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STRUCTURAL STEEL NOTES CONCRETE SPECIAL INSPECTION PLAN
<br /> SCHEDULE OF DRAWINGS
<br /> REFERENCE STANDARDS: CONCRETE REQUIREMENTS: GENERAL:
<br /> STEEL CONSTRUCTION SHALL CONFORM TO THE AISC "SPECIFICATION LOCATION STRENGTH MAX W/C RATIO SPECIAL INSPECTION BY A QUALIFIED INSPECTOR IS REQUIRED IN ACCORDANCE DATE ISSUED g
<br /> FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOOTINGS & 3000PSI @ 28DAYS 4.55 WITH THE 2006 IBC. O
<br /> FOR BUILDINGS", AND THE AISC "CODE OF STANDARD PRACTICE FOR SHEET DESCRIPTION ate.
<br /> STEEL BUILDINGS AND BRIDGES". FLR DECK FILL rn ,Q
<br /> QUALIFICATION: c4 1--
<br /> AIR CONTENT: CONCRETE EXPOSED TO WEATHER SHALL CONTAIN 5N THE SPECIAL INSPECTOR SHALL BE A QUALIFIED PERSON WHO SHALL ci
<br /> MATERIALS: +/-1% ENTRAINED AIR. DEMONSTRATE COMPETENCE, TO THE SATISFACTION OF THE BUILDING OFFICIAL, S1 GENERAL & STRUCTURAL NOTES • C a
<br /> a. STRUCTURAL STEEL W SHAPES SHALL CONFORM TO ASTM MIX DESIGN: SHALL BE BASED ON FIELD EXPERIENCE OR TRIAL REQUIRED VERIFICATION & INSPECTION: S2 FOUNDATION / DEMOLITION PLAN • w °C
<br /> A992 FY = 50KSI
<br /> MIXTURES IN CONFORMANCE WITH THE SPECIFICATIONS, THE SPECIAL INSPECTOR SHALL PERFORM THE VERIFICATIONS & INSPECTIONS S3 SECONF FLOOR FRAMING DEMOLITION PLAN 0 io W
<br /> b. STRUCTURAL STEEL M, 5, HP, CHANNELS AND ANGLES SHALL NOTED IN THE SCHEDULE BELOW
<br /> CONFORM TO ASTM A36 UNO. MATERIAL REQUIREMENTS; S4 STRUCTURAL DETAILS • y
<br /> c, STRUCTURAL STEEL FLAT PLATES INCLUDING CAP PLATES CEMENT: ASTM C150, ADMIXTURES: ACI 301. S5 STRUCTURAL DETAILS N
<br /> • BASE PLATES & CONNECTION PLATES SHALL CONFORM TO AGGREGATES: ASTM C33. WATER: ASTM C94. VERIFICATION & INSPECTION SCHEDULE
<br /> 0
<br /> ASTM A36. PLACING REQUIREMENTS: di ,
<br /> d. STRUCTURAL TUBING: CONFORM TO ASTM A500, GRADE B. PLACING: o N
<br /> e. BOLTS: CONFORM TO ASTM A325N & INSTALLED SNUG j
<br /> PLACE CONCRETE AS NEARLY AS PRACTICABLE TO ITS FINAL TYPES OF WORK REFERENCES ABBREVIATIONS TIGHT. POSITION TO AVOID SEGREGATION, THE FREE UNCONFINED FALL OF FREQ & STANDARDS E
<br /> f. ANCHOR BOLTS: CONFORM TO ASTM F1554, GRADE 36 OR THE CONCRETE SHALL NOT EXCEED 5 FEET. �"'� v
<br /> aS N A4E c0NC a.
<br /> @ AT JST. JOIST 0 . o
<br /> A36, DEBRIS: .. . ... ��. u .
<br /> REINFORCING STEEL, PLACEMENT, P ACI 318: 3-5, 7.1-7.7 A.B. ANCHOR BOLT JT. JOINT : .�
<br /> WELDING: REMOVE ALL DEBRIS FROM FORMS PRIOR TO PLACING CONCRETE. IBC 1903.5 1907.1, °
<br /> CONFORM TO AWS D1.1 "STRUCTRUAL WELDING CODE - STEEL". 1907.7, 1914.4 APP, ALTERNATEOK. KIP 1000 LES 0Z
<br /> WELDERS SHALL BE CERTIFIED IN ACCORDANCE WITH WABO CONSOLIDATION; APPROX. APPROXIMATELY ( )
<br /> CONSOLIDATE CONCRETE BY SUITABLE MEANS, THOROUGHLY WORK ARCH. ARCHITECTURAL K/F K/I KIPS PER FOOT
<br /> REQUIREMENTS. USE E70 ELECTRODES OF TYPE REQUIRED FOR PLACEMENT OF ANCHORS & EMBEDS IN CONCRETE C IBC 1912.5 COI
<br /> MATERIALS TO BE WELDED. CONCRETE AROUND EMBEDDED ITEMS AND INTO CORNERS OF FORMS. WI m
<br /> BLDG. BUILDING L. LONG �,
<br /> CURING REQUIREMENTS; USE OF REQUIRED DESIGN MIX, P ACI 318, CH BLKG. BLOCKING 0 ? ° z
<br /> FABRICATION: 4.5-5.4 IBC 1904 MATL. MATERIAL ' o
<br /> FABRICATE STEEL IN THE SHOP OF A FABRICATOR LICENSED BY THE CURING; 1905.2-1905.4,1914,2, BM BEAM MAX, MAXIMUMCD `�
<br /> APPROPRIATE GOVERNMENT AGENCY. CONCRETE SHALL BE MAINTAINED IN A MOIST CONDITION FOR A 1914,3 E. BOTTOM MIN. MINIMUM z e w �:
<br /> ERG BEARING MISC, MISCELLANEOUS W = >a"�
<br /> SHOP PAINTING: SUITABLE PERIOD OF TIME AFTER PLACEMENT, PLACEMENT OF CONCRETE C ACI 318; 5.6,5.8 MBM METAL BUILDING MANUFACTURER - F a
<br /> STEEL CONCEALED BY BUILDING FINISH OR IN CONTACT WITH ASTM CM2 C31 C.J. CONSTRUCTION JOINT .. Ki
<br /> WEATHER CONDITIONS: ' CL, CENTERLINE ' �'
<br /> CONCRETE NEED NOT BE PAINTED. ALL OTHER STEEL SHALL BE IBC 1905 6, 191410 (N) NEW _ :17 cb
<br /> ADEQUATE PRECAUTIONS SHALL BE TAKEN DURING HOT AND COLD CLG, CEILING NO., # NUMBER
<br /> GIVEN ONE COAT OF SHOP PAINT, IN ACCORDANCE WITH SECTION 1.24 " ETI AfQ2S� _ . ° `d
<br /> OF THE AISC "CODE", UNLESS NOTED OTHERWISE. WEATHER IN ACCORDANCE WITH THE SPECIFICATIONS. = ` � � � , �, <, . - CLR, CLEAR N-S NORTH-SOUTH u
<br /> ADHESIVE ANCHOR INST. C COL, COLUMN N.T.S. NOT TO SCALE
<br /> EXPANSION BOLT INST, CONC, CONCRETE
<br /> P CONST, CONSTRUCTION 0/C ON CENTER 1
<br /> �1 ('` TRuc A 11 1. CONT. CONTINUOUS O.F, OUTSIDE FACE I 1t.J.K
<br /> CONCRETE MASONRY BOLTS, NUTS & WASHERS IDENTIFICATION MARKINGS P AISC ASD DEL. DOUBLE OPNG. OPENING 44p�1�0'OA%',/.
<br /> SEC. PERP. PERPENDICULAR ``
<br /> A3.4, AISC LRFD DIA. DIAMETER Z y;. -
<br /> MATERIAL REQUIREMENTS: SEC, A3,3 DIAD. DIAGONAL PL, PLATE . `4,
<br /> DIM. DIMENSION PLYWD. PLYWOOD - cc
<br /> METAL DECKING MASONRY UNITS: BOLT INSTALLATION P AISC LRDF SEC. DN, DOWN P.S.F. POUNDS PER SQUARE FOOT /=,V c -, 44447 ttti
<br /> CONFORM TO ASTM C90, GRADE N-1 MEDIUM WEIGHT CONCRETE UNITS, M2.5IBC 1704.3.3 DWG(S). DRAWING(S) P.S.I. POUNDS PER SQUARE INCH Fs,o, 20744
<br /> ��o Z
<br /> STANDARDS: MINIMUM COMPRESSIVE STRENGTH SHALL BE 1000 PSI ON THE GROSS SSONAL��
<br /> AREA AND 1900 PSI ON THE NET AREA. EA. EACH
<br /> REF, REFERENCE
<br /> DECK DESIGN AND CONSTRUCTION SHALL CONFORM TO THE STRUCT STEEL MATERIAL & IDENTIFICATION P ASTM A6 OR REINF, REINFORCE(D)/REINFORCING
<br /> FOLLOWING STEEL DECK INSTITUTE DOCUMENTS: MARKINGSE.B. EXPANSION BOLT REQ D. REQUIRED
<br /> MORTAR: ASTM A568. IBC REQ'
<br /> D,TO ASTM C270 TYPE S AND 2009 IBC, PROPORTIONS MAY 1708.4 EL. ELEVATION
<br /> a. "SDI SPECIFICATIONS AND COMMENTARY FOR COMPOSITE ELEV. ELEVATOR SECT, SECTION
<br /> BE BASED ON LABORATORY OR FIELD EXPERIENCE OR 2006 IBC. WELD FILLER MATERIAL IDENTIFICATION MARKINGS & P AISC, LFRD, ENGR. ENGINEER SHT, SHEET
<br /> STEEL FLOOR DECK 8, NON COMPOSITE ROOF DECK." MINIMUM COMPRESSIVE STRENGTH SHALL BE 1800 PSI AT 28 DAYS.
<br /> b. "SDI CODE OF RECOMMENDED STANDARD PRACTICE, MANUFACTURERS CERTIFICATION SECTION 43.5 AISC, E.S. EACH SIDE SHTG, SHEATHTING
<br /> GROUT; ASD, SEC A3.6 _ (E) EXISTING SIM, SIMILAR
<br /> COATING: CONFORM TO ASTM C476 AND THE 2009 IBC. PROPORTIONS MAY BE COMPLETE AND PARTIAL PEN. GROOVE WELDS STD, STANDARD
<br /> MULTI-PASS FILLET WELDS
<br /> COATING DECK SHALL BE GALVANIZED IN ACCORDANCE WITH ASTM BASED ON LABORATORY OR FIELD EXPERIENCE OR 2006 IBC. MINIMUM FFLOODATION
<br /> C AWS D1.1 IBC 1704.3.1 FLR. FLOOR SYM, SYMMETRICAL
<br /> AA525, COATING SHALL BE G60 LIGHT COMMERCIAL WITH NOT LESS COMPRESSIVE STRENGTH SHALL BE 2000 PSI AT 28 DAYS. USE FINE STS SETHAN 5/16LF TAPPING SCREW 0SINGLE-PASS FILLET WELDS GREATER
<br /> THAN 0.6002 PER SQ. FT. GROUT EXCEPT COARSE GROUT MAY BE USED IN SPACES 4" OR MORE F.O,M. FACE OF MASONRY
<br /> INSTALLATION: IN BOTH HORIZONTAL DIMENSIONS. FILL ALL CELLS WITH GROUT, SINGLE-PASS FILLET WELDS LESS THAN 5/16" P T,O.O. TOP OF BEAM
<br /> F.O,S. FACE OF STUD T.O.C, TOP OF CONCRETE co
<br /> INSTALL DECK IN ACCORDANCE WITH MANUFACTURER'S FLOOR AND DECK FASTENING p AWS D13 Q
<br /> REINFORCING: F.O,P. FACE OF POST T.O.F. TOP OF FOOTING
<br /> RECOMMENDATIONS AND SHOP DRAWINGS. WELDING SHALL CONFORM CONFORM TO NOTES FOR "REINFORCING BARS". LAP BARS AT SPLICES f*P I� F,S, FAR SIDE T.O,S, TOP OF SLAB Q
<br /> j
<br /> TO AWS 01.3 "STRUCTURAL WELDING CODE - SHEET STEEL", 40 DIA FOR #3,#4,#5 BARS, 50 DIA FOR LARGER BARS PROPORTIONS OF SITE PREPARED MORTAR AND FTG, FOOTING T.O.W. TOP OF WALL 1 .1
<br /> OPENINGS: GROUT. PLACEMENT OF MASONRY UNITS AND CONST, TS STRUCTURAL TUBE ..
<br /> BLOCK PATTERN: GA. GAGE
<br /> OPENINGS SHALL BE REINFORCED AS SHOWN ON THE DRAWINGS, OF MORTAR JOINTS, p AIC 530 GALV. GALVANIZED TYP. TYPICAL Z
<br /> USE RUNNING BOND @ ALL LOCATIONS U,N.0, WHERE STACK BOND IS GLB. GLUE LAMINATED BEAM
<br /> TOUCH-UP: SPECIFIED, UNITS SHALL BE OPEN ENDED, PLACEMENT OF REINFORCEMENT, CONNECTORS AND �`
<br /> EMBEDED ANCHORAGES, GWB GYPSUM WALL BOARD U.N.O, UNLESS NOTED OTHERWISE d 0 CC
<br /> IMMEDIATELY AFTER PLACING DECK, TOUCH-UP WELDS, BURNED AREA DESIGN STRENGTH: HDR. HEADER V VERIFY p LU
<br /> AND DAMAGED COATING AS OUTLINED IN THE SPECIFICATIONS. ASSUMED ULTIMATE COMPRESSIVE STRENGTH f'm OF THE CMU GROUT SPACING & PLACEMENT OF GROUT. C HGT, HEIGHT VERT VERTICAL Q �"�' '`j'
<br /> ASSEMBLY IS 1500 PSI @ 28 DAYS, FREQUENCY LEGEND HORZ. HORIZONTAL w/ WITH a W
<br /> C = CONTINUOUS P = PERIODIC W.W.F. WELDED WIRE FABRIC m ® ..
<br /> ISI Z 4
<br /> SEE REFERENCES AND STANDARDS LISTED WITHIN THE VERIFICATION & ;
<br /> EPDXY GROUTED ANCHOR INSPECTION SCHEDULE FOR MEANING OF PERIODIC AND CONTINUOUS INSPECTIONS, GENERAL CONSTRUCTION NOTES ac '4�
<br /> EPDXY GROUTED ANCHOR BOLTS SHALL BE ASTM A307 THREADED CODE: BUILDING DESIGN AND CONSTRUCTION SHALL CONFORM TO THE D W
<br /> CCILI
<br /> ROD, OR DEFORMED REINFORCING ROD (ASTM A615, GRADE 60) PER THE REINFORCING 13AR PROVISIONS OF THE 2009 IBC AS ADOPTED BY THE CITY OF EVERETT, 0
<br /> DRAWINGS. USE ANY OF THE FOLLOWING EPDXY GROUTS OR GENERAL DETAILS: TYPICAL OR GENERAL NOTES AND DETAILS ON THESE C„ 0
<br /> EQUIVALENT PRODUCTS WITH I.C,B4O. APPROVALS AND MEETING THE MATERIAL REQUIREMENT: SHEETS SHALL APPLY TO ALL CONSTRUCTION UNLESS SPECIFICALLY NOTED CC
<br /> REQUIREMENTS OF ASTM C881, OR SHOWN OTHERWISE. CONSTRUCTION DETAILS NOT FULLY SHOWN OR NOTED LU
<br /> REINFORCING BARS: SHALL BE SIMILAR TO DETAILS SHOWN FOR SIMILAR CONDITIONS. W
<br /> a. ,SIMPSON SET-XP USE DEFORMED BARS CONFORMING TO ASTM A615, GRADE 60, EXCEPT AS NOTED ON DISCREPANCIES: THE CONTRACTOR SHALL PROVIDE THE ENGINEER WITH A
<br /> INSTALLATION OF EPDXY GOUTED ANCHORS REQUIRES FULL-TIME THE DRAWINGS. WRITTEN REQUEST FOR CLARIFICATION UPON FINDING ANY DISCREPANCY OR to
<br /> CO
<br /> SPECIAL INSPECTION BY AN INDEPENDENT TESTING AGENCY. WELDED WIRE FABRIC: OMISSION IN THE DRAWINGS OR SPECIFICATIONS. CO
<br /> MANUFACTURER'SSMOOTH FABRIC SHALL CONFORM TO ASTM 4285,
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<br /> INSTALL ANCHOR BOLTS PER RECOMMENDATIONS, SHORING: IT SHALL BE THE CONTRACTOR'S SOLE RESPONSIBILITY TO DESIGN
<br /> FABRICATION AND PLACING REQUIREMENTS; AND PROVIDE ADEQUATE SHORING, RESHORING AND BRACING OF THE WORK
<br /> AS REQUIRED TO PROTECT LIFE AND PROPERTY DURING THE CONSTRUCTION
<br /> BENDING: OF THIS BUILDING, Cn
<br /> BARS SHALL BE BENT COLD. BARS PARTIALLY EMBEDDED IN CONCRETE SHALL NOT EXCAVATION: THE CONTRACTOR SHALL BE SOLEY RESPONSIBLE FOR ALL LU
<br /> BE FIELD BENT UNLESS NOTED OR SHOWN OTHERWISE OR AUTHORIZED BY THE 1.-
<br /> EXCAVATION PROCEDURES INCLUDING LAGGING SHORING AND PROTECTION OF
<br /> EXPANSION ANCHORS ENGINEER, ADJACENT PROPERTY, STRUCTURES, STREETS AND UTILITIES. o
<br /> PLACING:
<br /> z
<br /> MATERIALS;
<br /> REINFORCEMENT SHALL BE SUPPORTED AND TIED TO PREVENT DISPLACEMENT BY ..JCONSTRUCTION LOADS OR BY PLACING OF CONCRETE. MAXIMUM SPACING OF <
<br /> USE ANY OF THE FOLLOWING PRODUCTS: SUPPORTS SHALL BE 31-6", DESIGN CRITERIA CC
<br /> a
<br /> a. "HILTI" KWIK- BOLT TZ 1....
<br /> CONCRETECOVER: VERTICAL LOADS
<br /> b. RAWL CARBON STEEL HEX HEAD "POWERSTUD+ SDI' MINIMUM CONCRETE COVER FOR REINF. SHALL BE AS FOLLOWS, UNLESS NOTED
<br /> INSTALLATION: OTHERWISE: LOCATION: LOAD: CC
<br /> INSTALL ANCHORS IN ACCORDANCE WITH MANUFACTURER'S CONCRETE CAST AGAINST EARTH 3„ A. ROOF: SNOW LOAD 25 PSF
<br /> DIRECTIONS. MINIMUM INSTALLATION DEPTH AND TORQUE SHALL BE AS B. OFFICE: OCCUPANCY LIVE LOAD 50 PSF OS
<br /> FOLLOWS UNLESS GREATER VALUES ARE REQUIRED BY THE ANCHOR CONCRETE CAST AGAINST FORMS AND EXPOSED TO EARTH 2" C. OFFICE: PARTITION LOAD 20 PSF
<br /> MANUFACTURER: J
<br /> TIES IN COLUMNS AND BEAMS 1-1/2" WIND LOAD DESIGN: 'a
<br /> DIAMETER EMBEDMENT TORQUE BASIC WIND SPEED = 85 MPH- EXPOSURE "B" CC
<br /> W
<br /> 1/2" 2-1/2" 35 FT-LBS WELDING: W
<br /> 5/8" �� DO NOT WELD REINFORCING BARS, Iw= 1.0= IMPORTANCE FACTOR Z
<br /> 3 60 FT-LBS
<br /> Ili
<br /> 3/4" 3-1/2" 90 FT-LBS WET SETTINGS: FOUNDATION DESIGN:
<br /> REINFORCEMENT ANCHOR BOLTS OR ANY EMBEDDED ITEM WITHIN THE CONCRETE FOUNDATION DESIGN IS BASED ON THE FOLLOWING VALUES FROM THE
<br /> INSTCTION: MAY NOT BE SET INTO THE CONCRETE AFTER IT HAS BEEN POURED WITHIN THE ORIGINAL BUILDING CONSTRUCTION DOCUMENTS. SHEET:
<br /> INSTAALLATION OF EXPANSION ANCHORS REQUIRES SPECIAL INSPECTION
<br /> U.N,O, WITHIN THE DRAWINGS. FORMS, FOUNDATION TYPE, SHALLOW SPREAD FOOTINGS
<br /> LAP SPLICES:
<br /> ALLOWABLE BEARING PRESSURE 2,500 PSF
<br /> PROVIDE LAP LENGTHS AS SHOWN ON THESE DRAWINGS. SI
<br /> K-10-033
<br /> 6816 Evergreen Way B1106-019
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