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PRODUCT SPECIFICATION
<br />1. THE STRUCTURAL PRODUCT SCHEDULE INDICATES BASIS-OF-DESIGN MANUFACTURERS AND PRODUCTS FOR USE ON
<br />THIS PROJECT. WHERE STRUCTURAL PRODUCTS ARE NOT EXPLICITLY NAMED IN THE CONSTRUCTION DOCUMENTS,
<br />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 />EXISTING CONDITIONS
<br />1. SEE ORIGINAL DRAWINGS FOR EXISTING BUILDING INFORMATION NOT SHOWN OR NOTED.
<br />2. SEE PROJECT REPORTS AND ARCHITECTURAL DRAWINGS FOR HAZARDOUS MATERIALS (LEAD, ASBESTOS, ETC.)
<br />ABATEMENT REQUIREMENTS.
<br />3. WHERE EXISTING CONDITIONS VARY SIGNIFICANTLY FROM THOSE SHOWN ON THESE DRAWINGS, THE SEOR SHALL BE
<br />NOTIFIED PRIOR TO CONTINUED CONSTRUCTION RELATED TO SUBJECT CONDITIONS.
<br />4. EXISTING CONCRETE SURFACES TO BE IN CONTACT WITH NEW CONCRETE SHALL BE ROUGHENED AS FOR TYPICAL
<br />CONSTRUCTION JOINTS, AND AN ASTM C1059 COMPLIANT BONDING AGENT SHALL BE APPLIED PRIOR TO PLACING NEW
<br />CONCRETE.
<br />5. DO NOT CUT OR DAMAGE EXISTING CONCRETE OR MASONRY REINFORCEMENT EXCEPT AS CLEARLY INDICATED.
<br />MAINTAIN AT LEAST 2 INCHES CLEAR TO EXISTING REINFORCEMENT, CONDUIT AND OTHER EMBEDDED ITEMS FROM
<br />CUTS, CORES, DRILL HOLES, SHOTPINS, ETC. IN AREAS OF WORK, MARK LOCATIONS OF SUCH ITEMS USING
<br />NONDESTRUCTIVE METHODS SUCH AS GROUND PENETRATING RADAR OR X-RAY.
<br />6. THE GENERAL CONTRACTOR SHALL COORDINATE THE SPECIFIC LOCATION OF REPLACEMENT MECHANICAL EQUIPMENT
<br />WITH THE STRUCTURAL FRAMING. IF NEW EQUIPMENT DEVIATES IN WEIGHT, SIZE OR LOCATION FROM EXISTING
<br />EQUIPMENT BEING REPLACED, SEOR APPROVAL MUST BE OBTAINED PRIOR TO INSTALLATION OF THE UNITS.
<br />7. EXISTING STRUCTURAL MEMBERS SUPPORTING NEW EQUIPMENT SHALL BE INSPECTED FOR DAMAGE AND
<br />DETERIORATION PRIOR TO INSTALLATION OF THE UNITS. NOTIFY THE SEOR OF SUCH CONDITIONS AND DO NOT INSTALL
<br />UNITS UNTIL THE CONDITIONS ARE ADDRESSED.
<br />8. DURING THE COURSE OF WORK, NOTIFY THE SEOR OF EXISTING STRUCTURAL DETERIORATION, APPARENT DISTRESS,
<br />WATER INTRUSION, OR COMPROMISED MEMBERS THAT ARE DISCOVERED.
<br />9. REPAIR FIREPROOFING, WATERPROOFING AND FINISHES AS REQUIRED WHERE DISTURBED BY STRUCTURAL WORK.
<br />SEE ARCHITECTURAL DRAWINGS AND SPECIFICATIONS.
<br />10. EXISTING WOOD MEMBER SIZES MAY BE FULL-SIZE OR NONSTANDARD RELATIVE TO CURRENT PRACTICE. PROVIDE
<br />FULL-SIZE CURED, OR CUT NEW STRUCTURAL WOOD TO MATCH WHERE INDICATED. DO NOT FUR OUT TO MAKE UP
<br />GAPS BETWEEN NEW STRUCTURAL MEMBERS OR SHEATHING UNLESS SPECIFICALLY DETAILED OR NOTED.
<br />2”
<br />1 1/2"
<br />3"
<br />2”
<br />1 1/2"
<br />MINIMUM CONCRETE COVER OF REINFORCEMENT SCHEDULE
<br />CONDITION
<br />INTERIOR RAISED SLABS AND INTERIOR WALL FACES
<br />INTERIOR COLUMNS AND BEAMS
<br />OTHER INTERIOR CONCRETE, #11 BARS AND SMALLER
<br />FORMED AND EXPOSED TO SOIL OR WEATHER,
<br />#6 BARS AND LARGER:
<br /> #5 BARS AND SMALLER:
<br />CAST AGAINST AND PERMANENTLY EXPOSED TO SOIL
<br />STRUCTURAL SLAB-ON-GRADE,
<br />FROM BOTTOM OF SLAB:
<br /> FROM TOP OF SLAB:
<br />SEE ESR
<br />26049
<br />25966
<br />ADHEVISE
<br />ANCHOR TO
<br />GROUTED CMU
<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 />25979
<br />25560
<br />SCREW ANCHOR TO
<br />GROUTED CMU
<br />(≥ 1/4” DIAM)
<br />25577M
<br />25864
<br />25831
<br />25936
<br />EXPANSION
<br />ANCHOR TO
<br />GROUTED CMU
<br />25675
<br />22668
<br />25469
<br />SHOTPIN
<br />25975
<br />SCREW ANCHOR
<br />TO CONCRETE
<br />(≤ 3/16” DIAM)
<br />25897
<br />25741
<br />25808
<br />SCREW ANCHOR
<br />TO CONCRETE
<br />(≥ 1/4” DIAM)
<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 />25815
<br />25893
<br />REINFORCING STEEL
<br />1. PLACING TOLERANCES AND BAR SUPPORTS SHALL CONFORM TO THE “MANUAL OF STANDARD PRACTICE” FOR
<br />REINFORCED CONCRETE CONSTRUCTION, BY CONCRETE REINFORCING STEEL INSTITUTE (CRSI).
<br />2. ALL REINFORCING BAR (REBAR) STEEL SHALL BE DEFORMED ROUND BARS CONFORMING TO ASTM A615 OR ASTM A706,
<br />GRADE 60.
<br />3. WELDED WIRE FABRIC (WWF) SHALL CONFORM TO ASTM A1064. ADJACENT WWF SHEETS SHALL BE LAPPED 12 INCHES
<br />MINIMUM.
<br />4. PROVIDE ALL ACCESSORIES NECESSARY TO SUPPORT REINFORCING IN POSITIONS INDICATED. CHAIRS OR BOLSTERS
<br />WHICH BEAR AGAINST FORMS FOR EXPOSED SURFACES SHALL BE GREY COLORED PLASTIC COATED STEEL OR
<br />STAINLESS STEEL.
<br />5. REINFORCING BARS SHALL BE KEPT CLEAN AND FREE OF OIL, GREASE AND LOOSE RUST OR MILL SCALE.
<br />6. BEND REINFORCING BARS COLD. BARS PARTIALLY EMBEDDED IN CONCRETE SHALL NOT BE FIELD BENT.
<br />7. ALL REINFORCING SHALL BE CONTINUOUS UNLESS NOTED OTHERWISE, WITH CONTACT LAP SPLICES PER THE TYPICAL
<br />DETAILS OR AS SHOWN.
<br />8. PROVISION FOR LAP SPLICES OR DOWELS SHALL BE PROVIDED ACROSS ALL CONSTRUCTION JOINTS AND SHALL BE THE
<br />SAME GRADE, SIZE AND SPACING AS REINFORCING CONTINUING BEYOND UNLESS NOTED OTHERWISE. IN LIEU OF
<br />SPLICES OR DOWELS, THE CONTRACTOR MAY SUBMIT FOR SEOR APPROVAL THE LOCATION AND MANUFACTURER DATA
<br />OF FORMSAVERS OR COUPLERS PRIOR TO THEIR USE.
<br />9. ALL BENDS WITHIN HOOKS, STIRRUPS, HOOPS AND CROSS-TIES SHALL ENGAGE A LONGITUDINAL BAR, PROVIDE A #5
<br />CONTINUOUS BAR WHERE ONE IS NOT SPECIFICALLY DETAILED.
<br />10. CLEARANCE BETWEEN PARALLEL BARS, OR BARS AND CONSTRUCTION JOINTS SHALL BE NOT LESS THAN THE SMALLER
<br />OF 1 INCH, 1 BAR DIAMETER, OR THE MAXIMUM AGGREGATE SIZE. UNLESS NOTED OTHERWISE, BARS IN PARALLEL
<br />LAYERS SHALL BE PLACED IN ALIGNMENT WITH ONE ANOTHER.
<br />11. MAINTAIN A MINIMUM COVER FROM FACE OF CONCRETE TO EDGE OF REINFORCEMENT PER THE MINIMUM CONCRETE
<br />COVER OF REINFORCEMENT SCHEDULE OR AS DETAILED. PROVIDE THE LARGEST COVER REQUIRED FOR ALL
<br />APPLICABLE CONDITIONS AND BAR SIZES. WHERE #3 STIRRUPS OR TIES ARE USED, ENSURE THAT THE COVER FOR
<br />LONGITUDINAL BARS IS ADEQUATE.
<br />12. THE FOLLOWING REINFORCEMENT SHALL CONFORM TO ASTM A706:
<br />a. REINFORCEMENT TO BE WELDED.
<br />b. LONGITUDINAL COLUMN AND BEAM REINFORCEMENT IN DESIGNATED MOMENT FRAMES.
<br />c. VERTICAL REINFORCEMENT AT INTERSECTIONS AND ENDS OF DESIGNATED
<br />CONCRETE SHEAR WALLS ENCLOSED IN TIES.
<br />3/4" CLRCLEARANCE FROM METAL DECK
<br />ESR-4143
<br />ESR-3200
<br />ER-0281
<br />ESR-2103
<br />ESR-2606
<br />ESR-2495
<br />ESR-2746
<br />ER-0129
<br />ESR-2856
<br />ESR-2907
<br />ESR-3056
<br />ESR-1056
<br />ESR-0677
<br />ESR-2818
<br />ESR-2502
<br />ER-0240
<br />ESR-2269
<br />ESR-1799
<br />ESR-2138
<br />ESR-2202
<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 />ESR-2746
<br />ER-0188
<br />HILTI HIT-HY 270
<br />DEWALT/POWERS AC100+ GOLD
<br />SIMPSON AT-XP
<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 />HILTI KWIK HUS-EZ
<br />SIMPSON TITEN HD
<br />HILTI KWIK BOLT 1
<br />DEWALT/POWERS STUD+ SD1
<br />DEWALT/POWERS STUD+ SD4, SD6
<br />SIMPSON STRONG-BOLT 2
<br />HILTI LOW-VELOCITY X-U
<br />ITW RAMSET POWER-DRIVEN
<br />SIMPSON POWDER-ACTUATED
<br />ITW RED HEAD TAPCON
<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 />HRC 555/670 HEADED REINF. BARS
<br />LENTON TERMINATOR
<br />ICC / IAPMOPRODUCTTYPE
<br />MIN.COVER
<br />1”
<br />1 1/2"
<br />3/4"
<br />STRUCTURAL CONCRETE
<br />1. CONCRETE SHALL BE MIXED, PLACED AND CURED IN ACCORDANCE WITH ACI 318 AND ACI 301 LATEST EDITION AND THE
<br />CONSTRUCTION DOCUMENTS.
<br />
<br />2. CONCRETE MIXING OPERATIONS SHALL CONFORM TO ASTM C94. QUANTITIES OF MATERIALS SHALL BE CERTIFIED BY A
<br />LICENSED WEIGHT-MASTER.
<br />3. RETAIN AN APPROVED TESTING LABORATORY, ACCEPTABLE TO THE OWNER, TO PREPARE CONCRETE MIX DESIGNS
<br />ACCORDING TO GOVERNING CODE AND THE CONSTRUCTION DOCUMENTS. ALL CONCRETE MIXES SHALL BE STAMPED
<br />AND SEALED BY A LICENSED CALIFORNIA CIVIL ENGINEER AND SUBMITTED TO THE SEOR FOR REVIEW PRIOR TO
<br />CONCRETE PLACEMENT. NEW MIX DESIGNS ARE REQUIRED WHEN THERE IS A CHANGE IN MATERIALS BEING USED. MIX
<br />DESIGNS SHALL CLEARLY STATE THE INTENDED LOCATION FOR USE.
<br />4. CONCRETE SHALL ATTAIN A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS AS INDICATED ON THE CONCRETE
<br />SCHEDULE. ALL CONCRETE TEST REPORTS SHALL BE SUBMITTED TO THE SEOR WITHIN 7 DAYS AFTER TESTING.
<br />5. AGGREGATE SHALL BE HARDROCK FOR NORMAL WEIGHT CONCRETE (NWC) CONFORMING TO ASTM C33. THE UNIT
<br />WEIGHT OF NWC SHALL HAVE AN AIR-DRY EQUILIBRIUM DENSITY OF 145 ± 5 PCF. THE UNIT WEIGHT OF NWC SHALL BE
<br />CONFIRMED BY THE MIX DESIGN AND DOES NOT REQUIRE TESTING UNO.
<br />6. AGGREGATE FOR SAND LIGHT WEIGHT CONCRETE (LWC) SHALL CONFORM TO ASTM C330. UNIT WEIGHT OF LWC SHALL
<br />NOT EXCEED 115 PCF MEASURED AIR-DRY EQUILIBRIUM DENSITY PER ASTM C567, OR 110 PCF MEASURED OVEN-DRY.
<br />THE UNIT WEIGHT OF LWC SHALL BE LAB TESTED FOR EACH MIX DESIGN AND AGGREGATE SOURCE.
<br />7. COARSE AGGREGATE WITH A MAXIMUM SIZE OF 1/2 INCH OR LESS SHALL BE CRUSHED STONE.
<br />8. PORTLAND CEMENT TYPE SHALL BE AS SPECIFIED IN THE CONCRETE SCHEDULE AND CONFORM TO ASTM C150, LOW
<br />ALKALI.
<br />9. FLY ASH OR OTHER POZZOLANS CONFORMING TO ASTM C618 CLASS F MAY BE USED AS A PARTIAL SUBSTITUTION FOR
<br />PORTLAND CEMENT UP TO A MAXIMUM OF 25% TOTAL CEMENTITIOUS MATERIAL BY WEIGHT WHEN THE MIX DESIGN IS
<br />PROPORTIONED BY FIELD EXPERIENCE OR TRIAL MIXTURES.
<br />10. WATER USED IN MIX SHALL BE POTABLE OR NONPOTABLE RECLAIMED/RECYCLED, CONFORMING TO ASTM C1602. PRIOR
<br />TO MIXING, FREE MOISTURE CONTENT OF AGGREGATES SHALL BE MEASURED, RECORDED, AND MIX WATER QUANTITY
<br />ADJUSTED ACCORDINGLY. MIX WATER AND FREE MOISTURE ON AGGREGATES SHALL NOT CONTAIN CHLORIDES OR ANY
<br />OTHER DELETERIOUS OR ODOROUS COMPOUNDS.
<br />11. ADMIXTURES, WHERE USED FOR WATER REDUCTION AND SETTING TIME MODIFICATION SHALL CONFORM TO ASTM C494,
<br />SUPERPLASTICIZER SHALL CONFORM TO ASTM C1017.
<br />12. SHRINKAGE REDUCING ADMIXTURES SHALL CONFORM TO ASTM C494, AND WHERE USED SHALL BE GRACO ECLIPSE,
<br />EUCLID EUCON SRA, SIKA CONTROL, OR APPROVED EQUAL. SPECIFIED MAXIMUM SHRINKAGE RATES SHALL BE LAB
<br />TESTED PER ASTM C157 FOR EACH MIX DESIGN AND AGGREGATE SOURCE.
<br />13. WHERE SPECIFIED, AIR CONTENT SHALL BE SAMPLED AT THE POINT OF DISCHARGE AND FIELD TESTED PER ASTM C231,
<br />PRESSURE METHOD.
<br />14. UNLESS OTHERWISE SPECIFIED, CONCRETE SHALL HAVE A MAXIMUM SLUMP OF 5 INCHES WITHOUT ADMIXTURES, AND A
<br />MAXIMUM OF 8 INCHES WHERE WATER REDUCTION OR SUPERPLASTICIZER ADMIXTURES ARE USED. SLUMP SHALL BE
<br />MEASURED PER ASTM C143 AT THE POINT OF DELIVERY WITH TOLERANCES PER ASTM C94. SELF CONSOLIDATING
<br />CONCRETE SHALL HAVE A MAXIMUM SPREAD OF 26 INCHES AS MEASURED PER ASTM C1611.
<br />15. FOR LIGHT WEIGHT CONCRETE SLABS AND FILL OVER DECK, MAXIMUM AIR CONTENT SHALL BE 3 PERCENT AND MAXIMUM
<br />SLUMP SHALL BE 5 INCHES, MEASURED WITH ADMIXTURES.
<br />16. USE PLACEMENT AND FINISHING PROCEDURES THAT PREVENT DELAMINATION, BLISTERING OR OTHER SURFACE
<br />DEFECTS.
<br />17. NONSHRINK OR DRYPACK GROUT SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 5000 PSI, AND SHALL BE
<br />MASTERFLOW 713, EUCON NS GROUT, SIKA GROUT 212, OR APPROVED EQUAL. FOR THICK GROUT LAYERS AND LARGE
<br />VOLUME PLACEMENTS FOLLOW MANUFACTURER’S GUIDELINES, WHICH MAY INCLUDE THE ADDITION OF WASHED
<br />COARSE AGGREGATE AND POUR SEQUENCING. UNDER BASE PLATES LARGER THAN 6 SQUARE FEET, USE MASTERFLOW
<br />928 OR OTHER APPROVED HI-FLOW GROUT.
<br />18. THE USE OF CONSTRUCTION JOINTS (CJ) AT LOCATIONS NOT SHOWN ON THE PLANS AND DETAILS SHALL BE APPROVED
<br />BY THE SEOR PRIOR TO PLACEMENT OF CONCRETE. CJ’S SHALL BE USED WHENEVER CONCRETE PLACEMENT IS
<br />INTERRUPTED FOR MORE THAN 30 MINUTES. HORIZONTAL/FLAT CJ’S MAY BE UNFORMED, VERTICAL CJ’S SHALL BE FULLY
<br />FORMED WITH SHEAR KEYS. CJ’S SHALL BE CLEANED, LAITANCE REMOVED, AND ROUGHENED TO AN AMPLITUDE OF 1/4
<br />INCH BY REMOVING THE ENTIRE SURFACE TO EXPOSE CLEAN AGGREGATE SOLIDLY EMBEDDED IN THE MORTAR MATRIX.
<br />IMMEDIATELY BEFORE NEW CONCRETE IS PLACED CJ’S SHALL BE WETTED AND STANDING WATER REMOVED.
<br />19. PIPES, DUCTS OR CONDUIT SHALL NOT BE PLACED IN STRUCTURAL CONCRETE UNLESS SPECIFICALLY DETAILED ON THE
<br />STRUCTURAL DRAWINGS. PROVIDE SLEEVES FOR ALL PIPES THROUGH CONCRETE WALLS AND FOOTINGS.
<br />20. REFER TO ARCHITECTURAL DRAWINGS AND SPECIFICATIONS FOR ALL MOULDS, REVEALS, GROOVES, CHAMFERS, DRIPS,
<br />ORNAMENTS AND OTHER FINISH REQUIREMENTS. UNLESS OTHERWISE NOTED, EXPOSED CORNERS OF SLABS, BEAMS,
<br />WALLS, COLUMNS, ETC. SHALL BE FORMED WITH 3/4 INCH CHAMFER STRIPS OR 1/2 INCH RADIUS TOOLED EDGE.
<br />21. ALL DOWELS, ANCHORS AND OTHER EMBEDMENTS TO BE SET IN CONCRETE OR GROUT SHALL BE SECURED IN POSITION
<br />PRIOR TO PLACEMENT, NO WET SETTING, STABBING, RODDING OR OTHER MOVEMENT OF EMBEDDED ITEMS SHALL BE
<br />ALLOWED. THE CONTRACTOR SHALL COORDINATE WITH CONTRACT DOCUMENTS AND DISCIPLINES ITEMS SUCH AS;
<br />REINFORCEMENT, ANCHORS, INSERTS, HANGERS, NOSING, GUARDS, ELECTRICAL GROUNDS, INTEGRAL FRAMES, ETC.
<br />22. CONCRETE AND GROUT MAINTAINED BETWEEN 50 TO 90 DEGREES FAHRENHEIT AND IN A MOIST, WIND SHELTERED
<br />CONDITION FOR A MINIMUM OF 7 DAYS AFTER PLACEMENT DOES NOT REQUIRE A WRITTEN PROTECTION PLAN. WHERE
<br />REQUIRED BY WEATHER AND SITE CONDITIONS, THE CONTRACTOR SHALL FOLLOW AN APPROVED COLD- OR HOT-
<br />WEATHER PROTECTION PLAN COMPLYING WITH ACI 306.1 / 301.
<br />23. PRIOR TO ERECTING ANY ELEMENTS THAT LOAD THE FOUNDATION, CONCRETE MUST REACH AN UNCONFINED
<br />COMPRESSION STRENGTH OF 2000 PSI MINIMUM AS DETERMINED BY CYLINDER TESTING, AND MUST BE ALLOWED TO
<br />CURE FOR A MINIMUM OF 3 DAYS.
<br />24. REVIEW MANUFACTURER REQUIREMENTS FOR OVERLAYMENTS, FINISHES AND FLOORING SYSTEMS TO BE APPLIED TO
<br />CONCRETE AS THESE MAY BE MORE RESTRICTIVE.
<br />25. STYROFOAM VOID FILLER SHALL BE A DOW BUILDING SOLUTIONS PRODUCT “BLUE BOARD” TYPE OR APPROVED EQUAL
<br />WITH PROPERTIES APPROPRIATE FOR THE CONDITIONS OF USE.
<br />CONCRETE SCHEDULE NOTES:
<br />1. PORTLAND CEMENT TYPE.
<br />2. INDICATES NORMAL WEIGHT CONCRETE (NWC). OR SAND LIGHT WEIGHT CONCRETE (LWC).
<br />3. MINIMUM 28-DAY CYLINDER COMPRESSIVE STRENGTH IN PSI.
<br />4. MAXIMUM WATER TO CEMENTITIOUS MATERIAL RATIO, INCLUDING FREE
<br />MOISTURE ON AGGREGATES.
<br />* 0.45 MAXIMUM W/C RATIO REQUIRED FOR CONCRETE RECEIVING ADHESIVE FINISHES.
<br />5. MAXIMUM AGGREGATE SIZE, SEE ACI 318 FOR ADDITIONAL REQUIREMENTS INCLUDING GRADATION.
<br />6. MAXIMUM SHRINKAGE AT 28 DAYS.
<br />0.05%
<br />654321
<br />STRUCTURAL CONCRETE SCHEDULE
<br />SHRINKAGE
<br />-
<br />0.05%
<br />0.05%
<br />NEW WALL
<br />IN-FILLS
<br />ALL OTHER
<br />CONCRETE
<br />AGG SIZEW/C RATIOSTRENGTHTYPECEMENT LOCATION
<br />1 1/2”0.454500NWCIIFOUNDATIONS
<br />1” 0.45 SLAB-ON-GRADE NWC II 4500
<br />NEW WALLS 1" 0.454000NWCII
<br />1"0.45 3000NWCII
<br />-1"0.553000NWCII
<br />0.05%FILL OVER METAL
<br />DECK 1" 0.453000LWCII
<br />0.05%RAISED SLABS &
<br />BEAMS 1" 0.454000NWCII
<br />POST INSTALLED ANCHORS
<br />1. UNLESS OTHERWISE NOTED ON THE DRAWINGS, THE FOLLOWING APPLIES TO ALL POST INSTALLED ANCHORAGE INTO
<br />HARDENED CONCRETE OR MASONRY WHICH INCLUDES TYPES SUCH AS EXPANSION, WEDGE, SLEEVE, ADHESIVE/EPOXY,
<br />SHOT-PIN, SCREW AND UNDERCUT.
<br />2. INSTALL PER THE MANUFACTURER'S PRINTED INSTALLATION INSTRUCTIONS (MPII) EXCEPT AS OTHERWISE STATED IN THE
<br />SPECIFIED PRODUCT REPORTS. USE INSTALLATION PROCEDURES FOR CRACKED CONCRETE CONDITIONS. DO NOT USE
<br />CORE DRILL BITS FOR ANCHOR HOLES WITHOUT PRIOR SEOR APPROVAL. COPIES OF INSTALLATION INSTRUCTIONS SHALL
<br />BE MAINTAINED ON SITE.
<br />3. PROVIDE GALVANIZED CARBON STEEL ANCHORS AT DRY INTERIOR LOCATIONS AND STAINLESS STEEL TYPE 304 OR 316 AT
<br />EXTERIOR / DAMP INTERIOR LOCATIONS. DOWELS TO RECEIVE CONCRETE COVER MAY BE PLAIN CARBON STEEL.
<br />ANCHORS SHALL BE CLEAN AND FREE OF DEBONDING SUBSTANCES.
<br />4. UNLESS OTHERWISE NOTED, THE SPECIFIED EMBEDMENT REFERS TO THE FINAL INSTALLED EFFECTIVE DEPTH “Hef” AS
<br />DEFINED IN THE PRODUCT REPORT. MINIMUM ANCHOR HOLE DEPTH FOR INSTALLATION MAY BE DEEPER. FOR EXPANSION
<br />ANCHORS PROVIDE A MINIMUM ANCHOR HOLE DEPTH PER THE MPII, BUT NOT LESS THAN THE SPECIFIED EMBEDMENT +
<br />THE SMALLER OF 1.5x DIAM OR 1 INCH. WHERE EMBEDMENT IS NOT SPECIFIED, PROVIDE AN EMBEDMENT DEPTH OF THE
<br />SMALLER OF 8 TIMES THE ANCHOR DIAMETER AND 2/3 THE THICKNESS OF THE MEMBER THE ANCHOR IS PLACED INTO.
<br />5. MAINTAIN A MINIMUM OF 2 INCHES FROM EXISTING REINFORCEMENT, CONDUIT, POST TENSIONING (WHERE OCCURS), ETC.
<br />PRIOR TO DRILLING, CORING OR SHOOTING PINS INTO EXISTING CONCRETE OR MASONRY USE NON DESTRUCTIVE TESTING
<br />TO LOCATE SUCH ITEMS. FOR INSTALLATION DEEPER THAN 3 INCHES USE GROUND PENETRATING RADAR OR X-RAY
<br />METHODS.
<br />6. WHERE THE SPECIFIED ANCHOR EMBEDMENT DEPTH, SPACING OR EDGE DISTANCE CANNOT BE PROVIDED, NOTIFY THE
<br />SEOR AND lOR.
<br />7. PATCH ABANDONED HOLES AND SPALLS USING NON-SHRINK GROUT AND REPAIR FINISHES AS REQUIRED. ANCHORS
<br />PENETRATING THROUGH WATER PROOFING OR VAPOR MEMBRANES SHALL BE SEALED OR FLASHED.
<br />8. INSTALL IN DRY CONCRETE OR MASONRY HAVING A MINIMUM AGE OF 21 DAYS UNLESS SPECIFICALLY APPROVED BY THE
<br />SEOR.
<br />9. ADHESIVE/EPOXY ANCHORS ON THIS PROJECT ARE NOT DESIGNED TO SUPPORT, OR INTENDED TO RESIST SUSTAINED
<br />TENSION LOADS.
<br />10. INSTALLERS PLACING OVERHEAD ADHESIVE ANCHORS SHALL BE CERTIFIED BY ACI OR APPROVED EQUIVALENT.
<br />DO NOT PLACE POST INSTALLED ANCHORS IN CMU WITHIN 1 1/2” OF HEAD JOINTS OR INTO UNGROUTED CELLS UNLESS
<br />SPECIFICALLY INDICATED ON THE STRUCTURAL DOCUMENTS.
<br />STRUCTURAL CONCRETE CONT
<br />No. 6250
<br />FFOHSIB
<br />RYAN W.
<br />REGISTEREDPROFESSIONALENGINEER
<br />STRUCTURALSTATEOFCALIFORNIA
<br />DATE:
<br />FOR BRANDOW & JOHNSTON
<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 />1
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<br />S0.2
<br />GENERAL NOTES
<br />07/23/24
<br />NO. REMARKS DATE
<br />60% COMPLETE SET 05/28/24
<br />90% COMPLETE SET 07/12/24
<br />ISSUE FOR BID 07/16/24
<br />CITY SUBMITTAL 07/23/24
<br />3009 S Daimler St
<br />11/18/2024
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