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CODES AND STANDARDS DESIGN LOADS
<br /> STRUCTURAL STEEL WELDING
<br /> 1. 2015 INTERNATIONAL BUILDING CODE(IBC) WITH WA STATE AMENDMENTS. DEAD LOADS:
<br /> WEIGHT OF MATERIALS OF CONSTRUCTION AND PERMANENT EQUIPMENT. 1. WELDING SHALL BE DONE BY CERTIFIED WELDERS AND IN ACCORDANCE WITH AWS D1.1 AND D1.8.
<br /> 2. ASCE 7-10 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES
<br /> SUPERIMPOSED DEAD LOADS: 2. WELD SIZES SHOWN ON THE DRAWINGS ARE MINIMUM AND EFFECTIVE SIZES. INCREASE WELD SIZE TO AWS/AISC MINIMUM SIZES AS
<br /> 3. ACI 318-14 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE MECHANICAL,ELECTRICAL& PLUMBING 7 PSF REQUIRED FOR CONNECTION MATERIAL. THE MINIMUM WELD SIZE SHALL BE 3/16 INCHES(EFFECTIVE).
<br /> DUCT AND PIPES ACTUAL WEIGHT
<br /> 3. FIELD WELDING SYMBOLS HAVE NOT NECESSARILY BEEN INDICATED ON THE DRAWINGS. WHERE NO FIELD WELDING IS DETAILED ON
<br /> 4. AISC 360-10 SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS WASTEWATER TANK AND CONTENTS 61,000 LBS
<br /> THE DRAWINGS, IT IS THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE THE USE OF SHOP AND FIELD WELDS.
<br /> 5. AISC 341-10 SEISMIC PROVISIONS FOR STEEL BUILDINGS LIVE LOADS
<br /> 2ND FLOOR 150 PSF 4. PARTIAL JOINT PENETRATION (PJP) GROOVE WELDS SHOWN ON THE DRAWINGS REFER TO EFFECTIVE THROAT THICKNESS.
<br /> 6. AWS D1.1, 2010 STRUCTURAL WELDING CODE- STEEL ROOF 20 PSF COMPLETE JOINT PENETRATION (CJP) WELDS SHALL BE ULTRASONICALLY TESTED (UT) UPON COMPLETION OF CONNECTION,
<br /> EXCEPT PLATE LESS THAN OR EQUAL TO 5/16 iINCH THICK SHALL BE MAGNETIC PARTICLE TESTED (MT).
<br /> 7. AWS D1.8, 2009 STRUCTURAL WELDING CODE- SEISMIC SUPPLEMENT RISK CATEGORY II
<br /> 5. WELDS SHALL BE MADE USING LOW HYDROGEN ELECTRODES WITH TENSILE STRENGTH PER AWS D1.1 AND D1.8(MINIMUM 70 KSI).
<br /> 8. RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS (RCSC), SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS SNOW LOAD 6. WELDING SHALL BE PERFORMED IN STRICT ADHERENCE TO A WRITTEN WELDING PROCEDURE SPECIFICATION (WPS) PER AWS D1,1
<br /> GENERAL SNOW LOAD IMPORTANCE FACTOR, Is 1.0 AND D1.8. WELDING PROCEDURE SHALL BE SUBMITTED TO THE ENGINEER DOE REVIEW BEFORE STARTING FABRICATION OR
<br /> GROUND SNOW LOAD 20 PSF ERECTION. COPIES OF THE WPS SHALL BE ON SITE AND AVAILABLE TO WELDERS AND THE SPECIAL INSPECTOR.
<br /> 1. CONTRACTOR SHALL BE RESPONSIBLE FOR MEANS, METHODS, TECHNIQUES, SEQUENCES,AND PROCEDURES REQUIRED TO PERFORM FLAT-ROOF SNOW LOAD, Pf 25 PSF
<br /> THE WORK. EXPOSURE FACTOR, Cc 1.0 7. WELDS THAT ARE PART OF THE SEISMIC FORCE-RESISTING SYSTEM SHALL HAVE A MINIMUM CHRPY V-NOTCH TOUGHNESS OF 20
<br /> THERMAL FACTOR, Ct 1.0 FOOT-POUNDS AT 0 DEGREES FAHRENHEIT.
<br /> 2. CONTRACTOR-INITIATED CHANGES REQUIRE BOTH DESIGNER OF RECORD AND OWNER APPROVAL AND SHALL BE SUBMITTED IN WRITING ROOF SNOW LOAD 25 PSF
<br /> TO THE BOEING PROJECT MANAGER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. WIND LOADS ANCHOR RODS
<br /> 3. DIMENSIONS AND DETAILS SHALL BE VERIFIED BY THE CONTRACTOR PRIOR TO FABRICATION AND CONSTRUCTION. THIS INCLUDES, BUT IS BASIC WIND SPEED(3-SECOND GUST), Vult 110 MPH 1. ANCHOR RODS SHALL BE ASTM F1554 GRADE 55, UNLESS NOTED OTHERWISE. FURNISH ANCHOR RODS PREFABRICATED WITH
<br /> NOT LIMITED TO, COORDINATING WITH THE CONTRACT DRAWINGS ON THE SIZE AND LOCATION OF OPENINGS THROUGH CONCRETE, NOMINAL WIND SPEED, Vasd =Vult*sqrt(0.6) 85 MPH
<br /> VERIFYING SIZE AND LOCATION OF MECHANICAL AND ELECTRICAL OPENINGS WITH THE RESPECTIVE SUBCONTRACTOR, AS WELL ASMATCHING DOUBLE HEAVY HEX NUTS JAMMED AT THE END EMBEDDED IN CONCRETE. FURNISH HARDENED PLATE WASHERS,
<br /> COORDINATING INSERTS AND ATTACHMENTS FOR THE USE OF OTHER TRADES. WIND EXPOSUREC DOUBLE HEAVY HEX NUTS FOR SECURING THE BASE PLATE TO THE ANCHOR RODS.
<br /> INTERNAL PRESSURE
<br /> URE COEFFICIENT N/A
<br /> 4. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. TYPICAL DETAILS AND NOTES SHOWN ON DRAWINGS SHALL 2. PLATE WASHERS SHALL BE WELDED ALL AROUND WHERE AISC OVERSIZED HOLES ARE USED AT BASE PLATES.
<br /> APPLY UNLESS NOTED OTHERWISE. TYPICAL DETAILS MAY NOT NECESSARILY BE INDICATED ON THE PLANS BUT SHALL STILL APPLY AS SEISMIC LOADS
<br /> SHOWN OR DESCRIBED IN THE DETAILS. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO CHOOSE THE APPROPRIATE TYPICAL DETAIL SEISMIC IMPORTANCE FACTOR, le 1.0 3. A RIGID STEEL TEMPLATE SHALL BE USED TO LOCATE ANCHOR RODS WHILE PLACING CONCRETE.
<br /> FROM THOSE PROVIDED. THE CONTRACTOR SHALL SUBMIT PROPOSED ALTERNATE DETAILS TO THOSE PROVIDED WITH RELATED MAPPED SPECTRAL RESPONSE ACCELERATION PARAMETERS
<br /> CALCULATIONS TO THE ENGINEER FOR APPROVAL PRIOR TO DETAILING OR USE. 4. ANCHOR RODS SHALL HAVE SUFFICIENT LENGTH TO PROVIDE THE MINIMUM EMBEDMENT SHOWN ON THE DRAWINGS (MEASURED
<br /> SHORT PERIOD, Ss 1.448g FROM THE FACE OF CONCRETE) WITH ADEQUATE EXTENSION AS REQUIRED TO RECEIVE THE GROUT PAD, BASE PLATE, AND FULL
<br /> 5. SHOP DRAWINGS FOR STRUCTURAL STEEL INCLUDING MISCELLANEOUS STEEL SHALL BE SUBMITTED TO, REVIEWED AND APPROVED BY 1 SECOND PERIOD, S1 0.562g THREAD PROJECTION FOR NUT INSTALLATION + 1/2"ABOVE THE INSTALLED NUTS.
<br /> THE ENGINEER PRIOR TO FABRICATION. SITE CLASS D
<br /> 5. ANCHOR ROD INSTALLATION SHALL BE COORDINATED WITH REINFORCING AND FORMWORK. AFTER BASE INSTALLATION, ANCHOR
<br /> 6. SHOP DRAWING REVIEW: BY SUBMITTING THE SHOP DRAWINGS, THE CONTRACTOR REPRESENTS THAT THEY HAVE DETERMINED AND ROD NUTS SHALL BE INSTALLED TO A FULLY-TIGHT CONDITION UNLESS NOTED OTHERWISE.
<br /> VERIFIED MATERIALS, FIELD MEASUREMENTS, AND RELATED FIELD CONSTRUCTION CRITERIA(MEANS, METHODS, TECHNIQUES, DESIGN SPECTRAL RESPONSE ACCELERATION PARAMETERS
<br /> SHORT PERIOD, SDS 0.965g 6. NO HEATING OR BENDING OF THE ANCHOR RODS IS PERMITTED.SEQUENCES, OPERATIONS OF CONSTRUCTION, AND SAFETY PRECAUTIONS AND PROGRAMS INCIDENTAL THERETO),AND THAT THE
<br /> CONTRACTOR HAS CHECKED AND COORDINATED THE INFORMATION CONTAINED WITHIN THE SUBMITTAL WITH THE REQUIREMENTS OF 1 SECOND PERIOD, SD1 0.562g
<br /> THE WORK AND THE CONTRACT DOCUMENTS. REVIEW BY THE ENGINEER SHALL NOT RELIEVE THE CONTRACTOR FROM FULL SEISMIC DESIGN CATEGORY D
<br /> NON-SHRINK GROUT
<br /> RESPONSIBILITY FOR THE ACCURACY OF DIMENSIONS AND DETAILS. SUCH REVIEW SHALL NOT CONSTITUTE ACCEPTANCE BY THE
<br /> ENGINEER OF THE CORRECTNESS OR ADEQUACY OF SUCH SUBMITTALS,NOR A WARRANTY THAT THE SUBMITTALS SATISFY THE BASIC SEISMIC-FORCE-RESISTING SYSTEM DUCT SUPPORT STRUCTURE 1. NON-SHRINK GROUT SHALL BE CEMENTITIOUS HIGH PRECISION, NATURAL AGGREGATE, NON-METALLIC, NON-STAINING, NON-
<br /> REQUIREMENTS OF THE CONTRACT. ROOF TOP PLATFORM SHRINKABLE GROUT CONFORMING TO ASTM C1107 AND CRD-C 621, CORPS OF ENGINEERS"SPECIFICATIONS FOR NON-SHRINK GROUT."
<br /> DEMOLITION AND SHORING RESPONSE MODIFICATION FACTOR, R 3 GROUT SHALL HAVE A SPECIFIED MINIMUM COMPRESSIVE STRENGTH OF 8,000 PSI AT 5 DAYS. PRE-GROUTING OF BASE PLATES SHALL
<br /> OVERSTRENGTH FACTOR, Qo 3 NOT BE PERMITTED.
<br /> 1. THE CONTRACTOR SHALL VERIFY EXISTING CONDITIONS BEFORE COMMENCING ANY DEMOLITION. THE CONTRACTOR SHALL VERIFY DEFLECTION AMPLIFICATION FACTOR, Cd 3
<br /> THE EXTENT AND LOCATIONS OF SITE UTILITIES. LOCATIONS OF EXISTING FOUNDATIONS AND UTILITIES KNOWN TO THE ENGINEER SEISMIC RESPONSE COEFFICIENT, CS 0.322 ANCHORAGE TO CONCRETE
<br /> ARE INDICATED ON THE DRAWINGS. REPORT ANY DISCREPANCIES OR ENCOUNTERED OBSTRUCTIONS TO THE BOEING PROJECT DESIGN BASE SHEAR 28.8 KIPS
<br /> MANAGER IMMEDIATELY. ANALYSIS PROCEDURE USED RESPONSE SPECTRUM ANALYSIS 1. EXCEPT WHERE INDICATED ON THE DRAWINGS, POST-INSTALLED ANCHORS SHALL CONSIST OF THE FOLLOWING ANCHOR TYPES.
<br /> 2. THE CONTRACTOR SHALL DESIGN AND INSTALL SHORING TO SUPPORT EXISTING CONSTRUCTION (VERTICALLY AND LATERALLY)AS STRUCTURAL STEEL 2 ANCHOR CAPACITY USED IN DESIGN SHALL BE BASED ON THE TECHNICAL DATA PUBLISHED IN THE ICC APPROVAL REPORT.
<br /> REQUIRED AND IN A MANNER SUITABLE TO THE WORK SEQUENCES COORDINATED WITH THE OTHER DISCIPLINES. PRIOR TO SUBSTITUTION REQUESTS MUST INCLUDE ICC ESR REPORT SHOWING COMPLIANCE WITH RELEVANT BUILDING CODE AND
<br /> CONSTRUCTION, THE CONTRACTOR SHALL PREPARE A PLAN TO MONITOR DAILY THE SHORING SYSTEMS FOR MOVEMENT AND SUBMIT IT 1. STEEL CONSTRUCTION SHALL CONFORM TO AISC 360-10 SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS AND AISC 341-10 SEISMIC INSTALLATION CATEGORY AND BE APPROVED IN WRITING BY THE BOEING PROJECT MANAGER OF RECORD PRIOR TO USE.
<br /> FOR REVIEW BY THE BOEING PROJECT MANAGER. PROVISIONS FOR STRUCTURAL STEEL BUILDINGS.
<br /> • 3. INSTALL ANCHORS PER THE MANUFACTURER INSTRUCTIONS, AS INCLUDED IN THE ANCHOR PACKAGING.
<br /> 3. EXISTING STRUCTURAL MEMBERS SHALL REMAIN UNLESS NOTED OTHERWISE ON THE PLANS. SAWCUTTING, IF AND WHERE USED, 2. STEEL SHALL CONFORM TO THE FOLLOWING:
<br /> SHALL NOT CUT EXISTING REINFORCING THAT IS TO REMAIN. DEMOLITION DEBRIS SHALL NOT BE ALLOWED TO DAMAGE OR WIDE FLANGE ASTM A992 Fy= 50 KSI 4. ANCHOR CAPACITY IS DEPENDENT UPON SPACING BETWEEN ADJACENT ANCHORS AND EDGE DISTANCE. INSTALL ANCHORS IN
<br /> OVERLOAD THE EXISTING STRUCTURE. ANGLE& CHANNEL(UNO) ASTM A36 Fy= 36 KSI ACCORDANCE WITH SPACING AND EDGE CLEARANCES INDICATED ON THE DRAWINGS.
<br /> 4. OPENINGS THROUGH EXISTING WALLS, SLABS, AND BEAMS SHALL BE ACCOMPLISHED BY SAWCUTTING OR CORING WHEREVER PLATE AND BAR STOCK ASTM A572 GRADE 50 Fy=50 KSI
<br /> PIPE ASTM A53 GRADE B Fy= 35 KSI 5. EXISTING CONSTRUCTION: EXISTING REINFORCING BARS IN THE STRUCTURE MAY CONFLICT WITH SPECIFIC ANCHOR LOCATIONS.
<br /> POSSIBLE AND AS SHOWN. WHEN SAWCUTTING, CORNERS SHALL INITIALLY BE CORED TO PREVENT OVERCUTTING. SMALL ROUND STRUCTURAL TUBE(HSS) ASTM A500 GRADE B Fy=46 KSI UNLESS NOTED OTHERWISE ON THE DRAWINGS, THE CONTRACTOR SHALL LOCATE THE POSITION OF THE EXISTING REINFORCING
<br /> OPENINGS SHALL BE ACCOMPLISHED BY DRILLING, IF POSSIBLE. ROUND STRUCTURAL TUBE (HSS) ASTM A500 GRADE B Fy=42 KSI BARS AND AVOID CUTTING.
<br /> 5. THE CONTRACTOR SHALL DESIGN AND INSTALL SHORING TO SUPPORT NEW CONSTRUCTION (VERTICALLY AND LATERALLY) UNTIL OTHER STEEL UNO ASTM A572 Fy= 50 KSI ADHESIVE ANCHORS AND REBAR DOWELING INTO CONCRETE
<br /> STRUCTURAL COMPONENTS HAVE BEEN CONNECTED AS SHOWN ON THE STRUCTURAL DRAWINGS. 3. WORK SHALL BE IN ACCORDANCE WITH AISC 303, AS MODIFIED PER THE PROJECT SPECIFICATIONS.
<br /> 1. HILTI "HIT-HY 200"ADHESIVE ANCHOR SYSTEM PER ICC ESR-3187 WITH HAS ROD.
<br /> 6. THE CONTRACTOR SHALL SUBMIT SHORING DRAWINGS AND CALCULATIONS STAMPED AND SIGNED BY A REGISTERED STRUCTURAL 4. HOLES IN STEEL CUT IN THE FIELD SHALL BE DRILLED, NOT BURNED.
<br /> ENGINEER. DRAWINGS SHALL SHOW SIZE, LAYOUT, CONNECTIONS, MATERIAL DESIGNATION, METHOD OF INSTALLATION, AND 2. SIMPSON SET-XP ADHESIVE ANCHORING SYSTEM PER ICC ESR-2508.
<br /> ACCESSORIES OF SHORING MEMBERS. ' 5. CAMBER BEAMS AS NOTED ON THE FRAMING PLANS. WHERE NO CAMBER IS NOTED, FABRICATE BEAMS SO THAT THE CAMBER AS ROLLED
<br /> STRUCTURAL CONCRETE (WITHIN ALLOWABLE TOLERANCES) IS POSITIVE. 3. POWERS PE1000+ PER ICC ESR-2583.
<br /> 1. CONCRETE WORK SHALL CONFORM TO REQUIREMENTS OF ACI 301, SPECIFICATIONS FOR STRUCTURAL CONCRETE. 6. STEEL BEAMS ARE EQUALLY SPACED BETWEEN DIMENSION POINTS UNO.
<br /> 2. DESIGN MIXES FOR THE FOLLOWING CLASSES OF CONCRETE, SHALL BE PROPORTIONED TO PROVIDE THE SPECIFIED 7. MINIMUM CONNECTION SHALL BE A TWO-BOLT CONNECTION USING 7/8-INCH DIAMETER BOLT: ASTM F3125, GRADE A325, TYPE 1 Aw:
<br /> COMPRESSIVE STRENGTH. IN SINGLE SHEAR.
<br /> FOUNDATIONS 4,000 PSI
<br /> SLAB-ON-GROUND, HOUSEKEEPING PAD 4,000 PSI 8. HIGH-STRENGTH BOLTS SHALL BE INSTALLED, TIGHTENED, AND INSPECTED IN ACCORDANCE WITH RCSC SPECIFICATION FOR STRUCTURAL
<br /> JOINTS USING BOLTS. THE CRITERIA FOR SNUG-TIGHT CONNECTIONS SHALL APPLY TO CONNECTIONS UNLESS NOTED OTHERWISE.
<br /> 3. SLAB-ON-GRADE CONCRETE FLEXURAL STRENGTH 650 PSI AT 90 DAYS.
<br /> 9. STEEL ANCHORS, TIES AND OTHER MEMBERS EMBEDDED IN CONCRETE OR MASONRY SHALL BE LEFT UNPAINTED AT INTERIOR, UNEXPOSED
<br /> 4. STEEL REINFORCEMENT SHALL CONFORM TO THE FOLLOWING STANDARDS AND SPECIFIED STRENGTH. CONDITIONS.
<br /> DEFORMED BARS (A615) Fy=60,000 PSI
<br /> DEFORMED BARS (A706) Fy=60,000 PSI 10. ITEMS EMBEDDED IN CONCRETE OR MASONRY AND EXPOSED TO EARTH OR WEATHER SHALL BE HOT-DIPPED GALVANIZED (UNLESS NOTED
<br /> OTHERWISE):
<br /> 5. TYPICAL DETAILS OF REINFORCEMENT SUCH AS HOOKS, BEND DIAMETERS, ETC. SHALL BE IN ACCORDANCE WITH ACI SP-66-"ACI DETAILING A. CONCRETE & MASONRY ACCESSORIES OF FERROUS MATERIAL INCLUDING: INSERTS, EMBEDS, AND BRACKETS.
<br /> MANUAL". B. PIPE GUARDS, BOLLARDS AND HARDWARE FOR SAME.
<br /> C. WHERE NOTED AS"GALV".
<br /> 6. REINFORCEMENT MARKED "CONT" (CONTINUOUS) SHALL BE SPLICED BY LAPPING.
<br /> 11. LOCATIONS OF EMBEDDED ITEMS SHALL BE COORDINATED WITH VENDOR'S SHOP DRAWINGS.
<br /> 7. LAP LENGTH NOTES:
<br /> A. SEE DEVELOPMENT AND LAP SPLICE LENGTH SCHEDULE FOR REINFORCED CONCRETE. 12. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING THE SELECTION OF OPTIONAL DETAILS SHOWN ON THE DRAWINGS.
<br /> 8. REFER TO ARCHITECTURAL, ELECTRICAL, MECHANICAL, AND STRUCTURAL DRAWINGS FOR SURFACE FEATURES AND INSERTS, TO BE CAST IN 13. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ERECTION AIDS THAT INCLUDE, BUT ARE NOT LIMITED TO, ERECTION ANGLES, LIFT HOLES, AND
<br /> CONCRETE AND FOR LOCATIONS OF PENETRATIONS FOR PIPES, DUCTS, CONDUITS, ETC. OTHER AIDS. REMOVE ERECTION AIDS, INCLUDING ERECTION BOLTS. PLUG WELD HOLES AND GRIND SMOOTH.
<br /> 9. CONCRETE COVER FOR REINFORCEMENT STEEL IN CAST-IN-PLACE NON-PRESTRESSED CONCRETE MEMBERS SHALL BE AS FOLLOWS, UNO: 14. MEANS AND METHODS OF ERECTION ARE THE SOLE RESPONSIBILTY OF THE CONTRACTOR AND CONNECTIONS AND DETAILS DO NOT
<br /> A. CONCRETE CAST AGAINST AND PERMANENTLY IN CONTACT WITH GROUND (UNFORMED): 3 INCHES NECESSARILY SHOW ERECTION AIDS REQUIRED. ,,,'& '-•''''..-, <,•,' -' ' '441- 41, el
<br /> B. CONCRETE EXPOSED TO WEATHER OR IN CONTACT WITH GROUND:
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<br /> #6 BARS AND LARGER 2 INCHES www.brph.com Copyright©2018
<br /> C. CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND: 33301 9th Avenue South, Suite 300 Architects Engineers, Inc.
<br /> SLABS, WALLS, JOISTS Federal Way, Washington 98003-2600 State of Washington
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<br /> #11 BARS AND SMALLER 3/4 INCHES (206) 431-2300 Fax: (206) 431-2250 19020 33rd Ave W,Suite 530 Certificate of A zation u Lynnwood,Washington,98036 Architecture N 603zation
<br /> #14 BARS AND LARGER 1 1/2 INCHES 425-921-3500 Engineering No.3137
<br /> SYM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE ACCEPTABILITY DRAWN DATE SUBTITLE CURRENT REVISION SYMBOL DATE
<br /> E DDV 06/15/18 GENERAL NOTES 16322 1 06/15/18
<br /> 0 TEMP MCS UTILITIES&TRENCHES ISSUE FOR CONSTRUCTION (WBS 16322) ABAM 05/11/18 v�ox MFf� THIS DESIGN AND/OR CHECKEDLE 06/15/18 SHEET
<br /> Q�,w , SPECIFICATION IS APPROVED
<br /> 1 TEMP MCS UTILITIES&TRENCHES ISSUE FOR CONSTRUCTION S 16322 ABAM 06/15/18 ,. ENGINEER TITLE
<br /> Oip> - - ® �e °� • APPROVED BY DEPT. DATE BEM 06/15/18 FACTORY TRANSFORMATION-777x Wing Body Join
<br /> _ �W a CHECKED S2H-1 823
<br /> • BUILDING 40-025
<br /> 4 4�'AL
<br /> � � 8579 ��c{, APPROVED JOB NO. COMP NO.
<br /> WO 15/2899-823
<br /> t" 'VONAL APPROVED DWG NO
<br /> 5/11118 STRUCTURAL MASTER EVERETT,WA 40-025-S2H-1-823
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