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HomeMy WebLinkAboutGeneral Notes1. 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. 13. 14. 15. 16. 17. 18. 19. 20. GENERAL CONSTRUCTION NOTES, TYPICAL DETAILS, AND SCHEDULES APPLY TO ALL STRUCTURAL WORK UNLESS NOTED OTHERWISE. TYPICAL DETAILS ARE TO BE USED FOR ALL CONDITIONS WHERE THE DETAIL IS APPLICABLE, WHETHER OR NOT NOTED ON PLAN. TYPICAL DETAILS MAY BE SLIGHTLY ALTERED IF REQUIRED DUE TO PROJECT CONDITIONS, ONLY WHEN SUBMITTED AND THE ENGINEER’S APPROVAL IS OBTAINED PRIOR TO PERFORMING THE WORK. ALL DIMENSIONS AND ELEVATIONS SHOWN ON STRUCTURAL DRAWINGS, WITH THE EXCEPTION OF STRUCTURAL MEMBER SIZES, ARE GENERATED BY OTHER DISCIPLINES. ANY DIMENSIONS OR ELEVATIONS OMITTED OR NOT SHOWN ON THE STRUCTURAL DRAWINGS SHOULD BE OBTAINED FROM THE DRAWINGS OF THE OTHER DISCIPLINES. STRUCTURAL DRAWINGS ARE NOT “STAND-ALONE” DOCUMENTS AND SHOULD BE USED IN CONJUNCTION WITH, AND COORDINATED WITH THE SPECIFICATIONS, ARCHITECTURAL DRAWINGS AND ALL OTHER DISCIPLINE’S DRAWINGS. IF THERE IS A DISCREPANCY BETWEEN DRAWINGS, IT IS THE CONTRACTOR’S RESPONSIBILITY TO NOTIFY THE ENGINEER AND ARCHITECT PRIOR TO PERFORMING THE WORK. IF DIFFERENCES OCCUR WITHIN OR BETWEEN DRAWINGS AND SPECIFICATIONS REGARDING MATERIALS, STRENGTHS OR QUANTITIES, THE BETTER MATERIAL, HIGHER STRENGTH, AND GREATER QUANTITY INDICATED, SPECIFIED OR NOTED SHALL BE PROVIDED. REPRODUCTIONS OF STRUCTURAL DRAWINGS FOR SUBMITTAL AS SHOP DRAWINGS IS PROHIBITED, UNLESS WRITTEN APPROVAL IS REQUESTED BY THE CONTRACTOR AND IT IS GRANTED BY O’DONNELL & NACCARATO, INC. DO NOT SCALE DRAWINGS TO OBTAIN DIMENSIONAL INFORMATION. THESE DRAWINGS DO NOT DEFINE SCOPE OF CONTRACTOR OR SUBCONTRACTOR CONTRACTS. AT ALL TIMES, THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR THE CONDITIONS OF THE JOBSITE INCLUDING MEANS AND METHODS OF CONSTRUCTION AND SAFETY OF PERSONS AND PROPERTY. THE ENGINEER’S PRESENCE OR REVIEW OF WORK AT THE JOBSITE IS FOR GENERAL COMPLIANCE WITH THE DESIGN INTENT ONLY AND IS NOT EVER TO BE CONSTRUED AS A REVIEW OF MEANS AND METHODS OF CONSTRUCTION AND SAFETY METHODS. THE CONTRACTOR IS RESPONSIBLE FOR DETERMINING ALLOWABLE CONSTRUCTION LOADS AND FOR PROTECTING THE COMPLETED OR INCOMPLETE STRUCTURAL FRAMING FROM DAMAGE DUE TO TEMPORARY CONSTRUCTION LOADINGS. COSTS OF INVESTIGATION AND/OR REDESIGN DUE TO CONTRACTOR ERRORS WILL BE AT THE CONTRACTOR’S EXPENSE. ANY APPROVED CONTRACTOR REQUESTED CHANGES TO THESE DRAWINGS WILL BE DONE AT NO COST TO THE OWNER. APPROVAL OF CONTRACTOR REQUESTED CHANGES IN NO WAY STATES OR IMPLIES APPROVAL OF A CHANGE IN SCOPE OR CHANGE IN CONTRACT COST. UNLESS EXPLICITLY NOTED AS “ISSUED FOR BID”, THESE DRAWINGS ARE NOT SUITABLE FOR OBTAINING BIDS FROM GENERAL OR SUBCONTRACTORS. BIDDING OF DRAWINGS PRIOR TO DESIGN COMPLETION AND “ISSUED FOR BID” IS DONE AT THE SOLE RISK OF THE BIDDING CONTRACTOR. ADDITIONS OR CORRECTIONS TO DRAWINGS THAT ARE BID PRIOR TO DESIGN COMPLETION AND “ISSUED FOR BID” WILL NOT BE CONSIDERED AS DESIGN ERRORS OR OMISSIONS. STRUCTURAL DESIGN, BY NATURE, CANNOT BE COMPLETE PRIOR TO COMPLETION OF ARCHITECTURAL AND MECHANICAL DRAWINGS. ALL REFERENCES TO WATER/DAMPPROOFING, FIREPROOFING, AND UTILITIES ON THE STRUCTURAL DRAWINGS ARE FOR REFERENCE ONLY. SEE ARCHITECTURAL DRAWINGS, SPECIFICATIONS, AND OTHER DOCUMENTS FOR ALL WATER/DAMPPROOFING, FIREPROOFING AND UTILITY DETAILS AND REQUIREMENTS. COORDINATE ALL UNDERGROUND UTILITY REQUIREMENTS WITH THE CIVIL/MEP DRAWINGS. ALL UTILITIES SHALL BE ABOVE/BELOW FOOTING AND NOT LOCATED WITHIN THE FOOTINGS. NOTIFY ENGINEER OF RECORD IF OTHERWISE IF THE EXISTING FIELD CONDITIONS DO NOT PERMIT THE INSTALLATION OF THE WORK IN ACCORDANCE WITH THE DETAILS SHOWN, THE CONTRACTOR SHALL NOTIFY THE ARCHITECT/ENGINEER IMMEDIATELY. THE CONTRACTOR MUST PROVIDE A SKETCH OF THE CONDITION WITH HIS PROPOSED MODIFICATION OF THE DETAILS GIVEN ON THE CONTRACT DOCUMENTS. THIS SKETCH MUST BE SUBMITTED TO AND APPROVAL MUST BE GRANTED BY THE ENGINEER PRIOR TO PERFORMING THE WORK. SUBMIT SHOP DRAWINGS SUCH THAT BY THE TIME THEY ARE RECEIVED BY O’DONNELL & NACCARATO, INC., THERE WILL BE AT LEAST 14 DAYS BEFORE REVIEWED SUBMITTALS WILL BE NEEDED. ANY REVIEW THAT IS REQUIRED MORE EXPEDIENTLY WILL BE AT THE CONTRACTOR’S EXPENSE. SHOP DRAWINGS SHALL BEAR THE CONTRACTOR’S STAMP OF APPROVAL CERTIFYING THAT HE HAS VERIFIED ALL FIELD MEASUREMENTS, CONSTRUCTION CRITERIA, MATERIALS AND SIMILAR DATA AND HAS CHECKED EACH DRAWING FOR COMPLETENESS, COORDINATION AND COMPLIANCE WITH THE CONTRACT DOCUMENTS. IF REVIEW OF AN INCOMPLETE SHOP DRAWING IS REQUIRED, THAT SHOP DRAWING SHALL BE CLEARLY MARKED AS INCOMPLETE. THE AREA THAT NEEDS TO BE REVIEWED SHALL BE CLEARLY NOTED WITH AN EXPLANATION FOR THE REASON FOR PARTIAL APPROVAL. IN NO CASE SHALL HEAVY EQUIPMENT BE PERMITTED CLOSER THAN 8’-0” FROM ANY FOUNDATION/BASEMENT WALL. IF THE CONTRACTOR DEEMS IT NECESSARY TO OPERATE SUCH EQUIPMENT CLOSER THEN 8’-0”, THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE AND, AT HIS OWN EXPENSE, PROVIDE ADEQUATE SUPPORTS OR WALL BRACES TO WITHSTAND THE ADDITIONAL LOADS SUPERIMPOSED FROM SUCH EQUIPMENT. SIZE AND/OR LOCATION OF OPENINGS, SLEEVES, CONCRETE HOUSEKEEPING PADS, INSERTS, DEPRESSIONS, ETC. SHOWN ON THE STRUCTURAL DOCUMENTS ARE FOR THE CONTRACTOR’S CONVENIENCE ONLY. THE CONTRACTOR IS SOLELY RESPONSIBLE TO COORDINATE ALL CONTRACT DOCUMENTS TO DETERMINE THE SIZE AND/OR LOCATION OF OPENINGS, SLEEVES, CONCRETE HOUSEKEEPING PADS, INSERTS, DEPRESSIONS, ETC. SIZE AND/OR LOCATION OF EXISTING STRUCTURES AND UTILITIES SHOWN ON THE STRUCTURAL DOCUMENTS ARE FOR THE CONTRACTOR’S CONVENIENCE ONLY. THE CONTRACTOR IS SOLELY RESPONSIBLE TO VERIFY BY FIELD MEASUREMENTS/INVESTIGATION THE SIZE AND/OR LOCATION OF ALL EXISTING STRUCTURES AND UTILITIES. THE CONTRACTOR SHALL SUBMIT SIGNED AND SEALED CALCULATIONS AND SHOP DRAWINGS BY A STRUCTURAL ENGINEER REGISTERED IN THE STATE IN WHICH THE PROJECT IS LOCATED SHOWING DESIGNS OF METAL STAIRS, METAL RAILINGS AND CONNECTIONS TO STRUCTURE TAKING INTO ACCOUNT THE VERTICAL AND LATERAL LOADS STATED IN THE GOVERNING CODES. WHERE HEADERS OR OTHER TYPES OF STRUCTURAL MEMBERS HAVE BEEN DESIGNATED ON THE STRUCTURAL CONTRACT DOCUMENTS TO SUPPORT THE STAIRS, THE CONNECTIONS FROM THE STAIRS SHALL BE DESIGNED SO THAT NO ECCENTRIC OR TORSIONAL FORCES ARE IMPOSED ON THESE STRUCTURAL MEMBERS. IF ECCENTRIC CONNECTIONS ARE USED, CONTRACTOR SHALL PROVIDE BRACING ELEMENTS FOR ALL SUPPORTING STEEL TO ELIMINATE THE TORSIONAL EFFECTS OF THE ECCENTRIC CONNECTIONS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR FURNISHING AND INSTALLING ALL EMBEDDED ITEMS AND HARDWARE AS REQUIRED PER THE STAIR DESIGN. STRUCTURAL COMPONENTS ARE NOT DESIGNED FOR VIBRATING EQUIPMENT. MOUNT VIBRATING EQUIPMENT ON VIBRATION ISOLATORS, INERTIA PADS, ETC. EXACT LOCATIONS OF ROOF PENETRATIONS TO BE COORDINATED BY THE GENERAL CONTRACTOR BETWEEN STEEL/JOIST/DECK/HVAC SUBCONTRACTORS. SEE DETAIL FOR ROOF FRAME REQUIREMENTS 1. 2. 3. 4. FOUNDATIONS NO GEOTECHNICAL REPORT IS PROVIDED. BOTTOM OF FOOTINGS ARE ASSUMED TO BEAR ON SOIL CAPABLE OF SAFELY SUPPORTING 1,500 PSF. PRIOR TO CONSTRUCTION, THE SERVICES OF A QUALIFIED GEOTECHNICAL ENGINEER SHALL BE RETAINED. THE GENERAL CONTRACTOR IS HEREIN RESPONSIBLE FOR PERFORMING ALL EARTHWORK OPERATIONS IN STRICT ACCORDANCE WITH GEOTECHNICAL ENGINEERING REQUIREMENTS. IF THE FOUNDATION RECOMMENDATIONS AND/OR DESIGN VALUES DIFFER FROM THAT ASSUMED, MODIFICATION TO THE DESIGN/DRAWINGS MAY BE REQUIRED. SUBGRADE OF ALL FOOTINGS MUST BE INSPECTED UNDER THE SUPERVISION OF AND APPROVED BY A REGISTERED SOILS ENGINEER BEFORE PLACING ANY CONCRETE. APPROVAL IN WRITING MUST INDICATE THE SOIL IS ADEQUATE TO SAFELY SUSTAIN SPECIFIED SOIL BEARING PRESSURE. BOTTOM OF ALL EXTERIOR FOOTINGS SHALL BE A MINIMUM OF 3 FEET BELOW EXTERIOR FINISH GRADE. ALL FOOTING ELEVATIONS SHOWN ON PLAN ARE THE BEST APPROXIMATIONS BASED ON AVAILABLE DATA. GENERAL CONTRACTOR MAY ALTER FOOTING ELEVATIONS FOR REASONS INCLUDING, BUT NOT LIMITED TO, REVISED GEOTECHNICAL OR CIVIL INFORMATION, UNFORESEEN CONDITIONS, ACTUAL INVERT ELEVATIONS, CONTRACTIBILITY, ETC. CONTRACTOR SHALL NOTIFY ARCHITECT AND OBTAIN WRITTEN APPROVAL PRIOR TO ANY MODIFICATIONS. CONCRETE/CMU WALLS EXPOSED TO VIEW (INTERIOR OR EXTERIOR) SHALL HAVE CONTROL JOINTS AT 30 FEET MAXIMUM ON CENTER UNLESS NOTED OTHERWISE. WALLS WITH INTEGRAL COLUMN PIERS OR PILASTERS SHALL BE POURED MONOLITHICALLY AND SHALL HAVE A FORMED CONTROL JOINT ON ONE SIDE OF EACH PIER ON THE EXPOSED FACE OF THE WALL. JOINTS SHALL BE FILLED WITH AN APPROVED SEALANT. 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. CONCRETE REINFORCING STEEL SHALL BE WITHIN TOLERANCES SET FORTH IN ACI 117, AND HAVE THE SPECIFIED CLEAR COVER, UNLESS NOTED OTHERWISE ON DRAWINGS: CONCRETE POURED AGAINST EARTH3" CONCRETE EXPOSED TO EARTH OR WEATHER: #5 OR SMALLER1 1/2" #6 OR LARGER2" CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND: COLUMNS (TIES AND MAIN REINFORCING)1 1/2" SLABS, WALLS, JOISTS: #14 OR #18 BARS1 1/2" #11 OR SMALLER3/4" BEAMS (STIRRUPS AND MAIN REINFORCING)1 1/2" CLEAR COVER SHALL BE CLEARLY SHOWN ON ALL REINFORCING BAR DETAIL DRAWINGS. ALL CONCRETE SHALL BE READY-MIX AND HAVE A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF: SPREAD FOOTINGS/WALL FOOTINGS/FOUNDATION WALL BASEMENT WALLS/RETAINING WALLS3,000 PSI PIERS-MATCH WALL STRENGTH (MINIMUM OF 3,000 PSI) SLAB-ON-GRADE3,500 PSI SLUMP (AT POINT OF CONCRETE PLACEMENT) SHALL BE 3 INCH MINIMUM AND 6 INCH MAXIMUM. CONCRETE EXPOSED TO WEATHER SHALL HAVE 5 PERCENT AIR ENTRAINMENT. CONCRETE NOT EXPOSED TO WEATHER SHALL NOT CONTAIN AN AIR-ENTRAINING AGENT. SUBMIT MIX DESIGNS FOR REVIEW AND APPROVAL PRIOR TO PLACEMENT. NORMAL-WEIGHT CONCRETE TO BE GIVEN A HARD-TROWELED FINISH SHALL NOT CONTAIN AN AIR-ENTRAINING AGENT. TOTAL AIR CONTENT FOR THIS CONCRETE SHOULD NOT EXCEED 3 PERCENT (AT POINT OF CONCRETE PLACEMENT). ALL CONCRETE WORK SHALL COMPLY WITH THE REQUIREMENTS OF THE LATEST ACI BUILDING CODE (ACI 318), THE ACI DETAILING MANUAL (ACI 315), AND THE SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS (ACI 301). ALL REINFORCING STEEL SHALL BE MANUFACTURED FROM HIGH STRENGTH BILLET STEEL CONFORMING TO ASTM DESIGNATION A615 GRADE 60, EXCEPT #14 BARS AND LARGER WHICH SHALL CONFORM TO ASTM A615 GRADE 75. WWF SHALL COMPLY WITH ASTM A185. DEVELOPMENT LENGTHS, NOTED AS Ld ON DRAWINGS, AND SPLICE/LAP LENGTHS OF ALL REINFORCING STEEL TO BE PER DETAIL. LAP ALL REINFORCING BARS 62 DIAMETERS. LAP ALL WWF A MINIMUM OF SIX INCHES. ALL INSERTS AND SLEEVES SHALL BE CAST-IN-PLACE. THE CONTRACTOR SHALL VERIFY THE DIMENSIONS AND LOCATIONS OF ALL OPENINGS, PIPE SLEEVES, ETC. AS REQUIRED BY ALL TRADES BEFORE THE CONCRETE IS POURED. THE CONTRACTOR SHALL CONSULT THE ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGS, AS WELL AS THE STRUCTURAL DRAWINGS FOR THE LOCATION, NUMBER, AND SIZE OF ALL OPENINGS, SLEEVES, ETC. HOWEVER, OPENINGS NOT SHOWN ON THE STRUCTURAL DRAWINGS SHALL BE INSTALLED ONLY AFTER APPROVAL BY THE STRUCTURAL ENGINEER IS OBTAINED. DRAWINGS SHALL BE SUBMITTED FOR REVIEW SHOWING LOCATIONS AND DIMENSIONS OF ALL OPENINGS, SLEEVES, ETC. IN CAST-IN-PLACE CONCRETE SLABS, BEAMS, WALLS, COLUMNS, AND FOUNDATIONS. THESE DRAWINGS SHALL BE COORDINATED BY THE CONTRACTOR. OPENINGS AND SLEEVES THROUGH CAST-IN-PLACE CONCRETE FRAMING IS PROHIBITED EXCEPT WHERE THOSE SLEEVES AND OPENINGS ARE SHOWN ON THE STRUCTURAL DRAWINGS OR WHERE THEY ARE SHOWN ON THE APPROVED SLEEVE AND OPENING DRAWINGS THAT HAVE BEEN SUBMITTED TO THE STRUCTURAL ENGINEER FOR REVIEW. SAW-CUTTING, CORING, OR DRILLING OF SLEEVES OR OPENING THROUGH PREVIOUSLY CAST CONCRETE IS NOT PERMITTED EXCEPT WHERE SPECIFICALLY REVIEWED AND APPROVED BY THE STRUCTURAL ENGINEER. LOCATION OF CONSTRUCTION JOINTS IN THE STRUCTURAL SLAB SHALL BE SUBMITTED FOR APPROVAL BY THE STRUCTURAL ENGINEER. CONSTRUCTION JOINTS IN STRUCTURAL SLABS AND GRADE BEAMS SHALL BE AT MID-SPAN AND KEY JOINTED WITH REINFORCING CONTINUOUS ACROSS JOINT. CONSTRUCTION JOINTS IN SLABS ON METAL DECK SHALL OCCUR MIDWAY BETWEEN BEAMS AT END THIRD OF GIRDER SPAN. SUBMIT ALL REINFORCING SHOP DRAWINGS FOR REVIEW PRIOR TO ANY FABRICATION. CONTRACTOR TO ENGAGE AN ENGINEER, REGISTERED IN THE PROJECT'S JURISDICTION, TO DEVELOP ALL FORMWORK, SHORING, AND RESHORING DESIGNS AND PROCEDURES AND SUBMIT SIGNED AND SEALED DRAWINGS AND CALCULATIONS. ALL SHORING AND RESHORING MUST REMAIN IN PLACE FOR A MINIMUM OF 28 DAYS AFTER CONCRETE PLACEMENT, OR WHEN FULL STRENGTH IS ACHIEVED FROM FIELD CURED CYLINDERS. THE CONTRACTOR SHALL DELIVER TO THE ENGINEER, AT THE END OF THE JOB, ONE (1) ELECTRONIC VERSION OF THE FINAL FIELD COPIES OF ALL STEEL REINFORCING SHOP DRAWINGS. RIGID INSULATION USED AS FLOOR FILL SHALL BE STYROFOAM HIGHLOAD 40 EXTRUDED POLYSTYRENE INSULATION (40 PSI COMPRESSIVE STRENGTH) ASTM C578, TYPE VI MANUFACTURED BY DOW CHEMICAL COMPANY, OR APPROVED EQUAL. 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. 13. 14. 15. STEEL ALL STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH THE LATEST AISC CODE. ALL CONNECTIONS, INCLUDING AT HSS SECTIONS, SHALL BE DESIGNED AND DETAILED IN ACCORDANCE WITH THE LATEST AISC CODE. UNLESS INDICATED OTHERWISE ON CONTRACT DOCUMENTS, IN ADDITION TO THE SHEAR CONNECTION, INCLUDE AS A MINIMUM, 4X4X3/8 ANGLES TOP AND BOTTOM OR ENDPLATE AT ALL HSS BEAMS/GIRDERS TO COLUMN CONNECTIONS. ALL WIDE FLANGE SHAPES SHALL BE ASTM A992. ALL OTHER STRUCTURAL STEEL SHALL BE ASTM A36 UNLESS NOTED OTHERWISE. ALL STEEL RECTANGULAR/SQUARE HOLLOW STRUCTURAL SECTIONS SHALL BE ASTM A500 GRADE C, FY = 50 KSI. ALL STEEL ROUND HOLLOW STRUCTURAL SECTIONS SHALL BE ASTM A500 GRADE C, FY = 46 KSI. ALL STEEL SHALL HAVE A SHOP COAT OF RUST INHIBITIVE PAINT. ALL STEEL SHALL BE THOROUGHLY CLEANED IN ACCORDANCE WITH SSPC- SP3 PRIOR TO PAINTING. ALL SHOP AND FIELD WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS, AS DESCRIBED IN "AMERICAN WELDING SOCIETY'S STANDARD QUALIFICATION PROCEDURE", AWS D1.1 LATEST EDITION, TO PERFORM THE TYPE OF WORK REQUIRED. UNLESS OTHERWISE NOTED, ALL CONNECTIONS SHALL BE BOLTED WITH MINIMUM 3/4-INCH DIAMETER A325 OR A490 HIGH STRENGTH BEARING TYPE BOLTS OR WELDED. THE FABRICATOR IS RESPONSIBLE FOR THE SELECTION, DESIGN, AND DETAILING OF ALL CONNECTIONS, INCLUDING BUT NOT LIMITED TO MOMENT CONNECTIONS, BRACED FRAME CONNECTIONS, AND TRUSS CONNECTIONS, NOT FULLY DETAILED ON THE CONTRACT DRAWINGS. THIS INCLUDES TO DESIGN, DETAIL, FURNISH, AND INSTALL STIFFENERS, CONTINUITY PLATES, DOUBLER PLATES, OR OTHER NECESSARY ADDITIONAL LOCAL STRENGTHENING MEASURES AS REQUIRED. MEMBER SIZES INDICATED ON THE DRAWINGS ARE BASED ON MEMBER BEHAVIOR AWAY FROM CONNECTIONS. UNLESS OTHERWISE NOTED, DETAILS INDICATED ON DRAWINGS INDICATE GENERAL CRITERIA FOR DESIGN AND DETAILING OF CONNECTIONS. DETAILS INDICATED ON DRAWINGS ARE NOT INTENDED TO CONVEY COMPLETE CONNECTOR SIZES, PLATE SIZES, WELD SIZES, NUMBER OF BOLTS, OR ANY OTHER SPECIFIC INFORMATION THAT IS OBTAINED THROUGH DESIGNING OF AN INDIVIDUAL CONNECTION FOR A GIVEN SET OF LOADS. THESE DETAILS DO NOT SHOW ERECTION AIDS. PROVIDE ERECTION AIDS AS REQUIRED AND REMOVE THEM AFTER WORK IS COMPLETE. ALL ANCHOR RODS TO BE ASTM F1554 GRADE 36, UNLESS NOTED OTHERWISE. ALL ALUMINUM AND STEEL MEMBERS SHALL BE TREATED OR PROPERLY SEPARATED TO PREVENT GALVANIC AND CORROSIVE EFFECTS. ALL STEEL WELDING RODS SHALL BE E70XX. SUBMIT ALL STEEL SHOP DRAWINGS FOR REVIEW PRIOR TO ANY FABRICATION. SHOP DRAWINGS SHALL SHOW COMPLETE BOLTING AND WELDING INFORMATION, BOTH SHOP AND FIELD. ALL WELDING INFORMATION SHALL USE AMERICAN WELDING SOCIETY SYMBOLS. SHOP OR FIELD SPLICING OF ANY STRUCTURAL STEEL SECTION WHERE NOT DETAILED ON THE CONTRACT DOCUMENTS IS STRICTLY PROHIBITED WITHOUT PRIOR WRITTEN APPROVAL BY THE STRUCTURAL ENGINEER OF RECORD. CONNECTIONS FOR ALL BEAM/GIRDERS NOT CONNECTED TO COLUMNS SHALL BE DESIGNED FOR A MINIMUM UNFACTORED REACTION OF 15 KIPS, UNLESS NOTED GREATER ON DRAWINGS. STEEL FABRICATOR IS SOLELY RESPONSIBLE FOR SURVEYING AND VERIFICATION OF EXISTING CONDITIONS INCLUDING BUT NOT LIMITED TO THE LOCATION, ELEVATION, AND DIMENSIONS OF EXISTING WALLS AND FRAMING. ALL LINTELS AND SHELF ANGLES WITHIN EXTERIOR WALLS SHALL BE HOT DIP GALVANIZED. ANY POINTS OF WELDING SHALL BE TOUCHED UP IN THE FIELD WITH A ZINC-RICH PAINT BY THE STEEL ERECTOR. ALL EXPOSED STEEL (INCLUDING BUT NOT LIMITED TO DUNNAGE FRAMING, SCREEN WALL FRAMING, CANOPY FRAMING, ETC.) SHALL BE PAINTED. ANY POINTS OF WELDING SHALL BE TOUCHED UP IN THE FIELD WITH A ZINC-RICH PAINT BY THE STEEL ERECTOR. SPANDREL ANGLE AT PERIMETER EDGE OF FLOOR SLAB/ROOF SHALL BE ADJUSTABLE. SHIP ANGLE LOOSE AND SET WITH STRING LINE IN FIELD FOR VERTICAL AND HORIZONTAL ALIGNMENT AFTER STEEL IS FULLY ERECTED TO A MAXIMUM TOLERANCE OF 1/4 INCH HORIZONTAL PER BAY/PER FLOOR AND MUST BE SET PLUMB BY STEEL ERECTOR PRIOR TO STUD ERECTION. ANGLE MUST BE INSTALLED IN ONE LENGTH PER BAY. SEE TYPICAL SPANDREL ANGLE DETAIL. PROVIDE WELDED STIFFENER PLATES ON BOTH SIDES OF THE WEB OF BEAMS AT POINTS OF CONCENTRATED LOADS INCLUDING BEAMS SUPPORTING COLUMNS OR RUNNING OVER THE TOPS OF COLUMNS, OR OTHER BEAMS. MINIMUM STIFFENER PLATE THICKNESS SHALL BE 3/8 INCH OR FLANGE THICKNESS OF COLUMN ABOVE OR BELOW OR BEAM WEB THICKNESS ABOVE OR BELOW, WHICHEVER IS GREATER. ALL POST-INSTALLED EXPANSION ANCHORS FASTENED INTO CONCRETE SHALL BE HILTI KWIK BOLT TZ WITH MATERIAL TYPE, DIAMETER, AND EMBEDMENT PER DOCUMENTS, UNLESS NOTED OTHERWISE. ALL POST-INSTALLED ADHESIVE ANCHORS FASTENED INTO CONCRETE AND REINFORCING BAR DOWELING INTO CONCRETE SHALL USE HILTI HIT-RE 500v3 EPOXY ADHESIVE ANCHORING SYSTEM IN HAMMER-DRILLED HOLES WITH ROD TYPE, DIAMETER, EMBEDMENT AND SPACING/EDGE DISTANCE PER DOCUMENTS, UNLESS NOTED OTHERWISE. THE CONTRACTOR SHALL DELIVER TO THE ENGINEER, AT THE END OF THE JOB, ONE (1) ELECTRONIC VERSION OF THE FINAL FIELD COPIES OF ALL STEEL ERECTION DRAWINGS SHOP DRAWINGS. WOOD FRAMING 1.ALL STRUCTURAL WOOD FRAMING SHALL BE AS FOLLOWS: A.2x4, 2x6: SPRUCE-PINE-FIR (SPF) NO. 1/NO. 2, STRESS GRADE LUMBER, OR APPROVED EQUAL WITH UNADJUSTED MINIMUM ALLOWABLE PROPERTIES: Fb = 875 PSIFv = 175 PSIE = 1,600,000 PSI B.2x8: SOUTHERN PINE (SP) NO. 1, STRESS GRADE LUMBER, OR APPROVED EQUAL WITH UNADJUSTED MINIMUM ALLOWABLE PROPERTIES:Fb = 1,350 PSIFv = 175 PSIE = 1,600,000 PSI C.2x10: SOUTHERN PINE (SP) NO. 1, STRESS GRADE LUMBER, OR APPROVED EQUAL WITH UNADJUSTED MINIMUM ALLOWABLE PROPERTIES:Fb = 1,050 PSIFv = 175 PSIE = 1,600,000 PSI D.2x12: SOUTHERN PINE (SP) NO. 1, STRESS GRADE LUMBER, OR APPROVED EQUAL WITH UNADJUSTED MINIMUM ALLOWABLE PROPERTIES:Fb = 1,000 PSIFv = 175 PSIE = 1,600,000 PSI E.ALL STRUCTURAL WOOD FRAMING SHALL BE GRADED AND STAMPED BY AN ACCREDITED GRADING AGENCY IN ACCORDANCE WITH THE AMERICAN SOFTWOOD LUMBER STANDARD PS20. 2.ALL CONNECTIONS FOR WOOD MEMBERS NOT SPECIFICALLY NOTED ON DOCUMENTS SHALL NOT BE LESS THAN THE NUMBER AND SIZE OF NAILS AS SPECIFIED IN THE GOVERNING BUILDING CODE. 3.ALL LVL SECTIONS SHALL BE MICROLLAM ENGINEERED LUMBER AS ENGINEERED AND MANUFACTURED BY ILEVEL OR APPROVED EQUAL. THE MINIMUM ALLOWABLE PROPERTIES FOR LVL BEAMS ARE AS FOLLOWS: FB = 2,600 PSIFV = 285 PSIE = 1,900,000 PSI. 4.ALL PSL POSTS SHALL BE PARALLAM POSTS AS ENGINEERED AND MANUFACTURED BY ILEVEL OR APPROVED EQUAL. THE MINIMUM ALLOWABLE PROPERTIES ARE AS FOLLOWS: FB = 2,400 PSIFC = 2,500 PSIE = 1,800,000 PSI 5.ALL WOOD FRAMING AND WOOD FRAMING CONSTRUCTION SHALL COMPLY WITH SPECIFICATIONS AND CODES AS SPECIFIED BELOW: NATIONAL FOREST AND PAPER ASSOCIATION/AMERICAN WOOD COUNCIL: NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION. APA-THE ENGINEERED WOOD ASSOCIATION: PLYWOOD DESIGN SPECIFICATION AND PANEL DESIGN SPECIFICATION. AMERICAN WOOD-PRESERVERS ASSOCIATION STANDARDS. NATIONAL LUMBER MANUFACTURERS ASSOCIATION: NATIONAL DESIGN SPECIFICATION FOR STRESS-GRADE LUMBER AND ITS FASTENINGS. 6.ALL WOOD FRAMING CONNECTIONS SHALL BE MADE USING PREFABRICATED CONNECTORS. PROVIDE STAINLESS STEEL FASTENERS, ANCHORS AND CONNECTORS WITH TREATED WOOD. TOE-NAILING IS NOT PERMITTED UNLESS NOTED OTHERWISE IN THE GOVERNING BUILDING CODE. SUBMIT MANUFACTURER'S DATA FOR REVIEW. FASTENERS SHALL BE AS MANUFACTURED BY SIMPSON STRONG-TIE OR APPROVED EQUAL. 7.ALL WOOD TRUSS MEMBERS SHALL BE FABRICATED FROM KILN DRIED SOUTHERN PINE STRESS GRADE LUMBER OR EQUAL. 8.DESIGN, FABRICATION, AND INSTALLATION OF WOOD TRUSSES AND SHEET METAL CONNECTORS SHALL BE IN ACCORDANCE WITH THE FOLLOWING TRUSS PLATE INSTITUTE STANDARDS: NATIONAL DESIGN STANDARD FOR METAL PLATE CONNECTED WOOD TRUSS CONSTRUCTION - ANSI/TPI-1, LATEST EDITION. RECOMMENDED DESIGN SPECIFICATION FOR TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES, DSB-89. GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING, RESTRAINING AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES, BCSI LATEST EDITION. 9.WOOD ROOF TRUSSES AND FLOOR TRUSSES ARE TO BE DESIGNED FOR THE WOOD FABRICATOR BY A PROFESSIONAL ENGINEER. SEALED CALCULATIONS ALONG WITH TRUSS SUBMITTAL PACKAGE, INCLUDING A TRUSS LAYOUT SHOWING ALL BEARING WALLS/SUPPORTS, AS DEFINED IN THE INTERNATIONAL BUILDING CODE, ARE TO BE SUBMITTED FOR REVIEW PRIOR TO ANY FABRICATION. ADDITIONAL BEARING WALLS OR POSTS REQUIRED BY DESIGN BUT NOT SHOWN ON THE ORIGINAL DESIGN DRAWINGS SHALL BE HIGHLIGHTED. TRUSS FABRICATOR SHALL DESIGN AND PROVIDE PREFABRICATED HANGERS AS REQUIRED OR TRUSS TO TRUSS CONNECTIONS. THE TRUSS MANUFACTURER MUST INCORPORATE IN THE TRUSS DESIGN ADDITIONAL PLYS, SIMPSON TRUSS BEARING ENHANCERS, OR OTHER MEASURES AS REQUIRED TO PREVENT SILL PLATE BEARING-TYPE FAILURE FOR THE NOTED PLATE SPECIES. 10.HEADERS AT NON-BEARING CONDITIONS SHALL BE AS FOLLOWS: OPENING SIZE HEADER UP TO 4'-0 (2) 2" X 6" 4'-0 TO 6'-0(2) 2" X 8" 6'-0 TO 9'-0(2) 2" X 10" 11.FOR OPENING HEADERS IN NON-BEARING INTERIOR PARTITIONS, PROVIDE ONE JACK STUD AND ONE KING STUD. FOR OPENING HEADERS IN LOAD-BEARING INTERIOR PARTITIONS, PROVIDE TWO JACK STUDS AND ONE KING STUD, OR A POST AS SHOWN ON DRAWINGS. 12.NAIL PLIES OF BUILT-UP HEADERS, BEAMS, AND STUDS/POSTS TOGETHER WITH TWO ROWS OF 10D NAILS AT 12" SPACING, UNLESS NOTED OTHERWISE ON DOCUMENTS. 13.PROVIDE MINIMUM CONTINUOUS SOLID BLOCKING OR CROSS-BRIDGING LINES AT 8'-0" O/C MAXIMUM SPACING FOR ALL WOOD JOISTS, ROOF TRUSSES, AND FLOOR TRUSSES. PROVIDE ADDITIONAL X-BRIDGING AS REQUIRED BY FABRICATOR. PROVIDE A MINIMUM OF ONE LINE OF BLOCKING/CROSS BRIDGING FOR ALL SPANS. 14.PROVIDE STRUCTURAL PLYWOOD SHEATHING OR APPROVED EQUAL AT ALL SIDES OF CORNERS FOR WIND BRACING. CONNECTIONS OF PLYWOOD SHALL COMPLY WITH APA NAILING REQUIREMENTS FOR PLYWOOD SHEAR WALLS. NO MORE THAN 50% OF WALL SHEATHING JOINTS MAY COINCIDE WITH A CONNECTION LINE BETWEEN FLOORS. 15.PROVIDE AN ADDITIONAL JOIST OR TRUSS UNDER ALL PARTITIONS PARALLEL TO JOISTS. 16.PROVIDE PRESSURE TREATED OR WOLMANIZED LUMBER WHERE LUMBER IS IN CONTACT WITH CONCRETE AND/OR GROUTED MASONRY OR IS EXPOSED TO WEATHER. 17.A.SHEATHING FOR ROOFS SHALL BE 5/8" APA RATED SHEATHING 32/16 EXPOSURE 1 OR SIMILARLY RATED ORIENTED STRAND BOARD (OSB) UNLESS NOTED OTHERWISE. B.SHEATHING FOR WALLS SHALL BE 7/16" APA RATED SHEATHING EXPOSURE 1 OR SIMILARLY RATED ORIENTED STRAND BOARD (OSB) UNLESS NOTED OTHERWISE. C.SHEATHING FOR FLOORS SHALL BE 3/4" APA RATED STURD-I-FLOOR 20 O/C EXPOSURE 1 T&G, OR SIMILARLY RATED ORIENTED STRAND BOARD (OSB). ALL JOINTS IN SHEATHING SHALL BE STAGGERED. ALL EDGES IN FLOOR SHEATHING SHALL BE TONGUE & GROOVE. FOR ROOF SHEATHING, USE PANEL CLIPS, TONGUE & GROOVE, OR LUMBER BLOCKING EDGE SUPPORTS AS RECOMMENDED BY APA. NAILING SHALL COMPLY WITH APA REQUIREMENTS FOR PLYWOOD FLOOR/ROOF DIAPHRAGMS, UNLESS NOTED OTHERWISE ON DRAWINGS. 18.THE CONTRACTOR SHALL DELIVER TO THE ENGINEER, AT THE END OF THE JOB, ONE (1) ELECTRONIC VERSION OF THE FINAL FIELD COPIES OF ALL TRUSS AND PREMANUFACTURED JOISTS LAY OUT SHOP DRAWINGS. DESIGN LOAD SCHEDULEDESIGN LOAD SCHEDULE COMPONENT AREACONCRETE SLAB RAFTERS CEILING HVAC & ELECTRICAL PATIO ROOFSLAB ON GRADETOTAL DEAD LOAD TOTAL LIVE LOAD TOTAL LOAD (ALL LOADS SHOWN ARE IN POUNDS PER SQ. (ALL LOADS SHOWN ARE IN POUNDS PER SQ. FT.)FT.) ROOF DECK 50 2 2 2 2 1050 150 100 30 20 COLLATERAL 2 LATERAL LOAD DESIGN SCHEDULE SNOW DESIGN LOAD SCHEDULE INTERNATIONAL BUILDING CODE 2012/ASCE 7-10INTERNATIONAL BUILDING CODE 2012/ASCE 7-10 WIND WIND LOADLOAD SEISMIC LOADSEISMIC LOAD INTERNATIONAL BUILDING CODE 2012/ASCE INTERNATIONAL BUILDING CODE 2012/ASCE 7-107-10 1.1 TABLE 7-3tCTHERMAL FACTOR SECTIONSEISMIC BASE SHEAR 12.8.1 SECTION II 3 3 d D1 DS TABLE 1604.5 SECTION 1609.4.3 FIGURE 1609 1.0 II 115 - V TABLE 12.2-1 12.2-1 TABLE TABLE 12.2-1 20.3-1 TABLE SECTION 11.6 TABLE 1604.5 SECTION 1613.3.4 1613.3.40.160 0.132 B D C R - - - - S S DEFLECTION AMPLIFICATION FACTOR RESPONSE MODIFICATION COEFFICIENT SEISMIC FORCE-RESISTING SYSTEM SITE CLASSIFICATION SEISMIC DESIGN CATEGORY OCCUPANCY CATEGORY (1) SECOND PERIOD SPECTRAL ACCELERATION SHORT PERIOD SPECTRAL ACCELERATION REFERENCEREFERENCEVALUE VALUE SYMBOLSYMBOLITEM ITEM WIND EXPOSURE CATEGORY RISK CATEGORY BASIC WIND SPEED (3 SEC. GUST) REFERENCEREFERENCEVALUE VALUE SYMBOLSYMBOLITEM ITEM P g P f eC IMPORTANCE FACTOR SNOW LOAD 1.0 TABLE 1.5-2 TABLE 7-2 SECTION 7.3 FIGURE 1608.2 1.0 20 20 I SNOW EXPOSURE FACTOR FLAT-ROOF SNOW LOAD GROUND SNOW LOAD REFERENCEREFERENCEVALUE VALUE SYMBOLSYMBOLITEM ITEM s TABLE 1.5-2IMPORTANCE FACTOR EI ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE PROCEDURE SECTION 12.8 V 5.3%W 1.0 H 3 - TYPICAL ABBREVIATIONS A.B. A.F.F. ADDL. ALT. ARCH. B.C.E. B.O. BLDG. BM. BOTT. BRG. BSMT. BTWN. ® CANT. CMU COL. CONC. CONN. CONT. CTRD. DWG. E.F. E.O.D. E.O.S. E.W. EA. EL. ELEV. EMBED. EQ. EQUIP. EWB EX. EXIST. EXP. EXT. FDN. FIN. FLR. FT. FTG. GA. GALV. H.P. HORIZ. I.F. IN. INFO. INT. JT. L.P. L.W. LLH LLV LWB M.E.P. M.S.T. MAX. MECH. MEZZ. MFR. MIN. MISC. N.T.S. N.W. o/c ™ PC PSF PSI PTN. REINF. REQ'D. RET'G. S.F. S.O.G. SCHED. SECT. SIM. SPECS. STIFF. STRUCT. SWB T&B T. T.O. T.O.C. T.O.S. T.S. TCELE TCERE TDS THK. TYP. U.N.O. V.I.F. VERT. W.R.T. w/ WWF ANCHOR BOLT ABOVE FINISH FLOOR ADDITIONAL ALTERNATE ARCHITECT BOTTOM CHORD EXTENSION BOTTOM OF BUILDING BEAM BOTTOM BEARING BASEMENT BETWEEN CENTERLINE CANTILEVER CONCRETE MASONRY UNIT COLUMN CONCRETE CONNECTION CONTINUOUS CENTERED DIAMETER DRAWING EACH FACE EDGE OF DECK EDGE OF SLAB EACH WAY EACH ELEVATION ELEVATOR EMBEDMENT EQUAL EQUIPMENT EACH WAY BOTTOM EXISTING EXISTING EXPANSION EXTERIOR FOUNDATION FINISH FLOOR FEET FOOTING GAGE GALVANIZED HIGH POINT HORIZONTAL INSIDE FACE INCHES INFORMATION INTERIOR JOINT LOW POINT LIGHT WEIGHT LONG LEG HORIZONTAL LONG LEG VERTICAL LONG WAY BOTTOM MECHANICAL ELECTRICAL PLUMBING METAL STUD TRUSS MAXIMUM MECHANICAL MEZZANINE MANUFACTURER MINIMUM MISCELLANEOUS NOT TO SCALE NORMAL WEIGHT ON CENTER PLATE PILE CAP POUNDS PER SQUARE FOOT POUNDS PER SQUARE INCH PARTITION REINFORCEMENT REQUIRED RETAINING STEP FOOTING SLAB ON GRADE SCHEDULE SECTION SIMILAR SPECIFICATIONS STIFFENER STRUCTURAL SHORT WAY BOTTOM TOP AND BOTTOM TOP TOP OF TOP OF CONCRETE TOP OF STEEL THICKENED SLAB TOP CHORD EXTENSION LEFT END TOP CHORD EXTENSION RIGHT END TURN DOWN SLAB THICK OR THICKENED TYPICAL UNLESS NOTED OTHERWISE VERIFY IN FIELD VERTICAL WOOD ROOF TRUSS WITH WELDED WIRE FABRIC EWT EACH WAY TOP P/C PRECAST P.A.F.POWDER ACTUATED FASTENER BP_BEARING PLATE GB_GRADE BEAM k KIP k-ft KIP-FEET MP_MASONRY PIER NBL NON BEARING LINTEL WP WALL PLATE WC WET COLUMN Ø consultant project title seal project no. sheet title drawn client issue date checked 10 South Eighth Street Minneapolis, MN 55402 t 612_339-2257 sheadesign.com 450 EAST 96th STREET SUITE 175 INDIANAPOLIS, INDIANA 46240 PHONE: 317.580.0402 WWW.O-N.COM PERMIT DRAWINGSPERMIT DRAWINGS 05/10/202305/10/2023 5/15/2023 4:00:14 PMAutodesk Docs://0361.0006.00/0361.0006.00 Struct O-N R22.rvt8778.00 KLS TMM GENERAL NOTES S-200 © 2023 shea, inc. 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