|
_SMRUCTURAL NOTES
<br />ORDER OF PRECEDEINCE.
<br />IN CASE OF 'DISCREPANCIES IN CONSTRUCTION DOCUMENTS, THE DRAWINGS Si-IALL
<br />CONTROL OVER THE STRUCTURAL NOT ES ANDANY OTHER WRITTEN
<br />SPECIFICATIONS. THE STRUCTUR/U. NOTES SHALL CONTROL OVER ANY OTHER
<br />WRITTEN SPECIFICATIONS.
<br />A. DESIGN CODES
<br />1) WASHING I ON STATE E BUILDING CODIL. BASED ON THE 2015 ISC
<br />2) ADDITIONAL REGUI-ATIONS:
<br />SAFETY ,AND HEALTH ACT.
<br />B. OCCUPANCY AND CONSTRUCTION REQUIREIVENTS
<br />1) RISK CATEGORY II
<br />C. DESIGN CRITERIA
<br />1) LATERAL LOADS
<br />a) SEISMIC
<br />1) SEISMIC IMPORTANCE FACTOR, 1,— 1.0
<br />2) SEISIItIIC IMPORTANCE FACTOR 17OR COMPONENTS, 1p = 1.0
<br />3) MAPPED SPECTRAL RESPONSE ACCELERATION PARAMETERS:
<br />Sc = 1.446
<br />Sl = 0.558
<br />4ITE CLASS: D
<br />5) DESIGN SPECTRAL RESPONSE ACCELERATION PARAIVIETERS:
<br />SDS = 01964
<br />1 = 0.5°58
<br />6) SEISIVIIC DESIGN CATEGORYD
<br />7) ANALYSIS PROCEDURES USED: EQUIVALEN's" SP`ATIL y=ORCE PROCEDURE
<br />2) GRAVITY LOADS
<br />a) GROUND FLOOR LIVE.:; LOAD = 500 PSF
<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 />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 />F. TESTING AND INSPECTION
<br />1) SPECIAL INSPECTION IS REQUIRED PER CHAPTER 17 OF THE CODE AND LOCAL
<br />AMENDMENTS AND/OR REQUIREMENTS.
<br />2) THE OWNER OR REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE
<br />ACTING AS THE OWNERS AGENT SHALL EMPLOY ALL SPECIAL INSPECTION
<br />SERVICES AND ALL REQUIRED MATERIAL TESTING SERVICES.
<br />3) ALL INSPECTIONS ARE TO BE PERFORMED BY AN APPROVED AGENCY
<br />REGULARLY ENGAGED IN CONDUCTING TESTS OR FURNISHING INSPECTION
<br />SERVICES AND APPROVED BY THE LOCAL BUILDING OFFICIAL.
<br />4) PRIOR TO THE BEGINNING OF CONSTRUCTION, THE OWNER SHALL CALL A
<br />PRE -CONSTRUCTION MEETING WITH THE OWNER, ENGINEER, BUILDING
<br />OFFICIAL, CONTRACTOR AND SPECIAL INSPECTOR(S) TO REVIEW THE SPECIAL
<br />INSPECTION REQUIREMENTS.
<br />5) DUTIES OF THE SPECIAL INSPECTOR INCLUDE BUT ARE NOT LIMITED TO:
<br />a) ACKNOWLEDGE THE SPECIAL INSPECTION PROGRAM AND THE SPECIAL
<br />INSPECTION AND TESTING AGREEMENT PROVIDED BY THE LOCAL BUILDING
<br />OFFICIAL.
<br />b) NOTIFY CONTRACTOR PERSONNEL OF PRESENCE AT THE JOB SITE.
<br />c) OBSERVE AND CONFIRM THAT THE WORK REQUIRING SPECIAL INSPECTION IS
<br />IN CONFORMANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS AND
<br />APPLICABLE WORKMANSHIP PROVISIONS OF THE CODE.
<br />d) IDENTIFY NON -CONFORMING WORK. ALL DISCREPANCIES SHALL BE
<br />BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR
<br />CORRECTION, THEN IF UNCORRECTED, TO THE OWNER AND ENGINEER.
<br />e) FURNISHING INSPECTION REPORTS FOR EACH INSPECTION TO THE
<br />CONTRACTOR, OWNER, ENGINEER AND ANY OTHER DESIGNATED PARTIES IN
<br />A TIMELY MANNER AS ESTABLISHED AT THE PRE -CONSTRUCTION MEETING,
<br />REPORTS SHALL INCLUDE: DESCRIPTION OF INSPECTIONS AND LOCATIONS;
<br />LIST(S) OF NON -CONFORMING ITEMS BROUGHT TO THE CONTRACTORS
<br />ATTENTION; HOW NON -CONFORMING ITEMS WERE RESOLVED; LIST(S) OF
<br />UNRESOLVED ITEMS,
<br />LIST CHANGES INVOLVING THE WORK REQUIRING SPECIAL INSPECTION THAT
<br />WERE AUTHORIZED BY THE ENGINEER.
<br />g) SUBMIT A FINAL REPORT STATING WHETHER THE WORK REQUIRING SPECIAL
<br />INSPECTION WAS, TO THE BEST OF THE SPECIAL INSPECTOR'S KNOWLEDGE,
<br />IN CONFORMANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS AND
<br />APPLICABLE WORKMANSHIP PROVISIONS OF THE CODE. WORK NOT IN
<br />CONFORMANCE, UNRESOLVED ITEMS OR ANY DISCREPANCY IN INSPECTION
<br />COVERAGE -SHALL BE SPECIFICALLY ITEMIZED IN THE FINAL REPORT,
<br />6) DUTIES OF THE CONTRACTOR INCLUDE BUT ARE NOT LIMITED TO:
<br />a) PROVIDE THE OWNER, ENGINEER AND SPECIAL INSPECTOR A SCHEDULE OF
<br />WORK PRIOR TO THE START OF CONSTRUCTION.
<br />b) COMPLETE ALL WORK IN CONFORMANCE WITH THE APPROVED
<br />CONSTRUCTION DOCUMENTS
<br />c) NOTIFY THE SPECIAL INSPECTOR WHEN THE PHASE OF WORK REQUIRING
<br />SPECIAL INSPECTION IS TO BEGIN, AND PROVIDE ADEQUATE NOTICE SO
<br />THAT THE SPECIAL INSPECTOR HAS TIME TO BECOME FAMILIAR WITH THE
<br />WORK TO BE INSPECTED, AND ARRANGE AN INSPECTION SCHEDULE TO
<br />COINCIDE WITH THE CONSTRUCTION SCHEDULE. THE CONTRACTOR SHALL
<br />PROVIDE A MINIMUM OF 24 HOURS ADVANCED NOTICE TO THE SPECIAL
<br />INSPECTOR FOR WORK REQUIRING INSPECTION AND TESTING.
<br />d) NOTIFY THE BUILDING OFFICIAL WHEN THE PHASE OF WORK REQUIRING
<br />INSPECTION BY THE BUILDING OFFICIAL AS DESCRIBED IN SECTION 110 OF
<br />THE CODE IS READY FOR INSPECTION. PROVIDE A MINIMUM 24 HOURS
<br />ADVANCE NOTICE TO THE BUILDING OFFICIAL.
<br />e) ENSURE THAT ALL WORK REQUIRING SPECIAL INSPECTION SHALL REMAIN
<br />ACCESSIBLE AND EXPOSED UNTIL IT HAS BEEN OBSERVED AND INDICATED
<br />TO BE IN CONFORMANCE WITH THE SPECIAL INSPECTOR, AND APPROVED BY
<br />THE BUILDING OFFICIAL. THE CONTRACTOR SHALL PROVIDE MEANS OF
<br />ACCESS TO WORK REQUIRING SPECIAL INSPECTION, INCLUDING BUT NOT
<br />LIMITED TO, CRANE SERVICE AND TEMPORARY PLATFORMS.
<br />PROVIDE THE SPECIAL INSPECTOR WITH ACCESS TO APPROVED
<br />CONSTRUCTION DOCUMENTS AT THE JOB SITE.
<br />g) MAINTAIN AT THE JOB SITE COPIES OF ALL REPORTS SUBMITTED BY THE
<br />SPECIAL INSPECTOR.
<br />h) CORRECT ALL NON -CONFORMING WORK.
<br />i) IN ADDITION TO THE ABOVE, THE CONTRACTOR SHALL SUBMIT A WRITTEN
<br />STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND THE
<br />OWNER PRIOR TO COMMENCING WORK. THE CONTRACTORS STATEMENT OF
<br />RESPONSIBILITY SHALL INCLUDE ACKNOWLEDGMENT OF AWARENESS OF
<br />THE SPECIAL REQUIREMENTS CONTAINED IN THE STATEMENT OF SPECIAL
<br />INSPECTIONS.
<br />7) DEFINITIONS
<br />a) CONTINUOUS INSPECTION MEANS THAT THE SPECIAL INSPECTOR IS
<br />PRESENT AT ALL TIMES OBSERVING AND CONFIRMING THAT THE WORK
<br />REQUIRING SPECIAL INSPECTION IS IN CONFORMANCE WITH THE APPROVED
<br />CONSTRUCTION DOCUMENTS.
<br />b) PERIODIC INSPECTION MEANS THAT THE SPECIAL INSPECTOR IS PRESENT
<br />PART TIME, OR AT TIME INTERVALS, AS NECESSARY TO OBSERVE AND
<br />CONFIRM THAT THE WORK REQUIRING SPECIAL INSPECTION IS IN
<br />CONFORMANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS.
<br />8) WORK REQUIRING SPECIAL INSPECTION
<br />a) WORK REQUIRING SPECIAL INSPECTION IS LISTED WITHIN THE TABLES OF
<br />REQUIRED SPECIAL INSPECTION AT THE END OF THE GENERAL NOTES.
<br />b) IT IS INTENDED THAT THE TABLES OF REQUIRED SPECIAL INSPECTION
<br />DEFINE ALL INSPECTIONS REQUIRED BY CHAPTER 17 OF THE CODE. THE
<br />SPECIAL INSPECTOR SHALL NOTIFY THE ENGINEER OF ANY REQUIRED
<br />INSPECTIONS THAT MAY HAVE BEEN OMITTED FROM THE TABLES,
<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 />1) TESTING AND INSPECTION PER DIVISION 1.
<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: LENTON FORMSAVER BY ERICO PRODUCTS
<br />INC.
<br />4) UNLESS OTHERWISE NOTED ON THE DRAWINGS, LAP SPLICES FOR
<br />REINFORCING SHALL BE AS FOLLOWS:
<br />BAR SIZE
<br />(US)
<br />BAR 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 FRESH CONCRETE IS CAST 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) ISOLATION JOINT MATERIAL: ASTM D1751 ASPHALT IMPREGNATED
<br />FIBERBOARD, VERIFY COMPATIBILITY WITH REQUIRED CONCRETE COATING
<br />SYSTEMS.
<br />b) CORRUGATED PAPER FORMWORK: SUREVOID PRODUCTS, BY VOIDFORM
<br />PRODUCTS, INC.
<br />c) WATERSTOPS:
<br />1) BENTONITE WATERSTOP: RX-101, 1 INCH X 3/4 INCH FOR CONCRETE 8
<br />INCHES OR THICKER. SECURE TO CONCRETE/SUBSTRATE WITH CETSEAL
<br />SEALANT/ADHESIVE. MANUFACTURER: COLLOID ENVIRONMENTAL
<br />TECHNOLOGIES COMPANY (CETCO).
<br />d) JOINT SEALANTS: ASTM C920, TYPE S, SIKAFLEX 1CSL, BY SIKA
<br />CORPORATION. SELF LEVELING FOR HORIZONTAL JOINT USE.
<br />e) CURING COMPOUND: VOC COMPLIANT ASTM C3091YPE 1, CLASS B,
<br />ALL -RESIN TYPE, NON -YELLOWING ACRYLIC TYPE. VERIFY COMPATIBILITY
<br />WITH REQUIRED CONCRETE COATING SYSTEMS.
<br />3)
<br />4)
<br />BE
<br />6)
<br />7)
<br />8)
<br />UNDERSLAB VAPOR BARRIER: ASTM E1745 CLASS B & C, MOISTOP ULTRA 6
<br />UNDERSLAB MOISTURE -VAPOR BARRIER AND MOISTOP VAPOR BARRIER
<br />TAPE MANUFACTURED BY FORTIFIBER CORPORATION.
<br />g) BONDING AGENT: VOC COMPLIANT, NON -SOLVENT BASED EPDXY ADHESIVE,
<br />"ARMATEC 110 EPOCEM" AS MANUFACTURED BY SIKA CORPORATION,
<br />"DURALPREP AC" AS MANUFACTURED BY EUCLID CHEMICAL CO, OR EQUAL.
<br />CAST IN PLACE ANCHOR RODS: SEE DIVISION 5,
<br />POST INSTALLED CONCRETE FASTENERS:
<br />a) EXPANSION ANCHORS: MECHANICAL EXPANSION TYPE: ICC-ESR APPROVED
<br />KWIK BOLT-TZ BY HILTI, INC., OR ICC-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: [CC-ESR
<br />APPROVED HIT -RE 500 V3 BY HILTI, INC„ OR [CC-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 />d) ALTERNATE PRODUCTS MUST BE APPROVED IN WRITING BY THE
<br />STRUCTURAL ENGINEER PRIOR TO USE OR SUBSTITUTION. PROPOSED
<br />ALTERNATE PRODUCT SUBMITTALS WILL BE EVALUATED CONSIDERING
<br />ICC-ESR SHOWING COMPLIANCE WITH THE CURRENT CODE FOR SEISMIC
<br />USES AND LOAD RESISTANCE. PROVIDE MINIMUM EDGE DISTANCE AND
<br />SPACING AS INDICATED IN THE PRODUCT'S ICC-ES REPORT UNLESS
<br />OTHERWISE NOTED ON THE DRAWINGS.
<br />CONCRETE MIX
<br />a) ALL CONCRETE SHALL COMPLY WITH THE REQUIREMENTS OF ACI 318.
<br />CONCRETE SHALL BE TRANSPORTED AND PLACED IN ACCORDANCE WITH
<br />ASTM C94.
<br />HOT WEATHER CONCRETING SHALL BE IN ACCORDANCE WITH ACI 305R.
<br />COLD WEATHER CONCRETING SHALL BE IN ACCORDANCE WITH ACI 306R.
<br />FINISHING
<br />a) ALL FINISHING SHALL BE IN ACCORDANCE WITH ACI 301 SECTION 5.
<br />b) EXPOSED EDGES SHALL BE FORMED USING 3/4 INCH CHAMFER UNLESS
<br />OTHERWISE NOTED.
<br />D. CURING
<br />1) CONCRETE SHALL BE CURED BY USE OF A CURING COMPOUND OR BY USE OF
<br />AN APPROVED WET CURING PROCESS FOR A MINIMUM OF 7 DAYS AFTER
<br />CONCRETE PLACEMENT IN ACCORDANCE WITH ACI 308.1. CURING COMPOUNDS
<br />SHALL BE APPLIED IN ACCORDANCE WITH THE MANUFACTURER'S WRITTEN
<br />INSTRUCTIONS AND SPECIFICATIONS.
<br />E. GROUT
<br />1) ASTM C1107, 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 STRICT
<br />ACCORDANCE WITH THE MANUFACTURERS WRITTEN INSTRUCTIONS.
<br />F. TESTING AND INSPECTION
<br />1) TESTING AND INSPECTION PER DIVISION 1.
<br />& REFERENCES
<br />1) AISC 360 - STEEL CONSTRUCTION MANUAL
<br />2) AWS D1.1 - STRUCTURAL WELDING CODE
<br />3) SSTC - STRUCTURAL BOLTING HANDBOOK
<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 CHANNELS: ASTM A36 (Fy = 36 KSI).
<br />b) STRUCTURAL STEEL PLATES: ASTM A572 GRADE 50 Fy = 50 KSI).
<br />c) STRUCTURAL STEEL ANGLES: ASTM A36 (Fy = 36 KSI).
<br />d) HOLLOW STRUCTURAL SHAPES: SQUARE AND RECTANGULAR STRUCTURAL
<br />TUBE: ASTM A500 GRADE B (Fy = 46 KSI).
<br />e) HIGH -STRENGTH BOLTS (HSB): ASTM F3125 GALVANIZED TO ASTM F2329
<br />UNLESS NOTED OTHERWISE.
<br />ANCHOR RODS: ASTM F1554 GRADE 36 HEAVY HEX TYPE. RODS, NUTS AND
<br />WASHERS GALVANIZED IN ACCORDANCE WITH ASTM F2329.
<br />g) THREADED ROD: ASTM F1554 GRADE 36. GALVANIZED IN ACCORDANCE WITH
<br />ASTM F2329.
<br />h) PLATE WASHERS: ASTM A36.
<br />I) HARDENED WASHERS: ASTM F436 TYPE 1. GALVANIZED TO ASTM F2329 UNLESS
<br />NOTED OTHERWISE.
<br />j) BEVEL WASHERS: ASTM F436 TYPE 1. GALVANIZED TO ASTM F2329 UNLESS
<br />NOTED OTHERWISE.
<br />k) 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 />1) SHEAR CONNECTOR STUDS AND HEADED CONCRETE ANCHORS: TYPE B IN
<br />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 />m)WELDING FILLER MATERIAL: AWS D1.1 TABLE 3.1, AWS A5.1 OR A5.5 E70XX
<br />FOR SMAW WELDING PROCESS; AWS A5.18 ER70S-X FOR GMAW WELDING
<br />PROCESS; AWS A5.17 OR A5.23 F7XX-EXXX FOR SAW WELDING PROCESS; AWS
<br />A5.20 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 />A) CORROSION PROTECTION
<br />1) ALL STRUCTURAL AND MISCELLANEOUS STEEL SHALL SHOP PRIMED.
<br />2) FINAL FINISH OF ALL STRUCTURAL AND MISCELLANEOUS STEEL SHALL MATCH
<br />EXISTING OR SPECIFIED BY BOEING.
<br />3) FINAL FINISH OF CONCRETE AND COATING OF CONCRETE SHALL MATCH
<br />EXISTING OR SPECIFIED BY BOEING.
<br />I I
<br />NOT FOR CONSTRUCTION
<br />06.05,19 1
<br />Our difference
<br />ss e gme r d.
<br />4n ww'.haEr isgroup.com
<br />PRWEGY NO: 001 2w'tO6II
<br />SYM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE DKAWN DATE SUBTITLE CURRENT REVISION SYMBOL DATE
<br />�o ®WA �,., TH SGDESGN BNDI oR . cIaEPIK p c 11.06.18 �� � N�� ERAL � R' ��T IR mil NOTES E �i� ��ET I W5983281 XX.XX.XX
<br />A PFP SPAR PAINT BOOTH 1 AND 2 — XXX W5983281 HG RLT XX.XX,XX t / � `''
<br />�� * SPECIFICATION IS APPROVED R. PINLAC XX.XX.XX SHEET
<br />ENGINEER
<br />� ���Aw APPROVED BY DEPT. DATE TITLE PFP SPAR PAINT BOOTH 1 AND 2 4
<br />��� �� ��,�A Q z K. WITT XX.XX.XX
<br />CHECKED u:
<br />t aA. WARNER XX.XX.XX E`I 1 a �` I
<br />53436 �q �� APPROVED i ti ...m 4u !� a � JOB No, W5983281 COMP No.
<br />�SS ANAL F'IST1� � APPROR. VED
<br />XX.Xi(.XX DWG N0, '
<br />STRUCTURAL MASTER EVERETT, WA 40-058—S2g
<br />
|