STEEL NOTES
1.ALL STRUCTURAL STEEL CONNECTIONS NOT SHOWN ON THE DRAWINGS SHALL BE DESIGNED AND STAMPED BY A REGISTERED PROFESSIONAL ENGINEER.
2.DETAILING, FABRICATION AND ERECTION OF STRUCTURAL STEEL SHALL CONFORM TO THE REQUIREMENTS OF THE AISC "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS, ALLOWABLE STRESS DESIGN AND PLASTIC DESIGN", NINTH EDITION.
3.STRUCTURAL STEEL FABRICATION SHALL BE PERFORMED BY AN AISC CERTIFIED FABRICATOR. [ENGINEER: CERTIFICATION LEVELS INCLUDE - (Sbd)CONVENTIONAL STEEL BUILDINGS,(Cbd)COMPLEX STEEL BUILDINGS, (MB)METAL BUILDING SYSTEMS, (P)SOPHISTICATED PAINT SYSTEM ENDORSEMENT, (F)FRACTURE CRITICAL MEMBERS ENDORSEMENT. FOR ADDITIONAL INFORMATION AND CATEGORIES RELATED TO BRIDGES REFER TO DECEMBER, 1997 MODERN STEEL CONSTRUCTION MAGAZINE.]
4.STRUCTURAL STEEL ERECTION SHALL BE PERFORMED BY AN AISC CERTIFIED ERECTOR. [ENGINEER: CERTIFICATION LEVELS INCLUDE - CERTIFIED STEEL ERECTOR (BUILDINGS UP TO 10 STORIES) AND CERTIFIED ADVANCED STEEL ERECTOR (LARGE BUILDINGS, MAJOR BRIDGES, BUILDINGS MORE THAN 10 STORIES, REPAIR AND REHABILITATION OF EXIST. STRUCTURES, CONSTRUCTION FROM WATER, COMPOSITE CONSTRUCTION, AND CLOSE TOLERANCE STRUCTURES)]
5.STRUCTURAL STEEL SHALL CONFORM TO THE REQUIREMENTS OF ASTM A572, GRADE 50 (Fy=50 KSI). MISCELLANEOUS PLATES, CLIP ANGLES, AND CONNECTION PIECES SHALL BE FABRICATED FROM ASTM A36 (FY=36 KSI).
6.SQUARE AND RECTANGULAR STEEL TUBING SHALL CONFORM TO THE REQUIREMENTS OF ASTM A500 GRADE B (Fy=46 KSI). ROUND STRUCTURAL STEEL TUBING SHALL CONFORM TO ASTM A53 TYPE E OR S, GRADE B (FY=35 KSI).
7.SHOP CONNECTIONS SHALL BE MADE BY WELDING OR HIGH STRENGTH BOLTING USING 3/4" DIAMETER BOLTS.
8.WELDING SHALL CONFORM TO THE CURRENT SPECIFICATIONS OF THE AMERICAN WELDING SOCIETY, AND SHALL COMPLY WITH ALL LOCAL LAWS AND ORDINANCES. WELDING ELECTRODES SHALL BE E70 SERIES. MINIMUM FILLET WELD SIZE SHALL BE 3/16".
9.WELDS SHOWN ON THE DRAWINGS ARE THE MINIMUM SIZE REQUIRED BY DESIGN FORCES. THE FABRICATOR'S DRAWINGS SHALL SHOW ALL WELDS AND THEY SHALL CONFORM TO AWS SPECIFICATIONS.
10.ALL WELDING SHALL BE PERFORMED BY AWS CERTIFIED WELDERS FOR THE APPLICABLE WELD TYPE. WELDING INSPECTORS CERTIFIED IN ACCORDANCE WITH AWS SHALL PERFORM A VISUAL INSPECTION AND TESTING OF WELDS IN ACCORDANCE WITH THE SPECIFICATIONS. ANY DEFECTIVE WELDS SHALL BE CORRECTED AT NO ADDITIONAL EXPENSE TO THE OWNER.
11.FIELD CONNECTIONS SHALL BE MADE WITH 3/4" DIAMETER HIGH STRENGTH BOLTS CONFORMING TO ASTM A325. CONNECTIONS SHALL BE DESIGNED AS SHEAR/BEARING TYPE WITH THREADS IN THE SHEAR PLANE. WHERE INDICATED, HIGH STRENGTH BOLTS SHALL BE FULLY PRETENSIONED. GIRT CONNECTIONS MAY BE MADE USING 3/4" A307 BOLTS.
12.OWNERS TESTING AGENT SHALL MONITOR HIGH STRENGTH BOLT TIGHTENING OPERATIONS AND VERIFY BOLT PRETENSION FOR HIGH STRENGTH BOLTS IN ACCORDANCE WITH THE SPECIFICATIONS.
13.HARDENED WASHERS SHALL BE INSTALLED OVER SHORT SLOTTED OR OVERSIZED HOLES OCCURRING IN THE OUTER PLY OF THE CONNECTION. A PLATE WASHER OF AT LEAST 5/16" THICKNESS WITH STANDARD HOLES SHALL BE INSTALLED OVER LONG SLOTTED HOLES OCCURRING IN AN OUTER PLY OF A CONNECTION.
14.DOUBLE ANGLE FILLER PLATES AND THEIR CONNECTIONS ARE NOT SHOWN. PROVIDE FILLER PLATES AND CONNECTIONS IN ACCORDANCE WITH AISC SPECIFICATIONS. FOR COMPRESSION MEMBERS PROVIDE A MINIMUM OF TWO FILLER PLATES BETWEEN BRACE POINTS OF THE MEMBER. FOR TENSION MEMBERS LENGTHS LESS THAN OR EQUAL TO 10'-0", FILLER PLATES ARE NOT REQUIRED. FOR TENSION MEMBERS LONGER THAN 10'-0", PROVIDE FILLER PLATES AT EQUAL SPACES NOT EXCEEDING 10'-0" O.C.
15.GUSSET PLATE THICKNESSES NOT INDICATED ON THE DRAWINGS, SHALL BE 3/8" THICK MINIMUM.
16.BEAM CONNECTIONS SHALL BE STANDARD FRAMED OR SEATED CONNECTIONS AS SHOWN IN PART 4 OF THE AISC "MANUAL OF STEEL CONSTRUCTION", NINTH EDITION. UNLESS GREATER REACTIONS ARE INDICATED ON THE DRAWINGS, CONNECTIONS SHALL DEVELOP AT LEAST ONEHALF OF THE TOTAL UNIFORM LOAD CAPACITY TABULATED IN THE TABLES OF THE MANUAL FOR THE GIVEN SHAPE AND SPAN OF THE BEAM IN QUESTION. IN NO CASE, HOWEVER, SHALL THE LENGTH OF THE FRAMED CONNECTIONS BE LESS THAN ONEHALF OF THE "T" DIMENSION OF THE BEAM WEB. IN ADDITION, ALL BEAM CONNECTIONS TO COLUMNS SHALL BE FULL DEPTH CONNECTIONS WITH THE MAXIMUM NUMBER OF BOLTS AND A MINIMUM CONNECTION ANGLE THICKNESS OF 3/8". ALL CONTACT SURFACES FOR SLIP CRITICAL TYPE CONNECTIONS SHALL BE FREE OF PAINT, OIL OR OTHER FOREIGN MATERIALS.
17.BRACING CONNECTIONS SHALL BE DESIGNED AND DETAILED SO THAT ALL FORCE COMPONENTS CAN BE DELIVERED DIRECTLY TO THE INTERSECTION OF THE WORKLINES OF THE MEMBERS.
18.CONNECTIONS FOR TRUSSES, BOTTOM CHORD BRACING, SWAY FRAMES, XBRACING, AND SIMILAR TYPE MAIN BRACING MEMBERS SHALL DEVELOP THE FORCES INDICATED ON THE DRAWINGS. IF NO FORCES ARE SHOWN ON THE DRAWINGS, THE CONNECTIONS SHALL BE DESIGNED TO CARRY THE TENSILE CAPACITY OF THE MEMBER. THERE SHALL BE A MINIMUM OF TWO BOLTS PER CONNECTION.
19.CONNECTIONS FOR LACING AND SIMILAR TYPE SECONDARY BRACING MEMBERS SHALL BE DESIGNED TO CARRY A MINIMUM OF 6 KIPS.
20.SHOP DRAWINGS SHOWING ALL STRUCTURAL STEEL CONSTRUCTION SHALL BE SUBMITTED FOR REVIEW AND APPROVAL BY THE ENGINEER UNLESS SPECIFICALLY NOTED OTHERWISE. MINIMUM SHOP DRAWING REQUIREMENTS ARE TO SHOW ALL CONNECTION DETAILS WITH NUMBER AND SIZE OF BOLTS, CLIP ANGLES, WELDS, COPES, AND OTHER ITEMS AS SHOWN BY THE AISC SHOP DRAWING MANUAL.
21.SIGN CONVENTION FOR AXIAL FORCES IN MEMBERS ARE AS FOLLOWS:
(+) INDICATES TENSION IN MEMBER
() INDICATES COMPRESSION IN MEMBER.
22.CONTACT SURFACES AT SPLICES AND BEARING ENDS OF COMPRESSION MEMBERS, AND COLUMN BASES AND BASE PLATES SHALL BE FINISHED IN ACCORDANCE WITH AISC "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS" CHAPTER M.
23.COLUMN ANCHOR BOLT HOLES SHALL BE OVERSIZED IN ACCORDANCE WITH RECOMMENDATIONS OF AISC "STRUCTURAL STEEL DETAILING MANUAL". BASE PLATE CONNECTIONS ARE NOT DESIGNED TO PROVIDE STABILITY OF COLUMNS DURING ERECTION. COLUMNS SHALL BE TEMPORARILY BRACED BY ERECTOR PRIOR TO RELEASE OF THE COLUMN FROM THE HOISTING EQUIPMENT. LEVELING NUTS OR SCREWS SHALL NOT BE PERMITTED TO SUPPORT THE WEIGHT OF THE COLUMN. ALL BASE PLATES SHALL BE SHIMMED.
24.STEEL WORK WHICH IS ENCASED IN CONCRETE SHALL NOT BE PAINTED.
25.NO OPENINGS SHALL BE CUT IN STRUCTURAL MEMBERS.
26.WELDS FOR EXTERIOR STEEL (EXPOSED TO WEATHER) SHALL BE CONTINUOUS ON TOP AND SIDES TO SEAL CONTACT SURFACES.
27.PROVIDE NEW BOLTS, NUTS AND WASHERS FOR ALL RELOCATED MEMBERS AND ALL EXISTING BOLTS REMOVED AND REPLACED FOR ERECTION OFNEW FRAMING.
28.FIELD PAINT ALL PORTIONS OF COLUMNS BELOW GRADE WITH BITUMINOUS PAINT.
29.UNLESS OTHERWISE NOTED ON THE DRAWINGS, ALL SAG RODS SHALL BE CENTERED ON THE WIND GIRTS, AND SHALL BE PROVIDED WITH NUTS BOTH ABOVE AND BELOW THE WIND GIRT. TIGHTEN THE NUTS TO ALLOW LATERAL BRACING OF THE WIND GIRT.