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EXISTING CONDITIONS SURVEY - BY CARTER ENGINEERING

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PLOTS AND REVISIONS

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DATE

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S-1 CIVIL SURVEY & GENERAL NOTES

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SHEATS STRUCTURAL CONSULTING, INC.

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P.O. BOX 1775 WINDER, GA 30680 770-868-9000 WWW.SHEATSCONSULTING.COM

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GEORGIA COA LICENSE# (FIRM): PEF 04972 EXPIRATION DATE: 06/30/2028

AutoCAD SHX Text COPYRIGHT 2026 BY SHEATS STRUCTURAL CONSULTING, INC. THIS DRAWING IS SOLELY THE PROPERTY OF SHEATS STRUCTURAL CONSULTING, INC. AND MAY NOT BE USED WITHOUT WRITTEN AUTHORIZATION.

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PROJECT# 26050

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SEPT. 2026

AutoCAD SHX Text 10/02/2026

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KIUTUESTIA CREEK ROAD AT KIUTUESTIA CREEK UNION COUNTY, GEORGIA CULVERT REPAIRS

AutoCAD SHX Text GENERAL NOTES: SECTION A: GENERAL 1. THE SCOPE OF SERVICES PROVIDED BY SHEATS STRUCTURAL CONSULTING, INC. WAS LIMITED SOLELY TO THE DESIGN AND THE SCOPE OF SERVICES PROVIDED BY SHEATS STRUCTURAL CONSULTING, INC. WAS LIMITED SOLELY TO THE DESIGN AND RECOMMENDATIONS HEREIN FOR REPAIR EFFORTS FOR THE EXISTING CRACKS/SPALLS (DAMAGE) NEAR THE INTERSECTION OF THE NORTHEAST WINGWALL AND THE CULVERT. DEPENDING ON THE PRIMARY CAUSE OF THE DAMAGE AND HIDDEN CHARACTERISTICS OF THE WINGWALL AND CULVERT, THESE REPAIR EFFORTS MAY OR MAY NOT PROVIDE A LONG TERM SOLUTION. OWNER (OR OWNER'S REPRESENTATIVES) SHALL PERIODICALLY INSPECT THE EXISTING DAMAGE AND REPAIRS SPECIFIED HEREIN AND SHALL CONTACT AN ENGINEER IF DAMAGE RECURS OR MOVEMENT APPEARS TO BE ONGOING. 2. IMPORTANT STRUCTURAL CHARACTERISTICS OF THE CULVERT AND WINGWALLS ARE HIDDEN (SUCH AS REBAR, FOUNDATION IMPORTANT STRUCTURAL CHARACTERISTICS OF THE CULVERT AND WINGWALLS ARE HIDDEN (SUCH AS REBAR, FOUNDATION DIMENSIONS, AND SOIL OR ROCK PROPERTIES). NEITHER TESTING (AS REQUIRED TO DOCUMENT HIDDEN CONDITIONS) NOR DETAILED STRUCTURAL ANALYSIS OF THE EXISTING CULVERT AND WINGWALLS WERE INCLUDED IN SSCI'S SCOPE OF SERVICES FOR THIS PROJECT. SSCI IN NO WAY WARRANTS OR GUARANTEES THE FUTURE PERFORMANCE OF THE CULVERT OR WINGWALLS. 3. ALL DIMENSIONS, ANGLES, ELEVATIONS, ETC. ARE APPROXIMATE AND SHALL BE VERIFIED BY THE CONTRACTOR (BASED ON ALL DIMENSIONS, ANGLES, ELEVATIONS, ETC. ARE APPROXIMATE AND SHALL BE VERIFIED BY THE CONTRACTOR (BASED ON EXISTING FIELD CONDITIONS AND OTHER DRAWINGS - E.G. CIVIL) PRIOR TO MATERIAL PURCHASE, FABRICATION, AND CONSTRUCTION. CONTRACTOR SHALL NOTIFY SSCI OF ANY DISCREPANCIES BEFORE PROCEEDING. 4. CONTRACTOR SHALL COORDINATE STRUCTURAL DRAWINGS WITH CIVIL/SITE DRAWINGS AND OWNER REQUIREMENTS/EXPECTATIONS CONTRACTOR SHALL COORDINATE STRUCTURAL DRAWINGS WITH CIVIL/SITE DRAWINGS AND OWNER REQUIREMENTS/EXPECTATIONS AND SHALL NOTIFY SSCI OF ANY CONFLICTS OR DISCREPANCIES BEFORE PROCEEDING. 5. WHERE A SECTION, DETAIL, OR NOTE IS GIVEN FOR ONE CONDITION/LOCATION, IT SHALL APPLY TO ALL LIKE OR SIMILAR WHERE A SECTION, DETAIL, OR NOTE IS GIVEN FOR ONE CONDITION/LOCATION, IT SHALL APPLY TO ALL LIKE OR SIMILAR CONDITIONS/LOCATIONS, UNLESS NOTED OTHERWISE. 6. MEANS, METHODS, SEQUENCES, AND TECHNIQUES OF CONSTRUCTION WERE NOT EVALUATED OR DESIGNED BY SSCI AND ARE MEANS, METHODS, SEQUENCES, AND TECHNIQUES OF CONSTRUCTION WERE NOT EVALUATED OR DESIGNED BY SSCI AND ARE SOLELY THE RESPONSIBILITY OF THE CONTRACTOR. SSCI HAS EVALUATED THE STABILITY OF THE COMPONENTS DESIGNED BY SSCI ONLY IN THEIR FINAL FORM. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR THE STABILITY OF THE STRUCTURE DURING ALL INTERMEDIATE STAGES OF CONSTRUCTION, AND THE CONTRACTOR SHALL DESIGN, PROVIDE, AND INSTALL ANY TEMPORARY SHORING, FORMWORK, OR OTHER COMPONENTS THAT MAY BE REQUIRED FOR STABILITY DURING INTERMEDIATE STAGES OF CONSTRUCTION. 7. CONTRACTOR SHALL PROVIDE ALL MATERIALS AND LABOR AS REQUIRED TO PROTECT THE EXISTING SITE AND COMPONENTS CONTRACTOR SHALL PROVIDE ALL MATERIALS AND LABOR AS REQUIRED TO PROTECT THE EXISTING SITE AND COMPONENTS FROM DAMAGE DURING CONSTRUCTION. 8. DRAWINGS ARE NOT TO SCALE. ANY SCALE NOTED IS PROVIDED FOR APPROXIMATE REFERENCE ONLY. DRAWINGS ARE NOT TO SCALE. ANY SCALE NOTED IS PROVIDED FOR APPROXIMATE REFERENCE ONLY. 9. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE 2024 INTERNATIONAL BUILDING CODE WITH GEORGIA AMENDMENTS ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE 2024 INTERNATIONAL BUILDING CODE WITH GEORGIA AMENDMENTS AND APPLICABLE GEORGIA DOT REQUIREMENTS. 10. SSCI ASSUMES NO RESPONSIBILITY FOR JOB SITE SAFETY OR OSHA COMPLIANCE WHICH SHALL BE SOLELY THE SSCI ASSUMES NO RESPONSIBILITY FOR JOB SITE SAFETY OR OSHA COMPLIANCE WHICH SHALL BE SOLELY THE RESPONSIBILITY OF THE CONTRACTOR. 11. IN THE EVENT OF A CONFLICT BETWEEN PORTIONS OF THE STRUCTURAL DRAWINGS/SPECIFICATIONS, A CONFLICT BETWEEN IN THE EVENT OF A CONFLICT BETWEEN PORTIONS OF THE STRUCTURAL DRAWINGS/SPECIFICATIONS, A CONFLICT BETWEEN THE STRUCTURAL DRAWINGS/SPECIFICATIONS AND THE OTHER DRAWINGS/SPECIFICATIONS, OR A CONFLICT BETWEEN THE STRUCTURAL DRAWINGS/SPECIFICATIONS AND THE REFERENCED CODES/SPECIFICATIONS, THE MORE STRINGENT REQUIREMENT SHALL GOVERN. CONTRACTOR SHALL NOTIFY SSCI OF ANY CONFLICTS BEFORE PROCEEDING. 12. STRUCTURAL MEMBERS (JOISTS, BEAMS, COLUMNS, STUDS, ETC.) AND REINFORCING STEEL (IN CONCRETE COLUMNS, JOISTS, STRUCTURAL MEMBERS (JOISTS, BEAMS, COLUMNS, STUDS, ETC.) AND REINFORCING STEEL (IN CONCRETE COLUMNS, JOISTS, BEAMS, WALLS, AND ELEVATED SLABS) SHALL NOT BE SPLICED UNLESS SHOWN HEREIN OR APPROVED, IN WRITING, BY SSCI. 13. PROVIDE AS USED HEREIN SHALL MEAN PROVIDE AND INSTALL. PROVIDE AS USED HEREIN SHALL MEAN PROVIDE AND INSTALL. 14. THE OWNER SHALL CONTRACT FOR AND THE CONTRACTOR SHALL SCHEDULE/COORDINATE ALL INSPECTIONS LISTED HEREIN. THE OWNER SHALL CONTRACT FOR AND THE CONTRACTOR SHALL SCHEDULE/COORDINATE ALL INSPECTIONS LISTED HEREIN.

AutoCAD SHX Text SECTION B: CONCRETE CONSTRUCTION (INCLUDING REBAR) 1. ALL CONCRETE CONSTRUCTION SHALL COMPLY WITH ACI 318-19: BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE ALL CONCRETE CONSTRUCTION SHALL COMPLY WITH ACI 318-19: BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE AND APPLICABLE GEORGIA DOT SPECIFICATIONS. 2. FOLLOW ALL MANUFACTURER'S RECOMMENDATIONS TO ACHIEVE THE MAXIMUM PERFORMANCE OF THE EPOXY ANCHORAGE FOLLOW ALL MANUFACTURER'S RECOMMENDATIONS TO ACHIEVE THE MAXIMUM PERFORMANCE OF THE EPOXY ANCHORAGE SYSTEM(S) SPECIFIED HEREIN. 3. PROVIDE CLEAR CONCRETE COVER FOR ALL REINFORCING STEEL BARS PER ACI 318. U.N.O., PROVIDE THE FOLLOWING CLEAR PROVIDE CLEAR CONCRETE COVER FOR ALL REINFORCING STEEL BARS PER ACI 318. U.N.O., PROVIDE THE FOLLOWING CLEAR CONCRETE COVER: A) 3" FOR REBAR IN CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO THE EARTH; B) 1-1/2" FOR #5 AND SMALLER REBAR IN CONCRETE EXPOSED TO EARTH OR WEATHER; C) 2" FOR #6 AND LARGER REBAR IN CONCRETE EXPOSED TO EARTH OR WEATHER. 4. ALL REINFORCING STEEL SHALL COMPLY WITH ASTM A615 WITH Fy=60,000 PSI, UNLESS NOTED OTHERWISE. ALL REINFORCING STEEL SHALL COMPLY WITH ASTM A615 WITH Fy=60,000 PSI, UNLESS NOTED OTHERWISE. 5. REINFORCING STEEL IN FOUNDATIONS, SLABS-ON-GRADE, ELEVATED SLABS, AND BEAMS SHALL BE SUPPORTED ON PLASTIC REINFORCING STEEL IN FOUNDATIONS, SLABS-ON-GRADE, ELEVATED SLABS, AND BEAMS SHALL BE SUPPORTED ON PLASTIC OR STEEL CHAIRS (WITH EPOXY-COATED LEGS) OR ON REBAR STANDEES FROM LOWER MATS. PRECAST CONCRETE BRICKS MAY BE USED TO SUPPORT REBAR IN CONCRETE CAST AGAINST THE EARTH. PROVIDE SIZE AND SPACING OF CHAIRS, TIE BARS, STANDEES AND/OR OTHER SUPPORTING ELEMENTS AS REQUIRED TO ADEQUATELY SUPPORT REINFORCING STEEL AT CORRECT LOCATIONS PRIOR TO AND DURING CONCRETE PLACEMENT. (REBAR STAKES, CLAY BRICKS, AND WOOD BLOCKS ARE NOT ALLOWED AS REBAR SUPPORTS.) 6. REINFORCING STEEL LAP SPLICES SHALL MEET OR EXCEED THE FOLLOWING LENGTHS (U.N.O.): #3 - 22", #4 - 29", #5 - REINFORCING STEEL LAP SPLICES SHALL MEET OR EXCEED THE FOLLOWING LENGTHS (U.N.O.): #3 - 22", #4 - 29", #5 - 36", #6 - 43", #7 - 63", #8 - 71". STAGGER SPLICES OF ADJACENT BARS, U.N.O. 7. PROVIDE L-SHAPED REINFORCING BARS AT ALL CORNERS AND INTERSECTIONS. CORNER BARS SHALL MATCH THE SIZE AND PROVIDE L-SHAPED REINFORCING BARS AT ALL CORNERS AND INTERSECTIONS. CORNER BARS SHALL MATCH THE SIZE AND SPACING OF THE TERMINATING BARS AND SHALL LAP THE TERMINATING BARS BY THE SPLICE LENGTHS GIVEN ABOVE. AT WALL CORNERS, REINFORCING BARS AT THE INNER FACE SHALL BE EXTENDED TO THE OUTER FACE OF THE PERPENDICULAR WALL AND HOOKED (ACI STANDARD) AT ENDS. 8. ALL CONCRETE SHALL BE NORMAL WEIGHT CONCRETE WITH A MINIMUM 28-DAY COMPRESSIVE STRENGTH OF 4,500 PSI, ALL CONCRETE SHALL BE NORMAL WEIGHT CONCRETE WITH A MINIMUM 28-DAY COMPRESSIVE STRENGTH OF 4,500 PSI, UNLESS NOTED OTHERWISE. CONCRETE SHALL BE AIR-ENTRAINED PER ACI 318-14. CONTRACTOR SHALL SUBMIT MIX DESIGNS AND ASSOCIATED DATA, PER ACI 318, TO SSCI BEFORE CONSTRUCTION AND SHALL AWAIT SSCI REVIEW AND APPROVAL BEFORE PROCEEDING. 9. WATER, IN EXCESS OF THAT SHOWN IN THE MIX DESIGN, SHALL NOT BE ADDED TO CONCRETE AT THE PROJECT SITE OR WATER, IN EXCESS OF THAT SHOWN IN THE MIX DESIGN, SHALL NOT BE ADDED TO CONCRETE AT THE PROJECT SITE OR DURING PLACEMENT. 10. ALL CONCRETE SHALL BE THOROUGHLY CONSOLIDATED BY SUITABLE MEANS DURING PLACEMENT AND SHALL BE THOROUGHLY ALL CONCRETE SHALL BE THOROUGHLY CONSOLIDATED BY SUITABLE MEANS DURING PLACEMENT AND SHALL BE THOROUGHLY WORKED AROUND REINFORCEMENT AND EMBEDDED FIXTURES AND INTO CORNERS OF FORMS. (REFER TO ACI 309 - GUIDE FOR CONSOLIDATION OF CONCRETE.) 11. CONCRETE SHALL BE MAINTAINED ABOVE 50 F AND IN A MOIST CONDITION FOR 7 DAYS, MINIMUM, AFTER PLACEMENT UNLESS CONCRETE SHALL BE MAINTAINED ABOVE 50°F AND IN A MOIST CONDITION FOR 7 DAYS, MINIMUM, AFTER PLACEMENT UNLESSAN ALTERNATIVE CURING METHOD IS SUBMITTED BY THE CONTRACTOR AND APPROVED, IN WRITING, BY SSCI. 12. UNLESS WAIVED BY THE OWNER AND BUILDING OFFICIAL, ALL CONCRETE CONSTRUCTION, INCLUDING REINFORCING STEEL, UNLESS WAIVED BY THE OWNER AND BUILDING OFFICIAL, ALL CONCRETE CONSTRUCTION, INCLUDING REINFORCING STEEL, SHALL BE OBSERVED AND TESTED BY A QUALIFIED, INDEPENDENT PARTY FOR COMPLIANCE WITH CHAPTER 17 OF THE 2024 IBC. CONCRETE TEMPERATURES, SLUMPS, AND AIR CONTENTS SHALL BE TESTED, RECORDED, AND VERIFIED TO BE IN COMPLIANCE WITH THE APPROVED MIX DESIGN. TEST CYLINDERS SHALL BE CAST (IN SETS OF FOUR) AND TESTED TO VERIFY COMPRESSIVE STRENGTH. THE ABOVE REFERENCED TESTS AND TEST CYLINDERS SHALL BE PERFORMED AT THE RATE OF ONE SET OF TESTS/CYLINDERS FOR EACH 50 CUBIC YARDS (OR LESS) OF EACH MIX DESIGN OF CONCRETE PLACED IN A DAY. 13. AT ALL JOINTS (EXCEPT FOR CONTRACTION JOINTS) WHERE FRESH CONCRETE IS CAST AGAINST HARDENED CONCRETE, AT ALL JOINTS (EXCEPT FOR CONTRACTION JOINTS) WHERE FRESH CONCRETE IS CAST AGAINST HARDENED CONCRETE, ROUGHEN AND CLEAN THE SURFACE OF THE HARDENED CONCRETE AND APPLY A BONDING AGENT SUITABLE FOR SUCH USE IMMEDIATELY PRIOR TO PLACING FRESH CONCRETE.

AutoCAD SHX Text SECTION C: STEEL CONSTRUCTION 1. STEEL CONSTRUCTION (INCLUDING DESIGN, FABRICATION, AND ERECTION) SHALL BE IN ACCORDANCE WITH THE AMERICAN STEEL CONSTRUCTION (INCLUDING DESIGN, FABRICATION, AND ERECTION) SHALL BE IN ACCORDANCE WITH THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC): SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS (ANSI/AISC 360-22), CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES (ANSI/AISC 303-22), SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS (ANSI/AISC 341-22), AND AMERICAN WELDING SOCIETY STANDARDS. 2. ALL NEW STEEL ANGLES, CHANNELS, AND PLATES SHALL COMPLY WITH ASTM A572-50 OR ASTM A992 WITH Fy=50 KSI. ALL NEW STEEL ANGLES, CHANNELS, AND PLATES SHALL COMPLY WITH ASTM A572-50 OR ASTM A992 WITH Fy=50 KSI. 3. ALL WELDING SHALL BE PERFORMED BY WELDERS CERTIFIED BY THE AMERICAN WELDING SOCIETY (AWS). UNLESS WAIVED BY ALL WELDING SHALL BE PERFORMED BY WELDERS CERTIFIED BY THE AMERICAN WELDING SOCIETY (AWS). UNLESS WAIVED BY THE OWNER AND BUILDING OFFICIAL, ALL WELDING DOCUMENTS (WELDER CERTIFICATIONS, WELD PROCEDURE SPECIFICATIONS, ETC.) REQUIRED BY AISC AND AWS SHALL BE SUBMITTED TO THE CWI FOR REVIEW BEFORE WELDING IS PERFORMED. 4. ALL WELDS SHALL USE E70XX ELECTRODES, U.N.O. ALL WELDS SHALL USE E70XX ELECTRODES, U.N.O. 5. MIN. 1/4" FILLET WELDS ALL AROUND SHALL BE PROVIDED AT LOCATIONS WHERE WELD SPECIFICATIONS ARE NOT GIVEN MIN. 1/4" FILLET WELDS ALL AROUND SHALL BE PROVIDED AT LOCATIONS WHERE WELD SPECIFICATIONS ARE NOT GIVEN HEREIN. 6. CONTRACTOR SHALL TAKE ALL NECESSARY PRECAUTIONS AND SHALL UTILIZE ALL NECESSARY PROCEDURES, TECHNIQUES, OR CONTRACTOR SHALL TAKE ALL NECESSARY PRECAUTIONS AND SHALL UTILIZE ALL NECESSARY PROCEDURES, TECHNIQUES, OR DEVICES AS NEEDED TO PROTECT THE SITE FROM FIRE DURING WELDING, CUTTING OR OTHER METAL-WORKING ACTIVITIES. CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR FIRE PREVENTION DURING CONSTRUCTION. 7. UNLESS WAIVED BY THE OWNER AND BUILDING OFFICIAL, STRUCTURAL STEEL CONSTRUCTION SHALL BE INSPECTED BY A UNLESS WAIVED BY THE OWNER AND BUILDING OFFICIAL, STRUCTURAL STEEL CONSTRUCTION SHALL BE INSPECTED BY A QUALIFIED, INDEPENDENT EXAMINER (AWS CERTIFIED WELDING INSPECTOR - CWI) IN ACCORDANCE WITH THE QUALITY ASSURANCE INSPECTION REQUIREMENTS OF AISC 360. 8. UNLESS WAIVED BY THE OWNER AND BUILDING OFFICIAL, CONTRACTOR SHALL SUBMIT CERTIFIED MILL TEST REPORTS FOR UNLESS WAIVED BY THE OWNER AND BUILDING OFFICIAL, CONTRACTOR SHALL SUBMIT CERTIFIED MILL TEST REPORTS FOR STEEL SHAPES AND CERTIFICATES OF COMPLIANCE FOR BOLTS, NUTS, WASHERS, AND WELDING ELECTRODES TO CWI FOR REVIEW/APPROVAL BEFORE FABRICATION AND CONSTRUCTION.

AutoCAD SHX Text SECTION D: ABBREVIATIONS ACI AMERICAN CONCRETE INSTITUTE AMERICAN CONCRETE INSTITUTE AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION AMERICAN INSTITUTE OF STEEL CONSTRUCTION AOR ARCHITECT OF RECORD ARCHITECT OF RECORD AWS AMERICAN WELDING SOCIETY AMERICAN WELDING SOCIETY B/BOT BOTTOM BOTTOM CJ CONTROL JOINT CONTROL JOINT CWI CERTIFIED WELDING INSPECTOR CERTIFIED WELDING INSPECTOR EF EACH FACE EACH FACE EW EACH WAY EACH WAY E-W EAST-WEST EAST-WEST FFE FINISHED FLOOR ELEVATION FINISHED FLOOR ELEVATION GL GRID LINE GRID LINE HDG HOT-DIPPED GALVANIZED HOT-DIPPED GALVANIZED IBC INTERNATIONAL BUILDING CODE INTERNATIONAL BUILDING CODE K KIPS KIPS KSI KIPS PER SQUARE INCH KIPS PER SQUARE INCH LBS POUNDS POUNDS LLH LONG LEG HORIZONTAL LONG LEG HORIZONTAL LLV LONG LEG VERTICAL LONG LEG VERTICAL LW LONG WAY LONG WAY MAX MAXIMUM MAXIMUM MIN MINIMUM MINIMUM N-S NORTH-SOUTH NORTH-SOUTH OC/O.C. ON CENTER ON CENTER PAF/P.A.F. POWDER ACTUATED FASTEN(ERS) POWDER ACTUATED FASTEN(ERS) PEMB PRE-ENGINEERED METAL BUILDING PRE-ENGINEERED METAL BUILDING PERP PERPENDICULAR PERPENDICULAR PSF POUNDS PER SQUARE FOOT POUNDS PER SQUARE FOOT PSI POUNDS PER SQUARE INCH POUNDS PER SQUARE INCH PT PRESSURE-TREATED PRESSURE-TREATED REBAR REINFORCING STEEL BARS REINFORCING STEEL BARS SER STRUCTURAL ENGINEER OF RECORD STRUCTURAL ENGINEER OF RECORD SF SQUARE FEET SQUARE FEET SIM SIMILAR SIMILAR SPEC SPECIFICATION SPECIFICATION SSCI SHEATS STRUCTURAL CONSULTING, INC. SHEATS STRUCTURAL CONSULTING, INC. SW SHORT WAY SHORT WAY T TOP TOP T.O. TOP OF TOP OF TOS/T.O.S. TOP OF STEEL OR TOP OF SLAB TOP OF STEEL OR TOP OF SLAB TYP TYPICAL TYPICAL UNO/U.N.O. UNLESS NOTED OTHERWISE UNLESS NOTED OTHERWISE NOTE: ALL ABBREVIATIONS MAY BE WRITTEN WITH OR WITHOUT ALL ABBREVIATIONS MAY BE WRITTEN WITH OR WITHOUT PERIODS.

NOTE: INFORMATION IN THESE DRAWINGS (INCLUDING COMPONENTS, DIMENSIONS, ELEVATIONS, QUANTITIES, ETC.) IS INTENDED TO BE AN APPROXIMATE REPRESENTATION OF EXISTING CONDITIONS AND MAY NOT BE FULLY ACCURATE. CONTRACTOR SHALL FIELD OBSERVE/VERIFY ALL EXISTING CONDITIONS, DIMENSIONS, QUANTITIES, COMPONENTS, ETC. AS NEEDED TO PREPARE BID AND PERFORM PROJECT.

PLAN NOTES: : 1) ALL DIMENSIONS/ANGLES/ELEVATIONS SHOWN HEREIN ARE ALL DIMENSIONS/ANGLES/ELEVATIONS SHOWN HEREIN ARE APPROXIMATE. CONTRACTOR IS RESPONSIBLE FOR FIELD VERIFYING ALL DIMENSIONS/ANGLES/ELEVATIONS AND COORDINATING FINAL DIMENSIONS/ANGLES/ELEVATIONS AS NEEDED TO MEET OWNER REQUIREMENTS AND NOT CONFLICT WITH EXISTING OR PROPOSED COMPONENTS. NOTIFY SSCI BEFORE FABRICATION OF ANY FINAL DIMENSIONS/ANGLES/ELEVATIONS THAT WILL DIFFER BY MORE THAN 2% FROM THOSE SHOWN HEREIN. 2) SSCI DID NOT EVALUATE/DESIGN SITE GRADING, SCOUR SSCI DID NOT EVALUATE/DESIGN SITE GRADING, SCOUR POTENTIAL, UNDERGROUND UTILITIES, PAVING, STREAM BUFFER REQUIREMENTS, EROSION/SEDIMENTATION CONTROL, ETC. 3) DEWATERING AND/OR TEMPORARY STREAM DIVERSION IS DEWATERING AND/OR TEMPORARY STREAM DIVERSION IS REQUIRED FOR OBSERVATIONS OF THE DOWNSTREAM WINGWALL FOUNDATION AND DOWNSTREAM CULVERT TOE (AS WELL AS TO COMPLETE THE WORK SPECIFIED HEREIN). DEWATERING AND/OR STREAM DIVERSION MEANS/METHODS/EQUIPMENT ARE THE RESPONSIBILITY OF THE CONTRACTOR AND MUST BE TO THE SATISFACTION OF OWNER AND CARTER ENGINEERING. COORDINATE DEWATERING AND STREAM DIVERSION WITH CARTER ENGINEERING. COORDINATE SITE VISITS BY CARTER COORDINATE SITE VISITS BY CARTER ENGINEERING AND/OR SSCI FOR OBSERVATIONS WHEN WINGWALL FOUNDATION AND CULVERT TOE ARE VISIBLE. 4) FOR IMPROVED SCOUR PROTECTION, LINE THE CREEK FOR FOR IMPROVED SCOUR PROTECTION, LINE THE CREEK FOR A DISTANCE OF ±4 FEET FROM THE CULVERT DOWNSTREAMTOE AND DOWNSTREAM WINGWALLS USING TYPE 1 RIP RAP UNDERLAIN BY A NON-WOVEN, NEEDLE-PUNCHED FILTER FABRIC (CLASS I – AASHTO M288) SUCH AS MIRAFI 180N AASHTO M288) SUCH AS MIRAFI 180N OR SIMILAR.

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CULVERT REPAIR PLAN

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AutoCAD SHX Text AT THE BEGINNING OF THE PROJECT, CLEAR VEGETATION WITHIN ±10' OF WINGWALL AND END OF CULVERT TO FACILITATE SOILINVESTIGATION AND APRON CONSTRUCTION. COORDINATE VISIT BY OWNER AND EOR (AND POTENTIALLY AN OWNER-ENGAGED GEOTECHNICAL ENGINEER FOR HAND AUGER TESTING OF SOIL BEHIND WINGWALL - PENDING OBSERVATIONS BY OWNER AND EOR). FOR BID, ASSUME THAT UP TO 3 CUBIC YARDS OF FLOWABLE FILL OR LEAN CONCRETE WILL BE NEEDED TO FILL VOIDS. TEMPORARILY BRACE WINGWALL OR SEQUENCE FILLING AS REQUIRED TO AVOID EXCESSIVE PRESSURE UNTIL FLOWABLE FILL OR LEAN CONCRETE HARDENS. PROVIDE A SEPARATE, LINE ITEM COST ALLOWANCE ESTIMATE IN CASE COMPACTION GROUTING IS NEEDED. IF POORLY CONSOLIDATED SOIL IS DISCOVERED, COMPACTION GROUTING BY AN EXPERIENCED SPECIALTY CONTRACTOR MAY BE NECESSARY.

AutoCAD SHX Text FOR BID PURPOSES FOR UNDERPINNING WORK TO FILL VOIDS AT WING WALL FOUNDATION AND DOWNSTREAM CULVERT TOE, ASSUME A MAXIMUM OF 3 CUBIC YARDS OF FINE AGGREGATE CONCRETE WITHIN SYNTHETEX HYDROTEX GROUT BAGS. FOLLOW SYNTHETEX RECOMMENDATIONS FOR INSTALLATION AND FINE AGGREGATE CONCRETE SPECIFICATIONS. WITH BID, PROVIDE A UNIT COST (PER PROVIDE A UNIT COST (PER UNIT COST (PER CUBIC YARD) IN CASE ADDITIONAL UNDERPINNING (IN EXCESS OF 3 CUBIC YARDS) IS NEEDED. CONFIRM MINIMUM GROUT BAG PURCHASE WITH SYNTHETEX, AND PROVIDE ANY UNUSED GROUT BAGS TO OWNER UPON COMPLETION OF PROJECT.

AutoCAD SHX Text UNDERPIN ANY VOIDS THAT ARE DISCOVERED BELOW EXISTING WINGWALL FOUNDATION WITH SYNTHETEX HYDROTEX GROUT BAGS AND FILL WITH FINE AGGREGATE CONCRETE. SEE NOTES.

AutoCAD SHX Text UNDERPIN ANY VOIDS THAT ARE DISCOVERED BELOW EXISTING CULVERT TOE WITH SYNTHETEX HYDROTEX GROUT BAGS AND FILL WITH FINE AGGREGATE CONCRETE. SEE NOTES.

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APPROXIMATE EXTENT OF RIP-RAP TO BE ADDED. SEE NOTES.

AutoCAD SHX Text AFTER VOID FILLING (AND POTENTIALLY COMPACTION GROUTING) IS COMPLETED - IF NECESSARY - CONSTRUCT A CONCRETE APRON ABUTTING THE WINGWALL AND EXTENDING TO MID-SPAN OF THE CULVERT AS SHOWN. SEE 2/S-2.

AutoCAD SHX Text REPAIR SPALLS/CRACKS AND ADD STEEL CHANNEL STRAPS TO EXTERNALLY REINFORCE CORNER PER DETAILS 1/S-3 & 2/S-3.

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KIUTUESTIA CREEK ROAD

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KIUTUESTIA CREEK ROAD

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AutoCAD SHX Text AVOID UNDERGROUND FIBER OPTIC AND ANY OTHER UNDERGROUND UTILITIES THAT MAY BE PRESENT. LOCATE ALL UNDERGROUND UTILITIES BEFORE CONSTRUCTION AND NOTIFY OWNER AND EOR OF ANY CONFLICTS BEFORE PROCEEDING. CONTRACTOR WILL BE SOLELY RESPONSIBLE FOR REPAIRING ANY DAMAGE THAT OCCURS. SSCI DID NOT LOCATE UNDERGROUND UTILITIES AND WILL NOT BE RESPONSIBLE FOR ANY DAMAGE THAT OCCURS.

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1'-0" MIN.

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6", MIN.

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CONCRETE APRON DETAIL

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NOT TO SCALE

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#4'S AT 12" O.C. EACH WAY, 3" CLEAR FROM SOIL, TYP.

AutoCAD SHX Text EPOXY ANCHOR REBAR INTO WALL WITH 4" EMBEDMENT AND HILTI HIT RE 500, TYP. (PROVIDE SIMILAR ANCHORAGE AT CAP AT CULVERT.)

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SLOPE APRON TO DIVERT WATER AROUND WINGWALL, TYP.

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EXISTING WINGWALL

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PLOTS AND REVISIONS

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DESCRIPTION

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DATE

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S-2 CULVERT REPAIR PLAN & DETAIL

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SHEATS STRUCTURAL CONSULTING, INC.

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P.O. BOX 1775 WINDER, GA 30680 770-868-9000 WWW.SHEATSCONSULTING.COM

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GEORGIA COA LICENSE# (FIRM): PEF 04972 EXPIRATION DATE: 06/30/2028

AutoCAD SHX Text COPYRIGHT 2026 BY SHEATS STRUCTURAL CONSULTING, INC. THIS DRAWING IS SOLELY THE PROPERTY OF SHEATS STRUCTURAL CONSULTING, INC. AND MAY NOT BE USED WITHOUT WRITTEN AUTHORIZATION.

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PROJECT# 26050

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SEPT. 2026

AutoCAD SHX Text 10/02/2026

KIUTUESTIA CREEK ROAD AT KIUTUESTIA CREEK UNION COUNTY, GEORGIA CULVERT REPAIRS

PATCH REPAIR: 1. SAW CUT PERIMETER ( " DEEP TO AVOID DAMAGE TO REBAR) OF PATCH SAW CUT PERIMETER ( " DEEP TO AVOID DAMAGE TO REBAR) OF PATCH 34" DEEP TO AVOID DAMAGE TO REBAR) OF PATCH TO PROVIDE NEAT, SQUARED CORNERS AND EDGES. PATCH SHALL EXTEND TO SOUND CONCRETE. LOCATE SAW-CUT 6" BEYOND EDGES OF SPALLS AND PRIMARY CRACKS EXCEPT AT WALL CORNER WHERE SAW-CUT SHALL ALIGN WITH CORNER. 2. REMOVE ALL UNSOUND CONCRETE AND CONCRETE WITHIN SAWCUT TO A REMOVE ALL UNSOUND CONCRETE AND CONCRETE WITHIN SAWCUT TO A DEPTH OF MINIMUM " USING A CHIPPING HAMMER. IF EXISTING REBAR IS 34" USING A CHIPPING HAMMER. IF EXISTING REBAR IS EXPOSED, REMOVE CONCRETE AT REBAR SO THAT SURFACE OF REBAR IS FULLY ACCESSIBLE WITH 1" COVER, ALL AROUND. ALONG THE IMMEDIATE PATH OF THE PRIMARY CRACK(S)/SPALL(S) WHERE #3 RODS ARE TO BE PLACED, DEEPEN THE CHIPPED TRENCH TO A MINIMUM OF 1.75 INCHES TO PROVIDE A MINIMUM OF 1/2 INCH CLEAR COVER EXTENDING TO BOTH THE INSIDE AND OUTSIDE OF THE INTERSECTING STAINLESS STEEL RODS. 3. PRIMARY CRACK IS ASSUMED TO EXTEND THROUGH THE FULL WIDTH OF PRIMARY CRACK IS ASSUMED TO EXTEND THROUGH THE FULL WIDTH OF THE WALL. IF THIS IS NOT THE CASE, NOTIFY SSCI BEFORE PROCEEDING. CLEAN OUT ALL DEBRIS AND LOOSE CONCRETE FROM CRACK. CHIP OUT NARROWER ZONES TO MINIMUM " WIDTH. DO NOT DAMAGE ANY 12" WIDTH. DO NOT DAMAGE ANY UNDERLYING REBAR. 4. CLEAN ALL CORROSION FROM ANY EXPOSED REINFORCING STEEL. CLEAN CLEAN ALL CORROSION FROM ANY EXPOSED REINFORCING STEEL. CLEAN AND PREPARE SURFACE OF CONCRETE TO RECEIVE PATCH. CLEANING SHALL USE HIGH PRESSURE WATER BLASTING AND COMPRESSED AIR UNLESS RECOMMENDED OTHERWISE BY MANUFACTURER OF THE PATCHING MATERIAL. 5. PLACE AND EPOXY ANCHOR STAINLESS STEEL THREADED RODS AS SHOWN. PLACE AND EPOXY ANCHOR STAINLESS STEEL THREADED RODS AS SHOWN. 6. PRIME THE EXPOSED REINFORCING STEEL (EXISTING) WITH SIKA ARMATEC PRIME THE EXPOSED REINFORCING STEEL (EXISTING) WITH SIKA ARMATEC 110 EPOCEM (BONDING AGENT) IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. 7. PREPARE THE CONCRETE SURFACE TO BE REPAIRED TO A SATURATED PREPARE THE CONCRETE SURFACE TO BE REPAIRED TO A SATURATED SURFACE DRY (SSD) CONDITION IMMEDIATELY BEFORE APPLICATION OF PATCHING MATERIAL. 8. CONSTRUCT FORMWORK FOR PATCH FLUSH WITH FRONT OF WALL. CONSTRUCT FORMWORK FOR PATCH FLUSH WITH FRONT OF WALL. FORMWORK DETAILS AND ANCHORAGE ARE THE RESPONSIBILITY OF THE CONTRACTOR. PROVIDE POUR PORTS OR HOPPERS AT TOP OF FORMWORK AS NEEDED. 9. MIX AND PLACE SIKACRETE 211 STRUCTURAL MICROCONCRETE TO FULLY MIX AND PLACE SIKACRETE 211 STRUCTURAL MICROCONCRETE TO FULLY PATCH/FILL CRACK(S), SPALL(S), AND AREAS WHERE CONCRETE HAS BEEN REMOVED. VIBRATE FORMS AS NEEDED SO THAT SIKACRETE 211 PENETRATES FULL THICKNESS OF WALL AND FULLY FILLS CRACK AND ALL AREAS WHERE CONCRETE HAS BEEN REMOVED. THE APPLICATION OF THE SIKACRETE 211 SHALL BE IN ACCORDANCE WITH ALL OF THE SIKA RECOMMENDATIONS FOR BEST PERFORMANCE. CONTRACTOR PERFORMING THE WORK SHALL BE PRE-APPROVED BY SIKA AS A TRAINED, QUALIFIED INSTALLER. CONTRACTOR SHALL ANTICIPATE SIKACRETE 211 PENETRATING THROUGH THE CRACK INTO VOIDS IN THE SOIL BEHIND THE WALL, AND CONCRETE SHALL PROVIDE EXTRA VOLUME OF SIKACRETE 211 AS NEEDED. 10. CURE PATCH PER SIKA RECOMMENDATIONS. CURE PATCH PER SIKA RECOMMENDATIONS. 11. STEPS 6 TO 10 SHALL BE PERFORMED IN LIFTS (FROM BOTTOM TO TOP) STEPS 6 TO 10 SHALL BE PERFORMED IN LIFTS (FROM BOTTOM TO TOP) NOT EXCEEDING 3' IN HEIGHT WITH. TOP SURFACE OF LOWER LIFT SHALL BE PREPARED TO SSD CONDITION IMMEDIATELY BEFORE PLACEMENT OF NEXT LIFT. 12. FOLLOW GA DOT SPECS AND ALL APPLICABLE SIKA APPLICATION FOLLOW GA DOT SPECS AND ALL APPLICABLE SIKA APPLICATION INSTRUCTIONS.

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SPALL/CRACK REPAIR DETAIL PHOTO

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INJECT THIS CRACK PER NOTES BELOW.

AutoCAD SHX Text REMOVE LOOSE CONCRETE, CAREFULLY WIDEN CRACK TO MINIMUM " WHERE 12" WHERE NECESSARY, FORM, AND FILL CRACK/GAP AT TOP OF WINGWALL (INCLUDING BEYOND EXTENT OF PHOTO) WITH SIKACRETE 211 AFTER PATCH REPAIR BELOW IS COMPLETE.

AutoCAD SHX Text CRACK INJECTION: 1. CLEAN CRACK WITH WIRE BRUSH, CLEAN CRACK WITH WIRE BRUSH, COMPRESSED AIR, AND/OR VACCUUM. 2. DRILL HOLES AND INSTALL INJECTION DRILL HOLES AND INSTALL INJECTION PORTS PER EPOXY MANUFACTURER RECOMMENDATIONS. ANCHOR WITH EPOXY RECOMMENDED BY MANUFACTURER. 3. CLEAN CONCRETE ADJACENT TO CRACK CLEAN CONCRETE ADJACENT TO CRACK AND PASTE OVER SURFACE OF CONCRETE AT CRACK USING EPOXY RECOMMENDED BY MANUFACTURER, AND ALLOW TO CURE. 4. INJECT CRACK WITH EPOXY USING PORTS INJECT CRACK WITH EPOXY USING PORTS PER EPOXY MANUFACTURER RECOMMENDATIONS. 5. AFTER EPOXY CURES, NEATLY CUT AFTER EPOXY CURES, NEATLY CUT OFF/REMOVE PORTS. 6. EPOXY MUST COMPLY WITH GA DOT EPOXY MUST COMPLY WITH GA DOT SPECIFICATIONS. SUBMIT DATASHEETS INDICATING COMPLIANCE FOR SSCI REVIEW AND APPROVAL BEFORE CONSTRUCTION. 7. FOLLOW GA DOT SPEC SECTION 528 AND FOLLOW GA DOT SPEC SECTION 528 AND EPOXY MANUFACTURER APPLICATION INSTRUCTIONS.

AutoCAD SHX Text PROVIDE ADDITIONAL #3 VERTICAL BARS (AT 6" O.C.) AND LENGTHEN #3 TIE BARS IN THIS WIDER AREA OF PATCH.

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MIN. 1" CLEAR AROUND EXISTING REBAR, TYP. - ALL SIDES

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SIKACRETE 211 STRUCTURAL MICROCONCRETE.

AutoCAD SHX Text SAW-CUT " DEEP. LOCATE 34" DEEP. LOCATE SAW-CUT AT 6" BEYOND UPSTREAM EDGES OF CRACK/SPALLED ZONE AND ALIGNED WITH CORNER TO DOWNSTREAM SIDE OF CRACK. REMOVE CONCRETE WITH CHIPPING HAMMER AS NEEDED - INCLUDING BELOW REBAR SO THAT REBAR CAN BE FULLY ENCASED WITH PATCHING MATERIAL. DO NOT DAMAGE EXISTING REBAR. REMOVE CONCRETE FROM CRACK (ASSUMING CRACK PENETRATES FULL WIDTH OF WALL) TO PROVIDE MINIMUM 12" THICKNESS FOR PATCH. CLEAN, PREPARE SURFACE, AND PATCH PER NOTES.

AutoCAD SHX Text PAIRS OF " STAINLESS STEEL 38" STAINLESS STEELTHREADED ROD TIES AT 12" O.C., TYP. EPOXY ANCHOR WITH 4" EMBEDMENT INTO CONCRETE WITH HILTI HIT RE 500. FIELD BEND AS REQUIRED. LAP IN PATCH AS SHOWN.

AutoCAD SHX Text TWO (2) - " STAINLESS STEEL THREADED 38" STAINLESS STEEL THREADEDRODS PARALLEL TO PATCH. RUN CONTINUOUS FULL HEIGHT OF PATCH, TYP.

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MIN. " CLEAR 12" CLEAR AROUND NEW STAINLESS STEEL RODS, TYP. - ALL SIDES.

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MIN. 6"

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±10"FIELD VERIFY

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±10"FIELD VERIFY

AutoCAD SHX Text BEFORE PATCHING, FILL ANY VOIDS IN THE SOIL BEHIND THE WALL (REACHABLE FROM SURFACE) WITH FLOWABLE FILL OR LEAN CONCRETE. SEE PLAN. EXPECT SIKACRETE 211 TO EXTEND THROUGH WALL INTO FISSURES AND VOIDS IN SOIL. PROVIDE EXTRA VOLUME OF SIKACRETE 211 AS NEEDED.

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SPALL/CRACK REPAIR DETAIL - PLAN VIEW

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AutoCAD SHX Text CONTRACTOR SHALL CAREFULLY INSPECT AND REMOVE ANY UNSOUND CONCRETE. THEN, SAW-CUT " DEEP 34" DEEP ALONG ROUGHLY THE LINES SHOWN. LOCATE SAW-CUT A MINIMUM OF 6" TO UPSTREAM SIDE OF CRACK/SPALLED ZONE, AND LOCATE SAW-CUT AT WALL CORNER TO DOWNSTREAM SIDE OF CRACK. WITH CHIPPING HAMMER, CAREFULLY REMOVE UNSOUND CONCRETE, CONCRETE WITHIN SAWCUT DEPTH, CONCRETE BELOW AND AROUND EXISTING REBAR (IF EXPOSED), AND CONCRETE AROUND THE LOCATIONS OF THE PROPOSED #3 BARS - SO THAT REBAR CAN BE FULLY ENCASED WITH PATCHING MATERIAL AS PER 1A/S-3. CLEAN, PREPARE SURFACE, AND PATCH AS PER NOTES.

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STEEL CHANNEL STRAP DETAIL

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AutoCAD SHX Text 34" STAINLESS STEEL THREADEDANCHOR RODS WITH HILTI HIT RE 500 EPOXY AND 6 " 34" EMBEDMENT INTO CONCRETE. 6 RODS TO EACH SIDE OF CORNER/CRACK (12 RODS PER CHANNEL, TOTAL).

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C10X20 STEEL CHANNEL (TOES OUT), TYP.

AutoCAD SHX Text STEEL PAINTING NOTES: NEW STEEL CHANNELS SHALL BE PAINTED AS PER THESE NOTES AND GOOD CONSTRUCTION PRACTICES. ALL FACES OF STEEL CHANNELS SHALL BE PAINTED AFTER WELDING AND BEFORE INSTALLATION - WITH FIELD TOUCH UP AFTER INSTALLATION AS REQUIRED. PREPARE SURFACE IN ACCORDANCE WITH THE PAINT MANUFACTURER'S RECOMMENDATIONS FOR THE PROPOSED PRODUCTS. SURFACE PREPARATION MAY REQUIRE SCRAPING, SANDING, WIRE BRUSHING, SOLVENT CLEANING, DRYING, ETC. PAINT SHALL CONSIST OF A THREE COAT SYSTEM BY TNEMEC OR SHERWIN WILLIAMS INTENDED FOR USE IN HARSH, EXTERIOR EXPOSURE ENVIRONMENTS. COATS SHALL INCLUDE: PRIME COAT, INTERMEDIATE COAT, AND TOP COAT TO MIL THICKNESSES RECOMMENDED BY MANUFACTURER. CONTRACTOR SHALL SUBMIT DATASHEETS AND MANUFACTURER SURFACE PREPARATION AND APPLICATION RECOMMENDATIONS FOR ALL COMPONENTS OF THE PROPOSED PAINT SYSTEM FOR REVIEW AND APPROVAL BY OWNER BEFORE PROCEEDING. CONTRACTOR SHALL CAREFULLY FOLLOW ALL MANUFACTURER RECOMMENDATIONS FOR PAINT APPLICATION INCLUDING BUT NOT LIMITED TO THOSE RELATED TO STORAGE, SURFACE PREPARATION, MOISTURE CONTENT, APPLICATION EQUIPMENT, DRYING TIME, TEMPERATURE AT TIME OF APPLICATION, MIL THICKNESS, ETC. SSCI WILL NOT BE RESPONSIBLE FOR CORROSION, DISCOLORATION, OR OTHER ISSUES RELATED TO THE COATING. CONTRACTOR SHALL PROVIDE WARRANTY, TO BE NEGOTIATED WITH OWNER, FOR PAINT SYSTEM IF REQUIRED BY OWNER.

AutoCAD SHX Text PROVIDE ONE STEEL CHANNEL STRAP AT CULVERT LID-TO-WINGWALL. LEG AT CULVERT LID SHALL BE 36" LONG. LEG AT WINGWALL SHALL BE 24" LONG.

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FULL-PENETRATION WELDED JOINT IN CHANNELS AT CORNERS, TYP.

AutoCAD SHX Text ALL FOUR LOWER CHANNELS SHALL BE IDENTICAL, WITH 3' LONG LEG AT WINGWALL AND 5'-6" LONG LEG AT CULVERT WALL. LOCATE TOP CHANNEL AT 4" CLEAR BELOW LID. LOCATE BOTTOM CHANNEL AT 12" CLEAR FROM TOP OF WINGWALL FOOTING/ CULVERT BASE. EQUALLY SPACE THE TWO INTERMEDIATE CHANNELS.

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AT CULVERT LID & WINGWALL

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GAP/CRACK AT CORNER.

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AutoCAD SHX Text FULL PENETRATION WELDED JOINT IN CHANNEL AT CORNER OF WINGWALL AND CULVERT LID. CERTIFIED WELDER AND AISC PRE-QUALIFIED WELDED JOINT SHALL BE USED.

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CULVERT LID SIDE

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WINGWALL SIDE

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AutoCAD SHX Text 34" STAINLESS STEEL THREADEDANCHOR RODS WITH HILTI HIT RE 500 EPOXY AND 6 " 34" EMBEDMENT INTO CONCRETE. PROVIDE 6 RODS TO WINGWALL AND 10 RODS TO CULVERT WALL - SPACED AS SHOWN (16 RODS PER CHANNEL, TOTAL).

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C10X20 STEEL CHANNEL (TOES OUT), TYP.

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AT CULVERT WALL & WINGWALL

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PRIMARY GAP/CRACK NEAR CORNER.

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AutoCAD SHX Text FULL PENETRATION WELDED JOINT IN CHANNEL AT CORNER OF WINGWALL AND CULVERT WALL. CERTIFIED WELDER AND AISC PRE-QUALIFIED WELDED JOINT SHALL BE USED.

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CULVERT SIDE

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WINGWALL SIDE

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SECONDARY CRACK IN CULVERT WALL AT MAX. OF ±32"FROM CORNER.

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PLOTS AND REVISIONS

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DESCRIPTION

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DATE

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DRAWN BY:

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CHECKED:

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SHEET #:

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RS

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RS

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S-3 CULVERT REPAIR DETAILS

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PROFESSIONAL

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SHEATS STRUCTURAL CONSULTING, INC.

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P.O. BOX 1775 WINDER, GA 30680 770-868-9000 WWW.SHEATSCONSULTING.COM

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GEORGIA COA LICENSE# (FIRM): PEF 04972 EXPIRATION DATE: 06/30/2028

AutoCAD SHX Text COPYRIGHT 2026 BY SHEATS STRUCTURAL CONSULTING, INC. THIS DRAWING IS SOLELY THE PROPERTY OF SHEATS STRUCTURAL CONSULTING, INC. AND MAY NOT BE USED WITHOUT WRITTEN AUTHORIZATION.

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PROJECT# 26050

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SEPT. 2026

AutoCAD SHX Text 10/02/2026

KIUTUESTIA CREEK ROAD AT KIUTUESTIA CREEK UNION COUNTY, GEORGIA CULVERT REPAIRS