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HomeMy WebLinkAboutS002 - GENERAL NOTES3.5 POST INSTALLED ADHESIVE ANCHOR REINFORCING DOWELS 1. ANCHOR DRILLED-IN DOWELS TO EXISTING CONCRETE WITH AN ADHESIVE ANCHOR SYSTEM; SEE DIVISION 3 SPECIFICATION SECTION CAST-IN-PLACE CONCRETE OF THE PROJECT MANUAL, FOR PRODUCT STANDARDS. 2. DRILLED HOLE SIZE AND INSTALLATION PROCEDURE SHALL BE IN ACCORDANCE WITH THE MANUFACTURER’S PUBLISHED INSTALLATION INSTRUCTIONS (MPII). 4.0 CONCRETE MASONRY (ALL TYPES) 1. CONCRETE MASONRY CONSTRUCTION SHALL CONFORM TO ACI 530/TMS 422. 2. SEE S400 MASONRY SERIES DRAWINGS FOR REINFORCING DETAILS. 3. ALL REINFORCING BAR SPLICES SHALL BE IN ACCORDANCE WITH THE MASONRY REINFORCEMENT DEVELOPMENT AND LAP LENGTHS TABLE. MECHANICAL SPLICES MAY BE USED IN LIEU OF LAP SPLICES IN ACCORDANCE WITH ACI 530. ALL SPLICES SHALL BE WIRED TOGETHER. 4. PROVIDE REINFORCING STEEL IN VERTICAL CORES AS INDICATED ON THE DRAWINGS. PROVIDE ADDITIONAL REINFORCING AROUND OPENINGS, DOORS AND WINDOWS AS INDICATED ON MASONRY SERIES DRAWINGS. ALL CELLS WHICH RECEIVE REINFORCING SHALL BE GROUTED SOLID. 5. ALL VERTICAL REINFORCING SHALL BE HELD IN PLACE AT 8’-0”O.C. MAXIMUM AND AT EACH END. MINIMUM CLEARANCE SHALL BE 3/4”FROM MASONRY AND 1” BETWEEN BARS. PROVIDE REBAR POSITIONING ACCESSORIES TO SUPPORT REINFORCING AS REQUIRED. SEE SPECIFICATIONS FOR PRODUCTS. 6. ALL HORIZONTAL REINFORCING STEEL SHALL BE PLACED IN CONTINUOUSLY GROUTED BOND BEAMS. MINIMUM CLEARANCE SHALL BE 3/4”FROM MASONRY AND ONE BAR DIAMETER OR 1”(WHICHEVER IS MORE) BETWEEN BARS. UNLESS OTHERWISE NOTED, PROVIDE HORIZONTAL BOND BEAM WITH MINIMUM OF 2 # 5’S CONTINUOUS IN THE TOP OF ALL CMU WALLS AND AT ALL POINTS OF STRUCTURAL ATTACHMENTS AND MISCELLANEOUS STEEL ANCHORAGE. 7. TOP OF ALL CMU WALLS SHALL BE ANCHORED TO THE PRIMARY STRUCTURE ABOVE UNLESS NOTED OTHERWISE. SEE S400 MASONRY SERIES DRAWINGS FOR TYPICAL ATTACHMENT DETAILS. SEE ARCHITECTURAL DRAWINGS FOR CONDITIONS AND ELEVATIONS OF WALLS. CONTRACTOR TO SELECT HARDWARE MEETING THE CAPACITY REQUIREMENTS INDICATED BY THE DRAWINGS. 8. SEE STRUCTURAL AND ARCHITECTURAL DRAWINGS AND/OR SPECIFICATIONS FOR CONTROL JOINT LOCATIONS FOR MASONRY WALLS. 9. MASONRY CONTRACTOR SHALL PROVIDE FOR AND COORDINATE WITH OTHER TRADES FOR EMBEDDED ITEMS AND OPENINGS IN MASONRY WALLS. LINTELS SHALL BE PROVIDED FOR ALL OPENINGS GREATER THAN 1’-0”IN ACCORDANCE WITH THE LINTEL SCHEDULE. 10. INSTALL MASONRY ANCHORS IN SOLID MASONRY OR FULLY GROUTED, HOLLOW MASONRY UNITS UNLESS SPECIFICALLY NOTED OTHERWISE. 11. PROVIDE FULL FACE SHELL MORTAR COVERAGE ON MASONRY UNIT HORIZONTAL AND VERTICAL FACE SHELL JOINTS (I.E. BED AND HEAD JOINTS). PROVIDE FULL MORTAR COVERAGE ON THE WEBS ADJACENT TO ALL GROUTED CELLS. 12. LAY MASONRY UNITS IN RUNNING BOND WITH UNITS DESIGNED TO ALIGN WITH WEBS IN EACH COURSE, UNLESS OTHERWISE NOTED. 13. PLACE GROUT BY THE LOW-LIFT METHOD; MAXIMUM GROUT POUR SHALL BE 4 FEET, UNLESS OTHERWISE SUBMITTED BY THE CONTRACTOR AND APPROVED BY THE STRUCTURAL ENGINEER. 4.1 NON-STRUCTURAL CONCRETE MASONRY WALLS REINFORCING (INTERIOR PARTITIONS) 1. SEE ARCHITECTURAL DRAWINGS FOR EXTENT AND LAYOUT OF NON- STRUCTURAL CMU WALLS. 2. DOWELS FOR NON-STRUCTURAL CMU WALLS MAY BE CAST-IN BY THE CONCRETE CONTRACTOR OR POST INSTALLED BY DRILLING W ITH ADHESIVES BY THE CMU CONTRACTOR. 3. SEE SPECIFICATIONS AND ARCHITECTURAL DRAWINGS FOR INTERIOR PARTITION CONTROL JOINT REQUIREMENTS. 4. HORIZONTAL JOINT REINFORCEMENT SHALL BE SPACED EVERY OTHER COURSE UNLESS NOTED OTHERWISE ON THE DRAWINGS. LAP HORIZONTAL JOINT REINFORCEMENT A MINIMUM OF 75 DIAMETERS OF THE SIDE RODS. 4.2 STRUCTURAL CONCRETE MASONRY WALL REINFORCING (EXTERIOR CLADDING BACKUP, VEHICULAR BARRIERS) 1. MASONRY WALLS WHICH ARE EXTERIOR (SUBJECT TO WIND PRESSURE), LOAD BEARING, AND/OR PART OF THE LATERAL RESISTING SYSTEM OR PART OF THE VEHICULAR BARRIER SYSTEM ARE DEFINED AS STRUCTURAL MASONRY AND INDICATED ON THE STRUCTURAL DRAWINGS. REINFORCING REQUIREMENTS FOR THESE WALLS ARE PROVIDED ON THE STRUCTURAL DRAWINGS. SEE S400 MASONRY SERIES DRAWINGS FOR DETAILS RELATED TO STRUCTURAL CONCRETE MASONRY WALLS. 2. REFER TO ARCHITECTURAL DRAWINGS AND SPECIFICATIONS, IN ADDITION TO STRUCTURAL, FOR TOTAL EXTENT OF MASONRY CONSTRUCTION, DIMENSIONAL LAYOUT OF WALL, LOCATIONS AND DETAILS OF OPENINGS, SPECIAL COURSING, ADDITIONAL MISCELLANEOUS STEEL EMBEDMENTS, LINTELS, TIES FOR VENEER, HORIZONTAL JOINT REINFORCEMENT, ETC. 3. HORIZONTAL JOINT REINFORCEMENT SHALL BE MILL GALVANIZED LADDER TYPE; SPACED EVERY OTHER COURSE UNLESS NOTED OTHERWISE ON THE DRAWINGS. LAP HORIZONTAL JOINT REINFORCEMENT A MINIMUM OF 75 DIAMETERS OF THE SIDE RODS (13”FOR 9 GAGE). 4. ALL STRUCTURAL CONCRETE MASONRY SHALL BE TESTED AND INSPECTED FOR QUALITY ASSURANCE AS SET FORTH IN ACI 530. 5. SEE DIVISION 1 OF THE PROJECT MANUAL FOR OWNER’S TESTING AND INSPECTION PROGRAM REQUIREMENTS. COORDINATE AS REQUIRED WITH THE OWNER’S TESTING AGENCY. 6. FILL ALL CELLS AND VOIDS BETWEEN UNITS WITH GROUT FOR WALLS INDICATED TO BE GROUTED SOLID. 3.2 REINFORCING STEEL 1. PROVIDE MINIMUM CONCRETE COVER FOR REINFORCING STEEL IN ACCORDANCE WITH THE ACI “BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE”(ACI 318), UNLESS OTHERWISE INDICATED. 2. SPREAD REINFORCING STEEL AROUND SMALL OPENINGS AND SLEEVES IN SLABS AND WALLS, WHERE POSSIBLE, AND WHERE BAR SPACING WILL NOT EXCEED 1.5 TIMES THE NORMAL SPACING. DISCONTINUE BARS AT LARGE OPENINGS, WHERE NECESSARY, AND PROVIDE AN AREA OF REINFORCEMENT, EQUAL TO THE INTERRUPTED REINFORCEMENT, IN FULL LENGTH BARS, DISTRIBUTING ONE-HALF EACH SIDE OF THE OPENING. WHERE SHRINKAGE AND TEMPERATURE REINFORCEMENT IS INTERRUPTED, ADD (2)-#5 x OPENING DIMENSION +4’-0’ON EACH SIDE OF THE OPENING. PROVIDE #5 x 4’-0”DIAGONAL BARS IN BOTH FACES, AT EACH CORNER OF OPENINGS LARGER THAN 12 INCHES IN ANY DIRECTION. 3. FOR EARLY FOUNDATION AND STRUCTURAL DESIGN RELEASES, CONTRACTOR IS RESPONSIBLE FOR COORDINATING MEP SLEEVE SIZES AND LOCATIONS WITH MEP CONTRACTOR. AND ANY OTHER INFORMATION NOT COMPLETELY AVAILABLE AT THE TIME OF RELEASE OF THESE DOCUMENTS. PROVIDE ADDITIONAL REINFORCING AROUND THESE OPENINGS AS REQUIRED BY NOTE ABOVE. 4. MECHANICAL SPLICES, EMBEDDED DOWELS WITH MECHANICAL SPLICES, AND DOWEL BAR SUBSTITUTES, WHICH ARE USED IN LIEU OF LAP SPLICES, SHALL DEVELOP 125% OF THE SPECIFIED YIELD STRENGTH OF THE REINFORCING BAR PER ACI REQUIREMENTS, AND SHALL BE USED ONLY WHERE INDICATED OR WHERE APPROVED BY THE ENGINEER OF RECORD. 5. PROVIDE FOOTING DOWELS FOR VERTICAL WALL REINFORCEMENT. DOWELS SHALL BE THE SAME SIZE AND SPACING AS THE VERTICAL WALL REINFORCEMENT, UNLESS NOTED OTHERWISE, WITH LAP SPLICES AS INDICATED ON THE APPLICABLE SECTIONS. INSTALL DOWELS IN THE FOOTING FORMS BEFORE CONCRETE IS PLACED, SUPPORTING AND TYING THEM SECURELY IN POSITION. DO NOT PLACE DOWELS INTO FOOTINGS AFTER CONCRETE IS PLACED. 6. POSITION DOWELS FOR VERTICAL WALL REINFORCEMENT IN COLUMN FOOTINGS AND WALL FOOTING STEPS WITH 6 INCHES MAXIMUM BOTTOM COVER. 7. PROVIDE TENSION LAP SPLICES AS INDICATED IN THE LAP SPLICE SCHEDULE FOR HORIZONTAL WALL REINFORCEMENT AND LONGITUDINAL GRADE BEAM REINFORCEMENT, UNLESS OTHERWISE INDICATED. DIMENSIONS SHOWN AS "LS" INDICATE TENSION LAP SPLICE REQUIREMENT. TENSION LAP SPLICES SHALL BE ASSUMED WHEN INDICATED BY REINFORCING LAPS, UNO. 8. FIELD BENDING OF REINFORCING STEEL IS PROHIBITED. 9. PROVIDE EPOXY COATED REINFORCEMENT AND ACCESSORIES IN PARKING GARAGE AREAS AS NOTED: A. POST-TENSIONED SLABS: ALL REINFORCEMENT INCLUDING SUPPORT BARS AND BACKUP BARS B. POST-TENSIONED AND CONVENTIONAL BEAM TOP REINFORCEMENT AND STIRRUPS. C. UPTURNED POST-TENSIONED BEAM BOTTOM REINFORCEMENT AND STIRRUPS. D. COLUMN TIES WITHIN BEAM DEPTH. 10. SEE DIVISION 1 AND DIVISION 3 SPECIFICATIONS OF THE PROJECT MANUAL FOR SPECIFIED INSPECTION REQUIREMENTS. COORDINATE POUR SCHEDULES WITH THE A/E AND THE INSPECTION AGENCY TO ALLOW ADEQUATE TIME AND PREPARATION FOR OBSERVATION AND INSPECTION. 3.3 CAST IN PLACE CONCRETE 1. THE MIXING, HANDLING, PLACING, AND CURING OF CONCRETE SHALL BE IN ACCORDANCE WITH THE ACI “BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE”(ACI 318). 2. SEE ARCHITECTURAL DRAWINGS FOR CHAMFER REQUIREMENTS FOR CORNERS OF CONCRETE. WHERE NOT INDICATED, PROVIDE ¾”CHAMFERS ON EXPOSED CORNERS OF CONCRETE EXCEPT THOSE ABUTTING MASONRY. 3. SEE DIVISION 3 SPECIFICATION, CAST-IN-PLACE CONCRETE SECTION, OF THE PROJECT MANUAL FOR CONCRETE MIX PROPORTIONING REQUIREMENTS. 4. SEE DIVISION 3 SPECIFICATION CONCRETE FORMWORK SECTION OF THE PROJECT MANUAL, FOR FORM REMOVAL AND RESHORING REQUIREMENTS. 5. SEE DIVISION 3 SPECIFICATION, CAST-IN-PLACE CONCRETE SECTION OF THE PROJECT MANUAL, FOR HOT WEATHER CONCRETING REQUIREMENTS. 6. SEE DIVISION 3 SPECIFICATION, CAST-IN-PLACE CONCRETE SECTION OF THE PROJECT MANUAL, FOR COLD WEATHER CONCRETING REQUIREMENTS. 7. FINISH CONCRETE SLABS ON STEEL FLOOR DECK TO THE TOLERANCE SPECIFIED IN DIVISION 3 SPECIFICATION, CAST-IN-PLACE CONCRETE SECTION OF THE PROJECT MANUAL. MAINTAIN AT LEAST THE REQUIRED SLAB THICKNESS AT ALL LOCATIONS, INCREASING THE THICKNESS AS REQUIRED, TO COMPENSATE FOR DECK DEFLECTIONS. SEE STEEL DECK NOTES FOR ALLOWABLE CONSTRUCTION LOADS DURING FINISHING OPERATIONS. 8. FINISHING OF SLABS: AFTER SCREEDING, BULL FLOATING AND FLOATING OPERATIONS HAVE BEEN COMPLETED, APPLY FINAL FINISH AS INDICATED BELOW, AND AS DESCRIBED IN DIVISION 3 SPECIFICATION, CAST-IN-PLACE CONCRETE SECTION OF THE PROJECT MANUAL. • FLOOR SLABS TROWEL FINISH • ROOF SLABS FLOAT FINISH • RAMPS AND STEPS BROOM FINISH • SURFACES TO RECEIVE TOPPING SLABS FLOAT FINISH • SURFACES TO RECEIVE WEATHERPROOFING FLOAT FINISH • PARKING GARAGE RAMPS AND SLABS ROUGH SWIRL FINISH 9. FINISHING OF FORMED SURFACES: REFER TO FORMED CONCRETE SURFACE CATEGORY TABLE PROVIDED ON DESIGN INFORMATION DRAWINGS FOR FINISHING REQUIREMENTS. 10. TOLERANCES: REFER TO DIVISION 3 SPECIFICATION CONCRETE FORM WORK FOR SPECIAL TOLERANCE REQUIREMENTS AT OPENINGS FOR ELEVATORS, SHAFT OPENINGS, ROUGH OPENINGS FOR DOORS, WINDOWS AND SLAB EDGES. 11. CURING OF SLABS: CURE SLABS WITH CURING COMPOUND OR MOISTURE RETENTION COVERS AS DESCRIBED IN DIVISION 3 SPECIFICATION, CAST-IN-PLACE CONCRETE SECTION OF THE PROJECT MANUAL. 12. SEE DIVISIONS 1 AND 3 OF THE PROJECT MANUAL FOR TESTING AND INSPECTION PROGRAM REQUIREMENTS. COORDINATE AS REQUIRED WITH THE TESTING AND INSPECTION AGENCY. 13. FOR AN EARLY FOUNDATION AND/OR STRUCTURAL DESIGN RELEASE, CONTRACTOR IS RESPONSIBLE FOR COORDINATING ALL EMBEDDED SLEEVES AND OTHER ITEMS BY MEP AND OTHER TRADES NOT SHOWN ON THE STRUCTURAL DRAWINGS. 8. LOCATE CENTERLINES OF DIAGONAL VERTICAL BRACING MEMBERS ON COLUMN CENTERLINES UNLESS OTHERWISE INDICATED. 9. SUB-BASE (LEVELING) PLATES WILL NOT BE ALLOWED UNDER COLUMN BASE PLATES, UNLESS APPROVED BY STRUCTURAL ENGINEER. 10. SPLICES SHALL BE ALLOWED ONLY AT LOCATIONS EXPLICITLY INDICATED ON THE STRUCTURAL DRAWINGS UNLESS APPROVED OTHERWISE IN WRITING BY THE STRUCTURAL ENGINEER. 11. ALL STEEL MEMBERS AND EMBEDMENTS EXPOSED TO AN UNCONDITIONED ENVIRONMENT SHALL BE PROTECTED WITH A HOT-DIPPED GALVANIZED FINISH OR APPROVED ZINC RICH EXTERIOR COATING SYSTEM, UNLESS NOTED OTHERWISE. 12. PROVIDE HOLES IN ALL STEEL AS REQUIRED TO PREVENT ANY ACCUMULATION OF WATER. PENETRATIONS ADDED TO MEMBERS FOR THIS PURPOSE SHALL BE LIMITED IN SIZE SUCH AS NOT TO REDUCE MEMBER AND/OR CONNECTION CAPACITY, AND SHALL BE GROUND SMOOTH. 13. ALL COPES, HOLES, OPENINGS AND MODIFICATIONS REQUIRED IN STRUCTURAL STEEL MEMBERS FOR ERECTION OR THE WORK OF OTHER TRADES SHALL BE SHOWN ON THE SHOP DRAWINGS FOR APPROVAL BY THE ARCHITECT AND STRUCTURAL ENGINEER. 14. STEEL USING COMPLETE JOINT PENETRATION GROOVE WELDS THAT FUSE THROUGH THE THICKNESS OF THE FLANGE OR WEB SHALL HAVE A MINIMUM CHARPY V-NOTCH IMPACT TESTING VALUE AS SPECIFIED IN AISC 360. 15. SEE DIVISION 1 OF THE PROJECT MANUAL AND STRUCTURAL STEEL SPECIFICATION SECTION, FOR STRUCTURAL STEEL TESTING AND INSPECTION REQUIREMENTS. COORDINATE AS REQUIRED WITH THE TESTING AND INSPECTION AGENCY. 16. SEE STRUCTURAL STEEL SPECIFICATION SECTION, OF THE PROJECT MANUAL AND SURFACE PREP AND PRIMER SCHEDULE ON STRUCTURAL DRAWINGS FOR STRUCTURAL STEEL SHOP PAINTING REQUIREMENTS. 17. STRUCTURAL STEEL FRAMES ARE CONSIDERED AS NON-SELF-SUPPORTING STRUCTURES UNTIL COMPLETION OF ERECTION OF ALL THE STRUCTURAL STEEL WITHIN EACH FRAME, WHICH IS REQUIRED FOR FRAMING STABILITY. THE LATERAL SYSTEM CONSISTS OF BEAM-TO-COLUMN MOMENT CONNECTIONS. ANY TEMPORARY ERECTION AND STABILITY ELEMENTS REQUIRED BY THE STEEL ERECTOR SHALL REMAIN IN PLACE UNTIL ALL COMPONENTS OF THE PERMANENT LATERAL SYSTEM ARE INSTALLED. 5.0 STRUCTURAL STEEL 1. STRUCTURAL STEEL CONSTRUCTION SHALL CONFORM TO AISC 360, THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION “SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS. 2. SHOP CONNECTIONS, UNLESS OTHERWISE SHOWN, MAY BE EITHER BOLTED OR WELDED. FIELD CONNECTIONS SHALL BE BOLTED UNLESS OTHERWISE DETAILED ON THE DRAWINGS. 3. BOLTED CONNECTIONS SHALL BE BEARING-TYPE CONNECTIONS USING 3/4 INCH DIAMETER ASTM A325-N BOLTS WITH STANDARD 13/16 INCH DIAMETER HOLES, UNLESS OTHERWISE NOTED OR DETAILED ON THE DRAWINGS, OR APPROVED BY THE STRUCTURAL ENGINEER. 4. PREPARATION OF FAYING SURFACES AND TENSIONING OF SLIP CRITICAL BOLTS SHALL BE IN ACCORDANCE WITH THE “RCSC SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH STRENGTH BOLTS.” 5. TENSION BOLTS IN ACCORDANCE WITH SECTION 8 OF THE “SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH STRENGTH BOLTS”, UNLESS NOTED OTHERWISE. 6. CONNECTIONS WHICH ARE NOT FULLY DETAILED ON THE STRUCTURAL DRAWINGS SHALL BE DESIGNED BY THE STEEL FABRICATOR IN ACCORDANCE WITH THE AISC “MANUAL OF STEEL CONSTRUCTION”, AND SHALL BE DESIGNED AND DETAILED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE WHERE THE PROJECT IS LOCATED. A. ALL STEEL CONNECTION FORCES INDICATED WITHIN THE DRAWINGS ARE SERVICE LEVEL LOADS (ASD) UNLESS NOTED OTHERWISE. B. BEAM END CONNECTIONS SHALL BE DESIGNED FOR THE VERTICAL SHEAR REACTIONS INDICATED ON THE FRAMING PLANS. WHERE SUCH REACTIONS HAVE NOT BEEN INDICATED, NON-COMPOSITE BEAM CONNECTIONS (BEAMS WITHOUT SHEAR STUDS) SHALL BE DESIGNED FOR ONE-HALF THE BEAM LOAD CAPACITY AS GIVEN IN THE AISC “ALLOWABLE LOADS ON BEAMS”TABLE. C. BEAM WEB SHEAR CONNECTIONS SHALL TYPICALLY BE DOUBLE ANGLES, 5/16 INCH MINIMUM THICKNESS, UNLESS DETAILED OTHERWISE, OR WHERE OTHERWISE PERMITTED BY TYPICAL BEAM CONNECTION DETAILS. D. PRIOR TO THE REVIEW OF THE STRUCTURAL STEEL SHOP DRAWINGS, SUBMIT CONNECTIONS NOT SPECIFICALLY DETAILED ON THE DRAWINGS TO THE STRUCTURAL ENGINEER FOR REVIEW. E. FOR CONNECTION DESIGN AND DETAILING, SET CONNECTION WORK POINT AT INTERSECTION OF MEMBER CENTERLINES, UNLESS OTHERWISE NOTED OR UNLESS ECCENTRICITY IS ACCOUNTED FOR IN CONNECTION DESIGN AND DOES NOT ADVERSELY IMPACT MEMBER CAPACITY. F. ALL BEAM REACTIONS, AXIAL FORCES AND MOMENTS ACT CONCURRENTLY UON. G. BEAM REACTIONS ACT IN GRAVITY DIRECTION WHEREAS AXIAL FORCES AND MOMENTS ARE REVERSIBLE UON. 7. FOR BEAMS FRAMING OVER THE TOP OF A COLUMN, PROVIDE 3/8 INCH STIFFENER PLATES EACH SIDE OF THE BEAM WEB UNLESS DETAILED OTHERWISE. 5.2 STEEL DECK 1. STEEL DECK CONSTRUCTION SHALL CONFORM TO THE STEEL DECK INSTITUTE’S “DESIGN MANUAL FOR COMPOSITE DECKS, FORM DECKS AND ROOF DECKS”. 2. DECK SHALL BE THREE OR MORE SPANS CONTINUOUS WHERE POSSIBLE, AND CONFIGURED AS SHOWN ON THE DRAWINGS. 3. SEE DIVISION 1 OF PROJECT MANUAL STEEL DECK SPECIFICATION SECTIONS FOR INSPECTION PROGRAM. CONTRACTOR SHALL COORDINATE AS REQUIRED WITH THE INSPECTION AGENCY. 4. FASTEN STEEL ROOF DECK TO EACH SUPPORT AS INDICATED BY THE DETAILS AND IN STRICT COMPLIANCE WITH THE DECK MANUFACTURER’S INSTRUCTIONS AND THE SHOP DRAWINGS. REFER TO STEEL ROOF DECK SPECIFICATION SECTION FOR ADDITIONAL INFORMATION. 5. SUSPENDED LIGHT FIXTURES, DUCTS, SPRINKLERS AND OTHER MEP SYSTEMS ARE NOT TO BE SUPPORTED DIRECTLY BY THE STEEL ROOF DECK. 6. FOR ALL ROOF DECKS, PROVIDE DECK DEPTH, MINIMUM GAGE AS INDICATED ON THE DRAWINGS. 7. FOR COMPOSITE DECK, PROVIDE DECK DEPTH AND MINIMUM GAGE AS INDICATED ON DRAWINGS. 8. COMPOSITE DECK SHALL BE REVIEWED BY SUPPLIER FOR UNSHORED CONDITIONS AND PROVIDE TEMPORARY SHORING OR HEAVIER GAGE THAN MINIMUM IF NECESSARY. 9. FOR COMPOSITE DECKS, HEADED SHEAR STUDS SHALL EXTEND A MINIMUM OF 1 1/2" ABOVE THE TOP OF STEEL DECK WITH A MINIMUM CLEAR COVER OF 1/2” FROM THE TOP OF SLAB. 10. FOR COMPOSITE DECKS, DISTRIBUTE STEEL STUDS UNIFORMLY OVER BEAM SPANS UON. MAXIMUM SPACING OF HEADED STUDS SHALL NOT EXCEED 12”ON CENTER UNLESS NOTED OTHERWISE. 11. PROVIDE ADEQUATE DECK ENCLOSURES AND ACCESSORIES FOR CONSTRUCTION LOADS 12. CONTRACTOR SHALL COORDINATE DECK OPENING SIZES AND LOCATIONS FOR ITEMS SHOWN ON ARCHITECTURAL AND MEP DRAWINGS AND APPLY TYPICAL STRUCTURAL DETAILS AS REQUIRED BASED ON THE OPENING SIZE EVEN IF NOT EXPLICITLY SHOWN ON THE STRUCTURAL DRAWINGS. ALL SUCH OPENINGS SHALL BE SUBMITTED FOR REVIEW BY THE ARCHITECT, STRUCTURAL ENGINEER, AND MEP ENGINEER. 13. COMPOSITE AND NON-COMPOSITE FLOOR DECK MINIMUM GAGE IS BASED ON A UNIFORM CONSTRUCTION LIVE LOAD OF 20 PSF OR A CONCENTRATED LOAD OF 150LBS/FT AT MIDSPAN PER SDI SPECIFICATIONS. THIS IS BASED ON CONCRETE TRANSPORT AND PLACEMENT BY HOSE AND CONCRETE FINISHING USING HAND TOOLS. CONTRACTOR SHALL NOT EXCEED THE SPECIFIED CONSTRUCTION LOADS UNLESS APPROPRIATE GAGE DECK IS DESIGNED AND PROVIDED BY THE CONTRACTOR OR NECESSARY TEMPORARY SHORING IS PROVIDED. 5.40 NON LOAD BEARING COLD FORMED METAL STUDS FOR EXTERIOR WALLS AND SOFFITS 1. EXTERIOR WALL METAL STUD CLADDING BACKUP SYSTEMS AND THEIR CONNECTIONS TO THE STRUCTURE ARE TO BE DESIGNED, FURNISHED AND INSTALLED BY THE CONTRACTOR. SEE CLADDING BACKUP DESIGN CRITERIA FOR PERFORMANCE REQUIREMENTS 2. SEE DIVISION 5 SPECIFICATION SECTIONS OF THE PROJECT MANUAL FOR ADDITIONAL CRITERIA. 3. SEE ARCHITECTURAL DRAWINGS FOR ADDITIONAL INFORMATION AND FOR REQUIRED DEPTHS OF MEMBERS TO BE INTEGRATED INTO THE WALL SECTIONS. 5.5 MISCELLANEOUS METALS FABRICATIONS 1. SEE DIVISION 1 AND DIVISION 5 SPECIFICATION SECTIONS OF THE PROJECT MANUAL FOR SUMMARY OF SCOPE. 2. SEE ARCHITECTURAL AS WELL AS STRUCTURAL DRAWINGS FOR ADDITIONAL MISCELLANEOUS STEEL CONSIDERED A PART OF THE MISCELLANEOUS STEEL PACKAGE.3.4 POST-TENSIONED CONCRETE 1. THE REQUIRED POST-TENSIONING FORCES SHOWN ON THE DRAWINGS ARE EFFECTIVE FORCES AND INCLUDE ALL POST-TENSIONING LOSSES. THE NUMBER OF TENDONS SHALL BE DETERMINED BY THE POST-TENSIONING SUPPLIER BASED ON THESE EFFECTIVE FORCES AND SHALL BE SUBMITTED WITH THE SHOP DRAWINGS ALONG WITH STRESS LOSS CALCULATIONS. 2. PROPER TENDON LOCATION SHALL HAVE PRIORITY OVER ALL OTHER MATERIALS AND TRADES. RELOCATING TENDONS MAY ONLY BE DONE UPON PRIOR WRITTEN APPROVAL FROM THE STRUCTURAL ENGINEER. 3. ADDITIONAL TENDONS, THAT ARE NOT FULL LENGTH, MUST BE STRESSED AT THE EDGE OF SLAB OR EXTENDED TO THE NEAREST CONSTRUCTION JOINT (WITH CENTER OF GRAVITY OF STRAND AT SLAB MID-DEPTH), AND STRESSED AT THAT JOINT. BRINGING TENDONS UP THRU THE TOP OF THE SLAB FOR ACCESSIBILITY FOR STRESSING IS NOT ALLOWED. 4. AT OPENINGS GREATER THAN 12" SQUARE, PROVIDE (2) -#5 x OPENING DIMENSION + 4'-0" TOP AND BOTTOM ON ALL SIDES. 5. PROVIDE (2) -#4 BACKUP BARS FOR EACH HORIZONTAL ROW OF TENDON ANCHORS IN POST-TENSIONED BEAMS AND SLABS AT STRESSING ENDS AND AT DEAD ENDS. 6. PROVIDE HIGH CHAIRS WITH SUPPORT BARS AND SLAB BOLSTERS FOR THE SUPPORT OF THE SLAB MAIN TENDONS. PLACE TEMPERATURE TENDONS OVER THE SLAB MAIN TENDONS. DO NOT USE THE TEMPERATURE TENDONS AS THE SUPPORT FOR THE SLAB MAIN TENDONS. DO NOT USE BEAM REINFORCEMENT CAGE TO SUPPORT SLAB TENDONS. 7. THE CONTRACTOR SHALL COORDINATE THE LOCATION OF ALL EMBEDDED ITEMS WITH POST-TENSIONING MATERIAL SUPPLIER AND RESOLVE CONFLICTS PRIOR TO INSTALLATION. 8. LOCATE CONSTRUCTION JOINTS IN POST-TENSIONED SLABS WHERE THE POST- TENSIONING TENDONS ARE AT MID-DEPTHS OF SLAB. CONSTRUCTION JOINTS THROUGH POST-TENSIONED BEAMS ARE NOT ALLOWED. 9. THE STRESSING OF TENDONS MAY COMMENCE WHEN THE CONCRETE HAS OBTAINED A COMPRESSIVE STRENGTH OF 3000 PSI AS INDICATED BY STRENGTH TESTS ON THE FIELD-CURVED CYLINDERS. 10. STRESSING OF TENDONS SHALL BE DONE WITHIN 48 HOURS AFTER PLACEMENT OF CONCRETE. 11. FOR POST-TENSIONING, STRESS SLAB TENDONS PARALLEL TO BEAMS FIRST, THEN SLAB TENDONS PERPENDICULAR TO BEAMS AND THE STRESS BEAM TENDONS. 12. CUT EXCESS TENDON LENGTH AND GROUT ANCHORAGE RECESSES AFTER STRESSING RECORDS HAVE BEEN APPROVED BY THE ARCHITECT/ENGINEER. 13. CORING OF POST-TENSIONED MEMBERS SHALL NOT BE PERMITTED WITHOUT PRIOR WRITTEN APPROVAL FROM THE STRUCTURAL ENGINEER. 14. DRILLED-IN ANCHORS INSTALLED IN POST-TENSIONED SLABS SHALL HAVE 1" MAXIMUM PENETRATION AS FOLLOWS: • BOTTOM OF SLAB:WITHIN THE MIDDLE THIRD OF SLAB SPAN • TOP OF SLAB:OUTSIDE THE MIDDLE THIRD OF SLAB SPAN 8.0 ARCHITECTURAL CLADDING 1. TYPICAL DETAILS AND CLADDING BACKUP DRAWINGS INDICATE GENERAL CRITERIA FOR CONNECTIONS OF ARCHITECTURAL CLADDING TO THE BASE BUILDING SUPERSTRUCTURE. PROVIDE DESIGNS THAT MEET THE INDICATED CRITERIA AND CONFORM TO THE APPLICABLE CODES AND STANDARDS. REFER ALSO TO SUBMITTALS SECTION IN THESE GENERAL NOTES. 6.0 WOOD FRAMING 1. HEADERS, TOP PLATES, BOTTOM PLATES, JOISTS, BEAMS AND POSTS SHALL BE SOUTHERN PINE (SYP) #2, UNLESS OTHERWISE NOTED. 2. WALL STUDS SHALL BE SPRUCE PINE FIR (SPF) #2, UNLESS OTHERWISE NOTED. 3. FRAMING SHALL BE GRADE MARKED. 4. FRAMING IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE TREATED. 5. FRAMING EXPOSED TO WEATHER IN COMPLETED CONDITION SHALL BE PRESSURE TREATED. 6. FASTENERS IN PRESSURE TREATED FRAMING SHALL BE GALVANIZED. 7. BOLTS AND LAG SCREWS SHALL MEET ASTM A307. PROVIDE WASHERS BETWEEN THE WOOD AND BOLT HEAD OR NUT. 8. BOLT HOLES THROUGH WOOD SHALL BE DRILLED 1/16”MAXIMUM LARGER THAN THE DIAMETER OF THE BOLTS TO BE INSTALLED. 9. NAILS SHALL BE COMMON NAILS, UNLESS OTHERWISE NOTED. 10. FASTEN WOOD FRAMING IN ACCORDNANCE WITH INTERNATIONAL BUILDING CODE TABLE 2304.9.1 TITLED “FASTENING SCHEDULE”, UNLESS MORE STRINGENT FASTENING IS SPECIFIED ON THESE DRAWINGS. 6.1 WOOD CONNECTORS 1. WOOD CONNECTORS SHOWN ON THESE DRAWINGS ARE BASED ON SIMPSON STRONG TIE WOOD CONSTRUCTION CONNECTORS. 2. EQUIVALENT PRODUCTS FROM OTHER MANUFACTURERS THAT EXCEED THE CAPACITY OF THE SPECIFIED CONNECTORS MAY BE SUBMITTED TO THE ENGINEER FOR REVIEW AS AN APPROVED EQUAL. 3. INSTALL THE CONNECTOR IN ACCORDANCE WITH MANUFACTURER’S WRITTEN INSTRUCTIONS.INSTALL EXACT QUANITITY, SIZE, MATERIAL, TYPE AND FINISH OF FASTENTERS AS INDICATED BY THE MANUFACTURER. 4. INTERIOR CONNECTIONS SHALL HAVE STANDARD GALVANIZED G90 COATING, UNLESS OTHERWISE NOTED. 5. CONNECTIONS EXPOSED TO WEATHER IN COMPELTED CONDITIONS SHALL HAVE GALVANIZED G185 ZMAX COATING, UNLESS OTHERWISE NOTED 6.2 PREFABRICATED WOOD TRUSSES: 1. TRUSSES ARE DESIGNED BY THE TRUSS MANUFACTURER FOR IN SERVICE LOADING ONLY. CONTRACTOR SHALL PROPERLY BRACE TRUSSES FOR ALL LOAD CONDITIONS THAT OCCUR DURING LIFTING AND ERECTION. ALL GUIDELINES SPECIFIED IN HIB-91 BY THE TRUSS PLATE INSTITUTE, SHALL BE FOLLOWED AS A MINIMUM STANDARD FOR HANDLING, INSTALLATION AND BRACING. 2. PREFABRICATED WOOD TRUSS MANUFACTURER SHALL DESIGN ALL TRUSSES FOR ALL GRAVITY, SHEAR AND WIND LOADS. 3. TRUSS LENGTHS AND PROFILES SHALL BE COORDINATED WITH ARCHITECTURAL DRAWINGS PRIOR TO FABRICATION. CONFIGURATION, SIZE OF WEB AND CHORD MEMBERS, AND CONNECTION OF WEB AND CHORD MEMBERS SHALL BE DETERMINED BY TRUSS MANUFACTURER. 4. CONTRACTOR SHALL KEEP TRUSSES LATERALLY BRACED DURING ERECTION UNTIL ALL DIAPHRAGMS ARE INSTALLED AND CONNECTED AS SPECIFIED ON CONTRACT DRAWINGS AND SPECIFICATIONS. 5. DESIGN AND FABRICATION CRITERIA OF ALL WOOD TRUSSES SHALL BE IN CONFORMANCE WITH THE CURRENT VERSION OF THE “TIMBER CONSTRUCTION STANDARDS”BY AMERICAN INSTITUTE OF TIMBER CONSTRUCTION, AND “DESIGN SPECIFICATIONS FOR LIGHT METAL CONNECTION WOOD TRUSSES”BY TRUSS PLATE INSTITUTE. 6. THE FOLLOWING DESIGN DATA SHALL BE INCLUDED ON THE PREFABRICATED WOOD TRUSS SHOP DRAWINGS: A. METAL CONNECTOR’S SIZE B. LUMBER GRADES C. DESIGN LOADING, MEMBER FORCES AND ALLOWABLE UNIT STRESS INCREASES D. DEFLECTIONS E. BRACING F. SEE SPECIFICATIONS FOR OTHER REQUIREMENTS 7. THE MOISTURE CONTENT OF LUMBER SHALL NOT EXCEED 19% NOR BE LESS THAN 7% AT THE TIME OF FABRICATION. 8. CHORD AND WEB MEMBERS SHALL BE EITHER SOUTHERN YELLOW PINE, SPRUCE PINE FIR, OR APPROVED EQUAL. 9. ALL TRUSS CONNECTOR PLATES SHALL BE MANUFACTURED FROM STRUCTURAL QUALITY GALVANIZED SHEET METAL NOT LESS THAN 20 GAUGE THICKNESS WITH A MINIMUM YIELD OF 33,000 PSI AND A MINIMUM TENSILE STRENTH OF 45,000 PSI. 10. DESIGN AND DETAILING OF PREMANUFACTURED PRODUCTS, CONNECTIONS AND ACCESSORIES SHALL BE IN ACCORANCE WITH THE RECOMMENDATIONS OF THE A.I.T.C. “TIMBER CONSTRUCTION MANUAL”AND THE N.F.P.A. “NATIONAL DESIGN SPECFICATIONS FOR WOOD CONSTRUCTION.” 11. TRUSSES SHALL BE DESIGNED AND FABRICATIONED BY TRUSS MANUFACTURER, THE DESIGN SHALL BE PREPARED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF INDIANA. 12. TRUSSES SHALL BE DESIGNED FOR THE LOADING CRITERIA NOTED ON PLANS, SPECIFICATIONS AND CURRENT BUILDING CODES USING WHICHEVER PRODUCES THE GREATEST STRESS. 13. FOR FLOOR TRUSSES MAXIMUM LIVE LOAD DEFLECTION SHALL BE SPAN / 480 FOR LIVE LOAD AND SPAN / 240 FOR TOTAL LOAD. 14. FOR ROOF TRUSSES MAXIMUM LIVE LOAD DEFLECTION SHALL BE SPAN / 360 FOR LIVE LOAD AND SPAN / 240 FOR TOTAL LOAD. 6.3 WOOD SHEATHING 1. SHEATHING SHALL BE APA RATED. 2. SHEATHING SHALL BE GRADE MARKED. 3. SHEATHING SHALL BE CONTINUOUS OVER 2 OR MORE SPANS. 4. FLOOR SHEATHING WITHOUT GYPCRETE SHALL BE: A. THICKNESS = 3/4” B. APA SPAN RATING = STURDI-FLOOR 24 C. APA BOND CLASSIFICATION = EXPOSURE 1 D. JOINTS = TONGUE AND GROOVE E. FASTENING = GLUED AND NAILED. 8d COMMON NAILS AT 6”OC AT EDGES. 8d COMMON NAILS AT 12”OC AT INTERIOR SUPPORTS. 5. FLOOR SHEATHING WITH GYPCRETE SHALL BE: A. THICKNESS = 3/4” B. APA SPAN RATING = 48/24 C. APA BOND CLASSIFICATION = EXPOSURE 1 D. JOINTS = TONGUE AND GROOVE E. FASTENING = GLUED AND NAILED. 8d COMMON NAILS AT 6”OC AT EDGES. 8d COMMON NAILS AT 12”OC AT INTERIOR SUPPORTS. 6. ROOF SHEATHING SHALL BE: A. THICKNESS = 5/8” B. APA SPAN RATING = 40/20 C. APA BOND CLASSIFICATION = EXPOSURE 1 D. JOINTS = BUTT JOINT WITH SIMPSON PSCL PANEL SHEATHING CLIP, ONE PER SPAN E. FASTENING = 10d COMMON NAILS AT 6”OC AT EDGES. 10d COMMON NAILS AT 12”OC AT INTERIOR SUPPORTS. 7. BEARING WALL SHEATHING SHALL BE: A. THICKNESS = 15/32” B. APA BOND CLASSIFICATION = EXPOSURE 1 C. JOINTS = BUTT JOINT WITH 2x BLOCKING D. FASTENING = 8d COMMON NAILS AT 6”OC AT EDGES. 8d COMMON NAILS AT 12”OC AT INTERIOR SUPPORTS. E. SEE SHEAR WALL SCHEDULE FOR ADDITIONAL FASTENING REQUIREMENTS 6.5 LAMINATED VENEER LUMBER (LVL) 1. LVL SIZES SHOWN ON THESE DRAWINGS ARE BASED ON WEYERHAUESER TRUS JOIST MICROLLAM LVL PRODUCTS WITH THE FOLLOWING PROPERTIES: A. SHEAR MODULUS OF ELASTICITY (G) = 125,000 PSI B. MODULUS OF ELASTICITY (E) = 2,000,000 PSI C. FLEXURAL STRESS (fb) (12”DEPTH) = 2,600 PSI D. COMPRESSION PERPENDICULAR TO GRAIN = 750 PSI E. COMPRESSION PARALLEL TO GRAIN (fc) = 2,500 PSI F. HORIZONTAL SHEAR PARALLEL TO GRAIN (fv) = 285 PSI 2. EQUIVALENT PRODUCTS FROM OTHER MANUFACTURER’S THAT EXCEED THE PROPERTIES OF THE SPECIFIED LVL’S MAY BE SUBMITTED TO THE ENGINEER FOR REVIEW AS AN APPROVED EQUAL. 3. LVL MEMBERS SHALL BE FABRICATED WITHOUT CAMBER. 4. LVL MEMBERS SHALL BE PROTECTED FROM THE WEATHER WHILE IN STORAGE. CARE SHALL BE EXERCISED DURING HANDLING TO PREVENT DAMAGE. 6.6 LAMINATED STRAND LUMBER (LSL) 1. LSL SIZES SHOWN ON THESE DRAWINGS ARE BASED ON WEYERHAUESER TRUS JOIST TIMBERSTRAND LSL PRODUCTS WITH THE FOLLOWING PROPERTIES. A. WHEN USED AS BEAMS: 1. SHEAR MODULUS OF ELASTICITY (G) = 81,250 PSI 2. MODULUS OF ELASTICITY (E) = 1,300,000 PSI 3. FLEXURAL STRESS (fb) (12”DEPTH) = 1,300 PSI 4. COMPRESSION PERPENDICULAR TO GRAIN = 710 PSI 5. COMPRESSION PARALLEL TO GRAIN (fc) = 1,835 PSI 6. HORIZONTAL SHEAR PARALLEL TO GRAIN (fv) = 425 PSI B. WHEN USED AS COLUMNS: 1. SHEAR MODULUS OF ELASTICITY (G) = 96,875 PSI 2. MODULUS OF ELASTICITY (E) = 1,550,000 PSI 3. FLEXURAL STRESS (fb) (12”DEPTH) = 1,290 PSI 4. COMPRESSION PERPENDICULAR TO GRAIN = 900 PSI 5. COMPRESSION PARALLEL TO GRAIN (fc) = 2,170 PSI 6. HORIZONTAL SHEAR PARALLEL TO GRAIN (fv) = 310 PSI 2. EQUIVALENT PRODUCTS FROM OTHER MANUFACTURERS THAT EXCEED THE PROPERTIES OF THE SPECIFIED LSL’S MAY BE SUBMITTED TO THE ENGINEER FOR REVIEW AS AN APPROVED EQUAL. 3. LSL MEMBERS SHALL BE FABRICATED WITHOUT CAMBER. 4. LSL MEMBERS SHALL BE PROTECTED FROM THE WEATHER WHILE IN STORAGE. CARE SHALL BE EXERCISED DURING HANDLING TO PREVENT DAMAGE. 6.7 PARALLEL STRAND LUMBER (PSL) 1. PSL SIZES SHOWN ON THESE DRAWINGS ARE BASED ON WEYERHAUSER TRUS JOIST PARALLAM PSL PRODUCTS WITH THE FOLLOWING PROPERTIES: A. WHEN USED AS BEAMS: 1. SHEAR MODULUS OF ELASTICITY (G) = 125,000 PSI 2. MODULUS OF ELASTICITY (E) = 2,000,000 PSI 3. FLEXURAL STRESS (fb) (12”DEPTH) = 2,900 PSI 4. COMPRESSION PERPENDICULAR TO GRAIN = 625 PSI 5. COMPRESSION PARALLEL TO GRAIN (fc) = 2,900 PSI 6. HORIZONTAL SHEAR PARALLEL TO GRAIN (fv) = 290 PSI B. WHEN USED AS COLUMNS: 1. SHEAR MODULUS OF ELASTICITY (G) = 112,500 PSI 2. MODULUS OF ELASTICITY (E) = 1,800,000 PSI 3. FLEXURAL STRESS (fb) (12”DEPTH) = 2,400 PSI 4. COMPRESSION PERPENDICULAR TO GRAIN = 545 PSI 5. COMPRESSION PARALLEL TO GRAIN (fc) = 2,500 PSI 6. HORIZONTAL SHEAR PARALLEL TO GRAIN (fv) = 190 PSI 2. EQUIVALENT PRODUCTS FROM OTHER MANUFACTURERS THAT EXCEED THE PROPERTIES OF THE SPECIFIED LVL’S MAY BE SUBMITTED TO THE ENGINEER FOR REVIEW AS AN APPROVED EQUAL. 3. PSL MEMBERS SHALL BE FABRICATED WITHOUT CAMBER. 4. PSL MEMBERS SHALL BE PROTECTED FROM THE WEATHER WHILE IN STORAGE. CARE SHALL BE EXERCISED DURING HANDLING TO PREVENT DAMAGE. 6.8 MULTI-STORY WOOD FRAMED STRUCTURE SHRINKAGE: 1. SHRINKAGE IS AN EXPECTED BEHAVIOR OF MULTI-STORY WOOD FRAMED STRUCTURES. 2. CUMULATIVE ESTIMATED SHRINKAGE AT EACH LEVEL IS: A. 3RD = 0.15" B. 4TH = 0.30" C. 5TH = 0.45" D. ROOF = 0.60" 3. THE CONTRACTOR SHALL TAKE THE FOLLOWING STEPS TO MINIMIZE SHRINKAGE: A. AVOID STORING FRAMING AND SHEATHING WHERE IT IS EXPOSED TO RAIN OR STANDING WATER. B. KEEP UNUSED FRAMING OR SHEATHING COVERED. C. IMMEDIATELY REMOVE STANDING WATER FROM INSTALLED FLOOR FRAMING AND SHEATHING AFTER RAIN. D. INSPECT BUILDING ENCLOSURE LAYERS SUCH AS WEATHER RESISTIVE BARRIERS FOR PROPER INSTALLATION. E. DRY-IN THE STRUCTURE AS QUICKLY AS POSSIBLE. F. DELAY PLACING SELF LEVELING GYPSUM UNDERLAYMENT ADJACENT OF CONCRETE OR MASONRY SHAFTS UNTIL AS LATE AS POSSIBLE IN SCHEDULE. 4. THE CONTRACTOR SHALL CONSTRUCT THE BUILDING TO ACCCOMODATE THE ESTIMATED SHRINKAGE INCLUDING THE FOLLOWING: A. AT BRICK VENEER: a. DETAIL OPENINGS TO ACCOMODATE WOOD SHRINKAGE AND BRICK EXPANSION. b. PROVIDE TIES THAT ACCOMODATE WOOD SHRINKAGE AND BRICK EXPANSION. c. PROVIDE EXPANSION JOINT BETWEEN BRICK AND SIDING ABOVE. B. AT GUTTERS PROVIDE VERTICAL SLIP JOINT. C. AT MEP: a. PROVIDE VERTICAL SLIP JOINTS IN STACKS. b. PROVIDE VERTICAL SLOT AT STUD PENETRATIONS FOR HORIZONTAL RUNS ADJACENT TO STACKS WITHOUT SLIP JOINTS. c. ADJUST HANGERS PRIOR TO CLOSING WALLS. 5. POST OCCUPANCY THE OWNER AND CONTRACTOR SHALL CONSIDER THE FOLLOWING FOR THE FIRST 18 MONTHS OF OCCUPANCY: A. INSPECT SEALANT JOINTS AT EXTERIOR JOINTS AND REPAIR AS NEEDED. B. INSPECT FLOOR LEVELNESS AND DOOR THRESHOLDS AT WOOD INTERFACE WITH CONCRETE OR MASONRY SHAFTS. REPAIR OR PROVIDE FLOOR LEVELING AS NEEDED. C. INSPECT ROOF DRAINS. ADJUST AS NEEDED TO ENSURE PROPER DRAINAGE. THIS DOCUMENT IS AN INSTRUMENT OF SERVICES AND IS THE SOLE PROPERTY OF THE ARCHITECT AND PEDCOR DESIGN GROUP, LLC. ALL INFORMATION CONTAINED HEREIN IS CONFIDENTIAL. ITS SUBMISSION AND DISTRIBUTION TO OTHER PARTIES IS NOT TO BE CONSTRUED AS PUBLICATION IN DEROGATION OF COMMON LAW COPYRIGHT, INTELLECTUAL PROPERTY RIGHTS OR OTHER RESERVED RIGHTS. ALL INFORMATION CONTAINED HEREIN CONSTITUTES THE ORIGINAL AND PUBLISHED WORK OF THE ARCHITECT, JAMES R. STUTZMAN, AND PEDCOR DESIGN GROUP, LLC. NO PART OR WHOLE OF THIS DESIGN, THESE DRAWINGS, OR THE RESULTING BUILDING OR BUILDINGS, OR PORTIONS OF THE RESULTING BUILDING OR BUILDINGS MAY BE DUPLICATED, COPIED, EXHIBITED, PHOTOGRAPHED, PUBLISHED, MODIFIED OR OTHERWISE DISTRIBUTED IN ANY WAY WITHOUT THE SPECIFIC AND PRIOR WRITTEN CONSENT OF THE ARCHITECT, JAMES R. STUTZMAN AND PEDCOR DESIGN GROUP, LLC. © COPYRIGHT 2022 JAMES R. STUTZMAN, AIA, Carmel, Indiana. Carmel, Indiana 46032 317.705.7980 (fax) 355 City Center Drive 317.705.7979 (phone) Architecture / Project Management: PEDCOR DESIGN GROUP LLC Project: Sheet Number: Project Number Set Issue Date Sheet Title: Sheet Issue Date Drawn By Checked By Last Revision Date: COPYRIGHT & OWNERSHIP OF DOCUMENTS Developer: Architect: By:2/3/2023 2:17:57 PMS002 GENERAL NOTESTHE CONCOURSE22020 550 Monon BlvdCarmel, IN 4603202/03/2023 TWL JDWNOT FORCONSTRUCTIONRevision ID Transmittal Set Date Transmittal Set Name