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HomeMy WebLinkAboutS002 GENERAL NOTESGENERAL STRUCTURES INDICATED ON THESE DRAWINGS HAVE BEEN DESIGNED FOR THE IN- SERVICE LOADS ONLY. THE METHODS, MEANS, PROCEDURES, AND SEQUENCES OF CONSTRUCTION ARE THE RESPONSIBILITY OF THE CONTRACTOR. THE STRUCTURES ARE DESIGNED TO BE SELF-SUPPORTING AND STABLE AFTER CONSTRUCTION IS COMPLETE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE CONSTRUCTION PROCEDURES AND SEQUENCE TO ENSURE SAFETY OF THE STRUCTURES AND RELATED COMPONENTS DURING CONSTRUCTION. THIS INCLUDES THE ADDITION OF NECESSARY SHORING, SHEETING, TEMPORARY BRACING, GUYS, TIEDOWNS, ETC. IT IS THE CONTRACTOR'S RESPONSIBILITY TO VERIFY THAT CONSTRUCTION LOADS DO NOT EXCEED THE CAPACITY OF ANY STRUCTURAL ELEMENT AT THE TIME THE LOADS ARE APPLIED, INCLUDING BUT NOT LIMITED TO: WEIGHTS OF MATERIALS, WEIGHTS OF EQUIPMENT AND WORKERS, AND ALL LOADS APPLIED FROM TEMPORARY LIFTS, HOISTS AND CRANES, ETC. THE STRUCTURAL DRAWINGS AND SPECIFICATIONS SHALL BE USED IN CONJUNCTION WITH THE DRAWINGS AND SPECIFICATIONS OF ALL OTHER DISCIPLINES, TRADES, AND DELEGATED DESIGN ELEMENTS. THE CONTRACTOR IS RESPONSIBLE FOR COORDINATION OF THE STRUCTURAL WORK WITH ALL OTHER APPLICABLE TRADES. THE GENERAL NOTES ON THE DRAWINGS ARE TO BE USED IN CONJUNCTION WITH THE FULL WRITTEN MATERIAL SPECIFICATIONS (IF ANY) FOR THE PROJECT. DO NOT SCALE THE DRAWINGS. REFER TO THE WRITTEN DIMENSIONS AND INFORMATION. IF A DISCREPANCY IS NOTED ON THE DRAWINGS, GENERAL NOTES, OR SPECIFICATIONS, THE CONTRACTOR SHALL SUBMIT TO THE STRUCTURAL ENGINEER A WRITTEN REQUEST FOR CLARIFICATION AND SHALL NOT PROCEED WITH THE AFFECTED WORK WITHOUT DOCUMENTED RESOLUTION OF THE DISCREPANCY. ALL COSTS RESULTING FROM THE CONTRACTOR IMPROPERLY PROCEEDING WITH THE AFFECTED WORK PRIOR TO DOCUMENTED RESOLUTION OF THE DISCREPANCY, INCLUDING COST OF REMOVAL AND REPLACEMENT OF NON-CONFORMING WORK, SHALL BE BORNE BY THE CONTRACTOR AT NO ADDITIONAL COST TO THE OWNER. CONCRETE MIX DESIGN SUBMITTAL THE CONTRACTOR SHALL SUBMIT FOR THE REVIEW OF THE STRUCTURAL ENGINEER A MIX DESIGN FOR EACH PROPOSED CLASS OF CONCRETE. EACH MIX DESIGN SHALL BE IDENTIFIED BY A MIX NUMBER OR OTHER UNIQUE IDENTIFICATION. THE CONTRACTOR SHALL NOT VARY FROM THE MIX DESIGNS NOR USE ANY CONCRETE OTHER THAN THE APPROVED MIX DESIGNS WITHOUT THE APPROVAL OF THE STRUCTURAL ENGINEER. MIX DESIGN SUBMITTALS SHALL INCLUDE THE FOLLOWING INFORMATION: 1. MIX DESIGN NUMBER OR UNIQUE IDENTIFICATION AND INTENDED LOCATION OF PLACEMENT. 2. CEMENT TYPE, PROPORTION AND NAME OF MANUFACTURER. 3. FLY ASH PROPORTION (WHEN USED), LABORATORY ANALYSIS CERTIFICATION, AND NAME AND LOCATION OF SUPPLIER. 4. COURSE AGGREGATE PROPORTION, GRADATION REPORT, NAME AND LOCATION OF SUPPLIER. 5. FINE AGGREGATE PROPORTION, GRADATION REPORT, NAME AND LOCATION OF SUPPLIER. 6. MIXING WATER PROPORTION AND SOURCE. 7. ADMIXTURE DOSAGES, PRODUCT NAME(S) AND MANUFACTURER NAME(S). 8. FIBER REINFORCEMENT DOSAGE (WHEN USED), PRODUCT NAME AND MANUFACTURER NAME. 9. DESIGN 28-DAY COMPRESSIVE STRENGTH (F'C). 10. DESIGN SLUMP RANGE. 11. DESIGN AIR-ENTRAINMENT (FOR CONCRETE REQUIRING ENTRAINED AIR). 12. STATISTICAL ANALYSIS OF LABORATORY STRENGTH TEST DATA IN ACCORDANCE WITH "STANDARD DEVIATION" DETERMINATION OUTLINED IN ACI 318. PRODUCT DATA SUBMITTALS THE CONTRACTOR SHALL SUBMIT FOR APPROVAL PRODUCT DATA FOR THE SPECIFIC ITEMS LISTED BELOW. CONTRACTOR SHALL NOT USE PRODUCTS OTHER THAN THOSE SUBMITTED WITHOUT THE APPROVAL OF THE STRUCTURAL ENGINEER. SUBMIT HARD COPIES OR ELECTRONIC VERSIONS OF PRODUCT DATA. FOR HARD COPY OPTION, SUBMIT A MINIMUM OF TWO COPIES OF PRODUCT DATA TO THE STRUCTURAL ENGINEER FOR REVIEW (ONE COPY SHALL BE RETAINED BY THE STRUCTURAL ENGINEER). FOR ELECTRONIC OPTION, SUBMIT PRODUCT DATA IN ADOBE PDF FORMAT. 1. FIBER REINFORCEMENT FOR CONCRETE 2. CONCRETE CURING COMPOUND 3. CONCRETE JOINT SEALANT 4. MASONRY JOINT REINFORCEMENT 5. EXPANSION ANCHORS 6. ADHESIVE ANCHORS 7. NON-SHRINK GROUT 8. HELICAL PILES RENOVATION (EXISTING CONDITIONS) INFORMATION SHOWN FOR THE EXISTING STRUCTURE ON THESE DRAWINGS WAS TAKEN FROM DRAWINGS THAT WERE PREPARED FOR SCHAFER POWDER COATING, PREPARED BY STRUCTURAL DESIGN INC, ENTITLED NEW FACILITY FOR: SCHAFER POWDER COATING, DATED 04-10-06. WORK SHOWN ON THESE PLANS ASSUMES THAT THE ORIGINAL CONSTRUCTION WAS PERFORMED IN ACCORDANCE WITH THE ABOVE INDICATED ORIGINAL DRAWINGS INCLUDING (BUT NOT LIMITED TO) DIMENSIONS, ELEVATIONS, MEMBER SIZES, MATERIALS, DETAILS, ETC. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE CONDITIONS RELATING TO THE EXISTING STRUCTURE AND TO NOTIFY THE STRUCTURAL ENGINEER IMMEDIATELY OF ANY DISCREPANCIES OR CONFLICTS. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR THE MEANS AND METHODS OF DEMOLITION REQUIRED TO COMPLETE THE WORK, INCLUDING MAINTAINING THE SAFETY AND INTEGRITY OF THE EXISTING STRUCTURE. DEMOLISHED MATERIALS SHALL BE DISPOSED OF SAFELY AND IN CONFORMANCE WITH THE CONTRACT DOCUMENTS AND ALL APPLICABLE LAWS, CODES AND REGULATIONS. WHERE ELEMENTS ARE INDICATED TO BE CUT AND REMOVED, DO NOT CUT BEYOND THE EXTENTS OF THE ELEMENTS INDICATED TO BE REMOVED AND DO NOT EXTEND CUTS INTO ELEMENTS THAT ARE TO REMAIN. WHERE NEW WORK IS TO BE FITTED TO OLD WORK, THE CONTRACTOR SHALL CHECK ALL DIMENSIONS AND CONDITIONS IN THE FIELD, AND REPORT ANY ERRORS OR DISCREPANCIES TO THE STRUCTURAL ENGINEER PRIOR TO THE FABRICATION AND ERECTION OF ANY NEW MEMBERS. EXISTING MATERIALS TO BE REMOVED AND REINSTALLED AS PART OF THIS PROJECT, THAT BECOME DAMAGED, SHALL BE REPLACED WITH NEW MATERIAL OF EQUAL QUALITY AND APPEARANCE, AT THE CONTRACTOR'S EXPENSE. ALL WORK SHALL BE PERFORMED WITHOUT DAMAGE OR DISRUPTION TO ADJACENT RETAINED WORK. ADJACENT EXISTING CONSTRUCTION SHALL BE PROTECTED FROM DUST, DIRT AND DEBRIS ACCUMULATION AT ALL TIMES. FOUNDATIONS FOUNDATIONS HAVE BEEN DESIGNED BASED ON ASSUMED ALLOWABLE SOIL BEARING PRESSURES INDICATED BELOW. CONTRACTOR SHALL ENGAGE A LICENSED GEOTECHNICAL ENGINEER TO REVIEW THE SOIL CONDITIONS AT THE SITE AS NECESSARY TO CONFIRM THE ALLOWABLE BEARING PRESSURES PRIOR TO PLACEMENT OF THE FOUNDATIONS. CONFIRMATION OF THE ACCEPTABILITY OF THE SOILS SHALL BE REPORTED IN WRITING TO THE STRUCTURAL ENGINEER. IF ACTUAL ALLOWABLE PRESSURES ARE FOUND TO BE LESS THAN THE ASSUMED VALUES, THE CONTRACTOR SHALL NOTIFY THE STRUCTURAL ENGINEER IMMEDIATELY AND SHALL NOT PROCEED WITH FOUNDATION CONSTRUCTION WITHOUT REVIEW BY THE STRUCTURAL ENGINEER. DESIGN NET SOIL PRESSURE: SPREAD FOOTINGS: 1,500 PSF CONTINUOUS WALL FOOTINGS: 1,500 PSF FOUNDATIONS AND SOILS RELATED WORK SHALL BE INSPECTED BY A LICENSED GEOTECHNICAL ENGINEER. WRITTEN FIELD REPORTS SHALL BE FORWARDED TO THE STRUCTURAL ENGINEER AS SOON AS THEY BECOME AVAILABLE. FOUNDATION CONDITIONS NOTED DURING CONSTRUCTION, WHICH DIFFER FROM THOSE DESCRIBED IN THE GEOTECHNICAL REPORT, SHALL BE REPORTED TO THE STRUCTURAL ENGINEER AND GEOTECHNICAL ENGINEER BEFORE FURTHER CONSTRUCTION IS ATTEMPTED. THE CONTRACTOR SHALL BE RESPONSIBLE TO PROVIDE AND MAINTAIN APPROPRIATE EXCAVATION PROTECTION, INCLUDING ALL NECESSARY LAYBACKS, SHORING, SHEETING, TIE-BACKS AND OTHER MEASURES AS DETERMINED BY THE CONTRACTOR'S ENGINEER. EXCAVATIONS FOR SPREAD FOOTINGS, COMBINED FOOTINGS, CONTINUOUS FOOTINGS AND MAT FOUNDATIONS SHALL BE CLEANED AND HAND TAMPED TO UNIFORM SURFACE AND SHALL BE PROTECTED AND MAINTAINED UNIFORM UNTIL CONCRETE IS PLACED. FROST DEPTH: 30 INCHES CONCRETE REINFORCED CONCRETE HAS BEEN DESIGNED IN ACCORDANCE WITH THE BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE (ACI 318) AND COMMENTARY (ACI 318R). MIXING, TRANSPORTING, AND PLACING OF CONCRETE SHALL CONFORM TO THE LATEST EDITION OF THE SPECIFICATIONS FOR STRUCTURAL CONCRETE (ACI 301). READY-MIXED CONCRETE SHALL CONFORM TO THE REQUIREMENTS OF ASTM C94. IN CASE OF A DISCREPANCY, THE PLANS AND SPECIFICATIONS SHALL GOVERN. CEMENT SHALL CONFORM TO ASTM C150, TYPE I, UNO. FLY ASH SHALL CONFORM TO ASTM C618, CLASS C OR F. NORMAL WEIGHT AGGREGATES SHALL CONFORM TO ASTM C33. WATER-REDUCING ADMIXTURES SHALL CONFORM TO ASTM C494. AIR-ENTRAINING ADMIXTURES SHALL CONFORM TO ASTM C260 AND SHALL BE CERTIFIED BY THE MANUFACTURER TO BE COMPATIBLE WITH OTHER ADMIXTURES. CALCIUM CHLORIDE ADMIXTURES OR ADMIXTURES CONTAINING MORE THAN 0.1 PERCENT CHLORIDE IONS SHALL NOT BE USED. IN COLD WEATHER CONDITIONS, MIXING, PLACING, FINISHING, CURING AND PROTECTION OF CONCRETE SHALL BE PERFORMED IN ACCORDANCE WITH THE LATEST EDITION OF ACI 306R, COLD WEATHER CONCRETING. IN HOT WEATHER CONDITIONS, MIXING, PLACING, FINISHING, CURING AND PROTECTION OF CONCRETE SHALL BE PERFORMED IN ACCORDANCE WITH THE LATEST EDITION OF ACI 305R, HOT WEATHER CONCRETING. USE OF JOINTS IN CONCRETE ELEMENTS AT LOCATIONS OTHER THAN THOSE INDICATED ON THE DRAWINGS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR REVIEW. SLUMP FOR PUMPED CONCRETE SHALL BE MEASURED AT POINT OF DISCHARGE. NORMAL WEIGHT CONCRETE SHALL HAVE THE PROPERTIES AS INDICATED IN THE CONCRETE MIX SCHEDULE AND SPECIFICATIONS. DO NOT INSTALL OR EMBED ALUMINUM ITEMS, INCLUDING BUT NOT LIMITED TO ALUMINUM CONDUIT, INTO OR IN CONTACT WITH CONCRETE. WHERE NEW CONCRETE IS PLACED AGAINST HARDENED/EXISTING CONCRETE, VERIFY SOUNDNESS OF EXISTING CONCRETE AND REMOVE ALL LOOSE MATERIAL, SNOW, ICE, FROST, WATER, SOIL, DEBRIS AND OTHER DETRIMENTAL MATERIALS PRIOR TO PLACEMENT OF NEW CONCRETE. WELDED WIRE REINFORCEMENT WELDED WIRE REINFORCEMENT SHALL BE SMOOTH WIRE FABRIC CONFORMING TO ASTM A1064. REINFORCEMENT SHALL BE SUPPLIED IN FLAT SHEETS AND LAPPED A MINIMUM OF ONE SPACE PLUS 2 INCHES. WELDED WIRE REINFORCEMENT SHALL BE PLACED AS FOLLOWS, UNLESS NOTED OTHERWISE: SLABS ON GRADE: 2" DOWN FROM TOP OF SLAB SLABS ON COMPOSITE DECK: 3/4" DOWN FROM TOP OF SLAB SUPPORT REINFORCEMENT ON NON-METALLIC CHAIRS TO MAINTAIN PROPER POSITION THROUGHOUT CONCRETE PLACEMENT. (NOTE: THE TERM "WELDED WIRE FABRIC," IF USED, IS THE SAME AS "WELDED WIRE REINFORCEMENT.") CONCRETE TESTING MAKE ONE SET OF TEST CYLINDERS IN ACCORDANCE WITH ASTM C31 FOR EACH DAY'S POUR AND FOR EACH 100 CUBIC YARDS FOR EACH TYPE OF CONCRETE PLACED. EACH SET SHALL INCLUDE ONE SPECIMEN TESTED AT 7 DAYS, 2 SPECIMENS TESTED AT 28 DAYS (3 SPECIMENS TESTED AT 28 DAYS IF USING 4x8 CYLINDERS) AND ONE SPECIMEN RETAINED IN RESERVE TO BE TESTED AT THE DIRECTION OF THE STRUCTURAL ENGINEER. SPARE CYLINDER MAY BE DISCARDED 90 DAYS AFTER CASTING UNLESS DIRECTED OTHERWISE BY THE STRUCTURAL ENGINEER. THIS SET OF TEST CYLINDERS SHALL BE PROTECTED AGAINST FREEZING. WHEN THE AMBIENT TEMPERATURE IS EXPECTED TO FALL BELOW 40 DEGREES DURING THE COURSE OF A CONCRETE POUR OR SUBSEQUENT CURING PROCESS, AN ADDITIONAL SET OF CONCRETE TEST CYLINDERS SHALL BE MADE AND TESTED. THESE CYLINDERS SHALL BE STORED IMMEDIATELY ADJACENT TO, AND CURED UNDER THE SAME CONDITIONS AS THE BUILDING CONCRETE. SPECIAL CURING BOXES ARE NOT PERMITTED FOR THESE TEST CYLINDERS. FORWARD COPIES OF TEST RESULTS TO THE ARCHITECT, STRUCTURAL ENGINEER, READY-MIX SUPPLIER AND CONTRACTOR WITHIN 24 HOURS AFTER TESTING. POTENTIALLY LOW-STRENGTH CONCRETE: CONCRETE WHICH EXHIBITS STRENGTH BASED ON 7-DAY TESTS BELOW 70% OF THE SPECIFIED 28-DAY COMPRESSIVE STRENGTH SHALL BE CONSIDERED DEFECTIVE WORK AND SHALL BE SUBJECT TO REPAIR OR REPLACEMENT BY THE CONTRACTOR AT THE DISCRETION OF THE OWNER AND STRUCTURAL ENGINEER AT NO ADDITIONAL COST TO THE OWNER. REINFORCING STEEL REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM A615 AND SHALL HAVE A MINIMUM YIELD STRENGTH OF 60,000 PSI, UNO. REINFORCING BAR DETAILING, FABRICATING, AND PLACING SHALL CONFORM TO THE LATEST EDITION OF THE FOLLOWING STANDARDS: ACI 301, ACI 315, ACI 318, ACI DETAILING MANUAL (SP66), AND CRSI MANUAL OF STANDARD PRACTICE. THE CONTRACTOR SHALL PROVIDE BAR SUPPORTS AND SPACERS AS REQUIRED TO MAINTAIN PROPER SUPPORT AND POSITIONING OF THE REINFORCING STEEL THROUGHOUT CONCRETE PLACEMENT OPERATIONS. DESIGN OF THE SUPPORT SYSTEM SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. UNLESS A GREATER AMOUNT OF COVER IS INDICATED ON THE DRAWINGS, PROVIDE THE FOLLOWING MINIMUM CONCRETE COVER OVER REINFORCEMENT AS FOLLOWS: CONCRETE CAST AGAINST EARTH: 3 INCHES FOUNDATION TOP REINFORCEMENT: 2 INCHES FOUNDATION BOTTOM AND SIDE REINFORCEMENT: 3 INCHES SLAB ON METAL DECK REINFORCEMENT: SEE DETAILS REINFORCING STEEL SHALL NOT BE TACK WELDED, WELDED, HEATED OR CUT UNLESS INDICATED ON THE CONTRACT DOCUMENTS OR APPROVED BY THE STRUCTURAL ENGINEER. LAP SPLICES SHALL BE TENSION LAPS IN ACCORDANCE WITH SPLICE/EMBEDMENT TABLES, UNO. ALL 90 DEGREE AND 180 DEGREE BENDS SHOWN ON THE DRAWINGS SHALL BE STANDARD HOOKS, UNLESS NOTED OTHERWISE. PROVIDE CORNER BARS OF SAME SIZE AND SPACING AS HORIZONTAL BARS AT CORNERS OF ALL WALLS AND GRADE BEAMS. LAP SPLICE CORNERS BARS WITH STRAIGHT BARS. UNLESS OTHERWISE SHOWN OR NOTED, PROVIDE 2-#5 BARS (ONE EACH FACE) AROUND UNFRAMED OPENINGS IN CONCRETE WALLS AND GRADE BEAMS. PLACE BARS PARALLEL TO THE SIDES OF THE OPENING AND EXTEND 24" BEYOND CORNERS. NON-SHRINK GROUT GROUT SHALL BE A NON-METALLIC, SHRINKAGE RESISTANT (WHEN TESTED IN ACCORDANCE WITH THE LATEST EDITION OF ASTM C827 OR CRD-C621), PREMIXED, NON-CORROSIVE, NON-STAINING PRODUCT CONTAINING PORTLAND CEMENT, SILICA SANDS, SHRINKAGE COMPENSATING AGENTS AND FLUIDITY IMPROVING COMPOUNDS. GROUT SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH (F'C) OF 5,000 PSI IN 28 DAYS. SEPARATION OF DISSIMILAR METALS DISSIMILAR METALS INCLUDING STRUCTURAL SHAPES, PLATES, CONNECTORS, ETC. SHALL BE ELECTRICALLY ISOLATED TO PREVENT GALVANIC CORROSION VIA NON- CONDUCTIVE WASHERS, SHOULDER WASHERS, GASKETS, COATINGS, OR EQUIVALENT SUBSTITUTE APPROVED BY THE STRUCTURAL ENGINEER, UNO. PENETRATIONS AND EMBEDDED ITEMS CONTRACTOR SHALL COORDINATE WITH ALL AFFECTED TRADES THE REQUIRED SIZES, TYPES, AND LOCATIONS OF ALL EMBEDDED ITEMS IN, AND ALL PENETRATIONS THROUGH, STRUCTURAL ELEMENTS PRIOR TO CONSTRUCTION. NO PENETRATIONS THROUGH STRUCTURAL ELEMENTS, OTHER THAN THOSE SHOWN ON THE STRUCTURAL DRAWINGS, SHALL BE MADE WITHOUT THE APPROVAL OF THE STRUCTURAL ENGINEER. NO ITEMS (INCLUDING, BUT NOT LIMITED TO, CONDUIT, PIPING, ETC.), OTHER THAN THOSE SHOWN ON THE STRUCTURAL DRAWINGS, SHALL BE EMBEDDED IN STRUCTURAL ELEMENTS WITHOUT THE APPROVAL OF THE STRUCTURAL ENGINEER. ALL EMBEDDED ITEMS IN EXPOSED EXTERIOR CONCRETE SHALL BE GALVANIZED, PLASTIC, OR EPOXY-COATED. DELEGATED DESIGN FOR ALL SUBMITTALS INDICATED AS "DELEGATED DESIGN," THE CONTRACTOR SHALL ENGAGE A SPECIALTY STRUCTURAL ENGINEER LICENSED IN THE STATE WHERE THE PROJECT IS LOCATED TO DESIGN AND DETAIL THE ITEMS NOTED IN THE STRUCTURAL SUBMITTALS AND SPECIFICATIONS AS A DELEGATED DESIGN. DELEGATED DESIGN CALCULATIONS AND RELATED DRAWINGS SHALL CONTAIN THE FOLLOWING, AS A MINIMUM: 1. COVER PAGE SIGNED AND SEALED BY THE SPECIALTY STRUCTURAL ENGINEER INCLUDING A STATEMENT OF CERTIFICATION THAT THE SUBMITTED CALCULATIONS ARE IN CONFORMANCE WITH THE DESIGN CRITERIA PROVIDED IN THE CONTRACT DOCUMENTS AND THAT THE RELATED SHOP DRAWINGS ARE IN CONFORMANCE WITH THE SUBMITTED CALCULATIONS. 2. TABLE OF CONTENTS, PLACED ON, OR IMMEDIATELY FOLLOWING THE COVER SHEET. 3. SUMMARY OF APPLICABLE CODE CRITERIA, LOAD DATA AND PERFORMANCE CRITERIA AS OUTLINED IN THE CONTRACT DOCUMENTS. 4. CLEAR DEFINITION OF THE LOCATION(S) IN THE STRUCTURE WHERE EACH CALCULATION APPLIES. 5. LOCATION, TYPE, MAGNITUDE AND DIRECTION OF ALL LOADS IMPOSED ON THE STRUCTURE BY THE DELEGATED DESIGN SYSTEM/COMPONENTS. SUBMITTALS THAT DO NOT CONTAIN THE INFORMATION NOTED ABOVE MAY, AT THE STRUCTURAL ENGINEER'S DISCRETION, BE REJECTED WITHOUT COMMENT. THE STRUCTURAL ENGINEER’S REVIEW OF DELEGATED DESIGN SUBMITTALS WILL BE FOR GENERAL CONFORMANCE WITH THE DESIGN LOADING, DESIGN INTENT AND LOADS IMPOSED. DELEGATED DESIGN CALCULATIONS SHALL BE SUBMITTED PRIOR TO, OR INCLUDED WITH, THE ASSOCIATED SHOP DRAWING SUBMITTAL. DELEGATED DESIGN SHOP DRAWINGS SUBMITTED WITHOUT APPLICABLE REQUIRED CALCULATIONS WILL BE REJECTED. SHOP DRAWING SUBMITTALS THE CONTRACTOR SHALL PREPARE DETAILED SHOP DRAWINGS TO ENABLE ALL PARTS OF THE WORK TO BE FABRICATED AND CONSTRUCTED IN ACCORDANCE WITH THE DRAWINGS AND SPECIFICATIONS. THESE SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGN INTENT ONLY. THE CONTRACTOR IS RESPONSIBLE FOR ALL DIMENSIONS, ACCURACY AND FIT OF WORK. ALL SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTOR PRIOR TO SUBMITTAL TO THE STRUCTURAL ENGINEER. DRAWINGS SUBMITTED WITHOUT CONTRACTOR'S REVIEW WILL BE RETURNED UNCHECKED. PROVIDE ALL SUBMITTALS IN ELECTRONIC PDF FORMAT. WORK REQUIRING SUBMITTALS FOR STRUCTURAL ENGINEER REVIEW SHALL NOT BE STARTED BY THE CONTRACTOR WITHOUT APPROPRIATE REVIEWED SUBMITTALS. WORK PERFORMED BY THE CONTRACTOR PRIOR TO RECEIVING APPROPRIATE REVIEWED SUBMITTALS SHALL BE SUBJECT TO REMOVAL AND REPLACEMENT AS DEEMED NECESSARY BY THE STRUCTURAL ENGINEER, AT THE CONTRACTOR'S EXPENSE, AND WITH NO COST TO THE OWNER. SUBMIT SHOP DRAWINGS FOR EACH OF THE FOLLOWING ITEMS: 1. CONCRETE REINFORCEMENT 2. CONCRETE MASONRY REINFORCEMENT (INCLUDING PLANS AND ELEVATIONS FOR EACH WALL INDICATING ALL CMU REINFORCING REQUIREMENTS, INCLUDING SHEAR WALLS) 3. CONCRETE MASONRY CONTROL JOINT LOCATIONS 4. STRUCTURAL STEEL 5. STEEL DECK SUBMIT DELEGATED DESIGN SHOP DRAWINGS FOR EACH OF THE FOLLOWING ITEMS: 1. STRUCTURAL STEEL CONNECTIONS (INCLUDING DESIGN CALCULATIONS AND SUMMARY PAGE FOR CONNECTIONS NOT SPECIFICALLY DETAILED IN THE CONTRACT DRAWINGS) 2. HELICAL PILES OMISSION OF ANY MATERIALS REQUIRED BY THE CONTRACT DOCUMENTS FROM SHOP DRAWINGS SHALL NOT RELIEVE THE CONTRACTOR OF THE RESPONSIBILITY FOR FURNISHING THESE MATERIALS REGARDLESS OF WHETHER THE SUBMITTALS HAVE BEEN REVIEWED. THE USE OF ELECTRONIC FILES OR REPRODUCTIONS OF THE CONTRACT DOCUMENTS BY THE CONTRACTOR SIGNIFIES CONTRACTOR’S ACCEPTANCE OF ALL THE INFORMATION SHOWN “AS IS”. CONTRACTOR WILL BE RESPONSIBLE FOR VERIFYING THE ACCURACY AND COMPLETENESS OF THE INFORMATION PROVIDED. ISSUED DRAWINGS AND SPECIFICATIONS TAKE PRECEDENCE OVER ANY ELECTRONIC INFORMATION PROVIDED. ADDENDA, CHANGE ORDERS, SUPPLEMENTAL INSTRUCTIONS ARE NOT NECESSARILY INCLUDED IN THE ELECTRONIC FILES. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO OBTAIN ALL CONTRACT DOCUMENTS, INCLUDING LATEST ADDENDA, AND TO DISTRIBUTE TO ALL SUBCONTRACTORS PRIOR TO THE SUBMITTAL OF SHOP DRAWINGS. STRUCTURAL STEEL STRUCTURAL STEEL MEMBERS, BRACING, COMPONENTS AND CONNECTIONS SHALL BE IN ACCORDANCE WITH AISC ALLOWABLE STRESS DESIGN (ASD) UNLESS NOTED OTHERWISE. STRUCTURAL STEEL DETAILING, FABRICATION AND ERECTION SHALL CONFORM TO THE ANSI/AISC 360 SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS, LATEST EDITION WITH AMENDMENTS, AND THE AISC 303 CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES, LATEST EDITION WITH AMENDMENTS. STRUCTURAL STEEL WIDE FLANGE SHAPES SHALL CONFORM TO ASTM A992. STRUCTURAL STEEL PLATES AND ROLLED SHAPES OTHER THAN WIDE-FLANGE SHAPES SHALL CONFORM TO ASTM A36, UNLESS NOTED OTHERWISE. HOLLOW STRUCTURAL STEEL SECTIONS (SQUARE, RECTANGULAR, AND ROUND TUBES) SHALL CONFORM TO ASTM A500 GRADE C, UNLESS NOTED OTHERWISE. STRUCTURAL PIPE SHALL CONFORM TO ASTM A53, GRADE B. STRUCTURAL STEEL ROD HANGERS AND BRACING SHALL CONFORM TO ASTM A36, UNLESS NOTED OTHERWISE. ANCHOR RODS SHALL CONFORM TO ASTM F1554, GRADE 36, UNLESS NOTED OTHERWISE. FABRICATE AND ERECT STEEL FRAMING SO THAT CAMBER IS UPWARD AFTER INSTALLATION. SPLICE MEMBERS ONLY AT LOCATIONS SPECIFICALLY INDICATED ON THE DRAWINGS. DO NOT FIELD MODIFY STRUCTURAL STEEL WITHOUT PRIOR WRITTEN APPROVAL OF THE STRUCTURAL ENGINEER. AT STRUCTURAL STEEL AND STEEL JOIST FRAMED ROOFS PROVIDE L4X4X1/4 FRAMED OPENINGS FOR ALL ROOF PENETRATIONS 12 INCHES OR LARGER ALONG ANY SIDE, UNLESS LARGER FRAMING IS INDICATED. REFER TO MECHANICAL AND PLUMBING DRAWINGS FOR PENETRATIONS. COORDINATE FRAMED OPENING SIZES AND LOCATIONS WITH THE MECHANICAL AND PLUMBING CONTRACTORS. FLOWABLE FILL WHERE INDICATED ON THE STRUCTURAL DRAWINGS, FLOWABLE FILL SHALL BE A CONTROLLED LOW-STRENGTH MATERIAL (CLSM) PRODUCED AND PLACED IN ACCORDANCE WITH RECOMMENDATIONS OF ACI 229. PROVIDE MATERIAL WITH 28- DAY COMPRESSIVE STRENGTH OF 1,000 PSI UNLESS NOTED OTHERWISE. STRUCTURAL STEEL CONNECTIONS DESIGN CONNECTIONS NOT SHOWN IN ACCORDANCE WITH THE ASD SPECIFICATION AND MANUAL OF STEEL CONSTRUCTION. UNLESS NOTED OTHERWISE ON THE DRAWINGS, DESIGN BEAM CONNECTIONS NOT SHOWN, TO SUPPORT A MINIMUM SHEAR REACTION OF 16 KIPS ASD. PROVIDE NO LESS THAN 2 BOLTS IN ANY VERTICAL ROW OF BOLTS, UNLESS SPECIFICALLY INDICATED ON THE DRAWINGS. BOLTS IN STRUCTURAL STEEL JOINTS SHALL CONFORM TO ASTM F3125 AND SHALL BE 3/4" DIAMETER GRADE A325, UNLESS NOTED OTHERWISE. (TWIST-OFF TENSION CONTROL BOLTS, IF USED, SHALL CONFORM TO ASTM F3125 AND SHALL BE 3/4" DIAMETER GRADE F1852, UNLESS NOTED OTHERWISE.) BOLTED CONNECTIONS SHALL CONFORM TO THE SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH STRENGTH BOLTS, APPROVED BY THE RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS. UNLESS NOTED OTHERWISE, BOLTED CONNECTIONS SHALL BE TIGHTENED TO THE SNUG TIGHT CONDITION, EXCEPT BOLTED CONNECTIONS IN BRACE ELEMENTS ARE TO BE FULLY PRETENSIONED WITH CLASS A FAYING SURFACES. BURNING OF HOLES IN STRUCTURAL STEEL IS EXPLICITLY PROHIBITED UNLESS WRITTEN PERMISSION IS GRANTED BY THE STRUCTURAL ENGINEER. DO NOT FLAME- CUT HOLES OR ENLARGE HOLES BY BURNING. DRILL HOLES IN STRUCTURAL STEEL. DO NOT ENLARGE UNFAIR HOLES IN MEMBERS BY BURNING OR BY USING DRIFT PINS. REAM HOLES THAT MUST BE ENLARGED TO ADMIT BOLTS. FIELD MODIFICATIONS TO HOLES IN STRUCTURAL STEEL ARE EXPLICITLY PROHIBITED UNLESS WRITTEN PERMISSION IS GRANTED BY THE STRUCTURAL ENGINEER. WELDING PROCEDURES SHALL CONFORM TO THE LATEST EDITION OF THE AMERICAN WELDING SOCIETY'S STRUCTURAL WELDING CODE FOR STEEL ANSI/AWS D1.1. WELDED CONNECTIONS USING ASTM A992 STEEL AS A BASE METAL SHALL BE MADE WITH E70XX LOW HYDROGEN ELECTRODES. UNLESS OTHERWISE SHOWN OR NOTED ON THE DRAWINGS, OTHER WELDED CONNECTIONS MAY BE MADE WITH STANDARD E70XX ELECTRODES. WELD SIZES SHOWN ON THE DRAWINGS ARE THE REQUIRED EFFECTIVE WELD SIZE. INCREASE WELD SIZES PER AWS FOR SKEWED CONNECTIONS AND CONNECTIONS WITH GAPS BETWEEN MEMBERS TO MEET THE EFFECTIVE WELD SIZE REQUIREMENT. PROVIDE RUN-OFF TABS TO ENSURE COMPLETION OF COMPLETE JOINT PENETRATION (CJP) WELDS AND BEVEL WELDS. REMOVE TABS AND GRIND SMOOTH AFTER COMPLETION. REMOVE WELD BACKING BARS AFTER COMPLETION OF WELDING AND GRIND SMOOTH FOR ALL CONDITIONS EXPOSED TO VIEW IN THE COMPLETED CONSTRUCTION. CONNECTION DETAILS SHOWN ON THE DRAWINGS ARE INTENDED TO CONVEY THE DESIGN INTENT. THE CONTRACTOR SHALL PROVIDE ALL NECESSARY MATERIALS, BOLTS, WELDS, PLATES, ETC., AS NECESSARY FOR A COMPLETE ASSEMBLY FOR EACH CONNECTION. IF TEMPORARY ERECTION SUPPORTS ARE UTILIZED BY THE CONTRACTOR, SUCH SUPPORTS SHALL BE REMOVED AFTER COMPLETION OF THE WORK. STRUCTURAL STEEL FINISHES STRUCTURAL STEEL SHALL BE PROVIDED WITH THE FOLLOWING SHOP FINISH UNLESS SPECIFICALLY NOTED OTHERWISE: STRUCTURAL STEEL SHALL BE SHOP-PRIMED WITH RUST-INHIBITING PRIMER. VERIFY PRIMER IS COMPATIBLE WITH FINISH COAT SYSTEM SPECIFIED BY THE ARCHITECT. COORDINATE FINISH PAINTING REQUIREMENTS WITH THE ARCHITECT. ALL EXTERIOR STRUCTURAL STEEL EXPOSED TO WEATHER SHALL BE HOT DIP GALVANIZED, UNLESS NOTED OTHERWISE. STRUCTURAL STEEL NOTED TO BE GALVANIZED SHALL BE HOT-DIP GALVANIZED IN CONFORMANCE WITH ASTM A123. DO NOT PAINT OR GALVANIZE THE FOLLOWING SURFACES: 1. SURFACES TO BE WELDED. 2. SURFACES TO RECEIVE BOLTED SLIP-CRITICAL CONNECTIONS. 3. SURFACES TO RECEIVE SHEAR STUD CONNECTIONS. 4. SURFACES TO RECEIVE SPRAYED-ON FIREPROOFING. ALL ABRASIONS TO GALVANIZED SURFACES OR SURFACES TO RECEIVE AN ARCHITECTURAL FINISH COAT SHALL BE TOUCHED-UP AFTER ERECTION IS COMPLETE. FOR PAINTED STEEL, USE A PRIMER EQUIVALENT TO THE SHOP PAINT. FOR GALVANIZED STEEL, USE A ZINC-RICH COLD-GALVANIZING PAINT. CONCRETE SLABS ON GRADE SLABS ON GRADE SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE LATEST EDITION OF THE GUIDE FOR CONCRETE FLOOR AND SLAB CONSTRUCTION (ACI 302.1R). PLACE CONCRETE IN A MANNER SO AS TO PREVENT SEGREGATION OF THE MIX. DELAY FLOATING AND TROWELING OPERATIONS UNTIL THE CONCRETE HAS LOST SURFACE WATER SHEEN OR ALL FREE WATER. DO NOT SPRINKLE FREE CEMENT ON THE SLAB SURFACE. PROVIDE CURING OF CONCRETE SLABS ON GRADE AS REQUIRED TO ACCOMMODATE FLOOR FINISHES AND FINISH MATERIALS PER THE ARCHITECTURAL DRAWINGS AND SPECIFICATIONS. REVIEW ALL FLOOR FINISH REQUIREMENTS PRIOR TO PLACEMENT OF CONCRETE SLABS AND COORDINATE SLAB MIX, PLACEMENT AND CURING TO COMPLY WITH FINISH FLOORING MATERIAL MANUFACTURER’S REQUIREMENTS. CURING PROCEDURES SHALL COMPLY WITH ACI 302.1R AND USE OF CURING MATERIALS SHALL BE APPLIED IN STRICT ACCORDANCE WITH MANUFACTURER’S REQUIREMENTS. MOISTURE RETENTION COVERS, IF USED, SHALL BE APPLIED FLAT AND SMOOTH TO RESULT IN A UNIFORM APPEARANCE AND MINIMIZE SURFACE MARKINGS AND BLEMISHES. UNLESS NOTED OTHERWISE, OR UNLESS MORE STRINGENT REQUIREMENTS APPLY, CURE AND FINISH SLABS ON GRADE IN ACCORDANCE WITH THE SLAB FINISH REQUIREMENTS SCHEDULE. PROVIDE SLABS ON GRADE WITH A SMOOTH TROWEL FINISH UNLESS NOTED OTHERWISE. CONTRACTOR SHALL REVIEW ALL REQUIRED FLOOR FINISH MATERIAL REQUIREMENTS PRIOR TO PLACEMENT OF CONCRETE AND SHALL PROVIDE FLOOR SLAB FLATNESS AND LEVELNESS MEETING THE FINISH MATERIAL SUPPLIER’S WRITTEN REQUIREMENTS. FLATNESS AND LEVELNESS SHALL BE THE MORE STRINGENT OF THE FINISH MATERIAL REQUIREMENTS AND THE FOLLOWING: ALL SLABS, UNO: OVERALL VALUES: FF=25 FL=20 LOCAL VALUES: FF=20 FL=15 CONTRACTOR SHALL PROVIDE ALL NECESSARY REPAIR, GRINDING AND/OR LEVELING OF THE CONCRETE SLAB TO ACCOMMODATE ALL FLOOR FINISHES PRIOR TO INSTALLATION OF THE FINISH MATERIALS WITH NO ADDITIONAL COST TO THE PROJECT. THE MINIMUM LOCAL AREA SHALL BE ANY BAY DEFINED BY COLUMN LINES. UNLESS SHOWN OR NOTED OTHERWISE, PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLABS-ON-GRADE AT A MAXIMUM SPACING OF 36 TIMES THE SLAB THICKNESS. PROVIDE JOINTS AT ALL COLUMN LOCATIONS. LOCATE JOINTS TO ELIMINATE RE-ENTRANT CORNERS AND TO CREATE SQUARE OR RECTANGULAR SECTIONS WITH MAXIMUM LONG SIDE TO SHORT SIDE RATIO OF 1.5 TO 1. CONTROL JOINTS IN SLABS ON GRADE SHALL NOT RECEIVE JOINT FILLER MATERIAL UNLESS NOTED OTHERWISE. CONCRETE SLABS ON METAL DECK UNLESS INDICATED OTHERWISE ON THE DRAWINGS, CONCRETE SLABS ON METAL DECK SHALL BE PLACED AS REQUIRED TO MAINTAIN A CONSTANT SLAB THICKNESS. UNLESS NOTED OTHERWISE, IT IS THE INTENT TO PLACE SLAB ON METAL DECK CONCRETE WITHOUT THE NEED FOR TEMPORARY SHORING OF THE DECK, HOWEVER IT IS THE CONCRETE CONTRACTOR'S RESPONSIBILITY TO VERIFY ALL DECK SPAN CONDITIONS AND CAPACITIES PRIOR TO CONCRETE PLACEMENT AND ENSURE THE CONTRACTOR'S PLACEMENT MEANS AND METHODS WILL NOT DAMAGE OR LOAD THE DECK BEYOND IT CAPACITY IN ANY INSTANCE. CONTRACTOR SHALL ALLOW FOR THE DEFLECTION OF THE FLOOR ASSEMBLY DUE TO THE WET WEIGHT OF THE CONCRETE WHEN CALCULATING CONCRETE QUANTITIES AND SHALL INCLUDE THE COST OF ALL REQUIRED SLAB-ON-DECK CONCRETE IN THE BID PRICE. PRIOR TO PLACEMENT OF CONCRETE SLABS ON METAL DECK, THE CONTRACTOR SHALL CAREFULLY REVIEW THE ELEVATIONS OF THE STRUCTURAL STEEL FRAMING, INCLUDING CAMBERED MEMBERS, FOR CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS. CONTRACTOR SHALL NOTIFY THE STRUCTURAL ENGINEER OF ANY DISCREPANCIES (SUCH AS IMPROPER CAMBER, IMPROPER STEEL ELEVATIONS, ETC.) IMMEDIATELY AND SHALL NOT BEGIN CONCRETE PLACEMENT WITHOUT PRIOR REVIEW BY THE STRUCTURAL ENGINEER. ACTUAL CONCRETE SLAB THICKNESS SHALL NOT BE LESS THAN THE INDICATED NOMINAL THICKNESS AT ANY LOCATION. IF ANY CONDITION IS DISCOVERED THAT WOULD PREVENT PLACEMENT OF CONCRETE TO THE NOMINAL THICKNESS; CONTRACTOR SHALL NOTIFY THE STRUCTURAL ENGINEER IMMEDIATELY AND SHALL NOT PROCEED WITH CONCRETE PLACEMENT WITHOUT PRIOR REVIEW BY THE STRUCTURAL ENGINEER. PROVIDE SLABS ON METAL DECK WITH A SMOOTH TROWEL FINISH UNLESS NOTED OTHERWISE. CONTRACTOR SHALL REVIEW ALL REQUIRED FLOOR FINISH MATERIAL REQUIREMENTS PRIOR TO PLACEMENT OF CONCRETE AND SHALL PROVIDE FLOOR SLAB FLATNESS MEETING THE FINISH MATERIAL SUPPLIER’S WRITTEN REQUIREMENTS. FLATNESS SHALL BE THE MORE STRINGENT OF THE FINISH MATERIAL REQUIREMENTS AND THE FOLLOWING: ALL SLABS, UNO: OVERALL VALUES: FF=25 LOCAL VALUES: FF=20 CONTRACTOR SHALL PROVIDE ALL NECESSARY REPAIR, GRINDING AND/OR LEVELING OF THE CONCRETE SLAB TO ACCOMMODATE ALL FLOOR FINISHES PRIOR TO INSTALLATION OF THE FINISH MATERIALS WITH NO ADDITIONAL COST TO THE PROJECT. PLACE CONCRETE IN A MANNER SO AS TO PREVENT SEGREGATION OF THE MIX. DELAY FLOATING AND TROWELING OPERATIONS UNTIL THE CONCRETE HAS LOST SURFACE WATER SHEEN OR ALL FREE WATER. DO NOT SPRINKLE FREE CEMENT ON THE SLAB SURFACE. PROVIDE CURING OF CONCRETE SLABS ON METAL DECK AS REQUIRED TO ACCOMMODATE FLOOR FINISHES AND FINISH MATERIALS PER THE ARCHITECTURAL DRAWINGS AND SPECIFICATIONS. REVIEW ALL FLOOR FINISH REQUIREMENTS PRIOR TO PLACEMENT OF CONCRETE SLABS AND COORDINATE SLAB MIX, PLACEMENT AND CURING TO COMPLY WITH FINISH FLOORING MATERIAL MANUFACTURER’S REQUIREMENTS. CURING PROCEDURES SHALL COMPLY WITH ACI 302.1R AND USE OF CURING MATERIALS SHALL BE APPLIED IN STRICT ACCORDANCE WITH MANUFACTURER’S REQUIREMENTS. MOISTURE RETENTION COVERS, IF USED, SHALL BE APPLIED FLAT AND SMOOTH TO RESULT IN A UNIFORM APPEARANCE AND MINIMIZE SURFACE MARKINGS AND BLEMISHES. UNLESS NOTED OTHERWISE, OR UNLESS MORE STRINGENT REQUIREMENTS APPLY, CURE AND FINISH SLABS ON METAL DECK IN ACCORDANCE WITH THE SLAB FINISH REQUIREMENTS SCHEDULE. Project Number CERTIFIED BY ISSUANCE INDEX DATE: PROJECT PHASE: 05/20/2021 7/2/2021 5:06:57 PMS002 GENERAL NOTES 2021.00173 07/02/2021 CONSTRUCTION DOCUMENTS ARTISTIC COMPOSITE PALLETS -PHASE 2 4518 WEST 99TH STREET CARMEL, IN 46032 MASTIC COATING MASTIC COATING FOR PROTECTION OF INDICATED ITEMS SHALL BE BITUMASTIC 50 COAL TAR MASTIC BY CARBOLINE OR EQUIVALENT SUBSTITUTE APPROVED BY THE STRUCTURAL ENGINEER. INSTALL AT LOCATIONS INDICATED ON DRAWINGS. UNLESS NOTED OTHERWISE, APPLY MASTIC TO A COATING THICKNESS OF 18 MILS. PROVIDE FULL COVERAGE OVER ITEMS INDICATED TO RECEIVE COATING. APPLY MASTIC COATING TO ALL STEEL ITEMS THAT WILL BE IN PERMANENT CONTACT WITH SOIL OR FILL MATERIALS IN THE COMPLETED CONSTRUCTION. WATERSTOPS SELF-EXPANDING STRIP WATER STOPS SHALL BE VOLCLAY WATERSTOP-RX 101 UNLESS NOTED OTHERWISE. INSTALL IN ACCORDANCE WITH MANUFACTURER'S WRITTEN INSTRUCTIONS. REVISION SCHEDULE NO. DESCRIPTION DATE 09/16/21