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Home My WebLink About20150394 Ver 1_Div7_GEO_BRDG0253_RevInventory_Summit_Feb14_20150423STATE N.C. STATE PROJECT REFERENCE NO. 17BP.7.R.63 NA 1 TOTAL SHEETS 17 STATE OF NORTH CAROLINA DEPARTMENT OF TRANSPORTATION DIVISION OF HIGHWAYS GEOTECHNICAL ENGINEERING UNIT STRUCTURE SUBSURFACE INVESTIGATION PROJ. REFERENCE NO. 17BP.7.R.63 COUNTY ALAMANCE F.A. PROJ. n/a PROJECT DESCRIPTION Bridge No. 253 on SR 1611 (Rumley Rd.) over Brickhouse Creek CONTENTS SHEET DESCRIPTION TITLE SHEET 2, 2A LEGEND 3 SITE PLAN 4-5 CROSS SECTIONS 6-17 BORE and CORE LOGS, CORE PHOTOS CAUTION NOTICE PERSONNEL A. May, EI L. Gonzalez —Castillo C. Husketh J. Terry INVESTIGATED BY B. Worley, P.G. CHECKED BY D. Dewey, P.E. SUBMITTED BY Summit Design and Engineering, PLLC DATE FEBRUARY, 2014 THE SUBSURFACE INFORMATION AND THE SUBSURFACE INVESTIGATION ON WHICH IT IS BASED WERE MADE FOR THE PURPOSE OF PREPARING THE SCOPE OF WORK TO BE INCLUDED IN THE REQUEST FOR PROPOSAL. THE VARIOUS FIELD BORING LOGS. ROCK CORES. AND SOIL TEST DATA AVAILABLE MAY BE REVIEWED OR INSPECTED IN RALEIGH BY CONTACTING THE N. C. DEPARTMENT OF TRANSPORTATION. GEOTECHNICAL ENGINEERING UNIT AT 1919) TOT-6850. THE SUBSURFACE PLANS AND REPORTS, FIELD BORING LOGS. ROCK CORES, AND SOIL TEST DATA ARE NOT PART OF THE CONTRACT. SOIL AND ROCK BOUNDARIES WITHIN A BOREHOLE ARE BASED ON GEOTECHNICAL INTERPRETATION UNLESS ENCOUNTERED IN A SAMPLE. INTERPRETED BOUNDARIES MAY NOT NECESSARILY REFLECT ACTUAL SUBSURFACE CONDITIONS BETWEEN SAMPLED STRA TA. AND BOREHOLE INFORMATION MAY NOT NECESSARILY REFLECT ACTUAL SUBSURFACE CONDITIONS BETWEEN BORINGS. THE LABORATORY SAMPLE DATA AND THE IN SITU UN -PLACE) TEST DATA CAN BE RELIED ON ONLY TO THE DEGREE OF RELIABILITY INHERENT IN THE STANDARD TEST METHOD. THE OBSERVED WATER LEVELS OR SOIL MOISTURE CONDITIONS INDICATED IN THE SUBSURFACE INVESTIGATIONS ARE AS RECORDED AT THE TIME OF THE INVESTIGATION. THESE WATER LEVELS OR SOIL MOISTURE CONDITIONS MAY VARY CONSIDERABLY WITH TIME ACCORDING TO CLIMATIC CONDITIONS INCLUDING TEMPERATURES. PRECIPITATION. AND WIND. AS WELL AS OTHER NON -CLIMATIC FACTORS. THE DEPARTMENT DOES NOT WARRANT OR GUARANTEE THE SUFFICIENCY OR ACCURACY OF THE INVESTIGATION MADE. OR OPINION OF THE DEPARTMENT AS TO THE TYPE OF MATERIALS AND CONDITIONS TO RE ENCOUNTERED. THE BIDDER OR CONTRACTOR 15 CAUTIONED TO MAKE SUCH INDEPENDENT SUBSURFACE INVESTIGATIONS AS HE DEEMS NECESSARY TO SATISFY HIMSELF AS TO CONDITIONS TO BE ENCOUNTERED ON THE PROJECT. THE CONTRACTOR SHALL HAVE NO CLAIM FOR ADDITIONAL COMPENSATION OR FOR AN EXTENSION OF TIME FOR ANY REASON RESULTING FROM THE ACTUAL CONDITIONS ENCOUNTERED AT THE SITE DIFFERING FROM THOSE INDICATED IN THE SUBSURFACE INFORMATION. NOTE - THE INFORMATION CONTAINED HEREIN IS NOT IMPLIED OR GUARANTEED 8Y THE N. C. DEPARTMENT OF TRANSPORTATION AS BEING ACCURATE NOR IT IS CONSIDERED TO BE PART OF THE PLANS. SPECIFICATIONS. OR CONTRACT FOR THE PROJECT. NOTE - BY HAVING REQUESTED THIS INFORMATION THE CONTRACTOR SPECIFICALLY WAIVES ANY CLAIMS FOR INCREASED COMPENSATION OR EXTENSION OF TIME BASED ON DIFFERENCES BETWEEN THE CONDITIONS INDICATED HEREIN AND THE ACTUAL CONDITIONS AT THE PROJECT SITE. DRAWN BY: B. Worley, P.G. and M. Brannon, PLS 0 SOIL DESCRIPTION SOIL LEGEND AND AASHTO CLASSIFICATION CONSISTENCY OR DENSENESS TEXTURE OR GRAIN SIZE SOIL M OISTURE - CORRELATION OF TERM S PLASTICITY COLOR SYMBOL CLASS. GENERAL CLASS. GROUP # 200 # 40 # 10 % PASSING PLASTIC INDEX LIQUID LIMIT GROUP INDEX MATERIALS OF MAJOR USUAL TYPES SUBGRADE AS A GEN. RATING ORGANIC MATERIALS A-1 A-3 A-2 A-4 A-5 A-6 A-7 A-3 A-1, A-2 A-6, A-7 A-4, A-5 A-1-a A-1-b A-2-4 A-2-5 A-2-6 A-2-7 A-7-6 A-7-5 SOILS GRANULAR SOILS CLAY SILT- PEAT M UCK, SAND FINE GRAVEL AND SAND SILTY OR CLAYEY SOILS SILTY SOILS CLAYEY MATTER ORGANIC AM OUNTS OF MODERATE LITTLE OR SOILS WITH SOILS ORGANIC HIGHLY EXCELLENT TO GOOD FAIR TO POOR POOR FAIR TO POOR UNSUITABLE PRIMARY SOIL TYPE CONSISTENCY COMPACTNESS OR 2 MATERIAL GRANULAR GENERALLY M ATERIAL SILT-CLAY GENERALLY VERY DENSE DENSE M EDIUM DENSE LOOSE VERY LOOSE HARD VERY STIFF STIFF M EDIUM STIFF SOFT VERY SOFT N/A >30 15 TO 30 8 TO 15 4 TO 8 2 TO 4 <2 OPENING (MM ) U.S. STD. SIEVE SIZE FINE SAND COARSE SAND BOULDER COBBLE GRAVEL SILT CLAY GRAIN SIZE MM IN. 0.25 (ATTERBERG LIMITS) SOIL M OISTURE SCALE DESCRIPTION FIELD M OISTURE GUIDE FOR FIELD MOISTURE DESCRIPTION (PI) RANGE PLASTIC LL PL OM SL LIQUID LIMIT PLASTIC LIMIT OPTIMUM MOISTURE SHRINKAGE LIM IT (SAT.) - SATURATED - - W ET - (W) - MOIST - (M) - DRY - (D) FROM BELOW THE GROUND W ATER TABLE USUALLY LIQUID; VERY WET, USUALLY ATTAIN OPTIMUM M OISTURE SEMISOLID; REQUIRES DRYING TO SOLID; AT OR NEAR OPTIMUM MOISTURE ATTAIN OPTIMUM M OISTURE REQUIRES ADDITIONAL WATER TO DRY STRENGTH HIGH PLASTICITY MED. PLASTICITY LOW PLASTICITY NONPLASTIC 26 OR M ORE 16-25 6-15 0-5 HIGH MEDIUM SLIGHT VERY LOW GRADATION POORLY GRADED) ANGULARITY OF GRAINS SUBANGULAR, SUBROUNDED, OR ROUNDED. M INERALOGICAL COM POSITION COM PRESSIBILITY HIGHLY COMPRESSIBLE MODERATELY COMPRESSIBLE SLIGHTLY COMPRESSIBLE GROUND W ATER EQUIPM ENT USED ON SUBJECT PROJECT UNIFORM - INDICATES THAT SOIL PARTICLES ARE ALL APPROXIM ATELY THE SAME SIZE. (ALSO 0.005 40 0.42 0.25 60 200 270 4.76 4 10 2.00 0.075 0.053 (TONS/FT ) COM PRESSIVE STRENGTH RANGE OF UNCONFINED <0.25 0.25 TO 0.50 2 TO 4 >4 1 TO 2 0.052.0 (N-VALUE) PENETRATION RESISTENCE RANGE OF STANDARD PLASTICITY INDEX (PI) M ODIFIERS SUCH AS LIGHT, DARK, STREAKED, ETC. ARE USED TO DESCRIBE APPEARANCE. (F SD.) (BLDR.)(COB.)(GR.)(CSE. SD.)(SL.)(CL.) (NON-COHESIVE) (COHESIVE) M ISCELLANEOUS SYM BOLS PERCENTAGE OF M ATERIAL HIGHLY SOME LITTLE TRACE 35% AND ABOVE 20 - 35% 10 - 20% 1 - 10% OTHER MATERIAL >10% 5 - 10% 3 - 5% 2 - 3% SOILS GRANULAR HIGHLY ORGANIC M ODERATELY ORGANIC LITTLE ORGANIC MATTER TRACE OF ORGANIC MATTER ORGANIC MATERIAL ABBREVIATIONS W ATER LEVEL IN BORE HOLE IMMEDIATELY AFTER DRILLING PW W HENEVER THEY ARE CONSIDERED OF SIGNIFICANCE. M INERAL NAM ES SUCH AS QUARTZ, FELDSPAR, MICA, TALC, KAOLIN, ETC. ARE USED IN DESCRIPTIONS REVISED 09/23/09 SHEET NO. 2 NORTH CAROLINA DEPARTMENT OF TRANSPORTATION DIVISION OF HIGHWAYS GEOTECHNICAL ENGINEERING UNIT SOIL AND ROCK LEGEND, TERMS, SYMBOLS, AND ABBREVIATIONS VERY STIFF, GRAY, SILTY CLAY, MOIST WITH INTERBEDDED FINE SAND LAYERS, HIGHLY PLASTIC, A-7-6 ( 35% PASSING #200) GRANULAR M ATERIALS ( 35% PASSING #200) SILT-CLAY MATERIALS 15 MX 30 MX 50 MX 25 MX 50 MX 10 MX 51 MN 35 MX 35 MX 35 MX 35 MX 36 MN 36 MN 36 M N 36 MN 6 MX 10 MX 40 MX 10 MX 41 MN 11 MN 40 MX 11 MN 41 MN 10 MX 41 MN 11 MN 41 M N 11 MN 40 MX 10 MX 40 MX 0 0 0 4 MX 8 MX 12 M X 16 MX No MX NP SAND GRAVEL, AND STONE FRAGS. PI OF A-7-5 SUBGROUP IS LL - 30 ; PI OF A-7-6 SUBGROUP IS LL - 30 0.5 TO 1.0 75 3 305 12 WELL GRADED - INDICATES A GOOD REPRESENTATION OF PARTICLE SIZES FROM FINE TO COARSE. GAP-GRADED - INDICATES A M IXTURE OF UNIFORM PARTICLES OF TWO OR M ORE SIZES. THE ANGULARITY OR ROUNDNESS OF SOIL GRAINS IS DESIGNATED BY THE TERMS ANGULAR, >20% 12 - 20% 5 - 12% 3 - 5% SOILS SILT - CLAY 24STATIC WATER LEVEL AFTER HOURS PERCHED WATER, SATURATED ZONE, OR WATER BEARING STRATA SPRING OR SEEP HAMM ER TYPE: AUTOM ATIC MANUAL ADVANCING TOOLS: CLAY BITS 6" CONTINUOUS FLIGHT AUGER 8" HOLLOW AUGERS HARD FACED FINGER BITS TUNG.-CARBIDE INSERTS CASING TRICONE TRICONE CORE BIT W/ ADVANCER " STEEL TEETH " TUNG.-CARB. CORE SIZE: -B -N -H HAND TOOLS: POST HOLE DIGGER HAND AUGER SOUNDING ROD VANE SHEAR TEST DRILL UNITS: MOBILE B- BK-51 CME-550 PORTABLE HOIST CME-450 DESCRIPTIONS MAY INCLUDE COLOR OR COLOR COM BINATIONS (TAN, RED, YELLOW-BROW N, BLUE-GRAY). AS MINERALOGICAL COMPOSITION, ANGULARITY, STRUCTURE, PLASTICITY, ETC. EXAMPLE: CONSISTENCY, COLOR, TEXTURE, MOISTURE, AASHTO CLASSIFICATION, AND OTHER PERTINENT FACTORS SUCH CLASSIFICATION IS BASED ON THE AASHTO SYSTEM. BASIC DESCRIPTIONS GENERALLY SHALL INCLUDE: 100 BLOW S PER FOOT ACCORDING TO STANDARD PENETRATION TEST (AASHTO T206, ASTM D-1586). SOIL THAT CAN BE PENETRATED WITH A CONTINUOUS FLIGHT POWER AUGER, AND YIELD LESS THAN SOIL IS CONSIDERED TO BE THE UNCONSOLIDATED, SEMI-CONSOLIDATED, OR WEATHERED EARTH MATERIALS PROJECT REFERENCE NO. LIQUID LIMIT GREATER THAN 50 LIQUID LIMIT EQUAL TO 31-50 LIQUID LIMIT LESS THAN 31 x x 2 • x >50 30 TO 50 10 TO 30 4 TO 10 <4 SOIL SYMBOL INFERRED SOIL BOUNDARY TEST BORING AUGER BORING CORE BORING INSTALLATION PIEZOM ETER INSTALLATION SLOPE INDICATOR L L L M ONITORING W ELL MW SPT DPT VST DMT PMT ALLUVIAL SOIL BOUNDARY INFERRED ROCK LINE SPT N-VALUE SPT REFUSALREF SOUNDING ROD 25/025 ROCK STRUCTURES DIP & DIP DIRECTION OF WITH SOIL DESCRIPTION ROADWAY EMBANKMENT (RE) THAN ROADWAY EM BANKM ENT ARTIFICIAL FILL (AF) OTHER CONE PENETROMETER TEST CL. - CLAY CSE. - COARSE FOSS. - FOSSILIFEROUS MED. - M EDIUM - MOISTURE CONTENT SL. - SILT, SILTY SLI. - SLIGHTLY TCR - TRICONE REFUSAL BT - BORING TERMINATED FRAGS. - FRAGMENTS VST - VANE SHEAR TEST DPT - DYNAMIC PENETRATION TEST CPT - CONE PENETRATION TEST DMT - DILATOMETER TEST PMT - PRESSUREM ETER TEST SD. - SAND, SANDYe -VOID RATIO MICA. - MICACEOUS MOD. - M ODERATELY NP - NON PLASTIC SAP. - SAPROLITIC d - DRY UNIT WEIGHT - UNIT WEIGHT AR - AUGER REFUSAL F - FINE V - VERY w FRAC. - FRACTURED, FRACTURES WEA. - WEATHERED ORG. - ORGANIC HI. - HIGHLY SAMPLE ABBREVIATIONS SS - SPLIT SPOON S - BULK ST - SHELBY TUBE RS - ROCK RT - RECOMPACTED TRIAXIAL RATIO CBR - CALIFORNIA BEARING W/ CORE TEST BORING x x Q 17BP.7.R.63 (Bridge 253) x NOTES: REVISED ROCK DESCRIPTION ROCK (WR) W EATHERED ROCK (CR) CRYSTALLINE ROCK (NCR) NON-CRYSTALLINE (CP) SEDIM ENTARY ROCK COASTAL PLAIN VERY HARD HARD SOFT ROCK HARDNESS FRACTURE SPACING BEDDING THINLY LAMINATED THICKLY LAMINATED VERY THINLY BEDDED THINLY BEDDED THICKLY BEDDED VERY THICKLY BEDDED < 0.008 FEET 0.008 - 0.03 FEET 0.03 - 0.16 FEET 0.16 - 1.5 FEET 1.5 - 4 FEET > 4 FEET INDURATION FRIABLE MODERATELY INDURATED INDURATED EXTREMELY INDURATED COMPLETE GNEISS, GABBRO, SCHIST, ETC. W OULD YIELD SPT REFUSAL IF TESTED. ROCK TYPE INCLUDES GRANITE, FINE TO COARSE GRAIN IGNEOUS AND M ETAMORPHIC ROCK THAT INCLUDES PHYLLITE, SLATE, SANDSTONE, ETC. SEDIMENTARY ROCK THAT WOULD YEILD SPT REFUSAL IF TESTED. ROCK TYPE FINE TO COARSE GRAIN METAM ORPHIC AND NON-COASTAL PLAIN SHELL BEDS, ETC. SPT REFUSAL. ROCK TYPE INCLUDES LIMESTONE, SANDSTONE, CEMENTED COASTAL PLAIN SEDIMENTS CEMENTED INTO ROCK, BUT MAY NOT YIELD (SEV.) SEVERE (MOD. SEV.) SEVERE MODERATELY (MOD.) MODERATE WITH FRESH ROCK. DULL SOUND UNDER HAMMER BLOWS AND SHOWS SIGNIFICANT LOSS OF STRENGTH AS COMPARED GRANITOID ROCKS, M OST FELDSPARS ARE DULL AND DISCOLORED, SOM E SHOW CLAY. ROCK HAS SIGNIFICANT PORTIONS OF ROCK SHOW DISCOLORATION AND W EATHERING EFFECTS. IN (SLI.) SLIGHT CRYSTALS ARE DULL AND DISCOLORED. CRYSTALLINE ROCKS RING UNDER HAMMER BLOWS. 1 INCH. OPEN JOINTS MAY CONTAIN CLAY. IN GRANITOID ROCKS SOM E OCCASIONAL FELDSPAR ROCK GENERALLY FRESH, JOINTS STAINED AND DISCOLORATION EXTENDS INTO ROCK UP TO FRESH HAMMER IF CRYSTALLINE. ROCK FRESH, CRYSTALS BRIGHT, FEW JOINTS MAY SHOW SLIGHT STAINING. ROCK RINGS UNDER VERY CLOSE CLOSE MODERATELY CLOSE WIDE VERY W IDE LESS THAN 0.16 FEET 0.16 TO 1 FEET 1 TO 3 FEET 3 TO 10 FEET MORE THAN 10 FEET HARD MODERATELY HARD M EDIUM SOFT VERY TO DETACH HAND SPECIMEN. CAN BE SCRATCHED BY KNIFE OR PICK ONLY WITH DIFFICULTY. HARD HAMM ER BLOWS REQUIRED PIECES CAN BE BROKEN BY FINGER PRESSURE. FROM CHIPS TO SEVERAL INCHES IN SIZE BY M ODERATE BLOW S OF A PICK POINT. SMALL, THIN CAN BE GROVED OR GOUGED READILY BY KNIFE OR PICK. CAN BE EXCAVATED IN FRAGMENTS FINGERNAIL. OR MORE IN THICKNESS CAN BE BROKEN BY FINGER PRESSURE. CAN BE SCRATCHED READILY BY CAN BE CARVED WITH KNIFE. CAN BE EXCAVATED READILY W ITH POINT OF PICK. PIECES 1 INCH GENTLE BLOW BY HAM MER DISINTEGRATES SAM PLE. RUBBING WITH FINGER FREES NUMEROUS GRAINS; BREAKS EASILY WHEN HIT WITH HAMMER. GRAINS CAN BE SEPARATED FROM SAM PLE W ITH STEEL PROBE; DIFFICULT TO BREAK W ITH HAMMER. GRAINS ARE DIFFICULT TO SEPARATE W ITH STEEL PROBE; SAMPLE BREAKS ACROSS GRAINS. SHARP HAMM ER BLOWS REQUIRED TO BREAK SAMPLE; W EATHERING ALSO AN EXAMPLE. SCATTERED CONCENTRATIONS. QUARTZ MAY BE PRESENT AS DIKES OR STRINGERS. SAPROLITE IS ROCK REDUCED TO SOIL. ROCK FABRIC NOT DISCERNIBLE, OR DISCERNIBLE ONLY IN SM ALL AND FOR SEDIMENTARY ROCKS, INDURATION IS THE HARDENING OF THE M ATERIAL BY CEM ENTING, HEAT, PRESSURE, ETC. IF TESTED, WOULD YIELD SPT REFUSAL AND CAN BE EXCAVATED WITH A GEOLOGIST'S PICK. ROCK GIVES "CLUNK" SOUND WHEN STRUCK. AND DISCOLORED AND A MAJORITY SHOW KAOLINIZATION. ROCK SHOWS SEVERE LOSS OF STRENGTH ALL ROCK EXCEPT QUARTZ DISCOLORED OR STAINED. IN GRANITOID ROCKS, ALL FELDSPARS DULL TERM S AND DEFINITIONS 09/23/09 SLIP PLANE. SLICKENSIDE - POLISHED AND STRIATED SURFACE THAT RESULTS FROM FRICTION ALONG A FAULT OR INTERVENING IM PERVIOUS STRATUM. PERCHED WATER - WATER MAINTAINED ABOVE THE NORMAL GROUND W ATER LEVEL BY THE PRESENCE OF AN SOILS USUALLY INDICATES POOR AERATION AND LACK OF GOOD DRAINAGE. M OTTLED (MOT.) - IRREGULARLY MARKED WITH SPOTS OF DIFFERENT COLORS. MOTTLING IN LENS - A BODY OF SOIL OR ROCK THAT THINS OUT IN ONE OR MORE DIRECTIONS. ITS LATERAL EXTENT. LEDGE - A SHELF-LIKE RIDGE OR PROJECTION OF ROCK W HOSE THICKNESS IS SMALL COMPARED TO JOINT - FRACTURE IN ROCK ALONG WHICH NO APPRECIABLE MOVEMENT HAS OCCURRED. PARENT M ATERIAL. FLOAT - ROCK FRAGM ENTS ON SURFACE NEAR THEIR ORIGiNAL POSITION AND DISLODGED FROM FISSILE - A PROPERTY OF SPLITTING ALONG CLOSELY SPACED PARALLEL PLANES. SIDES RELATIVE TO ONE ANOTHER PARALLEL TO THE FRACTURE. FAULT - A FRACTURE OR FRACTURE ZONE ALONG WHICH THERE HAS BEEN DISPLACEM ENT OF THE THE LINE OF DIP, MEASURED CLOCKW ISE FROM NORTH. DIP DIRECTION (DIP AZIMUTH) - THE DIRECTION OR BEARING OF THE HORIZONTAL TRACE OF HORIZONTAL. DIP - THE ANGLE AT WHICH A STRATUM OR ANY PLANAR FEATURE IS INCLINED FROM THE ROCKS OR CUTS MASSIVE ROCK. DIKE - A TABULAR BODY OF IGNEOUS ROCK THAT CUTS ACROSS THE STRUCTURE OF ADJACENT CALCAREOUS (CALC.) - SOILS THAT CONTAIN APPRECIABLE AMOUNTS OF CALCIUM CARBONATE. OR HAVING A NOTABLE PROPORTION OF CLAY IN THEIR COMPOSITION, AS SHALE, SLATE, ETC. ARGILLACEOUS - APPLIED TO ALL ROCKS OR SUBSTANCES COMPOSED OF CLAY MINERALS, ARENACEOUS - APPLIED TO ROCKS THAT HAVE BEEN DERIVED FROM SAND OR THAT CONTAIN SAND. AQUIFER - A WATER BEARING FORM ATION OR STRATA. OF SLOPE. COLLUVIUM - ROCK FRAGMENTS MIXED W ITH SOIL DEPOSITED BY GRAVITY ON SLOPE OR AT BOTTOM TERM SPACING THICKNESSTERM BENCH M ARK: ELEVATION: THE FIELD. FORM ATION (FM.) - A MAPPABLE GEOLOGIC UNIT THAT CAN BE RECOGNIZED AND TRACED IN IN NON-COASTAL PLAIN MATERIAL, THE TRANSITION BETWEEN SOIL AND ROCK IS OFTEN REPRESENTED BY A ZONE ROCK LINE INDICATES THE LEVEL AT WHICH NON-COASTAL PLAIN MATERIAL WOULD YIELD SPT REFUSAL. SPT REFUSAL IS PENETRATION BY A SPLIT SPOON SAM PLER EQUAL TO OR LESS THAN 0.1 FOOT PER 60 BLOWS. OF W EATHERED ROCK. ROCK MATERIALS ARE TYPICALLY DIVIDED AS FOLLOWS: IF TESTED, YIELDS SPT N VALUES < 100 BPFVESTIGES OF THE ORIGINAL ROCK FABRIC REMAIN. REMAINING. SAPROLITE IS AN EXAMPLE OF ROCK WEATHERED TO A DEGREE SUCH THAT ONLY M INOR THE MASS IS EFFECTIVELY REDUCED TO SOIL STATUS, W ITH ONLY FRAGM ENTS OF STRONG ROCK ALL ROCK EXCEPT QUARTZ DISCOLORED OR STAINED. ROCK FABRIC ELEMENTS ARE DISCERNIBLE BUT LENGTH OF CORE RUN AND EXPRESSED AS A PERCENTAGE. CORE RECOVERY (REC.) - TOTAL LENGTH OF ALL MATERIAL RECOVERED IN THE CORE BARREL DIVIDED BY TOTAL OF STRATUM AND EXPRESSED AS A PERCENTAGE. STRATA CORE RECOVERY (SREC.) - TOTAL LENGTH OF STRATA MATERIAL RECOVERED DIVIDED BY TOTAL LENGTH NORTH CAROLINA DEPARTMENT OF TRANSPORTATION DIVISION OF HIGHWAYS GEOTECHNICAL ENGINEERING UNIT SOIL AND ROCK LEGEND, TERMS, SYMBOLS, AND ABBREVIATIONS HARD ROCK IS NON-COASTAL PLAIN M ATERIAL THAT IF TESTED, WOULD YIELD SPT REFUSAL. AN INFERRED (V SLI.) VERY SLIGHT IF TESTED, YIELDS SPT N VALUES > 100 BPF EXTENT. SOME FRAGMENTS OF STRONG ROCK USUALLY REMAIN. IN STRENGTH TO STRONG SOIL. IN GRANITOID ROCKS ALL FELDSPARS ARE KAOLINIZED TO SOME ALL ROCK EXCEPT QUARTZ DISCOLORED OR STAINED. ROCK FABRIC CLEAR AND EVIDENT BUT REDUCED (V SEV.) VERY SEVERE GROUND SURFACE. AT W HICH IT IS ENCOUNTERED, BUT WHICH DOES NOT NECESSARILY RISE TO OR ABOVE THE ARTESIAN - GROUND WATER THAT IS UNDER SUFFICIENT PRESSURE TO RISE ABOVE THE LEVEL THE STREAM. FLOOD PLAIN (FP) - LAND BORDERING A STREAM , BUILT OF SEDIM ENTS DEPOSITED BY EXPRESSED AS A PERCENTAGE. ROCK SEGM ENTS EQUAL TO OR GREATER THAN 4 INCHES DIVIDED BY THE TOTAL LENGTH OF CORE RUN AND ROCK QUALITY DESIGNATION (RQD) - A M EASURE OF ROCK QUALITY DESCRIBED BY TOTAL LENGTH OF TO THE BEDDING OR SCHISTOSITY OF THE INTRUDED ROCKS. RELATIVELY THIN COM PARED WITH ITS LATERAL EXTENT, THAT HAS BEEN EMPLACED PARALLEL SILL - AN INTRUSIVE BODY OF IGNEOUS ROCK OF APPROXIM ATELY UNIFORM THICKNESS AND STRATA ROCK QUALITY DESIGNATION (SRQD) - A M EASURE OF ROCK QUALITY DESCRIBED BY TOTAL LENGTH OF STRATA AND EXPRESSED AS A PERCENTAGE. TOTAL LENGTH OF ROCK SEGMENTS WITHIN A STRATUM EQUAL TO OR GREATER THAN 4 INCHES DIVIDED BY THE TOPSOIL (TS.) - SURFACE SOILS USUALLY CONTAINING ORGANIC MATTER. FT. OF A CRYSTALLINE NATURE. CRYSTALS ON A BROKEN SPECIMEN FACE SHINE BRIGHTLY. ROCK RINGS UNDER HAMM ER BLOWS IF ROCK GENERALLY FRESH, JOINTS STAINED, SOME JOINTS MAY SHOW THIN CLAY COATINGS IF OPEN, BY MODERATE BLOWS. EXCAVATED BY HARD BLOW OF A GEOLOGIST'S PICK. HAND SPECIM ENS CAN BE DETACHED CAN BE SCRATCHED BY KNIFE OR PICK. GOUGES OR GROOVES TO 0.25 INCHES DEEP CAN BE SEVERAL HARD BLOWS OF THE GEOLOGIST'S PICK. CANNOT BE SCRATCHED BY KNIFE OR SHARP PICK. BREAKING OF HAND SPECIMENS REQUIRES POINT OF A GEOLOGIST'S PICK. CAN BE EXCAVATED IN SMALL CHIPS TO PEICES 1 INCH MAXIMUM SIZE BY HARD BLOWS OF THE CAN BE GROOVED OR GOUGED 0.05 INCHES DEEP BY FIRM PRESSURE OF KNIFE OR PICK POINT. ALLUVIUM (ALLUV.) - SOILS THAT HAVE BEEN TRANSPORTED BY WATER. PARENT ROCK. SAPROLITE (SAP.) - RESIDUAL SOIL THAT RETAINS THE RELIC STRUCTURE OR FABRIC OF THE SHEET NO. 2A PROJECT REFERENCE NO. BLOWS PER FOOT IF TESTED. NON-COASTAL PLAIN MATERIAL THAT WOULD YIELD SPT N VALUES > 100 RESIDUAL (RES.) SOIL - SOIL FORMED IN PLACE BY THE WEATHERING OF ROCK. THAN 0.1 FOOT PER 60 BLOW S. A 2 INCH OUTSIDE DIAMETER SPLIT SPOON SAMPLER. SPT REFUSAL IS PENETRATION EQUAL TO OR LESS A 140 LB. HAM MER FALLING 30 INCHES REQUIRED TO PRODUCE A PENETRATION OF 1 FOOT INTO SOIL W ITH STANDARD PENETRATION TEST (PENETRATION RESISTANCE) (SPT) - NUM BER OF BLOWS (N OR BPF) OF 17BP.7.R.63 (Bridge 253) See "Note" below . Boring collar elevations derived using the TIN file. 000253_ls_tnl.tin R.S. = Rod Sounding NC GRIDNAD 83 /NSRS 2007 EB1-A EB2-A EB2-B EB1-B STATE STATE PROJECT REFERENCE NO.NO. TOTAL SHEETS N.C. SHEET Bridge 253, Alam ance County SITE PLAN SCALE 30:1 317BP.7.R.5 17 RS-1RS-2 RS-3RS-4 24" RCP BRICK HOUSE CREEK E L E V = 4 5 6 . 7 4 B M 1 10' PAVE D DR S R 2 1 7 8 R U M L E Y R D . 1 9 ' P A V E D R O A D W A Y BRICK HOUSE CREEK (FEET)HORIZ. SCALE0 SHEET PROJECT REFERENCE NO. CL 450440430 460 470 4 5 0 4 4 0 4 6 0 4 7 0 borings with both projected onto the bent line.culvert bent line. Interpreted stratigraphy was drawn betw e e n *Note: Cross section cut using Geopak along the proposed 1020VE = 1 : 1CROSS SECTION @ 12+12.5 4 17BP.7.R.63 (Bridge 253) E B 2 - A W O H 6 0 / 0 E B 2 - B 0 3 / 1 2 W O H 6 0 / 0 R S - 3 21 3 3 0 / 0 . 0 R S - 4 W O H 230/ 0 . 0 Propo s e d E n d o f Footin g ( U p s t r e a m ) P r o p o s e d E n d o f F o o t i n g ( D o w n s t r e a m ) R E S I D U A L : AB A L L U V I A L : T A N - B R O W N , L O O S E , S I L T Y S A N D ( A - 2 - 4 ) T A N - B R O W N , L O O S E , S I L T Y S A N D ( A - 2 - 4 ) C W E A T H E R E D R O C K : ( M E T A - G R A N I T E ) A A B R D W Y E M B : G R A Y A N D T A N , V . L O O S E , S I L T Y S A N D ( A - 2 - 4 ) C ( M E T A - G R A N I T E ) C R Y S T A L L I N E R O C K : (FEET)HORIZ. SCALE0 SHEET PROJECT REFERENCE NO. 440430 450 460 4 4 0 4 5 0 4 6 0 1020VE = 1 : 1CROSS SECTION @ 12+30.5 17BP.7.R.63 (Bridge 253)5 borings with both projected onto the bent line.culvert bent line. Interpreted stratigraphy was dr a w n b e t w e e n *Note: Cross section cut using Geopak along the p r o p o s e d E B 1 - A 0 3 / 1 2 6 1 0 0 / . 4 6 0 / . 1 E B 1 - B 0 3 / 1 2 W O H 5 7 6 0 / 0 R S - 1 5 3 0 / 0 . 0 R S - 2 30/0.0 CL R D W Y E M B : O R A N G E - T A N , S O F T , C L A Y E Y S A N D ( A - 5 ) R E S I D U A L : AB A A A L L U V I A L : T A N , V . L O O S E C L A Y E Y S A N D ( A - 2 - 6 ) a n d T A N - B R O W N , L O O S E , S I L T Y S A N D ( A - 2 - 4 ) B B O R A N G E - T A N , S O F T , C L A Y E Y S I L T ( A - 5 ) W E A T H E R E D R O C K : C R Y S T A L L I N E R O C K : ( M E T A - G R A N I T E ) ( M E T A - G R A N I T E ) C W E A T H E R E D R O C K : ( M E T A - G R A N I T E ) C Propo s e d E n d o f Footin g ( U p s t r e a m ) P r o p o s e d E n d o f F o o t i n g ( D o w n s t r e a m ) 451.3 446.3445.5 4.0 9.09.8 0.0 8.5 9.4 9.8 14.9 446.8 445.9 445.5 440.4 455.3 ROADWAY EMBANKMENT Tannish Orange, CLAYEY SILT (A-5), Trace Fine to Medium Sand RESIDUAL Tan, SILTY SAND (A-2-4) WEATHERED ROCK (meta-granite) CRYSTALLINE ROCK (meta-granite) Boring Terminated at Elevation 440.4 ft in Crystalline Rock (meta-granite) Hard drilling starting at 8.5 ft interpreted as Residual Soils Very hard drilling starting at 9.4 ft interpreted as Weathered Rock 3 32 100/.4 60/.1 SHEET 6 OF 17 460 DRIVE ELEV (ft) DEPTH (ft)DEPTH (ft) BORELOG REPORT SOIL AND ROCK DESCRIPTION L O G SAMP. NO.MOI ELEV. (ft) BLOW COUNT 0.5ft 0.5ft0.5ft BLOWS PER FOOT 25 50 750 100 OFFSET 11 ft LT ALIGNMENT -L- EASTING 1,900,163 2.9 4.2 SITE DESCRIPTION Bridge No. 253 over Brickhouse Creek on SR 2178 (Rumley Rd.) BORING NO.EB1-A GROUND WTR (ft) TOTAL DEPTH 14.9 ft NCDOT GEOTECHNICAL ENGINEERING UNIT SURFACE WATER DEPTH N/ACOMP. DATE 03/27/12START DATE 03/27/12 GEOLOGIST A. May, E.I. STATION 12+41 COLLAR ELEV.455.3 ft 0 HR. 24 HR.NORTHING 802,580 DRILLER L. Gonzalez DRILL RIG/HAMMER EFF./DATE SUM3359 CME-450 87% 07/22/2011 DRILL METHOD H.S. Augers HAMMER TYPE Automatic TIP 17BP.7.R.63WBS17BP.7.R.63 COUNTY ALAMANCE ELEV (ft) 460 455 450 445 NC D O T B O R E S I N G L E D I V 7 _ G E O _ B R D G 0 2 5 3 _ G I N T . G P J N C _ D O T . G D T 2 / 2 6 / 1 4 W GROUND SURFACE 6 100/.460/.1 14.9 CRYSTALLINE ROCKGrayish White, Slightly Weathered, Very Hard, Close Fractured, Metamorphic Rock (continued) Boring Terminated at Elevation 440.4 ft in Crystalline Rock (meta-granite) Hard drilling starting at 8.5 ft interpreted as Residual Soils Very hard drilling starting at 9.4 ft interpreted as Weathered Rock 440.4 (0.0) 0% (0.0) 0% (1.6) 46% 1.0 0.5 3.5 (0.9) 90% (0.4) 80% (3.2) 91% 9.910.911.4 14.9 445.4444.4443.9 440.4 5:25/1.0 5:26/0.5 3:12/0.53:29/1.03:45/1.03:57/1.0 SHEET 7 OF 17 DEPTH (ft) CORE BORING REPORT CORE SIZE NQ TOTAL RUN 5.0 ft Begin Coring @ 9.9 ft DESCRIPTION AND REMARKS L O G SAMP. NO.RQD(ft)% RUN (ft)REC.(ft)% DEPTH (ft) RUN STRATA ELEV. (ft) RUN ELEV (ft) RQD(ft)% 445.4 REC.(ft)% DRILL RATE (Min/ft) OFFSET 11 ft LT ALIGNMENT -L- EASTING 1,900,163 2.9 4.2 SITE DESCRIPTION Bridge No. 253 over Brickhouse Creek on SR 2178 (Rumley Rd.) BORING NO.EB1-A GROUND WTR (ft) TOTAL DEPTH 14.9 ft NCDOT GEOTECHNICAL ENGINEERING UNIT SURFACE WATER DEPTH N/ACOMP. DATE 03/27/12START DATE 03/27/12 GEOLOGIST A. May, E.I. STATION 12+41 COLLAR ELEV.455.3 ft 0 HR. 24 HR.NORTHING 802,580 DRILLER L. Gonzalez DRILL RIG/HAMMER EFF./DATE SUM3359 CME-450 87% 07/22/2011 DRILL METHOD H.S. Augers HAMMER TYPE Automatic TIP 17BP.7.R.63WBS17BP.7.R.63 COUNTY ALAMANCE ELEV (ft) 445 NC D O T C O R E S I N G L E D I V 7 _ G E O _ B R D G 0 2 5 3 _ G I N T . G P J N C _ D O T . G D T 2 / 2 6 / 1 4 17BP.7.R.63 (Br. 253, Alamance Co.) Sheet 8 CORE PHOTOGRAPHS EB1-A BOX 1: 9.9 - 14.9 FEET 9.9 11.4 14.9 10.9 FEET 0 1 2 450.3 445.3 442.0 4.0 9.0 12.3 0.0 9.0 12.3 445.3 442.0 454.3 ROADWAY EMBANKMENT Tannish Orange, CLAYEY SILT (A-5), Trace Fine to Medium Sand and Rock Fragments RESIDUAL Whitish Tan, SILTY f. to cse. SAND (A-2-4), Trace Rock Fragments CRYSTALLINE ROCK (meta-granite) Boring Terminated with Standard Penetration Test Refusal at Elevation 442.0 ft on Crystalline Rock (meta-granite) 2 38 WOH 19 1 10 60/0 SHEET 9 OF 17 455 DRIVE ELEV (ft) DEPTH (ft)DEPTH (ft) BORELOG REPORT SOIL AND ROCK DESCRIPTION L O G SAMP. NO.MOI ELEV. (ft) BLOW COUNT 0.5ft 0.5ft0.5ft BLOWS PER FOOT 25 50 750 100 OFFSET 10 ft RT ALIGNMENT -L- EASTING 1,900,182 6.1 4.9 SITE DESCRIPTION Bridge No. 253 over Brickhouse Creek on SR 2178 (Rumley Rd.) BORING NO.EB1-B GROUND WTR (ft) TOTAL DEPTH 12.3 ft NCDOT GEOTECHNICAL ENGINEERING UNIT SURFACE WATER DEPTH N/ACOMP. DATE 03/27/12START DATE 03/27/12 GEOLOGIST A. May, E.I. STATION 12+38 COLLAR ELEV.454.3 ft 0 HR. 24 HR.NORTHING 802,587 DRILLER L. Gonzalez DRILL RIG/HAMMER EFF./DATE SUM3359 CME-450 87% 07/22/2011 DRILL METHOD H.S. Augers HAMMER TYPE Automatic TIP 17BP.7.R.63WBS17BP.7.R.63 COUNTY ALAMANCE ELEV (ft) 455 450 445 NC D O T B O R E S I N G L E D I V 7 _ G E O _ B R D G 0 2 5 3 _ G I N T . G P J N C _ D O T . G D T 2 / 2 6 / 1 4 W W GROUND SURFACE 2 57 60/0 451.0 447.9 4.0 7.1 0.0 5.9 7.1 449.1 447.9 455.0 ROADWAY EMBANKMENT Gray, SILTY Fine to Coarse SAND (A-2-4), Trace Organics and Rock Fragments WEATHERED ROCK (meta-granite) CRYSTALLINE ROCK (meta-granite) Boring Terminated with Standard Penetration Test Refusal at Elevation 447.9 ft on Crystalline Rock (meta-granite) Very hard drilling starting at 5.9 ft interpreted as Weathered Rock WOH WOHWOH 60/0 SHEET 10 OF 17 455 DRIVE ELEV (ft) DEPTH (ft)DEPTH (ft) BORELOG REPORT SOIL AND ROCK DESCRIPTION L O G SAMP. NO.MOI ELEV. (ft) BLOW COUNT 0.5ft 0.5ft0.5ft BLOWS PER FOOT 25 50 750 100 OFFSET 11 ft LT ALIGNMENT -L- EASTING 1,900,155 Dry Dry SITE DESCRIPTION Bridge No. 253 over Brickhouse Creek on SR 2178 (Rumley Rd.) BORING NO.EB2-A GROUND WTR (ft) TOTAL DEPTH 7.1 ft NCDOT GEOTECHNICAL ENGINEERING UNIT SURFACE WATER DEPTH N/ACOMP. DATE 03/28/12START DATE 03/28/12 GEOLOGIST A. May, E.I. STATION 12+00 COLLAR ELEV.455.0 ft 0 HR. 24 HR.NORTHING 802,620 DRILLER L. Gonzalez DRILL RIG/HAMMER EFF./DATE SUM3359 CME-450 87% 07/22/2011 DRILL METHOD H.S. Augers HAMMER TYPE Automatic TIP 17BP.7.R.63WBS17BP.7.R.63 COUNTY ALAMANCE ELEV (ft) 455 450 NC D O T B O R E S I N G L E D I V 7 _ G E O _ B R D G 0 2 5 3 _ G I N T . G P J N C _ D O T . G D T 2 / 2 6 / 1 4 W GROUND SURFACE 0 60/0 451.1 446.5 4.0 8.6 0.00.6 1.0 8.5 8.6 13.6 454.5 454.1 446.6 446.5 441.5 455.1 ROADWAY EMBANKMENT Topsoil (silty sand) Silty sand and Gravel Orangish Tan, CLAYEY f. to med. SAND (A-2-6) Boulder/Cobble from 7.2 to 8.5 ft WEATHERED ROCK (meta-granite) CRYSTALLINE ROCK (meta-granite) Boring Terminated at Elevation 441.5 ft in Crystalline Rock (meta-granite) Very hard drilling starting at 8.5 ft interpreted as Weathered Rock WOH WOHWOH 60/0 SHEET 11 OF 17 460 DRIVE ELEV (ft) DEPTH (ft)DEPTH (ft) BORELOG REPORT SOIL AND ROCK DESCRIPTION L O G SAMP. NO.MOI ELEV. (ft) BLOW COUNT 0.5ft 0.5ft0.5ft BLOWS PER FOOT 25 50 750 100 OFFSET 11 ft RT ALIGNMENT -L- EASTING 1,900,176 N/A 4.8 SITE DESCRIPTION Bridge No. 253 over Brickhouse Creek on SR 2178 (Rumley Rd.) BORING NO.EB2-B GROUND WTR (ft) TOTAL DEPTH 13.6 ft NCDOT GEOTECHNICAL ENGINEERING UNIT SURFACE WATER DEPTH N/ACOMP. DATE 03/27/12START DATE 03/27/12 GEOLOGIST A. May, E.I. STATION 12+01 COLLAR ELEV.455.1 ft 0 HR. 24 HR.NORTHING 802,623 DRILLER L. Gonzalez DRILL RIG/HAMMER EFF./DATE SUM3359 CME-450 87% 07/22/2011 DRILL METHOD H.S. Augers HAMMER TYPE Automatic TIP 17BP.7.R.63WBS17BP.7.R.63 COUNTY ALAMANCE ELEV (ft) 460 455 450 445 NC D O T B O R E S I N G L E D I V 7 _ G E O _ B R D G 0 2 5 3 _ G I N T . G P J N C _ D O T . G D T 2 / 2 6 / 1 4 W GROUND SURFACE 0 60/0 8.6 13.6 CRYSTALLINE ROCKGrayish White, Moderately Weathered, Very Hard, Close to Very Close Fractured, Metamorphosed Granitic Rock Boring Terminated at Elevation 441.5 ft in Crystalline Rock (meta-granite) Very hard drilling starting at 8.5 ft interpreted as Weathered Rock 446.5 441.5 (0.0) 0% 2.5 (1.8) 72% 11.0 13.5 444.1 441.6 (0.8) 15% (3.4) 68% N=60/04:44/1.03:30/1.02:14/0.51:47/0.53:36/1.08:39/1.0 SHEET 12 OF 17 DEPTH (ft) CORE BORING REPORT CORE SIZE NQ TOTAL RUN 5.0 ft Begin Coring @ 8.6 ft DESCRIPTION AND REMARKS L O G SAMP. NO.RQD(ft)% RUN (ft)REC.(ft)% DEPTH (ft) RUN STRATA ELEV. (ft) RUN ELEV (ft) RQD(ft)% 446.5 REC.(ft)% DRILL RATE (Min/ft) OFFSET 11 ft RT ALIGNMENT -L- EASTING 1,900,176 N/A 4.8 SITE DESCRIPTION Bridge No. 253 over Brickhouse Creek on SR 2178 (Rumley Rd.) BORING NO.EB2-B GROUND WTR (ft) TOTAL DEPTH 13.6 ft NCDOT GEOTECHNICAL ENGINEERING UNIT SURFACE WATER DEPTH N/ACOMP. DATE 03/27/12START DATE 03/27/12 GEOLOGIST A. May, E.I. STATION 12+01 COLLAR ELEV.455.1 ft 0 HR. 24 HR.NORTHING 802,623 DRILLER L. Gonzalez DRILL RIG/HAMMER EFF./DATE SUM3359 CME-450 87% 07/22/2011 DRILL METHOD H.S. Augers HAMMER TYPE Automatic TIP 17BP.7.R.63WBS17BP.7.R.63 COUNTY ALAMANCE ELEV (ft) 445 NC D O T C O R E S I N G L E D I V 7 _ G E O _ B R D G 0 2 5 3 _ G I N T . G P J N C _ D O T . G D T 2 / 2 6 / 1 4 17BP.7.R.63 (Br. 253, Alamance Co.) Sheet 13 CORE PHOTOGRAPHS EB2-B BOX 1: 8.6 - 13.6 FEET 8.9 13.6 11.0 FEET 0 1 2 448.1 447.1 0.0 1.0 0.0 1.0 1.5 447.1 446.6 448.1 ALLUVIAL Tan, v. loose, CLAYEY SAND (A-2-6) RESIDUAL Tan, med. dense, SILTY SAND (A-2-4) Boring Terminated with Sounding Rod Refusal at Elevation 446.6 ft on Weathered Rock (meta-granite) WOH 26 5 30/0 N/A N/A SHEET 14 OF 17 450 DRIVE ELEV (ft) DEPTH (ft)DEPTH (ft) BORELOG REPORT SOIL AND ROCK DESCRIPTION L O G SAMP. NO.MOI ELEV. (ft) BLOW COUNT 0.5ft 0.5ft0.5ft BLOWS PER FOOT 25 50 750 100 OFFSET 23 ft RT ALIGNMENT -L- EASTING 1,900,194 N/A N/A SITE DESCRIPTION Bridge No. 253 over Brickhouse Creek on SR 2178 (Rumley Rd.) BORING NO.RS-1 GROUND WTR (ft) TOTAL DEPTH 1.5 ft NCDOT GEOTECHNICAL ENGINEERING UNIT SURFACE WATER DEPTH N/ACOMP. DATE 12/03/13START DATE 12/03/13 GEOLOGIST J. Terry STATION 12+31 COLLAR ELEV.448.1 ft 0 HR. 24 HR.NORTHING 802,597 DRILLER J. Terry DRILL RIG/HAMMER EFF./DATE N/A DRILL METHOD Rod Sounding HAMMER TYPE N/A TIP 17BP.7.R.63WBS17BP.7.R.63 COUNTY ALAMANCE ELEV (ft) 450 NC D O T B O R E S I N G L E D I V 7 _ G E O _ B R D G 0 2 5 3 _ G I N T . G P J N C _ D O T . G D T 2 / 2 6 / 1 4 GROUND SURFACE 5 30/0.0 447.0 0.0 0.00.5446.5447.0 ALLUVIAL Tan-brown, loose, SILTY SAND (A-2-4) Boring Terminated with Sounding Rod Refusal at Elevation 446.5 ft on Weathered Rock (meta-granite) 5 30/0.0n/a SHEET 15 OF 17 450 DRIVE ELEV (ft) DEPTH (ft)DEPTH (ft) BORELOG REPORT SOIL AND ROCK DESCRIPTION L O G SAMP. NO.MOI ELEV. (ft) BLOW COUNT 0.5ft 0.5ft0.5ft BLOWS PER FOOT 25 50 750 100 OFFSET 23 ft LT ALIGNMENT -L- EASTING 1,900,149 N/A N/A SITE DESCRIPTION Bridge No. 253 over Brickhouse Creek on SR 2178 (Rumley Rd.) BORING NO.RS-2 GROUND WTR (ft) TOTAL DEPTH 0.5 ft NCDOT GEOTECHNICAL ENGINEERING UNIT SURFACE WATER DEPTH 0.7ftCOMP. DATE 12/03/13START DATE 12/03/13 GEOLOGIST J. Terry STATION 12+31 COLLAR ELEV.447.0 ft 0 HR. 24 HR.NORTHING 802,587 DRILLER J. Terry DRILL RIG/HAMMER EFF./DATE N/A DRILL METHOD Rod Sounding HAMMER TYPE N/A TIP 17BP.7.R.63WBS17BP.7.R.63 COUNTY ALAMANCE ELEV (ft) 450 NC D O T B O R E S I N G L E D I V 7 _ G E O _ B R D G 0 2 5 3 _ G I N T . G P J N C _ D O T . G D T 2 / 2 6 / 1 4 GROUND SURFACEWATER SURFACE (12/03/13) 30/0.0 447.2 446.2 445.2 0.0 1.0 2.0 0.0 1.0 2.0 446.2 445.2 447.2 ALLUVIAL Brown, v. loose, SILTY SAND (A-2-4) RESIDUAL Tan-brown, loose, SILTY SAND (A-2-4) Boring Terminated with Sounding Rod Refusal at Elevation 445.2 ft on Weathered Rock (meta-granite) WOH 6 30/0.0 2 7 n/a n/a n/a SHEET 16 OF 17 450 DRIVE ELEV (ft) DEPTH (ft)DEPTH (ft) BORELOG REPORT SOIL AND ROCK DESCRIPTION L O G SAMP. NO.MOI ELEV. (ft) BLOW COUNT 0.5ft 0.5ft0.5ft BLOWS PER FOOT 25 50 750 100 OFFSET 23 ft RT ALIGNMENT -L- EASTING 1,900,190 N/A N/A SITE DESCRIPTION Bridge No. 253 over Brickhouse Creek on SR 2178 (Rumley Rd.) BORING NO.RS-3 GROUND WTR (ft) TOTAL DEPTH 2.0 ft NCDOT GEOTECHNICAL ENGINEERING UNIT SURFACE WATER DEPTH 0.6ftCOMP. DATE 12/03/13START DATE 12/03/13 GEOLOGIST J. Terry STATION 12+13 COLLAR ELEV.447.2 ft 0 HR. 24 HR.NORTHING 802,614 DRILLER J. Terry DRILL RIG/HAMMER EFF./DATE N/A DRILL METHOD Rod Sounding HAMMER TYPE N/A TIP 17BP.7.R.63WBS17BP.7.R.63 COUNTY ALAMANCE ELEV (ft) 450 NC D O T B O R E S I N G L E D I V 7 _ G E O _ B R D G 0 2 5 3 _ G I N T . G P J N C _ D O T . G D T 2 / 2 6 / 1 4 GROUND SURFACEWATER SURFACE (12/03/13) 2 13 30/0.0 447.9 446.9 445.9 0.0 1.0 2.0 0.0 2.0445.9 447.9 ALLUVIAL Tan-brown, v. loose, SILTY SAND (A-2-4) Boring Terminated with Sounding Rod Refusal at Elevation 445.9 ft WOH 1 30/0.0 WOH 1 n/a n/a n/a SHEET 17 OF 17 450 DRIVE ELEV (ft) DEPTH (ft)DEPTH (ft) BORELOG REPORT SOIL AND ROCK DESCRIPTION L O G SAMP. NO.MOI ELEV. (ft) BLOW COUNT 0.5ft 0.5ft0.5ft BLOWS PER FOOT 25 50 750 100 OFFSET 23 ft LT ALIGNMENT -L- EASTING 1,900,149 N/A N/A SITE DESCRIPTION Bridge No. 253 over Brickhouse Creek on SR 2178 (Rumley Rd.) BORING NO.RS-4 GROUND WTR (ft) TOTAL DEPTH 2.0 ft NCDOT GEOTECHNICAL ENGINEERING UNIT SURFACE WATER DEPTH 1.9ftCOMP. DATE 12/03/13START DATE 12/03/13 GEOLOGIST J. Terry STATION 12+13 COLLAR ELEV.447.9 ft 0 HR. 24 HR.NORTHING 802,604 DRILLER J. Terry DRILL RIG/HAMMER EFF./DATE N/A DRILL METHOD Rod Sounding HAMMER TYPE N/A TIP 17BP.7.R.63WBS17BP.7.R.63 COUNTY ALAMANCE ELEV (ft) 450 NC D O T B O R E S I N G L E D I V 7 _ G E O _ B R D G 0 2 5 3 _ G I N T . G P J N C _ D O T . G D T 2 / 2 6 / 1 4 GROUND SURFACE WATER SURFACE (12/03/13) 0 2 30/0.0