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1 P 3
<br />4 6 6
<br />7 6 g
<br />10
<br />F
<br />E
<br />D
<br />C
<br />S
<br />REINFORCING STEEL:
<br />REFERENCE STANDARDS:
<br />ACI 301-10 ©SPECIFICATIONS FOR STRUCTURAL CONCRETE", SECTION 3
<br />ACI 5P-66(04) ©ACI DETAILING MANUAL"
<br />CRSI M51P-09, 28TH EDITION @MANUAL OF STANDARD PRACTICE"
<br />AN51/AW5 DIA-II @STRUCTURAL WELDING CODE - REINFORCING STEEL"
<br />ACI 315-14 @BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE"
<br />ACI 117-10 @SPECIFICATION FOR TOLERANCES FOR CONCRETE CONSTRUCTION AND MATERIALS"
<br />MATERIALS:
<br />STANDARD NON -WELDED REINFORCING BARS: ASTM A615 GRADE 60 DEFORMED BARS
<br />WELDED REINFORCING BARS: A5TM A706 GRADE 60 DEFORMED BARS
<br />WELDING ELECTRODES FO REINFORCING BARS: E80XX (80 ksi MIN.)
<br />EPDXY -COATED REINFORCING BARS: ASTM A775 GRADE 60 DEFORMED BARS
<br />SMOOTH WELDED WIRE FABRIC (WWF): A5TM AI%4 (Fy = 65 ksi)
<br />BAR SUPPORTS: CRSI MSP, CHAPTER 3 @BAR SUPPORTS"
<br />TIE WIRE: 16 GA. OR HEAVIER, BLACK ANNEALED
<br />GENERAL REQUIREMENTS:
<br />REINFORCING BARS SHALL BE FREE OF GREASE, MUD, OIL, OR OTHER MATERIALS THAT REDUCE REINFORCING BOND AT THE TIME OF CONCRETE
<br />PLACEMENT. RUST OR MILL SCALE IS ALLOWED PROVIDED BAR WEIGHT AND DIMENSIONS CONFORM TO ASTM SPECIFICATIONS. ANY INTENDED
<br />COATINGS SHALL BE PER PLANS OR APPROVED BY THE STRUCTURAL ENGINEER OF RECORD PRIOR TO PLACEMENT,
<br />REINFORCING BARS, BOLTS, ANCHORS, DOWELS, AND METAL INSERTS SHALL BE SECURELY TIED IN POSITION PRIOR TO CONCRETE PLACEMENT.
<br />@STABBING" OR @WET STICKING" REINFORCING BARS, BOLTS, ANCHORS, DOWELS, AND METAL INSERTS IS NOT PERMITTED.
<br />DIMENSIONS OF REINFORCING BARS ARE TO BAR CENTERLINES, UNLESS NOTED OTHERWISE.
<br />REINFORCING BAR SPACING SHOWN W/IN THE PLANS ARE MAXIMUM ON CENTER DIMENSIONS.
<br />DETAILING (BENDS, HOOKS, SPLAYS, ETC.) SHALL BE IN ACCORDANCE WITH ACI 318 AND ACI 5P-66.
<br />REINFORCING BARS SHALL BE CONTINUOUS THRU COLD JOINTS, UNLESS NOTED OTHERWISE
<br />CORNER BARS SHALL BE PROVIDED AT ALL CORNERS OF WALL, GRADE BEAM, AND FOOTING INTERSECTIONS. CORNER BARS SHALL LAP WITH
<br />TYPICAL WALL REINFORCING AS SHOWN IN THE PLAN. ALL LAP SPLICES SHALL BE PER THE @TYPICAL REINFORCEMENT DEVELOPMENT AND
<br />SPLICE SCHEDULE", UNLESS NOTED OTHERWISE
<br />ALL OPENINGS IN CONCRETE SLABS, WALLS, ETC. MUST HAVE A (2) #5 MIN. UNLE55 NOTED OTHERWISE TRIM BARS ALL AROUND THE OPENING.
<br />TRIM BARS MUST EXTEND A MINIMUM OF 2'4' PAST EVERY CORNER.
<br />STRAIGHT DEVELOPMENT AND LAP SPLICES OF REINFORCING BARS SHALL CONFORM TO THE @TYPICAL REINFORCEMENT DEVELOPMENT AND
<br />SPLICE SCHEDULE", UNLESS NOTED OTHERWISE NO TACK WELDING OR REINFORCING BARS 15 PERMITTED.
<br />VERTICAL WALL REINFORCEMENT LAP SPLICES SHALL BE SPLICED AT OR NEAR FLOOR LINES. STAGGER SPLICES 50 THAT NO TWO ADJACENT
<br />BARS ARE SPLICED IN THE SAME LOCATION.
<br />SPLICE TOP BARS AT CENTER LINE OF SPAN AND BOTTOM BARS AT THE SUPPORT IN SPANDRELS, BEAMS, GRADE BEAMS, ETC., UNLE55
<br />NOTED OTHERWISE
<br />DOWELS BETWEEN FOOTINGS AND WALLS OR COLUMNS SHALL BE THE SAME GRADE, SIZE, AND SPACING OR NUMBER AS THE VERTICAL
<br />REINFORCING BARS, UNLESS NOTED OTHERWISE.
<br />WELDED WIRE FABRIC (WWF) SHALL BE PROVIDED IN FLAT SHEETS AND SHALL BE SUPPORTED ON CONTINUOUS SLAB BOLSTERS AND LAPPED
<br />THE GREATER OF ONE AND ONE-HALF MESH SPACES OR 6"
<br />REINFORCING BARS SHALL BE BENT COLD, AND NO METHOD OF FABRICATION SHALL BE USED WHICH WOULD BE INJURIOUS TO THE MATERIAL.
<br />HEATING OF BARS FOR BENDING 15 NOT PERMITTED,
<br />FIELD BENDING OF REINFORCING BARS PRIOR TO CONCRETE PLACEMENT AND REINFORCING BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE
<br />15 NOT PERMITTED UNLE55 APPROVED BY THE STRUCTURAL ENGINEER OF RECORD.
<br />CUTTING OF REINFORCING WHICH CONFLICTS WITH EMBEDDED OBJECTS 15 NOT PERMITTED.
<br />MECHANICAL SPLICE COUPLERS SHALL HAVE A CURRENT ICC-E5R APPROVAL REPORT AND SHALL BE CAPABLE OF DEVELOPING 125% OF THE
<br />SPLICED BAR'S YIELD STRENGTH. SUBMIT MECHANICAL SPLICE COUPLERS TO THE STRUCTURAL ENGINEER OF RECORD FOR REVIEW PRIOR TO
<br />PLACEMENT.
<br />CONTRACTOR 15 TO PROVIDE SUPPORTS FOR REINFORCING BARS TO MAINTAIN SPECIFIED CONCRETE COVER. SUPPORTS MUST CONFORM TO THE
<br />REQUIREMENTS IN CRSI MSP, CHAPTER 3 @BAR SUPPORTS"
<br />SEISMIC REQUIREMENTS:
<br />ALL REINFORCING BARS IN MOMENT FRAMES S SHEAR WALLS (INCLUDING COUPLING BEAMS $ WALL PIERS WITHIN A SHEAR WALL) SHALL
<br />CONFORM TO A5TM A706 GRADE 60 REINFORCING STEEL.
<br />ALTERNATIVELY, ASTM A615 GRADE 60 REINFORCING STEEL 15 PERMITTED IF A MILL CERTIFICATE 15 SUBMITTED TO THE STRUCTURAL
<br />ENGINEER OF RECORD FOR APPROVAL PRIOR TO FABRICATION THAT PROVIDES DOCUMENTATION SHOWING ALL OF THE BELOW REQUIREMENTS
<br />ARE SATISFIED.
<br />I. YIELD STRENGTH Fy BASED ON MILL TEST DOES NOT EXCEED SPECIFIED Fy BY MORE THAN IB,000 PSI
<br />2. THE RATIO OF THE ACTUAL TENSILE STRENGTH TO THE ACTUAL YIELD STRENGTH 15 AT LEAST 1.25
<br />3. THE MINIMUM ELONGATION IN 8 INCHES SHALL BE AT LEAST
<br />a. 14 PERCENT FOR BAR SIZES #3 THRU #6
<br />b. 12 PERCENT FOR BAR SIZES #7 THRU #11
<br />c. 10 PERCENT FOR BAR SIZES 14 AND #I8
<br />POST INSTALLED ANCHORS:
<br />REFERENCE STANDARDS:
<br />ACI 318-14 @BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE"
<br />TM5 402-16 @BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES"
<br />MATERIALS:
<br />SEE THE BELOW LIST OF ICC/ IAPMO EVALUATION REPORTS FOR THE ANCHORS SPECIFIED PER PLAN, NO ANCHOR SUBSTITUTIONS FROM THE
<br />ANCHORS SPECIFIED ON PLAN ARE PERMITTED WITHOUT PRIOR APPROVAL FROM THE STRUCTURAL ENGINEER OF RECORD.
<br />ADHESIVE ANCHORS:
<br />TO CONCRETE:
<br />DEWALT PUREIIO+ (ICC ESR-3298, ESR-32g8 LABC)
<br />HILTI HIT HY-200-R V3 (ICC E5R-4868, ESR-4668 LABC)
<br />- GROUTED MASONRY:
<br />DEWALT ACI00+ GOLD (ICC ESR-3200, ESR-3200 LABC)
<br />- HILTI HIT HY-270 (ICC ESR-4143, ESR-4143 LABC)
<br />UNGROUTED MASONRY:
<br />DEWALT ACI00+ GOLD W/ SCREEN TUBE (ICC ESR-3200, E5R-3200 LABC)
<br />- HILTI HIT HY-270 W/ SCREEN TUBE (ICC E5R-4143, E5R-4143 LABC)
<br />UNREINFORCED MASONRY:
<br />DEWALT ACI00+ GOLD W/ SCREEN TUBE (ICC ESR-4105, E5R-4105 LABC)
<br />HILTI HIT HY-270 W/ SCREEN TUBE (ICC ESR-4144, E5R-4144 LABC)
<br />MECHANICAL ANCHORS
<br />- TO CONCRETE:
<br />DEWALT POWER -STUD+ SD2 (ICC E5R-2502, ESR-2502 LABC)
<br />- DEWALT SCREW -BOLT+ (ICC E5R-388q, E5R-388q LABC))
<br />HILTI KWIK BOLT TZ2 (KB-TZ2) ([CC ESR-4266, ESR-4266 LABC)
<br />HILTI KWIK HU5-EZ (KH-EZ) (ICC E5R-3027, ESR-3027 LABC)
<br />GENERAL REQUIREMENTS:
<br />MANUFACTURER'S RECOMMENDATIONS AND ICC/IAPMO EVALUATION REPORT, NOTED ABOVE, SHALL BE FOLLOWED DURING THE PREPARATION AND
<br />INSTALLATION OF ALL GROUTED BOLTS, RODS, REINFORCING BARS, AND MECHANICAL ANCHORS.
<br />MASONRY INSTALLATION, UNLESS NOTED OTHERWISE: INSTALLATION SHALL BE IN GROUTED CELLS ONLY. IF EMBEDMENT MUST BE PROVIDED IN
<br />AN UN -GROUTED CELL, NEW GROUT SHALL BE ADDED AT THAT CELL EXTENDING TO THE HORIZONTAL BOND BEAM BELOW. ONE EMBEDDED ITEM
<br />ONLY PER GROUTED CELL IS ALLOWED AND NO EMBEDDED ITEMS ARE ALLOWED WITHIN 8" OF A FREE EDGE.
<br />INSTALLATION OF ADHESIVE ANCHORS HORIZONTALLY OR UPWARD INCLINED TO SUPPORT SUSTAINED TENSION LOADS SHALL BE PERFORMED BY
<br />PERSONNEL CERTIFIED BY AN APPLICABLE CERTIFICATION PROGRAM
<br />NO REINFORCING STEEL SHALL BE CUT TO INSTALL ANCHORS. DEFECTIVE OR ABANDONED HOLES SHALL BE FILLED WITH NON -SHRINK GROUT
<br />THAT AS A MINIMUM COMPRESSIVE STRENGTH THAT MATCHES THE ADJACENT CONCRETE/MASONRY GROUT COMPRESSIVE STRENGTH.
<br />SPECIAL INSPECTION REQUIREMENTS:
<br />WHERE SPECIAL INSPECTIONS ARE REQUIRED PER THE ANCHOR ICCAAPMO EVALUATION REPORT, INSPECTIONS SHOULD BE AS FOLLOWS:
<br />I) FOR ALL ANCHORS PRIOR TO CONCEALMENT, VERIFY: ANCHOR TYPE, ANCHOR DIMENSIONS, ANCHOR SPACING AND EDGE DISTANCE
<br />2) FOR EACH ANCHOR TYPE AND SIZE, THE INSPECTOR SHALL BE ONSITE TO CONTINUOUSLY INSPECT A MINIMUM OF (10) ANCHORS INSTALLED
<br />BY EACH INSTALLER FOR CONFORMANCE WITH THE APPLICABLE ICCAAPMO EVALUATION REPORT.
<br />IF THE TOTAL NUMBER OF ANCHORS INSTALLED BY EACH INSTALLER 15 LESS THAN (10) THEN ALL ANCHORS INSTALLED BY EACH
<br />INSTALLER SHALL BE INSPECTED FOR CONFORMANCE WITH THE APPLICABLE ICC/IAPMO EVALUATION REPORT
<br />PROVIDED ALL ANCHORS ARE INSTALLED CORRECTLY PER MANUFACTURER'S INSTRUCTIONS, PROVIDE PERIODIC INSPECTION ON A MINIMUM
<br />OF 10 PERCENT OF THE NEXT 1000 ANCHORS BY EACH INSTALLER AND A MINIMUM OF 5 PERCENT OF THE REMAINING ANCHORS BY EACH
<br />INSTALLER. INSPECTIONS SHOULD OCCUR ONCE A WEEK AT A RANDOM TIME WHILE ANCHOR INSTALLATION 15 ONGOING. ANY
<br />NON-COMPLIANCE ISSUES SHALL RESET THE INSPECTION REQUIREMENTS TO THE BEGINNING OF THIS SECTION. ALL NON -COMPLIANT
<br />ANCHORS SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER OF RECORD FOR REVIEW AND SHALL BE BROUGHT INTO COMPLIANCE
<br />EITHER THRU TESTING OR REINSTALLATION
<br />3) FREQUENCY OF TESTING EXCEEDING THE REQUIREMENTS LISTED IN ITEM 2 SHALL BE PER THE ICC/IAPMO EVALUATION REPORT
<br />REQUIREMENTS. d CBC SECTION Ig01.3.4 OR IgIOA.5 OF THE CSC.
<br />4) THE SPECIAL INSPECTOR SHALL PROVIDE DOCUMENTATION AT THE END OF ANCHOR INSTALLATIONS STATING THE MINIMUM NUMBER OF
<br />ANCHORS WERE INSPECTED.
<br />STRUCTURAL STEEL:
<br />REFERENCE STANDARDS:
<br />ANSI / AISC 303-16 @CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES"
<br />- AN51 / AISC 360-I6 @SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS"
<br />- 2014 RCSC @SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH -STRENGTH BOLTS
<br />- AWS DI.I-15 @STRUCTURAL WELDING CODE - STEEL"
<br />- AN51 / AISC 341-16 @SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS"
<br />- AWS DI.8-16 @STRUCTURAL WELDING CODE - SEISMIC SUPPLEMENT"
<br />MATERIALS:
<br />W It HT SHAPES: ASTM Agg2 (Fy=50 ksi).
<br />SQUARE OR RECTANGULAR STRUCTURAL TUBE (HS5): ASTM A500 GRADE C (Fy = 50 ksi)
<br />• ROUND STRUCTURAL TUBE (H55): ASTM A500 GRADE C (Fy = 46 ksi)
<br />PIPE MEMBERS: ASTM A53 GRADE B (Fy = 35 ksi)
<br />- PLATES, CHANNELS, ANGLES, � RODS: ASTM A36 (Fy = 36 ksi)
<br />PLATES (NOTED AS GRADE 50 ON DRAWINGS): ASTM A572 (Fy = 50 ksi)
<br />ALL STAINLESS STEEL: TYPE 316L (Fy = 30 ksi).
<br />MILD STEEL WELDING ELECTRODES: E70XX (70 ksi MIN.), UNLE55 NOTED OTHERWISE
<br />- STAINLESS STEEL WELDING ELECTRODES: E316 (70 ksi MIN.) W/ GMAC PROCESS, UNLESS NOTED OTHERWISE
<br />TYPICAL HIGH STRENGTH BOLTS: A5TM F3125 GRADE A325, UNLESS NOTED OTHERWISE
<br />AT CONNECTIONS SPECIFIED AS @SLIP CRITICAL" OR AT STRUCTURAL MEMBERS LABELED W/ @LFRS" ON THE PLANS PROVIDE ASTM F3125
<br />GRADE A325 BOLTS INSTALLED PER CRITERIA FOR SLIP CRITICAL CONNECTIONS W/ CLASS A FAYING SURFACES.
<br />ANCHOR BOLTS OR ANCHORS RODS: ASTM F1554 GRADE 36 (Fy = 36 ksi)
<br />-FURNISH ANCHOR RODS WITH MATCHING DOUBLE HEAVY HEX NUTS AT THE END EMBEDDED IN CONCRETE
<br />- WELDED HEADED STUDS (WH5) 3/4" OR 7/8": ASTM A108 - NELSON 53L OR ENGINEER APPROVED ALTERNATE
<br />- WELDED HEADED STUDS (WH5) 1/2" OR 5/8": ASTM A108 - NELSON H4L OR ENGINEER APPROVED ALTERNATE
<br />- DOWEL BAR ANCHORS: ASTM A4g6 NELSON D2L OR ENGINEER APPROVED ALTERNATE
<br />SPECIAL MATERIAL REQUIREMENTS FOR LATERAL FORCE RESISTING SYSTEMS (LFRS) IN SDC D, E, AND F:
<br />ALL MEMBERS WITH A @LFRS" DESIGNATION WHICH INCLUDES BUT 15 NOT LIMITED TO - MOMENT FRAMES, BRACED FRAMES, DRAGS, ETC.
<br />SHALL SATISFY THE FOLLOWING REQUIREMENTS FROM ANSI / AISC 341 SECT. Al
<br />ALL HOT ROLLED STEEL MEMBERS CONFORMING TO ANSI/ AISC 360 SECT. A3.Ic WITH FLANGES 1-1/2" THICK OR GREATER SHALL HAVE A
<br />MINIMUM CHARPY V-NOTCH (CVN) TOUGHNESS OF 20 ft-lb AT 70 deg F, TESTED IN THE ALTERNATE CORE LOCATION AS DESCRIBED IN A5TM
<br />A6 SUPPLEMENTARY REQUIREMENT 530.
<br />PLATES WITH A THICKNESS 2" OR GREATER SHALL HAVE A MINIMUM CHARPY V-NOTCH (CVN) TOUGHNESS OF 20 ft-lb AT 70 deg F,
<br />MEASURED AT ANY LOCATION PERMITTED BY A5TM A673, FREQUENCY P, WHERE THE PLATE 15 USED FOR THE BUILT-UP MEMBERS, STEEL
<br />CORES OF BUCKLING RESTRAINED BRACES, AND CONNECTION PLATES WHERE INELASTIC STRAIN UNDER SEISMIC LOADING IS EXPECTED.
<br />GENERAL REQUIREMENTS:
<br />DESIGN, FABRICATION, AND ERECTION OF STRUCTURAL AND MISCELLANEOUS STEEL SHALL CONFORM TO THE SPECIFICATIONS AND STANDARDS
<br />OF ANSI / AI5C 303 AND ANSI/ A15C 360.
<br />PROVIDE ONE COAT OF APPROVED SHOP PAINT MINIMUM TO ALL STEEL EXCEPT STEEL THAT 15 HOT DIPPED GALVANIZED, SPRAY FIREPROOFED,
<br />OR TO BE EMBEDDED IN CONCRETE.
<br />ALL STEEL EXPOSED TO WEATHER SHALL BE NOT DIPPED GALVANIZED, UNLESS NOTED OTHERWISE.
<br />THE LATERAL FORCE RESISTING SYSTEM (LFRS) INCLUDES ALL STRUCTURAL STEEL FRAMING MEMBERS CALLED OUT IN ELEVATIONS AND PLANS
<br />WITH A @LFRS" DESIGNATION.
<br />OPENINGS THRU BEAMS AND COLUMNS SHALL NOT BE PERMITTED UNLE55 APPROVED BY THE STRUCTURAL ENGINEER PRIOR TO CONSTRUCTION.
<br />ALL STRUCTURAL TUBES AND PIPES SHALL BE CAPPED W/ MIN. 1/4" PLATES AT ENDS.
<br />FOR MEMBERS AND CONNECTIONS THAT ARE PART OF THE LATERAL FORCE RESISTING SYSTEM (LFRS) DISCONTINUITIES CREATED BY ERRORS,
<br />FABRICATION OR ERECTION OPERATIONS, SUCH AS TACK WELDS, ERECTION AIDS, AIR ARC GOUGING AND THERMAL CUTTING SHALL BE REPAIRED
<br />AS REQUIRED BY THE STRUCTURAL ENGINEER OF RECORD.
<br />CONTRACTOR SHALL DESIGN AND SUPPLY ALL ADDITIONAL MISCELLANEOUS METALS THAT ARE INDICATED IN THE ARCHITECTURAL DRAWINGS OR
<br />THOSE METALS WHICH ARE FOUND TO BE NECESSARY TO SUPPORT THE ARCHITECTURAL FINISHES OR OTHER BUILDING SYSTEMS. ALL FRAMING
<br />AND CONNECTIONS DESIGNED BY THE CONTRACTOR SHALL NOT RESULT IN ECCENTRIC LOADS BEING APPLIED TO THE PRIMARY STRUCTURE OR
<br />LATERAL LOADS BEING APPLIED TO THE BOTTOM FLANGE OF STEEL BEAMS. SUBMIT CALCULATIONS STAMPED BY A STRUCTURAL ENGINEER
<br />LICENSED IN THE STATE OF THE PROJECT ALONG WITH SHOP DRAWINGS NOTING THE LOADING IMPOSED ON THE PRIMARY STRUCTURE,
<br />TEMPORARY BRACING OF STRUCTURAL STEEL ELEMENTS 15 THE RESPONSIBILITY OF THE CONTRACTOR. STRUCTURAL STABILITY SHALL BE
<br />MAINTAINED AT ALL TIMES DURING THE ERECTION PROCESS.
<br />THE CONTRACTOR 15 RESPONSIBLE FOR CONTACTING THE STRUCTURAL ENGINEER OF RECORD FOR ANY FIELD MODIFICATIONS OF ANCHOR BOLTS
<br />/ RODS, COLUMN BASE PLATES, AND STRUCTURAL FRAMING MEMBERS PRIOR TO FIELD MODIFICATIONS TAKING PLACE.
<br />GENERAL BOLTING REQUIREMENTS:
<br />ALL HIGH STRENGTH BOLT ASSEMBLIES SHALL BE IN ACCORDANCE WITH RCSC.
<br />ALL BOLTED CONNECTIONS NOT SPECIFIED AS SLIP CRITICAL SHALL BE INSTALLED AS BEARING TYPE CONNECTIONS WITH THREADS EXCLUDED
<br />FROM THE SHEAR PLANE (TYPE @XI') AND IN A @SNUG -TIGHTENED" CONDITION AS DEFINED PER RCSC UNLESS NOTED OTHERWISE IN THE PLANS.
<br />ALL BOLTED CONNECTIONS SPECIFIED AS SLIP CRITICAL OR AT MEMBERS WITH A @LFRS" DESIGNATION WHICH INCLUDES BUT 15 NOT LIMITED TO
<br />TYPICAL HOLE SIZES FOR STEEL TO CONCRETE / CMU CONNECTIONS MAY HAVE A MAXIMUM HOLE DIAMETER PER TABLE 14-2 OF THE AI5C
<br />CONSTRUCTION MANUAL AT COLUMN BASE PLATES. AT CONDITIONS OTHER THAN COLUMN BASEPLATES, THE MAXIMUM HOLE DIAMETER OVER THE
<br />NOMINAL BOLT DIAMETER SHALL BE
<br />PROVIDE HOT -DIPPED GALVANIZED @TYPICAL HIGH STRENGTH BOLT5" PER THE MATERIALS SECTION W/ GALVANIZED HARDENED WASHERS AND
<br />GALVANIZED HEX NUTS AT CONNECTIONS FOR ALL GALVANIZED MEMBERS.
<br />PROVIDE WASHERS FOR ALL BOLTS AS REQUIRED PER RCSC. AS A MINIMUM PROVIDE STANDARD CUT WASHERS UNDER ALL NUTS.
<br />GENERAL WELDING REQUIREMENTS:
<br />ALL WELDING PROCEDURES, ELECTRODES AND WELDER QUALIFICATIONS SHALL CONFORM TO THE REQUIREMENTS IN AW5 DI.I OR SET BY THE
<br />GOVERNING LOCAL JURISDICTION, WHICHEVER 15 MORE STRINGENT, FOR ARCH WELDING IN BUILDING CONSTRUCTION.
<br />ALL FIELD AND SHOP WELDING SHALL BE PERFORMED BY QUALIFIED WELDERS IN ACCORDANCE WITH AW5 DIJ OR THE GOVERNING JURISDICTION
<br />REQUIREMENTS, WHICHEVER 15 MORE STRINGENT.
<br />ALL WELD ELECTRODES SHALL CONFORM WITH THE SPECIFIED TENSILE STRENGTHS IN THE @MATERIALS" SECTION ABOVE. ELECTRODES MUST BE
<br />KEPT DRY AT ALL TIMES.
<br />WELDING OR TACKING OF HIGH -STRENGTH BOLTS 15 NOT PERMITTED.
<br />BUTT WELDS ARE TO BE A COMPLETE JOINT PENETRATION (CJP) WELD, UNLESS NOTED OTHERWISE. ALL EXPOSED BUTT WELDS SHALL BE
<br />GROUND SMOOTH.
<br />ALL FULL PENETRATION WELDS SHALL BE ULTRASONIC TESTED IN ACCORDANCE WITH AW5 DI.I.
<br />UNLESS A LARGER SIZE IS SPECIFIED, MINIMUM WELD SIZE SHALL BE 3/16" OR AS NOTED IN SECTION J.2b OF AISC 360, WHICHEVER 15 LARGER.
<br />FIELD WELDS HAVE BEEN INDICATED WHERE THEY ARE EXPECTED TO OCCUR AND ARE INTENDED ONLY TO AID THE CONTRACTOR IN
<br />DETERMINATION OF FIELD V5 SHOP WELDING, THE CONTRACTOR SHALL DETERMINE THE ACTUAL FIELD WELDING AS NEEDED FOR THE
<br />CONSTRUCTION SEQUENCE AND INCLUDE ALL ASSOCIATED C05TS WITHIN THEIR BASE BID.
<br />SEE @SPECIAL INSPECTIONS" SECTION FOR OTHER REQUIREMENTS REGARDING SPECIAL INSPECTIONS FOR WELDING OF STRUCTURAL STEEL
<br />ELEMENTS.
<br />SPECIAL WELDING REQUIREMENTS FOR LATERAL FORCE RESISTING SYSTEMS (LFRS) IN SDC D, E, AND F:
<br />ALL WELDING CONNECTIONS AT MEMBERS WITH A @LFRS" DESIGNATION WHICH INCLUDES BUT IS NOT LIMITED TO - MOMENT FRAMES, BRACED
<br />FRAMES, DRAGS, ETC. SHALL BE AS FOLLOWS AS REQUIRED PER ANSI / AISC 341 AND AWS DI.B:
<br />- ALL WELDING PROCEDURES, ELECTRODES AND WELDER QUALIFICATIONS SHALL CONFORM TO THE REQUIREMENTS IN AW5 DI.8
<br />CLEAN UP ALL THERMAL CUT EDGES BY GRINDING BEFORE WELDING.
<br />- ALL WELD ELECTRODES MUST HAVE A MINIMUM SPECIFIED CHARPY V-NOTCH (CVN) IMPACT TOUGHNESS AS REQUIRED IN AW5 DI.B TABLES
<br />6.1.
<br />ALL WELD CALLOUT5 WITH @DI,B-DC" W/IN THE TAIL NOTE SHALL USE WELD ELECTRODES THAT MUST HAVE A MINIMUM SPECIFIED CHARPY
<br />V-NOTCH (CVN) IMPACT TOUGHNESS AS REQUIRED IN AWS DI.8 TABLES 6.2. THE LOWEST ANTICIPATED SERVICE TEMPERATURE 15 50 deg F
<br />FOR THE DETERMINATION OF THE REQUIRED CHARPY V-NOTCH IMPACT TOUGHNESS.
<br />- ALL WELD TABS SHALL BE REMOVED, UNLESS NOTED OTHERWISE. GRIND ALL SURFACES PER AW5 DI.8 CLAUSE 6.16.
<br />- CONTINUITY AND STIFFENER PLATES PLACED INTO WEBS OF ROLLED SHAPES SHALL BE DETAILED IN ACCORDANCE WITH AWS D1.8 SECTION
<br />4.1.
<br />WELD ACCESS HOLES FOR DEMAND CRITICAL WELDS SHALL BE DETAILED PER AW5 DI.8 SECTION 6.11 OR AS PERMITTED PER ANSI / AISC
<br />SECTION J1.6.
<br />- BOTTOM BACKER PLATES: REMOVE ALL BACKER PLATES FROM BOTTOM FLANGE OF BEAM TO BEAM AND BEAM TO COLUMN CONNECTIONS.
<br />BACK GOUGE AND REINFORCE W/ A MINIMUM 5/16" FILLET WELD IN ACCORDANCE WITH AWS DI.8 SECTION 6.13 AND 6.14,
<br />TOP BACKER PLATES SHALL HAVE WELD TABS WHICH SHALL BE REMOVED, GRIND SMOOTH AND ULTRASONICALLY TEST AREAS OF WELD TAB
<br />REMOVAL.
<br />ALL TACK WELDS PART OF THE LFRS SYSTEM SHALL COMPLY WITH THE REQUIREMENTS OF AWS D1.8 SECTION 6.12.
<br />PROTECTED ZONE REQUIREMENTS:
<br />WHERE A PROTECTED ZONE(S) ARE DESIGNATED ON THE PLANS, ELEVATIONS OR DETAILS, IT SHALL COMPLY WITH THE FOLLOWING:
<br />- HOLES, TACK WELDS, ERECTION AIDS, AIR -ARC GOUGING, UNSPECIFIED THERMAL CUTTING, AND OTHER DISCONTINUITIES RESULTING FROM
<br />FABRICATION AND ERECTION PROCEDURES ARE NOT ALLOWED WITHIN THE PROTECTED ZONES. ALL SUCH OCCURRENCES SHALL IMMEDIATELY
<br />BE BROUGHT TO THE ATTENTION OF THE STRUCTURAL ENGINEER OF RECORD. THE CONTRACTOR SHALL BEAR THE COST INCLUDING BUT NOT
<br />LIMITED TO MATERIAL, LABOR, AND DESIGN FOR ANY REMEDIAL WORK REQUIRED.
<br />- STEEL HEADED STUD ANCHORS AND METAL DECKING ATTACHMENTS THAT PENETRATE THE BEAM FLANGE SHALL NOT BE PLACED ON BEAM
<br />FLANGES WAIN THE PROTECTED ZONE, EXCEPT AS SPECIFICALLY DESIGNATED IN ANSI / AISC 358.
<br />- ARC SPOT WELDS REQUIRED FOR METAL DECKING ATTACHMENT ARE PERMITTED.
<br />- WELDED, BOLTED, SCREWED, OR SHOT IN ATTACHMENTS FOR EDGE ANGLES, EXTERIOR FACADES, PARTITIONS, DUCT WORK, PIPING, OR
<br />OTHER CONSTRUCTION SHALL NOT BE PLACED IN PROTECTION ZONES,
<br />THE CONTRACTOR SHALL TAKE MEASURES TO PHYSICALLY INDICATE IN THE FIELD THE EXTENT OF THE PROTECTED ZONES, AS INDICATED IN
<br />THE PLANS, ELEVATIONS, AND DETAILS THROUGHOUT THE DURATION OF CONSTRUCTION. THE CONTRACTOR 15 RESPONSIBLE FOR
<br />COMMUNICATING THE RESTRICTIONS ASSOCIATION WITH THE PROTECTED ZONE TO ALL PARTIES PERFORMING WORK.
<br />- AT COMPLETION OF CONSTRUCTION, PROTECTED ZONES SHALL BE PERMANENTLY IDENTIFIED BY APPLICATION OF BRIGHT ORANGE OR RED
<br />PAINT, UNLESS NOTED OTHERWISE.
<br />DESIGN ARCHITECT
<br />SDH Architect
<br />2242 NW RESERVE CAMP CT
<br />BEND, OR 97703
<br />206.369.8881
<br />ROTC of WASHINGTON
<br />8905 Towne Center Drive, Suite 108
<br />San Diego, CA 92122
<br />CONSULTANT
<br />13226 NE 20TH ST, SUITE 100
<br />BELLEVUE, WA g8005
<br />425 614-094q / INFO@AU-ENG.COM
<br />JOB NO: 23136
<br />SEAL
<br />SOUTHPOINT PLAZA
<br />SUITE 1- REPAIR
<br />10121 EVERGREEN WAY #1
<br />EVERETT, WA
<br />ISSUED / REVISED DATE
<br />PERMIT SET 06.26.23
<br />PR01 10.24.23
<br />CITY OF EVERETT
<br />REVIEWED FOR PERMIT
<br />PERMIT SET 06.26.23
<br />GENERAL NOTES &
<br />ABBREVIATIONS
<br />S=002
<br />
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