|
1. THE STRUCTURAL PRODUCT SCHEDULE INDICATES BASIS-OF-DESIGN MANUFACTURERS AND PRODUCTS FOR USE
<br />ON THIS PROJECT. WHERE STRUCTURAL PRODUCTS ARE NOT EXPLICITLY NAMED IN THE CONSTRUCTION
<br />DOCUMENTS, PROVIDE A LISTED PRODUCT.
<br />2. PRODUCTS SHALL BE INSTALLED PER THE MANUFACTURER’S INSTALLATION INSTRUCTIONS AS AMENDED BY THE
<br />REFERENCED PRODUCT ACCEPTANCE REPORTS (ICC, IAPMO, ETC.) FOR THE INTENDED USE.
<br />3. AT CONTRACTOR’S OPTION, SUBSTITUTION REQUESTS MAY BE MADE FOR LIKE PRODUCTS WHICH DEMONSTRATE
<br />QUALITIES THAT EQUAL OR EXCEED THOSE OF SPECIFIED PRODUCTS.
<br />25675
<br />22668
<br />25469
<br />SHOTPIN
<br />25897
<br />25741
<br />25808
<br />SCREW ANCHOR
<br />TO CONCRETE
<br />25964
<br />26028
<br />-
<br />26035
<br />25960
<br />NA
<br />ADHESIVE
<br />ANCHOR TO
<br />CONCRETE
<br />NA
<br />25831
<br />25891
<br />STRUCTURAL PRODUCT SCHEDULE
<br />LARR
<br />EXPANSION
<br />ANCHOR TO
<br />CONCRETE
<br />ESR-2269
<br />ESR-1799
<br />ESR-2138
<br />ESR-3027
<br />ESR-2713
<br />ESR-2526
<br />ESR-3187
<br />ESR-3814
<br />ESR-4027
<br />ESR-3298
<br />ER-0263
<br />ESR-4057
<br />ESR-4266
<br />ESR-2502
<br />ESR-3037
<br />HILTI LOW-VELOCITY X-U
<br />ITW RAMSET POWER-DRIVEN
<br />SIMPSON POWDER-ACTUATED
<br />HILTI KWIK HUS-EZ, -EZ 1
<br />SIMPSON TITEN HD
<br />DEWALT/POWERS WEDGE-BOLT+
<br />HILTI HIT-HY 200
<br />HILTI HIT-RE 500-V3
<br />DEWALT/POWERS AC200+
<br />DEWALT/POWERS PURE110+
<br />SIMPSON AT-XP
<br />SIMPSON SET-3G
<br />HILTI KWIK BOLT TZ2
<br />DEWALT/POWERS-STUD+ SD2
<br />SIMPSON STRONG-BOLT 2
<br />ICC / IAPMOPRODUCTTYPE
<br />PRODUCT SPECIFICATION
<br />25620
<br />26050
<br />FIBER-REINFORCED
<br />POLYMER (FRP)
<br />SYSTEMS
<br />REINFORCEMENT
<br />BAR TERMINATOR
<br />25342
<br />25347
<br />24507
<br />REINFORCEMENT
<br />BAR COUPLER
<br />02725
<br />25860
<br />WELDED STUD
<br />25815
<br />25893
<br />ESR-2103
<br />ESR-2606
<br />ESR-2495
<br />ESR-2746
<br />ER-0129
<br />ESR-2856
<br />ESR-2907
<br />ESR-2746
<br />ER-0188
<br />FYFE TYFO FIBRWRAP
<br />STRUCTURAL TECH V-WRAP
<br />DAYTON BAR LOCK L-SERIES
<br />HRC 500/510 XTENDER
<br />LENTON
<br />NELSON SHEAR CONNECTOR STUDS
<br />NELSON D2L DEFORMED BAR ANCHOR
<br />HRC 555/670 HEADED REINF. BARS
<br />LENTON TERMINATOR
<br />1. REINFORCING GRADES FOR CONCRETE OR MASONRY (UNO):
<br />A. ALL BARS EXCEPT THOSE TO BE WELDED......................................................................................ASTM A615, GRADE 60
<br />B. TIES AND STIRRUPS ............................................................................................................................ASTM A615, GRADE 60
<br />C. WELDED WIRE FABRIC ..........................................................................................................................................ASTM A1064
<br />D. ALL BARS TO BE WELDED ..................................................................................................................ASTM A706, GRADE 60
<br />NOTE: ALL BARS SHALL BE DEFORMED.
<br />2. MAINTAIN SPECIFIED CONCRETE COVER FROM FACE OF CONCRETE TO EDGE OF ALL REINFORCEMENT AS
<br />FOLLOWS (UNO):
<br />3. REINFORCEMENT SHALL BE PLACED IN ACCORDANCE WITH THE LATEST EDITION OF CONCRETE REINFORCING
<br />STEEL INSTITUTE (CRSI) "MANUAL OF STANDARD PRACTICE". EACH REINFORCING BAR SHALL BE WIRED TO A
<br />CROSS BAR AT A MAXIMUM SPACING OF 24"OC. PROVIDE ALL ACCESSORIES NECESSARY TO SUPPORT
<br />REINFORCING IN POSITIONS SHOWN ON THE PLANS. DO NOT USE WOOD OR BRICK TO SUPPORT REINFORCING.
<br />4. SPLICES IN CONTINUOUS REINFORCEMENT AS USED IN WALLS, WALL FOOTINGS, ETC., SHALL HAVE A CLASS "B"
<br />LAP (1'-6" MIN) AND THE SPLICES IN ADJACENT BARS SHALL BE NOT LESS THAN 5'-0" APART. VERTICAL WALL BARS
<br />SHALL BE SPLICED AT OR NEAR FLOOR LINES. BARS MAY BE WIRED TOGETHER AT SPLICES OR LAPS EXCEPT FOR
<br />TOP REINFORCING OF BEAMS AND SLABS OR WHERE SPECIFICALLY DETAILED TO BE SEPARATED. WELDED WIRE
<br />FABRIC SHALL BE LAPPED 12" MINIMUM. ADJACENT WELDED WIRE FABRIC (WWF) SHEET SHALL BE LAPPED 12
<br />INCHES MINIMUM.
<br />5. PROVISION FOR LAP SPLICES OR DOWELS SHALL BE PROVIDED ACROSS ALL CONSTRUCTION JOINTS AND SHALL
<br />BE THE SAME GRADE, SIZE AND SPACING AS REINFORCING CONTINUING BEYOND UNLESS NOTED OTHERWISE. IN
<br />LIEU OF SPLICES OR DOWELS, THE CONTRACTOR MAY SUBMIT FOR SEOR APPROVAL THE LOCATION AND
<br />MANUFACTURER DATA OF FORMSAVERS OR COUPLERS PRIOR TO THEIR USE.
<br />6. ALL DOWELS, ANCHOR BOLTS AND OTHER HARDWARE TO BE SET IN CONCRETE SHALL BE TIED IN PLACE PRIOR
<br />TO PLACEMENT OF CONCRETE. NO WET SETTING, STABBING, RODDING OR OTHER MOVEMENT OF EMBEDDED
<br />ITEMS SHALL BE PERFORMED DURING PLACEMENT OF CONCRETE.
<br />7. BEND REINFORCING BARS COLD.
<br />8. REINFORCING BARS SHALL BE KEPT CLEAN AND FREE OF RUST.
<br />9. DOWELS BETWEEN FOOTING AND WALLS OR COLUMNS SHALL BE THE SAME GRADE, SIZE AND SPACING AS THE
<br />MAIN REINFORCING UNO.
<br />10. ALL BARS SHALL BE MARKED SO THEIR IDENTIFICATION CAN BE MADE WHEN THE FINAL IN PLACE INSPECTION IS
<br />MADE.
<br />11. CHAIRS OR SPACERS FOR REINFORCING SHALL BE PLASTIC WHEN RESTING ON EXPOSED SURFACES.
<br />12. WHERE LONGITUDINAL REINFORCING BARS ARE PLACED IN 2 OR MORE LAYERS, BARS IN THE UPPER LAYERS
<br />SHALL BE PLACED DIRECTLY ABOVE BARS IN THE BOTTOM LAYER.
<br />13. ALL BENDS WITHIN STIRRUPS, HOOPS, AND CROSS-TIES SHALL ENGAGE A LONGITUDINAL BAR. PROVIDE #4
<br />SPACER BAR WHERE A LONGITUDINAL BAR IS NOT SPECIFICALLY DETAILED.
<br />14. WELDING OF REINFORCING BARS SHALL BE ASTM A706 AND BE PERFORMED PER AMERICAN WELDING SOCIETY
<br />(AWS) D1.4 USING MATCHING FILLER MATERIALS PER AWS TABLE 7.1, MINIMUM E80XX ELECTRODES.
<br />15. THE FOLLOWING REINFORCEMENT SHALL COMPLY WITH ASTM A706:
<br />A. VERTICAL REINFORCEMENT AT INTERSECTIONS AND ENDS OF CONCRETE WALLS ENCLOSED IN TIES OR
<br />STIRRUPS (BOUNDARY ELEMENTS).
<br />B. LONGITUDINAL MOMENT FRAME BEAMS AND COLUMNS REINFORCING BARS.
<br />C. WELDED REINFORCING.
<br />SPECIFIED CONCRETE COVER FOR CAST-IN-PLACE
<br />NON-PRESTRESSED CONCRETE MEMBERS
<br />CONCRETE EXPOSURE MEMBER REINFORCEMENT
<br />CAST AGAINST AND PERMANENTLY
<br />IN CONTACT WITH GROUND ALL ALL
<br />SPECIFIED
<br />COVER (IN)
<br />3
<br />EXPOSED TO WEATHER OR
<br />IN CONTACT WITH GROUND ALL
<br />NO. 6 THROUGH NO. 18 BARS 2
<br />NO. 5 BAR, W31 OR D31 WIRE,
<br />AND SMALLER 1 1/2
<br />NOT EXPOSED TO WEATHER OR
<br />IN CONTACT WITH GROUND
<br />SLABS, JOISTS,
<br />AND WALLS
<br />NO. 14 AND NO.18 BARS
<br />NO. 11 BAR AND SMALLER
<br />1 1/2
<br />3/4
<br />BEAMS, COLUMNS,
<br />PEDESTALS,
<br />AND TENSION TIES
<br />PRIMARY REINFORCEMENT,
<br />STIRRUPS, TIES,
<br />SPIRALS, AND HOOPS
<br />1 1/2
<br />SPECIFIED CONCRETE COVER FOR CAST-IN-PLACE
<br />PRESTRESSED CONCRETE MEMBERS
<br />CONCRETE EXPOSURE MEMBER REINFORCEMENT
<br />CAST AGAINST AND PERMANENTLY
<br />IN CONTACT WITH GROUND ALL ALL
<br />SPECIFIED
<br />COVER (IN)
<br />3
<br />EXPOSED TO WEATHER OR
<br />IN CONTACT WITH GROUND
<br />ALL 1
<br />ALL 1 1/2
<br />NOT EXPOSED TO WEATHER OR
<br />IN CONTACT WITH GROUND
<br />SLABS, JOISTS,
<br />AND WALLS ALL
<br />PRIMARY REINFORCEMENT
<br />3/4
<br />1 1/2
<br />BEAMS, COLUMNS,
<br />PEDESTALS,
<br />AND TENSION TIES STIRRUPS, TIES,
<br />SPIRALS, AND HOOPS 1
<br />SLABS, JOISTS,
<br />AND WALLS
<br />ALL OTHER
<br />REINFORCING STEEL
<br />CONCRETE
<br />TYPE
<br />MAX
<br />AGGREGATE
<br />SIZE
<br />MIN COMPRESSIVE
<br />STRENGTH AT
<br />28 DAYS (f'c)
<br />LOCATION MAX W/CM
<br />RATIO
<br />SLAB-ON-GRADE 4,000 PSI 1"0.45
<br />CONCRETE CURB FOR
<br />ROOF TOP AHU 5,000 PSI 3/4"N/A
<br />ALL OTHER STRUCTURAL
<br />CONCRETE (UNO)3,000 PSI 1"0.50
<br />NORMAL-WEIGHT
<br />LIGHT-WEIGHT
<br />NORMAL-WEIGHT
<br />GRADE BEAM 5,000 PSI
<br />FOUNDATIONS (UNO)5,000 PSI NORMAL-WEIGHT 1 1/2"0.50
<br />3/4"0.50NORMAL-WEIGHT
<br />3. STRUCTURAL CONCRETE SHALL CONFORM TO PROJECT SPECIFICATIONS AND THE FOLLOWING REQUIREMENTS:
<br />A. MAXIMUM DRY UNIT WEIGHT OF LIGHT-WEIGHT CONCRETE SHALL NOT EXCEED 110 ± 3 PCF (PER ASTM C138).
<br />MAXIMUM DRY UNIT WEIGHT OF NORMAL-WEIGHT CONCRETE SHALL NOT EXCEED 150 ± 3 PCF.
<br />B. WHEN PLASTICIZER OR WATER REDUCER IS USED, MAXIMUM SLUMP SHALL BE 4" PRIOR TO ADMIXTURE AND 8"
<br />INCLUDING ADMIXTURE AT THE POINT OF DISCHARGE. IN THE ABSENCE OF PLASTICIZER AND WATER REDUCER,
<br />SLUMP AT THE POINT OF DISCHARGE SHALL NOT EXCEED 4" IN FLATWORK AND 5" ELSEWHERE.
<br />C. W/CM INDICATES WATER TO CEMENTITOUS MATERIALS RATIO BASED ON ALL CEMENTITIOUS AND
<br />SUPPLEMENTARY CEMENTITIOUS MATERIALS IN THE CONCRETE MIXTURE. THE MAXIMUM WATER-CEMENTITOUS
<br />MATERIAL RATIO (W/CM) FOR SLABS-ON-GRADE AND ALL OTHER SLABS RECEIVING ADHERED FLOORING
<br />FINISHES SENSITIVE TO MOISTURE SHALL NOT EXCEED 0.45, WATER-CEMENTITOUS MATERIAL RATIO (W/CM) FOR
<br />CONCRETE ON METAL DECK WITH WITH VENTED FLUTES MAY BE 0.50, UNO.
<br />D. SLABS ON GRADE, TOPPING SLABS, AND ELEVATED CONCRETE FLOORS (INCLUDING CONCRETE ON METAL
<br />DECK) SHALL HAVE A MAXIMUM SHRINKAGE RATE OF 0.045% AT 28 DAYS PER ASTM C 157. SUBMIT SHRINKAGE
<br />TEST RESULTS AS PART OF CONCRETE MIX DESIGN FOR REVIEW AND APPROVAL BY SEOR.
<br />E. MAXIMUM AGGREGATE SIZE SHALL BE AS NOTED IN TABLE ABOVE, BUT NOT LARGER THAN THE LEAST OF ONE-
<br />FIFTH THE NARROWEST DIMENSION BETWEEN SIDES OF FORMS, ONE-THIRD THE DEPTH OF SLAB, AND THREE-
<br />FOURTH THE MINIMUM SPECIFIED CLEAR SPACING BETWEEN INDIVIDUAL REINFORCING BARS OR TENDONS.
<br />F. AGGREGATE GRADATION OF 3/8" MAXIMUM (PEA GRAVEL) SHALL NOT BE USED WHERE FINISHED CONCRETE
<br />SURFACE IS EXPOSED TO VIEW.
<br />G. FOR CONCRETE EXPOSURE CATEGORIES AND CLASSES REFER TO TABLE 19.3.1.1 OF ACI 318. CONCRETE
<br />MIXTURES SHALL CONFORM TO THE MOST RESTRICTIVE REQUIREMENTS OF TABLE 19.3.2.1 OF ACI 318 BASE ON
<br />EXPOSURE CLASSES ASSIGNED.
<br />H. CURING COMPOUNDS USED ON CONCRETE THAT IS TO RECEIVE FINISHES SHALL BE COMPATIBLE WITH TILE AND
<br />ADHESIVES OR GROUTS IN ACCORDANCE WITH MANUFACTURER'S DATA.
<br />I. MAXIMUM W/CM LIMITS DO NOT APPLY TO LIGHTWEIGHT CONCRETE.
<br />J. AIR CONTENT OF CONCRETE MIXTURE SHALL COMPLY WITH R EQUIREMENTS OF SECTION 19.3.3 OF ACI 318.
<br />K. FOR EXPOSURE CLASS S1, S2 OR S3, MINERAL FILLERS DERIVED FROM CARBONATE AGGREGATE ARE
<br />PROHIBITED.
<br />4. CONCRETE MIX PROPORTIONING SHALL BE BASED ON FIELD DATA AND/OR LABORATORY TRIAL MIXES AS REQUIRED
<br />BY CBC, ACI 318, ACI 214R AND ACI 301. THE CONCRETE SHALL BE WORKABLE AND MEET DURABILITY AND
<br />STRENGTH REQUIREMENT OF THE CODE. SUBMIT CONCRETE MIX PROPORTIONING DATA INCLUDING HISTORICAL
<br />STRENGTH RECORDS AND/OR LABORATORY TRIAL MIXES FOR EACH TYPE AND COMPRESSIVE STRENGTH
<br />PREPARED, SIGNED AND SEALED BY A CALIFORNIA LICENSED CIVIL OR STRUCTURAL ENGINEER FOR REVIEW AND
<br />APPROVAL BY AOR/SEOR AND DSA'S LABORATORY ACCEPTANCE PROGRAM (LEA) PRIOR TO CONCRETE
<br />PLACEMENT.
<br />5. AGGREGATES IN NORMAL-WEIGHT CONCRETE SHALL BE HARD ROCK AND CONFORM TO ASTM C33. AGGREGATES IN
<br />LIGHT-WEIGHT CONCRETE SHALL BE EXPANDED SHALE AND CONFORM TO ASTM C330. FOR CONCRETE IDENTIFIED
<br />AS BEING EXPOSED TO WATER IN SERVICE, EVIDENCE SHALL BE SUBMITTED THAT AGGREGATES IN THE CONCRETE
<br />MIXTURE ARE NOT ALKALI-SILICA REACTIVE OR ALKALI-CARBONATE REACTIVE.
<br />6. CEMENTITIOUS MATERIALS USED IN CONCRETE MIXTURE SHALL COMPLY WITH TABLE 26.4.1.1.1(a) AND TABLE
<br />19.3.2.1 OF ACI 318. MILL TESTS WITH CERTIFICATES OF COMPLIANCE SHALL BE SUBMITTED. FLY ASH OR OTHER
<br />POZZOLANS CONFORMING TO ASTM C618 CLASS F MAY BE USED AS A PARTIAL SUBSTITUTION FOR PORTLAND
<br />CEMENT BY WEIGHT IF THE MIX DESIGN IS PROPORTIONED BY FIELD EXPERIENCE OR TRIAL MIXTURES. WHERE
<br />CONCRETE IS SUBJECT TO CYCLES OF FREEZING AND THAWING AND APPLICATION OF DEICING CHEMICALS,
<br />SUPPLEMENTARY CEMENTITIOUS MATERIALS SHALL NOT EXCEED THE MAXIMUM PERCENTAGES ALLOWED IN TABLE
<br />26.4.2.2(b) AND SECTION 26.4.2.2 OF ACI 318.
<br />7. READY-MIXED CONCRETE SHALL BE BATCHED, MIXED AND DELIVERE D IN CONFORMANCE WITH ASTM C94.
<br />8. ADMIXTURES SHALL CONFORM WITH THE FOLLOWING REQUIREMENTS: WATER REDUCER AND SETTING TIME
<br />MODIFICATION IN CONFORMANCE WITH ASTM C494 (TYPE F OR G) SUPERPLASTICIZER IN CONFORMANCE WITH ASTM
<br />C1017 (TYPE I OR II). AIR ENTRAINMENT IN CONFORMANCE WITH ASTM C260. INHIBITING CHLORIDE-INDUCED
<br />CORROSION IN CONFORMANCE WITH ASTM C1582.
<br />9. CONCRETE SHALL NOT BE DROPPED THROUGH REINFORCING STEEL OR CAUSE SEGREGATION OF AGGREGATES. IN
<br />SUCH CASES, HOPPERS AND VERTICAL CHUTES OR TRUNKS SHALL BE USED. CHUTES OR TRUNKS SHALL BE OF
<br />VARIABLE LENGTHS SO THAT FREE UNCONFINED FALL OF CONCRETE SHALL NOT EXCEED SIX FEET. A SUFFICIENT
<br />NUMBER OF CHUTES OR TRUNKS SHALL BE USED TO ENSURE THE CONCRETE IS KEPT LEVEL AT ALL TIMES.
<br />10. CONSTRUCTION JOINTS SHALL BE CLEANED AND ROUGHENED BY REMOVING THE ENTIRE SURFACE TO EXPOSE
<br />CLEAN AGGREGATE SOLIDLY EMBEDDED IN THE MORTAR MATRIX. SEE PLANS AND DETAILS FOR LOCATION AND
<br />TYPE OF CONSTRUCTION JOINT. LOCATIONS OF ADDITIONAL CONSTRUCTION JOINTS NOT SHOWN ON THESE PLANS
<br />SHALL BE SUBMITTED TO SEOR FOR APPROVAL PRIOR TO CONCRETE PLACEMENT.
<br />11. LEAN CONCRETE, WHERE SPECIFICALLY INDICATED, SHALL CONTAIN 2 SACKS OF CEMENT PER CUBIC YARD OF
<br />CONCRETE.
<br />12. DRYPACK OR NON-SHRINK GROUT SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 5000 PSI, AND
<br />CONSIST OF MASTERFLOW 713, EUCON NS GROUT, SIKA GROUT 212, OR APPROVED EQUAL. FOR THICK GROUT
<br />LAYERS FOLLOW MANUFACTURER'S GUIDELINES TO ATTAIN THE REQUIRED STRENGTH, WHICH MAY INCLUDE THE
<br />ADDITION OF PEA FINE AGGREGATES. FOR BASE PLATES LARGER THAN 6 SQUARE FEET, USE HI-FLOW GROUT OR
<br />MASTERFLOW 928.
<br />13. DO NOT USE ANY CONCRETE OR GROUT CONTAINING CHLORIDES. WATER USED IN MIX SHALL BE CLEAN AND
<br />POTABLE.
<br />14. PRIOR TO ERECTING ANY ELEMENTS THAT LOAD THE FOUNDATION, CONCRETE MUST REACH AN UNCONFINED
<br />COMPRESSION STRENGTH OF MINIMUM 75% f'c AS DETERMINED BY TESTING OR PREVIOUSLY DOCUMENTED DATA
<br />FOR THE MIX DESIGN USED UNDER SIMILAR CONDITIONS, AND MUST BE ALLOWED TO CURE FOR A MINIMUM OF 3
<br />DAYS.
<br />15. MAINTAIN CONCRETE ABOVE 50 DEGREES FAHRENHEIT AND IN A MOIST CONDITION FOR A MINIMUM OF 7 DAYS
<br />AFTER PLACEMENT UNLESS OTHERWISE ACCEPTED BY SEOR.
<br />16. SEE ARCHITECTURAL DRAWINGS FOR WALL OPENING SIZES AND LOCATIONS, WALL OFFSETS, CHAMFERS, KERFS,
<br />DRIPS AND FOR EXTENT OF DEPRESSIONS, RAMPS, ETC.
<br />17. PROVIDE SLEEVES FOR ALL PIPES THROUGH CONCRETE WALLS AND FOOTINGS WHERE SHOWN ON THESE
<br />DRAWINGS. CORING IS NOT PERMITTED WITHOUT PRIOR APPROVAL BY THE SEOR.
<br />18. EXPOSED CORNERS OF SLABS, BEAMS, WALLS, COLUMNS, ETC. SHALL BE FORMED WITH 3/4" CHAMFER OR 1/2"
<br />RADIUS TOOLED EDGE, UNO.
<br />19. SUBMIT SHOP DRAWINGS INDICATING LOCATIONS OF CONCRETE CONSTRUCTION JOINTS TO SEOR FOR REVIEW
<br />AND APPROVAL PRIOR TO CONCRETE PLACEMENT. LOCATE CONSTRUCTION JOINTS TO MINIMIZE EFFECTS OF
<br />SHRINKAGE AND AT POINTS OF LOW STRESS. HORIZONTAL CONSTRUCTION JOINTS ARE NOT PERMITTED IN BEAMS
<br />AND SLABS UNLESS SPECIFICALLY SHOWN ON THE DRAWINGS OR APPROVED BY SEOR PRIOR TO CONCRETE
<br />PLACEMENT.
<br />20. PRIOR TO PLACING CONCRETE, REINFORCING BARS (INCLUDING WELDED WIRE REINFORCEMENT), EMBEDDED
<br />PLATES, ANCHOR BOLTS, AND OTHER CONCRETE EMBEDMENTS SHALL BE WELL SECURED IN POSITION.
<br />21. CONCRETE PLACEMENT SHALL CONFORM TO ACI 304 AND CONTRACT DOCUMENTS. INTENTIONALLY ROUGHEN ALL
<br />PREVIOUSLY HARDENED CONCRETE SURFACES TO A FULL AMPLITUDE OF 1/4-INCH AGAINST WHICH FRESH
<br />CONCRETE IS PLACED.
<br />22. CURING COMPOUNDS, SEALERS, HARDENERS, ETC., USED ON CONCRETE THAT RECEIVES A FINISH SHALL BE
<br />APPROVED BY THE ARCHITECT BEFORE USE.
<br />1. CONCRETE SHALL BE MIXED, PLACED AND CURED IN ACCORDANCE WITH THE CURRENT CBC ADOPTED EDITION OF
<br />ACI 318, ACI 301, AND PROJECT SPECIFICATIONS.
<br />2. STRUCTURAL CONCRETE SHALL MEET THE FOLLOWING DESIGN CRITERIA UNLESS NOTED OTHERWISE:
<br />CAST-IN-PLACE CONCRETE
<br />CONCRETE OVER METAL
<br />DECK, CURBS & PADS 4,000 PSI 3/4"N/ALIGHT-WEIGHT
<br />CONCRETE WALLS/
<br />BASEMENT WALLS 4,000 PSI 3/4"0.50NORMAL-WEIGHT
<br />CONCRETE PEDESTALS 4,000 PSI 3/4"0.50NORMAL-WEIGHT
<br />EXPOSURE CATEGORIES
<br />AND CLASSES
<br />F0 S0 W2 C1
<br />F0 S0 W0 C0
<br />F0 S0 W1 C1
<br />F0 S0 W0 C0
<br />F0 S0 W1 C0
<br />F0 S0 W0 C0
<br />F0 S0 W0 C0
<br />F0 S0 W0 C0
<br />1. DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL SHALL CONFORM TO THE CURRENT CBC ADOPTED
<br />EDITION OF THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC) "SPECIFICATION FOR STRUCTURAL STEEL
<br />BUILDINGS" (ANSI/AISC 360) AND AISC "SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS" (ANSI/AISC 341).
<br />2. ALL WORK SHALL BE IN CONFORMANCE WITH ANY AND ALL TESTING, INSPECTION, QUALIFICATION, AND QUALITY
<br />ASSURANCE PROVISIONS AS REQUIRED BY THE CALIFORNIA BUILDING CODE AND ANY APPLICABLE STANDARDS
<br />(LATEST ADOPTED EDITION OF CURRENT CBC).
<br />• ANSI/AISC 360 "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS"
<br />• ANSI/AISC 341 "SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS"
<br />• AWS D1.1 "STRUCTURAL WELDING CODE -STEEL"
<br />• AWS D1.8 "STRUCTURAL WELDING CODE -SEISMIC SUPPLEMENT"
<br />• RCSC "SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS"
<br />• ANSI/AISC 303 " CODE OF STANDARD PRACTICE FOR STEEL BUILDING AND BRIDGES"
<br />• ANSI/AISC 358 " PREQUALIFIED CONNECTIONS FOR SPECIAL AND INTERMEDIATE STEEL MOMENT FRAMES FOR
<br />SEISMIC APPLICATIONS"
<br />CONFORMANCE TO SUPPLEMENTS TO THESE STANDARDS, IF PUBLISHED ON OR BEFORE THE DATE OF PERMIT
<br />ISSUANCE, IS ALSO REQUIRED. ALTHOUGH THESE CONTRACT DOCUMENTS INCLUDE GENERAL REFERENCES TO
<br />CODES AND STANDARDS, AND REFERENCES TO OR INCLUSIONS OF SPECIFIED PROVISIONS, OMISSIONS OF ANY
<br />APPLICABLE CODE, STANDARD, OR PROVISION DOES NOT RELIEVE THE GENERAL CONTRACTOR FROM
<br />COMPLIANCE TO THE APPLICABLE REQUIREMENTS. COORDINATION OF QUALITY CONTROL AND QUALITY
<br />ASSURANCE IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR.
<br />3. STRUCTURAL STEEL MATERIAL SHALL CONFORM TO THE FOLLOWING ASTM STANDARDS, UNO:
<br />WIDE FLANGE SECTIONS....................................................................................................................................................ASTM A992
<br />PLATE, ANGLE, CHANNEL & TEES............................................................................................................................ASTM A36 (UNO)
<br />PLATES USED IN SFRS..........................................................................................................................................ASTM A572 (50 KSI)
<br />SQUARE OR RECTANGULAR HSS....................................................................................................ASTM A500, GRADE C (50 KSI)
<br />ROUND HSS..........................................................................................................................................ASTM A500, GRADE C (46 KSI)
<br />PIPES........................................................................................................................................................ASTM A53, GRADE B (35 KSI)
<br />4. HEADED STUD ANCHORS (SHEAR CONNECTOR STUDS ) IN CONCRETE SHALL BE NELSON TYPE S3L (ICC ESR-2856)
<br />OR AN APPROVED EQUAL, AND SHALL CONFORM TO ASTM A29-12, GRADES 1010 THROUGH 1020, COLD-DRAWN
<br />STEEL, WITH A MINIMUM ULTIMATE TENSILE STRENGTH OF 65 KSI. HEADED STUDS WELDING TEST AND INSPECTION
<br />SHALL CONFORM TO AWS D1.1, CHAPTER 7.
<br />5. FABRICATOR SHALL BE LICENSED IN CONFORMANCE WITH THE BUILDIND CODE AND IN ACCORDANCE WITH THE
<br />AUTHORITY HAVING JURISDICTION.
<br />6. ALL STEEL NOT ENCASED IN CONCRETE, MASONRY, OR FIREPROOFING SHALL BE SHOP PRIMED AND PAINTED PER
<br />SPECIFICATIONS, EXCEPT FOR TOP FLANGE OF BEAMS SUPPORTING METAL DECK. ANY ABRASIONS OR UNPAINTED
<br />AREAS SHALL BE REPAIRED AFTER ERECTION.
<br />7. ALL STRUCTURAL STEEL AND MISCELLANEOUS STEEL PERMANENTLY EXPOSED TO WEATHER OR GROUND SHALL
<br />BE HOT-DIP GALVANIZED AFTER FABRICATION IN ACCORDANCE WITH ASTM A385 UNLESS A WEATHER PROOF
<br />COATING IS SPECIFIED BY THE ARCHITECT, UNO. STAINLESS AND WEATHERING STEELS, WHERE SPECIFIED, ARE
<br />EXEMPT FROM THIS REQUIREMENT. GALVANIZED SURFACES SHALL BE PROTECTED DURING CONSTRUCTION AND
<br />SHALL BE REPAIRED AS NECESSARY. BOLTED CONNECTIONS PERMANENTLY EXPOSED TO WEATHER SHALL USE
<br />GALVANIZED HIGH-STRENGTH BOLTS ASTM F3125 GRADE A325 TYPE 1 OR GALVANIZED ASTM F3125 GRADE F1852
<br />TYPE 1. WELDED CONNECTIONS PERMANENTLY EXPOSED TO WEATHER SHALL RECEIVE ZINC RICH TOUCH UP PAINT
<br />(COORDINATE WITH AOR). STEEL IN CONTACT WITH TREADED WOOD SHALL BE HOT DIP GALVANIZED, UNO.
<br />8. PROVIDE UPWARD CAMBER FOR ALL BEAMS SPECIFIED TO HAVE CAMBER. AMOUNT MEASURES IN THE FIELD PRIOR
<br />TO ERECTION SHALL NOT DEVIATE MORE THAN ALLOWED BY AISC SPECIFICATIONS. BEAMS WITHOUT SPECIFIED
<br />CAMBER SHALL BE FABRICATED SO THAT ANY MINOR CAMBER DUE TO ROLLING SHALL BE UPWARD AFTER
<br />ERECTION.
<br />9. COMPOSITE STRUCTURAL BEAMS AND GIRDERS ARE DESIGNED FOR UNSHORED CONSTRUCTION UNLESS NOTED
<br />OTHERWISE.
<br />10. ALL ARCHITECTURALLY EXPOSED STRUCTURAL STEEL (AESS) SHALL COMPLY WITH AISC "CODE OF STANDARD
<br />PRACTICE FOR STEEL BUILDINGS AND BRIDGES" (ANSI/AISC 303), SECTION 10.
<br />11. SEE ARCHITECTURAL DRAWINGS FOR NAILER HOLES, WELDED STUDS OR OTHER ITEMS NOT SHOWN IN
<br />STRUCTURAL DRAWINGS.
<br />12. FOR STEEL EMBEDDED IN CONCRETE OR MASONRY WHICH WILL INTERFERE WITH CONTINUOUS REINFORCING
<br />BARS, REQUEST CLARIFICATION FROM THE SEOR WHETHER TO PROVIDE HOLES FOR PASSAGE. DO NOT CUT HOLES
<br />IN STRUCTURAL STEEL WITHOUT PRIOR APPROVAL OF SEOR.
<br />13. DO NOT CUT HOLES IN STRUCTURAL STEEL WITHOUT WRITTEN APPROVAL OF THE SEOR.
<br />14. PLACE NON-SHRINK OR DRYPACK GROUT UNDER ALL BASE PLATES AND ALLOW TO CURE BEFORE APPLYING ANY
<br />LOAD.
<br />15. ALL STRUCTURAL STEEL SHALL BE ERECTED PLUMB AND TRUE TO LINE. TEMPORARY BRACING SHALL BE INSTALLED
<br />AND SHALL BE LEFT IN PLACE UNTIL OTHER MEANS IS PROVIDED TO ADEQUATELY BRACE THE STRUCTURE.
<br />16. SUBMIT SHOP DRAWINGS TO AOR AND SEOR FOR REVIEW AND, UPON REQUEST, TO GOVERNING CODE AUTHORITY.
<br />INDICATE AN ERECTION SEQUENCE OF WELDING TO MINIMIZE LOCKED-UP STRESSES OR DISTORTION FOR MOMENT-
<br />RESISTING STEEL FRAMES.
<br />17. HOURLY FIRE RESISTIVE REQUIREMENTS FOR STRUCTURAL STEEL MEMBERS SHALL BE DETERMINED PER CBC
<br />TABLE 601. REFER TO ARCHITECTURAL DRAWINGS FOR BUILDING TYPES OF CONSTRUCTION AND FIREPROOFING
<br />MATERIALS.
<br />18. MECHANICAL CONTRACTOR TO VERIFY ALL MECHANICAL UNIT LOCATIONS, SIZES AND OPENINGS.
<br />NOTIFY SEOR OF ANY DISCREPANCY PRIOR TO START OF WORK.
<br />19. STEEL FABRICATOR TO LOCATE ALL BEAMS BASED ON INFORMATION FROM MECHANICAL CONTRACTOR AND
<br />SUBMIT STEEL BEAM LOCATION TO THE AOR AND SEOR FOR REVIEW AND APPROVAL.
<br />20. REFER TO "HIGH-STRENGTH BOLT" , "WELDING" AND "STEEL IN SEISMIC FORCE RESISTING SYSTEM (SFRS)" FOR
<br />RELATED SPECIFIC REQUIREMENTS AND NOTES FOR ADDITIONAL INFORMATION.
<br />21. THE USE OF ROLLED STEEL SECTIONS AND/OR BOLTS MANUFACTURED OUTSIDE OF THE UNITED STATES WILL
<br />REQUIRE VERIFICATION THAT THE PRODUCTS COMPLY WITH APPLICABLE ASTM STANDARDS. MILL CERTIFICATES
<br />WILL BE REQUIRED FOR ALL STEEL. STEEL GRADES OTHER THAN ASTM A36 WILL REQUIRE TESTING BY AN
<br />APPROVED LABORATORY. ALL FOREIGN BOLTS MUST BE APPROVED BY COUNTY OF LOS ANGELES BUILDING AND
<br />SAFETY PRIOR TO THEIR USE.
<br />STRUCTURAL STEEL
<br />1. SEE "STRUCTURAL STEEL" NOTES FOR ADDITIONAL INFORMATION.
<br />2. JOINT ASSEMBLIES USING HIGH-STRENGTH BOLTS SHALL BE IN ACCORDANCE WITH THE CURRENT CBC
<br />ADOPTED EDITION OF THE "AISC (RCSC) SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH
<br />BOLTS".
<br />3. HIGH-STRENGTH BOLTS, NUTS AND WASHERS SHALL CONFORM TO THE "SPECIFICATION FOR STRUCTURAL
<br />JOINTS USING HIGH-STRENGTH BOLTS" PREPARED BY RCSC AND AS AMENDED BY CBC SECTION 2204.
<br />PROVIDE STANDARD-SIZE HOLES UNLESS NOTED OTHERWISE.
<br />4. ALL BOLTS SHALL BE HIGH-STRENGTH BOLTS, UNLESS NOTED OTHERWISE.
<br />5. BOLTS WITH UPSET THREADS ARE NOT ALLOWED UNLESS NOTED OTHERWISE.
<br />6. BOLTED CONNECTIONS SHALL CONFORM TO THE FOLLOWING ASTM STANDARDS UNO:
<br />MACHINE BOLTS (MB)..............................................................................................................................................ASTM A307
<br />HIGH-STRENGTH BOLTS (TYP UNO ON DRAWINGS)......................................ASTM F3125 GRADE A325 (TYPE 1) UNO
<br />HIGH-STRENGTH BOLTS (TWIST-OFF-TYPE TENSION-CONTROLLED)................ASTM F3125 GRADE F1852 (TYPE 1)
<br />UNO THREADED RODS USED AS ANCHOR BOLTS...........................................................ASTM F1554, GRADE 36 (UNO)
<br />THREADED RODS USED IN SFRS...................................ASTM F1554, GRADE 55 (WELDABLE WITH SUPPLEMENT S1)
<br />7. PAINT SHALL NOT BE PERMITTED ON CONTACT SURFACES UNLESS NOTED OTHERWISE. CONTACT SURFACES
<br />OF BOLTED PARTS SHALL BE DESCALED AND FREE OF DIRT, OIL, BURRS, PITS, AND OTHER DEFECTS WHICH
<br />PREVENT SOLID SEATING OF PARTS.
<br />8. ALL HIGH-STRENGTH BOLTS SHALL BE TIGHTENED TO SNUG-TIGHT CONDITION USING ASTM F3125 GRADE
<br />A325 BEARING TYPE BOLTS WITH THREADS INCLUDED IN SHEAR PLANE UNLESS NOTED OTHERWISE.
<br />9. PROVIDE SLIP-CRITICAL CONNECTIONS IN SEISMIC FORCE RESISTANCE SYSTEM (SFRS). SLIP-CRITICAL
<br />BOLTS SHALL HAVE CLASS "A" FAYING SURFACES. SLIP-CRITICAL JOINT ASSEMBLIES SHALL BE FULLY PRE-
<br />TENSIONED BY TURN-OF-NUT TIGHTENING, TENSION CONTROL CALIBRATED WRENCH TIGHTENING, TWIST-
<br />OFF BOLTS CONFORMING TO ASTM F3125 GRADE F1852, OR BY DIRECT TENSION INDICATOR TIGHTENING
<br />CONFORMING TO ASTM F959.
<br />(a) HIGH-STRENGTH BOLTS:
<br />STRUCTURAL+CIVIL ENGINEERS (B&J HBK, INC.)
<br />3300 IRVINE AVE. SUITE 245
<br />NEWPORT BEACH, CALIFORNIA 92660
<br />T:(949)862-8500 WWW.BJSCE.COM
<br />JOB#:
<br />No. 6250
<br />FFOHSIB
<br />RYANW.
<br />REGISTEREDPROFESSIONALENGINEER
<br />STRUCTURALSTATEOFCALIFORNIA
<br />DATE:
<br />FOR BRANDOW & JOHNSTON
<br />ISSUES AND REVISIONS
<br />JOB NUMBER
<br />SCALE
<br />PROJECT
<br />TEAM
<br />All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
<br />unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
<br />consent of H. Hendy Associates.
<br /> 2023 H.HendyAssociatesc
<br />DATE
<br />240254
<br />12" = 1'-0"
<br />04463.0000.24
<br />3080 S HARBOR BLVD
<br />SANTA ANA, CA 92704
<br />GENERAL NOTES
<br />S1.0.2
<br />MCGUFF
<br />03/11/25
<br />NO. DESCRIPTION DATE
<br />PLAN CHECK SUBMITTAL 3/17/25
<br />3/17/2025
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