|
STRUCTURAL NOTES
<br />DESIGN LOADS
<br />ALL DESIGN AND CONSTRUCTION SHALL CONFORM TO THE REQUIREMENTS OF THE
<br />INTERNATIONAL BUILDING CODE (IBC) AND INTERNATIONAL EXISTING BUILDING CODE (IEBC),
<br />2018 EDITION, AS AMENDED BY THE CITY OF EVERETT.
<br />LIVE LOADS
<br />IN ADDITION TO THE DEAD LOADS, THE FOLLOWING FLOOR LIVE LOADS WERE USED FOR
<br />DESIGN. LIVE LOAD REDUCTION IS PER IBC SECTION 1607.10.
<br />REDUCIBLE UNREDUCIBLE
<br />STAIRS & CORRIDORS 100 PSF X
<br />REFER TO TABLE 1607.1 IN THE IBC FOR RELEVANT CONCENTRATED LIVE LOADS
<br />GENERAL NOTES
<br />SUBMITTALS
<br />SHOP DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT PRIOR TO ANY FABRICATION OR
<br />CONSTRUCTION FOR ALL STRUCTURAL ITEMS, INCLUDING THE FOLLOWING: CONCRETE OR
<br />REINFORCEMENT, EMBEDDED STEEL ITEMS, STRUCTURAL STEEL, STEEL DECK, SHEAR STUD
<br />LAYOUT, METAL GRATING, AND STAIRS.
<br />IF THE SHOP DRAWINGS DIFFER FROM OR ADD TO THE DESIGN OF THE STRUCTURAL
<br />DRAWINGS, THEY SHALL BEAR THE SEAL AND SIGNATURE OF THE WASHINGTON STATE
<br />REGISTERED PROFESSIONAL ENGINEER WHO IS RESPONSIBLE FOR THE DESIGN.
<br />INSPECTION
<br />SPECIAL INSPECTION PER IBC CHAPTER 17 SHALL BE PERFORMED BY AN APPROVED
<br />TESTING AGENCY AS INDICATED IN THE STATEMENT OF SPECIAL INSPECTIONS AND TESTING.
<br />SPECIAL CONDITIONS
<br />CONTRACTOR SHALL VERIFY ALL LEVELS, DIMENSIONS, AND EXISTING CONDITIONS IN THE
<br />FIELD BEFORE PROCEEDING. CONTRACTOR SHALL NOTIFY THE ARCHITECT OF ANY
<br />DISCREPANCIES OR FIELD CHANGES PRIOR TO INSTALLATION OR FABRICATION. IN CASE OF
<br />DISCREPANCIES BETWEEN THE EXISTING CONDITIONS AND THE DRAWINGS, THE
<br />CONTRACTOR SHALL OBTAIN DIRECTION FROM THE ARCHITECT BEFORE PROCEEDING.
<br />DIMENSIONS NOTED AS PLUS OR MINUS (t) INDICATE UNVERIFIED DIMENSIONS AND ARE
<br />APPROXIMATE. NOTIFY ARCHITECT IMMEDIATELY OF CONFLICTS OR EXCESSIVE VARIATIONS
<br />FROM INDICATED DIMENSIONS. NOTED DIMENSIONS TAKE PRECEDENCE OVER SCALED
<br />DIMENSIONS --DO NOT SCALE DRAWINGS. DIMENSIONS OF EXISTING CONDITIONS MAY BE
<br />BASED ON RECORD DRAWINGS AND ARE TO BE FIELD -VERIFIED BY THE CONTRACTOR.
<br />CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS BEFORE COMMENCING ANY
<br />DEMOLITION. CONTRACTOR SHALL PROVIDE ADEQUATE SHORING AND BRACING OF ALL
<br />STRUCTURAL MEMBERS, EXISTING CONSTRUCTION AND SOIL EXCAVATIONS, AS REQUIRED,
<br />AND IN A MANNER SUITABLE TO THE WORK SEQUENCE. TEMPORARY SHORING AND BRACING
<br />SHALL NOT BE REMOVED UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN
<br />ACCORDANCE WITH THE DRAWINGS AND MATERIALS HAVE ACHIEVED DESIGN STRENGTH.
<br />NO REINFORCING BARS IN EXISTING CONSTRUCTION SHALL BE CUT UNLESS DIRECTED TO
<br />BY THE ARCHITECT OR AS SHOWN ON THE DRAWINGS.
<br />CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS,
<br />TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE WORK.
<br />STRUCTURAL STEEL
<br />REFERENCE SPECIFICATIONS
<br />STRUCTURAL STEEL
<br />AISC 360 - SPECIFICATION FOR STRUCTURAL STEEL
<br />BUILDINGS
<br />HIGH STRENGTH BOLTS
<br />RCSC SPECIFICATION FOR STRUCTURAL JOINTS USING
<br />HIGH -STRENGTH BOLTS
<br />WELDING
<br />AWS D1.1, TYPICAL
<br />AWS D1.3 FOR STEEL DECK AND COLD -FORMED FRAMING
<br />AWS D1.8 FOR SUPPLEMENTAL SEISMIC PROVISIONS
<br />AWS PREQUALIFIED JOINT DETAILS
<br />WELDER CERTIFICATION
<br />AMERICAN WELDING SOCIETY (AWS)
<br />WASHINGTON ASSOCIATION OF BUILDING OFFICIALS
<br />(WABO)
<br />STEEL DECKING
<br />STEEL DECK INSTITUTE PUBLICATION NO. FDDM
<br />STEEL DECK INSTITUTE PUBLICATION NO. RDDM
<br />AISI S100- NORTH AMERICAN SPECIFICATION FOR THE
<br />DESIGN OF COLD -FORMED STEEL STRUCTURAL MEMBERS
<br />STEEL MATERIALS
<br />WIDE FLANGE SHAPES (W AND WT) ASTM A 992
<br />PLATES (PL), BARS ASTM A 36 TYPICAL,
<br />ASTM A 572 GRADE 50 WHERE NOTED
<br />ANGLES (L), CHANNELS (C AND MC) ASTM A 36
<br />STRUCTURAL TUBES (HSS) ASTM A 500, GRADE C
<br />STRUCTURAL BOLTS ASTM F 3125, GRADE A 325
<br />THREADED RODS ASTM A 36, UNLESS NOTED OTHERWISE
<br />WELDING ELECTRODES 70 KSI, LOW HYDROGEN, TYPICAL
<br />60 KSI, MINIMUM, STEEL DECK AND COLD -FORMED
<br />FRAMING
<br />STRUCTURAL STEEL DESIGN, FABRICATION AND ERECTION SHALL CONFORM TO THE
<br />REQUIREMENTS OF IBC CHAPTER 22. ALL MEMBERS ARE TO BE ERECTED WITH NATURAL
<br />MILL CAMBER OR INDUCED CAMBER UP, UNLESS OTHERWISE NOTED ON THE PLANS.
<br />SUBSTITUTION OF MEMBER SIZES OR STEEL GRADE WILL NOT BE ALLOWED WITHOUT PRIOR
<br />APPROVAL BY THE ARCHITECT. A MINIMUM OF TWO BOLTS IS REQUIRED FOR ALL BEAM
<br />CONNECTIONS. ALTERNATIVE CONNECTIONS TO THOSE SHOWN ON THESE DRAWINGS WILL
<br />REQUIRE PRIOR APPROVAL BY THE ARCHITECT.
<br />THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL ERECTION AIDS AND JOINT
<br />PREPARATIONS THAT INCLUDE, BUT ARE NOT LIMITED TO, ERECTION ANGLES, LIFT HOLES
<br />AND OTHER AIDS, WELDING PROCEDURES, REQUIRED ROOT OPENINGS, ROOT FACE
<br />DIMENSIONS, GROOVE ANGLES, BACKING BARS, COPES, SURFACE ROUGHNESS VALUES,
<br />AND UNEQUAL PARTS.
<br />WELDING
<br />ALL WELDING SHALL BE IN CONFORMANCE WITH AISC AND AWS STANDARDS, AND SHALL BE
<br />PERFORMED BY AWS-WABO-CERTIFIED WELDERS. ONLY WELDS THAT ARE PREQUALIFIED,
<br />AS DEFINED BY AWS, OR QUALIFIED BY TESTING SHALL BE USED. SHOP DRAWINGS SHALL
<br />SHOW ALL WELDING WITH AWS A2.4 SYMBOLS. WELDS SHOWN ON THE DRAWINGS ARE
<br />MINIMUM SIZES. INCREASE WELD SIZE TO AWS MINIMUM SIZES BASED ON THICKNESS.
<br />MINIMUM WELD SIZE SHALL BE 3/16-INCH, UNLESS NOTED OTHERWISE. THE WELDS SHOWN
<br />ARE FOR THE FINAL CONNECTIONS. FIELD WELD SYMBOLS ARE SHOWN WHERE FIELD
<br />WELDS ARE REQUIRED BY THE STRUCTURAL DESIGN. WHERE FIELD WELD IS NOT
<br />INDICATED, THE CONTRACTOR IS RESPONSIBLE FOR DETERMINING IF A WELD SHOULD BE
<br />SHOP OR FIELD -WELDED IN ORDER TO FACILITATE THE STRUCTURAL STEEL ERECTION.
<br />FIREPROOFING
<br />EXCEPT WHERE PAINTED OR GALVANIZED, STRUCTURAL STEEL SHALL BE FIREPROOFED
<br />PER THE SPECIFICATIONS. FIREPROOFING SHALL BE GCP APPLIED TECHNOLOGIES OR
<br />APPROVED EQUAL. THICKNESS SHALL BE AS INDICATED ON ICC REPORT NO. ESR-1186.
<br />PRIMARY STRUCTURAL FRAME CONSISTS OF ALL COLUMNS, GIRDERS AND BEAMS
<br />ATTACHED TO COLUMNS, AND ANY BEAM CARRYING GREATER THAN 500 SQUARE FEET OF
<br />FLOOR OR ROOF AREA. ALL OTHER FRAMING IS TO BE CONSIDERED SECONDARY.
<br />STRUCTURAL MEMBERS SHALL BE ASSUMED TO BE IN A THERMAL UNRESTRAINED
<br />CONDITION FOR THE PURPOSES OF DETERMINING FIREPROOFING THICKNESS.
<br />CONCRETE
<br />CONCRETE WORK SHALL CONFORM TO ALL REQUIREMENTS OF IBC CHAPTER 19.
<br />CONCRETE MIXTURES
<br />CONCRETE MIXTURES SHALL CONFORM TO THE FOLLOWING REQUIREMENTS:
<br />CONCRETE MIXTURES
<br />f'c
<br />(PSI)
<br />TEST AGE
<br />(DAYS)
<br />EXPOSURE
<br />CLASS
<br />USE
<br />F
<br />S
<br />W
<br />C
<br />4,000
<br />28
<br />1 FO
<br />I SO
<br />I WO
<br />I CO
<br />I SLAB -ON -GRADE
<br />CONCRETE MIXTURES SHALL CONFORM TO THE MOST STRINGENT REQUIREMENTS FOR
<br />EXPOSURE CLASSES SPECIFIED IN THE TABLE ABOVE AND ACI 318 TABLE 19.3.2.1.
<br />WATER -REDUCING ADMIXTURES MAY BE INCORPORATED IN CONCRETE MIX DESIGNS, BUT
<br />SHALL CONFORM TO ASTM C 494, AND BE USED IN STRICT ACCORDANCE WITH THE
<br />MANUFACTURER'S RECOMMENDATIONS. CaC12 OR OTHER WATER-SOLUBLE CHLORIDE
<br />ADMIXTURES SHALL NOT BE USED.
<br />WATER/CEMENTITIOUS MATERIALS RATIO SHALL BE MEASURED BY WEIGHT AND SHALL BE
<br />BASED ON THE TOTAL CEMENTITIOUS MATERIAL. WATER/CEMENTITIOUS MATERIALS RATIO
<br />AND WATER CONTENT SHALL BE DETERMINED BY THE SUPPLIER BASED ON STRENGTH
<br />REQUIREMENTS AND SHALL NOT EXCEED THE MAXIMUM WATER/CEMENTITIOUS MATERIAL
<br />RATIO AND/OR WATER CONTENT IF SHOWN ABOVE OR IN ACI 318 TABLE 19.3.2.1 FOR THE
<br />EXPOSURE CLASSES LISTED.
<br />FIELD -MEASURED SLUMP SHALL CONFORM TO THE SUBMITTED CONCRETE MIX DESIGN.
<br />TOLERANCE OF SLUMP SHALL CONFORM TO ASTM C 94.
<br />THE CONTRACTOR SHALL SUBMIT CONCRETE MIX DESIGNS FOR APPROVAL 2 WEEKS PRIOR
<br />TO PLACING ANY CONCRETE. THE MIX DESIGN SHALL BE IN CONFORMANCE WITH ACI 318,
<br />CHAPTER 19. THE SUBMITTAL SHALL IN
<br />WHERE EACH CONCRETE MIX IS TO BE USED
<br />ON THE PROJECT, AS WELL AS THE MAXIMUM AGGREGATE SIZE OF EACH MIX. MAXIMUM
<br />AGGREGATE SIZE SHALL CONFORM TO THE PROJECT SPECIFICATIONS.
<br />CURING
<br />IF THE AIR TEMPERATURE WILL EXCEED 75 DEGREES F WITHIN 48 HOURS OF PLACING
<br />CONCRETE, A MOIST CURE SHALL BE APPLIED TO THE CONCRETE FOR A PERIOD OF 36
<br />HOURS AFTER FINISHING CONCRETE SURFACES. REFER TO THE PROJECT SPECIFICATIONS
<br />FOR CURING REQUIREMENTS.
<br />REINFORCING STEEL
<br />DEFORMED BARS ASTM A 615, GRADE 60
<br />REINFORCING SHALL BE SUPPORTED AS SPECIFIED BY THE PROJECT SPECIFICATIONS AND
<br />THE CRSI MANUAL OF STANDARD PRACTICE. REINFORCING STEEL SHALL BE DETAILED IN
<br />ACCORDANCE WITH ACI STANDARD OF PRACTICE AS OUTLINED IN ACI 315, "GUIDE TO
<br />PRESENTING REINFORCING STEEL DESIGN DETAILS".
<br />NONSHRINK GROUT
<br />BASE PLATE GROUT SHALL BE NONSHRINK TYPE WITH MINIMUM fc = 8,000 PSI. ALL OTHER
<br />NONSHRINK GROUT SHALL HAVE MINIMUM fc = 5,000 PSI.
<br />STEEL DECK
<br />STEEL DECK SHALL CONFORM TO ASTM A 653. WHERE THE DECK IS LEFT PERMANENTLY
<br />EXPOSED, GALVANIZED COATING SHALL CONFORM TO ASTM A 924, G90. IN OTHER AREAS,
<br />GALVANIZED COATING SHALL CONFORM TO ASTM A 924, G60. STEEL DECK SHALL CONFORM
<br />TO THE FOLLOWING:
<br />f. (Psh USE
<br />33,000 MINIMUM NONCOMPOSITE STEEL ROOF DECK
<br />DECK SUPPLIER SHALL VERIFY DECK GAUGES AND CAPACITIES BASED ON ACTUAL DECK
<br />LAYOUT AND SPAN CONDITIONS INCLUDING A 10 PSF SUPERIMPOSED DEAD LOAD
<br />ALLOWANCE FOR THE STEEL ROOF DECK. DEVIATIONS IN DECK GAUGES FROM THOSE
<br />SHOWN SHALL BE SUBMITTED TO THE ARCHITECT, ALONG WITH A VALID ICC REPORT FOR
<br />APPROVAL PRIOR TO SHOP DETAILING.
<br />DECK WELDING SHALL BE IN ACCORDANCE WITH AWS D1.3, "STRUCTURAL WELDING CODE -
<br />SHEET STEEL." ARC SPOT WELD SIZES NOTED ARE BASED ON THE NOMINAL (VISIBLE)
<br />DIAMETER.
<br />CONTRACTOR SHALL PROVIDE CLOSURE PLATES, FLASHING, AND ALL MISCELLANEOUS
<br />COLD -FORMED FRAMING NECESSARY TO COMPLETE THE WORK. THE MINIMUM BEARING
<br />SHALL BE 2 INCHES.
<br />NONCOMPOSITE STEEL ROOF DECK
<br />STEEL ROOF DECK SHALL BE OF THE SIZE AND GAUGE SHOWN ON THE PLANS OR AN
<br />APPROVED EQUAL. STEEL ROOF DECK FASTENING SHALL BE AS SHOWN ON THE PLANS. THE
<br />MINIMUM END LAP SHALL BE 21NCHES CENTERED OVER SUPPORTS.
<br />SUSPENDED CEILINGS, LIGHT FIXTURES, PIPES, DUCTS, MECHANICAL OR ELECTRICAL
<br />EQUIPMENT, OR OTHER UTILITIES SHALL NOT BE SUPPORTED BY THE NONCOMPOSITE
<br />STEEL ROOF DECK WITHOUT APPROVAL OF THE ENGINEER.
<br />HOLES OR COMBINATIONS OF HOLES IN NONCOMPOSITE STEEL ROOF DECK, WHICH CUT
<br />TWO WEBS WHICH ARE CLOSER THAN 24 INCHES ON CENTER IN ANY DECK SPAN, MAY
<br />REQUIRE DECK REINFORCEMENT AND REQUIRE DIRECTION FROM THE ENGINEER.
<br />DRAWING LIST
<br />S-3.0
<br />STRUCTURAL NOTES, DRAWING LIST, AND SPECIAL
<br />INSPECTIONS
<br />S-3.1
<br />LEVEL 1 PARTIAL PLAN
<br />S-3.2
<br />LEVEL 2 PARTIAL PLAN
<br />S-3.3
<br />STAIR PLAN & DETAILS
<br />S-3.4
<br />OPERABLE PARTITION PLAN & DETAILS
<br />S-3.5
<br />WALL OPENING DETAILS
<br />STRUCTURAL DRAWING SYMBOLS AND ABBREVIATIONS
<br />ADD'L
<br />ADDITIONAL
<br />IN
<br />INCH
<br />ADH
<br />ADHESIVE
<br />INFO
<br />INFORMATION
<br />ADJ
<br />ADJUSTABLE
<br />INT
<br />INTERIOR
<br />AESS
<br />ARCHITECTURALLY EXPOSED
<br />JT
<br />JOINT
<br />STRUCTURAL STEEL
<br />K
<br />KIP (1,000 LBS.)
<br />AFF
<br />ABOVE FINISH FLOOR
<br />KSF
<br />KIPS PER SQUARE FOOT
<br />ARCH
<br />ARCHITECTURAL
<br />LFH
<br />LONG FACE HORIZONTAL
<br />B/
<br />BOTTOM OF
<br />LLH
<br />LONG LEG HORIZONTAL
<br />BLDG
<br />BUILDING
<br />LLV
<br />LONG LEG VERTICAL
<br />SM
<br />BEAM
<br />LNGT
<br />LONGITUDINAL
<br />BOT
<br />BOTTOM
<br />LP
<br />LOW POINT
<br />BRG
<br />BEARING
<br />MAX
<br />MAXIMUM
<br />BTWN
<br />BETWEEN
<br />MECH
<br />MECHANICAL
<br />C
<br />CAMBER
<br />MFR
<br />MANUFACTURER
<br />CAP
<br />CAPACITY
<br />MIN
<br />MINIMUM
<br />CC
<br />CENTER TO CENTER
<br />MISC
<br />MISCELLANEOUS
<br />CFS
<br />COLD -FORMED STEEL
<br />MOM
<br />MOMENT
<br />CJP
<br />COMPLETE JOINT PENETRATION
<br />NIC
<br />NOT IN CONTRACT
<br />CL
<br />CENTERLINE
<br />NO
<br />NUMBER
<br />CLG
<br />CEILING
<br />NOM
<br />NOMINAL
<br />CLR
<br />CLEAR
<br />NS
<br />NEARSIDE
<br />CMU
<br />CONCRETE MASONRY UNIT
<br />NTS
<br />NOT TO SCALE
<br />COL
<br />COLUMN
<br />OC
<br />ON CENTER
<br />CONC
<br />CONCRETE
<br />OPNG
<br />OPENING
<br />CONN
<br />CONNECTION
<br />OPP
<br />OPPOSITE
<br />CONST
<br />CONSTRUCTION
<br />PAF
<br />POWER ACTUATED FASTENER
<br />CONT
<br />CONTINUOUS
<br />PEN
<br />PENETRATION
<br />CONTR
<br />CONTRACTOR
<br />PJP
<br />PARTIAL JOINT PENETRATION
<br />CONTY
<br />CONTINUITY
<br />PL
<br />PLATE
<br />COORD
<br />COORDINATE
<br />PSF
<br />POUNDS PER SQUARE FOOT
<br />CTR
<br />CENTER
<br />PSI
<br />POUNDS PER SQUARE INCH
<br />DBL
<br />DOUBLE
<br />R
<br />RADIUS
<br />DCW
<br />DEMAND CRITICAL WELD
<br />REINF
<br />REINFORCING
<br />DEMO
<br />DEMOLISH
<br />REM
<br />REMAIN(DER)
<br />DET
<br />DETAIL
<br />REQ'D
<br />REQUIRED
<br />DIA
<br />DIAMETER
<br />RTN
<br />RETURN
<br />DIAG
<br />DIAGONAL
<br />Sc
<br />SLIP CRITICAL
<br />DN
<br />DOWN
<br />SCHED
<br />SCHEDULE
<br />DO
<br />DITTO
<br />SDCI
<br />SEATTLE DEPARTMENT OF
<br />DWF
<br />DEFORMED WIRE FABRIC
<br />CONSTRUCTION AND INSPECTIONS
<br />DWG
<br />DRAWING
<br />SDQ
<br />SPECIAL DUCTILE QUALITY
<br />DWL
<br />DOWEL
<br />SECT
<br />SECTION
<br />EA
<br />EACH
<br />SFRS
<br />SEISMIC FORCE -RESISTING SYSTEM
<br />EF
<br />EACH FACE
<br />BHT
<br />SHEET
<br />EL
<br />ELEVATION
<br />SIM
<br />SIMILAR
<br />EQ
<br />EQUAL
<br />SP
<br />SPACE
<br />EQUIP
<br />EQUIPMENT
<br />SPEC
<br />SPECIFICATION
<br />ES
<br />EACH SIDE
<br />SQ
<br />SQUARE
<br />EW
<br />EACH WAY
<br />STD
<br />STANDARD
<br />EX
<br />EXISTING
<br />STIFF
<br />STIFFENER
<br />EXT
<br />EXTERIOR
<br />STL
<br />STEEL
<br />F
<br />FAHRENHEIT
<br />STRUCT
<br />STRUCTURAL
<br />FF
<br />FINISH FLOOR
<br />SUPP
<br />SUPPORT
<br />FIN
<br />FINISH
<br />SYM
<br />SYMMETRICAL
<br />FLG
<br />FLANGE
<br />T&B
<br />TOP AND BOTTOM
<br />FLR
<br />FLOOR
<br />T/
<br />TOP OF
<br />FS
<br />FARSIDE
<br />THK
<br />THICK(NESS)
<br />FT
<br />FEET
<br />THRU
<br />THROUGH
<br />GA
<br />GAUGE
<br />TRANS
<br />TRANSVERSE
<br />GALV
<br />GALVANIZED
<br />TYP
<br />TYPICAL
<br />GEN
<br />GENERAL
<br />LINO
<br />UNLESS NOTED OTHERWISE
<br />GR
<br />GRADE
<br />UT
<br />ULTRASONIC TESTING
<br />GWB
<br />GYPSUM WALL BOARD
<br />VERT
<br />VERTICAL
<br />HGR
<br />HANGER
<br />VIF
<br />VERIFY IN FIELD
<br />HK
<br />HOOK
<br />W
<br />W-SHAPE
<br />HORIZ
<br />HORIZONTAL
<br />W/
<br />WITH
<br />HP
<br />HIGH POINT
<br />W/O
<br />WITHOUT
<br />HSS
<br />HOLLOW STRUCTURAL SECTION
<br />WP
<br />WORK POINT
<br />IBC
<br />INTERNATIONAL BUILDING CODE
<br />STATEMENT OF STRUCTURAL SPECIAL INSPECTIONS AND TESTING
<br />SPECIAL INSPECTIONS
<br />AND TESTING SCHEDULE
<br />ESTABLISHED PER IBC 2018 SECTION 109 AND CHAPTER 17
<br />ITEM
<br />IBC CODE
<br />COMMENTS
<br />INSPECTION IN FABRICATION SHOP
<br />1704.2.5
<br />-
<br />STRUCTURALSTEEL
<br />1705.2
<br />-
<br />FABRICATION AND ERECTION
<br />-
<br />HIGH STRENGTH BOLTING
<br />_
<br />WELDING
<br />CONCRETE
<br />1705.2
<br />POST -INSTALLED ADHESIVE ANCHORS
<br />STEEL DECK
<br />1705.2.2
<br />-
<br />GENERAL SYMBOLS
<br />10
<br />1
<br />S3.1
<br />100'-0"
<br />100'-0"
<br />100'-0"
<br />T/SLAB
<br />LEVEL 01 n
<br />,WP
<br />GRID BUBBLE
<br />NORTH ARROW
<br />STANDARD SECTION CUTS
<br />BUILDING SECTION CUTS
<br />ELEVATION OF WALL OR FRAME
<br />SPOT ELEVATION: TOP OF PLYWOOD
<br />TOP OF CONCRETE
<br />TOP OF STEEL
<br />TOP OF CONCRETE ELEVATION
<br />TOP OF STEEL ELEVATION
<br />REFERENCE ELEVATION. REFER TO PLAN
<br />UNLESS NOTED OTHERWISE.
<br />ELEVATION OF LEVEL
<br />WORKPOINT
<br />DIRECTION OF DOWNWARD SLOPE
<br />DIRECTION OF SPAN
<br />EXISTING FRAMING
<br />STEEL SYMBOLS
<br />I0 O
<br />STEEL COLUMN ABOVE OR PASSING THRU THIS LEVEL
<br />�- -
<br />STEEL COLUMN BELOW THIS LEVEL
<br />T
<br />COLUMN SPLICE PER FRAME ELEVATIONS
<br />DCOLUMN
<br />SPLICE TYPE
<br />4 D 1/2"
<br />DOUBLER PLATE PER FRAME ELEVATIONS
<br />4_1
<br />3/4"
<br />STIFFENER PLATES PER FRAME ELEVATIONS
<br />D 1/2"
<br />BOTH DOUBLER &STIFFENER PLATES
<br />iti
<br />S 3/4"
<br />®
<br />STEEL IN CROSS SECTION
<br />TOP OF STEEL
<br />CAMBER AT MID -SPAN
<br />ELEVATION
<br />DEVIATION FROM
<br />NUMBER OF STUDS
<br />TYPICAL
<br />BEAM SIZE
<br />SPECIAL MOMENT
<br />RESISTING FRAME
<br />COLUMN
<br />CONNECTION
<br />BELOW �--
<br />W24x55 [20] C 3/4" (-10")
<br />n
<br />I
<br />I
<br />I
<br />FULL HEIGHT
<br />PLATE
<br />CONNECTION O
<br />FH
<br />SPECIAL STUD
<br />SPACING FOR vi
<br />GIRDERS �Iu
<br />BRACED xl
<br />FRAME
<br />ABOVE T I
<br />BRACED
<br />FRAME BELOW
<br />NUMBER OF BOLTS IN
<br />SPECIAL CONNECTIONS -
<br />MOMENT OR TENSION
<br />RESISTING
<br />CONNECTION
<br />BEAM
<br />�? PENETRATION
<br />MEMBER OF THE
<br />n SEISMIC FORCE -
<br />RESISTING SYSTEM
<br />N
<br />3
<br />BOT FLANGE
<br />BEAM BRACE
<br />1N
<br />SHOP WELDED
<br />NUMBER OF BOLTS IN CANTILEVER
<br />CONNECTION IF
<br />DIFFERENT FROM TYPICAL
<br />SCHEDULE
<br />U
<br />LU
<br />T�
<br />1
<br />U/�//
<br />LL
<br />Q
<br />U
<br />C^
<br />10
<br />O
<br />N
<br />ZAP ENERGY
<br />Opus Seaway
<br />Floor 1 & 2
<br />2300 Merrill Creek Pkwy
<br />Everett. WA
<br />DESIGN:
<br />DRAWN:
<br />CHECKED:
<br />NO.: 2300091
<br />WAYNE
<br />WASy� o�I�
<br />c
<br />Pp ''Pp 48649
<br />F�SS10NAL
<br />ANo Issue DesCNDtIon Date
<br />PERMIT SET 02-17-2023
<br />STRUCTURAL NOTES,
<br />DRAWING LIST, AND
<br />SPECIAL INSPECTIONS
<br />S-3.0
<br />
|