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<br />CODES, STANDARDS AND SPECIFICATIONS
<br />15.
<br />GUSSET AND STIFFENER PLATES SHALL BE A MINIMUM OF 3/8" UNLESS NOTED OTHERWISE ON DESIGN DRAWINGS.
<br />d. PERFORM INSPECTIONS ON 25% OF THE JOINTS HAVING COMPLETE PENETRATION WELDS USING ONE OF THE
<br />STIFFENER PLATE THICKNESS SHALL BE THE SAME THICKNESS AS BEAM FLANGE, ROUNDED UP TO THE NEAREST 1/8".
<br />METHODS LISTED BELOW:
<br />16.
<br />CONNECTIONS AT BEAMS/COLUMNS WITH END PLATES SHALL HAVE SQUARE CUT OR MILLED ENDS.
<br />i. LIQUID PENETRATE INSPECTION: ASTM E165
<br />1CAWS
<br />E 7-16 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES.
<br />17.
<br />ALL COLUMN BASES, BASE PLATES, AND SPLICES SHALL BE FABRICATED, MILLED, AND FINISHED TO CONFORM TO
<br />ii. MAGNETIC PARTICLE INSPECTION: ASTM E109; PERFORMED ON THE ROOT PASS AND ON THE FINISHED WELD.
<br />C 360-16 SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS.
<br />THE REQUIREMENTS OF THE AISC SPECIFICATION, CHAPTER M2, PARAGRAPH 8 FOR "FINISH OF COLUMN BASES'; AND
<br />CRACKS OR ZONES OF INCOMPLETE FUSION OR PENETRATION ARE NOT ACCEPTABLE.
<br />C 303-16 CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES.
<br />AS APPLICABLE, PARAGRAPH 6 FOR "COMPRESSION JOINTS". PARAGRAPH 6 INCLUDES CONTACT SURFACES THAT
<br />iii. RADIOGRAPHIC INSPECTION: ASTM E94 AND ASTM E142; MINIMUM QUALITY LEVEL"2-2T".
<br />C 341-16 SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS.
<br />REQUIRE BEARING STRENGTH.
<br />iv. ULTRASONIC INSPECTION: ASTM E164.
<br />D1.1 STRUCTURAL WELDING CODE.
<br />18.
<br />SPLICES NOT INDICATED ON THE CONTRACT DRAWINGS SHALL BE SUBMITTED FOR APPROVAL BY MERRICK.
<br />FLORIDA BUILDING CODE, 7TH EDITION
<br />19.
<br />BASE PLATE TO COLUMN CONNECTIONS SHALL BE AS SHOWN ON STANDARD DRAWING UNLESS OTHERWISE
<br />SUPPLIER DOCUMENTATION
<br />C SPECIFICATIONS FOR STRUCTURAL JOINTS USING HIGH STRENGTH BOLTS.
<br />INDICATED ON DESIGN DRAWINGS.
<br />1. DOCUMENTATION SHALL BE SUBMITTED TO MERRICK, PRIOR TO THE START OF FABRICATION, IDENTIFYING THAT THE
<br />20.
<br />STRUCTURAL STEEL FABRICATOR SHALL FURNISH ALL ERECTION BOLTS, NUTS, WASHERS AND BEVELED WASHERS.
<br />SUPPLIER IS CURRENTLY CERTIFIED BY THE AISC QUALITY CERTIFICATION PROGRAM FOR STRUCTURAL STEEL
<br />GENERAL NOTES FOR STRUCTURAL STEEL
<br />21.
<br />EPDXY ADHESIVE SHALL BE USED FOR ATTACHING ANCHORING RODS INTO EXISTING CONCRETE, UNLESS NOTED
<br />FABRICATORS AND IS DESIGNATED AS AN AISC CERTIFIED FABRICATOR FOR COMPLEX STEEL BUILDING STRUCTURES.
<br />OTHERWISE. FOR DETAILS, SEE STANDARD ANCHOR RODS, SHEET 6004-SG-00-004.
<br />2. WELDING PROCEDURE SPECIFICATIONS AND CERTIFICATION OF ALL WELDERS, TRACKERS AND INSPECTORS THAT
<br />I.
<br />STRUCTURAL STEEL:
<br />MAY BE INVOLVED IN THE WORK SHALL BE SUBMITTED TO MERRICK PRIOR TO THE START OF FABRICATION.
<br />2
<br />1.
<br />MERRICK IS THE CONTRACTOR AND ENGINEER OF RECORD (EOR) PROVIDING CONTRACT DOCUMENTS WITH DESIGN
<br />III.
<br />DETAILS:
<br />3. THE SUPPLIER SHALL PREPARE SHOP AND ERECTION DRAWINGS IN ACCORDANCE WITH THE AISC CODE 303, AND THE
<br />DRAWINGS AND SPECIFICATIONS.
<br />1.
<br />HOLES REQUIRED FOR FIELD ERECTION SHALL BE DRILLED. NO BURNING SHALL BE PERMITTED UNLESS APPROVED
<br />FOLLOWING:
<br />2.
<br />SHOP FABRICATOR SHALL SUPPLY ALL MATERIALS UNLESS NOTED OTHERWISE.
<br />BY MERRICK. MINIMUM BOLT HOLE EDGE DISTANCE SHALL BE MAINTAINED PER TABLE J3.4 AISC SPECIFICATION.
<br />a. DRAWINGS SHALL PRECEDE FABRICATION. PRIOR TO PREPARATION OF SHOP DRAWINGS, THE SUPPLIER SHALL
<br />2.
<br />SHOP FABRICATOR SHALL REMOVE ALL BURRS AND SHARP EDGES AFTER FABRICATION.
<br />SUBMIT AN ERECTION AND DETAILING SEQUENCE PLAN FOR APPROVAL BY MERRICK.
<br />3.
<br />THE AISC MANUAL OF STEEL CONSTRUCTION, FOURTEENTH EDITION AND AISC 360 SPECIFICATIONS FOR STEEL
<br />BUILDINGS (AISC SPECIFICATION) SETS FORTH THE CRITERIA, MINIMUM REQUIREMENTS, AND LRFD PROVISIONS FOR
<br />3.
<br />COPES, BLOCKS, AND CUTS AT THE INTERSECTION OF THE HORIZONTAL AND VERTICAL CUTS (RE-ENTRANT CUT) ARE
<br />b. THE DRAWINGS SHALL INCLUDE COMPLETE INFORMATION FOR THE FABRICATION AND ERECTION OF THE
<br />THE DESIGN, FABRICATION, AND ERECTION OF STRUCTURAL STEEL. THE AISC 303 CODE OF STANDARD PRACTICE
<br />TO BE SHAPED TO A SMOOTH RADIUS TO PROVIDE A FILLET AT THIS POINT.
<br />STRUCTURE'S COMPONENTS, INCLUDING BUT NOT LIMITED TO THE LOCATION, TYPE, MEMBER SIZES AND
<br />(AISC CODE) SETS FORTH THE GOVERNING CRITERIA FOR THE TRADE PRACTICES INVOLVED IN THE DESIGN,
<br />4.
<br />MATERIAL SHALL BE STORED IN A LOCATION AND MANNER TO MINIMIZE DETERIORATION, INCLUDING NO GROUND
<br />LENGTHS, CONNECTION DETAILS, SIZE OF BOLTS, HOLES AND WELDS, BLOCKS, COPES, AND CUTS. AND
<br />REQUIRED NONDESTRUCTIVE TESTING OF WELDS. USE AWS STANDARD WELD SYMBOLS. SHOP DRAWINGS
<br />FABRICATION AND ERECTION OF STRUCTURAL STEEL. THESE CRITERIA GOVERN UNLESS OTHERWISE REQUIRED BY
<br />CONTACT. BOLTS, NUTS, AND WASHERS SHALL BE CLEAN OF DIRT AND RUST, AND SHALL BE LUBRICATED
<br />SHALL NOT BE REPRODUCTIONS OF CONTRACT DRAWINGS.
<br />THE CONTRACT DOCUMENTS, INCLUDING SPECIFICATIONS, AND DRAWINGS, AND SHALL INCLUDE MISCELLANEOUS
<br />IMMEDIATELY PRIOR TO INSTALLATION.
<br />c. WHERE MATERIAL IS MARKED "HOLD" ON THE CONTRACT DRAWINGS, THAT MATERIAL SHALL NOT BE DETAILED
<br />STEEL NOT OTHERWISE SPECIFIED.
<br />5.
<br />USE OF GAS -CUTTING TORCH IN THE FIELD SHALL NOT BE PERMITTED UNLESS APPROVED BY MERRICK.
<br />. . ,, ..... . ... . .. .♦.. .♦ . . . . . ♦ .♦ ♦ ♦♦ • ♦ of ♦ ...,.......♦.....„„...„......♦...♦....
<br />4.
<br />WELDING SHALL CONFORM TO THE LATEST AWS D1.1 SPECIFICATIONS. ELECTRODES SHALL BE CLASS E70XX. THE
<br />d. A POINT-TO-POINT LISTING OF FIELD BOLTS SHALL BE INCLUDED WITH THE SHOP AND ERECTION DRAWINGS.
<br />3
<br />SUB -CONTRACTOR SHALL SUBMIT FOR APPROVAL ALL JOINTS WHICH ARE NOT PRE -QUALIFIED. WELDING
<br />PROCEDURES WHICH ARE CONSIDERED PRE AS SPECIFIED IN AWS D1.1 WILL BE ACCEPTED WITHOUT
<br />IV.
<br />COATINGS
<br />e. DRAWINGS SHALL REFERENCE THE CONTRACT DRAWING NUMBER, REVISION, AND DETAIL.
<br />-QUALIFIED
<br />FURTHER QUALIFICATION. WELDED CONNECTION DESIGN SHALL CONFORM TO AISC 3LL UNLESS OTHERWISE
<br />1.
<br />ALL STRUCTURAL AND MISCELLANEOUS STEEL SHALL BE SHOP PRIMED WITH FABRICATOR'S STANDARD OFFERING,
<br />f. WHEN REQUIRED, THE DRAWINGS SHALL BEAR THE SEAL OF THE ENGINEER SHOWING THE STATE OF LICENSE
<br />INDICATED OR SPECIFIED.
<br />AFTER FABRICATION.
<br />FOR THE PROJECT LOCATION.
<br />5.
<br />SPECIFICATIONS FOR STRUCTURAL STEEL SHALL BE:
<br />4. THE SUPPLIER SHALL SUBMIT ONE (1) SET OF SHOP AND ERECTION DRAWINGS, FOR REVIEW AND APPROVAL BY
<br />ASTM A992, GRADE 50 - FOR W SHAPES;
<br />V.
<br />ERECTION
<br />MERRICK IN ACCORDANCE WITH THE FOLLOWING:
<br />ASTM A500 GRADE C - FOR HSS - SQUARE, RECTANGULAR, & ROUND SHAPES;
<br />1.
<br />THE STEEL ERECTION SUBCONTRACTOR (ERECTOR) SHALL CONDUCT ALL ERECTION WORK IN COMPLIANCE WITH
<br />a. SUBMITTED DRAWINGS WILL BE REVIEWED BY THE FOR FOR GENERAL ARRANGEMENT, DIMENSIONS AND
<br />ASTM A36 - FOR CHANNELS, ANGLES, & MISC STEEL;
<br />OSHA REGULATIONS.
<br />SUITABILITY. REVIEW BY THE FOR OF THE SHOP AND ERECTION DRAWINGS SHALL NOT BE CONSTRUED AS A
<br />ASTM A572, GRADE 50 - FOR PLATES;
<br />2.
<br />THE ERECTOR IS RESPONSIBLE FOR THE SAFETY OF ALL PERSONNEL AND PROPERTY DURING ERECTION OF STEEL.
<br />COMPLETE CHECK, BUT WILL INDICATE ONLY THAT THE GENERAL METHOD OF CONSTRUCTION AND DETAILING IS
<br />ASTM A53 - FOR PIPE;
<br />THE ERECTOR SHALL PROVIDE TEMPORARY SUPPORTS SUCH AS GUYS, BRACES, FALSEWORK, CRIBBING, OR
<br />SATISFACTORY. REVIEW OF SUCH DRAWINGS SHALL NOT RELIEVE THE SUPPLIER OF THE RESPONSIBILITY FOR
<br />UNLESS OTHERWISE NOTED OR INDICATED.
<br />ELEMENTS REQUIRED FOR A SAFE ERECTION OPERATION, AND SHALL WORK IN CONFORMANCE WITH APPLICABLE
<br />ANY ERROR WHICH MAY EXIST, AND SUPPLIER SHALL BE RESPONSIBLE FOR ALL DIMENSIONS, DETAIL DESIGN,
<br />OSHA STANDARDS.
<br />AND SATISFACTORY FABRICATION OF WORK.
<br />6.
<br />SHOP DRAWINGS WILL BE REVIEWED BY MERRICK FOR DESIGN ONLY. SUBSTITUTION OF MATERIALS, SIZES, OR
<br />3.
<br />THE ERECTOR SHALL CORRECT MINOR MISFITS AND FABRICATION ERRORS BY MODERATE AMOUNTS OF REAMING,
<br />b. MATERIAL SHALL NOT BE FABRICATED NOR DELIVERED TO THE JOBSITE BEFORE THE DRAWING REVIEW HAS
<br />SHAPES SHALL NOT BE MADE WITHOUT PRIOR APPROVAL BY MERRICK. ALL MATERIAL SHALL BE AS SPECIFIED OR
<br />CHIPPING, OR CUTTING (BURNING OF HOLES ARE NOT PERMITTED) AND BY THE DRAWING OF ELEMENTS INTO LINE
<br />BEEN COMPLETED WITH INDICATED REVISIONS.
<br />4
<br />SHOWN, AND SHALL BE NEW, UNLESS OTHERWISE NOTED.
<br />THROUGH THE USE OF DRIFT PINS. SUCH MODIFICATIONS TO BOLT HOLES AND SLOTS SHALL NOT RESULT IN HOLES
<br />7.
<br />THE LOCATION, SIZE AND CONDITION OF EXISTING STRUCTURES, EQUIPMENT, UTILITIES, SERVICES AND OTHER
<br />OR SLOTS THAT EXCEED THE DIMENSIONS AND TOLERANCES GIVEN IN TABLE 3.1 IN THE RCSC SPECIFICATION.
<br />RELEVANT ENGINEERING FEATURES SHALL BE VERIFIED PRIOR TO ERECTION TO DETERMINE CLEARANCES,
<br />4.
<br />REPORT ERRORS WHICH CANNOT BE CORRECTED BY THE FOREGOING MEANS TO THE FOR AND OBTAIN APPROVAL
<br />DIMENSIONS AND ERECTION PROCEDURES. THE SUBCONTRACTOR SHALL PROVIDE ADEQUATE BRACING AND
<br />TEMPORARY SUPPORTS FOR THE STABILITY OF ALL EXISTING RELEVANT FEATURES.
<br />OF THE METHOD OF CORRECTION.
<br />8.
<br />STRUCTURAL STEEL MEMBERS SHALL BE IDENTIFIED USING METAL TAGS AND/OR INDENTATIONS FOR MARK
<br />5.
<br />AN ERECTION PLAN SHALL BE SUBMITTED TO MERRICK FOR REVIEW AND APPROVAL AND FOR RECORD PURPOSES.
<br />NUMBERS AND MEMBER LABELS. IDENTIFICATION SHALL REMAIN LEGIBLE THRU CLEANING, PAINTING OR
<br />ERECTION SHALL BE IN ACCORDANCE WITH THE BUILDING CODES FOR THE JURISDICTION OF THE PROJECT AND
<br />GALVANIZING PROCESSES.
<br />OSHA STANDARDS.
<br />6.
<br />A PRE -CONSTRUCTION MEETING SHALL BE HELD TO REVIEW THE DETAILS OF THE STRUCTURAL SYSTEM AND
<br />II.
<br />CONNECTIONS:
<br />ERECTION PLAN, TO GAIN A CLEAR UNDERSTANDING OF THE PLANS, SPECIFICATIONS, TESTS, INSPECTIONS, AND
<br />WELDING PROCEDURES, AND TO REVIEW CRITICAL ERECTION AND CONSTRUCTION DETAILS. THE MEETING SHALL
<br />1.
<br />• • • • • • •• • • • • • • N • • •• • • STEEL8OLT5 PERASTOA325 WPE4•BOL-T6, WfT++ASTM • ♦
<br />♦
<br />INCLUDE THE ENGINEER OF RECORD, APPROPRIATE REPRESENTATIVES OF THE CONTRACTOR, AND APPLICABLE
<br />A563 NUTS, AND ASTM F436 WASHERS. BOLTED CONNECTIONS SHALL CONFORM TO THE AISC SPECIFICATION AND AS
<br />SUBCONTRACTORS. ITEMS FOR DISCUSSION SHALL INCLUDE: RESPONSIBILITIES OF VARIOUS PARTIES, WELDING
<br />5
<br />NEEDED, THE RCSC SPECIFICATION (RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS), UNLESS OTHERWISE
<br />PROCEDURES, PROCESSES, AND SEQUENCE, TESTING AND INSPECTION REQUIREMENTS AND PROCEDURES, AND
<br />NOTED, REQUIRED OR SPECIFIED. ALL BOLTED CONNECTIONS SHALL BE SNUG TIGHT AND THREADS MAY BE
<br />OTHER ITEMS DEEMED NECESSARY BY THE ATTENDEES.
<br />INCLUDED IN THE SHEAR PLANE. AS DESIGNATED ON THE DRAWINGS, PRE -TENSIONED BOLTS SHALL BE INSTALLED,
<br />TENSIONED AND INSPECTED BY THE TURN -OF -NUT METHOD.
<br />7.
<br />ERECTION BOLTS, COLUMN BASE PLATE SHIMS, AND TEMPORARY FASTENINGS REQUIRED FOR ERECTION SHALL BE
<br />2.
<br />OPTION AS APPROVED: PRE -TENSIONED BOLTS MAY BE INSTALLED, TENSIONED AND INSPECTED BY DIRECT TENSION
<br />FURNISHED BY THE ERECTOR.
<br />INDICATORS. THE INDICATORS SHALL BE MANUFACTURED BY TURNASURE LLC, INC. OR APPROVED EQUAL AND SHALL
<br />8.
<br />AFTER FINAL POSITIONING OF STEEL, PROVIDE FULL BEARING UNDER BASE PLATES USING ASTM C1107 NONSHRINK
<br />CONFORM TO ASTM F959. FOR DIRECT TENSION INDICATORS, INCLUDE AN EXTRA 2% TO ALLOW FOR WASTE IN FIELD.
<br />GROUT MASTER BUILDERS MASTERFLOW 713, OR APPROVED ALTERNATE. PLACE NONSHRINK GROUT IN
<br />DIRECT TENSION INDICATORS SHALL NOT BE ASSEMBLED TO BOLT/NUT ASSEMBLIES UNTIL VERIFICATION OF EACH
<br />ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS.
<br />LOT HAS BEEN CONFIRMED AND ARE IN CONFORMANCE TO THE SPECIFICATION ASTM F959.
<br />3.
<br />HIGH STRENGTH NUTS SHALL BE LUBRICATED AS NOTED ON TABLE 2.1 IN THE RCSC SPECIFICATION.
<br />VI.
<br />TESTING
<br />1.
<br />A QUALIFIED AND INDEPENDENT TESTING AND INSPECTION AGENCY SHALL WORK TO PERFORM TESTS, PREPARE
<br />4.
<br />REUSE OF HIGH STRENGTH BOLTS AND NUTS IS PROHIBITED.
<br />TEST REPORTS, AND SHALL INSPECT CONNECTIONS, BOTH WELDED AND BOLTED. WORK SHALL FOLLOW AGENCY
<br />5.
<br />UNLESS NOTED OTHERWISE, ALL WELDS SHALL BE FILLET WELDED AND SIZED 1116" LESS THAN THE THINNER PART,
<br />PROCEDURES, AS APPROVED BY MERRICK, AND SHALL PROVIDE INDEPENDENT AND VERIFIABLE RESULTS FOR
<br />6
<br />BUT NOT LESS THAN 3/16". WELDS SHALL BE SIZED TO TRANSMIT THE MAXIMUM CALCULATED FORCE, IN
<br />QUALITY ASSURANCE AND QUALITY CONTROL (QA/QC). THE SUBCONTRACTOR SHALL REMAIN SOLELY RESPONSIBLE
<br />ACCORDANCE WITH THE AISC SPECIFICATION.
<br />FOR ALL WORK PERFORMED, REGARDLESS OF THE DEGREE OF INSPECTION PROVIDED BY MERRICK.
<br />6.
<br />SHOP CONNECTIONS MAY BE WELDED OR BOLTED UNLESS NOTED OR DETAILED ON DESIGN DRAWINGS.
<br />2.
<br />THE TESTING AGENCY SHALL CONDUCT AND INTERPRET THE TESTS, STATE IN EACH REPORT WHETHER THE TEST
<br />7.
<br />ALL CONNECTIONS, NOT OTHERWISE DETAILED NOR SPECIFIED ON THE CONTRACT DOCUMENTS, SHALL BE
<br />SPECIMENS COMPLY WITH CONTRACT DOCUMENTS, OR NOT, AND SPECIFICALLY STATE ANY DEVIATIONS IN
<br />DESIGNED AND SUBSTANTIATED BY THE FABRICATOR'S ENGINEER. THE CONNECTIONS SHALL INCLUDE THE
<br />CONSTRUCTION FROM THE CONTRACT DOCUMENTS.
<br />SIMULTANEOUS APPLICATION OF COMPONENT LOADS AS SHOWN ON THE MEMBER CONNECTIONS.
<br />3.
<br />FABRICATOR SHALL PROVIDE ACCESS FOR THE TESTING AGENCY TO PLACES WHERE STRUCTURAL STEEL WORK IS
<br />a. FABRICATOR'S CALCULATIONS. SHOP AND ERECTION DRAWINGS SHALL BE SUBMITTED FOR REVIEW AND
<br />BEING FABRICATED OR PRODUCED. THE STEEL FABRICATOR SHALL INFORM MERRICK WHEN FABRICATION WILL
<br />APPROVAL BY MERRICK. THE SUBMITTAL PROCESS SHALL BE FACILITATED BY 30-DAY-ADVANCE CALCULATIONS
<br />START AND SCHEDULE THE SHOP DRAWINGS TO FOLLOW IN THE ORDER OF FABRICATION FOR THE MEMBERS.
<br />TO MERRICK TO ALLOW A COMPREHENSIVE REVIEW.
<br />4.
<br />TEST REPORTS SHALL BE FURNISHED ON ALL NEW STRUCTURAL STEEL.
<br />b. THE SUBMITTAL SHALL INCLUDE ADEQUATE DOCUMENTATION TO SHOW MEANS AND METHODS, AND WITH
<br />5.
<br />STRUCTURAL TESTS AND SPECIAL INSPECTIONS SHALL BE PERFORMED, WITH A FREQUENCY IN ACCORDANCE WITH
<br />SKETCHES AND DETAILS. THE SUBMITTAL SHALL FACILITATE REVIEW BY PROVIDING A MEANS BY WHICH THE
<br />THE AISC SPECIFICATION 360, THE AISC CODE 303 AND THE IBC, SECTION 1704.
<br />CALCULATIONS AND SUBSTANTIATING INFORMATION CAN BE REFERENCED TO THE DRAWINGS AND
<br />CONNECTIONS.
<br />6.
<br />DEFICIENCIES IN STRUCTURAL STEEL WORK SHALL BE CORRECTED RESPECTIVELY BY THE SHOP FABRICATOR AND
<br />7
<br />c. THE ENGINEER SHALL PROVIDE A LETTER STATING THAT THE DRAWINGS PROPERLY INCORPORATE THE
<br />•♦♦••••••••••••••♦•♦»♦♦♦♦♦•♦•♦••♦•»••••.♦♦♦»••»••♦•'•••••.••••••••••♦•••••♦•••♦»»•••♦•.•••••••••♦♦•••••••.••♦♦♦♦♦.••••••••••••••••••••'♦•♦•••♦♦•♦♦•♦♦♦••'•••••••••'••••••♦.♦♦••♦•♦•••♦•♦•♦•♦•♦•♦•♦♦♦•♦
<br />THROUGH INSPECTIONS AND LABORATORY TEST REPORTS WHICH INDICATE NON-COMPLIANCE WITH CONTRACT
<br />CONNECTION DESIGNS. THE SUBMITTAL SHALL BEAR THE SEAL OF THE ENGINEER SHOWING THE STATE OF
<br />.
<br />LICENSEFOR THE PROJECT LOCATION.
<br />................... „........ , .............. ...... N ...... N. . . .... . . .... . . . . . „ .. „ .............................
<br />BE PERFORMED AS NECESSARY TO RECONFIRM ANY DEVIATIONS OF THE ORIGINAL WORK, OR TO SHOW
<br />♦.................................................................................
<br />9.
<br />CONNECTION DESIGN CRITERIA SHALL USE LRFD (LOAD AND RESISTANCE FACTORED DESIGN) PER AISC
<br />COMPLIANCE OF CORRECTED WORK.
<br />SPECIFICATIONS AND LOAD INFORMATION SHALL BE SHOWN AS FACTORED.
<br />7.
<br />BOLTED CONNECTIONS: SHOP AND FIELD.
<br />10.
<br />SHEAR CONNECTIONS SHALL BE DESIGNED AS SHOWN, PER STANDARD DETAILS. WHERE NOT SHOWN, SHEAR
<br />a. INSPECT IN ACCORDANCE WITH RCSC SPECIFICATIONS FOR HIGH STRENGTH BOLTS, FOR BOLTS IN
<br />CONNECTIONS SHALL BE BOLTED DOUBLE ANGLES, AS APPROVED BY MERRICK. BOLTED & WELDED SHEAR
<br />SHEAR/BEARING CONNECTIONS. A MINIMUM OF TWO BOLTS PER CONNECTION SHALL BE INSPECTED.
<br />CONNECTIONS SHALL BE DESIGNED TO SUPPORT THE LOADS GIVEN ON THE DRAWINGS AND PROVIDE CAPACITY PER
<br />b. MATERIAL TEST REPORTS FOR DIRECT TENSION INDICATORS SHALL BE IN COMPLETE CONFORMANCE TO THE
<br />THE AISC SPECIFICATION.
<br />REQUIREMENTS OF ASTM F959 AND SHALL, AS A MINIMUM, INCLUDE THE FOLLOWING:
<br />11.
<br />SHEAR CONNECTIONS MAY USE SHORT SLOTTED HOLES TRANSVERSE TO DIRECTION OF LOAD IN ACCORDANCE WITH
<br />i. MANUFACTURER
<br />THE AISC SPECIFICATION. THE MINIMUM LENGTH OF CONNECTION ANGLE SHALL BE AT LEAST ONE-HALF THE "T"
<br />DIMENSION OF THE SUPPORTED MEMBER. AS MINIMUM CRITERIA, TAB PLATES SHALL BE 3/81, THICK WITH SHORT
<br />ii. BOLT TENSION
<br />$
<br />SLOTTED HOLES AND 1/4" FILLET WELDS.
<br />iii. AVERAGE GAP OPENING
<br />12.
<br />MOMENT CONNECTIONS SHALL BE DESIGNED FOR THE MOMENTS AS SHOWN ON THE DRAWINGS AND FOR THE
<br />8.
<br />WELDING: SHOP AND FIELD
<br />LOADS AS DESCRIBED ABOVE. WHERE MOMENT CONNECTION (MC) IS SHOWN AND THE MOMENT IS NOT DEFINED, THE
<br />a. ALL WELDERS SHALL BE AMERICAN WELDING SOCIETY (AWS) CERTIFIED FOR THE TYPES OF WELDS THEY WILL BE
<br />CONNECTION SHALL BE DESIGNED FOR THE FULL CAPACITY OF THE BEAM. WHERE MOMENT CONNECTION IS
<br />PERFORMING.
<br />DETAILED ON DESIGN DRAWING, CONNECTION SHALL BE FABRICATED AS SHOWN.
<br />b. ALL WELDS SHALL BE 100% VISUALLY INSPECTED. CLEAN AND VISUALLY EXAMINE EACH PASS FOR SLAG, CRACKS
<br />13.
<br />BRACING CONNECTIONS, IN BOTH HORIZONTAL AND VERTICAL PLANES SHALL BE DESIGNED FOR THE FORCES
<br />OR OTHER INJURIOUS DEFECTS PRIOR TO THE DEPOSITION OF ANY SUCCEEDING WELD PASSES. WELDS SHALL
<br />SHOWN ON THE DRAWINGS IF NOT SHOWN CONNECTIONS SHALL BE DESIGNED FOR 30 KIPS AND FABRICATOR SHALL
<br />BE INSPECTED AT A SUITABLE MAGNIFICATION AND UNDER ADEQUATE LIGHTING CONDITIONS FOR DEFECTS AND
<br />irs
<br />PROVIDE (2) HIGH STRENGTH BOLTS, MINIMUM, AT EACH CONNECTION PER DETAILS SHOWN ON DRAWINGS. COMPLIANCE WITH THE APPLICABLE WORKMANSHIP REQUIREMENTS.
<br />14. BRACING IN HORIZONTAL PLANE SHALL BE ATTACHED AS NEAR THE COMPRESSION TOP FLANGE AS POSSIBLE FOR c. WELDS, WHICH CONTAIN DEFECTS OR FAIL TO SATISFY THE APPLICABLE WORKMANSHIP REQUIREMENTS, SHALL
<br />BEAMS. THE WORKING POINT OF HORIZONTAL BRACES SHALL INTERSECT THE CENTERLINE OF BEAMS NEAR THE BE REPAIRED BY THE SUBCONTRACTOR AND REINSPECTED AT NO ADDITIONAL EXPENSE TO THE OWNER OR
<br />COLUMNS, BUT WITHOUT INTERFERENCE TO THAT CONNECTION. MERRICK.
<br />1
<br />ISSUED FOR CONSTRUCTION
<br />07/15/22
<br />CSO
<br />WLK
<br />BES
<br />LEF
<br />AJD
<br />0
<br />ISSUE FOR PERMIT
<br />06/24/22
<br />CSO
<br />WLK
<br />BES
<br />LEF
<br />AJD
<br />REV
<br />REVISION DESCRIPTION
<br />DATE
<br />DRINJ
<br />DSGN
<br />CHKD
<br />QC
<br />APPD
<br />REF. DWG. NO
<br />REFERENCE DRAWING TITLE
<br />PRINTED COPIES OF THIS DOCUMENT ARE
<br />NOT CONSIDERED SIGNED AND SEALED AND
<br />THE SIGNATURE MUST BE VERIFIED ON
<br />ELECTRONIC COPIES.
<br />CLIENT PROJECT NO.:
<br />❑0❑
<br />❑MI
<br />1013 MERRICK
<br />❑0❑ .. :_-
<br />MERRICK PROJECT NO.: 3021600491
<br />SCALE:
<br />I I J
<br />TITLE:
<br />BLUE TRITON ZEPHYRHILLS
<br />STRUCTURAL
<br />STEEL GENERAL NOTES
<br />REVISION: DRAWING NO.: SHEET NO.:
<br />1 6004-SG-00-002 1 OF 1
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<br />p7
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