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GENERAL NOTES
<br />100SN001
<br />1. INTERPRETATION OF DRAWINGS & SPECIFICATIONS
<br />A. WHERE SPECIFICATIONS HAVE BEEN PREPARED FOR THIS PROJECT, THEY ARE ARRANGED
<br />IN SEVERAL SECTIONS, BUT SUCH SEPARATION SHALL NOT BE CONSIDERED AS THE LIMITS
<br />OF THE WORK REQUIRED OF ANY SEPARATE TRADE. THE TERMS AND CONDITIONS OF
<br />SUCH LIMITATIONS ARE WHOLLY BETWEEN THE CONTRACTOR AND THEIR
<br />SUBCONTRACTORS.
<br />B. IN GENERAL, THE WORKING DETAILS WILL INDICATE DIMENSIONS, POSITION AND KIND OF
<br />CONSTRUCTION, AND THE SPECIFICATIONS, QUALITIES AND METHODS. ANY WORK
<br />INDICATED ON THE WORKING DETAILS AND NOT MENTIONED IN THE SPECIFICATIONS, OR
<br />VICE VERSA, SHALL BE FURNISHED AS THOUGH FULLY SET FORTH IN BOTH. WORK NOT
<br />PARTICULARLY DETAILED, MARKED OR SPECIFIED, SHALL BE IDENTICAL OR SIMILAR TO LIKE
<br />CASES OF CONSTRUCTION THAT ARE DETAILED, MARKED OR SPECIFIED. IF CONFLICTS
<br />OCCUR ON DRAWINGS AND/OR SPECIFICATIONS, THE MOST EXPENSIVE MATERIALS OR
<br />METHODS WILL PREVAIL.
<br />C. SHOULD AN ERROR APPEAR IN THE WORKING DETAILS OR SPECIFICATIONS OR IN WORK
<br />DONE BY OTHERS AFFECTING THIS WORK, THE CONTRACTOR SHALL NOTIFY THE
<br />ARCHITECT AT ONCE AND IN WRITING. IF THE CONTRACTOR PROCEEDS WITH THE WORK
<br />SO AFFECTED WITHOUT HAVING GIVEN SUCH WRITTEN NOTICE AND WITHOUT RECEIVING
<br />THE NECESSARY APPROVAL, DECISION OR INSTRUCTIONS IN WRITING FROM THE OWNER,
<br />THEN THE CONTRACTOR SHALL HAVE NO VALID CLAIM AGAINST THE OWNER, FOR THE
<br />COST OF SO PROCEEDING AND SHALL MAKE GOOD ANY RESULTING DAMAGE OR DEFECT.
<br />NO VERBAL APPROVAL, DECISION, OR INSTRUCTION SHALL BE VALID OR BE THE BASIS FOR
<br />ANY CLAIM AGAINST THE OWNER, ITS OFFICERS, EMPLOYEES OR AGENTS. THE
<br />FOREGOING INCLUDES TYPICAL ERRORS IN THE SPECIFICATIONS OR NOTATIONAL ERRORS
<br />IN THE WORKING DETAILS WHERE THE INTERPRETATION IS DOUBTFUL OR WHERE THE
<br />ERROR IS SUFFICIENTLY APPARENT AS TO PLACE A REASONABLY PRUDENT CONTRACTOR
<br />ON NOTICE THAT, SHOULD THE CONTRACTOR ELECT TO PROCEED, THEY ARE DOING SO AT
<br />THEIR OWN RISK.
<br />2. CONSTRUCTION SHALL CONFORM TO ALL APPLICABLE CODES AND REGULATIONS.
<br />3. SHOP DRAWING NOTE:
<br />A. WHEN NOT ADDRESSED BY DIVISION 1 OF THE SPECIFICATIONS, SUBMITTALS SHALL BE
<br />ELECTRONIC PDF FORMAT.
<br />B. THE PURPOSE OF SHOP DRAWING SUBMITTALS BY THE CONTRACTOR IS TO DEMONSTRATE
<br />TO THE STRUCTURAL ENGINEER THAT THE CONTRACTOR UNDERSTANDS THE DESIGN
<br />CONCEPT BY INDICATING WHICH MATERIAL THE CONTRACTOR INTENDS TO FURNISH AND
<br />INSTALL, AND BY DETAILING THE FABRICATION AND INSTALLATION METHODS THE
<br />CONTRACTOR INTENDS TO USE ON A STAND ALONE SET OF DOCUMENTS. DUPLICATION OF
<br />DESIGN DOCUMENTS FOR THE PURPOSE OF SHOP DRAWINGS IS NOT ACCEPTABLE.
<br />C. PRIOR TO FABRICATION, SHOP DRAWINGS SHALL BE SUBMITTED FOR REVIEW BY THE
<br />STRUCTURAL ENGINEER. SHOP DRAWING SUBMITTALS SHALL INCLUDE, BUT ARE NOT
<br />NECESSARILY LIMITED TO, STRUCTURAL STEEL, REINFORCING STEEL, & GLUE-LAMINATED
<br />BEAMS.
<br />D. PRIOR TO SUBMISSION THE CONTRACTOR SHALL REVIEW ALL SUBMITTALS FOR
<br />CONFORMANCE WITH THE CONTRACT DOCUMENTS AND SHALL STAMP SUBMITTALS AS
<br />BEING "REVIEWED FOR CONFORMANCE".
<br />E. SHOP DRAWING SUBMITTALS PROCESSED BY THE STRUCTURAL ENGINEER ARE NOT
<br />CHANGE ORDERS.
<br />F. ANY DETAIL ON THE SHOP DRAWINGS THAT DEVIATES FROM THE CONTRACT DOCUMENTS
<br />SHALL CLEARLY BE MARKED WITH THE NOTE "THIS IS A CHANGE".
<br />G. SHOP DRAWINGS OR CALCULATIONS SUBMITTED FOR REVIEW THAT REQUIRE
<br />RESUBMITTAL FOR RE-REVIEW SHALL BE BILLED HOURLY FOR SUCH TIME TO THE GENERAL
<br />CONTRACTOR. RE-REVIEW WILL NOT PROCEED WITHOUT WRITTEN APPROVAL FROM THE
<br />GENERAL CONTRACTOR FOR ADDITIONAL ENGINEERING REVIEW SERVICES.
<br />4. SAFETY NOTE:
<br />A. IT IS THE CONTRACTORS RESPONSIBILITY TO COMPLY WITH THE PERTINENT SECTIONS, AS
<br />THEY APPLY TO THIS PROJECT, OF THE "CONSTRUCTION SAFETY ORDERS" ISSUED BY THE
<br />STATE OF CALIFORNIA LATEST EDITION, AND ALL OSHA REQUIREMENTS.
<br />B. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ADEQUATE DESIGN AND CONSTRUCTION
<br />OF ALL FORMS AND SHORING REQUIRED. SHORING INDICATIONS (LOCATION, DIRECTION,
<br />DURATION, ETC.) ARE ONLY SHOWN ON THE STRUCTURAL DWGS WHEN REQUIRED TO
<br />IMPLEMENT THE DESIGN INTENT OF THE FINAL WORK PRODUCT. DETERMINATION
<br />WHETHER SHORING IS REQUIRED FOR TEMPORARY OR INTERMEDIATE CONDITIONS
<br />DURING CONSTRUCTION IS WHOLLY THE RESPONSIBILITY OF THE CONTRACTOR.
<br />C. THE OWNER AND THE STRUCTURAL ENGINEER DO NOT ACCEPT ANY RESPONSIBILITY FOR
<br />THE CONTRACTOR'S FAILURE TO COMPLY WITH THESE REQUIREMENTS.
<br />5. THE CONTRACTOR SHALL NOTIFY THE ARCHITECT AND STRUCTURAL ENGINEER WHERE A
<br />CONFLICT OR DISCREPANCY OCCURS BETWEEN THE STRUCTURAL DRAWINGS AND ANY
<br />OTHER PORTION OF THE CONTRACT DOCUMENTS OR EXISTING FIELD CONDITIONS. SUCH
<br />NOTIFICATION SHALL BE GIVEN IN DUE TIME SO AS NOT TO AFFECT THE CONSTRUCTION
<br />SCHEDULE. IN CASE OF A CONFLICT BETWEEN STRUCTURAL DRAWINGS AND SPECIFICATIONS
<br />THE MORE RESTRICTIVE CONDITION SHALL TAKE PRECEDENCE UNLESS WRITTEN APPROVAL
<br />HAS BEEN GIVEN FOR THE LEAST RESTRICTIVE. CONTRACTOR SHALL VERIFY ALL DIMENSIONS
<br />WITH ARCHITECTURAL PRIOR TO COMMENCING ANY WORK.
<br />6. WHEN CONSTRUCTION ATTACHES TO OR IS WITHIN AN EXISTING BUILDING, A COMPLETE SET
<br />OF DRAWINGS OF THE EXISTING BUILDING SHALL BE KEPT ON THE JOB SITE. CONTRACTOR TO
<br />OBTAIN THESE DRAWINGS FROM THE OWNER (IF THEY ARE AVAILABLE).
<br />7. ANY SUBSTITUTIONS FOR STRUCTURAL MEMBERS, HARDWARE OR DETAILS SHALL BE
<br />REVIEWED BY THE ARCHITECT AND STRUCTURAL ENGINEER. SUCH REVIEW WILL BE BILLED
<br />ON A TIME AND MATERIALS BASIS TO THE GENERAL CONTRACTOR WITH NO GUARANTEE THAT
<br />THE SUBSTITUTION WILL BE ALLOWED.
<br />8. DO NOT SCALE DRAWINGS. CONTACT THE ARCHITECT OR STRUCTURAL ENGINEER FOR ANY
<br />DIMENSIONS NOT SHOWN.
<br />9. THESE DRAWINGS ARE NOT COMPLETE UNTIL REVIEWED AND ACCEPTED BY LOCAL BUILDING
<br />OFFICIALS AND THE OWNER AND SIGNED BY THE STRUCTURAL ENGINEER.
<br />POST-INSTALLED ANCHORS
<br />305SN001
<br />1. FOR CONCRETE CONSTRUCTION, POST-INSTALLED ANCHORS SHALL BE ONE OF THE
<br />FOLLOWING:
<br />A. ADHESIVE ANCHORS FOR THRD ROD & REBAR:
<br />a. HILTI HIT-HY 200 V3 PER ESR-4868
<br />b. HILTI HIT-RE500 V3 PER ESR-3814
<br />c. SIMPSON SET-3G PER ESR-4057
<br />d. DEWALT PURE 110+ ESR-3298
<br />B. EXPANSION ANCHORS:
<br />a. HILTI KB-TZ2 PER ESR-4266
<br />b. SIMPSON STRONG BOLT 2 PER ESR-3037
<br />c. DEWALT POWER-STUD+ SD2, SD4 OR SD6 AS NOTED PER ESR-2502
<br />C. SCREW ANCHORS:
<br />a. HILTI KWIK HUS-EZ (KH-EZ) PER ESR-3027
<br />b. SIMPSON TITEN HD PER ESR-2713
<br />c. DEWALT SCREWBOLT+ PER ESR-3889
<br />2. ANCHOR TYPE, SIZE & EMBEDMENT SHALL BE AS INDICATED IN DRAWINGS. POST-INSTALLED
<br />ANCHORS FOR REPAIR SHALL BE EVALUATED ON A CASE BY CASE BASIS. NOTIFY STRUCTURAL
<br />ENGINEER FOR REPAIRS.
<br />3. ALL EMBEDMENT DEPTHS CALLED OUT IN DRAWINGS REFER TO EFFECTIVE EMBEDMENT
<br />UNLESS OTHERWISE NOTED. SEE DIAGRAM BELOW AND ICC REPORTS.
<br />4. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH THE REQUIREMENTS GIVEN IN THE
<br />EVALUATION REPORT. PROVIDE MINIMUM EMBEDMENT PROVIDED IN ICC ESR REPORT UNLESS
<br />NOTED OTHERWISE.
<br />5. PROVIDE SPECIAL INSPECTION AS INDICATED IN THE STATEMENT OF STRUCTURAL SPECIAL
<br />INSPECTIONS AND TESTING AND THE EVALUATION REPORT.
<br />6. WHEN INSTALLING POST-INSTALLED ANCHORS IN EXISTING CONCRETE OR MASONRY, USE
<br />CARE AND CAUTION TO AVOID CUTTING OR DAMAGING EXISTING REINFORCING BARS.
<br />7. ANCHORS INSTALLED FROM THE BOTTOM INTO METAL DECK WITH CONCRETE SHALL BE
<br />INSTALLED IN THE CENTER OF THE LOW FLUTE OF THE DECKING UNLESS NOTED OTHERWISE
<br />IN EVALUATION REPORT. THE DECKING SHALL HAVE A MINIMUM THICKNESS OF 20 GAUGE.
<br />THE MINIMUM THICKNESS OF THE CONCRETE ABOVE THE HIGH FLUTE OF THE METAL DECK
<br />SHALL BE AS INDICATED IN THE EVALUATION REPORT. SEE EVALUATION REPORT FOR
<br />ADDITIONAL REQUIREMENTS, INCLUDING MINIMUM DIMENSIONS FOR FLUTE WIDTH AND DEPTH.
<br />8. THE CONCRETE SHALL HAVE ATTAINED ITS MINIMUM DESIGN STRENGTH PRIOR TO
<br />INSTALLATION OF THE ANCHORS.
<br />9. ADHESIVE ANCHORS SHALL BE INSTALLED IN CONCRETE HAVING A MINIMUM AGE OF 21 DAYS
<br />AT THE TIME OF ANCHOR INSTALLATION PER ACI 318, CHAPTER 17.
<br />10. INSTALLER CERTIFICATION AND INSPECTION IS REQUIRED FOR HORIZONTAL AND UPWARDLY
<br />INCLINED ADHESIVE ANCHORS SUBJECTED TO SUSTAINED TENSION LOADING IN ACCORDANCE
<br />WITH ACI 318, CHAPTER 17.
<br />11. IF TEMPERATURE OF BASE MATERIAL AT TIME OF ADHESIVE ANCHOR INSTALLATION IS 45
<br />DEGREES FARENHEIT OR LOWER, AN "ACRYLIC" OR COLD WEATHER ADHESIVE IS REQUIRED.
<br />USE DEWALT AC200+, SIMPSON AT-XP, OR HILTI HIT-HY200 WHEN THIS OCCURS.
<br />12. THE INSPECTION OF THE ANCHORS SHALL BE DONE BY A QUALIFIED INSPECTION AGENCY AND
<br />A REPORT OF THE INSPECTION RESULTS SHALL BE SUBMITTED TO THE GOVERNING AGENCY
<br />AND ARCHITECT/STRUCTURAL ENGINEER.
<br />INSTALLED ANCHOR DIAGRAMS
<br />EM
<br />B
<br />E
<br />D
<br />EF
<br />F
<br />E
<br />C
<br />T
<br />I
<br />V
<br />E
<br />EM
<br />B
<br />E
<br />D
<br />NO
<br />M
<br />I
<br />N
<br />A
<br />L
<br />PE
<br />R
<br />
<br />R
<br />E
<br />P
<br />O
<br />R
<br />T
<br />HO
<br />L
<br />E
<br />
<br />D
<br />E
<br />P
<br />T
<br />H
<br />EM
<br />B
<br />E
<br />D
<br />EF
<br />F
<br />E
<br />C
<br />T
<br />I
<br />V
<br />E
<br />EM
<br />B
<br />E
<br />D
<br />NO
<br />M
<br />I
<br />N
<br />A
<br />L
<br />PE
<br />R
<br />
<br />R
<br />E
<br />P
<br />O
<br />R
<br />T
<br />HO
<br />L
<br />E
<br />
<br />D
<br />E
<br />P
<br />T
<br />H
<br />EXPANSION ANCHOR SCREW ANCHOR
<br />CONCRETE
<br />300SN001
<br />1. CONCRETE SHALL ATTAIN 28 DAY COMPRESSIVE STRENGTH AS REQUIRED IN NOTE #28.
<br />SLUMP SHALL BE 4 INCHES ± 1 INCH WITHOUT ADMIXTURES UNLESS NOTED OTHERWISE IN THE
<br />SPECIFICATIONS.
<br />2. CONCRETE MIX DESIGNS SHALL BE PREPARED ACCORDING TO ACI 318 CHAPTER 26.4 AND
<br />ACI 301 SECTION 4, REVIEWED BY OWNER'S TESTING LABORATORY AND SUBMITTED TO THE
<br />STRUCTURAL ENGINEER FOR REVIEW.
<br />3. CEMENTITIOUS MATERIALS:
<br />CEMENT SHALL CONFORM TO ASTM C-150 TYPE II OR V.
<br />FLY ASH SHALL CONFORM TO ASTM C-618. MAX. QUANTITY OF FLY ASH BY MASS SHALL BE 25%
<br />UNLESS NOTED OTHERWISE IN THE SPECIFICATIONS.
<br />SLAG SHALL CONFORM TO ASTM C989. MAX. QUANTITY OF SLAG BY MASS SHALL BE 25%
<br />UNLESS NOTED OTHERWISE IN THE SPECIFICATIONS.
<br />TERNARY SYSTEMS ARE PROHIBITED.
<br />4. CONCRETE AGGREGATES SHALL CONFORM TO ASTM C-33 FOR NORMAL WEIGHT CONCRETE
<br />AND ASTM C-330 FOR LIGHTWEIGHT CONCRETE.
<br />5. NON-SHRINK GROUT OR DRYPACK SHALL CONSIST OF A PREMIXED NONMETALLIC FORMULA.
<br />6. REINFORCING STEEL SHALL CONFORM TO ASTM A-615 GRADE 60 UNO. REINFORCING STEEL
<br />TO BE WELDED SHALL CONFORM TO ASTM A-706 GRADE 60. CONTRACTOR SHALL SUBMIT
<br />REBAR MILL CERTIFICATES. REINFORCING STEEL IN SPECIAL REINFORCED SHEAR WALLS OR
<br />MOMENT FRAMES, EXCEPT TIES AND HOOPS, SHALL CONFORM TO ASTM A-706.
<br />7. ALL PREHEATING AND WELDING OF REINFORCING BARS SHALL BE DONE IN ACCORDANCE WITH
<br />AWS D1.4 LATEST EDITION AND SHALL BE CONTINUOUSLY INSPECTED BY A QUALIFIED
<br />LABORATORY. CONTRACTOR SHALL FURNISH WPS FOR ALL REBAR WELDING TO THE
<br />LABORATORY.
<br />8. REINFORCING STEEL SHALL BE FABRICATED ACCORDING TO "MANUAL OF STANDARD
<br />PRACTICE FOR REINFORCED CONCRETE CONSTRUCTION".
<br />9. WIRE FABRIC SHALL CONFORM TO ASTM A1064.
<br />10. DIMENSIONS SHOWN FOR LOCATION OF REINFORCING ARE TO THE FACE OF BARS LISTED AND
<br />DENOTE CLEAR COVERAGE. NON-PRESTRESSED, CAST-IN-PLACE CONCRETE COVERAGE
<br />SHALL BE AS FOLLOWS, UNO:
<br />CONCRETE DEPOSITED DIRECTLY AGAINST GROUND (EXCEPT SLABS)--------- 3"
<br />CONCRETE EXPOSED TO GROUND OR WEATHER BUT PLACED IN FORMS:
<br />#5 AND SMALLER-------------------------------------------------------------------------- 1-1/2"
<br />#6 AND LARGER--------------------------------------------------------------------------- 2"
<br />BEAMS & COLUMNS (TIES)------------------------------------------------------------------------- 1-1/2"
<br />BEAMS & COLUMNS (MAIN REINFORCING)-------------------------------------------------- 2"
<br />CAST-IN-PLACE WALLS (EXTERIOR FACE & SOIL SIDE)-------------------------------- SEE ABOVE
<br />CAST-IN-PLACE WALLS (INTERIOR FACE-#11 & SMALLER)--------------------------- 3/4"
<br />TILT-UP WALLS--------------------------------------------------------------------------------------- SEE DETAILS
<br />SLABS (ON FORMS)--------------------------------------------------------------------------------- 3/4"
<br />SLABS (ON GROUND)------------------------------------------------------------------------------- 2" CLEAR FROM
<br /> TOP
<br />11. SPLICES IN CONTINUOUS REINFORCEMENT SHALL BE LAPPED UNO, SEE SCHEDULE THIS
<br />SHEET. SPLICES IN ADJACENT BARS SHALL BE GREATER THAN 5'-0" APART. SPLICE
<br />CONTINUOUS BARS IN SOIL-BEARING GRADE BEAMS, STRUCTURAL SLABS ON GRADE AND MAT
<br />FOUNDATIONS AS FOLLOWS UNO: TOP BARS AT CENTERLINE OF SUPPORT; BOTTOM BARS AT
<br />MID-SPAN. SPLICE CONTINUOUS BARS IN ELEVATED SLABS AND BEAMS, ETC. AS FOLLOWS
<br />UNO: TOP BARS AT MID-SPAN; BOTTOM BARS AT CENTERLINE OF SUPPORT. ALL BARS SIZE #14
<br />AND LARGER SHALL BE CONTINUOUS FOR FULL LENGTH SHOWN OR SPLICED WITH
<br />MECHANICAL COUPLERS AS NOTED IN DETAILS. SPLICES IN WWF SHALL BE 1-1/2 MESHES WIDE.
<br />12. THE MINIMUM CLEAR SPACING BETWEEN PARALLEL BARS IN A LAYER SHALL NOT BE LESS
<br />THAN THE LARGER OF BAR DIAMETER, 1", OR 33% GREATER THAN THE MAXIMUM AGGREGATE
<br />SIZE (NOMINAL), WHICHEVER IS GREATEST. THIS REQUIREMENT ALSO APPLIES TO THE CLEAR
<br />SPACING BETWEEN DIFFERENT LAYERS OF PARALLEL BARS AND TO THE CLEAR DISTANCE
<br />BETWEEN A CONTACT LAP SPLICE AND ADJACENT SPLICES OR BARS.
<br />13. ALL HOOKS SHALL BE STANDARD HOOKS UNLESS OTHERWISE SHOWN OR NOTED. AT WALLS,
<br />PROVIDE HOOKS AT ENDS OF ALL REINFORCING AT ENDS, CORNERS AND INTERSECTIONS,
<br />UNO.
<br />14. CONSTRUCTION JOINTS SHALL BE MADE ROUGH AND ALL LAITANCE REMOVED FROM THE
<br />SURFACE. CONCRETE MAY BE ROUGHENED BY CHIPPING THE ENTIRE SURFACE, SAND
<br />BLASTING, OR RAKING THE SURFACE TO PROVIDE 1/4" DEEP DEFORMATIONS.
<br />15. REMOVE ALL DEBRIS FROM FORMS BEFORE CASTING ANY CONCRETE.
<br />16. REINFORCING, DOWELS, BOLTS, ANCHORS, SLEEVES, ETC. TO BE EMBEDDED IN CONCRETE
<br />SHALL BE SECURELY POSITIONED BEFORE PLACING CONCRETE.
<br />17. ANCHOR BOLTS (AB'S) CAST IN CONCRETE FOR WALL SILL AND LEDGER APPLICATIONS SHALL
<br />BE HEADED BOLTS WITH CUT THREADS CONFORMING TO ASTM F1554, UNO. REFER TO "WOOD"
<br />NOTES FOR ADDITIONAL REQUIREMENTS FOR BOLTS IN CONTACT WITH PRESSURE TREATED
<br />OR FIRE RETARDANT MATERIAL. REFER TO 'STRUCTURAL STEEL' NOTE FOR REQUIREMENTS
<br />FOR ANCHOR RODS (AR'S) CAST IN CONCRETE FOR COLUMN BASE PLATE AND STEEL EMBED
<br />APPLICATIONS.
<br />18. WALLS SHALL BE CAST IN HORIZONTAL LAYERS OF 2'-0" MAXIMUM DEPTH.
<br />19. CONCRETE IN WALLS, PIERS OR COLUMNS SHALL SET AT LEAST 2 HOURS BEFORE PLACING
<br />CONCRETE IN BEAMS, SPANDRELS, OR SLABS SUPPORTED THEREON.
<br />20. HORIZONTAL WALL BARS IN MULTI-CURTAIN CAST IN PLACE WALLS SHALL BE STAGGERED.
<br />21. DOWEL ALL VERTICAL REINFORCING IN WALLS AND COLUMNS FROM FOUNDATION WITH SAME
<br />SIZE BAR.
<br />22. CONSOLIDATE CONCRETE PLACED IN FORMS BY MECHANICAL VIBRATING EQUIPMENT
<br />SUPPLEMENTED BY HAND-SPADING, RODDING OR TAMPING. USE EQUIPMENT AND
<br />PROCEDURES FOR CONSOLIDATION OF CONCRETE IN ACCORDANCE WITH THE
<br />RECOMMENDED PRACTICES OF ACI 309 TO SUIT THE TYPE OF CONCRETE AND PROJECT
<br />CONDITIONS. CONCRETE SHALL NOT BE DROPPED THROUGH REINFORCING STEEL (AS IN
<br />WALLS) SO AS TO CAUSE SEGREGATION OF AGGREGATES. IN SUCH CASES HOPPERS AND
<br />CHUTES OR TRUNKS OF VARIABLE LENGTHS SHALL BE USED SO THAT THE FREE UNCONFINED
<br />FALL OF CONCRETE SHALL NOT EXCEED 6 FEET.
<br />23. NO WOOD SPREADERS ALLOWED. NO WOOD STAKES ALLOWED IN AREAS TO BE CONCRETED.
<br />24. ADDITIONAL REINFORCING IN PRECAST OR TILT-UP PANELS REQUIRED FOR LIFTING STRESSES
<br />SHALL BE SUPPLIED BY CONTRACTOR.
<br />25. PROVIDE #4x4'-0" DIAGONAL REINFORCING AT EACH REINFORCING LAYER OF SLAB AT ALL RE-
<br />ENTRANT CORNERS TYPICAL UNO. THIS APPLIES TO SLAB ON GRADE, CONCRETE OVER METAL
<br />DECK, AND ELEVATED STRUCTURAL SLAB CONDITIONS.
<br />26. ALL SAW CUTTING SHALL BE DONE AFTER INITIAL SET HAS OCCURRED TO AVOID TEARING OR
<br />DAMAGE BY THE SAW BLADE, BUT BEFORE INITIAL SHRINKAGE HAS OCCURRED.
<br />27. NOTIFY STRUCTURAL ENGINEER A MINIMUM OF 48 HOURS BEFORE PLACING ANY CONCRETE.
<br />28. CONCRETE STRENGTHS & MIX PROPERTIES:
<br /> F'C @ MAX AGGR MAX W/CM*
<br />ITEM 28 DAYS SIZE WEIGHT RATIO
<br />A. SLAB ON GRADE 3500 PSI 1" NW 0.45
<br />* W/CM = WATER : CEMENTITIOUS MATERIAL RATIO
<br />DESIGN CRITERIA
<br />100SN002
<br />1. CODES AND STANDARDS
<br />2022 CALIFORNIA BUILDING CODE (CBC)
<br />ASCE 7-16
<br />ACI 318-19
<br />AISC 360-16, 341-16, 358-16
<br />AISI S100-16 w/ S2-20, S240-20, S400-20
<br />TMS 402/602-16
<br />2018 NDS, 2021 SDPWS
<br />SEISMIC:
<br />SITE CLASS D (DEFAULT)
<br />SS = 1.304 ; SDS = 1.043
<br />RISK CATEGORY: II
<br />IP = 1.0
<br />4.LATERAL LOADS
<br />(A) -
<br />AB -
<br />ABV -
<br />ADDL -
<br />AHU -
<br />ALT -
<br />APPROX -
<br />ARCH -
<br />(B) -
<br />BLDG -
<br />BLKG -
<br />BLW -
<br />BM -
<br />B.O. -
<br />BOF -
<br />BOTT -
<br />BRCG -
<br />BRG -
<br />BTWN -
<br />BYND -
<br />CC -
<br />CG -
<br />CJ -
<br />CJP -
<br />CL -
<br />CLG -
<br />CLR -
<br />CMU -
<br />COL -
<br />CONC -
<br />CONN -
<br />CONT -
<br />CONTR -
<br />COORD -
<br />CSK -
<br />DBL -
<br />DF -
<br />DIAG -
<br />DL -
<br />DWG -
<br />(E) -
<br />EA -
<br />EF -
<br />EJ -
<br />ELEV -
<br />EN -
<br />EOS -
<br />EQ -
<br />EW -
<br />FB -
<br />FC -
<br />FDN -
<br />FF -
<br />FRMG -
<br />FRT -
<br />FS -
<br />FTG -
<br />GA -
<br />GALV -
<br />GLB -
<br />GR -
<br />GYP -
<br />HD -
<br />HDR -
<br />HGR -
<br />HK -
<br />HORIZ -
<br />HSB -
<br />HSS -
<br />HT -
<br />OCCURS ABOVE
<br />ANCHOR BOLT
<br />ABOVE
<br />ADDITIONAL
<br />AIR HANDLING UNIT
<br />ALTERNATE
<br />APPROXIMATE
<br />ARCHITECTURAL
<br />OCCURS BELOW
<br />BUILDING
<br />BLOCKING
<br />BELOW
<br />BEAM
<br />BOTTOM OF
<br />BOTTOM OF FOOTING
<br />BOTTOM
<br />BRACING
<br />BEARING
<br />BETWEEN
<br />BEYOND
<br />CENTER TO CENTER
<br />CENTER OF GRAVITY
<br />CONSTRUCTION JOINT
<br />COMPLETE JOINT PENETRATION
<br />CENTERLINE
<br />CEILING
<br />CLEAR
<br />CONCRETE MASONRY UNIT
<br />COLUMN
<br />CONCRETE
<br />CONNECTION
<br />CONTINUOUS
<br />CONTRACTOR
<br />COORDINATE
<br />COUNTERSINK
<br />DOUBLE
<br />DOUGLAS FIR
<br />DIAGONAL
<br />DEAD LOAD
<br />DRAWING
<br />EXISTING
<br />EACH
<br />EACH FACE OR EDGE FASTENER
<br />EXPANSION JOINT
<br />ELEVATION
<br />EDGE NAILING
<br />EDGE OF SLAB
<br />EQUAL
<br />EACH WAY
<br />FACE OF BLOCK/BRICK OR FLAT BAR
<br />FACE OF CONCRETE
<br />FOUNDATION
<br />FINISH FLOOR
<br />FRAMING
<br />FIRE RETARDANT TREATED
<br />FACE OF STUD OR FAR SIDE
<br />FOOTING
<br />GAUGE OR GAGE
<br />GALVANIZED
<br />GLUED LAMINATED BEAM
<br />GRADE
<br />GYPSUM
<br />HOLDOWN
<br />HEADER
<br />HANGER
<br />HOOK
<br />HORIZONTAL
<br />HIGH STRENGTH BOLT
<br />HOLLOW STRUCTURAL SECTION
<br />HEIGHT
<br />JH -
<br />LL -
<br />LLH -
<br />LLV -
<br />LONGIT -
<br />LS -
<br />LW -
<br />MECH -
<br />MFR -
<br />MI -
<br />× -
<br />MTL -
<br />(N) -
<br />NIC -
<br />NS -
<br />NTS -
<br />NW -
<br />o/ -
<br />OH -
<br />OPNG -
<br />OSB -
<br />PC -
<br />PERP -
<br />PJP -
<br />PL -
<br />PT -
<br />PW -
<br />REINF -
<br />REQD -
<br />RWD -
<br />SC -
<br />SCH -
<br />SEOR -
<br />SHTG -
<br />SIM -
<br />SJ -
<br />SMS -
<br />SOG -
<br />SP -
<br />SPCG -
<br />SQ -
<br />STD -
<br />STFNR -
<br />STGRD -
<br />STL -
<br />STRUCT -
<br />SW -
<br />T&B -
<br />T&G -
<br />THRD -
<br />TN -
<br />T.O. -
<br />TOC -
<br />TOF -
<br />TOS -
<br />TOW -
<br />TRANS -
<br />TYP -
<br />UNO -
<br />VERT -
<br />VIF -
<br />WF -
<br />WHS -
<br />WP -
<br />WS -
<br />WWF -
<br />XS -
<br />XXS -
<br />Ø -
<br />JOIST HANGER
<br />LIVE LOAD
<br />LONG LEG HORIZONTAL
<br />LONG LEG VERTICAL
<br />LONGITUDINAL
<br />LAG SCREW
<br />LIGHTWEIGHT
<br />MECHANICAL
<br />MANUFACTURER
<br />MALLEABLE IRON
<br />MARK
<br />METAL
<br />NEW
<br />NOT IN CONTRACT
<br />NEAR SIDE
<br />NOT TO SCALE
<br />NORMAL WEIGHT
<br />OVER
<br />OPPOSITE HAND
<br />OPENING
<br />ORIENTED STRAND BOARD
<br />PIECE
<br />PERPENDICULAR
<br />PARTIAL JOINT PENETRATION
<br />PLATE
<br />PRESSURE TREATED
<br />PUDDLE WELD
<br />REINFORCING OR REINFORCEMENT
<br />REQUIRED
<br />REDWOOD
<br />SLIP CRITICAL
<br />SCHEDULE
<br />STRUCTURAL ENGINEER OF RECORD
<br />SHEATHING
<br />SIMILAR
<br />SLAB CONTROL JOINT
<br />SHEET METAL SCREW
<br />SLAB-ON-GRADE
<br />STRUCTURAL PANEL
<br />SPACING
<br />SQUARE
<br />STANDARD
<br />STIFFENER
<br />STAGGERED
<br />STEEL
<br />STRUCTURAL
<br />SHEAR WALL
<br />TOP & BOTTOM
<br />TONGUE & GROOVE
<br />THREADED
<br />TOE NAIL
<br />TOP OF
<br />TOP OF CONCRETE (SLAB UNO)
<br />TOP OF FOOTING OR TOP OF FRAMING
<br />TOP OF STEEL
<br />TOP OF WALL
<br />TRANSVERSE
<br />TYPICAL
<br />UNLESS NOTED OTHERWISE
<br />VERTICAL
<br />VERIFY IN FIELD
<br />WIDE FLANGE
<br />WELDED HEADED STUD
<br />WORK POINT
<br />WOOD SCREW
<br />WELDED WIRE FABRIC
<br />EXTRA STRONG
<br />DOUBLE EXTRA STRONG
<br />ROUND OR DIAMETER
<br />ABBREVIATIONS
<br />100SN003
<br />ACI 318
<br />CBC/IBC
<br />f'c= 3500 PSI CONC
<br />LAP SPLICE LENGTHS FOR GRADE 60 REINFORCING BARS IN TENSION (Lst)
<br />300SN002
<br />(ALL LENGTHS SHOWN ARE IN INCHES)
<br />DEFINITIONS:
<br />LD = DEVELOPMENT LENGTH OF DEFORMED BARS IN TENSION
<br />LST = TENSION LAP SPLICE LENGTH
<br />TOP = HORIZONTAL REINFORCEMENT LOCATED SUCH THAT MORE THAN 12 INCHES OF FRESH
<br />CONCRETE IS CAST IN THE MEMBER BELOW THE SPLICE.
<br />NOTES:
<br />1. SCHEDULE APPLIES TO NORMAL WEIGHT CONCRETE WITH UNCOATED, GRADE 60
<br />REINFORCING STEEL FOR #3 BARS AND LARGER.
<br />2. ROUND UP TO THE NEAREST WHOLE NUMBER FOR ALL LENGTH CALCULATIONS.
<br />3. Lst SHALL BE 12 INCHES MINIMUM.
<br />4. WHERE EPOXY-COATED BARS ARE USED, MULTIPLY LAP LENGTHS BY 1.2, BUT WHERE EPOXY-
<br />COATED BARS HAVE CLEAR COVER LESS THAN 3 BAR DIA. OR CLEAR SPACING LESS THAN 6
<br />BAR DIA., MULTIPLY LAP LENGTHS BY 1.31 FOR TOP REBAR AND 1.5 FOR OTHER REBAR.
<br />5. WHEN LIGHTWEIGHT CONCRETE IS USED, MULTIPLY LAP LENGTHS BY 1.33.
<br />6. WHERE CLEAR SPACING OF BARS BEING SPLICED IS LESS THAN 2 BAR DIA. OR WHERE CLEAR
<br />COVER OF BARS BEING SPLICED IS LESS THAN 1 BAR DIA., MULTIPLY LAP LENGTHS BY 1.50,
<br />UNO.
<br />7. WHERE CLASS A LAP SPLICE IS NOTED IN DETAIL, DIVIDE LENGTHS ABOVE BY 1.30.
<br />8. DEVELOPMENT LENGTH OF DEFORMED BARS, Ld, SHALL BE CALCULATED BY DIVIDING THE
<br />LENGTH ABOVE BY 1.30. Ld SHALL BE 12 INCHES MINIMUM.
<br />9. WHEN SPLICING DIFFERENT SIZE BARS, Lst SHALL BE THE GREATER OF Ld OF THE LARGER
<br />BAR AND Lst OF THE SMALLER BAR.
<br />10. INDIVIDUAL BAR SPLICES WITHIN A BUNDLE SHALL NOT OVERLAP. INCREASE LAP LENGTHS BY
<br />20 PERCENT FOR A THREE-BAR BUNDLE AND 33 PERCENT FOR A FOUR-BAR BUNDLE
<br />11. THE LENGTHS SHOWN IN THE SCHEDULE SHALL BE INCREASED BY ALL APPLICABLE
<br />MULTIPLIERS LISTED IN THE NOTES ABOVE.
<br />#11#10#9#8#5 #6 #7
<br />121
<br />93
<br />109
<br />84
<br />97
<br />75
<br />86
<br />66
<br />43
<br />33
<br />52
<br />40
<br />75
<br />58
<br />#4#3
<br />35
<br />27
<br />26
<br />20
<br />A
<br />REINF
<br />LOCATION
<br />SPLICE
<br />CLASS
<br />TOP
<br />OTHER
<br />INCH POUND
<br />BAR SIZE
<br />DIAMETER (in)METRIC BAR SIZE DIAMETER (mm)
<br />#3
<br />#4
<br />#5
<br />#6
<br />#7
<br />#8
<br />#9
<br />#10
<br />#11
<br />#14
<br />#18
<br />0.375
<br />0.500
<br />0.625
<br />0.750
<br />0.875
<br />1.000
<br />1.128
<br />1.270
<br />1.410
<br />1.693
<br />2.257
<br />#10
<br />#13
<br />#16
<br />#19
<br />#22
<br />#25
<br />#29
<br />#32
<br />#36
<br />#43
<br />#57
<br />9.5
<br />12.7
<br />15.9
<br />19.1
<br />22.2
<br />25.4
<br />28.7
<br />32.3
<br />35.8
<br />43.0
<br />57.3
<br />STANDARD REBAR SIZES
<br />INCH AND METRIC EQUIVALENTS
<br />300SN003
<br />600 Q STREET, SUITE 200
<br />SACRAMENTO, CA 95811
<br />916 443 0303
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<br />06/19/2024
<br />24-004
<br />GKA ARCHITECTS. ALL RIGHTS RESERVED
<br />COPYRIGHT © 2024
<br />WWW.GKA-ARC.COM
<br />(213) 200-0030
<br />LOS ANGELES, CA 90071
<br />633 W 5TH ST, STE 2607
<br />SHEET NUMBER:
<br />SHEET TITLE:
<br />ISSUE DATE:
<br />PROJECT NUMBER:
<br />EN
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<br />GENERAL NOTES
<br />S1.01
<br />APPLICABLE TO ALL DRAWINGS UNLESS NOTED OR SHOWN OTHERWISE
<br />GENERAL NOTES
<br />STRUCTURAL SHEET INDEX
<br />S1.01 GENERAL NOTES
<br />S1.02 GENERAL NOTES / STRUCTURAL SPECIAL
<br />INSPECTIONS & TESTING
<br />S2.01 FLOOR FRAMING PLAN
<br />S5.01 CONCRETE DETAILS
<br />S5.11 COMMON DETAILS
<br />S5.12 METAL STUD COMMON DETAILS
<br />S5.13 METAL STUD COMMON DETAILS
<br />SEOR STAMP IS APPLICABLE ONLY
<br />TO THE STRUCTURAL CONTENT OF
<br />THE FOLLOWING DETAILS ON THIS
<br />PAGE:
<br />1401 N Tustin Ave Unit#
<br />170 - TI1/27/2025
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