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CODES AND REFERENCES.- REINFORCING STEEL COVER: GUARDRAILS: SPECIAL STRUCTURAL INSPECTION:
<br />2018 EDITION OF THE INTERNATIONAL BUILDING CODE (IBC), WITH STATE OF WASHINGTON AND CITY OF ALL REINFORCING SHALL BE CHAIRED TO ENSURE PROPER CLEARANCES, CLEAR CONCRETE COVERAGES GUARDRAILS SHALL BE WELDED CONSTRUCTION, SHOP FABRICATED FROM 1 1 /2"DIA. ASTM A53 GRADE SPECIAL INSPECTION IS TO BE PROVIDED FOR THE ITEMS LISTED BELOW IN ADDITION TO THE
<br />EVERETT AMENDMENTS AND SUPPLEMENTED WITH ASCE 7--16. AS FOLLOWS: B, TYPE E, SCHEDULE 40 PIPE, FIT POST TO TOP OF RAIL AND INTERMEDIATE RAILS TO POST. MITER INSPECTIONS CONDUCTED BY THE BUILDING SAFETY DEPARTMENT. "SPECIAL STRUCTURAL INSPECTION"
<br />OR BEND RAILS CONTINUOUSLY AT CORNERS EXCEPT AT CORNERS WITH POSTS GROOVE WELD ALL
<br />ALL CODE REFERENCES HEREAFTER SHALL CORRESPOND TO THE FOLLOWING EDITIONS, U.N.O.:
<br />MATERIAL CODE EDITION
<br />CONCRETE BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE
<br />AND COMMENTARY, (ACI 318)-14.
<br />CONCRETE (PRECAST) 8TH EDITION OF PCI DESIGN HANDBOOK: PRECAST AND
<br />PRESTRESSED CONCRETE.
<br />CONCRETE REINFORCING ACI DETAILING MANUAL, (ACI SP-066)-04.
<br />STRUCTURAL STEEL 15TH EDITION OF STEEL CONSTRUCTION MANUAL (AISC
<br />SCM) INCLUDING THE SPECIFICATION FOR STRUCTURAL
<br />STEEL BUILDINGS, (AISC 360)-16.
<br />STRUCTURAL STEEL WELDING STRUCTURAL WELDING CODE —STEEL, (AWS D1.1)-15.
<br />STAINLESS STRUCTURAL STEEL WELDING STRUCTURAL_ WELDING CODE —STEEL, (AWS D1.6)-17.
<br />ALUMINUM 2015 EDITION OF ALUMINUM DESIGN MANUAL (ADM).
<br />ALUMINUM WELDING STRUCTURAL WELDING CODE —ALUMINUM, AWS D1.2-14.
<br />LOADS:
<br />RISK CATEGORY = IL
<br />TANK:
<br />AS SPECIFIED BY TANK MANUFACTURER,
<br />PLATFORM:
<br />PLATFORM DEAD LOAD = 10 PSF.
<br />PLATFORM LIVE LOAD (CATWALKS FOR MAINTENANCE ACCESS) = 40 PSF.
<br />PLATFORM SNOW LOAD = 25 PSF,
<br />STAIR DEAD LOAD = 10 PSF.
<br />STAIR LIVE LOAD = 100 PSF,
<br />TRENCHES:
<br />HS-25 TRUCK LOADING.
<br />PIPE SUPPORTS:
<br />WEIGHT OF SUPPORTED PIPING.
<br />OTHER ELEMENTS:
<br />HANDRAILS AND GUARDRAILS SHALL BE DESIGNED TO RESIST 50 PLF OR 200 LB CONCENTRATED LOAD
<br />ANYWHERE ALONG THE TOP RAIL.
<br />WIND:
<br />WIND SPEED = 110 MPH, EXPOSURE B.
<br />SEISMIC:
<br />IMPORTANCE FACTOR le = 1.0.
<br />LATITUDE = 47.9237; LONGITUDE 122.2765.
<br />Ss = 1.446, S1 = 0.559, SEISMIC SITE CLASS = C.
<br />Sds 0.964, Sd1 = 0.484, SEISMIC DESIGN CATEGORY = D.
<br />SEISMIC —FORCE —RESISTING SYSTEM: HORIZONTAL, SADDLE —SUPPORTED WELDED STEEL VESSEL.
<br />SEISMIC RESPONSE COEFFICIENT, Cs = 0.321.
<br />RESPONSE MODIFICATION FACTOR, R = 3.
<br />ANALYSIS PROCEDURE USED = EQUIVALENT LATERAL FORCE PROCEDURE.
<br />FOUNDATIONS:
<br />REFERENCE GEOTECHNICAL REPORT BY TERRACON; JOB NO. 81115085; DATED JANUARY 17, 2012.
<br />SPREAD FOOTINGS AND MAT FOUNDATIONS SHALL BEAR ON A MINIMUM OF 6° OF ENGINEERED FILL 18"
<br />MINIMUM BELOW FINISHED GRADE. ENGINEERED FILL SHALL MEET THE REQUIREMENTS OF FOUNDATION
<br />MATERIAL CLASS A, AS DEFINED IN SECTION 9-03.17 OF THE WSDOT STANDARD SPECIFICATIONS FOR
<br />ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION. DESIGN SOIL BEARING VALUE = 4,000 PSF; MODULUS
<br />OF SUBGRADE REACTION = 300 PSI. TRENCH WALL BACKFILL MATERIAL SHALL MEET THE REQUIREMENTS
<br />OF GRAVEL BORROW, AS DEFINED IN SECTION 9-03.14(1) OF THE WSDOT STANDARD SPECIFICATIONS
<br />FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION. REFER TO GEOTECHNICAL REPORT FOR ADDITIONAL
<br />INFORMATION PRIOR TO COMMENCEMENT OF' EARTHWORK.
<br />CONCRETE
<br />MINIMUM 28—DAY STRENGTH OF CONCRETE SHALL BE 4500 PSI:
<br />ALL CONCRETE CONSTRUCTION SHALL CONFORM TO ACI. MECHANICALLY VIBRATE ALL CONCRETE WHEN
<br />PLACED, EXCEPT THAT SLABS ON GRADE NEED BE VIBRATED ONLY AT TRENCHES, FLOOR DUCTS,
<br />TURNDOWNS, ETC. MAXIMUM SLUMP IS 4 1/2" FOR CONCRETE WITHOUT PLASTICIZER. IF PLASTICIZER IS
<br />USED, A HIGHER FINAL SLUMP MAY BE ALLOWED UPON STRUCTURAL ENGINEER'S APPROVAL. MAXIMUM
<br />WATER/CEMENT RATIO (W/C) SHALL BE 0.45 FOR GENERAL CONCRETE. USE 1 1/2" MINUS COARSE
<br />AGGREGATE FOR CONCRETE 6" THICK AND GREATER; USE 3/4" MINUS COARSE AGGREGATE FOR
<br />THINNER SECTIONS. PROVIDE AIR ENTRAINMENT (5% ± 1 %) IN CONCRETE EXPOSED TO FREEZE —THAW
<br />ACTION.
<br />REINFORCING STEEL FOR CONCRETE:
<br />USE ASTM A615, GRADE 60 (FY = 60 KSI), DEFORMED BARS FOR ALL BARS. NO TACK WELDING OF
<br />REINFORCING BARS ALLOWED WITHOUT PRIOR REVIEW OF PROCEDURE WITH THE STRUCTURAL ENGINEER.
<br />ACI 318 SHALL APPLY. SUPPORT OF FOUNDATION REINFORCING MUST PROVIDE ISOLATION FROM
<br />MOISTURE AND CORROSION.
<br />REINFORCING BAR SPACING GIVEN ARE MAXIMUM ON CENTERS. ALL BARS SHALL BE PER ACI SP-66.
<br />DOWEL ALL VERTICAL REINFORCING TO FOUNDATION WITH STANDARD 90—DEGREE HOOKS, U.N.O.
<br />SECURELY TIE ALL BARS IN LOCATION BEFORE PLACING CONCRETE.
<br />LAP SPLICES IN CONCRETE:
<br />LAP SPLICES, U.N.O., SHALL BE CLASS "B" TENSION LAP SPLICES PER ACI 318. STAGGER SPLICES A
<br />MINIMUM OF (1) LAP LENGTH.
<br />ALL SPLICE LOCATIONS SUBJECT TO APPROVAL BY THE STRUCTURAL ENGINEER. PROVIDE BENT CORNER
<br />BARS TO MATCH AND LAP WITH HORIZONTAL BARS AT ALL CORNERS AND INTERSECTIONS PER TYPICAL
<br />DETAILS,
<br />REINFORCING STEEL COVER:
<br />ALL REINFORCING SHALL BE CHAIRED TO ENSURE PROPER CLEARANCES. CLEAR CONCRETE COVERAGES
<br />AS FOLLOWS:
<br />SYM REVISION BY APPROVED DATE
<br />ORIG PIW UPGRADES ADDENDUM A 20808468 SITTS BKL 01.25,21
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<br />SYM
<br />ADHESIVE DOWELS:
<br />ALL ADHESIVE DOWELS SHALL HAVE CURRENT ICC APPROVAL FOR MATERIAL INTO WHICH INSTALLATION
<br />TAKES PLACE, SUCH AS HILTI HY200—R (ICC ESR-3187) OR APPROVED EQUIVALENT.
<br />CURING AGENTS:
<br />CURING AGENTS SHALL BE CLEAR COMPOUND MEETING THE REQUIREMENTS OF ASTM C309 TYPE 1.
<br />USE SONNEBORN KURE—N®SEAL OR APPROVED TWO —COAT SYSTEM,
<br />PRECAST CONCRETE:
<br />REINFORCING SHOWN IN DETAIL IS FOR IN —PLACE CONDITION. CONTRACTOR SHALL BE RESPONSIBLE
<br />FOR PICK UP POINT INSERTS AND LOCATIONS, SPECIAL PICK UP REINFORCING AND STRONG BACKS;
<br />AND ALL PICK UP AND PLACING OPERATIONS.
<br />CONCRETE INSERTS:
<br />THIN SLAB AND COIL LOOP TYPE INSERTS SHALL BE GALVANIZED. THREADED COIL RODS, COIL NUTS,
<br />ETC., USED IN CONJUNCTION WITH CONCRETE INSERTS; SHALL HAVE A WORKING LOAD EQUAL TO OR
<br />GREATER THAN THE CORRESPONDING CONCRETE INSERT. CONTRACTOR SHALL SUBMIT MANUFACTURER'S
<br />SIZE AND STRENGTH DATA PRIOR TO CONSTRUCTION TO THE STRUCTURAL ENGINEER THROUGH THE
<br />ARCHITECT,
<br />DRYPACK:
<br />DRYPACK SHALL BE 5,000 PSI NON —SHRINK GROUT, FIVE STAR OR EQUIVALENT, INSTALL DRYPACK
<br />UNDER BEARING PLATES BEFORE FRAMING MEMBER IS INSTALLED.
<br />CHEMICAL —RESISTANT COATING:
<br />SPI POLYSHIELD HT 10OF OR OWNER APPROVED ALTERNATE SHALL BE USED AT TANK FOUNDATION AND
<br />TRENCH SURFACES. PREPARE EXISTING AND NEW CONCRETE AND STEEL SURFACES ACCORDING TO
<br />MANUFACTURER'S RECOMMENDATIONS, APPLY PRIMER AND COATINGS PER MANUFACTURER'S
<br />RECOMMENDATIONS.
<br />HYDROPHILIC WATERSTOPS:
<br />HYDROPHILIC WATERSTOPS SHALL BE INSTALLED AT ALL BELOW —GRADE CONCRETE TRENCH JOINTS OR
<br />INTERFACES. HYDROPHILIC WATERSTOPS SHALL BE 3/4" x 1" SIKA SWELLSTOP OR APPROVED
<br />EQUIVALENT, INSTALL HYDROPHILIC WATERSTOPS PER MANUFACTURER'S RECOMMENDATIONS.
<br />JOINT SEALANTS:
<br />JOINT SEALANTS SHALL BE SIKAFLEX —1C SL OR APPROVED EQUIVALENT POLYURETHANE JOINT
<br />SEALANT. FOAM BACKING RODS SHALT COMPLY WITH WSDOT SPECIFICATION 9-08.8. INSTALL JOINT
<br />SEALANT PER MANUFACTURER'S RECOMMENDATIONS.
<br />EXPANSION JOINT FILLER.
<br />BITUMINOUS TYPE CONFORMING TO ASTM D1751.
<br />STRUCTURAL STEED®
<br />ALL CONSTRUCTION SHALL BE PER AISC—SCM,
<br />ALL STRUCTURAL STEEL SHALL BE AS FOLLOWS:
<br />WIDE FLANGE STEEL
<br />A.S.T.M.
<br />A992, GRADE 50
<br />FY =
<br />50
<br />KSI
<br />HOLLOW SQUARE OR RECTANGULAR STEEL
<br />A.S.T.M.
<br />A500, GRADE B
<br />FY =
<br />46
<br />KSI
<br />PIPE STEEL
<br />A.S.T.M.
<br />A53, TYPE E OR S, GRADE B
<br />FY =
<br />35
<br />KSI
<br />ALL OTHER STRUCTURAL STEEL SHAPES
<br />A.S.T.M.
<br />A36
<br />FY =
<br />36
<br />KSI
<br />BOLTS:
<br />ALL BOLTS, ANCHOR BOLTS, EXPANSION BOLTS, ETC., SHALL BE INSTALLED AT SLOTTED HOLES IN
<br />STEEL SECTIONS, U.N.O. ALL BOLTS SHALL CONFORM TO ASTM A307, GRADE A, U.N.O.
<br />ANCHOR RODS:
<br />ALL ANCHOR RODS SHALL CONFORM TO ASTM F1554, GRADE 36, GALVANIZED U.N.O.
<br />EXPANSION BOLTS IN CONCRETE:
<br />ALL EXPANSION BOLTS SHALL HAVE CURRENT ICC APPROVAL FOR MATERIAL INTO WHICH INSTALLATION
<br />TAKES PLACE, SUCH AS HILTI KWIK BOLT TZ (ICC ESR-1917) OR APPROVED EQUIVALENT. BOLTS SHALL
<br />BE STAINLESS STEEL.
<br />ADHESIVE ANCHORS IN CONCRETE:
<br />ALL ADHESIVE ANCHORS SHALL HAVE CURRENT ICC APPROVAL FOR MATERIAL INTO WHICH INSTALLATION
<br />TAKES PLACE, SUCH AS HILTI HY200—R (ICC ESR-3187) OR APPROVED EQUIVALENT. THREADED RODS
<br />SHALL BE GALVANIZED.
<br />HIGH —STRENGTH BOLTS:
<br />ALL HIGH —STRENGTH BOLTS SHALL CONFORM TO ASTM A325 AND SHALL BE INSTALLED AS
<br />BEARING —TYPE CONNECTIONS WITH THREADS INCLUDED IN SHEAR PLANE (LE. A TYPE "N" CONNECTION).
<br />HIGH —STRENGTH BOLTS SHALL BE SNUG —TIGHT, TYPICAL, U.N.O. AN INDEPENDENT TESTING LABORATORY
<br />SHALL INSPECT ALL HIGH —STRENGTH BOLTING.
<br />WELDING:
<br />WELDERS HOLDING VALID W.A.B.O. CERTIFICATES AND HAVING CURRENT EXPERIENCE IN THE TYPE OF
<br />WELD SHOWN ON THE DRAWINGS OR NOTES SHALL PERFORM ALL WELDING. CERTIFICATES SHALL BE
<br />THOSE ISSUED BY AN ACCEPTED TESTING AGENCY.
<br />ALL WELDING DONE BY E70 SERIES LOW HYDROGEN RODS, U.N.O. ALL WELDING SHALL BE PER LATEST
<br />AWS STANDARDS,
<br />THESE DRAWINGS DO NOT DISTINGUISH BETWEEN SHOP AND FIELD WELDS; THE CONTRACTOR MAY SHOP
<br />WELD OR FIELD WELD AT THEIR DISCRETION. SHOP WELDS AND FIELD WELDS SHALL BE SHOWN ON
<br />THE SHOP DRAWINGS SUBMITTED FOR REVIEW. ALL FULL/COMPLETE PENETRATION WELDS SHALL BE
<br />TESTED AND CERTIFIED BY AN INDEPENDENT TESTING LABORATORY.
<br />HEADED STUDS:
<br />ALL REFERENCE TO HEADED STUDS SHALL BE AUTOMATIC WELDED HIGH —STRENGTH HEADED STUDS.
<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 />REVISION I BY I APPROVED I DATE
<br />J
<br />JOINTS AND GRIND SMOOTH. SPLICES IN RAILS, AS REQUIRED, SHALL OCCUR WITHIN 1 /6TH OF THE
<br />SHALL NOT RELIEVE THE OWNER OR THEIR AGENT FROM REQUESTING THE CITY INSPECTIONS REQUIRED
<br />BY
<br />IBC SECTION
<br />110.3. SPECIAL INSPECTION IS REQUIRED PER SECTIONS 1704 AND 1705 FOR THE
<br />SPAN NEXT TO POSTS, U.N.O.. FIELD WELDS SHALL BE POLISHED AND BUFFED, AND SHALL HAVE A
<br />FOLLOWING:
<br />PROTECTIVE COATING APPLIED IN ACCORDANCE WITH THESE GENERAL STRUCTURAL NOTES. VENT AND
<br />DRAIN HOLES SHALL BE PROVIDED AS INDICATED IN ASTM A385.
<br />1.
<br />CONCRETE (PER IBC TABLE 1705.3):
<br />STEEL EMBEDS AT INTERIOR OF TRENCHES:
<br />A)
<br />DURING THE TAKING OF TEST SPECIMENS.
<br />B)
<br />DURING THE PLACEMENT OF ALL REINFORCED CONCRETE, U.N.O.
<br />ALL STEEL EMBED PLATES AT INTERIOR OF TRENCHES SHALL BE STAINLESS STEEL (SS) ASTM A240
<br />C)
<br />VERIFICATION OF CURING TEMPERATURE AND TECHNIQUE (PERIODIC).
<br />TYPE 304L, UNLESS NOTED OTHERWISE.
<br />D)
<br />NO INSPECTION IS REQUIRED FOR SLABS ON GRADE,
<br />PROTECTIVE COATINGS FOR STEEL:
<br />2.
<br />PRECAST CONCRETE (IN ADDITION TO ABOVE, PER IBC TABLE 1705.3):
<br />A)
<br />DURING ERECTION OF PRECAST MEMBERS (PERIODIC).
<br />ALL STRUCTURAL AND MISCELLANEOUS MILD STEEL AND FASTENERS SHALL RECEIVE POLYAMIDE EPDXY
<br />COATING WITH ALIPHATIC ACRYLIC POLYURETHANE TOPCOAT UNLESS NOTED OTHERWISE. USE TNEMEC
<br />3.
<br />BOLTS
<br />IN CONCRETE (PER IBC TABLE 1705.3):
<br />SERIES 66 HI —BUILD EPDXOLINE WITH TNEMEC ENDURA®SHIELD SERIES 73 TOPCOAT OR APPROVED
<br />A)
<br />DURING THE PLACING OF CONCRETE AROUND BOLTS.
<br />EQUAL. EPDXY —POLYURETHANE COATING SHALL BE INSTALLED PER MANUFACTURER RECOMMENDATIONS.
<br />COORDINATE COLOR WITH OWNER.
<br />4.
<br />REINFORCING STEEL (PERIODIC) (PER IBC TABLE 1705.3):
<br />FIELD REPAIR: FIELD REPAIR OF DAMAGED EPDXY —POLYURETHANE COATING SHALT_ BE DONE IN
<br />A)
<br />DURING THE PLACING OF REINFORCING STEEL FOR ALL CONCRETE REQUIRED TO HAVE
<br />ACCORDANCE WITH MANUFACTURER RECOMMENDATIONS.
<br />SPECIAL INSPECTION NOTED ABOVE.
<br />HANDLING: AFTER SHOP FABRICATION AND COATING, STRUCTURAL STEEL MEMBERS SHALL BE HANDLED
<br />5.
<br />POST -INSTALLED
<br />ANCHORS (PER IBC TABLE 1705.3):
<br />WITH SUFFICIENT CARE TO MINIMIZE DAMAGE DURING SHIPMENT. SUFFICIENT DUNNAGE SHALL BE USED
<br />A)
<br />CONTINUOUS INSPECTION DURING THE PLACEMENT OF ALL ADHESIVE ANCHORS INSTALLED
<br />TO PREVENT ANY RUBBING OF STEEL TO STEEL.
<br />IN HORIZONTALLY OR UPWARDLY INCLINED ORIENTATIONS.
<br />B)
<br />PERIODIC INSPECTION OF ALL OTHER ADHESIVE AND MECHANICAL ANCHORS,
<br />PROTECTIVE COATINGS FOR MILD STEEL TRENCH EMBEDS:
<br />6.
<br />WELDING (PER AISC 360 CHAPTER N):
<br />ALL MILD STEEL EMBEDS AT TRENCH LIDS AND WALLS SHALL RECEIVE POLYESTER POWDER COATING
<br />A)
<br />VISUAL INSPECTION OF ALL FIELD WELDS.
<br />WITH A MINIMUM THICKNESS OF 3 MILS. USE SHERWIN WILLIAMS POWDURA SUPER DURABLE TGIC
<br />B)
<br />NON—DESTRUCTIVE TESTING OF ALL COMPLETE PENETRATION WELDS.
<br />POWDER COATING OR APPROVED EQUIVALENT. APPLY PRIMER AND COATING PER MANUFACTURER'S
<br />RECOMMENDATIONS. COORDINATE COLOR WITH OWNER.
<br />7.
<br />BOLTING (PER AISC 360 CHAPTER N):
<br />FIELD REPAIR: FIELD REPAIR OF DAMAGED POLYESTER POWDER COATING SHALL BE DONE IN
<br />8.
<br />DUTIES AND RESPONSIBILITIES OF THE SPECIAL INSPECTOR:
<br />ACCORDANCE WITH MANUFACTURER RECOMMENDATIONS.
<br />A)
<br />THE SPECIAL INSPECTOR SHALL OBSERVE THE WORK ASSIGNED TO BE CERTAIN IT
<br />CONFORMS TO THE APPROVED DESIGN DRAWINGS AND SPECIFICATIONS.B)
<br />HANDLING: AFTER SHOP FABRICATION AND COATING, STRUCTURAL STEEL MEMBERS SHALL BE HANDLED
<br />PER IBC SECTION 1704.2.q-: THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS
<br />WITH SUFFICIENT CARE TO MINIMIZE DAMAGE DURING SHIPMENT. SUFFICIENT DUNNAGE SHALL BE USED
<br />TO THE BUILDING OFFICIAL AND TO THE ENGINEER OF RECORD. ALL DISCREPANCIES SHALL
<br />TO PREVENT ANY RUBBING OF STEEL TO STEEL.
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<br />USE ALUMINUM GRATING WITH 1 1/2" x 3/16" BEARING BARS AT 1 3/16" O.C. AND CROSS BARS AT
<br />4" O.C. GRATING SHALL BE ERECTED AND ATTACHED WITH 1/4" DIAMETER STAINLESS STEEL
<br />SELF —TAPPING WASHER HEAD MACHINE SCREWS AND ALUMINUM SADDLE CLIPS, PROVIDE A MINIMUM OF
<br />TWO ANCHORS TO EACH STEEL SUPPORT MEMBER FOR EACH GRATING PANEL. THE GRATING
<br />MANUFACTURER SHALL BAND ALL BEARING EDGES AND OPENINGS GREATER THAN 6". BANDING SHALL
<br />BE A MINIMUM OF 3/16" THICK AND WELDED TO THE CUT PORTIONS OF THE GRATING. ALL STAIR
<br />TREADS SHALL BE ALUMINUM GRATING WITH 1 1/2" x 3/16" BEARING BARS AT 1 3/16" O.C. AND
<br />GROSS BARS AT 4" O.C. WITH ALUMINUM DIAMOND PLATE NOSING.
<br />SHOP DRAWINGS:
<br />SHOP DRAWINGS SHALL BE SUBMITTED FOR ALL STRUCTURAL ITEMS.
<br />THE CONTRACTOR SHALL REVIEW ALL SHOP DRAWINGS PRIOR TO SUBMITTAL. ITEMS NOT IN
<br />ACCORDANCE WITH CONTRACT DOCUMENTS SHALL BE FLAGGED UPON CONTRACTOR'S REVIEW.
<br />VERIFY ALL DIMENSIONS WITH OWNER.
<br />MANUFACTURER OR FABRICATOR SHALL CLOUD ANY CHANGES, SUBSTITUTIONS, OR DEVIATIONS FROM
<br />CONTRACT DOCUMENTS. ANY OF THE AFOREMENTIONED WHICH ARE NOT CLOUDED OR FLAGGED BY
<br />SUBMITTING PARTIES, SHALL NOT BE CONSIDERED APPROVED AFTER ENGINEER'S REVIEW, U.N.O.
<br />THE ENGINEER HAS THE RIGHT TO APPROVE OR DISAPPROVE ANY CHANGES TO CONTRACT DOCUMENTS
<br />AT ANY TIME BEFORE OR AFTER SHOP DRAWING REVIEW.
<br />THE SHOP DRAWINGS DO NOT REPLACE THE CONTRACT DOCUMENTS. ITEMS OMITTED OR SHOWN
<br />INCORRECTLY AND ARE NOT FLAGGED BY THE STRUCTURAL ENGINEER SHALL NOT BE CONSIDERED
<br />CHANGES TO CONTRACT DOCUMENTS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO ENSURE ITEMS ARE
<br />CONSTRUCTED TO CONTRACT DOCUMENTS.
<br />THE ADEQUACY OF ENGINEERING DESIGNS AND LAYOUT PERFORMED BY OTHERS RESTS WITH THE
<br />DESIGNING OR SUBMITTING AUTHORITY.
<br />REVIEWING IS INTENDED ONLY AS AN AID TO THE CONTRACTOR IN OBTAINING CORRECT SHOP DRAWINGS.
<br />CONTRACTOR HAS THE RESPONSIBILITY OF THE CORRECTNESS OF ALL APPROVAL DRAWINGS.
<br />GENERAL
<br />THE STRUCTURAL CONSTRUCTION DOCUMENTS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT
<br />INDICATE THE METHOD OF CONSTRUCTION, THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY
<br />TO PROTECT THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE, BUT ARE NOT
<br />LIMITED TO BRACING AND SHORING FOR LOADS DUE TO CONSTRUCTION EQUIPMENT, ETC, THE
<br />STRUCTURAL ENGINEER SHALL NOT BE RESPONSIBLE FOR THE CONTRACTOR'S MEANS, METHODS,
<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 />THESE ITEMS.
<br />CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON FRAMED CONSTRUCTION. LOAD SHALL
<br />NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT.
<br />WHERE REFERENCE IS MADE TO VARIOUS TEST STANDARDS OR MATERIALS, SUCH STANDARDS SHALL BE
<br />THE LATEST EDITION AND/OR ADDENDA, U.N.O.
<br />ESTABLISH AND VERIFY ALL OPENINGS AND INSERTS FOR ARCHITECTURAL, MECHANICAL, PLUMBING AND
<br />ELECTRICAL WITH APPROPRIATE TRADES, DRAWINGS AND SUBCONTRACTORS PRIOR TO CONSTRUCTION.
<br />OPTIONS ARE FOR CONTRACTOR'S CONVENIENCE. IF AN OPTION IS CHOSEN, CONTRACTOR SHALL BE
<br />RESPONSIBLE FOR ALL NECESSARY CHANCES AND SHALL COORDINATE ALL DETAILS.
<br />NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL STRUCTURAL NOTES AND
<br />TYPICAL DETAILS. WHERE NO DETAILS ARE SHOWN, CONSTRUCTION SHALL CONFORM TO SIMILAR WORK
<br />ON THE PROJECT.
<br />CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION OF ALL DIMENSIONS PRIOR TO START OF
<br />CONSTRUCTION. RESOLVE ANY DISCREPANCY WITH THE OWNER.
<br />TYPICAL DETAILS MAY NOT NECESSARILY BE CUT ON PLANS, BUT APPLY, U.N.O.
<br />WHERE DISCREPANCIES OCCUR BETWEEN PLANS, DETAILS, GENERAL STRUCTURAL NOTES AND/OR
<br />SPECIFICATIONS, THE GREATER REQUIREMENTS SHALL GOVERN.
<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.
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<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, SPECIFICATIONS AND THE
<br />APPLICABLE WORKMANSHIP PROVISIONS OF THE CODE.
<br />FOR ADDITIONAL INFORMATION ON SPECIAL STRUCTURAL INSPECTIONS, SEE THE SPECIAL INSPECTION
<br />TABLES ON S2K-2 AND S2K-3 AND CONTACT STRUCTURAL ENGINEER PRIOR TO START OF
<br />CONSTRUCTION.
<br />A.B.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 />AB.
<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.LP.
<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 />GONG. 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 />ACCEPTABILITY
<br />,1,"KamIa
<br />THIS DESIGN AND/OR
<br />CHECKED
<br />SPECIFICATION IS APPROVED
<br />E. Fletcher
<br />NGINE R
<br />APPROVED BY DEPT. DATE
<br />E. Fletcher
<br />CHECKED
<br />B. Leslie
<br />arse rsnvrn
<br />AIL SUBTITLE
<br />08.27.19
<br />08,27.19
<br />TITLE
<br />08,27.19
<br />08.27.19
<br />STRUCTURAL
<br />UCH rq
<br />AI'RIL30,2021
<br />,9
<br />h0 tts�r,
<br />CIVIL I
<br />STRUCTURAL I SURVEY
<br />4815 CENTER STREET I TACOMA, WA. 98409
<br />PHONE: (253) 474-9449 I FAX: (253) 474-0153
<br />http://Www.sittshill.com/
<br />Project No.:
<br />17659
<br />Project Mgr.: BKL
<br />Proj. Engineer:
<br />SDS
<br />Proj. Drafter: JDK
<br />
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