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GENERAL NOTES: DESIGN CRITERIA: CONCRETE: STRUCTURAL STEEL:
<br /> 1. DESIGN11 BASED ON THE APPLICABLE CODES AND STANDARDS REFERENCED IN THE DESIGN STANDARDS. 1. DESIGN DEAD LOADS: 1. ALL CONCRETE WORK SHALL COMPLY WITH THE LATEST ADOPTED PROVISIONS OF ACI 318,AND ACI 301 AND THE APPLICABLE 1. DESIGN,FABRICATION AND ERECTION OF ALL STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH THE LATEST ADOPTED
<br /> 2. ALL MATERIALS AND WORKMANSHIP SHALL COMPLY WITH PROJECT DRAWINGS AND SPECIFICATIONS MEZZANINE 20 PSF CODES AND STANDARDS REFERENCED IN THE DESIGN STANDARDS. EDITION OF THE AISC STEEL CONSTRUCTION MANUAL.
<br /> 3. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS,CONNECTIONS,EMBED PLATE AND ANCHOR BOLT LOCATIONS FROM 2. CONCRETE SHALL BE NORMAL WEIGHT CONCRETE EXCEPT AS NOTED.ALL CONCRETE STRENGTHS(AT 28 DAYS)SHALL BE AS 2. THE STRUCTURAL FRAME FABRICATOR SHALL BE AISC CERTIFIED FOR STEEL BUILDING STRUCTURES(STD)OR INCLUDE,AT
<br /> EQUIPMENT MANUFACTURER'S APPROVED DRAWINGS AND STEEL FABRICATOR'S ANCHOR BOLT AND EMBED PLATE SETTING 2. DESIGN LIVE LOADS: FOLLOWS: THE FABRICATORS EXPENSE,INSPECTION SERVICES NECESSARY TO INSURE THAT THE SHOP PROCEDURES AND
<br /> PLANS,WHICH HAVE BEEN APPROVED BY THE ARCHITECT/ENGINEER. WALLS------- 4000 PSI FABRICATION COMPLIES WITH DRAWINGS AND SPECIFICATIONS.SPECIFICALLY,ALL BOLTED AND WELDED CONNECTIONS FOR
<br /> 4. THE CONTRACTOR SHALL WORK STRUCTURAL DRAWINGS TOGETHER WITH ARCHITECTURAL,MECHANICAL,PLUMBING, MEZZANINE 60 PSF TRUSSES,MOMENT CONNECTIONS AND VERTICAL BRACED FRAME COMPONENTS SHALL BE INSPECTED AND TESTED BY
<br /> ALL OTHER CONCRETE---------------------------------4000 PSI CERTIFIED TESTING AGENCY RETAINED BY THE FABRICATOR.COMPLIANCE REPORTS SHALL BE SENT TO THE STRUCTURAL
<br /> ELECTRICAL AND CIVIL DRAWINGS AS APPLICABLE TO LOCATE DEPRESSED SLABS,SLOPES,DRAINS,REGLETS,BOLT SETTINGS, 3. DESIGN WIND LOAD:(PER ASCE 7) ENGINEER OF RECORD.
<br /> GRADES,ETC.ANY DISCREPANCIES SHALL BE CALLED TO THE ATTENTION OF THE ARCHITECT/ENGINEER BEFORE PROCEEDING 3. CALCIUM CHLORIDE SHALL NOT BE USED IN ANY FORM.
<br /> WITH THE WORK.DO NOT PENETRATE STRUCTURAL ELEMENTS(BEAMS,COLUMNS,WALLS,SLABS,STEEL DECKS,ETC.) ULTIMATE WIND SPEED,Vult 98 MPH 4. CONCRETE PROTECTION FOR REINFORCING(U.N.0): 3. PROVIDE 3'MINIMUM CONCRETE COVER AROUND STEEL BELOW GRADE OR COAT WITH ASPHALTIC OR BITUMASTIC PAINT.
<br /> WITHOUT PRIOR WRITTEN APPROVAL OF THE STRUCTURAL ENGINEER. 4. CONNECTIONS DESIGNED AS"SLIP CRITICAL"SHALL HAVE FAYING SURFACES PREPARED FOR CLASS A OR BETTER.ALL
<br /> 5, ALL STRUCTURES ARE DESIGNED TO BE STABLE AND SELF-SUPPORTING IN THEIR COMPLETED CONSTRUCTED STATE AT THE NOMINAL WIND SPEED,Vasd 76 MPH STRUCTURAL ELEMENT CLEAR COVER BOLTS USED IN MOMENT/BRACING CONNECTIONS SHALL BE ASTM GROUP A OR GROUP B AND SHALL BE PRE-TENSIONED
<br /> END OF CONSTRUCTION.IT IS THE CONTRACTOR'S SOLE RESPONSIBILITY TO DETERMINE ERECTION PROCEDURES AND EXPOSURE CATEGORY C TO VALUES IN TABLE J3.I.PRE-TENSIONED JOINTS,WHETHER"BEARING TYPE"OR"SLIP CRITICAL TYPE',MAY BE
<br /> SEQUENCES THAT ENSURE THE STABILITY OF STRUCTURES AND ITS COMPONENTS DURING CONSTRUCTION.THIS INCLUDES FOOTINGS,(CAST AGAINST 8 TENSIONED BY THE FOLLOWING METHODS:USAGE OF TWIST-OFF-TYPE(TENSION CONTROL)BOLTS.PRE-TENSIONED JOINT
<br /> BUT IS NOT LIMITED TO THE ADDITION OF SUPPORTS,BRACING,GUYS WIRES,TIE DOWNS,SHORING AND RE-SHORING.SUCH OCCUPANCY RISK CATEGORY II PERMANENTLY EXPOSED TO EARTH) 3 INCHES ASSEMBLIES SHALL BE REQUIRED TO HAVE PRE-INSTALLATION VERIFICATION TESTING IN ACCORDANCE WITH SECTION 9.2
<br /> TEMPORARY SUPPORTS SHALL BE DESIGNED BY QUALIFIED REGISTERED PROFESSIONAL ENGINEERS RETAINED BY THE ENCLOSURE CLASSIFICATION ENCLOSED FOOTINGS AND WALLS(CAST-IN-FORMS OF THE"SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM GROUP A OF GROUP B BOLTS".
<br /> CONTRACTOR,IN ACCORDANCE WITH LOCAL STATUTES AND REGULATIONS.TEMPORARY SUPPORTS SHALL REMAIN THE 5. COLUMN SPLICES SHALL MAINTAIN PROPER ALIGNMENT PROVIDING 100%BEARING OF THE UPPER SHAFT UPON THE LOWER
<br /> PROPERTY OF THE CONTRACTOR AND INFORMATION RELATED TO THEM IS NOT INCLUDED IN THE CONTRACT DOCUMENTS. INTERNAL PRESSURE COEFFICIENT t0.18 PERMANENTLY EXPOSED TO EARTH) 2 INCHES SHAFT.WHERE REQUIRED,FILL PLATES SHALL BE ADDED IN PAIRS TO BOTH SIDES OF THE COLUMN.FILL PLATES SHALL
<br /> 6. THE CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS,ELEVATIONS AND CONDITIONS PRIOR TO ORDERING ANY SLABS(IN CONTACT WITH EARTH) 2 INCHES EITHER BE DEVELOPED BY BOLTS OR WELDS UNLESS THE COLUMN SPLICE IS DESIGNED AND INSTALLED SLIP CRITICAL.FILL
<br /> MATERIALS AND SHALL NOTIFY THE ARCHITECT/ENGINEER IF DIFFERENT FROM WHAT IS SHOWN ON THE DRAWINGS. 4. DESIGN SNOW LOAD:(PER ASCE 7) PLATE CONFIGURATIONS SHALL ALLOW FOR PROPER ERECTION TOLERANCES.DETAIL ERECTION TOLERANCES IN
<br /> 7. THE CONTRACTOR SHALL REVIEW THESE DRAWINGS AND VISIT THE PROJECT SITE BEFORE CONSTRUCTION BEGINS TO GROUND SNOW LOAD 20 PSF SLABS(EXPOSED TO WEATHER) 1 1/2 INCHES SYMMETRICAL FASHION.FURNISH SUFFICIENT 1/8"THICK STRIP SHIMS OR FINGER SHIMS TO PROVIDE 0 TO 1/16"CLEARANCE
<br /> EACH SIDE OF COLUMN AFTER HOISTING TO FILL ERECTION TOLERANCE GAPS.BOLTS IN COLUMN SPLICES SHALL BE PRE-
<br /> COMPARE ALL EXISTING CONDITIONS WITH WHAT IS SHOWN ON THESE DRAWINGS.IF THERE ARE CONDITIONS WHICH ARE SLABS ABOVE GROUND 3/4INCHES TENSIONED WHERE SLIP CRITICAL COLUMN SPLICES ARE UTILIZED BY THE FABRICATOR,PREPARE FAYING SURFACES FOR
<br /> DIFFERENT FROM WHAT IS SHOWN,THE STRUCTURAL ENGINEER OF RECORD SHALL BE NOTIFIED. FLAT ROOF SNOW LOAD 20 PSF CLASS A OR BETTER.WASHERS SHALL BE INSTALLED IN ACCORDANCE WITH THE"SPECIFICATION FOR STRUCTURAL JOINTS
<br /> 8. THE CONTRA PEDESTALS(TO TIES) 2 INCHES CTOR SHALL ARRANGE APRE-CONSTRUCTION MEETING WITH THE ARCHITECT/ENGINEERTO ENSURE THAT ROOF SLOPE FACTOR,Cs 1.0 USING ASTM GROUP A OR GROUP B BOLTS".
<br /> CONTRACTOR'S UNDERSTANDING OF THESE DRAWINGS AND PLAN FOR THE WORK IS IN ACCORDANCE WITH THE DESIGN INTENT BEAMS(TO STIRRUPS) 1 1/2 INCHES 6 ALL GROUT FOR USE UNDER BEARING PLATES,LEVELING PLATES,ETC.SHALL BE PRE-MIXED,NON-SHRINK,NON-METALLIC
<br /> AND TO CLARIFY ANY QUESTIONS THAT THE CONTRACTOR MAY HAVE. EXPOSURE FACTOR,Ce 0.8 COLUMNS ABOVE GRADE(TO TIES)-----------------------------1121NCHES CONFORMING TO ASTM C827.THE GROUT STRENGTH SHALL BE THE GREATER OF 8,000 PSI OR TWICE THE STRENGTH OF THE
<br /> 9. ALL DETAILS AND SECTIONS SHOWN ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND SHALL BE CONSTRUED TO APPLY TO IMPORTANCE FACTOR,I 1.0 SUPPORTING CONCRETE.
<br /> ANY SIMILAR SITUATION ELSEWHERE ON THE PROJECT,EXCEPT WHERE A DIFFERENT DETAIL IS SHOWN. 5. ALL WELDED WIRE FABRIC SHALL CONFORM TO ASTM A1064 AND SHALL BE LAPPED ONE FULL MESH PANEL PLUS 2 INCHES AT 7. LEVELING BOLTS OR NUTS SHALL NOT BE USED TO SUPPORT THE COLUMN DURING ERECTION.IF GROUTING IS DELAYED
<br /> THERMAL FACTOR,CI----------------------------------1.0 10. THAT WHICH IS REFERENCED AS BEING ON'HOLD'SHALL BE INCLUDED IN THE BID AND WORK,HOWEVER FABRICATION AND/OR SIDES AND ENDS AND WIRED TOGETHER. UNTIL AFTER STEEL ERECTION,THE BASE PLATE SHALL BE SHIMMED TO PROPERLY DISTRIBUTE LOADS TO THE FOUNDATION
<br /> CONSTRUCTION SHALL NOT PROCEED UNTIL THE"HOLD'REFERENCE IS REMOVED. DRIFT HEIGHT 0 6. ALL REINFORCING STEEL SHALL BE PLACED WITHIN TOLERANCES SPECIFIED IN ACI 315. WITHOUT OVERSTRESSING EITHER THE BASE PLATE OR THE CONCRETE.
<br /> 11. DO NOT SCALE THE STRUCTURAL DRAWINGS TO DETERMINE DIMENSIONS OR MATERIAL QUANTITIES. RAIN ON SNOW------------------------------------SPSF g. ALL STRUCTURAL STEEL MEMBERS AND ALL STEEL DECKS DEFLECT WHEN LOADED WITH CONCRETE.CAMBER AMOUNTS,IFDEFORMED REBAR(TYP UNO): FY=60 KSI(A615,GRADE 60) ANY,INDICATED ON THE DRAWINGS ARE BASED ON THEORETICAL CALCULATIONS AND SHALL NOT BE ASSUMED TO EXACTLY
<br /> 12. ELEVATIONS: 5. DESIGN SEISMIC LOAD:(PER ASCE 7) WELDABLE DEFORMED REBAR(WHERE INDICATED):---------------FY=60 KSI(A706,GRADE fiO) EQUAL THE ACTUAL AMOUNT OF DEFLECTION THAT WILL OCCUR WHEN WET CONCRETE IS PLACED ON THE STRUCTURE.THE
<br /> FINISHED GROUND FLOOR EL=0'-0TYP.U.N.O. CONTRACTOR 15 SOLELY RESPONSIBLE FOR DETERMINING AND PROVIDING THE AMOUNT OF CONCRETE REQUIRED TO
<br /> "
<br /> ( ) SHORT DURATION DESIGN ACCELERATION,Sds 1.111 7. REINFORCING LAP SPLICE TABLE: PROVIDE ELEVATED FLOOR SLABS WITH LEVEL TOP SURFACES,INCLUDING THE AMOUNT OF ADDITIONAL CONCRETE
<br /> FINISHED GROUND FLOOR REF EL='N.G.V.D.('SEE CIVIL DWGS) RISK CATEGORY- 11 TOP BARS ARE HORIZONTAL REINFORCEMENT PLACED SO THAT MORE THAN 12"OF FRESH CONCRETE IS CAST BELOW REQUIRED TO ACCOUNT FOR THE EFFECTS OF STRUCTURE AND DECK DEFLECTION.
<br /> 13. SHOP DRAWING SUBMITTALS: THE BAR.THE BAR DEVELOPMENT LENGTH(LD)=BAR LAP SPLICE LENGTH DIVIDED BY 1.3 9. ALL STRUCTURAL STEEL SHALL HAVE THE FOLLOWING ASTM SPECIFICATION AND YIELD STRENGTHS UNO:
<br /> 'm A.CONTRACTOR SHALL SUBMIT TO BRPH FOR REVIEW SHOP DRAWINGS FOR ALL APPLICABLE TRADES IN ACCORDANCE WITH SITE CLASS D W&WT SHAPES-----------------------------FY=50 KSI(A992,GRADE 50)
<br /> =m„� THE REQUIREMENTS OF THE CONTRACT DOCUMENTS. SEISMIC DESIGN CATEGORY -------------------------------D 8. FOR NON-CONTACT SPLICES,THE CENTER TO CENTER SPACING OF SPLICED BARS SHALL NOT EXCEED THE LESSER OF ONE- RECTANGULAR&SQUARE HSS -----------------------FY=46 KS I(A500,GRADE B)
<br /> FIFTH THE REQUIRED LAP SPLICE LENGTH AND 61NCHES ROUND HSS FY=42 KSI(A500,GRADE B
<br /> 6.IN ORDER TO EXPEDITE REVIEW D SHOP DRAWINGS BY BRPH AND AVOID ANY NEED FOR EC RE-SUBMITTAL BY THE MAPPED ACCELERATION PARAMETERS: Ss=1.388 Si=0.494 )
<br /> � CONTRACTOR,SUBMITTED SHOP DRAWINGS SHALL BE COMPLETE WITH ADEQUATE AND NECESSARY INFORMATION SHOWN 9. IT IS PERMITTED TO SUBSTITUTE MECHANICAL SPLICES THE REQUIREMENTS OF SECTION T5.5.71N ACI 318)FOR ANGLES -------------------------------FY=36 KS(A36)
<br /> AQ TO FACILITATE THEIR REVIEW. LAP SPLICES AT NO ADDITIONAL COST.MECHANICAL SPLICES SHALL DEVELOP 125%(MIN)OF THE YIELD STRENGTH OF THE ALL OTHER SHAPES(U.N.O.)------------------------FY=36 KSI(A36)
<br /> m SITE COEFFICIENTS: FA=1.2 Fv=1.8
<br /> a C.CONTRACTOR SHALL REVIEW THE SHOP DRAWINGS THOROUGHLY AND VERIFY DIMENSIONS,ELEVATIONS,QUANTITIES, REBAR IN TENSION OR COMPRESSION. PLATES(U.N.0)-----------------------------FY=36 KS(A36)
<br /> SPECTRAL RESPONSE COEFFICIENTS: Sos=1.111 SDI BASE AND ANCHOR PLATES(U.N.0)----------------------FY=36 KSI(A36)
<br /> o. ETC.BEFORE SUBMITTING TO BRPH FOR REVIEW.SHOP DRAWINGS NOT REVIEWED AND MARKED APPROVED BY THE 10. ALL REINFORCEMENT SHALL BE BENT COLD.REINFORCEMENT PARTIALLY EMBEDDED IN CONCRETE SHALL NOT BE FIELD
<br /> m CONTRACTOR WILL BE REJECTED AND RETURNED. BENT UNLESS APPROVED BY THE STRUCTURAL ENGINEER OF RECORD.HOOKS SHALL BEACI STANDARD HOOKS IN 10. ALL DETAILING,FABRICATION AND ERECTION SHALL CONFORM TO THE LATEST EDITION OF THE AISC STEEL CONSTRUCTION
<br /> W D.C NTRACTOR SHALL BE RESPONSIBLE FOR THE COORDINATION BETWEEN SHOP DRAWINGS AND DRAWINGS OF ANALYSIS PROCEDURE:EQUIVALENT LATERAL FORCE ACCORDANCE WITH CHAPTER IN ACI 318.SEE REQUIRED EMBEDMENT CHARTS BELOW, MANUAL AND THE APPLICABLE CODES AND STANDARDS REFERENCED IN THE DESIGN STANDARDS.
<br /> # DOIFFERENT TRADES.ANY FIELD ISSUES AS A RESULT OF THE LACK OF SUCH COORDINATION SHALL BE THE SEISMIC DRIFT: 11. ALL BOLTS SHALL BE GROUP A HIGH STRENGTH,UNO.ALL NUTS SHALL BE A563,UNO.ALL WASHERS SHALL BE F436,UNO.
<br /> BUILDING ELEMENTS INCLUDING EXTERIOR CLADDING;STAIRS,ELEVATORS,AND MISCELLANEOUS METALS;
<br /> 3 W RESPONSIBILITY OF THE CONTRACTOR. NOTE:
<br /> EMBEDMENT DEPTH MAY BE REDUCED BY 25%IF SIDE COVER NORMAL TO THE PLANE OF THE HOOK INSIDE A COLUMN 12. ALL WELDING ELECTRODES SHALL BE E70XX,END.ALL WELDING SHALL BE PERFORMED BY AWS CERTIFIED WELDERS AND
<br /> j 3 MECHANICALIELECTRICAL/PLUMBING SYSTEM SUPPORTS;INTERIOR METAL STUD FRAMING;AND ANY OTHER CORE IS EQUAL TO OR GREATER THAN 2.5'OR FOR BARS NOT INSIDE A COLUMN CORE AND SIDE COVER IS GREATER SHALL CONFORM TO AWS It.1ID1.1M STRUCTURAL WELDING CODE-STEEL,LATEST EDITION.
<br /> DESIGN STANDARDS. ELEMENTS AS REQUIRED BY THE BUILDING CODE SHALL BE DESIGNED TO ACCOMMODATE THE PRIMARY STRUCTURE THAN OR EQUAL TO 6 BAR DIAMETERS. 13. ALL FILLET WELDS SHALL BE AS INDICATED,BUT NOT LESS THAN AISC MINIMUM.SEE CHART BELOW:
<br /> STORY DRIFTS WITH ANY APPLICABLE ELEMENT-SPECIFIC MODIFICATIONS PER CHAPTER 13 OF ASCE 7. 11. REINFORCING FOR CONTINUOUS FOUNDATIONS SHALL BE CONTINUOUS AT CORNERS AND INTERSECTIONS.PROVIDE
<br /> w CORNER LAP BARS AT ALL CORNERS AND INTERSECTIONS.SEE TYPICAL CORNER REINFORCING DETAIL ON DRAWINGS. MINIMUM SIZE FOR FILLET WELDS
<br /> N�
<br /> N� 1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE BUILDING CODE AND PUBLICATIONS LISTED BELOW.IN THE CASE OF WHERE CONTINUOUS FOUNDATIONS INTERSECT COLUMN FOUNDATIONS,REBAR FROM CONTINUOUS FOUNDATION SHALL BE
<br /> a DIDCONFLICTING REQUIREMENTS,THE BUILDING CODE SHALL GOVERN. FOUNDATIONS AND SLABS ON GROUND. CONTINUOUS THROUGH 6'-0"AND SMALLER COLUMN FOUNDATIONS,AND SHALL EITHER BE CONTINUOUS THROUGH,OR MATERIAL THICKNESS OF THINNER MINIMUM SIZE OF
<br /> 2. APPLICABLE CODES AND STANDARDS: EXTEND A MINIMUM OF 2'-6"(BUT NOT LESS THAN THE STRAIGHT BAR DEVELOPMENT LENGTH)INTO COLUMN FOUNDATIONS PART JOINED(INCHES) FILLET WELD(INCHES)
<br /> LARGER THAN 6'-0"WIDE.
<br /> BUILDING CODE-----------------INTERNATIONAL BUILDING CODE 2021(IBC).(INCLUDING BUILDING 1. FOUNDATIONS ARE DESIGNED FOR MAXIMUM ALLOWABLE SOIL BEARING CAPACITY OF 4000 PSF BASED ON INFORMATIONAND
<br /> CODE AMENDMENTS SPECIFIC TO THE PROJECT SITE RECOMMENDATIONS PROVIDED IN THE GEOTECHNICAL REPORT PREPARED BY GEOENGINEERS,DATED NOVEMBER 8,2022. 12. AT THE TIME CONCRETE IS PLACED,REINFORCEMENT SHALL BE FREE FROM MUD,OIL OR OTHER NONMETALLIC COATINGS TO 114"INCLUSIVE 1/8'
<br /> JURISDICTION) THIS VALUE SHALL BE VERIFIED BY A REGISTERED GEOTECHNICAL ENGINEER(OR HIS REPRESENTATIVE)PRIOR TO PLACEMENT THAT DECREASE BOND.
<br /> OF CONCRETE FOR FOOTINGS. 13. CHAMFER EXPOSED CORNERS OF CONCRETE CONSTRUCTION WITH STANDARD 314'CHAMFERS,UNO. OVER 1/4'TO 1/7 3/1G'
<br /> ACI 318-19 AMERICAN CONCRETE INSTITUTE,"BUILDING CODE REQUIREMENTS 2. SUBGRADE FOR ALL NEW FOUNDATIONS SHALL BE PREPARED AND COMPACTED IN ACCORDANCE WITH RECOMMENDATIONS 14. WHERE STRIP WATER STOP IS INDICATED ON DRAWINGS,WATERSTOP-RX RX-101 OVER 11T TO 3/4' 1/4"
<br /> FOR STRUCTURAL CONCRETE AND COMMENTARY" STATED IN THE GEOTECHNICAL REPORT MENTIONED ABOVE.REFER TO GEOTECH REPORT FOR DETAILS ON LOOSE SOIL ( )BY CETCO,SWELLSTOP(3/4"x 1"BY
<br /> REMOVAL,COMPACTION RECOMMENDATIONS,AND STRUCTURAL FILL REQUIREMENTS. GREENSTREAK,SF312-SYNKOFLEX WATER STOP BY HENRY COMPANY OR APPROVED EQUAL.INSTALL PER MANUFACTURE'S OVER 3/4' 5/16"
<br /> RCSC-14 - RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS, INSTRUCTIONS.
<br /> "SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH 3. WHERE EARTH FORMING USED,EXCAVATION FOR FOUNDATIONS SHOWN ON DRAWINGS SHALL NOT BE LESS THEN INDICATED 14. UNO ALL BEAM CONNECTIONS SHALL BE BOLTEDANELDED CONNECTIONS SNUG TIGHT AND INSTALLED IN STANDARD HOLES.
<br /> FOUNDATION SIZE,NOR LARGER THAN THE INDICATED FOUNDATION SIZE BY MORE THAN 3"IN EACH DIRECTION.
<br /> BOLTS" ALL HOLES SHALL BE MADE IN THE SHOP.FIELD BURNING OF HOLES AND CUTS IN STRUCTURAL STEEL SHALL NOT BE
<br /> /'+LJ
<br /> 4. SEE ARCHITECTURAL AND CIVIL DRAWINGS FOR EXTERIOR CONCRETE SLAB LAYOUTS,CONTROL JOINTS,AND ELEVATIONS. PERMITTED.RODS" PERMITTED.
<br /> AISC 341-16 AMERICAN INSTITUTE OF STEEL CONSTRUCTION,"SEISMIC 5. PROVIDE THICKENED EDGE IN SLAB ON GROUND AT ALL EXTERIOR BUILDING DOORS AND AT EXTERIOR SLAB EDGES.
<br /> PROVISIONS FOR STRUCTURAL STEEL BUILDINGS' NOMINAL BOLT HOLE DIMENSIONS(INCHES)
<br /> 6. EXCAVATIONS FOR SPREAD FOOTINGS,COMBINED FOOTINGS,CONTINUOUS FOOTINGS AND/OR MAT FOUNDATIONS
<br /> AISC 360-16-------------------AMERICAN INSTITUTE OF STEEL CONSTRUCTION,"SPECIFICATION SHALL BE CLEANED AND HAND TAMPED TO A UNIFORM SURFACE,FOOTING EXCAVATIONS SHALL HAVE THE SIDES AND 1. ANCHOR BOLTS SHALL BE HEADED BOLTS OR THREADED RODS WITH NUT SECURED AT BOTTOM.THREADS SHALL EXTEND 1/2" BOLT STANDARD OVERSIZE SHORT-SLOT LONGSLOT
<br /> FOR STRUCTURAL STEEL BUILDINGS" BOTTOMS TEMPORARILY LINED WITH 6 MIL VISQUEEN IF PLACEMENT OF CONCRETE DOES NOT OCCUR WITHIN 24 HOURS OF THE PAST NUT.BENT RODS ARE NOT ACCEPTABLE. DIAMETER (DIA) (DIA) (WIDTHxLENGTH) (WIDTHxLENGTH)
<br /> EXCAVATION OF THE FOOTING. 2. UNO,MINIMUM BOLT PROJECTION ABOVE CONCRETE FOUNDATIONS SHALL BE AS FOLLOWS:
<br /> ASCE 7-16 WITH SUPPLEMENT 1 AMERICAN SOCIETY OF CIVIL ENGINEERS,"MINIMUM DESIGN LOADS 7 FOUNDATION CONDITIONS NOTED DURING CONSTRUCTION,WHICH DIFFER FROM THOSE DESCRIBED IN THE GEOTECHNICAL 1"DIA&SMALLER V-6" 112 9/16 5/8 9/16 x 11/16 9/16 x 1 1/4
<br /> AND ASSOCIATED CRITERIA FOR BUILDINGS AND OTHER REPORT SHALL BE REPORTED TO BRPH AND THE GEOTECHNICAL ENGINEER BEFORE CONSTRUCTION IS CONTINUED.
<br /> STRUCTURES" LARGER THAN 1"DIA T01 1/2"DIA 0'-10, 518 11/16 13/16 11/16 It 7/8 11/16 x 19/16
<br /> 8. THE CONTRACTOR SHALL BE RESPONSIBLE FOR CONTACTING"DIG SAFE"AS WELL AS ALL APPROPRIATE AGENCIES AND LARGER THAN 1 1/7 DIA TO 2"DIA 0'-12"
<br /> ASTM AMERICAN SOCIETY FOR TESTING AND MATERIALS(ASTM MUNICIPALITIES TO AVOID DAMAGE TO UNDERGROUND UTILITIES PRIOR TO THE START OF ANY SITE WORK. 314 13116 15116 13/16 z 1 13116 z 1718
<br /> INTERNATIONAL) 9. THE CONTRACTOR SHALL PROVIDE CONTINUOUS CONTROL OF THE SURFACE AND SUBSURFACE WATER DURING 3. UNHEADED ANCHOR RODS SHALL BE HOT DIPPED GALVANIZED ASTM F1554 GRADE 36 U.N.O.
<br /> ICC ---------------------INTERNATIONAL CODE COUNCIL,INTERNATIONAL CODE COUNCIL CONSTRUCTION SUCH THAT FOUNDATION WORK IS DONE IN THE DRY AND ON UNDISTURBED SUBGRADE MATERIAL AS A. CONFIGURATION:STRAIGHT 7/8 15116 11/16 15/16 It1118 15116 z 2 3116
<br /> -EVALUATION SERVICES(ICC APPLICABLE.
<br /> ES) B. NUTS:ASTM A563 HEAVY HEX CARBON STEEL 1 1 1/8 1114 1118 It 15116 1 1/8 z 21/2
<br /> 10. REINFORCEMENT PLACEMENT SEQUENCE FOR FOOTINGS IS NOTED ONLY FOR MAJOR REINFORCEMENT BAR LAYERS.IN C. PLATE WASHERS:ASTM A36 OR A572 CARBON STEEL d+118 d+5116 (11+1/8)z(d+318) (d+118)z(2.5'd)
<br /> AWS D1.1-D1.110-2020 ---------------AMERICAN WELDING SOCIETY,'STRUCTURAL WELDING SPREAD FOOTINGS AND MATS THE CONTRACTOR SHALL SEQUENCE ALL OTHER BAR PLACEMENTS AS REQUIRED TO CONFORM D. FINISH:HOT DIPPED ZINC COATING,ASTM A153,CLASS C
<br /> CODE-STEEL" TO THE CONTRACT DOCUMENTS.
<br /> 11. DURING CONSTRUCTION,THE CONTRACTOR SHALL PROVIDE TEMPORARY SHORING OF WALLS WHICH ARE ULTIMATELY 4. PROVIDE CIRCULAR PLATE WASHERS WHERE FITUP FOR SQUARE WASHER IS NOT POSSIBLE.DIAMETER OF CIRCULAR WASHER 16. THE FABRICATOR SHALL FURNISH A STRUCTURAL SUBMITTAL WHICH SHALL BE CHECKED BY THE CONTRACTOR FOR
<br /> AWS D1.8-D1.BM-2009 AMERICAN WELDING SOCIETY,'STRUCTURAL WELDING SHALL BE SAME AS EQUIVALENT SQUARE WASHER SHOWN BELOW. COMPLETENESS AND CONTENT PRIOR TO SUBMITTAL TO THE STRUCTURAL ENGINEER OF RECORD FOR REVIEW.THE
<br /> THE CONCRETE IN THE WALLS AND SUPPORTING ELEMENTS HAS ATTAINED THE SPECIFIED 26 DAY COMPRESSIVE STRENGTH CODE-SEISMIC SUPPLEMENT' SUPPORTED TOP AND BOTTOM.SUCH SHORING SHALL NOT BE REMOVED UNTIL THE SUPPORTING ELEMENTS ARE PLACE, SUBMITTAL SHOULD INCLUDE FABRICATION AND ERECTION DRAWINGS.FABRICATION SHALL NOT COMMENCE UNTIL THIS
<br /> (Pc)AND COMPACTION OF THE BACKFILL AGAINST THE WALL HAS BEEN COMPLETED. REVIEW IS COMPLETED.
<br /> 12. THE FLOOR SUBGRADE SHALL BE PROPERLY COMPACTED AND PROOF-ROLLED AND SHALL BE FREE OF STANDING WATER, ANCHOR ROD HOLES IN BASE PLATE&WASHER SIZE 17. CUTS,HOLES AND THEIR REINFORCEMENT(REQUIRED BY OTHER TRADES)SHALL BE SHOWN ON THE STRUCTURAL STEEL
<br /> MUD AND FROZEN SOIL. SHOP DRAWINGS AND SHALL BE MADE IN THE SHOP,FIELD BURNING OF HOLES&CUTS IN STRUCTURAL STEEL SHALL NOT
<br /> ANCHOR ROD MAX HOLE MIN SQUARE WASHER MIN WASHER BE PERMITTED EXCEPT BY WRITTEN PERMISSION FROM THE STRUCTURAL ENGINEER OF RECORD,UNLESS NOTED
<br /> 13. SLABS ON GROUND CONTROL JOINTS SHALL BE MADE USING A"SOFT-CUT"CONCRETE SAW AS SOON AS THE SLAB WILL DIAMETER(IN) DIAMETER(IN) SIZE(IN) THICKNESS OTHERWISE ON THE DRAWINGS.
<br /> SUPPORT THE WEIGHT OF THE SAW AND OPERATOR WITHOUT DISTURBING THE FINAL FINISH.THE CRACK CONTROL JOINTS 18. SIZE AND SHAPE OF STRUCTURAL STEEL SHALL BE AS SHOWN ON DRAWINGS.SUBSTITUTES MAY BE USED IF PRE-
<br /> SHALL BE CUT A MAXIMUM WIDTH OF 1181NCH AND A MINIMUM DEPTH OF 1/4 THE SLAB THICKNESS.REFER TO THE DRAWINGS 1/2 11/16 1112 114 APPROVED IN WRITING BY THE STRUCTURAL ENGINEER OF RECORD.
<br /> FOR INFORMATION ON CONTROL JOINTS,CONSTRUCTION JOINTS,REINFORCEMENT DETAILS AND JOINT SEALANT DETAILS. 518 13116 2 1/4 19. AFTER ERECTION,ALL STEEL SHALL BE CLEANED OF ALL RUST,LOOSE MILL,SCALE,AND OTHER FOREIGN MATERIAL,
<br /> 14. WHERE THE SLAB IS TO RECEIVE SENSITIVE ARCHITECTURAL FLOOR FINISHES,ALL JOINTS IN THE SLAB CONSTRUCTION 3/4 15I16 2 1/4 SCUFFS AND ABRASIONS SHALL BE FIELD TOUCHED-UP.
<br /> SHALL BE PLACED TO ALIGN WITH JOINTS IN THE FLOOR FINISHES 20. ALL STRUCTURAL STEEL TO BE PRIMED AND PAINTED.ALL FIELD CONNECTIONS ARE TO BE PAINTED TO MATCH
<br /> 7/8 19116 2112 5/16 ATTACHED COMPONENTS.
<br /> 1 1 13/16 3 318 21. ALL STEEL COLUMNS SHALL BE BRACED BY A BEAM,JOIST,OR AS SHOWN ON DRAWINGS.
<br /> 1 1/4 21/16 3 1/2 22, W-SHAPE AND GSHAPE ROOF BEAMS SHALL HAVE THEIR BOTTOM FLANGES BRACED TO THE JOISTS/BEAMS THEY SUPPORT
<br /> 13/8 23/16 3 12 AT AN INTERVAL NOT EXCEEDING THE SUPPORTED JOIST/BEAM SPACING.
<br /> 23. ALL WELDING WORK SHALL FOLLOW INFORMATION IN AN APPROVED WELDING PROCEDURE SPECIFICATION SUPPORTED BY
<br /> 112 25116 3112 112 A PRE-QUALIFICATION RECORD,FOLLOWING REQUIREMENTS IN THE CURRENT BUILDING CODE ADOPTED VERSION OF THE
<br /> 13/4 2 3/4 4 518 AMERICAN WELDING SOCIETY(AWS)D1.1-STRUCTURAL WELDING CODE STEEL.ALL WELDING WORK SHALL BE PERFORMED
<br /> BY WELDERS CERTIFIED TO PERFORM WELDING WORK IN ACCORDANCE WITH THE GOVERNING WPS.
<br /> 2 31/4 5 314
<br /> 24. DEFORMED BAR ANCHORS SHALL BE NELSON OR KSM DEFORMED BAR ANCHORS OR ACCEPTABLE EQUAL,AND SHALL BE
<br /> 21/4 31/2 5 314 MADE FROM COLD DRAWN WIRE PER ASTM A496 CONFORMING TO ASTM A108 WITH A MINIMUM YIELD STRENGTH OF 70KSI.
<br /> 212 3 314 5112 718 ANCHORS SHALL BE AUTOMATICALLY END WELDED WITH SUITABLE WELDING EQUIPMENT.WELDING SHALL BE IN
<br /> ACCORDANCE WITH THE RECOMMENDATIONS OF THE NELSON STUD WELDING COMPANY OR THE KSM WELDING SYSTEMS
<br /> 23/4 4 6 1 COMPANY.
<br /> 3 41. 6 1
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<br /> SYM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE ACCEPTABILITY KKB OMBN DATE SUBTITLE CURRENT REVISION SYMBOL DATE
<br /> �yLEES,1 10.09.24 � a
<br /> K40-021 Al-A3 FREEZE RECOVERY REBUILD-IFP C259244 KKB BLS 10.09.24 p4`ov WAsk y'/'�f THIS DESIGN AND/OR CHECKED GENERAL NOTES 10.09.24 N
<br /> c� S ECIFICATIONISAPPROVED ENGINEER 10.09.24 TmE sNEET
<br /> BOE/NG® A PRoveo eY DEPT. DA E gLS 10.09.24 40-21 Al-A3 FREEZE RECOVERY REBUILD C ^Q
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<br /> APPROVED BUILDING 40-021 JOB NO. 2 59244 COMP NO.
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<br /> sslDxA Ego APPROVED STRUCTURAL MASTER COL..9-3/A-B EVERETT yyA DwcNo. 40-021S2B
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