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GENERAL NOTES: STRUCTURAL STEEL: ADH�SIVE ANCHORS: AB B R E�IATI 0 �l S :
<br /> 1. FOR POST-INSTALLED ADHESIVE ANCHORS IN70 CONCRETE, PRODUCTS SHALL HAVE
<br /> 1. DESIGN IS BASED ON THC INTERNATIONAL BUILDING CODE, IBC 2012 AND THE 1. ALL STRUCTURAL STEEL SHALL HAVE THE FOLLOWING ASTM SPECIFICAl'ION AND BEEN TESTED AND QUALIFIED FOR USE IN ACCORDANCE WITH AC1355.4 AND ICC-ES AFF ABOVE FINISHED FLOOR LG LONG
<br /> STATE OF WASHINGTON/��1�NDMENTS. YIELD STRENGTHS UNO: AC308. PRE-APPROVED ADHESIVES INCLUDE: ACI AMERICAN CONCRETE LLH LONG LEG HORIZONTAL
<br /> 2. ALL MATERIALS AND WORKMANSHIP SHALL COMPLY WITH PROJECT DRAW►NGS AND W& WT SHAPES ------------------- FY = 50 KSI A992, GRADE 50 INSTITUTE
<br /> SPECIFICATIONS. � � A. SIMPSON STRONG-TIE "SET XP" (ICC-ES �SR-2508) LLV LONG LEG VERTICAL
<br /> CRANE RUNWAY W SHAPES ------------- FY = 50 KSI (PREFERRED = A913) B. HIT-HY200 ADHESIVE ANCHORING SYSTEM (ICC-ERS-3187) AISC AMERICAN INSTITUTE OF LP LOW POINT
<br /> 2� LT GA LIGHT GAGE �
<br /> 3. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, CONNECTIONS, EMBED PLATE (ACCEPTABLE = A992) STEEL CONSTRUCTION L
<br /> AND ANCHOR BOLT LOCATIONS FROM EQUIPMENT MANUFACTURER'S APPROVED RECTANGULAR & SQUARE HSS ----------- FY = 46 KSI (A500, GRADE B) SUBSTITUTION REQUESTS FOR PRODUCTS OTHER THAN THOSE LISTED ABOVE AISI AMERICAN IRON AND
<br /> DRAWINGS AND STEEL FABRICATOR'S ANCHOR BOLTAND EM�ED PLATE SETTING ROUND HSS --------------------- FY= 42 KSI (A500, GRADE B) MAY BE SUBMITTED BY THE CON7RACTOR TO THE ENGINEER-OF-RECORD (EOR) STEEL INSTITUTE
<br /> PLANS, WHICH HAVE BEEN APPROVED BY THE ARCHITECT/ENGWEER. ALL OTHER SHAPES & PLATES (UNO) FY= 36 KSI (A36) FOR REVIEW. SUBSTITUTIONS WILL ONLY �E CONSIDERED FOR PRODUCTS MATL MATERIAL
<br /> HAVING A CODE REPORT RECOGNIZING THE PRODUCT FOR YHE APPROPRIA7E ANSI AMERICAN NATIONAL MAX MAXIMUM
<br /> 4. THE CONTRACTOR SHALL WORK STRUCTURAL DRAWINGS TOGETHER WITH 2, ALL DETAILING, FABRICATION AND ERECTION SHALL CONFORM TO THE LATEST STANDARDS INSTITUTE ��
<br /> APPLICATION. SUBSTITUTION REQUESTS SHALL INCLUDE CALCULATIONS �
<br /> ARCHITECTURAL, MECHANICAL, PLUMBING, ELECTRICAL AND CIVIL DRAWINGS TO EDITION OF THE AISC STEEL CONSTRUCTION MANUAL AND THE INTERNATIONAL MECH MECHANICAL
<br /> LOCATE RECESSED SLABS, SLOPES, DRAINS, EAGLES, BOLT SETTINGS, GRADES, ETC. BUILDING CODE. DEMONSTRATING THE SUBS7ITUTION IS THE EQUIVALENT CAPABLE OF ACHIEVING ASCE AMERICAN SOCIETY OF
<br /> ANY DISCREPANCIES SHALL BE CALLED TO THE ATTENTION OF�HE PERFORMANCE VALUES OF THE PRE-APPROVED PRODUCTS. CIVIL ENGWEERS MFR MANUFACTURER
<br /> ARCHlTECT/ENGINEER BEFORE PROCEEDING WITH THE WORK. 3. ALL BOLTS SHALL BE A325 HIGH STRENGTH, UNO. ALL NUTS SHALL BE A563, UNO. ALL 3. ADHESIVE ANCHORS SHALL BE INSTALLED PER THE MANUFACTURER'S ASTM AMERICAN SOCIETY FOR MID MIDDLE
<br /> 5. THE STRUCTURAL INTEGRITY OF THE COMPLETED STRUCTURE DEPENDS UPON THE WASHERS SHALL BE F436, UNO. INSTRUCTIONS. THE CON7RACTOR SHALL CONTACT THE MANUFACTURER FOR TESTING AND MATERIALS MTL METAL
<br /> INTERACTION OF VARIOUS CONNECTED COMPONENTS. PROVIDE ADEQUATE BRACING, 4. ALL WELDING ELECTRODES SHALL BE E70XX, UNO. ALL WELDING SHALL BE PER�ORMED PRODUCT INSTALLATION TRAINING. AWS AMERICAN WELDING MIN MINIMUM
<br /> SHORING, AND OTHER TEMPORARY SUPPORTS AS REQUIRED TO SAFELY COMPLETE THE SOCIETY �
<br /> BY AWS CERTIFIED WELDERS AND SHALL CONFORM TO AWS D1.1/D1.1 M STRUCTURAL MISC MISCELLANEOUS
<br /> WORK. WELDING CODE - STEEL, LATEST EDITION. 4• MINIMUM EMBEDMEN7 FOR ADHESIVE ANCHORS SHALL BE AS FOLLOWS, UNO: AB ANCHOR BOLT ' �
<br /> MCJ MASONRY CONTROL JOINT
<br /> 6. THE CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS AND CONDITIONS PRIOR TO 5. ALL FILLET WELDS SHALL BE 3/16" UNO, BUT NOT LESS THAN AISC MINIMUM, 1/2'� DIA= 4 1/2'; 3/4" DIA =6 3/4" L - ANGLE MT MAGNETIC PARTICAL TESTING
<br /> ORDERING ANY MATERIALS AND SHALL NOTIFY THE ARCHITECT/ENGINEER IF DIFFERENT SEE CHART BELOW: 5/8 DIA = 5 5/8 1 DIA = 9 APPROX APPROXIMATE
<br /> FROM WHAT IS SHOWN ON THE DRAWINGS. ARCH ARCHITECT; ARCHITECTURAL NA; N/A NOT APPLICABLE �
<br /> 7. THE CONTRACTOR SHALL REVIEW THESE DRAWINGS AND VISIT TH� PROJECT SITE BEFORE MINIMUM SIZE FOR FILLET WELDS @ AT
<br /> STEEL FLOOR PLAT�. NTS; N.T.S. NOTTOSCALE
<br /> CONSTRUCTION BEGINS TO COMPARE ALL EXISTING CONDITIONS WITH WHAT IS SHOWN ON MATERIAL THICKNESS OF THINNER MINIMUM SIZE OF NGVD NATIONAL GEODETIC
<br /> THESE DRAWINGS. IF THERE ARE CONDITIONS WHICH ARE DIFFERENT FROM WHAT IS SHOWN, PART JOINED (INCHES) FILLET WELD (INCHES) BM BEAM VERTICAL DATUM
<br /> THE STRUCTURAL ENGINEER OF RECORD SHALL BE NOTIFIED. 1. FLOOR QECK AT CATWALKS SHALL BE 5/16" STEEL PLATE WITH SLIP RESISTANT COA7ING ON
<br /> 8. THE CONTRACTOR SHALL ARRANGE A PRE-CONSTRUCTION MEETING WITH THE TO 1/4" INCLUSIVE 1/8" WALKING SURFACE. ATTACH PLATE TO SUPPORT BEAMS WITH 5/8" PUDDLE WELDS @ 12" OC. BLT BOLT OC; O.C. ON CENTER
<br /> ARCHITECT/ENGINEER TO ENSURE THAT THE CONTRACTOR'S UNDERSTANDING OF THESE OVER 1/4" T01/2" 3/16" B/; BOTT �OTTOM OPNG OPENING
<br /> DRAWINGS AND PLAN FOR THE WORK IS IN ACCORDANCE WITH THE DESIGN INTENT AND TO OVER 1/2" TO 3/4" 1/4" 2. DECK SPAN IS PERPENDICULAR TO SUPPORT FRAMING UNO. OPP OPPOSITE
<br /> CLARIFY ANY QUESTIONS THAT THE CONTRACTOR MAY HAVE. CIP CAST-IN-PLACE OPP HND OPPOSITE HAND
<br /> OVER 3/4" 5116" 3. RE-USE EXISTING FLOOR PLATE FOR EXISTING CATWALKS BEING RELOCATED. CL; C/L CENTERLINE
<br /> 9. SECTIONS AND DETAILS ARE SHOWN TO INDICATE SPECIFIC CONDlTIONS. WHERE SECTIONS ARE NOTED �
<br /> TO BE TYPICAL, THESE SECTIONS OR DETAILS SHALL APPLY TO OTHER SIMILAR LOCATIONS. ANY 6. UNO ALL BEAM CONNECTIONS SHALL BE BOLTED/WELDED SHEAR END PLATE CLR CLEARANCE; CLEAR Q-�Y QUANTlTY
<br /> LOCATION IN QUESTION SHALL �E BROUGHT TO THE ATTENTION OF THE STRUCTURAL ENGINEER. B�MA E IN�THE SHOP I FHELD BURNI G OF HO ESAAN�D CUT�IN STRUCT RAL S EEL DEBRI S M ITI GATION. COL COLUMN
<br /> CONC CONCRETE
<br /> 10. THE STRUCTURAL ENGINEER OF RECORD SHALL NOT B� RESPONSI�LE FOR TNE MEANS, METHODS, SHALL NOT BE PERMITTED. 1. CONTRACTOR SHALL COORDINATE WITH OWNER FOR DEBRIS MITIGATION AND CONN CONNECTION PJP PARTIAL JOINT PENETRATION
<br /> TECHNIQUES, SEQUENCES, NOR PROCEDURES OF CONSTRUCTION SELECTED BY THE PROJ PROJECTION
<br /> CONTRACTOR, OR THE SAFETY PRECAUTIONS AND PROGRAMS INCIDENTAL 7'0 THE WORK OF THE NOMINAL BOLT HOLE DIMENSIONS (INCHES) CLEAN-UP REQUIREMENTS FOR ALL CONSTRUCTION ACTIVITIES AFF�CTING AREAS CONT CONTINUOUS
<br /> CONTRACTOR. THE STRUCTURAL ENGINEER SHALL NOT BE RESPONSIBLE FOR THE FAILURE OF THE WITHIN THE EXISTING OPERATIONAL BUILDING. COORD COORDINATE LB; # POUND
<br /> CONTRACTOR TO PERFORM THE CONSTRUCTION WORK IN ACCORDANCE WITH TNESE DRAWINGS. BOLT STANDARD OVERSIZE SHORT-SLOT LONG-SLOT PLF POUNDS PER LINEAR FOOT
<br /> 11. THE INTENT OF SITE VISITS ARE FOR THE SYRUCTURAL ENGINEER TO BECOME FAMILIAR WITH THE DIAMETER (DIA) (DIA) (WIDTHxLENGTH) (WIDTHxLENGTH) CMU CONCRETE MASONRY UNIT PSF POUNDS PER SQUARE FOOT °
<br /> QUALITY OF THE CONSTRUCTION AND TO DETERMINE IN GENERAL IF THE CONSTRUCTION IS 1/2 9/16 5/8 9/16 x 11/16 9/16 x 1 1/4 CJ CONTROL JOINT PSI POUNDS PER SQUARE INCH
<br /> PROCEEDING IN ACCORDANCE WITH THE CONSTRUCTION DOCUMENTS. CJP COMPLETE JOINT PENETRATION
<br /> 5/8 11/16 13/16 11/16 x 7l8 11/16 x 1 9/16 '
<br /> 12. ELEVATIONS: CG(XX) CONCRETE COLUMN RAD RADIUS
<br /> 3/4 13/16 15/16 13/16 x 1 13/16 x 1 7/8 �
<br /> FINISHED GROUND FLOOR EL = 100'-0" 7/8 15/16 1 1/16 15/16 x 1 1/8 15/16 x 2 3/16 REF REFERENCE
<br /> FINISHED GROUND FLOOR REF EL = (SE� CIVIL DWGS) DET DETAIL REINF REINFORCED; REINFORCING
<br /> 1 1 1/16 1 1/4 1 1/16 x 1 5/16 1 1/16 x 2 1/2 DIAG DIAGONAL REQD REQUIRED
<br /> > 1 1/8 d + 1/16 d + 5/15 (d + 1/16)x(d + 3/8) (d + 1/16)x(2.5 * d) DIA DIAMETER
<br /> DESIGN CRITERIA. DWG DRAWING
<br /> 7. ALL COLUMN ANCHOR ROD HOLES SHALL BE THE SIZES LISTED IN THE CHART BELOW UNO: SCHED SCHEDULE
<br /> DF DROPPED FOOTING SHT SHEET °
<br /> 1 . DESIGN DEAD LOAD NOMINAL MAXIMUM ANCHOR ROD HOLE DIAME7ER(INCHES) EA EACH SIM SIMILAR
<br /> CATWALK-------------------------- SELFWEIGHT + 5 PSF ANCHOR ROD HOLE ANCHOR ROD HOLE EL; ELEV ELEVATION SJI STEEL JOIST INSTITUTE
<br /> 2. DESIGN LIVE LOADS: REFERENCE ASCE 7-10 DIAMETER DIAMETER DIAMETER DIAMETER EQUIP; EQMT EQUIPMENT SPEC SPECIFICATION
<br /> BRIDGE CRANE --------- (1) 9 TON BRIDGE CRANE @ ROOF BETWEEN LINES A & C/8 & 9.
<br /> CATWALKS-------------------------- 60P5F UNIFORMLY DISTRIBUTED 1/2 1 1116 1 1/4 21/16 EW EACH WAY SQ SQUARE
<br /> 300LB CONCENTRATED 5/8 1 3/16 1 1/2 2 5/16 EXIST EXISTING SF SQUARE FEET
<br /> (NOT CONCURRENT) 3/4 1 5/16 1 3/4 2 3l4 EXP EXPANSION SQ IN SQUARE INCHES
<br /> 3. DESIGN SNOW LOAD: N/A 7/8 1 9/16 > 2 d + 1 1l4 EJ; EXP JT EXPANSION JOINT SST; SS STAINLESS STEEL
<br /> - EXT EXTERIOR STD STANDARD �
<br /> 4. DESIGN WIND LOAD: REFERENCE - ASCE 7-10 1 1 13/16 ,
<br /> STL STEEL
<br /> ULTIMATE WIND SPEED, V --------------- 110 MPH 8. THE FABRICATOR SHALL FURNISH A STRUCTURAL SUBMITTAL WHICH SHALL BE CHECKED FBA FLAT BAR ANCHOR SC(XX) STEEL COLUMN (TYPE)
<br /> NOMINAL WIND SPEED ------------------85 MPH BY 7HE CONTRACTOR FOR COMPLETENESS AND CON7ENT PRIOR TO SUBMITTAL TO THE FBC FLORIDA BUILDING CODE
<br /> EXPOSURE CATEGORY ---------------------C STRUCTURAL ENGINEER OF RECORD FOR REVIEW. THE SUBMITTAL SHOULD INCLUDE FT FOOT; FEE7 T&B TOP AND BOTTOM
<br /> OCCUPANCY RISK CATEGORY -----------------I I FABRICATION AND ERECTION DRAWINGS. FABRICATION SHALL NOT COMMENCE UNTIL THIS FIN FINISH
<br /> REVIEW IS COMPLETED. THK THICK
<br /> ENCLOSURE CLASSIFICATION ------------- ENCLOSED g, CUTS, HOLES AND THEIR REINFORCEMENT(REQUIRED BY OTHER TRADES) SHALL BE FLR; FL FLOOR; FLOORING TNRU THROUGH
<br /> INTERNAL PRESSURE COEFFICIENT ------------+/-Q.18 SHOWN ON THE STRUCTURAL STEEL SHOP DRAWINGS AND SHALL BE MADE IN THE FLD; FD FLOOR DRAIN T/CONC TOP OF CONCRETE
<br /> SHOP. FIELD BURNING OF HOLES & CUTS IN STRUCTURAL STEEL SHALL N07 BE FOB FACE OF BRICK T/ FTG TOP OF FOOTING
<br /> 5. DESIGN SEISMIC LOAD: REFERENCE - ASCE 7-10 PERMITTED EXCEPT BY WRITTEN PERMISSION FROM THE STRUCTURAL ENGINEER OF FOF FACE OF FOOTING Y/STL TOP OF STEEL
<br /> 1 SECOND MAPPED ACCELERATION, S1 ---------- 0.563g RECORD, UNLESS NOTED OTHERWISE ON THE DRAWINGS.
<br /> FOW FACE OF WALL 7&G TONGUE AND GROOVE
<br /> SHORT DURATION MAPPED ACCELERATION, Ss ------ 1.451g 10. SIZE AND SHAPE OF STRUCTURAL STEEL SHALL BE AS SHOWN ON DRAWINGS. SUBSTITUTES �TG FOOTING
<br /> 1 SECOND DESIGN ACCELERATION, Sd1 --------- 0.563g MAY BE USED IF PRE-APPROVED IN WRITING BY THE STRUCTURAL ENGINEER OF RECORD. TS THICKENED SLAB
<br /> FDN FOUNDATION 7YP TYPICAL
<br /> SHORT DURATION DESIGN ACCELERATION, Sds ------ 0.967g 11. AFTER ERECTION, ALL STEEL SHALL BE CLEANED OF ALL RUST, LOOSE MILL, SCALE, AND F(XX) SPREAD FOOTING (TYPE} TSE; TE THICKENED SLAB EDGE
<br /> IMPOR7ANCE FACTOR ------------------- 1=1.0 OTHER FOREIGN MATERIAL. SCUFFS AND ABRASIONS SHALL BE FIELD TOUCNED-UP.
<br /> GA GAGE
<br /> SITE CLASS ------------------------- D 12. ALL FIELD CONNECTIONS ARE TO BE PAINTED TO MATCH ATTACHED COMPONENTS. UNO; U.N.O. UNLESS NOTED OTHERWISE
<br /> SEISMIC DESIGN CATEGORY---------------- D GALV GALVANIZED
<br /> GALV STL GALVANIZED STEEL UT ULTRASONIC TESTING
<br /> GEN GENERAL VERT VERTICAL
<br /> HP HIGH POINT W� WITH �
<br /> HORIZ HORIZONTAL W�0 WITHOUT
<br /> IN7 INTERIOR �NWF WELDED WIRE FABRIC
<br /> INFO INFORMATION WF(XX) WALL FOOTING (TYPE)
<br /> K KIPS
<br /> KSI KIPS PER SQUARE INCH
<br /> �
<br /> 0
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<br /> MP ACCEPTABILITY NAH oa 26 ,s GENERAL NOTES / /
<br /> ,`�`� pF WASy �F THIS DESIGN AND OR CHECKED 16124 08 26 16
<br /> 0 Revision Release 1 (Crane Relocation)(031-053)(16124) NAH TAL 08/26/16 ,�� �ti F � TAL 08 26 16 SHEET
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<br /> ss��NAL �-�`' APPROVED STRUCTURAL MASTER EVERETT, Wq °wc No. 40-053-S2e-209
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