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HomeMy WebLinkAboutAPPROVED S-3.01 R1CONTRACTOR NOTE:THE CONTRACTOR IS SOLELY RESPONSIBLE FOR INITIATING, MAINTAINING AND SUPERVISING ALL SAFETYPRECAUTIONS AND PROGRAMS IN CONNECTION WITH THE WORK. WIEDER ENGINEERING, INC. IS NOTRESPONSIBLE FOR THE MEANS AND METHODS OF CONSTRUCTION OR FOR RELATED SAFETYPRECAUTIONS AND PROGRAMS.CODES AND STANDARDS1.WIND LOADS ARE PER ASCE 7-16 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHERSTRUCTURES, FOR A 170 MPH ULT WIND SPEED (132 MPH NOMINAL WIND SPEED), EXPOSURE D,ENCLOSED BUILDING (+/-0.18 INTERNAL PRESSURE COEFFICIENT) AND RISK CATEGORY II2.THE PROJECT WAS DESIGNED IN ACCORDANCE WITH THE:A.FLORIDA BUILDING CODE 7TH EDITION (2020)B.BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE (ACI 318)C.SPECIFICATION FOR STRUCTURAL CONCRETE FOR BUILDINGS (ACI 301)D.MANUAL OF STD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES (ACI 315)E.SPECIFICATION FOR THE DESIGN, FABRICATION & ERECTION OF STRUCTURAL STEEL FOR BUILDINGS. AMERICAN INSTITUTE OF STEEL CONSTRUCTION - (AISC) ASD/ 9TH EDITIONF.NATIONAL DESIGN SPECIFICATION, WOOD CONSTRUCTION NDS/CURRENT EDITIONG.BUILDING CODE REQUIREMENTS AND SPECIFICATIONS FOR MASONRY STRUCTURES(ACI 530, 530.1/ASCE 5, 6/TMS 402, 602)3.THE STRUCTURAL DRAWINGS ARE PART OF THE CONTRACT DOCUMENTS AND DO NOT BYTHEMSELVES PROVIDE ALL THE INFORMATION REQUIRED TO PROPERLY COMPLETE THE PROJECTSTRUCTURE. THE GENERAL CONTRACTOR SHALL CONSULT THE ARCHITECTURAL, MECHANICALAND ELECTRICAL DRAWINGS AND COORDINATE THE INFORMATION CONTAINED IN THESE DRAWINGSWITH THE STRUCTURAL DRAWINGS TO PROPERLY CONSTRUCT THE PROJECT.4.REFER TO ARCHITECTURAL, MECHANICAL OR ELECTRICAL DRAWINGS FOR ADDITIONAL OPENINGS,DEPRESSIONS, FINISHES, INSERTS, BOLTS SETTINGS, DRAINS, REGLETS, ETC.5.BEFORE ORDERING ANY MATERIALS OR DOING ANY WORK, THE CONTRACTOR SHALL VERIFY ALLMEASUREMENTS TO PROPERLY SIZE OR FIT THE WORK. NO EXTRA CHARGE OR COMPENSATIONWILL BE ALLOWED BY THE OWNER RESULTING FROM THE CONTRACTOR'S FAILURE TO COMPLYWITH THIS REQUIREMENT.6.ALL DIMENSIONS AND ELEVATIONS SHOWN ON THE STRUCTURAL DRAWINGS MUST BE VERIFIEDAND COORDINATED WITH THE ARCHITECTURAL DRAWINGS BY THE CONTRACTOR BEFOREPROCEEDING WITH THE CONSTRUCTION.7.DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT OR ENGINEER INWRITING BEFORE PROCEEDING WITH ANY WORK.8.ALL DETAILS, SECTIONS AND NOTES SHOWN ON THE DRAWINGS ARE INTENDED TO BE TYPICAL ANDSHALL APPLY TO SIMILAR SITUATIONS ELSEWHERE UNLESS OTHERWISE SHOWN.9.WINDOW AND DOOR ASSEMBLY TEST AS FOLLOWS:A.EXTERIOR WINDOWS AND GLASS DOORS SHALL BE TESTED BY AN APPROVED INDEPENDENTTESTING LABORATORY, AND SHALL BE LABELED WITH AN APPROVED LABEL IDENTIFYINGTHE MANUFACTURER, PERFORMANCE CHARACTERISTICS AND APPROVED PRODUCTCERTIFICATION AGENCY, TESTING LABORATORY, EVALUATION ENTITY OR MIAMI-DADENOTICE OF ACCEPTANCE TO INDICATE COMPLIANCE WITH THE REQUIREMENTS OF ONE OFTHE FOLLOWING SPECIFICATIONS: ANSI/AAMA/NWWDA 101/I.S.2 OR TAS 202B.EXTERIOR DOOR ASSEMBLIES SHALL BE TESTED FOR STRUCTURAL INTEGRITY INACCORDANCE WITH ASTM E330 AT A LOAD OF 1.5 TIMES THE REQUIRED DESIGN PRESSURELOAD. THE LOAD SHALL BE SUSTAINED FOR 10 SECONDS WITH NO PERMANENTDEFORMATION OF ANY MAIN FRAME OR PANEL MEMBER IN EXCESS OF 0.4 PERCENT OF ITSSPAN AFTER THE LOAD IS REMOVED AND SHALL COMPLY WITH TAS 202. AFTER EACHSPECIFIED LOADING, THERE SHALL BE NO GLASS BREAKAGE, PERMANENT DAMAGE TOFASTENERS, HARDWARE PARTS, OR ANY OTHER DAMAGE, WHICH CAUSES THE DOOR TO BEINOPERABLE.C.WINDOW AND DOOR ASSEMBLIES SHALL BE ANCHORED IN ACCORDANCE WITH THEPUBLISHED MANUFACTURER'S RECOMMENDATIONS TO ACHIEVE THE DESIGN PRESSURESPECIFIED. SUBSTITUTE ANCHORING SYSTEM USED FOR SUBSTRATES NOT SPECIFIED BYTHE FENSTRATION MANUFACTUER SHALL PROVIDE EQUAL OR GREATER ANCHORINGPERFORMANCE AS DEMONSTRATED BY ACCEPTED ENGINEERING PRACTICE.SPECIALTY ENGINEERED PRODUCTS1.THE GENERAL CONTRACTOR IS RESPONSIBLE TO COORDINATE THE PROPER SUBMISSION OFSPECIALTY ENGINEERED SHOP DRAWINGS WHICH SHALL BE SIGNED AND SEALED BY AN ENGINEERREGISTERED IN THE STATE OF FLORIDA. IT IS THE GENERAL CONTRACTOR'S RESPONSIBILITY TOASSURE THAT THE SPECIALTY ENGINEERED SHOP DRAWINGS ARE SUBMITTED IN A TIMELY MANNERSO AS TO ALLOW REVIEWS AND RESUBMISSIONS AS REQUIRED. ALL SPECIALTY ENGINEEREDPRODUCTS SHALL BE DESIGNED FOR THE APPROPRIATE GRAVITY LOADS AND WIND LOADSINCLUDING UPLIFT AND LATERAL LOADS. INTERIOR SPECIALTY PRODUCTS SHALL BE DESIGNEDFOR LATERAL LOADS TO ASSURE STABILITY. SPECIALTY ENGINEERED PRODUCTS SHALL BE, BUTARE NOT LIMITED TO, THE FOLLOWING:A.LIGHT GAUGE METAL INCLUDING, BUT NOT LIMITED TO, SOFFITS, CLADDING, CEILINGS, ETC.B.MISCELLANEOUS METALS INCLUDING MECHANICAL EQUIPMENT SUPPORTS, FRAMES THATSUPPORT MACHINES, PIPES OR OTHER STRUCTURAL METAL USED FOR SUPPORT OFMECHANICAL SYSTEMS.C.MISCELLANEOUS HANGARS, METAL FRAMES, LADDERS, HANGING WALLS, METAL RAILINGS,SAFETY RAILINGS, CLADDING SUCH AS STONE, PRECAST, ALUMINUM, METAL PANELS, CABLEBARRIER SYSTEMS, ETC. OR ANY OTHER MISCELLANEOUS PRODUCT REQUIRED BY ANY OFTHE CONSTRUCTION DOCUMENTS.FOUNDATION1.ALL SITE PREPARATION AND EXCAVATION WORK IS TO BE PERFORMED IN STRICT ACCORDANCEWITH THE RECOMMENDATIONS ON SOILS AND FOUNDATIONS INVESTIGATION PREPARED BY ANAPPROVED TESTING LABORATORY PRIOR TO FOUNDATION WORK.2.BOTTOM OF FOOTINGS ASSUMED TO BEAR ON SOIL CAPABLE OF SAFELY SUPPORTING 2500 PSF3.SOILS SUPPORTING ALL FOOTINGS MUST BE INSPECTED AND APPROVED BY A REGISTERED SOILSENGINEER BEFORE COMMENCING WORK. APPROVAL IN WRITING MUST INDICATE THE SOIL ISADEQUATE TO SAFELY SUSTAIN SPECIFIED SOIL BEARING PRESSURE.4.BOTTOM OF ALL EXTERIOR MONO-FOOTINGS SHALL BE MINIMUM 12 INCHES BELOW EXTERIORFINISH GRADE.5.ALL EXCAVATION SHALL BE KEPT DRY. EXCAVATE TO DEPTHS AND DIMENSIONS INDICATED. TAKEEVERY PRECAUTION TO GUARD AGAINST ANY MOVEMENT OR SETTLEMENT OF ADJACENT STRUCTURES, UTILITIES, PIPING, ETC.6.PROVIDE ANY BRACING OR SHORING NECESSARY TO AVOID SETTLEMENT OR DISPLACEMENT OFEXISTING FOUNDATION OR STRUCTURES.7.CENTERLINE OF FOOTINGS: SHALL COINCIDE WITH CENTERLINE OF COLUMNS UNO ON DRAWINGSCONCRETE1.ALL CONCRETE SHALL BE READY MIX AND MEET THE FOLLOWING REQUIREMENTS:A.A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI @ 28 DAYS FOR SLABS ON GRADE ANDFOUNDATIONSB.A MINIMUM COMPRESSIVE STRENGTH OF 4000 PSI @ 28 DAYS FOR ALL OTHER CONCRETE (I.E.COLUMNS, BEAMS, TIE BEAMS, ETC.)C.SLUMPS SHALL BE 5 INCHES +/- 1 INCHD.CONCRETE SHALL HAVE 3.5% +/- 1.5% ENTRAINED AIRE.ALL CONCRETE TO HAVE MAXIMUM WATER/CEMENT RATIO OF 0.55F.JOBSITE WATER SHALL NOT BE ADDED2.FLY ASH SHALL BE LIMITED TO A MAXIMUM OF 25% OF THE CEMENTICIOUS MATERIAL AND SLAG SHALL BE LIMITED TO 50% OF THE CEMENTICIOUS MATERIAL IN SLABS AND 25% IN ALL OTHER CONCRETE. FLY ASH AND SLAG SHALL NOT BE USE TOGETHER.3.CONCRETE COVER FOR REINFORCING STEEL SHALL BE AS REQUIRED BY ACI SPECIFICATIONS.4.LAP ALL BARS PER ACI MINIMUM REQUIREMENTS FOR TENSION LAP SPLICE BUT NOT LESS THAN 48BAR DIAMETERS. LAP ALL WWF A MINIMUM OF 12 INCHES5.ALL HOOKS SHOWN IN STEEL REINFORCING BARS SHALL BE PER ACI RECOMMENDATIONS (NOTLESS THAN 12 BAR DIAMETERS PAST BEND) UNO6.WELDED WIRE FABRIC SHALL COMPLY WITH ASTM A185. PLACE FABRIC 2" CLEAR FROM TOP OFTHE SLAB IN SLAB ON GRADE AND SUPPORT ON SLAB BOLSTERS SPACED AT 3'-0" O.C.7.ALL REINFORCING STEEL SHALL COMPLY WITH ASTM A615 GRADE 60.8.AT CORNERS OF CONCRETE BEAMS, TIE BEAMS, BOND BEAMS AND CONTINUOUS FOOTINGS,PROVIDE (1) #5 X 5'-0" BENT BAR FOR EACH HORIZONTAL BAR SCHEDULED AT EACH FACE.CONCRETE CONT'D:9.CONCRETE LINTELS:A.ALL LINTELS SHALL BE PRE-ENGINEERED PERCAST TYPE BY CASTCRETE (OR EQUAL) UNOOR AS NOTED BELOW. NO PRE-ENGINEERED PRECAST LINTEL SHALL BE LESS THAN 8F8 w/(1) #5 BOTTOMB.LINTEL SHALL BE CAST IN PLACE BEAM WHEN IMMEDIATELY ADJACENT TO CAST IN PLACECONCRETE COLUMN. MINIMUM LINTEL SHALL BE 8x10 WITH (2) #5 TOP AND BOTTOM w/ #3STIRRUPS AT 4” ON CENTER UNO.C.DROP BOTTOM OF BEAM AT WINDOWS, DOORS AND MASONRY OPENINGS AS REQUIRED TOPROVIDE A CONCRETE CLOSURE BETWEEN THE BOTTOM OF THE BEAM AND WINDOWAND/OR DOOR HEADER SHALL BE ALLOWED.D.MAXIMUM DROP SHALL BE 16" (TWO BLOCK COURSES) AND SPAN EQUAL TO MASONRYOPENING WIDTH PLUS 8” EACH SIDE. PROVIDE ADDITIONAL (2) #5 AT BOTTOM OF DROPINCLUDING #3 TIES @ 24" O.C. EXTENDING TO TOP OF BEAM REINFORCING. IF THE LINTELDROP EXCEEDS THE ABOVE LIMIT, A SEPARATED LINTEL SHALL BE PROVIDEDE.LINTELS TO HAVE 8" MINIMUM BEARING AT EACH END.MASONRY1.MASONRY UNITS SHALL BE, LOAD BEARING ASTM C90, TYPE II NON-MOISTURE CONTROLLED,NORMAL WEIGHT AND SHALL BE LAID IN A FULL BED OF MORTAR IN RUNNING BOND (UNO)2.THE COMPRESSIVE STRENGTH OF MASONRY (F'M) SHALL BE 1,500 PSI AS CALCULATED INACCORDANCE WITH ASTM C13143.ALL MORTAR SHALL BE TYPE M OR S ONLY, IN ACCORDANCE WITH ASTM C2704.GROUT SHALL BE A HIGH SLUMP MIX IN ACCORDANCE WITH ASTM C476 AND HAVING A MINIMUMCOMPRESSIVE STRENGTH OF 2,500 PSI5.PROVIDE 8" X 8" MASONRY BEAM WITH (2) #5 CONT. AT EVERY WINDOW SILL. EXTEND BEAM 8" BEYOND EDGE OF OPENING AND HOOK INTO REINFORCED JAMBS6.PROVIDE HOT DIPPED GALVANIZED LADDER TYPE HORIZONTAL JOINT REINFORCEMENT (9 GA.) AT16" ON CENTER VERTICAL IN ALL MASONRY WALLS. PROVIDE DOVE TAIL SLOT ANCHORS ATCONCRETE COLUMNSSTEEL1.ALL STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH THE 9TH Ed.OF THE AISC CODE. STRUCTURAL STEEL SHALL CONFORM TO:A.ASTM A992 GRADE 50 FOR ALL WIDE FLANGE BEAMSB.ASTM A36 FOR MISCELLANEOUS STEEL SHAPES (ANGLES, PLATES, CHANNELS, ETC.)C.ASTM A600 GRADE B (Fy = 45 KSI) FOR SQUARE OR RECTANGULAR HSS TUBESD.ALL STEEL TO HAVE A SHOP COAT OF RUST INHIBITIVE PAINT.E.ALL MILL CAMBER TO BE ORIENTED UPWARD DURING FABRICATION AND ERECTION.2.ALL WELDING SHALL BE PERFORMED BY WELDERS QUALIFIED, AS DESCRIBED IN "AMERICANWELDING SOCIETY'S STANDARD QUALIFICATION PROCEDURE" (AWS D1.1), TO PERFORM THE TYPEOF WORK REQUIRED.3.ALL ALUMINUM AND STEEL MEMBERS TO BE TREATED OR PROPERLY SEPARATED TO PREVENTGALVANIC AND CORROSIVE EFFECTS.4.ALL STEEL WELDING RODS SHALL BE E70XX ELECTRODES.(STRUCTURAL WELDING CODE - STEEL AWS D1.1-2006)5.SHEAR CONNECTORS TO BE HEADED STUD TYPE (BY NELSON OR EQUAL), ASTM A/108, GRADE 1015OR 1020, COLD FINISHED CARBON STEEL, WITH DIMENSIONS COMPLYING WITH AISCSPECIFICATIONS.WOOD1.ALL STRUCTURAL WOOD MEMBERS ARE DESIGNED AS "DRY-USE". MOISTURE CONTENT MUST BE19% OR LESS. STORE WOOD FRAMING ABOVE GROUND AND UNDER TARPS WITH PROPER AIRCIRCULATION.2.ALL LUMBER SHALL BE SOUTHERN PINE SPECIES #2 GRADE OR APPROVED EQUAL. ALLOWABLEDESIGN STRESSES SHALL FOLLOW NATIONAL DESIGN SPECIFICATION (NDS) (LATEST EDITION).3.PROVIDE SP ACQ PRESSURE TREATED LUMBER IN ACCORDANCE WITH AWPA STANDARDS TO AMINIMUM 0.40 PCF RETENTION WHERE LUMBER IS IN CONTACT WITH CONCRETE/MASONRY OROUTSIDE OF BUILDING. ALL METAL CONNECTORS IN CONTACT WITH PRESSURE TREATED LUMBERSHALL BE GALVANIZED WITH A RATING OF G-185 AND CONFORM TO ASTM A653. ALL NAILS ANDSCREWS USED WITH PRESSURE TREATED LUMBER ARE TO BE HOT-DIPPED GALVANIZED AND TOCONFORM TO ASTM A153 CLASS D. ELECTROGALVANIZED FASTENERS SHALL HAVE A CLASSRATING PER ASTM B695 NO LESS THAN 55. ALUMINUM NOT TO BE USED IN DIRECT CONTACT WITHACQ TREATED LUMBER.4.PLYWOOD SHEATHING:A.WALL: USE 19/32" APA 32/16 RATED, EXP. 1, PLYWOOD SHEATHING.B.ROOF: USE 19/32" APA 40/20 RATED, EXP. 1, PLYWOOD SHEATHING.C.USE 8'- 0" LONG X 4'-0" WIDE SHEETS WITH LENGTH ACROSS FRAMING. STAGGER PANEL ENDJOINTS 4'-0" TYP., ALLOW 1/8" SPACE ALONG PANEL EDGES AND END JOINTS.5.WOOD CONNECTIONS - ALL NAILS USED FOR STRUCTURAL FRAMING MEMBERS SHALL BE COMMONWIRE, U.N.O. ALL NAILS, TRUSS HANGERS, TRUSS ANCHORS AND STRAPS SHALL BE GALVANIZEDFOR CORROSIVE RESISTANCE. ALL METAL STRAPS MUST BE INSTALLED WITH EQUAL LENGTHSABOUT THE JOINT LINE. USE SIMPSON STRONG-TIE CONNECTOR PRODUCTS OR APPROVED EQUAL.TOE NAILING WILL NOT BE PERMITTED.PRE- ENGINEERED WOOD TRUSSES1.WOOD TRUSSES ARE TO BE DESIGNED FOR THE WOOD FABRICATOR BY A PROFESSIONALSPECIALTY ENGINEER REGISTERED IN THE STATE OF FLORIDA. SEALED CALCULATIONS ANDLAYOUT DRAWINGS ARE TO BE SUBMITTED FOR APPROVAL. TRUSS FABRICATOR TO PROVIDE ALLTRUSS-TO-TRUSS HANGERS AS REQUIRED TO RESIST GRAVITY AND UPLIFT REACTION.2.WOOD TRUSSES SHALL BE BRACED AND ERECTED IN ACCORDANCE WITH THE "TRUSS PLATEINSTITUTE" HANDLING, INSTALLING AND BRACING OF WOOD TRUSSES: COMMENTARY ANDRECOMMENDATIONS, HIB (CURRENT EDITION). BRACING IN THE PLANE OF THE WEB MEMBERS:A.THE TRUSS FABRICATOR SHALL PROVIDE AND LOCATE CONTINUOUS LATERAL BRACING FOREACH TRUSS WEB MEMBER AS REQUIRED.B.LATERAL BRACING SHALL BE RESTRAINED BY DIAGONAL BRACING (MIN. 2" THICK NOMINALLUMBER). THIS BRACING IS TO BE CONTINUOUS.C.A MINIMUM OF TWO ROWS OF DIAGONAL BRACING IS REQUIRED, ONE AT EACH VERTICALWEB MEMBER CLOSEST TO BEARING LOCATIONS.3.THE BOTTOM CHORDS SHALL BE BRACED BY CONTINUOUS LATERAL BRACING SPACED AT 8'-0" ONCENTER WITH A CEILING ATTACHED TO BOTTOM OF TRUSSES. IF NO CEILING IS ATTACHED TOBOTTOM OFTRUSSES, BRACING SHALL BE MINIMUM 2X4 @ 36" ON CENTER NAILED TO THE TOP OFTHE BOTTOM CHORD. DIAGONALS PLACED AT 45 DEGREES TO THE LATERAL BRACES SHALL BELOCATED AT EACH END. IF BUILDING EXCEEDS 60 FEET IN LENGTH, DIAGONAL BRACING SHOULDBE REPEATED AT 20-FOOT INTERVALS.4.DO NOT CUT, DRILL OR NOTCH TRUSSES WITHOUT WRITTEN APPROVAL FROM TRUSS ENGINEER.COORDINATE MECHANICAL, ELECTRICAL, PLUMBING, ETC. SIZES AND LOCATIONS WITH TRUSSLAYOUT PRIOR TO ERECTION.5.TRUSSES SHALL BE MANUFACTURED & DESIGNED IN ACCORDANCE WITH NATIONAL DESIGNSPECIFICATION(r) FOR WOOD CONSTRUCTION, AF & PA, AND NATIONAL DESIGN STANDARD FORMETAL PLATE CONNECTED WOOD TRUSS CONSTRUCTION, ANSI/TPI-1, AND THE LOCAL CODEJURISDICTIONS.6.DO NOT OVERLOAD ROOF TRUSSES WITH BUILDING MATERIALS7.CONNECTOR PLATES SHALL BE MANUFACTURED BY A WTCA MEMBER PLATE SUPPLIER AND SHALLMEET OR EXCEED ASTM A653/A653M REQUIREMENTS FOR STRUCTURAL STEELSHOP DRAWINGS1.SHOP DRAWINGS SHALL BE SUBMITTED IN COMPLETE PACKAGES FOR THE FOLLOWING:A.CONCRETE MIX DESIGNSB.CONCRETE REINFORCING STEEL AND WELDED WIRE FABRICC.PRE-ENGINEERED. PRECAST CONCRETE LINTELS, SILLS AND OTHER PRECAST CONCRETEITEMSD.CONCRETE MASONRY UNIT SUBMITTALS AND OTHER MASONRY ACESSORIES.E.STRUCTURAL STEEL.F.PRE-ENGINEERED WOOD TRUSSES2.PRE-ENGINEERED ITEMS SHALL BE SUBMITTED SIGNED AND SEALED BY A SPECIALTY ENGINEERREGISTERED IN THE STATE OF FLORIDAS-3.01 NOTES & DETAILS To the best of the architect's or engineer's knowledge, the plans and specifications comply with the applicable minimum building codes and the applicable fire-safety standards as determined by the local authority in accordance with the Florida Building Code and Chapter 633, Florida Statutes. 1. 6. 3. 4. 5. 2. 8. 7.220059 BEACH FRONT MANN REALTY 10525 SOUTH OCEAN DRIVE JENSEN BEACH, FLORIDA 34957 SEAN MANN 11023 SOUTH OCEAN DRIVE JENSEN BEACH, FLORIDA 34957 -- © 2020 Brent A. Wood Architect:Client:Project Name:Drawing Name:Sheet Number: Project Number: Plot Date: Seal:Official Issue: 20 SE Ocean Boulevard, Stuart, FL. 34994 Tel. 772.220.1217 Fax 772.419.5061 BRENT A. WOOD, NCARB, AR94198 01-22-2021 Issue Description:Date:E N TBR W O O DA. A R C H I T E C T U R E LLCWieder Engineering, Inc.County Comments 03/29/2021