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<br />GENERALSTRUCTURALNOTES
<br />CODES E G a STRUCTURA STE L AL:
<br />2018 EDITION OF THE INTERNATIONAL BUILDING CODE (IBC), WITH STATE OF WASHINGTON AND CITY OF ALL CONSTRUCTION SHALL BE PER AISC-SCM. THE STRUCTURAL CONSTRUCTION DOCUMENTS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT
<br />EVERETT AMENDMENTS AND SUPPLEMENTED WITH ASCE 7--16. INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY
<br />ALL STRUCTURAL STEEL SHALL BE AS FOLLOWS: TO PROTECT THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE, BUT ARE NOT
<br />ALL CODE REFERENCES HEREAFTER SHALL CORRESPOND TO THE FOLLOWING EDITIONS, U.N.O.: LIMITED TO BRACING AND SHORING FOR LOADS DUE TO CONSTRUCTION EQUIPMENT ETC THE
<br />MATERIAL CODE EDITION
<br />CONCRETE BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE
<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 />AND COMMENTARY (ACI 318)-14.
<br />CONCRETE REINFORCING ACI DETAILING MANUAL, (ACI SP-066)-04.
<br />STRUCTURAL STEEL 15TH EDITION OF STEED 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 />LOADS:
<br />RISK CATEGORY = II.
<br />PUMP SUPPORTS:
<br />WEIGHT OF EXISTING STRUCTURE, SUPPORTED PUMPS AND PIPING, AND LIVE LOAD OF 100 PSF.
<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. REFER TO GEOTECHNICAL REPORT FOR ADDITIONAL INFORMATION
<br />PRIOR TO COMMENCEMENT OF EARTHWORK.
<br />SIG a
<br />MINIMUM 28-DAY STRENGTH OF CONCRETE SHALL BE 4000 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% t 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:
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<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 />CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH ° ° ° • ° ° ° ° ° 3"
<br />EXPOSED TO EARTH OR WEATHER
<br />#6 OR LARGER . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2"
<br />#5 OR LARGER . . . . . . . . . . . . . . . . . . . . . . . 1 1/2"
<br />ALL OTHER PER ACI 318.
<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 />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 HT10OF OR OWNER APPROVED ALTERNATE SHALL BE USED AT CONCRETE PUMP
<br />CONTAINMENT 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 />t)
<br />SYM REVISION
<br />QRIG PIW UPGRADES ADDENDUM A
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<br />BY I APPROVED DATE
<br />208084681 SITTS I BKL 01.25,21
<br />9w
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<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, 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 ESRa-3187) OR APPROVED EQUIVALENT. THREADED RODS
<br />SHALL BE STAINLESS STEEL.
<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 (I.E. 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 DE
<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 />PROTECTIVE COATINGS FOR STEEL:
<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 />SERIES 66 HI -BUILD EPDXOLINE WITH TNEMEC ENDURA-SHIELD SERIES 73 TOPCOAT OR APPROVED
<br />EQUAL. EPDXY -POLYURETHANE COATING SHALL BE INSTALLED PER MANUFACTURER RECOMMENDATIONS.
<br />COORDINATE COLOR WITH OWNER.
<br />FIELD REPAIR: FIELD REPAIR OF DAMAGED EPDXY -POLYURETHANE COATING SHALL BE DONE IN
<br />ACCORDANCE WITH MANUFACTURER RECOMMENDATIONS.
<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
<br />TO PREVENT ANY RUBBING OF STEEL TO STEEL.
<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 />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 CHANGES 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.
<br />SPECIAL STRUCTURAL INSPECTION:
<br />SPECIAL INSPECTION IS TO BE PROVIDED FOR THE ITEMS LISTED BELOW IN ADDITION TO THE
<br />INSPECTIONS CONDUCTED BY THE BUILDING SAFETY DEPARTMENT. "SPECIAL STRUCTURAL INSPECTION"
<br />SHALL NOT RELIEVE THE OWNER OR THEIR AGENT FROM REQUESTING THE CITY INSPECTIONS REQUIRED
<br />BY IBC SECTION 110.3. SPECIAL INSPECTION IS REQUIRED PER SECTIONS 1704 AND 1705 FOR THE
<br />FOLLOWING:
<br />1. CONCRETE (PER IBC TABLE 1705.3):
<br />A) DURING THE TAKING OF TEST SPECIMENS.
<br />B) DURING THE PLACEMENT OF ALL REINFORCED CONCRETE, U.N.O.
<br />C) VERIFICATION OF CURING TEMPERATURE AND TECHNIQUE (PERIODIC).
<br />D) NO INSPECTION IS REQUIRED FOR SLABS ON GRADE.
<br />2. BOLTS IN CONCRETE (PER IBC TABLE 1705.3):
<br />A) DURING THE PLACING OF CONCRETE AROUND BOLTS.
<br />3. REINFORCING STEEL (PERIODIC) (PER IBC TABLE 1705.3):
<br />A) DURING THE PLACING OF REINFORCING STEEL FOR ALL CONCRETE REQUIRED TO HAVE
<br />SPECIAL INSPECTION NOTED ABOVE.
<br />4. POST -INSTALLED ANCHORS (PER IBC TABLE 1705.3):
<br />A) CONTINUOUS INSPECTION DURING THE PLACEMENT OF ALL ADHESIVE ANCHORS INSTALLED
<br />IN HORIZONTALLY OR UPWARDLY INCLINED ORIENTATIONS,
<br />B) PERIODIC INSPECTION OF ALL OTHER ADHESIVE AND MECHANICAL ANCHORS.
<br />5. WELDING (PER AISC 360 CHAPTER N):
<br />A) VISUAL INSPECTION OF ALL FIELD WELDS:
<br />B) NON-DESTRUCTIVE TESTING OF ALL COMPLETE PENETRATION WELDS.
<br />6. BOLTING (PER AISC 360 CHAPTER N):
<br />7. 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, 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 S2-2 AND S2-3 AND CONTACT STRUCTURAL ENGINEER PRIOR TO START OF CONSTRUCTION.
<br />ASM1 .��
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<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 />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 />DI&
<br />DIAMETER
<br />SQ.
<br />SQUARE
<br />ON
<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.0.
<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 />K. ACCEPTABILITY J. Kamla
<br />WASH THIS DESIGN AND/OR CHECKED
<br />SPECIFICATION IS APPROVED E. Fletcher
<br />EN IN R
<br />APPROVED BY DEPT. DATE E. Fletcher
<br />CHECKED
<br />B. Leslie
<br />\IL SUBTITLE
<br />08.27.19
<br />08.27.19
<br />TITLE
<br />08.27.19
<br />08.27.19
<br />C-01
<br />APIL 30,2021
<br />GENERAL STRUCTURAL NOTES
<br />t sa
<br />s "tts h"11
<br />CIVIL I
<br />STRUCTURAL I SURVEY
<br />4815 CENTER STREET J TACOMA, WA. 98409
<br />PHONE: (253) 474-9449 j FAX: (253) 474-0153
<br />http://www. sifts h it I, rom/
<br />Project No.:
<br />17659
<br />Project Mgr.: BKL
<br />Proj. Engineer:
<br />SDS
<br />Proj. Drafter: JDK
<br />CURRENT REVISION ISYMBOL
<br />208084681 R R
<br />01.25°21
<br />STRUCTURAL
<br />
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