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HomeMy WebLinkAboutS001 - GENERAL NOTES AND ABBREVIATIONSADDL ADDITIONAL ADJ ADJACENT ALT ALTERNATE ALUM ALUMINUM APPROX APPROXIMATE AR ANCHOR ROD ARCH ARCHITECTURAL B PL BASE PLATE B/ BOTTOM OF BFR BLENDED FIBER REINFORCING BLDG BUILDING BLKG BLOCK (ING) BOT BOTTOM BRG BEARING BSMT BASEMENT BTWN BETWEEN CIP CAST-IN-PLACE CJ CONTROL JOINT CL CENTER LINE CLR CLEAR CMU CONCRETE MASONRY UNIT CO CLEAN OUT COL COLUMN CONC CONCRETE CONN CONNECT (ION) CONST JT CONSTRUCTION JOINT CONT CONTINUOUS OR CONTINUE COORD COORDINATE CS COLUMN STRIP CU YD CUBIC YARD DET DETAIL DIA DIAMETER DIAG DIAGONAL DIM DIMENSION DL DEAD LOAD DWG DRAWING EA EACH EE EACH END EF EACH FACE EJ EXPANSION JOINT EL ELEVATION ELEC ELECTRICAL ELEV ELEVATOR EOBP EDGE OF BENT PLATE EOD EDGE OF DECK EOP EDGE OF PLATE EOS EDGE OF SLAB EQ EQUAL ES EACH SIDE EW EACH WAY EXIST EXISTING EXP EXPANSION EXT EXTERIOR FD FLOOR DRAIN FDTN FOUNDATION FLR FLOOR FP FULL PENETRATION FS FAR SIDE FT FOOT/FEET FTG FOOTING GA GAGE GALV GALVANIZED GB GRADE BEAM GC GENERAL CONTRACTOR HORIZ HORIZONTAL HP HIGH POINT HS HIGH STRENGTH HSS HOLLOW STRUCTURAL SECTION HT HEIGHT ID INSIDE DIAMETER IF INSIDE FACE INFO INFORMATION INSUL INSULATED (ION) INV INVERT JT JOINT k KIPS L ANGLE LBS POUNDS LL LIVE LOAD LLH LONG LEG HORIZONTAL LLV LONG LEG VERTICAL LP LOW POINT LSH LONG SIDE HORIZONTAL LSV LONG SIDE VERTICAL LTWT LIGHT WEIGHT LW LONG WAY MATL MATERIAL MAX MAXIMUM MECH MECHANICAL MEP MECHANICAL ELECTRICAL & PLUMBING MFR MANUFACTURER MIN MINIMUM MISC MISCELLANEOUS MO MASONRY OPENING MS MIDDLE STRIP NIC NOT IN CONTRACT NO NUMBER NOM NOMINAL NS NEAR SIDE NTS NOT TO SCALE OC ON CENTER OD OUTSIDE DIAMETER OF OUTSIDE FACE OPNG OPENING PC PILE CAP PCC PRECAST CONCRETE PCF POUNDS PER CUBIC FOOT PEN PENETRATION PL PLATE PSF POUNDS PER SQUARE FOOT PSI POUNDS PER SQUARE INCH PT POST TENSION QTY QUANTITY R RADIUS RD ROOF DRAIN REF REFERENCE REINF REINFORCE (D) (ING) REQD REQUIRED REV REVISION RO ROUGH OPENING SC SLIP CRITICAL SECT SECTION SIM SIMILAR SJ SEISMIC JOINT SOG SLAB ON GROUND SPEC SPECIFICATIONS SQ SQUARE SST STAINLESS STEEL STBC STRU THERMAL BREAK CONN STD STANDARD STIFF STIFFENER STL STEEL STRUCT STRUCTURAL SW SHORT WAY SYMM SYMMETRICAL T/ TOP OF T&B TOP AND BOTTOM THK THICK (NESS) TRANS TRANSVERSE TYP TYPICAL UNO UNLESS NOTED OTHERWISE VERT VERTICAL VIF VERIFY IN FIELD W WIDE FLANGE SECTION W/ WITH W/O WITHOUT WD WOOD WP WORK POINT WT TEE SECTION WWR WELDED WIRE REINFORCEMENT REINFORCING STEEL MATERIAL GRADE TYPICAL BARS WELDED WIRE REINFORCING BLENDED FIBER REINFORCING: ASTM A615, GRADE 60 ASTM A1064 CONCRETE COVER FOR REINFORCING STEEL CONCRETE CAST AGAINST EARTH OR FILL No. 6 THRU No. 18 No. 5 AND SMALLER SLABS ON GROUND CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND: 3" WELDED BARS ASTM A706, GRADE 60 CONCRETE EXPOSED TO EARTH AND WEATHER: POLYPROPYLENE FIBERS STEEL FIBERS ASTM A820 TYPE I ASTM C116 TYPE I AND II 2" 1 1/2" MIDDLE SLAB AND WALLS: No. 14 AND No. 18 BARS No. 11 AND SMALLER COLUMNS AND PIERS: PRIMARY REINFORCING, TIES, STIRRUPS, AND SPIRALS 1 1/2" 3/4" 1 1/2" BUILDING CODE 2014 INDIANA BUILDING CODE (REFERENCES IBC 2012 AND ASCE 7-10) BUILDING IS NOT DESIGNED FOR VERTICAL EXPANSION BUILDING IS NOT DESIGNED FOR HORIZONTAL EXPANSION STRUCTURAL DESIGN LOADS: SNOW LOADS: SNOW EXPOSURE FACTOR, Ce THERMAL FACTOR, Ct SNOW IMPORTANCE FACTOR, Is FLAT USE SNOW LOAD, Pf WIND LOADS: 0.9 1.0 1.0 14 PSF, (USE 20 PSF) BASIC WIND SPEED WIND EXPOSURE FACTOR DIRECTIONALITY FACTOR, Kd TOPOGRAPHY FACTOR, Kzt SEISMIC DESIGN DATA: SEISMIC IMPORTANCE FACTOR, Ie 115 MPH C 0.85 1.0 SPECTRAL RESPONSE ACCELERATIONS S1 SITE CLASSIFICATION (PER GEOTECH) DESIGN SPECTRAL RESPONSE ACCELERATIONS SDS SD1 0.06 D 0.107 0.096 RISK CATEGORY II GROUND SNOW LOAD, Pg 20 PSF WIND IMPORTANCE FACTOR 1.0 Ss 0.10 ANALYSIS PROCEDURE BASIC SEISMIC FORCE RESISTING SYSTEM N-S AND E-W DIRECTIONS SEISMIC DESIGN CATEGORY B EQUIVALENT LATERAL FORCE PROCEDURE RESPONSE MOFIFICATION COEFFICIENT, R DEFLECTION AMPLIFICATION FACTOR SEISMIC RESPONSE COEFFICIENT, Cs DESIGN BASE SHEAR, V 6 1/2 4 0.011 XX kips SYSTEM OVERSTRENGTH FACTOR 3 LIGHT FRAMED WALLS SHEATHED w/ WOOD PANELS SEISMIC BRACING OF ARCHITECTURAL, MECHANICAL, AND ELECTRICAL COMPONENTS: ARCHITECTURAL COMPONENTS: Ip = 1.5 MECH/ELECTRICAL COMPONENTS: REQUIRED Ip = 1.0 EXEMPT Ip = 1.5 Ip = 1.0 EXEMPT EXEMPT VELOCITY PRESSURE EXP COEF, Kz or Kh 1.16 1.0 TYPICAL ROOF: SUPERIMPOSED DEAD LOAD 15 PSF TOTAL DEAD LOAD LIVE LOAD (UNREDUCIBLE)20 PSF P1 ANCHOR CAPACITY USED IN DESIGN IS BASED ON THE TECHNICAL DATA PUBLISHED BY THE MANUFACTURER. SUBSTITUTION REQUESTS FOR ALTERNATE PRODUCTS MUST BE APPROVED IN WRITING BY THE STRUCTURAL ENGINEER OF RECORD PRIOR TO USE. PROVIDE CALCULATIONS DEMONSTRATING THAT THE SUBSTITUTED PRODUCT IS CAPABLE OF ACHIEVING THE PERFORMANCE VALUES OF THE SPECIFIED PRODUCT. SUBSTITUTIONS WILL BE EVALUATED BY THEIR HAVING AN ICC ESR SHOWING COMPLIANCE WITH THE RELEVANT BUILDING CODE FOR SEISMIC USES, LOAD RESISTANCE, INSTALLATION CATEGORY, AND AVAILABILITY OF COMPREHENSIVE INSTALLATION INSTRUCTIONS. ADHESIVE ANCHOR EVALUATION WILL ALSO CONSIDER CREEP, IN-SERVICE TEMPERATURE AND INSTALLATION TEMPERATURE. P2 ANCHOR CAPACITY IS DEPENDENT UPON SPACING BETWEEN ADJACENT ANCHORS AND PROXIMITY OF ANCHORS TO EDGE OF CONCRETE. INSTALL ANCHORS IN ACCORDANCE WITH SPACING AND EDGE CLEARANCES INDICATED ON THE DRAWINGS. P3 EXISTING REINFORCING BARS IN THE CONCRETE STRUCTURE MAY CONFLICT WITH SPECIFIC ANCHOR LOCATIONS. REVIEW THE EXISTING STRUCTURAL DRAWINGS AND SHOP DRAWINGS AND LOCATE THE POSITION OF THE REINFORCING BARS AT THE LOCATIONS OF THE CONCRETE ANCHORS WITH SCANNING TECHNOLOGY. IF EXACT LOCATION IS NOT DETERMINED, USE A DRILL BIT THAT WILL NOT CUT THE STEEL REINFORCING. DO NOT CUT ANY REINFORCING WITHOUT SPECIFIC WRITTEN APPROVAL OF THE STRUCTURAL ENGINEER. P4 INSTALL ANCHORS PER THE MANUFACTURER INSTRUCTIONS. FOLLOW ALL MANUFACTURER’S REQUIREMENTS FOR HOLE PREPARATION AND CLEANING. P5 PER OSHA 29 CFR 1926.1153, DRILL AND CLEAN HOLES FOR POST INSTALLED ANCHORS USING AN APPROVED DUSTLESS SYSTEM AND CAPTURE ALL DUST INTO A HEPA FILTERED VACUUM. MANUFACTURER SPECIFIC SYSTEMS THAT MEET THE OSHA STANDARD ARE ALSO PERMITTED. P6 PROVIDE DOCUMENTATION THAT ALL OF THE CONTRACTOR’S PERSONNEL WHO INSTALL ANCHORS ARE TRAINED PRIOR TO THE COMMENCEMENT OF INSTALLING ANCHORS. IF CONTRACTOR DOES NOT HAVE PRIOR TRAINING, AN ANCHOR MANUFACTURER’S REPRESENTATIVE IS TO PROVIDE ONSITE INSTALLATION TRAINING FOR ALL OF THEIR ANCHORING PRODUCTS SPECIFIED. P7 AN INSTALLER CERTIFIED THROUGH THE ACI/CRSI ADHESIVE ANCHOR INSTALLER CERTIFICATION PROGRAM MUST INSTALL ADHESIVE ANCHORS SUPPORTING A SUSTAINED TENSION LOAD IN A HORIZONTALLY OR UPWARDLY INCLINED ORIENTATION INTO CONCRETE. P8 PERFORM CONTINUOUS OR PERIODIC SPECIAL INSPECTION FOR POST INSTALLED ANCHORS IN ACCORDANCE WITH THE ICC-ES REPORT FOR THE INDIVIDUAL ANCHOR. NOTIFY SPECIAL INSPECTOR PRIOR TO COMMENCEMENT OF WORK TO COORDINATE INSPECTION EFFORTS. FOOTINGS COMPRESSIVE STRENGTH MAXIMUM WATER / CEMENT RATIO AIR CONTENT WATER REDUCING ADMIXTURE SLUMP 4000 PSI 0.50 0 -3% REQUIRED 4" -6" FOUNDATION WALLS COMPRESSIVE STRENGTH MAXIMUM WATER / CEMENT RATIO AIR CONTENT WATER REDUCING ADMIXTURE SLUMP 4500 PSI 0.50 0 -3% REQUIRED 4" -6" INTERIOR SLABS ON GRADE COMPRESSIVE STRENGTH AIR CONTENT WATER REDUCING ADMIXTURE SLUMP COURSE AGGREGATE 3000 PSI 0 -3% REQUIRED 4" -6" GARAGE & EXTERIOR SLABS ON GRADE COMPRESSIVE STRENGTH AIR CONTENT WATER REDUCING ADMIXTURE SLUMP COURSE AGGREGATE 3000 PSI 5 -7% REQUIRED 4" -6" CRUSHED STONE DENSITY 150 LB / CU FT DENSITY 150 LB / CU FT DENSITY 150 LB / CU FT DENSITY 150 LB / CU FT MAXIMUM WATER / CEMENT RATIO 0.50 CRUSHED STONE MAXIMUM WATER / CEMENT RATIO 0.40 F1 REFER TO DIVISION 31 SPECIFICATION SECTIONS FOR REQUIREMENTS IN ADDITION TO THOSE LISTED BELOW. F2 NOTE REQUIREMENTS ON PLANS AND IN SPECIFICATIONS FOR UNDERPINNING AND PROTECTION OF EXISTING STRUCTURES. DO NOT UNDERMINE EXISTING CONSTRUCTION. F3 BEAR FOOTINGS ON UNDISTURBED SOILS OR ENGINEERED FILL HAVING A MINIMUM NET ALLOWABLE BEARING CAPACITY OF: 2000 POUNDS PER SQUARE FOOT EXTEND EXTERIOR CONSTRUCTION DOWN A MINIMUM OF 3'-6" FEET BELOW EXTERIOR GRADE. ELEVATIONS GIVEN ARE MINIMUM DEPTHS. F5 THE SUBSURFACE CONDITIONS DESCRIBED IN THE GEOTECHNICAL REPORT REPRESENT CONDITIONS ONLY AT THOSE SPECIFIC LOCATIONS AT THE PARTICULAR TIME THEY WERE MADE. SUBSURFACE CONDITIONS DESCRIBED ON THE DRAWINGS SHOULD BE CONSIDERED APPROXIMATE. F6 REMOVE ORGANIC AND UNSUITABLE MATERIAL, AS DETERMINED BY THE OWNERS GEOTECHNICAL CONSULTANT, PRIOR TO PLACING FILL AND REPLACE W/ ENGINEERED FILL. PLACE FILL IN HORIZONTAL LAYERS WITHIN +/-2 PERCENT OF OPTIMUM MOISTURE CONTENT. USE FILL LAYER THICKNESS APPROPRIATE FOR THE DEGREE OF FILL COHESIVENESS AND COMPACTION ENERGY IMPARTED TO THE LIFT. COMPACT TO SPECIFIED DENSITY REQUIREMENTS. IF ACCEPTABLE TO THE OWNER'S GEOTECHNICAL CONSULTANT, ON-SITE MATERIALS THAT MEET PROJECT SPECIFICATIONS MAY BE USED FOR ENGINEERED FILL IF MAINTAINED AT OPTIMUM MOISTURE CONTENT AND COMPACTED TO THE ABOVE CRITERIA. SELECT BORROW MATERIALS WILL BE REQUIRED WHEN ON-SITE MATERIALS ARE UNSUITABLE OR CANNOT BE COMPACTED TO THE CRITERIA STATED ABOVE. F7 EXCAVATION TO SUITABLE BEARING SUBGRADES MAY PROCEED BY CONVENTIONAL METHODS TO WITHIN 2.5 FEET OF THE PROPOSED FINAL SUBGRADES. PERFORM EXCAVATION TO FINAL SUBGRADE USING A BACKHOE EQUIPPED WITH A SMOOTH BLADE TO MINIMIZE DISTURBANCE OF THE BEARING SUBGRADE. FINISH FOOTING EXCAVATIONS BY HAND. F8 DO NOT EXTEND THE GENERAL EXCAVATION ACROSS THE SITE DEEPER THAN 1'-0" BELOW THE SLAB ON GROUND SUBGRADE ELEVATION. PERFORM THE EXCAVATIONS FOR PILE CAPS, DRILLED PIER CAPS, GRADE BEAMS, SPREAD FOOTINGS, MATS, PITS, ETC ON AN INDIVIDUAL, LOCALIZED BASIS DOWN FROM THE SLAB ON GROUND SUBGRADE ELEVATION. F9 PROVIDE POSITIVE PROTECTION FOR EXCAVATION SLOPES AGAINST INSTABILITY AND DETERIORATION DUE TO RAIN, WIND, SNOW OR ICE. F10 RETAIN THE PERIMETER OF THE GENERAL EXCAVATION WITH A SOIL RETENTION SYSTEM AS NECESSARY. THE DESIGN, INSTALLATION, MAINTENANCE AND REMOVAL OF THE SYSTEM IS THE RESPONSIBILITY OF THE CONTRACTOR. PROVIDE APPROPRIATE MEASURES AND PRECAUTIONS NECESSARY TO MINIMIZE SETTLEMENT OF EXISTING OR NEW CONSTRUCTION INSIDE OR OUTSIDE OF THE PROJECT LIMITS. REPAIR DAMAGE TO NEW OR EXISTING CONSTRUCTION INSIDE OR OUTSIDE PROJECT LIMITS CAUSED BY CONSTRUCTION TECHNIQUES OR MOVEMENTS OF THE SOIL RETENTION SYSTEM. F11 THE EXPOSED SUBGRADE SOILS MAY BE SENSITIVE TO DISTURBANCE AND STRENGTH DEGRADATION WHEN HIGH MOISTURE CONTENTS ARE PRESENT. MINIMIZE CONSTRUCTION TRAFFIC OVER EXPOSED SUBGRADES. DO NOT POND WATER ON THE SUBGRADES. CONTROL SURFACE AND GROUND WATER BY PROPER SITE GRADING, PERIMETER CUTOFF TRENCHES, AND SUMP AND PUMP METHODS OF DEWATERING. CONSTRUCT CUTOFF TRENCHES AND SUMPS OUTSIDE THE INFLUENCE OF PROPOSED FOUNDATIONS. F12 THE OWNER'S GEOTECHNICAL CONSULTANT MUST REVIEW AND APPROVE FINISHED EXCAVATIONS AND BEARING SUBGRADES BEFORE PLACING CONCRETE. PROVIDE ADDITIONAL EXCAVATION AS NECESSARY TO ACHIEVE THE REQUIRED BEARING CAPACITY. F13 USE SIDE FORMS FOR FOOTINGS AND GRADE BEAMS. CLEAN REINFORCEMENT IMMEDIATELY PRIOR TO PLACING CONCRETE. F14 DO NOT PLACE CONCRETE IN AN EXCAVATION CONTAINING FREE WATER, FROST, ICE OR FROZEN GROUND. PROVIDE NECESSARY MEASURES TO PREVENT FROST OR ICE FROM PENETRATING FOOTING OR SLAB SUBGRADE, BOTH BEFORE AND AFTER CONCRETE PLACEMENT AND UNTIL SUBGRADES ARE FULLY PROTECTED BY THE PERMANENT BUILDING STRUCTURE. F15 PLACE THE CONCRETE FOR EACH FOOTING IN ONE CONTINUOUS POUR. LIMIT BASEMENT WALL POUR LENGTHS TO 65 FEET. F16 PLACE BACKFILL AGAINST FOUNDATION WALLS TO MAINTAIN A FILL LEVEL WITHIN 1'-0" OR LESS ON OPPOSITE SIDES OF THE WALL. BRACE FOUNDATION WALLS AND GRADE BEAMS DURING THE OPERATION OF BACKFILLING AND COMPACTION. LEAVE BRACING IN POSITION UNTIL PERMANENT RESTRAINTS BECOME EFFECTIVE. M1 EMPLOY A LICENSED SURVEYOR TO VERIFY EXISTING DIMENSIONS, FLOOR ELEVATIONS, AND FLOOR-TO-FLOOR HEIGHTS BEFORE ORDERING, DETAILING, FABRICATING, OR ERECTING STRUCTURAL STEEL. THIS INFORMATION MUST BE CONFIRMED AT LOCATIONS WHERE NEW FLOORS AND ROOFS MEET EXISTING CONSTRUCTION. M2 CONSULT THE ARCHITECTURAL, MECHANICAL, PLUMBING AND ELECTRICAL DRAWINGS FOR LOCATION AND SIZE OF CHASES, INSERTS, OPENINGS, SLEEVES, WASHES, DRIPS, REVEALS, DEPRESSIONS, EQUIPMENT PADS AND OTHER PROJECT REQUIREMENTS. COMBINE THE REQUIREMENTS INTO THE SHOP DRAWINGS AND THE WORK. PROVIDE STRUCTURAL FRAMING PER TYPICAL DETAILS AS REQUIRED AT FLOOR AND ROOF OPENINGS WHERE STRUCTURAL FRAMING IS NOT SHOWN. M3 THE STRUCTURE IS DESIGNED TO FUNCTION AS A UNIT UPON COMPLETION OF CONSTRUCTION OF THE PROJECT AND THEN, ONLY TO SUPPORT THE DESIGN LOADS INDICATED. THE CONTRACTOR IS RESPONSIBLE FOR MEANS, METHODS AND SEQUENCE OF CONSTRUCTION AND FOR THE ADEQUACY OF THE STRUCTURE TO SUPPORT LOADS OCCURRING DURING CONSTRUCTION. FURNISH TEMPORARY BRACING, SHORING, AND/OR SUPPORT AS REQUIRED. M4 CHECK DIMENSIONS AGAINST THE REQUIREMENTS OF OTHER CONTRACT DOCUMENTS. RESOLVE APPARENT INCONSISTENCIES IN THE CONTRACT DOCUMENTS WITH THE ARCHITECT/ENGINEER BEFORE PROCEEDING WITH WORK. M5 SHOW OPENINGS THROUGH STRUCTURAL MEMBERS ON THE SHOP DRAWINGS SUBMITTED FOR REVIEW. OPENINGS WHICH ARE NOT SHOWN ON THE STRUCTURAL DRAWINGS ARE SUBJECT TO REVIEW AND ACCEPTANCE AND ARE TO BE CLEARLY INDICATED FOR REVIEW AND ACCEPTANCE ON THE SHOP DRAWINGS. M6 DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY SHOWN, USE DETAILS OF SIMILAR CONSTRUCTION, SUBJECT TO APPROVAL BY THE ENGINEER. M7 WHEREVER THERE IS CONFLICT BETWEEN DETAILS OR TWO DETAILS APPLYING TO THE SAME CONDITION, THE ENGINEER WILL HAVE SOLE AUTHORITY TO DETERMINE WHICH DETAIL IS THE MOST APPROPRIATE FOR THE CONDITION. M9 PROMPTLY NOTIFY THE ENGINEER OF ANY STRUCTURAL MEMBER CALLED OUT ON THE ARCHITECTURAL, MECHANICAL, PLUMBING OR ELECTRICAL DRAWINGS THAT IS NOT IDENTIFIED ON THE STRUCTURAL DRAWINGS. DESIGN OF THESE MEMBERS WILL BE PROVIDED AS NECESSARY BY THE STRUCTURAL ENGINEER UPON NOTIFICATION. M10 THE GENERAL CONTRACTOR IS RESPONSIBLE FOR COORDINATING THE LOCATION AND PLACEMENT OF INSERTS, HANGERS AND OTHER MISCELLANEOUS ITEMS REQUIRED FOR THE SUPPORT OF MECHANICAL, ELECTRICAL AND PLUMBING ITEMS SUSPENDED FROM THE STRUCTURE. M11 DO NOT MAKE MODIFICATIONS, ALTERATIONS OR REPAIRS TO THE STRUCTURE WITHOUT PRIOR REVIEW BY THE STRUCTURAL ENGINEER. SUBMIT DETAILS AND CALCULATIONS PREPARED BY A PROFESSIONAL ENGINEER REGISTERED IN STATE WHERE PROJECT IS LOCATED AND EMPLOYED BY CONTRACTOR. C1 REFER TO DIVISION 03 SPECIFICATIONS FOR REQUIREMENTS IN ADDITION TO THOSE LISTED BELOW. C2 A QUALITY CONTROL PROGRAM OF FIELD TESTING AND INSPECTION WILL BE PERFORMED ON STRUCTURAL CONCRETE WORK IN ACCORDANCE WITH THE SPECIFICATIONS. SCHEDULE WORK AND PROVIDE ACCESS TO ALLOW THE TESTING REQUIREMENTS TO BE COMPLETED. PROVIDE ADEQUATE NOTICE TO ALLOW THE OWNER'S TESTING AGENCY TO REVIEW PLACEMENT OF REINFORCEMENT PRIOR TO PLACING CONCRETE. C3 SUBMIT ENGINEERED CONCRETE MIX DESIGNS, INCLUDING REQUIRED BACKUP DATA, FOR EACH TYPE OF CONCRETE PROPOSED FOR USE TO THE ARCHITECT/ ENGINEER FOR REVIEW. ALLOW ADEQUATE TIME FOR REVIEW PRIOR TO PERFORMING CONCRETE WORK. C4 DETAIL, FABRICATE, LABEL, SUPPORT AND PLACE CONCRETE REINFORCEMENT IN ACCORDANCE WITH ACI 315 "DETAILS AND DETAILING OF CONCRETE REINFORCEMENT" AND ACI 318 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE", LATEST EDITIONS. C5 SUBMIT DETAILED SHOP DRAWINGS INDICATING REINFORCEMENT SIZE, SPACING AND PLACEMENT TO THE ARCHITECT/ENGINEER FOR REVIEW PRIOR TO FABRICATION. INCLUDE DETAILS AND LOCATIONS OF CURBS, CONSTRUCTION JOINTS, SLAB DEPRESSIONS, SLEEVES, OPENINGS, ETC. C6 SAWCUT SLABS ON GROUND IN THE PATTERN SHOWN ON PLAN. START SAWCUTTING AS SOON AS THE SAW WILL NOT RAVEL EDGES OR DISLODGE AGGREGATE, BUT IN NO CASE MORE THAN 12 HOURS AFTER THE SLAB IS PLACED. C7 COORDINATE LOCATION OF CONSTRUCTION JOINTS WITH ENGINEER PRIOR TO COMMENCEMENT OF CONCRETE WORK. C8 CLEAN AND MOISTEN CONSTRUCTION JOINTS IMMEDIATELY PRIOR TO PLACING FRESH CONCRETE. C9 COORDINATE THE LOCATION OF INSERTS, EMBEDDED PLATES, ANCHORS, REGLETS AND SIMILAR ITEMS REQUIRED BY OTHER TRADES TO BE PLACED IN CONCRETE. MAINTAIN CORRECT LOCATION OF REINFORCING BARS WHEN PLACING THESE ITEMS. C10 UNLESS NOTED OTHERWISE, PROVIDE DOWELS TO MATCH MAIN REINFORCEMENT SIZE AND SPACING. PROVIDE TENSION LAP SPLICE UNLESS NOTED OTHERWISE. C11 DO NOT USE CALCIUM CHLORIDE IN CONCRETE. C12 REFER TO THE ARCHITECTURAL, MECHANICAL, ELECTRICAL AND PLUMBING DRAWINGS FOR CURBS, PADS, DEPRESSIONS, WALL/SLAB OPENINGS, SPECIAL FLOOR FINISHES, ETC. C14 PROVIDE AIR-ENTRAINING IN CONCRETE AS SET FORTH IN THE SPECIFICATIONS. C15 PROVIDE ONLY THOSE OPENINGS INDICATED ON THE REVIEWED SHOP DRAWINGS. C16 REFER TO ACI 305 FOR REQUIREMENTS FOR PLACING CONCRETE IN HOT WEATHER AND TO ACI 306 FOR REQUIREMENTS FOR PLACING CONCRETE IN COLD WEATHER. C18 WHERE FIBER REINFORCEMENT IS SPECIFIED, A REPRESENTATIVE FROM THE FIBER MANUFACTURER SHALL ADVISE ON SPECIAL PLACING AND FINISHING TECHNIQUES. C19 PROVIDE ONLY CONCRETE AND REINFORCING MATERIALS OF THE TYPES AND GRADES LISTED IN THE TABLE BELOW, UNLESS NOTED OTHERWISE.ARCHITECTCONSTRUCTION MANAGERPROJECTDRAWING TITLESEALSHEETPROJECT INFOREVISIONSBID DOCUMENTS 10-26-22 21011 CLIENTS001GENERAL NOTES ANDABBREVIATIONSCARMELTOWNSHIP BLDG.RENOVATION ANDEXPANSIONABBREVIATIONS STRUCTURAL DESIGN LOADS POST INSTALLED ANCHORS AND REBAR FOUNDATION NOTES MISCELLANEOUS STRUCTURAL CONCRETE NOTES STRUCTURAL CONCRETE NOTES (CONT) 03/10/23