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GENERAL STRUCTURAL NOTES
<br />CODES AND REFERENCES:
<br />ADHESIVE DOWELS:
<br />SHOP DRAWING1.
<br />2016 EDITION OF THE INTERNATIONAL BUILDING CODE (IBC), WITH STATE OF WASHINGTON AND CITY OF
<br />ALL ADHESIVE DOWELS SHALL HAVE CURRENT ICC APPROVAL FOR MATERIAL INTO WHICH INSTALLATION
<br />SHOP DRAWINGS SHALL BE SUBMITTED FOR ALL STRUCTURAL ITEMS.
<br />EVERETT AMENDMENTS AND SUPPLEMENTED WITH ASCE 7-10.
<br />TAKES PLACE, SUCH AS HILTI HY200-R (ICC ESR-3167) OR APPROVED EQUIVALENT.
<br />THE CONTRACTOR SHALL REVIEW ALL SHOP DRAWINGS PRIOR TO SUBMITTAL. ITEMS NOT IN
<br />ALL CODE REFERENCES HEREAFTER SHALL CORRESPOND TO THE FOLLOWING EDITIONS, U.N.O.:
<br />PRECAST CONCRETE:
<br />ACCORDANCE WITH CONTRACT DOCUMENTS SHALL BE FLAGGED UPON CONTRACTOR'S REVIEW.
<br />MATERIAL CODE EDITION
<br />REINFORCING SHOWN IN DETAIL IS FOR IN -PLACE CONDITION. CONTRACTOR SHALL BE RESPONSIBLE
<br />VERIFY ALL DIMENSIONS WITH OWNER.
<br />FOR PICK UP POINT INSERTS AND LOCATIONS, SPECIAL PICK UP REINFORCING AND STRONG BACKS,
<br />CONCRETE BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE
<br />AND ALL PICK UP AND PLACING OPERATIONS.
<br />MANUFACTURER OR FABRICATOR SHALL CLOUD ANY CHANGES, SUBSTITUTIONS, OR DEVIATIONS FROM
<br />AND COMMENTARY, ACI 318-14.
<br />DRYPACK:
<br />CONTRACT DOCUMENTS. ANY OF THE AFOREMENTIONED WHICH ARE NOT CLOUDED OR FLAGGED BY
<br />CONCRETE (PRECAST) 7TH EDITION OF PCI DESIGN HANDBOOK: PRECAST AND
<br />SUBMITTING PARTIES, SHALL NOT BE CONSIDERED APPROVED AFTER ENGINEER'S REVIEW, U.N.O.
<br />PRESTRESSED CONCRETE.
<br />CONCRETE REINFORCING CRSI REINFORCING BAR DETAILING, 2015.
<br />DRYPACK SHALL BE 5,000 PSI NON -SHRINK GROUT, FIVE STAR OR EQUIVALENT. INSTALL DRYPACK
<br />THE ENGINEER HAS THE RIGHT TO APPROVE OR DISAPPROVE ANY CHANGES TO CONTRACT DOCUMENTS
<br />STRUCTURAL STEEL 14TH EDITION OF STEEL CONSTRUCTION MANUAL (RISC
<br />UNDER BEARING PLATES BEFORE FRAMING MEMBER 1S INSTALLED.
<br />AT ANY TIME BEFORE OR AFTER SHOP DRAWING REVIEW.
<br />SCM) INCLUDING THE SPECIFICATION FOR STRUCTURAL
<br />CHEMICAL- RESISTANT COATING:
<br />STEEL BUILDINGS AISC 360-10.
<br />THE SHOP DRAWINGS DO NOT REPLACE THE CONTRACT DOCUMENTS. ITEMS OMITTED OR SHOWN
<br />STRUCTURAL STEEL WELDING STRUCTURAL WELDING CODE -STEEL, AWS D1.1-15.
<br />SPI POLYSHIELD HT 10OF OR OWNER APPROVED ALTERNATE SHALL BE USED AT TRENCH SURFACES.
<br />INCORRECTLY AND ARE NOT FLAGGED BY THE STRUCTURAL ENGINEER SHALL NOT BE CONSIDERED
<br />STAINLESS STRUCTURAL STEEL WELDING STRUCTURAL WELDING CODE -STEEL, AWS D1.6-17.
<br />PREPARE EXISTING AND NEW CONCRETE AND STEEL SURFACES ACCORDING TO MANUFACTURERS
<br />CHANGES TO CONTRACT DOCUMENTS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO ENSURE ITEMS ARE
<br />RECOMMENDATIONS. APPLY PRIMER AND COATINGS PER MANUFACTURER'S RECOMMENDATIONS.
<br />.
<br />CONSTRUCTED TO CONTRACT DOCUMENTS.
<br />L a
<br />HYDROPHILIC WATERSTOPS:
<br />THE ADEQUACY OF ENGINEERING DESIGNS AND LAYOUT PERFORMED BY OTHERS RESTS WITH THE
<br />RISK CATEGORY = 11.
<br />DESIGNING OR SUBMITTING AUTHORITY.
<br />HYDROPHILIC WATERSTOPS SHALL BE INSTALLED AT ALL BELOW -GRADE CONCRETE TRENCH JOINTS OR
<br />REVIEWING IS INTENDED ONLY AS AN AID TO THE CONTRACTOR IN OBTAINING CORRECT SHOP DRAWINGS.
<br />PAD SLAB:
<br />INTERFACES. HYDROPHILIC WATERSTOPS SHALL BE 3/4" x 1" SIKA SWELLSTOP OR APPROVED
<br />CONTRACTOR HAS THE RESPONSIBILITY OF THE CORRECTNESS OF ALL APPROVAL DRAWINGS.
<br />EQUIVALENT. INSTALL HYDROPHILIC WATERSTOPS PER MANUFACTURER'S RECOMMENDATIONS.
<br />200 PSF.
<br />GENERAL
<br />JOINT SEALANTS:
<br />SEISMIC:
<br />JOINT SEALANTS SHALL BE SIKAFLEX ®1C SL OR APPROVED EQUIVALENT POLYURETHANE JOINT
<br />THE STRUCTURAL CONSTRUCTION DOCUMENTS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT
<br />IMPORTANCE FACTOR le = 1.0.
<br />SEALANT. FOAM BACKING RODS SHALL COMPLY WITH WSDOT SPECIFICATION 9-06.3. INSTALL JOINT
<br />INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES
<br />LATITUDE = 47.9237; LONGITUDE-122.2765.
<br />SEALANT PER MANUFACTURER'S RECOMMENDATIONS.
<br />NECESSARY TO PROTECT THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE,
<br />Ss o 1.446, S1 0 0.559, SEISMIC SITE CLASS a C.
<br />BUT ARE NOT LIMITED TO BRACING AND SHORING FOR LOADS DUE TO CONSTRUCTION EQUIPMENT, ETC.
<br />Sds o 0.964, Sd1 = 0.464, SEISMIC DESIGN CATEGORY o D.
<br />STRUCTURAL STEEL:
<br />THE STRUCTURAL ENGINEER SHALL NOT BE RESPONSIBLE FOR THE CONTRACTOR'S MEANS, METHODS,
<br />ANALYSIS PROCEDURE USED = EQUIVALENT LATERAL FORCE PROCEDURE.
<br />TECHNIQUES, SEQUENCES OR PROCEDURE OF CONSTRUCTION, OR THE SAFETY PRECAUTIONS AND THE
<br />PROGRAMS INCIDENT THERETO NOR SHALL OBSERVATION VISITS TO THE SITE INCLUDE INSPECTION OF
<br />FOUNDATIONS -
<br />a
<br />ALL CONSTRUCTION SHALL BE PER AISC®SCM.
<br />THESE ITEMS.
<br />REFERENCE GEOTECHNICAL REPORT SUPPLIED BY TERRACON; JOB NO. 81115065; DATED JANUARY 17,
<br />ALL STRUCTURAL STEEL SHALL BE AS FOLLOWS:
<br />CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON FRAMED CONSTRUCTION. LOAD SHALL
<br />2012. SPREAD FOOTINGS AND MAT FOUNDATIONS SHALL BEAR ON A MINIMUM OF 6' OF ENGINEERED
<br />WIDE FLANGE STEEL A.S.T.. A992, GRADE 50 FY = 50 KSI
<br />NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT.
<br />FILL 16" MINIMUM BELOW FINISHED GRADE. ENGINEERED FILL SHALL MEET THE REQUIREMENTS OF
<br />ALL OTHER STRUCTURAL STEEL SHAPES A.S.T.. A36 FY = 36 KSI
<br />WHERE REFERENCE IS MADE TO VARIOUS TEST STANDARDS OR MATERIALS, SUCH STANDARDS SHALL BE
<br />FOUNDATION MATERIAL CLASS A, AS DEFINED IN SECTION 9m03.17 OF THE WSDOT STANDARD
<br />THE LATEST EDITION AND/OR ADDENDA, U.N.O.
<br />SPECIFICATIONS FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION. DESIGN SOIL BEARING VALUE o
<br />HIGH - STRENGTH BOLTS:
<br />4,000 PSF; MODULUS OF SUBGRADE REACTION = 300 PSI. TRENCH WALL BACKFILL MATERIAL SHALL
<br />ESTABLISH AND VERIFY ALL OPENINGS AND INSERTS FOR ARCHITECTURAL, MECHANICAL, PLUMBING AND
<br />MEET THE REQUIREMENTS OF GRAVEL BORROW, AS DEFINED IN SECTION 9-03.14(1) OF THE WSDOT
<br />ALL HIGH -STRENGTH BOLTS SHALL CONFORM TO ASTM A325 AND SHALL BE INSTALLED AS
<br />ELECTRICAL WITH APPROPRIATE TRADES, DRAWINGS AND SUBCONTRACTORS PRIOR TO CONSTRUCTION.
<br />STANDARD SPECIFICATIONS FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION. REFER TO
<br />BEARING -TYPE CONNECTIONS WITH THREADS INCLUDED IN SHEAR PLANE (I.E. A TYPE "N" CONNECTION).
<br />GEOTECHNICAL REPORT FOR ADDITIONAL INFORMATION PRIOR TO COMMENCEMENT OF EARTHWORK.
<br />HIGH -STRENGTH BOLTS SHALL BE SNUG -TIGHT, TYPICAL, U.N.O. AN INDEPENDENT TESTING LABORATORY
<br />OPTIONS ARE FOR CONTRACTOR'S CONVENIENCE. IF AN OPTION IS CHOSEN, CONTRACTOR SHALL BE
<br />CONCRETE
<br />SHALL INSPECT ALL HIGH -STRENGTH BOLTING.
<br />RESPONSIBLE FOR ALL NECESSARY CHANGES AND SHALL COORDINATE ALL DETAILS.
<br />WELDING:
<br />NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL STRUCTURAL NOTES AND
<br />MINIMUM 26-DAY STRENGTH OF CONCRETE SHALL BE 4500 PSI:
<br />TYPICAL DETAILS. WHERE NO DETAILS ARE SHOWN, CONSTRUCTION SHALL CONFORM TO SIMILAR WORK
<br />WELDERS HOLDING VALID W.A.B.O. CERTIFICATES AND HAVING CURRENT EXPERIENCE IN THE TYPE OF
<br />ON THE PROJECT.
<br />. . .
<br />ALL CONCRETE CONSTRUCTION SHALL CONFORM TO ACI. MECHANICALLY VIBRATE ALL CONCRETE WHEN
<br />WELD SHOWN ON THE DRAWINGS OR NOTES SHALL PERFORM ALL WELDING. CERTIFICATES SHALL BE
<br />PLACED, EXCEPT THAT SLABS ON GRADE NEED BE VIBRATED ONLY AT TRENCHES, FLOOR DUCTS,
<br />THOSE ISSUED BY AN ACCEPTED TESTING AGENCY.
<br />CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION OF ALL DIMENSIONS PRIOR TO START OF
<br />TURNDOWNS, ETC. MAXIMUM SLUMP IS 4 1/2" FOR CONCRETE WITHOUT PLASTICIZER. IF PLASTICIZER IS
<br />CONSTRUCTION. RESOLVE ANY DISCREPANCY WITH THE OWNER.
<br />USED, A HIGHER FINAL SLUMP MAY BE ALLOWED UPON STRUCTURAL ENGINEER'S APPROVAL. MAXIMUM
<br />ALL WELDING DONE BY E70 SERIES LOW HYDROGEN RODS, U.N.O. ALL WELDING SHALL BE PER LATEST
<br />WATER/CEMENT RATIO (W/C) SHALL BE 0.45 FOR GENERAL CONCRETE. USE 1 1/2" MINUS COARSE
<br />AWS STANDARDS.
<br />TYPICAL DETAILS MAY NOT NECESSARILY BE CUT ON PLANS, BUT APPLY, U.N.O.
<br />AGGREGATE FOR CONCRETE 6' THICK AND GREATER; USE 3/4" MINUS COARSE AGGREGATE FOR
<br />THESE DRAWINGS DO NOT DISTINGUISH BETWEEN SHOP AND FIELD WELDS; THE CONTRACTOR MAY SHOP
<br />WHERE DISCREPANCIES OCCUR BETWEEN PLANS, DETAILS, GENERAL STRUCTURAL NOTES AND/OR
<br />THINNER SECTIONS. PROVIDE AIR ENTRAINMENT (5% ± 1%) IN CONCRETE EXPOSED TO FREEZE -THAW
<br />WELD OR FIELD WELD AT THEIR DISCRETION. SHOP WELDS AND FIELD WELDS SHALL BE SHOWN ON
<br />SPECIFICATIONS, THE GREATER REQUIREMENTS SHALL GOVERN.
<br />ACTION.
<br />THE SHOP DRAWINGS SUBMITTED FOR REVIEW. ALL FULL/COMPLETE PENETRATION WELDS SHALL BE
<br />FLY F�.
<br />TESTED AND CERTIFIED BY AN INDEPENDENT TESTING LABORATORY.
<br />ANY ENGINEERING DESIGN, PROVIDED BY OTHERS AND SUBMITTED FOR REVIEW, SHALL BEAR THE SEAL
<br />OF A REGISTERED ENGINEER RECOGNIZED BY THE BUILDING CODE JURISDICTION OF THIS PROJECT.
<br />HEADED STUDS:
<br />FLY ASH, IF PERMITTED BY ENGINEER, SHALL BE LIMITED TO 16% OF CEENTITIOUS MATERIALS AND
<br />SHALL HAVE A REPLACEMENT FACTOR OF 1.2 RELATIVE TO CEMENT REPLACED. NO FLY ASH ADDITIVES
<br />ALL REFERENCE TO HEADED STUDS .SHALL BE AUTOMATIC MELDED HIGH -STRENGTH HEADED STUDS.
<br />SPECIAL L INSPECTION -
<br />SHALL BE USED IN FLATWORK OR ARCHITECTURALLY EXPOSED CONCRETE.
<br />ATTACHMENT SHALL CONFORM TO ALL REQUIREMENTS OF AWS. CONFORMANCE SHALL INCLUDE, BUT NOT
<br />BE LIMITED TO, ALL QUALITY CONTROL TESTING PROVISIONS OF THE AFOREMENTIONED PUBLICATIONS.
<br />SPECIAL INSPECTION IS TO BE PROVIDED FOR THE ITEMS LISTED BELOW IN ADDITION TO THE
<br />REINFORCING STEEL FOR CONCRETE:
<br />INSPECTIONS CONDUCTED BY THE BUILDING SAFER' DEPARTMENT. "SPECIAL STRUCTURAL INSPECTION"
<br />STEEL EMBEDS AT INTERIOR OF TRENCHES:
<br />SHALL NOT RELIEVE THE OWNER OR THEIR AGENT FROM REQUESTING THE CITY INSPECTIONS REQUIRED
<br />USE ASTM A615, GRADE 60 (FY = 60 KSI), DEFORMED BARS FOR ALL BARS. NO TACK WELDING OF
<br />BY IBC SECTION 110.3. SPECIAL INSPECTION IS REQUIRED PER SECTIONS 1704 AND 1705 FOR THE
<br />REINFORCING BARS ALLOWED WITHOUT PRIOR REVIEW OF PROCEDURE WITH THE STRUCTURAL ENGINEER.
<br />ALL STEEL EMBED PLATES AT INTERIOR OF TRENCHES SHALL BE STAINLESS STEEL (SS) ASTM A240
<br />FOLLOWING:
<br />ACI 318 SHALL APPLY. SUPPORT OF FOUNDATION REINFORCING MUST PROVIDE ISOLATION FROM
<br />TYPE 304L, UNLESS NOTED OTHERWISE.
<br />MOISTURE AND CORROSION.
<br />1. CONCRETE (PER IBC TABLE 1705.3):
<br />PROTECTIVE COATINGS FOR MILD STEEL TRENCH EMBEDS:
<br />A) DURING THE TAKING OF TEST SPECIMENS.
<br />REINFORCING BAR SPACING GIVEN ARE MAXIMUM ON CENTERS. ALL OARS SHALL BE PER ACI SP®66.
<br />B) DURING THE PLACEMENT OF ALL REINFORCED CONCRETE, U.N.O.
<br />DOWEL ALL VERTICAL REINFORCING TO FOUNDATION WITH STANDARD 90-DEGREE HOOKS, U.N.O.
<br />ALL MILD STEEL EMBEDS AT TRENCH LIDS AND WALLS SHALL RECEIVE POLYESTER POWDER COATING
<br />C VERIFICATION OF CURING TEMPERATURE AND TECHNIQUE (PERIODIC).
<br />SECURELY TIE ALL BARS IN LOCATION BEFORE PLACING CONCRETE.
<br />WITH A MINIMUM THICKNESS OF 3 MILS. USE SHERWIN WILLIAMS POWDU SUPER DURABLE TGIC
<br />D) NO INSPECTION IS REQUIRED FOR SLABS ON GRADE.
<br />POWDER COATING OR APPROVED EQUIVALENT. APPLY PRIMER AND COATING PER MANUFACTURER'S
<br />LAP SPLICES IN CONCRETE:
<br />RECOMMENDATIONS. COORDINATE COLOR WITH OWNER.
<br />2. PRECAST CONCRETE (IN ADDITION TO ABOVE, PER IBC TABLE 1705.3):
<br />LAP SPLICES, U.N.O., SHALL BE CLASS "B" TENSION LAP SPLICES PER ACI 315. STAGGER SPLICES A
<br />FIELD REPAIR: FIELD REPAIR OF DAMAGED POLYESTER POWDER COATING SHALL BE DONE IN
<br />A) DURING ERECTION OF PRECAST MEMBERS (PERIODIC).
<br />MINIMUM OF (1) LAP LENGTH.
<br />ACCORDANCE WITH MANUFACTURER RECOMMENDATIONS.
<br />3. BOLTS IN CONCRETE (PER IBC TABLE 1705.3):
<br />ALL SPLICE LOCATIONS SUBJECT TO APPROVAL BY THE STRUCTURAL ENGINEER. PROVIDE BENT
<br />HANDLING: AFTER SHOP FABRICATION AND COATING, STRUCTURAL STEEL MEMBERS SHALL BE HANDLED
<br />A) DURING THE PLACING OF CONCRETE AROUND BOLTS.
<br />CORNER BARS TO MATCH AND LAP WITH HORIZONTAL BARS AT ALL CORNERS AND INTERSECTIONS PER
<br />WITH SUFFICIENT CARE TO MINIMIZE DAMAGE DURING SHIPMENT. SUFFICIENT DUNNAGE SHALL BE USED
<br />TYPICAL DETAILS.
<br />TO PREVENT ANY RUBBING OF STEEL TO STEEL.
<br />4. REINFORCING STEEL (PERIODIC) (PER IBC TABLE 1705.3):
<br />A) DURING THE PLACING OF REINFORCING STEEL FOR ALL CONCRETE REQUIRED TO HAVE
<br />REINFORCING STEEL COVER:
<br />PROTECTIVE COATINGS FOR STEEL:
<br />SPECIAL INSPECTION NOTED ABOVE.
<br />ALL REINFORCING SHALL BE CHAIRED TO ENSURE PROPER CLEARANCES. CLEAR CONCRETE COVERAGES
<br />ALL STRUCTURAL AND MISCELLANEOUS MILD STEEL AND FASTENERS SHALL RECEIVE POLYAMIDE EPDXY
<br />5. POST -INSTALLED ANCHORS (PER IBC TABLE 1705.3):
<br />AS FOLLOWS:
<br />COATING WITH ALIPHATIC ACRYLIC POLYURETHANE TOPCOAT UNLESS NOTED OTHERWISE. USE TNEMEC
<br />A) CONTINUOUS INSPECTION DURING THE PLACEMENT OF ALL ADHESIVE ANCHORS INSTALLED
<br />SERIES 66 HI -BUILD EPDXOLINE WITH TNEMEC ENDURA®SHIELD SERIES 73 TOPCOAT OR APPROVED IN HORIZONTALLY OR UPWARDLY INCLINED ORIENTATIONS.
<br />CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH . • • • • . • • • • • . • . • • • 3" EQUAL. EPDXY -POLYURETHANE COATING SHALL BE INSTALLED PER MANUFACTURER RECOMMENDATIONS. B) PERIODIC INSPECTION OF ALL OTHER ADHESIVE AND MECHANICAL ANCHORS.
<br />EXPOSED TO EARTH OR WEATHER COORDINATE COLOR WITH OWNER.
<br />6 OR LARGER . . ...... .... . ....... . 2"
<br />5 OR LARGER • • . . . . . . • 1 1 /2" FIELD REPAIR: FIELD REPAIR OF DAMAGED EPDXY -POLYURETHANE COATING SHALL BE DONE IN 6. WELDING (PER AISC TIO CHAPTER N):
<br />. . � . . � 1 . � � � . � � � . . 1 . ACCORDANCE WITH MANUFACTURER RECOMMENDATIONS. A) VISUAL INSPECTION OF ALL FIELD WELDS.
<br />SLABS NOT EXPOSED TO EARTH OR WEATHER . . . . . . . . . . . . . . . . . . . 3/4" B) NON-DESTRUCTIVE TESTING OF ALL COMPLETE PENETRATION WELDS.
<br />ALL OTHER PER ACI 316,
<br />HANDLING: AFTER SHOP FABRICATION AND COATING, STRUCTURAL STEEL MEMBERS SHALL BE HANDLED
<br />WITH SUFFICIENT CARE TO MINIMIZE DAMAGE DURING SHIPMENT. SUFFICIENT DUNNAGE SHALL BE USED 7. BOLTING (PER AISC 360 CHAPTER N):
<br />TO PREVENT ANY RUBBING OF STEEL TO STEEL. B, DUTIES AND RESPONSIBILITIES OF THE SPECIAL INSPECTOR:
<br />A) THE SPECIAL INSPECTOR SHALL OBSERVE THE WORK ASSIGNED TO BE CERTAIN IT
<br />CONFORMS TO THE APPROVED DESIGN DRAWINGS AND SPECIFICATIONS.
<br />B) PER IBC SECTION 1704.2.4: THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS
<br />TO THE BUILDING OFFICIAL AND TO THE ENGINEER OF RECORD. ALL DISCREPANCIES SHALL
<br />BE BROUGHT TO THE ATTENTION OF THE CONTRACTOR FOR CORRECTION, THEN, IF
<br />UNCORRECTED TO THE DESIGN AUTHORITY AND THE BUILDING OFFICIAL. SUBMIT A FINAL
<br />REPORT AS REQUIRED.
<br />C) UPON COMPLETION OF THE ASSIGNED WORK, THE ENGINEER SHALL COMPLETE AND SIGN
<br />THE APPROPRIATE FORMS CERTIFYING THAT, TO THE BEST OF THEIR KNOWLEDGE, THE
<br />WORK IS IN CONFORMANCE WITH THE APPROVED PLANS, SPECIFIC
<br />FOR ADDITIONAL INFORMATION ON SPECIAL STRUCTURAL INSPECTIONS, SEE THE SPECIAL INSPECTION
<br />TABLES ON S2F-5 AND S2F®6 AND CONTACT STRUCTURAL ENGINEER PRIOR TO START OF
<br />CONSTRUCTION.
<br />fflwl�� Motalt
<br />A.U.C.
<br />AGGREGATE BASE COURSE
<br />H/C
<br />HOLLOW CORE
<br />A.F.F.
<br />ABOVE FINISHED FLOOR
<br />HORIZ.
<br />HORIZONTAL
<br />ALT.
<br />ALTERNATE
<br />I.F.W.
<br />INSIDE FACE OF WALL
<br />A.B.
<br />ANCHOR BOLT
<br />I.E.
<br />INVERT ELEVATION
<br />BM
<br />BEAM
<br />K (KIP)
<br />1,000 POUNDS
<br />B.F.F.
<br />BELOW FINISHED FLOOR
<br />L.L.
<br />LIVE LOADS
<br />B.O.B.
<br />BOTTOM OF BEAM
<br />LBS ()
<br />POUNDS
<br />B.O.D.
<br />BOTTOM OF DECK
<br />L.L.H.
<br />LONG LEG HORIZONTAL
<br />B.O.F.
<br />BOTTOM OF FOOTING
<br />L.L.V.
<br />LONG LEG VERTICAL
<br />B.O.P.
<br />BOTTOM OF PLATE
<br />MFR('S)
<br />MANUFACTURER('S)
<br />B.O.S.
<br />BOTTOM OF STEEL
<br />MAS. C.J.
<br />MASONRY CONTROL JOINT
<br />BRG
<br />BEARING
<br />MECH'L
<br />MECHANICAL
<br />C.I.P.
<br />CAST -IN -PLACE
<br />N/A
<br />NOT APPLICABLE
<br />C.L.
<br />CENTERLINE
<br />N.T.S.
<br />NOT TO SCALE
<br />C.L.B.
<br />CENTERLINE OF BEAM
<br />O.C.
<br />ON CENTERS
<br />C.L.C.
<br />CENTERLINE OF COLUMN
<br />O.F.W.
<br />OUTSIDE FACE OF WALL
<br />C.L.F.
<br />CENTERLINE OF FOOTING
<br />OPP.
<br />OPPOSITE
<br />C.L.W.
<br />CENTERLINE OF WALL
<br />P.C.
<br />PRE -CAST CONCRETE
<br />CLR
<br />CLEAR
<br />P.L.F.
<br />POUNDS PER LINEAR FOOT
<br />CONC.
<br />CONCRETE
<br />PREFAB
<br />PRE -FABRICATED
<br />CONC. C.J.
<br />CONCRETE CONTROL JOINT
<br />P.S.F.
<br />POUNDS PER SQUARE FOOT
<br />CONC. S.J.
<br />CONCRETE SAWCUT JOINT
<br />P.S.I.
<br />POUNDS PER SQUARE INCH
<br />C.M.U.
<br />CONCRETE MASONRY UNIT
<br />REINF.
<br />REINFORCING
<br />CONN.
<br />CONNECTION
<br />S.L.H.
<br />SHORT LEG HORIZONTAL
<br />CONT.
<br />CONTINUOUS
<br />S.L.V.
<br />SHORT LEG VERTICAL
<br />D.L.
<br />DEAD LOAD
<br />SIM.
<br />SIMILAR
<br />DIA;
<br />DIAMETER
<br />SQ.
<br />SQUARE
<br />DN
<br />DOWN
<br />STD
<br />STANDARD
<br />DWG(S)
<br />DRAWING(S)
<br />T.L,
<br />TOTAL LOAD
<br />E.O.S.
<br />EDGE OF SLAB
<br />T.O.B.
<br />TOP OF BEAM
<br />EL.
<br />ELEVATION
<br />T.O.D.
<br />TOP OF DECK
<br />EQ.
<br />EQUAL
<br />T.O.F.
<br />TOP OF FOOTING
<br />EQUIP.
<br />EQUIPMENT
<br />T.O.G.
<br />TOP OF GRATING
<br />EXP.
<br />EXPANSION BOLT
<br />T.O.L.
<br />TOP OF LEDGER
<br />EXP. JT. (E.J.)
<br />EXPANSION JOINT
<br />T.O.M.
<br />TOP OF MASONRY
<br />E.W.
<br />EACH WAY
<br />T.O.P.
<br />TOP OF PLATE
<br />F.F.
<br />FINISHED FLOOR
<br />T.O.S.
<br />TOP OF STEEL
<br />F.O.M.
<br />FACE OF MEMBER
<br />T.O.W.
<br />TOP OF WALL
<br />F.O.S.
<br />FACE OF STEEL
<br />TYP.
<br />TYPICAL
<br />F.O.W.
<br />FACE OF WALL
<br />U.N.O.
<br />UNLESS NOTED OTHERWISE
<br />GA.
<br />GAUGE
<br />VERT.
<br />VERTICAL
<br />GALV.
<br />GALVANIZED
<br />WSTP
<br />WATERSTOP
<br />GSN
<br />GENERAL STRUCTURAL NOTES
<br />W.W.R.
<br />WELDED WIRE REINFORCEMENT
<br />9
<br />rki
<br />In
<br />rol
<br />MEMBERS.1 PROVIDE A COLD FORMED STEEL DECK FABRICATION FROM STEEL
<br />CONFORMING TO ASTM A1008 SS OR ASTM A653, STRUCTURAL
<br />QUALITY, AND SECTION A3 OF THE LATEST EDITION OF THE AISI
<br />SPECIFICATION FOR THE DESIGN OF COLD —FORMED STEEL
<br />STRUCTURAL - MINIMUM YIELD
<br />Or 50
<br />2. STEEL DECK PROPERTIES FINISHES:
<br />Rai'- DECK TYPEBASED ON VERCO MANUFACTURING.
<br />FOR ENGINEER'S REVIEW. SEE SPECIFICATION.
<br />-ORM DECK UNITS TO SPAN 3 OR MORE SUPPORTS WITH DECK
<br />BEARING 3—INCHES ON SUPPORTING MEMBERS OR INTERIOR
<br />EQUIVALENT PRODUCTS BY VULCRAFT, OR EQUAL, MAY BE SUBMITTED
<br />(.`;ONSTRUCTION LIVE LOADS SHALL NOT EXCEED 20 POUNDS PER
<br />WUARE FOOT UNIFORM LOAD OR 150 POUND CONCENTRATED LOAD
<br />ON 1 WIDE SECTION OF DECK.
<br />%iEE ARCHITECTURAL, MECHANICAL, PROCESS AND ELECTRICAL
<br />YRAWINGS FOR ADDITIONAL OP'ODECK.
<br />c'OR DECK APPLICATIONS
<br />-` R OR ROOF DECKS (TYPE B
<br />ATTACH
<br />-, DECK
<br />TO
<br />STRUCTURAL SUPPORTS
<br />iO_r
<br />WELDSFOR WELDS TO STRUCTURAL MEMBERS PROVIDE ARC —SPOT
<br />DWELDS OF DIAMETER PER
<br />D1.3 SPECIFICATIONS.
<br />6) ATTACH ALL DECK UNITS TO STRUCTURAL FRAMING WITH A
<br />FASTENER LAYOUT FOR BOTH ENDS AND INTERIOR SUPPORTS
<br />SHALL B,_ - FASTENERS
<br />PROVIDE 1/2—INCH PUDDLE WELD AT EVERY 12 INCHES
<br />WHERE THE DECK FLUTES ARE PARALLEL TO THE SUPPORTS.
<br />4DECK SHALL BE FASTENED AT THE - AP BY
<br />BUTTON —PUNCHING AT s INCHES ON CENTER MAXIMUM.
<br />1. CEMENT SHALL BE ASTM C150 TYPE 11 FOR -
<br />LL STRUCTURES.
<br />CONCRETE SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE
<br />STRENGTH (PSI) AS NOTED IN THE TABLE BELOW AND AS FURTHER
<br />DEFINED _ SPECIFICATIONS
<br />CONCRETE STRENGTH (PSI)
<br />TYPE I STRENGTH I LOCATION
<br />C 4,000 BLDG BASIC CONC — FOUNDATIONS AND SLABS
<br />UON
<br />G 125 CLSM/CDF — SEE SPECIFICATION SECTION 02065
<br />(MAX)
<br />ACCEPTABILITY
<br />THIS DESIGN AND/OR
<br />SPECIFICATION IS APPROVED
<br />APPROVED BY
<br />
|