometer Test N is the numbers of strikes with penetration depths required to advance a solid steel three-inch diameter cone of standard dimensions with a17-pound weight falling 24-inches. Two 5 strike intervals or two 6-inch penetration intervals is recorded. WOH: Weight of Hammer WOR: Weight of Drilling Rod USCS Symbol: The Unified Soil Classification System Identification Symbol ATV: All-Terrain Vehicle Mounted Drill Rig EL: Elevation Lt: Left Rt: Right LL, PL, PI: Atterberg Limits (Liquid Limit, Plastic Limit, Plasticity Index) -#2: Percent Passing Standard No. 2 Sieve NP Non Plastic Drilling & Sampling Symbol Library AS: Auger Sample BS: Bucket Sample DB: Diamond Drilling Bit (Truck Rotary Drilling using air or water to remove cuttings) DCD: Diamond Core Barrel Drilling HA: Hand Auger HS: Hollow Stem Auger (Truck Rotary Drilling) PA: Power Auger (Truck Rotary Drilling) PM: Pressure Meter : Rock Bit (Truck Rotary Drilling using air or water to remove cuttings) RQD: Rock Quality Designation SS: Standard Penetration Test (Split-Spoon): a 1 3/8 inch I.D. and 2 O.D. tube, unless noted ST: Thin-Wall Tube Sample (Shelby Tube): a 3 O.D. tube, unless noted otherwise : Texas Cone Penetrometer Test WS: Wash Sample WB: Wash Bore Water Level Symbol Library AB: After Boring Complete DCI: Dry Cave In WCI: Wet Cave In WD: While Drilling : Water Level Depth From Boring Surface Elevation WS: While Sampling EST, INC.

27 GENERAL NOTES FOR ROCK CLASSIFICATION Igneous Rock Igneous rock is formed from the cooling process of molten material (magna) beneath the earth s surface (plutonic or intrusive rock) or from the rapid cooling at or near the earth s surface (volcanic or extrusive rock). The rate of cooling, mineral composition, and mode of deposition control the type, texture, and shape of Igneous rocks. However, the most common Igneous rocks are: Granite: Intrusive rock; very hard; generally coarse-grained; usually light colored (pink, red or gray); typically lighter weight than most rocks (specific gravity = 2.6); and for the most part composed of Quartz, Feldspar, and some dark minerals, usually Mica, crystalline texture; usually even-grained or grains are equal in size. Basalt: Extrusive rock; very hard; generally fine-grained; usually dark colored (green, gray, or black); typically heavier weight than most rocks (specific gravity = 2.9); and has a glassy texture. Sedimentary Rock Sedimentary rock is formed from the deposition of material (previous rock fragments, soil and minerals) by erosion or precipitation. The loose deposited material slowly hardens and develops into rock from the processes of compaction, cementation, and/or recrystallization. Sedimentary rocks are composted of cemented boulders, cobbles, gravels, sands, silts and clay size particles. The most common minerals composing Sedimentary rock are quartz, kaolinite, feldspar, mica, and iron oxides, together with those precipitated from solution such as carbonates (dolomite, calcite, and siderite) and the sulfates gypsum and anhydrite. The most common Sedimentary rocks are: Limestone: White to light gray or bluish-gray in color; crystalline to fine-grained texture; varies in hardness from soft to very hard; chiefly composed of calcium carbonate which will effervesce upon contact with dilute hydrochloric acid. Dolomite: Very similar to limestone. Usually harder than limestone and usually does not effervesce upon contact with dilute hydrochloric acid. However, will effervesce upon contact with dilute hydrochloric acid if in powered state. Shale: Light to dark colored; very fine-grained texture; composed of consolidated clay or silt; bedded in thin layers. Siltstone: Very similar to shale, but unlaminated. Usually more cemented and less cohesive to non-cohesive. Sandstone: Commonly light colored; coarse to fine-grained texture; composed of cemented sand size particles. Conglomerate: Varies in color; composed of boulder size material to silt, generally sand to cobble size; cemented together with various cementing agents. Chert: Light to dark colored; very fined-grained texture; common constituent of conglomerates; breaks conchoidally or into angular fragments; will scratch glass. Degree of Weathering Slight: Noted predominantly by color change with no disintegrated zones. May have slight decomposition of parent material at joints. Moderate: Noted by color change throughout and some decomposition. High: Noted by complete color change throughout, highly decomposed, may be extremely broken, general appearance approaching soil. EST, INC.