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<br />ORDER OF PRECEDENCE
<br />IN CASE OF DISCREPANCIES IN CONSTRUCTION DOCUMENTS, THE DRAWINGS SHALL
<br />CONTROL OVER THE STRUCTURAL NOTES AND ANY OTHER WRITTEN
<br />SPECIFICATIONS. THE STRUCTURAL NOTES SHALL CONTROL OVER ANY OTHER
<br />WRITTEN SPECIFICATIONS.
<br />A. DESIGN CODES
<br />1) WASHINGTON STATE BUILDING CODE BASED ON THE 2015 IBC
<br />2) ADDITIONAL REGULATIONS: STATE OF WASHINGTON OCCUPATIONAL
<br />SAFETY AND HEALTH ACT.
<br />B. OCCUPANCY AND CONSTRUCTION REQUIREMENTS
<br />1) RISK CATEGORY II
<br />aL��a
<br />C. DESIGN CRITERIA F /J.- ort : j1wL OC&F
<br />1) LATERAL LOADS r` aj- d rPLomF
<br />a) SEISMIC
<br />1) SEISMIC IMPORTANCE FACTOR,'E= 1.0
<br />2) SEISMIC IMPORTANCE FACTOR FOR COMPONENTS, IP = 1.(
<br />3) MAPPED SPECTRAL RESPONSE ACCELERATION PARAMET
<br />SS = 1.446
<br />S, = 0.558
<br />4) SITE CLASS: D
<br />5) DESIGN SPECTRAL RESPONSE ACCELERATION PARAMETE
<br />SDS = 0.964
<br />SD 0 0.558
<br />6) SEISMIC DESIGN CATEGORY: D
<br />7) ANALYSIS PROCEDURES USED: EQUIVALENT STATIC FOR(
<br />2) GRAVITY LOADS
<br />a) GROUND FLOOR LIVE LOAD = 500 PSF
<br />b) ELEVATED FLOOR LOADS
<br />1) LIVE LOAD = 60 PSF; LIVE LOAD REDUCTION NOT APPLIED.
<br />2) DEAD LOAD = STRUCTURE WEIGHT
<br />A. GENERAL
<br />1) THESE DRAWINGS HAVE BEEN PREPARED SOLELY FOR USE IN THE
<br />CONSTRUCTION OF THE PROJECT LOCATED IN EVERETT, WASHINGTON.
<br />POSSESSION OF THESE DRAWINGS DOES NOT GRANT LICENSE TO CONSTRUCT
<br />OR FABRICATE THE WHOLE OR PARTS OF THIS PROJECT IN OTHER LOCATIONS.
<br />B. COORDINATION
<br />1) COORDINATE WORK IN SUCH A MANNER AS TO MINIMIZE IMPACT ON FACILITY
<br />OPERATIONS.
<br />2) COORDINATE WORK OF OTHER CRAFTS HAVING INTERDEPENDENT
<br />RESPONSIBILITIES FOR INSTALLING, CONNECTING TO, AND PLACING IN SERVICE
<br />MATERIALS AND EQUIPMENT.
<br />3) FIELD VERIFY ALL EXISTING ELEVATIONS AND DIMENSIONS SHOWN ON THE
<br />DRAWINGS BEFORE PROCEEDING WITH THE WORK, IMMEDIATELY REPORT ANY
<br />DEVIATIONS TO THE OWNER AND ENGINEER.
<br />C. CONSTRUCTION METHODS AND PROJECT SAFETY
<br />1) THE CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED
<br />STRUCTURE AND DO NOT INDICATE METHODS, PROCEDURES OR SEQUENCE OF
<br />CONSTRUCTION. THE STRUCTURE(S) AND ALL OF ITS PARTS MUST BE
<br />ADEQUATELY BRACED AGAINST WIND AND LATERAL EARTH AND SEISMIC
<br />FORCES UNTIL THE PERMANENT LATERAL FORCE RESISTING SYSTEMS HAVE
<br />BEEN CONSTRUCTED AND ALL ATTACHMENTS AND CONNECTIONS NECESSARY
<br />FOR THE STABILITY OF THE STRUCTURE(S) AND ITS PARTS HAVE BEEN MADE.
<br />THE OWNER AND ENGINEER SHALL NOT BE RESPONSIBLE FOR ENFORCING
<br />SAFETY REGULATIONS. THE CONTRACTOR SHALL DESIGN, CONSTRUCT, AND
<br />MAINTAIN ALL SAFETY DEVICES. CONSTRUCTION MATERIALS SHALL BE EVENLY
<br />DISTRIBUTED IF PLACED ON FRAMED FLOORS OR ROOFS. LOADS SHALL NOT
<br />EXCEED ALLOWABLE LOADING FOR THE SUPPORTING MEMBERS OR THEIR
<br />CONNECTIONS. THE CONTRACTORS CONSTRUCTION AND/OR ERECTION
<br />SEQUENCE SHALL TAKE INTO CONSIDERATION THE EFFECTS OF THERMAL
<br />MOVEMENTS OF THE STRUCTURE DURING THE CONSTRUCTION PERIOD.
<br />2) THE CONTRACTOR SHALL CONFORM TO ALL FACILITY SAFETY REGULATIONS
<br />AND REQUIREMENTS.
<br />D. SUBMITTALS
<br />1) SUBMITTAL PROCEDURES
<br />a) IDENTIFY PROJECT CONTRACTOR, SUBCONTRACTOR, AND/OR SUPPLIER.
<br />b) ALL SUBMITTALS SHALL BE PROVIDED IN PDF FORMAT. SUBMITTALS SHALL
<br />BE RETURNED IN PDF FORMAT VIA EMAIL OR PROJECT WEBSITE.
<br />c) ALLOW FIVE (5) WORKING DAYS MINIMUM FOR REVIEW AND RETURN OF
<br />SUBMITTALS. PRODUCT PURCHASE/FABRICATION SHALL NOT COMMENCE
<br />UNTIL SUBMITTALS ARE RETURNED.
<br />d) SHOP DRAWINGS: ALL SHOP DRAWINGS SHALL BE PREPARED ON
<br />ELECTRONIC MEDIA, ANY REVISIONS TO THE DRAWINGS SHALL BE CLOUDED
<br />AND MARKED WITH REVISION NUMBERS.
<br />e) ALL SUBMITTALS SHALL BE REVIEWED, APPROVED AND INITIALED BY THE
<br />SUPPLIER/DETAILER AND BY THE CONTRACTOR PRIOR TO SUBMITTING FOR
<br />REVIEW BY THE ENGINEER, ANY SUBMITTALS NOT REVIEWED, APPROVED
<br />AND INITIALED BY THE SUPPLIER/DETAILER AND CONTRACTOR SHALL BE
<br />RETURNED WITHOUT REVIEW.
<br />2) SCHEDULE OF SUBMITTALS:
<br />a) SHOP DRAWINGS
<br />1) CONCRETE REINFORCING STEEL
<br />2) STRUCTURAL STEEL
<br />3) METAL FABRICATIONS
<br />b) PRODUCT DATA
<br />1) CONCRETE MIX DESIGN
<br />2) CONCRETE REINFORCING MILL TEST REPORTS
<br />c) TESTING AND INSPECTION REPORTS
<br />d) WELDER CERTIFICATES
<br />E. QUALITY CONTROL
<br />1) COMPLY WITH SPECIFIED PROJECT STANDARDS AS A MINIMUM FOR QUALITY
<br />FOR THE WORK, EXCEPT WHERE THE DRAWINGS, CODE TOLERANCES, OR
<br />SPECIFIC REQUIREMENTS INDICATE HIGHER STANDARDS OR MORE PRECISE
<br />WORKMANSHIP.
<br />2) CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR CORRECTING ALL SITE
<br />CONDITIONS CAUSED BY CONSTRUCTION ACTIVITIES.
<br />3) PROTECT ALL EXISTING AND NEW UTILITIES, STRUCTURES AND EQUIPMENT
<br />FROM DAMAGE.
<br />4) CONSTRUCT ALL ITEMS AND COMPONENTS IN FULL ACCORDANCE WITH THE
<br />DRAWINGS AND SPECIFICATIONS. ANY VARIANCE MUST HAVE WRITTEN
<br />APPROVAL BY THE ENGINEER PRIOR TO CONSTRUCTION.
<br />5) UNLESS OTHERWISE NOTED, ALL NEW WORK SHALL MATCH EXISTING IN LINE
<br />AND ELEVATION. SHOULD THESE LINES AND ELEVATIONS CONFLICT WITH THE
<br />LINES AND ELEVATIONS SHOWN ON THE DRAWINGS, CONTACT THE OWNER AND
<br />ENGINEER IMMEDIATELY.
<br />A. SITE CONDITIONS
<br />1) THE CONTRACTOR SHALL BECOME FAMILIAR WITH THE SITE CONDITIONS.
<br />B. MATERIALS
<br />1) STRUCTURAL FILL: CLEAN, FREE -DRAINING, WELL -GRADED, CRUSHED ROCK
<br />WITH ALL MATERIAL PASSING THE 1 INCH SIEVE AND NOT MORE THAN 5%
<br />PASSING THE NUMBER 200 SIEVE.
<br />2) FLOWABLE CONTROL DENSITY FILL (FCDF): FLOWABLE, SELF -LEVELING
<br />MIXTURE OF PORTLAND CEMENT, FLY ASH, FINE AGGREGATES, AIR
<br />ENTRAINING ADMIXTURES AND WATER. EXCAVATABLE: 50 PSI MINIMUM, 100
<br />PSI MAXIMUM 28-DAY COMPRESSIVE STRENGTH. SUBMIT MIX DESIGN TO
<br />ENGINEER FOR REVIEW AND APPROVAL PRIOR TO PLACING.
<br />C. EXCAVATION
<br />1) VERIFY THAT SURVEY BENCHMARKS AND INTENDED ELEVATIONS FOR WORK
<br />ARE AS INDICATED.
<br />2) REMOVE ALL ORGANIC MATERIAL, TOPSOIL, AND ANY FILL FROM UNDER
<br />BUILDINGS AND SLAB AREAS.
<br />3) OVER -EXCAVATE AREAS NOT CAPABLE OF IN SITU COMPACTION.
<br />4) NOTIFY ENGINEER OF ANY UNUSUAL CONDITIONS ENCOUNTERED IN FOOTING
<br />EXCAVATION.
<br />5) CLEAN ALL FOOTING AREAS OF LOOSE MATERIAL BY HAND. REMOVE ALL WET,
<br />SOFT SOIL FROM FOOTING EXCAVATIONS PRIOR TO PLACING FOUNDATIONS.
<br />6) ALL FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED NATIVE SOILS OR
<br />COMPACTED STRUCTURAL FILL A MINIMUM OF 18 INCHES BELOW GRADE. NO
<br />LOOSE SOIL OR FILL SHALL BE PERMITTED UNDER FOOTINGS OR
<br />FOUNDATIONS.
<br />D. BACKFILL
<br />1) SCARIFY AND PROOF ROLL SUBGRADE TO A DEPTH OF 12 INCHES TO IDENTIFY
<br />SOFT SPOTS. REMOVE ANY SOFT SPOTS AND BACKFILL WITH STRUCTURAL
<br />FILL.
<br />2) BACKFILL OVER -EXCAVATED AREAS WITH STRUCTURAL FILL.
<br />3) STRUCTURAL FILL: BACKFILL IN LAYERS NOT TO EXCEED 6 INCHES
<br />COMPACTED DEPTH.
<br />4) COMPACTION SHALL MEET OR EXCEED THE FOLLOWING REQUIREMENTS AS
<br />SHOWN AS A PERCENTAGE MAXIMUM DRY DENSITY AS DETERMINED BY ASTM
<br />D698, STANDARD EFFORT, ASTM D1557, MODIFIED EFFORT:
<br />a) FILL UNDER SLABS: COMPACTED TO 95%.
<br />5) COMPACTION TESTING SHALL BE PERFORMED IN ACCORDANCE WITH ASTM
<br />D1556 (SAND CONE METHOD) OR ASTM D6938 (NUCLEAR METHOD).
<br />E. TESTING AND INSPECTION
<br />INSPECTION1) TESTING AND DIVISION
<br />DiVISION _ l_. _
<br />A. REFERENCES
<br />1) ACI 301 - STANDARD SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR
<br />BUILDINGS
<br />2) ACI 302 - GUIDE FOR CONCRETE FLOOR AND SLAB CONSTRUCTION
<br />3) ACI 304R - GUIDE FOR MEASURING, MIXING, TRANSPORTING AND PLACING
<br />CONCRETE
<br />4) ACI 318 - BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE AND
<br />COMMENTARY
<br />5) CRSI MSP-1 - MANUAL OF STANDARD PRACTICE
<br />6) AWS D1.4 - STRUCTURAL WELDING CODE -REINFORCING STEEL
<br />B. CONCRETE REINFORCING
<br />1) SUBMITTALS
<br />a) SHOP DRAWINGS: INDICATE BAR GRADES, SIZES, SPACING, LOCATION,
<br />QUANTITIES, BENDING & CUTTING SCHEDULES.
<br />b) MILL TEST REPORTS.
<br />2) REINFORCING STEEL
<br />a) ASTM A615 GRADE 60 (60 KSI) DEFORMED BAR.
<br />1) THE ACTUAL YIELD STRENGTH BASED ON THE MILL TESTS REPORTS
<br />SHALL NOT EXCEED THE SPECIFIED YIELD STRENGTH BY MORE THAN
<br />18,000 PSI AND THE RATIO OF ACTUAL ULTIMATE TENSILE STRENGTH TO
<br />THE ACTUAL YIELD STRENGTH SHALL NOT BE LESS THAN 1.25. IF ASTM
<br />A615 GRADE 60 REINFORCING DOES NOT SATISFY THESE REQUIREMENTS,
<br />ASTM A706 REINFORCING SHALL BE PROVIDED.
<br />b) REINFORCING SUBJECT TO WELDING: ASTM A706 GRADE 60 (60 KSI)
<br />DEFORMED BAR.
<br />1) USE ONLY LOW HYDROGEN E70XX ELECTRODES.
<br />2) WELDING SHALL BE PERFORMED IN ACCORDANCE WITH AWS D1.4.
<br />c) DEFORMED BAR ANCHORS (DBA): ASTM A496, TYPE D2L BY TRW NELSON.
<br />d) HEADED CONCRETE ANCHORS (HCA) TYPE H4L BY TRW NELSON.
<br />3) ACCESSORIES:
<br />a) DOWEL BAR SPLICE ASSEMBLIES: LENTQN FORMSAVER BY ERICO PRODUCTS
<br />INC.
<br />4) UNLESS OTHERWISE NOTED ON THE DRAWINGS, LAP SPLICES FOR
<br />REINFORCING SHALL BE AS FOLLOWS:
<br />BAP SIZE
<br />(US)
<br />EAR SIZE
<br />METRIC (SI)
<br />CLASS B
<br />SPLICE
<br />(INCH)
<br />TOP BAR
<br />SPLICE
<br />(INCH)
<br />#3
<br />#10
<br />19
<br />25
<br />#4
<br />#13
<br />25
<br />33
<br />#5
<br />#16
<br />31
<br />41
<br />#6
<br />#19
<br />37
<br />49
<br />#7
<br />#22
<br />54
<br />70
<br />#8
<br />#25
<br />62
<br />80
<br />#9
<br />#29
<br />69
<br />90
<br />#10
<br />#32
<br />77
<br />100
<br />#11
<br />#36
<br />85
<br />110
<br />#14
<br />#43
<br />108
<br />140
<br />#18
<br />#57
<br />139
<br />180
<br />TOP BARS ARE HORIZONTAL BARS PLACED SUCH THAT MORE
<br />THAN 12 INCHES OF • BELOW
<br />SPLICE.
<br />5) PROVIDE SPECIFIED COVER AS FOLLOWS:
<br />a) CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3
<br />INCHES (-3/8 INCH/+1 INCH)
<br />b) CONCRETE EXPOSED TO EARTH OR WEATHER:
<br />1) #6 BAR AND LARGER: 2 INCHES (-3/8 INCH/+5/8 INCH)
<br />2) #5 BAR AND SMALLER: 1 1/2 INCHES (-3/8 INCH/+1/2 INCH)
<br />c) CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH EARTH:
<br />1) SLABS, WALLS, JOISTS:
<br />a. #14 BAR AND LARGER: 1 1/2 INCHES (-1/4 INCH/+1/2 INCH)
<br />b. #11 BAR AND SMALLER: 3/4 INCH (-1/4 INCH/+1/4 INCH)
<br />2) BEAM, COLUMNS, PEDESTALS (PRIMARY REINFORCING, TIES, STIRRUPS,
<br />AND SPIRALS): 1 1/2 INCHES (-3/8 INCH/+1/2 INCH)
<br />6) UNLESS OTHERWISE NOTED ON THE DRAWINGS, PROVIDE CORNER BARS TO
<br />MATCH HORIZONTAL REINFORCING AT CORNERS AND INTERSECTIONS,
<br />C. CAST -IN -PLACE CONCRETE
<br />1) MATERIALS. -
<br />a) FINE AND COARSE AGGREGATES: ASTM C33,
<br />b) ADMIXTURES:
<br />1) AIR ENTRAINMENT: ASTM C260
<br />2) ADMIXTURES: ASTM C494
<br />2) ACCESSORIES:
<br />a) SEE SPECIFICATION
<br />b) CORRUGATED PAPER FORMWORK: SUREVOID PRODUCTS, BY VOIDFORM
<br />PRODUCTS, INC.
<br />3) CAST IN PLACE ANCHOR RODS: SEE DIVISION 5.
<br />4) POST INSTALLED CONCRETE FASTENERS:
<br />a) EXPANSION ANCHORS: MECHANICAL EXPANSION TYPE: ICC-ESR APPROVED
<br />KWIK BOLT-TZ BY HILTI, INC., OR [CC-ESR APPROVED STRONG BOLT 2 BY
<br />SIMPSON STRONG -TIE.
<br />b) UNDERCUT ANCHORS: ICC-ESR APPROVED HDA UNDERCUT ANCHOR BY
<br />HILTI, INC. OR ICC-ESR APPROVED TORQ-CUT BY SIMPSON STRONG TIE.
<br />c) CHEMICAL ADHESIVE ANCHORS: CHEMICAL ANCHOR TYPE: ICC-ESR
<br />APPROVED HIT -RE 500 V3 BY HILTI, INC., OR ICC-ESR APPROVED SET-XP BY
<br />SIMPSON STRONG -TIE. SEE DIVISION 5 NOTES FOR THREADED ROD
<br />MATERIAL TO BE USED WITH ADHESIVE ANCHORS.
<br />• ALTERNATE PRODUCTS MUST BE APPROVED w BY THE
<br />STRUCTURAL ENGINEER PRIOR TO USE OR PROPOSED
<br />SHOWINGALTERNATE PRODUCT SUBMITTALS WILL BE EVALUATED CONSIDERING
<br />• CURRENT CODE FOR SEISMIC
<br />SPACINGUSES AND LOAD RESISTANCE, PROVIDE MINIMUM EDGE DISTANCE AND
<br />D+ ! IN THE PRODUCT'S REPORT
<br />OTHERWISE NOTED•, THE DRAWINGS.
<br />CONCRETE
<br />CONCRETE SHALL BE TRANSPORTED AND PLACED IN ACCORDANCE WITH
<br />a) ALL CONCRETE SHALL COMPLY WITH THE REQUIREMENTS OF ACI 318.
<br />6 HOT WEATHER CONCRETINGBE IN ACCORDANCEACI 305R.
<br />7) COLD WEATHER CONCRETING SHALL BE IN ACCORDANCE WITH ACI 306R.
<br />8) FINISHING
<br />a) ALL FINISHING SHALL BE ACCORDANCE WITH ACI 301 SECTI
<br />1. EXPOSED
<br />.• :.` SHALL
<br />.- Y BE FORMED
<br />r.:. 4 INCH
<br />CHAMFER
<br />. -:- : .
<br />OTHERWISE NOTED.
<br />c) SEE BOEING SPECIFICATIONS FOR CONCRETE FINISH REQUIREMENTS.
<br />S. CURING
<br />CONCRETE SHALLBE . BY USE OF A CURING COMPOUND OR BY USE OF
<br />CONCRETEAN APPROVED WET CURING PROCESS FOR A MINIMUM OF 7 DAYS AFTER
<br />PLACEMENTACCORDANCE ACI 308.1.CURING COMPOLIN
<br />SHALL BE APPLIED ACCORDANCE ■ WRITTEN
<br />INSTRUCTIONS AND S
<br />E. GROUT
<br />1) ASTM Cl 107, ICC-ES APPROVED, NON -SHRINK, NON-METALLIC, MINIMUM
<br />COMPRESSIVE STRENGTH OF 5000 PSI AT 7 DAYS: FIVE STAR GROUT BY FIVE
<br />STAR PRODUCTS OR MASTERFLOW 928 BY BASF.
<br />2) EQUIPMENT BASES AND COLUMN BASE PLATES SHALL BE GROUTED IN STRII
<br />ACCORDANCE WITH THE MANUFACTURERS WRITTEN INSTRUCTIONS.
<br />F. TESTING AND INSPECTION
<br />1) TESTING AND INSPECTION PER DIVISION 1
<br />A. REFERENCES
<br />1) AISC 360 - STEEL CONSTRUCTION MANUAL
<br />2) AWS D1.1 - STRUCTURAL WELDING CODE
<br />3) SSTC - STRUCTURAL BOLTING HANDBOOK
<br />4) SDI - DESIGN MANUAL FOR COMPOSITE DECKS, FORM DECKS, AND ROOF DECKS
<br />B. STRUCTURAL STEEL
<br />1) SUBMITTALS:
<br />a) SHOP DRAWINGS: INDICATE PROFILES, SIZE, SPACING, LOCATIONS OF
<br />STRUCTURAL MEMBERS, OPENINGS, ATTACHMENTS, CONNECTIONS,
<br />FASTENERS, CAMBERS, AND WELDMENTS USING AWS WELD SYMBOLS.
<br />b) WELDERS CERTIFICATES: PROVIDE WELDERS CERTIFICATES BY AN
<br />APPROVED CERTIFYING AGENCY.
<br />2) MATERIALS.
<br />a) STRUCTURAL STEEL W-SECTION SHAPES: ASTM A992 GRADE 50 (Fy = 50 KSI)
<br />b) STRUCTURAL STEEL CHANNELS: ASTM A36 (Fy = 36 KSI).
<br />c) STRUCTURAL STEEL PLATES: ASTM A572 GRADE 50 (Fy = 50 KSI).
<br />d) STRUCTURAL STEEL ANGLES: ASTM A36 (Fy = 36 KSI).
<br />e) HOLLOW STRUCTURAL SHAPES: SQUARE AND RECTANGULAR STRUCTURAL
<br />TUBE: ASTM A500 GRADE B (Fy = 46 KSI), ASTM A500 GRADE C (Fy = 50 KSI)
<br />WHERE NOTED.
<br />f) HIGH -STRENGTH BOLTS (HSB): ASTM F3125 GALVANIZED TO ASTM F2329
<br />UNLESS NOTED OTHERWISE.
<br />g) ANCHOR RODS: ASTM F1554 GRADE 36 HEAVY HEX TYPE. RODS, NUTS AND
<br />WASHERS GALVANIZED IN ACCORDANCE WITH ASTM F2329.
<br />h) THREADED ROD: ASTM F1554 GRADE 36. GALVANIZED IN ACCORDANCE WITH
<br />ASTM F2329.
<br />i) PLATE WASHERS: ASTM A36.
<br />j) HARDENED WASHERS: ASTM F436 TYPE 1. GALVANIZED TO ASTM F2329 UNLESS
<br />NOTED OTHERWISE.
<br />k) BEVEL WASHERS: ASTM F436 TYPE 1. GALVANIZED TO ASTM F2329 UNLESS
<br />NOTED OTHERWISE.
<br />1) NUTS (STANDARD, JAMB AND HEAVY HEX TYPE): ASTM A563. GALVANIZED TO
<br />ASTM F2329 UNLESS NOTED OTHERWISE. HEAVY HEX NUTS SHALL BE USED IN
<br />ALL HSB CONNECTIONS UNLESS OTHERWISE NOTED. ALL NUTS TO HAVE A
<br />PROOF LOAD STRESS EQUAL TO OR HIGHER THAN THE MINIMUM SPECIFIED
<br />TENSILE STRENGTH OF THE THREADED PART (BOLT OR ROD).
<br />m)SHEAR CONNECTOR STUDS AND HEADED CONCRETE ANCHORS: TYPE B
<br />IN CONFORMANCE WITH AWS D1.1, AS MANUFACTURED BY NELSON STUD
<br />WELDING OR TRU-WELD DIVISION OF TRU-FIT PRODUCTS CORP.
<br />INSTALL/FASTEN TO STEEL MEMBERS IN STRICT ACCORDANCE WITH
<br />MANUFACTURERS RECOMMENDATIONS.
<br />n) WELDING FILLER MATERIAL: AWS D1.1 TABLE 3.1, AWS A5.1 OR A5.5 E70XX FOR
<br />SMAW WELDING PROCESS; AWS A5.18 ER70S-X FOR GMAW WELDING PROCESS;
<br />AWS A5.17 OR A5.23 F7XX-EXXX FOR SAW WELDING PROCESS; AWS A5.20
<br />E7XT-X FOR FCAW WELDING PROCESS.
<br />1) TYPE: LOW -HYDROGEN.
<br />C. CONNECTIONS
<br />1) ALL STRUCTURAL CONNECTIONS SHALL UTILIZE 3/4 INCH DIAMETER A325 HIGH
<br />STRENGTH BOLTS AND BE TYPE N (BEARING WITH THREADS INCLUDED IN THE
<br />SHEAR PLANE) UNLESS OTHERWISE NOTED. CONNECTIONS NOTED AS SC (SLIP
<br />CRITICAL) SHALL INCLUDE LOAD INDICATOR WASHERS OR USE TENSION
<br />CONTROLLED HIGH -STRENGTH BOLTS. FAYING SURFACES OF CONNECTING
<br />PARTS IN SC CONNECTIONS SHALL BE PROTECTED AGAINST PAINT AND
<br />OVER -SPRAY.
<br />2) HIGH STRENGTH BOLTS SHALL BE INSTALLED AND TIGHTENED IN ACCORDANCE
<br />WITH RCSC "SPECIFICATIONS FOR STRUCTURAL JOINTS USING HIGH -STRENGTH
<br />BOLTS" (AISC 360) AND SSTC "STRUCTURAL BOLTING HANDBOOK".
<br />3) ALL HIGH STRENGTH BOLTS SHALL BE FULLY TENSIONED UNLESS NOTED
<br />OTHERWISE.
<br />D. WELDING
<br />1) ALL WELDING SHALL BE PERFORMED IN ACCORDANCE WITH AWS D1.1.
<br />2) ALL WELDING ON ELEMENTS OF THE SEISMIC FORCE -RESISTING SYSTEM SHALL
<br />BE PERFORMED IN ACCORDANCE WITH AWS D1.8.
<br />3) GUARDRAILS AND HANDRAILS SHALL BE PROVIDED WITH CLOSED ENDS AND
<br />CONNECTIONS SHALL BE CONTINUOUSLY WELDED UNLESS NOTED OTHERWISE.
<br />SYM
<br />REVISION
<br />BY
<br />APPROVED
<br />DATE SYM
<br />REVISION
<br />I BY
<br />APPROVED
<br />DATE
<br />�® Af.p�A ACCEPTABILITY
<br />A
<br />PFP SPAR PAINT BOOTH 1 AND 2 - IFC REMOVAL
<br />W5983281
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<br />RLT
<br />08.09.19
<br />� A � THIS DESIGN AND/OR
<br />SPECIFICATION IS APPROVED
<br />-
<br />B
<br />PFP SPAR PAINT BOOTH 1 AND 2 - IFC FOUNDATION
<br />VV5983281
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<br />RLT
<br />10.25.19
<br />ill RON:;
<br />APPROVED BY
<br />DEPT.
<br />MIR
<br />C
<br />PFP SPAR PAINT BOOTH 1 AND 2 - IFC
<br />W5983281
<br />HG
<br />RLT
<br />11,19.19
<br />D
<br />PFP SPAR PAINT BOOTH 1 AND 2 - IFP
<br />V6983281
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<br />11.19.19
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<br />2oZo�s
<br />DATE
<br />CHECKED
<br />R. PINLAC
<br />ENGINEER
<br />K. WITT
<br />CHECKED
<br />A. WARNER
<br />APPROVED
<br />R. THIRTYACRE
<br />11.06,18
<br />08,09.19
<br />08,09.19
<br />08.09,10,
<br />08.09.19
<br />SUBTITLE
<br />TITLE
<br />STRUCTURAL MASTER
<br />E. STEEL GRATING
<br />1) EXTERIOR PLATFORM & STAIR LANDING GRATING: TYPE ANSI/NAAMM MBG 531:
<br />W-19-4
<br />1 1/4 X 3/16 STEEL. TOP SURFACE: PLAIN. FINISH: PAINTED PER PROJECT
<br />SPECIFICATIONS.
<br />2) STAIR TREAD GRATING: TYPE ANSI/NAAMM MBG 531: VV--19-4 1 1/2 X 3/16 STEEL.
<br />TOP SURFACE: PLAIN. NOSING TYPE: CAST ABRASIVE. FINISH: PAINTED PER.
<br />PROJECT SPECIFICATIONS.
<br />3) PAINT BOOTH TRENCH GRATING TYPE: TYPE ANSI/NAAMM MBG 531: W-19-4 (3 X
<br />1/4) STEEL, MCNICHOLS TYPE "GHB" OR EQUAL. TOP SURFACE: PLAIN. FINISH:
<br />GALVANIZED PER ASTM A123.
<br />3) SUPPORT SPACE TRENCH GRATING TYPE: TYPE ANSI/NAAMM MBG 531: W 19-4
<br />(1 112 X 3/6) STEEL. TOP SURFACE: PLAIN. FINISH: GALVANIZED PER ASTM A123.
<br />4) SPAR PAINT BOOTH SUMP TRENCH GRATING TYPE: TYPE ANSI/NAAMM MBG 531:
<br />19-SI-4 (1 1/2 X 1/4) SWAGE -LOCKED ALUMINUM, MCNICHOLS TYPE "GIA" OR
<br />EQUAL.
<br />5) ACCESSORIES:
<br />a) FASTENERS AND SADDLE CLIPS: GALVANIZED.
<br />6) GRATING PANELS SHALL BE BANDED USING THE SAME MATERIAL AS GRATING.
<br />BAND GRATING PANELS AT THE FOLLOWING LOCATIONS UNLESS OTHERWISE
<br />NOTED:
<br />a) OPENINGS AND BLOCKOUTS.
<br />b) REMOVABLE PANELS.
<br />c) PERIMETER OF INDIVIDUAL PANELS.
<br />F. STEEL DECK
<br />1) SUBMITTALS:
<br />a) SHOP DRAWINGS: INDICATE TYPES, PROFILES, SIZES, GAUGES, FINISH,
<br />DIMENSIONS, PROPERTIES, SUPPORTS, POSITIONS, LAP LOCATIONS,
<br />OPENINGS, FASTENING TYPE AND SCHEDULE, ACCESSORIES, ETC FOR THE
<br />FABRICATION AND INSTALLATION OF ALL STEEL DECKING.
<br />2) PRODUCTS: VERCO STEEL FLOOR DECK SYSTEM TYPE "PLB FORMLOCK" OR
<br />EQUAL BY VERCO STEEL.
<br />3) MATERIALS:
<br />a) SHEET STEEL: GALVANIZED ASTM A653 GRADE 50 STRUCTURAL QUALITY.
<br />FINISH: ASTM A924 G60.
<br />b) POWDER -ACTUATED OR PNEUMATIC DRIVEN FASTENERS: TYPE X-ENP-1915
<br />MANUFACTURED BY HILTI, INC., WITH KNURLED SHANKS AND 1/2 INCH
<br />DIAMETER (MINIMUM) STEEL CLAMPING WASHERS. PROVIDE SDK2 SEALING
<br />CAPS WHERE INDICATED.
<br />4) STEEL FLOOR DECK: SECTION DEPTH: 1 1/2 INCH. SECTION THICKNESS: 16
<br />GAUGE. RIB SPACING: 12 INCHES ON CENTER. SIDE LAPS: STANDARD
<br />INTERLOCKING SEAM.
<br />5) STEEL FLOOR DECK INSTALLATION: SHORE ALL CANTILEVER SPANS, AND ALL
<br />OTHER SPANS WHERE REQUIRED BY THE DECK MANUFACTURER. PLACE PANELS
<br />AND ADJUST TO FINAL POSITION PRIOR TO PERMANENT ATTACHMENT. PROVIDE
<br />2 INCH MINIMUM BEARING, 3 INCH MINIMUM END LAPS. END LAPS SHALL OCCUR
<br />OVER SUPPORTS ONLY. PROVIDE SHEAR STUD CONNECTORS WHERE INDICATED
<br />ON THE DRAWINGS. ATTACH PANELS AT PERPENDICULAR SUPPORTS WITH 4
<br />FASTENERS PER 36 INCH WIDE PANEL WIDTH. ATTACH PANELS PARALLEL TO
<br />SUPPORTS WITH FASTENERS AT 12 INCH ON CENTER MAXIMUM SPACING. PANEL
<br />SIDE LAPS SHALL BE FASTENED/INTER-CONNECTED WITH MANUFACTURERS
<br />PROPRIETARY INTERLOCKING PUNCH SYSTEM AT 12 INCH ON CENTER MAXIMUM
<br />SPACING.
<br />6) SPECIAL INSPECTION: ALL STEEL DECK SHALL HAVE SPECIAL INSPECTION AFTER
<br />INSTALLATION AND PRIOR TO INSTALLATION OF FINAL COVER.
<br />A) CORROSION PROTECTION
<br />1) ALL STRUCTURAL AND MISCELLANEOUS STEEL SHALL SHOP PRIMED,UNLESS
<br />OTHERWISE NOTED. ALL STRUCTURAL AND MISCELLANEOUS STEEL NOTED AS
<br />GALVANIZED SHALL BE HOT DIPPED GALVANIZED AFTER FABRICATION IN
<br />ACCORDANCE WITH ASTM A123.
<br />2) FINAL FINISH OF ALL STRUCTURAL AND MISCELLANEOUS STEEL SHALL MATCH
<br />EXISTING OR SPECIFIED BY BOEING.
<br />3) FIELD TOUCH UP OF GALVANIZED STEEL SHALL BE WITH GALVICON COLD
<br />GALVINZING COMPOUND. MINIMUM 2 MILS D.F.T. RESTORATION OF THE
<br />GALVANIZED COATING SHALL BE IN ACCORDANCE WITH ASTM A780 "STANDARD
<br />PRACTICE FOR REPAIR OF DAMAGED AND UNDERSOATED AREA OF HOT -DIP
<br />GALVANIZED COATINGS".
<br />4) FINAL FINISH OF CONCRETE AND COATING OF CONCRETE SHALL MATCH
<br />EXISTING OR SPECIFIED BY BOEING.
<br />PFP SPAR PAINT BOOTH 1 AND 2
<br />EVERETT, WA
<br />DWG NO.
<br />40-058-S2g
<br />
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